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HomeMy WebLinkAbout22-0702 1025 Washington St S -FS#3 city approved set OF TMNvMLIS �INYFAUfj City of Twin Falls �0 � General Inspection Notes �0ERVtN0 SERV►NG UP) a) NOTE: This is not a complete list and is not inclusive of all construction methods, materials or practices. These checklists are intended to serve as a guide for the items that cause the most issues during inspections and promote +=, consistency in the application of the codes & standard practices. Compliance with all the provisions of applicable codes shall be required. O The information in the checklists is not, or was it ever intended to be, all inclusive. It does not include all code or individual plan requirements. It is intended to reflect local policies, procedures & practices within the City of Twin Falls. These checklists do not waive any specific code requirements not listed or allow for the decrease in the requirements of an engineered design. It also does not add requirements where the minimum of the code has been met. Z This page and all approved plans, associated documents, revisions & changes to the plans must be maintained on site and available for review at all times. FIRE BUILDING FINAL INSPECTION INFORMATION O Fire Alarm Inspection: Footing/Foundation Inspection: COMMERCIAL OCCUPANCY • * Fire alarm plans must be approved by the State Fire Marshal's office or if applicable the Twin Falls * All re-bar must be tied in place at time of inspection. Fire Marshal prior to installation and inspection. * All hold down anchors installed properly. Final inspections are required by multiple City Departments/Inspectors prior t0 * Fire alarm system must be wired to call out from a land line, or with a cell dialer. (Voice over IP is not allowed). Shear Inspection: getting your Certificate of Occupancy. * Fire alarm system must be live and capable of calling the Twin Falls Dispatch Center on the day of * All hold downs must be installed per approved plans and manufacturers installation guide. testing. * Fasteners should not be overdriven and shiners should be removed and/or replaced. Make sure to have the approved set of plans and inspection card on site for all inspections. * Install the correct type of fastener at the correct spacing. Fire Sprinkler Inspection: If you have Special Inspections: Once the required special inspections have been completed a final * Fire sprinkler plans must be approved by the State Fire Marshal's office prior to installation and Framing Inspection: report needs to be submitted to the building department certifying corrections of any discrepancies inspection. Underground fire sprinkler line must be inspected by the Twin Falls Fire Department prior * Accessibility standards are in compliance. (ICC A117.1-2009) noted in the special inspection reports.This final report can be submitted any time before requesting [ ^ to be covered. * Required load paths to footing for all load points are installed. occupancy. �+ * Pipe or hose used for flushing the underground sprinkler line must be secure, incapable of * Stair rise and treads must meet code requirements. * Required Site Work inspections may be requested and completed as the work is done or as required movement, and is deemed safe by the inspector. *Min rise 4", Max rise 7", Max tread 11" by the specific department by contact the following: * Rough to cover inspection and hydro testing must be completed before covering or tenting the *Min nosing is 3/4", Max nosing is 1 1/4" and cannot differ in length by more than 3/8" above ground fire sprinkler system. * Provide required up-lift protection for all trusses. - Planning&Zoning (parking and landscaping) Planner-208-735-7270 or Office-208-735-7267 Kitchen Hood Inspections: Final Inspection: - Engineering (Retention, curb, gutter, sidewalk, drive approaches) * Fire suppression system must be installed and ready for trip test (trip link, balloons, etc.) prior to * Landings to meet minimum code requirements. (Doors 1010.1.6, Ramps 1012.6, Stairs 1011.6) Lab inspection line 208-735-3446 inspection. * Accessibility Standards are in compliance.(ICC A117.1-2009) -Street Department (road cuts) * Kitchen hood must be wired to initiate the fire alarm upon activation of the fire suppression system. * Egress door sign-age is posted and correct verbiage is used. Office- 208-736-2226 (The only exception to this is if the building does not require a fire alarm to be installed) * "DOOR TO REMAIN UNLOCKED WHILE BUILDING IS OCCUPIED" * All electrical outlets, lighting, and appliances under the kitchen hood must shut down upon *Correct hardware has been installed on all doors. * When you are ready for any Fire Department inspections please call (extinguishers, activation of the fire suppression system. *Panic hardware is installed where required. fire/alarm/sprinkler systems): * Main gas valve must be installed and must shut down upon activation of the fire suppression *Accessible hardware is installed where required. Fire Inspection Line-208-735-7338 system. * Handrails shall be installed where required. * Exhaust fan must be capable of running continuously upon activation of the fire suppression * Stairways shall have handrails on each side. * When you are ready for a building final inspection on the structure: system. * All racking and shelving to be in place. Make sure you have the final inspections on the plumbing, electrical, and mechanical work. * Make up air must be capable of running continuously upon activation of the fire suppression system. * All Exit signs are field verified. (must be visible—nothing can block the line of sight) Call the building inspection line 208-735-7333 * Maximum Occupancy signs posted where required. All departments will be notified by this office to go do their final inspection. Final Inspection: * Special Inspection reports and balance reports need to be received by our office. * Address must be posted as outlined on the approved set of plans or previously approved by the If there is an elevator in the building please contact the Division of Building Safety at the following link Twin Falls Fire Marshal. PLANNING &ZONING for any permits/inspections: http://dbs.idaho.gov/programs/industrial/fagEL.html I ENGINEERING Landscaping: Once ALL the departments have signed the Certificate of Occupancy the Building Official will sign and * Our code allows for us to issue a TCO with landscaping incomplete; however, we cannot extend the then it will be ready to be picked-up or emailed. (All In order to streamline and eliminate confusion in regards to the engineering department commercial TCO beyond the current planting season.This means that we will work with the applicant on a permit inspections,the following will need to be inspected prior to signing the Certificate of definitive date of their choosing, but not typically beyond 2-3 months. If you need a Temporary Certificate of Occupancy there is a $1,000 refundable deposit required. All Occupancy. All inspections will be completed using the City of Twin Falls approved (stamped) plans. departments are required to sign and give a list of outstanding issues. Once the temporary is all signed Trash Enclosures: &the list made you will need to come in and sign stating you know what those issue are, that you will Storm Water Facility Inspections: (3 phases) * Trash enclosures should be finished before a final inspection is requested,this includes the front have them completed by the specified time, and will call for inspection as those items are completed. * Inspection of excavation, including dimensions and geotextile fabric. All adjoining trenches leading gate on the enclosure. Per our code, we cannot issue a TCO if this item is not completed. It is up to each department to determine if you meet their qualification for temporary occupancy. to storm water facilities also need to be excavated and inspected. * Inspection of storm drain pipes (per plans) need to be in place (not covered)for visual inspection. Note: If a building was originally done as a shell, the shell building permit is required to be finaled The drain rock must meet ISPWC section 801 Drain Rock requirements. All pipe connections to storm prior the tenant improvement permits can be finaled. In addition, if Temporary Occupancy is needed water facilities must be completed. Please have Address posted on site for all I there will be $1,000 refundable deposit for each permit. * Inspection of completed storm water facilities with the above referenced drain rock and geotextile fabric showing proper cover and overlap. Inspections. • Site Inspections: Please have a printed color copy of City * Verify that the parking lot layout (design) &striping matches the plans * Verify that the parking lot surface is an approved "hard" surface Approved Plans & Inspection Cards on site for * Verify that there is ADA compliant access from the Right-of-Way(ROW)to the building envelope all inspections. Right-Of-Way Inspections. * Verify driveway approach widths & locations according to plans * Verify ADA compliance of Curb/Gutter, Sidewalks, and Sidewalk/Driveway combinations O Verify ROW connections to other Agencies/Entities meet's ADA tolerances CITY APPROVED PLANS Flood Plain Inspections: * Verify flood plain location and compare plans to the site Reviewed for Code Compliance * Verify the commercial buildings are one foot above base flood elevation PLANS MUST BE ON JOB SITE When ready for inspection please call the Engineering inspection line at (208) 735-3446 for same day inspections call before 7:30 am. Having these inspections approved when the work has been FOR ALL INSPECTIONS • completed will ensure the Certificate of Occupancy is issued in a timely manner. __J 2018 IBC Section 105.4 Validity of Permit: The issuance or granting of a permit shall not be a permit for, or approval of, any violation of any of the provisions of this code or of any other ordinances of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data. The building official is authorized to prevent occupancy or use of a structure where in violatioFt:6 c1hc�fog4 any other ordinance of this jurisdiction. Ulu 1 2 3 4 5 6 NOTES-REFERENCE NOTES 0 ' 1.05 COORDINATE WITH CIVILAND LANDSCAPE DRAWINGS. � �/ ' 1.09 PROPERtt LINE.COORDINATE WITH CIVIL DRAWINGS. pivot 1.10 SETBACK UNE. 1.21 FUTURE SECURITY GATE.COORDINATE WITH CIVIL AND ELECTRICAL DRAWINGS. n O f t h 1.22 TRASH ENCLOSURE.COORDINATE WITH SHEETA1.91 SITE DETAILS. 1.23 GENERATOR ENCLOSURE.COORDINATE WITH SHEET A1.91SITE DETAILS. 1.25 SIGNAGE PAINTED ON CONCRETE FLATWORK TO FACE STREET. A R C H I T E C T U R COORDINATE WITH CIVIL DRAWINGS. A1.26 PAINTED STRIPING.COORDINATE WITH CIVIL DRAWINGS. 3.02 CAST IN PLACE CONCRETE SIDEWALK.COORDINATE WITH CIVIL DRAWINGS. 7.04 CONDUCTOR HEAD AND DOWNSPOUT.COORDINATE WITH PIVOT NORTH ARCHITECTURE,PLLC. ELECTRICALAND CIVIL DRAWINGS. 1101 W.GROVE STREET SITE ONLY PERMIT. N O OTHER WORK T O 32.02 FUTURE DOUBRANT.E SIDED COORDINATEWI WITH READECIVIL DRAWINGS. WINGS.BOARD MONUMENT BOISE,ID 83702 SIGN.COORDINATE WITH CIVIL AND ELECTRICAL DRAWINGS. WWWpivotnorthdesign.com 33.01 FIRE HYDRANT.COORDINATE WITH CIVILDRAWINGS. 33.03 STATE APPROVED DISABLED PARKING SIGN AND VAN ACCESSIBLE STAMP SIGNAGE.RE:CIVIL DRAWINGS. STA RD BALL COORDI WITH B E PERFORMED AS PART O F THIS PERMIT 33.05 ARE DE ARTMEETACCESSON ONLY SIGNAGE. DRAWINGS. IL DRAWINGS BETWEEN BASE BID AND ADD ALTERNATE. Fire 33.05 FIRE DEPARTMENT ACCESS ONLY SIGNAGE.RE:CIVILDRAWINGS. FII V 33,06 STOP SIGN.RE:CIVIL DRAWINGS. RIC§CergusMILLER GENERAL NOTES 1. PRIOR TO START OF CONSTRUCTION,CONTRACTOR TO VERIFY POSITION AND 6 I CONDmON OF ALL EXISONG BENCHMARKS. 2. EXISTING BENCHMARKS ARE NOT TO BE DISTURBED. 3. COORDINATE WITH CIVIL FOR GRADING AND DRAINAGE ELEVATIONS. 4. ANY DISCREPANCIES IN ACTUAL FIELD CONDITIONS,IF AT ODDS WITH INDICATIONS IN THESE DOCUMENTS,SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ARCHITECT OR CONSTRUCTION MANAGER. 5. FOR THE SOILS INVESTIGATION REPORT OF THIS SITE,REFERENCE PART'C'- GEOTECHNICAL INFORMATION IN THE SPECIFICATIONS.COPIES OF THE SOILS INVESTIGATION REPORT ARE AVAILABLE FROM THE CONSTRUCTION MANAGER,THE GEOTECHNICAL ENGINEER,AND THE ARCHITECT. 6. ALL ROAD/UTILITY IMPROVEMENT WORK WHICH IS INTERRELATED WITH SIMILAR WORK ON ADJACENT PROPERTIES SHALL BE FULLY COORDINATED BETWEEN CONTRACTORS.VERIFY WITH CONSTRUCTION MANAGER. 7. FINAL POSITIONING OF ALL SITE FIRE UTILITIES SHALL BE SUBJECTTO THE 1.05 APPROVAL OF THE APPROPRIATE FIRE AUTHORmES,CONTRACTOR SHALL VERIFY. ,-SITE SIGNAGE(6> 1.21 ATE SIGNAGE�33.05) & IN CASE OF CONFLICT BETWEEN ARCHITECTURAL&CIVIL DRAWINGS,AS TO {I" C5 EXACT LOCATIONS/EXTENT OF CAST-IN-PLACE CONCRETE CURBS ONLY,VS 1.9 CAST-IN-PLACE CURB/GUTTER,CIVIL DRAWINGS SHALL GOVERN. 1EVATIO------^ 9. IN CASE OF CONFLIR BETWEEN ARCHITECTURAL AND C 'IVIL DRAWINGS,AS •• F i NS OF FLOOR OR ENTRY LEVEL,CIVI L 10.RE.CIVIL FOR ADDITIONAL SITE DETAILING AND SCOPE.DRAWINGS SHALL GOVERN. (2))ASKING STALLS @9 27 I... N ,'p.• - Ill ANDICAP STALLS IPARKINGSTALLS@9 45 m 1.os 1 os I n O ITESIGNAGE<33.03> TP LEGEND SITE PLAN Z o 1.Os FLAGPOLE ® O J ■/� 7� HEAVY DUTY CONCRETE FLATWORK,ttP. �+ 7.04 � COORDINATE WITH CIVIL DRAWINGS. s Q Z O f� HEAVY DUTY ASPHALT PAVING,ttP.COORDINATE WITH CIVIL DRAWINGS. N Z OL 1 105 STANDARD CONCRETE FLATWORK,TYP. w BICYCLE RAC 0 1.05 O t� Cie COORDINATE WITH CIVIL DRAWINGS. z H w N _ PERMEABLE PAVERS,TYP, COORDINATE WITH CIVIL DRAWINGS. Ln a 1.05 J o O FENCING,RE:SPECIFICATION SECTION 32 33 00AD LL H� � U z Z<33.01 C.LP.CONCRETE CURB/GUTTER N Z w 0 <. �w� - ------- (COORDINATE WITH CIVIL DRAWINGS). 26 O L FLAGPOLE � 26 0 0 ❑ i N p-e (}e SITE LIGHTING(COORDINATE WITH ELECTRICAL DRAWINGS) BUILDING FOOTPRINT 0 i a a 3304 LL LEGEND SITE SIGNAGE �J (QTY:2) (CITY:1) 1.05 ❑ ° I _ i H 5 GSIGN 12%18 STALE APPROVED1DISABLED PARKIN ' ❑ z4 x 18' CN New fire hydrants shall be equipped with a 5"Storz H_7 PROVIDE VAN ACCESSIBLE SIGN <33.01 ,�.c :°. ❑ o - '.`" connector. WHERE APPLICABLE I2"%Ell 1.23 (QTY:1) Project No: 20-042 B9 NOTE:RE:DETAIL A2/A1.91 Date: 02/18/2022 7.04 STOP 3.02 Checked By: RC ttP 30"X 30" ' a H=T Drawn By: KID ' SIteeIName: 110 N COMPOSITE SITE 1.05 CHAINLINKFENCING CITY APPROVED PLANS � PLAN 4.-. Reviewed for Code Compliance w PLANS MUST BE ON JOB SITE °C FOR ALL INSPECTIONS U E z LU a N Sheet No: E2 Site Plan G; A1 .01 Page 2 of 94 1 2 3 4 5 6 NOTES-REFERENCE NOTES O 1.01 COORDINATE WITH STRUCTURAL DRAWINGS. ' 1.06 TRENCH DRAIN.COORDINATE WITH STRUCTURAL AND PLUMBING pivot ' DRAWINGS. 1.07 SLOPE TO DRAIN.SLOPE I/8"PER 1"0". 1.78 GROMMETS.COORDINATE WITH MILLWORK,BRACKETS,AND o r t h ELECTRICAL BELOW. 1.87 COORDINATE WITH ALL BUILDING SERVICES TO REMAIN 36"MIN CLEAR OF THIS AREA. 5.10 FACE OF BOLLARDS TO AUGN WITH DOOR JAMB.FIN ISH TO MATCH ARCHITECTUR. FOUR FOLD DOORS. A5.11 FOUR FOLD DOOR PEDESTAL ALIGN FACE OF PEDESTAL WITH DOOR IAMB.COORDINATE WITH ELECTRICAL DRAWINGS. 9.04 PROVIDE4"YELLOW SAFETY STRIPING FOR FOUR FOLD DOORS PER SPECIFICATION 321313. PIVOT NORTH ARCHITECTURE,PLLC. 10.02 24"%30"RACKS 1101 W.GROVE STREET 11.07 0.F.0.I.EMS REFRIGERATOR.PROVIDE POWER.COORDINATE WITH BOISE,ID 83702 ELECTRICAL DRAWINGS. WWW.pivotnorthdesign.com 11.11 HOUSE AIR COMPRESSOR.COORDINATE WITH PLUMBING DRAWINGS. 11.12 HOUSE AIR DRYER.PROVIDE SHELF AND MOUNT AT+80"AFF IN HEIGHT.COORDINATE WITH PLUMBING DRAWINGS. STAMP 4��SeD PROF 11.14 O.F.0.1.72"TWO-TIER UNIT HOSE CART 11.11 O.F.O.I,HOSE WASHER 11.22 0.F.0.1.HOSEWINDER 4• 11.28 0 F.O.I.METALSHELVING 11.29 O.F.O.I.FLAMMABLE STORAGE LOCKER lgrF S \OPT 02.18.22 12.02 O.F.O.I SURFACE MOUNT BIKE STORAGE 12.01 O.F.O.I.LOCKABLE STORAGE CABINET 26.10 FLOOR BOX.COORDINATE WITH ELECTRICAL DRAWINGS. RIC§CergusMILLER B GENERAL NOTES-FLOOR PLANS 1. UNLESS NOTED OTHERWISE,ALL DIMENSIONS ARE TO THE FACE OF STUDS FOR GWB WALLS/PARTITIONS. 2. UNLESS NOTED OTHERWISE,ALL DIMENSIONS ARE TO FACE OF FINISHED MASONRYFOR CMU. 3. UNLESS NOTED OTHERWISE ALL GWB WALLS SHALL HAVE A 4"STUD FRAME RETURN AT ALL DOOR AND WINDOW IAMBS. 4. FOR SIZES OF MARKERBOARDS ANDTACK BOARDS RE:SPECIFICATION SECTION Y DIVISION 10-VISUAL DISPLAY SURFACES. 140'-0" 5. ATWARDROBE/TV CASEWORK,REFER TO EACH ROOM AS TO VERIFY DOOR SWING LOCATION. 22'-0" 40'-0" 6'-D' 3'-4" 18'-0" 28'-P' 16'-8" 5'-4" 6. RE:SHEETS G2.01 FOR BUILDING OCCUPANCY PLANS AND FIRE RESISTIVE CONSTRUCTION REQUIREMENTS. 7. SEE ENLARGED PLANS FOR ADDITIONAL WALL TYPES. 4'-0" 14'-0" 4'-0" 14'-0" 4'-W 8. FOR GLAZING RECEIVING WINDOW TREATMENTS,COORDINATE WITH 5PECIFICATION SECTION DIVISION 12-HORIZONTAL LOUVER BLINDS. 9. FOR WALLS NOT DESIGNATED WITH A WALL TYPE,COORDINATE WITH Cl STRUCTURAL DRAWINGS&WALL SECTIONS. 3'-9" A3.o1 10.COORDINATE NOTES WITH G0.02 FOR MASTER KEYNOTE LIST. ES Dl El Dl B2 E4 11.APPARATUS BAY SLAB SLOPE TO BE I/8"MIN.TO 1/4"MAX.TO DRAIN TO A3.10 TYP A3.10 ES A3.11 E3 A3.11 A3.11 A3.10 TRENCH DRAINS. 5.10 FIXED STEEL DOLLAR Z A4.93 A4.93 M12 12M "'- 44..9 1z81 LEGEND-FLOOR PLANS - - z.Mtzxa D � - - - - - - - -E4 - � O 1 A3A1 4'-7" 9'-1" 4'-0^ 4'-0^ 4'-8" 3'-a" 12--0" 4'-0^ A3.11 D4 %KKx DOOR SYMBOL,RE:DOOR SCHEDULE,SHEETA7.01 M = A3.10 Q F® WALL TYPE,RE:SHEETGO.Os Z C FIRE RISER/AIR - -" 0 7a 0 K O O 9.04 B4 E3 E3 Typ - ROOM- E3 5.11 x.waxse A6 AS xweose ppl WINDOW TYPE,RE:WINDOW FRAME TYPE SHEETS,SHEETS A7.11 4 //��� x.M,aNx �� l V / - - 8.9 TYP- - A3.01- A3.0 3.01 NTR - CIL (, AND A7.12 z \/ c --139 TYP m ----A7 ----- __ _ __ 5.0 �/ o E Y �Q o O ( 1 FIRE EXTINGUISHER CABINET.RE:DIVISION 10-SPECIALTIES 10 ,,. -----x_misxamv 128g A10 A9 A N 100a ®® FOORDAAIN2 COORDINATE WITHPLUMBING DRAWINGS _--_ ----- _ e x-momv x-wsomv 5'0" s'tl' s'-0" I Al I //�� AND SHEET --- Ea CAPTAIN OFFICE B5 1z'-6" i i �_ 0 _ WORKSHOP O IT LOBBY I PUBLIC RESTROOM o WOOD STUD WALL AND GYPSUM WALLBOARD WALL.RE:SHEETS w I I - A8.52 104 CL FFWA I G0.04 ANDG0.05 WALL AND RATEDASSEMBLES. LL --- - 127 Ci A8.51 62 /� t 100 x i I 101 e SLOPE 1/8"MIN- 130 11.28 0 26.10 102 I 0 I C21° uq�MAX 1�/ A8.52 C7 i I ® CONCRETE MASONRY UNIT ICMUI WALL.RE:WALL SECTIONS, N 1---J �' ""ta r- -wasa wawa `O gi B3 14'-0" 5'-0"I C2 WALL TYPES,EXTERIOR ELEVATIONS,COORDINATE J z _--__-____ I A3.10 WITH STRUCTURAL DRAWINGS. O E II r � `--- iI =_ `• - Div �Iz7 � - � i HALLW ' -------------- I MASONRY VENEER.RE:WALL SECTIONS,WALL TYPES, + LL Zlz EXTERIOR&INTERIOR ELEVATIONS,COORDINATE WITH 3_q 9-1C3 11/2" Q 5.0 BRICK o DECON 40'-11/2" 10 3 O_= KITCHEN/DINING AL STRUCTURAL DRAWINGS. Q ,� Z I 138 I 108 I ° O 126 I � I 0 METALVENEER.RE:WALL SECTIONS,WALL TYPES,EXTERIOR& � /D I I :. wess i i PATIO I INTERIOR ELEVATIONS.COORDINATE WITH STRUCTURAL L NO ro A8.52 Ei ® ADARESTROOM- i DAYROOM a i 109 Bl DRAWINGS. ~ ' � JANITORIAL--' GEAR GRID RAC -- - ----------- ------ 1'-7" I A3.01 _ TyP\/ L----- Mta 12s 111 � HALLWAY I _ FLOOR GRATE = 84TY El BUNKER GEAR = _ COMM RESTROOM ® 110 ® iO A3.o1 136 ° APPARATUS BAY i 1z4 Be A8.52 za ® HALLWA LAUNDRY E3 3 cz = A3.11 136a _a A8.52 I 5 Ii I A3.01 1'-41 ' 0 12214 00E4 WASH ACLOVE •RESTR09 AC3.21 1 = 3 109 = �/ - - - - -- - - --- -- - - - li7 21 - 311 - __ I - I- I x - - D � e a w�a 13s s.o HALLWAY I m Mxo _ M STAINLESS TEFL BARGRAT _____ CS _ _____________ 5_ 13'p"_______6_p__ m s-4^ 3'-a" s'-a" i APPARATUS BAY AS �;_'• 1.07 I I - ----I-J/ � e ELECTRICAL RESTROOM 50 o w (^ A3 I 135 Mm I 134 I e A8.52 E2 I ' B4 = 1 _ I-fir- / I AS A8.53 35 Project No: 20-042 82 L__-/T_ a I ri = _ HOSE ALCOVE ADASLEEP% SLEEP SLEEP SLEEP SLEEP I ___ _ I _ A4 .-. A3 B2 _ Date: 02118/2022 A3.10 (11.07 r I� r = li s�rnixaimxex Lx -J (1 21 8 -Y <i 12.03 - l r � u' 118 Ill 116 Sls 114 '� ___ _ _ /�7 F_<1 e> 0 D 0 0 i r FITNESS j=1 cnecked By: RC,MS TYPE �;( f 1 e zwaos n I JI 112 aJ Drawn By: KD J ---L 12.0p - - C.F.cI.ICE MACHINE 118t A11 = - AB lzac E3 _ G E3 i Sheet Name: GENERA AND EMS 10, 10„ e B4 col BE STORAGE XM,�x 9'-7" 17'-2"1 A3.01 a u1b - - 1C L,J COMPOSITE 0 33 - _ _ ______________ - - - -------=------------ L„ LEVEL 1 C5 �� - - -I - E3 _ - - - - � FLOOR PLAN I o a 128e __ 128d o -- d CITY APPROVED PLANS Lu 5 FIXED STEEL BOLIAR e > TYP.10 3'-9" A3.1 Reviewed for Code Compliance LJJ E3 TYF4. D3 E3 D1 A3.10 A3.30 A3.11 E4 04 PLANS MUST BE ON JOB SITE } Dl B2 E4 A3.11 A3.10 A3.11 A3.11 A3.1° FOR ALL INSPECTIONS v E22'.0„ 4,-0„ 14,-0' 4,-0„ 14,.0„ q,-0„ 6,_8„ 3,-4" 2'-0"31.4^ w 7 9 ( 1 2 3 4 5 6 8 Q Sheet No: E1 LEVEL 1-COMPOSITE FLOOR PLAN Az.Ul 1/8x_V-011 N A2.01 - I - . . . . . . . . Page 3 of 94 1 1 L 1 2 3 4 5 6 NOTES-REFERENCE NOTES O J I H G F E D C B A J I H F E D C B A 1.01 COORDINATE WITH STRUCTURAL DRAWINGS. pivot 1.05 COORDINATE WITH CIVILAND LANDSCAPE DRAWINGS. 'T 82 C2 TENSION ROD 5.37 1.01 C2 82 C2 C2 1.28 0.F.0.1. TYF 1'-4" 1'-4" 1.80 'FIAESPRINKLER RISER INSIDE'SIGNAGE.2"HIGH LETTERING WITH A3.10 A3.11 A3.10 A3.10 A3.11 A3.10 1'-P' 1'-0' 1'-0" 3/8"STROKE n o r t h E ARAPET COPING E A 4.03 3 0^ 4.03 1.81 3'-0"TALL ADDRESS NUMBERS.FINISH TO BE MATTE BLACK. 1 PET COPING 4.03 CMU BLOCK LAYOUT.RE:DETAIL B3 AND D3/A4.92. T.O.CMU HIGH T.O.CMU HIGH - - - - - - - - - - - - - - - 5.16 FINISHTO MATCH PARAPET COPING. lz7'-a^ lz7'-a" ARCHITECTUR 5.34 FINISH:GALVANIZED STEEL A T.O.BRICK HIGH 5.37 TENSION ROD TO MATCH MATTE BLACK FINISH. T.O.BRICK HIGH 120'-0" 7.34 OVERFLOWOPENINFIFG 8- Ag - - 120'-0" g,01 DOOR AS SCHEDULED.RE:SHEET ATTI z3.°4 LowER,COORDINATEWITHMECHANICAL DRAWw65. PIVOT NORTH ARCHITECTURE,PLLC. 118'-0' 118'-0" 23.05 DIESELEXHAUSTSYSTEM PENETRATION.COORDINATEWITH 1101 W.GROVE STREET <28.01 01 CONDUCTORH 7.34 7.34 6.12 MECHANICALAND STRURURALDRAWINGS. TYF E E � 23.07 GASMETER.[OORDINATEWITHMECHANICALDAAWINGS. BOISE,ID837O2 ' i I 6.12 26.05 EXTERIOR LIGHTING.COORDINATE WITH ELECTRICAL DRAWINGS. WWWPIVOt00ft11(teS19D.COm P T.O.ALCOVE LIGHT FIMURE TO BE COORDINATED BETWEEN STANDING SEAM O O - � METALPANEL RIBS,TYP. uo'-o' STAMP pROFF ' A3 A3 A3 26.12 UGHTFIXTURE.COORDINATE WITH ELECTRICAL DRAWINGS. VerP`'� TFC�i 32.15 RE:CIVIL DETAIL ON C5.10,DOWNSPOUT TO DISCHARGE BELOW 4' GRADE. LEVEL 1 LEVEL 1 N�grF OF KOP�o BUILDING PLAQUE 100' A 100' S 02.18.22 DOWNSPOUT <32.15 <32.15 TYP U B1 EXTERIOR ELEVATION NORTH B4 EXTERIOR ELEVATION NORTH B RICFCeYgZlsmILLER A3.01 1/8"=1'-0° A3.01 1/8„=1'0„ s 14 1� 1� 1� GENERAL NOTES-BUILDING ELEVATIONS 1. RE:FLOOR PINS 101111111 IIOR AN°WINDOW TYPES. BA3.11 2. RE:WALL SERIONS FOR ADDITIONAL CHAMFER BLOCKAND BANDING LOCATIONS 2'8" D4 E4 E4 4 D3 E1 D3 E1 A3.10 A3.11 A3.10 A.1 A3.11 F PARAPETCOPIN A3.11 A3.10 BUILDING ADDRESS SIGN 1.81 A3.I0 LEGEND-BUILDING ELEVATIONS T.O.CMU HIGH. TENSION ROD 5.37 1.01 12T-4' HATCH PATTERN INDICATES AREAS OF STACKED TEN " BOND-PRECISION-FACEC.M.U.COORDINATE WITH 1 F ES A PARAPETCOPIN. 0 T.O.BRICK HIGH WALL SECTIONS,BUILDING SECTIONS,BUILDING TYP - -_- - -_--- ELEVATIONS AND DETAILS FOR EXACT COARSING. El - - - - - - - - - _ _ _ __ __ __ _ _ _ - - - - 120'-0" COLOR:615 SM PREMIUM COLOR.RE:DIVISION 04- 40 ^I T.O.CMU LO� MASONRY IN THE SPECIFICATIONS. I 118'-0' r Boa FALLS CrN RRE 0EpM7TAEar 26.1 I HATCH PATTERN INDICATES AREAS OF BRICK. I g COORDINATE WITH WALL SECTIONS FOR EXACT 8.01 I °0°��PA0.0'� I T.O.ALCOVE COARSING.COLOR:LB427 PLUM GRAIN-SUMMIT - -I TYP - I - � BRICK.RE:DIVISION 04-MASONRY IN THE I 110'-0' SPECIFICATIONS. AS A6 A4 A4 I I HATCH RN AREAS OF MATTE I 1 I BLACK-STANDARD COLOR.RE: ITS. ACK I � BUICK�STANDARD COLOR.RE:DIVISION ITS. LEVELS METALS IN THE SPECIFICATIONS. --------r--� O � C I wuwi;arx `----------------------------------�--------------- BUILDING ADDRESS SIGN 1.28 B C A E2 O HATCH PATTERN INDICATES AREAS OF MATTE BLACK = 4.0 D STEEL PLATE.RE:DIVISION OS-METALS INTHE M Q SPECIFICATIONS. z C C1 EXTERIOR ELEVATION WEST HATCH PATTERN INDICATES O a E PANEL.RE:DIVISION O6-WOOD PLASTIC F Z A3.01 1/8"=1'-0" 1 TO' � 3 Q $ ( T $ 9 COMPOSITES IN THE SPECIFICAl10NS. 2� I-_ H TAG METAL C PINGS.FINISH TO BE F lJ - MATTE BLACKS E:SPECIFICATIONS O El DI Dl 82 E4 E4 D4 w A3.10 A3.30 A311 A3.11 A3.1 A3.11 A3.10 A3.11 A3.30 TAG INDICATES DOWNSPOUTS,PARAPET SCUPPERS, LL F A PARAPET COPING AND CONDUCTOR FINISH TO BE MATTE J ' BLACK.RE:SPECIFICATIONLATION5076200. Ln � T.O.CMU HIGH ^ J Z TAG INDICATES METAL FABRICATION.FINISH RED TO .. O TENSION RO 5.37 101 127' MATCH APPARATUS BAY DOORS.RE:SPECIFICATIONS +-+ Q 0 -0" TP 055500. („) L.L Z O5.16 STEEL CHANNEL F PARAPET CO PING 05 T.O.BRICK HIGH � PARAPET COPIN F - - ---r - - - - TYP - - - - - - ° - 120'-0' L'J MATTE BLACK.RE:SPECIFICATIONS 07 21500. BE ,O Z 26.12 T.O.CMU - �- P- - - � TAG INDILATES MATTE BLACK METAL CHANNEL � p <2801 a 118'-0" �� CANOPY.RE:DIVISION S-METALS INIHE '� 26.05 SPECIFICATIONS. T.O.ALCOVE 000 �00 _ 110'-00 == LEVELS 100'-0' D EQ. EQ SECTIONAL DOOR 8.01 - - � J TYP EEROWINDOW C C I D I C J I C 6 D1 EXTERIOR ELEVATION-EAST A3.01 1/8"=1'4' T' Project No: 2P042 ' A B C D F G H I J Date: 07J182022 Checked By: RC,MS ' C2 C2 D4 82 1 4 A3.10 A3.11 A4.91 OA3.10 Drawn By: KD STEEL LADDER 5.34 1'0" ' 4.03 PARAPET COPING 4.03 TOlUHIGH Sheet Name: 121'4' N BUILDING TYP ELEVATIONS T.O.CMU LOW S GRID CITY APPROVED PLANS Lu A2.92 a 1is, -0 EQ TYP EQ 3.D5 , , ° --<2 > Reviewed for Code Compliance W z6.1 26.0 ks.os l TO ALCOVE PLANS MUST BE ON JOB SITE uo'-o" U 3A4 M FOR ALL INSPECTIONS z E � LEVELL LEVEL Q CONDUCTORHEAD,TYP C G /� 100'-0" too--V. Sheet No 1.80 1.05 3.07 32.15 DOWNSPOUT,TYP TYP \/ U 26'-4" 26'-4" 1 -0" E1 EXTERIOR ELEVATION SOUTH E3 ELEVATION ALCOVE TYP A3.01 A3.01 1/8"=1'-0" A3.01 1/8"=1'-0" - Page 4 of 94 1 2 3 4 5 6 CODE ANALYSIS - 2018 IBC and IFC - Twin Falls Fire Station#3 NOTES-REFERENCE NOTES TYPE OF CONSTRUCTION V•B OCCUPANCY GROUP:B,S-2,li Group R-2 Occupancy shall nwt exceed 125 h.and no more then 10 occupants(Table 10062.1). Building's equipped throughout en app eulomatic apnnkler eyete acoxdena wnh Sect.,903.3.1.7.Nonce a 508.3,most restrictive provisions of Chapters 5(occ elepply. Where two exits are required in an area or building equipped throughout with an automatic spdnklersystem In accordance with Section 903.3.1.1, 1.43 HEIGHT OF THE RIM OF THESINKTO BE 34"AFF MAX BUILDING SEPARATION: the separa tion distance of the exit dare or exit access donmays shall not be less than 113 of length of the max.overall diagonal dimmon of 1.44 30"X48"CLEAR FLOOR SPACE pivot • North Side:Inter.r Rear Lot Line;Dist.to Building=70'-V the area served(10152.1-Exomdon 2). 1.45 1EIGHTOF COUNTER TO 1E34"AFF MAX • East Side lnter.r Lot Line;Dist.to Building=150'-0" Exit Attest Travel Distance:In a Group R-2 Occupancy equipped throughout with an automatic spinner system in accordance with Section 1.47 5'-0"TURN RADIUS CIRCLE • South Side:Interior Rear Lot Line,Dist to Building=79'.0" 903.3.1.1,maximum common path cf egress travel in a sprinkiered building(feet)100'.0%exit access travel distance shall not exceed 250'.0".(Table • WastSldeatlde:Pool ic Way,DistwCenterline Line=III Disttanceto Property Line=5B.7' 1017.2), 1.48 ADA SERVICE SINK WITH CLEAR KNEE SPACE.HEIGHT OF000MERTO o r t h Haight Calculation,R-2 Occupancy(most restrictive(:Height allowed=60ftEkoms allowed=2(Table 5U4.3 add 504.41 Actual Height= INTERIOR ENVIRONMENT: BE34"AFF MAX. 27'd',Actual Stories=1 Occupiable spaces,habitable spaces and comdore shall have a calling height of not leas than 7 g.6 in Bathrooms,toilet rooms,kitchens, 1.68 ADA GLUTAM BENCH PER ADA STANDARDS 903.3 ALLOWABLE AREA OF BUILDING: storage rooms and laundry rooms shall be retained to have a wiling height of not less than 7 ft,(1208.2). NumWr o/ In other the,dwelling units,toilet bathing,and shower mom flcor finish matirtis shall have a smooth,hard,nonabsorbent surface The ARCHITECT U R Floes -ind y Group SnnaalFt 81Mua Allowed Aroa ROW fall Inane,tlow of such Room with walls shall have a smooth,hard,nonabsoment vertical base that extends upward onto the walls not lees than 4 Fioa1 B - OK 3.uuo NA OK In.(1210.2.i). A Fba 7 S2 3 Bones 60 fl OK 42000 NA OK • Walls and ou nitions within 2 ft.of service sinks,urinals and water doers shell have a smooth,hard,nonabsorbenl surface,to a height of not Floor R-1 1<3 stories160 A OK 1 28000 1 NA I OK less than 4 ft above the floor,and except for structural elements,the materials used in such wells shall be of a type that is not adversely Total Ana No areleO Uea 1<3enNeN60R OK 1 28000 1 NA I OR affected by moisture(1210.2.2), Exception:This section does not apply to idler rooms that are not accessible to the pudic and which have not more than one water closet. TABLE 601•FIRE-RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTSXOURS: Accessories such as grab bars,towel bars,paper dispensers and soap dishes,provided on or within walls,shall be installed and seeied m LEGEND PIVOT NORTH ARCHITECTURE,PLLC. BUILDING ELEMENT TYPE V41 boon protect structural award from moisture. Prime SnuclarelFremee ex3edbn202 0 1101 W.GROVE STREET ROOFING:Minimum Requiretl Roof Covering ClesslAatlan for Type V-B Construction when tested in aocordena with ASTME708 or UL 790= Exterior Beanri Walls ra 0 Class C(Table 7505.1). ROOM NAME Interior Bearing Wells 0 OCCUPANCY CLASSIFICATION(PER PER IBC CHAPTER 3) BOISE,ID 83702 Exbnor Nonbaedn WeIIaB Pennbx Sea Table 602 TABLE 2902.1-MINIMUM NUMBER OF REQUIRED PLUMBING FIXTURES www.pivotnorthdesign.com Inteda NonDean We1158Panition• 0 OCCUPANCY DESCRIPTION WATER CLOSETS LAVATORIES BATHTUBS NX DRINKING Floor ConsWclionBSecondery Members sou Session 202 0 B BUSINESS OR OTXER MALE FEMALE MALE FEMALE FOUNTAINS RoolCasWdbnBseanda Members(see Seaton 202 0 No. nts SHOWERS ROOM OCCUPANT LOAD IBC TABLE 1004.1.2) d.NNNaa Men lM Poe resi We m0n9mouirea Dyexafseddermorte;aerie. 63 32 32 32 32 - 1 STAMP PROF e.AbtbeeMen lM Arsradsrerrce reW,p besedon nm spemtMn Gelaxafax ieab ed2l. 1125fa1a50and11i V40fa1•fi0and 1180 bf i3ERVICETF / I.Nofieea Mx Me Are-reaietenxafNpxrekrencedln Seel.,la.f0 LOAD FACTOR - 11f00 vF� remelnderexaedl 50. remalntla excesdin 6to SINK WIDTH OF EGRESS COMPONENT V fl y TABLE 602•FIRE-RESISTANCE RATING REQUIREMENTS FOR EXTERIOR WALLS BASED ON FIRE SEPARATION DIST.+h n No.Re ulred 2 2 7 1 - 1 1 DIRECTION OF EXITING 4. No.ProvMed 9 2 9 2 0 1 1 X�, FIRE SEPARATION DISTANCE OCCUPANCY o R•2,83 UCTgN X(tsar) TYPE OF CONSTR Ihoursun) IFC TABLE B105.2•MINIMUM REQUIRED FIRE-FLOW AND FLOW DURATION FOR BUILDINGS COLLECTIVE NUMBER OF OCCUPANTS X<5 All 1 FIRE FLOW CALCULATION AREA s u•de fwt FIRE-FLOW FLOWDURATpN N o 70<X<30 V-B o VBCGrodulutlon allon'S00Inuit noun OCCUPANT CAPACITY OF EGRESS COMPONENT qrP S X�R 02.18.22 X x 30 All 0 The minimum fire-flow and film duration for buildings other then one end heo-famiy dwellings shall be as spei in Table 8105.1. 6� e.Lxd-Deering axNMr meta 9hNl abo campyw"h lM fire reUalxtt refm9repuirements of ieab B01. Exception:A reduction in required Mai of up to 75 percent,as appvved,is allowed when the bulldingb providedsithenapproved `DIRECTION OF EXmNG e.The fiaraGwanxretir"ofan-do,.11 is examixddesad upon the fire separation doter.of the a-was antl Me story in which me wall IsbcaMd automatic sprinklersystem Installed in accordance with Section 903.3.1.1.The resulting fire-flow shall not be less than 1,500 gallons per h.Where Tebb 705,Eparnm.-bimngaftnor walls with unlimited area of unpmtected openingl the mpuved fire-hunspme rating for me,sirar wells is 0 minute for the prescribed duration as spxi6ed In Table B105.1.See Table 01052 for Ore-flow reduction w s. TABLE 705.8-MAX.AREA OF EXTERIOR WALL OPENINGS BASED ON FIRE SEPARATION DIST.AND DEGREE OF With reduction for sprinkling,the MINIMUM REQUIRED FIRE-FLOW•1,500 GPM for a Duration of 2 hour. COLLECTIVE NUMBER OF OCCUPANTS OPENING PROTECTION: PC TABLE C102.1•NUMBER AND DISTRIBUTION OF FIRE HYDRANTS FIRE SEPARATION DISTANCE IL DEGREE OF OPENING PROTECTION ALLOWABLE AREA AVERAGE SPACING OF MAXIMUM DISTANCE FROM ANY POINTGN O.Ion than Unrobded,Snnldered NOl Pe.&d FIREFLOWREQUIREMENT MINIMUM NUMBER HYDRANTS STREET OR ROAD FRONTAGE TOA EXITING TRAVEL DISTANCE RIC et'' ZlS1VIILLER 3 to less then 5 Un robaed,S nnklered 15% (grim) OF HYDRANTS yes HYDRANT 5 tg lase than 70 Un roMdetl,3 rinklered 25% 10 to lase then l5 UnrIMSnnMarad Mi" tea t sap 250 FIRE PARTITION-30-MINOTE FIRE-RESISTIVE RATING PER IBC 15 to bx than 20 Unbinds S nnkiered 75% SECnON 706 WITH 20-MINUTE RATED OPENING 20 to bee than 25 Untorobded S nnklered No Llmn 25 to lees than 30 Unrob3idelmnet No Limit PROTECFNES PER IBC TABLE 71fi.112) 30or greater Un mt daticted,S dnldemil No Limn FIRE TEST:ES 1049,1058 DUCTS AND AIR TRANSFER OPENINGS(710.81:The space around a dud penetrating a smoke partition and be NO with an approved! matedaI to limit the free passage of smoke.Air transfer openings in smoke partitions shall be prodded with a smoke damper complying with Section ENOTART O F THIS PERMIT. FIRE BARRIER-I-HOUR FIRE-RESISTIVE RATING PER IBC 717.3.2.2, SECIION706 WITH 45-MINUTE RATED OPENING BFx�Where the instillation of a smoke damper will interfere with the operation of a required smoke control system in accordance with Section PROTECTIVFS EABC TABLE 716.1(2) Y 909,approved anontsve Moral shall be"nllxed. REVIEWED AS PART OF FIRE TET:ULU425TABLE 803.11•INTERIOR WALL S CEILING FINISH REQUIREMENTS BY OCCUPANCY: 5-2:LOV IARD STORAGE SPRINKLERED APPARATUS BAY OCCUPANT LOAD FACTOR:200 GROSS GROUP Inbrbr axll aMlrways,Innrlor exN romps Conkonmdenclosun forexN Roomsan Ikxfted U I L D I N PERMIT ACCESSORY STORAGE/MECH OCCUPANT LOAD FACTOR:300 GROSS III and exN saw awe • wcwsslaltwayswdaallwcew rem s 8 ems• B B C C R-2 C C C R-2:RESIDENTIAL IQ C C C OCCUPANT LOAD FACTOR:200 GROSS 1 5-2INTERIORFLOORFINISHESJIKIC.21:In Group B,fill and S Occupancies the minimum cntical radiant Aux not Iass than Gass II,0.22 ® B:BUSINESS AREAS wanslcm2 or greater,and materials complying with DOC FF-1'plll Test'(CSPE 16 CFR Pan 1630)or with ASTM D 2659(804.4.2). OCCUPANT LOAD FACTOR:150 GROSS MEANS OF EGRESS: Maximum Common Path of Egress Travel in a apdnkiemd building FIRE EXTINGUISHER CABINET.RE:DIVISION 10-SPECIALTIES Group B Occupancy shall not exceed 100 ft.and do mom than 49 ccoupanis(Table 1006.2.1). -;Ill SO AND 5HEET G2.01 Group S-2 Occupancy shall not exceed 100 A.and no more than 29 occupants(Table 1006.2.1). 1 2 3 4 5 T IIII I I I i I I I I I I I I I - - - - - - ° a - - - - - - F - - t - - - - - - - - - - - z Ll O J Ca ❑ ❑ I 36' ENTRY LU - - - - - 180 O D D LL w 0 4 0� S 2 0CCUPANCI DF 127 5Q.FT. LJ li OCCUPANT LOAD=1 FFw 1.47 FIRE RISER/AIR i80O� ROOM GIPTAIN OFFICE LOBE PUBLIC RESTROOM J Z 52 OCCUPANCY OF 1,2895Q.Fr. •, O WORKSHOP CCUPANT LORD=9/ 0 Q ° I � LL z I I i U - i 1.43 2 I EH L �J 1.43 li EXIT TRAVEL DISTANCE:7T`T N ° ElDECON I ' li i 1.68 1.47 � � o ❑ li - j • KITCHEN/DINING ADA RESTROOM 144 R-2 IANITORIAL L R-2 PATIO PPARATUS BA O F - - � a6 0 O R-2 6 it 1.44 R-20CCUPAN[Y OF 1,0705Q.FT. 1.47 5-20CCUPANCYOF 1,4025Q.FT. _ CUPANT LOAD•5 R - __ OCCUPANT LOAD=6 BUNKER GEAR 20CCUPANCY OF 3,7825Q.Fr. 5-Z RESTROOM W I DAYROOM I i 5.2 CCUPANT LOAD=19------ R-2 / R-2 HALLWAY y l I 1.44 ® '1 1.48 1.44 i o Imo- -r Y---,I ---r Y-- • < � IAUNDRY I rser D WASH-2 LOVE'X REST ® ~ II x L II A ., � 1.47 R-2 HALLWAY -- � © 3fi" BO IT III EXITTRAVEL DISTANCE:60'-7" li li J 1.43 R-2OCCUPAN���111'''OF1,6525Q.FT. HALLWAY APPARATUS BAY - OCCUPANT LOAD =9 r O ELECTRICAL �I RESTRDDM �:I r T r T r T r T r alai LOCKER• LOCKER LOCKER LOCKER LOCKER Project No: 20.042 + �I�1 •� `� D a t a: 02/18/2022 fE r� _ ITNE55 _ Checked By: RC,MS GENERALAND EMS t 1.47 • OCNPANCYOF6718Q.FT. STORAGE HOSE ALCOVE SLEEP SLEEP SLEEP SLEEP OCCUPANT LOAD=14/ Drawn By: KD S 2 r x li S-2 \' LEE LEE LEE LEE 0 III III �I ADASLEEP 0 0 0 LJ Sheet Name. L I I 6„ 1' - - - - - 8D - - - - - - - - - - N LEVEL 1 - EXITING �, ~, EERO WINDOW,TYP. --- ---"--- ---I _ 6 �O AND OCCUPANCY I I CITY APPROVED PLANS LU PLAN �� _ - - - - - - - - _ _ _ Reviewed for Code Compliance w 1 I PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS U E LU W cD Q Sheet No: 1 2 3 4 5 6 7 8 9 E1 LEVEL 1-EXITING AND OCCUPANCY PLAN / N G2.01 Page 5 of 94 1 2 3 4 5 6 pivot ' SITE ONLY PERMIT. NO OTHER WORK TO north ARCHITECTURE B E PERFORMED A S PART O F THIS PERMIT PIVOT NORTH ARCHITECTURE,PLLC. A 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com STAMP: i THE BLAND ;I EP GRT:3837.64 I GROUP `ORCHARD PAAX SUBDIVISION#1 _ 2 '� o • -- 12"PVC IE-NTH:3833.42 , \ �� y l g 997 WASHINGT6N ST S TBM-1 a '15'� I -- ----- ---383g. SUMP:3633.4 SWENSEN DEVELOPMENT MAG NAI� I �I --_ 586°58'14"E' / - 30'ACCESS LANE 9 F' w" / /33 18.02' / ELEV:384.99 I �30'ACCESSLANEB- OPEN DITCH�\ �� -«- _- - =- - _ - __ ____ _ -991 WAS DEVELOPMENT UTILITY EASEMENT l IX I / 40.03' / - 193.29' 3840-- UTILITY EASEMENT SWENSEN DEVELOPMENT of = /EP----- 331 Topographic Survey M( I _` /586"58'14"E593.03' - - -EP 338g0 1 RI ���////' u;SMILLER II I �I -- _ 1 - ®=r L���8 7 381.72' I� o �✓ -- -3840� I�'�t� -� co "" _ HPG o d d // G _ A HP / for I �Im 6,2�� RIM:3839.29 �U�-- v co 12"PVC IE-NTWSTH:3834.2 HPG A " HPG I / 12"PVC IE-EST:3836.6 / / �' --3843- G - , City of Twin Falls 1 / / , I I HPG o I , 3 /33 "mom, v PG p \ 33 / J III II �-3841---/// __ SSMH HPG_ Situate m a Portion of the I ��' /� RIM:3847.56 I 1 38g0 I / 8"PVC IE-NTH:3835.26 NW 1/4 of the NW 1/4 of Section 28 1 I I li / 8"PVC IE-STH:3835.32 3 33� I Township 10 South, Range 17 East, Boise Meridian s LLI Z O B m II ��f OPEN DITCH y City of Twin Falls,Twin Falls County, Idaho 33 vco 2021 SSMH�� ill //� // �d J ��•1,/,. �- -� RIM:3841.43 33 I 18"RCP IE-NTH:3837.22� I ---- - -� W �y WW W W W-WWW-W \ m 18"RCP IE-STH:3637.26 -I i /I/ V 3843 RR.STR. RIM3833.7 - FO 12"PVC IE-STH:3831.8 SSMH I ' 1 Vi Y$ W o v v - 12"DMP IE-WST:3831.7; RN3: 313 5 18"RCP E-NTH:3829.39 1&PCP IE-STH:3829.46+/- 1 3 I SB3go / o --- i 3845_ - GIRR \ / /3844-co --- - -. 33 / x \� c G v 33I ��� 31 ��v� / tbd WASHINGTON ST S CITY OF TWIN FALLS o CRES± CN 3 / ss va I v� / / 8.35 A /� 3845- 3 3846--x-w Q.? � CA O Ali . M S - t o 383 I / �I Say G a6 8,- 1 33 -G1I UNDEVELOPED GROUND��� _ "' Cn U. O : - \ FIX - W-W-' 0 11 I 3 3 Z 1 / IBX RIM:3854.76 �3 wg I RIM:3837.56 I - - - - - I F I Iz-_-_-_-/ P / o� ■� Q / 12"PVC IE-NTH:3833.1 12"RCP IE-NTH:3851.I 3�p N sEL CAMINO AVENUE \ o w' I I I 1 (v --'IBX I 12"RCP IE-STH:3651.7 ) ---------3847- I 12"PVC IE-EGT:38XX.X - - - __- - - i'v, (BOX FULL OFF H2O / HIM:3837.82 33 \ �- _� / I 3 - ------- A\ ✓ F- / NO PIPE IE OBTAINED) 12"PVC IE-STH:3884.0 �I�II�A�S w \\ /Yt Ic CL I 12"PVC IE-STH:3832.7 �/ / I "'e c 2 33 `I I I I I / 3 ���/ O _ EL w SSMH `v ��� RIM:3847.56 p L 3 6'PVC IE-NTH:3839.89 O c J 8 6 o I / "'PVC IE-STH:3839.99 '� - CL .. -j z - E O / w3 \�3848- ■� t ri +' C~7 I Z o W W W W W _ \\ H 7 _ L Revisions 3e5 8 I31 TBM-1 Legend: g ti SCRIBED'7" / /i / I I I / ELEV:3646.3T III I�OPEN DITCH / / / _ \3849 • FOUND 5/8"MONUMENT -- OVERALL BOUNDARY LINE .II \ / / / FOUND I/2"MONUMENT --- -- --- ADJACENT PROPERTY LINE I / TEMPORARY BENCHMARK - - TIE LINE / 0 385g\ \ / / / \ _ I Revisions:Cd 0 CALCULATED POINT SECTION LINE I I I \ o \ C I tl I / / / ROADWAY CENTERLINE 7 �' \ I \ / / / - \� ' ® WAT RVALVE ------------ EASEMENTLINE / / I -3B I ---_ ® EG EG EDGE OF GRAVEL \ /33I 9e I WATER METER EP EP EDGE OF PAVEMENT / I "'I \ Ir / 91 FIRE HYDRANT -X-X-X-X-X- FENCE LINE / i w /36 © WATER VAULT R/W RIGHT-OF-WAY LINE 3 Sp (®g� SQUARE INLET SS -SS- SANITARY SEWER LINE SANITARY SEWER MANHOLE SD SD STORM DRAIN LINE o I / w w WATER LmE _ � v /o Iv v t�l __ ----- / ® PRESSURE IRRIGATION VALVE GIBE GRAVITY IRRIGATION LINE / 1 - _- o '38g8 IBX H0 TOP TOP OF DITCH RE IRRIGATION HEAD GATE TOE PR -OMSSU E DITCHIRRIGATION / \ 1 I \\ l//_ I 12 PVC IE-NTH � � D IRR IRRIGATION BOX POMP PRESSURE IRRIGATION LINE OVERHEAD POWER LINE rl �66 _ ------------- Q Q GAS METER ox� 3 �" SSMH I 8"PVC IE-EST:38502 ___---- 1 UGP UNDERGROUND POWER LINE / / \ GAB RISER -T T T- UNDERGROUND TELEPHONE LINE 3 RIM:3848.84 0 12"STL IE-$TH:3847.7 ® GAB VALVE HPG HIGH PRESSURE GAS LINE SSMH 1 c I 18'RCP IE-NTH:3843.66��� =--�= I SSMH IBX v GAS SIGN G G NATURAL GAS LINE RIM:3861.66 c_ \ ry ,gg49' _ RIM:3854.41 POWER POLE EO EO FIBER OPTICS LINE 18"RCP IE-NTH:3857.80+/- I " 18'RCP IE-STH:3843.74 _ I ------- ._g850- -\ 12"PVC IE-NTH e GUV WIRE _ CONCRETE AREA I I 8'RCP IE-EST:3845.39 - GIRR GIRR - - - - - - _ ,- - - UNABLE TO ACCESS -- tiypL LA D 18"RCP IE-STH:3857.88 a GIRR _ __ - _ _- \ 8"PVC WEST NO ACCESS - O y+ ELECTRIC BOX CURB ANO GUTTER I .++ * S T'¢� ��RR -GIRR �T{ 1 CEN G� ELECTRIC VAULT `3850� EXISTING GROUNDCONTOUR /3 ,�66 \ FO G -X S$ 8 U(GS-_ S =y,=,�_ _ -N87°2258"W 59288'-GIBB��- 1ilBR�� PIRR PIRf� ELECTRICAL TRANSFORMER 2 / �HP ---- 358 S �x�X _- �IRB�-�_ [s_--- --PjRR k ---------------- SS _ 6R{F o C3 TELEPHONE RISER , / ------ a o Project No: 20-042 - ---------- $ - S-- FO FIBER OPTIC MANHOLE , , �O I - - -- _ P. 1 iN S - Date: 0311412022 O FIBER OPTIC INDICATOR / I I _- -- v SIGN / aj r \ 33 O1 I O I O i �w VILLA VISTA S~BDIVISION No.2 I ------------------ Checked By: ECIBS 09/79/2071 \ Drawn B CRIJL / A�� I �3� 1. I I v: Proieot No.: I¢noe _ I Notes: eateofIssuance se,tmoerzezezl 1. UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY.THE LOCATIONS SHOWN HEREON ARE BASED UPON ABOVE GROUND EVIDENCE AND UTILITY COMPANY FACILITY MAPS.THE SURVEYOR MAKES NO GUARANTEE OF THE ACCURACY OF LOCATION OF UNDERGROUND UTILITIES, Project Milestone: Sheet Name 2. BOUNDARY INFORMATION SHOWN HEREON IS BASED ON RECORDS AVAILABLE TO THE SURVEYOR AT THE TIME OF SURVEY AND FOUND MONUMENTS ON THE GROUND.EASEMENTS,ENCROACHMENTS AND OTHER ENCUMBRANCES WHICH MAYBE APPARENT BY CONDUCTING A FULL TITLE SEARCH,ARE I NOT NECESSARILY DEPICTED ON THIS SURVEY. TOPOGRAPHIC 3. THE BASIS OF BEARING OF THIS MAP IS GRID NORTH ON THE IDAHO STATE PLANE COORDINATES SYSTEM(NAD 83).WEST ZONE,AS DETERMINED BY GLOBAL POSITIONING SYSTEMS METHODS.ANY DISTANCES SHOWN ARE HORIZONTAL GROUND DISTANCES IN U.S.SURVEY FEET. E Topographic Survey 0 40' 80' SURVEY g 8 Horizontal Scale: 1"=40' 1 of 1 -za Lu E CITY APPROVED PLANS N Reviewed for Code Compliance C m PLANS MUST BE ON JOB SITE Sheet No: FOR ALL INSPECTIONS C0.00 g �b� Page 6 of 94 1 2 3 4 5 6 Sheet Notes: 3 3 A. IN THE EVENT OF A DISCREPANCY,NOTIFY OWNER'S ' s REPRESENTATIVE IMMEDIATELY. pivot I I< I 3 3 3 B. THE CONTRACTOR SHALL ENSURE THAT ALL DEMOLITION, a = REMOVAL,ABANDONMENT,ABATEMENT AND CLEARING AND SITE nor t h PREPARATION NECESSARY FOR PROPOSED IMPROVEMENTS ARE COMPLETED WHETHER SHOWN ON THESE PLANS OR NOT.THE 3 3 3 CONTRACTOR SHALL REMOVE OR ABANDON ALL ITEMS = 33 INCIDENTAL TO THE ITEMS INDICATED. a C. UNDERGROUND UTILITIES AS SHOWN ON THESE PLANS HAVE BEEN 3 3;: _ LOCATED AS MARKED IN THE FIELD BY DIGLINE AND APPLICABLE A UTILITY COMPANIES,AND BASED ON FACILITY MAPS PROVIDED BY PIVOT NORTH ARCHITECTURE,PLLC. THE OWNER.THE SURVEYOR HAS NOT PHYSICALLY LOCATED 1101 W.GROVE STREET �' UNDERGROUND UTILITIES.THE CONTRACTOR AGREES TO BE wwwBOISE,.ivotnorthdesi n D 83702 oom = FULLY RESPONSIBLE FOR ANY DAMAGES WHICH MIGHT BE 3 3 i OCCASIONED BY HIS FAILURE TO LOCATE AND PRESERVE ANY AND P 9 ' w aw ALL UNDERGROUND UTILITIES WITHIN THE PROJECT AREA. 1 2 END 1 2 ONAL 3 2^gIRR I � D. RETAIN AND PROTECT EXISTING ISTING IMPROVEMENTS OUTSIDE WORK 1 LIMIT BOUNDARY UNLESS MARKED FOR DEMOLITION.RETAIN AND Ov 3 3 3 PROTECT EXISTING UTILITIES AND ASSOCIATED STRUCTURES a 3� UNLESS MARKED FOR DEMOLITION. 13437 —EG E. PRESERVE AND PROTECT ALL SURVEYING MONUMENTS AND sf O ORCHARD PARK SUBDIVISION#1 ,Tf OF 10� 3 3 � to PROPERTY CORNERS.COORDINATE WITH PROJECT SURVEYOR TO L = TIE AND REPLACE ALL MONUMENTS WHICH MUST BEC(Rtn- w - ril OBLITERATED. 05 1 2022 ® 997 WASHINGTON ST S '`--15'—'` ' SWENSEN DEVELOPMENT F. CONTRACTORS SHALL BE RESPONSIBLE TO PROVIDE CONTINUOUS —EG 3 �' 3 � 4 1 SEWER,WATER,POWER,AND COMMUNICATION SERVICE TO ALL EXISTING BUILDINGS DURING THE COURSE OF CONSTRUCTION. -OHP G. DEMOLITION AND CONSTRUCTION SHALL BE COORDINATED AS TO ��///-{/��y��'q /f�\�,�/s,3 3ti S °58'14"j 18 2' 30'ACCESS LANE& Rl��y V/ �/W.,.ILLER 3 0.0' I _ y _ - S86°58'14"E 593.03' - - - UTILITY EASEMENT NOT INTERRUPT THE USE OF EXISTING FACILITIES.IF AN o - 193.29' - rc I INTERRUPTION 15 REQUIRED,THE CONTRACTOR MUST OBTAIN - BEGIN 1 1 � � � � � � � - - - - _ _ = WRITTEN APPROVAL FROM THE OWNER'S REPRESENTATIVE. 3 c 9 2 BEGIN 2 END _-- GT_� R� -EP- _ Po Demolition Keynotes: 7 J '=BST UGP U —�� 1. REMOVE AND DISPOSE OF EXISTING CONCRErE CURB AND GUTTER. 3 3 1 I 2 -i 1 m ij �{ I 2. REMOVE AND DISPOSE OF EXISTING GRAVITY IRRIGATION PIPE. o li BEGIN I I 8 - I 2.1. REMOVE AND DISPOSE OF 8-IN PVC GRAVITY IRRIGATION PIPE 0=N II n AT GROUND SURFACE.CONTRACTOR SHALL DETERMINE _ 4 I II EXTENTS OF SURFACE PIPING AND CONFIRM REMOVAL WITH Lu Z 0 z B 3 3 I' 1 g I OWNER'S REPRESENTATIVE PRIOR TO CONSTRUCTION. '�a= 1 € H�C9� {r 3. REMOVE AND RELOCATE EXISTING SIGNAGE,COORDINATE WITH 1 3 I I 1 I I MATERIALS PLAN FOR ADDITIONAL INFORMATION. 3 3 1 L I I 1 I 4. SCUT LINE-PROVIDE NEAT SAW CUT LINE OF ASPHALT AND I CONAWCRETE. 1 2 5. REMOVE AND DISPOSE OF EXISTING WATER MAIN PIPING AT 00�• Ilc 3 3 I 1 I I I I APPROXIMATE LIMITS SHOWN.COORDINATE WITH SITE UTILITY PLAN = 1 _ END I 1 FOR ADDITIONAL INFORMATION. _ I 6. REMOVE AND DISPOSE OF EXISTING WATER STRUCTURE. 7. REMOVE AND DISPOSE OF EXISTING GRAVITY IRRIGATION 1 I I STRUCTURE.SEE UTILITY PLANS,SHEET C5.00 FOR REINSTALLATION ca DETAILS. C/) S 8. REMOVE EXITING CURB NOSE AT PLANTER ISLAND TO ACCOMODATE 3 FENCE INSTALLATION.CURB SHALL BE TRIMMED 2-FT FROM � OPEN DITCH = I PROPOSED FACE OF CURB.SHRUB AND EXISTING LANDSCAPE Q 1 �oo� I SHALL BE REMOVED TO ALLOW FOR CURB REMOVAL AS SHOWN. �c 3 co I 10 I� i 1 i CONTRACTOR SHALL REPAIR IRRIGATION AS NEEDED IN THIS GENERAL VICINITYTO ALLOW FOR CONTINUED FUNCTIONALITY OF 3 I 3 3 IRRIGATION SYSTEM. z BEGIN 1 1 I I = MATCH LINE -THIS SHEET 9. REMOVE EXISTING TREE.REFER TO SPECIFICATION SECTION 311000j �I 3 I 1 I 1 4� 3 FOR ADDITIONAL INFORMATION. j1 I I 1 I 10. GRAVITY IRRIGATION SERVICE TO DOWNSTREAM USERS SHALL NOT BE INTERRUPTED DURING CONSTRUCTION.CONTRACTOR SHALL O c 1 PROVIDE TEMPORARY MEANS OF CONVEYANCE WITHOUT IMPEDING M = BEGIN 1 CRITCAL PATH SITE CONSTRUCTION EFFORTS,IN ADHERENCE TO EXISTING PUBLIC I 3 3 1� ! 1 END LOCAL STANDARDS,UNTIL NEW DITCH AND IRRIGATION TILING CAN Z} UTILITY EASEMENT OCCUR.REFER TO C5.10&05,11 FOR ADDITIONAL INFORMATION. OvC Q 1 3 I I 1reservation eynotes: — #E!o 1 3 1L_-------- L _ 1 END Q z 3 -- 7 1 ������ ------------------------------- 1. PRESERVE AND PROTECT EXISTING SEWER MANHOLE STRUCTURE - --- AND LID.COORDINATE WITH MATERIALS PLAN AND UTILITY PLAN 3 I 1 _" 1 ^ 12'W 12"W 12'W 12^ I c7 I = FOR ADDITIONAL INFORMATION. r� E! W I I 5 I f _----------------- 2. REDUCING a PRESERVE AND PROTECT EXISTING PRESSURE REDUCIN w c 3 5 END 1 -- - _ �' WATER VALVE AND ASSOCIATED VAULT STRUCTURE. _ I c7 1 I 3. PRESERVE AND PROTECT EXISTING STREET SIGN. w W -W " 1 W 5 BEGIN I 1 I 1 (/) H 3 I I N I 3 INN �N N 6 �I 4 ■ 12 I 1 1 i 3 3 co I --_--_ __1 END ILL O c W W ■ W I 4 ------- — Demolition Legend: Q lI I _ 2 � Z 3 3 I I I I o 10 cu � BEGIN 1 z_ _ 3 3 1 REMOVE AND DISPOSE OF HARDSCAPE OFFSITE. 1 a 3 3 BEGIN 1 I I 1 I I I O o o 1 I I 1 1 i 3 3 � o I I APPROXIMATE LINE OF DEMOLITION LIMITS PROVIDESAW CUT- 3 3 1 I I 1 1 3 i 0 1 I /+ OF A PHALT ANDC W CUT LINE CONCRETE Revisions: 1 I 1 1 1UTILITY PPE SECTION,CURB I I OR OPEN(GRAVITY IRRIGATION RIGATION DIT ETO 0 o W o BE REMOVED 1 CITY COMMENTS 4/11/2022&5/19/2022 3 3 I 1 1 I 3 3 o f 1 I I 2 ADDENDUM 2 5/19/2022 I z 12"W EXISTING 12-IN WATER MAIN TO 1 I I BE REMOVED _ END I 3 3 I 12"W EXISTING 12-IN WATER MAIN 5 1 L _ 3 3 1 I I tbd WASHINGTON ST S z 1 EXISTING 10-IN WATER MAIN p ' 1 I CITY OF TWIN FALLS W 3 3 I 1 I 3 8.35 ACRES± 3 3 ¢ "1 I I 8"W EXISTING 8-IN WATER MAIN o m 3 I I I I - I I EXISTING 18-IN SANITARY SEWER 1 1 I I I PIPE EXISTING 8-IN SANITARY SEWER ❑ PIPE col 6 SS 3 I 1 I I ti JI Project No: 20-042 1 I 1 ITGIRR EXISTING 12-IN GRAVITY I 3 3 Q IRRIGATION PIPE Data: 0311412022 3 3 1 I I 1 3 1 I / I EXISTING 4-IN PRESSURE 4"PIRR i = / I IRRIGATION PIPE Checked By: EC1BS iw I 1 I 3 1 I I 3 3 o I / I Drawn By: CPJJL 3 3 co W Lu 1 — I Sheet Name: 3 3SITE DEMOLITION G - ,, 0 3 3 1 I I I m i 3-. 3:F ��F 2 „SS PLAN c 1 I I EXISTING PUBLIC I 3 I I I END m I I UTILITY EASEMENT \ ! I IP OHP OH - - ------ 331 i 1 I 1 I i I I I I I 1 ——————— E �o 1 I I 1 ; ; 3 �1 II G IN 2 C Y APPROVED PLANS N MATCH LINE-OFFSITE AREA 3 —I I I i I i i G GI G 1 eviewed for Code Compliance I W I I 3 3 j CIO MUST BE ON JOB SITE sheet No: BEGIN lob co 3 3 Offsite Area F R ALL INSPE IONS o 2 1 1 �_ I I I I I I 3 1 • Scale:r'=20' C 1.00 N 3 31 I 1 Q ? I l Irai 1 END I I z ml fs 20 Site Demolition Plan 40 z Horizontal Scale:1"=20' Page 7 of 94 11 2 3 4 5 6 tu -1, "61RR SWPPP General Notes: Contact Information 3838 I • 1. ALL BMP NUMBERS ARE REFERENCED FROM IDAHO DEQ BEST MANAGEMENT PRACTICES. OWNER: CITY OF TWIN FALLS pivot 3 3 I - EP EP- 503 MAIN AVE.SOUTH - - 2. ALL STORM WATER WILL BE CONTAINED ON SITE. TWIN FALLS,ID 83301 n o r t h 3839 CONTACT:MANDI THOMPSON 3. ALL EVE'S SHALL BE INSPECTED AT A MINIMUM OF ONCE EVERY 7 DAYS-OR-ONCE EVERY 14 DAYS AND WITHIN 24 HOURS PH:208,735.7237 ARCHITECTURE OF A STORM EVENT PRODUCING 0.25INCHES OR GREATER. 5:3: INSPECTION FREQUENCY MAYBE REDUCED TO ONCE EVERY MONTH IF: CONTRACTOR: STARR CORPORATION INSTALL SILT FENCE AT BACK OF CURB PRIOR TO INFILTRATION SWALE INSTALL SILT FENCE AT PROPERTY LINE PRIOR TO EARTHWORK 2995 E.3600 N. EARTHWORK OPERATIONS AND REMOVE AT FINAL_ I OPERATIONS AND REMOVE AT FINAL STABILIZATION. A. THE ENTIRE SITE IS TEMPORARILY STABILIZED,OR B. RUNOFF IS UNLIKELY DUE TO WINTER CONDITIONS,OR TWIN FALLS,ID AEL A STABILIZATION. - `2o CONTACT: .5695 LARRINGTON � 3840 � C. CONSTRUCTION IS OCCURRING DURING SEASONAL ARID PERIODS(MAY THROUGH SEPTEMBER)IN ARID AREAS AND N SEMI-ARID AREAS. PH:208.733.5695 CONSTRUCTION ENTRANCE TO BE INSTALLED PRIOR _ 0.0"b = EP PIVOT NORTH ARCHITECTURE,PLLC. A TO EARTHWORK OPERATIONS AND REMOVED PRIOR 8 me 3839 - EP- EMAIL.michaol@starrcorpomtion.com p tlon.com 1101 W.GROVE STREET ,.; w � co ora' TO FINAL PAVING BASE INSTALLATION. .�- -3840 �. :':' '.'. P _ 3. DEWATERING IS NOT EXPECTED FOR THIS SITE.ONSITE SWPPP CONTRACTOR IS RESPONSIBLE FOR ALL NON-STORMWATER ONSITE SWPPP COORDINATOR: TO BE DETERMINED �- ' '"` """""' � - �Tr� MANAGEMENT. BOISE,ID 83702 �Fsf www.pivotnorthdesign.00m 3 3939 ?9,g- o 9 384138g2 . a.. 4 PERSON STREET SWEEPING WILL BE IMPLEMENTED ON AN AS-NEEDED BASIS AS DETERMINED BY THE SWPPP RESPONSIBLE STAMP: I 3 g9: 5. PROVIDE WASTE CONTAINERS FOR BUILDING MATERIALS IN WASTE STORAGE CONTAINMENT AREA.WASTE DISPOSALIr DUMPSTERS MUST HAVE LIDS,OR PROVIDE COVER OR A SIMILARLY EFFECTIVE MEANS TO MINIMIZE THE DISCHARGE OF INSTALL SILT FENCE AT BACK OF CURB PRIORTO W PLAN PREPARER: THE LAND GROUP POLLUTANTS.KEEP WASTE CONTAINER LIDS CLOSED WHEN NOT IN USE ANO AT THE END OF THE BUSINESS DAY.DISPOSE 4fi2 E.SHORE DR.SUITE 100EARTHWORK OPERATIONS AND REMOVE AT FINAL '!Q9'-% ''''' ATAFREQUENCY ACCORDING TO CONTAINER SIZE. EAGLE,ID 83616STABILIZATION. -:I; . ::: 3842 ROGER COLLINS 6. LOCATE ALL PORTABLE RESTROOMS AS FAR FROM PUBLIC AND PflIVATE STOflM DRAIN SYSTEMS AS POSSIBLE.ANCHORINFILTRATION SWALE: PHONE:208.939.4041.0%. = TO PREVENT VANDALISM.I I 1A roger@thelandgroupinc.com B R R � SITE CONSTRUCTION SIGN-SEE SWPPP POSTING '-"� - ]�9L� / n°k m �.�.�.�.�.��.�.�.�.�.�� '� � ENGINEER: O51 202a 11. SLURRY AND CUTTINGS FROM SAWCUTTING OF CONCRETE OR ASPHALT SHALL BE VACUUMED DURING CUTTING AND NOTES,THIS SHEET _ f 3840 1 6% 1.4% o o Q THE LAND GROUP,INC. F� I - o�o�p� P SURFACING OPERATIONS.SLURRY AND CUTTINGS SHALL NOT REMAIN ON PERMANENT CONCRETE OR ASPHALT PAVEMENT 'LU`dJl'S;,4�I 33 3%� 462 E.SHORE 16 SUITE 100 p OVERNIGHT.SLURRY AND CUTTINGS SHALL NOT DRAIN TO ANY NATURAL OR CONSTRUCTED DRAINAGE CONVEYANCE. I I - N EAGLE,ID IN,PE �l .. STAGING AREA: S COLLECTED SLURRY AND CUTTINGS SHALL BE DISPOSED OF IN A MANNER THAT DOES NOT VIOLATE GROUNDWATER OR PROPOSED MATERIAL LAYDOWN, x ! SURFACE WATER QUALITY STANDARDS. ERIC CRONIN,PE 'i:I: PHONE:208.939.4041 I TRASH AND WORKMAN �I 38g3 a BUILDING PARKING AREA. 2. ALL EXCESS MATERIALS SHALL BE HAULED OFF SITE AND DISPOSED OF AT AN APPROVED LOCATION EXCESS MATERIAL RI��� 2Y' u�SMILLER '' MAY BE TEMPORARILY STORED ON SITE(IF APPROVED BY THE OWNER)AT A PRE-APPROVED LOCATION.IF MATERIAL IS § i J ) 3 STOCKPILED FOR MORE THAN 14 DAYS STOCKPILE IS TO BE STABILIZED PER BMP#44, 3 z Ir 2.1%I. _ _ _CONSTRUCTION ENTRANCE BE INSTALLED PRIOR f I' };;C,:;:; ....: ,5•b 13. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE LATEST EDITION OF THE ISPWC. ESC/SWPPP Legend TO EARTHWORK OPERATIONS AND REMOVED PRIOR ,�'-- n24.4% TO FINAL PAVING BASE INSTALLATION. 38g1 14. SEE LANDSCAPE AND MATERIALS PLANS FOR INFORMATION CONCERNING FINAL SOIL STABILIZATION MEASURES. APPROXIMATE LIMIT OF DISTURBANCE 15. ALL GRADING,UTILITY,AND ROADWAY CONSTRUCTION SHALL BE LIMITED TO THE HOURS BETWEEN 7:00 A.M.AND 9:00 P.M.MONDAY THROUGH FRIDAY AND 8:00 A.M.TO 9:00 P.M.SATURDAY AND SUNDAY,UNLESS OTHERWISE APPROVED BY _-37/8 PROPOSED GROUND CONTOUR(ONE-FOOT INTERVAL) y i q% #j: THE CONSTRUCTION MANAGER. Q=N % ANY MODIFICATIONS T THI PLAN REQUIRE APPROVAL F THE DESIGNER R THE ON SITE RESPONSIBLE PER N. - EXISTING GROUND CONTOUR ONE-FOOT INTERVAL 33 .n ----- ---- - ---- - 16O B DU 0 00 OSSO � 3778__ ( ) WZ CONCRETE WASHOUT SEE ........"'.... DETAIL SHEET C1.55. 3343 =a co`J 17. TOTAL DISTURBED AREA FOR THIS ON-SITE WORK IS APPROXIMATELY:2.47 ACRES. co B } - SILT FENCE PER STATE OF IDAHO CATALOG OF +'• 'rM -SF-SF- STORM WATER BEST MANAGEMENT PRACTICES BMP w' W 18. UPON CONTRACT APPROVAL BY THE CONTRACTOR,IT IS RECOGNIZED THAT THE CONTRACTOR HAS REVIEWED THE PLAN DRAWINGS AND THE CONTRACTOR AGREES TO ABIDE BY THE REQUIREMENTS AND CONDITIONS CONTAINED HEREIN. #65.SEE DETAIL ON SHEET C155. W I W ....'�-I. .i9y.i}iii `\'� CONCRETE WASHOUT PER THE STATE OF IDAHO CATALOG OF ��` STORM WATER BEST MANAGEMENT PRACTICES BMP#49 AND DETAIL ON SHEET C155. ��•,',. Soil Stabilization 3841 .m.. 1. IF SEDIMENT ESCAPES THE CONSTRUCTION SITE,OFF-SITE ACCUMULATIONS OF SEDIMENT MUST BE REMOVED AT A PORTABLE RESTROOM PER THE STATE OF IDAHO CATALOG OF R STORM WATER BEST MANAGEMENT PRACTICES BMP#50. FREQUENCY SUFFICIENT TO MINIMIZE OFF-SITE IMPACTS. ❑ 2. LITTER,CONSTRUCTION DEBRIS,AND CONSTRUCTION CHEMICALS THAT COULD BE EXPOSED TO STORM WATER MUST BE o � INFILTRATION SWALE 9_a9g9g4 LL ...... _ PREVENTED FROM BECOMING A POLLUTANT SOURCE IN STORM WATER DISCHARGES. � �0 3 3I '{ '•` '•'''' \ �'--- -- -�J " 3847 3. EXCEPT AS PROVIDED BELOW,STABILIZATION MEASURES MUST BE INITIATED AS SOON AS PRACTICAL IN PORTIONS OF THE MATERIALS STORAGE AND PARKING AREAS PER THE 3841 -- -- STATE OF IDAHO CATALOG OF STORM WATER BEST 3842 3 SITE WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED,BUT IN NO CASE MORE THAT 14 _ MANAGEMENT PRACTICES BMP#37. `-' �'�^��� is�� i DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED. 3 3 ;Ij '„� ',38gg.'. \� ]{[ �� 6 3.1. WHERE STABILIZATION BY THE 14th DAY IS PRECLUDED BY SNOW COVER OR FROZEN GROUND CONDITIONS, PROVIDE STABILIZED ENTRANCE PER THE STATE OF IDAHO iI! r !:'. gyp°" ; 1•.-' :':'.'.'.'.' ) 3� STABILIZATION MEASURES MUST BE INITIATED AS SOON AS PRACTICAL. CATALOG OF STORM WATER BEST MANAGEMENT PRACTICES 3.2. WHERE CONSTRUCTION ACTIVITY ON A PORTION OF THE SITE IS TEMPORARILY CEASED,AND EARTH DISTURBING BMP#40.THIS SHALL BE MAINTAINED THROUGHOUT ACTIVITIES WILL BE RESUMED WITHIN 14 DAYS,TEMPORARY STABILIZATION MEASURES DO NOT HAVE TO BE CONSTRUCTION UNTIL ASPHALT BASE MATERIAL IS w \: _ INITIATED ON THAT PORTION OF THE SITE. ----3845=°'� - s..-:-:-is6 ''''''''''''"�' �✓.''''' INSTALLED.PROVIDE SWEEPING DAILY OR AS NEEDED TO ............... .�. .... a REMOVE.SEE SHEET C1.55 FOR AND/OR DIRT ONTO EXISTING NOTE:ONE OF THE FOLLOWING TEMPORARY SOIL STABILIZATION PRACTICES SHALL BE IMPLEMENTED ON ALL DISTURBED AREAS ASPHALT.SEE SHEET C1.55 FOR DETAILS AND/OR WHERE SHOWN ON PLAN,UNLESS CONDITIONS AS LISTED ABOVE DICTATE OTHERWISE: LANDSCAPE STABILIZATION AREAS PER THE STATE OF IDAHO s 1. MULCHING(BMP 52)-APPLY GRAVEL,STRAW,GRASS,COMPOST,WOOD CHIPS OR WOOD FIBERS TO DISTURBED AREAS $ I I $ CATALOG OF STORM WATER BEST MANAGEMENT PRACTICES TO PREVENT EROSION.SEE APPENDIX F OF THE ESC/SWPPP NARRATIVE FOR A COMPLETE DESCRIPTION,AID/OR: 2. GEOTEXTILE(BMP 53)-APPLY NONBIODEGRADABLE SYNTHETIC FABRIC TO DISTURBED AREAS TO PREVENT EROSION.SEE BMP#32,COORDINATE WITH LANDSCAPE SHEETS. APPENDIX F OF THE ESC/SWPPP NARRATIVE FOR A COMPLETE DESCRIPTION,AND/OR: 3. MATTING(BMP 54)-APPLY BIODEGRADABLE WOVEN OR JUTE FIBER MAT TO DISTURBED AREAS TO PREVENT EROSION. 6"RIVER ROCK STABILIZATION AREAS PER THE STATE OF SEE APPENDIX F OF THE ESC/SWPPP NARRATIVE FOR A COMPLETE DESCRIPTION. IDAHO CATALOG OF STORM WATER BEST MANAGEMENT M O p6 /_"K PRACTICES BMP*52,COORDINATE WITH LANDSCAPE SHEETS. } 3S PERMANENT SOIL STABILIZATION BMPS: z "'mom 4% ti - LANDSCAPING(BMP 32)-COORDINATE WITH THE APPROVED LANDSCAPE PLAN FOR LOCATIONS AND TIMING. O J ASPHALT STABILIZATION AREAS,COORDINATE WITH C 3 3 EXISTING FALLOW AGRICULTURAL VEGETATION. MATERIALS SHEETS. LL } # 3 HYDRO-SEEDING AREAS PER THE STATE OF IDAHO CATALOG OF ~ Z #' Hydro-seeding Notes• Q Y g STORM WATER BEST MANAGEMENT PRACTICES BMP#32, 3 GENERAL: WITH DRYLAND SEED MIX,SEE HYDRO-SEEDING NOTES THIS � SHEET. N = 1. MIX SPECIFIED SEED AND ORGANIC SOIL AMENDMENT IN WATER PER MANUFACTURER'S RECOMMENDATIONS.APPLY O ];:I I E I INSTALL SILT FENCE AT BACK OF CURB PRIOR TO SEEDED SLURRY EVENLY IN TWO INTERSECTION DIRECTIONS.DO NOT 14YDROSEED AREA IN EXCESS OF THAT WHICH CAN W 3 I _ I 1 E 1 EARTHWORK OPERATIONS AND REMOVE AT FINAL BE MULCHED ON SAME DAY.KEEP OFF ROADS,WALKS,STRUCTURES AND AREAS NOT TO BE SEEDED.CLEAN UP THESE O I STABILIZATION. AREAS. w 2. ADD FUNGICIDE AT RATES RECOMMENDED BY MANUFACTURER ON INSTALLATIONS MADE BETWEEN 1ST OF APRIL AND 30 (/) SEPTEMBER. 3. AFTERHYDROSEED,TRACK IN SEED USING A CLEATED CRAWLER WITH TRACK MARKS PERPENDICULAR TO THE SLOPE. SWPPP Posting Requirements: J Z sib 9� 3 AFTER TRACKED,MULCH SLOPE WITH 2O00 LBS.PER ACRE OF FERTILE-FIBER MULCH MATERIAL AND 80 LBS.PER ACRE OF J Z TACKIFIER. 1. THE CONTRACTOR AND OWNERIDEVELOPER ARE RESPONSIBLE FOR APPLYING FOR OBTAINING THE EPA •• O 4. IMMEDIATELY FOLLOWING MULCH AND TACKIFIER,COVER SEEDED SLOPES GREATER THAN 2.5:1 WITH EROSION CONTROL NOTICE OF INTENT(NOI). +•' < Z_ O CD BLANKETS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. U 5. IMMEDIATELY RESEED AREAS WHICH SHOW BARE SPOTS.MINIMUM ACCEPTABLE PLANT COVERAGE IS 80 PERCENT AFTER 2. A COMPLETE COPY OF THE SWPPP(INCLUDING A COPY OF THE CONSTRUCTION GENERAL PERMIT AND z ONE GROWING SEASON.PROTECT SEEDED AREAS WITH WARNING SIGNS DURING MAINTENANCE PERIOD.THE SEED WILL COMPLETED INSPECTION FORMS),NOL AND ACKNOWLEDGEMENT LETTER FROM EPA MUST BE .^ _ Q 8"W REQUIRE APPROXIMATELY NINETY(90)DAYS OF FAVORABLE GROWING CONDITIONS TO GERMINATE AND BECOME RETAINED AT THE CONSTRUCTION SITE(OR OTHER LOCATION EASILY ACCESSIBLE DURING NORMAL O I BUSINESS HOURS)AND MADE AVAILABLE FOR REVIEW BY EPA,A STATE,OR OTHER LOCAL APPROVING In Q ESTABLISHED FOR SUCCESSFUL SURVIVAL WITH NORMAL MINIMAL SUMMER PRECIPITATION. AGENCY. L o I JD 6. THE OPTIMAL SEEDING TIME SHALL BE AFTER MID-OCTOBER.THIS PLANTING TIME PROVIDES THE OPTIMUM WEATHER d H ti CONDITIONS FOR SEED GERMINATION AND SEEDLING SURVIVAL RATE. 3. A SIGN OR OTHER NOTICE MUST BE POSTED IN A CONSPICUOUS LOCATION NEAR THE CONSTRUCTION 7 THIS PROJECT WILL RELY PRIMARILY UPON NATURAL PRECIPITATION FOR SEED GERMINATION AND ESTABLISHMENT THE ENTRANCE.THE SIGN OR OTHER NOTICE MUST CONTAIN THE FOLLOWING INFORMATION: } INSTALL SILT FENCE AT BACK OF CURB PRIOR TO NATURAL PRECIPITATION AT THE SITE PROVIDES MARGINAL MOISTURE FOR REVEGETATION EFFORTS.IF DEEMED EARTHWORK OPERATIONS AND REMOVE AT FINAL NECESSARY,CONTRACTOR WILL PROVIDE SUPPLEMENTAL WATER TO ENSURE PROPER SEED GERMINATION DURING LOW Revisions:0 PRECIPITATION TIMES OF YEAR.CONTRACTORS SHOULD AT TO APPLY SEED IN CONCERT WITH APPROPRIATE •AT A MINIMUM,THE NOTICE MUST INCLUDE THE NPDEB PERMIT TRACKING NUMBER AND A STABILIZATION. CONTACT NAME AND PHONE NUMBER FOR OBTAINING ADDITIONAL PROJECT INFORMATION AS WEATHER PATTERNS TO ENSURE SEEDING SUCCESS. IF DRY WEATHER PERSISTS FOLLOWING SEED APPLICATION 1 CITY COMMENTS 4/11/2022&5/19/2022 Q 11 I I TEMPORARY IRRIGATION IS RECOMMENDED TO ENSURE SEED ESTABLISHMENT WELL AS THE ADDRESS U THE SITE,THE PERMIT HOLDER'S NAME AND THE PHONE NUMBER OF THE STORMWATER POLLUTION HOTLINE(208.395.8888)MUST BE DISPLAYED THROUGHOUT 2 ADDENDUM 2 5/19/2022 = III SEED: CONSTRUCTION = 1. MIXTURE BLEND OF: •THE UNIFORM RESOURCE LOCATOR(URL)FOR THE SWPPP(IF AVAILABLE),OR THE FOLLOWING C!3 0.�i ) :I 11 STATEMENT:"IF YOU WOULD LIKE TO OBTAIN A COPY OF THE STORMWATER POLLUTION 3 3 = 0 } }III SPECIES RATE IN LBS/ACRE PREVENTION PLAN(SWPPP)FOR THIS SITE,CONTACT THE EPA REGIONAL OFFICE AT EPA ] I I I E; "ANATONE'BLUEBUNCH WHEATGRASS 8 REGION 10 STORMWATER PROGRAM MISHA VAKOC(VAKOC.MISHA@EPA.GOV)(206)553-6650 D I I Lu I I I "COVAR"SHEEP FESCUE 8 I I I i SANDBERG'S BLUEGRASS 6.5 •AND THE FOLLOWING STATEMENT"IF YOU OBSERVE INDICATORS OF STORMWATER THICKSPIKE WHEATGRASS 5 POLLUTANTS IN THE DISCHARGE OR IN THE RECEIVING WATERBODY,CONTACT THE EPA o "EAGLE"WESTERN YARROW 1.75 THROUGH THE FOLLOWING WEBSITE:HTTPS://WWW.EPA.GOWENFORCEMENT/REPORT- - ENVIRONMENTAL-VIOLATIONS.' I SMALL BURNETT 3.25 .THE NOTICE MUST BE LOCATED$O THAT IT IS VISIBLE FROM THE PUBLIC ROAD THAT IS I I it IDAHO FESCUE 1.5 NEAREST TO THE ACTIVE PART OF THE CONSTRUCTION SITE. - - SAND DROPSEED 1.5 .THE NOTICE MUST USE A FONT LARGE ENOUGH TO BE READILY VIEWED FROM A PUBLIC 3 3 Ii ANNUAL RYE 1.5 RIGHT-OF-WAY. 11 U!� LEWIS BLUEFLAX 1.5 Pr oI a ct No: 20.042 I - RABBITBRUSH 0.75 4. THE SWPPP MUST BE SIGNED AND CERTIFIED IN ACCORDANCE WITH APPENDIX I,SECTION 1.11 OF THE Date: 0311412022 SAGEBRUSH 0.75 CONSTRUCTION GENERAL PERMIT. TOTAL 40 LBS PURE LIVE SEED Checked By: EC/BS 5. THE CONTRACTOR AND OWNER/DEVELOPER ARE RESPONSIBLE FOR OBTAINING THE EPA FORMS FOR - - - - - - - - - - N.O.T.(NOTICE OF TERMINATION). 2. APPLY AT RATE OF 40 LBS PER ACRE. Drawn By: CRIJL _ 3. SEED SHALL BE PROVIDED FROM AND MIXED BY A CERTIFIED DEALER.SEED MIXTURE SHALL BE LABELED WITH 3 3 TO S - G -- --X - ti-Y -X - _ _ _ _ - - - - - _4"PIRR- MANUFACTURER'S GUARANTEED ANALYSIS,GERMINATION RATE AND PURITY RATE. - Sheet Name: X - HYDRO-MULCH: I -10"SS `-R S �iF 1. KIWI FERTILE-FIBER FROM"QUATTRO ENVIRONMENTAL",A COMPOSTED POULTRY BASED MULCH MATERIAL FREE OF 3�I I I I i I GROWTH OR GERMINATION INHIBITING INGREDIENTS.APPLY AT THE RATE OF 2000 LBS.PER ACRE. SWPPP SITE PLAN 2. FIBER SHALL DISPERSE RAPIDLY IN WATER FORMING HOMOGENEOUS SLURRY AND REMAINING IN SUCH STATE WHEN I I I AGITATED IN HYDRO-MULCHING EQUIPMENT. I I BINDERS: 3 1. TACKIFIER TO BIND SOIL AND MULCH TOGETHER TO PREVENT EROSION. G G G I I I I I i I 2. MULCH TACKIFIER SOIL STABILIZER-ECOLOGY CONTROLS,M-BINDER.TACKIFIER APPLIED AT THE RATE OF 80 LBS.PER I i ACRE. 3:3 I I I I I GRANITE SEED I I 1697 WEST 2100 NORTH P.O.BOX 177 E UTAH CITY APPROVED PLANS Lu 3 3 II i I ,-801-7fi8-4422 (n (OR APPROVED EQUAL) /J Reviewed for Code Compliance - / 3. ALWAYS ADD BINDER AT RATES RECOMMENDED ON SLOPES 5:1 AND OVER. 33 G-G_ -� qe/ G FUNGICIDE: PLANS MUST BE ON JOB SITE m Sheet No: - 'Ate-�RM1M1 1. ACCEPTABLE PRODUCTS: B = I �RlW -RPIJ- a. BANAL BY NOR-AM ROV CHEMICAL CO. W W� W W W-W_ b.EQUAL AS APPROVED BY ARCHITECT BEFORE USE. FOR ALL INSPECTIONS EL CAMINO AVE. 1. KIWI C1 .50 z 1. KIWI POWER FROM"QUATTRO ENVIRONMENTAL"(OR APPROVED EQUAL)-5 GALLONS PER ACRE. $ a es ?11 Construction Documents-SWPPP Site Plan 30' 60' g Horizontal Scale:1"=30, �b� Page 8 of 94 1 2 3 4 5 6 SY MINIMUM I EXISTING (4'TENER-MINIMUM NO.10 GAGE WIRE PER PAVEMENT CONSTRUCTION SPECIFICATIONS POST SIGN NEAR BASIN • L �J D "b 1. STONE SIZE-USE CRUSHED 2"STONE OR RECLAIMED OR RECYCLED FILTER FABRIC pivot 'Vo t CONCRETE EQUIVALENT FOR TOP LAYER,2"-B"DIAMETER FOR BASE p v LAYER. FILTER CLOTH MOUNTABLE BERM 2. LENGTH-AS REQUIRED,BUT NOT LESS THAN 50 FEET(EXCEPT ON A CONCRETE north (OPTIONAL) SINGLE RESIDENCE LOT WHERE A 30 FOOT MINIMUM LENGTH WOULD ARCHITECTURE WASHOUT APPLY). 3. THICKNESS-NOT LESS THAN 6INCHES. p EXISTING GRADE PROFILE 4. WIDTH-10 FOOT MINIMUM,BUT NOT LESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS OR EGRESS OCCURS. 5. FILTER CLOTH-WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO ELEVATION 50'MINIMUM PLACING OF STONE. FILTER WILL NOT BE REQUIRED ON A SINGLE PIVOT NORTH ARCHITECTURE,PLLC. A FAMILY RESIDENCE LOT. FILTER FABRIC 1101 W.GROVE STREET 6. SURFACE WATER-ALL SURFACE WATER FLOWING OR DIVERTED BOISE,ID 83702 TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED ACROSS THE �� z wwwBOISE,ID esign.com rSRpSRpS ->SRpSRpSRp� �,pSRpSRpSRpSRp ENTRANCE. IF PIPING IS IMPRACTICAL,A MOUNTABLE BERM WITH 5:1 - 10 MIL(MIN.) �_ EXISTING GROUND (�'py�,(�'py�,� D ��� SLOPES WILL BE PERMITTED. PLASTIC LINER C ' D D D D 7. MAINTENANCE-THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION OVAL r f7`�Y7 10' WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO STAMP: ygti PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING 04 JC D 'ty Q�Q�Q n Q�Q�Q�Q� WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND REPAIR AND/OR s COMPACTED NATIVE MATERIAL a C C ( C C ( _AU_62 2 CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL J s" 13437 SEDIMENT SPILLED,DROPPED,WASHED OR TRACKED ONTO PUBLIC ate' r� RIGHT-OF-WAY MUST BE REMOVED IMMEDIATELY. 6"MIN. s O 07�0 8. WASHING-WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR FABRIC ANCHOR DETAIL �qTF OF AO� TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. WHEN WASHING IS ` NOTES: ®PAC CR PLAN VIEW O - REQUIRED,IT SHALL BE DONE ON AN AREA STABILIZED WITH STONE 'Q9Fs� 1. TEMPORARY SEDIMENT FENCE SHALL BE INSTALLED PRIOR TO ANY GRADING WORK IN THE AREA TO BE PROTECTED. O AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. i THEY SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIOD AND REMOVED IN CONJUNCTION WITH THE 9. PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED FINAL GRADING AND SITE STABILIZATION. NOTE:RUMBLE S RIPS VER EXISTING G AVEL IS AN AFTER EACH RAIN. 2. FILTER FABRIC SHALL BE CLASS 1 WITH EQUIVALENT OPENING SIZE OF AT LEAST 30 FOR NONWOVEN AND 50 FOR NOTES WOVEN. APPROVED ALTO OR CONSTRUC ON ENTRANCES. 1. DIMENSIONS VARY.RESPONSIBLE PERSON SHALL SIZE BASIN APPROPRIATELY. 3. FENCE POSTS SHALL BE EITHER STANDARD STEEL POST OR WOOD POST WITH A MINIMUM CROSS-SECTIONAL AREA OF 3.0 SQ.IN. R1%C gUA1LLER Stabilized Construction Entrance (BMP 40) Concrete Washout (BMP 49) Silt Fence Install 1 (BMP 65) 1 Scale:NTS 2 Scale NTS 3 Scale:NTS Idaho DEQ - Final 2018/2020 Integrated Report o=� W Z O h Rarlfoad S a4 J 3 rd Ave E c m k q r C = Market Ave -.' C2 UOSD 57EOA1 �' - Mrrlrora !-9P sF 2 If twin °a �•/ mytl^ .fie lil Cem®eIDB 1� E 3800 N w 5 Pa 21'rJ Ave E rk Ave W gACssek w N +Si c;orn,na.,. Perri e. A ¢ ��•1,�,. e�+al41.e 4.ve`g� Kimberly-Rd— Diamond Ave W T N m - �esl� A w ` Diamord Ave L 7 E V $ j \ PERRINE COULEE 74 r� �' Cem Ave 1 PERENNIAL STREAM sunset c7 ,$�F7 i Gardner Ave I `n NOT SUPPORTING,CAUSE-TOTAL SUSPENDED SOLIDS Memorial Perk I ¢ m N CATEGORY:4A r v Highland Ave l E TMDL APPROVED:ID#12122 UPPER SNAKE-ROCK(MODIFICATION FOR TSS)- i rp 'fig hla nd Ave E - 05 N n Higktlaeld Park Wright Ave Detbem Rd 3 Ave 3e�Vlevm Ct o L o �r'�bell Ave Eldridge Ave \rwlla Ave m y E Clo'var Ave J P E a .ierem L Nunter Ave m I � 020065TYVFA005 y ° O r Os to rloIn Ave LV Ma Avia n Ct 6vt�an (G7 7 a �j\� JdGfi k L 0 / Clinton Or --- OsterlohAve O � C / \ Beryl Ave LL ' I m z Earl Or I N z / Ka nine roc 2004STMA060 __ - ———-�'�- - Q off` Wa rre In Ave N = r` E 370C N / -;IIJ Di PROJECT SITE 1 t W z = I COORDINATES: Orchard Or 42.5878°N,114.4778°W I Orchard Or E ON U KIF I Vmb I -' - (J7 H - -------- ---- 1MILE RADIUS I r J - zAfiS R Park i J Z Q O I o t"tnr 74 z Co FI Camino Ave U ILL = 2 1 s Goltie W C-ar �^ AA� P� o •� �_ Q N LOo p Q ��d S W m O O \ 9Rd c cn A� Loa4 ROCK CREEK I,ty -c;t © N c02 PERENNIAL STREAM o do Are I / NOT SUPPORTING,CAUSE-BACTERIA,PHOSPHOROUS&SEDIMENTATION HrlK-1 Rd'A' m \ Pheasant Rd W c N / CATEGORY:4A z m Pheasant Rd $ TMDL APPROVED:ID#2018 SNAKE-ROCK,UPPER(BACTERIA),ID#12122 UPPER SNAKE ROCK TMDL(MODIFICATION FOR SEDIMENTATION&PHOSPHOROUS) Revisions:0 _ li 6, = /w Fea User Ave w E 2 S E. / Camille Ln j 6 View Aye 4 /Y 5c ut\hwapd Avc yy is ,R' a sou \ rR 2 _Imood Ave / \ i� / DLl nd._rTAwe_ -� O 7 m E 3600 N rra E 3600 N E 3600 N E 3600 N p` Project No: 20.042 ?q1 1 9 w Data: 0311412022 '^ a r Checked By: EC/BS z Drawn By: CR/JL I 2 w I - W eSheet Name: z s SWPPP DETAILS J Qem a IDEA Strm Monitoring(BURP) - NotAssessed(Cat3) - Tribal Waters (Cat 3t) 0 0.2 0.4 0.8 mi Not Monitored = Not Supporting Cat4a,4b,4c,5 — T � PP g( ) 0 0.35 0.7 1.4I m 1 River Tribal Waters(Cat 3t) Stream - Not Supporting(Cat5) Sources:Esri HERE Gartnln Interma IncrementPCor. GEBCO, ,�,R ANp,Leo ase GINI�GI a as erIA LJ..I 4th Field HUCS(Idaho) — (Mercury Impaired Cat O�ope M c ntriA��a dtAek�sLr 9il� LAN N E ©IDEQ 2020 Q Mercury Impaired Lakes 2020 305(b)Streams Reviewed for Code Compliance Not Supporting(Cat 5) - Fully Supporting(Cat 1,2) PLANS MUST BE ON JOB SITE lb Sheet No: 2020 305(b)Lakes - NotAssessed(Cat3) pp�p� � 1�1�+���.T^1��Ip Fully Supporting(Cat1,2) — Not Supporting(Cat 4a,4b,4a 5) F106RAL-LogIIR(�y3lly�,\Iptagld(atA -S, g Copyright©2022 DEQ GIS 1 /'1 A ,55 IV I Waters of the US Map egg HORIZONTAL SCALE:NTS �b Page 9 of 94 1 2 3 4 5 6 x EG-j i I Material Legend Sheet Notes: A. REFER CLOSELY TO BUILDING LAYOUT DRAWINGS IN RELATION TO SITE LAYOUT • LANDSCAPE AREA-REFER TO 17.00 FOR ADDITIONAL ITEMS.CONTRACTOR TO VERIFY LISTED DIMENSIONS PRIOR TO CONSTRUCTION. pivot 'I I I I INFORMATION B. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS DISTANCES AND GRADES IN north ❑� I THE FIELD AND BRING ANY DISCREPANCIES TO THE ATTENTION OF THE OWNER'S REFER TO ROADWAY KIEYNOTESH Ofl ASPHALT PAVEMENT WITHIN ALT PAVING PER DETAIL 8/C2.50. REPRESENTATIVE FOR ADECISION PRIOR TO COMMENCING WITH THE WORK. ARCHITECTURE RIGHT-OF-WAY. C. PROVIDE JOINTS AS SHOWN ON PLANS. JOINTS ARE AN INTEGRAL PART OF THE I DESIGN AND SHALL NOT VARY FROM PATTERNS AND LOCATIONS SHOWN. w I I ® CONTRACTOR SHALL REMOVE ANY FLATWORK THAT DOES NOT CONFORM TO THE I HEAVY DUN ASPHALT PAVING PER DETAIL 8/C2.50. DESIGN. PIVOT NORTH ARCHITECTURE,PLLC. D. CONCRETE JOINT SPACING IN HEAVY DUTY CONCRETE S POSSIBLE. SHALL NOT 1101 W.GROVE STREET A � � i I I I EXCEED 14'. PANELS SHALL BE KEPT AS SQUARE AS POSSIBLE.MAXIMUM LENGTH:WIDTH RATIO SHALL NOTE EXCEED 1.5:1. BOISE,ID 83702 I I STANDARD CONCRETE FLATWORK PER DETAIL 9/02.50. I wvnv.pivotnorthdesign.com I I E. REFER TO SPECIFICATION SECTION 32 13 13 FOR ADDITIONAL INFORMATION I I RELATED TO CONCRETE JOINT REQUIREMENTS, JOINT LAYOUT AND POUR ® I I SEQUENCE PLAN FOR REVIEW AND APPROVAL. STAMP: OVAL I HEAVY DUTY CONCRETE FLATWORK PER DETAIL 1 O/C2.50. 4 Sfp Cfy � I I F. ALL WALKS AND FLATWORK SHALL BE ESTABLISHED IN THE FIELD FOR REVIEW rY� O I I AND APPROVAL. THE CONTRACTOR SHALL LAYOUT THE AREA OR FORM WORK FOR REVIEW BY THE OWNER'S REPRESENTATIVE.AFTER REVIEW AND NECESSARY 13437 I MODIFICATIONS AS DIRECTED BY THE OWNER'S REPRESENTATIVE, THE ,p p -EG I i I I 1 2 CONTRACTOR SHALL PROCEED WITH CONSTRUCTION. IF APPROVAL IS NOT �,Tf OF t0� OBTAINED, THE CONTRACTOR IS RESPONSIBLE FOR REMOVAL OF ANYO UNAUTHORIZED FIELD ADJUSTMENTS. r I 05/2912022 G. TRANSITION OF CURVES TO OTHER CURVES AND CURVES TO TANGENTS SHALL BE SMOOTH AND CONTINUOUS. EG 7 END I I Sign Legend: H. CONTRACTOR SHALL REFER TO SPECIFICATIONS AND DETAILS FOR ADDITIONAL w 14 S1 S2 REQUIREMENTS. - - k 15 I FIRE FucF eYgusmILLER DEPARTMENT '.' •• - 7.2 i - - - - TO ® SIGN 12"x PARKING8 $3 W I 5 - - _ 25 ACCESS ONLY = H=S, PROVIDE VAN SIGN . . . . . . . . . . . . . . . . . I ter--EP' - EP"-�L_- 2H=7 ILCIE WHERE APPLICABLE $4 Keynotes `0 30"x 30" 12"x 6" LE SE 14. 1. FLAG PO E SPECIFICATION SECTION 32 33 00 ! w 17 18 � ,0. END •/ - ;:;. . . : H=T 1� ('•��� 2. DERO HOOP BICYCLE RACK,PER DETAIL 2/C2.50. �o (, I • Y > .. BEGIN 0. �"�\�-7'�,•\\ NOTES: 3. PEDESTRIAN RAMP PER CITY OF TWIN FALLS STANDARD DRAWING TFSD-712C. W Z O 0. END qO � l/•j 1. INSTALL SIGN POST AND FOOTING PER DETAILS 6&7/132.50. i 6.1 6.1 TyP, END 0. • �,J 2. DISTANCE FROM BOTTOM OF SIGN TO FINISH GRADE SHALL BE DIMENSION'H'AS T-Q B I _ 1 ./y 4. 6-YD TRASH BIN / WHEEL TOTE RECYCLING ENCLOSURE. REFER TO c F - •,•`„ NOTED. ARCHITECTURAL AND STRUCTURAL FOR CONCRETE SLAB,FOUNDATIONS AND SCREEN WALLS.REFER TO SHEET C4.00 FOR SLAB GRADING. �•/, 9 62 END 0. •` `•r•'.�:`•`•`•'.`.`•`•`. \.`{` '."`.`• 5. INSTALL SIGN S2,REFER TO SIGN LEGEND. . . . . . . . . . . . ..'.'�'. . . I •16 1{��,\r*rr 6. PAVEMENT MARKING SEE SPECIFICATION SECTION 321313. 13 '.'.I`.' .' 1''• ' '•rc•.:`;` "•� ' `1`• `�1f.LI 6.1. 4-IN WHITE PARKING STALL STRIPE. I�•ll,. •- '.'.'.'.'.'.'.'.'.'_.'.'.'(' �• 6.2. ADA PARKING,SEE DETAIL 3/C2.50. L. '�' '1' - rcs ° ;•;•;{;•;•`•`•-•`•••`•-•`•`• •`•--'t'•1• 1144 6.3. DO NOT ENTER,SEE SPECIFICATION SECTION 32 13 13, rc ^r l ...I.�•;.'•'•'•'•'.'•'.'•" 7. 6'TALL OPEN STYLE ALUMINUM FENCE,SEE DETAILS 4&5/C2.51&SPECIFICATION rc -,�,:{:,:,•,•,•,-,•,•, ... ( SECTION 323113. •�' •`:�:•� a . .• l 7.1. 5-FT MAN GATE. - � 7.2. FINAL FENCE LOCATION IN THIS VICINITY SHALL BE VERIFIED AND (,/D ,1�•,-,• • • } v _ •, 15 ( ��••rr COORDINATED WITH IDAHO POWER AND OWNER'S REPRESENTATIVE. � 8. TYPE"P"ASPHALT STREET CUT REPAIR PER CITY OF TWIN FALLS STANDARD C/D I ® DRAWING TFSD-303 MATCH ITO ROADWAY SECTION,REFER TO DETAIL 8/02.50 _ rc. PROPOSED o :':�: :': :' :{: :'. . . . :'. . . . . p '.' }I. . . . I. . ..1'.1. . . .'. . . . .'. . . . .`.I I• FOR ADDITIONAL INFORMATION :•:,:•; a - t' _ BUILDING =o 16 {• I • ••••• • ••••• • • ••••••• ' II IIII 9. FUTURE DOUBLE SIDED ELECTRONIC READER BOARD MONUMENT SIGN:-6'Lx _ 15 1•;t`•`•`-`-`•`• •`-`-`•`•�•`-`•`L'•I'•'•I7•�.`I. 1.5'W x 4'H.SHOWN FOR REFERENCE ONLY. t.`. Z •`{` •' •`•`•I-` t =� `'-I'.'.'.-' 14• t • ' ' ® 10. CONSTRUCT PEDESTRIAN RAMP PER DETAIL 3/C2.50. . . . C CIO -�•:•:'(•: r s0 :-:{:-:':•:• ,:•1q •:',h,• •,':•:`:-:•:•:•:-:•:•:':•,/•:J 11. STANDARD BASKETBALL HOOP,SEE SPECIFICATION SECTION 32 33 00. t.t'. . . .'.'. 14 "BEGIN 0. ° I Q 8 ;•;{, ,.,t,•;F • 1., <� 12. INSTALL SIGN I,REFER TO SIGN LEGEND. '`�� •. � I ` 3 BEGIN• •L '-1, •••0 �• S I I I 13, REINSTALLED'RIGHT LANE MUST TURN RIGHT'SIGN,PER DETAILS 6&7/C2.50. m MATCH PREDEVELOPMENT SIGN HEIGHT. Q O t I 14 �` I ° _ s MATCH LINE-THIS SHEET Z I` 18 4 19 BEGIN .. .:.. ..�.,I 11. UTILITY STRUCTURE,REFER TO SHEET C5.00 FOR ADDITIONAL INFORMATION. O C s :. .� 1 J I I l l 14.1. EXISTING UTILITY STRUCTURE. Q , 2 0 - 0. 3� , e0 olU - Q: . •� 1•1- I• r LL >END BEGIN 21 14 21 19 BEGIN 14 rr 15, STORM DRAINAGE SWALE,REFER TO SHEET C4.10 FOR ADDITIONAL INFORMATION. z ENQ .1.. . . . . . . I Q `•�.`.` 1 I I IIII 16. INSTALL CURB GRAIN PER DETAIL 1/132.50. C� 26 .END 21 21 .i. . �• 1 t I I I Ln _ - .. 0. BEGIN '1 jj ® I I I 17. INSTALL VALLEY GUTTER PER CITY OF TWIN FALLS STANDARD DRAWING TFSD-708. ° °.. :-{ �.: :.:.�;:I:-1 lI I III W W 14. I 20. END 19 ENDS 14 0. 11 ;:;:;:':':':':'•• j // .i. `r v k 3 18. INSTALL CURB TURN FILLET APPROACH SIMILAR TO CITY OF TWIN FALLS 0 21 I - 21 19 •:•0•BEGIN •' '!'I'.'.' ' `�' I ( I STANDARD DRAWING TFSD-708A. Q BEGIN END I I ...�.t'/.'. .�.:r; 19. INSTALL 2-FT CONCRETE RIBBON CURB PER DETAIL 15/C2.50. C 18 19 8=C ! 18 \ \\\ IIII N v~ - 19 BEGIN •,•,• ° •:•:.:.:.:.:.:.:•• // \ \\\� I I j 20. INSTALL CURB&GUTTER J Z BEGIN r 1 ❑ . . . .).�.'...'. . . I •) _ u 14 0 END' \\�, I I I 20.1. MOUNTABLE ROUNDABOUT CURB SIMILAR TO ISPWC SD-701 B,INSTALL 1'-2" .. O 8 3 ••.• w-o, ��- S.. a�0°O p•• • ' •'•77• •``f --rt1-1-t- ------- GUTTER PAN FOR 2-FT TOTAL CURB WIDTH. 4- L�L O \\ I 20.2. CONCRETE ROLLED CATCH PLATE CURB&GUTTER PER DETAIL 14/C2.50. U Z 14. 14 C-� •:•24•'. ' '�/ /' ' \. \\\� I I I 20.3. CURB AND CATCH PLATE GUTTER PER DETAIL I2/C2.50. _ - •'�'.••'•' .'.•14•` /j` \- \\\ I I 204. CURB AND REVERSE PLATE GUTTER PER DETAIL I3/C2.50. z Q -� :.: .: aI.. : : . `•`:J-:.�':.h�• L:'•,,4�--_ _ �: : : . J. . .:.:.: CO/) \\ \\\ I - III I 20.5. TRANSITION BETWEEN CURB TYPES. . , , , ----- 21. BOLLARDS,REFER TO ARCHITECTURAL PLANS ANS FOR ADDITIONAL INFORMATION : : • • .... . aOL -H 22. STEEL SITE BOLLARD PER DETAIL I C2.51. - I. � .1. ] 1 I III I •�` `•••••`•`•` 1•^ 4' �-,/• •�• •I• I I 23, INSTALL CONCRETE APRON APRON PER DETAIL 3/C2.51. : :�:�:�:�:�.�.�.�;:.-.•r.--a•r• 5 •_•_.-•••__.__�:f•:•:•.•: . /. . . . . .1. . . . O c��-.� � 3 Revisions: 0 .L•. . )• -'-'•' �`•'.�\' '•'�� -'-�' : :':' .': -'-' '•LL•�-'�':'.':' v I. II 24. GENERATOR ENCLOSURE. REFER TO ARCHITECTURAL AND STRUCTURAL FOR , f. .f.1 . . CD I I IIII ,. ••• •�- /-,/•• t , CONCRETE SLAB,FOUNDATIONS AND SCREEN WALLS.REFER TO SHEET C4.00 FOR��•• •\ f I I 1 CITY COMMENTS 4/11/2022&5/19/2022 =z �'k .'�.1'. f',' '•'.'. z C I I SLAB GRADING. - _ -- - �'.3' f •� �'.'.••••••. I I I 2 ADDENDUM 5/19/2022 - 2 - II II I •:I:•: s EPi� rr 25. INSTALL 6"VERTICAL CURB(NO GUTTER)PER ISPWC SD-701A AT EXISTING ISLAND p .t. .t•.i..,.�. `• • I IIII �. .(. Q NOSE. .. t rc I III I Q I • ••[• • •�• ...{.• F;. � -- F� � I I I 1 2 26. TRENCH DRAIN,REFER TOSHEET C4.10 FOR ADDITIONAL INFORMATION. .3 . ;.( .................•. � � � ``)..�:•:;: .... I I IIII DF . . . . . . . . . .�......... . . . . . . .:'\ :�' : .::[: : : . . . . . . . . . . .'.'.'.'. .'.'. .'. .'.. I I L1... .'. . . .'. . . . .'. . . . . . . . . .'. . . .'. . . . . . . . . . . . . . . . . . . . . . .'. .•.'.'.'. . . . .. . . . . . . .. . . .'.'. . . .'. [::'� ;.;..I. . . . . .'. . ....1...: :. . . . .:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:. . . . . . . . . . . . . . . . . . . . . . . . . . .... .. . .-- . . . . . Q I •I .;�.�. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . IIII 4 7 BEGIN = I III I CD I I I I Project No: 20.042 - IIII = I IIII I IIII I IIII Data. 0311412022 IIII W I I Q I I I I Checked By: EC/BS © I IIII U) I III I IIII N I I IIII Drawn By: cFJJL I I _ IIII IIII q I l u l Sheet Name: III ' ,a SITE MATERIALS PLAN i I IIII I IIII I I IIII I � I IIII I I I I � I IIII I I I IIII I aa I IIII I-�, e� 2 I I I IIII s ° - IJP---Q-- I I _ I IIII I 77 12 -x E MATCH LINE °OFFSITE AREA � -CITY7ZPRR6VEB PLANS cWn w Reviewed for Code Compliance 0 � I liil PLANS MUST BE ON JOB SITE 100 Sheet No: FOR ALL INSPECTIONS IW 8 I g 3 IIII I I Q C2.00 ES ,�P Site Materials Plan 20 40 1 Offsite Area �z g Horizontal Scale:1"=20' Scale:1"=20' Page 10 of 94 . 1 2 3 4 5 6 Sheet Notes: I l i l I I A. REFER CLOSELY TO BUILDING LAYOUT DRAWINGS IN RELATION TO SITE LAYOUT p I I I ITEMS.CONTRACTOR TO VERIFY LISTED DIMENSIONS PRIOR TO CONSTRUCTION. pivot ' I I B. UNLESS OTHERWISE NOTED,ALL DIMENSIONS ARE TO FACE OFW CURB,EDGE n o r th I I WALK,EDGE OF PAVEMENT,EDGE OF FOUNDATION,EDGE OF WALLS OR CENTER I OF POST. 1 I I ARCHITECTURE w I I C. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS DISTANCES AND GRADES IN THE FIELD AND BRING ANY DISCREPANCIES TO THE ATTENTION OF THE OWNER'S I I I REPRESENTATIVE FOR A DECISION PRIOR TO COMMENCING WITH THE WORK. I I I I I I D. PROVIDE JOINTS AS SHOWN ON PLANS.JOINTS ARE AN INTEGRAL PART OF THE •y I j I I DESIGN AND SHALL NOT VARY FROM PATTERNS AND LOCATIONS SHOWN. PIVOT NORTH ARCHITECTURE,PLLC. CONTRACTOR SHALL REMOVE ANY FLATWORK THAT DOES NOT CONFORM TO 1101 W.GROVE STREET THE DESIGN. 1 1 BOISE,ID 83702 I E. CONCRETE JOINT SPACING IN HEAVY DUTY CONCRETE FLATWORK SHALL NOT www•Pivotnorthdesign.00m EXCEED 14'.PANELS SHALL E KEPT AS ❑ I I B LENGTH WIDTH RATIO SHALL NOTE EXCEED 1.51.AS POSSIBLE.MAXIMUM ONAL I STAMP: �y5� Ery�f 1 I I 1 F. F.REFER TO SPECIFICATION SECTION 32 13 13 FOR ADDITIONAL INFORMATION �04 —EG RELATED TO CONCRETE JOINT REQUIREMENTS,JOINT LAYOUT AND POUR SEQUENCE PLAN FOR REVIEW AND APPROVAL. 13437 G. ALL WALKS AND FLATWORK SHALL BE ESTABLISHED IN THE FIELD FOR REVIEW 1 28.7' I AND APPROVAL.THE CONTRACTOR SHALL LAYOUT THE AREA OR FORM WORK f OF 1 I FOR REVIEW BY THE OWNER'S REPRESENTATIVE.AFTER REVIEW AND �7CCRtm'- -EG� m I NECESSARY MODIFICATIONS AS DIRECTED BY THE OWNER'S REPRESENTATIVE, 05/2912022 / I THE CONTRACTOR SHALL PROCEED WITH CONSTRUCTION.IF APPROVAL IS NOT w _ OBTAINED,THE CONTRACTOR IS RESPONSIBLE FOR REMOVAL OF ANY S86°58'14"E 5' 6• I UNAUTHORIZED FIELD ADJUSTMENTS. L S86`5814 E 193.29' H. TRANSITION OF CURVES TO OTHER CURVES AND CURVES TO TANGENTS SHALL BE SMOOTH AND CONTINUOUS. [/��///1 q \�,�/s, I 15 2 O /� �P— S86°58'14"E 88.95' I. CONTRACTOR SHALL REFER TO SPECIFICATIONS AND DETAILS FOR ADDITIONAL RIC e" gusmILLER REQUIREMENTS. I— 2.4' 7.1' I 5.2' 47' —47' S8.2' 12' .7' 13.7'N C 9,r o 26 �I iWZO� I I 9 I *7'* =aka B I I Sao I 911, 9. 9.. 91, 54 / ------ \ I I 6 STALLS @ 9'O.C. ply \ \ co/ / I I I as Rs' 6 14.9' 20'(LYP.) I I I I •, 34.4' — 29' o I I 93 FRONT YARD-4 a SETBACK 6.2'>� uL h I 1 111 23' 6.5' I I I 1 I II III w � wl jj I 1 PROPOSED IIII � R205' I 11.5'* I I I — I o oI R'i9' i i lA BUILDING S 15' I III I w I II HUD ey I I U z I 6, II I r s[] 'm [] 35 I\I\--------'I A �" o I II � � 1 H _ o I 6' --------= 0.5' 1 MATCH LINE-THIS SHEET O II\_ _—_I L 23'— 11 a I m °_ F ` I Q o I 28.6' t� - 6.2' N III III o I iiii z o 2 s' —I J C I 1 IN "i �k I iiii O LL III z m i 4ts' I I I 11 IIII a Ln S 26.3' I 16.3' 16' 5' 41.5' I I/ I I I I ¢ w I I L L1 = III cc o = I I 5' =C 5. �/ III LL w I I n ❑ n �� � � � I I I I III = al 9 P© F I *12.8'- 5' LL 1' (/) H Lu 1s[� o L] / / I W I I i z Q I I q o u - Q o I LL 434' Z x w i> q *s'* * N I I — w rl a w w -4-11.6' dam- ----------_ / l I C) Ni I I o _ z Q / I 1-- 1 11 1 \I/ I I C3 I I I ' 1 1 I L N ZA IA // 1 / / / I I I I = L �9 III ~ R10V R10T ma I \\\ //� /W Q 1 1 I I I I Revisions:0 II II PSti FA II F E°PIF EP S2, I I I I 1 CITY COMMENTS /1/2022&5/19/2022�© 182 ADDENDUM 2 5/19/2022 I I 6' R176' Q a I II I 1 � /Ee � _ �� D 217 15' I EPA EP '�EP EP0.3'- EP EP EP/ UCD I I 1 2 I i N89°20'32'W 294.00' I FI � I I I I I 1 R158.4' I Q I I III � I I II I R152.4' I I I I Project No: 20-042 - II I I II Data: 0311412022 ti! I IIII 1 uI Checked By: EC/BS I I IIII 2 -0" Drawn By: CRiJL 1 IIII IIII 6• III Sheet Name: I I IIII I 111 I SITE LAYOUT PLAN 1 IIII R110 I IIII E3 —x— I I I 1 R107'li 1 1 I III112 I 1 I IIII I I I IIII I I I 1 IIII I � ! E MATCH LINE-04F 1" E AREA CITY APPROVED PLANS N I i l i 1 Reviewed for Code Compliance 6 I I 1 IIII g I w I I s' IIII PLANS MUST BE ON JOB SITE Ib Sheet No: Ni j 1 iiii 1 Offsite°Area NS Q II C2.10 es Site Layout Plan 20 g Horizontal Scale:1"=20' �b� Page 11 of 94 1 s 2 3 4 5 6 TACTICAL WARNING SURFACE. 12" 24" 12" CONTROL JOINTS AT 6"O.C. 12" 24" 12" EXTENDING 2-FT FROM FACE OF CURB ACCESSIBLE PARKING SIGNS CURB,REFERENCE DETAIL pivot GUTTER R1/2° o (S3 LEGEND/C2I00. 7 GN 11/C2.50. INSTALL INCONCRETE PER north FLOW FLOW +i DETAILS 6&7/C2.50(IYP.) I RAMPS SIMILAR TO ISPWC SD-712A CURB n�I� ARCHITECTURE . -12 D.C. ° M I� PIVOT NORTH ARCHITECTURE,PLLC. A ' 1101 W.GROVE STREET SECTION A-A No.4 REBAR THICKENED CONCRETE 6' S 6' BOISE,ID 83702 a:,: <• .,�- FLATWORK-SEE DETAIL 9/C2.50. a .'...e... V .... CURB AND GUTTER PER PLANS 4"BASE COURSE PER INSTALL SURFACE MOUNT PER WWW.Pivotnorthdesign.00m SPECIFICATION SECTION 312000 MANUFACTURER'S REQUIREMENTS _ - 6"CONCRETE APRON PER SPECIFICATION SECTION 32 OVAL No.4 REBAR @ 12"O.C. 4"WHITE STRIPE STAMP: 4"BASE COURSE PER : ..♦ - yr' SPECIFICATION SECTION 3120 00 %.<.♦ FINISH GRADE .4 13437 A A = PER PLAN SLOPE TO MATCH FINISH 9 91 GRADES 4 CR •a,:• 4"DEPTH BASE COURSE PER O SPECIFICATION 3120 00 NOTE: 1. DEED HOOP RACK,COLOR STAINLESS STEEL,INSTALL PER INTERNATIONAL SYMBOL OF ACCESS PAINTED ON PAVING, /'' ' :•'.,; .a 4'MIN MANUFACTURER'S SPECIFICATIONS. SYMBOL AND BORDER SHALL BE WHITE,INSIDE BORDER RICF2Ygu'SMILLER PLAN VIEW 2. REFER TO LAYOUT PLAN FOR INSTALL LOCATIONS. SHALL BE BLUE,AND AISLES SHALL BE WHITE SECTION B-B 3. REFER TO GRADING PLAN FOR SURFACE GRADE INFORMATION. NOTES: 4. REFER TO CONCRETE FLATWORK DETAIL FOR ADDITIONAL INFORMATION. NOTES: 1. THE CONCRETE APRON IS TO REMAIN FREE OF ALL OBSTRUCTIONS,INCLUDING GRASS AND OTHER 5. REFER TO SPECIFICATION 32 33 00. 1. VAN ACCESSIBLE STALL SHALL BE LEFT OF STRIPPED AREA. B VEGETATION,THAT MAY BE PLACED IN CONJUNCTION WITH THE LANDSCAPING OF THE SWALE. 2. PAVEMENT MARKINGS PER SPECIFICATION 32 13 13, 1 Curb Cut/Drainage Outlet&Spillway 2 Dero Hoop Bicycle Rack 3 Accessible Parking Layout Scale:NTS Scale:NITS Scale:NITS 5E o SECTION VIEW LU cm oyJ =a�J 6 PICKETS POST S G a NOTE: FENCE HEIGHT,PER PLAN PLAN VIEW 1' BO OF POST TO TOP OF BE CUT 1/2" MULCH PER LANDSCAPE PLANS SIGN, PICAL 2"x 2"x 10'(MINIMUM)SQUARE GALVANIZED PERFORATED SIGN POST RAILS (12 GAUGE MIN.WALL THICKNESS). 'X 3'CADMIUM PLATED HEX HEAD BOLT WITH FLAT LOCK NON-SEALED WASHER AND NUT ISOLATION JOINT-SEE SIGN POST& SIGN POST& ��V���V��� � I-IIII •° :�= � IIII-1T�IIT FINISH GRADE DETAIL II/C2.50. FOOTING-SEE FOOTING-SEE DETAIL 6/C2.50 DETAIL 6/C2.50 .�\\/�\\/�\/�\\/�����/�\\��\��\/�� I •'. I z STANDARD CONCRETE LANDSCAPE _ \\�/�\�\\•� _' g SLOPE TOP OF CONCRETE TO ENSURE FLATWORK-SEE PER PLANS NOTES: - i - 30'DEEP x 9"O CONCRETE FOOTING POSITIVE DRAINAGE AWAY FROM SIGN POST DETAIL 9/C2.50 DEPTH.SLOPE TOP TO DRAIN. - - 1. CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO INSTALLATION. 2. HORIZONTAL AND VERTICAL BARS TO BE SPACED CLOSER THAN 4"APART OR WIDER THAN 8"APART TO AVOID i11,': „ �"x�"x 18'LONG ANCHOR POST,NON-PERFORATED ACCIDENTAL WILDLIFE ENTRAPMENT. I ,III L2 GAUGE MIN.WALL THICKNESS) 3. THE TOP OF THE FENCE MUST INCLUDE A CONTINUOUS FLAT PIECE OR STRAIGHT EDGE TOP BOARDS(NO - WRAP ANCHOR SLEEVE AND ANCHOR SPIKES,PROTRUDING OBJECTS OR RAILS)TO HELP PREVENT INJURY TO WILDLIFE. I POST WITH(1)LAYER OF DUCT TAPE _ 4. FENCE SHALL MEET OR EXCEED LISTED SPECIFICATIONS: r z �"x 2 q"x 36"LONG ANCHOR POST,NON-PERFORATED POST SIZE: 2.5"SQ X 12GA (96-'1"ON CENTER SPACING) IIII-I II�_II (12 GAUGE MIN.WALL THICKNESS) - GATE POST SIZE: 3'So X 12GA AT GATES J1 lli-ll - CONCRETE FOOTING • - °• PICKETS: 1"SOX 14 GA (4"ON CENTER SPACING) -I -III- NOTES: RAILS: 1.75"X 12GA I -III- POST IN CONCRETE FLATWORK POST IN LANDSCAPE HEIGHT: 6'.SEE PLANS FOR FENCE LOCATIONS. 1. SIGN POSTS IN LANDSCAPE AREAS TO BE SET BACK 2'MIN.FROM BACK OF CURB FINISH BLACK POWDERCOAT. ° AND/OR BACK OF SIDEWALK. 5. POST FOOTINGS PER DETAIL 5/C2.50. NOTES: �`12"�° 2. TOP OF FOOTING FINISH TO MATCH ADJACENT CONCRETE FLATWORK FINISH rn O 6. SEE SPECIFICATION 32 3113 FOR ADDITIONAL FENCE MATERIALS AND INSTALLATION REQUIREMENTS. 1. REFER TO SPECIFICATION SECTION 32 31 13 FOR FENCE INSTALLATION WHERE APPLICABLE. z Q 3. SEE SPECIFICATION 1014 53. C 4 Extruded Aluminum Open Style Fence 5 Fence Post in Landscape 6 Sign Post& Footing 7 Sign Post � LL Scale:NTS Scale:NTS Q z Scale:NTS Scale:NTS BUILDING OR HEAVY DUTY SEALED ISOLATION JOINT,SEE DETAIL 11/C2.50.REFER -INCH TOOLED RADIUS WHEN NOT SAW CUT N = ASPHALT PAVING STRUCTURE TO DETAIL G/S4.01 FOR ADDITIONAL REQUIREMENTS AT EDGE OF SLAB. LJJ H REFER TO NOTE 3 TOOLED AND/OR SAW CUT JOINT O BASE COURSE PER SPECIFICATION SECTION 3120 00. _ BASE COURSE 1/3 DEPTH OF SLAB MINIMUM. w MAINTAIN FULL THICKNESS AT ISOLATION JOINT.(TYP.) a L.L _ _ _ _ _ 1/q' CONCRETE FLATWORK _ _ _ _ _ _ _ _ CONCRETE PAVEMENT WITH FIBER REINFORCEMENT HOLD JOINT FILLER',-INCH BELOW -I -I -I I-III-III-III-III-III BROOM FINISH SEALED CONTRACTION JOINT.REFER TO TO STANDARD SURFACE OF CONCRETE-NO SEALANT N N I-I I I-I I I-I I M I-I I-I I BUILDING OR STRUCTURE DRAWING 409-1,SHEET 3 OF 3.SEE SHEET C2.51. J - - - - - - -III- SUBBASE COURSE CONCRETE FLATWORK J z CONTRACTION JOINT, HEAVY DUTY SEALED ISOLATION CONTRACTION JOINT O -III-III-III-III-III-III-III-III SEALED ISOLATION JOINT, SEE DETAIL 11/C2.50 JOINT,SEE DETAIL 4/02.50. a--� Q III-III III-III III III-III III SEE DETAIL 11/132.50. .. a JOINT SEALANT&FIBER BOARD. U L.L z III=1 I III =III III=I =I I 2"RADIUS - REFER TO ITD STANDARD = SEE NOTE#4 g - JOINT FILLER NO REMOVABLE DRAWING 409-1,SHEET 3 OF 3. �_ Z Q PLASTIC JOINT CAP SEE SHEET C2.51. < SUBGRADE f CONCRETE PAVEMENT ° ° ° O . .,.' 1/2" CONCRETE FLATWORK L o BASE COURSE PER NON-SEALED ISOLATION JOINT a H SPECIFICATION \\/ \\/ / / \\j \� SECTION 312000 p d a 4 0 O STRUCTURE JOINT SEALANTei PAVEMENT SECTION TABLE //\\\/ \\/ \\/ \\//\\//\\///\\///\\ /�\ / / / // \// .. 3' PAVEMENT SECTION A(ASPHALT PAVING B BASE COURSE C SUBBASE COURSE D SUBGRADE / // OR OBJECT a Revisions: 0 ( ) ( ) ( ) \, \ Y<\� �'\1 \ \ �r.\1 ,\\ \�•�PREPARED SUBGRADE O O a a O O O O CONCRETE FLATWORK ROADWAY(ITD) 3I INCHES 12INCHES 17.5INCHES SEE GEOTECH REPORT PER SPECIFICATIONS +- - SECTION 31 20 00 JOINT FILLER WITH REMOVABLE 48'MIN.OR SITE(HEAVY DUTY) 31NCHES 61NCHES 141NCHES SEE GEOTECH REPORT - /\ // // ,�/� /�� // /• \ / / /T PLASTIC JOINT CAP UP TO ONE SUBBASE COURSE PER SPECIFICATION SECTION 3120 00. PANEL LENGTH 1/2' NOTES:\\ PREPARED SUBGRADE PER SPECIFICATION SECTION 31 20 00 //� // 1/2° NOTES: SEALED ISOLATION JOINT HEAVY DUTY SEALED ISOLATION JOINT NOTE: 1. REFER TO SPECIFICATION SECTION 32 FOR ADDITIONAL INFORMATION. 1. JOINTS SHALL BE SPACED EVENLY THROUGHOUT PAVEMENT,AS SHOWN ON DRAWINGS. 1. NON-CONTAINED EDGES SHALL BE CLEAN AND STRAIGHT.HAND TAMP TO PROVIDE A 45°EDGE. 2. SEE SPECIFICATION SECTION 32 13 13. 2. JOINTS SHALL BE SPACED EVENLY THROUGHOUT THE PAVEMENT AS SHOWN ON DRAWINGS.CONTRACTOR SHALL PROVI E JOINT 2. FOR ALL PAVEMENT,REFER TO SPEC.SECTION 32 12 16 FOR ASPHALT PAVEMENT,SECTION 3120 00 FOR BASE COURSE,AND 3. THICKEN CONCRETE TO 6-INCH DEPTH MINIMUM TO ACCEPT PLAIN BAR AT DOORWAYS. LAYOUT AND POUR SEQUENCE LAYOUT PLAN FOR REVIEW AND APPROVAL. NOTES: - D SECTION 3120 00 FOR SUBBASE AND PREPARED SUBGRADE. 4. 18"LONG 'DIA.PLAIN BAR,EMBEDDED 9"INTO STEM WALL AT 18"O.C.AT ALL DOORS.DRILL 3. 18"LONG�'DIA.EPDXY-COATED PLAIN BAR DOWEL,EMBEDDED 9"INTO STEM WALUFLOOR SLAB AT 12"O.C.AT ALL DOORS& 1. REFER TO SPECIFICATION SECTION 32 13 13 FOR ADDITIONAL INFORMATION. GARAGE BAYS.DRILL STEM WALUFLOOR SLAB FOR TIGHT FIT.LUBRICATE OR COAT DOWEL.TWO-PART EPDXY RESIN 2. SEE MATERIALS AND LAYOUT PLANS FOR JOINT PATTERN AND LOCATION. STEM WALL FOR TIGHT FIT. LUBRICATE OR COAT DOWEL WITHIN DRILLED HOLE.TWO-PART 3. USE ISOLATION JOINTS AT ALL LOCATIONS WHERE DIFFERENTIAL MOVEMENT BETWEEN THE PAVEMENT AND A STRUCTURE MAY OCCUR. EPDXY RESIN PROHIBITED. PROHIBITED. 3. USE HEAVY DUTY ISOLATION JOINTS AT ALL CONSTRUCTION JOINTS AND POUR TERMINUS LOCATIONS ASSOCIATED WITH POUR SEQUENCE. 4. INSTALL HEAVY DUTY ISOLATION JOINTS AT ALL CONSTRUCTION JOINTS AND POUR TERMINUS LOCATIONS ASSOCIATED WITH POUR 4 PROVIDE ISOLATION JOINT AT ALL ELECTRICAL FIXTURE BASES AND UTILITY STRUCTURES UNLESS NOTED OTHERWISE. SEQUENCE. 8 Asphalt Pavement Section 9 Standard Concrete Flatwork 1 O Heavy Duty Concrete Flatwork 11 Concrete Joints Scale:NTS Scale:NTS Scale:NTS Scale:NTS Project No: 20.042 Data:: 0311412022 Checked By: EC1BS SURFACE PER PLANS.HOLD LANDSCAPING MULCH 1" Drawn By: CR1JL BELOW TOP OF CONCRETE WHERE PRESENT. 2 Sheet Name: 6" 1'-6" 1"BATTER FINISHED SURFACE 2, 2' 6"x 24"CONCRETE BAND R1/2" R1° PER PLANS 10" 1'-2" 1" S. 1'-6" FINISHED SURFACE PER PLANS NO.3,CONTINUOUS. SITE DETAILS R7/2" R7' 1/2"RADIUS F 1/2"±1/2" 9 R3 1/2±1/2" pq PAVING PER PLANS R1/2' 1"BATTER \\ R7/2" 2Q CITE APPROVED PLANS N 6'-DE T E 0 E BASE COURSE PER /�\\ \/\\ COMPACTED SUBGRADE PER \ \ p / \ / p SPECIFICATION 312000 /\ ''paved for Code Compliance SPECIFICATION 31 20 00 BASE COURSE PER COMPACTED SUBGRADE PER 4"DEPTH OF BASE COURSE \//\/\\/\��\ \\/��\/ SUBB SE CU1R3E PER' N SPECIFICATION 3120 00 SPECIFICATION 31 20 00 \\/\\/ \�\\\\/ /\\\ \//\/\ SPECI ICATION SECTION 312000. m COMPACTED SUBGRADE /\/\\ \//\/\\ /\\�\v SUBBASE COURSE PER SPECIFICATION 312000. \//\//\\�\\\/�/\// \a\\/• MATC DEFRLFANG MUST BE ON JOB SITE Sheet No: MATCH DEPTH OF SUBBASE COURSE OF ADJACENT SUBBASE COURSE PER SPECIFICATION 3120 00.MATCH COUR E OF ADJACENT CONCRETE CONCRETE FLATWORK OR PAVING.6-IN MINIMUM. DEPTH OF SUBBASE COURSE OF ADJACENT CONCRETE SUBBASE COURSE PER SPECIFICATION 3120 00. COMPACTED SUBGRADE FLA ORK OR PAVI pL, FLATWORK OR PAVING.6-IN MINIMUM. MATCH DEPTH OF SUBBASE COURSE OF ADJACENT MINI M. FbK ALL INSPECTIONS NOTES: NOTES: NOTES: CONCRETE FLATWORK OR PAVING.6-IN MINIMUM. NOTE: ° ^ N 1. REFER TO SPECIFICATION SECTION 32 13 13. 1. REFER TO SPECIFICATION SECTION 32 13 13. 1 SCORE JOINTS AT 1 O'O.C. 1. PROVIDE SCORE JOINTS AT 6'O.C. 2. REFER TO SPEC.SECTION 321313. C2.50 � 2. SCORE JOINTS AT 10'O.C. 2. SCORE JOINTS AT 10'O.C. 2.. REFER TO SPEC.SECTION 32 13 13 9 Curb&Catch Plate Gutter Curb& Reverse Plate Gutter Catch Plate Rolled Curb 2' Concrete Ribbon Curb zg 12 Scale:NTS 13 Scale NTS Scale NTS Scale:NTS g gib, Page 12 of 94 11 2 3 1 4 5 6 THE MAXIMUM TIED TRANSVERSE WIDTH SHALL BE 60 FEET. SEE SAWED 30'NC.5 TIE LONGITUDINAL JOINTS THAT ARE UN-TIED IN ACCORDANCE WITH .a 15' 15' BAR CENTERED ., JOINT DETAIL ON SAWED JOINT THE FOREGOING SHALL BE APPROVED BY THE ENGINEER. IN NO SAWED JOINTS 9"MIN pivot ' CASE SHALL AN UN-TIED JOINT BE A CONSTRUCTION JOINT. CLEAR THE MAXIMUM TRANSVERSE SLAB LENGTH IS 15 FT. - north SAWED JOINTS sa 15' UNTIED JOINTS -N� - 1.5 IN, IF��II 18"DOWEL BARS A j o03w L 1.5 FT.MIN. AC SURFACE @ 12"O.C. .. ARCHITECTURE 30'NO.5 TIE BARS - F (SEE NOTES a @ 30" C.TO C. 0 2,3,& a) A \_ A _ m 'off a _ �� r . DNCRETE T Th N. o mU TIED JOINTS ^ LONGITUDINAL JOINT T 3o�T30,Boc A TY SECTION A A o D� o o BasE a _ =` SEE NOTES a DOWEL BAR PIVOT NORTH 0 W.GROVE STREET PLLC. A �o 3& 4) C C oo = TWO PLACEMENTS ARE REQUIRED. A e 1 _ PAVING MAY COMMENCE WHEN THIS f DOWEL BAR 18' CONCRETE HAS TAKEN INITIAL SET. B0�$E,D 83702 I o - - SEE SAWED LONG CENTERED SEE NDTE NO.9 a _ JOINT DETAIL �ON SAW JOINT NOTES: ASPHALT WWW.PIVOtnorthdesign.00m B El _ N 3 B B 1. T •THICKNESS OF CONCRETE PAVEMENT (I.E.DEPTH) PAVEMENT CONCRETE m mry n 2 IT / Xb OARS DOWEL �E12" CONSTRUCTION mo Nz w�x> u ° ° < : ' ° ° 3. IT••PANELI SENGT 2(LE.JOINT SPACING) PAVEMENT p'� C TION JOINT '� 4. FOR RECOMMENDED DOWEL SIZES,SEE JOINT TYPES SHEET. _-. :-i ° ° STAMP: ��g10NAL I CENTERLINE, C.TO C. \ g"MIN. r^c + CONTROL LINE, (SEE NOTE \` CLEARANCE w `>�N3 ELEVATION - IMPACT SLAB,HIGHWAYS/STREETS/ROADS ASPHALT & CONCRETE PAVEMENT JOINT DETAIL ao & PROFILE GRADE 1 NOS.2 & 3) _ '1 1 12"TO 18"TYP. FOR TRANSVERSE JOINTS ABUTTING ASPHALT 1 3437 } ¢ NOT FOR USE UNLESS SPECIFICALLY CALLED OUT IN PLANS. NOTE S 18"DOWEL BARS PAVEMENT IN RECONSTRUCTION OR NEW _ 30"N0.10 TIE BARS @ 12"O.C. @ 12"O.C. 6"MIN.EMBEDMENT CONSTRUCTION PROJECTS WHERE T>7 IN. '1 _ - o (SEE NOTES 3,4,5,&10) (SEE NOTES IN EACH SLAB C C 3 CONSTRUCTION JOINT 2,3,& 4) 1. THE PAVEMENT EDGE IS TO BE PLACED APPROXIMATELY VERTICAL. STgT -a0 TRANSVERSE JOINT FOF\� L _ _ _ _ a w ALL JOINTS ARE PERPENDICULAR TO f 2. THE DOWEL BAR DIAMETERS SHALL BE DETERMINED BY THE �C� 1 MULTIPLE LANE ROADWAY DETAIL SECTION B B BAR DIAMETER TABLE. 15' 3. THE TIE BARS SHALL BE EPDXY COATED AND MEET THE REQUIRE- Q MENTS OF AASHTO M 284. THE DOWEL BARS SHALL BE COATED TO ROADWAY BASE IS TO BE MEET THE REQUIREMENTS OF PASHTO M 254. Doo.b'2"(TYP.DOWEL - _ - x RESERVOIR MUST BE CENTERED ON END OF NORMAL CONSTRUCTED,THEN 4. THE MAXIMUM TIED TRANSVERSE WIDTH SHALL BE 60 FEET. BAR SPACING) _ - �_ CONSTRUCTION JOINT (SEE SEALED CONCRETE PAVEMENT EXCAVATED FOR AN LONGITUDINAL JOINTS THAT ARE UNTIED IN ACCORDANCE WITH THE 1 "^ of ��� 30"NO 10 TIE BARS CONSTRUCTION JOINT DETAILS, FOREGOING SHALL BE APPROVED BY THE ENGINEER.IN NO CASE J ^ry Rd oi3 CENTERED ON JOINTS Xf ASPHALT PAVEMENT /��r//I rn SHEET 3 OF 3) TRANSVERSE JOINT AT SHALL AN UN-TIED JOINT BE A CONSTRUCTION JOINT. RI��V/ � ILLER 15"TO 18"TYP. RIGHT ANGLES TO f ASPHALT JOINT DETAIL 5 A CONSTRUCTION JOINT SHALL BE AT LEAST 6 FEET FROM A SAWED �I�/ ■ R SEE CONCRETE TO 9"MIN.CLEARANCE 30"NO.5 TIE BARS @ 30" " ° ° ° PERMISSIBLE J JOINT. IL C.TO C.(SEE NOTES 3& 4) a CONSTRUCTION JOINT &MIN.(SEE NOTE 5) S ° °Q 1 6. TRANSVERSE AND LONGITUDINAL JOINTS SHALL BE SAWED JOINTS. 30•'N0.10 TIE BARS @ 12"C.TO C. -� °_' ° ___ 7. SEALANTS AND PREFORMED SEALS SHALL BE APPLIED IN ACCORDANCE (SEE NOTES 3, 4, & 10) \ RD y y y � WITH THE MANUFACTURER'S REQUIREMENTS. TYPICAL ROADWAY DETAIL °B ^DIN cc AV, AY i- �IQIRTLAND CEMENT CONCRETE 8. THE ANCHOR E TO BE USED AT RAILROAD GRADE CROSSINGS ADJACENT TO FLEXIBLE PAVEMENTS AND SIMILAR INTERRUPTIONS TO 131-01, 2'-0'• THE CONCRETE PAVEMENT. lg'� \/ CONSTRUCTION JOINT - SECTION C C 5'-0' 9. MAKE A VERTICAL SAW CUT IN THE ASPHALT TO SERVE AS A FORM SUB-NOTES BAR DIAMETER TABLE � � FOR THE END DF THE CONCRETE PAVEMENT. �o w ALL JOINTS ARE PERPENDICULAR TO f DOWEL BAR �� ELEVATION - ANCHOR FOR END DF CONCRETE 10.PREFERRED PRACTICE IS TO PLACE THE CONSTRUCTION JOINT AT �= .b ALL DOWEL BAR SPACING TOLERANCE IS IN TRANSVERSE JOINTS ° THE LOCATION OF A PLANNED CDNTRACTION JOINT AND USE DOWEL LU Z Q z TO 2"(ALSO SEE,"ALIGNMENT TDLERANCE (UNLESS OTHERWISE NOTED \ \ ° y OPTIONAL BARS PER STD.TRANSVERSE JOINT DETAILS. = A/d B FOR PAVEMENT DWEL BARS'DETAIL). ON PROJECT) ° +A��' `°' ir,wb c T/2'1" PAVEMENT BAR ° +• � 1L NOT TO SCALE V .d THE PLAN ALIGNMENT IS FOR THE BAR T•THICKNESS DIAMETER �o a 1 12.ALL LONGITUDINAL CONCRETE TO ASPHALT JOINTS SHALL BE AXIS TO BE PARALLEL TO CENTERLINE \ \ SUB-NOTES SAWED AND SEALED. AND PARALLEL TO PAVEMENT SURFACE. T <I1•• 1'/4" .f THIS ANCHOR IS NOT TO BE USED IN - \ONAL CONJUNCTION WITH CONCRETE PAVEMENT. 11"S T S 13" 1''/z" �55 FNG �5g\ONAL FVC/ s' �," ALIGNMENT TOLERANCE FOR PAVEMENT DOWEL BARS SrEnFo tF� �� STEnFo sa3o°'w99"�a�ote 4 cti? P sa31 wesasn le a �ti? P I�•ll,. REVISIONS scaLEs sr+DwN IDAHO STANDARD DRAWING English qp,(�¢QSrn,. REVISIONSh q me NO. DATE BV N0. DATE BY N0. DATE BY ARE FOR 11"X 1]" ORIGINAL SIGNED BV:LOREN THOMAS 9°U �C"Fp NO. DATE BV N0. DATE BY N0. DAT BV A FOR SIP X 1]" ORIGINAL SIGNED BY:LOREN THOMAS x"O 1 04-84 GB 6 0t-41 B tt 09-08 JRV PRINTS ONLY TRANSPORTATION STANDARD DRAWING N0. T q,F R 1 04-84 GB 6 0t-91 3 tt 09-OB JRV PRINTS ONLY TRANSPORTATION STANDARD DRAWING N0. '� qv R - 2 Ol-Bs GB 7 12-92 INS _2 10-10 PLR HIGHWAYS PROGRAM OVERSIGHT ENGINEER PORTL AND CEMENT 20 Sj I �. HIGHWAYS PROGRAM OVERSIGHT ENGINEER PORTL AND CEMENT CADD FILE NAME: DEPARTMENT �q, S7' 2 Ol-Bs GB ] 12-92 AS _2 10-10 PLR 4O9 1 9 ADD FILE NAME: DEPARTMENT �q, 3 oe-as ce e a4-93 vsv _3 ca-1- Rsc aoe-1_os13.a n aRICINAL SIGNED BY TOM IDLE CONCRETE PAVEMENT �i ]Eod'Vo '� 3 oe-as ce e a4-93 vs° _s ca-1- Rsc ORIGINAL SIGNED BY TOM IDLE CONCRETE PAVEMENT 409-1 O � aoe-1_os13.a n 4 OB-86 GB 9 01-97 AS t< 04-13 RDL pRAWING DATE: CHIEF ENGINEER NAEL J.SP 4 OB-86 GB 9 0t-97 AS t< 04-13 AlRDL pRAWING DATE: CHIEF ENGINEER NAEL J.SP 5 It-89 GB t0 11-01 MSV APRIL,1984 BOISE IDAHO REQUIRES SHEETS 2 OF 3 & 3 OF 3 SHEET I OF 3 5 It-89 GB t0 1t-01 MSM APRIL,1984 BGSE DAHG REQUIRES SHEETS 1 OF 3 & 3 OF 3 SHEET 2 OF 3 NOT FOR USE UNLESS SEALANT: SPECIFICALLY CALLED �A-_%6' �/"•''/ie" FOR IN PROJECT PLANS. 3/a•• HOT POURED SEALANT NORMAL TRANSVERSE JOINT SPACING IS 15' - (SUBSECTION 704.02) UNLESS OTHERWISE NOTED ON PROJECT.MAXIMUM \ END CONRETE HOT POUR SEALANT ; HOT POUR SEALANT 3 ANY PAVEMENT ADHERING TO THE, FLUSH WITH SURFACE TRANSVERSE JOINT SPACING IS 15'.THE MINIMUM PAVEMENT SAWCUT (SUBSECTION 70a.03) /4' - /e"TYP. /n"- /s"TYP. ISOLATION � � �� (SUBSECTION 704.03) 1 r CONCRETE FACE AFTER SAWING \ e TRANSVERSE JOINT SPACING IS 9'.ALL SHALL BE REMOVED TRANSVERSE JOINTS MUST CONNECT ACROSS THE ��JOINT ° < D •-� °° APPROVED SILICONE PAVEMENT.NORMAL LONGITUDINAL JOINT SPACING TIE BARS(PER PAVEMENT JOINT ° F° ° ° INC,FACE SEALANT /q"T❑%" DETAIL THIS SHEET) °MIN T/3 ° ° ° MIN T/3 ° ° MIN T/3 �/� IS 12'& THE MAXIMUM IS 15'. THE LONGITUDINAL - CURB ° \ I BELOW SURFACE ALL TRANSVERSE JOINTS SHALL BE COINCIDENTAL WITH THE LANE \ J. \ 'BACKER ° END CONCRETE r T °- JOINTS DOWELLED LINES. THE MAXIMUM TIED WIDTH IS 60'. ALL i ° RPD° PAVEMENT CONSTRUCTIDN JOINTS SHALL BE TIED.PAVEMENT / a� WIDER THAN 60'SHALL HAVE DOWELLED 4' LONGITUDINAL JOINT. \ I ° ' ISOLATION JOINT TYPE E-I fl. 2'MIN. DOWEL ALL JOINTS TRANSVERSE JOINT m O THE BACKER ROD MUST BE ° AT INTSERSECTI ON S Q ° ° °\ °- ° °•° ° 0 °•D GUMPATIBLE WITH THE SEALANT CONCRETE ASPHALT', AND SLIGHTLY OVERSIZED TO ° ° p _ RESIST MOVEMENT DURING TRANSVERSE JOINT SEALING OPERATION CATCH BASIN BOX OUT O /^ SINGLE CUT SINGLE CUT WIDENED CUT .-_- OO MANHOLE MANHOLE BOX OUT Lr (NO SEALANT) (FIELD-INSTALLED SEALANT) (FIELD-INSTALLED SEALANT) CONCRETE TO ASPHALT _ LL BOX OUT DETAILS (SUBSE COI UR SEALANT- /i6' 1/2 TO 11N. CATCH BASINHOT N�'/q"-�"TYP /q"-�"TYP �- TOOLED SURFACE REQUIRED �- 3/e" EXCEPT FOR SELF LEVELING '/"TO 3/" PREFORMED COMPRESSION o TYPE SEALANT SEAL(SUBSECTION 704.04)� - cc r T HOT POUR SEALANT 1 4 END CONCRETE PAVEMENT cc ° ROCKER 9 ° (SUBSECTION 704.(13) 11/2.TO a IN. ° �° ° °� END CONCRETE PAVEMENT O _ v1 :::rr ILL w : a L BOND ° 4 TYPICAL PAVEMENT JOINT PATTERN - ° BREAKER OR ° o APPROVED SILICONE _ N H BACKER ROD SEALANT (SUBSECTION 704.05) NOTES J '� T ° T ° ° °"� •o ° N0.8 DEFORMED TIE BARS a ° \^ THE BACKER ROD MUST BE 30"LONG AT 12"CTRS. J Z FIBERBOARD N 4 ° ° COMPATIBLE WITH THE �' RADIUS TIE ° OR DTHER SEALANT AND SLIGHTLY 2'-0" /a L THE TYPICAL PAVEMENT JOINT PATTERN SHOWN I5 FUR ILLUSTRATION PURPOSES Q H BAR o ° COMPRESSIBLE ° ° /9 OVERSIZED TO RESIST °/a ° 7�• ONLY AND IS INTENDED TD BE USED AS A GUIDE IN DEVELDPING THE JOINT }° (D N MATERIAL a 4 a MOVEMENT DURING SEALING 2'-0" °° ° - °'° PATTERN FOR THE PROJECT. THE CONTRACTOR SHALL PREPARE A PAVEMENT JOINT LL Z ° c a 6" PROFILE °°ale°'� PATTERN FOR THE ENTIRE PROJECT FOR APPROVAL BY THE ENGINEER. V (SUBSECTION a OPERATION °° ~ _ a ° a ° ° ° R•'/2" PROFILE - ° 704.01) o o GRADE ° 7 Q ° GRADE 2.WHEN POSSIBLE, MANHOLES SHALL BE CENTERED BETWEEN JOINTS. JOINT ,^ ° °I� ° ° .e.a TIED CONSTRUCTION JOINT° ° o SPACING MAY BE ADJUSTED NEAR MANHOLES, WITHIN THE STANDARD LIMITS. SEALED°CONSTRUCTION JOINT ,°e a °,°A PAVEMENT JDINT DETAIL SEE STANDARD DRAWING au-2. O ISOLATION JOINT No.3 a°'COLD Jd1NT A°,%- ° ° ° In (FIELD-INSTALLED SEALANT) SILICONE SEALANT RoucH �ygFACE°•;Y °°° - 3°S THE CONTRACTOR ELECTS TO Box Our AROUND THE MANHOLE OR PATCH ^� (FIELD-INSTALLED SEALANT) CURB i°-fl,• °.fl, .°-fl,.-, o (W) TIE ° 0 ° 0 ° 0 ° ° a"'�/ BASIN FRAMES AND PLACE THE PAVEMENT AROUND THE FRAME AS A SEPARATE d WIDTH COMPRESSION SEAL CONCRETE PAVEMENT LIMIT t CONCRETE°PAVEMENT �fl` OPERATION, TIED CONSTRUCTION JOINTS SHALL BE PLACED AS SHOWN IN THE NOTES: OPTION 1 LIMIT •, BOX OUT DETAIL. - 1. FOR HOT-POURED SEALANT,SHAPE FACTOR D/W •1(TYPICAL,ONLY IF CROSS-SECTIONS: OPTION 2 ° °°°'° BACKER ROD USED) (D) p'°'-,�.ao 4.JOINTS IN THE CURBS SHALL COINCIDE WITH TRANSVERSE JOINTS IN THE SEALANT ° ° - - - PAVEMENT. DEPTH EALANT ° '°HEAT RESISTANT BACKER ROD Revisions:0 2. FOR SILICONE SEALANT,D/W -0.5 (TYPICAL) fl - IIS �e° �'OF TYPE RECOMMENDED BY 5.SEE STANDARD DRAWING 615-1 FOR ADDITIONAL NOTES ON REQUIREMENTS FOR 3. FOR TWO-COMPONENT COLD-POURED SEALANT,D/W 0.5 (TYPICAL) ° TOP OF N0.3 x 30"CURB o y°JOINT-FIL TER MANUFACTURER CURB CONSTRUCTION. BACKER ROD (T) TIE PLACE AT T-Q•' ° a ° THICKNESS OF PCC CU11 RB 27"O.C. HOT POURED JOINT FILLER DETAIL 6.THE CONTRACTOR MAY PLACE CURBS AS SHOWN IN OPTIONS 1,2,OR 3. 4. FOR PREFORMED COMPRESSION SEAL,W IS SIZED FDR SLAB & CLIMATE r °\ R-C r ° PROFILE 5. SUBSECTION REFERENCES ARE ITD STANDARD SPECIFICATIONS FOR HIGHWAY COLD :o° GRADE 7.SAWED JOINTS SHALL BE'/" WIDE AND SHALL BE FILLED WITH HOT POURED .:Coe°. CURB ELASTOMERIC JOINT FILLER MEETING REQUIREMENTS OF SUBSECTION 704.02 OR A CONSTRUCTION. JOINT •.a-•'• ,.- ,TIED /z"TO 1"TYP. ' ° CONSfR{1CTION'°° V �_____ _ NEOPRENE COMPRESSION SEAL OF APPROVED CONFIGURATION MEETING THE 6. SEALANTS AND PREFORMED SEALS SHALL BE APPLIED IN ACCORDANCEJOINT° ,°'a ,°' REQUIREMENTS OF SUBSECTION 704.04 MAY BE USED. WITH THE MANUFACTURER'S REQUIREMENTS. SUB-NOTES ° , `•a"'°•a' tTn° °':;o is°e'o o° �•,' 0 ° °. 14". °..•CONCRETE - °�.a. PAVEMENT fl °fl e• 7. SAW CUT TO CONTROL SLAB CRACKING SHALL BE T/3 DEEP."T"EQUALS .e DIMENSIONING REFERS TO SEALANT ° It CONCRETE PAVEMENT ° °a°' FIXTURE OR D RESERVOIR ONLY. DEPTH OF SEALANT CURB TI DETAIL ,STRUCTURE DESIGN THICKNESS OF CONC.PAVEMENT. SHAPE FACTOR ore_cAA1 sroreEr LIMIT HeO Al sroreEr WIDTH Heaeqularp,e,5 �5g\ONAL FiyOi CURB & GUTTER DETAILS OPTION 3 TYPE E-1 331Ar lro, 5g\ONAL F/yO SEALANT SHAPE FACTOR 31 Wes1 SQ. SrEnFa ti�� ISOLATION JOINT -----' West s,°„ ear BrEnFo am.°Id- aQ- F�ti? P a°�s°,m°n° aQ- �94,? P REVISIONS scaLEs sr+DWN STANDARD DRAWING g ° s REVISIONS IDAHO STANDARD DRAWING English IDAHO En fish '; Q scaLEs sr+DwN NO. DATE BV N0Q DATE BY N0. DATE BY qRE FOR It"X IT' ORIGINPL SIGNED BV:LOREN THOMAS `x Fp NO. DATE BV N0. DATE BY NO. DATE BY qRE FOR 11"X 17" ORIGINAL SIGNED BY:LOREN THOMAS FO 1 a4-s4 ce 6 a1-91 cB a o9-oe JRv PRINTS ONLY TRANSPORTATION HlcHways PR GRAM OVERSIGHT ENGINEER PORTLAND CEMENT srANOARo oRAWINc ND. 9 g �,e PRINrs pNIL TRANSPORTATION srANOARo oRAWINc No. P g �,a z 01-85 GB 7 Iz-9z As _z io-lo PLR ca0D FILE NAME: DEPARTMENT sr ° ® NIGNwavG PROGRAM OVERSIGHT ENGINEER URBAN CONCRETE 409-1 v apD FILE NAME: DEPARTMENT 4*. DRlcwu SIGNED By TOM IDLE PAVEMENT 3 oa-as ce e a4-93 :-s:- .c oe-1_ Rsc aoe-1_os13.a n oRICINAL SIGNED BY�TOM IDLE CONCRETE PAVEMENT yi ]Eod'\o '� 411-1 y�q>FOF O � au-1_1ou.a o 4 OB-86 GB 9 0t-97 AS t< 04-13 RDL DRAWING DATE: CHIEF ENGINEER NAEL J.`'P DRAWING DATE: CHIEF ENGINEER NAEL J.SP Project No: 20.042 - 5 It-89 GB 10 11-01 MSU APRIL,1984 BGI$E IDAHD REQUIRES SHEETS 1 OF 3 & 2 OF 3 SHEET 3 OF 3 AUGUST,2011 BGI$E IDAHG SHEET I OF 1 Date: 0311412022 TIE BARS Checked By: EC1BS CONCRETE FLATWORK APRON TO 9"OUTSIDE OF STRUCTURE.MINIMUM OUTSIDE RADIUS OF Drawn B y: CRIJL 4"0 STEEL POST FILLED WITH 3"•(TYP.) CONCRETE APRON SHALL NOT BE LESS THAN 12". CONCRETE.COORDINATE COLOR Sheet Name AND/OR FINISH WITH OWNER. '6 UTILITY STRUCTURE. STRUCTURE,SEE NOTE#1. SITE DETAILS k.:,t; „"-,• SIZE VARIES. SEALED ISOLATION JOINT-SEE DETAIL - `�,r 11/C2.50. v #4 DEFORMED REBAR rY FINISH GRADE,REFER TO MATERIAL CONTRACTION JOINT,TYPICAL #3 REBAR CENTERED IN SLAB, PLAN FOR ADDITIONAL INFORMATION. - .. PLAN UTILITY STRUCTURE-SHOWN FOR REFERENCE MAINTAIN 3"CLEARFROM ONLY.REFER TO DRAINAGE AND UTILITY l ` - CONCRETE EDGE PLANS FOR MORE INFORMATION. /} #4 REBAR AT MID DEPTH 'may WITH DOBBIES SUPPORT 1 �s-..� < h t: EDGE OF CONCRETE - .t...,...,..,. ...,.. CONCRETE FLATWORK PER PLAN. "° t:-:i ;;�;:--"[•`.:;?g:'{y SIDEWALK,CURBING,OR 6„ *g„ .�.'A.;.. •;y.w: .;°ie. y. SIMILAR w :` CITY APPROVED PLANS E15"0 x 3,-O„ t, TYPICAL CONCRETE '7 }, Reviewed for Code Compliance °• ENCASEMENT W ~ 100I -II II - II IIII -II-I NOTES: PLANS MUST BE ON JOB SITE sheet No: L15'. l� �- �� �. 1Jv ��v J 1. CONCRETE APRONS SHALL BE LOCATED AT ALL SIGNS,UTILITY STRUCTURES(HYDRANTS,PODS ETC),BOLLARDS,AND LIGHT NOTES �+ - POLES LOCATED IN TURF AREAS WHERE SHOWN OR NOT SHOWN. FOR ALL INSPECTIONS 1/ l/�`�`�`/I �'i;�%/i�// / // 2. CONCRETE SECTION SHALL BE AS PER STANDARD CONCRETE FLATWORK DETAIL. 1. (3)BOLLARDS LOCATED AT GAS METER SHALL L.cy 3. WHERE APRON IS LOCATED WITHIN 24"OF A HARDSCAPE,CONTRACTOR SHALL EXTEND APRON TO EDGE OF THE IMPROVEMENT. NOT BE SPACED MORE THAN 4-FT O.C. SECTION IF APRON IS LOCATED FURTHER THAN 24"FROM HARDSCAPE THEN A CONTINUOUS 9"OFFSET RADIUS SHALL BE HELD FOR �� 1.2. NOT BE LOCATED LESS THAN 3-FT FROM GAS METER,MEASURED FROM OUTSIDE OF BOLLARD. ENTIRE CIRCUMFERENCE OF OBJECT. VVV ��5JJI g Steel Site Bollard Flatwork Reinforcement at Structure Concrete Apron ggg I Seale:NITS L Seale:NITS J Seale:NITS Page 13 of 94 General Notes: Domestic Water Notes: Sanitary Sewer Notes: pivot ' 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE THE CITY OF TWIN FALLS STANDARD 1. THE WATER SYSTEM SHALL BE CONSTRUCTED TO CONFORM WITH THE MOST CURRENT STANDARDS SET 1. ALL WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE LATEST SEWER SPECIFICATION AND _ SPECIFICATIONS AND DRAWINGS.ALL CONSTRUCTION IN THE PUBLIC RIGHT-OF-WAY SHALL CONFORM TO FORTH IN THE"IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS'(IRPDWS),2017 VERSION OF THE STANDARD DRAWINGS OF THE CITY OF TWIN FALLS STANDARDS AND SPECIFICATIONS,THE I.S.P.W.C..AND n o r th THE 2017 EDITION OF THE ISPWC AND THE CITY OF TWIN FALLS SPECIFICATIONS. IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION(ISPWC)AND THE STANDARDS AND THE IDAHO WASTEWATER RULES. SPECIFICATIONS OF THE CITY OF TWIN FALLS. ARCHITECTURE 2. THE CONTRACTOR SHALL HAVE A COPY OF THE 2017 VERSION OF THE ISPWC AND CITY OF TWIN FALLS 2. FINAL APPROVAL AND ACCEPTANCE OF ALL SEWER CONSTRUCTION WILL BE BY THE CITY OF TWIN FALLS. REVISIONS TO THE ISPWC ON SITE AT ALL TIMES DURING CONSTRUCTION(AVAILABLE ON THE WEBSITE). 2. FIRE HYDRANTS SHALL CONFORM TO THE CITY OF TWIN FALLS STANDARD DETAIL F-1A AND TECHNICAL FAILURE TO HAVE A CURRENT COPY OF THE STANDARD SPECIFICATIONS ON SITE COULD BE GROUNDS FOR SPECIFICATION 410,410.02(1)(B)l. 3. ALL SEWER PIPE WITH COVER OF GREATER THAN 3-FT SHALL BE BELL AND SPIGOT,POLYVINYL CHLORIDE A STOP WORK ORDER UNTIL THE SITUATION IS RESOLVED. (PVC),SDR 35,ASTM D-3034,CELL CLASS 12454-B AS SET FORTH BY THE CITY OF TWIN FALLS.SEWER 3. FIRE HYDRANTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE MOST CURRENT EDITION OF THE PIPE WITH LESS THAN 3-FT OF COVER SHALL BE DUCTILE IRON CONFORMING TO ANSI A-21.51,OR AWWA PIVOT NORTH ARCHITECTURE,PLLC. 3. THE CONTRACTOR SHALL REPORT TO THE ENGINEER ALL CONDITIONS WHICH IMPAIR AND/OR PREVENT CITY OF TWIN FALLS SPECIFICATIONS AND STANDARDS. C-151,OR AWWA C-900 PVC,OR AS APPROVED BY THE PROJECT ENGINEER.A RUBBER RING IS TO BE THE PROPER EXECUTION OF THIS WORK PRIOR TO BEGINNING WORK. INSTALLED WHERE THE PIPE IS IN CONTACT WITH A CAST-IN-PLACE CONCRETE MANHOLE BASE AND/OR 1101 W.GROVE STREET 4. ALL VALVES SHALL BE RESILIENT SEATED GATE VALVES,PER CITY OF TWIN FALLS STANDARDS AND ITS CHANNEL.IN ORDER TO ENSURE A WATER-TIGHT SEAL. BOISE,ID 83702 4. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS ON THE JOB SITE AND SHALL NOTIFY SPECIFICATIONS AND SHALL CONFORM TO ANSE/AWWA C-509 SPECIFICATIONS AND SHALL HAVE A www.pivotnorthdesign.00m THE ENGINEER OF ANY DIMENSIONAL ERRORS,OMISSIONS OR DISCREPANCIES BEFORE BEGINNING OR 200-PSI WORKING PRESSURE RATING.ALL VALVES SHALL BE ANCHORED. 4. SEWER PIPE CONNECTIONS TO EXISTING MANHOLES SHALL BE TEMPORARILY PLUGGED TO PREVENT FABRICATING WORK. DEBRIS FROM ENTERING EXISTING SEWER MAINS DURING CONSTRUCTION. 5. FLANGED OR MECHANICAL-JOINT GATE VALVES SHALL BE LOCATED IN THE STREET.ALL GATE VALVES 5. ALL CONTRACTORS,SUBCONTRACTORS AND/OR UTILITY CONTRACTORS SHALL ATTEND A SHALL BE SET AS CLOSE(FLANGE CONNECTED)AS POSSIBLE TO MAIN LINE FITTINGS(EXCEPT FOR FIRE STAMP: nt RE 5. ALL MANHOLES SHALL BE CONSTRUCTED TO BE WATER-TIGHT WITH THE TOP OF CONE LOCATED WITHIN oq�99 PRE-CONSTRUCTION CONFERENCE A MINIMUM OF THREE(3)WORKING DAYS PRIOR TO START OF WORK. HYDRANTS). 1-FOOT OF THE FINISHED GRADE.THE SEWER CONTRACTOR SHALL SUPPLY ALL LID ASSEMBLIES AND THE REQUIRED NUMBER OF GRADE RINGS.THE SEWER CONTRACTOR SHALL FIELD VERIFY THE ELEVATION OF 6. THE CONTRACTOR SHALL MAINTAIN ALL EXISTING DRAINAGE FACILITIES WITHIN THE CONSTRUCTION AREA 6. ALL UNDERGROUND UTILITIES(GAS,TELEPHONE,POWER,CABLE N,ETC.)SHALL HAVE A MINIMUM OF THE TOP OF THE MANHOLE CONE TO ASSURE THAT ALL RING ELEVATIONS MATCH FINAL GRADES. 13437 UNTIL THE DRAINAGE IMPROVEMENTS ARE IN PLACE AND FUNCTIONING. 3-FT OF HORIZONTAL SEPARATION AND 1-FT OF VERTICAL SEPARATION FROM WATER MAIN LINES. MANHOLES MAY HAVE 12-INCHES MAXIMUM OF GRADE RINGS. 7. ALL CONTRACTORS WORKING WITHIN THE PROJECT BOUNDARIES ARE RESPONSIBLE FOR COMPLIANCE 7. ALL WATER MAINS SHALL BE LEAK-TESTED,FLUSHED AND SANITIZED PER CITY OF TWIN FALLS 6. STUBOUTS FOR SERVICE LINES SHALL BE MARKED IN ACCORDANCE WITH THE CITY OF TWIN FALLS ��qTF OF 1pP'2� WITH ALL APPLICABLE SAFETY LAWS OF ANY JURISDICTIONAL BODY.THE CONTRACTOR SHALL BE STANDARDS AND SPECIFICATIONS BY THE CONTRACTOR AND APPROVED BY THE CITY OF TWIN FALLS STANDARDS AND SPECIFICATIONS.SERVICE STUBOUTS WILL BE TO THE POINTS SHOWN ON THE ®PIO CR RESPONSIBLE FOR ALL BARRICADES,SAFETY DEVICES AND CONTROL OF TRAFFIC WITHIN AND AROUND PRIOR TO HYDRAULICALLY CONNECTING TO THE WATER SYSTEM. DRAWINGS OR AS MARKED BY THE PROJECT ENGINEER IN THE FIELD.SERVICE LINES SHALL BE OV22/2022 THE CONSTRUCTION AREA. CONSTRUCTED IN ACCORDANCE WITH CITY OF TWIN FALLS STANDARD DETAIL S-8.THE SEWER SERVICE B. ALL WATER MAINS SHALL HAVE A MINIMUM DEPTH OF COVER OF 48-INCHES FROM FINAL FINISHED GRADE. MARKER SHALL BE IN PLACE FOR THE FINAL INSPECTION.SERVICE LINES SHALL EXTEND TEN(10)FEET 8. ALL MATERIAL FURNISHED ON OR FOR THE PROJECT MUST MEET THE MINIMUM REQUIREMENTS OF THE BEYOND THE RIGHT-OF-WAY AND/OR ANY UTILITY TRENCH,WHICHEVER IS FURTHER. APPROVING AGENCIES OR AS SET FORTH HEREIN,WHICHEVER IS MORE RESTRICTIVE.CONTRACTORS 9. NO,12 DIRECT BURIAL WIRE SHALL BE PLACED ALONG THE NORTH AND EAST SIDE OF WATER MAINS AND MUST FURNISH PROOF THAT ALL MATERIALS INSTALLED ON THIS PROJECT MEET THIS REQUIREMENT AT SERVICE LINES.WIRE SHALL BE INSTALLED IN THE GATE VALVE RISER SO IT IS ACCESSIBLE FROM ABOVE 7. ALL SEWER SERVICES SHALL BE MARKED PER CITY OF TWIN FALLS STANDARDS AND SPECIFICATIONS. RIC 2Y' u;SMILLER THE REQUEST OF THE APPROVING AGENCY AND/OR THE DESIGN ENGINEER. BUT DOES NOT INTERFERE WITH VALVE OPERATION.A METALLIC TAPE MARKED"WATER LINE BELOW" SHALL BE INSTALLED 1-FT ABOVE ALL WATER LINES IN THE PUBLIC RIGHT-OF-WAY. 8. SEWER SERVICES LINE SHALL BE INSTALLED PRIOR TO STREET IMPROVEMENTS. 9. ALL EXISTING UTILITIES SHOWN ON THESE PLANS ARE APPROXIMATE ONLY AND MUST BE VERIFIED.THE CONTRACTOR SHALL VERIFY THE EXACT LOCATION OF ALL EXISTING UTILITIES PRIOR TO COMMENCING 10. THE HORIZONTAL SEPARATION OF THE POTABLE WATER MAINS AND NON-POTABLE WATER MAINS SHALL 9. THE HORIZONTAL SEPARATION OF THE POTABLE WATER MAINS AND NON-POTABLE WATER MAINS SHALL WORK.EXACT LOCATION OF UNDERGROUND UTILITIES CAN ONLY BE DETERMINED BY PHYSICAL BE A MINIMUM OF TEN(10)FEET.THE HORIZONTAL SEPARATION OF POTABLE SERVICES AND BE A MINIMUM OF TEN(10)FEET.THE HORIZONTAL SEPARATION OF POTABLE SERVICES AND EXCAVATION OF THE UTILITY LINE AND SURVEYING THE LOCATION OF THE PIPE OR CONDUIT.CALL"DIG NON-POTABLE MAINS AND/OR NON-POTABLE WATER SERVICES SHALL BE A MINIMUM OF SIX(6)FEET. NON-POTABLE MAINS AND/OR NON-POTABLE WATER SERVICES SHALL BE A MINIMUM OF SIX(6)FEET. LINE",48-HOURS IN ADVANCE OF COMMENCING WORK,AT 1-800-342-1585. 11. WHERE IT IS NECESSARY FOR NON-POTABLE(SANITARY SEWER,STORM DRAIN,AND IRRIGATION)LINES 10. WHERE IT IS NECESSARY FOR NON-POTABLE(SANITARY SEWER,STORM DRAIN,AND IRRIGATION)LINES 10. WORK SUBJECT TO APPROVAL BY ANY POLITICAL SUBDIVISION OR AGENCY MUST BE APPROVED PRIOR TO AND WATER LINES(i.e.SERVICES OR MAINS)TO CROSS EACH OTHER,AND THE NON-POTABLE LINE IS AND WATER LINES(i.e.SERVICES OR MAINS)TO CROSS EACH OTHER,AND THE NON-POTABLE LINE IS (A)BACKFILLING TRENCHES FOR PIPE;(B)PLACING OF AGGREGATE BASE;(C)PLACING OF CONCRETE;(D) LESS THAN 18-IN ABOVE OR BELOW THE WATER LINE,THE NON-POTABLE LINE SHALL BE CONSTRUCTED LESS THAN 18-IN ABOVE OR BELOW THE WATER LINE,THE NON-POTABLE LINE SHALL BE CONSTRUCTED PLACING OF ASPHALT PAVING.WORK DONE WITHOUT SUCH APPROVAL DOES NOT RELIEVE THE OF MATERIALS CONFORMING TO WATER MAIN STANDARDS FOR A DISTANCE OF 10-FT ON BOTH SIDES OF OF MATERIALS CONFORMING TO WATER MAIN STANDARDS FOR A DISTANCE OF 10-FT ON BOTH SIDES OF CONTRACTOR FROM THE RESPONSIBILITY OF PERFORMING THE WORK IN AN ACCEPTABLE MANNER. THE WATER LINE IN ACCORDANCE WITH SECTION 550.06 OF IDAPA 58.01.08 OF THE IDAHO RULES FOR THE WATER LINE IN ACCORDANCE WITH SECTION 550.06 OF IDAPA 58.01.08 OF THE IDAHO RULES FOR Q= PUBLIC DRINKING WATER SYSTEMS.ONE FULL LENGTH OF BOTH WATER AND NON-POTABLE LINES SHALL PUBLIC DRINKING WATER SYSTEMS.ONE FULL LENGTH OF BOTH WATER AND NON-POTABLE LINES SHALL W Z O z 11. ONLY PLAN SETS STAMPED"APPROVED FOR CONSTRUCTION"AND SIGNED BY THE CITY ENGINEER OR HIS BE CENTERED AT THE CROSSING POINT SO THAT ALL JOINTS WILL BE AS FAR FROM THE CROSSING AS BE CENTERED AT THE CROSSING POINT SO THAT ALL JOINTS WILL BE AS FAR FROM THE CROSSING AS B AUTHORIZED REPRESENTATIVE SHALL BE USED BY THE PROJECT CONTRACTOR(S).USE OF ANY PLANS ON POSSIBLE. POSSIBLE. _j CMr THE JOB WITHOUT THE APPROVED FOR CONSTRUCTION"STAMP SHALL BE GROUNDS FOR THE ISSUANCE OF A STOP WORK ORDER. 12. PIPE TRENCH SHALL CONFORM TO THE LATEST TECHNICAL SPECIFICATIONS OF TWIN FALLS.BEDDING AND 11. SANITARY SEWER MANHOLES SHALL CONFORM TO CITY OF TWIN FALLS STANDARDS AND SPECIFICATIONS �•/• BACKFILL SHALL BE CONSTRUCTED PER SECTION 409. SECTION 408.NO MORTAR SHALL BE USED WHICH HAS BEEN MIXED FOR A PERIOD EXCEEDING 30-MINUTES.EACH BARREL SECTION SHALL BE SET UPON A MASTIC AND SHALL BE TRIMMED FLUSH WITH , 13. CONTRACTOR SHALL FIELD VERIFY ALL VALVE BOX LID ELEVATIONS TO ASSURE THE LID ELEVATIONS THE INSIDE WALL OF THE MANHOLE.IF VOIDS OCCUR BETWEEN THE MASTIC AND INSIDE WALL OF THE MATCH FINAL STREET VALVE BOX ALLGRADE, D LIDS SHALL TER LID WITH T FINAL FINISHED GRADE. EXTENSION OF THE MANHOLE,THE VOIDS SHALL BE GROUTED FLUSH WITH THE INSIDE WALL OF THE MANHOLE. 12. ALL SANITARY SEWERS SHALL BE CLEANED AND TESTED AFTER BACKFILLING,BUT PRIOR TO SURFACE 14. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING CONTINUOUS WATER SERVICE TO ALL EXISTING RESTORATION. WATER USERS AFFECTED BY CONSTRUCTION. 13. ALL LINES SHALL BE CLEANED PRIOR TO TESTING BY MEANS OF A HYDROCLEANING ONLY.A FINE SCREEN 15. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATION,MARKING AND PROTECTING ALL EXISTING SERVICE SHALL BE PLACED IN THE DOWNSTREAM MANHOLE TO PREVENT DEBRIS FROM ENTERING THE EXISTING CONNECTIONS. SYSTEM. 16. ALL TRENCH BACKFILL COMPACTION TESTS IN THE PUBLIC RIGHT-OF-WAY ARE TO BE WITNESSED AND 14. PIPELINES SHALL BE TESTED PER CITY OF TWIN FALLS STANDARDS AND SPECIFICATIONS SECTION 501. APPROVED BY THE OWNER'S SOIL TESTING REPRESENTATIVE. 15. THE CONTRACTOR SHALL TEST THE SEWER MAIN FOR DEFLECTION IN ACCORDANCE WITH CITY OF TWIN 17. THE CONTRACTOR SHALL PERFORM PRESSURE TESTS OF ALL WATER MAINS IN ACCORDANCE WITH FALLS STANDARDS AND SPECIFICATIONS.THE CONTRACTOR SHALL AIR TEST IN THE PRESENCE OF THE . SECTION 410 OF THE CITY OF TWIN FALLS STANDARDS AND SPECIFICATIONS AFTER BACKFILLING AND PROJECT ENGINEER ALL THE SEWER LINES AFTER BACKFILLING AND SETTLING OF THE TRENCHES PRIOR COMPACTING OF THE TRENCHES AND SHALL FURNISH ALL EQUIPMENT AND PERSONNEL REQUIRED TO TO THE INSTALLATION OF OTHER UTILITIES TO ENSURE THE INTEGRITY OF THE INSTALLED LINE.THE PERFORM THESE TESTS.ALL PRESSURE TESTS ARE TO BE WITNESSED AND APPROVED BY THE PROJECT CONTRACTOR SHALL FURNISH ALL EQUIPMENT AND PERSONNEL REQUIRED TO PERFORM THE TEST.THE . ENGINEER OR INSPECTOR. CONTRACTOR SHALL RE-TEST ALL SEWER LINES IN THE PRESENCE OF THE CITY OF TWIN FALLS PUBLIC WORKS AFTER ALL UTILITIES HAVE BEEN INSTALLED AND PRIOR TO INSTALLATION OF THE STREET 18. PRIOR TO FINAL ACCEPTANCE AND USE OF THE WATER PIPE LINE,IT SHALL BE DISINFECTED ACCORDING SURFACING.THE CONTRACTOR SHALL SCHEDULE WITH THE CITY OF TWIN FALLS PUBLIC WORKS A TO SECTION 410 OF THE CITY OF TWIN FALLS STANDARDS AND SPECIFICATIONS AND THEN FLUSHED.THE MINIMUM OF 24-HOURS PRIOR TO THE RE-TEST. CONTRACTOR MAY TEST THE WATER LINE AFTER BACKFILLING AND SETTLING OF THE TRENCHES FOR HIS OWN BENEFIT PRIOR TO THE INSTALLATION OF THE OTHER UTILITIES TO ENSURE THE INTEGRITY OF THE 16. THE CONTRACTOR SHALL CLEAN AND CCTV ALL SEWER MAIN LINES.A HIGH QUALITY OVD AND LOG SHALL INSTALLED LINE.ACCEPTANCE TESTING WILL BE DONE AFTER UTILITIES HAVE BEEN INSTALLED BUT PRIOR BE PROVIDED TO THE CITY OF TWIN FALLS.VIDEO TAPING OF THE LINES SHALL BE IN ACCORDANCE WITH TO FINAL PAVING.THE DISINFECTION AND FLUSHING PROCEDURE SHALL BE TESTED TO DETERMINE IF THE THE CITY OF TWIN FALLS STANDARDS.WHERE AIR TESTING IS NOT APPLICABLE,ACCORDING TO THE APPROPRIATE MINIMUM CHLORINE RESIDUALS HAVE BEEN EXCEEDED.THE CONTRACTOR AND THE CITY ISPWC HYDROSTATIC TESTING SHALL BE REQUIRED.ALLOWABLE LIMITS SHALL BE ONE-HALF OF THE m O OF TWIN FALLS SHALL CONDUCT COLIFORM BACTERIA TESTING. LIMITS INDICATED BY THE ISPWC. Q z 0 19. THRUST BLOCKS SHALL BE INSTALLED PER CITY OF TWIN FALLS STANDARD DETAIL T-2.THE THRUST 17. THE CITY OF TWIN FALLS PUBLIC WORKS MUST BE NOTIFIED IN ADVANCE TO BE ABLE TO CERTIFY O J C BLOCKS SHALL BE PLACED IN THE PRESENCE OF THE PROJECT ENGINEER. MAINLINE TESTS AND PIPE INSPECTIONS. _ LL 20. FINAL APPROVAL AND ACCEPTANCE OF ALL WATER LINE CONSTRUCTION WILL BE BY THE CITY OF TWIN 18. SEWER INSPECTIONS WILL BE BY THE CIVIL ENGINEER.SUCH APPROVAL SHALL NOT RELIEVE THE z FALLS ENGINEER. CONTRACTOR OF PERFORMING THE WORK IN AN ACCEPTABLE MANNER.THE CONTRACTOR SHALL NOTIFY THE CITY OF TWIN FALLS 48-HOURS PRIOR TO CONSTRUCTION. I 21. ALL WATER LINES SHALL BE INSPECTED BY THE PROJECT ENGINEER OR INSPECTOR AND APPROVED BY N THE CITY OF TWIN FALLS ENGINEER AT THE OWNER'S EXPENSE. _ L.L.I � O � w V) H J z J zo Q U tl (D OJ z Q O N Revisions:p D Project No: 20.042 Data: 0311412022 Checked By: EC/BS . Drawn By: CR/JL Sheet Name: CONSTRUCTION NOTES E CITY APPROVED PLANS uj N Reviewed for Code Compliance 0 m PLANS MUST BE ON JOB SITE Sheet No: FOR ALL INSPECTIONS a � C3.00 . g Page 14 of 94. �b� -XE7-H 1 I I 2 3 4 5 6 � � Sheet Notes: A. CONTRACTOR SHALL COMPLY WITH ALL NOTES ON SHEET C3.00. � _ / \ B. EXISTING AND PROPOSED CONTOURS ARE AT 1-FT INTERVALS. pivot ©am/// \\ I . C. ADD 3800 FEET TO ALL SPOT ELEVATIONS FOR ACTUAL ELEVATION. north / \ D. BUILDING FINISH FLOOR ELEVATION 3842.20 REFERS TO ARCHITECTURAL ARCHITECTURE ELEVATION 100-0". E. SPOT ELEVATIONS INDICATE TOP OF CONCRETE UNLESS NOTED OTHERWISE AS FOLLOWS: / - -- N ------3837------- // � FF=FINISH FLOOR I / \ FG=FINISH GRADE PIVOT NORTH ARCHITECTURE,PLLC. A // i FL=FLOW LINE 1101 W.GROVE STREET I I \ / GB=GRADE BREAK BOISE,ID 83702 \ I LIP=LIP OF GUTTER \ / \ www.pivotnorthdesign.00m \ w LP=LOW POINT EI MIX=\ MATCH EXISTING RIM=RIM OF STRUCTURE STAMP: OVAL yn�, TBC=TOP BACK OF CURB Cf -383 ' \ I TC=TOP OF CONCRETE j 3 F. SIDEWALK HARDSACPE SHALL NOT EXCEED 2.0%CROSS SLOPE OR HAVE 13437 CROSS SLOPE LESS THAN 1.0%.LONGITUDINAL SLOPES SHALL NOT EXCEED i i _� / / ��I �� I � 5%.SLOPES WITHIN PEDESTRIAN RAMPS SHALL NOT EXCEED 12:1(H:V).NO I , TOLERANCES FOR SLOPES EXCEEDING MAXIMUMS WILL BE ALLOWED ,Tf Of 3839__----- ` G. REFER TO SHEET C5.00 FOR UTILITY PLAN 8 SHEET C4.10 FOR DRAINAGE 05/2912022 PLAN. / I /G�3 Keynotes: -0 0 // IEll I w m//� I / ' 2 - _ / \ 1. SLOPES SHALL NOT EXCEED 2%IN ANY DIRECTION WITHIN ADA _ _ - - ACCESSIBILITY u�SMILLER PARKING AREA. RI■c§/'�-//-2Y. FG:40.58 I I � � 2. APPROXIMATE LIMITS OF CATCH SLOPE. _ 3. VERTICAL DIFFERENCE IN ADJACENT GRADES SHALL NOT EXCEED 1/4-IN.3838;3839 FG:39.64 / �P -� / REFER TO STRUCTURAL DETAIL 5/54.01 FOR ADDITIONAL INFORMATION. Q I 1 / 1 - - 3840 ® - \I - _ - 4. REFER TO SHEET C5.10&C5.11 FOR RIM ELEVATIONS. 3 u) i 3841 FG:40.30 FG:40.58 1n - LIP:39.28 LIP:40.47 ' I� 3 � \ I I I � I � LIP:40.98 LIP:40.88 0�-� SS 3 �o LIP/GB:40.40 4°.82 _ \ 3 4B 3B FG:42.30 / LIP:40.75 Q LIP/GB:40.97 N LIP/GB:41.16 3841 LIP:41.18 LIP:40.69 '.�'� FG:4D.30 \- ��a /'\ I // I 3339 I 41.11 41.08 LIP:40.52- 40.66 --- --- �•I' LIP:41.46 FG:40.30_ \ � _ � \ / � ' � M 41.36 `" LIP/GB:41.46 LIP:41.27 LIP:41.46 LIP:41.32 Q I I pow TBC/fC:41.80 N TBC/TC:42.00 �0 m o 41.68 TBC/TC:42.00 TBC/TC:42.00 2.0%_ I I m 3.0:1 ----3642- / 3 I I M� Tec c:4,.8s I �i 41.64 TBC/TC:41.87 / LIP:41.06 a I Q ` • 4,as az.,z T°cRc:41.8o LIP:41.26 LIP:40.38 I 2% MA SLO E FOR ACCESSIBLE I � I 42.11 42.12 i PARKINS OFFLOADING, ROUTE I 3 I 40.39 3Bg7 42.03 =` 42.20 '42.20 4220 �' W , , , 40.32 41.67 1.BX 3 42.18 I FG:40.84 >I I AND LA DIN S. 3840 \I 42.20 y 4220 42.18 I ' FG:40.17 XI. TBC/TC:41.78 FG:40.17 / = III t I 42.01 41.86 f LIP:41.23 1.4% FG:39.17 i' BUILDING I 40.74 PROPOSED ul-Io FG:42.20 2 W - I FG:40.75 \ I 41.84 I BUILDING FG:39.00 �Q I 41.58 I TC/GB:41.63 I I FG:42.17 //II-- FG:39.00 41.66 11 FG:4212 0 t6% a5 / LIP:40.87 C/) FG:40.75 I �- I ( r = MATCH LINE-THIS SHEET TBC/TC:41.58 I 33 FG 42.12 3/� I I o ! 42.03 I FG:42.12 ❑, _ _ ,v'- FG:42.03 41.89 \I I I 8 / az4o2s.20 j FG:4203 � :3s 8 . 0 �4422�. i 42.13 04 1.87 4,.a7 LIP:41.41 // FG:41.00 3 II II II II II z m o .20 3 41_ pFG:41.0 20 C 3 LIP:41.72 42.13 FG 42.20 42.20 41.75 3� FG:41.66 / y II I I O_ � / r 3 CDLIP:41.85 42.13 I _I--'- 42.12 LIP:41.87 ' 1 I , I I I , I I I 3.0�1 LL 42.18 LIP:42.12 3 I II z 42.16 I 42.16 Jcc \ Q CM, i 1.5% 3 s 2 3 12'NJ 4.0:1 y�J 4.01 121W 12"W I- �- I / N = Z = 42.16 I 42.16 I I I L.L.I ~ - / rn LIP:41.84 42.18 1 2 42.18 �3�3'i l `I Q 3 / O \ 3 3 I I 5 LIP:41.74 42.13 42.16 y - N I I FG:44.32 FG:44.32 `^ w 42.13 42.20 42.20 42.14 LIP:40.86 � I I � FG:43.32 II I N ~ 42.Ofi / r II TA:41.50 3 I J W C/D 1 g vI 3 3 I 1 I Gg GB:42.15 ❑ F 42.04 TA:41.06 // i I a I I / J Z ILy/ Z I I O �Y I\ I I iGB TNGB:42.15 - � - =oQoi,. / ,9944�� - I I - wl - J Q W W W GR me 42.20 /=0 a O ?4 / / 3 O - I I a--� LL O /3I \\ ce a s 4zz° a o, Wetail f1T / Cry I IIII I z 3 \ TA/GB:42.17 A ` 42.20 m 9 \ \ I G GB:42.06 42.13 42.13 42.20 L J C4.01 N I 0b5, z I I / v I F 42.13 42.13 42.13 /i 3846 / I O In / TA/GB:41.85 FG:41.53 3842 i I FG:44.20 I I I I I ti 3 3 C4a01 I m GB 42.05 - _42.05----- ---------3841 --_- \ % I I ti // �I I L o C/D \ -o FG:41.53 � / I I � yea I Revisions: FG:41.53 FG:41.53 i / 3847 I <L I etail 1 CITY COMMENTS 5/19/2022&5/19/2022 -----3841 -------- --- � Q 3p1, I 2 ADDENDUM 5/19/2022 - _--_ FG:44.50 3842 1 33 TA:42.10 TA:42.10 12„W I \ / 3 3/I\ \ II I I I / 3 I I III M / (I\ �\, FG:44.50 , gg45-D I r I \ Fp �T,", \ 4348 43.54 1 2 / TA:4270 / F.Y FG:44.60 �� a' /W\ 3 \ / TA:42.70 i 3 Q \ 47.94 1 3843- `o. c / \\\ RIM:43.70 FG:42.86 ,^r�' I 3844-co', 3845-3845 / � U) 7,01 I 1 2 I 41 FG:41.92 lr / FG:44.70 p FG:44.83 FG:45.25 IT,I �I Ir / I FG:40.92 FG:44.70 E 44.13 / \I I q \\ I III 1 I Project No: 20.042 2 / / 3 3 \ I Date: 0311412022 3 FG:46.38.\ TC/GB:48.89 � FG:45.38' "- Checked By: EC/BS / 3 3 � 3 3 I I TC/GB:48.80 FG:46.38 I� Drawn By: CRIJL 48.8048.8 I -I Sheet Name: ,35� _ _ SITE GRADING PLAN o°ss 3 3 I IIIII APPROVED PLANS u-j E MATCH LINE-OFFSITE AREA 3 3'?\ I a, - // \\ MX:50.71± MX 50.80 e iewed for Code Compliance C) 3 I PLANS MUST BE ON JOB SITE Ib Sheet No: Ocf:s,i te Aa NS sale .= 1� 3.oh C4.00 i u Site Grading Plan 20' 40' e= g Horizontal Scale:1"=20' �b� Page 15 of 94 1 2 3 4 5 6 Sheet Notes: A. CONTRACTOR SHALL COMPLY WITH ALL NOTES ON SHEET C3.00. / B. EXISTING AND PROPOSED CONTOURS ARE AT 1-FT INTERVALS. pivot ' ■ ■ / C. ADD 3800 FEET TO ALL SPOT ELEVATIONS FOR ACTUAL ELEVATION. O■t■`■ STATE HIGHWAY 74 (WASHINGTON ST. SOUTH) I / D. BUILDING FINISH FLOOR ELEVATION 3842.20 REFERS TO ARCHITECTURAL ARCHITECTURE / ELEVATION 100-0", TA/MX:39.64± 7 E. SPOT ELEVATIONS INDICATE TOP OF CONCRETE UNLESS NOTED OTHERWISE 4 TA/MX:37.97± AS FOLLOWS: ________________________________/. ---__- ______-__________ - FF=FINISH FLOOR GENERAL CONVEYANCE DIRECTION FG=FINISH GRADE PIVOT NORTH ARCHITECTURE,PLLC. LIP/MX:39.63± - FOR 100-YR DESIGN STORM LIP/MX:37.95+ I I FL=FLOW LINE 1101 W.GROVE STREET ~ I --- - GB=GRADE BREAK BOISE,ID 83702 LIP=LIP OF GUTTER rth 2.2% \ -_-- 1s% LP=LOW POINT WWW.pIVotnO deSlgn.Com 2 0% \\FL:38.40 - ��- - MIX=MATCH EXISTING RIM=RIM OF STRUCTURE STAMP: OVAL TBC=TOP BACK OF CURB \ I i L- I TC=TOP OF CONCRETE \ 39.00 38.52 -- F. SIDEWALK HARDSACPE SHALL NOT EXCEED 2.0%CROSS SLOPE OR HAVE 13437 \ I v CROSS SLOPE LESS THAN 1.0%.LONGITUDINAL SLOPES SHALL NOT EXCEED TBC:39.59 _ _ I _ TBC:38.92 5%.SLOPES WITHIN PEDESTRIAN RAMPS SHALL NOT EXCEED 12:1(H:V).NO i1'T, TOLERANCES FOR SLOPES EXCEEDING MAXIMUMS WILL BE ALLOWED. COF 39.64 3g 7 9\ /`' �`� 3B 80 39.09 39.04 G. REFER TO SHEET C5.00 FOR UTILITY PLAN&SHEET C4.10 FOR DRAINAGE OS 1 2022 39.11 v R/W R/W R/W °°p R/W R/W v R/W °°N RM R/W \\ R/W I 40.22 6.5%- _ 6.6% RICFC2YgusmILLER as.n � V Mdg,2Y/ 39.,6 38.65 \\ MX:38.73± 40.29 TC/GB:38.68 39.17 \O ZY \ 38.88 TC/GB:39.20 11 FL:39.14 FL:38.66 39.12 f \\ \ 12"GIRR "GIRR 12"GIRR " GB B GB GB 12"GIRR 2"1 12"GIRR MX:38.85± I o TBC:39.49 LIP/GB:39.21 LIP/GB:38.73 TBC:39.12 � Q= RIM:39.34 58,95 W Z 0 I ae � FG:39.14 -- ------------------------------- -----�---- ----------- LIP:39.57 I LIP:39.07 �� I / ( FG:37.64 Garding Enlargement 1 5' °' Horizontal Scale:1"=5' TrvMx4ls°± TgMX:41.48± STATE HIGHWAY 74 (WASHINGTON ST. SOUTH) 4, / TA/MX:40.97± TA/MX:40.65± __________________ / ------------________--- I LIP/MX:41.78± LIP/MX:41.47+ I "cns' �/ I LIP/MX:40.96± LIP/MX:40.64+ -_ I GENERAL CONVEYANCE DIRECTION \ - 1.8%-_- - I FOR 100-YR DESIGN STORM p�- '' FUMX:41.35± FUMX:40.84± I 7 0 C \ I I y� 41.48 I \I 40.99 \ LL TBC:42.01 \ Q Z TBC:41.51 Ln \\42.05 41.54 NI70dON- - 41.09 \ 41.17 - \\ w F- / 42.15 41.23 / \ L.L w VW R/W R/W °° R/W R/W °° R/W R/W R/W RM (/) H \ 7.1% 1.8% J Z O \ 41.56 41.18 U LL Z 42.14 \ TC/GB:41.59 TC/GB:41.19 41.30 41.25 z Q 42.10 O R 12"GIRR 12"GIRR 12"GIRR 3841�� / TBC:41.99 TBC:41.70/ / RIM:41.32 ----- \ C Revisions:0 \ RIM:41.58 p ----------- ---- --- -- ----------- hmct 1 CITY COMMENTS 4/11/2022&5/19/2022 - -- - ---- ----------------------- 2 ADDENDUM 5/19/2022 - _------------------- Garding Enlargement 2 5' Horizontal Scale:1"=5' LIP:41.60 STATE HIGHWAY 74 (WASHINGTON ST. SOUTH) 45.55± 41.97 / TA/MX:45.98+ !TAM1X:44.86± 41.72 / / O TNMX:44.47+ Q / I LIP/MX:45.95± LIP/MX:45.52+ LIP/MX:44.83± J GB Project No: 20.042 _ LIP/MX:44.42± I 41.85 Date: 03114/2022 '\\ I ILP:41.81m mLP:41.81 FG:41.80 Checked By: EC/BS �\ 1~- /acz� Drawn By: CRIJL l I I (TYP) _ � I I 41.84 41.84 ' g I LIP/MX:45.61± \ LIP/MX:44.88± I 41.85 Sheet Name: TBC:46.20 / w _ __ _ _ __ TBC:45.40 FG:41.75 LP:41.81 LP:41.81 FG:41.80� GRADING 46.30 5.47 s\\v r \46.21 / ,3g46\ \ I l 45.41 4 FG:41.86 41.84 41.84 ENLARGEMENTS 45.72 44.99 o I \ FG:41.69 LP:41.81 41.85 R/W R/W RAN R/W o R/W RAN R/W RN4 R/W R/W R/W \ o RIN- GB .81 FG:41.80 7.0% II 5.5% 41.85/ LP:41.82 LP:41.82 41.85 / / I 45.80 \ FG:41.67 FG:41.80 45.07 FG41.80 41.84 FG:41.80 45.45 CITY APPROVED PLANS w E l -- TC/GB:45.80 TC/GB:45.09 45.53 I cn 46.35 46.29 Reviewed for Code Compliance tM 8 TBC:46.26 LIP:45.84 EP EP EP EP EP EP EP TBC:45.53 W Garding Enlargement 4 ° UST BE ON JOB SITE Ib Sheet No: LIP:45.11 € I Horizontal Scale:,"=5' FOR ALL INSPECTIONS £ Garding Enlargement 3 o 5' ° g Horizontal Scale:,"=5' C4.01 � s g �b� Page 16 of 94 2 3 4 5 I 6 Sheet Notes: ffi-CP I j = 1 I I A. CONTRACTOR SHALL COMPLY WITH ALL NOTES ON SHEET C3.00. B. BUILDING FINISH FLOOR ELEVATION 3842.20 REFERS TO pivot ' 3 I I - I ARCHITECTURAL ELEVATION 100'-0". M C. REFER TO SHEET C5.00 FOR A DETAILED UTILITY PLAN. north ARCHITECTURE D. ALL SOLID WALL STORM DRAIN PIPE(SD)SHALL BE EITHER ASTM D3034 SDR-35 PVC(4"-15"),AASHTO M252 ADS N-12 WT(4"-10") OR AASHTO M294 ADS N-12 WF(12"-60")UNLESS OTHERWISE NOTED. E. ALL PIPE FITTINGS,BENDS AND JOINTS SHALL BE WATER TIGHT. PIVOT NORTH ARCHITECTURE,PLLC. A PROVIDE REQUIRED FITTINGS TO TRANSITION BETWEEN PIPE 1101 W.GROVE STREET MATERIAL,SIZE AND TYPE. BOISE,ID 83702 3 I I I I F. PIPE LENGTHS NOTED MAY DIFFER FROM ACTUAL INSTALLED WWWpivotnorthdesign.com I I I LENGTH AND ARE PROVIDED FOR REFERENCE. 3 2''11RR I I STAMP: oNAL .,Cf 3 3 i i i Keynotes: 1. DOWNSPOUT CONNECTION PER DETAIL 3/C5.50. 13437 Io -EG CM RENCH DRAIN PER DETAIL 1&6/C5.50 WITH DUCTILE �,Tf OF 1 1 2TED GRATE(PART NO.:DS-232 LOAD CLASS D, C I I = TE WITH MANUFACTURER FOR FRAME REQUIREMENTS). CRw` y ELEV(VARIE):3839.14'MIN. IL I ALL NDS END OUTLET AT TRENCH DRAIN FOR 4-IN PVC OS 1 2022 ELEV:3837.64' �`--1p' I CONNECTION PER MANUFACTURER'S7 OBBLE DEPTH:4" MMENDATIONS,PROVIDE AND INSTALL FITTING AS-EG 3 OP SAND ELEV:3837.31' 1 2 IRED.IGHT 4-IN PVC AT SWALE BOTTOM,INVERT ELEVATIONOHP ,. 10I I I 3 PLAN. {/�y��"� /f�(\',��/s,3 3 - - - '1 C5.50 I 30'ACCESS LANE& RI��V/ �/YV■7■ILLER I UTILITY EASEMENT 3. INSTALL NDS 12'x12"RISER,HIGH OUTLET CONFIGURATION,SUMP BOX AND GRATE.PART NUMBERS 1217,1245,1225 AND 1213 101.1 RESPECTIVELY.SEE DETAIL 5/C5.50 FOR ADDITIONAL INFORMATION. 101 4. DAYLIGHT STORM DRAIN PIPING TO SWALE,INVERT PER PLAN. 3I ® '� u-�_T(�=T� UGG F Z& UG{ U - -EF 5. INFILTRATION SWALE WITH 50-YR DESIGN STORM STORAGE DEPTH. REFER TO PLAN FOR MINIMUM TOP&BOTTOM OF SWALE,TOP OF SAND AND ANTICIPATED BEDROCK ELEVATIONS.REFER TO SHEET o 3 - 4"SS 3 C4.00 FOR ADDITIONAL DESIGN FINISH GRADE INFORMATION. I 3 �\� ` I � I 5.1. CONSTRUCT PER DETAIL 4/C5.50(TYPE A-COBBLE SURFACE). �=N 5.2. CONSTRUCT PER DETAIL 8/05.50(TYPE B-8'MIN.WIDTH Lu Z O f CD COBBLE SURFACE WITH PVC LINER). -�a B 5.3. CONSTRUCT PER DETAIL 9/05.50(TYPE C-SAND SURFACE). �! r I1 \ -19.8 z I ------- P /V I I 6. CURB DRAIN,REFER TO MATERIALS PLAN FOR ADDITIONAL _ ^ 4ii2 I INFORMATION. 3 = I 10-LF OF 3-IN SCH.40 AT-0.50% 10-LF OF 3-IN SCH.40 AT±0.50% / / I - / / l P ELEV:3840.17' I 7. CONSTRUCT BOULDER RETAINED BIORETENTION SWALE BASIN PER Q I 6 Hg / OT ELEV:3839.17' I DETAIL 10/C5.50.REFER TO PLAN FOR MINIMUM TOP&BOTTOM OF fro. 15 ( / 5.2 OBBLE DEPTH:4"-8"(WEST-EAST) I SWALE,TOP OF SANG AND ANTICIPATED BEDROCK ELEVATIONS. ��•,',• PUBLIC UTILITY RIM:42.11 RIM:42.( 3 1 OP SAND ELEV:VARIES REFER TO SHEET C4.00 FOR ADDITIONAL DESIGN FINISH GRADE - I EASEMENT _ -_ - 3 IE:41.58 a I I I II � - IE:41.550-� ED RO KELEV:3838.17' I INFORMATION. " - BUMP:40.01 SUMP:40.04 I I I I ti 71 Q 4* I� r I ul T � I I i _ �i OT ELEV:383980..1 T '�I I I I I I I I I I OBBLE DEPTH:O" 5.3 S II� 1 '* PROPOSED o OP SAND ELEV:3839.1T I I v I N I uJ OT ELEV:3839.00' I 1 1 1 I I �c 3 OBBLE DEPTH:4" 5.1 I I i , .2 _ BUILDING `� 1 1 1 33 OP SAND ELEV:3838.63'Q 6 I I I I II I I I a I 3 `n MATCH LINE THIS SHEET II 1 I3839 -1 .50 e H 29.8 � I I II I � �� s �. o -2.2 9 s ` 1 l �F 3 I I IIII z o s J I \ I I I =w 30 I I I IIII J_ u 1 3 IE:3840.72 16-LF OF 4-IN PVC AT 7.63% 3 § \ - PUBLIC UTILITY I I I O RIM:3841.32 I 2.1 ( e 0 o IU I co 1 I I I N �++ EASEMENT 3 3 1 co I I I I LL o I I � I IIII z 2 a J 1 I IIII Q --- (~ � _ x --�� - ----- --- _ I _ 12"W "W 12'W 1211 I IIII = a 1 Z m I I I I 3 3 I w l IIII W F- a M I - -I-tti�--------- o c 3 3 S RIM:3841.58 I - w IE:3841.26 s.,.❑ [E] I _ _--------- ' I I ---------- -- III ILL W W W 5 I w IIII J I o W I W W W I `$ 1H3841.10 " 0 p I m 3 3 1 I I a✓ ILL (D3 3 I x\I ,IE:3841.10 r j I / ZDIII - - O 15-LF OF 6-IN PVC AT 1.00% O I I z 4W 15-LF OF 6-IN PVC AT 1.00% I / 3 3 I I X FS FS m FS 102.6 \ G G G G G G G G G-�--r G I \ `'t'\ / q \ g,\ a l W III yyP��yF� \ mo 1 I IE:3840.95 IE43840.95 1 2 1 "' I / / z I I � 1 I I / / / / I I I I � � � � I IIII Revisions:CD F'� ''r �y ' I / ' I I I z I I I 1 CITY COMMENTS 4/11/2022&5/19/2022 -------- -- -------I/ I 3 - = I I II 2 ADDENDUM 5/19/2022 \`\ \ P t EP EP EP EP EP I I I I I \\\\ C,/) 3 I I I 12"W 77.9 1212'W 12„W I 1 I Q aT I I I 333 I � -------------- ___ F _--_- OT ELEV:38 .53' D 5.1 11OBBLE DEPTH:4" i I I I I II OP SAND ELEV:3840.20' � I W 3 3 I EP' EP EP EP EP I \ / 3 3 I Q � = I IIII CD � I IIII I I I I IIII Project No: 20-042 c I I IIII I = I 3 I IIII Date: 0311412022 3 3 I I IIII I 3 I LJJ ¢ I �� Checked By: EC/BS IIII I � I IIII 3 1 I I zz: 3 �' C/J " = I i Drawn By: CwJL _ I IIII I I _ IIII I I I 3 3 1 I Sheet Name: 3 31 I I IIII 15 I I I I I $ I I I I PUBLIC UTILITY I I I al I I I EASEMENT S = SITE DRAINAGE PLAN IIII I „ F 3-I-FOV- 0 ti I IIII I IP OHP OH I _--------- 3 3 1 1 I I IIII I I I I I - I _-_____ I � I IIII I I I I I I IIII I I I I 33 I I IIII I I � I II CITY APPROVED PLANS cwn E MATCH LINE-OFFSITE AREA -� 3 Otfsite Area 0 Reviewed for Code Compliance scale.1 -20 PLANS MUST BE ON JOB SITE m Sheet No: � I j IIII I I I I n �� j IIII I f g o I I IIII I I I I FOR ALL INSPECTIONS 31 C4.10 .fie _ II xi m Site Drainage Plan E s 0 20' 40' g Horizontal Scale:1"=20' �b Page 17 of 94 _ 1 2 3 4 5 6 Water Keynotes: Sheet Notes: 3 I I 1. INSTALL 2-IN DOMESTIC WATER SERVICE&METER PER CITY OF A. CONTRACTOR SHALL COMPLY WITH ALL NOTES ON SHEET C3.00. � TWIN FALLS STANDARD DRAWING TFSD-401 A.TRANSITION TO 4-IN I v ` SERVICE AFTER METER BOX.4-IN LENGTH NOTED IS FROM METER B. UTILITY CONTRACTORS ARE RESPONSIBLE FOR VERIFYING pivot ' 3 I TO POINT OF CONNECTION WITH MECHANICAL. LOCATION AND ELEVATION OF ALL EXISTING UTILITIES AND TIE IN I I 1 POINTS PRIOR TO CONSTRUCTION. IF CONFLICTS OR north I I I 2. INSTALL FIRE HYDRANT ASSEMBLY WITH 5"STORZ CONNECTOR PER DISCREPANCIES EXIST,THE CONTRACTOR SHALL CONTACT THE I CITY OF TWIN FALLS STANDARD DRAWING TFSD404. DESIGN ENGINEER IMMEDIATELY FOR ADDITIONAL DIRECTION. ARCHITECTURE OUNTED OA�iRtOATE0r►I�dUJ 3. BUILDING-MOUNTED FDC. COORDINATE WITH BUILDING C. REFER TO SITE GRADING PLAN SHEET C4.00 FOR FINISH GRADING MECHANICAL&FIRE SPRINKLER CONTRACTOR. INFORMATION AND SITE DRAINAGE PLAN SHEET 4.10 FOR 3 DRAINAGE INFORMATION. 3 I I I I 4. EXISTING PRESSURE REDUCING POTABLE WATER VALVE VAULT. D. PIPE LENGTHS NOTED MAY DIFFER FROM ACTUAL INSTALLED PIVOT NORTH ARCHITECTURE,PLLC. A I I 5. POTABLE/NON-POTABLE WATER SEPARATION REQUIRED,REFER TO LENGTH AND ARE PROVIDED FOR REFERENCE. 1101 W.GROVE STREET �' I I I DOMESTIC WATER NOTES 10&11/113.00. BOISE,ID 83702 E. BOTH DOMESTIC AND FIRE SERVICE WATER LINES REQUIRE A 3 3 I I I 6. INSTALL 1-12"90'BEND AND THRUST BLOCK. BACKFLOW PREVENTION DEVICE AT THE POINT OF ENTRY TO THE www.pivotnorthdesign.00m I I i BUILDING.THE TYPE OF DEVICE IS CONTINGENT ON THE DEGREE 2 I tRR I I 7. INSTALL 1-12'%12`X6"TEE,1-6"GATE VALVE AND THRUST BLOCK. OF HAZARD AND MUST MEET IDAHO DIED STANDARDS. OVAL STAMP: .,f I I I I 8. INSTALL 1-12"45°BEND AND THRUST BLOCK. F. ALL SEWER&GRAVITY IRRIGATION PIPE SHALL BE BELL AND SPIGOT, PVC, SDP 35,ASTM D-3034, UNLESS SPECIFICALLY a I I 9. INSTALL 1-6"90°BEND AND THRUST BLOCK. NOTED OTHERWISE. 13437 I �95 I 10. INSTALL 1-12"TEE,1-12"X8"REDUCER, 1-8"GATE VALVE AND G. ALL WATER SERVICE LINES SHALL BE CONSTRUCTED WITH 1T O EG I I THRUST BLOCK. MINIMUM CLASS 200 POLYETHYLENE PIPE CONFORMING TO ,Tf OF t0� P I I 11. INSTALL 1-12"TEE,1-1216"REDUCER, 1-6"GATE VALVE AND AWWA C-901. 05/2912022 ® W A I I I I THRUST BLOCK. H. ALL WATER DISTRIBUTION MAINS INCLUDING FIRE SERVICE LATERALS SHALL BE CONSTRUCTED WITH CLASS 165 PVC PIPE EG 3 �' 3 I I I I 12. INSTALL 1-6"45°BEND AND THRUST BLOCK. CONFORMING TO AWWA C-900. -OHP I I � I 13. COORDINATE CONTINUATION WITH BUILDING MECHANICAL. I. ALL SANITARY SEWER CLEANOUT LIDS SHALL BE MARKED"SS CO" ��///-{/��y��'� n �\�,�/s, I 13.1. 6"FIRE SERVICE CONNECTION. OR OTHER PRE-APPROVED ABBREVIATION. RIC§y V/guAILLER '� � - 2 I 13.2. 4"DOMESTIC WATER SERVICE CONNECTION. O 81 81 I J. REFER TO ISPWC SD-403 FOR THRUST BLOCK INSTALLATION AND I 14. INTERCEPT AND CONNECT TO EXISTING WATER MAIN,COORDINATE REQUIREMENTS. = ...� 1 - = I WITH CITY OF TWIN FALLS FOR ADDITIONAL REQUIREMENTS. 3 F- K. ALL PIPE FITTINGS,BENDS AND JOINTS SHALL BE WATER TIGHT. _ I 15. REMOVE AND REPLACE EXISTING TEE.INSTALL 1-12"TEE AND PROVIDE REQUIRED FITTINGS TO TRANSITION BETWEEN PIPE E+� UGP - - _ THRUST BLOCK.INSTALL REDUCERS AS REQUIRED TO CONNECT TO MATERIAL,SIZE AND TYPE. 3 C/D U G EXISTING MAINLINES. - IE:3835.93 5 \ 107-LF OF 4-IN PVC AT 1.57% I I 1 16. INSTALL 1-4"90 AND THRUST BLOCK. 3 F- 2� 6 6 �0"SS q"SS 2 IE:3834.25 �o C./) z 3 3 g 4 \ ` \ \ I I Lu CD B I o I a 0. \ 1l I I Sewer Keynotes: -0 3 1 ss \\ // co ------ I 1. APPARATUS BAY TRENCH DRAIN FLAMMABLE LIQUIDS INTERCEPTOR ��/• WITH DISCHARGE TO SEWER. 1/ 1.1. COORDINATE WITH BUILDING MECHANICAL FOR WYE CONNECTION TO BUILDING SEWER SERVICE.CIO ffp Q I PROPOSED 1S PUBLIC p\ / I I 2. INSTALL D SANITARY SEWER SERVICE PER CITY OF TWIN FALLS GG UTILITY EASEMENT G I I I STANDARD DRAWING CONNECTION INVERT TYPE A IN TYPE D.FIELD VERIFY ze LOCATION AND CONNECTION INVERT AT MAINLINE. o I r1 I {1§1 5 I j j j j - 3. COORDINATE SEWER SERVICE CONTINUATION WITH BUILDING MECHANICAL. 4 3 I j j j j I 4. INSTALL CLEANOUT PER DETAIL 2/C5.50.INSTALL AT LOCATIONS I 2 j PER PLAN,100'MAX DISTANCE BETWEEN CLEANOUTS AND/OR MAINLINE CONNECTION. 3 C-r,)_ SSMH 5. INSTALL 4-IN 45'ELBOW. PROPOSED h"� I I RIM:3847.56 N I II I 15'WATER EASEMENT j j j j 8'PVC IE-NTH:3835.26 I oxo LLJ I I I 8'PVC IE-STH:3835.32 3 F- , - I BUILDING =o 3 Q I III o 3 IE:38538.21 1.1 = II I i iIi i Dry Utility Keynot es:2 1 1. ELECTRICAL TRANSFORMER.REFER TO SITE ELECTRICAL PLAN 0 FORFFo 3842.20 ADDITIONAL INFORMATION.MATCH LINE-THIS SHEET ­9111111111111111- 6 -Ee3.5 / LL ' 2 -------- / 3 33 2. SITE GENERATOR AND GENERATOR ENCLOSURE.REFER TO SITE o \ \ I a ELECTRICAL PLAN AND ARCHITECTURAL FOR ADDITIONAL o I I II L-J i 7-LF OF 4-IN PVC AT 1.57% �I 20y I I I I INFORMATION. 3 3 O D u o \ oo / \� I I I I I M a 3 3 I I I 3. NATURAL GAS LINE.EXTEND TO METER AT BUILDING.COORDINATE 0 1 2 WITH INTERMOUNTAIN GAS AND BUILDING MECHANICAL FOR Z C30'I 3 m I 6 e J I I PUBLIC UTILITY I = I I I I ADDITIONAL INFORMATION ROUTING ASSUMED O I co EASEMENT LL 3 CD . 1 III 3 3 I 4. GAS METER. COORDINATE WITH INTERMOUNTAIN GAS AND 11 14 1 I I I I I BUILDING MECHANICAL FOR ADDITIONAL INFORMATION. Z I c r----- - ---------r----- -------------------- �"-- ---- --- - L --------- I I I I C) I III - -- 3 3 s n - 5 EXISTING 12-INCH WATER MAIN ------" I CJ) I I I 5. POWER AND COMMUNICATION.REFER TO SITE ELECTRICAL FOR F- o I EXISTING 20'UTILITY - 12 NJ 1W r 12'W 12" 33 I I ADDITIONAL INFORMATION.ROUTING ASSUMED. N = a I �' Z EASEMENT TO BE VACATED I I I I I I 20 1 3 3 F- 1 3 w I I I LJJ o a SSMH rn 15 14 PUBLIC UTILITY I C/) -- - --------- 6. SITE LIGHTING.REFER TO SITE ELECTRICAL PLAN FOR ADDITIONAL 3 RIM:3841.43 pO 5-LF 12-IN C900 6 xo a I I I I EASEMENT I i-t INFORMATION. I 3 18'RCP IE-NTH:3837.22 5 _ ------------ ----------.I --- I 3 3 I I I 18"RCP IE-STH:3837.26 / I I I I I I V) a 6 w 3 W 3I �W 4 Z 3 _ -- - u --------- Miscellaneous J o I I I I 5 I 3., 00 w / ' 3 i 3 3 z 1 I IIII i ous Keynotes: # Q o W t I W o W 21-LF 12-IN C900o a 0 4 =0 0 I wl _ _ I I a--� LL / / " I I 1. PRESSURE IRRIGATION TAP LOCATION, COORDINATE WITH V Z_ 3 3 -5-LF 6-IN DI 3 I / I I I I IRRIGATION PLAN L2.00 FOR ADDITIONAL INFORMATION. 7 = 49-LF 4-IN C900 t /// /// I Q I I L `^ 8-LF 12-IN C900- m I� 1 2 r 4'SV 5-LF 6-IN C900 3 I qC 3 3 I /\ 2. STORM WATER RETENTION BASIN,REFER TO SITE DRAINAGE PLAN - 2 1 FS FS,,, FS 2 �'++ I //" `� I I I ,\ SHEET C4.10 FOR ADDITIONAL INFORMATION. v1 \ 57-LF6-IN C900 G-G-G-G-G-G-G G G / I / 3 \ 3 3 1 2 5-LF 12-IN C900 -------- ----------- CH.REFER T - --------------------- I w I I ~ I III 3 GRAVITY IRRIGATION PIPE,STRUCTURE,OR OPEN DITCH. 0 d ti 9 \\ I I I _ 3 3 I I SHEETS C5.10 AND C5.11 FOR MORE INFORMATION. B \\ I I IIII Revisions:0 I 15'WATER EASEMENT \ m�?r02/ \\ \ \ / I / / / / I I � ,o I = I I/ I ' � CD __ I III I 4\ ---- /- I Ia � � - - IIII CITY COMMENTS 4/11/2022&5/19/2022 \ - = . I I I I I 2 ADDENDUM 2 5/19/2022 3 3 \q\ `-�EP EP EP EP EP EP� -I I I I I Lu I I I 1 I I \ 12"W 12"w 12'w ' 10 14 \ 1 I F- I III I s 8 ---------149-LF 12-IN C900 I II I I i I 3 Q co I I ------------------ I \ PROPOSED IS'PUBLIC Fp D Y \ / z_ I 1 I UTILITY EASEMENT I I III I - W 3 3 I m 3 I I n EP EP EP EP EP EP EP/ I \ _ _ / S o 3 R: - I I coI III I I I IIII 3 3 n I I I I III Project No: 20-042 f2 EXISTING HYDRANT Date: 0311412022 3 3 I I I 3 I I I Checked By: EC/BS �3 I I zS IIII I I I I PROPOSED 15'PUBLIC z 3 I ' 3 3 I I Drawn By: CFUJL 3 3 I I I UTILITYEASEMENT I I IIII I C I I I - I I I IIII I I I 3 3 I Sheet Name: 3 31 I I IIII 15' 3 I I I $ I I I I PUBLIC UTILITY I I I EASEMENT I IT] SITE UTILITIES PLAN 3 3 I 3 3 3 FO S „SS 10-SS ,:., al � IIII I = 0 I IIII I 3 I F I F -1- G G ---IF OHP OH IT- ---__-_ I 1 I I IIII - I IIII I j I I I CITY APPROVED PLANS N I z � E MATCH LINE-OFFSITE AREA (!J� Offsite Area 0 Reviewed for Code Compliance o I I sale.V. 20' Ib PLANS MUST BE ON JOB SITE sheet No: I j IIII I I I I g 3 I i iiii I I I I FOR ALL INSPECTIONS I I IIII I I - _ C5.00 (Opm Site Utilities Plan E s 0 20' 40' g Horizontal Scale:1"=20' �b Page 18 of 94 1 2 3 4 v 5 pp 6 W Fa U'9� --- ���0'BR EfiT�v'tltl �—"q 1Q d M,AI — E10„W E Sheet Notes: Od Oi Oi �—FO FO FO FO FO FO FO FO FO FO —— \ \ \ \ —— d A. CONTRACTOR SHALL COMPLY WITH ALL NOTES ON SHEET C3.00. TATE H fJIVOt \\\ Jos? 9S»\ SIB\ 3B4j\ 3546 \'78gd, SB44\ — 3843\ B. UTILITY CONTRACTORS ARE RESPONSIBLE FOR VERIFYING W W W W W. W W W W W W W W—W W W W W W W W V1 W W —W W W W W LOCATION AND ELEVATIONS ALL EXISTING IF COS AND TIE IN north \ \ \_ \ \ W W W W W W W W W POINTS PRIOR TO CONSTRUCTION. IF CONFLICTS OR -W W W W W W W T W W S W W W W S W W W 1 W W —W W y�y W W W S W W W W W— W W W W W W� W W V r W DISCREPANCIES EXIST,THE CONTRACTOR SHALL CONTACT THE "— \— — T — />— — — — \ — — — �; — — — — — — — — — — — = — — — — — — — — — / — — — �Lo � — — DESIGN ENGINEER IMMEDIATELY FOR ADDITIONAL DIRECTION. ARCHITECTURE p — ' /v / / // / / C. REFER TO SITE GRADING PLAN SHEET C4.00 FOR FINISH GRADING STATE HIGHWAY 74 (WASHINGTON ST. SOUTH) , ' , ' '� W , / / INFORMATION AND SITE DRAINAGE PLAN SHEET 4.10 FOR / Lu DRAINAGE INFORMATION. Lu G G f G G—�G G�G G G G / G G G G G- —G G G G G G— G G T G G G G G -G G G G G G A G G G G— _ —G D. PIPE LENGTHS NOTED MAY DIFFER FROM ACTUAL INSTALLED PIVOT NORTH ARCHITECTURE,PLLC. A // /' 7 o I' GIRR STRC 1.0 / / / '' / y LENGTH AND ARE PROVIDED FOR REFERENCE. 1101 W.GROVE STREET / x , / / / , GIRR STRC 1.2 / GIflR: 18"SS _ _ _—_—— ————— 18"SS /__ 18"SS 18"S / 18"SS 18"SS T$' —— S Z —— — E ALL SEWER&GRAVITY IRRIGATION PIP SHALL BE BELL AND B01 tE,D�83702 0+00 85-LF OF 12-IN C900 AT 3.14% W'� W W '(V W W _ _ _ E www.pivo no esign.com _Qy W W- SPIGOT, PVC, SDR 35,ASTM D-3034, UNLESS SPECIFICALLY IRR ` "� _ 384q \ \ J ) IF NOTED OTHERWISE. G G G 1 90° d r I 11I��' // }OF 12-IN PVC AT 1.75% \ / 11 H3 N3 O C� F. ALL PIPE FITTINGS,BENDS AND JOINTS SHALL BE WATER TIGHT. STAMP: �\ ————————————————————————\ °J R/W / 'W I n/w RAN RAN�—RAN RAN RAN RAN a H/W PROVIDE REQUIRED FITTINGS TO TRANSITION BETWEEN PIPE 1+00 22-LF OF 12-IN PVC AT 1.75% 15 I MATERIAL,SIZE AND TYPE. / I S 153-LF OF 12-IN C900 PVC AT 1.75% 5+00 , y / 6-LF OF 12-IN PVC AT 1.75% PUBLIC UTILITY,P EP ' G. ALIGNMENT REFERENCES PIPE AND DITCH CENTERLINE. GIRR STRC 1.1� - 0.66 2 — y 08 IE: 179, sf o / I FL:40.92 I ��/— H. EXISTING AND PROPOSED CONTOURS ARE AT 1-FT INTERVALS. , OF` 15-LF OF 12-IN PVC A 7% / 6 C "- c __--__ iL -- ---- --2+00 ____ -- 3+-- — 3_ __ q _ _--__ ___ / pI I. SPOT ELEVATIONS INDICATE FINISH GRADE SURFACE AS FOLLOWS: OS 1 2022 11-LF OF 121IN PVC A,2.00% _3846— __3844 3842 3 4+00 / d FL=FLOW LINE FL:45.38 12-IN PVC OUTFACE FL:44 88 I FL:44.08 FL:4328 FL:42.48 I FL:41.69 12-IN PVC "' / d3/ � I I J. GRAVITY IRRIGATION SERVICE TO DOWNSTREAM USERS SHALL IE:3845.38 — IE:3841.43 \ ,, /d3 '� I ` NOT BE INTERRUPTED DURING CONSTRUCTION. CONTRACTOR I 20 I I �• q} �'' I ,,, I SHALL PROVIDE TEMPORARY MEANS OF CONVEYANCE, IN I \ I *PUBLIC UTILITY* '�� // / I ��///-{/��y��'� - i L EASEMENT I / �' ADHERENCE TILING LOCAL STANDARDS, UNTIL NEW DITCH AND Rl��y V/ �ILLER I) — " 3845— (— -A A �\ IRRIGATION TILING ARE COMPLETED. (I — /� dal \ K. NOT ALL KEYNOTES ARE USED ON EACH SHEET. ® Gravity Irrigation Plan - Area A 0 20' 40' Gravity Irrigation Keynotes: �0 1. CONNECT TO EXISTING 12-IN GRAVITY IRRIGATION PVC PIPE IN THIS HofROntal Scale:V=20' APPROXIMATE LOCATION.PROVIDE AND INSTALL VERTICAL BEND AND FITTING(S)AS REQUIRED(45-DEG MAX.)TO ACHIEVE 18-IN MIN. o COVER OVER TOP OF PIPE. Q=o 2. INSTALL CAP AT FUTURE STUB PIPE END TO PROVIDE WATER TIGHT W Z 0 SEAL. —�Q= B 3855 GIRR Sta.-0 25-5+50 3855 3. INSTALL 12"DEPTH OF D-0.50'ANGULAR RIP-RAP ABOVE co�~ ~ DRAINAGE GEOTEXTILE PER SPECIFICATION SECTION 3120 00 AT HORIZONTALS ALE:1°=20' PIPE INLET/OUTLET.TOP OF RIP-RAP SHALL BE FLUSH WITH BOTTOM VERTICAL SCA E:1°=2' OF DITCH AND NOT IMPEDE FLOW. \` 4. CONSTRUCT OPEN IRRIGATION DITCH PER DETAIL 7/C5.50. 5. REGROUT NEW PIPE IN EXISTING PENETRATION,CORE DRILL AS REQUIRED TO ACCOMMODATE REVISED ORIENTATION 6. POTABLE/NON-POTABLE WATER SEPARATION REQUIRED,REFER TO DOMESTIC WATER NOTES 10&11/C3.00. 7. C900 WATER CLASS PVC PIPE USED FOR GRAVITY IRRIGATION SHALL BE PRESSURE TESTED PER ISPWC SECTION 401, 3850 ` 3850 CONTRACTOR SHALL COORDINATE TESTING PLAN AND PROCEDURE t WITH ENGINEER PRIOR TO CONSTRUCTION. \tI LFOF l2/p C9900AT$14% \ 11-LF i AT 2.00% [APPROXIMATE EXISTING GROUND CENTERLINE OF PIPE OR DITCH \ __ m ° 3845 --- _____ PROPOSED GRADE ELEVATION AT 3845 a GIRR STRC 1.1 _ CENTERLINE OF PIPE OR DITCH z 48-IN MH WITH FLAT LID PER ISPWC SD-611 ——— O C GIRR STRC I.O STA:1+07.41,0.01'R \___ 48-IN MH WITH FLAT LID PER ISPWC SD-611 LL STA:0+85.11,0.00' RIM: 385.36 \ ------___� RIM:3848.99± SUMP:IN: 8445.36 ---- Q Z SUMP:3845.07 IE IN:3845.60,12-IN PVC(N) —— IE OUT:3845.60,12-IN PVC(E) 12-IN PVC / L.L.I IE IN:3845.99,12-IN C900(S) IE OUT:3845.60,12-IN PVC(N) IE:3841.43 IE OUT:3845.99,12-IN PVC(E) — 22-LF OF 12-IN PVC AT 1.75% w LL 3840 N 3840 753-LF OF 12-lN J C900 PVC J AT Z 15-LF OF 12-IN PVC AT 5.57% GIRR STRC 1.2 U LJ_ Z 48-IN MH WITH FLAT LID PER ISPWC SD-611 O) z STA:4+16.05,0.00' RIM:3843.70± O SUMP:3839.57 N IE IN:3840.57,12-IN PVC(SE) L1 IE IN:3840.57,12-IN PVC(S) (D6-IN DI HYDRANT LATERAL CROSSING IE OUT:3840.57,12-IN C900 PVC(N) 3835 3835 Revisions:0 1 CITY COMMENTS 4/11/2022&5/19/2022 2 ADDENDUM 2 5/19/2022 D APPROXIMATE EXISTING GROUND PROPOSED GRADE ELEVATION 12-IN WATER CROSSING ELEVATION AT CENTERLINE OF PIPE AT CENTERLINE OF PIPE OR DITCH (D(SIZE TO BE FIELD VERIFIED) 12-IN WATER CROSSING 3830 O(SIZE TO BE FIELD VERIFIED) 3830 Project No: 20.042 Date: 0311412022 -0+25 0+00 1+00 2+00 3+00 4+00 5+00 5+50 Checked By: EC/BS Drawn By: CFtIJL Sheet Name: GRAVITY IRRIGATION PLAN - AREA A CITY APPROVED PLANS Reviewed for Code Compliance E PLANS MUST BE ON JOB SITE NEW SHEET Q v 0 FOR ALL INSPECTIONS Cp g Sheet No: Q C5.10 � s g gib, Page 19 of 94 EP EP 10 -EP��EP�EP u EP\ EP I Sheet Notes: �\ 'W \\ 10"W �� [STATE HIGHWAY 74 (WASHINGTON ST. SOUTH) 383) 10"W �38, A. CONTRACTOR SHALL COMPLY WITH ALL NOTES ON SHEET C3.00.B. UTILITY CONTRACTORS ARE RESPONSIBLE FOR VERIFYING ' \ pivot � C \ 3838 \ LOCATION AND ELEVATION OF ALL EXISTING UTILITIES AND TIE IN T W W W W W W W —W W W—�W W W \ W T W W W POINTS PRIOR TO CONSTRUCTION. IF CONFLICTS OR north L27 -W W W W W W W W W`7g39.N` W W W W W W �� W W W DISCREPANCIES EXIST,THE CONTRACTOR SHALL CONTACT THE DESIGN ENGINEER IMMEDIATELY FOR ADDITIONAL DIRECTION. ARCHITECTURE H / LL1 r v // / � //T C. REFER TO SITE GRADING PLAN SHEET C4.00 FOR FINISH GRADING 116161 ,� n / 1 / / / INFORMATION AND SITE DRAINAGE PLAN SHEET 4.10 FOR S DRAINAGE INFORMATION. —G G�G G G G— 15 —G G G T G G G G G G G G G G G,6 D. PIPE LENGTHS NOTED MAY DIFFER FROM ACTUAL INSTALLED PIVOT NORTH ARCHITECTURE,PLLC. / PUBLIC UTILITY LENGTH AND ARE PROVIDED FOR REFERENCE. 1101 W.GROVE STREET A LU / GIRR STRC 1.3 EASEMENT / GIRR STRC 1.4 1 / 7+68.45 / / = BOISE,ID 83702 n J 1 --- — _ r------- -------- — „ / „ / „ E. ALL SEWER&GRAVITY IRRIGATION PIPE SHALL BE BELL AND W N�W IN W_ 5 SPIGOT, PVC, SDR 35,ASTM D-3034, UNLESS SPECIFICALLY WWWpivotnorthdesign.com 7 \— \ NOTED OTHERWISE. H3 N3 ———_ O F. ALL PIPE FITTINGS,BENDS AND JOINTS SHALL BE WATER TIGHT. STAMP: IXST.GIRR BOXY yN\ \ PROVIDE REQUIRED FITTINGS TO TRANSITION BETWEEN PIPE "m \ MATERIAL,SIZE AND TYPE. I 6+00 138-LF OF 12-IN PVC AT 2.99% �+'y 7+00 „ „ „ 62-LF OF 12-IN C900 AT 1.75% \ G. ALIGNMENT REFERENCES PIPE AND DITCH CENTERLINE. ir -- — --- '3840F H. EXISTING AND PROPOSED CONTOURS ARE AT 1-FT INTERVALS. r----------» I. SPOT ELEVATIONS INDICATE FINISH GRADE SURFACE AS FOLLOWS: 05/2912022 FL=FLOW LINE I / J. GRAVITY IRRIGATION SERVICE TO DOWNSTREAM USERS SHALL ----i------/ / ) I NOT BE INTERRUPTED DURING CONSTRUCTION. CONTRACTOR SHALL PROVIDE TEMPORARY MEANS OF CONVEYANCE, IN ��///-{/��y��'q q \�,�/s, ADHERENCE TILING LOCAL STANDARDS, UNTIL NEW DITCH AND Rlc§y V/gusmILLER IRRIGATION TILING ARE COMPLETED. K. NOT ALL KEYNOTES ARE USED ON EACH SHEET. ® Gravity Irrigation Plan - Area B D 20' 40' Gravity Irrigation Keynotes: -O 1. CONNECT TO EXISTING 12-IN GRAVITY IRRIGATION PVC PIPE IN THIS Hoftontal Scale:1"=20' APPROXIMATE LOCATION.PROVIDE AND INSTALL VERTICAL BEND AND FITTING(S)AS REQUIRED(45-DEG MAX.)TO ACHIEVE 18-IN MIN, COVER OVER TOP OF PIPE. Q= 2. INSTALL CAP AT FUTURE STUB PIPE END TO PROVIDE WATER TIGHT W Z 0 3845 3845 SEAL. —�Q B GIRR:Sta.5+50-8+00 H co HORIZONTAL SCALE:1°=20 3. INSTALL 12"DEPTH OF D-0.50'ANGULAR RIP-RAP ABOVE DRAINAGE GEOTEXTILE PER SPECIFICATION SECTION 3120 00 AT VERTICAL SCALE:1°=2PIPE INLET/OUTLET.TOP OF RIP-RAP SHALL BE FLUSH WITH BOTTOM `� OF DITCH AND NOT IMPEDE FLOW. 14 4. CONSTRUCT OPEN IRRIGATION DITCH PER DETAIL 7/C5.50. zh�',. r APPROXIMATE EXISTING GROUND 5. REGROUT NEW PIPE IN EXISTING PENETRATION,CORE DRILL AS CENTERLINE OF PIPE OR DITCH REQUIRED TO ACCOMMODATE REVISED ORIENTATION 6. POTABLE/NON-POTABLE WATER SEPARATION REQUIRED,REFER TO _ PROPOSED GRADE ELEVATION AT DOMESTIC WATER NOTES 10&11/C3.00. 3840 CENTERLINE OF PIPE OR DITCH 3840 7. C900 WATER CLASS PVC PIPE USED FOR GRAVITY IRRIGATION SHALL BE PRESSURE TESTED PER ISPWC SECTION 401, CONTRACTOR SHALL COORDINATE TESTING PLAN AND PROCEDURE ` WITH ENGINEER PRIOR TO CONSTRUCTION. 138'<FOF 1p-1NPyCA7z 98% GIRR STRC 1.3 48-IN MH WITH FLAT LID PER ISPWC SD-611 STA:5+68.70,0.00' 3835 RIM:3841.07± 3835 SUMP:3836.93 ('n IE IN:3837.90,12-IN C900 PVC(S) 62 LF OF 1&1N C90 E OUT:3837.90,12-IN PVC(N) 0 z I AT 1.75% O C � LL z F- GIRR STRC 1.4 N = 48-IN MH WITH FLAT LID PER ISPWC SD-611 ILIJ STA:7+06.33,0.00' RIM:3839.19± 0 3830 SUMP:3832.77 3830 w IE IN:3833.79,12-IN PVC IS) IXST.GIRR BOX t,/1 IE OUT:3833.79,12-IN C900 IN) STA:7+68.45,0.00' J vI RIM:3837.91± J Z SUMP:3831.00 •• 0 Q ~ IE IN:3832.70,12-IN C900(S) U ILL Z IE OUT:3832.00,12-IN EXIST.PVC(W) z APPROXIMATE EXISTING GROUND PROPOSED GRADE ELEVATION ry ELEVATION AT CENTERLINE OF PIPE AT CENTERLINE OF PIPE OR DITCH o ti 3825 3825 Revisions:0 1 CITY COMMENTS 4/11/2022&5/19/2022 2 ADDENDUM 2 5/19/2022 5+50 6+00 7+00 8+00 D Project No: 20.042 Date: 0311412022 Checked : EC/BS CITY APPROVED PLANS Drawn By: CFUJL _ Reviewed for Code Compliance Sheet Name: PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS GRAVITY IRRIGATION PLAN - AREA B E NEW SHEET Q v 0 m g Sheet No: Q C5.11 � s g �b� Page 20 of 94 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2 3 4 5 6 NOTE: ACCESS HOUSING- ACCESS HOUSING: .:1 1 ,2 ASPHALT: PER ISPWC SD-506A 1D.ROUND CARSON INDUSTRIES VALVE BOX pivot ' '`,O Ir 1 MECHANICAL PLUG v ` CONCRETE: 4"SIOUX CHIEF ADJUSTABLE ON-GRADE AND COVER.PART NUMBERS 910-3 8 910-4. AnncH EL WITH FRAME CLEANOUT LID FINISH LINE 834 SERIES BODY AND COVER SHALL BE GREEN.BOLT DOWN north TO CHANNEL WITH ( ) scREws SEE NOTE W eLEvnnON Pea sHeeT ca.00 WITH ROUND,VANDAL-RESISTANT LOG-KIT SHALL BE PROVIDED.COVER SHALL BE �nYA/ �SQ -- NICKEL-BRONZE COVER MARKED" MARKED TO INDICATE UTILITY TYPE AND SET eALeo s FIBER JOINT PACK 15 FLUSH WITH PROPOSED FINISH GRADE. /O PVC PIPE BELOW CUT FLUSH ARCHITECTURE SO TAIL„Ic''°oiTGES' '�ai WITH TOP OF FINISHED GRADE HEAVY DUTY CONCRETE oRN PER PLAN 6„ FINISH GRADE PER PLAN. 1s"GALVANIZED STEEL PLATE WITH CUTOUT MATCHING THE PROFILE OF a'. INCORPORATE CONCRETE COLLAR FINISH GRADE.MATERIAL THE DOWNSPOUT.USE 6-IN SQUARE PLATE WITH 4-IN PIPE,8-IN PIVOT NORTH ARCHITECTURE,PLLC. A — INTO CONCRETE FLATWORK WHEREg / ///\ pER LANDSCAPE PLAN SQUARE PLATE WITH 6-IN PIPE AND 10-IN SQUARE PLATE WITH 8-IN 1101 W.GROVE STREET a$ APPLICABLE PIPE.PLATE SHALL LIE FLAT ON THE SURFACE OF THE FINISHED GRADE BOISE,ID 83702 s' ' AND BE ABLE TO SLIDE UP THE DOWNSPOUT FOR MAINTENANCE OF THEwww.ivotnorthdesi n com MIN.' IRAs e L-NIEiLI— S PEA GRAVEL BACKF CONDITION B:LANDSCAPE STORM DRAIN LINE.THE DOWNSPOUT SHALL PROTRUDE DOWN P A MECHANICAL PLUG CONDITION A:HANDS CAPE THROUGH THE PLATE SO THAT THE PLATE CANNOT BE REMOVED ASPHALT PAVING/CONCRETE FLATWORK NOTES: WITHOUT FIRST REMOVING THE DOWNSPOUT.PAINT ALL SIDES AND OVAL ° „„„_ — — — #4 BAR AT MID DEPTH.PROVIDE 6" STAMP: 1. REFER TO PLAN FOR CLEANOUT COVER CONDITIONS. EDGES OF THE PLATE TO MATCH THE DOWNSPOUT. Cf a oePTH snse couasE eeL CLEAR SPACE AROUND CLEANOUT. 4 y ArvonwncervT TocHArvNRL ___ _ 2. ALL FITTINGS SHALL BE WATER TIGHT. p DRAIN CONCRETE.REFER TO _ 3. ALL PIPE SHALL BE ASTM D 3034 SDR 35 SOLID WALL PVC OR AASHTO M COVER PLATE ENLARGEMENT a A = _ = O.MO.MO.MO.M 252 TYPE S OR D HOPE ADS NA 2 OR EQUAL).SIZE PER PLAN.rvosu3sasEReoulRFORN _ — — THM a aeRs 4"RISER ( ) 13437 s rroM ou PIPE UPSTREAM OF BEND US 0 4. ALL COVER SHALL BE MARKED AS NOTED BELOW OR WITH PREAPPROVED —I — _ _ _ = sTALLATON,REFER TO PLAN FOR LOCAno O 45°PVC BEND ABBREVIATION. HEAT TAPE PER ELECTRICAL. T S FOp30R N9 RE BAR �SUSPENSION4j D� METHOD.LENGTH OF REBAR WELL COMPACTED SOIL PER PIPE SIZE x 4"WYE �% 4.1. STORM DRAIN:"SD CO" f OF 1 WILL VARY WITH SLOPE OF DRAIN GEOTECH RECOMMENDATIONS \' 4.2. SANITARY SEWER:"SS CO" �/CCRtm'- FITTING j\ / PER PLAN 5. INCORPORATE CONCRETE COLLAR INTO ADJACENT FLATWORK WHERE DOWNSPOUT PER ARCHITECT 12" 12"�� APPLICABLE.REFER TO DETAIL 12/C2.50. BUILDING WALL OS/19/2022 TYPICAL CLEANOUT LOCATIONS LOAD CLASS 6" A:UPSTREAM OF ELBOW B:CROSS AT TEE BRANCH COVER PLATE.SEE ENLARGEMENT. C:UPSTREAM OF TEE D:IN-LINE CLASS A CLASS B CLASS C CLASS D PVC PIPE CUT E:DOUBLE CLEANOUT PEDESTRIAN LIGHT DUTY MEDIUM DUTY HEAVY DUTY FLUSH WITH TOP OF FINISH GRADE PER PLAN /��//� n (\'��/�� 15 kN/3375 LBS 125 kNY28,ODO LBS 250 kN/56,000 LBS 400 kN/89,900 LBS FLOW VARIES O rv/ FINISHED GRADE RIC§CV/gu �BILLER X=4" X=4" X=6" X=V. - NOTES: 6„ EXTEND PIPE TO DAYLIGHT AT STORMWATER I. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS I \\ STORM DRAIN PIPING,BEND ,� SWALE. 2. PROVIDE SCORE JOINT SOFCHANNELENCAEEMENTCONCRETEAT CHANNEL JOINTS. ]IL \\/ /\j AND REDUCER AS NEEDED TO 3. CONCRETE SHALL BE PER SPECIFICATION SECTION 321313, / A. RECESS CHANNEL AND GRATE IV FOR PEDESTRIAN TRAFFIC.1AP FOR VEHICULAR TRAFFIC \ ///\\ \/�\\ / /\/\\\ AVOID FOOTING AND - NOTE: 5. DRAWING NOT TO SCALE. '�\\�\/�/j\\ .\\/� \/� BEDDING COURSE ESTABLISH DEPTH ALL PIPE CONNECTIONS/JOINTS SHALL BE SEALED PROFILE MISSION COUPLER OR APPROVED EQUAL TYPE A TYPE B TYPE C TYPE D TYPE E SLOPE PER PLAN. WATER TIGHT. INVERT ELEVATION(IE)NOTED IN PLAN =o ��DU RA SLOPE TRENCH DRAIN TYPICAL INSTALLATION Cleanout Detail Downspout Connection Detail W ZO I CIA$$'D'a'LOAD APPLICATION FOR CONCRETE I REPAIR SUSPENSION METHOD WITH OS-200H FRAMES v Scale:NTS =Q�a B Scale:NTS c A REFER TO LANDSCAPE PLAN FOR FINISH MATERIAL.REFER TO DRAINAGE PLAN FOR DEPTH OF FINISH MATERIAL. FINISH GRADE/TOP OF TRANSITION TO 3"SCH-40 PVC PIPE SO ROCK PER PLAN. PAVEMENT SURFACE PER PLAN SEALED ISOLATION JOINT PER 5 DETAIL 11/132.50 CONCRETE FLATWORK PER REVERSE CURB 8 CUTTER in 4:1 MAX. NOS 12"x12"CATCH BASIN WITH PLAN.SCORE CONCRETE PER DETAIL 13/C2.50. (TYP') ALONG CENTERLINE OF PIPE. CORE THROUGH CURB 8 GUTTER PERVIOUS AREA-WIDTH PER PLAN ACCESSORIES NOTED IN PLAN OR CAST-IN-PLACE AND DAYLIGHT BASIN BOTTOM COMPLETELY LEVEL 3"SCH-40 PVC PIPE.PROVIDE DRAINAGE WITH UNOBSTRUCTED v,A\ VnryF77ry OUTLET TO GUTTER PLATE HSH cPRocA IcsnwnrvrvecTloN. 2 '\1r X /\\\ . oE M� B Ro�eTR ° DRAINAGE —USE SSEWSFH#A ": ALTERNATIVE:GE PER UXE1xsBOMFARTa11 '1 3s SPECIFICATION a"18BRASENOTHExPAR111 BN 2 Un SECTION 31 20 00 FILTER SAND PER SPECIFIC ON CATCH LIMITS SHOWN IN PLAN(TYP.) SECTION 312000 o OGG°.SERLTEECTION ouaASL ee EnanneL �) BASALT AT 12-IN(MIN.) r_ouNrBuoIaBCT1oN FALL cooNTB mRICTIONAL LL— EXISTING GROUND FROM BOTTOM OF BASIN, EXCAVATE TO NATIVE BASALT AND TOP OF WATER DEPTH PER PLAN. BACKFILL WITH GRANULAR DESIGN DEPTH=7-IN STRUCTURAL FILL OR FILTER SAND PER PROVIDE BEDDING COURSE PER 3"SC ON0 PVC PIPE UNDER o 0 0 0 0 0 o m = CONCRETE PAVEMENT NOTES: SPECIFICATION SECTION 3120 00 SPECIFICATION SECTION 3120 00 AROUND _ � _ z 0 1. CONTRACTOR SHALL CONTACT DESIGN ENGINEER FOR INSPECTION AND VERIFICATION OF EXCAVATION ALL STORM DRAIN COMPONENTS \/\\/ N 1 O 11 C TO SUBSOILS/BEDROCK PRIOR TO IMPORT BACKFILL.PROVIDE 48-HR NOTICE OF INSPECTION. /\�\�\\j\\/�\j\\\/\�\�\ 3 LL 2. STORMWATER FACILITIES HAVE BEEN DESIGNED TO DETAIN AND INFILTRATE STORMWATER RUNOFF Z GENERATED FROM THE 50-YEAR DESIGN STORM. \ \\\ /\%\ p COMPACTED NATIVE 3. SEASONAL HIGH GROUNDWATER ANTICIPATED IN EXCESS OF 20-FT BELOW EXISTING GROUND SURFACE. N = EXISTING SOILS— .n,LOn_. Uj F- 4 Infiltration Swale With Cobble Surface-Type A 5 Gutter Downspout Basin s Butt Joint Female-Female 7 Typical Ditch Section o ILL w Scale:NTS Scale:NTS Saale:NTS Scale.NTS V) H � J z 4 Q Z (D 1 2 CURB PER PLAN. U LL CURB DRAIN PER DETAIL 1/C2.50,BEYOND. REFER TO LANDSCAPE PLAN FOR FINISH MATERIAL. _ FILTER SAND PER SPECIFICATION Z Q SECTION 312000 ^ �j SUBBASE COURSE STACKED BOULDER RETAINING WALL.ANGULAR O ry MATERIAL THICKNESS AT HOSE TARGET PER SPECIFICATION FILTER SAND BACKFILL SECTION 3120 00 BASALT BOULDER,APPROX.1'W X 1.25M1 X 1.51. -� � o AREA VARIES WEST TO EAST COBBLE ARMORING ATOP DRAINAGE GEOTEXTILE PER SPECIFICATION SECTION 3120 00 FINISH GRADE/TOP OF ROCK PER PLAN REFER TO LANDSCAPE PLAN FOR FINISH 4" Revisions:Q TRIM PVC GEOMEMBRANE V BELOW % 18 24 ° MATERIAL.REFER TO DRAINAGE PLAN FINISH GRADE SURFACE WITHIN SWALE FOR DEPTH OF FINISH MATERIAL. REFER TO LANDSCAPE PLAN \ \ SEE GRADING PLANS. /\\FINISH GRADE/TOP OF 1 FOR FINISH MATERIAL. CITY COMMENTS 4/11/2022&5/19/2022 41 MAX IN [SAND PER PLAN. z — — o \�\/ \\/\/ N'a FINISH GRADE/TOP OF ROCK PER PLAN — //\ // 2 ADDENDUM 2 5/19/2022 VARIES w WIDTH PER PLAN BASIN IWALE(TYP.) \\S- BOTTOM COMPLETELY LEVEL 41 MAX.(TYP.) " PERVIOUS AREA-WIDTH PER PLAN D BASIN BOTTOM COMPLETELY LEVEL a 1 PVC EXTENSION EAST 1 DRAINAGE GEOTEXTILE PER COBBLE ARMORING ATOP \ / SPECIFICATION SECTION 3120 00 DRAINAGE GEOTEXTILE PER OF BOTTOM OF SWALE Y/\\ // SPECIFICATION SECTION 3120 00 //\/\ — — BURY BOTTOM BOULDER MIN. / \ ///\ /\ / 2'SAND WINDOW EAST OF> / SECTION A-A I I=1I I I-11 I I=11 \ / � `*s \// PVC LINER 1 ER..... /\ \/�`�z — — /\ \/ � =1ll I I IiI�I I-IiI \\i\/ 2 / �.� /. U HT BO LDER HEIG /\/\\ _ DRAINAGE GEOTEXTIL\/ NATIVE SOIL\ prD;BGI ND: 2ao42NATIVE SOIL \\ PER SPECIFICATION /\ / //\ // PROVIDE 6"PVC TIE BACK AT �\\\\\/ � � \/\\\ WEST SIDE OF SWALE \/ /\ _ /\/\ DRAINAGE GEOTEXTILE PER SPECIFICATION ECTION 31 2 00 SECTION 3120 00. BEDDING COURSE PER SPECIFICATION Date: 0311412022 FILTER SAND PER SPECIFICATION SECTION 3120 00,MIN.4"-DEPTH BASALT AT 12-IN(MIN.)FROM FILTER SAND PER SPECIFICATION SECTION 3120 00.EXTEND SECTION 3120 00 FILTER SAND PER SPECIFICATION Checked By: EC/BS . BOTTOM OF BASIN,DEPTH PER PLAN. INFILTRATION WINDOW 2-FT BEYOND PVC LINER TURNDOWN BASALT AT 12-IN(MIN.) EXCAVATE TO NATIVE BASALT AND NATIVE BASALT SECTION SECTION 3120 00. AT NORTH AND SOUTH AT EASTERN EDGE OF SWALE FROM BOTTOM OF BASIN, BACKFILL WITH GRANULAR STRUCTURAL DEPTH PER PLAN. FILL OR FILTER SAND PER SPECIFICATION EXCAVATE TO NATIVE BASALT Drawn B y: CFUJL PVC GEOMEMBRANE 6" EXCAVATE TO NATIVE BASALT PVC GEOMEMBRANE 12"BELOW BOTTOM OF SWALE SECTION 3120 00 BELOW BOTTOM OF SWALE AND BACKFILL WITH GRANULAR NOTES: NOTES: STRUCTURAL FILL OR FILTER 20 MIL.PVC GEOMEMBRANE PER 1 SPECIFICATION SECTION 31 20 00. CONTRACTOR SHALL CONTACT DESIGN ENGINEER FOR INSPECTION AND VERIFICATION OF EXCAVATION 1. CONTRACTOR SHALL CONTACT DESIGN ENGINEER FOR INSPECTION AND VERIFICATION OF EXCAVATION TO SUBSOILSBEDROCK PRIOR TO IMPORT BACKFILL.PROVIDE 48-HR NOTICE OF Sheet Name: . SAND PER SPECIFICATION TO SUBSOILS/BEDROCK PRIOR TO IMPORT BACKFILL.PROVIDE 48-HR NOTICE OF INSPECTION. INSPECTION. sECTION 312000 SLOPEAT=1%. NOTES: DRAINAGE & UTILITY 1. CONTRACTOR SHALL CONTACT DESIGN ENGINEER FOR INSPECTION AND VERIFICATION OF EXCAVATION 2. STORMWATER FACILITIES HAVE BEEN DESIGNED TO DETAIN AND INFILTRATE STORMWATER RUNOFF 2. STORMWATER FACILITY HAS BEEN DESIGNED TO DETAIN AND INFILTRATE STORMWATER RUNOFF GENERATED FROM THE 50-YEAR DESIGN STORM. A-A TO SUBSOILS/BEDROCK PRIOR TO IMPORT BACKFILL.PROVIDE 48-HR NOTICE OF INSPECTION. GENERATED FROM THE 100-YEAR DESIGN STORM. 3. BOULDERS SHALL BE PLACED BELOW SPILLWAY TERMINUS AS ILLUSTRATED IN PLAN TO PROVIDE STAIR STEP TO BOTTOM OF SPILLWAY,REDUCING THE POTENTIAL OF EROSION. DETAILS2. STORMWATER FACILITIES HAVE BEEN DESIGNED TO DETAIN AND INFILTRATE STORMWATER RUNOFF 3. SEASONAL HIGH GROUNDWATER ANTICIPATED IN EXCESS OF 20-FT BELOW EXISTINGSTING GROUND SURFACE. q, BACKFILL LARGE VOIDS BETWEEN BOULDERS WITH COBBLE RIPRAP TO RETAIN SMALLER BEDDING COURSE. GENERATED FROM THE 100-YEAR DESIGN STORM. Infiltration Swales With Cobble Surface over PVC Liner-Type B 3. SEASONAL HIGH GROUNDWATER ANTICIPATED IN EXCESS OF 20-FT BELOW EXISTING GROUND SURFACE. Infiltration Swales With Filter Sand Surface -Type C O Boulder Retained Bioretention Swale Basin 0 5rae"I ale NT5 ale NT5 H U-i E CITY APPROVED PLANS N 0 Reviewed for Code Compliance m PLANS MUST BE ON JOB SITE sheet No: m FOR ALL INSPECTIONS Q C5.50 � s k gib, Page 21 of 94 1 2 3 4 5 6 pivot MECHANICAL EQUIPMENT SCHEDULE LUMINAIIRE SCHEDULECOMMON NOTES: COMMON n o r t h A PRIOR TO WORK,VERIFY ELECTRICAL REQUIREMENTS(VOLTAGE,AMPERAGE,RECOMMENDED OCPD,CONDUCTORS,AND DISCONNECT)FOR EACH PIECE OF EQUIPMENT. A CATALOG NUMBER REFERS TO FIRST NAME LISTED UNDER MANUFACTURER PER LUMINAIRE TYPE.REMAINING MANUFACTURERS LISTED ARE CONSIDERED TO BE B.PRIOR TO WORK,VERIFY EXACT LOCATION FOR EACH PIECE OF EQUIPMENT. EQUIVALENT PRODUCTS FOR THIS PROJECT AND SHALL MEET ALL CRITERIA LISTED INCLUDING THAT CALLED FOR BY THE SPECIFIC LUMINAIRE CATALOG NUMBER. C.COORDINATE AND PROVIDE ALL FIELD CONNECTIONS AS REQUIRED. CATALOG NUMBERS DO NOT NECESSARILY REPRESENT COMPLETE CATALOG NUMBERS.ALL ITEMS LISTED IN THE DESCRIPTION SHALL BE PROVIDED. A D.COORDINATE 120V POWER CONNECTIONS TO DAMPERS AND OTHER CONTROL CIRCUITS.GROUP EQUIPMENT CONTROL CIRCUITS SUCH THAT FAILURE OF ONE CONTROL B.REFER TO LIGHTING SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. CIRCUIT DOES NOT AFFECT OPERATION OF OTHER EQUIPMENT.FOR EXAMPLE,DO NOT CONNECT A DAMPER ASSOCIATED WITH ONE AIR HANDLING UNIT TO THE SAME C.PROVIDE UNIT PRICING FOR ALL LUMINAIRES BY TYPE AND SUBMIT WITH BID FORM. BRANCH CIRCUIT AS DAMPERS ASSOCIATED WITH A DIFFERENT AIR HANDLING UNIT. D.PROVIDE AN EMERGENCY BALLAST TEST SWITCH FOR RECESSED DOWNLIGHTS ON CEILING ADJACENT TO LUMINAIRE. E.FEEDERS,BREAKERS,DISCONNECTS,AND FUSING APPLIES TO FIELD-INSTALLED ANDIOR FACTORY4NSTALLED EQUIPMENT. SPECIFIC REMARKS: SPECIFIC REMARKS: 1.VERIFY EXACT MOUNTING HEIGHT WITH ARCHITECT AND PROVIDE APPROPRIATE SUSPENSION LENGTH. PIVOT NORTH ARCHITECTURE,PLLC. 1.CONNECT EQUIPMENT TO GENERATOR STANDBY POWER. 2.VERIFY FINISH WITH ARCHITECT. 1101 W.GROVE STREET 2.PROVIDE EQUIPMENT WITH INTEGRAL DISCONNECT SWITCH AND FUSING AS INDICATED. 3.REFER TO POLE BASE DETAIL FOR MORE INFORMATION. BOISE,ID 83702 3.INDOOR UNIT(FCU-x)FED FROM OUTDOOR UNIT(CU.x).REFER TO VENDOR SHOP DRAWINGS FOR ADDITIONAL DETAILS. 4. WWW.REFER TO ARCHITECTURAL DRAWINGS FOR MOUNTING DETAILS. IVOtDOfth(JeSI R com 4.INDOOR UNIT(DS-x)FED FROM OUTDOOR UNIT(DSO.x).REFER TO VENDOR SHOP DRAWINGS FOR ADDITIONAL DETAILS. 5.ADJUST ANGLE OF DOWNLIGHT TO FACE LIGHT SOURCE AWAY FROM SLEEP ROOMS. P 9 EQ LOAD FEEDERS PROTECTION LAMP BALLASTIDRIVER APPARENT STAMP KEY # ITEM HP FLA LOAD (VA) VOLTAGE WIRE GROUND CONDUIT BREAKER DISCONNECT FUSE REMARKS TYPE DESCRIPTION COLOR LUMENS TYPE DIM LEVEL VOLTAGE LOAD MANUFACTURER CATALOG SERIES FINISH MOUNTING REMARKS AC 1 AIR COMPRESSOR 5 0.0 A OVA 6016 VA 208 W 3ph 3#10 #10G 3/4" 30 A 30 A 30 A D1 6"DIAMETER LED DOWNLIGHT,CLEAR SEMISPECULAR 4000K 1500 0.10V 10% 120 V 17 VA GOTHAM EVO CLEAR RECESSED AD 1 AIR DRYER 0 10.0 A OVA 1200 VA 120 W iph 2#12 #12G 3/4" 20 A S REFLECTOR,MEDIUM WIDE DISTRIBUTION, PORTFOLIO LD6B CU 1 CONDENSING UNIT 0 9.0 A OVA 1872 VA 208 W iph 2#12 #12G 3/4' 20 A S SELF-FLANGED PRESCOUTE LTR -117 p CU 2 CONDENSING UNIT 0 9.0 A OVA 1872 VA 208 W iph 2#12 #12G 3/4' 20 A S D3 6"DIAMETER LED DOWNLIGHT,CLEAR SEMISPECULAR 4000K 1000 0.10V 10% 120 V 13 VA GOTHAM EVO CLEAR RECESSED 1 REFLECTOR,WET LOCATION RATED,MEDIUM WIDE PORTFOLIO L06B CU 3 CONDENSING UNIT 0 9.0 A OVA 1872 VA 208 V/iph 2#12 #12G 3/4" 20 A S DISTRIBUTION,SELF-FLANGED PRESCOUTE LTR CU 4 CONDENSING UNIT 0 9.0 A OVA 1872 VA 208 V/iph 2#12 #12G 3/4' 20 A S D4 4"DIAMETER LED DOWNLIGHT,CLEAR SEMISPECULAR 4000K 1000 0-10V 10% 120 V 13 VA GOTHAM EVO CLEAR RECESSED CU 5 CONDENSING UNIT 0 9.0 A OVA 1872 VA 208 V/1ph 2#12 #12G 3/4" 20 A S REFLECTOR,WET LOCATION RATED,MEDIUM WIDE PORTFOLIO LD6B El. at 11 CU 6 CONDENSING UNIT 0 9.0 A OVA 1872 VA 208 V/iph 2#12 #12G 3/4" 20 A S DISTRIBUTION,SELF-FLANGED PRESCOUTE LTR DCP 1 DOMESTIC CIRCULATION PUMP 0 0.0 A 100 VA 1OO VA 120 V/iph 2#12 #12G 3/4" 20 A S D5 6'DIAMETER ADJUSTABLE ANGLED LED DOWNLIGHT, 4000K 1400 0.10V 10% 120 V 14 VA LUMINIS OCULUS CLEAR RECESSED 5 DCP 2 DOMESTIC CIRCULATION PUMP 0 0.0 A 125 VA 125 VA 120 V/iph 2#12 #12G 3/4' 20 A S CLEAR SEMI-SPECULAR REFLECTOR,MEDIUM WIDE COOPER PORTFOLIO DF 1 DESTRATIFICATION FAN 0 10.0 A OVA 1200 VA 120 V/iph 2#12 #12G 3/4' 20 A S DISTRIBUTION,SELF-FLANGED LF ILLUMINATION BULLSEYE DF 2 DESTRATIFICATION FAN 0 0.0 A OVA 0 VA 120 V/iph 2#12 #12G 3/4" 20 A S El 20'OVERALL HEIGHT SITE POLE,SINGLE HEAD,TYPE III 4000K 11000 0.10V 10% 208 V 89 VA LITHONIA RSXO BLACK 4"SQUARE POLE 3 ��///-//`�y��'q(�/////�[`,��/w,DS 1 SPLIT SYSTEM(INDOOR UNIT) 0 0.4 A OVA 83 VA 208 V/iph 2#12 #12G 3/4' 20 A S q DISTRIBUTION MCGRAW GLEON Rl��y V/ VW.■.ILLER HUBBELL ASLi ✓ DSO 1 OUTDOOR CONDENSING UNIT 0 15.0 A OVA 3120 VA 208 V/iph 2#12 #12G 3/4' 20 A S EW1 EXTERIOR WALL MOUNT FULL CUTOFF WALL PACK 4000K 2500 0.10V 10% 120 V 25 VA LITHONIA DSXW1 BLACK WALL,CENTER IN EF 1 EXHAUST FAN 0.75 0.0 A OVA 1656 VA 120 W iph 2#12 #12G 3/4' 25 A 30 A TYPE SCONCE,FLAT END CAP,8"DEPTH, MCGRAW GLEON BLOCK EF 2 EXHAUST FAN 0.1 2.0 A OVA 240 VA 120 V/iph 2#12 #12G 3/4' 20 A S RECTALINEAR SHAPE HLOL RWL1 COURSING, EF 3 EXHAUST FAN 0.1 2.0 A OVA 240 VA 120 V/1 ph 2#12 #12G 3/4' 20 A S ELEVATION TO EF 4 EXHAUST FAN 0 0.0 A 11 VA 11 VA 120 V/1 ph 2#12 #12G 3/4' 20 A S BOTTOM PER PLANS EHC 1 ELECTRIC HEATING COIL 0 0.0 A 1500 VA 1500 VA 120 V/1ph 2#12 #12G 3/4' 20 A S EW2 EXTERIOR WALL MOUNT DECORATIVE SCONCE, 4000K 3500 0-10V 10% 120 V 45 VA ECLIPSE ZEUS-SM BLACK WALL,ELEVATION EHC 2 ELECTRIC HEATING COIL 0 0.0 A 1500 VA 1500 VA 120 V/1ph 2#12 #12G 3/4" 20 A S DECORATIVE VERTICAL-MEMBER BRACING WITH EVERGREEN WHITNEY SQUARE VERION TO BOTTOM PER EHC 3 ELECTRIC HEATING COIL 0 0.0 A 1500 VA 1500 VA 120 W iph 2#12 #12G 3/4' 20 A S METAL HOUSING,48"LENGTH,5"WIDTH,4.5"DEPTH, INDESSA 669 PLANS Q tO EHC 4 ELECTRIC HEATING COIL 0 0.0 A 1500 VA 1500 VA 120 W iph 2#12 #12G 3/4' 20 A S DECORATIVE METAL BACKPLATE EHC 5 ELECTRIC HEATING COIL 0 0.0 A 1500 VA 1500 VA 120 W iph 2#12 #12G 3/4' 20 A S EW4 EXTERIOR WALL MOUNT FULL CUTOFF WALL PACK 4000K 1500 0-10V 10% 120 V 13 VA LITHONIA DSXW1 BLACK WALL,ELEVATION U 00 c0i EHC 6 ELECTRIC HEATING COIL 0 0.0 A 2000 VA 2000 VA 120 W iph 2#10 #10G 3/4' 25 A 30 A TYPE SCONCE,FLAT END CAP,8"DEPTH, MCGRAW GLEON TO BOTTOM PER - N EHC 7 ELECTRIC HEATING COIL 0 0.0 A 1500 VA 1500 VA 208 W iph 2#12 #12G 3/4' 20 A S RECTALINEAR SHAPE HLOL RWL1 PLANS =N � E ERV 1 ENERGY RECOVERY UNIT 0 7.2 A OVA 864 VA 120 V/iph 2#12 #12G 3/4" 15 A S L2 T LINEAR PENDANT,30%DIRECT/80%INDIRECT, 4000K 3400/4 FT. 0.10V 10% 120 V 65 VA AXIS LIGHTING STENCIL BLACK PENDANT 10'TO /V W y 2 AIRCRAFT CABLE MOUNT LUMENWERX VIA 1.5 BOTTOM L.L ERV 2 ENERGY RECOVERY UNIT 0 10.0 A OVA 3603 VA 208 V/3ph 3#12 #12G 3/4" 15 A 30 A 15 A .5 +9 PINNACLE EDGE EXIB EUH 1 ELECTRIC UNIT HEATER 0 0.0 A 1800 VA 1800 VA 120 V/iph 2#12 #12G 3/4' 20 A S -¢_ m c� L4A 4 FT LINEAR,SINGLE LENS,DIFFUSED WHITE 4000K 500/FT 0.10V 10% 120 V 18 VA JLC TECH GEMINI WHITE MOUNTED FLUSH 2,4 33 EUH 2 ELECTRIC UNIT HEATER 0 0.0 A 1800 VA 1800 VA 120 V/iph 2#12 #12G 3/4' 20 A S LUMENWERX VIA 4 RECESSED WITH WOOD SLAT U d EUH 3 ELECTRIC UNIT HEATER 0 0.0 A 1800 VA 1800 VA 120 V/iph 2#12 #12G 3/4" 20 A S PINNACLE EV4D CEILING O O . EUH 4 ELECTRIC UNIT HEATER 0 0.0 A 1800 VA 1800 VA 120 V/iph 2#12 #12G 3/4" 20 A S L4B 2 FT LINEAR,SINGLE LENS,DIFFUSED WHITE 4000K 500/FT 0.10V 10% 120 V 9 VA JLC TECH GEMINI WHITE MOUNTED FLUSH 2A EUH 5 ELECTRIC UNIT HEATER 0 0.0 A 1800 VA 1800 VA 120 V/iph 2#12 #12G 3/4" 20 A S LUMENWERX VIA 4 RECESSED WITH WOOD SLAT E m EUH 6 ELECTRIC UNIT HEATER 0 0.0 A 2000 VA 2000 VA 208 V/iph 2#12 #12G 3/4' 20 A PINNACLE EV4D CEILING Q Q V to FCU 1 FAN COIL UNIT 0 0.0 A 130 VA 130 VA 208 V/iph 2#12 #12G 3/4' 20 A S 3 L4C 5 FT LINEAR,SINGLE LENS,DIFFUSED WHITE 4000K 500/FT 0-10V 10% 120 V 22 VA JLC TECH GEMINI WHITE MOUNTED FLUSH 2A M LUMENWERX VIA 4 RECESSED WITH WOOD SLAT r' FCU 2 FAN COIL UNIT 0 0.0 A 130 VA 130 VA 208 V/1 ph 2#12 #12G 3/4" 20 A S 3 �+°a J= PINNACLE EV4D CEILING ! FCU 3 FAN COIL UNIT 0 0.0 A 130 VA 130 VA 208 V/1 ph 2#12 #12G 3/4" 20 A S 3 Si 4'LINEAR STRIP LED,CLEAR ACRYLIC LENS 4000K 5000 0.10V 10% 120 V 25 VA LITHONIA CLX SERIES WHITE SUSPENDED, 1 0 0p FCU 4 FAN COIL UNIT 0 0.0 A 130 VA 130 VA 208 V/1ph 2#12 #12G 3l4' 20 A S 3 METALUX SNLED 10'-0"AFF TO O N FCU 5 FAN COIL UNIT 0 0.0 A 130 VA 130 VA 208 V/1ph 2#12 #12G 3/4' 20 A S 3 COLUMBIA MPS4 BOTTOM ION 0 FCU 6 FAN COIL UNIT 0 0.0 A 130 VA 130 VA 208 V/1ph 2#12 #12G 3I4" 20 A S 3 S2 4'LINEAR STRIP LED,CLEAR ACRYLIC LENS 4000K 5000 0.10V 10% 120 V 25 VA LITHONIA CLX SERIES WHITE CEILING a G/D GARBAGE DISPOSAL 1 0.0 A OVA 1920 VA 120 V/1ph 2#12 #12G 3/4" 30 A NEMA 5-20 METALUX SNLED GRH 1 GAS RADIANT HEATER 0 2.6 A OVA 312 VA 120 V/1ph 2#12 #12G 3/4" 20 A S COLUMBIA MPS4 GRH 2 GAS RADIANT HEATER 0 2.6 A OVA 312 VA 120 V/1ph 2#12 #12G 3/4" 20 A S S4 LED HIGH BAY,CLEAR ACRYLIC LENS 4000K 12000 0.10V 10% 120 V 112 VA LITHONIA IS SERIES WHITE PENDANT,+1T-0" GRH 3 GAS RADIANT HEATER 0 2.6 A OVA 312 VA 120 W 1 ph 2#12 #12G 3/4" 20 A S METALUX OHB AFF TO BOTTOM GRH 4 GAS RADIANT HEATER 0 2.6 A OVA 312 VA 120 W iph 2#12 #12G 3/4" 20 A S COLUMBIA CLB2 MAU 1 MAKEUP AIR UNIT 1 0.0A OVA 1657 VA 208W ph 3#12 #12G 3/4" 15A 30A 10A T1 TX 4'VOLUMETRIC LENSED TROFFER 4000K 4800 0.10V 10% 120V 31VA LITHONIA BLT SERIES WHITE RECESSED METALUX CRUZE ST RTU 1 ROOF TOP UNIT 0 56.0 A OVA 20175 VA 208 W 3ph 3#4 #BG 1-1/4" 70 A 100 A 70 A COLUMBIA LCAT RTU 2 ROOF TOP UNIT 0 33.0A OVA 11889 VA 208 V/3ph 3#6 #10G 1" 45A 60A 45A T3 ZX ZVOLUMETRIC LENSED TROFFER 4000K 3300 0-10V 10% 120V 26 VA LITHONIA BLT SERIES WHITE RECESSED WH 1 WATER HEATER 0 10.0 A OVA 1200 VA 120 V/1 ph 2#12 #12G 3/4' 20 A S METALUX CRUZE ST WH 2 WATER HEATER 0 10.0 A OVA 12DO VA 120 V/iph 2#12 #12G 3/4' 20 A S COLUMBIA LCAT 0 WS 1 WATER SOFTENER 0 0.0 A 180 VA 180 VA 120 V/1 h 2#12 #12G 3/4' 20 A NEMA 5-20 U7 LINEAR LED IN EXTRUDED ALUMINUM HOUSING,CUT 4DOOK 300/FT 0.10V 10% 120 V 20 VA KELVIX BEN 228 SILVER SURFACE UNDER ro _ TO LENGTH OF CABINET,WHITE FROSTED ACRYLIC TIVOLI VALENCIA CABINET Q LENS BEULUX A z 2 W1 RE ROOM VANITY,HORIZONTAL MOUNT,Z LENGTH, 4000K 1720 0-10V 10% 120 V 21 VA WAC LIGHTING BRINK WS-776 BRUSHED WALL,-4"ABOVE O � RECTANGLE MOUNTING PLATE,-2"SQUARE PROFILE BRUCK MINI VOGUE ALUMINUM MIRROR TO LL ACRYLIC DIFFUSER OXYGEN 3 CENTER W2 SLEEPING ROOM DECORATIVE WALL SCONCE, 3000K 800 0.10V 10% 120 V 9 VA WAC LIGHTING WS-11807 BRUSHED WALL,+72"AFF Z RECTANGLE SHAPE,2"HEIGHT,7"WIDTH,3"DEPTH, KUZCO AT660GMICA NICKEL FROSTED ACRYLIC LENS LUMENART AWL X1 SINGLE FACE CEILING-MOUNTED EXIT SIGN,ARROWS GREEN NA NA NA 120 V 5VA EVENLITE SOVEREIGN MIRRORED CEILING N = AS INDICATED LITHONIA LRP DUAL LITE LE �yJ GENERAL EQUIPMENT SCHEDULE X3 SINGLE FACE WALL-MOUNTED NDCATEDEXIT SIGN,ARROWS AS GREEN NA NA NA 20V 5VA EITHONIA SOVEREIGNR MIRRORED WALL,DOOR TO VE DUAL LITE LE BOTTOM ION IL w COMMON NOTES: X4 SINGLE FACE CEILING-MOUNTED EXIT SIGN,ARROWS GREEN NA NA NA 120 V 5VA EVENLITE SOVEREIGN MIRRORED TOP OF MULLION, cC A PRIOR TO WORK,VERIFY ELECTRICAL REQUIREMENTS tVOLTAGE,AMPERAGE,RECOMMENDED OCPD,CONDUCTORS,AND DISCONNECT)FOR EACH PIECE OF EQUIPMENT. AS INDICATED LITHONIA LRP ABOVE DOOR cn B.PRIOR TO WORK,VERIFY EXACT LOCATION FOR EACH PIECE OF EQUIPMENT WITH ARCHITECT AND/OR OWNER. DUAL LITE LE J Z SPECIFIC REMARKS: •. J O 1.CONFIRM NEMA CONFIGURATION PRIOR TO INSTALL OF DEVICE AND FEEDER. LIGHTING CONTROL MATRIX U Q LL z COMMON NOTES: EQ LOAD FEEDERS PROTECTION KEY ITEM HP FLA LOAD (VA) VOLTAGE WIRE GROUND CONDUIT BREAKER DISCONNECT FUSE REMARKS A NOT ALL SPACE NAMES ARE LISTED FOR EACH LIGHTING CONTROL TYPE.REFER TO PLANS FOR ALL SPACES TO BE CONTROLLED. O COFF COFFEE BREWER 0 13 A 0 VA 1560 VA 120 V/iph 2#12 #12G 3/4" 20 A NEMA 5-15 1 B.SPACES MAY CONTAIN MULTIPLE ZONES OF CONTROL.REFER TO PLANS FOR QUANTITY OF ZONES,SWITCHES,ETC. C.PROVIDE THE QUANTITY OF SENSORS AS REQUIRED FOR FULL COVERAGE OF THE SPACE.DEVICES SHOWN ON PLAN ARE FOR DESIGN INTENT ONLY AND DO NOT NECESSARILY L N DISH DISHWASHER 0 10 A 0 VA 1200 VA 120 V/iph 2#12 #12G 3/4" 20 A NEMA 5-20 1 REFLECT THE EXACT QUANTITY REQUIRED FOR FULL COVERAGE. d DRY DRYER 0 9 A 0 VA 1872 VA 208 V/iph 2#12 #12G 3/4" 20 A NEMA 1030 1 D.WHERE A SINGLE SWITCH/DIMMER IS DENOTED WITH MULTIPLE SWITCH LEGS,DESIGN INTENT IS A SINGLE-GANG DEVICE WITH MULTIPLE-MODE CONTROL. EX EXTRACTOR 0 0 A 870 VA 870 VA 208 V/iph 2#12 #12G 3/4" 15 A 30 A E.ALL NON-NETWORKED SPACES WITH SENSORS SHALL BE PROVIDED WITH MANUAL'OFF'MEANS. FACP FIRE ALARM CONTROL PANEL 0 5 A 0 VA 600 VA 120 V/iph 2#12 #12G 3/4" 20 A F.WHERE NETWORKED SPACES HAVE NO MANUAL'OFF'MEANS WITHIN SPACE,PROVIDE LABELED MEANS OF SHUTOFF AT CONTROLLER LOCATION FOR NO MORE FOLD 4-FOLD DOOR 0.75 O A 0 VA 1581 VA 208 V/iph 2#12 #12G 3/4" 20 A S THAN 5,000 SQUARE FEET. GDRY GEAR DRYER 0 10 A O VA 2080 VA 208 V/iph 2#12 #12G 3/4" 20 A S SPECIFIC REMARKS: HOOD KITCHEN HOOD 0 5A OVA 600 VA 120 V/iph 2#12 #12G 3/4" 20A NEMA5-20 1 ICE ICE MACHINE 0 5 A 0 VA 600 VA 120 V/iph 2#12 #12G 3/4" 20 A NEMA 5-20 1 2.COORDINATE TIME SCHEDULE WITH OWNER.PROVIDE OCCUPANCY SENSOR OVERRIDE FOR AFTER-HOURS CONTROL COORDINATE TIME SCHEDULE WITH OWNER.PROVIDE 2-HOUR OVERRIDE SWITCH FOR AFTER-HOURS CONTROL. MICRO MICROWAVE 0 O A 1000 VA 1000 VA 120 V/iph 2#12 #12G 3/4" 20 A NEMA 5-20 1 3.UTILIZE'FLICK WARNING'PRIOR TO TIMED LIGHTING SHUTOFF. OH OVERHEAD DOOR 0.5 O A 0 VA 1176 VA 120 V/iph 2#12 #12G 3/4" 20 A S 4.PHOTOCELL CONTROL SHALL TURN LIGHTS ON AT DUSK AND OFF AT DAWN. REF REFRIGERATOR 0 O A 600 VA 600 VA 120 V/iph 2#12 #12G 3/4" 20 A NEMA 5-20 1 S.REDUCE LEVELS BY 30%FROM MIDNIGHT TO SAM. RNGE GAS RANGE 0 5 A 0 VA 600 VA 120 V/iph 2#12 #12G 3/4" 20 A S 6.MANUAL OVERRIDE TO BE INSTALLED IN DINING AREA REFER TO 1ST FLOOR LIGHTING PLAN. SCBA SCBA WASHER 0 0 A 10500 VA 10500 VA 208 V/3ph 3#8 #10G 3/4" 40 A 60 A 40 A 7.CENTRAL LIGHTING CONTROL SYSTEM TO HAVE CAPABILITY OF MANUALLY DIMMING EXTERIOR LIGHTING LEVELS... D SERV SERVER UPS 0 ID A O VA 2080 VA 208 V/iph 2#10 #10G 3/4" 30 A NEMA 6-30 1 KEY: N TELEVISION 0 0 A 180 VA 180 VA 120 V/ ph 2#120 #12G 3/4" 20 A ON/OFF M=MANUAL(SWITCH),A=AUTOMATIC(SENSOR),T=TIME SCHEDULE,P=EXTERIOR PHOTOCELL,#°/=CONTROL TO#%LIGHT LEVEL VEF VEHICLE EXHAUST FAN 5 OA OVA 6016 VA 208 V/3ph 3#10 #10G 3/4" 30A WA 30A CONTROL 0-10VDIMMING,ELVDIMMING,STEPDIMMING,DMXCONTROL VERT VERTECON SYSTEM 20 O A OVA 21400 VA 208 V/3ph 3#3 #6G 1-1/4' 110 A 100 A 100 A OCC/VAC DT=DUAL TECHNOLOGY,PIR=PASSIVE INFRARED,CLG=CEILING MOUNT,WALL=WALL CORNER MOUNT,SW=INTEGRAL TO WALL SWITCH WASH WASHER 0 12 A 0 VA 1440 VA 120 V/1 h 2#12 #12G 3W 20 A NEMA 5-20 1 DAYLIGHT CALIBRATE BOTTOM LIMIT OF DAYLIGHT SENSOR TO DENOTED FOOTCANDLE LEVEL AT HEIGHT LISTED INTERFACE EM=ALL LIGHTS TO BE TURNED ON IN ZONE TYPE WHEN ALERTING SYSTEM PANEL IS INITIATED. NETWORK X=CONNECT ZONE TO CENTRAL LIGHTING CONTROL SYSTEM EMERGENCY X=PROVIDE AUTOMATIC LOAD CONTROL RELAYS(ALCR)FOR LUMINAIRES ON EMERGENCY CIRCUIT,PROVIDE TEST SWITCH IF NOT INTEGRAL TO RELAY Project No: 20.042 OCCUPANCY/VACANCY SENSOR DAYLIGHT SENSOR TARGET MEASURED Date: 2/18/2022 TYPE SPACE ON OFF CONTROL TECH MOUNT DELAY(MIN.) LEVEL(FC) HEIGHT(IN.) INTERFACE NETWORK EMERGENCY REMARKS LCOa EXTERIOR-SITE POLES P P 0-10V X 5,7 Checked By: KO LCOb EXTERIOR- P P 0-10V X 4,7 BUILDING-MOUNTED Drawn By: BL LCOc EXTERIOR-PATIO P/M P/M 0.10V X 4,6,7 LCOd EXTERIOR-RECESSED P P 0.10V X 4,7 LCla VESTIBULE T T 0.10V X 2,3 Sheet Name: LClb CORRIDOR T/A T/A PIR WALL 20 EM X 1,3 LC2a TOILET A A PIR SW 20 LC2b RESTROOM A A DT CLG 20 w ELECTRICAL LC2c LAUNDRY A A DT CLG 20 cn LCSa MEPT M M LCSb DECON/SHOP M A DT CLG 20 SCHEDULES LC6a LARGE STORAGE M A PIR CLG 5 TY APPROVED PLANS w LC7a CUSTODIAL M A PIR SW 5 LCBa PRIVATE OFFICE M A 0-10V DT SW 5 > LC9a APP BAY T T - EM - - - X - X - Reviewed for Code Compliance W LC9b FITNESCHEN/SROOM M A 0.10V DT CLG 20 -FLANS MUST BE ON JOB SITE °C LC9c KITCHEN/DAY ROOM M A 0.10V DT CLG 20 EM X LC10 OPEN OFFICE M A 0-10V OT CLG 20 } LC14 SLEEPING ROOM M M O-1OV U ' FOR ALL INSPECTIONS z E W c� Q Sheet Na. a EO.02 o Page 22 of 94 1 2 3 4 5 6 KEYNOTES E14 PROVIDE CLOY CONNECTION TOIRRIGATION CONTROLLER.MOUNT TO pivot ' WALL ENCLOSING GENERATOR.R.COORDINATE EXACT REQUIREMENTS ' WITH LANDSCAPE CONTRACTOR AND DOCUMENTS. E15 PROVIDE GENERATOR TAP BOX AT APPROXIMATE LOCATION INDICATED. REFER E 120V ONNELINE TIONSGRAM FOR J ADDITIONAL KEHEER,BATTERY INFORMATION. O E20 PROVIDE CLOY CONNECTIONS TO JACKET HEATER,BATTERY CHARGER, AND GENERATOR ACCESSORIES AS REQUIRED BY GENERATOR MANUFACTURER.COORDINATE EXACT LOCATION AND REQUIREMENTS (th WITH GENERATOR SHOP DRAWINGS, E22 PROVIDE 120V CIRCUIT TO IN-GRADE JUNCTION BOX FOR FUTURE MONUMENT PEDESTAL.STUB UP IN CORNER OF ELECTRICAL ROOM. COORDINATE EXACT LOCATION. AE23 PROVIDE ONE(2)1-CONDUITTO IN-GRADE JUNCTION BOX FOR FUTURE GATE POWER AND CONTROL,STUB UP IN CORNER OF ELECTRICAL ROOM. COORDINATE EXACT LOCATION. E28 PROVIDE 120V CONNECTIONS TO JACKET HEATER,BATTERY CHARGER, PIVOT NORTH ARCHITECTURE,PLLC. AND GENERATOR ACCESSORIES AS REQUIRED BYGENERATOR 1101 W.GROVE STREET MANUFACTURER FOR ROLL-UP TEMPORARY GENERATOR.COORDINATE EXACT LOCATION AND REQUIREMENTS WITH GENERATOR SHOP BOISE,ID 83702 DRAWINGS. www.pivotnorthdesign.com E43 APPROXIMATE ROUTING FOR SERVICE ENTRANCE FEEDER. E49 PROVIDE POWER FOR RECEPTACLE FURNISHED WITH GENERATOR. COORDINATE WITH GENERATOR SUPPLIER. STAMP E53 ROUTE 2"CONDUIT WITH PULLSTRING TO FUTURE SHED LOCATION.STUB UP IN CORNER OF ELECTRICAL ROOM.COORDINATE FINAL LOCATION WITH OWNER. E56 ROUTING OF PRIMARY SERVICE CONDUIT AND CONDUCTORS TO BE COMPLETED BY IDAHO POWER. ar—P-1 E66 200 kW/250 kVADIESEL GENERATOR IN SOUND-ATTENUATED ENCLOSURE.VERIFY CLEARANCES WITH MANUFACTURER.FACE INTAKE SIDE OF GENERATOR TOWARDS EAST. E69 PROVIDE 120V CONNECTION TO FLAG POLE LIGHT.COORDINATE EXACT Electncal -•"� REQUIREMENTS WITH VENDOR SHOP DRAWINGS. m Rufe gusmILLER trit n.- LcoA 2 LC-38 Q O O E C RI-C-30,32 W F1 N 00 ou E LCOa // - _ DID! y i m I 6 J FLAG POLE_ _ - LC-34 p o a O� Em ~U) tm® i 8co 0 co t� 0 / E1 �O N - LC-30,32 El - I _ _ IF a I ch o O o 11 UTILITY G1-20 11 XFMR 2 G1-18 - 2 ICJ Gi-15 J II O 1 � � IL 4 I L E1 J G1-13 I E1 LC-30,32 J ZO 2 +' Q LC-30,32 lJ LC-36 U Z �G1-17 L z v G1-19 Q Gi-21 I O L I LCO L--------J E1 LC-30,32 E STING S CTOR OX D �p ELECTRICAL SITE PLAN Project No: 20.042 SCALE: 1" 20'-0" Date: 2/18/2022 Checked By: KO Drawn By: BL Sheet Name: N ELECTRICAL SITE CITY APPROVED PLANS � PLAN Reviewed for Code Compliance w PLANS MUST BE ON JOB SITE °C FOR ALL INSPECTIONS U E W cD Q Sheet No: 0 E 1 .01 0 Page 23 of 94 1 2 3 4 5 6 KEYNOTES E57 FURNISH COORDINATE AND LOCATION WITH HALLWAYFER TO NCY LIGHT SENSOR pivot AT 7'-0".COORDINATE LOCATION WITH OWNER.REFER TO LIGHT CONTROL MATRIX. north A . PIVOT NORTH ARCHITECTURE,PLLC. 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.com 1 2 TREVPEUJE�SAS 6STAMP NOT P PERMIT.TO BE PANT OFTHE BRMIT Rufe gusmILLER LC-26 G1-8 LC-26 S 0" 8 0"LCOb B-0" B EW2O °EW2 COb — — — — — — — — — — — — O O I;..) 00 chi. LCOb = g E 1n EW1 IT CAPTAIN OFF CE LC-26 Lu ai 2 13'-0" F- O s Gi-8 127 104 EWi —Q m LCOb _ c� — - —nn X4 LCO a D5 D4 D4 D4 00 G1-12 LC-26 X14 G 8 LC-26 LC LC-26 LB-3 f f x4•G1-14 PUBLIC RESTROOM ¢ 2 m3 WORKSHOP T1T3 O M G1-14 LC-26130 LC10 GL14 LA�7L4C B •D1EW; o EWi SiFIRE RISER/AIR - L to 00 G1-8 _-- � *G112 Gi-14 Of ROOM Lc1 W1 LCOb 9 00 �_ I--I Gi-14 L 139 11 I•I , L 5a p f f f X3 L4C -413 N E® DECON �J tJ Gi-iz 5 G1-14 HALLW Y LA 47 1-1a Gi-14 1-1 D4 — — — — — — ° LC5b ® 13a JANITORIAL e 5 e T3 LC1b e ® e 3e b L4� LC 26 ❑ cr APPARATUS BAY e e A A REST OOM A-so . LC-28 3 128 126 r� 4e-Gi-i6 D 125 3a 3b Gi-14 3 U COMM LC7 L q X3 Gi-is a a ti LaC L48 bL KITCHEN/DINING LCOb 3 - 129 LB 32 m ®• - a LCOc 108 UIL Di LA-47 LA-47 Di DP�YRJO MG1-14�� HA L AY ry lui b ro II EWi RESTROOM T3 LG7a _ 1 ri -- r0 h Lac Lae ed a Gi-10 S2 • H LL A 110 LA-50 LC-26 z 124 LB-32 ® D1 LC a a G1-14 LC-2fi a LC6a G1-10 D1 D3 G1-16 14 V-07 T3 �SU G1-14 LA-50 L4B b h L4C O C BUNKER GEAR 3 WASH ALLOVE • w1 G1-1s S2 ® Ta I c i® b Lcoc Q Z LC-28 136 137 • 16 E ��q(LC2c a S b L4Am L4B __ 2� G1-10 ® RESTROOM D3® .1-16 IJ L -0D3b c b G1-14G11 G1-8 ~ ~ FnJ a X4 O G1-14 N = MDCB — — — — — — 2L — -D1 L b 3Da b L4C L48 b L4A d — _ — — Lu O ELECTRICAL xa-1s w 136 MDCA S1 LC ,G1-12 L.L H LC5 LB LC2a� cC S4 D7 G1-16 T3 D3� cC LB-32 1-16 O D1• APPARATUS BAY Lcs LA-47 Lcsb Q GDB G1-10 G1-10 RESTROOM 5 G1-1s LCOh HOSE ALCOVE O G1 f1 LB-32 L2 ® LC-26 +' EWi LC-28 L J 134 132 • Gi-i6 Da Gb16 G116 GiDi6 G1-16a 13'-0" U _ 13,-0' 7 LC-2fi S2 G1D 12 G1-16 LCObi '^ Z Q GENERAL AND EMS Lcsa ® Ti r1 r1 T1 r1 0 STORAGE FITNESS, • L 133 LJ [ ] G1-12 Gi-12 G1D12 W2 wz w wz wz , Add OO emergency ~ o I I -EW4 Db Db Db DbT Db � Jiftnesg l0 \ EW1 LCOb X4 8�-0"LCOb room s 1 1 — — — — — — — — — ® Gi-6 mD5 LC mD5 mD5 mD5 rOOtn — — — — 13'-0" Gi-12 LC-26 LC-26 LC-26 LC-26 D3 - — - — - — H G1-8 4 3 X3 — - ° ° ° ° ADA SLEEP I SLEEP SLEEPI SLEEP SLEEP Ew1 LCOb EWi — 16 � — 117 — 116 — 118 — 114 — _ 1G1 8 — — — — — — EWi° LCOb °EWi D 117'-0" 17'-0" 17'-0"I LC-26 G1-8 LC-26 11111111111111117 Project No: 20.042 Date: 2/1812022 Checked By: KO Drawn By: BL Sheet Name: �a LEVEL 1 LIGHTING PLAN ~ LIGHTING PLAN SCALE: 1/8"=1'0" (W CITY APPROVED PLANS U Reviewed for Code Compliance w PLANS MUST BE ON JOB SITE °C FOR ALL INSPECTIONS U E W cD Q Sheet No. a E2.01 o Page 24 of 94 N L Final Plat for Vicinity Map NOT TO SCALE Twin Falls Fire Station No. 3 111TNPAFKAVEW Situated in a portion of the NW 1/4 of the NW 1/4 of Section 28, Township 10 South, Range 17 East, Boise Meridian, ORCHARD DR.W PROJEC SITE FIND.ALUMINUM CAP City of Twin Falls, Twin Falls County, Idaho EL CAMINO A)E ILLEGIBLE 2022 a S.20 S.21 PHEASANT RD.W a 5.29 S.28 _ — _ Orchard Dr. F( — — — S87°O6'37"E 2614.03' _ a — — — S.21 S.28 FOUND 5/8"REBAR,ILLEGIBLE III O I NORTH 1/4 CORNER N ORCHARD PARK PLAZA SUBDIVISION, No.1 S.28,T.10S.,R.17E. o I I I I I n r Ir III I 11 a 5e' I III I I I , I POINT OF BEGINNING III BLDCK 5 I I I a9 III i I I I L1 �,sb I I o 100' zoo' S86°58'14"E 593.03' I_ 2o4.7s' I NpcPQ 1b2 Q�I 3 s.or zsa.z5' 292.n-— Scale:1"=100' 40' I I Line Table Legend: Notes 1. ANY RESUBDIVISION OF THIS PLAT SHALL CONFORM TO THE APPLICABLE CITY OF TWIN FALLS UTILITY 130, SEGMENT BEARING LENGTH FOUND ALUMINUM CAP(AS SHOWN) REGULATIONS IN EFFECT AT THE TIME OF RESUBDIVISION. 46'I� EASEMENT PER INST.No.2006-021828 I I~ N L1 S86°58'14"E 40.03' 0• FOUND 5/8"REBAR WITH CAP,PLS(AS SHOWN) 2. MINIMUM BUILDING SETBACK LINES SHALL BE IN ACCORDANCE WITH THE N I O1 I h APPLICABLE ZONING AND SUBDIVISION REGULATIONS AT THE TIME OF ISSUANCE OF $. ——1—__——_——__o L2 187°22'58"E 40.02' • FOUND 112"REBAR WITH CAP,PLS"I THE BUILDING PERMIT,OR AS SPECIFICALLY APPROVED AND/OR REQUIRED. z —— I L3 N00°39'28"E 3.00'r � CALCULATED POINT,(NOTHING FOUND OR SET) 3. THIS SUBDIVISION IS LOCATED WITHIN FEMA FLOOD INSURANCE RATE MAP(FIRM) I I ¢ L4 S87°22'58"E 3.00' PANEL NUMBER 16083C 1386C,ZONE X-AREAS OF MINIMAL FLOOD HAZARD, O SET 5/8'z 24"REBAR WITH PLASTIC CAP,PLS EFFECTIVE SEPTEMBER 26,2008, a "MSF 13550" I� z N89°20'32"W I I o SET 1/2'z 24"REBAR WITH PLASTIC CAP,PLS — — 1 I— I I "MSF 13550" a WI 294,00' I I m Survey Narrative m N I IM SECTION LINE THIS PLAT WAS PREPARED FOR TWIN FALLS RURAL FIRE.THE NORTHWEST CORNER AND o N M I I I I THE WEST QUARTER CORNER OF SECTION 28,AS SHOWN HEREON,WERE FOUND AND HELD �+ I ° 15' SUBDIVISION BOUNDARY LINE FOR THE BASIS OF BEARING.FOUND MONUMENTS SUBSTANTIALLY FIT RECORD DATA. m�I zl I to RIGHT-OF-WAY LINE CITY OF TWIN FALLS UTILITY — LOT LINE —1 L____ EASEMENT PER � — _--� I INST.No.2006-021828 ——————————— EASEMENT LINE Survey References v I — CITY OF TWIN FALLS UTILITY I R1 PLAT OF HUERTA VISTA SUBDIVISION,INSTRUMENT No.734712,RECORDS OF TWIN z O LOT NUMBER FALLS COUNTY,IDAHO. EASEMENT PER INST.No.2006-0 21 828 I 46 I I R2 PLAT OF ORCHARD PARK PLAZA SUBDIVISION No.1,INSTRUMENT No.2006-020897, RECORDS OF TWIN FALLS COUNTY,IDAHO. 40. DEDICATED RIGHT-OF-WAY 15, R3 PLAT OF VILLA VISTA SUBDIVISION No.2,INSTRUMENT No.679848,RECORDS OF io TWIN FALLS COUNTY,IDAHO. y- I4---- R6FIND ALUMINUM CAP R4 RECORD OF SURVEY,INSTRUMENT No.2021-008122,RECORDS OF TWIN FALLS y _ 586.88' I L—__ ILLEGIBLE COUNTY,IDAHO. __ R5 RECORD OF SURVEY,INSTRUMENT No.2010-007739,RECORDS OF TWIN FALLS N8T 2'S8"W 592.88'� --- COUNTY,IDAHO. SEE ENLARGEMENT�� I I 21983'BLOCK 5 RECORD OF SURVEY,INSTRUMENT No.2008-022174 RECORDS OF TWIN FALLS VILLA VISTA SUBDIVISION No.2 COUNTY,IDAHO. c L1 `21 'gl -1 R7 RECORD OF SURVEY,INSTRUMENT No.1994-007510,RECORDS OF TWIN FALLS COUNTY,IDAHO. s J 11 L- `' I RS VACATED HUERTA VISTA SUBDIVISION,PER ORDINANCE No.2828,INSTRUMENT No. L__-- --1--- I S3bti 2006-019374,RECORDS OF TWIN FALLS COUNTY,IDAHO. El Camino Ave. WC( Q` ----------- M r14'�6'L WC 1ypl,LA EN 3 I I OF VILLAVISTAFSUB.NoL2CK5 q� o �12 THE CORNER FALLS IN ELEC.VLT. w 13 LAND S.28 �'f°F1° =GROUP — — — Pheasant Rd. 4 S. s S.29 _ _ 11/01/2021 FOUND 5/8"REBAR,ILLEGIBLE — — — 462 East Shore Drive,Suite 100 WEST 1/4 CORNER Eagle,ID 83616 § WEST 1/4 RNE Southwest Boundary Corner Enlargement PH:(208)939-4041 11 g Scale:l"=5' PN 121106 SHEET 1 013 g�! Pa a 25 of 94 Final Plat Showing Twin Falls Fire Station No. 3 Certificate of Owner: Certificate of Surveyor: KNOW ALL PERSONS BY THESE PRESENTS THAT THE UNDERSIGNED OWNER,DOES HEREBY CERTIFY THAT THEY ARE THE OWNER OF THE I,MICHAEL S.FEMENIA,DO HEREBY CERTIFY THAT I AM A PROFESSIONAL LAND SURVEYOR LICENSED BY THE STATE OF IDAHO,AND REAL PROPERTY DESCRIBED AS FOLLOWS: THAT THIS PLAT AS DESCRIBED IN THE CERTIFICATE OF OWNERS WAS DRAWN FROM AN ACTUAL SURVEY MADE ON THE GROUND UNDER MY DIRECT SUPERVISION AND ACCURATELY REPRESENTS THE POINTS PLATTED THEREON,AND IS IN CONFORMITY WITH THE A PARCEL OF LAND SITUATE IN A PORTION OF THE NORTHWEST ONE QUARTER OF THE NORTHWEST ONE QUARTER OF SECTION 28, STATE OF IDAHO CODE RELATING TO PLATS AND SURVEYS. TOWNSHIP 10 SOUTH,RANGE 17 EAST,BOISE MERIDIAN,CITY OF TWIN FALLS,TWIN FALLS COUNTY,IDAHO,BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCL LA 28 BEARS,ING AT SOUTHT OE 39'28H WESTWEST CORNER. OF SAID DISTANION 28,(FROM CE),THENCE ON THE H THE WESTVEST ONE QUARTER LINE OF SAID SECTIONO 8N SOUTH 00°39 SECTIONER OF SAID glP�IN a1'G WEST,723.73 FEET;THENCE LEAVING SAID WEST LINE,SOUTH 86°58'14"EAST,40.03 FEET,TO THE SOUTHWESTERLY CORNER OF Wg J LPG ORCHARD PARK PLAZA SUBDIVISION#1,AS SAME IS SHOWN ON THE OFFICIAL PLAT THEREOF,RECORDED UNDER INSTRUMENT# o 2006-020897,TWIN FALLS COUNTY AND THE POINT OF BEGINNING: a 13 W THENCE ON THE SOUTHERLY BOUNDARY LINE OF SAID ORCHARD PARK PLAZA SUBDIVISION#1,SOUTH 86'58'14"EAST,593.03 OF FEET,TO THE SOUTHEASTERLY CORNER OF SAID ORCHARD PARK PLAZA SUBDIVISION#1; Ce, THENCE SOUTH 00'39'23"WEST,611.18 FEET,TO A POINT ON THE NORTHERLY BOUNDARY LINE OF VILLA VISTA SUBDIVISION 4t s- NO.2,AS SAME IS SHOWN ON THE OFFICIAL PLAT THEREOF,RECORDED UNDER INSTRUMENT#679848,TWIN FALLS COUNTY; 11/01/2021 THENCE ON SAID NORTHERLY BOUNDARY LINE,NORTH 87'22'58"WEST,592.88 FEET,TO THE NORTHWESTERLY CORNER OF LOT 1,BLOCK 5 OF SAID VILLA VISTA SUBDIVISION NO.2; THENCE NORTH 00'39'28"EAST,615.45 FEET,TO THE POINT OF BEGINNING. THE ABOVE-DESCRIBED PARCEL CONTAINS 8.34 ACRES,MORE OR LESS. IT IS THE INTENTION OF THE UNDERSIGNED TO HEREBY INCLUDE THE ABOVE DESCRIBED PROPERTY IN THIS PLAT.THE EASEMENTS AS SHOWN ON THIS PLAT ARE NOT DEDICATED TO THE PUBLIC.HOWEVER,THE RIGHT TO USE SAID EASEMENTS IS HEREBY PERPETUALLY RESERVED FOR PUBLIC UTILITIES AND SUCH OTHER USES AS DESIGNATED WITHIN THIS PLAT AND NO PERMANENT STRUCTURES ARE TO BE ERECTED WITHIN THE LINES OF SAID EASEMENTS.ALL LOTS WITHIN THIS PLAT WILL BE ELIGIBLE TO RECEIVE WATER SERVICE FROM THE CITY OF TWIN FALLS,AND THE CITY OF TWIN FALLS,HAS AGREED IN WRITING TO SERVE ALL OF THE LOTS WITHIN THIS SUBDIVISION. PURSUANT TO IDAHO CODE 31-3805,I,THE UNDERSIGNED,AS OWNER,DO HEREBY STATE THAT THE IRRIGATION WATER RIGHTS APPURTENANT AND THE ASSESSMENT OBLIGATION OF THE LANDS IN THIS PLAT HAVE NOT BEEN TRANSFERRED FROM SAID LANDS AND THAT A SATISFACTORY IRRIGATION WATER DELIVERY SYSTEM IS PROVIDED FOR AND HAS BEEN APPROVED BY THE TWIN FALLS CITY COUNCIL.LOTS WITHIN THE SUBDIVISION WILL BE ENTITLED TO WATER RIGHTS AND WILL BE OBLIGATED FOR ASSESSMENTS FROM THE IRRIGATION DISTRICT/CANAL COMPANY. CITY OF TWIN FALLS BY: MAYOR Acknowledgment: STATE OF IDAHO ) SS COUNTY OF TWIN FALLS) ON THIS DAY OF IN THE YEAR 20_,BEFORE ME,THE UNDERSIGNED,A NOTARY PUBLIC IN AND FOR SAID STATE OF IDAHO,PERSONALLY APPEARED ,KNOWN OR IDENTIFIED TO ME TO BE THE MAYOR OF THE CITY OF TWIN FALLS,WHO SUBSCRIBED SAID CITY TO THE FOREGOING INSTRUMENT AND ACKNOWLEDGED TO ME THAT HE EXECUTED THE WITHIN INSTRUMENT ON BEHALF OF SAID CITY,AND ACKNOWLEDGED TO ME THAT SUCH CITY EXECUTED THE SAME. IN WITNESS WHEREOF,I HAVE HEREUNTO SET MY HAND AND AFFIXED MY OFFICIAL SEAL THE DAY AND YEAR IN THIS CERTIFICATE FIRST ABOVE WRITTEN. NOTARY PUBLIC FOR THE STATE OF IDAHO RESIDING AT MY COMMISSION EXPIRES ri ore, THE LAND GROUP 462 East Shore Drive,Suite 100 Eagle,ID 83616 PH:(208)939-4041 Page 26 of 94 PN 121106 SHEET20F3 Final Plat Showing Twin Falls Fire Station No. 3 Certificate of South Central Health District Certificate of Twin Falls County Surveyor SANITARY RESTRICTIONS AS REQUIRED BY IDAHO CODE,TITLE 50,CHAPTER 13 ARE IN FORCE FOR LOT 2 I,THE UNDERSIGNED,A PROFESSIONAL LAND SURVEYOR IN AND FOR TWIN FALLS COUNTY,IDAHO,DO HEREBY BLOCK 1.NO OWNER SHALL CONSTRUCT ANY BUILDING,DWELLING OR SHELTER WHICH NECESSITATES STATE THAT I HAVE CHECKED THIS PLAT AND THAT IT COMPLIES WITH THE STATE OF IDAHO CODE RELATING TO THE SUPPLYING OF WATER OR SEWAGE FACILITIES FOR PERSONS USING SUCH PREMISES UNTIL PLATS AND SURVEYS. SANITARY RESTRICTIONS ARE SATISFIED. SANITARY RESTRICTIONS AS REQUIRED BY IDAHO CODE,TITLE 50,CHAPTER 13 HAVE BEEN SATISFIED FOR LOT 2,BLOCK 1.SANITARY RESTRICTIONS MAY BE REIMPOSED,IN ACCORDANCE WITH SECTION DATE TWIN FALLS COUNTY SURVEYOR PLS 50-1326,IDAHO CODE,BY THE ISSUANCE OF A CERTIFICATE OF DISAPPROVAL. REHS,SOUTH CENTRAL PUBLIC HEALTH DISTRICT DATE Acknowledgment: STATE OF IDAHO ) SS COUNTY OF TWIN FALLS) ON THIS DAY OF ,IN THE YEAR 20 ,BEFORE ME,THE UNDERSIGNED,A NOTARY PUBLIC IN AND FOR SAID STATE OF IDAHO,PERSONALLY APPEARED ,KNOWN OR IDENTIFIED TO ME TO Approval of City Council BE A TWIN FALLS COUNTY SURVEYOR AND ACKNOWLEDGED TO ME THAT HE EXECUTED THE SAME. THE FOREGOING PLAT WAS DULY ACCEPTED AND APPROVED BY THE CITY COUNCIL OF TWIN FALLS,IDAHO, IN WITNESS WHEREOF,I HAVE HEREUNTO SET MY HAND AND AFFIXED MY OFFICIAL SEAL THE DAY AND YEAR IN THIS CERTIFICATE FIRST ABOVE WRITTEN. AT THEIR REGULAR MEETING ON THE DAY OF RESIDING AT NOTARY PUBLIC FOR THE STATE OF IDAHO SUZANNE HAWKINS,MAYOR CITY CLERK MY COMMISSION EXPIRES Certificate of the County Treasurer Certificate of City Engineer THIS IS TO CERTIFY THAT THE UNDERSIGNED,PER THE REQUIREMENTS OF IDAHO CODE 50-1308,DOES I,THE UNDERSIGNED,CITY ENGINEER IN AND FOR THE CITY OF TWIN FALLS,IDAHO,HAVE REVIEWED THE HEREBY CERTIFY THAT ANY AND ALL CURRENT AND/OR DELINQUENT COUNTY PROPERTY TAXES FOR FOREGOING PLAT AND HEREBY CERTIFY THAT IT CONFORMS WITH THE APPLICABLE ORDINANCES OF THE CITY THE PROPERTY INCLUDED IN THIS PLAT HAVE BEEN PAID IN FULL.THIS CERTIFICATION IS VALID FOR OF TWIN FALLS,IDAHO. THE NEXT THIRTY(30)DAYS ONLY. CITY ENGINEER ATTEST: DATE TWIN FALLS COUNTY TREASURER DATE Certificate of Twin Falls County Recorder STATE OF IDAHO ) )SS COUNTY OF TWIN FALLS) INSTRUMENT No. I HEREBY CERTIFY THAT THIS INSTRUMENT WAS FILED FOR RECORD AT THE REQUEST OF THE LAND GROUP,INC. �Ay LA AT_MINUTES PAST_O'CLOCK_M.,ON THIS_DAY OF ,IN MY wA0 VOEN OFFICE AND WAS DULY RECORDED IN BOOK OF PLATS AT PAGES THROUGH o4 a 1 � �tC3gTf OF 0 9AL S. DEPUTY EX-OFFICIO RECORDER 11/01/2021 FEE onwm M% TH E LAND GROUP 462 East Shore Drive,Suite 100 Eagle,ID 83616 PH:(208)939-4041 Page 27 of 94 PN 121106 SHEET 3 OF 3 1 2 3 4 5 6 =X EG-1 ' i i Landscape Notes: I I A. CONTRACTOR SHALL REPORT TO LANDSCAPE ARCHITECT ALL CONDITIONS WHICH IMPAIR AND/OR PREVENT THE PROPER � EXECUTION OF THIS WORK,PRIOR TO BEGINNING WORK. A'`,O 4 B. FINISH GRADES TO BE SMOOTH AND EVEN GRADIENTS WITH POSITIVE DRAINAGE IN ACCORDANCE WITH SITE GRADING PLAN. pivot ` REMOVE RIDGES AND FILL DEPRESSIONS,AS REQUIRED TO MEET FINISH GRADES.PLACE 3"OF SHREDDED BARK MULCH OVER n o r t h ©� SUBGRADE SOIL TO ACHIEVE FINISH GRADE.FINISH GRADE RELATED TO ADJACENT SITE ELEMENTS SHALL BE: I I B.A. 1-INCH BELOW TOP OF ADJACENT PAVEMENT,VALVE BOX,VAULT,ETC. I B.B. 3-INCHES BELOW TOP OF CURB UNLESS NOTED OTHERWISE. I I C. ALL PLANTING BEDS SHALL HAVE A MINIMUM OF 18'OF TOPSOIL,SOD AREAS A MINIMUM OF 12"OF TOPSOIL.SPREAD,COMPACT I I AND FINE GRADE TOPSOIL TO A SMOOTH AND UNIFORM GRADE. w D. RE-USE EXISTING SURFACE TOPSOIL WHERE POSSIBLE.VERIFY SUITABILITY OF SURFACE SOIL TO PRODUCE TOPSOIL MEETING REQUIREMENTS AND AMEND WHEN NECESSARY.TOPSOIL SHALL BE A LOOSE,FRIABLE,SANDY LOAM,CLEAN AND FREE OF TOXIC (D I MATERIALS,NOXIOUS WEEDS,WEED SEEDS,ROCKS,GRASS OR OTHER FOREIGN MATERIAL AND A PH OF 5.5 TO 7.0. IF ON-SITE TOPSOIL DOES NOT MEET THESE MINIMUM STANDARDS,CONTRACTORS ARE RESPONSIBLE TO EITHER:A)PROVIDE APPROVED PIVOT NORTH ARCHITECTURE,PLLC. IMPORTED TOPSOIL,OR B.)IMPROVE ON-SITE TOPSOIL WITH METHODS APPROVED BY LANDSCAPE ARCHITECT.SUPPLEMENT WITH 1101 W.GROVE STREET MPORTED TOPSOIL WHEN QUANTITIES ARE INSUFFICIENT. CLEAN TOPSOIL OF ROOTS,PLANTS,SODS,STONES,CLAY LUMPS AND BOISE,ID 83702 OTHER EXTRANEOUS MATERIALS HARMFUL TO PLANT GROWTH. www.l)IVOtnorthdeSlgn.00m I E. IF IMPORTED TOPSOIL FROM OFF-SfTE SOURCES 15 REQUIRED,PROVIDE NEW TOPSOIL THAT 15 FERTILE,FRIABLE,NATURAL LOAM, El I SURFACE SOIL,REASONABLY FREE OF SUBSOIL,CLAY LUMPS,BRUSH,WEEDS AND OTHER LITTER,AND FREE OF ROOTS,STUMPS, I I I I STONES LARGER THAN 2INCHES IN ANY DIMENSION,AND OTHER EXTRANEOUS OR TOXIC MATTER HARMFUL TO PLANT GROWTH. STAMP: x\%l I I I I1/yy7 F. OBTAIN TOPSOIL FROM LOCAL SOURCES OR FROM AREAS HAVING SIMILAR SOIL CHARACTERISTICS TO THAT FOUND AT PROJECT `J�WN, tI^ze�'D'45rri SITE. OBTAIN TOPSOIL ONLY FROM NATURALLY,WELL-DRAINED SITES WHERE TOPSOIL OCCURS IN A DEPTH OF NOT LESS THAN 4 0 � � I I INCHES.3IIG. ALL LANDSCAPE AREAS SHALL BE WEED FREE AT THE TIME OF LANDSCAPE INSTALLATIONAEMOVE ALL ROOTS,WEEDS,ROCKS ANDFOREIGN MATERIAL ON THE SURFACE. zz _EG LA(2 H. NEW TREEPLANTING,SEE SHEET L1.50. CONTRACTOR SHALL STAKE ALL TREES DEEMED NECESSARY,LE.....FROM BEING BLOWN - I OVER,PLANTED WITH LOOSE ROOT BALL,ETC.CONTRACTOR'S OPTION. /'� 5 I I I I. NEW SHRUB PLANTING.SEE DETAIL 11.50. I ILIA Y\os r9nozz i J. ALL PLANT MATERIAL SHALL CONFORM TO THE AMERICAN NURSERYMAN STANDARDS FOR TYPE AND SIZE SHOWN.PLANTS WILL BE I REJECTED IF NOT IN A SOUND AND HEALTHY CONDITION. I K. ALL PLANT MATERIAL$HALL BE GUARANTEED FOR A PERIOD OF ONE YEAR BEGINNING AT THE DATE OF SUBSTANTIAL COMPLETION. —EG REPLACE ALL PLANT MATERIAL FOUND DEAD OR NOT IN A HEALTHY CONDITION IMMEDIATELY WITH THE SAME SIZE AND SPECIES AT 5 3)LM I NO COST TO THE OWNER. 3)GA I L. TREE PIT BACKFILL PLANTING MIX:BLEND TOPSOIL AND SOIL AMENDMENTS AND FERTILIZER FOR TREE PIT BACKFILL AT THE ��///-/`/���'q /(\'��/�� FOLLOWING RATES.BLEND AMENDMENTS THOROUGHLY WITH SOIL BACKFILL.TREE PITS SHALL BE 5'x5'x1.5'(37.5 CF/1.5 CY). RIC�.I V/ Z(rLl� BILLER L.A. APPLICATION RATES: J L.A.A. HUMIC ACID:25 LBS PER TREE PIT L.A.B. COMMERCIAL GRADE COMPOST-10 CUBIC FEET PER TREE PIT O 4 0 0 0 0 0 // /r////// /r r///// — 1 _— — L.A.C. PLANTING TABLET FERTILIZER-4 TABLETS PER TREE PIT / / JJJJJJ`c�J r r/ rrrrrrr / rrrrrr/// L.A.D. CALCIFIED DIATOMACEOUS EARTH-75 LBS PER TREE PIT _ M. SHRUB PIT BACKFILL PLANTING MIX:BLEND TOPSOIL AND SOIL AMENDMENTS AND FERTILIZER FOR SHRUB PIT BACKFILL AT THE ' / / // / ' / / /.� �' .®r FOLLOWING RATES.BLEND AMENDMENTS WITH THOROUGHLY WITH SOIL BACKFILL.SHRUB PITS$HALL BE 2.5N2.5k1'(6.25 CF/0.25 '/ ///Ti/// // rrr// //rrr /'i //rrr rrr/ EP' (. i 2)E (2 EM PF 3 r //rrr / // rrr//////rrrrr//_c..cr CY). _////rrr rrrrr//////.� ////� //i M.A. APPLICATION RATES: 5)G 2)PP PH(3 � M.A.A. HUMIC ACID:2 LBS PER SHRUB PIT �o 1 / rrr////rrrr // 3)L 1)Q 3 1 2 E} M.A.B. COMMERCIAL GRADE COMPOST-2 CUBIC FEET PER SHRUB PIT 0=N r rrrr///rrr / I (3)Etif 3)HP 1 2 1)LE LE 1 r GG r r r r r/rrrrrr / M.A.C. PLANTING TABLET FERTILIZER-2 TABLETS PER SHRUB PIT W Z 0 I 1 P /Y///rrrr//////r M.A.D. CALCIFIED DIATOMACEOUS EARTH-15 LBS PER SHRUB PIT �/a Bp ) 1 N. IMMEDIATELY CLEAN UP ANY TOPSOIL OR OTHER DEBRIS ON THE SITE CREATED FROM LANDSCAPE OPERATIONS AND DISPOSE OF =Q 1 2)P -CK(2 r rrrrr///////// r 2 PROPERLY OFF SITE. ~ACM 0. CONTRACTOR SHALL SUBMIT MATERIAL SAMPLES FOR LANDSCAPE BARK MULCH TO LANDSCAPE ARCHITECT FOR APPROVAL PRIOR PIN(2 'r r v 1)MS TO PROCUREMENT.LANDSCAPE BOULDERS,PHOTO SUBMITTAL IS ADEQUATE.FOR ROCK MULCH,SUBMIT 1 GALLON BAG SAMPLE O TO OWNER. `�1 �\, Sheet Notes: zh�l�� / IQw/rrrr •- - 1. COORDINATE WITH TWIN FALLS PARKS AND RECREATION FOR MAINTENANCE SPECIFICATIONS. i = 3)CK r ° ( �f - CONTACT TODD ANDERSEN 3 RE r 1 I 208-736-2277 2)CA I ° tanderson@tlid.org O 111. 3)HP � u€I� 3 LM C./� e ) 3 3 2. SEE SHEET L1.50 FOR DETAILS. ° ?)bM Keynotes: Z/TO NUMB RED NOTES BELOW. - _1 2)�P CD ..:I: O f'2 / :� PROPOSED 4)SS O - 1. 40 x401NTERSECTION CLEAR VISION TRIANGLE - E(2 PROPOSED C rrr //r r 1 Mp O .`,{ 2. 3 4 LANDSCAPE BERM MAX 33%SLOPE A / / BUILDING = //y/ L1 3. INSTALL RIP RAP IN THIS ARE OVER DRAINAGE GEOTEXTILE PER SPECIFICATION SECTION 31 20 00. - DC) 4. INFILTRATION SWALE.SEE DRAINAGE PLAN SHEET C4.10. S. REPAIR ANY EXISTING LANDSCAPE DISTURB D 0 EW CONDITIONS.MATCH EXISTING. = O O O / Q r// /rrr rr U) o ° o ' /%� ;t;', „ ° � �' ° Landscape Le end I Q I 0(2 MONTANE MIX O O 2"MIN.-4"MAX.ROUND 3-IN DEPTH, 170 O ` j /////rrrrrrrr/// f-/ 1 2 NATIVE BLEND SOD HP /rrrrrr///r r//,� ///r r / COBBLESTONE RIP RAP, SHREDDED BARK Q L T 2 CK By /•/ r �/ ///rrrr/////rrr / / O O DEPTH PER DRAINAGE MULCH z 0_ c� 1 LE ///rrrr////rrrr /// PLAN SHEET C4.10. O //rrrrrr//rrrrr / / / // C I(1 4� g 2 P /rrrrrrrrrrrrrrr 1)NIS _ rrrrrrrrrrrrrrrr(rr rr.gt r�;.qt a P O I �� - 1)PN rrrrrrrrrrrrrrrrxr�r rr JrTrl BASALT BOULDERS 12"MIN DEPTH OF FILTER C� r/rrrrrrrrrrrrrrlry rr r p 4'-6"MAX.ROUND SAND,SEE DRAINAGE PLAN z Z qqqq Vq 3-4'(HT)x2-3' Q //rrrrrrrr/rrrrr/yr1r/�/G.1 �p0 COBBLESTONE RIP RAP, ❑ 1 _ k rrrrrrrrrrrrrrrr /Yy r r r r IFr,,l1 (DIAMETER) 12"DEPTH ❑ INFORMATION. MORE N F- _ ///rrrrr////rrrr// rr��rrrr/ _ - = Lu /rrrrrrrrrrrrrrrr/rArr rr 0 rrrrrrrrrrrrrrrr jjrr / _ yr cc S — rr////////r/////6�/ // �/� 4-IN DEPTH,3/4-IN BASE O Q //////rrrr///////// / /// COURSE PER SPECIFICATION EL //rrrrrr///rrrrr / �/ SECTION 312000. - C3/ ��,,,,rr L .5 rrrr /// r/ //////////////rr/r//C/) /r r // J v~i I II 'db L EM(2 ///X✓r �� s rrrrrr// ///rrrr a/iiiii///iiiii/// rrrr/ / J O ( _rY/ d- 40�❑ rrrr r r r� .vrrrrrrrrrrrrrrrrr rrrr / PK / PH(3 rr'r Jam- 3 "" 0 /r// A r ///r/r rrrrrrrrrrrrrr r rr rr ) O r�7 �� V rrrr/ r/)�irrrr 2)PN ////rrrrrrr//r�I/y/rr rrr PLANT SCHEDULE I� Z L // / / rrrrr/// rrr/ 3)JB rrr// - �' /rrr/// // / rrr/rrrrrr//��/ ///r rrr/ DECIDUOUS TREES BOTANICAL/COMMON NAME SIZE CONTAINER cu z rn 11 I Q rrrrrrr r0/ //rrr •� Q 3)GA "r� ^ 'nvnvn�5nnG `( r r /////r r/// / rrr // r r// CA CERCIS CANADENSIS'APPALACHIAN RED'/APPALACHIAN RED EASTERN REDBUD 2"CAL. B&B O . 2)HP 'C1J 'QJ'C�J'C1J`C�J'OJ'OJ'OJ /////rrr///Z/ r r // L ry LE LIRIODENDRON TULIPIFERA'JFS-Ol TM/EMERALD CITY TULIP POPLAR 2"CAL. B&B d .x, / YY��JJ ` J`c�J`cJJ4J `'�w7`�J rrrrrrrrrrr.Ji rr rr rrrrr 2 1 2 • 1)MS O O ^OHO n��6 C3 O O rrr/rrrrr r /� r r rrrr ME MAGNOLIA X'GENIE'/GENIE MAGNOLIA 2"CAL. B&B - /' 2)PIP 4 '0.JY�JYZJ � Wrr//rrrrr1r/ rr r rr 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O ////rrrrrr / r rrrr r / / 1)PC �J 4 Q Q Q Q Q Q //////rrr/// / rrrr/ / / OK OUERCUS ROBURX ALBA'JFS-KW1QX'TM/STREETS PIREOAK '2"6AL B&B Revisions: /F//////// (3)RG 'QJ 'W 'O.J JY�J'CtJ / /////rrr/ 4/ r1/rrr r�r// )OK EVERGREEN TREES BOTANICAL/COMMON NAME SIZE CONTAINER ,: ••• / 2)CA O O O O O O O O O O O O O O ////////// / /////r�/ / 1 CITY COMMENTS 4/11/2022&5/19/2022 / 2)CK / /t/ LE PF PINUS FLEXILIS'VANDERWOLPS PYRAMID'/VANDERWOLPS PYRAMID LIMBER PINE 6'HT. B&B 2 ADDENDUM 2 5/19/2022 •PK('1 / ./ 3)EM " //////rrr.Ll/ rrrr / 1,PE p ••CK(1, : r / r 3)HP ////r////1/�.T/ / PG PICEA PUNGENS'GLAUCA'/BLUE COLORADO SPRUCE 6'HT. B&B 9 //rrr////r/r/r - `` 2)PP r/////rrrrr // // r/// PK PINUS KORAIENSIS/KOREAN PINE 6'HT. B&B 1)QK A® r/ D '• :•' / / /// a 2)CH i // SHRUBS BOTANICAL/COMMON NAME SIZE CONTAINER / / // / // 1)CK /(r/ r�// / (3)PF F9////rrr//////r////\1(�/n(/ //// //// CH CORNUS ALBA'BAILHALO'TM/IVORY HALO DOGWOOD 5 GAL. 77/✓.E EP Pp, E➢ /r r/////////////////////k/ 7X/11 CK CALAMAGROSTIS X ACUTIFLORA'KARL FOERSTER-/FEATHER REED GRASS 1 GAL. :•:1:' rrr /// �r/ //rrrrr/// rrrrr////rrrr // /rrrrr/// ry rrr//rrrrrr///rrrrr////rrrr////err/r7////irr// CM COREOPSIS VERTICILLATA'MOONBEAM/MOONBEAM THICKLEAF TICKSEED 1GAL. � EM EUONYMUS FORTUNEI'MOONSHADOW'TM/MOONSHADOW EUONYMUS 2GAL. GA GAILLARDIA X GRANDIFLORA'ARIZONA SUN'/BLANKETFLOWER 1GAL 4 HB2 HELICTOTRICHON SEMPERVIRENS'BLUE OATS'/BLUE OAT GRASS 1GAL, Project No: 20.042 I I HP HEMEROCALLIS X'PARDON ME'/PARDON ME DAYLILY 1 GAL,I I I Data: 0311412022 I I JB JUNIPERUS SCOPULORUM'BLUE ARROW'/BLUE ARROW JUNIPER 5 GAL. I I LM LAVANDULA ANGUSTIFOLIA'MUNSTEAD'/MUNSTEAD ENGLISH LAVENDER 1GAL, Checked By: ECIBS v I I I MP MISCANTHUS SINENSIS'PURPURESCENS'/FLAME GRASS 1 GAL. _ ® I I I I Drawn By: CRIJL © I I PH PANICUM VIRGATUM'HEAVY METAL'/BLUE SWITCH GRASS 1 GAL. PN PHYSOCARPUS OPULIFOLIUS'SUMMER WINE-/SUMMER WINE NINEBARK 5 GAL. 3 I I I PP PINUS MUGO VAR.'PUMILIO'/MUGO PINE 3 GAL. Sheet Name, I a I I RG RHUS AROMATICA'GRO-LOW'/GRO-LOW FRAGRANT SUMAC 2 GAL, I I SS SCHIZACHYRIUM SCOPARIUM-THE BLUES'/THE BLUES LITTLE BLUESTEM 1 GAL, LANDSCAPE PLAN I I IIII I IIII � I IIII I I I IIII CITY APPROVED PLANS a I III I e I IIII IIII Reviewed for Code Compliance PLANS MUST BE ON JOB SITE L~u E i i in FOR ALL INSPECTIONS 1 0 I I � I IIII I I IIII m III Sheet No: I IIII I � I IIII L1 .00 L NDSCAPE PLAN III E s 0 20' 40' g Horizontal Scale:1"=20' �b Page 28 of 94 1 2 3 4 5 6 NOTES: 1. THE STAKING OF TREES IS TO BE THE CONTRACTOR'S OPTION;HOWEVER,THE CONTRACTOR IS pivot ' '`v,O 4 � RESPONSIBLE TO INSURE THAT ALL TREES ARE PLANTED STRAIGHT AND THAT THEY REMAIN REMOVE DEAD/DAMAGED BRANCHES AND PRUNE TO ` STRAIGHT FOR A MINIMUM OF 1 YEAR.ALL STAKING SHALL BE REMOVED AT THE END OF THE ONE INTERNATIONAL SOCIETY OF ARBORICULTURE STANDARDS; YEAR WARRANTY PERIOD. IMPROPERLY PRUNED TREES(AS DETERMINED BY THE north 2. IN THE EVENT OF A QUESTION OR LACK OF CLARITY ON THE DRAWINGS,THE CONTRACTOR IS TO LANDSCAPE ARCHITECT)SHALL BE REMOVED AND REPLACED. NOTIFY THE LANDSCAPE ARCHITECT BEFORE PROCEEDING. ARCHITECTURE 3. LANDSCAPE CONTRACTOR IS TO NOTIFY THE LANDSCAPE ARCHITECT AND OWNER PRIOR TO INSTALLATION OF PLANT MATERIAL. PREVAILING WIND DIRECTION 4. WRAP RUBBER CINCH TIES AROUND THE TREE TRUNKS AND STAKES USING EITHER THE - STANDARD OR FIGURE EIGHT TYING METHOD.SECURE THE TIES TO THE STAKES WITH TREE WRAP TRUNK PROTECTION, GALVANIZED NAILS TO PREVENT SLIPPAGE. 5. WATER TREE TWICE WITHIN THE FIRST 24 HOURS. REMOVE AFTER INSTALLATION PIVOT NORTH ARCHITECTURE,PLLC. A 6. IN THE EVENT HARDPAN SOILS PREVENT TREE PLANTING AS DETAILED,NOTIFY THE LANDSCAPE RUBBER CINCH TIE 1101 W.GROVE STREET ARCHITECT IMMEDIATELY. BOISE,ID 83702 2'z 2"x 8'CEDAR STAKE-DO NOT PENETRATE FOOTBALL. ROOT PROBE SEE NOTE 1.SET STAKES PARALLEL TO PREVAILING WIND. WWW.PIVOtnorthdesign.COm SOIL LINE STAMP: \\\P,SE of n xxi MULCH LAYER,KEEP MULCH 3"AWAY FROM J oT�A'4'6 i TRUNK -'ap UTILIZE SOIL/ROOT PROBE AROUND TRUNK U� (APPROX.3-4" BACKFILL WITH SOIL PLANTING MIX.SEE AWAY FROM TRUNK)TO LOCATE 3" SPECIFICATIONS FOR ADDITIONAL INFORMATION `d LA-1 95 . 4 \ HIGHEST ROOTS.HIGHEST ROOTS SHOULD BE P POSITIONED AT OR SLIGHTLY ABOVE GRADE LEVEL. a ,.�� FINISH GRADE ��x/'HNDSCA4�\\\\ REMOVE BURLAP,TWINE,AND WIRE BASKET FROM TOPzyit l 111\\\ 03/11/2022 Yz OF FOOTBALL,REMOVE ALL NAILS,TIES,AND PLASTIC COMMERCIAL SLOW RELEASE FERTILIZER TABLETS FROM FOOTBALL.IF SYNTHETIC BURLAP IS UTILIZED TO WRAP THE FOOTBALL,IT SHALL BE COMPLETELY REMOVED.ONLY BIODEGRADEABLE BURLAP SHALL BE RICFC2YgusmILLER LEFT ON THE BOTTOM OF THE FOOTBALL. �� SET FOOTBALL ON NATIVE UNDISTURBED SUBSOIL 2x FOOTBALL DIAMETER 1 Deciduous Tree Planting 3x FOOTBALL DIAMETER Scale:NITS NOTES: 1. THE STAKING OF TREES IS TO BE THE CONTRACTOR'S OPTION;HOWEVER,THE CONTRACTOR IS REMOVE DEAD/DAMAGED BRANCHES AND PRUNE TO " RESPONSIBLE TO INSURE THAT ALL TREES ARE PLANTED STRAIGHT AND THAT THEY REMAIN INTERNATIONAL SOCIETY OF ARBORICULTURE STANDARDS; 10= STRAIGHT FOR A MINIMUM OF 1 YEAR.ALL STAKING SHALL BE REMOVED AT THE END OF THE ONE YEAR WARRANTY PERIOD. IMPROPERLY PRUNED TREES(AS DETERMINED BY THE W Z O z 2. IN THE EVENT OF A QUESTION OR LACK OF CLARITY ON THE DRAWINGS,THE CONTRACTOR IS TO LANDSCAPE ARCHITECT)SHALL BE REMOVED AND REPLACED. B NOTIFY THE LANDSCAPE ARCHITECT BEFORE PROCEEDING. a C.'r 3 NSTALLAP ON OF CONTRACTOR ACPLANTOR IS TO NOTIFY THE LANDSCAPE ARCHITECT AND OWNER PRIOR TO o• ��/� 4. WRAP RUBBER CINCH TIES AROUND THE TREE TRUNKS AND STAKES USING EITHER THE STANDARD OR PREVAILING WIND DIRECTION FIGURE EIGHT TYING METHOD.SECURE THE TIES TO THE STAKES WITH GALVANIZED NAILS TO PREVENT SLIPPAGE. 5. WATER TREE TWICE WITHIN THE FIRST 24 HOURS. • RUBBER CINCH TIE 6. IN THE EVENT HARDPAN SOILS PREVENT TREE PLANTING AS DETAILED,NOTIFY THE LANDSCAPE " C� ARCHITECT IMMEDIATELY. •;g 2'z 2"x B'CEDAR STAKE-DO NOT PENETRATE FOOTBALL. ROOT PROBE SEE NOTE 1.SET STAKES PARALLEL TO PREVAILING WIND. SOIL LINE � � o MULCH LAYER,KEEP MULCH 3"AWAY FROM TRUNK - � I UTILIZE SOIL/ROOT PROBE AROUND TRUNK — (APPROX.3-4"AWAY FROM TRUNK)TO LOCATE BACKFILL WITH SOIL PLANTING MIX.SEE HIGHEST ROOTS.HIGHEST ROOTS SHOULD BE 3' SPECIFICATIONS FOR ADDITIONAL INFORMATION. POSITIONED AT OR SLIGHTLY ABOVE GRADE LEVEL. \\ �� FINISH GRADE REMOVE BURLAP,TWINE,AND WIRE BASKET FROM TOP Yz OF FOOTBALL,REMOVE ALL NAILS,TIES,AND PLASTIC \ / COMMERCIAL SLOW RELEASE FERTILIZER TABLETS FROM FOOTBALL.IF SYNTHETIC BURLAP 15 UTILIZED TO WRAP THE FOOTBALL,IT SHALL BE COMPLETELY REMOVED.ONLY BIODEGRADEABLE BURLAP SHALL BE / LEFT ON THE BOTTOM OF THE FOOTBALL. /�� �� SET FOOTBALL ON NATIVE UNDISTURBED SUBSOIL 2z FOOTBALL DIAMETER Coniferous Tree Planting 3xR00TBALLDIAMETER M O 7 2 Scale.NTS z 0 C J I— LL < Z _ LLI D O ILL w V) H J z J z Q O WATER RETENTION TURF MULCH AT '' - MULCH LAYER BASIN B PLANTER BEDS +' LL Z V 7 Q FINISH \ i\�j�\\% '��/ OL TOPSOIL CUT EDGE COMMERCIAL �� �� //�� //�� �� BACKFILL WITH SOIL PLANTING Revisions:0 FERTILIZER TABLETS // // MIX.SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION. �a D 3 Shrub Planting 4 Planter Edge Cut Edge Scale:NITS Scale:NTS Project No: 20-042 - Date: 0311412022 Checked By: EC1BS Drawn By: CR1JL Sheet Name: LANDSCAPE DETAILS CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE L LJ E FOR ALL INSPECTIONS cn 0 m Sheet No: s � L1 .50 in _k fib. Page 29 of 94 1 2 3 4 5 6 Sheet Notes: I 1. COORDINATE WITH TWIN FALLS PARKS AND RECREATION FOR MAINTENANCE SPECIFICATIONS. CONTACT:TODD 6-2277 EN pivot 206-736-2277 I I tandemon@0id.org I I 2. THE IRRIGATION CONTRACTOR SHALL NOTIFY THE TWIN FALLS PARKS&RECREATION DEPARTMENT BEFORE STARTING THE n o r t h I I PROJECT.A SITE AND INSTALLATION OVERVIEW BETWEEN CONTRACTOR AND OWNER/OWNER'S REPRESENTATIVE SHALL BE I CONDUCTED. 3. SEE SHEET L2.50 FOR DETAILS AND IRRIGATION SYSTEM NOTES. # CALLOUT NUMBERS COORDINATED Keynotes: TO NUMBERED NOTES BELOW. OD ' 1. FIELD LOCATE EXISTING 4-IN PRESSURE IRRIGATION MAINLINE AT THIS LOCATION.TAP AND CONNECT WATER TIGHT ONTO PIVOT NORTH ARCHITECTURE,PLLC. Q o 1101 W.GROVE STREET BOISE,ID 83702 www.pivotnorthdesign.00m I I 4. CUT AND CAP IRRIGATION LATERAL AT THIS LOCATION.INSTALL A QUARTER CIRCLE HEAD NORTH OF PROPERTY LINE THAT SPRAYS ONTO EXISTING IRRIGATION RETAINED(KEYNOTE 3).RELOCATE/RE-NOZZLE HEADS AS REQUIRED TO ENSURE HEAD El I TO HEAD COVERAGE AND THAT NO SPRAY HITS HARDSCAPE.ANY DISTURBANCES E SHALL BE REPAIRED TO NEW STAMP: CONDITIONS.EQUIPMENT SHALL MATCH EXISTING RIGHT-OF-WAY IRRIGATION SYSTEM. El r--1 3 -EG-{ ' I,A-1 795 c I I I I //�7jyII Pyv\�\ 4 IRRIGATION SCHEDULE nenarzo2s -EG v 4 I 3 SYMBOL MANUFACTURERVMODEL/DESCRIPTION PSI DETAIL ' RAIN BIRD 1806-SAM-PRS ADJ 30 6/L2.50 TURF SPRAY Go"POP-UP SPRINKLER WITH CO-MOLDED WIPER SEAL.1/2" I 45 e480 NPT FEMALE THREADED INLET.WITH SEAL-A-MATIC CHECK VALVE. 'RIcEfV/gusmILLER 12 15 18 PRESSURE REGULATING. ..// SYMBOL MANUFACTURER/MODEUDESCRIPTION DETAIL RAIN BIRD XCZ-100-PRB-R 8/1-2.50 - �P-�P-- �- WIDE FLOW DRIP CONTROL KIT FOR COMMERCIAL APPLICATIONS.PURPLE I O "EPA-Ep- - CAP DESIGNATES FOR RECLAIMED WATER,NON-POTABLE USE.1"PESBR -' - O O ® Er VALVE AND 1"PRESSURE REGULATING 40PSI BASKET FILTER.0.3GPM TO 20GPM. /// I AREA TO RECEIVE DRIPLINE 9/L2.50 I 1 40.3 2 4.94 3 4.24 4 5.98 5 6.61 i i 6 3,g2 I NETAFIM TLCV-06-18 o V. V. V. \ I TECHLINE PRESSURE COMPENSATING LANDSCAPE DRIPLINE WITH CHECK I 1 I VALVE.0.6 GPH EMITTERS AT 18"O.C.DRIPLINE LATERALS SPACED AT 18" W Z O -------i x a , I � 7Yz• � I APART,WITH EMITTERS OFFSET FOR TRIANGULAR PATTERN.17MM. I I I SYMBOL MANUFACTURER/MODEUDESCRIPTION DETAIL I ) 2 - - - - - + � I i RAIN BIRD PESBR-PRS-D 7/L2.50 - - - - - ' ///---- \ I I 1",1-1/2",AND 2"DURABLE CHLORINE-RESISTANT VALVES FOR RECLAIMED ° Y Y. �. / / \ \ I I WATER APPLICATIONS.WITH SCRUBBER MECHANISM TECHNOLOGY, 1, ° ° ��� / / 1 I I I I PURPLE FLOW CONTROL HANDLE,AND PRESSURE REGULATOR MODULE. 1Y Z. - " / I I L- I RAIN BIRD 44-RC 5/12.50 ' / ------ 1"BRASS QUICK-COUPLING VALVE,WITH CORROSION-RESISTANT ��•,',• I I 1Y• - _ __ _ // I I I I I I 0 STAINLESS STEEL SPRING,THERMOPLASTIC RUBBER COVER,AND 2-PIECE _ 1y„ 1Yn' I BODY. _ i l // I I I I i SHUT OFF VALVE 3/12.50 O DRAIN VALVE 4/12.50 CD C/D _ E Lo I POINT OF CONNECTION AT EXISTING 4-IN PIRR LINE POINT OF CONNECTION AT EXISTING 4-IN PIRR LINE(SOUTH HILLS PUMP PIRR SYSTEM) PROPOSED uN I I I I I IRRIGATION LATERAL LINE:PVC SCHEDULE 40 1/1-2.50 I I I PVC SCH.40 PIPE SHALL BE USED WITH SOLVENT WELD SCH.40 FITTINGS 3 II I I I BUILDING 0 I I I I I FROM 1/2"-2-1/2"PIPE SIZES.ALL PIPE 3"AND ABOVE SHALL BE CLASS CD ,I I I I I I I I 200 WITH DUCTILE JOINT RESTRAIN FITTINGS BY LEEMCO. z I j1 I I I I I I I IRRIGATION MAINLINE:PVC SCHEDULE 40 1/12.50 uPVC SCH.40 PIPE C _ I I I I '= I\ (\ I - SHALL FITTINGS FROM 1/2"-2-1/2"PIPE SIZES.ALL PIPE 3"A D ABOVE SHALL BE CLASS Q I I I I I � ,� \\-------- / r• ; 9.83 200 WITH DUCTILE JOINT RESTRAIN FITTINGS BY LEEMCO. 7 L-J I - �. PIPE SLEEVE:PVC CLASS S 21 2/L2.50 PIPE SLEEVE SHALL BE TWICE THE SIZE OF DESIGNED PIPE DIAMETER FOR MAINLINE AND 4"FOR LATERAL LINES.INSTALL ADDITIONAL 2"SLEEVE AT 0 ALL MAINLINE SLEEVES FOR CONTROL WIRES OR WHERE CONTROL WIRE m = LEAVES MAINLINE ROUTE. 7 0 u u L o V - i VaM CeVal Number O J C Q CD J = I # Ir Valor Floes � Q O 7, 7I $ i i ® # Valve Size Q >z ---------------- ----J _ = I F O LLB D w - - IZ 0 N F- S LU m -- - I L _ �� - O �' ILL w ay 3 ---------------- C10 , I m IL I J q I I L I L D I I / J 0 W T0 � a I + Q II 3;. ----- _ r 0 L Y 00 I i I / - - z < A `A-A ° y4. / ------------------------- I 1, l \ ` II I \ 1 I I W I If Revisions:0 I \ MEN 4/11/2022 &5/19/2022 - - ---J 2ADDSNDUM 2 5/19/2022 3 /1/2022E I D 1, � '' FA I '1Y4 EP/ �e A-A-A-�A I CITY APPROVED PLANS �„ _ / / Reviewed for Code Compliance a I I T > PLANS MUST BE ON JOB SITE 1� 40.5 9 5.21 8 8.42 I Project No: 20.042 - 1Y" �" ,° I I FOR ALL INSPECTIONS Data: 0311412022 IIII I I> I Checked By: EC1BS o ® I I IIII I Wiring General Notes ___________-J I-_ J IIII I 1. ANY UTILITY,LANDSCAPE,IRRIGATION OR HARDSCAPE DISTURBED SHALL BE -____________________ A Drawn By: CR1JL I I I I I I REPAIRED TO NEW CONDITIONS. ' 2. ROUTING OF IRRIGATION TWO-WIRE SHALL RUN PARALLEL TO THE EXISTING 4-IN I I I I I PRESSURE IRRIGATION MAINLINE OF THE SOUTH HILLS PRESSURE IRRIGATION MAIN y Sheet Name I I I I I I I LINE AND WITHIN THE WATER MAIN EASEMENT SYSTEM AS SHOWN. < IIII i II I i Wiring Legend IRRIGATION PLAN I IIII I I I IIII I I I I I I I I BASELINE 3200 CONTROLLER,14-GAUGE CONTROLLER WIRE I>I -A PATH'A'.COIL 36"OF EXTRA WIRE IN EVERY VALVE BOX.COLOR: < I IIII I YELLOW I IIII _ I i # --- A A A Wiring Keynotes '��I I I i iiii , - - =T _ a I 3 I I I I 1. FIELD LOCATE EXISTING BASELINE 3200 CONTROLLER IN THE PIPE CHASE OF THE RESTROOM BUILDING OF VISTA BONITA PARK.CONNECT AND EXTEND 2-WIRE PATH AT CONTROLLER AND EXTEND PER PLANS. 2. BORE EXISTING ASPHALT AND INSTALL A 2"CLASS 200 PVC SLEEVE FOR WIRE. I I I I 3. TERMINATE 2-WIRE PATH AT THIS LOCATION.COIL 60"OF EXTRA WIRE IN A 10-IN L u I I I I I I ROUND VALVE BOX.MARK LOCATION ON AS-BUILT DRAWINGS. Ln E IRRIGATION WIRE PLAN ° 160, 0 I I IIII I I m I III Horizontal scale:V=80, Sheet N o: g I � I IIII I I I I IIII I I a W I I IIII L2.00 IRRIGATION PLAN 20' r Horizontal Scale:1"=20' it Page 30 of 94 1 2 3 4 5 6 FINISH GRADE AT TOP OF TRENCH SHALL MATCH Irrigation Notes: O4 SURROUNDING FINISH GRADE A. SYSTEM DESIGN BASED ON THE ASSUMPTION OF THE AVAILABILITY OF 47 G.P.M. pivot AND 45 P.S.I.AT THE SOURCE. B. CONTRACTOR TO VERIFY LOCATION OF ALL UTILITIES PRIOR TO INITIATION OF ANY n o(t h FINISH GRADE DEMOLITION OR CONSTRUCTION OPERATIONS ANY DAMAGE TO EXISTING PAINTED 2"x 4"STAKE j\�/j\ \ � UTILITIES SHALL BE CONTRACTORS RESPONSIBILITY. "EXTENDED 24"ABOVE GRADE /\/\\ 10 ROUND VALVE BOX \\\� C. COORDINATE ALL IRRIGATION INSTALLATION OPERATIONS WITH CIVIL, �\\ MECHANICAL,AND ELECTRICAL ENGINEERING SHEETS PAVING BRICK(1 OF 3) D. SLEEVE UNDER COORDINATE INSTALLATION C IRRIGATION CONTRACTORS. CONDUIT AND SLEEVES UNDER HARD SURFACES WITH RESPECTIVE CONTRACTORS. E. ALL SLEEVES TO BE INSTALLED AS PART OF IRRIGATION CONTRACT. �\\�\ �� \\\�/ "gZpoaFo y �\\\�i\ j\ O APPROXIMATE LOCATION OF SLEEVES ARE SHOWN ON THE IRRIGATION PLAN. PIVOT NORTH 0 W.GROVE STREET PLLG A \�\\\m' �\ p� \�\\\ \\\� �\�\�/� \��\/ / FIELD VERIFY LOCATION.ALL ENDS OF SLEEVES TO BE TAPED OR CAPPED AND \\ ,\vl//\ \�\ r/ 12 AWG TRACER WIRE\\ /' � \\• �/ 24"COVER/ %\\�\ 6"ADS LENGTH AS REQUIRED MARKED WITH A 2"X 4"PAINTED STAKE EXTENDING TO 24"ABOVE GRADE. BOISE,ID 83702 S(OLID BARE COPPER)'� \\\/\�\j \j M.N./ \���/• //\/ STAKES ARE NOT TO BE REMOVED UNTIL THE IRRIGATION SYSTEM IS COMPLETE. WWW.IVOtnorthdesl n COm j\j \\j\/\� MIN.18" r \// LEEMCO SS GATE VALVE WITH CROSS TOP ALL SLEEVES SHALL EXTEND A MINIMUM OF 18"BEYOND BACK OF CURB OR EDGE P 9 EXTENSION .\ \� (LGT11 SS304X).SIZE THE SAME AS THE OF PAVEMENT.PROVIDE COMPACTED BACKFILL. \ p i SAND OR ROCK FREE SOIL /\ / MAINLINE IN WHICH IT IS INSTALLED. F. CONTRACTOR TO OBTAIN AND PAY FOR ALL PERMITS AND FEES REQUIRED FOR STAMP: \ a � :gyp, �..4 i\\/ \III I1/ - \\\� AROUNU ALL PIPE \/ \/\ \/ /\/\ PVC MAINLINE gtN 888cccnrrr4,y \�\\� G. IRRIGATION CONTROLLER IS EXISTING AND IS SHOWN ON PLAN. IRRIGATION _ 3 CONTRACTOR TO PROVIDE ALL REQUIRED CONNECTIONS TO 24 VOLT IRRIGATION PVC LATERAL OR .• ONTROL WIRE INSIDE THE BUILDING$THROUGH APPROPRIATE IZEU CONDUIT. S - �� MAINLINE PERFORMANCE OF A POP-UP SPRINKLER ARE TO BE REPLACED WITH A 12"HIGH LA-1 795 - �\\\�j\\\�\ \\�\ \ �://� \�j��j��jX�j��j��j��jX/ POP-UP SPRINKLER. TAPE AND BUNDLE CONTROL � /\\ PVC SLEEVE TWICE THE SIZE \/\/\\ ��� ����� I. ALL ELECTRICAL WORK TO MEET OR EXCEED N.E.C.,STATE CODES,LOCAL CODES, 11Y\NN WIRE AT 1Y-O'O.C.INTERVALS, � \�\%\\j\� OF IRRIGATION LATERAL /�\\/�\\/�\\/�\\/�\\/�\\/�\\/ \\�\� �\ BRASS UNION Obn3rzoz2 - \\\ \\ / \/ \ //\ AND MANUFACTURER'S RECOMMENDATIONS. PLACE TO SIDE OF MAINLINE J. CONTRACTOR SHALL REMOVE AND DISPOSE OF ALL ROCK AND DEBRIS BROUGHT CONTROL WIRE SLEEVE.WIRE SHALL \\ j\\/\\\ TO THE SURFACE AS A RESULT OF TRENCHING OPERATIONS. NOT BE RAN IN SAME SLEEVE AS ��i\�%\\��\ \\'`�\\�\ K. CONTRACTOR SHALL REFER TO SPECIFICATIONS AND DETAIL DRAWINGS FOR \\\/ IRRIGATION PIPING. ADDITIONAL REQUIREMENTS. �-//-/].�q A/ \�,�/A, L. INSTALLATION SHALL COMPLY WITH ALL NATIONAL,STATE,AND LOCAL LAWS RI�r//��' �JVW.t.ILLER AND ORDINANCES. �■ �✓y V,lJ`J(/[/l7 M. IRRIGATION CONTRACTOR SHALL PROVIDE AN AS-BUILT IRRIGATION PLAN UPON 1 TRENCH SECTION 2 SLEEVING SECTION 3 ISOLATION VALVE COMPLETION OF INSTALLATION AND PRIOR TO FINAL PAYMENT. SCALE: NTS SCALE: NTS SCALE: NTS N. THE ENTIRE SYSTEM SHALL BE GUARANTEED TO BE COMPLETE AND PERFECT IN EVERY DETAIL FOR A PERIOD OF ONE YEAR FROM THE DATE OF ITS ACCEPTANCE; REPAIR OR REPLACEMENT OF ANY DEFECTS OCCURRING WITHIN THAT YEAR SHALL BE FREE OF EXPENSE TO THE OWNER. 0. AS PART OF THIS CONTRACT,PERFORM AT NO EXTRA COST WINTERIZATION AND FINISH GRADE SPRING START UP OF THE SYSTEM DURING THE GUARANTEE PERIOD. _ \�\ \\j\\, 10"ROUND VALVE BOX P. ALL MATERIALS SHALL BE NEW AND WITHOUT FLAWS OR DEFECTS OF THE o 10"ROUND VALVE BOX //" QUALITY AND PERFORMANCE SPECIFIED,AND SHALL MEET THE REQUIREMENTS / \\�N OF THIS SYSTEM.USE MATERIALS AS SPECIFIED,NO SUBSTITUTION$SHALL BE (3)PAVING BRICK 0=N Y/\ \/\ QUICK COUPLER VALVE PERMITTED WITHOUT PRIOR WRITTEN PERMISSION OF THE OWNER. W Z O z /\\ \ WITH COVER Q. IRRIGATION CONTRACTOR SHALL MAKE NECESSARY MINOR FIELD ADJUSTMENTS =Q B2"MAX. TO SPRINKLER NOZZLE$,SPRINKLERS,PIPE,AND OTHER IRRIGATION EQUIPMENT r j\ BACK OF WALK LOCATIONS TO FIT THE AS-BUILT SITE.ADJUST HEAD AND PIPE LOCATIONS AS OR CURB REQUIRED TO AVOID DAMAGING EXISTING THEE ROOTS.ADJUSTMENTS SHALL 6"DIA.ADS LENGTH \\/\\\� ENSURE HEAD TO HEAD COVERAGE. 3' FINISH GRADE R. IRRIGATION PIPING LAYOUT IS SCHEMATIC.WHERE LINES ARE SHOWN BELOW AS REQUIRED //\\ MIN. FILTER FABRIC BARRIER // / PAVEMENT ADJACENT TO LANDSCAPE AREAS,THEY ARE TO BE LOCATED IN THE LEEMCO S$GATE /\ \ // FINISH GRADE LANDSCAPE AREA UNLESS SHOWN WITH A SLEEVE SYMBOL. VALVE WITH CROSS LASCO SNAPLOK STABILIZER \ //\\%\\ \%\\\ S. LOCATION OF EXISTING EQUIPMENT ARE SCHEMATIC IN NATURE.FIELD VERIFY /�•,',• TOP(LGT11 SS304X) j� \ D D D D D INSTALL 1/4"ABOVE GRADE / \\ \/ \//, ALL BASE AND EXISTING IRRIGATION ELEMENTS AND CONDITIONS PRIOR TO 6"DEEP PEA GRAVEL \\ \\ \\\\ SCH.40 ELL TT y \ ut i/� o/\ // CONSTRUCTION AND PROVIDE NECESSARY ADJUSTMENTS. - \ / D D D u \� // POP-UP SPRAY HEAD T. IN THE EVENT OF A DISCREPANCY,IMMEDIATELY NOTIFY THE LANDSCAPE (2)4"LONG PVC \ //\ ARCHITECT. SCH.80 NIPPLE \\ / MARLEX STREET ELBOW U. CONTRACTOR SHALL SCHEDULE A MEETING WITH LANDSCAPE ARCHITECT AND SCH.40 PVC TEE - ➢ / \\ REBAR THROUGH SNAPLOK 90'ELBOW SPIRAL /. i / OWNERS REPRESENTATIVE PRIOR TO INSTALLATION OF IRRIGATION CONTROL DRAIN ROCK-,C.F. p \\\ (SST) \\\ \\�// \\�\ $CH.80 NIPPLE BARB FITTINGS LINEAR LOW DENSITY POLYETHYLENE SYSTEM TO DETERMINE PROCEDURES OF INSTALLATION OF IRRIGATION CONTROL MIN. \\/ \\�! 12"LONG PVC SCH. /\ // /\ /\/\ SWING PIPE(24"LONG MAX.) SYSTEM. - ` 80 NIPPLE MAINLINE V. AREAS WHERE FULL CIRCLE HEADS ARE REQUIRED,NON-REVERSING CIRCLE GEOTEXTILE FABRIC, HEADS SHALL BE INSTALLED.PARTIAL CIRCLE HEADS WITH REVERSING — TOP AND ALL SIDES. \\ \ \�\� / \ \ \ 90'STREET ELLS ///\/x X. PIPE VELOCITIES OC TRES SHALL FOR NOT EXCEED 6FT/SEC.ROTATION. - \\ 90°STREET ELLS J \ / \/\ (LASCO SWING JOINT) / / SCH.40 TEE(SST)OR ELBOW(ST) Y. ALLAB OVE GROUND 120 VOLT AND 24 VOLT WIRE SHALL BE IN PVC CONDUIT. (LASCO SWING JOINT) \\ //\\ PVC LATERAL LINE � SCH.80 NIPPLE ALL 24 VOLT WIRES SHALL BE TAPED TOGETHER AT TEN FOOT IT 0'-0")INTERVALS. (LASCO SWING JOINT) Z. PROVIDE AND INSTALL GROUNDING ALONG THE TWO WIRE PATH PER SCH.40 FITTINGS MANUFACTURERS RECOMMENDATIONS. U. ALL 24 VOLT POWER WIRES SHALL BE#14 AWG COPPER. - 4 DRAIN VALVE 5 QUICK COUPLER VALVE s SPRAY HEAD SPRINKLER m o SCALE: NTS SCALE: NTS SCALE: NTS z Q 0 Drip Irrigation Notes: 11 C HEAVY DUTY VALVE BOX, CHRISTY VALVE ID TAG. HEAVY DUTY VALVE BOX,24"x 3M DBY-R SPLICE KIT WITH REMOTE CONTROL VALVE PER 20"x 13"MIN. DRIP ZONE VALVE KIT PER PLANS 13"MIN.INCREASE AS NEEDED TWIST-ON CONNECTORS,OR A. ALL PLANTER BEDS ARE TO BE IRRIGATED T DRIP IRRIGATION S INDICATED ON LL PLANS TO PROVIDE CLEARANCES APPROVED EQUAL. PLANS.THE CONTRACTOR IS RESPONSIBLE TO INSTALL THE DRIP SYSTEM AS PER F _ CHRISTY VALVE ID TAG. STATED IN NOTES BELOW. DRIP REMOTE CONTROL VALVE MANUFACTURERS RECOMMENDATIONS AND THE FOLLOWING REQUIREMENTS: < Z 6"MIN, FINISH GRADE _ A.A. EACH DRIP ZONE SHALL RECEIVE A DRIP ZONE CONTROL KIT WITH PRESSURE 12"MAX L 10 REGULATION AND 120 MESH(MIN.)STAINLESS STEEL FILTRATION SCREEN. FINISH GRADE SCH.80 UNION WITH SCH.80 SCH.40 — (n _ SCH.80 UNION WITH SCH.80 3M DBY-R SPLICE KIT NIPPLES BOTH SIDES. 6"MIN. FEMALE L2.50 A.B. ALL TUBING IS BE STAKED DOWN WITH 6"SOIL STAPLES AT RE INTERVALS D NIPPLES BOTH SIDES. WITH TWIST-ON MATCO BRASS ANGLE VALVE WITH 12"MAX. ADAPTER, (MIN.)ALL FITTINGS SHALL RECEIVES STAPES IN OPPOSING DIRECTIONS. W 0 CONNECT B. IF WEED BARRIER FABRIC I$USED IN LANDSCAPE BEDS,GRIP IRRIGATION SHALL BE � O MATCO BRASS ANGLE VALVE WITH 1e . CROSS WATER TIGHT I PVC SUPPLY HEADER FINISH GRADE(MULCH) INSTALLED UNDERNEATH FABRIC AND STAPLED AS INDICATED ABOVE. APPROVED EQUAL REMOTE CONTROL VALVE. w CROSS TOP.SIZE TO MATCH REMOTE TO SCH 80 C. ALL LATERAL LINES FROM VALVES TO HEADERS ARE TO BE BURIED AT DEPTH LL CONTROL VALVE. SCH.40 FEMALE SCH.80 NIPPLE.LENGTH AS NIPPLE.GLUE z INDICATED IN TRENCH SECTION DETAIL.SIZE AS NECESSARY. ¢ ti LATERA I 1 flOW SPACING PER PLAN FINISH GRADE(TOP SOIL) D. AFTER INSTALLATION OF THE IRRIGATION SYSTEM THE CONTRACTOR IS N ~ ADAPTER,CONNECT REQUIRED(TYP.). I I LATERAL _ = J �^ SCH.80 NIPPLE.LENGTH AS I I REQUIRED WATER TIGHT TO SCH I I WATER TIGHT I PERIMETER LATERALS - RESPONSIBLE TO PROVIDE THE OWNER WITH AS-BUILT DRAWINGS AND J z - FILTER FABRIC BARRIER ON SIDES 80 NIPPLE GLUE TO ADAPTER. 4"FROM EDGE INSTRUCTIONS FOR MAINTENANCE OF THE DRIP SYSTEM. O e . AND BOTTOM OF VALVE BOX. Q H FILTER FABRIC BARRIER ON SIDES _ LATERAL WATER (7 AND BOTTOM OF VALVE BOX. I TIGHT TO ADAPTER. I U ILL Z BRICK PAVERS Cl OF 4) � BRICK PAVERS(10F 4) Cu- MAINLINE I •� z 6"DEPTH PEA GRAVEL SUMP ��„ _ .. .}., .-� O _ 6"DEPTH PEA GRAVEL SUMP SCH.80 UNION WITH SCH.80 I `';`""s_4i 2 `,.+`•`u4 i N SCH.80 UNION WITH CONTROL WIRES.TAPE TO NIPPLES BOTH SIDES. l G` •"`9 ^?=" o CONTROL WIRE TAPE TO MAINLINE - � I '^ "N' . SCH.80 NIPPLES BOTH MAINLINE IN 10'INTERVALS. WIDTH PERPLAN .,°. . IN 10 INTERVALS. SIDES. NOTES: I - Revisions:0 NOTE: 1. ALL PVC FITTINGS SHALL BE SCH.40 UNLESS OTHERWISE NOTED. SECTION STAPLE ALL TEES, 1 ALL PVC FITTINGS SHALL BE SCH.80 UNLESS OTHERWISE NOTED. 2. VALVE ID TAGS SHALL MATCH VALVE NUMBER ASSIGNED TO VALVE ON PLANS,UNLESS APPROVED BY ARCHITECT.TAGS SHALL w ELLS,AND 2'O.C. PVC SUPPLY HEADER 1 CITY COMMENTS 4/11/2022&5/19/2022 2. VALVE ID TAGS SHALL MATCH VALVE NUMBER ASSIGNED TO VALVE ON PLANS,UNLESS APPROVED BY ARCHITECT.TAGS HAVE DIGITAL LETTERING/NUMBERINGDNLY. ��_ 11 2 ADDENDUM 2 5/19/2022 SHALL HAVE DIGITAL LETTERING/NUMBERING ONLY. 3. REFER TO TRENCH SECTION FOR MAINLINE AND LATERAL DEPTHS. 3 PR-01 6/13/2022 3. REFER TO TRENCH SECTION FOR MAINLINE AND LATERAL DEPTHS. 4. CENTER DRIP ZONE KIT ASSEMBLY IN VALVE BOX.ONLY ONE VALVE SHALL BE INSTALLED PER BOX A MINIMUM OF 3"CLEARANCE L2.50 4. CENTER REMOTE CONTROL VALVE ASSEMBLY IN VALVE BOX.ONLY ONE VALVE SHALL BE INSTALLED PER BOX.A MINIMUM SHALL BE PROVIDED ON ALL SIDES OF ANGLE VALVE AND DRIP ZONE KIT ASSEMBLY. NOTE: OF 3"CLEARANCE SHALL BE PROVIDED ON ALL SIDES OF ANGLE VALVE AND REMOTE CONTROL VALVE. 5. INSTALL SCH.80 REDUCER IMMEDIATELY DOWN STREAM OF REMOTE CONTROL VALVE AND NIPPLE TO ACHIEVE SPECIFIED PLAN VIEW 1. DRIP IRRIGATION SHALL BE PLACED UNDER 5. INSTALL SCH.80 REDUCER IMMEDIATELY DOWN STREAM OF REMOTE CONTROL VALVE AND NIPPLE TO ACHIEVE LATERAL SIZE ON PLANS. WEED BARRIER AND MULCH. D SPECIFIED LATERAL SIZE ON PLANS. 6. ALL DRIP ZONES SHALL HAVE A FILTER WITH STAINLESS STEEL SCREEN AT A 120 MESH(MIN.). REMOTE CONTROL VALVES (ANGLE VALVE) DRIPLINE REMOTE CONTROL VALVE (ANGLE VALVE) DRIPLINE LAYOUT 7 SCALE NTS SCALE NTS SCALE: NTS Project No: 20.042 - Data: 0311412022 FINISH GRADE FINISH GRADE(MULCH) Checked By: EC1BS NETAFIM LINE FLUSH Drawn By: CFVJL VALVE(TLSOV) 17 MM ELBOW O O O < z" 10"ROUND VALVE BOX CITY APPROVED PLANS Sheet Name: DRIPLINE � FINISH GRADE(TOPSOIL) \O O O O Reviewed for Code Compliance IRRIGATION DETAILS 17MM FEEDER TUBING, — PLANS MUST BE ON JOB SITE LENGTH AS REQUIRED _ — _ ]d"MALE ADAPTER I I I—I I I_ DRIP TUBING PER PLAN FOR ALL INSPECTIONS PVC TEE(SST) —III —III—I -III—III-_ I El I 11- (3)BRICK SUPPORTS PVC LATERAL-REFER TO TRENCH DETAIL FOR 1�= I I I I I I. GRAVEL SUMP(,CUBIC FOOT) DEPTH. E I = III-1 I- N 0 m Sheet No: DRIPLINE LATERAL CONNECTION DRIP FLUSH VALVE NOT USED 1 s € 10 SCALE: NTS 11• SCALE: NTS •2 Scale:NTS L2.50 IN _k Page 31 of 94 T HE LAND LE GROUP Twin Falls Fire Station No. 3 1025 Washington Street South Twin Falls, ID 83301 Storm Water Management & Engineering Drainage Report Engineer Reviewed by: The Land Group, Inc. SZONAL EN 462 East Shore Drive, Ste. 100 \GEN E� Eagle, Idaho 83616 pd Contact: Eric Cronin, PE 13437 Ph: 208.939.4041 X qTE OF \OP May 19, 2022 '1CCR0 05/29/2022 Prepared by: CITY APPROVED PLANS a4z-v Reviewed for Code Compliance Chad Rietze, PE PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS TLG Project No. 121106 Modified from February 17, 2022 462 East Shore Drive,-Su@e9 EaglAdaTiUCle 208.939.4041 thelandgroupinc.com Twin Falls Fire Station No. 3 1025 Washington Street South Storm Water Management Report Project Description The proposed development will consist of a single-story fire station that includes two points of egress, one point of ingress, parking, perimeter fencing,various hardscapes, landscaping, irrigation, and utilities all to support the operation of the facility. A by-pass drive aisle is proposed on the southern edge of the property. All stormwater runoff will be treated and infiltrated on-site through infiltration facilities. Existing Condition Currently,the site is undeveloped and has historically existed as agricultural farmland. State Highway 74 (Washington Street South) borders the western edge of the property. Similar, undeveloped land borders the property to the east and south sides.To the north is a paved parking lot that appears to serve the adjacent Swensen's Market. An open irrigation ditch flows south to north and is understood to have historically served this site for agriculture. Minor vegetation exists on site, mostly consisting of native weeds and grasses. Stormwater falling on the undeveloped area appear to infiltrate in place. All geotechnical considerations were investigated by Atlas Technical Consultants, LLC and detailed in the Geotechnical Investigation dated June 24, 2021 (File No.T211192g). Referenced report is attached as Appendix C. For design purposes, groundwater depths are anticipated to remain greater than 20-ft below ground surface or below basalt bedrock. Additional infiltration testing was conducted and presented as an addendum to the original Geotechnical Investigation.This data is available within Appendix D. Proposed Condition This project proposes to remove and reconstruct a portion of the open irrigation ditch; downstream water users are not expected to be affected by its remediation. The proposed site development includes four tributary drainage areas shown in Appendix A. Runoff that does not infiltrate in-place will either be channelized by curb and gutter or sheet flow into infiltration swales around the site. Infiltration swales will collect and treat the stormwater runoff prior to infiltration through subsoils. Peak Rate of Discharge and Storage Volume Peak storm discharge and required storage volume was determined using the Rational Method,with a 50-year and 100-year storm return period. Given the presence of carbonate cementation throughout the site, infiltration windows will be constructed by excavating to native basalt and backfilling with structural fill,thereby promoting stormwater to infiltrate through the fractured basalt. Design infiltration rates were used as recommended by Addendum 1 to the Geotechnical Investigation. Design infiltration rates vary from 0.7 inches/hr. to 1.3 in Appendix B. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS M THE �pa 3 4 LAND 462 East Shore Drive, Suile�A0, Eagle,Id, 8 15 208.939.4041 thelandgroupinc.com LEE GROUP Twin Falls Fire Station No. 3 1025 Washington Street South Storm Water Management Report Appendix A Drainage Basin Map CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS - e34 f 4 LAND 462 East Shore Drive, Sure�0, Eagle, IdaTio 8 16 208.939.4041 thelandgroupinc.com ��! GROUP W I = THE IRR IRR LAN D ' I — - AREA D: I EP GROUP -- 10,854-SF w l II 'o EIEP — T i Pr—�- F i ® I I / — 11 I w of f� II L - - J I — I II I � AREA A: I I II II = 36,237-SF II II , m v Z p i ~Z AREA C Cn Cn 13,054-SF s; cop) W a o log U. o y — ( _________� W a ��� a LL. �a M O oco AREA B: �P �Q Z o 26,779-SF ?�, ~ LL CJ EP EP H C� E Revisions Q wV l CITY APPROVED PLANS 1 = I I I I I I II l!eviewed for Code Compliance Project No.: 121106 PLANS MUST BE ON JOB SITE I Date of Issuance: 5.19.2022 A I I II FOR ALL INSPECTIONS Exhibit 0 50' 100' Drainage Area Map "n Drainage Area Map = Horizontal Scale: 1" = 50' P f 4 App A age 35 0 9 Twin Falls Fire Station No. 3 1025 Washington Street South Storm Water Management Report Appendix B Storm Drainage Calculations CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS -== THE � ege 36 f 4 LAND 462 East Shore Drive, Sure CEO, Eagle, IdaTio 8 16 208.939.4041 thelandgroupinc.com Lam! GROUP Twin Falls-Fire Station No.3 5/19/2022 Storm Drainge Calculations Key The Land Group,Inc. (input) TLG PN:1211o6 (calculation) (check) Tributary Area Summary Swale Section Summary Pavement/ Side Landscape Weighted Swale Top Swale Swale Percolation Infiltration Storage Area ID Total A Roof Tc Area ID Slope Swale Capacity C Area Bottom Area Depth Rate Area Volume C=0.25 C=0.95 (z:1) A o.83 ac. 2o,840 s.f. 15,397 s.f. 0.55 10 min. 4,126 s.f. 3,176 s.f. 1.00 ft 4.00 3,651.0 c.f. o.6o in/hr 2,792 s.f. 3,651 c.f. B o.61 ac. 14,800 s.f. 11,979 s.f. o.56 10 min. 3,333 s.f. 2,277 s.f. 1.00 ft 4.00 2,8o5.o c.f. 0.70 in/hr 2,277 s.f. 2,805 c.f. (C1) o.00 ac. 1,307 s.f. 367 s.f. 1.75 ft 4.00 1,464.8 c.f. 367 s.f. 1,465 c.f. 'Di) o.00 ac. 8o8 s.f. 8o8 s.f. 1.5o ft If. 8o8 s.f. 1,212 c.f. Tributary Area Summary Swale Cobble Capacity Pavement/ Landscape Weighted Cobble Top Cobble Cobble Void Cobble Section Percolation Infiltration Storage Area ID Total A Roof C Tc Area ID Area Bottom Area Depth Ratio Capacity Rate Area Volume C=0.25 0.95 (C2) o.00 ac. 367 s.f. 367 s.f. 0.33 ft 0.35 42.8 c.f. 367 s.f. 43 c.f. 0.33 ft 0.35 8o8 s.f. 94 c.f. Tributary Area Summary Combined Stormwater Retention Area Summary Pavement/ Landscape Weighted Retention Percolation Infiltration Storage Area ID Total A Roof C Tc Area ID Facility Capacity Rate Area Volume C=0.25 C=0. C o.3o ac. 5,26o s.f. 7,794 s.f. o.67 10 min. 1,507.6 c.f. 1.30 in/hr 367 s.f. 1,5o8 c.f. D 0.25 ac. 3,440 s.f. 7,414 s.f. 0.73 10 min. c.f. 1.30 in/hr 8o8 s.f. 1,3o6 c.f. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 37 of 94 Site Planning•Landscape Architecture•Civil Engineering•Golf Course Irrigation&Engineering•Graphic Design•Surveying 462 E.Shore Drive,Suite 100•Eagle,Idaho 83616•P 208.939.4041•F 208.939.4445•www.thelandgroupinc.com Twin Falls-Fire Station No.3 Calculation Sheet:Area A Design Storm Used= 50-yr Return Period Basin Characteristics Hydrology Summary(Rational Method) Total A= 36,237 s.f. 0.83 ac 100-yr Return Period So-yr Return Period Pervious= 20,8405.f. C=0.z5 Vloo= 1637c.f. V=(z.z(A)/1z)*C 3,141c.f. V=(1.9(A)/lz)*C Impervious= 15,3975.f. C=0.95 Weighted C= 0.55 Tc= lomin. Stormwater Retention Section Data Swale Section Dimensions Capacity Time to Drain Top Area= 4,1z6 s.f. IMIIIIIII Infiltration Area= 2,792 s.f. Bottom Area= 3,176 s.f. 10IIIIIIIIIIIIIII Vi= 140 c.f. Side Slope W")= 4 Percolation Rate(k)=lo.6o in/hr Depth= 1.00 ft 22.5 hrs Cobble Section Dimensions Top Area=#N/A Bottom Area=#N/A Void Ratio= #N/A Depth= #N/A CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 38 of 94 Site Planning•Landscape Architecture•Civil Engineering•Golf Course Irrigation&Engineering•Graphic Design•Surveying 462 E.Shore Drive,Suite 100•Eagle,Idaho 83616•P 208.939.4041•F 208.939.4445•www.thelandgroupinc.com Twin Falls-Fire Station No.3 Calculation Sheet:Area B Design Storm Used= 50-yr Return Period Basin Characteristics Hydrology Summary(Rational Method) Total A= 26,779 s.f. o.61 ac ioo-yr Return Period So-yr Return Period Pervious= 14,800 s.f. C=0.25 V1=2,766 c.f. V=(z.z(A)/iz)*C 2,388 c.f. V=(i.g(A)/iz)*C Impervious= 11,9795.f. C=0.95 Weighted C= o.56 Tc= iomin. Stormwater Retention Section Data Swale Section Dimensions Capacity Time to Drain Top Area= 3,333 s.f. z,8o6 c.f. Infiltration Area= 2,277 s.f. Bottom Area= 2,277 s.f. YES Vi= 133 c.f. Side Slope(z:i)= 4 Percolation Rate(k)=10.70 in/hr Depth= i.00 ft 18.o hrs Cobble Section Dimensions Top Area=#N/A Bottom Area=#N/A Void Ratio= #N/A Depth= #N/A CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 39 of 94 Site Planning•Landscape Architecture•Civil Engineering•Golf Course Irrigation&Engineering•Graphic Design•Surveying 462 E.Shore Drive,Suite 100•Eagle,Idaho 83616•P 208.939.4041•F 208.939.4445•www.thelandgroupinc.com Twin Falls-Fire Station No.3 Calculation Sheet:Area C Design Storm Used= 50-yr Return Period Basin Characteristics Hydrology Summary(Rational Method) Total A= 13,054 s.f. 0.30 ac loo-yr Return Period So-yr Return Period Pervious= 5,260s.f. C=0.25 V100=11,599c.f. V=(2.2(A)/12)*C 1,381c.f. V=(i.g(A)/12)*C Impervious= 7,794s.f. C=0.95 Weighted C= o.67 Tc= lomin. Stormwater Retention Section Data Swale Section Dimensions Capacity Time to Drain Top Area= 1,307 s.f. 1,508 c.f. Infiltration Area= 367 s.f. Bottom Area= 367 s.f. YES Vi= 40 c.f. Side Slope(z:l)= 4 Percolation Rate(k)= i.32 in/hr Depth= 1.75 ft 34.7 hrs Cobble Section Dimensions Top Area=367 s.f. Bottom Area=367 s.f. Void Ratio= 0.35 Depth= o.33 ft CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 40 of 94 Site Planning•Landscape Architecture•Civil Engineering•Golf Course Irrigation&Engineering•Graphic Design•Surveying 462 E.Shore Drive,Suite 100•Eagle,Idaho 83616•P 208.939.4041•F 208.939.4445•www.thelandgroupinc.com Twin Falls-Fire Station No.3 Calculation Sheet:Area D Design Storm Used= 50-yr Return Period Basin Characteristics Hydrology Summary(Rational Method) Total A= io,854 s.f. 0.25 ac ioo-yr Return Period So-yr Return Period Pervious= 3,440s.f. C=0.25 Vioo=11449c.f. V=(2.2(A)/i2)*C 1,251c.f. V=(i.g(A)/i2)*C Impervious= 7,4145.f. C=0.95 Weighted C= 0.73 Tc= iomin. Stormwater Retention Section Data Swale Section Dimensions Capacity Time to Drain Top Area= 8o8 s.f. i,3o6 c.f. Infiltration Area= 8o8 s.f. Bottom Area= 8o8 s.f. YES Vi= 88 c.f. Side Slope(z:i)= 4 Percolation Rate(k)= 1.32 in/hr Depth= 1.5o ft i4.3 hrs Cobble Section Dimensions Top Area=8o8 s.f. Bottom Area=8o8 s.f. Void Ratio= 0.35 Depth= o.33 ft CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 41 of 94 Site Planning•Landscape Architecture•Civil Engineering•Golf Course Irrigation&Engineering•Graphic Design•Surveying 462 E.Shore Drive,Suite 100•Eagle,Idaho 83616•P 208.939.4041•F 208.939.4445•www.thelandgroupinc.com Twin Falls Fire Station No. 3 1025 Washington Street South Storm Water Management Report Appendix C Geotechnical Report CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS fR THE LAND 462 East Shore Drive, Sure g0, Eagle, d, o 8 16 208.939.4041 thelandgroupinc.com ��! GROUP i 1 1 71 I � 7 - .l rr' A is GEOTECHNICAL INVESTIGATION TWIN FALLS FIRE STATION #3 Washington Street South Twin Falls, ID PREPARED FOR: Ms. Mandi Thompson City of Twin Falls PO Box 1907 Twin Falls, ID 83303 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS PREPARED BY: Atlas Technical Consultants, LLC 2283 Wright Avenue, Suite A Page 43 of 94 June 24, 2021 Twin Falls, ID 83301 T211192g 2283 Wright Avenue, Suite A Twin Falls, ID 83301 (208)733-5323 1 oneatlas.com June 24, 2021 Atlas No. T211192g Ms. Mandi Thompson City of Twin Falls PO Box 1907 Twin Falls, ID 83303 Subject: GeotechnicalInvestigation Twin Falls Fire Station #3 Washington Street South Twin Falls, ID Dear Ms. Thompson: In compliance with your instructions, Atlas has conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted on May 3, 2021. Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our recommendations, are to be found in the following report. We have provided a PDF copy for your review and distribution. Often, questions arise concerning soil conditions because of design and construction details that occur on a project. Atlas would be pleased to continue our role as geotechnical engineers during project implementation. If you have any questions, please call us at (208) 733-5323. Respectfully submitted, NAL OCE SFQNC/.��` IN 18739 6/25/2021 �9T£or\OP��. L coy Ethan Salove, PE yAN SALE Elizabeth Brown, PE Geotechnical Engineer CITY APPROVED PLAS Distribution: Clint Sievers, Pivot North Architecture (Pl?#d(�%Y4ed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 44 of 94 Page11 �r'1rt-c�TC�� CONTENTS 1. INTRODUCTION................................................................................................................. 1 1.1 Project Description ..................................................................................................... 1 1.2 Authorization .............................................................................................................. 1 1.3 Scope of Investigation................................................................................................ 1 2. SITE DESCRIPTION........................................................................................................... 2 2.1 Site Access ................................................................................................................ 2 2.2 Regional Geology....................................................................................................... 2 2.3 General Site Characteristics....................................................................................... 2 2.4 Regional Site Climatology and Geochemistry............................................................. 3 3. SEISMIC SITE EVALUATION ............................................................................................ 3 3.1 Geoseismic Setting .................................................................................................... 3 3.2 Seismic Design Parameter Values ............................................................................. 3 4. SOILS EXPLORATION....................................................................................................... 4 4.1 Exploration and Sampling Procedures........................................................................ 4 4.2 Laboratory Testing Program....................................................................................... 4 4.3 Soil and Sediment Profile........................................................................................... 5 4.4 Volatile Organic Scan................................................................................................. 5 5. SITE HYDROLOGY........................................................................................................... 5.1 Groundwater.............................................................................................................. 5 5.2 Soil Infiltration Rates .................................................................................................. 6 6. FOUNDATION AND SLAB DISCUSSION AND RECOMMENDATIONS............................ 6 6.1 Foundation Design Recommendations....................................................................... 7 6.2 Floor Slab-on-Grade................................................................................................... 7 7. PAVEMENT DISCUSSION AND RECOMMENDATIONS................................................... 9 7.1 Flexible Pavement Sections ....................................................................................... 9 7.2 Rigid Pavement Sections ..........................................................................................10 7.3 Pavement Subgrade Preparation ..............................................................................10 7.4 Common Pavement Section Construction Issues......................................................10 8. CONSTRUCTION CONSIDERATIONS .............................................................................11 8.1 Earthwork........................................ ................................................................ ........11 8.2 Dry Weather.................................... .CITY.APPROV.ED..P.LANS. ........12 8.3 Wet Weather................................... ....Reviewed-for Code-Compliance.... ........12 8.4 Soft Subgrade Soils......................... . .......12 "I�LAIVS'MIJ�I"��'��f';l��"51`��"'� �.......13 8.5 Frozen Subgrade Soils.................... ... ............................................................ . 8.6 Structural Fill ................................... .........FOR ALL INSPECTIONS,,,,,,,,,, ........13 8.7 Backfill of Walls.........................................................................................................14 8.8 Excavations...............................................................................................................15 Page 45 of 94 Atlas No. T211192g Page I i Copyright©2021 Atlas Technical Consultants ter' T7E17AT�-_ 8.9 Groundwater Control.................................................................................................15 9. GENERAL COMMENTS....................................................................................................15 10. REFERENCES.................................................................................................................16 TABLES Table 1 — Seismic Design Values................................................................................................4 Table 2 — Soil Bearing Capacity..................................................................................................7 Table 3 —AASHTO Flexible Pavement Specifications.................................................................9 Table 4 —AASHTO Rigid Pavement Specifications...................................................................10 APPENDICES Appendix I Warranty and Limiting Conditions Appendix 11 Vicinity Map Appendix III Site Map Appendix IV Geotechnical Investigation Test Pit Log Appendix V Geotechnical General Notes Appendix VI Rock Classification System Appendix VI AASHTO Pavement Design Appendix VIII AASHTO Rigid Pavement Design Appendix IX Important Information About This Geotechnical Engineering Report CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 46 of 94 Atlas No. T211192g Page I ii Copyright©2021 Atlas Technical Consultants �r'1rt-c�TC�� 1. INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2018 International Building Code (IBC). Information in support of groundwater and stormwater issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in the provided recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. 1.1 Project Description The proposed development is in the southwestern portion of the City of Twin Falls, Twin Falls County, ID, and occupies a portion of the SW%NW%of Section 4, Township 10 South, Range 17 East, Boise Meridian. This project will consist of a single-story fire station to be developed on approximately 2.0 acres. Total settlements are limited to 1 inch. As provided by KPFF, loads of up to 5,000 pounds per lineal foot for wall footings, and column loads of up to 20,000 pounds were used for settlement calculations. Atlas was provided with typical truck traffic for Twin Falls Fire Stations. Information was provided by Richard Carlos of Pivot North Architecture. However, Atlas has also made assumptions for traffic loading variables based on the character of the proposed construction. Retaining walls are not anticipated as part of the project. Atlas has not been informed of the proposed grading plan. 1.2 Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Ms. Mandi Thompson of City of Twin Falls to Ethan Salove of Atlas Technical Consultants (Atlas), on April 22, 2021. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between City of Twin Falls and Atlas. Our scope of services for the proposed development has been provided in our proposal dated April 14, 2021 and repeated below. 1.3 Scope of Investigation The scope of this investigation included re 'r p `,C�1 1' vailable geotechnical studies of the area, visual site LO1h�a s c Mr9QdRtLA surface exploration of the site,field and laboratory testi ig OOWW@L$WC g )VM@dng analysis and evaluation of foundation materials. PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 47 of 94 Atlas No.T211192g Page11 Copyright©2021 Atlas Technical Consultants �r'1rt-c�TC�� 2. SITE DESCRIPTION 2.1 Site Access Access to the site may be gained via Interstate 84 to the Highway 93/Twin Falls exit. Proceed south on Highway 93 approximately 3.6 miles to its intersection with Pole Line Road. Continue south on Blue Lakes Boulevard/N 3000 E road for approximately 4.0 miles to its intersection with Orchard Drive/E 3700 N Road. From this intersection, proceed west on Orchard Drive/E 3700 N Road 1.0 mile to Washington Street South. Continue south on Washington Street South for 0.2 mile and the site occupies the area to the east of this point. The location is depicted on site maps included in the Appendix. 2.2 Regional Geology The subject site is located within the central portion of the Snake River Plain. The Snake River Plain consists of a topographic low which trends in the shape of a concave northward zone across the entire southern half of the state of Idaho. The Owyhee Plateau can be thought of as genetically related to the Snake River Plain, yet it now sits as a highland. The Western Snake River Plain sits in a normal-fault bounded graben, and the Eastern Snake River Plain has subsided due to the collapse of rhyolite calderas. The central portion of the plain exhibits features that indicate an area of transition from graben to subsidence. The area is underlain by a thick sequence of volcanic flows that erupted during the past 12 million years onto pre-Cenozoic rocks. The final phase of the volcanism was dominated by basalts that you see in the walls of the river canyon north of the site. Regionally basalts can be covered by up to 10 feet of soils consisting of alluvial and fluvial deposits in addition to wind deposited loess. Locally, surficial soils almost entirely consist of air transported silt loess and its derivatives. 2.3 General Site Characteristics The site to be developed is approximately 2.0 acres in size. The site consists of agricultural farm land. To the north of the project site, existing commercial structures with parking areas are present. To the east, south, and west, agricultural land is present. Vegetation on the site consists primarily of agricultural crops. The site is relatively flat and level. Regional drainage is north toward the Snake River. Stormwater drainage for the site is achieved by percolation through surficial soils. The site is situated so that it is unlikely that it will receive any drainage from off-site sources. Stormwater drainage collection and retention systems are not in place on the project site, but currently ex g areas as curb/gutter and drop inlets. V U F'L Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 48 of 94 Atlas No.T211192g Page 12 Copyright©2021 Atlas Technical Consultants 2.4 Regional Site Climatology and Geochemistry According to the Western Regional Climate Center, the average precipitation for the Twin Falls area is on the order of 9 to 10 inches per year. The monthly mean daily temperatures range from 22°F to 91°F, with daily extremes ranging from -8°F to 107°F. Winds are generally from the southeast with an annual average wind speed of approximately 11 miles per hour (mph) and a maximum of 84 mph. Soils and sediments in the area are primarily derived from siliceous materials and exhibit low electro-chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland cement and lime cement mixtures. Surface water, groundwater, and soils in the region typically have pH levels ranging from 7 to 9. J. SEISMIC SITE EVALUATION 3.1 Geoseismic Setting Soils on site are classed as Site Class C in accordance with Chapter 20 of the American Society of Civil Engineers (ASCE) publication ASCE/SEI 7-16. Structures constructed on this site should be designed per IBC requirements for such a seismic classification. Our investigation did not reveal hazards resulting from potential earthquake motions including: slope instability, liquefaction, and surface rupture caused by faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. Seismic Design Parameter Values The United States Geological Survey National Seismic Hazard Maps (2008), includes a peak ground acceleration map. The map for 2% probability of exceedance in 50 years in the Western United States in standard gravity (g) indicates that a peak ground acceleration of 0.114 is appropriate for the project site based on a Site Class C. The following section provides an assessment of the earthquake-induced earthquake loads for the site based on the Risk-Targeted Maximum Considered Earthquake (MCER). The MCER spectral response acceleration for short periods, SMs, and at 1-second period, SM1, are adjusted for site class effects as required by the 2018 IBC. Design spectral response acceleration parameters as presented in the 2018 IBC are defined as a 5% damped design spectral response acceleration at short periods, Sps, and at 1-second period, So,. The USGS National Seismic Hazards Mapping Project includes a program that provides values for ground motion at a selected site based on t igbaniedata p�`,Cn p USGS ground motion maps. The maps were d eve l PTUYr#ittpn�l��'Frbl� FePidn 4Woft rock sites; the source model, assumptions, and emr iric) 0p r Appfk oft 1 e maps are described in Petersen and others (1996). PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 49 of 94 Atlas No.T211192g Page 13 Copyright©2021 Atlas Technical Consultants �r'1rt-c�TC�� Table 1 — Seismic Design Values ( - Site Class C "Very Dense Soil and Soft Rock" Ss 0.199 (g) S1 0.083 (g) Fa 1.300 Fv 1.500 SMs 0.259 SMi 0.125 Sos 0.173 Sol 0.083 4. SOILS EXPLORATION I Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within fifteen feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. Re-excavation and compaction of these test pit areas are required prior to construction of overlying structures. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented in the Appendix. Atlas recommends that these logs not be used to estimate fill material quantities. 4.2 Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in an analysis of anticipated behavior of the proposed structures. Laboratory tests were conducted in accordance with current applicable Ameri Qt i i ASTM pp specifications, and results of these tests are t b ound'fnt rh peen ix�T a abora o testing program for this report included: Atterberg Lim s-990@W4VW60P8Grdi1P60@A0ze Onalysis —ASTM C117/C136. PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 50 of 94 Atlas No.T211192g Page14 Copyright©2021 Atlas Technical Consultants Mrs I 4.3 Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which can be found in the Appendix. Silt soils were encountered at ground surface. These soils were light brown and found to be dry to slightly moist. Silts were noted to be very stiff to hard. Organic materials and disturbed materials as a result of plowing activities, usually reach a depth of roughly 1.0 foot. Within test pit 4, silt fill materials were encountered at ground surface. These fill materials were classified as light brown, slightly moist, and very stiff. Sandy silt soils were encountered below silt soils. Sandy silt soils were commonly light brown, dry to slightly moist, hard, with fine to medium-grained sand. Many of these firmer soil horizons contained some degree of calcium carbonate cementation (hardpan). At depth, basalt bedrock was exposed. Basalt bedrock was classified as dark gray to black, slightly weathered, widely fractured, strong, with minor vesicles throughout. During excavation, test pit sidewalls were generally stable. However, moisture contents will affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. 4.4 Volatile Organic Scan No environmental concerns were identified prior to commencement of the investigation. Therefore, soils obtained during on-site activities were not assessed for volatile organic compounds by portable photoionization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type of contamination. No groundwater was encountered. 5. SITE HYDROLOGY Existing surface drainage conditions are defined in the General Site Characteristics section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. 5.1 Groundwater During this field investigation, groundwater "tit i I s ed to a maximum depth of 5.0 feet bgs. Soil moisture PIH'AleAeOg IIP AW, ly moist throughout. In the vicinity of the project site, part by residential and agricultural irrigation activit agANMWJ rBL(U0X1CWSIKE Naximum groundwater elevations likely occur during the later portion of the irrigation season. FOR ALL INSPECTIONS Page 51 of 94 Atlas No. T211192g Page 15 Copyright©2021 Atlas Technical Consultants �r'1rt-c�TC�� Atlas has previously performed one geotechnical investigation within 0.15 mile to the northwest of the project site. Groundwater was not encountered in test pits advanced to a maximum depth of 9.3 feet bgs. Furthermore, according to United States Geological Survey (USGS) monitoring well data within approximately %-mile of the project site, groundwater was measured at depths ranging between 49 and 92 feet bgs, which equates to groundwater elevations of 3,764 to 3,778 feet above mean sea level (msl). Additionally, according to Idaho Department of Water Resources (IDWR) well data within approximately 1/2-mile of the project site, groundwater was measured at depths ranging between 46 and 83 feet bgs. For construction purposes, groundwater depth can be assumed to remain greater than 20 feet bgs or below basalt bedrock throughout the year. 5.2 Soil Infiltration Rates Soil permeability, which is a measure of the ability of a soil to transmit a fluid, was not tested in the field. Given the absence of direct measurements, for this report an estimation of infiltration is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, silt soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Sandy silt soils will commonly exhibit infiltration rates from 2 to 4 inches per hour; however, calcium carbonate cementation may reduce these values to near zero. Infiltration rates through basalt rock can be highly variable, ranging from nearly zero to greater than 6 inches per hour in some cases. Movement of water through the basalt may be more characteristic of fracture flow. Infiltration testing is required to determine site-specific infiltration rates for drainage design once proposed locations of infiltration facilities are determined. 6. FOUNDATION AND SLAB DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed structure. Two requirements must be met in the design of foundations. First, the applied bearing stress must be less than the ultimate bearing capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and the p pppp' �� 'it i CCInS pp t�iic that the structure be founded upon conventional spr ��on�Pa�d�LOrReErS ev�IFAb1!Ilj Total settlements should not exceed 1 inch if the fo ow V*WgV"0&)yMrC:jYMVpj49Mne idations are observed. PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 52 of 94 Atlas No.T211192g Page 16 Copyright©2021 Atlas Technical Consultants �r'1rt-c�TC�� 6.1 Foundation Design Recommendations Based on data obtained from the site and test results from various laboratory tests performed, Atlas recommends the following guidelines for the net allowable soil bearing capacity: Table 2 — Soil Bearing Capacity Allowable Subgrade CompactionCapacity Footings must bear on competent, undisturbed, native silt, sandy silt, or compacted structural fill. Not Required for Native Existing plow zones and organics must be Soil completely removed from below foundation 2,000Ibs/ft2 elements.' Excavation depths of roughly 1.0 foot 95% for Structural Fill bgs should be anticipated to expose proper bearing soils.2 'It will be required for Atlas personnel to verify the bearing soil suitability for each structure at the time of construction. 2Depending on the time of year construction takes place,the subgrade soils may be unstable because of high moisture contents. If unstable conditions are encountered,over-excavation and replacement with granular structural fill and/or use of geotextiles may be required. The following sliding frictional coefficient values should be used: 1) 0.35 for footings bearing on native silt soils and 2) 0.45 for footings bearing on granular structural fill. A passive lateral earth pressure of 312 pounds per square foot per foot (psf/ft) should be used for silt soils. For compacted sandy gravel fill, a passive lateral earth pressure of 496 psf/ft should be used. Footings should be proportioned to meet either the stated soil bearing capacity or the 2018 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately '/2 inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footings subgrade will require over-excavation and backfilling with structural fill. To minimize the effects of slight differential movement that may occur because of variations in the character of supporting soils and seasonal moisture content, Atlas recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection, the bottom of external footings should be 30 inches below finished grade. Based on the soil types encountered onsite, foundation drains are not needed. 6.2 Floor Slab-on-Grade For raft or mat slabs bearing on native silt soils, a modulus of subgrade reaction, k value, of 120 pounds per cubic inch (pci) may be used fo b % r�rre � t values typically resulting from a 1 foot by 1 foot plate I ad tes . Addi ions y, or ra t o ma 'sTaT bearing on at least 12 inches of compacted structur fiIf?AXW�,daf9C�&QGW0@0 1! e used. However, depending on how the slab load i aRlliiA(N8hpl�ge�ilCgWgl�lgl-ppo etrically modified. The values should be adjusted for I rger ar 8sRu LL Ih,f,ll !n?, xpSessio Page 53 of 94 Atlas No.T211192g Page 17 Copyright©2021 Atlas Technical Consultants Mrs I Modulus of Subgrade Reaction for Square Mat Slabs: ks =k B+1 Z ( 2B ) where: ks = coefficient of vertical subgrade reaction for loaded area, k= coefficient of vertical subgrade reaction for a 1 square foot area, and B = effective width of area loaded, in feet. ks(1+0.5(B)) Modulus of Subgrade Reaction for Rectangular Mat Slabs: k' _ ` 1.5 where: k' = coefficient of vertical subgrade reaction for the loaded rectangular area, ks = coefficient of vertical subgrade reaction for loaded square area, B = effective width of area loaded, in feet, L = effective length of area loaded, in feet. Plow zones with organic materials were encountered in portions of the site. Atlas recommends that the organic materials and plow zones be removed. Atlas personnel must be present during excavation to identify these materials. Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor-supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of the maximum dry density as determined by ASTM D1557. A free-draining granular mat should be provided below slabs-on-grade to provide drainage and a uniform and stable bearing surface. This should be a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel mixture, complying with Idaho Standards for Public Works Construction (ISPWC) specifications for 3/4-inch (Type 1) crushed aggregate. The granular mat should be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D1557. A moisture-retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture-sensitive floor cove n s. The moisture-retarder should be at least 15-mil in TY APPR0VEjyrpL9k1N tan 0.01 US perms as determined by ASTM E96. Plac ament of the moisture-retarder will require special consideration with regard to effects on the slab or 6XAVN9 1qGL96)9@h9RVkNWme idations outlined in the ACI 302.1 R and ASTM E174 p r&ieJ,4)Bdd9_Ean provide further consultation regarding installation. FOR ALL INSPECTIONS Page 54 of 94 Atlas No. T211192g Page 18 Copyright©2021 Atlas Technical Consultants �r'1rt-c�TC�� 7. PAVEMENT DISCUSSION AND RECOMMENDATIONS Atlas was provided with typical truck traffic for Twin Falls Fire Stations. Information was provided by Richard Carlos of Pivot North Architecture. However, Atlas has also made assumptions for traffic loading variables based on the character of the proposed construction. The Client shall review and understand these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. Based on experience with soils in the region, a subgrade California Bearing Ratio (CBR) value of 4 has been assumed for near-surface silt soils on site. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils section. 7.1 Flexible Pavement Sections The American Association of State Highway and Transportation Officials (AASHTO) design method has been used to calculate the following pavement sections. Calculation sheets provided in the Appendix indicate the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. Atlas recommends that materials used in the construction of asphaltic concrete pavements meet requirements of the ISPWC Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recommended in the section on Construction Considerations. Table 3 —AASHTO Flexible Pavement Specifications Pavement Section=Component Light Duty Hl="Duly t Asphaltic Concrete 2.5 Inches 3.0 Inches Crushed Aggregate Base 4.0 Inches 6.0 Inches Structural Subbase 10.0 Inches 14.0 Inches Compacted Subgrade See Pavement Subgrade See Pavement Subgrade Preparation Section Preparation Section 'It will be required for Atlas personnel to verify subgrade competency at the time of construction. • Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. Aggregate Base: Material complying with ISPWC Standards for Crushed A gregate Materials. CITY APPROVED PLANS Structural Subbase: Granular structui al fill material complying with the requ rements detailed in the Structural Fill section of'p[F�9 iW&#WE material diameter is no more than 2/3 the cprrpra "elt .E � �rs uitability requirements shall be per ISPWC Sect on 1, a FOR ALL INSPECTIONS Page 55 of 94 Atlas No.T211192g Page 19 Copyright©2021 Atlas Technical Consultants �TrT�/T?� 7.2 Rigid Pavement Sections The AASHTO pavement design method was used to develop the following rigid concrete pavement sections. Traffic loading and subgrade values indicated in the flexible pavement design were used in developing the rigid sections. This design method assumes the use of dowels at transverse joints. Concrete pavement shall be batched and constructed in accordance with the most current American Concrete Institute Standards and in accordance with Idaho Transportation Department Standard Drawings 411-1 and 409-1. Native subgrade soils on the site are frost susceptible, and therefore, require joint sealers or under-drains. Table 4—AASHTO Rigid Pavement Specifications Pavement Section Component glUrDriveways ndParking Heavy Duty Portland Cement Concrete 6.0 Inches Crushed Aggregate Base 6.0 Inches Structural Subbase Not Required Compacted Subgrade See Pavement Subgrade Preparation Section Portland Cement Concrete: 4,000 psi concrete with a modulus of rupture greater than 650 psi generally complying with ITD requirement for Urban Concrete. Aggregate Base: Material complying with ITD Standard Specifications for Highway Construction Sections 303 and 703 for aggregates. Structural Subbase: Granular structural fill material complying with the requirements detailed in the Structural Fill section of this report except that the maximum material diameter is no more than 2/3 the component thickness. Gradation and suitability requirements shall be per ISPWC Section 801, Table 1. 7.3 Pavement Subgrade Preparation Plow zones were encountered throughout the site. Atlas recommends that the organic materials and plow zones be removed. Atlas personnel must be present during excavation to identify these materials. 7.4 Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, inspected, and proof-rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber-tired, fully loaded, tand -r fydV!ftlyp�,Qgy, v �01i ation of subgrade competence by Atlas personnel at the time of on is r�cegquire i rials on the site must demonstrate the indicated com acfiWO f4bfQyla(@flYe4 i Afl�p rt of the pavement section. Atlas anticipated that pav mpptpgqEOM018l�e�l �s�te�g iS ra a traffic. Subgrade siltV soils near and above o timum moisture contents may um during co action. Pumping or soft areas must be removed and r Page 56 of 94 Atlas No.T211192g Page110 Copyright©2021 Atlas Technical Consultants Fill material and aggregates in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D698 for flexible pavements and by ASTM D1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. Atlas recommends that rigid concrete pavement be provided for heavy garbage receptacles. This will eliminate damage caused by the considerable loading transferred through the small steel wheels onto asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP should be 6 inches thick on a 4-inch drainage fill course (see Floor Slab-on-Grade section), and should be reinforced with welded wire fabric. Control joints must be on 12-foot centers or less. 8. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, native silt soils, sandy silt soils, or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. 8.1 Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. It is recommended that organic or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone (plow depths) or topsoil are removed prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by Atlas personnel, and should be based upon subgrade soil type, composition, and firmness or soil stability. If underground storage tanks, underground utilities, wells, or septic systems are discovered during construction activities, they must be decommissioned then removed or abandoned in accordance with governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined in the Structural Fill section. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 57 of 94 Atlas No.T211192g Page 111 Copyright©2021 Atlas Technical Consultants Atlas should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new fill (if required) after native soils are excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures, one in-place density test per lift for every 5,000 square feet is recommended. In parking and driveway areas, this can be decreased to one test per lift for every 10,000 square feet. 8.2 Dry Weather If construction is to be conducted during dry seasonal conditions, many problems associated with soft soils may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation activities during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near-optimum moisture levels. Low-cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. 8.3 Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid-November through May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. 8.4 Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with soft subgrade conditions: • Track-mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris. Heavy rubber-tire A9 e i r perating directly on the native subgrade and i s a ve been placed. Construction traffic should be n t cross, or cross on a limited basis, proposed roadway or parking areas. • Soft areas can be over-excavated and e�l Nb�iii i nutars� t� f .ITE FOR ALL INSPECTIONS Page 58 of 94 Atlas No.T211192g Page112 Copyright©2021 Atlas Technical Consultants • Construction roadways on soft subgrade soils should consist of a minimum 2-foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6-inch thickness of clean, 2-inch minimum, angular drain-rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. • Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet subgrade soils. After stripping is complete, the exposed subgrade should be ripped or disked to a depth of 1'/2 feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly basis to aid the aeration process. • Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. Atlas is available to provide recommendations and guidelines at your request. 8.5 Frozen Subgrade Soils Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non-frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw and return to near-optimal conditions prior to use as structural fill. The onsite, shallow silty soils are susceptible to frost heave during freezing temperatures. For exterior flatwork and other structural elements, adequate drainage away from subgrades is critical. Compaction and use of structural fill will also help to mitigate the potential for frost heave. Complete removal of frost susceptible soils for the full frost depth, followed by replacement with a non-frost susceptible structural fill, can also be used to mitigate the potential for frost heave. Atlas is available to provide further guidance/assistance upon request. 8.6 Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System (USCS) (ASTM D2487). Use of silty soils (USCS designation of GM, SM, and ML) as structural fill may be acceptable. However, use of silty soils (GM, SM, and ML) as structural fill below footings is prohibited. These materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high and may also be susceptible to frost heave under certain conditions. Therefore, these materials can be quite difficult to work with as moisture content, lift thickness, and compactive effort becomes difficult to I fill lift thicknesses should not exceed 6 inches to T-id18Ei IP ROVE®LPLANS close) monitored at both the working elevation and the el Following placement, silty soils must be protected from de radation resultin from construction raffic or subsequent construction. PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 59 of 94 Atlas No.T211192g Page113 Copyright©2021 Atlas Technical Consultants Mrs I Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6-inch minus select, clean, granular soil with no more than 50 percent oversize (greater than 3/4-inch) material and no more than 12 percent fines (passing No. 200 sieve). These fill materials should be placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture-conditioned to achieve optimum moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footings for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. All fill materials must be monitored during placement and tested to confirm compaction requirements, outlined below, have been achieved. Each layer of structural fill must be compacted, as outlined below: • Below Structures and Rigid Pavements: A minimum of 95 percent of the maximum dry density as determined by ASTM D1557. • Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by ASTM D1557 or 95 percent of the maximum dry density as determined by ASTM D698. The ASTM D1557 test method must be used for samples containing up to 40 percent oversize (greater than%-inch) particles. If material contains more than 40 percent but less than 50 percent oversize particles, compaction of fill must be confirmed by proof rolling each lift with a 10-ton vibratory roller(or equivalent) until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as maximum density or "break over" point. The number of required passes should be used as the requirements on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50 percent oversize particles. 8.7 Backfill of Walls Backfill materials must conform to the requirements of structural fill, as defined in this report. For wall heights greater than 2.5 feet, the maximum material size should not exceed 4 inches in diameter. Placing oversized material against rigid surfaces interferes with proper compaction, and can induce excessive point loads on walls. Backfill shall not commence until the wall has gained sufficient strength to resist placemen Pe i .. g walls above 2.5 feet in height shall be backfilled in a rTeXth�tRiFI�ROMEDIP LA ge from compaction methods and/or equipment. It s WWRV61 in Btr�FyOR�il id- perated compaction equipment be used for compactio of backfill within a horizontal distance eq al to the height of the wall, measured from the back fa Rf�MIMUST BE ON JOB SITE Backfill should be compacted in accordance FOR L INSPECTIONS p xcept in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Page 60 of 94 Atlas No. T211192g Page114 Copyright©2021 Atlas Technical Consultants Mrs I 8.8 Excavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, Section 1926, Subpart P. Based on these regulations, on-site soils are classified as type "B" soil, and as such, excavations within these soils should be constructed at a maximum slope of 1 foot horizontal to 1 foot vertical (1:1)for excavations up to 20 feet in height. Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered stable for short-term conditions only, and will not be stable for long-term conditions. During the subsurface exploration, test pit sidewalls generally exhibited little indication of collapse. For deep excavations, native soils cannot be expected to remain in position. Care must be taken to ensure that excavations are properly backfilled in accordance with procedures outlined in this report. Shallow soil cementation (caliche) was observed throughout much of the site and may cause difficulties during foundation development and utility placement. Cemented soils should be anticipated throughout the site at depths of 2 to 5 feet bgs. 8.9 Groundwater Control Groundwater was not encountered during the investigation and is anticipated to be below the depth of most construction. Should the scope of the proposed project change, Atlas should be contacted to provide more detailed groundwater control measures. Special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff be directed away from open excavations. Silty soils may become soft and pump if subjected to excessive traffic during time of surface runoff. Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. 9. GENERAL COMMENTS Based on the subsurface conditions encountered during this investigation and available information regarding the proposed development, the site is adequate for the planned construction. When plans and specifications i e made in the character or location of the proposed s rkBe, 45urtai i I s irranged as supplementarV recommendations maV a N viim*ed WtGW* Obray de s ils and compaction of structural fill materials must bE vEOLAi j§/A I,s-pgEo&Rl jrjBrM-Wc ment of structural elements. Additionally, monitoringiand testing should be performed to v rify that r�suitable materials are used for structural fill an that r 6r1MAPaW P ion to hniques are utilized. Page 61 of 94 Atlas No. T211192g Page115 Copyright©2021 Atlas Technical Consultants �TrT�/T?� 10. REFERENCES American Association of State Highway and Transportation Officials (AASHTO)(1993). AASHTO Guide for Design of Pavement Structures 1993. Washington D.C.: AASHTO. American Concrete Institute (ACI) (2015). Guide for Concrete Floor and Slab Construction: ACI 302.1 R. Farmington Hills, MI: ACI. American Society of Civil Engineers (2021). ASCE 7 Hazards Tool: Web Interface [Online] Available: <https://asce7hazardtool.online/> (2021). American Society of Civil Engineers (ASCE) (2013). Minimum Design Loads for Buildings and Other Structures: ASCE/SEI 7-16. Reston, VA: ASCE. American Society for Testing and Materials (ASTM) (2017). Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing: ASTM C117. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2014). Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: ASTM C136. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort: ASTM D698. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort: ASTM D1557. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2017). Standard Practice for Classification of Soils for Engineering Purposes(Unified Soil Classification System):ASTM D2487.West Conshohocken, PA:ASTM. American Society for Testing and Materials (ASTM) (2017). Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils: ASTM D4318. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2011). Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs: ASTM E1745. West Conshohocken, PA: ASTM. Desert Research Institute.Western Regional Climate Center. [Online]Available:<http://www.wrcc.dri.edu/> (2021). Idaho Department of Water Resources. [Online] Well Construction & Drilling, Find a Well Mapping Tool. <http://www.idwr.idaho.gov/wells/find-a-well.html> (2021). Idaho Transportation Department (ITD) (2019). Ida s o n s al 2019. Boise, ID: Author. Ul I T ArrKUVr-U �/ Idaho Transportation Department (ITD) (2018). Id o Transporta ion e ar`finen� �PnNa a ifications for Highway Construction, 2018. Boise, ID: Author PLANS MUST BE ON JOB SITE International Building Code Council (2018). Inter[ationalFQR4Ub6SF.2KTtQNi$y Club Hills, IL: Author. Page 62 of 94 Atlas No.T211192g Page116 Copyright©2021 Atlas Technical Consultants Local Highway Technical Assistance Council (LHTAC) (2017). Idaho Standards for Public Works Construction, 2017. Boise, ID: Author. U.S. Department of Labor, Occupational Safety and Health Administration. CFR 29, Part 1926, Subpart P: Safety and Health Regulations for Construction, Excavations (1986). [Online] Available: <www.osha.gov> (2021). U.S. Geological Survey (2021). National Water Information System: Web Interface. [Online] Available: <http://waterdata.usgs.gov/nwis> (2021). CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 63 of 94 Atlas No.T211192g Page117 Copyright©2021 Atlas Technical Consultants Mrs I Appendix I WARRANTY AND LIMITING CONDITIONS Atlas warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection ("Consultant"). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendations are Limited and Subject to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, Atlas should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on �/ n p� aA1e rvations and selective field exploratory sampling. Upo rrfeMAW �r F.Fr(cffoFr s! n d i t i o n s may be identified that require corrective action , arlfxg1 �9��eA ,�p1m impact the project budget. Therefore, construction re oWAA! tifs ' lie nbNtb�l�11co sidered S7BEpreliminary, and Atlas should be retained o observe actual subsurface condition during earthwork construction activities to provide ad itionalFcg-gtt%6 4F JJQNt%ns as needed. Page 64 of 94 Atlas No. T211192g Page118 Copyright©2021 Atlas Technical Consultants Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather, provide a copy of, or authorize for their use, the complete report to other design professionals or contractors. Locations of exploratory sites referenced within this report should be considered approximate locations only. For more accurate locations, services of a professional land surveyor are recommended. This report is also limited to information available at the time it was prepared. In the event additional information is provided to Atlas following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including soil appearances and odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenviron mental investigation or a Phase II/III Environmental Site Assessment. If environmental services are needed, Atlas can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 65 of 94 Atlas No.T211192g Page119 Copyright©2021 Atlas Technical Consultants Vicinity Map Figure 1 w MAP NOTES: 2J F rk �, N ,Delorme Street Atlas z�l FALLS AVE W CQ. Not to Scale FA_LL'S AVE � FALLS AVE E FALLS z � z o Ui z � a LEGEND Roc Creek Park d FILER AVE W 1z, �, I Approximate Site z o „�� FILER AVE Twin7Fills— Location z• TP 0� HEYBURtV AVE Efl1iv� 30 93 _ � AQQISO!4 AV.E.E -z—� M_Ln a !U3 Harris n Park S PARK AVE_W QQkq A�� �pl ROVED PLANS � N 7a �, �I Rev"wed r Code Compliance c a �'; PLANK MU T BE ON JOB SITE F INSPECTIONS LU 05TERLOH AVE l ca z Twin Falls Fire Station#3 _ LORCRARD DR W O� ORCHARD DR 4RCNARD Washington Street South �? -- DR-E N11 — Twin Falls,ID z� Modified from DeLorme by:CCW z Site Location May 4,2021 o Drawing:T211192g W J m Y WTM 11 Pag 9 66 of 94 - E 3 qUO N m 2283 Wright Ave,Suite A Phone: (208)733-5323 74 74 E 3600 IN Twin Falls,ID 83301 Fax: (208)733-0564 Web: oneatlas.com Site Map Figure 2 NOTES: N •Not to Scale I I I I I TO ORCHARD DRIVE LEGEND Approximate Site — — Boundary I I Approximate Atlas Test 8 Pit Location I I I TP-4 ICI ICI I c) I I TP-3 IZI 8 ICI Iml I I IMI I I I I I I I I TP-2 I I I I I I I I I TP-1 i I I I I I I � CITY APPROVED PLANS Reviewed for Code Com Hance Twin Falls Fire Station#3 Washington Street South PLANS MUST BE ON JOB SITE Twin Falls,ID I I FOR ALL INSPECTIONS Drawn by:CCW I I May 4,2021 I I Drawing:T211192g I I I I I I Page 67 of 94 I I 2283 Wright Ave,Suite A Phone: (208)733-5323 I Twin Falls,ID 83301 Fax: (208)733-0564 I II Web: oneatlas.00m �r'1rt-c�TC�� Appendix IV GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-1 Latitude: 42.532232 Date Advanced: May 3, 2021 Longitude: -114.478363 Excavated by: Crandall Excavation Depth to Water Table: Not Encountered Logged by: Ethan Salove, PE Total Depth: 5.0 feet bgs eet . . . • • • . Silt (ML): Light brown, slightly moist, very stiff 0.0-4.2 to hard. GS 3.3-3.8 3.5-4.5+ A --Plow zone and organics encountered to a depth of 0.9 foot bgs. Sandy Silt (ML): Light brown, slightly moist, 4.2-5.0 hard, with fine to medium-grained sand. --Moderate to strong calcium carbonate cementation encountered throughout. Basalt: Dark gray to black, slightly weathered, Below 5.0 widely fractured, strong, with minor vesicles throughout. Notes:See Site Map for test pit location. A "24.1 N P N P 100 100 98 97 92.4 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 68 of 94 Atlas No.T211192g Page 122 Copyright©2021 Atlas Technical Consultants �TrT�/T?� GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-2 Latitude: 42.532353 Date Advanced: May 3, 2021 Longitude: -114.478735 Excavated by: Crandall Excavation Depth to Water Table: Not Encountered Logged by: Ethan Salove, PE Total Depth: 3.8 feet bgs Depth Lield Description and USCS Soil and Sample Sample Depth Qp Lab •• Jiment Classification • bgs) Test ID Silt (ML): Light brown, dry to slightly moist, 0.0-2.1 very stiff to hard. 3.5-4.5+ --Plow zone and organics encountered to a depth of 1.0 foot bgs. Sandy Silt (ML): Light brown, dry to slightly 2.1-3.8 moist, hard,with fine to medium-grained sand. 4 5+ --Moderate to strong calcium carbonate cementation encountered throughout. Basalt: Dark gray to black, slightly weathered, Below 3.8 widely fractured, strong, with minor vesicles throughout. Notes:See Site Map for test pit location. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 69 of 94 Atlas No.T211192g Page 123 Copyright©2021 Atlas Technical Consultants �TrT�/T?� GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-3 Latitude: 42.532547 Date Advanced: May 3, 2021 Longitude: -114.478338 Excavated by: Crandall Excavation Depth to Water Table: Not Encountered Logged by: Ethan Salove, PE Total Depth: 4.8 feet bgs Depth ieldd Description and USCS Soil and Sample Sample Depth Qp Lab ••s) Sediment Classification • bgs) Test ID Silt (ML): Light brown, dry to slightly moist, 0.0-4.1 very stiff to hard. 3.0-4.5+ --Plow zone and organics encountered to a depth of 1.1 feet bgs. Sandy Silt (ML): Light brown, dry to slightly 4.1-4.8 moist, hard,with fine to medium-grained sand. --Moderate to strong calcium carbonate cementation encountered throughout. Basalt: Dark gray to black, slightly weathered, Below 4.8 widely fractured, strong, with minor vesicles throughout. Notes:See Site Map for test pit location. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 70 of 94 Atlas No.T211192g Page 124 Copyright©2021 Atlas Technical Consultants �TrT�/T?� GEOTECHNICAL INVESTIGATION TF Test Pit Log #: TP-4 Latitude: 42.532678 Date Advanced: May 3, 2021 Longitude: -114.478861 Excavated by: Crandall Excavation Depth to Water Table: Not Encountered Logged by: Ethan Salove, PE Total Depth: 4.2 feet bgs V. Depth eld Description and USCS Soil and Sample Sample Depth Qp ••s) Sediment Classification • •• Telst 0.0-1.0 Silt Fill (ML-FILL): Light brown, slightly moist, 3.0 very stiff. 1.0-3.3 Silt (ML): Light brown, slightly moist, very stiff 3.0-4.5+ to hard. Sandy Silt (ML): Light brown, dry to slightly 3.3-4.2 moist, hard, with fine to medium-grained sand. --Moderate to strong calcium carbonate cementation encountered throughout. Basalt: Dark gray to black, slightly weathered, Below 4.2 widely fractured, strong, with minor vesicles throughout. Notes:See Site Map for test pit location. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 71 of 94 Atlas No.T211192g Page 125 Copyright©2021 Atlas Technical Consultants �r'1rt-c�TC�� Appendix V GEOTECHNICAL GENERAL NOTES Unified Soil Classification System Major Divisions Symbol Soil Descriptions Gravel & GW Well-graded ravels; ravel/sand mixtures with little or no fines Coarse- Gravelly Soils GP Poorl - raded ravels; ravel/sand mixtures with little or no fines Grained < 50% GM Silty gravels; poorly-graded ravel/sand/silt mixtures Soils < coarse GC Clayey gravels; poorly-graded gravel/sand/clay mixtures 50% Sand & Sandy SW Well-graded sands; gravelly sands with little or no fines passes Soils > 50% SP Poorl - raded sands; gravelly sands with little or no fines No.200 coarse SM Silty sands; poorly-graded sand/gravel/silt mixtures sieve fraction Sc Clayey sands; poorly-graded sand/gravel/clay mixtures Fine- ML Inorganic silts; sandy, gravellyor clayey silts Grained Silts & Clays CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium- Soils > LL < 50 plasticity clays 50% OL Organic, low-plasticity clays and silts passes MH Inorganic, elastic silts; sand ravel) or clayey elastic silts No.200 Silts &Clays CH Fat clays; high-plasticity, inorganic clays sieve LL > 50 OH Organic, medium to high-plasticity clays and silts Highly Organic Soils PT Peat, humus, h dric soils with high organic content Relative Density • Consistency Moisture • • Cementation ClassificationClassification Coarse-Grained Soils SPT Blow Counts N Description Field Test Very Loose: <4 Dry Absence of moisture, dry to touch Loose: 4-10 Slightly Moist Damp, but no visible moisture Medium Dense: 10-30 Moist Visible moisture Dense: 30-50 Wet Visible free water Very Dense: >50 Saturated Soil is usually below water table Fine-Grained Soils SPT Blow Counts N Description Field Test Very Soft: < 2 Weak Crumbles or breaks with handling or Soft: 2-4 slight finger pressure Medium Stiff: 4-8 Moderate Crumbles or breaks with Stiff: 8-15 considerable finger pressure Very Stiff: 15-30 Strong Will not crumble or break with finger Hard: >30 pressure Boulders: > 12 in. GSgrab sample Cobbles: 12 to 3 in. LL Liquid Limit Gravel: 3 in. to 5 mm M moisture content Coarse-Grained Sand: 5 to 0.6 mm - Medium-Grained Sand: 0.6 to 0.2 mm &V filplMig? Fine-Grained Sand: 0.2 to 0.075 mm p penetrome er v u , un fie c mpressive Silts: 0.075 to 0.005 mm Clays: < 0.005 mm V vane value ultimate shearin stye gth, tsf FOR ALL INSPECTIONS Page 72 of 94 Atlas No.T211192g Page 126 Copyright©2021 Atlas Technical Consultants �r T I Tim Appendix VI ROCK CLASSIFICATION SYSTEM Weathering Weathering Field Test Fresh No sign of decomposition or discoloration. Rings under hammer impact. Slightly Weathered Slight discoloration inwards from open fractures, otherwise similar to Fresh. Moderately Discoloration throughout. Weaker minerals such as feldspar decomposed. Weathered Strength somewhat less than fresh rock but cores cannot be broken by hand or scraped with a knife. Texture preserved. Most minerals somewhat decomposed. Specimens can be broken by hand with Highly Weathered effort or shaved with knife. Core stones present in rock mass. Texture becoming indistinct but fabric preserved. Completely Minerals decomposed to soil but fabric and structure preserved. Specimens Weathered easily crumbled or penetrated. Fracturing Rock e - eD Spacing Description RQD % Rock Quality 6 ft. Very widely 90— 100 Excellent 2 to 6 ft. Widely 75 to 90 Good 8 to 24 in. Moderately 50 to 75 Fair 2 '/2 to 8 in. Closely 25 to 50 Poor 3/4 to 2 '/2 in. Very Closely 0 to 25 Very Poor Competency Approximate Range of Strength Class Field Test Unconfined Compressive Strength is Extremely I Many blows with geologic hammer required to > 2000 Strong break intact specimen. Very II Hand-held specimen breaks with pick end of 2000 - 1000 Strong hammer under more than one blow. Cannot be scraped or peeled with knife, hand-held Strong III specimen can be broken with single moderate 1000 - 500 blow with pick end of hammer. Moderately Can just be scraped or peeled with knife. Strong IV Indentations 1 mm to 3 mm show in specimen with 500 -250 moderate blow with pick end of hammer. Material crumbles under moderate blow with pick Weak V end of hammer and can be peeled with a knife, but 250- 10 is hard to hand-trim for tri-axial testspecimen. Friable VI Material crumbles in hand. N/A CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 73 of 94 Atlas No. T211192g Page127 Copyright©2021 Atlas Technical Consultants �r'1rt-Ic�TC�� Appendix VII AASHTO PAVEMENT DESIGN Pavement Section Design Location: Twin Falls Fire Station#3,Light Duty Average Daily Traffic Count: 100 All Lanes&Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 50% Terminal Seviceability Index(Pt): 2.5 Level of Reliability: 95 Subgrade CBRValue: 4 Subgrade Mr: 6,000 Calculation of Design-18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 27 2.0% 0.0008 192 Buses: 0 2.0% 0.6806 0 Panel&Pickup Trucks: 17 2.0% 0.0122 1,839 2-Axle,6-Tire Trucks: 5 2.0% 0.1890 8,381 Emergency Vehicles: 1.0 2.0% 4.4800 39,731 Dump Trucks: 0 2.0% 3.6300 0 Tractor Semi Trailer Trucks: 0 2.0% 2.3719 0 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 50 Total Design Life 18-kip ESALs: 50,143 Actual Log(ESALs): 4.700 Trial SN: 2.50 Trial Log(ESALs): 4.749 Pavement Section Design SN: 2.61 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 2.50 0.42 n/a Asphalt-Treated Base: 0.00 0.25 n/a Cement-Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 4.00 0.14 1.0 Subbase: 10.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 74 of 94 Atlas No.T211192g Page 128 Copyright©2021 Atlas Technical Consultants Mrs I AASHTO PAVEMENT DESIGN Pavement Section Design Location: Twin Falls Fire Station#3,Heavy Duty Average Daily Traffic Count: 100 All Lanes&Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 50% Terminal Seviceability Index(Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 4 Subgrade Mr: 6,000 Calculation of Design-18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 19 2.0% 0.0008 135 Buses: 0 2.0% 0.6806 0 Panel&Pickup Trucks: 19 2.0% 0.0122 2,056 2-Axle,6-Tire Trucks: 5 2.0% 0.1890 8,381 Emergency Vehicles: 6.0 2.0% 4.4800 238,386 Water Trucks: 1 2.0% 3.6300 32,193 Tractor Semi Trailer Trucks: 0 2.0% 2.3719 0 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 50 Total Design Life 18-kip ESALs: 281,150 Actual Log(ESALs): 5.449 Trial SN: 3.30 Trial Log(ESALs): 5.476 Pavement Section Design SN: 3.50 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 3.00 0.42 n/a Asphalt-Treated Base: 0.00 0.25 n/a Cement-Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 6.00 0.14 1.0 Subbase: 14.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 75 of 94 Atlas No. T211192g Page129 Copyright©2021 Atlas Technical Consultants �rrNT7 c�T�� Appendix VIII AASHTO RIGID PAVEMENT DESIGN Pavement Section Design Location: Twin Falls Fire Station#3, Heavy Duty Average Daily Traffic Count: 100 All Lanes& Both Directions Design Life: 20 Years %of Traffic in Design Lane: 50% Terminal Seviceability Index, Pt: 2 Level of Reliability, R: 95 R-Value: 9 Subgrade CBR Value: 4 Subgrade Mr: 6,000 Native Modulus of Subgrade Reaction, K: 120 Effective Modulus of Subgrade Reaction, K: 180 Concrete Elastic Modulus, Ec: 4200000 Modulus of Rupture, S'c: 650 Load Transfer Coefficient,J: 2.9 Drainage Coefficient, Cd: 1 Standard Deviation, So: 0.34 Design Serviceability Loss, Delta PSI: 2.5 Calculation of Design 18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESAL's Passenger Cars: 19 2.0% 0.0008 135 Buses: 0 2.0% 0.6806 0 Panel& Pickup Trucks: 19 2.0% 0.0122 2,056 2 Axle, 6 Tire Trucks: 5 2.0% 0.1890 8,381 Emergency Vehicles: 6 2.0% 4.4800 238,386 Water Trucks: 1 2.0% 3.6300 32,193 Tractor Semi Trailer Trucks: 0 2.0% 2.3719 0 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 50 Total Design Life 18 kip ESAL's: 281,150 Traffic Index equivalent= 7.7 Actual Log(ESAL's): 5.449 Trial Pavement Design Thickness, inches: 6.00 Trial Log(ESAL's): 5.837 Pavement Design Thickness, Inches: 6.0 Road Mix Section Thickness, Inches: 6.0 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 76 of 94 Atlas No.T211192g Page 130 Copyright©2021 Atlas Technical Consultants IMPOPIOnt InfOPM81100 Rhout ■ GeolechnicalmEngineeping SubWhile . . . following . . . . . _ . .cost overruns, claims, and help. The Geoprofessional Business Association (GBA) will not likely meet the needs of a civil-works constructor or even a has prepared this advisory to help you—assumedly different civil engineer.Because each geotechnical-engineering study a client representative—interpret and apply this is unique,each geotechnical-engineering report is unique,prepared geotechnical-engineering report as effectively as solely for the client. possible. In that way, you can benefit from a lowered Likewise,geotechnical-engineering services are performed for a specific exposure to problems associated with subsurface project and purpose.For example,it is unlikely that a geotechnical- conditions at project sites and development of engineering study for a refrigerated warehouse will be the same as them that,for decades, have been a principal cause one prepared for a parking garage;and a few borings drilled during of construction delays, cost overruns, claims, a preliminary study to evaluate site feasibility will not be adequate to and disputes. If you have questions or want more develop geotechnical design recommendations for the project. information about any of the issues discussed herein, contact your GBA-member geotechnical engineer. Do not rely on this report if your geotechnical engineer prepared it: Active engagement in GBA exposes geotechnical • for a different client; engineers to a wide array of risk-confrontation • for a different project or purpose; techniques that can be of genuine benefit for • for a different site(that may or may not include all or a portion of everyone involved with a construction project. the original site);or before important events occurred at the site or adjacent to it; e.g.,man-made events like construction or environmental Understand the Geotechnical-Engineering Services remediation,or natural events like floods,droughts,earthquakes, Provided for this Report or groundwater fluctuations. Geotechnical-engineering services typically include the planning, collection,interpretation,and analysis of exploratory data from Note,too,the reliability of a geotechnical-engineering report can widely spaced borings and/or test pits.Field data are combined be affected by the passage of time,because of factors like changed with results from laboratory tests of soil and rock samples obtained subsurface conditions;new or modified codes,standards,or from field exploration(if applicable),observations made during site regulations;or new techniques or tools.If you are the least bit uncertain reconnaissance,and historical information to form one or more models about the continued reliability of this report,contact your geotechnical of the expected subsurface conditions beneath the site.Local geology engineer before applying the recommendations in it.A minor amount and alterations of the site surface and subsurface by previous and of additional testing or analysis after the passage of time-if any is proposed construction are also important considerations.Geotechnical required at all-could prevent major problems. engineers apply their engineering training,experience,and judgment to adapt the requirements of the prospective project to the subsurface Read this Report in Full model(s). Estimates are made of the subsurface conditions that Costly problems have occurred because those relying on a geotechnical- will likely be exposed during construction as well as the expected engineering report did not read the report in its entirety.Do not rely on performance of foundations and other structures being planned and/or an executive summary.Do not read selective elements only.Read and affected by construction activities. refer to the report in full. The culmination of these geotechnical-engineering services is typically a You Need to Inform Your Geotechnical Engineer geotechnical-engineering report providing the data obtained,a discussion About Change of the subsurface model(s),the engineering and geologic engineering Your geotechnical engineer considered unique,project-specific factors assessments and analyses made,and the recommendations developed apias -Au d1i and developing to satisfy the given requirements of the project.These reports may be r ti ort conveys. � titled investigations,explorations,studies,assessments,or evaluations. I a es hag�� lz t as eport include Regardless of the title used,the geotechnical-engineering report is an engineering interpretation of the subsurface conditions within the conte � for Code Compliance of the project and does not represent a close examination,systematic a site s size or shape; �� � io inquiry,or thorough investigation of all site and subsurface conditions. P L/ con or��we two he propgse�d�strnS Geotechnical-Engineering Services are Performed , te ,r o ' curean gn l�!'sl '2S iP for Specific Purposes, Persons, and Projects, . project ownership. and At Specific Times Geotechnical engineers structure their services to meet the specific As a general rule,always inform your geotechnical engineer of project needs,goals,and risk management preferences of their clients.A or site changes-even minor ones-and request an assessment of their geotechnical-engineering study conducted for a given civil P�e Q 7p t.6 feNzical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical conspicuously that you've included the material for information purposes engineer was not informed about developments the engineer otherwise only.To avoid misunderstanding,you may also want to note that would have considered. "informational purposes"means constructors have no right to rely on the interpretations,opinions,conclusions,or recommendations in the Most of the "Findings" Related in This Report report.Be certain that constructors know they may learn about specific Are Professional Opinions project requirements,including options selected from the report,only Before construction begins,geotechnical engineers explore a site's from the design drawings and specifications.Remind constructors subsurface using various sampling and testing procedures.Geotechnical that they may perform their own studies if they want to,and be sure to engineers can observe actual subsurface conditions only at those specific allow enough time to permit them to do so.Only then might you be in locations where sampling and testing is performed.The data derived from a position to give constructors the information available to you,while that sampling and testing were reviewed by your geotechnical engineer, requiring them to at least share some of the financial responsibilities who then applied professional judgement to form opinions about stemming from unanticipated conditions.Conducting prebid and subsurface conditions throughout the site.Actual sitewide-subsurface preconstruction conferences can also be valuable in this respect. conditions may differ-maybe significantly-from those indicated in this report.Confront that risk by retaining your geotechnical engineer Read Responsibility Provisions Closely to serve on the design team through project completion to obtain Some client representatives,design professionals,and constructors do informed guidance quickly,whenever needed. not realize that geotechnical engineering is far less exact than other engineering disciplines.This happens in part because soil and rock on This Report's Recommendations Are project sites are typically heterogeneous and not manufactured materials Confirmation-Dependent with well-defined engineering properties like steel and concrete.That The recommendations included in this report-including any options or lack of understanding has nurtured unrealistic expectations that have alternatives-are confirmation-dependent.In other words,they are not resulted in disappointments,delays,cost overruns,claims,and disputes. final,because the geotechnical engineer who developed them relied heavily To confront that risk,geotechnical engineers commonly include on judgement and opinion to do so.Your geotechnical engineer can finalize explanatory provisions in their reports.Sometimes labeled"limitations,' the recommendations only after observing actual subsurface conditions many of these provisions indicate where geotechnical engineers' exposed during construction.If through observation your geotechnical responsibilities begin and end,to help others recognize their own engineer confirms that the conditions assumed to exist actually do exist, responsibilities and risks.Read these provisions closely.Ask questions. the recommendations can be relied upon,assuming no other changes have Your geotechnical engineer should respond fully and frankly. occurred.The geotechnical engineer who prepared this report cannot assume responsibility or liabilityfor confirmation-dependent recommendations ifyou Geoenvironmental Concerns Are Not Covered fail to retain that engineer to perform construction observation. The personnel,equipment,and techniques used to perform an environmental study-e.g.,a"phase-one"or"phase-two"environmental This Report Could Be Misinterpreted site assessment-differ significantly from those used to perform a Other design professionals'misinterpretation of geotechnical- geotechnical-engineering study.For that reason,a geotechnical-engineering engineering reports has resulted in costly problems.Confront that risk report does not usually provide environmental findings,conclusions,or by having your geotechnical engineer serve as a continuing member of recommendations;e.g.,about the likelihood of encountering underground the design team,to: storage tanks or regulated contaminants.Unanticipated subsurface • confer with other design-team members; environmental problems have led to project failures.If you have not • help develop specifications; obtained your own environmental information about the project site, review pertinent elements of other design professionals'plans and ask your geotechnical consultant for a recommendation on how to find specifications;and environmental risk-management guidance. • be available whenever geotechnical-engineering guidance is needed. Obtain Professional Assistance to Deal with You should also confront the risk of constructors misinterpreting this Moisture Infiltration and Mold report.Do so by retaining your geotechnical engineer to participate in While your geotechnical engineer may have addressed groundwater, prebid and preconstruction conferences and to perform construction- water infiltration,or similar issues in this report,the engineer's phase observations. services were not designed,conducted,or intended to prevent migration of moisture-including water vapor-from the soil Give Constructors a Complete Report and Guidance through building slabs and walls and into the building interior,where Some owners and design professionals mistakenly believe they can shift it can cause mold growth and material-performance deficiencies. unanticipated-subsurface-conditions liability to constructors by limiting Accordingly,proper implementation of the geotechnical engineer's the information they provide for bid preparation.To help prevent recommendations will not of itself be sufficient to prevent the costly,contentious problems this practice has caused,include the moisture infiltration.Confront the risk of moisture infiltration by complete geotechnical-engineering report,along with any attachments including building-envelope or mold specialists on the design team. or appendices,with your contract documents,but be certain to note Geotechnical engineers are not building-envelope or mold specialists. CITY APPROVED PLANS &Jy BN p�Me Compliance A$ ,*WKT BE ON JOB SITE Telephon 301/56FOR ALL INSPECTIONS e-mail:info@geoprofessio Copyright 2019 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly prohibited,except with GBAs specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission of GBA,and only for purposes of scholarly research or book review.Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm,individual,or other entity that so uses this document wlLp/u�g&7e8er C)f b,94tting negligent or intentional(fraudulent)misrepresentation. Twin Falls Fire Station No. 3 1025 Washington Street South Storm Water Management Report Appendix D Geotechnical Infiltration Test Results CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS -== THE �aae 79 f 4 LAND 462 East Shore Drive, Sure CEO, Eagle, IdaTio 8 16 208.939.4041 thelandgroupinc.com ��! GROUP �r'1rt-c�TC�� November 16, 2021 Atlas No. T211192g Ms. Mandi Thompson City of Twin Falls PO Box 1907 Twin Falls, ID 83303 Subject: Addendum #1 — Infiltration Testing Twin Falls Fire Station #3 Washington Street South Twin Falls, ID Dear Ms. Thompson: This addendum report presents test results not requested at the time of the previously issued Atlas Geotechnical Engineering Report (T211192g). Descriptions of general site characteristics and the proposed project are available in the previous report. Unless otherwise noted in this addendum, all initial recommendations, limitations, and warranties expressed in the previous report must be adhered to. INFILTRATION TESTING Infiltration testing was conducted using an open test pit method. Test pit areas will need to be re- excavated and compacted prior to construction of structures that will be sensitive to settlement. Test locations were presoaked prior to testing. Pre-soaking increases soil moistures, which allows the tested soils to reach a saturated condition more readily during testing. Saturation of the tested soils is desirable in order to isolate the vertical component of infiltration by inhibiting horizontal seepage during testing. Testing was conducted on November 3, 2021. Details and results of testing are as follows: Table 1 — Infiltration Test Results StabilizedTest Test Depth k� Location (feet bgs) Soil Type Rate Rate (inches/hour) (inches per hour) TP-1 3.3 Fractured Basalt Rock 1.4 0.7 TP-2 4.0 Fractured Basalt Rock 2.6 1.3 TP-3 4.8 Fractured Basalt Roc TP-4 5.4 Fractured Basalt Roc 2.6 1.3 7Te_v_J—e_w_eU for Code Compliance Appropriate factors of safety have been applie J tV)L1A[q�p* ILT pgg'qqLRVE d during testing to obtain the design infiltration rates list d abode h ran creased filtration rate is to account for longterm saturation of th ' r0 XL� INl N soils to settle into the bottom of the infiltration facilities. Atlas recommends that all infiltration facilities be constructed in accordance with the local municipality requirements. Page 80 of 94 Atlas No.T211192g Page11 Copyright©2021 Atlas Technical Consultants If you have any questions, please call us at (208) 733-5323. Respectfully submitted, S�o ENS fp�c/yam a 18739 11/16/2021 �lgrE OF Ethan Salove, PE yqN SALE Elizabeth Brown, PE Geotechnical Engineer Geotechnical Services Manager Attachments: Site Map Geotechnical Investigation Test Pit Logs Geotechnical General Notes Rock Classification System Distribution: Eric Cronin, The Land Group (PDF Copy) CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 81 of 94 Atlas No.T211192g Page 12 Copyright©2021 Atlas Technical Consultants Site Map Figure 1 NOTES: \� 3 3 i i ------ -------- _� •Not to Scale TO ORCHARD DRIVE I � I I I TP-4 - - - - -- LEGEND Cn Approximate Site 3 0 I IA - '�g Boundary Approximate Atlas Test I m Pit Location 8 n �` TP-3 / TP 2 awc E«tx. 8 /O a l �f w � y�- .w—w � w—" I I Ezsnwct2+la w"1FA IWVH ' I INICPIEJItN3BiT.ffi� •Y L �0'11CPIESM3ffi2,4i, i I I Q w a 3 j", v, - Fq I L———————J i 2w r — G— 12w ITN' 1TY 12w g ®_ - Twin Falls Fire Station#3 I s I I 1 TP-1 a� i Washington Street South e Twin Falls,ID ail Modified by:CCW I IfI � November 9,2021 '� �/ Drawing:T211192g �Qr 11 - _r T ■ Page 82 of 94 i 2283 Wright Ave,Suite A Phone: (208)733-5323 Twin Falls,ID 83301 Fax: (208)733-0564 �\ ' Web: oneatlas.com �TrT�/T?� GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-1 Latitude: 42.532170 Date Advanced: November 1, 2021 Longitude: -114.478957 Excavated by: Crandall Excavation Depth to Water Table: Not Encountered Logged by: Ethan Salove, PE Total Depth: 3.3 feet bgs Depth ieldd Description and USCS Soil and Sample Sample Depth Qp Lab ••s) Sediment Classification • bgs) Test ID Silt (ML): Light brown, slightly moist, very stiff to hard. --Plow zone and organics encountered to a 0.0-2.0 depth of 1.0 foot bgs. --18-inch boulder encountered at 1.0 foot bgs. --Minor 10-inch minus cobbles encountered throughout. Sandy Silt (ML): Light brown, dry to slightly moist,very stiff to hard,with fine-grained sand. 2.0-3.3 --Intermittent weak calcium carbonate cementation encountered throughout. --Minor 10-inch minus cobbles encountered throughout. Fractured Basalt: Dark gray, slightly Below 3.3 weathered, closely to moderately fractured, strong, with minor vesicles throughout. Notes:See Site Map for test pit location. Infiltration testing conducted at a depth of 3.3 feet bgs. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 83 of 94 Atlas No.T211192g Page14 Copyright©2021 Atlas Technical Consultants �TrT�/T?� GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-2 Latitude: 42.532529 Date Advanced: November 1, 2021 Longitude: -114.479333 Excavated by: Crandall Excavation Depth to Water Table: Not Encountered Logged by: Ethan Salove, PE Total Depth: 4.0 feet bgs Depth ieldd Description and USCS Soil and Sample Sample Depth Qp Lab ••s) Sediment Classification • bgs) Test ID iw�i M Silt (ML): Light brown, dry to slightly moist, 0.0-2.1 very stiff to hard. --Organics encountered to a depth of 1.0 foot bgs. Sandy Silt (ML): Light brown, dry to slightly moist, very stiff to hard, with fine to coarse- 2.1-4.0 grained sand. --Intermittent weak calcium carbonate cementation throughout. Fractured Basalt: Dark gray, slightly Below 4.0 weathered, closely to moderately fractured, strong, with minor vesicles throughout. Notes:See Site Map for test pit location. Infiltration testing conducted at a depth of 4.0 feet bgs. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 84 of 94 Atlas No.T211192g Page 15 Copyright©2021 Atlas Technical Consultants �TrT�/T?� GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-3 Latitude: 42.532553 Date Advanced: November 1, 2021 Longitude: -114.478532 Excavated by: Crandall Excavation Depth to Water Table: Not Encountered Logged by: Ethan Salove, PE Total Depth: 4.8 feet bgs Depth ieldd Description and USCS Soil and Sample Sample Depth Qp Lab ••s) Sediment Classification • bgs) Test ID Silt (ML): Light brown to brown, dry to slightly 0.0-3.4 moist, very stiff. --Plow zone and organics encountered to a depth of 1.0 foot bgs. Sandy Silt (ML): Light brown, dry, very stiff to hard, with fine-grained sand. 3.4-4.8 --Moderate to strong calcium carbonate cementation throughout. --Intermittent 6-inch basalt cobbles encountered throughout. Fractured Basalt: Dark gray, slightly Below 4.8 weathered, closely to moderately fractured, strong, with minor vesicles throughout. Notes:See Site Map for test pit location. Infiltration testing conducted at a depth of 4.8 feet bgs. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 85 of 94 Atlas No.T211192g Page 16 Copyright©2021 Atlas Technical Consultants �TrT�/T?� GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-4 Latitude: 42.532804 Date Advanced: November 1, 2021 Longitude: -114.479052 Excavated by: Crandall Excavation Depth to Water Table: Not Encountered Logged by: Ethan Salove, PE Total Depth: 5.4 feet bgs Depth ieldd Description and USCS Soil and Sample Sample Depth Qp Lab ••s) Sediment Classification • bgs) Test ID iw�i M Silt (ML): Light brown to brown, slightly moist, 0.0-3.8 very stiff to hard. --Intermittent 6-inch basalt cobbles throughout. Sandy Silt (ML): Light brown, dry, very stiff to hard, with fine-grained sand. 3.8-5.4 --Intermittent 6-inch basalt cobbles throughout. --Moderate to strong calcium carbonate cementation encountered throughout. Fractured Basalt: Dark gray, slightly Below 5.4 weathered, closely to moderately fractured, strong, with minor vesicles throughout. Notes:See Site Map for test pit location. Infiltration testing conducted at a depth of 5.4 feet bgs. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 86 of 94 Atlas No.T211192g Page 17 Copyright©2021 Atlas Technical Consultants �TrT�/T?� GEOTECHNICAL GENERAL NOTES Major Divisions Symbol Soil Descriptions Gravel & GW Well-graded ravels; ravel/sand mixtures with little or no fines Coarse- Gravelly Soils GP Poorly-graded ravels; ravel/sand mixtures with little or no fines Grained < 50% GM Silty gravels; poorly-graded ravel/sand/silt mixtures Soils < coarse GC Clayey gravels; poorly-graded gravel/sand/clay mixtures 50% Sand & Sandy SW Well-graded sands; gravelly sands with little or no fines passes Soils > 50% SP Poorl - raded sands; gravelly sands with little or no fines No.200 coarse SM Silty sands; poorly-graded sand/gravel/silt mixtures sieve fraction SC Clayey sands; poorly-graded sand/gravel/clay mixtures Fine- ML Inorganic silts; sandy, gravellyor clayey silts Grained Silts & Clays CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium- Soils > LL < 50 plasticity clays 50% OL Organic, low-plasticity clays and silts passes Silts & Cl MH Inorganic, elastic silts; sand ravel) or clayey elastic silts ays No.200 CH Fat clays; high-plasticity, inorganic clays sieve LL > 50 OH Organic, medium to high-plasticity clays and silts Highly Organic Soils PT Peat, humus, h dric soils with high organic content lative Density and Cons! Moisture Content and Cementation Classification A- Classification Coarse-Grained Soils SPT Blow Counts N Description Field Test Very Loose: <4 Dry Absence of moisture, dry to touch Loose: 4-10 Slightly Moist Damp, but no visible moisture Medium Dense: 10-30 Moist Visible moisture Dense: 30-50 Wet Visible free water Very Dense: > 50 Saturated Soil is usually below water table Fine-Grained Soils SPT Blow Counts (N) Description Field Test Very Soft: < 2 Weak Crumbles or breaks with handling or Soft: 2-4 slight finger pressure Medium Stiff: 4-8 Moderate Crumbles or breaks with Stiff: 8-15 considerable finger pressure Very Stiff: 15-30 Strong Will not crumble or break with finger Hard: > 30 pressure Boulders: > 12 in. GS grab sample Cobbles: 12 to 3 in. LL Liquid Limit Gravel: 3 in. to 5 mm M moisture content Coarse-Grained Sand: 5 to 0.6 mm i J�ED PLANS Medium-Grained Sand: 0.6 to 0.2 mm #YJMFS ci Fine-Grained Sand: 0.2 to 0.075 mm �� �gpietpl � c mpressive Silts: 0.075 to 0.005 mm s reng s Clays: < 0.005 mm AN MW)&Tu(3Flt&hkeJ08alSj 9re th, tsf FOR ALL INSPECTIONS Page 87 of 94 Atlas No.T211192g Page 18 Copyright©2021 Atlas Technical Consultants �TrT�/T?� ROCK CLASSIFICATION SYSTEM Weathering Weathering Field Test Fresh No sign of decomposition or discoloration. Rings under hammer impact. Slightly Weathered Slight discoloration inwards from open fractures, otherwise similar to Fresh. Moderately Discoloration throughout. Weaker minerals such as feldspar decomposed. Weathered Strength somewhat less than fresh rock but cores cannot be broken by hand or scraped with a knife. Texture preserved. Most minerals somewhat decomposed. Specimens can be broken by hand with Highly Weathered effort or shaved with knife. Core stones present in rock mass. Texture becoming indistinct but fabric preserved. Completely Minerals decomposed to soil but fabric and structure preserved. Specimens Weathered easily crumbled or penetrated. Spacing Description RQD % Rock Quality 6 ft. Very wide) 90— 100 Excellent 2 to 6 ft. Widely 75 to 90 Good 8 to 24 in. Moderately 50 to 75 Fair 2 '/z to 8 in. Closely 25 to 50 Poor %to 2 '/2 in. Very Closely 0 to 25 Very Poor Competency RENEW Approximate Range of Strength Class Field Test Unconfined Compressive Strength tsf Extremely I Many blows with geologic hammer required to > 2000 Strong break intact specimen. Very II Hand-held specimen breaks with pick end of 2000 - 1000 Strong hammer under more than one blow. Cannot be scraped or peeled with knife, hand-held Strong III specimen can be broken with single moderate 1000 - 500 blow with pick end of hammer. Moderately Can just be scraped or peeled with knife. Strong IV Indentations 1 mm to 3 mm show in specimen with 500 - 250 moderate blow with pick end of hammer. Material crumbles under moderate blow with pick Weak V end of hammer and can be peeled with a knife, but 250 - 10 is hard to hand-trim for tri-axial testspecimen. Friable VI Material crumbles in hand. N/A CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 88 of 94 Atlas No.T211192g Page 19 Copyright©2021 Atlas Technical Consultants Appenriiv CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS THE LAND 462 East Shore Drive, �' bA0MFandbo�8S 208.939.4041 thelandgroupinc.com GROUP r Q I `} Twin Falls-Fire Station No.3 5/19/2022 Storm Drainge Calculations Key The Land Group,Inc. (input) TLG PN:1211o6 (calculation) (check) Tributary Area Summary Swale Section Summary Pavement/ Side Landscape Weighted Swale Top Swale Swale Percolation Infiltration Storage Area ID Total A Roof Tc Area ID Slope Swale Capacity C Area Bottom Area Depth Rate Area Volume C=0.25 C=0.95 (z:1) A o.83 ac. 2o,840 s.f. 15,397 s.f. 0.55 10 min. 4,126 s.f. 3,176 s.f. 1.00 ft 4.00 3,651.0 c.f. o.6o in/hr 2,792 s.f. 3,651 c.f. B o.61 ac. 14,800 s.f. 11,979 s.f. o.56 10 min. 3,333 s.f. 2,277 s.f. 1.00 ft 4.00 2,8o5.o c.f. 0.70 in/hr 2,277 s.f. 2,805 c.f. (C1) o.00 ac. 1,307 s.f. 367 s.f. 1.75 ft 4.00 1,464.8 c.f. 367 s.f. 1,465 c.f. 'Di) o.00 ac. 8o8 s.f. 8o8 s.f. 1.5o ft If. 8o8 s.f. 1,212 c.f. Tributary Area Summary Swale Cobble Capacity Pavement/ Landscape Weighted Cobble Top Cobble Cobble Void Cobble Section Percolation Infiltration Storage Area ID Total A Roof C Tc Area ID Area Bottom Area Depth Ratio Capacity Rate Area Volume C=0.25 0.95 (C2) o.00 ac. 367 s.f. 367 s.f. 0.33 ft 0.35 42.8 c.f. 367 s.f. 43 c.f. 0.33 ft 0.35 8o8 s.f. 94 c.f. Tributary Area Summary Combined Stormwater Retention Area Summary Pavement/ Landscape Weighted Retention Percolation Infiltration Storage Area ID Total A Roof C Tc Area ID Facility Capacity Rate Area Volume C=0.25 C=0. C o.3o ac. 5,26o s.f. 7,794 s.f. o.67 10 min. 1,507.6 c.f. 1.30 in/hr 367 s.f. 1,5o8 c.f. D 0.25 ac. 3,440 s.f. 7,414 s.f. 0.73 10 min. c.f. 1.30 in/hr 8o8 s.f. 1,3o6 c.f. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 90 of 94 Site Planning•Landscape Architecture•Civil Engineering•Golf Course Irrigation&Engineering•Graphic Design•Surveying 462 E.Shore Drive,Suite 100•Eagle,Idaho 83616•P 208.939.4041•F 208.939.4445•www.thelandgroupinc.com Twin Falls-Fire Station No.3 Calculation Sheet:Area A Design Storm Used= 50-yr Return Period Basin Characteristics Hydrology Summary(Rational Method) Total A= 36,237 s.f. 0.83 ac 100-yr Return Period So-yr Return Period Pervious= 20,8405.f. C=0.z5 Vloo= 1637c.f. V=(z.z(A)/1z)*C 3,141c.f. V=(1.9(A)/lz)*C Impervious= 15,3975.f. C=0.95 Weighted C= 0.55 Tc= lomin. Stormwater Retention Section Data Swale Section Dimensions Capacity Time to Drain Top Area= 4,1z6 s.f. 3,651 c.f. Infiltration Area= 2,792 s.f. Bottom Area= 3,176 s.f. YES Vi= 140 c.f. Side Slope W")= 4 Percolation Rate(k)=lo.6o in/hr Depth= 1.00 ft 22.5 hrs Cobble Section Dimensions Top Area=#N/A Bottom Area=#N/A Void Ratio= #N/A Depth= #N/A CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 91 of 94 Site Planning•Landscape Architecture•Civil Engineering•Golf Course Irrigation&Engineering•Graphic Design•Surveying 462 E.Shore Drive,Suite 100•Eagle,Idaho 83616•P 208.939.4041•F 208.939.4445•www.thelandgroupinc.com Twin Falls-Fire Station No.3 Calculation Sheet:Area B Design Storm Used= 50-yr Return Period Basin Characteristics Hydrology Summary(Rational Method) Total A= 26,779 s.f. o.61 ac ioo-yr Return Period So-yr Return Period Pervious= 14,800 s.f. C=0.25 V1=2,766 c.f. V=(z.z(A)/iz)*C 2,388 c.f. V=(i.g(A)/iz)*C Impervious= 11,9795.f. C=0.95 Weighted C= o.56 Tc= iomin. Stormwater Retention Section Data Swale Section Dimensions Capacity Time to Drain Top Area= 3,333 s.f. z,8o6 c.f. Infiltration Area= 2,277 s.f. Bottom Area= 2,277 s.f. YES Vi= 133 c.f. Side Slope(z:i)= 4 Percolation Rate(k)=10.70 in/hr Depth= i.00 ft 18.o hrs Cobble Section Dimensions Top Area=#N/A Bottom Area=#N/A Void Ratio= #N/A Depth= #N/A CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 92 of 94 Site Planning•Landscape Architecture•Civil Engineering•Golf Course Irrigation&Engineering•Graphic Design•Surveying 462 E.Shore Drive,Suite 100•Eagle,Idaho 83616•P 208.939.4041•F 208.939.4445•www.thelandgroupinc.com Twin Falls-Fire Station No.3 Calculation Sheet:Area C Design Storm Used= 50-yr Return Period Basin Characteristics Hydrology Summary(Rational Method) Total A= 13,054 s.f. 0.30 ac loo-yr Return Period So-yr Return Period Pervious= 5,260s.f. C=0.25 V100=11,599c.f. V=(2.2(A)/12)*C 1,381c.f. V=(i.g(A)/12)*C Impervious= 7,794s.f. C=0.95 Weighted C= o.67 Tc= lomin. Stormwater Retention Section Data Swale Section Dimensions Capacity Time to Drain Top Area= 1,307 s.f. 1,508 c.f. Infiltration Area= 367 s.f. Bottom Area= 367 s.f. YES Vi= 40 c.f. Side Slope(z:l)= 4 Percolation Rate(k)= i.32 in/hr Depth= 1.75 ft 34.7 hrs Cobble Section Dimensions Top Area=367 s.f. Bottom Area=367 s.f. Void Ratio= 0.35 Depth= o.33 ft CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 93 of 94 Site Planning•Landscape Architecture•Civil Engineering•Golf Course Irrigation&Engineering•Graphic Design•Surveying 462 E.Shore Drive,Suite 100•Eagle,Idaho 83616•P 208.939.4041•F 208.939.4445•www.thelandgroupinc.com Twin Falls-Fire Station No.3 Calculation Sheet:Area D Design Storm Used= 50-yr Return Period Basin Characteristics Hydrology Summary(Rational Method) Total A= io,854 s.f. 0.25 ac ioo-yr Return Period So-yr Return Period Pervious= 3,440s.f. C=0.25 Vioo=11449c.f. V=(2.2(A)/i2)*C 1,251c.f. V=(i.g(A)/i2)*C Impervious= 7,4145.f. C=0.95 Weighted C= 0.73 Tc= iomin. Stormwater Retention Section Data Swale Section Dimensions Capacity Time to Drain Top Area= 8o8 s.f. i,3o6 c.f. Infiltration Area= 8o8 s.f. Bottom Area= 8o8 s.f. YES Vi= 88 c.f. Side Slope(z:i)= 4 Percolation Rate(k)= 1.32 in/hr Depth= 1.5o ft i4.3 hrs Cobble Section Dimensions Top Area=8o8 s.f. Bottom Area=8o8 s.f. Void Ratio= 0.35 Depth= o.33 ft CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 94 of 94 Site Planning•Landscape Architecture•Civil Engineering•Golf Course Irrigation&Engineering•Graphic Design•Surveying 462 E.Shore Drive,Suite 100•Eagle,Idaho 83616•P 208.939.4041•F 208.939.4445•www.thelandgroupinc.com