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HomeMy WebLinkAbout4.8 SHEET STREET AND DRAINAGE DETAILS V1APPROVED )r :: 05M9,22 I 00 rM N I I +I I� POND 1 PRIMARY V100: 7,456 FT"3 CAPACITY 8,278 FT^3 to TOP OF BANK: 2537.28 100 YR HW LINE: 2536.78 b N SIDE SLOPES, 3H1V BOTTOM OF POND: 2533.78 BSM LENS AREA: 1,690 FT"2 1 8 MAX WATER DEPTH 3.0 FT D II' HIGHEST GW: ±2530.78 j� " � I 19 4 00 I yl BERM: 2536.78 y 18 LF OF 12" SDR-35 00.28% 3 .03 FG START INV:2533.83 END INV:2533.78 f 38 FG \ I ISDMH 1 36.78 \ 37.28 FG J POND 1 FOREBAY V100: 828 FT-3 . CAPACITY: 1,057 FT"3 TOP OF BANK: 2537.28 100-YR HW LINE: 2536.78 ^�b a SIDE SLOPES: 3H:1V BOTTOM OF POND SLOPES: 2534.03-2533.83 MAX WATER DEPTH:2.95 FT HIGHEST GW: ±2530.78 0 STORM DRAIN POND #1 PLAN VIEW SCALE: 1 "=20' EMBANKMENT AND DIVIDER BERM MATERIAL PER SOILS ENGINEER AND COMPACTION TO 95% REQUIRED (PER AASHTO T180). FREEBOARI a � w 0 w LINE POND W/ 4" MIN 3 a TOP SOIL OR AMENDED NATIVE MATERIAL PROVIDE INLET PROTECTION APRON & RIP RAP PER ACHD SD-628 ® POND INLETS ,S. 100 YEAR LEVEL SIDE SLOPES AS SPECIFIED SLOPE 1% MIN TO BSM LENS CJS \ pP POND 2 V100: 3,745 FT"3 CAPACITY: 6,658 FT^3 TOP OF BANK: 2537.62 100-YR HW LINE: 2537.12 SIDE SLOPES, 3H'1V POND TOE: 2535.72 BOTTOM OF POND/BSM LENS ELEVATION. 2535.62 BSM LENS AREA: 1,467 FT^2 MAX WATER DEPTH: 1.50 FT HIGHEST GW ELEV:2532.62 SDMH 2. SDMH 2 RIM 2538.12 ' INV IN:2535.82 12"NE INV OUT:2535.82 12"SW SUMP:2533.82 CONSTRUCT 4 LF \ 12" SDR-35 @ 2.50%. 1 (FROM SDMH 2 TO POND 2) I71, INV ® POND: 2535.72 / 00 \ \ f7 N O 90' - - 2536 - - - - 2539 - - STORM DRAIN POND #2 PLAN VIEW SCALE: 1 "=20' *HYDROSEED FINISH MIX TO BE ACCORDING TO THE 'ACHD STORMWATER MANAGEMENT BASIN REVEGETATION GUIDANCE MANUAL" (OCTOBER 2017) IN APPENDIX D. BIORETENTION PLANTERS ARMORED SPILL CHANNEL.\�P ALLBE LANDSCAPED ACCORDING TO ACHD'S SEE DETAIL THIS SHEET.LANT MATERIALS FOR BIORETENTION FACILITITES IN THE RIGHT-OF-WAY" *HYDROSEED FINISH EXCEPT FOR BSM LENS f co �. . . . . . . . ��� ��11 MIN.3' SEPARATION 1 I -III -III -III -III _ . _ . _ -j FIR M SEASONAL HIGH BOTTOM OF BSM = MAX. EXCAVATION DEPTH TYPICAL POND SECTION [POND 21 GROUNDWATER WAS ENCOUNTERED IN (INFILTRATION BASIN TEST EXCAVATIONS - SEE INDIVIDUAL POND PER ACHD BMP 10) ELLEVATIONS.� FOR EXPECTED HIGH GW -NTS- NOTE: 1. NOT USED. 2. GROUNDWATER WAS ENCOUNTERED IN TEST EXCAVATIONS ON THIS SITE. IF GROUNDWATER IS ENCOUNTERED HIGHER THAN INDICATED ON THE PLANS THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY FOR REDESIGN TO PROVIDE 3' MINIMUM CLEARANCE BETWEEN GROUNDWATER AND THE BOTTOM OF THE DRAINAGE FACILITY. UNTIMELY NOTIFICATION OF THE ENGINEER MAY RESULT IN ADDITIONAL COSTS TO THE CONTRACTOR. REFER TO GEOTECHNICAL ENGINEERING REPORT BY SITE CONSULTING, LLC, DATED 06/04/2014 AND UPDATED GROUNDWATER MONITORING REPORT DATED 10/28/2019. 3. ALL MONITOR WELLS SHALL HAVE A CONCRETE APRON POURED AROUND THE CAP. 4. CONTRACTOR TO HAVE PERCOLATION TEST PERFORMED BY SOILS ENGINEER AFTER POND IS FULLY EXCAVATED. CONTRACTOR WILL NEED TO BLAST (OR BORE) TO CREATE CONDUIT FOR DRAINAGE TO OCCUR. THIS BLASTING (OR BORING) WILL BE REQUIRED TO ACHIEVE DESIGN INFILTRATION OF 5 IN/HR. IF THE PERCOLATION IS LESS THAN SPECIFIED BY THE SOILS REPORT AND ENGINEER (5"/HOUR) REDESIGN OF THE SYSTEM WILL BE REQUIRED. 5. COORDINATE W/ LANDSCAPE PLAN FOR VEGETATION. 38.02 FG 37.52 FG 13 z I POND 3 PRIMARY V100: 3,213 FT"3 CAPACITY: 5,298 FT^3 M TOP OF BANK: 2538.02 I� 100-YR HW LINE: 2537.52 N SIDE SLOPES: 3H:1V O BOTTOM OF POND: 2 � BSM LENS AREA: 1,475 475 FT"2 CC MAX WATER DEPTH:1.90 FT 6+100\ N HIGHEST GW: ±2532.62 - V 1 F r� 14 I 15 IT 12" SDR-35 00.44% START INV:2535.67 M, END INV:2535.62 _ 35. i7 FG N Q BERM: 2537.52 POND '3 FOREBAY V100: 357 FT^3 5.8 F CAPACITY: 456 FT" 3 2 F TOP OF BANK: 2538.02 \\ 100-YR HW LINE: 2537.52 SIDE SLOPES: 3H:1V�'----�---_ _ BOTTOM OF POND SLOPES: 14' 2535.87-2535.67 MAX WATER DEPTH:1.85 FT HIGHEST GW: t2532.62 V. � \ SDMH 3 O - - - Y m 2538_ QSTORM DRAINPOND3 PLAN VIEW SCALE: 1 "=20' BOTH SPUTTER MANHOLES ARE TO BE 48" ID PRECAST PER ISPWC SD-611 W/ 2' SUMP Q ®©111 11111 ,11111 11111 1 7PROMDE METAL END SECTION WITHTRASH RACK P AT THE POND INLET. 3' MIN 0 m 2" DRAIN ROCK J_ co 2i �2 CONTT. SAND LENS / ----- (ASTM C-33 ----- SAND REQUIRED) ----- EXCAVATE TO FREE -_ DRAINING MATERIALS - - WHERE SAND LENS IS ----- SPECIFIED (LENS pagsagw SHOWN IN PLAN VIEW THIS SHEET). BACKFILL WITH REJECT SAND OR -3/4" CRUSHED GRAVEL 24"- *3II, ma1X_VIW,11 DRAINAGE SDMH INV IN SDMH SDMH INV OUT PIPE LENGTH/SLOPE INV CAD FOREBAY INV OUT PIPE LENGTH/SLOPE INV 0 PRIMARY AREA RIM ELEV SUMP ELEV (TO FOREBAY) [SDMH TO FOREBAY] (TO PRIMARY) [SDMH TO PRIMARY] 1 2534.13 12" 2537.28 2532.13 2534.13 12" 12 LF 12" SDR-35 0 0.83% 2534.03 12" 2534.33 12" 20 LF 12" SDR-35 0 2.75% 2533.78 12" 3 2535.92 12" 2538.00 2533.92 2535.92 12" 6 LF 12" SDR-35 0 0.83% 2535.87 12" 2536.12 12" 14 LF 12" SDR-35 0 3.57% 2535.62 12" LINING TO EXTEND TO TOP OF BANK & CENTER OF BERM (MIN) o -I W.S. 100 YEAR LEVEL II' SOD FINISH EXCEPT I- - FOR BSM LENS -I I _ V) (BSM TO BE PRIMARY I I I- 3 HYDROSEEDED*) w ¢ -I 6" CLAY "J' I EMBANKMENT AND DIVIDER a > LINER BERM MATERIAL PER SOILS SLOPE 1% MIN PROVIDE METAL SEE CUT -THROUGH SLOPE 1% MIN I ENGINEER AND COMPACTION TO BSM LENS END SECTION W/ DETAIL THIS SHEET TO OUTLET TO 95% REQUIRED (PER AASHTO T180). RIP RAP AT INLET III-III-III-III -_-_-_- 1=III=III=III=III III-III=III=III=1 I CLAY LINER AS SPECIFIED - (FOREBAY ONLY) VARIES, EXTEND 2' INTO FREE DRAINING MATERIAL. HIGHEST RECORDED GW ELEVATION= VARIES NOTE: EXCAVATION OF PONDS IS TO OCCUR WITH A QUALIFIED TYPICAL POND SECTION [PONDS 1 & 310 GEOTECHNICAL ENGINEER AND/OR PROJECT ENGINEER (PER ACHD BMPS 10&11Z BIORETENTION SOIL MIX SPECIFICATIONS ON -SITE. -NTS- 60% SAND 20% SANDY LOAM (SILT, SAND, CLAY) 20% COMPOST WIDTH PER PLAN TOOLED JOINT �1" BATTER 757 t.25% SLOPE 00 _�....# _ _ , _�.. _ q "v "v • •v "_" v " "4"'� So.".v �' ASPHALT PAVEMENT "g . �a " ." �° �" av • •� • •. SLOPE `m. MINUS �• CRUSHED GRAVEL • „ , NOTE:CROSS SLOPE SHALL NOT EXCEED THICKENED EDGE SIDEWALK DETAIL 2.00% AT ANY SIDEWALK, HANDICAP PARKING OR OTHER ACCESSIBLE ROUTE - -NTS- THERE IS NO TOLERANCE ALLOWED ABOVE 2.00% POND PRIMARY PRIMARY BOTTOM SLOPED 1% TO BSM BSM LENS: zi WIDTH PER KEYNOTES It PLACE 8" MIN. OF 3/4" MINUS CHRUSHED AGGREGATE COMPACTED TO 95% DRY DENSITY. OVER COMPACTED SUBGRADE. Q GRAVEL ACCESS PAD TYPICAL SECTION NOT TO SCALE TOP OF BERM - ELEV PER PLAN 12" STAINLESS STEEL PIPE CAP WEDGE PRODUCT PART NUMBER 6015.S OR APPROVED EQUIVALENT. SECURELY ATTACH CAP TO PIPE. DO NOT GLUE. CUT OPENING AS SHOWN IN END CAPS SDR-35 OUTLET PIPE PIPE SIZE & FLOW FOREBAY BOTTOM OPENING SLOPE PER PLAN SLOPED 1% TO PIPE INLET PROVIDE TRASH PROVIDE TRASH RACK & RIP RACK 0 INLET RAP 0 OUTLET FOREBAY/PRIMARY CUT -THROUGH DETAIL z, -NTS- POND FOREBAY 2' FLAT LANDING EQUALIZATION BASIN SLOPE SEE PUMP STATION PLANS PL I CAPACITY OF SWALE AS SHOWN 3.0 ft^3/ft NO SOD OVER SAND LENS CREATE POSITIVE SLOPE OF 0.2% MIN TO SAND LENS FILTER FABRIC SIDES & TOP OF INFILTRATION WINDOW V W * cc E Q o rn Q � c C3 w Z ~ Z ao N W W ~ w Z w C'3 a W <o J U- /i w V w \pNAL F _ 77 �.H-�2 0 OF F CHECKED BY: DAVID A. BAILEY P.E. V) 0 z 0 0 a F a = U N a N w 0 � LJ N a N (n 0 N > N 1 W O O M z%� . Z LQ 1 W 0 Z Q 7 0 Z 2 1/2" ASPHALT 4" OF 3/4" MINUS CRUSHED AGGREGATE 12" OF 6" MINUS PIT RUN (PARKING) PARKING LOT SECTION NOT TO SCALE 20 0 10 20 40 SCALE IN FEET 1 "=20' W rW^ Z om 0 - W J1 Q W /�� V % W0 Y W 00 NW L.L Plans Are Accepted For Public W W 0 J Street Construction 2013-024 SHEET U