Loading...
HomeMy WebLinkAbout22-0713 1025 Washington St S- FS #3 City Approved set OF TMNvMLIS �INYFAUfj City of Twin Falls �0 � General Inspection Notes �0ERVtN0 SERV►NG UP) a) NOTE: This is not a complete list and is not inclusive of all construction methods, materials or practices. These checklists are intended to serve as a guide for the items that cause the most issues during inspections and promote +=, consistency in the application of the codes & standard practices. Compliance with all the provisions of applicable codes shall be required. O The information in the checklists is not, or was it ever intended to be, all inclusive. It does not include all code or individual plan requirements. It is intended to reflect local policies, procedures & practices within the City of Twin Falls. These checklists do not waive any specific code requirements not listed or allow for the decrease in the requirements of an engineered design. It also does not add requirements where the minimum of the code has been met. Z This page and all approved plans, associated documents, revisions & changes to the plans must be maintained on site and available for review at all times. FIRE BUILDING FINAL INSPECTION INFORMATION O Fire Alarm Inspection: Footing/Foundation Inspection: COMMERCIAL OCCUPANCY • * Fire alarm plans must be approved by the State Fire Marshal's office or if applicable the Twin Falls * All re-bar must be tied in place at time of inspection. Fire Marshal prior to installation and inspection. * All hold down anchors installed properly. Final inspections are required by multiple City Departments/Inspectors prior t0 * Fire alarm system must be wired to call out from a land line, or with a cell dialer. (Voice over IP is not allowed). Shear Inspection: getting your Certificate of Occupancy. * Fire alarm system must be live and capable of calling the Twin Falls Dispatch Center on the day of * All hold downs must be installed per approved plans and manufacturers installation guide. testing. * Fasteners should not be overdriven and shiners should be removed and/or replaced. Make sure to have the approved set of plans and inspection card on site for all inspections. * Install the correct type of fastener at the correct spacing. Fire Sprinkler Inspection: If you have Special Inspections: Once the required special inspections have been completed a final * Fire sprinkler plans must be approved by the State Fire Marshal's office prior to installation and Framing Inspection: report needs to be submitted to the building department certifying corrections of any discrepancies inspection. Underground fire sprinkler line must be inspected by the Twin Falls Fire Department prior * Accessibility standards are in compliance. (ICC A117.1-2009) noted in the special inspection reports.This final report can be submitted any time before requesting [ ^ to be covered. * Required load paths to footing for all load points are installed. occupancy. �+ * Pipe or hose used for flushing the underground sprinkler line must be secure, incapable of * Stair rise and treads must meet code requirements. * Required Site Work inspections may be requested and completed as the work is done or as required movement, and is deemed safe by the inspector. *Min rise 4", Max rise 7", Max tread 11" by the specific department by contact the following: * Rough to cover inspection and hydro testing must be completed before covering or tenting the *Min nosing is 3/4", Max nosing is 1 1/4" and cannot differ in length by more than 3/8" above ground fire sprinkler system. * Provide required up-lift protection for all trusses. - Planning&Zoning (parking and landscaping) Planner-208-735-7270 or Office-208-735-7267 Kitchen Hood Inspections: Final Inspection: - Engineering (Retention, curb, gutter, sidewalk, drive approaches) * Fire suppression system must be installed and ready for trip test (trip link, balloons, etc.) prior to * Landings to meet minimum code requirements. (Doors 1010.1.6, Ramps 1012.6, Stairs 1011.6) Lab inspection line 208-735-3446 inspection. * Accessibility Standards are in compliance.(ICC A117.1-2009) -Street Department (road cuts) * Kitchen hood must be wired to initiate the fire alarm upon activation of the fire suppression system. * Egress door sign-age is posted and correct verbiage is used. Office- 208-736-2226 (The only exception to this is if the building does not require a fire alarm to be installed) * "DOOR TO REMAIN UNLOCKED WHILE BUILDING IS OCCUPIED" * All electrical outlets, lighting, and appliances under the kitchen hood must shut down upon *Correct hardware has been installed on all doors. * When you are ready for any Fire Department inspections please call (extinguishers, activation of the fire suppression system. *Panic hardware is installed where required. fire/alarm/sprinkler systems): * Main gas valve must be installed and must shut down upon activation of the fire suppression *Accessible hardware is installed where required. Fire Inspection Line-208-735-7338 system. * Handrails shall be installed where required. * Exhaust fan must be capable of running continuously upon activation of the fire suppression * Stairways shall have handrails on each side. * When you are ready for a building final inspection on the structure: system. * All racking and shelving to be in place. Make sure you have the final inspections on the plumbing, electrical, and mechanical work. * Make up air must be capable of running continuously upon activation of the fire suppression system. * All Exit signs are field verified. (must be visible—nothing can block the line of sight) Call the building inspection line 208-735-7333 * Maximum Occupancy signs posted where required. All departments will be notified by this office to go do their final inspection. Final Inspection: * Special Inspection reports and balance reports need to be received by our office. * Address must be posted as outlined on the approved set of plans or previously approved by the If there is an elevator in the building please contact the Division of Building Safety at the following link Twin Falls Fire Marshal. PLANNING &ZONING for any permits/inspections: http://dbs.idaho.gov/programs/industrial/fagEL.html I ENGINEERING Landscaping: Once ALL the departments have signed the Certificate of Occupancy the Building Official will sign and * Our code allows for us to issue a TCO with landscaping incomplete; however, we cannot extend the then it will be ready to be picked-up or emailed. (All In order to streamline and eliminate confusion in regards to the engineering department commercial TCO beyond the current planting season.This means that we will work with the applicant on a permit inspections,the following will need to be inspected prior to signing the Certificate of definitive date of their choosing, but not typically beyond 2-3 months. If you need a Temporary Certificate of Occupancy there is a $1,000 refundable deposit required. All Occupancy. All inspections will be completed using the City of Twin Falls approved (stamped) plans. departments are required to sign and give a list of outstanding issues. Once the temporary is all signed Trash Enclosures: &the list made you will need to come in and sign stating you know what those issue are, that you will Storm Water Facility Inspections: (3 phases) * Trash enclosures should be finished before a final inspection is requested,this includes the front have them completed by the specified time, and will call for inspection as those items are completed. * Inspection of excavation, including dimensions and geotextile fabric. All adjoining trenches leading gate on the enclosure. Per our code, we cannot issue a TCO if this item is not completed. It is up to each department to determine if you meet their qualification for temporary occupancy. to storm water facilities also need to be excavated and inspected. * Inspection of storm drain pipes (per plans) need to be in place (not covered)for visual inspection. Note: If a building was originally done as a shell, the shell building permit is required to be finaled The drain rock must meet ISPWC section 801 Drain Rock requirements. All pipe connections to storm prior the tenant improvement permits can be finaled. In addition, if Temporary Occupancy is needed water facilities must be completed. Please have Address posted on site for all I there will be $1,000 refundable deposit for each permit. * Inspection of completed storm water facilities with the above referenced drain rock and geotextile fabric showing proper cover and overlap. Inspections. • Site Inspections: Please have a printed color copy of City * Verify that the parking lot layout (design) &striping matches the plans * Verify that the parking lot surface is an approved "hard" surface Approved Plans & Inspection Cards on site for * Verify that there is ADA compliant access from the Right-of-Way(ROW)to the building envelope all inspections. Right-Of-Way Inspections. * Verify driveway approach widths & locations according to plans * Verify ADA compliance of Curb/Gutter, Sidewalks, and Sidewalk/Driveway combinations O Verify ROW connections to other Agencies/Entities meet's ADA tolerances CITY APPROVED PLANS Flood Plain Inspections: * Verify flood plain location and compare plans to the site Reviewed for Code Compliance * Verify the commercial buildings are one foot above base flood elevation PLANS MUST BE ON JOB SITE When ready for inspection please call the Engineering inspection line at (208) 735-3446 for same day inspections call before 7:30 am. Having these inspections approved when the work has been FOR ALL INSPECTIONS • completed will ensure the Certificate of Occupancy is issued in a timely manner. __J 2018 IBC Section 105.4 Validity of Permit: The issuance or granting of a permit shall not be a permit for, or approval of, any violation of any of the provisions of this code or of any other ordinances of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data. The building official is authorized to prevent occupancy or use of a structure where in viol atiM)niA Liilc­'�-31dj any other ordinance of this jurisdiction. DRAWING INDEX: TWIN FALLS FIRE STATION 3 GENERAL MECHANICAL G0.00 COVER SHEET M0.01 MECHANICAL LEGENDS&NOTES pivot G0.02 DRAWING INFORMATION M0.02 MECHANICALSCHEDULES G0.03a ACCESSIBILITY COMPLIANCE M0.03 MECHANICALSCHEDULES n o r t h 1025 WASHINGTON STREET SOUTH TWIN FALLS IDAHO Go.04 WALL TYPES AND RATED ASSEMBLIES M2.11 LEVELI-HVACPLAN G0.05 WALL TYPES AND RATED ASSEMBLI M2.12 ROOF-MECHANICAL PLAN ES ARCHITECT 02/18/2022 G1.00 CODE AND ENERGY COMPLIANCE M3.01 MECHANICAL DETAILS G2.01 LEVELI-EXITING AND OCCUPANCY PLAN PIVOT NORTH ARCHITECTURE PROJECT#: 20-042 G2.01b LEVELI-FIRE RATING PLAN PLUMBING PIVOT NORTH ARCHITECTURE CIVIL P0.01 PLUMBING LEGENDS&NOTES 1101 W.GROVE STREET 00.00 TOPOGRAPHIC SURVEY P0.02 PLUMBING SCHEDULES BOISE,I D 83702 C1.00 SITE DEMOLITION PLAN P1.10 LEVEL 1-DOMESTIC WATER PLAN www•pivotnorthdesign.com C1.50 SWPPP SITE PLAN P2.10 FOUNDATION-WASTE&VENT PLAN C1.55 SWPPP DETAILS P2.11 LEVEL 1-WASTE&VENT PLAN STAMP: s�PROPP C2.00 SITE MATERIALS PLAN P3.01 PLUMBING DETAILS rhr C2.10 SITE LAYOUT PLAN C2.50 SITE DETAILS 4 FIRE PROTECTION sr o C2.50 SITE DETAILS calf of\oP� C3.00 CONSTRUCTION NOTES F2.01 FIRE PROTECTION PLAN SERIES r i 02.18.22 C4.00 SITE GRADING PLAN C4.10 SITE DRAINAGE PLAN ELECTRICAL FMUM( "Amm C5.00 SITE UTILITIES PLAN E0.01 ELECTRICAL LEGENDS&NOTES r //JJ�(�� C5.50 DRAINAGE AND UTILITY DETAILS E0.02 ELECTRICAL SCHEDULES RIC�eYg[/GL7���ILLER O � ® ® O E0.03 LIGHTING LSITEPLANCOMPLIANC ✓✓✓ v� LANDSCAPE E1.01 ELECTRICALSITEPIAN I � L1.00 LANDSCAPE PLAN E2.01 LIGHTING PLAN L1.50 LANDSCAPE DETAILS E2.11 POWER PLAN J o L2.00 IRRIGATION PLAN E2.12 ROOF-POWER PLAN ® - L2.50 IRRIGATION DETAILS E2.21 FIRE ALARM PLAN I E3.01 ELECTRICALPANELSCHEDULES _ E4.01 ELECTRICALDETAILS ARCHITECTURAL E4.02 ELECTRICAL DETAILS A1.01 COMPOSITE SITE PLAN A1.91 SITE DETAILS TECHNOLOGY T0.01 TECHNOLOGY LEGENDS&NOTES A2.01 LEVEL 1-COMPOSITE FLOOR PLAN T0.02 RESPONSIBILITY MATRIX OWNER [Loco] APPLICABLE CODES A2.31 COMPOSITE ROOF PLAN-LOW ROOF T1.01 TECHNOLOGY SITE PLAN 1`WCITY 01 IN FILL A2.32 COMPOSITE ROOF PLAN-HIGH ROOF T2.01 TECHNOLOGY PATHWAY PLAN SERIES CITY OF TWIN FALLS VIA S ACCESSIBILITY CODE 2009 ICC/ANSIAl17.1/IBC CODE A2.91 ROOF DETAILS T2.11 TECHNOLOGY FLOOR PLAN SERIES 203 MAIN AVE.E e� T3.00 TECHNOLOGY ENLARGED PLAN SERIES TWIN FALLS,ID83301 NTERNATIONAL BUILDING CODE 2018 EDITION WITH IDAHO AMENDMENTS A2.92 ROOF DETAILS SAVE T4.01 TECHNOLOGY DETAILS PHONE: 208.735.7231 CONTACT: LESKENWORTHY MOBILE: N/A F INTERNATIONAL ENERGY CONSERVATION CODE 2018EDITION T4.02 TECHNOLOGY AND SECURITY DETAILS FAX: 208.733.3146 E-MAIL: Ikenworthy@tfid.org INTERNET: https://www.tFid.org INTERNATIONAL FIRE CODE 2018EDITION A3.01 BUILDING ELEVATIONS T4.03 SINGLE DOOR SECURITY DETAILS INTERNATIONAL MECHANICAL CODE 2018 EDITION WITH IDAHO AMENDMENTS A3.10 BUILDING SECTIONS ARCHITECT OF RECORD INTERNATIONAL PLUMBING CODE 2017 IDAHO STATE PLUMBING CODE A3.11 BUILDING SECTIONS PIVOT NORTH ARCHITECTURE NATIONAL ELECTRICAL CODE 2017EDITION A4.01 ENLARGED BUILDING ELEVATIONS 1101 W.GROVE STREET pivot north INTERNATIONAL FUEL GAS CODE 2018 EDITION WITH IDAHO AMENDMENTS A4.11 EXTERIOR WALL SECTIONS BOISE,ID 83702 RCHITECTURE ZONING ORDINANCE: CITYOFTWINFALLS Zoning Ordinance A4.91 EXTERIOR DETAILS 0 PHONE: 208.690.3108 CONTACT: CLINT SIEVERS MOBILE: N/A M OTHER CRITERIA A4.92 EXTERIOR DETAILS Q FAX: N/A E-MAIL: clint@pivotnorthdesign.com INTERNET: www.pivotnorthdesign.com o A4.93 EXTERIOR DETAILS Z p FES DESIGN CONSULTANT A5.01 ENLARGED PLANS H 1 RICE FERGUS MILLER DEFERRED SUBMITTALS < 01 DOOR SCHEDULE' 275 FIFTH ST.SUITE 100 /}� �J�( FIRE SPRINKLER SYSTEM A7. N = BREMERTON,WA 98337 Rule gusmILLER A7.11 FRAME TYPES w PHONE: 360.377.8773 CONTACT: GUNNAR GLADICS MOBILE: N/A JJ A7.12 FRAME TYPES FAX: N/A E-MAIL: ggladics@rfmarch.com INTERNET: www.rfmarch.com A7.91 FRAME DETAILS LL A7.92 FRAME DETAILS Lf) N CIVIL ENGINEER A7.93 FRAME DETAILS J z THE LAND GROUP, INC = !%=: THE LL �� A8.01 LEVEL 1-FINISH FLOOR PLAN AND ROOM FINISH SCHEDULE 462 E SHORE DR,SUITE 100 �_ Z a LAND A8.51 INTERIOR ELEVATIONS _ EAGLE,ID 83616 GROUP A8.52 INTERIOR ELEVATIONS O N PHONE: 208.939.4041 CONTACT: ERIC CRONIN MOBILE: N/A L A8.53 INTERIOR ELEVATIONS � 0 FAX: 208.939.4445 E-MAIL: edc@thelandgroupinc.com INTERNET: www.thelandgroupinc.com A8.91 INTERIOR DETAILS LANDSCAPE ARCHITECT ' A832 INTERIOR DETAILS Revisions: THE LAND GROUP, INC THE A9.01 LEVEL 1-COMPOSITE CEILING PLAN 462 E SHORE DR,SUITE 100 LAND A9.91 CEILING DETAILS EAGLE,ID83616 GROUP PHONE: 208.939.4041 CONTACT: BOB SCHAFER MOBILE: N/A �� STRUCTURAL FAX: 208.939.4445 E-MAIL: bob@thelandgroupinc.com INTERNET: www.thelandgroupinc.com 50.00 ABBREVIATIONS,SYMBOLS AND SHEET INDEX 50.01 GENERAL NOTES STRUCTURAL ENGINEER SO.02 STATEMEGENERAL NT 50.03 STATEMENTOFSPECIALINSPECTIONS KPFF S0.04 STATEMENT SPECIALINSPECTIDNS 412 E PARKCENTER BLVD,SUITE 200 S2.01 LEVEL 1 FOUNDATION PLAN BOISE,ID 83706 VICINITY MAP: S2.01a SLAB ON GRADE PLAN Project No: 20-042 PHONE: 208.336.6985 CONTACT: JUDD WILLIAMS MOBILE: N/A 52.02 ROOF FRAMING PLAN �-i � � • Date: 02/18/2022 FAX: N/A E-MAIL: Judsen.Williams@kpff.com INTERNET: www.kpff.com k d. S3.01 WALL ELEVATIONS 53.02 TRUSS GIRDER ELEVATIONS Checked By: RC,MS �" R•r ~ i�# •" n S3.10 WALL SECTIONS MECHANICAL ENGINEER k,F2 ` Al " "7`$ : S3.11 WALL SECTIONS Drawn By: KD tit ° . °, j 54.01 CONCRETE DETAILS S4.02 CONCRETE DETAILS Sheet Name: CATOR RUMA&ASSOCIATES, CO. 420 S ORCHARD STREET �+ v li 54.51 MASONRY DETAILS BOISE,ID 83705 � IR11EITL111TION 54. MASONRY DETAILS N COVER SHEET ' PHONE: 208.343.3663 CONTACT: JEFF JESSE MOBILE: 303.468.8455 CATOR I RUMA 55.01 01 STEEL DETAILS FAX: N/A E-MAIL: JJesse@catorruma.com INTERNET: www.catorruma.com °°^TE °° S6.01 WOOD DETAILS S6.02 WOOD DETAILS LLJ ELECTRICAL ENGINEER z 56.03 WOOD DETAILS CATOR RUMA&ASSOCIATES, CO. CITY APPROVED PLANSuj 420 S ORCHARD STREET 3 Reviewed for Code Compliance U BOISE,ID 83705 ` PHONE: 208.343.3663 CONTACT: KYLE OLSON MOBILE: N/A ' PLANS MUST BE ON JOB SITE Z R iRUM A r FAX: N/A E-MAIL: KOlson@catorruma.com INTERNET: www.catorruma.com CATOR ".rs.° L_u *' FOR ALL INSPECTIONS 0 [oco] [TT„Mr CONSTRUCTION MANAGER/GENERAL CONTRACTOR Sheet N o: STARR CORPORATION - 2995 E 3600 IN �r TWIN FALLS,ID 83301 0 .00 PHONE: 208.733.5695 CONTACT: JASON DERRICOTT MOBILE: N/A " FAX: N/A E-MAIL: jason@starrcorporation.com INTERNET: www.starrcorporation.com Page 2 of 319 1 2 3 4 5 6 SYMBOLS: ABBREVIATIONS: MASTER KEYNOTES: Keynote: Keynote Text pivot q NUMBER OR POUND JAN JANITOR f#:pp#A KEYNOTE TAG a DIAMETER 1ST JOIST 033000.A CAST-IN-PLACE CONCRETE ANGLE 1T JOINT 033000.D EXPANSION VAPOR RETARDER ON JOINT FILLER n o r t h -<#q> REFERENCE TAG @ AT 033000.E UNDERSLAB VAPOR RETARDER & AND LAB LABORATORY 042000.A BRICK MASONRY CL CENTERLINE LAM LAMINATE ACCESSORY TAG LAV LAVATORY 042000.E INTEGRALLY-COLORED,STANDARDCMU X AAB ANCHOR BOLT 042000.0 INTEGRALLY-COLORED,HI-R CMU A R C H I T E C T U R ACP ACOUSTICAL CEILING PANEL MAT MATERIAL 042000.D INTEGRALLY-COLORED,SOLID CAP CMU A #,# GRID/LEVEL HEAD ACT ACOUSTICAL CEILING TILE MAX MAXIMUM ADl ADJUSTABLE MECH MECHANICAL 042000.E MASONRYVENEERANCHOR 0512DDC STEEL BEAM AFF ABOVE FINISH FLOOR MET METAL 051200.D STEELCHANNEL ® WALL TYPE TAG ALUM ALUMINUM PIVOT NORTH ARCHITECTURE,PLLC. ANOD ANODIZED MFR MANUFACTURER 051200.E THREADED ROD 1101 W.GROVE STREET APPRO% APPRO%(MATE MIN MINIMUM 051200.E STEEL PLATE BOISE, D 83702 %XX WINDOWTAG ASSOC ASSOCIATED MISC MISCELLANEOUS 051200.G STEELANGLE www.pivotnorthdesign.com AWP ACOUSTICAL WALL PANEL ML MEASURING LINE 0512DDH TENSION ROD DIOR- AWS ACOUSTICAL WALL SYSTEM MO MASONRY OPENING xxxx 055000.E STEEL LADDER MID MOUNTED BD BOARD NITS MOUNTING 055000.1 FIXED STEELBOULARD STAMP �P F. BROOM FINISH CONCRETE OSSOOO.T STAINLESS STEEL BAR GRATE o �T DE ROOM TAG BLDG BUILDING NA NOT APPLICABLE 061000.8 DIMENSIONAL LUMBER FRAMING BLKG BLOCKING NB NO BASE(EXPOSED 0610001 WOOD BLOCKING/NAILER 4� BM BEAM WALL OR FOUNDATION( 0610DDD PLYWOOD SHEATHING gg" CASEWORK TAG BO BOTTOM OF NC NEWCONCRETE 061500.A WOOD DECKING qrF OF X�R ig" BOT BOTTOM NIC NOT IN CONTRACT 36" ERG BEARING NM NEW MASONRY 062000.A WOOD SOFFIT S 02.18.22 Extra She# BSMT BASEMENT NO NUMBER 062000.E EXTERIOR SOFFITVENT �A BTWN BETWEEN NOM NOMINAL 064100.E PLASTIC LAMINATE FACED CABINETS SECTION#----- WALL SECTION NTS NOT TO SCALE 0641DDC CABINET HARDWARE AND ACCE55ORIES SHEET# Ala CAB CABINET CPT CARPET OC ON CENTER 064100.1 PLASTIC LAMINATE FACED COUNTERTOP ///y��'��//���]] (\''���� C.LP. CAST-IN-PLACE ROLJIN OD OUTSIDE DIAMETER 071113.A BRUMINOUS FIBERDAMINSULAINN RI��V/J� /���ILLER SECTION# 1 BUILDING SECTION 0 CONTROL101NT OFF OFFICE 072100.A GLASS-FIBER BATTINSULATION ✓✓ lJ SHEET# A3.o1 CL CENTERLINE OFCI OWNER FURNISHED/ 072100.D SOUND ATTENUATION BLANKET INSULATION CLG CEILING CONTRACTOR INSTALLED 072100.E POLYISO BOARD INSULATION CMU CONCRETE MASONRY UNITS OFOI OWNER FURNISHED/ VIEW#OR LETTER�SIM DETAILOR ENLARGED PLAN 072100.E EXTRUDED POLYSTYRENE(XPS) LALLOUT CO CLEAN OUT OWNER INSTALLED 072100J MOLDED,RIGI D CELLULAR POLYSTYRENE BOARD INSULATION SHEEiq�#' COL COLUMN OPNG OPENING CONC CONCRETE OTA OPEN TO ABOVE 072119.A FOAMED-IN-PLACE INSULATION VIEW#OR LETTER CONST CONSTRUCT OTS OPEN TO STRUCTURE 072500.E FOIL-FACED VAPOR BARRIER INTERIOR ELEVATION CONT CONTINUOUS OVF OVERFLOW 0725DDC AIR PERMEABLE WATER BARRIER B SHEET# A:.N CSK COUNTERSINK 072500.1 WATER RESISTIVE AIR BARRIER CMT CERAMIC MOSAIC TILE PC PAINTCOLOR 074213.A METALWALLPANELS COT CERAMIC QUARRY TILE P.I.V. POST INDICATOR VALVE VIEW#OR LETTER BUILDING CWB CERAMIC WALL BASE PLPST PLASTIC 074213.8 STANDOFF CLIP SHEET: AI01 ELEVATION PLYWD PLYWOOD 075400.A THERMOPLASTIC MEMBRANE ROOFING DEL DOUBLE PR PAIR 075400.E WEATHER RESISTIVE PROTECTION BOARD DEPT DEPARTMENT 0754DDC ROOF FELT LEVEL LEVEL NAME ELEVATION DT DETAIL R THERMAL RESISTANCE 076200.A PARAPETCOPING OF DRINKING FOUNTAIN RCP REFLECTED CEILING PLAN P-0.1 MARKER DIA D 076200.0 METAL FLASHING&TRIM IAMETER RD ROOF DAMN DIM DIMENSION RDL RAIN DRAIN LEADER 000.1 CONDUCTOR HEAD N ON DOWN RE: REFERENCE 077626200.E DOWNSPOUT DS DOWNSPOUT REFRIG REFRIGERATOR 076200.E PARAPET SCUPPER III 411 NORTH ARROW REINF REINFORCING EA EACH REQ REQUIRED 076200.G SPLASH PAN BET EXPANSION BASE TRIM RF EPDXY FLOOR SYSTEM 076200.H SELF-ADHERING TRANSITION FLASHING EJ EXPANSIONJOINT RM ROOM 0762001 METAL BREAK SHAPE TRIM ELEC ELECTRICAL RO ROUGH OPENING 077200.A ROOF HATCH ELEV ELEVATION AST RUBBER STAIR TREADS 077200.0 TERMINATION BAR EP EPDXY PAINT RW REDWOOD 078400.A FIRE RESISTIVE JOINT SEALANT VIEW# 1 View Name VIEWTTTLE EQ EQUAL RWB RUBBER WALL BASE EQUIP EQUIPMENT RWC RAIN WATER CONDUCTOR 079005.A JOINTSEALANT SHEET# A101 1/8„=1,-0„ 079005.8 JOINT SEALANTBACKING ESTR EXPOSED STRUCTURE (NEW OR EXISTING) SC SEALED CONCRETE D81113.A HOLLOW METAL FRAME 0 2' 4' 8' EIFS EXTERIOR INSULATION SCHED SCHEDULE 081113.E HOLLOW METAL DOOR GRAPHIC SCALE &FINISH SYSTEM SCW SCHEDULE 081113.0 METAL GLAZING STOP EXIST EXISTING SGWB SUSPENDED GYPSUM D83500.A FOUR-FOLD SIDE OPENING METAL DOORS EXP EXPANSION WALLBOARD 083500.E FOUR-FOLD DOOR OPERATOR O EXT EXTERIOR SHT SHEET M _ SHTG SHEATHING 083500.0 FOUR-FOLD DOOR FRAME AND ACCESSORIES Q FD FLOOR DRAIN SIM SIMILAR 083613.A SECTIONAL DOOR z F.D.C. FIRE DEPARTMENT CONNECTION SPECS SPECIFICATIONS 083613.8 DOORTRACK C III F FIRE BLANKET SQ SQUARE 084313.A ALUMINUM FRAMED ENTRANCES AND STOREFRONTS O FEB FIRE EXTINGUISHER 55 STAINLESS STEEL 084313.E PERIMETER ANCHOR FF FACTORY FINISH STD STANDARD Z 088000.A FLOATGLA55 UNIT F.H. FIRE HYDRANT STL STEEL Zi FIN FINISH STOR STORAGE 088000.0 SPEAKTHRU I- I- FL FLOOR LINE STRUCT STRUCTURAL 088300.A FITNESS MIRROR Ln = FUR FLOOR SUSP SUSPENDED 091116.A 5/8"GYPSUM WALLBOARD,TYPEX Lu FND FOUNDATION 5V SHEETVINYL 092116.0 5/8"GLASS-MATGYPSUM BOARD FOC FACE OF CHANNEL 092116.E JMOLD w FOF FACE OF FINISH T&G TONGUEAND GROOVE LL FOS FACE OF STUDS TEMP TEMPORARY 12219.A RESILIENT CHANNEL C FT FEET TO TOP OF D92219.0 STEEL STUD FRAMING(NON-LOAD-BEARI NG) J G FTG FOOTING TOM TOP OF MASONRY 09300DA WALLTILE J O FV FIELD VERIFY TS TUBE STEEL D93000.B WALLTILETRIM •' H TYP TYPICAL 093000.0 TILE BASE H z LL z GA GAUGE 095100.A ACID STICALPANELCEILINGAPC-1 GJ = GALV GALVANIZED UON UNLESS OTHERWISE NOTED 095100.8 ACOUSTICALPANELCEILINGAPC-2 GJ Z GB GYPSUM BOARD •� Q GYP.BD. GYPSUM BOARD VAR VARIES 095426.A ACOUSTICAL WOOD CEILINGS O VCT VINYL COMPOSITION TILE 1011ODA C.F.C.I.MARKERBOARDS L N HAS HEADANCHOASTUD VERT VERTICAL 10110DF C.F.C.I TACK BOARDS d 0 HCW HOLLOW CORE WOOD VEST VESTIBULE 101400.A BUILDING IDENTIFICATION SIGN HM HOLLOW METAL HORIZ HORIZONTAL W/ WITH 101400.E BUILDINGADDRESSSIGN HT HEIGHT WC WATERCLOSET 101400.D BUILDING PLAQUE HW HARDWOOD WD WOOD 102600.A CORNERGUARD WF WALL FABRIC 1026ODC END GUARD (CMU INTEGRALCOLORED WH WATER HEATER 102800.A GRABBARS CONCRETE MASONRY UNITS WM WALK-OFF MAT ID INSIDE DIAMETER W/O WITHOUT 102800.E C.F.C.I MIRROR INSUL INSULATION WP WATERPROOF 102800.E SEAT COVER DISPENSERS TNT INTERIOR WRGB WATER RESISTANT 102800.H C.F.C.I.BABY CHANGING STATION INV INVERT GYPSUM BOARD 102800.1 TOWELRACK D WT WEIGHT 1028001 SHOWER AND CURTAIN ROD WWF WELDED WIRE FABRIC 102800.K TOWELHOOK 104400.A SEMI-RECESSED FE CABIN ET 104400.D SEMI-RECESSED DEFIBRILLATOR CABINET 105000.A GEAR GRID RACKS 105723.A CUSTODIAN UTILITY SHELF 105723.E READYBACK 113013.A C.F.C.I.MICROWAVE Project No: 20.042 I PLUMBED INSTA POT/COFFEE MAKER Date: 07J18/2022 113013.1 UNDERCOUNTER ICE MACHINE 11311DA C.F.C.I.DISHWASHER Checked By: RC,MS 113100.E C.F.C.I REFRIGERATOR 1131001 RESIDENTAL STACKED WASHERIDRYER Drawn By: KID 113100.D FRONT LOAD WASHER/DRYER. 113100.E C.F.C.I GAS RANGE/OVEN Sheet Name: 113100.E CF.C.I.ICE MACHINE 122413.A ROLLERWINDOW SHADES 122413.0 ROLUERWINDOW5HADE5TRACK LJJ DRAWING 123600.A QUARTZ COUNTERTOPS Ln 123600.8 CONCEALED COUNTER SUPPORT BRACKETS 1236001 QUARTZAPRON INFORMATION 123600.D QUARTZ SILL 323113.A CHAIN LINK FENCING 323301.E BICYCLE RACKS CITY APPROVED PLANS w 323300.0 323300.I FLAGPOLE 1=SITESIGNAGE I Reviewed for Code Compliance >_ E PLANS MUST BE ON JOB SITE Z FOR ALL INSPECTIONS Q Sheet No: G0.02 Page 3 of 319 I l 1 1 2 3 4 5 6 NOTES-REFERENCE NOTES 1.21 C.F.C.I. 54"MIN 1.28 O.F.0.6 pivot 60"MIN 42" 12" MIN MAX 60"LONG HOSE,MIN. 39"-41" 36 24 n o r t h --l MIN _ 1'-3" 17"MIN CLEAR FLOOR _a 12" 24" ADA SNLE LEVER CONTROLAREA SPACE _ URINAL SCREEN WHERE = z MIN FAUCET - = MIN MIN o(Cuas ARCHITECTUR 1/2"MAY@ AIS" THRESHOLD CLEAR FLOOR z SEAT O ' - - SPACE OF SEAT _ _ �I PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET B ivotn th 83702 gn " 4� 7��9�� 18" 30„ 8"MIN TOILET PAPER I� www.pivotnorthdesign.com MOUNTING AREA MIN 11"MIN z_ LEG CLEARANCE BACK SEAT WALL CONTROL WALL WATER CLOSET URINAL LAVATORY STAMP 4��sFD PROFc /v A�Al ACCESSIBLE 36"X36"SHOWER STALL A3 ACCESSIBLE FIXTURE CLEARANCE REQUIREMENTS 4 G0.03a 3/8"=V-0" G0.03a 3/8"=1-4' �qrF OF \�P� s 02.18.22 - - RIC§CergusMILLER � d O ---- �� i � o 17"-25" 17"-25" FINISH FLOOR _ TOE CLEARANCE TOE CLEARANCE MIRROR GRAB BARS SOAP DISPENSER PAPER TOWEL TOILET PAPER TOILETSEAT SANITARY DIAPER CUSTODIAN FIRE RING MOUNTED 1 z7 1 z7 1 za DISPENSER DISPENSER COVER NAPKIN CHANGING UTILITY SHELF EXTINGUISHER FIRE SIDE PLAN DISPENSER DISPOSAL STATION CABINET EXTINGUISHER 1.28 1.27 1.28 L27 1.27 t.27 1.27 1.27 61 DIAPER CHANGING STATION 62 TYPICAL ACCESSORIES MOUNTING HEIGHTS G0.03a 3/8"=V-0" G0.03a 3/8"=V-0" fi0N fiN 36" MIN MIN MIN 18" BACK / \ t z t 3 22"-23'MAX. I \ e l o l x Q so" u^ v^ z 0 MIN O J \ / ---- - - MIN MIN MIN C 36 = \\- a L J 30" " CLEAR FLOOR 21/2"MAX 12" 36" 12" MIN MIN Z SPACE- J MIN 15"-16"MAX, MIN MIN FORWARD PARALLEL FORWARDAPPROACH PARALLEL APPROACH KNEE CLEARANCE TOE CLEARANCE Ln = Lu POSITION OF CELAR FLOOR OR GROUND SPACE MANEUVERING CLEARANCE IN AN ALCOVE O CIRCULAR T-SHAPED �n H SIZE OF WHEELCHAIR TURNING SPACE LL ul) J Z C1 TRANSFER SHOWER STALL C2 SHOWER SEAT DETAIL C3 CLEAR FLOOR SPACES J G0.03a 3/8"=1'-0" G0.03a 3/8"=1'-0" G0.03a 3/8"=1'0" Q O v LL z Z Q O N � � O UNOBSTRUCTED FIRE ALARM PULL BOX i 5"MAX. 48"MIN. UNOBSTAUCTEDSWITCH e15"MIN. 15"MIN. UNOBSTRUCTED THERMOSTAT 8"MINfir e e > e D F z (RECEPTACLEOUTLET z _ n mFLOOR! � � V � V 11"MIN. CLEAR FL00RSPACEJ CONTROLS LEA R LO R FRONT 20" 20'-25" 2D 20'-25" EDGE MAX MAX CANTILEVERED DRINKING FOUNTAIN&WATER COOLERS RECEPTACLES AND SWITCH MOUNTING HEIGHTS UNOBSTRUCTED FORWARD REACH OBSTRUCTED FORWARD REACH UNOBSTRUCTED SIDE REACH OBSTRUCTED SIDE REACH Project No: 20-042 D1 DRINKING FOUNTAINS D2 MISC.MOUNTING HEIGHTS D3 REACH RANGES Date: 02/18/2022 G0.03a 3/8"=V-0" G0.03a 3/8"=V-0" G0.03a 3/8"=V-0 Checked By: RC,MS Drawn By: KD PROVIDE AN ELECTRICAL OUTLET WHERE A TTY DEVISE IS TELEPHONES MOUNTED DIAGONALLY IN ACORNER THAT REQUIRE WHEELCHAIR USERS TO REACH Sheet Na me: REQUIRED DIAGONALLY SHALL HAVE THE HIGHEST OPERABLE PART NO HIGHER THAN 48" n N ACCESSIBILITY z ADA PHONE REQUIRES A 29" E LONG CORD,MIN ADA PHONE REQUIRES A 29" -� G LONG CORD,MIN COMPLIANCE LJJ G ® - - - FE i k CITY APPROVED PLANS w w ® ® ICLEAR FLOOR SPACE a ry L-------J [EAR FLOOR SPACE CLEAR FLOOR SPACE 14„M 2 Reviewed for Code Compliance U �o e / M x — m = L----J L----J E CLEAR FLOOR 48 MI", PLANS MUST BE ON JOB SITE Z n LSPACE_-----J E= 30"MIN. 30'MIN. o o I CLEAR FLOOR L u 46"MI". LSPA(E__-] tm MIN. FOR ALL INSPECTIONS Q PARALLEL APPROACH TO TELEPHONE FORWARD APPROACH TO TELEPHONES 30" VERTICAL CHANGES IN BEVELED CHANGES IN Sheet No SIDE REACH FORWARD REACH LEVELS LEVELS E1 PHONE DETAILS,TYP. E3 APPROACH TO TELEPHONE E5 CHANGE IN LEVELS G0.03a G0.03a 3/8"=V-0" G0.03a 3/8"=V-0' Page 4 of 319 1 2 3 4 5 6 WALL TYPES - INTERIOR_01 (PLAN VIEW) NOTES REFERENCE NOTES O 1,36 RE:FLOOR PLANS,WALL TYPES,AND/OR WALL SECTIONS.11/2��=7.'-0"� S.fi7RBINTERIOR ELEVATIONSFOR HEIGHT. � ivot , ' 1.95 RE:A2.31-COMPOSITE ROOF PLAN-LOW ROOF FIRE RATING: NON-RATED FIRE RATING: 30 MIN FIRE RATING: 1-HOUR FIRE RATING: NON-RATED FIRE RATING: NON-RATED WALL FIRE TEST: NONE WALL FIRE TEST: WP1049,1058 WALL FIRE TEST: UL#U425 WALL FIRE TEST: NONE WALL FIRE TEST: NONE north S39S SOUND RATING: \A/41 G�R SOUND RATING: \ 32S SOUND RATING: \ 36S SOUND RATING: W36S R SOUND RATING: �7 .7�7 WALL HEIGHT: TO 6"ABOVE CEILING WALL HEIGHT: TO DECK ABOVE Y Y�7L\7 WALL HEIGHT: TO DECK ABOVE Y Y a7 V�7 WALL HEIGHT: TO DECK ABOVE Y YyJ lJ WALL HEIGHT: TO DECK ABOVE A R C H I T E C T U R /A +L 53/4" L x +l, 55/S" x+/, 43/4" -f+/i_ 43/4���i +/-5 /1 A '� -I �- -I--�- 5/8"GYPSUM WALL BOARD,TYPE 11/2"FRAMING OFFSET 1.36 1.95 -5/8"GYPSUM WALL BOARD,TYPE 5/8"GYPSUM WALL BOARD,TYPE 5/8"GYPSUM WALL BOARD,TYPE X PIVOT NORTH ARCHITECTURE,PLLC. RESILIENT CHANNEL 1101 W.GROVE STREET STEEL STUD FRAMING(NON-LOAD-BEARING)(3-5/8") DIMENSIONAL LUMBER FRAMING(3-1/2") DIMENSIONAL LUMBER FRAMING(3-1/2") DIM ENSIONAL(3.1/2").R FRAMING DIMENSIONAL LUMBER FRAMING(3-1/2") BOISE,ID 83702 RESILIENT CHANNEL www.pivotnorthdesign.com FOAMED-IN-PLACE INSULATION SOUND ATTENUATION BLANKET INSULATION OUNDATTENUAlION BLANKET INSULATION SOUND ATTENUATION BLANKET INSULATION SOUND ATTENUATION BLANKET INSULATION 5/8"GYPSUM WALL BOARD,TYPE 5/8"GYPSUM WALL BOARD,TYPE X 5/8"GYPSUM WALL BOARD,TYPE 5/8"GYPSUM WALL BOARD,TYPEX 5/8"GYPSUM WALL BOARD,TYPE STAMP 4��seD pRo�c ,`v r � - NOTE:SIC SOUND RATING 50 TO 54.FOR ANY u'jArF pF XOP�o PENETRATIONS THROUGH WALL TYPE,USE j, NOTE:STC SOUND RATING SO TO 54.FOR ANY S 02.18.22 ' ACOUSTIC PUTTY PADS. PENE PUTTY PADS. WALL TYPE,USE ACOUSTICTTY PADS EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR GENERAL NOTES plc �cmILLER FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: NON-RATED WALL FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: NONE 1. WALLTYPES DFSCRIBEDON THISSHEET DO NOTACCOUNT FORREQUIRED 17 y§Cerg(/Lv�r� \A/�CC�T SOUND RATING: \A/4 CT SOUND RATING: \A/47 SOUND RATING: \A/47S SOUND RATING: W37ST SOUND RATING: BACKINGAND/OR SUPPORT FOR WALL MOUNTED FIXTURES,EQUIPMENT, YY 6S 36 r 3 Y 3 CASEWORKAND/OR SYSTEMS FURNITURE.COORDINATE WITH ENLARGED WALL HEIGHT: TO DECK ABOVE WALL HEIGHT: TO DECK ABOVE WALL HEIGHT: 6"ABOVE CEILING WALL HEIGHT: 6"ABOVE CEILING WALL HEIGHT: 6"ABOVE CEILING FLOOR PLANS,INTERIOR ELEVATIONS AND EQUIPMENT PLANS PRIOR TO THE COVERING OF STUD FRAMING.REFER TO MANUFACTURER'S +/I 51/8" +/I 51/8" +/ +/. " +/-51/8" RECOMMENDATIONS USE DETAIL E 4/60.0 WHERE LLL APPWALL ABLE TYPES 2. PROVIDE SEISMIC BRACING PER DETAIL E4/GO.OS AT ALL WALL TYPES THAT B DO NOT EXTEND TO DECK 3. SEE BS/G2.Olb FOR PARTITION PRIORITY LEGEND FOR SEQUENCING OF 5/8"GYPSUM WALL BOARD,TYPE X 5/8"GYPSUM WALL BOARD,TYPE X 5/8"GYPSUM WALL BOARD,TYPE% 5/8"GYPSUM WALL BOARD,TYPE% 5/8"GYPSUM WALL BOARD,TYPE X RATED WALL CONSTRUCTION. 4. WALL THICKNESS DESCRIBED ON THIS SHEET ARE SHOWN NOMINALLY IN DIMENSIONAL LUMBER FRAMING(3.1/2") _ DIMENSIONAL LUMBER FRAMING(3-1/2") DIMENSIONAL LUMBER FRAMING(3.1/2") DIMENSIONAL LUMBER FRAMI NG(3-1/2") DIMENSIONAL LUMBER FRAMING(3.1/2") PLAN REPRESENTATIONS 5. HORIZONTAL BRACING 2'-0"A.EF.AT FIRST OCCURRENCE AND EVERY 4'-0" SOUND ATTENUATION BLANKET INSULATION THEREAFTER AT ALL WALLS W/GYPSUM WALL BOARD ON ONLY ONE SIDE. 5/8"GLASS-MAT GYPSUM BOARD -5/8'GYPSUM WALL BOARD,TYPE SOUND ATTENUATION BLANKET INSULATION SOUND ATTENUATION BLANKET INSULATION 6. AT ALL WALLS WITH SOUND ATTENUATION,SEAL TOP OF WALL AT 5/8"GLASS-MAT GYPSUM BOARD STRUCTURE AND BOTTOM OF WALL WITH SOUND SEALANT. 5/8"GYPSUM WALLBOARD,TYPE 5/8"GV55-MAT GYPSUM BOARD 7. AT ALL WALLS THAT EXTEND TO STRUCTURE PROVIDE DEFLECTION TRACK. WALLTILE 1.67 SEE DETAIL FORTYPICAL CONDITION.FOR INSTANCES WHERE WALLTILE 1.67 BEAM INTERRUPTS CONTINUATION OF WALLTO DECK ABOVE SEE DETAIL WALLTILE 1.67 S. FOR ALL WALLS WITH TILE,TUBS,AND/OR SHOWERS,USE 5/8"GLASS-MAT GYPSUM WALLBOARD.REFER TO WALL TYPES AND FLOOR PLANS. 9. CONTRACT OR SHALL NOTIFY ARCHITECT IMMEDIATELY IF CLEARANCES AND ADA REQUIREMENTS ARE NOT ACHIEVED. EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: 30 MIN FIRE RATING: 1-HOUR FIRE RATING: 1-HOUR PROVIDE LISTED, TESTED, WALL ur FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: WP1049,1058 `A,WALL FIRE TEST: WP1049,1058 WALL FIRE TEST: UL#U425 AND APPROVED W37T SOUND RATING: W39 SOUND RATING: \A/G 1 SR SOUND RATING: rr 61 ST SOUND RATING: \A/CAC SOUND RATING: �7 WALL HEIGHT: 6"ABOVE CEILING WALLHEIGHT: 6"ABOVE CEILING Y Y V WALL HEIGHT: TO DECK ABOVE WALL HEIGHT: TO DECK ABOVE rY V L\7 WALL HEIGHT: TO DECK ABOVE ASSEMBLIES FOR ALL O 51/8" "�� +/75/8' +/71/8' /+ 63/4" � PENETRATIONS ONSITE AT M TIME OF INSPECTIONS. z 0 C5/8"GYPSUM WALL BOARD,TYPE 5/8"GYPSUM WALLBOARD,TYPE I' 5/8"GYPSUM WALL BOARD,TYPE 5/8"GYPSUM WALL BOARD,TYPE 5/8"GYPSUM WALL BOARD,TYPE X Q DIMENSIONAL LUMBER FRAMING(3.1/2") DIMENSIONAL LUMBER FRAMING(3.1/2") DIMENSIONAL LUMBER FRAMING(5.1/2") DIMENSIONAL LUMBER FRAMING(5.1/2") DIMENSIONAL LUMBER FRAMING(5-1/2") Q Z PROVIDE STEEL STUD -5/8"GLASS-MAT GYPSUM BOARD RESILIENT CHANNEL N = SOUND ATTENUATION BLANKET INSULATION SOUND ATTENUATION BLANKET INSULATION SOUND ATTENUATION BLANKET INSULATION MANUFACTURER LI.J � WALL TILE 1.67 5/8"GYPSUM WALLBOARD,TYPE X 5/8"GLASS-MAT GYPSUM BOARD 5/8"GYPSUM WALL BOARD,TYPE X SPECIFICATIONS O N S I T E °C WALLTILE 1.67 - N AT TIME OF INSPECTIONS. I` J z - NOTE:STC SOUND RATING SOTO 54.FOR ANY if 01 PENETRATIONS THROUGH WALL TYPE,USE 4� \l 0 ACOUSTIC PUTTY PADS. U LL Z N z N _ Q EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR 0 N FIRE RATING: 1-HOUR FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: NON-RATED d 0 ti WALL �/�� FIRE TEST: UL#U425 WALL FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: NONE W62STSOUND RATING: Yy 66S SOUND RATING: W66SR SOUND RATING: W66SRT SOUND RATING: W66ST SOUND RATING: WALL HEIGHT: TO DECK ABOVE WALLHEIGHT: TO DECK ABOVE YY IJ IJ WALLHEIGHT: TO DECK ABOVE - - WALLHEIGHT: TO DECK ABOVE - V V }'- WALLHEIGHT: TO DECK ABOVE a/-71/8„ +/� 6 3/4�L +/J 7 5/e" I` I y ����' l 5/8"GYPSUM WALL BOARD,TYPE X 5/8"GYPSUM WALL BOARD,TYPE 1 �1 5/8"GYPSUM WALL BOARD,TYPE X 5/8"GYPSUM WALL BOARD,TYPE -5/8"GYPSUM WALL BOARD,TYPE D DIMENSIONAL LUMBER FRAMING 7 DIMENSIONAL LUMBER FRAMING(5-1/2") DIMENSIONAL LUMBER FRAMING(5.1/2") DIMENSIONAL LUMBER FRAMING(5.1/2") DIMENSIONAL LUMBER FRAMING(5-1/2") '. SOUND ATTENUATION BLANKET INSULATION SOUND ATTENUATION BLANKET INSULATION RESILIENT CHANNEL RESILIENT CHANNEL SOUND ATTENUATION BLANKET INSULATION SOUND ATTENUATION BLANKET INSULATION 5/8"GYPSUM WALL BOARD,TYPE X 5/8"GYPSUM WALL BOARD,TYPE X - SOUND ATTENUATION BLANKET INSULATION - 5/8"GLASS-MAT GYPSUM BOARD 5/8"GYPSUM WALL BOARD,TYPE X WALLTILE 1.67 5/8"GYPS UM WALLBOARD,TYPEX _ WALLTILE 1.67 1.67 Project No: 20.042 WALLTILE D a t e: 021182022 NOTE:STC SOUND RATING 50 TO 54.FOR ANY NOTE:STC SOUND RATING 50 To 54.FOR ANY PO ROUGH WALL TYPE,USE PENETRATIONS ENETR TION PADS THROUGH WALL TYPE,USE - Checked B y: RC,MS IC PUTTY Drawn By: KD EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR Sheet Name: FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: NON-RATED WALL FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: NONE N WALL TYPES A N D YY 66STT SOUND RATING: W67 SOUND RATING: W67T SOUND RATING: W67ST SOUND RATING: W68S SOUND RATING: WALL HEIGHT: TO DECK ABOVE V WALL HEIGHT: 6"ABOVE CEILING Y Y l7 WALL HEIGHT: 6"ABOVE CEILING WALL HEIGHT: 6"ABOVE CEILING Y Y V WALL HEIGHT: TO DECK ABOVE RATED ASSEMBLIES W +/I +/I +/I HI +/I - - WALLTILE ,.67 - - CITY APPROVED PLANS Lu 5/8"GYPSUM WALL BOARD,TYPE X 5/8"GYPSUM WALL BOARD,TYPE X 5/8"GYPSUM WALL BOARD,TYPE X 5/8"GLASS-MAT GYPSUM BOARD 5/8"GYPSUM WALL BOARD,TYPE R viewed for Code Compliance � DIMENSIONAL LUMBER FRAMING(5-1/2") DIMENSIONAL LUMBER FRAMING(5-1/2") DIMENSIONAL LUMBER FRAMING(5.1/2") IMENSIONAL LUMBER FRAMING(5-1/2") U EDIMENSIONAL LUMBER FRAMING(5-1/2") PLANS MUST BE ON JOB SITE Z SOUND ATTENUATION BLANKET INSULATION 5/8"GYPSUM WALL BOARD,TYPE X 5/8"GLASS-MAT GYPSUM BOARD -------SOUND ATTENUATION BLANKET INSULATION SOUND ATTENUATION BLANKET INSULATION Lu 5/8"GLASS.MAT GYPSUM BOARD FOR ALL INSPECTIONS (DWALLTILE 1.67 5/8"GLASS-MAT GYPSUM BOARD Q 1.67 Sheet No WALLTILE : WALLTILE 1.67 i N G0.04 _ EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR - Page 5 of 319 1 1 1 r I 1 2 3 4 6 - - - - - - - - - - - NOTES-REFERENCE NOTES O WALL TYPES - INTERIOR 0 2 (PLAN VIEW) 1.34 COORDINATE WITH STRUCTURAL DRAWINGS. 1 1.35 INTERIOR STEMASN-SEE WALL TYPES pivot 1.35 CEILING SYSTEM AS SCHEDULED(CEILINGS ON OPPOSITE SIDES OF 11/2"=1'-0" WALL MAY BE AT DIFFERENT HEIGHTS-SEE REFLECTED CEILING PLAN). 1.42 1-1/2"AIR GAP 1.67 RE:INTERIOR ELEVATIONS FOR FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: 1-HOUR FIRE RATING: NON-RATED FIRE RATING: 1-HOUR 186 COORDINATE WITHMANUFACTUEIRRECOMMENDATIONS north WALL FIRE TEST: NONE WALL FIRE TEST: WALL FIRE TEST: IBC TABLE 721.1(2)ITEM 3 WALL FIRE TEST: WALL FIRE TEST: IBC TABLE 721.1(2)ITEM 3 4.11 FINISH:695 CHARCOALSM STANDARD COLOR. A R C H I T E C T U R W69 SOUND RATING: MOO SOUND RATING: M82 SOUND RATING: M12 SOUND RATING: M122 SOUND RATING: 4.10 FINISH:615SM PREMIUM COLOR. A 69 v O �Y� 6.05 WO OD STUDS MOUNTED TO DECK AT 48"O.C.BRACED EACH WALL HEIGHT: TO DECK ABOVE WALL HEIGHT: SEE SECTIONS WALL HEIGHT: SEE SECTIONS WALL HEIGHT: SEE SECTIONS WALL HEIGHT: SEE SECTIONS DIRECTION. 6.06 WOOD STUDS.RE:FLOOR PLANS AND WALL TYPES. 6.07 2X TYPE VB SOLD BLOCKING PIVOT NORTH ARCHITECTURE,PLLC. 7.07 SOUND INSULATION,WHERE OCCURS-SEE WALL TYPES 1101 W.GROVE STREET 7.08 6 MILVAPOR BARRIER BOISE,ID 83702 www.pivotnorthdesign.com DIMENSIONAL LUMBER FRAMING IS-1/2") INTEGRALLY-COLORED,STANDARD CMU(8") 4.09 INTEGRALLY-COLORED,STANDARD CMU(8") 4.09 INTEGRALLY-COLORED,STANDARD CMU (12") 4.10 INTEGRALLY.COLORED,STANDARDCMU(12") 4.10 STAMP 4��seD PROFp ' 5/8"GYPSUM WALL BOARD,TYPE X 4 N�grF OF \�P� s 02.18.22 GENERAL NOTES 1. WALL TYPES DESCRIBED ON THIS SHEET DO NOT ACCOUNT FOR REQUIRED BACKING AND/OR SUPPORT FOR WALL MOUNTED FIXTURES,EQUIPMENT, ///`���'� ���\y��■� CASEWORK AND/OPLANS, INTERISYSTEMOR ATIONSANDEQUIPMENTE WITHPLANS ENLARGED RI/'�/-V/ /YV(/ll���ILLER FLOOR PLANS,INTERIOR ELEVATIONS AND EQUIPMENT PLANS PRIOR TO ■V_�'✓y/V IJ�J�J(/VlJ EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR THECOVERING OF STUD FRAMING.REFER TO MANUFACTURER'S RECOMMENDATIONS AND USE DETAIL ES/GD05 WHERE APPLICABLE 2. PROVIDE SEISMIC BRACING PER DETAIL E4/GO.05 AT ALL WALLTYPES THAT DO NOT EXTEND TO DECK 3. SEE B5/G2.01b FOR PARTITION PRIORITY LEGEND FOR SEQUENCING OF RATED WALL CONSTRUCTION. 4. WALL THICKNESS DESCRIBED ON THIS SHEET ARE SHOWN NOMINALLY IN B WALL TYPES - EXTERIOR (PLAN VIEW) PLAN REPRESENTATIONS S. HORIZONTAL BRACING 2'-0"A.F.F.AT FIRST OCCURRENCE AND EVERY 4'-0" THEREAFTER AT ALL WALLS W/GYPSUM WALL BOARD ON ONLY ONE SIDE. 11/2"=1'-0" 6. ATALLWALLSWITHSOUNDATTENUATION,SEAL TOP OF WALL AT STRUCTURE AND BOTTOM OF WALL WITH SOUND SEALANT. 7. AT ALL WALLS THAT EXTEND TO STRUCTURE PROVIDE DEFLECTION TRACK. SEE DETAIL FOR TYPICAL CONDITION.FOR INSTANCES WHERE FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: NON-RATED BEAM INTERRUPTS CONTINUATION OF WALLTO DECKABOVESEE DETAIL WALL FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: NONE 8. FOR ALL WALLS WITH TILE,TUBS,AND/OR SHOWERS,USE 5/8"GLASS-MAT GYPSUM WALLBOARD.REFER TO WALL TYPES AND FLOOR PLANS. X-M 12 SOUND RATING: X-M 12 M P SOUND RATING: X-M 12 H R SOUND RATING: X-M 12 H RM P SOUND RATING: X-W60S B SOUND RATING: 9. CONTRACTOR SHALL NOTIFY ARCHITECT IMMEDIATELY IF CLEARANCES AND WALL HEIGHT: SEE SECTIONS WALL HEIGHT: SEE SECTIONS WALL HEIGHT: SEE SECTIONS WALL HEIGHT: SEE SECTIONS /� l7 �7 WALL HEIGHT: SEE SECTIONS ADA REQUIREMENTS ARE NOT ACHIEVED. 1.y.L +/-V-13/8' T 411-0" r-1^ 11-03/4" O 5/8"GYPSUM WALL BOARD,TYPE X INTEGRALLY-COLORED,HI-R CMU(12") 4.09 FOIL-FACED VAPOR BARRIER INTEGRALLY-COLORED,SOLID CAP CMU(12") 4.10 INTEGRALLY-COLORED,STANDARD CMU(12") 4.10 INTEGRALLY-COLORED,HI-R CMU(12") 4.10 LASS-FIBER BATT INSULATION MOLDED,RIGID CELLULAR POLYSTYRENE MOLDED,RIGID CELLULAR POLYSTYRENE = DIMENSIONAL LUMBER FRAMING(5-1/2") BOARD INSULATION(1")(R-5) BOARD INSUL111ON(2")(R-10) -PLYWOOD SHEATHING[A 1.01 MOLDED,RIGID CELLULAR POLYSTYRENE BOARD INSULATION(2")(R-10) O AIR PERMEABLE WATER BARRIER AIR PERMEABLE WATER BARRIER STANDOFF CLIP 1.86 O MOLDED,RIGID CELLULAR POLYSTYRENE METAL WALL PANELS AIR PERMEABLE WATER BARRIER O BOARD INSULATION Il")(R-S) O Q METAL WALL PANELS 7 BRICK MASONRY Z = MASONRY VENEER ANCHOR O Z EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: NON-RATED FIRE RATING: NON-RATED Ln = Lu WALL FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: NONE WALL FIRE TEST: NONE -XW60B SOUND RATING: X-W60SBP SOUND RATING: X-W60SBT SOUND RATING: X-W60SMP SOUND RATING: X-W60SMPT SOUND RATING: w /� Y Y l7 WALL HEIGHT: SEE SECTIONS WALL HEIGHT: SEE SECTIONS WALL HEIGHT: SEE SECTIONS WALL HEIGHT: SEE SECTIONS WALL HEIGHT: SEE SECTIONS N 01/8" +/-1'-03/4" +/-1'-03/4„ +/L 73/4" L +/L BI/B + Q 1 O PLYWOOD SHEATHING(5/8") 5/8"GYPSUM WALL BOARD,TYPE X 5/8"GYPSUM WALL BOARD,TYPE% ALL TILE 1.67 U u- Z -FOIL-FACED BARRIER 5/8"GYPSUM WALL BOARD,TYPE X CU z '^ O FOIL-FACED VAPOR BARRIER O - FOIL-FACED VAPOR BARRIER '2� DIMENSIONAL LUMBER FRAMING(5-1/2") OIL-FACED VAPOR BARRIER 9DIMENSIONAL LUMBER FRAMING IS-1/2") 9 = DIMENSIONAL LUMBER FRAMING(5-1/2") 2� O N= DIMENSIONAL LUMBER FRAMING(5.1/2") LASS-FIBER BATT INSULATION INTENSIONAL LUMBER FRAMING(5-1/2") PLYWOOD SHEATHING 1.01 SOUNDATTENUATION BLANKETINSULATION -PLYWOOD SHEATHING 1.01 SHEATHING 1.01 LASS-FIBER BATT INSULATION O O PLYWOOD SHEATHING 1.01 O AIR PERMEABLE WATER BARRIER O AIR PERMEABLE WATER BARRIER O AIR PERMEABLE WATER BARRIER _ -PLYWOOD SHEATHING 1.01 O MOLDED,RIGID CELLULAR POLYSTYRENE MOLDED,RIGID CELLULAR POLYSTYRENE MOLDED,RIGID CELLULAR POLYSTYRENE AIR PERMEABLE WATER BARRIER BOARD INSULATION IS")(R-5) O BOARD INSULATION O BOARD INSULATION I3")(R-5) AIR PERMEABLE WATER BARRIER OZxMOLDED,RIGID CELLULAR POLYSTYRENE 1.42 O 1.42 O 1.42 BOARD INSULATION It")(R-5) MOLDED,RIGID CELLULAR POLYSTYRENE BOARD INSULATION IS")(R-5) BRICK MASONRY MASONRY VENEER ANCHOR - MASONAYVENEEA ANCHOR MASONRY VENEER ANCHOR BRICK MASONRY BRICK MASONRY METAL WALL PANELS METAL WALL PANELS DEXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR ROOF TYPES (SECTION VIEW) 11/2"=1'-0" Project No: 20.042 Date: 02/18/2022 FIRE RATING: N/A Checked By: RC,MS ROOF TYPE: FIRE TEST: CLASS RF-01 Drawn By: KD Sheet Name: EXTERIOR 6.05 N WALL TYPES AND 6.06 \� RATED ASSEMBLIES THERMOPLASTIC MEMBRANE ROOFING / WEATHER RESISTIVE PROTECTION BOARD(1/2") - CITY APPROVED PLANS w POLYISO BOARD INSULATION(81(11-40) fi.07 1.35 1.34 -- Reviewed for Code Compliance >- 7.08 j zo7 U E WOOD DECKING ,.D, PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: INTERIOR E2 MOUNTING PLATE ELEVATION,TYP. H SEISMIC BRACING @ PARTITION WALLS,TYP. 60.05 1/2"°1'-0" G0.05 12"=1'-0" G0.05 - Page 6of319 L 1 2 3 4 5 6 pivot north ARCHITECTUR A PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com STAMP 4��seD PROFc / mlgTF OF \�P� S 02.18.22 Ric§CergusMILLER 6 COMeheck Software Version 4.1.55.3 Assembly Gross Area Cavity Cont. Proposed BudgetU- Assembly Gross Area Cavity Cont. Proposed BudgetU- or R-Value R-Value U-Factor Factor(.) or R-Value R-Value U-Factor Factor(.) Envelope Compliance Certificate Perimeter Perimeter HI-R BLOCK-LOWER APP BAY:Concrete Block:12",Partially 328 --- 10.0 0.075 0.090 HI-R BLOCK-UPPER APP BAY:Concrete Block:12",Partially 158 19.5 10.0 0.035 0.090 M O Grouted,Cells Insulated,Normal Density,Furring:None,[Bldg.Use 1- Grouted,Cells Insulated,Normal Density,Furring:Wood,[Bldg.Use 1- o 8/1 Fire Station] Fire Station] z - L-WINDOWS-BOTTOM HALF:Metal Frame with Thermal 112 --- --- 0.460 0.380 WEST J O C Project Information Break:Fixed,Perf.Specs.:Product ID Solarban 70:clear+clear,low-E BRICK/MP ON WOOD STUD:Wood-Framed,16"o.c.,[Bldg.Use 2- 1195 19.0 5.0 0.048 0.064 Energy Code: 2018 IECC (2)surface,SHGC 0.27,[Bldg.Use 1-Fire Station](b) Fire Station] F z_ Project Title: L-WINDOW DOOR:Glass(>50%glazing):Metal Frame,Entrance 28 -- --- 0.460 0.770 CURTIAN WALL-LOBBY:Metal Frame with Thermal Break:Fixed, 135 -- --- 0.360 0.380 Q Door,Perf.Specs.:Product ID Solarban 70:clear+clear,low-E(2) Perf.Specs.:Product ID Solarban 70:clear+clear,low-E(2)surface, ~ Location: Twin Falls,Idaho surface,SHGC 0.27,[Bldg.Use 1-Fire Station](b) SHGC 0.27,PF 0.90,[Bldg.Use 2-Fire Station](b) N Climate Zone: 5b HI-R BLOCK-UPPER APP BAY:Concrete Block:12",Partially 158 19.5 10.0 0.035 0.090 SMALL RECTANGLE WINDOW,FIXED:Metal Frame with Thermal 15 -- -- 0.480 0.380 LU Project Type: New Construction Grouted,Cells Insulated,Normal Density,Furring:Wood,[Bldg.Use 1- Break:Fixed,Perf.Specs.:Product ID Solarban 70:clear+clear,low-E Vertical Glazing/Wall Area: 22% Fire Station] (2)surface,SHGC 0.27,PF 0.18,[Bldg.Use 2-Fire Station](b) LL L, EAST SMALL RECTANGLE WINDOW,OPERABLE:Metal Frame with 17 -- -- 0.480 0.450 BRICK/MP ON WOOD STUD:Wood-Framed,16"o.c.,[Bldg.Use 2- 1273 19.0 5.0 0.048 0.064 Thermal Break:Operable,Perf.Specs.:Product ID Solarban 70:clear Construction Site: Owner/Agent: Designer/Contractor: Fire Station] clear,low-E(2)surface,SHGC 0.27,PF 0.14,[Bldg.Use 2-Fire J z Station](b) •• 00 SMALL RECTANGLE WINDOW,FIXED:Metal Frame with Thermal 36 --- --- 0.480 0.380 +, Q O Break:Fixed,Perf.Specs.:Product ID Solarban 70:clear+clear,low-E LARGE RECTANGLE WINDOW:Metal Frame with Thermal 56 -- -- 0.370 0.380 LL z Additional Efficiency Package(s) (2)surface,SHGC 0.27,PF 0.18,[Bldg.Use 2-Fire Station](b) Break:Fixed,Perf.Specs.:Product ID Solarban 70:clear+clear,low-E U = Credits: 1.0 Required 1.0 Proposed SMALL RECTANGLE WINDOW,OPERABLE:Metal Frame with 42 --- --- 0.480 0.450 (2)surface,SHGC 0.27,[Bldg.Use 2-Fire Station](b) CU Z Q Enhanced Envelope Performance,1.0 credit Thermal Break:Operable,Perf.Specs.:Product ID Solarban 70:clear+ LARGE SQUARE WINDOW:Metal Frame with Thermal Break:Fixed, 22 -- -- 0.380 0.380 clear,low-E(2)surface,SHGC 0.27,PF 0.14,[Bldg.Use 2-Fire Perf.Specs.:Product ID Solarban 70:clear+clear,low-E(2)surface, L N Building Area Floor Area Station](b) SHGC 0.27,[Bldg.Use 2-Fire Station](b) o 1-Fire Station:Nonresidential 4681 EXCERCISE ROOM DOOR:Insulated Metal,Swinging,[Bldg.Use 2- 24 --- -- 0.150 0.370 CURTIAN WALL DOOR-LOBBY:Glass(>50%glazing):Metal Frame, 25 -- -- 0.360 0.770 Fire Station] Entrance Door,Perf.Specs.:Product ID Solarban 70:clear+clear,low- -2-Fire Station:Residential 4640 EXCERCISE ROOM OVERHEAD ROLLING DOOR:Insulated Metal, 100 --- -- 0.057 0.179 E(2)surface,SHGC 0.27,PF 0.90,[Bldg.Use 2-Fire Station](b) Non-Swinging,[Bldg.Use 2-Fire Station] HI-R BLOCK-DIRTY SIDE:Concrete Block:12",Partially Grouted, 290 --- 10.0 0.075 0.090 HI-R BLOCK-DIRTY SIDE:Concrete Block:12",Partially Grouted, 290 --- 10.0 0.075 0.090 Cells Insulated,Normal Density,Furring:None,[Bldg.Use 1-Fire Envelope Assemblies Cells Insulated,Normal Density,Furring:None,[Bldg.Use 1-Fire Station] Assembly Gross Area Cavity Cont. Proposed Budget U- Station] CMU BLOCK-PILLARS:Concrete Block:12",Solid Grouted,Normal 231 --- 6.6 0.111 0.090 or R-Value R-Value U-Factor Factor(.) CMU BLOCK-PILLARS:Concrete Block:12",Solid Grouted,Normal 231 --- 6.6 0.111 0.090 Density,Furring:None,[Bldg.Use 1-Fire Station] Perimeter Density,Furring:None,[Bldg.Use 1-Fire Station] CMU BLOCK-ABOVE APP DOORS:Concrete Block:12",Solid 279 19.5 1.3 0.053 0.090 CMU BLOCK-ABOVE APP DOORS:Concrete Block:12",Solid 279 19.5 1.3 0.053 0.090 Grouted,Normal Density,Furring:Wood,[Bldg.Use 1-Fire Station] APP.BAY ROOF AND SUPPORT ROOF:Insulation Entirely Above 4396 - 40.0 0.025 0.032 Grouted,Normal Density,Furring:Wood,[Bldg.Use 1-Fire Station] CMU BLOCK-WITH APP DOORS:Concrete Block:12",Solid Grouted, 448 --- 6.3 0.115 0.090 D Deck,[Bldg.Use 1-Fire Station] CMU BLOCK-WITH APP DOORS:Concrete Block:12",Solid Grouted, 448 --- 6.3 0.115 0.090 Normal Density,Fuming:None,[Bldg.Use 1-Fire Station] LIVING SIDE ROOF:Insulation Entirely Above Deck,[Bldg.Use 2-Fire 5445 - 40.0 0.025 0.032 Normal Density,Furring:None,[Bldg.Use 1-Fire Station] APP BAY FLODING DOORS:Insulated Metal,Swinging,[Bldg.Use 1- 392 -- -- 0.310 0.370 Station] APP BAY DOORS-OVERHEAD ROLLING:Insulated Metal,Non- 392 --- -- 0.057 0.179 Fire Station] APP.BAY FLOOR:Slab-On-Grade:Unheated,Vertical 2 ft.,[Bldg.Use 1 229 --- 15.0 0.520 0.540 Swinging,[Bldg.Use 1-Fire Station] (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. -Fire Station](c) SOUTH (b)Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. LIVING SIDE FLOOR:Slab-On-Grade:Unheated,Vertical 2 ft.,[Bldg. 330 --- 15.0 0.520 0.540 BRICK/MO ON WOOD STUD-ALCOVES BEYOND:Wood-Framed, 332 19.0 5.0 0.048 0.064 (c)Slab-On-Grade proposed and budget U-factors shown in table are F-factors. Use 2-Fire Station](c) 16"o.c.,[Bldg.Use 2-Fire Station] Project No: 20.042 NORTH HI-R BLOCK-DIRTY SIDE:Concrete Block:12",Partially Grouted, 883 -- 10.0 0.075 0.090 Envelope Design better BRICK/MP ON WOOD STUD:Wood-Framed,16"o.c.,[Bldg.Use 2- 1168 19.0 5.0 0.048 0.064 Cells Insulated,Normal Density,Furring:None,[Bldg.Use 1-Fire Date: 02/18/2022 Fire Station Envelope Compliance Statement ] Station] P P Checked By: RC,MS (3)SQUARE WINDOWS:Metal Frame with Thermal Break:Fixed,Perf. 33 - - 0.410 0.380 DIRTY SIDE DOOR:Insulated Metal,Swinging,[Bldg.Use 1-Fire 24 -- -- 0.150 0.370 Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans, Specs.:Product ID Solarban 70:clear+clear,low-E(2)surface,SHGC Station] specifications,and other calculations submitted with this permit application.The proposed envelope systems have been Drawn By: KD 0.27,[Bldg.Use 2-Fire Station](b) CMU BLOCK:Concrete Block:12",Solid Grouted,Normal Density, 577 19.5 1.3 0.053 0.090 designed to meet the 2018 IECC requirements in COMcheck Version 4.1.5.3 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. CURTIAN WALL-KITCHEN:Metal Frame with Thermal Break:Fixed, 185 - - 0.350 0.380 Fuming:Wood,[Bldg.Use 1-Fire Station] Pert.Specs.:Product ID Solarban 70:clear+clear,low-E(2)surface, L-WINDOWS-TOP HALF:Metal Frame with Thermal Break:Fixed, 146 --- -- 0.460 0.380 RICHARD CARLOS X f( 12/13/2021 S It e e t N a m e SHGC 0.27,PF 0.90,[Bldg.Use 2-Fire Station](b) Pert.Specs.:Product ID Solarban 70:clear+clear.low-E(2)surface, Name-Title Signature Date CURTIAN WALL DOOR-KITCHEN:Glass(>50%glazing):Metal 25 -- - 0.350 0.770 SHGC 0.27,[Bldg.Use 1-Fire Station](b) L1J CODE A N D ENERGY Frame,Entrance Door,Perf.Specs.:Product ID Solarban 70:clear+ HI-R BLOCK-LOWER APP BAY:Concrete Block:12",Partially 277 --- 10.0 0.075 0.090 N clear,low-E(2)surface,SHGC 0.27,PF 0.90,[Bldg.Use 2-Fire Grouted,Cells Insulated,Normal Density,Furring:None,[Bldg.Use 1- Station](b) Fire Station] COMPLIANCE CMU BLOCK:Concrete Block:12",Solid Grouted,Normal Density, 570 19.5 1.3 0.053 0.090 L-WINDOW-BOTTOM HALF:Metal Frame with Thermal Break:Fixed, 99 -- -- 0.460 0.380 L U Furring:Wood,[Bldg.Use 1-Fire Station] Pert.Specs.:Product ID Solarban 70:clear+clear,low-E(2)surface, \ L-WINDOWS-TOP HALF:Metal Frame with Thermal Break:Fixed, 133 --- - 0.460 0.380 SHGC 0.27,[Bldg.Use 1-Fire Station](b) CITY APPROVED PLANS w/ Perf.Specs.:Product ID Solarban 70:clear+clear,low-E(2)surface, (2)L-WINDOW DOOR:Glass(>50%glazing):Metal Frame,Entrance 56 -- -- 0.460 0.770 SHGC 0.27,[Bldg.Use 1-Fire Station](b) Door,Pert.Specs.:Product ID Solarban 70:clear+clear,low-E(2) 1 surface,SHGC 0.27,[Bldg.Use 1-Fire Station](b) Reviewed for Code ompllanCe > Project Title: Report date: 12/13/21 Project Title: Report date: 12/13/21 Project Title: Report date: 12/13/21 U Data filename: P:\Projects\2020\20-042 Twin Falls Fire Station#3\03 Graphics\04 Working Page 1 of 11 Data filename: P:\Projects\2020\20-042 Twin Falls Fire Station#3\03 Graphics\04 Working Page 2 of 11 Data filename: P:\Projects\2020\20-042 Twin Falls Fire Station#3\03 Graphics\04 Working PLANS MIe6FT BfafON JOB SITE Z E Files\2021_1213_COMcheck.cck Files\2021-1213-COMcheck.cck Files\2021-1213-COMcheck.cck LLB FOR ALL INSPECTIONS (D Q Sheet No: G1 .00 - Page 7of319 1 2 3 4 5 6 CODE ANALYSIS - 2018 IBC and IFC - Twin Falls Fire Station#3 NOTES-REFERENCE NOTES TYPE OF CONSTRUCTIO:V-B OCCUPANCY GROU :B,S-2,Fil Group R-2 Occupancy shall lot exceed 125 h.and no more then 10 occupants(Table 10062.1). Buildingls equippedthroughou nogg automatic apnnkler.yete acoxdena wnh Section 903.3.1.7.Nonce e coacitinones 508.3,most restrictive provisions of Chapters 5(occ el apply. Where two exib are required in an area or building equipped throughout wflh an automatic sprinkleroyammin aca a w rdanith Sec903.3.1.1,tion 1.43 HEIGHT OF THE RIM OF THESINKTO BE 34"AFF MAX BUILDING SEPARATION: the separa tion distance of the aft dare or exit access doorways shall not be less than 113 of the length of the max.overall diagonal dimmon of 1.44 30"X48"CLEAR FLOOR SPACE pivot • North Side:Interbr Rear Lot Line;Dist.to Building=70'-9" the area served(10152.1-Exwpeon 2). 1.45 HE IGHTOFCOUNTERT01E34"AFFMAX • East Side lnterbr Lot Line;Dist.to Building=150'-0' Exit Attest Travel Distance:In a Group R-2 Occupancy equipped throughout with an automatic spinner system in accordance with Section 1.47 5'-0"TURN RADIUS CIRCLE • South Side:Interior Rear Lot Line,Dist to Building=79'.0" 903.3.1.1,maximum common path degrees travel in a sprinkiered building(feet)100 F.exit access travel distance shall not exceed 250'.0".(Table • Kest 8ldede:Pool icWay;DistwCenterline Line=iiiDisttanceto Property Line=5B.7' 1017.2), 1.48 ADA SERVICE SINK WITH CLEAR KNEE SPACE.HEIGHT OF000MERTO o r t h Haight Calculation.Rd Occupancy(most restrictive(:Height allowed=60n,Stor'ms allowed=2(Table 5U4.3 add 504.41 Actual Height= INTERIOR ENVIRONMENT: BE 34"AFF MAX. 27'd",Actual Stories 1 . Occupiable spaces,habitable spaces and condom shall have a calling height of not leas than 7 fl.6 in Bathrooms,toilet moms,kitchens, 1.68 ADA GLUTAM BENCH PER ADA STANDARDS 903.3 ALLOWABLE AREA OF BUILDING: storage rooms and laundry rooms shall be retained to have a wiling height of not less than 7 ft,(1206.2). NumWr M In other then dwelling units,toilet bathing,and shower mom flcor finish matirtis shall have a smooth,hard,nonabsorbent surface The ARCHITECT U R Floor -oft. y Group SnnaalFt 81Mue Allowed Area I ROW SreMc. Intersection of such Room with walls shall have a smooth,hard,nonabsoment vertical base that extends upward onto the walls not lees than 4 Fba1 B - OK 3.uuo NA ON In.(1210.2.i). A Fba 7 S2 3 etones 60 fl OK 42000 NA OK • Wells antl ou nitions within 2 ft.of serve sinks,urinals and water doats shell have a smooth,hard,nonabsorbent surface,to a height of not Four R-2 1<3 storwal)A OK 1 28000 1 NA I OK less than 4 ft above the floor,and except for structural elements,the materials used in such walls shall be of a type that is not adversely TM•I Ana Ng erele0 Uee 1<3.nN.MSO R OK 1 28000 1 NA I OR affected by moisture(1210.2.2), Exception:This section does not apply to tolet rooms that are not accessible to the pudic and which have not more than one water closet. TABLE 601•FIRE-RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTSXOURS: Accessories such as grab bars,towel bars,paper dispensers and soap dishes,provided on or within walls,shall be installed and sealed m LEGEND PIVOT NORTH ARCHITECTURE,PLLC. BUILDING ELEMENT TYPE V41 boon protect structural etimenti from moisture. Prime SnuctarelFremee ex3edbn202 0 1101 W.GROVE STREET ROOFING:Minimum Requiretl Roof Covering ClesslAatlan for Type V-B Construction when tested in aocordana with ASTME708 or UL 790= Exterior Beene Walls na 0 Class C(Table 7505.1). ROOM NAME Interior Bearing Wells 0 OCCUPANCY CLASSIFICATION(PER PER IBC CHAPTER 3) BOISE,ID 83702 Fxbnor Nonbaedn WeIIaB PenNbn See Table 602 TABLE 2902.1-MINIMUM NUMBER OF REQUIRED PLUMBING FIXTURES www.pivotnorthdesign.com Inteda NonDean We1158 Pan6ion• 0 OCCUPANCY DESCRIPTION WATER CLOSETS LAVATORIES BATHTUBS NX DRINKING Floor ConsWclionBSecondery Members sou Senor 202 0 B SINESS OR OTXER MALE FEMALE MALE FEMALE FOUNTAINS uRoof lo ff.WdbnBseanda Members(see Seaton 202 0 o.proccupenb SHOWERS ROOM OCCUPANT LOAD IBC TABLE 1004.1.2) tl.AbtbaeMen let fire�resielerrce redng repuiretl5yo0wraedbnaollMamM. 63 32 32 32 32 - 7 STAMP PROF s.NdbsaMan let firsredsrerrce reM,p beseeon ere sapwelkn Gelaxafax ieab trig(. 1y25fa wandid- V40fa1•BOand1160br 1SERVICE f.Not lore Mx Me fire-reaishoo, Npx rektencad In Sedibn 704.10 LOAD FACTOR - 11f0g vF.� remabderexaedl 50. remalntla excesdin 80. SINK WIDTH OF EGRESS COMPONENT V �l�y TABLE 602•FIRE-RESISTANCE RATING REQUIREMENTS FOR EXTERIOR WALLS BASED ON FIRE SEPARATION DIST.+h n No.Required 2 2 7 1 - 1 1 DIRECTION OF EXITING 4. No. 9 2 9 2 7 1 1 FIRE SEPARATION DISTANCE• OCCUPANCY GROUP&R•2,83 COLLECTIVE NUMBER OF OCCUPANTS TYPE OF CONSTRUCTgN X(feet) Iho1 PC TABLE B1FLO•MINIMUM REQUIRED clumne LOW AND FLOW DURATION FOR BUILDINGS X<5 All 1 FIRE FLOW CALCULATION AREA s u•re het FIRE-FLOW FLOW DURATpN N/, o 70<X<3o V-B o %,l,Gold In ellon;50o Inun noZn OCCUPANT CAPACITY OF EGRESS COMPONENT qrP S X�R 02.18.22 X>30 NI 0 The minimum fire-flow and flow duration for buildings other then one end heo-famiy dwellings mail be as sixedi in Table 8105.1. 6� e.LOMaeering axNMr We"I sko cool On let fire�reUalxtt tetras regunds-tar of ieale 601, Exception:A Wood. in required Mai of up to 75 pemenl,as approved,is allowed when the bullding is provided with an approved `DIRECTION OF EXITING e.Tha firo-reslwanx dal ofan-dorwell is dalemtinad owed upm the fire sewmtlan dsmnxof the exbnor weN-me story in wnkh me walllskcared automatic sprinkler system Installed in accordance with Section 903.3.1.1.The resulting fire-flow shall not be less than 1,500 gallon.per h.Wrrem Table 705,E pemr.-beanngmanor. walls with unlimited area of unprafechd openings.the repuired fire-hunsance.ling for the sera rwalla is0 minute for the prescribed duration as specirw In Table B105.1.See T.No 01052 for Are-flow rwunon w s. TABLE 705.8-MAX.AREA OF EXTERIOR WALL OPENINGS BASED ON FIRE SEPARATION DIST.AND DEGREE OF With reduction for sprinkling,the MINIMUM REQUIRED FIRE-FLOW•1,500 GPM for a Duration of 2 hour. COLLECTIVE NUMBER OF OCCUPANTS OPENING PROTECTION: PC TABLE C102.1•NUMBER AND DISTRIBUTION OF FIRE HYDRANTS FIRE SEPARATION DISTANCE K. DEGREE OF OPENING PROTECTION ALLOWABLE AREA AVERAGE SPACING OF MAXIMUM DISTANCE FROM ANY ROAR GN O to lax than Unrobdetl,Srinldered N.t Pe.&d FIREFLOWREQUIREMENT MINIMUM NUMBER HYDRANTS STREET OR ROAD FRONTAGE TOA EXITING TRAVEL DISTANCE RIC et'' ZlS1VIILLER 3 b less then 5 Un robaed,S nnklered 15% (OPi OF HYDRANTS yet HYDRANT 5 tg lase than 70 Un roMdetl,3 rinklered 25% 10 to lose then l5 UnrIMSnnNered 45% tsa t sap 250 FIRE PARTITION-30-MINOTE FIRE-RESISTIVE RATING PER IBC 15 to b66 than 20 Un roke S nnkiered 75% SECnON 706 WITH 20-MINUTE RATED OPENING 20 to bee than 25 Un robded S nnklered No Llmn 25 to lees than 30 Unrob3idedhoe0 No Limit PROTECFNES PER IBC TABLE 71fi.112) 30orgreater Unrotedetlded,Stlnlderetl No Limn FIRE TEST:ES 1049,1058 DUCTS AND AIR TRANSFER OPENINGS(710.81:The space around a dud penetrating a smoke partition and be filled with an approved material to limit the free passage of smoke.Air transfer openings in smoke partitions shall be provided with a smoke damper complying with Section FIRE BARRIER-I-HOUR FIRE-RESISTIVE RATING PER IBC 717.3.2.2, SECIION 706 WITH 45-MINUTE RATED OPENING B Fx�Where the instillation of a smoke damper will interfere with the operation of a required smoke control system in accordance with Section PROTECTIVFS PEA IBC TABLE 716.1(2) 909,approved anerna6ve protedon shall be utilized. FIRE TEST:ULgU425 TABLE 803.11•INTERIOR WALL&CEILING FINISH REQUIREMENTS BY OCCUPANCY: 5-2:LOW-HAZARD STORAGE • DE NALYSIS SPRINKLERED APPARATUS BAY OCCUPANT LOAD FACTOR:200 GROSS GROUP Inbrbr aMl.Mlneye,Inrerlor exN romp. Comliaddewlo...for exk Rooms end endorsed ACCESSORY STORAGE/MECH OCCUPANT LOAD FACTOR:300 GR05S end..R sew ewe • ucew elalrwey,and.11 acce:1i e S ace.• B B C C ' R-2 C C C R-2:RESIDENTIAL S-2 C C C OCCUPANT LOAD FACTOR:200 GROSS INTERIOR FLOOR FINISHES 180d.d.21:In Group B,Fill and S Occupancies the minimum cntical radiant Aux not Iesa then Class,II,0.22 ® B:BUSINESS AREAS wanslcm2 or greater,and materials complying with DOC FF-1'pill Test'(CSPE 16 CFR Pan 1630)or with ASTM D 2659(804.4.2). OCCUPANT LOAD FACTOR:150 GROSS MEANS OF EGRESS: Maximum Common Path at Earese Travel in a sprinklered building FIRE EXTINGUISHER CABINET.RE:DIVISION 10-SPECIALTIES Group B Occupancy shall not exceed 100 ft.and ro mom than 49 ccoupanis(Table 1006.2.1). -;Ill SO AND SHEET G2.01 Group S-2 Occupancy shall not exceed IDO ft.and no more than 29 ocoupanti(Table 1006.2.1). 1 2 3 4 5 T IIII I I I I I I I I I I I I - - - - - - ° a - - - - - - - O J a ❑ ❑ I 36' ENTRY L U - - - - - 180 O w 0 4 06 5 2 OCCUPANCY OF 127 5Q.FT. LL LJ li OCCUPANT LOAD=1 FFw 1.47 FIRE RISER/AIR I N v~i i80O ROOM 01PTAIN OFFICE LOBE PUBLIC RESTROOM J Z 52 OCCUPANCY OF L289 so, •, O WORKSHOP CCUPANT LOAD=9/ 0 0 4� Q I I � LL z I I i U - IT i 1.43 2 Zvt ( t ) - � - - - - I I i HALLWAY - - - � •� �J 1.43 li EXITTRAVEL DISTANCE:731. N ° ❑ DECON ' li 1.68 1.47 o ❑ MEM li - j • KITCHEN/DINING ADA RESTROOM 144 R-2 JANITORIAL L T R-2 PATIO PPARATUS BA � 0• 'Fr;- - � 1.a6 0 O R-2 6 it 1.44 R-20CCUPANCY OF L070 S%FT. 1.47 S-2 OCCUPANCY OF 1,402 SQ.FT. �I _ CUPANT LOAD•B - __ OCCUPANT LOAD=6 BUNKER GEAR 20CCUPANCY OF 3,7825Q.Fi. 5-Z RESTROOM W I DAYROOM I i 5.2 CCUPANT LOAD=19 R-2 / R-2 HALLWAY y l - - - -- _ 1.44 ' ® '� 1.48 NI - - I I o I I I I • < .---H IAUNDRY 1.44 I r r D WASH AZ LOVE'X REST ® ~, ----� I R 2 1 II x L,.. .,_ 1 1.47 -- R-2 HALLWAY -- © 3fi" BO IT III EXIT TRAVEL DISTANCE:60'-7" li li _J i.q3 R-2 OCCUPAN���111'''OF 1,652SCLFT. HALLWAY APPARATUS BAY - 000PAIITLOAD=9 IF ELECTRICAL I �I I RESTROOM ::I r T r T r T r T r / S2 5-2 alai LOCKER• LOCKER LOCKER LOCKER LOCKER Project No: 20.042 J olii �t- +PEI- �I�1 •� I `� Date: 07J1812022 r� _ ITNE55 PROVIDE EGRESS cracked By: RC,MS GENERALANO EMS ' 1.47 • ocOUPANCY op 6715Q.Fr. PATH THROUGH STORAGE HOSE ALCOVE SLEEP SLEEP SLEEP SLEEP OCCUPANT LOAD=14/ FITNESS AREA TO Drawn By: KD S-2 r xlii s-2 Ix' EXIT. DO NOT BLOCK III III �I ADA SLEEP 0 0 0 LJ Sheet Name. L N LEVEL 1 - EXITING 1 EEROWINDOW,TYP. H � _ - [" AND OCCUPANCY I - - - - - - � - - - - - - - �� _ _ - � � � PLAN ° �O CITY APPROVED PLANS Reviewed for Code Compliance U PLANS MUST BE ON JOB SITE Z E Lu FOR ALL INSPECTIONS C7 Q Sheet No: 1 2 3 4 5 6 7 8 9 G2.01 E1 LEVEL 1-EXITING AND OCCUPANCY PLAN / N Page 8 of 319 se I 1 1 1 2 3 4 5 6 NOTES-REFERENCE NOTES O 1.01 COORDINATE WITH STRUCTURAL DRAWINGS. 1 7.0 NON-COMBUSTIBLE BACKER AS REQUIRED. I vO t ' HIGHEST PRIORITY 7.06 NON-COMBUSTIBLE DECK FILLER PARTITION PRIORITY LEGEND ZOS north TWO HOUR FIRE AND SMOKE WALL PRIORITY I HIGHEST FIRE RESISTIVE 101M SEALANT PLYWOOD SHEATHING IIS/32") 1.01 TWO HOUR FIRE WALL LEGEND A R C H I T E C T U R PRIORITY 2 LOWEST PRIORITY ROOM NAME TWO HOUR SHAFT WALL OCCUPANCY CLASSIFICATION(PER IBC CHAPTER 3) A PLYWOOD SHEATHING(15/32") 1.01 % ONE HOUR FIRE AND SMOKE WALL PRIORITY 7.06 ROOM OCCUPANT LOAD(PER IBC TABLE 1004.1.2) PIVOT NORTH ARCHITECTURE,PLLC. ONE HOUR FIRE WALL PRIORITY4 1101 W.GROVE STREET ' DIMENSIONAL LUMBER FRAMINGI WIDTH OF EGRESS COMPONENT BOISE,ID 83702 101NT SEALANT SMOKE TIGHT WALL PRIORITYS www.pivotnorthdesign.com 5/8 GYPS UM WALL BOARD,TYPEX DIRECTION OF EXITING pivotnorthdesign.com SOUNDATTENUATION BLANKET INSULATION DIMENSIONAL LUMBER FRAMING NON-RATED WALL PRIORITY6 COLLECTIVE NUMBER OF OCCUPANTS NOTE:FIRESTOP SYSTEM IS REQUIRED ONLY AT RATED WALLS.REFER TO 5/8"GYPSUM WALL BOARD,TYPE OCCUPANT CAPACITY OF EGRESS COMPONENT STAMP 4��seD PRoFc ,4. SHEET G2.01 FOR LOCATIONS.USE APPROPRIATE UL LISTED ASSEMBLY SOUND ATTENUATION BLANKET INSULATION BASED ON WALL AND STRUCTUAAL DECK CONSTRUCTION. DIRECTION OF EXITING 4' `Pl'F OF X 0� A3 FIRESTOPPING WALL TO DECK A4 FRAMING DETAILTO DECK A5 COLLECTIVE NUMBER OF OCCUPANTS PARITION PRIORITY LEGEND qr 02.18.22 G2.Olb 11/2"=V-0" G 111 11/2"=V-0" 011 3"=V-0" EXITING TRAVEL DISTANCE FIRE PARTITION-30-MINUTE FIRE-RESISTIVE RATING PER IBC SECrION 706 WITH 20-MINUTE RATED OPENING PROTECTIVES PER IBC TABLE 716.1(2) FIRE TESTBARRIER -1049,-HOUI58 RIC§CeYgZ1smILLER FIRE BARRIER-I-HOUR FIRE-RESISTIVE RATING PER IBC x�//l/� SECTION 706 WITH 45-MINUTE RATED OPENING PROTECTIVES PER IBC TABLE 716.1(2) ' FIRE TEST:UUtU425 S-2:LOW-HAZARD STORAGE APPARATUS BAY OCCUPANT LOAD FACTOR:200 GROSS ACCESSORY STORAGE/MECH OCCUPANT LOAD FACTOR:300 GROSS R-2:RESIDENTIAL . OCCUPANT LOAD FACTOR:200 GROSS B:BUSINESS AREAS OCCUPANT LOAD FACTOR:LID GROSS FIRE EXTINGUISHER CABINET.RE:DIVISION 10-SPECIALTIES 10 AND SHEET G2.01 TIIII I I I I I I I I I I I - - - - - - o- Q- - - - - - - - - - - - - - - - - - - -- 7777� 0 m a a z - - ENTRY Q FIRE RISER/AIR G2U1 FFWA LU O ROOM 1 HR.RATED WALL WORKSHOP ttP IT FB S2 CAPTAIN OFFICE LOBBY PUBLICRFSTROOM 0 a a e J ' J z o E — — 30 MIN. HauwaY I v lL z a ❑ s < ® RATEDoALL GJ — N DEC IN Add fire to z a 52 ❑ extinguishers to ire KITCHEN/DINING O apparatus bay ANITORIAL� R2 PATIO L o f0 meet IFC 906 ADA RESTROOM_ d ti &NPFA 10 R.z R-z 0 standards COMM BUNKER GEAR S-2 wers7 IRESTROOM DAYROOM HALLWAY HALLWAY S-2 R-2 R-2 1 HR.RATED WALL LAUNDRY weu ® R-2 WASH ACLOVE S2 RESTR000 — — — — — — — — — — wessT R-2 — — — —RATED WALL — — — — — — D o ELECTRICAL � "B'sT HALLWAY 30 MIN. APPARATUS BAY �Ei::iI S-2 RESTROOM r T r T r T r r .O + + + � 1 1 r� — p L Ji oamw omen � oxmw wmiry :omix HOSEALCOVE G2�07 � Project No: 20.042 GENERAL AND EMS — r — — G2.01 STORAGE 5-2 ADA SLEEP SLEEP ryp SLEEP SLEEP ttp SLEEP Date: 07J18/2022 5-2 r R2 R2 R-2 R-2 i r FITNESS Checked By: RC,MS 1� I D O LJ r I Drawn By: KD �J L N61SR G — — — — — — — — — — — — — — — — — — + Sheet Name! — — — — — — — — — — — — — — — — — — — ~ N LEVEL 1 - FIRE � _ - - - - - - - - � Ln RATING PLAN I I o a CITY APPROVED PLANS L Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z LU a z s a s G $ s FOR ALL INSPECTIONS C7 Q Sheet No: E1 LEVEL 1-FIRE RATING PLAN 01b 1/8x=1'4' G2.01 b Page 9 of 319 1 2 3 4 5 6 SEE SITE ONLY PERMIT pivot `' north #22-0702 FOR ALL ARCHITECTURE A REDLINES ON SITE PLANS PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.oom STAMP: i =THE R - ------ '` LAND - ON SDCBO ;I EP GRT:383764 I GROUP • 3$,9'/ `ORCHARD PAAX SUBDIVISION#1 _ 2 '� o • 58' -- 12"PVC IE-NTH3833.442 , \ �� 997 WASHINGTI N ST S TBM-1 a '15''� I -- ----- ---3839, SUMP:3833.4 SWENSEN DEVELOPMENT MAG NA BB I �I --_ 586°58'14"E' / - 30'ACCESS LANE 8' F' w" / /33 18.02' / ELEV:384.99 I �30'ACCESSLANEB- OPEN DITCH�\ �� -«- _- - =- - _ - __ -991 WASHINGTON STS UTILITY EASEMENT l IX I / 40.03' / - 193.29' 3840-- UTILITY EASEMENT SWENSEN DEVELOPMENT of = /EP----- 331 Topographic Survey MI I _` /586"58'14"E593.03' - - -EP 338g0 1 RI ���////' u;SMILLER II I �I -- _ 1 - ®=r L���8 7 381.72' I� o �✓ a_ 84 -- -3840� I�'�t� -� co AA _ HPG o d d G _ A HP / for I �Im e,2 RIM:3839.29 co 12"PVC IE-NTWSTH:3834.2 HPG A " HPG I / 12"PVC IE-EST:3836.8 / / �' --3843- G - I City of Twin Falls 1 / / / \ HPG o I , 3 /33 "mom, v PG p \ . / J III II --3841---/// __ SSMH HPG_ Situate m a Portion of the I I ��' /� RIM:38SSMH I I / 8"PVC IE-NTH:3835.26 384p - l 11 I NW 1/4 of the NW 1/4 of Section 28 1 I I li / 8"PVC IE-STH:3835.32 N / 0= 3 33� I (Township 10 South, Range 17 East, Boise Meridian s Li B m I I f OPEN -- --�� ZIi m City of Twin Falls,Twin Falls County, Idaho 33 v c y , �m��l 2021 � 33/ i 3g 7� ,l SSMH ill //� // �3 J ��•1,/,. �- -� RIM:3841.43 33 118"RCP IE-NTH:3837.22 W �y WW W W W-WWW-W m 18"RCP IE-STH:3837.26 -� �II i � VII BSu'. �I I / 3843"� 3 IRR.STR. RIM3833.7 FO 12"PVC E-STH:3831.8 SSMH 1I 5 �I W 12"DMPIE-WST:3831.7; R8IM83I3 1 5 CPENH33829.39+1SCPI 29.46E-TH -- - 3 v v 1 � 3", I I / o I 3-- 3 i 3845- - GIRR \ / /3844---- - -. _ I- __ & ��I �I I ico � o _� - 33 / x \� c G v 33I ��� I31 ��v� / tbd WASHINGTON STS CITY OF TWIN FALLS 3 I v� / / 835 ACRES± � SS��A j I o 3845- 3 3846-- O . m S - //3 o 383 / �I Say G 6,- 1 33 � _GPI �- //� UNDEVELOPED GROUND��� _ � "' � �� � � O � - \ FIX - W-W-' CQ 0 11 I 3 3 Z 1 / IBX RIM:3854.76 �3 wg I RIM:3837.56 I - - - - - I F I Iz-_-_---/ P / o� ■� �_ Q / Co 12"PVC IE-NTH:3833.1 12"RCP IE-NTH:3851.0 3�p N -EL CAMINO AVENUE \ o w' I I I 1 (v --'IBX I 12"RCP IE-STH:3851.7 ) I LL[� o\ I I 3 ---------3847- I 12"PVC IE-ES - - - __- - - i'v, (BOX FULCL L OFF H2O / RIM:3837.82 33 �- _� / I 3 - ------- A� ✓ F I / NO PIPE IE OBTAINED) 12"PVC IE-STH:3884.0 �I�II�A�S I� I 12"PVC IE-STH:3832.7 / / 2 I I I / 3 11 ,Cc c o _ 0 I I I IpR - / � 331 I \ II o I ee I / a c') ILL w V 'I / 3 SSMH ��aa I i I I I RIM:3847.56 p � A'3 I �� 8"PVC IE-NTH:3839.89 O c J 8 6 s o I / PVC IE-STH:3839.99 '� - CL `� .. z - Q O / w3 /� N \�3848� ■� L lL �... ID C I Z �' I I 33 3 \ � I // // W W W W W L Revisions Legend: TBM-1 Le g f scRIeED'x" / ,3s ELEV:3646.3T III I�OPEN DITCH 3849 • FOUND 5/8"MONUMENT -- OVERALL BOUNDARY LINE .II \ / FOUND I/2"MONUMENT --- -- --- ADJACENT PROPERTY LINE I / TEMPORARY BENCHMARK - - TIE LINE / 0 38$g\ \ / / / \ _ I �I I Revisions:0 CALCULATED POINT SECTION LINE I I I \ o BASEMEN CENTERLINE 7 �' ® WATHi VALVE ------------ EASEMENT LINE ® EG EG EDGE OF GRAVEL WATER METER EP EP EDGE OF PAVEMENT / I FIRE HYDRANT -X-X-X-X-X- FENCE LINE / i w /3B © WATER VAULT R/W gIGHF-OF-WAY LINE 3 6p (®g� SQUARE INLET SS SS- SANITARY SEWER LINE SANITARY SEWER MANHOLE SD SD STORM DRAIN LINE o I / w w WATER LNE _ I o ____ 0 PRESSURE IRRIGATION VALVE GIRR GRAVITY IRRIGATION LINE / 1 - _- o .3848 IBX B'/ / H0 TOP TOP OF DITCH ( IRRIGATION HEAD 6ATE TOE PR TOMSSU E DITCHIRRIGATION / \ 1 I \\ l//_ 'I I 2 PVC IE-NTH � � D IRB IRRIGATION BOX POMP PRESSURE IRRIGATION LINE OVERHEAD POWER LINE rl �B6 _ ------------- Q Q GAS METER ox� 3 �" ggMH I 8"PVC IE-EST:38502 ___---- 1 UGP UNDERGROUND POWER LINE / GAB RISER -T T T- UNDERGROUND TELEPHONE LINE 3 RIM:3848.84 0 12"STL IE-$TH:3847.7 ® GAB VALVE HPG HIGH PRESSURE GAS LINE SSMH 1 c I 18'RCP IE-NTH:3843.66��� =--�= I SSMH IBX/ \ v GAS SIGN G G NATURAL GAS LINE RIM:3861.66 c_ \ ry ,gg49' _ RIM:3854.41 �POWER POLE FO FO FIBER OPTICS LINE 18"RCP IE-NTH:3857.80+/- I " 18'RCP IE-STH:3843.74 _ I ------- ._g850- -\ 12"PVC IE-NTH:3851.38"PVC e GUV WIRE _ CONCRETE AREA I I 8'RCP IE-EST:3845.39 - GIRR GIRR - - - - - - _ ,- - - UNABLE TO ACCESS -- tiypL LA D 18"RCP IE-STH:3857.88 a E:;. " ^"" GIRR _ __ - _ _- \ 8"PVC WEST NO ACCESS ELECTRIC BOX CURB AND GUTTER I .++ T S T'¢� ��RR -GIRR �F{ 1 CEN G� ELECTRIC VAULT `3850� EXISTING GROUND CONTOUR /3 '2B6 \ EO G -X S$ 8S-' SS_ S =y,=,�_ _ -N87°2258"W 59288'-GIBR� 1ilBR�� PIRR PI W v p ELECTRICAL TRANSFORMER 2 / �FIP ---- 355 S _X _- �IRR�-� \- R" [s_--- --jRR k ---------------- SS _ Goa= o 0 TELEPHONE RISER , / ------ SS"-n g -.. a o Project No: 2D,042 - ---------- G S3 -I FO FIBER OPTIC MANHOLE , , �O I - - -- S - Data. 0311412022 O FIBER OPTIC INDICATOR / I I _- -- v SIGN / aj r \ 33 O1 I O I O i �w VILLA VISTA S~BDIVISION No.2 I ------------------ ----_ djI £OF 331 wj I I ~61 O I O I l j I 9 Checked By: EC/BS 09/79/7071 \ ProieotNo.: I¢noe Drawn By: CRIJL _ I Notes: DateofIssuance sepwmkrzezezl 1. UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY.THE LOCATIONS SHOWN HEREON ARE BASED UPON ABOVE GROUND EVIDENCE AND UTILITY COMPANY FACILITY MAPS.THE SURVEYOR MAKES NO GUARANTEE OF THE ACCURACY OF LOCATION OF UNDERGROUND UTILITIES, Project Milestone: Sheet Name 2. BOUNDARY INFORMATION SHOWN HEREON IS BASED ON RECORDS AVAILABLE TO THE SURVEYOR AT THE TIME OF SURVEY AND FOUND MONUMENTS ON THE GROUND.EASEMENTS,ENCROACHMENTS AND OTHER ENCUMBRANCES WHICH MAYBE APPARENT BY CONDUCTING A FULL TITLE SEARCH,ARE I NOT NECESSARILY DEPICTED ON THIS SURVEY.F a I i � / 3. THE BASIS OF BEARING OF THIS MAP IS GRID NORTH ON THE IDAHO STATE PLANE COORDINATES SYSTEM(NAD 83).WEST ZONE,AS DETERMINED BY GLOBAL POSITIONING SYSTEMS METHODS.ANY DISTANCES SHOWN ARE HORIZONTAL GROUND DISTANCES IN U.S.SURVEY FEET. TOPOGRAPHIC E Topographic Survey 0 40' 80' SURVEY g 8 Horizontal Scale: 1"=40' 1 of 1 -za CITY APPROVED PLA S Reviewed for Code Compliance E PLANS MUST BE ON JOB SITE Lu FOR ALL INSPECTIONS C m Sheet No: r C0.00 E � g Page 10 of 319 �b� 1 2 3 4 5 6 Sheet Notes: 3 3 A. IN THE EVENT OF A DISCREPANCY,NOTIFY OWNER'S ' a REPRESENTATIVE IMMEDIATELY. pivot ' I I< I 3 3 3 B. THE CONTRACTOR SHALL ENSURE THAT ALL DEMOLITION, a = REMOVAL,ABANDONMENT,ABATEMENT AND CLEARING AND SITE north PREPARATION NECESSARY FOR PROPOSED IMPROVEMENTS ARE COMPLETED WHETHER SHOWN ON THESE PLANS OR NOT.THE ARCHITECTURE 3 3 3 CONTRACTOR SHALL REMOVE OR ABANDON ALL ITEMS = 33 INCIDENTAL TO THE ITEMS INDICATED. a C. UNDERGROUND UTILITIES AS SHOWN ON THESE PLANS HAVE BEEN 3 3;: _ LOCATED AS MARKED IN THE FIELD BY DIGLINE AND APPLICABLE A UTILITY COMPANIES,AND BASED ON FACILITY MAPS PROVIDED BY PIVOT NORTH ARCHITECTURE,PLLC. THE OWNER.THE SURVEYOR HAS NOT PHYSICALLY LOCATED 1101 W.GROVE STREET �' UNDERGROUND UTILITIES.THE CONTRACTOR AGREES TO BE wwwBOISE,.ivotnorthdesi n D 83702 oom = FULLY RESPONSIBLE FOR ANY DAMAGES WHICH MIGHT BE 3 3 i OCCASIONED BY HIS FAILURE TO LOCATE AND PRESERVE ANY AND P 9 ' w aw ALL UNDERGROUND UTILITIES WITHIN THE PROJECT AREA. 1 2 END OVAL 1 2 3 2^gIRR I � D. RETAIN AND PROTECT EXISTING IMPROVEMENTS OUTSIDE WORK STAMP: 4_e5� �Cf� 1 LIMIT BOUNDARY UNLESS MARKED FOR DEMOLITION.RETAIN AND Ov 3 3 3 PROTECT EXISTING UTILITIES AND ASSOCIATED STRUCTURES a UNLESS MARKED FOR DEMOLITION. 1343'7 —EG 195 E. PRESERVE AND PROTECT ALL SURVEYING MONUMENTS AND sf O 1 ORCHARD PARK SUBDIVISION#1 ,Tf OF tO� 3 3 to PROPERTY CORNERS.COORDINATE WITH PROJECT SURVEYOR TO L = TIE AND REPLACE ALL MONUMENTS WHICH MUST BEC(Rtn- w - OBLITERATED. 05 1 2022 ® 997 WASHINGTON ST S 15' ' SWENSEN DEVELOPMENT F. CONTRACTORS SHALL BE RESPONSIBLE TO PROVIDE CONTINUOUS —EG 3 3.. 3 � 4 I SEWER,WATER,POWER,AND COMMUNICATION SERVICE TO ALL EXISTING BUILDINGS DURING THE COURSE OF CONSTRUCTION. -OHP G. DEMOLITION AND CONSTRUCTION SHALL BE COORDINATED AS TO ��///-{/��y��'q q \�,�/s, 3 3ti S °58'14"� 18 2, 30'ACCESS LANE& Rlc§y V/gusmILLER 3 0.0' 1 _ y - - S86°5814"E 593.03' - - - UTILITY EASEMENT NOT INTERRUPT THE USE OF EXISTING FACILITIES.IF AN INTERRUPTION 15 REQUIRED,THE CONTRACTOR MUST OBTAIN OD 11 o - 193.29' - BEGIN 1 1 - - - - _ 1 i = WRITTEN APPROVAL FROM THE OWNER'S REPRESENTATIVE. 3 c 9 2 BEGIN 2 END -_-- GT_� R� � T1-UGP-- T -E� _ Po Demolition Keynotes: == UGP E - - G= 'BST UGP B —�� 1. REMOVE AND DISPOSE OF EXISTING CONCRETE CURB AND GUTTER. 3 3 7 0 1 2 1 m ij �{ I 2. REMOVE AND DISPOSE OF EXISTING GRAVITY IRRIGATION PIPE. o BEGIN I 1 8 -�' I 2.1. REMOVE AND DISPOSE OF 8-IN PVC GRAVITY IRRIGATION PIPE II n AT GROUND SURFACE.CONTRACTOR SHALL DETERMINE 4 I II EXTENTS OF SURFACE PIPING AND CONFIRM REMOVAL WITH W Z 0 z OWNER'S REPRESENTATIVE PRIOR TO CONSTRUCTION. '� a € H�co 1 I I 1 i I 3. REMOVE AND RELOCATE EXISTING SIGNAGE,COORDINATE WITH 3 MATERIALS PLAN FOR ADDITIONAL INFORMATION. / 3 3 1 14 I I 1 I 4. SAWCUT LINE-PROVIDE NEAT SAW CUT LINE OF ASPHALT AND CONCRETE. 5. REMOVE AND DISPOSE OF EXISTING WATER MAIN PIPING AT /�•,',• Ilo 3 3 1 1 1 I I 1 I APPROXIMATE LIMITS SHOWN.COORDINATE WITH SITE UTILITY PLAN = I END I 1 I I FOR ADDITIONAL INFORMATION. d I 6. REMOVE AND DISPOSE OF EXISTING WATER STRUCTURE. N3 1 I 7. REMOVE AND DISPOSE OF EXISTING GRAVITY IRRIGATION i � 1 I I 1 STRUCTURE.SEE UTILITY PLANS,SHEET C5.00 FOR REINSTALLATION 1 I I 1 i DETAILS. (f� S 8. REMOVE EXITING CURB NOSE AT PLANTER ISLAND TO ACCOMODATE FENCE INSTALLATION.CURB SHALL BE TRIMMED 2-FT FROM N� OPEN DITCH I PROPOSED FACE OF CURB.SHRUB AND EXISTING LANDSCAPE Q 1 zaoo� 1 f I SHALL BE REMOVED TO ALLOW FOR CURB REMOVAL AS SHOWN. 10 I� i 1 i CONTRACTOR SHALL REPAIR IRRIGATION AS NEEDED IN THIS - GENERAL VICINITYTO ALLOW FOR CONTINUED FUNCTIONALITY OF 3 I 3 3 IRRIGATI N SYSTEM. 2 z BEGIN 1 1 I 1 = MATCH LINE -THIS SHEET 9. REMOVE EXISTING TREE.REFER TO SPECIFICATION SECTION 311000 N 4 o I 3 1 FOR ADDITIONAL INFORMATION. I I I 10, GRAVITY IRRIGATION SERVICE TO DOWNSTREAM USERS SHALL NOT a 3 I 1 I BE INTERRUPTED DURING CONSTRUCTION.CONTRACTOR SHALL O 0 1 PROVIDE TEMPORARY MEANS OF CONVEYANCE WITHOUT IMPEDING M = BEGIN 1 CRITCAL PATH SITE CONSTRUCTION EFFORTS,IN ADHERENCE TO EXISTING PUBLIC I 3 3 1 ILOCAL 3 1 - 1 END I I 1 UTILITY EASEMENT 4 1 OCCUR.REFER TO C5.1J01&C61y1 FOR ADDITIONAL INFORMATION. O C a a 1 3 I I 1 , 3 3 1 reservation eyno es: F- L LL N N ------------ 1_ ----- -- ow ������ -------------------------------- --- 1 END 1. PRESERVE AND PROTECT EXISTING SEWER MANHOLE STRUCTURE Q 3 � � � 1 I AND LID.COORDINATE WITH MATERIALS PLAN AND UTILITY PLAN � � 0 1 3 1 _" 1 12'NJ 12"W 12"w 12 `� i c7 1 = FOR ADDITIONAL INFORMATION. — 1 . . . . . .I 3 3 I w o Ln I I I� 6 1------------ 2. PRESERVE AND PROTECT EXISTING PRESSURE REDUCING POTABLE D " a L u _ _ �' I WATER VALVE AND ASSOCIATED VAULT STRUCTURE. LL 0 0 3 ~ 5 END 1 W 5 BEGIN + I 3. PRESERVE AND PROTECT EXISTING STREET SIGN. ¢ ------------------------------------ w 3 C/) w 1 I I I 1 I I 3 3 1 3 L---------------� J o 4 I 2 W4 W 1 W I I 1 1 = - Demolition Legend: Q h" y■N 3 1 3 3 a � I o ■ 1 � � I 4 1 END /� ti Z 3 3 I I i 1 I c� l zaoo2 10 1 I i 3 3 1 REMOVE AND DISPOSE OF HARDSCAPE OFFSITE. z BEGIN 1 a 3 3 BEGIN 1 I 1 1 I i� 1 In o 1 I 1 1 3 3 1 I APPROXIMATE LINE OF DEMOLITION LIMITS = I = -------- 1 SAW CUT-PROVIDE NEAT SAW CUT LINE 3 3 1 0 1 I �I OF ASPHALT AND CONCRETE R e V I s 1 0 n s o a 3 1 I 1 1 °' � 1 = I I UTILITY PIPE SECTION,CURB&GUTTER, c� OR OPEN GRAVITY IRRIGATION DITCH TO 1 CITY COMMENTS 4/11/2022&5/19/2022 VED 3 3 1 I 1 1 P I 3 3 (/) -1 1 I BE REMEXISTIN1312-IN WATER MAIN TO 2 ADDENDUM 2 5/19/2022 O 1 I 12 W BE REMOVED _ 5 END I 12"W EXISTING 12-IN WATER MAIN 3 31 I 1 1 I � _ I D 1 I I tbd WASHINGTON ST S Z 1 1 1 I I I 1 I CITY OF TWIN FALLS 3 i EXISTING 10-IN WATER MAIN 3 3 1 1 I 3 8.35 ACRES± Q 1 W 3 3 I I 8"W EXISTING 8-IN WATER MAIN o m 3 I I I I - I 1 EXISTING 18-IN SANITARY SEWER 1 1 I I 1 PIPE I co I EXISTING 8-IN SANITARY SEWER 3 PIPE 3 ❑ 1 1 i i I I gSS I I` I Project No: 20.042 o N / EXISTING 12-IN GRAVITY 12'GIRR IRRIGATION PIPE Data: 0311412022 3 3 o 1 I 1 I 3 1 1 / I EXISTING 4-IN PRESSURE Checked B ECBS 4"PIRR IRRIGATION PIPE y - - 1 1 1 I 3 1 I I 3 3 CD "1 / Drawn By: CRIJL 3 3 LL.I 1 I 1 I I I 3 3 2.1 I Sheet Name: 3 3 N - SITE DEMOLITION al 0 3 3 1 I 1 I 3F3--t—F 2 „SS ,D"SS�XX- PLAN WSTIN 3 G PUBLIC I I I I END-. G _ _ _ UTILITY EASEMENT I IP OHP ;H r- _____________ Y-1 CITY APPROVED PLANS 1 1 I 1 i I 1 Reviewed for Code Compliance w C j 3 1 1 1 i i I 3 3 1 4 1 I PLANS MUST BE ON JOB SITE cn Eo I I 2 BEGIN 2 MATCH LINE- OFFSITE AREA 1 1 i 3 i JJ 1 FOR ALL INSPECTIONS �_ I I I I G G G $ o r 1 1 i m Sheet No: BEGIN 4 1 I � 1 � � ; i 1 Offsite Area o 2 1 I 1 1 I I = 3 Scale:1"=20' C1 .00 ' O l 1 END m I Site Demolition Plan E s 0 20, 40' g Horizontal Scale:1"=20' �b Page 11 of 319 11 2 3 4 5 6 tu -1, "61RR SWPPP General Notes: Contact Information 3838 I • 1. ALL BMP NUMBERS ARE REFERENCED FROM IDAHO DEQ BEST MANAGEMENT PRACTICES. OWNER: CITY OF TWIN FALLS pivot 3 3 I - EP EP- 503 MAIN AVE.SOUTH - - 2. ALL STORM WATER WILL BE CONTAINED ON SITE. TWIN FALLS,ID 83301 n o r t h 3839 CONTACT:MANDI THOMPSON 3. ALL EVE'S SHALL BE INSPECTED AT A MINIMUM OF ONCE EVERY 7 DAYS-OR-ONCE EVERY 14 DAYS AND WITHIN 24 HOURS PH:208,735.7237 ARCHITECTURE OF A STORM EVENT PRODUCING 0.25INCHES OR GREATER. 5:3: INSPECTION FREQUENCY MAYBE REDUCED TO ONCE EVERY MONTH IF: CONTRACTOR: STARR CORPORATION INSTALL SILT FENCE AT BACK OF CURB PRIOR TO INFILTRATION SWALE INSTALL SILT FENCE AT PROPERTY LINE PRIOR TO EARTHWORK 2995 E.3600 N. EARTHWORK OPERATIONS AND REMOVE AT FINAL_ I OPERATIONS AND REMOVE AT FINAL STABILIZATION. A. THE ENTIRE SITE IS TEMPORARILY STABILIZED,OR B. RUNOFF IS UNLIKELY DUE TO WINTER CONDITIONS,OR TWIN FALLS,ID AEL A STABILIZATION. - `2o CONTACT: .5695 LARRINGTON � 3840 � C. CONSTRUCTION IS OCCURRING DURING SEASONAL ARID PERIODS(MAY THROUGH SEPTEMBER)IN ARID AREAS AND N SEMI-ARID AREAS. PH:208.733.5695 CONSTRUCTION ENTRANCE TO BE INSTALLED PRIOR _ 0.0"b = EP PIVOT NORTH ARCHITECTURE,PLLC. A TO EARTHWORK OPERATIONS AND REMOVED PRIOR 8 me 3839 - EP- EMAIL.michaol@starrcorpomtion.com p bon.com 1101 W.GROVE STREET ,.; w � co ora' TO FINAL PAVING BASE INSTALLATION. .�- -3840 �. :':' '.'. P _ 3. DEWATERING IS NOT EXPECTED FOR THIS SITE.ONSITE SWPPP CONTRACTOR IS RESPONSIBLE FOR ALL NON-STORMWATER ONSITE SWPPP COORDINATOR: TO BE DETERMINED �- ' '"` """""' � - �Tr� MANAGEMENT. BOISE,ID 83702 �Fsf www.pivotnorthdesign.00m 3 3939 ?9,g- o 9 384138g2 . a.. 4 PERSON STREET SWEEPING WILL BE IMPLEMENTED ON AN AS-NEEDED BASIS AS DETERMINED BY THE SWPPP RESPONSIBLE STAMP: I 3 g9: 5. PROVIDE WASTE CONTAINERS FOR BUILDING MATERIALS IN WASTE STORAGE CONTAINMENT AREA.WASTE DISPOSALIr DUMPSTERS MUST HAVE LIDS,OR PROVIDE COVER OR A SIMILARLY EFFECTIVE MEANS TO MINIMIZE THE DISCHARGE OF INSTALL SILT FENCE AT BACK OF CURB PRIORTO W PLAN PREPARER: THE LAND GROUP POLLUTANTS.KEEP WASTE CONTAINER LIDS CLOSED WHEN NOT IN USE ANO AT THE END OF THE BUSINESS DAY.DISPOSE 4fi2 E.SHORE DR.SUITE 100EARTHWORK OPERATIONS AND REMOVE AT FINAL '!Q9'-% ''''' ATAFREQUENCY ACCORDING TO CONTAINER SIZE. EAGLE,ID 83616STABILIZATION. -:I; . ::: 3842 ROGER COLLINS 6. LOCATE ALL PORTABLE RESTROOMS AS FAR FROM PUBLIC AND PflIVATE STOflM DRAIN SYSTEMS AS POSSIBLE.ANCHORINFILTRATION SWALE: PHONE:208.939.4041.0%. = TO PREVENT VANDALISM.I I 1A roger@thelandgroupinc.com B R R � SITE CONSTRUCTION SIGN-SEE SWPPP POSTING '-"� - ]�9L� / n°k m �.�.�.�.�.��.�.�.�.�.�� '� � ENGINEER: O51 202a 11. SLURRY AND CUTTINGS FROM SAWCUTTING OF CONCRETE OR ASPHALT SHALL BE VACUUMED DURING CUTTING AND NOTES,THIS SHEET _ f 3840 1 6% 1.4% o o Q THE LAND GROUP,INC. F� I - o�o�p� P SURFACING OPERATIONS.SLURRY AND CUTTINGS SHALL NOT REMAIN ON PERMANENT CONCRETE OR ASPHALT PAVEMENT 'LU`dJl'S;11 r 33 3%� 462 E.SHORE 16 SUITE 100 p OVERNIGHT.SLURRY AND CUTTINGS SHALL NOT DRAIN TO ANY NATURAL OR CONSTRUCTED DRAINAGE CONVEYANCE. I I - N EAGLE,ID IN,PE �l .. STAGING AREA: S COLLECTED SLURRY AND CUTTINGS SHALL BE DISPOSED OF IN A MANNER THAT DOES NOT VIOLATE GROUNDWATER OR PROPOSED MATERIAL LAYDOWN, x ! SURFACE WATER QUALITY STANDARDS. ERIC CRONIN,PE 'i:I: PHONE:208.939.4041 I TRASH AND WORKMAN �I 38g3 a BUILDING PARKING AREA. 2. ALL EXCESS MATERIALS SHALL BE HAULED OFF SITE AND DISPOSED OF AT AN APPROVED LOCATION EXCESS MATERIAL RI��� 2Y' u�SMILLER '' MAY BE TEMPORARILY STORED ON SITE(IF APPROVED BY THE OWNER)AT A PRE-APPROVED LOCATION.IF MATERIAL IS § ii I? i J ) 3 STOCKPILED FOR MORE THAN 14 DAYS STOCKPILE IS TO BE STABILIZED PER BMP#44, 3 z Ir 2.1%I. _ _ _CONSTRUCTION ENTRANCE BE INSTALLED PRIOR f I' };;C,:;:; ....: ,5•b 13. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE LATEST EDITION OF THE ISPWC. ESC/SWPPP Legend TO EARTHWORK OPERATIONS AND REMOVED PRIOR ,�'-- n24.4% TO FINAL PAVING BASE INSTALLATION. 38g1 14. SEE LANDSCAPE AND MATERIALS PLANS FOR INFORMATION CONCERNING FINAL SOIL STABILIZATION MEASURES. APPROXIMATE LIMIT OF DISTURBANCE 15. ALL GRADING,UTILITY,AND ROADWAY CONSTRUCTION SHALL BE LIMITED TO THE HOURS BETWEEN 7:00 A.M.AND 9:00 P.M.MONDAY THROUGH FRIDAY AND 8:00 A.M.TO 9:00 P.M.SATURDAY AND SUNDAY,UNLESS OTHERWISE APPROVED BY _-37/8 PROPOSED GROUND CONTOUR(ONE-FOOT INTERVAL) y i q% #j: THE CONSTRUCTION MANAGER. Q=N % ANY MODIFICATIONS T THI PLAN REQUIRE APPROVAL F THE DESIGNER R THE ON SITE RESPONSIBLE PER N. - EXISTING GROUND CONTOUR ONE-FOOT INTERVAL 33 .n ----- ---- - ---- - 16O B DU 0 00 OSSO � 3778__ ( ) WZ CONCRETE WASHOUT SEE ........"'.... DETAIL SHEET C1.55. 3343 =a co`J 17. TOTAL DISTURBED AREA FOR THIS ON-SITE WORK IS APPROXIMATELY:2.47 ACRES. co B } - SILT FENCE PER STATE OF IDAHO CATALOG OF +'• 'rM -SF-SF- STORM WATER BEST MANAGEMENT PRACTICES BMP w' W 18. UPON CONTRACT APPROVAL BY THE CONTRACTOR,IT IS RECOGNIZED THAT THE CONTRACTOR HAS REVIEWED THE PLAN DRAWINGS AND THE CONTRACTOR AGREES TO ABIDE BY THE REQUIREMENTS AND CONDITIONS CONTAINED HEREIN. #65.SEE DETAIL ON SHEET C155. W I W ....'�-I. .i9y.i}iii `\'� CONCRETE WASHOUT PER THE STATE OF IDAHO CATALOG OF ��` STORM WATER BEST MANAGEMENT PRACTICES BMP#49 AND DETAIL ON SHEET C155. ��•,',. Soil Stabilization 3841 .m.. 1. IF SEDIMENT ESCAPES THE CONSTRUCTION SITE,OFF-SITE ACCUMULATIONS OF SEDIMENT MUST BE REMOVED AT A PORTABLE RESTROOM PER THE STATE OF IDAHO CATALOG OF R STORM WATER BEST MANAGEMENT PRACTICES BMP#50. FREQUENCY SUFFICIENT TO MINIMIZE OFF-SITE IMPACTS. ❑ 2. LITTER,CONSTRUCTION DEBRIS,AND CONSTRUCTION CHEMICALS THAT COULD BE EXPOSED TO STORM WATER MUST BE o � INFILTRATION SWALE 9_a9g9g4 LL ...... _ PREVENTED FROM BECOMING A POLLUTANT SOURCE IN STORM WATER DISCHARGES. � �0 3 3I '{ '•` '•'''' \ �'--- -- -�J " 3847 3. EXCEPT AS PROVIDED BELOW,STABILIZATION MEASURES MUST BE INITIATED AS SOON AS PRACTICAL IN PORTIONS OF THE MATERIALS STORAGE AND PARKING AREAS PER THE 3841 -- -- STATE OF IDAHO CATALOG OF STORM WATER BEST 3842 3 SITE WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED,BUT IN NO CASE MORE THAT 14 _ MANAGEMENT PRACTICES BMP#37. `-' �'�^��� is�� i DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED. 3 3 ;Ij '„� ',38gg.'. \� ]{[ �� 6 3.1. WHERE STABILIZATION BY THE 14th DAY IS PRECLUDED BY SNOW COVER OR FROZEN GROUND CONDITIONS, PROVIDE STABILIZED ENTRANCE PER THE STATE OF IDAHO iI! r !:'. gyp° ; 1•.-' :':'.'.'.'.' ) 3� STABILIZATION MEASURES MUST BE INITIATED AS SOON AS PRACTICAL. CATALOG OF STORM WATER BEST MANAGEMENT PRACTICES 3.2. WHERE CONSTRUCTION ACTIVITY ON A PORTION OF THE SITE IS TEMPORARILY CEASED,AND EARTH DISTURBING BMP#40.THIS SHALL BE MAINTAINED THROUGHOUT ACTIVITIES WILL BE RESUMED WITHIN 14 DAYS,TEMPORARY STABILIZATION MEASURES DO NOT HAVE TO BE CONSTRUCTION UNTIL ASPHALT BASE MATERIAL IS w \: _ INITIATED ON THAT PORTION OF THE SITE. ----3845=°'� - s..-:-:-is6 ''''''''''''"�' �✓.''''' INSTALLED.PROVIDE SWEEPING DAILY OR AS NEEDED TO ............... .�. .... a REMOVE.SEE SHEET C1.55 FOR AND/OR DIRT ONTO EXISTING NOTE:ONE OF THE FOLLOWING TEMPORARY SOIL STABILIZATION PRACTICES SHALL BE IMPLEMENTED ON ALL DISTURBED AREAS ASPHALT.SEE SHEET C1.55 FOR DETAILS AND/OR WHERE SHOWN ON PLAN,UNLESS CONDITIONS AS LISTED ABOVE DICTATE OTHERWISE: LANDSCAPE STABILIZATION AREAS PER THE STATE OF IDAHO s 1. MULCHING(BMP 52)-APPLY GRAVEL,STRAW,GRASS,COMPOST,WOOD CHIPS OR WOOD FIBERS TO DISTURBED AREAS $ I I $ CATALOG OF STORM WATER BEST MANAGEMENT PRACTICES TO PREVENT EROSION.SEE APPENDIX F OF THE ESC/SWPPP NARRATIVE FOR A COMPLETE DESCRIPTION,AID/OR: 2. GEOTEXTILE(BMP 53)-APPLY NONBIODEGRADABLE SYNTHETIC FABRIC TO DISTURBED AREAS TO PREVENT EROSION.SEE BMP#32,COORDINATE WITH LANDSCAPE SHEETS. APPENDIX F OF THE ESC/SWPPP NARRATIVE FOR A COMPLETE DESCRIPTION,AND/OR: 3. MATTING(BMP 54)-APPLY BIODEGRADABLE WOVEN OR JUTE FIBER MAT TO DISTURBED AREAS TO PREVENT EROSION. 6"RIVER ROCK STABILIZATION AREAS PER THE STATE OF SEE APPENDIX F OF THE ESC/SWPPP NARRATIVE FOR A COMPLETE DESCRIPTION. IDAHO CATALOG OF STORM WATER BEST MANAGEMENT M O - e } } p6 /_"K PRACTICES BMP*52,COORDINATE WITH LANDSCAPE SHEETS. } 3S PERMANENT SOIL STABILIZATION BMPS: z "'mom 4% ti - LANDSCAPING(BMP 32)-COORDINATE WITH THE APPROVED LANDSCAPE PLAN FOR LOCATIONS AND TIMING. O J ASPHALT STABILIZATION AREAS,COORDINATE WITH C 3 3 EXISTING FALLOW AGRICULTURAL VEGETATION. MATERIALS SHEETS. LL } # 3 HYDRO-SEEDING AREAS PER THE STATE OF IDAHO CATALOG OF ~ Z #' Hydro-seeding Notes• Q Y g STORM WATER BEST MANAGEMENT PRACTICES BMP#32, 3 GENERAL: WITH DRYLAND SEED MIX,SEE HYDRO-SEEDING NOTES THIS � SHEET. N = 1. MIX SPECIFIED SEED AND ORGANIC SOIL AMENDMENT IN WATER PER MANUFACTURER'S RECOMMENDATIONS.APPLY O ];:I I E I INSTALL SILT FENCE AT BACK OF CURB PRIOR TO SEEDED SLURRY EVENLY IN TWO INTERSECTION DIRECTIONS.DO NOT 14YDROSEED AREA IN EXCESS OF THAT WHICH CAN W 3 I _ I 1 E 1 EARTHWORK OPERATIONS AND REMOVE AT FINAL BE MULCHED ON SAME DAY.KEEP OFF ROADS,WALKS,STRUCTURES AND AREAS NOT TO BE SEEDED.CLEAN UP THESE O I STABILIZATION. AREAS. w 2. ADD FUNGICIDE AT RATES RECOMMENDED BY MANUFACTURER ON INSTALLATIONS MADE BETWEEN 1ST OF APRIL AND 30 (/) SEPTEMBER. 3. AFTERHYDROSEED,TRACK IN SEED USING A CLEATED CRAWLER WITH TRACK MARKS PERPENDICULAR TO THE SLOPE. SWPPP Posting Requirements: J Z sib 9� 3 AFTER TRACKED,MULCH SLOPE WITH 2O00 LBS.PER ACRE OF FERTILE-FIBER MULCH MATERIAL AND 80 LBS.PER ACRE OF J Z TACKIFIER. 1. THE CONTRACTOR AND OWNERIDEVELOPER ARE RESPONSIBLE FOR APPLYING FOR OBTAINING THE EPA •• O 4. IMMEDIATELY FOLLOWING MULCH AND TACKIFIER,COVER SEEDED SLOPES GREATER THAN 2.5:1 WITH EROSION CONTROL NOTICE OF INTENT(NOI). +•' < Z_ O CD BLANKETS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. U 5. IMMEDIATELY RESEED AREAS WHICH SHOW BARE SPOTS.MINIMUM ACCEPTABLE PLANT COVERAGE IS 80 PERCENT AFTER 2. A COMPLETE COPY OF THE SWPPP(INCLUDING A COPY OF THE CONSTRUCTION GENERAL PERMIT AND z ONE GROWING SEASON.PROTECT SEEDED AREAS WITH WARNING SIGNS DURING MAINTENANCE PERIOD.THE SEED WILL COMPLETED INSPECTION FORMS),NOL AND ACKNOWLEDGEMENT LETTER FROM EPA MUST BE .^ _ Q 8"W REQUIRE APPROXIMATELY NINETY(90)DAYS OF FAVORABLE GROWING CONDITIONS TO GERMINATE AND BECOME RETAINED AT THE CONSTRUCTION SITE(OR OTHER LOCATION EASILY ACCESSIBLE DURING NORMAL O I BUSINESS HOURS)AND MADE AVAILABLE FOR REVIEW BY EPA,A STATE,OR OTHER LOCAL APPROVING In Q ESTABLISHED FOR SUCCESSFUL SURVIVAL WITH NORMAL MINIMAL SUMMER PRECIPITATION. AGENCY. L o I JD 6. THE OPTIMAL SEEDING TIME SHALL BE AFTER MID-OCTOBER.THIS PLANTING TIME PROVIDES THE OPTIMUM WEATHER d ti CONDITIONS FOR SEED GERMINATION AND SEEDLING SURVIVAL RATE. 3. A SIGN OR OTHER NOTICE MUST BE POSTED IN A CONSPICUOUS LOCATION NEAR THE CONSTRUCTION 7 THIS PROJECT WILL RELY PRIMARILY UPON NATURAL PRECIPITATION FOR SEED GERMINATION AND ESTABLISHMENT THE ENTRANCE.THE SIGN OR OTHER NOTICE MUST CONTAIN THE FOLLOWING INFORMATION: } INSTALL SILT FENCE AT BACK OF CURB PRIOR TO NATURAL PRECIPITATION AT THE SITE PROVIDES MARGINAL MOISTURE FOR REVEGETATION EFFORTS.IF DEEMED EARTHWORK OPERATIONS AND REMOVE AT FINAL NECESSARY,CONTRACTOR WILL PROVIDE SUPPLEMENTAL WATER TO ENSURE PROPER SEED GERMINATION DURING LOW Revisions:0 PRECIPITATION TIMES OF YEAR.CONTRACTORS SHOULD AT TO APPLY SEED IN CONCERT WITH APPROPRIATE •AT A MINIMUM,THE NOTICE MUST INCLUDE THE NPDEB PERMIT TRACKING NUMBER AND A STABILIZATION. CONTACT NAME AND PHONE NUMBER FOR OBTAINING ADDITIONAL PROJECT INFORMATION AS WEATHER PATTERNS TO ENSURE SEEDING SUCCESS. IF DRY WEATHER PERSISTS FOLLOWING SEED APPLICATION 1 CITY COMMENTS 4/11/2022&5/19/2022 Q 11 I I TEMPORARY IRRIGATION IS RECOMMENDED TO ENSURE SEED ESTABLISHMENT WELL AS THE ADDRESS U THE SITE,THE PERMIT HOLDER'S NAME AND THE PHONE NUMBER OF THE STORMWATER POLLUTION HOTLINE(208.395.8888)MUST BE DISPLAYED THROUGHOUT 2 ADDENDUM 2 5/19/2022 = III SEED: CONSTRUCTION = 1. MIXTURE BLEND OF: •THE UNIFORM RESOURCE LOCATOR(URL)FOR THE SWPPP(IF AVAILABLE),OR THE FOLLOWING C!3 0.�i ) :III STATEMENT:"IF YOU WOULD LIKE TO OBTAIN A COPY OF THE STORMWATER POLLUTION 3 3 = 0 } }III SPECIES RATE IN LBS/ACRE PREVENTION PLAN(SWPPP)FOR THIS SITE,CONTACT THE EPA REGIONAL OFFICE AT EPA ] I I I E; "ANATONE'BLUEBUNCH WHEATGRASS 8 REGION 10 STORMWATER PROGRAM MISHA VAKOC(VAKOC.MISHA@EPA.GOV)(206)553-6650 D I I Lu I I I "COVAR"SHEEP FESCUE 8 I I I i SANDBERG'S BLUEGRASS 6.5 •AND THE FOLLOWING STATEMENT"IF YOU OBSERVE INDICATORS OF STORMWATER THICKSPIKE WHEATGRASS 5 POLLUTANTS IN THE DISCHARGE OR IN THE RECEIVING WATERBODY,CONTACT THE EPA o "EAGLE"WESTERN YARROW 1.75 THROUGH THE FOLLOWING WEBSITE:HTTPS://WWW.EPA.GOWENFORCEMENT/REPORT- - ENVIRONMENTAL-VIOLATIONS.' I SMALL BURNETT 3.25 .THE NOTICE MUST BE LOCATED$O THAT IT IS VISIBLE FROM THE PUBLIC ROAD THAT IS I I i` IDAHO FESCUE 1.5 NEAREST TO THE ACTIVE PART OF THE CONSTRUCTION SITE. - - SAND DROPSEED 1.5 .THE NOTICE MUST USE A FONT LARGE ENOUGH TO BE READILY VIEWED FROM A PUBLIC 3 3 Ii ANNUAL RYE 1.5 RIGHT-OF-WAY. 11 U!� LEWIS BLUEFLAX 1.5 Pr oI a ct No: 20.042 I - RABBITBRUSH 0.75 4. THE SWPPP MUST BE SIGNED AND CERTIFIED IN ACCORDANCE WITH APPENDIX I,SECTION 1.11 OF THE Date: 0311412022 SAGEBRUSH 0.75 CONSTRUCTION GENERAL PERMIT. TOTAL 40 LBS PURE LIVE SEED Checked By: EC/BS 5. THE CONTRACTOR AND OWNER/DEVELOPER ARE RESPONSIBLE FOR OBTAINING THE EPA FORMS FOR - - - - - - - - - - N.O.T.(NOTICE OF TERMINATION). 2. APPLY AT RATE OF 40 LBS PER ACRE. Drawn By: CRIJL _ 3. SEED SHALL BE PROVIDED FROM AND MIXED BY A CERTIFIED DEALER.SEED MIXTURE SHALL BE LABELED WITH 3 3 TO S - G -- --X - ti-Y -X - _ _ _ _ - - - - - _4"PIRR- MANUFACTURER'S GUARANTEED ANALYSIS,GERMINATION RATE AND PURITY RATE. - Sheet Name: X - HYDRO-MULCH: I -10"SS -- S "�iF 1. KIWI FERTILE-FIBER FROM"QUATTRO ENVIRONMENTAL",A COMPOSTED POULTRY BASED MULCH MATERIAL FREE OF 3�I I I I i I GROWTH OR GERMINATION INHIBITING INGREDIENTS.APPLY AT THE RATE OF 2000 LBS.PER ACRE. SWPPP SITE PLAN 2. FIBER SHALL DISPERSE RAPIDLY IN WATER FORMING HOMOGENEOUS SLURRY AND REMAINING IN SUCH STATE WHEN I I I AGITATED IN HYDRO-MULCHING EQUIPMENT. I I BINDERS: 3 1. TACKIFIER TO BIND SOIL AND MULCH TOGETHER TO PREVENT EROSION. G G G I I I I I i I 2. MULCH TACKIFIER SOIL STABILIZER-ECOLOGY CONTROLS,M-BINDER.TACKIFIER APPLIED AT THE RATE OF 80 LBS.PER CITY APPROVED PLANS ACRE. �'3 I I I I GRANITE SEED I i I I 1697 WEST 2100 NORTH Reviewed for Code Compliance P.O.BOX 177 LEHI,UTAH 84043 LJJ E I 1-801-768-4422 PLANS MUST BE ON JOB SITE Lu /J �3I I I i (OR APPROVED EQUAL) FOR ALL INSPECTIONS I0 / 3. ALWAYS ADD BINDER AT RATES RECOMMENDED ON SLOPES 5:1 AND OVER. G-g_ I G I I I m ��1 FUNGICIDE: Sheet No: 1. ACCEPTABLE PRODUCTS: 3 '--�� R �RJW�o�• a. BANOL BY NOR-AM CHEMICAL CO. W W� W W W-W_ -RP.N��'� b.EQUAL AS APPROVED BY ARCHITECT BEFORE USE EL CAMINO AVE. 3GILD°"DITI°NER: z 1. KIWI POWER FROM"QUATTRO ENVIRONMENTAL"(OR APPROVED EQUAL)-5 GALLONS PER ACRE. 0 $ a es ?11 Construction Documents-SWPPP Site Plan 30' 60' g Horizontal Scale:1"=30, �b Page 12 of 319 1 2 3 4 5 6 SY MINIMUM I EXISTING (4'TENER-MINIMUM NO.10 GAGE WIRE PER PAVEMENT CONSTRUCTION SPECIFICATIONS POST SIGN NEAR BASIN • L �J D "b 1. STONE SIZE-USE CRUSHED 2"STONE OR RECLAIMED OR RECYCLED FILTER FABRIC pivot 'VO t CONCRETE EQUIVALENT FOR TOP LAYER,2"-B"DIAMETER FOR BASE p v LAYER. FILTER CLOTH MOUNTABLE BERM 2. LENGTH-AS REQUIRED,BUT NOT LESS THAN 50 FEET(EXCEPT ON A CONCRETE north (OPTIONAL) SINGLE RESIDENCE LOT WHERE A 30 FOOT MINIMUM LENGTH WOULD ARCHITECTURE WASHOUT APPLY). 3. THICKNESS-NOT LESS THAN 6INCHES. p EXISTING GRADE PROFILE 4. WIDTH-10 FOOT MINIMUM,BUT NOT LESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS OR EGRESS OCCURS. 5. FILTER CLOTH-WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO ELEVATION 50'MINIMUM PLACING OF STONE. FILTER WILL NOT BE REQUIRED ON A SINGLE PIVOT NORTH ARCHITECTURE,PLLC. A FAMILY RESIDENCE LOT. FILTER FABRIC 1101 W.GROVE STREET 6. SURFACE WATER-ALL SURFACE WATER FLOWING OR DIVERTED BOISE,ID 83702 TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED ACROSS THE �� z wwwBOISE,ID esign.com rSRpSRpS ->SRpSRpSRp� �,pSRpSRpSRpSRp ENTRANCE. IF PIPING IS IMPRACTICAL,A MOUNTABLE BERM WITH 5:1 - 10 MIL(MIN.) �_ EXISTING GROUND r�'py�,(�'py�, D ��� SLOPES WILL BE PERMITTED. PLASTIC LINER r"b"b C ' 0 0 0 0 7. MAINTENANCE-THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION OVAL r f7`�Y7 10' WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO STAMP: ygti PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING 04 JC D 'ty Q�Q�Q n Q�Q�Q�Q� WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND REPAIR AND/OR s COMPACTED NATIVE MATERIAL a C C ( C C ( _AU_62 2 CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL J s" 13437 SEDIMENT SPILLED,DROPPED,WASHED OR TRACKED ONTO PUBLIC ate' r� RIGHT-OF-WAY MUST BE REMOVED IMMEDIATELY. 6"MIN. s O 07�0 8. WASHING-WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR FABRIC ANCHOR DETAIL �qTF OF AO� TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. WHEN WASHING IS ` NOTES: ®PAC CR PLAN VIEW O - REQUIRED,IT SHALL BE DONE ON AN AREA STABILIZED WITH STONE 'Q9Fs� 1. TEMPORARY SEDIMENT FENCE SHALL BE INSTALLED PRIOR TO ANY GRADING WORK IN THE AREA TO BE PROTECTED. O AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. i THEY SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIOD AND REMOVED IN CONJUNCTION WITH THE 9. PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED FINAL GRADING AND SITE STABILIZATION. NOTE:RUMBLE S RIPS VER EXISTING G AVEL IS AN AFTER EACH RAIN. 2. FILTER FABRIC SHALL BE CLASS 1 WITH EQUIVALENT OPENING SIZE OF AT LEAST 30 FOR NONWOVEN AND 50 FOR NOTES WOVEN. APPROVED ALTO OR CONSTRUC ON ENTRANCES. 1. DIMENSIONS VARY.RESPONSIBLE PERSON SHALL SIZE BASIN APPROPRIATELY. 3. FENCE POSTS SHALL BE EITHER STANDARD STEEL POST OR WOOD POST WITH A MINIMUM CROSS-SECTIONAL AREA OF 3.0 SQ.IN. R1%C gUA1LLER Stabilized Construction Entrance (BMP 40) Concrete Washout (BMP 49) Silt Fence Install 1 (BMP 65) 1 Scale:NTS 2 Scale NTS 3 Scale:NTS Idaho DEQ - Final 2018/2020 Integrated Report o=� W Z O h Rarlfoad S a4 J 3 rd Ave E c m k q r C = Market Ave -.' C2 UOSD 57EOA1 �' - Mrrlrora !-9P sF 2 If twin °a �•/ mycl^ .fie lil Cem®eIDB 1� E 3800 N w 5 Pa 21'rJ Ave E rk Ave W SACssek w N +Si c;orn,na.,. Perri e. A ¢ ��•1,�,. e�+al4rs 4.ve`g� Kimberly-Rd— Diamond Ave W T N m - �esl� A w ` Diamortf Ave L y E V $ j \ PERRINE COULEE 74 r'p �' Cs Rl Ave 1 PERENNIAL STREAM sunset c7 ,$�F7 i Gardner Ave I `n NOT SUPPORTING,CAUSE-TOTAL SUSPENDED SOLIDS Memorial Perk I ¢ m N CATEGORY:4A r v Highland Ave l E TMDL APPROVED:ID#12122 UPPER SNAKE-ROCK(MODIFICATION FOR TSS)- i rp 'fig hla nd Ave E - 05 N n Holism Park Wright Ave Detbers Rd 3 Ave 3e�Vlevm Ct o L o �r'�bell Ave Eldridge Ave \rwlla Ave m qr y m Cio'var Ave J P E a .ierem L/ n Nu ter Ave m I � 020�5TWIFAMS y n O r Os to rloIn Ave LV Hades Avia n Ct 6vt�an (D7 7 a �j\� JdGfi k L 0 / Clinton Or --- OsterlohAve O � C / \ Beryl Ave LL ' I m z Earl Or I N z / Ka nine roc 20045TMA060 __ - ———-�'�- - Q off` Wa rre In Ave N = r` E 370C N / -;IIJ ul PROJECT SITE 1 t W z = I COORDINATES: Orchard Or 42.5878°N,114.4778°W I Orchard Or E ON U Kzc I Vmb I -' - (J7 H - -------- ---- 1MILE RADIUS I r J - zAfiS R Park i J Z Q O I o t"tnr 74 z Co FI Camino Avo U ILL = 2 1 s Goltie W C-ar �^ AA� P� o •� �_ Q N LOo p Q ��d S W m O O \ 9Rd c cn A� Loa4 ROCK CREEK I,ty -c;t © N c02 PERENNIAL STREAM o do Are I / NOT SUPPORTING,CAUSE-BACTERIA,PHOSPHOROUS&SEDIMENTATION 1,011 est Rd'A' m \ Pheasant Rd W c N / CATEGORY:4A z m Pheasant Rd $ TMDL APPROVED:ID#2018 SNAKE-ROCK,UPPER(BACTERIA),ID#12122 UPPER SNAKE ROCK TMDL(MODIFICATION FOR SEDIMENTATION&PHOSPHOROUS) Revisions:0 _ li 6, = /w Fea User Ave w E 2 S E. / Camille Ln j 6 View Aye 4 /Y 5c ut\hwapd Avc yy € sou \ rR 2 _Inwood Ave / \ i� / DLl nd._rTAwe_ -� O 7 m E 3600 N rra E 3600 N E 3600 N E 3600 N p` Project No: 20.042 ?q1 1 9 w Data: 0311412022 '^ a r Checked By: EC/BS z Drawn By: CR/JL I 2 w I - W eSheet Name: z s SWPPP DETAILS J Qem a IDEA Strm Monitoring(BURP) - NotAssessed(Cat3) - Tribal Waters (Cat 3t) 0 0.2 0.4 0.8 mi Not Monitored = Not Supporting(Cat4a,4b,4c,5) 0 0.35 0.7 1 River CITY APPROVED PLANS Tribal Waters(Cat 3t) Stream Sources:Esri,HERE,Gamin,Inbermap,increme Q7 Peviewed r Code Compliance Not Supporting(Cats) GEBCO,USGS,FAO,NPS,NRCAN,GeoBase,IGN, adaster NIL, 4th Field HUCS(Idaho) Ordnance Survey,Esri Japan,METI,Earl China(Ho Kot'(ANS M T BE ON JOB SITE LLI E — (Mercury Impaired Cat4a,5) OpenStmetMapcontribut ore,and the GIS User Cmmuniy V) VIDEO 2020 Q Mercury Impaired Lakes 2020 305(b)Streams FORA INSPECTIONS _ Not Supporting(Cat 5) — Fully Supporting(Cat 1,2) 100 Sheet No: 2020 305(b)Lakes — NotAssessed(Cat3) Fully Supporting(Cat1,2) — Not Supporting(Cat 4a,4b,4a 5) Map Courtesy of IDEQ's305B Integrated Report g Copyright 02022 DEQ GIS /'1 ,55 IV Waters of the US Map egg HORIZONTAL SCALE:NTS Page 13 of 31.9 �s� 1 2 3 4 5 6 x EG-j i I Material Legend Sheet Notes: A. REFER CLOSELY TO BUILDING LAYOUT DRAWINGS IN RELATION TO SITE LAYOUT • LANDSCAPE AREA-REFER TO 17.00 FOR ADDITIONAL ITEMS.CONTRACTOR TO VERIFY LISTED DIMENSIONS PRIOR TO CONSTRUCTION. pivot 'I I I I INFORMATION B. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS DISTANCES AND GRADES IN north ❑� I THE FIELD AND BRING ANY DISCREPANCIES TO THE ATTENTION OF THE OWNER'S REFER TO ROADWAY KIEYNOTESH Ofl ASPHALT PAVEMENT WITHIN ALT PAVING PER DETAIL 8/C2.50. REPRESENTATIVE FOR ADECISION PRIOR TO COMMENCING WITH THE WORK. ARCHITECTURE RIGHT-OF-WAY. C. PROVIDE JOINTS AS SHOWN ON PLANS. JOINTS ARE AN INTEGRAL PART OF THE I DESIGN AND SHALL NOT VARY FROM PATTERNS AND LOCATIONS SHOWN. w I I ® CONTRACTOR SHALL REMOVE ANY FLATWORK THAT DOES NOT CONFORM TO THE I HEAVY DUN ASPHALT PAVING PER DETAIL 8/C2.50. DESIGN. PIVOT NORTH ARCHITECTURE,PLLC. D. CONCRETE JOINT SPACING IN HEAVY DUTY CONCRETE S POSSIBLE. SHALL NOT 1101 W.GROVE STREET A � � i I I I EXCEED 14'. PANELS SHALL BE KEPT AS SQUARE AS POSSIBLE.MAXIMUM LENGTH:WIDTH RATIO SHALL NOTE EXCEED 1.5:1. BOISE,ID 83702 I I STANDARD CONCRETE FLATWORK PER DETAIL 9/02.50. I wvnv.pivotnorthdesign.com I I E. REFER TO SPECIFICATION SECTION 32 13 13 FOR ADDITIONAL INFORMATION I I RELATED TO CONCRETE JOINT REQUIREMENTS, JOINT LAYOUT AND POUR ® I I SEQUENCE PLAN FOR REVIEW AND APPROVAL. STAMP: OVAL I HEAVY DUTY CONCRETE FLATWORK PER DETAIL 1 O/C2.50. 4 Sfp Cfy � I I F. ALL WALKS AND FLATWORK SHALL BE ESTABLISHED IN THE FIELD FOR REVIEW rY� O I I AND APPROVAL. THE CONTRACTOR SHALL LAYOUT THE AREA OR FORM WORK FOR REVIEW BY THE OWNER'S REPRESENTATIVE.AFTER REVIEW AND NECESSARY 13437 I MODIFICATIONS AS DIRECTED BY THE OWNER'S REPRESENTATIVE, THE ,p p -EG I i I I I 1 2 CONTRACTOR SHALL PROCEED WITH CONSTRUCTION. IF APPROVAL IS NOT �,Tf OF t0� OBTAINED, THE CONTRACTOR IS RESPONSIBLE FOR REMOVAL OF ANYO UNAUTHORIZED FIELD ADJUSTMENTS. r I 05/2912022 G. TRANSITION OF CURVES TO OTHER CURVES AND CURVES TO TANGENTS SHALL BE SMOOTH AND CONTINUOUS. EG 7 END I I Sign Legend: H. CONTRACTOR SHALL REFER TO SPECIFICATIONS AND DETAILS FOR ADDITIONAL w 14 S1 S2 REQUIREMENTS. - - k 15 I I FIRE FucF eYgusmILLER DEPARTMENT '.' •• - 7.2 i - - - - TO ® SIGN 12"x PARKING8 $3 W I 5 - - _ 25 ACCESS ONLY = H=S, PROVIDE VAN SIGN . . . . . . . . . . . . . . . . . EP"-�L_- 2H=7 ILCIE WHERE APPLICABLE $4 Keynotes `0 30"x 30" 12"x 6" LE SE 14. 1. FLAG PO E SPECIFICATION SECTION 32 33 00 w 17 18 � °0 END •/ - ;:;. . . : H=T 1� ('•��� 2. DERO HOOP BICYCLE RACK,PER DETAIL 2/C2.50. �o (, I • Y > .. BEGIN 0. �"�\�-7'�,•\\ NOTES: 3. PEDESTRIAN RAMP PER CITY OF TWIN FALLS STANDARD DRAWING TFSD-712C. W Z O 0. END qO � l/•j 1. INSTALL SIGN POST AND FOOTING PER DETAILS 6&7/132.50. i 6.1 6.1 TyP, END 0. • �,J 2. DISTANCE FROM BOTTOM OF SIGN TO FINISH GRADE SHALL BE DIMENSION'H'AS T-Q B I _ 1 ./y 4. 6-YD TRASH BIN / WHEEL TOTE RECYCLING ENCLOSURE. REFER TO c F - •,•`„ NOTED. ARCHITECTURAL AND STRUCTURAL FOR CONCRETE SLAB,FOUNDATIONS AND SCREEN WALLS.REFER TO SHEET C4.00 FOR SLAB GRADING. �•/, 9 62 END 0. •` `•r•'.�:`•`•`•'.`.`•`•`. \.`{` '."`.`• 5. INSTALL SIGN S2,REFER TO SIGN LEGEND. . . . . . . . . . . . ..'.'�'. . . I •16 1{��,\r*rr 6. PAVEMENT MARKING SEE SPECIFICATION SECTION 321313. 13 '.'.I`.' .' 1''• ' '•rc•.:`;` "•� ' `1`• `�1f.LI 6.1. 4-IN WHITE PARKING STALL STRIPE. I�•ll,. •- '.'.'.'.'.'.'.'.'.'_.'.'.'(' F lr 6.2. ADA PARKING,SEE DETAIL 3/C2.50. L, '�' `1` - rcs ;•;•;{;•;•`•`•-• •••`•-•`•`• •`•-•`t •I•• 1144 6.3. DO NOT ENTER,SEE SPECIFICATION SECTION 32 13 13, rc ^r l ...I.�•;.'•'•'•'•'.'•'.'•" 7. 6'TALL OPEN STYLE ALUMINUM FENCE,SEE DETAILS 4&5/C2.51&SPECIFICATION rc -,�,:{:,:,•,•,•,-,•,•, ... ( SECTION 323113. •�' •`:�:•� a . .• l 7.1. 5-FT MAN GATE. - 7.2. FINAL FENCE LOCATION IN THIS VICINITY SHALL BE VERIFIED AND ° (,/D ,1�•,-,• • • } v _ •, 15 ( ��••rr COORDINATED WITH IDAHO POWER AND OWNER'S REPRESENTATIVE. � 8. TYPE"P"ASPHALT STREET CUT REPAIR PER CITY OF TWIN FALLS STANDARD C/D I ® DRAWING TFSD-303 MATCH ITO ROADWAY SECTION,REFER TO DETAIL 8/02.50 _ rc. PROPOSED o :':�: :': :' :{: :'. . . . :'. . . . . p '.' }I. . . . I. . ..1'.1. . . .'. . . . .'. . . . .`.I I• FOR ADDITIONAL INFORMATION :•:,:•; a - I' _ BUILDING =o 16 {• I • ••••• • ••••• • • ••••••• ' II IIII 9. FUTURE DOUBLE SIDED ELECTRONIC READER BOARD MONUMENT SIGN:-6'Lx _ 15 1•;I`•`•`-`-`•`• •`-`-`•`•�•`-`•`L'•I'•'•I7•�.`I. 1.5'W x 4'H.SHOWN FOR REFERENCE ONLY. L`. z '•�• •' ' '•'I'- t =0 •'-1•'•'•'-' 14° , t ® 10. CONSTRUCT PEDESTRIAN RAMP PER DETAIL 3/C2.50. . . . C CIO -�•:•:'(•: r s0 :-:{:-:':•:• ,:•1q •:',h,• •,':•:`:-:•:•:•:-:•:•:':•,/•:J 11. STANDARD BASKETBALL HOOP,SEE SPECIFICATION SECTION 32 33 00. t. I Q 8 ;•;{, ,.,t,•;F • 1., <� 12. INSTALL SIGN I,REFER TO SIGN LEGEND. �. � .'.L�J.'.' ' 19 ' `0 END 0. '`�� •. � I ` 3 I BEGIN• •L '-1, •••0 �• S I I I 13, REINSTALLED'RIGHT LANE MUST TURN RIGHT'SIGN,PER DETAILS 6&7/C2.50. m MATCH PREDEVELOPMENT SIGN HEIGHT. Q O 14 �` I ° _ s MATCH LINE-THIS SHEET Z I` 18 4 19 BEGIN .. .:.. ..�.,I 11. UTILITY STRUCTURE,REFER TO SHEET C5.00 FOR ADDITIONAL INFORMATION. O C s :. .� 1 J I I l l 14.1. EXISTING UTILITY STRUCTURE. Q , 2 0 - 0. 3� , e0 olU - Q: . •� 1•1- I• r LL >END BEGIN 21 14 21 19 BEGIN 14 rr 15, STORM DRAINAGE SWALE,REFER TO SHEET C4.10 FOR ADDITIONAL INFORMATION. z ENQ .1.. . . . . . . I Q `•�.`.` 1 I I IIII 16. INSTALL CURB GRAIN PER DETAIL 1/132.50. C� 26 .END 21 21 .i. . �• 1 t I I I Ln _ - .. 0. BEGIN '1 jj ® I I I 17. INSTALL VALLEY GUTTER PER CITY OF TWIN FALLS STANDARD DRAWING TFSD-708. ° °.. :-{ �.: :.:.�;:I:-1 lI I III W W 14. I 20. END 19 ENDS 14 0. 11 ;:;:;:':':':':'•• j // .i. `r v k 3 18. INSTALL CURB TURN FILLET APPROACH SIMILAR TO CITY OF TWIN FALLS 0 21 I - 21 19 •:•0•BEGIN •' '!'I'.'.' ' `�' I ( I II STANDARD DRAWING TFSD-708A. Q BEGIN END I I ...�.t'/.'. .�.:r; 19. INSTALL 2-FT CONCRETE RIBBON CURB PER DETAIL 15/C2.50. C 18 19 8=C ! 18 \ \\\ IIII N v~ - 19 BEGIN •,•,• ° •:•:.:.:.:.:.:.:•• // \ \\\� I I j 20. INSTALL CURB&GUTTER J Z BEGIN r 1 ❑ . . . .).�.'...'. . . I •) _ u 14 0 END' \\�, I I I 20.1. MOUNTABLE ROUNDABOUT CURB SIMILAR TO ISPWC SD-701 B,INSTALL 1'-2" .. O 8 3 ••.• w-o, ��- S.. a�0°O p•• • ' •'•77• •``f --rt1-1-t- ------- GUTTER PAN FOR 2-FT TOTAL CURB WIDTH. 4- L�L O \\ I 20.2. CONCRETE ROLLED CATCH PLATE CURB&GUTTER PER DETAIL 14/C2.50. U Z 14. 14 C-� •:•24•'. ' '�/ /' ' \. \\\� I I I 20.3. CURB AND CATCH PLATE GUTTER PER DETAIL I2/C2.50. _ - •'�'.••'•' .'.•14•` /j` \- \\\ I I 204. CURB AND REVERSE PLATE GUTTER PER DETAIL I3/C2.50. z Q -� :.: .: aI.. : : . `•`:J-:.�':.h�• L:'•,,4�--_ _ �: : : . J. . .:.:.: CO/) \\ \\\ I - III I 20.5. TRANSITION BETWEEN CURB TYPES. . , , , ----- 21. BOLLARDS,REFER TO ARCHITECTURAL PLANS ANS FOR ADDITIONAL INFORMATION : : • • .... . aOL -H 22. STEEL SITE BOLLARD PER DETAIL I C2.51. - I. � .1. ] 1 I III I •�` `•••••`•`•` 1•^ 4' �-,/• •�• •I• I I 23, INSTALL CONCRETE APRON APRON PER DETAIL 3/C2.51. : :�:�:�:�:�.�.�.�;:.-.•r.--a•r• 5 •_•_�•••__.__�:f•:•:•.•: . . !. . . . . .I. . . . O c��-.� � 3 Revisions:0 .I.'. I. ••.'� .' �'f': :':' .': 'LL•�'�':'.':' I. 24. GENERATOR ENCLOSURE. REFER TO ARCHITECTURAL AND STRUCTURAL FOR , f. .f.1 . . CD I I IIII ,. ••• •�- /-,/•• t , CONCRETE SLAB,FOUNDATIONS AND SCREEN WALLS.REFER TO SHEET C4.00 FOR��•• •\ f I I 1 CITY COMMENTS 4/11/2022&5/19/2022 =z �'k .'�.1'. f',' '•'.'. z C I I SLAB GRADING. - _ -- - �'.3' f •� �'.'.••••••. I I I 2 ADDENDUM 5/19/2022 - 2 - II II I •:I:•: s EPi� rr 25. INSTALL 6"VERTICAL CURB(NO GUTTER)PER ISPWC SD-701A AT EXISTING ISLAND p .I. .I•.i..,.�. `• • I IIII �. .(. Q NOSE. .. t rc I III I Q I • ••[• • •�• ...{.• F;. � -- F� � I I I 1 2 26. TRENCH DRAIN,REFER TOSHEET C4.10 FOR ADDITIONAL INFORMATION. .3 . ;.( .................•. � � � ``)..�:•:;: .... I I IIII DF . . . . . . . . . .�......... . . . . . . .:'\ :�' : .::[: : : . . . . . . . . . . .'.'.'.'. .'.'. .'. .'.. I I L1... .'. . . .'. . . . .'. . . . . . . . . .'. . . .'. . . . . . . . . . . . . . . . . . . . . . .'. .•.'.'.'. . . . .. . . . . . . .. . . .'.'. . . .'. [::'� ;.;..I. . . . . .'. . ....1...: :. . . . .:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:. . . . . . . . . . . . . . . . . . . . . . . . . . .... .. . .-- . . . . . Q I •I .;�.�. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . IIII 4 7 BEGIN = I III I CD I I I I Project No: 20.042 - IIII = I IIII I IIII I IIII Data. 0311412022 IIII W I I Q I I I I Checked By: EC/BS © I IIII U) I III I IIII N I I IIII Drawn By: cFJJL I I _ IIII IIII q I l u l Sheet Name: III ' ,a SITE MATERIALS PLAN i I IIII I IIII I I IIII I � I IIII I I I I � I IIII I I I ; .. I iiii I A� 2 I I IIII 5 CITY APPROVED PLANS I I IIII I 1 2 reviewed for Code Compliance ------- E MATCH LINE -OFFSITE AREA i -PLANS MUST BE ON JOB SITE cw w I FOR ALL INSPECTIONS 0 m I m � I t I III I I Sheet No: I IIII I W 8 I I o IIII y.. I 3 III C2.00 ES ,�P Site Materials Plan 20 40 1 Offsite Area �z g Horizontal Scale:1"=20' Scale:1"=20' �b� Page 14 of 319 1 2 3 4 5 6 Sheet Notes: I I I I I I A. REFER CLOSELY TO BUILDING LAYOUT DRAWINGS IN RELATION TO SITE LAYOUT I I I ITEMS.CONTRACTOR TO VERIFY LISTED DIMENSIONS PRIOR TO CONSTRUCTION. pivot ' I I B. UNLESS OTHERWISE NOTED,ALL DIMENSIONS ARE TO FACE OFW CURB,EDGE n o r th I I WALK,EDGE OF PAVEMENT,EDGE OF FOUNDATION,EDGE OF WALLS OR CENTER I OF POST. ARCHITECTURE w I I C. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS DISTANCES AND GRADES IN THE FIELD AND BRING ANY DISCREPANCIES TO THE ATTENTION OF THE OWNER'S I I I REPRESENTATIVE FOR A DECISION PRIOR TO COMMENCING WITH THE WORK. I I I I I I D. PROVIDE JOINTS AS SHOWN ON PLANS.JOINTS ARE AN INTEGRAL PART OF THE •y I j I I DESIGN AND SHALL NOT VARY FROM PATTERNS AND LOCATIONS SHOWN. PIVOT NORTH ARCHITECTURE,PLLC. CONTRACTOR SHALL REMOVE ANY FLATWORK THAT DOES NOT CONFORM TO 1101 W.GROVE STREET THE DESIGN. BOISE,ID 83702 I E. CONCRETE JOINT SPACING IN HEAVY DUTY CONCRETE FLATWORK SHALL NOT www•Pivotnorthdesign.00m EXCEED 14'.PANELS SHALL E KEPT AS ❑ I I B LENGTH WIDTH RATIO SHALL NOTE EXCEED 1.51.AS POSSIBLE.MAXIMUM ONAL I STAMP: �y5� Ery�f I I F. F.REFER TO SPECIFICATION SECTION 32 13 13 FOR ADDITIONAL INFORMATION �04 —EG RELATED TO CONCRETE JOINT REQUIREMENTS,JOINT LAYOUT AND POUR SEQUENCE PLAN FOR REVIEW AND APPROVAL. 13437 G. ALL WALKS AND FLATWORK SHALL BE ESTABLISHED IN THE FIELD FOR REVIEW 28.7' I AND APPROVAL.THE CONTRACTOR SHALL LAYOUT THE AREA OR FORM WORK f OF t I FOR REVIEW BY THE OWNER'S REPRESENTATIVE.AFTER REVIEW AND �7CCRtm'- -EG� m I NECESSARY MODIFICATIONS AS DIRECTED BY THE OWNER'S REPRESENTATIVE, 05/2912022 / I THE CONTRACTOR SHALL PROCEED WITH CONSTRUCTION.IF APPROVAL IS NOT w _ OBTAINED,THE CONTRACTOR IS RESPONSIBLE FOR REMOVAL OF ANY S86°58'14"E 5' 6 I UNAUTHORIZED FIELD ADJUSTMENTS. L S86`5814 E 193.29' H. TRANSITION OF CURVES TO OTHER CURVES AND CURVES TO TANGENTS SHALL BE SMOOTH AND CONTINUOUS. [/��///1 q \�,�/s, I 15 2 O /� �P— S86°58'14"E 88.95' I. CONTRACTOR SHALL REFER TO SPECIFICATIONS AND DETAILS FOR ADDITIONAL RIC e" gusmILLER REQUIREMENTS. I— 2.4' 7.1' I 5.2' 47' —47' 58.2' 12' .7' 13.7'N C 9,r o 26 �I iWZO� I I 9 I *7'* =aka B I I Sao I 911, 9. 9.. 91, 54 / ------ \ I I 6 STALLS @ 9'O.C. ply \ \ co/ / I RS' 6 14.9' 20'(LYP.) I I I I •, 34.4' — 29' o I I 93 FRONT YARD-4 a SETBACK 6.2'>� uL h I 1 111 23' 6.5' I I I II III PROPOSED IIII � R205' I 11.5'* I I I — I C) of R'i9' i i lA BUILDING S 15' I III I w I II HUD ey I I U z I 6, II I r s[] 'm [] 35 I\I\--------'I A �" O I II � � H _ o I 6' --------= 0.5' MATCH LINE-THIS SHEET O II\_ _—_I L 23'— 11 3 7,�� I I I I � I I iiii m °_ F ` I Q o I 28.6' t� - 0.2' N III III o 6 i i I iiii z o 2 ' C I I III IIIN "i l I iiii LL III z m i 4ts' I I I 11M=L IIII a § S 26.3' ILn 16.3' 16' 5' 41.5' I I I I I I I w I I W = III 0 CD 1�I I 5 ❑ ss' //l� 1 1 1 �` M I III LL w = N I P© F I 12.8'- 5' F 1 L 5 -,- a?, CD I I I �I II I +' N Wt— C10 — z= O o Q0 L 434' \ I 0- 1.s' dam- --------------- 24 -4- til III z 'O , B2•———-dry— ' \ \ I I I CDI I � I III 0 � � \/ZA, � I\ I l I Il l I I I I = L I e III ~ R107' \ma , \\\ �� I I I IIII Cl) —---EP-- . - Revisions: ------- EP 1 CITY COMMENTS 13 EP-EP4/11/2022&5/19/2022or' I R182' 2 ADDENDUM 5/19/2022 6 I \ I ( l I II I D 217 15' I EPA EP '�EP EP EP EP CD — I 1 2 1Lu i N89°20'32'W 294.00' I FI I I I I I R158.4' I Q I I III � I I III R152.4' I I I I Project No: 20-042 - II I I II Data: 0311412022 }! I IIII 01 LJ I Checked By: EC/BS IIII z I I Drawn By: CFUJL I I IIII I Sheet Name: I I IIII I I IIII SITE LAYOUT PLAN I IIII — I I amr II I I I 5.5' R107'i I IIII' 2 I ' CITY APPROVED PLANS I I IIII I I IIII i Reviewed for Code Compliance I i I IIII I W w _ I l l l I PLANS MUST BE ON JOB SITE c/) E MATCH LINE-04F 1" E AREA FOR ALL INSPECTIONS C) I I I IIII I m g i w I I s' IIII Sheet No: "I I I iiii O ffsite Area J I IIII Scale: Q II C2.10 es Site Layout Plan 20 g Horizontal Scale:1"=20' �b� Page 15 of 319 1 s 2 3 4 5 6 TACTICAL WARNING SURFACE. 12" 24" 12" CONTROL JOINTS AT 6"O.C. 12" 24" 12" EXTENDING 2-FT FROM FACE OF CURB ACCESSIBLE PARKING SIGNS CURB,REFERENCE DETAIL pivot GUTTER R1/2° o (S3 LEGEND/C2I00. 7 GN 11/C2.50. INSTALL INCONCRETE PER north FLOW FLOW +i DETAILS 6&7/C2.50(IYP.) I RAMPS SIMILAR TO ISPWC SD-712A CURB n�I� ARCHITECTURE . -12 D.C. ° M I� PIVOT NORTH ARCHITECTURE,PLLC. A ' 1101 W.GROVE STREET SECTION A-A No.4 REBAR THICKENED CONCRETE 6' S 6' BOISE,ID 83702 a:,: <• .,�- FLATWORK-SEE DETAIL 9/C2.50. a .'...e... V .... CURB AND GUTTER PER PLANS 4"BASE COURSE PER INSTALL SURFACE MOUNT PER WWW.Pivotnorthdesign.00m SPECIFICATION SECTION 312000 MANUFACTURER'S REQUIREMENTS _ - 6"CONCRETE APRON PER SPECIFICATION SECTION 32 OVAL No.4 REBAR @ 12"O.C. 4"WHITE STRIPE STAMP: 4"BASE COURSE PER : ..♦ - yr' SPECIFICATION SECTION 3120 00 %.<.♦ FINISH GRADE .4 13437 A A = PER PLAN SLOPE TO MATCH FINISH 9 91 GRADES 4 CR •a,:• 4"DEPTH BASE COURSE PER 0 SPECIFICATION 3120 00 NOTE: 1. DEED HOOP RACK,COLOR STAINLESS STEEL,INSTALL PER INTERNATIONAL SYMBOL OF ACCESS PAINTED ON PAVING, /'' ' :•'.,; .a 4'MIN MANUFACTURER'S SPECIFICATIONS. SYMBOL AND BORDER SHALL BE WHITE,INSIDE BORDER RICF2Ygu'SMILLER PLAN VIEW 2. REFER TO LAYOUT PLAN FOR INSTALL LOCATIONS. SHALL BE BLUE,AND AISLES SHALL BE WHITE SECTION B-B 3. REFER TO GRADING PLAN FOR SURFACE GRADE INFORMATION. NOTES: 4. REFER TO CONCRETE FLATWORK DETAIL FOR ADDITIONAL INFORMATION. NOTES: 1. THE CONCRETE APRON IS TO REMAIN FREE OF ALL OBSTRUCTIONS,INCLUDING GRASS AND OTHER 5. REFER TO SPECIFICATION 32 33 00. 1. VAN ACCESSIBLE STALL SHALL BE LEFT OF STRIPPED AREA. B VEGETATION,THAT MAY BE PLACED IN CONJUNCTION WITH THE LANDSCAPING OF THE SWALE. 2. PAVEMENT MARKINGS PER SPECIFICATION 32 13 13, 1 Curb Cut/Drainage Outlet&Spillway 2 Dero Hoop Bicycle Rack 3 Accessible Parking Layout Scale:NTS Scale:NITS Scale:NITS 5E o SECTION VIEW LU cm oyJ =a�J 6 PICKETS POST S G a NOTE: FENCE HEIGHT,PER PLAN PLAN VIEW 1' BO OF POST TO TOP OF BE CUT 1/2" MULCH PER LANDSCAPE PLANS SIGN, PICAL 2"x 2"x 10'(MINIMUM)SQUARE GALVANIZED PERFORATED SIGN POST RAILS (12 GAUGE MIN.WALL THICKNESS). 'X 3'CADMIUM PLATED HEX HEAD BOLT WITH FLAT LOCK NON-SEALED WASHER AND NUT ISOLATION JOINT-SEE SIGN POST& SIGN POST& ��V���V��� � I-IIII •° :�= � IIII-1T�IIT FINISH GRADE DETAIL II/C2.50. FOOTING-SEE FOOTING-SEE DETAIL 6/C2.50 DETAIL 6/C2.50 .�\\/�\\/�\/�\\/�����/�\\��\��\/�� I •'. I z STANDARD CONCRETE LANDSCAPE _ \\�/�\�\\•� _' g SLOPE TOP OF CONCRETE TO ENSURE FLATWORK-SEE PER PLANS NOTES: - i - 30'DEEP x 9"O CONCRETE FOOTING POSITIVE DRAINAGE AWAY FROM SIGN POST DETAIL 9/C2.50 DEPTH.SLOPE TOP TO DRAIN. - - 1. CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO INSTALLATION. 2. HORIZONTAL AND VERTICAL BARS TO BE SPACED CLOSER THAN 4"APART OR WIDER THAN 8"APART TO AVOID i11,': „ �"x�"x 18'LONG ANCHOR POST,NON-PERFORATED ACCIDENTAL WILDLIFE ENTRAPMENT. I ,III L2 GAUGE MIN.WALL THICKNESS) 3. THE TOP OF THE FENCE MUST INCLUDE A CONTINUOUS FLAT PIECE OR STRAIGHT EDGE TOP BOARDS(NO - WRAP ANCHOR SLEEVE AND ANCHOR SPIKES,PROTRUDING OBJECTS OR RAILS)TO HELP PREVENT INJURY TO WILDLIFE. I POST WITH(1)LAYER OF DUCT TAPE _ 4. FENCE SHALL MEET OR EXCEED LISTED SPECIFICATIONS: r z �"x 2 q"x 36"LONG ANCHOR POST,NON-PERFORATED POST SIZE: 2.5"SQ X 12GA (96-'1"ON CENTER SPACING) IIII-I II�_II (12 GAUGE MIN.WALL THICKNESS) - GATE POST SIZE: 3'So X 12GA AT GATES J1 lli-ll - CONCRETE FOOTING • - °• PICKETS: 1"SOX 14 GA (4"ON CENTER SPACING) -I -III- NOTES: RAILS: 1.75"X 12GA I -III- POST IN CONCRETE FLATWORK POST IN LANDSCAPE HEIGHT: 6'.SEE PLANS FOR FENCE LOCATIONS. 1. SIGN POSTS IN LANDSCAPE AREAS TO BE SET BACK 2'MIN.FROM BACK OF CURB FINISH BLACK POWDERCOAT. ° AND/OR BACK OF SIDEWALK. 5. POST FOOTINGS PER DETAIL 5/C2.50. NOTES: �`12"�° 2. TOP OF FOOTING FINISH TO MATCH ADJACENT CONCRETE FLATWORK FINISH rn O 6. SEE SPECIFICATION 32 3113 FOR ADDITIONAL FENCE MATERIALS AND INSTALLATION REQUIREMENTS. 1. REFER TO SPECIFICATION SECTION 32 31 13 FOR FENCE INSTALLATION WHERE APPLICABLE. z Q 3. SEE SPECIFICATION 1014 53. C 4 Extruded Aluminum Open Style Fence 5 Fence Post in Landscape 6 Sign Post& Footing 7 Sign Post � LL Scale:NTS Scale:NTS Q z Scale:NTS Scale:NTS BUILDING OR HEAVY DUTY SEALED ISOLATION JOINT,SEE DETAIL 11/C2.50.REFER -INCH TOOLED RADIUS WHEN NOT SAW CUT N = ASPHALT PAVING STRUCTURE TO DETAIL G/S4.01 FOR ADDITIONAL REQUIREMENTS AT EDGE OF SLAB. LJJ H REFER TO NOTE 3 TOOLED AND/OR SAW CUT JOINT O BASE COURSE PER SPECIFICATION SECTION 3120 00. _ BASE COURSE 1/3 DEPTH OF SLAB MINIMUM. w MAINTAIN FULL THICKNESS AT ISOLATION JOINT.(TYP.) a L.L _ _ _ _ _ 1/q' CONCRETE FLATWORK _ _ _ _ _ _ _ _ CONCRETE PAVEMENT WITH FIBER REINFORCEMENT HOLD JOINT FILLER',-INCH BELOW -I -I -I I-III-III-III-III-III BROOM FINISH SEALED CONTRACTION JOINT.REFER TO TO STANDARD SURFACE OF CONCRETE-NO SEALANT N N -I -I -I I-I I I-I I I-I I I-I I-I I-I I BUILDING OR STRUCTURE DRAWING 409-1,SHEET 3 OF 3.SEE SHEET C2.51. J - - - - - - -III- SUBBASE COURSE CONCRETE FLATWORK J z CONTRACTION JOINT, HEAVY DUTY SEALED ISOLATION CONTRACTION JOINT O -III-III-III-III-III-III-III-III SEALED ISOLATION JOINT, SEE DETAIL 11/C2.50 JOINT,SEE DETAIL 4/02.50. a--� Q III-III III-III III III-III III SEE DETAIL 11/132.50. .. a JOINT SEALANT&FIBER BOARD. U IL z III=1 I III =III III=I =I I 2"RADIUS - REFER TO ITD STANDARD = SEE NOTE#4 g - JOINT FILLER NO REMOVABLE DRAWING 409-1,SHEET 3 OF 3. �_ Z Q PLASTIC JOINT CAP SEE SHEET C2.51. < SUBGRADE f CONCRETE PAVEMENT ° ° ° O . .,.' 1/2" CONCRETE FLATWORK L o BASE COURSE PER NON-SEALED ISOLATION JOINT a H SPECIFICATION \\/ \\/ / / \\j \� SECTION 312000 p d a 4 0 O STRUCTURE JOINT SEALANTei PAVEMENT SECTION TABLE //\\\/ \\/ \\/ \\//\\//\\///\\///\\ /�\ / / / // \// .. 3' PAVEMENT SECTION A(ASPHALT PAVING B BASE COURSE C SUBBASE COURSE D SUBGRADE / // OR OBJECT a Revisions: 0 ( ) ( ) ( ) \, \ Y<\� �'\1 \ \ �r.\1 ,\\ \�•�PREPARED SUBGRADE O O a a O O O O CONCRETE FLATWORK ROADWAY(ITD) 3I INCHES 12INCHES 17.5INCHES SEE GEOTECH REPORT PER SPECIFICATIONS +- - SECTION 31 20 00 JOINT FILLER WITH REMOVABLE 48'MIN.OR SITE(HEAVY DUTY) 31NCHES 61NCHES 141NCHES SEE GEOTECH REPORT - /\ // // ,�/� /�� // /• \ / / /T PLASTIC JOINT CAP UP TO ONE SUBBASE COURSE PER SPECIFICATION SECTION 3120 00. PANEL LENGTH 1/2' NOTES:\\ PREPARED SUBGRADE PER SPECIFICATION SECTION 31 20 00 //� // 1/2° NOTES: SEALED ISOLATION JOINT HEAVY DUTY SEALED ISOLATION JOINT NOTE: 1. REFER TO SPECIFICATION SECTION 32 FOR ADDITIONAL INFORMATION. 1. JOINTS SHALL BE SPACED EVENLY THROUGHOUT PAVEMENT,AS SHOWN ON DRAWINGS. 1. NON-CONTAINED EDGES SHALL BE CLEAN AND STRAIGHT.HAND TAMP TO PROVIDE A 45°EDGE. 2. SEE SPECIFICATION SECTION 32 13 13. 2. JOINTS SHALL BE SPACED EVENLY THROUGHOUT THE PAVEMENT AS SHOWN ON DRAWINGS.CONTRACTOR SHALL PROVI E JOINT 2. FOR ALL PAVEMENT,REFER TO SPEC.SECTION 32 12 16 FOR ASPHALT PAVEMENT,SECTION 3120 00 FOR BASE COURSE,AND 3. THICKEN CONCRETE TO 6-INCH DEPTH MINIMUM TO ACCEPT PLAIN BAR AT DOORWAYS. LAYOUT AND POUR SEQUENCE LAYOUT PLAN FOR REVIEW AND APPROVAL. NOTES: - D SECTION 3120 00 FOR SUBBASE AND PREPARED SUBGRADE. 4. 18"LONG 'DIA.PLAIN BAR,EMBEDDED 9"INTO STEM WALL AT 18"O.C.AT ALL DOORS.DRILL 3. 18"LONG�'DIA.EPDXY-COATED PLAIN BAR DOWEL,EMBEDDED 9"INTO STEM WALUFLOOR SLAB AT 12"O.C.AT ALL DOORS& 1. REFER TO SPECIFICATION SECTION 32 13 13 FOR ADDITIONAL INFORMATION. GARAGE BAYS.DRILL STEM WALUFLOOR SLAB FOR TIGHT FIT.LUBRICATE OR COAT DOWEL.TWO-PART EPDXY RESIN 2. SEE MATERIALS AND LAYOUT PLANS FOR JOINT PATTERN AND LOCATION. STEM WALL FOR TIGHT FIT. LUBRICATE OR COAT DOWEL WITHIN DRILLED HOLE.TWO-PART 3. USE ISOLATION JOINTS AT ALL LOCATIONS WHERE DIFFERENTIAL MOVEMENT BETWEEN THE PAVEMENT AND A STRUCTURE MAY OCCUR. EPDXY RESIN PROHIBITED. PROHIBITED. 3. USE HEAVY DUTY ISOLATION JOINTS AT ALL CONSTRUCTION JOINTS AND POUR TERMINUS LOCATIONS ASSOCIATED WITH POUR SEQUENCE. 4. INSTALL HEAVY DUTY ISOLATION JOINTS AT ALL CONSTRUCTION JOINTS AND POUR TERMINUS LOCATIONS ASSOCIATED WITH POUR 4 PROVIDE ISOLATION JOINT AT ALL ELECTRICAL FIXTURE BASES AND UTILITY STRUCTURES UNLESS NOTED OTHERWISE. SEQUENCE. 8 Asphalt Pavement Section 9 Standard Concrete Flatwork 1 O Heavy Duty Concrete Flatwork 11 Concrete Joints Scale:NTS Scale:NTS Scale:NTS Scale:NTS Project No: 20.042 Data:: 0311412022 Checked By: EC1BS SURFACE PER PLANS.HOLD LANDSCAPING MULCH 1" Drawn By: CR1JL BELOW TOP OF CONCRETE WHERE PRESENT. 2 Sheet Name: 6" 1'-6" 1"BATTER FINISHED SURFACE 2, 2' 6"x 24"CONCRETE BAND R1/2" R1° PER PLANS 10" 1'-2" 1" S. 1'-6" FINISHED SURFACE PER PLANS NO.3,CONTINUOUS. SITE DETAILS R7/2" R7' 1/2"RADIUS F 1/2"±1/2" 9 R3 1/2±1/2" pq PAVING PER PLANS R1/2' 1"BATTER �\\ R7/2" 2Q e' _ CITY APPROVED PLANS Reviewed for Code Compliance \/BASE COURSE PER 6"-DEPTH BASE COURSE PLANS MUST BE ON JOB SITE cw COMPACTED SUBGRADE PER \ \ SPECIFICATION 312000 SPECIFICATION 312000 BASE COURSE PER /\/ / " / \ FOR ALL INSPECTIONS _ COMPACTED SUBGRADE PER 4"DEPTH OF BASE COURSE \\�/ \�/�\ �\/ SUBBASE COURSE PER SPECIFICATION 3120 00 SPECIFICATION 3120 0000MPACTED SPECIFICATION SECTION 3120 00. 10 SUBGRADE /\/\�\ \/ \� \/�\\\\� SUBBASE COURSE PER SPECIFICATION 3120 00, \////\�j\�\/�/�// \a\\/• MATCH DEPTH OF SUBBASE Sheet N 0 MATCH DEPTH OF SUBBASE COURSE OF ADJACENT SUBBASE COURSE PER SPECIFICATION 3120 00.MATCH COURSE OF ADJACENT CONCRETE CONCRETE FLATWORK OR PAVING.6-IN MINIMUM. DEPTH OF SUBBASE COURSE OF ADJACENT CONCRETE SUBBASE COURSE PER SPECIFICATION 3120 00. COMPACTED SUBGRADE FLATWORK OR PAVING.6-IN FLATWORK OR PAVING.6-IN MINIMUM. MATCH DEPTH OF SUBBASE COURSE OF ADJACENT MINIMUM. NOTES: NOTES: CONCRETE FLATWORK OR PAVING.6-IN MINIMUM. NOTE: ° NOTES: 1. SCORE JOINTS AT 1 O'O.C. 1. PROVIDE SCORE JOINTS AT 6'O.C. ^ O N 1. REFER TO SPECIFICATION SECTION 32 13 13. 1. REFER TO SPECIFICATION SECTION 32 13 13. 2. REFER TO SPEC.SECTION 321313. C2.5 � 2. SCORE JOINTS AT 10'O.C. 2. SCORE JOINTS AT 10'O.C. 2. REFER TO SPEC.SECTION 32 13 13 g Curb&Catch Plate Gutter Curb& Reverse Plate Gutter Catch Plate Rolled Curb 2' Concrete Ribbon Curb g 12 Scale:NTS 13 Scale NTS Scale NTS Scale:NTS �b Page 16 of 319 11 2 3 1 4 5 6 THE MAXIMUM TIED TRANSVERSE WIDTH SHALL BE 60 FEET. SEE SAWED 30'NC.5 TIE LONGITUDINAL JOINTS THAT ARE UN-TIED IN ACCORDANCE WITH .a 15' 15' BAR CENTERED ., JOINT DETAIL ON SAWED JOINT THE FOREGOING SHALL BE APPROVED BY THE ENGINEER. IN NO SAWED JOINTS 9"MIN pivot ' CASE SHALL AN UN-TIED JOINT BE A CONSTRUCTION JOINT. CLEAR THE MAXIMUM TRANSVERSE SLAB LENGTH IS 15 FT. - north SAWED JOINTS sa 15' UNTIED JOINTS -N� - 1.5 IN, IF��II 18"DOWEL BARS A j o03w L 1.5 FT.MIN. AC SURFACE @ 12"O.C. .. ARCHITECTURE 30'NO.5 TIE BARS - F (SEE NOTES a @ 30" C.TO C. 0 2,3,& a) A \_ A _ m 'off a _ �� r . DNCRETE T Th N. o mU TIED JOINTS ^ LONGITUDINAL JOINT T 3o�T30,Boc A TY SECTION A A o D� o o BasE a _ =` SEE NOTES a DOWEL BAR PIVOT NORTH 0 W.GROVE STREET PLLC. A �o 3& 4) C C oo = TWO PLACEMENTS ARE REQUIRED. A e 1 _ PAVING MAY COMMENCE WHEN THIS f DOWEL BAR 18' CONCRETE HAS TAKEN INITIAL SET. B��$E,D 83702 I o - - SEE SAWED LONG CENTERED SEE NDTE NO.9 a _ JOINT DETAIL �ON SAW JOINT NOTES: ASPHALT wWw.PIVOtnorthdesign.00m B El _ N 3 B B 1. T •THICKNESS OF CONCRETE PAVEMENT (I.E.DEPTH) PAVEMENT CONCRETE m mry n 2 IT / Xb OARS DOWEL �E12" CONSTRUCTION mo Nz w�x> u ° ° < < ' ° ° 3. IT••PANELI SENGT 2(LE.JOINT SPACING) PAVEMENT p'� C TION JOINT '� 4. FOR RECOMMENDED DOWEL SIZES,SEE JOINT TYPES SHEET. _-. :-i ° ° STAMP: ��g10NAL I CENTERLINE, C.TO C. \ g"MIN. r^c + CONTROL LINE, (SEE NOTE \` CLEARANCE w `>�N3 ELEVATION - IMPACT SLAB,HIGHWAYS/STREETS/ROADS ASPHALT & CONCRETE PAVEMENT JOINT DETAIL ao & PROFILE GRADE 1 NOS.2 & 3) _ '1 1 12"TO 18"TYP. FOR TRANSVERSE JOINTS ABUTTING ASPHALT 1 3437 } ¢ NOT FOR USE UNLESS SPECIFICALLY CALLED OUT IN PLANS. NOTE S 18"DOWEL BARS PAVEMENT IN RECONSTRUCTION OR NEW _ 30"N0.10 TIE BARS @ 12"O.C. @ 12"O.C. 6"MIN.EMBEDMENT CONSTRUCTION PROJECTS WHERE T>7 IN. '1 _ - o (SEE NOTES 3,4,5,&10) (SEE NOTES IN EACH SLAB C C 3 CONSTRUCTION JOINT 2,3,& 4) 1. THE PAVEMENT EDGE IS TO BE PLACED APPROXIMATELY VERTICAL. STgT -a0 TRANSVERSE JOINT FOF\� L _ _ _ _ a w ALL JOINTS ARE PERPENDICULAR TO f 2. THE DOWEL BAR DIAMETERS SHALL BE DETERMINED BY THE �C� 1 MULTIPLE LANE ROADWAY DETAIL SECTION B B BAR DIAMETER TABLE. 15' 3. THE TIE BARS SHALL BE EPDXY COATED AND MEET THE REQUIRE- Q MENTS OF AASHTO M 284. THE DOWEL BARS SHALL BE COATED TO ROADWAY BASE IS TO BE MEET THE REQUIREMENTS OF PASHTO M 254. Doo.b'2"(TYP.DOWEL - - - x RESERVOIR MUST BE CENTERED ON END OF NORMAL CONSTRUCTED,THEN 4. THE MAXIMUM TIED TRANSVERSE WIDTH SHALL BE 60 FEET. BAR SPACING) _ - �_ CONSTRUCTION JOINT (SEE SEALED CONCRETE PAVEMENT EXCAVATED FOR AN LONGITUDINAL JOINTS THAT ARE UNTIED IN ACCORDANCE WITH THE 1 "^ of ��� 30"NO 10 TIE BARS CONSTRUCTION JOINT DETAILS, FOREGOING SHALL BE APPROVED BY THE ENGINEER.IN NO CASE J ^ry Rd oi3 CENTERED ON JOINTS Xf ASPHALT PAVEMENT /��r//I rn SHEET 3 OF 3) TRANSVERSE JOINT AT SHALL AN UN-TIED JOINT BE A CONSTRUCTION JOINT. RI��V/ � ILLER 15"TO 18"TYP. RIGHT ANGLES TO f ASPHALT JOINT DETAIL 5 A CONSTRUCTION JOINT SHALL BE AT LEAST 6 FEET FROM A SAWED �I�/ ■ R SEE CONCRETE TO 9"MIN.CLEARANCE 30"NO.5 TIE BARS @ 30" " ° ° ° PERMISSIBLE J JOINT. IL C.TO C.(SEE NOTES 3& 4) a CONSTRUCTION JOINT &MIN.(SEE NOTE 5) S ° °Q 1 6. TRANSVERSE AND LONGITUDINAL JOINTS SHALL BE SAWED JOINTS. 30•'N0.10 TIE BARS @ 12"C.TO C. -� °_' ° ___ 7. SEALANTS AND PREFORMED SEALS SHALL BE APPLIED IN ACCORDANCE (SEE NOTES 3, 4, & 10) \ RD y y y � WITH THE MANUFACTURER'S REQUIREMENTS. TYPICAL ROADWAY DETAIL °B ^DIN cc AV, AY i- �IQIRTLAND CEMENT CONCRETE 8. THE ANCHOR E TO BE USED AT RAILROAD GRADE CROSSINGS ADJACENT TO FLEXIBLE PAVEMENTS AND SIMILAR INTERRUPTIONS TO 131-01, 2'-0'• THE CONCRETE PAVEMENT. lg'� \/ CONSTRUCTION JOINT - SECTION C C 5'-0' 9. MAKE A VERTICAL SAW CUT IN THE ASPHALT TO SERVE AS A FORM SUB-NOTES BAR DIAMETER TABLE � � FOR THE END DF THE CONCRETE PAVEMENT. �o w ALL JOINTS ARE PERPENDICULAR TO f DOWEL BAR �� ELEVATION - ANCHOR FOR END DF CONCRETE 10.PREFERRED PRACTICE IS TO PLACE THE CONSTRUCTION JOINT AT �= .b ALL DOWEL BAR SPACING TOLERANCE IS IN TRANSVERSE JOINTS ° THE LOCATION OF A PLANNED CDNTRACTION JOINT AND USE DOWEL LU Z Q z TO 2"(ALSO SEE,"ALIGNMENT TDLERANCE (UNLESS OTHERWISE NOTED \ \ ° y OPTIONAL BARS PER STD.TRANSVERSE JOINT DETAILS. = A/d B FOR PAVEMENT DWEL BARS'DETAIL). ON PROJECT) ° +A��' `°' ir,wb c T/2'1" PAVEMENT BAR ° +• � 1L NOT TO SCALE V .d THE PLAN ALIGNMENT IS FOR THE BAR T•THICKNESS DIAMETER �o a 1 12.ALL LONGITUDINAL CONCRETE TO ASPHALT JOINTS SHALL BE AXIS TO BE PARALLEL TO CENTERLINE \ \ SUB-NOTES SAWED AND SEALED. AND PARALLEL TO PAVEMENT SURFACE. T <I1•• 1'/4" .f THIS ANCHOR IS NOT TO BE USED IN - \ONAL CONJUNCTION WITH CONCRETE PAVEMENT. 11"S T S 13" 1''/z" �55 FNG �5g\ONAL FVC/ s' �," ALIGNMENT TOLERANCE FOR PAVEMENT DOWEL BARS SrEnFo tF� �� STEnFo sa3o°'w99"�a�ote 4 cti? P sa31 wesasn le a �ti? P I�•ll,. REVISIONS scaLEs sr+DwN IDAHO STANDARD DRAWING English qp,(�¢QSrn,. REVISIONSh q me NO. DATE BV N0. DATE BY N0. DATE BY ARE FOR 11"X 1]" ORIGINAL SIGNED BV:LOREN THOMAS 9°U �C"Fp NO. DATE BV N0. DATE BY N0. DAT BV A FOR SIP X 1]" ORIGINAL SIGNED BY:LOREN THOMAS x"O 1 04-84 GB 6 0t-41 B tt 09-08 JRV PRINTS ONLY TRANSPORTATION STANDARD DRAWING N0. T q,F R 1 04-84 GB 6 0t-91 3 tt 09-OB JRV PRINTS ONLY TRANSPORTATION STANDARD DRAWING N0. '� qv R - 2 Ol-Bs GB 7 12-92 INS _2 10-10 PLR HIGHWAYS PROGRAM OVERSIGHT ENGINEER PORTL AND CEMENT 20 Sj I �. HIGHWAYS PROGRAM OVERSIGHT ENGINEER PORTL AND CEMENT CADD FILE NAME: DEPARTMENT �q, S7' 2 Ol-Bs GB ] 12-92 AS _2 10-10 PLR 4O9 1 9 ADD FILE NAME: DEPARTMENT �q, 3 oe-as ce e a4-93 vsv _3 ca-1- Rsc aoe-1_os13.a n aRICINAL SIGNED BY TOM IDLE CONCRETE PAVEMENT �i ]Eod'Vo '� 3 oe-as ce e a4-93 vs° _s ca-1- Rsc ORIGINAL SIGNED BY TOM IDLE CONCRETE PAVEMENT 409-1 O � aoe-1_os13.a n 4 OB-86 GB 9 01-97 AS t< 04-13 RDL pRAWING DATE: CHIEF ENGINEER NAEL J.SP 4 OB-86 GB 9 0t-97 AS t< 04-13 AlRDL pRAWING DATE: CHIEF ENGINEER NAEL J.SP 5 It-89 GB t0 11-01 MSV APRIL,1984 BOISE IDAHO REQUIRES SHEETS 2 OF 3 & 3 OF 3 SHEET I OF 3 5 It-89 GB t0 1t-01 MSM APRIL,1984 BGSE DAHG REQUIRES SHEETS 1 OF 3 & 3 OF 3 SHEET 2 OF 3 NOT FOR USE UNLESS SEALANT: SPECIFICALLY CALLED �A-_%6' �/"•''/ie" FOR IN PROJECT PLANS. 3/a•• HOT POURED SEALANT NORMAL TRANSVERSE JOINT SPACING IS 15' - (SUBSECTION 704.02) UNLESS OTHERWISE NOTED ON PROJECT.MAXIMUM \ END CONRETE HOT POUR SEALANT ; HOT POUR SEALANT 3 ANY PAVEMENT ADHERING TO THE, FLUSH WITH SURFACE TRANSVERSE JOINT SPACING IS 15'.THE MINIMUM PAVEMENT SAWCUT (SUBSECTION 70a.03) /4' - /e"TYP, /n"- /s"TYP. ISOLATION � � �� (SUBSECTION 704.03) 1 r CONCRETE FACE AFTER SAWING \ e TRANSVERSE JOINT SPACING IS 9'.ALL SHALL BE REMOVED TRANSVERSE JOINTS MUST CONNECT ACROSS THE ��JOINT ° < D •-� °° APPROVED SILICONE PAVEMENT.NORMAL LONGITUDINAL JOINT SPACING TIE BARS(PER PAVEMENT JOINT ° F° ° ° INC,FACE SEALANT /q"T❑%" DETAIL THIS SHEET) °MIN T/3 ° ° ° MIN T/3 ° ° MIN T/3 �/� IS 12'& THE MAXIMUM IS 15'. THE LONGITUDINAL - CURB ° \ I BELOW SURFACE ALL TRANSVERSE JOINTS SHALL BE COINCIDENTAL WITH THE LANE \ J. \ 'BACKER ° END CONCRETE r T °- JOINTS DOWELLED LINES. THE MAXIMUM TIED WIDTH IS 60'. ALL i ° RPD° PAVEMENT CONSTRUCTIDN JOINTS SHALL BE TIED.PAVEMENT / a� WIDER THAN 60'SHALL HAVE DOWELLED 4' LONGITUDINAL JOINT. \ I ° ' ISOLATION JOINT TYPE E-I fl. 2'MIN. DOWEL ALL JOINTS TRANSVERSE JOINT m O THE BACKER ROD MUST BE ° AT INTSERSECTI ON Q ° ° °\ °- ° °•° ° 0 °•D GUMPATIBLE WITH THE SEALANT CONCRETE ASPHALT', AND SLIGHTLY OVERSIZED TO ° ° p _ RESIST MOVEMENT DURING TRANSVERSE JOINT SEALING OPERATION CATCH BASIN BOX OUT O /^ SINGLE CUT SINGLE CUT WIDENED CUT .-_- OO MANHOLE MANHOLE BOX OUT Lr (NO SEALANT) (FIELD-INSTALLED SEALANT) (FIELD-INSTALLED SEALANT) CONCRETE TO ASPHALT _ LL BOX OUT DETAILS (SUBSE COI UR SEALANT- /i6' 1/2 TO 11N. CATCH BASINHOT N�'/q"-�"TYP /q"-�"TYP �- TOOLED SURFACE REQUIRED �- 3/e" EXCEPT FOR SELF LEVELING '/"TO 3/" PREFORMED COMPRESSION o TYPE SEALANT SEAL(SUBSECTION 704.04)� - cc r T HOT POUR SEALANT 1 4 END CONCRETE PAVEMENT cc ° ROCKER 9 ° (SUBSECTION 704.(13) 11/2.TO a IN. ° �° ° °� END CONCRETE PAVEMENT O _ v1 :::rr ILL w : a L BOND ° 4 TYPICAL PAVEMENT JOINT PATTERN - ° BREAKER OR ° o APPROVED SILICONE _ N H BACKER ROD SEALANT (SUBSECTION 704.05) NOTES J '� T ° T ° ° °"� •o ° N0.8 DEFORMED TIE BARS a ° \^ THE BACKER ROD MUST BE 30"LONG AT 12"CTRS. J Z FIBERBOARD N 4 ° ° COMPATIBLE WITH THE �' RADIUS TIE ° OR DTHER SEALANT AND SLIGHTLY 2'-0" /a L THE TYPICAL PAVEMENT JOINT PATTERN SHOWN I5 FUR ILLUSTRATION PURPOSES Q H BAR o ° COMPRESSIBLE ° ° /9 OVERSIZED TO RESIST °/a ° 7�• ONLY AND IS INTENDED TD BE USED AS A GUIDE IN DEVELDPING THE JOINT }° (D N MATERIAL a 4 a MOVEMENT DURING SEALING 2'-0" °° ° - °'° PATTERN FOR THE PROJECT. THE CONTRACTOR SHALL PREPARE A PAVEMENT JOINT ° c a 6" PROFILE °°ale°'� PATTERN FOR THE ENTIRE PROJECT FOR APPROVAL BY THE ENGINEER. V (SUBSECTION a OPERATION °° ~ _ a ° a ° ° ° R•'/2" PROFILE - ° 704.01) o o GRADE ° 7 Q ° GRADE 2.WHEN POSSIBLE, MANHOLES SHALL BE CENTERED BETWEEN JOINTS. JOINT ,^ ° °I� ° ° .e.a TIED CONSTRUCTION JOINT° ° o SPACING MAY BE ADJUSTED NEAR MANHOLES, WITHIN THE STANDARD LIMITS. SEALED°CONSTRUCTION JOINT ,°e a °,°A PAVEMENT JDINT DETAIL SEE STANDARD DRAWING au-2. O ISOLATION JOINT No.3 a°'COLD Jd1NT A°,%- ° ° ° In (FIELD-INSTALLED SEALANT) SILICONE SEALANT RoucH �ygFACE°•;Y °°° - 3.S THE CONTRACTOR ELECTS TO Box Our AROUND THE MANHOLE OR PATCH ^� (FIELD-INSTALLED SEALANT) CURB i°.fl,• °.fl,° °.fl,.-, o (W) TIE ° 0 ° 0 ° 0 ° ° a"'�/ BASIN FRAMES AND PLACE THE PAVEMENT AROUND THE FRAME AS A SEPARATE d WIDTH COMPRESSION SEAL CONCRETE PAVEMENT LIMIT t CONCRETE°PAVEMENT �fl` OPERATION, TIED CONSTRUCTION JOINTS SHALL BE PLACED AS SHOWN IN THE NOTES OPTION 1 LIMIT •, BOX OUT DETAIL. - 1. FOR HOT-POURED SEALANT,SHAPE FACTOR D/W •1(TYPICAL,ONLY IF CROSS-SECTIONS: OPTION 2 ° °°°'° BACKER ROD USED) (D) p'°'-,�.ao 4.JOINTS IN THE CURBS SHALL COINCIDE WITH TRANSVERSE JOINTS IN THE SEALANT ° ° - - - PAVEMENT. DEPTH EALANT ° '°HEAT RESISTANT BACKER ROD Revisions:0 2. FOR SILICONE SEALANT,D/W -0.5 (TYPICAL) fl - IIS �e° �'OF TYPE RECOMMENDED BY 5.SEE STANDARD DRAWING 615-1 FOR ADDITIONAL NOTES ON REQUIREMENTS FOR 3. FOR TWO-COMPONENT COLD-POURED SEALANT,D/W 0.5 (TYPICAL) ° TOP OF N0.3 x 30"CURB o y°JOINT-FIL TER MANUFACTURER CURB CONSTRUCTION. BACKER ROD (T) TIE PLACE AT T-Q•' ° a ° THICKNESS OF PCC CU11 RB 27"O.C. HOT POURED JOINT FILLER DETAIL 6.THE CONTRACTOR MAY PLACE CURBS AS SHOWN IN OPTIONS 1,2,OR 3. 4. FOR PREFORMED COMPRESSION SEAL,W IS SIZED FDR SLAB & CLIMATE r °\ R-C r ° PROFILE 5. SUBSECTION REFERENCES ARE ITD STANDARD SPECIFICATIONS FOR HIGHWAY COLD :o° GRADE 7.SAWED JOINTS SHALL BE'/" WIDE AND SHALL BE FILLED WITH HOT POURED .:Coe°. CURB ELASTOMERIC JOINT FILLER MEETING REQUIREMENTS OF SUBSECTION 704.02 OR A CONSTRUCTION. JOINT •.a-•'• ,.- ,TIED /z"TO 1"TYP. ' ° CONSfR{1CTION'° V �_____ _ NEOPRENE COMPRESSION SEAL OF APPROVED CONFIGURATION MEETING THE 6. SEALANTS AND PREFORMED SEALS SHALL BE APPLIED IN ACCORDANCEJOINT° ,°'a ,°' REQUIREMENTS OF SUBSECTION 704.04 MAY BE USED. WITH THE MANUFACTURER'S REQUIREMENTS. SUB-NOTES ° , `•a"'°•a' tTn° °':;o is°e'o o° �•,' 0 ° °. 14". °..•CONCRETE - °�.a. PAVEMENT fl °fl e• 7. SAW CUT TO CONTROL SLAB CRACKING SHALL BE T/3 DEEP."T"EQUALS .e DIMENSIONING REFERS TO SEALANT ° It CONCRETE PAVEMENT ° °a°' FIXTURE OR D RESERVOIR ONLY. DEPTH OF SEALANT CURB TI DETAIL ,STRUCTURE DESIGN THICKNESS OF CONC.PAVEMENT. SHAPE FACTOR ore_cAA1 sroreEr LIMIT HeO Al sroreEr WIDTH Heaeqularp,e,5 �5g\ONAL FiyOi CURB & GUTTER DETAILS OPTION 3 TYPE E-1 331Ar lro, 5g\ONAL F/yO SEALANT SHAPE FACTOR 31 Wes1 SQ. SrEnFa ti�� ISOLATION JOINT -----' West s,°„ ear BrEnFo am.°Id- aQ- F�ti? P a°�s°,m°n° aQ- �94,? P REVISIONS scaLEs sr+DWN STANDARD DRAWING g ° s REVISIONS IDAHO STANDARD DRAWING English IDAHO En fish '; Q scaLEs sr+DwN NO. DATE BV N0Q DATE BY N0. DATE BY qRE FOR It"X IT' ORIGINPL SIGNED BV:LOREN THOMAS `x Fp NO. DATE BV N0. DATE BY NO. DATE BY qRE FOR 11"X 17" ORIGINAL SIGNED BY:LOREN THOMAS FO 1 a4-s4 ce 6 a1-91 cB a o9-oe JRv PRINTS ONLY TRANSPORTATION HlcHways PR GRAM OVERSIGHT ENGINEER PORTLAND CEMENT srANOARo oRAWINc ND. 9 g �,e PRINrs pNIL TRANSPORTATION srANOARo oRAWINc No. P g �,a z 01-85 GB 7 Iz-9z As _z io-lo PLR ca0D FILE NAME: DEPARTMENT sr ° ® NIGNwavG PROGRAM OVERSIGHT ENGINEER URBAN CONCRETE 409-1 v apD FILE NAME: DEPARTMENT 4*. DRlcwu SIGNED By TOM IDLE PAVEMENT 3 oa-as ce e a4-93 :-s:- .c oe-1_ Rsc aoe-1_os13.a n oRICINAL SIGNED BY�TOM IDLE CONCRETE PAVEMENT yi ]Eod'\o '� 411-1 y�q>FOF O � au-1_1ou.a o 4 OB-86 GB 9 0t-97 AS t< 04-13 RDL DRAWING DATE: CHIEF ENGINEER NAEL J.`'P DRAWING DATE: CHIEF ENGINEER NAEL J.SP Project No: 20.042 - 5 It-89 GB 10 11-01 MSU APRIL,1984 BGI$E IDAHD REQUIRES SHEETS 1 OF 3 & 2 OF 3 SHEET 3 OF 3 AUGUST,2011 BGI$E IDAHG SHEET I OF 1 Date: 0311412022 TIE BARS Checked By: EC1BS CONCRETE FLATWORK APRON TO 9"OUTSIDE OF STRUCTURE.MINIMUM OUTSIDE RADIUS OF Drawn B y: CRIJL 4"0 STEEL POST FILLED WITH 3"•(TYP.) CONCRETE APRON SHALL NOT BE LESS THAN 12". CONCRETE.COORDINATE COLOR Sheet Name AND/OR FINISH WITH OWNER. '6 UTILITY STRUCTURE. STRUCTURE,SEE NOTE#1. SITE DETAILS k.:,t; „"-,• SIZE VARIES. SEALED ISOLATION JOINT-SEE DETAIL - `�,r 11/C2.50. v #4 DEFORMED REBAR rY FINISH GRADE,REFER TO MATERIAL CONTRACTION JOINT,TYPICAL #3 REBAR CENTERED IN SLAB, PLAN FOR ADDITIONAL INFORMATION. - PLAN UTILITY STRUCTURE-SHOWN FOR REFERENCE FROM MAINTAIN CLEAR CITY APPROVED PLANS ONLY.REFER TO DRAINAGE AND UTILITY - CONCRETE EDGE PLANS FOR MORE INFORMATION. T y J � - #4 REBAR AT MID DEPTH / �.+- \\ WITH DOBBIES SUPPORT .:,k < § t; EDGE OF CONCRETE Reviewed for Code Compliance } SIDEWALK,CURBING,OR 6„ 6„ CONCRETE FLATWORK PER PLAN. A.: .ti:.w:�:;:i.;J:^;?..t'.;3C:it�: .....:.,a•,::;x:e.i: LyJ SIMILAR PLANS MUST BE ON JOB SITE cn E 15"0 x 3'-O„ t, TYPICAL CONCRETE FOR ALL INSPECTIONS ENCASEMENT W ` m Sheet No: L - -I - -I - -I - -I NOTES: + 15'. �I,� I I v I 1. CONCRETE APRONS SHALL BE LOCATED AT ALL SIGNS,UTILITY STRUCTURES(HYDRANTS,PODS,ETC),BOLLARDS,AND LIGHT - �/ POLES LOCATED IN TURF AREAS WHERE SHOWN OR NOT SHOWN. 1. (3)BOLLARDS LOCATED AT GAS METER SHALL: /ill/ / // 2. CONCRETE SECTION SHALL BE AS PER STANDARD CONCRETE FLATWORK DETAIL. - NOT BE SPACED MORE THAN 4-FT O.C. ll���.ddd 3. WHERE APRON IS LOCATED WITHIN 24"OF A HARDSCAPE,CONTRACTOR SHALL EXTEND APRON TO EDGE OF THE IMPROVEMENT. �� 1.2. NOT BE LOCATED LESS THAN 3-FT FROM GAS METER,MEASURED FROM OUTSIDE OF BOLLARD. SECTION IF APRON IS LOCATED FURTHER THAN 24"FROM HARDSCAPE THEN A CONTINUOUS 9"OFFSET RADIUS SHALL BE HELD FOR ENTIRE CIRCUMFERENCE OF OBJECT. g Steel Site Bollard Flatwork Reinforcement at Structure Concrete Apron ggg I Seale:NITS L Seale:NITS J Seale:NITS �b Page 17 of 319 General Notes: Domestic Water Notes: Sanitary Sewer Notes: pivot ' 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE THE CITY OF TWIN FALLS STANDARD 1. THE WATER SYSTEM SHALL BE CONSTRUCTED TO CONFORM WITH THE MOST CURRENT STANDARDS SET 1. ALL WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE LATEST SEWER SPECIFICATION AND _ SPECIFICATIONS AND DRAWINGS.ALL CONSTRUCTION IN THE PUBLIC RIGHT-OF-WAY SHALL CONFORM TO FORTH IN THE"IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS'(IRPDWS),2017 VERSION OF THE STANDARD DRAWINGS OF THE CITY OF TWIN FALLS STANDARDS AND SPECIFICATIONS,THE I.S.P.W.C..AND n o r th THE 2017 EDITION OF THE ISPWC AND THE CITY OF TWIN FALLS SPECIFICATIONS. IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION(ISPWC)AND THE STANDARDS AND THE IDAHO WASTEWATER RULES. SPECIFICATIONS OF THE CITY OF TWIN FALLS. ARCHITECTURE 2. THE CONTRACTOR SHALL HAVE A COPY OF THE 2017 VERSION OF THE ISPWC AND CITY OF TWIN FALLS 2. FINAL APPROVAL AND ACCEPTANCE OF ALL SEWER CONSTRUCTION WILL BE BY THE CITY OF TWIN FALLS. REVISIONS TO THE ISPWC ON SITE AT ALL TIMES DURING CONSTRUCTION(AVAILABLE ON THE WEBSITE). 2. FIRE HYDRANTS SHALL CONFORM TO THE CITY OF TWIN FALLS STANDARD DETAIL F-1A AND TECHNICAL FAILURE TO HAVE A CURRENT COPY OF THE STANDARD SPECIFICATIONS ON SITE COULD BE GROUNDS FOR SPECIFICATION 410,410.02(1)(B)l. 3. ALL SEWER PIPE WITH COVER OF GREATER THAN 3-FT SHALL BE BELL AND SPIGOT,POLYVINYL CHLORIDE A STOP WORK ORDER UNTIL THE SITUATION IS RESOLVED. (PVC),SDR 35,ASTM D-3034,CELL CLASS 12454-B AS SET FORTH BY THE CITY OF TWIN FALLS.SEWER 3. FIRE HYDRANTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE MOST CURRENT EDITION OF THE PIPE WITH LESS THAN 3-FT OF COVER SHALL BE DUCTILE IRON CONFORMING TO ANSI A-21.51,OR AWWA PIVOT NORTH ARCHITECTURE,PLLC. 3. THE CONTRACTOR SHALL REPORT TO THE ENGINEER ALL CONDITIONS WHICH IMPAIR AND/OR PREVENT CITY OF TWIN FALLS SPECIFICATIONS AND STANDARDS. C-151,OR AWWA C-900 PVC,OR AS APPROVED BY THE PROJECT ENGINEER.A RUBBER RING IS TO BE THE PROPER EXECUTION OF THIS WORK PRIOR TO BEGINNING WORK. INSTALLED WHERE THE PIPE IS IN CONTACT WITH A CAST-IN-PLACE CONCRETE MANHOLE BASE AND/OR 1101 W.GROVE STREET 4. ALL VALVES SHALL BE RESILIENT SEATED GATE VALVES,PER CITY OF TWIN FALLS STANDARDS AND ITS CHANNEL.IN ORDER TO ENSURE A WATER-TIGHT SEAL. BOISE,ID 83702 4. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS ON THE JOB SITE AND SHALL NOTIFY SPECIFICATIONS AND SHALL CONFORM TO ANSE/AWWA C-509 SPECIFICATIONS AND SHALL HAVE A www.pivotnorthdesign.00m THE ENGINEER OF ANY DIMENSIONAL ERRORS,OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR 200-PSI WORKING PRESSURE RATING.ALL VALVES SHALL BE ANCHORED. 4. SEWER PIPE CONNECTIONS TO EXISTING MANHOLES SHALL BE TEMPORARILY PLUGGED TO PREVENT FABRICATING WORK. DEBRIS FROM ENTERING EXISTING SEWER MAINS DURING CONSTRUCTION. 5. FLANGED OR MECHANICAL-JOINT GATE VALVES SHALL BE LOCATED IN THE STREET.ALL GATE VALVES 5. ALL CONTRACTORS,SUBCONTRACTORS AND/OR UTILITY CONTRACTORS SHALL ATTEND A SHALL BE SET AS CLOSE(FLANGE CONNECTED)AS POSSIBLE TO MAIN LINE FITTINGS(EXCEPT FOR FIRE STAMP: nt RE 5. ALL MANHOLES SHALL BE CONSTRUCTED TO BE WATER-TIGHT WITH THE TOP OF CONE LOCATED WITHIN oq�99 PRE-CONSTRUCTION CONFERENCE A MINIMUM OF THREE(3)WORKING DAYS PRIOR TO START OF WORK. HYDRANTS). 1-FOOT OF THE FINISHED GRADE.THE SEWER CONTRACTOR SHALL SUPPLY ALL LID ASSEMBLIES AND THE REQUIRED NUMBER OF GRADE RINGS.THE SEWER CONTRACTOR SHALL FIELD VERIFY THE ELEVATION OF 6. THE CONTRACTOR SHALL MAINTAIN ALL EXISTING DRAINAGE FACILITIES WITHIN THE CONSTRUCTION AREA 6. ALL UNDERGROUND UTILITIES(GAS,TELEPHONE,POWER,CABLE N,ETC.)SHALL HAVE A MINIMUM OF THE TOP OF THE MANHOLE CONE TO ASSURE THAT ALL RING ELEVATIONS MATCH FINAL GRADES. 13437 UNTIL THE DRAINAGE IMPROVEMENTS ARE IN PLACE AND FUNCTIONING. 3-FT OF HORIZONTAL SEPARATION AND 1-FT OF VERTICAL SEPARATION FROM WATER MAIN LINES. MANHOLES MAY HAVE 12-INCHES MAXIMUM OF GRADE RINGS. 7. ALL CONTRACTORS WORKING WITHIN THE PROJECT BOUNDARIES ARE RESPONSIBLE FOR COMPLIANCE 7. ALL WATER MAINS SHALL BE LEAK-TESTED,FLUSHED AND SANITIZED PER CITY OF TWIN FALLS 6. STUBOUTS FOR SERVICE LINES SHALL BE MARKED IN ACCORDANCE WITH THE CITY OF TWIN FALLS ��qTF OF 1pP'2� WITH ALL APPLICABLE SAFETY LAWS OF ANY JURISDICTIONAL BODY.THE CONTRACTOR SHALL BE STANDARDS AND SPECIFICATIONS BY THE CONTRACTOR AND APPROVED BY THE CITY OF TWIN FALLS STANDARDS AND SPECIFICATIONS.SERVICE STUBOUTS WILL BE TO THE POINTS SHOWN ON THE ®PIO CR RESPONSIBLE FOR ALL BARRICADES,SAFETY DEVICES AND CONTROL OF TRAFFIC WITHIN AND AROUND PRIOR TO HYDRAULICALLY CONNECTING TO THE WATER SYSTEM. DRAWINGS OR AS MARKED BY THE PROJECT ENGINEER IN THE FIELD.SERVICE LINES SHALL BE OV22/2022 THE CONSTRUCTION AREA. CONSTRUCTED IN ACCORDANCE WITH CITY OF TWIN FALLS STANDARD DETAIL S-8.THE SEWER SERVICE B. ALL WATER MAINS SHALL HAVE A MINIMUM DEPTH OF COVER OF 48-INCHES FROM FINAL FINISHED GRADE. MARKER SHALL BE IN PLACE FOR THE FINAL INSPECTION.SERVICE LINES SHALL EXTEND TEN(10)FEET 8. ALL MATERIAL FURNISHED ON OR FOR THE PROJECT MUST MEET THE MINIMUM REQUIREMENTS OF THE BEYOND THE RIGHT-OF-WAY AND/OR ANY UTILITY TRENCH,WHICHEVER IS FURTHER. APPROVING AGENCIES OR AS SET FORTH HEREIN,WHICHEVER IS MORE RESTRICTIVE.CONTRACTORS 9. NO,12 DIRECT BURIAL WIRE SHALL BE PLACED ALONG THE NORTH AND EAST SIDE OF WATER MAINS AND MUST FURNISH PROOF THAT ALL MATERIALS INSTALLED ON THIS PROJECT MEET THIS REQUIREMENT AT SERVICE LINES.WIRE SHALL BE INSTALLED IN THE GATE VALVE RISER SO IT IS ACCESSIBLE FROM ABOVE 7. ALL SEWER SERVICES SHALL BE MARKED PER CITY OF TWIN FALLS STANDARDS AND SPECIFICATIONS. RIC 2Y' u;SMILLER THE REQUEST OF THE APPROVING AGENCY AND/OR THE DESIGN ENGINEER. BUT DOES NOT INTERFERE WITH VALVE OPERATION.A METALLIC TAPE MARKED"WATER LINE BELOW" SHALL BE INSTALLED 1-FT ABOVE ALL WATER LINES IN THE PUBLIC RIGHT-OF-WAY. 8. SEWER SERVICES LINE SHALL BE INSTALLED PRIOR TO STREET IMPROVEMENTS. 9. ALL EXISTING UTILITIES SHOWN ON THESE PLANS ARE APPROXIMATE ONLY AND MUST BE VERIFIED.THE CONTRACTOR SHALL VERIFY THE EXACT LOCATION OF ALL EXISTING UTILITIES PRIOR TO COMMENCING 10. THE HORIZONTAL SEPARATION OF THE POTABLE WATER MAINS AND NON-POTABLE WATER MAINS SHALL 9. THE HORIZONTAL SEPARATION OF THE POTABLE WATER MAINS AND NON-POTABLE WATER MAINS SHALL WORK.EXACT LOCATION OF UNDERGROUND UTILITIES CAN ONLY BE DETERMINED BY PHYSICAL BE A MINIMUM OF TEN(10)FEET.THE HORIZONTAL SEPARATION OF POTABLE SERVICES AND BE A MINIMUM OF TEN(10)FEET.THE HORIZONTAL SEPARATION OF POTABLE SERVICES AND EXCAVATION OF THE UTILITY LINE AND SURVEYING THE LOCATION OF THE PIPE OR CONDUIT.CALL"DIG NON-POTABLE MAINS AND/OR NON-POTABLE WATER SERVICES SHALL BE A MINIMUM OF SIX(6)FEET. NON-POTABLE MAINS AND/OR NON-POTABLE WATER SERVICES SHALL BE A MINIMUM OF SIX(6)FEET. LINE",48-HOURS IN ADVANCE OF COMMENCING WORK,AT 1-800-342-1585. 11. WHERE IT IS NECESSARY FOR NON-POTABLE(SANITARY SEWER,STORM DRAIN,AND IRRIGATION)LINES 10. WHERE IT IS NECESSARY FOR NON-POTABLE(SANITARY SEWER,STORM DRAIN,AND IRRIGATION)LINES 10. WORK SUBJECT TO APPROVAL BY ANY POLITICAL SUBDIVISION OR AGENCY MUST BE APPROVED PRIOR TO AND WATER LINES(i.e.SERVICES OR MAINS)TO CROSS EACH OTHER,AND THE NON-POTABLE LINE IS AND WATER LINES(i.e.SERVICES OR MAINS)TO CROSS EACH OTHER,AND THE NON-POTABLE LINE IS (A)BACKFILLING TRENCHES FOR PIPE;(B)PLACING OF AGGREGATE BASE;(C)PLACING OF CONCRETE;(D) LESS THAN 18-IN ABOVE OR BELOW THE WATER LINE,THE NON-POTABLE LINE SHALL BE CONSTRUCTED LESS THAN 18-IN ABOVE OR BELOW THE WATER LINE,THE NON-POTABLE LINE SHALL BE CONSTRUCTED PLACING OF ASPHALT PAVING.WORK DONE WITHOUT SUCH APPROVAL DOES NOT RELIEVE THE OF MATERIALS CONFORMING TO WATER MAIN STANDARDS FOR A DISTANCE OF 10-FT ON BOTH SIDES OF OF MATERIALS CONFORMING TO WATER MAIN STANDARDS FOR A DISTANCE OF 10-FT ON BOTH SIDES OF CONTRACTOR FROM THE RESPONSIBILITY OF PERFORMING THE WORK IN AN ACCEPTABLE MANNER. THE WATER LINE IN ACCORDANCE WITH SECTION 550.06 OF IDAPA 58.01.08 OF THE IDAHO RULES FOR THE WATER LINE IN ACCORDANCE WITH SECTION 550.06 OF IDAPA 58.01.08 OF THE IDAHO RULES FOR Q= PUBLIC DRINKING WATER SYSTEMS.ONE FULL LENGTH OF BOTH WATER AND NON-POTABLE LINES SHALL PUBLIC DRINKING WATER SYSTEMS.ONE FULL LENGTH OF BOTH WATER AND NON-POTABLE LINES SHALL W Z O z 11. ONLY PLAN SETS STAMPED"APPROVED FOR CONSTRUCTION"AND SIGNED BY THE CITY ENGINEER OR HIS BE CENTERED AT THE CROSSING POINT SO THAT ALL JOINTS WILL BE AS FAR FROM THE CROSSING AS BE CENTERED AT THE CROSSING POINT SO THAT ALL JOINTS WILL BE AS FAR FROM THE CROSSING AS B AUTHORIZED REPRESENTATIVE SHALL BE USED BY THE PROJECT CONTRACTOR(S).USE OF ANY PLANS ON POSSIBLE. POSSIBLE. _j CMr THE JOB WITHOUT THE APPROVED FOR CONSTRUCTION"STAMP SHALL BE GROUNDS FOR THE ISSUANCE OF A STOP WORK ORDER. 12. PIPE TRENCH SHALL CONFORM TO THE LATEST TECHNICAL SPECIFICATIONS OF TWIN FALLS.BEDDING AND 11. SANITARY SEWER MANHOLES SHALL CONFORM TO CITY OF TWIN FALLS STANDARDS AND SPECIFICATIONS �•/• BACKFILL SHALL BE CONSTRUCTED PER SECTION 409. SECTION 408.NO MORTAR SHALL BE USED WHICH HAS BEEN MIXED FOR A PERIOD EXCEEDING 30-MINUTES.EACH BARREL SECTION SHALL BE SET UPON A MASTIC AND SHALL BE TRIMMED FLUSH WITH , 13. CONTRACTOR SHALL FIELD VERIFY ALL VALVE BOX LID ELEVATIONS TO ASSURE THE LID ELEVATIONS THE INSIDE WALL OF THE MANHOLE.IF VOIDS OCCUR BETWEEN THE MASTIC AND INSIDE WALL OF THE MATCH FINAL STREET VALVE BOX ALLGRADE, D LIDS SHALL TER LID WITH T FINAL FINISHED GRADE. EXTENSION OF THE MANHOLE,THE VOIDS SHALL BE GROUTED FLUSH WITH THE INSIDE WALL OF THE MANHOLE. 12. ALL SANITARY SEWERS SHALL BE CLEANED AND TESTED AFTER BACKFILLING,BUT PRIOR TO SURFACE 14. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING CONTINUOUS WATER SERVICE TO ALL EXISTING RESTORATION. WATER USERS AFFECTED BY CONSTRUCTION. 13. ALL LINES SHALL BE CLEANED PRIOR TO TESTING BY MEANS OF A HYDROCLEANING ONLY.A FINE SCREEN 15. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATION,MARKING AND PROTECTING ALL EXISTING SERVICE SHALL BE PLACED IN THE DOWNSTREAM MANHOLE TO PREVENT DEBRIS FROM ENTERING THE EXISTING CONNECTIONS. SYSTEM. 16. ALL TRENCH BACKFILL COMPACTION TESTS IN THE PUBLIC RIGHT-OF-WAY ARE TO BE WITNESSED AND 14. PIPELINES SHALL BE TESTED PER CITY OF TWIN FALLS STANDARDS AND SPECIFICATIONS SECTION 501. APPROVED BY THE OWNER'S SOIL TESTING REPRESENTATIVE. 15. THE CONTRACTOR SHALL TEST THE SEWER MAIN FOR DEFLECTION IN ACCORDANCE WITH CITY OF TWIN 17. THE CONTRACTOR SHALL PERFORM PRESSURE TESTS OF ALL WATER MAINS IN ACCORDANCE WITH FALLS STANDARDS AND SPECIFICATIONS.THE CONTRACTOR SHALL AIR TEST IN THE PRESENCE OF THE . SECTION 410 OF THE CITY OF TWIN FALLS STANDARDS AND SPECIFICATIONS AFTER BACKFILLING AND PROJECT ENGINEER ALL THE SEWER LINES AFTER BACKFILLING AND SETTLING OF THE TRENCHES PRIOR COMPACTING OF THE TRENCHES AND SHALL FURNISH ALL EQUIPMENT AND PERSONNEL REQUIRED TO TO THE INSTALLATION OF OTHER UTILITIES TO ENSURE THE INTEGRITY OF THE INSTALLED LINE.THE PERFORM THESE TESTS.ALL PRESSURE TESTS ARE TO BE WITNESSED AND APPROVED BY THE PROJECT CONTRACTOR SHALL FURNISH ALL EQUIPMENT AND PERSONNEL REQUIRED TO PERFORM THE TEST.THE . ENGINEER OR INSPECTOR. CONTRACTOR SHALL RE-TEST ALL SEWER LINES IN THE PRESENCE OF THE CITY OF TWIN FALLS PUBLIC WORKS AFTER ALL UTILITIES HAVE BEEN INSTALLED AND PRIOR TO INSTALLATION OF THE STREET 18. PRIOR TO FINAL ACCEPTANCE AND USE OF THE WATER PIPE LINE,IT SHALL BE DISINFECTED ACCORDING SURFACING.THE CONTRACTOR SHALL SCHEDULE WITH THE CITY OF TWIN FALLS PUBLIC WORKS A TO SECTION 410 OF THE CITY OF TWIN FALLS STANDARDS AND SPECIFICATIONS AND THEN FLUSHED.THE MINIMUM OF 24-HOURS PRIOR TO THE RE-TEST. CONTRACTOR MAY TEST THE WATER LINE AFTER BACKFILLING AND SETTLING OF THE TRENCHES FOR HIS OWN BENEFIT PRIOR TO THE INSTALLATION OF THE OTHER UTILITIES TO ENSURE THE INTEGRITY OF THE 16. THE CONTRACTOR SHALL CLEAN AND CCTV ALL SEWER MAIN LINES.A HIGH QUALITY OVD AND LOG SHALL INSTALLED LINE.ACCEPTANCE TESTING WILL BE DONE AFTER UTILITIES HAVE BEEN INSTALLED BUT PRIOR BE PROVIDED TO THE CITY OF TWIN FALLS.VIDEO TAPING OF THE LINES SHALL BE IN ACCORDANCE WITH TO FINAL PAVING.THE DISINFECTION AND FLUSHING PROCEDURE SHALL BE TESTED TO DETERMINE IF THE THE CITY OF TWIN FALLS STANDARDS.WHERE AIR TESTING IS NOT APPLICABLE,ACCORDING TO THE APPROPRIATE MINIMUM CHLORINE RESIDUALS HAVE BEEN EXCEEDED.THE CONTRACTOR AND THE CITY ISPWC HYDROSTATIC TESTING SHALL BE REQUIRED.ALLOWABLE LIMITS SHALL BE ONE-HALF OF THE m O OF TWIN FALLS SHALL CONDUCT COLIFORM BACTERIA TESTING. LIMITS INDICATED BY THE ISPWC. Q z 0 19. THRUST BLOCKS SHALL BE INSTALLED PER CITY OF TWIN FALLS STANDARD DETAIL T-2.THE THRUST 17. THE CITY OF TWIN FALLS PUBLIC WORKS MUST BE NOTIFIED IN ADVANCE TO BE ABLE TO CERTIFY O J C BLOCKS SHALL BE PLACED IN THE PRESENCE OF THE PROJECT ENGINEER. MAINLINE TESTS AND PIPE INSPECTIONS. _ LL 20. FINAL APPROVAL AND ACCEPTANCE OF ALL WATER LINE CONSTRUCTION WILL BE BY THE CITY OF TWIN 18. SEWER INSPECTIONS WILL BE BY THE CIVIL ENGINEER.SUCH APPROVAL SHALL NOT RELIEVE THE z FALLS ENGINEER. CONTRACTOR OF PERFORMING THE WORK IN AN ACCEPTABLE MANNER.THE CONTRACTOR SHALL NOTIFY THE CITY OF TWIN FALLS 48-HOURS PRIOR TO CONSTRUCTION. I 21. ALL WATER LINES SHALL BE INSPECTED BY THE PROJECT ENGINEER OR INSPECTOR AND APPROVED BY N THE CITY OF TWIN FALLS ENGINEER AT THE OWNER'S EXPENSE. _ L.L.I � O � w V) H J z J zo Q U tl (D OJ z Q O N d � � Revisions:p D Project No: 20.042 Data: 0311412022 Checked By: EC/BS . Drawn By: CR/JL Sheet Name: CONSTRUCTION NOTES CITY APPROVED PLANS Reviewed for Code Compliance E PLANS MUST BE ON JOB SITE Lu Ln FOR ALL INSPECTIONS 0 m Sheet No: a � C3.00 g Page 18 of 319 �b� -XE7-H 1 I I 2 3 4 5 6 � � Sheet Notes: A. CONTRACTOR SHALL COMPLY WITH ALL NOTES ON SHEET C3.00. � _ / \ B. EXISTING AND PROPOSED CONTOURS ARE AT 1-FT INTERVALS. pivot / ©am/// // \\ I = C. ADD 3800 FEET TO ALL SPOT ELEVATIONS FOR ACTUAL ELEVATION. north / \ D. BUILDING FINISH FLOOR ELEVATION 3842.20 REFERS TO ARCHITECTURAL ARCHITECTURE ELEVATION 100-0". E. SPOT ELEVATIONS INDICATE TOP OF CONCRETE UNLESS NOTED OTHERWISE AS FOLLOWS: - -- N ------3837------- // � FF=FINISH FLOOR I / \ FG=FINISH GRADE PIVOT NORTH ARCHITECTURE,PLLC. A // i FL=FLOW LINE 1101 W.GROVE STREET I I \ / GB=GRADE BREAK BOISE,ID 83702 \ I LIP=LIP OF GUTTER \ / \ www.pivotnorthdesign.00m \ w LP=LOW POINT El MIX=\ MATCH EXISTING RIM=RIM OF STRUCTURE STAMP: OVAL yn�, TBC=TOP BACK OF CURB Cf -383 \ I TC=TOP OF CONCRETE j 3 F. SIDEWALK HARDSACPE SHALL NOT EXCEED 2.0%CROSS SLOPE OR HAVE 13437 CROSS SLOPE LESS THAN 1.0%.LONGITUDINAL SLOPES SHALL NOT EXCEED i i _� / / ��I �� I � 5%.SLOPES WITHIN PEDESTRIAN RAMPS SHALL NOT EXCEED 12:1(H:V).NO I , TOLERANCES FOR SLOPES EXCEEDING MAXIMUMS WILL BE ALLOWED ,Tf Of 3839__----- ` G. REFER TO SHEET C5.00 FOR UTILITY PLAN 8 SHEET C4.10 FOR DRAINAGE 05/2912022 PLAN. / I /G�� Keynotes: -0 0 // IEll I w m//� I / ' 2 - _ / \ 1. SLOPES SHALL NOT EXCEED 2%IN ANY DIRECTION WITHIN ADA _ _ - - ACCESSIBILITY u�SMILLER PARKING AREA. RI■c§/'�-//-2Y. FG:40.58 I I � � 2. APPROXIMATE LIMITS OF CATCH SLOPE. _ 3. VERTICAL DIFFERENCE IN ADJACENT GRADES SHALL NOT EXCEED 1/4-IN.3838;3839 FG:39.64 / �P -� / REFER TO STRUCTURAL DETAIL 5/S4.01 FOR ADDITIONAL INFORMATION. Q I 1 / 1 - - 3840 ® - \I - _ - 4. REFER TO SHEET C5.10&C5.11 FOR RIM ELEVATIONS. 3 u) i 3841 FG:40.30 FG:40.58 1n - LIP:39.28 LIP:40.47 I� 3 � \ I I I � I � LIP:40.98 LIP:40.88 0�-� SS 3 �o LIP/GB:40.40 40.82 _ \ 3 4B 3B FG:42.30 / LIP:40.75 Q LIP/GB:40.97 N LIP/GB:41.16 3841 LIP:41.18 LIP:40.69 '.�'� FG:4D.30 \- ��a /�\ =Q�- B uP:41.zo ss / \\2 v. I // I 3339 I 41.11 41.08 LIP:40.52- 40.66 --- --- �•I' LIP:41.46 FG:40.30_ \ � _ � \ / � 1 � M LIP'41.36 `" LIP/GB:41.46 LIP:41.27 LIP:41.46 LIP:41.32 Q I I pow 0 TBC/fC:41.80 N TBC/TC:42.00 / 3 ! I \ ,n0 g I 41.68 TBC/TC:42.00 TBC/TC:42.00 TBC/TC:41.86 2.0% I I i I 3.0:1 ----3642- �i 41.64 TBC/TC:41.87 42.12 TBC/TC:41.80/ LIP:41.06 a _ I � 41.89 LIP:41.26 42.11 42.12 r LIP:40.38 �� i I 3 ~ I 40.39 3Bg1 41.9142.03 12.20 '4'.20 ^14220 14w` � 40.32 41.67 1.BX 3 42.18 I FG:40.84 \ I I vl 3840 I 42.20 a 4220 42.18 I / FG:40.17 I W TBC/TC:41.78 FG:40.17 FG:39.17 I I I I I LIP:41.23 1.4% 1 S SED ul-Io 422D I I --� \ I ,�o1 I I £H PROPO FG:42.20 - I FG:40.75 F- F 39.00 \ I 41.84 I BUILDING LIP:41.03 LIP:40.94 SBA3 r 3 ' � I I G: � I I I I Q I 41.58 I TC/GB:41.63 FG:39.00 41.66 11 4212 FG: 0 t6% a5 / LIP:40.87 C/) FG:40.76 I �- ' I ( r = MATCH LINE-THIS SHEET TBC/TC:41.58 I 33 FG 40.17 / / a I/ 3/� I o ! 42.03 I FG:42.12 ❑, _ _ ,v'- FG:42.03 41.89 \I I I / az.os s 4220 0 4,.a7 3 I IIII M o /r �\ I 3841 42.20 j FG:4203 �� FF:3842.20 . p LIP:41.72 3zA,C � / 3 O LIP:41.85 42.13 I _I--'- 42.12 LIP:41.87 / 1 I 1 I I I 3 I I I 3.0�1 LL 42.16 I 42.16 Jcc /M 3 CD _ 42.16 1.7% i 3 s 2 3 AkLj 12'NJ 4.0:1 y�J 4.0:1 12"W 12"W L.L.I ~ - / LIP:41.84 42.18 1 2 42.18 3343 I CD3 / O rn \ 3 I I S LIP:41.74 42.13 42.16 y - $ I /// N I I FG:44.32 FG:44.32 `^ w 42.13 42.20 42.20 42.14 LIP:40.86 � I I � FG:43.32 II I N ~ 42.Ofi /S II TA:41.50 3 I J W W jN 1 TA\TC:42.05 42.09 f � ',: �s �i 42.15 42.09 �°p - C/D g vI � 3 I 1 I Gg GB:42.15 ❑ i F II 42.04 TA:41.06 //�' 1 TA/GI B:42.17 TAc:e 4 A2i.01 a` s 424124 20 42.20 m� a = Q�f 42.13 f - I I II z Z \ O O OW =0 ,3 O Q 4zz° o ILL CD�/3 42.1 9 \ 3 42.20 L J C4.01 N� 0b5, z I I / v I F 42.13 42.13 42.13 /i 3846 / = I O In / TA/GB:41.85 FG:41.53 3842 i I FG:44.20 I I I I I ti 3 3 C4a01 I m 53 ------ ---------- ---- L o C/) \ -o FG:41.53 yea I IRevisions: FG:41.53 3847//// FG:41.53 i / I I ¢ail 1 CITY COMMENTS /1/2022&5/19/2022 -----__3841 -------- 5 2 ADDENDUM /19/2022 4.0: I FG:44.50 EllI 342 1 33 / I I Fq I TA:42.10 TA:42.10 ' \ / i / f��l I 12„W - 3 0 I/ \ w� / FG:44.50 ,,, �gg45- - D I r I \ Fp I ,,, $ FG:47.50 I �e°Y / W \ a7.83 I I 2 / \ 43.48 43.54 1 2 / F.Y FG:44.60 \��\a'� �.�� / 3 < I\ I - W\ 3 \\ // TA:42.70 ro� �- 50 3 Q \ 47.94 9 I 3843- � `o. �� c 3845-3845 / � U 7,01 I 1 2 I v / I qz - 41 FG:41.92 3a FG:41.92 lr / FG:44.70 p FG:44.83 FG:45.25IT,I �I Ir / I FG.40.92 FG:44.70 FG:44.13 / \\ I 4 \\ I I 1 I Project No: 20.042 \ I Date: 0311412022 3 FG:46.38.V 50 TC/GB:48.89 G:45.38 Checked By: EC/BS I I 3 g 3 I I TC/GB:48.80 FG:46.38 I� Drawn By: CR/JL 1 / 6.9t1 ti ,/ / /// 48.80 I -I 48.89 I -----,'ti- \ I iIII Sheet Name: 44.48 44.54 I / I III / / i \ / o-- SITE GRADING PLAN \ 1D"ss X �\ ,�/ � I \\\ '� �- _ � -�I�I I ►-- - -� III � / 3 .4% CITY APPROVED PLANS 2 Reviewed for Code Compliance � PLANS MUST BE ON JOB SITE W E \\ I I MATCH LINE-OFFSITE AREA i ,-' ,�� 3 3/?\ cn I / - //� \\ MX:50.71± Mxso.eo•_ FOR ALL INSPECTIONS 0 I IIII // vv m Sheet No: Offsite Area a� 17 / 3ap1' Scale:1"=20' 3.°1, i C4.00 i e= Site Grading Plan 0 20' 40' g Horizontal Scale:1"=20' �b� Page 19 of 319 1 2 3 4 5 6 Sheet Notes: A. CONTRACTOR SHALL COMPLY WITH ALL NOTES ON SHEET C3.00. / B. EXISTING AND PROPOSED CONTOURS ARE AT 1-FT INTERVALS. pivot ' ■ ■ / C. ADD 3800 FEET TO ALL SPOT ELEVATIONS FOR ACTUAL ELEVATION. O■t■`■ STATE HIGHWAY 74 (WASHINGTON ST. SOUTH) I / D. BUILDING FINISH FLOOR ELEVATION 3842.20 REFERS TO ARCHITECTURAL ARCHITECTURE / ELEVATION 100-0", TA/MX:39.64± 7 E. SPOT ELEVATIONS INDICATE TOP OF CONCRETE UNLESS NOTED OTHERWISE 4 TA/MX:37.97± AS FOLLOWS: ________________________________/. ---__- ______-__________ - FF=FINISH FLOOR GENERAL CONVEYANCE DIRECTION FG=FINISH GRADE PIVOT NORTH ARCHITECTURE,PLLC. LIP/MX:39.63± - FOR 100-YR DESIGN STORM LIP/MX:37.95+ I I FL=FLOW LINE 1101 W.GROVE STREET ~ I --- - GB=GRADE BREAK BOISE,ID 83702 LIP=LIP OF GUTTER rth 2.2% \ -_-- 1s% LP=LOW POINT WWW.pIVotnO deSlgn.Com 2 0% \\FL:38.40 - ��- - MIX=MATCH EXISTING RIM=RIM OF STRUCTURE STAMP: OVAL TBC=TOP BACK OF CURB \ I i L- I TC=TOP OF CONCRETE \ 39.00 38.52 -- F. SIDEWALK HARDSACPE SHALL NOT EXCEED 2.0%CROSS SLOPE OR HAVE 13437 \ I v CROSS SLOPE LESS THAN 1.0%.LONGITUDINAL SLOPES SHALL NOT EXCEED TBC:39.59 _ _ I _ TBC:38.92 5%.SLOPES WITHIN PEDESTRIAN RAMPS SHALL NOT EXCEED 12:1(H:V).NO i1'T, TOLERANCES FOR SLOPES EXCEEDING MAXIMUMS WILL BE ALLOWED. COF 39.64 3g 7 9\ /`' �`� 3B 80 39.09 39.04 G. REFER TO SHEET C5.00 FOR UTILITY PLAN&SHEET C4.10 FOR DRAINAGE OS 1 2022 39.11 v R/W R/W R/W °°p R/W R/W v R/W °°N RM R/W \\ R/W I 40.22 6.5%- _ 6.6% RICFC2YgusmILLER as.n � V Mdg,2Y/ 39.16 38.65 \\ MX:38.73± 40.29 TC/GB:38.68 39.17 \O ZY \ 38.88 TC/GB:39.20 11 FL:39.14 FL:38.66 39.12 f \\ \ 12"GIRR "GIRR 12"GIRR " GB B GB GB 12"GIRR 2"1 12"GIRR MX:38.85± I o TBC:39.49 LIP/GB:39.21 LIP/GB:38.73 TBC:39.12 � Q= RIM:39.34 58,95 W Z 0 I ae � FG:39.14 -- ------------------------------- -----�---- ----------- LIP:39.57 I LIP:39.07 �� I / ( FG:37.64 Garding Enlargement 1 5' 10, Horizontal Scale:1"=5' TrvMx4ls°± TgMX:41.48± STATE HIGHWAY 74 (WASHINGTON ST. SOUTH) 4, / TA/MX:40.97± TA/MX:40.65± __________________ / ------------________--- I LIP/MX:41.78± LIP/MX:41.47+ I "cns' �/ I LIP/MX:40.96± LIP/MX:40.64+ -_ I GENERAL CONVEYANCE DIRECTION \ - 1.8%-_- - I FOR 100-YR DESIGN STORM p�- �- '' FUMX:41.35± FUMX:40.84± I 7 0 C \ I I y� 41.48 I \I 40.99 \ LL TBC:42.01 \ Q Z TBC:41.51 Ln \\42.05 41.54 NI70dON- - 41.09 \ 41.17 - \\ w F- / 42.15 41.23 / \ L.L w VW R/W R/W °° R/W R/W °° R/W R/W R/W RM (/) H \ 7.1% 1.8% J Z O \ 41.56 41.18 U LL Z 42.14 \ TC/GB:41.59 TC/GB:41.19 41.30 41.25 z Q 42.10 O R 12"GIRR 12"GIRR 12"GIRR 3841�� / TBC:41.99 TBC:41.70/ / RIM:41.32 ------ \ C Revisions:0 \ RIM:41.58 p ----------- ---- --- -- ----------- hmct 1 CITY COMMENTS 4/11/2022&5/19/2022 - -- - ---- ----------------------- 2 ADDENDUM 5/19/2022 - _------------------- Garding Enlargement 2 5' Horizontal Scale:1"=5' LIP:41.60 STATE HIGHWAY 74 (WASHINGTON ST. SOUTH) 45.55± 41.97 / TA/MX:45.98+ !TAM1X:44.86± 41.72 / / O TNMX:44.47+ Q / I LIP/MX:45.95± LIP/MX:45.52+ LIP/MX:44.83± J GB Project No: 20.042 _ LIP/MX:44.42± I 41.85 Date: 03114/2022 '\\ I ILP:41.81m mLP:41.81 FG:41.80 Checked By: EC/BS �\ 1~- /acz� Drawn By: CRIJL l I I (TYP) _ � I I 41.84 41.84 ' g I LIP/MX:45.61± \ LIP/MX:44.88± I 41.85 Sheet Name: TBC:46.20 / w _ __ _ _ __ TBC:45.40 FG:41.75 LP:41.81 LP:41.81 FG:41.80� GRADING 46.30 5.47 s\\v r \46.21 / ,3g46\ \ I l 45.41 4 FG:41.86 41.84 41.84 ENLARGEMENTS 45.72 44.99 o \ 41.85 CITY APPROVED PLANS FG:41.69 LP:4,.8, 4185 RAN R/W R/W R/W o R/W R/W R/W RNJ R/W R/W R/W \ - GB .81 FG:41.80 7.0% II 5.5% / LP:41.82 LP:41.82 41.85 Reviewed for Code Compliance 45.80 FG:41.80 45.07 FG:41.80 41.84 FG:41.80 LJ..I E C TC/GB:45.80 45.45 PLANS MUST BE ON JOB SITE 46.35 46.29 -- _ TC/GB:45.09 45.53 I N FOR ALL INSPECTIONS 0 8 TBC:46.26 w m Sheet No: LIP:45.84 EP EP EP EP EP EP EP LIP:45.11 TBC:45.53 M ,�, Garding Enlargement 4 0 5' 10' Horizontal Scale:1"=5' £ Garding Enlargement 3 5' °' g Horizontal Scale:1"=5' C4.01 � s g Page 20 of 319 2 3 4 5 I 6 Sheet Notes: ffi-CP I j = 1 I I A. CONTRACTOR SHALL COMPLY WITH ALL NOTES ON SHEET C3.00. B. BUILDING FINISH FLOOR ELEVATION 3842.20 REFERS TO pivot ' 3 I I - I ARCHITECTURAL ELEVATION 100'-0". M C. REFER TO SHEET C5.00 FOR A DETAILED UTILITY PLAN. north ARCHITECTURE D. ALL SOLID WALL STORM DRAIN PIPE(SD)SHALL BE EITHER ASTM D3034 SDR-35 PVC(4"-15"),AASHTO M252 ADS N-12 WT(4"-10") 1 i OR AASHTO M294 ADS N-12 WF(12"-60")UNLESS OTHERWISE NOTED. E. ALL PIPE FITTINGS,BENDS AND JOINTS SHALL BE WATER TIGHT. PIVOT NORTH ARCHITECTURE,PLLC. A PROVIDE REQUIRED FITTINGS TO TRANSITION BETWEEN PIPE 1101 W.GROVE STREET MATERIAL,SIZE AND TYPE. BOISE,ID 83702 3 I I I I F. PIPE LENGTHS NOTED MAY DIFFER FROM ACTUAL INSTALLED WWWpivotnorthdesign.com LENGTH AND ARE PROVIDED FOR REFERENCE. 3 2''11RR I I STAMP: oNAL .,Cf 3 3 i i i Keynotes: 1. DOWNSPOUT CONNECTION PER DETAIL 3/C5.50. 13437 Io -EG CM RENCH DRAIN PER DETAIL 1&6/C5.50 WITH DUCTILE �,Tf OF 1 1 2TED GRATE(PART NO.:DS-232 LOAD CLASS D, C 1 I = TE WITH MANUFACTURER FOR FRAME REQUIREMENTS). y ELEV(VARIE):3839.14'MIN. IL I ALL NDS END OUTLET AT TRENCH DRAIN FOR 4-IN PVC OS 1 2022 ELEV:3837.64' �`--1p' I CONNECTION PER MANUFACTURER'S7 OBBLE DEPTH:4" MMENDATIONS,PROVIDE AND INSTALL FITTING AS-EG 3 OP SAND ELEV:3837.31' 1 2 IRED.IGHT 4-IN PVC AT SWALE BOTTOM,INVERT ELEVATIONOHP ,. 10I I I 3 PLAN. {/�y��"� /f�(\',��/s,3 3 - - - '1 C5.50 I 30'ACCESS LANE& RI��V/ �/YV■7■ILLER I UTILITY EASEMENT 3. INSTALL NDS 12'x12"RISER,HIGH OUTLET CONFIGURATION,SUMP BOX AND GRATE.PART NUMBERS 1217,1245,1225 AND 1213 101.1 RESPECTIVELY.SEE DETAIL 5/C5.50 FOR ADDITIONAL INFORMATION. 101 4. DAYLIGHT STORM DRAIN PIPING TO SWALE,INVERT PER PLAN. 3I ® '� u-�_T(�=T� UGG F Z& UG{ U - -EF 5. INFILTRATION SWALE WITH 50-YR DESIGN STORM STORAGE DEPTH. REFER TO PLAN FOR MINIMUM TOP&BOTTOM OF SWALE,TOP OF SAND AND ANTICIPATED BEDROCK ELEVATIONS.REFER TO SHEET o 3 - 4"SS 3 C4.00 FOR ADDITIONAL DESIGN FINISH GRADE INFORMATION. I 3 �\� ` I � I 5.1. CONSTRUCT PER DETAIL 4/C5.50(TYPE A-COBBLE SURFACE). �=N 5.2. CONSTRUCT PER DETAIL 8/05.50(TYPE B-8'MIN.WIDTH Lu Z O f CD COBBLE SURFACE WITH PVC LINER). -�a B 5.3. CONSTRUCT PER DETAIL 9/05.50(TYPE C-SAND SURFACE). �! r I1 \ -19.8 z I ------- P /V I I 6. CURB DRAIN,REFER TO MATERIALS PLAN FOR ADDITIONAL _ ^ 4ii2 I INFORMATION. 3 = I 10-LF OF 3-IN SCH.40 AT-0.50% 10-LF OF 3-IN SCH.40 AT±0.50% / / I - / / l P ELEV:3840.17' I 7. CONSTRUCT BOULDER RETAINED BIORETENTION SWALE BASIN PER Q I 6 Hg / OT ELEV:3839.17' I DETAIL 10/C5.50.REFER TO PLAN FOR MINIMUM TOP&BOTTOM OF fro. 15 ( / 5.2 OBBLE DEPTH:4"-8"(WEST-EAST) I SWALE,TOP OF SANG AND ANTICIPATED BEDROCK ELEVATIONS. ��•,',• PUBLIC UTILITY RIM:42.11 RIM:42.( 3 1 OP SAND ELEV:VARIES REFER TO SHEET C4.00 FOR ADDITIONAL DESIGN FINISH GRADE - I EASEMENT _ -_ - 3 IE:41.58 a I I I II � - IE:41.550-� ED RO KELEV:3838.17' I INFORMATION. " - BUMP:40.01 SUMP:40.04 I I I I ti 71 Q 4* I� r I ul T � I I i _ �i OT ELEV:383980..1 T '�I I I I I I I I I I OBBLE DEPTH:O" 5.3 S - Ia = II I f7* PROPOSED o OP SAND ELEV:3839.1T I I v I N I uJ OT ELEV:3839.00' I 1 1 1 I I �c 3 OBBLE DEPTH:4" 5.1 I I i , .2 _ BUILDING `� 1 1 1 33 'OP SAND ELEV:3838.63 I 6 I I I I II I I I a I Q 3 `n MATCH LINE THIS SHEET II 1 I3839 -1 .50 e H 29.8 � II I �� s u1 v ��\ 3 1 IIII M o -2.2 9 s ` 1 l �F 3 I 1 IIII z o s J I \ I I I =w 30 I I I IIII J_ u 1 3 IE:3840.72 16-LF OF 4-IN PVC AT 7.63% 3 § \ - PUBLIC UTILITY 1 I I O RIM:3841.32 I 2.1 ( e 0 o IU I co 1 I I I N �++ EASEMENT 3 3 1 co I I I I LL o I I � I IIII z 2 a J 1 I IIII Q --- (~ � _ x --�� - ----- --- _ I _ 12"W "W 12'W 1211 I IIII = a 1 Z m I I I I 3 3 I w l IIII W F- a M I - -I-tti�--------- o c 3 3 S RIM:3841.58 I - w IE:3841.26 s.,.❑ [E] I _ _--------- ' I I ---------- -- III ILL W W W 5 I w IIII J I o W I W W W I `$ 1H3841.10 " 0 p I m 3 3 1 I I a✓ ILL (D3 3 I x\I ,IE:3841.10 r j I / ZDIII - - O 15-LF OF 6-IN PVC AT 1.00% O I I z 4W 15-LF OF 6-IN PVC AT 1.00% I / 3 3 I I X FS FS m FS 102.6 \ G G G G G G G G G-�--r G I \ `'t'\ / q \ g,\ a l W III yyP��yF� \ mo 1 I IE:3840.95 IE43840.95 1 2 1 "' I / / z I I � 1 I I / / / / I I I I � � � � I IIII Revisions:CD F'� ''r �y ' I / ' I I I z I I I 1 CITY COMMENTS 4/11/2022&5/19/2022 -------- -- -------I/ I 3 - = I I II 2 ADDENDUM 5/19/2022 \`\ \ P t EP EP EP EP EP I I I I I \\\\ C,/) 3 I I I 12"W 77.9 1212'W 12„W I 1 I Q aT I I I �_--_------- ___ 38 .5' I III I 33 -------- 3 I Fp OT ELEV:DEPTH: D 1 \ 5.1 OBBLE DEPTH:4" OP SAND ELEV:3840.20' � I W 3 3 I EP' EP EP EP EP I \ / 3 3 I Q � = I IIII CD I 1 iiii � I IIII I I I I IIII Project No: 20-042 c I I IIII I = I 3 I IIII Date: 0311412022 3 3 I 1 IIII I 3 I LJJ ¢ I �� Checked By: EC/BS IIII I � I IIII 3 I I I zz: 3 3 �' C/J = I i Drawn By: CwJL _ I IIII I I _ IIII I I I 3 3 1 I Sheet Name: 3 31 I I IIII 15 I I I I I $ I I I I PUBLIC UTILITY I I I al I I I EASEMENT S = SITE DRAINAGE PLAN IIII I „ F 3-1-FOV- 0 ti I IIII I IF OHP 3 I O - ------------ 31 I � 1 1 IIII CITY APPROVED PLANS I i iiii I i i 3 Reviewed for Code Compliance I 33 I I I IIII I I I I � I H E MATCH LINE-OFFSITE AREA I I 3 i PLANS MUST BE ON JOB SITE cw o _ �� Offsite Area FOR ALL INSPECTIONS 0 LL I I Scale:1"=20' m I I I � I IIII I I I I Sheet No: I I j IIII I I I I n �� I I IIII I I I I C4.10 Site Drainage Plan E s 0 20' 40' g Horizontal Scale:1"=20' �b Page 21 of 319 1 2 3 4 5 6 Water Keynotes: Sheet Notes: 3 I I 1. INSTALL 2-IN DOMESTIC WATER SERVICE&METER PER CITY OF A. CONTRACTOR SHALL COMPLY WITH ALL NOTES ON SHEET C3.00. � TWIN FALLS STANDARD DRAWING TFSD-401 A.TRANSITION TO 4-IN I v ` SERVICE AFTER METER BOX.4-IN LENGTH NOTED IS FROM METER B. UTILITY CONTRACTORS ARE RESPONSIBLE FOR VERIFYING pivot 3 i - TO POINT OF CONNECTION WITH MECHANICAL. LOCATION AND ELEVATION OF ALL EXISTING UTILITIES AND TIE IN POINTS PRIOR TO CONSTRUCTION. IF CONFLICTS OR north 2. INSTALL FIRE HYDRANT ASSEMBLY WITH 5"STORZ CONNECTOR PER DISCREPANCIES EXIST,THE CONTRACTOR SHALL CONTACT THE I CITY OF TWIN FALLS STANDARD DRAWING TFSD-004. DESIGN ENGINEER IMMEDIATELY FOR ADDITIONAL DIRECTION. ARCHITECTURE 3 3 j I I I _ � I 3. BUILDING-MOUNTED FDC. COORDINATE WITH BUILDING C. REFER TO SITE GRADING PLAN SHEET C4.00 FOR FINISH GRADING MECHANICAL&FIRE SPRINKLER CONTRACTOR. INFORMATION AND SITE DRAINAGE PLAN SHEET 4.10 FOR 3 DRAINAGE INFORMATION. 3 I I I I 4. EXISTING PRESSURE REDUCING POTABLE WATER VALVE VAULT. 3. D. PIPE LENGTHS NOTED MAY DIFFER FROM ACTUAL INSTALLED PIVOT NORTH ARCHITECTURE,PLLC. A I I 5. POTABLE/NON-POTABLE WATER SEPARATION REQUIRED,REFER TO LENGTH AND ARE PROVIDED FOR REFERENCE. 1101 W.GROVE STREET �' I I I DOMESTIC WATER NOTES 10&11/113.00. BOISE,ID 83702 35 E. BOTH DOMESTIC AND FIRE SERVICE WATER LINES REQUIRE A 3 3 I I I 6. INSTALL 1-12"90'BEND AND THRUST BLOCK. BACKFLOW PREVENTION DEVICE AT THE POINT OF ENTRY TO THE www.pivotnorthdesign.00m BUILDING.THE TYPE OF DEVICE IS CONTINGENT ON THE DEGREE 2 I tRR I I 7. INSTALL 1-12'%12"X6"TEE,1-6"GATE VALVE AND THRUST BLOCK. OF HAZARD AND MUST MEET IDAHO DIED STANDARDS. STAMP: OVAL 3 G I � C I I I I 8. INSTALL 1-12"45°BEND AND THRUST BLOCK. F. ALL SEWER&GRAVITY IRRIGATION PIPE SHALL BE BELL AND 3 3 I I I ; I SPIGOT, PVC, SDP 35,ASTM D-3034, UNLESS SPECIFICALLY a I I 9. INSTALL 1-6"90°BEND AND THRUST BLOCK. NOTED OTHERWISE. 13437 10. INSTALL 1-12"TEE,1-12"X8"REDUCER, 1-8"GATE VALVE AND G. ALL WATER SERVICE LINES SHALL BE CONSTRUCTED WITH 1T O EG I I THRUST BLOCK. MINIMUM CLASS 200 POLYETHYLENE PIPE CONFORMING TO ,Tf OF t0� 3 3 I I I I' AWWA C-901. P I I 11. INSTALL 1-12"TEE,1-12"X6"REDUCER, 1-6"GATE VALVE AND OS 2 2022 ® W A I I I I THRUST BLOCK. H. ALL WATER DISTRIBUTION MAINS INCLUDING FIRE SERVICE LATERALS SHALL BE CONSTRUCTED WITH CLASS 165 PVC PIPE EG 3 3 I I I I 12. INSTALL 1-6"45°BEND AND THRUST BLOCK. CONFORMING TO AWWA C-900. -OHP I I � I 13. COORDINATE CONTINUATION WITH BUILDING MECHANICAL. I. ALL SANITARY SEWER CLEANOUT LIDS SHALL BE MARKED"SS CO" ��///-{/��y��'� /f�\�,�/s, I 13.1. 6"FIRE SERVICE CONNECTION. OR OTHER PRE-APPROVED ABBREVIATION. RIC�y V/ �/W.,.ILLER 3 � - 2 I 13.2. 4"DOMESTIC WATER SERVICE CONNECTION. 1 O 81 81 I J. REFER TO ISPWC SD-403 FOR THRUST BLOCK INSTALLATION AND 14. INTERCEPT AND CONNECT TO EXISTING WATER MAIN,COORDINATE REQUIREMENTS. WITH CITY OF TWIN FALLS FOR ADDITIONAL REQUIREMENTS. 3 F- K. ALL PIPE FITTINGS,BENDS AND JOINTS SHALL BE WATER TIGHT. _ I 15. REMOVE AND REPLACE EXISTING TEE.INSTALL 1-12"TEE AND PROVIDE REQUIRED FITTINGS TO TRANSITION BETWEEN PIPE QI _ ® � -�ATV=T�T UGP E+� UGP - - _ THRUST BLOCK.INSTALL REDUCERS AS REQUIRED TO CONNECT TO MATERIAL,SIZE AND TYPE. 3 (/D U �2�IE: EXISTING MAINLINES. IE:3835.93 5 107-LF OF 4-IN PVC AT 1.57% I16. INSTALL 1-4"90 AND THRUST BLOCK.F- 4"SS 3834.25 o z 3 3 g 4 \ ` \ I I WZO� B jj� o I a 0. \vl I I Sewer Keynotes: -0 3 I 1 ss \\ // � I 1. APPARATUS BAY TRENCH DRAIN FLAMMABLE LIQUIDS INTERCEPTOR co WITH WITH DISCHARGE TO SEWER. 1/ 1.1. COORDINATE WITH BUILDING MECHANICAL FOR WYE `� rp1 I CONNECTION TO BUILDING SEWER SERVICE.CIO \� � Q I PROPOSED 1S PUBLIC p\ / I I 2. INSTALL 4-IN SANITARY SEWER SERVICE PER CITY OF TWIN FALLS UTILITY EASEMENT G I I I STANDARD DRAWING TFSD-511,TYPE A OR TYPE D.FIELD VERIFY Ijc 3 I ' - -- - �p��9. I jj j j I LOCATION AND CONNECTION INVERT AT MAINLINE. o I 5 I j j j j - 3. COORDINATE SEWER SERVICE CONTINUATION WITH BUILDING MECHANICAL. 4 4. INSTALL CLEANOUT PER DETAIL 2/C5.50.INSTALL AT LOCATIONS 2 PER PLAN,100'MAX DISTANCE BETWEEN CLEANOUTS AND/OR I MAINLINE CONNECTION. 7 1 1 I j j j j SSMH 5. INSTALL 4-IN 45'ELBOW. PROPOSEDII 1 j RIM:3847.56 - 15'WATER EASEMENT . I I oxo LLJ - I I I 8'PVC IE-STH:3835.32 BUILDING =0 IE 3838.21 1 1.1 I I I I I I jj j j I Q I I 2 5 \ I I I I 3 3 i Dry Utility Keynotes: -0 Cl) II I FFo 3842.20 =0 5 a \ ��J J = MATCH LINE-THIS SHEET_ 1. ELECTRICAL TRANSFORMER.REFER TO SITE ELECTRICAL PLAN FOR _ I ADDITIONAL INFORMATION. IE 3838.5o 3 (�L`//\/ \ 6 _/ / .� I ' I I J+',�� 2. SITE GENERATOR AND GENERATOR ENCLOSURE.REFER TO SITE \ I a ELECTRICAL PLAN AND ARCHITECTURAL FOR ADDITIONAL o 3 3 I I II L-J i 7-LF OF 4-IN PVC AT,.57% �I 20y 3 I I I I INFORMATION. O �u 3 3 I I I 3. NATURAL GAS LINE.EXTEND TO METER AT BUILDING.COORDINATE a 1 WITH INTERMOUNTAIN GAS AND BUILDING MECHANICAL FOR Z C I 3 3 I 6 e J 2 I I PUBLIC UTILITY I = I I j I ADDITIONAL INFORMATION ROUTING ASSUMED O � G `� I co EASEMENT F-- ca I I I I LL 3 O . 1 III 3 3 I 4. GAS METER. COORDINATE WITH INTERMOUNTAIN GAS AND N 11 14 1 I I I I I BUILDING MECHANICAL FOR ADDITIONAL INFORMATION. Z I c r----- - ---------r----- -------------------- �"-- ---- --- - L --------- I I I I p I III - -- 3. 3 s n - 5 EXISTING 12-INCH WATER MAIN ------" -- 1 I (f) I I I 5. POWER AND COMMUNICATION.REFER TO SITE ELECTRICAL FOR o I EXISTING 20'UTILITY - 12 Nd 1W r 12'W 12" I c' = I 33 I I ADDITIONAL INFORMATION.ROUTING ASSUMED. N = a I I Z EASEMENT TO BE VACATED I I I I I I 20 1 3 '' F- 1 E2 w I I I w o a SSMH -4 15 14 PUBLIC UTILITY I U) -- - --------- 6. SITE LIGHTING.REFER TO SITE ELECTRICAL PLAN FOR ADDITIONAL 3 RIM:3841.43 M 5-LF 12-IN C900 6 xo a I I I I EASEMENT I i-t INFORMATION. I 3 18'RCP IE-NTH:3837.22 __________________�____ __ ____ ____ ___ -�^ ----------- --__I ----------.I --- I 3 3 O I I 11 I 1 11 1 8"RCP IE-STH:3837.26 'k I a I I I I I V) a 6 ffi 1.w 3 I w�w 4 j 3 I I I J Z 3 -- - u --------- Miscellaneous J o I I I I 5 i 3., z 1 I IIII i ous Keynotes: # Q o W t I W o W 21-LF 12-IN C900o a 0 4 =0 0 I wl // / _ _ I I / / o I 333 1 1. PRESSURE IRRIGATION TAP LOCATION, COORDINATE WITH V Z_ 3 3 -5-LF 6-IN DI 3 I IRRIGATION PLAN L2.00 FOR ADDITIONAL INFORMATION. 7 = 49-LF 4-IN C900 t Q 8-LF 12-IN C900- m I� 1 2 %0 5-LF 6-IN C900 3 I qC 3 3 1 /\ 2. STORM WATER RETENTION BASIN,REFER TO SITE DRAINAGE PLAN - 2 1 FS FS,,, FS 2 w I ///"' // ' I `� I I 1 �,\ SHEET C4.10 FOR ADDITIONAL INFORMATION. v1 \ 57-LF6-IN C900 G-G-G-G-G-G-G G G \ � r'`I 3 3 1 2 5-LF 12-IN C900 -------- --------------- I I I I I zao`o� o 7 I /// I I CH.REFER T - 9 ----------------------� 3 GRAVITY IRRIGATION PIPE,STRUCTURE,OR OPEN DIT 0 d ti \\ I I I _ 3 3 I I SHEETS C5.10 AND C5.11 FOR MORE INFORMATION. B 3 3 1 I ` 2 J I I I I I IIII Revisions:0 15'WATER EASEMENT \ / ti 7P C.'3 --- _ IIII CITY COMMENTS 4/11/2022&sn9/zozz \ - ADDENDUM 2 5/19/2022 rc --------- 3 3 \q\ `-�EP II IIII I\I � I LF_U 12'w 12"w F- -LF12-INC900 3 8 ---------- ------------------ F_ co 1 II PROPOSED ISPUBLI C D & U) IUTILIT EASEMENT - W 3 3 I m 3 I I n EP EP EP EP EP EP EP 3 �' - I I coI III I I I IIII 33 IIII I I I I III Project No: 20-042 oLL Date: 0311412022 IXISTING HYDRANT 3 3 I I I 3 Checked By: EC/BS �3 I I IIII I I I I zS PROPOSED 15'PUBLIC z 3 I I 3 3 I I Drawn By: CR/JL 3 3 I I I UTILITY EASEMENT I 1 I 3 I I IIII I C I I I - I I I IIII I I I 3 3 I Sheet Name: 3 31 I I IIII 15' 3 1 I I $ I I I I PUBLIC UTILITY I I I EASEMENT I o _ SITE UTILITIES PLAN 3: 3 3 3 FO S „SS 10"SS-tea alIII I = ' o I IIII I 3I F I F 1- G G _--__-- 3 IF OHP OH 3 1 I I IIII - CITY APPROVED PLANS I IIII I I I I 33 �' I I IIII I I I Reviewed for Code Compliance I 33 I I IIII I I I I � 1 W E MATCH LINE-OFFSITE AREA I I 3 i g i z �I II PLANS MUST BE ON JOB SITE N o _ �� Offsite Area FOR ALL INSPECTIONS LL I I I I 1 - I Scale:,"=20' m I I I I I IIII I I I I Sheet No: g 3 i I I j IIII I I I I I IIII I I I 71 C5.00 Site Utilities Plan E s 0 20' 40' g Horizontal Scale:1"=20' �b Page 22 of 319 1 2 3 4 v 5 pp 6 W Fa U'9� --- ���9'BR EfiT�v'tltl �-"q 1Q d M,AI - E10„W E Sheet Notes: Od Oi Oi �-FO FO FO FO FO FO FO FO FO FO -- \ \ \ \ -- d A. CONTRACTOR SHALL COMPLY WITH ALL NOTES ON SHEET C3.00. TATE H fJIVOt \\\ Jos? 9s»\ ��B\ 3B4j\ 8848 \'78gd, �844\ - 3848_ B. UTILITY CONTRACTORS ARE RESPONSIBLE FOR VERIFYING W W W W W. W W W W W W W W-W W W W W W W W V1 W W -W W W W W LOCATION AND ELEVATIONS ALL EXISTING IF COS AND TIE IN north \ \ \_ \ \ W W W W W W W W W POINTS PRIOR TO CONSTRUCTION. IF CONFLICTS OR _W W W W W W W T W W S W W W W S W W W 1 W W -w W y�y W W W S W W W W W- W W W W W W� W W V r W DISCREPANCIES EXIST,THE CONTRACTOR SHALL CONTACT THE "- \- - T - />- - - - \ - - - �; - - - - - - - - - - - = - - - - - - - - - / - - - �Lo � - - DESIGN ENGINEER IMMEDIATELY FOR ADDITIONAL DIRECTION. ARCHITECTURE p - ' /v / / // / / C. REFER TO SITE GRADING PLAN SHEET C4.00 FOR FINISH GRADING STATE HIGHWAY 74 (WASHINGTON ST. SOUTH) , ' , ' '� W , / / INFORMATION AND SITE DRAINAGE PLAN SHEET 4.10 FOR / Lu DRAINAGE INFORMATION. Lu G G f G G-�G G�G G G G / G G G G G- -G G G G G G- G G T G G G G G -G G G G G G A G G G G- _ -G D. PIPE LENGTHS NOTED MAY DIFFER FROM ACTUAL INSTALLED PIVOT NORTH ARCHITECTURE,PLLC. A // /' 7 o I' GIRR STRC 1.0 / / / '' / y LENGTH AND ARE PROVIDED FOR REFERENCE. 1101 W.GROVE STREET / x , / / / , GIRR STRC 1.2 / GIflR: 18"SS _ _ _-_-- ----- 18"SS /__ 18"SS 18"S / 18"SS 18"SS T8" -- S Z -- - E ALL SEWER&GRAVITY IRRIGATION PIP SHALL BE BELL AND B01 tE,D�83702 0+11 85-LF OF 12-IN C900 AT 3.14% W'� W W '(V W W _ E www.pivo no esign.com _Qy W W- SPIGOT, PVC, SDR 35,ASTM D-3034, UNLESS SPECIFICALLY IRR ` "� _ 3844\ \ \ J ) IF NOTED OTHERWISE. G G G 1 90° d r I 11I��' //// }OF 12-IN PVC AT 1.75% \ / -T H3 N3 O C� F. ALL PIPE FITTINGS,BENDS AND JOINTS SHALL BE WATER TIGHT. STAMP: �\ ------------------------\ °J /RM I n/w wW�- wW wW I a ,;� PROVIDE REQUIRED FITTINGS TO TRANSITION BETWEEN PIPE c ID I /1+Do 22-LF OF 12-IN PVC AT 1.75% I 15 dg4d, I MATERIAL,SIZE AND TYPE. = 6-LF OF 12-IN PVC AT 1.75% PUBLIC UTILITY 153-LF OF 12-IN C900 PVC AT 1.75% 5+00 y / EASEMENT IP EP 3845 12-IN PVC ---- -- 12-IN PVC G. ALIGNMENT REFERENCES PIPE AND DITCH CENTERLINE. �, I GIRR STRC I.1� - 2 (-- I IE:3 0.66 2 -r---- / IE:3845.50------ --3846---------'kL- -----------------------y ---------- - �' 3844- --- FL _ 6 ~ H. EXISTING AND PROPOSED CONTOURS ARE AT 1 FT INTERVALS c 3 ��:40.9 15 LF OF 12 IN PVC I - "- ______ __--__ -� -- _______ 2 40 AT 5.57% / `5/ =__- __.3845_----_=-2+00 1.6%= �____ --3844 ____ 3+00'---- --3842 ____3 / - I\ i (39O _ ,Q _ q __ __ q _ _--__ ___ / // p I I. SPOT ELEVATIONS INDICATE FINISH GRADE SURFACE AS FOLLOWS: OS 1 2022 11-LF OF 121IN PVC AT 2,00% -3846- m __3844_ - 3842 33 4+00 \ i FL=FLOW LINE FL:45.38 12-IN PVC OUTFALL FL qq 88 I / FL:44.08 FL:43.28 FL:42.48 I FL:41.69 12-IN PVC "�' / d3//� I J. GRAVITY IRRIGATION SERVICE TO DOWNSTREAM USERS SHALL \� \ IE:3845.38 \I 20 - I IE:3841.43 \ /d3 / '�� I \ I \ -` NOT BE INTERRUPTED DURING CONSTRUCTION. CONTRACTOR I I �• q} �'' I ,,, I SHALL PROVIDE TEMPORARY MEANS OF CONVEYANCE, IN I \ I *PUBLIC UTILITY* '�� // / I ��///-{/��y��'� - i L EASEMENT I �' & / ADHERENCE TILING LOCAL STANDARDS, UNTIL NEW DITCH AND Rl��y V/ �ILLER I) - " 3845- IRRIGATION TILING ARE COMPLETED. (I K. NOT ALL KEYNOTES ARE USED ON EACH SHEET. ® Gravity Irrigation Plan - Area A 0 20' 40' Gravity Irrigation Keynotes: �0 1. CONNECT TO EXISTING 12-IN GRAVITY IRRIGATION PVC PIPE IN THIS Horizontal Scale:V=20' APPROXIMATE LOCATION.PROVIDE AND INSTALL VERTICAL BEND AND FITTING(S)AS REQUIRED(45-DEG MAX.)TO ACHIEVE 18-IN MIN. o COVER OVER TOP OF PIPE. Q=o 2. INSTALL CAP AT FUTURE STUB PIPE END TO PROVIDE WATER TIGHT W Z 0 SEAL. -�Q= B 3855 GIRR Sta.-0 25-5+50 3855 3. INSTALL 12"DEPTH OF D-0.50'ANGULAR RIP-RAP ABOVE co�~ ~ DRAINAGE GEOTEXTILE PER SPECIFICATION SECTION 3120 00 AT HORIZONTALS ALE:1°=20' PIPE INLET/OUTLET.TOP OF RIP-RAP SHALL BE FLUSH WITH BOTTOM VERTICAL SCA E:1°=2' OF DITCH AND NOT IMPEDE FLOW. \` 4. CONSTRUCT OPEN IRRIGATION DITCH PER DETAIL 7/C5.50. 5. REGROUT NEW PIPE IN EXISTING PENETRATION,CORE DRILL AS REQUIRED TO ACCOMMODATE REVISED ORIENTATION 6. POTABLE/NON-POTABLE WATER SEPARATION REQUIRED,REFER TO DOMESTIC WATER NOTES 10&11/C3.00. 7. C900 WATER CLASS PVC PIPE USED FOR GRAVITY IRRIGATION SHALL BE PRESSURE TESTED PER ISPWC SECTION 401, 3850 ` 3850 CONTRACTOR SHALL COORDINATE TESTING PLAN AND PROCEDURE t WITH ENGINEER PRIOR TO CONSTRUCTION. \tI LFOF l2/p C900 gT814% \ 11-LF i AT 2.00% [APPROXIMATE EXISTING GROUND CENTERLINE OF PIPE OR DITCH \ __ m ° 3845 --- _____ PROPOSED GRADE ELEVATION AT 3845 a GIRR STRC 1.1 _ CENTERLINE OF PIPE OR DITCH z 48-IN MH WITH FLAT LID PER ISPWC SD-611 --- O C GIRR STRC I.O STA:1+07.41,0.01'R \__ 48-IN MH WITH FLAT LID PER ISPWC SD-611 LL STA:0+85.11,0.00' RIM::385.36 \ _ ------___� RIM:3848.99± SUMP:3845.36 _ ----- Q Z SUMP:3845.07 IE IN:3845.60,12-IN PVC(N) IE OUT:3845.60,12-IN PVC(E) 12-IN PVC / L.L.I IE IN:3 845.99,,12-I 0900(S) IE OUT:3845.60,12-IN PVC(N) IE:3IN PVC IE OUT:3845.99,12-IN PVC(E) - 4 0 22-LF OF 12-IN PVC AT 1.75% w LJ_ 3840 N 3840 753-LF OF'2-IM J C900 PVC J AT Z 1.75% O 15-LF OF 12-IN PVC AT 5.57% a--� Q GIRR STRC 1.2 U LJ_ Z 48-IN MH WITH FLAT LID PER ISPWC SD-611 O) z STA:4+16.05,0.00' RIM:3843.70± O SUMP:3839.57 N IE IN:3840.57,12-IN PVC(SE) L1 IE IN:3840.57,12-IN PVC(S) (D6-IN DI HYDRANT LATERAL CROSSING IE OUT:3840.57,12-IN C900 PVC(N) 3835 3835 Revisions:0 1 CITY COMMENTS 4/11/2022&5/19/2022 2 ADDENDUM 2 5/19/2022 D APPROXIMATE EXISTING GROUND PROPOSED GRADE ELEVATION 12-IN WATER CROSSING ELEVATION AT CENTERLINE OF PIPE AT CENTERLINE OF PIPE OR DITCH (D(SIZE TO BE FIELD VERIFIED) 12-IN WATER CROSSING 3830 O(SIZE TO BE FIELD VERIFIED) 3830 Project No: 20.042 Date: 0311412022 -0+25 0+00 1+00 2+00 3+00 4+00 5+00 5+50 Checked By: EC/BS Drawn By: CFVJL Sheet Name: CITY APPROVED PLANS GRAVITY IRRIGATION Reviewed for Code Compliance PLAN - AREA A PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS H E NEW SHEET v 0 m g Sheet No: Q C5.10 � s g Page 23 of 319 �b� EP EP 10 -EP��EP�EP u EP\ EP I Sheet Notes: �\ 'W \\ 10"W �� [STATE HIGHWAY 74 (WASHINGTON ST. SOUTH) 383) 10"W �38, A. CONTRACTOR SHALL COMPLY WITH ALL NOTES ON SHEET C3.00.B. UTILITY CONTRACTORS ARE RESPONSIBLE FOR VERIFYING ' \ pivot � C \ 3838 \ LOCATION AND ELEVATION OF ALL EXISTING UTILITIES AND TIE IN T W W W W W W W —W W W—�W W W \ W T W W W POINTS PRIOR TO CONSTRUCTION. IF CONFLICTS OR north L27 -W W W W W W W W W`7g39.N` W W W W W W �� W W W DISCREPANCIES EXIST,THE CONTRACTOR SHALL CONTACT THE DESIGN ENGINEER IMMEDIATELY FOR ADDITIONAL DIRECTION. ARCHITECTURE H / LL1 r v // / � //T C. REFER TO SITE GRADING PLAN SHEET C4.00 FOR FINISH GRADING 116161 ,� n / 1 / / / INFORMATION AND SITE DRAINAGE PLAN SHEET 4.10 FOR S DRAINAGE INFORMATION. —G G�G G G G— 15 —G G G T G G G G G G G G G G G,6 D. PIPE LENGTHS NOTED MAY DIFFER FROM ACTUAL INSTALLED PIVOT NORTH ARCHITECTURE,PLLC. / PUBLIC UTILITY LENGTH AND ARE PROVIDED FOR REFERENCE. 1101 W.GROVE STREET A LU / GIRR STRC 1.3 EASEMENT / GIRR STRC 1.4 1 / 7+68.45 / / = BOISE,ID 83702 n J 1 --- — _ r------- -------- — „ / „ / „ E. ALL SEWER&GRAVITY IRRIGATION PIPE SHALL BE BELL AND W N�W IN W_ 5 SPIGOT, PVC, SDR 35,ASTM D-3034, UNLESS SPECIFICALLY WWWpivotnorthdesign.com 7 \— \ NOTED OTHERWISE. H3 N3 ———_ O F. ALL PIPE FITTINGS,BENDS AND JOINTS SHALL BE WATER TIGHT. STAMP: IXST.GIRR BOXY yN\ \ PROVIDE REQUIRED FITTINGS TO TRANSITION BETWEEN PIPE "m \ MATERIAL,SIZE AND TYPE. I 6+00 138-LF OF 12-IN PVC AT 2.99% �+'y 7+00 „ „ „ 62-LF OF 12-IN C900 AT 1.75% \ G. ALIGNMENT REFERENCES PIPE AND DITCH CENTERLINE. ir -- — --- '3840F H. EXISTING AND PROPOSED CONTOURS ARE AT 1-FT INTERVALS. r----------» I. SPOT ELEVATIONS INDICATE FINISH GRADE SURFACE AS FOLLOWS: 05/2912022 FL=FLOW LINE I / J. GRAVITY IRRIGATION SERVICE TO DOWNSTREAM USERS SHALL ----i------/ / ) I NOT BE INTERRUPTED DURING CONSTRUCTION. CONTRACTOR SHALL PROVIDE TEMPORARY MEANS OF CONVEYANCE, IN ��///-{/��y��'q q \�,�/s, ADHERENCE TILING LOCAL STANDARDS, UNTIL NEW DITCH AND Rlc§y V/gusmILLER IRRIGATION TILING ARE COMPLETED. K. NOT ALL KEYNOTES ARE USED ON EACH SHEET. ® Gravity Irrigation Plan - Area B D 20' 40' Gravity Irrigation Keynotes: -O 1. CONNECT TO EXISTING 12-IN GRAVITY IRRIGATION PVC PIPE IN THIS Hoftontal Scale:1"=20' APPROXIMATE LOCATION.PROVIDE AND INSTALL VERTICAL BEND AND FITTING(S)AS REQUIRED(45-DEG MAX.)TO ACHIEVE 18-IN MIN, COVER OVER TOP OF PIPE. Q= 2. INSTALL CAP AT FUTURE STUB PIPE END TO PROVIDE WATER TIGHT W Z 0 3845 3845 SEAL. —�Q B GIRR:Sta.5+50-8+00 H co HORIZONTAL SCALE:1°=20 3. INSTALL 12"DEPTH OF D-0.50'ANGULAR RIP-RAP ABOVE DRAINAGE GEOTEXTILE PER SPECIFICATION SECTION 3120 00 AT VERTICAL SCALE:1°=2PIPE INLET/OUTLET.TOP OF RIP-RAP SHALL BE FLUSH WITH BOTTOM `� OF DITCH AND NOT IMPEDE FLOW. 14 4. CONSTRUCT OPEN IRRIGATION DITCH PER DETAIL 7/C5.50. zh�',. r APPROXIMATE EXISTING GROUND 5. REGROUT NEW PIPE IN EXISTING PENETRATION,CORE DRILL AS CENTERLINE OF PIPE OR DITCH REQUIRED TO ACCOMMODATE REVISED ORIENTATION 6. POTABLE/NON-POTABLE WATER SEPARATION REQUIRED,REFER TO _ PROPOSED GRADE ELEVATION AT DOMESTIC WATER NOTES 10&11/C3.00. 3840 CENTERLINE OF PIPE OR DITCH 3840 7. C900 WATER CLASS PVC PIPE USED FOR GRAVITY IRRIGATION SHALL BE PRESSURE TESTED PER ISPWC SECTION 401, CONTRACTOR SHALL COORDINATE TESTING PLAN AND PROCEDURE ` WITH ENGINEER PRIOR TO CONSTRUCTION. 138'<FOF 1p-1NPyCA7z 98% GIRR STRC 1.3 48-IN MH WITH FLAT LID PER ISPWC SD-611 STA:5+68.70,0.00' 3835 RIM:3841.07± 3835 SUMP:3836.93 ('n IE IN:3837.90,12-IN C900 PVC(S) 62 LF OF 1&1N C90 E OUT:3837.90,12-IN PVC(N) 0 z I AT 1.75% O C � LL z F- GIRR STRC 1.4 N = 48-IN MH WITH FLAT LID PER ISPWC SD-611 ILIJ STA:7+06.33,0.00' RIM:3839.19± 0 3830 SUMP:3832.77 3830 w IE IN:3833.79,12-IN PVC IS) IXST.GIRR BOX t,/1 IE OUT:3833.79,12-IN C900 IN) STA:7+68.45,0.00' J vI RIM:3837.91± J Z SUMP:3831.00 •• 0 Q ~ IE IN:3832.70,12-IN C900(S) U ILL Z IE OUT:3832.00,12-IN EXIST.PVC(W) z APPROXIMATE EXISTING GROUND PROPOSED GRADE ELEVATION ry ELEVATION AT CENTERLINE OF PIPE AT CENTERLINE OF PIPE OR DITCH o ti 3825 3825 Revisions:0 1 CITY COMMENTS 4/11/2022&5/19/2022 2 ADDENDUM 2 5/19/2022 5+50 6+00 7+00 8+00 D Project No: 20.042 Date: 0311412022 Checked By: EC/BS Drawn By: CPJJL Sheet Name: CITY APPROVED PLANS GRAVITY IRRIGATION Reviewed for Code Compliance PLAN - AREA B PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Lu E NEW SHEET Q v 0 m g Sheet No: Q C5.11 � s g Page 24 of 319 �b� . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2 3 4 5 6 NOTE: ACCESS HOUSING- ACCESS HOUSING: .:1 1 ,2 ASPHALT: PER ISPWC SD-506A 1D.ROUND CARSON INDUSTRIES VALVE BOX pivot ' '`,O Ir 1 MECHANICAL PLUG v ` CONCRETE: 4"SIOUX CHIEF ADJUSTABLE ON-GRADE AND COVER.PART NUMBERS 910-3 8 910-4. AnncH EL WITH FRAME CLEANOUT LID FINISH LINE 834 SERIES BODY AND COVER SHALL BE GREEN.BOLT DOWN north TO CHANNEL WITH ( ) scREws SEE NOTE W ELEvnnON Pea SHEET ca.00 WITH ROUND,VANDAL-RESISTANT LOG-KIT SHALL BE PROVIDED.COVER SHALL BE �nYA/ �SQ -- NICKEL-BRONZE COVER MARKED" MARKED TO INDICATE UTILITY TYPE AND SET EALEo s FIBER JOINT PACK 15 FLUSH WITH PROPOSED FINISH GRADE. /O PVC PIPE BELOW CUT FLUSH ARCHITECTURE SO TAIL„Ic''°oiTGES' '�ai WITH TOP OF FINISHED GRADE HEAVY DUTY CONCRETE ORN PER PLAN 6„ FINISH GRADE PER PLAN. 1s"GALVANIZED STEEL PLATE WITH CUTOUT MATCHING THE PROFILE OF a'. INCORPORATE CONCRETE COLLAR FINISH GRADE.MATERIAL THE DOWNSPOUT.USE 6-IN SQUARE PLATE WITH 4-IN PIPE,8-IN PIVOT NORTH ARCHITECTURE,PLLC. A - INTO CONCRETE FLATWORK WHEREg / ///\ pER LANDSCAPE PLAN SQUARE PLATE WITH 6-IN PIPE AND 10-IN SQUARE PLATE WITH 8-IN 1101 W.GROVE STREET a$ APPLICABLE PIPE.PLATE SHALL LIE FLAT ON THE SURFACE OF THE FINISHED GRADE BOISE,ID 83702 s' ' AND BE ABLE TO SLIDE UP THE DOWNSPOUT FOR MAINTENANCE OF THEwww.ivotnorthdesi n com MIN.' uaas E L-NIEiLI- S PEA GRAVEL BACKF CONDITION B:LANDSCAPE STORM DRAIN LINE.THE DOWNSPOUT SHALL PROTRUDE DOWN P A MECHANICAL PLUG CONDITION A:HANDS CAPE THROUGH THE PLATE SO THAT THE PLATE CANNOT BE REMOVED ASPHALT PAVING/CONCRETE FLATWORK NOTES: WITHOUT FIRST REMOVING THE DOWNSPOUT.PAINT ALL SIDES AND OVAL ° „„„_ - - - #4 BAR AT MID DEPTH.PROVIDE 6" STAMP: 1. REFER TO PLAN FOR CLEANOUT COVER CONDITIONS. EDGES OF THE PLATE TO MATCH THE DOWNSPOUT. Cf a oePTH snSE couasE eEL CLEAR SPACE AROUND CLEANOUT. 4 y ArvonwncervT TocHArvNSL ___ _ 2. ALL FITTINGS SHALL BE WATER TIGHT. p DRAIN CONCRETE.REFER TO _ 3. ALL PIPE SHALL BE ASTM D 3034 SDR 35 SOLID WALL PVC OR AASHTO M COVER PLATE ENLARGEMENT a A = _ = O.MO.MO.MO.M 252 TYPE S OR D HOPE ADS NA 2 OR EQUAL).SIZE PER PLAN.rvosu3sasEREOulaFORN _ - - THM a aERs 4"RISER ( ) 13437 s rroM ou PIPE UPSTREAM OF BEND US 0 4. ALL COVER SHALL BE MARKED AS NOTED BELOW OR WITH PREAPPROVED -I - _ _ _ = sTALLATON,REFER TO PLAN FOR LOCAno O 45°PVC BEND ABBREVIATION. HEAT TAPE PER ELECTRICAL. T S FOp30R N9 RE BAR �SUSPENSION4j D� METHOD.LENGTH OF REBAR WELL COMPACTED SOIL PER PIPE SIZE x 4"WYE �% 4.1. STORM DRAIN:"SD CO" f OF 1 WILL VARY WITH SLOPE OF DRAIN GEOTECH RECOMMENDATIONS \' 4.2. SANITARY SEWER:"SS CO" �/CCRtm'- FITTING j\ / PER PLAN 5. INCORPORATE CONCRETE COLLAR INTO ADJACENT FLATWORK WHERE DOWNSPOUT PER ARCHITECT 12" 12"�� APPLICABLE.REFER TO DETAIL 12/C2.50. BUILDING WALL OS/19/2022 TYPICAL CLEANOUT LOCATIONS LOAD CLASS 6" A:UPSTREAM OF ELBOW B:CROSS AT TEE BRANCH COVER PLATE.SEE ENLARGEMENT. C:UPSTREAM OF TEE D:IN-LINE CLASS A CLASS B CLASS C CLASS D PVC PIPE CUT E:DOUBLE CLEANOUT PEDESTRIAN LIGHT DUTY MEDIUM DUTY HEAVY DUTY FLUSH WITH TOP OF FINISH GRADE PER PLAN /��//� n (\'��/�� 15 kN/3375 LBS 125 kNY28,ODO LBS 250 kN/56,000 LBS 400 kN/89,900 LBS FLOW VARIES O rv/ FINISHED GRADE RIC§CV/gu �BILLER X=4" X=4" X=6" X=V. - NOTES: 6„ EXTEND PIPE TO DAYLIGHT AT STORMWATER I. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS I \\ STORM DRAIN PIPING,BEND ,� SWALE. 2. PROVIDE SCORE JOINT SOFCHANNELENCAEEMENTCONCRETEAT CHANNEL JOINTS. ]IL \\/ /\j AND REDUCER AS NEEDED TO 3. CONCRETE SHALL BE PER SPECIFICATION SECTION 321313, / A. RECESS CHANNEL AND GRATE IV FOR PEDESTRIAN TRAFFIC.1AP FOR VEHICULAR TRAFFIC \ ///\\ \/�\\ / /\/\\\ AVOID FOOTING AND - NOTE: 5. DRAWING NOT TO SCALE. '�\\�\/�/j\\ .\\/� \/� BEDDING COURSE ESTABLISH DEPTH ALL PIPE CONNECTIONS/JOINTS SHALL BE SEALED PROFILE MISSION COUPLER OR APPROVED EQUAL TYPE A TYPE B TYPE C TYPE D TYPE E SLOPE PER PLAN. WATER TIGHT. INVERT ELEVATION(IE)NOTED IN PLAN =o ��DU RA SLOPE TRENCH DRAIN TYPICAL INSTALLATION Cleanout Detail Downspout Connection Detail W ZO I CIA$$'D'a'LOAD APPLICATION FOR CONCRETE I REPAIR SUSPENSION METHOD WITH OS-200H FRAMES v Scale:NTS =Q�a B Scale:NTS c n REFER TO LANDSCAPE PLAN FOR FINISH MATERIAL.REFER TO DRAINAGE PLAN FOR DEPTH OF FINISH MATERIAL. FINISH GRADE/TOP OF TRANSITION TO 3"SCH-40 PVC PIPE SO ROCK PER PLAN. PAVEMENT SURFACE PER PLAN SEALED ISOLATION JOINT PER 5 DETAIL 11/132.50 CONCRETE FLATWORK PER REVERSE CURB 8 CUTTER in 4:1 MAX. NOS 12"x12"CATCH BASIN WITH PLAN.SCORE CONCRETE PER DETAIL 13/C2.50. (TYP') ALONG CENTERLINE OF PIPE. CORE THROUGH CURB 8 GUTTER PERVIOUS AREA-WIDTH PER PLAN ACCESSORIES NOTED IN PLAN OR CAST-IN-PLACE AND DAYLIGHT BASIN BOTTOM COMPLETELY LEVEL 3"SCH-40 PVC PIPE.PROVIDE DRAINAGE WITH UNOBSTRUCTED v,A\ VnryF77ry OUTLET TO GUTTER PLATE HSH cPRocA IcsnwnrvrvecTloN. 2 '\1r X /\\\ /raBoo�ETNeFaM�eBND3 -USE LT : \AV A DRAINAGE . . UXE1RNAxs'BOMFARTa1113s n GEOTEXTILE PER / a"18BHASENOTHEx PART»111BN U SPECIFICATION a � � SECTION 31 20 00 FILTER SAND PER SPECIFIC ON CATCH LIMITS SHOWN IN PLAN(TYP.) SECTION 312000 o OGG°.SERLTEECTION OuaASL ee EnanneL �) BASALT AT 12-IN(MIN.) r_ouNrBuoIaBCT1oN FALL cooNTB mRICTIONAL LL- EXISTING GROUND FROM BOTTOM OF BASIN, EXCAVATE TO NATIVE BASALT AND TOP OF WATER DEPTH PER PLAN. BACKFILL WITH GRANULAR DESIGN DEPTH=7-IN STRUCTURAL FILL OR FILTER SAND PER PROVIDE BEDDING COURSE PER 3"SC ON0 PVC PIPE UNDER o 0 0 0 0 0 o m = CONCRETE PAVEMENT NOTES: SPECIFICATION SECTION 3120 00 SPECIFICATION SECTION 3120 00 AROUND _ � _ z 0 1. CONTRACTOR SHALL CONTACT DESIGN ENGINEER FOR INSPECTION AND VERIFICATION OF EXCAVATION ALL STORM DRAIN COMPONENTS \/\\/ N 1 O 11 C TO SUBSOILS/BEDROCK PRIOR TO IMPORT BACKFILL.PROVIDE 48-HR NOTICE OF INSPECTION. /\�\�\\j\\/�\j\\\/\�\�\ 3 LL 2. STORMWATER FACILITIES HAVE BEEN DESIGNED TO DETAIN AND INFILTRATE STORMWATER RUNOFF Z GENERATED FROM THE 50-YEAR DESIGN STORM. \ \\\ /\%\ p COMPACTED NATIVE 3. SEASONAL HIGH GROUNDWATER ANTICIPATED IN EXCESS OF 20-FT BELOW EXISTING GROUND SURFACE. N = EXISTING SOILS- .n•LOn_. Uj F- 4 Infiltration Swale With Cobble Surface-Type A 5 Gutter Downspout Basin s Butt Joint Female-Female 7 Typical Ditch Section o ILL w Scale:NTS Scale:NTS Saale:NTS Scale.NTS V) H � J z 4 Q Z (D 1 2 CURB PER PLAN. U LL CURB DRAIN PER DETAIL 1/C2.50,BEYOND. REFER TO LANDSCAPE PLAN FOR FINISH MATERIAL. _ FILTER SAND PER SPECIFICATION Z Q SECTION 312000 ^ �j SUBBASE COURSE STACKED BOULDER RETAINING WALL.ANGULAR O ry MATERIAL THICKNESS AT HOSE TARGET PER SPECIFICATION FILTER SAND BACKFILL SECTION 3120 00 BASALT BOULDER,APPROX.1'W X 1.25M1 X 1.51. -� � o AREA VARIES WEST TO EAST COBBLE ARMORING ATOP DRAINAGE GEOTEXTILE PER SPECIFICATION SECTION 3120 00 FINISH GRADE/TOP OF ROCK PER PLAN REFER TO LANDSCAPE PLAN FOR FINISH 4" Revisions:Q TRIM PVC GEOMEMBRANE V BELOW % 18 24 ° MATERIAL.REFER TO DRAINAGE PLAN FINISH GRADE SURFACE WITHIN SWALE FOR DEPTH OF FINISH MATERIAL. REFER TO LANDSCAPE PLAN \ \ SEE GRADING PLANS. /\\FINISH GRADE/TOP OF 1 FOR FINISH MATERIAL. CITY COMMENTS 4/11/2022&5/19/2022 41 MAX IN [SAND PER PLAN. z - - o \�\/ \\/\/ N'a FINISH GRADE/TOP OF ROCK PER PLAN - //\ // 2 ADDENDUM 2 5/19/2022 VARIES w WIDTH PER PLAN BASIN IWALE(TYP.) \\S- BOTTOM COMPLETELY LEVEL 41 MAX.(TYP.) " PERVIOUS AREA-WIDTH PER PLAN D BASIN BOTTOM COMPLETELY LEVEL a 1 PVC EXTENSION EAST 1 DRAINAGE GEOTEXTILE PER COBBLE ARMORING ATOP \ / SPECIFICATION SECTION 3120 00 DRAINAGE GEOTEXTILE PER OF BOTTOM OF SWALE Y/\\ // SPECIFICATION SECTION 3120 00 //\/\ - - BURY BOTTOM BOULDER MIN. / \ ///\ /\ / 2'SAND WINDOW EAST OF> / SECTION A-A I I=1I I I-11 I I=11 \ / � `*s \// PVC LINER 1 ER..... /\ \/�`�z - - /\ \/ � =1ll I I IiI�I I-IiI \\i\/ 2 / �.� /. U HT BO LDER HEIG /\/\\ _ DRAINAGE GEOTEXTIL\/ NATIVE SOIL\ prD;BGI ND: 2ao42NATIVE SOIL \\ PER SPECIFICATION /\ / //\ // PROVIDE 6"PVC TIE BACK AT �\\\\\/ � � \/\\\ WEST SIDE OF SWALE \/ /\ _ /\/\ DRAINAGE GEOTEXTILE PER SPECIFICATION ECTION 31 2 00 SECTION 3120 00. BEDDING COURSE PER SPECIFICATION Date: 0311412022 FILTER SAND PER SPECIFICATION SECTION 3120 00,MIN.4"-DEPTH BASALT AT 12-IN(MIN.)FROM FILTER SAND PER SPECIFICATION SECTION 3120 00.EXTEND SECTION 3120 00 FILTER SAND PER SPECIFICATION Checked By: EC/BS . BOTTOM OF BASIN,DEPTH PER PLAN. INFILTRATION WINDOW 2-FT BEYOND PVC LINER TURNDOWN BASALT AT 12-IN(MIN.) EXCAVATE TO NATIVE BASALT AND NATIVE BASALT SECTION SECTION 3120 00. AT NORTH AND SOUTH AT EASTERN EDGE OF SWALE FROM BOTTOM OF BASIN, BACKFILL WITH GRANULAR STRUCTURAL DEPTH PER PLAN. FILL OR FILTER SAND PER SPECIFICATION EXCAVATE TO NATIVE BASALT Drawn B y: CFUJL PVC GEOMEMBRANE 6" EXCAVATE TO NATIVE BASALT PVC GEOMEMBRANE 12"BELOW BOTTOM OF SWALE SECTION 3120 00 BELOW BOTTOM OF SWALE AND BACKFILL WITH GRANULAR NOTES: NOTES: STRUCTURAL FILL OR FILTER 20 MIL.PVC GEOMEMBRANE PER 1 SPECIFICATION SECTION 31 20 00. CONTRACTOR SHALL CONTACT DESIGN ENGINEER FOR INSPECTION AND VERIFICATION OF EXCAVATION 1. CONTRACTOR SHALL CONTACT DESIGN ENGINEER FOR INSPECTION AND VERIFICATION OF EXCAVATION TO SUBSOILSBEDROCK PRIOR TO IMPORT BACKFILL.PROVIDE 48-HR NOTICE OF Sheet Name: . SAND PER SPECIFICATION TO SUBSOILS/BEDROCK PRIOR TO IMPORT BACKFILL.PROVIDE 48-HR NOTICE OF INSPECTION. INSPECTION. sECTION 312000 SLOPEAT=1%. NOTES: DRAINAGE & UTILITY 1. CONTRACTOR SHALL CONTACT DESIGN ENGINEER FOR INSPECTION AND VERIFICATION OF EXCAVATION 2. STORMWATER FACILITIES HAVE BEEN DESIGNED TO DETAIN AND INFILTRATE STORMWATER RUNOFF 2. STORMWATER FACILITY HAS BEEN DESIGNED TO DETAIN AND INFILTRATE STORMWATER RUNOFF GENERATED FROM THE 50-YEAR DESIGN STORM. A-A TO SUBSOILS/BEDROCK PRIOR TO IMPORT BACKFILL.PROVIDE 48-HR NOTICE OF INSPECTION. GENERATED FROM THE 100-YEAR DESIGN STORM. 3. BOULDERS SHALL BE PLACED BELOW SPILLWAY TERMINUS AS ILLUSTRATED IN PLAN TO PROVIDE STAIR STEP TO BOTTOM OF SPILLWAY,REDUCING THE POTENTIAL OF EROSION. DETAILS2. STORMWATER FACILITIES HAVE BEEN DESIGNED TO DETAIN AND INFILTRATE STORMWATER RUNOFF 3. SEASONAL HIGH GROUNDWATER ANTICIPATED IN EXCESS OF 20-FT BELOW EXISTINGSTING GROUND SURFACE. q, BACKFILL LARGE VOIDS BETWEEN BOULDERS WITH COBBLE RIPRAP TO RETAIN SMALLER BEDDING COURSE. GENERATED FROM THE 100-YEAR DESIGN STORM. Infiltration Swales With Cobble Surface over PVC Liner-Type B 3. SEASONAL HIGH GROUNDWATER ANTICIPATED IN EXCESS OF 20-FT BELOW EXISTING GROUND SURFACE. Infiltration Swales With Filter Sand Surface -Type C O Boulder Retained Bioretention Swale Basin 0 5rae"I ale NT5 ale NT5 CITY APPROVED PLANS i_ E N Reviewed for Code Compliance Q PLANS MUST BE ON JOB SITE m sheet No: FOR ALL INSPECTIONS Q C5.50 � s k i Page 25 of 31.9. �b� 1 2 3 4 5 6 =X EG-1 ' i i Landscape Notes: I I A. CONTRACTOR SHALL REPORT TO LANDSCAPE ARCHITECT ALL CONDITIONS WHICH IMPAIR AND/OR PREVENT THE PROPER � EXECUTION OF THIS WORK,PRIOR TO BEGINNING WORK. A'`,O 4 B. FINISH GRADES TO BE SMOOTH AND EVEN GRADIENTS WITH POSITIVE DRAINAGE IN ACCORDANCE WITH SITE GRADING PLAN. pivot ` REMOVE RIDGES AND FILL DEPRESSIONS,AS REQUIRED TO MEET FINISH GRADES.PLACE 3"OF SHREDDED BARK MULCH OVER n o r t h ©� SUBGRADE SOIL TO ACHIEVE FINISH GRADE.FINISH GRADE RELATED TO ADJACENT SITE ELEMENTS SHALL BE: I I B.A. 1-INCH BELOW TOP OF ADJACENT PAVEMENT,VALVE BOX,VAULT,ETC. I B.B. 3-INCHES BELOW TOP OF CURB UNLESS NOTED OTHERWISE. I I C. ALL PLANTING BEDS SHALL HAVE A MINIMUM OF 18'OF TOPSOIL,SOD AREAS A MINIMUM OF 12"OF TOPSOIL.SPREAD,COMPACT I I AND FINE GRADE TOPSOIL TO A SMOOTH AND UNIFORM GRADE. w D. RE-USE EXISTING SURFACE TOPSOIL WHERE POSSIBLE.VERIFY SUITABILITY OF SURFACE SOIL TO PRODUCE TOPSOIL MEETING REQUIREMENTS AND AMEND WHEN NECESSARY.TOPSOIL SHALL BE A LOOSE,FRIABLE,SANDY LOAM,CLEAN AND FREE OF TOXIC (D I MATERIALS,NOXIOUS WEEDS,WEED SEEDS,ROCKS,GRASS OR OTHER FOREIGN MATERIAL AND A PH OF 5.5 TO 7.0. IF ON-SITE TOPSOIL DOES NOT MEET THESE MINIMUM STANDARDS,CONTRACTORS ARE RESPONSIBLE TO EITHER:A)PROVIDE APPROVED PIVOT NORTH ARCHITECTURE,PLLC. IMPORTED TOPSOIL,OR B.)IMPROVE ON-SITE TOPSOIL WITH METHODS APPROVED BY LANDSCAPE ARCHITECT.SUPPLEMENT WITH 1101 W.GROVE STREET MPORTED TOPSOIL WHEN QUANTITIES ARE INSUFFICIENT. CLEAN TOPSOIL OF ROOTS,PLANTS,SODS,STONES,CLAY LUMPS AND BOISE,ID 83702 OTHER EXTRANEOUS MATERIALS HARMFUL TO PLANT GROWTH. www.l)IVOtnorthdeSlgn.00m I E. IF IMPORTED TOPSOIL FROM OFF-SfTE SOURCES 15 REQUIRED,PROVIDE NEW TOPSOIL THAT 15 FERTILE,FRIABLE,NATURAL LOAM, El I SURFACE SOIL,REASONABLY FREE OF SUBSOIL,CLAY LUMPS,BRUSH,WEEDS AND OTHER LITTER,AND FREE OF ROOTS,STUMPS, I I I I STONES LARGER THAN 2INCHES IN ANY DIMENSION,AND OTHER EXTRANEOUS OR TOXIC MATTER HARMFUL TO PLANT GROWTH. STAMP: x\%l I I I I1/yy7 F. OBTAIN TOPSOIL FROM LOCAL SOURCES OR FROM AREAS HAVING SIMILAR SOIL CHARACTERISTICS TO THAT FOUND AT PROJECT `J�WN, tI^ze�'D'45rri SITE. OBTAIN TOPSOIL ONLY FROM NATURALLY,WELL-DRAINED SITES WHERE TOPSOIL OCCURS IN A DEPTH OF NOT LESS THAN 4 0 � � I I INCHES.3IIG. ALL LANDSCAPE AREAS SHALL BE WEED FREE AT THE TIME OF LANDSCAPE INSTALLATIONAEMOVE ALL ROOTS,WEEDS,ROCKS ANDFOREIGN MATERIAL ON THE SURFACE. zz _EG LA(2 H. NEW TREEPLANTING,SEE SHEET L1.50. CONTRACTOR SHALL STAKE ALL TREES DEEMED NECESSARY,LE.....FROM BEING BLOWN - I OVER,PLANTED WITH LOOSE ROOT BALL,ETC.CONTRACTOR'S OPTION. /'� 5 I I I I. NEW SHRUB PLANTING.SEE DETAIL 11.50. I ILIA Y\os r9nozz i J. ALL PLANT MATERIAL SHALL CONFORM TO THE AMERICAN NURSERYMAN STANDARDS FOR TYPE AND SIZE SHOWN.PLANTS WILL BE I REJECTED IF NOT IN A SOUND AND HEALTHY CONDITION. I K. ALL PLANT MATERIAL$HALL BE GUARANTEED FOR A PERIOD OF ONE YEAR BEGINNING AT THE DATE OF SUBSTANTIAL COMPLETION. —EG REPLACE ALL PLANT MATERIAL FOUND DEAD OR NOT IN A HEALTHY CONDITION IMMEDIATELY WITH THE SAME SIZE AND SPECIES AT 5 3)LM I NO COST TO THE OWNER. 3)GA I L. TREE PIT BACKFILL PLANTING MIX:BLEND TOPSOIL AND SOIL AMENDMENTS AND FERTILIZER FOR TREE PIT BACKFILL AT THE ��///-/`/���'q /(\'��/�� FOLLOWING RATES.BLEND AMENDMENTS THOROUGHLY WITH SOIL BACKFILL.TREE PITS SHALL BE 5'x5'x1.5'(37.5 CF/1.5 CY). RIC�.I V/ Z(rLl� BILLER L.A. APPLICATION RATES: J L.A.A. HUMIC ACID:25 LBS PER TREE PIT L.A.B. COMMERCIAL GRADE COMPOST-10 CUBIC FEET PER TREE PIT O 4 0 0 0 0 0 // /r////// /r r///// — 1 _— — L.A.C. PLANTING TABLET FERTILIZER-4 TABLETS PER TREE PIT / / JJJJJJ`c�J r r/ rrrrrrr / rrrrrr/// L.A.D. CALCIFIED DIATOMACEOUS EARTH-75 LBS PER TREE PIT _ M. SHRUB PIT BACKFILL PLANTING MIX:BLEND TOPSOIL AND SOIL AMENDMENTS AND FERTILIZER FOR SHRUB PIT BACKFILL AT THE ' / / // / ' / / /.� �' .®r FOLLOWING RATES.BLEND AMENDMENTS WITH THOROUGHLY WITH SOIL BACKFILL.SHRUB PITS$HALL BE 2.5N2.5k1'(6.25 CF/0.25 '/ ///Ti/// // rrr// //rrr /'i //rrr rrr/ EP' (. i 2)E (2 EM PF 3 r //rrr / // rrr//////rrrrr//_c..cr CY). _////rrr rrrrr//////.� ////� //i M.A. APPLICATION RATES: 5)G 2)PP PH(3 � M.A.A. HUMIC ACID:2 LBS PER SHRUB PIT �o 1 / rrr////rrrr // 3)L 1)Q 3 1 2 E} M.A.B. COMMERCIAL GRADE COMPOST-2 CUBIC FEET PER SHRUB PIT 0=N r rrrr///rrr / I (3)Etif 3)HP 1 2 1)LE LE 1 r GG r r r r r/rrrrrr / M.A.C. PLANTING TABLET FERTILIZER-2 TABLETS PER SHRUB PIT W Z 0 I 1 P /Y///rrrr//////r M.A.D. CALCIFIED DIATOMACEOUS EARTH-15 LBS PER SHRUB PIT �/a Bp ) 1 N. IMMEDIATELY CLEAN UP ANY TOPSOIL OR OTHER DEBRIS ON THE SITE CREATED FROM LANDSCAPE OPERATIONS AND DISPOSE OF =Q 1 2)P -CK(2 r rrrrr///////// r 2 PROPERLY OFF SITE. ~ACM 0. CONTRACTOR SHALL SUBMIT MATERIAL SAMPLES FOR LANDSCAPE BARK MULCH TO LANDSCAPE ARCHITECT FOR APPROVAL PRIOR PIN(2 'r r v 1)MS TO PROCUREMENT.LANDSCAPE BOULDERS,PHOTO SUBMITTAL IS ADEQUATE.FOR ROCK MULCH,SUBMIT 1 GALLON BAG SAMPLE O TO OWNER. `�1 �\, Sheet Notes: zh�l�� / IQw/rrrr •- - 1. COORDINATE WITH TWIN FALLS PARKS AND RECREATION FOR MAINTENANCE SPECIFICATIONS. i = 3)CK r ° ( �f - CONTACT TODD ANDERSEN 3 RE r 1 I 208-736-2277 2)CA I ° tanderson@tlid.org O 111. 3)HP � u€I� 3 LM C./� e ) 3 3 2. SEE SHEET L1.50 FOR DETAILS. ° ?)bM Keynotes: Z/TO NUMB RED NOTES BELOW. - _1 2)�P CD ..:I: O f'2 / :� PROPOSED 4)SS O - 1. 40 x401NTERSECTION CLEAR VISION TRIANGLE - E(2 PROPOSED C rrr //r r 1 Mp O .`,{ 2. 3 4 LANDSCAPE BERM MAX 33%SLOPE A / / BUILDING = //y/ L1 3. INSTALL RIP RAP IN THIS ARE OVER DRAINAGE GEOTEXTILE PER SPECIFICATION SECTION 31 20 00. - DC) 4. INFILTRATION SWALE.SEE DRAINAGE PLAN SHEET C4.10. S. REPAIR ANY EXISTING LANDSCAPE DISTURB D 0 EW CONDITIONS.MATCH EXISTING. = O O O / Q r// /rrr rr U) o ° o ' /%� ;t;', „ ° � �' ° Landscape Le end I Q I 0(2 MONTANE MIX O O 2"MIN.-4"MAX.ROUND 3-IN DEPTH, 170 O ` j /////rrrrrrrr/// f-/ 1 2 NATIVE BLEND SOD HP /rrrrrr///r r//,� ///r r / COBBLESTONE RIP RAP, SHREDDED BARK Q L T 2 CK By /•/ r �/ ///rrrr/////rrr / / O O DEPTH PER DRAINAGE MULCH z 0_ c� 1 LE ///rrrr////rrrr /// PLAN SHEET C4.10. O //rrrrrr//rrrrr / / / // C I(1 4� g 2 P /rrrrrrrrrrrrrrr 1)NIS _ rrrrrrrrrrrrrrrr(rr rr.gt r�;.qt a P O I �� - 1)PN rrrrrrrrrrrrrrrrxr�r rr JrTrl BASALT BOULDERS 12"MIN DEPTH OF FILTER C� r/rrrrrrrrrrrrrrlry rr r p 4'-6"MAX.ROUND SAND,SEE DRAINAGE PLAN z Z qqqq Vq 3-4'(HT)x2-3' Q //rrrrrrrr/rrrrr/yr1r/�/G.1 �p0 COBBLESTONE RIP RAP, ❑ 1 _ k rrrrrrrrrrrrrrrr /Yy r r r r IFr,,l1 (DIAMETER) 12"DEPTH ❑ INFORMATION. MORE N F- _ ///rrrrr////rrrr// rr��rrrr/ _ - = Lu /rrrrrrrrrrrrrrrr/rArr rr 0 rrrrrrrrrrrrrrrr jjrr / _ yr cc S — rr////////r/////6�/ // �/� 4-IN DEPTH,3/4-IN BASE O Q //////rrrr///////// / /// COURSE PER SPECIFICATION EL //rrrrrr///rrrrr / �/ SECTION 312000. - C3/ ��,,,,rr L .5 rrrr /// r/ //////////////rr/r//C/) /r r // J v~i I II 'db L EM(2 ///X✓r �� s rrrrrr// ///rrrr a/iiiii///iiiii/// rrrr/ / J O ( _rY/ d- 40�❑ rrrr r r r� .vrrrrrrrrrrrrrrrrr rrrr / PK / PH(3 rr'r Jam- 3 "" 0 /r// A r ///r/r rrrrrrrrrrrrrr r rr rr ) O r�7 �� V rrrr/ r/)�irrrr 2)PN ////rrrrrrr//r�I/y/rr rrr PLANT SCHEDULE I� Z L // / / rrrrr/// rrr/ 3)JB rrr// - �' /rrr/// // / rrr/rrrrrr//��/ ///r rrr/ DECIDUOUS TREES BOTANICAL/COMMON NAME SIZE CONTAINER cu z rn 11 I Q rrrrrrr r0/ //rrr •� Q 3)GA "r� ^ 'nvnvn�5nnG `( r r /////r r/// / rrr // r r// CA CERCIS CANADENSIS'APPALACHIAN RED'/APPALACHIAN RED EASTERN REDBUD 2"CAL. B&B O . 2)HP 'C1J 'QJ'C�J'C1J`C�J'OJ'OJ'OJ /////rrr///Z/ r r // L ry LE LIRIODENDRON TULIPIFERA'JFS-Ol TM/EMERALD CITY TULIP POPLAR 2"CAL. B&B d .x, / YY��JJ ` J`c�J`cJJ4J `'�w7`�J rrrrrrrrrrr.Ji rr rr rrrrr 2 1 2 • 1)MS O O ^OHO n��6 C3 O O rrr/rrrrr r /� r r rrrr ME MAGNOLIA X'GENIE'/GENIE MAGNOLIA 2"CAL. B&B - /' 2)PIP 4 '0.JY�JYZJ � Wrr//rrrrr1r/ rr r rr 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O ////rrrrrr / r rrrr r / / 1)PC �J 4 Q Q Q Q Q Q //////rrr/// / rrrr/ / / OK OUERCUS ROBURX ALBA'JFS-KW1QX'TM/STREETS PIREOAK '2"6AL B&B Revisions: /F//////// (3)RG 'QJ 'W 'O.J JY�J'CtJ / /////rrr/ 4/ r1/rrr r�r// )OK EVERGREEN TREES BOTANICAL/COMMON NAME SIZE CONTAINER ,: ••• / 2)CA O O O O O O O O O O O O O O ////////// / /////r�/ / 1 CITY COMMENTS 4/11/2022&5/19/2022 / 2)CK / /t/ LE PF PINUS FLEXILIS'VANDERWOLPS PYRAMID'/VANDERWOLPS PYRAMID LIMBER PINE 6'HT. B&B 2 ADDENDUM 2 5/19/2022 •PK('1 / ./ 3)EM " //////rrr.Ll/ rrrr / 1,PE p ••CK(1, : r / r 3)HP ////r////1/�.T/ / PG PICEA PUNGENS'GLAUCA'/BLUE COLORADO SPRUCE 6'HT. B&B 9 //rrr////r/r/r - `` 2)PP r/////rrrrr // // r/// PK PINUS KORAIENSIS/KOREAN PINE 6'HT. B&B 1)QK A® r/ D '• :•' / / /// a 2)CH i // SHRUBS BOTANICAL/COMMON NAME SIZE CONTAINER / / // / // 1)CK /(r/ r�// / (3)PF F9////rrr//////r////\1(�/n(/ //// //// CH CORNUS ALBA'BAILHALO'TM/IVORY HALO DOGWOOD 5 GAL. 77/✓.E EP Pp, E➢ /r r/////////////////////k/ 7X/11 CK CALAMAGROSTIS X ACUTIFLORA'KARL FOERSTER-/FEATHER REED GRASS 1 GAL. :•:1:' rrr /// �r/ //rrrrr/// rrrrr////rrrr // /rrrrr/// ry rrr//rrrrrr///rrrrr////rrrr////err/r7////irr// CM COREOPSIS VERTICILLATA'MOONBEAM/MOONBEAM THICKLEAF TICKSEED 1GAL. � EM EUONYMUS FORTUNEI'MOONSHADOW'TM/MOONSHADOW EUONYMUS 2GAL. GA GAILLARDIA X GRANDIFLORA'ARIZONA SUN'/BLANKETFLOWER 1GAL 4 HB2 HELICTOTRICHON SEMPERVIRENS'BLUE OATS'/BLUE OAT GRASS 1GAL, Project No: 20.042 I I HP HEMEROCALLIS X'PARDON ME'/PARDON ME DAYLILY 1 GAL,I I I Data: 0311412022 I I JB JUNIPERUS SCOPULORUM'BLUE ARROW'/BLUE ARROW JUNIPER 5 GAL. I I LM LAVANDULA ANGUSTIFOLIA'MUNSTEAD'/MUNSTEAD ENGLISH LAVENDER 1GAL, Checked By: ECIBS v I I I MP MISCANTHUS SINENSIS'PURPURESCENS'/FLAME GRASS 1 GAL. _ ® I I I I Drawn By: CRIJL © I I PH PANICUM VIRGATUM'HEAVY METAL'/BLUE SWITCH GRASS 1 GAL. PN PHYSOCARPUS OPULIFOLIUS'SUMMER WINE-/SUMMER WINE NINEBARK 5 GAL. 3 I I I PP PINUS MUGO VAR.'PUMILIO'/MUGO PINE 3 GAL. Sheet Name, I a I I RG RHUS AROMATICA'GRO-LOW'/GRO-LOW FRAGRANT SUMAC 2 GAL, I I SS SCHIZACHYRIUM SCOPARIUM'THE BLUES'/THE BLUES LITTLE BLUESTEM 1 GAL, LANDSCAPE PLAN I I IIII I IIII � I IIII I I I IIII I I IIII CITY APPROVED PLANS a I III I e I IIII Reviewed for Code Compliance E PLANS MUST BE ON JOB SITE 0 w i i FOR ALL INSPECTIONS I I IIII m I IIII Sheet No: I IIII I � I IIII L1 .00 L NDSCAPE PLAN 1 11 1 E s 0 20' 40' g Horizontal Scale:1"=20' �b Page 26 of 319 1 2 3 4 5 6 NOTES: 1. THE STAKING OF TREES IS TO BE THE CONTRACTOR'S OPTION;HOWEVER,THE CONTRACTOR IS pivot ' '`v,O 4 � RESPONSIBLE TO INSURE THAT ALL TREES ARE PLANTED STRAIGHT AND THAT THEY REMAIN REMOVE DEAD/DAMAGED BRANCHES AND PRUNE TO ` STRAIGHT FOR A MINIMUM OF 1 YEAR.ALL STAKING SHALL BE REMOVED AT THE END OF THE ONE INTERNATIONAL SOCIETY OF ARBORICULTURE STANDARDS; YEAR WARRANTY PERIOD. IMPROPERLY PRUNED TREES(AS DETERMINED BY THE north 2. IN THE EVENT OF A QUESTION OR LACK OF CLARITY ON THE DRAWINGS,THE CONTRACTOR IS TO LANDSCAPE ARCHITECT)SHALL BE REMOVED AND REPLACED. NOTIFY THE LANDSCAPE ARCHITECT BEFORE PROCEEDING. ARCHITECTURE 3. LANDSCAPE CONTRACTOR IS TO NOTIFY THE LANDSCAPE ARCHITECT AND OWNER PRIOR TO INSTALLATION OF PLANT MATERIAL. PREVAILING WIND DIRECTION 4. WRAP RUBBER CINCH TIES AROUND THE TREE TRUNKS AND STAKES USING EITHER THE - STANDARD OR FIGURE EIGHT TYING METHOD.SECURE THE TIES TO THE STAKES WITH TREE WRAP TRUNK PROTECTION, GALVANIZED NAILS TO PREVENT SLIPPAGE. 5. WATER TREE TWICE WITHIN THE FIRST 24 HOURS. REMOVE AFTER INSTALLATION PIVOT NORTH ARCHITECTURE,PLLC. A 6. IN THE EVENT HARDPAN SOILS PREVENT TREE PLANTING AS DETAILED,NOTIFY THE LANDSCAPE RUBBER CINCH TIE 1101 W.GROVE STREET ARCHITECT IMMEDIATELY. BOISE,ID 83702 2'z 2"x 8'CEDAR STAKE-DO NOT PENETRATE FOOTBALL. ROOT PROBE SEE NOTE 1.SET STAKES PARALLEL TO PREVAILING WIND. WWW.PIVOtnorthdesign.COm SOIL LINE STAMP: \\\P,SE of n xxi MULCH LAYER,KEEP MULCH 3"AWAY FROM J oT�A'4'6 i TRUNK -'ap UTILIZE SOIL/ROOT PROBE AROUND TRUNK U� (APPROX.3-4" BACKFILL WITH SOIL PLANTING MIX.SEE AWAY FROM TRUNK)TO LOCATE 3" SPECIFICATIONS FOR ADDITIONAL INFORMATION `d LA-1 95 . 4 \ HIGHEST ROOTS.HIGHEST ROOTS SHOULD BE P POSITIONED AT OR SLIGHTLY ABOVE GRADE LEVEL. a ,.�� FINISH GRADE ��x/'HNDSCA4�\\\\ REMOVE BURLAP,TWINE,AND WIRE BASKET FROM TOPzyit l 111\\\ 03/11/2022 Yz OF FOOTBALL,REMOVE ALL NAILS,TIES,AND PLASTIC COMMERCIAL SLOW RELEASE FERTILIZER TABLETS FROM FOOTBALL.IF SYNTHETIC BURLAP IS UTILIZED TO WRAP THE FOOTBALL,IT SHALL BE COMPLETELY REMOVED.ONLY BIODEGRADEABLE BURLAP SHALL BE RICFC2YgusmILLER LEFT ON THE BOTTOM OF THE FOOTBALL. �� SET FOOTBALL ON NATIVE UNDISTURBED SUBSOIL 2x FOOTBALL DIAMETER 1 Deciduous Tree Planting 3x FOOTBALL DIAMETER Scale:NITS NOTES: 1. THE STAKING OF TREES IS TO BE THE CONTRACTOR'S OPTION;HOWEVER,THE CONTRACTOR IS REMOVE DEAD/DAMAGED BRANCHES AND PRUNE TO " RESPONSIBLE TO INSURE THAT ALL TREES ARE PLANTED STRAIGHT AND THAT THEY REMAIN INTERNATIONAL SOCIETY OF ARBORICULTURE STANDARDS; 10= STRAIGHT FOR A MINIMUM OF 1 YEAR.ALL STAKING SHALL BE REMOVED AT THE END OF THE ONE YEAR WARRANTY PERIOD. IMPROPERLY PRUNED TREES(AS DETERMINED BY THE W Z O z 2. IN THE EVENT OF A QUESTION OR LACK OF CLARITY ON THE DRAWINGS,THE CONTRACTOR IS TO LANDSCAPE ARCHITECT)SHALL BE REMOVED AND REPLACED. B NOTIFY THE LANDSCAPE ARCHITECT BEFORE PROCEEDING. a C.'r 3 NSTALLAP ON OF CONTRACTOR ACPLANTOR IS TO NOTIFY THE LANDSCAPE ARCHITECT AND OWNER PRIOR TO o• ��/� 4. WRAP RUBBER CINCH TIES AROUND THE TREE TRUNKS AND STAKES USING EITHER THE STANDARD OR PREVAILING WIND DIRECTION FIGURE EIGHT TYING METHOD.SECURE THE TIES TO THE STAKES WITH GALVANIZED NAILS TO PREVENT SLIPPAGE. 5. WATER TREE TWICE WITHIN THE FIRST 24 HOURS. • RUBBER CINCH TIE 6. IN THE EVENT HARDPAN SOILS PREVENT TREE PLANTING AS DETAILED,NOTIFY THE LANDSCAPE " C� ARCHITECT IMMEDIATELY. •;g 2'z 2"x B'CEDAR STAKE-DO NOT PENETRATE FOOTBALL. ROOT PROBE SEE NOTE 1.SET STAKES PARALLEL TO PREVAILING WIND. SOIL LINE � � o MULCH LAYER,KEEP MULCH 3"AWAY FROM TRUNK - � I UTILIZE SOIL/ROOT PROBE AROUND TRUNK — (APPROX.3-4"AWAY FROM TRUNK)TO LOCATE BACKFILL WITH SOIL PLANTING MIX.SEE HIGHEST ROOTS.HIGHEST ROOTS SHOULD BE 3' SPECIFICATIONS FOR ADDITIONAL INFORMATION. POSITIONED AT OR SLIGHTLY ABOVE GRADE LEVEL. \\ �� FINISH GRADE REMOVE BURLAP,TWINE,AND WIRE BASKET FROM TOP Yz OF FOOTBALL,REMOVE ALL NAILS,TIES,AND PLASTIC \ / COMMERCIAL SLOW RELEASE FERTILIZER TABLETS FROM FOOTBALL.IF SYNTHETIC BURLAP 15 UTILIZED TO WRAP THE FOOTBALL,IT SHALL BE COMPLETELY REMOVED.ONLY BIODEGRADEABLE BURLAP SHALL BE / LEFT ON THE BOTTOM OF THE FOOTBALL. /�� �� SET FOOTBALL ON NATIVE UNDISTURBED SUBSOIL 2z FOOTBALL DIAMETER Coniferous Tree Planting 3xR00TBALLDIAMETER M O 7 2 Scale.NTS z 0 C J I— LL < Z _ LLI D O ILL w V) H J z J z Q O WATER RETENTION TURF MULCH AT '' - MULCH LAYER BASIN B PLANTER BEDS +' LL Z V 7 Q FINISH \ i\�j�\\% '��/ OL TOPSOIL CUT EDGE COMMERCIAL �� �� //�� //�� �� BACKFILL WITH SOIL PLANTING Revisions:0 FERTILIZER TABLETS // // MIX.SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION. �a D 3 Shrub Planting 4 Planter Edge Cut Edge Scale:NITS Scale:NTS Project No: 20-042 - Date: 0311412022 Checked By: EC1BS Drawn By: CR1JL Sheet Name: LANDSCAPE DETAILS CITY APPROVED PLANS Reviewed for Code Compliance E PLANS MUST BE ON JOB SITE Lu FOR ALL INSPECTIONS 0 m Sheet No: s � L1 .50 in _k fib. Page 27 of 319 1 2 3 4 5 6 Sheet Notes: l j 1. COORDINATE WITH TWIN FALLS PARKS AND RECREATION FOR MAINTENANCE SPECIFICATIONS. CONTACT:TODD 6-2277 EN pivot 206-736-2277 I tandemon@0id.org I I 2. THE IRRIGATION CONTRACTOR SHALL NOTIFY THE TWIN FALLS PARKS&RECREATION DEPARTMENT BEFORE STARTING THE n o r t h I I PROJECT.A SITE AND INSTALLATION OVERVIEW BETWEEN CONTRACTOR AND OWNER/OWNER'S REPRESENTATIVE SHALL BE l I I CONDUCTED. 3. SEE SHEET L2.50 FOR DETAILS AND IRRIGATION SYSTEM NOTES. # CALLOUT NUMBERS COORDINATED Keynotes: TO NUMBERED NOTES BELOW.OD ' 1. FIELD LOCATE EXISTING 4-IN PRESSURE IRRIGATION MAINLINE AT THIS LOCATION.TAP AND CONNECT WATER TIGHT ONTO PIVOT NORTH ARCHITECTURE,PLLC. Q o 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.00m I I 4. CUT AND CAP IRRIGATION LATERAL AT THIS LOCATION.INSTALL A QUARTER CIRCLE HEAD NORTH OF PROPERTY LINE THAT SPRAYS ONTO EXISTING IRRIGATION RETAINED(KEYNOTE 3).RELOCATE/RE-NOZZLE HEADS AS REQUIRED TO ENSURE HEAD El I TO HEAD COVERAGE AND THAT NO SPRAY HITS HARDSCAPE.ANY DISTURBANCES E SHALL BE REPAIRED TO NEW STAMP: CONDITIONS.EQUIPMENT SHALL MATCH EXISTING RIGHT-OF-WAY IRRIGATION SYSTEM. El r--1 3 I I S -EG-{ ' LA-1 796 v\0e,13rz022 �\ T i IRRIGATION SCHEDULE 4 -EG v 4 I 3 SYMBOL MANUFACTURERVMODEL/DESCRIPTION PSI DETAIL ' RAIN BIRD 1806-SAM-PRS ADJ 30 6/L2.50 TURF SPRAY Go"POP-UP SPRINKLER WITH CO-MOLDED WIPER SEAL.1/2" I 45 e480 NPT FEMALE THREADED INLET.WITH SEAL-A-MATIC CHECK VALVE. 'RIcEfV/gusmILLER 12 15 18 PRESSURE REGULATING. ..// SYMBOL MANUFACTURER/MODEUDESCRIPTION DETAIL RAIN BIRD XCZ-100-PRB-R 8/1-2.50 - �P- WIDE FLOW DRIP CONTROL KIT FOR COMMERCIAL APPLICATIONS.PURPLE I I O "EPA-Ep- - CAP DESIGNATES FOR RECLAIMED WATER,NON-POTABLE USE.1"PESBR -' - O O ® Er VALVE AND 1"PRESSURE REGULATING 40PSI BASKET FILTER.0.3GPM TO 20GPM. /// I AREA TO RECEIVE DRIPLINE 9/L2.50 I 1 40.3 2 4.94 3 4.24 4 5.98 5 6.61 i i 6 3,g2 I NETAFIM TLCV-06-18 o V. V. V. \ I TECHLINE PRESSURE COMPENSATING LANDSCAPE DRIPLINE WITH CHECK I 1 I VALVE.0.6 GPH EMITTERS AT 18"O.C.DRIPLINE LATERALS SPACED AT 18" W Z O -------i x a , APART,WITH EMITTERS OFFSET FOR TRIANGULAR PATTERN.17MM. I I I SYMBOL MANUFACTURER/MODEUDESCRIPTION DETAIL I j 2 � � � � � + � I i RAIN BIRD PESBR-PRS-D 7/L2.50 ' ///---- \ I I 1",1-1/2",AND 2"DURABLE CHLORINE-RESISTANT VALVES FOR RECLAIMED ° Y Y. �. / / \ \ I I WATER APPLICATIONS.WITH SCRUBBER MECHANISM TECHNOLOGY, ° °" ye, / / 1 I I I I PURPLE FLOW CONTROL HANDLE,AND PRESSURE REGULATOR MODULE. 2„ - / I I L- J I RAIN BIRD 44-RC 5/12.50 ' / ------ 1"BRASS QUICK-COUPLING VALVE,WITH CORROSION-RESISTANT ��•,',• I I 1Yz• 1Y - - -- - // I I I I I I 0 STAINLESS STEEL SPRING,THERMOPLASTIC RUBBER COVER,AND 2-PIECE ,y°„ �. I BODY. _ I I - r SHUT OFF VALVE 3/12.50 -Il O DRAIN VALVE 4/12.50 CD C/D _ E Lo I POINT OF CONNECTION AT EXISTING 4-IN PIRR LINE POINT OF CONNECTION AT EXISTING 4-IN PIRR LINE(SOUTH HILLS PUMP PIRR SYSTEM) z PROPOSED uN I I I I I IRRIGATION LATERAL LINE:PVC SCHEDULE 40 1/L2.50 I I I PVC SCH.40 PIPE SHALL BE USED WITH SOLVENT WELD SCH.40 FITTINGS i I 3 �I I I ' BUILDING 0 I I I I I FROM 1/2"-2-1/2"PIPE SIZES.ALL PIPE 3"AND ABOVE SHALL BE CLASS CD ,I I I I I I 200 WITH DUCTILE JOINT RESTRAIN FITTINGS BY LEEMCO. z I I I I I I I I I IRRIGATION MAINLINE:PVC SCHEDULE 40 1/12.50 uPVC SCH.40 PIPE C _ I I I ' I\ (\ I - SHALL FITTINGS FROM 1/2"-2-1/2"PIPE SIZES.ALL PIPE 3"A D ABOVE SHALL BE CLASS Q I I I I I � ,� \\-------- / r• ; 9.83 200 WITH DUCTILE JOINT RESTRAIN FITTINGS BY LEEMCO. 7 L-J I - �. PIPE SLEEVE:PVC CLASS S 21 2/L2.50 PIPE SLEEVE SHALL BE TWICE THE SIZE OF DESIGNED PIPE DIAMETER FOR MAINLINE AND 4"FOR LATERAL LINES.INSTALL ADDITIONAL 2"SLEEVE AT p ALL MAINLINE SLEEVES FOR CONTROL WIRES OR WHERE CONTROL WIRE m = LEAVES MAINLINE ROUTE. 7 p u u L o V - i VaM CeVa Number lll O J J # Ir C Q CD 1 = I Valor Floes � Q O I $ i i ® # Valve Size Q >z ---------------- ----J w LU - cc O N Q CS O-- - I L _ �� - �' ILLw ay 3 ---------------- C10 , I m a, ] I I r I V)q I I L I L D I I / J o ' _____ o� T�� 0 c0 l �0 ❑� I- _. ILLL Y4 z % p I 7 - - _ < A O I - I O I 7 m, I Y. I L I N v y4. \ ��---------------------------\ q \ Revisions: \�\� �/ � � W I I •� > I j �----- ---- 1 CITY COMMENTS 4/11/2022&5/19/2022 3 PR-01 UM2 6/3/022 "' it F,o \ --------------------_� �. e 3 I I -mow 2 ADDEND 5/19/2022 EP EP EP --- -- � I J 1Y°D 1- g I 3/ 1Y 66 2. p�, EPA EP �T I II I 10 40.5 9 5.21 8 a.4z > j j Project No: 20.042 1Y" - Data: 0311412022 I I IIII I I I I I I> I . I Checked By: EC1BS o ® I I IIII i3 Wiring General Notes _--_--_--_-j I__ ___- 2 I j Drawn By: CR1JL © I I I I I I 1. ANY UTILITY,LANDSCAPE,IRRIGATION OR HARDSCAPE DISTURBED SHALL BE _______________________ A j REPAIRED TO NEW CONDITIONS. ' I I I I I I 2. ROUTING OF IRRIGATION TWO-WIRE SHALL RUN PARALLEL TO THE EXISTING 4-IN I I I I I I PRESSURE IRRIGATION MAINLINE OF THE SOUTH HILLS PRESSURE IRRIGATION MAIN y Sheet Name: I I I I I I I LINE AND WITHIN THE WATER MAIN EASEMENT SYSTEM AS SHOWN. < ' IIII i i Wiring Legend II I IRRIGATION PLAN I IIII I I I IIII I I I I I I I I BASELINE 3200 CONTROLLER,14-GAUGE CONTROLLER WIRE I>I -A-PATH'A'.COIL 36"OF EXTRA WIRE IN EVERY VALVE BOX.COLOR: ' < I IIII YELLOW _ ILL Wiring Keynotes " a CITY APPROVED PLAN 1. FIELD LOCATE EXISTING BASELINE 3200 CONTROLLER IN THE PIPE CHASE OF THE RESTROOM BUILDING OF VISTA BONITA PARK.CONNECT AND EXTEND 2-WIRE PATH AT CONTROLLER AND EXTEND PER PLANS. Reviewed for Code Compliance 2. BORE EXISTING ASPHALT AND INSTALL A 2"CLASS 200 PVC SLEEVE FOR WIRE. L I I I j 3. TERMINATE 2-WIRE PATH AT THIS LOCATION.COIL 60"OF EXTRA WIRE IN A 10-IN I I I I I I I ROUND VALVE BOX.MARK LOCATION ON AS-BUILT DRAWINGS. P ANS MUST BE ON JOB SITE (w IRRIGATION WIRE PLAN FOR ALL II>iISPECTdONS 160' o I I IIII I I m I III Horizontal Scale:V=80' Sheet N o: g I I I IIII I I I I IIII I I a W I I IIII L2.00 IRRIGATION PLAN 20' r Horizontal Scale:1"=20' it Page 28 of 319 1 2 3 4 5 6 FINISH GRADE AT TOP OF TRENCH SHALL MATCH Irrigation Notes: O4 SURROUNDING FINISH GRADE A. SYSTEM DESIGN BASED ON THE ASSUMPTION OF THE AVAILABILITY OF 47 G.P.M. pivot AND 45 P.S.I.AT THE SOURCE. B. CONTRACTOR TO VERIFY LOCATION OF ALL UTILITIES PRIOR TO INITIATION OF ANY n o(t h FINISH GRADE DEMOLITION OR CONSTRUCTION OPERATIONS ANY DAMAGE TO EXISTING PAINTED 2"x 4"STAKE j\�/j\ \ � UTILITIES SHALL BE CONTRACTORS RESPONSIBILITY. "EXTENDED 24"ABOVE GRADE /\/\\ 10 ROUND VALVE BOX \\\� C. COORDINATE ALL IRRIGATION INSTALLATION OPERATIONS WITH CIVIL, �\\ MECHANICAL,AND ELECTRICAL ENGINEERING SHEETS PAVING BRICK(1 OF 3) D. SLEEVE UNDER COORDINATE INSTALLATION C IRRIGATION CONTRACTORS. CONDUIT AND SLEEVES UNDER HARD SURFACES WITH RESPECTIVE CONTRACTORS. E. ALL SLEEVES TO BE INSTALLED AS PART OF IRRIGATION CONTRACT. �\\�\ �� \\\�/ "gZpoaFo y �\\\�i\ j\ O APPROXIMATE LOCATION OF SLEEVES ARE SHOWN ON THE IRRIGATION PLAN. PIVOT NORTH 0 W.GROVE STREET PLLG A \�\\\m' �\ p� \�\\\ \\\� �\�\�/� \��\/ / FIELD VERIFY LOCATION.ALL ENDS OF SLEEVES TO BE TAPED OR CAPPED AND \\ ,\vl//\ \�\ r/ 12 AWG TRACER WIRE\\ /' � \\• �/ 24"COVER/ %\\�\ 6"ADS LENGTH AS REQUIRED MARKED WITH A 2"X 4"PAINTED STAKE EXTENDING TO 24"ABOVE GRADE. BOISE,ID 83702 S(OLID BARE COPPER)'� \\\/\�\j \j M.N./ \���/• //\/ STAKES ARE NOT TO BE REMOVED UNTIL THE IRRIGATION SYSTEM IS COMPLETE. WWW.IVOtnorthdesl n COm j\j \\j\/\� MIN.18" r \// LEEMCO SS GATE VALVE WITH CROSS TOP ALL SLEEVES SHALL EXTEND A MINIMUM OF 18"BEYOND BACK OF CURB OR EDGE P 9 EXTENSION .\ \� (LGT11 SS304X).SIZE THE SAME AS THE OF PAVEMENT.PROVIDE COMPACTED BACKFILL. \ p i SAND OR ROCK FREE SOIL /\ / MAINLINE IN WHICH IT IS INSTALLED. F. CONTRACTOR TO OBTAIN AND PAY FOR ALL PERMITS AND FEES REQUIRED FOR STAMP: \ a � :gyp, �..4 i\\/ \III I1/ - \\\� AROUNU ALL PIPE \/ \/\ \/ /\/\ PVC MAINLINE gtN 888cccnrrr4,y \�\\� G. IRRIGATION CONTROLLER IS EXISTING AND IS SHOWN ON PLAN. IRRIGATION _ 3 CONTRACTOR TO PROVIDE ALL REQUIRED CONNECTIONS TO 24 VOLT IRRIGATION PVC LATERAL OR .• ONTROL WIRE INSIDE THE BUILDING$THROUGH APPROPRIATE IZEU CONDUIT. S - �� MAINLINE PERFORMANCE OF A POP-UP SPRINKLER ARE TO BE REPLACED WITH A 12"HIGH LA-1 795 - �\\\�j\\\�\ \\�\ \ �://� \�j��j��jX�j��j��j��jX/ POP-UP SPRINKLER. TAPE AND BUNDLE CONTROL � /\\ PVC SLEEVE TWICE THE SIZE \/\/\\ ��� ����� I. ALL ELECTRICAL WORK TO MEET OR EXCEED N.E.C.,STATE CODES,LOCAL CODES, 11Y\NN WIRE AT 1Y-O'O.C.INTERVALS, � \�\%\\j\� OF IRRIGATION LATERAL /�\\/�\\/�\\/�\\/�\\/�\\/�\\/ \\�\� �\ BRASS UNION Obn3rzoz2 - \\\ \\ / \/ \ //\ AND MANUFACTURER'S RECOMMENDATIONS. PLACE TO SIDE OF MAINLINE J. CONTRACTOR SHALL REMOVE AND DISPOSE OF ALL ROCK AND DEBRIS BROUGHT CONTROL WIRE SLEEVE.WIRE SHALL \\ j\\/\\\ TO THE SURFACE AS A RESULT OF TRENCHING OPERATIONS. NOT BE RAN IN SAME SLEEVE AS ��i\�%\\��\ \\'`�\\�\ K. CONTRACTOR SHALL REFER TO SPECIFICATIONS AND DETAIL DRAWINGS FOR \\\/ IRRIGATION PIPING. ADDITIONAL REQUIREMENTS. �-//-/].�q A/ \�,�/A, L. INSTALLATION SHALL COMPLY WITH ALL NATIONAL,STATE,AND LOCAL LAWS RI�r//��' �JVW.t.ILLER AND ORDINANCES. �■ �✓y V,lJ`J(/[/l7 M. IRRIGATION CONTRACTOR SHALL PROVIDE AN AS-BUILT IRRIGATION PLAN UPON 1 TRENCH SECTION 2 SLEEVING SECTION 3 ISOLATION VALVE COMPLETION OF INSTALLATION AND PRIOR TO FINAL PAYMENT. SCALE: NTS SCALE: NTS SCALE: NTS N. THE ENTIRE SYSTEM SHALL BE GUARANTEED TO BE COMPLETE AND PERFECT IN EVERY DETAIL FOR A PERIOD OF ONE YEAR FROM THE DATE OF ITS ACCEPTANCE; REPAIR OR REPLACEMENT OF ANY DEFECTS OCCURRING WITHIN THAT YEAR SHALL BE FREE OF EXPENSE TO THE OWNER. 0. AS PART OF THIS CONTRACT,PERFORM AT NO EXTRA COST WINTERIZATION AND FINISH GRADE SPRING START UP OF THE SYSTEM DURING THE GUARANTEE PERIOD. _ \�\ \\j\\, 10"ROUND VALVE BOX P. ALL MATERIALS SHALL BE NEW AND WITHOUT FLAWS OR DEFECTS OF THE o 10"ROUND VALVE BOX //" QUALITY AND PERFORMANCE SPECIFIED,AND SHALL MEET THE REQUIREMENTS / \\�N OF THIS SYSTEM.USE MATERIALS AS SPECIFIED,NO SUBSTITUTION$SHALL BE (3)PAVING BRICK 0=N Y/\ \/\ QUICK COUPLER VALVE PERMITTED WITHOUT PRIOR WRITTEN PERMISSION OF THE OWNER. W Z O z /\\ \ WITH COVER Q. IRRIGATION CONTRACTOR SHALL MAKE NECESSARY MINOR FIELD ADJUSTMENTS =Q B2"MAX. TO SPRINKLER NOZZLE$,SPRINKLERS,PIPE,AND OTHER IRRIGATION EQUIPMENT r j\ BACK OF WALK LOCATIONS TO FIT THE AS-BUILT SITE.ADJUST HEAD AND PIPE LOCATIONS AS OR CURB REQUIRED TO AVOID DAMAGING EXISTING THEE ROOTS.ADJUSTMENTS SHALL 6"DIA.ADS LENGTH \\/\\\� ENSURE HEAD TO HEAD COVERAGE. 3' FINISH GRADE R. IRRIGATION PIPING LAYOUT IS SCHEMATIC.WHERE LINES ARE SHOWN BELOW AS REQUIRED //\\ MIN. FILTER FABRIC BARRIER // / PAVEMENT ADJACENT TO LANDSCAPE AREAS,THEY ARE TO BE LOCATED IN THE LEEMCO S$GATE /\ \ // FINISH GRADE LANDSCAPE AREA UNLESS SHOWN WITH A SLEEVE SYMBOL. VALVE WITH CROSS LASCO SNAPLOK STABILIZER \ //\\%\\ \%\\\ S. LOCATION OF EXISTING EQUIPMENT ARE SCHEMATIC IN NATURE.FIELD VERIFY /�•,',• TOP(LGT11 SS304X) j� \ D D D D D INSTALL 1/4"ABOVE GRADE / \\ \/ \//, ALL BASE AND EXISTING IRRIGATION ELEMENTS AND CONDITIONS PRIOR TO 6"DEEP PEA GRAVEL \\ \\ \\\\ SCH.40 ELL TT y \ ut i/� o/\ // CONSTRUCTION AND PROVIDE NECESSARY ADJUSTMENTS. - \ / D D D u \� // POP-UP SPRAY HEAD T. IN THE EVENT OF A DISCREPANCY,IMMEDIATELY NOTIFY THE LANDSCAPE (2)4"LONG PVC \ //\ ARCHITECT. SCH.80 NIPPLE \\ / MARLEX STREET ELBOW U. CONTRACTOR SHALL SCHEDULE A MEETING WITH LANDSCAPE ARCHITECT AND SCH.40 PVC TEE - / \\ REBAR THROUGH SNAPLOK 90'ELBOW SPIRAL /. i / OWNERS REPRESENTATIVE PRIOR TO INSTALLATION OF IRRIGATION CONTROL DRAIN ROCK-1 C.F. p \\\ (SST) \\\ \\�// \\�\ $CH.80 NIPPLE BARB FITTINGS LINEAR LOW DENSITY POLYETHYLENE SYSTEM TO DETERMINE PROCEDURES OF INSTALLATION OF IRRIGATION CONTROL MIN. \\/ \\�! 12"LONG PVC SCH. /\ // /\ /\/\ SWING PIPE(24"LONG MAX.) SYSTEM. - ` 80 NIPPLE MAINLINE V. AREAS WHERE FULL CIRCLE HEADS ARE REQUIRED,NON-REVERSING CIRCLE GEOTEXTILE FABRIC, HEADS SHALL BE INSTALLED.PARTIAL CIRCLE HEADS WITH REVERSING — TOP AND ALL SIDES. \\ \ \�\� / \ \ \ 90'STREET ELLS ///\/x X. PIPE VELOCITIES OC TRES SHALL FOR NOT EXCEED 6FT/SEC.ROTATION. - \\ 90°STREET ELLS J \ / \/\ (LASCO SWING JOINT) / / SCH.40 TEE(SST)OR ELBOW(ST) Y. ALLAB OVE GROUND 120 VOLT AND 24 VOLT WIRE SHALL BE IN PVC CONDUIT. (LASCO SWING JOINT) \\ //\\ PVC LATERAL LINE � SCH.80 NIPPLE ALL 24 VOLT WIRES SHALL BE TAPED TOGETHER AT TEN FOOT IT 0'-0")INTERVALS. (LASCO SWING JOINT) Z. PROVIDE AND INSTALL GROUNDING ALONG THE TWO WIRE PATH PER SCH.40 FITTINGS MANUFACTURERS RECOMMENDATIONS. U. ALL 24 VOLT POWER WIRES SHALL BE#14 AWG COPPER. - 4 DRAIN VALVE 5 QUICK COUPLER VALVE s SPRAY HEAD SPRINKLER m o SCALE: NTS SCALE: NTS SCALE: NTS z Q 0 Drip Irrigation Notes: 11 C HEAVY DUTY VALVE BOX, CHRISTY VALVE ID TAG. HEAVY DUTY VALVE BOX,24"x 3M DBY-R SPLICE KIT WITH REMOTE CONTROL VALVE PER 20"x 13"MIN. DRIP ZONE VALVE KIT PER PLANS 13"MIN.INCREASE AS NEEDED TWIST-ON CONNECTORS,OR A. ALL PLANTER BEDS ARE TO BE IRRIGATED T DRIP IRRIGATION S INDICATED ON LL PLANS TO PROVIDE CLEARANCES APPROVED EQUAL. PLANS.THE CONTRACTOR IS RESPONSIBLE TO INSTALL THE DRIP SYSTEM AS PER F _ CHRISTY VALVE ID TAG. STATED IN NOTES BELOW. DRIP REMOTE CONTROL VALVE MANUFACTURERS RECOMMENDATIONS AND THE FOLLOWING REQUIREMENTS: < Z 6"MIN, FINISH GRADE _ A.A. EACH DRIP ZONE SHALL RECEIVE A DRIP ZONE CONTROL KIT WITH PRESSURE 12"MAX L 10 REGULATION AND 120 MESH(MIN.)STAINLESS STEEL FILTRATION SCREEN. FINISH GRADE SCH.80 UNION WITH SCH.80 SCH.40 — (n _ SCH.80 UNION WITH SCH.80 3M DBY-R SPLICE KIT NIPPLES BOTH SIDES. 6"MIN. FEMALE L2.50 A.B. ALL TUBING IS BE STAKED DOWN WITH 6"SOIL STAPLES AT RE INTERVALS D NIPPLES BOTH SIDES. WITH TWIST-ON MATCO BRASS ANGLE VALVE WITH 12"MAX. ADAPTER, (MIN.)ALL FITTINGS SHALL RECEIVES STAPES IN OPPOSING DIRECTIONS. W 0 CONNECT B. IF WEED BARRIER FABRIC I$USED IN LANDSCAPE BEDS,GRIP IRRIGATION SHALL BE � O MATCO BRASS ANGLE VALVE WITH 1e . CROSS WATER TIGHT I PVC SUPPLY HEADER FINISH GRADE(MULCH) INSTALLED UNDERNEATH FABRIC AND STAPLED AS INDICATED ABOVE. APPROVED EQUAL REMOTE CONTROL VALVE. w CROSS TOP.SIZE TO MATCH REMOTE TO SCH 80 C. ALL LATERAL LINES FROM VALVES TO HEADERS ARE TO BE BURIED AT DEPTH LL CONTROL VALVE. SCH.40 FEMALE SCH.80 NIPPLE.LENGTH AS NIPPLE.GLUE z INDICATED IN TRENCH SECTION DETAIL.SIZE AS NECESSARY. ¢ ti LATERA I I flOW SPACING PER PLAN FINISH GRADE(TOP SOIL) D. AFTER INSTALLATION OF THE IRRIGATION SYSTEM THE CONTRACTOR IS N ~ ADAPTER,CONNECT REQUIRED(TYP.). I I LATERAL _ = J �^ SCH.80 NIPPLE.LENGTH AS I I REQUIRED WATER TIGHT TO SCH I I WATER TIGHT I PERIMETER LATERALS - RESPONSIBLE TO PROVIDE THE OWNER WITH AS-BUILT DRAWINGS AND J z - FILTER FABRIC BARRIER ON SIDES 80 NIPPLE GLUE TO ADAPTER. 4"FROM EDGE INSTRUCTIONS FOR MAINTENANCE OF THE DRIP SYSTEM. O e . AND BOTTOM OF VALVE BOX. Q H FILTER FABRIC BARRIER ON SIDES _ LATERAL WATER (7 AND BOTTOM OF VALVE BOX. I TIGHT TO ADAPTER. I U ILL Z BRICK PAVERS Cl OF 4) � BRICK PAVERS(10F 4) Cu- MAINLINE I •� z 6"DEPTH PEA GRAVEL SUMP ��„ _ .. .}., .-� O _ 6"DEPTH PEA GRAVEL SUMP SCH.80 UNION WITH SCH.80 I `';`""s_4i 2 `,.+`•`u4 i N SCH.80 UNION WITH CONTROL WIRES.TAPE TO NIPPLES BOTH SIDES. l G` •"`9 ^?=" o CONTROL WIRE TAPE TO MAINLINE - � I '^ "N' . SCH.80 NIPPLES BOTH MAINLINE IN 10'INTERVALS. WIDTH PERPLAN .,°. . IN 10 INTERVALS. SIDES. NOTES: I - Revisions:0 NOTE: 1. ALL PVC FITTINGS SHALL BE SCH.40 UNLESS OTHERWISE NOTED. SECTION STAPLE ALL TEES, 1 ALL PVC FITTINGS SHALL BE SCH.80 UNLESS OTHERWISE NOTED. 2. VALVE ID TAGS SHALL MATCH VALVE NUMBER ASSIGNED TO VALVE ON PLANS,UNLESS APPROVED BY ARCHITECT.TAGS SHALL w ELLS,AND 2'O.C. PVC SUPPLY HEADER 1 CITY COMMENTS 4/11/2022&5/19/2022 2. VALVE ID TAGS SHALL MATCH VALVE NUMBER ASSIGNED TO VALVE ON PLANS,UNLESS APPROVED BY ARCHITECT.TAGS HAVE DIGITAL LETTERING/NUMBERINGDNLY. ��_ 11 2 ADDENDUM 2 5/19/2022 SHALL HAVE DIGITAL LETTERING/NUMBERING ONLY. 3. REFER TO TRENCH SECTION FOR MAINLINE AND LATERAL DEPTHS. 3 PR-01 6/13/2022 3. REFER TO TRENCH SECTION FOR MAINLINE AND LATERAL DEPTHS. 4. CENTER DRIP ZONE KIT ASSEMBLY IN VALVE BOX.ONLY ONE VALVE SHALL BE INSTALLED PER BOX A MINIMUM OF 3"CLEARANCE L2.50 4. CENTER REMOTE CONTROL VALVE ASSEMBLY IN VALVE BOX.ONLY ONE VALVE SHALL BE INSTALLED PER BOX.A MINIMUM SHALL BE PROVIDED ON ALL SIDES OF ANGLE VALVE AND DRIP ZONE KIT ASSEMBLY. NOTE: OF 3"CLEARANCE SHALL BE PROVIDED ON ALL SIDES OF ANGLE VALVE AND REMOTE CONTROL VALVE. 5. INSTALL SCH.80 REDUCER IMMEDIATELY DOWN STREAM OF REMOTE CONTROL VALVE AND NIPPLE TO ACHIEVE SPECIFIED PLAN VIEW 1. DRIP IRRIGATION SHALL BE PLACED UNDER 5. INSTALL SCH.80 REDUCER IMMEDIATELY DOWN STREAM OF REMOTE CONTROL VALVE AND NIPPLE TO ACHIEVE LATERAL SIZE ON PLANS. WEED BARRIER AND MULCH. D SPECIFIED LATERAL SIZE ON PLANS. 6. ALL DRIP ZONES SHALL HAVE A FILTER WITH STAINLESS STEEL SCREEN AT A 120 MESH(MIN.). REMOTE CONTROL VALVES (ANGLE VALVE) DRIPLINE REMOTE CONTROL VALVE (ANGLE VALVE) DRIPLINE LAYOUT 7 SCALE NTS SCALE NTS SCALE: NTS Project No: 20.042 - Data: 0311412022 FINISH GRADE FINISH GRADE(MULCH) Checked By: EC1BS NETAFIM LINE FLUSH Drawn By: CFVJL VALVE(TLSOV) 17 MM ELBOW O O O < z" 10"ROUND VALVE BOX Sheet Name: DRIPLINE � FINISH GRADE(TOPSOIL) IRRIGATION DETAILS 17MM FEEDER TUBING, — — LENGTH AS REQUIRED a/a"MALELE ADAPTER — _I I I I-I I I DRIP TUBING PER PLAN ADA PVC TEE(SST) = = -III-- CITY APPROVED PLANS III—III- II I—I II- (3)BRICK SUPPORTS PVC LATERAL-REFER I —III —III _ TO TRENCH DETAIL FOIR I�= I I II it I I- GRAVEL SUMP(I CUBIC FOOT) Reviewed for Code Compliance DEPTII= III=III= PLANS MUST BE ON JOB SITE Lu E _ __ :11 FOR ALL INSPECTIONS 0 m Sheet No: DRIPLINE LATERAL CONNECTION DRIP FLUSH VALVE NOT USED 1 s € 10 SCALE: NTS 11• SCALE: NTS •2 Scale:NTS L2.50 IN _k Page 29 of 319 2 3 4 5 I 6 Sheet Notes: ffiI j = I I I A. CONTRACTOR SHALL COMPLY WITH ALL NOTES ON SHEET C3.00. 1 < i B. BUILDING FINISH FLOOR ELEVATION 3842.20 REFERS TO pivot ' 3 I I - I ARCHITECTURAL ELEVATION 100'-0". m C. REFER TO SHEET C5.00 FOR A DETAILED UTILITY PLAN. north ARCHITECTURE D. ALL SOLID WALL STORM DRAIN PIPE(SD)SHALL BE EITHER ASTM D3034 SDR-35 PVC(4"-15"),AASHTO M252 ADS N-12 WT(4"-10") 1 i OR AASHTO M294 ADS N-12 WF(12"-60")UNLESS OTHERWISE NOTED. E. ALL PIPE FITTINGS,BENDS AND JOINTS SHALL BE WATER TIGHT. PIVOT NORTH ARCHITECTURE,PLLC. A PROVIDE REQUIRED FITTINGS TO TRANSITION BETWEEN PIPE 1101 W.GROVE STREET MATERIAL,SIZE AND TYPE. BOISE,ID 83702 www.pivotnorthdesign.00m F. PIPE LENGTHS NOTED MAY DIFFER FROM ACTUAL INSTALLED w See Revised Site Plans. I I I LENGTH AND ARE PROVIDED FOR REFERENCE. 3 2''11RR I I STAMP: �9g�oNnt ,c Keynotes: 1. DOWNSPOUT CONNECTION PER DETAIL 3/C5.50. 13437 v` o —EG 1 �a I 2. INSTALL PERMEABLE CONCRETE PAVERS PER DETAIL 1/C5.50, lgTE OF 10� 3 3 I Iv = PROVIDE 4-IN DEPTH BASE COURSE(ASTM NO.57)AS A MINIMUM. �PIO LRO> ® 1 = hL I 2.1. STORAGE DEPTH:0.67-FT 02t1812022 TOP OF SUBBASE COURSE:3838.14' —EG 3 3 3 I 1 I BOTTOM OF SUBBASE COURSE:3837.47' 1 I ANTICIPATED BASALT ELEV.:3836.31' -OHP _ 120 9 I3 SEASONAL HIGH GROUNDWATER ELEV.:OW 20-FT BELOW RI/, eY' Z�SMILLER _ 5 3T ACCESS LANE& EXISTING GROUND SURFACE OR BELOW BASALT BEDROCK ■V_� �' 3 — I I UTILITY EASEMENT I 2.2. STORAGE DEPTH:1.25-FT /�--- --------- TOP OF SUBBASE COURSE:3840.58.' RS' __ -----------1 - - -1- - I BOTTOM OF SUBBASE COURSE:3839.33.' a Po ANTICIPATED BASALT ELEV.:3838.32' I1------------------ _G_ —aG�— �P�—Ea- — 6 -----------s \ O ® —�'_ UGP 7UG1 - - SEASONAL HIGH GROUNDWATER ELEV.:>20-FT BELOW 3 N I `\ GAT&— U _ ISa EXISTING GROUND SURFACE OR BELOW BASALT BEDROCK 3 `e" 4" 3 3. INSTALL NDS 12'x12"RISER,HIGH OUTLET CONFIGURATION,SUMP o z 3 2.1 BOX AND GRATE.PART NUMBERS 1217,1245,1225 AND 1213 =N RESPECTIVELY.SEE DETAIL 5/C5.50 FOR ADDITIONAL INFORMATION. z 3 C)g 1_ y5 v - 4. DAYLIGHT STORM DRAIN PIPING TO SWALE,INVERT PER PLAN. 1� co r a -19.8'�� z5. INSTALL INFILTRATION SWALE PER DETAIL 4/C5.50. 6 //�---- y/ \ I 5.1. STORAGE DEPTH:1.00-FT ��`'� 3 Q O 10-LF OF 3-IN SCH.40 AT±0.50% 10-LF OF 3-IN SCH.40 AT±0.50% I L ```I II I 6. CURB DRAIN,REFER TO MATERIALS PLAN FOR ADDITIONAL I I 6 / INFORMATION. RIM:42.08'� RIM:42.11R3• I I I •, Ilo 3 I I _ -_ - 3 bUMF58 a I I I II I I 1 I�i IE:41.55 3 - SUMP:40.01 SUMP:40.04 I so I N � I IIIIII � I ii i 4'4I-,-I� PROIL 0 ED ffiH I N i i i I I II I I 3 N = I II I I I I IIIIII I 0 ��� 3 I I i I BUILDING `H I I I - 6 II IIIIIII I � FF: 3842.20 t0 aS \\ I I 13 3 �J J = I MATCH LINE THIS SHEET 3z N -� 1 R213' I 0 3 3 I I I L---J I C $ :. u \ I W O 3 P5 l-16.1' cl) T u I 1 S w 30' 1 1 J PUBLIC UTILITY C 3 3 I e Q o IU I 1 I 1 I I I ¢ EASEMENT i k- L J ----------- ———— -- 1 Q 3 z.z L — x =1 3N 12'NJ 1 'W 12"W 12" _ I (/) _ � 3I I ---I W 3 I------------- o o co - -----------I I -I I__ co I I w _ _ I / 3 3 1 to I ❑ j WI—W�W J s.,.C I _ 3c6 --- ------------- ZO � 1 3N I I 5 J Z �I 1 ImO =0TE.38A4110� H < OW W W W 1 OO " 1 TI3 V ILL Z ---�-xO 15-LF OFq 3 6-IN AT 1.00% 15-LF I O z LL co f I X FS FS m FS 102.8' �++ I "' G G G G G G G G T Il\ q \ �-- ------- ------------- 1 \\ \\ \ - -4 41 1 W IE:3840.95 IE:3840.95 � I W 1 Revisions: \- ------ //�e 92a• I la ' ' 1 I 3 I I EP-L EP EP EP EP EP 1 I I I N I i F\\\\ 12„w n.5'12"W 12"w a x I \�\\ I 3 331 I — ———————————————————— I I II I I I D I \FA ------------- -- sl I W 3 3 EP EP EP EP EP EP EP/ I \ \ _ _ / s 3 R: 331 � I 1 I I I I I I I I 1 3 4 I Project No: 20.042 o N I I I = I 3 3 I Date: 0211812022 3 3 1 33 I I I 3 1 I Checked By: EC/BS 3 3 1 Drawn By: CR/JL I I 3 3 1 j Sheet Name: II I $ 3 3 co 1 I PUBLIC UTILITY i 1 _8 G111R 8"GIRR— L u EASEMENT Site Drainage Plan I 1 0 _ N a I 3 3 I i 3 F 3�—FO G OHP OH ------S . „SS c T ti I I P r-_ W I I I I i I I I ------- CITY APPROVED PLANS Lu I I I I Reviewed for Code Compliance E LL o MATCH LINE-IOFFSITE AREA 3 i z �I II PLANS MUST BE ON JOB SITE z 3 _ I 1 Otfslte Area FOR ALL INSPECTIONS L7 I I Scale:1"=20' Q 3 3 I i i Sheet No: g co 1 E Site Drainage Plan 20 �Xg g Horizontal Scale:1"=20' �b Page 30 of 319 1 2 3 4 5 6 Water Keynotes: Sheet Notes: 3 I I 1. INSTALL 2-IN DOMESTIC WATER SERVICE&METER PER CITY OF A. CONTRACTOR SHALL COMPLY WITH ALL NOTES ON SHEET C3.00. � TWIN FALLS STANDARD DRAWING TFSD-401 A.TRANSITION TO 4-IN I SERVICE AFTER METER BOX.4-IN LENGTH NOTED IS FROM METER B. UTILITY CONTRACTORS ARE RESPONSIBLE FOR VERIFYING pivot 3 I TO POINT OF CONNECTION WITH MECHANICAL. LOCATION AND ELEVATION OF ALL EXISTING UTILITIES AND TIE IN POINTS PRIOR TO CONSTRUCTION. IF CONFLICTS OR north M 2. INSTALL FIRE HYDRANT ASSEMBLY PER CITY OF TWIN FALLS DISCREPANCIES EXIST,THE CONTRACTOR SHALL CONTACT THE STANDARD DRAWING TFSD-404. DESIGN ENGINEER IMMEDIATELY FOR ADDITIONAL DIRECTION. ARCHITECTURE 3 3 1 I I I 3. BUILDING-MOUNTED FDC. COORDINATE WITH BUILDING C. REFER TO SITE GRADING PLAN SHEET C4.00 FOR FINISH GRADING MECHANICAL&FIRE SPRINKLER CONTRACTOR. INFORMATION AND SITE DRAINAGE PLAN SHEET 4.10 FOR 3 - � DRAINAGE INFORMATION. 3 I I I I 4. EXISTING PRESSURE REDUCING POTABLE WATER VALVE VAULT. D. PIPE LENGTHS NOTED MAY DIFFER FROM ACTUAL INSTALLED PIVOT NORTH ARCHITECTURE,PLLC. A I I I 5. POTABLE/NON-POTABLE WATER SEPARATION REQUIRED,REFER TO LENGTH AND ARE PROVIDED FOR REFERENCE. 1101 W.GROVE STREET "' OE I I DOMESTIC WATER NOTES 10&11/C3.00. BOISE,ID 83702 See Revised Site P I a n s. ' I = I E. BOTH DOMESTIC AND FIRE SERVICE WATER LINES REQUIRE w 3 3 i I ` 6. INSTALL 1-12"90°BEND AND THRUST BLOCK. BACKFLOW PREVENTION DEVICE AT THE POINT OF ENTRY TO THEE www.pivotnorthdesign.00m BUILDING.THE TYPE OF DEVICE IS CONTINGENT ON THE DEGREE 2 I tRR I I I I 7. INSTALL 1-12'%12"X6"TEE,1-6"GATE VALVE AND THRUST BLOCK. OF HAZARD AND MUST MEET IDAHO DEQ STANDARDS. STAMP: �r�ONAL 3_ G I I j I 8. INSTALL 1-12"45°BEND AND THRUST BLOCK. F. ALL SEWER&GRAVITY IRRIGATION PIPE SHALL BE BELL AND 04 ' 3 3 I I ; I SPIGOT, PVC, SDP 35,ASTM D-3034, UNLESS SPECIFICALLY 4 9. INSTALL 1-6"90°BEND AND THRUST BLOCK. NOTED OTHERWISE. 13437 I �� ` 10. INSTALL 1-12"TEE,1-12"X8"REDUCER, 1-8"GATE VALVE AND G. ALL WATER SERVICE LINES SHALL BE CONSTRUCTED WITH Uf EG I THRUST BLOCK. MINIMUM CLASS 200 POLYETHYLENE PIPE CONFORMING TO qTf OF t0� I AWWA C-901. �ZC w j 11. INSTALL 1-12'TEE,1-12"X6"REDUCER, 1-6"GATE VALVE AND + I THRUST BLOCK. H. ALL WATER DISTRIBUTION MAINS INCLUDING FIRE SERVICE 02/17/2022 LATERALS SHALL BE CONSTRUCTED WITH CLASS 165 PVC PIPE EG 12. INSTALL 1-6"45°BEND AND THRUST BLOCK. CONFORMING TO AWWA C-900. -OHP I I I 13. COORDINATE CONTINUATION WITH BUILDING MECHANICAL. I. ALL SANITARY SEWER CLEANOUT LIDS SHALL BE MARKED"SS CO" ��///-{/��y��'� /f�\�,�/s, _ _ 3°'ACCESS LANE& 13.2. 6"FIRE SERVICE CONNECTION. OR OTHER PRE-APPROVED ABBREVIATION. RIC�y V/ �/W.,.ILLER �' - 2 I UTILITY EASEMENT 13.2. 4"DOMESTIC WATER SERVICE CONNECTION. w / -___-�------------------------� I - 14. INTERCEPT AND CONNECT TO EXISTING WATER MAIN, J. REFER TO ISPWC SD-403 FOR THRUST BLOCK INSTALLATION AND - ,.,� COORDINATE REQUIREMENTS. _ ___ - WITH CITY OF TWIN FALLS FOR ADDITIONAL REQUIREMENTS. 3 I— ( i- 1 K. ALL PIPE FITTINGS,BENDS AND JOINTS SHALL BE WATER TIGHT. VE A D REPLACE NG TEE.INSTALL 1-12" 20-LF 12-IN PVC I \--I---------- -- ----------------�) ® G n IE:3835.93 5 � ` T 10�7-LF OF 4-IN PVC AT 1.57%P U jG I 'S EKISTOING MAINLINES.TALL RDUICERS AS REQUIRED TOC TEE AND PROVIDE REQUIRED FITTINGS TO TRANSITION BETWEEN PIPE O _ CONNECT TO MATERIAL,SIZE AND TYPE. 3 C/� \ 3 � 3 6 6 �q�S 4"SS 2 IE.3834.25 16. INSTALL 1-4"90 AND THRUST BLOCK. o II z 3 Permeable Concrete Pavers are 0=f NOT allowed In the COTF q e\ 1 ri on I W Z O B o 5 h I Sewer Keynotes: 3 s re 1i jr yco j I I ® n �- " i 1. APPARATUS BAY TRENCH DRAIN FLAMMABLE LIQUIDS INTERCEPTOR q WITH DISCHARGE TO SEWER. 1/ 1.1. COORDINATE WITH BUILDING MECHANICAL FOR WYE `� CONNECTION TO BUILDING SEWER SERVICE. 14 PROPOSED 15'PUBLIC F\^h �// I � I 2. INSTALL 4-IN SANITARY SEWER SERVICE PER CITY OF TWIN FALLS ��•,,',. UTILITY EASEMENT G I I STANDARD DRAWING TFSD-511,TYPE A OR TYPE D.FIELD VERIFY LOCATION AND CONNECTION INVERT AT MAINLINE. o I I ' - r1 ,�h�� 5 I I I jl I I - 3. COORDINATE SEWER SERVICE CONTINUATION WITH BUILDING MECHANICAL. Svdale_caa othe � 4 I I II I I I 4. INSTALL CLEANOUT PER DETAIL 2/C5.50.INSTALL AT LOCATIONS in lbubJ�c lrtilitY�\ u Q 3 co eaienhent.Car,I ' PER PLAN,100'MAX DISTANCE BETWEEN CLEANOUTS AND/OR I chingle to publlb a I I Ij I I i MAINLINE CONNECTION. 3 Q 3 dr1inage I I I I I I I jl I I SSMH 5. INSTALL 4-IN 45°ELBOW. 3 easement?TYI�. 3 II� = PROPOSED I II I I = 0 I RIM:3847.56 l I 15'WATER EASEMENT S. IE-NTH:3835.26 � I W I I O 8'PVC IE-STH:3835.32 Elmc 3 ~ = I ' I I BUILDING JH IE 3838.21 1.1 J I I I I Ij I j I Q I I 2 pp 1 5 \ I 3 3 Dry Utility Keynotes: -0 ~ I l I FF.3P2.2O =0 5 a \ U = 1. ELECTRICAL TRANSFORMER.REFER TO SITE ELECTRICAL PLAN FOR II I I J J MATCH LINE-THIS SHEET _ I I ADDITIONAL INFORMATION. 3 I a s IE 3838.50 3 p \ j A 6 -/// I -------- 3 2. SITE GENERATOR AND GENERATOR ENCLOSURE.REFER TO SITE / I� I I =� n 0 �4 \ \ I ELECTRICAL PLAN AND ARCHITECTURAL FOR ADDITIONAL o 3 3 � _ s -uF O �I 2 W I INFORMATION. . Fl O \ �� Gas line cannot be in / l\\ �F 3 3 i 3. NATURAL GAS LINE.EXPEND TO METER AT BUILDING.COORDINATE m COTF water easement 1 I ` I I I I I I I WITH INTERMOUNTAIN GAS AND BUILDING MECHANICAL FOR z - 3 3 * 2 \ \ 30' I I ADDITIONAL INFORMATION.ROUTING ASSUMED. C g _ I ? PUBLIC UTILITY I O_ 3 6 H o IU 1 LL 1 I I I EASEMENT F, 3 3 I c' I I 4. GAS METER. COORDINATE WITH INTERMOUNTAIN GAS AND LL I I I BUILDING MECHANICAL FOR ADDITIONAL INFORMATION. Z I -- -- -- --77z-----r----- -------------------- L 1 „ ,q___ I III - _ 2 Q s n - i x I j 5. POWER AND COMMUNICATION.REFER TO SITE ELECTRICAL FOR a 3 I 5-LF 1L2-1t�!W EXISTING 20,UTILITY 5 6 12,WI,lel anTION=i�INC li pUbIIC MAIN2 W 12 "" ADDITIONAL INFORMATION.ROUTING ASSUMED.77 EASEMENT TO BE VACATED 20' 3 3 33 F- SSMH 15 14 r p PUBLIC UTILITY --- 6. SITE LIGHTING.REFER TO SITE ELECTRICAL PLAN FOR ADDITIONAL w 3 RIM:3841.43 __ ___ a �` q� � EASEMENT INFORMATION. -- - ----- --------------- dtiX aseh,eht� I w 18'flCP IE-NTH:3837.22 ------ ---- ---- -------- - ___ ___ - ---------- �� 18"RCP IE-STH:3837.26� 3 ___� _ r,r[IQaTSEPag3f W I W m 4 /I •remehhtSshh __ 3 N w 6 ago / ----------- 3 3 1 i 4 i 3 �_ SeparAgX ' I ' I --- -- ~� J Z 3 m F R Q w, IDAP I 3 31 I1 i Miscellaneous Keynotes: # Q w hV W W W 21-LF 12-IN C90oo a 0 =0 0 0 I _ G / / -�' I I L.L z 4 I 3 _ 4 m / I 1. EXISTING GRAVITY IRRIGATION STRUCTURE AT THE SOUTHWEST U - 29-LF 6-IN C900 = C a 3 3 I I I 1 CORNER OF THE REMAINDER PARCEL MAY NEED TO BE UPGRADED = O 49-LF 4-IN C900 I // /// I I I TO ALLOW SIDEWALK EXTENSION OVER THE TOP IF REMAINDER ,� Z Q 8-LF 12-IN C900- 4'W 3 I 3 3 PARCEL IS TO REMAIN AS AGRICULTURAL LAND. FS FS,,, FS 5-LF 6-IN C900 I I 2 1 I \ 57-LF 6-IN C900 G-G G-G-G?G-G G w G /// ' I I I I I 2. STORM WATER RETENTION BASIN,REFER TO SITE DRAINAGE PLAN OL 3 3 5-LF 12-IN C900 - ____ _______ _____ ----- SHEET C4.10 FOR ADDITIONAL INFORMATION. d ti a 0 3. INSTALL 12-IN PVC PIPE FOR CONTINUATION OF GRAVITY \\ IRRIGATION, LENGTH PER PLAN, COORDINATE WITH SITE = 3 15'WATER EASEMENT \\ ?2y\\ \\\\ / i i / / / / I I I ¢ -�' i I DEMOLITION PLAN SHEET C1.00 FOR ADDITIONAL INFORMATION. Revisions ti I 4. PRESSURE IRRIGATION TAP LOCATION, COORDINATE WITH ------- /EQ I a I ' ' 1 1 \\ - I 3 3 I I IRRIGATION PLAN L2.00 FOR ADDITIONAL INFORMATION. - _ - EP EP EP EP EP EP J I I I I I I \\ _ 1 ti s Fq \\ 12'NJ 12"W 12'w i 10 14 I I \ I it I 3 1 I I \\ 149 LF 12 IN"00 Q I I I m w I 3 �' I 3 " PROPOSED 15'PUBLIC �- 8 -------------------------------- \ / I / °' i s I I UTILITY EASEMENT EP EP EP EP EP EP EP 3 3co 3 3 I 33 Q i Project No: 20.042 Date: 0 211 8/2 0 2 2 EXISTING HYDRANF a I Checked By: ECIBS zS IL PROPOSED 15'PUBLIC z 3 I I i 3 3 1 Draw n B y: CR1JL 3 3 1 m l i UTILITY EASEMENT Sheet Name: II I I $ 3 3 I I I I PUBLIC UTILITYI = I _ _8 G W RR 8"GIRR- I I 3 1 3 3 s „S3 ��_ Site Utilities Plan ,o"ss X� c G G ti I m I I IF OHP OH F--- Lll I I I I i I I I ------------ CITY APPROVED PLANS Lu 3 Reviewed for Code Compliance 3 3 f I I U x 7 I I z 3 PLANS MUST BE ON JOB SITE Z E LL o MATCH LINE-I OFFSITE AREA 3 i w o w 3 M 2 I i I 1 Otfsite Area FOR ALL INSPECTIONS L7 W I i Scale:1"=20' Q I Sheet No: g 3 3 I I _ coI I � I I a Ion 0 2 I I I I C5.00 Site Utilities Plan 20 g r Horizontal Scale:,"=20' gib; Page 31 of 319 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2. 3 4 5 6 ACCESS HOUSING- ACCESS HOUSING: pivot ' ASPHALT: PER ISPWC SD-506A 10'ROUND CARSON INDUSTRIES VALVE BOX north CONCRETE: 4"SIOUX CHIEF ADJUSTABLE ON-GRADE MECHANICAL PLUG AND COVER.PART NUMBERS 910-3&910-4. CLEANOUT LID(FINISH LINE 834 SERIES) BODY AND COVER SHALL BE GREEN.BOLT DOWN WITH ROUND,VANDAL-RESISTANT LOC-KIT SHALL BE PROVIDED.COVER SHALL BE �nYp� .1�SQ ARCHITECTURE NICKEL-BRONZE COVER MARKED" MARKED TO INDICATE UTILITY TYPE AND SET IQ� FIBER JOINT PACK 1 5 FLUSH WITH PROPOSED FINISH GRADE. PVC PIPE BELOW CUT FLUSH WITH TOP OF FINISHED GRADE ADJACENT CONCRETE PAVING OR CURB&GUTTER-REFER INFILL JOINTS WITH BEDDING PERMEABLE INTERLOCKING WLANDSCAPE PIVOT NORTH ARCHITECTURE,PLLC. A TO SITE PLANS FOR MORE COURSE(ASTM No.8)PER CONCRETE PAVERS PER - - FINISH GRADE PER PLAN. 5 GALVANIZED STEEL PLATE WITH CUTOUT MATCHING THE PROFILE OF 1101 W.GROVE STREET /1 INFORMATION. SPECIFICATION SECTION 31 20 00 SPECIFICATION SECTION 32 14 13. ci �:�a.., INCORPORATE CONCRETE COLLARFINISH GRADE.MATERIAL THE DOWNSPOUT.USE 6-IN SQUARE PLATE WITH 4-IN PIPE,8-IN BOISE,ID 83702 2-INCH DEPTH BEDDING COURSE INTO CONCRETE FLATWORK WHERE jPER LANDSCAPE PLAN. SQUARE PLATE WITH 6-IN PIPE AND 10-IN SQUARE PLATE WITH 8-IN www.pivotnorthdesign.00m (ASTM N 38)PER SPECIFICATION APPLICABLE PIPE.PLATE SHALL LIE FLAT ON THE SURFACE OF THE FINISHED GRADE SECTION 3120 00 AND BE ABLE TO SLIDE UP THE DOWNSPOUT FOR MAINTENANCE OF THE STORM DRAIN LINE.THE DOWNSPOUT SHALL PROTRUDE DOWN 0 No.DEPTH BASE COURSE(ASTM PEA GRAVEL BACKFILL THROUGH THE PLATE SO THAT THE PLATE CANNOT BE REMOVED STAMP: ysi A'Nc MECHANICAL PLUG CONDITION A:HANDSCAPE y� No.SECTION PER SPECIFICATION ASPHALT PAVING/CONCRETE FLATWORK NOTES: WITHOUT FIRST REMOVING THE DOWNSPOUT.PAINT ALL SIDES AND SECTION 31 20 00. #4 BAR AT MID DEPTH.PROVIDE 6' 1. REFER TO PLAN FOR CLEANOUT COVER CONDITIONS. EDGES OF THE PLATE TO MATCH THE DOWNSPOUT. 4 SUBBASE COURSE(ASTM No.2) CLEAR SPACE AROUND CLEANOUT. 2. ALL FITTINGS SHALL BE WATER TIGHT. 13437 PER SPECIFICATION SECTION 3. ALL PIPE SHALL BE ASTM D 3034 SDR 35 SOLID WALL PVC OR AASHTO M COMER PLATE ENLARGEMENT 31 20 00. 4"RISER 252 TYPE S OR D HDPE(ADS N-12 OR EQUAL).SIZE PER PLAN. TOP&BOTTOM OF ASTM o o PIPE UPSTREAM OF BEND 4. ALL COVER SHALL BE MARKED AS NOTED BELOW OR WITH PREAPPROVED qTf OF 1_,i No.2 ELEVATION AS NOTED 45'PVC BEND ABBREVIATION. HEAT TAPE PER ELECTRICAL. �O r ON PLANS. PVC GEOMEMBRANE PER 41 STORM DRAIN:"SD CO" ' 0 oU oU o o SPECIFICATION SECTION PIPE SIZE x 4'WYE \% 4.1. 02/18/1022 FITTING / 46" klIPL�� 42. SANITARY SEWER:"SS CO" I 3120 00.SEE NOTE NO.3 j� 5. INCORPORATE CONCRETE COLLAR INTO ADJACENT FLATWORK WHERE DOWNSPOUT PER ARCHITECT APPLICABLE.REFER TO DETAIL 12/C2.50. BUILDING WALL� EXCAVATE TO NATIVE BASALT AND ' � TYPICAL CLEANOUT LOCATIONS ��///-{���'n�///��'/n�\�,yA,BACKFILL WITH GRANULAR A:UPSTREAM OF ELBOW B:CROSS AT TEE BRANCH COVER PLATE.SEE ENLARGEMENT. Rl�y V/j�[/I/lJ,.,ILLER STRUCTURAL FILL PER C:UPSTREAM OF TEE 0:IN-LINE «~!JIlJSPECIFICATION SECTION 3120 00 PVC PIPE CUTE:DOUBLE CLEANOUTFLUSH WITH TOP OFAND BACKFILL WITH GRANULAR VA FINISH GRADE PER PLAN _ STRUCTURAL FILL.DEPTH AS FLOW FINISHED GRADE REQUIRED BY FIELD CONDITIONS. NOTES: EXTEND PIPE TO DAYLIGHT AT STORMWATER 1. REFER TO GRADING PLAN FOR FINISH GRADE INFORMATION. \\ 2. REFER TO SPECIFICATION SECTION 32 14 13 FOR PERMEABLE INTERLOCKING CONCRETE PAVERS. STORM DRAIN PIPING,BEND SWALE. 3. 15-MIL(MIN.)PVC LINER SHALL BE PER SPECIFICATION SECTION 3120 00.INSTALL LINER ALONG THE Z \� /\� AND REDUCER AS NEEDED TO y // AVOID FOOTING AND - NOTE: ENTIRE PERIMETER OF ALL PERMEABLE PAVER AREAS.TERMINATE LINER 2-INCHES FROM PROPOSED �P\ �/,\\A FINISH GRADE.PROVIDE 12-IN LINER OVERLAP AT ALL SEAMS. \�\ \/� 'BEDDING COURSE ESTABLISH DEPTH ALL PIPE CONNECTIONS/JOINTS SHALL BE SEALED o =N 4, REFER TO SPECIFICATION SECETION 3120 00 FOR DRAINAGE COURSE PRODCUT GRADATIONS. PROFILE MISSION COUPLER OR APPROVED EQUAL TYPE A TYPE B TYPE SLOPE PER PLAN. WATER TIGHT. C TYPE D TYPE E INVERT ELEVATION(IESLOPE NOTED IN PLAN W Z O B 1 Permeable Concrete Paver Section Cleanout Detail 3 Downspout Connection Detail � co Scale:NTS Scale:NTS Scale:NTS TRANSITION TO 3"SCH-40 PVC PIPE - TOP OF BASIN REFER TO LANDSCAPE PLAN FOR FINISH MATERIAL SEALED ISOLATION JOINT PER PAVEMENT SURFACE PER PLAN y DETAIL 11/C2.50 CONCRETE FLATWORK PER - p S SIDE SLOPE 4:1, REVERSE CURB&GUTTER UNLESS NOTED NOS 12'SKl2"CATCH BASIN WITH PLAN.SCORE CONCRETE >w ALONG CENTERLINE OF PIPE. PER DETAIL 13/C2.50. CORE THROUGH CURB&GUTTER PERVIOUS AREA-WIDTH PER PLAN OTHERWISE ACCESSORIES NOTED IN PLAN OR CAST-IN-PLACE AND DAYLIGHT See Revised Site Plans. BASIN BOTTOM COMPLETELY LEVEL 1 3"SCH-40 PVC PIPE.PROVIDE DRAINAGE WITH UNOBSTRUCTED /i OUTLET TO GUTTER PLATE. '\\� II111I II III II II III I II III I III III I III <d. FILTER SAND PER SPECIFICATION SECTION 31 20 00 BASALT AT 12-IN(MIN.)FROM EXCAVATE TO NATIVE BASALT AND BACKFILL m O BOTTOM OF BASIN,DEPTH PER PLAN. WITH GRANULAR STRUCTURAL FILL PER SPECIFICATION SECTION 3120 00 3'SCH-40 PVC PIPE UNDER 0 PROVIDE BEDDING COURSE PER CONCRETE PAVEMENT z NOTES: SPECIFICATION SECTION 3120 00 AROUND O � \ \ //ALL STORM DRAIN COMPONENTS < 1. CONTRACTOR SHALL CONTACT DESIGN ENGINEER FOR INSPECTION AND VERIFICATION OF EXCAVATION / TO SUBSOILS/BEDROCK PRIOR TO IMPORT BACKFILL.PROVIDE 48-HR NOTICE OF INSPECTION. 2. STORMWATER FACILITIES HAVE BEEN DESIGNED TO DETAIN AND INFILTRATE STORMWATER RUNOFF GENERATED FROM THE 100-YEAR DESIGN STORM. \ \\� \�\j\\\\� Ln ~ S 3. SEASONAL HIGH GROUNDWATER ANTICIPATED IN EXCESS OF 20-FT BELOW EXISTING GROUND SURFACE. LJJ o 4 Infiltration Swale 5 Gutter Downspout Basin w Scale:NTS Scale.NTS N ~ J z J z 0 Q l U L (DI OJ z Q O N Revisions:p D Project No: 20.042 Date: 02118/2022 Checked By: EC/BS . Drawn By: CR/JL Sheet Name: N Drainage & Utility Details LJJ CITY APPROVED PLANS Lu Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS (D a . .z . . . Sheet No: C5.50 5 s a �Xg g Page 32 of 31.9. �b� 1 2 3 4 5 6 NOTES-REFERENCE NOTES 0 1.05 COORDINATE WITH CIVILAND LANDSCAPE DRAWINGS. � �/ 1.09 PROPERtt LINE.COORDINATE WITH CIVIL DRAWINGS. pivot 1.10 SETBACK UNE. 1.21 FUTURE SECURITY GATE.COORDINATE WITH CIVIL AND ELECTRICAL DRAWINGS. n O f t h 1.22 TRASH ENCLOSURE.COORDINATE WITH SHEETA1.91 SITE DETAILS. 1.23 GENERATOR ENCLOSURE.COORDINATE WITH SHEET A1.91SITE DETAILS. 1.25 SIGNAGE PAINTED ON CONCRETE FLATWORK TO FACE STREET. A R C H I T E C T U R COORDINATE WITH CIVIL DRAWINGS. A1.26 PAINTED STRIPING.COORDINATE WITH CIVIL DRAWINGS. 3.02 CAST IN PLACE CONCRETE SIDEWALK.COORDINATE WITH CIVIL DRAWINGS. 7.04 CONDUCT OR HEAD AND DOWNSPOUT.COORDINATE WITH PIVOT NORTH ARCHITECTURE,PLLC. ELECTRICALAND CIVIL DRAWINGS. 1101 W.GROVE STREET 32.02 FUTURE DOUBLE SIDED ELECTRONIC READER BOARD MONUMENT BOISE,ID 83702 SIGN.COORDINATE WITH CIVIL AND ELECTRICAL DRAWINGS. WWWI1IVOtnorthdesign.com 33.01 FIRE HYDRANT.COORDINATE WITH CIVILDRAWINGS. 33.03 STATE APPROVED DISABLED PARKING SIGN AND VAN ACCESSIBLE STAMP SIGNAGE.RE:CIVIL DRAWINGS. 33.04 STANDARD BASKETBALL HOOP.COORDINATE WITH CIVIL DRAWINGS BETWEEN BASE BID AND ADD ALTERNATE. 33.01 FIRE DEPARTMENT ACCESS ONLY SIGNAGE.RE:CIVIL DRAWINGS. 33.06 STOP SIGN.RE:CIVIL DRAWINGS. RICCergusMILLER GENERAL NOTES 1. PRIOR TO START OF CONSTRUCTION,CONTRACTOR TO VERIFY POSITION AND 6 I DONDmON OF ALL EXISONG BENCHMARKS. 2. EXISTING BENCHMARKS ARE NOT TO BE DISTURBED. 3. COORDINATE WITH CIVIL FOR GRADING AND DRAINAGE ELEVATIONS. 4. ANY DISCREPANCIES IN ACTUAL FIELD CONDITIONS,IF AT ODDS WITH INDICATIONS IN THESE DOCUMENTS,SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ARCHITECT OR CONSTRUCTION MANAGER. 5. FOR THE SOILS INVESTIGATION REPORT OF THIS SITE,REFERENCE PART'C'- GEOTECHNICAL INFORMATION IN THE SPECIFICATIONS.COPIES OF THE SOILS INVESTIGATION REPORT ARE AVAILABLE FROM THE CONSTRUCTION MANAGER,THE GEOTECHNICAL ENGINEER,AND THE ARCHITECT. 6. ALL ROAD/UTILITY IMPROVEMENT WORK WHICH IS INTERRELATED WITH SIMILAR WORK ON ADJACENT PROPERTIES SHALL BE FULLY COORDINATED BETWEEN CONTRACTORS.VERIFY WITH CONSTRUCTION MANAGER. 7. FINAL POSITIONING OF ALL SITE FIRE UTILITIES SHALL BE SUBJECTTO THE 1.05 APPROVAL OF THE APPROPRIATE FIRE AUTHORmES,CONTRACTOR SHALL VERIFY. - ,-SITE SIGNAGE(6� 1.21 ATE SIGNAGE�33.05) & IN CASE OF CONFLICT BETWEEN ARCHITECTURAL&CIVIL DRAWINGS,AS TO {I" C5 EXACT LOCATIONS/EXTENT OF CAST-IN-PLACE CONCRETE CURBS ONLY,VS 1.9 CAST-IN-PLACE CURB/GUTTER,CIVIL DRAWINGS SHALL GOVERN. To------^ 9. IN CASE OF CONFLIR BETWEEN ARCHITECTURAL AND C 'IVIL DRAWINGS,AS •• F i ELEVATIONSDRAWINGS SHALL GOVERN. 10.RE.CIVIL FOR ADDITIONAL SITE DETAILING AND SCOPE. 1)ARKING STALLS @ 9 27 N p I I HANDICAP STALLS PARKINGSTALLS - 1.os 1 os I O 3.02 M = ITESIGNAGE<3�> - TIP 1.Os � LEGEND-SITE PLAN Z FLAGPOLE ® O J C■/� HEAVY DUTY CONCRETE FLATWORK,ttP. Q COORDINATE WITH CIVIL DRAWINGS. Z s o f� HEAVY DUTY ASPHALT PAVING,ttP.COORDINATE N WITH CIVIL DRAWINGS. Ln n Z O L 1 105 ❑BICYCLE RAC STANDARD CONCRETE FLATWORK,TYP. 1.05 O � Cie COORDINATE WITH CIVIL DRAWINGS. t� H z N _ PERMEABLE PAVERS,TYP. w _ C COORDINATE WITH CIVIL DRAWINGS. Ln � z 1.05 J Z o O FENCING,RE:SPECIFICATION SECTION 32 33 00 H� ULL o < C.I.P.CONCRETE CURB/GUTTER 0.) Z 0Q .o., w� ------- (COORDINATE WITH CIVIL DRAWINGS). 1.26 - o O 'n L �1 FLAGPOLE p ❑ i N p-e (}e SITE LIGHTING(COORDINATE WITH ELECTRICAL DRAWINGS) a BUILDING FOOTPRINT 0 i 33 D, LL LEGEND-SITE SIGNAGE �J (Ott:2) (CITY:1) 1.05 ❑ e I - GSIGN 12 X18 STALE APPROVEDDISABLED PARKIN 1 I..' ❑ I 'x I...33.01 ❑ O-;' I I H=T PRO PROVIDE VAN ACCESSIBLE SIGN "�- O WHERE APPLICABLE 12'X Ell 1.09 (Ott:1) Project No: 20-042 g9 NOTE:RE:DETAIL A2/A1.91 Date: 02/18/2022 7.04 STOP Checked By: RC ttP 30"X ' a H=7' Drawn By: KID ' Sheet Name: 1.10 N 1.05 COMPOSITE SITE CHAWUNKFENCING PLAN W 4 CITY APPROVED PLANS w A' Reviewed for Code Compliance U E I PLANS MUST BE ON JOB SITE Z Lu i FOR ALL INSPECTIONS Q N Sheet No: E2 Site Plan A1 .01 Page 33 of 319 � 1 1 1 2 3 4 5 6 NOTES-REFERENCE NOTES O PLAN WEW SECTION MEW POST IN CONCRETE FLATWORK POST IN LANDSCAPE 1.01 COORDINATE WITH STRUCFURAL DRAWINGS. 3,_0„ 5,_0„ 10,_0„ pivot 32.07) 1.05 COORDINATE WITH CIVIL AND LANDSCAPE DRAWINGS. MIN CLEAR NOTE:TOP OF POSTTO BE 1.11 WALL BELOW. CUT 1/2'BELOW TOP OF SIGN '---------' 32. 1.49 TRANSFORM CLEARANCES.COORDINATE WITH ELECTRICAL ER 522 U o d DRAWINGS. nor -„- 3214� ^+ 1.50 GENERATOR CLEARANCES.COORDINATE WITH ELECTRICAL 32.09 U DRAWINGS. _ th 1.05 1.51 DUMPSTER 3; 105 s.oa ARCHITECTUR. 1.52 RECYCLING BIN NOTES: 3.03 CONCRETE.PROVIDE 6"OF CONCRETE BETWEEN SIDES AND CANE A1.)SIGN POSTS IN LANDSCAPE _ 3211 BOLT PIPE SLEEVES,BOTH DIRECTIONS,OPEN AND CLOSED POSMONS. AREAS TO BE SET BACK 2' COORDINATE WITH STRUCTURAL DRAWINGS. T; J p MIN.FROM BACKOFCURB ea - 3.05 SLOPE SLAB TO FROM OF ENCLOSURE.COORDINATE WITH AND/OR BACK OF SIDEWALK. 32.1 ----- - PIVOT NORTH ARCHITECTURE,PLLC. 2.)TOP OF FOOTING FINISH = z_ • III STRUCTURAL DRAWINGS TO MATCH ADJACENT _ W 4TYP 3.06 FILLBOLIARDWITH CONCRETE,ROUNDTOP. 1101 W.GROVE STREET CONCRETE FLATNORKFINISH 32.13 - - - z 3.07 CONCRETE FOOTING,SMOOTH FINISH,SLOPE TOP TO ENSURE BOISE, D 83702 a �� O/ � �"" �••�' � �� �, POSITIVE DRAINAGE.COORDINATE WITH STRUCTURAL DRAWINGS. WWW.PIVOtDOrtIIdeS19D.COT11 WHERE APPLICABLE. " __________________ 3.08 CONCRETE FOOTING.COORDINATE WITH STRUCTURAL DRAWINGS. a-- ---- _--_-_-_ _-_-_- --_- --_ ------- i l 4.01 1"CHAMFER STAMP 4.05 COLOR CMU-695 CHARCOAL SM STANDARD COLOR.RE:DIVISION 04 _ ;IT MASONRY IN THE SPECIFICATIONS. ttPINTEGRALLY-COLORED,SOLID CAP CMU 5.01 ALGOOD S"WHEEL GATE CASTER MODEL E6500.PROVIDE GRADE A2 SIGN POST&FOOTING DETAILBETWEEN CLOSED/OPEN POSITION FOR CONTINUOUS P . WHEEL/GROUNDCONTACT. ------ " "TEELTUBE FRAME,TYP.PAINT.COORDINATE COLOR WITH s.oz zs xzs s16'0" ARCHITECT. 100'°• _ '"x• i.p, 5.03 HANGEANDLATCH.COM LOCKABLE 5/8"CANE BOLT A55EMBLY AND SIM OPP E2 2'-0" 4'-0" PIPE SLEEVES IN OPEN AND CLOSED POSITIONS.FIELD VERIFY 1.9 - REQUIRED LENGTH. 32 04> MIN CLEA MIN CLEAR 5.04 MOUNT GATE CASTER TO I/4"STEEL PLATE WELDED TO TS FRAME ON / INTERIOR OF ENCLOSURE.COORDINATE PAINT COLOR WITH INTEGRALLY-COLORED, LID CAP CM TYP ��rn �q/��\��■� RI F� g ILLER - �32.16 ARCHITECT V/ V(/ll��■ 32.05 � I 5.05 GALVANIZED PIPE SLEEVE,PAINT.PROVIDE 3"MIN AT EACH GATE. l/ (/(/17 III - INTEGRALLY-COLORED,STANDARD CMU o 1.50 5.06 PIPESLEEVE HINGE WELDEDTO PLATE.(3)PERSIDESPACE EVENLY. c - TYP 3.05 5 .07 4X4 HSS COLUMN.FILL WITH CONCRETE AND SLOPE TOP FOR ttP III _ •a-••••- III g 6, - U> ` DRAINING.RE:STRUCTURALDRAWING5. v - 5.08 EMBED I"PIPE SLEEVE 4"INTO CONCRETE. - _ (26.03) ------------------------------- ------------------- 5.09 ALGOOD S"WHEEL GATE CASTER MODEL E6500.PROVIDE GRADE ..:a •.';L•`:� =fit � •'.,• III 32.05) p - -----------------------------------------------------, BETWEEN CLOSED/OPEN POSITION FOR CONTINUOUS B � WHEEL/GROUNDCONTACT. I LEVELST. s.12 2"XP'STEELANGLE EPDXY BOLTED AND ANCHORED TO PAVING AT 6" 6�� 100'0" It 21-4 24"O.C. A A 5.14 3/8"STEEL PLATE.FINISH BLACK. 1.22 6"SCHEDULE 40,STEEL PIPE SET IN CONCRETE FOOTING.PRIME AND PAINT TO MATCH SECTIONAL DOORS. 61 TYP EXTERIOR STEEL BOLLARD DETAIL B2 EXTERIOR ELEVATION GENERATOR ENCLOSURE 65 ENLARGED FLOOR PLAN GENERATOR ENCLOSURE N 7.32 SEALED ISOLATION JOINT POWER TRANSFORMER.COORDINATE WITH ELECTRICAL DRAWINGS. A1,91 1„=1'-0' A1.91 1/q„=V-0" A1.91 1/q"=1'0" 26.04 GENERATOR.COORDINATE WITH ELECTRICAL DRAWINGS. 32.04 ASPHALT FLATWORK.RE:CIVIL DRAWINGS 32.05 BASE COURSE.RE:CIVIL DRAWINGS E2 12'-0.. 3206 COMPACTED SUBGRADE.RE:CIVIL DRAWINGS 1.9 NTEGRALLY-COLORED,SOLID CAP CM 4.05 3207 SIGN,TYP.S 0 TO BOTTOM OF SIGN (t " f^ 11 ES O IDS 3201 212'110(MINIMUM)SQUARE GALVANIZED PERFORATED SIGN POST 3 I I A1.91 INTEGRALLY-COLORED,SOLID CAP CMU 4.05 \ D4 I I \ A191 A1.91 112 GAUGE MIN.WALL THICKNESS) I I E3 INTEGRALLY-COLORED,STANDARD CMU \ 32.09 3/8"X3-1/2"CADMIUM PLATED HEX HEAD BOLT WITH FIAT LOCK I I Lg WASHER AND NUT 3.05 32.10 SLOPE TOPOF CONCRETE TO ENSURE POSITIVE DAANAGEAWAY I I FROM SIGN POST It ___ 1 I 1 El 32.11 2-1/2"%2-1/2"X 18"LONG ANCHOR POST,NON-PERFORATED(12 --T--------- I Yb 1.9 I I GAUGE MIN.WALL THICKNESS) ' I t� � 1 i i 32.12 WRAP ANCHOR SLEEVE AND ANCHOR POST WITH)1)IAYER OF DUCT TAPE 1.11 i i 32.13 2-1/4"%2-1/4"X 3B'LONG ANCHOR POST,NON-PERFORATED(12 W I i I ES � i i ES GAUGE MIN.WALL THICKNESS) c i 32.14 1/2"NDN-SEALED ISOLATION JOINT WITH REMOVABLE PLASTIC JOINT O A A1.91 AL91 UP M = w / l'I i O 151 32.16 COORDINATE WITH SITE GRADING PLAN C4.00 FOR REVEAL AT BACK 7 5.14 � 1.52 1.52 C4 � OF ENCLOSURE. z - e C4 EXTERIOR ELEVATION-TRASH ENCLOSURE_NORTH j O J C A1.91 TVP - Q A1.91 1/q"=1'a" GENERAL NOTES - � - z o N i � - Q 1. SEE SHEET A1.0151TE PLAN FOR OVERALL SITE LAYOUT REFERENCE NOTES = i DIMENSIONS ETC.NOT INDICATED ON THE DRAWING. = 2. ALL RELEVANT DIMENSIONS REFER TO CENTER OF FENCE POSTS UNLESS NOTED N e N W e - OTHERWISE. W 0 O INTEGRALLY-COLORED,STANDARD CMU INTEGRALLY-COLORED,SOLID CAP MU 4.05 O w STEEL ANGLE 5.12 W INTEGRALLY{OLORED,STANDARDCMU D4 5.07 Dl -- AL91 -- D2 A1.91 INTEGRALLY-COLORED,SOLID CAP CMU 4.05 J w = 1.9 1.9 13'-°" 1'-6" TYP z 5.03 .. J O 504 INTEGRALLY-COLORED,STANDARD CMU o I I I j („) W Z EXPANSION AND SLAB ISOLATION JOINT 506 I I j QJ v=i s.at FILLER w C5 ENLARGED FLOOR PLAN-TRASH ENCLOSURE D N LEGEND-SITE ELEVATIONS z a I I , N 5.02 1/4°=1,_0„ O �n HATCH PATTERN INDICATES AREAS OF PRECISION- L N 3.03 ,OS 514 i I A FACE C.M.U.COORDINATE WITH SITE ELEVATIONS d 5.12 STEEL ANGLE _ tt,P FOREXACTCOARSING.COLOR:695 CHARCOAL SM e ' STANDARD COLOR.RE:DIVISION 04-MASONRY IN __ -_-_-_ I 16'-0" THE SPECIFICATIONS. 1.01 III III III II'I INTEGRALLY-COLORED, LID CAP CM�•' SO U I I .^ •e I I I NP -COLORED,STANDARD CMU III _ 1.9 - D41 BUILDING SECTION-TRASH ENCLOSURE III III A1.91 1/q„=V-0" --- --wo' ' GATE SECTION DETAIL =III a ` D3 GATE ELEVATION DETAIL D1"=1-01„=1-0D2 TRASH ENCLOSURE SECTION DETAIL 1„=1_0 EQ EQ l`_A . ryP Project No: 2P042 5.14 Date: 02/18/2022 5.D5 INTERIOR FMENDA TYP D5 EXTERIOR ELEVATION-TRASH ENCLOSURE WEST Checked By: RC,MS BOBA1.91 1/4"=P_0„ Drawn By: KD 5.02 Ct - 10 _i_ 5.03 - 5.07 EQ EQ 5.02 INTEGRALLY-COLORED,STANDARD CMU SIteeINaTte: 4.01 INTEGRALLY-COLORED,SOLID CAP CMU 4.05 W SITE DETAILS i i m i Ln -_-___-___-J L TYP __ _____ 5.09 D4 5.02 EQ EQ _ 5.07 A191 514 NF GAALLY-COLORED,SOLID CAP CMU 4.05 TVP W 5.08 5.05 \ CITY APPROVED PLANS W Reviewed for Code Compliance > TYP 5 U III-III • II I III __ ANS MUST BE ON JOB SITE Z EINTEGRALLY-COLORED,STANDARD CMU - - - - - - - W 01 ttPFOR ALL INSPECTIONS Q II Sheet No: •MIN, MIN ATE HINGE DETAIL PLAN EXTERIOR APSECTION DETAIL TYP ATE HINGE DETAIL ELEVATION ATE LATH DETAIL BUILDING -TRA H ENCLOSURE 2 E1 G G E2 O C E3 G G 0 E4 G C E5 U G S0 A1.91 3"=VI A1.91 3"=1'-0" A1.91 3"=V-0' A1.91 11 2"=1'0" A1.91 1 4" VI A1 .91 - . . - - " - - - - " - - - - " - - Page 34of319 I 1 1 1 1 2 3 4 5 6 NOTES-REFERENCE NOTES O 1.01 COORDINATE WITH STRUCTURAL DRAWINGS. ' 1.06 TRENCH DRAIN.COORDINATE WITH STRUCTURAL AND PLUMBING pivot ' DRAWINGS. 1.07 SLOPE TO DRAIN.SLOPE I/8"PER 1"0". 1.78 GROMMETS.COORDINATE WITH MILLWORK,BRACKETS,AND o r t h ELECTRICAL BELOW. 1.87 COORDINATE WITH ALL BUILDING SERVICES TO REMAIN 36"MIN CLEAR OF THIS AREA. 5.10 FACE OF BOLLARDS TO AUGN WITH DOOR JAMB.FIN ISH TO MATCH ARCHITECTUR. FOUR FOLD DOORS. A5.11 FOUR FOLD DOOR PEDESTAL ALIGN FACE OF PEDESTAL WITH DOOR IAMB.COORDINATE WITH ELECTRICAL DRAWINGS. 9.04 PROVIDE4"YELLOW SAFETY STRIPING FOR FOUR FOLD DOORS PER SPECIFICATION 321313. PIVOT NORTH ARCHITECTURE,PLLC. 10.02 24"%30"RACKS 1101 W.GROVE STREET 11.07 0.F.0.I.EMS REFRIGERATOR.PROVIDE POWER.COORDINATE WITH BOISE,ID 83702 ELECTRICAL DRAWINGS. WWW.pivotnorthdesign.com ' 11.11 HOUSE AIR COMPRESSOR.COORDINATE WITH PLUMBING DRAWINGS. 11.12 HOUSE AIR DRYER.PROVIDE SHELF AND MOUNT AT+80"AFF IN HEIGHT.COORDINATE WITH PLUMBING DRAWINGS. STAMP 4��SeD PROF 11.14 O.F.0.1.72"TWO-TIER UNIT HOSE CART 11.11 O.F.O.I,HOSE WASHER 11.22 0.F.0.1.HOSEWINDER 4• 11.28 0 F.O.I.METALSHELVING 11.29 O.F.O.I.FLAMMABLE STORAGE LOCKER lgrF S \OPT 02.18.22 12.02 O.F.O.I SURFACE MOUNT BIKE STORAGE 12.01 O.F.O.I.LOCKABLE STORAGE CABINET 26.10 FLOOR BOX.COORDINATE WITH ELECTRICAL DRAWINGS. RIC§CergusMILLER B GENERAL NOTES-FLOOR PLANS 1. UNLESS NOTED OTHERWISE,ALL DIMENSIONS ARE TO THE FACE OF STUDS FOR GWB WALLS/PARTITIONS. 2. UNLESS NOTED OTHERWISE,ALL DIMENSIONS ARE TO FACE OF FINISHED MASONRYFOR CMU. 3. UNLESS NOTED OTHERWISE ALL GWB WALLS SHALL HAVE A 4"STUD FRAME RETURN AT ALL DOOR AND WINDOW IAMBS. 4. FOR SIZES OF MARKERBOARDS ANDTACK BOARDS RE:SPECIFICATION SECTION Y DIVISION 10-VISUAL DISPLAY SURFACES. 140'-0" 5. ATWARDROBE/TV CASEWORK,REFER TO EACH ROOM AS TO VERIFY DOOR SWING LOCATION. 22'-0" 40'-0" 6'-D' 3'-4" 18'-0" 28'-P' 16'-8" 5'-4" 6. RE:SHEETS G2.01 FOR BUILDING OCCUPANCY PLANS AND FIRE RESISTIVE CONSTRUCTION REQUIREMENTS. 7. SEE ENLARGED PLANS FOR ADDITIONAL WALL TYPES. 4'-0" 14'-0" 4'-0" 14'-0" 4'-W 8. FOR GLAZING RECEIVING WINDOW TREATMENTS,COORDINATE WITH 5PECIFICATION SECTION DIVISION 12-HORIZONTAL LOUVER BLINDS. 9. FOR WALLS NOT DESIGNATED WITH A WALL TYPE,COORDINATE WITH Cl STRUCTURAL DRAWINGS&WALL SECTIONS. 3'-9" A3.o1 10.COORDINATE NOTES WITH G0.02 FOR MASTER KEYNOTE LIST. ES Dlje, El Dl B2 E4 11.APPARATUS BAY SLAB SLOPE TO BE I/8"MIN.TO 1/4"MAX.TO DRAIN TO A3.10 TYP A3.10A3.11 E3 A3.11 A3.11 A3.10 TRENCH DRAINS. 5.10 FIXED STEEL DOLLAR Z A4.93 M12 TYP T, xMtsm12M '- D91281 LEGEND-FLOOR PLANS - - z.Mtzxa D - - - - - - - -E4 O 1 A3A1 4'-7" 9'-1" 4'-0^ 4'-0^ 4'-8" 3'-a" 12--0" 4'-0^ A3.11 D4 %KKx DOOR SYMBOL,RE:DOOR SCHEDULE,SHEETA7.01 M = A3.10 Q F® WALL TYPE,RE:SHEET GO.Os Z C FIRE RISER/AIR 9.04 B4 E3 E3 Typ - ROOM- E3 511 x.waxse A6 AS xweose pp; WINDOW TYPE,RE:WINDOW FRAME TYPE SHEETS,SHEETS A7.11 4 .01 //,�� x.M R l V / - TYP- A3.0 3.01 NTR - CIL (, AND A7.12 z \/ c ti TYP m ----A7 ----- __ _ __ 5.0 �/ o E Y �Q o O ( 1 FIRE EXTINGUISHER CABINET.RE:DIVISION 10-SPECIALTIES 10 ,,. AL AND SHEET 100a2--_ ----- x-momv x-wsomv5'0" s'tl' s'-0" I AlCAPTAIN OFFICE B5 12'-6" i � 0 WORKSHOP IT LOBBY ;PUBLIC RESTROOM o WOOD STUD WALL AND GYPSUM WALLBOARD WALL.RE:SHEETS 104 CL FFWA I G0.04 ANDG0.05 WALLTYPES AND RATEDASSEMBLES. LL 127 Ci A8.51 62 /� I 100 x I 101SLOPE 1/8"MIN- 130 11.28 0 1020 IC2;° 1/4"MA% 1�/ A6.52 C1 CONCRETE MASONRY UNIT ICMUI WALL.RE:WALL SECTIONS, N�' ""'a Ir -watsa wawa `O 61 B3 14'-0" 5'-0"I C2 WALL TYPES,EXTERIOR&INTERIOR ELEVATIONS,COORDINATE J z _--___ I A3.10 WITH STRUCTURAL DRAWINGS. O E C3 I i o 8'-81/2"lz7 9'-111/2"� I - L---- / - - E H--+ Q O 5.0 L `---` I `•' 12 �, A8.53 HALLWAT �r ------------- L BRICK MASONRY VENEER.RE:WALL SECTIONS,WALL TYPES, () LL Z_ = 3-4 = - ,i I = ® EXTERIOR&INTERIOR ELEVATIONS,COORDINATE WITH 2 I o r--� DECO 40'-11/2" 4'EVIL -9' 103 KITCHEN/DINING I - Q ALI. ES STRUCTURAL DRAWINGS. Z I 138 L 108 I 0 O 126 I � I 0 METALVENEER.RE:WALL SECTIONS,WALL TYPES,EXTERIOR& � /D I I :. wess I i PATIO I INTERIOREL ATIONS COORDINATE WITH STRUCTURAL L NO ro A8.52 Ei ® ADARESTROOM- i DAYROOM a i 09 B1 DAAWINGS.� ~ _ < I NITORIAC- (10.02)GEAR GRID RAC -- - ----------- ------ 1'-7" I A3.01 J _ TyP\/ L----- Mta 125 111 L HALLWAY L _ FLOOR GRATE = 18 QTY El BUNKER GEAR = _ COMM RESTROOM ® 110 ® iO A3.o1 136 APPARATUS BAY 124 I Be ABs2 z8 ® LAUNDRY E3 HALLWA 3 I I C2 = ® I I A3.01 122 136a _ A8.52 E4 ® 140 0 I 1'-41 ' iG Ill.I C2 A3.11 • 5�° I a WASH ACLOVE RESTROOM 3 09 = - - - Mm'- Mxo I 134_ 50 e-;I-oa'• - 07 - - -(II --_21 - ` Lli7 1 I I TAINLES TEFLBARGAT D S 1286 HA11WA s-4^ 3sa" i APPARATUS B A5 ^ C___________--- _ ______ J ______6___ 5,_,, ELECTRICAL RESTROOM 2135 I x wa A3 B4 = 1 _ - 1.87 1.01 STEEL IADDE ----- -- r_i --�+� I-fir- / I As A8.53 BS Project No: 20-042 .14 82 L__�!T_ a I ri = _ HOSE ALCOVE ADASLEEP% SLEEP SLEEP SLEEP SLEEP II °_ ___ -- I - A4 sxucxix A3 B2 _ Date: 07J182022 A3.10 (11.07 r ICIII r = (11.22�i - li �`n x[nLx -J(1 21 8 -Y <i 12.03 l r 118 Ill 116 11s 114 I� ___ _ _ /�7 F_�1 5= 0 D 0 0 i r FITNESS j=1 Checked By: RC,MS TYPE �;( r 1 e zwaos n I JI 112 aJI Drawn By: KD J ---L 2.0� I I - - C.F.C.I.ICE MACHINE 128t A11 = - AB 129c I E3 G E3 i S It e e t N a m e GENERAL AND EMS 10, I 10„ e B4 col H - - - - - - - - - A3.o1 -xw o xa I - - - - H LL STORAGE -R 9,-,^ 17,_2„1 A3.01 a 1m 2c I-I-I COMPOSITE 0 33 - _ _ ______________ ___ J L„ LEVEL 1 COM r - - e - - a 128e C5 -= tad =- - - -1 -----_---------E3--- - - - - - - FLOOR PLAN xwa � _ 5.d 4.9 5.10 FIXED STEEL BOLLAR Ty 3'-9' > CITY APPROVED PLANS Lu A3.1 E3 TYF D3 EIL D1 1 A3.10 A3.30 A3.11 ^�01 E4 D4 Reviewed for Code Compliance Dl B2 E4 A3.11 A3.10 , A3.11 A3.11 A3.30 v 2,-0"31-4" 2'-8" lD'-D ,-, PLANS MUST BE ON JOB SITE Z E 22,.0„ 4,-D' 14,-0' 4,-0„ 14'.0„ 4,-0„ 5'-1" 3,-4„ Lu 9 FOR ALL INSPECTIONS (D 1 2 3 4 5 6 8 Q Sheet No: E1 LEVEL 1-COMPOSITE FLOOR PLAN A2.01 1/8"=V-0" N A2.01 - I Page 35 of 319 1 1 L 1 2 3 4 5 6 NOTES-REFERENCE NOTES 1.05 COORDINATE WITH CIVILAND LANDSCAPE DRAWINGS, 1 1.41 COORDINATE WITH MECHANICAL DRAWINGS pivo 1.58 ROOF TOP UNIT AND CURB.COORDINATE WITH MECHANICAL DRAWINGS AND DETAI L AS/A2.92. 10.10 ROOF VATIONLADDER.A3.01, NDILSBUILDINGS CTIONED4/A4.91 AND 4.91,BUILDING n o r t h ' ELEVATION El/A3.01,AND BUILDING SECTION El/A3.10. ARCHITECTUR A . PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com STAMP 4��seD PROF N�gAF s 02.18.22 RIC§CergusMILLER GENERAL NOTES-ROOF PLANS B1. COORDINATE WITH MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATION AND NUMBER OF OTHER ROOF PENETRATIONS(I.E.,VENT STACKS,VENT PIPES,CONDUIT PENETRATIONS,ETC.),FLASH ALL PENETRATIONS WEATHER TIGHT.COORDINATE WITH ROOF DETAILS. 2. SLOPE ALL CRICKETS AS SHOWN AT A SLOPE OF I/2"PER FOOT.EXCEPT WHERE NOTED. 3. PROVIDE BUILT-UP TAPERED INSULATION ROOF CRICKETS ATALL CURB LOCATIONS TO ALLOW POSITIVE DRAINAGE AND PREVENT PON DING. 4. ALL METAL ROOF FLASHING DETAILS SHALL BE PER MANUFACTURER'S. RECOMMENDATIONS AND RE WALK AY AT ALL ROOFTOP EQUIPMENT INTENT. V V V V V 5. PROVIDE 2'-0"WIDE FLEXIBLE WALKWAY AT ALL ROOFTOP EQUIPMENT CURBS,ROOF HATCHES,AND ROOF LADDERS,TYPICAL. 140'-0" 6. COORDINATE WITH MECHANICAL DRAWINGS AND SPECIFICATIONS REGARDING CLEAR AIR SPACE REQUIREMENTS AROUND EQUIPMENT. 22'-0" 40'-0" V-8" 3'4' 18'-0" 28'-0" 16-8' 6'-4" 7. REFER TO SHEET GO.06 FORROOFTYPES. S. RE:CIVIL TO COORDINATE FOR ROOF DRAINAGE CONNECTION AT GRADE OR BELOW GRADE DRAINAGE. 9. COORDINATE NOTES WITH GO.02 FOR MASTER KEYNOTE LIST. I I I I I I I I I El Dl El Cl A3.o1 112 E4 E4 A3.10 A3.10 A3.11 D1 A3.11 A3.11 A3.10 A3.11 D4 49 Adg3 g9 A433 B9 oA A3'1° LEGEND ROOF PLANS �\ SIM OPP __o xNlz SIM OPP SIM OPP __ A3.1 WALL BELOW 13 - - - ax -se - - - - - - 3'4„� 8'0" � 8'0"I CL - - - B WALK PADS.RE:SPECIFICATIONS M Q 1'0' 8'0" 8'0" 1'0" Eq 7 _ 2.9 L a / A2.97 CRICKETS.RE:SPECIFICATIONS O Q _______________ J C ❑ _ J ❑ LL I I PARAPETCOPING o ■TYP POWDER COATED STEEL CHANNEL.UPPORRE:SHEET A2.92 DETAIL CI Q z _ PARAPET COPING qa o - •. - ..-,- PARAPET COPING DETAI @SUPPORT SPACE L u. TYP 0 Cn = PARAPET KICKER LOCATIONS.AE.STRUCTURAL DRAWINGS W j WALL BELOW CONDUCTOR HEAD ❑ O E3 1 H A METAL PANEL.FINISH:MATTE BLACK " P RAPET COPINGG'-�':...-�. - rf LL - - TYP . :.., DOWNSPOUT 1.05 11ff H r m cz cz o .6.52�:C1 ONDUCTOR HEA ..: .-. _. .. H 1 .. 1.41 ..SPLASH PAN "" A231 @ 1 y :._ ._, ,. .: .,-,;,:,- -„": .. .. .. RECEIVER BOX J E - 05 OWNSPOUT ". WALBELOW LL Z { } (Lr OJ z va @ RECIEVER BOXA232 _. I % - ,O TYP ` D4 L N I 1 If O PARAPET COPING TYP �.. d � ti ,.A9.91 : D F.' ROOF HATCH, G 3!. Bl I 3 Ai.al "1/2"/12" :1/2"112", SLOPE.;.,'.:."._ 1/2"/12„. : �� ..j.•. - q�: o r A3.01 RIDGE. ''.SLOPE A2.92 A2.92 • SIMOPP: TYP C2 - - '. E2' _ C2 - A3.11 1.41 1.41 1.58._'- - - - WALL BELO - F ��:�- <10.10�STEEL LAD DER-_., .:SPLASH PAN'". A4.91 �.'I: "="�: ... .,..,...• " :...... T ,'„a ':.".'.:,"." �.,'. A2.91 :: ., CONDUCTOR HEA .` RFLOW ae @ OVE TYP 1.05 OWNSPOUT DOWNSPOUT 05 O D2 �..� �� _ �.(..' � .+ '.•,_�' .• _ "O _ - ONDUCTOR HEAD A2.92 °p @RECIEVER BOX A292 _ Project _ _ t No: 20-042 TYP 1.41 1.58 PARAPETCOPING @OVERFLOW _ TYP Date: 02/18/2022 - ROOF HATC �' � a Al' � . A3.Ia Bi. ,...1. .-"1.41 _I ",._:, ,_ :' A3.10 Checked By: RC,MS tQ A2.91 '� .PARAPET COPING t'y PARAPETCOPING.. -". " Drawn By: KD "TYPEi.A2sr..WALL BELOW :4 Sheet Name: C1 STEELCHANNEL itE A2.92 15'0�� 2'0�� ifOPP N COMPOSITE ROOF c - - - - - / - PLAN LOW ROOF Lu 1- � A2.91 A7.93 N12 a" �4" ' CITY APPROVED PLANS w 8'0" 8'0" 8'0" 8'0" 8'0" 8'0" 8'0" 0" D D1 A3.1 Reviewed for Code Compliance E3 Dl El �p1 Dl B2 E4 E4 D4 !•' U A3.10 A3.10 A3.11 A3.11 A3.11 A3.ID A3.11 A3.1D PLANS MUST BE ON JOB SITE Z E „�,-D„ L u FOR ALL INSPECTIONS CD 1 3 4 5 6 7 8 9 Sheet No: a E1 ROOF PLAN(LOW) N A2.31 A2.31 1/8"=1'-0" - - " - . . . - . . . - . . Page 36 of 319 1 2 3 4 5 6 - - - - - - - - - - - - - - - - - - NOTES REFERENCE NOTES 0 , 1.41 COORDINATE WITH MECHANICAL DRAWINGS / 1010 ROOF LADDER.DER/A3.01 TAILS ANDUILDIN 1 AND CTION E4.93,BUILDING pivot ' ELEVATION El/A3.01,AND BUILDING SECTION El/A3.30. 22.03 PRIMARY ROOF DRAIN. 22.04 OVERFLOW ROOF DRAIN. n O(t h ARCHITECTUR A . PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com STAMP 4��seD PROF s 02.18.22 RIC§CergusMILLER B GENERAL NOTES-ROOF PLANS 1. COORDINATEWITH MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATION AND NUMBER OF OTHER ROOF PENETRATIONS(I.E.,VENT STACKS,VENT PIPES,CONDUIT PENETRATIONS,ETC.),FLASH ALL PENETRATIONS WEATHER TIGHT.COORDINATE WITH ROOF DETAILS. 2. SLOPE ALL CRICKETS AS SHOWN AT ASLOPE OF I/2"PER FOOT.EXCEPT WHERE NOTED. 3. PROVIDE BUILT-UP TAPERED INSULATION ROOF CRICKETS AT ALL CURB 1 T T T-T, 6 7LOCATIONS TO ALLOW POSITIVE DRAINAGE AND PREVENT PONDING. 4. ALL METAL ROOF FLASHING DETAILS SHALL BE PER MANUFACTURERS. RECOMMENDATIONS AND REVIEWED BY THE ARCHITECT FOR DESIGN INTENT. 5. PROVIDE T-O"WIDE FLEXIBLE WALKWAY AT ALL ROOFTOP EQUIPMENT CURBS,ROOF HATCHES,AND ROOF LADDERS,TYPICAL. 22'-0' 40'-0" 6'-8" 3'-4" 18'-0" 28'-0" 16'-8" 5'-4" 6. COORDINATE WITH MECHANICAL DRAWINGS AND SPECIFICATIONS 0.EGARDING CLEAR AIR SPACE REQUIREMENTS AROUND EQUIPMENT. 7. REFER TO SHEET 60,D6 FOR ROOF TYPES. 8. RE:CI VILTO COORDINATE FOR ROOF DRAINAGE CONNECTION AT GRADE OR CS BELOW GRADE DRAINAGE. El Dl t COORDINATE NOTES WITH GO.02 FOR MASTER KEYNOTE LIST. A10 A3.10 �'01 D1 B2 E4 E4 A3.11 A3.11 A3.10 A3.11 D4 A3.10 - - - - - - o M a B B LEGEND-ROOF PLANS z o CWALL BELOW a Z WALK 1AD5.RE:SPECIFICATIONS N = CRICKETS.RE:SPECIFICATIONS Lu - O .,. .y H TYP _ POWOERCOATED STEEL CHANNEL.RE:SHEET A2.92 DETAIL CI w _ _ _ _ ■ PARAPET COPING DETAIL SUPPORT SPACE 1.a1 �' z "" "' "" " ' '" '••' ' "" ':'' �'•I' .".,',. PARAPET KICKER LOC4TIONS.RE.STRUCTURAL DRAWINGS .. J . Q o. 1 1 A3.0 �.0 � A3.0 w Z_ E -"- 22.04 ,. '..- - - - _ E METAL PANEL.FINISH:MATTE BLACK 2 ® _ z -;PARAPETCOPIN .. \.,. .� .'I' j. .". o TYP O FE]I4 Il L L� N - A3.o1 El 1/2Y/12"• - RIDGE A3.01 I N m . "SLOPE I 2 - _ f{ 2 C C''f'.y Y AIL . .,.",•". 'STEEL LADDER 0.10 /. \. ). D F F oa - - - ..-- ' t / 141 / '� ,. ", O •..� -' Project No: 20-042 _ 0' - Date: 02118/2022 J. \.; _ _ - - _ 0' CheckedBy: Drawn B KID , Sheet Name: I H Lu COMPOSITE ROOF H cn T' - - -I - - - - - - PLAN HIGH ROOF - - - - - - - - - - - - - - - - - , . . . > I I �9 w ^ 2 I I I I I I CITY APPROVED PLANS 1 U� TYP Dl Reviewed for Code Compliance >_ A3.01 E E1 D1 E1 <A�� 162PLANS MUST BE ON JOB SITE Z A3.11 .11 A3.11 A3.10 A3.11 A3.10 1 FOR ALL INSPECTIONS Q Lu 140'-0" Sheet No: 1 2 3 4 5 6 7 8 9 E1 ROOF PLAN(HIGH) A2.32 A2.32 1/8"=T-0" N . . " " . . " " . . " . . . " " . Page 37 of 319, NOTES-REFERENCE NOTES o TQ 1,01 COORDINATE WITH STRUCTURALDRAWINGS. 1.19 TO MATCH SLOPE OF ROOF.RE:ROOF PLAN FOR SLOPES. Tr BRICK MASONRY 1.36 RE:FLOOR PLANS,WALLTYPES,AND/OR WALLSECTIONS, P1V O AIR PERMEABLE WATER BARRIER I 42 1,42 1-1/2"AIR GAP LS PLIWOOD EMBRAN ROOFING BRICK MASONRY 1.86 COORDIGYPSUNATE ATE WITH RD MANUFACT O I MOLDED,RIGID CELLULAR POLYSTYRENE AIR PERMEABLE WATER BARRIER ' THERMOPLASTIC MEMBRANE ROOFING 142 1.86 COORDINATE WITH MANUFACTUER RECOMMENDATIONS I BOARD INSULATION I II 1.01 PLYWOOD SHEATHINGS 1.93 ANY PENETRATIONS THROUGH FIRE RATEDASSEMBLIES MUST BE FIRE 7.36 I METAL FLASHING&TRIM I th MOLDED,RIGID CELLULAR POLYSTYRENE CAULKED. STEEL ANGLE THERMOPLASTIC MEMBRANE ROOFING BOARD INSULATION 1.94 PIPE THROUGH ROOF A R C H I T E C T U R METAL FLASHING&TRIM 736 I METAL FLASHING&TRIM 4.11 WEEP HOLE IN BRICK MASONRY ADIMENSIONAL LUMBER FRAMIN CONDUROR HEAD 7.20 STEEL ANGLE 5.21 1/2"EMBEDMENT ALL THREAD. METAL FLASHING&TRI 5,32 MITER CORNERS OF STEEL CHANNELS. PARAPET SCUPPEA DIMENSIONAL LUMBER FRAMING—', 7,08 6 MIL VAPOR BARRIER as ROOF HATCH aF.° �` _ " PIVOT NORTH ARCHITECTURE,PLLC. -CONDUCTOR HEAD 7.20 ---- 7.36 CO w7.10 BUILT-ROOFING OVERRIGIDINSULATION 1101 W.GROVE STREET _-______--- PARAPETSCUPP 736 --_-- a 7.11 INSTALL OVERFLOW DRAIN WITH TOP OF WATER DAM RING 2"ABOVE BOISE,ID83702 _ ___ _ ---- - PRIMARYDRAININLET www.pivotnorthdesign.com ------� 7.12 SECONDARY ROOF DRAIN I 7.13 SET EXTENSION SLEEVE 3/4"ABOVE PRIMARY DRAIN EXTENSION MOLDED,RIGID CELLULAR POLYSTYRENE o SLEEVE. STAMP S�pROFF�S' BOARD INSULATION 7.14 UNDERDECK CLAMP TYP O 7.15 fl00F SUMP RECEIVER � METAL FLASHING o00 - 7.19 4"WX4"D DOWNSPOUT.PROVIDE 4"X 4"X 6"BLACK DOWNSPOUT 4" TYP 1.01 WOOD DECKIN .i TILE ADAPTER.SKU:TA34-6 GUTTERWORKS.CONNECT DOWNSPOUT �, o THERMOPLASTIC MEMBRANE ROOFIN 101 1.01 WOOD DECKING TO STORM DRAIN SYSTEM.COORDINATE WITH CIVIL DRAWINGS. METAL FLASHING&TRIM O OF R TYP � METAL FLASHING 1.01 7.20 12"WXS"D%16"H S 02.18.22 \ L I a AIR PERMEABLE WATER BARRIER ',j wl 5/8"GYPSUM WALL BOARD,T'PEX 7.21 FLASHING SHEET AND CRICKET.WHERE OCCURS.RE:ROOF PLAN. L--- - 1.01 11 MOLDED,RIGID CELLULAR POLYSTYRENE S/8"GYPSUM WALL BOARD,TYPE X ,i AIR PERMEABLE WATER BARRIER FOIL-FACED VAPOR BARRIER 1.01 :I MOLDED,RIGID POLYSTYRENE 7.27 STAINLESS STEELDRAWBANO,MIN.B"ABOVE ROOF GLASS-FIBER BATT INSULATION BOARD INSULATION 7.28 CONTINUOUS SEALANT FOIL-FACED VAPOR BARRIER I BOARDINSULATION 142 7.29 PRE-MANUFACTURED HEAVY METALCONE FLASHING,10"MIN. METAL FLASHING&TRIM METAL FLASHING&TRI ABOVE ROOF ELEVATION BRICK MASONRY GLASS-FIBER BATT INSULATION 1.42 7.30 MECHANICAL FASTENERS AS REQUIRED ��///-//`���'��//����\y���� Q 'i BRICK MASONRY 7.31 SEALANT SEAMS Rlc§y V/J�V(/smILLER 7.36 FLASHING SHEET ✓ lJ - DOWNSPOUT 7.19 � 1.01 DOWNSPOUT 7.19 3 0 TYP OPENING B WOOD BLOCKING/NAILS - B3 RECIEVER BOX PARAPET DETAIL @ GRIDLINE 9 65 OVERFLOW PARAPET DETAIL @GRIDLINE 9 A2.91 11/2"=V-0" 11 A2.91 11/2"=V-0" GRID 7.10 7.12 PARAPETCOPING 1.1s O 711 WOOD BLOCKING/NAILER t 7.13 SLOPE SLOPE 5.21 SLOPE 1e0 D 0 0 0 SDI --- -- GENERAL NOTES '12"PER FOOTMIN. 1/4"PER FOOT MIN. ll2"PER FOOT MIN. _ - T.O.BRICK HIGH n ' STEEL LADDER 1.79 S/8"GYPSUM WALL BOARD,TYPE% � V ' TYP METAL FLASHING&TRIM t 120'-0' 1. COORDINATE WITH STRUCTURAL DRAWINGS FOR ALL BEARING ELEVATIONS B1 TYP ROOF HATCH DETAIL OF 1015T5 AND WIDE FLANGE BEAMS. BRICK MASONRY OF MEMBRANE ROOFING 2. COORDINATE WITH MECHANICAL&ELECTRICAL DRAWINGS FOR CURBS& A2.91 11/2"=1 0" 7,14 ROOF PENETRATIONS. 7.15 7.15 7.14 1.42 DIMENSIONAL LUMBER FRAMING 3, ALLROOF PENETRATIONS SHALL BE FLASHED AND SEALED PER ROOF WOOD DECKIN MOLDED,RIGID CELLULAR POLYSTYRENE PLYWOOD SHEATHM13 1.01 MANUFACTURER'S RECOMMENDATION. BOARD INSULATION 4. COORDINATE WITH MECHANICAL,PLUMBING,AND ELECTRICAL FOR ALL (L IIR-5I ROOF PENETRATION SIZES AND LOCATIONS. DIMENSIONALLUMBERFRAMING 1.01 AIR PERMEABLE WATER BARRIER S. FOR ROOF OVERHANG DIMENSIONS,COORDINATE WITH ROOF PLANS SEE SHEET. /^ 6. ALL METAL ROOF FLASHING DETAILS SHALL BE PER MANUFACTURER'S -- ------- C3 ROOF DRAIN DETAIL C6 TYP PARAPET COPING DETAIL @ BRICK RECOMMENDATIONS AND REVIEWED BY MASTER KEYNOTE FOR DESIGN INTENT. 7. COORDINATE NOTES WITH G0.02 FOR MASTER KEYNOTE LIST. A2.91 11/2"=V-0" A2,91 2"=V-0" 8. COORDINATE WITH FLOOR PLANS AND SECTIONS FOR WALL TYPES. O T.O.CMU LOW n C 9. SEALALLWALLTOROOF CONNECTIONS WITH SPRAY POLYURETHANE FOAM, M Q 118'-0' V ) PROVIDE BACKING ASREQUIRED.RE:072100 IN THE SPECIFICATIONS. 7 Iy 1.01 10.ROOFING DETAILS ARE DRAWN TO ILLUSTRATE DESIGN INTENT AND L J IF`I-THERMOPLASTIC MEMBRANE ROOFING COMPONENTS.FOLLOW MANUFAC URER'S RECOMMENDATIONS FOR C 'I PLYWOODSHEATHING 1.01 L--=`aw ---- INSTALLATION AND MAINTAIN POSITIVE DRAINAGE ALWAYS. O Q PLYWOOD SHEATHING Z -THERMOPLASTIC MEMBRANE ROOFING I L-------�--- WEATHER RESISTIVE PROTECTION BOARDIU2"I L u� O ---- ---- - -- ------- ' - -- - - �� POLYISO BOARD INSULATION 7.21 POLYISO BOARD INSULATION Ln F-- h J Z 0 Q LL z z _ a WOOD DECKING 1.01 1.01 BRICK MASONRY O MOLDED,RIGID CELLULAR POLYSTYRENE L N 1.01 ' 1.01 1.01 BOARD INSULATION � � 0 FITNESS KITCHEN/DINING AIR PERMEABLE WATER BARRIER 112 108 PLYWOOD SHEATHIN 7.08 GLASS-FIBER BATT INSULATIO 1.01 STEEL ANGLE----_ TYP WOOD DECKING 1.01 4.11 DZ FITNESS ROOF TO LOWER ROOF DETAIL HERMOPLASTICMEMBRANEROOFING METAL FLASHING&TRIM D9 Lss A2.91 11/2"=V-0" 1.01 WOOD DECKING WOOD BLOCKING/NAILS 21/2" METAL FLASHING&TRIM STEELP i' T.O.ALCOVE Project No: 20-042 1.01 7.27 = 110'-0' V I' WOOD BLOCKING/NAILER DIMENSIONAL LUMBER FRAMING Date: 02/18/2022 1.01 4 0 WOODSOFFIT 728 MAX Checked By: RC,MS zzs D4 TYP CANOPY DETAIL Drawn By: KID A2.91 11/2"=V-0" Sheet Name: 7.30 I-I-I ROOF DETAILS 7.31 GRID 1.011 GRID Ln / 5.32 �t �t �t �t �t �t �t CL Ct FITNESS 7 EQ 2'-0„ [1-1> 2'-0" 2'D" 2'D" 2'D" 2'D" 2'D" EQ LJJ To 112 �\\ ,l > 5/8"GYPSUMWALLBOARD,TYPEX CITY APPROVED PLANS THERMOPLASTIC MEMBRANE ROOFING L.LJ STELAPEL PLATE iii iii _TO,ALCOVE n Reviewed for Code Compliance U "°`° PLANS MUST BE ON JOB SITE Z E THREADED RO FOR ALL INSPECTIONS C7 Q POLYISO BOARD INSULATION FA[E OFW Sheet No B.O.CEILING \ \\\ RE:RC� 1.94 7.06 SLEEP a 114 WOOD DECKING A2.91 `E1 FITNESS ROOF CONNECTION DETAIL E2 PIPE FLASHING DETAIL E4 TYP CANOPY DETAIL(PLAN) A2,91 11/2"=V-0" A2.91 6"=V-0" A2.91 1/2"=V-0' Page 38 of 319 1 2 3 4 5 6 NOTES-REFERENCE NOTES 0 WOOD BLOCKING/NAILER • GRID TEXT,.. r-- 1.01 COORDINATE WITH STRUCTUAALDRAWINGS. pivot 7.17 T.O.CMU LO� 1.17 WHERE OCCURS. WOOD BLOCKING/NAILER - 118'-C. 1.16 PE:G0.05-WALL ttPES AND RATED ASSEMBLIES FOR ROOFTYPE. PARAPETCOPING PLYWOOD SHEATHING 1.01 1.19 TO MATCH SLOPE OF ROOF.RE:ROOF PIANFOR SLOPES. r - ---- INTERIOR I 1.36 RE:FLOOR PLANS, LONLYWALL TYPES,AT SOUTH WALL OF GENE. O CMU HIGH I = TO.CMU LOW � � I THERMOPLASTIC MEMBRANE ROOFING 1.56 STEEL[HANNELONLY OCCURS ATSOUTH WALLOFGENERALAND EMS 12014" 118'� --- WEATHER RESISTIVE PROTECTION BOARD STORAGE.RE:EXTERIOR ELEVATIONS. fth THERMOPLASTIC MEMBRANE ROOFIN N METAL FLASHING 7.25 JJ 1.97 WAAPTPOOVERSTRURUAALMEMBERS A R C H I T E C T U R 5.17 1/2'EMBEDMENT ALL THREAD SPACED AT 6`0"O.C. WEATHER RESISTIVE PROTECTION BOAR SOUND ATTENUATION BLANKET INSULATIO POLYISO BOARD INSULATION 5.18 STEEL CHANNEL TO BE POWDER COATED RED TO MATCH OVERHEAD _-J A J 5.21 01 PLYWOOD SHEATHUI 708 - THERMOP ASTIC MEMBRANE ROOFING 5.19 1/2"METAL END PLATE BEYOND(BOTH SIDES) POLYISO BOARD INSULATIO O WATER RESISTIVE AIR BARRIERILL] 7.26 5.20 1/2"ALL THREAD @4`0"o.C. PIVOT NORTH ARCHITECTURE,PLLC. INTEGRALLY-COLORED,STANDARD CMU MOLDED,RIGIDCELLULARPOLYSTYRENE I WOOD DECKING 1.01 CO 18 5.21 1/2'.EMBEDMENT ALLTHREAD. 1101 W.GROVE STREET 7,11 BOARD INSULATION L- 7.06 6 MILVAPOR BARRIER BOISE,ID 83702 ---�- 7.17 WRAP TPO UP OVER PARAPET TOP,TYP. WWW.pivotnorthdeSI9n.com POLYISO BOARD INSULATION 1.01 WOOD DECKIN O 7.16 HILTI HY-70 EPDXY 101 7.24 METAL FLASHING&TRIM 708 7.21 FLASHINGSHEET AND CRICKET.WHERE OCCURS.RE:ROOF PLAN. STAMP PROP WOOD BLOCKING/NAILE 7.22 11/2"%11/2"TRIM AND FINISH COLOR BUCK,ONLY OCCURS AT OTS 4��SFD TF4. j[p- (8'1 I SPACES.RE:RCP. �9 WOODDECKING 1.01 7.24 COVER EXPOSED BLOCKING WITH BLACK METAL FLASHING TERMINATION BAR 4' 7.25 WRAP BLOCKING WITH BLACK METAL FLASHING A4 TYP PARAPET COPING DETAIL @ METAL PANEL AS TYP ROOF CURB DETAIL 7.26 FLASHING SHEET m�F OF X�R L-J --- THERMOPLASTIC MEMBRANE ROOFING 9l P A2.92 11/2"=1'-0" A2.92 11/2"=V-0" s 02.18.22 WEATHER RESISTIVE PROTECTION BOARD(1/2") 1.36 POLYISO BOARD INSULATION IT') WOOD DECKING 1.01 SIDEWALL MEMBRANE TO ��///-//`���'��//����\y���� INTEGRALLY-COLORED,HI-R CMU 1.17 OVERLAP SCUPPER FLASHING. SIDEWALLMEMBRANETO Rlc§y V/J�V(/smILLER SEAL OVERLAP SCUPPER FLASHING. ✓ lJ -4MOLDED,RIGID CELLULAR POLYSTYRENE PRE-FABRICATED OR FIELD FABRICATED 24 GA. TYP BOARD INSULATION �'17 MEMBRANE COATED,GALVANIZED STEEL THRU WALL 8"%8"SCUPPER OPENING. B.O.FUR OUT METAL FLASHING.PAINT METAL SCUPPER.BOTTOM OF OPENING LOWER THAN FLASHING,SEE SPECIFICATION FOR COMPLETED SCUPPER TO ENSURE PROPER DRAINAGE. 114'-0" PAINTED SHEET METAL. 5/8"GYPSUM WALL BOARD,TYPE% \___; 4" FLASHING AT ROOF SIDE OF B SCUPPER. ROOF SIDE OF SCUPPER B1 TYP COPING CAP DETAIL @CMU HIGH ROOF 4" A2.92 11/2"=V-0" ROOFING.RE:ROOF PLAN AND SECIIONS, ROOF DECK.RE:SECTIONS AND COORDINATE WITH G / WALL STRUCTURAL DRAWINGS. 5.19 1'-4 3/4" ROOF FELT INTEGRALLY-COLORED,STANDARD CMU ROOF STRUCTURE.COORDINATE WITH -- ----- � RE:FLOOR PLANS,SECTIONS STRUCTURAL DRAWINGS. m ANDWALLTYPES GENERAL NOTES T.QDMD LOW 62 TYP ROOF TO WALL TRANSITION @ CMU 1. COORDINATE WITH STRUCTURAL DRAWINGS FOR ALL BEARING ELEVATIONS Az.9z r-0" D 64 OVERFLOW SCUPPER DETAIL OFJOISTSANDWIDEFLANGEBEAMS. 2. COORDINATE WITH MECHANICAL&ELECTRICAL DRAWINGS FOR CURBS& .. WOOD BLOCKING/NAILER 11/2"=1'-0° 9 ROOF PENETRAT A2.92 IONS, 3. ALL ROOF PENETRATIONS SHALL BE FLASHED AND SEALED PER ROOF $ MANUFACTURER'S RECOMMENDATION. __ 4. COORDINATE WITH MECHANICAL,PLUMBING,AND ELECTRICAL FOR ALL 5.17 STEELCHANNEL C6 ROOF PENETRATION SIZES AND LOCATIONS. 1.56 5.16 2.9 __ 5. FOR ROOF OVERHANG DIMENSIONS,COORDINATE WITH ROOF PLANS SEE 5.20 THERMOPLASTIC MEMBRANE ROOFING - - - - - - -� r j T.O.BRICKHIGH n SHEET. 6. ALL METAL ROOF FLASHING DETAILS SHALL BE PER MANUFACTURERSINTEGRALLY-COLORED,STANDARD CMU I I 120''0' RECOMMENDATIONS AND REVIEWED BY THE ARCHITECT FOR DESIGN INTENT. 7.18 I I 7. COORDINATENOTES WITH GO.02 FOR MASTER KEYNOTE LIST, 8. COORDINATE WIT COO PLANS AND SECTIONS FOR WALL TYPES. 9. SEALALLWALLTO ROOFCONNECRONS WITH SPRAY POLYURETHANE FOAM, (`/') Q j j PROVIDE BACKING AS REQUIRED.RE:072100 IN THE SPECIFICATIONS. 7 10.ROOFING DETAILSARE DRAWN TO ILLUSTRATE DESIGN INTENTAND Z - - ----- - - COMPONENTS.FOLLOW MANUFACTURER'S RECOMMENDATIONS FOR O C II INSTALLATION AND MAINTAIN POSITIVE DRAINAGE ALWAYS. Q Z C1 STEEL CHANNEL DETAIL @ PARAPET INTEGRALLY-COLORED,STANDARD CMU A2.92 11/2"=V-0" i� THERMOPLASTIC MEMBRANE ROOFING II Lu O GRID 1.18 - - - - - - - - - T.O.CMU LOW n w WOOD BLOCKING/NAILER 5.21 ---- CONDUCTOR HEAD- _CMU LOW 118 D, V o 1.97 (I t) ILL Z II QJ z METAL FLASHING&TRIM 101 •� N 7.17 THERMOPLASTIC MEMBRANE ROOFIN INTEGRALLY-COLORED,STANDARD CMU- AIR PERMEABLE WATER BARRIE INTEGRALLY-COLORED,HI-A CMU____ MU II LH I I I I D D1 TYP PARAPET COPING DETAIL @ CMU WITH METAL PANEL MRECEIVER BOX PARAPET DETAIL @ GRIDLINE 1 f t A2.92 11/2"=1'-0" 11/2"=1'4" I I GRID I /I I I I Project No: 20-042 I I Date: 021182022 THERMOPLASTIC MEMBRANE ROOFIN Checked By: RC,MS Drawn By: KD WEATHER RESISTIVE PROTECTION BOAR INTEGRALLY-COLORED,STANDARD CMU I I of I 7z, SIteeINante: POLYISO BOARD INSULATIO L~ ROOF DETAILS = I I 1.01 WOOD DECKIN - _----- - �\`-- I --- _�_- I I L.I..I CONDUCTORHEA - CITY APPROVED PLANS L 01 I METALFLASHING&TRIM I I I ---' Reviewed for Code Compliance > U E MOLDED,RIGID CELLULAR POLYSTYRENE___---- ---'° PLANS MUST BE ON JOB SITE Z >� BOARD INSULATION L.I..I INTEGRALLY-COLORED,HI-R CMU > 1.01 FOR ALL INSPECTIONS CD I I Q Sheet No: I I I A2.92 E1 TYP ROOF TO WALL TRANSITION @ METAL PANEL/CMU E2 OVERFLOW PARAPET DETAIL @ GRIDLINE 1 E4 TYP KICKER ROOF DETAIL @ GRIDLINE 9 A2.92 11/2"=V-0" A2.92 11/2"=V-0" A2.92 11/2"=V-0" . . . . . . . . Page 39 of 319 1 2 3 4 5 6 NOTES-REFERENCE NOTES O J I H G F E D C'T B A J I H F E D C B A 1.01 COORDINATE WITH STRUCTURAL DRAWINGS. pivot 1.05 COORDINATE WITH CIVILAND IANDSCAPEDMWINGS. 82 C2 TENSION ROD 5.37 1.01 C2 82 C2 C2 1.28 0.F.0.1. ttF 1'-4" 1'-4" 1.80 'FIRE SPRINKLER RISERINSIDE'SIGNAGE.2"HIGH LETTERING WRH A3.10 A3.11 A3.10 A3.10 A3.11 A3.10 1'-P' 1'-0' 1'-0" 3/8"STROKE n o r t h E AAAPET COPING E A 4.03 1 0" 4.03 1.81 1'-0"TALLADDRESS NUMBERS.FINISH TO BE MATTE BLACK. 1 PET COPING 403 CMU BLOCK LAYOUT.RE:DETAIL B3 AND D3/A4.92. T.O.CMU HIGH T.O.CMU HIGH 1z7'-a^ 127'-a" ARCHITECTUR 5.34 FINISH:GALVANIZED STEEL AFIF T.O.BRICK HIGH 5.37 TENSION ROD TO MATCH MATTE BLACK FINISH. EEO' T.O.BRICK HIGH 120'-0" 7.34 DIERFLOWOPENING 8- Ag - - 120'-0" 8.01 DOOR AS SCHEDULED.RE:SHEETA7.01 23.04 LOUVER,COORDINATE WITH MECHANICAL DRAWINGS. PIVOT NORTH ARCHITECTURE,PLLC. 118'-0' 118'-0" 23.05 DIESELEXHAUSTSYSTEM PENETRATION.COORDINATEWITH 1101 W.GROVE STREET <28.01 01 CONDUCTORH 7.34 7.34 6.12 MECHANICALAND STRURURALDRAWINGS. TYP E E 23.07 GASMETER.[OORDINATEWITHMECHANICALDAAWINGS. BOISE,ID83702 6.12 26.05 EXTERIOR LIGHTING.COORDINATE WITH ELECTRICAL DRAWINGS. WWW.pIVOt00rtl1deSIgLCOm P T.O.ALCOVE LIGHT FIMURE TO BE COORDINATED BETWEEN STANDING SEAM O O - � METALPANEL RIBS,TYP. uo'-o' STAMP pRog ' A3 A3 A3 26.12 UGHTFIXTURE.COORDINATE WITH ELECTRICAL DRAWINGS. Ve°P`'� TFC�i 32.15 RE:CIVIL DETAIL ON C5.10,DOWNSPOUT TO DISCHARGE BELOW 4' GRADE. LEVEL 1 LEVEL 1 N�grF OF SOP�o BUILDING PLAQUE 100. A 100� S 02.'8.22 DOWNSPOUT <32.15 12.15 TYP U B1 EXTERIOR ELEVATION NORTH 'B4 EXTERIOR ELEVATION NORTH B RICFCeYgusmILLER A3.01 1/8"=1'4' A3.01 1/8„=1'4' s 14 1� 1� l� GENERAL NOTES-BUILDING ELEVATIONS p 82 A fully visible temporary address sign shall be posted on all construction sites 1. RE:FLOOR PLANS FOR EXTERIOR DOORAND WINDOWTYPES. BA3.0 and remain in place until the permanent address is in place 2. RE:WALL SERIONS FOR ADDITIONAL CHAMFER BLOCKAND BANDING LOCATIONS 2'8" D4 E4 E4 4 D3 E1 D3 E1 A3.10 A3.11 A3.10 A.1 A3.11 F ARAPETCOPIN A3.11 A3.10 BUILDING ADDRESS SIGN 1.81 A3.10 TYPLEGEND-BUILDING ELEVATIONS T.O.CMU I GI FDC Visual Alarm A visual alarm device(Exterior horn/Strobe)shall be provided TENSION ROD 5.37 1.01 127'-a' in the area of the FDC. ° HATCH PATTERN INDICATES AREAS OF STACKED ION , RH 1 z�Tlp - - - - - -_ -_ -- - - _ - -_- - -_--- ^ES BRICK A HIGH ELEVAT RECANDDFACEC.FOREXA I`COARSI G. 1 F WALL SECTIONS,BUILDING SECTIONS,BUILDING PARAPET COPING 0 T1 ELEVATIONSAND DETAILS FOR EKACT COARSING. El --_ - - - - - - - - - - - 120'-0" COLOR:615 SM PREMIUM COLOR.RE:DIVISION 04- 40 -I T.O.CMU LO� 912.2.1 Visible location.Fire department connections shall be located on the MASONRY IN THE SPECIFICATIONS. lla'-o' street side of the building or facing approved fire apparatus access roads, Boa FALM CrN RRE DEPAR7HE 7i fully visible and recognizable from the street,fire apparatus access road,or I nearest point of fire department vehicle access or as otherwise approved by HATCH PATTERN INDICATES AREAS OF BRICK. B.olttP °p°��P�g i T.o.Atcov� the fire code official. B COARSING.COLOR:LB427 PLUM GRAIN-SUMMIT - -L - - BRICK.RE:DIVISION 04-MASONRY IN THE L L 110'-O' SPECIFICATIONS. L I i 912.4.2 Clear space around connections: A working space of not less than Aa A4 i 36 inches in width,38 inches in depth,and 78 inches in height shall be As As maintained in front of and to the sides of wall-mounted fire department HATCH PATTERN INDICATES AREAS OF MATTE BLACK 1 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ I connections and around the circumference of free-standing fire i C STANDING SEAM METAL PANEL COLOR:MATTE connections,except as otherwise require or approved by the fire chief. BLACK-STANDARD COLOR.RE:DIVISION05. LEVELS METALS IN THE SPECIFICATIONS. rBUILDING ADDRESS SIGN 1.28 B C I A0W1 j°0W C A J 4"of a contrasting color E2 `- '%%�/��jJ,I HATCH PATTERN INDICATES AREAS OF MATTE BLACK 912.4 Access:Immediate access to fire department connections shall be UL J STEEL PLATE.RE:DIVISION IS.METALS IN THE maintained at all times and without obstruction by fences,bushes,trees, SPECIFICATIONS. z - walls,or any other fixed or movable object. Access to fire department O connections shall be approved by the fire chief. a C1 EXTERIOR ELEVATION WEST HATCH PATTERN INDICATES AREASE PANEL.RE: IVISION 06 WOO PLASTIC SOFFIT p L z TW � B ( 7 $ 9COMPOSITES IN THE SPECIFICATONS. <2- 18'0" `t 18'TyCt 2,-0„ N H METAL CPINGS.FINISH TO BE lJ - LU MATTE BLACKS E:SPECIFICATION5076200, O El DI Dl 82 E4 E4 D4 w A3.10 A3.10 A311 A3.11 A3.1 A3.11 A3.10 A3.11 A3.10 TAG INDICATES DOWNSPOUTS,PARAPET SCUPPERS, ILL F A PARAPET COPING AND CONDUCTOR HEADS.FINISH TO BE MATTE J BLACK.RE:SPECIFICATIONS 076200. N - - - - T.O.CMUHIGH ^ J Z TAG INDIC4TE5 METAL FABRICATION.FINISH REDTO .. O TTENSION RO 5.37 101 127' MATCH APPARATUS BAY DOORS.RE:SPECIFICATIONS +- Q 0 4'-0" 16'-0" ttP 055500. („) IL Z O5.16 STEEL CHANNEL F PARAPET COPING D5 T.O.BRICK HIGH � PARAPET COPIN F - - ---T - - - - TYP - - - - - - 0 - 12W 0" L'J MATTE BLACKS RE:SPECIFICATIONS 07 21500. BE ,O Z 26.12 T.O.CMU LOW L N - �- P- - - � TAG INDILATES MATTE BLACK METAL CHANNEL � p <2801 a 118'-0" �� CANOPY.RE:DIVISION S-METALS INIHE � '� 26.05 SPECIFICATIONS. 000 �00 _ 110'-0� LIVE LI 100'-0' D EQ. Ell SECTIONAL DOOR 8.01 - - � J ttP EEROWINDOW C C I D I C J I C 6 D1 EXTERIOR ELEVATION-EAST .01 Project No: 20-042 A B C D F G H I J Date: 021182022 Checked By: RC,MS ' C2T C2 Dq 82 1 4 A3.10 A3.11 A4.91 OA3.10 1,-q. Drawn By: KD STEEL LADDER 5.34 1'0" 4.03 PARAPET COPING 1'-0" 4.03 HIGH Sheet Name: 121'4' N BUILDING TYP ELEVATIONS E - - T.O.CMU LOW S w A2.92 a 118'0' V EQ EQ 3.05 TM° ^ - - - > CITY APPROVED PLANS 26.1 26.05 6.05 6.05 T.O.ALCOVE ' uo'-O^ Reviewed for Code Compliance U 3.0' M PLANS MUST BE ON JOB SITE Z E LU FOR ALL INSPECTIONS C7 LEVELI LEVEL Q CONDUCTORHEAD,TYP C G /� 100'-O" 100'-0" S h e e I N o 1.80 1.05 TYP 32.15 DOWNSPOUT,ttP 5'-0" 26'-4" 26'-4" E1 EXTERIOR ELEVATION SOUTH E3 ELEVATION ALCOVE TYP A3.01 A3.01 1/8"=1'-0" A3.01 1/8"=1'-0" - Page 40 of 319 1 2 3 4 5 6 T T G TT T T T NOTES-REFERENCE NOTES O 1.02 COORDINATE WITH ROOF PIA.. 1.11 COORDINATE WITH REFLECTED CEILING PLAN. pivot El D3 4.03 CMU BLOCK LAYOUT.RE:DEFAIL B3 AND D3/A4.92. A3.11 A3.10 - ES 11.34 O.F.C.I.ALERTING CALL MONITOR D4 E4 E4 82 q D3 4.1 31 23.05 MECHANICSEL AL ANDST SYSTEM RAW(COORDINATE no( th A3.io A3.11 A3.io a3.11 .11 3.11 r�---- 1 A3.io MECHANICALANDSTRUCTUAAL DRAWINGS. "/12 - - - - - - T.O.CMU HIG� ARCHITECTUR ❑ - A DI ES 1.04 I 41 T.O.BRICK HIGH If 1 O.CMU LOW A2.92 - * - - - - - 112"/12"- - - - - - - - - - - - - - PIVOT NORTH ARCHITECTURE,PLLC. I , I I 112"/12" I 118'-0' I I I 1101 W.GROVE STREET 1 I " I www. ivotnorthdesi n.com ❑ _ ❑❑❑ ❑❑ I i i STAMP s�PROFF I Il _ E[lk LVELI O i i _ i i 1ao-0 s 02.18.22 l J1 l` 1 GENERALANDEMS FITNESS SLEEP SLEEP SLEEP SLEEP ADA SLEEP APPARATUS BAY STORAGE 112 114 115 116 117 118 128 133 62 BUILDING SECTION(GRID G) A3.1D 1,8„-V-D" RICF�eYgZILSMILLER T ❑ T ITT T T T T ❑ ❑ E1 51M ES DI E1 Eq D1 B2 E4 E4 D4 A3.10 DPP q.y _^ A3.30 A3.11 qy -- - A3.11 A11 A3.11 A3.10 A3.11 A3.30 ( 1 � T.O.CMU HIGH � - T T_ - i- � B4 12 104 T.O.BRICK HIGH �T ttP - - - ; - - - , - - - - - - - - - i -❑ T.O.CMU LOW- ES E3 _ - -1/2"/12" 1/2"/12" I I a1Daftoo118'-0" I.- I �d I r I ❑ ❑ ❑ I " I " ' I GENERAL NOTES-WALL SECTIONS _ El 1. FOR SIZE AND CONNECTION DE FAILS OF WOOD FRAMING COMPONENTS (BEAMS AND COLUMNS),WOOD JOISTS AND STEEL GIRDERS,WOOD DECKING d I I ANDOTHERWOOD SECTIONS,REFERENCE THE STRUCTURAL DRAWINGS ❑ ❑ ❑ ❑ ❑ ❑i 2 CORRDINATE WrHS CONCRETE DRAWINGS. 3. AND FOUNDATIONS, LEVELS COORDINATEWRH STRUCTURAL DRAWINGS 3. FOR REINFORCEMENT OF CONCRETE MASONRY UNIT WALLS,COORDINATE 10,C. V WITH STRUCTURAL DRAWINGS. FIRE RISER/AIR t J l`-- --- J l 1 4, FOR WINDOW TYPES,COORDINATE WITH FLOOR PLANS. ROOM J APPARATUS BAY WORKSHOP IT CAPTAIN OFFICEI FFWA - LOBBY' PUBLIC RESTROOM J 5. PROVIDEBITUMINOUS DAM PPROOFING ON ALL EXTERIOR FOUNDATION WALLS AS PER SPECIFICATION DIVISION7.PROVIDE BELOW GRADE ONLY. 139 128 130 127 104 102 100 101 6. RE.FLOOR PLANS FOR WALL TYPES. 7. ALL EXPOSED INTERIOR CMU WALLS SHALL BE FINISHED WITH WATER p C2 BUILDING SECTION(GRID D AND E) 8. ONALLLF FOUNDATION DETAILS COORDINATE WITH GEOTECH FOR DEPTH. f n Q A3.lO 1/8"-1'-10" T9. TERMINATE TPO AT IB"ABOVE TOP OF ROOF UNO. Z lO.EXTEND WALL FRAMING AND GYPSUM BOARD FINISH TO ROOF DECK WHERE O INDICATED.INSTALL DOUONYBLE TOP PLATE CONDITION AT BOTTOM TRUSS Q 1 I H t D ) t C ) B H TERMICHORNATE ATE FRAME BOARD N TO ROOF DECK.ATR PERPENDICULAR WALL F V V TTRUSS LOCATIONS,SOLID BLOCK TRUSS CHORDS AT WALL INTERSECnONS TO z TERMINATE GYPSUM BOARD AND MAINTAIN FIRE RESISTIVE RATING TO ROOF 82 C2 DECK.LATERALLY BRACE WALL AT 4'-0"O.C.ABOVE I4'-0"A.F.F. LIT = A A3.11 AB 10 W 3.30 O + C2 E2 N I L 0 - - - - - - - - - - - (- �T.O_CMU HIGH LL w 1 127' N 1 B6 J z I I Bl __�__-� 1 -D2 - - ^--i- -1 I I p T I I I I Q.BRICK HIGH L Z 120'0, U 2 1/2"/12" I I GJ z - I I n - I I I I (^ I •� Q I I 1 I 1 I I I 1 0 � to I - 1 Al I I I 9 I ITO ALCOVE I I 1 - I I I I I = o d ��"--rr ' I ' f-�I 11.30 --1 ----1 I 1 q I t I 1 I I \ I I m LEVELI LEVELI I - -•JI APPARATUSBAY L_------ --J 1`-- ---- -j LOBBY KITCHEN DINING 100'-0" I 1 1 _ t FITNESS- D 100 1DB 112 11'4" E.8" 12'0" 8124" 16' B" 10'8" 10'4" 11'0" D1 BUILDI G SECTION(GR D 2) D4 BUILDING SECTION(GRID 8) A3.10 1/8..=1,-O° A3.10 1/8"=V-O" T B T D E F G H H ❑ Project No: 20-042 TT TDate: 02/18/2022 C2 C2 D6 82 C2 C2 B2 Checked By: RC,MS,GG 1'-4" A3.10 A3.11 q'9 A3.10 V-4" A3.10 A3.11 A3.10 4.03 '_0 1 ° 1 ° 1 ° 4.03 Drawn By: KD rl I1 1 I T.O.CMU HIGH T.O.CMU HIGH _ I - � I I � z Sheet Name: I I 1 10.4. 14'-0 GL i B B 0" 1 127'-'. - 127'. 41 2'-D"/\ P °i w BUILDING SECTIONS ( 3.05� 1.02 I ttp .9 B3 SIM 4.1 4.1 Opp �+ TYP I I LJ 1I T.O.CMU LOW T.O.CM U LOW I l 1 I o 118'-0" 0" L1J �; I 19 0 JI I I I , I CITY APPROVED PLANS Lu ELI ❑ u 1 L' Reviewed for Code Compliance � E I❑ 0 - �I ; PLANS MUST BE ON JOB SITE Z Lu _ _ FOR ALL INSPECTIONS C7 I I I I LEVEL 1 i j " � ; LEVEL 1 I I 100'� I 1 100'.0 Q I I 1 ( 1 1 � i � 1 1 I I • " .. ( J -J - Sheet No: FIRERISER/AIR DECON BUNKER GEAR ELECTRICAL GENERAL AND EMS t FFWA (HALLWAY HALLWAY SLEEP ------- ROOM 138 104 136 135 STORAGE 102 103 119 116 ttP E1 BUILDING SECTION(GRID 1) 39 F133 E4 BUILDING SECTION(GRID 6) A3.10 A3.10 1/8..=1,-O° A3.10 1/8„=V-0" Page 41 of 319 � I 1 2 3 4 5 6 NOTES-REFERENCE NOTES J I H B A 1.04 COORDINATE WITH REFLECTED CEILING PIAN. g2 C2 C2 4.03 CMU BLOCK LAYOUT.RE:DETAIL63 AND D3/A4.92. pivot 27' A3.10 A3.11 A3.10 11.34 O.F.C.I.ALERTING CALL MONITOR T.O.CMU HIG 4' n o r t h 1 ARCHITECTUR C6 ipq gl CG T.O.BRICK HIGH A - 2.9 z9 -I - - 9 -I 120'-0" av-ol T.O.CMU L0� It4 -- t D9� lla-o PIVOT HA GROVE STREET ETPLLC. BOISE,ID 83702 1 ® _ -4 www.pivotnorthdesign.com L - - - - - T.0_ALCOVI -- L - _1 -- T llo'-o' STAMP S�FKOF ° LEVELI � i 300'� N�grF OF \�P� ADA SLEEP HALLWAY RESTROOM RESTROOM JANITORIAL IT s 02.18.22 B2 BUILDING SECTION(GRID S) 118 11' 121 12a 126 127 A3.11 1/8"=V-0" T ITT T T T T RIC§CeYgZISMILLER I I I I I I I I I El Dl El DI D B2 a E4 E4 D4 A3.10 A3.10 A3.11 E3 A3.1 A3.1 A3.11 A3.10 A3.11 A3.10 T.O.CMU HIGH B - - - - - - - - - - - -vz"/12 - - - - 1 127 '4 _- D6 / �__1tT.0.BRICK HIGH 4.1 D1 1.04 ------ 2.9 - _ TYP awi T.O.CM1,LOW 112"112" _ ®C.i -_ 1 - - - 1/2"/12 1 I 1 118'-0" I I - I I 1 1 I° v - - T.O.ALCOVE L GENERAL NOTES-WALL SECTIONS ; DOD ' 1 � CT1. FORSIZE ANDCONNECFION DETAILS OF WOOD FRAMING COMPONENTS � (BEAM SAND COLUMNS),WOOD JOISTS AND STEEL GIRDERS,WOOD DECKING ANDOTHERWOODSE IONS,REFERENCE THE STRUCTURAL DRAWINGS. DID ] I I I LEVELI 2. FOR REINFORCING OF CONCRETE SLABS,FOOTINGS AND FOUNDATIONS, I I I 1 100'-0" COORDINATEWTIH STRUCTURAL DRAWINGS. 3. FOR REINFORCEMENT OF CONCRETE MASONRY UNIT WALLS,COORDINATE I Ih BUNKER GEAR APPARATUS BAY IWASH ACLOVE LAUNDRY DAYROOM HALLWAY KITCHEN DINING `---- WITH STRUCTURAL DRAWINGS. 4. FOR WINDOW TYPES,COORDINATE WITH FLOOR PLANS. 136 128 137 122 111 110 108 S. PROVIDEBITUMINDUS DAM PPROOFING ON ALL EXTERIOR FOUNDATION C2 BUILDING SECTION(GRID F) WALLS AS PER LANSF R SPECIFICATION DIVISION].PROVIDE BELOW GARDE ONLY. 6. RF.FLOOR PLANS FOR WALL TYPES. A3.11 1/8 =P-O" 7. ALL EXPOSED INTERIOR CMU WALLS SHALL BE FINISHED WITH WATER p REPELANTS PER SECTION 07 19 00. M Q 8. ON ALL FOUNDATION DETAILS COORDINATE WITH GEOTECH FOR DEPTH. C] 9. TERMINATE TPOAT38"ABOVETOPOF ROOF UNO. Z - ERE HT BT T TD T ( F ) ( �j ) I-I I 1p.CHORD N FRAAMINGA WAL T ROOF DECK.ATH RPR DICULTRUSSARW LLTO Y Y EXTEND PLATE ROOF DECK CKW a CHORD AND FRAME PONY WALL TO ROOF DECK.AT PERPENDICULAR WALL TO C T TRUSS LOCATIONS,SOLID BLOCK TRUSS CHORDS AT WALL INTERSECTIONS TO z B2 C2 C2I I C2 C2 I B2 TERMINATE GYPSUM BOARD AND MAINTAIN FIRE RESISTIVE RATING TO ROOF Q A3.11 A3.10 T A3.11 A3.10 DECK.LATERALLY BRACE WALL AT 4'-0"O.C.ABOVE 14"0"A.F.F. 1-4 L1J 4.03 PttAPRAPET COPING 1- 4.03 T.O.CMU HIGH I " O V 0 19 2'. 13'-4° - 12.O": _ 127'-4. LL w SIM D4 w B2 d A3 - D4 T.O.BRICK HIGH J 49 - 12 SIM OPP 4.1 4.1 OPP ttP - - - - - - _______ - 120'0" .. J O 1 1 TO.CM LOW - 1 ^t TO.CMU LOW � U Z V - r V 1 I ue'-o LL L ¢ o I 0 I I I I I I 1 I I I I I -LEVELI LEVELI I I 1 �RESTRIOOM I---HOSE ALCOVE IP R ROOM JANITORIAL HALLWAY WORKSHOP) JL J WORKSHOP HALLWAY JANITORIAL RESTROOM RESTROOM 132 121 124 126 103 130 130 103 126 124 121 D D1 BUILDING SECTION(GRID 3) `D4 BUILDING SECTION(GRID 4) A3.11 1/8„=V-0" A3.11 1/8"=V-0" B � � T Project No: 20-042 TT B A D1 Cz Cz Bz t " t C2 Da t : 02118/2022 A330 A3.30 Checked By: PIC Dl Drawn By: KD ��k✓✓✓ TO.CMUHIGH ^ - - - - - - - - T.O.CMU HIGH awi .z- •>:,:., .,......1�: .:, - -_ ; 127,4" 127'4" Sheet Name: I I I C6 C6 2.9 2.9 w TO.BRICK cn BUILDING SECTIONS - D2 2.9 J 120 1 1 i B9 L1..1 1 1 1 W BRICK _ I _ B3 A9.9 1 9D.9i 1 .DALCDV. E > na-o" ITY APPROVED PLANS LU-u YP _ el Reviewed for Code Compliance9.9I 71. PLANS MUST BE ON JOB SITE Z _ LEVEL 1 0 LEVEL 1 W 1 1 � FOR ALL INSPECTIONS Q 7 a a'-o° a'-o' a'-o' 16-0" - FITNESS sI - ' 9'a„ 22'a' KITCHEN DINING LOBBY - Sheet N o 112 108 E1 BUILDING SECTION(GRID 2 AND 3) E4 BUILDING SECTION(GRID 7) A3. A3.11 1/8„=V-0" A3.11 1/8"=V-0" - Page 42 of 319 1 2 3 4 5 6 NOTES-REFERENCE NOTES 0 1.69 STAINLESS STEEL RECESSED ACCESS PANEL BEYOND.1'A"LX I'-0"WX / H. ITHIN CMU OCK ALIGNPROVIDE UI DING SIGNAGE WITH JAMB F4-F I�O 1.74 ALIGN BUIIOINGSIGNAGE WITH IAMB OF4FOLD DOORS. loll BACK LIT SIGNAGE.COORDINATE WITH ELECTRICAL DRAWINGS. 26.012 LIGHTI 111111 NATE WINGS. 28 SECURITY CAMERA COORDINATE WITH TECHNOLOGY DRAWINGS. n RAWINGS. n O(t h ARCHITECTUR A . PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com STAMP 4��seD PROF s 02.18.22 RIC§CergusMILLER GENERAL NOTES-BUILDING ELEVATIONS 1. RE:FLOOR PLANS FOR EXTERIOR DOOR AND WINDOW TYPES. 2. RE:WALL SECTIONS FOR ADDmONAL CHAMFER BLOCK AND BANDING p LOCATIONS v LEGEND-BUILDING ELEVATIONS HATCH PATTERN INDICATES AREAS OF STACKED A BOND-PRECISI)N-FACE C.M.U.COORDINATE WITH 9IM" WALL SECTIONS,BUILDING SECTIONS,BUILDING ELEVATIONS AND DETAILS FOR EXACT COARSING. COLOR:615 SM PREMIUM COLOR.RE:DIVISION 04- MASONRY IN THE SPECIFICATIONS. HATCH PATTERN INDICATES AREAS OF BRICK. e COORDINATE WITH WALL SECTIONS FOR EXACT T.O.BRICK HIGH COARSING.COLOR:LB427 PLUM GRAIN-SUMMIT 120.-D. BRICK.RE:DIVISION 04-MASONRY IN THE SPECIFICATIONS. HATCH PATTERN INDICATES AREAS OF MATTE BLACK GRID STANDING SEAM METAL PANEL.COLOR:MATTE � = BLACK-STANDARD COLOR.RE:DIVISION OS- _ METALS IN THE SPECIFICATIONS. EXTERIOR INTERIOR \ U/__l/__l/__CL_lU HATCH PATTERN INDICATES AREASTA MATTE BLACK Aq pt D STEEL PLAT E.RE:DIVISION OS-METAIS IN THE ALCOVE SPECIFICATIONS. O o -T.O.� M Q _ 110-0 - HATCH PATTERN INDICATES AREAS OF WOOD SOFFIT Z C E PANEL.RE:DIVISION 06-WOOD PLASTIC O COMPOSITES IN THE SPECIFICATIONS. Q ;- TAG INDICATES METAL COPINGS.FINISH TO BE MATTE BLACK.RE:SPECIFICATIONS 076200. TAG INDICATES DOWNSPOUTS,PARAPET SCUPPERS, L1..I AND CONDUCTOR HEADS.FINISH TO BE MATTE O tx BLACK.RE:SPECIFICATIONS 07 6200. TAG INDICATES METAL FABRICATION.FINISH RED TO C pq 100,-u, H MATCH APPARATUS BAY DOORS.RE:SPECIFICATIONS J v~i A4 e1 055500. J Z 8 m SIM .. O g m - TAG INDICATES BENT METAL FRAME.FINISH TO BE +-+ l9 MATTE BLACK.RE:SPECIFICATIONS 07 62 00. U ? _ N =7 < TAG INDICATES MATTE BLACK METAL CHANNEL .� L Q CANOPY.RE:DIVISION 5-METALS IN THE O SPECIFICATIONS. L D4 TYPICAL BRICK REVEAL DETAIL D5 TYPICAL BRICK REVEAL ELEVATION $Q A4.01 g„_1'-0" A4.01 1,4„_1,-0" l7J I I I 2 1 EQ GL EQ 32'0" 1.74 BUILDING IDENTIFICATION SIGN C10.11) 1.74 D _ _ �ZPARAPETCD PING_ _ T.O.BRICK HIGH TYP 120'-0' F T.O.CMU LOW ^ T.O.CMU LOW 118'-0� 118'-0' m ^' DEN RQLUD C rff IRRCE DEPARU EHY ^ Project No: 20.042 C2 - EQ EQ C26.01) C10.11>BUILDING IDENTIFICATION SIGN C26 W U Date: 07J18/2022 �/ D4 TYP TYP U — Checked By: RC,PAS i ) T.O. LL BUILDING IDENTIFICATION SIGN C Drawn By: KIDT.O.ALCOVE _ T.O.ALCOVE ^ !S 5'-1' 110'-0� Sheet Name: W A°92 - \ Ln ENLARGED BUILDING o d = B ELEVATIONS 1.69 LJ 1i E 11 LEVELI �al ELL LEVEL I 1 4" CITY APPROVED PLANS Lu C 1W' I D " THREADED ROD , '°°'-� - C -1 -0" eviewed for Code Compliance Ell EQ ttP U E �L B'"10" q' 1D" "B PLANS MUST BE ON JOB SITE LZ FOR ALL INSPECTIONS Q Sheet No: E1 NUMBER 3 SIGNAGE E2 TWIN FALLS CITY FIRE DEPARTMENT SIGNAGE AND STEEL CONNECTION AT PIERS E5 CITY SEAL SIGNAGE R A4.01 1,4„=V-0" A4.01 1,4„=V-0„ A4.01 1,4„=1,-0" A4.01 - - - - - - - - - - Page 43of319 1 2 3 4 5 6 NOTES-REFERENCE NOTES O 1 G Y Y H 1.p1 COORDINATE WITH STRUCFURALDRAWINGS. Q � 1.04 COORDINATE WITH PEFECTEDCEILING PLAN. 1.05 COORDINATE WITH CIVIL AND LANDSCAPE DRAWINGS. P I vO t C6 SIM OPP 32,15 RE:CIVIL DETAIL ON C5.10,DOWNSPOUT TO DISCHARGE BELOW C6 C6 GRADE. r t h _ 2.9 OPP O DI T.0 BRICK HIGH - TO BRICKHIGH - - - T.O.BRICKHIGH T�.O.BRICKHIGH 2.9 - - - 2'9 T.O.BRICKHI H 120�.p Dl -0' ,l 120-0' l 1 I^ 120�-p�� zs 1 Aa _ _ _ _ ARCHITECTUR. T.O.CMU LOW T.O CMU LOW --� TO CMU LOW 2'B 2.9 @RECEIVER BOX 118'-0, V lv 18'-0" - I - p ' - B5 A l 1 _ - ES ' p l _ 1 ram- I 2.9 @OVERFLOW Dy 1.01 xwws t 01 I B II I I III IZI I PIVOT NORTH ARCHITECTURE,PLLC. I i 1.01 - i i 9 1 - - -- E3 1101 W.GROVE STREET 799 BOISE,ID 83702 1 ' J I ( ) i e i x.vreosmr 1 _ www.pivotnorthdesign.com ji�T.O.ALCOVE ' ' - _ l T.O.ALCOVE n 110' STAMP PROF } I �`�`'S TE•cl' I I I I 4 GENERAL AND EMS HOSE ALCOVE wsasar FIRE RISER/AIR ENTRY LOBBY PUBLIC RESTROOM FITNESS i j qrP OF XO� STORAGE 132 ROOM 10W 100 s 02.18.22 133 139 101 112 49 D9 4.9 a�> I I LEVEL 1 LEVEL 1 - -- LEVEL 1 - LEVEL 1 �LEVEL 1 ' ' LEVEL 1 1DD'- - , p vi" - - - - 61 - RI■A.�//��g///JJJ ,,,yyy ILLER lOD'� v 100,-0„ 1 4.9ID� Y V/l 1 B B1 WALL SECTION(GRID 1/G) B2 WALL SECTION(GRID 3/G) B3 WALL SECTION(GRID 1/D) B4 WALL SECTION(GRID 9/D) B5 WALL SECTION(GRID 8/C AND D) B6 WALL SECTION(GRID 8/H AND I) A4.11 1/4„=1'4' A4.11 1/4„=1'4" A4.11 1/4„ V-0" A4.11 1/4„=1'4' A4.11 1/4„=V-0" A4.11 1/4„=V-0„ AB SIM B1 2.9 T.O.CMU HIGII _ - G H 12, 1 1 1 T 9 8 T G GENERAL NOTES WALL SECTIONS I I I 1.01 C6 C6 1. FOR(BEAMSE AND ND OONNECTION LUMNS�WOODA1LS OF OISTTS ANDDST EEL GI GIRDERS,WOOD COMPONENTSING KING 29 ^- 2.9 C9 ^^ ^_ __________� AND OTHER WOOD SECTIONS REFERENCE THE STRUCTURAL DRAWINGS EKM12 I- T..BRICK HIGH 1^ - _ ( 1- T.O.BRICK HIGHlio T.O.BRICK HIGH T.O.BRICK HIGH TTT T.O.BRICK HIGH 2. FOR REINFORCING OF CONCRETE SLABS,FOOTINGS AND FOUNDATIONS, - - - COORDINATE WITH STRUCTURAL DRAWINGS. I I - 120'-0' 120' 120'-V. 1 1 ' ' 120'-0" ITT 1201 1 J SIM A4 I I 3. FOR REINFORCEMENT OF CONCRETE MASONRY UNIT WALLS,COORDINATE OPP 2.B T.O.CMU LOW ; ; WITH STRUCTURAL DRAWINGS. 118'-0 I I E4 4, FOR WINDOW TYPES,COORDINATE WITH FLOOR PLANS. ' 5. PROVIDE BITUMINOUS DAMPPROOFING ON ALL EXTERIOR FOUNDATION MlzI -a 0 I I 29 WALLS AS PER SPECIFICATION DIVISION 7.PROVIDE BELOW GRADE ONLY. p FF<�> fi. RE:FLOOR PLANS FOR WALLTYPES. 1.01 R R 0 ,,01 I J. ALLEXPOSED INTERIOR CMU WALLS SHALL BE FINISHED WITH WATER 1.01 REPELLANTS PER SECTION 071900. ; 8. ON ALL FOUNDATION DETAILS COORDINATE WITH GEO TECH FOR DEPTH. O I 9. TERMINATE TPOATI8"ABOVE TOP OF ROOF UNO. M Q I I 10.EXTEND WALL FRAMING AND GYPSUM BOARD FINISH TO ROOF DECK WHERE 7 0 x.weosa INDICATED.INSTALL DOUBLE TOP PLATE CONDITION AT BOTTOM TRUSS Z B.O.CEILING I -" B.O.CEILING � T.O.ALCOVE 1 -------- I T.O.ALCOVE CHORD AND FRAME PONY WALLTO ROOF DECK.ATPERPENDICUTAR WALL TO J C - Q ` - - �- - - TRUSS LOCATIONS,SOLID BLOCK TRUSS CHORDS AT WALL INTERSECTIONS TO O RE:RCP B.O.CEILING T'f-� 11p'-0" x-wsosur RE:RCP 110'-0" Q FITNESS TERMINATE GYPSUM BOARD AND MAINTAIN FIRE RESISTIVE RATING TO ROOF Z RE:RCP xweasrnP B.O.CEILING DECK.LATERALLY BRACE WALL AT 4"0"O.C.ABOVE I4"0"A.EF. Q xmizraa 1.04 ACOUSTICAL PANELCEILING APC-1 RE:RCP 112 FFWA ACOUSTICAL PANELCEILING APC-I Ln = Lu APPARATUS BAY 102 SLEEP KITCHEN/DINING PATIO 128 F116 F 108 F 1-09-1 LL w HOSE ALCOVE J z 132 E2 J Z C2 E2 - J D2 1.05 4.9 .. O qqa.9 4.9 4.9 _ LEVELI --- ---1 LEVELI � �._ LEVEL - "-__- LEVELI LEVEL LEVELI Q 0° - III 100�0" I 100�0" �,-p„ - _ 100'-0� U L.L Z I - 100'-0�� i I I i ' 1.01 THI I I �Jl I DI �_ Q t L N I- D1 WALL SECTION(GRID 2/3 AND B) D2 WALL SECTION(GRID6/C) D3 WALL SECTION(GRID 6/H) D4 WALL SECTION(GRID 4/13) D5 WALL SECTION(GRID 9/G) K-DII WALL SECTION(GRID 8/9 AND F) A4.11 1/4"=1,4„ A4.11 1/4 =114„ A4.11 1/q„=1'0" A4.11 1/4„=V-0" A4.11 1/4°=1,4„ A4.11 1/4"=1,4„ T1WSIM 1MOPP BI B3 2.9 T.O.CMU HIGH 29 1 _ 29 CMU HIGH - --- T.O.CMU HIGH - -J^ t- 29 T.O.CMU HIGH (^ I T.O.CMU HIGH D - 127'-4" - - - - - I -12T-ate, 127'� I ; - 12� , - 127'l l 1 t J x-Ariz SIM x"M1z Project No: 20.042 g2 OPP O SIM 0 Oate: 07J18/2022 S1A4 5]95 2.9 B2 - - -�OPP T.O.CMU LOW 2'9 _ Checked By: RC,MS - '� B2 D3 I I 29 Drawn By: DS - Sheet Name: l 1 -- - ---- t N EXTERIOR WALL I I I I I B.O.CEILING SECTIONS RE:RCP V ' "" > CITY APPROVED PLANS W APPARATUS BAY GENERAL AND EMS IZ 1za APPARATUS BAY e, WORKSHOP APPARATUS BAY STORAGE Reviewed for Code Compliance � APPARATUS BAY APPARATUS BAY WASH ACLOVE RESTROOM AB.92 128 U 128 128 13 121 El 7.9 Iza 130 c 133 PLANS MUST BE ON JOB SITE LZ E1 FOR ALL INSPECTIONS (D1.05 _- 1.05 89 ' A LEVELI ( t 7.9 I I LEVEL --- LEVEL LEVEL LEVELI S l e e t N 0: 100'-0„ l 1 --- 10, A4.11 E1 WALL SECTION(GRID 2 AND J) E2 WALL SECTION(GRID A AND B/2 AND 3) E3 WALL SECTION(GRID 3/F) E4 WALL SECTION(GRID 3/1)) E5 WALL SECTION(GRID 2/G) A4.11 1/4"=V-0" A4.11 1/4"=V-0" A4.11 1/4"=V-0° A4.11 1/4"=1'0° A4.11 1/4ll=1'-0° Page 44 of 319 1 2 3 4 5 6 NOTES-REFERENCE NOTES Ali ADA SLEEP ADA SLEEP 118 01 COORDINATE WITH STRUCTURAL DRAWINGS. pivot / INTERIOR CIVIL AND LANDSCAPE DRAWINGS wsss 118 x-wwsMP INTERI SLEEP _ _ 1.07 WERE OCCUg51TH 114 1.20 COORDINATE WITH FLOOR PLAN FOR WALL TYPES 1.83 1.64 ' 5.23 - � �������.� ���- � - � 1.36 RE:FLOOR PLANS,WALL TYPES,AND/OR WALL SECTIONS. INTERIOR n o r t h WWSMP ' 1.83 MAINTAIN I.S"MIN SPACING FROM CENTER OFTHRU BOLT TO ANY - CMU FACE JOINT.LOCATE Ill THRU BOLT MAX,PER GROUTED CMU CELL(WALL SHOULD BE FULLY GROUTED(.USE THE MFR SUPPLIED O THRU-BOLTING PLATE. A R C H I T E C T U R 0 o FITNESS 1.84 DO NOT DAMAGE OR DISRUPTANY EXISTING CMU REINFORCEMENT. A O EXTERIOR O i, INSTALL PER MIFF RECOMMENDATIONS. 112 O 1 METAL FLASHING&TRIM EXTERIOR O 5.23 LOCATETHE CENTER OFTHE FALL RESTRAINT PLATE V-O"MIN FROM x-ws"s JOINT SEAIANTBACKING METAL FLSHING&TRIM O OPENINGS. O JOINTSEALANT JOINT SEAIANTBACKIN METAL FLASHING O 1.34 FINISH:GALVANIZED STEEL PIVOT NORTH ARCHITECTURE,PLLC. JOINT SEALANT O xwsoe JOINTSEALANT BACKING O xwsosaP 9.09 RE:FINISH SCHEDULESA8.01. 1101 W.GROVE STREET O JOINT SEALANT BOISE,ID 83702 O O 1 D4 www.pivotnorthdesign.com Ras EXTERIOR INTERIOR 1 `e STAMP PROF Al TYP FALL PROTECTION DETAIL A2 CORNER METAL PANEL DETAIL @ ADA SLEEP A3 CORNER METAL PANEL DETAIL @ HOSE ALCOVE A4 CORNER METAL PANEL DETAIL @ FITNESS 51M A4.91 11/2"=V-0" A4.91 11/2"=1'4' A4.91 11/2"=V-0" A4.91 11/2"=1'4' B3 oPP 4 ______2_9- III 9rP OF �pP GRID GRID � , S � 02.18.22 I EXTERIOR INTERIOR T.O.CMU HIGH - ��� - Q T.O.CMU HIGH EXTERIOR INTERIOR � � - - - - - - SELF-ADHERING TRANSITION FLASHIN 127-4 I 127-4 TEEL(ADDER I SELF-ADHERING TRANSITION FLASHING I I � I _ xamzxRrnP I o METAL FASHING&TRIM EXPANSION AND SLAB ISOLATION JOINT METAL FLASH ING&TRIM EXPANSION AND SLAB ISOLATION JOINT ,L _____ EXPANSION AND SLAB ISOLATION 101M FILLER FILLER Y Rl�§y V/J�V(/ll���ILLER FILLER EXPANSION AND SLAB ISOLATION JOINT CL O o ✓ lJ CAST-IN-PLACE CONCRETE 1.01 FILLER CAST-IN-PLACE CONCRETE 1.01 LL 1.05 a LEVEL 1 - - 1.05 - 7 t LEVEL( 1W'-0" I MIN •• OSTEEL LADDER B t 'i UNDERSLAB VAPOR RETARDER a .. -- - = -a UNDERSLAB VAPOR RETARDER G 1 EXTRUDED POLYSTYRENE(XPS)(R-15) I- 3 -'••-• z r' �• '•o- EXTRUDED POLYSTYRENE(XPS)IR-15l AST-IN-PLACE CONCRETE 1.01 �, - ° , _III-III-III I III CAST-IN-PLACE CONCRETE 1.01 ° II 1111 III III G _ - - - - - - G - - - - - - - - - - - - - _ I a ra° , - •a - - TEEL(ADDER 5.34 G I ,•�"f _ 3 G � O :III GENERAL NOTES WALL SECTIONS I al - 1 ORSIZE ANDCONNECTION DETAl150 WOOD FRAMING COMPONENTS •I• •I' - 1.84 I •-• -I I RE;STRUCTURAL ORAWINGSh _° III-III- _ ° ° III BEAMS AND COLUMNS WOOD1015TS AND STEELGIADERS WOOD DECKING ' III REf STRUCTURAL DRAWINGS( ( ), ,ryp o AND OTHER WOOD SERIONS REFERENCE THE STRUCTURAL DRAWINGS. 2. FORREHN ORCINGOFCONCRETE SLABS,FOOTINGS AND FOUNDATIONS, EA4.9)1 TYPICAL FOUNDATION DETAIL @ 12"HI R CMU WITH METAL PANEL COORDINATE WITH STRUCNRAL DRAWINGS. C2 TYPICAL FOUNDATION DETAIL @ 12"CMU PIERS WITH METAL PANEL 3. FOR REINFORCEMENT OF CONCRETE MASONRY UNIT WALLS,COORDINATE 11/2"=V-0" WITH STRUCTIIRAL DRAWINGS. A4.91 11/2"=V-O" 4. FOR WINDOW TYPES,COORDINATE WITH FLOOR PLANS. GRID 1.17 GRID 1.17 - 5. PROVIDE BITUMINOUSDAMP DIVISION EORFOUNDE ONLY. WALLS AS PER SPECIFICATION DIVISION 7.PROVIDE BELOW GRADE ONLY. a 6. RE:FLOOR PLANS FOR WALL TYPES. EXTERIOR INTERIOR EXTERIOR INTERIOR 7. ALL EXPOSED INTERIOR CMU WALLS SHALL BE FINISHED WITH WATER O TILE BASE 9.09 TILE BASE 9.09 REPELLANTSPERSECTION071900. O O o 8. ON ALL FOUNDATION DETAILS COORDINATE WITH GEOTECH FOR DEPTH. Q SELF-ADHERING TRANSITION FLASHING 1 z xweoMa 9. TERMINATE TPO AT IB"ABOVETOP OF ROOF UNO. DIMENSIONAL LUMBER FRAMING DIMENSIONAL LUMBER FRAMING `J 10.EXTEND WALL FRAMING AND GYPSUM BOARD FINISH TO ROOF DECK WHERE O METAL FLASHING&TRIM EXPANSION AND SLAB ISOLATION JOINT SELF-ADHERING TRANSITION J&TR EXPANSION AND SLAB ISOLATION JOINT = < INDICATED,INSTALL DOUBLE TOP PLATE CONDITION AT BOTTOM TRUSS _ C EXPANSION AND SLAB ISOLATION JOINT FILLER METAL FLASHIN FILLER _ CHORD AND FRAME PONY WALL TO ROOF DECK.AT PERPENDICULAR WALL TO a FILLER < TRUSS LOCATIONS,SOLID BLOCK TRUSS CHORDS AT WALL INTERSECTIONS TO I AST-IN-PLACE CONCRETE 1.01 -IN-PLACE CONCRETE 1.01 TERMINATE GYPSUM 80ARD AND MAINTAIN FIRE RESISTIVE RATING TO ROOF LEVEL( - 1.05 - - LEVEL( - - q DECK.LATERALLY BRACE WALL AT 4'-0"O.C.ABOVE 14'-0"A.F.F. Ln0-0' w F- UNDERSLAB VAPOR RETARDER UNDERSLAB VAPOR RETARDER w I -I - - I I - •EXTRUDED POLYSTYRENE XPS RIS EXTRUDED POLYSTYRENE XPS R15 3 BITUMINOUS DAMPPROOFIN a•`'.w •:.1 3 BITUMINOUS DAMPPROOFIN it I a 1 CAST-IN-PLACE CONCRETE 1.01 c Ip .:I CASTdN-PIACECONCRETE 1.01 O G -III - - - - - - - - - it - - - - - - u w Z 17, G = v z a a 7" - o _ ax" CLEAR rn s z - z MIN L O ° e L L jr�, I L t 9 .. ° a 'I RE:STRUCTURAL DRAWINGS RE:STRUCTURAL DRAWINGS°° D1 TYPICAL FOUNDATION DETAIL @METAL PANEL D2 TYPICAL FOUNDATION DETAIL @METAL PANEL 02 A4.91 11/2°=1'-0" A4.91 11/z°=r-o° - CITY APPROVED PLANS D D4 ROOF LADDER SECTION DETAIL D6 ROOF LADDER DETAIL Reviewed for Code Compliance A4.91 1"=1'-0" A4.91 1'.V-0" PLANS MUST BE ON JOB SITE GRID GRID GRID GRID FOR ALL INSPECTIONS EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR Project No: 20.042 TILE BASE 9.09 TILE BASE 9.09 SELF-ADHERING TRANSITION FLASHIN O SELF-ADHERING TRANSITION FLASHIN O Date: 02118/2022 METAL FLASHING&TRIM xweasa DIMENSIONAL LUMBER FRAMING METAL FLASHING&TRIM DIMENSIONAL LUMBER FRAMING EXPANSION AND SLAB ISOLATION JOINT EXPANSIONANDSLAB ISOLATION JOINT EXPANSION AND SLAB ISOLATION JOINT EXPANSION AND SLAB ISOLATION JOINT EXPANSION AND SLAB ISOLATION JOINT EXPANSION AND SLAB ISOLATION JOINT FILLER FILLER FILLER Checked By: RC,MS FILLER FILLER 1.20 1.20 FILLER 1.05 CAST-IN-PLACE CONCRETE 1.01 AST-IN-PLACE CONCRETE 1.01 Drawn By: KID 1.05 GIST-IN-PLACE CONCRETE 1.01 105 AST-IN-PLACE CONCRETE 1.01 1.05 LEVEL( LEVEL( LEVEL1 LEVEL1 - - - - - - - - - - - - - Sheet Name. 1oo'a" - - - - - - - w - - - - - - - - EXTERIOR D _ XT RIOR DETAIL S a' 3 ° I N UNDERSLAB VAPOR RETARDER UNDERSLAB VAPOR RETARDER - - UNDERSLAB VAPOR RETARDER UNDERSLAB VAPOR RETARDER IIIa •EXTRUDED POLYSTYRENE(XPS)(R-15) III :'.1 •EXTRUDED POLYSTYRENE DIPS) p L EXTRUDED POLYSTYRENE XPS R-15 -III •EXTRUDED POLYSTYRENE XP5(R-15) G a 'G - G n ) w _ - - AST-IN-PLACE CONCRETE 1.01 - CAST-IN-PLACE CONCRETE -III-III-III- C45T-IN-PLACE CONCRETE 1.1 AST-IN-PLACE CONCRETE 1.01 III-III-III- -III-III- - I I-III-III- 0 O O - - - - _ � 1I fII III III III: w II-III-III-II III III III III - - -G I I I I d. ,1Z, =.pj. I - - - I I� - U 111I II III I ] (III II G G } 3 3 3 Z I - a. ° , y z c •r I I E k I=?a 11. w (III . • w 0 (III II I - _ s 4 a V' _ I _ I _1 III_ III III 1 1 IRE:STRUCTURAL DRAWINGS III III -III-I -I RE:STRUCTURAL DRAWING51 -1 - RE:AI RA III T _ Sheet No: RE;STRUCTURAL DRAWINGS( III III RUCTURALD WINGS III L HI- E1 TYPICAL FOUNDATION DETAIL @BRICK E2 TYPICAL FOUNDATION DETAIL @ BRICK_02 E4 TYPICAL FOUNDATION DETAIL @ 12"CMU E6 TYPICAL FOUNDATION DETAIL @ 12"cMu_o2 A4.91 A4.91 11/2"=V-0" A4.91 11/2"=V-0" A4.91 11/2"=V-0" N Page 45 of 319 L 1 1 2 3 4 5 6 NOTES-REFERENCE NOTES GRID 1.01 COORDINATE WITH STRUCTURAL DRAWINGS.T 1 1.55 WALL BEYOND pivot 1.55 WALL BEYOND 1.73 STEEL PLATE BEYOND. 4.06 BRICK TOCREATE TROWS.VEALANDTOMAINTAIN101NT5THATLINE o r t h x�n,ara UP THROUGHOUT ROWS. 4.07 CUT FACE OF BRICK SHOULD NOT BE EXPOSED,TYP. 4.11 WEEP HOLE IN BRICK MASONRY INTEGRALLY-COLORED,SOLID CAP CMU 5.14 3/8"STEEL PLATE.FINISH BUCK. A R C H I T E C T U R 1.01 sass 5.33 STEEL BEAM BEYOND.COORDINATE WITH STRUCTURAL DRAWINGS. A 5.33 INTERIOR 8.01 DOOR AS SCHEDULED.RE:SHEET A7.01 INTERIOR 533 8 5 INGSTOP TO BE PLACED ON THE ROOM SIDE OPPOSITE ANY L1wnY/CL PIVOT NORTH ARCHITECTURE,PLLC. -- 7 FuuvERnCALTR TRACK. 1101 W.GROVE STREET .*2.12 LIGHT FIXTURE.COORDINATE WITH ELECTRICALDRAWINGS. BOISE,ID83702 www.pivotnorthdesig n.com X-wwax KSTAMP cr GRID - - GRID - 1.55 v�4 1.55 M,z 1.55 u'�. Zo 411 INTEGRALLY-COLORED,SOLID CAP CMU r _ S 02.18.22 01 INTEGRALLY-COLORED,STANDARD CMU sass, .sass sass METAL FLASHING&TRIM INTEGRALLY COLORED SOLID CAP CMU 1 73 WOOD BLOCKING/NAILER THREADED RO THERMOPLASTIC MEMBRANE ROOFING STEEL ANGLE WOOD DECKING RIC§CergusMILLER 1.01 STEEL CHANNEL --- = o STEEL CHANNEL 1.01 STEELPLATE o TO. xy + - 777 ur u B uo'-a' � WOOD BLOCKINGMAILER j (26.12 WOOD SOFFIT METAL FLASHING&TRI JOINT SEALANT BACKING EXTERIOR JOIM SEALANT 1.73 EXTERIOR 1.73 61 CANOPY DETAIL @ BRICK l""B3 TYP DETAIL @ CMU CORNER APPARATUS 128 ABOVE SECTIONAL DOORS B5 PIER DETAIL ABOVE SECTIONAL DOORS A4.92 11/2"=V-0" A4.92 11/2"=V-0" GENERAL NOTES-WALL SECTIONS INTERIOR DOORTRACK 8.07 INTEGRALLY-COLORED,SOLID CAP CMU 8.07 DOOR(RACK 1. FOR SIZE AND CONNECTION DETAILS OF WOOD FRAMING COMPONENTS GRID (BUMS AND COLUMNS),WOOD JOISTS AND STEEL GIRDERS,WOOD DECKING SECTIONALDOOR 8.01 INTEGRALLY-COLORED,STANDARDCMU 8.01 SECTIONALDOOR AND OTHER WOOD SECTIONS,REFERENCE THE STRUCTURAL DRAWINGS. xMizM" 2. FOR REINFORCING OF CONCRETE SUBS,FOOTINGS AND FOUNDATIONS, COORDINATE WITH STRUCTURALDRAWINGS. 3. FOR REINFORCEMENT OFCONCRETE MASONRY UNIT WALLS,COORDINATE INTERIOR WITH STRUCTURAL DRAWINGS. 8.07 DOOR TRACK 4. FOR WINDOW TYPES,COORDINATE WITH FLOOR PLANS. 5. PROVIDE BITUMINOUS DAMPPROOFING ON ALL EXTERIOR FOUNDATION 8.01 SECTIONALD00 WALLS AS PER SPECIFICATION DIVISION 7.PROVIDE BELOW GRADE ONLY. INTEGRALLY-COLORED,SOLID CAP CMU STEELPUTE 5.14 6. RE:FLOORPLANS FOR WALL TYPES. 7. ALL EXPOSED INTERIOR CMU WALLS SHALL BE FINISHED WITH WATER O I 8, ON ALL FOUNDATION DETAILS COORDINATE WITH GEO TECH FOR DEPTH, < 9. TERMINATE TPO AT 18"ABOVE TOP OF ROOF UNO. z 10,EXTEND WALL FRAMING AND GYPSUM BOARD FINISH TO ROOF DECK WHERE O w EI(TERIOR E5 OPP MOLDED,RIGID CELLUURPOLYSttRENE ES ■`.r THREADED ROD SIM OPP INDICATED.INSTALL DOUBLE TOP PLATE CONDITION AT BOTTOM TRUSS a A4.9,3 BOARD INSULATION A4.5a @STEELPLATE CONNECTION TYP TYP TRUSS AND FRAME PONY WALL TO ROOF DECK.AT PERPENDICULAR WALL TO TRUSS LOCATIONS,SOLID BLOCK TRUSS CHORDS AT WALL INTERSECTIONS TO z TERMINATE GYP SUM BOARD AND MAINTAIN FIRE RESISTIVE RATING TO ROOF C5 TYP DETAIL @ PIERS @ OVERHEAD DOORS DECK.LATERALLY BRACE WALL AT NHO"D.C.ABOVE 14'HO"A.F.F. N = - A4.92 11/2"=V-0" LLI o L_ = INTEGRALLY-COLORED,SOLID CAP CMU = N E5 INTEGRALLY-COLORED,STANDARD CMU STEEL PLATE OPP E5 J AQ'93 CONNECTION INTEGRALLY-COLORED,SOLID CAP CMU AQ'93 J z INTEGRALLY-COLORED,SOLID CAP CMU THREADED ROD INTEGRALLY.COLORE,STANDARD CMU Q TYP EXTERIOR BOLDED,RIGID RDINSULATIOLLULARPOLYSttRENE +-' z BOARD INSULATION U LL Z zy 9 _ Q THREADED ROD- STEEL PLATE 5.14 TYP TYP p JOINT SEALANT METAL FLASHING&TRIM - - - 7777 5.14 STEELPUTE GRID - - O JOINT SEALANT XM13 XM1aFP TENSION ROD,TYP O INTEGRALLY-COLORED,SOLID CAP CMU 5.14 STEELPLATE a FOUR-FOLD DOOR FRAME AND ACCESSORryP 808 O EXTERIOR E3 @STEEL PLATE INTERIOR A4.93 CONNECTION FOUR-FOLD SIDE OPENING METAL DOORS,TYP<8.01 ' D PUBLIC RESTROOM D3 TYP DETAIL @ CMU CORNERES APPARATUS 128 D5 TYP DETAIL @ PIERS @ FOUR FOLD DOORS 101 A4,92 11/2"=1'-0" A4.92 11/2"=1'-0" Project No: 20-042 Date: 02118/2022 D1 METAL PANEL DETAIL @ ENTRY Checked By: RC,MS A4.92 11/2"=V-0" Drawn By: KD ' GRID Sheet Name: N EXTERIOR DETAILS 1.17 ALL TILE ) W O o - CITY APPROVED PLANS Lu oReviewed for Code Compliance U E 0 0 0 0 0 O O PLANS MUST BE ON JOB SITE Z GRID LLI 4.07 4.06 lug„ FOR ALL INSPECTIONS Q Sheet No: E1 TYP BRICK CORNER PLAN DETAIL WITH REVEAL OFFSET A4.92 A4.92 11/2"=V-0" - Page 46 of 319 1 2 3 4 5 6 GRID GRID GRID GRID I Pivot EXTERIOR INTERIOR EXTERIOR INTERIOR n o(t h ARCHITECTUR FOAMED-IN-PLACE INSULATION FOAMED-IN-PIACEINSUTATION ATHREADED ROD,TYP THREADED ROD,Ty STEEL SNO FRAMING(NON-LOAD-BEARING)IV) STEEL SND FRAMING(NON-LOAD-BEARING)IS') saes 3/8"GYPSUM WALL BOARD TYPE X sus /8"GYPSUM WALL BOARD,TYPE X PIVOT NORTH ARCHITECTURE,PLLC. xan+a 1101 W.GROVE STREET TEEL BEAM 1.01 TEEL BEAM 1.01 BOISE,ID 83702 www.pivotnorthdesign.com 5.14 STEELPLATE LJ 5.35 STAMP c PROFS, 5.35 1 y SECTIONAL DOOR 8.01 5.14 STEEL PLATE) ECTIONAL DOOR 8.01 N�9rP XpP�� O OF I s � 02.18.22 5.31 RIC§CergusMILLER I I BINTERIOR EXTERIOR x-wem I I 1.01 I o i T.O.ALCOVE S� TO ALCOVE TO ALCOVE —110,-0� 0,� 5.36 TYP 5.14 STEEL PLATE O x 8.01 SECTIONAL DOO 5.36 z C J 5.14 STEEL PLATE Q Z Lu LL N J Z J O +� Q cJ u— z 4J z v= a O N 5.36 o ttP DSTEEL PLATE 5.14 FIXED STEEL BOLLAR FIXED STEEL BOLIAR Project No: 20.042 Date: 02118/2022 Checked By: RC,MS Drawn By: KD Sheet Name: N EXTERIOR DETAILS 5.31 L u APPROVED PLANS w eWE r Code Compliance U LEVEL) LEVEL) LEVEL) ST$ESN JOB SITE Z E 311/16" 41/2" —100'� .a' D„ B" Lu 5" R ALL INSPECTIONS C7 4' 4' 10" 4" 10' 4' 4' CL CL r CL 7 Q Sheet No: E1 TYP STEEL CONNECTION @ FITNESS 112 DOOR E3 TYP STEEL CONNECTION @ APPARATUS BAY DOOR @ CORNER PIERS E5 TYP STEEL CONNECTION @ APPARATUS BAY DOOR @ PIERS A4.93 A4.93 11/2"=V-0" A4.93 11/2"=1'-0" - - - - - - - - - - - - - - - - - - - - - - Page 47of319 1 2 3 4 5 6 NOTES-REFERENCE NOTES O BUNKER GEAR 2 1.05 COORDINATE WITH CIVILA DLANDSCAPED. pivot ' 136 1.27 COORDINATE WITH CIVIL AND LANDSCAPE DRAWINGS 1.27 C.F.C.I. ��II ^ 1.32 WALL MURAL = 1.32 I.TIMECLOCKSYSTEM.000RDINATEWITHENGINEER'S DRAW n o r t h DRAWINGS. _ APPARATUS BAY 1.57 DISPOSAL AIR SWITCH TO BE UMTED IN SINK DECK,4"TO RIGHT OF FAUCET HOLE.MATCH HOLE TO MANUFACTURERS SINK TEMPLATE ELECTRICALt) D6 pq 134 128 FOR UNDERMOUNT INSTALLATION. A R C H I T E C T U R 1.63 VERIFY FRAMING DIMENSIONS WITH MANUFACTUER. A13sO APPARATUS BAY 1.69 STAINLESS STEEL RECESSED ACCESS PANEL BEYOND,V41X V-O'WX A8.52RESTROOM 8"H.PROVIDE OPENING WITHIN CMU BLOCK. 134 1.87 COORDINATEWITH ALL BUILDING SERVICESTO REMAIN 36"MIN D5 CLEAR OF THIS AREA. PIVOT NORTH ARCHITECTURE,PLLC. 1.88 OVEN TO MAINTAIN I/8"MIN CLEAR ON EACH SIDE. 1101 W.GROVE STREET 3.04 10'DEEPTRENCHDRAIN.000RDINATEWITHSTRUCTURALAND BOISE, D83702 PLUMBING DRAWINGS.4"OFFSET FROM WALL.12"WX 78%X 10"D www.pivotnorthdesign.com 6,11 GLUTAM BENCH.CLEAR COAT FINISH. I GENERAL AND EMS 11.16 O.F.C.I.FIREHOUSE EXPRESS DRYER,COORDINATE WITH ENGINEER'S STORAGE DRAWINGS. STAMP 4��seD PRO�C / 11.17 O.F.CI.SCBA WASHER.COORDINATE WITH ENGINEER'S DRAWINGS 133 11.19 O.F.C.I.EXTRACTOR.COORDINATE WITH ENGINEER'S DRAWINGS. 11.23 O.F.0.1.BAUER CFS5.5/23 POSITION FILL STATION.PROVIDE 2'-0" 4' A5 ENLARGED FLOOR PLAN-APPARATUS BAY RESTROOM D CLEARAROU R4CYLI DER CASCADE N�grF OF N 11.24 O.F.0.1.BAUER4CflINDERCA9CADE SYSTEM S 02.18.22 A5.01 1/4"=1'-0" uzs o.F.o.I.zsEcrloN S.O.S.RACKS 11.26 O.F.O.I.FUTURE VERTICON.CONTRACTORTO PROVIDE l00AMP 3-PHASE SERVICE.COORDINATE WITH ENGINEER'S DRAWINGS. PROVIDE 2'-D"MIN.CLEAR AT FRONT AND SIDES.PROVIDE 1'4'MIN. T2'41/2- GCLEAR AT WALL. 5'-21/2" 22.011 EYEWASH.COORDINATE WITH PLUMBING DRAWINGS. �//-`/y�� �y� 12,11 WATER HENSISOFTEN ER.COORDINATE EWITH MECHANICAL Ric§Cer�JusmILLER D g2 HALLWAY 22.15 KITCHEN SINK,COORDINATE WITH PLUMBING DRAWINGS. Jy,/,IJJ\(/(/lJ��� 22'-0" Y A3.11 A3.1I1 A3.11 103 E4 - STEEL 1.87 3, 2, A3a0 E3 FIRE RISER/AIR 7.4. D4 CLEAR 1.63 GENERAL NOTES-FLOOR PLANS was608 a 1. UNLESS NOTED OTHERWISE,ALL DIMENSIONS ARE TO THE FACE OF STUDS FOR =89TAN L `" ESSNOTD 2. UNLESS NOTED OTHERWISE,ALL DIMENSIONS ARE TO FACE OF FINISHED - V 0 <1 3) �11.24) - 126 P,G ° -Ti IDS,•= }�_i 1 7 MASONRY FOR CMU. M --v M h �_U_� --J1A1p TE 3. UNLESS NOTED OTHERWISE ALL GWB WALLS SHALL HAVE A 4"STUD FRAME ° 2'-"' C2 A853 126 ; - ADA RESTROOM RETURN ATALL DOORAND WINDOWIAMBS. B2 A6.53 C3 D6 A8.51 C5MINCLEA O i � 4. FOR IOESOF MARKERBOARDS ANDTACK BOARDS RE:SPECIFIC4TION SECTION A8.92 125 --7 - DIVISION 10-VISUAL DISPLAY SURFACES. A7 _ 139b E5 2,-0„ 139a _ 129 a HALLWAY 121 D3 ! 5. AT WARDROBE/TV CASEWORK,REFER TO EACH ROOM AS TO VERIFY DOOR Dl SWING LOCATION. Ai weosMv x.wwsMvr - 4.9 A852 MIN CLEA RESTROOM 6.08 Di 140 ___,�F=� o� DAYROOM 6. RE:SHEETS G2.OI FOR BUILDING OCCUPANCY PLANS AND FIRE RESISTIVE - - _ _ _ C, - - 124 � CONSTRUCTION REQUIREMENTS. 100 �J (11.26 Ot 111 L^ O �11> 124 3'-0" 1'-7" D2 A8.51 C6 = wessr 7. SEE ENLARGED PLANS FOR ADDITIONAL WALL TYPES. TYR p 8. FOR GLAZING RECEIVING WINDOW TREATMENTS,COORDINATE WITH CL" - C2 U C2 1.63 BAR C5 '� C6 SPECIFICATION SECTION DIVISION 12-HORIZONTAL LOUVER BLINDS. ° PUBLIC RESTROOM A310 xo A3.10 m 9. FORWALS NOT DESIGNATED WITH A WALL TYPE,COORDINATE WITH ----'- WASHACIL VE _ a D2 A8,52 D1 2'-0" STRUCTURAL DRAWINGS&WALL SECTIONS. FFWA Al LOBBY J/ lol - - - - I /� 0.COORDINATE NOTES WITH GO.02 FOR MASTER KEYNOTE LIST, OJ B1 /� - 137 wsss o. COUNTER 102 too Iq6 A8.51 A4 iI y 1.05 ryPED STILEL BOLLAR <i116) C3 wsssrr it Q D3 11 TRENCH DRAINS.APPARATUS BAY SLOPE TO BE I/8"MIN.TO 1/4"MAX.TO DRAIN TO E J./-v�) <2211> LAUNDRY r-z^ - __ - �i SHELF C2 L -1 e Al A8.51 A2 ; A3.11 - - 122 A3.11 3 m i IT-21/2" A3 101 AS- DECON lase = D10PP 3 1.63 7" L LEGEND-FLOOR PLANS A310 102 A310 138 4" (11.17� CLEARTYP OPP D2 A8.51/C60PP wsss 1,.8„I 3'-4" 6'-8" a'-o" RESTROOM ul O DOOR SYMBOL,RE:DOOR SCHEDULE,SHEETA7.01Ift O 121 6.08 C50PP E L =--L wws was x.wsose -- E1 T P 4.9 i�1 ) WYD = ^ - wersr wassr 122 45�, t® WALL TYPE,RE:SHEET GODS Z KITCHEN/DINING 3�,q > ca C 1os 3.oa _- < 2\/ HALLWAY xxx WINDOW TYPE,RE:WINDOW FRAME TYPE SHEETS,SHEETS A7.11 O a E4r(�� ANDA7.12 ig 1.27 = o -- ------ STAINLESS STEEL BAR GRATE 119 A8.53 Z A3.10 aea � Dl D B2 E4 � FIRE EXTINGUISHER CABINET.RE:DIVISION IO-SPECIALTIES IO E1 BUNKER GEAR A3.11 A3. A3.11 a3.10 ANDSHEETG2.01 N = A3.10 136 ®® FLOOR DRAIN.COORDINATE WITH PLUMBING DRAWINGS. W 0 O � WOOD STUD WALL AND GYPSUM WALLBOARD WALL.RE:SHEETS � C1 ENLARGED FLOOR PLAN LOBBY N C3 ENLARGED FLOOR PLAN DECON AND FIRE RISER/AIR ROOM D N C5 ENLARGED FLOOR PLAN RESTROOMS,JANITORIAL,AND LAUNDRY D N G0.04 ANDG0.O6 WALL TYPES AND RATED ASSEMBLIES. w A5.01 1/4"=V-0" A5.01 1/4"=V-0" AS 01 1/4"=V-0" ® CONCRETE MASONRYEXTERIOR &T INTERIOR WALL.RE:WALL SECTIONS, (/) WALL TYPES,EXTERIOR&INTERIOR ELEVATIONS,COORDINATE J Z WITH STRUCTURAL DRAWINGS. J p +� Q 0 BRICK MASONRY VENEER.RE:WALL SECTIONS,WALL TYPES, L°L_ Z L 8 ® EXTERIOR&INTERIOR ELEVATIONS,COORDINATE WITH W = STRUCTURAL DRAWINGS. �_ Z Q E4 D4 O LL ONS, A3.11 A3.30 1'-10 2'-6" 4'-4" 2'-6" 2'-6" 4'-4" 2'-6" 2'-6" 4'-4" 2'-6" CL 2'-6" 4'-4" 2'-8" C O METAL RELER.RE:WACOORDIINATE WALL TYPES,EXTERIOR& 0 INTERIOR ELEVA110N5.COORDINATE WITH STRUCTURAL p w.ws DRAWINGS. D 82 FLOOR GRATE E4 = B4 A3. A3.11 A3.10 A8.53 B3 A8.52 131 O HALLWAY SEMI-RECESSED DEFIBRILLATOR CA IINET wzes D4 F 119 IIOa A8.52 D " 0.. 1'8" 8" T-2" V-5" A8.51 C4 A5 war KITCHEN/DINING -------- as us m us ttP us u4 los --- -- wssa FITNESS :A � � 112 �q A8.51 E, 1.88 92 C3--_` gi --- F p Aas2 C3 C3 C3 C3 B2 Project No: 20.042 ' ' I A3.10 A3.10 ' HALLWAY E5 O < i/ A8.51 A8.51 A8.51 A6.51 A8.51 Date: 021182022 11O ABs1 Al A8.52 A2l C2 C2 C2 C2 C2 Checked By: RC,MS Drawn By: KD D1 ° ABSY y (22.15 --- ADA SLEEP SLEEP SLEEP SLEEP SLEEP �1.57 us m u6 us 114 _ Sh Get Name: B3 A3 A8.52 D 0 -- 22.15 C2 2 C2 - o-_ ^, a a 6 x w�"SMP �-------- � E2 A3.11 A3 n c A4 A4 A2 4.9 war 1.32 r -l .9 O 4.9 m _ w _ E3 = it II 1 1__ _ I E4� I106�_ J w�N __ � - 1 - - - - - - - - - - - CITY APPROVED PLANS � A6 _ _ X- 0B H Reviewed for Code Compliance U 8.9 D B2 PLANS MUST BE ON JOB SITE Z E A3.* A3.11 A.10 Lu Vfl63 E4 D4 3'-4" 2'4" 8'-8" 9'-3" 9'-3" 9'-3" T r FOR ALL INSPECTIONS ( A3.11 A3.3rL 0 r rr Q C C Sheet No: E1 ENLARGED FLOOR PLAN-KITCHEN/DINING AND HALLWAY D N E3 ENLARGED FLOOR PLAN-SLEEP SUITE D N AS.Ol 1/4„=V-0" A5.01 1/4„=V-0" A5.01 Page 48 of 319 1 2 3 4 5 6 NOTES-REFERENCE NOTES O STEEL FRAME TYPES_(OH-1,OH,OH-2) ASSCHEDULED AS SCHEDULED pivot 3'-31/2' 2�� 3'-31/2" T-31/2.. 3'-31/2' 2" 6" 2'-6" 6" 6" 2'-61, 6" T-O" 6" 6" 2'-6" 6" B2 _ °� north A7.97 A7.91 ARCHITECTUR A ' ASSCHEDULED 2" 3'-1" 2 3-4- 2 3'-l" 2 CS CS a E5 MR E5 PIVOT NORTH ARCHITECTURE,PLLC. A].91 A7.91 _ A7.9, A7 91 1101 W.GROVE STREET E3 m @ CMU CORNERS @ CMU CORNERS c @ CMU CORNEAS A7.93 SIM DPP @�MOPPCORNERS BOISE, D 83702 www.pivotnorthdesign.com STAMP 4' E4 E4 E2 SIM E2 E2 'c ALBt A].91 c A7.97 A7.97 qrF OF \pY' OPP A7.93 A].93 w @ CMU PIERS _ "d SIM DPP @ CMU PIERS � _ @ CMU PIERS ] @ CMU PIERS SIM OPP S 02.18.22 N RIC§CergusMILLER //W/I GENERAL NOTES-DOORS&FRAMES OH-1 AL9, SIM OH AL91 OH A7.91 1. PAINTALL METAL FRAMES&ACCESSORIES PS-3. 2. ALL HOLLOW METAL FRAME GLAZING STOPS TO BE PLACED ON ROOM SIDE OPPOSITE FROM HALLWAY/CORRIDOR. 3. PROVIDE FULLY TEMPERED FIRERATED GLAZING 108800.CI IN METAL FRAMES AND DOORS WHERE 60M ASSEMBLY AT DOORS ARE REQUIRED IRE: DOORSCHEDULEI.FIRE-RATED GLAZING ASSEMBLY SHALL BE 60M. . 4. PROVIDE FULLY TEMPERED GLASS UNITS WHERE REQUIRED BY I.B.C. BUI ALL EXIT DOOR HARDWARE OTHER THAN ALL EXIT DOOR HARDWARE ING SECTION 2406 ANDSPECIFICATION SECTION100 GAZING. 5. PROVIDE FLOATGLASSI08800.AIAT CONDITIONS OTHER THAN DESCRIBED MAIN EXIT DOOR TO BE PANIC, PUSH-PAD, TO COMPLY WITH IBC IN GENERAL NOTES 4 OF DRAWING SHEET. 6. GLASS AT WEIGHT ROOM IS NON-RATED,TEMPERED GLASS. OR LEVER THAT DEACTIVATES LOCK IN A SECTION 1010.1.9.1 TO BE Z COORDINATE GURATIO.I RE:BUIEDFRAMEATIONS WITAND WALL SECTIOCTUAL NS CONFIGURATION.RE;BUILDING ELEVATIONS AND WALL SECTIONS FOR SINGLE MOTION TYP. VERIFIED BY CITY OF TWIN MASONRY PROFILES.APPLY DETAILS AS APPLICABLE. B. COORDINATE WITH FLOOR PLANS AND SECTIONS FOR WALL TYPES. 9. RE:STRUCTURAL DRAWINGS FOR REINFORCEMENT FOR CMU WALLS. FALLS BUILDING INSPECTOR 10.FOR ALL EXTERIOR WINDOWS GL-1 FOR ALL INTERIOR UFES GL-2.RE: SPECIFICATION 088000. DOOR TYPES ABBREVIATIONS o 1/2"=r-O" SCHEDULE-DOOR m ALUM -ALUMINUM Q FF -FACTORY FINISH AS SPECIFIED 0 DOOR FRAME DOOR HM HOLLOW METAL O J C DOOR# TYPE WIDTH HEIGHT MATERIAL FINISH TYPE MATERIAL FINISH FIRE RATING HARDWARE REMARKS HPC HP DOOR COATING _ Q 100 FG T-0" 7'-10" AL FF Al AL FF Al POWDER COAT FINISH"RED"AS SELECTED BY ARCHITECT M -MINUTES I— 101 F 3' Z ASSCHEDULED ASSCHEDULED ASSCHEDULED ASSCHEDULED ASSCHEDULED Pq DIVISIONS-PAINT COLOR Q -0" T-0" WD STAINED PL-1 SI HM P-0 09 SEC PAINTING". RE:DOOR SCHEDULE RE:DOOR SCHEDULE RE:DOOR SCHEDULE RE:DOOR SCHEDULE RE:DOOR SCHEDULE 102 NV T-O" T-0" WD STAINED PL-1 51 HM P-412 WD -WOOD 104 FG 3'-0" 7-0" WD STAINED PL-1 S3 HM PA 10 S -SMOKE _ 6" 6" 6" 6" 6" 6" 1'4" 6" 6" 309 FG 3'-0" T-10" AL FF A2 AL FF Al AN -ANODIZED L.L.I 110a NV 3'-0" 7'-0" WD STAINED PL-1 51 HM P-4 OS O ' _ _ = i � 1106 NV 3'-0" T-0" WD STAINEDPL-1 Sl HM P-0 D6 LEGEND � w 111 NV 3'-O" 7'-0" WD STAINED PL-1 51 HM P-0 D6 112a NV T-O" 7'-0" WD STAINED PL-1 51 HM P-0 06 HATCH IN FRAME UNITS INDICATES AREAS OF FULLY- 112b OH-1 14'-0' 10'-0" PER MANUFACTURER PAINT - PER MANUFACTURER - 01 COLOR RED AS SELECTED BY ARCHITECT TEMPERED FLOAT GLASS.RE:DIVISION 098000 IN THE J Z 112C FG 3'-0" 7'-0" HM P-4 52 HM P-4 02 SPECIFICATIONS.LLI if 114 F 3'-0" 7'-0" WD STAINED PL-1 S1 HM PA 20 MIN 05 4� < o U LL Z 115 F 3'-0" 7'-0" WD STAINED PL-1 SI HM P-0 20 MIN OS NO HATCH AREA IN FRAME UNITS INDICATES AREAS OF 116 F 3'-O" 7'-0" WD STAINED PL-1 51 HM P-0 20 MIN OS FLOAT GLASS.RE;DIVISION OBBOOOIN THE SPECIFICATIONS. N z v=i 117 F 3'-0" T-O" WD STAINED PL-1 Sl HM P-420 MIN 05 \ c o 118 F 3'-0" T-O" WD STAINEDPL-1 SS HM PA 20 MIN 05 L S N 120 NV 3'-0" 7'-0" WD STAINED PL-1 Sl HM P-0 06 HATCH IN FRAME UNITS INDICATES AREAS OF RED METAL L PANEL.RE:DIVISION O88000 IN THE SPECIFICATIONS. r 121 F 3'-0" 7'-0" WD STAINED PL-1 Sl HM P-4 09 m _ m 111 F T-0" 7'-0" WD STAINED PL-1 51 HM PA D6 124 F T-O" 7'-0" WD STAINED PL-1 51 HM P-0 109 125 F 3'-0" T-O" WD STAINED PL-1 SI HM PA 09 _ 126 F 3'-0" 7'-0" WD STAINED PL-1 51 HM PA D6 127 F 3'-0" T-O" WD STAINED PL-1 51 HM PA 11 128a HG 3'-0" T-0" WD STAINED PL-1 SS HM PA 45 MIN 07 O NV FG HG DD 128b HG T-O" 7'-0" HM FF 51 HM PA 45 MIN 07 128c FG 3'-0" 7'-0" AL FF A7 AL FF 03 INCLUDE RAIN CAP 128d ION 14'-0' 14'4" 1 PER MANUFACTURER PAINT PER MANUFACTURER 01 COLOR RED AS SELECTED BY ARCHITECT D 128e OH 14'-0' 14'-0" WD PAINT PER MANUFACTURER 01 COLOR RED AS SELECTED BY ARCHITECT 128f FG T-O" T-0" AL FF AID AL FF 03 INCLUDE RAIN CAP 128g FG T-O" 7'-0" AL FF A9 AL FF 03 INCLUDE RAIN CAP 128h OH-2 1.-0' 14'-0" PER MANUFACTURER PAINT PER MANUFACTURER 01 COLOR RED AS SELECTED BY ARCHITECT 1281 OH-2 14'-0' 14'-0" PER MANUFACTURER PAINT PER MANUFACTURER 01 COLOR RED AS SELECTED BY ARCHITECT STEEL FRAME TYPES (S_1 - S_4) 133 NV T-O" 7'-0" HM PA 52 HM P-4 11 2 AS SCHEDULED 2" 134 F 3'-O" 7'-0" HM P-0 S2 HM P-4 05 135 F 3'-0" T-O" HM P-4 S2 HM P-4 10 Project No: 20.042 1/2"=1'-0" T2. 136a NV 3'-0" T-0" HM P-0 52 HM P4 06MUW/ 138a47'-0" HM P-4 S2 HM P-4 14Date: 07J1&2022 ETAL PANEL 138b F 3'-0" T-O" HM P-4 S2 HM Pd O6 Checked By: RC,MS 139a F 3'-0" 7'-0" HM P-4 S2 HM P-4 145 MIN 113 REMOVABLE FRAME STOP 2" 2" 2" 139b F 3'-0" 6'-8" HM P-4 S2 HM P-4 104 1 Drawn By: KID 2 ASSCHEDULED 2 2 ASSCHEDULED 2 1'-6" AS SCHEDULED ' ES A2 B2 E1 _ Sheet Na me! _ A7 91 A].92 ~ DOOR SCHEDULE & @INTERIOR @CMU @CMU @BRICK w PARTION W/METAL Ln A3 PANEL TYPES A7.92 W @ CMU W/METAL SIM SIM PANEL Al E5 A3 p].g, CITY APPROVED PLANS w c = c @CMU o W/META Reviewed for Code Compliance SIM `_' D2 `_' PANEL U A].93 E E6 _@INTERIOR @BRICK/ PLANS MUST BE ON JOB SITE Z A7.92 PARTITION REVEAL L u FOR ALL INSPECTIONS C7 B2 Q AI.B2 Sheet N0: @ CMU a sl 5z q7. O sa A7.01 Page 49 of 319 1 1 1 2 3 4 5 6 NOTES-REFERENCE NOTES 0 RS ALUMINUM FRAME TYPES_(A1 - A4) 1.&2 NO TOMMUWHITE INYLADASEDG1111 UMBEDG • 8.08 NO BOTTOM MULLION,EASEDGIASSEDGE pivot1/2"=1'-0" 13'-7" 18'-G' n o r t h 2^ 2" 2" .. 2" 2" 2" 2" z^ ARCHITECTUR. 2" 5'-1W 3'-0" AS SCHEDULED Il" 3'-0" 3'-0" 5'-10" 5'-10" 3'-4" A2° 3'0„ 2 C5 1'-6" BUILDING ADDRESS SIGN 1.82 A7.92 A5 A79 3'-4" PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET 2„ 3'D" 2„ BOISE,ID 83702 _ = (A51. DS = A5 www.pivotnorthdesign.com 9 Az 2 _ _ A4 SIM A].92 _ - - STAMP - A5 _ = SIM D5 qrF OF \�P Azs3 s � 02.18.22 I'VEMPEFFERN _ / \ GENERAL NOTES DOORS&FRAMES RICFCeYgusmILLER B5 AL92 1. PAINT ALL METAL FRAMES& PS ACCESSORIES -3. 2. ALL HOLLOW METAL FRAME GLAZING STOPS TO BE PLACED ON ROOMSIDE OPPOSITE FROM HALLWAY/CORRIDOR. 3. PROVIDE FULLY TEMPERED FIRE-RATED IOBBOO.CI IN METAL FRAMES AND DOORS WHERE 60M ASSEMBLY DOORS ARE REQUIRED IRE: DOORSCHEDULEI.FIRE-RATED GLAZING ASSEMBLY SHALL BE 60M. = 4. PROVIDE FULLY TEMPEREDGLASS UNRS WHERE REQUIRED BY I.B.C. SECTION 24D6 AND SPECIFICATION SECTION08800-GLAZING. 5. PROVIDE FLOAT GLASS(08800A)AT CONDITIONS OTHER THAN DESCRIBED E2 Al E2 O A3 O A7 92 A7 B2 IN GENERAL NOTES 40F DRAWING SHEET. 6. GLASS AT WEIGHT ROOM IS NONRATED,TEMPERED GLASS. 7. COORDINATE ALL INDICATED FRAME DETAILS WITH ACTUAL MASONRY WALL CONFIGURATION.RE:BUILDING ELEVATIONS AND WALL SECTIONS FOR MASONRY PROFILES.APPLY DETAILS AS APPLICABLE. S. COORDINATE WITH FLOOR PLANS AND SECTIONS FOR WALL TYPES. 9. RE:STRUCTURAL DRAWINGS FOR REINFORCEMENT FOR CMU WALLS. 10,FOR ALL EXTERIOR WINDOWS GL-1 FOR ALL INTERIOR UTES GL-2.RE: ALUMINUM FRAME TYPES_(A5 - A7) SPECIFICATION 088000. 1/2„=1'-O" ABBREVIATIONS ALUM -ALUMINUM FF -FACTORY FINISH AS SPECIFIED 12'-0" 4'4" 2'4" HM -HOLLOW METAL HPC HIGH PERFORMANCE COATING 2" 7 2 2" 4 4 2" 2�� 4 4 2" 2" 2 4 2" M -MINUTES PN PAINT COLOR"NUMBER"IRE:DIVISION 9 A5 A5 A5 SECTION"INTERIOR PAINTING". 7 A].93 WD WOOD O 5 SMOKE M = 7 Q AN -ANODIZED A4 A4 A4 A4 A4 A4 LEGEND z O J CA]93 A]93 A]93 Al 93 A]93 A]93 Q HATCH IN FRAME UNITS INDICATES AREAS OF FULLY- Z TEMPERED FLOATGLASS.RE:DIVISION 0860001N THE SPECIFICATIONS. Ln _ NO HATCH AREA IN FRAME UNITS INDICATES AREAS OF L.0 FLOAT GLASS.RE:DIVISION 0...IN THE SPECIFICATIONS. LL 0 LJ_ w HATCH IN FRAME UNITS INDICATES AREAS OF RED METAL PANEL.RE:DIVISION OBBOOO IN THE SPECIFICATIONS. Ln G C5 C5 C5 J Z A7.93 A].93 A7.93 •• O a L7 O z Q N O AS A6 A7 D INTERIOR ALUMINUM FRAME TYPES_(IA1) 1/2"=1'-O" 2'6" Project No: 20-042 2" 2'-2" 2„ Date: 021182022 Checked By: RC,MS EQ EQ Drawn By: KID E4 = ATH SheeIName: E4 A795,M —SPEAK THRU N FRAME TYPES W CITY APPROVED PLANS u w A93 BDB Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: IAi A7.11 — Page 50 of 319 1 2 3 4 5 6 NOTES-REFERENCE NOTES pivo t north ARCHITECTUR A . PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 GENERAL NOTES-DOORS&FRAMES www.pivotnorthdesign.com 1. PAINT ALL METAL FRAMES&ACCESSORIES PS-3. 2. ALL HOLLOW METAL FRAME GLAZING STOPS TO BE PLACED ON ROOMSIDE STAMP PROF OPPOSITE FROM HALLWAY/CORRIDOR. O Cl 3. PROVIDE FULLY TEMPEREDFIRE-RATEDGLAZING(08800.CI IN METAL r FRAMES AND DOORS WHERE 60M ASSEMBLY AT DOORS ARE REQUIRED IRE: _ 4" DOORSCHEDULE).FIRE-RATED GLAZING ASSEMBLY SHALL BE 60M. 4. PROVIDE FULLY TEMPERED GLASS UNITS WHERE REQUIRED BY I.B.C. SECTION 2406 ANDSPECIFICAT]ON SECTION 088W-GLAZING. IgTF S \OPT 02.18.22 6. PROVIDE FLOATGIA55108800A1 AT CO NDITIONS OTHER THAN DESCRIBED IN GENERAL NOTES 4OF DRAWING SHEET. 6. GLASS AT WEIGHT ROOM IS NON-RATED,TEMPERED GLASS. 7. COORDINATE ALL INDICATED FRAME DETAILS WITH ACTUAL MASONRY WALL CONFIGURATION.RE:BUILDING ELEVATIONS AND WALL SECTIONS FOR MASONRYPROALES.APPLY DETAILS AS APPLICABLE. ��///�//`/y��'��//���(\'���� 8. COORDICTURALDRAWI FLOOR DRAWINGS AND SEC rIONS INFORCEMENT OR ALL CMUWAL RIC�y V/J�VVU���ILLER 9. RE:STRUCTURAL DRAWINGS FOR REINFORCEMENT FOR CMU WALLS. ✓ lJ 10.FOR ALL E%FERIOR WINDOWS GL-1 FOR ALL INTERIOR LITES GL-2.RE: SPECIFICATION 088000. ABBREVIATIONS BALUM ALUMINUM FF -FACTORY FINISH AS SPECIFIED HM -HOLLOW METAL HPC -HIGH PERFORMANCE COATING M MINUTES PN -PAINT COLOR"NUMBER"IRE:DIVISION 9 SECnON"INTERIOR PAINTING". WD WOOD S -SMOKE AN -ANODIZED LEGEND HATCH IN FRAME UNITS INDICATESAREASOFFULLY- TEMPEREDFLOATG..RE:DIVISION 088000 IN THE SPECIFICATIONS. NO HATCH AREA IN FRAME UNITS INDICATES AREAS OF FLOAT G..RE:DIVISION 0680001N THE SPECIFICATIONS. ALUMINUM FRAME_(A8 - All) HATCH IN FRAME UNITS INDICATES AREAS OF RED METAL 1/2"=1'-0" PANEL.RE:DIVISION 088000 IN THE SPECIFICATIONS. O M a z 12'-0" 12'4" R'-0" 12'4" O J C — a 6" 3'4" 6" T-6" 6" 6" 7-6" L 6" 3'-0" 6" 6"L 3'4" 6" 7-6" 6" 6" 7-6" 6"L 3'-0" L 6" � w Z ' Al Al Al Al A].92 A7.92 A].92 7@CMU WITH FUR OUT @CMUWITHFUROUT @CMU WITH FUR OUT @CMU WITH FUR OUT N = H W 0 A A A7.A2 A n@ CMU WITH w _ @ CMU WITH FUROUT _ _ @ CMU WITH @ CMU WITH- _ @ CMU WITH @ CMU WITH @ CMU WITH @ CMU WITH = J Z FUR OUT FUR OUT FUROUT - - FUR OUT FUR OUT FUR OUT FUROUT - .. J O +� Q v u— z °J z_ a 6A7W BiB1 81 A7.92 0 Az92 @ CMU WITH FUROUT @ CMU WITH FUR OUT m.92 @ CMU WITH FUR OUT @ CMU WITH FUR OUT Al Al A7 Ai A7.92 A].92 A7.92 A]92 @ CMU WITH FUR OUT @ CMU WITH FUR OUT @ CMU WITH FUR OUT @ CMU WITH FUR OUT D Project No: 20.042 C3 Date: 07J18/2022 A].92 01 01 Az92 Az92 Checked By: RC,MS @GRIDLINE3/G AE92 -0� @GRIDLINE 2/D SIM OPP @ GRIDLINE 2/D 3'0" Drawn By: KD AS SCHEDUIE _ @GRIDLINE3/D = SCHEDULED AS SCHEDULED ' SIteeIName: Lu FRAME TYPES Ln W > CITY APPROVED PLANS Lu Re viewed for Code Compliance > E PL N MUST BE ON JOB SITE Z Lu F R ALL INSPECTIONS C7 Q Sheet No: E2 AB A9 Az92 A10 A11 A7.12 Page 51 of 319 1 2 3 4 5 6 NOTES-REFERENCE NOTES O ' DOOPTRACK 8.07 O , TL.E.I. 1.01 COORDINATEWITHSTRURUAALDRAWINGS. I�OSOUNDATTENUATION BLANKET INSULATION 1.36 ECTIONALDOOR 6.01 1.05COORDINATE WITH CIVILAND LANDSCAPE DRAWINGS. 1.36 RE:FLOOR PLANS,WALL TYPES,AND/OR WALL SECTIONS. INTEGRALLY-COLORED,SOLID CAP CMU 1.38 RE:FLOOR PLANS AND FRAME TYPES 5/8"GYPSUMWALL BOARD,ttPEX EXTERIOR 1.40 PE:MEBEYLANS,DOOR SCHEDULE AND DOOR AND FRAME ttPES orth 1.40 FRAME BEYOND WOOD BLOCKING/NAILER 1.36 1.11 PIER BEYOND.RE:DETAIL B3/A4.91 AND BS/A4.91 1.72 3.10 TAPER CONCRETE AT SECTIONAL DOORWAY LOCATIONS. A R C H I T E C T U R 5.14 3/8"STEEL PLATE.FINISH BLACK. JOINT SEALANT(BOTH SIDES) 00< /8"GYP SUM WALL BOARD,TYPE X 8.01 DOOR AS SCHEDULED.RE:SHEET A7.01 ' A IEEL STUD FRAMING(NON-LOAD-BEARING)(6") 8.05 FOUR-FOLD DOORSUPPORT FRAME PER MANUFACTURER ' FOAMED IN-PLACE INSULATION J MOLD 8.06 GLAZING STOPTO BE PWCEDON THE ROOM SIDE OPPOSITE ANY 1.39 HOLLOW METAL FRAME----- HALLWAY/CORRIDOR, PIVOT NORTH ARCHITECTURE,PLLC. ,4o B.o7 FULL vERnCALTRACK. 1101 W.GROVE STREET 8.06 METAL GLAZING ICIP i EEL BEAM 1.01 BOISE, D83702 MtI www.pivotnorthdesign.com FLOAT GLASS UNIT XK STAMP pRog rE•c�'�q� Al TYP HIM WINDOW HEAD/JAMB DETAIL @ INTERIOR PARTITION 137-277777-77 L A7.91 3"=1'0„ �qre DF XOP� STEELPIATE 5.14 8.01 SECTIONAL DOOR I` s 02.18.22 2,.4„ IV M13 I I 4" L3'-4" RICFCergusmILLER FLOAT GLASS UNIT 8.06 METAL GUSING STO 1.36 HOLLOW METAL FRAME W12 B (BOTH SIDES)JOINT SEALANT B2 HEAD DETAIL @OVERHEAD DOORS(ALUMINUM) FLOOR LEVEL A7.91 3"=1'-0" RE:ELEVATIONS B1 TYP HIM WINDOW SILL DETAIL Az91 3"=V-0" (� (� GENERAL NOTES-DOORS&FRAMES PAINTALLMETAL FRAMES&ACCESSORIES PS-3. 2. ALL HOLLOW METAL FRAME GLAZING STOPS TO BE PLACED ON ROOM SIDE INTERIOR EXTERIOR OPPOSITE FROM HALLWAY/CORRIDOR. 3. PROVIDE FULLY TEMPERED FIRE-RATED GLAZING I08800.CI IN METAL FRAMES AND DOORS WHERE 60M ASSEMBLY AT DOORS ARE REQUIRED IRE: 1.72 DOOR SCHEDULE).FIREAAIED GLAZING ASSEMBLY SHALL BE 60M. 4. PROVIDE FULLY TEMPERED GLASS UNITS WHERE REQUIRED BY I.B.C. S/8"GYPSUM WALL BOARD,TYPE% �� SECTION 2406 AND SPECIFICATION SECTION 08800-GLAZING. 5. PROVIDE FLOATGLA55108800.AI AT CONDITIONS OTHER THAN DESCRIBED (6"I STEEL STUD FRAMING(NON-LOAD-BEARING)---,, \/ IN GENERAL NOTES 4OF DRAWING SHEET. 6. GLASS AT WEIGHT ROOM IS NON-RATED,TEMPERED GLASS. FOUR-FOLD DOOR OPERATOR 8.05 7. COORDINATE ALL INDICATED FRAME DETAILS WITH ACTUAL MASONRY WALL FOAMED-IN-PLACE INSULATIONsns x-Miz STEEL PLATE 5.14 INTEGRALLY{OLORED,SOLID CAP CMU CONFIGURATION.RE:BUILDING ELEVATIONS AND WALL SECTIONS FOR 8.05 1.01 STEEL ANGLE 1MOL MASONRY PROFILES.APPLY DETAILS AS APPLICABLE. .01 1 STEELBEAM XK ;/g^ 8. COORDINATEWITH FLOOR PLANS AND SECTIONS FOR WALL TYPES. 9, RE:STRUCTURAL DRAWINGS FOR REINFORCEMENT FOR CMU WALLS. 10.FOR ALL EXTERIOR WINDOWS GL-1-1 FOR ALL INTERIOR LTTES GL-2.RE: �C JAMB DETAIL @ OVERHEAD DOORS(ALUMINUM)@ CORNERS SPECIFICATION 088000. M A7.91 3„=V-0" z - I � a 3/8" Z L.0 ~ O 8.05 5.14 STEELPIA v u- z .GJ L Q O FOUR-FOLD SIDE OPENING METAL DOORS D1 HEAD DETAIL @ FOUR FOLD DOORS(ALUMINUM) A7.91 3 11-011 D ' GRID EXTERIOR INTERIOR 8.07 DOORTRACK Project No: 20.042 SECTIONAL DOOR 8.01 78.01 SECTIONAL DOOR Date: 02118/2022 EXTERIOR EXPANSION AND SLAB ISOLATION JOINT Checked By: RC,MS FILLER /\ INTEGRALLY-COLORED,SOLID CAP CMU Drawn By: KD 1.05 STEEL PLATE ` B - - ' B - - - - 3.10 LEVELS STEEL PLATE 5.14 - - - - - - SheeIName: a N FRAME DETAILS Lu CITY APPROVED PLANS u ' Reviewed for Code Compliance STEEL PLATE 5.14 U E INTERIOR - - - PLANS MUST BE ON JOB SITE Z 1.01 6.01 8.05 FOUR-FOLD DOOR FRAME AND ACCESSORIES FOR ALL INSPECTIONS C7 MOLDED,RIGID CELLULAR POLYSTYRENE AIR PERMEABLE WATER BARRIER ❑ BOARD INSULATION ❑ O O Sheet No: E1 TYP SILL DETAIL @ SECTIONAL DOORS E2 JAMB DETAIL @ FOUR FOLD DOORS(ALUMINUM)@ PIERS E4 JAMB DETAIL @ OVERHEAD DOORS(ALUMINUM)@ PIERS E5 JAMB DETAIL @ FOUR FOLD DOORS(ALUMINUM)@ CORNERS A7.91 A7.91 3„=V-0„ A7.91 3„=1'4' A7.91 3„=V-0„ A7.91 3"=V-0" Page 52 of 319 � 1 1 1 2 3 4 5 1 6 ' GR,D INTERIOR 1.55 NOTES-REFERENCE NOTES EXTERIOR INTERIOR EXTERIOR 11/2" EQ � EQ JOINT SEALANT 1.38 ALUMINUM FRAMED ENTRANCES AND INTERIOR EXTERIOR EXTERIOR INTERIOR (BOTH SIDES) STOREFRONTS 1.01 COORDINATE WITH STRUCTURAL DR4WING5. (J IVOC 101NT SEALANT BACKIN _ 1.04 COORDINATE WITH REFLECTEDCEILING PLAN. r 'IT- METAL BREAK SHAPE TRI _ } (BOTH SIDES) O 1.05 COORDINATE WITH CIVILAND LANDSCAPE DRAWINGS. STAND OFF CUP- 1.17 ROLLER WINDOW SHAD � SELF-ADHERING FLASHIN 909 UARTZ SILL LM�E 1.17 WHEREOCCURS. 1.77 WATER RESISTIVEAIR BARRIER 101NTSEALANNCHOR 1.36 RE:FLOORPLANS,NDFRA ESAND/ORWALLSECnONS. O( 1.38 RE:FLOOR PIANSAND FAAMETYPESSELF-ADHERING TRANSITION FLASHINWOOD BLOCKING/NAILE ) • - " "•a""� ______ ____ = 1.39 RE:FLOOR PLANS,DOORSCHEDULE AND DOORAND FRAMETYPES----------- ----- - Kfth SHAPETRIM 7.35 I 1.40 FRAME BEYOND A R C H I T E C T U R SELF-ADHERING TRANSITION FLASHING 1.55 WALLBEYOND ttP - 1.77 RE:FLOOR PLANS,ROOF PLANS,AND SECTION5 FOR EXTENTS OF FUR A5/8"GYPSUM WALLBOARD,TYPE% 101NTSEAIANT BACKIN' 101NTSEALANT cr FLOAT GLASS UNIT 1,38 JOINT SEALANT(BOTH SIDES) OUT. (BOTH SIDES) (BOTH SIDES) 1.86 COORDINATE WITH MANUFACTUER RECOMMENDATIONS 10(BOTH SIANT 101NTSEALANT JOINT SEALANT BACKING(BOTH SIDES) 4.01 1"CHAMFER (BOTH SIDES) JOINT SEALANT BACKING HOLLOW METAL DOOR 1.38 (BOTH SIDES) PIVOT NORTH ARCHITECTURE,PLLC. 1.38 ALUMINUM FRAMED ENTRANCES AND METAL FLASHING&TRIM (BOTH SIDES) ---- O 1DINT SEALANT BACKING -WOOD BLOCKING/NAILER 4.04 CMU WALL.RE:FLOOR PLANS AND WALL TYPES. 1101 W.GROVE STREET STOREFRONTS O O -- - - (BOTH SIDES) ALUMINUM FRAMEDENTAANCESANDO 7.35 22 GA.METAL BOISE,ID 83702 1.39 HOLLOW METAL FRAME HOLLOW METAL FRAME 1.39 5/8"GYPSUM WALL BOARD,TYPE X STOREFRONTS 1.38 8.06 GLAZING STOP TO BE PLACED ON THE ROOM SIDE OPPOSITE ANY www.pivotnorthdesign.com HALLWAY/CORRIDOR. METAL FLASHING FLOATGLASS UNIT 1.38 909 RE:FINISH SCHEDULES A8.01. 1.38 FLOAT GLASS UNIT INTERIOR STAMP PROF 1.39 HOLLOW METAL DOOR x-weaMP• AIR PERMEABLE WATER BARRIER EQ EQ EXTERIOR TAND OFF CLIP 1.86 1.17 ROLLER WINDOW SHADES TRACK 21/2 METAL WALL PANELS DIMENSIONAL LUMBER FRAMING 4' Al CMU HEAD/JAMB DETAIL @ APPARATUS BAY A2 TYP HM HEAD DETAIL @ CMU WITH METAL PANEL A3 TYP HM JAMB DETAIL @ CMU WITH METAL PANEL A4 TYP JAMB DETAIL @ METAL PANEL A5 TYP HEAD DETAIL WITH ROLLER SHADE @ METAL PANEL AZ92 3"=1'-0" A7.92 3"=1'-0" AZ92 3"=1'-0" 3 A7.92 3"=1'-O" A7.92 3„=1'-0" GRID s 02.18.22 8 EQ CL EQ 4.01 21/2" INTERIOR 21/2" 4" EXTERIOR TYP PERIMETERANCHOR INTERIOR EXTERIOR EXTERIOR INTERIOR JOINT SEALANT FLOAT GLASS UNIT 1.38 ///y��'��//���]] (\''���� 1.38 FLOAT GLASS UNIT (BOTH SIDES) O RigCe J usmILLER 101NT SEALANT BACKIN ALUMINUM FRAMED ENTRANCES AND 1.36 1.36 FLOAT GLASS UNIT ✓✓ lJ (BOTH SIDES) STOREFRONTS 1.38 ALUMINUM FRAMEDENTRANCESAND WO OD BLOCKING/NAILER 1.38 ALUMINUM FRAMED ENTRANCES AND 4.04 / WOOD BLOCKING/NAILER O STOREFRONTS JDOIN ALANT BACKING(BOTH SIDES) STOREFRONTS 5/8"GYPSUM WALL BOARD,TYPE% JOINT SEALANT 1.iL_•- METAL FLASHING&TRIM _ JOINT SEALANT(BOTH SIDES) (BOTH SIDES) 101NTSEALANT JOINT SEALANT BACKIN JOINT SEALANT BACKIN 'I METAL BREAKSHAPETRIM 7.35 (BOTH SIDES) 3/4 5/B"GYPSUM WALL BOARD,TYPE X - PERIMETER ANCHOR WOOD BLOCKING/NAILER METAL FLASHING&TRIM JOINTSEALANT DIMENSIONAL LUMBER FRAMIN (BOTH SIDESI JOINT SEALANT BACKING (BOTH SIDES) AIR PERMEABLE WATER BARRIER X WB"BMP TERMINATION BAR 1.39 HOLLOW METAL FRAME AIR PERMEABLE WATER BARRIER 1.77 saes ' ' 1.39 HOLLOW METAL DOD B5 TYP SILL DETAIL @ METAL PANEL GENERAL NOTES-DOORS&FRAMES 8.06 METALGLAZING STOP x-NaOMP A792 3"=1'0° 1. PAINTALL METALFRAMES&ACCESSORIES PS-3. THERMOPLASTIC MEMBRANE ROOFIN EQ EQ GRID 2. ALL HOLLOW METAL FRAME GLAZING STOPS TO BE PLACED ON ROOM SIDE 101NT SEALANT BACKING OPPOSITE FROM HALLWAY/CORRIDOR. 1OINTI-NT 3. PROVIDE FULLY TEMPERED FIRE-RATED GLAZING 108800.CI IN METAL B1 SILL DETAIL @ CMU @ APPARATUS BAY 62 TYP INTERIOR HM HEAD/JAMB DETAIL @ CMU FRAMES AND DOORS WHERE 60M ASSEMBLY AT DOORS ARE REQUIRED(RE: DOORSCHEDULEL FIRE-RATED GLAZING ASSEMBLY SHALL BE 60M. A7.92 3"=1'-O" A7.92 3"=1'_0" I LASS-FIBER BATTINSULATION 4, PROVIDE FULLY TEMPERED GLASS UNITS WHERE REQUIRED BY I.B.C. 2 to O O FOIL-FACED VAPORBARRIER­ SECTION 2406 ANDSPECIFICATION SECTION O8800-GLAZING. 5. PROVIDE FLOATGIASS(08800AI AT CONDITIONS OTHER THAN DESCRIBED 5/8"GYPSUM WALL BOARD,TYPE% IN GENERAL NOTES 4OF DRAWING SHEET. 6. GLASS AT WEIGHT ROOM IS NON-RATED,TEMPERED GLASS. KITCHEN DINING f" PLYWOOD SHEATHING 1.01 1. COORDINATE ALL INDICATED FRAME DETAILS WITHACTUAL MASONRYWALL CONFIGURATION.RE:BUILDING ELEVATIONS AND WALL SECTIONS FOR Z 08 MASONRY PROFILES.APPLY DETAILS AS APPLICABLE. EQ L EQ 8. COORDINATE WITH FLOOR PLANS AND SECTIONS FOR WALL TYPES. MOLDED,RIGID CELLULAR POLYSTYRENE 9, RE:STRUCTURAL DRAWINGS FOR REINFORCEMENT FOR CMU WALLS. EXTERIOR INTERIOR 1'04 BOARD INSULATION 10.FOR ALL EXTERIOR WINDOWS GL-1 FOR ALL INTERIOR LITES GL-2.RE: _ SPECIFICATION 098000. 0 FLOATGLASS UNIT 1.38 M Q ALUMINUM FRAMED ENTRANCES AND 1.01 1.17 AIR PERMEABLE WATER BARRIER z STOREFRONTS WOOD BLOCKING/NAILER C (BOTH SIDES) Q METAL FLASHING&TRIM •3 I- z ANT 101NTSEALANT DIMENSIONAL LUMBER FRAMIN CEILING HEIGHT WOOD SOFFIT ;/170 SI (BOTH SIDES) 101N7 SEALANT BACKING FITNESS xwsssB RE:RCP I- 112 DIMENSIONAL LUMBER FRAMING LO.Ato.D. � (BOTH SIDES) on Ln = D _ ALUMINUM FRAMED ENTRANCES AND 1.36 ,... 110'-0' Lu O STOREFRONTS -' 101M SEALANT BACKING waes (BOTH SIDESI � FLOAT GLASS UNIT 1.38 JOINT SEALANT PERIMETER ANCHOR (BOTH SIDES) FLOAT GLASS UNn 1.38 J v~i EQ EQ 1.38 ALUMINUM FRAMED ENTRANCES AND Z STOREFRONTS 21/2" J O +� Q C3 JAMB DETAIL @ GRIDLINE 3/13 C4 METAL PANEL JAMB DETAIL@ GRIDLINE 8/F C5 D DETAIL @ CANOPY LL Z A7.92 3"=1'-0" A7.92 3"=V-0" AZ92 3 - z a 7 LO N o INTERIOR EXTERIOR ),: O ,gg ALUMINUM FRAMED EN TAMES NTS WATER RESISTIVE AIR BARRIER O xMizMrsMP PERIMETERANCHOR 1.38 FLOAT GLASS UNIT METAL FLASHING&TRIM %-W605B PERI ETERANCHOR D1 JAMB DETAIL @ GRIDLINE 2/D p� _ _ _ - WATEIRRESISmEARBARRIER - A7.92 3"=1'-O" GRID D EXTERIOR 6" INTERIOR FFWA 3 1.38 FLOAT GLASS UNIT----,,,, 102 101NTSEALANT INTERIOR CL EXTERIOR IOINTSEALANT (BOTH SIDES) " OALUMINUM FRAMED ENTRANCES AND (BOTH SIDES)EQ EQ 1.38 JOINT SEALANT BACKING STOREFRONTS (BOTH SIDES) JOINT SEALANT BACKING JOINT SEALANT BACKIN (BOT SIDES) EXPANSION AND SLAB ISOLATION JOINT 101NTSEALANT (BOTH SIDES) " Project No: 20.042 FLOATGLASS UNIT 1.38 FILLER (BOTH SIDES) „...., ?` BOTH SI ES)WALLBOARD,ttPE% Gr ALUMINUM FRAMED ENTRANCES AND 1.05 CAST-IN-PLACE CONCRETE 1.01 / 5/8"GYPSUM WALL BOARD,TYPE Date: 02118/2022 t38 O LOBBY PUBLIC RESTROOM I STOREFRONTS y LEVEL 1 Checked y Checker ... , ;, :a.: 100 101 EXTERIOR 100'-0° _ _ _. ..:.-��.;:��.,.^.�• LOBBY B JOINT SEALANT BACKIN 100 Drawn By: Author (BOTH SIDES) -- - 10INTSEALANT 2" _ _ INTERIOR BOTH SIDES) a S h e e t N a m e 4.01 - - - p TYP - D4 JAMB DETAIL @ GRIDLINE 7/D D5 TY JAMB DETAIL @ METAL PANEL @ ENTRY w FRAME DETAILS 1.05 - III UNDERSLABVAPORRETARDER A7.92 3"-V-O" A7.92 3"'P-0" Cn _ POLYISO BOARD INSULATION SOUND ATTENUATION BLANKET INSULATION 1.36 - _ _---SOUND ATTENUATION BLANKET INSULATION 1.36 LLj BITUMINOUS DAMPPROOFIN III 1.01 -5/8"GYPSUM WALL BOARD,TYPE III III -a 5/8"GYPSUM WALL BOARD,TYPE CITY APPROVED PLANS xave"%s DIMENSIONAL LUMBER FRAMING DIMENSIONAL LUMBERFRAMING 1.36 Reviewed for Code Com liance O U INTERIOR .s• • ;,-•• 101NT SEALANT AND BACKER ROD 101NT SEALANT PLANS MUST BE ON JOB SITE Z E a (BOTH SIDES) Lu A' 4 E LF E 39 HO OWM TA RAM- .. FOR ALL INSPECTIONS C7 o-• - -- - ,•; _ WOOD BLOCKING/NAILER - -. Sheet No: LL METAL HOLLOW M A 00 1.4- 39 0 101NT SEALANT ALUMINUM FRAMED ENTRANCES AND STOREFRONTS O - BOTH SIDES FLOATGLASSUNIT 1.38 a O A7.92 E1 JAMB DETAIL @ GRID 3/D E2 TYP SILL DETIAL(ALUMINUM 6") f"'E4 TYP ALUMINUM HEAD/JAMB DETIAL @ INTERIOR PARTITION E5 TYP HM HEAD/JAMB DETAIL @ INTERIOR PARTITION o AZ92 3"=P-0" AZ92 11/2"=V-0" AZ92 3"=V-0' A7.92 3"=1'-0" Page 53 of 319 1 2 3 4 5 6 EQ EQ NOTES-REFERENCE NOTES GRID / 1.01 COORDINATE WITH STRUCTURALDRAWINGS. I vO ' INTERIOR EXTERIOR 1.04 COORDINATE WITH REFLECTED CEILING PLAN. 1.55 EXTERIOR 1.17 WHERE OCCURS. 4.02 1.38 RE:FLOOR PLANS AND FRAME TYPES LOBBY taD FFWA 01 DIMENSIONALLUMBERFRAMING 1.39 RE:FLOOR PLANS,DOOR SCHEDULE AND DOOR AND FRAME TYPES O r t h %Wa15B 100 102 1.40 FRAME BEYOND ALUMINUM FRAMED ENTRANCES AND 1.38 POLYISO BOARD INSULATION 1.55 WALLBEYOND STOREFRONTS 4.02 RETURN BRICK TO RIGID INSULATION tie FLOAT GLASS UNIT A R C H I T E C T U R 1.38 FLOAT GLASS UNIT SELF-ADHERING TRANSITION FLASHING 4.06 CUT BRICK TO CREATE REVEAL AND TO MAINTAIN JOINTS THAT LINE 9.09 QUARTZ COUNTERTOP 1.04 ACOUSTICAL PANEL CEILING APC-1 UP THROUGHOUT ROWS. Z. DIMENSIONAL LUMBER FRAMIN 4.11 WEEP HOLE IN BRICK MASONRY 5.14 3/8"STEEL PLATE.FINISH BLACK. CONCEALED COUNTER SUPPORT BRACKETS 5.15 STEEL PLATE BEYOND PIVOT NORTH ARCHITECTURE,PLLC. 8.01 DOOR ASSCHEDUUD.RESHEETA7.01 1101 W.GROVE STREET -.. . CEILING HEIGHT - 9.09 RE:FINISH SCHEDULES A8.01. BOISE,ID 83702 =--�=-77�- �� ���" (BOTH SIDES)l01NT5EALUJT • �RCP www.pivotnorthdesign.com L_�_F (BOTH SIDES)JOINT SEALANT BACKINGQ TEEL PLATEWATER RESISTIVE AIR BARRIE STAMP RO5/8"GYPSUM WALL BOARD,TYPER JOINT SEALANT(BOTH SIDES) PF PERIMETERANCHO AIR PERMEABLE WATER BARRIER JOINT SEALANTBACKING(BOTH SIDES) 5/8"GYPSUM WALL BOARD,TYPE% �vr DIMENSIONAL LUMBER FRAMIN INTERIOR PERIMETER ANCHOR WOOD BLOCKING/NAILER 4• 1.38 ALUMINUM FRAMED ENTRANCES AND 21/2" ONTS A2 SILL DETAIL @ LOBBY 100 TRANSACTION WINDOW A4 TYP JAMB DETAIL @ BRICK A5TDREFRTYP HEAD DETAIL @ BRICK FLOATGLASSUNIT s 02.18.22 9rF OF pP 13 3"=1-0 A 13 3"=1-0 A7.93 3 =1-0 GRID WOODBLOCKIR ANAILER 21/2 RIC V/J�V(/l/���ILLER PERIMETER ANCHO ✓ lJ JOINTSEALANT (BOTH SIDES( FLOAT GLASS UNIT 1.38 JOINT SEALANT BACKING (BOTH SIDES) ALUMINUM FRAMED ENTRANCESAND 1.38 STOREFRONTS 9.09 QUARTZ SILL --- 6 JOINT JOINTSEAL NT SEALANT BACKING 3/4" DIMENSIONAL LUMBER FRAMIN 1/2" METAL FLASHING&TRIM WOOD BLOCKING/NAILER 1.17 1.17 WATER RESISTIVE AIR BARRIER GENERAL NOTES-DOORS&FRAMES a.os 1. PAINT ALL METAL FRAMES&ACCESSORIES PS-3. 2. ALL HOLLOW METAL FRAME GLAZING STOPS TO BE PLACED ON ROOMSIDE 1/2" OPPOSITE FROM HALLWAY/CORRIDOR. 3. PROVIDE FULLY TEMPERED FIRE-RATED GLAZING I08800.0 IN METAL FRAMES AND DOORS WHERE 60M ASSEMBLY AT DOORS ARE REQUIRED IRE: INTERIOR EXTERIOR DOOR SCHEDULEI.FIRE-RATEDGLAZING ASSEMBLYSHALL BE 60M. 4. PROVIDE FULLY TEMPEREDGLASS UN ITS WHERE REQUIRED BY I.B.C. SECTION 24D6 AND SPECIFICATION SECTION 08800-GLAZING. 1OINTSEALANT 5. PROVIDE FLOAT GLA55108800A)AT CONDITIONS OTHER THAN DESCRIBED (BOTH SIDES) CS TYP SILL DETAIL @ BRICK IN GENERAL NOTES 4 OF DRAWING SHEET. JOINT BACKING 6. GLASSATWEIGNT ROOM IS NON-RATED,TEMPEREDGLA55. (BOTH SIDES) A7.93 3 -1-0 9 7. COORDINATE ALL INDICATED FRAME DETAILS WITH ACTUAL MASONRY WALL DIMENSIONAL LUMBER FRAMING CONFIGURATION.RE:BUILDING ELEVATIONS AND WALL SECTIONS FOR INTERIOR MASONRY PROFILES.APPLY DETAILS AS APPLICABLE. 8. COORDINATE WITH FLOOR PLANS AND SECTIONS FOR WALL TYPES. 21/2" 9. RE:STRUCTURAL DRAWINGS FOR REINFORCEMENT FOR CMU WALLS. 10.FOR ALL EXTERIORWINDOWSGL-1 FORALLINTERIOR LITES GL-2.RE: SPECIFICATION 088000. M O WOOD BLOCKING/NAILE Q PERIMETER ANCHOR 7 FLOAT GLASS UNIT L JOINT SEALANT J C (BOTH SIDES) ALUMINUM FRAMED ENTRANCES AND O JOINT SEALANT BACKIN STOREFRONTS Q 7_ _ _ - (BOTH SIDES) METAL FLASHING&TRIM Z 5/8"GYPSUM WALL BOARD,TYPE% H DIMENSIONAL LUMBER FRAMIN w 000 00 1/2 L O WOOD BLOCKING/NAILER w H N J H xwa"se WATER RESISTIVE AIR BARRIER J Z EXTERIOR HO7�� OW MTAFRAM .39 O 4.06 U w Z HOLLOW METAL DOOR 1.39 - 1/2" Z Q o � N INTERIOR EXTERIOR F- 00 D2 HIM DOOR JAMB DETAIL @ FITNESS 112 @ BRICK REVEAL D5 BRICK SILL DETIAL @ FITNESS 112 A7.93 3 =1'-0" A7.93 3"=V-0" ' H H ' STEEL ANGLE I H. INTERIOR EXTERIOR - 4.11 D METAL FLASHING&TRIM INTERIOR EXTERIOR O WOOD BLOCKING/NAILER METAL FLASHING&TRIM TEEL CHANNEL ,,01 WOOD BLOCKING/NAILE 2 9/16" O THERMOPLASTIC MEMBRANE ROOFING WOAD DECKING STEEL PLATE .i 1/2" Project No: 20.042 L__ Date: 02118/2022 DOORIRACK - ---- Checked By: RC,MS WATER RESISTNE AIR BARRIER .i O Drawn By: KD SELF-ADHERING TRANSITION FLASHING DIMENSIONAL LUMBER FRAMIN O 5/8"GYPSUM WALL BOARD,TYPE STEELANGLE -; i DIMENSIONAL LUMBER FRAMING O SIteeINaTte: 1QINT5EALAPIT STEEL PLATE 6.,4 _ _ _ _ T.D.AL N FRAME DETAILS (BOTH SIDE SI WOOD BLOCKING/NAILER 110'-0 JOINTSEALWT BACKING THREADED ROD HOLLOW IS) WOODSOFFR BOTH SIDE ETAL FRAME 1.39 TD.ONO.RTRACK '-O 1/16"________8.01 SECTIONAL DOOR DOD MAX O71 ITY APPROVED PLANS HOLLOW METAL DOOR 1.39 - - - - - - - - - - - - i 1.01 STEEL CHANNEL Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z w FOR ALL INSPECTIONS C7 Q Sheet No: E1 HM DOOR HEAD DETAIL @ FITNESS 112 E2 OVERHEAD DOOR(ALUMINUM)JAMB DETAIL @ FITNESS 122 E3 OVERHEAD DOOR(ALUMINUM)HEAD DETAIL @ FITNESS 112 A7.93 3"=V-0" A7.93 3"=V-0" A7.93 3„=1'4' A7.93 - - - - - - - - - - - - - - - - - - - - Page 54of319 � 1 L 1 2 3 4 5 6 NOTES-REFERENCE NOTES 0 10.04 PL-2 UNDER COUNTER OPENINGS,TYP.RE INTERIOR ELEVATIONS. 1 pivot north SCHEDULE ROOM FINISH A R C H I T E C T U R A FLOOR WALLS CASEWORK WINDOW ROOM CABINETRY- CABINETRY- TREATMEN N0. ROOM TITLE MAT. BASE NORTH EAST SOUTH WEST UPPER LOWER COUNTERTOP WINDOWSILL CEILING FINISH TS REMARKS GENERAL NOTES FINISHES PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET 100 LOBBY CONC-1 CT-1 P-1 P-1 P-1 P-1 SDS-1 WD-1 1. RE:ROOM FINISH SCHEDULE SHEET FOR ADDITIONAL INFORMATION ON BOISE,ID 83702 100a ENTRY FLOOR AND WALL FINISHES. WWW.PIVOtnorthdesign.com 101 PUBLIC RESTROOM CONC-1 MCB-1 P-3/Cr-3 P-3/CT-3 P-3/CT-3 P-3/CT-3 GBD 2. TILE PATTERNS MUST MAINTAIN EXACT CONFIGURATION SHOWN. 3. COORDINATE WITH MECHANICAL AND ELECTRICAL DRAWINGS FOR 102 FFWA CONC-1 CT-1 P-1 P-1 P-1 P-1 PL-1 SDS-1 SDS-1 APC-1 WCV-2 ADDITIONAL INFORMATION. STAMP 103 HALLWAY CONC-1 CT-1/Cr-2 P-1/PL-3 P-1/PL-3 P-1 P-1/PL3 PL-1 SDS-1 APC-1 CT-2 BELOW WALL PROTECTION,CT-1 ATAREASWRH NO WALL PROTECTION 4. RE:REFLECTED CEILING PLANS FOR CEILING AND SOFFIT PAINT COLOR P�TFG 104 CAPTAIN OFFICE CONC-1 Cr-1 P-1 P-1 P-1 P-1 SDS-1 APC-1 WCV-2 LOCATIONS. 108 KITCHEN/DINING CONC-1 CT-1/CT-2 P-1 P-1 P-1 P-1 PL-1 PL-1/PL-2 SDS-1 WD-1 WCV-2 ALL BASE CABINETS AT ISLAND TO BE PL-2,CT-2 UNDER ISLAND COUNTER OPENING,SDS-1 TO BE BACKSPLASH-RE:INTERIOR ELEVATIONS S. ALL TILE PATTERNS ARE TO BE FULL TILES EXCEPT WHERE PATTERN IS 109 PATIO SEE WALL TYPES SEE WALL TYPES SEE WALL TYPES INTERRUPTED BY PROTIONS OF BUILDING.SEE INTERIOR ELEVATIONS FOR 4' 110 HALLWAY CONC-1 Cr-1/C-2 P-1 P-1 P-1 P-1 PL-1 PL-1 SDS-1 APC-1 ADDITIONAL INFORMATION. 6. RE:DIVISION 9,SECTION"RESILIENT WALL BASE AND ACCESSORIES"FOR qrF OF \�P SCHEDULE-FINISH LEGEND 111 DAYROOM CONC-1 CT-1 P-1 P-1 P-3 P-1 PL-1 SDS-1 APC-1 TRANSITIONS AND OTHER FLOORING ACCESSORIES. sl 02.18.22 112 FITNESS RF-1 RB-1 P-1/PL-3 P-1 P-1/MIRROR P-1/PL-3 OTS 7. FOR RUBBER WALL BASE JOB FORM INSIDE AND OUTSIDE CORNERS. FINISH PRODUCT DESCRIPTION COMMENTS 114 SLEEP CONC-1 CT-1 P-2 P-2 P-2 P-2 SDS-1 APC-1 WCV-1 8. PROVIDE ADA COMPLIANT FLOOR ACCESSORIES FOR FLOORING 115 SLEEP CONC-1 CT-1 P-2 P-2 P-2 P-2 SDS-1 APC-1 WCV-1 TRANSITIONS. APC-1 CEILING TILE 116 SLEEP CONC-1 CT-1 P-2 P-2 P-2 P-2 SDS-1 APC-1 WCV-1 9. NOT ALL FLOOR FINISHES ARE SHOWN ON FLOOR FINISH PLANS.RE:ROOM FINISH SCHEDULE FOR ALL FLOOR FINISH LOCATIONS. CONC-1 POLISHED CONCRETE FLOOR 117 SLEEP CONC-1 CT-1 P-2 P-2 P-2 P-2 SDS-1 APC-1 WCV-1 10.ALL DOOR AND WINDOW TRIM TO BE PAINT COLOR P=M UNLESS OTHERWISE r�///-//`���'�/�q \y��■� Cr-1 PORCELAIN WALL BASE 119 AAA SLEEP CONC-1 C-1 P-2 P-2 P-2 P-2 SDS-1 APC-1 WCV-1 NOTED ON DOOR SCHEDULE. Riq e � usmILLER C-2 PORCEWN WALL BASE 119 HALLWAY CONC-1 C-1/C-2 P-1/PL-3 P-1 P-1/PL-3 P-1/PL-3 APC-1 C-2 BELOW WALL PROTECTION ✓ lJ_J\ C-3 CERAMICWALLTILE 121 RESTROOM CONC-1 MCB-1 P-3/C-3 P-3/C-3 P-3/CT-3 P-3/CT-3 PL-1 SDS-1 GBD FRP-1 PLASTIC SHEET PANELING 122 LAUNDRY CONC-1 C-1 P-1 P-1 P-1 P-1 PL-1 PL-1 SDS-1 GBD GBD-1 GYPSUM BOARD 124 RESTROOM CONC-1 MCB-1 P-3/C-3 P-3/C-3 P-3/C-3 P-3/C-3 PL-1 SDS-1 GBD MOB METAL COVER BASE 125 ADARESTROOM CONC-1 MCB-1 P-3/C-3 P-3/CT-3 P-3/CT-3 P-3/CT-3 SDS-1 GBD P-1 PAINT 126 JANITORIAL CONC-1 C-1 P-1 P-1 P-1 P-1 OTS P-2 PAINT 127 IT SC-2 CT-1 P-1 P-1 P-1 P-1 APC-1 ABBREVIATIONS BP-3 PAINT 128 APPARATUS BAY SC-2 SEALANT OTS SEE FINISH PLAN AND ELEVATIONS FOR FRP LOCATIONS,GWB WALLS TO RECIEVE P-1,WOOD STRUCURE TO RECEIVE CLEAR COAT FINISH PL-1 PLASTIC LAMINATE CABINETRY 129 COMM SC-2 CT-1 P-1 P-1 P-1 PL-1 SDS-1 GBD C-1 AT TOES KICK FLOOR FINISHES PL-2 PLASTIC LAMINATE CABINETRYAND WAINSCOT LOWER CABINETS@ ISLAND IN KITCHEN/DINING 130 WORKSHOP SC-2 SEALANT P-1 P-1 P-1 SIL APC-1 RF RUBBERFLOORTILE PL-3 PLASTIC LAMINATE WALL PROTECTION 132 HOSE ALCOVE SC-2 SEALANT P-1 P-1 P-1 GBD SC SEALED CONCRETE RB-I RUBBER WALL BASE 133 GENERAL AND EMS STORAGE SC-2 SEALANT OTS RFA RESILIENT FLOOR ACCESSORY RF-1 RUBBERATHLETIC FLOORING 134 APPARATUS BAY RESTROOM SC-2 SEALANT GBD SC-2 HARD TROWELED AND SEALED CONCRETE 135 ELECTRICAL SC-2 SEALANT OTS WALL BASE SDS-1 SOLID SURFACE COUNTERTOPS-QUARTZ 136 BUNKERGEAR SC-2 SEALANT GBD C CERAMICTILE SS-1 STAINLESS STEELCOUNTERTOP 137 WASH ACLOVE SC-2 SEALANT FRP-1 FRP-1 FRP-1 GBD RB RESILIENT BASE WCV-1 ROLLERSHADE-BLACKOUT 139 DECON SC-2 SEALANT GBD MCB METAL COVE BASE WCV-2 ROLLER SHADE-LIGHT-FILTERING 139 FIRE RISER/AIR ROOM SC-2 SEALANT OTS WD-1 WOODCEILING 140 HALLWAY SC-2 C-1/C-2 P-1/PL-3 P-1/PL-3 P-1/PL-3 P-1/PL-3 APC-1 C Cr TILE -ZBELOWWALLPROTECTION WISHES C TLE FRP PLASTIC SHEET PANELING P PAINT PL PLASTIC LAMINATE PANELING CEILINGS APC ACOUSTICAL PANEL CEILING WD WOOD CEILING GBD GYPSUM BOARD 0 o OTS OPEN TO STRUCTURE 0 ° ° 0 CASEWORK PL PLASTIC LAMINATE ' SDS SOLID SURFACE � SS STAINLESS STEEL M Q ' z ITO O O O WINDOWTREATMENT O CWCV WINDOWCOVERING Q ENTRY Q z 31 LEGEND w FIRE RISER/AIR \ �_ ROOM WORKSHOP IT CAPTAIN OFFICE I FFWA I LOBBY PUBLIC RESTROOM FRP LL w ° 139 130 127 104 I 102 i 100 101 _______ pL N v~i ORNERGUAR J Z J I ------_ P +-+ Q O o _______________ _______ LL z DECON HALLWAY KITCHEN DINING v x o ❑ 0 103 Z 138 188 Q ENDGUAR L CORNER GUARD L N ANITORIALL- CORNERGUAR ENDGUARD d 0 126 DARESTROOM ENDGUAR PATIO COMM 125 CORNER GUAR 109 BUNKER GEAR APPARATUS BAY Ll RESTROOM ®-_ DAYROOM HALLWAY 136 28 124 111 110 ® HALLWAY I LAUNDRY , WASH ACLOVF� ® 140 22 CORNERGUAR ENDGUAR 17 RESTROOM ; j � ENDGUARD I El D 21 ENDGUAR - i -------- HALLWAY c+ ED ELECTRICAL APPARATUS BAY 135 RESTROOM r T 19 r T r T r T r CORNER GUAR 134 ENDGUAR Project No: 20.042 GENERAL AND EMS Date: 02/18/2022 STORAGE — — — — — HOSE ALCOVE r F — 13z ADA SLEEP SLEEP SLEEP SLEEP SLEEP r FITNESS cnecked By: RC,MS 133 118 117 116 115 114 112 O 0 � r - � � � � � � Drawn By: KD L I I SIteeIName: -- ------ N LEVEL 1 - FINISH o ° ° o ?: FLOOR PLAN AND Lu ° ROOM FINISH CITY APPROVED PLANS � SCHEDULE Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu N. FOR ALL INSPECTIONS Q E2 LEVEL 1-FINISH FLOOR PLAN A8.01 1/8"=1-4' Sh t N eeo: A8.01 — Page 55 of 319 1 2 3 4 5 6 NOTES-REFERENCE NOTES O CONNOTE:VERIFY LOCATION OF WITH ROL ARCHITECT IN TOLD 1.32 0F.OA TIME CLOCK SYSTEM.COORDINATE WITH ENGINEER'S WITH ARCHITECT � DRAWINGS. pivot E2 1'0" AB.92 10.06) 9'19 1.48 ADA SERVICE SINK WITH CLEAR KNEE SPACE.HEIGHT OF COUNTER TO C5 RAB BRAS 1'0" �//� SEAT COVER DISPENSERS 26.17J 10.07� 9.19 WALLTILE 9.09 BE 9WALL'AFF MAX. �/ 1.55 ALIGNTYOU n o r t h SPEAKTHRU 1.60 ALIGNTOPOF CONTROL PLATES � 919 .F.C.I MIRROR<10.03 ALL TILE 9.09 .F.C.I.BABY CHANGING STATION 6.08) 1.76 ALL OPEN FOR ADA PURPOSES. r -, 9.09 RE:FINISH SCHEDULESA8.01. 9) u u 12.09 9.10 QUARTZCOUNTERTOP TO WATERFALL TO FINISH FLOOR. A R C H I T E C T U R 1.T. U ii (11.03� I� �/ e11' L=== ===: - L - _ - 9.19 TOP ROW OF WALL TILE TO BE BULWOSE. -07 rL Ct 81/2" - - 10.06 PAOVIDEADDITIONNS BACKING. 1'2" W � 10.06 O.F.O.ISOAP DISPENSER 2-0 10.07 O.F.O.I PAPERTOWELDISPENSER 1D.08 O.F.O.ITOILET PAPER DISPENSER PIVOT NORTH ARCHTECTURE,PLLC. I] w a CLL '� 9.09 WALL TILE TRIM Z'-0" N 10.09 0.F.0.ISANITARYNAPKINDISPOSAURECEPTACLE 1101W.GROVESTREET 0 O WALLTILETRIM s.os O BOISE,ID 83702 (23.06 WALL TILE TRIM 9.09 11.03 O.F.C.I.TELEVISION.PROVIDE POWER,DATA,AND BLOCKING. ___ _ ___ _ It r-a° s.os wauTLE / www.pivotnorthdesign.com 12.09 O.F.0.I WALL MURAL nr TILE BASE 9.09 TILE BASE<9.09> 12.11 COUNTER TO RETURN TO BACK WALL. A2 ? 22.01 COORDINATE WITH PLUMBING DRAWINGS. STAMP PROFS, \\\ = e a U 1,-6" A793 m A2 LOBBY 100-NORTH A3 LOBBY 100-EAST A4 PUBLIC RESTROOM 101-NORTH A5 PUBLIC RESTROOM 101-EAST A6 PUBLIC RESTROOM 101-SOUTH 12.13 INSULATE EXPOSED PLUMBING,TYP.CE v��SFD Tc 1 ^ A8.51 1/4"=1'-0" A8.51 1�4"=1'4' A8.51 1�4"=1'-0° A$,51 1/4"=V-0" A 1/4"=V-0" 22.14 SHOWER INSERT.COORDINATE WITH MANUFACTURER. 23.06 WALL HEATER.COORDINATE WITH MECHANICAL DRAWINGS. 26.01 COORDINATEWITH ELECTRICAL DRAWINGS. 26.07 DOOR BELL COORDINATE WITH ELECTRICAL DRAWINGS. qrF OF X�R v 26.08 EMERGENCY PHONE.COORDINATE WITH ELECTRICAL DRAWINGS. S 02.18.22 OPEN TO WORK AREA 2fi.09 EMERGENCYDOOR LOCK.COORDINATE WITH ELECTRICAL DRAWINGS. QUARTZ COUNTERTOPS 9.09 26.12 LIGHT FIXTURE.000RDINATE WITH ELECTRICAL DRAWINGS. Al LOBBY 100-SOUTH 26.13 READING LIGHT.COORDINATE WITH ELECTRICAL DRAWINGS, A8.51 1/2"=V-0" 26.15 EXIT SIGN.COORDINATE WITH ELECTRICAL DRAWINGS. 5 RIC§CergusMILLER CF.C.I.MARKERBOARD 6'-9" 2'-8" ROLLERWINDOWSHADES ROLLER WINDOW SHADES ROLLER WINDOW SHADES C5 AB.9, 9.09 WALLTILE [-GRAB BRAS 91, <71.03 GENERAL NOTES-INTERIOR ELEVATIONS B - - ` EHALLWAY. 1. RE:ROOM FINISH SCHEDULE AND FINISH FLOOR PLANS FOR MATERIALAU 009) tFINISH INFORMATION. UARTZ COUNTERTOPS B o 2. RE:BUILDING INFORMATION SHEETS FOR CODE AND FIRE INFORMATION. („03)U ii UARTZ COUNTERTOPS 9.09 3. RE:FLOOR PLANS AND DOOR SCHEDULE FOR DOOR AND FRAME TYPES. / 4. RE:DIVISION 10,SECTION"VISUAL DISPLAY UNITS"FOR SIZES OF MARKER �I BOARDS AND TACK BOARDS. 5. PROVIDE RWB AT ALL TOE SPACES OF ALL CABINETS,SIDES OF CABINETS AND _ EQ EQ _ EQ EQ _ EQ EQ _ EQ EQ ALL KNEE SPACES BELOW CABINETS.RE:DIVISION 9,SECTION"RESILIENTBASE AND ACCESSORIES". 9.09 TILE BASE 6. ALL EXPOSED INTERIOR END BLOCKS SHALL BE 1/2"CHAMFER. 9.09 WALL TILE TRIM-!-' 222 m O 23M TILE BASE 9.09 7 EQUPMENOCKING FOR ALL WALL-MOUNTED ACCESSORIES AND 32" 24" 9.09 TILE BASE 32'TYP(2) 18" 24' 8. RE:SHEET GO.03 FOR TOILET ACCESSORY HEIGHTS AND CLEARANCES. tl B1 PUBLIC RESTROOM 101-WEST B2 FIRE FIGHTER WORK AREA 102-NORTH B3 FIRE FIGHTER WORK AREA 102 EAST B5 FIRE FIGHTER WORK AREA 102 WEST BASE FILE CABINET 9 ORIEN ADTIONAND LOCATI REFER ONS OFTDOORSH LOCATION TO VERIFY Ag,51 1/4"=14" Ag,51 1/4"=V-0" A8.51 1/4"=V-0" A$,51 1/4"=V-0" 10.COORDINATE NOTES WITH GO.02 FOR MASTER KEYNOTE LIST. SEATCOVERDISPENSERS CASEWORK TAG LEGEND E3 A8.97 9.19 1006 REF NOTE FOR ROLLER WINDOWSHADES �261 AeE92 WALLTILE 9.09 <10.07 DESCRIPTION OF AN ## ISMODDIIEDES CABINET EXPANDED MODIFICATION 9� <10.03 C.F.C.I MIRROR 9.19 MODEL v WALLTILE 9.09 NUMBER p#M 16'�DEPTH SHOWER AND CURTAIN ROD 36' M O D WIDTH,Extra SheN DESCR PTION OFA QUARTZ COUNTERTOPS 9.09 �� Z QUARTZ COUNTERTOPS 9.09 / \ 9.09 QUARTZ COUNTERTOP - SIMPLE MODIFICATION `J (2 OMODEL �> _ CC] D ` I ` I NUMBER INDICATES MODEL NUMBER OF AWS CABINET a e e e INDICATES A MODIFIED VERSION OF THE AWS M CABINET MODEL REPRESENTED BY THE (� _ WALL TILE TRIM 9.09 PRECEDING NUMBER. I- 152M WALLTILETAIM 9.09 O L.L.I =O 120M 223 TILE BASE 9 09 86" 24" 18" 24" 501 48' 34 24' ADESCRIPTION OF THE MODIFICATION MADE �_ 24" 26" 1�2' MODIFICATION INDICATED BY THE IMI FOLLOWING THE MODEL w 30" 32' TYP(2) �, L.L FILE CABINET LOCKABLE&HASPS NUMBER N INDICATES WIDTH OF CABINET,DIMENSIONED J C1 FIRE FIGHTER WORK AREA 102 SOUTH C2 TYP SLEEP ROOM-EAST C3 TYP SLEEP ROOM-WEST C4 TYP LOCKER C5 RESTROOM 124-EAST C6 RESTROOM 124-NORTH WIDTH FROM OUTSIDE FACE TO OUTSIDE FACE. J A8.51 1�q„=1,A„ A8.51 l�q,=1,-0„ A8.51 1�4"=1,A„ A8.51 1�q„=1,-0„ A8.51 1�q„=1,-0„ A8.51 1�4„=1,-0„ - < z INDICATES DEPTH OF CABINET,DIMENSIONED DEPTH FROM FACEOFWALLTO FACEOF CABINET U = EXCLUDING CABINET DOOR WHEN DOOR QJ z v, APPLIES •- Q INDICATES HEIGHT OF CABINET,DIMENSIONED L 919 FROM FACE OF FINISHED FLOOR TO TOP OF o HEIGHT COUNTERTOP FOR BASE CABINETS AND FROM E2 10.07 1 9 9.19 9.09 WALLTILE BO OMBI ABNETTOTOPOFCABINETFOR 55 2'-5" �'92 �� WALLTILE 9.09 TOWEL HOOK 9.19 <26.1 9.19 GRAB BARS 1 a (TYP 2) WALLTILE 9.09 9.19 TOWEL RACK WALLTILE 9.09 SHOWER AND CURTAIN RO SEAT COVER DISPENSERS O (10.03 CF.C.I MIRROR --WALLTILE 9.09 U WALL TILE 9.09 <10.09� QUARTZ COUNTERTOPS /� RAB BARS LEG E N D �(10.08 QUARTZ > _ g,q = .9, _ /�� WALL PROTECTION-FRP.COORDINATE WITH FINISH SCHEDULE. o 1 D - .9, - C WALL PROTECTION-PL.COORDINATE WITH FINISH SCHEDULE. A8.91 AB.y I I � � MWAULTILIETRIIIA 0" WALLTILETRIM 9.09WALLTILETRIM 9.09 EQ EQ EQ WALL TILE TRIM 9.09 WALL PROTECTION E:IN BACKR ELEV.IONS FOR HE WITH 9.09 WALL TILE TRIM 9.09 WALL TILE TRIM 9.09 89 FINISH SCHEDULE.RE:INTERIOR ELEVATIONS FOR HEIGHT. D1 RESTROOM 124-WEST D2 RESTROOM 124-SOUTH D3 ADA RESTROOM 125-EAST 64 ADA RESTROOM 125-NORTH DS ADA RESTROOM 125-WEST D6 ADA RESTROOM 125-SOUTH A8.51 1�4„=1,-0„ A8.51 1�4"=V-0„ A8.51 1/4„=V-0„ A8.51 1�4"=V-0„ A8.51 1/4„=V-0„ Project No: 2P042 ' Date: 021182022 Checked By: RC,MS FFC.F.C.I.MICROWAVE � Drawn By: KID ' PLUMBED MICROWAVE COFFEE MAKER(22.01) 302 302 Di B3 36" 24" 28" 24" A9.97 171 9.97 1.48 1.32 24" ITYP 3) 24" Sheet Name ' ES A8.91 0 Bi A9.9, N INTERIOR ELEVATIONS UARTZ COUNTERTOPS 9.09 9.10 CL OPEN TO L1..I I I I I I LV ONCEALED COUNTER SUPPORT BRACKETS HALLWAY r T (26.01 or ° = L-J - -- CITY APPROVED PLANS w _ - -£ Reviewed for Code Compliance U AB92 OPEN - - ELu N N ao1 TILE BASE 9.D9 PLANS MUST BE ON JOB SITE Z 420 1.76 UAATZCOUNTEORTOPS 9.09 EQ EQ C.FC.IREFRIGEPATOR O FOR ALL INSPECTIONS C7 ae^ a^ TYP(3) 68" (TYP 2) QUARTZ APRON 9.09 28' 24' LOCKABLE&HASPS 72" < �l Sheet No: E1 HALLWAY 110 CASEWORK NORTH E2 KITCHEN/DINING 108-CASEWORK WEST E4 KITCHEN/DINING 108-EAST A8.51 1/4"=p 0" A8.51 1/4„=1'0" A8.51 1/4„=1,0„ A8.51 Page 56 of 319 1 2 3 4 5 6 NOTES-REFERENCE NOTES 1.61 FUTURE WASHER/DRYER. .F.C.I.MICROWAVE 1.69 STAINLESS STEEL RECESSED ACCESS PANEL BEYOND.1'4%XV-0"WX pivot D, 8"H.PROVIDE OPENING WITHIN CMU BLOCK. 9.09 QUARTZ COUNTERTOP 9.26 11.02 A991 1.88 OVENTO MAINTAIN I/8"MIN CLEAR ON EACH SIDE. 1.91 M:FINIS FRONT EDGE BUILDUP n o r t h Di 302 9.09 RE:FINISH SCHEDULES A8.01. A9.92 37' 14" 9.10 QUARK COUNTERTOP TO WATERFALL TO FINISH FLOOR. 9.14 PLASTIC LAMINATE CLOSURE PANEL TO CEILING.RE:SHEET AB.01 13'-7' FINISH SCHEDULES. A R C H I T E C T U R l ee______ 9.10 9.09 QUARTZ COUNTERTOPS 9.17 RETURN WALL PROTECTION.COORDINATE WITH FINISH Y: __'___'_@____ F.F.C.I�ISHW g3 B3 B1 4'-8" PLAN/SCHEDULESA8.01. A 6.12> . Ariziz A6.92 9.26 PLASTICLAMINATE CLOSURE PANEL TO CEILING.ALIGN WITH FACE OF __=________A3=__/ UARTZCOUNTERTOP59.09 9.10 ® UARTZCOUNTERTOP59.09 9.10 ADIACENT CABINETS.RE:SHEETAS.OIFINISH SCHEDULES. z6.01> 10.03 ITIONAL BACKING. PIVOT NORTH ARCHITECTURE,PLLC. - ' 1004 PL-02 UINDER DE CO COUNTEROPENINGS,TYP.RE INTERIOR ELEVATIONS. 1101 W.GROVE STREET - - OPEN TYP 36 X 18 X 14 1005 UTILITY RACK DIMENSIONSBOIot00 Dde IOD.COTO 10.06 O.F.O.ISOAP DISPENSER P 9 3'-1' ,� 1.4 UNDERCOUNTEA ICE MACHINE 10.07 O.FA.I PAPERTOWELDISPENSER 423 222 <12.10 QUARTZ COUNTERTOPS 9,09 222 152M 222 TILE BASE 9.09 CLEAR CLEAR CLEAR 10.08 O.F.O.ITOILET PAPER DISPENSER 31 24" 33' 24' U AFF 26" 24" 36" 24" 24" 24' STAMP S�PROFF 1/2 B4" 36" C.F.C.I GAS RANG EN 1.88 367(TYP 2) 36' 36"(TYP 2) 11.02 KITCHEN HOOD.000RDINATE WITH MECHANICAL DRAWINGS. VerP TFGl�q` LOCKABLE Al KITCHEN/DINING 108 CASEWORK SOUTH_02 A2 KITCHEN/DINING 108 CASEWORK NORTH 11.D3 O.F.C.I.TELEVISION.PROVIDE POWER,DATA,AND BLOCKING. A3 KITCHEN/DINING SOUTH A5 KITCHEN/DINING EAST n.1a O.F.0.1.72"TWOTIERUNITHOSECART v 4 1/4"=1'-0" 11.15 O.F.0.1.HOSE WASHER A$.52 1/4"=V-0" A8.52 A8.52 1/4"=V-0" A8.52 1/4"=V-0" 11.16 O.F.C.I.FIREHOUSE EXPRESS DRYER.COORDINATE WITH ENGINEER'S N�grP OF XOP�o DRAWINGS. g 02.18.22 11.17 O.F.C.I.SERA WASHER.COORDINATE WITH ENGINEER'S DRAWINGS. 11.11 O.F.C.I.EXTRACTOR.COORDINATE WITH ENGINEER'S DRAWINGS. EQ EQ 423 11.21 O.F.O.I.TOOL CHEST 3Y 24' 2,9" 5'2" 11.22 OF 0­HOSE WINDER 84"(TYP 2) 9'-10.. 11.23 O.F.0.I.BAUER CF55.5/23 POSITION FILL STATION.PROVIDE 2'-0" CLEAR AROUND FRONT AND SIDES. RIC er usmILLER E6 07L C.F.C.I TACK BOARDS C.F.C.I.MARKERBOARDS 11.24 O.F.O.I.BAUER 4 CYLINDER CASCADE SYSTEM g, A9.97 11.27 O.FA.I.EXTRACTOR SOAP DISPENSER.MOUNTTO ADJACENT WALL A9.97 ABOVE EXTRACTOR HEIGHT. 11.28 O.F.0.1.METAL SHELVING o ^ it <1103> i� 11.32 O.F.C.I KNIGHT MX PLUS DISPENSER.COORDINATE WITH PLUMBING u n I I ii <11.03> DRAWINGS. L--___---J i'- -• -- -• 9.09 QUARTZ COUNTERTOPS ii = 11.33 O.F.0.1.FIRST AID CABINET REME ® p - �_==1'-2"====� 12.10 COUNTER TO RETURN TO BACK WALL. - ----- ----- _ 22.07 EYE WASH.COORDINATE WITH PLUMBING DRAWINGS. 22.08 WALLMOUNTED HAND SINK.COORDINATE WITH PLUMBING _ DRAWINGS. 11.11 WATERSOFTENER.COORDINATEWITH MECHANICALDRAWINGS, 22.12 SCULLERYSINK.COORDINATE WITH PLUMBING DRAWINGS. TILE BASE 9.09 101 102 22.13 INSULATE EXPOSED PLUMBING,TYP. O 24" 14"48' 14' T IN I 2215 KITCHEN SINK.COORDINATE WITH PLUMBING DRAWINGS. B1 KITCHEN/DINING 108 NORTH 63 KITCHEN/DINING 108-SOUTH 26.12 COORDINATE WITH COORDIELECTRICNATE WITH ITH ELECTRICAL TYP 2 34" 34" A8.52 1/4"=V-0 A8.52 1/4"=P-0 64 KITCHEN/DINING 108-WEST B5 DAYROOM 111-SOUTH 2612 LIGHT FIXTURE.000RDINATEWITH ELECTRICAL DRAWINGS. A8.52 1/4"=1'0" A8.52 1/4"=V 1)" GENERAL NOTES-INTERIOR ELEVATIONS 1. RE:ROOM FINISH SCHEDULE AND FINISH FLOOR PLANS FOR MATERIAL AND FINISH INFORMATION. 2. RE:BUIWING INFORMATION SHEETS FOR CODE AND FIRE INFORMATION. 3. RE:FLOOR PLANS AND DOOR SCHEDULE FOR DOOR AND FRAME TYPES. C.F.C.I.MAAKEABOARDS USTODIAN UTILITY SHELF 4. RE:DIVISION 10,SECTION"VISUAL DISPLAY UNITS"FOR SIZES OF MARKER BOARDSANDTACK BOARDS. o 0 5. PROVIDE RWB AT ALL TOE SPACESOFALL CABINETS,SIDES OF CABINETS AND 2'-61/2" ALL KNEE SPACES BELOW CABINETS.RE:DIVI5ION 9,SECTION"RESILIENT BASE CUSTODIAN UTILITY SHEL CUSTODIAN UTILITY SHELF AND ACCESSORIES". 6. ALL EXPOSED INTERIOR END BLOCKS SHALL BE I/2"CHAMFER. 7. PROVIDE BLOCKING FOR ALL WALL-MOUNTED ACCESSORIES AND O EQUIPMENT. M = 9.09 4'-0" 8. RE:SHEETGO.03 FOR TOILET ACCESSORY HEIGHTS AND CLEARANCES. < 9. AT WARDROBE CASEWORK REFER TO EACH LOCATION TO VERIFY z 0 ^ - A�A ORIENTATION AND LOCATIONS OF DOORS. J n <i > /� /� <11.16> e o.o S0.COORDINATE NOTES WITH GO.02 FOR MASTER KEYNOTE LIST.H <22.11> <22.11> U iril 2 / CASEWORK TAG LEGEND FRONT LOAD WASHER/DRYERRTZCOUNTERTOPS 9.09 REF NOTE FOR Ln = <10.06 10.07> RESIDENTAL STACKED WASHER/DRYER V-71/I" "M"INDICATES CABINET DESCRIPTION OF Lu O <2208 pp IS MODIFIED U 8'-1' EXPANDED MODIFIrL CATION C1 CAPTIAN OFFICE 104 NORTH C2 DECON 138 SOUTH C3 DECON 138 WEST C4 DECON 138 EAST C6 LAUNDRY 122 WEST MODEL LL w A8.52 1/4"=V-10" A8.52 1/4"=V-0" A$.52 1/4"=V-0° NUMBER „ w A8.52 1/4"=1'-0° A8.52 1/4"=1'-0" 3s i6„�DEPTH WIDTH 1 36"-HEIGHT N v~i Extra`Shelf DESCRIPTION OF J Z SIMPLE MODIFICATION •• 0 +1 Q 0 MODEL INDICATES MODEL NUMBER OFAWS CABINET U u- Z NUMBER N 7 N _ L < INDICATES A MODIFIED VERSION OF THE AVIS 0 M CABINET MODEL REPRESENTED BY THE L 1'-0" PRECEDING NUMBER. NO 1'4" 10.06^ 9.14 ABst 110/> A DESCRIPTION OF THE MODIFICATION MADE MODIFICATION INDICATED BY THE(M)FOLLOWING THE MODEL 6.12 NUMBER 10.07 U WIDTH INDICATES WIDTH OF CABINET,DIMENSIONED I 9.09 <11.33 .F.C.I MIRROR<11�> FROM OUTSIDE FACE TO OUTSIDE FACE. INDICATES DEPTH OF CABINET,DIMENSIONED r 1 0 10.08 DEPTH FROM FACE OF WALLTO FACE OF CABINET ___1 - ✓f / N,'/ tyy Lj _ EXCLUDING CABINET DOOR WHEN DOOR UARTZ COUNTERTOPS 9.09 _ - N /�wL1��J - APPLIES INDICATES HEIGHT OF CABINET,DIMENSIONED { ^' /i �\ FROM FACE OF FINISHED FLOOR TO TOP OF HEIGHT COUNTERTOPFOR BA SECABINETSANDFROM EQ EQ EQ <2213 BOTTOM OF CABINETTO TOP OF CABINET FOR 423 TILE BASE 9.09 1,-6„ UARTZ COUNTERTOPS s.09 1.61 FRONT LOAD WASHER/DRYER. UPPER CABINETS. 28" 24" CtTL D1 LAUNDRY 122 NORTH D2 LAUNDRY 122-SOUTH D3 LAUNDRY 122 EAST D4 APPARATUS BAY RESTROOM 134-WEST D5 APPARATUS BAY RESTROOM 134-EAST D6 APPARATUS BAY RESTROOM 134 SOUTH LEGEND 1/4"_V-1)" A8.52 1/4"=V-10 A8.52 1/4"=V-1) A8.52 1/4"=V-1) A8.52 1/4"=V-1), A8.52 1/4 V-1)" Pro j e c t N o: 20-042 A8.52 - /:/ WALLPROTECTION-FRP.000RDINATEWITHFINISHSCHEDULE. pate: 02/18/2022 WALL PROTECTION-PL.COORDINATEWITH FINISH SCHEDULE. Checked By: RC,MS Drawn EI KD WALL PROTECTION-SDS BACKSPLASH.COORDINATE WITH FINISH SCHEDULE.RE:INTERIOR ELEVATIONS FOR HEIGHT. SheeIName: n <10.07 <1U 917 � w INTERIOR <22.13 .08 6'-0" F.E.I.MARKERBOARDS <i� <i 8 N CUSTODIAN UTILIT'SHELF<10.05> 9.17 p ?: ELEVATIONS READY RACK w // / ✓/ /I✓/ fir/ /// E, ITY APPROVED PLANS Lu L yi/\ A6.92 - .- ---- � � j/ �,,.1 � / ---- � / / / / � " �--- -- � Reviewed for Code Compliance u r / _ _ <11.24> E PLANS MUST BE ON JOB SITE Z -09/16Ir TYP 62 MQUARrz000NTERTOPS 9.09 T' 10' ^ EQ EQ FOR ALL INSPECTIONS C7 2. .1 1'7" 11.32 3'2" 22M Aa.9, 222 O DB><22 3> Q T.4„ J 32" 24" 32" 24" CLL � � 1.ss Sheet N o 36" 36"(TYP 2) E1 APPARATUS BAY 128 AND COMM.ALCOVE NORTH VENTED E2 APPARATUS BAY 128 AND HOSE ALCOVE-NORTH E3 WORKSHOP 130-WEST E4 WASH ALCOVE-NORTH E5 FIRE RISER/AIR ROOM 139-WEST Q A8.52 1/4"APPARATUS A8.52 1/4"=P-0" A8.52 1/4"=P-1) A8.52 1/4"=P-0, A8.52 1/4"=V-0" A8.52 Page 57 of 319 1 NOTES-REFERENCE NOTES O 1.01 COORDINATE III STRUCTURALDRAIINGS. 1.87 COOflDINATE WITH ALL BUILDING SERVICES TO REMAIN 36"MIN pivot CLEAR OFTHIS AREA. 9.09 RE:FINISH SCHEDULES A8.01. 10.07 O.F.O.IPAPERTOWEL PROVIDE EA n o r t h 11.03 O.F.C.LTELEVISION.PROVIDE POWER,DATA,AND BLOCKING. FITNESS MIRROR 11.32 O.F.C.I KNIGHT MIX PLUS DISPENSER.COORDINATE WITH PLUMBING DRAWINGS. 1201. WATER BOTTLE FILLSTATION.COORDINATE WITH PLUMBING A R C H I T E C T U R DRAWINGS. A 22.09 WATER HEATER.COORDINATE WITH PLUMBING DRAWINGS. 12.01 2IS LIGHT FIXTURE.COORDINATE WITH ELECTRICAL DRAWINGS. PIVOT NORTH ARCHITECTURE,PLLC. 1101 W. TREET B E,ID 83702 www.pivotnorthdesign.com.com 6' 6'-6" PROF STAMP F 10'-0" _ S� &S� SEMI-RECESSED DEFIBRILLATOR CABINET D2 TILE BASE 9.09 SEMI-RECESSED FE CABINET � 6" 4" AB.92 V4� TF�l 4r. ttP ^" PLYWOOD Al HALLWAY 103-EAST A4 FITNESS 112-EAST A5 FITNESS 112-SOUTH 4' A8.53 1/4"=1'01, A8.53 1/4"=T 0" A8.53 1/4"=T 0" mq PZo s 02.18.22 GENERAL NOTES-INTERIOR ELEVATIONS �//-`/y�� y� 1. RE:RO,OM INFOR SHEHEDULEANDFINISHFLOORPIANSFORMATERIALAND Ric§Ce '�JusmILLER FINISH INFORMATION. ✓✓ V�lJ J�I//iL7��� 2. RE:BUILDING INFORMATION SHEETS FOR CODE AND FIRE INFORMATION. 3. RE:FLOOR PLANS AND DOOR SCHEDULE FOR DOOR AND FRAME TYPES. 4. RE:DIVISION ID,SECTION"VISUAL DISPWY UNITS'FOR SIZES OF MARKER EQ EQ CL 6'-0" 3'-21/2" EQ EQ It EQ BOARDS. S. PROVIDE RIB AT ALL TOE SPACES OF ALL CABINETS,SIDES OF CABINETS AND C.F.C.I TACK BOARDS ALL KNEE SPACES BELOW CABINETS.RE:DIVISION 9,SECTION"RESILIENT BASE 4'-3" AND ACCESSORIES'. OPEN TO OPEN TO 6. ALL EXPOSED INTERIOR END BLOCKS SHALL BE I/2"CHAMFER. FFWA FFWA r -------, u u 7. PROVIDE BLOCKING FOR ALL WALL-MOUNTED ACCESSORIES AND e (11.03 n EQUIPMENT. u U u 8. RE:SHEET GO.03 FOR TOI LET ACCESSORY HEIGHTS AND CLEARANCES. L--_ --_=J _ 9. AT WARDROBE CASEWORK REFER TO EACH LOCATION TO VERIFY ORIENTATION AND LOCATIONS OF DOORS. e b 10.COORDINATE NOTES WITH G0.02 FOR MASTER KEYNOTE LIST. 0 _ EQ EQ 0 EQ EQ _ _ f] ® 0 ® 0 0 t) D2 QUARRCOUNTERTOPS 9.09 .F.C.LMARKEABOARDS .F.C.ITACKBOARDS CF.C.LMARKERBOARD CASEWORK TAG LEGEND `^ A8.92 ttP 350 B1 HALLWAY 103-WEST 42 30" 13 64 FITNESS 112-WEST B5 FITNESS 112-NORTH REF NOTE FOR W"INDICATES CABINET DESCRIPTION OF AN IS MODIFIED A8.53 1/4 1'-0" A8.53 1/4"=1'-0" A8.53 1/q"=V-0" EXPANDED MODIFICATION MODEL NUMBER 36" i6"�DEPTH WIDTH, 36"_HEIGHT Extra Shelf DESCRIPTION OF SIMPLE MODIFICATION 6.1 MODEL NUMBER INDICATES MODEL NUMBER OFAWS CABINET 00 M (NDICATES A MODIFIED VERSION OF CABINET MODEL REPRESENTED BY THEEAWS O M = PRECEDING NUMBER. a z (10.07 O ADESCRIPTION OF THE MODIFICATION MADE O MODIFICATION INDICATED BY THE(M)FOLLOWING THE MODEL a READY RACK 3'_S' � ^ NUMBER (22.09 11.32) z U WIDTH INDICATES WIDTH OF CABINET,DIMENSIONED Q OPEN TO FROM OUTSIDE FACE TO OUTSIDE FACE. HALLWAY ®: N = INDICATES DEPTH OF CABINET,DIMENSIONED F- j//� DEPTH FROM FACE OF WALLTO FACE OF CABINET W O \ EXCLUDING CABINET DOOR WHEN DOOR �n {�. - 0. M 0 APPLIES LL w INDICATES HEIGHT OF CABINET,DIMENSIONED Ln C FROM FACE OF FINISHED FLOOR TO TOP OF 2-O _ HEIGHT COUNTERTOP FOR BA SE CABINETS AND FROM J Z STEEL LADDER 1.87 1.01 - D2 � D2 S'-0' A8.92 n,P ^' A9.9z n,P BOTTOM OF CABINET TO TOP OF CABINET FOR •• 00 UPPER CABINETS. 4+ 0 C1 JANITORIAL 126-WEST C2 JANITORIAL 126-SOUTH C3 HALLWAY 140 NORTH v A8.53 1/4"=V-0" A8.53 1/4"=V-0" C4 HALLWAY 119-WEST _ A8.53 1/4"=V-0" O L � N LEGEND WALL PROTECTION-FRP.COORDINATE WITH FINISH SCHEDULE. WALL PROTECTION-PL.COORDINATE WITH III SCHEDULE. WALL PROTECTION-IDS BACKSPLASH.COORDINATE WITH FINISH SCHEDULE.RE:INTERIOR ELEVATIONS FOR HEIGHT. Project No: 20-042 D2 A8.92 Date: 02/18/2022 ttP Checked By: RC,MS D3 HALLWAY 140-SOUTH D4 HALLWAY 119-EAST Drawn By: KD A8.53 1/4"=V-0" A8.53 1/4"=V-0" SIteeINaITe: N INTERIOR � ELEVATIONS LU CITY APPROVED PLANS L LJJ Reviewed for Code Compliance >_ E PLANS MUST BE ON JOB SITE Z LU FOR ALL INSPECTIONS C7 Q Sheet No: A8.53 - Page 58 of 319 1 2 3 4 5 6 NOTES-REFERENCE NOTES 0 w�a 1,01 COORDINATE WITH STRUCI1111 AWINGS. 1.36 WHERE OCCURS pivot 1.36 RE:FLOOR FLATUS,WALL TYPES,AND/OR WALL SECTIONS. 1.40 FRAME BEYOND WALLB 1.96 SIMPSO POND n o r t h 1.90 SHIM AS REQUIRED. SOFFIT 1.96 SIMPSON PDPAWL-287 POWDER ACTUATED FASTENER @4'-0"OC. INSTALL FASTENERS PER ESR-2138. 6.08 GLUTAM BENCH.CLEAR COAT FINISH. A R C H I T E C T U R 2x WOOD BLOCKING VARIES 1� 6.10 GLUTAM LEG.CLEAR COAT FINISH. e 1" 1.17 6.11 SCREW BOTTOM OF GLU LAM BENCH WITHIN POCKET HOLE JOINERY I'1 • • LINE OF CEILING.COORDINATE WITH TO BLOCKING. 314"MIN NAILER,SHOP-ANCHORED TO 6.12 COUNTERSUNKSDSSCREW. CABINET,TOP&BOTTOM,TYPICAL ., REFLECTEDCEILING PLAN 1 as PIVOT NORTH ARCHITECTURE,PLLC. 3/4"PLASTIC LAMINATE WRAPPED 1.40 6.13 3/4"PLYWOODSUBTOP 1101 W.GROVE STREET R' S PANELCORE ENCLOSURE PANEL SEE 9.09 RE:FINISH SCHEDULES A8.01. • DOORS WHERE OCCUR.PROVIDE LOCKS " FINISH DRAWINGS FOR FINISH i,gp ipi 9.14 PLASTICLAMINATECLOSUREPANELTOCEWNG.RESHEETA8.01 BOISE,ID 83702 • WHERE THEY OCCUR' O MATERIAL P 9 9.09 PLASTIC LAMINATE FACED COUNTERTOPCASEWORK BELOW.COORDINATE WITH FINISH SCHEDULES. WWW IVOtDOTth(teSl D.COm 6" 10.12 CLOTHING ROD 3 • • SHELVES WHERE OCCUR TYP = INTERIOR ELEVATIONS LEVELI 2"FRONT FACE OF WALL.COORDINATEzt _ STAMP s�pIROFF OVERHANG AT 2x WOOD BLOCKING 136 WITH FLOOR PLANS v 100'-0" TASKLIGHTS `v SPEAK THRU � PROVIDE SPLASH RETURN AT ADJACENT WALLS AND LEVEL = FULL HEIGHT CABINETS UNLESS OTHERWISE NOTED - ML 100' UNEOFFLOOR CAST-IN-PLACE CONCRETE 1.01 Nl-Y Pao TASK LIGHT WHERE OCCURS. 1,90 O rF OF X�R SEE ELECTRICAL PLANS COUNTERTOPPERSPECIFICATIONS INTEGRALLY{OLORED,STANDARDCMU S 02.18.22 BACKSPLASW B2 BASE DETAIL @ CASEWORK COMM 129 63 CLOSURE PANEL DETAIL B4 TYP INTERIOR NON-BEARING WALL CONNECTION TO SLAB N N 1tt /2" 2xWOOD BLOCKING A8.91 11/2"=1'-0° A8.91 1 1'-0" A8.91 11/2"=V-0" ---- - - ------1 RIC§CergusMILLER I I SCHEDULED WALL 1 3/4"MIN NAILER,SHOP-ANCHORED TO I I CABINET,TOP&BOTTOM,TYPICAL 1 1 A2 DRAWER WHERE OCCURS* 9.09 QUARTZ COUNTERTOPS - 193 GENERAL NOTES-INTERIOR ELEVATIONS _ SHELF WHERE OCCURS' L "z 1. RE:ROOM FINISH SCHEDULE AND FINISH FLOOR PLANS FOR MATERIAL AND Bm MINI/2"MATERIAL@CABINET BACK FINISH INFORMATION. V • • I I 2. RE:BUILDING INFORMATION SHEETS FOR CODE AND FIRE INFORMATION. 3/4"PLYWOOD TOE KICK - --- 3. RE:FLOOR PLANS AND DOOR SCHEDULE FOR DOOR AND FRAME TYPES. CABINET BOX 4. RE:DIVISION 10,SEC TION"VISUAL DISPLAY UNITS"FOR SIZES OF MARKER ATTACH TOE KICK TO 2X BLOCK WITH p10 SCREWS @ 24"O.C., BOARDS AND TACK BOARDS. MIN2PER CABINETBOX 5. PROVIDE RWB AT ALL TOE SPACES OF ALL CABINETS,SIDES OF CABINETS AND ALL KNEE SPACES BELOW CABINETS.RE:DIVISION 9,SECTION"RESILIENT BASE e FASTEN P.T.2%4 WITH HILT]%-U FASTENER INSTALLED AND ACCESSORIES". 3 21" PERICC ESR 2269@24"O.C.MIN 2 PER CABINET BOX T-6"AFF@ ADA RESTROOM 125 C3 „ �� LL 6. ALL EXPOSED INTERIOR END BLOCKS SHALL BE I/2"CHAMFER. SCHEDULED BASE 2'-0"AFF@ADARESTROOM125 A891 z = 7. PROVIDE BLOCKING FOR ALL WALL-MOUNTED ACCESSORIES AND 3'-0"AFF @ RESTROOM 121&124 = _ EQUIPMENT. ASTERISK I'I INDICATES 1'-41/2"AFF@RESTROOM121&124 - 6.08 - = 8. RE:SHEET GO.03 FOR TOILET ACCESSORY HEIGHTS AND CLEARANCES. "SEE INTERIOR ELEVATIONS FOR OCCURANCEAND/OR 6.08 EQ EQ - 9. ATWARDROBE CASEWORK REFERTO EACH LOCATION TOVERIFY DIMENSION" ORIENTATION AND LOCATIONS OF DOORS. 10.COORDINATE NOTES WITH GO.02 FOR MASTER KEYNOTE LIST. B1 TYP BASE&UPPER CASEWORK-WOOD STUD @ KITCHEN/DINING m m 6.08 WOOD BLOCKING/NAIL E A8.91 Y'=1'-O" 1.36 a WOOD BLOCKING/NAILER 6.11 6.12 1.3s LEVEL 1 1.17 6.10 -0° LEVEL C5 VESTIBULE COUNTER DETAIL LEVEL 1 - - ipp,-0 Ch Q 0 5/8"GYPSUM WALL BOARD,TYPE X Z C2 RESTROOM BENCH DETAIL C3 RESTROOM BENCH DETAIL02 C4 RESTROOM BENCH DETAIL03 B.D.DEILING O J C A8.91 11/2„=1,-0„ A8.91 11/2„=1,-0 -----A8-91 11/2"=1,-0, - - LL ___ 8951M RE:RC� � Z - I � S I t � Lu CEILING � 0 RE:RCP LL ' I I 5/8"GYPSUM WALL BOARD,TYPE X I Ln DIMENSIONAL LUMBER FRAMING I J Z O ' TYP 9.14 i U L.L Z 7 N .� L Q t ------------------- 9.14 O L N d I- O 1'-6" WOOD BLOCKING/NAILER TYP DIMENSIONAL LUMBER FRAMING � Q�(10.12 = TYP D EQ EQ EQ EQ Project No: 20.042 2'-O"CLEAR MIN 2'-0"CLEAR MIN Date: 02118/2022 tt Checked By: RC,MS CABINET HARDWARE AND ACCESSORIES Drawn By: KD _2 Sheet Name: Lu INTERIOR DETAILS L LiI PLASTIC LAMINATE FACED CABINETS TYPCITAPPROVED PLANS L O 6,3 Rq ie ed for Code Compliance U E PLA N MUST BE ON JOB SITE Z �P-III_AMINATEFAQEDCABINETL Lu O ALL INSPECTIONS LJ Q Sheet No: LEVELI FINISHED FLOOR a LEVELI FINISHED FLOOR r L. 2'-2" 2'-2" E5 420 FOOD LOCKERS_12 DOORS E3 WARDROBE DETAIL-TYP SLEEP ROOM Ag,g1 11/2"=V-0" A8,91 11/2"=V-0" I- . . - - - - - - - - - - - - - Page 59 of 319 � L 1 2 3 4 5 6 HOLLOW METAL1001 NOTES-REFERENCE NOTES O 6.13 HOLLOW METAL FRAME 1 DIMENSIONAL LUMBER FRAMING STRUCTURAL DRAWINGS.101 COORDINATE WITH I vO 26.16> UARTZ COUMERTOPS 909 925 1�� UARTZ COUNTERTOPS 909 613 -- 1.17 WHERE OCCURS. U - - 136 1.33 SLOPE TO DRAIN.SLOPE 1/8"PER 1`0". ----------------------- -- --- 1.36 RE:FLOOR PLANS,WALL TYPES,AND/OR WALL SECTIONS. 924 gig -- 3.09 1/4"MIN EFOOTI BETWEEN GW/SUBTOP MOOTHAND COUNT .SLOPETOP n o r th 1,17 3.09 CONCRETE FOOTING W/SMOOTH FINISH.SLOPE TOP TO ENSURE 9.23 II� ---- POSITIVE DRAINAGE. 9.24 ONCEALEDCOUNTER SUPPORT BRACKETS 1/4" 'c1/4 /8"GYP SUM WALL BOARD,TYPE 5.24 CONIASWITHHIGHPROFORMANCEINDUSTRIALPRIMERANDFINISH ARCHITECTUR. A -LE :11 A k _ 5.28 STEEL PLATE,SAND EDGES 5.29 3-SIDED PROTECnON.1/16"BENT STEEL PLATE W/1/4"FILLET WELD. Al WATERFALL COUNTERTOP @ EDGE(PLAN SECTION) A5 TYP COUNTER EDGE DETAIL A6 TYP WALL PROTECTION AT DOOR FRAME GRIND SMOOTH ALL COLUMN. PAINTT. 1/4" 1,92 5.30 H556"%6"%1/4"COLUMN.PAINT MATCH FOUR FOLD DOORS. 11/2"=V-0' A3 TYP ADA COUNTER DETAIL PIVOT NORTH ARCHITECTURE,PLLC. ' A8.92 ' A8 92 3"-1 0 A8.92 3"=1'-0" Ag,g2 11/2"=1'-l)" 6.12 COUNTERSUNK SOS SCREW. 1101 W.GROVE STREET 6.13 3/4"PLYWOOD SUBTOP BOISE,ID 83702 7.33 ADHESIVE. www.pivotnorthdesign.com 4'4" 8.10 DOOR OPERATOR BUTTONS 8.11 BLANK COVER PLATE 8.12 MICRO-CELL PHOTO EYE STAMP �sFD pRpg 4'4" 1,01 RE:FINISH SCHEDULES A8.01. 9.10 QUARTZ COUNTERTOP TO WATERFALL TO FINISH FLOOR. 9.11 REVEAL AT TOP AND SIDES OF MIRROR. 4" - - - - - - - ---- -------------------------------- QUARTZ COUNTERTOPS 9.09 -------------------- -------- ---- QUARR COUNTERTOPS 9.09 9.20 9.12 TEMPERED HARDBOARD TO MATCH THICKNESS OF WALL TILE.PAINT TO MATCH WALL. ;i ...... ... 9.20 DASH LINE INDICATES FRP-1,PROVIDE SEALANT AT FRP TO FLOOR S 02.18.22 INTERSECTION U.N.O.RE:FINISH SCHEDULE AND FINISH FLOOR PLAN. :i 9.21 DASH LINE INDICATES PL-1.RE:FINI5H SCHEDULE AND FINISH FLOOR CABINET HARDWARE AND ACCESSORIES �� 9.23 CABINET HARDWARE AND ACCESSORIE plgry. gig ENDGUAR 5/8"GYPSUM WALL BOARD,TYPE X 9.23 DASH LINE INDICATES PL-2.RE:FINISH SCHEDULE AND FINISH FLOOR DIMENSIONAL LUMBER FRAMING PLAN.9,.2 QUARTZ COUNTER ABOVE 925 QUARTZ COUNTERTOP AND WATERFALL EDGE FINISHED AT ALL RIC§/VrgVy LLER B5 TYP END WALL PROTECTION EXPOSED SURFACES. _____________________ _____________________ _____________________ Ag,92 11/2"=1'-O" 12.11 QUARRCOUNTER TOBEBACKSPUSH.RE:IMERIORELEVATIONS FOR wa, __________ ..i _____________________ _____________________ HEIGHTAND LOCATION. i PLASTIC LAMINATE FACED CABINET PLASTIC LAMINATE FACED CABINETS 12.11 FLOOR DRAIN.COORDINATE WITH PLUMBING DRAWINGS. Otter OTYP 22.15 KITCHEN SINK.COORDINATE WITH PLUMBING DRAWINGS. 9.09 9.09 i 26.14 SINGLE GANGIUNRION BOX.RE:ELECTRICAL DRAWINGS. B26.16 OUTLET LOCATION.COORDINATE WITH ELECTRICAL DRAWINGS. ii GENERAL NOTES-INTERIOR ELEVATIONS 1. RE:ROOM FINISH SCHEDULE AND FINISH FLOOR PLANS FOR MATERIAL AND LEVELI FINISHED FLOOR LEVELI FINISHED FLOOR FINISHINFORMATION. 2. RE:BUILDING INFORMATION SHEETS FOR CODE AND FIRE INFORMATION. 3. RE:FLOORPLANS AND DOOR SCHEDULE FOR DOOR AND FRAME TYPES. 4. RE:DIVISION 10,SECTION"VISUAL DISPLAY UNITS"FOR SIZES OF MARKER BOARDS AND TACK BOARDS. 5. PROVIDE RWB AT ALL TOE SPACES OF ALL CABINETS,SIDES OF CABINETS AND ALL KNEE SPACES BELOW CABINETS.RE:DIVISION 9,SECTION"RESILIENT BASE AND ACCESSORIES". 131 KITCHEN/DINING 108-ISLAND CASEWORK_02 B3 KITCHEN/DINING 108-ISLAND CASEWORK 6. ALL EXPOSED INTERIOR END BLOCKS SHALL BE I/2"CHAMFER. A8.92 11/2"=V-0" A6.92 11/2"=V-0" 7. PROVIDE BLOCKING FOR ALL WALL-MOUNTED ACCESSORIES AND EQUIPMENT. QUARTZ COUNTERTOPS 8. RE:SHEETGO.03 FOR TOILET ACCESSORY HEIGHTS AND CLEARANCES. 9. AT WARDROBE CASEWORK REFER TO EACH LOCATION TO VERIFY 6.12 ORIENTATION AND LOCATIONS OF DOORS. INTERIOR ------ ------- 10.COORDINATE NOTES WITH G0.02 FOR MASTER KEYNOTE LIST. PARTITION- FASTENER PER SEE WALL TYPES MANUFACTURERS::� _ RECOMMENDATIONS _ CONTINUOUS , PLASTIC RETAINER L$ _ FINISHEDFLOOR m - O \ - MATCH EXIST. PLASTIC _ Q CORNER GUARD UARR APRON Z Ln C2 CT-1 BULLNOSE BASE DETAIL CORNER GUARD DETAIL C5 APRON DETAIL @ ADA RESTROOM Lu o A8.92 11/2"=V-0" A8.92 3„=V-0„ A8.92 3"=V-0" I L 0 LL w J � \ J z 0 I � � BLOCKING EACH SIDE OF C4BINET }' < � ATTACHED TO STUDS.ALSO USE U u- Z LINE RECESS TO RECEIVE 2 - O~� WOOD STUD HEADER AND QJ z vl CABINET WITH 5/8"GYPSUM Q 9.2, 5.29 BLOCKING ABOVE AND BELOW I BOARD ,BOTH STOP AND BOTTOM,BOTH SIDES AND CABINET. O BACK. o 8.11 d F- ti STEEL ANGLE,TYP<6.24 FINISHEDFLOOR 8.12 STAINLESS STEEL BAR GRATE 5.24 1.33 FIRE EXTINGUISHER 1.36 2 0) CABINET SECTION /, INTERIOR PARTITION SEE WALL � �r TYPES D1 MICROWAVE SHELF DETAIL(SECTION) D2 CT 2 SQUARED BASE DETAIL o -CAST-IN-PLACE CONCRETE 1.01 EVEL 1 A A8.92 11/2 =1'-0" A8.92 11/2"=V-0" L 0" 'III LL -ELEVATION- Project GRATE DETAIL AT JANITORIAL 126 D6 FIRE EXTINGUISHER CABINET DETAIL-SEMI RECESSED Project No: 2P042 Date: 07J1&2022 m s.,, �AE892) 11/2"=V-0" A8.92 3"=1'-0" Checked By: RC,MS 3.09 Drawn By: KD STUDS BEHIND EACH SIDE OF 3 CABINET.ALSO USE WOOD STUDHEADERANDBLOCKING S It e e t N a m e 9.12 -y ABOVEANDBELOWCABINET - .- - AS READ. C.F.C.I MIRROR 9 w INTERIOR DETAILS T.O.TILE j - LEVEL ' RE:INTERIOR ELEVATIONS a • i i - � -- - I I :i i:• toD-D - LJJ I I 11 - FIRE EXTINGUISHER CABINET $ E .q - W -I p P i2� C PLANS 1.36 WALL TILE 9.09 O _ I- -111_ -_ -' - - - - - - - i ed for Code Compliance � � I II III I II E 7.33 -III-III-III-III-III-III-III-III-III-III-1 L NS MUST BE ON JOB SITE Z IIIIIIIIIIIIII IIIIIIIIII w INSPECTIONS CD Q Sheet No: LEVEL I ELEVATION 01 E1 WORK BENCH DETAIL E2 TYP MIRROR MOUNT DETAIL(SECTION)@ TILE E3 TYP PEDESTAL W/DOOR OPERATOR DETAIL E4 GRATE DETAIL AT WASH ALCOVE 137 E6 FIRE EXTINGUISHER CABINET DETAIL-SURFACE MOUNTED AS 92 A8.92 11/2"=V-0" A8.92 6"=V-0" A8,92 11/2"=V-0" A8.92 11/2"=P-0" N - . . . . . . . . . . . . . . . Page 60 of 319 1 L 1 2 3 4 5 6 NOTES-REFERENCE NOTES O 1.01 COORDINATE WITHSTRU1111DAAWIN11. 1.57 COORDINATE WITH ALL BUILDING SERVICES TO REMAIN 36'MIN pivot CLEAR OF THIS AREA. north ARCHITECTUR A . PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com STAMP 4��seD PROF c N�gAF s 02.18.22 RIC§CergusMILLER GENERAL NOTES 1. COORDINATE WITH MECHANICAL AND ELECTRICAL DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL ITEMS TO BE PROVIDED AT THE CEILING PLANE AND IN THE WORK. 2. CENTER ALL LIGHT FIXTURES AND SPRINKLER HEADS IN THEIR RESPECTIVE CEILING PANEL. 3. INSTALL ALL SUSPENSION SYSTEMS FOR ACOUSTICAL PANEL CEILINGS PER PROVISIONS OF ASTM C 635 AND ASTM C 636. 4. ALL SOFFIT DIMENSIONS SHOWN ARE TO FACE OF FINISH. 5. COORDINATE WITH MECHANICAL&ELECTRICAL DRAWINGS AND SPECIFICATIONS FOR PHYSICAL SIZES OF ALL CEILING GRILLES,DIFFUSERS, FIXTURES,CANS,AND ALL RELATED ITEMS. 6. PAINT ALL EXPOSED-TO-VIEW STRUCTURAL STEEL DECK,AND ASSOCIATED STRUCTURAL ITEMS PAINT COLOR P-p_UNLESS OTHERWISE NOTED.RE: DIVISIITEMS,ELECTRICAL TRICAL ONDUIIOAND ASSOCIATED Y Y Y Y Y Y Y Y Y 7. PAINT ALL EXPOSED-TO-VIEW MECHANICAL DUCTWORK AND ASSOCIATED ITEMS,ELECTRICAL CONDURAND ASSOCIATED ITEMS,PLUMBING AND FIRE PROTECTION LINES AND ALL ASSOCIATED ITEMS PAINT COLOR P-A_ 140'-0"I UNLESS OTHERWISE NOTED.RE:DIVISION 9 SECTION"INTERIOR PAINTING". B. SUSPENSION SYSTEMS FOR GYPSUM BOARD CEILINGS SHALL BE INSTALLED PER THE SPECIFICATIONS AND ASTM C754. I I I I I I I I I El D1 El D I E4 E4 A3.10 A3.10 A3.11 A3.10 A3.11 LEGEND E3 ' E6 A493 2'x4'ACOUSnCAL CEILING METALSUSPENSION - - - - - A4.B8 - - APC-1,CATIONSEM WITH COUSTICAL PANEL CEILING UNITS, O AAPC-1,U.O.N.RE:DIVISION 09-FII - - I I _ - I I - _ - - M o D4 D4 aJ1 AND SUPPORT SYSTEM. YST UNG°N STEEL FRAMING AND SUPPORT SYSTEM.PAINT-P- U.O.N. O J A2.9t EXTERIOR SOFFIT VENT Az.97 RE:DIVISION 09-FINISHES IN THE SPECIFICATION. CD4 Z C FIRE RISER/AIR _ _ _ _ ENTRY- _ _AI'11 _ _ C WOODS AT CEILING ON STEEL FRAMING AND Q ROOM CAPTAIN OFFICE - ® SUPPORT SYSTEM.RE;DIVISION 09-FINISHES IN THE SPECIFICATION. N = WORKSHO - - E E - EXTERIOR SOFFIT VENT - - �\ W =O ~�U/) OPEN TO STRUCTURE oTs FFWA a.Ts. w PUBLIC RESTROOM LL 10'-6'AF.F, LDBBY' ® 101 (/•I F- ■ 4"AF.F. I 0 J z 10'-O'AF.F. 10'-2 A.F.F. WOOD SOFFIT.RE:DIVISION 09-FINISHES INTHE J O C2 .'a`' - C2 < SPECIFICATION. '' 01 11'-0"A.F.F. 10'-0"A.F.F. SIAFF A310 8'-.A.F.F. +-+ QA.F.FL.' 6 7LDECON PPARATUS BAY 103 E6 METAL PANEL.RE:DIVISION OS-METAL IN THE-4"AF.F. 187 101 TEEL LADDE KITCHEN/DINING SPECIFICATION. O ffk 0 AFF. -10A.F.F. .JANITORIA a'-10'19-o"A.F oADA RESTROOM Di 0'-2'AF.F. Ci u D4 ® LIGHTING FIXTURES,COORDINATE WITH ELECTRICAL A291 DRAWINGS. OMM a 0"A.FF VDLAYROOMPATIORESTROOMHALLWAYBUNKER GEAR O 8'-0"AF.F. o +I 124 HALLWAY n 8 0"AFF 140LAUNDRY 10'-0"AFF.' D3 rz7 O MECHANICAL FIXTURES,COORDINATE WITH `.136 ASH ALCOVE - '-10"AF.F. MECHANICAL DRAWINGS. 10'-O'AF.F. + A9.91 10-0"AFF 122 cz 137 IRESTR00 m a o AF F cz A3.0 o :TL A3.11 �X'-X" CEILING HEIGHTABOVE FINISH FLOOR 8'-0'A.F.F. 12 JII 6' 10"A.F.F. D - _ -. - - - T-4"AFF - � 1 ® 8 0 AFF', A991 EXTERIOR SOFFIT VEM P ELECTRICAL APPARATUS BAY e'-oA.F.F. HALLWAY 6'-o^A.F.F.- 13s s RESTROOM 9-0"AF.F. 8'-0"A.F.F. '�' 1V-0"'A.F.F. 8'-0"A.F.F. 8'-0"AF.F. 7-O'1F.F. - Az.92 .,6•-0"A.F.F.`. T-4'AF.F. Project No: 2P042 c1 FITNESS 2 A9.81 9'-0' F.F. 9'-0"A.F.F. 9'-0"A.F.F. O Bz Date: 02/182022 ez "0 TS A3.10 HOSE ALCOVE OTS 132 A3.10 Checked By: RC 8'-0"A.F.F. Drawn By: KD Sheet Name: 1.87 1.01 STEELLADDER )ASLEEP--.SLEE SLEEP SLEE SLEEP - w LEVEL 1 - COMPOSITE H - - GENERALANDEMS - - - - N - STORAGE - - - - - - - CEILING PLAN - - - - - - - - - - - - - - - - �I > D4 B1 CANOPY J az91 EnERIORSOFFITVENT �92 J A311 BRICK CITY APPROVED PLANS Lu Reviewed for Code Compliance U E A310 AD10 A311 AD11 A330 A341 PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 1 3 4 5 6 7 8 9 Q Sheet No: E1 LEVEL 1-CEILING PLAN N A9.01 A9.01 1/8"=1'4' Page 61 of 319 1 2 3 4 5 G NOTES-REFERENCE NOTES O 7 1.36 RE:FLOOR PLANS,WALL TYPES,AND/OR WALL SECTIONS. , 1.55 PLA LA pivot 9.14 PLASTICSTIC LAMINATE CLOSURE PANELTO CEILING.RE:SHEET A8.01 FINISH SCHEDULES. 26.01 COORDINATE WITH ELECTRCOORDICAL NATE O e � B.O.CEILIN� 2fi.12 LIGHT FIXTURE.COORDINATE WITH ELECTRICALDAAWINGS. B.O.CEILING _ RE:RCP fth RE:RCP ARCHITECTUR. ACOUSTICAL PANEL CEILING APC-1 1" ACOUSTICAL WOODCEILINGS A . PIVOT NORTH ARCHITECTURE,PLLC. B o CEILING 1101 W.GROVE STREET °oo 00 BOISE,ID 83702 RE:RCP BULKHEAD _ _ 5/8"GYPSUM WALL BOARD,TYPE X,TYP B.O. www.pivotnorthdesign.com RCP w.n wss wss 5n/IPS"GYPSUM WALL BOARD,TYPE X STAMP 4��seD PROFP SOUND ATTENUATION BLANKET INSULATION CEILING 4 ' RE:RCP N�grF OF DIMENSIONAL LUMBER FRAMING 9.14 TYP ° s 02.18.22 KITCHEN/DINING FITNESS B.O.BULKHEAD 71-08-1 F 112 1.55 1.55 RE:RCP RICFCeYgusmILLER ' wws 1.55 DAYROOM HALLWAY KITCHEN/DINING GENERAL NOTES C.F.C.I REFRIGERATO •- 111 110 F 108 B 1. COORDINATE WITH MECHANICALAND ELECTRICAL DRAWINGS AND PLASTIC LAMINATE FACED CAB SPECIFICATIONS FORADDITIONAL ITEMS TO BE PROVIDED ATTHE CEILING TYP PLANE AND IN THE WORK. 4 2. CENTER ALL LIGHT FIXTURES AND SPRINKLER HEADS IN THEIR RESPECTIVE CEILING PANEL. 3. INSTALL ALL SUSPENSION SYSTEMS FOR ACOUSTICAL PANEL CEILINGS PER PROVISIONS OF ASTM C 635 AND ASTM C 636. B1 REFRIGERATOR ALCOVE DETAIL B3 CEILING TRANSITION DETAIL KITCHEN DINING/DAYROOM 4. ALL SOFFIT DIMENSIONS SHOWN ARE TO FACE OF FINISH. S. COORDINATE WITH MECHANICAL&ELECTRICAL DRAWINGS AND g9,91 11/2"=1'-0" Ag,g1 11/2"=P-0" SPECIFICATIONS FOR PHYSICAL SIZES OF ALL CEILING GRILLES,DIFFUSERS, FIXTURES,CANS,AND ALL RELATED ITEMS. GRID 6. PAINTALL EXPOSED-TO-VIEW STRUCTURAL STEEL DECK,AND ASSOCIATED STRUCn1RAL ITEMS PAINT COLOR P-#-UNLESS OTHERWISE NOTED.RE: DIVISION 9 SECTION"INTERIOR PAINTING". 7. PAINT ALL EXPOSED-TO-VIEW MECHANICAL DUCTWORK AND ASSOCIATED ITEMS,ELECTRICAL CONDUITAND ASSOCIATED ITEMS,PLUMBING AND FIRE PROTECTION LINES AND ALL ASSOCIATED ITEMS PAINT COLOR P-R_ UNLESS OTHERWISE NOTED.RE:DIVISION 9SECTION"INTERIOR PAINTING". 8. SUSPENSION SYSTEMS FOR GYPSUM BOARD CEILINGS SHALL BE INSTALLED PER THE SPECIFICATIONS AND ASTM C754. (28.12 M13 B.O.CEILIN� RE:RCP O 5/8"GYPSUM WALL BOARD,TYPE X M = Q B.O.BULKHEA� O 1.36 J RE:RCP a INTEGRALLY-COLORED,SOLID CAP CMU � Z LJJ o L.L w N J Z C1 SOFFIT DETAIL @ APPARATUS BAY 0 9,4N ° o o o o o o o o o o0 0 o o o o Q o A9.91 11/2"=V-0" v LL z L L < z 0 N 0 O LONGSECTION ACOUSTICAL WOOD CEILING �v p O TYr O e :o B.O.CEILING B.O.CEILING _ RE:RCP V O D RE:RCP ACOUSTICAL PANEL CEILING APC-1 ACOUSTICAL WOOD CEILINGS 1.36 o O o O o o O o O HALLWAY KITCHEN/DINING ° 110 106 = m B.O.BULKHEAD ACOUSTICAL WOOD CEILINGS j 23/4" 1 16 2> Project No: 20-042 • - - - 1" TYP ACOUSTICAL WOOD CEILINGS RE:RCP ACOUSTICAL WOOD CEILINGS CROSS SECTION EQ EQ TYP TYP I AXON-NOTTOSCALE TYP Date: 02118/2022 Checked By: RC,MS D1 SOFFIT DETAIL AT HALLWAY 110 AND KITCHEN/DINING 108 D2 GWB SOFFIT TO WOOD PERPENDICULAR D3 WOOD CEILING GRILLE INTEGRATED LIGHT/DIFFUSER Drawn By: KD A9.91 11/2"=V-0" A9.91 3"=V-0" A9.91 3"=V-0" SheelName: NOTE:PROVIDE PERIMETER SUPPORTING CLOSURE ANGLE. RIVET METAL ANGLE ONE END OF THE CEILING GRID SHALL BE ATTACHED TO THE EDGE TO T-BAR@ _ w CEILING DETAILS CLOSURE ANGLE ON TWO ADJACENT SIDES.THE OPPOSITE 24"O.C. VERTICAL HANGER FIRST LINE OF = V) ENDS SHALL HAVE A 3/4"CLEARANCE FROM THE WALL AND WIRES 4'-0"OC 15/8"STUD BRACING 4'-0"OR e SHALL REST UPON AND BE FREE TO SLIDE ON CLOSURE HEAVY-DUTY FORCOMPRESSION ft LESS FROM WALL B.O.CEILING ANGLE. T-BARGRIDSYSTEM BOUNDARY SPLAY HANGER WIRE AT RE:RCP W CEILING PANEL SLIP 12'-0"O.C.EACH PLANE, CEILING JOINT(NO RIVET) EACH RUNNER 2"MIN SUSPENSION SYSTEM - - - CITY APPROVED PLANS � LJJ 5/8"GYP.BD. 11/2 COLD ROLLED STEEL CHANNEL 'llj Reviewed for Code Compliance @ 48"O.C. o, U 3/4"MIN 45 deg MAX aA PL NS MUST BE ON JOB SITE Z C 45 deg, W C QRALL INSPE LAY- CTIONS Q IN ACOUSTIC 7/8" 7/8" CEILING PANEL 2"MIN JaNEP Mq/rygryryryFR h RE:RCP Sheet No 7/8"HAT CHANNELS @ SCHEDULED WALL u 24"O.C. E1 SUSPENDED CEILING DETAIL E2 TYPICAL LAY-IN CEILING TILE EDGE DETAIL E4 TYPICAL SEISMIC BRACING DETAIL-01 K E5 TYPICAL SEISMIC BRACING DETAIL-02 E6 SOFFIT DETAIL A9.91 A9.91 3"=V-0" A9.91 3"=1'-0" A9.91 12"=V-0" A9.91 12"=1'0" A9.91 11/2"=1'0" . . . . . . . Page 62 of 319 1 2 3 4 5 6 STRUCTURAL SHEET INDEX STRUCTURAL ABBREVIATIONS STRUCTURAL DRAWING SYMBOLS • AB EXISTING EW EACH WAY OF OUTSIDE FACE pivot ' AB ANCHOR BOLT EXP EXPANSION OPNG OPENING ADD'L ADDITIONAL EXT EXTERIOR OPP OPPOSITE 10 - GRIDLINE CONCRETE WALL ADJ ADJUSTABLE F FAHRENHEIT PAF POWER ACTUATED FASTENER n o r t h AESS ARCHITECTURALLY EXPOSED FD FLOOR DRAIN PC PIECE STRUCTURAL STEEL FDN FOUNDATION PC PILE CAPS SURFACE-SLOPE UP CMU WALL AFF ABOVE FINISH FLOOR FF FINISH FLOOR PEN PENETRATION SHEET SHEET NAME ANCH ANCHOR FUR FLOOR PJP PARTIAL JOINT PENETRATION I T E C T U R E NUMBER ARCH ARCHITECTURAL FOB FACE OF BUILDING PL PLATE A B.O. BOTTOM OF FS FAR SIDE PLWD PLYWOOD SURFACE-STEPPED WALL ABOVE 50.00 ABBREVIATIONS,SYMBOLS AND SHEET INDEX S0.01 GENERAL NOTES BLDG BUILDING FT FEET PSF POUNDS PER SQUARE FOOT S0.02 GENERAL NOTES BLKG BLOCKING FTG FOOTING PSI POUNDS PER SQUARE INCH SURFACE-SLOPE DOWN C__________7 WALL BELOW PIVOT NORTH ARCHITECTURE,PLLC. S0.03 STATEMENT OF SPECIAL INSPECTIONS BM BEAM GA GAUGE PT POST-TENSIONED '7T77 S0.04 STATEMENT OF SPECIAL INSPECTIONS BN DIAPHRAGM BOUNDARY NAILING GALV GALVANIZED PT PRESERVATIVE-TREATED 1101 W.GROVE STREET S2.01 LEVEL 1 FOUNDATION PLAN BOT BOTTOM GB GRADE BEAM PWT PREFABRICATED WOOD TRUSS BOISE,ID 83702 BRG BEARING GEN GENERAL R RADIUS SURFACE-SLOPE TWO WAYS www. ivotnorthdesi n com S2.01a SLAB ON GRADE PLAN P 9 S2.02 ROOF FRAMING PLAN BSMT BASEMENT GL GLUED LAMINATED TIMBER RD ROOF DRAIN S3.01 WALL ELEVATIONS BTWN BETWEEN GOV GOVERNMENT REINF REINFORCING C CAMBER GR GRADE REQ'D REQUIRED UNDISTURBED SOIL,COMPACTED SOIL,BACKFILL,OR STAMP S3.02 TRUSS GIRDER ELEVATIONS CAP CAPACITY \�ii�\//�\\� ANY PREPARED SUBGRADE. �oeat E 53.10 WALL SECTIONS GWB GYPSUM WALL BOARD RND ROUND CC CENTER TO CENTER HF HEM-FIR RO ROUGH OPENING oppF'G\S re yF S3.11 WALL SECTIONS a " S4.01 CONCRETE DETAILS CDF CONTROLLED DENSITY FILL HGR HANGER RTN RETURN PLAN ¢ 12 3 S4.02 CONCRETE DETAILS CIP CAST-IN-PLACE HK HOOK SC SLIP CRITICAL NORTH \✓^ CJ CONSTRUCTION OR CONTROL JOINT HORIZ HORIZONTAL SCHED SCHEDULE r 54.51 MASONRY DETAILS GO qrE OF CJP COMPLETE JOINT PENETRATION HP HIGH POINT SECT SECTION NORTH ARROW sFN M 54.52 MASONRY DETAILS CL CENTERLINE HSS HOLLOW STRUCTURAL SECTION SFRS SEISMIC FORCE-RESISTING SYSTEM S5.01 STEEL DETAILS 56.01 WOOD DETAILS CLG CEILING IBC INTERNATIONAL BUILDING CODE SHT SHEET S6.02 WOOD DETAILS CLR CLEAR ID INSIDE DIAMETER SHTG SHEATHING ^ I 56.03 WOOD DETAILS CMU CONCRETE MASONRY UNIT IE INVERT ELEVATION SIG SIMILAR DETAIL SYMBOL COL COLUMN IF INSIDE FACE SOG SLAB-ON-GRADE F�///-yarn �`y,Yw, CONN CONCRETE IN INCH SPEC SPECIFICATION Ric§V/gusmILLER CONN CONNECTION INFO INFORMATION SQ SQUARE ✓ IIJJ CONST CONSTRUCTION INT INTERIOR SS STAINLESS STEEL BUILDING SECTION CUTS CONT CONTINUOUS JST JOIST STD STANDARD COORD COORDINATE JT JOINT STIFF STIFFENER CTR CENTER K KIP(1,000 LBS.) STIRR STIRRUP CY CUBIC YARD KSF KIPS PER SQUARE FOOT STL STEEL ELEVATION OF WALL OR FRAME DBA DEFORMED BAR ANCHOR LF LINEAL FOOT STRUCT STRUCTURAL DBL DOUBLE LFH LONG FACE HORIZONTAL SUPP SUPPORT - DCW DEMAND CRITICAL WELD LLH LONG LEG HORIZONTAL SYM SYMMETRICAL DEMO DEMOLISH LLV LONG LEG VERTICAL T&B TOP AND BOTTOM A A DETAIL SECTION m e DET DETAIL LNGT LONGITUDINAL T&G TONGUE AND GROOVE w DF DOUGLAS FIR o o rc Y LP LOW POINT T.O. TOP OF DIA DIAMETER LSL LAMINATED STRAND LUMBER THK THICK(NESS) _ T.O.M. DIAG DIAGONAL LVL LAMINATED VENEER LUMBER THRU THROUGH SPOT ELEVATION AS INDICATED DKG DECKING MAX MAXIMUM TRANS TRANSVERSE EL Xx-�% T.O.DECK DIN DOWN MECH MECHANICAL TYP TYPICAL T.O.CONC. DWF DEFORMED WIRE FABRIC MFR MANUFACTURER UNO UNLESS NOTED OTHERWISE T.O.STEEL DWG DRAWING MIN MINIMUM UT ULTRASONIC TESTING DECK RG DWL DOWEL MISC MISCELLANEOUS VERT VERTICAL EA EACH NIC NOT IN CONTRACT VIF VERIFY IN FIELD LEVEL 01 EF EACH FACE NO NUMBER W/ WITH ELEVATION OF LEVEL EL ELEVATION NOM NOMINAL W/O WITHOUT ELECT ELECTRICAL INS NEARSIDE WD WOOD ELEV ELEVATOR INS NONSHRINK WF WIDE FLANGE 'WP WORKPOINT EN PANEL EDGE NAILING NTS NOT TO SCALE WHS WELDED HEADED STUD EQ EQUAL OR EQUIPMENT OC ON CENTER WP WORK POINT ES EACH SIDE OD OUTSIDE DIAMETER DIN DIRECTION OF DOWNWARD SLOPE m 0 � a Z � 0 Cz Q V) = F- LU =1 O LL w ISOMETRIC VIEW J F- J Z O +� Q LL z z_ Q O N � � O - ------ OL 7r - -- - - '-"-- Project No: 20-042 - Date: 02]iB/2022 Checked By: SG n2 Drawn By: SM Sheet Name: W ® ® ® ® e 0 N ABBREVIATIONS, ® E ® E ❑ SYMBOLS AND SHEET > INDEX CITY APPROVED PLANS � Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: S0.00 Page 63 of 319 1 2 3 4 5 6 REINFORCING STEEL: DESIGN CRITERIA: GENERAL: GENERAL: ROOF LIVE LOADS: pivot STRUCTURAL DRAWINGS: 1. DETAIL,FABRICATE,AND INSTALL REINFORCING IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 301,ACI 117, ROOF 20 PSF(REDUCIBLE) AND THE"CRSI MANUAL OF STANDARD PRACTICE." 1. STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE INTENDED TO BE USED WITH PRODUCTS: ROOF SNOW LOADS:(SECTION 1603.1.3 OF THE CODE): OTHER DRAWINGS,SPECIFICATIONS,AND DOCUMENTS ENUMERATED IN THE OWNER/CONTRACTOR AGREEMENT. . REVIEW AND COORDINATE THE MENTS OF THE DRAWINGS AND THE 2 THAT A CLARIFICATION CAN BE ISSUED.EANY WORK PERFORMED IN CONFLICTIW THTTHE CONTRACTIONS ONTRACOT DOCUMENTS START F north 1. REINFORCING STEEL:ASTM A706,GRADE 60,DEFORMED GROUND SNOW LOAD:Pe=15 PSF CONSTRUCTION.ANY DISCREPANCY IDENTIFIED SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT SO A. ASTM A615 GR 60 STEEL MAYBE SUBSTITUTED FOR ASTM A706 GRADE 60 STEEL PROVIDED THE CONDITIONS FLAT ROOF SNOW LOAD: Pr=13 PSF SHALL BE CORRECTED BY THE CONTRACTOR AT THEIR OWN EXPENSE. IN ACI 318 SECTION 20.2.2.5 ARE MET. I T E C T U R E MINIMUM SNOW LOAD: Pm=25 PSF 3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. A 2. WELDED WIRE REINFORCEMENT(WWR):ASTM A1064 SNOW EXPOSURE FACTOR:CB=0.9 WHERE NO DETAILS ARE GIVEN,CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK. EXECUTION: CODE REQUIREMENTS AND REFERENCED STANDARDS: SNOW LOAD IMPORTANCE FACTOR: b=1.2 1. PROVIDE THE MINIMUM CONCRETE COVER FOR REINFORCEMENT IN CAST-IN-PLACE CONCRETE(NON- 1. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODES: PIVOT NORTH ARCHITECTURE,PLLC. PRESTRESSED)AS INDICATED IN THE TABLE BELOW. THERMAL FACTOR:Cr=1.0 1101 W.GROVE STREET MINIMUM CONCRETE CLEAR COVER 2018 OTHERTE REGULATING BUILDING CODE(IBC)AND LATEST REVISIONS REFERRED TO HERE WORK AN CODE",AND ANY WIND DESIGN DATA: OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK AND THOSE CODES& BOISE,ID 83702 LOCATION BAR SIZE CLEAR COVER WIND LOADS ARE IN ACCORDANCE WITH SECTION 1609 OF THE CODE. STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. www.pivotnorthdesign.com CONCRETE CAST AGAINST AND PERMANENTLY 2. ASTM SPECIFICATIONS AND REFERENCED STANDARDS ON THE DRAWINGS SHALL BE THE VERSION REFERENCED IN EXPOSED TO EARTH ALL 3" RISK CATEGORY:IV CHAPTER 35 OF THE CODE OR AS REFERENCED IN THE APPLICABLE DESIGN STANDARD. STAMP #6&LARGER 2" BASIC WIND SPEED:V=115 MPH(3-SECOND GUST) EXISTING CONDITIONS: Ss�°Mt ENc� CONCRETE EXPOSED TO EARTH OR WEATHER o0 #5&SMALLER 1 1/2" WIND EXPOSURE:C 1. VERIFY EXISTING CONDITIONS,DIMENSIONS,AND ELEVATIONS PRIOR TO STARTING CONSTRUCTION.NOTIFY THE #14&LARGER 1 1/2" ARCHITECT ANY DISCREPANCIES OR INCONSISTENCIES. ¢ 'I 2 3 WEATHER OR IN CONTACT WITH THE GROUND SLABS,WALLS,OR JOISTS NOT EXPOSED INTERNAL PRESSURE COEFFICIENT:GCO=t 0.18 \✓" 2. INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED �a rgrE of\pP� BEAM AND COLUMN TIES&STIRRUPS NOT EXPOSED #11&SMALLER 3/4"ALL 1 1/2" COMPONENTS&CLADDING WIND PRESSURES(PSF) STRUCTURES,SUCH AS CESSPOOLS,CISTERNS,FOUNDATIONS,ETC. IF ANY SUCH STRUCTURES ARE FOUND, sFry M \N\� TO WEATHER OR IN CONTACT WITH GROUND NOTIFY THE ARCHITECT IMMEDIATELY. COMPONENT TRIBUTARY AREA(SO FT) POST-INSTALLED ANCHORS LOCATION 10 200 500 TEMPORARY CONDITIONS: 1. PROVIDE POST-INSTALLED ANCHORS AS SPECIFIED IN THESE DRAWINGS.USE OF ALTERNATE PRODUCTS,OR OF ZONE 1/1' +16/-50 +161-36 -16/-31 POST-INSTALLED ANCHORS AT LOCATIONS NOT SHOWN IN THESE DRAWINGS,IS SUBJECT TO THE APPROVAL OF ROOF ZONE 2 +29/-66 +23/-48 +221-42 1. THE CONTRACT DRAWINGS REPRESENT THE FINISHED STRUCTURE.THEY DO NOT INDICATE THE METHOD OF F�///-yarn ���`y,Yw, THE ARCHITECT. ZONE 3 +29/-66 +231-26 +22/-42 CONSTRUCTION. PROVIDE ALL MEASURES NECESSARY ST PROTECT THE STRUCTURE DURING CONSTRUCTION, RI�i�V/ (/(/ll,..ILLER ZONE 4 +29/-32 +23/-26 +2y-42 INCLUDING BRACING,SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT ETC. OBSERVATION VISITS TO �1 ✓ ll JJ WALLS THE SITE BY THE STRUCTURAL ENGINEER DO NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 2. SUBMIT PROPOSED ANCHORS TO THE ARCHITECT WITH AN ICC-ES REPORT VALID FOR THE CURRENT CODE. ZONE 5 +29/-38 +23/-27 +2y-42 PARAPETS ZONE 4 +101/-68 +821-58 +821-58 2. THE CONTRACT STRUCTURAL DRAWINGS SHOW THE BUILDING IN ITS FINAL INTENDED POSITION. MAKE 3. SUBMITTED ICC.ES REPORTS SHALL DEMONSTRATE THAT THE ANCHORS ARE SUITABLE FOR USE IN CRACKED ZONES +126/-76 +92/-62 +gy-62 CONCRETE.WHERE ANCHORS RESIST SEISMIC LOADS,SUBMITTED ICC-ES REPORTS SHALL DEMONSTRATE THAT PROVISIONS IN THE CONSTRUCTION SEQUENCING OF THE BUILDING TO TAKE INTO ACCOUNTS SHRINKAGE,CREEP,THE ANCHORS ARE SUITABLE FOR THE RESISTANCE OF SEISMIC LOADS. SHORTENING,THERMAL EXPANSION,ETC. EARTHQUAKE DESIGN DATA: 3. SPREAD OUT CONSTRUCTION MATERIALS IF PLACED ON FRAMED ROOF OR FLOOR. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. B CONCRETE UNIT MASONRY: SITE AND OCCUPANCY PARAMETERS DEFERRED SUBMITTALS: SEISMIC IMPORTANCE FACTOR I,=1.5 RISK CATEGORY IV 1. PER IBC SECTION 107.3.4.1,DRAWINGS AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS THAT m o GENERAL: ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND SIGNATURE OF THE STATE REGISTERED PROFESSIONAL ro MAPPED SPECTRAL RESPONSE ACCELERATION Ss=0.199 ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN AND SHALL BE SUBMITTED TO THE ARCHITECT AND THE o o ro Y 1. FURNISH AND INSTALL MASONRY MATERIALS IN CONFORMANCE WITH THE REQUIREMENTS OF TMS 6021ACI PARAMETERS Si=0083 BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION.DEFERRED SUBMITTALS INCLUDE BUT ARE NOT . 530.1/ASCE 6,"SPECIFICATION FOR MASONRY STRUCTURES" LIMITED TO THE FOLLOWING: - SITE CLASS D v o+m ry 3 2. SUBMITTALS: DESIGN SPECTRAL RESPONSE ACCELERATION Sos=0.173g STEEL JOISTS AND GIRDERS A. MATERIAL CERTIFICATES FOR THE FOLLOWING,DEMONSTRATING CONFORMANCE WITH REQUIREMENTS: PARAMETERS METAL STAIRS,LADDERS,AND RAILINGS Sor=0.083g PRE-ENGINEERED WOOD TRUSSES a. CONCRETE MASONRY UNITS(CMU) SEISMIC DESIGN CATEGORY C CONTINUOUS ROD TIEDOWN SYSTEMEXTERIOR COLD FORMED METAL FRAMING b. REINFORCING STEEL BUILDING PARAMETERS CURTAIN WALL,WINDOW WALL,AND OTHER GLAZING SYSTEMS MEP EQUIPMENT ANCHORAGE AND SEISMIC BRACING B. MIX DESIGNS:FOR EACH TYPE OF MORTAR AND GROUT. INCLUDE THE FOLLOWING: LIGHT-FRAME(WOOD)WALLS SEISMIC FORCE RESISTING SYSTEM SPECIAL REINFORCED SHEATHED WITH WOOD OTHER DRAWINGS: a. DESCRIPTION OF TYPE AND PROPORTIONS OF INGREDIENTS MASONRY WALLS(BEARING) STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE(BEARING) 1. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: b. MATERIAL CERTIFICATE OF CEMENTITIOUS MATERIALS USED IN MIX RESPONSE MODIFICATION FACTOR R=5 R=6.5 t- c. TEST REPORTS FOR MORTAR MIXES.TEST COMPRESSIVE STRENGTH AND AIR CONTENT ACCORDING TO SYSTEM OVERSTRENGTH FACTOR On=2.0 Do=2.5 A. SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS,EXCEPT AS NOTED ASTM C780. DEFLECTION AMPLIFICATION FACTOR Cd=3.5 Cd=4 B. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON-BEARING PARTITIONS UNLESS NOTED AND/OR d. TEST REPORTS OF COMPRESSIVE STRENGTH FOR GROUT MIXES ACCORDING TO ASTM C1019. SEISMIC RESPONSE COEFFICIENTS Cs=0.052 DETAILED ON THE STRUCTURAL DRAWINGS C. STATEMENT OF COMPRESSIVE STRENGTH OF MASONRY:FOR EACH COMBINATION OF MASONRY UNIT TYPE AND ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE C. SIZE AND LOCATION OF ALL CONCRETE CURBS,EQUIPMENT PADS,PITS,FLOOR DRAINS,SLOPES,DEPRESSED MORTAR TYPE,PROVIDE A STATEMENT OF NET-AREA COMPRESSIVE STRENGTH OF MASONRY UNITS,MORTAR AREAS,CHANGES IN LEVEL,CHAMFERS,GROOVES,INSERTS,ETC TYPE,AND RESULTING NET-AREA COMPRESSIVE STRENGTH OF MASONRY DETERMINED ACCORDING TO TMS D. SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS EXCEPT AS SHOWN 6021ACI 530.1/ASCE 6. C'r1 D. WRITTEN GROUTING PROCEDURES WHERE HIGH-LIFT GROUTING IS APPROVED FOR USE. FOUNDATION: E. FLOOR AND ROOF FINISHES O F. MISCELLANEOUS DRAINAGE AND WATERPROOFING PRODUCTS: GEOTECHNICAL INVESTIGATION: ap G. ALL FIREPROOFING REQUIREMENTS INCLUDING FIREPROOFING OF STRUCTURAL STEEL Z J 1. PERFORMANCE REQUIREMENTS: 1. GEOTECHNICAL INFORMATION AND FOUNDATION DESIGN IS BASED ON THE FOLLOWING GEOTECHNICAL REPORTS O C AND SUPPLEMENTS/ADDENDUMS. COPIES OF THE REPORTS SHALL BE AVAILABLE AT THE JOBSITE AT ALL TIMES. H. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS Q A. PROVIDE STRUCTURAL UNIT MASONRY THAT DEVELOPS SPECIFIED NET-AREA COMPRESSIVE STRENGTH OF LL MASONRY,I'm AT 28 DAYS. 2. SEE MECHANICAL,PLUMBING AND ELECTRICAL DRAWINGS FOR THE FOLLOWING: ~ Z REPORT/ADDENDUM TITLE PREPARED BY DATE a. MINIMUM fm:2,000 psi A. PIPE RUNS,SLEEVES,HANGERS,TRENCHES,WALL AND SLAB OPENINGS,ETC.,EXCEPT AS SHOWN OR NOTED. GEOTECHNICAL ENGINEERING EVALUATION, B. ELECTRICAL CONDUIT RUNS,BOXES,OUTLETS IN WALLS AND SLABS. N = B. VERIFY NET-AREA COMPRESSIVE STRENGTH OF MASONRY USING ONE OF THE FOLLOWING METHODS: TWIN FALLS FIRE STATION#3 ATLAS No.T211192g 06/24/2021 Ll..l F- a. PRISM TESTING:DETERMINE NET-AREA COMPRESSIVE STRENGTH OF MASONRY BY TESTING MASONRY C. CONCRETE INSERTS FOR ELECTRICAL,MECHANICAL OR PLUMBING FIXTURES. O PRISMS ACCORDING TO ASTM C1314. H D. SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES,ANCHOR BOLTS FOR MOTOR MOUNTS. LL w b. UNIT STRENGTH METHOD:DETERMINE NET-AREA COMPRESSIVE STRENGTH OF MASONRY FROM AVERAGE 2. SPREAD OR CONTINUOUS FOOTINGS: NET-AREA COMPRESSIVE STRENGTHS OF MASONRY UNITS AND MORTAR TYPE ACCORDING TO TMS 602/ACI (n N 530.1/ASCE 6 AS FOLLOWS: ANTICIPATED BEARING MATERIAL ALLOWABLE BEARING CAPACITY Z (PSF) J O CMU COMPRESSIVE STRENGTH VERIFICATION (UNIT STRENGTH METHOD) COMPETENT,UNDISTURBED,NATIVE SILT WITH SAND SOILS, 2,000 PSF U LL Z SILTY SAND SEDIMENTS,OR COMPACTED STRUCTURAL FILL. Q) z v=i SPECIFIED MASONRY NET-AREA CMU NET-AREA GROUT MORTAR - Q COMPRESSIVE STRENGTH,fm COMPRESSIVE STRENGTH STRENGTH TYPE O 2,000 PSI 2,000 PSI 2,000 PSI S L N 3. PROVIDE DE-WATERING OF EXCAVATIONS FROM SURFACE WATER,GROUND WATER AND/OR SEEPAGE. 2. CONCRETE MASONRY UNITS(CMUs):ASTM C90,MEDIUM WEIGHT UNITS. 4. EXCAVATION FOR FOOTINGS SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACING 3. MORTAR:ASTM C270,TYPE S CONCRETE AND REINFORCING. A. COMPLY WITH"PROPERTY SPECIFICATION"REQUIREMENTS 5. DO NOT PLACE BACKFILL BEHIND RETAINING WALLS BEFORE CONCRETE OR GROUT HAS ATTAINED FULL DESIGN STRENGTH. BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL B. MORTAR MATERIALS(CEMENT,LIME,AGGREGATE,ETC)AS SPECIFIED IN ASTM C270 ATTACHING FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL DESIGN STRENGTH. 1. GROUT:ASTM C476 6. REMOVE ALL ABANDONED FOOTINGS,UTILITIES,ETC.NEW FOOTINGS MUST EXTEND INTO UNDISTURBED SOILS. A. TYPE:COARSE 7. THE DESIGN GROUNDWATER ELEVATION IS_FEET BELOW EXISTING GRADE PER THE GEOTECHNICAL INVESTIGATION REPORT. B. GROUT MATERIALS(CEMENT,LIME,AGGREGATE,ETC)AS SPECIFIED IN ASTM C476 D C. PROPORTION ACCORDING TO ASTM C476 FOR SPECIFIED 28-DAY COMPRESSIVE STRENGTH INDICATED IN CMU COMPRESSIVE STRENGTH TABLE ABOVE. CONCRETE: D. SLUMP:8 TO 11 INCHES AS MEASURED ACCORDING TO ASTM C143 GENERAL: 2. REINFORCING BARS:SEE NOTES UNDER"REINFORCING STEEL"FOR REQUIREMENTS. 1. COMPLY WITH THE PROVISIONS OF ACI 301 AND ACI 117,EXCEPT AS MODIFIED BY THESE CONTRACT DOCUMENTS. 2. MANUFACTURER QUALIFICATIONS:CERTIFIED ACCORDING TO NRMCA's"CERTIFICATION OF READY MIXED EXECUTION: CONCRETE PRODUCTION FACILITIES. Project No: 24042 1. BOND PATTERN:USE RUNNING BOND PATTERN U.N.O. PRODUCTS: Date: 02]t8/2022 2. GROUTING: 1. CONCRETE MIXTURES:PREPARE DESIGN MIXTURES FOR EACH TYPE AND STRENGTH OF CONCRETE,PROPORTIONED Checked By: SG A. DO NOT USE ADMIXTURES IN GROUT UNLESS APPROVED BY THE ARCHITECT. ON THE BASIS OF LABORATORY TRIAL MIXTURES OR FIELD TEST DATA OR BOTH,ACCORDING TO ACI 301. B. GROUT CELLS AS INDICATED. CONCRETE MIXTURES raven y: SM C. USE OF HIGH-LIFT GROUT CONSTRUCTION IS SUBJECT TO APPROVAL BY THE ARCHITECT.HIGH-LIFT GROUTING LOCATIONS IN STRUCTURE DESIGN MAX UNIT MAX W/C EXPOSURE SHALL CONFORM TO THE REQUIREMENTS IN TMS 602/ACI 530.1/ASCE 6. STRENGTH WEIGHT RATIO CATEGORIES S h e e t N a m e 3. TEMPORARY FORMWORK,SHORES,AND BRACES FOOTINGS AND FOUNDATION WALLS 4,000 PSI 145 PCF 0.45 F2,SO,WO,CO A. CONSTRUCT FORMWORK AND SHORES AS NEEDED TO SUPPORT REINFORCED MASONRY ELEMENTS DURING SLAB ON GRADE 4,000 PSI 145 PCF 0.45 FO,SO,WO,CO Lu N GENERAL NOTES CONSTRUCTION. CURBS,PADS,TOPPING SLABS,ETC. 3,000 PSI 145 PCF 0.50 FO,SO,WO,CO B. DESIGN AND INSTALL BRACING THAT WILL ASSURE STABILITY OF MASONRY DURING CONSTRUCTION. EXECUTION: ' C. DO NOT REMOVE FORMS AND SHORES UNTIL REINFORCED MASONRY MEMBERS HAVE HARDENED 1. OPENINGS,POCKETS,ETC.,LARGER THAN 6"SHALL NOT BE PLACED IN CONCRETE SLABS,DECKS,OR WALLS W SUFFICIENTLY TO CARY THEIR OWN WEIGHT AND OTHER LOADS IMPOSED DURING CONSTRUCTION. UNLESS SPECIALLY DETAILED ON THE STRUCTURAL DRAWINGS. NOTIFY THE ARCHITECT WHEN DRAWINGS BY 4. EMBEDDED ITEMS IN CMU:DO NOT EMBED PIPES IN CMU EXCEPT WHERE SPECIFICALLY DETAILED.VERTICAL OTHERS SHOW OPENINGS,POCKETS,ETC.,LARGER THAN 6"NOT SHOWN ON THE STRUCTURAL DRAWINGS. CITY APPROVED PLANS Lu CONDUITS MAY BE EMBEDDED IF THE FOLLOWING CONDITIONS ARE MET: 2. PIPES AND CONDUITS EMBEDDED IN CONCRETE: 1 A. CONDUITS ARE<3/4"IN DIAMETER. A. PIPES LARGER THAN 1-1/2"DIAMETER SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE Reviewed for Code Compliance >_ SPECIFICALLY APPROVED BY ARCHITECT. U B. CONDUITS ARE NOT PLACED INA CELL WITH REINFORCEMENT. PLANS MUST BE ON JOB SITE Z E C. CONDUITS ARE A MINIMUM OF 24"FROM JAMB/END REINFORCEMENT. B. PIPES SHALL NOT DISPLACE OR INTERRUPT REINFORCING BARS. Lu C. DO NOT STACK CONDUITS.SPACE EMBEDDED PIPES AND CONDUITS AT A MINIMUM OF AT A MINIMUM OF 3 FOR ALL INSPECTIONS �V D. CELLS WITH CONDUITS ARE SPACED 32"OC MIN. DIAMETERS CLEAR FROM OTHER EMBEDDED PIPES/CONDUITS AND 1 1/2"CLEAR FROM REINFORCING BARS. Q E. (2)MAX PER UNREINFORCED CELL,3 DIAMETERS(MIN)O.C. D. NO CONDUITS SHALL BE PLACED IN CONCRETE FILL OVER METAL DECK. Sheet N o: 5. TESTING AND INSPECTION:OWNER WILL RETAIN SPECIAL INSPECTORS TO PERFORM TESTS AND INSPECTIONS AND 3. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING. DO NOT CUT PREPARE REPORTS.ALLOW INSPECTORS ACCESS TO SCAFFOLDINGG AND WORK AREAS AS NEEDED TO PERFORM REINFORCING WHICH MAY CONFLICT.CORING IN CONCRETE IS NOT PERMITTED WITHOUT ARCHITECT REVIEW AND TESTS AND INSPECTIONS.RETESTING OF MATERIALS THAT FAIL TO COMPLY WITH SPECIFIED REQUIREMENTS APPROVAL. SHALL BE DONE AT CONTRACTOR'S EXPENSE:a A. SPECIAL INSPECTIONS AND TESTS ACCORDING TO LEVEL BIN TMS 6021ACl 530.1/ASCE 6 ARE REQUIRED AS 4. SCREED CONCRETE FILL OVER STEEL DECK TO A CONSTANT THICKNESS AS SPECIFIED IN THE DECKING S 0•O SCHEDULE. DO NOT EXCEED THE SPECIFIED DECK THICKNESS BY MORE THAN 1/2". &i INDICATED IN THE STATEMENT OF SPECIAL INSPECTIONS. 5. ALL CONCRETE SURFACES AGAINST WHICH NEW CONCRETE IS TO BE PLACED SHALL BE CLEANED AND ROUGHENED TO 1/4"AMPLITUDE. Page 64 of 319 - 1 2 3 4 5 6 STRUCTURAL STEEL: PREFABRICATED TRUSSES: ROUGH CARPENTRY: pivot 1. THE TRUSS FABRICATOR SHALL PROVIDE SHOP DRAWING AND CALCULATIONS TO THE BUILDING DEPARTMENT AND GENERAL: GENERAL: ENGINEER FOR APPROVAL PRIOR TO FABRICATION.TRUSS DESIGN AND LAYOUT SHALL BE APPROVED WITH A 1. COMPLY WITH THE REQUIREMENTS IN CHAPTER 23 OF THE CODE AND AF&PA'S WCD 1,"DETAILS FOR REVIEW STAMP BY THE STRUCTURAL ENGINEER PRIOR TO SUBMITTING TO THE BUILDING DEPARTMENT FOR OTHERWISE INDICATED U O 1. DETAIL,FABRICATE,AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH THE FOLLOWING PROVISIONS: APPROVAL CONVENTIONAL WOOD FRAME CONSTRUCTION,' n o r t h A. AISC 303-"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" 2. ALL PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO MEET THE LOADINGS SPECIFIED.FABRICATION AND 2. STUDS SHALL BE SIZE AND SPACING AS NOTED IN THE DRAWINGS,SEE PLANS AND ARCHITECTURAL DRAWINGS. ERECTION SHALL BE PER TRUSS PLATE INSTITUTE RECOMMENDATIONS AS CONTAINED IN THE APPROPRIATE UNLESS OTHERWISE NOTED,STUD WALLS SHALL BE 2 X FRAMING TO MATCH NOMINAL WALL THICKNESS. B. AISC 360-"SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS" PUBLICATIONS. 3. SUBMITTALS: I T E C T U R E C. AISC 341-"SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS"FOR MEMBERS OF THE SEISMIC FORCE 3. CONNECTIONS OF HIP TRUSSES SHALL BE WITH APPROPRIATE TRUSS HANGERS AS MANUFACTURER BY SIMPSON A. MATERIAL CERTIFICATES:FOR DIMENSION LUMBER SPECIFIED TO COMPLY WITH MINIMUM ALLOWABLE UNIT A RESISTING SYSTEM(SFRS) STRONG TIE CO.,INC OR AN APPROVED ALTERNATIVE FOR THE LOADS SPECIFIED. STRESSES.INDICATE SPECIES AND GRADE SELECTED FOR EACH USE AND DESIGN VALUES APPROVED BY THE D. RCSC's-"SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS" 4. COORDINATE TRUSS WEB CONFIGURATION WITH MECHANICAL DUCTWORKAS INDICATED ON MECHANICAL ALSC BOARD OF REVIEW. SHEETS.PROVIDE CLEAR SPACE BETWEEN WEBS AS REQUIRED AND SHOWN ON THE TRUSS MANUFACTURERS 2. COMPLY WITH THE FOLLOWING PROVISIONS FOR ALL WELDED JOINTS: SHOP DRAWINGS. B. EVALUATION REPORTS:FOR ENGINEERED WOOD PRODUCTS AND POST-INSTALLED ANCHORS PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET A. AWS D1.1-"STRUCTURAL STEEL WELDING CODE" 5. PROVIDE ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING AS REQUIRED AND SHOWN ON THE BOISE,ID 83702 n B. AWS D1.8-"SEISMIC SUPPLEMENT"FOR CONNECTIONS OF THE SEISMIC FORCE RESISTING SYSTEM(SFRS) TRUSS MANUFACTURERS SHOP DRAWINGS. www. ivotnorthdeslcom PRODUCTS: P 9 ' 6. PROVIDE 2X4 DIAGONAL TRANSVERSE AT ROOF TRUSS VERTICALS WHERE REQUIRED BY MANUFACTURER. 3. WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED.WHERE FILLET WELD SYMBOL 1. GENERAL LUMBER: IS GIVEN WITHOUT INDICATION OF SIZE,USE MINIMUM SIZE WELDS AS SPECIFIED IN AISC 360 SECTION J2.2b. 7. INSTALL STRONG BACKS,BRACING AND/OR BRIDGING PRIOR TO SHEATHING INSTALLATION AND AS TRUSSES ARE STAMP ERECTED. A. DOC PS 20 AND APPLICABLE RULES CONFORMING TO THE WEST COAST LUMBER INSPECTION BUREAU(WCLIB) S�0ML ENS PRODUCTS: OR WESTERN WOOD PRODUCTS ASSOCIATION(WWPA)GRADING RULES. 00`'�o1sre yF, 8. INSTALL 2X CONTINUOUS BOTTOM CHORD BRACING PER MANUFACTURER AT ALL AREAS WHERE A RIGID CEILING IS 1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE ASTM DESIGNATION AS INDICATED BELOW(UNO): NOT ATTACHED DIRECTLY TO THE TRUSS BOTTOM CHORD. B. FACTORY MARK EACH PIECE OF LUMBER WITH GRADE STAMP OF GRADING AGENCY. ` 12 3 TYPE ASTM SPECIFICATION 9. ALL HURRICANE TIES SHALL BE INSTALLED PRIOR TO SHEATHING. 2. DIMENSIONAL LUMBER FRAMING: �a rgrE of�pP+ 10.REFER TO ARCHITECTURAL DRAWINGS FOR TRUSS PROFILES. A. SPECIES,GRADE,AND MOISTURE CONTENT NOTED BELOW: ANGLES&CHANNELS A36 11.ALL TRUSS TO TRUSS CONNECTIONS SHALL BE DESIGNED BY THE DELEGATED TRUSS ENGINEER. A36 DIMENSIONAL LUMBER PLATES&BARS A572,GR 50(WHERE INDICATED) 12.PREFABRICATED TRUSSES SHALL BE DESIGNED BASED ON THE FOLLOWING DESIGN CRITERIA: MOISTURE 1. DESIGN LOAD ON TRUSS(PSF): USE SPECIES GRADE CONTENT HSS SECTIONS A500 GR B ROOF SNOW DRIFT SCHEDULE A1085(WHERE INDICATED) LUMBER 2"TO 4"THICKx 5"OR WIDER DOUGLAS /y��1/���\y��■� UPPER CHORD DL =10 NAME Pd(PSF) W(FT-IN) #2&BETTER KID(15%) RIC a �l V(s ��ILLER CORROSION RESISTANT STEEL A588 GR 50(FOR ROLLED SHAPES) UPPER CHORD SL =250R 13+pd"' (JOISTS/RAFTERS) FIR-LARCH V lJJ\V(/ll(WHERE INDICATED) A847(FOR HSS) LOWER CHORD DL =5 DRIFT A 15 3'-9" LUMBER 2"TO 3"THICK x 4"TO 6"WIDE DOUGLAS HIGH STRENGTH BOLTS A325 OR F1582(TWIST-OFF TYPE) LOWER CHORD ILL =10 DRIFT B 23 5'-8" (STUDS) FIR-LARCH &BETTER KD(15%) (AS INDICATED IN DETAILS) A490 OR F2280(TWIST-OFF TYPE) DEFLECTION CRITERIA: DRIFT C 30 T-7" DOUGLAS LUMBER 5x5 AND GREATER(BEAMS) #1 S-DRY(19%) ANCHOR RODS F1554 GR 55 ROOF FIR-LARCH F1554 GR 36/105(WHERE INDICATED) DEAD+LIVE LOAD =U240 DRIFT D 35 9'-7" LIVE LOAD ONLY =U480 LUMBER 5x5 AND GREATER POSTS DOUGLAS #1 S-DRY 19% COMMON/MACHINE BOLTS A307,GR A (POSTS) FIR-LARCH ( ) "ADDITIONAL LOADING TO TRUSSES SHOWN ON PLANS AND DETAILS Pd - B **SEE PLAN FOR LOCATION OF SNOW DRIFTS W 3. WOOD-PRESERVATIVE-TREATED LUMBER: E 13.NO PLANNING,CUTTING OR NOTCHING OF FLANGES OR CHORDS IN THE FIELD IS PERMITTED. m 8 A. PROVIDE PRESERVATIVE-TREATED LUMBER WHERE INDICATED AND IN LOCATIONS IN DIRECT CONTACT WITH °M°e t 14.TRUSS MANUFACTURER SHALL SUBMIT LATEST ICBO APPROVED TEST DATA FOR TRUSS METAL PLATE ARCHITECT CONCRETE OR MASONRY,EXPOSED TO WEATHER,WITHIN 8 INCHES OF EARTH,OR LESS THAN 18 INCHES ,16,- EXECUTION: AND/OR ENGINEER PRIOR TO FABRICATION. ABOVE THE GROUND IN CRAWLSPECES OR UNEXCAVATED AREAS. �nry 1. DO NOT CUT OR DAMAGE EXISTING REINFORCEMENT. PRIOR TO FABRICATING PLATES,MEMBERS,OR OTHER 15.TRUSS MANUFACTURER TO ACCOUNT FOR THE WEIGHT OF THE MECHANICAL EQUIPMENT IN THE DESIGN OF THE B. PRESERVATIVE TREATMENT BY PRESSURE PROCESS:AWPA Ui;USE CATEGORY UC2 FOR INTERIOR v m 3 STEEL ASSEMBLIES ATTACHED TO REINFORCED CONCRETE/MASONRY USING POST-INSTALLED ANCHORS,LOCATE TRUSSES WHICH SUPPORT SUCH UNITS.SEE MECHANICAL DRAWINGS FOR WEIGHTS AND DETAILING. CONSTRUCTION NOT IN CONTACT WITH GROUND,USE CATEGORY UC3B FOR EXTERIOR CONSTRUCTION NOT IN ALL REINFORCEMENT AND CONFIRM CONTRACTIBILITY OF ANCHOR LOCATIONS.SHOULD CONFLICTS WITH CONTACT WITH GROUND,AND USE CATEGORY UC4A FOR ITEMS IN CONTACT WITH GROUND. REINFORCEMENT OCCUR,SUBMIT ALTERNATE ANCHOR LOCATIONS AND REVISED STEEL FABRICATIONS TO 16.SEE ARCHITECTURAL DRAWINGS FOR CEILING PROFILE. PROVIDE FLAT BOTTOM CHORDS OR SCISSOR TRUSSES ARCHITECT FOR REVIEW AND APPROVAL. AS REQUIRED TO MATCH CEILING PROFILE. C. KILN-DRY LUMBER AFTER TREATMENT TO A MAXIMUM MOISTURE CONTENT OF 19 PERCENT.DO NOT USE MATERIAL THAT IS WARPED OR THAT DOES NOT COMPLY WITH REQUIREMENTS FOR UNTREATED MATERIAL. 2. BACKUP BARS MAY REMAIN IN PLACE UNLESS NOTED IN DRAWINGS,OR WHEN ULTRASONIC TESTING INDICATES A 4. ENGINEERED WOOD PRODUCTS: POSSIBLE WELD DEFECT.IF DEFECTS ARE INDICATED BACKUP BAR IS TO BE REMOVED AND THE ROOT INSPECTED. IF IMPERFECTIONS ARE FOUND,THEY ARE TO BE REMOVED AND REPAIRED PER AWS REQUIREMENTS. a. STRUCTURAL COMPOSITE LUMBER MADE FROM WOOD VENEERS WITH GRAIN PRIMARILY PARALLEL TO MEMBER SHEATHING: LENGTHS,EVALUATED AND MONITORED ACCORDING TO ASTM D 5456 AND MANUFACTURED WITH AN EXTERIOR- TYPE ADHESIVE COMPLYING WITH ASTM D 2559. PROVIDE PRODUCTS THAT CONFORM TO THE FOLLOWING GENERAL: MINIMUM DESIGN STRESS: 1. SHEATHING SHALL BE STAMPED WITH THE APA TRADEMARK. STRUCTURAL COMPOSITE LUMBER 2. SUBMITTALS: PRODUCT TYPE&USE FLEXURAL SHEAR MODULUS OF STRESS,Fe STRESS,Fv ELASTICITY A. PRODUCT DATA FOR SHEATHING.INCLUDE DATA FOR WOOD-PRESERVATIVE AND FIRE-RETARDING TREATMENT LAMINATED VENEER LUMBER(LVL) 2,600 psi 285 psi 2.0 x 106 psi WHERE APPLICABLE. LAMINATED STRAND LUMBER(LSL) PRODUCTS: RIM BOARD 1700 psi 425 psi 1.3 x 106 psi 1. APARATED SHEATHING PARALLEL STRAND LUMBER(PSL) 2900 psi 290 psi 2.0 x 106 Psi m a A. PLYWOOD SHEATHING:EITHER DOC PSI OR DOC PS 2,EXTERIOR STRUCTURAL 1 SHEATHING WITH SPAN 5. FASTENERS: _ RATING AND THICKNESS AS INDICATED BELOW p A. WHERE ROUGH CARPENTRY IS EXPOSED TO WEATHER,IN GROUND CONTACT,PRESERVATIVE TREATED,FIRE B. ORIENTED STRAND BOARD(OSB)SHEATHING:DOC PS2,EXPOSURE 1,STRUCTURAL 1 SHEATHING WITH SPAN RETARDANT TREATED,OR IN AREA OF HIGH RELATIVE HUMIDITY,PROVIDE FASTENERS WITH HOT-DIP ZINC O J RATING AND THICKNESS INDICATED BELOW COATING COMPLYING WITH ASTM A 153. CLL B. NAILS:ASTM F1667,COMMON TYPE. 2. SHEATHING SCHEDULE:PROVIDE APA RATED SHEATHING AS FOLLOWS: � Z SHEATHING SCHEDULE 6. WOOD CONNECTORS: < 2� ELEMENT EDGE SPAN RATING MOISTURE A. PROVIDED BASIS OF DESIGN HANGERS,STRAPS,TIES,HOLD DOWNS,ETC,AS INDICATED ON THE DRAWINGS. Ln CONFIGURATION CONTENT W F- B. WHERE CONNECTORS ARE IN EXPOSED,EXTERIOR APPLICATIONS OR IN CONTACT WITH PRESERVATIVE ROOF SHEATHING SQUARE 24116 7/16" TREATED LUMBER,PROVIDE HOT-DIP GALVANIZED OR STAINLESS STEEL CONNECTORS. O 0 H FLOOR SHEATHING T&G 32/16 7/8" EXECUTION: u- w WALL SHEATHING SQUARE i6/0 15/32" 1. SECURELY ATTACH ROUGH CARPENTRY WORK TO SUBSTRATE BY ANCHORING AND FASTENING AS INDICATED, J F- COMPLYING WITH TABLE 2304.10.1,"FASTENING SCHEDULE,"OF THE CODE AND THE THE ICC-ES REPORT FOR THE J Z FASTENER. •• 0 +� Q 3. CONSTRUCTION ADHESIVE:APA AFG-01 OR ASTM D3498. 2. INSTALL WOOD CONNECTORS PER MANUFACTURER'S INSTRUCTIONS AND THE ICC-ES REPORT. U L.L Z_ 2 EXECUTION: 3. WHERE POSTS OR MULTIPLE STUDS UNDER BEAMS OR HEADERS ARE CALLED FOR ON DRAWINGS THOSE POSTS N z Q OR MULTIPLE STUDS SHALL BE CARRIED TO THE FOUNDATION/PODIUM LEVEL U.N.O. 1. ROOF SHEATHING:INSTALL WITH FACE GRAIN OR STRENGTH AXIS PERPENDICULAR TO SUPPORTS.STAGGER END 4. PROVIDE REQUIRED FIRE STOPPING,BACKING FOR INTERIOR FINISHES,NONBEARING WALLS,AND OTHER NON- O JOINTS.NAIL SHEATHING TO FRAMING AS INDICATED. STRUCTURAL FRAMING THAT ARE NOT SHOWN ON STRUCTURAL DRAWINGS. o 2. FLOOR SHEATHING:INSTALL WITH FACE GRAIN OR STRENGTH AXIS PERPENDICULAR TO SUPPORTS.STAGGER END JOINTS.GLUE AND NAIL SHEATHING TO FRAMING AS INDICATED. 3. WALL SHEATHING:INSTALL SHEATHING VERTICALLY TO THE WALL.NAIL SHEATHING TO WALL FRAMING AS INDICATED. GLUED LAMINATED BEAMS: 4. TYPICAL NAILING SHALL BE 10D AT 6"O.C.AT ALL SUPPORTED EDGES AND OVER SHEAR WALLS,AND 10D AT 12"O.C. AT ALL INTERMEDIATE SUPPORTS,UNLESS OTHERWISE NOTED,SEE PLANS. 5. SEE SHEARWALL AND DIAPHRAGM NAILING SCHEDULES FOR BLOCKING AND NAILING REQUIREMENTS FOR 1. GLUED LAMINATED MEMBERS SHALL BE MANUFACTURED ACCORDING TO THE AITC 117"THE STANDARD SHEARWALLS AND DIAPHRAGMS. SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED DOUGLAS FIR TIMBER,"LATEST EDITION.ADHESIVE SHALL BE FOR WET CONDITION OF SERVICE AND AN AITC CERTIFICATE OF INSPECTION IS REQUIRED. 2. GLUED LAMINATED BEAMS SHALL PROVIDE STRESS VALUES THAT MEET OR EXCEED THE FOLLOWING: DBENDING FB(BOTTOM FIBERS)...............................................................................................2400 PSI BENDING FB(TOP FIBERS)-SINGLE SPAN............................................................................1850 PSI BENDING FB(TOP FIBERS)-MULTIPLE SPAN$OR CANTILEVERS.....................................2400 PSI HORIZONTAL SHEAR FV............................................................................................................ 265 PSI MODULUS OF ELASTICITY........................................................................................................1800 KSL COMPRESSION PERPENDICULAR TO GRAIN........................................................................ 650 PSI 3. APPEARANCE GRADE SHALL BE: INDUSTRIAL,WHEN CONCEALED FROM VIEW.ARCHITECTURAL,WHEN EXPOSED TO VIEW. Project No: 20-042 4. MANUFACTURER SHALL SUBMIT SHOP DRAWINGS TO THE ARCHITECT FOR REVIEW PRIOR TO FABRICATION. Date: 02i18/2022 Checked By: SG Drawn By: SM Sheet Name: N GENERAL NOTES w CITY APPROVED PLANS � w 1 Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE z Lu FOR ALL INSPECTIONS C7 Q Sheet No: a S0.02 co Page 65 of 319 1 2 3 4 5 6 STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING (0.1-0.8) pivot TABLE 1 - REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS VERIFY PROPORTIONS FOLLOWING IXEINCOMPLIANCE: �0��� PROPORTIONS OF SITE-MIXED MORTAR TMS 602:TB 5(2.a) X INSPECTION AND GROUT TMS 602:2.1,2.6 A-B SYSTEM OR MATERIAL IBC CODE ICODEORSTANDARD FREQUENCY(NOTE 6) REMARKS GRADE,TYPE,AND SIZE OF TMS 602:TB 5(2.b) I T E C T U R E REFERENCE REFERENCE CONTINUOUS PERIODIC REINFORCEMENT AND ANCHOR BOLTS TMS 602:2.4,3.4 - X - TMS 402:6.1 A SOILS PLACEMENT OF MASONRY UNITS AND TMS 602:TB 5(2.c) _ VERIFY MATERIALS BELOW SHALLOW CONSTRUCTION OF MORTAR JOINTS TMS 602:3.3 B X FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE - X DESIGN BEARING CAPACITY. PLACEMENT OF REINFORCEMENT AND TMS 602:TB 5(2.d) PIVOT NORTH ARCHITECTURE,PLLC. VERIFY EXCAVATIONS ARE EXTENDED TO CONNECTORS TMS 402:3.2 E,3.4 X - - 1101 W.GROVE STREET PROPER DEPTH AND HAVE REACHED PROPER - X TMS 02:6.1-6.2 BOISE,ID 83702 MATERIAL. TMS 602:TB 5(2.e) www.pivotnorthdesign.com PERFORM CLASSIFICATION AND TESTING OF TB 1705.6 GEOTECHNICAL GROUT SPACE PRIOR TO GROUTING TMS 602:TB 5(2.f) X - - COMPACTED FILL MATERIALS. 1705.6 REPORT X BY THE GEOTECHNICAL ENGINEER 1705.4 TMS 602:3.2 D, 0 F PLACEMENT OF GROUT IS IN COMPLIANCE X - - STAMP VERIFY USE OF PROPER MATERIALS,DENSITIES TMS 602:3.5 COMPACTION AND I-I FT THICKNESSES DURING PLACEMENT AND X - SIZE AND LOCATION OF STRUCTURAL TMS 602:TB 5(2.g) X ors�o'srFRN-yF ELEMENTS TMS 602:3.3 F PRIOR TO PLACEMENT OF COMPACTED FILL, TYPE,SIZE,AND LOCATION OF ANCHORS ¢ 12 3 INSPECT SUBGRADE AND VERIFY THAT SITE HAS - X INCLUDING OTHER DETAILS OF TMS 602:TB 5(2.h) \_1 BEEN PREPARED PROPERLY. ANCHORAGE OF MASONRY TO TMS 402:1.2.1(e) X - - GO tgrE OF STRUCTURAL MEMBERS,FRAMES,OR 6.1.4.3,6.2.1 AV OTHER OTHER CONSTRUCTION TABLE 2 - REQUIRED STRUCTURAL SPECIAL INSPECTIONS TMS 602:TB 5(2.1) ALL WELDS VISUALLY INSPECTED PER AWS WELDING OF REINFORCEMENT TMS 402:8.1.6.7.2, X - D1.4:7.5 REFER TO CONCRETE FOR WELDING INSPECTION 7 9.3.3.4(c) REQUIREMENTS SYSTEM OR MATERIAL IBC CODE CODE OR STANDARD FREQUENCY(NOTE 6) REMARKS PREPARATION,CONSTRUCTION,AND F�/}//yy��•n �y��/�� REFERENCE REFERENCE CONTINUOUS PERIODIC PROTECTION DURING COLD WEATHER TMS 602:TB 5(2.j) RI�/i�l V/ 7���ILLER FABRICATION (TEMPERATURE BELOW 40"F)OR HOT 1705.4 TMS 602:1.8 C,1.8 D X JJ lJ WEATHER(ABOVE 90"F) WHERE FABRICATION OF STRUCTURAL, OBSERVE PREPARATIONS OF GROUT LOAD-BEARING OR LATERAL LOAD-RESISTING SPECIMENS,MORTAR SPECIMENS,AND/OR 1705.4 TMS 602:TB 5(3) X _ MEMBERS OR ASSEMBLIES IS BEING PRISMS TMS 602:1.4 B PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP,SPECIAL INSPECTION OF INSPECTION INSPECTION IN FABRICATION SHOP 1704.2.5 - - THE FABRICATED ITEMS SHALL BE AS SYSTEM OR MATERIAL IBC CODE CODE OR STANDARD FREQUENCY(NOTE 8) REMARKS B REQUIRED BY TABLE 2 AND AS REQUIRED REFERENCE REFERENCE OBSERVE PERFORM ELSEWHERE IN THE STATEMENT OF SPECIAL STEEL W ; INSPECTIONS.REFERENCE SECTION 1704.2.5.1 FOR APPROVED FABRICATOR EXCEPTION. INSPECTION TASKS PRIOR TO WELDING: WELDING PROCEDURE SPECIFICATIONS _ X _ mY CONCRETE (WPS)AVAILABLE _m MANUFACTURER CERTIFICATIONS FOR X v o+m 2 3 WELDING CONSUMABLES AVAILABLE INSPECT REINFORCEMENT,INCLUDING TB 1705.3(1) ACI 318:20,25.2-25.3, TOLERANCE AND REINFORCING PLACEMENT MATERIAL IDENTIFICATION TYPE/GRADE X EMBEDMENTS AND PRESTRESSING TENDONS, 1705.3 26.6.1-26.6.3,26.8, - X PER ACI 318:26.6 (TYPE/GRADE)-- ) AND VERIFY PLACEMENT. 1908.4 26.13.3 WELDER IDENTIFICATION SYSTEM X FIT-UP OF GROOVE WELDS(INCLUDING TB 1705.3(2) JOINT GEOMETRY):JOINT PREPARATION, INSPECTION OF REINFORCING STEEL WELDING 1705.3.1 - - EXCEPT AS NOTED OTHERWISE DIMENSIONS(ALIGNMENT,ROOT OPENING, ROOT FACE,BEVEL),CLEANLINESS (CONDITION OF STEEL SURFACES), X - - MATERIAL VERIFICATION OF WELD FILLER ACI 318:26.6.4 X MANUFACTURER'S CERTIFIED TEST REPORTS TACKING(TACK WELD QUALITY AND METALS AWS D1.4:7 LOCATION),BACKING TYPE AND FIT(IF 1705.2 AISC 360:TB N5.4-1 VERIFYING USE OF PROPER WELDING 1705.3.1 _ COPY OF WELDING PROCEDURE APPLICABLE) AISC 360:N5.4 PROCEDURE SPECIFICATIONS X SPECIFICATIONS VERIFYING WELDER QUALIFICATIONS X COPY OF QUALIFICATION CARDS CONFIGURATION AND FINISH OF ACCESS X HOLES VERIFY WELDABILITY OF REINFORCING TB 1705.3 _ X CERTIFIED MILL TEST REPORTS FIT-UP OF FILLET WELDS:DIMENSIONS STEEL OTHER THAN ASTM A 706. (2.a) LIGNMENT,GAPS AT ROOT), AWS D1.4 CLEANLINESS EANLINESS(CONDITION OF STEEL INSPECT SINGLE PASS FILLET WELDS, TB 1705.3 ACI 318:26.6.4 - X - SURFACES),TACKING(TACK WELD X - - MAXIMUM 5/16" (2.b) QUALITY AND LOCATION),BACKING TYPE INSPECT ALL OTHER WELDS TB 1705.3 X ALL WELDS VISUALLY INSPECTED PER AWS AND FIT(IF APPLICABLE) (2.c) D1.4:7.5 m a INSPECT ANCHORS CAST IN CONCRETE WAC 51-50-1705 ACI 318 17.8.2 - X ALL ANCHORS SHALL BE VISUALLY INSPECTED CHECK W ELDING EQUIPMENT - - FABRICATOR OR ERECTOR SHALL OBSERVE 2Q INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS: INSPECTION TASKS DURING WELDING: z ADHESIVE ANCHORS AND ADHESIVE ACI 355.4 USE OF QUALIFIED WELDERS X - O J C REINFORCING DOWELS INSTALLED IN ICC/IAPMO CONTROL AND HANDLING OF WELDING _ HORIZONTALLY OR UPWARDLY INCLINED TB 1705.3(4.a) EVALUATION REPORI X REFER TO ANCHOR CALLOUTS FOR CONSUMABLE&PACKAGING,EXPOSURE X < ORIENTATIONS TO RESIST SUSTAINED ACI 318:17.8.2.4, SUSTAINED TENSION(ST)DESIGNATION CONTROL ~ Z TENSION LOADS. 26.13.3 Q NO WELDING OVER CRACKED TACK WELDS X - - ACI 355.4 Ln 2 MECHANICAL ANCHORS,ADHESIVE ICC/IAPMO ENVIRONMENTAL CONDITIONS:WIND r ANCHORS,AND ADHESIVE REINFORCING TB 1705.3(4.b) EVALUATION REPORI X ALL ANCHORS SHALL BE VISUALLY INSPECTED SPEED WITHIN LIMITS,PRECIPITATION AND X - - LV = DOWELS NOT DEFINED ABOVE. ACI 318:17.8.2, (NOTE 7) O TEMPERATURE 0 26.13.3 1705.2 AISC 360:TB N5.4-2 w WPS FOLLOWED:SETTINGS ON WELDING AISC 360:N5.4 TB 1705.3(5) EQUIPMENT,TRAVEL SPEED,SELECTED Ln N 1705.3 ACI 318:19, WELDING MATERIALS,SHIELDING GAS J VERIFY USE OF REQUIRED DESIGN MIX. 1904 - X - X - - Z 1908.2 26.4.3-26.4.4,26.13.3 TYPE/FLOW RATE,PREHEAT APPLIED, J 0 1908.3 INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.),PROPER POSITION(F,V,H,OH) ~ � LJ_ z PRIOR TO CONCRETE PLACEMENT,FABRICATE O N SPECIMENS FOR STRENGTH TESTS,PERFORM ASTM C 172 WELDING TECHNIQUES:INTERPASS AND Z Q SLUMP AND AIR CONTENT TESTS,AND TB 1705.3(6) ASTM C 31 X - - FINAL CLEANING,EACH PASS WITHIN DETERMINE THE TEMPERATURE OF THE 1908.10 ACI 318:26.4,26.12 PROFILE LIMITATIONS,EACH PASS MEETS X - O CONCRETE. QUALITY REQUIREMENTS L N * MASONRY-LEVELC INSPECTION TASKS AFTER WELDING: WELDS CLEANED X VERIFICATION OF Pm PRIOR TO CONSTRUCTION B TMS 602:T 5 _ _ SIZE,LENGTH AND LOCATION OF WELDS - X AND FOR EVERY 5,000 SO FT DURING TMS 602:TB B X CONSTRUCTION WELDS MEET VISUAL ACCEPTANCE VERIFICATION OF PROPORTIONS OF MATERIALS CRITERIA:CRACK PROHIBITION, WELD/BASE-METAL FUSION,CRATER - X - IN PREMIXED OR PREBLENDED MORTAR AND TMS 602:TB 5 _ X CROSS SECTION,WELD PROFILES,WELD GROUT OTHER THAN SELF-CONSOLIDATING TMS 602:1.5 B SIZE,UNDERCUT,POROSITY GROUT AS DELIVERED TO THE PROJECT SITE 1705.4 1705.2 AISC 360:TB N5.4-3 ARC STRIKES AISC 360:N5.4 X VERIFICATION OF SLUMP FLOW AND VISUAL K-AREA X STABILITY INDEX(VSI)AS DELIVERED TO THE TMS 602:TB 5 X _ _ BACKING REMOVED AND WELD TABS PROJECT SITE FOR SELF-CONSOLIDATING TMS 602:1.5 B.1.b.3 REMOVED E REQUIRED) X D GROUT REPAIR ACTIVITIES X VERIFY COMPLIANCE WITH THE APPROVED TMS 602:1. 5(1) X _ DOCUMENT ACCEPTANCE OR REJECTION SUBMITTALS TMS 602:1.5 _ X _ INSPECTION TASKS AFTER BOLTING: OF WELDED JOINT OR MEMBER DOCUMENT ACCEPTANCE OR REJECTION INSPECTION TASKS PRIOR TO BOLTING: OF BOLTED CONNECTIONS 1705.2 AISC 360:TB N5.6-3 - X - MANUFACTURER'S CERTIFICATIONS INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE PLACEMENT: AVAILABLE FOR FASTENER MATERIALS X PLACEMENT AND INSTALLATION OF STEEL X FASTENERS MARKED IN ACCORDANCE X _ _ Project No: 20-042 DECK WITH ASTM REQUIREMENTS PLACEMENT AND INSTALLATION OF STEEL 1705.2 AISC 360:TB N6.1 X _ PROPER FASTENERS SELECTED FOR THE Date: 02t18/2022 HEADED STUD ANCHORS AISC 360:N6.1 JOINT DETAIL(GRADE,TYPE,BOLT LENGTH X DOCUMENT ACCEPTANCE OR REJECTION IF THREADS ARE TO BE EXCLUDED FROM Checked By: SG OF STEEL ELEMENTS X - SHEAR PLANE) INSTALLATION OF OPEN WEB STEEL JOISTS AND 0. SEE JOIST MANUFACTURER FOR SPECIAL DETAIL X Drawn By: SM 22 JOIST GIRDERS 2207.1 PROPER BOLTING PROCEDURE FOR JOINT- - X INSPECTION REQUIREMENTS ASSOCIATED WITH THE DEFERRED SUBMITTAL CONNECTING ELEMENTS,INCLUDING THE WOOD APPROPRIATE FAYING SURFACE 1705.2 AISC 360:TB N5.6-1 eet ame : AISC 360:N5.6 CONDITION AND HOLE PREPARATION,IF X FABRICATION OF PREFABRICATED STRUCTURAL 1704.2.5 _ _ X REFER TO INSPECTION IN FABRICATION SHOP SPECIFIED,MEET APPLICABLE w STATEMENT OF ELEMENTS REQUIREMENTS REQUIREMENTS Ln VERIFY STRUCTURAL PANEL GRADE AND AWC SDPWS THICKNESS.VERIFY NOMINAL SIZE OF PRE-INSTALLATION VERIFICATION TESTING SPECIAL INSPECTIONS FRAMING MEMBERS AT ADJOINING PANEL BY INSTALLATION PERSONNEL OBSERVED _ _ FABRICATION OF HIGH-LOAD DIAPHRAGMS TB 42 - X EDGES.VERIFY NAIL OR STAPLE DIAMETER AND DOCUMENTED FOR FASTENER X w 1705..2 AND LENGTH,NUMBER OF FASTENER LINES ASSEMBLIES AND METHODS USED AND SPACING BETWEEN FASTENERS IN EACH LINE AND AT EDGE MARGINS PROPER STORAGE PROVIDED FOR BOLTS, CITY APPROVED PLANS LLJ NUTS,WASHERS AND OTHER FASTENER X - - ICC/IAPMO SPECIAL INSPECTIONS APPLY TO HOLD-DOWN COMPONENTS Reviewed for Code Compliance 1703.4 ANCHOR SIZE AND PLACEMENT,INCLUDING n PREFABRICATED WOOD SHEAR PANELS 1705.1.1(3) REPORT ION - X EMBEDMENT LENGTH,SPACING,AND EDGE INSPECTION TASKS DURING BOLTING: U DISTANCE FASTENER ASSEMBLIES,OF SUITABLE PLANS MUST BE ON JOB SITE Z CONDITION,PLACED IN ALL HOLES AND WASHERS(IF REQUIRED)ARE POSITIONED X Lu AS REQUIRED FOR ALL INSPECTIONS C7 JOINT BROUGHT TO SNUG-TIGHT Q CONDITION PRIOR TO THE X - - Sheet No PRETENSIONING OPERATION FASTENER COMPONENT NOT TURNED BY 1705.2 AISC 360:TB N5.6-2 AISC 360:N5.6 THE WRENCH PREVENTED FROM X - - _ ROTATING a FASTENERS ARE PRETENSIONED IN S O.O 3 of ACCORDANCE WITH THE RCSC SPECIFICATION,PROGRESSING X - - SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES Page 66 of 319 1 2 3 4 5 6 STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING - CONTINUED pivot TABLE 2A - REQUIRED STRUCTURAL SPECIAL INSPECTIONS FOR STEEL BOND STRENGTH AT FLOOR,ROOF,AND WALL EACH25DAREA EOF ACH north MT OF K-AREA OF ROLLED WIDE FLANGE COLUMN ASSEMBLIES 1705.14.6.1 SPRAYED AREA EACH SEISMIC RESISTANCE AISC 341:J6.2a FLOOR LEVEL WEBS ADJACENT TO DOUBLER/CONTINUITY EACH PLATE LOCATION AWS D1.1:6.14.4 REFERENCE ARCHITECTURAL FOR ADDITIONAL PLATE WELDS EACH TYPE OF I T E C T U R E ASTM E 736 INFORMATION INSPECTION MAGNETIC PARTICLE(MT)AND ULTRASONIC(UT) AISC 341:J6.2b BOND STRENGTH AT STRUCTURAL FRAMING STRUCTURAL MEMBER A SYSTEM OR MATERIAL IBC CODE CODE OR STANDARD FREQUENCY(NOTE 6) REMARKS TESTING OF COMPLETE JOINT PENETRATION MT-AWS D1.1:6.14.4 UT 100%OF W ELDS MEMBERS 1705.14.6.2 FOR EACH 2500 SO FT OF REFERENCE REFERENCE CONTINUOUS I PERIODIC I GROOVE(CJP)WELDS IN MATERIALS 5/16"THICK UT-AWS D1.1:6.13&MT 25%OF WELDS REFER TO DRAWINGS FOR LOCATIONS LEVER AREA EACH FLOOR GENERAL AND GREATER 6.14.3 UT OF BASE METAL THICKER THAN 1-1/2" AISC 341:J6.2c SMOKE CONTROL SYSTEMS PIVOT NORTH ARCHITECTURE,PLLC. REFERENCE GENERAL STRUCTURAL NOTES BEHIND AND ADJACENT SEISMIC FORCE-RESISTING SYSTEMS(SFRS)IN SUBJECT TO THROUGH-THICKNESS WELD AWS D1.1:6.13& - LEAKAGE,PRESSURE DIFFERENTIAL,FLOWW. STRUCTURES ASSIGNED TO SEISMIC DESIGN _ X _ FOR OUTLINE OF SFRS SYSTEM.REFERENCE SHRINKAGE STRAINS 6.14.3 TO EACH WELD MEASUREMENT AND DETECTION AND CONTROL 1705.18 _ DETERMINED BY 1101 OI GROVE STREET CATEGORY C,D,E OR F TABLE TI FOR MATERIAL SPECIFIC VERIFICATION JURISDICTION BOISE,ID 83702 1704.3.2 INSPECTION REQUIREMENTS. MT OF THERMALLY CUT SURFACES OF BEAM 1705.13.1 www.pivotnorthdesign.com DESIGNATED SEISMIC SYSTEMS(SECONDARY)IN 1705.12 COPES AND ACCESS HOLES AT WELDED SPLICES REFERENCE TABLE N1 AND N2 FOR AND CONNECTIONS WHEN THE FLANGE AISC 341:J6.2d STRUCTURES ASSIGNEDTOSEISMIC DESIGN - X - EACH LOCATION - TABLE N4 - REQUIRED NONSTRUCTURAL TESTING FOR SEISMIC CATEGORY C,D,E OR F INSPECTION REQUIREMENTS. THICKNESS EXCEEDS 1-1/2"FOR ROLLED SHAPES AWS D1.1:6.14.4 STAMP ' OR THE WEB THICKNESS EXCEEDS 1-1/2"FOR s�cwnt ENS CONCRETE BUILT-UP SHAPES O P�aTFq yF RESISTANCE = 1 F�m MATERIAL VERIFICATION EN REINFORCING STEELMT OF THE WELD AND ADJACENT AREA IN A AISC 341: 1 2 3 AND POST-TENSIONING TENDONS USED IN 1705.5(7) REDUCED BEAM SECTION(RBS)PLASTIC HINGE EACH LOCATION - TESTING �_1 MOMENT RESISTING FRAMES AND SHEAR WALL 1705.12 - - X CERTIFIED MILL TEST REPORTS REGION REPAIRED BY WELDING AWS D1.1:6.14.4 BOUNDARY ELEMENTS SYSTEM OR MATERIAL IBC CODE REFERENCE CODE OR REFERENCE�D FREQUENCY REMARKS GOyfgrE OF��P��P�' MT OF THE ENDS OF FLANGE WELDS FROM AISC 341:J6.2f EACH LOCATION REINFORCING STEEL AND CONCRETE ACI318:26.13.1.4, WHICH WELD TABS HAVE BEEN REMOVED AWS D1.1:6.14.4 MECHANICAL AND ELECTRICAL PLACEMENT IN SPECIAL MOMENT RESISTING X - - FRAMES 26.13.3.2 SEISMIC ISOLATION SYSTEM SEISMIC RESTRAINT OF MECHANICAL AND 1705.12 SYSTEM TESTS 1705.13.4 ASCE 7:17.8 ELECTRICAL COMPONENTS IS A CONTRACTOR GROUTING OF BONDED POST-TENSIONING COMPONENT TESTING INCLUDING MOUNTING 1705.13 RESPONSIBILITY AND IS LISTED HERE FOR TENDONS IN SEISMIC FORCE-RESISTING ACI 318:19.4 X - - SYSTEMS OR ANCHORAGE IF CERTIFICATES OF 1705.13.2 ASCE 7:13.2 - X INFORMATION ONLY.REFERENCE F�///-yarn ���`y,Yw, SYSTEMS COMPLIANCE ARE NOT AVAILABLE 1705.13.3 MECHANICAL AND ELECTRICAL FOR FURTHER RI�i�V/ (/(/ll,..ILLER INSPECTION TABLE N1 - REQUIRED ARCHITECTURAL SPECIAL INSPECTIONS INFORMATION. ✓ IIJJ SYSTEM OR MATERIAL IBC CODE ICODE OR STANDARD FREQUENCY(NOTE 6) REMARKS REFERENCE REFERENCE I CONTINUOUS I PERIODIC I TESTING WOOD SYSTEM OR MATERIAL IBC CODE CODE OR STANDARD FREQUENCY REMARKS FIELD GLUING OF DIAPHRAGM AND SHEAR WALL REFERENCE REFERENCE CONTINUOUS PERIODIC STATEMENT OF SPECIAL INSPECTION AND TESTING NOTES: ELEMENTS X SPRAYED FIRE-RESISTANT MATERIALS AND INTUMESCENT FIRE-RESISTANT COATINGS CONNECTIONS FOR DRAG STRUTS,BRACING, SPECIAL INSPECTIONS APPLY TO 1. SPECIAL INSPECTIONS SHALL CONFORM TO CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE(IBC)AND THE REFERENCE CODES AND STANDARDS B AND SHEAR WALL ANCHORAGE AND - - X ALL CONNECTIONS VISUALLY INSPECTED SURFACE CONDITIONS - X CLEANLINESS OF STEEL,PRODUCT NAME AND LISTED IN NOTE 2.REFER TO TABLES 1 AND 2 FOR SPECIAL INSPECTION AND TABLES 3 AND 4 FOR TESTING REQUIREMENTS. - HOLD-DOWNS 1705.12.2 ICGIAPMO 1705.14 TYPE,MATERIAL EXPIRATION DATE,AMBIENT EVALUATION 2. REFERENCE CODES AND STANDARDS ARE THOSE REFERENCED IN CHAPTER 35 OF THE CODE. E 1705.15 CONDITIONS,APPLICATION PROCEDURES,AN m 8 FASTENING OF DIAPHRAGM AND SHEAR WALL ALL FASTENING VISUALLY INSPECTED.NOT REPORT MATERIAL THICKNESS,DENSITY AND BOND "' SHEATHING WITH EDGE NAILING 4INCHES ON - - X REQUIRED WHERE THE FASTENER SPACING IS APPLICATION - X °p e, CENTER OR LESS MORE THAN 4 INCHES ON CENTER STRENGTH 3. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED QUALIFIED TESTING AND INSPECTING AGENCY MEETING THE o o 6,- REQUIREMENTS OF ASTM E 329(MATERIALS),ASTM D 3740(SOILS),ASTM C 107777(CONCRETE),AND ASTM E 543(NON-DESTRUCTIVE).THE TESTING AND ; EXTERIOR INSULATION AND FINISH SYSTEMS INSPECTING AGENCY SHALL FURNISH TO THE**STRUCTURAL****ENGINEER****ARCHITECT**A COPY OF THEIR SCOPE OF ACCREDITATION.SPECIAL v n m ry 3 INSTALLATION 1705.16 X _ INSPECTORS SHALL BE CERTIFIED BY THE BUILDING OFFICIAL.WELDING INSPECTORS SHALL BE QUALIFIED PER SECTION 6.1.4.1.1 OF AWS D1.1."AND TABLE 2B - REQUIRED STRUCTURAL SPECIAL INSPECTIONS FOR FIRE-RESISTANT PENETRATIONS AND JOINTS WABQ** INSTALLATION 1705.17 - - X - 4. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS.ALL WIND RESISTANCE SMOKE CONTROL SYSTEMS DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE INSPECTION REPORTS.ISSUES INSTALLATION 1705.18 - X RECORD DEVICE LOCATIONS REQUIRING IMMEDIATE CORRECTIVE ACTIONS OR ENGINEERING INPUT ARE TO BE BROUGHT TO THE ENGINEER'S ATTENTION IMMEDIATELY UPON INSPECTION DISCOVERY. SYSTEM OR MATERIAL IBC CODE CODE OR STANDARD FREQUENCY(NOTE 6) REMARKS REFERENCE REFERENCEI CONTINUOUS PERIODIC 5. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL,**STRUCTURAL**"ENGINEER** GENERAL TABLE N2 - REQUIRED NONSTRUCTURAL SPECIAL INSPECTIONS **ARCHITECT**CONTRACTOR AND OWNER.THE TESTING AND INSPECTING AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT THE WORK REQUIRING INSPECT FASTENING OF ROOF DECK,ROOF SPECIAL INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN THE INSPECTION REPORTS HAVE BEEN CORRECTED. FRAMING AND FLOOR DIAPHRAGMS 1705.11.3 - - X FOR SEISMIC RESISTANCE TO ROOF AND FLOOR DIAPHRAGMS AND - FRAMING. TESTING 6. CONTINUOUS SPECIAL INSPECTION:SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE INSPECTED SYSTEM OR MATERIAL IBC CODE CODE OR STANDARD FREQUENCY REMARKS IS BEING PERFORMED.PERIODIC SPECIAL INSPECTION:SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT WHERE THE WOOD REFERENCE REFERENCE CONTINUOUS PERIODIC WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED. ELEMENTSING OF DIAPHRAGM AND SHEAR WALL _ X ARCHITECTURAL 7. WHERE PERIODIC INSPECTION IS ALLOWED IN ACCORDANCE WITH THE ANCHOR ICC/IAPMO EVALUATION REPORT,INSPECTIONS SHALL BE AS FOLLOWS: CONNECTIONS FOR DRAG STRUTS,BRACING, INSTALLATION AND ANCHORAGE OF ACCESS 1704.3.2 _ _ X -FOR ALL ANCHORS,PRIOR TO CONCEALMENT,VERIFY:ANCHOR TYPE,ANCHOR DIMENSIONS,ANCHOR SPACING AND EDGE DISTANCE. AND SHEAR WALL ANCHORAGE AND - - X ALL CONNECTIONS VISUALLY INSPECTED FLOORS 1705.12.5.1 -FOR EACH ANCHOR TYPE AND SIZE,INSPECTOR SHALL BE ONSITE TO CONTINUOUSLY INSPECT A MINIMUM OF THE FIRST 10 ANCHORS INSTALLED BY HOLD-DOWNS 1705.11.1 INSTALLATION AND ANCHORAGE OF CLADDING EACH INSTALLER FOR CONFORMANCE WITH ICC/IAPMO EVALUATION REPORT.PROVIDED ALL ANCHORS ARE INSTALLED CORRECTLY PER AND INTERIOR/EXTERIOR VENEER WEIGHING MANUFACTURER'S INSTRUCTIONS,PROVIDE PERIODIC INSPECTION ON A MINIMUM OF 10%OF THE NEXT 1000 ANCHORS BY EACH INSTALLER AND A Ch O FASTENING OF DIAPHRAGM AND SHEAR WALL ALL FASTENING VISUALLY INSPECTED.NOT _ _ X 2 SHEATHING WITH EDGE NAILING 4INCHES ON - - X REQUIRED WHERE THE FASTENER SPACING IS MORE THAN 5 PSF IN BUILDINGS MORE THAN 30 MINIMUM OF 5%OF THE REMAINING ANCHORS BY EACH INSTALLER. INSPECTIONS SHALL OCCUR A MINIMUM OF ONCE PER WEEK AT A RANDOM TIME Q CENTER OR LESS MORE THAN 4 INCHES ON CENTER FEET IN HEIGHT WHILE ANCHOR INSTALLATION IS ONGOING.ANY NON-COMPLIANCE ISSUES SHALL RESET THE INSPECTION REQUIREMENTS TO TEN(10)CONTINUOUS z REFERENCE ARCHITECTURAL FOR INSPECTIONS.NON-COMPLIANT ANCHORS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD FOR REVIEW AND SHALL BE J ERECTION AND FASTENING OF INTERIOR 1704.3.2 INFORMATION BROUGHT INTO COMPLIANCE BY EITHER TESTING OR RE-INSTALLATION. O NONBEARING WALLS WEIGHING MORE THAN 15 1705.12.5 X -INSPECTION REPORTS SHALL IDENTIFY NAMES OF INSTALLERS. LL TABLE 3 - REQUIRED STRUCTURAL TESTING PSF IN BUILDINGS MORE THAN 30 FEET IN HEIGHT SPECIAL INSPECTOR SHALL PROVIDE DOCUMENTATION AT THE END OF ANCHOR INSTALLATIONS STATING THAT THE MINIMUM NUMBER OF ANCHORS Q Z TESTING ERECTION AND FASTENING OF EXTERIOR WERE INSPECTED. SYSTEM OR MATERIAL IBC CODE CODE OR STANDARD FREQUENCY REMARKS NONBEARING WALLS IN BUILDINGS MORE THAN - - X 8. OBSERVE:OBSERVE THESE ITEMS ON A RANDOM BASIS.OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS. Ln REFERENCE REFERENCE 30 FEET IN HEIGHT r CONTINUOUS PERIODICF PERFORM:PERFORM THESE TASKS FOR EACH ELEMENT. LU =1 INSTALLATION AND ANCHORAGE OF STORAGE 1704.3.2 p GEOTECHNICAL RACKS 1705.12.7 ASCE 7:15.5.3 X FOR RACKS OVER 8 FEET IN HEIGHT g INDICATED CONCRETE TESTING MEETS MINIMUM REQUIREMENTS FOR STRUCTURAL TESTING TO BE PROVIDED BY THE APPROVED QUALIFIED TESTING AND VARIES;MINIMUM INSPECTING AGENCY.ADDITIONAL TESTING FOR CONSTRUCTION CONSIDERATIONS ARE NOT INDICATED AND SHALL BE DETERMINED BY THE CONTRACTOR LL ~ FILL IN-PLACE DENSITY OR PREPARED INSTALLATION OF OTHER SEISMIC SUPPORTS w PER IBC APPENDIX - X BY THE GEOTECHNICAL ENGINEER 1704.3.2 _ _ REFERENCE ARCHITECTURAL FOR AND PROVIDED AT CONTRACTOR'S EXPENSE. rr SUBGRADE DENSITY J107.5 FOR DESIGNATED ARCHITECTURAL SYSTEMS 1705.12.5 X INFORMATION AND THEIR COMPONENTS J N 1705.6 VARIES: ELECTRICAL J CLASSIFICATION AND 0 MATERIAL VERIFICATION TESTING OF - X BY THE GEOTECHNICAL ENGINEER ANCHORAGE OF ELECTRICAL EQUIPMENT FOR X +-+ Q CONTROLLED FILL EMERGENCY OR STANDBY POWER SYSTEMS 1704.3.2 V L_ Z MATERIALS ANCHORAGE OF ALL ELECTRICAL EQUIPMENT IN 1705.12.E X N z n CONCRETE SEISMIC DESIGN CATEGORY E OR F ONLY INSTALLATION OF VIBRATION ISOLATION rn ONE SAMPLE FOR 5 000 SEISMIC RESTRAINT OF ELECTRICAL L o SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC CY NOR LESS THAN 5,000 COMPONENTS IS A CONTRACTOR ASTM C 172 OBTAIN WHEN FRESH CONCRETE IS PLACED DESIGN CATEGORY C,D,E OR F WHERE THE COMPOSITE SAMPLES SO OF SLABS AND 1705.12.E RESPONSIBILITY AND IS LISTED HERE FOR ' ACI 318:26.12 WALLS,ONE SET PER DAY FOR EACH MIX DESIGN USED CONSTRUCTION DOCUMENTS REQUIRE A 1705 12 8 - - X INFORMATION ONLY.REFERENCE ELECTRICAL MIN NOMINAL CLEARANCE OF 0.25 INCHES OR LESS FOR FURTHER INFORMATION. BETWEEN THE EQUIPMENT SUPPORT FRAME AND EACH SAMPLE: (NOTE 9)REFER TO GENERAL NOTES FOR RESTRAINT ASTM C 39 1 CYL-7 DAYS TEST AGE.FOR 6 BY 12-INCH CYLINDERS,2 CONCRETE STRENGTH,UNO 1903 INSTALLATION OF OTHER SEISMIC SUPPORTS 1705.3 ACI 318:26.12 3 CYL-TEST AGE CYLINDERS AT TEST AGE IS PERMITTED. FOR DESIGNATED ELECTRICAL SYSTEMS AND 1705.12.6 - - X 1 CYL-HOLD CYL=CYLINDER THEIR COMPONENTS CONCRETE SLUMP ASTM C143 ONE TEST COMPOSITE SAMPLE AT POINT OF PLACEMENT PROCESS MECHANICAL AND PLUMBING COMPO SAMPLE CONCRETE AIR CONTENT ASTM C 231 ONE TEST PER MIN ONE PER DAY INSTALLATION AND ANCHORAGE OF PIPING COMPOSITE SAMPLE SYSTEMS DESIGNED TO CARRY HAZARDOUS 1704.3.2 _ _ X D CONCRETE TEMPERATURE ASTM C 1064 ONE TEST PER ONE TEST PER HOUR WHEN AIR TEMP IS MATERIALS AND ASSOCIATED MECHANICAL UNITS 1705.12.6 SEISMIC RESTRAINT OF PROCESS COMPOSITE SAMPLE BELOW 40 DEG F OR ABOVE 80 DEG F MECHANICAL COMPONENTS IS A CONTRACTO INSTALLATION OF EQUIPMENT USING RESPONSIBILITY AND IS LISTED HERE FOR MASONRY COMBUSTIBLE ENERGY SOURCES - - X INFORMATION ONLY.REFERENCE ASTM C 62 INSTALLATION OF OTHER SEISMIC SUPPORTS 1705.12.4 MECHANICAL FOR FURTHER INFORMATION. ASTM C 216 FOR DESIGNATED MECHANICAL SYSTEMS AND - - X 2105 ASTM C 652 THEIR COMPONENTS ASTM C UNIT STRENGTH METHOD 1705.4 ASTM C556 BUILDING MECHANICAL AND PLUMBING Project No: 20-042 ASTM C 90 INSTALLATION AND ANCHORAGE OF HVAC TMS 602:1.4 B.2 DUCTWORK DESIGNED TO CARRY HAZARDOUS 1704.3.2 _ X Date: 02t18/2022 MATERIALS 1705.12.E ASTM C1314 Checked By: SG 2105 TESTING EVERY 5,000 SO PRISM TEST METHOD 17054 TMS FT - INSTALLATION OF FIRE PROTECTION SPRINKLER 1705.12 - - X 1.4 6.3.3 SYSTEM Drawn By: SM STEEL INSTALLATION OF EQUIPMENT USING X RT-AWS D1.1:6 COMBUSTIBLE ENERGY SOURCES .1E SEISMIC RESTRAINT OF BUILDING RADIOGRAPHIC(RT) MT-AWS D11:6144 ALL CJP WELDS IN MATERIALS 5/16"OR INSTALLATION OF OTHER SEISMIC SUPPORTS 1705.12.4 MECHANICAL COMPONENTS IS A CONTRACTO S h e e t IN m e . . . MAGNETIC PARTICLE(MT)AND ULTRASONIC(UT) AISC 360 N5.5 PER DRAWINGS FOR DESIGNATED MECHANICAL SYSTEMS AND - - X RESPONSIBILITY AND IS LISTED HERE FOR TESTING OF WELDS UT-AWS D1.1:6.13& GREATER REQUIRE UT TESTING THEIR COMPONENTS INFORMATION ONLY.REFERENCE 6.14.3 MECHANICAL FOR FURTHER INFORMATION. LJJ STATEMENT OF PRE-CONSTRUCTION TESTING OF WELDED 1705.2.2 AWS D1.1:7.7.1 EACH SIZE AND TYPE OF INSTALLATION OF VIBRATION ISOLATION Ln STUDS STUD EACH SHIFT - SYSTEMS IN STRUCTURES ASSIGNED SEISMIC SPECIAL INSPECTIONS DESIGN CATEGORY C,D,E OR F WHEREE THE CONSTRUCTION DOCUMENTS REQUIRE A 1705.12.6 - - X LJ..I NOMINAL CLEARANCE OF 0.25 INCHES OR LESS _ BEEEN TABLE 4 - REQUIRED STRUCTURAL TESTING FOR SEISMIC RESTRAINT HE EQUIPMENT SUPPORT FRAME AND CITY APPROVED PLANS RESISTANCE � TESTING Reviewed for Code Compliance >_ SYSTEM OR MATERIAL IBCCODE CODEORSTANDARD FREQUENCY REMARKS TABLE N3 - NONSTRUCTURAL TESTING u REFERENCE REFERENCE TESTING PLANS MUST BE ON JOB SITE Z CONCRETE REINFORCEMENT SYSTEM OR MATERIAL IBC CODE CODE OR STANDARD FREQUENCY REMARKS Lu TEST ASTM A 615 REINFORCEMENT IN SPECIAL NOT REQUIRED IN SEISMIC DESIGN CATEGORY REFERENCE REFERENCE (FOR ALL INSPECTIONS V MOMENT FRAMES,SPECIAL STRUCTURAL WALLS,1704.5(7) ACI 318,20.2.2.5 _ A OR WHEN CERTIFIED MILL TEST REPORTS SPRAYED FIRE-RESISTANT MATERIALS Q AND COUPLING BEAMS AND WALL PIERS 1705.13 ARE PROVIDED.REFER TO DRAWINGS FOR Sheet N o CONNECTING SPECIAL STRUCTURAL WALLS LOCATIONS. NOT LESS THAN(4) - THICKNESS AT FLOOR,ROOF,AND WALL MEASUREMENTS FOR TEST ASTM A 615 REINFORCEMENT FOR EACH 1000 SO FT OF WELDABILITY WHEN SUCH REINFORCEMENT IS 11705705.13 .13 ACI 318:26.6.4 - _ ASSEMBLIES SPRAYED AREA EACH TO BE WELDED FLOOR LEVEL a 1705.14.4 REFERENCE ARCHITECTURAL FOR ADDITIONAL ^0"O� ASTM E 605 INFORMATION TEST A MINIMUM OF 25% J °o THICKNESS AT STRUCTURAL FRAMING MEMBERS OF THE STRUCTURAL MEMBERS AT EACH LEVEL o DENSITY 1705.14.5 - Page 67 of 319 r 1 2 3 4 5 6 FOOTING SCHEDULE CONTINUOUS FOOTING SCHEDULE TYPE MARK DIMENSIONS REINFORCING TYPE COMMENTS TYPE MARK DIMENSIONS REINFORCING TYPE COMMENTS pivot LENGTH WIDTH DEPTH WIDTH DEPTH F2.0 2'-0" 2'-0" T-3" (3)#4 EA WAY - W1 1'-0" -" (2)#4 LONG&#4 @ 12"OC TRANSVERS 6"NON-BEARING n o r t h F4.0 4'-0" 4'-0" 1'-3" (4)#5 EA WAY - W2 2'-0" V 1'-66" (2)#5 LONG&#4 @ 12"OC TRANSVERS - F6.0 6'-0" 6'-0" 1'-3" 6#5 EA WAY - W3 3'-0" V-6" (3)#5 LONG&#5 @ 12"OC TRANSVERSE - W4 4'-0" V-6" 4#5 LONG&#5 @ 12"OC TRANSVERS - GENERAL PLAN NOTES: ITECTURE G1 REFERENCE DRAWINGS: A \ \ T TIT T T T T SO.OX-GENERAL STRUCTURAL NOTES S1.OX-LOAD MAPS S3.OX-COLUMN SCHEDULE S4.OX-TYPICAL CONCRETE DETAILS PIVOT NORTH ARCHITECTURE,PLLC. S4.5X-TYPICAL STECMUEL DETAILS 1101 W.GROVE STREET SS.OX-TYPICAL STEEL DETAILS S6.OX-TYPICAL WOOD DETAILS BOISE, D 83702 G2 SEE SHEET SO.00 FOR TYPICAL SYMBOLS www.pivotnorthdesign.com 138'-0" G3 ELEVATION 100'-0"=3652.40 FT PER CIVIL STAMP 20'-0" 40'4' 6'-8" 3'-4" 18'-0" 28'-0" 16'-8" 0ML ENd TYP Ik FOUNDATION PLAN NOTES: o�,p�o1STFR oy`m BOLLARDS o) rn o F1 GEOTECHNICAL ENGINEER SHALL OBSERVE THE FOUNDATION ¢ 12 3 CMU CMU EXCAVATIONS PRIOR TO PLACEMENT OF THE REINFORCING \✓" 12 S4 02 O m g 8 12 O1 STEEL GOylAtE OF\OP��P�' F6.0 C ZU 00 53.11 m F2 COORDINATE WITH MECHANICAL,ELECTRICAL,AND PLUMBING � (98'-0") DRAWINGS FOR ALL UNDER-SLAB UTILITY LOCATIONS, + _ _ _ _ _ _ _ _ _ _ _ TRENCHES,AND FLOOR SINKS.ALL UTILITIES THAT CROSS FOUNDATIONS SHALL BE PLACED BELOW FOOTINGS PER B CM F6.0 12-H I W4 (9g,p„) 7 F3 FX.X INDICATES FOOTING TYPE PER SCHEDULE �-//-��y�� ���`y,Yw, INTICATES TOP OF FOOTING ELEVATION. RI�~//�'' (/(/ll,..ILLER v 53.10 W (XX'-X") r✓I V IIJJ(/(/U�F,-1 (98,-0„) 4 r� r� 53.01 @OPP S r�1 *Ti� IL A L A L J L JI W2 F4 S INDICATES STEP IN CONTINUOUS FOOTING F2.0 S3.01 F2.0 F2.0 F2.0 7 (98 0") 2 F5 XXRND GATES WALL TYPE AS FOLLOW 1-(98'-0') 8'-0-y- @ DOORS-(98' ")-(98'-0") -.(98}U")-- I - 53.10 -OPP 28-6" Wq . ___ ______________ W3 XXW2 _ W __ (98'-0„) ,I (98-0)- CMU: CMU WALL PER ELEVATION&1/S4.51 0 BD - - - - - - - - - - -- L - - - - - - - - - - W: WOOD WALL PER 1/S6.02 m -- ------ 6 - - 6 1 r 1 iv LOCATE WALLS PER ARCH.CENTER OF WALL= ^ E CENTER OF FOUNDATION. o mQ m AT INT 3���ILLJJJI 6+O }}} e N W1 I APP BAY W3 W3 F6 INDICATES WOOD POST.BASE CONNECTION PER 10/S4.02 m i0 O 11 1 (100,_0„) ) W2g -- _-(100',0")-- (98'-0" 1 .1 3 7 _ _ _ _ I_ _ _ _ _ _ _ _ _ +6 F7 INDICATES CMU WALL SECTION PER ELEVATION OR 1/S4.51 W2 W4 1 2 �? FOR REINFORCEMENT AS INDICATED (98-0") (98--0") 11 F4.0 r _ 6+ 11 2z6 NU�O ® INDICATES NON-BEARING CMU WALL SECTION PER 1/S4.52 (99'-0") �- 6` 6 1 1 INDICATES BEARING WOOD WALL SECTION PER 1/S6.02 12"HI-R CMU 1 11 -J 53.10 CMU WALL,TYP UNO 53.01 1 1 INDICATES NON-BEARING WOOD WALL SECTION PER 1/S6.02 12-H I I 1 53.01 6+cO yy TYP r- I 2z6 UNO 1 ��i INDICATES WINDOW OPENINGS IN THE WALL V 11 BELOW CMU 1 11 W4 c N CMU BELOW EL=11T-8" 12 TYP @INT 12 (100'-0") W2 N 12 EL=115'-8" BEARING 54.02 1 O INDICATES DOOR OPENINGS IN THE WALL rn WALLS 0+6 (98'-0") ABOVE CM 1 CM ABOVE EL=117'-8" 12-H 6 12-H EL=115'-8" + 5 I +6 9 11 6 FS X Xx TYPE ABOVE PER 2/S6.0RWALL LENGTH AND 53.11 1 F4.0 -I I S3.11 1 6 S3.11 (99-0") J - b 53.11 1 - 6 F9 O I- - - - - - - - - - - _ _ _ _ _ _ _ INDICATES HOLD-DOWN AND END STUDS PER 4/56.01 L 02 I (98,_0. 1 F ---- ---- 1 1 F10 7- INDICATES UTILITIES BY OTHERS Q TRENCH DRAINS ) I I }° +b L----- --- Z 11 AT INT PER S2.01 a,TYP rO b W2 J C 54.02 APP BAY +b O r- 10 b b LL 1 99'0")1 Z V l TYP 10 S3.10 1 n SEE 52.01a FOR SLAB 1 54.02 - J OI 1 ON GRADE PLAN 1 W3 (.n = 11 11 (100,_0„) r II 1 I 53.10 0 1 1 5 I 1 L @DOORS 1 L___ ______ _____I - ___ _______ ___ 5_ W2 LL ~ @ PIERS l 1 (98--0") F- _W2 c W2 53.01 S3.01 1 s+ 6 (98'-0") 1 .. O io (98,_O„) CMU 3 W4 1 53'_2" 6, L ------ ----- - 12-H S3.11 (98'-0") i- i 1 4 @ OVERHANG r- - U LL Z - -------�---- - -�---- - - 3 - ----- - - 7 N CMU W4 53.10 S3.10 (98,_0„) (98'-0„) O CM rn 6 CMU I in g p I(98'-0") 12-H 53.10 4 S3.11 m U CMU 1,_0„ W4 8 TYP (98--0") D CMU I g --------------- I LOCATE GENERATOR ENCLOSURE PER ARCH&CIVIL W2 CM 8 Wq -_-_ -__ Project No: 24042 Date: 02118/2022 Checked By: SG Drawn By: SM FOUNDATION PLAN O Sheet Name: AZ Lu LEVEL 1 (n ?: FOUNDATION PLAN Lu CITY APPROVED PLANS � w Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: S2.01 Page 68 of 319 r 1 2 3 4 5 6 pivot GENERAL PLAN NOTES: n o(t h GI REFERENCE DRAWINGS: I T E C T U R E A \ \ T TIT T T T T SO.OX-GENERAL STRUCTURAL NOTES S1.OX-LOAD MAPS S3.OX-COLUMN SCHEDULE S4.OX-TYPICAL CONCRETE DETAILS PIVOT NORTH ARCHITECTURE,PLLC. S4.5X-TYPICAL STECMUEL DETAILS 1101 W.GROVE STREET SS.OX-TYPICAL STEEL DETAILS 20'-0" 40'-0" 6'-8" 3'-4" 18'-0" 28'-0" 16'-8" 5'-0" S6.OX-TYPICAL WOOD DETAILS BOISE,ID 83702 G2 SEE SHEET SO.00 FOR TYPICAL SYMBOLS www.pivotnorthdesign.com G3 ELEVATION 100'-0"=3652.40 FT PER CIVIL STAMP S,ML ENC/ SLAB-ON-GRADE PLAN SYMBOLS: o0p�o1sre o?`Dm 1. 1 .0.WNC INDICATES TOP OF STRUCTURAL CONCRETE ELEVATION. ¢ 12 3 2. �T INDICATES STEP IN SLAB,SEE 12/S4.01 A _ _ _ _ _ _ _ _ ❑ _ _ _❑ _ _ ❑ _�I _ _ _ _ _ _ _ _�I _ _ _ _ _ _ 3. ® INDICATES CMU WALL SECTION PER ELEVATION OR 1/54.51 FOR REINFORCEMENT AS INDICATED B � INDICATES NON-BEARING CMU WALL SECTION PER 1/54.52 INDICATES BEARING WOOD WALL SECTION PER 1/S6.02 RIC§yng uA ILLER LJ LJ LJ LJ 0 INDICATES NON-BEARING WOOD WALL SECTION PER 1/S6.02 a 53.10 9 INDICATES WINDOW OPENINGS IN THE WALL N B - - - - - - - - - - - - - - -— INDICATES DOOR OPENINGS IN THE WALL T.O.CONC. EL=99'-10" m o 4. CONTRACTOR OPTION TO PROVIDE SAW-CUT CONTROL JOINT PER 12/S4.01. � gooey 5. PROVIDE VAPOR RETARDER SHEET UNDER ENTIRE BUILDING v n m ry 3 FOOTPRINT,SEE SPECS 033000. - - - - - - - _— T.O.CONC. 'JFTT OV - EL=100'-0" 6 EL-100'-0" T.O. 6C. T.O.CONC. 54.02 EL=99'-6" EL=100'-0" T.O.CONC. EL=100'-O" 4 N 8"CONC SLAB ON 5"CONC SLAB ON GRADE W/#5 BAR @ 5"CONC SLAB ON GRADE W/#4 BAR @ 18"OC EA WAY GRADE W/#4 BAR @ 18"OC EA WAY 18"OC EA WAY SLOPE TO SLOPE TO SLOPE TO SLOPE TO 9 DRAIN DRAIN DRAIN DRAIN S3.11 54.02 54.02 O J C 10 Q LL NI I I S3.10 I I I i Ln 2 I— LI_I o LL w - - -- J F-i o - -�- - -) 77- OQ� LL z - - - - - - - vz NY ❑ - - _ - - - ° N II II II II I II II El El 6"SOG W/#5 @ V-0" OC EA WAY W ITHIN GENERATOR ENCLOSURE Project No: 20-042 Date: 02tt8/2022 Checked By: SG Drawn By: SM SLAB ON GRADE PLAN z SheeIName: 52.01a 1/8"=T-0" =Z L~ L, SLAB ON GRADE ?: PLAN Lu CITY APPROVED PLANS � W 1 Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE z Lu FOR ALL INSPECTIONS C7 Q Sheet No: S2.01 a Page 69 of 319 r 1 2 3 4 5 6 pivot north GENERAL PLAN NOTES: ITECTURE G1 REFERENCE DRAWINGS: AS0.0X-GENERALSTRUCTURALNOTES ^ S1.OX-LOAD MAPS T TIT T T T T S3.OX-COLUMN SCHEDULE S4.OX-TYPICAL CONCRETE DETAILS PIVOT NORTH ARCHITECTURE,PLLC. 94.5X-TYPICAL DETAILS 1101 W.GROVE STREET S5.OX-TYPICAL STEEL DETAILS S6.OX-TYPICAL WOOD DETAILS BOISE,ID 83702 G2 SEE SHEET SO.00 FOR TYPICAL SYMBOLS www.pivotnorthdesign.com G3 ELEVATION 100'-0"=3652.40 FT PER CIVIL STAMP 138'-0" S�pML ENC WOOD FRAMING PLAN NOTES: oOp�G�sTFk o?`Dm 20'-0" 40'41" 61 3'1" 18'-0" 28'-0" 16'-8" 64" J W 1 SEE THE ARCHITECTURAL DRAWINGS FOR WALL TYPES AND ¢ 12 3 FOR NON-BEARING WALL LOCATIONS. �✓" 8 2x6 FLAT BLKG BETWEEN �a rgrE of�pP� TRUSSES PER 8/S6.03 W2 SEE 1/S6.02 FOR HEADERS IN BEARING WALLS SFN M wt���P S3.11 � i AND STRAP PER 5/S6.01 i -' r W3 DIMENSIONS SHOWN ARE TO FACE OF STUD,UNO _+ _ W4 X-X FOR AWNING FRAMING INDICATES WOOD SHEARWALL LENGTH AND HSS8x2x3/16 HSS8x2x3/16 'i - @ I OC -�- TYPE BELOW PER 2/S6.01 o T.O.PLY 7 SEE DETAIL3/S OMING DRAG TRUSS �10 7.5 14SEE DETAIL3/56.03 ���/// ��///-yarn ���`y,Yw,EL=125'-111/2' MAX AXIAL Rl�i�V/ (/(/ll,..ILLER c 53.10 5 LOAD=5.86 k(ASD) S6.03 ✓ IIJJ ' 4 � C9x15 � ' WS O INDICATES HOLD-DOWN AND END STUDS PER 4/56.01 c 53.10 n in in n c _ _ 53.01 7 n+ U U U_C9x15 U U _ _ _ _ _U _U C9x15 U U U _U __ W6 O INDICATES NUMBER OF BUNDLED STUDS y @ DOORS @ PIERS 711 0 1",_.6 9x15 U 9 @OVERHANG LOCATED UNDER BEAM ABOVE PER 6/S6.01 y OPP OPP D3 I W @ 8"OC III LL W-4 53.10 W7 OA INDICATES HARDWARE PER 5IS6.01 - --- � 3x6 ____ III0 =_B -_ -- - --- - - - - _- - -- - - - C9x15 U c DSO PER I�� �i L S1/2"x12"HDR I W8 TG<X> INDICATES SHOP FABRICATED TRUSS GIRDER LL e I C MECH. B II`� - B N I PER S3.02 m T.O.PLY I MAX III I <X>INDICATES UPWARD BEAM CAMBER T.O.PLY = WEIGHT - (INCHES)AT MIDSPAN 0 16 n EL-.0 L 1/2" TYP WALL TO Y� ' � � I -e r.YYSx i2 S > N _ 13 _ Ili - TYP -172 LB. DRAG BEAM w EL 114'-0 3/8" C0 N 56.03 W9 INDICATES PLYWOOD SHEATHING TYPE AND v N m m ORIENTATION PER DETAIL 3/56.01 2x6 FLAT BLKG IC9x15 BETWEEN TRUSSES-PER 8/S6.03 AND ; CONTINUOUS STRAPW70 XX XX INDICATES WALL TYPE AS FOLLOW: ROOF ACCESS F DRIFT A DRIFT C DRIFT B EF PER MECH. FRAME OPENIN PER 5/S6.01MAX WEEIGHTDETAIL9/S6.03DRIFT D W:WOOD WALL PER 1/S6.02 IN 6 I 53.10 W11 INDICATES SNOW DRIFT TYPE PER SCHEDULE IN D1 RTU PER MECH. DRIFT X GENERAL NOTES 53.01 53.01 II MAX WEIGHT=2,100 LB. :tj ; C9x15 U 91 W12 - INDICATES BEARING WALL BELOW 1 i�N 24"RT(24") 24"RT(24") ; 24"RT(24") ( ) ( ) I = U O INDICATES WOOD POST BELOW Y 18"RT 24" 18"RT 24" II II o x U W13 a? N 18"RT(24") S6.03 II -arno ERV PER TYP I I FOR AWNING FRAMING W14 INDICATES PREFABRICATED WOOD TRUSSES XX"RT YY" MAX WEIGHT n I I I� x SEE DETAIL3/S6.03 ( ) PER GENERAL NOTES. OPENING FRAMING " ® OPENING FRAMING I C9x15 T.O.PLY XX"INDICATES DEPTH OF WOOD TRUSS. =387 LB. ® PER 9/56.03 PER 9/56.03 (YY")INDICATES WOOD TRUSS SPACING OC. r " EL=113'-5 518" 53.11 1 % U c`a 6 1 53.11 ERV PER MECH. ,'.' S3 11 iu C ; C9x15 53.11 53.02 MAX WEIGHT=246 LB. 16 0 \J T.O.PLY I 5T.0 C9x1 .PLY m EL=114'-10 7/8" OPENING FRAMING C9J � GL 3-1/2"x9" PER 9/S6.03 4x4 WOOD POST B EL=115'-4 7/8" Q N BELOW FRAMED TO I T.O.PLY TOP OF HEADER GL 3-1/2"x9" I OPENING FRAMING z SLOPE SLOPE �� BELOW 12 I PER 9/56.03 O E EL=116'I81/8� 56.03 I LL !ItESL LL_OPE MAU PER MECH. U S30 i i I, N MAX WEIGHT RTU PER MECH. CU PER MECH,TYP i MAX WEIGHT=1,100 LB. N = ROOF ACCESS II - r � PER ARCH. C MAX WEIGHT=60 LB EA N a� I W 0 U RAME OPENING 5310 O F LL DRAG TRUSS PER DETAIL9/56.03 D3 c K rn AXIAL LOAD-8.4 k(ASD) N I LL w o @DOORS @PIERS c _______ __ 11 DRAG TMAX AKIALSS 56.03 I EL 1T.016'S 1PLY/8" .. J O H 3 S3.01 53.01 LOAD=4.62 k(ASD) li a Q E- S3.11 _ _ _ _ _ L.L Z - HSS8x2x3/16 LL - - v' u' '^ u' C9x15 '^ '^ -u' - 0) 7 N o - m rn x rn rn rn -6 rn rn ._ L < HSSSx2x3/1 - U __U _ U _U _ U _ _U U - U - U _ _- 0'=4' - C9x15 O 3 4 N 3x6 53.10 53.10 p FOR AWNING FRAMING 6 11 .ti S3 11 4 2x6 FLAT BLKG BETWEEN i @ OVERHANGS SEE DETAIL 3/56.03 53.10 53.11 TRUSSES PER 8/S6.03 AND STRAP PER 5/S6.01 D Project No: 20-042 Date: 02/18/2022 Checked By: SG Drawn By: SM ROOF FRAMING PLAN Sheet Name: S2.D2 '/B"=''-°" =Z w ROOF FRAMING PLAN cn W CITY APPROVED PLANS � w Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: a S2.02 Page 70 of 319 r 1 2 3 4 5 6 FALL PROTECTION PER MANUF pivot LOCATE PER ARCH (1)ADD'L#5 @ FALL PROTECTION ANCHORS l 3 J PROVIDE CHORD VERY&HORIZ REINF PER SCHED l L J ITT ^, 1 T EXTEND TO JAMB REINF,TYPnorth BARS AT ROOF IN DETAIL 2/54.51,TYP UNO \ , /ATTACHMENT PER 1/S4.51 Y Y CONT CHORD BAR AT V 7 Y ROOF PER S4.51 ITECTURE T.O_CMU HIGH � i- T.O.CMU HIGH -2T-0� - - - - - 27'A A - PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET T.O.BRICK HIGH SILL REINF TO MATCH LINTEL BOT REINF- SILL REINF TO MATCH LINTEL BOT REINF- BOISE, D 83702 20'u, PER SCHEDULE ON 2/S4.51,TYP PER SCHEDULE ON 2/S4.51,TYP www.pivotn'rthdesign.com T.O_CMU LOW _ _ _ - _ _ _ T.O.CMU LOW 1g-0" -CONY CHORD BAR- - 18'-0" AT ROOF PER 2/S4.51 S�ONAL ENC - O`cS PG\STFR y 12 3 HSS PER 7/S5.01,TYP HSS PER TMEPVATION, - ON 2/S4 SER SCHEDULE GOyfgrE OF\�P��P� (4)LAYERS OF(2)#6 T.O.ALCOVEF-,LINTEL -BARS @ 8"OC FROM- 10'-0" ro BOT OF LINTEL W/ #4 TIES @ 16"OC r 6 @ CORNER _ PER 4F/S4.51 6 @ CORNER Jr4 PIER,OPP 4 / S4.51PIER,OPP JAMB PER 5/S4.51 JAMB ;.'I 4'-0" 5'-0" 3'-0" 8'-8"-. 3'-4" 6'-0" 3'-0" 14'-8" 4'-8" - -8 3'-4" 1'-4" 4'-0" 1'-4'I Rl�irV/ (/(iL7���ILLER ✓ ll 4'0" PER 5/S4.51 32'-0" T LEVEL1 - - -LEVELI 0'-0" B BOG PER FOOTING NOTES: REINF BTWN JAMB PER 4A/S4.51, PLAN,TYP E PER PLAN 1.FOR TYPICAL WALL REINFORCEMENT SEE DETAILS 1/S4.51&2/S4.51 OPENINGS PER TYP UNO FOOTING PER m DETAIL 1/S4.51,TYP PLAN,TYP °M°is t1i oo,6y 3 m ry a WALL ELEVATION 1 WALL ELEVATION 53.01 3/16"=V-0" 53.01 3/16"=V-0" p g c p E 1 CONY CHORD BAR AT ( G I H yy Y Y Y ROOF PER 2/S4.51 Y T.O.CMU HIGH 27'-4" 4'-0" 8'-0" - SILL REINF TO MATCH LINTEL BOT 8'0 4,0" REIN,PER SCHEDULE ON 2/S4.51,TYP SILL REINFTO MATCH LINTEL POT REIN -� L -PER SCHEDULE ON 2,S4.51.TY - -o - T.O.BRICK HIGH "v -CONT CHORD BAR AT -ROOF PER 2/S4.51 - T.O.CMU LOW - - - - - - - - - - r —. - - - �- - - - 18,0" m O i Q O JAMB PER 4A/S4.51, O C TYP UNO Lal LINTEL PER SCHEDULE Z ON 2/S4.51,TYP- Q T.O_A L C 00 V0E zo Ln 2 JAMB PER 5/S4.51 Lu O I L 0 H JAMB PER 5/S4.51 ILL \X//,E. - w 0" 16-0" z'-8' 18$° 6-8 4,-0. _ J N J z -LEVEL 1 if �l 00 Li zJL� L L L J L J/L J L _ U v L7 2 _ � O BOG PER L NOTES: REINF BTWN ^� 1.FOR TYPICAL WALL REINFORCEMENT SEE DETAILS VS4.51&1/S4.51. OPENINGS PER PLAN,TYP o DETAIL 1/S4.51,TYP FOOTING PER PLAN,TYP 2 WALL ELEVATION 53.01 3/16"=V-0" D 3 2 - - - - 5 TYP @ HSS ON— - - TYP @ HSS ON _ _ T.O.CMU HIGH S5.01 MIDDLE PIER CORNER PIER 27 _' S5.01 Project No: 20-042 HSS PER PLAN HSS PER PLAN Date: 02/182022 -TRUSS GIRDER - _ - T.O.BRICK HIGH PER1/53.02 20'-0" Checked By: SG T.O.CMU LOW Il Drawn By: SM 18'-0" 6 @ CORNER 6 @ MIDDLE 54.51 PIER,OPP S4.51 PIER 6 @ CORNER HSS6x6x5/16 HSS6x6x5/16 54.51 PIER S h e e t N a m e TYP @HSS Lu WALL ELEVATIONS TO CMU 52 Ln 0 0 a v > 4'-0" X14�O' 14'1" -4'-0" CITY APPROVED PLANS � Reviewed for Code Compliance U LEVEL_LI PLANS MUST BE ON JOB SITE Z E - — — — D,-0" Lu FOR ALL INSPECTIONS Q SOG PER - Sheet No: PLAN,TYP FOOTING PER PLAN,TYP s WALL ELEVATION S3.01 53.01 3/16"=V-0" Page 71 of 319 1 2 3 4 5 6 pivot north ITECTURE A A B C T E F G H I T PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET 1 BOISE,ID 83702 www.pivotnorthdesign.com I I I I I I I 4 I STAMP 53.11 OPP 4 5\GML ENC $3.11 O`cS PG'are yF 2 ? -:RIM r T.O.CMU HIGH ¢ 'I 2 3 YP— — — — — — — — — — — — — — — —27'-4" V I 2L7x4x3/4x3/4 LLV TOP CHOR I GO fgrE OF��P�P� g-I'3 i4 K ��4}3i of 4}'7j4 in 4}d i4 Mx }3}7i4} I T.O.BRICK Rlcy V/ VJmILLER— 0 I „ I 2L7x4x3/4x3/4 LLV BOT CHORD I —I - - — — - - - - — - - - - - - — 4 T.O.CMU OW TRUSS GIRDER BRACING CAMBER AT MIDSPA 55.01 S5.01 YP N I I PER 2/S5.01 AT EVERY PER PLAN OTHER PANEL POINT,TYP I B I I I E I I I MWE II I 'II I oer�Y II I — - - - - - - - - - - II T.O.ALO 30 3 I I I I I I I I I I LEVEL 1 r� — — _ 4, a- + I I I III I I I I J ro TRUSS GIRDER ELEVATION z 53.02 1/4"=1'-0.. O C z Q V) = F— LU =1 o LL w ul) F— J Z J 0 +� Q LL z z_ Q O N � � O D Project No: 20-042 Date: 02tt8/2022 Checked By: SG Drawn By: SM Sheet Name: N TRUSS GIRDER ?: ELEVATIONS Lu CITY APPROVED PLANS Lu W 1 Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: S3.02 ca Page 72 of 319 1 2 3 4 5 6 pivot 9 8 T T CQ T T QHT north ITECTURE A 56.03 T.O.PARAPET _ _ _ T.O.P_ARAPE� - --- _ O.PARAPET - _ _ _ _T.O.PA� _ � _ _ T.O.PARAPET PER ARCH PER ARCH I PER ARCH PER ARCH PER ARCH PIVOT NORTH ARCHITECTURE,PLLC. TRUSS MANUFACTURER STRONG BACK, 1101 W.GROVE STREET 3 ROOFING I 3 TOINCORPORATE KICKER AND POST STRONG BACK, PER ARCH PARAPET IN TRUSS BOISE, D 83702 KICKER AND POST 56.03 PER DETAIL 9/S5.01 56.03 ROOFING PER ARCH www.pivotnorthdesign.com PER DETAIL 9/S5.01 __ �? ROOFING tO SHEATHING `4 I PER ARCH FD LVL 51/2"BLKG ROOFING PER PLAN `O I SHEATHING BTWN TRUSSES STAMP TRUSS MANUFACTURER PER ARCH ILLL SHEATHING PER PLAN 3 FOR CANOPY ROOFING PER ARCH TO INCORPORATE PER PLAN S6.03 SUPPORTSHEATHIN s�GNAL ENc� PARAPET IN TRUSS PER PLAN ---- SHEATHING PER PLAN �`cp�G�eTFq 01FF, I` 7I H I 2x6 BLKG W/(2)16d ¢ 12 3 ti TI - ;MAX NAILS EA END ----- IF g tl I L d I BN GO tgrE OF\OP' I I WOOD TRUSS I I SFN M wt` I PER PLAN,TYP WOOD TRUSS PER PLAN,TYP 1 1 PER PLAN,TYP +� W/(4)1 dENAI`ILLS Fes,END KICKER S BLKG E __ WOOD TRUSS RIC eY' ZISMILLER 3 � --- -� -- - �� PER 3/S3.10 � R PLAN,TYP S6.03 TRUSS MANUFACTURER CEILING 2x6 BLKG TO BEARING ON BEAM PER ARCH BETWEEN CEILING PER ARCH FOR CANOPY CONNECTION TRUSSES,TYP SUPPORT WALL CEILING HEADER SIMPSON H10A TIE TO BEAM PER PLAN PER PLAN PER ARCH PER PLAN WALL TOP PLATE @ EA TRUSS CEILING PER PER PLAN B WINDOW ARCH FINISH PER ARCH CS16 STRAP @ 4'-0"OC PER PLAN PER ARCH FINISH W/14"END LENGTH w $ SILL PER PLAN PER MANUFACTURER e PER PLAN WALL o e Y PER PLAN ; SLAB ON GRADE v ry 3 i i �n m 3 PER PLAN SLAB ON GRADE OPP S4.02 7 PER PLAN OPP 3 SLAB ON S4.02 OPP 3 SLAB ON GRADE S4.02 PER PLAN GRADE 54.02 PER PLAN i i LEVEL 1 _ _ _ _ _ _LEVEL 1 - _ _ LEVEL 1 _ _ _ _ _ _ _ LEVEL 1 _ _ _ _ _ _ LEVEL 1 I I I I I I I I I I s WALL SECTION WALL SECTION 5 WALL SECTION WALL SECTION WALL SECTION 53.10 3/8"=1'-0" 53.10 3/8"=V-0" S3.10 3/8"=1'-0" 53.10 3/8"=1'-0.1 53.10 3/8"=1'-0'. m O Q Z � O J Cz Q I- ^�\ V) = ' 8 ) F- LU Q F- LL ~ I H G w J N J z T STRONG BACK, a--+ O H q KICKER AND POST C D U LL Z 56.03 PER DETAIL 9/S5.01 N 7 _ L Q T.O.PARAPET - - T.O.PARAPET _ _ T.O.PARAPET - _ - - T.O.PARAPET PER ARCH V PER ARCH V PER ARCH V PER ARCH L N ROOFING TRUSS MANUFACTURER ROOFING d o PER ARCH TO INCORPORATE PER ARCH T.O.CMUU LOJ L I I PARAPET IN TRUSSN ROOFING 18'-0" m SHEATHING 3 PER ARCH ROOFING ROOFING I I� SHEATHING PER PLAN ROOFING PER PLAN 56.03 PER ARCH PER ARCH PER ARCH I SHEATHING �? SHEARHING SHEARHING I ---- PER PLAN 3 co PER PLAN PER PLAN WOOD TRUSS 56.03 SHEATHING PER PLAN,TYP PER PLAN WOOD TRUSS PER PLAN,TYP 4 CANOPY D TRUSS 56.03 SUPPORT I PER PLAN � � I CEILING I PER ARCH TRUSS TRUSS WOOD TRUSS i PER PLAN PER PLAN I J T.O.ALCOX 10-0" I r PER PLAN,TYP CEILING PER � ---- -� Project No: 24042 ARCH BEAM HEADER WALL PER PLAN SIMPSON H10A TIE TO PER PLAN PER PLAN Date: 02fl8/2022 TOP PLATE @EA TRUSS Checked By: SG FINISH CEILING PER PER ARCH ARCH HEADER Drawn By: SM PER PLAN � DOOR COL PER PLAN PER ARCH Sheet Na me: Lu WALL SECTIONS 14 7 SLAB ON GRADE Ln PER PLAN SLAB ON GRADE SLAB ON GRADE 54.02 S4.02 i PER PLAN PER PLAN -- - SLAB ON GRADE 3 W i 5 PER PLAN OPP S4.02 _ i 54.01 - -- < i LEVEOL01 i LEVEDL01 LEVEL 1 LEVEL 1 s . _ - - - - - - T�F A �OVED PLANS I I i Reviewed for Code Compliance U E -------- --J I I `; IPLANS MUST BE ON JOB SITE Z --- � --J I Lu FOR ALL INSPECTIONS C7 Sheet No: �o WALL SECTION $ WALL SECTION s WALL SECTION 4 WALL SECTION 2 WALL SECTION S3. O o� 53.10 3/8"=T-0' 53.10 3/8"=1'-0" 53.10 3/8"=1'-01, 53.10 3/8"=1'-0" Page 73 of 319 1 2 3 4 5 6 pivot north ITECTURE T T ROOFING A I PER ARCH I I SHEATHING ---� 56.01 PER PLAN ___ PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET 5 83702 T.O.CMU HIGH /1 _ _ T.O.CMU HIGH 1 _ _ _ _ T.O.CMU HIGH T.O.CMU HIGH _ _ _ s T.O.CMU HIGH www pi ottnortDhde ign.com 5 — — — — 21-0 V — — P — 2T-0" 27,_4" 27,_4" OPP 9 56.03 S6.02 CMU WALL 1 1 - STAMP PER PLAN I I I I I I I I SIGNAL ENS o4`'PG\STFq yF 12 3 Fo F I I J I I I I GOSEN E OF\�F\P�' CMU WALL PER PLAN CMU WALL ROOFING WOOD TRUSS CMU WALy I PER PLAN 1 PER ARCH 1 PER PLAN PER PLAN I I _ RIC§CergusMILLER } -.•� _ _ _ _ T.O.CMU LOW T.O.CMU LOW 56.02 PER PLAN G T.O.CMU LOW /1 _ _ _ _ _ _ T.O.CMU LOW I I /1 � _ _ � _ _ _ _ _ _ _ �T_O.CMU LOW 18'-0" V 56.02 TRUSS GIRDER 1 I 1 PER PLAN HSS HSS PER ELEVATION PER ELEVATION B JLw — m o �$ CMU WALL _ _ PER PLAN CMU WALL v,n m 2 3 PER PLAN ',' I I •`:. I I I I I WOOD TRUSS PER PLAN CMU WALL 1 DOOR CEILING 1 PER PLAN PER ARCH PER ARCH 1 SLAB ON GRADE 5 I PER PLAN SLAB ON GRADE 1 m b S4.02 PER PLAN = SLAB ON GRADE 8 SLAB ON GRADE 8 SLAB ON GRADE S4.01 PER PLAN 54.02 4 PER PLAN 5 PER PLAN Q -- -- 54.02 I I _ _LEVEL _ _LEVEL _ _ LEVEL LEVEL1 — — LEVELI a _ — — I 1 " I Z e I I cn 1 II I I I Lu0 5 L L--,-- J Z J 0 +� Q0 s WALL SECTION s WALL SECTION �a� WALL SECTION 2 WALL SECTION 1 WALL SECTION " z z_ S3.11 3/8"=1'-0.1 53.11 3/8"=V-0" 53.11 3/8"=1'-0" 53.11 w8"=V-0" 53.11 3/8"=1'-0" O � N � � O D 1 ROOFING PER ARCH 1 5 T.O.CMU LOW T.O.CMU LOW _ _ _ _ T.O.CMU LOW S6.03 1S,_°„ — — L- t� T.O.CMU �ROOFINGROOFINGI" PER ARCH ROOFING ROOFING SHEATHINGPER ARCH PER ARCH — PER ARCH SHEATHING PER PLAN 9 PER PLAN S6.03 _ SHEATHING S6.02 SHEATHING SHEATHING PER PLAN — PER PLAN i PER PLAN D I I I I TRUSS — PER PLAN R TRUSS PER PLAN 0 A CMU WALL TRUSSPER Project No: 24042 WOOD TRUSS PER PLAN PLAN,TYP PER PLAN T.0 ALCOVE CMU WALL Date: 07J18/2022 10'-0" PER PLAN 1 CMU WALL Checked By: SG PER PLAN CEILING PER ARCH Drawn By: SM Sheet Name: L~ �„ WALL SECTIONS WALL PER PLAN 1 L1..1 14 1 '02 SLAB ON GRADE 9 - SLAB ON GRADE SLAB ON GRADE CITY APPROVED PLANS Lu —— ——— y PER PLAN 54.02 1 PER PLAN 0 PER PLAN 34.02 34.D2 ` Reviewed or Code Compliance R d f C d C mpl' 1 I I LEVEL 1 LEVEL 1 LEVEL 1 LEVEL 1 U - - - r o' - -o' - o' I - - o'-o� PLANS MUST BE ON JOB SITE LZ I I E I I I I I FOR ALL INSPECTIONS C7 ------J I I I LZ ISheet No---� L�--J S3.11 s WALL SECTION WALL SECTION 5 WALL SECTION a WALL SECTION N S3.11 3/8"=1'-0" 53.11 318"=1'-0" 53.11 3/8"=1'-0" 53.11 3/8"-V-0" Page 74 Of 319 n 1 2 3 4 5 6 a Lbt Lbt 6 CORNER BAR F— " 2 Pivot a 2xS !STD TYP HOOK STD HOOK 135°HOOK 90°HOOK 12 n o r t h a , BA#3QE ,n2" ITECTURE A N REINF TO MATCH Ls #4 2" p � PER J, SIZE AND SPACING ' SIZE OF FOOTING TOP BARS INTERSECTION WHERE OCCURS BAR TIES AND STIRRUPS HOOK ONLY PIVOT NORTH ARCHITECTURE,PLLC. y i i i i i i 1101 W.GROVE STREET 4 db MIN BOISE,ID 83702 ifii oRz vz" TYPICAL COLUMN UP TO Z-0^To 4-4- uP ro 2'-0-To a'-o^ i�:v:v�� z www.pivotnorthdesign.com z'-o" 1 o 12 Q BAR OFFSET 2 MIN a z STAMP FC#4 x3'-0"BARS C��2 �//AA��/A////// BAR SIZE p �e5�� rE�Ncry� AT EA CORNER, AjAAAjAAAj �������� #3 THRU#8 6d TYP(SEE NOTES) V A A A #9 THRU#11 8d w ' 2 3 VAO�\�Q ��� #14 THRU#18 10d r180* "OC TYP WALL #4 @ 8"OC TYP WALL \\ \\�� S =1'-6"MAX 18O°HOOK 90°HOOK SLAB OPENING PER PLAN 'HOOKS STEEL HOOK STEEL HOOK BARS W/180" BAR W/180" Ls PER D =DEPTH OF FTG OOKS HOOKS HOOKS STANDARD HOOKS NOTE: I I FOR OPENINGS 12"SQ AND SMALLER, PLAN VIEW END BAR H Z THE DIAGONAL CORNER BARS MAY BE OMITTED. 1 REINFORCING BAR BENDING DETAIL BOTTOM REINFORCING ONLY sa.o1 NO SCALE RICF�eYgZISMILLER 11 TYPICAL OPENING IN SLAB ON GRADE TYP CONCRETE WALL DETAILS 54.01 NO SCALE Sa.01 NO SCALE Ls B FOOTING INTERSECTION Ls PER 2 x S z EXTEND LONGITUDINAL m o w a #4 CONT CONTROL SLAB-ON-GRADE PER PLAN TYP m REINF THRU FOOTING as 6 JOINT INTERSECTION TYP LAP SPLICE 1 � O vnmry z - - v • - w REINF TO MATCH m r - ' O p SIZE AND SPACING - 8 awi z - OF FOWHERE TING TO BARS HOOK PER OMMIT TRANSVERSE w a � .STEP HEIGHT <4" REINF IN FOOTING z INTERSECTION w i 0 o �` o 2 IN Ldh Ldh PER SCHEDULE PER SCHEDULE FOOTING LONGRE NFIORMGAL PER PLAN PER PLAN,TYP \\\�'��i\%�'�\\�� LS PER S=V-6"MAX 90 DEG HOOK 180 DEG HOOK REINF MATCH CONTROL SLAB-ON-GRADE TRANSVERSE D=DEPTH OF FTG SLAB-ON-GRADE GRADE REINF JOINT REINFORING PERPLAN,G HOOKED BAR DEVELOPMENT LENGTH 2a a a TOP AND BOTTOM REINFORCING Z C " #4 CONT INTERSECTION OF CONT FOOTINGS 4 TYP STEPPED FOOTING DETAIL Lot 0 J s INT Sa.01 1/2'=1'-0" 54.01 NO SCALE Q z 4"<STEP HEIGHT <V-0" F- HEADED BAR DEVELOPMENT LENGTH N = F— LU =1 g REINF PER PLAN VAPOR RETARDER IY PER SPECS U I I ILL w of I I BAR TOP BARS OTHERS BARS CONTROL SLAB-ON-GRADE a - EXT WALL BYND I I Ldh Ldt —J JOINT I STEEL DIAx WE ROUND SIZE Ld Ls Ld Ls J Z I STEEL DOWELS @ 18"OC •• F- 24" -_ c GREASE 1/2 LENGTH +-+ Q z "' III III—III III III—III III III—III III III III—III- III—III I1=1I III—III—III— SOG PER PLAN I EXTERIOR SLAB PER CIVIL Q) = a IIIIIIIII-IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII—III— III III—III—Il. II III III—III III III=III_III #5 31" 40" 24" 31" 12" 10" Z Q W #4@12"OC =III — II— III III 1�1=1u_III .II III�II—I�Inll IInTI Jll-11 p a T.O.CONC ro _ #6 37" 48" 28" 37" 14" 12" v EL=SEE PLAN #4 CONT FILL PERGEOTECH REPORT COMPACTED _ #7 54" 70" 42" 54" 17" 14" 0- 4"THICK LAYER OF GRAVEL PER GEOTECH REPORT III—I I— ) T ITJIil=1 _ #8 62" 80" 47" 62" 19" 16" 1I I III- =III 1� — _ #9 70" 90" 54" 70" 21" 18" #4 Z-BARS @ 18"OC -1 III =1 z 8" =III II III 111= #10 78" 102" 60" 78" 24" 20" 6" 8" #4 @ 18 OC NOTES: �- X T.O.FTG X ELEL=SE #11 87" 113" 67" 87" 27" 22" 1. DO NOT TO PUNCTURE VAPOR RETARDER UNLESS AN APPROVED REPAIR OF THE VAPOR z V-0"<STEP HEIGHT <_Z-O" RETARDER IS PERFORMED PER THE MANUFACTURERS REQUIREMENTS. 3"CLR TYP, a NOTES: ABBREVIATIONS 2. VAPOR RETARDER TO TERMINATE AT EDGE OF BELOW GRADE FOOTINGS AND PITS. 3. VAPOR RETARDER MAYBE OMITTED AT EXTERIOR LOCATIONS WHERE APPROVED BY ARCH. itW 1. USE THE LENGTHS IN THIS SCHEDULE,UNLESS de = BAR DIAMETER 4. REFER TO GEOTECH REPORT AND PROJECT SPECIFICATIONS FOR SUBGRADE PREPARATION a NOTED OTHERWISE. Ld = DEVELOPMENT LENGTH D REQUIREMENTS. M 2. A TOP BAR IS A HORIZONTAL BAR WITH MORE L = CLASS B LAP SPLICE LENGTH THAN 12"OF FRESH CONCRETE CAST BELOW IT. Ldh= HOOKED BAR DEVELOPMENT LENGTH PER PLAN REINF PER PLAN Ldt = TERMINATOR DEVELOPMENT LENGTH 12 TYPICAL OPENING IN SLAB ON GRADE 9 SLAB ON GRADE 5 STEM WALL AT ENTRY 2 DEVELOPMENT AND SPLICE LENGTH 54.01 NO SCALE 54.01 NO SCALE S4.01 1"=1'-0" 54.01 NO SCALE Project No: 24042 CITY APPROVED PLANS Date: 02]1B/2022 Re viLvL ed for Code Compliance Checked By: SG GREASE ONE END OF 3D OR PAINT W/CURING COMPOUND AS DOWELS FROM JOINT TO (WHICHEVER E ON JOB SITE PLANS MUST 6" Drawn B y: SM BOND BREAK BEFORE ADJACENT DOWEL END.ALL GREASED SLAB IS POURED DOWSAMEEL ENDS TO BESIDE OF JOINTAT 4 LL IS R MIN B ER) S h e e t N a m e FOOTING REINF FIRST POUR SECOND POUR FOOTING x~ BETWEEN z FOR ALL INSPECTIONS PER PLAN Ls N of ADJACENT aO PIPE SLEEVES v FOOTING cw CONCRETE DETAILS SEE PLAN FOR REINF 4"SMOOTH DOWEL BARS z 1 a @ 12"OC W/DIAMETER CONSTRUCTION JOINT 1/8xt FLUSH AGAINST OPTIONAL Lu UNDERSIDE OF 11/2" CONST JT METAL OR JOINT FILLER STRIP PLACED PERPENDICULAR SLAB REINF 2 > FLUSH W/SURFACE WHEN SLAB IS //�� //////` 1 POURED OR 1/8"SAW CUT CONTROL JT TO BE FILLED W/SEALANT _ _ \ 5 1/2"HIGH CONT.KEY z \\� MAXIMUM EXTE NT OF U EXCAVATION CUT EVERY OTHER REINF BAR _ METAL SLEEVE PROVIDE COLLAR Lu ��I�•••11 SEE PLAN FOR REINF CROSSING CONTROL JOINT a DIA=PIPE DIA+2" AROUND PIPE TO KEEP Q CONTROL JOINT PRIOR TO CONCRETE POUR 9"MIN DIRT OUT OF SLEEVE NOTES: Sheet No: 1. REFER TO PLAN FOR SLAB THICKNESS AND REINFORCING. ELEVATION PLAN r 2. CONTROL JOINTS TO BE SPACED @ 20'-0"OC MAX,EACH WAY,UNLESS NOTED OTHERWISE. SECTION CLR.COVER RATIO OF DISTANCE BETWEEN CONTROL JOINTS IN EACH DIRECTION FOR A SLAB PANEL NOTES: SHALL NOT EXCEED 1.5.CONSTRUCTION JOINTS PER THIS DETAIL SHALL BE CONSIDERED AS NOTE: 1. STEP FOOTING PER TYPICAL STEPPED FOOTING DETAIL AS REQUIRED TO SATISFY THESE CONTROL JOINTS FOR CONTROL JOINT SPACING REQUIREMENTS. CONDITIONS. WHERE CONTINUOUS FOOTING IS UNDER A WALL,LOCATE CONSTRUCTION JOINT AT 1/4 OF THE CLEAR 2. GENERAL CONTRACTOR TO COORDINATE EXACT DEPTH AND LOCATION OF PIPE. S4.01 OPENING WIDTH ABOVE FROM FACE OF OPENING,OR IN MIDDLE 1/3 OF THE DISTANCE BETWEEN COLUMNS. 3. "D"SHALL NOT EXCEED 8". 10 TYP SOG CONTROL & CONSTRUCTION JOINTS s CONT FOOTING CONSTRUCTION JOINT 3 TYP DETAIL OF PIPE AT FOOTINGS S4.01 NO SCALE S4.01 NO SCALE S4.01 NO SCALE _ Page 75 of 319 1 2 3 4 5 6 HI-R INSULATION GRID CMU WALL&REINF CL WALL REINF LAP SPLICE pivot LAP DOWELS W/ GRID PER PLAN CMU REINF SPLICE PER SCHEDULE PER 2/S4.52 LENGTH PER ALIGN INTERIOR CMU WALL&REINF CMU INSULATION 3 3/4" FACE OF CMU FLUSH - PER PLAN W/INTERIOR FACE _ n o r t h PER ARCH OF STEM WALL ROUGHEN CONC TO I INSULATION 1/4"AMPLITUDE PER ARCH REVEAL PER ARCH FLOORING PER ARCH #4 CONT 4 La CMU WALL SOG PER PLAN I T E C T U R E PER PLAN VERTICAL DOWELS TO A STD HOOK #4 Z-DOWELS @ 18"OC MATCH VERT WALL REINF 4" 10" W/STD HOOK SOG PER PLAN 6"CONCRETE SLAB ON #4 @ 18"OC EW DRILL AND EPDXY _ GRADE BELOW EXTRACTOR T.O.STEM WALL _ - -- ---- TOP OF SLAB BENT DOWEL INTO (COORDINATE SIZE W/MFR) GRADE PER CIVIL ° ° SEE PLAN STEM WALL 3" III-III-III . T.O.CONC PIVOT NORTH ARCHITECTURE,PLLC. GRADE PER CIVIL -- T 11 II II I11 II 1118'1 I I II II REINF PER =SEE PLAN 1101 W.OI GROVE STREET III-III- CONC STEM SEE PLAN #4 @ 12"OC EA FACE III=III= PLAN B ivotn th 83702 gn III= �I WALL PER PLAN O III=III=III= P 9 - _It J 1 o =1I1=1I1=1I1=1I I- q =1I1=1I1=1I1=1 W�v ivotnorthdesi n.com -III-III-III-III-III -I -III - 1=1 =1 I- INSULATION �� II- 1 =I' STAMP 0 @ 12„OC TE Z 1 1 -I ss�own� Nd COMPACTED AGGREGATE -. E 1'-0" 4"CLR PER ARCH PER PLAN BASE PER 9/S4.01 iv w HORIZ EA FACE TYP g o p¢ RFa Fm w T.O.FOOTING 6" (2)#4 BARS CONT K 2'A"UNO ¢ �1./Z^ S w z PER PLAN a iv p #4 BENT DOWEL @18"OC �a tgrE of�pP�� a j FOOTING PER PLAN #4 @ 12"OC SEN M.w��`�P VERTICAL DOWELS TO w Ill MATCH SIZE&SPACING EQ EQ CONC FTG o_ I- OF CMU WALL REINF PER PLAN 1I PER PLAN STDHOOKs -III III,1111-11111111=111111111=III=III-III=III-III-Illli lillll 11 CONCFTG III III _ - - - - - - 1/S4.01 _ _-= - - - - PER PLAN s TRENCH EXTRACTOR 12"CMU WALL 1 THICKENED SLAB-ON-GRADE RICFCergusmILLER REINF PER PLAN 54.02 NO SCALE S4.02 NO SCALE 3"CLR PER PLAN CENTERED FTG UNDER WALL UNO ON PLAN GRID CL 9 FOOTING AT EXTERIOR CMU HI-R WALL CMU WALL REINF LAP SPLICE FINISH PER ARCH PER PLAN PER S/54.52 CONC SLAB PER PLAN TRENCH DRAIN BRICK PER ARCH - PER ARCH B54.02 NO SCALE CL COLUMN. ROUGHEN CONC TO INSULATION E FOOTING7z STUDS&SOLE PLATE 1/4"AMPLITUDE PER ARCH w $ PER PLAN (2)#4 DOWELS @ 12"OC CONTROL JOINT ro #4 @ 12"OC PER SO0 PLAN NOTES o o e Y SLAB ON GRADE OWLS TO MATCH SLAB ON GRADE ON 52.01a ; GRADE PER CIVIL CMU WALL REINF PER PLAN v�+m 2 3 PER PLAN W/STD HOOK ALL COLUMN BASE CONNECTION COLUMN AND COLUMN - FASTENERS TO RUN PARALLEL BASE PER PLAN TO WALLS,SEE ARCH DWGS FOR WALL ORIENTATIONS - GRADE PER CIVIL ISOLATION JOINT,SEE TYP - � I11=III=III=1 =I I II III 11= #3© ISOLATION JOINT DETAIL - III III I�11=11I o z AT WOOD COLUMN = w =ICI=III=ICI=I (2)#4 n z - z x T.O.SLAB I1 - E FACE OC � w FTG REINF PER io = EA FACE o z PLAN CONC SLAB N -ll1=ll1=ll1=ll1=ll1 =ll1 lll-ll1=ll1= i� p g REINF PER PLAN I I a [)d w a _ L 1= w o -II ffPERPLAN EQ II. PER PLAN CONC FTG �A B.O.FTG PER PLAN (3)#4 BAR 3"CLR SEE PLAN AND FTG SC HED H"CMU WALL #4 TRANSVERSE OC m 2 SIZE FOR SIZE,DEPTH AND REINF BAR @ 12" 0" Q z 10 TYP INTERIOR WOOD COLUMN FOOTING 7 TYP FOOTING AT BRICK a STEM WALL AND FDN AT CMU WALLS z TRENCH DRAIN DETAIL O a CS4.02 NO SCALE 54.02 NO SCALE 54.02 1"=1'-0" 54.02 1 1/2"=V-0" z CL F- Ln 2 Lu =o INTERIOR CMU WALL /I; +/I BEYOND PER PLAN FINISH PER ARCH LL w Ls PER SCHEDULE STD HOOK PLYWOOD AND NAILING Ln H CL N Z N STEM WALL,REINF,VERT FINISH PER ARCH PER 2/S6.01 J z DOWELS PER 4/54.02 STUJ SOG PER PLAN FOR SOLE PLCONN TO PER D7 S6 02S AND SOLE PL '' < 0 ( I� + �l CMU WALL&REINF = LAP PER 21S4.52, T.O.SLAB ` N SEE 2/56.02&1/56.0 Q) N PER ELEV TYP v SEE PLAN DOWELS TO MATCH BOG (2)#4 @TOP .^ 7 Q OF WALL L VERT REINF T PER PLAN SOG PER PLAN SOG REINF PER PLAN BOND BEAM o T.O.SOG \\\\\/\\\\ \\\\/\\\//% E /�T.O.CONC EXTERIOR GRADE PER CIVIL SEE PLAN T.O.FOOTING \�O O O O O O (3)#4 CONT,LAP Lb w J v EL=SEE PLAN - SEE PLAN AS REQ'D w ' jVERTICAL DOWELS TO MATCH SIZE g _ - III II II II II II I11=1 1'-0" 1 II II I1=&SPACING OF CMU WALL REINF ALT HOOK - w DIRECTION INSULATION EQ E(Zl III III-I' STRIP FTG&REINF - FTG REINF PER PLAN _1 III-III - = PER PLAN STD HOOKS LI -I I ,i„ CONC FTG PER PLAN IF -11111111IF'', II II I rl II I1=1 ih U � 8„ g @ 16"OC #4 @ 12"PER OCEW 6„ I � NEW B„ B„ III T.O.FTG EL BE LAN D PER PLAN EQ EQ n N FTG REINF III-I z 3"CLR TYP 11= FTG WIDTH PER PLAN w PER PLAN U d FOOTING AT M PER PLAN Project No: 20-042 11 FOOTING AT INT APP BAY CMU WALL s INTERIOR CMU WALL AT WALL OPENING 5 TYP BOTTOM OF WALL AT SLAB-ON-GRADE 3 TYPICAL STEMWALL WOOD STUDS Date: 07,82622 54.02 NO SCALE !!LO2 1"=1'-0" 54.02 NO SCALE 54.02 1"=1'-0" Checked By: SG CMU WALL PER PLAN Drawn By: SM WHERE OCCURS ROUND BOLLARD PER ARCH THICKENED STEM S h e e t N a m e SQUARE BOLLARD WALL.STEM WALL AT SIM REINF PER 1 6" ROUND BOLLARD PER ARCH LLJ CONCRETE DETAILS CONCRETE PIER SHEAR WALL SHEATHING WHERE (8)3/4"DIA HEADED SQUARE BOLLARD AT PLYWOOD&NAILING STUD WALL PER 1/56.02 N OCCURS ON PLAN STUDANCHORS, - PER 2/56.01 BEARING WALL WELDED TO BOLLARD fO CONNECTION PER 1/56.02 CONNECTION PER PLAN PAVING PER CIVIL PER 2/56.01 EXTERIOR GRADE PER Lu I I STUD AND SOLE Ty O.SOG __ CIVIL \ PL PER 1/S6.02 PER PLAN °� SECTION A-A - - - CITY APPROVED PLANS L� io 1 =III III = III = =_ _ STEM WALL&REINF REINF PER PLAN SOG PER PLAN .Ir�i1 - � -III III- MA III - _ -I PER 3/54.02,TYP O #4 @ 4'-0"OC T.O.SOG v A 1'-0" 1711 1 1 I= III-I 1=1 =1 -III =III I` 1 1-1 114 IIH IIH Reviewed for Code Compliance - SEE PLAN PROVIDE WEEPI III-III-I =III=III=III=III= III-III=11I-I = FTG&REINF PER PLAN U HOLE AT BASE -III=11I =III = -III =1ll= Ill= - =11 ® ROUND BOLLARD =11II II11=11II111 = =111=III=11 -III -I _ �i- PLANS MUST BE ON JOB SITE Z �1" 711� B PER ARCH ll -III III-III= - -1 -1 -III- -III-1 -1 _� W SQUARE BOLLARD AT - - - - - - T.O.FTG COMPACTED BASE PER _ (4)#6 BARS W/STD HOOK SIM SEE PLAN FOR ALL INSPECTIONS Q (2)#4 CONT IN FOOTING GENERAL NOTES - NOTE: PER PLAN Lb Lb (4)3/4"DIA ANCHOR RODS BASE PLATE 3/4" FOR BALANCE OF INFO,SEE 3/S4.02 #4@12"OC z Sheet No: �� DRILL AND EPDXY 6"INTO � SECTION B-B FDN USING HILTI RE-500'- pp. ",F'r 'a'a Ili III�II-IIISJ a FOOTING AND REINF ii-III-III-I PER PLAN W PER PLAN a S4.02 1z INTERIOR STRIP FTG a BEARING WALLS 13 BOLLARD DETAIL 14 FOOTING WITH DOUBLE STEM WALLS o 54.02 NO SCALE 54.02 NO SCALE 54.02 NO SCALE Page 76 of 319 r 1 2 3 4 5 6 ALTERNATE PROVIDE T.O.PARAPET n REINF PER WALL JAMB REINF PER 4E HOOKS (2)HORIZ BARS --- ---- SCHEDULE WALL SCHEDULE 1 @ TOP OF WALL 54.51 Is,TYP ADD BARS T.O.PARAPET CHORD BAR PER SCHEDULE TO MATCH TYP PER SCHEDULE ivot w HORIZ BAR SIZE j � T.O.PARAPET� w w ORS \ U W STD 135°OR 180°HOOK,TYP m STD HOOK, OR DUCT OPENING PER MUCH(ROUND, O d 8" fth 180°HOOK,TYP SQUARE OR RECTANGULAR)LOCATE AND COORDINATE ALL DUCT SIZE db CLEAR AND LOCATION THE MECH DO NOT U-BAR TO MATCH TYP PENETRATE BOND BEAM,JAMBS OR I T E C T U R E A TYP WALL REINF PER VERT REINF,TYP SINGLE LAYER LINTEL REINF WITH DUCT OPENINGS WALL SCHEDULE I FLOOR FLOOR OR FLOOR OR T'O PIVOT NORTH ARCHITECTURE,PLLC. ROOF CHORD REINF PER ROOF 8" I OR ROOF 1101 W.GROVE STREET WALL SCHEDULE MAX BOISE,ID 83702 REINF PER WALL 3"MIN JAMB REINF PER www.pivotnorthdesign.com SCHEDULE WALL SCHEDULE Is,TYP I PER SCHEDULE STAMP U-BAR TO MATCH Id,TYP I Ss�o�t ENd HORIZ REINF,TYP PER SCHEDULE o�'Q,E��aTFq QyFR, a 12 3 Id w WALL CORNERIN PER PER SCHED db CLR p TYP = 4F 4F SINGLE LAYER DOUBLE LAYER DOUBLE LAYER N sa.51 sass HORIZ AND VERT REINF 4A LINTEL LINTEL PER SCHEDULE �C./[� a S4.51 W HOOKBARS PER SCHEDULE Riq eYgusmILLER ' END Q0' S4 51 PER SCHED IF Id CAN NOT qA 4E TOP OF WALL 4A JAMB AND WALL END DETAIL S4.51 BEPROVIDED sa.s1 PIER I 54.51 1"=1'-0" 54.51 1"=1'-0" JAMB I CORNER PER WIDTH SEE NOTE#9 I WALL END ON S4.51 MATCH LINTEL I HORIZ REINF PER W BOT REINF _ B WALL SCHEDULE w 3"MIN PER SCHED FOUNDATION mo U VERT REINF PER a w I ^w $ WALL SCHED 8"MAX JAMB REINF PER WALL SCHEDULE U o p Y VERT REINF PER w `—' WALL SCHEDULE - - a vnmry 3 STD 135"OR - w 180°HOOK,TYP db CLEAR TOP LINTEL TYP REINF PER SINGLE LAYER SCHEDULE VERT REINF PER DOOR OPENING WINDOW OPENING DOWELS TO MATCH SIZE w _ __ WALL SCHED PER ARCH PER ARCH AND SPACING OF VERTICAL HORIZ REINF PER WALL REINFORCING,TYP w TIES PER LINTEL w WALL SCHED 3"MIN TYPICAL CMU WALL ELEVATION N SCHEDULE - - w a TYP JAMB REINF PER w U U WALL SCHEDULE a rn = HORIZ REINF PER K w -- WALL SCHEDULE a U-BAR TO MATCH mc HORIZ REINF,TYP CMU WALL SCHEDULE w BOT LINTEL w Z REINF PER m b SCHEDULE - z NOMINAL CMU REINFORCING BAR SIZE&SPACING JAMB REINF CHORD BARS NOTES _ Id WALL TYPE WIDTH GROUT LAYERS z ."- PER SCHED db CLR HORIZ VERT O TYP _ Q C DOUBLE LAYER SINGLE LAYER DOUBLE LAYER cau 8" FULLYGROUTED SINGLE #6@16"OC #6@16"OC (2)#6 (2)#6 Q N x aF CMU LINTEL a6 PIER DETAIL CZU 12" FULLY GROUTED SINGLE #5@16"OC #5@16"OC #5@EA CELL.(2)TOTAL (2)#6 w p 54.51 1"=1'-0" 54.51 1"=1'-0" H � w N N REINF PER WALL J Z SCHEDULE INTERIOR FACE Is,TYP TYPICAL NOTES: J z ADD CORNER BAR TO PER SCHEDULE MATCH HORIZ REINF JAMB REINF PER LINTEL REINFORCEMENT SCHEDULE 1. GROUT WALLS AS FOLLOWS: }' L— Z PER ELEV WALL SCHEDULE A. FULLY GROUTED:GROUT ALL CELLS SOLID. U W B. PARTIALLY GROUTED:GROUT ALL CELLS CONTAINING REINFORCING. _ w _ 2. SEE ARCH PLANS FOR WALL FIRE-RATING TYPES AND LOCATIONS. .� z Q WALL MAX SPAN LINTEL BOTTOM TIE LEGS 3. PROVIDE CMU LINTELS AT ALL CMU OPENINGS UNLESS NOTED OTHERWISE. TOP BAR 4. ALL MASONRY OPENINGS SHALL BE SHORED UNTIL MASONRY HAS CURED L N ;I 3-MIN THICKNESS MAX,W DEPTH BAR REQ'D FOR A MINIMUM OF 72 HOURS. OPEN ENDED w 5. REFER TO ARCHITECTURAL,MECHANICAL,ELECTRICAL AND PLUMBING d CMU INSULATION EXTERIOR FACE FACE SHELL x a DRAWINGS FOR SIZE AND LOCATIONS OF OPENINGS.IT IS THE OPEN ENDED T RESPONSIBILITY OF THE CONTRACTOR TO VERIFY AND PROPERLY SIZE ALL FACE SHELL JAMB REINF PER BREAK SIDE _ $�� 6'-0" 16" (1)#6 (1)#6 (1)#4 LEG @ 16"OC CMU WALL OPENINGS. TYPICAL WALL SCHEDULE OF CMU iJAMB REINF PER8" Ln 6. Id INDICATE DEVELOPMENT LENGTH PER SCHEDULE WALL SCHEDULE w 6'-0" 24" (1)#6 (1)#6 (1)#4 LEG @ 8"OC 7m Is INDICATE LAP SPLICE LENGTH PER SCHEDULE REINF PER WALL 8"MAX a 8. AT MECHANICAL ENCLOSURE AND AT PARTIAL HEIGHT WALLS NOTED ON SCHEDULE PLAN,PROVIDE VERT REINF IN EACH CELL(@ 8"OC) REINF PER WALL 36" (1)#8 (1)#8 (1)#4 LEG @ 8"OC 9. AT CMU PIERS THAT ARE LESS THAN 6'WIDE,PROVIDE#4 HORIZONTAL BARS SCHEDULE 12" 12'-0" @ 8"OC,U.N.O. HOOK HORIZONTIAL -h 10.ALL TOP AND BOTTOM LONGITUDINAL REINFORCING BARS AT EXTENTS OF REINF AROUND ADDED REINF PER WALL 19'-0" 48" (2)#8 (2)#8 (2)#4 LEG @ 8"OC LINTELS SHALL BE FULLY DEVELOPED OR HOOKED PER SCHEDULE. VERT REINF SCHEDULE D #3 HOOPS @8"oc DOUBLE LAYER SINGLE LAYER INSULATION STD CMU BLOCK JAMB ac CORNER DETAIL z TYPICAL CMU WALL SCHEDULE (4)VERTICAL BARS 54.51 1"=1'-0" 4" S4.51 1"=1'-0" REINF PER WALL PER SCHEDULE TYP #7@8"OC VERT EA Project No: 20-042 SCHEDULE FACE AND#3 TIES STD CMU BLOCK @ 8"OC HORIZ CL Date: 02t18/2022 PLACE WALL CONTROL PLACE WALL VERT EACH JOINT VERT EACH ADDED VERT REINF SIDE OF JOINT 3/8"MIN SIDE OF JOINT WALL WHERE HORIZ REINF PER JAMB REINF PER Is,TYP C h ec kad B y: SG @ CORNER �1/2"MAX 3^ ADD CORNER BAR TO WALL SCHED PER SCHEDULE MIN MATCH HORIZ REINF{{ {OCCURS WALL SCHEDULE . :` Drawn By: SM LII #7@8"OC VERT a ,:, T _ PER ELEV EA FACE AND#3 _ Ls #3 HOOPS @8"oc TIES @8"OC MIDDLE PIER "� o Sheet Name: INSULATION _ OMIT MORTAR, _ INSTALL JOINT FILLER, MASONRY DETAILS CORNER BAR TO MATCH OPEN ENDED w W HORIZ.REINF. AND JOINT SFJ�LANT M N FACE SHELL �xc CORNER OF CMU 3 ¢ a W OPEN ENDED N BREAK SIDE V FACE SHELL JAMB REINF PER �y uj rn WALL SCHEDULE 8"MAX K 8"MAX Lu w PRIMARY COURSE PRIMARY COURSE a HORIZ REINF PER OPEN ENDED WALL SCHED FACE SHELL ————_ VERT REINF PER LLI REINF.PER SCHEDULE c� ao TT WALL SCHED VERT REINF PER INSULATION BREAK SIDE WALL SCHED OF CMU - HALF BLOCKS STOP HORIZ REINF CITY APP OVED PLANS z E 2"FROM CONTROL DOUB L E HALF BLOCKS STOPHORIZ REINF JOINT,NO CORNER Revie OU OL a Com�nlliance Lu 180 DEGREE HOOK 2"FROM CONTROL DOWELS PER r AROUND LINTEL REINF. JOINT,EACH SIDE LOCATION THIS PER SCHEDULE LOCATION SINGLE LAYER PLANS MUST BE ON JOB SITE PER SCHEDULE ALTERNATE COURSE ALTERNATE COURSE - - � Sheet No: REINF PER WALL STD 13s°oR 1ao° SCHEDULE STRAIGHT WALL WALL CORNER OR TEE FOR ALL INSPECTIONS HOOK,TYP CORNER PIER INTERSECTION STD LINTEL BLOCK NOTES: LINTEL 1. CONTROL JOINT SPACING SHALL NOT EXCEED 24'-0",UNLESS NOTED OTHERWISE. S4.51 2. SEE ARCHITECTURAL DRAWINGS FOR CONTROL JOINT LOCATIONS. 5 HI—R CMU WALL DETAILS s SPECIAL PIER DETAIL s TYP MASONRY CONTROL JOINT a T—INTERSECTION DETAIL 1'-0" 1 =1'-0" S4.51 NO SCALE S4.51 1"=1'-0" Page 77 of 319 r 1 2 3 4 5 6 CORNER BARS TO MATCH HORIZ BAR SIZE Lmh PER TYP • 1 AND SPACING,TYP AT TWO HORIZ CURTAINS 1,4 TYPICAL NON-BEARING CMU WALL pivot • - - conlrROLJOINrPER3/sasl REINFORCEMENT HORIZ BAR CLEAR PROVIDE BOND BEAM WALL MAX WALL VERTICAL HORIZONTAL n o r t h VERTS AT CL SPACING PER WITHIN TOP V-4"OF WALL VERT REINF PER THE WALL THICKNESS HEIGHT REINFORCEMENT REINFORCEMENT OF WALL REINF SCHEDULE,PROVIDE CORNER BARS TO MATCH STD HOOK ABOVE 8" 14' #5 @ 48"OC #5 @ 48"OC I T E C T U R E HORIZ BAR SIZE AND VERT BAR PER OPENINGS A SPACING,TYP SCHEDULE AT CORNERS AND AT WALL ENDS,TYP ' AT OPENINGS,ALIGN BOND AT CORNER AT INTERSECTION AT END LINTEL PER BEAMS W/LINTEL AT TOP OF NOTES: PIVOT NORTH ARCHITECTURE,PLLC. 7/S4 52 OPENING WHERE PRACTICAL 1. THIS DETAIL PROVIDES MINIMUM REINFORCEMENT,UNLESS 1101 W.GROVE STREET TWO HORIZONTAL NOTED OTHERWISE.MORE STRINGENT SPECIFIC DETAILS BOISE,ID 83702 REINFORCING CURTAINS PROVIDE BOND SHALL TAKE PRECEDENCE OVER THESE MINIMUMS. HORIZ REINF SHALL BE IN BEAM BELOW 2. THIS DETAIL APPLIES FOR RUNNING BOND ONLY. www.pivotnorthdesign.com OPENING,EXTEND BOND BEAMS,SEE THE 3. SEE SCHEDULE ON 2/S4.52 FOR LAP SPLICE AND BARS 2'-0"OR 40db WALL REINF SCHEDULE DEVELOPMENT LENGTHS. Lmh PER TYP PAST EACH SIDE 4. CENTER VERTICAL BARS IN WALL.WALLS WITH ONE STAMP AT SINGLE HORIZ CURTAIN OF OPENING, w HORIZONTAL CURTAIN SHALL HAVE HORIZONTAL BARS WHICHEVER IS a a TIGHT TO VERTICAL BARS.WALLS WITH TWO HORIZONTAL ss�OM�eN� GREATEST �a LINTEL PER 7/54.52 o���rsree yF CURTAINS SHALL HAVE HORIZONTAL BARS CENTERED IN x Fa,m rn THE WALL WITH A CLEAR DISTANCE BETWEEN HORIZONTAL DOWELS TO MATCH BARS PER ¢ Z 3 VERTICAL WALL REINF �✓" E F T.O.SLAB OR GOyfAtE OF\OP��p�' VERT BAR PER J FOUNDATION SCHEDULE AT EA SIDE OF OPNG,TYP VERT BAR LAP SPLICE PROVIDE BOND BEAM VERT BAR AT EACH LOCATION AT AT BASE OF WALL SIDE OF CONTROL CONTRACTOR'S OPTION JOINT,TYP ��///-yarn ���`y,Yw, AT CORNER AT INTERSECTION AT END Ric§a g(/(smILLER SINGLE HORIZONTAL , TYP NON—BEARING CMU WALL REINF «IJJJ REINFORCING CURTAIN 54.52 NO SCALE NOTES: 1. COORDINATE REINFORCING WITH CONTROL JOINT LOCATIONS PER 3/S4.51. BENT PL 3/8" EMBED HORIZ LEG OF PL B IN JOINT.PROVIDE 3"x3" 1:F)MAXIMUM SHOP SO HOLE FOR CMU E VERT BARS OFFSET BEND AS 8 8 s TYP NON—BEARING CMU WALL REINF — PLAN CMU WALL REQUIRED OR mY 331/32" (2)1/20x1'-2"DBA PER PLAN WHERE SHOWN _ _ ; WELDED TO HORIZ v,n m ry 3 d LEG OF PL TYP SPLICE LENGTH(Is) ON PLANS WALL REINF PER PER SCHED WALL ABOVE, 7a 6/54.51 II I WHERE OCCURS HSS AT APP BAY - (8)1/2"0 x V-2"DBA p=Y=qf - ---- DOOR PER ELEV P 9 WELDED TO VERT TYPICAL LAP SPLICE II LEG OF BENT PL TYP BOND BEAM II E IPg" III EO HSS AT APP BAY PER 1 SWALL 052 REINF _ - - - DOOR PER ELEV 6, WALL VERT REINF c - ____ iP 4i S ID PER 1/S4.52,HOOK EL=PER AROUND BOTTOM ELEVATION BAR.SKEW HOOK TO �3�J°HOOK 90°HOOK z FIT CELL WIDTH I��EXTENT OF STEEL USE LINTEL PLATE PER ARCH BAR SIZE D' BLOCKS AT 4 WHERE OCCURS STEEL PLATE #3 1 1/2" BOTTOM,DO PER ARCH 2 BEAM BLOCKS NOT USE BOND BOTTOM BARS: STEEL PLATE #5 2 11.1 _ 4"OR 6"NOMINAL WALL PER ARCH THICKNESS:(2)#4 ELEVATION SECTION TIES 8",10",OR 12"NOMINAL WALL m O THICKNESS:(2)#5 Q P SE EACH SIDEOF OOPENNG, 3 HSS TO CMU WALL CONNECTION a 3/4"MI FACE OF CMU z o WHICHEVER IS GREATER O C O a O Z 1 1/2"CLEAR SPACING 3� Q BTWN HORIZ BARS FACE OF CMU OR 2 JOINT @ STANDARD N VENEER LINTEL SCHEDULE HOOK Lu SECTION 12 DC CLEAR OPENING SIZE OF ANGLE BEARING LENGTH U- w 4'-0"MAX L31/2x31/2x1/4 8.. a TYP NON—BEARING CMU WALL LINTEL BEAM J 6'-0"MAX L5x3 1/2x5/16(LLV) 9" J Z O 8'-0"MAX L5x3 1/2x3/8(LLV) 10" 4 db Q 21/2"MIN TYPICAL COLUMN LL z CMU PIER HOOK DEVELOPMENT LENGTH BAR OFFSET aJ z v=i PER PLAN HSS4x4x1/4". le PER SCHEDULE '^ Q BOT OF STEEL=TOP OF FOOTING O DOOR CONNECTION L4x4x1/4x4"LONG DOOR CONNECTION L o PER MANUF @ 32"OC PER MANUF DEVELOPMENT DEVELOPMENT d LENGTH(Id) HOOK LENGTH ME& BAR SIZE & DEVELOPMENT D LAP SPLICE BRICK VENEER LAP SPLICE LENGTH(Is) LENGTH HSS TO BEARING LENGTH LENGTH(Is) (Is)FOR HI-R CMU BASE PL, 3 SIDES #3 12" 5" 2 1/4" - 11 FIRST ROW TIES -- — #4 15" T' 3" 1T' ® HSS TO n_J #5 23' 9" 3 3/4" 28" 3/16 BASE PL LOOSE LINTEL LOOSE LINTEL #6 43" 10" 41/2" 53" ---- ---- --- -- #7 58' 12" 51/4" 74" 3/4"0 ANCHOR W/5 5/8"MIN EFFECTIVE 3/16 ANGLE EMBED USING HY 270 EPDXY INSTALLED TO HSS #8 88" 13" 6" - D PER ICC ESR-4143. 3/16 CENTER ANCHOR ANGLE AND CMU BLOCK NOTES: BASE PL1/4"x4"x1'-0"W/(2)5/8"0 1. SPLICE AND DEVELOPMENT LENGTHS ARE BASED ANCHORS RODS DRILL AND ON Pm=2,000 psi AND fy=60 ksi EPDXY 6"INTO FDN USING HILTI FLASHING PER ARCH 2. PLACE BARS TO BE SPLICED OR DEVELOPED TO RE-500V3 PER ICC ESR-3814 HAVE 3"MINIMUM COVER CMU -LAP Project No: 20-042 s OVERHEAD DOORJAMB a LOOSE LINTEL SCHEDULE 2 SPLICES/DEVELOPMENT LENGTH SCHEDULE Dale: 02fl8/2022 54.52 1"=1'-0" S4.52 1"=1'-0" 54.52 1"=1'-0" Checked By: SG Drawn By: SM Sheet Name: N MASONRY DETAILS RIGID INSULATION BRICK VENEER PER ARCH PER ARCH JOINT REIN BRICK TIE AND JOINT METAL STUDS WIRE REINF PER 11421100 CITY APPROVED PLANS LLJ I I BRICKTIE 5/8"MIN Reviewed for Code Compliance PER 042000 W/2 MAX U AJ A PLANS MUST BE ON JOB SITE Z E PER ARC. FOR ALL INSPECTIONS (D Q Sheet No: SECTION A-A S4.52 _ s TYP BRICK VENEER TO METAL STUD Page 78 of 319 r 1 2 3 4 5 6 1 CONNECTOR PL CONNECTOR PL WEB MEMBER PER SCHEDULE PER SCHEDULE PER ELEV pivot ' WEB MEMBER L J WEB MEMBER 1/4 5 EA ANGLE TO GUSSET PER ELEV W 3/4"zi6"ONG PER ELEV A 1/4 5 TYP _ n o r t h A W/(12)314"0 W HS x 4"LONG TYP �' CMU WALL 1/2" GAP LINTEL PER I T E C T U R E PLAN _ _ _______ 3116 A - - O A GUSSET PIL w — PIVOT NORTH ARCHITECTURE,PLLC. T T 1101 W.GROVE STREET BOISE,ID 83702 A WP e ? BOTTOM CHORD www.pivotnorthdesign.com HSS6x6x1/4,TYP SECTION A-A GUSSET PLATE TRUSS GIRDER A CONNECTOR PL PER/77 L3x3x1/4x8"AT PL 3/4x12x2'-2" A TRUSS GIRDER CHORD PER ELEV SCHEDULE STAMP FA HSS GUSSET CHORD PER ELEV �ap�gL E 4 G\S TF N�/y CMU WALL PIER EA CHORD ANGLE 1/4 o x�' PER PLAN TO GUSSET 114 114 T&B ¢ 2 3 TRUSS MEMBER 1/4 ELEVATION VIEW SECTION A-A PER ELEV GO tgrE OF\OPT P� LINTEL TO PIER CONNECTION S o TRUSS GIRDER GUSSET CONNECTION CONNECTOR PLATE SCHEDULE CONNECTOR PL ANGLE SIZE PLATE SIZE MAX SPACING PER SCHEDULE Lx4x3/4 6"SQ 32" RICF�eYgZISMILLER HSS COL PER PLAN L4x4x1/4 3"SO 32" �PL THICKNESS EQUAL LOCATE PER ARCH L3x3x3/8 2 1/2"SQ 24" TO ANGLE SPACING (4)1/2"DIA x 6" TRUSS GIRDER TOP 3x NAILER W/1/2"0 L3z3z1/4 2 1/2"SQ 24" EMBED GR 36 3/8"THICK CHORD PER ELEV THREADED STUDS @ 12" SECTION A-A ANCHORS BASE PLATE OC STAGGERED,TYP TYP a 1�, PLYWOOD SHEATHING 5116 DOUBLE ANGLE CONNECTOR PLATES PER PLAN B �1� ® 3/16 4 55.01 1 1/2"=V-0" 3x NAILER W/112"g HSS TO E ® THREADED STUDS MAN12'OC 3/16 q EMBED PL 33n v n m ry 3 SIMPSON MIT418 112"0 THREADED STUDS HANGER AT EA TRUSS @12"OC STAGGERED o. 3x NAILER.MATCH DEPTH TO CMU WALL HSS STEEL TRUSS GIRDER WIDTH &REINF PER PLAN PER PLAN DECK EL=SEE PLAN EMBED PL PER ELEV FOOTING CMU PIER TRUSS GIRDER SEAT W/ PER PLAN PER PLAN L4x4x3/4x4"LONG EA SIDE a TRASH ENCLOSURE GATE POST BASE PLATE SECTION A-A 55.01 1" ROOF SHEATHING PER PLAN FLASHING PER ARCH T.O.CM HIGH PER PLAN WOOD TRUSS 12#10 WOOD ro O PROVIDE(40)10d NAILS ( ) EMBED PL 3/4"x12" PER PLAN SCREWS Q SO W/(4)314"0 INTO TRUSS GIRDER NAILER @ 2"OC W/FIRST NAIL 2" TRUSS GIRDER TOP Z WHS x 4"LONG FROM FACE OF CMU CHORD PER ELEV O J PLYWOOD SHEATHING PL 3/8z6z0'-6"CENTERED BELOW Q C PL 3/4" 1/4 4 SEAT TO PER PLAN WOOD TRUSS PANEL POINT LL 3/16 Z (1)1/2"DIA GR 36 TYP ,/q q EMBED PL THRU BOLT 114 -T 1" 6" A 1 1/2"0 ERECTION BOLT W/LONG- Q ATTACH TO STUD v' 3/16 1/4 1 SLOTTED HOLE IN ANGLE TYP @ 2-4-MAX DO NOT TIGHTEN FULLY N PL1/4z4z4,TYP L4x4x3/8 ANGLE BRACE WHERE L.I..I I 3116 2TYP CHORD BAR PER c TRUSS GIRDER PL 3/8x6x0'-6" OCCURS PER ELEVATION O L ANGLE ELEVATION PER PLAN J 1/4 w 3116 2TO PL �L HSS PER PLAN 1/4 (n N 0 1/4"THICK CAP PL A J O L3x3x1/4 x 0'-3 1/2"T&B AND EA - SIDE OF HSS W/(5)1/4"DIA LAG T&B AND 114 2-1/2 ANGLE 1 MAX SCREWS IN EA ANGLE EA SIDE 1/q TO PIL U L.L z L— : - 1A 2-1/2 TYP N HSS6x2x5/16 1 ROOFING PER ARCH - ,^ Z Q CONTINUOUS — DOUBLE ANGLE TRUSS GIRDER STRONGBACK TRUSS GIRDER SEAT --------- ------ — EMBED PL 3/4"x12"x24" L PER SECTION A-A r� L3x3x1/4 KICKER @ T.O.PLY O/NG 3/4"O WHSx6' - - 2 DIAGONAL BOTTOM CHORD BRACING 10'-0"OC MAX — PER PLAN TRUSS GIRDER WEB MEMBER • •" CMU WALL PER ELEV &REINF 4 7 - _ PER PLAN CMU PIER&REINF PER ELEVATION 3/16 TYP ANGLE 1"MAX 1/4 5 EA ANGLE TO GUSSET 3/16 TO HSS 6" WEB MEMBER ,/q 5 TYP PER ELEV D :"" HSS4x4x1/4 @ EA KICKER TRUSS GIRDER BOT WIP 'o TRUSS&BUILT IN ____ ___ _ _ _ _ CHORD PER ELEV PARAPET PER MANUF F =_ PL3/4"THICK STABILIZER — Project No: 20.042 NOTES: PLATE _ ___ _ 1.ALL EXPOSED STEEL MUST BE HOT-DIPPED GALVANIZED. - _ DO NOT WELD TO BOT CHORD Date: 02t18/2022 2.TRUSS PARAPET SUPPORT AS REQUIRED BY THE TRUSS MANUF g 3.SEE SECTION 1/S3.10 FOR BALANCE OF INFORMATION il4 PL 3/4x12z1'-3" GUSSET Checked By: SG TRUSS GIRDER 9 TRUSS PARAPET SUPPORT EMBED PL3/4"x12"SQ W/ CHORD PER ELEV Drawn By: SM (4)314"0 WHS x 4"LONG EA CHORD ANGLE 114 ELEVATION VIEW TO GUSSET 1/4 Sheet Name: H PLYWOOD PER PLAN 5 TRUSS GIRDER TO CMU WALL s TRUSS GIRDER GUSSET CONNECTION N STEEL DETAILS L: 311 4 HSS TO 55.01 55.01 1"=1'-0" NAILER AND THREADED 3/i6 4 EMBED PL L1J STUDS PER 5/S5.01 CITY APPROVED PLANS w Reviewed for Code Compliance U 9 3n6 TYP PLANS MUST BE ON JOB SITE Z E CHANNEL PER PLAN LU emu WALL HSS PER PLAN - PER PLAN CHANNEL PER PLAN FOR ALL INSPECTIONS Q I CJP TYP Sheet No: EMBED PL 3/4"z12"x16" @ T&B W/(4)3/4"0 WHS x 6" LONG - 45` CMU PIER PER PLAN WALL PER PLAN SECTION A-A CHANNEL PER PLAN S 5.01 ro HSS ON CORNER PIER s CHANNEL CONNECTION Page 79 of 319 1 2 3 4 5 6 WOOD WALL PER PLAN NAIL @ 4"OC SOLE PLATE TO HORIZ MEMBER pivot , WALL SOLE PLATE led V R M MB HORIZ EXTERIOR HEADERS TO VERT MEMBER BRICK VENEER WHERE t h HOLD-DOWN AND COMPRESSION STUD SCHEDULE OCCURS PER ARCH MAX OPENING WIDTH HORIZ MEMBER VERT MEMBER TRIMMER KING ADDL HORIZ MEMBERS POST CAP SCHEDULE TYPE THREADED MIN ROD COMPRESSION PER SCHEDULE INSULATION PER ARCH MARK HOLD-DOWN ROD SIZE WASHER PL SIZE EMBEDMENT STUDS,SEE VERT MEMBERS 4'-8" (1)2x6 (2)2x6 (1)2x6 (2)2x6 n o r MID-BEAM CAP NOTE 1 PER SCHED I T E C T U R E BEAM TYPE TYPE END CAP TYPE 1 HDU2-SDS2.5 5/8"0 1/2X2-1/2X0'-2 1/2" 18" (2)2x6 10'-0" (2)2x6 (2)2x14 (2)2x6 (2)2x6 A HORIZ MEMBER LOOSE LINTEL PER 4/54.52 2 HDU4-SDS2.5 518"0 1/2X2-1/2X0'-2 112" 18" (2)2x6 PER SCHED WHERE OCCURS GL 5-1/2"x22-1/2" CCQ66SDS2.5 CBT4Z-KT 3 HDU5-SDS2.5 5/8"0 1/2X2-1/2X0'-2 1/2" 18" (2)2x6 PIVOT NORTH ARCHITECTURE,PLLC. GL 3-1/2"x9" CBT2Z-KT CBT2Z-KT 4 HDU8-SDS2.5 718"0 1/2X2-1/2X0'-2 1/2" 18" (1)4x6 INTERIOR HEADERS 1101 W.GROVE STREET BOISE,ID 83702 5 HDU11-SDS2.5 1110 1/2X2-1/2X0'-21/2" 24" (1)46 www.pivotnorthdesign.com GL 5-1/2"x18" CBT4Z-KT CBT4Z-KT 6 HDU14-SDS2.5 1"0 1/2X2-1/2X0'-2 1/2" 24" MAX OPENING WIDTH HORIZ MEMBER VERT MEMBER TRIMMER KING (1)6x6 WINDOW ' PER ARCH STAMP NOTES: 6'4- (1)2x6 (2)2x12 (1)2x6 (2)2x6 s�ownt Epp 1. FASTEN COMPRESSION STUDS TOGETHER PER 6/S6.01 2. HOLD DOWN CONNECTION PER DETAIL 7/S6.02 NOTES: NOTES: ¢ 12 3 1. SEE 7/S6.03 BEAM ON POST DETAIL. 1. SEE 1/S6.02 FOR WALL TYPE AND HEADER \✓" ELEVATION. r 5 2.SEE PLAN FOR HEADER SIZE AT OPENINGS HOLD-DOWN AND LARGER THAN IN SCHEDULE. NM wt POST CAP SCHEDULE COMPRESSION STUD SCHEDULE WOOD HEADER DETAIL AND SCHEDULE S6.01 NO SCALE 56.01 NO SCALE 56.01 NO SCALE RIC§CeYgZISMILLER WOOD SHEAR WALL SCHEDULE ALL VALUES ARE BASED ON IBC AND SDPWS FOR STRUCTURAL PANEL SHEAR WALL WITH FRAMING OF DOUGLAS FIR-LARCH B STUD OR FASTENER SPACING BOTTOM OF WALL CONNECTION BLOCKING NUMBER OF SIZE AT WALL AT CONCRETE TOP OF WALL E TYPE MARK SIDES OF ADJOINING BOUNDARIES INTERMEDIATE ro m SHEATHING CONNECTION m e S PANEL AND PANEL STUDS,SEE o o 6,- HARDWARE SCHEDULE EDGES,SEE EDGES,SEE NOTE 10 FIELD OF SLAB, NEAR EDGE, NOTE 11 NOTE 9 SEE NOTE 8 SEE NOTE 8 _ _m TYPE v�+m ry 3 MARK SIMPSON MODEL# TYPE COMMENTS W-6 1 2x 6"OC 12"OC 518"0 AS @ 48"OC 518"0 AS @ 24"OC (2)SDS25500 @ 16"OC A CMST14 (50)0.162x2-1/2"NAIL&24"END LENGTH B CMST72 (58)0.162x2-1/2"NAIL&27"END LENGTH W-4 1 3x 4"OC 12"OC 518"0 AS @ 48"OC 5/8"0 AS @ 16"OC (2)SDS25500 @ 12"OC ' C CMSTC16 (36)0.162x2-1/2"NAIL&15"END LENGTH W-3 1 3x 3"OC 12"OC 5/8"0 AS @ 32"OC 5/8"0 AS @ 12"OC (2)SDS25500 @ 8"OC W-2 1 3x 2"OC 1 12"OC 5/8"0 AS @ 24"OC 5/8"0 AS @ 8"OC (2)SDS25500 @ 8"OC NOTES: t- 1 SHEATHING NAIL SIZE SHALL BE 0.134"0 WITH 1-3/8"MINIMUM PENETRATION INTO FRAMING. 2. REFERENCE STRUCTURAL NOTES FOR SHEATHING TYPE AND THICKNESS. 3. INSTALL SHEATHING PANELS EITHER HORIZONTALLY OR VERTICALLY. 4. PLATE WASHERS FOR SILL BOLTS SHALL BE PER 5/S6.02 OR 6/S6.02. 5. WHERE NAIL SPACING IS LESS THAN 4"OC,STAGGER EDGE NAILING 1/2". X' 6. REFER T04/S6.02 FOR SHEAR WALL NAILING DETAIL. HOLD-DOWN 7. PRESSURE TREATED SILL PLATE SHALL BE 3x FRAMING. PER 4/56.01 X 8. USE NEAR EDGE SPACING WHEN ANCHOR BOLTS ARE WITHIN 12"OF A SLAB EDGE OR SHAFT OPENING,OR ARE PLACED IN A STEM WALL. 9. WALL BOUNDARIES INCLUDE TOP PLATE,BOTTOM PLATE,SILL PLATE,AND X COMPRESSION STUDS,UNO. m p 10.FASTENER SPACING AT INTERMEDIATE MEMBERS SHALL BE 6"OC WHERE SHEAR WALL TYPE MARK PER _ STUD SPACING IS 24"OC. SCHEDULE,PLACE SHEATHING QQ 11.AT CONTRACTOR'S OPTION,(2)2x STUDS MAY BE USED IN LIEU OF 3x STUD ON SAME SIDE AS TYPE MARK z _ FRAMING.SEE 1/S6.02 FOR DOUBLE STUD FASTENING. J NOTES: 12.WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL,PANEL EDGE JOINTS SHEAR WALL LEGEND O C SHALL BE STAGGERED SO THAT JOINTS ON THE OPPOSITE SIDES ARE NOT LL 1. END LENGTHS NOTED APPLY TO BOTH ENDS OF STRAP LOCATED ON THE SAME STUD. I- Z 2 HARDWARE SCHEDULE � WOOD SHEAR WALL SCHEDULE Lu o I L 0 56.01 NO SCALE 56.01 NO SCALE U- w Ln E- J Z ROOF/FLOOR DIAPHRAGM NAILING SCHEDULE Q ALL VALUES ARE BASED ON IBC AND SDPWS FOR STRUCTURAL PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR-LARCH U LL Z FASTENER SPACING SHEATHING z_ Q NUMBEROF NAIL O TYPE SHEATHING BLOCKING MIN LINES OF DIAPHRAGM CONTINUOS OTHER INTERMEDWE SIZE X L CATEGORY REQUIRED DECKING FASTENERS BOUNDARIES, PANEL PANEL FRAMING MINIMUM o WIDTH SEE NOTE 3 EDGES EDGES MEMBERS PENETRATION 1 1/2 1 1/2" 1 1/2" 1 1/2" D1 15132 NO 3x 1 6"OC - 6"OC 12"OC 0.148"0 X 1 3/8" D2 15132 NO 2x 1 6"OC - 6"OC 12"OC 0.148"0 X 1 1/2" 6"AT WOOD iv a 6"AT WOOD N a D3 15132 YES 3x 1 6"OC 6"OC 6"OC 12"OC 0.148"0 X 1 3/8" SCREW,9"AT - SCREW,9"AT } BOLTS,TYP BOLTS,TYP M~ NAILING FIELD OF PANEL: LONG DIRECTION=24"OC "OTHER"PANEL EDGE LONG DIRECTION=24"OC "OTHER"PANEL EDGE NOTES: SHORT DIRECTION=12"OC NAILING,FASTEN TO SHEAR WALLSHORT DIRECTION=12"OC NAILING,FASTEN TO SHEAR WALL 1. ORIENT SHEATHING PERPENDICULAR TO SAME DECKING MEMBER SAME DECKING MEMBER D FLOOR/ROOF FRAMING.STAGGER SHEATHING. """".... "';" ................. 2. PANEL EDGES SHALL NOT COINCIDE WITH JOINTS DIAPHRAGM DIAPHRAGM IN DECKING. INTERMEDIATE : • • :: .. • :: BOUNDARY INTERMEDIATE - •• •• NAILING BOUNDARY NOTES: SEE NOTE 1 SEE NOTE 1 3. DIAPHRAGM BOUNDARIES INCLUDE DIAPHRAGM NAILING NAILING(BN),(2) NAILING(BN),(2) 1. FASTENERS FOR: PERIMETER,SHEAR WALLS,AND DRAG STRUTS :: ROWS AT INTERIOR CONTINUOUS ROWS AT INTERIOR 2 PLY = SDW22300 INDICATED ON PLAN. :: SHEAR WALLS AND pgNEL EDGE :.. SHEAR WALLS AND ...............................:.... DRAG STRUTS ........:.:.'...:...1 L.: ;•...: DRAG STRUTS 3 PLY = SDW22438 2X4 2XB 8t 2X$ ""'..........::.....••........:... NAILING ..•••••.••...I...•• 1. 4 PLY = SDW22600 ' 5 PLY = 1/2"0 BOLT BLOCKING LOCATION Project No: 24042 3x WOOD DECKING 3x WOOD DECKING SHEAR WALL SHEAR WALL Date: 02]t8/2022 Checked By: SG UNBLOCKED DIAGHRAGM PLAN BLOCKED DIAPHRAGM PLAN Drawn By: SM Sheet Name: s BUILT-UP COLUMN s ROOF DIAPHRAGM NAILING SCHEDULE N WOOD DETAILS 6.01 5 NO SCALE 56.01 NO SCALE Lu CITY APPROVED PLANS � w 1 Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: a� S6.01 Page 80 of 319 r 1 2 3 4 5 6 TOP PLATE 1/2"MAX PER (3)16d-SHORT END DBL 2x FLAT HEADER, TOP PLATE SPLICE TOP PLATE AND (3)16d-SHORT END HEADER PER , NAIL THOU ONE 16" C,16d-SHORT @ ANCHORAGE PER NAIL THOU ONE PLAN,DROPPED RIM BLKG, pivot TOP PLATE SPLICE PLATE TO STUD,TYP 16"OC,TYP PER PLATE TO STUD,TYP TYP AB PER AS PER 2/S6.01 1/56.02 T.O.SHEATHING T.O.SHEATHING PER BEAM PER PLAN � v 5" WASHER PL STANDARD n o r t h EN,TYP 3GAx3z0'-5" CUT WASHER ITECTURE ix A STUDS PER BUNDLED STUDS r T.O.STEM WALL n 2x STUDS,SIZE PLAN OR BELOW BEAM PER AND SPACING PER PLAN,(2)STUDS U ARCH DWGS,UNO MINIMUM - � (3)i6d-SHORT (3)tsd-SHORT PIVOT NORTH ARCHITECTURE,PLLC. END NAIL TO EA 2x BLOCK ALL END NAIL TO 1101 W.GROVE STREET HEADER,TYP PANEL EDGES AT HEADER,TYP BOISE,IDhde702com SHEAR WALLS PROVIDE DOUBLE www.pivotnorthdesign.com PROVIDE DOUBLE PER ,. PLATE AT WINDOW PLATE AT WINDOW OPENINGS GREATER OPENINGS GREATER THAN 8'-0" (1)KING AND THAN 8'-0" STAMP 2x KING AND (2)TRIMMER S,cML E" TRIMMER STUD,TYP STUDS,TYP oF'Q-¢o�SiFRG'F •- AT BEARING WALL 2x SILL OR TO CONC: ¢ 12 3 BOTTOM PLATE, 5/8"0 AB'S W/ SEE NOTE 4 � 2x SILL OR 8"EMBED @ 48"OC BOTTOM PLATE 0.145"0 PAF W/ TO WOOD FLOOR: �ay,F SHEAR WALL BEARING WALL 1 3/8"0 WASHER&3/4" 16d-SHORT "M mt EMBEDMENT @ 24" OC MAX AT CONC, AT SHEAR WALL 16d-SHORT @ 12"OC SEE NOTES: T.O.CONC OR AT WOOD FLOOR T.O.CONC OR 1. CENTER ANCHOR BOLTS ON THE SILL PLATE. SH�J Eg7k{ING SHE 16d-SHORT @ 16"OC AT E i N SHORT 10"MIN NAIL AT 2 ORT END 6"MIN TRIMMER SHORT U 1S,OC AT F�///-y��•n �`y,Yw, END NAIL,TYP 10"MAX TRIMMER STUDS,TYP NAIL H R PLATE,(4) 10"MAX TRIMMER STUDS,TYP RiC§V/gtm1LLER s TYP ANCHOR BOLTS AT STEM WALL INTERIOR NON-BEARING WALL FRAMING ELEVATION 3x PLATE, AT WALL TYPE s1zE SPACING ✓ IIJJ 55.02 NO SCALE 3x PLATE,TYP WALL FRAMING ELEVATION WALL WHERE OCCURS L -EN 2x4 2x4 16"OC S 777---- NOTES(APPLIES TO ALL ELEVATIONS): 5r�____ ® 1. FRAMING NAILING NOT SHOWN SHALL BE AS INDICATED IN TABLE 2x6 2x6 16"OC B FACE OF OPENING SECTION A-A 2304.10.1 OF THE IBC. 2. SILL PLATES TO BE PRESSURE-TREATED WHERE IN CONTACT OR CORNER WITH CONCRETE. V m e 3. SEE FOR SILL BOLT CONSTRUCTION. W 3x6 UNO ON TRIMMER STUD 4. INCREASE SILL PLATE SIZE TO 3x WHERE REQUIRED BY SHEAR 3x6 PLAN o o Y AS REQ'D WALL SCHEDULE PER COMPRESSION STUDS WINDOW OR PER 4IS6.01 TYP STUD WALL FRAMING ELEVATION a'm� DOOR, 56.02 NO SCALE WHERE HOLD-DOWN OCCURS--- PER 4/S6.01 •. TOP PLATE SPLICE PER 2/S6.02•.• T1----- COMPRESSION STUDS T.O.TOP PLATE A A PER PLAN _•_°--- - --_ _ •_ -..-... . . END OF END OF S SPLICE SPLICE �T--ri-Tr- T__I_1_ r, F -TF_TT--1_- TF •I I•I TI I'1 I'I I'I I'I I•I I• INTERMEDIATE 4'-0"MIN LAP SPLICE • L__I I___I ___I I___I I___I.•I_ _I I___I I___I I___I I__J STUD NAILING MIN ROD - - - - - - - - - PER 2/S6.01 EMBEDMENT PER 11 11 I:•I I'•I (16)16d-SHORT @ 14,. I.'I 1.11 1 .°I 1• SPLICE,EQUALLY CENTER PL JOINT L.I I•;I I•;I - --LJ----- T.O h.l °.I STUD SIZE AT SPACED N STUDS,TYP O ADJOINING PANEL ___ I' I'•I I' I' I' I' I'•1 I' DOUBLE TOP OUTSIDE OF SPLICE, AB PER 2/S6.01 1.1 EDGES PER 2IS6.01 - I I I.•I I I I I I I I I I I I.• I I I'I PLATE FASTEN PER IBC T. ,FT •I I•I I•'I I•I I•I I•I I•I I•I I•;I I•I °I I• 11/2 TABLE 2304.10.1 -..". THREADED ROD ... .- k k k _.'IJ .6-. . .. PER 4/S6.01 •I•I F'-'� F'-'� F'-'� F i F F'=1'I•I• -- WASHER PL PER C'n O ---- 4/S6.01 W/DBL I'I I•I I•I I•I I•I I:-I I•I I•I I•I I•I I'I I' HEAVY HEX NUT I•I 1 1 1 1 1.•1 I I I I I I I I I•I _ EN PER 2/S6.01 I•'I 1.1 1.1 1.1 I•-I STUD FRAMING,TYP z - 1I I I I I I I I:•I I I I I I I I I ' I'I I'I I'I I'I L•I I'I I'I I'I I'I C TYP HOLD-DOWN AT FOUNDATION HOLD-DOWN PER PLAN � ZAND 1J1 T.O.CONC 56.02 NO SCALE NOTES: DISTRIBUTE EN EQUALLY BLOCK ALL BOTTOM OF WALL CONN AT 1. PROVIDE CONTINUOUS TOP PLATES WITHOUT JOINTS L 2 OVER ALL COMPRESSION PANEL EDGES CONCRETE PER 21S6.01 WHERE WALLS ARE 12'-0"OR LESS IN LENGTH. Ll..l F- STUDS,12"OC MAX NAIL PER 2/S6.01 SPACING 0 F � w HOLD-DOWN 16d-SHORT (n @6"OC J O COMPRH EN STUDSESSION 4 TYP SHEAR WALL NAILING 2 TYP TOP PLATE SPLICE Lam z 56.02 NO SCALE 56.02 NO SCALE Q) Z '^ EN EN HOLD-DOWN - Q (4)16d-SHORT EACH END p 16d-SHORT "*2x?*'FULL TRIMMER @ i6"OC HEIGHT OF STUD STUD COMPRESSION STUDS EN TEE INTERSECTION CORNER 1/2"MAX,TYP WASHER PL ? 1/2 MAX,TYP _� 3GAx3x0'-3" D ® TYP,UNO a TYP COMPRESSION STUD INTERSECTION i-IWASHER PL � � 3GA,TYP aro ro ANCHOR BOLTS, < S6.02 NO SCALE SEE NOTE 2 SEE 1/S6.02 FOR 10"MAX SEE NOTE 2 SIZE AND SPACING 1"MIN MIN Project No: 20.042 0 0 SEE NOTE 1 SEE NOTE 1 Date: 02]18/2022 Checked By: SG CMU WALL& PROVIDE LTT19 STRAP@ Drawn By: SM REINF PER PLAN 4'-0"OC W/(8)0.148 x 1 1/2" 10"MAX NAILS&3/4"DIA x 4 3/4" 48"OC 48"OC 48"OC MAX MAX MAX EMBED HILTI KB-TZ ANCHOR AT EA STRAP Sheet Name: SHEATHING CHORD BARS PER PER PLAN WOOD DETAILS ELEVATION s TYP STUD WALL CORNER WASHER PLATE PLAN WASHER PLATE PLAN ss.oz NO SCALE LJJ SINGLE-SIDED DOUBLE-SIDED BN NOTES: CITY APPROVED PLANS 1. WASHER PLATES LARGER THAN MAYBE DIAGONALLY SLOTTED W WIDTH UP TO 3/16" LV LARGER THAN THE BOLT DIAMETERER 1-AND SLOT LENGTH NOT TO EXCEED 1-3//4",PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE WASHER PLATE AND THE NUT. ,J F 2. BOLTS WITH DISTANCES TO EDGE OF SILL PLATE LESS THAN V ARE CONSIDERED INEFFECTIVE. Reviewed IOC Code Compliance NOTIFY THE STRUCTURAL ENGINEER.A REPLACEMENT BOLT WILL BE REQUIRED. U E PLANS MUST BE ON JOB SITE Z� TITEN TURBO SCREWS4" WOOD TRUSS FOR ALL INSPECTIONS (V @ 24"OC PER PLAN Q Sheet No: SIMPSON HU414 HANGER W/(18) 1/4"xl 3/4"TITEN TURBO CONCRETE SCREWS INTO CMU WALL AND(12) 10d NAILS INTO WOOD TRUSS 9 WOOD TRUSS TO CMU WALL s TYP SHEAR WALL WASHER PLATES S6.02 1'-0" 56.02 NO SCALE Page 81 of 319 1 2 3 4 5 6 DRAG TRUSS PLYWOOD PER PLAN CONTINUOUS STRAP f-1h T.O.PARAPET PER PLAN PER PLAN v FLASHING PER ARCH � TRUSS PER PLAN EN BN,(2)ROWS BN PLYWOOD PER PLAN FULL DEPTH TRUSS pivot FLAT BLKG PER PLAN SHEATHING TBLKG RUSS n o r t h I PER PLAN TRUSS DBL TOP I 2X6 FLAT BLKG BETWEEN CONT STRAP PER PLAN PLATE TRUSSES,TYP AND SCHEDULE ON SHEATHING PER PLAN (4)10d ITECTURE 2x BLKG @ 16"OC A H2.5@48"OC 2x BLKG AT EA BN PIVOT NORTH ARCHITECTURE,PLLC. STUD BAY T.O.SHEATHING n 1101 W.GROVE STREET �7 T.0.TOP PL BOISE,ID 83702 (3)16d-SHORT www.pivotnorthdesign.com EN TRUSS PER PLAN TRUSS PER EN TOP OF WALL PLAN STAMP FULL DEPTH CONN PER 2/S6.01 awnt E (2)3x LVL SIMPSON H2 @ (2)16d-SHORT o�`'�o�arFRE yF BLKG EA BLKG SHEATHING TOENAIL ES x o m (2)SIMPSON HTT4 USING(18)0.148 0 x 1 1/2"NAILS W/5/8"0 ANCHOR TRUSS PER PLAN WHERE OCCURS ¢ 'I 2 $ ROD FRONT AND BACK.[TOTAL OF(4)HTT4 AND(2)ANCHOR RODS]. PER PLAN INSTALL HTT4 OVER SHEARWALL SHEATHING AND NAILING. STUD WALL CONT 2x LEDGER rqr a� PER PLAN W/ (4)16d-SHORT EA STUD SHEAR WALL DBL TOP PL 4)16d--SHORT A BLOCK PER PLAN TYP INTERIOR BEARING WALL BELOW- HIGH AND LOW DIAPGRAGM DRAG CONN s TRUSS BLOCKING AT STRAPS a TYP PARAPET BALLOON FRAMED 1 FRAMING PERPENDICULAR 1"=1'-0" 56.03 NO SCALE 56.03 NO SCALE ��///-//�y�� 'A/ �`y,Yw, (2)2x12 W/HUS212-2TF DBL TRUSS Rlcir V/g(/(/smILLER SIMPSON TOP FLANGE PER PLAN CONT STRAP TRUSS HANGER EA END CMU WALL& PROVIDE LTT19 STRAP @ PER PLAN PER PLAN REINF PER PLAN 4'-0"OC W/(8)0.148 x 1 1/2" r NAILS&3/4"DIA x 4 3/4" PLYWOOD DBL TRUSS BLKG z a EMBED HILTI KB-TZ BN,(2)ROWS PER PLAN BETWEEN WOOD U ANCHOR AT A STRAP DRAG TRUSS TRUSSES a z PER PLAN (4)10d m J OPENING L m 3 SHEATHING E TRUSLANS PER F a PER PLAN L NGTH P 0'-0" J L MAX x (2)16d-SHORT, o o rc Y CHORD BARS PER TYP ELEVATION -_ - v�n m 2 3 FLAT BLKG DBL TRUSS TRUSS HANGER PER PLAN PER PLAN PER MANUFACTURER BN NOTE: WHEN OPENING DIMENSION'W'EXCEEDS 4'-0",REFER TO PLANS FOR FRAMING. AT OPENING GREATER THAN TRUSS SPACING TRUSS 99 2x6 BLKG W/(3)1/4"z1 3/4" PER PLAN TRUSS 00 PWT PER PER PLAN ¢¢ TITEN TURBO SCREWS PLAN T.O.TOP PL n a a @ 24"OC TRUSS SPACING 2x6 BLKG @ TRUSS to rn y w PER PLAN A STRAP PLAN TYPR EN TRUSS BLKG 2x6 W/LU26 @ 48"OC HANGER EA OPENING T/WALL CONN TRUSS SPACING END,TYP PER 2/S6.01 16d-SHORT PER PLAN TOENAIL ES TRUSS WALL PER PLAN PER PLAN AT OPENING LESS THAN TRUSS SPACING WALL TO TRUSS BLKG DRAG TYP INTERIOR SHEAR WALL BELOW - 13 CONNECTION s TYP FLOOR OPENING PLAN 5 WOOD ROOF TO CMU WALL PARALLEL 2 FRAMING PARALLEL 56.03 1"=1'-0" 56.03 NO SCALE 56.03 1"=1'-0" 56.03 NO SCALE CONT STRAP p C TRUSS - 112"THICK PL _ PER PLAN PER PLAN 1 1/2" ED PROVIDE 6x6 LL PLYWOOD DBL TRUSS BLKG a AT TIE PLATES < Z PER PLAN BETWEEN WOOD PLYWOOD PER PLAN O PL 3/8"x4"x1'-0" CONT STRAP SIMPSON(2)LTP4 FRONT TRUSSES � N = PER PLAN AND BACK @ 16"OC 9" N POST CAP PER n H (10)1/4"DIA LAG LU � FLAT SHEDULE ON N SCREW W/3"MIN O BLKG PER POST CAP PER N N EMBED _ PLAN SHEDULE ON B PLATE DIMENSIONS '0 u— w II II (/') N N J �� II II II O a —3"TYP BEAM U ILL Z PER PLAN 0J z N _ Q TRUSS 13/8" 1/2"THICKPL O BEYOND TRUSSPER PLATE DIMENSIONS TIE PLATE CONN L ?j N PLAN GL BEAM PER PLAN POST CAP PER C' A o SCHEDULE ON HANGER BY TRUSS WOOD TRUSS PER POST PER POST PER PLAN MFR,TYP PLAN,TYP BRICK VENEER SIMPSON VGT W/(16)1/4" ALIGN TRUSS NEXT EXTERIOR PLAN 7 PER ARCH x 3 SIDS EA VGT&(1)5/8" STUD TRUSS MANUF TO DESIGN SHEAR WALL GL BEAM PER PLAN DIA GR 36 ANCHOR TRUSS TO MAX TOTAL LOAD DEFLECTION OF U600 WHERE PER PLAN BRICK OCCURS PER ARCH POST PER PLAN WALL SHEATHING BN CS14 STRAP x 4'-0 LONG AND 8d PER PLAN NAILS IN A HOLE(60 MIN) SHEAR WALL 1 1/4"DIA 36 KSI SMOOTH WOOD WALL PER PLAN ROD W/THREADEDENDS STUD PER PLAN PLYWOOD SHEATHING AND TURNBUCKLES.MAX PER PLAN LENGTH=5'-8".MAX A34 A STUD T.O.PLY SPACING 8'-0"PROVIDE ATTACH TO TRUSS PER PLAN D 14 CANTILEVER DRAG BEAM DETAIL 10 WALL TO BEAM DRAG CONNECTION s ROOF TRUSS BEARING AT BEAM TURNBUCKLE W/MIN SIDE PROVIDE A34 EA WOOD TRUSS CAPACITY OF 4,000 LBS. SIDE @ 6x6 PER A/- BLKG @ 16"TRUSS OC 56.03 1/2"=1'-0" 56.03 1"=1' COORDINATE TYPE AND ALIGNE W/ .03-0" !! 1"=V-0" STYLE WITH ARCH WALL SD TUDS CONTINUOUS STRAP PER PLAN WOOD TRUSS FLASHING BN SHEATHING PER PLAN D1 TYP SHEATHING RIPPED(2)2x8 1 MAX PER PLAN PER ARCH TRUSSHANGER TRUSS PER PLAN PER @ 24 OC 1 EA SIDE PER MANUF PLATE PER Cl- FULL DEPTH 3X LVL Project No: 20-042 tOi TRUSS MF TO 2 o BLKG ALIGNED W/ R E � 1/4 WALL STUDS Date: 07J18/2022 PROVIDE TYP BARING SAT 1/4 —-- --- o PL3/8x4x0'-6" Checked By: SG 0 _ W/3/4"DIA A307 I - SHEATHING PL3/8"z31/2"x8"BTWN Z BOLT EA STUD Drawn By: SM PER PLAN ° ° A(2)2x8 W/1/2"DIA 4'-0"MAX SIMPSON H2 @ 0 o A307 BOLTS A STUD co CHANNEL PER PLAN A34 EA STUD S h e e t N a m e: PL 3/8x4x0'-4"BTWN WALL CDINT SOLE CONT 2x6 W/ 2x6 ALIGNED 2x BLKG,TYP EA(2)2z8 W/1/2" PLATE W/(2)#12 (2)#12 SCREWS W/WALL STUD w WOOD DETAILS GL BEAM PER PLAN A END DIA A307 BOLTS SCREWS EA STUD EA STUD (f� FULL DEPTH 2X6 FLAT BLKG BETWEEN 2X LVL BLKG TRUSSES,TYP POST CAPPER DRAG TRUSS SCHEDULE ON WALL AND PER PLAN \\ (2)SIMPSON HTT4 USING(18)0.1480 x 1112"NAILS W/5/8"0ANCHOR POST PER PLAN CANOPY SUPPORT AT OVERHANGS w ROD FRONT AND BACK.[TOTAL OF(4)HTT4 AND(2)ANCHOR RODS] S6.03 1/2"=1'-0" DRAG TRUSS CITY APPROVED PLANS u PER PLAN E SHEAR WALL MID-BEAM CAP END-CAP Reviewed for Code Compliance w PER PLAN r n HIGH AND LOW DIAPGRAGM PLANS MUST BE ON JOB SITE Q 11 meet u DRAG CONN BEAM ON POST DETAIL FOR ALL INSPECTIONS 56.03 1"=1'-0" S6.03 1"=V-0" S6.03 Page 82 of 319 1 2 3 4 5 6 • GENERAL LEGEND HVAC LEGEND UNLESS NOTED OTHERWISE ALL SCHEDULED DATA IS LISTED AT ELEVATION 2840 FT J pivo (Not all symbols listed below are used on these drawings) (Not all symbols listed below are used on these drawings) n o r t h ABBR. SYMBOL DESCRIPTION ABBR. SYMBOL DESCRIPTION ABBR. SYMBOL DESCRIPTION ABBR. SYMBOL DESCRIPTION CAP END OF PIPE HWS -HWS- HEATING WATER SUPPLY PIPING ®. SUPPLY DUCT UP I DOWN SECTION DESIGNATION SECTION CUT ON THIS SHEET NJ ®.% stogy PITCH DOWN IN DIRECTION OF ARROW HOUR -HR-- HEATING WATER RETURN PIPING RETURN DUCT UP I DOWN HVAC PLAN NOTES: GENERAL NOTES: ARCHITECTURE - PIPEANCHOR HTWS -HTWS- HIGH TEMPERATURE HEATING WATER SUPPLY PIPING EXHAUST DUCT UP I DOWN A e VIEW REFERENCE DESIGNATION - PIPE ALIGNMENT GUIDE HTWR -HTWR- HIGH TEMPERATURE HEATING WATER RETURN PIPING ® ROUND DUCT UP/ROUND DUCT DOWN 1. ALL SUPPLY AIR DIFFUSERS ARE 4-WAY AIR PATTERN U NLESS SHOWN 1. COORDINATE WORK WITH ALL TRADES. X-X VIEW REFERENCE ON THIS SHEET S UNION OR FLANGE CHWS -CHWS- CHILLED WATER SUPPLY PIPING 4BF12 FLAT OVAL DUCTWORK OTHERWISE, 2. COORDINATE ALL DUCTWORK AND PIPING WITH EQUIPMENT,STRUCTURE, X EQUIPMENT UNIT IDENTIFICATION CONCENTRIC PIPE REDUCER CHWR -CHWF1- CHILLED WATER RETURN PIPING ) FLEXIBLE DUCT CONNECTION 2. DUCT SIZE OF BRANCH DUCT TO AIR DEVICE SHALL BE THE SAME SIZE AS ETC. PIVOT NORTH ARCHITECTURE,PLLC. EQUIPMENT UNIT NUMBER(UNIT SERVED-FLOOR- NECK SIZE OF AIR DEVICE UNLESS NOTED OTHERWISE. 1101 W.GROVE STREET t-2-3 SEQUENCE#) ECCENTRIC PIPE REDUCER D -----D-- COOLING COIL DRAIN PAN PIPING BDD 1 BACKDRAFT DAMPER DIFFUSER IDENTIFICATION PRV PRESSURE REDUCING VALVE CWS __CWS- CONDENSER WATER SUPPLY PIPING TCD ® TEMP.CONTROL DAMPER-OPPOSED BLADE 3. UNLESS OTHERWISE NOTED,ALL SUPPLY AND RETURN AIR DUCTWORK SHALL BOISE,ID 83702 ® A 250 DIFFUSER NECK DIAMETER BE EXTERNALLY WRAPPED TO THICKNESS AS STATED IN SPECIFICATIONS. WWW.pivotnOrthdesign.COm DIFFUSER CFM PTRV r�. PRESSURE AND/OR TEMPERATURE RELIEF VALVE CWR -CWR-- CONDENSER WATER RETURN PIPING TCD p TEMP.CONTROL DAMPER-PARALLEL BLADE 4. PROVIDE ROOM AIR BALANCE TO ACHIEVE POSITIVE I-)OR NEGATIVE(-)AT LINEAR DIFFUSER IDENTIFICATION ISOLATION VALVE IRE:SPEC FOR TYPE) GHWS - GHWS- GLYCOL HEATING WATER SUPPLY PIPING MVD rE�- MANUAL VOLUME DAMPER THE DIFFERENTIAL PRESSURE INDICATED ON THE DRAWINGS. STAMP NAL 4 ELLINEAR DIFFUSER NECK DIAMETER VERTICAL PIPE VALVE GHWR -GHWR- GLYCOL HEATING WATER RETURN PIPING MD ®J� DUCT MOTORIZED DAMPER 5. REFER TO ARCHITECTURAL DRAWINGS FOR ROOF PENETRATION DETAILS. ��iyS�OENSfpNc�2� INER LINEA DIFFUSER LENGTHNGTHAR DIFFUSER CFM CHECK VALVE PCWS -PCWS- PROCESS CHILLED WATER SUPPLY PIPING LJJ CONICAL FITTING WITH MVD 6. DUCT SIZES INDICATED ARE FREE AREA SIZES.WHERE INTERNAL DUCT LINING P FINNED TUBE RADIATOR ACTIVE ELEMENT LENGTH SOLENOID I MOTORIZED VALVE PCWR -PCWR- PROCESS CHILLED WATER RETURN PIPING a SPIN-IN FITTING WITH MVD I$PROVIDED,SHEET METAL SHALL BE INCREASED IN SIZE TO ACCOUNT FOR 0_ J65833 2'4" FTR EQUIPMENT UNIT IDENTIFICATION THE THICKNESS OF THE LINER. ' �4� SOLENOID VALVE UPS BPS- LOW PRESSURE STEAM SUPPLY PIPING(0-75#1 FD QJ� DUCT FIRE DAMPER EQUIPMENT UNIT NUMBER T RADIATOR ENCLOSURE LENGTH(OR W-W=WALL-TPWALL) HOSE END DRAIN VALVE UPC --LPC-- LOW PRESSURE CONDENSATE RETURN PIPING FSD ®J� COMBINATION DUCT FIREISMOKE DAMPER qTF OF T Prt O KEYNOTE REFERENCE PR PRESSURE/TEMPERATURE TAP MPS --MPS- MEDIUM PRESSURE STEAM SUPPLY PIPING(16#-fi0#) SD ®J� DUCT SMOKE DAMPER O KITCHENIOWNERIMEDICAL EQUIPMENT REFERENCE ✓~ STRAINER MPC --MPC-- MEDIUM PRESSURE CONDENSATE RETURN PIPING W DUCT SMOKE DETECTOR TYPICAL ROOM REFERENCE(TOP=RM#,BOTTOM=FUR) STRAINER W/SLOWDOWN HPS --iPS- HIGH PRESSURE STEAM SUPPLY PIPING(fit#-125#) DAD ® DUCTACCESSDOOR POINT OF CONNECTION,NEW TO EXISTING BRAIDED FLEXIBLE PIPE CONNECTOR HPC --HPC-- HIGH PRESSURE CONDENSATE RETURN PIPING p�l-:-,"�I���I LI TURNING VANES IN DUCT ELBOW ///�/�1�//���]] (\',RYA, POINT OF DISCONNECTION,DEMO ---CO-- DOUBLE-BOWL FLEXIBLE PIPE CONNECTOR PC �C- PUMPED CONDENSATE PIPING LJ RI��V/J��/.■■ILLER DIRECTION OF FLOW IN PIPE THERMOMETER BBD -BBD- BOILER BLOWDOWN PIPING EP ELECTRIC-PNEUMATIC CONTROL VALVE COMcheck Software Version 4.1.1.0 V DUCTWORK,PIPING AND EQUIPMENT TO BE REMOVED PRESSURE GAUGE BE ----BF- BOILER FEED WATER PIPING PE PNEUMATIC-ELECTRIC CONTROL SWITCH Mechanical Compliance Certificate (E) • • EXISTING 13 SIGHTGLASS RL -RL- REFRIGERANT LIQUID PIPING QO WALL SWITCH IEMERGENCY SWITCH (N) NEW C.A.P. ® CEILING ACCESS PANEL RS ---RS-- REFRIGERANT SUCTION PIPING i3 TEMPERATURE SENSOR (R) RELOCATED PUMP RHG -RHG- REFRIGERANT HOT GAS PIPING OT WALL MOUNTED THERMOSTAT Project Information (F) FUTURE TB THRUSTBLOCK TT ®rT THERMOSTATIC STEAM TRAP C® WALL MOUNTED CARBON DIOXIDE SENSOR Energy code: 20181ECC BDIA 0 DIAMETER MAV MANUAL AIR VENT F&T ISO F&T FLOAT AND THERMOSTATIC STEAM TRAP 0 WALL MOUNTED OXYGEN SENSOR Propd Toe'. TWIN FAILS FIRE STATION 43 0 0 E Loaf Twe,Feed,IOYq 5 U - O WAD WALL ACCESS DOOR AAV AUTOMATIC AIR VENT IBT QT 1, INVERTED BUCKET STEAM TRAP OH HUMIDISTAT clime.Zane: 515 L OD U NIC NOT IN CONTRACT TCV 94 I6 (2 OR 3-WAY)TEMPERATURE CONTROL VALVE UNIT MOUNTED THERMOSTAT Pm,.TyPe. New CondtnKb3n 0 m n E 2 AFF ABOVE FINISHED FLOOR --D>- VENTURI METER OP P® PRESSURE SENSOR I PRESSURE MONITOR GC GENERAL CONTRACTOR BV CALIBRATED BALANCING VALVE S UNDERCUTDOOR C 1025 Sile. OannlAgml: Desgrca'Carwadv: Q m to 025 WASHINGTON STREET SOUTH _ MC MECHANICAL CONTRACTOR AFV TWIN FALLS,ID 83301 �� AUTO FLOW VALVE rt� LOUVER INDOOR U EC ELECTRICAL CONTRACTOR RSV REFRIGERANT SERVICE VALVE RISE DUCTRISE AddNbno ETR; CyP IN:kage(a) O 3:0 High PeHolnanoe SIVH UNO UNLESS NOT OTHERWISE DPS DP DIFFERENTIAL PRESSURE SWITCH ORy DUCT DROP N M LID COMMON FS FLOW SWITCH A.L. ACOUSTICALLY LINED DUCTWORK Mechanical Systems List t �- Quantity System Type&Description ¢ 2 0) NC NORMALLY CLOSED EJ EXPANSION JOINT TCRAD TEMPERATURE CONTROL OUTSIDE AIR DAMPER 1 RCOF TOP UNIT RTU-11Single Zoe): RS NO NORMALLY OPEN BJ - BALL JOINT EXPANSION COMPENSATOR TCRAD TEMPERATURE CONTROL RETURN AIR DAMPER r,t,.1 each-Cened Furnace,Gaa.C.-it,-100 d8toll j(h Proposed Er%a Y=N 00%EL Repined ElBckncy 80.W%Et ar 80%AFUE O Op TCEAD TEMPERATURE CONTROL EXHAUSTAIR DAMPER Coding 1 coca Srgle Pr ge DX Unt,Capacity=49 kBI^Ak-Coded Condereav A,Emndnm 6""to O Propos ed Etkcancy215 70 SEER Required E. , fk ncy 14.00 SEER: N N DOUBLE/SINGLE LINE DUCT LEGEND SP IN WC STATIC PRESSURE IN INCHES WATER COLUMN Fan Sys qn ROOFTOP NIT RTU-2 FITNESS AREA-Campanca lNleeOrn nwp ma HP ewOxdl Pasus V Not all s robe's listed below are used on these drawin s EOMD 11 END OF MAIN DRIP F_ SINGLE LINE DOUBLE LINE SINGLE LINE DOUBLE LINE SINGLE LINE DOUBLE LINE SINGLE LINE DOUBLE LINE sccR SHORT CIRCUIT RATING FAN 20Suppiy,Cot Wad Volume 160DCFM,2.0mobrnamaNI hp.656Ian e1bcWwy grade FAN 21 Exlaust,Constant Volume,100 CFM.1.0 motor namepele V.28.1 ten eMciency Wade T\ T aIGIO RIGID A SO ® SUPPLYAIR DEVICE 1 ROOFTOP UNIT RTI}2($Mgre ZCM): \ I see peTUL `Ft ( I / RG m RETURN AIR DEVICE Meeting.1 each C.-F..-,G•z.Can.,e 195 k8loh � UI . J L_L/ P opmad ENo-cy=80.00%EL Repaired!El6ci mEy IN OD%Et or 80%AFUE ING 45°TEE(ROUND) 90°TEE(RECTANGULAR) FLEX DUCT 90°RADIUS ELBOW RG RETURN AIR DEVICE WITH SOUND BOOT Cooling:I--Singe Paduga DX Ural.CApadty=124 kBoah.Air-Cooed Cord•nzsr,Aar Eoo - EG ® EXHAUST AIR DEVICE FA SyVmEROOmy FTOP U.20 RTU-21 FITNESS AREciarcyA llDOEER•12.61EFR T\ TI I yMam:ROOFTOP U117 R7U-21 FITNESSAREA-Campanw lMobr mmaplele HIP rrwtllndl Passes \ I iEEI�� J Farm: 0 45°TEE(RECTANGULAR) 90°TEE(ROUND) MANUAL VOLUME DAMPER 9V ELBOW FAN 20 Supply,CoreWd Vdums,t60DCFM,2.0 motor name)Ip,66.6 fan elflckmcy grade m S FAN 21 EINNet,Co darn Vdone.too CFM,1.0 motor namepe.Ip,28.1 fan elllciency wade QQ w T XfOFF aurne L,C_, � t�� I ❑ 1 ELECTRIC uNIT HEATERS EUH($tnWiplas t C onNPER IyLJ11,1 jILJ�I � ILJIrTJ� /J �//�//, Hemng a each line Heater.Ebctric,Capacity=12 s9lu'nNo O � DUCT SPLIT GRD RUNOUT REDUCER 45°ELBOW ,SyJ_-umNIT HEATERS ERSIreann WORappin _ 20 8 Fan SyMwn'.UNIT HEATERS WORK AREAS--Compliance(MdOr mmapaM HP matMdl Passes LL Z_ Fete' FAN 22 Supply.Con NaN Volume.300 CFM 0 0 motor nemeplak,hp 0 0 fen eMoency grade H 5 SPLIT SYSTEM HEAT PUMPS FCUOCV shoe Zone): V) = Spin Syz.m Heal Pump I- RTU-1 OUTSIDE AIR VENTILATION CALCULATIONS(OA) ERV-1 OUTSIDE AIR VENTILATION CALCULATIONS(OA) "°'°^�"'°'Er--cry=6 0HS w Proposed Efbency=10.30 HSPF,Requred Efbancy=a20 HSPF �/ 0 ZONEVENTLATON SYSTEM OCCUPANT OUTSIDE AIR ZONEVENTILAION SYSTEM OCCUPANT OUTSIDE AIR Coding Mods CAI-9k&uT, LL L/ AIR SYSTEM TAG ROOtA OCCUPANCY CLA431FICATON Code Basis:IMC 2018 EFFECTVENE33IE�1= 0.8 DIVERSITY D- 100% SUMMARY AIR SYSTEM TAG ROOM OCCUPANCY.-SIFICATON Code Basis:IMC 2018 EFFECTIVENESS Ez 0'8 DIVERSITY D- 10m0 SUMMARY Propped Eleowlcy=1/.80 SEER,Required Elkcle 14.00 SEER ~ 11- 1 1= 11- Fan$ rn ILL w PEOPLE AREA PDMANY PEOPLE AREA "MANY ydam:SPLIT SYSTEM HEAT PUMPS SLEEPING ROOMS (Motor ralMplea HP lrwlh00)"Paesaa ZONE OCCUPANT BREATHING ZONE PEOPLE ROOM ZONE OCCUPANT BREATHING ZONE PEOPLE ROOM ROOM ROOM NAME P.- SECONDARY ZONE AREA pRe ARy OUTSIDE OUTSIDE DENSITY TOTAL ZONE OUTSIDE OUTSIDE 'MM OUTSDE GROOM ROOM ROOM NAME PRIMARY SECONDARY ZONEAREA IHBMARY OUTSIDE OUBIDE DENSITY TOTAL ZONE OUTSIDE OUTSIDE OUrsIE OUTSIDE OUTSDE NUMBER (SF) AIR CFM AIR RATE AIR RATE a10m 3F REOPLE AIR CFM MRCFM MR AIRCFM AIRCFM NUMBER (BF) AIR CFM AIR RAZE AIR RAZE a10m 3F PEGPLE AIR CFM AIR CFM NR AIR CFM AIR CFM FMH: J U, (CFM) (CFMBF) FRACTION (CFM) (CFMBFl FRACTION FAN 33 SLppiv CoNtant Volume.290 CFM.02 motor nemedele he 0 0 fen e111cWmv grade J Z I-) N e) IRP) (RO) (Pz) I-) Was) (sal (Aa) W�l IRP) RA) (Pz) (Vm) IV-) (zp) QMari ft System Type&Daacriptiel .. 0 ' 102 FFWA OFFICE OFFICE 025 fi80 5.0 O.Ofi 5 2 36 d5 O.Ofifi 11 2G 114 SLEEP DORMRODES SLEEPING AREAS 100 d0 5.0 O.Ofi 20 2 16 ZO 0.500 10 fi 1 INFRARED HEATER(Sirgk Zane- 4- Hesong:A e0dn-ge0lanl Heeler.Gas.C ipac ty•75 1,81om U ILL Z_ 103 HALLWAY PUBLICSPACEB CORRIDOR 290 200 0.0 0.06 0 0 11 22 0.109 0 17 115 SLEEP DORMITORIES SLEEPINGAREAB 1m a0 Be 0.06 20 2 16 ZO 0.500 10 6 NomomunBMctencytequiremen,applies CU Z S Fen System.Nora - Q 1e CAPTAIN OFFICE OFFICE OFFICE 1. 1. SA 0.06 5 1 e 11 o0M 3 6 111 SLEEP DORMITORIES SLEEPING AREAS 1m d0 Be 0.06 20 2 18 20 0.500 10 6 2 GAS WATER HEATER GWIH O \/ GOB Stooge Weler Hhelw.Capact,BD tlalbl5.Input gSang.210 k81u%vJ CIfW1860n Pump \ rn FOOD AND 117 BLEEP DORMITORIES SLEEPING AREAS 100 d0 5.0 0.06 20 2 18 ID 0.500 10 8 Proposed Emc+ency.96 G04 Et,Required Emoency.so Go%Et L / N 1p8 DTCHENDINING BEVERAGE - 517 1.875 5.0 0.06 20 10 83 103 0.055 52 31 O SERVICE N 118 ADA SLEEP DORMITORIES SLEEPING AREAS 1. w .00.06 30 2 18 W one 10 8 110 HALLWAY PUBLIC PACES CORRIDOR 110 70 0.0 0.06 0 0 ] 8 0.119 0 ] Mechanical Compliance Statement Profeck 1WIN FALLS FIRE 8TATONN Total3uppy Air CFM• 200 Unmrrac.tl GEM 80 «gut OA W Bp Compliance Statement. The proposed mechanical Ge5a represented In this document lS consistent With the Building Imake,CFM W I A lance qn represen g plans. 111 DAYROOM RECEPTION AR -- an 300 0.0 0.06 30 11 22 27 o091 0 22 sWillcatlon5,and other calculations submitted with Mrs Wmd application.The proposed mechanical Syste is nave been Location: 1WIN FALLS,ID Cri#celZma Outride Air 8500 System Vadilaeon BBOD Comcletl Outride Atrin.ke gg Comcktl Ouutde Graz 4[4% designed to meet the 2018 IECC requiremintf in COMchack Version 4.1.1.0 and to campy with any applicable mandatory FraMon(MAXZp)= EMcin Est= AIr,CFM WW= •F of suppty Alr= 11a HALLWAY PUBLIC SPACER CORRIDOR 4]0 d00 0.0 0.08 0 0 28 35 0.088 0 28 requirements listed In the InSpecitOn Checklist, i�� - ,/�� P_: TWINFALLSRRESTATONN3 TotalSuppyA�rCFM• aMe unmrmc.dOu.idaar 202 «<GA 85 13] Blake L.Winter,P.E. !, 2-17-2022 IMake,CFM(V-)• ez8um Name-Tire Signature Data Lepatlon: ,VANFAIlS,D Cdtlul=a 0,.-,I"Air 08 Bye.mVedllatlen ea3T C.-Ou.IdeAlrk.k. 215 Derrac.dDn.id.Airax 5.9% ERV-2 OUTSIDE AIR VENTILATION CALCULATIONS(OA) FractlonlMAXZp)• EMc.a E14 Al,CFM(Veq• %of suppty Air= AIR SYSTEM TAG RO -cUPANCYCLA461FICATON Code.-16:1.2018 ZONE VENTILATION 08 SYSTEM OCCUPANT 188% OUTSIDE AIR TLE ROOM EFFECTIVENESS I.)= GWERSITY IDI= SUMMARY PEOPLE R•U-2 OUTSIDE AIR VENTILATION CALCULATIONS(OA) ROOM ROOM NAME PRIMARY SECONDARY ZONE AREA PwMary OM E ODUTSSIDE DENSITY OCCUPANT TOTAL ZONEOUTSDE OUTSIDE OUTSIDE BREATHING ZONE PMM`RY OUTSDE OUTS DE D NUMBER (BF) AIR CFM AIRRATE AIR RATE aSed SF PEGPLE AIRCFM MRCFM MR AIRCFM AIRCFM (CFM) (CFM.F) FRACTION AIR SYSTEM TAG ROOM OCCUPANCY CLABSIFICATON Code Beats:IMC 2018 ZONE VENTILATION 88 SYSTEM OCCUPANT 100Y° OUTSIDENR EFFECTIVENESS(Ez)= DIVERSItt(D)- SUMMARY IAz) WPzI (Rp) (Rot) (Pz) Wbz) Waz) (Zp) GENERALAND ENERGY CODE COMPLIANCE NOTES FI ZONE PEOPLE �� OCCUPANT BREATHING ZONE PDMARY PEOPLE ROOM 139 EMS STORAGE STORAGE WAREHOUSE 230 IN 10.0 O.1% 0 0 16 1T O.OM 0 1d ROOM ROOM NAME PRIMARY SECONDARY ZONBE) p=RCFM- OUTSIDE OUTSIDE DENSITY TOTAL ZONE OUTSIDE OUTSIDE OUTSIDE OUTSIDE OUTSIDE NUMBER (SF) AIR CFM AIR RATE AIR RATE a10003F PEOPLE AIR CFM AIR CFM AIR APPARATUSBAV (CFM) (CFMISF) FRACTION AIRCFM AIRCFM 13d RESMR00M PUBLIC SPACES CORRIDOR so 30 0.0 o.os o 0 4 s o.150 o d 1. HVAC HEATING 8 COOLING LOADS ARE CALCULATED IN ACCORDANCE WITH THE ASHRAE FUNDAMENTALS HANDBOOK. (Az) WPa) (Rp) IRe) (Pz) Whirl Was) RPI 1. BUNKERGEAR STORAGE WAREHOUSE an 1. 10.0 0.06 0 0 20 25 o1]S 0 20 11z FnNFSS HEALTH CLUB __ 600 1,sm zo.o o.ofi 10 6 15fi 1s5 - 120 3s 2. REFER TO CONTRACT DOCUMENTS DRAWINGS&SPECIFICATIONS FOR MORE DETAILED INFORMATION ON THE WEIGHT ROOM ( ) Project No: 20.042 ,3e DE CON STORAGE wAREHousE 230 130 10.0 0.06 0 a 16 1] 0.133 0 ,4 FOLLOWING RENTS:SEQUENCES OF OPERATION,INSULATION THICKNESSES AND R-VALUES,SEALANT MATERIALS P.4l TWINFALLSFIRESTATIONF3 Tdalsuppyur CFN= 1,600 uncmrecced 0.N1m ar 156 «Bum GA 120 36 • AND INSTALLATION,AND SPECIFIC EQUIPMENT COMPONENTS. Date: Z/1812022 Imake,CFM IV-)= P,q-: TWIN FALLS FIRE STATION e3 Total Suppy Air CFM• 520 Unmrree[etl Ouwi&Air 51 ee8um 0A 0 51 Lacdian: TWIN FALLS,ID Git"I zone Ouulde Air 0.1n System Vemllatlpn 09]6 eomdea Ouuitle Air'nuke 780 Correc.O Oute,Alms 10o% Imake,CFM Woe)• Fmceon nlA p)= EMcia lEv)= Air,CFM WaO= %.supply Atr= Cdtlul Zone Ou.lda Air Bye.m Vemllatlpn CornedO lda prim... Comcletl Ou I.Air az Checked B BW Location: 1WIN FALLS,ID Fractlon 01 Zp)• U.1m EMcl Uad. 04M8 Alr,GEM Woo• %ef3upplyAln 1.a% y' Drawn By: NAH BALANCE REPORT TO BE HVAC LOAD CALCULATIONS PROVIDED BEFORE FINAL 907.3.1 Duct smoke detectors.Smoke detectors installed in ducts shall be listed for the air velocity,temperature,and humidity DESIGN CRITIRIA WINTER SUMMER Sheet Name: present in the duct.Duct smoke detectors shall be connected to the building's fire alarm control unit where a fire alarm system is DB TEMP DB TEMP HUMIDITY INSPECTION required by Section 907.2.Activation of a duct smoke detector shall initiate a visible and audible supervisory signal at a constantly OUTDOOR(AMBIENT) T 95° X WB w MECHANICAL attended location and shall perform the intended fire safety function in accordance with this code and the International Mechanical INDOOR 70 75 50%RH N Code.In facilities that are required to be monitored by a supervising station,duct smoke detectors shall report only as a supervisory SENSIBLE COOLING TOTAL COOLING HEATING LEGENDS & NOTE S signal and not as a fire alarm.They shall not be used as a substitute for required open area detection. LOAD TYPE (MBH) (MBH) (MBH) BUILDING ENVELOPE 125.9 137.6 185.9 w OUTSIDE AIR 5.1 5.1 66A \\ TOTALS 131.0 142.7 CITY OVED PLANS � Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE I Z LU FOR ALL INSPECTIONS C7 Q Sheet No: M0.01 Page 83 of 319 L 1 2 3 4 5 6 ROOF TOP UNIT SCHEDULE COMMON NOTES(APPLIES TO ALL UNITS): pivot A REFER TO ELECTRICAL DRAWINGS FOR POWER REQUIREMENTS,INCLUDING COORDINATION H VOLTAGE,PHASE,SCCR,WIRE SIZES,AND SHALL INDICATE T PROTECTIVE DEVICES. REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MINIMUM FAULT CURRENT RATING THAT EACH UNIT SHALL EXCEED.UNIT NAMEPLATE SHALL INDICATE THE SHORT CIRCUIT CURRENT RATING. B.UNIT HEIGHT DOES NOT INCLUDE HEIGHT OF CURB. C.PROVIDE BASE RAIL OR CURB HEIGHT TO ACCOMMODATE CONDENSATE DRAIN P-TRAP. D.PROVIDE SHAFT GROUNDING RINGS FOR EACH BEARING ON MOTORS POWERED THROUGH VARIABLE FREQUENCY DRIVES. O E.MINIMUM 2-ROW HEATING COIL. F.MINIMUM 6-ROW COOLING COIL. G.PROVIDE A GRAVITY BACKDRAFT DAMPER ON EACH FAN IN A MULTI-FAN SECTION. fth H.REFER TO SOUND DATA SCHEDULE FOR SOUND INFORMATION. I.REFER TO MECHANICAL LEGENDS AND NOTES SHEET FOR PROJECT ELEVATION. ARCHITECTURE A UNIT SPECIFIC REMARKS: 1.PROVIDE SEISMIC SPRING ISOLATION CURB. 2.PROVIDE FACTORY RELIEF TO PLUG INTO AND CONTROL FROM FACTORY WIRING AND CONTROLS. DESIG. SUPPLY FAN RELIEF FAN SUPPLY AIR COOLING COIL SECTION AIR FILTER SECTIONS UNIT SIZE DESIG. PIVOT NORTH ARCHITECTURE,PLLC. OPERATION WHEEL MOTORS OPERATION WHEEL MOTORS NET AT ELEV EAT LAT FINAL 1101 W.GROVE STREET OUTSIDE AT ELEV DRIVE EACH FAN VFp AT ELEV EACH FAN FACE AIR P.D. OPER BOISE,ID 83702 AIR CFM ESP(IN DIA TYPE (BELT/ RPM REO'D MAX HP NO.OF BYPASS ESP(IN TYPE DRIVE RPM REQ'D MAX HP NO.OF VFD BYPASS AREA AIR P.D. MBH MBH AREA MERV-A CLEAN CHANGE OUT WEIGHT NAME NO. AREA SERVED MFR MODEL NO. MIN. CFM WC) (IN) (AF/BIIFC)DIRECT) APPROX. BHP SIZE VOLTAGE PHASE VFDS (YES/NO) CFM WC) DIA(IN) (AF/BIIFC) (BELT/DIRECT) APPROX. BHP SIZE VFDS (YES/NO) (SF) CFM (IN WC) SENS TOTAL °F DB °F WB°F DB°F WB (SF) RATING (IN WC) (IN WC) L IN W(IN) H(IN) (LBS) CONTROL REMARKS NAME NO. www.pivotnorthdesign.com RTU 1 1 LIVING AAON RN-011 1,080 4,120 1.00 22 AF DIRECT 1476 2.0 3.0 208 3 1 No 4120 0.25 11 FC DIRECT 889 1.2 2 1 No 15 4120 0.17 102 124 78.8 62.9 51.4 51.6 14 8 0.11 0.35 88 59 50 2,100 SEE SPECS 1.2 RTU 1 QUARTERS RTU 2 FITNESS AAON RQ-004 1,600 1,600 1.00 19 AF DIRECT 1566 1.0 2.0 208 3 1 No 1600 0.25 i6 FC DIRECT 1471 0.3 1 1 1 No 6 1600 0.21 44 49 81.7 61.1 52.0 51.4 6 8 1 0.11 0.35 82 44 41 1,100 SEESPECS 1,2 RTU z STAMP DESIG. GAS HEATING SECTION REFRIGERATION SECTION DESIG ��ptnaf:p 7m LELEV REFRIGERANT COMPRESSORS AIR-COOLED AHRI EFF /p/ GAS PRESS MBH MBH MBH LOW STG HOT GAS OUTDOOR ;583 P RANGE(IN INPUT OUTPUT OUTPUT TURNDOWN NO.OF CONTROL VARIABLE BYPASS AIRTEMP NO.OFE NO. WC) AT S.L. AT S.L. AT ELEV RATIO EAT°F LAT°F TYPE CIRCUITS NO. STAGES SCROLL(YES/NO) (YESINO) 'F FANS LEER IPLV NAME NO. RTU 1 7-14 195.0 156.0 138.0 10:1 62 97 R410A 2 2 1 Yes No95 2 14.9 RTU 1RTU 2 7-14 125.0 100.0 88.0 8.3:1 60 107 R410A 1 1 1 Yes No 95 1 15.7 RTU 2 \Nh� ENERGY RECOVERY VENTILATOR COLUMN HEADING NOTES: COMMON NOTES(APPLIES TO ALL AIR HANDLERS): NOTE AA:THESE VALUES REFLECT THE EXPECTED OPERATIONAL CONDITIONS AT INITIAL START-UP(FOR INFORMATION ONLY.) A REFER TO ELECTRICAL DRAWINGS FOR POWER REQUIREMENTS,INCLUDING COORDINATION OF VOLTAGE,PHASE,SCCR,WIRE SIZES,AND OVERCURRENT PROTECTIVE DEVICES. RI��//-eY' ZILSMILLER ACTUAL VALUES SHALL BE DETERMINED BY TESTING&BALANCING. REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MINIMUM FAULT CURRENT RATING THAT EACH UNIT SHALL EXCEED.UNIT NAMEPLATE SHALL INDICATE THE SHORT CIRCUIT CURRENT RATING. F/ ��J B.UNIT HEIGHT DOES NOT INCLUDE HEIGHT OF CURB. Jy JlJ\ C.PROVIDE BASE RAIL OR CURB HEIGHT TO ACCOMMODATE CONDENSATE DRAIN P-TRAP. D.PROVIDE SHAFT GROUNDING RINGS FOR EACH BEARING ON MOTORS POWERED THROUGH VARIABLE FREQUENCY DRIVES. E.MINIMUM 2-ROW HEATING COIL. F.MINIMUM 6-ROW COOLING COIL. G.PROVIDE A GRAVITY BACKDRAFT DAMPER ON EACH FAN IN A MULTI-FAN SECTION. H.REFER TO SOUND DATA SCHEDULE FOR SOUND INFORMATION. I.REFER TO MECHANICAL LEGENDS AND NOTES SHEET FOR PROJECT ELEVATION. BUNIT SPECIFIC REMARKS: Q O p v 1.PROVIDE WITH CURB TO ELEVATE UNIT W'ABOVE FINISHED ROOF. 5 O M o 2.PROVIDE SEISMIC SPRING ISOLATION CURB. L 00 c? DESIG. SUPPLY FAN SECTION EXHAUST FAN SECTION ENERGY RECOVERY WHEEL OR AIR-TO-AIR HEAT EXCHANGER AIR FILTER SECTIONS UNIT SIZE DESIG. V) C) E OPERATIONAL OPERATIONAL (NOTE AA) MOTORS (NOTE-AA) MOTORS HEATING COOLING FINAL 1•'L I- p o AT ELEV EACH FAN AT ELEV EACH FAN EXHAUST AIR OUTSIDE AIR EXNAUST AIR OUTSIDE AIR AIR P.D. -Q m AT AT AT U 3 OUTDOOR ELEV EAT ELEV EAT LAT ELEV EAT AT ELEV EAT LAT ppER 3 AREA OR INDOOR FWCOIN REO'D MAX ESP(IN REO'D MAX °F °F °F °F °F °F MBH HEAT °F °F °F °F °F °F MBH HEAT MERV-A CLEAN CHANGE OUT WEIGHT OONAME NO. SERVED MFR MODEL NO. CASING CFM BHP POWER VOLTAGE PHASE CFM WC) BHP POWER VOLTAGE PHASE CFM DB WB CFM DB WB DB WB TRANSFER CFM DB WB CFM DB WB DB WB TRANSFER RATING (IN WC) (IN WC) L(IN) W(IN) .(IN) (LBS) CONTROL REMARKS NAME NO. N -o th ERV 1 SLEEP RENEWAIRE EV45ORT OUTDOOR 280 0.50 0.6 0.6 120 1 285 0.50 0.6 0.6 120 1 280 72 58 285 0 0 57 50 25.0 280 75 63 280 99 64 80 60 7.0 8 0.40 1.00 49 34 19 246 CONTINUOUS 1,2 ERV 1 V) t ROOMS OPERATION Q Q ;'(+) ERV 2 SHOP ROOMS RENEWAIRE HE1.5 OUTDOOR 720 1.30 0.5 1.0 208 1 970 1.00 O.fi 1.0 208 1 970 72 58 720 0 0 60 52 fi8.4 -- - -- -- -- - - - 8 0.40 1.00 4fi 33 54 387 CONTINUOUS 1,2 ERV 2 U O M OPERATION M O MAKE UP AIR UNIT SCHEDULE COMMON NOTES(APPLIES TO ALL UNITS): A REFER TO ELECTRICAL DRAWINGS FOR POWER REQUIREMENTS,INCLUDING COORDINATION OF VOLTAGE,PHASE,SCCR,WIRE SIZES,AND OVERCURRENT PROTECTIVE DEVICES. REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MINIMUM FAULT CURRENT RATING THAT EACH UNIT SHALL EXCEED.UNIT NAMEPLATE SHALL INDICATE THE SHORT CIRCUIT CURRENT RATING. B.UNIT HEIGHT DOES NOT INCLUDE HEIGHT OF CURB. C.PROVIDE BASE RAIL OR CURB HEIGHT TO ACCOMMODATE CONDENSATE DRAIN P-TRAP. D.PROVIDE SHAFT GROUNDING RINGS FOR EACH BEARING ON MOTORS POWERED THROUGH VARIABLE FREQUENCY DRIVES. E.MINIMUM 2-ROW HEATING COIL. F.MINIMUM 6-ROW COOLING COIL. G.PROVIDE A GRAVITY BACKDRAFT DAMPER ON EACH FAN IN A MULTI-FAN SECTION. H.REFER TO SOUND DATA SCHEDULE FOR SOUND INFORMATION. O I.REFER TO MECHANICAL LEGENDS AND NOTES SHEET FOR PROJECT ELEVATION. 7 Q UNIT SPECIFIC REMARKS: Z 1.PROVIDE SEISMIC SPRING ISOLATION CURB. O C LL DESIG. SUPPLY FAN GAS HEATING SECTION UNIT SIZE DESIG. z OPERATION WHEEL MOTORS AT ELEV Q OUTSIDE AT ELEV DRIVE EACH FAN GAS PRESS MBH MBH MBH OPER AIR CFM ESP(IN TSP(IN DUL TYPE (BELT/ RPM REO'D MAX HP AIR P.D. RANGE(IN INPUT OUTPUT OUTPUT TURNDOWN WEIGHT In _ NAME NO. AREA SERVED MFR MODEL NO. MIN. CFM WC) WC) (IN) (AFBI/FC) DIRECT) APPROX. BHP SIZE VOLTAGE PHASE CFM (IN WC) WC) AT S.L. AT S.L. AT ELEV RATIO EAT°F LAT°F L(IN) W(IN) H(IN) (LBS) CONTROL REMARKS NAME NO. MAU 1 APPARATUS GREENHECK IGX-011fi-H224°1F-1 2,400 2,400 0.50 0.75 18 FA DIRECT 1412 0.8 1.0 208 1 2400 0.14 7-14 233.0 178.0 142.0 4:1 7 57 120 44 39 1,220 SEESPEC 1 MAU 1 L1J BAY O H LJ_ w FAN COIL SCHEDULE z REMARKS: J O 1.REFER TO ELECTRICAL DRAWINGS FOR POWER REQUIREMENTS,INCLUDING COORDINATION OF VOLTAGE,PHASE,SCCR,WIRE SIZES,AND OVERCURRENT PROTECTIVE DEVICES. +.+ Q ~ (D REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MINIMUM FAULT CURRENT RATING THAT EACH UNIT SHALL EXCEED.UNIT NAMEPLATE SHALL INDICATE THE SHORT CIRCUIT CURRENT RATING. U L.L z 2.EXTERNAL STATIC PRESSURE DOES NOT INCLUDE UNIT CASING,FILTERS OR COILS. 3.FOR FAN COIL UNITS LOCATED ABOVE CEILINGS,THE MANUFACTURER OR THE CONTRACTOR SHALL PROVIDE SIDE ACCESS REMOVAL FOR AIR FILTER REGARDLESS OF PRODUCT DESIGN N z AS CLEARANCE FOR BOTTOM ACCESS REMOVAL IS NOT AVAILABLE OR SEVERELY RESTRICTED. Q 4.REFER TO SOUND DATA SCHEDULE FOR SOUND INFORMATION. O S.REFER TO MECHANICAL LEGENDS AND NOTES SHEET FOR PROJECT ELEVATION. L 6.PROVIDE DISCONNECT IN UNIT AND CONDENSATE LIFT PUMP. 0 7.PROVIDE MANUFACTURER'S CONTROL BOARD(DAIKIN KRP)FOR CONTROL OF AUXILIARY HEAT. DESIG. FAN DATA COOLING COIL DATA HEATING COIL DATA FILTER DATA SIZE(INCHES) DESIG. MINIMUM ESP(IN MOTOR EAT MBH FLAT OR AREA OUTSIDE WC)AT TYPE REFRIG COIL EAT*F LAT*F VEE INCHES OPER WT NAME NO. MFR MODEL ARRANG. SERVED AIR CFM CFM AT ELEV ELEV RPM (ECWPSC) POWER VOLTAGE PHASE °F DB °F WB SENS TOTAL (YES/NO) DB DB MBH ARRANG TYPE MERV-A THICK L W H (LBS) CONTROL REMARKS NAME NO. FCU 1 DAIKIN FMDQ09RVJU DUCTED SLEEP 40 290 0.50 1760 PSC 130 W 208 1 80 67 7.6 9.0 Yes 60 80 4.8 FLAT T.A.W. 8 1 32 28 10 64 LOCAL 1,2,3,4,5,6,7 FCU 1 CONCEALED ROOMS FCU 2 DAIKIN FMDQ09RVJU DUCTED SLEEP 40 290 0.50 1760 PSC 130 W 208 1 80 67 7.6 9.0 Yes 60 80 4.8 FLAT T.A.W. 8 1 32 28 10 64 LOCAL 1,2,3,4,5,6,7 FCU 2 CONCEALED ROOMS FCU 3 DAIKIN FMDQ09RVJU DUCTED SLEEP 40 290 0.50 1760 PSC 130 W 208 1 80 67 7.6 9.0 Yes 60 80 4.8 FLAT T.A.W. 8 1 32 28 10 64 LOCAL 1,2,3,4,5,6,7 FCU 3 CONCEALED ROOMS FCU 4 DAIKIN FMDQ09RVJU DUCTED SLEEP 40 290 0.50 1760 PSC 130 W 208 1 80 67 7.6 9.0 Yes 60 80 4.8 FLAT T.A.W. 8 1 32 28 10 64 LOCAL 1,2,3,4,5,6,7 FCU 4 CONCEALED ROOMS D FCU 5 DAIKIN FMDQ09RVJU DUCTED SLEEP 40 290 0.50 1760 PSC 130 W 208 1 80 67 7.6 9.0 Yes 60 80L48 FLAT T.A.W. 8 1 32 28 10 64 LOCAL 1,2,3,4,5,6,7 FCU 5 CONCEALED ROOMS FCU 6 DAIKIN FMDQ09RVJU DUCTED LOBBY 40 290 0.50 1760 PSC 130 W 208 1 80 67 7.6 9.0 Yes 60 80 FLAT T.A.W. 8 1 32 28 10 64 LOCAL 1,2,3,4,5,6,7 FCU 6 CONCEALED HEAT PUMP OUTDOOR UNIT REMARKS: Project No: 20.042 1.REFER TO ELECTRICAL DRAWINGS FOR POWER REQUIREMENTS,INCLUDING COORDINATION OF VOLTAGE,PHASE,SCCR,WIRE SIZES,AND OVERCURRENT PROTECTIVE DEVICES. REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MINIMUM FAULT CURRENT RATING THAT EACH UNIT SHALL EXCEED.UNIT NAMEPLATE SHALL INDICATE THE SHORT CIRCUIT CURRENT RATING. Date: 2/1812022 2.REFER TO SOUND DATA SCHEDULE FOR SOUND INFORMATION. &REFER TO MECHANICAL LEGENDS AND NOTES SHEET FOR PROJECT ELEVATION. 4.SET UNIT ON 12"BIGFOOT OR SIMILAR EQUIPMENT STAND LARGE ENOUGH TO PREVENT UNIT TURN OVER. Checked By: BW DESIG. AHRI EFFICIENCY COMPRESSORS SIZE(INCHES) ELECTRICAL Drawn By: NAH MATCHED COOLING COOLING HEATING HEATING LOW STG HOT GAS OPER SYSTEM NOMINAL HEATING HEATING TOTAL MBH AMBIENT AIR TOTAL MBH AMBIENT AIR LOW AMBIENT CONTROL VARIABLE SCROLL BYPASS WEIGHT NAME NO. MFR MODEL COMPONENT TONS COOL AHRI SEER EER HSPF COP AT ELEV TEMP(°F) AT ELEV TEMP(°F) AIR TEMP(°F) REFRIG TYPE TYPE NUMBER STAGES (YES/NO) (YES/NO) L W H (LBS) VOLTAGE PHASE MCA MOCP CONTROL REMARKS Sheet Name: CU 1 DAIKIN RX09RMVJU9 FCU-1 0.75 17.8 11.1 10.3 4.1 9.0 95 4.8 5 -4 R410A HERMETIC 1 1 No No 27 11 22 60 208 1 REMARK 1 REMARK 1 SEE SPECS 1,2,3,4 SEALED Lu MECHANICAL CU 2 DAIKIN RX09RMVJU9 FCU-2 0.75 17.8 11.1 10.3 4.1 9.0 95 4.8 5 d R410A HERMETIC 1 1 No Na 27 11 22 60 208 1 REMARK 1 REMARK 1 SEE SPECS 1,2,3,4 SEALED Ln CU 3 DAIKIN RX09RMVJU9 FCU-3 0.75 17.8 11.1 10.3 4.1 SO 95 4.8 5 4 R410A HERMETI SEALED C 1 1 No No 27 11 22 60 208 1 REMARK 1 REMARK 1 SEE SPECS 1,2,3,4 � SCHEDULES CU 4 DAIKIN RX09RMVJU9 FCU-4 0.75 17.8 11.1 1 10.3 4.1 9.0 95 4.8 5 -4 .1. HERMETIC 1 1 No No 27 11 22 60 208 1 REMARK 1 REMARK 1 SEE SPECS 1,2,3,4 w SEALED _ CU 5 DAIKIN RX09RMVJU9 FCU-5 0.75 17.8 11.1 10.3 4.1 9.0 95 4.8 5 -4 R410A HERMETIC 1 1 No No 27 11 22 60 208 \ SEALED - - - - - - L1..I CU 6 DAIKIN RX09RMVJU9 FCU-6 0.75 17.8 11A 10.3 4.1 9A 95 4.8 5 -4 R410A HERMETIC 1 1 No No 27 11 22 60 208 RE SEALED Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: M0.02 - . . . - Page 84 of 319 1 2 3 4 5 6 • DUCT PRESSURE CLASSIFICATION SCHEDULE DUCTLESS SPLIT SYSTEM INDOOR UNIT SCHEDULE pivot DUCT TYPE MATERIAL PRESSURE CLASS REMARKS REMARKS: GENERAL:UNITS SUPPLIED ON THE PROJECT SHALL BE THE MOST RECENT SERIES CURRENTLY MANUFACTURED. 1.REFER TO ELECTRICAL DRAWINGS FOR POWER REQUIREMENTS,INCLUDING COORDINATION OF VOLTAGE,PHASE,SCCR,WIRE SIZES,AND OVERCURRENT PROTECTIVE DEVICES. LOW PRESSURE SUPPLY GALVANIZED STEEL +2" REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MINIMUM FAULT CURRENT RATING THAT EACH UNIT SHALL EXCEED.UNIT NAMEPLATE SHALL INDICATE THE SHORT CIRCUIT CURRENT RATING. O 2.POWER FOR LINE VOLTAGE SOURCE MAY ROUTE THROUGH OUTDOOR UNIT FOR CONTROL AND MAIN SWITCH PURPOSES.MECHANICAL CONTRACTOR SHALL COORDINATE MFR REQUIREMENTS WITH ELECTRICAL CONTRACTOR. LOW PRESSURE EXHAUST GALVANIZED STEEL $" 3.REFRIGERANT CHARGE VARIES DEPENDENT UPON SIZE&LENGTH OF RUN OF PIPING. fth 4.PROVIDE WIRED REMOTE CONTROL PANEL WITH INTEGRAL SPACE TEMPERATURE SENSOR.PROVIDE SETUP PER MANFACTURER'S INSTRUCTIONS AND TEMPERATURE SETPOINTS REQUIRED BY THESE PLANS AND SPECIFICATIONS. ARCHITECTURE 5.PROVIDE CONDENSATE PUMP FOR EACH UNIT. OUTSIDE AIR DUCTWORK GALVANIZED STEEL -2" 6.PROVIDE DRAIN PAN LEVEL SENSOR AT UNIT FOR SHUTDOWN UPON OVERFLOW OF CONDENSATE PAN. A7.PROVIDE FACTORY DISCONNECT ON UNIT. RETURN I TRANSFER AIR GALVANIZED STEEL +1.2" DESIG. SUPPLY FAN COOLING COIL-REFRIGERANT(AHRI) FILTER SIZE(INCHES) SENS ENTERING AIR OPER PIVOT NORTH ARCHITECTURE,PLLC. REMARKS: MOUNTING SOUND TOTAL HEAT SENS. WEIGHT POWER SOURCE 1 NAME NO. MFR MODEL STYLE CFM(SL) FAN SPEED POWER POWER(dBA) VOLTAGE PHASE MCA MOCP MBH(SL) RATIO MBH(SL) DB(°F) WB(°F) SME TYPE L W H (LBS) COMMENT REMARKS 1101 W.GROVE STREET DS 1 1 DAIKIN FAQ18TAVJU HIGH WALL 500 HIGH 30 W 1 43 1 208 1 1 REMARK 1 REMARK 1 18.0 0.76 13.7 80 67 WASHABLE SYNTHETIC 41 10 12 31 POWER FROM LINE 1,2,3,4,5,6,7 BOISE,ID 83702 VOLTAGE SOURCE www.pivotnorthdesign.com DUCTLESS SPLIT SYSTEM OUTDOOR UNIT SCHEDULE STAMP S\QNAL fN REMARKS: �Fiy \QENS GENERA fp C�2�P EQUIPMENT SOUND DATA SCHEDULE L:UNITS SUPPLIED ON THE PROJECT SHALL BE THE MOST RECENT SERIES CURRENTLY MANUFACTURED. 1.REFER TO ELECTRICAL DRAWINGS FOR POWER REQUIREMENTS,INCLUDING COORDINATION OF VOLTAGE,PHASE,SCCR,WIRE SIZES,AND OVERCURRENT PROTECTIVE DEVICES. 0. J6583 REMARKS: REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MINIMUM FAULT CURRENT RATING THAT EACH UNIT SHALL EXCEED.UNIT NAMEPLATE SHALL INDICATE THE SHORT CIRCUIT CURRENT RATING. 2.PROVIDE FACTORY-SUPPLIED,FIELD-INSTALLED INTAKE AND DISCHARGE WIND BAFFLES FOR LOW AMBIENT OPERATION OF OUTDOOR UNIT EITHER AS PROVIDED BY THE MANUFACTURER OR SHOP-FABRICATED PER MANUFACTURER'S INSTRUCTIONS. T 1' 3.REFER TO ASSOCIATED INDOOR UNIT SCHEDULE FOR ADDITIONAL REMARKS APPLICABLE TO OUTDOOR UNITS. - qTf OF 4.PROVIDE INSULATED LINE KIT. DESIG. INLET NC RADIATED NC DISCHARGE NC S.SET UNIT ON 12"BIGFOOT OR SIMILAR EQUIPMENT STAND LARGE ENOUGH TO PREVENT UNIT TURN OVER. (Hz) (Hz) (Hz) DESIG. MATCHED COOLING CAPACITY REFRIGERANT SIZE INCHES ( ) OPER ELECTRICAL NAME NO. 63 125 250 500 1K 2K 4K 8K 63 125 250 500 1K 2K 4K SK 63 125 250 500 1K 2K 4K 8K BONES REMARKS SYSTEM OPERATING NOMINAL TOTAL MBH AMBIENTAIR LOW AMBIENT SOUND CHARGE WEIGHT EF 1 77 80 84 76 69 70 68 56 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.2 NAME NO. MFR MODEL COMPONENT FUNCTION TONS(SL) (SL) (°F) (°F) AHRI SEER POWER(dBA) TYPE (LBS) L W H (LBS) VOLTAGE PHASE MCA MOCP CONTROL REMARKS EF 2 70 75 70 63 61 59 53 48 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.1 DSO 1 DAIKIN RZR18TAVJUA DS-1 COOLING ONLY 1.5 18.0 105 -20 17 58 R410A 4,10 37 13 39 172 208 1 REMARK 1 REMARK 1 WALL MTD 1,2,3,4,5 EF 3 70 75 70 63 61 59 53 48 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.. WIREDREMOTE RI�C/V/ V(/IJM�BILLER MAU 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 73 69 68 0 0 73 73 69 16.1 CONTROLLER 5 RTU 1 87 85 85 72 70 67 62 53 0 0 0 0 0 0 0 0 90 88 94 84 77 75 72 66 RTU 2 81 75 75 68 68 66 63 59 0 0 0 0 0 0 0 0 83 82 84 79 72 70 61 61 UNIT HEATER SCHEDULE(ELECTRIC) REMARKS: 1.REFER TO ELECTRICAL DRAWINGS FOR POWER REQUIREMENTS,INCLUDING COORDINATION OF VOLTAGE,PHASE,SCCR,WIRE SIZES,AND OVERCURRENT PROTECTIVE DEVICES. REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MINIMUM FAULT CURRENT RATING THAT EACH UNIT SHALL EXCEED.UNIT NAMEPLATE SHALL INDICATE THE SHORT CIRCUIT CURRENT RATING. 2.PRODUCT IS SUITABLE FOR INSTALLATION AT ALTITUDES ABOVE 6000 FEET. 3.REFER TO PLANS FOR THERMOSTAT LOCATION,REMOTE OR INTEGRAL.PROVIDE 2-STAGE THERMOSTAT CONTROL WHERE 2-STAGE HEATING ELEMENT IS INDICATED. Q O O 4.UNITS PROVIDED WITH INTEGRAL AUTOMATIC RESETTING LIMIT CONTROL FOR OVER-TEMPERATURE CONDITION ON HEATER. 5.PROVIDE FACTORY DISCONNECT ON UNIT. O W 0 6.PROVIDE 2"SEMI-RESSING SLEEVE. -0 m DESIG. HEATING CAPACITY FAN MOTOR AIR TEMP SIZE(INCHES) ECTRICAL MAX MTG. /�N/W ai E If HEIGHTTO L.L o AIRFLOW BOTTOM F 'O o NAME NO. MFR MODEL POWER MBH STAGES (CFM) NO. EAT(°F) LAT(°F) L D H GE PHASE (FT.) CONTROL REMARKS -//¢_ m EUH 1 MARKEL UH03 1.8 KW 6.1 1 270 1 60 84 14 11 12 1 9 LOCAL 1,2,3,4,5 EUH 2 MARKEL UH03 1.8 KW 6.1 1 270 1 60 84 14 11 12 1 9 LOCAL 1,2,3,4,5 O O 3 EUH 3 MARKEL UH03 1.8 KW 6.1 1 270 1 60 84 14 11 12 1 9 LOCAL 1,2,3,4,5 L N -o EUH 4 MARKEL UH03 1.8 KW 6.1 1 270 1 60 84 14 11 12 1 9 LOCAL 1,2,3,4,5 F-Q M EUH 5 MARKEL UH03 1.8 KW 6.1 1 270 1 60 84 14 11 120 1 9 LOCAL 1,2,3,4,5 Q m EUH 6 MARKEL F3422T 2KW 6.8 1 245 1 70 99 22 4 188 1 2 INTEGRAL 1,2,4,5,E O co �V GAS FIRED RADIANT HEATER SCHEDULE COIL SCHEDULE ^0 o REMARKS: N CV REMARKS: 1.SUPPLIER SHALL REVIEW DRAWINGS TO VERIFY CORRECT COIL SIZE REQUIREMENTS TO DUCTWORK AND PIPING CONNECTIONS TO AVOID INSTALLATION CONFLICTS WITH SURROUNDING OBJECTS. 1.ALL GRH TO BE CONTROLLED BY SINGLE LOW VOLTAGE TWO-STAGE THERMOSTAT. PROVIDE TRANSFORMER, 2.CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS FOR REPLACEMENT COILS IN DUCTWORK&EQUIPMENT TO PROVIDE COIL SUPPLIER WITH SIZE REQUIREMENTS TO AVIOD INSTALLATION CONFLICTS. MANUFACTURERS RELAY BOARD,ETC.AS REQUIRED. 3.REFER TO ELECTRICAL DRAWINGS FOR POWER REQUIREMENTS,INCLUDING COORDINATION OF VOLTAGE,PHASE,SCCR,WIRE SIZES,AND OVERCURRENT PROTECTIVE DEVICES. DESIG. HEATING STAGE BURNER INPUT REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MINIMUM FAULT CURRENT RATING THAT EACH UNIT SHALL EXCEED.UNIT NAMEPLATE SHALL INDICATE THE SHORT CIRCUIT CURRENT RATING. NAME NO. MFR. MODEL OF BURNER CAPACITY(BTUH) BURNER REMARKS 4•CONTROL PROVIDED BY AUXILIARY HEATING CONTROL BOARD IN FAN COIL UNIT. 5.REFER TO MECHANICAL LEGENDS AND NOTES SHEET FOR PROJECT ELEVATION. GRH 1 SPACE RAY LTS75 2 75000 INDUCED DRAFT 1 6.PROVIDE MANUFACTURER'S CONTROLLER(DAIKIN BRC1E73).PROVIDE WHITE POLYCARBONATE THERMOSTAT GUARD COVER SIMILAR TO STATGUARDPLUS SGP2019WT. GRH 2 SPACE RAY LTS75 2 75000 INDUCED DRAFT 1 GRH 3 SPACE RAY LTS75 2 75000 INDUCED DRAFT 1 DESIG. DUCT SIZE APPROXM ELECTRIC COIL CONDITIONS OPER. GRH 4 SPACE RAY LTS-75 2 75000 INDUCED DRAFT 1 WIDTH HEIGHT WIDTHAIRVELOCITY STAGES OR WEIGHT NAME NO. MFR MODEL SERVICE CFM AT ELEV (IN) (IN) (IN) (FPM) POWER SCR VOLTAGE PHASE (LBS.) CONTROL REMARKS EHC 1 QMARK DBL21113 SHOP ROOMS 290 12 12 10420 1.5 KW 1 STAGE 120 1 24 SEE SPECS 1,2,3,4,5,6 O EHC 2 QMARK DBL21113 SHOP ROOMS 290 12 12 10420 1.5 KW 1 STAGE 120 1 24 SEE SPECS 1,2,3,4,5,6 m = Q EHC 3 QMARK DBL21113 SHOP ROOMS 290 12 12 10420 1.5 KW 1 STAGE 120 1 24 SEE SPECS 1,2,3,4,5,E 7 0 KITCHEN HOOD SCHEDULE EHC 4 QMARK DBL21113 SHOPROOMS 290 12 12 10420 1.5 KW 1TTAGE 120 1 24 SEE SPECS 1,2,3,4,5,6 L J EHC 5 QMARK DBL21113 SLEEP ROOMS 290 12 12 10420 1.5 KW 1 STAGE 120 1 24 SEE SPECS 1,2,3,4,5,6 O REMARKS: EHC 6 QMARK DBL21113 LOBBY 290 12 12 12420 1.5 KW 1 STAGE 120 1 24 SEE SPECS 1,2,3,4,5,E LL 1. REFER TO ELECTRICAL DRAWINGS FOR POWER REQUIREMENTS,INCLUDING COORDINATION OF VOLTAGE,PHASE,SCCR,WIRE SIZES,AND EHC 7 QMARK DBL21113 WORK AREAS 720 16 16 16420 2 KW 1 STAGE 120 1 24 SEE SPECS 1,2,3,4,5 OVERCURRENT PROTECTIVE DEVICES.REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MINIMUM FAULT CURRENT RATING THAT EACH Z_ UNIT SHALL EXCEED.UNIT NAMEPLATE SHALL INDICATE THE SHORT CIRCUIT CURRENT RATING. EXHAUST AIR ELEC AIR DEVICE SCHEDULE V) _ DESIG. MFR MODEL SIZE TYPE FINISH TOTAL CFM NO. DUCT COLLAR SIZE SP CHAR REMARKS REMARKS: W COLLARS GENERAL-APPLIES TO ALL AIR DEVICES:MANUAL VOLUME DAMPERS SHALL BE ACCEPTABLE IN DUCTWORK AT THE BRANCH POINT OF THE RUNOUT DUCT OR IN-LINE TO THE AIR DEVICE BY THE CONTRACTOR INSTALLING O STAINLESS DUCTWORK.A DAMPER LOCATED AT THE AIR DEVICE SHALL BE ACCEPTABLE WHEN PERMITTED BY ENGINEER ON A CASE-BY-CASE BASIS OR WHEN THE MANUFACTURER REQUIRES AN INTEGRAL MANUAL VOLUME DAMPER. KH-1 ZLINE 697-08 48" RESIDENTIAL STEEL 700 1 8"ROUND 0.1 120/1 1,2 L.L w DESIG. FUNCTION STYLE MFR. MODEL FRAME STYLE MODULE SIZE MATERIAL FINISH REMARKS J Z A CEILING SUPPLY PLAQUE FACE FIXED PATTERN,RECTANGULAR PRICE SPD LAY-IN 2424 STEEL WHITE J p DIFFUSER a-+ Q B CEILING RETURN,TRANSFER MODULAR PERFORATED FACE GRILLE PRICE POOR LAY-IN SEE PLANS STEEL WHITE U LL Z C CEILING EXHAUST FIXED ANGLE VANES,3/4"O.C. PRICE 530 SURFACE SEE PLANS STEEL WHITE D SIDEWALL EXHAUST FIXED ANGLE VANES,3/4"O.C. PRICE 530 SURFACE SEE PLANS STEEL WHITE BLADES PARALLEL WITH LONG DIMENSION,UPTURNED Q) z '^ FOR VISION BLOCK E CEILING SUPPLY (2)1"LINEAR SLOTS PRICE SDS100 SURFACE SEE PLANS ALUMINUM WHITE PROVIDE WITH MANUFACTURER'S PLENUM O F SIDEWALL SUPPLY ADJUSTABLE VANES,DOUBLE DEFLECTION,3/4" PRICE 520 SURFACE SEE PLANS STEEL WHITE L o O.C. d ti FAN SCHEDULE GENERAL REMARKS: A REFER TO ELECTRICAL DRAWINGS FOR POWER REQUIREMENTS,INCLUDING COORDINATION OF VOLTAGE,PHASE,SCCR,WIRE SIZES,AND OVERCURRENT PROTECTIVE DEVICES. REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MINIMUM FAULT CURRENT RATING THAT EACH UNIT SHALL EXCEED.UNIT NAMEPLATE SHALL INDICATE THE SHORT CIRCUIT CURRENT RATING. B.PROVIDE SHAFT GROUNDING RINGS FOR EACH BEARING ON MOTORS POWERED THROUGH VARIABLE FREQUENCY DRIVES. C.FEG=FAN EFFICIENCY GRADE IN ACCORDANCE WITH AMCA 205. D.FAN E.S.P.INCLUDES DAMPER PRESSURE DROP.INCULDE DAMPER PRESSURE DROP IN SUBMITTAL. E.REFER TO SOUND DATA SCHEDULE FOR SOUND INFORMATION. F.REFER TO MECHANICAL LEGENDS AND NOTES SHEET FOR PROJECT ELEVATION. D SPECIFIC REMARKS: 1.PROVIDE ROOF CURB,DISCONNECT SWITCH AND BIRD SCREEN.REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION. 2.PROVIDE WIRED WALL CONTROLLER,RE:ELECTRICAL FOR LOCATION. 3.INTERLOCKED WITH LIGHT SWITCH OR SENSOR. 4.FAN TO RUN CONTINUOUSLY WITH WALL SWITCH TO OVERRIDE. DESIG. MOTOR SIZE(INCHES) WHEEL TIP VFD BACKDRAFT THROAT THROAT OPER. FAN DIA CFM AT E.S.P. APPROX. SPEED REQ'D VOLTAG ECM VFD RELAY STARTER BYPASS DRIVE DAMPER HEIGHT WIDTH WEIGHT NAME NO. MFR MODEL FAN TYPE SERVICE CLASS (INCHES) ELEV. (IN.W.C.) RPM (FPM) BHP POWER E PHASE (YESINO) (YES/NO) (YESINO) (YESINO) (YES/NO) TYPE (BDD) (INCHES) (INCHES) L W H (LBS.) CONTROL REMARKS Project No: 20.042 DF 1 QMARK ESSENCE HIGH VOLUME, APP BAY 1 120.0 0 0.00 0 0.00 10 FLA 120 1 No Yes Yes No No DIRECT 120 120 24 50 MANUAL 2 LOW SPEED Date: 2/18/2022 DF 2 QMARK CHD 56001LCCK AXIALCEILING FITNESS 1 56.0 0 0.00 0 0.00 67.1 W 120 1 No Yes Yes No No DIRECT 56 56 12 50 MANUAL EF 1 GREENHECK CUE-140-VG CENTRIFUGAL APP BAY 1 18.0 2400 0.50 1516 5804 0.08 0.75 HP 120 1 Yes No No Yes No DIRECT GRAVITY 22 22 29 29 32 119 CO MONITOR 1 C h e c k e d B y: BW UPBLAST PURGE EXHAUST EF 2 GREENHECK CUE-080-VG CENTRIFUGAL APP BAY GENERAL 1 11.0 160 0.50 1516 4317 0.10 0.1 HP 120 1 Yes No No Yes No DIRECT GRAVITY 13 13 23 23 15 34 MANUAL 1,4 Drawn By: NAH UPBLAST EXHAUST EF 3 GREENHECK CENTRIFUGAL AIR ROOM GENERAL 1 11.0 250 0.50 1636 4685 0.10 0.1 HP 120 1 Yes No No Yes No DIRECT GRAVITY 13 13 24 24 26 34 TSTAT 1 UPBLAST EXHAUST EF 4 GREENHECK SP-AP CEILING RESTROOM 1 6.0 60 0.50 800 0.08 11 W 120 1 Yes No No No No DIRECT GRAVITY 11 13 9 20 MANUAL 3 Sheet Name: EXHAUST N MECHANICAL LOUVER SCHEDULE SCHEDULES REMARKS: 1.LOWER SUPPLIER SHALL REFER TO ARCHITECTURAL DRAWING TO DETERMINE THE FRAME STYLE REQUIRED BASED UPON WALL CONSTRUCTION AND ARCHITECTURAL DETAILS. L1J 2.PROVIDE 120V LOW LEAK DAMPER. > DESIG. I I I OVERALL SIZE(IN.) PEAK AIR VELOCITIES AIR P.D.AT L u INTAKE OR FREE AREA AIRFLOW FACE AREA FREE AREA SEA LEVEL(IN NAME NO. MFR MODEL DISCHARGE L H D (SF) (CFM) (FPM) (FPM) WC) MATERIAL FINISH REMARKS WL 1 RUSKIN ESKd02 INTAKE 36 32 4 4.00 2640 330 660 0.07 ALUMINUM ANODIZED 1,2 U BROWN E CITY APPROVED PLANSLLj Reviewed for Code Compliance Q Sheet No: PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS M0.03 . . . . . . . . . . . . . . . . . . . Page 85 of 319 1 2 3 4 5 6 KEYNOTES Mi BOTTOM OF TO BE CONTROLLED AFF. I�O M2 ALL GRH E CONTROLLETROLLE BY D BY SINGLE LOW VOLTAGE TWO-STAGE THERMOSTAT.PROVIDE TRANSFORMER,MANUFACTURERS RELAY BOARD,ETC.AS REQUIRED, t , M3 WIRED WALL CONTROLLER FOR DESTRATIFICATION FAN. O M4 SHUTDOWN SWITCH FOR EF-2. M5 8"KITCHEN HOOD EXHAUST,VERIFY REQUIREMENTS WITH ACTUAL HOOD (th PROVIDED. M6 FULL SIZE SUPPLY AND RETURN DUCT UP TO ROOF TOP UNIT. ARCHITECTURE M7 6"ROUND EXHAUST DUCT UP TO ROOF CAP. M8 12"EQUIPMENT DRYER EXHAUST DUCT UP THRU ROOF. AM9 INTERLOCK LOUVER MOTORIZED DAMPER WITH EF-3 ON ROOF. M10 DUCTWORK FOR FUTURE SCBA COMPRESSOR COOLING AIR. Ml l PROVIDE CONCENTRIC VENT KIT THRU ROOF FOR WATER HEATER. M12 DRYER VENT UP THRU ROOF.TERMINATE WITH GOOSENECK AND BIRD PIVOT NORTH ARCHITECTURE,PLLC. SCREEN.TERMINATE MINIMUM 10'-0"FROM ANY BUILDING INTAKE. 1101 W.GROVE STREET TYPICAL OF 2. BOISE,ID 83702 www.pivotnorthdesign.com STAMP NAL E S P t3 RICFCeYgusmILLER PROVIDE 1"ACOUSTICAL LINING IN ALL DUCTS FOR 15 FEET FROM ROOF UNITS. - ❑ - — - o o - ❑ ❑ - - - - - - - - - ❑ - - - - - - - - - CQ O p G U M 0 0 m n E LJ N A N I�IIHI < O U iu MAGNAGRIP DIESEL EXHAUST SYSTEM. O O �+ RE:SPECIFICATIONS AND MANUFACTURERS N REPRESENTATIVE FOR LAYOUT 1�� Q m co - 136xl6 - INFORMATION,MATERIAL QUANTITIES, - pi �J - - - - - - - - 0 ROD 1250 INSTALLATION REQUIREMENTS,ETC F&I2 lT 140 175 ) F ioWA �ryp41"2)F BBY E6H qF O m E c tS C PTAIA OFoFIC TYP.oFa se/ae�L LO PUBLIC RESTROOMT 101 EF-3 D10 DS B10x1iBx18 04 8 T (TYP.OF 2) 1 140 �J 900 12x12 SA T 10x10 61 UP - - - - - - - - - xx 2 8 20x18 EA UP7 M3 6 A - m 18x16 SA EHC A 80 DECON ^ o s M4 -- S 50 10 N Sx8 6P� 138 S 195 A C 60 103 FCU E 10e148"L ❑`�`______ T r1 6 (TYP.OF 5) 12x12 - A TORT i8x18 RA i8xi8 250 C GRH - -'_ _` `_r'GRH 1 Bx5 C 1 80 KH O T 6 A F� TR OM 12x12 ; 6 A 18x18 RA cn = "0 C i N T Bx8 R STR So MS p 75 C 6 N w _ O BUNKER GEAR 115 AIt; Ell 12x12EAUP — 5p t zoxlssA CrvP.OF 2) 0 `x`2x12 SA UP R� UND%R AYR00 HA Y SECTION 404 z 136 EHc ' DF WASHIAC m 16 ENCLOSED PARKING GARAGES7 3 APPARATUS BAY a � KITC EN DI ING EUH ; \J 15p 18xl8 B 3 128 axa c s A laoo 404.1 Enclosed parking garages. Mechanical ventilation N = s so z o RTU-1 sxls systems for enclosed parkinggarages shall operate continu- +` _ mxla EA _ _ _ _ _ A zoo— - — B lsoo — — — Y _ g g p LLU 10x10 EA UP 10 ously or shall be automatically operated by means of carbon o T 1sx14SAUP A s APPARATUS BAY 1 HALLWAY T Rru-2 monoxide detectors applied in conjunction with nitrogen LL w ELECTRFCA 1sx1a EA UP _ so o s _ dioxide detectors.Such detectors shall be listed in accordance - RESTROOM A 94 - 6 13s EaH 1 k�D 1°1° 2� Fcu Fcu ou with UL 2075 and installed in accordance with their fisting N ���� ❑ - 134 `� itiU 5 J F 24x24 0 EF 1 1 3 10x10 \\� and the manufacturers' 1nSYCUCt10US. f�Ul0matlC operation J z 2ax2a CA ° z a B 200 shall cycle the ventilation system between the following two Q T T T modes of operation: ILL z Sx8 CONTINUED ON ROOF i6x14 RA i 240 -(`j C 6x8 HC EH HC EH EHC / FITNESS ,DF 1- -on at an airflow rate of not less than 0.75 cfm per N z GENERAL AND EM , m H SE LCOVE 1 2 a 4 5 square foot[0.0038111.m2)]of the floor area served. STORAGE DAS SLEEP SLEE SLEE SL 112 O 10 2. Standby at an airflow rate of not less than 0.05 cfm per L N 11 Ell 1® r�'T' 11 v s ns a square foot[0.00025 m3/(s•m2)]of the floor area served. d G - L - - - - - - - - - _,I 2. - sxla sA - - F III 10 10 10 10 10 400 1 \\ DuD A 290 A 290 A 290 A 290 A 290 (TYP.OF 4) D I ❑ I I I I I I I I Project No: 20.042 D ate: 2/18/2022 Checked By: BW Drawn By: NAH Sheet Name: ❑a LEVEL 1 HVAC PLAN SCALE: 1/8"=1'-0" cW LEVEL 1 - HVAC PLAN LLU CITY APPROVED PLANS � w Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z LU FOR ALL INSPECTIONS C7 Q Sheet No: M2.11 Page 86 of 319 1 2 3 4 5 6 KEYNOTES M TERMINATE EXHAUST WITH GOOSENECK ANDREEEN. I�O M14 74 DUCT THRU WALL,REFER TO ARCHITECTURAL DRAWINGS FOR LOCATIONS. t , M15 PROVIDE("ACOUSTICAL LINING. M16 DRYER VENT UP THRU ROOF.TERMINATE WITH NIMUM 10-4-FROM ANYGOOSENECKAND BIRD M17 INSTALL OF 2ALL UNI TERMINATE BUILDING . ON EQU EQUIPMENT NT STAND SIMILAR TO BIG FOOTN TYPICAL STEMS north MINI-SPLIT STAND RANGE.STAND SHALL BE SIZED TO PREVENT ARCHITECTURE OVERTURNING OF EQUIPMENT.TYPICAL ALL. M18 WATER HEATER CONCENTRIC VENT KIT THRU ROOF. AM19 8"EXHAUST FROM KITCHEN HOOD WITH ROOF CAP. PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com 1 2 3 4 5 6 7 8 9 STAMP S\ANAL FN 0 "\OENSFp I I I I I I I I I a 18583�,. lgTf 0 RIC§CergusMILLER LO B M0 E -4 FJ{ .4 EA— o p - - - - - - - - - - o O MAGNEGRIP EXHAUST FLUE THRU WALL WITH N 'o co — — — — RAIN CAP.RE:SPECIFICATIONS AND- — — fi`— — — — — �� — — — — — — Q cp MANUFACTURERS REPRESENTATIVE FOR v - LAYOUT INFORMATION,MATERIAL QUANTITIES, \�\ I (*) } I 4 U.6 0m -INSTALLATION REQUIREMENTS,ETC. 3'VTRof M O W N �I V 3'VTRJ RH 1 er . - I� I I I O •— -�4 OA 4 OA-�+ i--- 2/ -] o-3 VTR LL kJ htl •----4 0A 4 OA— ER 1 _ - : I— 1 — — — — — — — — — — — LL ~:. �. — —1 f .. EF //� ••� L� w lJ r 3"VTR o - 1 - Q J v~i .{. i urn ..I' Z 7 J o RTU ' ~ 1/ ❑ _ 1r=J ICJ lul lul. .L _� +-+ l7 I I I I 2 (� Li z { CU - CU QU CU CU - N Z i f- - eeee I I. p o3"VTR 14 0.3"VTR 1f � � o — — — — FA 4 N—y — — — — — — — — I I I I I I I -� — — — D ' I I I I I I I I I Project No: 20.042 Date: 2(18@022 Checked By: BW Drawn By: NAH Sheet Name: ROOF MECHANICAL PLAN SHALL Lu ROOF - MECHANICAL ?: PLAN Lu CITY APPROVED PLANS � w Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: M2.12 N Page 87 of 319 1 2 3 4 5 6 • 1 TRAP COIL COND.PIPING pivot AT UNIT 8 RUN FULL SIZE n o r t h EXHAUST FAN HOUSING TO SPLASH BLOCK ROOF TOP UNIT SLIP COLLAR AROUND NEOPRENE GASKET PIPE WITH CAULKING, BIRDSCREEN BY EQUIP.MFR. \ 2" 45° TEMPERATURE RANGE t1 -30°F TO 200°F,BY M.C. ROOF CURB 8 NAILER ARCHITECTURE 26 GA.GALVANIZED BY EQUIP.MFR. A SHEET METAL COVER BY M.C. FLEX CONNECTION CANT STRIP 8 FLASHING ROOFCURBBY _ __ _ 6"MIN. SLOPE PIPE FAN MFR.MATCH 2"THICK,38 DENSITY SPLASH PIVOT NORTH ARCHITECTURE,PLLC. ROOF SLOPE RIGID FIBERGLASS ROOF /BLOCK 1101 W.GROVE STREET BLOCKING MATERIAL GRAVITY TYPE ACOUSTICAL INSUL. f BOISE,ID 83702 TO ROOF DECK PER BACKD_FT ARCHITECTURAL 18"MIN. DAMPER SEE ARCHITECTURAL www.pivotnorthdesign.com 12"IMIN. DETAILS DRAWING FOR FINISHED ROOF\ ROOFING ROOF\ ROOFING DETAILS STAMP 1 \\` METAL DECK INSIDE LOW DUROMETER S\ONALL Fey CURB BY G.C. NEOPRENE WAFFLE ENS ISOLATION C'�2 ISOLATION PAD,FULL O Mm DECK SUPPORT WIDTH OF CURB p BY G.C. a J6583 CANT STRIP �\ LEVEL CURB SUPPORT ROOF DECK DUCTWORKAS \ NOTED ON LEVEL CURB DUCCONTACT W/BLDGD _ T,yrf OF\Op•�!� PLANS SUPPORT SEE STRUCTURE ARCHITECTURAL •--- DRAWING ROOF MOUNTED UNIT ROOF PENETRATION DETAIL ROOF EXHAUST FAN DETAIL INSTALLATION DETAIL RICF��1'gZI�S�VIILLER SCALE:NONE SCALE:NONE SCALE.NONE 2316-02 3400-01 7443-01 B // 5 0 0 E // MAIN DUCT `O 00 c \ SUPPLY AIR FLOW M V) E / \ A/B(AS SHOWN ON PLAN) EXTERIOR DUCT / / 1/4"GALVANIZED JOINT PER EXPANDED METAL SMACNA —¢ m 3�3 TRANSITION TO E+C/B 00 � 3 L N E m EIF(AS SHOWN ON PLAN) tC/DAS SHOWN ON PLAN COUNTER FLASHING (N tco E �C ROOFING RETURN OR 45°MAXIMUM Q 2 mSYSTEM.SEE EXHAUSTAIR (� O M ARCH. FLOWO ROOF\\ ��PREFABRICATED ROOF CURB A O O \ / ` r BRANCH DUCT 04" \ \ / RETURN OR C/B / EXHAUST AIR TRANSITION IF REQUIRED DUCTWORK FLOW I/SUPPLY AIR FLOW TRANSITION IF E/B REQUIRED NOTE: TURNING VANES(TYP.) SEE PLAN FOR SIZES. O SPLITTER DUCT DETAIL DUCT PENETRATION DETAIL DUCT TAKE-OFF DETAIL z SCALE:NONE SCALE:NONE SCALE:NONE O 3300-07 3113-03 3300-02 LL Z V) _ INSTALL RUN-OUT PER SPECIFICATIONSED O BELLMOUTH TYPE SPIN-IN WITH LL w PROVIDE REFRIGERANT PIPING KITS IN OUTDOOR UNIT MAY CONTAIN REFERENCE ELECTRICAL SIDE WALL FAN SUPPORT FROM OVERHEAD ALTERNATE BUTTERFLY TYPE MVD,EXTEND tr ACCORDANCE WITH THE REQUIREMENTS FACTORY-INSTALLED DRAW INS FOR ELECTRICAL STRUCTURE (n CONDENSATE DRAIN QUADRANT HANDLE THRU OF THE DUCTLESS SPLIT SYSTEM COMPONENTS SUCH AS SERVICE DISCONNECT MOUNTING PIPING SLOPING UP INSULATION AND SEAL AROUND J MANUFACTURER FOR THE SIZE OF UNIT VALVES,SAFETY SWITCHES, AIR COOLED Z FROM INDOOR UNIT. INSULATION. J SPECIFIED.VERIFY PIPING LENGTH 8 STRAINERS,EXPANSION VALVE, CONDENSING FLEXIBLE DUCT(MAX.6'-0") •• O DRAIN OUTLET SHALL H HEIGHT RESTRICTIONS TO CONFIRM THE MUFFLER,ETC.PROVIDE UNIT(ACCU) SUPPORT @ S-0"O.C.INSTALLED +-+ Q (D REQUIRE INTEGRAL SUBMITTED PRODUCT SHALL MEET THE ADDITIONAL EXTERNAL PIPING SHEET METAL PER SPECIFICATIONS CONDENSATE PUMP KIT. ' INSTALLATION REQUIREMENTS.PROVIDE COMPONENTS AS REQUIRED BY — ' INDOOR UNIT WITH FIELD INSTALLED TXV 1 MANUFACTURER'S INSTALLATION BIG FOOT EQUIPMENT INSULATEDKPER I /LONG RADIUS Q) z v=i IF REQUIRED BY MANUFACTURER'S L MANUAL. SPECIFICATIONS. // a INSTALLATION MANUAL. p� STAND OR SIMILAR O STAINLESS P ON BOTH L rn GEAR CLAMP ON BOTH 0 THE FLEX DUCT JACKET CL INDOOR CEILING \ AND INNER CORE. UNIT WITH RL OUTDOOR INTEGRAL UNIT IRS----------------- P-TRAP T-BAR OR LAY-IN LAY-IN AIR DEVICE FRAME FOR HARD CEILING. NOTE: p CEILING DIFFUSER SHOWN; 1.�FPROVIDE LAYeIN FRAME TO ALLOW AIR DEVICE TO BE CONDENSATE DRAIN REFER TO SPECIFICATIONS REGISTERS AND GRILLES REMOVED. PIPING AS INDICATED ON FOR ADDITIONAL SIMILAR. 2. LOCATE MVD TO BE ACCESSIBLE.IF SPIN-IN IS NOT FLOOR PLANS,INTEGRAL INSULATION ACCESSIBLE PROVIDE A SEPARATE MVD ACCESSIBLE BY CONDENSATE PUMP KIT REQUIREMENTS REMOVING THE GRILLE IN LIEU OF THE ONE AT THE SPIN- MAY BE REQUIRED. OF REFRIGERANT PIPING IN. D AIR COOLED CONDENSING DUCTLESS SPLIT UNIT CURB DETAIL ROUND NECK SYSTEM PIPING DETAIL SCALE:NONE AIR DEVICE DETAIL SCALE:NONE 2316-07 (236313) 6313-02 3713-08 SCALE'.NONE Project No: 20.042 Date: 2/18/2022 FLUE VENT TERMINATION PER MANUFACTURER'S INSTALLATION C h e c k a d By: BW REQUIREMENTS - PLASTIC SEALER T-0"ABOVE FLAT ROOF STORM COLLAR Drawn B y: NAH OR 2'-0"ABOVE HIGHEST POINT WITHIN 10'-0" TALL CONE FLASHING HORIZ. COUNTER FLASHING Sheet Name ROOF12"MINIMUM ABOVE FLASHING,COORDINATE W/ROOFING Lu MECHANICAL AVERAGE SNOW�� 1 CONTRACTOR FOR INSTALLATION N ACCUMULATION 1� VENT INLET/OUTLET PER DETAILS G SPECIFICATIONS AND Lu MANUFACTURER'S INSTALLATION REQUIREMENTS > CITY APPROVED PLANS W GAS PRV WITH REDUCERS AND UNIONS AS REQUIRED BY RADIANT EQUIPMENT MFR B SYSTEM GAS HEATER FURNISH SHEET METAL SUPPORT Reviewed for Code Compliance >_ PRESSURES.PROVIDE RIGID VENT AS REQUIRED FOR SUPPORT U PIPE TO MINATIONOUTSIDEOF CLAMP PLANS MUST BE ON JOB SITE Z BUILDING. G Lu u MATERIAL PER THE GAS FOR ALL INSPECTIONS I IS UIPMENT MANUFACTURERS URERS Q 6"MIN.DIRT LEG INSTALLATION MANUAL Sheet No: GAS FIRED RADIANT VERTICAL CONCENTRIC VENT KIT DETAIL HEATER DETAIL SCALE:NONE M3.01 SCALE.NONE 5533-01 (235400) 5400-05 Page 88 of 319 1 2 3 4 5 6 • GENERAL NOTES: pivot GENERALLEGEND FIRE PROTECTION LEGEND 1. A DETAILED METHOD OF PROCEDURE IS REQUIRED WHEN A CONSTRUCTION north (Not all symbols listed below are used on these drawings) Not all symbols listed below are used on these drawings) ACTIVITY AFFECTS THE SAFETY OF THE OCCUPANTS,OWNER'S EQUIPMENT OR VALUABLE CONTENTS OR ANY SYSTEM WHICH SUPPORTS THESE SYSTEMS; ABBR. SYMBOL DESCRIPTION ABBR. SYMBOL DESCRIPTION ABBR. SYMBOL DESCRIPTION ABBR. SYMBOL DESCRIPTION OR ESSENTIALLY AFFECTS THE BUILDING MANAGEMENT,OPERATIONS OR ARCHITECTURE CAP END OF PIPE F —F— FIRE SERVICE PIPING • NEW SPRINKLER HEAD SECURITY.Ct A % CTION CUT ON THIS SHEET CONDITIONS PRIOR TO COMMENCEMENT OF ANY WORK AND DOWN IN DIRECTION OF ARROW O.S.&Y. �� 0.5.&Y.GATE VALVE WI TAMPER SWITCH EXISTING SPRINKLER HEAD 2. CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFICATION ALL EXISTING X-X SSECTIONE DESIGNATION ND SHALL NOTIFY X- PIPE ANCHOR FS FLOW SWITCH (' RELOCATED SPRINKLER HEAD THE ENGINEER/ARCHITECT OF ANY DISCREPANCIES FOR RESOLUTION. eVIEW REFERENCE DESIGNATION - PIPE ALIGNMENT GUIDE PIV POST INDICATOR VALVE D SIDEWALL SPRINKLER HEAD 3. COORDINATE WORK WITH ALL TRADES. PIVOT NORTH ARCHITECTURE,PLLC. X-X VIEW REFERENCE ON THIS SHEETS UNION OR FLANGE FDC ! FIRE DEPARTMENT CONNECTION D24 DRY SPRINKLER HEAD ISHAFT LENGTH) 1101 W.GROVE STREET 4. COORDINATE ALL PIPING WITH EQUIPMENT,STRUCTURE,ETC. BOISE,ID 83702 % EQUIPMENT UNIT IDENTIFICATION � CONCENTRIC PIPE REDUCER FHC FIRE HOSE CABINET 12a EQUIPMENT UNIT NUMBER(UNIT SERVED-FLOOR- 5. CONTRACTOR IS RESPONSIBLE FOR SECURING AND WEATHERPROOFING ANY www.pivotnorthdesign.com SEQUENCE#) ECCENTRIC PIPE REDUCER FVC FIRE VALVE CABINET ROOF OPENING NOT COMPLETED DURING WORKING HOURS. ® A DIFFUSER IDENTIFICATION PRV �P7- PRESSURE REDUCING VALVE A/S AUTOMATIC FIRE SPRINKLER P50 DIFFUSER NECK DIAMETER STAMP DIFFUSER GEM PTRV PRESSURE ANDIOR TEMPERATURE RELIEF VALVE LINEAR DIFFUSERIDENTIFICATION �� ISOLATION VALVE(RE:SPEC FOR TYPE) FUEL OIL PIPING LEGEND PLUMBING NOTES: LINEAR DIFFUSER NECK DIAMETER VERTICAL PIPE VALVE 4 E ae124"L LINEAR DIFFUSER LENGTH Not all symbols listed below are used on these drawings LINEARDIFFUSERCFM CV - CHECKVALVE ABBR. SYMBOL DESCRIPTION ABBR. SYMBOL DESCRIPTION 1. CONTRACTOR SHALL NOT SHUT-OFF/PUT OUT OF SERVICE ANY FINNED TUBE RADIATOR ACTIVE ELEMENT LENGTH SOLENOID/MOTORIZED VALVE FOS -Fos- FUEL OIL SUPPLY PIPING 'T PRESSURE RELIEF VALVE SYSTEMS/SERVICES WITHOUT FIRST COORDINATING WITH OWNER. �. 2'S" FTR EQUIPMENT UNIT IDENTIFICATION SOLENOIDVALVE FOR --FOR-- FUEL OIL RETURN PIPING VACUUM GAUGE W/COCK VALVE B'S" 28 EQUIPMENT UNIT NUMBER 2. THIS CONTRACTOR SHALL COORDINATE LOCATIONS OF PIPING WITH OTHER TRADERADIATOR ENCLOSURE LENGTH(OR W-W=WALL-TO-WALL) �bHl HOSE END DRAIN VALVE FOF -FOF- FUEL OIL FILL PIPING PRESSURE GAUGE W/COCK VALVE VERIFY EXACAND T LOCATIONDVISE S, ELEVATIONS ENGINEER DIMENF ANYSIONS IONS OF STRUCTURAL VERIFY EXACT LOCATIONS,ELEVATIONS AND DIMENSIONS OF STRUCTURAL O KEY NOTE REFERENCE PIT TPA PRESSURE I TEMPERATURE TAP FOV --rtOV--- FUEL OIL VENT PIPING —0F FUSIBLE LINK VALVE M EM BERS AN D OPEN INGS. O KITCHEN/OWNER/MEDICAL EQUIPMENT REFERENCE STRAINER F00 -F0O­ FUEL OIL OVERFLOW PIPING FUEL OIL HAND PUMP 3. SEE SPECIFICATIONS FOR WATER HAMMER ARRESTOR SIZING.ALL FLUSH TYPICAL ROOM REFERENCE STRAINER W/BLOWDOWN DPO -DPO- DAY TANK PUMP OUT PIPING VALVES AND SOLENOID OPERATED EQUIPMENT SHALL HAVE A WATER ROP=RM#,BOTTOM=FLR) HAMMERARRESTOR. ///�/�1�//��/]�(\'���� POINT OF CONNECTION,NEW TO EXISTING BRAIDED FLEXIBLE PIPE CONNECTOR GFOS -GFOS- GENERA TOR FUEL OIL SUPPLY PIPING RIC V/J�VVV���ILLER POINT OF DISCONNECTION,DEMO �� DOUBLE-BOWL FLEXIBLE PIPE CONNECTOR .FOR --FOR-- GENERATOR FUEL OIL RETURN PIPING 4. SEE PLUMBING FIXTURE SCHEDULE FOR PIPE SIZING TO INDIVIDUAL PLUMBING `1 FIXTURES. DIRECTION OF FLOW IN PIPE .. THERMOMETER 5. REFER TO ARCHITECTURAL DRAWINGS FOR ROOF PENETRATION DETAILS. DUCTWORK,PIPING AND EQUIPMENT TO BE REMOVED PRESSURE GAUGE LABORATORY/MEDICAL SERVICES LEGEND 6. REFER TO ARCHITECTURAL DRAWINGS FOR FIXTURE ELEVATIONS AND (E) EXISTING SIGHT GLASS Not all symbols listed below are used on these drawings) LOCATIONS. (N) ME w C.A.P. ® CEILING ACCESS PANEL ABBR. SYMBOL DESCRIPTION ABBR. SYMBOL DESCRIPTION 7. INVERT ELEVATIONS SHOWN ARE BASED ON A GROUND FLOOR FINISH B (R) RELOCATED PUMP 02 -OZ- OXYGEN PIPING rLVAC)MVAG -IA- INSTRUMENT AIR PIPING ELEVATION OF 100.00, C�O p E (F) FUTURE TB THRUSTBLOCK LVAC -LVAC- LABORATORY VACUUM PIPING �i- HYDROGEN PIPING 8. SEE ARCHITECTURAL CONSTRUCTION DOCUMENTS FOR DIMENSIONED C U W U CIA 0 DIAMETER MAV MANUALAIRVENT MVAC -MVAC- MEDICAL VACUUM PIPING -ACET- ACEMENEGAS PIPING LOCATION OF PLUMBING FIXTURES AND WALLS. =N 0 E WAD WALLACCESSDOOR AAV 4 AUTOMATIC AIR VENT WAGE -MVACE- MEDICAL VACUUM EXHAUST PIPING r OXYGEN SERVICE OUTLET 9. PROVIDE CLEANOUTS IN ACCESSIBLE LOCATIONS PER THE PROJECT A/LLI d1 NIC NOT IN CONTRACT N20 -N2G- NITROUS OXIDE PIPING T LABORATORYIMEDICAL VACUUM SERVICE INLET SPECIFICATIONS AND LOCAL PLUMBING CODES. Qm pAFF ABOVE FINISHED FLOOR N -P� NITROGEN PIPING I WASTE ANESTHESIA GAS DISPOSAL INLET GC GENERAL CONTRACTOR MA -MA- MEDICAL AIR PIPING N20 T NITROUS OXIDE SERVICE OUTLET 3 MC MECHANICALCONTRACTOR MAI ---dAI- MEDICAL AIR INTAKE PIPING N q NITROGEN SERVICE OUTLET FOUNDATION (n -2 m EC ELECTRICAL CONTRACTOR CO2 --CO2- CARBON DIOXIDE G t NATURAL GAS SERVICE OUTLET Q V(0 UNO UNLESS NOTED OTHERWISE WAGD -WAGD- WASTE ANESTHESIA GAS DISPOSAL LANA 4 LABORATORYIMEDICALAIRSERVICEOUTLET PLUMBING NOTES: U o C C COMMON DI -DI- DEIONIZED WATER PIPING CO2 I CARBON DIOXIDE SERVICE OUTLET 1. CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFICATION OF ALL EXISTING (h CONDITIONS PRIOR TO COMMENCEMENT OF ANY WORK. O oD NC NORMALLY CLOSED RO -RO- REVERSE OSMOSIS WATER PIPING IA Y INSTRUMENT AIR SERVICE OUTLET �U)O NO NORMALLY OPEN He He- HELIUM GAS PIPING ZVB a ZONE VALVE BOX 2. COORDINATE WORK WITH ALL TRADES. N- CV V LN -LN- LIQUID NITROGEN PIPING AAP AREA ALARM PANEL 3. SEE ARCHITECTURAL CONSTRUCTION DOCUMENTS FOR EXACT LOCATION �A- LABORATORY COMPRESSED AIR PIPING MAP MASTER ALARM PANEL OF PLUMBING FIXTURES AND WALLS. 4. PROVIDE A WALL CLEANOUT ON ALL VERTICAL VENT PIPING SERVING BELOW GRADE HORIZONTAL WASTE PIPING. PLUMBING LEGEND Not all symbols listed below are used on these drawings) ABBR. SYMBOL DESCRIPTION ABBR. SYMBOL DESCRIPTION CW --­CW— DOMESTIC COLD WATER PIPING GCOISCO (D GRADE CLEANOUT/SURFACE CLEANOUT O HW ----HW— DOMESTIC HOT WATER PIPING EGO O FLOOR CLEANOUT m = Q HWC -----7WG— DOMESTIC HOT WATER CIRC PIPING WCO Oyl WALL CLEANOUT CW-S ---CWS— SOFTENED DOMESTIC COLD WATER PIPING CO Ci LINE CLEANOUT O J HWS ----HWS— SOFTENED DOMESTIC HOT WATER PIPING AD ® AREA DRAIN < 140'F HW ----140°FHW DOMESTIC HOT WATER PIPING @TEMP SHOWN FD ® FLOOR DRAIN Z 140T HWC -----140°F HWC DOMESTIC HOT WATER CIRC PIPING @TEMP SHOWN FS ® FLOOR SINK H H Tw ----TW- TEPID WATER PIPING RDIOD OO ROOF DRAIN OR OVERFLOW DRAIN (n = Two ----JTW,C- TEPID WATER CIRC PIPING w ICW ---ICW- INDUSTRIAL COLD WATER PIPING VB _J­i ATMOSPHERIC VACUUM BREAKER O IHW ----IHW- INDUSTRIAL HOT WATER PIPING BFP AAtt-og BACKFLOW PREVENTER LL w IHWC -----IHWC- INDUSTRIAL HOT WATER CIRC PIPING SA SHOCK ARRESTOR W/ISOLATION VALVE N H NPCW ---NPCW- NON-POTABLE COLDWATER PIPING GC GAS SHUT-OFF VALVE J J z NPHW ----NPHW- NON-POTABLE HOT WATER PIPING STOP AND DRAIN VALVE •• O H NPHR -----NPHR- NON-POTABLE HOT WATER CIRC PIPING BV BALANCINGVALVE 4-U < Z V -- --- VENT PIPING WH +I- WALLHYDRANT Z 1S AV ---pV--- ACID RESISTANT VENT PIPING HE HOSE BIBB •� Q W W- WASTE PIPING RH I ROOF HYDRANT 0 L N W WASTE PIPING BELOW FLOOR yH Q YARD HYDRANT � � O AW -AW- ACID RESISTANT WASTE PIPING DSN 4 DOWNSPOUT NOZZLE AW --pW-- ACID RESISTANT WASTE PIPING BELOW FLOOR MH MANHOLE GW -GW- GREASE WASTE(TO GREASE INTERCEPTOR) Cl CAST IRON GW --GW-- GREASE WASTE PIPING BELOW FLOOR CB CATCH BASIN -SO SD- STORM DRAIN PIPING VTR VENTTHRU ROOF SO --50-- STORM DRAIN PIPING BELOW FLOOR IE INVERT ELEVATION OD -Do- OVERFLOW DRAIN PIPING PVC POLYVINYL CHLORIDE OD --00-- OVERFLOW DRAIN PIPING BELOW FLOOR CA -CA- COMPRESSEDAIR DG —C NATURAL GAS PIPING Project No: 20.042 Date: 2(18/2022 Checked By: BW Drawn By: JL Sheet Name: N PLUMBING LEGENDS ?: & NOTES Lit CITY APPROVED PLANS W Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z LU FOR ALL INSPECTIONS C7 Q Sheet No: P0.01 Page 89 of 319 1 2 3 4 5 6 PLUMBING FIXTURE SCHEDULE NOTES: pivot n o r t h 1.REFER TO GENERAL SPECIFICATIONS FOR WATER CLOSETS,URINALS,LAVATORIES,SINKS AND MISCELLANEOUS FIXTURE REQUIREMENTS. 2.GRAB BARS BY ARCHITECT. 3.THIS SCHEDULE INCLUDES ITEMS THAT MAY NOT BE INCLUDED IN THE DRAWING DOCUMENTS. 4.REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION AND MOUNTING HEIGHT. ARCHITECTURE w FIXTURE TRIM ELECTRICAL CONNECTIONS H ACCESSORY REQUIREMENTS DESIG. FIXTURE NAME FIXTURE DESCRIPTION MANUFACTURER MODEL SIZE MANUFACTURER MODEL I.R/BATTERY/HP FLOW WASTE VENT CW HW REMARKS BF-1 BOTTLE FILLING ELKAY SINGLE STATION ADA WATER COOLER WITH BOTTLE FILLING STATION,115 VOLTS,LEAD FREE.PROVIDE WITH ZURN Z1225 ELKAY EZH2O 19"DIA N/A N/A HARD WIRED 1.1 GPM 2" 1117 1/2' - 12"CLEARANCE INSIDE WALL REQUIRED.EQUIPMENT PROVIDED BY PIVOT NORTH ARCHITECTURE,PLLC. STATION CARRIER. OTHERS. 1101 W.GROVE STREET EWC-1 ELECTRIC WATER ELKAY EZSTLBWSSK DOUBLE STATION ADA WATER COOLER WITH BOTTLE FILLING STATION,115 VOLTS,460 WATTS,8 GPH,LEAD FREE. ELKAY EZSTLBWSSK 19"DIA NIA NIA HARD WIRED 2" 1 1/2" 12' - 12"CLEARANCE INSIDE WALL REQUIRED. BOISE,ID 83702 ' COOLER PROVIDE WITH ZURN Z1225 CARRIER. EX-1 WASHER/EXTRACTOR CONTINENTAL ON-PREMISE ESERIES SOFT-MOUNT WASHER-EXTRACTOR EHO30. CONTINENTAL EH030 32"X 35"X 53" N/A N/A N/A 16 GPM 3" 1 1/2" 3/4' 3/4' DRAIN EXTRACTOR INTO DRAIN SUMP LOCATED BEHIND EXTRACTOR www.pivotnorthdesign.com HB-1 HOSE BIB FREEZE PROOF HOSE BIBB WITH AUTO DRAINING,VACUUM BREAKER,LOOSE KEY STOPS,AND BARREL LENGTH TO SUIT WALL WOODFORD 6S N. N. N. N. - - - CONSTRUCTION. HB-2 HOSE BIB INDOOR HOSE BIBB WITH TEE KEY AND VACUUM BREAKER.PROVIDE CHROME PLATED FINISH OVER CAST BRASS. WOODFORD 24P N/A N/A N/A N/A - - - 3/4" - STAMP 5`ONAL FN IMB-1 ICE MAKER WALL BOX SIOUX CHIEF"OX BOX"ICE MAKER WALL BOX WITH 1/4 TURN BALL VALVE SUPPLY. SIOUX CHIEF OXBOX N/A N/A N/A - - - 1/2" - �FiS ENSFp c'�2 L-1 LAVATORY KOHLER K-14218-FP7 UNDERMOUNT VITREOUS SINK WITH CHICAGO 420-T45ABCP SINGLE-LEVER MIXING FAUCET WITH 1.5 GPM VANDAL KOHLER K-14218-FP7 19-3/16"X 16-1/8"OVAL - - MANUAL - 1 112" 110 1/2' 1/2' O Fm RESISTANT AERATOR,BUILT IN ABBE 1070 TEMPSHIELD SCALD PROTECTION,GRID STRAINER,LOOSE KET STOPS AND TRAP WITH P TAILPIECE. i3 L-2 LAVATORY KOHLER K-2032 WALL-MOUNT VITREOUS SINK WITH CHICAGO 420-T45ABCP SINGLE-LEVER MIXING FAUCET WITH 1.5 GPM VANDAL KOHLER K-2032 20-3/4'X 18-1/4" - - MANUAL - 1 12" 1 12" 1/2' 1/2" - RESISTANT AERATOR,BUILT IN ASSE 1070 TEMPSHIELD SCALD PROTECTION,GRID STRAINER,LOOSE KEY STOPS AND TRAP WITH TAILPIECE. RHA ROOF HYDRANT FREEZELESS ROOF HYDRANT WITH DUAL CHECK BACKFLOW PREVENTER WOODFORD RHY2-MS N/A N/A N/A N/A 3/4" Si KITCHEN SINK ELKAY DLR332212,33"X 22"X 18 GAUGE TYPE 304 SELF-RIMMING STAINLESS STEEL SINGLE BOWL SINK WITH SOUS K-RIO651SD ELKAY DLR332212 33"X 22"X 9" KOHLER K-R70651-SD MANUAL - 2" 1 1/2" 12' 1/2" PULL-DOWN FAUCET.PROVIDE TRAP,TAILPIECE,AND ANGLE STOPS.INSTALL IN-SINK-ERATOR PRO SERIES 333,3/4 HP,120 VOLT CONTINOUS FEED GARBAGE DISPOSER WITH PIGTAIL,INSULATED OUTER SHELL,PLASTIC GRIND CHAMBER,STAINLESS STEEL GRINDING ELEMENTS,DISHWASHER DRAIN CONNECTION,OVERLOAD PROTECTOR MANUAL RESET,ANTISPLASH BAFFLE,AND FOUR YEAR WARRANTY.INSTALL DISPOSER IN LEFT BOWL.PROVIDE CHICAGO 200-GN8AE3-317XKAB SWIVEL GOOSENECK FAUCET WITH 2.2 GPM AERATOR AND SPRAY.PROVIDE FIVE YEAR WARRANTY ON GARBAGE DISPOSER. //���'� ��\���■� S-2 BAR SINK ELKAY ELUH129,12"X9-1/4",18 GAUGE TYPE 304 DROP IN STAINLESS STEEL SINK WITH T&SB-0874 FAUCET.PROVIDE TRAP,TAILPIECE, ELKAY ELUH129 12"X9-1/4"X7" T&S.BRASS B-0874 MANUAL - 2" 11/Y 1/2" 1/2" RIC V/ V(/IJB��ILLER AND ANGLE STOPS. S-3 HAND WASH SINK ELKAY ELVW02219 304 STAINLESS STEEL 18 GAUGE WALL HUNG LAVATORY WITH T&S B-1110 WORKBOARD MIXING FAUCET WITH 1.5 ELKAY ELVW02219 22"X 19"X 10' T&S.BRASS B-1110 MANUNAL - 2" 1 1/2' 1/2' 112" GPM VANDAL RESISTANT AERATOR,BUILT IN ABBE 1070 TEMPSHIELD SCALD PROTECTION,GRID STRAINER,TRAP WITH TAILPIECE AND LOOSE KEY STOPS.PROVIDE WITH ELKAY WALL MOUNTING PLATE. S4 LAUNDRY SINK FIAT P-1 POLY-ONE LAUNDRY TUB WITH WHITE ENAMEL LEGS AND LEVELING FEET.PROVIDE WITH T&S B-1110 WORKBOARD MIXING FIAT P-1 24"X 20"X 15-314" T&S.BRASS B-1110 MANUAL - 2" 110 1/2" 1/2" FAUCET. S-5 DECON SINK ELKAY RNSF8236LR216 GA 304 STAINLESS STEEL FLOOR MOUNT DOUBLE COMPARTMENT SCULLERY SINK WITH DRAIN BOARD, ELKAY RNSF8236LR2 77-1/4"X 29-3/4"X 12-W4" T&S.BRASS B-0231 MANUAL - 2" 1 112" 1/2' 12" BACKSPLASH,PROVIDE WITH HOLES PUNCHED TO MATCH T&S BRASS B-0231 SWIVEL FAUCET.PROVIDE WITH LK-18 GRID STRAINER, B TAILPIECE,AND P-TRAP.PROVIDE WITH CHICAGO FAUCET 923-VBXKCAB PRE-RINSE WALL MOUNT PRE-RINSE SPRAYER 1.0 GPM WITH 2-1/2"OFFSET INLET SUPPLY ARM,23'RISER WITH SPRING GUIDE,44"FLEXIBLE STAINLESS STEEL HOSE WITH INSULATED HANDLE,AND INLINE BACKFLOW PREVENTER. 5 O M E SH-1 SHOWER BEST BATH LSS4038ASB TRADITIONAL THRESHOLD ENCLOSURE.ENCLOSURE FINISH SHALL BE SMOOTH WALL WHITE.PROVIDE 40"X38" BEST BATH LSS4038ASB 39"X 40"X 77" - - MANUAL - 2" 1 112" 1/2' 1/2" L W 1? NOMINAL(OUTSIDE DIMENSION)SHOWER WITH NO CAULK DRAIN,SYMMONS 9605-PLR-X-B-231 VALVE PACKAGE INCLUDING N E PRESSURE-BALANCING MIXING VALVE WITH ADJUSTABLE STOP SCREW,LEVER HANDLE,4-131 SHOWER HEAD WITH ARM AND FLANGE W ` ALL METAL TRIM.PROVIDE COLLAPSIBLE NEOPRENE WATER STOP.COORDINATE ROUGH-IN OPENING SIZE WITH GENERAL rn CONTRACTOR PRIOR TO WORK COMMENCING.MECHANICAL CONTRACTOR TO VERIFY IF RIGHT HAND OR LEFT HAND SHOWER IS 'p o REQUIRED.PROVIDE ACCESSORIES AND MATERIALS AS INDICATED IN SPECIFICATION SECTION 224100. -Q m SH-2(ADA) SHOWER(ADA) BEST BATH LSS4038A5B BEVELED THRESHOLD ENCLOSURE.ENCLOSURE FINISH SHALL BE A SMOOTH WALL WHITE.PROVIDE 40"X 38" BEST BATH LSS4038A5B 39"X 40"X 77" - - MANUAL - 2" 1 1/2" 1/2" 1/2" U y 3 (OUTSIDE DIMENSION)NOMINAL SHOWER WITH TWO GRAB BARS,CENTER NO CAULK DRAIN,FOLDING 32"X 16"WHITE PHENOLIC SEAT 3 SURFACE WITH STAINLESS STEEL FRAME AND SWING DOWN LEGS AND CURTAIN ROD.SYMMONS 9605-PLR-X-B-231 VALVE PACKAGE O O �+ INCLUDING PRESSURE-BALANCING MIXING VALVE WITH ADJUSTABLE STOP SCREW,LEVER DIVERTER,INTEGRAL LINE CONTROL,LEVER V) -a HANDLE,4-131 SHOWER HEAD WITH ARM AND FLANGE,WALUHAND SHOWER WITH 60"FLEXIBLE METAL HOSE WITH SLIDE BAR AND th INLINE VACUUM BREAKER,ALL METAL TRIM.PROVIDE COLLAPSIBLE NEOPRENE WATER STOP.COORDINATE ROUGH-IN OPENING SIZE Q cm0 WITH GENERAL CONTRACTOR PRIOR TO WORK COMMENCING.MECHANICAL CONTRACTOR TO VERIFY IF RIGHT HAND OR LEFT HAND t) SHOWER IS REQUIRED.PROVIDE ACCESSORIES AND MATERIALS AS INDICATED IN SPECIFICATION SECTION 224100. U O M SH-3 EMERGENCY SHOWER HAWS N0.8309 COMBINATION SHOWER AND EYEIFACE WASH WITH UNIVERSAL SIGN.PROVIDE LAWLER THERMOSTATIC MIXING VALVE HAWS 8309 NIA - - MANUAL - 2" 1 1/2' 12' 12" M SERIES 911 UNIT 8334 TOP WITH TEMPERATURE RANGE OF 70 TO 100 DEGREES F,ROUGH BRONZE FINISH,EMERGENCY COLD WATER O Op SUPPLY BYPASS AND SHUT-OFF OF HOT WATER FLOW IF COLD WATER FLOW IS INTERRUPTED.FLOW AT 5 PSI PRESSURE DROP IS 25 O O GPM,FLOW AT 30 PSI PRESSURE DROP IS 60 GPM.PIPE WATER AND WASTE TO FIXTURE AS REQUIRED PER CODE. V TF-1 TRUCK FILL PROVIDE WITH 2"STAND PIPE HOSE VALVE WITH FIRE HOSE CONNECTION(COORDINATE WITH OWNER FOR CONNECTION SIZE). - - - - - MANUAL - - - - REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION AND PROVIDE WATER HAMMER ARRESTOR AT THE TOP OF EACH DROP IF FAST CLOSING VALVES ARE INSTALLED. MOUNTING HEIGHT WC-1 WATER CLOSET KOHLER K-96057 WITH Kd670-C SEAT AND BOLT CAPTS,1.28 GALLONS PER FLUSH.INSTALL WITH ANGLE STOP.FIXTURE COLOR: KOHLER K-96057 N/A SLOAN 111-1.28 MANUAL 1.28 GPF 4" 2" 1" - WHITE. WWB-1 WASHER WALL BOX SIOUX CHIEF 696-2303-F WASHER VALVE BOX.PROVIDE WITH DOUBLE FRAME. SIOUX CHIEF OX BOX 696-23G3-F N/A N/A N/A N/A 2" 1 12" 1/2" 1/2' DOMESTIC WATER HEATER AND STORAGE TANK SCHEDULE REMARKS: O 1.REFER TO ELECTRICAL DRAWINGS FOR POWER REQUIREMENTS,INCLUDING COORDINATION OF VOLTAGE,PHASE,SCCR,WARE SIZES,AND OVERCURRENT PROTECTIVE DEVICES(OCPD). _ REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MINIMUM FAULT CURRENT RATING THAT EACH UNIT SHALL EXCEED. m Q 2.UNIT NAMEPLATE SHALL INDICATE THE SHORT CIRCUIT CURRENT RATING. 7 3.GPM PERFORMANCE FOR GAS WATER HEATERS IS DERATED DUE TO PROJECT ELEVATION. L J 4.REFER TO MECHANICAL LEGENDS AND NOTES SHEET FOR PROJECT ELEVATION. O C LL DESIG. MBH NATURAL GAS DOMESTIC WATER CONDITIONS ELECTRICAL SIZE(INCHES) � z PRESSURE STORAGE OPER INPUT OUTPUT OUTPUT LOW(IN HIGH(IN RECOVERY TEMP CAPACITY WEIGHT L NO. MFR MODEL SERVICE AT S.L. AT S.L. AT ELEV. WC) WC) RATE(GPH) RISE(°F) EWT(°F)LWT(°F) (GAL) VOLTAGE PHASE DIA L W H (LBS) CONTROL REMARKS V) _ A.O.SMITH GTP-199 FIRE STATION 0 0.0 162.4 3.5 14 229 100 40 140 50.0 120 1 22 25 22 64 600 S 2 A.O.SMITH GTP-199 FIRE STATION 0 0.0 162.4 3.5 14 228 100 40 140 50.0 120 1 22 25 22 64 600 STANDALONE ALL w O H U- w PLUMBING SPECIALTY SCHEDULE PLUMBING PUMP SCHEDULE J z NOTES: REMARKS: -' O H 1. 1.REFER TO ELECTRICAL DRAWINGS FOR POWER REQUIREMENTS,INCLUDING COORDINATION OF VOLTAGE,PHASE,SCCR,WIRE SIZES,AND OVERCURRENT 4- 0 PROTECTIVE DEVICES(OCPD).REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MINIMUM FAULT CURRENT RATING THAT EACH UNIT SHALL EXCEED.UNIT NAMEPLATE U LL z SHALL INDICATE THE SHORT CIRCUIT CURRENT RATING. DESIG. FIXTURE TYPE LOCATION MANUFACTURER MODEL# REMARKS 2.THREE SPEED PUMP,SET PUMP SPEED TO LOW. Z Q DSN-1 DOWNSPOUT NOZZLE EXTERIOR WALL J.R.SMITH 1770 BRONZE FINISH WITH WALL FLANGE FDA FLOOR DRAIN TOILET ROOM/SHOWERS J.R.SMITH 2O05Y-08-P05 CAST IRON DRAIN,5"MINIMUM STRAINER SIZE,ROUND GRATE.[PRIME WITH TRAP PRIMER.) DESIG. PIPE SIZE MOTOR O -O-NB SUCTION DISCHARGE MAX PUMP TOTAL DYNAMIC L o FS-1 FLOOR SINK MECHANICAL ROOM J.R.SMITH 3101 CAST IRON FLOOR SINK W/BUCKET STRAINER,ACID RESISTANT ENAMEL COATED,WITH HALF GRATE. TYPE NO. MFR MODEL PUMP TYPE SERVICE (IN.) (IN.) OPER(°F) GPM HEAD(FT.) RPM WATTS VOLTAGE PHASE REMARKS d [PROVIDE WITH TRAP PRIMER.] DCP 1 BELL AND GOSSETT NBF-25 INLINE CIRCULATOR DOMESTIC HOT WATER RECIRCULATION 0.75 0.75 120 1.5 4 2950 0 120 1 1,2,3 RD-1 ROOF DRAIN ROOF J.R.SMITH 1010 CAST IRON DRAIN WITH CAST IRON DOME STRAINER,PROVIDE DECK CLAMP ASSEMBLY&DRAIN RECEIVER DCP 2 BELL AND GOSSETT NBF-25 INLINE CIRCULATOR DOMESTIC HOT WATER RECIRCULATION 0.75 0.75 120 1.5 4 1 2950 0 120 1 1 1,2,3 ASSEMBLY AS REQUIRED TD-1 TRENCH DRAIN APPARATUS BAY J.R.SMITH 9878 10"WIDE TRENCH DRAIN SYSTEM WITH INTEGRAL DUCTILE IRON EDGE RAIL.PROVIDE TRENCH DRAIN WITH EXTRA HEAVY DUTY LOAD CLASS E DUCTILE IRON SLOTTED GRATE RATED FOR COMMERCIAL TRUCK TRAFFIC.REFERENCE ARCHITECTURAL PLANS FOR OVERALL DIMENSIONS PROVIDE WITH 4"BOTTOM OUTLET.SEAL CHANNEL JOINTS WITH MANUFACTURER'S APPROVED SEALANTAND PER MANUFACTURER'S MISCELLANEOUS AIR COMPRESSOR AND DRYER SCHEDULE INSTRUCTIONS.PROVIDE WITH TRAP PRIMER,CONNECTTRAP PRIMER TO P-22 ELECTRONIC TRAP PRIMER PANEL. REMARKS: TP-1 TRAP PRIMER SEE PLANS PPP PTS I CONTRACTOR TO VERIFY NUMBER OF OUTLETS REQUIRED 1.REFER TO ELECTRICAL DRAWINGS FOR POWER REQUIREMENTS,INCLUDING COORDINATION OF VOLTAGE,PHASE,SCCR,WIRE SIZES,AND OVERCURRENT PROTECTIVE DEVICES.REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MINIMUM FAULT CURRENT RATING THAT EACH UNIT SHALL EXCEED. UNIT NAMEPLATE SHALL INDICATE THE SHORT CIRCUIT CURRENT RATING. DOMESTIC HOT WATER THERMAL EXPANSION TANK SCHEDULE DESIG. SCFM RECEIVER ELECTRICAL SIZE(INCHES) OPER. DAT 25 CAPACITY NUMBER OF SUM OF MOTOR WEIGHT REMARKS: LAC E NO. MFR. MODEL SERVICE PSI (GAL.) MOTORS POWER VOLTAGE PHASE L W H (LBS) REMARKS 1.ALL MATERIALS IN CONTACT WITH WATER SHALL BE NSF/ANSI 61 COMPLIANT. 1 ZEKS 18HSH REFRIGERATED DRYER 18 0.0 0 0 115 1 20 15 26 85 AIR DRYER,SCFM AT 125 PSIG 1 QUINCY QTS APPARATUS BAY 16 80A 1 0 208 3 32 27 72 0 AIR COMPRESSOR DESIG. TANK SIZE(INCHES) TOTAL VOL ACCEPTANCE OPERATING NAME NO. TYPE MANUFACTURER MODEL (GAL) FACTOR VOL(GAL) DIA H WEIGHT(LBS) REMARKS DET 1 DIAPHRAGM AMTROL THERM-X-TROL ST-12C 6.4 0.50 3.2 12 18 54 1 Project No: 20.042 DET 2 DIAPHRAGM AMTROL THERM-X-TROL ST-12C 6.4 0.50 1 3.2 12 18 1 54 1 Date: 2/182022 Checked By: BW Drawn By: A Sheet Name: N PLUMBING ?: SCHEDULES Lit CITY APPROVED PLANS � w Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: P0.02 Page 90 of 319 1 2 3 4 5 6 KEYNOTES P2 SEE WATER HEATER DETAIL ON SHEET P I�O P3 DROP PIPING IN WALL ON WARM SIDE OFF INSULATION. P5 COMPRESSED AIR DROP TO OUTLET AND HOSE REEL,SEE COMPRESSED t , AIR CONNECTION DETAIL ON SHEET P3.01. P6 3/4"NON POTABLE WATER DOWN TO WATER HOSE REEL CONNECTION. O SEE ARCHITECTURAL FOR HOSE REEL MOUNTING HEIGHT, SPECIFICATION,ETC. P7 DROP 3/4"HOT AND COLD WATER TO EX-1 WASHER/EXTRACTOR. (th P10 HOT WATER AND COLD WATER DOWN BELOW SLAB TO KITCHEN SINK. ARCHITECTURE ROUTE 1/2"COLD WATER AND 12"HOT WATER TO KITCHEN SINK.ROUTE 1/2"HOT WATER TO DISHWASHER.RE-ROUTE HOT WATER FROM KITCHEN AA SINK BACK AS SHOWRJ ON PLAN. P12 DROP 2"NPCW DOWN WALL TO TF-1 TRUCK FILL VALVE,SEE TRUCK FILL VALVE DETAIL FOR MORE INFORMATION. P15 CA DOWN TO MAKO CYLINDER CASCADE SYSTEM.CONTRACTOR TO PIVOT NORTH ARCHITECTURE,PLLC. PROVIDE PRESSURE RATED LINE RATED FOR 7500 PSI.PROVIDE QUICK CONNECTION FOR ROLL-UP SCBA COMPRESSOR.EQUIPMENT PROVIDED 1101 W.GROVE STREET BY OTHERS.RE:ARCH FOR LOCATION OF ROLL-UP SCBA COMPRESSOR Access BOISE,ID 83702 P20 ROUTE 1/22""CW UP TO ICE MAKER.PROVIDE WITH WATTS LF009 REDUCED www.pivotnorthdesign.com 1 2 3 4 S G 7 $ 9 �PRESSURE BACKFLOW PREVENTER.DRAIN TO FLOOR SINK. P21 0.5 PSI GAS METER It 516 MBH).COORDINATE WITH INTERMOUNTAIN GAS. STAMP GAS SERVICE LINE SHALL BE SLEEVED UP TO 6"ABOVE FINISHED GRADE �pNAL FN FOR VENTING TO ATMOSPHERE. �4ENSpp O'�y P22 V GAS DOWN TO SERVE GRH. O Fm RICCergusMILLER A — — — tR ° - - ° ❑ - - - - - - - - - -B - - - P6 o P5 - - - - - - - - - - - ❑ - - - - - - Q U `- HB- U W 01"CAm 2"NPCW to E 3/4"NPCW Lu FIRE RISER/A 9ROOMcw-- - nN—/Q_ m �C Li U a 2 1/2"CW 1 139 O RPBFP-1 HB-1­, P3 4"CW DN I — — — — — — — — — — — — — — Qln tO r PUBLIC RESTROOM U o M RPBFP-1J z"NPCW 2"Qw 5 -�,.I WORKSHOP T FFWA LOBBY wQ1 lolwo . TF-1 130 127 PZOFFIgI 102 100 314"HW L 1 O L-2 S-5 - _-_ O N v E - 3•G - - - - H LLWAY 3/4"HW--- -- R P3 - - - - - - (GASMETER 2 3"G 3/4"Cw `HB-1 3/4"HW 3/4"HWC---3/=HWCA o DE N4"HWC c7 U 11/2"HW 11/2"HW F7 APPARATUS BAY s-3 A a - 1 1/2•cw 1 1/2'CW U EX-1- HB-� 1 HW 2"NP W 1 128 1��CW DC 26 WC ADA RESTROOM 3 EWC 1 I GAS SHUT-OFF SH-3 `� 2"HW U LOCATION 1 1"CW 1"CW 123 2"Cw H-2(ADA) HB-1 CW WWB-1 2 P2 WH i -2'CW 11/4•HW I - 1 m O= TF-1 c7 CO' DE P-1 ____ ____ ____i Q a MM 1 2"CW L-1 3/4"Hw 1/2•HW TO DISH WASHER 1 /2"CW r " 129 sH-1 we-11 vz"ow �N 11/a"Hw DAYROOM ——�— O �� 3/4"CW 3 1"HW S-1 I I C 'I 1/2"cw� KITCHEN/DINING z ER GEA R S wwB-1 LAUN u I i LL 12 11/2"CW 12 3/4"CW UPTO I I Q 136 I I 3"G UP TO IMB-1 I I 108 I 11 NOTE: RTU-1 RH-1 �__ 1 1l4"G 2 PIPING IN APPARATUS BAY TO BE z ISH 1 C-1 L-1 WWB 1 S-2 N = 1 12"G UP N ROUTED AS HIGH AS POSSIBLE. 1 1l4'HW -- -), -- H F UP TO MAU-1 - - - o- - - - - -1 1/2"CW S-4 - - - - - - - - I"°I°°I z- APPARATUSBAY WASH ACLOVE 1.Hw 3 3�HALLWAY I HALLWAY I u— ~ 2EF113S LEAL L2 - RESTROOM 37 U R�STR00 s LL w 1� ��314"CW 119BF¢ 21 WC-1 3/a"HW i1 J Z GENERAL AND EMS + 1 + 1 J U NOTE: Q (D STORAGE 3"G UP PROVIDE SECURITY ACCESS PANELS FOR +-' - 1 1/2 Hw r�3 A SL EP SLE LEE LEEP UP TO RTU-2 VALVE ACCESS IN ALL HARD LID CEILINGS U L L Z 133 314"HW L -I- TF-1 Q WHERE VALVES ARE LOCATED.REFER TO 7 �s CW DOWN TO ARCHITECTURAL SPECS FOR ACCESS _ L ?_11/z^cw H SE LCOVE 18 16 I 5 SEEP BOTTLE FILL PANEL TYPES. Q 2 1112^Cw z"cw 4 FITNESS L o d P2 WH t N 112 L L L - 2 - - - - - - - - I DE TP-1 IMB-1 HB-1 � 2 AC AD -1"NPCW 3l4"NPCW HB-2 1"CA 1"CA D ' Project No: 24042 ' Date: 2/182022 Checked By: BW Drawn By: JL Sheet Name: ❑� LEVEL 1 DOMESTIC WATER PLAN SCALE: 1/8"=1'-0" N LEVEL 1 - DOMESTIC ?: WATER PLAN w CITY APPROVED PLANS � w Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: P1 .10 Page 91 of 319 1 2 3 4 5 6 KEYNOTES Pi GALLON SAND AND OIL INTERCEPTOR.SEE INTERCEPTOR DETAIL ON S pivo t ON SHEET P3.01 FOR MORE INFORMATION. north ARCHITECTURE A PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com 1 2 3 4 5 6 7 8 9 STAMP S�oNAL BN NSe, c/2mP a 16583 OF L.Wits` RIC§CergusMILLER o — — 0— — — c — — — — — — — — — _ — — — — — Q o B � M0 n n REFER TO FRAMING PLANS FOR ALL WALL DIMENSIONS AND LOCATIONS oc Q m — — — — — — — — — — — — — TYP. VERIFY ALL PLUMBING oc 0ig FIXTURE LOCATIONS WITH O o �co DESIGNER BEFORE INSTALLA FS-1 TION. ~ n 5--q"OW Q Q m R00 IT w o M 3: 139 WORKSHOP ]!MOFF FFWA LOBBY 2^ PUBLIC RESTROOM ° FS-1 I 130 102 100 3 04 O o "�2.W "IN� •EGO 10 0 3 DECON I . q•w' APPARATUS BAY 3� Tj 138 FS-1 FD-1 z"vuP RA;HALLWX KITCHEN/DINING ;'. BUI za 3 Fs-1 1 26 LADA RESTROOM ING zs CO � y^yy 2��W 2"W I _ NOTE: O �\\ //`�� w I TD-1 1 "W DAYROOM IP RE-VENT SINK TO MANUFACTURER'S CY7 Q 2"VUPX FCO L------ TD1 2"VUP R STROO "w N o--2"V_ SPECIFICATIONS IF REQUIRED.4"W U��PLI124 2"WUP I ,4L— IO 2"W UP III22"WUP 3"W �D I Y'-2 V I LL CENTER CATCH DRAIN(TYP). 1 2 2 W SLOPE SIDES TO BASIN. WASH AC "Wi ® 2"W� Z BUNKERGEAR I II• FD-1 ®� Q 3 I I 37 TR00 2 W 2"W uP — FS-1�FCO 3 2"W UP U21 " O F - - - APPARATUS B NOTE: — - - - - -y 3 - - - - - - - 0 2"W UP 2"W RESTROOM VERIFY TRENCH LENGTH FCO �? HALLWAY u- w ELECTRICAL I WITH ARCH DRAWINGS. F r T , r�, 119 13a FD-1 134 , r T r T r g BOTTLE FIW UP LLER J `� GENERALANDE S 2vUP 4"WUP 2^vuP 3� I t + 3 t + t + 1 JQ p STORAGE I I n I 3 4� LL = A SL EP SUE LEE P LEEP FITNESS 7 133 I I I H SE LCOVE 18 17 V 16 16 SEEP 112 '� L Q -4'W —a w —f W—— —4-W 1 O /ry FCO " 14 o .2.W FS-1 3"VUP L L I li T-- r - I g s} 3'VUP Th 4"W - I - - I - TGCO LE.-96.3' - - - - - - - - 0 0 0 0 � > > 1 0 0 1 ;� 3 f1� — — o GC0 — 1 GCO 1 o 4"W I D 3 3 1 LE.-97.1' I l s Y I I I I GCO GCO I I GCO GCO \ ESTIMATED INVERT ELEVATION. I.W —4-W- qSEE CIVIL FOR CONTINUATION 4" I. —4"W W SO Pi E.E. . I.E.-96.0' Project No: 20.042 Date* 2(18@022 Checked By: BW Drawn By: JL Sheet Name: �p FOUNDATION WASTE & VENT PLAN SCALE: 1/8"-V-0" Lu FOUNDATION - ?: WASTE & VENT PLAN Lu CITY APPROVED PLANS � W Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: > P2.10 N Page 92 of 319 L 1 2 3 4 5 6 KEYNOTES P16 ROUTE STORM DRAIN OUTSIDE WALL TO PAD.18"ABOVE FINISHED p Ivot ROOF.CONTRACTOR TO PROVIDE SPLASH PAD. north ARCHITECTURE A . PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com STAMP vONALFy o�4i �pENSpO c�ymm P RIC§Cergmm1LLER y� ° °A — — ° ° B �B CCULO E G 0 E Lu 4 2 — — — — — — — — — — — — — — UBUIC RESTROOM U 3 0 101 m -o m aa � 4'FS-1 p�p ROO "SD UP T 3"VTR O M U� 39 1 WORKSHOP OFFI F127 FWA LOBBY 2"v 2"v� M 4"FS-1 130 102——— ——— 100— 2"FD-1 0 O 71 T W" v 1I N�fi, I 4„Fco i HALLWAY I DEfON P Tz v� 103 ° 1 3"VTR 2"FD-1 138 2"FS-11 2„PD-1 1111 LLWrV-� -L I ADA RESTROOM KITCHEN/DINING 2"FS-1 L EXTRACTOR PIT I / — } TD-1 —_——— — -�1 1—126 /TP 1 14012"FD 1 125 _> 308 (12"X8"X 12") --- ----- TD-1 — 2„V'1N > 2"VDN COMM WCO — p.V 1 '2"VDN Ch O= 4"Fco 29 RES R OM I — -- DAYROOM 1 0 0 " V NAPPARATUS BAY —2"V- 22VD BUNKER GEAR 2v DN za 2"VDN �N � C -2„V 122 A- 3ViR z J O LL I III WASH AC ® F 2"v wco 2®a1 1 �L_T-2"v Q IIIIIII 31 • 2"FD-1 ..V. I 2"FS-1 4"FCO o In = m - - - - - - - -�-2.v - - I- - �- - - - - - - L u o IIII E APPARATUS BA I RESTR OM I I �r 3"VTR HALLWAY "' COORDINATE SCUPPER LOCATION LECTRICAL 7FD-1 RESTROOM Q 4OO I WITH ARCHITECTURAL(TYP) LL 121 9 I I IIIII 135 F 134 I I I IIIIII 12"VDN —I—2„1 1- + 1- + 1- + L rt .. J O 4- H COORDINATE SCUPPER LOCATION p^VpN 1 r1 1 A $L EP $LE LEE P LEEP LL z WITH ARCHITECTURAL(TYP) I J FITNESS ^ _ illll GENERALANDIES SO UP N z CO 3'VTROEj a^Fco o H SE LCOVE 1a v 16 s SEEP 112 O a 2'FS-1 —"133 3"VTR 14 L o G') L L /L�\ TP-1 3"VDN � \ — — — — — — — g„VDN — —CO m _J — — — — — — — — — — _ 0 o o 0 — — — — — — — — 1 o— ° — — o — — — — — — — — — — — — — — — m m 4"GCO 4"GCO D 4"GCO 4'G O 4"GCO 4"GCO Project No: 20-042 Date: 2/18/2022 Checked By: BW Drawn By: JL "= Sheet Name: �a LEVEL 1 WASTE & VENT PLAN ~ LEVEL 1 - WASTE & SCALE: 1/8 1'-D" L.L.I ?: VENT PLAN Lu CITY APPROVED PLANS � W Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 a Sheet No: P2.11 N Page 93 of 319 1 2 3 4 5 6 r CAST IRON COVER 8 RING FINISHED GRADE ADJUSTABLE TYPE CLEANOUT r FINISHED FLOOR pivot FLUSH W/FINISHED FLOOR DROP FROM MAIN, 1` SEE PLAN FOR SIZE 1/2'HW 8 CW SUPPLY SEE SPECIFICATIONS. O -- PIPES IN WALL TURN FLASHING FINISHED FLOOR %/ /jYj/�Yj/ /j�/j\///\\//j\�% COMBINATION Y 8 AGA RATED fth SHOCK ARRESTORS ARE UP 1'(TYPICAL) TOPPING y/\\�\\\\ 1 _ /\\/\\/\\/\\f 1/8 BEND FITTING MANUAL MAIN INTEGRAL TO WALL BOX BALL SHUT-OFF VALVE ARCHITECTURE A2"VENT WASHER WALL BOX PER FINISHED FLOOR FLOOR DRAIN WITH // \\\//\�� FLOW UP IN WALL\ FIXTURE SCHEDULE& COVERING FLASHING CLAMP SPECIFICATIONS ' — — — — /// PIVOT NORTH ARCHITECTURE,PLLC. 6"DEEP CONCRETE PAD, \\\\\\\\ \\/\\/\\/\\/\\/\\/\� WASTENENT PIPING FLOOR CLEANOUT FCO 2"DIA.x 30"HIGH 8"BEYOND ALL SIDES OF //� � � / / ( ) = 1101 W.GROVE STREET STANDPIPE IN WALL — — — - — — — CLEANOUT BODY. CAST IRON CLEANOUT FER- PROVIDE EXTENSION IF GREATER GROUND JOINT UNION - BOISE,ID 83702 2" RULE W/RAISED HEAD BRASS THAN 3" www.pivotnorthdesign.com ONE POUR FLOOR TWO POUR FLOOR PLUG.LUBRICATE PLUG _T 2"WCO COGAS RATED FLEXI NSTRUCTION CONSTRUCTION (TYLER 0035 SERIES) THREADSW/GREASEAFTER CONNECTOR, 8"BLE - - - MAX (ABOVE GRADE) (ABOVE GRADE) FOR 4",5"6"SEWER DIA. INSTALLATION.TOP OFSTAMP 2"COMBO FLOOR WATERPROOF 2 WAY CLEANOUT FITTINGS CLEANOUT SHALL BE 2-1/2" FITTING MEMBRANE WASTE PIPING OR JOB FABRICATE 8"x8'k4" MAX.BELOW TOP OF COVER. WALL PLATE,CHROME PLATED,METAL OR � STAINLESS STEEL(SEE SPECS) 6"VERTICAL 2"WASTE CONCRETE FLOOR SLAB IN WALL WALL OPENING SHALL BE 1"LARGER _ THAN PLUG DIAMETER UNIT FLOW THREADED BRASS ROD OR MACHINE SCREW DRIP LEG SAME SIZE AS DROP CLEANOUT TEE PER THREADED CLOTHES WASHER SUPPLY SURFACE 2-WAY WALL CLEANOUT(WCO) BRASS PLUG GAS LINE CONNECTION DETAIL AND DRAIN BOX DETAIL FLOOR DRAIN FLASHING DETAIL CLEANOUT DETAIL CLEANOUT DETAIL SCALE:NONE RICF��1'gZI�S�VIILLER . .NONE 1123-02 SCALE:NONE SCALE:NONE' 1110-08 1319-05 SCALE NONE 1319-06 09.24.20 1319-08 SCALE 24"HEAVY DUTY CAST IRON, GASKETED GAS-TIGHT MANHOLE COVER AND RING,NON-ROCKING HANGER ROD WITH TYPE 6 CEILING SPACE DESIGN;TOP SHALL BE FLUSH VIBRATION ISOLATOR CLEVIS WITH FINISHED GRADE,TYPICAL NOTES B HANGER SUPPORTING PIPING AS - PRECAST REINFORCED Q O O MINIMUM TANK VOLUME CONCRETE MANHOLE 1. SEAL ALL PENETRATIONS WATERTIGHT. CLOSE TO PUMP AS PRACTICAL F.C.O. 00 E TOTAL=1000 GALLONS S.C.O. RINGS O M 0 (TYPICAL) FINISHED FLOOR F.C.O. 2. SEE PLANS FOR PIPE SIZES,INVERT M q ' ® 3 ELEVATIONS AND ROUTING. LUME W ai E I HOT 1 - Y EQUAL TO 1/3 OF TOTAL CAPACITY. E- o o "' SECONDARY COMPARTMENT HAS VO I WATER r 4' a —Q m m PRESSURE LOOP 20 CLEANOUT 4. ALL PIPE AND FITTINGS SHALL BE CAST IRON. U 3 GAUGE �_S7u/�L -, ., I 0 3"C.I.VENT 24"MIN. I i�4 5. WALLS AND BOTTOM SHALL BE REINFORCED O 3 �� THROUGHOUT WITH 2x6 6/10 MESH / 1/2"TUBING OR IPS. N SAME MATERIAL AS - MTRANSPORT PIPING 4" 6. COVER SHALL BE REINFORCED N tI BD 2" WATER LEVEL 4' LONGITUDINALLY WITH NO.6 REBAR ON 6" Q (*) BD CENTERS,NO.4 REBAR ON 6"CENTERS WIDTH (� O c) 1/2" 10 � WAYS,AND NO.8 REBAR DIAGONALLY AROUND PIT PIT 2 FT.OF PIPING MAX. 2" ACCESS HOLES. M GROUT(TYP.) f4" 0 Op TO HOT WATER to O SUPPLY STOP 7. S.&0.INTERCEPTOR SHALL MEET THE 44° 20" 42" APPROVAL OF LOCAL AUTHORITY. N cv PUMP 6"LONG SWEEP 4"y 1/4 BEND 8. ALL CONSTRUCTION SHALL CONFORM TO H-20 PROVIDE CALIBRATED NOT WATER STOP 6" i6" GROUT(TYP.) 6 6" g, NTERCEPTOR WAL LOAD LS AND BOTTOM SLAB BALANCING VALVE AT 1 GPM ASSE 1I VALVE FOR DCP-1 AND DCP-2. 9 _ PRECAST REINFORCED CONC. b. BASIN IN ACCORDANCE WITH SHALL E DESIGNED FOR AN EQUIVALENT FLUID 6„ < - SOIL PRESSURE OF 30 Pcfttt.INCLUDING TRUCK 6. ASTM C-478 LEADING SURCHARGE NOTED IN NOTE 8 ABOVE ' 95%COMPACTED RAM-NEK ' BEDDING MATERIAL / / / / / / / / 10.DESIGN CRITERIA:UNIT WEIGHT OF SOIL=120 Pcf,LIVE LOADS=AASHTO H-20,CONCRETE HOT WATER RECIRCULATION DETAIL FOR STRENGTH=4000 Psi(TYPE II CEMENT). 0 IN-LINE PUMP PIPING DETAIL PUBLIC LAVATORY FAUCETS SAND AND OIL INTERCEPTOR DETAIL z SCALE:NONE SCALE:NONE O 2123-07 9 12 19 SCALE:NONE 1323-02 C 110-09 LL Q Z STAY OPEN VALVE V ' HANGER ROD LIGHT DUN CAST IRON STABILIZED-SECURE C/) _ COVER 8 RING FINISHED GRADE TO WALL OR STRUCTURE L1..1 (COVER 13"DIA.) ED EMERGENCY SIGNAGE � rn INSIDE WALL L.L w cC -_- r _{ - �� � TEMPERED WATER(75"F) EMERGENCY SHOWER OUTSIDE WALL I TEMPERING INSULATION J z CLEVIS OR BAND HANGER - - - - - - - /� REFER TO PLANS FOR VALVE IP ��PULL ON LINKAGE RIGID INSULATION '' < ��� PRECISION PLUMBING SIZE AND LOCATION INACCESSIBLE }' �l PRODUCTSTRAP LOCATION,SEE U LL Z - PRIMER VALVE SPECIFICATIONS 6"DEEP CONCRETE -'- -•.-- - - -- -. -\/\ ALL SIDES POND ����������� � ����� EYEWASH DONOT PROVIDERIGID '— Q CLEANOUT BODY. � � � �� �� ��� �� DISTRIBUTION UNIT INSULATION THIS SIDE O MULTIPLE CLEANOUTS WHERE REQUIRED /// OF PIPE L N INSTALLED SIDE BY CAST IRON CLEANOUT FERRULE o SIDE SHALL BE IN W/RAISED HEAD BRASS INSULATION(VAPOR BARRIER TYPE IS SINGLE CONCRETE PLUG.LUBRICATE PLUG REQUIRED FOR LOW TEMPERATURE PAD THREADS W/GREASE AFTER HAND STAY OPEN VALVE PIPE) INSTALLATION.TOP OF HOT WATER COMBINATION Y& CLEANOUT SHALL BE 2-1/2" COLD WATER - 1/8 BEND FITTING\ MAX.BELOW TOP OF COVER. PROVIDE HIGH COMPRESSIVE CITY APPROVED PLANS STRENGTH INSULATION INSERT FLOW WASTE FOOT STAY OPEN VALVE UNDER INSULATION SHIELD TO FLOOR DRAIN TRAP (OPTIONAL EYEWASH WASTE) Review d for Code Compliance INSULATION ATHANGER SHIELD PLANS MUST BE ON JOB SITE EYEWASH AND EMERGENCY FOR ALL INSPECTIONS HANGER DETAIL GRADE CLEANOUT DETAIL TRAP PRIMER DETAIL SHOWER DETAIL PIPE IN OUTSIDE WALL DETAI SCALE:NONE SCALE:NONE SCALE:NONE 0529-05 1319-04 SCALE:NONE 1119-07 SCALE.NONE 4500-01 0510-08 EQUIPMENT/ SHOWN WITHIN DASHED �WH-1=V Project No: 20.042 LINE PROVIDED AS PART OF PACKAGED WH-2=1-1/2" WATER HEATER FLUE,MATERIALS AND 1/ AIR COMPRESSOR INSTALLATION AS PER THE MANUFACTURER'S pate: 2/18@022 /REFRIGERATED AFTERCOOLER INSTALLATION INSTRUCTIONS PROVIDE FLEXIBLE PIPE CONNECTION IN -y� Checked By: BW COMPRESSOR INTAKE PIPE TO EXTERIOR NOTE: PRESSURE ALL TAPS OFF COMPRESSED AIR GAUGEAND - Drawn By: JL SOUND MUFFLER MAINS TO BE TAKEN OFF THE TOP OF SCHRADER 1 WH-1=1" MAIN AT ALL LOCATIONS. VALVE WH-2-1-1/2" 1-1/4' Sheet Name: i CIRC.PUMP;SEE PTRV IN-LINE PUMP AIRFILTER CEILING G I DETAIL POTABLE WATER I PLUMBING DETAILS DUPLEX AIR COMPRESSORS 1/2' THERMAL EXPANSION TANK DIELECTRIC 1/2'BY-PASS BALL VALVE WATERWAY PRESSURE GAUGE GAS PRV AS REQUIRED FITTING,TYP. BY BOILERMFR&SYSTEM WATER TANK GAS PRESSURES VENT HEATER FULL SIZE DOWN AND L-I--I FLEX CONNECTOR QUICK CONNECT WITH FEMALE OPEN-SITE OVER \ RELIEF THREADS TO MATCH EXISTING PRV TO EXTERIOR USING ' NEAREST FLOOR DRAIN, VALVE PRESSURE VERIFY HEIGHT RIGID IRON PIPE. - FIRE DEPARTMENT EQUIPMENT PER CODE REQUIREMENTS W AIRWI USER 6"MIN SWITCH DRYER BURNER AND SEISM IC STRAP <J PRV CONTROLS AIR PER CODE } 6"DIRT LEG TANK DRAIN r COMPRESSOR ill" VALVE u E TANK 17 I BALL VALVE DRAIN PAN IF REQUIRED BY �_______ _ _______ _ __________ ___j HSKPG I AUTOMATIC TRAP, HSKPG PADLu IN-LINE FILTER PIPE TO FLOOR DRAIN CODE,DRAIN TO NEAREST -_ -_ FLOOR JANITOR OR FLOOR SINK ! 1I DIRT LEG PLUG VQ AUTOMATIC DRAIN VALVE,ROUTE PIPING S h e e t N o ISOLATOR, TO FLOOR DRAIN,TERMINATE W/90"ELL SEE SPECS. INERTIA BASE,IF REQUIRED.SEE SPECS. COMPRESSED AIR AIR COMPRESSOR DETAIL CONNECTION DETAIL GAS WATER HEATER PIPING DETAIL P3.01 SCALE:NONE SCALE:NONE SCALE:NONE 0943-01 1513-02 3000-06 Page 94 of 319 1 2 3 4 5 6 KEYNOTES OUTSIDE BUILDING pivot ' FOUNDATION WALL FINISHED ANCHOR ROD.1/2"e QUIRED O TO FIRE SPRINKLER SYSTEM GRADE PIPE.5/8"a FOR 4"&5"AND 3/4"e FOR 6'PIPE REQUIRED ARCHITECTURE MAIN WATER —IIIIIIIIII FIRE PROTECTION NOTES: A FLOW SWITCH� — 4"x4'1/4"STEEL CLEVIS NOTE: HANGER PROVIDE SERVICE AND SYSTEM 4"CHECK VALVE MINIMUM ANCHOR PLATE SIDE PRESSURE GAUGES. 5'-0" 1. FURNISH ALL LABOR,MATERIALS,EQUIPMENT AND SERVICES NECESSARY COVER FOR THE INSTALLATION OF A COMPLETE AND PROPERLY FUNCTIONING FIRE PIVOT NORTH ARCHITECTURE,PLLC. PROTECTION SYSTEM. 1101 W.GROVE STREET 2"MAIN DRAIN WITH 2. THE FIRE PROTECTION WORK INVOLVES ENGINEERING AND DESIGN BY THE BOISE,ID 83702 VALVE.DISCHARGE CONTRACTORTODETERMINE THE EXTENT OF NEW WORKAND THE www. ivotnorthdesi ncom TO EXTERIOR 2' p g ' /SERVICE MODIFICATION AND EXTENSION OF EXISTING SYSTEMS TO PROVIDE FULL 4"OUT THRU WALL TO / INSIDE COVERAGE TO THE PROJECT AREA SHOWN ON THESE AND THE APPROVED DOUBLE / BUILDING ARCHITECTURAL PLANS. FIRE DEPT.CONN. STAMP CHECK VALVE ASSEMBLY FIRE SERVICE yy\ANAL 0. PIPE 3. THE INFORMATION PRESENTED ON SETHESE DRAWINGS IS DIAGRAMMATIC.IT �Fi \QENSpp U (� DOES NOT NECESSARILY REPRESENT ALL ELBOWS,OFFSETS,HANGERS,ETC., O m II VI V REQUIRED FORACOMPLETE WORKING SYSTEM. 0. P BALL DRIP DISCHARGE LINK SEAL a 18583�, TO EXTERIOR 1-1/4"STEEL PLATE STANDARD WEIGHT STEEL 4. ALL FIRE PROTECTION SYSTEMS INSTALLED SHALL BE IN ACCORDANCE WITH SIZE AS REQUIRED PIPE 2"O.D.LARGER THAN NFPA-13,14,20,ETC.AND LOCAL BUILDING CODES AND ORDINANCES. OF�Op SUPPORT T WATER SERVICE PIPE WITH ..._ Fi 1 WELDED STEEL ANCHOR AND 5. FIRE PROTECTION CONTRACTOR SHALL COORDINATE THE LOCATION OF ALL WATER STOP PLATE SET IN NEW FIRE PROTECTION EQUIPMENT AND PIPING WITH ALL OTHER TRADES SLEEVE FOR BOLT 1-1/TH THREADED FOUNDATION WALL PRIOR TO SUBMITTAL OF SHOP DRAWINGS AND SYSTEM INSTALLATION,SO AS O.S.&Y.GATE VALVE (TYP.) RODS(TYP.) NOT TO INTERFERE WITH THE ROUTING OF NEW DUCTWORK,PLUMBING WITH TAMPER SWITCH PIPING,ETC. FIRE SERVICE TO BUILDING (TYP,) 6. PROVIDE ALL FITTINGS,RISER NIPPLES,ARM OVERS,HANGERS,ETC.TO FIRE SERVICE F�///yarn ��`�,Yw, MAINTAIN CONFORMANCE WITH APPLICABLE STANDARDS AND TO POSITION Ric§V/g(/(/l mILLER SLEEVE DETAIL THE SPRINKLERS IN THE PROPER LOCATIONS. ll FIRE LINE ENTRY DETAIL 7, SEAL ALL PIPE PENETRATIONS THROUGH FIRE RATED WALLS AND CEILINGS SCALE:NONE WITH FIRE STOPPING MATERIALS AS REQUIRED. SCALE:NONE 1000-05 1 (211000) 1000-08 8. FOR REMODEL AREAS NEW SPRINKLERS SHALL MATCH EXISTING SPRINKLERS. 9. PROVIDE WORKING DRAWINGS AND HYDRAULICALLY CALCULATE THIS FIRE SPRINKLER SYSTEM PER NFPA-13 WHERE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION. B10.PROVIDE FIELD COORDINATION OF PIPING AND SPRINKLER INSTALLATIONS O O E WITH DUCTWORK,LIGHTS,SMOKE DETECTORS,DIFFUSERS,ETC. U W % \2 n \8 \9 �N0E i Lu a F o 0 Q m U U iu 3 00 � 3 I—N N Q¢ m0 �(0 o oo PROTECT AS REQUIRED PER NFPA.PROVIDE DRY 0 SYSTEM OR SIDEWALLS IN AREAS SUBJECT TO 04 04 cv FREEZING.STANDARD SEMI-RECESS SPRINKLERS IN OTHER AREAS. MECHANICAL,ELECTRICAL,AND IT SPACES. NO SPRINKLER PIPING IN THESE AREAS OTHER THAN PIPING SERVING SPRINKLERS DIRECTLY IN THAT ROOM. 0 z - O LL C FDC V) - W O LL w H F J Z Q O +� ~ l7 zzzzU LL z Sprinkler System(s)A fire sprinkler system is required.Sprinkler system plans shall Q) z be sent to the State Fire Marshal Office and designed in accordance with current NFPA 13 standards.Only Fire sprinkler companies that are licensed with the State p are allowed to submit fire sprinkler plans.Idaho State Fire Marshal 700 West State L COORDINATE SPRINKLER HEAD LOCATION T I HVLS FA ) j j Street,3rd Floor Boise,Idaho 83720 Plans shall meet current IFC,NFPA 13,and d H N(DF-1 ITH NFPA 1319.2.y INACCORDANCE / Idaho State plumbing codes,and be approved prior to installation. 8 / 2 i D — — — — — — %ii 3". Project No: 20.042 Date: 2/18/2022 1 Checked By: BW Drawn By: Author — — — — — — — — — Sheet Name: N FIRE PROTECTION — — — — — — — — — — — — — — — — — — �— — — — — — — PLAN - - - - - °- ° - - ° - - - - - - - - - - - � - - w - CITY APPROVED PLANS Reviewed for Code Compliance U E Ll PLANS MUST BE ON JOB SITE Z LU FOR ALL INSPECTIONS C7 Q Sheet No: c F2.01 cN a LEVEL 1 FIRE PROTECTION PLAN SCALE: 1/8"=1'-0" Page 95 of 319 1 2 3 4 5 6 LIGHTING PLAN NOTES: GENERAL NOTES: INat allsmblssllistedEeRwLare used EGEND nt se drawings REFEIRENsCEd below are SYMBOLS eLEGIEs) 1 EXACREFET MOUNTIN TO IGEOCATTIIONS OFADEOVIICSNAND LUMINAIRES.SED EILING PLANS FOR 1. PAINTEPOSEDTALL CONDUIT CONDUICONCEALED TO MATCHISHED EXISTTING AREAS INISHES WITOTHERWISETHE NOTED. pivot SYMBOL DESCRIPTION SYMBOL DESCRIPTION SYMBOL DESCRIPTION SYMBOL DESCRIPTION SURROUNDING AREA. 2. COORDINATE LUMINAIRE LOCATIONS WITH MECHANICAL PIPING,DUCTWORK, W SINGLE RECEPTACLE G ELECTRICAL PANELBOARD,CONTROL PANEL,OR OTHER CABINET AS NOTED %� KEY NOTE REFERENCE 0 KITCHEN/OWNERIMEDICAL EQUIPMENT REFERENCE ETC.,TO AVOID CONFLICTS.SEE SPECIFICATIONS FOR COORDINATION 2. DO NOT ROUTE CONDUIT WITHIN STRUCTURAL OR TOPPING SLABS OF FLOORS n r t h DUPLEX RECEPTACLE F-PM� PLUG MOLD(MULTI-OUTLET ASSEMBLY) IPa# TYPICAL CIRCUIT NUMBER 0 EXISTING TO REMAIN REQUIREMENTS. UNLESS SPECIFICALLY NOTED OTHERWISE AND WRITTEN APPROVAL IS O DOUBLE DUPLEX RECEPTACLE �WM� WIREMOLD(SURFACE RACEWAY) TG# TYPICAL LUMINAIRE TYPE 0 EXISTING TO BE REMOVED 3. PROVIDE A DEDICATED NEUTRAL CONDUCTOR FOR EACH 120V AND 277V OBTAINED FROM THE STRUCTURAL ENGINEER. CIRCUIT. 3. FIRE SEAL ALL FIRE RATED WALL AND FLOOR PENETRATIONS.REFER TO ARCHITECTURE 1P DUPLEX RECEPTACLE,HALF SWITCHED CONDUIT CONCEALED TYPICAL ROOM REFERENCE(TOP=RM#,BOTTOM=FLR) ® EXISTING TO BE RELOCATED ARCHITECTURAL DRAWINGS FOR FIRE RATED WALLS. CONDUIT,UNDERGROUND OR CONCEALED IN FLOOR 4. CIRCUITS MAY BE COMBINED INTO HOMERUNS OF UP TO SIX(6)CURRENT A ,CEILING MOUNTED --UG--AS ac DUPLEX RECEPTACLE, PER SPECIFICATIONS UH MECHANICAL EQUIPMENT REFERENCE © EXISTING TO REMAIN-REPLACE DEVICE CARRYING CONDUCTORS,INCLUDING NEUTRALS,UNLESS OTHERWISE 4. COORDINATE EXACT REQUIREMENTS AND LOCATIONS OF MECHANICAL ® DUPLEX RECEPTACLE,FLOOR MOUNTED CONDUIT TURNING DOWN O LIGHTING CONTROL I EQUIPMENT REFERENCE ® EXISTING TO BE REMOVED AND REPLACED INDICATED.WHERE CIRCUITS ARE COMBINED WITHIN A SINGLE CONDUIT, EQUIPMENT WITH MECHANICAL DRAWINGS AND MECHANICAL CONTRACTOR PROVIDE STRIPING FOR FULL LENGTH OF NEUTRAL CONDUCTOR INSULATION PRIOR TO ROUGH-IN AND ORDERING MATERIALS OR EQUIPMENT. DOUBLE DUPLEX RECEPTACLE,FLOOR MOUNTED CONDUIT TURNING UP TO MATCH THE COLOR CODE OF THE ASSOCIATED PHASE CONDUCTOR.SEE SPECIAL RECEPTACLE CONDUIT CAPPED SPECIFICATION FOR COLOR CODES. S. A DETAILED WRITTEN METHOD OF PROCEDURE IS REQUIRED WHEN A PIVOT NORTH ARCHITECTURE,PLLC. ABBREVIATIONS LEGEND CONSTRUCTION ACTIVITY OR AN OUTAGE AFFECTS THE SAFETY OF 1101 W.GROVE STREET ® SPECIAL RECEPTACLE,FLOOR MOUNTED GROUND BAR Not all symbols listed below are used on these drawin s 5. FIELD COORDINATE EXACT LOCATION OF CEILING MOUNTED OCCUPANCY OCCUPANTS,TELEPHONE/DATNFIRE ALARM EQUIPMENT OR COMPONENTS OF BOISE,ID 83702 SENSORS PER MANUFACTURER'S INSTRUCTIONS.OCCUPNCYNACANCY ANY SYSTEM WHICH SUPPORTS THIS EQUIPMENT OR ESSENTIALLY AFFECTS JUNCTION BOX,FLOOR OR CEILING MOUNTED ® MAIN SWITCHBOARDIDISTRIBUTION CENTER SYMBOL DESCRIPTION SYMBOL DESCRIPTION SENSING DEVICES ARE SHOWN FOR GENERAL DESIGN INTENT ONLY. THE BUILDING MANAGEMENT,OPERATIONS OR SECURITY.SEE SPECIFICATIONS www.pivotnorthdesign.com 4 JUNCTION BOX,WALL MOUNTED O TRANSFORMER A AMPERES MCP MOTOR CIRCUIT PROTECTOR CONTRACTOR SHALL PROVIDE THE TYPE AND QUANTITY OF FOR ADDITIONAL INFORMATION. OCCUPANCYNACANCY SENSING DEVICES AS NECESSARY FOR PROPER © MOTOR cT CURRENT TRANSFORMER AC +ABOVE COUNTER,MOUNT 6'ABOVECOUNTERORBACKISPLASHLYTOCENTERLINEOFDEVICE, MEC SEE MECHANICAL EQUIPMENT SCHEDULE COVERAGE AND CONTROL OF LUMINAIRES WHERE INDICATED ON THE 6. FIELD LOCATE EXISTING UNDERGROUND PUBLIC AND OWNER UTILITIES OF ALL STAMP ALF ❑� DISCONNECT SWITCH(NON-FUSED) 0 THERMOSTAT AFF ABOVE FINISHED FLOOR MIN MINIMUM LIGHTING PLANS.FIELD ADJUSTMENT TO DEVICE LOCATIONS SHALL BE MADE TRADES AND BUILDING GROUNDING/LIGHTNING PROTECTION SYSTEMS PRIOR AS REQUIRED TO CAPTURE ALL OCCUPANTS,WHETHER SITTING AT A DESK TO ANY EXCAVATION.REPLACE OR REPAIR DAMAGED UTILITIES AND Oh a DISCONNECT SWITCH(FUSED) F---Nl GENERATOR ANNUNCIATOR PANEL AFG ABOVE FINISHED GRADE MILO MAIN LUGS ONLY OR MOVING AROUND THE SPACE.ADDITIONAL DEVICES SHALL BE PROVIDED GROUNDINGILIGHTNING PROTECTION SYSTEMS TO ORIGINAL CONDITION. x 1n SHADING INDICATES EMERGENCYSYSTEM AND FIELD ADJUSTMENTS SHALL BE MADE AS NECESSARY,AT NO ADDITIONAL IL y VARIABLE SPEED DRIVE WITH DISCONNECT *a1 TEXT INDICATES PANEL AND CIRCUIT DESIGNATION ANN ANNUNCIATOR NITS MANUAL TRANSFER SWITCH COST TO OWNER.CONTRACTOR SHALL PROVIDE A COMPLETE AND 7. PROVIDE SEPARATE INSULATED GROUNDING CONDUCTOR IN ALL FEEDER,OPERATIONAL SYSTEM. HOMERUN AND BRANCH CIRCUITS. 01"/ppp2 'o ® ENCLOSED CIRCUIT BREAKER UTILITY METER ARF ABOVE RAISED FLOOR NC NORMALLY CLOSED ,•{y��VD, 3' _ © TOGGLE SWITCH ASSD AIR SAMPLING SMOKE DETECTION NIC NOT IN CONTRACT ATS AUTOMATIC TRANSFER SWITCH NIL NIGHT LIGHT Electrical -� LIGHTING LEGEND BFG BELOW FINISHED GRADE NO NORMALLY OPEN POWER PLAN NOTES: SITE PLAN NOTES: (Not all symbols listed below are used on these drawings) C CONDUIT NITS NOT TO SCALE 1. MAKE ALL FINAL ELECTRICAL CONNECTIONS TO EQUIPMENT REQUIRING 1. FEEDERS SHOWN ON SITE PLAN ARE DIAGRAMMATIC AND REPRESENT SYMBOL DESCRIPTION SYMBOL DESCRIPTION CAN CABLE TELEVISION OC ON CENTER ELECTRICAL CONNECTION.THIS SHALL INCLUDE BUT NOT BE LIMITED TO ALL PRELIMINARY SUGGESTED ROUTING.ACTUAL ROUTING SHALL BE SUBMITTED MECHANICAL AND OTHER EQUIPMENT INCLUDED IN THIS PROJECT. AND ACCEPTED PRIOR TO INSTALLATION. RI� reY' ZISMILLER SHADING INDICATES EM SYSTEM,LOWER CASE SUBSCRIPT CB CIRCUIT BREAKER GFCI OWNER FURNISHED,CONTRACTOR INSTALLED �(- �/T �q INDICATES SWITCHING,UPPERCASE SUBSCRIPT INDICATES Q PENDANT LUMINAIRE-SINGLE SUSPENSION 2. COORDINATE WITH MECHANICAL DRAWINGS MECHANICAL MECHANICAL 2. IFCOORDINATE NECESSARYF RALLWNERREQUIREMENT PROVIDED EQUIPMENT. T.SEELATION 5 JL�\1/ LUMINAIRE TYPE(NP) CCTV CLOSED CIRCUITTELEVISION OFOI OWNER FURNISHED,OWNER INSTALLED EQUIPMENT WITH MECHANICAL DRAWINGS AND MECHANICAL CONTRACTOR IF NECESSARY FOR ALL UTILITY/OWNER PROVIDED EQUIPMENT.SEE TROFFER-RECESSED (E) EXISTING OSWF ON SITE WORK FORCE PRIOR TO ROUGH-IN. SPECIFICATIONS FOR ADDITIONAL INFORMATION WITH UTILITY ® PENDANT LUMINAIREL .1 -MULTIPLE SUSPENSION EM EMERGENCY PB PULL BOX COORDINATION.COORDINATE WITH ARCHITECT/ENGINEER LOCATION OF 3. PROVIDE FUSES SIZED PER EQUIPMENT MANUFACTURER'S REQUIREMENTS. TRANSFORMERS,PADS,CONNECTION CABINETS,METER SOCKETS/METERS, ETC.AS REQUIRED BY UTILITY/OWNER. SURFACE LUMINAIRE q WALL MOUNTED LUMINAIRE EMDC EMERGENCY MAIN DISTRIBUTION CENTER SB STAND-BY 4. DISCONNECT SWITCH LOCATIONS ARE SHOWN DIAGRAMMATICALLY AND EP EXPLOSION PROOF SDC SUB-DISTRIBUTION CENTER SHALL BE INSTALLED INACCESSIBLE LOCATIONS TO SUIT EQUIPMENT AND 3. EXTERIOR LIGHTING,POLE BASES,AND OTHER ELECTRICAL EQUIPMENT SPACE.DISCONNECT SWITCHES SHALL BE WITHIN SIGHT OF THE EQUIPMENT AND/OR DEVICES ARE SHOWN DIAGRAMMATICALLY AND ARE NOT B ® EPO EMERGENCY POWER OFF TP TAMPER PROOF THEY SERVE AND MOUNTED AT F-3",MAXIMUM,TO TOP OF CABINET.MAINTAIN NECESSARILY SHOWN TO SCALE.IF DIMENSIONS ARE NOT INDICATED ON Q O O LINEAR LUMINAIRE-RECESSED IN-WALL LUMINAIRE NEC WORK SPACE REQUIREMENTS. 1� EVO EMERGENCY VENTILATION ON/OFF NSS TRANSIENT VOLTAGE SURGE SUPPRESSER PLAN DRAWING,SUBMIT PROPOSED SPACINGS AND LOCATIONS WITH `- E DIMENSIONS FOR ACCEPTANCE PRIOR TO INSTALLATION. U M 0 FIELD MEASURED LUMINAIRE y}'-{[]� EWC ELECTRIC WATER COOLER TYP TYPICAL 5. RECEPTACLES INDICATED TO BE MOUNTED ABOVE COUNTER ARE TO BE Afire alarm system is required. 00 q ® LENGTH AND SHAPE DENOTED BY LINEWORK 1-r1 1}-1 POLE LUMINAIRE-ARM MOUNTED MOUNTED HORIZONTALLY 6"ABOVE COUNTER UNLESS OTHERWISE NOTED. 4. EXTERIOR LIGHTING INCLUDING:LIGHT POLE MOUNTED EQUIPMENT;WALL Fire Alarm Plans shall be sent to the State o m ®l) SUBSCRIPT IN RECTANGLE INDICATES LUMINAIRE TYPE 8E E8 FA FIRE ALARM OF UNDERFLOOR M E MOUNTED OR UNDER CANOPIES AT BUILDING ENTRANCES/EXITS;SIGNS; Fire Marshal Office and designed In dj G GROUND US UNDER GROUND 6. PROVIDE 4 11/16"SQUARE,2118"DEEP OUTLET BOX,SINGLE GANG MUD RING LOW LEVEL BOLLARDS AND LANDSCAPE LIGHTING;ETC.SHALL BE accordance with current NFPA 72 0 0 DOWNUGHT-RECESSED POLE LUMINAIRE-POST TOP AND BLANK SINGLE GANG COVER PLATE FOR ALL INDIVIDUAL TELEPHONE, CONNECTED TO LIGHTING CONTROL ZONE INDICATED IN LIGHTING CONTROL GCP GENERATOR CONTROL PANEL UON UNLESS OTHERWISE NOTED DATA,COMBINATION TELE/DATA AND TELEVISION OUTLETS.[ROUTE I" MATRIX UNLESS OTHERWISE SHOWN. Standards.Plans shall be On a 1/8-inch -Q m CONDUIT WITH PULL WIRE TO 6"ABOVE ACCESSIBLE CEILING](OR)[PROVIDE scale and may be sent electronically to 'v 3 GFCI GROUND FAULT CIRCUIT INTERRUPTER UPS UNINTERRUPTIBLE POWER SUPPLY 1"C.FROM INDIVIDUAL TELEPHON E,DATA,COMBINATION TELE/DATA AND O 3 Q DOWNLIGHT-SURFACE ® ® BOLLARD Javier.Cervantes@doi.idaho.gov .Hard HOA HAND OFF AUTOMATIC V VOLTS TELEVISION OUTLETS �+ UNLESS OTHERWISE NOTED]. NEAREST CORRIDOR LOCATION O O PROVIDE INSULATED THROAT CONNECTOR ON copies are no longer accepted. M �� ® EXIT SIGN-CEILING MOUNTED �� TRACK HEAD AND TRACK IS ISOLATED GROUND VFO VARIABLE FREQUENCY CONDUIT END. Idaho State Fire Marshal M m to E%ITBIGN-WALL MOUNTED(RUSH TO WALL) OQ EXTERIOR STAKEMOUNTED MAX MAXIMUM wl WITH 7. COORDINATE AND VERIFY EXACT MOUNTING LOCATIONS OF WALL AND FLOOR FIRE ALARM PLAN NOTES: 700 West State street QQ m E%ITSIGN-WALL MOUNTED(PROJECTS FROM WALL) 41=:P EMERGENCY LIGHTING UNIT-WALL MOUNTED MCB MIN CIRCUIT BREAKER WIO WITHOUT DEVICES WITH ARCHITECTURAL ELEVATIONS,AND ANY FURNITURE OR Attn:Javier Cervantes 0Oj SPECIALTY EQUIPMENT SUPPLIER DRAWINGS PRIOR TO ROUGH-IN. 1. FIRE ALARM EQUIPMENT AND DEVICES SHOWN ON THESE DRAWING INDICATE Boise,Idaho 83720 V j INDICATES EXIT SIGN FACES-SINGLE OR DOUBLE ® EMERGENCY LIGHTING UNIT-CEILING MOUNTED MCC MOTOR CONTROL CENTER WP WEATHERPROOF THE INTENT,PERFORMANCE,AND SCOPE OF THE SYSTEM.THE FULL DESIGN OF The fire alarm shall meet the current IFC& o^J INDICATES EXIT SIGN CHEVRONS-LEFDRIGHT OR BOTH j INDICATES DIRECTIONAL AIMING S. ALL GENERAL PURPOSE RECEPTACLES IN SHOP AREAS SHALL BE GFI AND THE FIRE ALARM SYSTEM SHALL BE DONE BY THE CONTRACTOR.THE NFPA 72 requirements and be approved O O MDC MAIN DISTRIBUTION CENTER XFMR TRANSFORMER MOUNTED AT+42"AFF.SHOP AREAS INCLUDE APPARATUS BAY,DECON,FIRE State Fire CONTRACTOR SHALL PROVIDE A SHOP DRAWING SUBMITTAL FOR APPROVAL BY q PP CN RISER/AIR ROOM,AND ADJACENT SPACES.INSTALL WATERPROOF Marsha's DrPARTM914TAND/OR THE AUTHORITY HAVING JURISDICTION. before Installation. N�" RECEPTACLE COVERS TO ALL APPARATUS BAY RECEPTACLES. Office THE CONTRACTOR SHALL ARRANGE TO HAVE THE FIRE ALARM SYSTEM SUBMITTAL SEALED AND SIGNED BY REGISTERED PROFESSIONAL ENGINEER The fire alarm contractor shall apply for an CONTROLS LEGEND ONE-LINE DIAGRAM LEGEND 9. NO RECEPTACLES SHALL BE MOUNTED BELOW+18"AFF. WHO WILL ASSUME THE DUN OF ENGINEER OF RECORD FOR THE FIRE ALARM permit electrical through City of Turin Not all symbols listed below are used on these drawings) (Not all symbols listed below are used on these drawings) SYSTEM DESIGN.THE ELECTRICAL ENGINEER OF RECORD AT CATOR,RUMA& e P 9 ty SYMBOL DESCRIPTION ISYMBOL DESCRIPTION SYMBOL DESCRIPTION SYMBOL DESCRIPTION 10.PROVIDE A DEDICATED NEUTRAL CONDUCTOR FOR EACH 120V CIRCUIT. ASSOCIATES,CO.WILL NOT BE RESPONSIBLE FOR SEALING AND SIGNING THE Falls before beginning work on the fire FIRE ALARM SYSTEM SHOP DRAWING SUBMITTAL. alarm system. S. SINGLE POLE SWITCH(SUBSCRIPT DENOTES SWITCHING) SW VARIABLE SPEEDISPEED CONTROLLER SWITCH DISCONNECT SWITCH E] PANELBOARD"A' 11.CIRCUITS MAY BE COMBINED INTO HOMERUNS OF UP TO SIX(6)CURRENT ' 82 TWO POLE SWITCH SEP EXPLOSION PROOF SWITCH CARRYING CONDUCTORS,INCLUDING NEUTRALS,UNLESS OTHERWISE 2. WALL OR CEILING MOUNT FIRE ALARM REMOTE INDICATORS ABOVE THE DOOR On the day Of testis the fire alarm shall be ®�- DISCONNECT SWITCH,FUSED 0 EM=ENERGY METER,PM=POWER METER,CM=CIRCUIT MONITOR OF ASSOCIATED ROOMS AS SHOWN. Y g INDICATED.WHERE CIRCUITS ARE COMBINED WITHIN A SINGLE CONDUIT, S3 THREE-WAY SWITCH STO THERMAL OVERLOAD SWITCH -- CIRCUIT BREAKER VOLTMETER TEST SWITCH PROVIDE STRIPING FOR FULL LENGTH OF NEUTRAL CONDUCTOR INSULATION live and capable of calling the Twin Falls _ TO MATCH THE COLOR CODE OF THE ASSOCIATED PHASE CONDUCTOR.SEE 3. LOCATE SMOKE DETECTORS PER NFPA 72 AND MANUFACTURERS Dispatch Center. 84 FOUR-WAY SWITCH SMc MOMENTARY CONTACT SWITCH FUSE AMMETER TEST SWITCH SPECIFICATION FOR COLOR CODES. REQUIREMENTS.THE LOCATIONS OF SMOKE DETECTORS ON THE DRAWINGS S KEY OPERATED SWITCH S COMBINATION SWITCH AND DUPLEX RECEPTACLE 1 ARE DIAGRAMMATIC ONLY.DETECTORS SHALL NOT BE PLACED WITHIN 3'-0"OF = K GROUND VOLTMETER 12.GFCI RECEPTACLES ARE NOT GENERALLY SHOWN ON DRAWINGS.ALL ANY CEILING MOUNTED HVAC SUPPLY AIR DEVICE. M Q SM MANUALSWITCH,HORSEPOWER RATE OP PHOTOCELL T STEP DOWN TRANSFORMER,##INDICATES KVA Q AMMETER RECEPTACLE OUTLETS LOCATED IN TOILET ROOMS,SHOWER ROOMS, z 2 LOCKER ROOMS,GARAGES,SERVICE BAYS,ROOFTOPS,OUTDOOR 4. PROVIDE GRAPHIC ZONE MAP/ANNUNCIATORS AND FIRE ALARM CONTROL UNITS So DIMMERSWITCH K-RATED STEP DOWN TRANSFORMER O v PUSH BUTTON ##INDICATES KVA#INDICATES K RATING ® SEE FEEDEwMECRRANSFORMERsCHEDULES FOR FEEDER SIZE LOCATIONS,MECHANICAL ROOMS,WITHIN 6 FEET OF A SINK,AT ELECTRIC AS SHOWN AND REQUIRED.SUBMIT SHOP DRAWINGS AND LOCATIONS TO C SWITCH WITH PILOT LIGHT WATER COOLERS,OR OTHER WET LOCATIONS SHALL BE PROVIDED WITH ENGINEER AND BUILDING/FIRE DEPARTMENT(S)FOR REVIEW PRIOR TO LL SPI PILOTLIGHTIS'ON'WHEN SWITCH IS'ON' © TIME CLOCK CURRENTTRANSFORMER O ENGINE GENERATOR INSTALLATION.REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION. SWITCH WITH PILOT LIGHT LOCATOR OCCUPANCY SENSOR-WALL MOUNTED GFCI PROTECTION PER NEC ARTICLE 210 AND NEC SECTION 422.5.WHERE SIP CQNTINUOUSLY LIGHTED HANDLE ® IR=INFRARED US=ULTRASONIC DT=DUAL TECHNOLOGY �� POTENTIAL TRANSFORMER �� CONTACTOR/RELAY/CAPACITOR(AS NOTED) GFCIDEVICES ARE REQUIRED AND/OR SHOWN BUT ARE NOT ACCESSIBLE 5. LOCATE ALL CONTROL PANELS AND POWER SUPPLIES IN TELECOM OR Q z SO, LOW VOLTAGESWITCH �oRg SERVICE ENTRANCE TRANSFORMER © TRANSFER SWITCH-ATS=AUTOMATIC,MTS=MANUAL BLANK FACE GFCI DEVICE AND COVERPLATE AHEAD OFNACCESSIBEI WHEN EILIPMENT IS INSTALLED,I.E.VENDING MACHINES,ETC., DE ELECTRICAL ROOMS/CLOSETS.VERIFY OTHER LOCATIONS WITH OWNER PRIOR TO INSTALLATION/ROUGH-IN.COORDINATE WITH OTHER TRADES AND ~ ~ METER 0 GROUND FAULT INTERRUPTER RECEPTACLES.MOUNT ADJACENT TO EQUIPMENT AT SWITCH HEIGHT UNLESS DOCUMENT FINAL LOCATIONS IN SUBMITTALS. N = OTHERWISE SHOWN. C-� EQUIPMENT ENCLOSURE SPD SURGE PROTECTIVE DEVICE L U FIRE ALARM SYSTEM LEGEND 13,120V POWER HAS BEEN SHOWN ON DRAWINGS TO J-BOXES IDENTIFIED FOR 6. SOUNDER BASES LOCATED IN SLEEP ROOMS TO BE LOW FREQUENCY(520 Hz) O Not all symbols listed below are used on these drawin s SERVICE WEATHERHEAD s� SHUNTTRIP SAS CONTROLS,DAMPER ACTUATORS AND OTHER MISCELLANEOUS POWER PER NFPA 72. _ SYMBOL DESCRIPTION ISYMBOL DESCRIPTION SHORT CIRCUIT CURRENT AVAILABLE TO OPERATE MECHANICAL CONTROLS AND DEVICES.COORDINATE ALL 120V w Isc4 )) TERMINATIONS LB=LOAD BREAK,NLB=NO LOAD BREAK REQUIREMENTS WITH MECHANICAL CONTROLS AND EQUIPMENT AND MAKE FIRE ALARM DESIGN PARAMETERS: LJ� FIRE ALARM CONTROL PANEL N MANUAL PULL STATION Oe KIRK KEY INTERLOCK,SUBSCRIPT INDICATES INTERLOCKED GROUP -<( >>- DRAW-OUT DEVICE ALL CONNECTIONS REQUIRED TO THESE OR OTHER 120V MECHANICAL 1.OCCUPANCY GROUP:A-3,B,S-2,R-2 N Q FIRE ALARM(NAC)POWER SUPPLY O AIM ADDRESSABLE INPUT MODULE E ELECTRICAL INTERLOCK,SUBSCRIPT INDICATES INTERLOCKED GROUP CIRCUITS AS REQUIRED.DO NOT CONNECT THESE LOADS TO OTHER 2.OCCUPANY LOAD:REFER TO ARCHITECTURAL DRAWINGS J Vt O, �)- PLUG-IN DEVICE CIRCUITS WITH LOADS OTHER THAN THOSE IDENTIFIED HERE. 3.BUILDING AREA:REFER TO ARCHITECTURAL DRAWINGS Z FIRE ALARM SYSTEM ANNUNCIATOR PANEL(GRAPHICILED) Q AOM ADDRESSABLE OUTPUT MODULE 4.SYSTEM TYPE:NETWORKED ADDRESSABLE ", J O IpI� O MECHANICAL INTERLOCK 0 ELECTRICALLY OPERATED 14.ALL OUTDOOR AND ROOFTOP RECEPTACLES SHALL BE OUTDOOR RATED AND 5.OCCUPANT NOTIFICATION:SPEAKER/STROBE DEVICES H� REMOTE ANNUNCIATOR PANEL WHIScd AUDIOVISUAL DEVICE(H##cd=HORN/STROBE COMBINATION 6.SIZE POWER SUPPLIES AND BATTERIES FOR 25%ADDITIONAL DEVICES (D S=SPEAKER/STROBE COMBINATION C=CHIME/STROBE COMBINATION SHALL HAVE A WEATHERPROOF IN USE COVER. U ® GRAPHIC ZONE MAP H AUDIBLE DEVICE(H=HORN,S=SPEAKER,C=CHIME) 7.LOAD INDIVIDUAL CIRCUITS TO SOh MAXIMUM8-CONDUCTORS SHALL BE SIZED FOR 7 - 0%LOAD ONE-LINE DIAGRAM NOTES" 9.CALCULA EVOLTAGEDROPAT100%iLOADATENDOFLINE z Q rI RESCUE ASSISTANCE SYSTEM HEAD END UNIT .�.lkd FIRE ALARM STROBE(cd=CANDELA RATING 15,30,75,110) 10.VOLTAGE DROP SHALL NOT EXCEED 10%FOR EACH CIRCUIT 0 FIRE FIGHTER SMOKE CONTROL PANEL m EMERGENCY TELEPHONE STATION(J=JACK,H=HANDSET) 1. PANELBOARDS INDICATED ON ONE LINE DIAGRAMS DO NOT SHOW ALL BRANCH L N ' Q FIRE ALARM DIRECTORY ANNUNCIATOR mRA RESCUE ASSISTANCE TELEPHONE STATION) CIRCUITS.REFER TO PANELBOARD SCHEDULES). � � O OP BR=BEAEIVER,PHOTOELECTRIC,SB=WITH SOUNDER BASE, 4 MAGNETIC DOOR HOLD 2. COORDINATE MOUNTING,CONDUIT,WIRE,AND OCPD SIZE FOR SPD'S WITH SMOKE E DETECTOR RECEIVER,BT=BEAM TRANSMITTER ® THERMAL DETECTOR F=FIXED TEMPERATURE, TAMPER SWITCH MANUFACTURER'S INSTALLATION INSTRUCTIONS. F R=FIXED TEMPERATURE B RATE OF RISE TEMP.RATING ®w FLAME DETECTOR(W=ULTRAVIOLET,IR=INFRARED) FLOW DETECTOR SWITCH LA LB LC FUTURE DUCT SMOKE DETECTOR$SUPPLY,R=RETURN y�4 PRESSURE SWITCH MUD MLO MLL VERTECON M ®RTS DUCT DETECTOR REMOTE INDICATOR ALARM AND TEST ®FSD FIREISMOKE DAMPER X REMOTE INDICATOR LIGHT OOO CAR BON MONOXIDE ALARMOETECTOR ISCA= ISCA= ISCA= 12,207 12,207 12,207 iI Cp CARBON MONOXIDE ALARM/DETECTOR,WALL MOUNTED G1 SPD 250.4G 250.4G 2504G NEC MCB� D sz 3 FEEDER SCHEDULE BOOA�PARE 180AT 200Ai 200AT 100A HEY COIIWCTORS 'C 800A3P 125A3P 250A3P 250A3P 250A3P 100/ 10OAG A3P 00 3 I 4# AL 3 1 1 00A.4 G 4# IM 1N AL 1# BAL G 2 ATS-LS -A G 4# -AL 1# 2AL G 3 `��/�--.-• 100A4P 800A G 3 4# COAL 1# 3q AL G 3 ISCA= MAIN DISTRIBUTION CENTER(-MDCB") 7 G 1# 2ro G 3l4 13,894 208Y/120V-3Gl W MEC SEE MECH'L EQUIPMENT SCHEDULE 800A,22,000 AID ATS-SB SPD SEE MANUFACTURER DOCUMENTATION Prof e c t N0: 20.042 BOOMP ISCA=10,660 NOTE: ALUMINUM CONDUCTORS ARE BASED ON TYPE XHHW-2 COMPACT I-V Date: 2/18/2022 eooAG Checked By: KO ISCA=14,136 PROVIDE METER HOUSING. SINGLEPURPOSE DIESEL ENGINE GENERATOR SET Drawn By: BL UTIUMYCOMPANY PROVIDED CO ORDINATE EXACT MAO 100.4G PORTABLE GENERATOR 200KWt60KVA(AT SITE) 120(208V 3 PH.PAD MOUNTED REQUIREMENTS WITH IDAHO DOCKING STATION 208Y/120V,3PH,4W TRANSFORMER. POWER.METER PROVIDED BY 208YI12OV,3PH,4W SOUND ATTENUATED IDAHO POWER. SPD 800A,22,000 AID WEATHERPROOF ENCLOSURE Sheet Name: M SPD 1004G w ELECTRICAL LEGENDS UTILITY COMPANY BOOAi 100Ai SPACE 800.4G / [� PROVIDEDCONCRETE TRANSFORMER PAD. 000AT SPD 000A3P 100A3P 100A3P li e0D4G Nn � � & NOTES &XA3P / L j ISCA= N 15,878 GENERATOR DISTRIBUTION BOARD w G ("GDB")208V/120V-GDR) 1 7G 1 7G ___ __ ___ ___ -_j 800A,22,000 AID O 80G4 ISCA 7G MAIN DISTRIBUTION CENTER("MDCA") CITY APPROVED PLANS Lu 208Y/120V-3 4W 14512 BOOA 22 DOO AID ,J UTILITY COMPANY PROVIDED PRIMARY FEED Reviewed for Code Compliance • U E MAIN GROUND BAR G 7. PLANS MUST BE ON JOB SITE Z LU 'G ELECTRICAL ONE-LINE DIAGRAM FOR ALL INSPECTIONS Q FER LI BLDG SCALE'NONE KEY NOTES: GROUND_ STEEL _ Sleet N0: METAL DRIVEN 0 SEPARATELY DERIVED SYSTEMS MUST BE PROPERLY GROUNDED AND/OR BONDED TO WATER GROUND THE BUILDING GROUNDING ELECTRODE SYSTEM AS REQUIRED BY THE NEC. PIPE RODS o E0.01 N Page 96 of 319 L 1 2 3 4 5 6 pivot MECHANICAL EQUIPMENT SCHEDULE LUMINA: COMMON IIRE SCHEDULECOMMON n o r t h A PRIOR TO WORK,VERIFY ELECTRICAL REQUIREMENTS(VOLTAGE,AMPERAGE,RECOMMENDED OCPD,CONDUCTORS,AND DISCONNECT)FOR EACH PIECE OF EQUIPMENT. A CATALOG NUMBER REFERS TO FIRST NAME LISTED UNDER MANUFACTURER PER LUMINAIRE TYPE.REMAINING MANUFACTURERS LISTED ARE CONSIDERED TO BE B.PRIOR TO WORK,VERIFY EXACT LOCATION FOR EACH PIECE OF EQUIPMENT. EQUIVALENT PRODUCTS FOR THIS PROJECT AND SHALL MEET ALL CRITERIA LISTED INCLUDING THAT CALLED FOR BY THE SPECIFIC LUMINAIRE CATALOG NUMBER. ARCHITECTURE C.COORDINATE AND PROVIDE ALL FIELD CONNECTIONS AS REQUIRED. CATALOG NUMBERS DO NOT NECESSARILY REPRESENT COMPLETE CATALOG NUMBERS.ALL ITEMS LISTED IN THE DESCRIPTION SHALL BE PROVIDED. A D.COORDINATE 120V POWER CONNECTIONS TO DAMPERS AND OTHER CONTROL CIRCUITS.GROUP EQUIPMENT CONTROL CIRCUITS SUCH THAT FAILURE OF ONE CONTROL B.REFER TO LIGHTING SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. CIRCUIT DOES NOT AFFECT OPERATION OF OTHER EQUIPMENT.FOR EXAMPLE,DO NOT CONNECT A DAMPER ASSOCIATED WITH ONE AIR HANDLING UNIT TO THE SAME C.PROVIDE UNIT PRICING FOR ALL LUMINAIRES BY TYPE AND SUBMIT WITH BID FORM. BRANCH CIRCUIT AS DAMPERS ASSOCIATED WITH A DIFFERENT AIR HANDLING UNIT. D.PROVIDE AN EMERGENCY BALLAST TEST SWITCH FOR RECESSED DOWNLIGHTS ON CEILING ADJACENT TO LUMINAIRE. E.FEEDERS,BREAKERS,DISCONNECTS,AND FUSING APPLIES TO FIELD-INSTALLED AND/OR FACTORY-INSTALLED EQUIPMENT. SPECIFIC REMARKS: SPECIFIC REMARKS: 1.VERIFY EXACT MOUNTING HEIGHT WITH ARCHITECT AND PROVIDE APPROPRIATE SUSPENSION LENGTH. PIVOT NORTH ARCHITECTURE,PLLC. 1.CONNECT EQUIPMENT TO GENERATOR STANDBY POWER. 2.VERIFY FINISH WITH ARCHITECT. 1101 W.GROVE STREET 2.PROVIDE EQUIPMENT WITH INTEGRAL DISCONNECT SWITCH AND FUSING AS INDICATED. 3.REFER TO POLE BASE DETAIL FOR MORE INFORMATION. BOISE,ID 83702 3.INDOOR UNIT(FCU-x)FED FROM OUTDOOR UNIT(CU-x).REFER TO VENDOR SHOP DRAWINGS FOR ADDITIONAL DETAILS. 4. www.REFER TO ARCHITECTURAL DRAWINGS FOR MOUNTING DETAILS. ivotnorthdesl n com 4.INDOOR UNIT(DS-x)FED FROM OUTDOOR UNIT(DSO-x).REFER TO VENDOR SHOP DRAWINGS FOR ADDITIONAL DETAILS. 5.ADJUST ANGLE OF DOWNLIGHT TO FACE LIGHT SOURCE AWAY FROM SLEEP ROOMS. P 9 EQ LOAD FEEDERS PROTECTION LAMP BALLAST/DRIVER APPARENT STAMP 9A41n�F KEY # ITEM HP FLA LOAD (VA) VOLTAGE WIRE GROUND CONDUIT BREAKER DISCONNECT FUSE REMARKS TYPE DESCRIPTION COLOR LUMENS TYPE DIM LEVEL VOLTAGE LOAD MANUFACTURER CATALOG SERIES FINISH MOUNTING REMARKS A�9 N p AC 1 AIR COMPRESSOR 5 0.0 A 0 VA 6016 VA 208 V/3ph 3#10 #10G 3/4" 30 A 30A 30A Di 6"DIAMETER LED DOWNLIGHT,CLEAR SEMI-SPECULAR 4000K 1500 0-10V 10% 120 V 17 VA GOTHAM EVO CLEAR RECESSED O AD 1 AIR DRYER 0 10.0 A OVA 1200 VA 120 V/iph 2#12 #12G 3/4. 20 A S REFLECTOR,MEDIUM WIDE DISTRIBUTION, PORTFOLIO LD6B 4 ' A SELF-FLANGED PRESCOLITE LTR CU 1 CONDENSING UNIT 0 9.0 A OVA 1872 VA 208 V/iph 2#12 #12G 3/4" 20 A S iy/1d12 CU 2 CONDENSING UNIT 0 9.0 A OVA 1872 VA 208 V/iph 2#12 #12G 3/4" 20 A S D3 6"DIAMETER LED DOWNLIGHT,CLEAR SEMI-SPECULAR 4000K 1000 0.10V 10% 120 V 13 VA GOTHAM EVO CLEAR RECESSED �,,02 -p REFLECTOR,WET LOCATION RATED,MEDIUM WIDE PORTFOLIO LD6B 4'+7g�pT`� CU 3 CONDENSING UNIT 0 9.0 A OVA 1872 VA 208 V/iph 2#12 #12G 3/4" 20 A S DISTRIBUTION,SELF-FLANGED PRESCOLTE LTR •Ij „E CU 4 CONDENSING UNIT 0 9.0 A OVA 1872 VA 208 V/iph 2#12 #12G 3/4" 20 A S D4 4"DIAMETER LED DOWNLIGHT,CLEAR SEMI-SPECULAR 4000K 1000 0-10V 10% 120 V 13 VA GOTHAM EVO CLEAR RECESSED cU 5 CONDENSING UNIT 0 9.0 A OVA 1872 VA 208 V/1ph 2#12 #12G 3/4" 20 A S REFLECTOR,WET LOCATION RATED,MEDIUM WIDE PORTFOLIO LD6B electrical cU 6 CONDENSING UNIT 0 9.0 A OVA 1872 VA 208 V/iph 2#12 #12G 3/4" 20 A S DISTRIBUTION,SELF-FLANGED PRESCOLITE LTR DCP 1 DOMESTIC CIRCULATION PUMP 0 0.0 A 100 VA 100 VA 120 V/iph 2#12 #12G 3/4" 20 A S IDS 6"DIAMETER ADJUSTABLE ANGLED LED DOWNLIGHT, 4000K 1400 D-10V 10% 120 V 14 VA LUMINIS OCULUS CLEAR RECESSED 5 DCP 2 DOMESTIC CIRCULATION PUMP 0 0.0 A 125 VA 125 VA 120 V/1ph 2#12 #12G 3/4' 20 A S CLEAR SEMI-SPECULAR REFLECTOR,MEDIUM WIDE COOPER PORTFOLIO OF 1 DESTRATIFICATION FAN 0 10.0 A OVA 1200 VA 120 V/iph 2#12 #12G 3/4' 20 A S DISTRIBUTION,SELF-FLANGED LF ILLUMINATION BULLSEYE OF 2 DESTRATIFICATION FAN 0 0.0 A OVA OVA 120 V/1ph 2#12 #12G 3/4" 20 A S El 20'OVERALL HEIGHT SITE POLE,SINGLE HEAD,TYPE III 4000K 11000 0-10V 10% 208 V 89 VA LITHONIA RSXO BLACK 4"SQUARE POLE 3 r�///-//`���'� A \y��■� DS 1 SPLIT SYSTEM(INDOOR UNIT) 0 0.4 A OVA 83 VA 208 V/1ph 2#12 #12G 3/4" 20 A S 4 DISTRIBUTION MCGRAW GLEON Rlc§y V/gus ��ILLER HUBBELL ASLi DSO 1 OUTDOOR CONDENSING UNIT 0 15.0 A OVA 3120 VA 208 W 1ph 2#12 #12G 3/4' 20 A S EW1 EXTERIOR WALL MOUNT FULL CUTOFF WALL PACK 4000K 2500 0.10V 10% 120 V 25 VA LITHONIA DSXW1 BLACK WALL,CENTER IN EF 1 EXHAUST FAN 0.75 0.0 A OVA 1656 VA 120 V/iph 2#12 #12G 3/4" 25 A 30A TYPE SCONCE,FLAT END CAP,8"DEPTH, MCGRAW GLEON BLOCK EF 2 EXHAUST FAN 0.1 2.0 A OVA 240 VA 120 V/iph 2#12 #12G 3/4" 20 A S RECTALINEAR SHAPE HLOL RWL1 COURSING, EF 3 EXHAUST FAN 0.1 2.0 A OVA 240 VA 120 V/1 ph 2#12 #12G 3/4" 20 A S ELEVATION TO EF 4 EXHAUST FAN 0 0.0 A 11 VA 11 VA 120 V/iph 2#12 #12G 3/4" 20 A S BOTTOM PER PLANS EHC 1 ELECTRIC HEATING COIL 0 0.0 A 1500 VA 1500 VA 120 V/iph 2#12 #12G 3/4" 20 A S EW2 EXTERIOR WALL MOUNT DECORATIVE SCONCE, 4000K 3500 0-10V 10% 120 V 45 VA ECLIPSE ZEUS-SM BLACK WALL,ELEVATION EHC 2 ELECTRIC HEATING COIL 0 0.0 A 1500 VA 1500 VA 120 V/iph 2#12 #12G 3/4" 20 A S DECORATIVE VERTICAL-MEMBER BRACING WITH EVERGREEN WHITNEY SQUARE VERION TO BOTTOM PER EHC 3 ELECTRIC HEATING COIL 0 0.0 A 1500 VA 1500 VA 120 V/iph 2#12 #12G 3/4' 20 A S METAL HOUSING,48"LENGTH,5"WIDTH,4.5"DEPTH, INDESSA 669 PLANS Q O O EHC 4 ELECTRIC HEATING COIL 0 0.0 A 1500 VA 1500 VA 120 V/iph 2#12 #12G 3/4' 20 A S DECORATIVE METAL BACKPLATE EHC 5 ELECTRIC HEATING COIL 0 0.0 A 1500 VA 1500 VA 120 V/iph 2#12 #12G 3/4" 20 A S EW4 EXTERIOR WALL MOUNT FULL CUTOFF WALL PACK 4000K 1500 0-10V 10% 120 V 13 VA LITHONIA DSXW1 BLACK WALL,ELEVATION U C EHC 6 ELECTRIC HEATING COIL 0 0.0 A 2000 VA 2000 VA 120 V/iph 2#10 #10G 3/4' 25 A 30A TYPE SCONCE,FLAT END CAP,8"DEPTH, MCGRAW GLEON TO BOTTOM PER - @ Oo EHC 7 ELECTRIC HEATING COIL 0 0.0 A 1500 VA 15DO VA 208 V/iph 2#12 #12G 3/4" 20 A S RECTALINEAR SHAPE HLOL RWL1 PLANS W E ERV 1 ENERGY RECOVERY UNIT 0 7.2 A OVA 864 VA 120 V/iph 2#12 #12G 3/4' 15 A S L2 V LINEAR PENDANT,30%DIRECT/80%INDIRECT, 4000K 3400/4 FT. 0-10V 10% 120 V 65 VA AXIS LIGHTING STENCIL BLACK PENDANT 10.TO /�/W vGi W L.L ERV 2 ENERGY RECOVERY UNIT 0 10.0 A OVA 3603 VA 208 V/3ph 3#12 #12G 3/4" 15 A 30A 15 A AIRCRAFT CABLE MOUNT LUMEN ERX VIA 1.5 BOTTOM ~ o PINNACLE EDGE EX16 EUH 1 ELECTRIC UNIT HEATER 0 0.0 A 1800 VA 1800 VA 120 V/iph 2#12 #12G 3/4" 20A S -Q m c@i L4A 4 FT LINEAR,SINGLE LENS,DIFFUSED WHITE 4000K 500/FT 0.10V 10% 120 V 18 VA JLC TECH GEMINI WHITE MOUNTED FLUSH 2,4 EUH 2 ELECTRIC UNIT HEATER 0 0.0 A 1800 VA 1800 VA 120 V/iph 2#12 #12G 3/4" 20 A S LUMENWERX VIA 4 RECESSED WITH WOOD SLAT Li U y EUH 3 ELECTRIC UNIT HEATER 0 0.0 A 1800 VA 1800 VA 120 V/iph 2#12 #12G 3/4" 20 A S PINNACLE EV4D CEILING O O 3 EUH 4 ELECTRIC UNIT HEATER 0 0.0 A 1800 VA 1800 VA 120 V/iph 2#12 #12G 3/4" 20 A S L46 2 FT LINEAR,SINGLE LENS,DIFFUSED WHITE 4000K 500/FT 0-10V 10% 120 V 9 VA JLC TECH GEMINI WHITE MOUNTED FLUSH 2A !n .o EUH 5 ELECTRIC UNIT HEATER 0 0.0 A 1800 VA 1800 VA 120 V/1ph 2#12 #12G 3/4' 20 A S LUMENWERX VIA 4 RECESSED WITH WOOD SLAT M EUH 6 ELECTRIC UNIT HEATER 0 0.0 A 2000 VA 2000 VA 208 V/1ph 2#12 #12G 3/4" 20 A PINNACLE EV4D CEILING Q to FCU 1 FAN COIL UNIT 0 0.0 A 130 VA 130 VA 208 W 1ph 2#12 #12G 3/4' 20 A S 3 L4C 5 FT LINEAR,SINGLE LENS,DIFFUSED WHITE 4000K 5OO/FT 0.10V 10% 120 V 22 VA JLC TECH GEMINI WHITE MOUNTED FLUSH 2A O co FCU 2 FAN COIL UNIT 0 0.0 A 130 VA 130 VA 208 V/1 ph 2#12 #12G 3/4" 20 A S 3 LUMENWERX VIA 4 RECESSED WITH WOOD SLAT 1' �V PINNACLE EV4D CEILING M FCU 3 FAN COIL UNIT 0 0.0 A 130 VA 130 VA 208 V/1ph 2#12 #12G 3/4" 20 A S 3 s1 4'LINEAR STRIP LED,CLEAR ACRYLIC LENS 4000K 5000 0-10V 10% 120 V 25 VA LITHONIA CLX SERIES WHITE SUSPENDED, 1 O 0p FCU 4 FAN COIL UNIT 0 0.0 A 130 VA 130 VA 208 V/1 ph 2#12 #12G 3l4" 20 A S 3 METALUX SNLED 10'-0"AFF TO 1n O FCU 5 FAN COIL UNIT 0 0.0 A 130 VA 130 VA 208 V/iph 2#12 #12G 3/4" 20 A S 3 COLUMBIA MPS4 BOTTOM ION N N FCU 6 FAN COIL UNIT 0 0.0 A 130 VA 130 VA 208 V/iph 2#12 #12G 3l4" 20 A S 3 S2 4'LINEAR STRIP LED,CLEAR ACRYLIC LENS 4000K 5000 0.10V 10% 120 V 25 VA LITHONIA CLX SERIES WHITE CEILING `7 G/D GARBAGE DISPOSAL 1 0.0 A OVA 1920 VA 120 V/iph 2#12 #12G 3/4" 30 A NEMA 5-20 METALUX SNLED GRH 1 GAS RADIANT HEATER 0 2.6 A OVA 312 VA 120 V/iph 2#12 #12G 3/4" 20 A S COLUMBIA MPS4 GRH 2 GAS RADIANT HEATER 0 2.6 A OVA 312 VA 120 V/iph 2#12 #12G 3/4" 20 A S S4 LED HIGH BAY,CLEAR ACRYLIC LENS 4000K 12000 0-10V 10% 120 V 112 VA LITHONIA IBG SERIES WHITE PENDANT,+17'-0" GRH 3 GAS RADIANT HEATER 0 2.6 A OVA 312 VA 120 W iph 2#12 #12G 3/4" 20 A S METALUX OHB AFF TO BOTTOM GRH 4 GAS RADIANT HEATER 0 2.6 A 0 VA 312 VA 120 V/iph 2#12 #12G 3/4" 20 A S COLUMBIA CLB2 MAU 1 MAKEUP AIR UNIT 1 O.OA OVA 1657 VA 208 V/3ph 3#12 #12G 3/4" 15A 30A 10A TI VX 4'VOLUMETRIC LENSED TROFFER 4000K 4800 0-10V 10% 120V 31VA LITHONIA BLT SERIES WHITE RECESSED METALUX CRUZE ST RTU 1 ROOF TOP UNIT 0 56.0A OVA 20175VA 208 V/3ph 3#4 #8G 1-1/4" 70A 1o0A 70A COLUMBIA LCAT RTU 2 ROOF TOP UNIT 0 33.0A OVA 11889 VA 208 V/3ph 3#6 #1OG 1" 45A 60A 45A T3 2'X ZVOLUMETRIC LENSED TROFFER 4000K 3300 0-10V 10% 120V 26 VA LITHONIA BLT SERIES WHITE RECESSED WH 1 WATER HEATER 0 10.0 A 0 VA 1200 VA 120 V/iph 2#12 #12G 3/4" 20 A S METALUX CRUZE ST WH 2 WATER HEATER 0 10.0 A 0 VA 1200 VA 120 V/iph 2#12 #12G 3/4" 20 A S COLUMBIA LCAT O WS 1 WATER SOFTENER 0 0.0 A 180 VA 180 VA 120 V/1 h 2#12 #12G 3/4" 20 A NEMA 5-20 Ul LINEAR LED IN EXTRUDED ALUMINUM HOUSING,CUT 4000K 300/FT 0-10V 10% 120 V 20 VA KELVIX BEN 228 SILVER SURFACE UNDER TO LENGTH OF CABINET,WHITE FROSTED ACRYLIC TIVOLI VALENCIA CABINET Q LENS BEULUX A z W1 RESTROOM VANITY,HORIZONTAL MOUNT,Z LENGTH, 4000K 1720 0.10V 10% 120 V 21 VA WAC LIGHTING BRINK WS-776 BRUSHED WALL,-4"ABOVE O RECTANGLE MOUNTING PLATE,-2"SQUARE PROFILE BRUCK MINI VOGUE ALUMINUM MIRROR TO LL ACRYLIC DIFFUSER OXYGEN 3 CENTER W2 SLEEPING ROOM DECORATIVE WALL SCONCE, 3000K 800 0-10V 10% 120 V 9 VA WAC LIGHTING WS-11807 BRUSHED WALL,+72"AFF z RECTANGLE SHAPE,2"HEIGHT,T WIDTH,Y DEPTH, KUZCO AT6606-MICA NICKEL FROSTED ACRYLIC LENS LUMENART AWL X1 SINGLE FACE CEILING-MOUNTED EXIT SIGN,ARROWS GREEN NA NA NA 120 V 5VA EVENLITE SOVEREIGN MIRRORED CEILING N = AS INDICATED LITHONIA LRP DUAL LITE LE LyJ GENERAL EQUIPMENT SCHEDULE X3 SINGLE FACE WALL-MOUNTED NDCATEDEXIT SIGN,ARROWS AS GREEN NA NA NA 120V 5VA LEVENUTE ITHONIA SOVEREIGN MIRRORED WA DOORTO VE DUAL LITE LE BOTTOM ION LL w COMMON NOTES: X4 SINGLE FACE CEILING-MOUNTED EXIT SIGN,ARROWS GREEN NA NA NA 120 V 5VA EVENLITE SOVEREIGN MIRRORED TOP OF MULLION, A PRIOR TO WORK,VERIFY ELECTRICAL REQUIREMENTS(VOLTAGE,AMPERAGE,RECOMMENDED OCPD,CONDUCTORS,AND DISCONNECT)FOR EACH PIECE OF EQUIPMENT. AS INDICATED LITHONIA LRP ABOVE DOOR (� B.PRIOR TO WORK,VERIFY EXACT LOCATION FOR EACH PIECE OF EQUIPMENT WITH ARCHITECT AND/OR OWNER. DUAL LITE LE J Z SPECIFIC REMARKS: •. J O H 1.CONFIRM NEMA CONFIGURATION PRIOR TO INSTALL OF DEVICE AND FEEDER. LIGHTING CONTROL MATRIX U L- Z COMMON NOTES: N '^ EQ LOAD FEEDERS PROTECTION .� Z Q KEY ITEM HP FLA LOAD (VA) VOLTAGE WIRE GROUND CONDUIT BREAKER DISCONNECT FUSE REMARKS A NOT ALL SPACE NAMES ARE LISTED FOR EACH LIGHTING CONTROL TYPE.REFER TO PLANS FOR ALL SPACES TO BE CONTROLLED. O COFF COFFEE BREWER 0 13 A 0 VA 1560 VA 120 V/iph 2#12 #12G 3/4" 20A NEMA 5-15 1 B.SPACES MAY CONTAIN MULTIPLE ZONES OF CONTROL.REFER TO PLANS FOR QUANTITY OF ZONES,SWITCHES,ETC. C.PROVIDE THE QUANTITY OF SENSORS AS REQUIRED FOR FULL COVERAGE OF THE SPACE.DEVICES SHOWN ON PLAN ARE FOR DESIGN INTENT ONLY AND DO NOT NECESSARILY DISH DISHWASHER 0 10 A 0 VA 1200 VA 120 V/iph 2#12 #12G 3/4" 20A NEMA 5-20 1 REFLECT THE EXACT QUANTITY REQUIRED FOR FULL COVERAGE. 0 DRY DRYER 0 9 A OVA 1872 VA 208 V/iph 2#12 #12G 3/4" 20A NEMA 1030 1 D.WHERE A SINGLE SWITCH/DIMMER IS DENOTED WITH MULTIPLE SWITCH LEGS,DESIGN INTENT IS A SINGLE-GANG DEVICE WITH MULTIPLE-MODE CONTROL. EX EXTRACTOR 0 0 A 870 VA 870 VA 208 V/iph 2#12 #12G 3/4" 15 A 30A E.ALL NON-NETWORKED SPACES WITH SENSORS SHALL BE PROVIDED WITH MANUAL'OFF'MEANS. FACP FIRE ALARM CONTROL PANEL 0 5 A OVA 600 VA 120 V/iph 2#12 #12G 3/4" 20A F.WHERE NETWORKED SPACES HAVE NO MANUAL'OFF'MEANS WITHIN SPACE,PROVIDE LABELED MEANS OF SHUTOFF AT CONTROLLER LOCATION FOR NO MORE FOLD 4-FOLD DOOR 0.75 0 A OVA 1581 VA 208 V/iph 2#12 #12G 3/4" 20A S THAN 5,000 SQUARE FEET. GORY GEAR DRYER 0 10 A OVA 2080 VA 208 W iph 2#12 #12G 3/4" 20A S SPECIFIC REMARKS: HOOD KITCHEN HOOD 0 5A OVA 600 VA 120 V/iph 2#12 #12G 3/4" 20A NEMA5-20 1 ICE ICE MACHINE 0 5 A OVA 600 VA 120 V/1 h 2#12 #12G 3/4" 20 A NEMA 5-20 1 1.COORDINATE TIME SCHEDULE WITH OWNER.PROVIDE OCCUPANCY SENSOR OVERRIDE FOR AFTER-HOURS CONTROL p 2.COORDINATE TIME SCHEDULE WITH OWNER.PROVIDE 2-HOUR OVERRIDE SWITCH FOR AFTER-HOURS CONTROL. MICRO MICROWAVE 0 OA 1000 VA 1000 VA 120 V/iph 2#12 #12G 3/4° 20A NEMA S-20 1 3.UTILIZE'FLICK WARNING'PRIOR TO TIMED LIGHTING SHUTOFF. OH OVERHEAD DOOR 0.5 O A 0 VA 1176 VA 120 V/iph 2#12 #12G 3W 20A S 4.PHOTOCELL CONTROL SHALL TURN LIGHTS ON AT DUSK AND OFF AT DAWN. REF REFRIGERATOR 0 O A 600 VA 600 VA 120 V/iph 2#12 #12G 3W 20A NEMA 5-20 1 5�REDUCE LEVELS BY 30%FROM MIDNIGHT TO SAM. RNGE GAS RANGE 0 5 A 0 VA 600 VA 120 V/iph 2#12 #12G 3/4" 20A S 6.MANUAL OVERRIDE TO BE INSTALLED IN DINING AREA REFER TO 1ST FLOOR LIGHTING PLAN. SCBA SCBA WASHER 0 0 A 10500 VA 10500 VA 208 V/3ph 3#8 #10G 3/4° 40 A 60 A 40 A 7 CENTRAL LIGHTING CONTROL SYSTEM TO HAVE CAPABILITY OF MANUALLY DIMMING EXTERIOR LIGHTING LEVELS... D SERV SERVER UPS 0 10A OVA 2080 VA 208 V/iph 2110 #10G 3/4" 30A NEMA630 1 KEY: N TELEVISION 0 0 A 180 VA 180 VA 120 V/ ph 2#12 #12G 314" 20 A ON/OFF M=MANUAL(SWITCH),A=AUTOMATIC(SENSOR),T=TIME SCHEDULE,P=EXTERIOR PHOTOCELL,#%=CONTROL TO#%LIGHT LEVEL VEF VEHICLE EXHAUST FAN 5 OA OVA 6016 VA 208V13ph 3#10 #1 OG 3/4" 30A 30A 30A CONTROL 0-10V DIMMING,ELV DIMMING,STEP DIMMING,DMX CONTROL VERT VERTECON SYSTEM 20 0 A OVA 21400 VA 208 V/3ph 3#3 #6G 1-1/4" 110 A 100 A 100 A OCC I VAC DT=DUAL TECHNOLOGY,PIR=PASSIVE INFRARED,CLG=CEILING MOUNT,WALL=WALL CORNER MOUNT,SW=INTEGRAL TO WALL SWITCH r WASH WASHER 0 12 A O VA 1440 VA 120 V/1 h 2#12 #12G W 20 A NEMA 5-20 1 DAYLIGHT CALIBRATE BOTTOM LIMIT OF DAYLIGHT SENSOR TO DENOTED FOOTCANDLE LEVEL AT HEIGHT LISTED r I INTERFACE EM=ALL LIGHTS TO BE TURNED ON IN ZONE TYPE WHEN ALERTING SYSTEM PANEL IS INITIATED. 1 NETWORK X=CONNECT ZONE TO CENTRAL LIGHTING CONTROL SYSTEM EMERGENCY X=PROVIDE AUTOMATIC LOAD CONTROL RELAYS(ALCR)FOR LUMINAIRES ON EMERGENCY CIRCUIT,PROVIDE TEST SWITCH IF NOT INTEGRAL TO RELAY FDC Visual Alarm A visual alarm project No: 20.042 Emergency response Alarm shall trip power and 907.3.1 Duct smoke detectors.Smoke detectors installed in device(Exterior horn/Strobe)shall be OCCUPANCY VACANCY SENSOR DAYLIGHT SENSOR gas supply to the gas range. ducts shall be listed for the air velocity,temperature,and provided in the area of the FDC. TARGET MEASURED Date: 2/18/2022 humidity present in the duct.Dud smoke detectors shall be TYPE SPACE ON OFF CONTROL TECH MOUNT DELAY(MIN.) LEVEL(FC) HEIGHT(IN.) INTERFACE NETWORK EMERGENCY REMARKS connected to the building's fire alarm control unit where a fire Lcoa EXTERIOR-SITE POLES P P 0-10V x 5,7 alarm system is required by Section 907.2.Activation of a NFPA 13 Section 19.2.7 High Volume LCOb EXTERIOR- P P 0.10V x 4,7 C h e c e d B y: KO (IFC Section 510)Emergency responder radio coverage duct smoke detector shall initiate a visible and audible BUILDING-MOUNTED in new buildings(IFC 510.1).All new buildings shall Low Speed(HVLA)Fans.The Drawn B y: BL have approved radio coverage for emergency supervisory signal at a constantly attended location and shall installation it HVLA fans in buildings LCoc EXTEREXTERIOR OR-PATIORECESSED P/M P/M o-10V x 4,7 ' res onders within the building based upon the existing perform the intended fire safety function in accordance with equipped with sprinklers,including Lcod EXTERIOR-RECESSED P P o-1ov x a,7 p g p g this code and the International Mechanical Code.In facilities LCla VESTIBULE T T o-10V x 2,a coverage levels of the public safety communication ESFR sprinklers,shall comply with Sheet Name: 9 p y that are required to be monitored b a supervising station, LCib CORRIDOR T/A T/A PIR WALL 20 EM X 1,3 Q Y P 9 the flew s 1 The maximum ' systems of the jurisdiction at the exterior of the building. g'1)The TOILET A A PIR sw 20 duct smoke detectors shall report only as a supervisory signal diameter shall be 24 ft.2)The HVLA This section shall not require improvements to the Lc2b RESTROOM A A DT CLG 20 LU ELECTRICAL existing public safety communication systems. The and not re a fire alarm.They shall not be used as a substitute fan shall be center approximately LC2c LAUNDRY A A DT CLG 20 (n building is required to be tested for emergency radio for required open area detection.Exception: ratio between four adjacent sprinklers. LCSa MEPT M M supervisory signal at a constantly attended location is not 3 The vertical clearance from the SCHEDULES coverage.If the system fails a BDA will be required to 3)The DECON/SHOP M A DT CLG 20 required where dud smoke detectors activate the building's HVLA fan to sprinkler deflector shall Lcsa LARGE STORAGE M A PIR CLG 5 L U be installed. alarm notification appliances.2.In occupancies not required be a minimum of 3 ft.4)AII HVLS fans LC7a CUSTODIAL M A PIR SW 5 to be equipped with a fire alarm system,actuation of a smoke shall be interlocked to shut down Lc8a PRIVATE OFFICE M A o-1Ov DT sw 5 > detector shall activate a visible and audible signal in an immediately upon a waterflow alarm. Lc9a APP BAY T T EM x x CITY APPROVED PLANS Lu approved location.Smoke detector trouble conditions shall Where the building is protected with LC9b FITNESS ROOM M A 0-10V DT CLG 20 Lu activate a visible or audible signal in an approved location a fire system,this interlock shall be in LC92 KITCHEN/DAY ROOM M A 0-10V DT CLG 20 EM x and shall be identified as air detector trouble. accordance with the requirements of Lc10 OPEN OFFICE M A O-1OV DT CLG 20 Reviewed for Code Compliance NFPA 72. LC14 SLEEPING ROOM M M 0-1OV U E PLANS MUST BE ON JOB SITE Z LU FOR ALL INSPECTIONS C7 Q Sheet No: o E0.02 N Page 97 of 319 1 2 3 4 5 6 pivot north COMcheck Software Version 4.1.1.0 COMcheck Software Version 4.1.1.0 -• COMcheck Software Version 4.1.1.0 _/ Interior Lighting c p Sbb 1 EM.rl Lighting C plbnu Stabm«M A V Interior Lighting Compliance Certificate Complkn<e5mtmen „ Pb<d g g agnre-nted n -Men w<Pn umtwmMe-W,III.— ✓Exterior Lighting Compliance Certificate Camp 5 eaamyede.len q g 9nrep �t a nlhsaec m.M Icen 1- Mm.-Id, 0e f Inspection Checklist pO fictions and tine<atb.Mions submttedwm Mrs permit gbb.-0 ma proposed lnle-IIii1tngsrstemsmve oee.r pO fictions and tiher ca tubtion:zubm tbdwM Mrs permit aPpxa 0 M.p p sedwtO or ghhp syztemsnavebeen -Flea ro meet Me gala recc regarrelbmns m COMtlktk vex:tin 41nce a t«npy mM any(teak pe maraamry aezlgnea u meet Me 2gla recc regarrellwmz m coM<ne<k vex:tin 4 3 ice and W-ply win any alroll<ape-.at- Energy Code:2018 IECC regdrements lied In In.mFpecbon cne<klw. requirements lieedln the ObObon ch«kssl. Requirements:0.O%were addressed directly in the COMcheck software PIVOT NORTH ARCHITECTURE,PLLC. Project bformatidn Brun >>o Loza-Engineer 5,- 02/17/2022 Project bformation Bruno L.--Engineer F.Jn"°� 02117t2022 Text In the"Commenl61ASWripilam'column Is provided by Me user In Me COMCheck Requirements ureen.Far each 1101 W.GROVE STREET nl$IECC me nature Mew "M MCC g me'I Itle nature Est.Ne requirement.the user ceniTes Ma[a code requirement will be met and Mw Ma[is documented.or[hat an ekcepeion Tee,Feb Fire S AOI,3 Ten Fab Fire Slekin 3 Is being Claimed.Where c«nprance Is R emixed In a separate table,a reference to Mat table Is provided. BOISE,ID 83702 F-e-Tau. w Combresm .t# New Cambuc5an Enm gwg am 3(othe) templet eemm.ntN.eeumpier www.pivotnorthdesign.com iAi .ID Cmwu,aon pact: Oxmdgm( OmgmrYaroactr. C1031 F1em.specMCMims.-M/or OCom 1025 Wadurgbn StrOa$wM Brvno"I ConwuNwn 9be -A.., OmgmrYawx,r. 1FR.I, ons pruide...l--tiara Oppes Nti A rwm F.IN.Io II-t Carol-a 1025 wamrrgMn sires.S-M arvna mte ntpmvlbna tin ea «o1nLv.ek STAMP yS%o L FM 20sort O St Twm 1-.to e33ot carol Rpma mi�cee fp.the mteri«1gMinq �N F, EN Additional ERlebney Package(s) Boise..083]OS 420sorc 0 St eelenncal syuems aM-Pment ONO A«pli,ew Q F 120B1343-3663 BoiO..083105 a atlocument Mere eacep:amb 12081343-3663 fire Ma-d-tbrmld.leormMign a In ro-:'kola mcwd.Inter« a 9 03 z Res�.au.nn�venn wer.R wremmn air,rrpbry edaroee wain immor lNMnB alkwmceukvkmm sgbnrg power-III—wattage of bs aM belbMs.Iransfwmen ere II/2022 Allowed Interior Lighting Power Allowed E.Wie,Lighting Power cOe.deuces e D D E C1e3.2 Pbre,specmceions,aMlor lies ,� pPa Naa Gatagory FIwBAraa Al- Albeed Watts AreYSOlO,CMe,O, Ouenlny Allowed T,.- AeOiletl Walla (Feel' ci,i-t[,pr,,We Ol lunreeeanan Ooa%NO T' OF150� (h2) WIRb1112 (BXC) wm.I urn We-, lax C1 eMermmee fp.m.exk.ior lgnnrq pia deyery.de E.O� maO ONd Applinde ElecVical ._.. IM6 = weal Mdee.mentsywnne eaepkmb Tdai Nlcwea WMD= 1MB m(Pwklrg•arealkY 19I22 R2 1.a tM Mande rdarecbrmM.leormeion Tm«TP.I Wam la)• prevded LgVN irclPde eRea Proposed Inbrbr Lighting Powr tool Nkwee w.m. I�gnOrg power cakybrmz,watnge or A e C D E Taal ukmee 600 ����Wam R)• Ibs aM balbs.r,Iramhm,ren and Fkature ID;Dexnplim I Lamp I WaDa9e Per Lamp I Be lest -W i e Fhlere (C X DI lal wmage vadeMs we orM..roved penveen nedMk areas+sundee ,Otrot tlevlces F-ne Fliwne WeM IblAewpwrenbl MNwwiu epaww300 watts may be apped kwera wrrvWmea Pom tun-tredaaa arM vauda aneawlAecee <tIi enfi0....aMpr Ire: I' clal�uk ons erpvde all lnbrmabm Oop.y NO 1 un D16'oo ngM Omer m 1] 1]o Proposed Exterior Lighting Power F-en WOFhOis enegy RICCeYgumILLER 6'Ooangnt Opwr'. J 13 JB A B C D E emclencY pacbce Dour. ENO Apo icI aw <7 L2.9 Lnwr Omw 4 fi8 260 Future ID:Cownpew l Lan,l Walbge Per Lamp l Ballad LampM Ye FMh.re ICZDI odd ibnal CommentWAII litilbns: W LIA a'Lmw Over FlMure FlMuree WeD. Lb:Lee 2 Lvkw beer'. 6 11 % 110.1It 5'lnkO Otter 22 1% 91:11 1'Lnear Svp Omar25 92 9?I'Lnear SnO.pier 2s 4. 94 51lxproey Onw. 1 11 1- 018 - dbr OmO 31 DI'.D4 4.O IOA T3.13 Z.YTrdbr:pour 1 J3 M 658 p6:O6.60amght Omar'. 6 11 81 Ut V1.Murcanret Omar. 1 t 20 b EWt:EWI'.EMBmr WM MnmI'.oral 12 as 1. D♦ W,Wt neNman Vanry.Wet 5 21 las EW1:EW2.EWnor Wel NouM.pre• , J 16 11. O In KV W2w2',Surae.oiler s 9 1s fWI.fWl fineror Wel Noum t b IJ 0 Td«Plop«ed WMl+ gild C() Patin.d I Pndrwn ame tg)22 Ms Tradank W c DD U f1 srb Pnk om.. 1 5 Or Ls D N E Twlrrenw.a PmpM.a wMD= 1ro6 A/W qj I.rL F ,p p Q m U 1Ini, mar 11 12-giro,lm «(TNr 13 ILO,Oils.ther 31 U Frgect Title: Twin Fab Fire Stalim3 Report dma:OW7*2 haled Titb: Twin Fab Fire Sbtivn3 Mpandore:=11R2 lineOtrib,: T«In Fabflee Statlm3 Remndee:OLlt/22 Pralett Title: Twin Fab Fire State,3 Mpan date:02117a Preece Tide: Twin Fab Fire Stetim 3 Repondate:OW1,21 O (1)Deb filename:P:N,11-102m3020.539 Twin Fels Flre Sb0an 31Eng%ElOiCan-c KTwin Falls Fire3 Page le 9 Date III--FAdahM202012020-539 Tea.FMh Fire S.-3lEngsElanCancnOMTwin Fees Fire 3 Fig. 2e 9 Dese Rlaneme:Mldaho,2D2012020-539Twin FMls Fire Sblivn3%Eng%El,dl -<I KTMn Falls Fire3 Page 3a 9 Detafil--Pbd.h.,N2W020-539T..F.hF,.Sbbon3lEn,,ElenComtlre�MT.,n Falh Fi.3 Pegs 44 9 bet,filename:P:Ndaho1102m3020.539 TOO Fels Flre Sufi-31E,gIElOiCan--KTMn Falls Fire3 Poe Se 9 N 'p(h COMtheck.cck cool etk 1, ci-k- COMCM1etkcck COMtheckcck to M Q¢ �m U� 0a �m O (1)i" 0 O N 04 v se<bon Secuan Reu9h-In Eb«rice Impe[tkn Cempieat Cemmemwbaumpllem RsugMln Eb«rke Irlyectim Cempliat Cbmm.m4Aasummiom Y na Pel om In.pectlon Cpiut CemmeMNAyaumpllom iM.ID i e.ID LM.ID p051.1,Spies required tq Nve lignn plies C405.L Oeylght oaks 0- eh omplley C303.3, Fumnnetl O&M ab=ons fw Dlies r.. =is Hoye a mane C405.2.3.IMwmpal mnmda mM-.1IM Dope.NaI am.z.s.-a ms aria eadPmem u me ODaa Nat IEL211' comrd.net elwws Ire«c,peM m : 1. lights inaependml el general area T N emwr ar-,aasee reOuca Me conrkchtl llghnnp bra in ON.obsa-O*e,: C405.2.3.Iighhr,p.See Coda udbn C405.2.3 0-OOIM w IF.1r11 repnsentatwe ON a Otin-abk rea smady amrmn Inunnanon ON.Amrcade: 2 bavlgnt resPmswe_-rot 0-AApo- .I.- a In = barter'. IEU31 ewit Vespa-C-23,t OaYll9ht Cal 2A.Otumrcy sensors inst.11W In N- d C.O54.1 Irate-.-..led..-end 1- pi s 6reme MrerML 0.,rtx1-wrktluk Mvevres. O U05.2.1.c sdoansr-reArelning roams. ODm Net sectlm U05.2.3.1 Steel sale. IF'161' Iign"N rower rs comistenI-what Oooes Not m S 1 onrdemdnwktlnymWimrpbse UOS 2r4 Separate lgMinq control devices far empties non tbeapprovealg " ON«Onerva014 Q Obeerva9le: ns.�mannorrmw coo pl�owe�watts ON«Appll<a01e 7 �IEL161' roans,copYMint rooms, IEL261' zphn,uses Installed per approved OD«w Npe are le L O,e,plmreaMarns.enclosed Duce:, AOpkaW lignunq plem. open plan gBce areas renMome. ON«obMryad.: J Moreage roam.ticker roomy, ONa ApplicaW p0551 FMerior lt9M1 s�power ncomistmt Plip SO Ne E.lend OMusv an,ae stMNkaor vMun. O C vsa nauu crepe area are .tile ampliee In1B1' wlMwa s awnm me ap«oM 13-NO zpaes�=3m sob mat are en e. UOS 2,4 :1...d 1 -1.IlgMirg owlet AImr.to�einrq.wgM pen ons. IfL2]I' IbweO la spOlal]uMtlan per the ODnm Not 1gpb�eElwettere less H,e�gr ON«obMyyaw eerenu section largaape it a mlo�lignlnq Denns and is D Pos equal�«AppI.- `L C4052.1.2 W 1-1-en In a y untM4d and Ox« uele to allowed watts wereM1auyes and eclair rA05.2.1.3 separet dhair .I h C4081.1 ..aOn.g opwebonsaM maintenance lies for open don omu spaces, C1052.5 Aut«nanc„OA,rg<anlr«sbrexte O mplles IF.11P will be Provided to Me OD«w Nat Q z 14.1.1,o«pmrcv sensors<dMra fvMhbn in vile, IEl2er•' iiey msuned.commis tin be ODrws Npl „fiat ,e is Ianceorrar ON«geyervebk gM conlrolkd.ul beaed on Obs4ryabb sPecmcatlpns,Preprammlp ON« IEL151' see.irk t business operation bmeofday,or ON« ApDlude N = liobnngrin eislereyse eopen areas is dWiervade reduce-nectep In>30%. ON«AppliaW Proced-and means d1�Ilusvatinq c n[rol4a wim«<emnt sans4rs Mat av bwwin9 Murpmerw and bcally reduce Ilgb Tpower ONO APPINabk UPS 3 Exrt sqm do nti aired S natrs per .amplies a ImeMed lobe�nuaned. W q oYor more wren n r I I' race. Olar„w Noe hired,aM area. pird.TM«cupan.Omorse ON«OpMrvabN: UOB.2.S, F-,,lied as4xrix dremrgs for plies O comrol Igbc.g I.esctI..slew., Oxa Appfiude 1 Mxbk mover synemkMmm Bo oars Ooa:Nd iMemMenpvaM rib nti caRra 6n6p aenteIn awe �.L w IlgM1nrg byoM tM eisNwaY being C4056 w-vobga dry-Ira dizMWbon prance. ON.Oburvebk w on[rolkd by Me sans«. IEI26P `eietv,t trembmlera tied me Oor.:Ho d.«Appmabk re C4051.1,0<umMserw mMrdl]urctanin mini meR ienY rewk<Inwnsd ONa lMswvMw: C1083 v/ open Plan omce argils:Occu plies Table C405 6. upon�wMems nave been tested Ip Dlivs pant ODeey Nat Ox«gpPliuele In331' ensure per callbMlbn,adlustment.OO«z Not IEL2o1' finer centmNin open ice smcn O_oinafvade C105,1 nxtr,c mot«z meet maminimum OComr �3m son.have coMrola t) IfL2]P emc,encyr beTa0les Opnm No[ programming,end apweien. Oti«Olrservabk J onllgI so tMN 0enaral lit Ning can ON«ApPliuble eaulrcmen ONO ,table ,. Z pled-palate. 1 c-It 11 Nrougn CmS.]141. O ymcmr° EM<ienty ve:rfietl Mrougn<emR<anon ONM Opservi0k Addltlonal Comment9/Ae9Mm lens: 4-a M1 fbor areas<-6m sqR. Mar an ap roved ON.gppli.- wltMn irk space. laummahcally turn cemflca[lon V L Z dt�gereral nghurq In all Lonbd tunes program or[ire equipment-ienty "n 20 minute':her a.l....panty i^g�s�e t prodded byc 2 nave leh Me space.Pare t.rrt ed 'nap M rid e 7 w mat general llbhbsg power In earn pr rams xI.) •� ` Q cetl by a�60%0/ C405.8.2.Fualators and Ire lull lne gerka IiObnrg p owe r I 9.2.awuimlo mASeMtkf cAblM]Mmls cAmq Bp1g1u haresMtl"bN 'v0e" ommp NCers go sro all«cu memMpa4nee lieost Ifuela rM«a stied m.ne mrn,mum Ox«aw.vaW -fig-sorb tut any daylight mated speed m O-Znce wYn ON.aco- L N n.b.nshe Cantrel till-..space ASME M Mee lla a appl-1. gmerel.gM1brg or turbo tine ..1 code wh.n irk conveying nq o.IY when«cumnty pasuyeIs ra me Izleme area n detected C405 9 Tdar voltage-P across t„a Ce03.2.2.EarnareanMurved" open[, plies IEl29r nationdlcebfs and branch 103 Not C405.2.2.se rsoPerrdC405e.1)Nv.- circuits.=5%. O.«obM gibe, 1, sett M1mcnme debilM ODpea Nti Z4p52.2. m uclrons C405.2.2.1 aM C105.2.2.2. v°gr Oxd ApDIiuW Addltbnal c-ceents/A-Ptie-b IEL21y 1 MO 11 12 Medgmlm ci(mer 3) 13 Low.Mect(rer ll I 1 h1 ITkr 11 2 k1N11xn en ctmO 21 3 Low en R(nOM 1 Mar 11 2 Ieedgmlm Lo ct(ter2) 3 w. ct(tO3) D w n fa rs Fre Stab.3 Remit Bete:OWU22 PrDlear - Twin Fab Fire Sbtim 3 Report dMe:OLITRI hD1ec TM. Twin Fab Fire 5-3 Peron-Otntyl2 Pralect Tel.7 Twin Fab Fire Sbtim 3 Report dMe:0211742 Da - P�,O,I /202012020 539 Twk Fees Fire Sbtien 31Eng1ElOiCan-MecMTMn Fees Fire 3 Poe 6 d 9 bet fl me:P.1Maho1M2WD20-S39 Twin Feh Fve Sbtivn 31EMEbclCamA k%c in Falh Fire 3 Page T e 9 Des,filer. I IldahM20=020.539 Twk Fels Fire Ste-31E..IElOICO,,--WkTMn Falls Fire 3 Page GO 9 Data III-Pgdaho1202012020-539 TMn Feh Fie Sbbon 31EngtElenComclrecMTwin Fees Fire 3 Peg. 9 M 9 C Outback uk COMCM1etk 1, C-cnetkctk c-thetkcck Project No: 20-042 Data: 2J18@022 Checked By: KO Drawn By: BL Sheet Name: I- N LIGHTING COMPLIANCE w CITY APPROVED PLANS Lu w Reviewed for Code Compliance E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS 0 Q Sheet No: E0.03 Page 98 of 319 1 2 -3 4 5 6 KEYNOTES E14 PROVIDE 120V CONNECTION TOIRRIGATION CONTROLLER.MOUNT TO I�O WALL ENCLOSING GENERATOR.R.COORDINATE EXACT REQUIREMENTS WITH LANDSCAPE CONTRACTOR AND DOCUMENTS. E15 PRO VIDE GENERATOR TAP BOX AT APPROXIMATE LOCATION INDICATED. t , REFER E 120V ONNEINE TIONSGRAM FOR J ADDITIONAL KEHEER,BATTERY INFORMATION. O E20 PROVIDE 120V CONNECTIONS TO JACKET HEATER,BATTERY CHARGER, AND GENERATOR ACCESSORIES AS REQUIRED BY GENERATOR MANUFACTURER.COORDINATE EXACT LOCATION AND REQUIREMENTS (th WITH GENERATOR SHOP DRAWINGS. E22 PROVIDE 120V CIRCUIT TO IN-GRADE JUNCTION BOX FOR FUTURE ARCHITECTURE MONUMENT PEDESTAL.STUB UP IN CORNER OF ELECTRICAL ROOM. COORDINATE EXACT LOCATION. AE23 PROVIDE ONE(2)1.CONDUIT TO IN-GRADE JUNCTION BOX FOR FUTURE GATE POWER AND CONTROL.STUB UP IN CORNER OF ELECTRICAL ROOM. COORDINATE EXACT LOCATION. E28 PROVIDE 120V CONNECTIONS TO JACKET HEATER,BATTERY CHARGER, PIVOT NORTH ARCHITECTURE,PLLC. AND GENERATOR ACCESSORIES AS REQUIRED BY GENERATOR 1101 W.GROVE STREET MANUFACTURER FOR ROLL-UP TEMPORARY GENERATOR.COORDINATE EXACT LOCATION AND REQUIREMENTS WITH GENERATOR SHOP BOISE,ID 83702 DRAWINGS. www.pivotnorthdesign.com E43 APPROXIMATE ROUTING FOR SERVICE ENTRANCE FEEDER. E49 PROVIDE POWER FOR RECEPTACLE FURNISHED WITH GENERATOR. COORDINATE WITH GENERATOR SUPPLIER. STAMP y9�0 IALF E53 ROUTE 2"CONDUIT WITH PULLSTRING TO FUTURE SHED LOCATION.STUB N F UP IN CORNER OF ELECTRICAL ROOM.COORDINATE FINAL LOCATION O WITH OWNER. CL c 9 03 A E56 ROUTING OF PRIMARY SERVICE CONDUIT AND CONDUCTORS TO BE 03 COMPLETED BY IDAHO POWER. E66 200 kW/250 kVA DIESEL GENERATOR IN SOUND-ATTENUATED ENCLOSURE.VERIFY CLEARANCES WITH MANUFACTURER.FACE INTAKE (F E O`50 "•E" _ SIDE OF GENERATOR TOWARDS EAST. ` E69 PROVIDE 120V CONNECTION TO FLAG POLE LIGHT.COORDINATE EXACT eiecvicai '"'°a REQUIREMENTS WITH VENDOR SHOP DRAWINGS. ' RICCergusMILLER m RINH 10 00 - LCO 2 B — — — //A LC-38 _ Q O 0 V LC30,32 U — El / N 0 E LC / Lu a 2 I — I / FLAG y 6 / POLE Li L) iU LC-34 O 3 -2 . ¢ ~Nrm U O M �m COa O 0 El N O / 2 LC-30,32 V ❑ L II _ ro a O o e r — 1 Z vi Ij C' LL Q z 11 UTILITY Gi-20 II XFMR G1-18 Gi-15 — 2 Lu O LL w 4 I L O LC N I J G1-13 E1 LG-30,32 J O 2 Ei 1 LC-30,32 }' l7 LC-36 U L.L Z �G1-17 � Z � G1-19 Q Gi-21 I O I L N I LCO ------ E1 L- -- LC-30,32 E $T ING S CTOR OX D �p ELECTRICAL SITE PLAN Protect No: 20.042 SCALE'. 1"=20'-0" Date: 2/18/2022 Checked By: KO Drawn By: BL Sheet Name: N ELECTRICAL SITE PLAN Lu CITY APPROVED PLANS Lu w Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z l Lu FOR ALL INSPECTIONS C7 Q Sheet No: 0 E1 .01 Page 99 of 319 1 2 3 4 5 6 KEYNOTES E57 FT T-O".COORDINATE AND LOCATION WITH HALLWAY OCCUPANCY SENSOR IV O t AT FURNISH COORDINATE LOCATION WITH OWNER.REFER TO LIGHT CONTROL MATRIX. north ARCHITECTURE A ' PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com 1 2 3 4 5 6 7 8 9 STAMP k�yy`OENL F� a ' F I I I I I I I I I '�eT�17�ZaZT OF E1.00.1 RIC§Cergu sMILLER LG26 G1-8 LC-26 S.-0, 8 0"LCOb 8'-0" B EW2� m EW2 — — — — — — — � � — — — — _ — Q O O B C to U 00 c LCOb N E EWi 0 IT CAPTAIN OFF CE LGP6 Lu ai R 13'-0" o 0 0 0 13'-0" F pmo o Gi-8 127 104 EWi —Q o] m — — — 3 IGi-12 - -nn D4 D4 D4 O UO X4 LCO a D5 •� a LC p D Gi-12 — — — — — LG26 IGi-14 G1-8 LC-26 LC-26 — — — — — — N t LB32 f f f X4,G1-14 PUBLIC RESTROOM Q Q 2 m LCO 3 G7-10 WORKSHOP Ti T3 T3 Gi-14 LG26 dS 0 M 3 130 ® LA-47 LC10 LA-47 G1A1A-47 L4C B •D1 13EW1 SOS O EW1 Si FIRE RISER/AIR G1.8 _ 3G1-14 Df LC1 00 I W1 L o 0ROOM 9 G1-14 L f f L 4C Lr2aV, i:Jil-12 L 5a D X3 G1-14 G1-12 1-, — — — — — — S2 DECON ® 5 Gi-14 HALLW Y LA-47 G,-14 G1-14 D4 o O C JANITORIAL e e e a T3A CIb OOM ® a � and FINAL EXIT SIGN PLACEMENT LC5b ® 18 5 Xi 3e b L4A LC-26 AND APPROVAL TO BE ❑ LC-28 APPARATUS BAY 126 4e-G1is LA-so r1 D3 m 3a 3b F COMM G1-1a s 3 23 Lc7 L q 3 G,-s a a, m KITCHEN DINING DETERMINED ONSITE BY CITY b L4C L4B b L4A LCOb 3 129 LB 32 m ®• a LC SOS D1 LA-47 �-47 Di D MGi-14 -� HAL AY �jul D4o OF TWIN FALLS INSPECTORchEW1 RESTROOM T3 7a1 1 b L4C L4B and Q 13'-0" G1-10 S2 110 50 LC-26 0 LG26 124 LB-32 ®'p LC ` H LL A a a a G1-14 Z N LC6a G1-10 Di D3 Gi-i6 14 LAd7 T3 LA50 Gi-14 LA-50 lb b L4C O J C • Ui - v BUNKER GEAR WASH ACLOVE Wi G1-16 ® Oa Ic b LCO � — 136 LC-28 3 137 D3 G1-61 5���2(LC2c Gi-143 a `S b L4A L4B GX414 D4 G1-10 ® RESTROOM ® • E _ LAso b G1-14 GOd N F �� — — — — — — 2L — Di L b 3Da Dab b L4C L4B bb L4�A d — — — — — — L1..1 MDCB p ELECTRICAL G1-16 136 MDCA 51 LC 1 1G1-12 ® X3 Il w LB Ga IallG,-16 T3 D3I a PROVIDE AN EMERGENCY L05 D1• LB-32 G1-i6 Add emergency light to LIGHT AT ALL EXTERIOR J o LA APPARATUS BAY Lcs LA�7 z GDB G1-10 G1-10 LC9b Lcob RESTROOM HOSE ALCOVE 5 c1-1s Itness room 4� J O G, r1 LB-32 L2 ® LG26 DOOR LANDINGS. Q 7 EWi LC-28 L J 134 132 • Gi-i6 Da Gbi6 G116 Gi-Di6 Gi-i6a 13'-0" U LL 13'-0' 7 LC-26 S2 G1D 12 G1-16 LCOb' Z Q T1 T1 T1 Ti T7 GENERAL AND EMS Lcsa ® O STORAGE — • FITNESS L o 133 OO u [ ] ,G1-12 'G1-12 GD 12 W2 W2 W2 W2 W2 C- 112 1 C� t -EW4 Db Db Db Db Db \-J EWi LCOb . G� LCOb mD5 LC mD5 mD5 mD5 — — — — G7-12 — LG26 LC-26 LG26 LG26 D3 — — — — — — — H Gi-8 4 3 X3 0 0 0 o ADASLEEPI SLEEP SLEEPI SLEEP SLEEP Epp, LCOb I I 18 115 — 114 — — iGi B — — — — — — — EWiO EWi g§ EWi D 117'-0" 17'-0" 17'-0"I LC-26 G1-8 LG-26 ' Project No: 20.042 ' Date: 2J18/2022 Checked By: KO Drawn By: BL Sheet Name: �a LEVEL 1 LIGHTING PLAN Lu~ LIGHTING PLAN SCALE'. 1/8"=1'0" Ln Lu CITY APPROVED PLANS Lu W Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z FOR ALL INSPECTIONS C7 Q Sheet No: E2.01 Page 100 of 319 1 2 3 4 5 6 KEYNOTES El PROVIDE 2-GANG RECESSED WALL BOX(TV AT INDICATED EFSB2 OR I�o t EQUIVALENT)FOR POWER AND DATA TO N AT HEIGHT. INSTALL DUPLEX RECEPTACLE IN WALL BOX.COORDINATE WITH TECHNOLOGY CONTRACTOR FOR AV REQUIREMENTS. E3 PROVIDE CONNECTION TO MOTORIZED DAMPER.COORDINATE n o r t h EXACT REQUIREMENTS WITH MECHANICAL CONTRACTOR. E4 PROVIDE 120V CONNECTION TO ELECTRIC HEAT TRACE FOR DOWNSPOUT INDICATED.PROVIDE 30-MILLIAMP TRIP GFCI CIRCUIT BREAKER FOR CIRCUIT INDICATED. E5 PROVIDE 120V CONNECTION TO FIRE ALARM SOUNDER BASE. ARCHITECTURE COORDINATE EXACT REQUIREMENTS WITH FIRE ALARM VENDOR. w E7 PROVIDE 120V CONNECTION TO MOTORIZED GAS SHUTOFF VALVE.TIE H INTO EMERGENCY RESPONSE PANEL FOR CONTROL. E10 FURNISH AND INSTALL NEMA 1 ENCLOSURE WITH LOCKABLE HINGED COVER FOR KITCHEN EQUIPMENT CONTACTORS.REFER TO DETAILS FOR ELECTRICAL REQUIREMENTS. PIVOT NORTH ARCHITECTURE,PLLC. E11 PROVIDE PUSHBUTTON RESET TO RE-ACTIVATE KITCHEN CIRCUITS SHUT 1101 W.GROVE STREET OFF VIA EMERGENCY RESPONSE PANEL.COORDINATE REQUIREMENTS BOISE,ID 83702 WITH ALERTING SYSTEM INSTALLER. E21 MAGNEGRIP DIESEL EXHAUST CONTROL PANEL.COORDINATE EXACT www.pivotnorthdesign.com 1 2 3 4 $ 6 7 $ J LOCATION PRIOR TO ROUGH-IN.COORDINATE REQUIREMENTS WITH EQUI E24 PROVIDESURFACE MOUNTED JUNCTION BOX AND 30A SO CORD REEL STAMP ys10 SALE WITH SIMPLEX RECEPTACLE AND ASSOCIATED STRAIN RELIEF MOUNTED �74 EN P ATAPPROXIMATELY 6'AFF FOR SHORE POWER AT APPROXIMATE O LOCATION INDICATED.ROUTE(1)1"CONDUIT WITH 2#10 AND 1#10 GND TO Y m CORD REEL.COORDINATE INSTALLATION WITH OWNER PRIOR TO a ROUGH-IN.REFER TO'SURFACE MOUNTED CORD REEL DETAIL'. 02/il/2o22 E26 PROV77 IDE 120V CONNECTION TO CEILING FAN AND ASSOCIATED �7F 1pP� CONTROLLER.COORDINATE EXACT REQUIREMENTS WITH VENDOR SHOP E.O�`�O� DRAWINGS AND CUT SHEET. E27 PROV IDE REMOTE GFCI RESET PUSH BUTTON TO COMPLY WITH NEC eecvical -"" REQUREMENTS FOR ACCESSIBILITY OF GFCI DEVICES. E31 PROVIDE DUPLEX RECEPTACLE FOR ELECTRIC SOAP INJECTOR.MOUNT ADJACENT TO SOAP INJECTOR EQUIPMENT.COORDINATE MOUNTING HEIGHT PRIOR TO ROUGH-IN. E34 PROVIDE SINGLE GANG J-BOX AT48"AFF WITH 1/2"CONDUIT ROUTED TO r�///-//`���'��//���\���■� OVERHEAD DOOR OPERATOR.COORDINATE WITH OVERHEAD DOOR Rl��y V/J�V(/ll���ILLER ' SHOP DRAWINGS. ✓ lJ E45 PROVIDE 2-GANG RECESSED WALL BOX(LEGRAND EFSB2 OR EQUIVALENT)WITH COVERPLATES FOR FUTURE N POWER AND DATA AT LC-12 INDICATED HEIGHT.COORDINATE LOCATION WITH OWNER.ROUTE CONDUIT WITH PULLSTRING TO 6"ABOVE ACCESSIBLE CEILING FOR FUTURE CONDUCTORS.COORDINATE LOCATION WITH OWNER. \o_ E46 PROVIDE RECEPTACLE FOR TIMECLOCK.COORDINATE LOCATION WITH o G14 O OWNER. A - - 5 - - - - E48 PROVIDE GROUND BAR.REFER TO DETAILS FOR REQUIREMENTS.REFER FOLD o o Gi-9,11 RUN - TO TECHNOLOGY DRAWINGS FOR LOCATION. Q O O B - �1-5,7- - TIMER- E51 FURNISHAND INSTALL GENERATOR ANNUNCIATOR PANEL IN ELECTRICAL r E LB-5 ROOM.COORDINATE FINAL LOCATION WITH OWNER. O W 0 E54 FURNISH AND INSTALL RECESSED FLOOR BOX(HUBBELL SYSTEMONE OR 0 m 1 EQUIVALENT).PROVIDE ALL INTERIOR FITTINGS REQUIRED FOR A N E 5 CAPTAIN OFFICE COMPLETE INSTALLATION.COORDINATE FINAL LOCATION WITH ❑° 1 ° G1-6 FURNITURE INSTALLERAND COVERPLATE FINISH WITH OWNER. a b T 104 E58 PROVIDE CONNECTION TO IT PANELS.REFER TO TECHNOLOGY FIRE RISER/AIR WORKSHOPI _ _ _ _ _ _ DRAWINGS. 33 LG2 ROOM LG14 2 2 LB-6 E59 PROVIDE 120V CONNECTION TO FOUR-FOLD DOOR CONTROL PANEL AND O 3 127 EUH 7 Q 130 4 LG10 ASSOCIATED CONTROLLERAT APPROXIMATE LOCATION.COORDINATE O O 3 1 139 LB-1 LB-1 7 LA-52,`54 WITH VENDOR SHOP DRAWINGS FOR ADDITIONAL CONDUIT AND WIRING LB-10,12 AC LA-z71 45 } I L1 11 EU REQUIREMENTS FOR INTERFACE BETWEEN MOTOR,CONTROLLER,AND N 2� 1 p J27 LA-13Y-� - 6 - - - - - - PHOTO-EYE SENSORS. mFFWA E61 PROVIDE RECEPTACLE FOR HOSE WASHER.COORDINATELGi LC-1 AC AC AC ACLA-13 10 9 PUBLIC RESTROOM REQUIREMENTS WITH EQUIPMENT PROVIDER. O VNLA-11 L Ei E62 PROVIDE RECESSED RECEPTACLE IN CASEWORK ABOVE COUNTER. MLBO ACS LA-111014 N COORDINATE WITH CASEWORKINSTALLER. OLC-15,17 DCB-0 2 ,LB-21LB-15 +72" LACI 100 +72 0 O0 E64 INTERCONNECT FAN WITH LOCAL LIGHTING CONTROLS TO CONTROL FAN OGDR ER 5 LB 1 ALERT � AC +68" E1 WITH LIGHTS. (N---- +72" �LA-49 - E4 E65 PNEUMATIC SWITCHFOR GARBAGE DISPOSAL PROVIDED AND INSTALLED // _ Ei ONCOUNTERTOPBY PLUMBING CONTRACTOR.PROVIDE ROUGH-IN AS // LA-13 � LA-32 LA-32 -LC-B- - - - - - REQUIRED. " 3 ©� JANITORIAL FACP �S HALLWAY A E67 ROUTE POWER TO DIESEL EXHAUST FAN VIA MAGNEGRIP EXHAUST s DECON i -5 G1-23 -5 1°-5 FCU 72"LA-32 �_32 CONTROL PANEL IN APPARATUS BAY.COORDINATE REQUIREMENTS WITH 1 VEF 126 1 LB-23,25 103 If, LA-7 LA-7 g EQUIPMENT VENDOR. 138LJLB_34,36,38 APPARATUS BAY�1 1' LB-2931 E7 E68 INSTALL JUNCTION BOX AT INDICATED LOCATION FOR APPARATUS BAY LC-5 1 -1 LA 811 +48 K TCH N/DINING FAN LOW-VOLTAGE CONTROLLER FURNISHED WITH FAN.ROUTE 3/4" 42" 128 CONDUIT FROM CONTROLLER TO FAN.COORDINATE WITH MECHANICAL H A ESTR DAYROOM LA-21 L LW E7 33AS i 1 LP.-3- J LWAY 1 CONTRACTOR. LC-3 GRH 111 LA-21 LA-26 ! DC HALLWA 125 0 E70 PROVIDE 120V CONNECTION TO INTERNALLY LIT SIGN.COORDINATE 2 C p 1 110 Lp,-pB AC LA-31 L4-30 EXACT LOCATION AND REQUIREMENTS WITH VENDOR SHOP DRAWINGS. O DRY +41 Lg-7 1 LB-7 140 AC-8 LA-2❑ LA-29+60" G D SIGN TO BE CONTROLLED WITH EXTERIOR BUILDING MOUNTED LIGHTING. m Q BUNKER GEAR Lc43,45 �-z C ESTR 0 ® HOOD CONTROL SEQUENCE"LCOB". 0 0 COMM LAUNDRY 42 -zq N -1 ICR Nc LAsu -05 O J 136 LC-7 124 A 122 +42"LA-12,14 }AC +72"LA-21 LA 23 C I� DF 129 _ AS E1 AC +60" DISH LL II�I �' +42" LA-16 LA-24 ICR LA-33 ' •JJJ EHC 1 LA_10 AC 0 COP AC © ~ Z RH lg-g R LA- DRY LA_19 LA-43 ® AC ICE Q LC-16 Gi-22 �-/ +42"LA-18,20 LA-28 �-25 LA-35 EUH 5 LC-18,20 AC AS 3 LB-7 LB-7 ESTR OM 3 LA-22 LA-36�_®*24" V) _ MDCB LA-1 2 __ n F - - - AP2ARAIUSBAY- - - WA311ACL8VE - 1 _ +48^ LA-zq, LA-1s _ • � ,\30 - - - - - - LCP LC-7 +qr RESTROOM 137 LA-10 LB-33,35 LB-37,39 LB-41,43 LA-10 LB-49,51 4\ E4 LJJ O MDCA LC-9 134 III���III FCU /FCC (FCU /CCU HALLWAY (FCU a 5 5 LC-8 LL w ATSSB ❑ 2/ �/ �4// ^ �/ LA-36 rC MAIN ATS-LS LC LB-16- LB-18- LB-20- ALB-45,47 LB-22119, 2 N LC 8 GND GOB a LB-5 E� EH EH EH L_J EH j- LA 34 LA34 LA-36 L4 39 J Z US1 2 3 4 5 FITNESS 36 -. O ELECTRICAL 11 E5 d E5 E5 ES E5 112 U L-L Z O L GI-2 1-2 G1-2 G1-2 G1-2 S 135 AC G1 EUH LC-9 HOSE ALCOVE LB-5 98" TV 4 132 LA-15 LA-15 LA-17 LA-17 LA-10 LA-34 a-- LC 29,31,33 LC-41 EUH a ✓=LAJ6 O USB USB USB USB USB �F L o _52 `�O USB USB USB USB USB d 0 AC AC AC LA-38 ❑ `� LC-35 C 4 LB-3 LB-3 48' AC 2 �J - - - - - 4 - - - - - - - - - - - - - - - z LC 37 E LB-5 ASLEEP SLEEP SLEEP SLEEP SLEEP IC OH -G NDE —LC-13 - - G1-3 -LB- 8 6 - 5 - - - - - - - STORAGE — I — 1 3 - LC-22 - —G-1- - o- 0 6 - - - ❑ - - - - - - - LA-0U - ❑ - - - - - 0 0 D ' Project No: 20.042 ' Date: 2J18/2022 Checked By: KO Drawn By: BL Sheet Name: LLa LEVEL 1 POWER PLAN SCALE: 1/8"=1'-0" w POWER PLAN L Lu CITY APPROVED PLANS Lu W Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: o E2.11 Page 101 of 319 1 2 3 4 5 6 KEYNOTES pivot north ARCHITECTURE A . PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com 1 2 3 4 5 6 7 8 9 STAMP Sys 4AL F a. 1110011 lF rao"� R!W: Electrical M RIC§Cergu sMILLER C B — — — — — — — — — — B — — — — — — — — — Q 00 G U 2 E E F o 0 0 —Q m 6 - - - - - - - - - - - o0 � : N '2 — — — — — — 4-— - — — — — 1— — — — — — — Q Q O -- m L DS,25 - LB 29.31 .LB 30 - �: CU _ - 0 CO EF s I 0 0 304 LB 24 . LB-27 ,... :LC-24 1B-27 FE LC-404244 �_: -1. m QQ R - LA-44,46,48 j o 1 z EV 'LB-27 - I B 26 h I 1 -LC 6,4 � � .. O MAU Lr LC-24 -28 LB 27 �•. J Z I. J a Q o Cu LB 27 R/TUB z 7 1 CU LB-4951 LB-404244 U Z LB-33 35 _ a 4 -.-CU L N 2 LB-41,43 q O LB-37,39 LB-45,47 -.-r— — — — — — - — — — — — — — I I I I — — — — — — D Project No: 20.042 Date: 2J18/2022 Checked By: KO Drawn By: BL Sheet Name: �p ROOF ELECTRICAL PLAN ~ ROOF POWER PLAN SCALE: 1/8"-1'-0" w Ln Lu CITY APPROVED PLANS Lu W Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z FOR ALL INSPECTIONS C7 Q Sheet No71 o E2.12 Page 102 of 319 1 2 3 4 5 6 KEYNOTES E72 PROVIDE FIRE ALARM CONTROL MODULE REMOVE POWER FROM I�O t DESTRATIFICATION FAN,DF-1,UPON FIRE SPRINKLER SPRINKLER WATER FLOW. PROVIDE RELAY AT DF-1 TO BE CONTROLLED BY FIRE ALARM CONTROL MODULE,COORDINATE LOCATION IN FIELD, E73 PROVIDE FIRE ALARM CONTROL MODULE TO REMOVE POWER FROM o r t h KITCHEN HOOD UPON ACTIVATION OF FIRE ALARM.PROVIDE RELAY AT HOOD TO BE CONTROLLED BY FIRE ALARM CONTROL MODULE. COORDINATE LOCATION IN FIELD. F1 PROVIDE Co DETECTOR AND NOX DETECTOR IN APPARATUS BAY. ARCHITECTURE A ' PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com 1 2 3 4 5 6 7 8 9 STAMP y1° S NF O 6 a 1 A F OF p Eledrlcal I I I I I I I I I RIC§Cergu sMILLER I I I I I I I I I — — — — — — — — — — — CQO Ino G U 00 E �NoE nN/Lu di R 0 0 0 o L.L F o o —Q — — — — — — — — — — 0� U) H60c _ _ _ _ _ _ �N �m WP PUBLIC RESTROOM� — — Q Q co,ER H110cd AIR T Q 102 p 16 AIM AIM F 111 U dS v ROOM 13 27 FFI o°? 39 15cd H30cd 15cd (15cd �0 H O N o ©B /C N� 1 E — El= � — — — — — — FACP H LLWAY _ — — — — — — H3ocd g o DECOIu� 101 H15cd H15cd 138 _ EE 1 126 1 L J14 R O M 1 ADM125 jx 15cd Of®7 COMM RTUA ON m = BUNKER GEAR 9 OOM A9pVE Y 0 M oM Afire alarm system is required. o APPARATUS BAY F, HALL A 7 Fire Alarm Plans shall be sent to the State Fire Marshal Z v 136 H80cd 1 4 )#15cd - H15cd -- H30cd Office and designed in accordance with current NFPA 72 C H30cd 128 g 11 H80cd standards.Plans shall be on a 1/8-inch scale and may be O LL ® sent electronically to JaviecCervantes@doi.idaho.gov z H LL A H15cd Hard copies are no longer accepted. Q WASH ACLOVE ES 40 ' _ _ _ Idaho State Fire Marshal i21 ® _ 700 West State Street V) _ 7137 15cd Attn:Javier Cervantes LJ..I CID— // APPARATUS BAY — Boise,Idaho 83720 0 ELECTRICAL RESTROOM The fire alarm shall meet the current IFC&NFPA 72 � `l Z H15cd © requirements and be approved before installation. L•L w 135 rnAL___ 134 15cd `� i The fire alarm contractor shall apply for an electrical permitAROOFBOV through the City of Twin Falls before beginning work on the J oABovEfire alarm system. 1 ADMRrs n FITNESSI�I +-� Q 0 Fi A S E S E L E L E LE u2 Hg On the day of testing the fire alarm shall be live and capable LJ_ z GENERAL AND EMS H3ocd 0 SE LCOVE of calling the Twin Falls Dispatch Center. z a STORAGE 15cd 115cd 115cd 15cd 115rd I 1 O 1 1 N 133 O O I7 [ ] H60cd 1 G _ _ _ _ _ _ _ _ _ IFC 915.1.1 Where required.Carbon monoxide detection shall be 1 provided in Group 1-1,1-2,1-4 and R occupancies and in class rooms in Group E occupancies in locations specified in Section 915.2 where H — — — — — — — — — — — — — — — — — any of the conditions in Section 915.1.2 through 915.1.6 exist. o o 0 o I I I o o — — — — — — — — — — — — — — — — — Interconnection:(2015 IFC 907.11.5 Where more than one smoke alarm is required to be installed within an individual dwelling unit or D sleeping unit Group R or 1-1 occupancies,the smoke alarms shall be interconnected in such a manner that the activation of one alarm will activate all of the alarms in the induvial unit. Physical interconnection of smoke alarms shall not be required where listed wireless alarms are installed and all alarms sound upon activation of one alarm. The alarm shall be clearly audible in all bedrooms over background noise levels with intervening doors closed. ' Project No: 20-042 ' Date: 2/18/2022 Checked By: KO Drawn By: BL Sheet Name: �a LEVEL 1 FIRE ALARM PLAN SCALE: 1/8"=V-0" cw FIRE ALARM PLAN LU CITY APPROVED PLANS Lu W Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z LU FOR ALL INSPECTIONS C7 Q Sheet No: o E2.21 N Page 103 of 319 1 2 3 4 5 6 • Panel G1 Switchboard MDCA Switchboard MDCB pivo t Location:ELECTRICAL 135 Voltage:120/208 Wye A.I.C.Rating:10,000 Location:ELECTRICAL 135 Volts:120/208 Wye A.I.C.Rating:22,000 Location:ELECTRICAL 135 Volts:120/208 Wye A.I.C.Rating:22,000 n o r t h Supply From:ATS-LS Phase:3 Mains Type:MCB Supply From:Utility Phases:3 Mains Type:MCB Supply From:ATSSB Phases:3 Mains Type:MCB Mounting:Surface Wire:4 Bus Rating:100 A Mounting:Surface Wires:4 Bus Rating:800 A Mounting:Surface W ri 4 Bus Rating:800 A Enclosure:Type 1 MCB Rating:100 A MCB Rating:800 A MCB Rating:800 A Circuit Notes: Circuit Notes: Circuit Notes: ARCHITECTURE ANote Circ... Load Type Trip Po... A B C Po... Trip Type Load Circ...Note Load Type A B C Note Load Type A B C Note 1 APP BAY S DOOR M 20 A 1 1176 VA 600 VA 1 20 A G JB-SLEEP FA SOUNDER 2 SPD -- -- PANEL'LA' Spare;R;G;... 21337 VA 21421 VA 18511 VA 3 APP BAY S DOOR M 20 A 1 1176 VA 360 VA 1 20 A G 4-FOLD DOOR CNTRL 4 MDCB VIA ATS-SB Spare;R;G;... 64651 VA 65531 VA 57310 VA PANEL'LB' Spare;R;G;... 19531 VA 17792 VA 18310 VA PIVOT NORTH ARCHITECTURE,PLLC. 5 APP BAY N DOOR M 20 A 2 790 VA 360 VA 1 20 A G 4-FOLD DOOR CNTRL 6 Gl VIA ATS-LS Spare;R;G;... 4541 VA 4496 VA 4371 VA PANEL'LC' Spare;R;G:... 16649 VA 19185 VA 13356 VA 1101 W.GROVE STREET 7 790 VA 209 VA 1 20 A L L-EXTERIOR WALL 8 FUTURE VERTECON M 7133 VA 7133 VA 7133 VA BOISE,ID 83702 9 790 VA 238 VA 1 20 A L L-W ROOMS 10 www 9n com 11 APP BAY N DOOR M 20 A 2 790 VA 630 VA 1 20 A L L-APP BAY,WORKSHOP 12 .Pivotnorthdesi 13 R-GENERATOR R 20 A 1 180 VA 386 VA 1 20 A M;L L-FFWA,DINING,LOBBY 14 15 GEN JCKT HEAT... G 20 A 1 600 VA 732 VA 1 20 A L L-SLEEP,HALL,FIT,RR 16 STAMP g1G IAL F 17 GEN JACKET HEAT G 20 A 1 600 VA 600 VA 1 20 A G GEN BATT CHGR... 18 19 GEN BATT CHAGER G 20 A 1 600 VA 600 VA 1 20 A G GEN ACCS ROLLUP 20 21 GEN ACCESSORIES G 20 A 1 600 VA 0 VA 1 20 A G GEN ANNUNCIATOR 22 a � F 23 JB-IT FAC PANEL R 20 A 1 600 VA 0 VA 1 20 A - SPARE 24 m 01/t/�paTZp 25 SPARE -- 20 A 1 0 VA OVA 1 20 A - SPARE 26 69192 VA 70028 VA 61681 VA 64651 VA 65531 VA 57310 VA ,�OF tpla' 27 SPARE -- 20 A 1 OVA OVA 1 20 A - SPARE 28 Refer to one-line diagram for space,spare,and circuit breaker quantities. 586 A 593 A 514 A Refer to one-line diagram for space,spare,and circuit breaker quantities. 548 A 556 A 478 A 29 SPARE 20 A 1 OVA 0 VA 1 20 A SPARE 30 1 15 14 1 16 15 --- 31 SPARE 20 A 1 0 VA OVA 1 20 A SPARE 32 %A-B %B-C %C-A %A-B %B-C %C-A Electrical 33 SPARE 20 A 1 OVA 0 VA 1 20 A - SPARE 34 Load Type Connected Load Demand Factor Demand Load Switchboard Totals Load Type Connected Load Demand Factor Demand Load Switchboard Totals 35 SPARE 20 A 1 0 VA 0 VA 1 20 A - SPARE 36 L Lighting 5290 VA 125.00% 6612 VA Power Factor. L Lighting 3106 VA 125.00% 3883 VA Power Factor: 37 SPARE 20 A 1 0 VA 0 VA 1 20 A - SPARE 38 R Receptacle 23100 VA 71.65% 16550 VA R Receptacle 22320 VA 72.40% 16160 VA 39 SPARE -- 20 A 1 0 VA 0 VA 1 20 A - SPARE 40 M Motor 136595 VA 103.92% 141945 VA Total Connected Load:200901 VA M Motor 131071 VA 104.08% 136421 VA Total Connected Load:187493 VA r�///-//`���'�/�A \y��■� 41 SPARE -- 20 A 1 OVA 0 VA 1 20 A - SPARE 42 C Continuous OVA 0.00% OVA Total Connected Current:558 A C Continuous OVA 0.00% OVA Total Connected Current 520 A RI�Ny V/ �l lg��ILLER Total Load: 4541 VA 4496 VA 4371 VA G General 35916 VA 100.00% 35916 VA G General 30996 VA 100.00% 30996 VA ✓ lJ J� Total Amps: 38 A 38 A 36 A K Kitchen OVA 0.00% OVA Total Demand Load:201023 VA K Kitchen OVA 0.00% OVA Total Demand Load:187459 VA Phase Balance: 1%A-B 3%B-C 4%C-A E Existing 0 VA 0.00% OVA Total Demand Current:558 A E Existing OVA 0.00% OVA Total Demand Current:520 A Load Type Connected Load Demand Factor Demand Load Panel Totals O Other OVA 0.00% OVA 0 Other OVA 0.00% OVA L Lighting 2184 VA 125.00% 2730 VA Power Factor:1 General Notes: General Notes: R Receptacle 780 VA 100.00% 780 VA M Motor 5525 VA 107.15% 5920 VA Total Connected Load:13408 VA C Continuous OVA 0.00% 0 VA Total Connected Current:37 A O O E G General 4920 VA 120.00% 4920 VA K Kitchen 0 VA 0.00% OVA Total Demand Load:14349 VA O W E Existing OVA 0.00% OVA Total Demand Current:40 A -0 E O Other OVA 0.00% OVA to ¢_ m U Li O y 00 N '2 N z Panel LA Panel LB Panel LC U 0 Location:ELECTRICAL 135 Voltage:120/208 Wye AI.C.Rating:22,000 Location:ELECTRICAL 135 Voltage:120/208 Wye AI.C.Rating:22,000 Location:ELECTRICAL 135 Voltage:120/208 Wye A.I.C.Rating:22,000 M Supply From:MDCB Phase:3 Mains Type:MLO Supply From:MDCB Phase:3 Mains Type:MLO Supply From:MDCB Phase:3 Mains Type:MLO (0 p Mounting:Surface Wire:4 Bus Rating:250 A Mounting:Surface Wire:4 Bus Rating:250 A Mounting:Surface Wire:4 Bus Rating:250 A O N Enclosure:Type 1 Enclosure:Type 1 Enclosure:Type 1 V v Circuit Notes: Circuit Notes: Circuit Notes: 1.PROVIDE 30-MILLIAMP TRIP GFCI CIRCUIT BREAKER Note Circ... Load Type Trip Po... A B C Po... Trip Type Load Clrc...Note Note Clro... Load ffR2 Po... A B C Po... Trip Type Load Clro...Note Note Clro... Load Type Tdp Po... A B C Po... Tdp Type Load Circ...Note 1 JANITOR WHA M 20 A 1 1200 VA 720 VA 1 20 A R R-FFWA 2 1 R-APP BAY CEILING 1 180 VA 540 VA 1 20 A R R-COMM 129 2 1 R-FIRE RISER R 20 A 1 360 VA 1800 VA 1 20 A M HEATER-RISERJAIR 2 3 JANITOR DCP-1 M 20 A 1 100 VA 720 VA 1 20 A R R-FFWA 4 3 R-APP BAY CEILING 1 180 VA 720 VA 1 20 A R R-WORKSHOP 130 4 3 WASHER-DECON G 20 A 1 1440 VA 1800 VA 1 20 A M HEATER-DECON 4 5 R-HALLWAY 103 R 20 A 1 540 VA 720 VA 1 20 A R R-CAPTAIN OFFICE 6 5 R-APP BAY 1 1080 VA 1040 VA 6 5 R-DECON R;G 20 A 1 900 VA 120 VA 1 20 A G DAMPER-RISER 6 7 R-HALLWAY 103 EWC R 20 A 1 360 VA 720 VA 1 20 A R R-RRs 121,124,125 8 7 APP BAY RADIANT HEAT 1 1248 VA 1040 VA 2 30 A G R-IT SERVER 8 7 R-BUNKER GEAR R 20 A 1 540 VA 960 VA 1 20 A G DRAIN HEAT TRACE 8 1 9 R-LOBBY,RR R 20 A 1 540 VA 1260 VA 1 20 A R R-HALL 119,140/SLP 114 10 9 FAN-APP BAY 1 1200 VA 1040 VA 10 9 R-APP BAY RR/STORE R 20 A 1 360 VA 600 VA 1 20 A G NE SIGN 10 O 2 30A G R-IT SERVER S 11 R-FFWA N,FLOORBOX R 20 A 1 720 VA 936 VA 12 11 SPARE 1 0 VA 1.0 VA 12 11 SPARE -- 20 A 1 OVA 600 VA 1 20 A G N SIGN 12 m Q 2 20A G LAUNDRY DRYER 13 R-FFWA N R 20 A 1 720 VA 936 VA 14 13 SPARE 1 0 VA 1500 VA 1 20 A M EHC-1 SLEEP 14 13 STORAGE ICE G 20 A 1 600 VA 600 VA 1 20 A G NW SIGN 14 15 RSLEEP 117,118 R 20 A 1 1440 VA 1440 VA 1 20 A G LAUNDRY WASHER 16 15 R-IT 1 180 VA 1500 VA 1 20 A M EHC-2 SLEEP i6 15 1040 VA 1800 VA 1 20 A M HEATER-BUNKER 16 O J EXPR DRYER-DECON M 20A 2 17 RSLEEP 116,115 R 20 A 1 1440 VA 936 VA 18 17 R-IT 1 180 VA 1500 VA 1 20 A M EHC-3 SLEEP 18 17 1040 VA 750 VA 18 2 20A G LAUNDRY DRYER - 2 20A M EHC-7 BUNKER LL 19 R-DAYROOM R 20 A 1 720 VA 936 VA 20 19 SPARE 20 A 1 0 VA 1500 VA 1 20 A M EHC4 SLEEP 20 19 435 VA 750 VA 20 EXTRACTOR-DECON M 15A 2 21 R-DAYROOM R 20 A 1 900 VA 1440 VA 1 20 A G LAUNDRY WASHER 22 21 JB-IT ACS PANEL R 20 A 1 180 VA 1500 VA 1 20 A M EHC-5 SLEEP 22 21 435 VA 1200 VA 1 20 A M AIR DRYER-STORAGE 22 Z 23 R-KITCHEN MICRO G 20 A 1 1000 VA 540 VA 1 20 A R R-LAUNDRY 24 23 1602 VA 1656 VA 1 25 A M EF-1 24 23 3500 VA 360 VA 1 20 A R R-ROOF WEST 24 25 R-KITCHEN MICRO G 20 A 1 1000 VA 120 VA 1 20 A G JB-GAS SHUTOFF 26 25 DSO-1 IT RM M 2U A 2 1602 VA 864 VA 1 15 A M ERV-1 26 25 SCBA WASH-BUNKER M 40 A 3 3500 VA 387 VA 1 20 A L L-EXTERIOR WALL 26 I- 27 R-KITCHEN RANGE M 20 A 1 600 VA 360 VA 1 20 A R R-KITCHEN 28 27 R-ROOF EAST R 20 A 1 1080 VA 240 VA 1 20 A M EF-2 28 27 3500 VA 275 VA 1 20 A L L-W ROOMS 28 N S 29 R-KITCHEN HOOD M 20 A 1 600 VA 720 VA 1 20 A R R-KITCHEN ISLAND 30 29 1001 VA 240 VA 1 20 A M EF-3 30 29 2005 VA 223 VA 30 31 R-KITCHEN G/D G 30 A 1 1920 VA 720 VA 1 20 A R R-DINING,PATIO 32 31 CU-6 LOBBY M 20 A 2 1001 VA 1085 VA 1 20 A L L ROOM 130,129 32 31 STORAGE AIR AC-1 M 30 A 3 2005 VA 223 VA 2 20 A L SITE LIGHTING 32 O 33 R-KITCHEN DISH G 20 A 1 1200 VA 720 VA 1 20 A R R-FITNESS 34 33 1001 VA 2005 VA 34 33 2005 VA 240 VA 1 20 A G FLAG POLE LIGHT 34 35 R-KITCHEN ICE G 20 A 1 600 VA 900 VA 1 20 A R R-FITNESS 36 35 CU-1 SLEEPING RM M 20 A 2 1001 VA 2005 VA 3 30 A M VEHICLE EXHAUST FAN 36 35 STORAGE PUMP M 20 A 1 125 VA 180 VA 1 20 A R R-IRRIG CONTROL 36 37 R-KITCHEN REF G 20 A 1 600 VA OVA 1 20 A M FITNESS CEILING FAN 38 37 1001 VA 2005 VA 38 37 STORAGE WH M 20 A 1 1200 VA 600 VA 1 20 A G MONUMENT SIGNAGE 38 39 R-KITCHEN REF G 20 A 1 600 VA 1176 VA 1 20 A G;M FITNESS OH DOOR 40 39 CU-2 SLEEPING RM M 20 A 2 1001 VA 3963 VA 40 39 HEATER-APP STORAGE M 20 A 1 1800 VA 1201 VA 40 J 41 R-KITCHEN REF G 20 A 1 600 VA 0 VA 1 20 A - SPARE 42 41 1001 VA 3963 VA 3 45 A M RTU-2 42 41 HEATER-ELECTRICAL M 20 A 1 1800 VA 1201 VA 3 15 A M ERV-2 42 CU-3SLEEPING RM M 20A 2 Z .. J O 43 R-KITCHEN COFF G 20 A 1 1560 VA 6725 VA 44 43 1001 VA 3963 VA 44 43 936 VA 1201 VA 44 H DRYER-DECON G 20 A 2 +-+ ' 45 R-KITCHEN DISH G 20 A 1 1200 VA 6725 VA 3 70 A M RTU-1 46 45 1001 VA OVA 1 20 A - SPARE 46 45 936 VA 552 VA 46 LL z ' 47 L-FIT,HALL,JANITOR L 20 A 1 534 VA 6725 VA 48 47 CU4 SLEEPING RM M 20 A 2 1001 VA OVA 1 20 A SPARE 48 47 SPARE 20 A 1 0 VA 552 VA 3 15 A M MAU-1 48 U 49 EHC-6 LOBBY M 25 A 1 2000 VA 381 VA 1 20 A L L-DAYROOM,DINING 50 49 1001 VA OVA 1 20 A - SPARE 50 49 SPARE 20 A 1 0 VA 552 VA 50 z '^ CU-5 SLEEPING RM M 20A 2 •� Q 51 SPARE 20 A 1 OVA 1000 VA 52 51 1001 VA 0 VA 1 20 A - SPARE 52 51 SPARE 20 A 1 0 VA 0 VA 1 20 A SPARE 52 2 20A G HEATER-RESTROOM Q 53 SPARE 20 A 1 0 VA 1000 VA 54 53 SPARE - 20 A 1 OVA OVA 1 20 A - SPARE 54 53 SPARE 20 A 1 OVA OVA 1 20 A SPARE 54 � 55 SPARE 20 A 1 0 VA 0 VA 1 20 A SPARE 56 55 SPARE 20 A 1 0 VA 0 VA 1 20 A SPARE 56 55 SPARE 20 A 1 0 VA 0 VA 1 20 A SPARE 56 L ^� 57 SPARE 20 A 1 0 VA 0 VA 1 20 A SPARE 58 57 SPARE 20 A 1 0 VA OVA 1 20 A SPARE 58 57 SPARE 20 A 1 0 VA 0 VA 1 20 A SPARE 58 59 SPARE 20 A 1 OVA OVA 1 20 A SPARE 60 59 SPARE 20 A 1 OVA 0 VA 1 20 A SPARE 60 59 SPARE 20 A 1 OVA OVA 1 20 A SPARE 60 Total Load: 21337 VA 21421 VA 18511 VA Total Load: 19531 VA 17792 VA 18310 VA Total Load: 16649 VA 19185 VA 13356 VA Total Amps: 181 A 182 A 154 A Total Amps: 163 A 148 A 153 A Total Amps: 143 A 164 A 111 A Phase Balance: 0%A-B 18%B-C 18%C-A Phase Balance: 10%A-B 3%B-C 7%C-A Phase Balance: 15%A-B 47%B-C 28%C-A Load Type Connected Load Demand Factor Demand Load Panel Totals Load Type Connected Load Demand Factor Demand Load Panel Totals Load Type Connected Load Demand Factor Demand Load Panel Totals L Lighting 914 VA 125.00% 1143 VA Power Factor:1 L ILighting 1085 VA 125.00% 1356 VA Power Factor:1 L Lighting 1107 VA 125.00% 1384 VA Power Factor:1 R Receptacle 15480 VA 82.30% 12740 VA R Receptacle 4320 VA 100.00% 4320 VA R Receptacle 2520 VA 100.00% 2520 VA M Motor 25851 VA 119.51% 30895 VA Total Connected Load:61269 VA -Im Motor 46068 VA 106.451/6 49041 VA Total Connected Load:55633 VA -ful Motor 37751 VA 106.95% 40376 VA Total Connected Load:49190 VA C Continuous OVA 0.00% OVA Total Connected Current:170 A C Continuous OVA 0.00% OVA Total Connected Current:154 A C Continuous OVA 0.00% OVA Total Connected Current:137 A G General 19024 VA 10L /. 19024 VA G General 4160 VA too 00% 4160 VA G General 7812 VA 100.00% 7812 VA K Kitchen OVA 0.00% OVA Total Demand Load:63801 VA K Kitchen OVA 0.00% 0 VA Total Demand Load:58877 VA K Kitchen OVA 0.00% r OVA Total Demand Load:52092 VA D E Existing OVA 0.00% OVA Total Demand Current:177 A E Existing OVA 0.00% 0 VA Total Demand Current:163 A E Existing OVA 0.00% 0 VA Total Demand Current:145 A O Other OVA 0.00% OVA 1 0 Other OVA 0.00% 0 VA 0 Other T OVA 0.00% 1 OVA General Notes: General Notes: General Notes: Project No: 20.042 D ate: 2J18/2022 Checked By: KO Drawn By: BL Sheet Name: I_ N ELECTRICAL PANEL ?: SCHEDULES Lit CITY APPROVED PLANS Lu W Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z LU FOR ALL INSPECTIONS C7 Q Sheet No: E3.01 Page 104 of 319 1 2 3 4 5 6 a TO MAIN GROUND BAR EXOTHERMIC WELDOR ROUTE BOTH i CONDUCTO STO MAIN GROUND BAR vO O J xp ' FACE OF WALL �� oa f-" �o PVC CONDUIT 7/8"x5"STRUT �o �z z 3 CONDUIT TYPICAL SLEEVE n o r t h ¢z o i>� z (TYPICAL) UFER GROUND wo �o a m� a GRADE BEAM 2-HOLE wc�2 r� u,� 2"INSULATOR COMPRESSION 2"TYPICAL CONDUIT GROUNDING 1"TYPICAL SPACING LUG(TYPICAL) SPACING HUB(TYPICAL) 20'MINIMUM/40'MAXIMUM ARCHITECTURE A 7116"DIAMETER,TYPICAL O ELEVATION VIEW GRADE p FACE OF WALL O RUN UFER GROUND IN PVC CONDUIT SLEEVE PIVOT NORTH ARCHITECTURE,PLLC. O ��I�v Cl O O , O O , O O O , O O III FROM WHERE IT EXITS THE GRADE BEAM. 1101 W.GROVE STREET �" — BOISE,ID 83702 �v O O O O O 0 12 GA.BACKPLATE - CONCRETE GRADE BEAM www.pivotnorthdesign.com #3/0 CU TELECOMIMDF OF ROOMS O • O (a (aO O O UFER GROUND STAMP �ggYO AL ELECTRICAL ROOMS 4"VOID CONT.TYP. k GROUND BAR COPPER \1 2"MINIMUM COVER TO UFER K p1 NOTE: AT GROUND BAR,PROVIDE LAMACOID GROUND CONDUCTOR 6 1 NAMEPLATE WITH 1/2"HIGH WHITE CORE °GROUND BAR GROUND BAR FIRST FLOOR Q O ///2aZT LETTERS READING"GROUND BAR.MOUNT GLASTIC STAND-OFF SECTION VIEW yP ON WALL ADJACENT TO GROUND BAR. INSULATOR#1872-3E NOTES: .{-� OF VD MAIN ELECTRICAL 1.INSTALL 20'MINIMUM/40'MAXIMUM UFER GROUND CONDUCTOR IN EACH DIRECTION.PROVIDE BARE COPPER GROUND BAR NOTE: 1/4"x4"x20"(MIN)COPPER CONDUCTOR SIZED PER NEC TABLE 250-94 OR AS INDICATED ON THE DRAWINGS(#4AWG SHALL BE THE cal PROVIDE LAMACOID NAMEPLATE WITH 1/2"HIGH GROUND BAR MINIMUN SIZE). Elect g WHITE CORE LETTERS READING"MAIN GROUND 2.ROUTE UFER GROUND CONDUCTOR,THROUGH PVC CONDUIT SLEEVE. GROUND BAR DETAIL o BAR'.MOUNT ON WALL ABOVE GROUND BAR.NOT 3,AVOID CONTACT WITH RE-BAR IN CONCRETE.DO NOT TIE DIRECTLY TO RE-BAR,USE SEPARATOR APPROVED io ALL CONNECTIONS ARE SHOWN. BY STRUCTURAL. NO SCALE 4.000RDINATE ACTUAL UFER GROUND CONDUCTOR INSTALLATION WITH STRUCTURAL. TYPICAL GROUND BAR RISER 20 w MAIN GROUND BAR DETAIL NO SCALE m= NO SCALE UFER GROUND DETAIL RICFCergusmILLER NO SCALE SERVICE ENTRANCE GENERATOR MOUNTED MAIN ATTACHED TO STRUCTURE 2• L RATED MAIN CIRCUIT CIRCUIT BREAKER BREAKER OR SWITCH AS REQUIRED * PROVIDE CONDUIT -------------- MARKER;SEE � \\ DETAIL U W c WHERE REQUIRED GFP SENSOR WHERE STRUCTURE 12-i14/ \ M to O E _ 4POLE ATS REQUIRED STEEL ALL CHRISTY4D210 COVER MARKED 4• /y w y L1 ELi JUNCTION BOX 'ELECTRICAL' L•L Fo MAIN THREADPER SPECS L2 EL2 MIN. 4• —Q M c@i POWER .-. �i SECURE HUBBELL SOURCE ,--�.Y I�� EL3 Yy 112 W RACEWAYS INSTALLED AS KELLEMS CORD GRIP TO 3 NEUTRAL I '-"'I I I NEUTRAL PART OF THIS CONTRACT CAULK COVER WITH SEALING 4 U a�i 3 I I I I GND SHALL BE ATTACHED TO TOP STRUCTURE COMPOUND TO RENDER COVER O Q 3 OF STRUT WITH APPROVED U- UNREMOVABLE N -o _ L3 o-�-I� - GEN CHANNELSTRUTFASTENER CHRISTY#F14 CURB to M to J TO LOAD VALVE BOX � Q Q i m STUB 6"ABOVE Ifu TO LOAD'T2' FINISHED FLOOR TO LOAD'T3' SPACE FOR FUTURE O M RACEWAYS 12 GAUGE-3 CONDUCTOR AND CAP 10'-0.. t''> NEUTRAL 18" GROUND BLACK"SO"CORD O U-CHANNEL STRUT WALL DANIEL WOODHEAD#3000 FILL WITH EARTH O SYSTEM GROUNDING N SERIES BACK TO BACK BOX � _ CONDUCTORS _ WITH WIRE MESH CORD GRIP ELECTRODE PER NEC CO _ FOR"SO"CORD AND FLIP LID NOTE: FUTURE STRUT TO BE COVER.HUBBELL#5362 TRAPEZE SHALL BE PROVIDED ATTACHED TO EXISTING RECEPTACLES. WHEREVER TWO OR MORE STRUT O NOTE: RACEWAYS ARE RUN ADJACENT. LOCATE AT TERMINATION OF CONDUIT STUB OUTS GENERATOR GROUNDING DETAIL NISOH D FINISHED FLR. 4 POLE TRANSFER SWITCH TRAPEZE DETAIL ! CONDUIT MARKER DETAIL TYPICAL CONDUIT STUB NO SCAI F NO SCALE NO SCALE NO SCALE m O NOTE:SEE SPECIFICATIONS FOR ADDITIONAL SURFACE MOUNTED CORD DROP DETAIL a SUPPORT,SEISMIC AND OTHER REQUIREMENTS. z v NO SCALE vi C O J Z V) _ WIDTH AS REQUIRED WIDTH AS REQUIRED w PAVING OR FINISHED GRADE 1/4" O 1/4" LL w EMT MAIN DISTRIBUTION CENTER 4 PANEL L1A FLOOR SLAB BACKFILL,REFER TO SPECIFICATIONS 318" FED FROM MDC T16• J zFo 24• 277/480V 30,4W, 1600A 3„6• 3/,6• Q 0 21/2• m s1s 21/2• m 120/208V 30,4W,225A t� 3/16' w z 3116" 6" 2"CONCRETE COVER WHEN M- IN.L 50,000AIC 3A6 22,000 AIC �16' v Z .� Q 4" 4„ INSTALLED UNDER PLANTING AREA RIGID STEEL PHA-BLACK;PHB-RED;PHC-BLUE O CONDUIT PVC COATED PHA-BROWN;PHB-ORANGE;PHC-YELLOW 3116" NEUTRAL-WHITE; GROUND-GREEN NEUTRAL-GRAY;GROUND-GREEN 3M„ O 14" 3"SAND BASE PVC CONDUITI. TRENCH AS REQUIRED_ NOTE:PROVIDE LONG SWEEP ELBOWS FOR DATA AND COMMUNICATION CONDUIT INSTALLATION. SUB-DISTRIBUTION CENTER MAIN DISTRIBUTION CENTER AND BRANCH PANELBOARD PLASTIC BRANCH CIRCUIT NAMEPLATE DETAIL NAMEPLATE DETAIL D CONDUIT INSTALLATION SCALE:FULL SCALE:FULL NO SCALE CONDUIT RISER DETAIL NOTES: NOTES: 1.SEE SPECIFICATIONS FOR ADDITIONAL NAMEPLATE INFORMATION. 1.SEE SPECIFICATIONS FOR ADDITIONAL NAMEPLATE INFORMATION. NO SCALE 2.REWORD NAMEPLATE FOR FIELD CONDITIONS. 2.REWORD NAMEPLATE FOR FIELD CONDITIONS. 3.AMP RATING SHALL INDICATE BUS RATING. 3.AMP RATING SHALL INDICATE BUS RATING. Project No: 20.042 Date: 2/18/2022 WIDTH AS REQUIRED WIDTH AS REQUIRED Checked By: KO 1/2" 3/8" Drawn By: BL EXHAUST FAN #1 11.1 BREAKER 1 B Sheet Name: 1/4" 318" L z z m FED FROM H1A 116" 21/2 NON ESSENTIAL BUS RISER"A" �6: cw ELECTRICAL DETAILS 4„ 480V 30 HP 16° 1600A 3/16" 114" w_ ' 13/16• 277/480V 30,4W ins• > 318" CITY APPROVED PLANS u-i Reviewed for Code Compliance U E MAIN DISTRIBUTION CENTER Lu PLANS MUST BE ON roe SITE z UTILIZATION EQUIPMENT COMPARTMENT FOR ALL INSPECTIONS Q NAMEPLATE DETAIL NAMEPLATE DETAIL Sheet No SCALE:FULL SCALE:FULL NOTES: 1.SEE SPECIFICATIONS FOR ADDITIONAL NAMEPLATE INFORMATION. NOTES: a 1. SEE SPECIFICATIONS FOR ADDITIONAL NAMEPLATE INFORMATION. C/�.01 2.REWORD NAMEPLATE FOR FIELD CONDITIONS. C•t 3.HP SHALL INDICATE HORSEPOWER. 2. REWORD NAMEPLATE FOR FIELD CONDITIONS. Page 105 of 319 L 1 2 3 4 5 6 CONDUIT FROM MOTOR STARTER PANELBOARD NAMEPLATE CONTAINING POWER AND GROUND WIRE I�O t PROVIDE SUFFICIENT CHAIN TO m ATTACH TO CONDUCTOR. S. EQUIPMENTDISCONNEC SCHEDULE-M SWITCH OUNT SECRE N n o r t h 1/8"DIA.HOLE TO ACCEPT ADJACENT ON PLAN,SIZE PER MECHANICAL CHAIN FOR ATTACHMENT TO EQUIPMENT SCHEDULE-MOUNT SECURELY. PIANO HINGE FOR FLUSH CONDUCTOR. WIDTH AS REQUIRED- MOUNTED PANELS DO NOT 2 PIPE SUPPORT OR TWO UNISTRUT DISCONNECT T CIA.WHITE CORE GREEN 5/16' HEAVY GUAGE CHANNELS. TWO LOCKS IF INNER DOOR IS 6 ARCHITECTURE MAIN PHENOLIC GROUND TAG SERVICE ENTRANCE LABEL 4" OVER 36"HIGH, A GROUND TO 1A" ^\ \ COLD 114"HIGH LETTERING WITH MINIMUM �/ p WATER PIPE OF1/8"BETWEEN LINES.CENTERED NORMAL SYSTEM VOLTAGE XXX V 3/16" c CL _ - _ FLUSH LATCH AND LOCK p IN TAG. 2111, 2n6" 1 PIVOT NORTH ARCHITECTURE,PLLC. mMAX.AVAILABLE FAULT CURRENT MAM A m 3/16' o 0' 1101 W.GROVE STREET 2/16• LJ BOISE,ID 83702 CLEARING TIME SERVICE OCPD XX $ 216. CONCEALED HINGE(TYPICAL) o_T www.pivotnorthdesign.com DATE XX/XX/XXXX 3/16• GROUND CONDUCTOR TAG DETAIL '20�o 5116' FINISHED FLOOR � STAMP �yg1C1 N F NO SCALE ARC FLASH HAZARD 16" 2"DEEP BLOCK RING,SINGLE O� SERVICE ENTRANCE LABEL FLANGES FASTENED TO FLOOR LABEL,AS REQUIRED GANG OR TWO GANG RING,AS 4-'SQ.X 5I8'D BOX (r ALL GROUNDING WORK DONE UNDER THIS CONTRACT SHALL INCLUDE THE FOLLOWING UNLESS1 REQUIRED. SPECIFICALLY EXCLUDED: 4" 02/17/Zc2�1PVC P SECONDARY NAME PLATE DETAIL CONTAINNGEPOW RIBIRCLE UIT 8 GROUND ND 1A-20-LARGE HEAD SLOTTED NNECTION OF�' A. TAG ALL GROUNDING ELECTRODE CONDUCTORS AND ASSOCIATED BONDING CONDUCTORS AT THEIR WIRES,PROVIDE EXTRA SLACK TO ALLOW SCREWS(TYPICAL) 4"SQ.X 1 5/8"D POINT OF ATTACHMENTTO GROUND BUS AND GROUNDING ELECTRODE(WHERE POSSIBLE)WITH A EXTENSION RING E.OT• " ROUND WHITE CORE.GREEN PHENOLIC NAMEPLATE AS SHOWN IN DETAIL'A'. MAX AVAILABLE FAULT CURRENT ROTATING MOTOR 90'FOR MAINTENANCE WITHOUT BREAKING ELECTRICAL CONNECTION. Elec[dcal B. IDENTIFY ABOVE REFERENCED CONDUCTORS WITH 6"BAND OF GREEN TAPE AT EACH END AND AT SCALE:FULL 10'INTERVALS RUN ININGTHESECONDUCTORS'MAIN CONNECTION TO FLOOR HINGED TRIM TO BOX PANEL FRONT BOX DETAIL FOR BLOCK WALL GROUND*IN GREEN KROY LETTERS.1/2"DIAMETER OF CONDUIT IN HEIGHT. C. SHOW GROUNDING ELECTRODE SYSTEM CONNECTIONS BY IDENTIFYING(ON THE RECORD DRAWING NOTES: NO SCALE MARK-UPS)WHERE(ROOM NO.AND/OR NAME)AND TO WHAT(ROD,WATER PIPE,GROUND BUS,ETC.) 1.SEE SPECIFICATIONS FOR ADDITIONAL NAMEPLATE INFORMATION. MOUNTED MOTORS NOTES: INSTALLATION RICF�eYgZI�SMILLER THEY TERMINATE. NO SCALE 1.ALL BOLTS SHALL HAVE LARGE(3l8")ROUND HEAD.NO WASHERS ALLOWED. SCALE:3"=V-0" NOTE:SEE SPECIFICATIONS FORADDITIONAL SUPPORT,SEISMIC AND OTHER REQUIREMENTS. 2.TYPICAL FOR ALL 120/208V BRANCH PANELBOARDS. EMT CONDUIT HOME RUN 4"SQUARE BOX WEATHERPROOF ELECTRICAL BOX CONCRETE ANCHOR WITH THREAD EYE BOLT WITH CLEAR PLASTIC WEATHERPROOF IN-USE COVER. 'P• ,_a TOP EMT TYPICAL 9'-0"CEILING OR HIGHER Qa 99 C X(2 �3 MD G- CONDUIT Qo 0 TOP E TYPICAL 8'-0"CEILING s STRUCTURAL CEILING CC U M 0 Q��r7X§9a�MD GB G co c y O 3 O m BOTTOM OF DEVICE CARLON FS SERIES OUTLET BOX LJ M E p GFCI RECEPTACLE,WEATHER W/COVERP ATE AND STRAIGHT FITTING TO LLI J NOTE:ALL DEVICES INDICATED TO BE O p RESISTANT FLEX N TOP OF CABINET I— ' 0 w INSTALLED AT DIFFERENT MOUNTING �O —Q m m w HEIGHTS AND LOCATED WITHIN ONE O. _ - 0 TOP OF CABINET STUD SPACE FROM EACH OTHER FR-P CHAIN @48'0.C. FRCP O CONTROL PANELS O�O�0 O Li U y SHALL ALIGN VERTICALLY,ON THE TOP OF CABINET I I I I SAME SIDE OF THE STUD.WHERE WALL O O O O (q 3 ®©�® MOUNTED TELEPHONES OCCUR OVER O CARLON NON-METALLIC LIQUID TIGHT FLEX N 'o M TOP OF DEVICE M W LIGHT SWITCHES,VOLUME CONTROLS, M m c0 0© S ®m SP EP�a/ CB OD ® ETC.OFFSET ONE STUD SPACE a t GFIS- RIGID CONDUIT STUB-UP `Z (+� w ®V 7 v�9P 9P 1P � 2"MAX V dS v m FORMED CONCRETE —TIE WRAPS(TYPICAL) M 0 0 0 0 0 o MOUNTING PAD t0 00 > > I oO 4 -9 m 9 n 4 `-Q 2„ GARCON 90°FLEX FITTING INTO END OF (N v ' FINISHED FLOOR 4 'A4'LUMINAIRE TYPICAL DEVICE MOUNTING HEIGHTS NO SCALE 00 CHAIN HUNG LUMINAIRE NOTES: q^ 1. HEIGHTS SHOWN ARE TYPICAL TO CENTERLINE OF BOX UNLESS NOTED OTHERWISE. 2. WHERE EVER DEVICES ARE INDICATED TO BE ABOVE DOORS,DEVICE SHALL BE CENTERED BETWEEN TOP OF EXTERIOR GROUND CHAIN HUNG LUMINAIRE DOOR TRIM AND CEILING LINE. OUTLET BOX SUPPORT DETAIL m 3. MOUNTING HEIGHTS SHOWN ON ARCHITECTURAL ELEVATIONS SHALL GOVERN OVER THOSE SHOWN ABOVE. NO SCALE MOUNTING DETAIL Q 4. DEVICE MOUNTING HEIGHTS SHALL BE PER MOST CURRENT VERSION OF GOVERNING CODES AND MOUNTED RECEPTACLE DETAIL NO SCALE vi STANDARDS NEC,IBC,NFPA,ADA,ETC.WHERE DESCREPANCIES BECOME EVIDENT CONSULT THE ARCHITECT NO SCALE NOTE:SEE SPECIFICATIONS FORADDITIONAL SUPPORT,SEISMIC AND C AND ENGINEER OF RECORD. OTHER REQUIREMENTS. � LL NOTE: z CONCRETE ANCHOR WITH THREAD EYE BOLT VERIFY POLE BASE DESIGN,INCLUDING DEPTH,DIAMETER,CONCRETE STRENGTH MIX,AND REINFORCEMENT WITH <> Q _ THE PROJECT SOILS REPORTS.PROVIDE SHOP DRAWINGS,STAMPED BY A REGISTERED STRUCTURAL ENGINEER, AL CR7 INPUT FROM DRY CONTACT IN KEY NOTES: l I_ P° INDICATING DESIGN OF ANCHOR BOLTS AND CONCRETE POLE BASE TO MEET MAST/ARM CONFIGURATION, ATX ALERTING PANEL V) = LUMINAIRE PROFILE,AND LOCAL WIND/SOIL LOADING REQUIREMENTS.POLE BASE DETAILS SHOWN BELOW ARE 20A CRi iQ PROVIDE NEMA 1 ENCLOSURE WITH LOCKABLE HINGED COVER.SIZE TO H INCLUDED TO SHOW REQUIREMENTS,NOT STRUCTURAL DESIGN. LA-27 RANGE ACCOMMODATE ALL REQUIRED CONTACTORS AND RELAYS.COORDINATE W REQUIREMENTS WITH USD ALERTING SYSTEM. O STRUCTURAL CEILING 120V RECEPTACLE WITH SEPARATE LA-29 KITCHEN HOOD CONDUIT SYSTEM IF SPECIFIED 20A CRi LA-26 GAS SOLENOID SHUTOFF LL w 20A CRi CARLON FS SERIES OUTLET BOX SPARE PROVIDE ROUND SITE LIGHTING POLE;REFER TO W/COVERPLATE AND STRAIGHT FITTING TO FLEX BOLT COVERS PLAN AND LUMINAIRE SCHEDULE 20A CRi J BASE COVER FOR ADDITIONAL INFORMATION SPARE zz 20A CRi J HAND HOLE WITH FLUSH COVER SPARE 3l8"ALL-THREAD a--+GROUT POLE BASE l~7 3/4"CHAMFER ON BOND TO GROUND WITHIN POLE EXPOSED EDGES #4 BARE COPPER GROUND N z '^ CARLON NON-METALLIC LIQUID TIGHT FLEX BOND TO REBAR CAGE AND •— Q LIGHT POLE GROUND LUG O ANCHOR BOLTS INSTALLED PER L N 44 MANUFACTURERS BOLT TEMPLATE d TIE WRAPS(TYPICAL) MINIMUM:1"X36"4 HOOKS(TYPICAL OF4) FINISH GRAD CARLON 90°FLEX FITTING INTO END OF PROVIDE(1)1"EMPTY 30"MIN. 'A4'LUMINAIRE CONDUIT STUB,EXTENDING 5'-0"FROM POLE BASE IN 54, ADDITION TO REQUIRED BRANCH CONDUIT BRANCH CONDUITS. 81f8 REBAR WELDED TO 2"MIN.,6"MAX.COVER ANCHOR BOLTS WfFH#4 TIE O 0 PENDANT MOUNTED LUMINAIRE WIRE @ 12"O.C. D PENDANT LUMINAIRE 3"COVER24" ROUND CONCRETE BASE CON.MIN. MOUNTING DETAIL STRENGTH 3000LBS @28 DAYS. NO SCALE POLE BASE DETAIL - RAISED NOTE:SEE SPECIFICATIONS FOR ADDITIONAL SUPPORT,SEISMIC AND NO SCALE OTHER REQUIREMENTS. Project No: 20.042 Date: 2J18/2022 Checked By: KO Drawn By: BL Sheet Name: N ELECTRICAL DETAILS Lu CITY APPROVED PLANS W Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z FOR ALL INSPECTIONS CD Q Sheet No: E4.02 Page 106 of 319 'L " 1 2 3 4 5 6 ABBREVIATIONS LEGEND AUDIO VISUAL LEGEND GENERAL NOTES: pivot (Not all symbols listed below are used on these drawings) (Not all symbols listed below are used on these drawings) n O r t h SYMBOL DESCRIPTION SYMBOL DESCRIPTION SYMBOL DESCRIPTION SYMBOL DESCRIPTION 1. WORK INCLUDED IN THE CONTRACT IS DENOTED IN BOLD.EXISTING ABOVE COUNTER,MOUNT HORIZONTALLY TO CENTERLINE OF DEVICE,F6" CONDITIONS TO REMAIN ARE DENOTED LIGHTLY. AC NTS NOT TO SCALE CEILING MOUNTED SPEAKER(##=TYPE#) Q. FLOOR POKE THRU(XXX=SEE BELOW) ABOVE COUNTER OR BACK SPLASH #tt XXX ARCHITECTURE AFF ABOVE FINISHED FLOOR OC ON CENTER -0 WALL MOUNTED SPEAKER CTRL=CONTROL UNIT 1/0=INPUT/OUTPUT PLATE 2. PROTECT STRUCTURE AND OWNER EQUIPMENT FROM DAMAGE. IMMEDIATELY REPLACE OR REPAIR,TO ORIGINAL CONDITION,DAMAGE AFG ABOVE FINISHED GRADE OFCI OWNER FURNISHED,CONTRACTOR INSTALLED DIS ( ) DISPLAY(XX=SIZE OF SCREEN ELEVATION) © SOUND SHOWER SPEAKER CAUSED BY THE CONTRACTOR WHETHER EQUIPMENT APPEARS TO BE CURRENTLY IN USE OR NOT,UNLESS WRITTEN AUTHORIZATION FROM THE ARF I ABOVE RAISED FLOOR OF01 OWNER FURNISHED,OWNER INSTALLED EIJI SCHEDULER;I'=ELEVATION) PS ZZ PARTITION SENSOR(ZZ=ELEVATION) OWNER INDICATED OTHERWISE.PREPARE LISTING OF ALL EXISTING BFG BELOW FINISHED GRADE OSWF ON SITE WORK FORCE CTRL" CONTROL UNIT:('=ELEVATION) I-DO,ZZ TELEVISION COAXIAL CABLE(ZZ=ELEVATION) DAMAGED ITEMS AND SUBMIT TO OWNER PRIOR TO BEGINNING WORK. PIVOT NORTH ARCHITECTURE,PLLC. 810 BIO-HAZARD PB PULL BOX I/O INPUT/OUTPUT PLATE:('=ELEVATION) CEILING MOUNTED TELEVISION COAXIAL OUTLET 3. INSTALL CONDUIT CONCEALED IN FINISHED AREAS UNLESS OTHERWISE 1101 W.GROVE STREET M ;C ) C VOLUME CONTROL NOTED.PAINT EXPOSED CONDUIT TO MATCH EXISTING FINISHES WITHIN THE C CONDUIT PZ PIEZO(SOUNDER MICROPHONE OUTLET ELEVATION ❑ � SURROUNDING AREA. BOISE,ID 83702 CAN CABLE TELEVISION POS POINT OF SALES PROJECTOR HDMI HIGH DEFINITION MULTIMEDIA INTERFACE www.pivotnorthdesign.com 4. DO NOT ROUTE CONDUIT WITHIN STRUCTURAL OR TOPPING SLABS OF CCTV CLOSED CIRCUIT TELEVISION Be STAND-BY FLOORS UNLESS SPECIFICALLY NOTED OTHERWISE AND WRITTEN APPROVAL CTRL coeraoL scH SCHEDULER IS OBTAINED FROM THE STRUCTURAL ENGINEER. STAMP p�0N% s (E) EXISTING TO TIME CLOCK SECURITY LEGEND 5. FIRE SEAL ALL FIRE RATED WALL AND FLOOR PENETRATIONS.REFER TO , ¢" W, ARCHITECTURAL DRAWINGS FOR FIRE RATED WALLS. c" K^rR EM EMERGENCY TP TAMPERPROOF (Not all symbols listed below are used on these drawings) 6. A DETAILED WRITTEN METHOD OF PROCEDURE IS REQUIRED WHEN A yd,BECSI�oa izzsos ka EP EMERGENCY PHONE TR TELECOMMUNICATIONS ROOM SYMBOL DESCRIPTION SYMBOL DESCRIPTION CONSTRUCTION ACTIVITY OR AN OUTAGE AFFECTS THE SAFETY OF cn~K B a ETC ELAPSE TIME CLOCK TVSS TRANSIENT VOLTAGE SURGE SUPPRESSER E::�WALL FIELD CR CARD READER(XXX=SEE BELOW) OCCUPANTS,TELEPHONE/DATA/FIRE ALARM EQUIPMENT OR COMPONENTS /.�•egp XXX OF ANY SYSTEM WHICH SUPPORTS THIS EQUIPMENT OR ESSENTIALLY EWB ELECTRIC WHITE BOARD TYP TYPICAL 1S INTERCOM DOOR STATION MM=MULLION MOUNTED KP=INTEGRATED KEYPAD AFFECTS THE BUILDING MANAGEMENT,OPERATIONS OR SECURITY.SEE FA FIRE ALARM OF UNDERFLOOR 1M INTERCOM MASTER STATION IL=INTEGRATED LOCK CB=CODE BLUE ELEVATOR CALL SPECIFICATIONS FOR ADDITIONAL INFORMATION. G GROUND UG UNDER GROUND DURESS ALARM DOOR AUTO OPENER 7. EXISTING INFORMATION SHOWN ON THE DRAWINGS HAS BEEN TAKEN FROM OWNER FURNISHED DRAWINGS AND/OR LIMITED FIELD OBSERVATIONS. I/O P INPUT/OUTPUT PLATE UON UNLESS OTHERWISE NOTED ® MOTION DETECTOR © DOOR CONTACT CATOR,RUMA&ASSOCIATES IS NOT RESPONSIBLE FOR THE ACCURACY OF LD LOCK DOWN UPS UNINTERRUPTIBLE POWER SUPPLY MD CEILING MOUNTED MOTION DETECTOR EL ELECTRIC DOOR LOCK ANY IN FORMATION OR THE ADEQUACY,SAFETY AND CONFORMANCE TO r�///-//`���'��//����\y��■� CURRENT PREVAILING CODES OF ANY WORK SHOWN AS EXISTING ON THESE Riq V/J�V(/smILLER ' MAX MAXIMUM W/ WITH GB GLASS BREAK DETECTOR ES ELECTRIC DOOR STRIKE DRAWINGS. ✓ lJ MIN MINIMUM W/0 WITHOUT GB CEILING MOUNTED GLASS BREAK DETECTOR ® REQUEST TO EXIT NC NORMALLY CLOSED WM WIREMOLD PP PUSH PAD EH ELECTRIC HINGE TECHNOLOGY PLAN NOTES: NIC NOT IN CONTRACT WP WEATHERPROOF KP KEYPAD EP ELECTRIC POWER TRANSFER NO NORMALLY OPEN Rio ROUGH IN ONLY E� FIXED PTZ SECURITY CAMERA CLG MOUNTED(XX=CAMERA SCHEDULE p5 POWER SUPPLY NUMBER) 1. PROVIDE 411116"SQUARE DEEP OUTLET BOX AND SINGLE GANG MUD RING �4 FIXED SECURITY CAMERA WALL MOUNTED(XX=CAMERA SCHEDULE ML MAGNETIC DOOR LOCK FOR ALL TELE/DATA OUTLETS.ROUTE V CONDUIT FROM EACH OUTLET TO NUMBER) ABOVE ACCESSIBLE CEILING UNLESS NOTED OTHERWISE.PROVIDE B REFERENCE SYMBOLS LEGEND O LOCK NSULATEDTHROATCONNECTORONCONDUITEND.KEEP ALL EXPOSED Q ' p XX MULTI SENSOR SECURITY CAMERA(XX=CAMERA SCHEDULE NUMBER) CONDUITS TIGHT TO STRUCTURE. U r E (Not all symbols listed below are used on these drawings) LD LOCK DOWN M 0 00 SYMBOL DESCRIPTION ISYMBOL DESCRIPTION ECB EMERGENCY CALL BOX D® DOORRELEASE 2. PROVIDE 411/16"SQUARE DEEP OUTLET BOX AND SINGLE GANG MUD RING M 03 E FOR ALL SECURITY,CCTV,AND ACCESS CONTROL,AND TELEVISION.ROUTE T# NOTE REFERENCE ® DOOR NUMBER a?n 3/4"CONDUIT FROM EACH OUTLET TO ABOVE ACCESSIBLE CEILING UNLESS URITY CAMERA FIELD OF VIEW SEC �y t/ O ® NOTEDOTHERWISE.PROVIDE INSULATED THROAT CONNECTOR ON CONDUIT F o 1 OWNERIMEDICAL EQUIPMENT REFERENCE EXISTING TO BE RELOCATED d Q Do N END.KEEP ALL EXPOSED CONDUITS TIGHT TO STRUCTURE. q=TYPICAL LAYOUT TYPE ----- TR ZONE LINE /��// - U3 Sry 3. PROVIDE 4-11/16"x 4-1111 T x 2-7/8"OUTLET BOX AND TWO-GANG MUDRING 1.1 0 °1 3 # T#=LOCATION OF TYPICAL LAYOUT TYPE INFORMATION Q REVISION FOR ALL AV DEVICES LOCATIONS.ROUTE I-1/4"CONDUIT TO ABOVE ACCESSIBLE CEILING UNLESS OTHERWISE NOTED.PROVIDE INSULATED O M OVERHEAD PAGINGISOUNDMASKING LEGEND THROAT CONNECTOR ON CONDUIT END. N 2 (Not all symbols listed below are used on these drawings) t to ' 4. ALL CONDUITS DEDICATED FOR TECHNOLOGY SYSTEMS SHALL BE INSTALLED Q ; m TECHNOLOGY LEGEND WITHOUT PRIOR APPROVAL FROM ENGINEERT OR OWNER C)SYMBOL DESCRIPTION SYMBOL DESCRIPTION IN EMT UNLESS OTHERWISE NOTED.FLEX CONDUIT SHALL NOT BE USED (� -. r+ 0"T (Notall symbols listed beloware used outhese drawings) O WALL FIELD XXX SOUND MASKING SPEAKER FLUSH MOUNT(XXX=SEE BELOW) (r) SYMBOL DESCRIPTION SYMBOL DESCRIPTION OBz CEILING MOUNTED ZONE SPEAKER(Z=ZONE#) PM=PENDANT MOUNT FM=FLUSH MOUNT 5. CONDUITS DEDICATED FOR TECHNOLOGY SYSTEMS SHOULD NOT EXCEED (n DO p O WALL FIELD �# CEILING MOUNTED OUTLET(#=QTY OF CABLES;XXX=SEE BELOW) V© VOLUME CONTROL OUTLET © SOUND SHOWER SPEAKER 100'OINGAPP IN MORE TY$IZEDHAN 180 DEGREES OF TOTAL BENDS WITHOUT I�I� UTILIZING APPROPRIATELY SIZED PULL BOXES. N cv Tf• TELECOM GROUND BAR XXX AV=AUDIO VISUAL SEC=SECURITY ❑M MICROPHONE STATION Ell HORN SPEAKER 6. MINIMUM BEND RADII FOR CONDUITS DEDICATED FOR TECHNOLOGY WIRE BASKET TRAY WAP=WIRELESS ACCESS POINT PRJ=PROJECTOR IC INTERCOM STATION SURFACESPEAKER SYSTEMS SHALL BE 6 TIMES THE DIAMETER OF THE CONDUIT FOR CONDUITS 2"OR LESS AND 10 TIMES THE DIAMETER OF THE CONDUITS EXCEEDING 2".L- CABLE TRAY CB CALL BUTTON BENDS SHALL NOT BE USED. J—J—J— J-HOOK PATHWAY m T DATA POWER POLE XXX=SEE BELOW) 7. ALLOW FOR A MINIMUM OF T VERTICAL CLEAR SPACE ABOVE CONDUITS AND ®# FLOOR SPACE BOX DATA OUTLET(#=CITY OF CABLES) SEC=SECURITY SR=SURFACE RACEWAY 12"VERTICAL CLEAR SPACE ABOVE CABLE TRAY. # POKE-THRU(#=OTY OF CABLES) I-B ZZ TELEVISION COAXIAL CABLE(ZZ=ELEVATION) 8. ALL BACKBONE PATHWAYS SHALL BE EQUIPPED WITH A PULL CORD THAT HAS O.XX# DATA OUTLET(#=QTY OF CABLES;XXX=SEE BELOW ELEVATION) CEILING MOUNTED TELEVISION COAXIAL OUTLET A MINIMUM TEST RATING OF 200LBS. zz D=MEDICAUSUPPLY DISPENSER RED=RED PHONE J❑ FLOOR JBOX 9. PROVIDE(2)1-1/4"CONDUITS FROM LOW VOLTAGE COMPARTMENTS OF 0 FLOOR BOX TO ABOVE ACCESSIBLE CEILING ON THE SAME LEVEL.PROVIDE M = J EEG=EEG NETWORK T=TRANSLATION PHONE X%% POKE THRU;(XXX=SEE BELOW) ANYREQUIRED FACEPLATES,INSERTS,AND BLANKS TO COMPLETE THE EP=EMERGENCY PHONE TC=TIME CLOCK FF=FURNITURE FEED AV=AUDIOVISUAL INSTALLATION. F=FACP W=WALL PHONE -0J Z-2X WALL MOUNTEDJBox ODa O=SEE BELOW;ZZ 10.PROVIDE AN B'SERVCE LOOP AT STATION END OF ALL CABLE RUNS. Q CPOS=POINT OF SALE AV=AUDIO VISUAL CLG=CEILING AV=AUDIOVISUAL 11.PROVIDE CAT 6 CABLE WITH A25'SERVICE LOOP AT ALL WIRELESS ACCESS Z ' RAD=RADIOLOGY NETWORK PRT=PRINTER PB yy I PULLBOX(W=S2E) POINT LOCATIONS.TERMINATE CABLE ONASURFACE MOUNT OULTLET BOX. Q SR=SURFACERUNWAY MFP=MULTI FUNCTIONS PRINTER Q- XXX CLOCK OUTLET(XXX=SEE BELOW) 12.HOMERUN ALL VOICE,DATA,AND TELEVISION CABLES TO DESIGNATED ~ SAS =BUILDING CONTROL PANELS,PATCH PANELS,OR WALL FIELDS IN NEAREST N = AUTOMATION SYSTEM WP=WEATHER PROOF DS=DOUBLE SIDED DIGITAL(PROVIDE I CAT 6 CONNECTION) TELECOMMUNICATION ROOM LOCATED IN THE SAME ZONE.PROVIDE J-HOOK ~ L1..I SCH=SCHEDULER SEC=SECURITY A=ANALOG TYPE CABLE SUPPORTS IN OPEN OR ACCESSIBLE CEILING SPACE AS 0 REQUIRED TO SUPPORT CABLES IN ROUTE TO CABLE TRAY OR CONDUIT CP=CONTROL PANEL CLK=CLOCK C S XXX COMBINATION CLOCKISPEAKER OUTLET(XXX=SEE BELOW) PATHWAY TO TELECOMM U N ICATIONS ROOM.ROUTE CABLE SUPPORTS SUCH w A=ANALOG D=DIGITAL THAT CABLE VISIBILITY WILL BE MINIMIZED IN ANY OPEN CEILING AREAS. tY © CEILING MOUNTED CLOCK 13.PROVIDE 3/4"C.TO CONNECT ALERTING SYSTEM SPEAKERS IN HARD LIDS J AREAS. ROUTE 3/4"C.FROM THE IRST SPEAKER IIN CIRCUIT TO NEAREST Z DAS DISTRIBUTED ANTENNA SYSTEM ACCESSIBLE CEILING,CABLE TRAY,OR CONDUIT CONSOLIDATIN BOX. J 0 FA'R WIRELESS ACCESS POINT ENCLOSURE }+ Q 14.COORDINATE ALL ALERTING SYSTEM BOXES AND CONDUIT ROUTING LL Z ® EQUIPMENT RACK REQUIREMENTS WITH ALERTING SYSTEM VENDOR. U z p WIRE MANAGER 15.COORDINATE AND VERIFY EXACT MOUNTING LOCATIONS OF WALL,CEILING, Q 0 CABINET AND FLOOR DEVICES WITH ARCHITECTURAL ELEVATIONS,AND ANY FURNITURE OR SPECIALTY EQUIPMENT SUPPLIER DRAWINGS PRIOR TO ROUGH-IN. L N 0 16.CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER OF ANY ADVERSE FIELD CONDITIONS PRIOR TO PERFORMING ANY WORK. D Project No: 20.042 Date: 2(18/2022 Checked By: Checker Drawn By: Author Sheet Name: N TECHNOLOGY ?: LEGENDS & NOTES LU CITY APPROVED PLANS � w Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: T0.01 Page 107 of 319 1 2 3 4 5 6 • pivo t north ARCHITECTURE A . PIVOT NORTH ARCHITECTURE,PLLC. W.GROVE TECHNOLOGY 1101 BOISE,ID 83702EET RESPONSIBILITY MATRIX www.pivotnorthdesign.com GC EC MC SCC SEC AVC AS OW CF Cl CF Cl CF Cl CF Cl CF Cl CF CI CF CI OF OI STAMP a'o�xc�^_% STRUCTURED CABLING GC=GENERAL CONTRACTOR o WCS/ z CONDUIT/BOX ROUGH-IN/SLEEVE X X EC=ELECTRICAL CONTRACTOR _ 0—KxFrwu GROUNDING/POWER/LIGHTING X X MC=MECHANICAL CONTRACTOR u aICSI IDp r22503 K ...". ' CABLE TRAY X X SCC=STRUCTURED CABLING CONTRACTOR ���Es�'F CABLING X X SEC=SECURITY CONTRACTOR C.�./c•^ TELECOM ROOM EQUIPMENT AVC=AUDIO VISUAL CONTRACTOR SIGNATUROOV •RACKS/LADDER RACK X X AS=ALERTING SYSTEM CONTRACTOR •RACKS/LADDER RACK GROUND X X OW=OWNER PDU X X •UPS X X CF=CONTRACTOR FURNISHED PATCH CORDS X X CI=CONTRACTOR INSTALLED //���'��//���\y���� FIRE STOP X X 01=OWNER INSTALLED RIC V/J�VVsmILLER NETWORK EQUIPMENT X X OI=OWNER INSTALLED lJ BACKBOARD X X TELECOM ROOM COOLING X X WIRELESS LAN CONDUIT/BOX ROUGH-IN/SLEEVE X X CABLING x x (IFC Section 510)Emergency responder radio coverage in new buildings(IFC 510.1).All new buiDnao ACCESS POINT ENCLOSURE x x have approved radio coverage for emergency responders within the building based upon the exist Q O o ACCESS POINT X X levels of the public safety communication systems of the jurisdiction at the exterior of the building. `- E CONTROLLER/NETWORK SWITCH x X O M o PROGRAMMINGrrESTING/VERIFICATION X X shall not require improvements to the existing public safety communication systems. c0 c 0 m VIDEO SURVEILLANCE D M — E CONDUIT/BOX ROUGH-IN/SLEEVE X X F N p CABLING X X Q CAMERAIMOUNT X X 33 VIDEO MANAGEMENT SOFTWARE X X O N 3 LICENSE X X O O (n 3 TEST/FOCUS/FIELD-OF-VIEW VERIFICATION X X N -o M NETWORK SWITCH X X Q ARCHIVE HARDWARE NVR/DVR x X 2() PROGRAMMING X X dS V ACCESS CONTROL 0 M 0 CONDUIT/BOX ROUGH-IN X X M O GROUNDING/POWER X X O N N CABLING X X CENTRAL POWER SUPPLIES X X DOOR HARDWARE' •INTEGRATED LOCK X X •ELECTRIFIED LOCK/HARDWARE X X •DOOR CONTACT X X •REQUEST TO EXIT DEVICE X X ACCESS CONTROL SYSTEM EQUIPMENT X X PROGRAMMING X X LICENSING X X O FIRE ALARM INTEGRATION X X ro a LOCK DOWN INTEGRATION N/A z AUTO OPENER INTEGRATION ;Xx O J w VIDEO SURVEILLANCE INTEGRATION X X a ■V CLIENT WORKSTATION LICENSING/SOFTWARE X X CLIENT WORKSTATION HARDWARE X X z BADGING EQUIPMENT X X NETWORK SWITCH X X N = CLOCK SYSTEMS LLJ CONDUIT/BOX ROUGH-IN O GROUNDING/POWER 4 CABLING X X U_ Lu TURN OUT CLOCKS X X PROGRAMMING X X J G AUDIOVISUAL MENEMJ Z O CONDUIT/BOX ROUGH-IN X X a--+ Q � GROUNDING/POWER X X U IL Z CABLING X X 7 N DISPLAY X X _ L Q MOUNT X X O AV EQUIPMENT X X N BACKING X X DIGITAL SIGNAGE CONDUIT/BOX ROUGH-IN X X GROUNDING/POWER X X CABLING X X DISPLAY X X MOUNT X X SOFTWARE X X Fire LICENSING X X CONTENT PLAYER X X BACKING X X TELEVISION DISTRIBUTION DCONDUIT/BOX ROUGH-IN X X GROUNDING/POWER X X CABLING X X DISPLAY X X MOUNT X X DISTRIBUTION EQUIPMENT AMPS,SPUTTERS,TAPS X X HEADEND EQUIPMENT X X TELEVISION TUNER X X Project No: 20.042 SERVICE PROVIDER SUBSCRIPTION X X BACKING X X Date: 2/18/2022 ALERTING SYSTEM Checked By: Checker CONDUIT/BOX ROUGH-IN X X GROUNDING POWER X X Drawn By: Author CABLING X X DEVICES I X X PROGRAMMING X X Sheet Name: TELEPHONE SYSTEM INTIGRATION X X N RESPONSIBILTY ?: MATRIX LU CITY APPROVED PLANS � w Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z FOR ALL INSPECTIONS C7 Q Sheet No: T0.02 Page 108 of 319 1 2 3 4 5 6 • pivo t north ARCHITECTURE A . PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com STAMP % Wks/ CMUCN KAFFINE ' WASHINGTON STREET °al°5"°z,azsaa y STATE HIGHWAY 74(WASHINGTON ST.SOUTH) RICCergusMILLER 30"X48'HH _ L- - — — - — - Q LO O O O E B - W � /MN E -...... (3)2"C. L.L W ai F p o NN-¢_ m1 U Li U y ° (1) or) '2m as m �m 0 0 �O N p ® a PROPOSED FIRE STATIONro n o o J Cri - a ~ ~ V) = LU o LL ~ ' z o J o 0 + Q 0 LL z 7 V= _ L Q O L ❑ N d � O j6)PARKING STALLS @ 9'=90' D FUTURE 30'x60'STORAGESHED Project No: 20-042 Date: 2I18@022 Checked By: Checker Drawn By: Author Sheet Name: Imo' TECHNOLOGY SITE ?: � PLAN LU CITY APPROVED PLANS W Reviewed for Code Compliance �p TECHNOLOGY SITE PLAN PLANS MUST BE ON JOB SITE Z C. SCALE: 1"=20'-0" LU FOR ALL INSPECTIONS C7 Q Sheet No: T1 .01 M ' N N Page 109 of 319 1 2 3 4 5 6 KEYNOTES pivot north ARCHITECTURE A . PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com STAMP ^%,� 8/CS/ o elcsi Or 122 a RIC§CergusMILLER - - - - - - - - - - - - _ - - - - - B �k6 — — — — — — — — — — — — — — — — — CQ O Uo E C 00 c°; �Cn 2 w a E 0 0 0 o T3.0 L.L F o o _. Q m 3U3 C❑ 01 NEm D❑ — — — — — — — — — — — — — — N r t0 QQ �m APATH, NOFI U� oM 0v 0 KSHOPi o �tESTRO o M 0 O o A PANEL I2)4„C (2)4"C' (4)4"S1� 4'STIF2NcvEZ PATH ATH r �CONDUIT PULL BOX _ TTT P — — — — — — — CONDUR CONSOLIDATION/t❑ � BOX �� " .1 ° ❑ DECON (2)4"a 138 2)4"C.@ 284"A.F.F. CONDUIT PULL BO dl 12MEI 'AD M (Y) _ a 1A RE T 00 z BUNKER GEAR C 6 a H EAU O a ® R (2)2"STI EZ PATH CI) _ F — — — — — — — — — — — LU APPARATUS BA! 9 12 x4" w (2)4"C LL 135 134 (n J z J p + Q �to L EP L EP IT SSLL U(2)2"ST 2'STI F2 2"STI F2 N z QSE LCOVE EEZ PATH PATH PATH 133 0 \ 14 L 5 N O [ - ] udlal - ❑ - - - - — - - - - - - - 1 — — — — ° ° — — — — — — — — — — — — — — — D I ❑ I I I I I I I I Project No: 2P042 Date* 2I18@022 Checked By: Checker Drawn By: Author Sheet Name: ❑p LEVEL 1 TECHNOLOGY PATHWAY PLAN SCALE: 1/8"=V-0" N TECHNOLOGY SHEET NOTE: PATHWAY PLAN CONDUITS FROM THE DEVICE BACK BOXES SHALL ROUTE TO ACCESSIBLE CEILING,CABLE TRAY,OR LJ,J CONDUIT FROM BOXES, SERIES CITY APPROVED PLANS /Lu Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z LU FOR ALL INSPECTIONS C7 Q Sheet No: T2.01 Page 110 of 319 1 2 3 4 5 6 KEYNOTES Ti ROUTEPROVIDE1"CONDUIT TO O DEEP BOX WITH SINGLE GANG MUD RING. I�O� ROUTE 1"CONDUIT TO ROOF WITH WEATHER HEAD FOR RADIO ANTENNA T2 PROVIDE 4-11/16"SQUARE DEEP BOX WITH SINGLE GANG MUD RING. ROUTE 1"CONDUIT FROM RADIO CABINET TO IT ROOM. T3 PROVIDE A T CONDUIT BETWEEN BOXES. O T4 PROVIDE A TURN OUT TIMER CLOCK.CLOCK SHALL BE DIGITAL WITH MINIMUM 4"NUMBERS.TIMER IS TO START ON TRIGGER FROM INCOMING CALL OF STATION ALERTING SYSTEM.PROVIDE MANUAL STOP/RESET (th BUTTON UNDER CLOCK. T6 PROVIDE SINGLE LINE PHONE.PROGRAM RING DOWN CIRCUIT TO911 ARCHITECTURE DISPATCH. A T7 COORDINATE EXACT LOCATION AND TERMINATION REQUIREMENTS WITH �EL ECTRICALCONTRACTOR. T8 ALERTING SYSTEM DEVICE J-BOX.PROVIDE 4^SO.DEEP BOX WITH SINGLE GANG MUD RING.ROUTE 3/4^C.TO ACCESSIBLE CEILING,CABLE TRAY,OR CONDUIT CONSOLIDATION BOX LOCATION. PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com 1 T T TT T �7� V 8 C9� STAMP ��^T'° a� GNCI(KA'FFINE ,° I I I I I I I I I RIC§CergusMILLER +1�^o RESET — — — — — - — BB — — — — — — BUTTON _ ❑ — — — — — — — — ❑ — — CQ O O +48 J C O cOj, T3 +96 J =N O T4 MOUNT TO UNDER SIDE OF CANOPY RUN TIMER T3.00 �p� +180" _ _ o J +84" *84" J —Q M — — — TS— O O � 2 2 L —� PRT MMcL26 100 IT W � — Ts w +'72"133 1n ' ( 2 1 DB 2 PUBLIC RESTROOMAP 130 55" ® F A ® 1w J *49" +72 C 1 10, pWAP 55^ Oo 2 +Ss" WAP TB N+120" 120" W19"2 J +72" 102 EL +120"'� — — — — — TS — — — — — — �� 138 2 -0J +96. 11 I O TB HALLWAY Ta n +72.j ® INSTALL AT ROOF HATCH 103 / S +72.1 WAP I DARES I T8 DS +96. / 2 T1 J 126 II L L 25 2 2 \\ / +72 I s / T2 I RESTROOM ® S I I O / COMM 78 3 A❑ I 1 WAP T` 1 fh = I BUNKER GEAR +60" J ( 124 +72" YRO I \y 2 1 z o I APPARATUS BAY 29 T 136 1 88 1 HALLWA \ J 72"i 11 i WAP O Cw ❑ O 4o s +7z" I s a / WASH AC O 7z^ 1 TIC /DI II MM Q z I 31 1 s STR00 [I ❑ 1 l6a I E 0 V S / 121 , W 71 � F i — — — — APPARATUS BAY — — — — — — — — — — — w —i — — — — — — � o RESTROOM HALLWAY _ ELECTRICAL 1 O us /� 134 2 2 +48" J J /^\\�J Ln H 135 S r T +9s" 1 J INS TALL AT ROOF HATCH WAP WAP r + ® 1- + 1- + 1- + ® T8 1 FITNESS •• ,J{ O 2 2, +96" I +-+ Q 0 PKIPPAI AK / L -1 +120• Q Ta +120"� A SL EP SLE LEE LEE 2 ra I u2 c LL = STORAGE 2 a v 16 s I WA N z a d® H SE LCOVE SEEP J +ss" I 2 133 WAP S ' S rye S *96" 072^ 'I �•+120, 0 rn 3 3 lJ 3, 3, 3 O o � ❑❑ � - � ❑ U — L — — — — — E— +108" — — — — — — T — —+180" — — — — — — — — — — — — — — — — 007 H 'v T8 E 0 0 "S 0 0 +180" +96 �� Io S o MOUNT TO UNDER SIDE OF CANOPY -MM — — — +180" +1 2 — — o — — — — — — — — — — — — D I ❑ I I I I I I I I Project No: 2P042 Date* 2/18/2022 TO GENERATOR Checked By: Checker Drawn By: Author 1 Sheet Name: ❑a LEVEL 1 TECHNOLOGY PLAN SCALE: 1/8"=V-0" N TECHNOLOGY FLOOR ?: PLAN SERIES LU CITY APPROVED PLANS � LiJ Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z LU FOR ALL INSPECTIONS C7 Q Sheet No: T2.11 N Page 111 of 319 1 2 3 4 5 6 • pivo north ARCHITECTURE A . C5D S VOICE PATH PANELS=VPP PIVOT NORTH ARCHITECTURE,PLLC. DAFTA PATCH BER SHELF=EL=OPP 1101 W.GROVE STREET HORIZONTAL WIRE MANAGER=HWM BOISE,ID 83702 LADDER RACK www.pivotnorthdesign.com PROVIDE ELEVATION KITS AND CABLE WATERFALLS AS REQUIRED STAMP ,x�+T1ON"^s II (3)2"C.INCOMING SERVICES FIBER 48 48 48 8/CS/ 48 n VPP 47 47 47 M`"~ C"�K �Sm � — — 48 48 46 BICSIID 1225m e 45 0. 45 45 44 44 44 44 ®�' 'A DD jJ/ 43 43 43 43 /f11 WAP PP 42 42 4z SI GROUND 41 HWM 61 41 41 BAR Q -Z 40 4o e 24" LL 38 DPP 38 38 3 3e ae ae 3e SERVICE 4'-911116" 3'-015116" 37 HWM 37 37 37 PROVIDER FIBER ae 3a 35 FIBER /` TERMINATION Ric§CeYgZ1smILLER ss DPP 3e as as FIBER PATCH ■V—F✓y/l/ ((((////llll////1111J7JJ 3* 34 34 34 PANEL 33 33 3 O 32 HWM 32 32 32 �y /12'LADDER RACK TYP 31 at 31 31 ,/ ao ao ao ao MATCH SERVICE PROVIDER STRAND mo z9 2e 2e z9 COUNT UP TO 12-STRANDS _ za ze ze L. _ ACS n 27 a 27 27 CATV c za 2e g 2e 28 c 25 25 25 RESERVED FOR 25 Q O O i 24 24 ; 24 OWNER EQUIPMENT 24 i f` E $_ 23 23 y< 23 23 I7 U @ 2 22 U 22 1-B 21 21 21 21 =N E p 20 20 p W y ALERTING 1- T3.00 1-C is t9 t9 is — SE TIN 'a ,e ,e '9 ~ o o 7 n 17 /—/Q m @ 1-D i ,5 ,e ,e 15 LIGHTNING O iU is 15 is is PROTECTORS VPP O O u 14 14 ,4 (BY SERVICE to 13 13 t3 PROVIDER) N N co ,z 12 12 ,z VOICE PATCH 11 11 11 t, PANEL Q Q Cif m to to to to U O C) 9 9 9 9 L m e a 8 8 7 7 7 MATCH SERVICE PROVIDER PAIR (n p 6 fi e COUNT UP TO 25 PAIR 04 N 5 5 5 N v 4 4 4 3 3 3 2 2 2 1 1 1 1 TECHNOLOGY FLOOR PLAN - IT ROOM 127 TECHNOLOGY RCP PLAN - IT ROOM 127 RACK ELEVATION - IT ROOM 127 ONE-LINES T2.11 SCALE: 1/2"=V-0" T2 01 SCALE: 1/2"=1'-0" SCALE: NONE SCALE: NONE O M a z NOTE: O J PROVIDE 3/4"AC GRADE FIRE RETARDANT PLYWOOD FROM 6" A.F.F.TO V-6"A.F.F.ON THE INTERIOR WALLS.PAINT WHITE, Q LEAVING ONE FIRE RATING STAMP VISIBLE PER PIECE OF PLYWOOD. H W 0 O U— J Z J O + Q LL z Q) z V= . L Q O N D D 5 E T Project No: 20.042 (4)4"STI EZ PATH Date: 2I18/2022 Checked By: Checker T.O_ALCOVE _ _ T.O.ALCOVE _ _ T.O.ALCOVE _ _ T.O.ALCOVE T.O.ALCOVE T.O.ALCOVE O.ALCOVE ❑❑❑❑_T.O.ALCOVE Drawn By: Author 101 0„ — — — — 10 ,0„ — — — — 101_,0„ 101_,011 12"LADDER RACK(TYP S h e e t N a m e ACS RACK EQUIPMENT w TECHNOLOGY Ln II [I F-1 T 2"VERTICAL LADDER RACK ❑ JqAN ACS ENLARGED PLAN ALERTING ACS CAN u.I SERIES SYSTEM GROUND CITY APPROVED PLANS w LEVEL u BAR 7 +24" II LEVEL 1 /� - 1 /� ' LLVLL 1 y �1 LLVLLI LEVEL 1 LEVEL LEVEL 1 � 100'-°' '°°`°"(3)2-C.INCOMING SERVICES �� Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z LU FOR ALL INSPECTIONS C7 Q Sheet No: ELEVATION 1-A ELEVATION 1-B ELEVATION 1-D SCALE: NONE ELEVATION 1-C SCALE: NONE SCALE: NONE SCALE: NONE T3.00 Page 112 of 319 1 2 3 4 5 6 • STUB OUT AT TYPICAL 10'-0"AFF I o t ACCESSIBLE CEILING STUB OUT AT I� 1"CONDUIT INSULATED THRAOT ACCESSIBLE CEILING TYPICAL 9-0"CEILING OR HIGHER GB-0 PROTECTOR 1"CONDUIT INSULATED O ECTOR HRAOT TYPICAL B'-0"CEILING n o r t h NOTE'ALL I I CES INDICATED TO BE ARCHITECTURE w IC KP INSTALLED AT DIFFERENT MOUNTING H HTS ST STUD SPACE FROM EACH WITHIN ONE H OTHER PP CR CP VC SHALL ALIGN VERTICALLY,ON THE MOUNTED SIDE OUNT DETELEPHONES OCCUR OVER OF THE STUD.WHERE L PIVOT NORTH ARCHITECTURE,PLLC. LIGHT SWITCHES,VOLUME CONTROLS, 1101 W.GROVE STREET ETC.OFFSET ONE STUD SPACE. BOISE,ID 83702 11/16"SQUARE DEEP BOX DA DR www.pivotnorthdesign.com 4-11116"SQUARE DEEP BOX z 0 I/O-0 T d7 SINGLE-GANG \ 0 o 0 z 0 L;- STAMPMUDRINGSINGLE-GANGcx+aMUDRING - $ - - ° FINISHED FLOOR BICSI IDk r22U3 g 6 n Fs t2-al-YJ" TYPICAL DEVICE MOUNTING HEIGHTS NO SCALE NOTES: OUTLET ROUGH-IN DETAIL ABOVE COUNTER ROUGH-IN DETAIL 1. HEIGHTS SHOWN ARE TYPICAL TO CENTERLINE OF BOX UNLESS NOTED OTHERWISE. NO SCALE 2. WHERE EVER DEVICES ARE INDICATED TO BE ABOVE DOORS,DEVICE SHALL BE CENTERED BETWEEN TOP OF NO SCALE DOOR TRIM AND CEILING LINE. //���'��//�A \y��■�3. MOUNTING HEIGHTS SHOWN ON ARCHITECTURAL ELEVATIONS SHALL GOVERN OVER THOSE SHOWN ABOVE. RIC V/J usmILLER FIRESTOP SIZE CONDUIT APPROPRIATELY lJ TO CABLE BUNDLE SIZE PER NEC ATTACHED TO REQUIREMENTS. STURCTURE AS WALL BRACKET REQUIRED B 0 0 0 LO 0 E LENGTH AS O m THREADED ROD REQUIRED W E FOR SMALL CABLE BUNDLE IN J-HOOK PATHWAY W O R 3/B"ROD F 'Ln o PROVIDE 10"SLEEVE OVER —Q a0 THREADED ROD FOR CABLE PROTECTION 33 WALL PLATE O 3 00 � 3 L N STI EZ PATH OR APPROVED EQUIVALENT(TYP) a co f N m(0 4'-5'TO NEXT Q Q CABLE TRAY (O ASSEMBLY(TYP.) ('? O M FLOOR PLATE U)OD O rREQUIRED. MMUNICATION O N BLE J-HOOK. V v TRAPEZE TYPE CABLE ANTITIES AS TRAY.SUPPORT ACROSS // BOTTOM SIDE OF TRAY EVERY 8'MAXIMUM. FOR CABLE TRAY PENETRATION DOUBLE NUT OR NYLOCK NOTE: FOR FLOOR PENETRATION ALL WIRES AND CABLES SHALL BE SUPPORTED.MAXIMUM SPACING BETWEEN WIRE BASKET DETAIL - WALL MOUNT WIRE BASKET DETAIL HOOKS SHALL S TO ATTACH HOOKASSEMBLY ALLEL TO BUILDINGING WALLS. ALL CABLE RUNS TO BE PERPENDICULAR AND PARALLEL TO BUILDING WALLS. O NO SCALE NO SCALE RATED WALL PENETRATION DETAIL cY1 Q NOTE: COPPER GROUND CONDUCTOR IN WIRE BASKET.ATTACH WITHIN 6" CABLE SUPPORT SYSTEM DETAIL O ' NOTE:PROVIDE#10 COPPER GROUND CONDUCTOR IN WIRE BASKET.ATTACH WITH 6"OF NO SCALE ' BASKET SECTION USING SPLIT BOLTS.TERMINATE GROUND ON TELECOM GROUND BAR, OF O J BASKET SECTIONS USING SPLIT BOLTS.TERMINATE GROUND ON TELECOM GROUND BAR. NO SCALE C11-09-10 16XX.X Q 4-11/16"z 2-1/8"DEEP SQ BOX-MOUNTED TO SLAB Q z V) _ I..0 O 4"SQ SWIVEL HANGER H U_ J Z 1"EMT CONDUIT(FIELD VERIFY LENGTH AS REQUIRED) J O + Q 7 L"L z QU z Q OBERON ENCLOSURE OR EQUIVALENT 0 \ N o ❑ ❑ 0 WIRELESS ACCESS POINT(WAP) D WIRELESS ACCESS POINT MAP) CEILING SWIVEL MOUNT NO SCALE Project No: 20.042 Date: 2/18/2022 Checked By: Checker Drawn By: Author Sheet Name: N TECHNOLOGY ?: DETAILS w CITY APPROVED PLANS � w Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z LU FOR ALL INSPECTIONS C7 Q Sheet No: T4.01 Page 113 of 319 1 2 3 4 5 6 • STUB UP TO ACCESSIBLE pivo t CEILING OR ACCESS n o r t h PANEL LOCATION STUB UP TO ACCESSIBLE CEILING OR ACCESS STUB UP TO ACCESSIBLE PANEL LOCATION CEILING OR ACCESS PANEL LOCATION ARCHITECTURE ASTUB UP TO ACCESSIBLE 3/4"CONDUIT CEILING OR ACCESS PANEL LOCATION PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com STAMP CEILING BiC51 �a 1-E DOME CAMERA - CEILING '� �csi iox izzsoa g'' DOME \ :x.Pxas raze-za b' CAMERA CAMERA EXTERIOR CEILING MOUNT DOME INTERIOR CEILING MOUNT DOME EXTERIOR GOOSNECK MOUNT DOME NO SCALE NO SCALE NO SCALE INTERIOR CEILING MOUNT DUAL SENSOR NOTES: NOTES. NOTES: NO SCALE RIC§CergusMILLER B ao0E STUB UP TOACCESSIBLE U W c CEILING OR ACCESS STUB UP TO ACCESSIBLE 0 PANEL LOCATION CEILING OR ACCESS STUB UP TO ACCESSIBLE STUB UP TO ACCESSIBLE N E CEILING OR ACCESS CEILING OR ACCESS W Gj PANEL LOCATION ro PANEL LOCATION PANEL LOCATION F 'O O Q m U U y 33 0 O 3 N 2 MANUFACTURE (N m c0 411116"BACKBOX t(O PROVIDED BACKBOX Q 2() UdS0V �M O to 0D O \\\\ ON CV CEILING CEILING CEILING DOME DOME CAMERA CAMERA INTERIOR ACCESSIBLE CEILING MOUNT INTERIOR GYP CEILING MOUNT DOME INTERIOR WALL MOUNT DOME INTERIOR CEILING MOUNT QUAD SENSOR NO SCALE NO SCALE NO SCALE O 2 NOTES. NOTES: NOTES: NO SCALE p 1 ,. ,. z _ o J C a Q z V) = Lu � o r 0 LL Ln CAMERA SCHEDULE Z REMARKS: .. J O 1.XXX. 4- Q 0 411/16"BACKBOX („1 LL Z ID TYPE MOUNTING MANUFACTURER MODEL WEATHER SHIELD N z 001 EXTERIOR DOME WALL AXIS P3719-PLE '^ Q 002 EXTERIOR DOME WALL AXIS P3719-PLE [ ----- O 003 EXTERIOR DOME WALL AXIS P3719-PLEL4 ! 004 EXTERIOR DOME WALL AXIS P3719-PLE d 005 EXTERIOR DOME WALL AXIS P3719-PLE 006 EXTERIOR DOME WALL AXIS P3719-PLE STUB UP TO ACCESSIBLE 00 CEILING OR ACCESS EXTERIOR DOME CEILING AXIS P3719-PLE NEMAWEATHER PANEL LOCATION 008 EXTERIOR DOME WALL AXIS P3719-PLE STUB UP TO ACCESSIBLE TIGHT SINGLE 009 EXTERIOR DOME WALL AXIS P3719-PLE CEILING OR ACCESS GANG BOX 010 EXTERIOR DOME CEILING AXIS P3719-PLE PANEL LOCATION WALL 011 EXTERIOR DOME WALL AXIS P3719-PLE 100 INTERIOR DOME WALL AXIS P3245-LVE WEATHER 101 INTERIOR DOME WALL AXIS P3245-LVE TIGHT FLEX CONDUIT D OGOOSENECK EXTERIOR MULTI-SENSOR EXTERIOR WALL MOUNT DOME NO SCALE NO SCALE Project No: 20-042 Date: 2(18/2022 Checked By: Checker Drawn By: Author Sheet Name: N TECHNOLOGY AND ?: SECURITY DETAILS Lu CITY APPROVED PLANS � W Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: T4.02 N Page 114 of 319 L 1 2 3 4 5 6 STUB UP TO ACCESSIBLE SECURITY JUNCTION BOX pivot ' CEILING OR ACCESS ELECTRIC LOCK NOT SPECIFIED PANEL LOCATION CEILING STUB UP TO ACCESSIBLE ---- MOUNT SJBAT 10'CENTER AFF STUB UP TO ACCESSIBLE�� MOUNT SJBAT 10'CENTER AFF o r t h CEILING OR ACCESS CEILING OR ACCESS PANEL LOCATION PANEL LOCATION REQUEST TO EXIT DEVICE CEILING CEILING ARCHITECTURE A i FLUSH MOUNT DOOR CONTACT/DOOR 2"C. DOOR DETAIL NOTES w�il2"C i POSITION SWITCH ill"C.-- ' CARD READER (NON-SECURE SIDE) i PIVOT NORTH ARCHITECTURE,PLLC. 1. SECURITY JUNCTION BOX(SJB)SHALL BE 6X6X6 WITH SCREW COVER. CARD READER 4"X4"BOX 1101 W.GROVE STREET 2. ENCLOSURE AND CONDUIT TO BE PROVIDED BY ELECTRICAL CONTRACTOR(EC). Y-LJ W/SINGLE GANG MUD RING. BOISE,ID 83702 REFER TO FLOOR PLAN AND www.pivotnorthdesign.com 3. DOOR HEADER CONDUIT TO BE STUBBED TO JUST ENTER HEADER FRAME 3"TO 4" ELECTRIC CONDUIT LOCATION SHALL BE DIVISION 8 SPECIFICATION FOR FROM OPENING SIDE OF DOOR. HINGE BASED UPON THE TYPE OF LOCATION AND QUANTITIES. 46"AFF ELECTRIC LOCK SPECIFIED. q 4. IF CONDUIT IS REQUIRED,INSTALL BY APPLICABLE CODE AND AUTHORITY HAVING HINGE CONDUIT CAN BE LOCATED ON STAMP 0,,, pT1O^s9 JURISDICTION(AHJ). SIDE THE HINGE SIDE OR STRIKE SIDE. FLOOR LINE 5. ALL DOOR HARDWARE SHOULD BE COORDINATED WITH ARCHITECT OWNER,AND I 46"AFF cauc�K,vF�xe DOOR CONTRACTOR.CONSULT DIVISION 08 SPECIFICATIONS.FOR HARDWARE HINGE HINGE BICSI IDa t21503 i SECURE AREA y COORDINATION. SIDE — SIDE mEs uai zs a FLOOR LINE FLOOR LINE SECURE AREA SECUREAREA CR F EH RX SAMPLE SINGLE DOOR SINGLE DOOR ��///-//`�����//����\y���� NO SCALE EL NO SCALE CR NO SCALE RIc§y V/J�VVsmILLER STUB UP TOACCESSIBLE�y MOUNT SJBAT 10'CENTERAFF STUB UP TO ACCESSIBLE�y MOUNT SJBAT 10'CENTERAFF STUB UP TOACCESSIBLE�y MOUNT SJBAT 10'CENTERAFF STUB UP TO ACCESSIBLE�y MOUNTSJBAT10'CENTERAFF Q O O CEILING OR ACCESS CEILING OR ACCESS CEILING OR ACCESS CEILING OR ACCESS PANEL LOCATION PANEL LOCATION PANEL LOCATION PANEL LOCATION 5 U M 0 L 00 m CEILING CEILING CEILING CEILING N E i 1/2"C W N (STUBBED BEHIND DRYWALL) _Q m 1/2"CONDUIT(STUBBED BEHIND DRYWALL REFER TO NOTE 3) REQUEST TO EXIT DEVICE i Li U MOUNT CENTERED ON 3" DOORS APPROXIMATLEY 12" O O iq FLUSH MOUNT DOOR ABOVE DOOR FRAME v) m cmo CONTACT/DOOR POSITION 1/2"C' SWITCH Q Q m 1/2"C.(STUBBED � BEHIND DOOR L FRAME) 0(h (n W O ELECTRIC ELECTRIC 04 N STRIKE HINGE V HINGE HINGE HINGE HINGE SIDE SIDE SIDE SIDE FLOOR LINE FLOOR LINE FLOOR LINE FLOOR LINE SECURE AREA SECURE AREA SECURE AREA SECURE AREA O �� SINGLE DOOR SINGLE DOOR ES SINGLE DOOR EH SINGLE DOOR z o NO SCALE NO SCALE NO SCALE NO SCALE J 0 a Cz Cn = STUB UP TO ACCESSIBLE MOUNT SJB AT 10'CENTER AFF STUB UP TO ACCESSIBLE MOUNT SJB AT 10'CENTER AFF STUB UP TO ACCESSIBLE MOUNT SJB AT 10'CENTER AFF L U �y �y �y MOUNT SJBAT 10'CENTER AFF STUB UP TO ACCESSIBLE O CEILING OR ACCESS CEILING OR ACCESS CEILING OR ACCESS CEILING OR ACCESS PANEL LOCATION PANEL LOCATION POWER SUPPLY PANEL LOCATION PANEL LOCATION LL w CEILING CEILING CEILING N CEILING i i 1/2"C.� U i z PUSH PAD/ACTUATOR. O REFER TO FLOOR PLAN AND MAGNETIC LOCK L C.(STUBBED DIVISION 8 SPECIFICATION o BEHIND DOOR FOR LOCATION AND j d FRAME) QUANTITIES. ELECTRIC CL LJ POWER TRANSFER 46"AFF HINGE HINGE HINGE SIDE SIDE SIDE SIDE HINGE FLOOR LINE FLOOR LINE _ FLOOR LINE FLOOR LINE CITY APPROVED PLANS SECURE AREA SECURE AREA SECUREAREA SECURE AREA Reviewed or Code Compliance D PLANS MIL ST BE ON JOB SITE EP SINGLE DOOR PS SINGLE DOOR PP SINGLE DOOR ML SINGLE DOOR FOR A L INSPECTIONS NO SCALE NO SCALE NO SCALE NO SCALE STUB UP TO ACCESSIBLE MOUNT SJBAT 10'CENTER AFF Project No: 20-042 CEILING OR ACCESS D ate: 2/18/2022 PANEL LOCATION STUB UP TO ACCESSIBLE STUB UP TO ACCESSIBLE MOUNT SJB AT 10'CENTER AFF Checked By: Checker CEILING OR ACCESS HINGES CEILINGPEL L ACCESS PANEL LOCATION MOUNT SJB AT 10'CENTER AFF PANEL LOCATION STUB UP TO ACCESSIBLE� Drawn By: Author ING OR ACCESS PANEL LOCATION CEIL CEILING ill"CONDUIT I Sheet Name: CEILING HATCH LID AUTO.OP. N SINGLE DOOR DOOR CONTACT DOOR CONTACT MAGNET MOUNTED MAGNET IN SECURITY DETAILS TO HATCH LID SWITCH MOUNTED RUGGED HOUSING LOW PROFILE SWITCH IN DIRECTLY TO ROOF RUGGED HOUSING HATCH FRAME HATCH FRAME MOUNTED DIRECTLY TO INTEGRATED CARD \\ FLOOR READER. STEEL ARMORED STEEL ARMORED L.I..I CABLE HANDLE CABLE r� LJ SINGLE GANG SINGLE GANG BACK BOX BACK BOX FLOOR LINE U ' -- HINGE C SECURE AREA SECURE AREA SIDE z L NOTES: NOTES: HINGE FLOOR LINE w 1. SECURITY JUNCTION BOX(SJB)SHALL BE 4X4 WITH SCREW COVER. 1. SECURITY JUNCTION BOX(SJB)SHALL BE 4X4 WITH SCREW COVER. SIDE (D FLOOR LINE SECURE AREA t.J 2. ENCLOSURE AND CONDUIT TO BE PROVIDED BY ELECTRICAL CONTRACTOR. 2, ENCLOSURE AND CONDUIT TO BE PROVIDED BY ELECTRICAL — Q 3. IF CONDUIT IS REQUIRED,INSTALL BY APPLICABLE CODE AND AUTHORITY CONTRACTOR. SECURE AREA S h e e t N 0 HAVING JURISDICTION(AHJ). 3. IF CONDUIT IS REQUIRED,INSTALL BY APPLICABLE CODE AND AUTHORITY ' HAVING JURISDICTION(AHJ). ROOF HATCH ROLL UP DOOR Ao SINGLE DOOR R F NO SCALE F NO SCALE CR SINGLE DOOR NOS°ALE T4.03 L NO SCALE Page 115 of 319 L 412 E. Parkcenter Boulevard,Suite 200 Boise,ID 83706 208.336.6985 kpff.com 1Tff Twin Falls Fire Station #3 Twin Falls, ID S\pM L FNG STFR cep F�` 12 3 AGO rlq JF 0 F Structural Calculations KPFF JOB # 10212100056 February 18, 2022 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 116 of 319 Page 0 of 203 TABLE OF CONTENTS PAGE 1. DESIGN CRITERIA 2 2. GRAVITY DESIGN 17 A. FRAMING CALCULATIONS 25 B. GIRDER TRUSS CALCULATIONS 61 3. LATERAL CALCULATIONS 117 A. CMU PIERS 136 B. WOOD SHEAR WALLS 145 4. FOUNDATION CALCULATIONS 183 5. MISCELLANEOUS CALCULATIONS 199 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 117 of 319 Page 1 of 203 DESIGN CRITERIA STRUCTURAL CALCULATIONS 1q)ff 412 E. Park Center Blvd, Suite 200 Boise, ID 83706 0:208.336.6985 CITY A AN ED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 118 of 319 Page 2 of 203 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=42.53182109999999&ing=-1... SEISMIC DESIGN VALUES ATCHazards by Location Search Information 93 Address: 1025 Washington St S,Twin Falls, ID 83301, USA ------- 3838 ft Coordinates: 42.53182109999999,-114.4795708 Buhl 1 Rupert o Twi ells Burley IV Elevation: 3838 ft ° ° Kimberly DecIo Ti mestam p: 2022-01-20T22:37:52.273Z M Hazard Type: Seismic 93 Reference ASCE7-16 V o g le Map data©2022 Google Document: Risk Category: IV Site Class: C MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 0.25 0.15 0.20 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period(s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description SS 0.199 MCER ground motion (period=0.2s) St 0.083 MCER ground motion (period=1.0s) SMS 0.259 Site-modified spectral acceleration value SMt 0.125 Site-modified spectral acceleration value SIDS 0.173 Numeric seismic design value at 0.2s SA SD1 0.083 Numeric seismic design value at 1.0s SA Additional Information Name Value Description CITY APPROVED PLANS SDC C Seismic desig catcgb�gviewed for Code Compliance Fa 1.3 Site amplificat nfRLANS MUST BE ON JOB SITE Fv 1.5 Site amplificat nfactoraPOR ALL INSPECTIONS CRs 0.917 Coefficient of risk(0.2sPage 119 of 319 Page 3 of 203 1 of 2 1/20/2022,3:40 PM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=42.53182109999999&ing=-1... CRC 0.943 Coefficient of risk(1.0s) PGA 0.088 MCEG peak ground acceleration FPGA 1.3 Site amplification factor at PGA PGAM 0.115 Site modified peak ground acceleration TL 6 Long-period transition period(s) SsRT 0.199 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.217 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.083 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.088 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 120 of 319 Page 4 of 203 2 of 2 1/20/2022, 3:40 PM ATC Hazards by Location https:Hhazards.atcouncil.org/#/wind?lat=42.53182109999999&ing=-l14... WIND DESIGN SPEED OTCHazards by Location Search Information 93 Address: 1025 Washington St S, Twin Falls, ID 83301, ------- USA 3838ft Buhl Rupert Coordinates: 42.53182109999999, -114.4795708 0Twi alls Burley o J Elevation: 3838 ft Kimberly Declo Timestamp: 2022-01-20T22:42:29.539Z Hazard Type: Wind 93 GO gle Map data©2022 Google ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 72 mph MRI 10-Year 76 mph ASCE 7-05 Wind Speed 90 mph MR125-Year 78 mph MRI25-Year 84 mph MRI 50-Year 83 mph MRI50-Year 90 mph MRI 100-Year 88 mph MRI 100-Year 96 mph Risk Category 1 96 mph Risk Category 1 105 mph Risk Category 11 102 mph Risk Category 11 115 mph Risk Category III 109 mph Risk Category III-IV 120 mph Risk Category IV 113 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases, this website will extrapolate past the last wind speed conto OTE: For queries near wind- borne debris region boundaries, the result CjTytiq�i"iFZ�4e�Q EEyrhP[ay�frgtg ther or not it is considered to be within a wind-borne debris region. i /'1 �J N C V /`1'V J Mountainous terrain, gorges,ocean promc ntoriRabdeAwkfore &lGb P/jQI=&usu il wind conditions. While the information presented on this w bsitpLAI t%�"cE)FCONtsjoBoS ffEonImpetent butors assume no responsibility or liability for its accuracy. T e material presented in the report should not be used or relieupon for any specific application without competent examinatio and verifiP�fALtcu[ spLEbM ability byngineers or other licensed professionals.ATC does not intend that th professionals, having experience and knowledge in the field of practice, Pageitule2lhe(5 fncalogare required of such professionals in interpreting Page 5 of 203 1/20/2022,3:42 PM l project Twin Falls Fire Station#3 by SM sheet no. qjff location Twin Falls, ID date 02/02/22 1 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 (208)336-6985 1.0 Design Criteria CODE: IBC 2018 Risk Category: IV Project Location Latitude: 42.53182 Longitude: -114.47957 Address: 1025 Washington St. South Snow Loading pg= 15.0 PSF ASCE 7 Fig 7-1 prr, = 18.0 PSF ASCE 7 Sec. 7.3.4 Cs= 1.0 ASCE 7 Fig 7-2 pf= 12.6 PSF ASCE 7 Eqn 7.3-1 Ce= 1.0 ASCE 7 Table 7-2 ps= 12.6 PSF ASCE 7 Eqn 7.4-1 Ct= 1.0 ASCE 7 Table 7-3 Y= 16.0 PCF ASCE 7 Eqn 7.7-1 Is= 1.2 ASCE 7 Table 1.5-2 hb= 0.8 FT ASCE 7 Sec. 7.1 NOTE: Check local building jurisdiction for minimum snow loads! Jurisdiction min : 25.0 PSF Rain Loading Design Rainfall: 0.2 in/hr Seismic Criteria - Masonry Lateral System: Special Reinforced Masonry Shear Walls (Bearing) Risk Category: IV ASCE 7 Table 1.5-2 R: 5 ASCE 7 Table 12.2-1 Site Class: C ASCE 7 Sec. 20.1 Q: 2 ASCE 7 Table 12.2-1 le : 1.50 ASCE 7 Table 1.5-2 Cc : 3.5 ASCE 7 Table 12.2-1 SS : 0.199 ATC Seismic Maps SDs : 0.173 ATC Seismic Maps S1 : 0.083 ATC Seismic Maps SD1 : 0.083 ATC Seismic Maps Seismic Criteria -Wood Lateral System: Light-frame (Wood) walls sheathed with Wood Structural Panels Rated for Shear Resistance (13 Risk Category: IV ASCE 7 Table 1.5-2 R: 6.5 ASCE 7 Table 12.2-1 Site Class: C ASCE 7 Sec. 20.1 Q: 2.5 ASCE 7 Table 12.2-1 le : 1.50 ASCE 7 Table 1.5-2 Cc : 4 ASCE 7 Table 12.2-1 SS : 0.199 ATC Seismic Maps SDs : 0.173 ATC Seismic Maps S1 : 0.08 C ITYeA PROVED PLANW 3 ATC Seismic Maps Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 122 of 319 Page 6 of 203 l project Twin Falls Fire Station#3 by SM sheet no. qjff location Twin Falls, ID date 02/02/22 1 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 (208)336-6985 1.0 Design Criteria Wind Criteria Wind Speed, Vult : 115 MPH ASCE 7 Sec 26.5 KZt : 1.0 ASCE 7 Sec. 26.8 Exposure Category: C ASCE 7 Sec 26.7.3 Kd : 0.85 ASCE 7 Table 26.6-1 Risk Category: IV ASCE 7 Table 1.5-1 KZ : 0.961 ASCE 7 Table 26.10-1 Mean Roof Height: 27.0 FT Ke : 0.870 ASCE 7 Table 26.9-1 Roof Slope: 0.0:12 Enter as Rise to Run G : 0.85 ASCE 7 Sec. 26.11 Elevation, Zg : 3838 FT 0 (deg) : 0.00 Foundation Criteria Report : Yes Report Title : Geotech. Eng. Eval.,TF Fire Station #3 At Rest : Passive : 312 PSF/FT Bearing : 2000 PSF Friction cp : 0.35 Active : Frost Depth : 30 IN CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 123 of 319 Page 7 of 203 1 project Twin Falls Fire Station#3 by SM sheet no. Tff location Twin Falls, ID date 02/02/22 2 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 (208)336-6985 1.2 Roof-Design Load Construction Type: IA Fire Rating: 1.5 HR Deck Type: Dead Loads Deck Self Weight: 15/32" Plywood 3.0 PSF Roof Insulation: 8" thick Polyisocyanurate Insulation (0.216 Ib/sf per inch) 1.7 PSF Roof Covering: Thermoplastic-Polyolefin (TPO) Roofing 0.4 PSF MEP: Mechanical Equipment, Plumbing, etc 4.0 PSF Fire Sprinkler: 2.0 PSF Ceiling Finish: 5/8" Gyp 3.0 PSF Misc: 5.0 PSF Superimposed Dead Load = 16 PSF Load for Joists, Beams and Girders= 19 PSF Roof Framing: Roof Truss +Steel Girder 13 PSF Load for Columns= 32 PSF Column Weight: 2 PSF Load for Foundations= 34 PSF Seismic Mass Partitions: (If Required) Per ASCE 7 Sec 12.7.2 5 PSF Storage Loads: (If Required) Per ASCE 7 Sec 12.7.2 0 PSF Snow Loads: (If Required) Per ASCE 7 Sec 12.7.2 0 PSF Load used for Seismic Mass= 39 PSF Equipment: Where occurs, if not included in MEP above 20 PSF Live Loads Load Type Per ASCE 7 Table 4-1 Reducible? Load Point Load Roof Live Yes 20 PSF 0.0 KIPS CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 124 o Page 8 of 203 l project Twin Falls Fire Station#3 by SM sheet no. qjff location Twin Falls, ID date 02/02/22 3 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 (208)336-6985 1.3 Exterior Wall- Design Load Construction Type: IA Fire Rating: 3 HR Dead Loads Wall Type: Exterior CMU Walls Self Weight: Fully Grouted 12" CMU 115 PSF Wall Covering: 5/8" Gyp 3 PSF Wall Insulation: 4" Rigid 6 PSF Veneer Misc: 2 PSF Load used for Seismic Mass= 126 PSF Wall Type: Wood Stud Walls Self Weight: 2x6 studs @ 16" o.c. 2 PSF Wall Covering: 1/2" Plywood 2 PSF Wall Insulation: 5/8" Gyp 3 PSF Veneer 4" Brick 40 PSF Misc: 2 PSF Load used for Seismic Mass= 49 PSF CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 12b o Page 9 of 203 12 arkcenter Blvd, Suite 200 project Twin Falls Fire Station#3 by SIVI sheet no. 41 location Twin Falls, ID date 02/02/22 4 Pivot North Boise, ID 83706 client job no. 10212100056 (208)336-6985 1.5 Snow Drift Snow Loading pg= 15.0 PSF ASCE 7 Fig 7-1 pm = 18.0 PSF ASCE 7 Sec. 7.3.4 Cs= 1.00 ASCE 7 Fig 7-2 pf= 12.6 PSF ASCE 7 Eqn 7.3-1 Ce= 1.00 ASCE 7 Table 7-2 ps= 12.6 PSF ASCE 7 Eqn 7.4-1 (balanced) Ct= 1.00 ASCE 7 Table 7-3 Y= 16.0 PCF ASCE 7 Eqn 7.7-1 Is= 1.20 ASCE 7 Table 1.5-2 hb= 0.8 FT ASCE 7 Sec. 7.1 NOTE: Check local building jurisdiction for minimum snow loads! Jurisdiction min : 25.0 PSF NOTE: Check local building jurisdiction if minimum needs to be applied in conjunction with Drift Loads! Snow Drifts ASCE 7 Sec. 7.7 and 7.8 wind WlStop Leeward�LeBN'ard MiltWmdwerd D•d�- Stop Step lI Sncw FIGURE 7.7.1 Drifts Formed at Windward and Leeward Steps T hr ho Jhd, h D h $urcnerga Ltad Ow to prlhnp h` M M w\2\\llli�lll Relented Snow Load rti Uniform Snow Loads on Upper Roof nor Shown FIGURE 7.7-2 Configuration of Snowdrifts on Lower Roofs FIGURE 7.7-3 Configuration of Intersecting Snowdrifts at Lower Roof Total Step Height Upper Roof Lower Roof Upper Roof Lower Roof Location he+ hb lu leeward lu windward hd leeward hd windward hd_max w Pd max DRIFT 1 3.5 FT 0.0 FT 60.7 FT 0.0 FT 1.9 FT 1.9 FT 7.5 FT 29.9 PSF DRIFT 2 3.5 FT 0.0 FT 21.0 FT 0.0 FT 0.9 FT 0.9 FT 3.8 FT 15.1 PSF DRIFT 3 9.3 FT 38.0 FT 21.0 FT 1.9 FT 0.9 FT 1.9 FT 7.6 FT 30.3 PSF DRIFT 4 3.0 FT 0.0 FT 38.0 FT 0.0 FT 1.4 FT 1.4 FT 5.7 FT 22.7 PSF DRIFT 5 3.0 FT 0.0 2.3 FT 9.6 FT 35.3 PSF DRIFT 6 9.3 FT 38. "CITY7APPROVED PLANS 2.1 FT 8.5 FT 34.1 PSF DRIFT 7 6.0 FT 0.0 T 72.0 FT 0.0 FT 2.1 FT 2.1 FT 8.2 FT 32.8 PSF DRIFT 8 6.0 FT 0.0 T ReVIP7 1/ for CggqTCOmp1ippRe 2.1 FT 8.2 FT 32.8 PSF PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 126 o Page 10 of 203 1 project Twin Falls Fire Station#3 by SM sheet no. 1 location Twin Falls, ID date 02/02/22 5 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 (208)336-6985 2.0 Seismic Design Seismic Criteria Lateral System: Special Reinforced Masonry Shear Walls (Bearing) Risk Category: IV ASCE 7 Table 1.5-2 R: 5 ASCE 7 Table 12.2-1 Site Class: C ASCE 7 Sec. 20.1 0: 2.00 ASCE 7 Table 12.2-1 le : 1.50 ASCE 7 Table 1.5-2 Cd: 3.50 ASCE 7 Table 12.2-1 SS : 0.199 ATC Seismic Maps SDs : 0.173 ATC Seismic Maps SI : 0.083 ATC Seismic Maps SDI : 0.083 ATC Seismic Maps p : 1.0 ASCE 7 Sec 12.3.4.1 Seismic Criteria Lateral System: Light-frame (Wood) walls sheathed with Wood Structural Panels Rated for Shear Resistance Risk Category: IV ASCE 7 Table 1.5-2 R: 6.5 ASCE 7 Table 12.2-1 Site Class: C ASCE 7 Sec. 20.1 Q: 2.50 ASCE 7 Table 12.2-1 le : 1.50 ASCE 7 Table 1.5-2 Cd: 4.00 ASCE 7 Table 12.2-1 SS : 0.199 ATC Seismic Maps SDs : 0.173 ATC Seismic Maps S1 : 0.083 ATC Seismic Maps SDI : 0.083 ATC Seismic Maps p : 1.0 ASCE 7 Sec 12.3.4.1 Seismic Design Category Determination ASCE 7 TABLE 11.6-1 ASCE 7 TABLE 11.6-2 SEISMIC DESIGN CATEGORY BASED ON SDs SEISMIC DESIGN CATEGORY BASED ON SDI RISK CATEGORY: RISK CATEGORY: Value of SDs I or II or III IV Value of SDI I or II or III IV < 0.167 g A A < 0.067 g A A < 0.330 g B C < 0.133 g B C < 0.500 g C D < 0.200 g C D >= 0.500 g D D >= 0.200 g D D Controlling: C Controlling: C NOTE: Use controlling Seismic Design Category: C C1TysAPPR9fF'r1'V1 Ct 0.02 ksiffE 7 Table 12.8-2 � 6.0 Sec ASCE 7 c 11.4.5 hn 27.0 FT kscE13@WiQW.Rd for C-Qde C9aW a419ift 7 E q n 12.8-7 x : 0.75 SCIN-TAW82MUST E�E' OMnB S' 7 c 11.4.6 Tup er 0.403 Sec See ASC 7 Sec 12.8.2 for application FOR ALL INSPECTIONS Page 127 of 319 Page 11 of 203 1 project Twin Falls Fire Station#3 by SM sheet no. lqjff location Twin Falls, ID date 02/02/22 5 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 (208)336-6985 2.0 Seismic Design Masonry-Seismic Response Coefficient Determination - ELF Method Cs : 0.052 ASCE 7 Eqn 12.8-2 Csmax : 0.105 ASCE 7 Eqn 12.8-3,4 Csmin : 0.012 ASCE 7 Eqn 12.8-5,6 Cs_design 0.052 Seismic Base Shear Determination - ELF Method Vseismic 0.052 *Seismic Mass ASCE 7 Eq 12.8-1 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 128 of 319 Page 12 of 203 project Twin Falls Fire Station#3 by SM sheet no. 1q)ff location Twin Falls, ID date 02/16/22 6 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 (208)336-6985 2.1 Seismic Mass Seismic Mass - Masonry Roof Diaphragm : Area Weight Floor Mass Floor Weight : Wood Deck 5052 SF 39 PSF 197.7 KIPS Length Height Weight Wall Mass Wall Weight : Masonry 350.0 FT 13.5 FT 126 PSF 595.4 KIPS Total : 793.0 KIPS Total Area : 5052 SF Normalized Mass : 157 PSF Totals Total Area : 5052 SF Total Mass : 793.0 KIPS Normalized Mass : 157 PSF Seismic Cs : 0.052 See 2.0 Seismic Design ELF Base Shear : 41.2 KIPS CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 12Y o Page 13 of 203 project Twin Falls Fire Station#3 by SM sheet no. 1q)ff location Twin Falls, ID date 02/16/22 6 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 (208)336-6985 2.1 Seismic Mass Seismic Mass-Wood Roof Diaphragm : Area Weight Floor Mass Floor Weight : Wood Deck 5578 SF 29 PSF 162.5 KIPS Length Height Weight Wall Mass Wall Weight : Wood 375.0 FT 10.0 FT 49 PSF 183.8 KIPS Total : 346.2 KIPS Total Area : 5578 SF Normalized Mass : 62 PSF Totals Total Area : 5578 SF Total Mass : 346.2 KIPS Normalized Mass : 62 PSF Seismic Cs : 0.052 See 2.0 Seismic Design ELF Base Shear : 18.0 KIPS CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS age 130 of 319 Page 14 of 203 1 project Twin Falls Fire Station#3 by SM sheet no. q:yff location Twin Falls, ID date 02/02/22 7 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 (208)336-6985 3.0 Wind Design Wind Criteria Wind Speed, Vult : 115 ASCE 7 Sec 26.5 K,t : 1.00 ASCE 7 Sec. 26.8 Exposure Category: C ASCE 7 Sec 26.7.3 Kd : 0.85 ASCE 7 Table 26.6-1 Risk Category: IV ASCE 7 Table 1.5-1 K, : 0.96 ASCE 7 Table 26.10-1 Mean Roof Height: 27.0 FT Ke : 0.87 ASCE 7 Table 26.9-1 Roof Slope: 0.0:12 G : 0.85 ASCE 7 Sec. 26.11 0 (deg) : 0.00 Least Horiz Dim: 40 FT Elevation, Zg : 3838.0 FT a: 4.0 FT NOTE:Applicable to enclosed, simple diaphragm, low-rise building (<60') per ASCE 7 Chapt. 28 Part 2 Horizontal Pressures: Vertical Pressures Overhangs Zone: A B C D E F G H EoH GoH Case 1: 28.8 -14.9 19.0 -8.9 -34.5 -19.6 -24.0 -15.2 -48.4 -37.8 Case 2: - - - - - - - - - - Diagrams © O a O O p / a Ct A Y law p caseB Notation a 0.9 of kart horizanal dimenai C 1 hA P PRI�V E©-ftA N S I ast horizontal dimension or 3 ft EXCEPTION:For buildings v ith 0=0 to 7^ and a Icast horizontal dimension greater than 30C ft (90 m). dimension a shall be limited to a maximum ofo.sh. Reviewed four Code Cor��lian� h Mean roof height, in ft (m), a ccpt that cave hctg t sh I be usc-tl for ruo glen< OPT 0 Angle of plane of roof from h'rizP(r]AM-MUST BE ON JOB SITE FOR ALL INSPECTIONS Page o Page 15 of 203 1 project Twin Falls Fire Station#3 by SM sheet no. location Twin Falls, ID date 02/02/22 8 412 arkcenter Blvd, Suite 200 Boise, ID 83706 client Pivot North job no. 10212100056 (208)336-6985 3.1 Wind C&C Design Wind Components & Cladding Criteria Wind Speed, Vult : 115 ASCE 7 Sec 26.5 K, : 1.00 ASCE 7 Sec. 26.8 Exposure Category: C ASCE 7 Sec 26.7.3 Kd : 0.85 ASCE 7 Table 26.6-1 Risk Category: IV ASCE 7 Table 1.5-1 KZ : 0.96 ASCE 7 Table 26.10-1 Mean Roof Height: 27.0 FT Ke : 0.87 ASCE 7 Table 26.9-1 Roof Slope: 0.0:12 G : 0.85 ASCE 7 Sec. 26.11 6 (deg) : 0.00 Least Horiz Dim: 40 FT Elevation, Zg : 3838.0 FT a: 4.0 FT 0.2h: 5.4 FT 0.6h: 16.2 FT NOTE: Applicable to enclosed buildings that are regular in shape, h <_ 60', Flat/Hip/Gable roof 6< T Effective Roof Pressures Wall Pressures Wind Area(ft) 1+ 1- 11+ 11- 2+ 2- 3+ 3- 4+ 4- 5+ 5- 10 13.3 -50.8 13.3 -29.9 13.3 -68.5 13.3 -93.3 32.6 -35.3 32.6 -43.7 20 1 12.5 -48.5 12.5 -29.9 12.5 -64.1 12.5 -84.5 31.1 -33.8 31.1 -40.7 50 11.4 -44.0 11.4 -29.9 11.4 -58.2 11.4 -72.9 29.2 -31.9 29.2 -36.9 100 10.5 1 -40.6 1 10.5 -29.9 1 10.5 1 -53.8 1 10.5 1 -64.1 27.7 -30.4 27.7 1 -33.8 Effective Overhangs Parapets per Fig 30.9-1 3 Wind 1/1'o 20 3o 4+ 4- 5+ 5- 10 -47.0 -63.6 -88.4 101.1 -68.0 125.9 -76.3 i 20 -46.2 -57.7 -78.1 95.2 -64.9 115.6 -71.8 50 -45.1 -49.9 -64.5 87.4 -61.1 102.1 -66.0 f j \ /100 -44.3 -44.0 -54.3 81.5 -58.1 91.8 0° 50 <_ 7°) CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 132 o Page 16 of 203 GRAVITY DESIGN A. FRAMING CALCULATIONS 1q)ff 412 E. Park Center Blvd, Suite 200 Boise, ID 83706 0:208.336.6985 f CITY A ED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 133 of 319 Page 17 of 203 1 2 3 4 5 6 GRAVITY LOAD MAP pivot north A LOADING CRITERIA PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET D L = 34 PSF BOISE,ID 83702 www.pivotnorthdesign.com SL = 25 PSF 38 o DRIFT = 13 PSF + DRIFT STAMP 20'-0" 40'-0" 6'-8" 3'-4" 18'-0" 28'-0" 16'-8" 8 2.6 FLAT BLKG BET EEN TRUSSES PER 8/S6.03 53.11 AND STRAP PER 5/S6.01 I i i (V } - - - - - - - - - - - V7 - - - - - - - - -- - R AWNING FT�FRAMING HSSSx2x3/16 - HSS8x2x3/i6 @ 8"OC d T.O.P V FO AWNING FRAMING 2 yy SEE DETAIL 3/56.03 l LS 1 a 7 BE DETAIL3/S6.03 DRAG TRUSS 3x6 14 ��///-(/`���'� ��\���■� EL=125'- 1/4" MAX AXIAL 53.10 Ric§V/gVVsmILLER 53.10 S6.03 4 3 N 6 LOAD=5.86 k(A$D) C9x15 N9x15' 53.01 53.01 u' '� 53.10 t2 m t2 m MID CAP O K K x H D '••12 x K x x K x MAX REACTION=10.6 K 7 C) U C9x15 U O O U C9x15 U U U U MAX UPLIFT=2.8 K DOORS @ PIERS- - - rn - - - - - - - - 9x15" -9 @ Ob - 03 o OPP OPP _ III CAP CAPACITY 3x6 @ 8"OC III SEND CAP W-4 _ CBT4Z-KT -- - - ---- MAX REACTION j UPLIFT 3.14 K I rn S3.10 CITY A ROVED PLAN - - - - - - -- - - - ---- - -- - -- - - - 6 DSO PER - MAX UPLIFT=1.4 LI- -----N = c � GL 5-112"x12'HDR _ Reviewed for Code Compliance w T.O. LY v I C MECH. B MAX \L CAP CAPACITY x a $ PLANS MUST BE ON JOB SI T.O.PLV o I WEIGHT III CBT2Z16 B 5 N Y EL=123'S1/4' m oo� EL=114'-0 3/8'• TYP 13 =172 LB. TYP II DOWN=6.89 K S6.03 UPLIFT=1.58 K ------___ _ @ 12.5' FOR ALL INSPECTIONS EF PER MECH. r H w v m 3 MAX WEIGHT=34 LBII -'OPENING__ O " 3 --J 7'-5 1/4" - 2x6 FLAT BLKG a .,m N ; MAX WEIG T=11 L _ _ _ _ --�- _ __ _BETWEEN TRUSSES ER 8/S6.03 AND END CAP -- - g u PER MECH. I� C C UOUS ST_• MAX REACTION=2.8 K ROOF ACCESS PER ARCH. II I C9x15 PER 5/S6. MAX UPLIFT=-0.7K DRIFT 2�, DRIFT 3 DRIFT4 I� _ MAX WEIGHT=60 LB. ; 714' IDRIFT6 FRAE OPENING PER �ETAI L 9/S6.03 x m x II DRIFT 7� 1 CAP CAPACITY 38 4 0" `; �--I CBT2Z-KT S3.01 II I 53.10 DOWN=6.89K S3 1 ' R PER MECH. ' = C9x15 BLIFT=1.58 K MAXWEIGHT=2,100 LB. r` MECH. 1824EOC F AT o 1 24"DEEP FL I x ro WOOD TRUS - 24"DEEP FLAT 24'DEEP FLAT _ 18"DEEP FLAT 18"DEEP LAT WOOD TRUSSES W OD TRUSSES x I U U a WOOD TRUSSES WOOD TRIVSSES @ 24"OC 56.03 @ O T @ 24"OC ERV PER WOOD TR SSES @ 24"OC @ 24"OCR TY FOR AWNING FRAMING MECH. HT @ ^ II SEE DETAIL 3/S6.03 OPENING FRAMING °' r ®I T.O.PLY =387 LB. --W II O NING FRAMING I' EL=113'-5 15 PER 9/S6.03 L .! P 9/S6.03 '® F 28'-9" 26'-7" - - OPENING 53.11 1 I END CA L_J_ 6 1 53.11 MAX REACTION= V PER MECH _ iy 53.11 C9x15 53.11 MAX UPLIFT-2.5 (, M 2- - I; F - - - - - - - 53.02 - - - - _ - - - - CAP CAPACITY - - O GL 3-1/2"x9" -- �- O T.O.PL I "' -I C9x15T.0.PLY m EL=11 -10 7/8" - EF PERM CH. BT41-KT _� N 4x LD POST B �I BM 2 ELEL=115'-4 7".o POST CAP SCHEDULE MAX WEI HT OWN=18.14K .sia' _ _N BE FRAMED TO a =34 LB. - TC HEADER GL 3-1/2"x9" OPENING FRAMING MID-BEAM CAP Z r- SLOPE SLOPE BE 12 1 PER 9/S6.03 BEAM TYPE TYPE END CAP TYPE J EL=1161-8 1l8'} O �9 Be.03 LL C - SLO E L- MAU PER MECH. CAP 10 I � GL 5-1/2"x22-1/2" CCQ66SDS2.5 CBT4Z-KT ~ Z MAX WEIGHT jrX REACTION=20.8 K F_- s3.10 li < "I =1 220 LB MAX UPLIFT=5.5 K L- RTU PER MECH. P- R CAPACITY R N MAX WEIGHT=1,100 LB. GL 3-1/2"x9" CBT2Z-KT CBT2Z-KT V) OOF ACCESS = _ _ F w - I- PER ARCH. DOWNCQ6 =DS2.53.27 - LL j a 8 W O DOWN=33.275 K v O S3.10 GL 5-1/2"x12'• CBT4Z-KT CBT2Z-KT FRAME OPENING DF ;USS d r U I� O PER DETAIL9/56.03 =6.785 K Ak SAD-8.4 k(ASD)_ o p0� N L.L w M � N o _ @DOORS @PIERS ---- -- ----- �/ EXTERIOR HEADERS q g DRAG TRUSS - LL S6.03 C T.O.PLY J Z MAX AXIAL - EL=116'-5 1/8" .. O s3.01 s3.o1 II II HDR MAX OPENING WIDTH HORIZ MEMBER VERT MEMBER 3 N -- LOAD=4.62k(ASD) o DR 10 Q Lo _ Sa11 Hss8x2x3/16 - - LL - - - - - -- - - csxls - - - - � - - - 4.7 4'-8" (1)2x6 (2)2x6 U x - - - - - - - - - - - o - - - - - - - - 6 - - - - 10 10'-0" (2)2x6 (2)2x14 z HSS8x2x3/i6 - 1 - - - - - - - - -3 rn q C9x15 - - - - - - O S3.10x 53.10m > rn 3x6 FOR AWANGFRAMIN INTERIOR HEADERS2x6 FLAT BLKG BETWEEN @ OVERHANGS SEE DETAIL 3IS6.03TRUSSES PER8/S6.03 <3' .10 HDR MAX OPENING WIDTH HORIZ MEMBER VERT MEMBER AND STRAP PER 6 6'-0" (1)2x6 (2)2x12 HORIZ MEMBER TAKES WL =32 PSF&TW=6-0" VERT MEMBER TAKES TYP D GRAVITY LOADING&TW=12'-6" Project No: 20-042 Date: 01/24/2022 1 ROOF FRAMING PLAN Z O 5 Checked By: SG Drawn By: SM Total Sheet Name: Step ROOF FRAMING PLAN Height Upper Roof Lower Roof Upper Roof Lower Roof Parapet Or Location hc+hb II eewa o I wndva d ha ee�a o ha n`rawa D ho ma.: W P¢ ra• Projection? Pf+Pd - - - H LJJ DRIFT C DRIFT 1 3.5 FT 0.0 FT 60.7 FT 0.0 FT 1.9 FT 1.9 FT 7.5 FT 29.9 oSF Yes 42.45 CITY APPROVED PLANS N DRIFT A DRIFT 2 3.5 FT 0.0 FT 21.0 FT 0.0 FT 0.9 FT 0.9 FT 3.8 FT 15.1 PSF Yes 27.7 N Reviewed for Code Compliance Lu DRIFT C DRIFT 3 9.3 FT 38.0 FT 21.0 FT 1.9 FT 0.9 FT 1.9 FT 7.6 FT 30.3 PSF No 42.87 PLANS MUST BE ON JOB SITE (DE DRIFT B DRIFT4 3.0 FT 0.0 FT 38.0 FT 0.0 FT 1.4 FT 1.4 FT 5.7 FT 2-2.7 PSF Yes 35.3 FOR ALL INSPECTIONS o�C DRIFT D DRIFT 5 3.0 FT 0.0 FT 90.0 FT 0.0 FT 2.3 FT 2.3 FT 9.6 FT 35.3 PSF Yes 47.85 Sheet No: DRIFT D DRIFT 6 9.3 FT 38.0 FT 77.5 FT 1.9 FT 2.1 FT 2.1 FT 8.5 FT 34.1 PSF No 46.7 DRIFT D DRIFT 7 6.0 FT 0.0 FT 72.0 FT 0.0 FT 2.1 FT 2.1 FT 8.2 FT 32.8 PSF Yes 45.36 S2.02 DRIFT D DRIFT 8 6.0 FT 0.0 FT 72.0 FT 0.0 FT 2.1 FT 2.1 FT 8.2 FT 32.8 PSF Yes 45.4 Page 134 of 319 Page 18 of 203 r 1 2 3 4 5 6 130 PSF 20FT=2600 PLF O 2 - COOT CHORD BA pivot PROVIDE CHORD PERT&HID IN REINF G F ROOF PER 2/S4. E D C ( B )( A ) BARS H ROOF PER SCHED IN DETAIL -- -- Y Y ATTACHMENT PER 1IS4.51 2/54.51,TVP UNO T.O.CMU HIGH T.O.CMU HIGH no r t h 2T-4" 2T-4" -4 - T.O.BRICK HIGH 23'-o" A , ,_D„ 1, 4-0., 8'-0" SILL REIN O MATCH L TEL SILL INF MATCH LINT is - BOT REIN ER SCHED EON CON ORD BAR AT BOT INF R SCHEDULE O '-0" '-0" z/sasl ry R. E z/sa.51 vsasl,TVP- PIVOT NORTH ARCHITECTURE,PLLC. T.O.CMU T_O.CMU LOW 18'-0" 1101 W.GROVE STREET N BOISE,0 83702 www.p ivotn orth d esig n.com P STAMP (4)LAYERS OF(2)#6 _ HSS PER LINTEL PER SCHEDULE BARS @ 8"OC FROM ELEVATION,TYP ON 2 54.51,TYP - BOT OF LINTEL W/ - ? #4 TIES @ 16"OC of PER4F/S4.51 6 6 54.51 @ CORNER o HSS PER 7/S5.01, - S4.51 @ CORNER a --- PIER,OPP io PIER.OPP O q,4:� �7 8' ,..� i TYP q 0 _ i z 50'-8" 6'_8" 3.{q„ 3. „ 3',4" 3'-4' 4'-0 q'-0" JAMB PER5/S4.51 JAMB PER 5/54.51 LEPE0L01 , LEPEOLo1, RIC PY' ?�SMILLER � g BOOTING PER NOTES. REINF BTWN COORDINATE WALL PLAN,TYP 1.FOR TYPICAL WALL REINFORCEMENT SEE DETAILS VS4.51&2/S4.51. OPENINGS PER PENETRATION FOR DUCT DETAIL 1/S4.51,TYP W/MEP DRAWINGS.REINF FOOTING PER BCITY APPROVED PLANS AROUND OPENING PER 1/54.51 JAMB PER 4A/S451, Reviewed for Code Compliance TVP UNO $ WALL ELEVATION PLANS MUST BE ON JOB SITE m Ile FOR ALL INSPECTIONS a m« 3 _ CONT CHORD BAR AT \I ROOF PER 2/S4.51 �I C D E F G H - I SILL REINF TO MATCH LINTEL SILL REIII F C MATCH LINTEL 8'-0" 4'-0' BOT REINF PER SCHEDULE ON BOT REI R SCHEDULE ON v' CONT CHORD AT 2/S4. , 2/54.51. ROOF PER 2/S4.51 rq LINTEL PER SCHEDULE ON 2/S4-51,TYP C - m i m m V) LLJ 0„ ,_01. 12,_0" q,0„ ;, ,_0„ 6'-4" -JAMB PER 5/S4.51 JAMB PER 5/S4.51 LEVEL 1 N J > T�Er L -J L L. 4-1 Q CJ ILL NOTES: REINF BTWN JAMB PER4A/S4.51, BOG PER z 1.FOR TYPICAL WALL REINFORCEMENT SEE DETAILS 1/S4.51&2/S4.51. OPENINGS PER TYP UNO PLAN,TYP -� w DETAIL 1/S4.51,TYP O U FOOTING PER N 2 WALL ELEVATION PLAN,TYP 53.01 3/16"=V-0" D TYP AT HSS ON 3 5 2 55.01 CONNECTION TYP AT HSS ON 8 CORNER PIER MIDDLE PIER 55.01 T.O.CMU HIGH 20'2" - 18'1" 20'-2" - - Project No: 20-041 T.O_BRICK HIGH Dat OVi7122 e: 23 0 Checked By SG TRUSS PER VS3.02 HSS PER PLAN, TRUSS PER 1/S3.02 TYP Drawn By: sM T.O.CMU LOW 6 @ CORNER 6 @MIDDLE 6 @ MIDDLE 6 18-o Sheet Name 54.51 PIER,OPP S4.51 PIER 54.51 PIER S4.51 HSS6x6x5/16 HSS6x6z5/16 HSS6z6x5/16 @CORNER WALL ELEVATIONS PIER TYP @ HSS 3 TO CMU S4.52 a v a CITY APPROVED PL 4'-4" ANS N q,-4"- , „ Q 14'-0" 14'-0" 14'-0" q-0 Reviewed for Code Compliance m E PLANS MUST BE ON JOB SITE o - -LEPELI 0' FOR ALL INSPECTIONS p -0' Sheet No: SOG PER PLAN,TYP FOOTING PER PLAN,TYP S 3.01 c 3 WALL ELEVATION 3/16"=V-0" Page 135 of 319 Page 19 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Masonry Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: 19'-0" Max Lintel at WC Loading Code References Calculations per TMS 402-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information fm 2,000.0 psi Clear Span 19.0 ft Rebar Size 8.0 Fs 24,000.0 psi Beam Depth 4.0 ft #Bars E/F 1 Em=fm 750.0 Thickness 12 in Top Clear 3.0 in Wall Wt Mult. 1.0 End Fixity Fix-Fix Btm Clear 3.0 in Block Type Normal Wt Equiv. Solid Thick 11.60 in #Bar Sets 2 Lateral Wind Load 15.0 psf Wall Weight 132.0 psf Bar Spacing 5.0 in Beam is Fully Braced? Yes E 1,500.0 ksi Shear Reinf Bar Size # 4 Lateral Wall Weight Seismic Factor 0.2980 In 19.333 Shear Reinf Bar Spacing 8.0 in Calculate vertical beam weight? No Ld#1:D(3.30)S(0.350) • • ars eff,2 sets use Uniform Loads Start X End X Dead Load L: Floor Live Lr: Roof Live S:Snow W:Wind E: Earthquake #1 ft 19.0 ft 3.30 0.350 k/ft #2 ft ft k/ft #3 ft ft k/ft #4 ft ft k/ft DESIGN SUMMARY �' • Maximum Stress Ratios... Maximum Moment Actual Allowablek-ft Vertical Lateral SRSS Combination Vertical Loads 0.0 k-ft 0.0 k-ft fb/Fb 0.0 0.0 0.0 : 1.00 for Load Combination fv/Fv 0.0 0.0 0.0 : 1.00 Lateral Loads 0.0 k-ft 0.0 for Load Combination Maximum Shear Actual Allowable Vertical Loads 0.0 psi 0.0 psi for Load Combination Minimum Mn = 1.3 * Fcr* S = 48.360 k-ft Lateral Loads 0.0 psi 0.0 psi for Load Combination Vertical Strength GITAY AP PRE 0 PLANS S 1.580 in g lateral bending four span) As 2 rho 0. 3020 rho 0.003960 np 0 58eviewed fort P liance 0.07656 k: ((np)12+2np)1.5-np 28 k�(fiq �2n�j' i 0.3222 j = 1 -k/3 90 3 0.8926 M:mas=Fb kj b d^2/2 2 0.0 LkANS MUS'rF: -FQlrbal SITE 35.766 k-ft M:Stl = Fs As j d 1 8.535 k-ft M:Stl = Fs As j d 23.447 k-ft FOR ALL INSPECTIONS Page 136 of 319 Page 20 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Masonry Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: 19'-0" Max Lintel at WC Loading Detailed Load Combination Results Load Combinatic Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 137 of 319 Page 21 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Masonry Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: 12'-0" Max Lintel at WC Loading Code References Calculations per TMS 402-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information fm 2,000.0 psi Clear Span 12.0 ft Rebar Size 8.0 Fs 24,000.0 psi Beam Depth 3.0 ft #Bars @ Locations 1 Em=fm 750.0 Thickness 12 in Top Clear 3.0 in Wall Wt Mult. 1.0 End Fixity Fix-Fix Btm Clear 3.0 in Block Type Normal Wt Equiv. Solid Thick 11.60 in #Bar Sets 2 Lateral Wind Load 15.0 psf Wall Weight 132.0 psf Bar Spacing 5.0 in Beam is Fully Braced? Yes E 1,500.0 ksi Shear Reinf Bar Size # 4 Lateral Wall Weight Seismic Factor 0.2980 In 19.333 Shear Reinf Bar Spacing 8.0 in Calculate vertical beam weight? No Ld#1:D(3.30)S(0.350) . 1-#8 bars,2 sets used Uniform Loads Start X End X Dead Load L: Floor Live Lr: Roof Live S:Snow W:Wind E: Earthquake #1 ft 12.0 ft 3.30 0.350 k/ft #2 ft ft k/ft #3 ft ft k/ft #4 ft ft k/ft DESIGN SUMMARY �' • Maximum Stress Ratios... Maximum Moment Actual Allowablek-ft Vertical Lateral SRSS Combination Vertical Loads 0.0 k-ft 0.0 k-ft fb/Fb 0.0 0.0 0.0 : 1.00 for Load Combination fv/Fv 0.0 0.0 0.0 : 1.00 Lateral Loads 0.0 k-ft 0.0 for Load Combination Maximum Shear Actual Allowable Vertical Loads 0.0 psi 0.0 psi for Load Combination Minimum Mn = 1.3 * Fcr* S = 27.203 k-ft Lateral Loads 0.0 psi 0.0 psi for Load Combination Vertical Strength 0� ITAY AP PRE 0 PLANS S 1.580 in g lateral bending four span) As 2 rho 0. 2059 rho 0.007551 np 0 398meviewed fort P fiance 0.1460 k: ((np)12+2np)1.5-np 24 k�(fi� �2n�j' i 0.4137 j = 1 -k/3 91 3 0.8621 M:mas=Fb kj b d^2/2 1 6.8 LkANS MUS'rF: -FQlrbal SITE 16.268 k-ft M:Stl = Fs As j d 7.879 k-ft M:Stl = Fs As j d 15.834 k-ft FOR ALL INSPECTIONS Page 138 of 319 Page 22 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Masonry Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: 12'-0" Max Lintel at WC Loading Detailed Load Combination Results Load Combinatic Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 139 of 319 Page 23 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Masonry Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: 6'-0" Max Lintel at WC Loading Code References Calculations per TMS 402-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information fm 2,000.0 psi Clear Span 6.0 ft Rebar Size 6.0 Fs 24,000.0 psi Beam Depth 2.0 ft #Bars @ Locations 1 Em=fm 750.0 Thickness 12 in Top Clear 3.0 in Wall Wt Mult. 1.0 End Fixity Fix-Fix Btm Clear 3.0 in Block Type Normal Wt Equiv. Solid Thick 11.60 in #Bar Sets 2 Lateral Wind Load 15.0 psf Wall Weight 132.0 psf Bar Spacing 5.0 in Beam is Fully Braced? Yes E 1,500.0 ksi Shear Reinf Bar Size # 4 Lateral Wall Weight Seismic Factor 0.2980 In 19.333 Shear Reinf Bar Spacing 8.0 in Calculate vertical beam weight? No Ld#1:D(3.30)S(0.350) 1-#6 bars,2 sets used Uniform Loads Start X End X Dead Load L: Floor Live Lr: Roof Live S:Snow W:Wind E: Earthquake #1 ft 6.0 ft 3.30 0.350 k/ft #2 ft ft k/ft #3 ft ft k/ft #4 ft ft k/ft DESIGN SUMMARY �' • Maximum Stress Ratios... Maximum Moment Actual Allowablek-ft Vertical Lateral SRSS Combination Vertical Loads 0.0 k-ft 0.0 k-ft fb/Fb 0.0 0.0 0.0 : 1.00 for Load Combination fv/Fv 0.0 0.0 0.0 : 1.00 Lateral Loads 0.0 k-ft 0.0 for Load Combination Maximum Shear Actual Allowable Vertical Loads 0.0 psi 0.0 psi for Load Combination Minimum Mn = 1.3 * Fcr* S = 12.090 k-ft Lateral Loads 0.0 psi 0.0 psi for Load Combination Vertical Strength Z1TY AP PRE 0 PLANS S g lateral be for span) As ^ 0.880 in^2 rho 0. 1802 rho 0.006308 np 0 348�,eVleWed f0�t P liance 0.1220 k: ((np)12+2np)1.5-np .2314 k�(fi� �2n�j' i 0.3868 j = 1 -k/3 92 3 0.8711 M:mas=Fb kj b d^2/2 1.0 LkANS MUS'rF: -FQlrbal SITE 10.244 k-ft M:Stl = Fs As j d 7.054 k-ft M:Stl = Fs As j d 8.911 k-ft FOR ALL INSPECTIONS Page 140 of 319 Page 24 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Masonry Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: 6'-0" Max Lintel at WC Loading Detailed Load Combination Results Load Combinatic Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 141 of 319 Page 25 of 203 lqjff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Masonry Slender Wall Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: NON-BEARING CMU WALL Code References Calculations per TMS 402-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Calculations per TMS 402-16,IBC 2018,CBC 2019,ASCE 7-16 Construction Type: Grouted Hollow Concrete Masonry F'm = 2 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Rs= 0.0 Fr-Rupture = 61.0 psi Rebar"d"distance 3.8125 in Em=fm' = 900.0 Lower Level Rebar. . . Minimum Vertical Steel% = 0.0020 Max%of P bal. = 0.009505 Bar Size # 6 Grout Density = 140 pcf Bar Spacing 16 in Block Weight Normal Weight Wall Weight = 86.0 psf Wall is Solid Grouted One-Story Wall Dimensions A Clear Height = 13.33 ft B Parapet height = ft B Wall Support ConditionTop Free, Bottom Fix Roof Attachment A Floor Attachment Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 15.0 psf Wall Weight Seismic Load Input Method :Factor applied to wall weight entered Seismic factor to be applied to wall weight 0.298 Fp=Wall Wt.` 0.2980 = 25.628 psf CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 142 of 319 Page 26 of 203 lqjff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Masonry Slender Wall Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: NON-BEARING CMU WALL DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination. . . Actual Values. . . Allowable Values. . . PASS Moment Capacity Check Maximum Bending Stress Rato.4926 +0.90D+E Max Mu -2.334 k-ft Phi*Mn 4.737 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 200 Allowable Defl. Ratio 150.0 E Only Max. Deflection 1.601 in /2 for Cantilever PASS Axial Load Check Max Pu/Ag 15.022 psi Max.Allow.Defl. 2.133 in +1.20D+E Location 0.2222 ft 0.2*fm 400.0 psi Reinforcing Limit Check Actual As/bd 0.007213 Max Allow As/bd 0.009505 Maximum Reactions for Load Combination... Top Horizontal 0.0 0.0 k Base Horizontal E Only 341.621 k Vertical Reaction D Only 1.146 k Design Maximum Combinations - Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal Bard' k k k-ft k-ft k-ft in12 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.00 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.00 +1.20D+0.50W at 0.00 to 0.44 1.376 36.624 0.59 0.67 0.90 4.81 0.330 0.0072 0.0090 0.00 +1.20D+W at 0.00 to 0.44 1.376 36.624 0.59 1.36 0.90 4.81 0.330 0.0072 0.0090 0.00 +0.90D+W at 0.00 to 0.44 1.032 36.624 0.59 1.36 0.90 4.74 0.330 0.0072 0.0091 0.00 +1.20D+E at 0.00 to 0.44 1.375 36.624 0.59 2.35 0.90 4.81 0.330 0.0072 0.0090 0.00 +0.90D+E at 0.00 to 0.44 1.031 36.624 0.59 2.33 0.90 4.74 0.330 0.0072 0.0091 0.00 Design Maximum Combinations - Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft in^4 inA4 inA4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W at 12.89 to 13.33 0.038 0.59 0.00 443.30 41.93 443.300 0.149 2,140.1 +D+0.450W at 12.89 to 13.33 0.038 0.59 0.00 443.30 41.93 443.300 0.058 5,474.6 +0.60D+0.60W at 12.89 to 13.33 0.023 0.59 0.00 443.30 41.90 443.300 0.149 2,146.3 +D+0.70E at 12.89 to 13.33 0.039 0.59 0.00 443.30 41.93 443.300 0.901 355.0 +D+0.5250E at 12.89 to 13.33 0.039 0.59 0.00 443.30 41.93 443.300 0.493 649.3 +0.60D+0.70E at 12.89 to 13.33 0.024 0.59 0.00 443.30 41.90 443.300 0.895 357.5 W Only at 12.89 to 13.33 0.001 0.59 0.00 443.30 41.87 443.300 0.621 515.5 E Only at 12.89 to 13.33 0.003 0.59 0.00 443.30 41.87 443.300 1.601 199.8 Reactions -Vertical & Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only K 1.146 k +D+0.60W CITY APPROVED PLANS 1.146 k +D+0.450W 0.1 k 0.00 k 1.146 k +0.60D+0.60W Reviewed for Code Compliame 0.688 k +D+0.70E 0.2 k 0.00 k 1.146 k +D+0.5250E PLANS MUST BE ON JOB WF, 1.146 k +0.60D+0.70E 0.2 k 0.00 k 0.688 k WOnly 0.21FOR ALL INSPECTION' .00 k 0.000 k Page 143 of 319 Page 27 of 203 lqjff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Masonry Slender Wall Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: NON-BEARING CMU WALL E Only 0.3 k 0.00 k 0.000 k CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 144 of 319 Page 28 of 203 1qJff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: BM 1, TW= 27.67ft CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 950.Oksi Wood Species DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend-yy 850.Oksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing Beam bracing is defined as a set spacing overall spans Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft S 0.9080,).0 0.5534 S(0.69 D(0.5534)S(0.69175)W(-1.32816) D(0.5534)S(0.69175)W(-1.32816) 5.5x22.5 5.5x22.5 5.5x22.5 Span=6.250 ft Span=11.250 ft Span=13.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D=0.020, S =0.0250, W=-0.0480 ksf, Tributary Width =27.670 ft Load for Span Number 2 Uniform Load : D=0.020, S =0.0250, W=-0.0480 ksf, Tributary Width =27.670 ft Load for Span Number 3 Uniform Load : D=0.020, S =0.0250, W=-0.0480 ksf, Tributary Width =27.670 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.4661 Maximum Shear Stress Ratio = 0.340 : 1 Section used for this span 5.5x22.5 Section used for this span 5.5x22.5 fb:Actual = 984.48 psi fv:Actual = 103.51 psi Fb:Allowable = 2,111.59psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.000ft Location of maximum on span = 4.412 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.133 in Ratio= 1128> 480 Span:3:S Only Max Upward Transient Deflection Max Downward Total Deflection 01�iry Rio,� �� +p+I Max Upward Total Deflection 0 7 6 Maximum Forces&Stresses for I oad ombi atio Load Combination Max Stress Ratio iuviuNuFfor es Shear values Segment Length Span# M V Cd CF Ci Cr Cm C C M fb Fb V fv Fv D Only JRT0.00 0.00 0.00 0.00 Length=1.996 ft 1 0.018 0.059 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.16 29.88 1 60.31 1.16 14.04 238.50 Length=1.996 ft 1 0.072 0.130 0.90 "OorO.R§ 1 01 1 Jw 1$90 (&'��1D'4'0'`� 268.93 1 60.31 2.56 38.03 238.50 Length=1.996 ft 1 0.162 0.130 0.90 1.00 ba 1�. gL1.tiJ0`� �y`60' Length=0.2626 ft 1 0.176 0.130 a�� . O n11.33 293.04 1664.41 2.56 31.03 238.50 Page 29 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: BM 1, TW= 27.67ft Maximum Forces &Stresses for Load Combinations Load Combination Max btress Katios Moment Values Shear Values Segment Length Span# M V Cd CFV C i Cr Cm C t CL M fb Fb V fv Fv Length= 1.702 ft 2 0.177 0.130 0.90 0.993 1.00 1.00 1.00 1.00 1.00 11.33 293.04 1652.55 2.47 31.03 238.50 Length=1.985 ft 2 0.097 0.130 0.90 0.993 1.00 1.00 1.00 1.00 1.00 6.19 160.07 1652.55 2.47 31.03 238.50 Length=1.985 ft 2 0.036 0.130 0.90 0.993 1.00 1.00 1.00 1.00 1.00 2.31 59.85 1652.55 1.38 31.03 238.50 Length=1.985 ft 2 0.022 0.130 0.90 0.993 1.00 1.00 1.00 1.00 1.00 1.42 36.81 1652.55 0.93 31.03 238.50 Length=2.080 ft 2 0.072 0.130 0.90 0.993 1.00 1.00 1.00 1.00 1.00 4.61 119.14 1652.55 1.97 31.03 238.50 Length=1.513 ft 2 0.133 0.175 0.90 0.993 1.00 1.00 1.00 1.00 1.00 8.50 219.78 1652.55 3.45 41.84 238.50 Length=0.4454 ft 3 0.135 0.175 0.90 0.976 1.00 1.00 1.00 1.00 1.00 8.50 219.78 1625.73 3.45 41.84 238.50 Length=2.004 ft 3 0.104 0.175 0.90 0.976 1.00 1.00 1.00 1.00 1.00 6.56 169.61 1625.73 3.45 41.84 238.50 Length=2.004 ft 3 0.070 0.175 0.90 0.976 1.00 1.00 1.00 1.00 1.00 5.72 147.99 2109.05 3.06 41.84 238.50 Length=2.004 ft 3 0.103 0.175 0.90 0.976 1.00 1.00 1.00 1.00 1.00 8.37 216.39 2109.05 1.90 41.84 238.50 Length=2.004 ft 3 0.108 0.175 0.90 0.976 1.00 1.00 1.00 1.00 1.00 8.84 228.52 2109.05 0.74 41.84 238.50 Length=2.004 ft 3 0.106 0.175 0.90 0.976 1.00 1.00 1.00 1.00 1.00 8.68 224.52 2109.05 1.59 41.84 238.50 Length=2.004 ft 3 0.082 0.175 0.90 0.976 1.00 1.00 1.00 1.00 1.00 6.67 172.39 2109.05 2.17 41.84 238.50 Length=0.7794 ft 3 0.028 0.175 0.90 0.976 1.00 1.00 1.00 1.00 1.00 2.32 59.99 2109.05 2.17 41.84 238.50 +D+S 0.976 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.996 ft 1 0.051 0.164 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.19 108.47 2119.74 4.13 50.06 304.75 Length=1.996 ft 1 0.198 0.311 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.19 418.72 2119.74 7.82 94.78 304.75 Length=1.996 ft 1 0.428 0.340 1.15 1.000 1.00 1.00 1.00 1.00 1.00 35.11 907.99 2119.74 8.54 103.51 304.75 Length=0.2626 ft 1 0.463 0.340 1.15 1.000 1.00 1.00 1.00 1.00 1.00 38.07 984.48 2126.53 8.54 103.51 304.75 Length=1.702 ft 2 0.466 0.340 1.15 0.993 1.00 1.00 1.00 1.00 1.00 38.07 984.48 2111.59 6.85 103.51 304.75 Length=1.985 ft 2 0.297 0.340 1.15 0.993 1.00 1.00 1.00 1.00 1.00 24.23 626.48 2111.59 6.85 103.51 304.75 Length=1.985ft 2 0.158 0.340 1.15 0.993 1.00 1.00 1.00 1.00 1.00 12.89 333.31 2111.59 4.45 103.51 304.75 Length=1.985ft 2 0.080 0.340 1.15 0.993 1.00 1.00 1.00 1.00 1.00 6.57 169.77 2111.59 1.92 103.51 304.75 Length=2.080 ft 2 0.113 0.340 1.15 0.993 1.00 1.00 1.00 1.00 1.00 9.26 239.42 2111.59 2.89 103.51 304.75 Length=1.513 ft 2 0.191 0.340 1.15 0.993 1.00 1.00 1.00 1.00 1.00 15.63 404.08 2111.59 7.34 103.51 304.75 Length=0.4454 ft 3 0.195 0.340 1.15 0.976 1.00 1.00 1.00 1.00 1.00 15.63 404.08 2077.32 7.34 103.51 304.75 Length=2.004 ft 3 0.143 0.340 1.15 0.976 1.00 1.00 1.00 1.00 1.00 11.47 296.71 2077.32 7.34 103.51 304.75 Length=2.004 ft 3 0.140 0.340 1.15 0.976 1.00 1.00 1.00 1.00 1.00 14.54 376.03 2694.90 6.49 103.51 304.75 Length=2.004 ft 3 0.191 0.340 1.15 0.976 1.00 1.00 1.00 1.00 1.00 19.89 514.22 2694.90 3.94 103.51 304.75 Length=2.004 ft 3 0.198 0.340 1.15 0.976 1.00 1.00 1.00 1.00 1.00 20.65 533.90 2694.90 1.39 103.51 304.75 Length=2.004 ft 3 0.193 0.340 1.15 0.976 1.00 1.00 1.00 1.00 1.00 20.12 520.29 2694.90 3.71 103.51 304.75 Length=2.004 ft 3 0.146 0.340 1.15 0.976 1.00 1.00 1.00 1.00 1.00 15.25 394.24 2694.90 4.98 103.51 304.75 Length=0.7794 ft 3 0.050 0.340 1.15 0.976 1.00 1.00 1.00 1.00 1.00 5.26 136.08 2694.90 4.98 103.51 304.75 +D+0.750S 0.976 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.996 ft 1 0.042 0.135 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.44 88.83 2119.74 3.39 41.06 304.75 Length=1.996 ft 1 0.162 0.256 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.30 343.92 2119.74 6.44 78.10 304.75 Length=1.996 ft 1 0.353 0.280 1.15 1.000 1.00 1.00 1.00 1.00 1.00 28.94 748.22 2119.74 7.04 85.39 304.75 Length=0.2626 ft 1 0.382 0.280 1.15 1.000 1.00 1.00 1.00 1.00 1.00 31.39 811.62 2126.53 7.04 85.39 304.75 Length=1.702 ft 2 0.384 0.280 1.15 0.993 1.00 1.00 1.00 1.00 1.00 31.39 811.62 2111.59 5.76 85.39 304.75 Length=1.985 ft 2 0.241 0.280 1.15 0.993 1.00 1.00 1.00 1.00 1.00 19.72 509.88 2111.59 5.76 85.39 304.75 Length=1.985 ft 2 0.125 0.280 1.15 0.993 1.00 1.00 1.00 1.00 1.00 10.25 264.94 2111.59 3.68 85.39 304.75 Length=1.985 ft 2 0.063 0.280 1.15 0.993 1.00 1.00 1.00 1.00 1.00 5.11 132.02 2111.59 1.50 85.39 304.75 Length=2.080 ft 2 0.099 0.280 1.15 0.993 1.00 1.00 1.00 1.00 1.00 8.10 209.35 2111.59 2.66 85.39 304.75 Length=1.513 ft 2 0.170 0.280 1.15 0.993 1.00 1.00 1.00 1.00 1.00 13.84 358.01 2111.59 6.37 85.39 304.75 Length=0.4454 ft 3 0.172 0.280 1.15 0.976 1.00 1.00 1.00 1.00 1.00 13.84 358.01 2077.32 6.37 85.39 304.75 Length=2.004 ft 3 0.128 0.280 1.15 0.976 1.00 1.00 1.00 1.00 1.00 10.25 264.94 2077.32 6.37 85.39 304.75 Length=2.004 ft 3 0.118 0.280 1.15 0.976 1.00 1.00 1.00 1.00 1.00 12.34 319.02 2694.90 5.63 85.39 304.75 Length=2.004 ft 3 0.163 0.280 94.90 3.43 85.39 304.75 Length=2.004 ft 3 0.126 0.280 1.T5 0.976 1.00 1.00 1.00b1.00 1.00 13.10 338 94.90 4.28 85.39 304.75 Length=0.7794 ft 3 0.043 0.280 1.15 976 • 1.00 ,1 ¢ 1.0 1. 1�9p_-_ bl an117e06 2111.28 94.90 4.28 85.39 304.75 +D+0.60W okv1ewQ060r1. Q 01. /i 1 (: 0.00 0.00 0.00 0.00 Length=1.996 ft 1 0.003 0.012 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.43 11.16 313.32 0.43 5.24 424.00 Length=1.996 ft 1 0.012 0.025 1.6(�OAN SOM USTOCB C��JOB�B SIT 313.32 0.86 10.48 424.00 Length=1.996 ft 1 0.026 0.027 1.60 1.000 1.00 1.00 1.00 1.00 0.99 f3.88 100.43 313.32 0.96 11.59 424.00 Length=1.7026 ft 1 0.029 0.027 1.60 1.99 I d L1 IN EYEW�I�J2CiN�+ 109.43 311.28 0.92 11.59 424.00 3 0.96 11.59 424.00 Length=1.702 ft 2 0.029 0.027 1.60 0.99 �. J� �7 Length=1.985 ft 2 0.016 0.027 0.92 11.59 424.00 age 46 o 9 Page 30 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: BM 1, TW= 27.67ft Maximum Forces &Stresses for Load Combinations Load Combination Max btress Katios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb Fb V fv Fv Length= 1.985 ft 2 0.006 0.027 1.60 0.993 1.00 1.00 1.00 1.00 0.99 0.86 22.35 3811.28 0.51 11.59 424.00 Length=1.985 ft 2 0.004 0.027 1.60 0.993 1.00 1.00 1.00 1.00 0.99 0.53 13.74 3811.28 0.35 11.59 424.00 Length=2.080 ft 2 0.012 0.027 1.60 0.993 1.00 1.00 1.00 1.00 0.99 1.72 44.49 3811.28 0.74 11.59 424.00 Length=1.513 ft 2 0.022 0.037 1.60 0.993 1.00 1.00 1.00 1.00 0.99 3.17 82.07 3811.28 1.29 15.62 424.00 Length=0.4454 ft 3 0.022 0.037 1.60 0.976 1.00 1.00 1.00 1.00 1.00 3.17 82.07 3749.42 1.29 15.62 424.00 Length=2.004 ft 3 0.017 0.037 1.60 0.976 1.00 1.00 1.00 1.00 0.99 2.45 63.34 3749.42 1.29 15.62 424.00 Length=2.004 ft 3 0.019 0.037 1.60 0.976 1.00 1.00 1.00 1.00 0.99 2.14 55.26 2890.18 1.14 15.62 424.00 Length=2.004 ft 3 0.028 0.037 1.60 0.976 1.00 1.00 1.00 1.00 0.99 3.12 80.81 2890.18 0.71 15.62 424.00 Length=2.004 ft 3 0.030 0.037 1.60 0.976 1.00 1.00 1.00 1.00 0.99 3.30 85.34 2890.18 0.28 15.62 424.00 Length=2.004 ft 3 0.029 0.037 1.60 0.976 1.00 1.00 1.00 1.00 0.99 3.24 83.84 2890.18 0.59 15.62 424.00 Length=2.004 ft 3 0.022 0.037 1.60 0.976 1.00 1.00 1.00 1.00 0.99 2.49 64.38 2890.18 0.81 15.62 424.00 Length=0.7794 ft 3 0.008 0.037 1.60 0.976 1.00 1.00 1.00 1.00 1.00 0.87 22.40 2890.18 0.81 15.62 424.00 +D+0.450W 0.976 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.996 ft 1 0.000 0.001 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.03 0.90 3813.32 0.03 0.42 424.00 Length=1.996 ft 1 0.001 0.002 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.14 3.59 3813.32 0.07 0.84 424.00 Length=1.996 ft 1 0.002 0.002 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.31 8.09 3813.32 0.08 0.93 424.00 Length=0.2626 ft 1 0.002 0.002 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.34 8.81 3836.83 0.08 0.93 424.00 Length=1.702 ft 2 0.002 0.002 1.60 0.993 1.00 1.00 1.00 1.00 0.99 0.34 8.81 3811.28 0.07 0.93 424.00 Length=1.985 ft 2 0.001 0.002 1.60 0.993 1.00 1.00 1.00 1.00 0.99 0.19 4.81 3811.28 0.07 0.93 424.00 Length=1.985 ft 2 0.000 0.002 1.60 0.993 1.00 1.00 1.00 1.00 0.99 0.07 1.80 3811.28 0.04 0.93 424.00 Length=1.985 ft 2 0.000 0.002 1.60 0.993 1.00 1.00 1.00 1.00 0.99 0.04 1.11 3811.28 0.03 0.93 424.00 Length=2.080 ft 2 0.001 0.002 1.60 0.993 1.00 1.00 1.00 1.00 0.99 0.14 3.58 3811.28 0.06 0.93 424.00 Length=1.513 ft 2 0.002 0.003 1.60 0.993 1.00 1.00 1.00 1.00 0.99 0.26 6.61 3811.28 0.10 1.26 424.00 Length=0.4454 ft 3 0.002 0.003 1.60 0.976 1.00 1.00 1.00 1.00 1.00 0.26 6.61 3749.42 0.10 1.26 424.00 Length=2.004 ft 3 0.001 0.003 1.60 0.976 1.00 1.00 1.00 1.00 0.99 0.20 5.10 3749.42 0.10 1.26 424.00 Length=2.004 ft 3 0.002 0.003 1.60 0.976 1.00 1.00 1.00 1.00 0.99 0.17 4.45 2890.18 0.09 1.26 424.00 Length=2.004 ft 3 0.002 0.003 1.60 0.976 1.00 1.00 1.00 1.00 0.99 0.25 6.51 2890.18 0.06 1.26 424.00 Length=2.004 ft 3 0.002 0.003 1.60 0.976 1.00 1.00 1.00 1.00 0.99 0.27 6.87 2890.18 0.02 1.26 424.00 Length=2.004 ft 3 0.002 0.003 1.60 0.976 1.00 1.00 1.00 1.00 0.99 0.26 6.75 2890.18 0.05 1.26 424.00 Length=2.004 ft 3 0.002 0.003 1.60 0.976 1.00 1.00 1.00 1.00 0.99 0.20 5.18 2890.18 0.07 1.26 424.00 Length=0.7794 ft 3 0.001 0.003 1.60 0.976 1.00 1.00 1.00 1.00 1.00 0.07 1.80 2890.18 0.07 1.26 424.00 +D+0.750S+0.450W 0.976 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.996 ft 1 0.020 0.063 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.24 58.05 2944.58 2.19 26.60 424.00 Length=1.996 ft 1 0.075 0.116 1.60 1.000 1.00 1.00 1.00 1.00 0.99 8.54 220.80 2944.58 4.06 49.19 424.00 Length=1.996 ft 1 0.160 0.126 1.60 1.000 1.00 1.00 1.00 1.00 0.99 18.22 471.20 2944.58 4.41 53.43 424.00 Length=0.2626 ft 1 0.172 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 19.71 509.77 2958.12 4.41 53.43 424.00 Length=1.702 ft 2 0.174 0.126 1.60 0.993 1.00 1.00 1.00 1.00 1.00 19.71 509.77 2937.86 3.21 53.43 424.00 Length=1.985 ft 2 0.117 0.126 1.60 0.993 1.00 1.00 1.00 1.00 0.99 13.34 345.00 2937.86 3.21 53.43 424.00 Length=1.985 ft 2 0.069 0.126 1.60 0.993 1.00 1.00 1.00 1.00 0.99 7.86 203.30 2937.86 2.26 53.43 424.00 Length=1.985 ft 2 0.038 0.126 1.60 0.993 1.00 1.00 1.00 1.00 0.99 4.36 112.70 2937.86 1.27 53.43 424.00 Length=2.080 ft 2 0.029 0.126 1.60 0.993 1.00 1.00 1.00 1.00 0.99 3.35 86.62 2937.86 0.63 53.43 424.00 Length=1.513 ft 2 0.045 0.126 1.60 0.993 1.00 1.00 1.00 1.00 1.00 5.09 131.61 2937.86 2.81 53.43 424.00 Length=0.4454 ft 3 0.046 0.126 1.60 0.976 1.00 1.00 1.00 1.00 1.00 5.09 131.61 2890.18 2.81 53.43 424.00 Length=2.004 ft 3 0.031 0.126 1.60 0.976 1.00 1.00 1.00 1.00 0.99 3.49 90.22 2890.18 2.81 53.43 424.00 Length=2.004 ft 3 0.044 0.126 1.60 0.976 1.00 1.00 1.00 1.00 0.99 6.44 166.58 3749.42 2.48 53.43 424.00 Length=2.004 ft 3 0.058 0.126 1.60 0.976 1.00 1.00 1.00 1.00 0.99 8.39 216.86 3749.42 1.47 53.43 424.00 Length=2.004 ft 3 0.059 0.126 1.60 0.976 1.00 1.00 1.00 1.00 0.99 8.60 222.50 3749.42 0.54 53.43 424.00 Length=2.004 ft 3 0.057 0.126 1 Rn n q7Q 1 nn 1 nn 1 nn 1 nn n qq R 91r,n7 49.42 1.54 53.43 424.00 Length=2.004 3 49.42 2.04 53.43 424.00 Length=0.777794tft 3 0.015 0.126 1 6 i77V 110(09 1�b1V1� o P.ILA 3 49.42 2.04 53.43 424.00 +0.60D+0.60W 0.976 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.996 ft 1 0.0224 0.051 1.60'1�.RV1 a Q0IT0kdQ'QQ6 n Iian' 5 3 13.32 1.79 21.71 424.00 424.00 Length=1.996 ft 1 0.055 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0...99h9 8.04 h208.00 3 13.32 1.98 24.00 424.00 Length=0.2626 ft 1 0.059 0.057 1.6(�0A N S0M V'S'r0`B BON JOB S PTE5 3 36.83 1.98 24.00 424.00 Length=1.702 ft 2 0.059 0.057 1.60 0.993 1.00 1.00 1.00 1.00 00.999 f8..766 226.65 3 11.28 1.91 24.00 424.00 Length=1.985 ft 2 0.032 0.057 1.60 I-QO Length=1.985 ft 2 0.012 0.057 1.60 0.99 �06� AdaL1 AUI 1J0EYEW 1 I lU/19�1 S 146.29 3 11.28 1.06 24.00 424.00 Length=1.985 ft 2 0.007 0.057 Q O 11.28 0.72 24.00 424.00 a -Rg47 Page 31 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: BM 1, TW= 27.67ft Maximum Forces &Stresses for Load Combinations Load Combination Max btress Katos Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb Fb V fv Fv Length=2.080 ft 2 0.024 0.057 1.60 0.993 1.00 1.00 1.00 1.00 0.99 3.56 92.15 3811.28 1.52 24.00 424.00 Length=1.513 ft 2 0.045 0.076 1.60 0.993 1.00 1.00 1.00 1.00 0.99 6.57 169.99 3811.28 2.67 32.36 424.00 Length=0.4454 ft 3 0.045 0.076 1.60 0.976 1.00 1.00 1.00 1.00 1.00 6.57 169.99 3749.42 2.67 32.36 424.00 Length=2.004 ft 3 0.035 0.076 1.60 0.976 1.00 1.00 1.00 1.00 0.99 5.07 131.18 3749.42 2.67 32.36 424.00 Length=2.004 ft 3 0.040 0.076 1.60 0.976 1.00 1.00 1.00 1.00 0.99 4.43 114.46 2890.18 2.37 32.36 424.00 Length=2.004 ft 3 0.058 0.076 1.60 0.976 1.00 1.00 1.00 1.00 0.99 6.47 167.36 2890.18 1.47 32.36 424.00 Length=2.004 ft 3 0.061 0.076 1.60 0.976 1.00 1.00 1.00 1.00 0.99 6.84 176.75 2890.18 0.57 32.36 424.00 Length=2.004 ft 3 0.060 0.076 1.60 0.976 1.00 1.00 1.00 1.00 0.99 6.72 173.65 2890.18 1.23 32.36 424.00 Length=2.004 ft 3 0.046 0.076 1.60 0.976 1.00 1.00 1.00 1.00 0.99 5.16 133.33 2890.18 1.68 32.36 424.00 Length=0.7794 ft 3 0.016 0.076 1.60 0.976 1.00 1.00 1.00 1.00 1.00 1.79 46.40 2890.18 1.68 32.36 424.00 +0.60D 0.976 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.996 ft 1 0.006 0.020 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.69 17.93 2944.58 0.69 8.42 424.00 Length=1.996 ft 1 0.024 0.040 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.77 71.72 2944.58 1.39 16.84 424.00 Length=1.996 ft 1 0.055 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.24 161.36 2944.58 1.54 18.62 424.00 Length=0.2626 ft 1 0.059 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.80 175.82 2958.12 1.54 18.62 424.00 Length=1.702 ft 2 0.060 0.044 1.60 0.993 1.00 1.00 1.00 1.00 1.00 6.80 175.82 2937.86 1.48 18.62 424.00 Length=1.985 ft 2 0.033 0.044 1.60 0.993 1.00 1.00 1.00 1.00 0.99 3.71 96.04 2937.86 1.48 18.62 424.00 Length=1.985 ft 2 0.012 0.044 1.60 0.993 1.00 1.00 1.00 1.00 0.99 1.39 35.91 2937.86 0.83 18.62 424.00 Length=1.985 ft 2 0.008 0.044 1.60 0.993 1.00 1.00 1.00 1.00 0.99 0.85 22.08 2937.86 0.56 18.62 424.00 Length=2.080 ft 2 0.024 0.044 1.60 0.993 1.00 1.00 1.00 1.00 0.99 2.76 71.48 2937.86 1.18 18.62 424.00 Length=1.513 ft 2 0.045 0.059 1.60 0.993 1.00 1.00 1.00 1.00 1.00 5.10 131.87 2937.86 2.07 25.10 424.00 Length=0.4454 ft 3 0.046 0.059 1.60 0.976 1.00 1.00 1.00 1.00 1.00 5.10 131.87 2890.18 2.07 25.10 424.00 Length=2.004 ft 3 0.035 0.059 1.60 0.976 1.00 1.00 1.00 1.00 0.99 3.94 101.77 2890.18 2.07 25.10 424.00 Length=2.004 ft 3 0.024 0.059 1.60 0.976 1.00 1.00 1.00 1.00 0.99 3.43 88.79 3749.42 1.84 25.10 424.00 Length=2.004 ft 3 0.035 0.059 1.60 0.976 1.00 1.00 1.00 1.00 0.99 5.02 129.83 3749.42 1.14 25.10 424.00 Length=2.004 ft 3 0.037 0.059 1.60 0.976 1.00 1.00 1.00 1.00 0.99 5.30 137.11 3749.42 0.44 25.10 424.00 Length=2.004 ft 3 0.036 0.059 1.60 0.976 1.00 1.00 1.00 1.00 0.99 5.21 134.71 3749.42 0.95 25.10 424.00 Length=2.004 ft 3 0.028 0.059 1.60 0.976 1.00 1.00 1.00 1.00 0.99 4.00 103.43 3749.42 1.30 25.10 424.00 Length=0.7794 ft 3 0.010 0.059 1.60 0.976 1.00 1.00 1.00 1.00 1.00 1.39 35.99 3749.42 1.30 25.10 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.1809 0.000 0.0000 0.000 2 0.0000 0.000 +D+S -0.0313 4.443 +D+S 3 0.0632 7.126 0.0000 4.443 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 20.810 14.778 7.247 Overall MINimum -5.524 4.498 -2.477 D Only 7.142 7.497 3.202 +D+S 20.810 14.778 7.247 +D+0.750S 17.393 12.958 6.236 +D+0.60W -2.667 -2.800 -1.196 +D+0.450W -0.215 -0.225 -0.096 +D+0.750S+0.450W 10.037 5.235 2.937 +0.60D+0.60W -5.524 -5.799 -2.477 +0.60D 4.285 4.498 1.921 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 148 of 319 Page 32 of 203 1qJff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: BM-2 -6'-0" Max Span, Worst Case TW = 27.67' CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 950.Oksi Wood Species DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend-yy 850.Oksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.5534)S(0.69175)W(-1.32816) -&U i 3.5x9 Span=6.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.020, S =0.0250, W=-0.0480 ksf, Tributary Width =27.670 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.518: 1 Maximum Shear Stress Ratio = 0.441 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb:Actual = 1,430.83 psi fv:Actual = 134.47 psi Fb:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio= 1358> 480 Span: 1 :S Only Max Upward Transient Deflection -0.102 in Ratio= 707>=480 Span: 1 :W Only Max Downward Total Deflection 0.096 in Ratio= 750>=240 Span: 1 :+D+S Max Upward Total Deflection -0.035 in Ratio= 2039> 240 Span: 1 :+0.60D+0.60W Maximum Forces &Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fV F'v D Only 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.296 0.252 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.52 640.26 2160.00 1.26 60.17 238.50 +D+S 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.518 0.441 1 1 rT0,y 1�1�f Rplv�.p PLAN 60.00 2.82 134.47 304.75 +D+0.750S 1. 0 0 1. 1. 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.447 0.380 1.15 000 . 1.00 1. 1.0 1. 1 0 4.8G 1,233.19 2 60.00 2.43 115.89 304.75 +D+0.60w avle" o or Q e 1 mpllance 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.091 0.060 1.60 1.000 1.00M1.00 1.00 1.00 11.00 (1.07 2770.448 2 60.00 0.53 25.42 424.00 +D LengtOh=6.0 ft 1 0.014 0.009 1.60 T'dU0'V . o "1 rD 1.0� . 0�1� 6 17 `�142 n 2 60.00 0.08 4.022 424.00 +D+0.750S+0.45OW 1.000 1.00 �1.0�0� 1.101s0. 1.001.00 A 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.143 0.122 1.60 1.Oo(FQR A�LO L1 tN SREGT I(DNS 550.13 3 40.00 1.09 51.70 424.00 +0.60D+0.60W 4 Ann 4 An 4 An 4 An 4 An 4 An 0.00 0.00 0.00 0.00 Page 149 of 319 Page 33 of 203 lqjff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: BM-2 -6'-0" Max Span, Worst Case TW = 27.67' Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length=6.0 ft 1 0.178 0.117 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.07 526.58 2960.00 1.04 49.49 424.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.100 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.51 384.16 3840.00 0.76 36.10 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 W Only -0.1018 3.022 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.756 3.756 Overall MINimum -1.382 -1.382 D Only 1.681 1.681 +D+S 3.756 3.756 +D+0.750S 3.237 3.237 +D+0.60W -0.710 -0.710 +D+0.450W -0.112 -0.112 +D+0.750S+0.450W 1.444 1.444 +0.60D+0.60W -1.382 -1.382 +0.60D 1.008 1.008 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 150 of 319 Page 34 of 203 lqjff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: BM 3, TW = 10.75ft CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 950.Oksi Wood Species DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend-yy 850.Oksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling S 0.3790,0.0 5.5x12 5.5x12 Span=4.750 ft Span=10.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : S=0.1660 k/ft Varying Uniform Load : S=0.3790->O.0 k/ft, Extent=0.0-->>9.50 ft Load for Span Number 1 Uniform Load : D=0.020, S =0.0350, W=-0.0480 ksf, Tributary Width = 10.750 ft Load for Span Number 2 Uniform Load : D=0.020, S = 0.0350, W=-0.0480 ksf, Tributary Width = 10.750 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5241 Maximum Shear Stress Ratio = 0.344 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb:Actual = 1,115.19 psi fv:Actual = 104.88 psi Fb:Allowable = 2,127.50psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.750ft Location of maximum on span = 4.750 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.108 in Ratio= 1054> 480 Span:2:S Only Max Upward Transient Deflection -0.045 in Ratio= 2756-480 Span:2:W Only Max Downward Total Deflection Max Upward Total Deflection �IVR�Io- hfu �+ .60 + .LMaximum Forces &Stresses for ft oadinati nations V Load Combination Max Stress Hatomen a ues Shear Values Segment Length Span# M V Cd P'4]q1YieWedr fbr_riageCP Fb V fv Fv D Only �L 0.00 0.00 0.00 0.00 Length=4.750 ft 1 0.141 0.115 0.9rP1I.AN&M USToIB EDdOM JOB S ME 1 65.00 1.20 27.37 238.50 Length=10.250 ft 2 0.141 0.115 0.90 1.000 ((1.00 1.00 1.00 1.00 1.00 2.59 235.17 1 65.00 1.20 27.37 238.50 +D Length=4.750 ft 1 0.524 0.344 1.15 1.00 `T.� A, 0.00 �1.V0`$.00�`60' I1 ,115.19 2127.50 4.610 104.88 304.0.00 075 Length=10.250 ft 2 0.524 0.344 .0Pa Q . O �12.27 1,115.19 2127.50 4.61 104.88 304.75 Page 35 of 203 lqjff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: BM 3, TW = 10.75ft Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb Fb V fV Fv +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.750 ft 1 0.421 0.281 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.85 895.18 2127.50 3.76 85.51 304.75 Length=10.250 ft 2 0.421 0.281 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.85 895.18 2127.50 3.76 85.51 304.75 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.750 ft 1 0.021 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.91 82.35 3840.00 0.42 9.58 424.00 Length=10.250 ft 2 0.021 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.91 82.35 3840.00 0.42 9.58 424.00 +D+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.750 ft 1 0.001 0.001 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 2.97 3840.00 0.02 0.35 424.00 Length=10.250 ft 2 0.001 0.001 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 2.97 3840.00 0.02 0.35 424.00 +D+0.750S+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.750 ft 1 0.222 0.136 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.23 657.05 2960.00 2.54 57.79 424.00 Length=10.250 ft 2 0.222 0.136 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.23 657.05 2960.00 2.54 57.79 424.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.750 ft 1 0.046 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.94 176.42 3840.00 0.90 20.53 424.00 Length=10.250 ft 2 0.046 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.94 176.42 3840.00 0.90 20.53 424.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.750 ft 1 0.048 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.55 141.10 2960.00 0.72 16.42 424.00 Length=10.250 ft 2 0.048 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.55 141.10 2960.00 0.72 16.42 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+^Defl Location in Span +D+S 1 0.1176 0.000 W Only -0.0012 4.750 +D+S 2 0.0450 6.184 W Only -0.0446 5.784 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 10.547 2.827 Overall MINimum -1.888 -0.692 D Only 2.517 0.923 +D+S 10.547 2.827 +D+0.750S 8.539 2.351 +D+0.60W -0.881 -0.323 +D+0.450W -0.032 -0.012 +D+0.750S+0.450W 5.991 1.416 +0.60D+0.60W -1.888 -0.692 +0.60D 1.510 0.554 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 152 of 319 Page 36 of 203 1qJff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: Wood Column Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: BM 4 - 18.5' @ OPENING Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 5.5x12 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Western Overall Column Height 18.5 ft Wood Member Type GLB (Used for non-slender calculations) Exact Width In Allow Stress Modification Factors Wood Species DF/DF 5.50 Wood Grade 24F-V4 Exact Depth 12.0 in Cf or Cv for Bending 1.0 Area 66.0 in12 Cf or Cv for Compressiol 1.0 Fb+ 2,400.0 psi Fv 265.0 psi Ix 792.0 in14 Cf or Cv for Tension 1.0 Fb- 1,850.0psi Ft 1,100.0 psi Fc-Prll 1,650.0 psi Density 31.210 pcf Iy 166375 in^4 Cm :Wet Use Factor 1.0 . Fc-Per Ct:Temperature Fact 1.0 p 650.0 psi Cfu : Flat Use Factor 1.0 E:Modulus of Elasticity. . . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,800.0 1,600.0 1,800.0 ksi Use Cr: Repetitive? No Minimum 950.0 850.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=I Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=I Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 264.635 Ibs* Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating My-y,W=0.1920 k/ft Lat. Uniform Load creating Mx-x, D=0.250, S=0.3130 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8526: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750S+0.450W Top along Y-Y 5.208 k Bottom along Y-Y 5.208 k Governing NDS Forftlap+Mxx+Myy, NDS Eq.3.9- Top along X-� 1.776 k Bottom along X-X 1.776 k Location of max.above base 9.188 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 1.052 in at 9.312 ft above base Applied Axial 0.2646 k for load combination: +D+S Applied Mx 20.737 k-ft Applied My 3.696 k-ft Along X-X 1.921 in at 9.312 ft above base Fc:Allowable 469.168 psi for load combination:W Only Other Factors used to calculate allowable stresses. .. PASS Maximum Shear Stress Ratio= 0.3884: 1 Bending Compression Tension Load Combination +D+S Location of max.above base 0.0 ft Applied Design Shear 118.358 psi Allowable Shear 304.750 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C Stress Ratio Status Location 10. Ratio Status Location D Only 0 0 .3 ft204 PASS 0.0 ft +D+S 1 5 .2 0.81113 P S .1 884 PASS 0.0 ft +D+0.750S 1 50 0.24a 6987 PAS 9.18 ft 344 PASS 0.0 ft +D+0.60W 1 06 R6viewed a Core ianc240 PASS 0.0 ft +D+0.450W 1 00 0.178 0.5877 PASS 9.188 ft 240 PASS 0.0 ft +D+0.750.6 0.450W 1 00P1O1 �1S M o BMAN �":I�nftSIT4403 PASS 37 PASS o:on +0.60D+0.60W 1 00 +0.60D 1 00 0.178 0.1573 PASS 9.188 ft 437 PASS 0.0 ft FOR ALL INSPECTIONS Page 153 of 319 Page 37 of 203 1qJff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: Wood Column Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: BM 4 - 18.5' @ OPENING Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 2.313 2.312 0.265 +D+S 5.208 5.208 0.265 +D+0.750S 4.484 4.484 0.265 +D+0.60W 1.066 1.066 2.313 2.312 0.265 +D+0.450W 0.799 0.799 2.313 2.312 0.265 +D+0.750S+0.450W 0.799 0.799 4.484 4.484 0.265 +0.60D+0.60W 1.066 1.066 1.388 1.387 0.159 +0.60D 1.388 1.387 0.159 S Only 2.895 2.895 W Only 1.776 1.776 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.467 in 9.312ft +D+S 0.0000in 0.000ft 1.052in 9.312ft +D+0.750S 0.0000in 0.000ft 0.906in 9.312ft +D+0.60W 1.1529in 9.312ft 0.467in 9.312ft +D+0.450W 0.8646in 9.312ft 0.467in 9.312ft +D+0.750S+0.450W 0.8646in 9.312ft 0.906in 9.312ft +0.60D+0.60W 1.1529in 9.312ft 0.280in 9.312ft +0.60D 0.0000in 0.000ft 0.280in 9.312ft S Only 0.0000in 0.000ft 0.585 in 9.312ft WOnly 1.9214in 9.312ft 0.000in 0.000ft Sketches +X 0 N + 5.5 C"IT APPROVED PLANS Re "ewed for Code Compliance 5.5 in PLANS MUST BE OIL"JOB SITE 019k1 FOR ALL INSPECTIONS Page 154 of 319 Page 38 of 203 1qJff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: Wood Column Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: BM 5- 12.5' @ OPENING Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 5.5x12 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Western Overall Column Height 12.5 ft Wood Member Type GLB (Used for non-slender calculations) Exact Width in Allow Stress Modification Factors Wood Species DF/DF 5.50 Wood Grade 24F-V4 Exact Depth 12.0 in Cf or Cv for Bending 1.0 Area 66.0 in^2 Cf or Cv for Compressioi 1.0 Fb+ 2,400.0 psi Fv 265.0 psi Ix 792.0 in^4 Cf or Cv for Tension 1.0 Fb- 1,850.0psi Ft 1,100.0 psi Fc-Prll 1,650.0 psi Density 31.210 pcf Iy 166375 in^4 Cm :Wet Use Factor 1.0 . Fc-Per Ct:Temperature Fact 1.0 p 650.0 psi Cfu : Flat Use Factor 1.0 E:Modulus of Elasticity. . . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,800.0 1,600.0 1,800.0 ksi Use Cr: Repetitive? No Minimum 950.0 850.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=1, Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 178.807 Ibs* Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating My-y,W=0.1920 k/ft Lat. Uniform Load creating Mx-x, D=0.250, S=0.3130 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3744: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750S+0.450W Top along Y-Y 3.519 k Bottom along Y-Y 3.519 k Governing NDS ForKDDWp+Mxx+Myy, NDS Eq.3.9- Top along X-� 1.20 k Bottom along X-X 1.20 k Location of max.above base 6.292 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.2193 in at 6.292 ft above base Applied Axial 0.1788 k for load combination: +D+S Applied Mx 9.467 k-ft Applied My 1.687 k-ft Along X-X 0.4005 in at 6.292 ft above base Fc:Allowable 990.41 psi for load combination:W Only Other Factors used to calculate allowable stresses. .. PASS Maximum Shear Stress Ratio= 0.2624: 1 Bending Compression Tension Load Combination +D+S Location of max.above base 12.50 ft Applied Design Shear 79.972 psi Allowable Shear 304.750 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C Stress Ratio Status Location re s Ratio Status Location D Only 0 0 .6Pd. ft 489 PASS 12.50 ft +D+S 1 .5 .5 3 7 P S .2 0 624 PASS 12.50 ft +D+0.750S 1 50 0.503 3160 PAS 6.29 ft 0 259 PASS 12.50 ft +D+0.60W 1 oo R ewe 16P�C m Compliance 0. 375 PASS 12.50 ft +D+0.450W 1 00 0.375 0.2629 PASS ft O.0 375 PASS 12.50 ft +0.60D5060W 50W i 00P14 ' IS Ml ' BrON J SITE o° 025 PASS 1200ft ft +0.60D 1 500 0.375 0.07075 PASS 6.208ft 0. 025 PASS 0.0ft FOR ALL INSPECTIONS Page 155 of 319 Page 39 of 203 lqjff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: Wood Column Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: BM 5- 12.5' @ OPENING Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 1.563 1.563 0.179 +D+S 3.519 3.519 0.179 +D+0.750S 3.030 3.030 0.179 +D+0.60W 0.720 0.720 1.563 1.563 0.179 +D+0.450W 0.540 0.540 1.563 1.563 0.179 +D+0.750S+0.450W 0.540 0.540 3.030 3.030 0.179 +0.60D+0.60W 0.720 0.720 0.938 0.938 0.107 +0.60D 0.938 0.938 0.107 S Only 1.956 1.956 W Only 1.200 1.200 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.097 in 6.292ft +D+S 0.0000in 0.000ft 0.219in 6.292ft +D+0.750S 0.0000in 0.000ft 0.189in 6.292ft +D+0.60W 0.2403in 6.292ft 0.097in 6.292ft +D+0.450W 0.1802in 6.292ft 0.097in 6.292ft +D+0.750S+0.450W 0.1802in 6.292ft 0.189in 6.292ft +0.60D+0.60W 0.2403in 6.292ft 0.058in 6.292ft +0.60D 0.0000in 0.000ft 0.058in 6.292ft S Only 0.0000in 0.000ft 0.122 in 6.292ft WOnly 0.4005in 6.292ft 0.000in 0.000ft Sketches +X 0 N 5.5 CITY APPROVED PLANS Re "ewed for Code Compliance 5.5 in PLANS MUST BE ON JOB SITE 0 '9k1 FOR ALL INSPECTIONS Page 156 of 319 Page 40 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Column Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: WORST CASE COLUMN Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width In Allow Stress Modification Factors Wood Species Douglas Fir-Larch 5.50 Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 30.250 in12 Cf or Cv for Compressiol 1.0 Fb+ 900 psi Fv 180 psi Ix 76.255 in14 Cf or Cv for Tension 1.0 Fb- 900 psi Ft 575 psi I Cm :Wet Use Factor 1.0 Fc-Prll 1350 psi Density 31.21 pcf y 76.255 in 4 Fc-Per Ct:Temperature Fact 1.0 p 625 psi Cfu : Flat Use Factor 1.0 E:Modulus of Elasticity. . . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1600 1600 1600 ksi Use Cr: Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=1( Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=1( Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 65.563 Ibs* Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D =8.40, S= 14.40 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9232: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-� 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 22.866 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 818.78 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0: 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location Sy 1 �0 1 A P 1 0.0 PASS 10.0 ft � P t D PECANS 0.0 PASS 10.0 ft +D+0.750S 1 0.0 PASS 10.0 ft +0.60D 1 300 0.408 0.1907 PASS 0.0 ft 0.0 PASS 10.0 ft Maximum Reactions Reviewed for Code CompllanCAte:C fly non-zero reactions are listed. XG�X xis�gactiprl ,J Wt+@a� �Cial,Wcb , hTr M m@�entspk-ft f@-End Moments Load Combination B se �f��J I� �p V�� J e To Base To RT D Only 8.466 +D+S FOR ALL INSPE NS +D+0.750S Page 157 of 319 Page 41 of 203 1q)ff412 E.Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Column Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: WORST CASE COLUMN Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 5.079 S Only 14.400 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000ft 0.000 in 0.000ft +D+S 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750S 0.0000 in 0.000ft 0.000 in 0.000ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft S Only 0.0000 in 0.000ft 0.000 in 0.000ft Sketches �i +X Load 1 o LO 66 5.50 in CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 158 of 319 Page 42 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR 4.7- HORIZ MEMBER CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580ksi Wood Species Douglas Fir-Larch Fc-Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling W(o.192) 2x6 Span=4.667 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : W=0.0320 ksf, Tributary Width =6.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.2661 Maximum Shear Stress Ratio = 0.137 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 497.62 psi fv:Actual = 39.60 psi Fb:Allowable = 1,872.00 psi Fv:Allowable = 288.00 psi Load Combination +0.60W Load Combination +0.60W Location of maximum on span = 2.333ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.062 in Ratio= 904> 360 Span: 1 :W Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.037 in Ratio= 1506> 240 Span: 1 :+0.60W Max Upward Total Deflection 0 in Ratio= 0<240 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb Fb V fv Fv 0.00 0.00 0.00 0.00 Length=4.667 ft 1 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1053.00 0.00 0.00 162.00 +0.60W 0.00 0.00 0.00 0.00 Lengt+0.450Wh=4.667 ft 1 0.266 0.137 1 6� y T P1.p lriNl` v�.p PILAF S1 70.00 0.00 39.60 288.00 Length=4.667 ft 1 0.199 0.103 1.60 300 . 1.00 1. 1.0 1. le 0.2 373.22 1 72.00 0.16 29.70 288.00 Overall Maximum Deflections l�eviewec ' or �ocle compliance Load Combination Span ax."' e ti in i Max."+"Defl Location in Span W Only 1 9 0.0000 0.000 FOR ALL INSPECTIONS Page 159 of 319 Page 43 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR 4.7- HORIZ MEMBER Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.448 0.448 Overall MINimum 0.448 0.448 +0.60W 0.269 0.269 +0.450W 0.202 0.202 W Only 0.448 0.448 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 160 of 319 Page 44 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR 4.7-VERT MEMBER CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.Oksi Fc-Prll 1,350.0 psi Eminbend-xx 580.Oksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.25)S(0.3125) 2-2x6 Span=4.667 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.020, S =0.0250 ksf, Tributary Width = 12.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.9031 Maximum Shear Stress Ratio = 0.467 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,214.89 psi fv:Actual = 96.67 psi Fb:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.333ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.050 in Ratio= 1111 > 360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.091 in Ratio= 617> 240 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<240 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=4.667 ft 1 0.513 0.265 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.68 539.95 1053.00 0.47 42.97 162.00 +D+S 0.00 0.00 0.00 0.00 Length=4.667 ft 1 0.903 0.467 1 1 r C KSA r ��f Flt cl v�.p PILA 1 40.00 0.00 90.00 200.00 +D+0.750S 1. 0 Length=4.667 ft 1 0.778 0.402 1.15 300 . 1.00 1. 1.0 1. 1 0 1.3 1,046.16 1 45.50 0.92 83.25 207.00 +0.60D avlel"6e 0 or Q e 1 mpiiance 0.00 0.00 0.00 0.00 Length=4.667 ft 1 0.173 0.090 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 323.97 1 72.00 0.28 25.78 288.00 Overall Maximum Deflections PLANS MUST BE ON JOB SITE Load Combination Span ax."'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.0907FOR AU INSPEC 1 IONS 0.0000 0.000 Page 161 of 319 Page 45 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR 4.7-VERT MEMBER Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.313 1.313 Overall MINimum 0.729 0.729 D Only 0.583 0.583 +D+S 1.313 1.313 +D+0.750S 1.130 1.130 +0.60D 0.350 0.350 S Only 0.729 0.729 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 162 of 319 Page 46 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR 10 - HORIZ MEMBER CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.Oksi Fc-Prll 1,350.0 psi Eminbend-xx 580.Oksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling W(0.192) 2-2x6 Span=10.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : W=0.0320 ksf, Tributary Width =6.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.610: 1 Maximum Shear Stress Ratio = 0.166 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,142.48 psi fv:Actual = 47.78 psi Fb:Allowable = 1,872.00 psi Fv:Allowable = 288.00 psi Load Combination +0.60W Load Combination +0.60W Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio= 0<360 n/a Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.294 in Ratio= 408> 240 Span: 1 :+0.450W Max Upward Total Deflection 0 in Ratio= 0<240 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb Fb V fv Fv 0.00 0.00 0.00 0.00 Length= 10.0 ft 1 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1053.00 0.00 0.00 162.00 +0.60W 0.00 0.00 0.00 0.00 Lengt1.160 +0.450Wh=10.0 ft 1 0.610 0.166 1 6�� O8.00 O P��0� L/"� 1 70.00 0.00 40.00 7.78 280.00 Length=10.0 ft 1 0.458 0.124 1.60 300 . 1.00 1. 1.0 1. le 1.0 856.86 1 72.00 0.39 35.83 288.00 Overall Maximum Deflections l�eviewec ' or �ocle �ompiiance Load Combination Span ax."' e ti in i Max."+"Defl Location in Span +0.450W 1 8 0.0000 0.000 FOR ALL INSPECTIONS Page 163 of 319 Page 47 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR 10 - HORIZ MEMBER Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.960 0.960 Overall MINimum 0.960 0.960 +0.60W 0.576 0.576 +0.450W 0.432 0.432 W Only 0.960 0.960 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 164 of 319 Page 48 of 203 1qJff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR 10 -VERT MEMBER CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.Oksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.25)S(0.3125) t 3-2x12 J� Span=10.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.020, S =0.0250 ksf, Tributary Width = 12.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.859: 1 Maximum Shear Stress Ratio = 0.329 : 1 Section used for this span 3-2x12 Section used for this span 3-2x12 fb:Actual = 888.89 psi fv:Actual = 68.13 psi Fb:Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.083 in Ratio= 1449> 360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.149 in Ratio= 805> 240 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<240 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max btress Katios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.488 0.187 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.13 395.06 810.00 1.02 30.28 162.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+O Length 10.0 ft 1 0.859 0.329 1 10 h o,y ��f cl v�.p PLAf%1Z1 35.00 2.30 68.13 207.00 1. 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.740 0.283 1.15 000 . 1.00 1. 1.0 1. 1 0 6.0 765.43 1 35.00 1.98 58.66 207.00 +0.60D 6�iWOW6e o OIf. Q e 1 mpliance 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.165 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.88 237.04 1 40.00 0.61 18.17 288.00 Overall Maximum Deflections PLANS MUST BE ON JOB SITE Load Combination Span ax."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.149 LL INSPEC 1 IONS 0.0000 0.000 Page 165 of 319 Page 49 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR 10 -VERT MEMBER Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.813 2.813 Overall MINimum 1.563 1.563 D Only 1.250 1.250 +D+S 2.813 2.813 +D+0.750S 2.422 2.422 +0.60D 0.750 0.750 S Only 1.563 1.563 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 166 of 319 Page 50 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR 6 -6'-0" Max Span, Worst Case TW= 26.5' CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580ksi Wood Species Douglas Fir-Larch Fc-Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.53)S(0.6625) 2-2xl2 Span=6.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.020, S =0.0250 ksf, Tributary Width =26.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.9831 Maximum Shear Stress Ratio = 0.533 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 1,017.60 psi fv:Actual = 110.26 psi Fb:Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.034 in Ratio= 2110> 240 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<240 n/a Max Downward Total Deflection 0.061 in Ratio= 1172-180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.558 0.302 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.39 452.27 810.00 1.10 49.00 162.00 +D+S 0.00 0.00 0.00 0.00 +D+O Length 6.0 ft 1 0.983 0.533 1 1 I1�00 P��� L� 1 35.00 2.48 110.26 207.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.847 0.459 1.15 000 . 1.00 1. 1.0 1. 1 0 4.6 876.27 1 35.00 2.14 94.94 207.00 +0.60D avlel"6e 0 or Q e 1 mpiiance 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.188 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.43 271.36 1 40.00 0.66 29.40 288.00 Overall Maximum Deflections PLANS MUST BE ON JOB SITE Load Combination Span ax."'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.061+ORAL2L INSPEC 1 IONS 0.0000 0.000 Page 167 of 319 Page 51 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Beam Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: HDR 6 -6'-0" Max Span, Worst Case TW= 26.5' Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.578 3.578 Overall MINimum 1.988 1.988 D Only 1.590 1.590 +D+S 3.578 3.578 +D+0.750S 3.081 3.081 +0.60D 0.954 0.954 S Only 1.988 1.988 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 168 of 319 Page 52 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Column Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: TRIMMER @ 10' OPENING Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width in Allow Stress Modification Factors Wood Species Douglas Fir-Larch .Exact Depth 550 50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 16.50 inA2 Cf or Cv for Compressioi 1.10 Fb+ 900 psi Fv 180 psi Ix 41.594 inA4 Cf or Cv for Tension 1.30 Fb- 900 psi Ft 575 psi ly 12.375 in 4 Cm :Wet Use Factor 1.0 Fc-Prll 1350 psi Density 31.21 pcf Fc-Per Ct:Temperature Fact 1.0 p 625 psi Cfu : Flat Use Factor 1.0 E:Modulus of Elasticity. . . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1600 1600 1600 ksi Use Cr: Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=1, Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :42.914 Ibs* Dead Load Factor AXIAL LOADS . . . Axial Load at 12.0 ft, D = 1.250, S = 1.560 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2772: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-� 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 2.853 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 623.73 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0: 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 12.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location 8 0.0 PASS 12.0 ft Sy o tI34 AP'CRtD 0(ftftANS 0.0 PASS 12.0 ft +D+0.750S 1 0.0 PASS 12.0 ft +0.60D 1 300 0.272 0. 7266 PASS 0.0 ft 0.0 PASS 12.0 ft Maximum Reactions Reviewed for Code ComplianWte:0 fly non-zero reactions are listed. XG�X As¢g�Ctiprl ,§ W +aa� �ci�l�Re 6c §6Tkd M m@�ents Top @-End Moments Load Combination B se �f�j�J �JI�g� �j J e To Base To D Only 1.293 +D+S FOR ALL INSPEC . NS +D+0.750S Page 169 of 319 Page 53 of 203 1q)ff412 E.Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Column Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: TRIMMER @ 10' OPENING Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 0.776 S Only 1.560 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000ft 0.000 in 0.000ft +D+S 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750S 0.0000 in 0.000ft 0.000 in 0.000ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft S Only 0.0000 in 0.000ft 0.000 in 0.000ft Sketches +X /Load 1 0 L 2- x6 3.0 in CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 170 of 319 Page 54 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Column Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: KING @ 10' OPENING Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width in Allow Stress Modification Factors Wood Species Douglas Fir-Larch .Exact Depth 550 50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 16.50 inA2 Cf or Cv for Compressioi 1.10 Fb+ 900.0 psi Fv 180.0 psi Ix 41.594 inA4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi Fc-Prll 1,350.0 psi Density 31.210 pcf ly 12375 in 4 Cm :Wet Use Factor 1.0 . Fc-Per Ct:Temperature Fact 1.0 p 625.0 psi Cfu : Flat Use Factor 1.0 E:Modulus of Elasticity. . . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=1, Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :42.914 Ibs* Dead Load Factor BENDING LOADS . . . Lat. Point Load at 6.0 ft creating Mx-x,W= 1.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7606: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.50 k Bottom along Y-Y 0.50 k Governing NDS Forur41W Comp+Mxx, NDS Eq.3.9-3 Top along X-� 0.0 k Bottom along X-X 0.0 k Location of max.above base 5.960 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.9442 in at 6.040 ft above base Applied Axial 0.04291 k for load combination: W Only Applied Mx 1.788 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 647.07 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.09470: 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 12.0 ft Applied Design Shear 27.273 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0 o I . 4 0.0 PASS 12.0 ft w 0 0� P t D �ft/� N� 470 PASS 12.0 ft +D+0.60W (�u'� Hr+ "9` ,fty1Y +D+0.450W 1 102 PASS 5.960 ft +0.60D+0.60W 1 300 0.272 d 0.7595 PASS 5.960 ft 0. 470 PASS 12.0 ft R� +0.60D 1 00 ewed•cfbn2C®6f@ Compmance 0.0 PASS 12.0 ft Maximum Reactions Note:0 fly non-zero reactions are listed. X-XI As e R % d Moments k-ft Mx-End Moments Load Combination @ se @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top DOnly FOR IN EC NS +D+0.60W Page 171 of 319 Page 55 of 203 1q)ff412 E.Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Column Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: KING @ 10' OPENING Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450W 0.225 0.225 0.043 +0.60D+0.60W 0.300 0.300 0.026 +0.60D 0.026 W Only 0.500 0.500 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.60W 0.0000 in 0.000ft 0.567 in 6.040ft +D+0.450W 0.0000 in 0.000ft 0.425 in 6.040ft +0.60D+0.60W 0.0000 in 0.000ft 0.567 in 6.040ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft W Only 0.0000 in 0.000ft 0.944 in 6.040ft Sketches +X c 0 u� ui 2- x6 3.0 in CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 172 of 319 Page 56 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Column Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: 2x6 WALL Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width in Allow Stress Modification Factors Wood Species Douglas Fir-Larch 1.50 Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 8.250 inA2 Cf or Cv for Compressioi 1.10 Fb+ 900.0 psi Fv 180.0 psi Ix 20.797 inA4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 in14 Cm :Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 31.210 pcf Fc-Per Ct:Temperature Fact 1.0 p 625.0 psi Cfu : Flat Use Factor 1.0 E:Modulus of Elasticity. . . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=12 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 25.033 Ibs* Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 ft, D =0.7070, S =0.8830 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4126: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-� 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.615 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 474.475 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0: 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 14.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location Sy o t I .24 AP��t D 0(ftftANS 0.0 PASS 14.0 ft 0.0 PASS 14.0 ft +D+0.750S 1 0.0 PASS 14.0 ft +0.60D 1 Boo 0.205 0.1095 PASS 0.0 ft 0.0 PASS 14.0 ft Maximum Reactions Reviewed for Code COmpif anWte:0 fly non-zero reactions are listed. XG�X As¢g�Ctiprl ,�c, a �ci�l Rea c ,�v k M m@�ents Top @-End Moments Load Combination B se MU§ b g� �j J e To Base To D Only 0.732 +D+S FOR ALL INSPEC ©NS +D+0.750S Page 173 of 319 Page 57 of 203 1q)ff412 E.Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Column Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: 2x6 WALL Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 0.439 S Only 0.883 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000ft 0.000 in 0.000ft +D+S 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750S 0.0000 in 0.000ft 0.000 in 0.000ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft S Only 0.0000 in 0.000ft 0.000 in 0.000ft Sketches +X Load 1 0 LQ ul 26 1.50 in CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 174 of 319 Page 58 of 203 1q)ff412 E. Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Column Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: 2x4 WALL Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 2x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width in Allow Stress Modification Factors Wood Species Douglas Fir-Larch 1.50 Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 5.250 inA2 Cf or Cv for Compressioi 1.150 Fb+ 900 psi Fv 180 psi Ix 5.359 inA4 Cf or Cv for Tension 1.50 Fb- 900 psi Ft 575 psi I Cm :Wet Use Factor 1.0 Fc-Prll 1350 psi Density 31.21 pcf y 0.9844 in 4 Fc-Per Ct:Temperature Fact 1.0 p 625 psi Cfu : Flat Use Factor 1.0 E:Modulus of Elasticity. . . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1600 1600 1600 ksi Use Cr: Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=12 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 15.930 Ibs* Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 ft, D =0.3330, S =0.420 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7258: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-� 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.7689 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 201.785 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0: 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 14.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location Sy "t4 0.0 PASS 14.0 ft o ��`; ' AP�� D PANS 0.0 PASS 14.0 ft +D+0.750S 1 0.0 PASS 14.0 ft +0.60D 1 Boo 0.082 0.1962 PASS 0.0 ft 0.0 PASS 14.0 ft Maximum Reactions Reviewed for Code COmpif anWte:0 fly non-zero reactions are listed. XG�X As¢g�Ctiprl ,�c, a �ci�l Rea c ,�v k M m@�ents Top @-End Moments Load Combination B se ft*q§ b g� �j J e To Base To D Only 0.349 +D+S FOR ALL INSPEC ®NS +D+0.750S Page 175 of 319 Page 59 of 203 1q)ff412 E.Parkcenter Blvd. Project Title: Twin Falls Fire Station#3 Suite 200 Engineer: Supreme Maskey, PE Boise, ID 83706 Project ID: 10212100056 208.336.6985 Project Descr: www.kpff.com Wood Column Project File:TF Station 3-Gravity.ec6 LIC#:KW-06013369,Build:20.22.1.30 KPFF Mountain West (c)ENERCALC INC 1983-2022 DESCRIPTION: 2x4 WALL Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 0.209 S Only 0.420 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000ft 0.000 in 0.000ft +D+S 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750S 0.0000 in 0.000ft 0.000 in 0.000ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft S Only 0.0000 in 0.000ft 0.000 in 0.000ft Sketches +X Load 1 c 0 ri 24 1.50 in CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 176 of 319 Page 60 of 203 GRAVITY DESIGN B. GIRDER TRUSS CALCULATIONS 1q)ff 412 E. Park Center Blvd, Suite 200 Boise, ID 83706 0:208.336.6985 CITY A AN ED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 177 of 319 Page 61 of 203 project Twin Falls Station #3 by SM sheet nlqpff o. location Twin Falls, ID date 2/3/22 01 412 E.Park Center Suite 200 10212100056 Boise,ID 8370 client Pivot North job no. 3706 O.w .p85 w Girder Truss Calculations kff.-ff.cpm DL = 22 PSF LLr= 20 PSF TRIBUTARY WIDTH SL = 25 PSF 19'-0" WL = -42 PSF 138'0" 6'-8" 3'-4" 18'-0" 28'-0" 16'-8" 8 2x6 FLAT BLKG BETWEEN TRUSSES PER 8/S6.03 53.11 AND STRAP PERS/56.01 N T -- OR AWNING FRAMING S8z2 '16 - - SS8x 3/i6 - -- � T.O.P V FOR AWNING FRAMING *C.4, 11 OC SEE DETAIL 3/56.03 B 7 SEE DETAIL 3/S6.03 DRAG TRUSS 2 EL=125'- 1/4" MAXAXAL 3x5 5 A = . 5� 56.03 n n 53.10 n S3. 1 x x x x x : x x x x C9x15 �j U U _�j C9x15_U U U -U x15 x -- 53.11 @ OR� PIER - `\\ OPP O o - U 9 @ OVERHANG \ - II W 4 53.10 -- - ------ -i W II 3x6 C°8"OC III I p I ri C9 U - DSO PER MECH. B III B , - I MAX III II T.O.PLV 13 WEIGHT III 10 TIP WALL TO II o .. IN EL=11 '-0 3/8" ''. ''. TYP S =172 LB. ' Typ RAG BEAM 6.03 56.03 III 56.03-D 1 II N �r RM MAX IGH EF PER ME H. L--J J 2x6 FLAT BLKG j= MAX WEIG T=11 L __ C9x15 BETWEEN TRUSSES CU PER MECH. PER 8/S6.03 AND RIFTA DRIFTC DRI F ROOF ACCESS PER ARCH. B C � C9x15 CONTINUOUS STRAP FRAME OPENING PER MAX WEIGHT=60 LB. 1 PER 5/S6.01 4\ FT B DRIFT D DETAIL 9/S6.03 J RIFT D I di 1 1 e Inl I S3.10 RTU PER MECH. C9x15 53... S3. �O II MAX WEIGHT=2,100 LB. lU U' II I 41 I 1 N 1 EEP 1 �. 24"DEEP FLAT 24"DEEP FLAT I 24"DEEP FLAT T WOOD TRUSSES WOOD TRUSSES I WOOD TRUSSES x V r• 18"DEEP FLAT WO TRU L: WO TRU S @ 24"OC S6.03 @ 24"OC I @ 24"OC I U ERV PER WOOD TRUSSES 2q^ 24" TVP FOR AWNING FRAMING MECH. @ 24"OC MAX WEIGHT O ING MI 1®I II III T.O.PLY SEE DETAIL 3/56.03 =387 LB. -- PER NG j I I I I OPENING FRAMING I I I 1 C9x15 L - Yr'I PER 9/S6.03 EL=113'-5 5/8" , I I I I II o II m II 5 \ i I � I I li II Ipx g 53.11 6 L ECH. - o\ 53.11 ERV PER MECH. N , S3.11 C ; C9x15 11 MAXWEIGHT=246LB. I S3 - - - - - - - - -COI- - - - --_ - T.O.PLy _ 1 C9x15T.0.PLV PER 9/5603 FRAMING x9 L=115-47/8 OPENING FRA O �GL 3 1/2" " ER H. v 4x4 WOOD POST B E " '. '. '. M EIG BELOW FRAMED TO ____ ___ =34 L T.O. LY ? TOP OF HEADER __ _ GL -1/2"x9" I OPENING FRAMING SLO SLOPE `' BELOW r LPER II-�---- EL=116-81/8' 12 9/56.03 � 56.03 I SLOPE L_ 10 -- - ,y AU P I.:_ WEI T r-1 r-1 r-1 f 7 r_ 53.10 II li _J L_A L-L L L_ I�RTU PER MECH. CU PER MECH,TIP F w MAX WEIGHT=1,100 LB. P OF RICH.SS MAXWEIGHT=60 LBE C O 53.10 LL FRAR D OPE o I DRAG TRUSS w U0 ul AXIAL LOAD=8A k(ASD) o o _ _________ M i II n O @D @ IRS _ __ ______ - - - - - _ t - q 3 III DRAG TRUSS S6.03 N T.O.PLY F1 3 S3. S 1 III AL TOMAX =I4.62 k(ASD) o EL=116'-5 1/8" 53.11 _ I.. - _ 7r C9x15 - - - - P /E D _ - -_ - HSS8x2x3/16 -__ __ - U -_U - U_ _U --U - -U - U - -U - 3 4 C9x15 3x6 I; - J-� FOR AWNING FRAMING 6 /'� SEE DETAIL 3/56.03 S3.10 Reviewed for Code Complia ^e 2x6 FLAT BLKG BETWEEN OVERHANGS S.11 TRUSSES PER 8/56.03 AND STRAP PER PLANS MUST BE ON JOB 19' 0" 19'-0" FOR ALL INSPECTIONS GIRDER TRUSS LOADING Page 178 of 319 Page 62 of 203 y RISA MEMBER CALLOUT: x LL7x4x12x6 = LL7x4x3/4x3/4 THICKNESS IN 16TH OF INCH = 12/16" = 3/4" GAP BETWEEN DOUBLE-ANGLES IN 8TH OF INCH = 6/8" = 3/4" TOP CHORD LL7x4x12x6 <<,� �b q* w �x hgy� y� y� rx� hg�y� c i h�lit y� c i M �1'3 c i > „��3 Cj s•0 M 'O- M 4'O- C) v Cl) 4'O M O M �� Cl) �� M CL ��'yQ OAP J ��' J J z J J J J J LL J J J J J BOT CHORD CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE KPFF Consulting Engineers FOR ALL INSPE TIONS Truss Girder SK-1 Supreme Maskey TRUSS MODEL Nov 18, 10212100056 P Gi r. Page 63 of 203 Y� /I x LINTEL REACTION FORCE WL = 1.1 K OUT-OF-PLANE WALL FORCE EL = 3 K DL = 22 fi S1= LLR = 20 PSF SL = 25 1=51= WL = - 42 PSF LL7x4x12x6 � `�C `� C `�C .{o x C3 co C3 <3 v C,� v C,� M -h3�y�, � -I-�,�,y,� � -1,9,�,y� rx� -hg�yam, � -h,�x y� M M,� „�'� M „�3 „�3 M s•0 Cl) 'O- M 4'O- c) �'v Cl) 4'O Cl) 4'O- Cl) �� fX �� M �� M �� c)) �� M J J J J J J J J J J J J J J J J LL J J J J J CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE KPFF Consulting Engineers FOR ALL INSPE TIONS Truss Girder SK-1 Supreme Maskey LOADING Nov 18, 01 10212100056 P Gi Page 64 of 203 Y Code Check (Env) 1 X No Calc > 1.0 _1.90-1-0 _.75-.90 50-.75 0-50 ' 1 07 0 6 Q N O d r- O CO 1A (0 d N r� N 1 W 3 L A CO 019 o ��4 0 �83 0 �6� o �') o Q�� o O o �'3 0 06 0 �� o �1 0 09 0.79 CITY APPROVED PLANS Reviewed for Code Compliance Member Code Checks Displayed (Envel ed LANS MUST BE ON JOB SITE KPFF Consulting Engineers FOR ALL INSPE TIONS Truss Girder SK-2 Supreme Maskey CODE CHECK(DCR) Nov 18, 0 1 10212100056 P Gi r Page 65 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:01:42 AM Job Number 10212100056 Checked By ANEMETSCHEKCOMPANY Model Name Truss Girder Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Def: DL Only Yes Y DL 1 2 Def: RILL Only Yes Y RILL 1 3 Def: SL Only Yes Y SL 1 4 Def:WL Only Yes Y WL 0.42 5 Def:Total Yes Y DL 1 SL 1 6 IBC 16-1 Yes Y DL 1.4 7 IBC 16-2 a Yes Y DL 1.2 ILL 1.6 ILLS 1.6 RILL 0.5 8 IBC 16-2 b Yes Y DL 1.2 ILL 1.6 ILLS 1.6 SL 0.5 SLN 0.5 9 IBC 16-2 c Yes Y DL 1.2 ILL 1.6 ILLS 1.6 10 IBC 16-3 a Yes Y DL 1.2 RILL 1.6 ILL 0.5 ILLS 1 11 IBC 16-3 c Yes Y DL 1.2 SL 1.6 SLN 1.6 ILL 0.5 ILLS 1 121BC 16-3 b a Yes Y DL 1.2 RILL 1.6 WL 0.5 131BC 16-3 b b Yes Y DL 1.2 RILL 1.6 WL -0.5 141BC 16-3 d a Yes Y DL 1.2 SL 1.6 SLN 1.6 WL 0.5 151BC 16-3 d b Yes Y DL 1.2 SL 1.6 SLN 1.6 WL -0.5 16 IBC 16-3 f a Yes Y DL 1.2 WL 0.5 17 IBC 16-3 b Yes Y DL 1.2 WL -0.5 181BC 16-4 a a Yes Y DL 1.2 WL 1 LL 0.5 ILLS 1 RILL 0.5 191BC 16-4 a b Yes Y DL 1.2 WL -1 ILL 0.5 ILLS 1 RILL 0.5 201BC 16-4 b a Yes Y DL 1.2 WL 1 ILL 0.5 ILLS 1 SL 0.5 SLN 0.5 21 IBC 16-4 b b Yes Y DL 1.2 WL -1 ILL 0.5 ILLS 1 SL 0.5 SLN 0.5 22 IBC 16-4 c a Yes Y DL 1.2 WL 1 ILL 0.5 ILLS 1 23 IBC 16-4 c b Yes Y DL 1.2 WL -1 ILL 0.5 ILLS 1 24 IBC 16-6 a Yes Y DL 0.9 WL 1 25 IBC 16-6 b Yes Y DL 0.9 WL -1 26 IBC 16-5 a Yes Y DL 1.2 SDs*DL 0.2 EL 1 ILL 0.5 ILLS 1 SL 0.2 SLN 0.7 27 IBC 16-5 b Yes Y DL 1.2 SDs*DL 0.2 EL -1 ILL 0.5 ILLS 1 SL 0.2 SLN 0.7 28 IBC 16-7 a Yes Y DL 0.9 SDs*DL -0.2 EL 1 29 IBC 16-7 b Yes Y DL 0.9 SDs*D -0.2 EL -1 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE RISA-3D Version 19 FCFRsA rLer SPECTIONS Pagel Page 182 of 319 Page 66 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:13:10 AM Job Number : 10212100056 Checked By: ANEMETSCHEKCOMPANY Model Name Truss Girder TOP CHORD DEFLECTION Member M3,LC 1:Def:DL Only 0.581- 0.436 0.291 0.145- 0.102 0 � I -0.145- I -0.291 -0.436 0 -0.581 ; -0.727 a� -0.872 T I -1.017- I -1.163- I -1.308 • -1.453 -1.309 -1.599 -1.744 -1.889 r 0 8.932 17.864 26.796 35.728 44.66 53.592 62.524 71.456 80.388 89.32 Member Location(ft) Selected Location Values: Location: Oft Value: 0.102 in Deflection Ratio: L/190 DL ONLY DEFLECTION = 1.309 IN CAMBER= 0.8* 1.309 = 1.05 IN PROVIDE 1" CAMBER CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 ['4tusi bfrb4r.r,W] Pagel Page 67 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:02:27 AM Job Number : 10212100056 Checked By: ANEMETSCHEK COMPANY Model Name : Truss Girder Detail Report:M3 TOP CHORD Unity Check:0.96(LC15) Load Combination:Envelope WARNING:Detail Report Based On Less Than 10 Sections! Input Data: Shape: LL7x4x12x6 I Node: N27 Member Type: Beam J Node: N28 Length(ft): 89.32 I Release: Fixed I Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset(in): N/A Numberof Internal Sections: 5 J Offset(in): N/A Material Properties: Material: A36 Gr.36 Therm.Coeff.(1e"F-1): 0.65 Ry: 1.5 E(ksi): 29000 Density(k/ft3): 0.49 F.(ksi): 58 G(ksi): 11154 Fy(ksi): 36 Rt: 1.2 Nu: 0.3 Shape Properties: d(in): 7 1_(in'): 75.6 ro(in): 3.53 bf(in): 4 Area(in'): 15.5 y(in): 2.5 tf(in): 0.75 Zyy(in'): 21.281 J(in'): 2.94 Spacing(in): 0.75 Zu(in3): 29.6 k*(in): 1.25 lyy(in°): 47.5 C.(in'): 7.931 Design Properties: Lby_y(ft): 2 Ky_y: 1 Max Defl Ratio: L/140 Lb—(ft): Segment K_: 1 Max Defl Location: 0 Lcomp top(ft): N/A ysway: No Span: 1 Lcomp bot(ft): N/A zsway: No Ltorque(ft): N/A Function: Lateral Seismic DR: None M3 N27 N28 AISC 15th (360-16): LRFD Code Check Limit State Gov.LC Required Available Unity Check tesult Applied Loading- Bending/Axial 15 - - Location=40.938 ft Governing bending and axial location Qby,top= 0 ksi Extreme top fiber positive bending stress about y-axis Uby,bot = 0 ksi Extreme bottom fiber positive bending stress about y-axis Qbz,top = 3.687 ksi CITY AP I�` N 5itiy�kypndjpg� to out Qbz,bot - —6.636 ksi izi li ng Str s evewew rei offipance Qbz,comp=Qbz,top = 3.687 ksi PLANS M U`8r PrBS C)N f j0&d8jT1et z As Qbz,ten = —Obz,bot = 6.636 ksi Tensile stress from bending about z-axis FOR ALL INSPECTIONS RISA-3D Version 19 Pag&s'tb430f 319 Page 1 Page 68 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:02:30 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder Qby,ten= —Qby,bot =0 ksi Tensile stress from bending about y-axis P,.(comp) = 325.903 k Required axial compressive strength at governing location Sz=30.24 in' Elastic shape modulus about local z-axis (strong) Sy= 10.857 in' Elastic shape modulus about local y-axis(weak) Required flexural strength about y-axis at MTy= Qby,comPSy= 0 k-J{{t governing location Required flexural strength about z-axis at Mrz=�bz,compSa= 9.291 k- governing location Applied Loading- Shear+Torsion 15 - - - - Location=44.66 ft Governing shear location per governing axis Uvy= —0.68 ksi Shear stress in the y-axis or,,, =0 ksi Shear stress in the z-axis T=0 ksi Shear stress due to torsion A =Avy— 8.75 in2 Effective shear area in local y-axis for required y 1.2 strength V,.y= (10r yj + ITl)A,,,y =5.951 k Required shear strength about the y-axis at governing location A,z=Avz= 5 in2 Effective shear area in local z-axis for required 1.2 strength Viz = (�6vz� + Tj)Awz= 0 k Required shear strength about the z-axis at governing location Axial Tension Analysis 15 0.000 k 502.2 k Check Allowable Tensile Strength Ay = 15.5 in Gross cross-sectional area of member Fy=36 ksi Specified minimum yield stress Ot = 0•9 Resistance factor in tension Pn =FyAy= 558 k Nominal axial strength in tension (Eq. D2-1) P, = OtP,, = 502.2 k Allowable tensile strength (Sec.D2) Axial Compression Analysis 15 325.903 k 457.787 k - - Check Slenderness Ratio:Compression Fy = 36 ksi Specified minimum yield stress E=29000 ksi Modulus of elasticity t,, =0.75 in Thickness of web 0.75 bf-4 inZn CITY API Qla'gi) PLANS b= 2f= 2 in Reviewed fl�lrtlCQ lw apliance d= T in PLANS M U8ToBE c@NoUG&t&ITE FOR ALL INSPECTIONS RISA-3D Version 19 ag&s ' . 3® 319 Page 2 Page 69 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:02:33 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder A f= tf= 5.333 Flange slenderness ratio ryE Limiting width to thickness parameter for a (Table B4.1 a, ar= 0.4512.772 slender element subject to axial compression Case 3) Af< A,.f---->Non-slender flange A,,, _ = 9.333 Web slenderness ratio w ryE Limiting width to thickness parameter for a (Table B4.1 a, A, = 0.45 = 12.772 slender element subject to axial compression Case 3) Aw < A,.w --* Non-slender web Check Effective Slenderness Ratio Ky 1 Effective length factor for the flexural buckling about the y-axis Distance between points which brace the Lby= 2 ft member against flexural buckling about the y- axis L,y= KyLby= 2 ft Effective length in the weak(local y)direction (Sec. E2) ry= 1.751 in Radius of gyration about the local y-axis(weak) Kz= 1 Effective length factor for the flexural buckling about the z-axis Distance between points which brace the Lbz= 7.11 ft member against flexural buckling about the z- axis LCz=KzLbz= 7.11 ft Effective length in the strong(local z)direction (Sec. E2) rz= 2.208 in Radius of gyration about the local z-axis (strong) E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress L,y— 13.71 Effective slenderness ratio about the local y- ry axis(weak) LCz= 38.633 Effective slenderness ratio about the local z- rz axis(strong) Check Elastic Buckling Stress K — 1 Effective length factor for the flexural buckling about the y-axis Kz= 1 Effective length factor for the flexural buckling ry= 1.751 in CITY APPROMEDoPLAN ak) rz— 2.208 in Reviewed A(roC7e1Ouomphance is E=29000 ksi PLANS M U" "''��eUNYJ O B SITE FOR ALL INSPECTIONS F:ISA-3D Version 19 F3ag&sJ6t30f319 Page 3 Page 70 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:02:36 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder Distance between points which brace the Lby= 2 ft member against flexural buckling about the y- axis Ley= KyLby= 2 ft Effective length in the weak(local y)direction (Sec.E2) Distance between points which brace the Lk= 7.11 ft member against flexural buckling about the z- axis LCz=KzLbz= 7.11 ft Effective length in the strong(local z)direction (Sec. E2) C,,, = 7.931 ins Warping constant G= 11154 ksi Shear modulus of elasticity J= 2.94 in Torsional constant Iy =47.5 in Moment of inertia about local y-axis(weak) Iz= 75.6 in Moment of inertia about local z-axis(strong) Fy=36 ksi Specified minimum yield stress 2 Fe = ( L E L 2 = 191.772 ksi Flexural elastic buckling stress (Eq. E3-4)max( L.)) ry � r F,. (0.658F)Fy=33.28 ksi Flexural critical buckling stress (Eq. E3-2) Check Flexural-Torsional Buckling Stress x =0in Distance from face of web to the centroid in local x axis y= 2.5 in Distance from face of web to the centroid in local y axis e°= 0 in Distance from shear center to face of web x° = 0 in Local x coordinate of shear center with respect to the centroid y°= y— =2.125in tf Local y coordinate of shear center with respect — 2 to the centroid r° = �X2o+y2+Iy A Iz= 3.53 in Polar radius of gyration about the shear center (Eq. E4-9) H= 1 —x°2 y° =0.638 Flexural constant (Eq. E4-8) r° Kz= 1 Effective length factor for torsional buckling about the z-axis 2 Fey= Ky aXIS E2 = 1522.78 ksi Flexural elastic buckling stress about the local y ( q E E4-6) ( r ) o a lin t ess- tge w Fez=AT2 = 169.784 ksi CITY API a pr ANge (Eq. E4-7) y ° 16.1-37 Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 ag@ss 73® Page 4 Page 71 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:02:39 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Fe = I Fey+Fez I I 1 — 1 — 4FeyFezH21 = 162.728 ksi \ 2H / L (Fey+Fez) J Torsional or flexural-torsional elastic buckling (Eq. E4 3) stress FC,. _ [0.658F]Fg=32.816 ksi Flexural-torsional critical buckling stress (Eq. E3-2) ,FTCheck Allowable Compressive Stress F,.,11127i, min(FC1.,Fe1.,FT) =32.816 ksi Critical stress Ag = 15.5 in Gross cross-sectional area of member 0e= 0.9 Resistance factor in compression P. =F,.,,FTAg= 508.652 k Nominal compressive strength -flexural (E E4-1) torsional buckling q P,= 0eP,,, =457.787 k Allowable compression strength (Eq. 33-1) P,.(comp) = 325.903 k Required axial compressive strength at governing location Flexural Analysis(Strong Axis) 15 9.291 k-ft 33.238 k-ft Check Slenderness Ratio:Flexure E=29000 ksi Modulus of elasticity Fg=36 ksi Specified minimum yield stress t f= 0.75 in Thickness of flange bf=4 in Width of flange d= 7 in Full nominal depth of the section A f= bf= 5.333 Flange slenderness ratio A,.f—0.91 = 25.828 Limiting width to thickness parameter for a (Table 34.1 b, II Fy slender element Case 12) AP f— 0.54 = 15.326 Limiting width to thickness parameter for a (Table B4.1 b, �jE y compact element Case 12) Af< Apf--+ Compact flange A,,, _ = 9.333 Web slenderness ratio E Limiting width to thickness parameter for a (Table B4.1 b, A, = 0.91 F,y=25.828 slender element Case 12) Limiting width to thickness parameter for a (Table B4.1 b, API, —0.54�iyE—= 15.326 compact element Case 12) A,,, < Aw --+ Compact web CITY APPROVED PLANS Check Yielding Re vie wed 2���e Compliance=36 ksi 'SpCiCmu res Zz=29.6 in PLANS MUGTC B1Ee®N1LJ&B I84ITEis (strong) FOR ALL INSPECTIONS RISA-3D Version 19 Fjag&sttW30f 319 Page 5 Page 72 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:02:42 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder Sz— 16.8 in' Elastic shape modulus about local z-axis (strong) M7,=FyZz G 1.6My=80.64 k-ft Strong axis plastic moment (Eq. F9-2) Mn =M7, =80.64 k-ft Nominal strength due to yielding (Eq. F9-1) Check Lateral Torsional Buckling E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress d= 7 in Full nominal depth of the section ry= 1.751 in Radius of gyration about the local y-axis(weak) Distance between points which brace the top L,a,np,top= 89.32 ft flange of the member against lateral-torsional buckling Iy =47.5 in Moment of inertia about local y-axis(weak) J= 2.94 in Torsional constant Sz= 16.8 in' Elastic shape modulus about local z-axis (strong) LP = 1.76r1, �;E — 7.287 ft Limiting laterally unbraced length in yielding (Eq. F9-8) y Lr= 1.95 I � /E 2.36(E) IyJ FydSz+1 97.325 ft Limiting laterally unbraced length in lateral (Eq. F9-9) =Fy Sz J torsional buckling B— —2.3CL J= —0.06 Lateral-torsional factor(stem in compression) (Eq. F9-12) b My=FySz= 50.4 k-ft Strong axis yield moment (Eq. F9-3) M — 1.95E I J B+ 1+BZ =48.914 k- t Critical moment— b �( �) f (Eq. F9-10) My > 1.0 Analyze lateral-torsional buckling per equation Mc,. F10-3 C 0.17M�1 Mn = 0.92— M M,= 36.931 k-ft Lateral-torsional buckling strength (Eq. F10-3) y Check Allowable Flexural Strength(Strong Axis) Ob=0.9 Resistance factor in flexure Mnz=min(Mn,Mn,LTB,Mn SLLB,Mn LLLB 36.931 k-ft Governing nominal flexural strength(strong = axis) Required flexural strength about z-axis at M,z=9.291 k-ft governing location MCz= ObMn,z=33.238 k-ft CITY AP 1d a e e bnti ttrgpgii (Sec. F1) Flexural Analysis(Weak Axis) 15 0.000 k-ft L� 46.903 -ft Weak axis bending of LL shapes is t coReWe di forCOde Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 ag&s ' . 3® 319 Page 6 Page 73 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:02:45 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder This section is checked in accordance with yielding only. Check Yielding Fy=36 ksi Specified minimum yield stress Zy= 21.281 in' Plastic shape modulus about local y-axis(weak) Sy= 10.857 in' Elastic shape modulus about local y-axis(weak) My=FySy=32.571 k-ft Weak axis yield moment (Eq. F9-3) Mp=FyZy < 1.6My=52.114 k-ft Weak axis plastic moment (Eq. F9-2) Mn =Mi, = 52.114 k-ft Nominal strength due to yielding (Eq. F9-1) Check Allowable Flexural Strength(Weak Axis) Ob=0.9 Resistance factor in flexure Mny= 52.114 k-ft Governing nominal flexural strength(weak) M,.y= 0 k-ft Required flexural strength about y-axis at governing location MCy= ObMny=46.903 k-ft Allowable flexural strength(weak axis) (Sec. F1) Shear Analysis(Major Axis y) 15 5.951 k 204.12 k 0.029 Pass E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress Check Shear Strength of Web without Tension Field Action kz, = 1.2 Web plate shear buckling coefficient (Sec.G4) h= d—t, = 6.25in t,, =0.75 in Thickness of web A, =t = 8.333 Web slenderness ratio w < 1.10F�k, -34.2 Shear buckling slenderness limit (Sec.G2.2(b)(i)) G2 = 1 Web shear buckling strength coefficient (Eq.G2-9) Vn = 0.6FybtC,2 = 226.8 k Nominal shear strength (Eq.G3-1) Check Major Axis(y) Shear Unity 0, =0.9 Resistance factor in shear Vey= 0,Vny= 204.12 k Factored strong axis shear capacity (Sec.G1) Required shear strength about the y-axis at Vry= 5.951 k qoverninq location see Applied Loadin - CITY AP 6`�D PLANS UC— V y=0.029 Shear unity check in the y-axis Reviewed CEompfiaace Shear Analysis(Minor Axis z) 15 0.000 k 11 6.6z k 0.000 Pass E=29000ksi PLANS MUI&TuiBEeIONyJOB SITE Fy=36 ksi FOR ALsCc1fIV 9Prff&bIV RISA-3D Version 19 ag&s r. 3® Page 7 Page 74 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:02:48 AM Job Number :10212100056 Checked By ANEMETSCHEKCOMPANY Model Name : Truss Girder Check Shear Strength of Web without Tension Field Action k,,,= 1.2 Web plate shear buckling coefficient (Sec.G4) h =d—tu, = 2in tf= 0.75 in Thickness of flange Af=t = 2.667 Flange slenderness ratio f < 1.10 F�k, = 34.2 Shear buckling slenderness limit (Sec.G2.2(b)(i)) Cv2 = 1 Web shear buckling strength coefficient (Eq.G2-9) Vn =0.6FybtC 2 129.6 k Nominal shear strength (Eq.G3-1) Check Minor Axis(z) Shear Unity 0,= 0.9 Resistance factor in shear Vz= 0,V,,,z= 116.64 k Factored weak axis shear capacity (Sec.G1) Required shear strength about the z-axis at Vrz=0 k governing location (see Applied Loading - Shear + Torsion) UC=Vrz=0 Shear unity check in the z-axis VIZ Bending&Axial Interaction Check(UC Bending Max) 15 - - 0.96 Pass P,(comp) =325.903 k Required axial compressive strength at governing location P,=457.787 k Allowable axial compressive strength Required flexural strength about z-axis at MTz= 9.291 k-ft governing location MCz=33.238 k-ft Allowable flexural strength (strong axis) Mry=0 k-ft Required flexural strength about y-axis at governing location MCy=46.903 k-ft Allowable flexural strength (weak axis) For Pr > 0.2,P+8 (1z+, < 1.0 =0.96 Bending and Axial Interaction (Eq. H1-1a) P e P e 9Mcz Mc") CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 agus d r.9319 Page 8 Page 75 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:03:57 AM Job Number : 10212100056 Checked By: ANEMETSCHEK COMPANY Model Name : Truss Girder Detail Report:M1 BOT CHORD Unity Check:0.793(LC 15) Load Combination:Envelope WARNING:Detail Report Based On Less Than 10 Sections! Input Data: Shape: LL7x4x12x6 I Node: N1 Member Type: Beam J Node: N13 Length(ft): 85.32 I Release: Fixed I Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset(in): N/A Number of Internal Sections: 5 J Offset(in): N/A Material Properties: Material: A36 Gr.36 Therm.Coeff.(1es°F-1): 0.65 Ry: 1.5 E(ksi): 29000 Density(k/ft3): 0.49 F.(ksi): 58 G(ksi): 11154 Fy(ksi): 36 Rt: 1.2 Nu: 0.3 Shape Properties: d(in): 7 Iu(in°): 75.6 ro(in): 3.53 bf(in): 4 Area(in'): 15.5 y(in): 2.5 tf(in): 0.75 Zyy(in'): 21.281 J(in'): 2.94 Spacing(in): 0.75 Zu(in3): 29.6 k*(in): 1.25 Iyy(in'): 47.5 C.(in'): 7.931 Design Properties: Lby_y(ft): 14.22 Ky_y: 1 Max Defl Ratio: L/169 Lb—(ft): Segment K_: 1 Max Defl Location: 0 Lcomp top(ft): N/A ysway: No Span: 1 Lcomp bot(ft): N/A zsway: No Ltorque(ft): N/A Function: Lateral Seismic DR: None M1 N1 N13 AISC 15th (360-16): LRFD Code Check Limit State Gov.LC Required Available Unity Check tesult Applied Loading- Bending/Axial 15 - - Location=40.882 ft Governing bending and axial location Qby,top= 0 ksi Extreme top fiber positive bending stress about y-axis Uby,bot = 0 ksi Extreme bottom fiber positive bending stress about y-axis Q 2.532 ksi CITY AP OUN 5itiy�kypndjpg� to out bz,top= — F.77 LL�A NNn� Qbz,bot —4.557 ksi Reviewed wiz ire i offipliance Str s Qbz,comp=Qbz,bot=4.557 ksi PLANS M U`�"f�r� a�iL f� n SITIet z As Qbz,ten = —Obz,top= 2.532 ksi Tensile stress from bending about z-axis FOR ALL INSPECTIONS RISA-3D Version 19 Pag&s'tW30f 319 Page 1 Page 76 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:04:00 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder Qby,ten= —Qby,bot =0 ksi Tensile stress from bending about y-axis P,.(tens) = 315.338 k Required axial tensile strength at governing location Sz=30.24 in' Elastic shape modulus about local z-axis (strong) Sy= 10.857 in' Elastic shape modulus about local y-axis(weak) Required flexural strength about y-axis at MTy= Qby,comPSy= 0 k-J{{t governing location Mrz=0'bz,tenSz=6.38 k-ft Required flexural strength about z-axis at governing location Applied Loading- Shear+Torsion 15 - - - - Location= 7.11 ft Governing shear location per governing axis Qvy= —0.086 ksi Shear stress in the y-axis or,z=0 ksi Shear stress in the z-axis T=0 ksi Shear stress due to torsion A =Avy— 8.75 in2 Effective shear area in local y-axis for required y 1.2 strength V,.y= (10r yj + ITl)A,,,y =0.757 k Required shear strength about the y-axis at governing location A,z=Avz= 5 in2 Effective shear area in local z-axis for required 1.2 strength Viz = (�6vz� + Tj)Awz= 0 k Required shear strength about the z-axis at governing location Axial Tension Analysis 15 315.338 k 502.2 k Check Allowable Tensile Strength Ay = 15.5 in Gross cross-sectional area of member Fy=36 ksi Specified minimum yield stress Ot = 0.9 Resistance factor in tension Pn =FyAy= 558 k Nominal axial strength in tension (Eq. D2-1) P, = OtP,, = 502.2 k Allowable tensile strength (Sec. D2) P,.(tens) = 315.338 k Required axial tensile strength at governing location Axial Compression Analysis 15 0.000 k 293.781 k Check Slenderness Ratio:Compression Fy=36 ksi Specified minimum yield stress E=29000 ksi t,,, =0.75in CITY APPRovEb PLANS t f= 0.75 in hick s off Ian Reviewed Aor rode Compliance bf=4 in Width of flange b= 2f= 2in PLANS MU IfthP rfla'ISg'e1,v�tR'B SITE FOR ALL INSPECTIONS RISA-3D Version 19 Fjag&s 3of 319 Page 2 Page 77 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:04:03 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder d= 7 in Full nominal depth of the section A f= b f= 5.333 Flange slenderness ratio f rE Ar= 0.4512.772 Limiting width to thickness parameter for a (Table B4.1 a, slender element subject to axial compression Case 3) Af< A,.f--> Non-slender flange Aw =d = 9.333 Web slenderness ratio w E' Limiting width to thickness parameter for a (Table B4.1 a, ar= 0.45 —= 12.772 Fy slender element subject to axial compression Case 3) Xw < A,.w --� Non-slender web Check Effective Slenderness Ratio Ky 1 Effective length factor for the flexural buckling about the y-axis Distance between points which brace the Lby= 14.22 ft member against flexural buckling about the y- axis L,y= KyLby= 14.22 ft Effective length in the weak(local y)direction (Sec.E2) ry= 1.751 in Radius of gyration about the local y-axis(weak) Kz= 1 Effective length factor for the flexural buckling about the z-axis Distance between points which brace the Lk= 7.11 ft member against flexural buckling about the z- axis LCz=KzLbz= 7.11 ft Effective length in the strong(local z)direction (Sec. E2) rz= 2.208 in Radius of gyration about the local z-axis (strong) E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress L,y— 97.476 Effective slenderness ratio about the local y- ry axis(weak) Lz=38.633 Effective slenderness ratio about the local z- rz axis(strong) Check Elastic Buckling Stress K�� 1 Effective length factor for the flexural buckling about the y-axis CITY A P�WI �r fQ`�the fl^curnal'�bk ng Kz- 1 r7�A1\ ry= 1.751 in adius f gy atio about th ,local axis( ak) Reviewed Tor Ve �ompflance rz= 2.208 in Radius of gyration about the local z-axis PLANS MU(,T'q3E ON JOB SITE E=29000 ksi Modulus of elasticity FOR ALL INSPECTIONS RISA-3D Version 19 ag&s 3® 319 Page 3 Page 78 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:04:06 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder Distance between points which brace the Lby= 14.22 ft member against flexural buckling about the y- axis Ley= KyLby= 14.22 ft Effective length in the weak(local y)direction (Sec.E2) Distance between points which brace the Lk= 7.11 ft member against flexural buckling about the z- axis LCz=KzLbz= 7.11 ft Effective length in the strong(local z)direction (Sec. E2) C,,, = 7.931 ins Warping constant G= 11154 ksi Shear modulus of elasticity J= 2.94 in Torsional constant Iy =47.5 in Moment of inertia about local y-axis(weak) Iz= 75.6 in Moment of inertia about local z-axis(strong) Fy=36 ksi Specified minimum yield stress 2 Fe = max(L , L 2 =30.123 ksi Flexural elastic buckling stress (Eq. E3-4) ry r F,. (0.658F)Fy= 21.831 ksi Flexural critical buckling stress (Eq. E3-2) Check Flexural-Torsional Buckling Stress x =0in Distance from face of web to the centroid in local x axis y= 2.5 in Distance from face of web to the centroid in local y axis e°= 0 in Distance from shear center to face of web x° = 0 in Local x coordinate of shear center with respect to the centroid y°= y— =2.125in tf Local y coordinate of shear center with respect — 2 to the centroid r° = �X2o+y2+Iy A Iz= 3.53 in Polar radius of gyration about the shear center (Eq. E4-9) H= 1 —x°2 y° =0.638 Flexural constant (Eq. E4-8) r° Kz= 1 Effective length factor for torsional buckling about the z-axis 2 Fey= Ky aXIS E2 = 30.123 ksi Flexural elastic buckling stress about the local y ( q E E4-6) ( r ) o a lin t ess- tge w Fez=AT2 = 169.784 ksi CITY API a pr ANge (Eq. E4-7) y ° 16.1-37 Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 ag&s 3® 319 Page 4 Page 79 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:04:09 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Fe = I Fey+Fez I I 1 — 1 — 4FeyFezH1 = 28.103 ksi \ 2H / L (Fey+Fez)2J Torsional or flexural-torsional elastic buckling (Eq. E4 3) stress FC,. _ [0.658F]Fg= 21.06 ksi Flexural-torsional critical buckling stress (Eq. E3-2) ,FTCheck Allowable Compressive Stress F,.,11127i, min(FC1.,Fe1.,FT) = 21.06 ksi Critical stress Ag = 15.5 in Gross cross-sectional area of member 0e= 0.9 Resistance factor in compression P. =F,.,,FTAg=326.423 k Nominal compressive strength -flexural (E E4-1) torsional buckling q P,= 0eP,,, = 293.781 k Allowable compression strength (Eq. 33-1) Flexural Analysis(Strong Axis) 15 6.38 k-ft 34.366 k-ft Check Slenderness Ratio:Flexure E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress t f= 0.75 in Thickness of flange b f=4 in Width of flange d= 7 in Full nominal depth of the section A f= b f= 5.333 Flange slenderness ratio f Limiting width to thickness parameter for a (Table 34.1 b, �,f=0.91�;E y= 25.828 slender element Case 12) AP f— 0.54 = 15.326 Limiting width to thickness parameter for a (Table B4.1 b, �II Fy compact element Case 12) Af< Apf--+ Compact flange A,,, _ = 9.333 Web slenderness ratio w rTE Limiting width to thickness parameter for a (Table B4.1 b, A, = 0.91 =25.828 slender element Case 12) rE API, =0.5415.326 Limiting width to thickness parameter for a (Table B4.1 b, compact element Case 12) A,,, < Aw --> Compact web Check Yielding Fy=36 ksi CITY A P Ppc fiL�Minlhirelf stLA N S Zz=29.6 in' Reviewed is (strong Sz= 16.8 in' PLANS M U@Tc B&E)Nl sJ b B l84TEs (strong) FOR ALL INSPECTIONS RISA-3D Version 19 Fjag&stbV63& 319 Page 5 Page 80 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:04:12 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Mp= 1.5My= 1.5FySz= 75.6 k-ft Strong axis plastic moment (Eq. F9-5) Mn =Mp = 75.6 k-ft Nominal strength due to yielding (Eq. F9-1) Check Lateral Torsional Buckling E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress d= 7 in Full nominal depth of the section ry= 1.751 in Radius of gyration about the local y-axis(weak) Distance between points which brace the L,omp,bot =85.32 ft bottom flange of the member against lateral- torsional buckling Iy =47.5 in Moment of inertia about local y-axis(weak) J= 2.94 in Torsional constant Sz= 16.8 in' Elastic shape modulus about local z-axis (strong) Lp = 1.76ry F = 7.287 ft Limiting laterally unbraced length in yielding (Eq.F9-8) Y Lr= 1.95(E) 2.36 I I IyJ /Fy\ dSz+1 97.325 ft Limiting laterally unbraced length in lateral (Eq. F9-9) — = Fy Sz \E/ J torsional buckling B— —2.3(Td J- -0.063 Lateral-torsional factor(stem in compression) (Eq.F9-12) b My=FySz= 50.4 k-ft Strong axis yield moment (Eq. F9-3) 1.95E Mom. = L IyJ(B+ 1+B2) = 51.063 k-ft Critical moment (Eq. F9-10) b My < 1.0 Analyze lateral-torsional buckling per equation Mc,. - 1 F10-2 M.,LTB= C1.92— 1.17 My I My < 1.5My =38.184 k-ft Lateral-torsional buckling strength (Eq. F10-2) Check Allowable Flexural Strength(Strong Axis) Ob=0.9 Resistance factor in flexure Maz=min(M.,M.,LTB,M..,sLLB,M..,LLLB) — 38.184 k-ft Governing nominal flexural strength (strong axis) Required flexural strength about z-axis at Mrz=6.38 k-ft governing location Mcz= ObXz=34.366 k-ft (Sec.F1) Flexural Analysis(Weak Axis) P F 1►5%0% Y E09A k -ft Weak axis bending of LL shapes is T t col evAetweHbr-'ode Compliance This section is checked in accordanc wiRli , $410 U ST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 ag&s r3® 319 Page 6 Page 81 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:04:15 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Check Yielding Fy 36 ksi Specified minimum yield stress Zy= 21.281 in Plastic shape modulus about local y-axis(weak) Sy= 10.857 in3 Elastic shape modulus about local y-axis(weak) My=FySy=32.571 k-ft Weak axis yield moment (Eq. F9-3) M,=FyZy < 1.6My=52.114 k-ft Weak axis plastic moment (Eq. F9-2) M,,, =M, = 52.114 k-ft Nominal strength due to yielding (Eq. F9-1) Check Allowable Flexural Strength(Weak Axis) Ob=0.9 Resistance factor in flexure Mny= 52.114 k-ft Governing nominal flexural strength(weak) M,y= 0 k-ft Required flexural strength about y-axis at governing location MCy= ObMny=46.903 k-ft Allowable flexural strength (weak axis) (Sec.F1) Shear Analysis(Major Axis y) 15 0.757 k 204.12 k 0.004 Pass E=29000 ksi Modulus of elasticity F,,=36 ksi Specified minimum yield stress Check Shear Strength of Web without Tension Field Action k = 1.2 Web plate shear buckling coefficient (Sec.G4) h= d—t,,, = 6.25in t,,, =0.75 in Thickness of web A,,, =t = 8.333 Web slenderness ratio < 1.10 F�kvE 34.2 Shear buckling slenderness limit (Sec.G2.2(b)(i)) G2 = 1 Web shear buckling strength coefficient (Eq.G2-9) V. = 0.6FybtC„2 = 226.8 k Nominal shear strength (Eq.G3-1) Check Major Axis(y) Shear Unity 0 =0.9 Resistance factor in shear V,y= OvVny= 204.12 k Factored strong axis shear capacity (Sec.G1) Required shear strength about the y-axis at V,.y=0.757 k governing location(see Applied Loading - Shear+ Torsion) UC=MY=0.004 Shear unit check in the -axis ly Shear Analysis(Minor Axis z) TY 0r LAS k 0.000 Pass E=29000 ksi odu of lasti 'y Reviewed oru of e omnliance Fy=36 ksi Specified minimum yield tress Check Shear Strength of Web without Tens n rl LANI S MUST BE ON JOB SITE k 1.2 FOR ALtbIftsoEtfiracRetient (Sec.G4) RISA-3D Version 19 Pag&stW3& 3 TT- Page 7 Page 82 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:04:19 AM Job Number : 10212100056 Checked By ANEMETSCHEKCOMPANY Model Name Truss Girder h=d—t, = tin tf= 0.75 in Thickness of flange h of=t ff= 2.667 Flange slenderness ratio < 1.10 F�k, 34.2 Shear buckling slenderness limit (Sec.G2.2(b)(i)) G2 = 1 Web shear buckling strength coefficient (Eq.G2-9) V. =0.6FybtC„2 = 129.6 k Nominal shear strength (Eq.G3-1) Check Minor Axis(z) Shear Unity 0,= 0.9 Resistance factor in shear V,,z= 0,Vn,z= 116.64 k Factored weak axis shear capacity (Sec.G1) Required shear strength about the z-axis at Vr,z=0 k governing location (see Applied Loading - Shear + Torsion) UC=Urz=0 Shear unity check in the z-axis Vcz Bending&Axial Interaction Check(UC Bending Max) 15 - - 0.793 Pass P,.(tens) =315.338 k Required axial tensile strength at governing location Pt = 502.2 k Allowable axial tensile strength Required flexural strength about z-axis at M z= 6.38 k-ft governing location MCz=34.366 k-ft Allowable flexural strength (strong axis) Required flexural strength about y-axis at M,y=0 k-ft governing location M,=46.903 k-ft Allowable flexural strength (weak axis) For Pc > 0.2,Pc+9 (M"+M y� < 1.0 =0.793 Bending and Axial Interaction (Eq.H 1-1 a) cz cy CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 Pageus 99r.9319 Page 8 Page 83 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:05:19 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Detail Report:M8 TYP VERT Unity Check:0.601(LC 15) Load Combination:Envelope WARNING:Detail Report Based On Less Than 10 Sections! Input Data: x Shape: LL3x3x4x6 I Node: N4 Member Type: Column J Node: N17 Length(ft): 5 1 Release: BenPIN Material Type: Hot Rolled Steel J Release: BenPIN Design Rule: Typical I Offset(in): N/A Number of Internal Sections: 5 J Offset(in): N/A it Material Properties: Material: A36Gr.36 Therm.Coeff.(1e"F-1): 0.65 Ry: 1.5 E(ksi): 29000 Density(k/ft3): 0.49 Fu(ksi): 58 G(ksi): 11154 Fy(ksi): 36 Rt: 1.2 Nu: 0.3 Shape Properties: d(in): 3 1.(in'): 2.46 ro(in): 1.92 bf(in): 3 Area(in'): 2.88 y(in): 0.836 tf(in): 0.25 Zyy(in'): 3.5 J(in'): 0.063 Spacing(in): 0.75 Za(in3): 2.04 k*(in): 0.63 1yy(in'): 6.65 C.(in'): 0.041 Design Properties: Lby_y(ft): N/A Ky_y: 1 Max Defl Ratio: L/0 Lb z,(ft): N/A KZ_Z: 1 Max Defl Location: 0 L comp top(ft): Lbyy ysway. No Span: N/A Lcomp bot(ft): N/A z sway. No Ltorque(ft): N/A Function: Lateral Seismic DR: None M8 N4 N17 AISC 15th (360-16): LRFD Code Check Limit State Gov.LC Required Available Unity Check 2esult Applied Loading- Bending/Axial 15 - - Location= 0 ft Governing bending and axial location Qby,top= 0 ksi Extreme top fiber positive bending stress about y-axis Extreme bottom fiber positive bending stress �by,bot = 0 ksi about y-axis Qbz,top= 0 ksi CITY AP OUN 5itiy�ky�ndjpgNt a out Qbz,bot - 0 ksi Reviewed ���uz aeo 6offipiia7cG ng Str s Qbz,ten = —Qbz,bot = 0 ksi PLANS M USje B Es 01'y'U0&`>U1TEis Qby,ten = —Qby,bot =0 ksi Tensile stress from bending about y-axis FOR ALL INSPECTIONS RISA-3D Version 19 ag&s r. 30 319 Page 1 Page 84 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:05:22 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder Pr(comp) =43.924 k Required axial compressive strength at governing location Sz= 2.943 in' Elastic shape modulus about local z-axis (strong) Sy= 1.97 in' Elastic shape modulus about local y-axis(weak) Required flexural strength about y-axis at Mry= Qby,compSy= 0 k-ft governing location Required flexural strength about z-axis at Mrz=6'bz,compSz= 0 k-ft governing location Applied Loading- Shear+Torsion 29 - - - - Location= 5 ft Governing shear location per governing axis 17vy= 0 ksi Shear stress in the y-axis u,,z=0 ksi Shear stress in the z-axis T=0 ksi Shear stress due to torsion A Avy= 1.25 in Effective shear area in local y-axis for required wy 1.2 strength Vry= (1 atiyj + ITl)Awy =0 k Required shear strength about the y-axis at governing location Awz=Avz= 1.25 in Effective shear area in local z-axis for required 1.2 strength Vrz— (I Qvzl + Tj)Awz= 0 k Required shear strength about the z-axis at governing location Axial Tension Analysis 15 0.000 k 93.312 k - - Check Allowable Tensile Strength A9 =2.88 in 2 Gross cross-sectional area of member Fy=36 ksi Specified minimum yield stress Ot = 0•9 Resistance factor in tension P,,, =FyAy= 103.68 k Nominal axial strength in tension (Eq. D2-1) Pd = OtPn =93.312 k Allowable tensile strength (Sec. D2) Axial Compression Analysis 15 43.924 k 73.04 k Check Slenderness Ratio:Compression Fy=36 ksi Specified minimum yield stress E=29000 ksi Modulus of elasticity t,,, =0.25 in Thickness of web t f= 0.25 in Thickness of flange bf= 3in CITY APFyft6 D PLANS b= 2f= 1.5 in Half the full flange width d=3in Reviewed f�Ol�nCodTe p9 r�eptta Af=bf= 12 PLANSMUl$nTeQAeQN,JPB SITE f FOR ALL INSPECTIONS RISA-3D Version 19 ag&s r3® 319 Page 2 Page 85 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:05:25 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Ar= 0.45 E = 12.772 Limiting width to thickness parameter for a (Table B4.1 a, Fy slender element subject to axial compression Case 3) Af< Arf—*Non-slender flange A,,, _ = 12 Web slenderness ratio rFyE = 12.772 Limiting width to thickness parameter for a (Table B4.1 a, Ar= 0.45 slender element subject to axial compression Case 3) Aw < A,.,,, — Non-slender web Check Effective Slenderness Ratio Effective length factor for the flexural buckling about the y-axis Distance between points which brace the Lby= 5 ft member against flexural buckling about the y- axis L,y= KyLby= 5 ft Effective length in the weak(local y)direction (Sec.E2) ry= 1.52 in Radius of gyration about the local y-axis(weak) Kz= 1 Effective length factor for the flexural buckling about the z-axis Distance between points which brace the Lk= 5 ft member against flexural buckling about the z- axis LCz=KzLbz= 5 ft Effective length in the strong(local z)direction (Sec. E2) rz= 0.924 in Radius of gyration about the local z-axis (strong) E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress L,y— 39.485 Effective slenderness ratio about the local y- ry axis(weak) LCz=64.92 Effective slenderness ratio about the local z- rz axis(strong) Check Elastic Buckling Stress Ky= 1 Effective length factor for the flexural buckling about the y-axis Kz= 1 Effective length factor for the flexural buckling about the z-axis ry= 1.52 in Radius of gyration about the local y-axis(weak) aLLs.Qrz= 0.924 in CITY A P OREN o`OU Nx8 E=29000 ksi odu of last 'y Reviewed 'or odie c ompliance Distance between points Which brace the Lby= 5 PLANS MUSTrBpi0Nxuj0Bkli pIaPft th y- axis J FOR ALL INSPECTIONS RISA-3D Version 19 ag&s 3® 319 Page 3 Page 86 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:05:28 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder L,y= KyLby= 5 ft Effective length in the weak(local y)direction (Sec. E2) Distance between points which brace the Lb.= 5 ft member against flexural buckling about the z- axis Lez=KzLbz= 5 ft Effective length in the strong(local z)direction (Sec. E2) C,,, =0.041 in Warping constant G= 11154 ksi Shear modulus of elasticity J= 0.063 in Torsional constant Iy =6.65 in Moment of inertia about local y-axis(weak) Iz= 2.46 in Moment of inertia about local z-axis(strong) Fy=36 ksi Specified minimum yield stress Fe z � E = (L L-))2 =67.911 ksi max y Flexural elastic buckling stress (Eq. E3-4) — ry rz FC, _ (0.658FP)Fy= 28.836 ksi Flexural critical buckling stress (Eq. E3-2) Check Flexural-Torsional Buckling Stress x =0 in Distance from face of web to the centroid in local x axis y=0.836 in Distance from face of web to the centroid in local y axis e°= 0 in Distance from shear center to face of web x° =0 in Local x coordinate of shear center with respect to the centroid y°= tf=0.711in Local y coordinate of shear center with respect y-- 2 to the centroid r° = �X2o+yo+Iy A Iz= 1.92 in Polar radius of gyration about the shear center (Eq. E4-9) H= 1 —X°2 y° =0.863 Flexural constant (Eq. E4-8) r° Kz= 1 Effective length factor for torsional buckling about the z-axis z Fey=VYYLY E 183.58 ksi Flexural elastic buckling stress about the local y (Eq. E4-6) axis GJ Torsional elastic buckling stress- note the Cw Fez=A rz =65.767 ksi term is omitted for WT per User Note on page (Eq. E4-7) y ° 16.1-37 Fe' — (Fe 2H ez) [1 — 1 — (FFe z 1 1P ROVE D PLANS Reviewed f inc66di9 07TP iej (�uckli g (Eq. E4-3) stress F,,,FT_ [0.658Fe]Fy= 28.179 ksi PLANS M UP5xTraR Fi(Qn itfJQP kiP IFn (Eq. E3-2) FOR ALL INSPECTIONS RISA-3D Version 19 ag&s 3® 319 Page 4 Page 87 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:05:31 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Check Allowable Compressive Stress FCr,min rnin(Fc,•,Fcr,FT) = 28.179 ksi Critical stress Ay =2.88 in Gross cross-sectional area of member 0,= 0.9 Resistance factor in compression P. =F,.,FTA9=81.156 k Nominal compressive strength-flexural (E E4-1) torsional buckling q' P,_ OcPn = 73.04 k Allowable compression strength (Eq. B3-1) P,.(comp) =43.924 k Required axial compressive strength at governing location Flexural Analysis(Strong Axis) 15 0.000 k-ft 4.911 k-ft - - Check Slenderness Ratio:Flexure E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress t f= 0.25 in Thickness of flange bf= 3 in Width of flange d=3 in Full nominal depth of the section A f=bf= 12 Flange slenderness ratio f Limiting width to thickness parameter for a (Table B4.1 b, �,f=0.91�;E y= 25.828 slender element Case 12) AP f— 0.54�iEFY — 15.326 Limiting width to thickness parameter for a (Table B4.1 b, compact element Case 12) Af< Apf--� Compact flange d A,,, =tw= 12 Web slenderness ratio E Limiting width to thickness parameter for a (Table B4.1 b, A, = 0.91 Fy=25.828 slender element Case 12) rE API, =0.54 = 15.326 Limiting width to thickness parameter for a (Table B4.1 b, compact element Case 12) A,,, < Aw --� Compact web Check Yielding Fy=36 ksi Specified minimum yield stress Zz=2.04 in3 Plastic shape modulus about local z-axis (strong) Sz= 1.137 in3 CITY APIs 0'' CJS PVA MP=FyZz < 1.6My= 5.457 k-ft Reviewed Ab" � �a CufflPiance (Eq. F9-2) Mn = M, = 5.457 k-ft PLANS MUST nBE nONuJtOyBd§TE (Eq. F9-1) Check Lateral Torsional Buckling FOR ALL INSPECTIONS RISA-3D Version 19 Fjag&s:gU430f 319 Page 5 Page 88 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:05:34 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress d=3 in Full nominal depth of the section ry= 1.52 in Radius of gyration about the local y-axis(weak) Distance between points which brace the top L,—P,top= 5 ft flange of the member against lateral-torsional buckling Iy =6.65 in4 Moment of inertia about local y-axis(weak) J= 0.063 in4 Torsional constant Sz— 1.137 in' Elastic shape modulus about local z-axis (strong) LP = 1.76ry ;EE, —6.325 ft Limiting laterally unbraced length in yielding (Eq.F9-8) y Lr= 1.95(E) IyJ (E) FydSz Limiting laterally unbraced length in lateral- (Eq. F9-9) 2.36 +1 =80.006 ftF\y Sz J torsional buckling B= 2.3 C d Ij1y = 1.185 Lateral-torsional factor(stem in tension) (Eq. F9-12) Lb i My=FySz= 3.41 k-ft Strong axis yield moment (Eq. F9-3) 1.95E Mc = Lb Check 1+B2) = 138.651 k-ft Critical moment (Eq. F9-10) b Check Allowable Flexural Strength(Strong Axis) Ob=0.9 Resistance factor in flexure Governing nominal flexural strength(strong Mnz=min(Mn Mn,LTa,Mn,sLLa,Mn,LLLB) = 5.457 k-ft axis) Required flexural strength about z-axis at M,z—0 k-ft governing location Mc__= ObMnz=4.911 k-ft Allowable flexural strength(strong axis) (Sec.F1) Flexural Analysis(Weak Axis) 15=0.000 k-ft 8.512 k-ft - - Weak axis bending of LL shapes is not covered in the design code. This section is checked in accordance with yielding only. Check Yielding Fy=36 ksi Specified minimum yield stress Zy= 3.5 in3 ak) Sy= 1.97 in' CITY AP PROVER PLAN ak) My=FySy= 5.911 k-ft Reviewed &kC' Xd6" Phpliance (Eq. F9-3) MP=FyZy < 1.6My=9.458 k-ft PLANS MUST aB�la50N moment SITE (Eq. F9-2) Mn =MP =9.458 k-ft Nominal strength due to yielding (Eq. F9-1) FOR ALL INSPECTIONS RISA-3D Version 19 Fjag&s:g0b30f 319 Page 6 Page 89 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:05:36 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Check Allowable Flexural Strength(Weak Axis) Ob=0.9 Resistance factor in flexure Mny= 9.458 k-ft Governing nominal flexural strength(weak) M,.y= 0 k-ft Required flexural strength about y-axis at governing location MCy= ObXy= 8.512 k-ft Allowable flexural strength(weak axis) (Sec. F1) Shear Analysis(Major Axis y) 29 0.000 k 29.16 k 0.000 Pass E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress Check Shear Strength of Web without Tension Field Action k = 1.2 Web plate shear buckling coefficient (Sec.G4) h= d—t,,,= 2.75in t,, =0.25 in Thickness of web h A,,, =t = 11 Web slenderness ratio w < 1.10#kvE -34.2 Shear buckling slenderness limit (Sec.G2.2(b)(i)) G2 = 1 Web shear buckling strength coefficient (Eq.G2-9) Vn = 0.6FybtCv2 =32.4 k Nominal shear strength (Eq.G3-1) Check Major Axis(y) Shear Unity 0, =0.9 Resistance factor in shear V,y= 0 Vny= 29.16 k Factored strong axis shear capacity (Sec.G1) Required shear strength about the y-axis at V,.y=0 k governing location(see Applied Loading - Shear+ Torsion) UC= V=0 Shear unity check in the y-axis Ky Shear Analysis(Minor Axis z) 29 0.000 k 29.16 k 0.000 Pass E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress Check Shear Strength of Web without Tension Field Action kz, = 1.2 Web plate shear buckling coefficient (Sec.G4) h= d—t,,,= 1.5in t f= 0.25 in Thickness of flange A f=t=6 CITY AP PR sl VEDti(PLAN S < 1.10 kF-34.2 Reviewed f-Q�r 9s,QQwP1 nce (Sec.G2.2(b)(i)) y TRF (� 'I� l F Cv2 = 1 PLANS M U�eli sh aP buc N sTre'IS Q c�etFi i�Pft (Eq.G2 9) FOR ALL INSPECTIONS RISA-3D Version 19 ag&s 3® 319 Page 7 Page 90 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:05:39 AM Job Number :10212100056 Checked By ANEMETSCHEKCOMPANY Model Name : Truss Girder V„ =0.6FybtC 2 = 32.4 k Nominal shear strength (Eq.G3-1) Check Minor Axis(z) Shear Unity 0, = 0.9 Resistance factor in shear Viz Vnz= 29.16 k Factored weak axis shear capacity (Sec.G1) Required shear strength about the z-axis at V,.,z=0 k governing location (see Applied Loading - Shear + Torsion) UC=Urz=0 Shear unity check in the z-axis Vcz Bending&Axial Interaction Check(UC Bending Max) 15 - 0.601 Pass P,(comp) =43.924 k Required axial compressive strength at governing location P,= 73.04 k Allowable axial compressive strength Required flexural strength about z-axis at MTz— 0 k-ft governing location MCz=4.911 k-ft Allowable flexural strength (strong axis) M,.y=0 k-ft Required flexural strength about y-axis at governing location M,= 8.512 k-ft Allowable flexural strength (weak axis) P,. P = 0.601 Bending and Axial Interaction P, CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 ageu r. Page 8 Page 91 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:06:35 AM Job Number : 10212100056 Checked By: ANEMETSCHEK COMPANY Model Name : Truss Girder Detail Report:M20 TYP DIAG Unity Check:0.831(LC 15) Load Combination:Envelope WARNING:Detail Report Based On Less Than 10 Sections! Input Data: Shape: LL3x3x4x6 I Node: N16 Member Type: VBrace J Node: N4 8.692 Length(ft): 8.692 I Release: BenPIN Material Type: Hot Rolled Steel J Release: BenPIN Design Rule: Typical I Offset(in): N/A Numberof Internal Sections: 5 J Offset(in): N/A Material Properties: Material: A36 Gr.36 Therm.Coeff.(1es°F-1): 0.65 Ry: 1.5 E(ksi): 29000 Density(k/ft3): 0.49 F.(ksi): 58 G(ksi): 11154 Fy(ksi): 36 Rt: 1.2 Nu: 0.3 Shape Properties: d(in): 3 1_(in'): 2.46 ro(in): 1.92 bf(in): 3 Area(in'): 2.88 y(in): 0.836 tf(in): 0.25 Zyy(in 3): 3.5 J(in'): 0.063 Spacing(in): 0.75 Zu(in3): 2.04 k*(in): 0.63 Iyy(in'): 6.65 C.(in'): 0.041 Design Properties: Lby_y(ft): N/A Ky_y: 1 Max Defl Ratio: L/0 Lb—(ft): N/A K_: 1 Max Defl Location: 0 Lcomp top(ft): Lbyy ysway: No Span: N/A Lcomp bot(ft): N/A zsway: No Ltorque(ft): N/A Function: Lateral Seismic DR: None M20 •�� n 0 N16 N4 AISC 15th (360-16): LRFD Code Check Limit State Gov.LC Required Available Unity Check tesult Applied Loading- Bending/Axial 15 - Location=4.346 ft Governing bending and axial location Qby,top= 0 ksi Extreme top fiber positive bending stress about y-axis Uby,bot = 0 ksi Extreme bottom fiber positive bending stress about y-axis Qbz,top = 0.37 ksi CITY AP OUN 5itiy�kypndjpg,�trt a out Qbz,bot — —0.959 ksi izi li ng Str s evewew rei offipance Qbz,comp=Qbz,top =0.37 ksi PLANS M U`81 nrBS C N f j0&d8jT1et z As Qbz,ten = —Obz,bot = 0.959 ksi Tensile stress from bending about z-axis FOR ALL INSPECTIONS RISA-3D Version 19 ag@ss 3® 319 Page 1 Page 92 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:06:38 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder Qby,ten= —Qby,bot =0 ksi Tensile stress from bending about y-axis P,(tens) = 75.988 k Required axial tensile strength at governing location Sz= 2.943 in' Elastic shape modulus about local z-axis (strong) Sy= 1.97 in' Elastic shape modulus about local y-axis(weak) Required flexural strength about y-axis at MTy= Qby,comPSy= 0 k-J{{t governing location Required flexural strength about z-axis at Mrz=�bz,compSa= 0.091 k- governing location Applied Loading- Shear+Torsion 26 - - - - Location= 8.692 ft Governing shear location per governing axis Uvy= —0.039 ksi Shear stress in the y-axis or,,, =0 ksi Shear stress in the z-axis T=0 ksi Shear stress due to torsion A =Avy— 1.25 in2 Effective shear area in local y-axis for required y 1.2 strength Vry= (10r yj + ITl)A,y =0.049 k Required shear strength about the y-axis at governing location Awz=Avz= 1.25 in Effective shear area in local z-axis for required 1.2 strength Viz = (�6vz� + Tj)Awz= 0 k Required shear strength about the z-axis at governing location Axial Tension Analysis 15 75.988 k 93.312 k Check Allowable Tensile Strength Ay =2.88 in Gross cross-sectional area of member Fy=36 ksi Specified minimum yield stress Ot = 0•9 Resistance factor in tension Pn =FyAy= 103.68 k Nominal axial strength in tension (Eq. D2-1) P, = OtPn =93.312 k Allowable tensile strength (Sec. D2) P,r(tens) = 75.988 k Required axial tensile strength at governing location Axial Compression Analysis 15 0.000 k 47.723 k Check Slenderness Ratio:Compression Fy=36 ksi Specified minimum yield stress E=29000 ksi t,,, =0.25in CITY APPRovEb PLANS t f= 0.25 in hick s off Ian Reviewed Aor rode Compliance bf= 3 in Width of flange b= 2f= 1.5in PLANS MU IfthP rfla'ISg'e�v�tR'B SITE FOR ALL INSPECTIONS RISA-3D Version 19 Fjag&1-Z2u&30f Page 2 Page 93 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:06:41 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder d=3 in Full nominal depth of the section A f=bf= 12 Flange slenderness ratio tf rE Ar= 0.4512.772 Limiting width to thickness parameter for a (Table B4.1 a, slender element subject to axial compression Case 3) Af< A,.f--> Non-slender flange Aw =d = 12 Web slenderness ratio w E' Limiting width to thickness parameter for a (Table B4.1 a, ar= 0.45 —= 12.772 Fy slender element subject to axial compression Case 3) Xw < A,.w --� Non-slender web Check Effective Slenderness Ratio Ky 1 Effective length factor for the flexural buckling about the y-axis Distance between points which brace the Lby= 8.692 ft member against flexural buckling about the y- axis L,y= KyLby= 8.692 ft Effective length in the weak(local y)direction (Sec.E2) ry= 1.52 in Radius of gyration about the local y-axis(weak) Kz= 1 Effective length factor for the flexural buckling about the z-axis Distance between points which brace the Lbz= 8.692 ft member against flexural buckling about the z- axis LCz=KzLbz= 8.692 ft Effective length in the strong(local z)direction (Sec. E2) rz= 0.924 in Radius of gyration about the local z-axis (strong) E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress L,y— 68.642 Effective slenderness ratio about the local y- ry axis(weak) Lz= 112.858 Effective slenderness ratio about the local z- rz axis(strong) Check Elastic Buckling Stress K�� 1 Effective length factor for the flexural buckling about the y-axis CITY A P�WI �r fQ`�the fl^curnal'�bk ng Kz- 1 r7�A1\ ry= 1.52 in adius f gy atio about th ,local axis( ak) Reviewed Tor Ve �ompflance rz= 0.924 in Radius of gyration about the local z-axis PLANS MU(,T'q3E ON JOB SITE E=29000 ksi Modulus of elasticity FOR ALL INSPECTIONS RISA-3D Version 19 F3ag&s2iriU3& Page 3 Page 94 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:06:44 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder Distance between points which brace the Lby= 8.692 ft member against flexural buckling about the y- axis Ley= KyLby= 8.692 ft Effective length in the weak(local y)direction (Sec.E2) Distance between points which brace the Lk= 8.692 ft member against flexural buckling about the z- axis LCz=KzLbz= 8.692 ft Effective length in the strong(local z)direction (Sec. E2) C,,, =0.041 in Warping constant G= 11154 ksi Shear modulus of elasticity J= 0.063 in Torsional constant Iy =6.65 in Moment of inertia about local y-axis(weak) Iz= 2.46 in Moment of inertia about local z-axis(strong) Fy=36 ksi Specified minimum yield stress 2 Fe = max(L , L 2 = 22.471 ksi Flexural elastic buckling stress (Eq. E3-4) ry r F,. (0.658F)Fy= 18.412 ksi Flexural critical buckling stress (Eq. E3-2) Check Flexural-Torsional Buckling Stress x =0in Distance from face of web to the centroid in local x axis y=0.836 in Distance from face of web to the centroid in local y axis e°= 0 in Distance from shear center to face of web x° = 0 in Local x coordinate of shear center with respect to the centroid y°= y— =0.711in tf Local y coordinate of shear center with respect — 2 to the centroid r° = �X2o+y2+Iy A Iz= 1.92 in Polar radius of gyration about the shear center (Eq. E4-9) H= 1 —x°2 y° =0.863 Flexural constant (Eq. E4-8) r° Kz= 1 Effective length factor for torsional buckling about the z-axis 2 Fey= Ky aXIS EZ = 60.746 ksi Flexural elastic buckling stress about the local y ( q E E4-6) ( r ) I lin t s- w Fe = =65.767 ksi aa pre ;Nt ge (Eq. E4-7)A o y ° CITY AP 16.1-37 Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 Fjag&s2ir1ejr30f Page 4 Page 95 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:06:47 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Fe = I Fey+Fez I I 1 — 1 — 4FeyFezH1 =46.028 ksi \ 2H / L (Fey+Fez)2J Torsional or flexural-torsional elastic buckling (Eq. E4 3) stress FC,. _ [0.658F]Fy= 25.95 ksi Flexural-torsional critical buckling stress (Eq. E3-2) ,FTCheck Allowable Compressive Stress F,.,11127i, min(FC1.,Fe1.,FT) = 18.412 ksi Critical stress Ay =2.88 in Gross cross-sectional area of member 0e= 0.9 Resistance factor in compression P. =Fc A = 53.026 k Nominal compressive strength -flexural s buckling (Eq. E3-1) P,= 0eP,,, =47.723 k Allowable compression strength (Eq. 33-1) Flexural Analysis(Strong Axis) 15 0.091 k-ft 4.852 k-ft Check Slenderness Ratio:Flexure E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress t f= 0.25 in Thickness of flange bf= 3 in Width of flange d=3 in Full nominal depth of the section A f=bf= 12 Flange slenderness ratio f Limiting width to thickness parameter for a (Table 34.1 b, �,f=0.91�;E y= 25.828 slender element Case 12) AP f— 0.54 = 15.326 Limiting width to thickness parameter for a (Table B4.1 b, �II Fy compact element Case 12) Af< Apf--+ Compact flange d A,,, _ = 12 Web slenderness ratio w rTE Limiting width to thickness parameter for a (Table B4.1 b, A, = 0.91 =25.828 slender element Case 12) rE API, =0.5415.326 Limiting width to thickness parameter for a (Table B4.1 b, compact element Case 12) A,,, < Aw --> Compact web Check Yielding Fy=36 ksi CITY A P Ppc fiL�Minlhirelf stLA N S Zz=2.04 in Reviewed 6c6 10fi 60C"�' &6`is (strong Sz= 1.137 in PLANS M U@Tc B&E)Nl sJ b B l84TEs (strong) FOR ALL INSPECTIONS RISA-3D Version 19 Fjag&s2irieZ3& Page 5 Page 96 of 203 Company KPFF Consulting Engineers 11/18/2021 IIRISA Designer : Supreme Maskey 9:06:51 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder Mp=FyZz < 1.6My= 5.457 k-ft Strong axis plastic moment (Eq. F9-2) Mn =Mp = 5.457 k-ft Nominal strength due to yielding (Eq. F9-1) Check Lateral Torsional Buckling E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress d=3 in Full nominal depth of the section ry= 1.52 in Radius of gyration about the local y-axis(weak) Distance between points which brace the top L,o,np,top= 8.692 ft flange of the member against lateral-torsional buckling Ty =6.65 in Moment of inertia about local y-axis(weak) J= 0.063 in Torsional constant Sz= 1.137 in' Elastic shape modulus about local z-axis (strong) Lp = 1.76ry F =6.325 ft Limiting laterally unbraced length in yielding (Eq.F9-8) y L,.= 1.95/E) 2.36 I I TyJ /Fy\ dSz+1 80.006 ft Limiting laterally unbraced length in lateral (Eq. F9-9) I— = Fy Sz \E/ J torsional buckling B— 2.3 CL =0.682 Lateral-torsional factor(stem in tension) (Eq. F9-12) b My=FySz= 3.41 k-ft Strong axis yield moment (Eq. F9-3) 1.95E Mom. = L TyJ(B+ 1+B2) = 55.157 k-ft Critical moment (Eq. F9-10) b GL, b—Lp Nominal flexural strength due to lateralMn,LTB= Mp— (Mp—My) = 5.391 k-ft (Eq. F9-6) —Lp torsional buckling Check Allowable Flexural Strength(Strong Axis) Ob=0.9 Resistance factor in flexure M =min(M�,�Mn,LTB�Mn.SLLB�Mn LLLB) = 5.391 k- Governing nominal flexural strength (strong 'az axis) M,.,z=0.091 k-ft Required flexural strength about z-axis at governing location Mcz= ObMnz=4.852 k-ft Allowable flexural strength (strong axis) (Sec.F1) Flexural Analysis(Weak Axis) 15 0.000 k-ft 8.512 k-ft - Weak axis bending of LL shapes is not covered in the design code. This section is checked in accordanc CITYKAP PROVED PLANS Check Yielding Reviewed for Code Compliance Fy=36 ksi PLANS M Us$ fiBIi�I"'Clr I �EnoNy�i�l,Q5,5 ITE Zy= 3.5in3 FOR AftsIIVJ N0ffaIy-axis( ak) RISA-3D Version 19 Fjag&s2irIU3& Page 6 Page 97 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:06:54 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Sy= 1.97 in' Elastic shape modulus about local y-axis(weak) My=FySy= 5.911 k-ft Weak axis yield moment (Eq. F9-3) Mp=FyZy < 1.6My=9.458 k-ft Weak axis plastic moment (Eq. F9-2) M„ = M, =9.458 k-ft Nominal strength due to yielding (Eq. F9-1) Check Allowable Flexural Strength(Weak Axis) Ob=0.9 Resistance factor in flexure Mny= 9.458 k-ft Governing nominal flexural strength(weak) M,.y= 0 k-ft Required flexural strength about y-axis at governing location MCy= ObMny= 8.512 k-ft Allowable flexural strength(weak axis) (Sec. F1) Shear Analysis(Major Axis y) 26 0.049 k 29.16 k 0.002 Pass E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress Check Shear Strength of Web without Tension Field Action k = 1.2 Web plate shear buckling coefficient (Sec.G4) h= d—t,,,= 2.75in t,,, =0.25 in Thickness of web Web slenderness ratio < 1.10F�k, -34.2 Shear buckling slenderness limit (Sec.G2.2(b)(i)) C,2 = 1 Web shear buckling strength coefficient (Eq.G2-9) V. = 0.6FybtC„2 32.1 k Nominal shear strength (Eq.G3-1) Check Major Axis(y) Shear Unity 0 =0.9 Resistance factor in shear V,y= 0 V,,y= 29.16 k Factored strong axis shear capacity (Sec.G1) Required shear strength about the y-axis at V,.y=0.049 k governing location(see Applied Loading - Shear+ Torsion) UC=Vry=0.002 Shear unity check in the y-axis Shear Analysis(Minor Axis z) 26 0.000 k 29.16 k 0.000 Pass E=29000 ksi Modulus of elasticity Fy=36 ksi Check Shear Strength of Web without Tens CITAc nAP P ROVED PLANS k = 1.2 eb to s ear cklin coefficient (Sec.G4) h- d-t,,= 1.5 in Reviewed ror p�ode ompfiance tf= 0.25in PLANS MU-ScTn8EifQN JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 F3ag&s2iri430f Page 7 Page 98 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:06:57 AM Job Number :10212100056 Checked By ANEMETSCHEKCOMPANY Model Name Truss Girder Af= ht = 6 Flange slenderness ratio f < 1.10#k,, = 34.2 Shear buckling slenderness limit (Sec.G2.2(b)(i)) G2 = 1 Web shear buckling strength coefficient (Eq.G2-9) V. =0.6FybtC 2 = 32.4 k, Nominal shear strength (Eq.G3-1) Check Minor Axis(z) Shear Unity 0v= 0.9 Resistance factor in shear V,z= 0,V,,,z= 29.16 k Factored weak axis shear capacity (Sec.G1) Required shear strength about the z-axis at Vrz=0 k governing location (see Applied Loading - Shear + Torsion) UC= =0 Shear unity check in the z-axis VCz Bending&Axial Interaction Check(UC Bending Max) 15 - - 0.831 Pass P,.(tens) = 75.988 k Required axial tensile strength at governing location Pt =93.312 k Allowable axial tensile strength Required flexural strength about z-axis at MTz= 0.091 k-ft governing location MC,=4.852 k-ft Allowable flexural strength (strong axis) M,.y=0 k-ft Required flexural strength about y-axis at governing location MCy= 8.512 k-ft Allowable flexural strength (weak axis) For Pr > 0.2 Pr 8 CMrz+Mryl < 1.0 =0.831 Bending and Axial Interaction (Eq.H 1-1 a) + Pc — Pc 9 X: May — CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 Fjag[eus2jrbr.9 Page 8 Page 99 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:08:02 AM Job Number : 10212100056 Checked By: ANEMETSCHEK COMPANY Model Name : Truss Girder Detail Report:M6 END VERT Unity Check:0.638(LC15) Load Combination:Envelope WARNING:Detail Report Based On Less Than 10 Sections! Input Data: Shape: LL3x3x6x6 I Node: N2 Member Type: Column J Node: N15 Length(ft): 5 I Release: BenPIN Material Type: Hot Rolled Steel J Release: BenPIN Design Rule: Typical I Offset(in): N/A Numberof Internal Sections: 5 J Offset(in): N/A Material Properties: Material: A36 Gr.36 Therm.Coeff.(1e"F-1): 0.65 Ry: 1.5 E(ksi): 29000 Density(k/ft3): 0.49 F.(ksi): 58 G(ksi): 11154 Fy(ksi): 36 Rt: 1.2 Nu: 0.3 Shape Properties: d(in): 3 1_(in'): 3.5 ro(in): 1.93 bf(in): 3 Area(in'): 4.22 y(in): 0.884 tf(in): 0.375 Zyy(in 3): 5.326 J(in'): 0.202 Spacing(in): 0.75 Zu(in3): 2.96 k*(in): 0.75 lyy(in°): 10.1 C.(in'): 0.13 Design Properties: Lby_y(ft): N/A Ky_y: 1 Max Defl Ratio: L/0 Lb—(ft): N/A K_: 1 Max Defl Location: 0 Lcomp top(ft): Lbyy ysway: No Span: N/A Lcomp bot(ft): N/A zsway: No Ltorque(ft): N/A Function: Lateral Seismic DR: None M6 •�� n 0 N2 N15 AISC 15th (360-16): LRFD Code Check Limit State Gov.LC Required Available Unity Check tesult Applied Loading- Bending/Axial 15 - Location= 0 ft Governing bending and axial location Qby,top= 0 ksi Extreme top fiber positive bending stress about y-axis Uby,bot = 0 ksi Extreme bottom fiber positive bending stress about y-axis Qbz,top = 0 ksi CITY AP OUN 5itiy�kypndjpg,�trt a out Qbz,bot - °ksi izi ii Str s evewew re6offipancG Cbz,ten = —Qbz,bot = 0 ksi PLANS M USIe f'E5 ONbUoUbSu"ITEs Qby,ten = —Qby,bot =0 ksi Tensile stress from bending about y-axis FOR ALL INSPECTIONS RISA-3D Version 19 ag&s it 3® Page 1 Page 100 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:08:05 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder Pr(comp) = 69.373 k Required axial compressive strength at governing location Sz=3.959 in Elastic shape modulus about local z-axis (strong) Sy= 2.993 in Elastic shape modulus about local y-axis(weak) Required flexural strength about y-axis at Mry= Qby,compSy= 0 k-ft governing location Required flexural strength about z-axis at Mrz=6'bz,compSz= 0 k-ft governing location Applied Loading- Shear+Torsion 29 - - - - Location= 5 ft Governing shear location per governing axis 17vy= 0 ksi Shear stress in the y-axis u,,z=0 ksi Shear stress in the z-axis T=0 ksi Shear stress due to torsion A Avy= 1.875 in Effective shear area in local y-axis for required wy 1.2 strength Vry= (1 atiyj + ITl)Awy =0 k Required shear strength about the y-axis at governing location Awz—Avz= 1.875 in Effective shear area in local z-axis for required 1.2 strength Vrz— (I Qvzl + Tj)Awz= 0 k Required shear strength about the z-axis at governing location Axial Tension Analysis 15 0.000 k 136.728 k Check Allowable Tensile Strength A9 =4.22 in 2 Gross cross-sectional area of member Fy=36 ksi Specified minimum yield stress Ot = 0•9 Resistance factor in tension P,,, =FyAy= 151.92 k Nominal axial strength in tension (Eq. D2-1) Pa = OtPn = 136.728 k Allowable tensile strength (Sec. D2) Axial Compression Analysis 15 69.373 k 108.797 k Check Slenderness Ratio:Compression Fy=36 ksi Specified minimum yield stress E=29000 ksi Modulus of elasticity t,,, =0.375 in Thickness of web t f= 0.375 in Thickness of flange bf= 3in CITY APFyft6 D PLANS b= 2f= 1.5 in Half the full flange width d=3in Reviewed f�OlrnCodTe p9 r�eptta of=bf f= 8 PLANSMUl$nTeQAeQN,JPB SITE FOR ALL INSPECTIONS RISA-3D Version 19 Pag@ss it e .r3® 319 Page 2 Page 101 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:08:08 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Ar= 0.45 E = 12.772 Limiting width to thickness parameter for a (Table B4.1 a, Fy slender element subject to axial compression Case 3) Af< A,f—*Non-slender flange Aw = d = 8 Web slenderness ratio tw rFyE = 12.772 Limiting width to thickness parameter for a (Table B4.1 a, Ar= 0.45 slender element subject to axial compression Case 3) Aw < A,.,,, — Non-slender web Check Effective Slenderness Ratio Effective length factor for the flexural buckling about the y-axis Distance between points which brace the Lby= 5 ft member against flexural buckling about the y- axis L,y= KyLby= 5 ft Effective length in the weak(local y)direction (Sec.E2) ry= 1.547 in Radius of gyration about the local y-axis(weak) Kz= 1 Effective length factor for the flexural buckling about the z-axis Distance between points which brace the Lk= 5 ft member against flexural buckling about the z- axis LCz=KzLbz= 5 ft Effective length in the strong(local z)direction (Sec. E2) rz= 0.911 in Radius of gyration about the local z-axis (strong) E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress L,y— 38.783 Effective slenderness ratio about the local y- ry axis(weak) LCz=65.883 Effective slenderness ratio about the local z- rz axis(strong) Check Elastic Buckling Stress Ky= 1 Effective length factor for the flexural buckling about the y-axis Kz= 1 Effective length factor for the flexural buckling about the z-axis ry= 1.547 in Radius of gyration about the local y-axis(weak) aLLs.Qrz= 0.911 in CITY A P OREN o`OU Nx8 E=29000 ksi odu of last 'y Reviewed 'or odie c ompliance Distance between points Which brace the Lby= 5 PLANS MUSTrBpi0Nxuj0Bkli pIaPft th y- axis J FOR ALL INSPECTIONS RISA-3D Version 19 ag&s it 3® Page 3 Page 102 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:08:11 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder L,y= KyLby= 5 ft Effective length in the weak(local y)direction (Sec. E2) Distance between points which brace the Lb.= 5 ft member against flexural buckling about the z- axis Lez=KzLbz= 5 ft Effective length in the strong(local z)direction (Sec. E2) C,,, =0.13 in Warping constant G= 11154 ksi Shear modulus of elasticity J= 0.202 in Torsional constant Iy = 10.1 in Moment of inertia about local y-axis(weak) Iz=3.5 in Moment of inertia about local z-axis(strong) Fy=36 ksi Specified minimum yield stress Fe z � E = (L L-))2 =65.94 ksi max y Flexural elastic buckling stress (Eq. E3-4) — ry rz FC, _ (0.658FP)Fy= 28.646 ksi Flexural critical buckling stress (Eq. E3-2) Check Flexural-Torsional Buckling Stress x =0 in Distance from face of web to the centroid in local x axis y=0.884 in Distance from face of web to the centroid in local y axis e°= 0 in Distance from shear center to face of web x° =0 in Local x coordinate of shear center with respect to the centroid y°= tf=0.697in Local y coordinate of shear center with respect y-- 2 to the centroid r° = �X2o+yo+Iy A Iz= 1.93 in Polar radius of gyration about the shear center (Eq. E4-9) H= 1 —X°2 y° =0.87 Flexural constant (Eq. E4-8) r° Kz= 1 Effective length factor for torsional buckling about the z-axis z Fey=VYYLY E 190.285 ksi Flexural elastic buckling stress about the local y (Eq. E4-6) axis GJ Torsional elastic buckling stress- note the Cw Fez=A rz = 143.336 ksi term is omitted for WT per User Note on page (Eq. E4-7) y ° 16.1-37 Fe' — (Fe 2H ez) �FFe zFy 1'APPROVED PLAN S Reviewed f inc66di9 07TP iej (�uckli g (Eq. E4-3) stress F,,,FT_ [0.658Fe]Fy=31.689 ksi PLANS M UP5xTraR Fi(Qn itfJQP kiP IFn (Eq. E3-2) FOR ALL INSPECTIONS RISA-3D Version 19 ag@ss it 3® Page 4 Page 103 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:08:14 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Check Allowable Compressive Stress Fe,min =min(Fc,.,Fir FT) = 28.646 ksi Critical stress Ay =4.22 in Gross cross-sectional area of member 0,= 0.9 Resistance factor in compression P. =F Ay= 120.886 k Nominal compressive strength-flexural (E E3-1) buckling q' P,_ OcPn = 108.797 k Allowable compression strength (Eq. B3-1) P,.(comp) = 69.373 k Required axial compressive strength at governing location Flexural Analysis(Strong Axis) 15 0.000 k-ft 7.146 k-ft - - Check Slenderness Ratio:Flexure E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress t f= 0.375 in Thickness of flange bf= 3 in Width of flange d=3 in Full nominal depth of the section A f= f b f= 8 Flange slenderness ratio Limiting width to thickness parameter for a (Table B4.1 b, �,f=0.91�;E y= 25.828 slender element Case 12) AP f— 0.54�iEFY — 15.326 Limiting width to thickness parameter for a (Table B4.1 b, compact element Case 12) Af< Apf—* Compact flange d Aw =tw= 8 Web slenderness ratio E Limiting width to thickness parameter for a (Table B4.1 b, A, = 0.91 Fy=25.828 slender element Case 12) rE API, =0.54 = 15.326 Limiting width to thickness parameter for a (Table B4.1 b, compact element Case 12) A,,, < Aw --� Compact web Check Yielding Fy=36 ksi Specified minimum yield stress Zz=2.96 in3 Plastic shape modulus about local z-axis (strong) Sz= 1.654 in3 CITY APIs 0'' CJS PVA MP=FyZz < 1.6My= 7.94 k-ft Reviewed Ab" � �a CufflPiance (Eq. F9-2) M, = MP = 7.94 k-ft PLANS MUST nBE nONuJtOyiel Bd§TE (Eq. F9-1) Check Lateral Torsional Buckling FOR ALL INSPECTIONS RISA-3D Version 19 ag&s i r. 3® Page 5 Page 104 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:08:17 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress d=3 in Full nominal depth of the section ry= 1.547 in Radius of gyration about the local y-axis(weak) Distance between points which brace the top L,—P,top= 5 ft flange of the member against lateral-torsional buckling Iy = 10.1 in4 Moment of inertia about local y-axis(weak) J= 0.202 in Torsional constant Sz— 1.654 in Elastic shape modulus about local z-axis (strong) LP = 1.76ry ;EE, —6.44 ft Limiting laterally unbraced length in yielding (Eq.F9-8) y /E\ IyJ (E) FydSz Limiting laterally unbraced length in lateral- Lr= 1.95I I 2.36 +1 = 117.037 ft (Eq. F9-9) \F\y/ S J torsional buckling B= 2.3 CLb I =0.813 Lateral-torsional factor(stem in tension) (Eq. F9 12) My=FySz=4.962 k-ft Strong axis yield moment (Eq. F9-3) 1.95E Mc = Lb Check 1+B2) = 235.821 k-ft Critical moment (Eq. F9-10) b Check Allowable Flexural Strength(Strong Axis) Ob=0.9 Resistance factor in flexure Governing nominal flexural strength(strong Mnz=min(Mn,Mn,LTB Mn,SLLB Mn,LLLB) = 7.94 k-ft axis) Required flexural strength about z-axis at M,z—0 k-ft governing location Mc__= ObMnz= 7.146 k-ft Allowable flexural strength(strong axis) (Sec.F1) Flexural Analysis(Weak Axis) 15=0.000 k-ft 12.928 k-ft - - Weak axis bending of LL shapes is not covered in the design code. This section is checked in accordance with yielding only. Check Yielding Fy=36 ksi Specified minimum yield stress Zy= 5.326 in' ak) Sy= 2.993 in' CITY AP PROVE X PLAN ak) My=FySy=8.978 k-ft Reviewed &kCb1 f6" Phpliance (Eq. F9-3) MP=FyZy < 1.6My= 14.364k-ft PLANS MUSTaB�la50N JOB SITE (Eq. F9-2) Mn =MP = 14.364 k-ft Nominal strength due to yielding (Eq. F9-1) FOR ALL INSPECTIONS RISA-3D Version 19 ag&s i e r3® 319 Page 6 Page 105 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:08:20 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Check Allowable Flexural Strength(Weak Axis) Ob=0.9 Resistance factor in flexure Mny= 14.364 k-ft Governing nominal flexural strength(weak) M,.y= 0 k-ft Required flexural strength about y-axis at governing location MCy= ObXy= 12.928 k-ft Allowable flexural strength(weak axis) (Sec. F1) Shear Analysis(Major Axis y) 29 0.000 k 43.74 k 0.000 Pass E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress Check Shear Strength of Web without Tension Field Action k = 1.2 Web plate shear buckling coefficient (Sec.G4) h= d—t, = 2.625in t,, =0.375 in Thickness of web h A,,, =t = 7 Web slenderness ratio w < 1.10#kvE -34.2 Shear buckling slenderness limit (Sec.G2.2(b)(i)) G2 = 1 Web shear buckling strength coefficient (Eq.G2-9) Vn = 0.6FybtCv2 =48.6 k Nominal shear strength (Eq.G3-1) Check Major Axis(y) Shear Unity 0, =0.9 Resistance factor in shear VIy= 0 V,,,y=43.74 k Factored strong axis shear capacity (Sec.G1) Required shear strength about the y-axis at V,.y=0 k governing location(see Applied Loading - Shear+ Torsion) UC= V=0 Shear unity check in the y-axis Ky Shear Analysis(Minor Axis z) 29 0.000 k 43.74 k 0.000 Pass E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress Check Shear Strength of Web without Tension Field Action k = 1.2 Web plate shear buckling coefficient (Sec.G4) h= d—t,,,= 1.5in t f= 0.375 in Thickness of flange A f=t=4 CITY AP PR sl VEDti(PLAN S < 1.10 kF-34.2 Reviewed f-Q�r 9s,QQwP1 nce (Sec.G2.2(b)(i)) y TRF (� 'I� l F Cv2 = 1 PLANS M U�eli sh aP buc N sTre'IS Q c�etFi i�Pft (Eq.G2 9) FOR ALL INSPECTIONS RISA-3D Version 19 P ag&s i 3® 319 Page 7 Page 106 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:08:24 AM Job Number : 10212100056 Checked By ANEMETSCHEKCOMPANY Model Name : Truss Girder V„ =0.6FybtC 2 = 48.6 k Nominal shear strength (Eq.G3-1) Check Minor Axis(z) Shear Unity 0, = 0.9 Resistance factor in shear V,= 0,Vn,z=43.74 k Factored weak axis shear capacity (Sec.G1) Required shear strength about the z-axis at V,.,z=0 k governing location (see Applied Loading - Shear + Torsion) UC=Urz=0 Shear unity check in the z-axis Vcz Bending&Axial Interaction Check(UC Bending Max) 15 - 0.638 Pass P,(comp) =69.373 k Required axial compressive strength at governing location P,= 108.797 k Allowable axial compressive strength Required flexural strength about z-axis at MTz— 0 k-ft governing location MCz= 7.146 k-ft Allowable flexural strength (strong axis) M,.y=0 k-ft Required flexural strength about y-axis at governing location M,= 12.928 k-ft Allowable flexural strength (weak axis) P,. P = 0.638 Bending and Axial Interaction P, CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 Fjageu2273r.9319 Page 8 Page 107 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:09:22 AM Job Number : 10212100056 Checked By: ANEMETSCHEK COMPANY Model Name : Truss Girder Detail Report:M18 END DIAG Unity Check:0.915(LC 15) Load Combination:Envelope WARNING:Detail Report Based On Less Than 10 Sections! Input Data: Shape: LL3x3x6x6 I Node: N14 Member Type: VBrace J Node: N2 8.692 Length(ft): 8.692 I Release: BenPIN Material Type: Hot Rolled Steel J Release: BenPIN Design Rule: Typical I Offset(in): N/A Numberof Internal Sections: 5 J Offset(in): N/A Material Properties: Material: A36 Gr.36 Therm.Coeff.(1e"F-1): 0.65 Ry: 1.5 E(ksi): 29000 Density(k/ft3): 0.49 F.(ksi): 58 G(ksi): 11154 Fy(ksi): 36 Rt: 1.2 Nu: 0.3 Shape Properties: d(in): 3 1_(in'): 3.5 ro(in): 1.93 bf(in): 3 Area(in'): 4.22 y(in): 0.884 tf(in): 0.375 Zyy(in 3): 5.326 J(in'): 0.202 Spacing(in): 0.75 Zu(in3): 2.96 k*(in): 0.75 lyy(in°): 10.1 C.(in'): 0.13 Design Properties: Lby_y(ft): N/A Ky_y: 1 Max Defl Ratio: L/0 Lb—(ft): N/A K_: 1 Max Defl Location: 0 Lcomp top(ft): Lbyy ysway: No Span: N/A Lcomp bot(ft): N/A zsway: No Ltorque(ft): N/A Function: Lateral Seismic DR: None M18 •�� n 0 N14 N2 AISC 15th (360-16): LRFD Code Check Limit State Gov.LC Required Available Unity Check tesult Applied Loading- Bending/Axial 15 - Location=4.346 ft Governing bending and axial location Qby,top= 0 ksi Extreme top fiber positive bending stress about y-axis Uby,bot = 0 ksi Extreme bottom fiber positive bending stress about y-axis Qbz,top = 0.403 ksi CITY AP I�` N 5itiy�kypndjpg� to out Qbz,bot — —0.966 ksi izi li ng Str s evewew rei offipance Qbz,comp=Qbz,top =0.403 ksi PLANS M U`8r nrBS C)N f j0&d8jT1et z As Qbz,ten = —Obz,bot = 0.966 ksi Tensile stress from bending about z-axis FOR ALL INSPECTIONS RISA-3D Version 19 ag@ss i 3® 319 Page 1 Page 108 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:09:26 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder Qby,ten= —Qby,bot =0 ksi Tensile stress from bending about y-axis P,.(tens) = 122.835 k Required axial tensile strength at governing location Sz=3.959 in Elastic shape modulus about local z-axis (strong) Sy= 2.993 in' Elastic shape modulus about local y-axis(weak) Required flexural strength about y-axis at MTy= Qby,comPSy= 0 k-J{{t governing location Required flexural strength about z-axis at Mrz=�bz,compSa= 0.133 k- governing location Applied Loading- Shear+Torsion 6 - - - - Location= 8.692 ft Governing shear location per governing axis Uvy= —0.038 ksi Shear stress in the y-axis or,,, =0 ksi Shear stress in the z-axis T=0 ksi Shear stress due to torsion A =Avy— 1.875 in2 Effective shear area in local y-axis for required y 1.2 strength V,.y= (10r yj + ITl)A,,,y =0.071 k Required shear strength about the y-axis at governing location Awz=Avz= 1.875 in Effective shear area in local z-axis for required 1.2 strength Viz = (�6vz� + Tj)Awz= 0 k Required shear strength about the z-axis at governing location Axial Tension Analysis 15 122.835 k 136.728 k Check Allowable Tensile Strength Ay =4.22 in Gross cross-sectional area of member Fy=36 ksi Specified minimum yield stress Ot = 0•9 Resistance factor in tension Pn =FyAy= 151.92 k Nominal axial strength in tension (Eq. D2-1) P, = OtPn = 136.728 k Allowable tensile strength (Sec. D2) P,.(tens) = 122.835 k Required axial tensile strength at governing location Axial Compression Analysis 15 0.000 k 68.541 k Check Slenderness Ratio:Compression Fy=36 ksi Specified minimum yield stress E=29000 ksi t,,, =0.375in CITY APPRovEb PLANS t f= 0.375 in hick s off Ian Reviewed Aor rode Compliance bf= 3 in Width of flange b= 2f= 1.5in PLANS MU IfthP rfla'ISg'e�v�tR'B SITE FOR ALL INSPECTIONS RISA-3D Version 19 Fjag&sJ,=a12tr30f 319 Page 2 Page 109 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:09:29 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder d=3 in Full nominal depth of the section Af=bf= 8 Flange slenderness ratio tf rE Ar= 0.4512.772 Limiting width to thickness parameter for a (Table B4.1 a, slender element subject to axial compression Case 3) Af< A,.f--> Non-slender flange Aw = dt = 8 Web slenderness ratio w E' Limiting width to thickness parameter for a (Table B4.1 a, ar= 0.45 —= 12.772 Fy slender element subject to axial compression Case 3) Xw < A,.w --� Non-slender web Check Effective Slenderness Ratio Ky 1 Effective length factor for the flexural buckling about the y-axis Distance between points which brace the Lby= 8.692 ft member against flexural buckling about the y- axis L,y= KyLby= 8.692 ft Effective length in the weak(local y)direction (Sec.E2) ry= 1.547 in Radius of gyration about the local y-axis(weak) Kz= 1 Effective length factor for the flexural buckling about the z-axis Distance between points which brace the Lbz= 8.692 ft member against flexural buckling about the z- axis LCz=KzLbz= 8.692 ft Effective length in the strong(local z)direction (Sec. E2) rz= 0.911 in Radius of gyration about the local z-axis (strong) E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress L,y— 67.422 Effective slenderness ratio about the local y- ry axis(weak) Lz= 114.532 Effective slenderness ratio about the local z- rz axis(strong) Check Elastic Buckling Stress K�� 1 Effective length factor for the flexural buckling about the y-axis CITY A P�WI �r fQ`�the fl^curnal'�bk ng Kz- 1 r7�A1\ ry= 1.547 in adius f gy atio about th ,local axis( ak) Reviewed Tor Ve �ompflance rz= 0.911 in Radius of gyration about the local z-axis PLANS MU(,T'q3E ON JOB SITE E=29000 ksi Modulus of elasticity FOR ALL INSPECTIONS RISA-3D Version 19 F3ag&s:gi2J63& 319 Page 3 Page 110 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:09:32 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder Distance between points which brace the Lby= 8.692 ft member against flexural buckling about the y- axis Ley= KyLby= 8.692 ft Effective length in the weak(local y)direction (Sec.E2) Distance between points which brace the Lk= 8.692 ft member against flexural buckling about the z- axis LCz=KzLbz= 8.692 ft Effective length in the strong(local z)direction (Sec. E2) C,,, =0.13 ins Warping constant G= 11154 ksi Shear modulus of elasticity J= 0.202 in Torsional constant Iy = 10.1 in Moment of inertia about local y-axis(weak) Iz=3.5 in Moment of inertia about local z-axis(strong) Fy=36 ksi Specified minimum yield stress 2 Fe = max(L , L 2 = 21.819 ksi Flexural elastic buckling stress (Eq. E3-4) ry r F,. (0.658F)Fy= 18.047 ksi Flexural critical buckling stress (Eq. E3-2) Check Flexural-Torsional Buckling Stress x =0in Distance from face of web to the centroid in local x axis y=0.884 in Distance from face of web to the centroid in local y axis e°= 0 in Distance from shear center to face of web x° = 0 in Local x coordinate of shear center with respect to the centroid y°= y— =0.697in tf Local y coordinate of shear center with respect — 2 to the centroid r° = �X2o+y2+Iy A Iz= 1.93 in Polar radius of gyration about the shear center (Eq. E4-9) H= 1 —xO 2 yO =0.87 Flexural constant (Eq. E4-8) r° Kz= 1 Effective length factor for torsional buckling about the z-axis 2 Fey= Ky aXIS E2 = 62.965 ksi Flexural elastic buckling stress about the local y ( q E E4-6) ( r ) o a lin t ess- tge w Fez=AT2 = 143.336 ksi CITY API a pr ANge (Eq. E4-7) y ° 16.1-37 Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 ag&s i e .r3® 319 Page 4 Page 111 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:09:36 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Fe = I Fey+Fez I I 1 — 1 — 4FeyFezH21 = 57.863 ksi \ 2H / L (Fey+Fez) J Torsional or flexural-torsional elastic buckling (Eq. E4 3) stress FC,. _ [0.658F]Fy= 27.747 ksi Flexural-torsional critical buckling stress (Eq. E3-2) ,FTCheck Allowable Compressive Stress F,,mi,,, min(FC1.,Fe1.,FT) = 18.047 ksi Critical stress Ay =4.22 in Gross cross-sectional area of member 0e= 0.9 Resistance factor in compression P. =Fc A = 76.156 k Nominal compressive strength -flexural s buckling (Eq. E3-1) P,= 0eP,,, =68.541 k Allowable compression strength (Eq. 33-1) Flexural Analysis(Strong Axis) 15 0.133 k-ft 7.091 k-ft Check Slenderness Ratio:Flexure E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress t f= 0.375 in Thickness of flange bf= 3 in Width of flange d=3 in Full nominal depth of the section A f= f b f= 8 Flange slenderness ratio Limiting width to thickness parameter for a (Table 34.1 b, �,f=0.91�;E y= 25.828 slender element Case 12) AP f— 0.54 = 15.326 Limiting width to thickness parameter for a (Table B4.1 b, �II Fy compact element Case 12) Af< Apf--+ Compact flange d Aw =t = 8 Web slenderness ratio w rTE Limiting width to thickness parameter for a (Table B4.1 b, A, = 0.91 =25.828 slender element Case 12) rE API, =0.5415.326 Limiting width to thickness parameter for a (Table B4.1 b, compact element Case 12) A,,, < Aw --> Compact web Check Yielding Fy=36 ksi CITY A P Ppc fiL�Minlhirelf stLA N S Zz=2.96 in Reviewed c UU 10fi60C"06 6 is (strong Sz= 1.654 in PLANS M U@Tc B&E)Nl sJ b B l84TEs (strong) FOR ALL INSPECTIONS RISA-3D Version 19 Fjag&s:gi2dd3& 319 Page 5 Page 112 of 203 Company KPFF Consulting Engineers 11/18/2021 IIRISA Designer : Supreme Maskey 9:09:40 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name Truss Girder Mp=FyZz < 1.6My= 7.94 k-ft Strong axis plastic moment (Eq. F9-2) Mn =Mp = 7.94 k-ft Nominal strength due to yielding (Eq. F9-1) Check Lateral Torsional Buckling E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress d=3 in Full nominal depth of the section ry= 1.547 in Radius of gyration about the local y-axis(weak) Distance between points which brace the top L,o,np,top= 8.692 ft flange of the member against lateral-torsional buckling Ty = 10.1 in Moment of inertia about local y-axis(weak) J= 0.202 in Torsional constant Sz= 1.654 in3 Elastic shape modulus about local z-axis (strong) Lp = 1.76ry F =6.44 ft Limiting laterally unbraced length in yielding (Eq.F9-8) y L,.= 1.95 I � /E 2.36 I I TyJ /Fy\ dSz+1 117.037 ft Limiting laterally unbraced length in lateral (Eq. F9-9) — = Fy Sz \E/ J torsional buckling B— 2.3 CL =0.468 Lateral-torsional factor(stem in tension) (Eq. F9-12) b My=FySz=4.962 k-ft Strong axis yield moment (Eq. F9-3) 1.95E Mom. = L TyJ(B+ 1+B2) = 101.431 k-ft Critical moment (Eq. F9-10) b GL, b—Lp Nominal flexural strength due to lateralMn,LTB= Mp— (Mp—My) = 7.879 k-ft (Eq. F9-6) —Lp torsional buckling Check Allowable Flexural Strength(Strong Axis) Ob=0.9 Resistance factor in flexure M =min(M�,�Mn,LTB�Mn.SLLB�Mn LLLB) = 7.879 k_ Governing nominal flexural strength (strong 'az axis) M,.,z=0.133 k-ft Required flexural strength about z-axis at governing location Mcz= ObMnz= 7.091 k-ft Allowable flexural strength (strong axis) (Sec. F1) Flexural Analysis(Weak Axis) 15 0.000 k-ft 12.928 k-ft - - Weak axis bending of LL shapes is not covered in the design code. This section is checked in accordanc CITYKAP PROVED PLANS Check Yielding Reviewed for Code Compliance Fy=36 ksi PLANS M Us$ fiBI Fni�Ny�i�l,Q5,5 ITE Zy= 5.326 in' FOR ACLs I I V PPr I � N 0ffaI y-axis( ak) RISA-3D Version 19 ag@ss i 3® Page 6 Page 113 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:09:43 AM Job Number : 10212100056 Checked By ANEMETSCHEK COMPANY Model Name : Truss Girder Sy= 2.993 in' Elastic shape modulus about local y-axis(weak) My=FySy=8.978 k-ft Weak axis yield moment (Eq. F9-3) Mp=FyZy < 1.6My= 14.364 k-ft Weak axis plastic moment (Eq. F9-2) M„ = M, = 14.364 k-ft Nominal strength due to yielding (Eq. F9-1) Check Allowable Flexural Strength(Weak Axis) Ob=0.9 Resistance factor in flexure Mny= 14.364 k-ft Governing nominal flexural strength(weak) M,.y= 0 k-ft Required flexural strength about y-axis at governing location MCy= ObMny= 12.928 k-ft Allowable flexural strength(weak axis) (Sec. F1) Shear Analysis(Major Axis y) 6 0.071 k 43.74 k 0.002 Pass E=29000 ksi Modulus of elasticity Fy=36 ksi Specified minimum yield stress Check Shear Strength of Web without Tension Field Action k = 1.2 Web plate shear buckling coefficient (Sec.G4) h= d—t,,,= 2.625in t,,, =0.375 in Thickness of web h A,,, _ = 7 Web slenderness ratio < 1.10F�k, -34.2 Shear buckling slenderness limit (Sec.G2.2(b)(i)) C,2 = 1 Web shear buckling strength coefficient (Eq.G2-9) V. = 0.6FybtC„2 = 48.6 k Nominal shear strength (Eq.G3-1) Check Major Axis(y) Shear Unity 0 =0.9 Resistance factor in shear V,y= 0 V,,y=43.74 k Factored strong axis shear capacity (Sec.G1) Required shear strength about the y-axis at V,.y=0.071 k governing location(see Applied Loading - Shear+ Torsion) UC= V =0.002 Shear unity check in the y-axis CY Shear Analysis(Minor Axis z) 6 0.000 k 43.74 k 0.000 Pass E=29000 ksi Modulus of elasticity Fy=36 ksi Check Shear Strength of Web without Tens CITAc nAP P ROVED PLANS k = 1.2 �/eb to s ear bckling coefficient (Sec.G4) h— d—t,,,= 1.5 in Reviewed 1 or p�oe on-1 pllance tf= 0.375in PLANS MU-ScTn8EifQN JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 ag&s r. 3® 319 Page 7 Page 114 of 203 Company KPFF Consulting Engineers 11/18/2021 11RISA Designer : Supreme Maskey 9:09:47 AM Job Number : 10212100056 Checked By ANEMETSCHEKCOMPANY Model Name Truss Girder Af= ht =4 Flange slenderness ratio f < 1.10#k,, = 34.2 Shear buckling slenderness limit (Sec.G2.2(b)(i)) G2 = 1 Web shear buckling strength coefficient (Eq.G2-9) V. =0.6FybtC„2 =48.6 k; Nominal shear strength (Eq.G3-1) Check Minor Axis(z) Shear Unity 0v= 0.9 Resistance factor in shear V,z= 0,V,,,z=43.74 k Factored weak axis shear capacity (Sec.G1) Required shear strength about the z-axis at Vrz=0 k governing location (see Applied Loading - Shear + Torsion) UC= =0 Shear unity check in the z-axis VCz Bending&Axial Interaction Check(UC Bending Max) 15 - - 0.915 Pass P,.(tens) 122.835 k Required axial tensile strength at governing location Pt = 136.728 k Allowable axial tensile strength Required flexural strength about z-axis at MTz= 0.133 k-jet governing location MC,= 7.091 k-ft Allowable flexural strength (strong axis) M,.y=0 k-ft Required flexural strength about y-axis at governing location MCy= 12.928 k-ft Allowable flexural strength (weak axis) For Pr > 0.2 P 8 CMrz+Mryl < 1.0 =0.915 Bending and Axial Interaction (Eq.H 1-1 a) + Pc — Pc 9 X: May — CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 ageu d r.9319 Page 8 Page 115 of 203 project Twin Falls Station #3 by SM sheet no. 1q)ff location Twin Falls, ID date 2/3/22 XX 412 E.Park Center Suite 200 Boise,ID 8370 client Pivot North job no. 3706 10212100056 0:208.336.6985 Truss Reactions kpff- DL = 23.9 k A B LLr= 16.7 k 4 SL = 20.9k S3.11 W L = -35.2 k r — — — r — — — — — r — — — — _m M —m _ — n 3/B+3�q x +3/8�4 x +�/8 iq x 1-,?igi J J J J N N N N t TRUSS GIRDER CAMBER A- BRACING PER-- ER PLAN PER PLAN LOCATE li 1L CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 232 of 319 Page 116 of 203 LATERAL CALCULATIONS STRUCTURAL CALCULATIONS 1q)ff 412 E. Park Center Blvd, Suite 200 Boise, ID 83706 0:208.336.6985 CITY A AN ED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 233 of 319 Page 117 of 203 1 2 3 4 5 6 pivot DIAGHRAGM AREAS FOR SEISMIC FORCES north A Y PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com Ll STAMP 20'-0" 4' TYP @ BOLLARDS m � O C12 13 K CMU Q 12 S4.02 O w 8 12 C12U 'Im 53.11 m i i i - � - -T- - - - T T B CMU F�.O W4 3 PIERS S3.10 W RIC V/gVVsmILLER I� (98'-0")���l r @OPP r�I 3x6 5 ILA LA ,.01LAI W - 53.10 �MF2.0 0 F2.0 2.o 2x6 - - - O 9 CMU 53.11 -(98'-0")-- DOORS-(98' ")-(98'-0") _.(98'-0")__ _ _ -8 0 - 12_H W2 I OPP I 28,_6., W4 - W3 - - ____ g r------ 4- 7 AT INT APPBAY W3 W3 (100'0") I M 3 11 (98'-0") 1 W2 - -°° 3 54.02 (98'-0') E - - -- - - - - - -6}6 - - - - - - I t wa 2 I I W2 W TYP (98'_0'�) (98'-0') I I F4.0 2. LINO (99'-o„) 12"HI-R CMU I II 1 II I cM� WALL,TYP UNO 53.01 2 - 2 H I I 53.01 I I 6}F' W4 11 CMU BELO L = �03''t1F 17-g 1Y TYP @ INT 12 (100'0") l 12 EL=11 '8" BEARING 54.02 L = 1G9'-4'I WALLS GMU ABOVE 1 L = 301'-1/21I 6} W2 (� EL=11T 8" 12-H (98'0" = 1,377.77 S-P- 12-H EL=11 '-8" A = 7,777.21 3-P I I 5 9 53.11 g 53.11 (99'_0") _ L_ J }b 53.11 I S3.11 O -- - LLr-- <. Fa (ss'-o)TRENCH RAINSLAT PER S2.01 a,TYPWpCAP AY F4.0� 00'-0") b} �_TYP 10 SEE S2.01a FOR SLAB t02 W3 T 'ZON GRAD PLAN 't3�L J (1001_0.1) $ W S3.10 O N I I I L @ OORS @ S L--- ----------------�_-_-__- -/ �I ( W2 LL 3 -3 W2 _ Z W2 CMU W4 S.01 S3.01 53' 2" 3x6 (98'_0,., ,J{ o 3 a-+ Q 17 _ _ _ L.L Z - ------------ ----- ______ U 2 OVERHANG II 3 - - - - - CMU W4 53.10 53.10 - -- - - W2 - - - - - - .� Z a CMU n -777 F6.0 F6.0 - - - - - - 98,_0. CMU rn - - - - - - - - 6- - - - d ( ) MH of 2 (98'_0") 12-H 53.10 4 O 53.11 °J Q D Project No: 20-042 Date: 01/24I2022 FOUNDATION PLAN Z O 5 Checked By: SG 52.01 1/8"=V-0" =z Drawn By: SM Sheet Name: LEVEL 1 FOUNDATION PLAN LJJ CITY APPROVED PLANS N Ln Reviewed for Code Compliance Lu E PLANS MUST BE ON JOB SITE (7 FOR ALL INSPECTIONS o0C a Sheet No: S2.01 Page 234 of 319 Page 118 of 203 1 2 3 4 5 6 NOTES-REFERENCE NOTES O �J �li �H B A J I H G �� B pivot T T B2 C2 C2 B2 C2 C� \A3101 A311 A3.30 1'-4" 1,0, A3.10 A3.11 A31a 1_0 1' 4" I� �� �� PARAPET COPING F 1 0 n o(t h J 1� 0�� - n - - - - T.O.CMU HIGH ^ - - - - - - - - - - - _ - - _ T.O.CMU HIGH 127.4, 127'4" A 74 T.O.BRICK HIGH o' - - 37'-0" 120'-0' T.O.BRICK HIGH � �p�� - �'J_ AS - 120 0 89.83�z 89.83 sf -.- ------------ M B TO.CMULOW us-0 - - - - PIVOT NORTH ARCHITECTURE,PLLC. •- T.C.o cmulow I Azez I I I 1101 W.GROVE STREET t BOISE,ID 83702 -332.05 s p 33 .9 sf www.pivotnorthdesign.corn - - - - - - - T.O.ALCOVE STAMP I I I "o LEVELI ^ - LEVEL 100'-0" A 100'-0" 61 EXTERIOR ELEVATION-NORTH 64 EXTERIOR ELEVATION-NORTH B RICFCeYgusmILLER A3.01 1/8"=V-0" A3.01 1/8"=P-0„ ' Bz TT T A3.1 4 T T2 T D4 E4 E4 4 Dl El Dl El A3.30 A3.11 �A310 Af.1 3,11 PARAPET COPING A3.11 A3.30 F A3.10 1 - - 4 4 t _ _ _ _ _ _ _ _ T.o.0 127-q, �' PAAET COPNG---z-P-----�-4 E.S0 T0�BR�� IGH 12o V O,4.0 TO CMU LOW V 1 1 1 c c7y IRKS DEMUREIt j . . . �_ - - Y•W RAWI.� TO L1011 71 a„ ' i■-- ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ LEVEL C ________________ ________________�I a.o` 100,0" C LJ C A D E O m = z o O C a C1 EXTERIOR ELEVATION-WEST H Z A3.01 1/8"=V-0" N = 2 4 56 LJJ o I TTo � E1 t201- _J E1 D1 D B2 E4 E4 D4 � A3.30 F A3.11 A3.1 3.1 A3.11 A3.11 A3.30 ,I..L w N F- 0 i i T.O.CMU HIGH ^ J Z 68.37 sf 68.37 sf 127'-4' 4- 1 14'-0„ 1"0"----� U � 120'0" z yr _ _18.71 sf 71.75 sf PAAAPErco�ING T 64 sf 28.21 sf T L0 a IGH 0 N 2 .98 sf 24.33 sf - 240.94 sf 240.94 sf ua'0 " Z o o_ 126.76 sf 253.03 sf 225.34 sf - 99.2 sf 88.77 sf 90.26 sf -' ���-; �� _ 0 uD - _ _ ov� =�= r T.O.ALCOVE 0F_ 11 11 El 000 �0� -9 �0I0III _ EVELI C A I SECTIONAL DOOR EEROWINDOW u� u B �SECTIONAL DOOR U D1 EXTERIOR ELEVATION-EAST A3.01 1/8,=V-0" (!) z I0 Project No: 20-042 v Date: 01/24/2022 B E H I J 0 O Checked By: RC,MS C2 C2 B2 1,q„ A3.10 A3.11 A3.10 1,a„ LLi- Drawn B y: KD ll 011 460" 1 1PARR COPING 1-0' 1'-0" L T.o.CMUHIGH O Sheet Name: 163.17 sf ' 163.17 sf m-4 V z ----------------- `" BUILDING 37.2 sf w ELEVATIONS .0.CMU LOW CAD 59.13 sf 59.13 sf2'-o" - 11s'- CITY APPROVED PLANS N ---------- - 255.03sf 255.03sf F o.ALcovE C/ - 110' Reviewed for Code Compliance L E _7F--- PLANS MUST BE ON JOB SITE (D FOR ALL INSPECTIONS LEVEL EL Sheet No: A c r E1 EXTERIOR ELEVATION SOUTH E3 ELEVATION ALCOVE TYP A3.01 A3.01 1/g,=1,-0„ A3.01 1/8,,=1'-0" - Page 235 of 319 age 119.f203 1 2 3 4 5 6 pivot LATERAL SHEARS FOR SHEAR LINES north ARCHITECTURE A 2 PIVOT NORTH ARCHITECTURE,PLLC. Y Y Y Y 1101 W.GROVE STREET -e Y Y Y BOISE,ID 83702 Cn 0) CN O OLn O O O CV www.pivotnorthdesign.com ED L R C\IL R 0= 3'-0'. II II II II II II II II STAMP LuTYP(Lu > 40'_0" w Lu \lj t OLLARDS D CMU 13 E = 14.99k 8 2 Y Y I F6.0 12 S4.02 m CMU 53.11 m W = 23.47 k 3,_0„) � 2 m ca, �) co ( cam � Cfl In CV CMU w w > W N M yg-0") 3 @PIERS 6 6 I I Rlc§y a gVVsmILLER S3.10 C4 ILJ LJ LJ S'3.0, LJI W S3.10 I W2 Ln F2.0 53.01 F2.0 F2.0 2.0 WALL D 2x6 7 _ __ ,. _.(98'0")__ (98f_011) 2 _. W= 11.66 k 9e-a> DOORS >-(ee'0") s0 2C ECT�R-------- s3.10 (9a°•)- - 4 s31 E = 9.00 k E = 5.62 k II s3.,, za'-s wa _ _ g'_2' s w �� wz W= 16.26k g - 6 E AT INT I' Wi APPBAY I W3 - 3 I l W3 I i ��LLJJ 3 o g ro A (100'0") (98,-0„) �. W2 v n m ry 3 I I W4 2 I w2 11 11 I i , O 0 (98'_0") 11 F4.0 I I i TYP UNO 12"HI CMU 1 53.10 WALL,TYP UNO 11 53.01 p -I I S3.01 I 6+ I W TYP I 0 2x6 UNb + I F-Ire BELOW CMU I ! W4 U F� 11 CMU BEL EL=11T-8" 12 TYP @INT 12 O I (100'-0") I -i l 12 EL=11 '-8" BEARING 54.02 I F- I WALLS W I I W i `°+�' I 0 CMU ASO ABOVE CMU -i J U EL=117'-8" 12-H U i Q I I (] II 12-H EL=11 9 53.11 S3.11 - ch p I � I W4 ' I I �, I i � ---I - ,- � sa'-o) o I I I TRENCH RAINS I 6 L I - 11 AT PER S2.01a,TYP 0 11 W2 C 111 54.02 AP AY F4.0 TYP 10 SEE S2.01a FOR SLAB 54.02 ON GRAD PLAN 11 (100'-0"), L� 2 I I Lu E = 5.62k l N33.,D E = 9.00k tY a S I I _ W= OORS --- I COLLECT R s wz W= 16.26 k w 11.66 k L- --- @ @PIERS - - - -ii RD --- T-----�-----T- (98,_0,.) ul) - 3 - T - J W9 S 01 I 3 r I J Z 53.01 , ,, O 3 W4 r 3x6 (9 O) a--+ F- 11 (98'-0") WALL 4@OVEFIHANG Lr------ E = 14.99 k - - - - - - - _- -_- - W = 22.38 k - W4 S3.,D - - - - - - 53.10 W2 L Q F6.0 �11F6.0 - - - - I - - - I 6 (98,_0„) CMU CMU o 12-H m g rn g 2 (98'_0") 12-H K I 53.10 11 4 O 53.11 °J Q ^m 53.11 D Project No: 20-042 Date: 01/24/2022 FOUNDATION PLAN Z O 5 Checked By: SG 5201 1I8"=V-0" =z Drawn By: SM Sheet Name: LEVEL 1 FOUNDATION PLAN w CITY APPROVED PLANS N Reviewed for Code Compliance Lu E PLANS MUST BE ON JOB SITE (7 FOR ALL INSPECTIONS a Sheet No: S2.01 Page 236 of 319 Page 120 of 203 project Twin Falls Fire Station#3 by SM sheet no. 1q)ff location Twin Falls, ID date 02/17/22 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 (208)336-6985 Seismic Calculations Base Shear for Masonry portion of the building Total Area : 5052 SF See 2.1 Seismic Mass Total Mass : 793.0 KIPS See 2.1 Seismic Mass Normalized Mass : 157 PSF Seismic Cs : 0.052 See 2.0 Seismic Design ELF Base Shear : 41.2 KIPS 8.16 psf Base Shear for Wood portion of the building Total Area : 5578 SF See 2.1 Seismic Mass Total Mass : 346.2 KIPS See 2.1 Seismic Mass Normalized Mass : 62 PSF Seismic Cs : 0.052 See 2.0 Seismic Design ELF Base Shear : 18.0 KIPS 3.23 psf CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 23f o Page 121 of 203 project Twin Falls Fire Station#3 by SM sheet s1Tff °. location Twin Falls, ID date 02/17/22 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 (208)336-6985 Diaphragm Shear Base Shear for Masonry portion of the building Total Area : 5052 SF ELF Base Shear : 41.2 KIPS W Base Shear: 37.8 KIPS Diaphram Shear Diagrapham Area E (k) W (k) Wid(ft) Dep(ft) E(plf) ASD W(plf) ASD Controlling Higher Roof 3674 SF 30.0 24.1 40.00 92.00 375 262 361 217 SEISMIC Lower Roof 1378 SF 11.2 8.7 22.00 62.67 256 179 239 143 SEISMIC SEE NEXT PAGE FOR Provided Sheathing Capacity (A BLOCKED DIAPHRAGM CALC SEISMIC 430 PLF 215 PLF DCR Q 1.220 Higher Roof D1 WIND 600 PLF 300 PLF DCR 0 0.723 Blocked Diaph Required SEISMIC 380 PLF 190 PLF DCR ) 0.942 Lower Roof D2 WIND 530 PLF 265 PLF DCR 0.540 Nominal ASD Nail size 10d Penentration 1 1/2" Panel thickness 15/32" D1= Unblocked diaphragm w/3x min nailed face 6/6/12 pattern D2= Unblocked diaphragm w/2x min nailed face 6/6/12 pattern Base Shear for Wood portion of the building Total Area : 5578 SF ELF Base Shear : 18.0 KIPS W Base Shear: 28.9 KIPS Diaphram Shear Diagrapham Area E (k) W (k) Wid(ft) Dep(ft) E(plf) ASD W(plf) ASD Controlling Roof 5578 SF 18.0 33.8 78.00 68.00 138 97 260 156 WIND Provided Sheathing Capacity (ASD) SEISMIC 380 PLF 190 PLF DCR 0.510 D2 WIND 530 PLF 265 PLF DCR ) 0.589 Nomi ial ASD CITY APPROVED PLANS Nail size 10d Penentration 1 1/2" Panel thickness 5/32" D1= Unblocked diaph agrTfWwgriir` g1I[9 ap9g/gg9Mv fiance D2= Unblocked diaph agrF)Ji/AN8nM I fFcB6,Nat 06 SITE Page 238 of 319 Page 122 of 203 l project Twin Falls Fire Station#3 by SM sheet no. qjff location Twin Falls, ID date 02/17/22 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 208 336-6985 Seismic Loading-Shears Seismic Load Calculations - Masonry portion Roof Level Grid Trib. Area Shear ASD SW Length plf A/B 1837 sqft 14.99 k 10.50 k 12.00 ft 874.66 plf D 689 sqft 5.62 k 3.94 k 20.00 ft 196.83 plf G 689 sqft 5.62 k 3.94 k 20.00 ft 196.83 plf H/I 1837 sqft 14.99 k 10.50 k 12.00 ft 874.66 plf 1 689 sqft 5.62 k 3.94 k 62.67 ft 62.82 plf 2-L 689 sqft 5.62 k 3.94 k 92.00 ft 156.88 plf 2-R 1837 sqft 14.99 k 10.50 k 3-L 1837 sqft 14.99 k 10.50 k 92.00 ft 137.59 plf 3-R 957 sqft 3.09 k 2.16 k Seismic Load Calculations -Wood portion Roof Level Grid Trib. Area Shear ASD SW Length plf Shear Wall Type D 2789 sqft 9.00 k 6.30 k 36.70 ft 171.65 plf W-6 G 2789 sqft 9.00 k 6.30 k 53.20 ft 118.42 plf W-6 6 1962 sqft 6.33 k 4.43 k 16.25 ft 272.77 plf W-4 7 1754 sqft 5.66 k 3.96 k 23.75 ft 166.85 plf W-6 9 891 sqft 2.88 k 2.01 k 39.45 ft 51.02 plf W-6 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 239 of 319 Page 123 of 203 l project Twin Falls Fire Station#3 by SM sheet no. qjff location Twin Falls, ID date 02/17/22 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 208 336-6985 Wind Loading-App Bay Wind Load N-S Length of Face 40.00 ft Level h Windward Leeward Trib height Force, Fp ASD Parapet 27.33 ft 41.38 psf 27.59 psf 3.33 ft 9.19 kip 5.51 kip Roof 24.00 ft 13.30 psf 13.44 psf 12.00 ft 12.84 kip 7.70 kip Level kif ASD Parapet 0.230 klf 0.138 klf Roof 0.321 kif 0.193 klf Wind Load E-W Length of Face 90.00 ft Level h Windward Leeward Trib height Force, Fp ASD Parapet 27.33 ft 41.38 psf 27.59 psf 3.33 ft 20.67 kip 12.40 kip Roof 24.00 ft 13.30 psf 16.09 psf 12.00 ft 31.74 kip 19.04 kip Level kif ASD Parapet 0.230 klf 0.138 kif Roof 0.353 klf 0.212 kif CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 240 o Page 124 of 203 l project Twin Falls Fire Station#3 by SM sheet no. qjff location Twin Falls, ID date 02/17/22 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 208 336-6985 Wind Loading-Shears Parapet Pressue 82.00 psf Roof Pressue 26.74 psf Wind Load Calculations - Masonry portion Roof Level Grid Trib Parap Trib Roof Shear ASD SW Length plf A/B 163 sqft 378 sqft 23.47 k 14.08 k 12.00 ft 1173.69 plf D 59 sqft 255 sqft 11.66 k 6.99 k 20.00 ft 349.70 plf G 59 sqft 255 sqft 11.66 k 6.99 k 20.00 ft 349.70 plf H/I 163 sqft 337 sqft 22.38 k 13.43 k 12.00 ft 1118.87 plf 1 24 sqft 89 sqft 4.34 k 2.60 k 62.67 ft 41.55 plf 2-L 24 sqft 90 sqft 4.41 k 2.65 k 92.00 ft 107.33 plf 2-R 68 sqft 241 sqft 12.05 k 7.23 k 3-L 68 sqft 241 sqft 12.05 k 7.23 k 92.00 ft 110.69 plf 3-R 19 sqft 127 sqft 4.92 k 2.95 k Wind Load Calculations -Wood portion Roof Level Grid Trib Parap Trib Roof Shear ASD SW Length plf SW Ty D 90 sqft 332 sqft 16.26 k 9.75 k 36.70 ft 265.79 plf W-6 G 90 sqft 332 sqft 16.26 k 9.75 k 53.20 ft 183.36 plf W-6 6 72 sqft 253 sqft 12.67 k 7.60 k 16.25 ft 467.79 plf W-4 7 64 sqft 225 sqft 11.26 k 6.76 k 23.75 ft 284.58 plf W-6 9 28 sqft 99 sqft 4.94 k 2.97 k 39.45 ft 75.18 plf W-6 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 241 of 319 Page 125 of 203 l project Twin Falls Fire Station#3 by SM sheet no. qjff location Twin Falls, ID date 02/17/22 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 208 336-6985 Governing Force Summary Lateral Load Calculations - Masonry portion Roof Level Grid Seismic Wind E ASD W ASD Governing A/B 14.99 kip 23.47 k 10.50 kip 14.08 k WIND D 5.62 kip 11.66 k 3.94 kip 6.99 k WIND G 5.62 kip 11.66 k 3.94 kip 6.99 k WIND H/I 14.99 kip 22.38 k 10.50 kip 13.43 k WIND 1 5.62 kip 4.34 k 3.94 kip 2.60 k SEISMIC 2-L 5.62 kip 4.41 k 3.94 kip 2.65 k SEISMIC 2-R 14.99 kip 12.05 k 10.50 kip 7.23 k 3-L 14.99 kip 12.05 k 10.50 kip 7.23 k SEISMIC 3-R 3.09 kip 4.92 k 2.16 kip 2.95 k Lateral Load Calculations -Wood Portion Roof Level Grid Seismic Wind E ASD W ASD Governing Shear Wall Type D 9.00 kip 16.26 k 6.30 kip 9.75 k WIND W-6 G 9.00 kip 16.26 k 6.30 kip 9.75 k WIND W-6 6 6.33 kip 12.67 k 4.43 kip 7.60 k WIND W-4 7 5.66 kip 11.26 k 3.96 kip 6.76 k WIND W-6 9 2.88 kip 4.94 k 2.01 kip 2.97 k WIND W-6 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 242 of 319 Page 126 of 203 l project Twin Falls Fire Station#3 by SM sheet no. qjff location Twin Falls, ID date 02/18/22 412 E Parkcenter Blvd, Suite 200 Pivot North Boise, ID 83706 client job no. 10212100056 208 336-6985 Collector Force Summary Lateral Load Calculations - Masonry portion Roof Level Overstrength, f2 = 2 Grid Seismic Wind E ASD W ASD Governing A/B 29.99 kip 23.47 k 20.99 kip 14.08 k SEISMIC D 11.25 kip 11.66 k 7.87 kip 6.99 k SEISMIC G 11.25 kip 11.66 k 7.87 kip 6.99 k SEISMIC H/I 29.99 kip 22.38 k 20.99 kip 13.43 k SEISMIC 1 11.25 kip 4.34 k 7.87 kip 2.60 k SEISMIC 2-L 11.25 kip 4.41 k 7.87 kip 2.65 k SEISMIC 2-R 29.99 kip 12.05 k 20.99 kip 7.23 k SEISMIC 3-L 29.99 kip 12.05 k 20.99 kip 7.23 k SEISMIC 3-R 6.18 kip 4.92 k 4.32 kip 2.95 k SEISMIC Lateral Load Calculations -Wood Portion Roof Level Overstrength, f2 = 1 (Q = 2.5, BUT NOT USED OF LIGHT FRAME) Grid Seismic Wind E ASD W ASD Governing D 9.00 kip 16.26 k 6.30 kip 9.75 k WIND G 9.00 kip 16.26 k 6.30 kip 9.75 k WIND 6 6.33 kip 12.67 k 4.43 kip 7.60 k WIND 7 5.66 kip 11.26 k 3.96 kip 6.76 k WIND 9 2.88 kip 4.94 k 2.01 kip 2.97 k WIND CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 2143 of 319 Page 127 of 203 project Twin Falls Fire Station #3 by SM sheet no. 1q)ff location Twin Falls, ID date 02/18/22 01 412 E.Park Center Suite 200 10212100056 Boise,ID 8370 client Pivot North job no. 3706 0:208.336.6985 Drag Diagram @ Wall G ww.kpff- Total WAIT = 78 -Ft Shear Wall 6r = 53 -Pt E = 9k = G.3k (ASD) WIND W�.2� k = 9.5�tSD) CONTROLS 53' 25' 0.12 k/-Pt _—_- 0.18 k/-fit ' _ 0.12 0.0c, k/-fit - ---------------I-------- ---- 3.18 k I I I GMSTGIG w/ (50) 0.1G2"x2 1/2" Nails + 20" End Length = 4G90 LB > 3180 LB CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS WOOD WALLS DO NOT NEED T �I!'975C4NE17 I' LKSTKEN16TH Page 128 of 203 project Twin Falls Fire Station #3 by SM sheet no. 1q)ff location Twin Falls, ID date 02/18/22 02 412 E.Park Center Suite 200 10212100056 Boise,ID 8370 client Pivot North job no. 3706 0:208.336.6985 Drag Diagram @ Wall D-1 & D-2 w.kpff.— To+ol Wall = 78 --+ Shear Wall D-I = 28.5 -fit Shear Wall D-2 = 6.2 -Pt W = IG.2G k = 9.7G k (ASD) WIND CONTROLS 285' 41.3 8.2 0.125 k/-fit - 0.2GG UP+ 0.2GG k -Ft 0.125 k/-Ft - 0.14 k/fit 0.14 k/-P 1.1 k - --------- ------- -L - - ---- I 14.0 k GMSTI4 w/ (52) O.IG2" x2 1/2" NAILS W/ 27" END LENGTH _ G015 > 4000 LB CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS WOOD WALLS DO NOT NEED T�"Df IDIA11 LKSTKaN16TH Page 129 of 203 project Twin Falls Fire Station #3 by SM sheet no. 1q)ff location Twin Falls, ID date 02/18/22 03 412 E.Park Center Suite 200 10212100056 Boise,ID 8370 client Pivot North job no. 3706 0:208.336.6985 Drag Diagram @ Wall 6 ww.kpff— Total WAIT = G7.75 Ft Shear Wall G = 1G.25 -Ft WIND W = 12.G7 k = 7.G k (ASD) CONTROLS 51.5' 0.112 k/fit _—_- 0.4G8 k/-fit 0.112 k/fit - 0.35G k/-Ft 5.8 k - --------------I-------- ---- I I I GMSTI2 (GO) 0.1G2" x2 1/2" NAILS PEK STKAP W/ 31" END LENCgTH = 8470 LB > 5800 LB CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS WOOD WALLS DO NOT NEED Da"t)Ml qEK11 %EKSTKEN6TH Page 130 of 203 project Twin Falls Fire Station #3 by SM sheet no. 1q)ff location Twin Falls, ID date 02/18/22 04 412 E.Park Center Suite 200 10212100056 Boise,ID 8370 client Pivot North job no. 3706 0:208.336.6985 Drag Diagram @ CMU Piers/Collectors ww.kpff- Total Wall = 40 -Ft Shear Wall = 3*(4 -Pt) = 12 -fit i2E = 2 14.99 = 29.98 k = 20.99 k (/LSD) SEISMIC CONTROLS CONTROLS If 41 7f 14, 7r 4'7f 14'----7`4'7' I I I I I I 0.525 k/-F —- 1.75 k/-Pt ��.75k/-Pt 1.75 k/fit I I I I I I 0.525 k/-fit 0.525 kl- 1.2 k/Pl+ H12- k/-Ft Hk/t=t 4.8C' 2.43 1k, 2.49 k l l I I I I I I I I I I MAX AXIAL FORCE CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 247 of 319 Page 131 of 203 project Twin Falls Fire Station#3 by SM sheet no. lqjff location Twin Falls, ID date 02/17/22 412 E Parkcenter Blvd, Suite 200 Pivot North client job no. Boise, ID 83706 10212100056 208 336-6985 Shear Walls-Grid A/B& H/I Rebars L= 4.00 ft H= 23.00 ft Running bond No tsp= 11.625 in Anv= 558.00 sq in f'm= 2000 psi Anh= 3208.5 sq in fy= 60000 psi Gravity Load P= 26.75 kip Lateral Load E= 4.27 kip W= 5.34 kip V= 5.34 kip M= 122.82 kip-ft M/(Vdv)= 1 OVnm= 51.61 kip OK Vns, regd= -57.83 kip Not Req'd A,ns, regd 0.00 sq in 7.3.2.6 Special reinforced masonry shear walls - Reinforcement Requirements (a) Max vertical reinf spacing = 16 in (b) Max horizontal reinf spacing = 16 in (c) Min cross-sectional area of vert= 0.00 sq in spacing no. Area ratio Vert #5 8 in 6 1.86 sq in 0.00333 OK Horiz #5 8 in 34.5 10.70 sq in 0.00333 OK TOTAL 12.56 sq in 0.00667 OK Section 8.3.4.4 Maximum Reinforcement Is M/Vdv >= 1 ? Yes Is P>0.05f'mAn ? No 0.05*f'm*An= 55.80 kip Max Reinf Apply ? Yes pmax= 0.00582 As d number of ten inn rmhqr= p= CTrY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 248 o Page 132 of 203 project Twin Falls Fire Station#3 by SM sheet no. lqjff location Twin Falls, ID date 02/17/22 412 E Parkcenter Blvd, Suite 200 Pivot North client job no. Boise, ID 83706 10212100056 208 336-6985 Shear Walls-Grid D&G Rebars L= 24.00 ft H= 18.00 ft Running bond No tsp= 11.625 in Anv= 3348.0 sq in f'm= 2000 psi Anh= 2511.0 sq in fy= 60000 psi Gravity Load P= 0.53 kip Lateral Load E= 4.62 kip W= 10.75 kip V= 10.75 kip M= 193.50 kip-ft M/(Vdv)= 0.75 OVnm= 558.98 kip OK Vns, regd= -685.29 kip Not Req'd A,ns, regd 0.00 sq in 7.3.2.6 Special reinforced masonry shear walls - Reinforcement Requirements (a) Max vertical reinf spacing = 24 in (b) Max horizontal reinf spacing = 24 in (c) Min cross-sectional area of vert= 0.00 sq in spacing no. Area ratio Vert #5 16 in 18 5.58 sq in 0.00167 OK Horiz #5 16 in 13.5 4.19 sq in 0.00167 OK TOTAL 9.77 sq in 0.00333 OK Section 8.3.4.4 Maximum Reinforcement Is M/Vdv >= 1 ? No Is P>0.05f'mAn ? No 0.05*f'm*An= 334.80 kip Max Reinf Apply ? No pmax= N/A As d number of ten inn rphnr= in p= C°FY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 249 o Page 133 of 203 project Twin Falls Fire Station#3 by SM sheet no. lqjff location Twin Falls, ID date 02/17/22 412 E Parkcenter Blvd, Suite 200 Pivot North client job no. Boise, ID 83706 10212100056 208 336-6985 Shear Walls-Grid 1 Rebars L= 60.67 ft H= 18.00 ft Running bond No tsp= 11.625 in Anv= 8463.5 sq in f'm= 2000 psi Anh= 2511.0 sq in fy= 60000 psi Gravity Load P= 16.02 kip Lateral Load E= 4.43 kip W= 2.94 kip V= 4.43 kip M= 79.74 kip-ft M/(Vdv)= 0.297 OVnm= 1779.09 kip OK Vns, regd= -2218.33 kip Not Req'd A,ns, regd 0.00 sq in 7.3.2.6 Special reinforced masonry shear walls - Reinforcement Requirements (a) Max vertical reinf spacing = 24 in (b) Max horizontal reinf spacing = 24 in (c) Min cross-sectional area of vert= 0.00 sq in spacing no. Area ratio Vert #5 16 in 45.5 14.11 sq in 0.00167 OK Horiz #5 16 in 13.5 4.19 sq in 0.00167 OK TOTAL 18.29 sq in 0.00333 OK Section 8.3.4.4 Maximum Reinforcement Is M/Vdv >= 1 ? No Is P>0.05f'mAn ? No 0.05*f'm*An= 846.35 kip Max Reinf Apply ? No pmax= N/A As d number of ten inn rphnr= in p= MY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 2150 of 319 Page 134 of 203 project Twin Falls Fire Station#3 by SM sheet no. lqjff location Twin Falls, ID date 02/17/22 412 E Parkcenter Blvd, Suite 200 Pivot North client job no. Boise, ID 83706 10212100056 208 336-6985 1 Shear Walls-Grid 1 Rebars 7 1.2.6 Special reinforced masomy shear galls Design of special reinforced masonry shear walls shall 1. For masonry laid in running bond, the minimum comply with the requirements of Section 8.3. Section 9.3. cross-sectional area of reinforcement in each or Appendix C. Reinforcement detailing shall also comply direction shall be at least 0.0007 multiplied by the with the requirements of Section 7.3.2.3.1 and the gross cross-sectional area of the wall, using following: specified dimensions. (a) The maximum spacing of vertical reinforcement shall '_. For masonry not laid in running bond. the be the smallest of one-third the length of the shear wall, minimum cross-sectional area of vertical one-third the height of the shear wall, and 48 in. reinforcement shall be at least 0.0007 multiplied (1219 unit)for masonry laid in running bond and 24 in. by the gross cross-sectional area of the wall. (610 nun)for masonry not laid in running bond. using specified dimensions.The minimum cross- (b) The maximum spacing of horizontal rcinforcement sectional area of horizontal reinforcement shall required to resist in-plane shear shall be uniforrub. be at least 0.0015 multiplied by the gross cross- distributed,shall be the smt<iller of one-third the length sectional area of the wall, using specified of the shear wall and one-third the height of the shear dimensions. wall, and shall be embedded in grout. The maximum spacing of horizontal reinforcement shall not exceed 48 in.(1219 nun)for masonry laid in running bond and 24 in.(610 mm)for masonry not laid in running bond. (c) The minimum cross-sectional area of vertical reinforcement shall be one-third of the required shear reinforcement.The sum of the cross-sectional area of horizontal and vertical reinforcement shall be at least 0.002 multiplied by the gross cross-sectional area of the wall,using specified dimensions. 83A.4 Walls alls — Special reinforced masonry shear walls having a shear span ratio, M/(Nd,), equal to or greater than 1.0 and having an axial load, P. greater than 0.05f',,,,4,,, which are subjected to in-plane forces, shall have a maximum ratio of flexural tensile reinforcement, p„M,...not greater than that calculated as follows: p,,,ax = ( (Equation 8-_'3) 2A n+nj�, ;� The maximum reinforcement ratio does not apply in the out-of-plane direction. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page2b I Of Page 135 of 203 LATERAL CALCULATIONS A. CMU PIERS 1q)ff 412 E. Park Center Blvd, Suite 200 Boise, ID 83706 0:208.336.6985 CITY A AN ED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 252 of 319 Page 136 of 203 project Twin Falls Station #3 by SM sheet no. 1q)ff location Twin Falls, ID date 02/17/22 1 412 E.Park Center Suite 200 Boise,ID 8370 client Pivot North job no. 3706 10212100056 0:208.336.6985 CMU Pier ww.kpff- 3 O A/B 5 TYPT.O.CMU HI�GH S5.01 MID L HSS ON SHEET P @ HSS R — 27.4" V MIDDLE PIER 2 ORNER PIER S5.01 HSS PER PLAN HSS PER PLAN TRUSS GIRDER — T.O.BRICK HIGH PER1/S3.02 20'-0" — — — — — T.O.CMU LOW OIL 6 @ CORNER i 6 @ MIDDLE S4.51 PIER,OPP S4.5 PIER 6 @ CORNER HSS6x6x5/16 HSS6x6x5/16 54.51 PIER 77-1 TYP @ HSS TO CMU S4 52 0 0 v v 4,_0„ 4,_0„ X. 14'-0" 14'-0" LEVEL 1 0,_0„ SOG PER PLAN,TYP FOOTING PER PLAN,TYP CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 253 of 319 Page 137 of 203 project Twin Falls Station #2 by SM sheet no. 1q)ff location Twin Falls, ID date 11/16/21 2 412 E.Park Center Suite 200 10212100055 Boise,ID 8370 client Pivot North job no. 3706 0:208.336.6985 CMU Pier: Reactions to Pier ww.kpff- DL = 23.9 k LLr= 16.7 k SL = 20.9 k W L = -35.2 k 4 53.11 +It I � I I I I I I ; TRUSS GIRDER CAMBER X -- BRACING PER S501 PER PLAN LOCATE PER PL3AN I IIII I II I III — I I I L---J A: REACTIONS FROM TRUSS GIRDER I I 55.2 PSF 7.1 k REACTION 27.3 PSF - I I _ I 5.6 k REACTION CITY APPROVED PLANS I 27.3 PSF j Reviewed for Code Compliance TO PIER PLANS MUST BE ON JOB SITE I FOR ALL INSPECTIONS I I I I Pag-e f �RE�254 C��NS FROM C&C WIND LOAD Page 138 of 203 project Twin Falls Station #2 by SM sheet no. 1q)ff location Twin Falls, ID date 11/16/21 3 412 E.Park Center Suite 200 10212100055 Boise,ID 8370 client Pivot North job no. 3706 0:208.336.6985 CMU Pier : Lateral Loads ww.kpff— E = 14.99 k W = 23.47 k F60..) 1 Li - - @ - Li 1 Li 7T -------------- LATERAL LOADS TO PIERS EARTHQUAKE LOAD PER PIER = (17.06 k)/(4 PIERS)/(4 ft) = 1.067 k/ft WIND LOAD PER PIER = (21.34 k)/(4 PIERS)/(4 ft) = 1.334 k/ft E W 1.422 k,'ft 1.778 k,'h 35 2 Wind Reaction from Truss 52 k JJ 02 7 ksf C&C WIND $Q27 ksf FI Y APP OVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 255 of 319 Page 139 of 203 Company KPFF Consulting Engineers 2/17/2022 11RISA Designer : Supreme Maskey 4:30:53 PM Job Number Checked By: A NEMETSCHEK COMPANY Model Name Detail Report:WP1 Enveloped Results Input Data: N4 N5 N3 Code: TMS 402-16:Strength u� tk Speciallnsp: Yes c � Design Rule: Typical Wall Area: NCMA Transfer In?: No Transfer Out?: No B N N 7 K: 1 1 Use Cracked?: Yes In IcrFactor.. 0.5 Out Icr Factor: 0.5 Custom Regions: No 0 W a Material Properties: Material Type: Masonry Blk Material: Clay 120 pcf Steel fy(ksi): 60 Material Set: Concrete Matl Grt Weight: 105 pcf Steel E(ksi): 29000 Material f'm(ksi): 2 Mortar Type: Type M or S Material Em(ksi): 1800 Cement Type: Portland,Lime/Mortar Geometry: Total Height(ft): 23.75 Blk Nom Width: 12" Total Length(ft): 4 Blk Grouting: Fully Grouted Total Lintel Depth(in): 16 1.5 Shear Factor. Yes Design Summary: Enveloped Results Limit State Region Gov.LC Required Available Unity Check Result UC Max In Plane R1 34 168.541 k-ft 286.365 k-ft 0.589 PASS R1 34 168.541 k-ft 286.365 k-ft 0.589 PASS UC Shear In Plane R1 30 7.113 k 44.918 k 0.158 PASS R1 30 7.113 k 44.918 k 0.158 PASS UC Max Out of Plane R1 29 -31.787 k-ft/ft 35.374 k-ft/ft 0.899 PASS R1 29 -31.787 k-ft/ft 35.374 k-ft/ft 0.899 PASS UC Shear Out of Plane R1 INC R1 CITYNAPPROVED PLANS Wall Reinforcement Region Vertical ReinforceME It Reviewed farcGoIdeolempliance undary Reinforcement R1 #7@8"oc e.f. Not Reqd. 6-#5 ctr Lintel Reinforcement PLANS MUST BE ON JOB SITE Lintel Flexural Reinforcem t Shear Reinforcement FOR ALL INSPECTIONS RISA-3D Version 19 [ ca.g&o a II 9 Page 1 Page 140 of 203 Company KPFF Consulting Engineers 2/17/2022 11RISA Designer : Supreme Maskey 4:30:54 PM Job Number Checked By: Model Name Region Design Gov.LC Required Available Unity Check Result Region R1 (In-Plane) 34 168.541 k-ft 286.365 k-ft 0.589 PASS Min:-13.69 at 23.75 ft Min:-7.132 at 11.875 ft Min:-172.522 at 0 ft Region Criteria k k k-ft Code: TMS 402-16:Strength Special Insp: Yes Wall Area: NCMA Hor Bar Size: #5 Vert Bar Size: #5 Number of Tension Bars: 6 Effective Depth(in): 36 Materials Masonryf'm(ksi): 2 Masonry Em(ksi): 1800 Steel fy G(ksi): 60 Steel E(ksi): 29000 Blk Material: Conc 115 pcf Grt Weight: 140 pcf Wall Dead Wt(ksf): 0.124 Geometry Total Height(ft): 23.75 Total Length(ft): 4 Blk Grouting: Fully Grouted Grt/Bar Spacing 8" Block Nom Width 12" 1.5 Shear Factor: Yes P v M Max:93.856 at 0 ft Max:7.264 at 11.875 ft Max:169.385 at 0 ft Axial Diagram Shear Diagram Moment Diagram WARNING: Program does not design masonry wall for axial tension. Code Check: Limit State Gov.LC Required Available Unity Check Result Axial Design 17 93.856 k 406.854 k 0.231 PASS P = 93.856 k Max axial force Location = 0 ft Governing location r= 3.36 in Radius of clyration R= 84.821 CITY APPRC� oPLANS = 0.633 phi = 0.9 Pn =452.06 k Reviewed for Code Compliance Bending Design 34 168.541 k-ft 286.365 k-ft C 589 PASS Mu = 168.541 k-ft PLANS MUST BEtJOB SITE Location = 0 ft Governing bending location a = 7.704 in FOR ALL INSPECTIONS RISA-3D Version 19 [ ca,,lso a II Page 2 Page 141 of 203 Company KPFF Consulting Engineers 2/17/2022 11RISA Designer : Supreme Maskey 4:30:54 PM Job Number Checked By: A NEMETSCHEK COMPANY Model Name c= 9.63 in d = 36in Mn = 318.183 k-ft phi = 0.9 Shear Design 30 7.113 k 44.918 k 0.158 PASS Vu = 7.113 k Max shear force Location = 13.062 ft Governing shear location Corresponding M = 172.522 k-ft Max moment Corresponding P = 0 k Max axial force M/(V*d) = 1 Ratio used in shear capacity Shear Steel Reqd = No Gammag = 1 Vn = 56.148k phi = 0.8 Cross Section Detailing , 24 , • • I N I � I N u � I # I � N I tD No horizontal reinforcement required NOTE:All units are in"in" PROVIDE (2)#7 EA CELL CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 [ ca.lg&o a II 9 Page 3 Page 142 of 203 Company KPFF Consulting Engineers 2/17/2022 11RISA Designer : Supreme Maskey 4:30:54 PM Job Number Checked By: Model Name Region R1 (Out-of-Plane) 29 -31.787 k-ft/ft 35.374 k-ft/ft 0.899 PASS Min:-3.423 at 23.75 ft Min:-2.183 at 0 ft Min:-31.787 at 0 ft Region Criteria Wft Wft k-ft/ft Code: TMS 402-16:Strength Special Insp: Yes Wall Area: NCMA Type of Design: Strength Reinforced: Yes Vert Bar Size: #5 Materials Masonryf'm(ksi): 2 Masonry Em(ksi): 1800 Steel fy G(ksi): 60 Steel E(ksi): 29000 Blk Material: Conc 115 pcf Grt Weight: 140 pcf Wall Dead Wt(ksf): 0.124 Mortar Type: Type M or S Cement Type: Portland,Lime/Mortar Geometry Total Height(ft): 23.75 Eq Sld Thickness(in): 11.625 Blk Grouting: Fully Grouted Grt/Bar Spacing 8 Loc of r/f: Yes P V M Max:23.464 at 0 ft Max:1.817 at 0 ft Max:23.107 at 0 ft Axial Diagram Shear Diagram Moment Diagram WARNING: Program does not design masonry wall for axial tension. Code Check: Limit State Gov.LC Required Available Unity Check Result Axial Design 29 22.117 k/ft 55.8 k/ft 0.396 PASS Pu at max M u = 22.117 k/ft Pu at max Mom = 55.8 k/ft Location = 0 ft H'/t = 2 3.7 5 Bending Design C ITY AP i t/ Ej.3P1�-ft/f� N S 899 PASS Mu max= -31.787 k-ft/ft a �H phi Mn = 35.374 k-ft/ft phi = 0.9 Reviewed for Code Compliance Location = 0 ft Governing location Deflection Design PLANS MUST BE ON JOB SITE Dmax/DLimit = 0 FOR ALL INSPECTIONS RISA-3D Version 19 [Fag a II Page 4 ca, Page 143 of 203 Company KPFF Consulting Engineers 2/17/2022 11RISA Designer : Supreme Maskey 4:30:54 PM Job Number Checked By: ANEMETSCHEKCOMPANY Model Name Deflection Ratio = H/-2.147e+9 Delta max= 0 in Deflection Limit = 1.995 in Location = 0 Sectional Properties All results per effective width Total Width = 8 in Eff Width = 8 in Flange Thick to= 1.5 in Effective Thick to = 1 1.625 in Agross = 93 in2 Igross = 1037.333 in4 fr= 0.163 ksi Crack Mom, Mcr = 2.448 k-ft c = 5.064in d = 9.188 in n = 16.111 Icracked = 6.953e-310 in4 As = 0.601 in2 Ase= 0 in2 Rho provided(%) = 0.008 Rho maximum (%) = 0.006 Gammag = 1 Cross Section Detailing co cn x N Z -�- -y- --r - -#3@8 NOTE:All units are in"in" PROVIDE (2)#7 EA CELL CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-31D Version 19 R�a e® I. Page 5 Page 144 of 203 LATERAL CALCULATIONS B. WOOD SHEAR WALLS 1q)ff 412 E. Park Center Blvd, Suite 200 Boise, ID 83706 0:208.336.6985 CITY A AN ED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 261 of 319 Page 145 of 203 project Twin Falls Station #3 by SM sheet no. 1q)ff location Twin Falls, ID date 02/17/22 XX 412 E.Park Center Suite 200 Boise,ID 8370 client Pivot North job no. 3706 10212100056 0:208.336.6985 Shear Wall - Grid 6 - Wall 6 ww.kpff— ISO XY 7Q YZ =II R A Type JBasicwadcase IBLC 6:WL _L 0.78 km CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 262 of 319 Page 146 of 203 Company KPFF Consulting Engineers 2/17/2022 11RISA Designer : Supreme Maskey 4:48:03 PM Job Number Checked By: A NEMETSCHEK COMPANY Model Name Detail Report:WP1 Enveloped Results Input Data: V3 Code: AWC NDS-18:ASD Design Method: Segmented Height(ft): 14 Length(ft): 16.25 Wall Material: Douglas Fir-Larch LL a No.2 U n Panel Schedule: AWC 2015 PLY 0 o �' n Sel.Shear Panel: RS_15/32_8d@3 ro n R1 @ ro co X X o N N = Wall Properties: Top Plate: 2-2X6 Sill: 2X6 Wall Stud: 2X6 Chord: 4X6 2XF Max H/W Ratio: 0.86 N 1 J 4 K: 1 Material Properties: Top Plate: Douglas Fir-Larch No.2 Fb(ksi): 0.9 Ft(ksi): 0.575 Sill: Douglas Fir-Larch No.2 Fv(ksi): 0.18 *All values per 2015 NDS Supplement Table 4A (Reference Design Values for Visually Graded Dimension Wall Stud: Douglas Fir-Larch No.2 Fc(ksi): 1.35 Lumber) Chord: Douglas Fir-Larch No.2 Specific Gravity: 0.5 E: 1600 Density(k/ft3): 0.035 Design Summary: Enveloped Results Limit State Gov.LC Required Available Unity Check Result Controlling region PASS Controlling region R1 ShearPanel RS_15/32_8d@3 7 (W) 0.468 k/ft 0.71 k/ft 0.682 PASS Chord Straps/Hold Downs Strap/Hold Down Manufacturer: Simpson HoldDowns HDU4-SDS2.5_DF-SP 15 (W) 3.473 k 4.565 k 0.761 PASS Chords 4X6(Compression) 8 (W) 7.506 k 10.565 k 0.710 PASS 4X6(Compression) 7 (W) 7.506 k 10.565 k 0.710 PASS Studs S 2X6 Clti APOROVE64OLANV4 PASS Deflection Results Maximum Region Revl—ew—ed for Code -off ance Sl ear Stiffness Deflection (in Deflection(in) A 'ustment Factor(SSAF) 0.483(R1) PLANS IblWST BE ON JO& SITE 1 FOR ALL INSPECTIONS RISA-3D Version 19 Rrageo263r lo .r 19 Page 1 Page 147 of 203 Company KPFF Consulting Engineers 2/17/2022 11RISA Designer : Supreme Maskey 4:48:03 PM Job Number Checked By: A NEMETSCHEK COMPANY Model Name Region Design Shear UC Strap/Hold-Down UC Chord UC Stud UC Result R1 (In-Plane) 0.682 0.761 0.71 0.54 PASS Envelope Diagrams Min:28.21 at 14 ft Min:-7.605 at Oft Min:-106.466 at 0 ft Region Criteria kips kips kip-ft a Code: AWC NDS-18:ASD m o Design Method: Segmented N o Wall Material: DF#2 Panel Schedule: AWC 2015 PLY Optimize Strap: Yes Strap Manuf: SIMPSON Region Materials Wall Studs: DF#2 Stud Size: 2X6 Chord Material: DF#1 Chord Size: 4X6 Top Plate&Sill: DF#2 Top Plate Size: 2-2X6 Sill Plate Size: 2X6 Region Geometry Total Heigth(ft): 14 Total Length(ft): 16.25 Region H/W: 0.86 Wind ASI F: 1.4 Capacity Adj.(2w/h): 1.00 Aspect Ratio: 1.00 Gov.H/W Capacity: 1.40 Stud Spacing(in): 16 K: 1.0 10 n Cn v o CD o m � P v M Max:29.047 at 0 ft Max:-7.605 at 7 ft Max:-0.004 at 14 ft Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required Available Unity Check Result Shear Panel Design 0.468 k/ft 0.49 k/ft 0.682 PASS Shear Panel: RS_15/32_8d@3 Panel Grade RS Panel Thickness 0.469in Number Sides One Over Gyp. Board No Nail Size 8d NOTE:AWC NDS-18 defines a 8d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing CITY APPROVED PLANS 3in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity Reviewed for Code Compliance 0.49 k/ft Reduced Shear Capacity(SGAF) 0.49 k/ft Adjusted Capacity PLANS MUST BE ON JOB SITE 0.686 k/ft FOR ALL INSPECTIONS RISA-3D Version 19 Prageo264r 10 .r 19 Page 2 Page 148 of 203 Company KPFF Consulting Engineers 2/17/2022 11RISA Designer : Supreme Maskey 4:48:03 PM Job Number Checked By: A NEMETSCHEK COMPANY Model Name Chord Design 7.506 k 10.565 k 0.71 PASS Gov Compression LC = 8 Compression Analysis 7.506 k 10.565 k 0.71 PASS Gov Tension LC = 16 Tension Analysis 3.417 k 27.027 k 0.126 PASS Stud Design 2.234 k 4.141 k 0.54 PASS Gov. LC = 4 Gov. Region = R1 Spacing = 16 in Hold Down Design 3.473 k 4.565 k 0.761 PASS Selected Chord Strap/Hold Down: HDU4-SDS2.5_DF-SP Governing Load Combination = 15 Clear Span 3 Fastener Size 0 Required chord Mat Douglas Fir Base Cap(C p=1) 2.853 k C p Factor 1.6 Adjusted Capacity 4.565 k Deflection Flexure Compression 0.019 in Shear Compression 0.437 in HD Elongation 0.027 in Total Deflection 0.483 in Cross Section Detailing CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 f4rageo2bbr1of.rBI 9 Page 3 Page 149 of 203 Company KPFF Consulting Engineers 2/17/2022 11RISA Designer : Supreme Maskey 4:48:03 PM Job Number Checked By: ANEMETSCHEKCOMPANY Model Name �Q �Q h h c (o b LA 16 in Chord Force=7.506-k(LC8)(C) Chord Force=7.506-k(LC7)(C) HD Force=3.473-k(LC15) HD Force=3.473-k(LC15) RS_15/32_8d@3 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 FeqW a6f II ]9 Page 4 Page 150 of 203 PFD https://app.strongtie.com/pfd?holdownDesign=Yes&anchorageDesign=Yes&holdownSubType=1 ® Post-to-Foundation Designer Results generated on Monday, October4, 2021 INPUT Condition Design Post&Holdown Design Anchorage Load Demand Uplift Load(ASD) Load Type 4,485 Ibs Wind and SDC A&B(Cracked) Post & Holdown Design Criteria Embedded Anchor Holdown Fasteners Holdown Fasteners Size Any Any Lumber Species Wall Thickness Douglas Fir-Larch (DF) 6" Anchorage Design Criteria Material Type Compressive Strength Anchor Type Foundation Type Application Concrete 4,000 psi Cast-in-Place Anchors Stemwall Midwall Anchor Foundation Type Details CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 267 of 319 Page 151 of 203 1 of 3 10/4/2021, 1:56 PM PFD https://app.strongtie.com/pfd?holdownDesign=Yes&anchorageDesign=Yes&holdownSubType=1 Midwall Ehq Anchor End-Of-Wall Corner Anchor Anchor Edge � I � I � I Coh�h, roped , Thickn�te E �� � WdO CITY APPROVED PLANS Anchor in a Stemwall Foundation Anchor in a Stemwall Foundation Reviewed for Code Compliance PLANS MUST BE ON JOB SITE OUTPUT FOR ALL INSPECTIONS Common Parameters Design Uplift Load(Ibs) Load Type Holdown SubType Lumber Species Material Type Compressive Strength(psi) Foundation Type Application Holdown&Anchorage 4,485 Wind and SDC A&B(Cracked) Embedded Anchor Douglas Fir-Larch(DF) Concrete 4,000 psi Stemwall Midwall Anchor Summary Post Size(min) Holdown Model Holdown Allowable Load(Ibs) Deflection at Demand Load(in) Holdown Fasteners Anchor Product Anchor Steel Grade Anchor Diameter(in) Anchor Allowable Load(Ibs) Min Embedment Depth(in) (2)2x4 4,670 0.111 (26)0.148"x 3"Nail(10d Common) F1554_GR_36 0.625 4540 12.50 HTT5 PAB5-36 (2)2x4 4,670 0.111 (26)0.148"x 3"Nail(10d Common) F1554_GR_36 0.625 6675 18.00 HTT5 S85/8)Q4 (2)2x4 4,670 0.111 (26)0.148"x 3"Nail(10d Common) F1554_GR_36 0.625 4825 20.625 HTT5 SSTB24 (2)2x4 4,565 0.112 (10)Y4"x 2Y2"SDS Screw F1554_GR_36 0.625 4540 12.50 HDU4-SDS2.5 PA85-36 (2)2x4 4,565 0.112 (10)Y4"x 2'h"SDS Screw F1554_GR_36 0.625 6675 18.00 HDU4-SDS2.5 S85/8X24 (2)2x4 4,565 0.112 (10)Y4"x 21V SDS Screw F1554_GR_36 0.625 4825 20.625 HDU4-SDS2.5 SSTB24 (1)44 4,935 0.136 (2)3/4"Machine Bolt F1554_GR_36 0.625 4540 12.50 HD56 PAB5-36 (1)4x4 4,935 0.136 (2)3/4"Machine Bolt F1554_GR_36 0.625 6675 18.00 HD56 SB5/8X24 (1)44 4.935 0.136 (2)N44"Machine Bolt F1554 GR 36 0.625 4825 20.625 Page 152 of 203 2 of 3 10/4/2021, 1:56 PM PFD https://app.strongtie.com/pfd?holdownDesign=Yes&anchorageDesign=Yes&holdownSubType=1 Table Notes • For the tension demand load provided,the output shows the most cost-effective holdown options and/or the smallest anchor diameter options for the foundation type and anchor type selected.This may result in an anchor size that does not match the anchor diameter hole for the holdown.Transition coupler nuts may be required for compatibility.Simpson Strong-Tie coupler nut information can be found here • Refer to General Notes for Holdowns and Tension Ties for installation instructions,best practices and recommendations by Simpson Strong-Tie. • Foundation dimensions are for anchorage only.Foundation design(size and reinforcement)must be performed separately by designer. • Where loads are governed by anchor steel,the design provisions from AISC 360 are used to determine the tensile steel limit. • SSTB is suitable for monolithic and two-pour concrete applications. • Nuts and washers for holdown attachment are not supplied with the SSTB;install standard nuts,couplers and/or washers as required. • On HOG SSTB anchors,chase the threads to use standard nuts or couplers or use overtapped products in accordance with ASTM A563,for example Simpson Strong-Tie NUT5/8-OST,NUT7/8-OST,CNW5/8-OST,CNW7/8-OST. • Install SSTB before the concrete pour using AnchorMate®anchor bolt holders.Install the SSTB per the plan view detail. • Order SSTBL models(example:SSTBI6L)for longer thread length(16L=51/2",20L=61/2",24L=6",28L=61/2").SSTB and SSTBL load values are the same.SSTB34 and SSTB36 feature 41/2"and 61/2"of thread respectively and are not available in"L"versions. • For installations in severe corrosion environments,refer to General Corrosion Risks for additional considerations. • HOW 4 requires heavy-hex anchor nut to achieve tabulated loads(supplied with holdown). • To achieve published loads,machine bolts shall be installed with the nut on the opposite side of the holdown.If this orientation is reversed,the Designer shall reduce the allowable loads shown per NDS requirements when bolt threads are in the shear plane. • Lag or carriage bolts are not permitted. • Anchorage design is based on the strength design provision of ACI 318-14/-11/-08 assuming dry normal weight concrete,periodic inspection and short-term loading. • Post-Installed anchorage shall be designed to satisfy the ductility requirements of ACI 318-14 Section 17.2.3.4.3 for structures assigned to Seismic Design Category C,D,E,or F when earthquake force exceeds 20 percent of the total anchor force.If ductility requirements are not met,an overstrength factor(0,)per ASCE 7 table 12.2-1 shall be applied. • Minimum Concrete Thickness is assumed to be the bottom of the stemwall,in situations where a cold joint exists • Installed Cost Index(ICI)does not account for the cost of the anchor or its install,only the holdown. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 269 of 319 Page 153 of 203 3 of 3 10/4/2021, 1:56 PM project Twin Falls Station #3 by SM sheet no. 1q)ff location Twin Falls, ID date 02/17/22 XX 412 E.Park Center Suite 200 Boise,ID 8370 client Pivot North job no. 3706 10212100056 0:208.336.6985 Shear Wall - Grid 9 - Wall 9 ww.kpff- ISO XY XZ YZJ :fl R R - Type Basic Load Case BLC 6:WL �u R CONSERVATIVE LOAD. ALSO ADDING 28'-3" WALL ON THE SAME SHEAR LINE. R [a D.363 k+tt W I�I FO FIB P To TO IB 1 LPY" CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 270 of 319 Page 154 of 203 Company KPFF Consulting Engineers 10/4/2021 RISADesigner : Supreme Maskey 2:17:30 PM Job Number Checked By: ANEMETSCHEKCOMPANY Model Name Detail Report:WP1 Enveloped Results Input Data: p.;.; Code: AWC NDS-18:ASD Design Method: Segmented Height(ft): 14 Length(ft): 11 Wall Material: Douglas Fir-Larch u: No.2 c o o Panel Schedule: AWC 2015 PLY v`r. Sel.Shear Panel: RS_15/32_8d@6 � � C r R1 CO x x c ! = Wall Properties: Top Plate: 2-2X6 Sill: 2X6 Wall Stud: 2X6 Chord: 4x6 Max H/W Ratio: 1.27 1 N 4 K: 1 Material Properties: Top Plate: Douglas Fir-Larch No.2 Fb(ksi): 0.9 Ft(ksi): 0.575 Sill: Douglas Fir-Larch No.2 Fv(ksi): 0.18 *All values per 2015 NDS Supplement Table 4A (Reference Design Values for Visually Graded Dimension Wall Stud: Douglas Fir-Larch No.2 Fc(ksi): 1.35 Lumber) Chord: Douglas Fir-Larch No.2 Specific Gravity: 0.5 E: 1600 Density(k/ft3): 0.035 Design Summary: Enveloped Results Limit State Gov.LC Required Available Unity Check Result Controlling region PASS Deflection Results Maximum Region Gov.LC Finite element Shear Stiffness Deflection(in Deflection(in Adjustment Factor(SSAF) 0.371(R1) 7 (W) 0.354 1 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 rageo e r 10 .r Page 1 Page 155 of 203 Company KPFF Consulting Engineers 10/4/2021 11RISA Designer : Supreme Maskey 2:17:30 PM Job Number Checked By: A NEM�TscH�K con,P Model Name Region Design Shear UC Strap/Hold-Down UC Chord UC Stud UC Result R1 (In-Plane) 0.598 0.694 0.355 0.236 PASS Envelope Diagrams Min:8.184 at 14 ft Min:-2.396 at 0 ft Min:-33.54 at 0 ft Region Criteria kips kips kip-ft v Code: AWC NDS-18:ASD o Design Method: Segmented q Wall Material: DF#2 Panel Schedule: AWC 2015 PLY Optimize Strap: Yes Strap Manuf: SIMPSON Region Materials Wall Studs: DF#2 Stud Size: 2X6 Chord Material: DF#2 Chord Size: 4x6 Top Plate&Sill: DF#2 Top Plate Size: 2-2X6 Sill Plate Size: 2X6 Region Geometry Total Heigth(ft): 14 Total Length(ft): 11 Region H/W: 1.27 Wind ASI F: 1.4 Capacity Adj.(2w/h): 1.00 Aspect Ratio: 1.00 Gov.H/W Capacity: 1.40 Stud Spacing(in): 16 K: 1.0 �o v co rn rn � � M N M P v M Max:8.779 at 0 ft Max:-2.396 at 7 ft Max:-0.001 at 14 ft Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required Available Unity Check Result Shear Panel Design 0.218 k/ft 0.26 k/ft 0.598 PASS Shear Panel: RS_15/32_8d@6 Panel Grade RS Panel Thickness 0.469in Number Sides One Over Gyp. Board No Nail Size 8d NOTE:AWC NDS-18 defines a 8d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing CITY APPROVED PLANS 6in Specific Gravity Adjustment Factor = 1.0 1 Shear Capacity Reviewed for Code Compliance 0.26 k/ft Reduced Shear Capacity(SGAF) 0.26 k/ft Adjusted Capacity PLANS MUST BE ON JOB SITE 0.364 k/ft FOR ALL INSPECTIONS RISA-3D Version 19 Prageo2dor'of.r 19 Page 2 Page 156 of 203 Company KPFF Consulting Engineers 10/4/2021 RISADesigner : Supreme Maskey 2:17:31 PM Job Number Checked By: ANEMETSCHEKCOMPANY Model Name Chord Design 3.521 k 9.917 k 0.355 PASS Gov Compression LC = 8 Compression Analysis 3.521 k 9.917 k 0.355 PASS Gov Tension LC = 16 Tension Analysis 2.082 k 23.023 k 0.09 PASS Stud Design 0.975 k 4.141 k 0.236 PASS Gov. LC = 4 Gov. Region = R1 Spacing = 16 in Hold Down Design 2.133 k 3.075 k 0.694 PASS Selected Chord Strap/Hold Down: HDU2-SDS2.5_DF-SP Governing Load Combination = 16 Clear Span 3 Fastener Size 0 Required chord Mat Douglas Fir Base Cap(C p=1) 1.922 k C p Factor 1.6 Adjusted Capacity 3.075 k Deflection Flexure Compression 0.014 in Shear Compression 0.305 in HD Elongation 0.052 in Total Deflection 0.371 in Cross Section Detailing CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 Prageo2ogrIOT.rBI Page 3 Page 157 of 203 Company KPFF Consulting Engineers 10/4/2021 11RISA Designer : Supreme Maskey 2:17:31 PM Job Number Checked By Model Name hQ �Q �4D �1� c OJT OJT 16 in Chord Force=3.521-k(LC8)(C) Chord Force=3.521-k(LC7)(C) HD Force=2.133-k(LC16) HD Force=2.133-k(LC16) RS_15/32_8d@6 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 q a II ]9 Page 4 Page 158 of 203 PFD https://app.strongtie.com/pfd?holdownDesign=Yes&anchorageDesign=Yes&holdownSubType=1 ® Post-to-Foundation Designer Results generated on Monday, October4, 2021 INPUT Condition Design Post&Holdown Design Anchorage Load Demand Uplift Load(ASD) Load Type 2,122 Ibs Wind and SDC A&B(Cracked) Post & Holdown Design Criteria Embedded Anchor Holdown Fasteners Holdown Fasteners Size Any Any Lumber Species Wall Thickness Douglas Fir-Larch (DF) 6" Anchorage Design Criteria Material Type Compressive Strength Anchor Type Foundation Type Application Concrete 4,000 psi Cast-in-Place Anchors Stemwall Corner Anchor Foundation Type Details CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 275 of 319 Page 159 of 203 1 of 3 10/4/2021,2:15 PM PFD https://app.strongtie.com/pfd?holdownDesign=Yes&anchorageDesign=Yes&holdownSubType=1 Midwall Ehq Anchor End-Of-Wall Corner Anchor Anchor Edge � I � I � I Coh�h, roped , Thickn�te E �� � WdO CITY APPROVED PLANS Anchor in a Stemwall Foundation Anchor in a Stemwall Foundation Reviewed for Code Compliance PLANS MUST BE ON JOB SITE OUTPUT FOR ALL INSPECTIONS Common Parameters Design Uplift Load(Ibs) Load Type Holdown SubType Lumber Species Material Type Compressive Strength(psi) Foundation Type Application Holdown&Anchorage 2,122 Wind and SDC A&B(Cracked) Embedded Anchor Douglas Fir-Larch(DF) Concrete 4,000 psi Stemwall Corner Anchor Summary Post Size(min) Holdown Model Holdown Allowable Load(Ibs) Deflection at Demand Load(in) Holdown Fasteners Anchor Product Anchor Steel Grade Anchor Diameter(in) Anchor Allowable Load(Ibs) Min Embedment Depth(in) (2)2x4 2,145 0.127 (8)'/4"x 2Yz"SDS Screw F1554_GR_36 0.50 3380 4.00 DTT2Z-SDS2.5 PAB4-36 (1)2x4 3,000 0.064 (18)0.148"x 1Y2'Nail(N10) F1554_GR_36 0.625 3440 4.00 HTT4 PA85-36 (1)2x4 3,000 0.064 (18)0.148"x 1 IV"Nail(N10) F1554_GR_36 0.625 3465 12.625 HTT4 SSTB16 (1)2x4 3,000 0.064 (18)0.148"x 1Y2"Nail(1,110) F1554_GR_36 0.625 6550 18.00 HT174 S85/8X24 (2)2x4 3,075 0.061 (6)Y4"x 21h"SDS Screw F1554_GR_36 0.625 3440 4.00 HDU2-SDS2.5 PA85-36 (2)2x4 3,075 0.061 (6)Y4"x 2Yz"SDS Screw F1554_GR_36 0.625 3465 12.625 HDU2-SDS2.5 SSTB16 (2)2x4 3,075 0.061 (6)Y4"x 21h"SDS Screw F1554_GR_36 0.625 6550 18.00 HDU2-SDS2.5 S85/8X24 (1)3x4 2,525 0.142 (2)%"Machine Bolt F1554_GR_36 0.625 3440 4.00 HD36 PA135-36 (1)3x4 2.525 0.142 (2)s/e"Machine Bolt F1554 GR 36 0.625 3465 12.625 Page 160 of 203 2 of 3 10/4/2021,2:15 PM PFD https://app.strongtie.com/pfd?holdownDesign=Yes&anchorageDesign=Yes&holdownSubType=1 Table Notes • For the tension demand load provided,the output shows the most cost-effective holdown options and/or the smallest anchor diameter options for the foundation type and anchor type selected.This may result in an anchor size that does not match the anchor diameter hole for the holdown.Transition coupler nuts may be required for compatibility.Simpson Strong-Tie coupler nut information can be found here • Refer to General Notes for Holdowns and Tension Ties for installation instructions,best practices and recommendations by Simpson Strong-Tie. • Foundation dimensions are for anchorage only.Foundation design(size and reinforcement)must be performed separately by designer. • Where loads are governed by anchor steel,the design provisions from AISC 360 are used to determine the tensile steel limit. • SSTB is suitable for monolithic and two-pour concrete applications. • Nuts and washers for holdown attachment are not supplied with the SSTB;install standard nuts,couplers and/or washers as required. • On HOG SSTB anchors,chase the threads to use standard nuts or couplers or use overtapped products in accordance with ASTM A563,for example Simpson Strong-Tie NUT5/8-OST,NUT7/8-OST,CNW5/8-OST,CNW7/8-OST. • Install SSTB before the concrete pour using AnchorMate®anchor bolt holders.Install the SSTB per the plan view detail. • Order SSTBL models(example:SSTBI6L)for longer thread length(16L=51/2",20L=61/2",24L=6",28L=61/2").SSTB and SSTBL load values are the same.SSTB34 and SSTB36 feature 41/2"and 61/2"of thread respectively and are not available in"L"versions. • For installations in severe corrosion environments,refer to General Corrosion Risks for additional considerations. • HOW 4 requires heavy-hex anchor nut to achieve tabulated loads(supplied with holdown). • To achieve published loads,machine bolts shall be installed with the nut on the opposite side of the holdown.If this orientation is reversed,the Designer shall reduce the allowable loads shown per NDS requirements when bolt threads are in the shear plane. • Lag or carriage bolts are not permitted. • Anchorage design is based on the strength design provision of ACI 318-14/-11/-08 assuming dry normal weight concrete,periodic inspection and short-term loading. • Post-Installed anchorage shall be designed to satisfy the ductility requirements of ACI 318-14 Section 17.2.3.4.3 for structures assigned to Seismic Design Category C,D,E,or F when earthquake force exceeds 20 percent of the total anchor force.If ductility requirements are not met,an overstrength factor(0,)per ASCE 7 table 12.2-1 shall be applied. • Minimum Concrete Thickness is assumed to be the bottom of the stemwall,in situations where a cold joint exists • Installed Cost Index(ICI)does not account for the cost of the anchor or its install,only the holdown. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 277 of 319 Page 161 of 203 3 of 3 10/4/2021,2:15 PM project Twin Falls Station #3 by SM sheet no. 1q)ff location Twin Falls, ID date 02/17/22 XX 412 E.Park Center Suite 200 Boise,ID 8370 client Pivot North job no. 3706 10212100056 0:208.336.6985 Shear Wall - Grid G - Wall G ww.kpff- 'so XY XZ YZ ::R R R Type Basic Load case - BLC 6:WL , R THIS LOAD IS CONSERVATIVE. iv WIND LOAD = 16.26 K. R SHEAR WALL LENGTH = 53'. SHEAR PLF = 0.307 PLF F1 0.442 Wft I�I F'a C P. To O To E Fo CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 278 of 319 Page 162 of 203 Company KPFF Consulting Engineers 10/4/2021 RISADesigner : Supreme Maskey 1:47:05 PM Job Number Checked By: ANEMETSCHEKCOMPANY Model Name Detail Report:WP1 Enveloped Results Input Data: Code: AWC NDS-18:ASD Design Method: Perforated Height(ft): 14 Length(ft): 55 Wall Material: Douglas Fir-Larch No.2 Panel Schedule: AWC 2015 PLY Sel.Shear Panel: RS_15/32_8d@3 116 Optimize HD: Yes HD Manufacturer. SIMPSON HD Eccentricity: 4.875 o o a o Wall Properties: c° to m co (a CD 'a m �_ co Top Plate: 2-2X6 R16 a @ e Sill: 2X6 m a w to :o cc cc cc o 0 R18 R15 X X R12 X X R9 X ^ IRON N R3 < Wall Stud: 2X6 X Chord: 4X6 "- 4 Max H/W Ratio: 0.255 K: 1 Max Opening Ht: 6 Open/Wall Ht.Ratio: 0.429 Full Ht.Sheathed: 35.5 %Full Ht.Sheathed: 64.545 Wall Capacity Adj.Factor(2w/0.607 h): Aspect Ratio Factor. 1 Gov.H/W Ratio Factor. 1.4 Shear Cap.Adj Factor(Co): 1 Total Area of Openings(Ao): 117 ft2 Sheathing Area Ratio(r): 0.721 Material Properties: Top Plate: Douglas Fir-Larch No.2 Fb(ksi): 0.9 Ft(ksi): 0.575 Sill: Douglas Fir-Larch No.2 Fv(ksi): 0.18 *All values per 2015 NDS Supplement Table 4A (Reference Design Values for Visually Graded Dimension Wall Stud: Douglas Fir-Larch No.2 Fc(ksi): 1.35 Lumber) Chord: Douglas Fir-Larch No.2 Specific Gravity: 0.5 E: 1600 Density(k/ft3): 0.035 Design Summary: Enveloped Results Limit State Gov.LC Required Available Unity Check Result Wood Wall Summary PASS Deflection Results CITY APPROVED PLANS Total (Max) Gov.LC Rw4ewed for Gode Compowce S iear Stiffness justment Factor(SSAF) 0.695 7 PLANS MUSTOBE ON JO0-3,SihTE 1 FOR ALL INSPECTIONS RISA-3D Version 19 agEyo r� .r 19 Page 1 Page 163 of 203 Company KPFF Consulting Engineers 10/4/2021 RISADesigner : Supreme Maskey 1:47:06 PM Job Number Checked By: ANEMETSCHEKCOMPANY Model Name Code Check: Limit State Required Available Unity Check Result Shear Panel Design 0.677 k/ft 0.686 k/ft 0.986 PASS Shear Panel:RS_15/32_8d@3 Panel Grade RS Panel Thickness 0.469in Number Sides One Over Gyp. Board No Nail Size 8d NOTE:AWC NDS-18 defines a 8d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing 3 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 0.49 k/ft Reduced Shear Capacity(SGAF) 0.49 k/ft Adjusted Capacity 0.686 k/ft Chord Design 9.716 k 10.565 k 0.92 PASS Gov Compression LC = 7 Compression Analysis 9.716 k 10.565 k 0.92 PASS Gov Tension LC = 15 Tension Analysis 8.597 k 27.027 k 0.318 PASS Stud Design 0.154 k 4.141 k 0.037 PASS Gov. LC = 4 Gov. Region = R16 Spacing = 16 in Hold Down Design 8.704 k 9.335 k 0.932 PASS Selected Chord Strap/Hold Down: HDU11-SDS2.5_5.5_DF-SP Governing Load Combination = 15 AB Diameter 0.5 in Fastener Size 16d Number of Fasteners (8) Raised? No Req'd Chord Mat'I Douglas Fir Req'd Chord Thick 5.5 in Base Cap(C D=1) 5.834 k C D Factor 1.6 Adjusted Capacity 9.335 k CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 ageo r 6 .r 19 Page 2 Page 164 of 203 Company KPFF Consulting Engineers 10/4/2021 RISADesigner : Supreme Maskey 1:47:06 PM Job Number Checked By: ANEMETSCHEKCOMPANY Model Name N3 U U U V n c n a a o 0 0 X X X X fR1181 :D c0 to _. (,_, i�5 to (0 to to :'� GX X x- X X X X R15 ^, R12 R9 N N Rg N R3 ., X 1 N4 Cross Section Detailing �Q �Q h' h' hIQ P} 0 � Chord Force=-8.597-kips(LC15)(T) Chord Force=9.716-kips(LC7)(C) HD Force=8.704-kips(LC15) HD Force=8.704-kips(LC15) RS_15/32_8d@3 Opening Design H1 Opening Design H2 Opening Design H3 Opening Design H4 Opening Design H5 Opening Design H6 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 ageo r-C .r 19 Page 3 Page 165 of 203 PFD https://app.strongtie.com/pfd?holdownDesign=Yes&anchorageDesign=Yes&holdownSubType=1 ® Post-to-Foundation Designer Results generated on Monday, October4, 2021 INPUT Condition Design Post&Holdown Design Anchorage Load Demand Uplift Load(ASD) Load Type 8,704 Ibs Wind and SDC A&B(Cracked) Post & Holdown Design Criteria Embedded Anchor Holdown Fasteners Holdown Fasteners Size Any Any Lumber Species Wall Thickness Douglas Fir-Larch (DF) 6" Anchorage Design Criteria Material Type Compressive Strength Anchor Type Foundation Type Application Concrete 4,000 psi Cast-in-Place Anchors Stemwall Midwall Anchor Foundation Type Details CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 282 of 319 Page 166 of 203 1 of 3 10/4/2021, 1:43 PM PFD https://app.strongtie.com/pfd?holdownDesign=Yes&anchorageDesign=Yes&holdownSubType=1 Midwall Ehq Anchor End-Of-Wall Corner Anchor Anchor Edge � I � I � I Cohlh, tubed , Thickn�te E �� � WdO CITY APPROVED PLANS Anchor in a Stemwall Foundation Anchor in a Stemwall Foundation Reviewed for Code Compliance PLANS MUST BE ON JOB SITE OUTPUT FOR ALL INSPECTIONS Common Parameters Design Uplift Load(Ibs) Load Type Holdown SubType Lumber Species Material Type Compressive Strength(psi) Foundation Type Application Holdown&Anchorage 8,704 Wind and SDC AN(Cracked) Embedded Anchor Douglas Fir-Larch(DF) Concrete 4,000 psi Stemwall Midwall Anchor Summary Post Size(min) Holdown Model Holdown Allowable Load(Ibs) Deflection at Demand Load(in) Holdown Fasteners Anchor Product Anchor Steel Grade Anchor Diameter(in) Anchor Allowable Load(Ibs) Min Embedment Depth(in) (3)2x4 9,230 0.09 (20)Y4"x 3"SDS Screw F1554_GR_36 0.875 10055 18.00 H DQ8-SDS 3 S B7/8X24 (3)2x4 9,230 0.09 (20)'/4"x 3"SDS Screw F1554_GR_36 0.875 9505 24.875 HDQ8-SDS3 SSTB28 (1)4x6 9,535 0.125 (30)Y4"x 2Yz"SDS Screw F1554_GR_36 1.00 13110 24.00 HDU11-SDS2.5 BS 1X30 (1)4x6 9,920 0.156 (3)'/e"Machine Bolt F1554_GR_36 0.875 10055 18.00 HD96 SB7/8X24 (1)4x6 9,920 0.156 (3)%"Machine Bolt F1554_GR_36 0.875 9505 24.875 HD9B SSTB28 (1)46 11,810 0.097 (24)Y4"x 2Yz"SDS Screw F1554_GR_36 1.00 13110 24.00 HHDQ11-SDS2.5 SB1X30 Table Notes• Refer to General Notes for Holdowns and Tension Ties for installation instructions,best practices and recommendations by Simpson Strong-Tie. Page 283 Of 319 Page 167 of 203 2 of 3 10/4/2021, 1:43 PM PFD https://app.strongtie.com/pfd?holdownDesign=Yes&anchorageDesign=Yes&holdownSubType=1 • Foundation dimensions are for anchorage only.Foundation design(size and reinforcement)must be performed separately by designer. • SSTB is suitable for monolithic and two-pour concrete applications. • Nuts and washers for holdown attachment are not supplied with the SSTB;install standard nuts,couplers and/or washers as required. • On HOG SSTB anchors,chase the threads to use standard nuts or couplers or use overtapped products in accordance with ASTM A563,for example Simpson Strong-Tie NUT5/8-OST,NUT7/8-OST,CNW5/8-OST,CNW7/8-OST. • Install SSTB before the concrete pour using AnchorMate®anchor bolt holders.Install the SSTB per the plan view detail. • Order SSTBL models(example:SST13I6L)for longer thread length(16L=51/2",20L=61/2",24L=6",28L=61/2").SSTB and SSTBL load values are the same.SSTB34 and SSTB36 feature 41/2"and 61/2"of thread respectively and are not available in"L"versions. • For installations in severe corrosion environments,refer to General Corrosion Risks for additional considerations. • HOW 4 requires heavy-hex anchor nut to achieve tabulated loads(supplied with holdown). • To achieve published loads,machine bolts shall be installed with the nut on the opposite side of the holdown.If this orientation is reversed,the Designer shall reduce the allowable loads shown per NDS requirements when bolt threads are in the shear plane. • Lag or carriage bolts are not permitted. • Minimum Concrete Thickness is assumed to be the bottom of the stemwall,in situations where a cold joint exists • Installed Cost Index(ICI)does not account for the cost of the anchor or its install,only the holdown. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 284 of 319 Page 168 of 203 3 of 3 10/4/2021, 1:43 PM project Twin Falls Station #3 by SM sheet no. 1q)ff location Twin Falls, ID date 02/17/22 XX 412 E.Park Center Suite 200 10212100056 Boise,ID 8370 client Pivot North job no. 3706 0:208.336.6985 Shear Wall - Grid D - Wall D-1 ww.kpff— ISO XY XZ YZ _ ■ R A ' Type Basic Load Case BLC 6:WL R R THIS LOAD IS CONSERVATIVE. R WIND LOAD = 16.26 K. SHEAR WALL LENGTH = 28.5'+9'. SHEAR PLF = 0.434 PLF R C 676 Ot R rn-# fB C To 0 To Fo CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 285 of 319 Page 169 of 203 Company KPFF Consulting Engineers 10/4/2021 RISADesigner : Supreme Maskey 12:54:39 PM Job Number Checked By: ANEMETSCHEKCOMPANY Model Name Detail Report:WP1 Enveloped Results Input Data: Code: AWC NDS-18:ASD Design Method: Perforated Height(ft): 14 Length(ft): 27 Wall Material: Douglas Fir-Larch No.2 Panel Schedule: AWC 2015 PLY Sel.Shear Panel: RS_15/32_8d@2 116 JR9 N3 Optimize HD: Yes H2 H3 HD Manufacturer. SIMPSON HD Eccentricity: 7.062 o og g Wall Properties: 0 0 0tcto b o c �_ �{a c Top Plate: 2-2X6 R� to x CC R m x @ ( Sill: 2X6 to to to to to cG x x x x X Wall Stud: 2X6 N \ fChord: 6X6 R6 R3 Max H/W Ratio: 0.519 K: 1 Max Opening Ht: 6 Open/Wall Ht.Ratio: 0.429 Full Ht.Sheathed: 16.5 %Full Ht.Sheathed: 61.111 Wall Capacity Adj.Factor(2w/0.786 h): Aspect Ratio Factor. 1 Gov.H/W Ratio Factor. 1.4 Shear Cap.Adj Factor(Co): 1 Total Area of Openings(Ao): 63 ft2 Sheathing Area Ratio(r): 0.742 Material Properties: Top Plate: Douglas Fir-Larch No.2 Fb(ksi): 0.9 Ft(ksi): 0.575 Sill: Douglas Fir-Larch No.2 Fv(ksi): 0.18 *All values per 2015 NDS Supplement Table 4A (Reference Design Values for Visually Graded Dimension Wall Stud: Douglas Fir-Larch No.2 Fc(ksi): 1.35 Lumber) Chord: Douglas Fir-Larch No.2 Specific Gravity: 0.5 E: 1600 Density(k/ft3): 0.035 Design Summary: Enveloped Results Limit State Gov.LC Required Available Unity Check Result Wood Wall Summary PASS Deflection Results CITY APPROVED PLANS Total (Max) Gov.LC Rw4ewed for ode Compowce S iear Stiffness justment Factor(SSAF) 0.741 7 PLANS MUST18E ON JOB SiffE 1 FOR ALL INSPECTIONS RISA-3D Version 19 IgEyo r`� .r 19 Page 1 Page 170 of 203 Company KPFF Consulting Engineers 10/4/2021 RISADesigner : Supreme Maskey 12:54:40 PM Job Number Checked By: ANEMETSCHEKCOMPANY Model Name Code Check: Limit State Required Available Unity Check Result Shear Panel Design 0.845 k/ft 0.896 k/ft 0.943 PASS Shear Panel:RS_15/32_8d@2 Panel Grade RS Panel Thickness 0.469in Number Sides One Over Gyp. Board No Nail Size 8d NOTE:AWC NDS-18 defines a 8d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing 2 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 0.64 k/ft Reduced Shear Capacity(SGAF) 0.64 k/ft Adjusted Capacity 0.896 k/ft Chord Design 12.348 k 15.081 k 0.819 PASS Gov Compression LC = 7 Compression Analysis 12.348 k 15.081 k 0.819 PASS Gov Tension LC = 15 Tension Analysis 11.734 k 39.93 k 0.294 PASS Stud Design 0.15 k 4.141 k 0.036 PASS Gov. LC = 4 Gov. Region = R7 Spacing = 16 in Hold Down Design 12.081 k 14.39 k 0.84 PASS Selected Chord Strap/Hold Down: HDU14-SDS2.5_7.25_DF-SP Governing Load Combination = 15 AB Diameter 0.5 in Fastener Size 16d Number of Fasteners (8) Raised? No Req'd Chord Mat'I Douglas Fir Req'd Chord Thick 7.25 in Base Cap(C D=1) 8.994 k C D Factor 1.6 Adjusted Capacity 14.39 k CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 lg@o r`D .r 9 Page 2 Page 171 of 203 Company KPFF Consulting Engineers 10/4/2021 RISADesigner : Supreme Maskey 12:54:40 PM Job Number Checked By: ANEMETSCHEKCOMPANY Model Name N3 H1 H2 H3 (: :7 V U V V U U c o a C, a s c o CD - - o c R7 x x R4 x x x lg @ C cc m lC to co co to co x X X x x x x x "l 11 ti tl R9 R6 R3 �Xt ...-N 4 Cross Section Detailing �Q �Q ti� by �4D �1� S, 0 Chord Force=-11.734-kips(LC15)(T) Chord Force=12.348-kips(LC7)(C) HD Force=12.081-kips(LC15) HD Force=12.081-kips(LC15) RS_15/32_8d@2 Opening Design H1 Opening Design H2 Opening Design H3 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 lgeo r&.r 19 Page 3 Page 172 of 203 PFD https://app.strongtie.com/pfd?holdownDesign=Yes&anchorageDesign=Yes&holdownSubType=1 ® Post-to-Foundation Designer Results generated on Monday, October4, 2021 INPUT Condition Design Post&Holdown Design Anchorage Load Demand Uplift Load(ASD) Load Type 12,081 Ibs Wind and SDC A&B(Cracked) Post & Holdown Design Criteria Embedded Anchor Holdown Fasteners Holdown Fasteners Size Any Any Lumber Species Wall Thickness Douglas Fir-Larch (DF) 6" Anchorage Design Criteria Material Type Compressive Strength Anchor Type Foundation Type Application Concrete 4,000 psi Cast-in-Place Anchors Stemwall Midwall Anchor Foundation Type Details CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 289 of 319 Page 173 of 203 1 of 3 10/4/2021, 1:22 PM PFD https://app.strongtie.com/pfd?holdownDesign=Yes&anchorageDesign=Yes&holdownSubType=1 Midwall Ehq Anchor End-Of-Wall Corner Anchor Anchor Edge \ II II I 1�°�r Embed I I hl�khet� � ' st dmh WI CITY APPROVED PLANS Reviewed for Code Compliance Anchor in a Stemwall Foundation Anchor in a Stemwall Foundation PLANS MUST BE ON JOB SITE OUTPUT FOR ALL INSPECTIONS Common Parameters Design Uplift Load(Ibs) Load Type Holdown SubType Lumber Species Material Type Compressive Strength(psi) Foundation Type Application Holdown&Anchorage 12,081 Wind and SDC A&B(Cracked) Embedded Anchor Douglas Fir-Larch(DF) Concrete 4,000 psi Stemwall Midwall Anchor Summary Post Size(min) Holdown Model Holdown Allowable Load(Ibs) Deflection at Demand Load(in) Holdown Fasteners Anchor Product Anchor Steel Grade Anchor Diameter(in) Anchor Allowable Load(Ibs) Min Embedment Depth(in) (1)6x6 14,445 0.144 (36)Y4"x 2'h"SDS Screw F1554_GR_36 1.00 13110 24.00 HDU14-SDS2.5 SB1X30 (1)6x6 14,220 0.138 (4)1"Machine Bolt F1554_GR_36 1.00 13110 24.00 HD12 SB1X30 (1)6x6 13,710 0.094 (30)Y4"x 2Y2"SDS Screw F1554_GR_36 1.00 13110 24.00 HHDQ14-SDS2.5 SB1X30 Table Notes • Refer to General Notes for Holdowns and Tension Ties for installation instructions,best practices and recommendations by Simpson Strong-Tie. • For installations in severe corrosion environments,refer to General Corrosion Risks for additional considerations. • HDU14 requires heavy-hex anchor nut to achieve tabulated loads(supplied with holdown). • To achieve published loads,machine bolts shall be installed with the nut on the opposite side of the holdown.If this orientation is reversed,the Designer shall reduce the allowable loads shown per NDS requirements when bolt threads are in the shear plane. • Lag or carriage bolts are not permitted. • Minimum Concrete Thickness is assumed to be the bottom of the stemwall,in situations where a cold joint exists Page 290 of 319 Page 174 of 203 2 of 3 10/4/2021, 1:22 PM project Twin Falls Station #2 by SM sheet no. 1q)ff location Twin Falls, ID date 10-04-21 XX 412 E.Park Center Suite 200 10212100055 Boise,ID 8370 client Pivot North job no. 3706 0:208.336.6985 Shear Wall - Grid D - Wall D-2 ww.kpff— 1 ISO XY XZ YZ ; R A Type Basic Load Case BLC 6:WL _ m R n4a IFF THIS LOAD IS CONSERVATIVE. WIND LOAD = 16.26 K. SHEAR WALL LENGTH R = 28.5'+9'. SHEAR PLF = 0.434 PLF 19 0.676 k ft IR I«I nP* fB P Fo CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 291 of 319 Page 175 of 203 Company KPFF Consulting Engineers 10/4/2021 RISADesigner : Supreme Maskey 1:16:36 PM Job Number Checked By: ANEMETSCHEKCOMPANY Model Name Detail Report:WP2 Enveloped Results Input Data: Code: AWC NDS-18:ASD Design Method: Segmented Height(ft): 14 LL Length(ft): 9 v n Wall Material: Douglas Fir-Larch LL No.2 o °' Panel Schedule: AWC 2015 PLY o N Sel.Shear Panel: RS_15/32_8d@4 u a 1.0 V) u ` R1 co x x N N = Wall Properties: X Top Plate: 2-2X6 Sill: 2X6 Wall Stud: 2X6 Chord: 4X6 2X6 Max H/W Ratio: 1.56 P. K: 1 Material Properties: Top Plate: Douglas Fir-Larch No.2 Fb(ksi): 0.9 Ft(ksi): 0.575 Sill: Douglas Fir-Larch No.2 Fv(ksi): 0.18 *All values per 2015 NDS Supplement Table 4A (Reference Design Values for Visually Graded Dimension Wall Stud: Douglas Fir-Larch No.2 Fc(ksi): 1.35 Lumber) Chord: Douglas Fir-Larch No.2 Specific Gravity: 0.5 E: 1600 Density(k/ft3): 0.035 Design Summary: Enveloped Results Limit State Gov.LC Required Available Unity Check Result Controlling region PASS Deflection Results Maximum Region Gov.LC Finite element Shear Stiffness Deflection(in Deflection(in Adjustment Factor(SSAF) 0.613(R1) 7 (W) 0.541 1 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 Falgeoczg2r)DI.r 19 Page 1 Page 176 of 203 Company KPFF Consulting Engineers 10/4/2021 11RISA Designer : Supreme Maskey 1:16:36 PM Job Number Checked By: A NEM�TscH�K con,P Model Name Region Design Shear UC Strap/Hold-Down UC Chord UC Stud UC Result R1 (In-Plane) 0.762 0.861 0.601 0.032 PASS Envelope Diagrams Min:0.558 at 14 ft Min:-3.65 at 0 ft Min:-51.104 at 0 ft Region Criteria kips kips kip-ft coN � Code: AWC NDS-18:ASD o Design Method: Segmented q Wall Material: DF#2 Panel Schedule: AWC 2015 PLY Optimize Strap: Yes Strap Manuf: SIMPSON Region Materials Wall Studs: DF#2 Stud Size: 2X6 Chord Material: DF#2 Chord Size: 4X6 Top Plate&Sill: DF#2 Top Plate Size: 2-2X6 Sill Plate Size: 2X6 Region Geometry Total Heigth(ft): 14 Total Length(ft): 9 Region H/W: 1.56 Wind ASI F: 1.4 Capacity Adj.(2w/h): 1.00 Aspect Ratio: 1.00 Gov.H/W Capacity: 1.40 Stud Spacing(in): 16 K: 1.0 0 m P v M Max:1.076 at 0 ft Max:-3.65 at 7 ft Max:-0.002 at 14 ft Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required Available Unity Check Result Shear Panel Design 0.406 k/ft 0.38 k/ft 0.762 PASS Shear Panel: RS_15/32_8d@4 Panel Grade RS Panel Thickness 0.469in Number Sides One Over Gyp. Board No Nail Size 8d NOTE:AWC NDS-18 defines a 8d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing CITY APPROVED PLANS 4in Specific Gravity Adjustment Factor = 1.0 1 Shear Capacity Reviewed for Code Compliance 0.38 k/ft Reduced Shear Capacity(SGAF) 0.38 k/ft Adjusted Capacity PLANS MUST BE ON JOB SITE 0.532 k/ft FOR ALL INSPECTIONS RISA-3D Version 19 lgEyo r`D .r 19 Page 2 Page 177 of 203 Company KPFF Consulting Engineers 10/4/2021 RISADesigner : Supreme Maskey 1:16:37 PM Job Number Checked By: ANEMETSCHEKCOMPANY Model Name Chord Design 5.958 k 9.917 k 0.601 PASS Gov Compression LC = 8 Compression Analysis 5.958 k 9.917 k 0.601 PASS Gov Tension LC = 16 Tension Analysis 5.654 k 23.023 k 0.246 PASS Stud Design 0.134 k 4.141 k 0.032 PASS Gov. LC = 4 Gov. Region = R1 Spacing = 16 in Hold Down Design 5.828 k 6.765 k 0.861 PASS Selected Chord Strap/Hold Down: HDU8-SDS2.5_3_DF-SP Governing Load Combination = 15 Clear Span 3 Fastener Size 0 Required chord Mat Douglas Fir Base Cap(C p=1) 4.228 k C p Factor 1.6 Adjusted Capacity 6.765 k Deflection Flexure Compression 0.032 in Shear Compression 0.437 in HD Elongation 0.144 in Total Deflection 0.613 in Cross Section Detailing CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 lgeo r&.r 19 Page 3 Page 178 of 203 Company KPFF Consulting Engineers 10/4/2021 11RISA Designer : Supreme Maskey 1:16:37 PM Job Number Checked By Model Name �Q hQ h h h4D �1� J4> J4> (0 O (0 �O 16 in Chord Force=5.958-k(LC8)(C) Chord Force=5.958-k(LC7)(C) HD Force=5.828-k(LC15) HD Force=5.828-k(LC15) RS_15/32_8d@4 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19W al U d]9 Page 4 Page 179 of 203 PFD https://app.strongtie.com/pfd?holdownDesign=Yes&anchorageDesign=Yes&holdownSubType=1 ® Post-to-Foundation Designer Results generated on Monday, October4, 2021 INPUT Condition Design Post&Holdown Design Anchorage Load Demand Uplift Load(ASD) Load Type 5,906 Ibs Wind and SDC A&B(Cracked) Post & Holdown Design Criteria Embedded Anchor Holdown Fasteners Holdown Fasteners Size Any Any Lumber Species Wall Thickness Douglas Fir-Larch (DF) 6" Anchorage Design Criteria Material Type Compressive Strength Anchor Type Foundation Type Application Concrete 4,000 psi Cast-in-Place Anchors Stemwall Corner Anchor Foundation Type Details CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 296 of 319 Page 180 of 203 1 of 3 10/4/2021, 1:19 PM PFD https://app.strongtie.com/pfd?holdownDesign=Yes&anchorageDesign=Yes&holdownSubType=1 Midwall Ehq Anchor End-Of-Wall Corner Anchor Anchor Edge � I � I � I Coh�h, roped , Thickn�te E �� � WdO CITY APPROVED PLANS Reviewed for Code Compliance Anchor in a Stemwall Foundation Anchor in a Stemwall Foundation PLANS MUST BE ON JOB SITE OUTPUT FOR ALL INSPECTIONS Common Parameters Design Uplift Load(Ibs) Load Type Holdown SubType Lumber Species Material Type Compressive Strength(psi) Foundation Type Application Holdown&Anchorage 5,906 Wind and SDC AN(Cracked) Embedded Anchor Douglas Fir-Larch(DF) Concrete 4,000 psi Stemwall Corner Anchor Summary Post Size(min) Holdown Model Holdown Allowable Load(Ibs) Deflection at Demand Load(in) Holdown Fasteners Anchor Product Anchor Steel Grade Anchor Diameter(in) Anchor Allowable Load(Ibs) Min Embedment Depth(in) (1)44 6,970 0.098 (20)Yn"x 2Yz"SDS Screw F1554_GR_36 0.875 7525 17.50 HDU8-SDS2.5 PA87-36 (1)44 6,970 0.098 (20)Y:'x 2Yz"SDS Screw F1554_GR_36 0.875 8980 18.00 HDU8-SDS2.5 SB7/8)(24 (1)4x4 6,970 0.098 (20)Y4"x 2Yz"SDS Screw F1554_GR_36 0.875 6765 24.875 HDU8-SDS2.5 SSTB28 (1)44 7,310 0.124 (3)3/4"Machine Bolt F1554_GR_36 0.875 7525 17.50 HD76 PAB7-36 (1)44 7,310 0.124 (3)3/4"Machine Bolt F1554_GR_36 0.875 8980 18.00 HD713 S87/8)(24 (1)44 7,310 0.124 (3)3/4"Machine Bolt F1554_GR_36 0.875 6765 24.875 HD76 SSTB28 (1)44 7,630 0.07 (20)Y4"x 3"SDS Screw F1554_GR_36 0.875 7525 17.50 HDQ8-SDS3 PAB7-36 (1)44 7,630 0.07 (20)Y4"x 3"SDS Screw F1554_GR_36 0.875 8980 18.00 HDQ8-SDS3 SB7/8)(24 (1)44 7.630 0.07 (20)Y4"x 3"SDS Screw F1554 GR 36 0.875 6765 24.875 Page 181 of 203 2 of 3 10/4/2021, 1:19 PM PFD https://app.strongtie.com/pfd?holdownDesign=Yes&anchorageDesign=Yes&holdownSubType=1 Table Notes • For the tension demand load provided,the output shows the most cost-effective holdown options and/or the smallest anchor diameter options for the foundation type and anchor type selected.This may result in an anchor size that does not match the anchor diameter hole for the holdown.Transition coupler nuts may be required for compatibility.Simpson Strong-Tie coupler nut information can be found here • Refer to General Notes for Holdowns and Tension Ties for installation instructions,best practices and recommendations by Simpson Strong-Tie. • Foundation dimensions are for anchorage only.Foundation design(size and reinforcement)must be performed separately by designer. • Where loads are governed by anchor steel,the design provisions from AISC 360 are used to determine the tensile steel limit. • SSTB is suitable for monolithic and two-pour concrete applications. • Nuts and washers for holdown attachment are not supplied with the SSTB;install standard nuts,couplers and/or washers as required. • On HOG SSTB anchors,chase the threads to use standard nuts or couplers or use overlapped products in accordance with ASTM A563,for example Simpson Strong-Tie NUT5/8-OST,NUT7/8-OST,CNW5/8-OST,CNW7/8-OST. • Install SSTB before the concrete pour using AnchorMate®anchor bolt holders.Install the SSTB per the plan view detail. • Order SSTBL models(example:SST616L)for longer thread length(16L=51/2",20L=61/2",24L=6",28L=61/2").SSTB and SSTBL load values are the same.SSTB34 and SSTB36 feature 41/2"and 61/2"of thread respectively and are not available in"L"versions. • For installations in severe corrosion environments,refer to General Corrosion Risks for additional considerations. • HOW 4 requires heavy-hex anchor nut to achieve tabulated loads(supplied with holdown). • To achieve published loads,machine bolts shall be installed with the nut on the opposite side of the holdown.If this orientation is reversed,the Designer shall reduce the allowable loads shown per NDS requirements when bolt threads are in the shear plane. • Lag or carriage bolts are not permitted. • Anchorage design is based on the strength design provision of ACI 318-14/-11/-08 assuming dry normal weight concrete,periodic inspection and short-term loading. • Post-Installed anchorage shall be designed to satisfy the ductility requirements of ACI 318-14 Section 17.2.3.4.3 for structures assigned to Seismic Design Category C,D,E,or F when earthquake force exceeds 20 percent of the total anchor force.If ductility requirements are not met,an overstrength factor(0,)per ASCE 7 table 12.2-1 shall be applied. • Minimum Concrete Thickness is assumed to be the bottom of the stemwall,in situations where a cold joint exists • Installed Cost Index(ICI)does not account for the cost of the anchor or its install,only the holdown. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 298 of 319 Page 182 of 203 3 of 3 10/4/2021, 1:19 PM FOUNDATION CALCULATIONS 1q)ff 412 E. Park Center Blvd, Suite 200 Boise, ID 83706 0:208.336.6985 CITY A AN ED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 299 of 319 Page 183 of 203 r 1 2 3 4 5 6 FOOTING SCHEDULE CONTINUOUS FOOTING SCHEDULE TYPE MARK DIMENSIONS REINFORCING TYPE COMMENTS TYPE MARK DIMENSIONS REINFORCING TYPE COMMENTS pivot LENGTH WIDTH DEPTH WIDTH DEPTH F2.0 2'-0" 2'-0" T-3" (3)#4 EA WAY - W1 1'-0" -" (2)#4 LONG&#4 @ 12"OC TRANSVERS 6"NON-BEARING n o r t h F4.0 4'-0" 4'-0" 1'-3" (4)#5 EA WAY - W2 2'-0" V 1'-66" (2)#5 LONG&#4 @ 12"OC TRANSVERS - F6.0 6'-0" 6'-0" 1'-3" 6#5 EA WAY - W3 3'-0" V-6" (3)#5 LONG&#5 @ 12"OC TRANSVERSE - W4 4'-0" V-6" 4#5 LONG&#5 @ 12"OC TRANSVERS - GENERAL PLAN NOTES: ITECTURE G1 REFERENCE DRAWINGS: A \ \ T TIT T T T T SO.OX-GENERAL STRUCTURAL NOTES S1.OX-LOAD MAPS S3.OX-COLUMN SCHEDULE S4.OX-TYPICAL CONCRETE DETAILS PIVOT NORTH ARCHITECTURE,PLLC. S4.5X-TYPICAL STECMUEL DETAILS 1101 W.GROVE STREET SS.OX-TYPICAL STEEL DETAILS S6.OX-TYPICAL WOOD DETAILS BOISE, D 83702 G2 SEE SHEET SO.00 FOR TYPICAL SYMBOLS www.pivotnorthdesign.com 138'-0" G3 ELEVATION 100'-0"=3652.40 FT PER CIVIL STAMP 20'-0" 40'4' 6'-8" 3'-4" 18'-0" 28'-0" 16'-8" 5'-0" S�0ML @ ENd .TYP FOUNDATION PLAN NOTES: o0p�o1sre o?`Dm BOLLARDS o) rn o F1 GEOTECHNICAL ENGINEER SHALL OBSERVE THE FOUNDATION ¢ 12 3 CMU CMU EXCAVATIONS PRIOR TO PLACEMENT OF THE REINFORCING \✓" 12 S4 02 O m g 8 12 O1 STEEL GOyfAtE OF\OP�\P�. F6.0 C ZU 00 53.11 m F2 COORDINATE WITH MECHANICAL,ELECTRICAL,AND PLUMBING � (98'-0") DRAWINGS FOR ALL UNDER-SLAB UTILITY LOCATIONS, + _ _ _ _ _ _ _ _ _ _ _ TRENCHES,AND FLOOR SINKS.ALL UTILITIES THAT CROSS FOUNDATIONS SHALL BE PLACED BELOW FOOTINGS PER B CM F6.0 12-H I W4 (9g,p„) 7 F3 FX.X INDICATES FOOTING TYPE PER SCHEDULE �-//-��y�� ���`y,Yw, INTICATES TOP OF FOOTING ELEVATION. RI�~//�'' (/(/ll,..ILLER v 53.10 W (XX'-X") r✓I V IIJJ(/(/U�F,-1 (98,_0„) 4 r� r� 53.01 @OPP S r�1 *Ti� IL A L A L J L JI W2 F4 S INDICATES STEP IN CONTINUOUS FOOTING F2.0 S3.01 F2.0 F2.0 F2.0 7 (98 0") 2 F5 XXRND GATES WALL TYPE AS FOLLOW 1-(98'-0') 8'-0-y- @ DOORS-(98' ")-(98'-0") -.(98}U")-- I - 53.10 -OPP 28-6" Wq . ___ ______________ W3 XXW2 _ W __ (98'-0„) ,I (98-0)- CMU: CMU WALL PER ELEVATION&1/S4.51 0 BD - - - - - - - - - - -- L - - - - - - - - - - W: WOOD WALL PER 1/S6.02 m -- ------ 6 - - 6 1 r 1 iv LOCATE WALLS PER ARCH.CENTER OF WALL= ^ E CENTER OF FOUNDATION. o mQ m AT INT 3���ILLJJJI 6+O }}} e N W1 I APP BAY W3 W3 F6 INDICATES WOOD POST.BASE CONNECTION PER 10/S4.02 m i0 O 11 1 (100,_0„) ) W2g -- _-(100',0")-- (98'-0" 1 .1 3 7 _ _ _ _ I_ _ _ _ _ _ _ _ _ +6 F7 INDICATES CMU WALL SECTION PER ELEVATION OR 1/S4.51 W2 W4 1 2 �? FOR REINFORCEMENT AS INDICATED (98-0") (98--0") 11 F4.0 r _ 6+ 11 2z6 NU�O ® INDICATES NON-BEARING CMU WALL SECTION PER 1/S4.52 (99'-0") �- 6` 6 1 1 INDICATES BEARING WOOD WALL SECTION PER 1/S6.02 12"HI-R CMU 1 11 -J 53.10 CMU WALL,TYP UNO 53.01 1 1 INDICATES NON-BEARING WOOD WALL SECTION PER 1/S6.02 12-H I I 1 53.01 6+cO yy TYP r- I 2z6 UNO 1 ��i INDICATES WINDOW OPENINGS IN THE WALL V 11 BELOW CMU 1 11 W4 c N CMU BELOW EL=11T-8" 12 TYP @INT 12 (100'-0") N 12 EL=115'-8" BEARING 54.02 1 cm) INDICATES DOOR OPENINGS IN THE WALL rn WALLS 0+6 (98'-0") ABOVE CM 1 CM ABOVE EL=117'-8" 12-H 6 12-H EL=115'-8" + 5 I +6 9 11 6 FS X Xx TYPE ABOVE PER 2/S6.0RWALL LENGTH AND 53.11 1 F4.0 -I I S3.11 1 6 S3.11 (99-0") J - b 53.11 1 - 6-F6 F9 O I- - - - - - - - - - - _ _ _ _ _ _ _ INDICATES HOLD-DOWN AND END STUDS PER 4/56.01 L 02 I (98,_0. 1 F ---- ---- 1 1 F10 7- INDICATES UTILITIES BY OTHERS Q TRENCH DRAINS ) I I }° +b L----- --- Z 11 AT INT PER S2.01 a,TYP rO b W2 J C 54.02 APP BAY +b O r- 10 b b LL 1 99'0")1 Z V l TYP 10 S3.10 1 n SEE 52.01a FOR SLAB 1 54.02 - J OI 1 ON GRADE PLAN 1 W3 (.n = 11 11 (100,_0„) r 1 I 53.10 0 1 1 5 I 1 L @DOORS 1 L___ ______ _____I - ___ _______ ___ 5_ W2 LL ~ @ PIERS l 1 (98--0") F- _W2 c W2 53.01 S3.01 1 s+ 6 (98,_0„) 1 .. O io (98,_O„) CMU 3 W4 1 53'_2" 6, L ------ ----- - 12-H S3.11 (98'-0") i- i 1 4 @ OVERHANG r- - U LL Z - -------�---- - -�---- - - 3 - ----- - - 7 N CMU W4 53.10 S3.10 (98,_0„) (98'-0„) O F6.0 I CMU rn I � � CM rn 6 CMU I in g p I(98'-0") 12-H 53.10 4 S3.11 m U CMU 1,_0„ W4 8 TYP (98--0") D CMU I g --------------- I LOCATE GENERATOR ENCLOSURE PER ARCH&CIVIL W2 CM 8 Wq -_-_ -__ Project No: 24042 Date: 02118/2022 Checked By: SG Drawn By: SM FOUNDATION PLAN O Sheet Name: AZ Lu LEVEL 1 (n ?: FOUNDATION PLAN Lu CITY APPROVED PLANS � w Reviewed for Code Compliance U E PLANS MUST BE ON JOB SITE Z Lu FOR ALL INSPECTIONS C7 Q Sheet No: S2.01 Page 300 of 319 Page 184 of 203 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 6 DEC 2021, 9:52AM File:CD BEAM CHECKS.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 KW-06013369 DESCRIPTION: Worst case Interior Pad Ftg Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Z Footing Thickness = 12.0 in Pedestal dimensions... px:parallel to X-X Axis = in R. pz:parallel to Z-Z Axis - in Height - in Rebar Centerline to Edge of Concrete... M at Bottom of footing = 3.0 in Reinforcing ,• Bars parallel to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation m n/a #Bars required within zone #Bars required on each side of zone �C�l APPROVED PLAN S Applied Loads D r E H P:Column Load = 5. k OB:Overburden = ksf M-xx = PLANS MUST BE ON iOB TE k-ft M-zz = k-ft V-x = FOR ALL INSPECTIONS k V-z = k Page 301 of 319 Page 185 of 203 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 6 DEC 2021, 9:52AM General FootingFile:CD BEAM CHECKS.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.3.17 KW-06013369 DESCRIPTION: Worst case Interior Pad Ftg DESIGN SUMMARY - • • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.4338 Soil Bearing 0.8675 ksf 2.0 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1397 Z Flexure(+X) 1.710 k-ft/ft 12.237 k-ft/ft +1.20D+1.60S PASS 0.1397 Z Flexure(-X) 1.710 k-ft/ft 12.237 k-ft/ft +1.20D+1.60S PASS 0.1397 X Flexure(+Z) 1.710 k-ft/ft 12.237 k-ft/ft +1.20D+1.60S PASS 0.1397 X Flexure(-Z) 1.710 k-ft/ft 12.237 k-ft/ft +1.20D+1.60S PASS 0.1035 1-way Shear(+X) 9.817 psi 94.868 psi +1.20D+1.60S PASS 0.1035 1-way Shear(-X) 9.817 psi 94.868 psi +1.20D+1.60S PASS 0.1035 1-way Shear(+Z) 9.817 psi 94.868 psi +1.20D+1.60S PASS 0.1035 1-way Shear(-Z) 9.817 psi 94.868 psi +1.20D+1.60S PASS 0.2153 2-way Punching 40.854 psi 189.737 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.0 n/a 0.0 0.5675 0.5675 n/a n/a 0.284 X-X.+D+S 2.0 n/a 0.0 0.8675 0.8675 n/a n/a 0.434 X-X,+D+0.750S 2.0 n/a 0.0 0.7925 0.7925 n/a n/a 0.396 X-X.+0.60D 2.0 n/a 0.0 0.3405 0.3405 n/a n/a 0.170 Z-Z.D Only 2.0 0.0 n/a n/a n/a 0.5675 0.5675 0.284 Z-Z.+D+S 2.0 0.0 n/a n/a n/a 0.8675 0.8675 0.434 Z-Z.+D+0.750S 2.0 0.0 n/a n/a n/a 0.7925 0.7925 0.396 Z-Z.+0.60D 2.0 0.0 n/a n/a n/a 0.3405 0.3405 0.170 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overtuming Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Flexure Axis&Load Combination Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D 0.8750 +Z Bottom 0.2592 Min Temp% 0.310 12.237 OK X-X.+1.40D 0.8750 -Z Bottom 0.2592 Min Temp% 0.310 12.237 OK X-X,+1.20D 0.750 +Z Bottom 0.2592 Min Temp% 0.310 12.237 OK X-X.+1.20D 0.750 -Z Bottom 0.2592 Min Temp% 0.310 12.237 OK X-X,+1.20D+0.50S 1. 00 12.237 OK X X,+1.20D+�.60S 1. I eZ B6tl� � 9�y14irtmt�° LAIC: 12.237 OK 2 m /0 12.237 OK X-X.+1.20D+1.60S 1. 0 -Z Bottom 0.2592 Min Temp% 0.310 12.237 OK X-X,+0.90D 0.5 5 M' °/ 310 12.237 OK X X.+0.90D 0.5 5 R VIt�'d fOr empW ianc 310 12.237 OK X-X,+1.20D+0.20S 0. 0 +Z Bottom 0.2592 -Min Temp% 0.310 12.237 OK X-X.+1.20D+o.20S 0. o PL-ANSttdbllUST-SECDPJreJOB SITE10 12.237 OK Z-Z.+1.40D 0.8 0 -X Bottom 0.2592 Min Temp% 0.310 12.237 OK Z-Z.+1.40D 0.8 0 +X Bottom ° 0.310 12.237 OK Z-Z.+1.20D 0. o -X FOR ALL 2 P96 ° N S 0.310 12.237 OK Z-Z.+1.20D 0. ° 12.237 OK Page 302 of 319 Page 186 of 203 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 6 DEC 2021, 9:52AM General Footin File:CD BEAM CHECKS.ec6 g Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 IMENTE11-.111W DESCRIPTION: Worst case Interior Pad Ftg Footing Flexure Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Flexure Axis&Load Combination Status k-ft Surface in^2 in^2 in^2 k-ft Z-Z.+1.20D+0.50S 1.050 -X Bottom 0.2592 Min Temp% 0.310 12.237 OK Z-Z.+1.20D+0.50S 1.050 +X Bottom 0.2592 Min Temp% 0.310 12.237 OK Z-Z.+1.20D+1.60S 1.710 -X Bottom 0.2592 Min Temp% 0.310 12.237 OK Z-Z.+1.20D+1.60S 1.710 +X Bottom 0.2592 Min Temp% 0.310 12.237 OK Z-Z.+0.90D 0.5625 -X Bottom 0.2592 Min Temp% 0.310 12.237 OK Z-Z.+0.90D 0.5625 +X Bottom 0.2592 Min Temp% 0.310 12.237 OK Z-Z.+1.20D+0.20S 0.870 -X Bottom 0.2592 Min Temp% 0.310 12.237 OK Z-Z.+1.20D+0.20S 0.870 +X Bottom 0.2592 Min Temp% 0.310 12.237 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 5.02 DSi 5.02 Dsi 5.02 Dsi 5.02 Dsi 5.02 Dsi 94.87 Dsi 0.05 OK +1.20D 4.31 Dsi 4.31 psi 4.31 psi 4.31 psi 4.31 psi 94.87 psi 0.05 OK +1.20D+0.50S 6.03 Dsi 6.03 psi 6.03 psi 6.03 psi 6.03 psi 94.87 psi 0.06 OK +1.20D+1.60S 9.82 Dsi 9.82 psi 9.82 psi 9.82 psi 9.82 psi 94.87 psi 0.10 OK +0.90D 3.23 Dsi 3.23 Dsi 3.23 psi 3.23 Dsi 3.23 psi 94.87 Dsi 0.03 OK +1.20D+0.20S 4.99 Dsi 4.99 psi 4.99 psi 4.99 psi 4.99 psi 94.87 psi 0.05 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 20.91 Dsi 189.74Dsi 0.1102 OK +1.201) 17.92 psi 189.74Dsi 0.09444 OK +1.20D+0.50S 25.09 Dsi 189.74Dsi 0.1322 OK +1.20D+1.60S 40.85 psi 189.74Dsi 0.2153 OK +0.90D 13.44 Dsi 189.74Dsi 0.07083 OK +1.20D+0.20S 20.79 psi 189.74Dsi 0.1095 OK CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 303 of 319 Page 187 of 203 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 6 DEC 2021, 9:53AM File:CD BEAM CHECKS.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 KW-06013369 DESCRIPTION: Worst case column Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 7.0 ft Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 12.0 in Z Pedestal dimensions... X X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in W Reinforcing Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 7 ------ Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separationd=• o = Bars along Z-Z Axis m #Bars required within zone 4 4 4° #Bars required on each side of zone MY PLANS Applied Loads D r E H P:Column Load = 8.4 k OB:Overburden = ksf M-xx = PLANS MUST BE ON iOB TE k-ft M-zz = k-ft V-x = FOR ALL INSPECTIONS k V-z = k Page 304 of 319 Page 188 of 203 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 6 DEC 2021, 9:53AM General FootingFile:CD BEAM CHECKS.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.3.17 KW-06013369 DESCRIPTION: Worst case column DESIGN SUMMARY - • • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9420 Soil Bearing 1.884 ksf 2.0 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.7998 Z Flexure(+X) 14.490 k-ft/ft 18.117 k-ft/ft +1.20D+1.60S PASS 0.7998 Z Flexure(-X) 14.490 k-ft/ft 18.117 k-ft/ft +1.20D+1.60S PASS 0.09666 X Flexure(+Z) 1.183 k-ft/ft 12.237 k-ft/ft +1.20D+1.60S PASS 0.09666 X Flexure(-Z) 1.183 k-ft/ft 12.237 k-ft/ft +1.20D+1.60S PASS 0.6303 1-way Shear(+X) 59.80 psi 94.868 psi +1.20D+1.60S PASS 0.6303 1-way Shear(-X) 59.80 psi 94.868 psi +1.20D+1.60S PASS 0.05542 1-way Shear(+Z) 5.257 psi 94.868 psi +1.20D+1.60S PASS 0.05542 1-way Shear(-Z) 5.257 psi 94.868 psi +1.20D+1.60S PASS 0.5183 2-way Punching 98.338 psi 189.737 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.0 n/a 0.0 0.8550 0.8550 n/a n/a 0.428 X-X.+D+S 2.0 n/a 0.0 1.884 1.884 n/a n/a 0.942 X-X,+D+0.750S 2.0 n/a 0.0 1.626 1.626 n/a n/a 0.813 X-X.+0.60D 2.0 n/a 0.0 0.5130 0.5130 n/a n/a 0.257 Z-Z.D Only 2.0 0.0 n/a n/a n/a 0.8550 0.8550 0.428 Z-Z.+D+S 2.0 0.0 n/a n/a n/a 1.884 1.884 0.942 Z-Z.+D+0.750S 2.0 0.0 n/a n/a n/a 1.626 1.626 0.813 Z-Z.+0.60D 2.0 0.0 n/a n/a n/a 0.5130 0.5130 0.257 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overtuming Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Flexure Axis&Load Combination Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D 0.420 +Z Bottom 0.2592 Min Temp% 0.310 12.237 OK X-X.+1.40D 0.420 -Z Bottom 0.2592 Min Temp% 0.310 12.237 OK X-X,+1.20D 0.360 +Z Bottom 0.2592 Min Temp% 0.310 12.237 OK X-X.+1.20D 0.360 -Z Bottom 0.2592 Min Temp% 0.310 12.237 OK X-X,+1.20D+0.50S 0.61 0 12.237 OK X X,+1.20D+�.60S 011 '' IZ I P� � p�i4 Bilkm LA I�: 12.237 OK 2r Q m /0 12.237 OK X X.+1.20D+1.60S 1.1 3 -Z Bottom 0.2592 Min Temp% 0.310 12.237 OK X-X,+0.90D 0. 0 M' °/ 310 12.237 OK X X.+0.90D 0. 0 R vit�d for dempW ianc 310 12.237 OK X-X,+1.20D+0.20S 0.4 9 +Z Bottom 0.2592 b�tin Temp% 0.310 12.237 OK X-X.+1.20D+0.20S 0.4 9 PL-ANSttdbllUST- 1 NrJOB SITE10 12.237 OK Z-Z.+1.40D 5.1 5 -X Bottom 0.2592 Min Temp% 0.4650 18.117 OK Z-Z.+1.40D 5.1 5 +X m 2 i T ° 0.4650 18.117 OK Z-Z.+1.20D 4. 0 -XFOR ALL P96 ° NS 0.4650 18.117 OK Z-Z.+1.20D 4. ° 18.117 OK Page 305 of 319 Page 189 of 203 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 6 DEC 2021, 9:53AM General Footin File:CD BEAM CHECKS.ec6 g Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 IMENTE11-.111W DESCRIPTION: Worst case column Footing Flexure Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Flexure Axis&Load Combination Status k-ft Surface in^2 in^2 in^2 k-ft Z-Z.+1.20D+0.50S 7.560 -X Bottom 0.2592 Min Temp% 0.4650 18.117 OK Z-Z.+1.20D+0.50S 7.560 +X Bottom 0.2592 Min Temp% 0.4650 18.117 OK Z-Z.+1.20D+1.60S 14.490 -X Bottom 0.3689 Min for Bendino 0.4650 18.117 OK Z-Z.+1.20D+1.60S 14.490 +X Bottom 0.3689 Min for Bendino 0.4650 18.117 OK Z-Z.+0.90D 3.308 -X Bottom 0.2592 Min Temp% 0.4650 18.117 OK Z-Z.+0.90D 3.308 +X Bottom 0.2592 Min Temp% 0.4650 18.117 OK Z-Z.+1.20D+0.20S 5.670 -X Bottom 0.2592 Min Temp% 0.4650 18.117 OK Z-Z.+1.20D+0.20S 5.670 +X Bottom 0.2592 Min Temp% 0.4650 18.117 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 21.23 Dsi 21.23 Dsi 1.87 Dsi 1.87 Dsi 21.23 Dsi 94.87 Dsi 0.22 OK +1.201D 18.20 Dsi 18.20 psi 1.60 psi 1.60 psi 18.20 psi 94.87 psi 0.19 OK +1.20D+0.50S 31.20 Dsi 31.20 Dsi 2.74 psi 2.74 Dsi 31.20 Dsi 94.87 psi 0.33 OK +1.20D+1.60S 59.80 Dsi 59.80 psi 5.26 psi 5.26 psi 59.80 psi 94.87 psi 0.63 OK +0.90D 13.65 Dsi 13.65 Dsi 1.20 psi 1.20 Dsi 13.65 Dsi 94.87 Dsi 0.14 OK +1.20D+0.20S 23.40 Dsi 23.40 psi 2.06 psi 2.06 psi 23.40 psi 94.87 psi 0.25 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.401D 34.92 Dsi 189.74Dsi 0.184 OK +1.201) 29.93 psi 189.74Dsi 0.1577 OK +1.20D+0.50S 51.31 Dsi 189.74Dsi 0.2704 OK +1.20D+1.60S 98.34 psi 189.74Dsi 0.5183 OK +0.90D 22.45 Dsi 189.74Dsi 0.1183 OK +1.20D+0.20S 38.48 psi 189.74Dsi 0.2028 OK CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 306 of 319 Page 190 of 203 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 6 DEC 2021,12:10PM File:tf fs#2.ec6 Wall Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 0.0 DESCRIPTION: TYP WALL FOOTING Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 312.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface ft Min Steel%Bending Reinf. = Allow.Pressure Increase per foot of depth - ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0:1 Increases based on footing Width Min.Sliding Safety Factor = 1.0:1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 2.0 ksf Dimensions Reinforcing Footing Width = 4.0 ft Footing Thickness = 15.0 in Bars along X-X Axis Wall Thickness = 12.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 6 from center of footing = 0 in 2'-0' tt 6 bars®12 in o., X7CSecFmToaFg to�Z_—___J Applied Loads D Lr L S W E H P:Column Load = 4.408 1.60 k OB:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 307 of 319 Page 191 of 203 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 6 DEC 2021,12:10PM Wall FootingFile:tf fs#2.ec6 Software copyright ENERCALC,INC.1983-2020,Build112.20.8.17 i.i DESCRIPTION: TYP WALL FOOTING DESIGN SUMMARY - • • Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.8416 Soil Bearing 1.683 ksf 2.0 ksf +D+S PASS 0.1061 Z Flexure(+X) 2.452 k-ft 23.119 k-ft +1.20D+1.60S PASS 0.07882 Z Flexure(-X) 1.822 k-ft 23.119 k-ft +1.20D+0.20S PASS 0.07659 1-way Shear(+X) 7.266 psi 94.868 psi +1.20D+1.60S PASS 0.07659 1-way Shear(-X) 7.266 psi 94.868 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc -X +X Ratio D Only 2.0 ksf 0.0 in 1.283 ksf 1.283 ksf 0.642 +D+S 2.0 ksf 0.0 in 1.683 ksf 1.683 ksf 0.842 +D+0.750S 2.0 ksf 0.0 in 1.583 ksf 1.583 ksf 0.792 +0.60D 2.0 ksf 0.0 in 0.770 ksf 0.770 ksf 0.385 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gvrn.As Actual As Phi*Mn k-ft Side? or Top? n12 in12 in12 k-ft Status +1.40D 2.021 -X Bottom 0.324 Min Tema% 0.44 23.119 OK +1.40D 2.021 +X Bottom 0.324 Min Temp% 0.44 23.119 OK +1.20D 1.732 -X Bottom 0.324 Min Tema% 0.44 23.119 OK +1.20D 1.732 +X Bottom 0.324 Min Temp% 0.44 23.119 OK +1.20D+0.50S 1.957 -X Bottom 0.324 Min Tema% 0.44 23.119 OK +1.20D+0.50S 1.957 +X Bottom 0.324 Min Temp% 0.44 23.119 OK +1.20D+1.60S 2.452 -X Bottom 0.324 Min Tema% 0.44 23.119 OK +1.20D+1.60S 2.452 +X Bottom 0.324 Min Temp% 0.44 23.119 OK +0.90D 1.299 -X Bottom 0.324 Min Tema% 0.44 23.119 OK +0.90D 1.299 +X Bottom 0.324 Min Temp% 0.44 23.119 OK +1.20D+0.20S 1.822 -X Bottom 0.324 Min Tema% 0.44 23.119 OK +1.20D+0.20S 1.822 +X Bottom 0.324 Min Temp% 0.44 23.119 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.401D 5. 9 I 5 89 s' 9 9 .86 p ' 0.06312 OK +1.20D 5.1 p I I T 13 P R f" .8 S' 0.05411 OK +1.20D+0.50S 8 1 5. D f"' 9 . 8 0.06113 OK +1.20D+1.60S 7. 6 psi 7.266 psi 7.266 psi 94.868 psi 0.07659 OK +0.90D 3 5DsiRevrowod for Coda DOomm ce 0.04058 OK +1.20D+0.20S 4 psi 5.4 osl 5.4 psl 94.868 Si 0.05692 OK PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 308 of 319 Page 192 of 203 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 6 DEC 2021,12:23PM File:tf fs#2.ec6 Wall Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 0.0 DESCRIPTION: TYP WALL FOOTING C M U WALLS Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 312.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface ft Min Steel%Bending Reinf. = Allow.Pressure Increase per foot of depth - ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0:1 Increases based on footing Width Min.Sliding Safety Factor = 1.0:1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 2.0 ksf Dimensions Reinforcing Footing Width = 4.0 ft Footing Thickness = 15.0 in Bars along X-X Axis Wall Thickness = 12.0 in Rebar Centerline to Edge of Concrete... #of Bars in 12"Width = 4 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in 5 Bars -X-X Applied Loads D Lr L S W E H P:Column Load = 4.408 1.60 k OB:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 309 of 319 Page 193 of 203 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 6 DEC 2021,12:23PM Wall FootingFile:tf fs#2.ec6 Software copyright ENERCALC,INC.1983-2020,Build112.20.8.17 i.i DESCRIPTION: TYP WALL FOOTING C M U WALLS DESIGN SUMMARY - • • Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.8416 Soil Bearing 1.683 ksf 2.0 ksf +D+S PASS 0.03964 Z Flexure(+X) 2.452 k-ft 61.872 k-ft +1.20D+1.60S PASS 0.02945 Z Flexure(-X) 1.822 k-ft 61.872 k-ft +1.20D+0.20S PASS 0.07659 1-way Shear(+X) 7.266 psi 94.868 psi +1.20D+1.60S PASS 0.07659 1-way Shear(-X) 7.266 psi 94.868 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc -X +X Ratio D Only 2.0 ksf 0.0 in 1.283 ksf 1.283 ksf 0.642 +D+S 2.0 ksf 0.0 in 1.683 ksf 1.683 ksf 0.842 +D+0.750S 2.0 ksf 0.0 in 1.583 ksf 1.583 ksf 0.792 +0.60D 2.0 ksf 0.0 in 0.770 ksf 0.770 ksf 0.385 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gvrn.As Actual As Phi*Mn k-ft Side? or Top? n12 in12 in12 k-ft Status +1.40D 2.021 -X Bottom 0.324 Min Tema% 1.24 61.872 OK +1.40D 2.021 +X Bottom 0.324 Min Temp% 1.24 61.872 OK +1.20D 1.732 -X Bottom 0.324 Min Temp% 1.24 61.872 OK +1.20D 1.732 +X Bottom 0.324 Min Temp% 1.24 61.872 OK +1.20D+0.50S 1.957 -X Bottom 0.324 Min Temp% 1.24 61.872 OK +1.20D+0.50S 1.957 +X Bottom 0.324 Min Temp% 1.24 61.872 OK +1.20D+1.60S 2.452 -X Bottom 0.324 Min TemD% 1.24 61.872 OK +1.20D+1.60S 2.452 +X Bottom 0.324 Min TemD% 1.24 61.872 OK +0.90D 1.299 -X Bottom 0.324 Min TemD% 1.24 61.872 OK +0.90D 1.299 +X Bottom 0.324 Min TemD% 1.24 61.872 OK +1.20D+0.20S 1.822 -X Bottom 0.324 Min TemD% 1.24 61.872 OK +1.20D+0.20S 1.822 +X Bottom 0.324 Min TemD% 1.24 61.872 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.401D 5. 935'11 5 89 s' 9 9 .86 p ' 0.06312 OK +1.20D 5.1 I T 13 P R f" .8 S' 0.05411 OK +1.20D+0.50S 8 5. p f"' 9 . 8 0.06113 OK +1.20D+1.60S 7. 6 osi 7.266 Dsi 7.266 psi 94.868 psi 0.07659 OK +0.90D 3 5DsiReviowod for Coda nOomm ce 0.04058 OK +1.20D+0.20S 4 Dsi 5.4 osl 5.4 psl 94.868 Si 0.05692 OK PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 310 of 319 Page 194 of 203 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 6 DEC 2021,12:22PM FileMason Shear Wall BuilttS#2.ec6 Software copyright ENERCALC,INC.1983-2020, uiId:12.20.8.17 DESCRIPTION: Grid A/B and H/I CMU Piers Code References Calculations per TMS 402-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Wall Material MASONRY fm 2.0 ksi Block Class Total Wall Height 27.0 ft Fy-Rebar 60.0 ksi Concrete Density 150.0 pcf Base Wall Length 4.0 ft Fy-HJR 70.0 ksi Min. Bending As% 0.00180 R: Resp. Mod Factor 1.0 Em 1,800.0 ksi le: Seismic Import. Factor 1.50 Phi-Shear 0.80 Phi :Axial &Flexure 0.90 Wall Data Bottom Analysis Height 0.00 ft Wall Offset (datum ) ft Wall Length 4.0 ft Effective Length 'd' 36.0 in Nominal Block Thickness 12.0 in Solid Grout? Solid Grouted Reinforcing in Field of Wall Vertical Bar Size# 5 Vertical Bar Spacing 8 in Horiz.joint reinf. area (HJR) 0.31 in HJR Spacing 24 in Bond beam reinf. area in Spacing of bond beams 48 in In each chord cell: Vertical rebar size# 5 #Chord Cells @ Each End 3.0 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 311 of 319 Page 195 of 203 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 6 DEC 2021,12:22PM FileMason Shear Wall Builffs#2.ec6 Software copyright ENERCALC,INC.1983-2020, uiId:12.20.8.17 t.t DESCRIPTION: Grid A/B and H/I CMU Piers Wall Sketch c 9 N Datu Applied Concentrated Vertical Loads Load Location (ft) Load Magnitude (kips) X Location Y Location Dead Load Roof Live Load Live Load Snow Load Earth Load 2.0 23.0 26.752 16.720 33.440 Applied Concentrated Lateral Loads Load Magnitude (kips) Load"Y"Location (ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 23.0 5.335 4.265 SHEAR ANALYSIS Special Boundary Bottom Level Elements Req'd? Not Req'd Vu:Story Shear 5.335 k for Load Combination +1.20D+0.50Lr+W Controlling Mu/(Vud) 1.00 Vn Masonry 81.738 k Vn Steel 0.0 k Vn Masonry+Vn Steel 81.738 k Vn Max g Phi Vn 6 ZITY APPROVED PLANS Ratio:Vu/PhiVn(controlling) 0.01159 Vertical As-AV/3 OK Reviewed for Code Compliance Vertical Bar Spacing-96" OK PLANSMUST BE ON JOB SITE FOR ALL INSPECTIONS Page 312of319 Page 196 of 203 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 6 DEC 2021,12:22PM FileMason Shear Wall Builffs#2.ec6 Software copyright ENERCALC,INC.1983-2020, uiId:12.20.8.17 i.i DESCRIPTION: Grid A/B and H/I CMU Piers AXIAL ANALYSIS Bottom Level H/d Ratio 9.00 Pu 102.843 k for Load Combination +1.20D+1.60S Phi Pn +1.20D+1.60S k Ratio:Pu/PhiPn(controlling) 0.1271 BENDING ANALYSIS Bottom Level "a":Flexural compression 3.00 in Length of defined chord zone is>=the"a"aimension of the OK masonry(the compression zone) "d":Eff depth to tension reinf 36.0 As-flex<As-max? :0.930<=4.945 Mu 122.705 k for Load Combination +1.20D+0.50Lr+W Phi Mn 144.383 k Ratio:Mu/PhiMn(controlling) 0.8499 Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (fit) Ratio Left Right +1.40D Wall Level:1 57.562 +1.20D+0.50Lr Wall Level:1 57.699 +1.20D+0.50S Wall Level:1 66.059 +1.20D+1.60Lr Wall Level:1 76.091 +1.20D+1.60Lr+0.50W Wall Level:1 2.668 61.353 76.091 0.806 2.387 +1.20D+1.60Lr-0.50W Wall Level:1 2.668 61.353 76.091 0.806 1.450 +1.20D+1.60S Wall Level: 1 102.843 +1.20D+1.60S+0.50W Wall Level:1 2.668 61.353 102.843 0.597 3.259 +1.20D+1.60S-0.50W Wall Level:1 2.322 +1.20D+0.50Lr+W Wall Level:1 �1 TY �P P RC f E D P 4 N S 0.894 23.503 23.503 +1.20D+0.50Lr-W Wall Level:1 5.33Revie'll ad for Code Compliance 0.425 23.503 23.503 +1.20D+0.50S+W Wall Level:1 5.3P LAN SIM UST ®lEgIO N J O B8JS I T E 1.030 17.929 17.929 +1.20D+0.50S-W +0.90DWall +W Level:1 5.335 F d?,2 X L L I N` P E CT 1 O 10 0.562 17.929 17.929 Page 313of319 Page 197 of 203 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 6 DEC 2021,12:22PM FileMasons Builffs#2.ec6 7 Shear Wall Software copyright ENERCALC,INC.1983-2020, uiId:12.20.8.17 DESCRIPTION: Grid A/B and H/I CMU Piers Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right Wall Level:1 5.335 122.705 37.004 3.316 0.627 34.426 34.426 +0.90D-W Wall Level: 1 5.335 122.705 37.004 3.316 0.158 34.426 34.426 +1.232D+0.20S+E Wall Level:1 4.265 98.095 57.351 1.710 1.101 15.840 15.840 +1.232D+0.20S-E Wall Level:1 4.265 98.095 57.351 1.710 0.516 15.840 15.840 +0.8678D+E Wall Level: 1 4.265 98.095 35.680 2.749 0.766 26.797 26.797 +0.8678D-E Wall Level:1 4.265 98.095 35.680 2.749 0.181 26.797 26.797 Footing Information Footing Dimensions Dist.Left 1.0 ft fc 4.0 ksi Rebar Cover 3.0 in Wall Length 4.0 ft Fy 60.0 ksi Footing Thickness 15.0 in Dist.Right 1.0 ft Width 4.Oft Total Ftg Length 6.0 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 16,959.9 psf @ Left Side of Footing 27,489.7 psf ....governing load comb +0.8678D-E ....governing load comb +0.60D-0.60W @ Right Side of Footing 16,959.9 psf @ Right Side of Footing 27,489.7 psf ....governing load comb +0.8678D+E ....governing load comb +0.60D+0.60W Footing One-Way Shear Check... Overturning Stability... (cil Left End of Ftq @ Right End of Ftq vu @ Left End of Footing 0.0 psi Overturning Moment 77.624 k-ft 77.624 k-ft vu @ Right End of Footing 0.0 psi Resisting Moment 80.489 k-ft 80.489 k-ft vn'phi:Allowable 107.517 psi Stability Ratio 1.037 :1 1.037:1 ....governing load comb +0.60D+0.60W +0.60D+0.60W Footing Bending Design... Left End @ Right End Mu 24.239 k-ft 24.239 k-ft Ru 46.757 psi 46.757 psi As%Req'd 0.00180 in12 0.00180in"2 As Req'd in Footing Width 1.296 inA2 1.296 inA2 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 314of319 Page 198 of 203 MISCELLANEOUS CALCULATIONS 1q)ff 412 E. Park Center Blvd, Suite 200 Boise, ID 83706 0:208.336.6985 CITY A AN ED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 315of319 Page 199 of 203 project Twin Falls Station #3 by SM sheet no. 1q)ff location Twin Falls, ID date 02/17/22 XX 412 E.Park Center Suite 200 Boise,ID 8370 client Pivot North job no. 3706 10212100056 0:208.336.6985 Big Lintel Calculations kpff- AA 3 r PROVIDE CHORD ERT&HORIZ REINF PER SCHED 2 / BARS AT ROOF - DETAIL 2/S4.51,TYP LINO / ATTACHMENT PER 1/S4.5 5 T.O.CMU HIGHS 27'-4"4 I T.O.BRICK HIGHS T.O.CMU LOW) 6 @CORNER 54.51 PIER HSS PER 7/S5.01,TYP TYP @ HSS TO CMU 4.52 (4)LAYERS OF — T.O.ALCOVE — — — — — — — -BARS @ 8"OC FR FROMM — BOT OF LINTEL W/ _ #4 TIES @ 16"OC 6 �@ CORNER 4 PER 4F/S4.51 6 @ CORNER S4.51 PIER,OPP S4.51 PIER,OPP ip 4'-0„ 4 0 LEVEL 1 11 SOG PER FOOTING PLAN,TYP PER PLAN FOOTING PER PLAN,TYP 4 LINTEL REINF = (3) LAYERS OF (2) T T #6@8" OC 55.2 PSF 7.1 k REACTION 27.3 PSF I M I � I 5.6 k REACTION I k�- S 27.3 PSFTO PIER PPROVED PLANS ed for Code Compliance MUST BE ON JOB SITE :Ec-rzOVOR ALL INSPECTIONS Page 316of319 Page 200 of 203 `fr N13 5.4 5.1 Nq N7 5.8 N31.2 ' N14 0.9 5 1.8 5.4 N10 5 .9 2 �8� ITY APPROVED PLANS Results for LC 35, IBC 16-6 (b) 7-direction Reaction Units are kips and k -ft Reviewed for Code Compliance KPFF Consulting Engineers PLAN SL Mt%*r B E O N J O B Supreme Maskey -Nov , 2 21 FOR AI-I- INSPECTION ;Pig Lintel. 3d Page 317 of 319 Page 201 of 203 Company KPFF Consulting Engineers 12/6/2021 11RISA Designer : Supreme Maskey 12:15:29 PM Job Number Checked By: ANEMETSCHEK COMPANY Model Name Lintel Design Detail Report:WP1 Enveloped Results Input Data: Code: TMS 402-16:Strength Speciallnsp: Yes Design Rule: Typical U? x u Wall Area: NCMA N7 r ' r` `r Transfer In?: No Transfer Out?: No r Y K: 1 p,Ir Ir, r Use Cracked?: Yes In Icr Factor. 0.5 Out Icr Factor: 0.5 L) Custom Regions: No Material Properties: Material Type: Masonry Blk Material: Clay 120 pcf Steel fy(ksi): 60 Material Set: Concrete Matl Grt Weight: 105 pcf Steel E(ksi): 29000 Material f'm(ksi): 2 Mortar Type: Type M or S Material Em(ksi): 1800 Cement Type: Portland,Lime/Mortar Geometry: Total Height(ft): 27.33 Blk Nom Width: 12" Total Length(ft): 58.67 Blk Grouting: Fully Grouted Total Lintel Depth(in): 160 1.5 Shear Factor. Yes Design Summary: Enveloped Results Limit State Region Gov.LC Required Available Unity Check Result UC Max In Plane = R3 4 83.382 k-ft 248.595 k-ft 0.335 PASS UC Shear In Plane R1 4 12.856 k 58.731 k 0.219 PASS UC Max Out of Plane R3 r 23 15.817 k/ft 55.8 k/ft 0.283 PASS UC Shear Out of Plane R1 NC Wall Reinforcement Lintel Reinforcement Region Design I TY-ofif P Pnq VF n la hi Qr ity Check Result Region R1 (In-Plane) 4 83.284 k-ft 248.591 k-ft 0.335 PASS Region R2 (In-Plane) Reviewed for 4�SF Cor l��r�ce 0.008 PASS Region R3 (In-Plane) PLANS MUS-13-Be ON JIMISI TE 0.335 PASS Region R1 (Out-of-Plane) 23 15.816 k/ft 55.8 k/ft 0.283 PASS FOR ALL INSPECTIONS RISA-3D Version 19 age I d6 Page 1 Page 202 of 203 Company KPFF Consulting Engineers 12/6/2021 11RISA Designer : Supreme Maskey 12:15:30 PM Job Number Checked By: nNeMeTscr <coMPaNv Model Name : Lintel Design Region R2 (Out-of-Plane) 23 0.2 k-ft/ft 10.823 k-ft/ft 0.018 PASS Region R3 (Out-of-Plane) 23 15.817 k/ft 55.8 k/ft 0.283 PASS Opening L1 PASS CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS RISA-3D Version 19 ageBi i t 35 319 Page 2 Page 203 of 203