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Home My WebLink AboutStormwater - Reference onlyDESIGN CRITERIA VERTICAL LOADS ON VAULT LID: *UNIFORM LIVE LOAD : = 150PSF *14520 TRUCK WHEEL LOADS 13'�. 6"� �4� is 301 TRACTOR FRONT AXLE = 8,000 Ib. 0 0 o SINGLE REAR AXLE = 32,000 Ib. IFRONT (REAR REARI TRAILER : SINGLE REAR AXLE • 32,000 lb. TRACTOR TRAILER * • DESIGN LIVE LOAD AND TRUCK WHEEL LOADS TO BE APPLIED INDEPENDENTLY AND IN COMBINATION WITH THE SOIL COVER DEAD LOAD, TRUCK WHEEL LOADS DO NOT APPLY TO THE EXPOSED LID AREA AT THE NW CORNER OF THE VAULT. IMPACT 8 FATIGUE: DUE TO THE INACCESABILITY, INFREQUENT ACCESS OF SERVICE VEHICLES OVER THE LID, VERY LOW SPEEDS OF THE SERVICE VEHICLES AND THE SOIL COVER OVER THE LID, INCREASES IN VEHICLE LOADS TO ACCOUNT FOR IMPACT 8 FATIGUE ARE NOT REQUIRED. GRATING AT 5X10 OPENING: 100PSF UNIFORM PEDESTRIAN LIVE LOAD SOIL COVER FOR LID DESIGN: PLANK MANUFACTURER SHALL BE RESPONSIBLE FOR DETERMINING THE SOIL COVER DEPTHS USED IN THE LID DESIGN BASED ON THE VAULT AND FINISHED GRADE ELEVATIONS AS SHOWN ON THE PERMITTED CIVIL DWGS. SOIL COVER FOR SUBSTRUCTURE DESIGN. THE SUBSTRUCTURE WAS DESIGNED FOR A TYPICAL SOIL COVER OF 2.OFT OVER THE MAJORITY OF THE VAULT RISING TO ZOFT AT THE VERY SE CORNER OF THE VAULT. FOUNDATION DESIGN: FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES PRESENTED IN THE GEOTECHNICAL REPORT BY TERRA ASSOCIATES, INC. DATED 07-19-17. ALLOWABLE BEARING PRESSURE, 41000 PEP LATERAL EARTH PRESSURES ON DETENTION VAULT: DRAINED LEVEL BACKFILL AT REST CONDITION: 35 POP EFW +10OPSF UNIFORM ACTIVE CONDITION. 35 POP EFW SEISMIC PRESSURE COMPONENT, E=8H PSF UNIFORM AT REST COND. SOIL UNIT DENSITY: 120PCF MAX OPEN METAL GRATING OPEN METAL GRATING SHALL BE WELDED STEEL BAR GRATING AS SPECIFIED ON THE DRAWINGS. ALL STEEL GRATING AND GRATING COMPONENTS INCLUDING ITEMS EMBEDED WITHIN THE CONCRETE SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION, SUPPLIER SHALL PROVIDE ALL COMPONENTS NECESSARY TO INSTALL AND SECURE THE GRATING IN PLACE. SUPPLIER SHALL PROVIDE SHOP DRAWINGS DESCRIBING ALL COMPONENTS OF THE INSTALLATION, FOR REVIEW PRIOR TO FABRICATION. STRUCTURAL STEEL MATERIALS: a. STEEL WF SHAPES SHALL CONFORM TO ASTM A992 Fy=50KSI b. OTHER STRUCTURAL STEEL SHAPES 8 PLATES SHALL CONFORM TO ASTM A$6. a WELD STUDS SHALL CONFORM TO ASTM A 108 WELDING: CONFORM TO AWS D1.111STRUCTRUAL WELDING CODE - STEEL" WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH WABO REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. GALVANIZING: ALL STEEL SECTIONS SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION CONFORMING TO ASM A-123. REPAIRS SHALL CONFORM TO ASTM A-780 USING ZINC RICH PAINT. THE COATING THICKNESS FOR THE PAINT MUST BE SOX MORE THAN THE SURROUNDING COATING THICKNESS, BUT NOT GREATER THAN 4.0 MILS DEFERRED SUBMITTALS THE FOLLOWING AREAS OF WORK SHALL BE CONSIDERED AS "DEFERRED SUBMITTALS" AS DEFINED IN THE 2015 IBC a. PRECAST PRESTRESSED HOLLOW CORE PLANK b. CONCRETE MIX DESIGNS, C. OPEN METAL GRATING ASSEMBLY, ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF A CIVIL ENGINEER LICENSED TO PRACTICE IN THE STATE OF WASHINGTON WHO HAS CURRENT DESIGN EXPERIENCE IN THE TYPE OF WORK REVIEWED. SUBMIT ALL DEFERRED SUBMITTAL DOCUMENTS TO THE ENGINEER OF RECORD FOR REVIEW. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED BY THE ENGINEER OF RECORD, GENERAL CONSTRUCTION NOTES CODE: VAULT DESIGN AND CONSTRUCTION SHALL CONFORM TO THE PROVISIONS OF THE 2015 IBC AS ADOPTED BY THE CITY OF RENTON, WASHINGTON. GENERAL DETAILS: CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR 51MILAR CONDITIONS. DISCREPANCIES: THE CONTRACTOR SHALL NOTIFY ENGINEER UPON FINDING ANY DISCREPANCY OR OMISSION IN THE DRAWINGS OR SPECIFICATIONS. SHORING 8 EXCAVATION: THE CONTRACTOR SHALL BE SOLEY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES, INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES. WALL BACKFILL- PRIOR TO BACKFILLING VAULT WALLS THE CONTRACTOR SHALL HAVE PLACED THE LID PLANKS AND PROVIDED A MINIMUM OF 5 DAYS OF CURE ON THE PLANK VOID FILL. BACKFILL SOIL - WALL BACKFILL SHALL BE WELL GRADED FREE DRAINING SOIL FREE OF ORGANIC MATERIAL. BACKFILL SHALL BE PLACED IN LIFTS OF NO MORE THAN 8 INCHES AND COMPACTED TO WITHIN 90% OF THE SOILS MAXIMUM DRY DENSITY. ALL COMPACTION OCCURING WITHIN 51OF THE WALL SHALL BE COMPLETED USING HAND OPERATED MACHINERY. ONCRET CONCRETE REQUIREMENTS: LOCATION STRENGTH MAX W/C RATIC WALLS 4000PSI 0 28 DAYS 0.50 FOOTINGS 3000PSI 0 28 DAYS 0.55 PLANK VOID FILL TO MEET PLANK MFGR'S REQUIREMENTS* PLANK JOINT GROUT TO MEET PLANK MFGR'S REQUIREMENTS* * MINIMUM STRENGTH SHALL BE 3000PSI 0 28 DAYS. AIR CONTENT: CONCRETE EXPOSED TO WEATHER SHALL CONTAIN 5% +/-1% ENTRAINED AIR, MIX DESIGN: SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL MIXTURES IN CONFORMANCE WITH THE SPECIFICATIONS, MATERIAL REQUIREMENTS: CEMENT: ASTM C150. ADMIXTURES: ACI 301. AGGREGATES. ASTM C33. WATER: ASTM C94. EXPOSURE CATEGORIES: FREEZING THAWING FO SULFATE SO IN CONTACT W/ WATER W1 CORROSION PROTECTION C1 PLACING REQUIREMENTS: PLACING: PLACE CONCRETE AS NEARLY AS PRACTICABLE TO ITS FINAL POSITION TO AVOID SEGREGATION. DEBRIS, REMOVE ALL DEBRIS FROM FORMS PRIOR TO PLACING CONCRETE. CONSOLIDATION: CONSOLIDATE CONCRETE BY SUITABLE MEANS. THOROUGHLY WORK CONCRETE AROUND EMBEDDED ITEMS AND INTO CORNERS OF FORMS. iIRNN[*1:i3.11➢k k1fiVi� CURING, CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A SUITABLE PERIOD OF TIME AFTER PLACEMENT. WEATHER CONDITIONS: ADEQUATE PRECAUTIONS SHALL BE TAKEN DURING HOT AND COLD WEATHER IN ACCORDANCE WITH THE SPECIFICATIONS. LID PLANK PLACEMENT: IN NO CASE SHALL THE LID PLANKS BE PLACED BEFORE THE WALLS HAVE BEEN ALLOWED A MINIMUM OF 3 DAYS OF CURE. WHEN AVERAGE AMBIENT TEMPERATURES ARE LESS THAN 50 DEGREES FAHRENHEIT, THE CONTRACTOR MUST ALLOW A MINIMUM CURE TIME OF 7 DAYS OR PROVIDE AN ADDITIONAL SET OF CYLINDERS TO BE BROKEN AT THE TIME OF LID PLACEMENT DEMONSTRATING A MINIMUM CONCRETE STRENGTH OF 1,000 PSI HAS BEEN REACHED. HOLLOW CORE PLANK SCOPE OF WORK: THE WORK INCLUDED IS THE DESIGN, MANUFACTURE AND DELIVERY OF PRECAST PRESTRESSED CONCRETE UNITS. DESIGN PLANK FOR THE MOST CRITICAL OF THE LOADING CONDITIONS AS SHOWN WITHIN THE DESIGN CRITERIA NOTE. THE MANUFACTURER SHALL SUBMIT STRUCTURAL CALCULATIONS AND PLACEMENT DRAWINGS SIGNED BY A WASHINGTON STATE REGISTERED CIVIL ENGINEER FOR REVIEW PRIOR TO FABRICATION, THE MANUFACTURER SHALL INSTALL ALL BLOCK OUTS REQUIRED FOR STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS. NO OTHER PENETRATIONS ARE ALLOWED WITHOUT THE PRIOR APPROVAL OF THE PLANK MANUFACTURER, ALL HOLLOW CORE JOINTS SHALL BE GROUTED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. SPECIAL INSPECTION PLAN GENERAL: SPECIAL INSPECTION BY A QUALIFIED INSPECTOR IS REQUIRED IN ACCORDANCE WITH THE 2015 ISO. QUALIFICATION: THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL. REQUIRED VERIFICATION 8 INSPECTION: THE SPECIAL INSPECTOR SHALL PERFORM THE VERIFICATIONS 8 INSPECTIONS NOTED IN THE SCHEDULE BELOW INSPECTION & TESTING SCHEDULE TYPES OF WORK FREQ. 2015 IBC SECTION OAST IN PLACE CONIC REINFORCING STEEL, PLACEMENT, P 1705.) INSTALLATION 6 FASTENING OF PRECAST PANELS P 1705.3 PLACEMENT OF CONCRETE C 1705.3 VERIFYING USE OF REQUIRED DESIGN MIX P 1705.3 TESTING OF THE CONCRETE FOR SPECIFIED STRENGTH, AIR CONTENT AND SLUMP C 1705.3 STRUCTURAL STEEL STRUCTURAL STEEL I GRATING I M77 P 1704.2.5 WELDING SINGLE -PASS FILLET WELDS a 5/16' P 1705.21 SOILS VERIFICATION OF SOIL -BEARING CAPACITY: INSTALLATION OF DRAINAGE SYSTEM. PLACEMENT 8 COMPACTION OF WALL BACKFILL C 1705.6 FREQUENCY LEGEND C = CONTINUOUS P = PERIODIC SEE REFERENCES AND STANDARDS LISTED WITHIN THE VERIFICATION 8 INSPECTION SCHEDULE FOR MEANING OF PERIODIC AND CONTINUOUS INSPECTIONS. CERTIFICATE OF COMPLIANCE: THE SPECIAL INSPECTION AGENCY SHALL PROVIDE A FINAL LETTER CERTIFICATE OF COMPLIANCE STATING THAT THE REVIEWED WORK WAS COMPLETED IN ACCORDANCE WITH THE PERMITTED DOCUMENTS, SUBMITTAL OF REPORTS: ALL SPECIAL INSPECTION REPORTS AND TESTING REPORTS SHALL BE SUBMITTED TO THE OWNER, SITE STRUCTURES AND THE BUILDING OFFICIAL BY THE AGENCY PERFORMING THE INSPECTION OR TESTING, REINFORCING BAR MATERIAL REQUIREMENT: REINFORCING BARS USE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60, EXCEPT AS NOTED ON THE DRAWINGS. FABRICATION AND PLACING REQUIREMENTS: BENDING: BARS SHALL BE BENT COLD, BARS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT UNLESS NOTED OR SHOWN OTHERWISE OR AUTHORIZED BY THE ENGINEER, PLACING: REINFORCEMENT SHALL BE SUPPORTED AND TIED TO PREVENT DISPLACEMENT BY CONSTRUCTION LOADS OR BY PLACING OF CONCRETE. MAXIMUM SPACING OF SUPPORTS SHALL BE 3'-611 CONCRETE COVER: MINIMUM CONCRETE COVER FOR REINF, SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE: CONCRETE CAST AGAINST EARTH 3" CONCRETE CAST AGAINST FORMS AND EXPOSED TO EARTH 2" WET SETTINGS REINFORCEMENT ANCHOR BOLTS, OR ANY EMBEDDED ITEM WITHIN THE CONCRETE, MAY NOT BE SET INTO THE CONCRETE AFTER IT HAS BEEN POURED WITHIN THE FORMS. LAP SPLICES: LAP ALL BARS 2411 MIN UNLESS SHOWN OTHERWISE ON THESE DRAWINGS. PRECAST CATCH BASIN BASE SPECIFICATIONS: PRECAST CATCH BASIN BASE SHALL MEET ASTM C478 AND THE APWA/WSDOT STANDARD SPECIFICATION FOR PRECAST CONCRETE MANHOLE SECTIONS. MATERIALS: a, REINFORCING STEEL Fy=6OKSI MINIMUM b. CONCRETE fc•4,000PSI MIN 0 28 DAYS MINIMUM REQUIREMENTS: CIRCUMFERENTIAL WALL THICKNESS SHALL BE NO LESS THAN P'THICK AND SHALL HAVE A MINIMUM OF 0.18 SQ. IN/FT OF REINFORCING STEEL HORZ AND VERT PLACED AT THE CENTER OF THE WALL, BASE THICKNESS SHALL BE NO LESS THAN 12" THICK AND SHALL HAVE A MINIMUM OF 0.35 $0, IN/FT OF REINFORCING STEEL IN EACH ORTHOGONAL DIRECTION PLACED AT THE CENTER OF THE SLAB. FILL WITH GROUT AS DIRECTED BY PRECAST PLANK MFGR. #4@18"o/c EA WAY �O 0', 01, �c CONC DOBIE OR CHAIR CONT. BACKER ROD IF REO'D. TYP PLANK JOINT DETAIL rT� TYP GRADE SLAB SECTION S1 SCALE 1"=1'-011 SCALE I-1/2"=1'-0"I-1/2"=1'-0" 21-6' MAX k3'-011 MAX AT SKEWED PIPE SEE CIVIL ADD #508" IIr DWGS PIPE DIAG EA 11 TYP WALL ,�IIj LOCATION AND FACE AS lee REINF �I ,ol INVERT SHOWN ELEVATION ... I �,04 - I '� a . an s .a ADD #5x48" J I ,, ,, `! I\ DIAG EA FACE AS SHOWN ADD ONE VERT FULL HEIGHT REINF BAR EACH SIDE OF BLOCKOUT FOR EA PAIR OF VERT BARS CUT AT THE BLOCKOUT. WALL REINF @ PIPE PENETRATION SCALE N/A NTS #5 IN EACH VOID 121 3UOn TOTAL C #5 IN EACH VOID 121 TOTAL PLANK JOINT „ � 11) #5 x 11-4' �15 IN EACH PLANK JOINT VOID (6) TOTAL #5 x 1'-4' SE2" #5 IN EACH VOID (6) TOTALI-O, ADD (3146x12'-0110 Wo/c EA FACE ABOVE 6 BELOW OPNG ADD ONE VERT FULL HEIGHT REINF BAR EACH SIDE OF BLOCKOUT FOR EA VERT BAR CUT AT BLOCKOUTS FOR REFERENCE ONLY. SEE APPROVED BUILDING PERMIT PLANS # < y r a ca LL U U p -pL W 9 � z *� s N W cy o m N N Lb C4 N 0 q o z 0 Wj 2 3 i c m *+ dd �a33 m Q � � W Cm> W Immm Immm cn W LLM h WO #5 IN J EACH Z Q VOID 16) W TOTAL Kdn � Q C� E � L F N O H- Z W DL LL 0 F U 79 al 89 Si OF 6 S-18-051 204_8" c 6 10" 200'_pn 1 10" Sz-' 12'-011IL 176'-0" L 12'-0" 5E rn 61'pn 1011 rc a H o_ H o_ c i N s N s U 9 5 10 F32x12 1 54 55 54 F32x12 o Jo ~ m LL o o o 6 IBOV=355,25 1 1 y `—' U z U z N �- -- 1 7 2 3 3 2 92 m N N n w TYP @ CELL 3 WALLS I `O r - F72 y g, vI B CELL 3 N H N N p IBOV•354,7 N t C a" � I IBOV454.75 j IL _ 0 0 54 �JJ 54 4 7 ,-_ __ I q m F44x12__ 1tLLxx _____________________________ _______ F44x12_ ___________ ________ ______ _ — .o 5 m m 1 2 IBOV-355.25 -------------------- �.T 1 — A 1 y ITI, W J Y 5" THICK CONCRETE I SLAB ON GRADE y � TYP @ CELL 2 WALLS WWWVV 54 16'-0" 3 54A,in I S5 CELL 2 I % 0 0 1Y V6bIBOV=354.75 [1510 IBOV=354.7510'.0"0 4i.pn 6i.pn 6i-pn P •'8 x " 6'-00 I I 11 Q 4 1 2 SS F44x12 1 1 _____________________F44x12___ ____ ____ _ _ ________________________-- 4 < --- A ' 4 1 F32x12 24 j 54 3 S4 54 65 �__________ 54 54 F=' 3Ox12 5 = N 1 B CELL 1 i v x IBOV=354.75 I o o o LL - e WW °SSrARAL, ENEap�? I F�2 1 �` /1 IBOV=354.75 --1 I T T �J 3 /pNA'- E ___ I I 54 o m -- -- 5 7 r 55 2 1 TYP 0 CELL TYP @ CELL 1 WALLS —__ — -- — O H o F32x12 2 23 F32x12 Z 5 54 54 2 10" 5 Q N 12�_pn 61.Ou fi21-011 401-011 L V _j 3 a Z o � VAULT FOUNDATION PLAN 81 um,z SCALE 1/8" = 1'-0" Oi 4i g, — W Imism I.— Lu PLAN KEYNOTES LEGEND w °C Lu 1. 5" THICK CONCRETE SLAB ON GRADE REINF WITH fi4 @ EEA WAY. PLATE ALL REINF DIMENSIONS & ELEVATIONS ~ O Q AT MID -DEPTH OF THE SLAB, SEE 2/51 FOR REINF PLACEMEMENNT. CONST JOINTS SHALL IBOV INSIDE BOTTOM OF VAULT TOP OF GRADE SLAB CONFORM TO 7/S5. THE CONTRACTOR AND HIS SUBCONTRACTOR SHALL BE U. 3 CIP CONCRETE WALL RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND H_ 2, C.I.P. CONCRETE WALLS AT THE PERIMETER d INTERIOR OF THE VAULT. SEE WALL SECTIONS ON 54 FOR THICKNESS d REINFORCING. SEE 9/55 FOR WALL REINF. ---- CONCRETE SPREAD FOOTING ELEVATIONS SHOWN ON THESE DRAWINGS WITH THE CORNER ____ CURRENT PERMITTED SET OF CIVIL DRAWINGS, AND SHALL W 3, THICKENED SLAB FOOTINGS TO BE CAST WITH THE GRADE SLAB. SEE WALL SECTIONS FOR DOWNWARD SLOPE NOTIFY 50TH THE CIVIL d STRUCTURAL ENGINEERS IN WRITING OF ALL DISCREPANCIES BETWEEN THE CIVIL O I= LL REINF. O DWGS AND THESE DWGS PRIOR TO CONSTRUCTION, 4. 6FT WIDE OPENING WITHIN THE CELL DIVIDER WALL. SEE A/54 FOR WALL REINF AT F32x12 32" WIDE x 12" THICK FOOTING. SEE 2A d 3/54 coOPENING. F30x12 30" 5/9 WIDE x 12" THICK FOOTING. SEE 5/SS 5. PIPE INLET OR OUTLET TO VAULT. SEE CIVIL DWGS FOR PIPE DIAM, LOCATION d INVERT F44x12 44" WIDE x 12" THICK FOOTING. SEE 4/S4 V ELEV. SEE 3/S1 d 12/55 FOR WALL REINF 0 PENETRATION, P12 12" THICK MATT w/ fi40I2"o/c EA WAY T. d B. 6. 72110 CATCH BASIN BASE TO ACT AS SUMP. SEE 12/S6 FOR DETAILS 7. 8" THICK KNEE -WALL. REINF w/ fi5@12"o/c HORZ. AND VERT. PLACED AT THE CENTER OF „ WALL CONST. JOINT. SEE 10 6 II/S5 THE WALL. PROVIDE I2145 HORZ AT THE TOP OF THE WALL d 121-fi5 VERT AT THE FREE ENDS OF THE WALL. EXTEND VERT BARS 11" INTO THE 12-1/2" THICK LID CLOSURE POUR. --- GRADE SLAB CONST. JOINT. SEE 7/S5 SEE 5/$5 FOR FTG INFORMATION, ZQ 8. GRADE SLAB CONSTRUCTION JOINT. SEE 7/S5 J 9. ROCKERY ADJACENT TO VAULT WALL. SEE CIVIL DWGS FOR ALL INFORMATION, d J 0 F ,a c z 0 U. SHEET: FOR REFERENCE ONLY. SEE 800189 APPROVED BUILDING PERMIT PLANS 2 OF 6 S-18-051 2011-811 loll 50 PLANKS 0 4'-011 = 200'-011 A toll 12'-011 B81_6n 75p_pll 140_611 101-011 291-411 EXPOSED WALL TREATMENT TOP OF CONC WALL SLOPES DOWN FROM 2.OFT TO OSFT 5 SEE CIVIL AND LANDSCAPE DRAWINGS FOR EXPOSED 10 0 o VAULT WALL AESTHETIC TREATMENT TO CONSIST c�0 ski 0�hn 1 OF A VENEER ATTACHED TO THE WALL SURFACE. 1 o ' 7 4p�ppw 54 <pppp� 11 11 �p^ppH 54 7 - ....... .. ..... h a GRA B 8 m ip b0h"' 12 i 1 9 - ❑____❑__ ❑____❑ D.E. T7 2A mm 56 4 Sl 1 2 0 r � bmhw � 4 n a o o ❑ ❑ ❑ ❑ m .%, 3 _ _ S4 D Ea❑ b0-- 546R 64 ❑ oo _____ ❑ ❑ ______ ❑ ❑ _____ ______ ❑ ❑ ❑ ______ ❑ ❑ ______ ❑ ❑ ______ o ❑ ______ ❑ ❑ ______ ❑ __ ❑ ❑ ___ ______ ❑ ______ ❑ ❑ ❑ ❑ ❑ ______ ______ ❑ ❑ ______ ❑ ❑ ______ ❑ ❑ ______ ❑ ❑ ❑ ______ ______ ❑ ❑ ______ ❑ ❑ ❑ ❑ ❑ ______ ______ ___ - o❑ _ __ ______ ❑ ❑ ❑ ______ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ o ❑ ❑ ______ ______ ______ ______ ______ ______ ______ ❑ ______ ❑ ❑ ______ ❑ ❑ ❑ __ ___ ❑ ❑ ______ ❑ ❑ ______ ❑ ❑ ❑ ❑ ______ ______ ❑ ______ o 0 0 _____ ______ 0 ❑ ______________ ❑ ❑❑ C__ _______________ _____ _______ __ ______ _____ 3 8 8 3 6 6 3 THICK HOLLOW - 54 '112-11211 CORE PLANK LID. TOP 0 OF LID EL= 368,04 0 S _ 1 I 51 9 4 4 3 4 8 6 4 2 8 3 54 54 55 1 ❑ o 00 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ o ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑,..:000 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ o 0 0 0 0 0 0 0 0 0 0 0 0 00 _ - 0 0 oo 0 0 BOB0 0 0 0 0 0 0 0 0 � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BIB � 0 0 0 0 0 0 0 0 0 0 0 0 0 = 0 2 3 6 8 8 6A Li 54 3 _ - 54 1TOV=367.00 - SI TYP THROUGH o 9. 2 4 OUT VAULT. 6 ... __ S W ❑ ❑ ❑ ❑ ❑ ❑ 1 I 4 3 � - 54 b R TE 6 8 3 8 3A m � � - C1 o _ 0 ______ 0 0 0 ___ 0 0 _____ 0 0 ______ 0 0 ______ 0 ______ 0 ____S' 0 0 _ _ ❑ _____ o 0 ______ 0 0 _____ 0 0 ______ 0 0 _ ___ 0 0 0 ______ ______ 0 0 0 ______ 0 0 0 0 0 0 ______ ______ ______ 0 0 _____ 000 ____ ______ 0 0 0 ______ 0 0 ______ 0 0 ______ 0 0 _2A_ 0 0 ______ 0 0 ______ 0 0 _____ 0 0 ______ ______ 0 0 __ 0 ___ 0 0 ______ 0 0 ______ 0❑ ______ B 7 4 o 54 54 56 5 5 621-011 loll loll 101-00 B01-611 451-611 141-00 401-011 VAULT LID PLAN 21 81 SCALE 1/8" = 1'-011 0' 4' 16' 55 IN EACH 3,-0„ 11) t5 x 2'-31, 3'-011 VOID 131 EA SIDE OF 15 IN EACH p1_pn V01D I31.- PLAN KEYNOTES 1. HATCHED AREA REPRESENTS 24" WIDE x 12-1/2" THICK CAST IN PLACE CONCRETE BEAM, SEE 1/S6. 2. RAISED 6FTx1OFT OPENING w/ METAL BAR GRATING w/ 36" SQUARE INTEGRAL HINGED ACCESS HATCH. SEE 5/56, 2A. AT GRADE 6FTx12FT OPENING w/ METAL BAR GRATING w/ 36" SQUARE INTEGRAL HINGED ACCESS HATCH. SEE A/56. 3. 12111 OPNG THRU LID FOR VENT PIPE, SEE 4/51, 3A. 12111 OPNG THRU WALL FOR VENT PIPE, SEE 1/S5, 4. 12-1/211 THICK PRECAST HOLLOW CORE PLANK. SEE DESIGN CRITERIA ON S1 FOR LOADING. 5, PIPE INLET OR OUTLET TO VAULT. SEE CIVIL DWGS FOR PIPE DIAM, LOCATION 5 INVERT ELEV. SEE 3151 8 12/55 FOR WALL REINF 0 PENETRATION. 6. 2411 DIAM. OPENING THRU LID TO ACCEPT RISERS, LADDER, RING AND LOCKING MANHOLE COVER PER CIVIL DRAWINGS, SEE 1/53 FOR LID REINF @ BLOCKOUT. 6A. 2411 DIAM. OPENING THRU LID w/ KNEEWALL TO ACCEPT RISERS, LADDER, RING AND LOCKING MANHOLE COVER PER CIVIL DRAWINGS, SEE 2/55 FOR LID REINF B MH, 7. ADD (41-0x15'-0" 0 3"o/c ALONG THE INSIDE FACE OF THE VAULT WALL NEAR THE TOP OF THE WALL. PLACED AS SHOWN. 8. POUR SLOTS IN TOP OF PLANK. MANUFACTURER TO PROVIDE A MINIMUM OF 2 SLOTS ® EACH END OF EACH PLANK. PLANK MANUFACTURER MAY REQUIRE GROUTING OF ADDITIONAL CELLS BEYOND THE MINIMUM OF 2, THE GENERAL CONTRACTOR SHALL INCLUDE GROUTING OF THESE ADDITIONAL CELLS IN HIS BID. SEE WALL SECTIONS FOR REINF. 9. PROVIDE BLOCKOUTS IN THE EDGE CELL OF THE PLANK PARALLEL TO THE PERIMETER VAULT WALLS. LOCATE BLOCKOUTS APPROXIMATELY AS SHOWN ON THIS PLAN. SEE WALL SECTIONS FOR REINF. 10. ROCKERY ADJACENT TO VAULT WALL. SEE CIVIL DWGS FOR ALL INFORMATION. 11 72. 1011 WIDE x 6" TALL CURB AT 3 SIDES OF GRATED OPENING, SEE DETAILS ON 56 FOR ALL INFORMATION. LEGEND ITOV INSIDE TOP OF VAULT I TOP OF PERIMETER WALLS I TOC TOP OF CURB v- X GRATING SPAN DIRECTION CONSTRUCTION LOADS THE VAULT LID HAS BEEN DESIGNED TO CARRY THE "DESIGN LOADS" ONLY AFTER VAULT CONSTRUCTION IS COMPLETE, ALL DESIGN CONCRETE AND GROUT STRENGTHS HAVE BEEN ACHIEVED, AND ALL COVER HAS BEEN PLACED OVER THE VAULT WITHIN THE LIMITS SPECIFIED ON THIS DRAWING."BOBCAT" OR OTHER LIGHT EQUIPMENT SHALL BE USED FOR PLACEMENT OF MATERIALS OVER THE VAULT LID. ALTERNATIVELY, ALLOWABLE UNIFORM LOADS ON THE BARE SLAB CAN BE OBTAINED FROM THE PLANK Nl FOR REFERENCE ONLY. SEE APPROVED BUILDING PERMIT PLANS y f O O y O y S � 6 LL U U O N W N do N N N N N di 2 1 m 0 0 x y3 T 01 I, • C W Yp J a i m Y 0 N 2 5� O$ Q BB d O H � J Z a a Lu � 3 V Q Z O W Z Immm � Lu Immm IO co CC umi YJ CC H O a � 3 o W CC CC O U. O IMEN co c1 f l 81 Of So S 3 OF 6 S-18-051 n OPNG IN CELL DIVIDER WALL S4 SCALE 1/2"d'-0" KEYNOTES - OPNG IN CELL DIVIDER WALL 301. ;5 FOOTING TO WALL DOWELS TO MATCH WALL VERTICAL REINFORCING SPACING. PROVIDE STD HOOK @ END OF BAR CAST INTO FOOTING. PLACE ALL DOWELS @ THE CENTER OF THE WALL, DOWELS SHALL BE EMBEDDED A MINIMUM OF 9"INTO 12" THICK FTG AND SHALL EXTEND INTO THE WALL 28" MIN. 302. (21470 31b/c. EXTEND 30" INTO WALL EA JAMB OF OPENING. 303. 44 VERT w/I80 HOOK @ HEAD OF OPNG, SPACED AS SHOWN. 304. (2145 x 4'-0" @ 411o/c DIAGONAL BARS AT THE CENTER OF THE WALL. 305. PROVIDE (2145 VERT EACH FREE EDGE OF WALL. 306. (2145 HORZ @ THE TOP OF THE WALL, 307. i5 012"o/c HORZ, 308. ADDED 14)-R6x12'-O" TOP BARS WITHIN THE FOOTING. CENTER ON OPNG, n TYP WALL SECTION n TYP WALL SECTION 2A TYP WALL SECTION $4 SCALE 1/2"=1'-0' 94 SCALE 1/2"=1'-0" 94 SCALE 1/2"=1'-0' WALL SECTION GENERAL KEYNOTES WALL SECTION REINFORCING KEYNOTES 101. PROVIDE CONTINUOUS 4" PVC WATERSTOP - RIBBED WITH CENTERBULB AT THE BASE OF ALL PERIMETER WALLS, INSTALL WATERSTOP IN ACCORDANCE WITH ALL MANUFACTURER'S INSTRUCTIONS. PLACE AT THE CENTER OF THE WALL OR AS SHOWN, JOINT BETWEEN WALL BASE AND FOOTING TO BE LEFT ROUGH. 102, 12-1/2" THICK PRECAST HOLLOW CORE PLANK. 103. FINISHED GRADE, ELEVATION VARIES, SEE DESIGN CRITERIA ON SHEET 51 IN ADDITION TO THE CIVIL DWGS FOR FINAL GRADE ELEVATIONS OVER AND AROUND THE VAULT. 104, 6110 PERFORATED PVC FTG DRAIN IE = 355.75 WRAPPED IN 18'A18" MINIMUM DRAIN ROCK BEDDING d FILTER FABRIC, ROUTE DRAIN TO DISCHARGE POINT AS SHOWN ON THE CIVIL DWGS. 105. APPLY PREFABRICATED DRAINAGE PANEL TO ALL PERIMETER VAULT WALLS. EXTEND DRAINAGE PANEL FROM THE FOOTING DRAIN TO THE TOP OF THE WALL OR TO WITHIN 12" OF THE FINISHED GRADE AT EXPOSED WALLS, SEE GEOTECHNICAL REPORT FOR ALL MATERIAL SPECIFICATIONS. 106, PLANK TO BEAR 3" MINIMUM ONTO THE TOP OF THE CONCRETE WALL. SEE PLANK MANUFACTURER'S DRAWINGS FOR FINAL BEARING LENGTH. INSTALL BEARING PAD AS DETAILED ON THE PRECAST PLANK PLACEMENT DRAWINGS. 107, SEE FOUNDATION PLAN FOR GRADE SLAB REINFORCING. 109. 6" THICK CURB WHERE SHOWN ON THE PLAN, SEE 8/65 FOR dF,QR61Nfj 110. RAILING OR FENCE AS REQUIRED. SEE CIVIL DWGS FOR ALL INFORMATION. ANCHORAGE TO CURB TO BE DESIGNED BY RAILING OR FENCE INSTALLER. n TYP WALL SECTION n TYP WALL SECTION S4 SCALE 112"=1'-0" S4 SCALE 1/2'=1'-0" 200. 8" THICK CONCRETE WALL REINF w/ @5012"o/c HORZ 8 VERT. PLACE VERT REINF @ THE CENTER OF THE WALL. LAP ALL HORZ BARS 24" MIN @ SPLICE LOCATIONS. PROVIDE M-05 CONT HORZ BARS @ THE TOP OF THE WALL. EXTEND ALL VERT REINF 11" MIN INTO THE LID CLOSURE POUR. 201, 10" THICK CONCRETE WALL REINF w/ 45@120o/c HORZ d t6@10"o/c VERT. PLACE VERT REINF NEAR THE INSIDE FACE OF THE WALL. LAP ALL HORZ BARS 24" MIN @ SPLICE LOCATIONS. PROVIDE 12145 CONT HORZ BARS @ THE TOP OF THE WALL. EXTEND WALL VERT REINF 110INTO LID CLOSURE WHERE POSSIBLE. 202, 10" THICK CONCRETE WALL REINF w/ @5@12"o/c HORZ 8 !7@10"o/c VERT. PLACE VERT REINF NEAR THE INSIDE FACE OF THE WALL. LAP ALL HORZ BARS 24" MIN @ SPLICE LOCATIONS. PROVIDE 12145 CONT HORZ BARS @ THE TOP OF THE WALL. EXTEND WALL VERT REINF 11"INTO LID CLOSURE WHERE POSSIBLE. 203, t5 @ 15'b/<. PROVIDE STD HOOK AT END OF BAR CAST INTO FTG. 8 EMBED it" INTO 14" THICK FTG, AND EXTEND INTO WALL 424 PROVIDE (2145 CONT. HORZ BARS PLACED AS SHOWN. SET 1-1/2" CLR FROM BACKFILLED FACE OF WALL. 204, @5 @1511o/c B, TRANSVERSE 205, LID 8 WALL TO CLOSURE REINF @ BLOCKOUTS. SEE 3/55 206. LID 8 WALL TO CLOSURE REINF @ VOID END FILL. SEE 4/55. 207. i5 @12"o/c B. TRANSVERSE 208. @5x4'-O" AT INTERIOR WALLS PLACED SUCH THAT EACH 48" WIDE PLANK RECEIVES (21 BARS. LOCATE BARS IN VOIDS WITH POUR SLOTS AS SHOWN ON THE PRECAST PLANK PLACEMENT DWGS. PROVIDE ADDITIONAL BARS @ EACH PLANK IF REO'D AND SHOWN ON THE PRECAST PLANK SHOP DWGS. 209, i5 LONG SOT AS SHOWN. LAP 24" AT ALL SPLICE LOCATIONS. 210, 121-16 CONT. 211. (347 CONT IN CLOSURE POUR. LAP 48" AT ALL SPLICE LOCATIONS. 212. 45 FTG TO WALL DOWEL @ EA VERT. PROVIDE STD HOOK @ END OF BAR CAST INTO FOOTING. DOWELS SHALL BE EMBEDDED A MIN. OF 9" INTO 12" THK FTG 8 11" INTO 14" THICK FTG. EXTEND 28" MIN INTO THE WALL, SEE 6/95 FOR PLACEMENT REQUIREMENTS, 213. i5 @ 15"o/c. PROVIDE STD HOOK AT END OF BAR CAST INTO FTG. d EMBED 11" INTO 14" THICK FTG. AND EXTEND INTO WALL 60". PROVIDE 13145 CONT. HORZ BARS PLACED AS SHOWN, SET 1-1/2" CLR FROM BACKFILLED FACE OF WALL, y H 2 6 6 6 y V O_ s O_ s S � V N LL U U p N -L K O N i � N C H O N O N O Z O J Z a W � a 3 V a Z � o W LLJ Lu Immm cm co Ix W Lu CC I... O a � 3 0 W LL 0 0O c F V 82 of 89 FOR REFERENCE ONLY. SEE APPROVED BUILDING PERMIT PLANS S4 OF 6 8-78-051 4'-011 WIDE PLANK WALL FND KEYNOTES WALL REINF 4" DEEP x 21110 TRAFFIC RATED VENT COVER. CONCRETE BLOCK DIRECTLY BELOW rNOT FASTEN VENT COVER OR VENT COVER. / OR RIM TO VENT PIPE. TRAFFIC RATED STRUCTURAL 1214 PVC VENT PIPE n THRU WALL VENT PIPE DETAIL $5 SCALE 111•11-O" WRAP PIPE IN TWO LAYERS OF 4 MIL VISQUEEN VAULT WALL ADD #5x4'-0" DIAG BARS CUT NO MORE THAN 3 EA. SIDE OF OPENING EAVERT BARS ® THE FACE OF WALL AS SHOWN BLOCKOUT I ADD (2146 VERT. EA SIDE OF BLOCKOUT ADD 2)-#5x,0'-0"@4"o/c EA FACE OF WALL ABOVE BLOCKOUT 24"# PIPE 30" WIDE BLOCKOUT n 2410/ OPENING (4H#6 PLANK DOWELS PLACED AT MIDDEPTH OF SLAB. 12-1/2" THICK CAST IN PLACE CONCRETE SLAB SHOWN SHADED. —(13)-#5 TSB AS SHOWN. (2(-#6 PLANK DOWELS PLACED AT MIDDEPTH OF SLAB. AT INTERIOR WALL n LID REINF @ MANHOLE w/ KNEE -WALL G5 SCALE NTS FOR REFERENCE ONLY. SEE APPROVED BUILDING PERMIT PLANS SET @ CENTER OF VOID 0 36" #5x 15" C — CLOSURE TO WALL DOWELS @ 30'b/c. PLAN VIEW HOLLOW CORE PLANK @ CENTER VOID —PERIMETER WALL WALL VERT REINF EXTENDING INTO CLOSURE 12° #4 x 116" GET @ CENTER OF VOID VAULT WALL J ELEVATION VIEW LID & WALL TO CLOSURE DOWELS n AT VOID BLOCKOUTS 10" WALLS S5 SCALE 3/4"=1'-0" PLAN VIEW 36" #5x 15" C CLOSURE TO WALL - DOWELS @ 30"o/c. a PERIMETER WALL 4011 #5 x 2411 C LID TO CLOSURE DOWELS @ EA PLANK. VAULT WALL ELEVATION VIEW LID & WALL TO CLOSURE DOWELS n AT PLANK VOID END FILL 10" WALLS S� SCALE 3/411=1'-011 TOP OF GRADE #5 SUPPORT BAR - SLAB - FOOTING FIG DOWELS NOT TYP WALL REINF REQUIRED ON INSIDE WALL NON SHRINK GROUT VOID FILL WALL REINF @ 15 SUPPORT BAR - CENTER OF WALL FTG DOWELS NOT REQUIRED PERPENDICULAR PIPE @ WALL llINP ONPI SIDE FACE BASE OF WALL FENCE. SEE CIVIL t5x24'x4B'V12'b/c. 5x24's30"@12'b/c FOR GENERAL INFO. WALL REINF @ PIPE PENETRATION ANCHORAGE C CURB BY FENCE SOIL #5 SUPPORT BAR - ITS DOWELS NOT ,2 FILL S5 3/4"=1'-0" SUPPLIER REQUIRED ALT. HO 6" THICK CURB �44n 1& — —III 90' #5 x o61 /c VERT III III— ¢ KNEE -WALL MATCH HORZ. I9(-#4 HORZ AS III III. u_ �TO SHOWN. III = w b 2" CLR III > F •1/4" -0" m z #5012"o/c HORZ S VERT ON BACK HIM FACE OF WALL, DOWELS TO - - FOOTINGS ARE NOT REQUIRED AT THESE VERT BARS m w t 4 05 x24N24" CORNER BARS 1/2" CHAMFER EA, FACE cz 30" #5 x TO MATCH HORZ WALL TO MATCH HORZ. REINF TYP BENTONITE CLAY WATERSTOP - VOLCLAY WATERSTOP RX-102 - AT CONT KEY 1-1/2" DEEP ALT. HOOK CENTER OF KEY OVER FULL LENGTH x 2-1/2" WIDE FIN GRADE - ° b OF JOINT. SEE CIVIL #5@12"o/c HORZ S VERT ON BACK FACE OF WALL. 1-011 a f, DOWELS TO FOOTINGS _ —III—III—III III ° -' ARE NOT REQUIRED AT ° • • —III—III— — A THESE VERT BARS 1—III—I ADD 1444 CONT EA —III 4 SIDE OF JOINT 2" iI .a °a #5 x24N24' CORNER BARS TO (�77) TYP GRADE SLAB CONST. JT. n CURB DETAIL 55 SCALE 1-1/2"=1'-O" SS SCALE w.aa TYP WALL CORNER REINF. NTS MATCH HORZ WALL REINF TYP TYP WALL HORZ S VERT REINF, LAP HORZ REINF 24" @ CONST JT DOWEL TO MATCH WALL VERT REINF SIZE S SPACING. GRADE SLAB REINF SEE FOUNDATION PLAN N-#5 CONT. #5@12"o/c KNEEWALL FTG DETAIL GS SCALE 3/4"=1'-011 3" MAX DOWEL S VERT REINF TO BE PLACED IN LINE DOWN THE LENGTH OF THE WALL DOWEL w/o FTG TO VERT WALL VERT BAR WALL REINF SPLICE DOWEL 3" MAX DOWEL S VERT REINF TO BE PLACED IN LINE DOWN THE LENGTH OF THE WALL ALo ® _ DOWEL w/o VERT FTG TO VERT WALL BAR SPLICE WALL DOWEL REINF n TYP FTG DOWEL PLACEMENT DETAIL \,?2�1 SCALE 1"=1'-0" n 1345 VERT EA SIDE OF J DOWELS TO FTG ARE NOT REQUIRED. #5x6'-0"@I8"o/c CENTERED ON CONST JOINT BENTONITE CLAY WATERSTOP - VOLCLAY WATERSTOP R%-102 - AT CENTER OF KEY OVER FULL HEIGHT OF WALL. TYP PERIMETER WALL CONSTRUCTION JOINTS TYP WALL HORZ S VERT REINF. LAP HORZ REINF 24" @ CONST LIT a1#il2id„J #5 VERT EA SIDE OF JOINT y a k'000 aca i •c a� � LL U U p 9 s s e 00 m N N F S N N N N z m 8 s W Y 2 LbLb ! am m m 4i *+ 's tlt O Q g B� W Cm> Q W W LLO J F W G 0 J Z a a 3 Z _O Z W W Im 83 0189 S5 OF 6 8-18-051 HSS 3x3x1/8 REMOVABLE STEEL FRAME @ PERIMETER OF HINGED GRATE SECTION 3'-U" H-L 3'-U" H- 4'-0" +/- L L 6" TTPICA GRATE SEC GRATE SEC GRATE SEC GALVANIZED STEEL 3 GRA ING W-19-4 w/ 56 I-1/2";3/16° BRG BAR 1 I I 4 a o 56 N 56 w 10 sfi I I 1 � PROVIDE 36"x36". HINGED SECTION OF GRATING @ ACOBSS LADDER. 0" CON( VAULT V TOC-36B I l HSS 3x3 REMOVA STEEL FRAME PERIMET OF HING GRATE SECTION 6" THICK CURB TYP @ THE PERIMETER OF THE OPENING, REINF w/ #4012"1 HORZ d VERT. PROVIDE #4x18"x18" CORNER = BARS AT ALL HORZ REINF. 3 I 56 GALVANIZED STEEL ANGLE SEAT 2-I/2x2-1/2x3/76. CUT H. LEG @ LADDER. BLE y-G„ ./- 3'-D" ,/- y-o" ./. s-Dll ,/- GRATE SEC GRATE SEC GRATE SEC GRATE SEC FENCE 6' CONIC ALL GALVANIZED STEEL SEE CIVIL CURB 04 8 GRATING W-19-4 w/ DWGS SEE B/E 56 1-1/2u /16" BIG BARS. X X X X X X X, 1 4 � 6 A/8 _ m r 10 56 EER D 1 1 10" WIDE x 6" TALL PROVIDE 36"1 HINGED CURB 3 SIDES OF SECTION OF GRATING @ GRATED OPENING. ACCESS LADDER, T=368.54 _ n1c (A GL 101 nonlr_ SCALE CURB AND GRATE @ I OPNG _ #4 TIES @ 5"o/c. _ PLACE FIRST TIE NO MORE THAN 2-1/2" FROM SUPPORT. SLAB BEAM @ OPNG SEE 1/S6 GALVANIZED STEEL GRATING 6" THICK CURB I51 TOP d BOT If 2'-0" VAULT WALLS 1 VAULT AS OCCURS LID SLAB BEAM @ OPNG r2`\ TYP CURB @ OPNG 56 SCALE 1"=1'-0" 56 SCALE 1"=1'-0" 6" THICK CURB TYP UNO EXTEND CURB VERT. REINF INTO LID STRUCTURE TYP. VAULT WALL AND OR LID STRUCTURE AS OCCURS GALVANIZED 2-1/24-1/2x3/16 ANGLE w/ SIMPSON 3/8"/x3" TITEN-HD SCREW ANCHOR @ 12"o/c. PLACE 1ST ANCHOR NO MORE THAN 4" FROM END OF ANGLE, SEE 5/56. TYP CURB @ OPNG 56 SCALE 1"=1'-0" 3/8'4x3' TITEN SCREW ANCHOR 22j, I, 3811 y LEDGER ANGLE 2-1/1 r 1-1/4^ DEEP STEEL BAR GRATING r CONC CURB OR WALL ANGLE atm ® 2-7/2x2-I/24/16 -yp @ 6x101 2d/24- 2x2-I/2x3/i6 'a GRIND @ 6'x12' 14" SMOOTH TYP 7/8 3/B'bx3" TITEN SADDLE SEAT SCREW ANCHOR ANGLE 2-1/24-1/2x3/16 � HSS SEAT DETAILS n LEDGER ANGLE DETAILS "I ll SCALE 3"=1'-0" 56 SCALE 3"=1'-0" 10" WIDE x 6" TF VER SOIL COVER OVER LID CURB REINF w/ 10" WIDE x 6" ALL CONT BARS AS CURB REINF w/121-#4 "III 10" WIDE x 6" TALL CURB FENCE. SEE CIVIL CONT BARS AS GALVANIZED REINF w/ 12-#4 CONT 8AR5 GALVANIZED FOR GENERAL INFO. SHOWN GALVANIZED STEELAS SHOWN STEEL ANCHORAGE TO TOP STEEL GRATING —III— GRATING OF WALL BY FENCEGRATING SUPPLIER =exPoIII0-GALVANIZED 2-1/2x2-1/2x3/I6 ANGLE w/PERIMETER VALL SIMPSON 3/8"1 TITEN-HD IISCREW ANCHOR @ 12"o/c. WALLII VAULT WALL PLACE IST ANCHOR NO VAULT AND d LID MORE THAN 4" FROM END PERIMETER EDGE STRUCTURE OF ANGLE, SEE 5/S6, a - WALL 56 L GALVANIZED STEEL ANGLE SEAT 2-1/24-1/20/16. COPE H. LEG @ LADDER. FOR REFERENCE ONLY. SEE APPROVED BUILDING PERMIT PLANS 4 4 DETAIL DETAIL n DETAIL DETAIL $6 SCALE 1"=1'-011 56 SCALE 1"=1'-0" 56 SCALE 1"=1'-0" $6 SCALE P'=P-0" SEE CIVIL DWGS FOR 6FT x 1OFT GRATED OPENING ABOVE SUMP VAULT PERIMETER WALL SUMP DETAI SCALE 3/4"=11l' 72"0 CATCH BASIN BASE TO ACT AS SUMP EDGE OF MAT SLAB 12" THK MAT N1111 SLAB W/ #4@12"o/c T. d B.EA WAY VOLCLAY I WATERSTOP @ PERIMETER OF SUMP VAULT ^PERIMETER WALL � V ns5 nxaxvt o HSS FRAME CONN DETAIL S6 SCALE 3"=1'-0" CATCH BASIN BASE. RISER #4 CIRCULAR TIES T dB EDGE. 'Lill -III T KNEEWALL 12" THK MAT SLAB W/ #4012"1 T, d B, EA WAY O J Z a W � a 3 V Q Z W Z H H Lu 0 cc W Lu CC H LL 3 o m W CC R O C y E V FJ W 840189 S6 OF 6 S-18-051 M �, — — 430 4: EXIS ING GRAD (TYP.) I a20' a; 1 410' 4 _ PROPOSED GRA E (TYP.) � (MAX) 400' 1 41 390' 31 FO TYPICAL R CKERY 2 (MAX) ` QV DE AILS SEE F IGURE 2 SHEET 1.0 TYP. 380 31 O� FO 370, 3". t 360' 31 0an, 0i 00+00 00+10 00+20 00+30 00+40 00+50 00+60 00+70 00+80 00+90 01+00 01+10 "u 4' 430' 4: 420' 4: XISTING G DE (TYP. 410' 4 F R TYPIC L ROCKE 2 (MAX.) 400' DETAILS E FIGURE 2 1 41 SHEET 1.0 (TY .) (MAX.) 390' 3! 2 (MA) 1 F 380' 31 ROPOSED 3RADE (TY O� 370' 3' FO w\ 360' 31 ��nl- L 00+00 00+10 00+20 00+30 00+40 00+50 00+60 00+70 00+80 00+90 CROSS SECTION B-B' 3 SCALE 1"= 10' 10' 10' )0' d w )0' LU z 10' '0' i0' 350' 01+20 01+30 01+40 01+50 01+60 CROSS SECTION A -A' 1 SCALE 1" = 10' 6 6 FOR REFERENCE ONLY. SEE p APPROVED BUILDING PERMIT PLANS 6 0' 2 (MAX.) z - m + C 2 0 0 m O 0' Cc 12" COMPACTED y .� STRUCTURAL FILL ABOVE rYi DRAIN COLUMN (TYP.) 0' iC 4 0 w u L O Y 10, 6 N 0 p, (MAX.) (/i 9 c 5 " 12" WIDE DRAINAGE COLUMN WITH Q Yet w CRUSHED ROCK FILTER MATERIAL, @ �° BETWEEN 2 AND 41NCH SIZE WITH Lm 5 Lm LESS THAN 2%FINES (TYP.) U It H/3 3" (MIN.) GRAVEL BEDDING 2 (MAX.) AROUND ENTIRE DRAIN PIPE (TYP.) 1 �- 1.5' (MIN.) J 4" MINIMUM DIAMETER DRAIN PIPE SURROUNDED BY CLEAN WASHED 3/4" DRAIN COMPETENT NATIVE SOIL TO BE POINT OF DISCHARGE VERIFIED BY GEOTECHNICAL ENGINEER r^ KEVWAY GENERAL NOTES: S CROSS SECTION R REPRESENTATION OF STABILITY KEYWAY SHOULD BE SLOPED ANALYSIS COMPLETED FOR THE PROJECT. ALL CUT ROCKERIES SHOULD DOWN TOWARDS THE FACE BEING BE CONSTRUCTED FOLLOWING THE RECOMMENDATIONS SHOWN ON THE PROTECTED CUT ROCKERY CONSTRUCTION DETAIL ON THIS SHEET. ROCKERY NOTES: 1. ROCKERY CONSTRUCTION SHALL BE COMPLETED IN ACCORDANCE WITH THE ASSOCIATION OF ROCKERY (ARC) CONTRACTORS GUIDELINES. 2. ROCK USED MUST MEET THE REQUIREMENTS FOR ROCK QUALITY SPECIFIED IN SECTIONS 9-13.7(1) OF THE WSDOT STANDARDS SPECIFICATIONS (2004). 3. ALL CAP ROCKS MUST BE SECURE AND NOT ABLE TO BE DISLODGED BY HAND. 4. THE UPPER MOST TERRACED ROCKERY SHALL HAVE A SURFACE DRAIN INSTALLED IN ACCORDANCE WITH THE ROCKERY SURFACE DRAIN DETAIL CUT ROCKERY CONSTRUCTION DETAIL NOT TO SCALE J z Q W O ILL U 0 Q z z J (L N H w x O O F U W O X Designed by: Approved by: SHEET 85 OF 89 PROJECT No. T-7677 390, NOTE: ALL STAND RD KEYSTON WALLS TO H VE DR FOUNDATION, BURY DEPTH, AND BATTER IN ACCORDANCE WITH THE SINGE STANDARD KE) 365, BLOCK WALL DETAIL FIGURE 2 SHEET 2.0). GRIT AND LENGTHS ARE DEPENDENT ON THE WALL m (TYP 375' 390, 385' mi 375' 370' - - 11.5 FT MIRAFI 5Xr 370, F 14.5 FT MI 15XT LL FOR TYPICAL STANDARD KEYSTONE BLOCK WALL 14.5 FT MIRA I SXT z 365' DETAILS SEE F11 URE 2 o 365' z O SHEET 2.0 (TYP.) 11.5 FT MIRAFI 5XT Q _ 14.5 FT MIRAFI 5XT W 360 _ 11.5 FT MIRAFI 5XT 360' 0 _ 11.5 FT MIRAFI 5X 11.5 FT MIRAFI SXI� 355' 355' 11.5FTMIRAFI5XT 5 FT MIRAF 5 FT MIRAFI 5XT 350, 345' 1 00+00 385' m 375' 370' — 365' — 360, 355' 350, 345' — 340' 00+00 350, 345' 00+05 00+10 00+15 00+20 00+25 00+30 00+35 00+40 00+45 00+50 00+55 00+60 4 TIERED STANDARD KEYSTONE WALL SCAT F 1" = S' FINISHED GRADE (TYP.) DETAILS SqE FIGURE 2 SHE T2.0(TYP.). 0 00+05 00+10 00+15 00+20 00+25 00+30 00+35 ( 11.5FTMIRAFI5XT 11.5 FT MIRAFI 5XT 0 7 11 S FT MIRAFI 5XT i 11.5 FT MIRAFI 5XT 11.5 FT MIRAFI 5XT ROADWAY REINFORCING SCHEDULE - FOR SINGLE STANDARD KEYSTONE WALLS TOTAL REINFORCEMENT REINFORCEMENT HEIGHT HEIGHT HEIGHT "H" LAYER NO. TYPE LENGTH (FT) c 4.0 FT NO REINFORCEMENT REQUIRED 1 4.50 FT 0.66 4.0-5.50 FT 2 MIRAFI 5XT 4.50 FT 2.00 1 6.50 FT 0.66 6.00 - 7.50 FT 2 MIRAFI 5 XT 6.50 FT 2.00 3 6.50 FT 4.00 NOTE: GEOGRID ELEVATON TOLERANCE x o.5' (ALL DIMENSIONS ARE IN FEE) FOR REFERENCE ONLY. SEE APPROVED BUILDING PERMIT PLANS — 385' 375' 370, w W z 365' z0 F J W 360, 355' 350' ALL STANDARD KEYSTONE BLOCK WALLS TO HAVE DRAINAGE, FOUNDATION, BURY DEPTH, AND BATTER IN ACCORDANCE WITH THE SINGE LOCK+LOAD DETAIL (FIGURE 2 SHEET 2.0). GRID TYPE, AND LENGTHS ARE DEPENDENT ON THE WALL CONFIGURATION.5, 340' 00+40 00+45 00+50 00+55 00+60 00+65 00+70 00+75 00+80 3 TIERED STANDARD KEYSTONE BLOCK WALL STANDARD KEYSTONE BLOCK 1 2 COMPETENT NATIVE SOILS OR STRUCTURAL FILL TO BE VERIFIED BY GEOTECHNICAL ENGINEER (TYP.) 2 (MAX)/ / 1� 12" COMPACTED STRUCTURAL FILL ABOVE DRAIN COLUMN tPOINT NO REINFORCEMENT REQUIRED IN THE UPPER 4 LAYER 3 "L" AINAGE COLUMN WITH CRUSHED ROCK FILTER MAI AND 4 INCH SIZE WITH LESS THAN 2% FINES (TYP.) LAYER 2 LAYER 1 GRID (SEE REINFORCING SCHEDULE ON SHEET 2.0) ER PERFORATED PVC E TAKEN TO APPROVED DISCHARGE 5/8" CRUSHED ROCK LEVELING PAD (TYP.) SINGLE STANDARD KEYSTONE BLOCK WALL DETAIL NOT TO SCALE GENERALNOTES 1) REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS. 2) REFER TO REINFORCING SCHEDULE FOR GEOGRID LENGTHS AND ELEVATIONS. 3) GEOGRID ELEVATION MEASURED FROM TOP OF CRUSHED ROCK LEVELING PAD. 4) GEOGRID LENGTH "L" MEASURED FROM BACK OF FACE UNIT. 5) GEOGRID SHALL BE INSTALLED BEHIND WALL WITH MACHINE DIRECTION (STRONGEST AXIS) PERPENDICULAR TO WALL. 6) GEOGRID SHALL BE INSTALLED ON HORIZONTAL SURFACE OF COMPACTED STRUCTURAL FILL. 7) GEOGRID SHALL BE PULLED TIGHT BEHIND WALL. STAKE END OF GEOGRID AS REQUIRED TO MAINTAIN TENSION BEFORE COVERING WITH STRUCTURAL FILL. 8) PROTECT GEOGRID FROM CONSTRUCTION DAMAGE PER MANUFACTURERS SPECIFICATIONS. CONSTRUCTION EQUIPMENT SHALL NOT TRAVEL DIRECTLY ON GEOGRID. ANY GEOGRID THAT IS DAMAGED SHALL BE REPLACED WITH NEW GEOGRID AT CONTRACTORS EXPENSE. 9) STANDARD KEYSTONE BLOCK ® WALL ASSEMBLY TO BE COMPLETED PER MANUFACTURERS SPECIFICATIONS. 10) STRUCTURAL FILL SHALL BE PLACED AND COMPACTED ACCORDING TO RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT, VANDERMAY, RENTON, WASHINGTON, PROJECT NO. T-7677, PREPARED BY TERRA ASSOCIATES, INC., DATED JULY 19, 2017 STRUCTURAL FILL IN REINFORCED ZONE SHALL BE GRANULAR MATERIAL WITH A MAXIMUM AGGREGATE SIZE OF 3-INCHES AND A MAXIMUM SOIL FINES (LESS THAN # 200 SIEVE) CONTENT OF 30 PERCENT. 11) HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED DUMP TRUCKS, FRONT-END LOADERS, ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OF WALLS. STRUCTURAL FILL PLACED IN THIS ZONE SHALL HAVE MAXIMUM LOOSE LIFT THICKNESS OF 12 INCHES AND SHALL BE COMPACTED USING HAND OPERATED COMPACTION EQUIPMENT. STANDARD KEYSTONE BLOCK WALL DETAILS NOT TO SCALE 0 N L m c N m `m c d t �+ w` c U � W c � � O d y 7 2 Q c > a W m L � L c L) I Z w O U ~ aZ � Z a' x f� �a V W Z w O 0LL. Z W w Designed by: CSD Approved by: CSD Date: SEPTEMBER 2018 SHEET 86 OF 89 PROJECT No. T-7677