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HomeMy WebLinkAbout25-0504 222 Gem St PSI Recycle Building-City Approved job site plans "'INYF�[.l fi TWIN MCI IS City of Twin Falls a,�♦ 10 General Inspection Notes 250504 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 and standard practices. Compliance with all the provisions of applicable codes shall be required. 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. This page and all approved plans, associated documents, revisions and changes to the plans must be maintained on site and available for review at all times. FIRE BUILDING FINAL INSPECTION INFORMATION 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 Fire Marshal *All re-bar must be tied in place at time of inspection. prior to installation and inspection. *All hold down anchors installed properly. Final inspections are required by multiple City Departments/Inspectors prior to getting your Certificate of Occupancy. * 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: Fire alarm system must be live and capable of calling the Twin Falls Dispatch Center on the day of testing. Make sure to have the approved set of plans and inspection card on site for all inspections. *All hold downs must be installed per approved plans and manufacturers installation guide. Fire Sprinkler Inspection: * Fasteners should not be overdriven and shiners should be removed and/or replaced. If you have Special Inspections: Once the required special inspections have been completed a final report needs to be submitted to the * Fire sprinkler plans must be approved by the State Fire Marshal's office prior to installation and inspection. Underground fire * Install the correct type of fastener at the correct spacing. building department certifying corrections of any discrepancies noted in the special inspection reports.This final report can be sprinkler line must be inspected by the Twin Falls Fire Department prior to being covered. submitted anytime before requesting occupancy. * Pipe or hose used for flushing the underground sprinkler line must be secure, incapable of movement,and is deemed safe Framing Inspection: by the inspector. Required Site Work inspections may be requested and completed as the work is done or as required by the specific department by * Rough to cover inspection and hydro testing must be completed before covering or tenting the above ground fire sprinkler *Accessibility standards are in compliance.(ICC A117.1-2009) contacting the following: system. * Required load paths to footing for all load points are installed. Planning and Zoning(parking and landscaping)---Planner-208-735-7270 or Office-208-735-7267 *Stair rise and treads must meet code requirements. Engineering(Retention, curb,gutter,sidewalk, drive approaches)--- Lab inspection line 208-735-3446 Kitchen Hood Inspections: *Min rise 4", Max rise 7", Max tread 11" Street Department(road cuts)---Office-208-736-2226 * Fire suppression system must be installed and ready for trip test(trip link, balloons, etc.) prior to inspection. *Min nosing is 3/4", Max nosing is 1 1/4"and cannot differ in length by more than 3/8" * Kitchen hood must be wired to initiate the fire alarm upon activation of the fire suppression system. (The only exception to Provide required up-lift protection for all trusses. When you are ready for any Fire Department inspections please call(extinguishers,fire/alarm/sprinkler systems): this is if the building does not require a fire alarm to be installed) - Fire Inspection Line-208-735-7338 *All electrical outlets, lighting,and appliances under the kitchen hood must shut down upon activation of the fire suppression Final Inspection: When you are ready for a building final inspection on the structure: system. * Landings to meet minimum code requirements. Make sure you have the final inspections on the plumbing,electrical,and mechanical work. * Main gas valve must be installed and must shut down upon activation of the fire suppression system. (Doors 1010.1.6, Ramps 1012.6,Stairs 1011.6) Call the building inspection line 208-735-7333. * Exhaust fan must be capable of running continuously upon activation of the fire suppression system. *Accessibility Standards are in compliance.(ICC A117.1-2009) All departments will be notified by this office to go do their final inspection. * Make up air must be capable of running continuously upon activation of the fire suppression system. * Egress door sign-age is posted and correct verbiage is used. Final Inspection: *"DOOR TO REMAIN UNLOCKED WHILE BUILDING IS OCCUPIED" If there is an elevator in the building please contact the Division of Building Safety at the following link for any permits/inspections: *Correct hardware has been installed on all doors. http://dbs.idaho.gov/programs/industrial/fagEL.html *Address must be posted as outlined on the approved set of plans or previously approved by the Twin Falls Fire Marshal. *Panic hardware is installed where required. *Accessible hardware is installed where required. Once ALL the departments have signed the Certificate of Occupancy the Building Official will sign,and then it will be ready to be picked * Handrails shall be installed where required. up or emailed. ENGINEERING *Stairways shall have handrails on each side. To streamline and eliminate confusion regarding engineering department commercial permit inspections,the following will *All racking and shelving to be in place. If you need a Temporary Certificate of Occupancy there is a $1,000 refundable deposit required.All departments are required to sign need to be inspected prior to signing the Certificate of Occupancy.All inspections will be completed using the City of Twin *All Exit signs are field verified.(must be visible-nothing can block the line of sight) and give a list of outstanding issues. Once the temporary is all signed and the list made you will need to come in and sign stating you Falls approved(stamped) plans. * Maximum Occupancy signs posted where required. know what those issue are,that you will have them completed by the specified time,and will call for inspection as those items are *Special Inspection reports and balance reports need to be received by our office. completed. It is up to each department to determine if you meet their qualification for temporary occupancy. Storm Water Facility Inspections:(33 phases) * Inspection of excavation, including dimensions and geotextile fabric.All adjoining trenches leading to storm water facilities PLANNING&ZONING NOTE: If a building was originally done as a shell,the shell building permit is required to be finaled prior the tenant improvement also need to be excavated and inspected. permits can be finaled. In addition, if Temporary Occupancy is needed there will be$1,000 refundable deposit for each permit. * Inspection of storm drain pipes(per plans)need to be in place(not covered)for visual inspection.The drain rock must meet Landscaping ISPWC section 801 Drain Rock requirements.All pipe connections to storm water facilities must be completed. *City code allows us to issue a TCO with landscaping incomplete. However,we cannot extend * Inspection of completed storm water facilities with the above referenced drain rock and geotextile fabric showing proper the on a definTCOitive beyond the current planting season.This means that we will work with the applicant date of their choosing, but not typically beyond 2 3 months. cover and overlap. Trash Enclosures: Site Inspections: Please have the Address posted on site for all inspections. *Trash enclosures should be finished before a final inspection is requested, including the front *Verify that the parking lot layout(design)and striping matches the plans. gate on the enclosure. *Verify that the parking lot surface is an approved"hard"surface. Please have a printed COLOR copy of City Approved Plans on site for all inspections. *Verify that there is ADA compliant access from the Right-of-Way(ROW)to the building envelope. We cannot issue a TCO if this item is not completed. Right-Of-Way Inspections. *Verify driveway approach widths and locations according to plans. *Verify ADA compliance of Curb/Gutter,Sidewalks,and Sidewalk/Driveway combinations. *Verify ROW connections to other Agencies/Entities meet's ADA tolerances. 2018 IBC Section 105.4 Validity of Permit: Flood Plain Inspections: *Verify flood plain location and compare plans to the site. 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 *Verify the commercial buildings are one foot above base flood elevation. 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 When ready for inspection please call the Engineering inspection line at 208.735.3446. For same day inspections,call before building official is authorized to prevent occupancy or use of a structure where in violation of this code or of any other ordinance of this jurisdiction. 7:30 am. Having these inspections approved when the work has been completed will ensure the Certificate of Occupancy is issued in a timely manner. Additional general comments specific to this permit Reviewer: Department Review Comments G. Hammett: Fire While every effort has been made to perform a complete and accurate plan review, it does not exempt the Fire Marshal's office from code requirements omitted from drawings that are identified during field inspections. G. Hammett: Fire While every effort has been made to perform a complete and accurate plan review, it does not exempt the Fire Marshal's office from code requirements omitted from drawings that are identified during field inspections. K. Ebersole: P&Z Trash to be kept inside building per applicant. Parking pad for unloading of recyclables. No striping required. Reviewer comments and markups included in final approved plan set. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 1 of 29 o � M M p New Uuildina tcr U � U Uw A i S~ w N 5 IPSI U11CYCLINIC CUS]IFUU 3 z'o E"i dd..yy C` Twin Falls, IdahoLO _ 0 A 0 0� 'm U InDrawing Index z T-1 Title Sheet T-1.1 Details LO SN-1 Structural Notes C-1 Site Plan A-1 Floor Plan A-2 Elevations A-3 Building Section W E� z w L) z U W W W PLAN ANALYSIS Ayali— Cafes: 20181BG OCCUPANCY CLASS(ES): 3-1 OCCUPANCY USE: TRASH COMPACTOR CONSTRUCTION TYPE: V-B OCCUPANCY LOAD: 5 SEISMIC DESIGN CATEGORY: R ALLOWABLE STORIES(SEE IBC TABLE 505.4): 2 ALLOWABLE BUILDING HEIGHT: ALLOWABLE AREA INCLUDING CAL— 9,000 SF (SEE IBC TABLE 508.2) ACTUAL AREA(SHOW AREA PER STORY AND TOTAL): BASEMENT: 1ST: 1800 SF 2ND: 3RD: dTH: STH: Kanter Nield TO— 1800SF —Sa AUTOMATIC SPRINKLER SYSTEM? YES:_ OR NO: .� NMEaXl rem ALLOWABLE AREA SEPARATION REWIRED? YES:_ OR NO:y1 Inc'EGN ell�ege d OCCUPANCY SEPARATION OR NON-SEPARATED USE? NO Kahler Nield rw+m i�Is R o FIRE RATED WALLS REQUIRED?(SPECIFY TYPE B RATING) YES:_ OR NO:y1 Reeiaaorr Cnarge PENETRATIONS?SHOW APPROVED LISTED PRODUCTS ON PLANS: NA 2ax5.02a3 1IRERESISTANCERATINGSOFBUILDINGELEMENTS(SEEIBCTABLE.1) NA 10.24.530]'OD (IF YES,SPECIFY RATING) RATED STRUCTURAL FRAME(ROOF SUPPORTS ONLY): YES:_ OR NO:i1 RATED BEARING WALLS-EMERIOR: YES: OR NO: .� RATED BEARING WAL—NTERICR: YES:_ OR NO:i1 RATEDBEARINGWALLS-INTERIOR(ROOFSOPPORTSONLYk YES: OR NO: .� S�pW1L F4, RATED NONBEARING WALLS£XTERIOR(4V FIRE SEPARATION): YES:_ OR NO:y1 p�t4wJ�kGEN$�C/yam RATED NONBEARING WALLS£XTERIOR(10'3Y FIRE SE—ON): VEST_ OR NO: .� RATED NONSEARING WALLS-INTERIOR: YES:_ OR NO:y1 C A RATED FLOOR CONSTRUCTION. VEST_ OR NO: .� 17866 MINIMUM ROOF CLASS.(SEE IBCTABLE 1505.1) NA RATED CORRIDORS.(SEE IBC SECTION 1W0.1) VEST_ OR NO: .� EXTERIOR WALL OPENINGS'.SEE IBC]05.8 NA B OF �O FIRE DOORS S SYSTEM: ]E IBC NA �HC ER FIRE ALARM SYSTEM:(SEE IBC 90]2) NA GENERT� FIRE FLOW AND DURATION: NA AL NOTES. FRE HYDRANTS:SHOW LOCATIONS ANDDISTANCETOSTRUCTURE SEESTTE BUILDING EXRING(REQUIRED EXITS PER OCCUPANT LOAD): 1 IBC L ALL WORK SHALL MEET STATE,LOCAL CODES, SEESREQUIED PERP EXITS REQUIRED PER FLOOR: 2 KNIFED ORDINANCES,420I8 $.C. CORRIDOR WIDTH:(SEE IBC TABLE 10202) NA FURTHEST TRAVEL DISTANCE:(SEE IBC TABLE 1008.2.1 A 1017.2) NA K.ANDREWS 2 ALL MECHANICAL,ELECTRICAL,4 PLUMBING WORK AREAS OF REFUGE REQUIRED:(SEE IBC SECTION 1009.2.3.4) YES:_ OR NO:y1 SHALL MEET ALL APPLICABLE STATE 4 LOCAL CODES, PORTABLE FIRE EXTINGUISHERS ON PLANS:(ME IFC SECTION S08) YES: OR NO: lE FEB'25 CLASSIFIED AREAS:IF YES,SHOW ON PLANS S SHOW AREAS YES:_ OR NO:y1 i ALL UTILITIES SHALL BE PROPERLY IDENTIFIED< VESTIBULE REQUIRED? YES:_ OR NO: AS SHOWN LOCATED BEFORE WORK BEGINS ON PROJECT. CITVAPPROVED PLANS SPECIAL INSPECTIONS REQUIRED? YES: .1 OR NO: 4. CONTRACTOR SHALL VERIFY ALL CONDITIONS 4 DIMENSIONS "^'^'•"� LIGHTING LAYOUT AND COM CHECK? YES:— OR NO. xw 411-24 AT THE JOB SITE 4 NOTIFY THE DESIGNER OF ANY PLANS MUST BE ON JOB SITE DIMENSIONAL ERRORS,OMISSIONS OR DISCREPANCIES FOR ALL INSPECTIONS THIS IsaswxL wlLow4 tme�wN T�NaeTH Sloe.NOHVAc ae PLumlNi BEFORE BEGINNING OR FABRICATING ANY WORK OLLNER'S CONTRGCTOR _1 5. DO NOT SCALE DRAWINGS. 1 Page 2 of 29 o E M • U 00 � Uw � � � w PULL SIDE � C 48"MIN :"'I p K I•L I. 3� '18'MIN CLEAR 95" "�.y Z a '3 o� a 25 E� • TC,4- 21' 4"MIN. I' �+Jz r 7��I Ty rTl K cn O O UNOBSTRUCTED UNOBSTRUCTED w /PRONDE THIS ADDI110NAL SPACE IF ILC�II y O w y DOOR IS WHIPPED IMN RON A FORWARD REACH HIGH FORWARD REACH �- / LATCH AND A CLOSER PER SEC. 308 ADA 2010 STDS x z ❑ tD 00 PUSH SIDE J W j 0 7 MIN m W Kr QUIKI=D CLI=AKANCE-5 AT DOOK5 TYP. z a J� N a '--ALE-NTS L� 48"MIN Av P ONDE BUMPER IN POCKET TO 32"MIN \`\\ 2 MAX 2� PR EASSESINGEVENT FROMFULLr AT2I:2ALOPE TWO HINGED DOORS IN SERIES REASSESSING 6 SLIDING DOOR �co 5.5'W CONC.LANDNG. LEVEL MANEUVERING UNOBSTRUCTED OBSTRUCTED O MAX.SLOPE 27 CLEARANCE AT DOOK5 SIDE REACH HIGH SIDE REACH _T SCALE--NTS PER SEC. 308 ADA 2010 STDS. 32"MIN HINGES DOOR FOLDING DOOR MINIMUM CLEARANCES AT DOORS RNIHROOR EEN COMPRESS CARPET I/4' % BELOW THRESHOLD THRESHOLD �rmrrnrrerreramanarrt �'k: '�� W O _ MAT CARPETING MUST CONSIST OF: z -LEVEL LOOP M"�) RUBBER BUMPER -TEXTURED LOOP 1 KICK PLATE AT DOOR O`GHNR LEVEL CUT PILE,OR �I -LEVEL CUT PIIE 1/2'MA%PILE U LEVERS PUSH/PULL PANIC BARS THINNESS IF PILE HEIGHT EXCEEDS 1/4•,THEN EDGES MUST HAVE BEVELED TRI PUSH FIRM PAD Doan MUST BE ~ } SECURELY ANCHORED OR 70' RECESSED INTO DOOR ''^^ vl $ g 3 SEC MINIMUM LANDING o DOOR CLOSER,IF PRESENT,MUST BE SET SO THAT IT TAKES DOOR AT TRANSITION TRIM LEAST 3 SECONDS TO CLOSE FROM FLOOR FLOOR M FLOOR M AN OPEN POSITION OF 70 DEGREES EXPOSED O�I N •3 TO WHIR 3"OF THE LATCH EDGE ACCEPTABLE DOOR HARDWARE DOOR CLOSURES —sus F+• AND MOUNTING HEIGHTS DOOK5 THKE5HOLD5 AND DOORWAYS SCALE:NTS SCALE:NTS O NOTE; K—,N.eU MEN'S RE57ROOM SICsN SIMILAR E-I= Kahler Nield r+ -FrMItln 1 ad RESTROOM a, H••f r H:•:•:• 3 mI INSULATE DRAIN 4— WATER SUPPLY FOR MIRROR _ TONAL F A.DA.REO.PER 6m6 MIRROR gs H� OF ICC AIP1.1-2mm9 12" 42^ L 7 DEFITI-! TO MATGN ore AceNSFo gym ADA BI a e er ADJACENT COUNTERTOPS n A _ T mo Section 703. 3m.1 9'MIN. 786 ANSI I I X OF F Q Q Iliz m RAB m m F £ c0[F] Q O ER N L BAR 4 LU 0� m � KNIFED IS' TOILET PAPER S" 13 I/4" CITY APPROVED PLANS '"' K.ANDREWS DISPENSER IN. rlax. ••••-.am.�.a...,.,x•.n 15' 5'-0"(MIN.GLRJ I�"(MIN.) VEIW SECTION PLANS MUST BE ON JOB SITE " FEB'25 MIN. FOR ALL INSPECTIONS AS SHOWN PROVIDE FLUSH HANDLE AT CONCE551ON5 COUNTE E R&CHCKWRITING5U E KrAC OPEN SIDE TOILET TYPICAL KE5TKOOM MOUNTING HEIGHTS TYPICAL KE5TKOOM SIGN MOUNTING HEIGHT5 TAKALLELAPPKOACH> Na 4I�-24 TYPICAL LET TOI SCALE,NTS RESTROOMS FIXTURES AND FINISHES TO SCALE=NTS (HANDICAP ACCESSIBLE AS PER A.DA REQUIREMENTS) SCALE:JFV TO COMPLY WITH SECTION 9m4 OF ICC/ANSI AIITJ 2009 T 1 . 1 COMPLY WITH ICC A117.1-2009, TYP. Page 3 of 29 GENERAL NOTES: o 1. CONTRACTOR SHALL HAVE A CURRENT SET OF CONSTRUCTION PLANS STAMPED BY THE ENGINEER WITH AN APPROVAL Site Plan z STAMP THE CITY AT THE WO . 25-0504 Re\V,2. ALL CONSTRUCTION SHALL CONFORM i0 THE 2020 IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION, THE CITY OFQ J TWIN FALLS REVISIONS 70 THE 2020020 ISPWC AND ALL OTHER LOCAL,STATE AND FEDERAL AGENCIES WIiICH ARE I�1 x APPLICABLE UNLESS OTHERWISE SHOWN. 3. THE CONTRACTOR SHALL TAKE ALL NECESSARY AND PROPER PRECAUTIONS TO PROTECT ADJACENT PROPERTIES FROM or ANY AND ALL DAMAGE THAT MAY OCCUR FROM RUNOFF AND OR DEPOSITION OF DEBRIS RESULTING FROM ANY AND ALL WORK IN CONNECTION WITH SITE CONSTRUCTION. THE CONTRACTOR,AND EACH SUBCONTRACTOR,SHALL BE RESPONSIBLE FOR THE CLEAN-UP AND REMOVAL FROM THE JOB-SITE ANY TRASH OR EXCESS MATERIAL CREATED BY BY THE CONXANCE RACTORFOR THEIR TRAN3PORTEDSUCH FROMSTHE JOB SHALL E PLACED IN A DUMPS7ER OR SIMILAR DEVICE PROVIDED o 0 0 4. RECORDED AND/OR FILED SURVEY MONUMENTS EXIST WITHIN THE LIMITS OF THIS PROJECT.IT IS THE CONTRACTOR'S PSI RECYCLING CENTER RESPONSIBILITY TO PROTECT AND/OR HAVE ANY MONUMENTS DISTURBED,DESTROYED OR REMOVED DURING \ x �I O CONSTRUCTION,REESTABLISHED AND RE-MONUMENTED BY A PROFESSIONAL LAND SURVEYOR IN ACCORDANCE WITH IDAPA 55-1613. THE COST TO REESTABLISH SURVEY MONUMENTS DISTURBED DURING CONSTRUCTION SHALL BE THE \ W CONTRACTORS RESPONSIBILITY. 5. CONTRACTOR SHALL PROVIDE ALL NECESSARY HORIZONTAL AND VERTICAL TRANSITION BETWEEN NEW CONSTRUCTION AND EXISTING SURFACES TO PROVIDE FOR PROPER DRAINAGE AND INGRESS AND EGRESS 70 SAID CONSTRUCTION. Twin Falls, Idaho y 6. CONTRACTOR SHALL REMOVE AND SORT ALL ON-SITE EXCAVATED NATIVE MATERIAL AND USE SUITABLE MATERIAL F�BII 'i �oOOo WHERE DESIGNATED ON THE CONSTRUCTION PLANS AS REQUIRING FILL MATERIAL.FILL SHALL BE PLACED AND \ T FBI a W COMPACTED BY METHODS APPROVED BY THE CITY OF TWIN FALLS AND APPROVED BY THE DESIGN ENGINEER.ALL \ / S89'13'30"E 153.22' 202.5 W o v STRIPPINGS NOT SUITABLE FOR FILL MATERIAL ON LOTS OR ROADWAYS SHALL BE USED AS DIRECTED BY THE ENGINEER \ (J m OR DISCARDED OFF-SITE AT THE CONTRACTOR'S EXPENSE. 7 7. EXISTING UTILITIES ARE LOCATED ON THE PLANS FOR THE CONVENIENCE OF THE CONTRACTOR ONLY. THE CONTRACTOR SHALL BEAR FULL RESPONSIBILITY FOR THE PROTECTION OF UTILITIES AND THE ENGINEER BEARS NO RESPONSIBILITY \/ z FOR UTILITIES NOT SHOWN ON THE PLANS OR NOT IN THE LOCATION SHOWN ON THE PLANS. THIS INCLUDES ALL SERVICE LATERALS OF ANY KIND. V 8. POWER/LIGHT POLES AND/OR OTHER EXISTING FACILITIES NOT IN PROPER LOCATION BASED ON PROPOSED AFFECTED IMPROVEMENTS SHALL BE VERIFIED PRIOR i0 COMMENCING WORK. 9 I CALL'DGLINE'8 HOURS PRIOR 70 COMMENCING WORK.T SHALL NOTIFIED R G( ORKING DAYS PRIOR TO COMMENCEMENT OF CONSTRUCIUON A0 7z 10.MODIFICATIONS OF EXISTING UTILITIES SHALL CONFORM TO ALL APPLICABLE STANDARDS AND SPECIFICATIONS. 11.THE CONTRACTOR SHALL TAKE REASONABLE MEASURES TO PROTECT EXIST.IMPROVEMENTS FROM DAMAGE AND ALL Ta, DESIGN DATA: SUCH IMPROVEMENTS DAMAGED BY THE CONTRACTOR'S OPERATIONS SHALL BE REPAIRED TO THE ENGINEER'S yy d SATISFACTION AT THE EXPENSE OF THE CONTRACTOR. 12.ALL CHANGES REQUIRE APPROVAL BY THE PROJECT ENGINEER AND THE CITY ENGINEER. THE ENGINEER TAKES NO / PARCEL NUMBER: RPi4501000012A RESPONSIBILITY FOR ANY DEVIATIONS FROM THESE PLANS UNLESS AUTHORIZED,IN WRITING,BY THE ENGINEER. \ y 13.IDAHO CODE 39-118 REQUIRES IDAHO DEPT.OF ENVIRONMENTAL QUALITY(IDEA)APPROVAL PRIOR TO CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSURE COMPLIANCE. I Ix x ool OWNER/DEVELOPER:WASTE CONNECTIONS, INC ENGINEER:EHM ENGINEERS,INC. 14.PIPE TRENCHING AND BEDDING AND FIRE HYDRANT INSTALLATIONS SHALL COMPLY WITH THE AFOREMENTIONED f'" ——— —_x —x_ ——_— x— �— 269 GEM STREET SOUTH 621 N. COLLEGE RD., STE 100 STANDARDS. —5 — TWIN FALLS, IDAHO 83301 TWIN FALLS, ID. 83301 15.1T IS THE CONTRACTOR'S RESPONSIBILITY TO FILL OUT AND SUBMIT A NOTICE OF INTENT(NOQ 70 IDAHO DEQ AND 5 HAVE A COPY OF THE POLLUTION PREVENTION PLAN AVAILABLE AT THE JOBSITE PRIOR TO CONSTRUCTION. I 40'x40'xi'DEEP' (208)734-4888 CONTRACTOR TO CONTACT DEQ TWIN FALLS REGIONAL OFFICE AT 208-736-2190 FOR SUBMITTAL.CONTRACTOR TO T STORM WATER SUBMIT COPIES OF DOCUMENTS TO THE CITY OF TWIN FALLS. II RETENTION'POND 0 10 20 40 16.DEVELOPER WILL PROVIDE ONE SET OF CONSTRUCTION STAKES ONLY.ANY SUBSEQUENT STAKING&COSTS INCURRED - WILL BE THE RESPONSIBILITY OF THE CONTRACTOR. 3 17.TRAFFIC CONTROL&SGNAGE FOR SUCH SHALL BE INCIDENTAL 70 THE CONTRACT AND BE THE RESPONSIBILITY OF THE \ I I SCALE IN FEET W CONTRACTOR. THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN TO THE PROJECT ENGINEER PRIOR 70 COMMENCING WORK. \ / / VICINITY SKETCH: W / %N n.t.s. EXISTING ASPHALT . SURFACE N89'13'21"W 151.88' v T ABBREVIATIONS: �' P A AREA PC POINT OF CURVATURE '�. /7 6"OF 4,000PSI CONCRETE W/#5 AB AS-BUILT PI P01Ni OF INTERSECTION .2 I �En �, _ REBAR®12' OC EACH WAY, ADD'L ADDITIONAL PIRR or PI PRESSURE IRRIGATION ti / EA OVER 4.5"OF q AGGREGATE " 27 x20 APPR.A.A APPROACH POC POINT ON CURVE COMPACTED TO 95%MAX DENSITY CONCRETE BM BENCH MARK Pi POINT OF TANGENCY PARKING 15 J KIMBEPLY RD 5 14 RLY R vrT�CB CATCH BASIN REQ'D REQUIRED �' PAD CBU CLUSTER BOX UNIT ROW OR R/W RIGHT OF WAY 7LL 96GAL TRASH RECEPTACLE 22 3 CF CUBIC FEET RP RADIUS POINT CL or c CENTER LINE RT RIGHT CONST CONSTRUCT RW RESILIENT WEDGE o —'/ 6- HIrHI COTE CITY OF TWIN FALLS S SLOPE / T�"'13 PROPOSED 10'MIN.OR PROVIDE ND E CY CUBIC YARD SD STORM SEWER OW or D/W DRIVEWAY SF SQUARE FOOT /l a BUILDING 1 HR.RATED JProject DWG DRAWING SS SANITARY SEWER/SEWER SERVICE EA or EOA EDGE OF ASPHALT STA STATION EXTERIOR WALL EL or ELEV ELEVATION STD STANDARD I JEXISTING o ELDRIDGE qvE FG FINISHED GRADE TA TOP OF ASPHALT \ I 40' FHYD or PH FIRE HYDRANT , TAIN AND PROTECT 8.5 m J qF TBC, TOG, TC TOP OF CURB(VERT,HIGHBACK,STD) 1PP FL FLOW LINE IBM TEMPORARY BENCH MARK 'O\ SCREENED FENCE __—————3 7+—FOC FACE OF CURB TCC TOP OF CONCRETECB GRADE BREAK LEGG TWIN FALLS CANAL COMPANYGI or GIRR GRAVITY IRRIGATION TRANS TRANSITION 2 WIT INTERSECTION TRC TOP OF ROLLED CURB EAST INV INVERT TYP TYPICAL Y c^ Cn� m IRR IRRIGATION/IRRIGATION SERVICE U.N.O.UNLESS NOTED OTHERWISE S I I ISPWC IDAHO STANDARDS FOR PUBLIC V VOLUME I I 21 22 ORCHA D DR E 22 23 REwvorJs S89'13'12"E 150.53' WORKS CONSTRUCTION VC VERTICAL CURVE I 28 27 o�}e 27 26 LF LINEAR FOOT VG VALLEY GUTTER o RIM Q LG LIP OF GUTTER VG VERTICAL POINT OF CURVATURE o / EXISTING BUILDING o ��o ° o Li LEFT VPI VERTICAL POINT OF INTERSECTION MH MANHOLE VPT VERTICAL POINT OF TANGENCY O NC NATURAL GROUND WL WATERLINE NTS NOT TO SCALE WM WATER METER I / LEGEND: M // DO NOT SCALE DRAWWGS CONTRACTOR SHALL VERIFY ALL PROPERTY BOUNDARY I / CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE ROADWAY CENTERLINE T I o // EXISTING ASPHALT ENGINEER OF ANY DIMENSIONAL EASEMENT LINE -------------- I ERRORS,OMISSIONS,OR DIS- 1 / STORM SEWER LINE SD SURFACE CREPANCIES BEFORE BEGINNING / oo OR FABRICATING ANY WORK. GRAVITY IRRIGATION LINE 8'GI / EXISTING BUILDING OVERHEAD POWER LINE OHP ^I 14 PARKING CALCULATIONS: o EDGE OF ASPHALT ——————————— FLOW LINE — — — — — — — I MANUFACTURING/STORAGE 1,600/1000= 1.6 GRADE BREAK — — — — — — REQUIRED PARKING = 2 �u`s N110 MANHOLE :g I PARKING PROVIDED 2 o kEHiM�egmaary"^ IRRIGATION BOX ❑0 / mom'.crv=Nanla.Niam CATCH BASIN CURB INLET ® o Kahler Nield cz+�ns'ol�c„ree LANDSCAPING 7�T /� T� Roca rwm Taus,mono TELEPHONE RISER o /� 8Widex641f LANDSCAPING LANDSCAPING REQUIREMENT' �acesaosoo q'. WELL POWER POLE $ / . . . 2 SQUARE FEET PER LINEAL FOOT OF FRONTAGE: (2SF)*(250LF) -500 SF REQUIRED GUY ANCHOR 5 - A �- - - - ( ) STAMP i 1 TREE PER 500 SF 1 TREES 50%EVERGREEN REQUIRED SIGN rvP ' ' �'�-49:x19—= —x— — — — 1 SHRUB PER 100 SF 5 SHRUBS REQUIRED �SXONAL F,yc SITE LIGHTING + \ 0�4, GENS� MAILBOX EXISTING PROPERTY CORNER(LOCATION DETERMINED FROM DRAINAGE CALCULATIONS: a 17866 A RECORD DATA, N07 LOCATED IN FIELD) N OF — t�l�rHJ�luD f�VE1VUE— _ �T IMPERVIO SPRPOSEDIMPROVEMEN IMPROVEMENTS rs 2,14OSF*1,9/12*0.95- 322 CF �y(ER N�O .g — — — — TOTAL RETENTION REQUIRED = 322 CF BASIN CAPACITY(800sf+348sf)/2 x 1'DEEP = 574 CF APPROVED Site plan shall include all main emergency - access roads,distances between other DESIGN K. NIELD structures on site and all fire hydrants FH DRAWN J. SKEENDATE 3/iB/zozs within at least 400'. Maximum 4:1 Side Slopes CoTF FH Map:cotf.maps.arcgis.com SCALE AS SHOWN CITY"APPROVED PLANS ra<oa.<�Plw�n Dwc.No. 417-24 SITE PLANS MUST BE ON JOB SITE SHEET FOR ALL INSPECTIONS C-1 Page 4 of 29 CUSTOMER INFORMATION BUILDING LOADS DESCRIPTION: Pf = 0.7 Ce Ct I Pg CUSTOMER NAME: GRACE CONSTRUCTION 6. BUILDER / CONTRACTOR RESPONSIBILITIES WIDTH: 40 LENGTH: 40 HEIGHT: 24 124 Ce = 1.00 ADDRESS: 222 SHOSHONE ST.E. ROOF PITCH: 3.0:12 / 3.0:12 - Ct = 1.20 R & M STEEL COMPANY STANDARD THIS STRUCTURE IS DES GI NED UTILIZING THE LOADS INDICATED TWIN FALLS, ID 83301 I = 1.00 PRODUCT SPECIFICATIONS APPLY AND AND APPLIED AS REQUIRED BY : ABC 18 ( IBC 181_ Pg = 15.00 PSF PROJECT NAME: PSI RECYCLING CENTER R M STEEL COMPANY DESIGN, THE CONTRACTOR) BUILDER IS TO CONFIRM THAT THES%E LOADS COMPLY Pf = 12.60 PSF FABRICATION, QUALITY CONTROL WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. UNBALANCED LOAD = 22.9 PSF PROJECT LOCATION: TWIN FALLS, ID STANDARDS AND TOLERANCE WILL ROOF DEAD LOAD: 2.10 PSF (ROOF PANELS & PURLINS) GOVERN. IN CASE OF DISCREPANCIES COLLATERAL LOAD: 3.00 PSF BETWEEN R & M STEEL COMPANY'S EARTHQUAKE DESIGN DATA: GENERAL NOTES PLANS AND PLANS FOR OTHER TRADES ROOF LIVE LOAD: 20.00 PSF INPUT: R & M STEEL PLANS SHALL GOVERN. MIN. UNIFORM ROOF SNOW LOAD: 25.00 PSF Occupancy Category: II - Normal {SECTION 33 AISC 303-16 CODE OF STANDARD Seismic Importance Factor. 1.00 . I. MATERIALS ASTM DESIGNATION GROUND SNOW LOAD: (Pg) 15.00 PSF Mapped Response Short), Ss: 0.1980 PRACTICES.) ROOF SNOW LOAD: (PI) 12.6D PSF Mapped Response (1 sec.), S1: 0.0829 STRUCTURAL STEEL PLATE A529 OR A572 OR A1011SS GRADE 55 Site Class: d-DEFAULT FLANGE MATERIAL A529 GRADE 55 IT IS THE RESPONSIBILITY OF THE BASIC WIND SPEED: 102 MPH RESULT: COLD FORMED LIGHT GAUGE SHAPES A1011SS GRADE 55 BUILDER / CONTRACTOR TO OBTAIN SEISMIC COEFFICIENT: 0.317 Seismic Design Category, SDC: C STRUCTURAL CABLES A475 GRADE EHS APPROPRIATE APPROVALS AND Basic Seismic-Force-Resisting Systems: OCBF, OMF HOT ROLLED MILL SHAPE A992 GRADE 50 NECESSARY PERMITS FROM CITY, Analysis Procedure Used: Equivalent Lateral HOLLOW STRUCTURAL SECTIONS A500 GRADE B COUNTY STATE OR FEDERAL AGENCIES IMPORTANCE FACTORS: FORCE: PBR36 ROOF AND WALL PANELS A653 OR A792 GRADE 80 AS REQUIRED. Site Coeff Short), Fa: 1.6000 STANDING SEAM ROOF A653 OR A792 GRADE 50 WIND LOAD: 1.00 Site Coeff (1 sec.), Fv: 2.4000 BOLTS A325 A325 g } S Max. Design Response Short), Sms: 0.3168 BOLTS GRADE 5 GRADE 5 APPROVAL OF R & M STEEL COMPANY'S SNOW LOAD: 1.00 Max. Design Res nse 1 sec.), m1: 0.1990 po DRAWINGS CONSTITUTES THE BUILDER Design Response Short, Sds: 0.2112 2. DESIGN / CONTRACTOR'S ACCEPTANCE OF R & Design SEISMIC: 1.00 n Response (1 sec.), Sd1: 0.1326 M STEEL COMPANY'S INTERPRETATION Approx. Period Moment) To: 0.3853 A. ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE ROOF PANELS: Approx. Period Brace), To: 0.2336 MEMBER ARE DESIGNED IN ACCORDANCE WITH THE AISC 360-22 OF THE PURCHASE ORDER. (SECTION Rigid Frame Deflection Limit (Seis): 50 "SPECIFICATIONS FOR THE DESIGN, FABRICATING AND ERECTION 4.2.1 AISC 303.16 CODE OF STANDARD COLOR: ROOF COLOR Wind Bent Deflection Limit (Seis): 50 OF STRUCTURAL STEEL BUILDING", ALLOWABLE STRESS DESIGN. PRACTICES.) WALL PANELS: DES-CALL: Seismic Forces: THE BUILDER / CONTRACTOR OR A/E COLOR: WALL COLOR Roof Bracing: Endwall Bracing: End Plates, Frame: B. ALL COLD FORMED MEMBERS ARE DESIGNED IN ACCORDANCE WITH FIRM IS RESPONSIBLE FOR THE R = 3.0000 R = 3.0000 R = 3.0000 OVERALL PROJECT, ALL INTERFACE TRIM COLORS: Rho = 1.0000 Omega= 3.0000 Omega= 3.0000 AISI S100-16 "SPECIFICATIONS FOR DESIGN OF COLD FORMED STEEL AND COMPATIBILITY CONCERNING ANY GABLE: TRIM COLOR Cs = 0.07 Cs = 0.07 STRUCTURAL MEMBERS". MATERIAL NOT FURNISHED BY R & M EAVE: TRIM COLOR C. ALL WELDING OF STRUCTURAL STEEL IS BASED ON AWSD1,1 2017 STEEL COMPANY ARE TO BE Sidewall Bracing: Rigid Frames: Wind Beni "STRUCTURAL WELDING CODE". CONSIDERED AND COORDINATED BY THE CORNER: TRIM COLOR R = 3.0000 R = 3.00 R = 3.0000 BUILDER CONTRACTOR OR A E FIRM TRIM COLOR Omega= 3.0000 Rho = 1.0000 Rho = 1.0000 / / DOOR & WINDOW: Cs = 0.07 Cs = 0.07 Cs = 0.07 3. HIGH STRENGTH BOLT CONNECTIONS: UNLESS SPECIFIC DESIGN CRITERIA CONCERNING THIS INTERFACE BETWEEN GUTTER: --- Total Base Shear. ALL HIGH STRENGTH BOLTS ARE TYPE ASTM A325 AND ARE TO BE INSTALLED MATERIALS IS FURNISHED AS PART OF DOWNSPOUTS: --- Longitudinal Force, V = 1.08 (k) ACCORDING TO THE "SNUG-TIGHT" CONDITIONS AS DEFINED BY THE, THE PURCHASE ORDER. R & M STEEL Transverse Force, BASE (OPTIONAL): WALL COLOR RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS, COMPANY ASSUMPTIONS WILL GOVERN.UNLESS NOTED OTHERWISE. g" JAMB/HEAD: TRIM COLOR ALSO, NOTE THAT BOLTS 1N STANDARD HOLES DO NOT REQUIRE WASHERS PER THE, THE BUILDER / CONTRACTORS SOFFIT PANEL: TONAL RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS, SECTION 6 RESPONSIBLE FOR SETTING OF ANCHOR ASS E N S(REFERENCE STEEL CONSTRUCTION AISC MANUAL 360-16) BOLTS AND ERECTION OF STEEL GABLE EXT: 4. A325 BOLT TIGHTENING REQUIREMENTS BUILDING COMPONENTS IN ACCORDANCE EAVE EXT: CITY APPROVED PLANS �n WITH R & M STEEL COMPANY'S CANOPY: ALL HIGH STRENGTH BOLTED CONNECTIONS ARE SUBJECT TO AXIAL BUILDING "FOR CONSTRUCTION" Reviewed for Code Compliance 1 TENSION AND OR SLIP CRITICAL AS SUCH THE BOLTS MUST BE FULLY DRAWINGS. TEMPORARY SUPPORTS OR LINER PANEL: PLANS MUST BE ON JOB SITE PRE-TENSIONED AND INSPECTED IN ACCORDANCE WITH BRACING REQUIRED FOR THE BUILDING FOR ALL INSPECTIONS v THE AISC 360-16 SPECIFICATION FOR STRUCTURAL JOINTS USING ERECTION WILL BE THE LEFT FO T OF 5� ASTM A325 BOLTS AND THE APPLICABLE BUILDING CODE. WASHERS ARE RESPONSIBILITY OF THE ERECTOR TO RIGHT: DETERMINE, FURNISH AND INSTALL FRONT: H V . NOT REQUIRED WHEN THE "TURN OF THE NUT" TIGHTENING PROCEDURE IS {SECTION 7.9.1 AISC 303.16 CODE OF BACK USED. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE PROPER BOLT TIGHTNESS. STANDARD PRACTICES.) ROOF : NOV 5 2024 THE DESIGN OF THE ANCHOR BOLT EMBEDDMENT R & M STEEL COMPANY 5. STRUCTURAL PRIMER LENGTH IS THE RESPONSIBILITY OF THE FOUNDATION -o- e°K Seo Coldr:Pll, Idaho e3606 ALL STRUCTURAL MEMBERS WILL BE GIVEN ONE COAT OF MANUFACTURER'S DESIGN ENGINEER. THE LENGTH PROVIDED BY R & M 208-454-1e00 Fox 20e-454-1801 STANDARD RUST-INHIBITIVE PRIMER MEETING THE PERFORMANCE REQUIREMENTS STEEL IS AN ESTIMATED LENGTH AND SHOULD BE CwB SCALE: REVISION OF TT-P-6645. THIS IS NOT A FINISH COAT AND IS NOT INTENDED FOR PROLONGED CWB DATE: 10 30 24 TWIN FALLS, ID I By EXPOSURE TO THE ELEMENTS. REFERENCE AISC 360-16, CODE OF STANDARD ADJUSTED ACCORDING TO THE FOUNDATION DESIGN. ACDITE tee„ PRACTICE SECTION 6.5.1-6.5.4. AC472 CSA1ra1 GRACE CONSTRUCTION RPW ww PSI RECYCLING CENTER OF/ Page 5 of 29 FRAME LINES: 1 2 ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) NOTES FOR REACTIONS WInd Q Q Press 1. All loading conditions ore examined and only moximune minimum H or V and the r COLUMN LINE Frm Cal Vert Vert Lee Snow Harz Harz- Windlaff2 Harz Pros corresponding H or V ore reported. / Une Une YM Vert YM VM Harz YM Florz Vert hors Vert Harz YM Harz 3 A 0.9 0.1 3.6 0.3 2.4 -7.7 0.0 -1.2 2.0 0.7 0.0 2.4 -1.5 2 Positive reactions are as shown in the sketch. Foundation loads are In 3 B 0.9 0.6 3.6 2.3 -2.4 -7.7 0.0 -0.2 -2.4 -5.0 0.0 2.4 -4.6 3 C 0.9 0.6 3.6 2.3 0.0 -0.2 2.4 -7.7 0.0 2.4 2.4 -5.0 -4.6 opposRe dfredtons. 3 D 0.2 0.1 0.4 0.3 0.0 -1.2 0.0 -0.8 0.0 0.4 0.0 0.7 -1.5 3 Brocfn reaclons are In the plane of the brace wffh the H pOnHng away from the braced bay. The vertical reocflon Is downward. Frm Cot Suct YllndJonpI Wind-Lo Sols-Left Seh_RIght Fong -MIN_SHOW-- 4. Suldlnq reactions are based on the fofbw building data: Une Une Harz Hors Vert Hors L Norz Vert Horz Vert Vert Horn VM Mldth 40 3 A 1.7 0.0 -1.6 0.0 -1.3 0.0 0.0 0.0 0.0 0.0 0.0 4.5 _ 3 B 4.9 0.0 -3.3 -0.4 -3.4 -0.3 -0.4 0.0 0.4 0.0 0.0 1.5 Elmo Height H = 40 / 24 3 C 4.9 0.1 -3.4 0.0 -33 0.0 0.4 0.3 -0.4 0.0 0.0 4.5 Roof Slope (Brack/Front) ( ) = 2.:12 / 3.0:12 3 D 1.7 0.0 -13 0.0 -116 0.0 0.0 0.0 O.D 0.0 0.0 0.5 Roof Dead Load Frm Col E21H18_ _L- E2UN8_SL-R- Wall Dead Load PSILeff Endwall Psi = 0.0000 Une Un► Harz Vert Norz Vert Right Endwall psi = 0.0000 H H 3 A 0.0 0.2 0.0 -0.1 front Sidewa8 psi = 0.0000 3 B 0.0 2.5 0.0 1.2 Back Skewall = 0.0000 3 C 0.0 1.2 0.0 2.5 Roof Uvs Load psi = 20.00 IV HIV 3 D -0.1 0.2 Frame Lee Load psi = 20,00 eral ENDWALL COLUMN: MAXIMUM REACTIONS,ANCHOR BOLTS, ABASE PLATES Roof Snow Load RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, R BASE PLATES Roof Snow Load�p pg) pp3f = 55.00 Ground snow Laad Mlnfmum Snow psi = 25.00 THE VERTICAL COMPONENT OF I)RACING REACTION IS INCLUDED IN VERTICAL REACTIONS. Cdumn_R*ocflo k wind m = 102 Column_Reactions(k ) Frm Col Load Hmax V Load) Hmin V Bo In Base_Plot�In Grout WInd Code P ) = IBC 18 Frm Col Load Hmax Y Load Hmfn Y BoH(in) Base p in) Grout Uns Une Id H Ymax Id H Vmin )D1a Width Length) Thick (In) Exposure = C Une Une Id H Vmax Id H Ymin Qty Dlo Width Thick (In) - - ___ Closure = Partially Enclosed 3 A 8 1.0 -0.9 9 -0.9 -0.9 4 0.750 6.500 6.000 0.250 0.0 Internal Wind Coelf = 0.55/ 4.55 1 D 2 2.2 3.8 3 -2.2 -0.2 4 0.750 6.000 8.500 0.500 0.0 10 1.6 1.9 B 1.0 -0.9 Risk Category = D - Normal 7 1.6 7.1 5 1.0 -4.6 Importance - Wind = 1.00 I A 4 2.2 -0.2 1 -2.2 3.8 4 0.750 6.ODO 8.500 0,500 0.0 3 B 11 2.9 -4.1 12 -27 -1.5 4 0.750 6.500 6.000 0.250 0.0 Imppoortance - Seismic = 1.00 7 -1.6 7.1 6 -1.0 -4.6 7 0.0 6.0 11 2.9 -4.1 Seismic Design Category = C 3 C 13 2.9 -4.1 9 -2.7 -1.5 4 0.750 6.500 6.DDO 0.250 0.0 Seismic Caff (Sms) = 0.317 Pf = 0.7 Ce Ct I Pg RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, 8 BASE PLATES 7 0.0 6.0 13 2.9 -4.1 5 tmdlrp cond)tions are: Ce ` 1.00 THE VERTICAL.COMPONENT OF BRACING REACTION IS INCLUDED 1N VERTICAL REACTIONS. 3 D 14 I.0 -0.9 12 -0.9 -0.9 4 0.750 6.500 6.000 0.250 0.0 Cdumn_Readlom(k ) 15 1.0 1.0 14 1.9 -0.9 1 Dead+Collateral+0.7511w+0.45VArd_.effl Cf = 1.20 Frrn Col Load Hmax V Load Hmin V Bolt(in)Db Width se-P� In) Thldc (I d+CoUsml+0.751M+0.45WInd.JUghi1 I = 1).00 Une Une Id H Vnwx Id H Vmin 4 0.6Dead+0.6Wlnd�M2 - - - - BUILDING BRACING REACTIONS 5 0.6Dead+0.6WInd_RIgh 2 Pg = 15.00 PSF 2 D 2 5.2 7.9 3 -5.3 -1.2 4 0.750 6.000 8.500 0.500 O.0 6 0.6Dead+0.6Wlnd��onmgq22 Pf = 12.60 PSF 7 3.6 15.9 5 2.4 -7.8 d: Reactlons(k Panel-Shear 7 D*ad+Collateral+MlN_SHOW -wall - Cal -wind - - lsrnk - ��/H UNBALANCED LOAD = 22.9 PSF 2 A 4 5.3 -1.2 1 -5.2 7,9 4 0.750 6.ODO 8.500 0.500 0.0 8 0.60ead+0.6WInd-Sudion+0.6Wind_LonglL 7 -3.6 15.9 6 -2.4 -7.8 Lac Une Une Hors YM Harz YM Win bole 9 0.6Deod+0.6Mnd_Prsssure+D.6Wind_Lonp1L 10 Dead+CoWerol+0.45WInd_UH2+0.45WbW_Sudlon+0.75MIN_SNOW RIGID FRAME: BASIC COLUMN REACTIONS (k ) L-EW I (h) 11 D.6Dead+0.6Wfndjett1+0.6Wind_Suction F_SW A 1.2 3.9 4.5 0.5 0.6 12 0.6Deod+D.6Wlnd_Pressure+0.6WInd-Lo"2L Frame Column -----Dead-----Collateral- -----Uw---------Snow-----WlndjeffI- -Wind_%fI- R-EW 3 B,C 2.4 3.0 0.3 0.4 13 0.6Dwd+0.6Mnd_R1gM1+0.6Wind_Suc1Ion Une Une Hors Vert Harz Vert Harz Vert Harz Vert Harz Vert Harz VM B_SW D 2,1 3.9 4.5 0.5 0.6 14 0.6Dead+0.6Wlnd_Suction+0.6VAnd-Long2L 1 D D.2 1.2 0.2 0.6 1.0 4.2 0.6 2.6 -1.8 -5.9 2.6 -2,8 15 Dead+CoiMerol+0.45W1nd-MO12+0.45W1nd_Sudlon+0.75MIN_SNOW 1 A -0.2 1.2 -0.2 0.6 -1.0 4.2 -0.6 2.6 -2.6 -2.8 1.8 -5.9 (h)Rfgld from*of endwa8 Frame Column --Wlrnd_LeH2- -Wind-R hf2- --Wind-Longl- --Wlndjmng2- -Seismic SohnnIc-Aght Pe Une Un* Horz Vert Nor. rt Harz Verl Harz Vert Harz Vert Harz Vert Reactions for sefsmfc reprsserrt shear force. Eh 1 D -3.8 -1.6 0.6 1.5 1.5 -8.9 1.2 -8.7 -0.2 -0.2 0.2 0.2 Reaction values shown are unfadored I A -0.6 1.5 3.8 -1.6 -1.2 -8.7 -1.5 -8.9 -0.2 0.2 0.2 -0.2 From* Column -Seismic-Long -MIN_SHOW- FIUNB_SL_L- F1UN8_SL`R- Une Line Harz Vert Harz Vert Hm Vert Harz Vert 1 D 0.0 -0.6 1.2 5.2 0.5 15 0.5 1.5 1 A 0.0 -0.6 -1.2 5.2 -0.5 1.5 -0.5 2.5 Frame Column -----Deod------Colloieml- -----Live---------Snow-----Wlnd_LeH1- -Wind�tiyhit- Une Une Harz Vert Hors Vert Harz Vert Hors VM Harz Vert Hors VM 2 D D.3 1.9 0.4 1.5 2.3 10.0 1.5 6.3 -4.4 -14.2 6.2 -6.7 2 A -0.3 1.9 -0.4 1.5 -2.3 10.0 -1.5 6.3 -6.2 -6.7 4.4 -14.2 n1 Frame Column --W1nd_L&ft2- -VAM RI h12- --Wind_amgl- --M1nd_LorV2- -Sehmk_L*H S*kmkj6gM ���Cj�o NN S Uns Une Hors VM Hors Y M Hw2 Vert Harz Vert Hors Vert Harz V 2 D -9.2 -3.9 1.4 3.6 3.6 -14.9 2.9 -14.4 -0.3 -0.3 0.3 0.3 O �\ 2 A -1.4 3.6 9.2 -3.9 -2.9 -14.4 -3.6 -14.9 -0.3 0.3 0.3 -0.3 Frame Column -Sdsmlo-1anq -MIN-SNOW-- F2UNB_SL L- F2UN8_SL_R- Q Une Line Harz Merl Harz Vert Harz Vert Harz Ved 2 D 0.0 -0.6 2.9 115 1.2 6.0 1.2 3.5 2 A 0.0 -0.6 -2.9 In -1.2 3.5 -1.2 6.0 ANCHOR BOLT SUMMARY 0 F Diu Pro vF� Tu Qly Locate (In) Type (In) '1 V ' O 16 Eredwall V4' C4% 2.00 0 16 Frame 3/4` GR36 2-DO NOV 5 2024 R & M STEEL COMPANY PY 580 CITY APPROVED PLANS Caldwell.O., IdaBOho 83606 IT 208-454-1800 Fax 208-454-1801 Reviewed for Code Compliance SCALE: J REVISION PLANS MUST BE ON JOB SITE DATE:10 30 24 d TWIN FALLS, ID DRAWN BY FOR ALL INSPECTIONS GRACE CONSTRUCTION RPW PSI RECYCLING CENTER 0F/ Page 6 of 29 COMPONENTS AND CLADDING Uniactored Member Panel 32'-0" '— O Id Pressure Suction Pressure Suction 1 16.00 —19.72 20.38 —47.89 2 16.00 —31.75 20.38 —66.57 3 16.00 —44.17 20.38 —78.06 4 24.79 —26.67 29.11 —36.62 5 24.79 —28.00 29.11 —36.62 0 0 32'-0" 3 4'-0" a p D c I O O 01 I c r O O 0 N ® ® ® N 00 00 0 o 6- CIA tV M M 00 0 F o Q A q 32'-0" 3 S\0NAL F NS � 1 0 vFQ T OF HV . � NOV 5 2024 32'-0" ,_ " CITY APPROVED PLANS R & M STEEL COMPANY P.O. Box 580 Caldwell, Idaho 83805 PANEL ZONE LAYOUT Reviewedfor Code Compliance 208-454-1800 Fax 208-454—t8o1 SCALE,PLANS MUST BE ON JOB SITESCALE, CICAMN REVISION (Wind Pressures, Unfac#ored (psf)) FOR ALL INSPECTIONS DATE:10 30/24 TWIN FALLS, ID DRAWN BY GRACE CONSTRUCTION RPW DRAWING NUMBER PSI RECYCLING CENTER -3 or Page 7 of 29 1 40'-1 1/2-OUT—TO—OUT OF CONCRETE 3 o pia= 3/4" 2 20'-0" 20'-1 1 2" 11" 1 9'-1" s N D X—Bracin a' D ° ° o o -TO. x o o A C D as OUT OF CONCRETE M OUT OF STEEL 0'-2" PROJECTION MIN. a' 1 1/2% HOOK BAR OR TIE ROD AS REO'D) 1 1 2' PA ELELEV, 100'-0" s���sira.�� 0 o NOTCH 61 .II B GRADE 41 4 ti U QC o c o, ANCHOR BOLT _I E G I CONCRETE DETAIL W/ PANEL NOTCH O M p O N O y m I � x 0 0 rn z I 0 v B B S\Cj NA L F ENS N6/1 0 C I D A o o o 0 0 o p=p o 0 A X—Bracing 11" 19,-1" rn NOV 5 2024 20'-0" 20'-1 1 2" CITY APPROVED PLANS R & M STEEL COMPANY Reviewed for Code Compliance P.O. Box 580 1 Caldwell, Idaho 83606 3 PLANS MUST BE ON JOB SITE 208-454-1800 Fax 208-454-1801 SCALE: lJOB LOCAI10PJ REVISION FOR ALL INSPECTIONS DATC:10 3D 24 TWIN FALLS, ID ANCHOR BOLT PLAN DRAWN BY NOTE: All Base Plates 0 100'-0" (U.N.) GRACE CONSTRUCTION RPW PSI RECYCLING CENTER oF/ Page 8 of 29 Dio= 3/4' Dia= 3/4' Dlo= 3/4" Dia= 3/4" SW LN � s" 8' 10' ---I--- ---I-- I iv 010 it 010 " I 4" N O O Oi0 4 m 0i0 I I r ----- , I— —=--- —I I 2" I 2- " i— O OLJ J L 0 1 1/2" 1 1/2' 8' 1 1/2" 1 1/2' 8' 1 1/2" SW 1 1/2' SW � 11 See Plan DETAIL A DETAIL 8 DETAIL C DETAIL D cbS\ONA� F� ENS � 1 0 vF0 T OF V . NOV 5 2024 R & M STEEL COMPANY CITY APPROVED PLANS cow,,:iI.*ldx 580e3606 Reviewedfor Code Compliance 208-434-1600 Fox 208-454-16o1 SCALE: IJOB LOCATION REVISION PLANS MUST BE ON JOB SITE DATE:10 30 24 TWIN FALLS, ID FOR ALL INSPECTIONS DRAIYN GRACE CONSTRUCTION RPW DRAWING NUMBER PSI RECYCLING CENTER ova Page 9 of 29 SPLICE PLATE do BOLT TABLE MEMBER A Mark Web Depth Web Plate Outside Flange Inside Flange Mark Top got Int T Dia Length Width Thick Length Start/End nd Thick Length W x Thk x Length W x Thk x Length RFi-1 8.0 10.6 0.150 46.7 6 x 1 4 x 281.0 6 x 1 4 x 259.0 SP-1 4 4 0 A325 0.750 2.00 6" 1/2" 2�-7 1/2" 10.6/22.5 0.150 240.0 6 x 1/4" x 31.6 SP-2 4 4 0 A325 0.750 2.00 6' 1 2" 1�-7 1 4" RF1— 24.0 12.1 0.150 220.2 fi x t 4" x 214.1 fix 1 4" x 217.4 '77FLANGE BRACES: Both Sides(U.N.) FBxxD(1) D — L2x2x14 RCAP 8 20—11 2O~ 3 8 8� RpOF COLON " 8 26 A 0 A�1�1 � 4 ® 4'_1j 3 8" �3.000 f6�O11,a_�—� \//— ,FB�IJ 3.000� 12 Eg60 ti� _ N F�1J oL V1 ARC8 o f TYP.AS SHOWN I I I o Tn f I I a m i I m I o I I I o iv I co + I iv d o I I a x I o Le r` a � y � m I m o I N t� r` I L- k c`ry co I o_ o a s I I ` d 1 I Cr j v I ao c� NU I o I I a I I I 1 cbS\p N A L FN \GENS Q) I I � 8" �- 1'-10 15/16" 34'-10 1/8" V-10 15/1� 8" Clearance + — FO T of 40'-0" OUT—TO—OUT OF STEEL H V . p A NOV 5 2024 RIGID FRAME CROSS SECTION: FRAME LINE 1 R & M STEEL COMPANY P.o. Box 580 kd caw.11, Idaho 83606 20 208-454-1800 Fox 8-454-1801 SCALED OB LOCA110H REVISION CITY APPROVED PLANS DATE:10 30 24 TWIN FALLS, ID DRAWN BY Reviewedfor Code Compliance GRACE CONSTRUCTION RPW PLANS MUST BE ON JOB SITE DRAWING NUMBER FOR ALL INSPECTIONS PSI RECYCLING CENTER OF/ Page 10 of 29 SPLICE PLATE & BOLT TABLE MEMBER TABLE Q}y Mark Web Depth Web Plate Outside Flange Inside lunge Mark TopBot Int Type Dia Length Width Thick Length Start/End Thick Len ih W x Thk x !en ih W x Thk z Length RF2-1 8.0 10.6 0.150 46.7 6 x 1 4 x 286.0 6 x 1 4 x 259.0 SP-1 4 4 0 A325 0.750 2.00 6" 1/2� 2�-7 1/2" 10.6/22.5 0.150 240.0 6 x 1/4" x 31.6 SP-2 4 4 0 A325 0.750 2.00 6" 1 2 1 —7 1 4 RF2-2 24.0 12.1 0.150 220.2 6 x 1 4" x 214.1 6 x 1 4" x 217.4 '77FLANGE BRACES: Both Sides(U.N.) FBxxD(1) D — L2x2x14 RCAP /lam ' 8 2Q_11 3 8" $" RpOF COLpR gyp" r " 8 Ga pgR, 26 A A�.11 3 a 4 ® 4r,11 3 8" Fa�p Fg20 Q3.000 TZ 0 F 0 r 183D 3.000� 12 �°�--f' ���Q 12 Q N F� H RE2l� ARC8 RF2-2 a I TYP.AS SHOWN I r I I o I V) a i LO m I lam I I o I � is I a0+ I ip e m �+ O �+ a� o I I I m r o N c..) ^ ca I ao_ o 04 I 00 ^i�v I (ifl y l a a I cV V cV V I e I I o S\0 N A F OENS I I M I 8" I+ r11'-10 15/16" 34'-10 1 8" 1'_10 15/1 8" v � Clearance + - O T OF HV . � 40'-0" OUT-TO-OUT OF STEEL NOV 5 2024 0 A R & M STEEL COMPANY P.O. Box 580 RIGID FRAME CROSS SECTION: FRAME LINE 2 CITY APPROVED PLANS 208-u aOO`dFox 208 454-1e01 Reviewed for Code Compliance SCALE: JOB LOCAT 014 REVISION PLANS MUST BE ON JOB SITE DATE:10 30 24 TWIN FALLS, ID DRAWN BY FOR ALL INSPECTIONS GRACE CONSTRUCTION RPW D W NUMBER PSI RECYCLING CENTER OF/ Page 11 of 29 14 3 16' 1 4" 3 16 3 16 3/16" 4316- 161 4 1 4" 3 lb 3 i61 4 1 4" 1 4 1 4 RF1 - 1 & RF2- 1 4" 14" 14 1 4 3 16 3 16" 316" 316 3 16 3 16 4 SS\0NAL F� 1 4' o�� ��GENS 14 � 1 RF1 -2 & RF2-2 vF° T OF HV . \- NOV 5 2024 R 8 M STEEL COMPANY CITY APPROVED PLANS Caldwell.Idaaho BY406 208-454-1800 Fax 208A54-1801 Reviewed for Cade Compliance SCALE JOB LOCATION REVISION PLANS MUST BE ON JOB SITE DATE'10nana TWIN FALLS, ID ORAV%W BY FOR ALL INSPECTIONS GRACE CONSTRUCTION RPW DRAW11 NUMBER PSI RECYCLING CENTER 19 Page 12 of 29 2 BOLTS 2 BOLTS 4 BOLTS 1/2" x 1" (TYP.) PURLIN 1/2"x 1"(TYP.) ROOF 1"x 1"x .075" 1/2"x 1"(TYP) TEK SCREW PURLIN BRIDGING ANGLE @ EA. PURLIN PURLOIN AS SHOWN WALL GIRT 2 RA20 ENDWALL 4„ RAF-1 L R FLANGE I r- BRACE ® , ® FLANGE BRACE I � ENDWALL I I ENDWALL 1"x 1"x.075" COLUMN BRIDGING ANGLE I 11^ AS SHOWN RAFTER 4 CLEARANCE STEEL LINE\ I / RIGID FRAME �TEK SCREW @ LOCATE CLIP BETWEEN RAFTER EACH PURLIN EACH GIRT @ C'COLUMN WEBS A3 ROOF PURLIN TO STEEL LINE A9 ROOF PURLIN TO ENDWALL COLUMN ENDWALL RAFTER O RIGID FRAME RAFTER B1 PURLIN BRIDGING B2 O WALL GIRT BRIDGING B4 TO ENDWALL RAFTER 4 BOLTS BOLTS BOLTS 6 BOLTS 2 BOLTS 1/2"x 1" (TYP) 1/2"x 1" (TYP) 1/2"x 1"(TYP) 1/2"x 1" TYP ENDWALL (TYP) CORNER 112"x 1"(TYP) ENDWALL COLUM GIRT COLUMN COLUMN RAFTER/ ASSEMBLY ASSEMBLY "x 1TYP ( � BOLTS RIGID FLANGE BRACE RAFTER RIGID FRAME BOLTS 1/2 " FRAME (AS REQ'D) L 4 x 2 x 7-3/8 COLUMN CA52 . ;- CA52 w/2-#12 ENDWALL o ENDWALL e x 1"TEKS CA52 GIRT CA52 GIRT o •�w `� `-) o ® a f 1 I Sic ® ENDWALL SW GIRT ENDWALL DOUBLE'C' DOUBLE'C' GIRT COLUMN ENDWALL ENDWALL COLUMN COLUMN 11^ SIDEWALL GIRT ova 0-01 ENDWALL COLUMN DOUBLE 'C' ENDWALL COLUMN DOUBLE 'C' ENDWALL CORNER B7 TO ENDWALL/ RF RAFTER C2 TO WALL GIRTS C3 COLUMN TO WALL GIRTS COLUMN TO WALL I D8 CORNER COLUMN TO W O G RTS O S GIRT 4 BOLTS 4 BOLTS 1/2" x 1" (TYP) 1/2"x 1" (TYP) ENDWALL 'C'COLUMN EW COLUMN (DOUBLE 'C') i N Ns FN�/ O � � 1 ® y ® 2-CA3 v p � ANCHOR . FO T OF 5� ANCHOR BOLT ® H v �PQ` BOLT ® CITY APPROVED PLANS NOV 5 2024 2-CA3 Reviewed for Code Compliance PLANS MUST BE ON JOB SITE R 8 M STEEL COMPANY FOR ALL INSPECTIONS P O Box 580 Caldwell.Idaho 836% 208454 1800 Fez 208-454 1801 ED EW COLUMN BASE PLATE E2 EW COLUMN BASE PLATE DATE 10131124 JOB LOCATION (FALLS, ID REVISION "WN BY GRACE CONSTRUCTION RPW PSI RECYCLING CENTER Page 13 of 29 6 BOLTS 6 BOLTS 4 BOLTS 4 BOLTS SEE ENDWALL DRAWING 112" x 1" (TYP) 1/2" x 1" (TYP) 1/2"x 1 1/2" (TYP) TEK SCREW 112"x 1 1/2"(TYP) EAVE FOR BOLT DIA AND TYPE. ENDWALL ROOF RAFTER PURLINS RIGID FLANGE 2" STRUT BRACEFRAME ® COLUMN (AS REQ'D) 4 ® EAVE I RA20 STRUT I ® RAFTER e 1 FLANGE � 11" BRACE e I RAFTER SIDEWALL GIRTS ENDWALL 4' i�1/4" SPLICE ® RAFTER I Clearance STEEL RIGID PLATES RF RAFTER �` STEEL LINE FRAME COLUMN F12 ENDWALL RAFTER SPLICE G ROOF PURLIN TO INTERIOR H2 SIDEWAL LINEL GIRT TO 18 19 EAVE STRUT TO AT RIDGE RIGID FRAME RAFTER O INTERIOR FRAME COLUMN EAVE STRUT TO ENDWALL RAFTER RIGID FRAME COLUMN 4 BOLTS 112"x 1 112" 112" 5/8" E.H.S.CABLE WITH 1 1/4'EYEBOLT CONCRETE FOUNDATION BY OTHERS MUST BE ADEQUATE 1/2' E.H.S.CABLE WITH 7/8"EYEBOLT TO SAFELY RESIST THE LOADS IN THE REACTION REPORT (TYP) ENDWALL COLUMN 318' E.H.S.CABLE WITH 3/4"EYEBOLT (DOUBLE'C') EAVE 5116" E.H.S.CABLE WITH 5/8"EYEBOLT WALL PANEL STRUT 1/4" E.H.S.CABLE WITH 1/2"EYEBOLT4UT ENDWALL X-BRACE RAFTER CABLE ® X-BRACE CABLE &BRACE a ® RIGID FRAME &BRACE GRIP GRIP RAFTER 2-CA3 BASE ANGLE HILLSIDE EYEBOLT ® ':.� (BA) WASHER X BRACE CABLE ` NUT EYEBOLT &BRACE GRIP ,�d BASE TRIM "' : . =;';. RIGID FRAME ° (BT2) •.;:;.;7. ;,.. COLUMN SLOT IN WEB TOHILLSIDE FLAT CONCRETE >� ° WASHER INSERT HILLSIDEWASHERINSIDEpANEL WASHER&EYEBOLT 3HXA ANCHOR SWASHER -ANGLE CIOSURE NOTCH COLUMN OR a BOLT RAFTER WEB 1 1/2"x 1 112" J2 EAVE STRUT TO RIGID FRAME Q2 T1 COLUMN Q4 Q5 3HXA&2- CA3 @ ENDWALL SECTION THRU WALL PANEL @ INTERIOR BAYS X-BRACE CABLE & EYEBOLT DIAGONAL CABLE, EYEBOLT END O AND CONCRETE FOUNDATION 1-FIELD CUT X-BRACE THRU GIRTS(AS RECI D). 4 BOLTS 2.FIELD CUT X�RACE TO LENGTH(AS REO'D). 1/2"x 1"(TYP) 8"ROOF 3.FIELD FIT AND DRILL GIRTS AT CORNER PURLIN COLUMN(AS REQ'0). 4.FIELD LOCATE WALK DOORS,WINDOWS, ® Sip N A L AND LOUVERS(AS REQ'D). 5.FIELD FIT WINDSTRUT(AS REQ'D). 0 �c� �G E N S 6.FIELD CUT 3'-4"ELEV.GIRT AND TEK TO 4-BOLT CLIP w/ O 8 114'WALK DOOR JAMB. 6"x 7"x.180" 7.FIELD FIT FLANGE BRACES AS REQ'D. GUSSET Y 1 8 LAP BRIDGE ANGLE 1".USE(2)12-14 x 1"TEKS. 9.LAP RAKE ANGLE 1',USE(2)12-14 x 1'TEKS. FIELD NOTES o FORMAT IS BDDxWTHH vFO T OF B = 3 PLATE BUILT UP SECTION. H V . �PQ' DD = WEB DEPTH IN INCHES. W = FLANGE WIDTH IN INCHES. (6=6',8=8',0=10',2=12') ENDWALL NOV 5 2024 CITY APPROVED PLANS T = FLANGE THICKNESS IN 1116"ITCH UNITS. RAFTER (3=3/16',4=114',5=5116'6=318%8=1/Y, Reviewed for Code Compliance R&M STEEL COMPANY 0=518',2=314' PLANS MUST BE ON JOB SITE P.O.Box 580 HH = WEB THICKNESS IN DECIMAL INCH UNITS. Caimveo,Idaho 83606 Y2 (14=.1495,17=.1793,25=.2500,31=.3125) ARC8 FOR ALL INSPECTIONS 2W454-18M Fax208-454.1601 BUILT-UP NOTES ANTI-ROLL CLIP DETAIL OATS: d`1QrS1/24 TWIN N F RCS`°" GATE' FALLS, ID RAWN BY GRACE CONSTRUCTION RPW PSI RECYCLING CENTER Page 14 of 29 MEMBER TABLE ROOF PLAN MARK PART LENGTH P-1 8x25Z16 23-5 P-2 8x25Z15 23-4 1�2" E-1 84x5E34 19'-11 /4" 40'-0" OUT-TO-OUT OF STEEL 3 E-2 84x5E34 19'-11 1/2" CB-3 1/4EHS 20'-0" 2 CB-4 1 4EHS 27'-0" 20'-0" 20'-0" rt 1" U RF1-1 E-1 F2-1 E-2 f I 02 I I 1 i I I I 1 IW I I I I 1 I I 1 P-1(TVII I I I P-2 T 1 I I I 1 RF2-2 cLi I I N H 02 I I 1 1 I W I N I r I I 1 0 o I I I I I N C> I I I I 1 RF1-2 I I I ER-1� I I I eI r 1 I I I I 1 I I I I I I I I I I I I 1 RCAP I I I I I P-1 Typ 1 I 1 P-2 Typ I 1 (14) I I I I I I I 1 I RF1-2 I I I I ER-1 ol INSTALL ROOF FLANGE BRACE I I I I AS PER RIGID FRAME CROSS o SECTION I I f I 1 it I I RF2-2 \QNA( o I I I I I o S F o \DENS I I I I I Q I I I I I CITY APPROVED PLANS � 1 CB 3 I f 1 Reviewed far Code Compliance I I I I I I PLANS MUST BE ON JOB SITE v I I I T O F FOR ALL INSPECTIONS S� A RF1-1 E-1 RF2-1 E-2 u v �P� PURANN 3'-r ZBRDG ANGLE ROOF Nov 5 2024 ''-5' SHEETING PANELS: 26 Go. PBR R & M STEEL COMPANY ROOF COLOR cola.P.O. BOX 5 eseoe ROOF FRAMING PLAN 208-454-1800 Fox 208-434-1801 SCALE- JOB LOCAIIONREVISION DATE:10 30 24 TWIN FALLS, ID RP N n O GRACE CONSTRUCTION W PSI RECYCLING CENTER of Page 15 of 29 MEMBER TABLE GRID A do D MARK PART LENGTH E-1 84x5E34 19—11 3 4 E-2 84x5E34 19'-11 1'2" G-5 Bx25Z16 21'-6 1 2" G-6 8x25Z16 21'-6 1/2" CB-2 5 16EHS 29'-0" CONNECTION PLATES GRID A do D ❑ID MARK PART 2 SWC—N 1 40'-0" OUT-TO-OUT OF STEEL 3 3 40'-0" OUT-TO-OUT OF STEEL 1 20'-0" 2 20'-0" 20'-0" 2 20'-0" 1g1" 4" 4" 11" t E-1 J2 E-2 18 1 18 E-2 J2 E-1 E4 j I I 02 I I I t I I Q2 I G-5 I I G-6 I I G-6 I I G-5 I I I I I I 2 2 I I I o I I I I I I I o I I I I I I I I ! I I I I I I co I I H2 I I `D I I I I o I I G-5 I I G-6 I 82 I I N2 I G-5 I I I All, cG-6 cv coNao-n ILn 62 I I i I I G-6 G-6 I G-5 I I ` I I G-5 I G-6 G-6 I G-5 2 c INSTALL SIDEWALL FLANGE BRACE BA20 BRDG ANGLE Tt I BRDG ANGLE Q2 T4 AS PER RIGID FRAME CROSS SECTION BA20 ------------------ ----------- ---- I RF1-1 RF2--1 EC-1 EC-1 RF2-1 RF1-1 GIRT 1--6 t GIRT 1'-6 1f�_ c�\0NA LF LAPS 1'-6 1/2" LAPS 1'-6 1/2" G E N S 0 2 SIDEWALL FRAMING: GRID A SIDEWALL FRAMING: GRID D 1 0 vF0 T OF HV . � NOV 5 2024 R & M STEEL COMPANY P.O. Box 560 3605 CITY APPROVED PLANS �i-1600 iaFoo a-454 208-454-1600 Fox 206-454-1601 Reviewed for Code Compliance SCE' REVISION DATE:ID 30 24 TWIN FALLS, ID PLANS MUST BE ON JOB SITE DRAWN BY FOR ALL INSPECTIONS GRACE CONSTRUCTION RPW DXAW1jr NUMBER PSI RECYCLING CENTER OF Page 16 of 29 BOLT TABLE GRID 1 & 3 LOCATION I QUAN TYPE DIA LENGTH ER-1 ER-1• 8 A325 5 8 1 3 4 Columns Rof 4 GR 5 1 2" 1" MEMBER TABLE GRID 1 do 3 MARK PART LENGTH EC-1 8x25C13 22—9 5 8 EC-2 D1Ox5C12 25'-1 5/8" ER-1 W8x10 20'-7 3/8" ER—I* W8x10 20'-7 3/8" G-1 8x25Z16 8'-8" G-2 8x25Z16 19'-4" G-3 8x25Z15 19'-4" G-4 8x25Z14 19'-4" CB-1 1 4EHS 31'-0" FLANGE BRACE TABLE D 40'-0" OUT—TO—OUT OF STEEL A A 40'-0" OUT—TO—OUT OF STEEL D GRID 1 do 3 OID I MARK I LENGTH 1 1 FB1D 1 -4 3 4 �3 31L, f--13 S" 9'-4" 20'-0" C 9'-4" 8" 3 CONNECTION PLATES 12 12 12 GRID 1 h 3 Fie DID MARK PART A3 1 3HXA A9 2 CA3 _ _ B, 3 SWC—N FBl p f I 1'� 4 CA52 5 SA Rp29— 04 I I RAZO c3 I G-3 I c 4 4❑ I I o I I I D1 I I I Di G-3 I G-1 5❑ 3❑ it 4 4 4 4 4 I I I I I I I o I D8 I 1 D8 I I I I I ! B2 I I I o 5 G-1 G-41 G-1 N i /11G C,4 DooG-1 -3 G-1 !o I I ®I Fil 4 4:1 I 14 ® I© INSTALL ENDWALL FLANGE BRACE I I � G-1 I G-2 I G-1 IQ I I 4❑ 4 4 &MIDE2 BA20 BRDG ANGLE T1 I o ------�� ---------------- atEW ---j M C5\0 L FN EC-1 EC-2 EC-2 EC-1 �� ��G E N S 61 ENDWALL FRAMING: GRID 1 ENDWALL FRAMING: GRID 3 0 vF0 T OF V . NOV 5 2024 R & M STEEL COMPANY P.O. Box 5M CITY APPROVED PLANS IT 208-454--1'BI00 ox 20eiSi-18D1 Reviewed for Code Compliance SCALE: L ON REVISION PLANS MUST BE ON JOB SITE DATE:10 30/24 TWIN FALLS, ID DRAWN FOR ALL INSPECTIONS GRACE CONSTRUCTION RPW PSI RECYCLING CENTER DF J Page 17 of 29 8" NOTE ROOF PANEL S-188 END CAP (FIELD CUT) ROOF PANEL SEE DETAIL 1 4"(MIN.) O.H.@ EAVE TYPICAL TEK SPACING FOR HIGH RIB PANELS POP RIVET RAKE&EAVE TOGETHER HERE - EAVE FASCIA(S-17 or S-23) ;o/%//i% NOTE: ALIGN ROOF PANEL HI-RIBS WITH WALL PANEL HI-RIBS. DO NOT CUT HORIZONTAL EDGE S-17(EAVE TRIM) #14 x 718 STITCH TEK �� (NEED EDGE TO POP RIVET TO RAKE) #14 x 7/8 STITCH TEK (STRUCTURAL) S-188#12 TEK 1 _ ,,—CUT ON DOTTED LINE END CAP @ 12"O.C. (FIELD CUT&BEND) OUTSIDE CLOSURE 12"O.C.(TYP.) � RAKE FACIA 2-3/4'.ROOF PANEL MITER DETAIL: EAVE-TO-RAKE WALL PANEL I. TYPICAL SPACING AT INTERMEDIATE PURLINS &GIRTS. STITCH TEK STITCH TEK ti 1 ROW 1-ROW @ 2'-0" O.C. @ 2'-0" O.C. MASTIC MASTIC #14 x 718 STITCH TEK MASTIC ROOF PANEL O—INSIDE (STRUCTURAL) WALL Z-GIRT �1 �CLOSURE #12 TEK ROOF PANEL MASTIC DETAIL MASTIC @ ROOF PANELS ONLY STRUT S188-8 RAKE TRIM VE t OX tS 188-8 RAKE TRIM R & M S STITCH TEK DETAIL 1 CA 2'-O"O.C. II, TYPICAL SPACING AT PANEL ENDS (TYP.) 1)TYPICAL SPACING AT EAVE STRUT. 2)TYPICAL SPACING AT RIDGE CAP. NOTE: PEAK BOX DETAIL @ GRID 1 3)TYPICAL SPACING AT BASE ANGLE. "- 4)TYPICAL SPACING AT RAKE ANGLE. 1)MITER S188-8 RAKE TRIM @ PEAK&SEAL. o a 5)TYPICAL SPACING AT PANEL LAP. 2)INSTALL PEAKBOX&SEAL. N III. REFERENCE PANEL ZONE LAYOUT 3)MITER S188-8 AND S-17 @ CORNERS&SEAL. 2'-0"O.C. S-188 RAKE TRIM PEAK BOX S-188 RAKE TRIM INSIDE CLOSURE �`� TYPICAL SIDE LAP STITCH TEK SPACING 2'-0-O.C.(TYP) R &M STEEL CO. BASE ANGLE T T T T T T CALDWELL, ID. BASE TRIM(BT2) T S-17 EAVE TRIM DETAIL & WALL STITCH TEK LAYOUT IV. TYPICAL STITCH TEK SPACING (SIDE LAP ONLY) #14 x 718 STITCH TEK @ 12"O.C. MASTIC #14 x 7/8 STITCH TEK @ 12"O.C. NOTE: PEAK BOX DETAIL @ GRID 3 MASTIC ROOF PANEL 1)MITER S-188 RAKE TRIM @ PEAK&SEAL. S-188 END CAP S-188 END CAP RAKE FASCIA ROOF PANEL RAKE FASCIA 2)INSTALL PEAKBOX&SEAL. (S188-8) (S-188) 3)MITER S-188 AND S-17 @ CORNERS&SEAL. 0 o PURLIN PURLIN o o RA20 #14 x 7/8 STITCH TEK @ 12"O_C. c'S�� NAL #14x718STITCHTEK@12"OC_ �GENS #12-14 x 1 1I4"TEK 718 WALL PANE @ EACH PURLIN&ES FLANGE BRACE OUTSIDE CLOSURE (IF APPLICABLE) FLANGE BRACE WALL PANEL SIDEWALL GIRT RIGID FRAME (IF APPLICABLE) ENDWALL CAP TRIM RAFTER RAFTER ----------- a p RAKE TRIM DETAIL @ GRID 1 RAKE TRIM DETAIL GRID 3 #12-14 x1 1/4" vF0 T OF @ STRUCT. TEK H V �P WALL PANEL CAP TRIM DETAIL RIGID FRAME BASE ANGLE GRID 1 COLUMN NOV 5 2024 (ANCHORED TO FLOOR) INSIDE CLOSURE DIE FORMED RIDGE @ CONCRETE R&M STEEL COMPANY� /�TEK&STITCH SCREWS 2-ROWS MASTIC 2-ROWS MASTIC PO Bw5w FOUNDATION �` (SEE PANEL FASTENER DETAIL) CITY APPROVED PLANS @ LAP - @LAP _ zm454-1800�z�1801 BASE TRIM RQpF QPN�� ROOFp`1 RAC Reviewed for Code Compliance oSrCALE TE �arwrza TWIN FALLS ID RewsoN a (BT2) PLANS MUST BE ON JOB SITE "q�yRE, FOR ALL INSPECTIONS GRACE CONSTRUCTION RPW PANEL NOTCH BASE DETAIL DIE FORMED RIDGE CAP DETAIL PSI RECYCLING CENTER NUMBS- Page 18 of 29 TRIM TABLE FRAME LINE A do D OID MARK LENGTH i BT2 21'-6" 2 CAP TRIM 24'-0" 3 S-11 24'-0" 4 S-17 21'-6" I I I I I I O I I I I I I I I I I I I I I I I I I t t t x c e t z c z c c c I x a I t t t t t t t t F c OI I I I I 1 I I I I I I I I I O 71 I 1 I I I I I I I I I I I O N N N N N N N N N N N N N I N N I N N N N N N N N N N N N N I I I I I I I I I I I I I I I I 1 I 1 1 SIDEWALL SHEETING: GRID A SIDEWALL SHEETING: GRID D �S\oNa� Fti PANELS: 26 Ga. PBR — WALL COLOR PANELS: 26 Go. PBR -- WALL COLOR Q) \�,E N � 1 0 vF0 T OF Hv . � NOV 5 2024 R & M STEEL COMPANY P.O. Box 580 CITY APPROVED PLANS Caldwell, Idaho W606 208-454-1800 Fax 208-454-1801 Reviewed for Code Compliance SCALE: jOB LOCATIOW REVISION PLANS MUST BE ON JOB SITE DATE:10 30 24 TWIN FALLS, ID DRAWN B FOR ALL INSPECTIONS GRACE CONSTRUCTION RPW PSI RECYCLING CENTER j of Page 19 of 29 TRIM TABLE FRAME LINE 1 & 3 Oil) MARK LENGTH 1 CAP TRIM 24'-0" 2 S188-8 22'-0" 3 S188EC 1'-0" 4 PK BOX 2'-6" 5 BT2 21'-6" 6 S-11 24'-0" 7 S-188 22'-0" f I 1 T I I Q Q � 3.000 3.000� 3.000 3.000 0 12 12 0 12 _ o I I I I I I I I I 1 i i i o - i I co N N co OI I O O I toN to .y N N N N N its I I O I cV` cV N I I I I I I I I I I I I I I I I 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------------------------------------------- s ENDWALL SHEETING: GRID 1 ENDWALE SHEETING: GRID 3 ��SS\jNAs F�0/ PANELS: 26 Ga. PBR — WALL COLOR p '� � 1 0 vF0 T OF HV . � NOV 5 2024 R & M STEEL COMPANY P.O. Box 5B0 ColdWd1, Idaho d33606 208-454-1800 Fax 208-454-1801 CITY APPROVED PLANS Eio ao 24 TWIN FALLS, ID JOB LOCATION REVISION Reviewed for Code Compliance DRAWN BY PLANS MUST BE ON JOB SITE ACE CONSTRUCTION RPW FOR ALL INSPECTIONS RECYCLING CENTER I50NMG NUMBER 4—!FZz Page 20 of 29 FASTENER TABLE SCREW SPACE OID PART in 1 #12S 12.0 2 112S 6.0 1 4'-0" 32'-0" 4'-0r 3 0 U 00 0 0 0 O O O N GO O O O N 00 O `� Q SRO N A F \�,ENS N�2 0 0 A A vF0 T OF 4'-0" 32'-0" 4'-0" H v , 1 3 NOV 5 2024 PANEL ZONE LAYOUT R & M STEEL COMPANY (Minimum Fastener Spacing) P.O. Box 580 Caldwell, Idaho $3606 20E-454-ISDO Fox 208-454-1601 SCALE: JOB LOCAVOW REVISION CITY APPROVED PLANS DATE:10 30 24 d TWIN FALLS, ID Reviewed for Code Compliance DRAWN 8Y GRACE CONSTRUCTION RPW PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS PSI RECYCLING CENTER OF Page 21 of 29 o g M • Lj GD � Uw � � S~ w �- ow 3 N 5 N - a3 o "E q A D 4 P- M� 40'-0' Of. .I. W w P CD O 5 r Fti LL m'd � O r C� xz rtw o r taw - - - - W m 00 z� N CL O 01 WAREHOUSE W U z a e e U e e � ZU � W � C13 ai m NH 20 0 g 40'-0' A D K—NIHIe c-us, T -IHM lHM F,..�N e N .CN KaMerle FLOOR PLAN z Kahler Nleld s1 Nrwr FeIII,s;,HnH SCALE: 1/4' = '-0' Aon�I HChe �S�ONAL F,yG tre \G CITY APPROVED PLANS o� ENS FF PLANS MUST BE ON JOB SITE 17866 FOR ALL INSPECNONS �/qTF OF �yC ER N�0 SYMBOL LEGEND INSULATION d ENERGY CODE: KEY NOTES KGNIELD SIMPLE SAVER WALL AND ROOF SYSTEM --TALL 2x WOOD STUD WALLS .� �7 INTERIOR FINISH,TYPE AND COLOR PER K.ANDREWS R-11(EFFECTIVE)IN THE WALLS,USE R-25 UNFACED FIBERGLASS INSULATION UFACTOR=0ZSs OWNER g EXTERIOR EMERGENCY 'C FEB'25 101 DOOR NUMBER ILLUMINATION a EXIT DOORS R-32(EFFECTIVE)IN THE CEILING(R-25-R-11 UPPER 6 MIN LOWER LAYER)U FACTOR=0.031 AS SHOWN R-5 CONT.RIGID INSULATION ON STEM WALL BELOW SLAB ON GRADE EXIT EXIT SIGN(WHERE (V FIRE EXTINGUISHER 2AI05C xw 411-24 1z_6. WNDOWS2FENESTRATION SHALL NAVE A MAXIMUM U-FACTOR OF 038 t A MAXIMUM SHGC of 0 REQUIRED).40 —' -- EXIT TRAVEL DISTANCE EMERsENCY LIGWT'G A 1 Page 22 of 29 o E M • \j GD � FIRE EXTINGUISHER REQUIREMENTS w ° c IAW 2018 IFC 906 and NFPA 10,2018 I--I ed. _TOP OF STEEL K ELEv,= 129-0' Install portable fire extinguishers with a N G minimum rating of 2A-10B:C. z a The travel distance from an extinguisher _ , TOP OF STEE < ,T � shall not exceed 75 feet. —ELEV.= 124'-C' o y r w � v�Io LL b IIII � o r taw x rtw 2 w � W�� oM 'm U M N zo N CL FINISHED PLOD ELEV. Imo'-m' PRE-FINISHED METAL ROOFING,PER OU 14ER _To'of sTEE V. 1 NORTH ELEVATION ELE29-0' SCALE:3/16' I'-0' W EAVE HEIGH ELEV.= 12-1 4' Z W U z a PRE-FIN.d INSULATED r PANELS �•! z � ox � � aCo Ew FINISHED FLOO1PA, frl rr N WEST ELEVATION 3 EAST ELEVATION SCALE:3/1&' I'-0' SCALE:3/1&' I'-m' Kanter Wd osemc enmm.<om. EHN E—aare, KahlerMeld-N. �11=s�1ed BwponvEb Chazge 2025.02.03 t 0:26SS0)'00' �ri,95�pE S�C�,DF9 17866 �T9TB OF \Op`g� R KNIELD KANDRE1115 FEB'25 SOUTH ELEVATION CITY APPROVED PLANS AS SHOUIN SCALE:3/16' = I'-0' Fenervee� xw GLANS MUST BE oN 108 SRE 411-24 FOR ALL INSGERIONS A-2 Page D of 29 o � M • Lj GD � Uw � � � w T.O�UILDING :.y 0 C W 3 ELEV.=12S'-O-O' F 'm 12 o a F R-II FIBERGLASS 3 PRE-ENGINEERED METAL O •��,E� >, M INSULATION,OVER P BUILDING BY OTHERS URLINS v+�i O v �..yy i� O W w P o0 O r R-25 FIBERGLASS INSULATION IN PURLIN CAVITY O r C� x z rtw Wo o� 'm U� �A€HEIGHT ^ ELEV.=124'-m-m' O O zV N a' 1'.7,0 y. CLEAR: WAREHOUSE W R-25 FIBERGLASS �H INSULATION rrl U o1-4 U ✓v-I W U U� W zg N ppw NH _ FINIS aav�N,miN=.�m. SEE FOUNDATION PLAN m Nea•�. FOR FOOTING LOCATIONS m�_w_N•nia Ni•m AND SIZING 26 GA ROOF KaherNieldrvONnco11•o•N•ad i aioaa,man e•�oNsH cn•re• R-II FIBERGLASS PURL IN INSULATION,OVER S\ONAL FN PURLINS SECTION THRU BUILDING A SCALE: I/4' = I'-m' A-3 R-25 FIBERGLASS 7866 INSULATION IN PURLIN CAVITY qTF OF �yCER SCRIM STRAP SGRI KNIELD M VAPOR RETARDER '•' K,ANE)REWS FEB'25 AS SHOWN CITY APPROVED PLANS NQ 411-24 "`•`"`� DOUBLE LAYER ROOF SYSTEM VlANS MUST BE ON 108 SRE 2 FOR ALL INSPECTIONS SCALE:NTS A-3 A 3 Page 24 of 29 T 1 � 3 n 40'-11" " xo U 20'-0" 20'-1 Z S'4 > ZEE Z_ F4 F1 B3 F2 o D D � W - - - - - - - - - - - I /� I - - - - - - - - - - - L : oZ [ITI � = m CD I SIN W _ m mN TYPICAL ANCHOR ROD DIMENSIONS DIA. EMBED I m TOP OF r "* 10" Z CONCRETE C * 12 C_� o F5� " W _ 14" o I F3 18" a 1" 22" 1 » 24" OPTION A: HEADED BOLT TACK OPTION B: THREADED ROD 1 " 24" WELD WITH HEAVY HEX NUT W Z o *AT OPENING JAMBS, J"0x4" OR J"0X4" SCREW ANCHORS MAY BE USED I B z _IN LIEU OF CAST-IN-PLACE ANCHORS. OPENING JAMB ANCHORS ARE F-3 a Lu NOT SHOWN ON THIS DRAWING, SEE METAL BUILDING ANCHOR PLAN. ZCn C a L> a W u- W d' 5" CONCRETE SLAB WITH I 0 ,;j o #4 BARS ® 24" O.C. ON I a 4" GRANULAR BASE o CONTROL JOINTS, FIELD N LOCATE, SEE DETAIL A ON SHEET F-3 AND NOTE 3C ON SHEET GN c -3 r . e I WaW #4 HAIRPIN WITH 6'-0" I F3 y w o LEGS (TYP AT ALL F1 #4 HAIRPIN WITH 4'-0" LEGS Z / & F4 FOOTINGS) \ / (TYP AT ALL F3 FOOTINGS) I 5 SIN a m c5 ISS\O N A L N o SHEET NUMBER: A F4 F1 B F2 A vF� 4 0 �O �= Fml Fi FOOTING APPLICABLE -3 NOTE: COORDINATE THIS DRAWING CITY APPROVED PLANS � FOUNDATION PLAN qH V . SCALE: 3/16"=1'-0" ANCHOR BOLT PLAN. PLANS MUST BE ON JOB SITE NOV 08 2024 DRAWN Y.: C.F. FOR ALL INSPECTIONS ENGINEER: J.P.D. M M" -1202 3'-6" ° a / M 7 2-11 2'-0" #4 HAIRPIN WITH 30• n�M "'6-0 LEGS 1'-6„ 6„ 2'-0„ o x ir VT U S 1'-5" 7" Z - - \ - - W a > NZ_ I / aw M O O w W m CD Z Z_ I � ° ° iv J o o I Z s a ° A.R. N ¢ LU o o � #4 HAIRPIN WITH I I ? oo 8„ 4'-0" LEGS SIDEWALL w y N 4„ 2'-2" c g° #4 HAIRPIN WITH 6'-0" LEGS #4 BAR ALONGSIDE EACH ANCHOR ROD ANCHOR RODS #4 BAR ALONGSIDE 5" CONCRETE SLAB 11"x1j" SHEETING #4 BAR ALONGSIDE #4 BAR ALONGSIDE ANCHOR RODS # EACH ANCHOR ROD WITH 4 AT 24" O.C. NOTCH EACH ANCHOR ROD ANCHOR RODS EACH ANCHOR ROD 5" CONCRETE SLAB 5" CONCRETE SLAB 5" CONCRETE SLAB WITH #4 1 "x1 " SHEETING WITH #4 HAIRPIN — — — — 1 III=III- WITH #4 HAIRPIN 11"Al" SHEETING ANCHOR RODS HAIRPIN CENTERED IN SLAB NOTCH CENTERED IN SLAB I I 1III=III- I--Ill-I= (0 CENTERED IN SLAB NOTCH III111111 6 =III=111=111 W z III1 I I1 =1 I�=1 I�`I 11= -III-III-I N 0 11' I I (3) #4 BARS EACH I' =III=I J z ~ -1I - � `o =I I I < w o Q 7„ WAY BOTTOM o I I I 4„ w x¢ z I 7„ Z z c u~i (5) #4 BARS (3) #4 BARS (4) #4 BARS J o o EACH WAY d EACH WAY o EACH WAY ¢ vLLI ¢ v o in Lu w 3'-6" SQ. M � M 2'-0" SQ. 2'-6" SQ. F o N o 0 0 0/2'=f-O'SIDEWALL FOOTING DETAIL CORNER FOOTING DETAIL ENDWALL FOOTING DETAIL CORNER FOOTING DETAIL Qom W a � U � Z 0 O NA L a m Cj o � N I CL p a:, vFO� T OF P���� SHEET NUMBER. CITY APPROVED PLANS H v . Fm2 Reviewedfor Code Compliance NOV 08 2024 PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS DRAWN BY C.F. ENGINEER: J.P.D. WE - '�2O2 CONCRETE SLAB, SEE x4"x6" SPEED CONTROL JOINT NOTES: PLAN FOR THICKNESS 1. Control joints shall be field located by the contractor. AND REINFORCING PLATES ® 24" O.C. 2. Control joints shall be located to limit the frequency and width of random cracks in the concrete slab. M 3. Locate and install control joints in accordance with ACI 360R 5" CONCRETE SLAB WITH 5" CONCRETE SLAB WITH o "Design of Slabs on Ground" and the details shown. 11"x1j" SHEETING #4 BARS @ 24" O.C. #4 BARS ® 24" O.C. 4 4. Maximum spacing of joints shall be per the table below. NOTCH U 5. Saw cuts should be made as soon as possible. Z CONSTRUCTION JOINT -iiiiiriir — — — _iiiiiiiii — — — > z N II II 1 11I 11I MAXIMUM SPACING OF CONTROL JOINTS Z Z #4 CONTINUOUS HORIZONTAL #4 CONTINUOUS HORIZONTAL w M Slump 4 in. to 6 in. o z BAR AT TOP AND BOTTOM OF BAR AT TOP AND BOTTOM OF H w " SAW CUT, OF THE Z Z o CONCRETE SLAB, SEE SLAB THICKNESS, FILL WITH Slab Maximum—size Maximum—size N THICKENED SLAB EDGE, BARS THICKENED SLAB EDGE, BARS SELF—LEVELING SEALANT thickness aggregate less aggregate 3 4 SHALL BE CONTINUOUS g" SHALL BE CONTINUOUS PLAN FOR THICKNESS / �, 0 Z AND REINFORCING (T), in. than 3/4 in. in. and larger THROUGH SPOT FOOTINGS MIN. THROUGH SPOT FOOTINGS M w o 4 8 ft. 10 ft. #4 VERTICALS 5 10 ft. 13 ft. I. 8" I. @ 4'-0" O.C. w y 6 12 ft. 15 ft. MIN. N CONTROL JOINT 7 14 ft. 18 ft. y N 8 16 ft. 20 ft. @1/2"=V-0"THICKENED SLAB EDGE DETAIL THICKENED SLAB EDGE DETAIL @1/2-4-0' � Z F O Q w O U W U Q Z ZO J to Z U J O 0 W LL W Q O fn LL_ a C9 ''' o F < Z U ¢ O ¢ N O O 00 H Q O ~ O � � W a � U � Sip N A( Z o o S ���• S F �'j�i a 0 0 I FO TF OF �� SHEET NUMBER: V CITY APPROVED PLANS NOV 08 2024 Fm3 Reviewed for Code Compliance PLANS MUST BE ON JOB SITE g-1202 BY. FOR ALL INSPECTIONS . T N 01 PSI RECYCLING CENTER �M _y a 0 o TWIN FALLS, IDAHO Z1. GRACE CONSTRUCTION > Z 5 R Z o N Q w a FOUNDATION NOTES ii. Reinforcing ix. Splices in horizontal reinforcement shall be staggered. Splices in two Z Z a. Rebar — ASTM A615 Grade 60 (Fy = 60 ksi) curtains (where used) shall not occur in the same location. b. Welded wire — ASTM A1064 x. Use chairs or other support devices as required for proper clearance. O Z �. Design Information and Loads c. Epoxy/Adhesive — Simpson SET—XP (ICC—ES ESR-2508), A Rebar hairpins shall be centered in slabs and shall be wire tied to the w E A. Foundation design in accordance with 2018 International Building Code using Hilti RE-50OV3 (ICC—ES ELC-3814), or Dewalt Pure110+ slab reinforcing (if any). Rebar hairpins shall be continuous through walls ICC—ES ESR-3298 unless noted otherwise in the drawings. and piers; lap splices in hairpins may only occur in the floor slab unless < the reactions provided by the metal building manufacturer for the following ( ) 9 w y design criteria. iii. Anchor Rods/Bolts noted otherwise. B. Ground Snow Load . . . . . . . . . 15 psf a. All anchor rods shall be cast—in—place headed anchor rods. C. Control joints in slabs on grade are recommended to control cracking. See ' " Roof Snow Load . . . . . . . . . . . . . . . . . . . 12.6 psf Use of post—installed (epoxy, adhesive, expansion, screw, plans for control joint spacing and details. N Minimum Uniform Roof Snow Load . . . . . . . . .25 psf etc.) anchors is not allowed without written permission from D. Slabs and grade beams shall not have joints in a horizontal plane. All C. Wind Speed . . . . . . . . . . . . . . . . . . . . . . 102 mph reinforcement shall be continuous through all construction joints. P P MVE or unless specifically noted in the drawings. z Exposure . . . . . . . . . . . . . . . . . . . . . . . C b. Steel column anchor rods/bolts — ASTM F1554 Grade 36 E. Floor slab thickness and reinforcing shown in these drawings are adequate to o D. Sps . . . . . . . . . . . . . . . . . . . . . . . . . . 0.211 with ASTM A5 heavyhex nuts and hardened washers support typical uniform loads only. Mountain View Engineering has not designed E. SDC . . . . . . . . . . . . . . . . . . . . . . . . . . C the slab for any specific concentrated forces such as those from vehicles, (unless noted otherwise) storage racks, or heavy equipment (unless noted otherwise). F. Frost Depth . . . . . . . . . . . . . . . . . . . . . . 2'-0" c. Wood framing anchors — ASTM A307 with A36 plate washers F. Welding of rebar is not allowed unless specifically indicated in the drawings. All 2. Earthwork d. Headed stud anchors (HSA) — ASTM A108 embedments, reinforcing, and dowels shall be securely tied to framework or to e. Deformed bar anchors (DBA) — ASTM A496 adjacent reinforcing prior to placement of the concrete. Tack welding of rebar A. Foundation Design Values (assumed) f. Screw Anchors for jambs as indicated in the typical anchor joints in grade beams, walls, or cages is not allowed. Where welding of rebar i. Allowable Soil Bearing Pressure — 1500 psf rod schedule — Simpson Titen HD (ICC—ES ESR-2713), Hilti is shown in the drawings, all rebar to be welded shall be ASTM A706 Grade ii. Coefficient of Friction — 0.25 Kwik HUS—TZ (ICC—ES ESR-3027), or Dewalt Screwbolt+ 60. iii. Passive Earth Pressure — 200 psf/ft of depth (ICC—ES ESR-2526) B. The building pad area shall be stripped of all frozen soil, debris, vegetation, oc Z g. Use of hooked anchor rods/bolts is limited under the ACI 4. Special Inspections w O and topsoil. All fill soils and any remaining loose natural soils shall be � excavated to expose suitable natural soils. and the IBC. Headed anchor rods/bolts must be used where A. Concrete w w C. Proof roll the entire building pad area to locate and remove all soft spots. indicated in the details. i. Spot Footings — Not required (IBC 1705.3 Exception 1) ~o L) a Replace with compacted structural fill. h. The symbols � A.R./� A.B. as shown in the drawings ii. Continuous Ftg s Exception 2.3 g Not required IBC 1705.3 Exce Z z cn D. Place all footings and slabs on undisturbed natural soil or on properly indicate the center line of the anchor rod/bolt pattern, not iii. Slabs — Not required (IBC 1705.3 Exception 3) P ) o � C/S Z compacted structural fill. Contractor shall verify that soil under footings is the center line of any individual anchor rod/bolt. iv. Grade Beams — Not required (IBC 1705.3 Exception 4) a C J suitable to support footings. B. Detail reinforcing to comply with ACI 315 "Manual of Standard v. Walls — Not required (IBC 1705.3 Exception 4) o W LL w E. Structural Fill: Structural fill should consist of well—graded sandy gravels with Practice for Detailing Reinforcing Concrete Structures" and the vi. Anchor rods/bolts — Required (IBC Table 1705.3) Special inspection may =D N < a maximum particle size of 3 inches and 5 to 15 percent fines (materials Concrete Reinforcing Steel Institute (CRSI) recommendations. be waived subject to the approval of the building official. 'L a c� passing the No. 200 sieve). The liquid limit of fines should not exceed 35 and i. Minimum clear concrete cover for reinforcement shall be as follows unless B. Steel Reinforcement w o the plasticity index should be below 15. All fill soils should be free from noted otherwise: i. Placement — Third party special inspection of reinforcing placement need F ¢ o topsoils, highly organic material, frozen soil, and other deleterious materials. a. Concrete cast directly against and permanently exposed to earth — 3" only be performed where specifically required by the building official. Structural fill should be placed in maximum 8—inch thick loose lifts at a b. Concrete exposed to weather or earth: ii. Welding Special inspection of rebar welding is required if an is used). o o S moisture content within 2 percent of optimum and compacted to at least 95 P 9 P P 9 q ( y ) percent of modified proctor density (ASTM D1557) under the building and 90 1. #5 bars or smaller — 1i" percent under concrete flatwork. 2. #6 bars or larger — 2" 5. Miscellaneous F. It is the responsibility of the contractor to ensure that the depth of the c. Concrete not exposed to weather or in contact with the ground — 4" A. The contractor shall notify engineer of any variations in dimensions. bottom of the foundation is far enough below the adjacent grade to ensure d. Slabs on grade — as shown in details, 4" min. from top of slabs not B. The engineer is not responsible for any deviations from these plans unless adequate frost protection. exposed to weather such changes are authorized in writing by the engineer. ii. Lap Splice Lengths with 1�" minimum clear cover y a 3. Concrete and Reinforcement a. f'c = 2500-3500 p.s.i. Q o 0 A. Material Standards o a 1. #6 and smaller — 49 bar diameters 4i a a i. Concrete Z a 2. #7 and larger — 76 bar diameters cn y a. Footings: Exposure Classes FO, SO, WO, CO b. f'c = 4000 p.s.i. or greater Z f'c = 3000 p.s.i., max. w/cm ratio = 0.55 1. 6 and smaller — 38 bar diameters b. Exterior Walls: Exposure Classes F1, SO, WO, C1 2. #7 and larger — 60 bar diameters a 'm Cj f'c = 3500 p.s.i., max. w/cm ratio = 0.55 c. Increase lap splice lengths by 50% where epoxy coated bars are used. c. Interior Walls: Exposure Classes FO, SO, WO, CO iii. Stagger splices in walls so that no two adjacent bars are spliced in the NA f'c = 3000 p.s.i., max. w/cm ratio = N.A. some location, unless shown otherwise. �(j\o L FjU o d. Interior Slabs: Exposure Classes FO, SO, WO, CO iv. Make all bars continuous around corners or provide corner bars of equal ��C, �\�,E N S f'c = 3500 p.s.i., max. w/cm ratio = 0.55 size and spacing. p " e. Air content for Exposures F1—F3 must meet the requirements of Table v. Where 12 inches or less of fresh concrete is placed below horizontal CIZ 19.3.3.1 of ACI 318-14. Air—entraining admixtures shall conform to reinforcing lap splice length may be reduced by 30%. SHEET NUMBER: ASTM C260 vi. Vertical bars in walls, grade beams, and piers to terminate in footings with f. Use Type II cement for Exposure Class SO. For Exposure Classes S1, S2 ACI standard hooks (12 bar diameters) to within 4" of the bottom of the CITY APPROVED PLANS and S3 use Type II or Type V as required in Table 19.3.2.1 of ACI footing unless noted otherwise. v O Reviewed for Code Compliance GN 318-14. Cement shall conform to ASTM C150 A. Horizontal wall reinforcing shall terminate at the ends of walls with a 90 �Q T OF g. Calcium Chloride admixture shall not be used in Exposures S2 and S3 degree hook plus a 6 bar diameter extension, unless shown otherwise. PLANS MUST BE ON JOB SITE P� h. Normal weight aggregates — ASTM C33 viii. Horizontal wall reinforcing shall be continuous through construction and FOR ALL INSPECTIONS H v ' control joints. DRAW er.• c.r. NOV 08 2024 ENGINEER. J.P.D. "'M 10B -1202 o E DESIGN CRITERIA WOOD U w o These general structural notes(GSM)apply anises noted otherwise(UNO)on structural drawings. General: TABLE 2-REQUIRED STRUCTURAL SPECIAL INSPECTIONS All stereos grade lumber construction shell comply with International building code standards. All lumbar places shell bear the INSPECTION ° ode: grade stamp of the west coast lumber Inspection bureau or western wood products association grading rules. Regardless of ~ C Code shall be 2018 International BuildingCode. required grade stamp and certifications,all lumber,each piece,in place In the structure shall be of the original grade specified CODE OR FREQUENCY(NOTE 6) �-. SYSTEM OR MATERIAL REMARKS CA o � a Live Load or baiter when inspected by the grading agency. Grade loss resulting from effects of weathering,handling,storage,resawtng,or STANDARD ;--I z P Floors:60 of( le at corridors,exit facilities) dividing lengths,will be cause for rejection. CONTINUOUS [PERIODIC O m G REFERENCE U a All lumber In contact with concrete slab or CMU atom wall shall be pressure treated. All framing nails shall be common nails. U z Superimposed Dead Loads: FABRICATORS '° �? In addition to weight of actual structure shown in these plans: Do not notch or drill Joists,beams or load bearing etude without prior approval of the structural engineer though the architect. •r--I v v g p SPECIAL INSPECTION IS REQUIRED FOR a CDern Floors:12 par Parallam beams 4 columns:2.0E DF parallam pal beams 4 2.0e W5 parallam pal columns as manufactured by Truejoist Macmillan or STRUCTURAL LOAD-BEARING MEMBERS AND z o Snow Loads: equivalent. ASSEMBLIES FABRICATED ON THE PREMISES OF A ftl CI o Flat Roof Snow Load:30.0 par FABRICATOR'S SHOP PER TABLE 2 AND AS F+•1 F Terrain Cat or c Micro-lam beams: LSE WS micro-lam laminated veneer lumber beams as manufactured by Truejoiat Macmillan or equivalent. LL m ti y Snow Exposure Factor,Ca=0.9 REQUIRED ELSEWHERE IN THE SPECIAL o w Thermal Factor,Ct.1.0 Glulam beams:west coast Douglas fir with 24F-v8 combination stress grade. Materials manufacture and quality control per P856 INSPECTION PROGRAM.THE SPECIAL INSPECTOR Snow Load Importance Factor,Is IID and AITC 11-1,except that the moisture content at the time of manufacture shall not exceed II percent. Fabrication and handling by FABRICATORS X SHALL VERIFY THAT THE FABRICATOR MAINTAINS AITC licensed fabricator,per latest AITC standards. Each beam shall bear an AITC or AIA-EWS Identification mark and be C y Seismic" accompanied by a certificate of conformance. DETAILED FABRICATION AND QUALITY CONTROL PROCEDURES AND SHALL REVIEW FOR Risk Category,table 16045,-It m U Seismic Importance Factor,ASCE-1 table 15-2,le 1.0 Beams to be Industrial appearance grade Individually wrapped. Seal all surfaces with sealer coat. One coat of end sealer shall COMPLETENESS AND ADEQUACY RELATIVE TO Gootachrical Site Class,ASCE-1 table 203-1 D be applied immediately after trimming in either shop or field. THE CODE REQUIREMENT.REFERENCE SECTION Site coofficiant,table 1613330),Fa -M63 Site Coefficient,table 161333(2),Fv=2386 Inspection of glulam beam.: 1704.2.5.2 FOR APPROVED FABRICATOR z Latitude•43b33 dagt Longitude- -116352 deg 1. All tension lamination finger joints shall be proof-load tested and test results submitted for review. EXCEPTION. a. USGS mapped Spectral Response Acceleration 2. Where,as cautioned by American Institute of Timber Construction,taneton may occur perpendicular to grain due to wood DEFERRED SUBMITTALS Short Period,So=0296 shrinkage restrained by connection or other reasons,the laminator shall install vertical dowels In glued holes to arrest cracks. �SPECIAL INSPECTION REQUIREMENTS FOR I Sec.Period,N=0.10T Size of dowels and the spacing shall be determined by the laminator for each specific occurrence,regardless of when such Daeign Spectral Reeponso Acceleration cracks occur. DEFERRED SUBMITTALS X X DEFERRED SUBMITTAL ITEMS TO BE SPECIFIED BY Short Period,Sd&.0309 Sawn Lumber: THE SYSTEMS ENGINEER AND INCLUDED WITH I Sec.Period,Shc 0.1�1 DEFERRED SUBMITTAL DOCUMENTS. Seismic Design Category,SDC,table 161335=C West coast Douglas fir 4kIn driedlE. g or y Post and 6.beams: no.1 t batter. CONCRETE Seismic Force Resistingstem-15.-Light Frame wood walls with structural wood shear panels Built up beams 6 4x joists: no.I. g p All other structural framing: no.2 or better. SPECIAL INSPECTIONS OF CONCRETE SHALL Response Modification Factor,ASCE-a table-1,O R=65 g GENERAL AC1318 1.3 CONFORM TO THE REQUIREMENTS OF SECTION System Over plifi th Factor,ASCE-1 table 12e 1,Omega =2S,flexible diaphragm Double u floor joists under partitions. Provide metal or Ix3 wood cross bred In at 8'-O'o.c.maximum when joist depth 1705.3 OF THE OSSC AND SECTION 1.3 OF ACI 318. Deflection AmpllflcaUon Factor,ASCE-�table 122-I,Cd=4 exceeds le0'.Provide 2'solid blocking at supports. Maximum concentrated load on any Joist=30016s. Add Joists when Analysis Procedure- "equivalent lateral force method" concentrated load exceeds. REINFORCING STEEL AND(POST AC13183.5 X REINFORCINGTO COMPLY WITH ALL CODE Fundamental Building Period,T-021-1.ec See mechanical drawings For spreaders,metal curbs,or stand to support MPE equipment from purllns or beams or sufficient number TENSIONED/PRETENSIO NED)TENDON PLACEMENT AC1 318 7.1 TO 7.7 PROTECTION,SPACING AND TOLERANCE LIMITS. Long Period Transition Period,ASCE-1 figure 22-12,It=8 of Joists. Add blocking between Joists where required to support equipment curbs or stands. See mechanical and architectural WELDING REINFORCING STEEL Seismic Response Coefficient,Ca-0.04T drawings for exact quantity,size,locations,and weight of mechanical units. AWS D1.4 Wind: For interior openings up to W-0',provide two 2x8 header,UN.O. 3.SHEAR REINFORCEMENT ACI 318:3.5.2 X Basic Wind Speed,3 second gust,ultimate=105 mph 4.OTHER REINFORCING STEEL X Basic Wind Speed,3 second gust,nominal/ASD=80 mph C-D extterior,conforming to U.S.product standard PS I or APA PRP-108 performance standards. Walls:T/I6' 4/0.Roof: PLACEMENT OF CAST-IN-PLACE BOLTS X ALL BOLTS VISUALLY INSPECTED Exposure=C 9 P Wind Importance Factor,I=1.0 15/32",32/I6.Floors:3/4'tongue and groove,48/24. Building Classification-Enclosed Lay up horizontal plywood other than Berkeley Panels,with face grain perpendicular to supports. Stagger Joints. ACI 318,CH.4 Internal Pressure Coorflciant,GC 1= ./-0.18 VERIFYING USE OF REQUIRED MIX DESIGN(S) X �y p Connections: all Framed corrections shall be made with framing anchors each side,joist hangers,seats and caps,b Simpson ACI 318 5.2-5.4 Main c1forc l Factor,Kzt=ID 9 J 9 u• y P W Main Windforca Resisting System,MWFRS 21b per(combined WW t LW at roof level) 'approved or approved equal, tors shall b For the member,for uplift t downward loads,In accordance with current[CC reports. VERIFICATION OF IN-SITU CONCRETE PRIOR TO REMOVAL 'approved equal'framing connectors shall be submitted for review and approval prior to construction and shall be limited to Components and Cladding ultimate design pressures,based on 10 of trib.Areas: one manufacturer unless approved by the structural engineer through the architect. All nails shall be common nails. See details OF FORMS AND SHORES FROM ELEVATED BEAMS AND AC13186.2 X Zone 1,main roof-2S per uplift(for Joist uplift:use 100 at trib uplift-28 par) for nailing and Fastening or see table 2304.e.1 of International Building Code for Fastening schedule. Field drill all bolt holes for SLABS r 17 Zone 2,roof edge.=32 Pat uplift proper matching and bearing. Provide cut washers at bolts In wood. Predrill all holes for nails larger than 20d. Fasten plywood SPECIAL INSPECTIONS APPLY TO SHAPE, W Zone 3,roof corners=39 par uplift with Sd common or with.131'x2'p-nails or no.13 gage x 1-I/2'long staples,minimum T/16'oc.crowns. Staples and p-nail.shall be VERIFICATION OF FORMWORK ACI 318 6.1.1 X LOCATION AND DIMENSIONS OF THE CONCRETE U Zone 4,main walla-26 of pressure,28 Par auction Installed per ICC NER-212. Fastener spacing shall be W at edge supports and 12'at intermediate supports Including each of any p p p multiple members,except that the spacing shall not exceed 10'on floor. Minimum edge distance 3/8'. MEMBER BEING FORMED Zone 5,wall corners=26 par pressure,34 Pat auction p p g g ALL NON-STRUCTURAL EMBEDDED ITEMS,SUCH rTl Mechanical Loads: Glue floor plywood to each joist with adhesive meeting APA specifications AFG-01 applied In accordance with manufacturer's AS CONDUITS,PIPES AND SLEEVES,SHALL BE 4i Z See plane for minimum required loads. verify loads with mechanical drawings and mechanical unit shop drawings. Mechanical unit recommendations. REVIEWED FOR CONFORMANCE WITH �( location or orientation shown on these structural Tans shall not"nee unless contractor coordinates with all disci lines possible EMBEDDED ITEMS IN CONCRETE X O l p g p p Trill Wood I-Joists and/or TJI-T a True Joist.: STRUCTURAL DOCUMENTS FOR SIZE,SPACING, I--1 revised load distribution effects to the structure. ` U fabricator shall be responsible For design using the following loads: LOCATION,EDGE DISTANCE AND TRIM '( SHOP DRAWINGS REINFORCING. F� Floor Live Load: 125 ps.f.-T day duration-horizontal projection. l ✓' The structural shop drawing review is intended to help the engineer verify the design concept.This review Is only for general Floor Dead Load: 16 pa.f.Incl.Weight of joist excluding mechanical units. conformance with the design concept end does not relieve the contractor from compliance with dealgn drawings 4 specifications, Deflection limits:1/240 floor dl,1/480 floor 11,1/180 roof di,1/360 roof 11. All construction per current ICC report. Prior to W which have a priority over shop drawings. Contractor Is responsible for confirmed 4 correlated dimensions,fabrication manufacturing,fabricator shall submit design calculations and shop drawings sealed by a structural engineer registered in Idaho processes,means,methods,techniques,safety,and coordination of the work with other trades.It To the contractor's responsibility for review. All permanent and temporary bracing t fastening at bearings shall be by manufacturer. First TJII web member shall be TABLE 2A-REQUIRED STRUCTURAL STEEL SPECIAL INSPECTIONS W ,� to check their own ahop drawings and those of their subcontractors. Framed so as not to require more than 1-1/2'high notch In supporting wood. INSPECTION N The structural shop drawings shall be checked by contractor prior to submittal.The shop drawings will be returned for resubmittal SYSTEM OR MATERIAL CODE OR STANDARD INSPECTION(NOTES 5AND 6) REMARKS If a cursory review shows major errors which should have boon found by the contractor's checking. All shop drawings shall Include Mechanical equipment:see mechanical drawings. Add Joist under mechanical equipment. See mechanical and architectural REFERENCE CONTINUOUS PERIODIC OBSERVE PERFORM m U I1 Uj ^ plan layouts showing locations of Items detailed on the shop drawings. Any changes,substitutions,or deviation.from the drawings for exact quantify,size,locations,and weight of mechanical units. II----�� h+l _ contract documents shall be clouded on shop drawings.Any of the changes which are not clouded or flagged by submitting STEEL I--/ y parties,shall not be considered reviewed after engineer's review unless noted accordingly. CONTgnCFOR TO PROVIDE QUALITY CONTROL FOR ALL O 'U Coneroto mix design.: submittals shall be prepared by or certified to conform to ACI code by an Independent testing Wood Trusses: CONTRACTOR QUALITYCONTROL REQUIREMENTS AISC360CHAPTERN X X ITEMS INDICATED TO BE OBSERVE AND/OR PERFORM IN L� N laboratory prior!o submitting to architect. Each separate mix design shall be Included with a cover latter Indicating L Prefabricated metal plate connected wood trusses shall be designed by and calculations and shop drawings submitted by a TABLE BELOW locations on the protect where the mix will be used. registered Idaho engineer For the following loading:25 pz.f.snow load and 15 pa.f.dead load. No stress Increase allowed for STEEL FABRICATION snow load duration. Connections shall conform to International building code section 2303A(AN51/TPI-U. Manufacturer shall RISC 360 A3.5 The followingshe drawings are not required for submittal for structural review: provide bridging as required for proper fit up and truss atabllity during wind uplift. Calculations and shop drawings shall show RISC 36o N3.2 saNa P g an special details required at bearing points. All connector&shall have current ICC approval. Multiple I trusses to have all MATERIAL VERIFICATION OF WELD FILLER M TALS X MANUFACTURER'S CERTIFIED TEST REPORTS y p q 9 p Pp P P y APPLICABLE AWS A5 Window mulllons and archttectural items normally engineered by the contractor. membere screwed together with 012 screws at 16'oz.max unless specified otherwise by trues manufacturer. Truss spacing shall not DOCUMENTS Shoring and bracing. exceed what is noted on the framing plans. Reduce truss spacing if determined by truss manufacturer to be required for the MULTIPASS FILLET WELDS AWS D1.1 SECTION 6 X Slab on grade rebar. span and loading conditions.The truss manufacturer shall be responsible for the design or all truss to truss girder connections, VERIFICATION OF FRAME JOINT DETAILS INCi UDING Spread footings rabar. connection of truss ply to ply,and field splices as specified by the Wood True.Council of America. MEMBER AND COMPONENT LOCATIONS,BRACING,AND AISC 360 N57 X Mesh or rebar for concrete over composite steel clack STIFFENERS Following shop drawings<calculations when applicable,are required for submittal for structural review: SUPPLEMENTARY NOTES HIGH-STRENGTH BOLTING ALL CONNECTIONS VISUALLY INSPECTED AND SNUG-TIGHT HIGH STRENGTH BOLT INSTALLATION X Location of construction and shrinkage control joints. Thee contract documents and specifications represent the finished structure. They do not indicate the method of Con&irucllon. RCSC SPECIFICATION VERIFIED SNUG Spliced reinforcing. The contractor shall provide all measures necessary to protect the structure,workers,and other persons during construction. PRETENSIONED HIGH STRENGTH BOLT INST IATION FOR STRUCTURAL ALL CONNECTIONS VISUALLY INSPECTED. Structural steel and deck such measures shall Include,but not be limited to,means and methods,bracing,shoring,forms,scaffolding,guying or other means USING TURN-OF-THE-NUT METHOD WITH MATCH JOINTS USING ASTM CONNECTIONS USING DIRECT TENSION Structural steel mill report.. to avoid excessive stresses and to hold structural elements In place during construction. Observation visits to the site by the MARKING,DIRECTTENSION INDICATOR METHOD,OR A325 OR A490 BOLTS X INDICATORS,ALL BOLTS SHALL BE INSPECTED ulelder's certification and weld procedure specifications. structural engineer or structural observers shall not Include Inspection of the above items. TWIST OFFTYPE TENSION CONTROL BOLT METHOD SECTION 9 AFTER SNUGGING AND AFTER PRETENSIONING Miscellaneous structural steel. PRETENSIONED HIGH STRENGTH BOLT INSTALLATION AISC 360 SECTION Prefabricated wood Joists,trusses. In general,post-Installed anchors shall not replace cast-In-place anchors. Post-installed anchors shall be utilized only where USING TURN-OF-THE-NUT METHOD WITHOTT NATCH M2.5 X ALL CONNECTIONS VISUALLY INSPECTED RN,m,w.Id Gluad-laminated beams. specifically noted and detailed on these drawings. If post-installed andnors are necessary due to errors In construction,such MARKING OR CALIBRATED WRENCH METHOD -wdidae.nmmd.ddm, ins tallatlon shall not commence until sealed shop drawings are submitted and approved. INSPECTION TASKS PRIOR TO BOLTINGrEcrviTrvlaa An resubmittal of a detall sheart with changed Information shall be accotn anted b location Ian Idantlf In the members FASTENERS NARKED INACCORDANCE WTHASTM Kahler Nield�IN.Nncai y f p y p y g Unless noted otherwise,an Framin members, ads,bases,Inserts,or anchors a re uired to eu ort ul ent or fixtures From the X q^m Twin era°•,Ida^^ Involved,and clouding around changed Information. framing shown shall be designed and provided by the equipment trade contractor. are REQUIREMENTS q.epd slNe cnug. Dimensions will not be checked. Dlmam6lon dnecWn and checking of design than es proposed b contractor without prior PROPER FASTENERS SELECTED FORTH JOINT idsssz grgo g g g p p y p For connections,see details. If not shown or noted,minimum connections to be Included In cost shall be two 3/4'diameter bolt. DETAIL(GRADE,TYPE,BOLT LENGTH,IF T READS X Consultation with the engineer shall be checked only If the contractor wishes them to be decked at their cost. or 3/16'fillet weld 4'long using 1/4'connection material and detailed to minimize bending in connection. Proceed after ARETO BE EXCLUDED FROMTHE SHEAR PLANE) Any engineering submitted for review shall be appropriately sealed. Full responsibility of such engineering rests with the person clarification through shop drawing submittal. PROPER BOLTING PROCEDURE SELECTE D FOR X sealing the design. JOINT DETAIL AISC 360 'Compressible material'shall be sponge rubber. CONNECTING ELEMI INCLUDING THE TABLE N5.6-1 APPROPRIATE FAYING SURFACE CONDITIONAND 5S\\GEN Statement of Special Structurai Inspection Options and approved.ubetltutlone are for contractor's convrlfence. Contractor shall be responsible far all changes and HOLE PREPARATION,IF SPECIFIED,MEET APPLICABLE X o�4e ��GENa� v4RO , additional costs necessary and shall coordinate all details. REQUIREMENTS i A Special structural Inspection by special observers satisfactory to the building official i9 required In conformance with IBC code engineering design provided b contractor or others and submitted for review shall be sealed b an Insured registered PRE-INSTALLATION VERIFICATION TESTING BY 17866 sections 1T03,1T04,and 1�05. y g g g P y y eg Idaho engineer with continuous five years of experience In the type of design submitted. INSTALLATION PERSONNEL OBSERVED AND x s DOCUMENTED FOR FASTENER ASSEMBLIES AND r .rP The special Inspector shall send copies of all structural inspection reports directly to the EHM,contractor,and building official. Urless METHODS USED �TB of I�� Any construction which falls to meet the contract documents shall Immediately be brought to the architect's attention. Special shall be imported otherwise,ImSo, ate to set et all sls on al drawings are are�gp ga lwa Indkaieelfleci elClulndlcatedcore mot.tiTyyeelealldela details et mah ewer may INSPECTION TASKS DURING BOLTING �H�ER 0 Ins pection requirements apply equally to all bidder-de&Igned components. not be referenced on the the do documents,but hall apply at all locations,unleshether s noted otherwise. Where no detail cute are.hewn, y FASTENER ASSEMBLIES,OF SUITABLE C NDITION, Materials testing is not special Inspection. Materials testing shall be by an independent testing laboratory. construction shall conform to similar work shown elsewhere on the project. For bidding purposes,where any shown member or PLACED INALL HOLES AND WASHERS(IFREQUIRED) AISC 360 X structural element Is not sized on the documents,the largest similar member used In the project shall be utilized. ARE POSITIONED AS REQUIRED TABLE N5.6-2 Soo tables of required special Inspections following these GSM. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION RCSC SPECIFICATION X In case of conflicts,more costly requirements govrn for bidding. Submit clarification request prior to proceeding with work PRIOR TO THE PRETENSIONING OPERATION KNIELD FOR STRUCTURAL FASTENER COMPONENT NOT TURNED B THE All openings and penetrations may not be shown on drawings. See also mechanical,electrical,plumbing JOINTS USING STRUCTURAL civil,Interior,elevator,or WRENCH PREVENTED FROM ROTATING X rx K.ANDREWS WOOD other specialty construction documents. Openings and penetrations shall be located and varifted by the trades from drawings FASTENERS ARE PRETENSIONED IN ACC RDANCE A325 OR A490 BOLTS m made by them. Contractor shall not proceed with any work shown on drawing.If In conflict until receiving clarification from the WITH THE RCSC SPECIFICATION,PROGRE SSING SECTION 9 FEB'25 General: architect. For reinforcement framing at openings,see typical structural details. SYSTEMATICALLY FROM THE MOST RIGID POINT X L­Ns VED PLANS AS SHOWN All stress grade lumber construction shall comply with international building code standards. All lumber places shall bear the TOWARD THE FREE EDGES •e.c^men Contractor shall nstare nh and deify a Hold all existing conditions affecting new construction. Contact ENM Immediately If grade.tamp of the west coast lumber inspection bureau or western wood products association grading rules. Regardless or INSPECTION TASKS AFTER BOLTING EON106SITE411-24 existing condtttone are not ae depicted In drawtnge.required grade.tamp and cerllfkatlon.,all lumber,each piece,In place In the.tructura shell ba of the original grade specified AISC 360 DOCUMENT ACCEPTANCE OR REJECTIO OF SEECTnorvs di better when Inspected by the grading agency. Grade loss resulting From effects of weathering,handling,storage,resawing,or TABLE N5.6-3 X dividing length.,well be cause for rejection. Dry pack shall be one pars cement and 2 parse sand with Just enough wafer t hydrate cement and form ball showing moisture BOLTED CONNECTIONS on the surface when squeezed. It shall bee rammed In tight to maximum density attainable. Minimum 28 day strength ngth to be 5,000 All lumber In contact with concrete slab or CMU stem wall shall be pressure treated. All Framing nails shall be common nails. past_ For spaces 1/2 Inch and lose,beam bearing plates larger than 12 inches,and all column base plates,use grout per below. SN Page 29 of 29