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HomeMy WebLinkAboutPZ - Construction PlansFerguson Enterprises Parkin Construction Plans Construction Details 1. ALL CONSTRUCTION WORK SHALL BE DONE IN ACCORDANCE WITH THE CURRENT VERSION OF THE IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION (ISPWC), THE CITY OF MERIDIAN SUPPLEMENTAL SPECIFICATIONS TO THE ISPWC, THE REQUIREMENTS OF THE ADA COUNTY HIGHWAY DISTRICT (ACRD) AND/OR THE REQUIREMENTS OF THE IDAHO TRANSPORTATION DEPARTMENT (ITD). THE MORE STRINGENT OF ANY OF THESE STANDARDS SHALL BE THE CONTROLLING STANDARDS OR SPECIFICATIONS. 2. ALL CONTRACTORS, SUBCONTRACTORS AND UTILITY CONTRACTORS SHALL ATTEND A PRE -CONSTRUCTION CONFERENCE (OR AN ON-SITE MEETING WITH THE CITY OF MERIDIAN PROJECT INSPECTOR) PRIOR TO START OF WORK. 3. CONTRACTORS SHALL NOTIFY THE APPROPRIATE AGENCY WHEN MATERIALS ARE ON SITE OR INSPECTION OF THE WORK IS REQUIRED. NO WORK MAY BEGIN ON ANY PROJECT WITHOUT TWENTY FOUR (24) HOUR PRIOR NOTICE. 4. ALL MATERIAL FURNISHED ON, OR FOR THE PROJECT MUST MEET THE MINIMUM REQUIREMENTS OF THE APPROVING AGENCIES. AT THE REQUEST OF THE APPROVING AGENCY OR THE DESIGN ENGINEER, CONTRACTORS SHALL FURNISH PROOF THAT ALL MATERIALS INSTALLED ON THIS PROJECT MEET THE SPECIFICATION REQUIREMENTS SET FORTH IN GENERAL CONSTRUCTION NOTE NO. 1. 5. WORK SUBJECT TO APPROVAL BY ANY GOVERNMENTAL AGENCY MUST BE APPROVED PRIOR TO (A) BACKFILLING TRENCHES FOR PIPE; (8) PLACING OF AGGREGATE BASE; (C) PLACING OF CONCRETE; (D) PLACING OF ASPHALT PAVING. 6. INSPECTION, APPROVAL AND FINAL ACCEPTANCE OF ALL WATER AND SEWER CONSTRUCTION SHALL BE BY THE PUBLIC WORKS DEPARTMENT, AND THEIR DECISION SHALL BE FINAL. SUCH INSPECTIONS SHALL NOT RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY OF PERFORMING THE WORK IN AN ACCEPTABLE MANNER IN ACCORDANCE WITH THE DEQ/QLPE APPROVED CONSTRUCTION PLANS. 7. ANY DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS MUST HAVE THE APPLICABLE AGENCY APPROVAL IN WRITING PRIOR TO CONSTRUCTION. 8. QUANTITY AND PLACEMENT OF STREETLIGHTS ARE CONTINGENT UPON THE ELECTRICAL DESIGN BY IDAHO POWER COMPANY. THE ELECTRICAL CONTRACTOR WILL BE PROVIDED A STREET LIGHT MAP BY THE MERIDIAN PUBLIC WORKS AND BUILDING DEPARTMENT, WITH THE ISSUANCE OF AN ELECTRICAL PERMIT. 9. CONTRACTOR SHALL VERIFY CONSTRUCTION STAKES WITH THE PROJECT BENCHMARK AND CONSTRUCTION PLANS PRIOR TO CONSTRUCTING THE IMPROVEMENT REFERENCED BY THE CONSTRUCTION STAKE. 10. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. 11. CONTRACTOR SHALL HAVE A COPY OF THE LATEST SET OF THE IDAHO STANDARD FOR PUBLIC WORKS CONSTRUCTION AND CITY OF MERIDIAN STANDARD SPECIFICATIONS ON SITE DURING CONSTRUCTION. 12. THE CONTRACTOR SHALL VERIFY SITE CONDITIONS AND DIMENSIONS PRIOR TO BEGINNING WORK. ANY DEVIATIONS, OMISSIONS OR ERRORS SHALL BE PRESENTED TO THE PROJECT ENGINEER FOR RESOLUTION. ANY CHANGES TO THE PLANS AND SPECIFICATIONS SHALL BE SUBMITTED TO AND APPROVED BY THE GARDEN CITY DEPARTMENT OF PUBLIC WORKS PRIOR TO IMPLEMENTATION OF THE CHANGE. SAID CHANGE MAY ALSO NEED TO BE SUBMITTED TO THE IDAHO DEPARTMENT OF ENVIRONMENTAL QUALITY FOR APPROVAL. 13. THE CONTRACTOR SHALL CONTACT DIGUNE (800-342-1585) AND OTHER APPROPRIATE UTILITY PROVIDERS FOR UTILITY LOCATIONS AT LEAST 72 HOURS PRIOR TO BEGINNING ANY EXCAVATION. 14. ANY WATERS CREATED BY DEWATERING SHALL NOT BE PERMITTED TO DIRECTLY DISCHARGE TO ANY EXISTING SURFACE WATER FACILITY. PRIOR TO DISCHARGING TO WATERS OF THE STATE OF IDAHO, THE CONTRACTOR SHALL SECURE A SHORT-TERM ACTIVITY EXEMPTION FROM THE APPLICABLE REGIONAL OFFICE OF THE IDAHO DEPARTMENT OF ENVIRONMENTAL QUALITY. Construction Notes 1. THE CONTRACTOR SHALL HAVE PLANS STAMPED "APPROVED FOR CONSTRUCTION" BY CITY OF MERIDIAN PUBLIC WORKS DEPARTMENT ON SITE AT ALL TIMES. 2. ANY CHANGE FROM THE PIANS SHALL BE APPROVED BY THE DESIGNER AND CITY OF MERIDIAN PUBLIC WORKS DEPARTMENT. 3. THE CONTRACTOR SHALL CONTACT THE CITY OF MERIDIAN PUBLIC WORKS DEPARTMENT FOR INSPECTION OF ALL STORM WATER FACILITIES PRIOR TO THE PLACEMENT OF FILTER FABRIC. MINIMUM 24-HOUR NOTICE IS REQUIRED. APPROVAL IS CONTINGENT UPON INSPECTION. -USE ONE OF THE FOLLOWING NOTES DEPENDING ON WHETHER A SOILS REPORT IS SUBMITTED TO PUBLIC WORKS. 4. (WITHOUT A SOILS OR GEOTECHNICAL REPORT) THE CONTRACTOR SHALL EXCAVATE A MINIMUM OF ONE TEST HOLE TO DETERMINE IF IMPERMEABLE LAYERS OR GROUNDWATER EXIST WITHIN 4 -FEET OF PROPOSED BOTTOM OF DRAINAGE FACILITY. CONTACT THE ENGINEER FOR REVISED BEDS IF EITHER CONDITION IS FOUND. CONTACT MERIDIAN CITY PUBLIC WORKS FOR INSPEC11ON OF TEST HOLE PRIOR TO BACKFILL 5. (WITH A SOILS OR GEOTECHNICAL REPORT) SEPARATION FROM THE BOTTOM OF THE DRAINAGE FACILITY TO SEASONAL HIGH GROUNDWATER SHALL BE A MINIMUM OF 3 -FEET. CONTACT THE ENGINEER FOR REVISED DRAINAGE FACILITY DESIGN IF THE BOTTOM OF THE FACILITY IS WITHIN 3 -FEET OF SEASONAL HIGH GROUNDWATER ELEVATION. THE RE -DESIGNED FACILITY SHALL BE APPROVED BY THE PUBLIC WORKS DEPARTMENT. g Lot Addition PROPERTY BOUNDARY - - - STREET CENTERLINE - - - - - - LANDSCAPE SETBACK LINE 25" EEP EEP EEP -EEP - EXISTING EDGE OF PAVEMENT -6.__4" 14" 1° Ess -Ess E55 -Ess - EXISTING SANITARY SEWER MAIN LINE l� --- EXE. - EXISTING WATER MAIN LINE tr R=ilil1 NOTES EXISTING GUARDRAIL R=3-1/2"fi/2" 7" 1. BASE: 4 -INCH COMPACTED DEPTH OF 3/4 -INCH MINUS - - - - - - - EXISTING CURB AND GUTTER a a a CRUSHED GRAVEL BASE MATERIAL, COMPACTED TO EXISTING FENCE 12 5"° a a a EXCEED 95% OF STANDARD DENSITY A MINIMUM WIDTH a ° e OF 3 -FEET SHALL BE PLACED TO GRADE PRIOR TO o -r -o 0 o-�- INSTALL FENCE, SEE KEYNOTE 16 aSETTING FORMS. a R=1/2" CONSTRUCT 6" OUTFALL VERTICAL a q 8 0 2. 1/2° EXPANSION JOINT MATERIAL AT TERMINUS POINTS CURB & GUTTER a OF RADII. PROPOSED 4" WHITE PARKING STRIPE 3. CONTINUOUS PLACEMENT PREFERRED, SCORE INTERVAL MINIMUM B -FEET. PROPOSED SIGN 4. MATERIALS AND CONSTRUCTION IN COMPLIANCE WITH Q 1000 GAL SEDIMENT TANK I I.S.P.W.C. STANDARDS. EXISTING FIRE HYDRANT I--6° 4" OF 3/4" MINUS CRUSHED AGGREGATE BASE EXISTING WATER VALVE SS EXISTING SANITARY SEWER MANHOLE Typical Outfall Vertical Curb and Gutter O EXISTING CATCH BASIN YP EXISTING COMMUNICATIONS MANHOLE MODIFIED IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION STD DWG. NO. SD -701 NOT TO SCALE � EXISTING LIGHT POLE �Q> EXISTING UTILITY POLE EXISTING GUY WIRE EXISTING SIGN • EXISTING BOLLARD W W w W EXISTING GRASS 4" A 8� 3/4" MINUS CRUSHED AG. (MIN. 95% COMPACTED TO STANDARD PROCTOR DENSITY) EXISTING TREE EXISTING SHRUB 00 70.00 TOC FINISH GRADE ELEVATION ® TOP BACK OF OUTFALL VERTICAL CURB 70.00 FG FINISH GRADE ELEVATION ® TOP OF PAVEMENT SURFACE Parking Lot Asphalt Pavement Cross -Section 70.00 EG EXISTING GRADE ELEVATION NOT TO SCALE 70.00 FL FINISH GRADE ELEVATION ® FLOW LINE 1% GRADE AND DIRECTION 7o- ► KEYNOTE REFERENCE INFORMATION SHOWN HEREON WAS PROVIDED BY OTHERS. DEVIATIONS EXIST BETWEEN THE PLAN HEREON AND ACTUAL CONDITIONS. PLANS INCORPORATED BY REFERENCE: FERGUSON ENTERPRISES CONSTRUCTION PLANS DATED DECEMBER 2004 TIMOTHY A. BURGESS. Notes 1. ALL CONTRACTORS WORKING WITHIN THE PUBLIC ROAD RIGHT-OF-WAY ARE REQUIRED TO SECURE A RIGHT-OF-WAY CONSTRUCTION PERMIT FROM ACHD OR ITD AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO ANY CONSTRUCTION. 2. ACRD OR ITO WILL INSPECT ALL WORK WITHIN THE PUBLIC RIGHTS-OF-WAY TO INCLUDE UTILITY TRENCHES ABOVE THE PIPE ZONE. 3. MERIDIAN PUBLIC WORKS WILL INSPECT STORM DRAINAGE IMPROVEMENTS SERVING PRIVATE ROADS AND PARKING LOT IMPROVEMENTS OUTSIDE THE PUBLIC RIGHT-OF-WAY. Additional Parking Analysis Sheet Index Benchmark Information (NAVID 88 DATUM L SPACES TBM #1 CHISELED X IN CONCRETE IRRIGATION BOX NORTH OF COMMERCIAL STREET ON THE WEST SIDE OF 58 TOTAL 1 VAN ACCESS LE - REQUIRED 1 1 TITLE SHEET, NOTES AND DETAILS 1w LOCUST GROVE ROAD NEAR STATION 79+50.09 5 HANDICAP SPACES - REQUIRED 3 NEW ELEVATION=2612.71 REPLACE 2 EXIST 2 SITE GRADING AND DRAINAGE PLAN Construction Staking Note I 1. THE CONTRACTOR SHALL VERIFY CONSTRUCTION STAKES WITH THE CONSTRUCTION PLANS AND THE PROJECT BENCHMARK PRIOR TO CONSTRUCTING THE IMPROVEMENTS REFERENCED BY THESE CONSTRUCTION PLANS. IF A DISCREPANCY IS OBSERVED BETWEEN CONSTRUCTION STAKING AND THE CONSTRUCTION PLANS THE CONTRACTOR SHALL CONTACT THE DESIGN ENGINEER FOR CLARIFICATION PRIOR TO THE START OF PLACEMENT OF THE IMPROVEMENT. Erosion Control - Storm Water Pollution Prevention Note I Dialine Information 1 1. PRIOR TO CONSTRUCTION CONTRACTOR(S) SHALL BE RESPONSIBLE TO VERIFY THAT A NOTICE OF INTENT 50 South Cole Road TO CONSTRUCT (NOI) HAS BEEN FILED AND ACCEPTED BY THE ENVIRONMENTAL PROTECTION AGENCY (EPA). Boise, ID 83709 THE CONTRACTOR(S) SHALL BE RESPONSIBLE FOR COMPLYING WITH THE STORM WATER POLLUTION 1-800-342-1585 PREVENTION PLAN (SWPPP). 1 (208) 342-1585 U �o W � W � �w� p�m o U�� 0 44, SAP Q z o r� �a C6� O Q� w U �, Q o Q 0 Ln ��3w ���� O W = w z v~ CD U C) w O oC) �U a � zw � � ~ • E- vwi Z O w O7_ N � r m w 0 I rn I O L � w o I I 3 0 Z Y j OD \ L; 0 WF 3 z >z o z Mz M Y� Z� I=II C7 Li Z� WO SHEET NO: 1 II tSTA 78+00 I E. Commercial Ave. ------------ i -- 1 � u h II 11 101, �i I�-_.-.-_- II I o II v I 11 v L- _ A / w - E„ - ew - EW � EW ,- EW EW- __ EW - Lrr - EW -.. EW - EW E. Ln rn LO 1 I REMOVE 39.5 LF CURB. INSTALL VALLEY GUTTER o I 15.39 TOC 14.81 FG 15.87 'TOC 15.97 TVC 0 _ z 6 MATCH EXIST 1 1.45% 15.29 FG 15.47 FG EXIS AT H EXIST. 14.87 TVC� VA �0 14.45 LOG 3 31.5' �o �, b 1 .65 TOC 1 L2 % 15.88 TOC 1.91 TO 1EEA 1 07 FG 1 .30 FG \ FIELD VERIFY PRIOR TO 19' \\ I CONSTRUCTION \ CONNECT TO EXISTING 12 -INCH i W i 11 15.81 TOC HDPE PIPE. INV. = 2612.00 19' III RIM -261400 / w w w 5.23 FG INV OUT 2611.90 I �• 2 21 I �� I FLOOR =,2610:90 III 1 I d 13. G I INSTALL 41 LF ASTM ID III w 0 '3034 SDR 35 PVC 2 O II 1 y :29.30 IN f 10 1 t w 14.65 TOC 1 13.80 RIMI 114 " sTa 77+00 2%1% 1 I w .... .. I III �o 1 . ° o INSTALL 41 LF ASTM D 0 11 t2 13 3034 SDR 35 PVCI I J -H III 1�2 12 +iN Q1 to = III 1 .✓ 4 - w I M, a W a 1W W 19' MI IR 2 n �o a. o_ 14.03 FIL 1 ( 855 SF n 19' N01'21'11"E 0.43' Em HI ._. I 15.84 TOC 15.26 FG 26 FIL 14.14 FG /CFIELD VORIFY PRIOR TO =G' TMUCTION RIM 261 INV OUT= 2611.50 FLOOR = 2610.50 -15.37 TOC {- - - - - �f EXISTING VALLEY GUTTER X14.79 FG -------------- MATCH EXb7 © I i .n 85.5 SF 1.7% s 14.96 FG MATCH EXIST 15.46 FIG e I t 10 8 3 m o I 18 N I I� N 14.47 FIL 1.5% I 17 . i 11 1c I I I I I 2 27:51' I 1 2 2% i'' 85.5 SF E,•, ---_ 15.93 0 0 M 4TOCTOC 6 FG 'H EXIST s , REMOVE PAINT 15 REMOVE PAINT J 15.61 FG 5.92 FG 6.02 FG MATCH EXIST , - �--�-- 16.19 FG g I 6.01 TOC \16.26 TOC 70 TOC NORTH 0 20 40 HORIZONTAL SCALE: 1"=20' 15.66 FG 16.79 FF Existing Building 14.88 TOP PIPE--\ EXISTING 15 -INCH PVC IRRIGATION PIPE 00.39% 14.88 TOP PIPE 553 853 553 553 553 -- 5S3 - ESE - SS3 - gg 553 SE3 -_ 3S3 553 653 Drainage Calculations Fergeson Enterprises Site drainage Calcs POST DEVELOPMENT FLOW Basin A= 160,550 sf C= 0.9 A= 3.69 acre infilt. area = 3304 sf infilt. rate = 0.9 in/hr outflow = 0 cfs PIT LENGTH WIDTH DEPTH FREEBOARD VOL -FREEBOARD Bottom INFILTRATION AREA Required Volume Pit Retention wlume Difference Pit Drain Out Time (90%) Q -peak 100 year 8.56 z : : ,14.79 TOC STANDARD DRAWING SD -708- 1 Q -peak 25 year 6.14 CFS DRAWING SD -701. 14841 TO 1 % 100 year III ray 4. I 14 FT w 1� 14.26 %g o min hr in/hr cfs 5. cfs cfs Duration Duration Intensity Q cis infilt. �- 10 0.17 2.58 8.56 INSTALL PAINTED 4 -INCH YELLOW PARKING STRIPE PER MUTCD. 0.0688 0.00 15 0.25 2.18 Q -32 CF 0.0688 0.00 1Pp, 0.33 1.81 6.00 0.0688 0.00 - 0.42 0 5.24 SHALL BE 3/4 INCH CRUSHED AGGREGATE OR 6 -INCH MINUS PIT RUN. COMPACT TO 07 0.00 30 II 1.51 � III I "qD Iw Y W 35 I 1.25 4.15 14. 0.0688 0.00 40 0.67 1.15 3.81 INSTALL 66 L.F. OF 6' CHAIN LINK FABRIC FENCE WITH STEEL POSTS AND 3 STRAND 0.0688 1 45 27' 1.07 V STA 76+00 i 0.00 u. 0.83 1.00 3.32 20. 0.0688 0.00 55 0.92 0.96 3.18 INSTALL 66 L.F. OF 6' CHAIN LINK FABRIC FENCE WITH STEEL POSTS AND 3 STRAND 0.0688 0.00 60 1.00 0 3.18 0.0688 0.00 120 2.00 0.54 13.93 EG 0.0688 0.00 180 I 0.40 1.33 I 0.0688 0.00 f-+ 6.00 III 0.83 �' o'"' a �•�a 1 12.00 0.16 0.53 z z 0.0688 0.00 1440 24.00 0.10 0.33 0.0688 0.00 by C110 V) cCS ¢ 0 a 0 o Elf Q CD (DCnLi I III 03 2 � an O o %y C-) con con Z tt 4 ���JII CM w � =r I opt W � W I III III III 1 1524 TOC 1%� a " w 4:66 FG I P C� 't.3 85.5 SF in TbC 14.73 FG 1% M 1 III 1 t9, ao 7 w Q I I 2 1 0 q) STA 75+00 I 14.68 FL O � LU o yo it I I 29.68' I III III I ® � III v • III I - 1 15.64 TOC 2 1% 1 15.06 14.63 TOP PIPE 1 III 15.50 TOC . . 0 1 .92 FG Y 16.28 'Rim 114.84 "-1-3'28IIN F6 553 853 -- 553 -1553 SS 8 6 i It �$3 -may 553 yr- 553 553 853 - I 11I JZ It mU N01'21'11"E 0.43' Em HI ._. I 15.84 TOC 15.26 FG 26 FIL 14.14 FG /CFIELD VORIFY PRIOR TO =G' TMUCTION RIM 261 INV OUT= 2611.50 FLOOR = 2610.50 -15.37 TOC {- - - - - �f EXISTING VALLEY GUTTER X14.79 FG -------------- MATCH EXb7 © I i .n 85.5 SF 1.7% s 14.96 FG MATCH EXIST 15.46 FIG e I t 10 8 3 m o I 18 N I I� N 14.47 FIL 1.5% I 17 . i 11 1c I I I I I 2 27:51' I 1 2 2% i'' 85.5 SF E,•, ---_ 15.93 0 0 M 4TOCTOC 6 FG 'H EXIST s , REMOVE PAINT 15 REMOVE PAINT J 15.61 FG 5.92 FG 6.02 FG MATCH EXIST , - �--�-- 16.19 FG g I 6.01 TOC \16.26 TOC 70 TOC NORTH 0 20 40 HORIZONTAL SCALE: 1"=20' 15.66 FG 16.79 FF Existing Building 14.88 TOP PIPE--\ EXISTING 15 -INCH PVC IRRIGATION PIPE 00.39% 14.88 TOP PIPE 553 853 553 553 553 -- 5S3 - ESE - SS3 - gg 553 SE3 -_ 3S3 553 653 Drainage Calculations Fergeson Enterprises Site drainage Calcs POST DEVELOPMENT FLOW Basin A= 160,550 sf C= 0.9 A= 3.69 acre infilt. area = 3304 sf infilt. rate = 0.9 in/hr outflow = 0 cfs PIT LENGTH WIDTH DEPTH FREEBOARD VOL -FREEBOARD Bottom INFILTRATION AREA Required Volume Pit Retention wlume Difference Pit Drain Out Time (90%) Q -peak 100 year 8.56 CFS STANDARD DRAWING SD -708- 0) Q -peak 25 year 6.14 CFS DRAWING SD -701. 3. 100 year 236 FT 4. INSTALL INLET CATCH BASIN, TYPE 4, FOR ROLLED CURB (OR EQUAL) IN ACCORDANCE 14 FT WITH ACHD SUPPLEMENTAL STANDARD DRAWING SD -604-A. min hr in/hr cfs 5. cfs cfs Duration Duration Intensity Q cis infilt. out flow 10 0.17 2.58 8.56 INSTALL PAINTED 4 -INCH YELLOW PARKING STRIPE PER MUTCD. 0.0688 0.00 15 0.25 2.18 7.23 -32 CF 0.0688 0.00 20 0.33 1.81 6.00 0.0688 0.00 25 0.42 1.58 5.24 SHALL BE 3/4 INCH CRUSHED AGGREGATE OR 6 -INCH MINUS PIT RUN. COMPACT TO 0.0688 0.00 30 0.50 1.51 5.01 0.0688 0.00 35 0.58 1.25 4.15 14. 0.0688 0.00 40 0.67 1.15 3.81 INSTALL 66 L.F. OF 6' CHAIN LINK FABRIC FENCE WITH STEEL POSTS AND 3 STRAND 0.0688 0.00 45 0.75 1.07 3.55 0.0688 0.00 50 0.83 1.00 3.32 20. 0.0688 0.00 55 0.92 0.96 3.18 INSTALL 66 L.F. OF 6' CHAIN LINK FABRIC FENCE WITH STEEL POSTS AND 3 STRAND 0.0688 0.00 60 1.00 0.96 3.18 0.0688 0.00 120 2.00 0.54 1.79 0.0688 0.00 180 3.00 0.40 1.33 0.0688 0.00 360 6.00 0.25 0.83 0.0688 0.00 720 12.00 0.16 0.53 z z 0.0688 0.00 1440 24.00 0.10 0.33 0.0688 0.00 Details -14' 12" -ORATED PVC OR HDPE c a / a.a I:1I9MINTAMA1 INSTALL NON -WOVEN GEOTEXTILE FABRIC AROUND TOP AND SIDES OF SEEPAGE BED. NOTES 1. PERFORATED PIPE SHALL BE 2" CRUSHED WASHED a PERFORATED IN ACCORDANCE WITH DRAIN ROCK THE ACHD BMP -04. SEE DETAIL 5 a a THIS SHEET. a . d a :ASTM C-33 SAND f Typical Drainage Bed & Perforated Pipe Detail SCALE: NOT TO SCALE Notes 1. REFER TO PLAN VIEW, THIS SHEET, FOR MORE INFORMATION. 2. SEDIMENT TANKS TO BE CONSTRUCTED IN ACCORDANCE WITH THE CURRENT I.S.P.W.C. WITH MANHOLE FRAME AND COVER PER I.S.P.W.C. SD -616 AND SD -617. 3. SEEPAGE BED DIMENSIONS 236' X 14' X 4'. 4. SEE DRAINAGE CALCULATIONS ABOVE. 5. ALL SOLID WALL STORM DRAIN PIPING SHALL BE PVC OR HDPE, ALL PERFORATED STORM DRAIN PIPING SHALL BE PVC OR HDPE. 6. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF GROUNDWATER IS ENCOUNTERED WITHIN 3 -FEET OF THE BOTTOM DESIGN ELEVATION FOR ANY INFILTRATION FACILITY. TOP OF SEEPAGE PIT y ELEV=12.75 INSTALL END CAPS INVERT END ELEV.=9.61 BOTTOM OF SEEPAGE BED - ELEV.=08.75 BOTTOM OF SAND ELEV.-7.25 NO GROUNDWATER ENCOUNTERED IN TESTING. SEASONAL HIGH GROUNDWATER = >2605.75 112- MIfV-p p5 5' D ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° INSTALL 5 LF INSTALL 5 LF INSTALL 226 LF 12", 1/2 PERFORATED PIPE 12" PVC 12" PVC ® 2% _ SEE DETAIL 4 THIS SHEET FOR PERF. SCHEDULE L2" CRUSHED DRAIN ROCK p n BOTT8M OF SEEPAGE BED ELEV.=61.00_ u ASTM C-33 SAND w 1.5'. 236' (18" MIN.) Perforation Schedule 3/8 -INCH PERFORATION LOCATION (TYPICAL) NOTE 3/8 -INCH PERFORATIONS IN EACH VALLEY OF CORRUGATED PIPE - 5 EACH SCALE: NOT TO SCALE RIM=13.80 INSTALL GRATED COVER TOP GRADE RING ELEV.= 13.06 STOP OF LID ELEV=12.86 1. CONSTRUCT 39.5 LF VALLEY GUTTER IN ACCORDANCE WITH ACHD SUPPLEMENTAL STANDARD DRAWING SD -708- 0) 2. CONSTRUCT 6" VERTICAL CURB AND GUTTER IN ACCORDANCE WITH ISPWC STANDARD DRAWING SD -701. 3. SAWCUT, REMOVE, AND REPLACE APPROXIMATELY 90 SF EXISTING ASPHALT. 236 FT 4. INSTALL INLET CATCH BASIN, TYPE 4, FOR ROLLED CURB (OR EQUAL) IN ACCORDANCE 14 FT WITH ACHD SUPPLEMENTAL STANDARD DRAWING SD -604-A. 4 FT 0 FT 5. CONSTRUCT 5'-0" CURB TERMINUS IN ACCORDANCE WITH I.S.P.W.C. STANDARD DRAWING SD -707. 13216 CF 3304 SF 6. RETAIN AND PROTECT. 7. INSTALL PAINTED 4 -INCH YELLOW PARKING STRIPE PER MUTCD. 13184 CF 8. INSTALL PAINTED HANDICAP MARKINGS PER MUTCD. 13216 CF 9• EXISTING STORM DRAIN SEEPAGE PIT FACILITY TO BE REMOVED. REMOVE 2 EXISTING -32 CF 4 -FOOT MANHOLES AND 48 LF 12 -INCH PERFORATED PIPE AND OVERLYING FABRIC. ���"�InJ FILL VOID AREA WITH 3/4 INCH CRUSHED AGGREGATE OR 6 -INCH MINUS PIT RUN. 47.9 Hours COMPACT TO 907 STANDARD PROCTOR DENSITY. 10. EXISTING POND AREA. FILL AREA TO SUBGRADE BASE COURSE OF PARKING AREA. FILL SHALL BE 3/4 INCH CRUSHED AGGREGATE OR 6 -INCH MINUS PIT RUN. COMPACT TO 90% STANDARD PROCTOR DENSITY. 11. INSTALL AMCOR CB -100 OR EQUAL. 12. INSTALL VALLEY GUTTER PER ISPWC SO 708. 13. INSTALL LARKEN 1000 GAL, SEDIMENT TANK OR EQUAL 14. REMOVE 27 LF EXISTING VALLEY GUTTER. 15. INSTALL"NO PARKING" SIGN ON FENCE. 16. INSTALL 66 L.F. OF 6' CHAIN LINK FABRIC FENCE WITH STEEL POSTS AND 3 STRAND BARBED WIRE. V�C14 17. EXISTING TREE TO BE REMOVED. 18. REMOVE 58 L.F. OF EXISTING FENCE. 19. INSTALL ASPHALT PAVING. 20. REMOVE CONCRETE HEADWALL. 21. REMOVE 58 L.F. OF EXISTING FENCE. 22. INSTALL 66 L.F. OF 6' CHAIN LINK FABRIC FENCE WITH STEEL POSTS AND 3 STRAND BARBED WIRE. INSTALL NON -WOVEN GEOTEXTILE FABRIC AROUND TOP AND SIDES OF SEEPAGE BED. NOTES 1. PERFORATED PIPE SHALL BE 2" CRUSHED WASHED a PERFORATED IN ACCORDANCE WITH DRAIN ROCK THE ACHD BMP -04. SEE DETAIL 5 a a THIS SHEET. a . d a :ASTM C-33 SAND f Typical Drainage Bed & Perforated Pipe Detail SCALE: NOT TO SCALE Notes 1. REFER TO PLAN VIEW, THIS SHEET, FOR MORE INFORMATION. 2. SEDIMENT TANKS TO BE CONSTRUCTED IN ACCORDANCE WITH THE CURRENT I.S.P.W.C. WITH MANHOLE FRAME AND COVER PER I.S.P.W.C. SD -616 AND SD -617. 3. SEEPAGE BED DIMENSIONS 236' X 14' X 4'. 4. SEE DRAINAGE CALCULATIONS ABOVE. 5. ALL SOLID WALL STORM DRAIN PIPING SHALL BE PVC OR HDPE, ALL PERFORATED STORM DRAIN PIPING SHALL BE PVC OR HDPE. 6. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF GROUNDWATER IS ENCOUNTERED WITHIN 3 -FEET OF THE BOTTOM DESIGN ELEVATION FOR ANY INFILTRATION FACILITY. TOP OF SEEPAGE PIT y ELEV=12.75 INSTALL END CAPS INVERT END ELEV.=9.61 BOTTOM OF SEEPAGE BED - ELEV.=08.75 BOTTOM OF SAND ELEV.-7.25 NO GROUNDWATER ENCOUNTERED IN TESTING. SEASONAL HIGH GROUNDWATER = >2605.75 112- MIfV-p p5 5' D ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° INSTALL 5 LF INSTALL 5 LF INSTALL 226 LF 12", 1/2 PERFORATED PIPE 12" PVC 12" PVC ® 2% _ SEE DETAIL 4 THIS SHEET FOR PERF. SCHEDULE L2" CRUSHED DRAIN ROCK p n BOTT8M OF SEEPAGE BED ELEV.=61.00_ u ASTM C-33 SAND w 1.5'. 236' (18" MIN.) Perforation Schedule 3/8 -INCH PERFORATION LOCATION (TYPICAL) NOTE 3/8 -INCH PERFORATIONS IN EACH VALLEY OF CORRUGATED PIPE - 5 EACH SCALE: NOT TO SCALE RIM=13.80 INSTALL GRATED COVER TOP GRADE RING ELEV.= 13.06 STOP OF LID ELEV=12.86 Seepage Bed Detail SCALE: NOT TO SCALE 12" PVC INVERT IN ELEV.=10.01 TANK INVERT ELEV.=07.11 . TOP OF BAFFLE 0) ELEV.=10.11 12--j6" MIN. 18" INVERT OUT BOTTOM OF BAFFLE ELEV.=9.61 ELEV=9.61 � m Seepage Bed Detail SCALE: NOT TO SCALE 12" PVC INVERT IN ELEV.=10.01 TANK INVERT ELEV.=07.11 . U 0) � � m • Cn O Pa ���"�InJ WW 1:� 00 wm Cf) p CD o V�C14 SOS M Q �o z z w U by C110 V) cCS ¢ 0 a 0 o Elf Q CD (DCnLi 03 � an O o %y C-) con con Z tt 4 ���JII CM w � =r w Cn � Wm a " I P C� M w Q 0 O � LU o 3 0 Y U'� Z Y It 3 Q z > Z Z p z JZ It mU OU fN C-, Z� L.1 ¢tea ¢rs m N g a U d O SHEET NO: 2