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WPO202000005 Plan - VSMP 2020-01-22
BOYS AND GIRLS CLUB - NORTHSIDE VSMP SUBMISSION COUNTY OF ALBEMARLE, VIRGINIA SITE DATA: 1/21/2020 TAX MAP PARCEL: 06000-00-00-078AO COUNTY OF ALBEMARLE SCHOOL BOARD DB 287 PG 414 PARCEL AREA: 216.69 AC LIMITS OF DISTURBANCE STORMWATER MANAGEMENT: 6.21 ACRES EROSION CONTROL: 6.49 ACRES ZONING: RURAL AREAS (RA) OVERLAY DISTRICT: ENTRANCE CORRIDOR (EC), AIRPORT IMPACT AREA (AIA) MAGISTERIAL DISTRICT: JACK JOUETT SOURCE OF BOUNDARY AND TOPOGRAPHY TIMMONS GROUP 28 IMPERIAL DRIVE STAUNTON, VA 24401 TELEPHONE: 540-885-0920 CONTACT: JOE MEDLEY JOE.MEDLEY@TIMMONS.COM SURVEY CONDUCTED: AUGUST 2019 DATUM: HORIZONTAL: NAD83(NA2011) VIRGINIA STATE GRID SOUTH VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS REQUIRED BUILDING SETBACKS: FRONT: 75 FT MINIMUM (EXISTING PUBLIC ROAD) FRONT: 25 FT MINIMUM (INTERNAL PUBLIC/PRIVATE ROAD) FRONT: 25 FT MINIMUM REAR: 35 FT MINIMUM MAXIMUM BUILDING HEIGHT: 35 FT PROPOSED BUILDING HEIGHT: 45 FT FROM LOWER LEVEL TO TOP OF STAIRS 32 FT FROM MAIN LEVEL TO TOP OF PARAPET BUILDING SQUARE FOOTAGE: 60,000 GROSS SF EXISTING USE: VACANT RURAL LAND PROPOSED USE: BOYS AND GIRLS CLUB COMMUNITY CENTER TOTAL IMPERVIOUS AREA (WITHIN PROJECT LIMITS): 2.83 ACRES WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT UTILITIES: ACSA PARKING REQUIRED: 1 SPACE / 10 CHILDREN ENROLLED IN MAJOR CLASS/SHIFT CHILD DAY CENTER + 1 SPACE / EMPLOYEE PICK-UP/DROP-OFF AREA MUST BE PROVIDED ON SITE 1 SPACE / (300 STUDENTS / 10) + 1 SPACE / 35 EMPLOYEES 65 PARKING SPACES REQUIRED TOTAL PARKING PROVIDED: 68 REGULAR SPACES 3 ADA ACCESSIBLE (1 VAN) TOTAL PROVIDED SPACES = 71 SPACES SPECIAL FLOOD HAZARD AREA INFORMATION: SPECIAL FLOOD HAZARD AREA (FLOODPLAIN) YES [ ] NO[X] TRIP GENERATION LAND USE: RECREATIONAL COMMUNITY CENTER ITE CODE: 495 AMOUNT: 60,000 UNITS: SF (GFA) Ntjdd1497MV4 ADT AM PEAK HOUR PM PEAK HOUR 1,729 IN 66 OUT 38 TOTAL 104 IN 63 OUT 75 TOTAL 138 UTILITY DEMANDS WATER FLOW (AVERAGE DAILY DEMAND) ESTIMATED TOTAL DEMAND = 250 GPD 60,000 SF X 250 GPD/1,000 SF = 15,000 GPD AVERAGE HOURLY DEMAND = 9,119 GPD / 24 HOURS = 625 GPH MAXIMUM HOURLY DEMAND = 380 GPH X 300% = 1,875 GPH PEAK HOURLY DEMAND = 1140 X 150% = 2,813 GPH 2,813 GPH / 60 MIN = 47 GPM SEWER FLOW (AVERAGE DAILY FLOW) ESTIMATED TOTAL = 60,000 SF X 250 GPD/1,000 SF = 15,000 GPD )E ton W 0 0 1019 Ivy Creek R IVY FARM Foundation RIVANNA RID 1015 SQUIRREL RIDGE SITE LOCATION MONTVUE 10 33 The Colonnades Q 657 IVY RIDGE ROSLYN HEIGHTS 1461 FOUR SEASO TOWNWOOD 0 Albemarle High School Commonwealth GEORGETOWN GREEN 1472 1473 GREENTREE HESSIAN HILLS CONDOS TURTLE CREEK CONDOS VICINITY MAP 1"=2000' OWNER/DEVELOPER: BOYS AND GIRLS CLUB 1000 CHERRY AVENUE CHARLOTTESVILLE, VA 22903 CONTACT: JAMES PIERCE TELEPHONE: (434) 242-8052 vineyard vines 293 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARLOTTESVILLE,VA 22903 CONTACT: CRAIG KOTARSKI, P.E. TELEPHONE: (434) 327-1688 BR BR�C Sheet List Table Sheet Number Sheet Title C0.0 COVER SHEET I Vi5 I EJ Lax VL I *ILJ L r.e V .L NIYOVTEVC DETnILVn 3 C1.3 NOTES & DETAILS 4 C2.0 EXISTING CONDITIONS PLAN C2.1 DEMOLITION PLAN C3.0 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.1 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.2 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.3 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.4 EROSION & SEDIMENT CONTROL PLAN PHASE III C4.0 OVERALL PLAN C4.1 LAYOUT & UTILITIES PLAN C4.2 LAYOUT & UTILITIES PLAN C4.3 LAYOUT & UTILITIES PLAN C5.0 GRADING & DRAINAGE PLAN C5.1 GRADING & DRAINAGE PLAN C5.2 GRADING & DRAINAGE PLAN C5.3 GRADING SPOT SHOTS PLAN C5.4 GRADING SPOT SHOTS PLAN C5.5 GRADING SPOT SHOTS PLAN C6.0 STORMWATER SUMMARY PLAN C6.1 STORMWATER CALCULATIONS C6.2 STORMWATER MANAGEMENT PLAN C7.0 STORM PROFILES C7.1 STORM PROFILES E , vjC , E0- ;A;.N , 2E 1 TOTAL = 24 SHEETS SIGNATURE PANEL: DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING & ZONING ENGINEERING INSPECTIONS ARCHITECTURAL REVIEW BOARD DEPARTMENT OF FIRE AND RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT APPROVAL DATE CR.A -TG W J. I', grAIZSISI 'P` 1_.1c� No. 0402048507 O 1-21-20;�, -NAL r A E 0 0 MU � [ NV C Q 0 > E w E ~ Q U. o o LL w O ro 11� aY3� r� Von w J — Ln M CD lV 0 W rq ,,- O x LL- cn= vN = U > Q 0 Ln rn O N W d � co J O w I.D [___ z 0 z O cl� U v7 w z O_ V7 > w w H- 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE N/A Uj 0 1�_q Vl I..L 0 z I j w m � w D 2 J O (� U" w � Q w J w 0 U J I(—�I Q V 0 z Q Cn 0 W JOB NO. 44523 SHEET NO. C0.0 NYLOPLAST 18" DRAIN BASIN: 2818AG _ _ X (1, 2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. MINIMUM PIPE BURIAL DEPTH PER PIPE (3) VARIABLE INVERT HEIGHTS MANUFACTURER AVAILABLE (ACCORDING TO RECOMMENDATION PLANS/TAKE OFF) (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" -18" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC WATERTIGHTJOINT (CORRUGATED HDPE SHOWN) 18" MIN WIDTH GUIDELINE 8" MIN THICKNESS GUIDELINE (5) ADAPTER ANGLES TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR ARIABLE00-360° GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE ACCORDING TO DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, PLANS TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO.7001-110-111 FOR NON TRAFFIC INSTALLATION. (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. BASED ON MANUFACTURING REQ.) \ 4" MIN THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. GRATE OPTIONS LOAD RATING PART # DRAWING # PEDESTRIAN MEETS H-10 1899CGP 7001-110-212 STANDARD MEETS H-20 1899CGS 7001-110-213 SOLID COVER MEETS H-20 1899CGC 7001-110-214 DOME NIA 1899CGD 7001-110-215 DROP IN GRATE LIGHT DUTY 1801 DI 7001-110-074 0 0 0 0 0 0 0 0 0 0 0 o eor�- } w�wsiewArEHw, o o 0 0 0 0 0 0 \o 0 o . o 1899CGP APPROX. DRAIN AREA = 87.29 SO IN APPROX. WEIGHT WITH FRAME = 60.75 LBS 1.25 2.75 018.64 .38 022.13 (1,2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) NYLOPLAST 24" DRAIN BASIN: 2824AG _ _X MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 24" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED &RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) (5) ADAPTER ANGLES ARABLE 0'- 360' ACCORDING TO PLANS 18" MIN WIDTH GUIDELINE 8" MIN THICKNESS GUIDELINE TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. BASED ON MANUFACTURING REQ.) 4" MIN THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING &BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. GRATE OPTIONS LOAD RATING PART # DRAWING # PEDESTRIAN MEETS H-10 2499CGP 7001-110-216 STANDARD MEETS H-20 2499CGS 7001-110-217 SOLID COVER MEETS H-20 2499CGC 7001-110-218 DOME N/A 2499CGD 7001-110-219 DROP INGRATE LIGHT DUN 2401 DI 7001-110-075 DIMENSIONS ARE FOR REFERENCE ONLY ACTUAL DIMENSIONS MAY VARY 1- GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. DIMENSIONS ARE IN INCHES 1- GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE GRATE MEETS H-10 LOAD RATING THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE 2 -FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 -FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 3- DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70-50-05 NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 3- DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 04-03-06 PHN (770) 932-2443 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 3-7-06 DUCTILE IRON PHN (770) 932-2443 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 04-03-06 PHN (770) 932-2443 RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. TRANSFER, OR LICENSE THE USE OF THE DESIGN OR FAX (770) 932-2490 TRANSFER, OR LICENSE THE USE OF THE DESIGN OR N to last FAX (770) 932.2490 TRANSFER, OR LICENSE THE USE OF THE DESIGN OR N to last FAX (770) 932.2490 SEE DRAWING N0.7001-110-065. Ny O ast SIZE OF OPENING MEETS REQUIREMENTS OF AMERICAN DISABILITY y SEE DRAWING NO. CONNECTION y www.n to last-us.com www.n to last-us.com www.n to last-us.com TECHNICAL INFORMATION SHOWN HEREIN REVISED BY NMH PROJECT NO.INAME Y P TECHNICAL INFORMATION SHOWN HEREIN REVISED BY EBC PROJECT NO./NAME Y P TECHNICAL INFORMATION SHOWN HEREIN 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ACT AS STATED IN FEDERAL REGISTER PART III, DEPARTMENT OF 4 -DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO REVISED BY NMH PROJECT NO.INAME Y P ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE CONTAINED HEREIN, OR MANUFACTURE OF ANY JUSTICE, 28 CFR PART 36. CONTAINED HEREIN, OR MANUFACTURE OF ANY CONTAINED HEREIN, OR MANUFACTURE OF ANY N-12 HP, &PVC SEWER. DATE 03-14.16 181N DRAIN BASIN QUICK SPEC INSTALLATION DETAIL DATE 3-13-10 181N PEDESTRIAN GRATE ASSEMBLY- TYPE C &PVC SEWER. DATE 03.14.16 24 IN DRAIN BASIN QUICK SPEC INSTALLATION DETAIL 5 -ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS LOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING NO. ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS 5 -ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110-012. IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN 7001-110-028 IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN ANGLE BETWEEN ADAPTERS SEE DRAWING N0. 7001-110-012. IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. 020-3 NYLOPLASr DWG SEE A SCALE 1:30 SHEET 1 OF 1 DWG NO. 7001.110.191 REV E PERMISSION FROM NYLOPLAST. ©2010 NYLOPLAST DWG SIZE A SCALE 1:10 SHEET 1 OF 1 DWG NO. 7001.110.212 REV C PERMISSION FROM NYLOPLAST. 02013 NYLOPLAST DWG SIZE A SCALE 1:40 SHEET 1 OF 1 DWG NO. 7001.110.192 REV E NYLOPLAST 12" DRAIN BASIN: 2812AG _ _ X 1201 DI NYLOPLAST 15" DRAIN BASIN: 2815AG _ _ X APPROX. DRAIN AREA = 39.75 SO IN APPROX. WEIGHT =15 LBS (1,2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. 18" MIN WIDTH GUIDELINE MINIMUM PIPE BURIAL DEPTH PER PIPE (3) VARIABLE INVERT HEIGHTS MANUFACTURER AVAILABLE (ACCORDING TO RECOMMENDATION PLANS/TAKE OFF (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (1,2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. 18" MIN WIDTH GUIDELINE MINIMUM PIPE BURIAL DEPTH PER PIPE 8 8" MIN THICKNESS GUIDELINE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR REQ. SAME AS MIN. SUMP) GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. (5) ADAPTER ANGLES VARIABLE 0° - 360° ACCORDING TO PLANS THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, ti CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE WATERTIGHT JOINT MANUFACTURING REQ.) PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. (CORRUGATED HDPE SHOWN) 4" MIN (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS v , (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: (6" MIN. BASED ON 4" - 15" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, MANUFACTURING REQ.) (4) VARIOUS TYPES OF INLET &OUTLET ADAPTERS AVAILABLE: 1.25 ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), 4" MIN 4" - 12" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), i PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 8" MIN THICKNESS GUIDELINE (5) ADAPTER ANGLES VARIABLE 0°-360' TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR ACCORDING TO GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE PLANS DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO.7001-110-111 FOR NON TRAFFIC INSTALLATION. (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN BASED ON GRATE OPTIONS LOAD RATING PART # DRAWING # PEDESTRIAN MEETS H-10 1299CGP 7001-110-202 STANDARD MEETS H-20 1299CGS 7001-110-203 SOLID COVER MEETS H-20 1299CGC 7001-110-204 PEDESTRIAN BRONZE N/A 1299CGPB 7001-110-205 DOME N/A 1299CGD 7001-110-206 DROP IN GRATE LIGHT DUTY 1201DI 7001-110-021 014.95 (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) 011.64 WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) GRATE OPTIONS LOAD RATING PART # DRAWING # PEDESTRIAN MEETS H-10 1599CGP 7001-110-207 STANDARD MEETS H-20 1599CGS 7001-110-208 SOLID COVER MEETS H-20 1599CGC 7GOI-110-209 PEDESTRIAN BRONZE NIA 1599CGPB 7001-110-210 DOME N/A 1599CGD 7001-110-211 DROP IN GRATE LIGHT DUTY 1501 DI 7001-110-073 1- GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05, DIMENSIONS ARE FOR REFERENCE ONLY 1- GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05, WITH THE EXCEPTION OF THE BRONZE GRATE. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE ACTUAL DIMENSIONS MAY VARY THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY AWA MATERIAL 3130 VERONA AVE WITH THE EXCEPTION OF THE BRONZE GRATE. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE 2- FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2 - FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 DIMENSIONS ARE IN INCHES NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 3- DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. PHN (770) 932-2443 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 3-5-00 PHN (770) 932-2443 3 DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 03-30-06 PHN (770) 932-2443 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 03-29-06 GRATE HAS LIGHT DUTY RATING RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. TRANSFER, OR LICENSE THE USE OF THE DESIGN OR FAX (770) 932-2490 AL TRANSFER, OR LICENSE THE USE OF THE DESIGN OR 7� FAX (770) 932.2490 RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. TRANSFER, OR LICENSE THE USE OF THE DESIGN OR FAX (770) 932.2490 SEE DRAWING NO.7001-110-065 Nylo last QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70 50 05 1 \yl'o last SEE DRAWING NO.7001-110-065 Nylo last www.n to last-us.com www.n to last-us.com www.n to last-us.com TECHNICAL INFORMATION SHOWN HEREIN REVISED BY NMH PROJECT NO.INAME Y P TECHNICAL INFORMATION SHOWN HEREIN REVISED BY EBC PROJECT NO.INAME Y P TECHNICAL INFORMATION SHOWN HEREIN REVISED BY NMH PROJECT NO.INAME Y P 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO REPRODUCTION OF THIS PRINT OR ANY INFORMATION PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT REPRODUCTION OF THIS PRINT OR ANY INFORMATION 4 -DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE TITLE TITLE ASTM D 212 FOR CORRUGATED HDPE AD N-12 HAN R DUAL WALL ASTM D3212 FOR CORRUGATED HDPE ADS N-12MANCOR DUAL WALL), S 3 0 CO UG (ADS CO U ), CONTAINED HEREIN, OR MANUFACTURE OF ANY SIZE OF OPENING MEETS REQUIREMENTS OF AMERICAN DISABILITY CONTAINED HEREIN, OR MANUFACTURE OFANY (CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 03-11.16 DATE 4.13.11 DATE 03.14.16 - 121N DRAIN BASIN UICK SPEC INSTALLATION DETAIL 121N DROP 15 IN DRAIN BASIN QUICK SPEC INSTALLATION DETAIL N 12 HP, &PVC SEWER. ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS 4 ACT AS STATED N FEDERAL REGISTER PART , DEPARTMENT OF ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS 0 N-12 HP, &PVC SEWER. ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS 5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN 5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110-012. DWG SEE A SCALE 1:20 SHEET 1 OF 1 DWG NO. 7001.110.189 REV E JUSTICE, 28 CFR PART 36. DWG SIZE A SCALE 1:6 SHEET 1 OF 1 DWG N0. 7001-110-021 REV D ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110-012. DWG SIZE A SCALE 1:25 SHEET 1 OF 1 DWG NO. 7001.110.190 REV E PERMISSION FROM NYLOPLAST. czo+3 NnovuvSl PERMISSION FROM NYLOPLAST. ©zar NYLOPLAST PERMISSION FROM NYLOPLAST. ©20i3 NYLOPLAST j d TRANSITION BETWEEN <d d PIPE DIAMETERS WHEN DIFFERENT SIZES OF PIPES ARE ENCOUNTERED. NOTES: SHAPING OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED ON PLANS OR WHERE INVERT OF PIPE IS ABOVE INVERT OF STRUCTURE. SHAPE TO ELEVATION OF MID -POINT OF LARGEST PIPE. SHAPE TO CONTOUOFF PIPER I .^ SLOPE TO DRAIN TO INVERT OF OUTLET PIPE SECTION A -A METHOD OF TREATMENT IN DROP INLETS 4 SLOPE TO DRAIN TO INVERT OF OUTLET PIPE MANHOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A / e PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR / CLASS Cl, EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE UP TO 4" IN DIAMETER AND CONSIST OF STONE, BROKEN BRICK, BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE I OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. ri DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES. SECTION B-B PLAN METHOD OF TREATMENT IN MANHOLES �vooT STANDARD METHOD OF SHAPING SPECIFICATION ROAD AND BRIDGE STANDARDS REFERENCE SHEET 1 OF , REVISION DATE MANHOLE & INLET INVERTS 302 106.08 VIRGINIA DEPARTMENT OF TRANSPORTATION DI-3A, 38, 3C EXPANSION KEYED FOR DETAILS OF INLET JOINT CONST. BARS D i51, APPROACH EXPANSION JOINT 3'-10" FRAME & COVER Y �: BACK OF SIDEWALK JOINT f GUTTER SEE STANDARD IC-2. i� BAR G 2 WARPED BARS G q^ ¢ 2" w 00 GUTTER g . 60 2 BARS C 6"6"6" ao w BAR C 2„ I^ SUBBASE rM BARS B wo � _ _ _ HARDWARE ARS IF I I I I CLOTH 1 y\i I o?+ BARS F I WEEP HOLE. N \ / I o r N o o I SEE NOTE 8 I �7 I,.:, 8„ _ M M X I w 00 o II II BAR F BAR 11 NOTEi - S55E i�l II II BARS D FACE OF CURB g�� CR CK CONTROL JOINT GUTTER CRACK CONTROL JOINT 2 8 4' 0" 6' MIN. PLAN SECTION A -A 10' MAX. 6' MIN. �A 10' MAX. KEYED CONST. JOINT L-VARIABLE - MAX. 20' 2'-10� 2" WARPED GUTTER 2' 0" 8" 2' 6" B 8" 3'-0' x 2" APPROACH I� i14BARS A GUTTER 01 N �\ti 04 W I _ S G I I - - - - - ------------- B - - - - - D 0°. BARS F BARS E I� B iv ° 00 ° *3" DIAMETER BARS E WEEP HOLE BARS B FRONT ELEVATION BARS F 6" l'-B" 8" - - - - - (GUTTER REMOVED) 1 3'-0" 1 /4„ I- 5X1/4" BENT PLATE _ = SECTION B-B 1/4" R TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 & CG-7 STANDARDS. L21/2"X21/2"XI/4" ° GALVANIZED TYPE B NOSE DETAIL SHALL BE USED WITH CG-2 & CG-6 STANDARDS. TYPE A TYPE B 1/2" X 4" STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68°30' TO ANGLE IRON AT 2'C-C. CONNECTORS AND IS TO BE ANCHORED WITH 1/2" X 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2'C-C. 2" APPR. PAVEMENT DI-3A L DI-3B L DI-3C L WARPED PAVEMENT FLOW FLOW I FLOW 1 1 1 DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL XVDOT STANDARD CURB DROP INLET SPECIFICATION ROAD AND BRIDGE STANDARDS REFERENCE SHEET 1 OF 2 REVISION DATE 12" - 30" PIPE: MAXIMUM DEPTH (H) - 8' 233 08/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 104.09 SEE STANDARAD SL-1 FOR APPLICABILITY OF SAFETY SLABS. STANDARD MH-1 NOTE: FRAME &COVER THE TOP OF MASONRY SUFFICIENTLY LOW TO ADJUSTMENT OF COVER GRADE BY THE USE OF BRICK AS DIRECTED BY t HALF PLAN VIEW MH-1 HALF SECTION A -A (WITH FRAME AND COVER REMOVED) BRICK CONCRETE NOTES: 1. QUANTITIES SHOWN ARE FOR MANHOLE WITHOUT PIPES. THE AMOUNT DISPLACED BY PIPES MUST BE DEDUCTED TO OBTAIN TRUE QUANTITIES. 2. A BASE THICKNESS OF 9" WAS USED IN COMPUTING CONCRETE QUANTITIES. 3.INCREMENTS TO BE ADDED FOR EACH ADDITIONAL FOOT OF DEPTH. 4. MATERIALS MAY BE BRICK, CONCRETE OR APPROVED CONCRETE MANHOLE BLOCK. 5. IF BLOCKS ARE USED THE MINIMUM THICKNESS OF SAME IS TO BE 5". OTHER THICKNESSES ARE TO CONFORM TO WALL THICKNESS SHOWN FOR CONCRETE. 6.ALL CONCRETE TO BE CLASS A3. 7. WHEN SPECIFIED ON PLANS THE INVERT IS TO BE SHAPED IN ACCORDANCE WITH STANDARD IS-1. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO THE SHAPING IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. SPECIFICATION REFERENCE MANHOLE FOR 12" - 48" PIPE CULVERTS ROAD AND BRIDGE STANDARDS 302 VIRGINIA DEPARTMENT OF TRANSPORTATION REVISION DATE SHEET 1 OF 5 106.01 b 04 O m SECTION B-B BRICK CONCRETE OR CONCRETE BLOCK TABLE OF QUANTITIES DEPTH BRICK MANHOLE CONCRETE MANHOLE BRICK CONCRETE CONCRETE FEET THOUSANDS CU. YARDS CU. YARDS 4 0.5 0.785 1.437 5 0.7 0.785 1.699 6 0.9 0.785 1.961 7 1.0 0.785 2.223 8 1.2 0.785 2.485 9 1.4 0.785 2.747 10 1.6 0.785 3.009 11 1.9 0.970 3.455 12 2.2 0.970 3.817 13 2.5 0.970 4.179 14 2.8 0.970 4.541 15 3.1 0.970 4.903 16 3.4 0.970 5.265 17 4.0 1.173 6.032 INCREMENT 0.45 - 0.582 0 Z�e ��il I,ic. No. 0402048507 k0l'-2 I -20 M E o O rn � N � N � > E w °J E Q H ai 3 LL O ILL. L W O ra Q W U 00 d J W J - 111 N d > p N Z � � �x O C2w �� oa =� (n = N = U > a Lq s= � rn O N N i M d � CO J CD W Ln O 2 (D O 2 0 W > W U Q z O D") > O LU a DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. 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KOT.&RZ Ki Y Lic. No. 0402048507 Ol-2I-20 - �y g�y M E o O M f) N vi > E w 6.9 - +� Q H � 3 0 LL o w O r I' E� Lui M-i a J U 00 LL.IJ—u1 N d > p N (7 W N Z H - =x O � oJC 6 LL Oa =, U > � a c `^ rn O N M a .,I- CO J Lu � H Z O _d U w 0 Z O U) > W w Q 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1" = 30' W 0 1--I VT1 1 0 z co Z) J U 0 z Q 0 m > Z Z) O Lu J Lu m J a JOB NO. z a m z 0 0 z 0 U M 44523 SHEET NO C2, 0 L EROSION AND SEDIMENT CONTROL NARRATIVE: PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CONSTRUCTION OF A COMMUNITY CENTER, SPORTS FIELDS, AND ASSOCIATED PARKING, UTILITIES & LANDSCAPING. LIMITS OF CLEARING AND GRADING ARE 6.49 ACRES. ADJACENT PROPERTY THE PROPERTY IS BOUNDED BY A JACK JOUETT MIDDLE SCHOOL TO THE EAST AND A SPECIAL EDUCATION SCHOOL TO THE SOUTHEAST. TO THE NORTH AND WEST THERE IS MOSTLY VACANT WOODED PROPERTY. EXISTING SITE CONDITIONS THE EXISTING SITE IS WOODED PROPERTY. OFF -SITE AREAS NO OFFSITE AREAS WILL BE DISTURBED. ANY OFF -SITE LAND -DISTURBING ACTIVITY ASSOCIATED WITH THE PROJECT SHALL HAVE AN APPROVED ESC PLAN. CRITICAL EROSION AREAS EARLY ESTABLISHMENT AND PROPER MAINTENANCE OF PERIMETER CONTROLS WILL PROVIDE SEDIMENTATION CONTROL. ALL SLOPES STEEPER THAN 3:1 WILL BE STABILIZED WITH BLANKET MATTING. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STORMWATER RUNOFF CONSIDERATIONS UNDERGROUND PIPES WILL BE USED TO CONVEY STORMWATER ONSITE. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. STRUCTURAL PRACTICES: 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. 3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. 4. DIVERSION DIKE - 3.09 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA. 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT BASIN EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE BASIN SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. VEGETATIVE PRACTICES: 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION. 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3:1. FOR SLOPES GREATER THAN 3:1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE I (SEE SHEET C3.2) 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT ALBEMARLE COUNTY COMMUNITY DEVELOPMENT BUILDING. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL CONSTRUCTION ENTRANCE, SILT FENCE, SUPER SILT FENCE AND OTHER PERIMETER MEASURES. 3. CLEAR AND GRADE SEDIMENT TRAPS. 4. INSTALL DIVERSION DIKES & INLET PROTECTION. 5. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 6. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II (SEE SHEET C3.3) 1. BEGIN ROUGH GRADING THE PROJECT AREA. 2. INSTALL RETAINING WALL AND BRING THE PARKING LOT TO ROUGH GRADE. 3. CONTINUE GRADING OPERATIONS TO ESTABLISH THE BUILDING PAD ELEVATION. 4. ADJUST ALL DIVERSION DITCHES AND SEDIMENT TRAPS AS NECESSARY TO PREVENT SILT/SEDIMENT FROM LEAVING THE SITE. 5. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE III (SEE SHEET C3.4) 1. INSTALL PROPOSED STORMWATER INLETS, PIPING AND DETENTION SYSTEM. INSTALL INLET PROTECTION AS SHOWN ON THE PHASE III PLAN. 2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZIATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. APPLY SOIL STABILIZATION BLANKETS FOR ALL SLOPES THAT EXCEED 3:1 SLOPES. 3. ONCE THE SITE UP HILL FROM EACH SEDIMENT TRAP HAS BEEN STABILIZED AND APPROVED BY THE ESC INSPECTOR REMOVE AND BACKFILL ACCORDINGLY. APPLY PERMANENT SOIL STABILIZATION AND STABILIZATION BLANKETS AS REQUIRED. 4. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE ESC INSPECTOR. MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS- 19.PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES IMMEDIATELY. SOILS INFORMATION: 2C - ALBEMARLE FINE SANDY LOAM, 7 TO 15 PERCENT SLOPES; 35 TO 60 INCHES TO PARALITHIC BEDROCK; 40 TO 60 INCHES TO LITHIC BEDROCK; WELL DRAINED; HYDROLOGIC SOIL GROUP: C. 21 D - CULPEPER FINE SANDY LOAM, 15 TO 25 PERCENT SLOPES; 40 TO 79 INCHES TO PARALITHIC BEDROCK; 40 TO 79 INCHES TO LITHIC BEDROCK; WELL DRAINED; HYDROLOGIC SOIL GROUP B. 39D - HAZEL LOAM, 15 TO 25 PERCENT SLOPES; 20 TO 40 INCHES TO LITHIC BEDROCK; EXCESSIVELY DRAINED; HYDROLOGIC SOIL GROUP B. 40E - HAZEL VERY STONY LOAM, 24 TO 45 PERCENT SLOPES; 20 TO 40 INCHES TO LITHIC BEDROCK; EXCESSIVELY DRAINED; HYDROLOGIC SOIL GROUP B. 48D - LOUISBURG VERY STONY SANDY LOAM, 15 TO 25 PERCENT SLOPES; MORE THAN 80 INCHES TO RESTRICTIVE FEATURE; WELL DRAINED, HYDROLOGIC SOIL GROUP A. 88 - UDORTHENTS, LOAMY; MORE THAN 80 INCHES TO RESTRICTIVE FEATURE CORRUGATED METAL EXTENSION COLLAR WATERPROOF SEAL DD n17TT)7 OTTTT T'T EARTHEN DIKE (COMPACTED) - PROVIDE INLET PROTECTION 7 SECTION VIEW NOTE: SEDIMENT MAY BE CONTROLLED AT OUTLET IF UPLAND PONDING WILL CREATE PROBLEMS EARTHEN DIKE (COMPACTED) 3 D+6" ? T L TSD SECTION A TEMPORARY SLOPE DRAIN No Scale Sediment Trap design drainage area (acres) (<3) 2.16 '' ""R'�E trap volumes: CREST OF STONE WEIR OR 'lARIABLE' elevation (ft) area (sf) volume(cy)me(cy) GROUNDOUND 528 880 ELEV. - ° 529 1150 37.6 DRY STORAGE H VARIABLE' 530 1447 48.1 1- 531 1769 59.6 531.5 1939 34.3 WET STORAGE 532 2115 71.9 (EXCAVATED) FILTER CLOTH ORIGINAL GEOEV 533 2487 85.2 1 336.7 SEE PLATE _l 13-1 COARSE AGGREGATE CLASS I RIPRAP wet storage: wet storage required (cy) (67*DA) 144.7 bottom of stone weir (ft) 531.5 wet storage provided at this elevation (cy) 179.6 **coarse aggregate shall be VDOT #3, #357 of #5 slope of wet storage sides 2:1 weir length (ft) (6xDA) 13.0 dry storage: bottom of trap elevation (ft) 528 dry storage required (cy) (67*DA) 144.7 bottom trap dimensions: 17x54 crest of stone weir 533.0 top of dam elevation (ft) 534 dry storage provided at this elevation (cy) 157.1 top width of dam (ft) 5 slope of dry storage sides 2:1 top trap dimensions 41x78 ST 3.13 SEDIMENT TRAP #1 No Scale Sediment Trap design drainage area (acres) (<3) 1.5 1'"RIAB E' trap volumes: CREST OF STONE WEIR ORIG MJAL GROUND `/ARIABLE' elevation (ft) area (sf volume(cy) 509.5 835 ELEV. 510 908 16.1 DRY STORAGE VARIABLE' 511 1215 39.3 ;MAX.4 512 1546 51.1513 1903 63.9 WET STORAGE513.5 2484 40.6 41 (EXCAVATED) 211.1 CLOTH ORIGINAL OND G ELEV 'FILTER -SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RIPRAP wet storage: wet storage required (cy) (67*DA) 100.5 bottom of stone weir (ft) 512.0 wet storage provided at this elevation (cy) 106.6 *'`coarse aggregate shall be VDOT #3, #357 of #5 slope of wet storage sides 2:1 weir length (ft) (6x DA) 9.0 dry storage: bottom of trap elevation (ft) 509.5 dry storage required (cy) (67*DA) 100.5 bottom trap dimensions: 13.8X62 crest of stone weir 513.5 top of dam elevation (ft) 514.5 dry storage provided at this elevation (cy) 104.5 top width of dam (ft) 5 slope of dry storage sides 2:1 top trap dimensions 36.7X83 ST 3.13 SEDIMENT TRAP #2 No Scale Sediment Trap design drainage area (acres) (<3) 2.74 1V I VAR AD E' trap volumes: CREST OF STONE WEIR ORIGINAL 'JARIABLE GROUND elevation (ft) area (sf) volume(cy) ELEV. 489 705 490 1489 40.6 DRY STORAGE N VARIABLE' 491 2347 71.0 491.9 3163 91.8 492 3256 175.7 WET STORAGE 492.5 3721 64.6 LAX (EXCAVATED) FILTER CLOTH ORIGINAL :7443. 8 1 GROUND LEV -SEE PLATE 3.13-1 COARSE AGGREGATE �CLASS I RIPRAP wet storage wet storage required (cy) (67*DA) 183.6 bottom of stone weir (ft) 491.9 wet storage provided at this elevation (cy) 203.5 slope of wet storage sides 2:1 dry storage: dry storage required (cy) (67*DA) 183.6 crest of stone weir 492.5 dry storage provided at this elevation (cy) 240.3 slope of dry storage sides 2:1 ST SEDIMENT TRAP #3 '"'coarse aggregate shall be VDOT #3, #357 of #5 weir length (ft) (6xDA) 16.4 bottom of trap elevation (ft) 489 bottom trap dimensions: 4X178 top of dam elevation (ft) 493.5 top width of dam (ft) 5 top trap dimensions 23X234 (H) 41 ti � r C ." YG W. J. KO-E&Rc KI r` Lzc. No. 0402048507 M OI-21-20�� M >_ CD rn o N N � > E LU 4-� ~ U Q LL w o w O 10 El� LU 2 M a_j UGo w J - Lfl N CT� W rj CD N z� rl" x QO�Q E2 W ai L` =U > LLn Q c Ln rn O N a L M d � Co J CD w IL 0 L7 m O a U Ln w 0 z O In w II w Q 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE N/A U) J 11-4 I� UJ V / C) = 66 W 0 1- z 0 z J 0 J o z Uw0 U J �wz 1j LU Ir-�n Q z V) 66 � z 0 0 CO 0 w JOB NO. 44523 SHEET NO. C3.0 U � :3O -0 o �z �o 0� � O C N d 0 o= Of 2 (D '- z(n O Q X � N o .L.. 0 � O aw o .3 Q� >� �N X 0 0 U, - L j �N 6 = In o C: o E� U o L) U O U) .o N U �L �N Ta N o O U O ,s L m TABLE 3.31-B t, ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK �.r'if,��,,?, REFERENCE FOR ALL REGIONS" 70' MIN. :r r L 1\ �` PLANTING DATES SPECIES RATE (LBS./ACRE) 5:1 EXISTING A 3' PAVEMENT c) �a SEPT. 1 - FEB. 15 50/50 MIX OF C CW J•KOTARSKI Lic. No. 0402048507 ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) & 50-100 TYPICAL ORIENTATION OF VESCH TREATMENT - 1 SOIL (STABILIZATION SHALLOW BLANKET) 6„ M FILTER A MOUNTABLE BERM CLOTH (OPTIONAL) SIDE ELEVATION *" 01 —2 I —20 �y"_ - CEREAL WINTER RYE ( ) SLOPE EXISTING GROUND ``i�a r i � rS R O ,r ,� (SECALE CEREALE),T,- ON SHALLOW SLOPES, STRIPS NETTING FEB. 16 -APR. 30 ANNUAL RYEGRASS 60-100 PROTECTIVE COVERINGS MAY BE APPLIED - ACROSS THE SLOPE. a=, ,�, „ _ 70' MIN. WASHRACKo' MIN. (LOLIUM MULTI-FLORUM) WHERE THERE IS A BERM AT THE B OPTIONAL MAY 1 -AUG. 31 GERMAN MILLET 50 PS (SETARIA ITALICA) 3.31 BERM TOP OF THE SLOPE, BRING THE "IIII'I - MATERIAL OVER THE BERM AND,HII-=-111�==1�I=-'I�''11��==11111==1111'II - 1I EXISTING 12' MIN. MIN. PAVEMENT :1 o °' �? N cn N STEEP ANCHOR IT BEHIND THE BERM.-m-11"' SLOPE VDOT #1 COARSE AGGREGATE B POSITIVE j 10' MIN. > E a:.- PORARY SEEDING PLANT MATERIALS LN! ON STEEP SLOPES, APPLY PROTECTIVE �DRAINAGETo L w W � -II-_ �11-III-I COVERING PARALLEL TO THE DIRECTION I -11=I Ili LIII OF FLOW AND ANCHOR SECURELY. MUST EXTEND FULL WIDTH OF SEDIMENT INGRESS AND EGRESS OPERATION TRAPPING DEVICE PLAN VIEW � I Q o Ell Ld O n6 le r1 - - BRING MATERIAL DOWN TO a J 0 TABLE 3.32-D A LEVEL AREA BEFORE 4" 12' MIN. Lu o a o N a 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA TERMINATING THE Z INSTALLATION. TURN THE 7-A \-12" 3" MIN. N202>13.,MIN. C3 W z II. .2-1 U TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. POSTS. �I TOTAL LBS. PER ACRE DITCH FLOW END UNDER 4" AND STAPLE -=1iii-ITI - FILTER CLOTH Q Q w 6' MINIMUM CARE LAWN AT 12" INTERVALS. SECTION A -A LL o' oc �; o a � � p I>X � / COMMERCIAL OR RESIDENTIAL 175-200 LBS. o KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100 /o =1TI- IN DITCHES, APPLY PROTECTIVE COVERING -' =11!Ill �„x �N = v ' ° Q ' z 0 / I - 1 Jam_ I �11 h (11 o IMPROVED PERENNIAL RYEGRASS 0-5 /o II-1 �L = PARALLEL TO THE DIRECTION OF FLOW. 6'-T'Ln C) N i M. III ll — IIF _ — -IIIIII KENTUCKY BLUEGRASS 0-5 /o III-- -- iil-I - - - - - _�- USE CHECK SLOTS AS REQUIRED. AVOID - JOINING MATERIAL IN THE CENTER OF THE L r , m Lu _ III— FLOW - = ll=lll- ' III -III- GENERAL SLOPE (3:1 OR LESS) DITCH IF AT ALL POSSIBLE. 00 o w o� II ;III -Ili 4" KENTUCKY 31 FESCUE 128 LBS. REINFORCED CONCRETE DRAIN SPACE RED TOP GRASS 2 LBS. SECTION B-B SEASONAL NURSE CROP * 20 LBS. vi 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) BM 3.36-1 CE 3.02 O O 0 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE SEE SLOPE STABILIZATION SEED MIX C7 THE WIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL. THE TRENCH SOIL STABILIZATION BLANKET (TREATMENT-1) STONE CONSTRUCTION ENTRANCE No Scale No Scale H �kl I w w TYPICAL VESCH TREATMENT - 1 (SOIL STABILIZATION BLANKET) _ -III USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: INSTALLATION CRITERIA = a Q p =111111 FLOW � r 1=1I1- II-III=I' III=' FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE z �111=III=I' ANCHOR NOTES 0 DATE -III=III-'' 11- 1=III=III='' MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET SLOT APPROXIMATELY 200 STAPLES REQUIRED Di AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE GRAVEL CURB INLET SEDIMENT FILTER > NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE PER 100 SQ. YDS. OF MATERIAL ROLL. ANCHOR SLOTS, JUNCTION SLOTS & \� —� p 0112112020 DRAWN BY EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. ** SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL CHECK SLOTS TO BE BURIED 6" TO 12". \ �j _ } 12" MAX. 4:1 OR FLATTER K. MELLON FILTER FABRIC -T, I—= OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE JUNCTION SLOT 6" MAX. STEEPER THAN 4:1 EDGE AND END JOINTS CHECK SLOT TO BE SNUGLY ABUTTED -,-,,I I I I I I I I I \ • DESIGNED BY K. MELLON -III- 1 WIRE=j SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. (JUTE MESH WILL HAVE I I I I STAPLED LAP JOINT IN I / / If I- III- LAP OINT MIN. (JUTE LIEU OF EDGE JOINT) I I I I I I I / • CHECKED BY I I 1 III —I I SF 3.05-1 TS 3 32 ONLY) TAMP FIRMLY I I I I I ANCHOR SLOT 5MAX. 4:1 OR FLATTER 3' I MAX. STEEPER THAN 4:1 I I ' ' * GRAVEL FILTER 12" • • • C. KOTARSKI SCALE SILT FENCE (WITH WIRE SUPPORT) PERMANENT SEEDING MIX FOR PIEDMONT AREA o I I RUNOFF WATER WIRE MESH • N/A No Scale o Scale N CHECK SLOT I I I I I _ I FILTERED WATER • 1 TO 2 I I I I I I e • �� �� D �� �� I~ I I I I TAMP z I I FIRMLY CHECK SLOT I I I I I I I I - CC, I --VAR. —_ I� � � e III — o n a FF • �Ll �I�I �I �I COMPACTED SOIL CWD TO HAVE VDOT STANDARD EC-2 2" O O - (D SEDIMENT CONCRETE - MATTING ON UPHILL 18" MIN. SIDE CECK RIMI- = STAPLE FORMED FROM NO.11 STEEL WIRE. NHERVALSO NOT RETS AT IO.'D WITH 8' STAPLE MIN. LENGTH FOR SANDY SOIL. ALL COMBINATION BLANKETS GUTTER 12 CURB INLET STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST "' ,P"v „;t ~ FLOW JllL llL ll1L 1llL JL I� 6" STAPLE MIN. LENGTH FOR OTHER SOIL. JUNCTION SLOT TAMP FIRMLY TENFOLD ` GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. J I —I 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO�ERR MAII� �12"� TAMP FIRMLY Q GREATER THAN U ON CENTER. EVERY NINTH POST SHALL 4" (mil SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT w CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE FENCE AS A TREE PROTECTION FENCE. 8NO SCALE 4.5' MIN. 2" � O 2" ~ BM CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. 0 3.38 DD CWD 3.09-1 3.36-2 IP 3.07- 6 TREE PROTECTION TEMPORARY DIVERSION DIKE -w SOIL STABILIZATION BLANKET (TREATMENT-1) ST�RMWATER INLET PROTECTION 0No O Scale No Scale No Scale No S Z z SPACING BETWEEN CHECK DAMS 0�� ■�1� ERNST CONSERVATION SEEDS RIGHT-OF-WAY NON-NATIVE WOODS MIX - ERNMX-132 SILT FENCE DROP INLET PROTECTION P- J 2 X 4" WOOD DROP INLET WITH D ❑❑�����■ FRAME GRATE II m BOTANICAL NAME COMMON NAME ( ) U O A B PRICE/LB FRAME pp "^ v w r l III 30.00% FESTUCA RUBRA CREEPING RED FESCUE 1.90 - MAX. l )��' �— Q J <� z II o 20.00 /o LOLIUM PERENNE, PERENNIAL RYEGRASS, 1.85 ,— 3' ��� m w L = THE DISTANCE SUCH THAT POINTS A AND B ARE OF EQUAL ELEVATION 'FASTBALL RGL' 'FASTBALL RGL' (TURF TYPE) 'CLIMAX' MIN. _ GATHER ___ -' ' EXCESS AT J H Q ( � V PERSPECTIVE VIEW 20.00% PHLEUM PRA TENSE, TIMOTHY, 1.20 'CLIMAX' CORNERS Q PERSPECTIVE VIEWS zQ � 2 ACRES OR LESS OF DRAINAGE AREA: 2-10 ACRES OF DRAINAGE AREA: 12.00% TRIFOLIUM HYBRIDUM ALSIKE CLOVER 3.25 10.00% AGROSTIS PERENNANS, AUTUMN BENTGRASS, 14.00 Old Z 6" ALBANY PINE BUSH - ALBANY PINE BUSH - STAKE 6" � NY ECOTYPE NY ECOTYPE � � 0 T* 3'* FILTER FILTER CLOTH CLOTH (OPTIONAL) (OPTIONAL) (DOWNSTREAM VIEW) o FABRIC (ATTACH POSTS WITH 8.00% AGROSTISALBA REDTOP 8.00 o MIX PRICE/LB BULK: $3.61 1 00 /o FABRIC - II �" III MIN. III — O I --I O DOWNSTREAM VIEW ( ) METAL TIE ME I ' 1 W -''l WIRF"•! SEEDING RATE: 40-60 LB PER ACRE DETAIL A VDOT #1 COARSE VDOT #1 COARSE AGGREGATE AGGREGATE FABRIC LINE POST CONVENTIONAL �, 10 � GROUND LINE _ MAX. METAL(T)OR MAx. WOODLAND OPENINGS THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR ELEVATION OF STAKE AND FABRIC ORIENTATION 5' MIN. (U)POSTS BRACINI CID BETE FOOTING WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX FLU ?� 3'* FLU ? 3'* PERSPECTIVE VIEW PERSPECTIVE VIEW FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET PLASTIC FENCE METAL FENCE ON THE AVAILABILITY OF EXISTING AND NEW PRODUCTS. WHILE THE DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE FORMULA MAY CHANGE, THE GUIDING PHILOSOPHY AND FUNCTION OF THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE — THE MIX WILL NOT. TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CLASS I RIPRAP * OR 3/4 OF DITCH HEIGHT CD 3.20 SF 3.10 CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. IP 3.07-1 JOB No. 44523 ROCK CHECK DAM FETY FENCE SLOPE STABILIZATION SEED MIX STORM DRAIN INLET PROTECTION SHEET NO. LN�cale C3.1 No Scale No Scale No Scale �0 o O 20 z �0 0� a-o 0= (D zu) 0 � Q x o .L.. aw o .3 Q� � Y O N a O O U 2 BN 6 O N o C: o E U O o U O ", .o N U 2 C N (6 O N O U O a� N -O L SOIL TYPE: n H i O / 6"X 6" WOODEN BOLLARD (96 70F; Q LL W13" METAL BOLLARDS (5) TRANSITION TO - - ® , LL THE GRAVEL FROM PAVEMENT - _ _ � O z iiiiiiiiiiiiiiiiiiiiiillillimmoI / - � CHAINLINK FENCE i \ \ L _ _ _ - - - - I \ ' (ONCjBASE ' ' a LL 10 (H) \' EP - / 560 - - \ \ \ i d r I ASPHALTRO �' w w� AD/ACCESS ` \\ sip \ I O 1 s �`� T8P=557.30' ` \ G \ _ \3'x f6' I F s' E 10•x16' j ION&RETEPAb BATTINGCAGE) \ TOP=556.94' /' lNV.=554.90'LIM RAME SHED ` _ J 7 INV.=553.87r rr / ��\ ��� � SAF - 7/----- --�E-L/NE DISTU BIANCTS OE: ��\ S PVC( �1 SAFLEG� 1 1 \ \ \ \ E --- - ---- iiIi I GR�VEL ACCESS F?OAD \ \ \ - - - - - — rifft _ — � — — SAF - 6.49 ACRES O \ \ I G INSET q�S ---- — —---------__— — — — — — —�q� _ o-1� \ \ \ \ _ -- - - - -- -----_ I ------____ \\\ `\ ROCK \ cpmc.aAs \ ` \ \ \ ' ' 1 - \ \ V DIA) ! _ __ _ _ CWD _---\ _ RMOUR�l \ \ \ \ \ \ \ \ \ \ - - - - -/ I SAF --------1\ \ \ \ \ \ \ \ \ \ ` \ \ __-------------- \ ter\ --- - - - -,\ \ \ \ \ \ \ \ \ \ \ \ ` \ \ \ \ \\ \ \ \ \\ _- _I \\ \ \ `'� \ POPLAR`, -----1_-�- \�� \ ` ` \ SAF -- -- \ \ \ \ \ \ \ \ \ \ DD \\ \\ \\ �\ `\ \ \ ` \ \\ ` \\-------- — — — \ `\\\ ! Srr --f- \ \ \ \ s \ \ \ \ \ ;�- BIRDHOUSE W DC \\\\ R \ `\ ` WObQKIOS�C \ \\ \\ \ \ \\ \ - --- --------I------- \U\ / \\ -IN/CAWOPY \ \ \\ \ \ \ I -__-------\_ SAF a /Q \\\ \ \ \ \ \ \ \ \ \ \ \ \ \ o ` \ \ \ ` _ _ - _ _ - - - _ _ _ -CE I _ _ \ \\ \ \� TOP=556.95 `SOILTYPE: --- pC ----I— ----------------- --_ `\\\ \"O ` I INV.=553.15'8"PVC(SW) \ SF \ \\�,\\ \ \ \\\\ \ \ \ \ \ \\ \ \`\ `\ \,\`\\ — WASH -- DD`\ \ \\ \\ \ `\ `\ `\ \ --- `\`------------ — -- SEDIN�ENTTF�A,P#�\ \ `\ \ \ \ \ \\ \\ - - - -- --- I--- - - \ \ \ % \ DRAINAGE DIVIDE - _ \ \ \ \ \ \ �- - Z U DRAINAGt AREA. 1.45 AC \ \ \ \ \ - \ _ _ _ _ _ _ _ - - - - - - —I _ \ \ \ _ \ ,\SD Ob�TLET\ TbTACSTORAGE REQUIRED: 1 4 3 C�' \ ` ` ` ` - - - - - _ Vu �QTAL STORAGE`PRO`VIQED: �203�Y — — _ - - _ - = \ \ \ ` 542.`'PVC _ \ \\ \ \ \ \ \ \ \ \ \ \ \TOP OF SAM ELI<VAT4ON:'3'1\4.50` \ \ \ \ ` _ - — 540 — \ \ \ _ \ \ \ / DD DD - - - - - SF ST III{�r / ��\O \`\\\ \`�\\\7 \\ \\ \\\ \ \ `\ \ \\ \\ \`\\\_-_ -__`-------------- — __�__--------__-__ _ - _ DD \\\\ SAF ST\ \ \\ \\ \ ` \ `\ `\ \ - -------------------- ,_- - - -- DD -528 _ -, ------ -� I ► I I I I / ` `\ \ \ S\ 6N��NEYR \ ` \ \ ` \ ` \ \ \ \ ` \ — — — — — - - - - - - - SEDIMENT -TRAP #1 - - - 528 \\� \ \ \ \ \ \ \ \ \ \ \ \ -__---------__ — _ _ — — — _ _ DRAINAGEARE_A:2.16RG�,_-- \ \ \ \ _ _ _ - _ 5.3_ - - - - ' TOTAL STORAGE RE UIRED: 289.4 CY I I I _--- - _-- 534 534 \ \ _ FD \ \ \\ \ ` \\ \ ` -----_ ---__ / _----TOP-OE \ \ \\ ' ` ` SF \ ` � \ ` ` ` \ \ ` \ \ \ � -TOTAL S`f6Fb4G�PROVIDED: 33�.7 CY 534- 534 � ' \ \ \ \ � - \ ` \ \\ \ ` \` \ \ ` \ \ \ \ \ \ \ \ \ \ _ _ - - - _ - - - - - -' _ \ \ \\ `\\\ I I I \ _ _ - - - - _ _ - -TOP OF DAM -ELEVATION: 534 � � \ \ \\ IIII 11,1 11 f'.490 `\ \ \ \\\ \`\ \ \ ` \' \\�\ \ \\ \\ \\ \ ---------- - ----- _---_- �_- - �� �---_- -_3 � ��\ \ \ \ MT \S\ `� \` \---------------- D•IST L: \ \ \ \ \ \ \ \ \ - - _ I I 1 I \\ \\1 1 I \\ \\ \ \ ` \ \ \ `\ \` `� . \ \ \\ \ \\ \\ \ \ \ \ \ �- ----__ �525 --_-__ ,� / — — — — -__ �$TONEWEIFj I \ 1 1 I \ \ \ \ \\\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ _ _ - - - - - - - - - - \TYp \\\\ `\\\ `\ �\ \\ \ \ \ \ \ \ \\ \� �__------------------ _ _- _ ____ -_ �EARTHENDiK� _-- SF \ I I Irlll r'I I I I \ \ � ` \ \ \ \\\ ` \\ \\ \\ \ \ \\ \ \ -----— ' ---- --_-_ _ _ --_-_-(QOMPAGTE=Bj �( \\\\\ \\ \\\\\ \\ \\\\\ \\\\\ \ - -- - - - - - - - - - _ _ ----' --- __-_--OFCARED-EIdO- III IIII IIII I I ► �$5 \ `\\\ \\ \ \ \ \ \`\ \`\` ` \\ \� �� � - - -'---------'`/ - - _ '-- \\EDIA�EN�TRA�#$\\\` \ \\\ \ \��-----------_-----------------520� _ / / /�'-- _- - �- '-\TSD I I I I I \ \DhZAIN�AC�L�R \2`74 ACC \ - - - _ _ _ _ 'S1=CTfdN FD - \ EROSION CONTROL LEGEND `A � \\ \�---------�-_-_---__-_ --`_ ___-- � SQILTYP€_ _______',�� IIII I I I I I I I IIII r TOTAL�FaA�t\R 001�Eb,3q 2CY\ � ---- -_---__-- _-- _-- --- � \ III I I I I I II I II I TOTALSTC�FbA%E\Pf20Vlp���443.8\CY\`\\\ ` \ \\ \\ \\ \\\ \ - - ^- ---__ -_-__ _____--',---_O_- --_O__ -___-- \ \ _ T O DMA\ \�\hATIOI�`. 49�3`5 \ \ \ \ — — - - - - _ - - , _ _ _ _ _ \ \ \ � � � LIMITS OF CLEARING AND GRADING I III I I I \ \ ��\\�`\ \\� `\ \\ \ `\ \\ \\ \\ \ - — — — — - / — _ _ — - — / \ \ \\\ \ \ DRAINAGE DIVIDE - I IIII IIII \ \ \\ \ \ \ \ 1 \ \" \` \ ` ` \ ` \\ ` \ \ \ ` \ \ \ \ \ DC — - / - - - - - - / \ \ \ \ \` \ \ SOIL AREA DIVIDE - ,,\\\-515 ,,�\\\\\\\\`\`-- -_-_-_ - -_-_- - - - - -�- �-'------------------���_�� -,-- -\�\\\ `\ ____ SAF SAFETY FENCE 3.01 - - _ _ - - - _ _ — \ \ CONSTRUCTION ENTRANCE 3.02 FD / �'�_-\\\\\ o\\\ `�\` SF SILT FENCE 3.05 SUPER SILT FENCE 3.05 -505- --- - _ \\ \ \` ` \ \ \ \ \ ` \ \ \ \ ` \ 4 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - / ' / - - - - - - - - - - - ' / \ \ \ \ \ ` INLET PROTECTION 3.07 �— \\ \ \`\ 48 \ \\ — --— — — — — —— ---- -- ''' '----------'' / ' ' \ \ \\ \ — _\ \ \ S/` - — — — — — — — _ _ _ _— _ ' / / -- \ \ \\ \ \ \ �\ \ \\ pp DIVERSION DIKE 3.09 — —_ t--- \\\ ���5' \��` \" \`� 49`9`� — 493 -- _ _—————— — — --------___---_------ --- — Fp ^-- — — — j�/ \\\\\�\\\\ ��`_;`___ ` 3 _ - - - - - - - - - - \ - - _ - \\\`��__ \ _ 3.10 \ \ \ \ \ \ �/ - - - - - - - _ - _ - - - - - - - _ - - \ - TEMPORARY FILL DIVERSION \ �- —► \ \ ► \ \ \ \ \ ' \ \ \ \ — \ \ \ �4s — ST — — — — — — — — — — — — FD — — — — — — — — — — — — — — — — — — — — — — — — / % i� i / _ _ g CWD CLEAN WATER DIVERSION 3.11 \ \ �\ TP \ \ — _ — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — ii� - \ I I I �\ \ \ ` \ \ \ \ _ _ - ' /� - _ / ' \ ` \ ` \ \ ST SEDIMENT TRAP IIII I \�`\ �� \ ��` �\ \ `\ � -_ -- - ---__-'�'���' � _- � � Qo \ 3.13 \ \ - - - _ 490 OUTLET PROTECTION 3.18 _T-,- ► IIII I I I ` �` �` ������\"� \\ \\ - - _ _-- - - - = ' �'�= --- _ ---- ---- - % �'�_'� - _ ��/� \\ ` ` \ \ \�� SSF\ \\�L-�TONEQV�EIR' J / \ \ \ \ \ TP CHECK DAM 3.20 _ _ — 485' TEMPORARY SEEDING 3.31 TP SSF / / / \ \\-----_- _ 3.32 —480, ��� � � \ _- PS PERMANENT SEEDING TP _ 3.35 TP \ — - /- \------- FLAREDEPdI�'� MULCHING 100- \ l _- -- --- ---_- _ �����---- --- �'L�MIT�cS'O -__-- - �� - -�--- - -'- -\`\ BEM ILSTABILIZATIONBLANKET /\\ \ \\\ \\ \ \ \\ \ \ \\\ \ '� , - �' \ -SSF ' '' '`� ' ' \ - �I�� SO _ O �► �' �'/'DdS`Tb ~'�-'�'^ ---�\ - _\\\ 3.36 \\\� ��f �__ _ -_i _ -_ - `'_�� '''' / �'/ //'�' / _ _ _ — — / _ - - - - _ �_ _ _ _ - - ` \ _ _ _ _ O TP TIP TREE PROTECTION 3.38 \\\�- -- ,-- - - - - -_ - �//----_ --- OP - SCRL€Y=3( �\ - ----- __---- -- -_---_ __ - - - - - - - - ' / - ' - - - - - - - - - - - - - 5- _ - / / ' ' / / / / / ' - - - - - - - 0- - = 3- = _ ��- DC DUST CONTROL 3.39 -------_--_--___ INSET B I I I I I I I I I I I III I SEE INSET _ - _ _ _ - - - - _ _ - - - _ ; _ - / / / _ \ \ \ _ - _ / / i ' /�'� - _ _ _ _ _ _ _ _ _ _ _ - — — — * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER CHAINLINK FENC 10'(H) + 0�PI' G W J. K.OrrAIzsKz Lip. No. 04020485071714 01 21 -20� w Q 0 DATE 01/21/2020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKICL SCALE 1"=30' OB NO. 44523 SHEET NO. C3.2 L_ SOIL TYPE: • • BOXES W/ 3" METAL BOLLARDS (5) i I TRANSITION TO GRAVEL FROM PAVEMENT 6"X 6" WOODEN BOLLARD (I CHAINLINKFENCE / \ _---- \ \ 10 H \ \ l I A ° SPIHALTRO _ I w � I, AD/ACCESS 'S \ ON-RETEPAb(BATTINACAGE/) \ \ j SAF 1 I SAF I FG� 1 II G \ VEL ACCESS F?OAD \ \ \ CHAINLINK FENCL 10'(H) + 1 \ \ lE �-,L IMITS O DISTURBANCE: 6 49 ACRES OO 0 i CON, (I' DI TOP=5,1 INV. =55 8" PVC O® \ n 1 G/ ri Q H W Cn z_ w w cn INSET \ 5 PS B/M ,__ o -1\ � PS B/M ` �� \ \ \ RMOC \ mil ' 1A)) AS CWD POPLAR t DD pp \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ INSTALC \ \ \ \ \ F lRDhv SE W \ RETAINING WALL _ _ DC rn SAF ` \\\\\ \ \ \ \ \ \ \ \ \ \ \ \ _ \ \ \\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ _------ / CE ' - - - - - _ TOP=556.95 „ `� \ \ ` \ \ \ \ ` \ `\ `\------- DC /_ --- ` \ \`\\ _ INV.=553.158 PVC(SW) \ \\\ \\\ \ \ \ \ \\�\ -/ _ WASH RACK � — T$ O o\\\ 53 -545— 12 CMPCULVE RT ` ` ` \ \ ` - SOIL TI�R�: - - - _ DRAINAGE DIVIDE DD \ \ \ \ \ \ ` ly 0, \ \ � ` \\\ \ \ \ S'EDIN�ENTTF�A,P#�� \ � � \ \ \ \ \ � � os \ \ \ \ \ \ \ \ \ \ \ \ \ \ ` \ \ \ DRAINAGE AREA,1.45 AC (PH SE I), �QTAL STORAGE-EQ�UIRED: �201 CY pp \\ \ \ \ \ \ ` \ \ `TOTAL ST4)RA61� PROVIDE [C 21i.4 0`- \ \ \ \ - — — DD DC ` r�-\-\ \\\ \ \ \ \ \ \ `\T�FDAM.�LEV5ATI0�1,514.5Q / r 500� \� \\ \\ \ \\ \ \ \��� \ \ DD — - i i � i i � �_ �---------_-- — _ _ -- ___ 54 \\ _ `---------------- — — _ _ $T \\ \ \ \\ ---___ - - - - -- 535 — — — ----- _ I \� \ \ - - - _ _ - 1VIODIFY DIVERSION DITC�i- - _ _ _ _ ' ' - _ — — = DD \ 11 1 { r 1 \ \ \ \ \ \\ \ \ \ $T \ \ \ \ \ \ \ \ ` - _ - - _ _ - MODIFY DIVERSION DITCH - _ 53 _ \ \ SAF ` PER PROPOSED GR/XDES- - _ - - - - - - - - - pp -528 \ \ \ 11111 Ag �\ \ \\ \\ \� \ \ \ \ \ \ \ \ DC \ \ \--___�`--------PER PROPOSEDG�RRDES----- - - -- \\\� I ►I11 + / \ \\\\ \ ` \ \ \ \ I 1 1 ► I I, I1 I I 1 I II I \ \ \ \ \\ \\ \ \\ \ \ \ \ �\\ \ \ \ \ \\\ \\ \\\\\\ \\ \ \\ \ \ \ \\ \ \\ \ \ \\\ \ \ \ \\ \`\ _-- - ___-- --- -- -------- -- \-_ ---SEDIMEWLTRAP#1ST6NEANEYR - -- 28- - ------ IIRAINAGEAREA: 2.1.6 ACA-1 SE 530 - - - -- — � _ — 2`5AC(PHASE 2)- III I I1 I I 1 \ \ \\ \ \ \ \ \ \ \ \ \ \ \-_-------- _---- \ / _ \ \ \ \ --_ _ — \�_ \ \ FD \ \\ \ \ \ \ \ \ \\ \ \\_ _--------- _ --_ \\ -- — / TOTAL ST6Fb4G.EE2EQUIRFD:289.4CY 534- 534' II I \ \ \\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ -___---____- - _ \\ I I I I \ \ \ \ \ $F \ \ \ - - TOTAL -STORAGE PROVOED: 336.7-CY — \ \ IIII II IIII III I' 490 \\ \\\ \\\ \\\ \ \ \ \- \\`\ \ \\ \ \ \ ` `\ \ \ `\ \\ \\ \ _--------------------- ----' _LOPO_FDAMELEVATION-TOP -_�_ _ ---3 \\\\\��� \ \ \ \ \ \ \ \ \ \ \ \ \ \ - ---------------- _ --___ \ \ \ \ \ \ \ �525 \ -------------- / — — — ` - STONE WEIFj 49 \ \\ \ \ SF\s\ \\ \\\\ \\\\\ \ \\`\`\ \\\\\\\ \ \ \ AO-ROTM_-HD-CK- -` _-- -— TYp \\\\ \\\ \ \` ----------- ` / r/8 \\ \ \ \ \ A \ \\\ \ \ \ \ \ \ \ -- A-E 45\\ LRED TSD 'SECI�NSQTtRAP#3 —T— FD __- - - - - -- NAP R74A \\\\\ \\\ \�\ \ \ \ EROSION CONTROL LEGEND la_SQ TOTAL SOR\ E\Pk�(fltQ4DTOTALS OgR67��Y` --- � __------ LIMITS OF CLEARING AND GRADING TOEA,Ed= 1049\, - DRAINAGE DIVIDE515, - II 0\ \ 1 1 /\\"\` \\\ \\ \ \ \ \ \ \ \\\ \\ \, �_ �� DC ___----_ `__ � � — / ,� ___ ---_ - ,-;,,, � ,� \ \ \ \ \� SOIL AREA DIVIDE - SAF SAFETY FENCE 3.01 .510 CONSTRUCTION ENTRANCE3.02 SILT FENCE 3.05 _--------- _�_—_--__— =_--- SF SUPER SILT FENCE 3.05 __ __ __ _ �/ _ \\\ \cr \\`-,- �P INLET PROTECTION 3.07 \ � 9 _ - - _ - _ _ _ _ - _ FD _ , DIVERSION DIKE 3.09 s. \� \ _ _ ` \ _ \ _ - - - - - _ _ _ _ _ _ _ FD _ - - - _ - - - - - - - - - - - - - - - - , _ ' ' / - - — - - - - - - - - ' ' ' / _ _ \ \ TEMPORARY FILL DIVERSION _ — — — I \\ \\ \ - - ----------- ---- ------------------ __------- -- \\ \� �`�\ \\\ FD 3.10 CLEAN WATER DIVERSION 3.11 — --- _— ----- —----------—————— — — — — —— —---------TP \ ——————— — — — — — \` OST SEDIMENT TRAP 3.13 -- — SF —490 Dop OUTLET PROTECTION 3.18 i � Ef E M N� \ �\ \\ STONEVVEIR' — — — �! _ ` _ '�/ )/ \\\ —_ II 1\\\\ ►\1\1 {r ice'\ �\ \/\\ �\ _-- �\ - — — '���'�,'/ TP-_- —�' TP / \ \� \\�\cP \ \ \\ \ -- CD CHECK DAM 3.20 15 TEMPORARY SEEDING 3.31 SSF 480 — PERMANENT SEEDING , \ / � / \ \\ _ _ 3.32 TP TP FLAREDEN[�'/ \\\ ----- '�` \ \ \ MU MULCHING 3.35 _ _ - �\ ' / 'L:'/'_ _ '/ \ - -� — --SECT ub _ _ - - - - _ \ \ \ BEM SOIL STABILIZATION BLANKET 3.36 _SSF -lam-_- �' `'�- �� /' /'/'DdS`Tb3B'/jNGE 649�6RE� = ''/'-'/'-\=__ `�---�-`_ /\ / \ II \1 I \1 \\ \ \ \1 \\ \\1\\\ 1 Y\ ` \\ \ \\ _ ►� �__ -_ _ /%ii - -_= \'___ _ -_-_-_ `� - j / i/'/'/ j _ OP - - - - �_ _ -SCALE Y'-3c TP TREE PROTECTION 3.38 DUST CONTROL 3.39 I I I I I I II III I, •.\ INSET B I I --__- - - - - - � ------ _ ;---------------��� "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER` — -r I H 0�PI' 10 Q GRAIG W J. K1 9FARSKI Lic. No. 0402048507 01 -2 I -20 eb - --p M E O 0 rn � 1714 N > E w °� E Qu. U. o w O co Lu L M Qa j U co w J — uI H LD W 00 N � �O�xQ u_ 0 a � � (n = A = U > a c "n O N a M a 00 J ko [-- z O a U Ln w z O U) w w Q 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=30' I --I W f--I C) W Q � z O Q z a J <O/ LL z z J o O U"v (� W V / Q H z J W W m J ( 1I� Q I --I V W C) ur) z as Q z V / O' O O W w JOB NO. 44523 SHEET NO. C3.3 ch U C L SHEETS C4.2, C5.1 & Q / / / / / / i SHEETS C4.1, C\5.O'i CRITICAL SLOPES (TYP.) CRITICAL SLOPES — — — — — — (TYP-)I--, N 0 O O � 0 w - / ------------------------------------------------- ) 1 ------------------ ----------------- CR ICAL SLOPES------ / (TYP.) LEGEND: / / CONCRETE SIDEWALK HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT iCAL 1 A0 / / \ MULCH / l p / / / / / / / / / / / / / / / / / / / / / / DITCH SHEETS C4.3,C5.2&C .5� // // // // // // / / / / / / / / Q CRAIGW J.K. 9FARSK1 Lrc. No. 0402048507 0 I -2 I -20� ArA'r Z 0 Z O _d U V) w 0 Z O U) W w Q 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=40' W 0 I' —^I V 1 Z O z ;z m Q � za J O J UU_j/ L� J J � LU w �O J � a 0 z Q O m JOB NO. 44523 SHEET NO. C4.0 L CRITICAL SLOPES (TYP.) I CRITICAL SLOPES CHAINL INK FENCE CNI (TYP.) 90' (H) U EP / — I ASPIALTRpAD/ACCESS D'w W W � Faame sNE� 10',; 16• W W CONCRETE PAD (BATTING CAGE) 43' x 16' \ \ FRAME SHED WOODEN POST (2) (n -- — — -- ---- -- — — EC,,� z EG - -- — i VEL ACCESS ROAD J EG GRA� I CRITICAL SLOPES / TYP. I / LEGEND: a CONCRETE SIDEWALK / HEAVY DUTY CONCRETE I HEAVY DUTY ASPHALT I LIGHT DUTY ASPHALT I / O /V/�A/VAAjAAA/ MULCH DITCH O DITCH B RETAINING WALL WITH HANDRAIL DITCH A SEE SHEET C5.1 MAX HEIGHT: 8' Q SEE SHEET C5.1 PLAYGROUND \\\\\j\\\// R58' G� (50' x 25') 18' (TYP.) FHA \—R40' R16' R16' 45° BEND ---� N CD U CG-2 I CG-2 U 17 I R3' �18' (TYP.) 9' (TYP.) 24' 24' - r9' (TYP.) RT 18' (TYP.) I I R3'—\ I 18 I CG-6 CG-6 CG-6 I CG-6 17 FDC I FP EP 22' x18' DUMPSTER ENCLOSURE AREA WITH GATE RETAINING WALL WITH HANDRAIL mom MAX HEIGHT: 8' 1 e° oe o -' CG-2 1 \—R3' R50' 90° BEND 6"w C CG-2 G-6 —R10' R20' -n AI 1 Tr r�1 ON Q CRAIG W 7. K. 9F RSKI Lrc. No. 0402048507 C,- 01-21-20,�.��', M E O O O1 V N � >E w ui Q N i o L U (6 ri U J c Z w H — in 0 rn aVioN U Yd � z +' �X U w C) _ N Z O �UaL c `^ rn N > M a� CO J O W O 2 CD 0 0 w > w w \—R3' Q 18' (TYP.) I R3' �R15' 11.25° BEND o (9) 6" RISERS U R197' Q 9' (TYP.) I WITH HANDRAIL O " x 2" CG-3 CONCRETE WHEEL 24 ° 0 TEE /p w > �R40' STOP (TYP.) 8' 5' _ 45° BEND 6 CG-2 6 W 6 WE LINE'B' CG-2 FHA / 6" R203' 0 (9) 6 RISER R58'WITH HANDRA 11.25° BEND° ° F URB D -pop e°°v ° o v v° p - 4 • - ° v CG_2 o° ° - _ - • 5' FIRE LIf�E'D'� - p ° ov -° ° v � �N _ - av • CURB WIPE DOWN ° ° °° - - • • (3) ADA _ ° - CURB WIPE DOWN PARKING SIGNS ° ° o ° ° ° 1.5" WATER METER - ° 0 11 11 - • V v° ° a° ° 1 N • V p DOMESTIC WATERLINE 'E' o I°v°op poop_°� p COLUMN (TYP.)- ° pop ° DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=20' PROPOSED BUILDING MATCHLINE SEE SHEET C4.3 rn v i Ov J Q Z ° 25'x25' SANITARY SEWER PUMP � U z a J ° ° STATION EQUIPMENT YARD = 26' ° - > ° - ° R10' D J Z O ~ - s v SEE SHEET C5.1 U w F r� //�� V l J aQ R 10' J L (/\ V R10' � o _ � o _ Lu 5' 40 F<�sy c� �CJ zo 5' LON - ° o ° ° ° °T o °10� FLUSH CURB R30' 0 R30' R56' CG-2 R56' G% SCALE 1 "=20' 20' V O J z Q V) O / JOB NO. 44523 ■ SHEET NO. 40' C4.1 6 c .N U N 0 w 0 Q a cu a 0 co cu v cu a 0 3 c L 6" X 6" WOODEN BOLLARD (16) TO OM PAVEMENT MATCHLINE SEE SHEET C4.1 43' x 16' CONCRETE PAD (BATTING CAGE) — DITCH A �EESFfEET C5.1 DITCH A SEE SHEET C5.1 CG 2 CHAINLINK FENCE 90'(H) + ASPyALTR0,, D ACCESS I OO O o EP O® 22' x18' DUMPSTER I OO ENCLOSURE AREA WITH GATE RETAINING WALL WITH HANDRAIL MAX HEIGHT: 8' N C� U I 18' (TYP.) R3 RT R3' 24' 90' BEND I CONC. BAS (1' DIA) W 0 TOP=556.94' INV.=553.87' 8" PVC (SE) POPLAR v \ �N WATERLINE 'A' R83' / CONC. BASE 6„W 8' (TYP.) CG-6 CG? CG-12 / RT CG-2 R20' fl/V R10' 24' R20' R109' 6'1w CG-6 � I O CROSS WALK N�24' STRIPING U I I11.250 BEND 6"W CG-6 CG-6 FDC I R247' R133' 8 R25' R39' 2.50 BEAD CG-12 RT R15' 11.25' BEND o (9) 6" RISERS R197' I R253' WITH HANDRAIL „x2" TEE /% CG-3 o w 6"W g CG-2 FHA " 6" ° R203' 6 F (9) 6" RISER ITH HANDRA I o 11.250 BEND I o o - v a - o AMPHITHEATER v _ SEATING ° -° FIRE LINE'D'' v - v - - 4.75' N - _ - - v T 4.75' v - 1.5" WATER METER o v v — cp cl/ C� c� / v � / m Q / v / TOP=556.95' IN =553.95' 8" PVC (SW) I 8" x 6" TSV I 00 I I I � I \ U I I co G v s Iv O ° v o o v / v° DOMESTIC WATERLINE 'E' v o - - BASKETBALL COURT _ vo ° - - (94' x 50') COLUMN (TYP.) ° %o ° _ - BEND MATCHLINE SEE SHEET C4.3 I 06 U CRITICAL SLOPES (TYP.) SCALE 1 "=20' 0 20' 40' CONNECT TO EXISTING PUMP STATION LEGEND: CONCRETE SIDEWALK d HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT MULCH DITCH A Q CRAIG W 7. K. 9FARSKI Lrc. No. 0402048507 01-21-20�', AW M E O O N M N � >E N Lu a > QLL i LL O L Lu 0 W M �JUco Z Lu-J Ln O rn aViNON U Lu ' :5x U 0 2 L Lu C) U > O H c `^ U) rn o N > Lu d � CO J I'D F- O O 0 Lu > w F- U Q z O DATE cn 0112112020 O DRAWN BY K. MELLON r • DESIGNED BY • K. MELLON • CHECKED BY • C. KOTARSKI • • SCALE 1"=20' CL W I --I V J Z z O z a J O U Lu J J z 06 Lu (� a � V 0 0 J z Q V 1 O W JOB NO. 44523 SHEET NO. C4.2 6 f .N U C N 0 3 0 0 n a 0 0 co cu m .o 0 3 Oo , PCRITICAL SLOPES DITCH D SEE SHEET C5.1 --L2- . .................... - ------------------------------- iT 07ER V!Z S TREA 7FL 0 W1 STREAM CHANNEL / LEGEND: CONCRETE SIDEWALK HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT MULCH DITCH c Y T a N 0 N 0 N N c O a a) O 3 z J a — \ ---- _ \ I _CRITICALSLOPES / -` ---_ \\ � CHAINLINK FENCE /N. _ r ? , Ap. CRITICAL SLOPES \ \ \ \(,, 10' (H) \ \ \ - , \ _ \ \ , , EP (TYP.) \ \ \ \ \ \ \ \ \ - - - _ \ \ S \ \ \ _ \ \ \ \ \ - / ASPyALTRp — — _ I \ �! Cl \ / \ \ \ \ r \ _ Sp _ \ \ \ \ AD/ACC _ — _ — 1� \ \�` \ \ \ /` \ \ \ — — \ \ \ \ _ \ \ 1 / i w !l I ESS 4a _ — / loll w \ Q CMG W J. If €3 TARSKI w" \ \\\\ \ \ 1 G _ \ - - - - - — — -, N. _ _ \ � - - - L �i 4(12048507 1 \ \ 1 - - - - - - - _ _ \ ` \ _ \ I - - -_ 21 II / \ `43'X 16' \ \ I EP 20 - - 1 ` ` /CONCRETE P�1D (BATTING CAGE)\0NrAl..WOOt7�lV P@ST1-1 - _ I 1_LEI" DITCH A - - I EG 1 \ R 555 _ -- -/= \\� \\���\ \ ` \ \ \ EG — —I 1 — I GRAb(E A�— /tUAD \ \ \ --'-- ------- - ---- \\ \ \ \ \ \ \ \ \ \ \ \ I I I I I I SEE HEET C5 1 \ \ ` \ o Eo `\ \ \ \ \ \ \ — \ — —� \ \ — \ 550 — — — 302 w ai E ~� N. _ ----- - - \\\ \ \ a� o 6�)j` \ \ \ Lw0 cLa� s \ \\ \\ \ \ \ 537 -- - 0W�r� \ � \\ \ \ \ \ Qa J Uco Z \ \ \ \ \ \ \ \ 70ULF OF 96"�MP \ \ \ \ ` \ ` \ \ - _ - / \ a rj o N a \\ \ \ \ \ \ \ \\ \ \\ UNDERGROUND \ \ \ \ 301 \ \ \ ERFORATED PIPE \ N. \ \ ` \ \ \ - - _ - - - _ - ` z ~ °' - � \ \ \ \ \ \ 1 \ \ \ \DETENTION \ ` \ ` UNDERDRAIN T \ \ \ - - 1 ` I _ - ' ° ` \ � O cn x cUn \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ I \ `\ ` \ ------ _ — — \` \ �OJC a�w w \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ a \ — S S3g S ` \ \ \ \ 2 r.� N.z \ ` \ 234 v'\ ` a w ow N. 05 _ _ _ _ _ O S34 \ \ 221------- ----- - - _ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ` \ ` \ \ ` \ \ 02 \ 204 \ _ — — \ \NI \ \ \ \ \ \ \ N.\ \ \ Lu 535 \ 45 - cr - - LL, w Q 0 `\ \ ` \ ` \ \ \---------- ------ -- \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ _ — — — — — — — — — — — _ _ — _ v ° z ` \\ Sag \ \ -_ ` - y3y I _---- co �, '_ O \ \ \ \ \ \ ` \\-------- ---- M Q v DATE _..... - -"W Q V�_ - - - s 0112112020 ` \ \ } DRAWN BY K. MELLON v � • DESIGNED BY \ WEIR PLATE \ \ \\ `\ \ \\ \ \\\ - o --_ ° ° Y=- o o-o- a - - K.MELLON \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ° \ \ \ ° �� - ° ° ° - o -� - • N.\ \ \ \, • CHECKED BY - _ \ \ \ \ \ ` \ \ ` \ ` \ \ \ ` \ O \ \ \ \ \ \ \ � \ \ ` \ \ \ _ v Al 09 \\ `\ \ \ \ o \ N. \ \`\ v° -- RDi-° _ ---w - - - - _ - • C.KOTARSKI �- \ \ \ \ `\ \\ � \ \ \ \ \\ \ \ \ \ \ \ \ \ \ \ � a � v ° � � ° ___ _ LLB __-_-_-- - - a _ _ - " -- \ \ \ \ \ \N.\ \ \ \ \ ` \\ \ \ \ \ \ \ ` `\ \ `\ \\ 'Y _ o ° ° - --- U - ----- o° �o • • SCALE _ _ o \ \ \�\ \ \ \ \\ `S2p \ �\ ` \ \ ` \ \ ` �\ ` ` \ ` MAIN LEVEL FFE:537.00' --- �'------------\D\tTCH�C-- 535 CnI - -_--- s --Y LLI \\ ` \§S S\EETC ` ` \ ` \ \ \ ` \ �\ \` \` ----_ �-----------_ - \ N, _ WI s o %� \ ` ! ^ N, z _j \ \ \ \ ` \ \ \ \ \ \ \ \ - — — _ U MAIN LEVEL FFE. 537.99. \ \ \ \ \ \ \ \ \ \ '`\ \ \ \ \ \- I \ \ \ \ \ \ \ \ \ \ \ \ \ \/ \ - _ \� MATCHLINE SEE SHEET C5.2 I I I I N. \ \ �\ \ \ \ \ \ \ \ \y \ \ \ \ -_\ _ o _ _ `\\ 1 \\\\ \� "I\\` \\ \\ \` \\ \ \ \\ \ \\ - _ ----------- - - - - -- _ _-__ I I I \ \ \ \ \ \ \ \ \ \ \ _ - - - - - - - - w \ \ \ \ -------- — — — — --_\ -_-_'---_--_- _SEE SHEETC.1 -__ Q �703 \ — — — - '-_ _ - z I --I N. 704 -- ---- I WEIR PLATE v - - - - _ _ _ U w y \ � /� _ --____ ____-__ Q 0-6 `\ �\ `\ \\ \\ \ \ \\ \\ \\ SQUA_S_HCOURTSFFE:513.00'----------- - _ - _ - J � Lu \ \ \ \ _ LOWERLE�7EtFFE517.00' __-------- — _ I —I QN. z ` J/� `11 RD4 I \ \ \ \ \ \ \ \ _ - _ s \ \ \ \ \ \ \ \ 1 I 1 IR/ / S /OPES \ \\ \ \ \\ \\ \\ \ 1 I 11 1 1 \ \ I ( I (TYP.) —510 401 01 11 \ 0 LF-OF 96" SMP - - - - 4 1- 1 \ \ \ \ \ \ z \ \\ 0 — �UNQER(3R•QUND — — — _ -516_505, \`\DETENTION. (§W\M2-) _ - - - _ — — — - / _ _ 1 1 1 \ 1 \ 1 1 I I \ \ \ \ \� \ \ N. \ \ \ \ \ / \ \ \ \ N. - I - _ - - _ _ _ - 1402------___ \ - - - - - - - - - - \ \ ` 1\ \ `\ \ ` ` \ -- - - - / JOB NO. _ _ 44523 I I \ \ \ 1 1 I 1 I I \ \ \ \ \ \ \ \ \ \ / //\ � \\\1 \ \ \ \ \ \ I 1 1 1 \ 1S ALL 11'= 0I 1 \ \ \ ` \ \ \ \ \ \ \ \ ` \ 1 ` \ \ \ \\ \ ` \ - - - N. \ \\ , \ \ \ \ \ \ \ ` \ \ \ \ ` \ ` � \ _ ' _ ' - S�`S _ - - _ - - - - - - - - - - - - - - - - � � - _ _ \\\�� \`/ \\ \` /\\ \\\ \ `\ \\\—__--_ ----- — — — — — — — — —--------------------- / /' /'' — — — SHEET NO. \ \ N.C5.0 0 c U c N a �O o5 5 z m0 Q � 0_ c 2 T � E -0 -0a c o m � a0 O� C� 3U) zN 02 �o o r0 0 Q� o '3 a CO fV 2 -�5 m o Y 2 2 0 ca c Y U E 0 a � c U N a �70 m �U � c y o m a L c co N c O c U a— N 2 E L CHAINLINK FENCE I0' (H) + 6"X 6" WOODEN BOLLARD (16) TO \ O \ OM PAVEMENT OO MATCHLINE SEE SHEET C5.0 0 \ O® i \ CONC. BAS _ - \ (1'DIA) EP \ ®O ASPHALTROAD/ACCESS I \ \ W EP I \ \ -43'x 16' I \ CONCRETE PP (BATTING CAGE) I \ I TOP=556.94' ------ --/ \\ \ INV.=553.87' DITCH SEE SHEE 8 PVC (SE) - - - - - - - - _ _ O \ \ \ \ \ \ CO1/C. BA�EI _ _ ROCK 1 (9 jDIA) \ / ARMOUR \\ \\ ` \ \\\\ POPLAR\\ \\\ 161 _ \ \ EX1 / 8" 557 \ \ \ \ \ \ 239 DID SE 56 - - - \ 234 555 CO ► ® ► \ ° 236 23 - \ - ____--- e �, \\ - so - 209 _ LO 04 535 _ --- -� - - 215 __ \ \`\ - \� -MAIN LEVEL FFE: 537.Q9 / O - - - - - MATCHLINE SEE SHEET C5.2 - - - - - - - - - -- -\ 44 - --- ,� CRITICAL SLOPES (TYR) DRAINAGE AREA TO DITCH A = 0.37 AC C= 0.51 TC= 6 MIN 1(2)= 5.0 IN/HR Q(2) = 0.51(5.0)(0.37) = 0.94 CFS 1(10) = 6.6 IN/HR Q(10) = 0.51(6.6)(0.37) = 1.25 CFS V(2) = 2.35 FT/S (ALLOWABLE VELOCITY = 5 FT/S) D(10) = 0.50' GRASS LINED DITCHVIY , n = 0.035; S = 2.6% 1.0 DRAINAGE AREA TO DITCH B = 0.14 AC C= 0.33 TC= 6 MIN 1(2)= 5.0 IN/HR Q(2) = 0.33(5.0)(0.14) = 0.23 CFS 1(10) = 6.6 IN/HR Q(10) = 0.33(6.6)(0.14) = 0.30 CFS V(2) = 2.29 FT/S (ALLOWABLE VELOCITY = 5 FT/S) D(10) = 0.25' GRASS LINED DITCH 1.01 n = 0.035; S = 6.Av- 3% /-I DRAINAGE AREA TO DITCH C = 0.64 AC C= 0.34 TC= 6 MIN 1(2)= 5.0 IN/HR Q(2) = 0.34(5.0)(0.64) = 1.09 CFS 1(10) = 6.6 IN/HR Q(10) = 0.34(6.6)(0.64) = 1.44 CFS V(2) = 2.58 FT/S (ALLOWABLE VELOCITY = 5 FT/S) D(10) = 0.42' GRASS LINED DITCH �. �\ 2.0' DRAINAGE AREA TO DITCH D = 0.08 AC C= 0.50 TC= 6 MIN 1(2)= 5.0 IN/HR Q(2) = 0.50(5.0)(0.08) = 0.20 CFS 1(10) = 6.6 IN/HR Q(10) = 0.50(6.6)(0.08) = 0.26 CFS V(2) = 3.98 FT/S (ALLOWABLE VELOCITY = 5 FT/S) D(10) = 0.17' GRASS LINED DITCH 1.01 n = 0.035; S = 30% v A_,I DITCH CALCULATIONS No Scale r1p SCALE 1 "=20' 0 20' 40' fiv Q CRAIG W 7. K. 9FA tSKI Lrc. No. 0402048507 I -2 I -20� M E O O O1 V N � N � > E E Q LL o L W M �JUco Z rn U) C, C7 W z H x U 0 2w �L w cnx =N Z O �Ua� C 'n U) rn 0N > Lu M a� CO J O W 0 0 0 w > Lu w I- 0 Q z 0 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY KOTARSKI SCALE 1"=20' Lu 0 I' -^I V 1 � z O Q z a W m�z J p Q U w °C J 0 J < w r� a z C z Q V 1 O co JOB NO. 44523 SHEET NO. C5.1 L c Y T a Lo N CD (D N N C O a a) O a 3 z J (L U) L o —----------------- MATCHLINE SEE SHEETC5.1 � __ �� _— __— _ IN, °ov — —— — — --- —— 530 Q CRAIGW7.K.9FARSKIw" LLh _ 01-21-20 -- -- — —- - �— SEE SHEETC_ —s 704 — _ — --- _— — — � — \y --- _-_--------- _ _ - -_ \\WEI PLATE \\ � �"° _ � / // /_� Ul SQUASHCOURrSFFE_513_00' ___---___--o — _ ___---_ — \ j o LU —LOWER LEVEtFFE517_.00'------- '°a _S \ \ \\\ \ F-uU 3 D4 _ — ---- _ 515 _ '------------- a _ _ — _sh \ \ \ \ \ QLcl o Lu ��,�M _ _ _s _ J U of Z —/ / �� — — \ \ \ \ \ \ spy—" -------- / O —_sue _ ` \ \ \ \ \ \ \ S 5 oNrj a LU —510 oNLU > ow TO \\ \ \\ \ \ \\ UNQERi OUND\ — — _516__ — — -------- _ _ _-- \\\\\\\\\.DETENTI505 dN.�WII/Ig)\ \--` _ — — _-- --- _— _ _ — — — — _ // /' — — 0 \ \\ \\ \ \\ \ �\ \ \ u 04 — U — — —— / \ \ \\\\ \\ \ O DATE INV\ \ r MATCHLINE SEE SHEET C5.0 --—--—— — — ---- — — -- , \ 0112112020 \ O DRAWN BY 4195 - - - - - - - - - - - - - - - - - - - - - K. MELLON DESIGNED BY K. MELLON -7, — — — — — — — — — — — — — — CHECKED BY C. KOTARSKI / / / \ \ \ \ _ �� \ • • SCALE 475 lool 470 LU 41 _— — — — —— — --- --——— — — — — —— \ — / /� �/ _ - - - - - - - - - - I I _ I I CRITICAL SLOPES \ -- W EIS SIMEAM L < 0-6 LLJ _ m rrnn -- ------- -- _ - oC I 101 / — ----- ---- -- — --- \ / YHANNEL REAM 0.5 AVG DIA. RIPRAP / I ` CLASS Al WIDTH 1= 3.75' WIDTH _ 15.75' 100 LENGTH = 12 DEPTH = 1' JOB NO. 44523 ScLE 1 =20 � SHEET NO. /0 2 40' C5.2 0 c U C N a �O O5 5 u z m0 Q � O c 2 T � (0 � a c o m � a0 0 C� 3U) zN 02 �a �x o r0 0 Q� o .3 Q .2 U U 0.0 YL co c Y U E a c U N a .2-0 m z �U N C N o m a L cN cocn co o C U Q2 N N H c Y T a cD N 0 N 0 N N c 0 a 0 a 3 z J a \ ---- \ I _CRITIGALSLOPES / -` ---_ \\� CHAINLINK FENCE / _ r � ?, CRITICAL SLOPES \ \ \ ` — — \ \ 10' (H) , ` \ F� 1-1_ \ \� EP (TYP.) \ \ \ \ \ \ \ \ \ - - - _ \ \ SSp \ \ ASPyALTRp \ \ \ \ A D 1A CcEss ei 4(12048507 1 \ \ L1 \`sipLID" Q 21 20rMESHED1�1.,iFRA /CONCRETE P�1D (BATTING CAGE)\ �;��r` lr,woot7�lVPOST \ 1538.56' I I EG I I \ �\ \ �\ \ \\ I EG , hh _ 555 \ \ \ \ ` \ \ \ \ \ EG I �tl M I I i I GRA b(EL ACCES� ROAD \ \ �\ \ \ CD E 0 0 - \ \ \\ \\ ` `\ \ `\ `\ `\ •`sus `\ \ \ \ \ - - - - _ _ \ \ \ ; —550 \ _ E \ \ \ \ \ — ai+7 LL. o \ \ \ \ \ Lu TC 01 L 542.17' \ \ ` \ \ Q J U us-0 \ \ 5 \ \ LU o N \ \ a o rj A, � C r. 542.1 \ \ \ pQ �� \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ Tc \ \ \ \ \ 536.64' — 541.19' TIC T 536.57' 6 639 541.19' S ` \ \ \ ` cn 2 � IN, ` \ = v > u, T14'_ Q\ 6VV3\ N-550o C 4' G-- _aTC 0'TC .538.79' 542.0i4 535.27' 535.39- - - - - - ' 8' 0wTGo `5k34.24' \ \ `\ \ - - - 38.50' _ _ _ - \5R33.99' `\ \ \\ \ TC --- -� -- TC --_- cS` --- _ cn T 4.77 - - - - - - 7.75' - _ - _ TC - TC 535.45� \ 535. - - _ 34.37'\546.70' TIC 46. 0' 534.24" \\ \\\ \535.37' ` \ -- 536.2' TC T , _537.7T 53 .07 60'546. 535 545 lb w-- w TIC -536-23' - ` 546.23' Q v ° \ \ z 535.00' 36 \\ `\ \ `\\`--------ynJ�j _--- I-----------TC- M Q °546.13' 0 536.23' O TQ p \ \ "/(\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ° a \ \ \ 6 W 535.69' - _ 6 W - - - 6 - - - W s _ 36.27 v535.76' 54,0 \ \ \ \ \ \ \ \ \ \ \ \ \ \ _ _ v � � ° _ _o� ° � _ _-_ moo_ • ryi TIC zo MAIN LEVEL FFE: 537.00 - - _ _ _ _ _ 535 � W � ------- - - - - - - \ \ \ U) U MAIN LEVEL FFE. 537.D — _ 536.7 ' 0 0 v \` \ MATCHLINE SEE SHEET C5.5 _------__ --__-- - 490 TIC _ °_ 545.04'\516.69' - ----------- --- -_ --- ---__ RIM\ ° - - - - - - - - - - / \ RIM --- I - - - - — - - - - - _ TIC 534 y � \ �C YC- TTIC- - - - - - - - - - - - - - - - I I I I I I I \ \ \ \ \ \ \ \ \ \ ` 51� __-- ` \ 516.07' 516.69' SQUASH COURTS FFE:513.00' _ -- ----_ - --__ ------ - _ - -- I TIC - I -�'- -- — — — LOWER LEVEtFFE517.00'5469- __------- 516.89' - \ - -- \ f \ \ \ \ / \ Ilk\ \ \ - — - _ _ - _ — — — — - - _ �• - O IR/ / S !OFFS ` ` /` \ ` � \ \ \ ` \ \ \ \ � � � _ � _ - - - - _ _ _ _ - - - - - - - - - / � �6' � - - \ \\ \ \ \\ \\ \\ \ 1 I III I \ \ I ( t (TYP.) \ \ \ /` \ \ \ \ I \ \ \ \ \ \ \ ' " \ ` \ \ ` \ \ \ \ \ _ _ _ \ - - - - - - - - - - - — — ° Tr- — ° - - - - - - - - - - - - 516.81' —510 TIC TIC TIC_ ° 516.55' 515.79D 11 _-0 -_-- I - 1 TC— ---___ - --------- 5ILA3' 516.50' - 505- 1 TC - - - - - ---- - - - - TC 3 - I\ \ _ _ \ — - - - - - - - - - - - - - - - - - - - - - - - I 1 I ;CAL V-1201 ------ - - - -- - _ - - - - - 536 \\ \ \\ TC 536.45' TC _ -537 43' TT 56.76' z O a U Ln w 0 z O 07 w w Q 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=20' JOB NO. 44523 SHEET NO. C5.3 L CHAINLINK FENCE 10'(H) + 6"X 6" WOODEN BOLLARD (16) TO O \ OM PAVEMENT OO MATCHLINE SEE SHEET C5.3 0 / ®O CONC. BAS (1'DIA) EP ASPHALTRpAO jACCESS \ \ ' ` I I EP I � -43'x 16' / CONCRETE P, D (BATTING CAGE) I \ I TOP-556.94' INV.=553.87' ----- ,'___ �� 8"PVC(SE) - - - _ _ ROCK \ -- (9 jDIA) -___-- \ - ARMOUR 558.20 - POPLAR54217"- - - 5 ` a T TC _ \ \ \ \ \ 8„ - 557/ l / / S3 541.19' 5 1.19' 542.1 c5` \ \ \ \ \ 554.81' / D(� SE TC 14' A� g1,w ` \�\ 556 _ \ 538.74' _ �C- - TC TC - 538.79' S 542.00' _ 5-43. 8' ` \ \ \ 1' 555 w ETC --/ I 38.50' 1 \ - - - - 554.85� �Q -- - TC—s - \`�\� \\\�� 1 ��s--`ssc, ss� _ 554 c - _ TC - ` ` ` TC TOP=556.95' 54 .06' .84' ` ` \ \ \ TC 553.63' - - - - 6"W IN =553.15' 8" PVC (SW) 536.2 ' — TC \ \ ` \TC 5 C.56' 537.77' 53 .07 O 546.60' o \ \ \ _ - - - LO -_------- b36.23' TC $-� 546.23' _---------TC' M e a546.13'0� ---� \ \ SS 536.23' Lu 540.93� \ v _ v _ ° - 539.41' \° ° 540. 538.58" 538.48' _ - - - ° ° _ v _ - ° ° 534,64' 535 17 \ \ _ 530\ \\ \ - - - - - - - - - - - - - - - - - - - -- - - \� -0- - - - y- -- - - - - -- MAIN LEVEL FFE:537.99' 536.7 ----------- - -- 534-60= - - - - - - - - / 534.50 Rim MATCHLINE SEE SHEET C5.5 — — _ _ _ ' — — _ - _ — — ' [7 2NEZ:m --— — --- --- — --—— — — — — —— CRITICAL SLOPES (TYP.) Z� r1p SCALE 1 "=20' 0 20' 40' r v Al CRAIGW J. v.,9FARSKl Lic. No. 0402048507 01-21-20 M E O O O� V N � N C Q O > E °' E w 4-- Q LL. Q LL. O W 0 c6 0� YJ L M a � c� oq z w H — u, O rn a > N NO C� W M a � z H U w O u') x O N z = V Q t.0 O H cLr) U) rn ZO N > M ry CL � OO J O W O (D O 0 w > w = Q 0 Q z O af O DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY ;. KOTARSKI SCALE 1"=20' JOB NO. 44523 SHEET NO. C5.4 L c Y T d CD N O N O N N 0 O a a) 0 a 3 z J (L — — — — — — — — — — — — — — — — _ — - — — — — — A O MATCHLINE SEE SHEET C5.4 I — _ ,,TC \ \ \ X \ \ \ \ \ \ \ \ 99' - - - - - - - - - - - - - - - - - - _ - - - _ - - - - - - - _ _ T� / _ _ J. K19FARSKI 545.04' 516 69' o - - - - - - - - - - - - - - - - - - - - - - - - - - _ - _ - - - - - - _ _ _ _ - _ _ W h� _ / _ _ _ _ - - _ _ _ Lic. No. 0402048507 RIM\ - - _ \ TC / / ' \\\ \ \\ \\ \ _ _ aim 0I-21-20� 51�'25' - o\ — — — — — — — — — — — — — — — — — _ — — — _ _ — — _ C .7-fi'_ \ S RIM \ � ° � _ _ _ _ — _ T _ _ _ _ — / � / � �� \ \ \ '�0R"�r`�iF3.. ' TC b 534 \ Q 5c -- - - ---------- - -- / - \ \ \ 0 \ \ \ \ \ CC 516.07'\ \ \ e �516\69\\ SQUA_SHCOURTSFFE_513_00' -------------o _---_ -_--- _-_-__ - \ TC \\ Q \\ \ \ -- / 516.89' - \--_LOWERLE�7EtFFE517_.00'___------ . \\ ` \ \ \ �u� 3 \ \ \ \ \ \ \ \ - _ _ c� _ \ U w 3 5�03 \ `� �� \_ � _--------- a --- o _5�5. � �GJ�' \ \ \ \\\ �� � \ _ '� �— _ — \ 515.84' ��— _-- _ SO % -- — -- � � i i \ \\ \ \ \ �O LL TC 51619 _ _ — — _ —RI / _ _ cS� �- - - � � \ \ \\ \ \ \ ¢W I-, Go z 515.833'\\ _ --- _ ---- - - _ _ --_ �`� i9 _ \ \ \ \ \ \ wH—� O \ \ 516.81' ON x rj TC to 0 _ ° o ° TC /A / cS s7 _ - _ �� / /'�� - \\ \ \ \ �rn _ \ \ \ \ \ \ \ \ Q 516.55' o - --- 515.790 / // s/ O — _ / _ - \ \ \ /\ \ cr \ \ \ �,N 00 _j \\ \ \ `\ \ \ \\ \ \\ \\ \ - --- _ - -- - -- -- _-O , / /-` /' - \ \ \ \ \ \ \ \ \ -_ ion 51f�9 3' _ - _ - - ' \ \ \ \ TC _-516_516.50' 505�------- \ _V\ Lu 50 — — — — ----—————————— — — — — — — Zi�9 \ \ \ \ \ \ DATE MATCHLINE SEE SHEET C5.3--------- — — — ' \ \ \ � \ _ � \ \ 11 --__-- - -- - --_ / -� � / \ \ \ \ DRAWN BY K. MELLON DESIGNED BY - - - -------- - - - - -- K. MELLON -- \ \ , \ , \ �_ _ CHECKED BY \ \\ o� l\ \ l�� � - • C.KOTARSKI / / / \ \ \ \ • • SCALE 10 480 -77 \ \ \ \ --f — — — — — — --- _ ----- — y ---- — — — _ — ,\ --- Lu 470 — — — — 465, — — — — - - - - - - CL --[ - -- - - - - - - - - - - - - - -- T- '960) J CRITICAL SLOPES_- I- - > 7 — I 0 U-) TAR \ _ - / / _j Lu 'Ile rn / - - - - - - - - - / S REAM CHANNEL / JOB NO. 44523 SC LE1-20 SHEET NO. C5.5 0 C 2 U C N a �O O c� z �O O c � T � m o a � c o m � a0 Oc C� 3U) zN O 2 �a o r0 0 Q� o .3 Q .2 U O 0.0 Y 2 2,�5 coC Y U E o a :3 C U N a rg � -0 m z U 00 N O ML) a L C rn co C co O C U (0 Q� N N E L AL SLOPES _ E BOXES (TYP.) ' / i , \ I W/ 3" METAL BOLLARDS (5) TRE€ LINE i _ , \ , \ _ CHAINL INK FENCE \ i - \ \ \ \ \ �����\.0 \\SSA \ \ ��� ����� I Xu \ - TRANSITION TO GRAVEL FROM PAVEMENT � \ \ \\ `� \\ \\ \ \ ` ♦ ® ® AEG 0.14 0.33 \ \ \ _♦_ \ �\ ♦ \ _ is \t /\ \ \ \ \ \ _ `\ ♦� / AME SNED 7o•x >s• 3O2 / 'FR FRAME SHED ON6 \ \ EG I ♦ I I GR,IVEL AG�CESS ROAD \ I — CHAINLINK FENCE 10'(H) + 6"X 6" WOODEN BOLLARD (16) 10 I o � _ — \ CON, (I'D) soft ASPygL T � 0ROgp,gCCESS 0.51 '04'x �s s \ \ \ IEP Q, PAID ( TTING CAGFy) \ ♦ TOP=S� INV. =55 -- ---- TREE--L/jVE \\ -♦ 8"PVC \ Oe n \ 'I INSET — — — ——� cpmc,.l3As� ♦♦ -ot _ ` \ ROCK \ RMOUR _ I-\ \\ \ \ ��\\ EX 1 1 - rO22 36 202\ \ \ — 222 \ \ \ \\\\ \ \ \ \ \ \ \ \ ` \ \ \ \ \ ` --- 234 \ ` ` ♦ ��� - `� \ \\ \ \\ \ Ob KIO \ ` \\ \\ \\♦ 222 -- --- -----f ` \ �\ W� -_.-\\\ \ \ \ \ \ \\ \ \\ \\ \ ♦` \\ \\ \ \ \\ \\ CAiVOPY\ \ \\ \\ \ 0.19 0.53 _ _ _ - --___ __------- _ _- \ `\ \'� \/' _ � � ♦ - TOP=556.95' - - _ �% \ \ \ \ \ \ 1\ \ \ \ \ \ ♦ \ \ \ ` \ \ \ \ \ _ _ - - - _ _ _ _ - - - - \ \ \ \ �� - - - IN =553.15' 8" PVC (SW) 545 0.49 0.76 210 ---- - 206- \ \ \ -232- \ \\ \\ ` \ `` \ \ \ \\ \---_ - 1 —540 — — --__ _ 1 / 11 5 00 \ \\7\\ \ \\ \ ♦ ` \\ \ ` \ \\ `\�232 -- - - - -- -__ -- - - -- 212 _ _ 535 0.06 0.85 0.16 `--- -214- 216 ------__ `---- - - - --- --_ _ — — — - - _ - - 212 0.62 0. RD1,RD2 -- - -- 30 e 0.05 0.79 - -1 0.04 0.76 I I I I � \ \ \ \ \\ \ \ \ \\ \�[ \ \\ ♦ \ \ \ � \\ -- -,\ — — � �/ -_ --, \ ♦-�1II410 � 412- II,I IIII,,I,II t 490 \\ \ ` \/\'\\\ ►111' \\ \ \ \ \ .07 0.74 702 IIII I I I I I I I I I I I I RD3,RD4 I I III IIII I � \\ \%\ \\% \�\\ \\/\`\ \� \ ` ` \ \ \ 1 1 1 1 I I I I I I I I 7.02 0.12 .85 - �515, — '------- — - — i \ \ \ \ \\\\\�\\ \ \\\W\\o (\ Y \ \` \�, ► \ \ \ \ \ \ \ _ - _ _ _ - - _ _ _ _ _ - , \ \ \ \ , \ \ \ \ \\\ , \ �402 ,I 1111 1111'11 'I IIII''1`\ '\ \ \v\\\� 101 - 1.5 ____--_ y -- - - - - -- ----- _ _ _- - �---�-- -/ -- -/ --''L' 48 \ \ \ `` l �\ \� - —� — — /1 -475_ __ ---- y LEGEND 77 AREA C / INLET I I I I I I I I I � -INSET B 10SEEINS Q W to z_ W W U) r I H O�PI' Q CRAIGW J. V.,9FARSK1 Lic. No. 0402048507 01 —2 I —20eb y !_ OM 0 O� V N � ;_ U, U. o i\ w O 01 YJ L M Qa J U c0 w J — UI W rj N Z X �O�Q U- U j Ln a c Ln O rnN � M a� 00 J ko� z O d U Ln w z O U) w II w Q 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=30' JOB NO. 44523 SHEET NO C6.0 L LD-229 PROJECT: Boys and Girls Club - Northside Designed by: KAM ROUTE PROJECT Boys and Girls Club - Northside DESIGNER: KAM DATE 1/17/2020 CHECKED: UNITS :NGLISH STORM SEWER DESIGN COMPUTATIONS LOCATION: Albemarle County i C COUNTY: Charlottesville Checked by: ._ STORM FREQUENCY 10 y UNITS ENGLISH a Q CR.IJGW J, OTARZ KI I ic. i�id, 6tU2fl485£17 �01-21-20� JNAL M 0 0 U N N > E w °� E ~ U 3 Q LL o 0 LL L w O ro d' W M Q J U 0 z a J - un O w N O �y a > CD a (7 W M z 'T U 3X �O� w J w O Q 3 Lr) x � N z �UaL O rn 0 N > � M a CO J tD ui O 2 C7 O H w > w = Q Q 0 z O cn DATE 01/21/2020 O r DRAWN BY K. MELLON LD-347 PROJECT: Boys and Girls Club - Northside DESIGNED BY: KAM • DESIGNED BY HYDRAULIC GRADE LINE ANALYSIS Checked: • K. MELLON INCIDENCE PROBABILITY 10 Year • CHECKED BY • C. KOTARSKI • • SCALE 1"=30' • W rH� V 1 z O O z � Q I Q J D m > U z J � Q U UU -J (� J V / Q LU J 2 ED Q 1u� J 11 Q O z v , V / �10 W JOB NO. 44523 SHEET NO. C6.1 PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA INLET TIME Minutes (7) RAIN FALL In/lIr (8) RUNOFF INVERT ELEY'ATION. LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Spau/Rise) In. (14) SHAPE Nu)uber of Pipes Capacity CFS (15) Friction Slope Ft/Ft. NORMAL FLOW FLOW TIME INCRE- MENT (5) ACCUM- ULATID (6) Lateral CFS Total Q CFS (9) UPPER END (10) LOWER END (11) Depth of Flow, du Ft. Area of Flow, An SgFt Hrn Ft. Vn Ft/Sec (16) En Ft. INCRE- MENT Minutes (17) CCUMU -LATED Minutes (17) REFERENCE (1) STA. REFERENCE (2) STA. 101 102 100 0.00 0.00 0.00 5.37 6.42 0.00 9.32 450.28 434.81 155.42 0.09954 24 Cll'cUlal' j 77.32 0.00150 0.47 0.56 0.28 16.62 4.76 0.16 5.53 103 104 102 0.00 0.00 0.00 5.26 6.46 0.00 9.32 472.67 457.09 156.57 0.09951 2-I Circular 1 71.36 0.00180 0.49 0.59 0.29 15.70 4.31 0.17 5.42 105 106 104 0.00 0.00 0.00 5.15 G49 0.00 9.32 493.87 477.16 112.64 0.14835 24 Circular 1 94.39 0.00150 0.42 0.49 0.25 19.14 6.11 0.10 5.25 107A 108 106 0.00 0.00 0.00 5.06 6.52 0.00 5.62 508.68 500.71 80.08 0.09953 24 Circular 1 77.32 0.00050 0.37 0.39 0.22 14.33 3.55 0.09 5.15 107B SWM2_OU 106 0.00 0.00 0.00 5.00 0.00 9.32 504.00 500.21 75.80 0.05000 24 Circular 1 54.80 0.00150 0.56 0.72 0.32 13.01 3.18 0.10 5.10 109 S�'M1 OU 108 0.00 0.00 0.00 _5.00 0.00 5.62 524.00 518.11 39.68 0.14844 24 Circular 1 94.42 0.00050 0.33 0.34 0.20 16.50 4.56 0.04 5.04 201 202 S�'M1 INLET OR STA. INVERT EL. OUTFLOW DEPTH OF FLOW OUTFLOW OUTLET WATER SURFACE DIA. PIPE Do DESIGN DISCH. Qo LENGTH PIPE Lo FRICTION SLOPE, Sfo (FT/FT) FRICTION LOSS Hf JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht Inlet Shaping? 0.5 Ht FINAL H Inlet Water Su Top of MH Top of Inlet Adjustment? Vo Contr. Ho Vi Vi*2/2g Hi (Expn) 0.35*MAX. SKEW Angle K Bend H Sum HL INLET O W •� d U � z w U ',� � U CG w � W O Z a W U "" U � U Sag Inlets Only ^� r� W � fz-1 Po• r� w � L, - _ @'� 202 DI-1 2.000 0 4 0 0 Back/Ix. 0.000'RIC�I 0.020 0.90 0.018 Ahead/Rt. 0.380 0.35 0.133 Ahead/Rt. Q060 0.20 Q012 Ahead/Rt. O.163 4 0.652 0 Ahead/Rt. 0.652 0.001 2.000 2 0.652 2.023 Weir Flow 2(>4 DI-3C 6.000 0.050 0.90 0.045 O'RICd1T 0.100 0.35 Q035 0.08 4 0.32 0 0.320 0.0500 0.0250 1.395 2.000 1.43369 0.0833 3.332 1.000 3.40 0.1416 0.1666 5.512 6.000 1.089 1.000 0.320 0.000 1.395 206 DI-3B 10.000 0.420 0.90 0.378 O'RIC>iI'T 0.130 0.35 0.0455 0.424 4 1.696 0 1.696 0.0150 0.0200 6.420 2.000 0.31153 0.0833 4.165 0.793 3.52 0.1466 0.1362 8.732 10.000 1.145 1.000 1.696 0.000 3.060 210 DI-1 1.500 0 4 0 0 Back/Ix. 0.000'RIC�I 0.010 0.90 0.009 Ahead/Rt. 0.020 0.35 0.007 Ahead/Rt. 0.016 4 0.064 0 Ahead/Rt. 0.064 0.001 1.500 1.5 0.064 0.521 Weir Flow 212 DI-1 1.500 0 4 0 0 Back/Lt. 0.000'RIC�I 0.130 0.90 0.117 Ahead/Rt. 0.117 4 0.468 0 Ahead/Rt. 0.468 0.001 1.500 1.5 0.468 1.964 Weir Flow 214 DI-1 1.000 0 4 0 0 Back/Ix. 0.000'RIC>iI 0.090 0.90 0.081 Ahead/Rt. 0.010 0.35 0.0035 Ahead/Rt. 0.085 4 0.34 0 Ahead/Rt. 0.340 0.001 1.000 1 0.340 2.080 Weir Flow 216 DI-1 1.000 0 4 0 0 Back/Ix. 0.000'RICd4 0.050 0.90 0.045 Ahead/Rt. 0.110 0.35 0.0385 Ahead/Rt. 0.084 4 0.336 0 Ahead/Rt. 0.336 0.001 1.000 1 0.336 2.064 Weir Flow 222 DI-3B 6.000 0.230 0.90 0.207 O'RIC�I'T 0.030 0.35 QO105 Q218 4 0.872 0 0.872 0.0100 0.0170 5.211 2.000 0.3838 0.0833 4.9 0.893 3.59 0.1496 0.1506 5.505 6.000 1.090 1.000 0.872 0.000 2.654 232 DI-1 1.250 0 4 0 0 Back/Lt. 0.000'RIGH 0.010 0.35 0.0035 Ahead/Rt. 0.004 4 0.016 0 Ahead/Rt. 0.016 0.001 1.250 L25 0.016 0.233 Weir Flow 234 DI-3B 8.000 0.060 0.90 0.054 O'RIGdIT 0.080 0.25 0.02 0.074 4 0.296 0 0.296 0.0800 0.0300 1.241 2.000 1.6116 0.0833 2.77667 1.000 3.28 0.1366 0.1666 6.142 8.000 1.303 L000 0.296 0.000 1.240 236 DI-3B 8.000 0.120 0.90 0.108 O'RICii-IT 0.100 0.35 0.035 0.143 4 0572 0 0.572 0.0600 0.(>400 1.676 2.000 1.19332 0.0833 2.0825 1.000 3.04 0.1266 0.1666 7.430 8.000 1.077 L000 OS72 0.0(l(l L675 242 DI-1 1.000 0 4 0 0 Back/Lt. 0.000'RICd� 0.030 0.90 0.027 Ahead/Rt. 0.080 0.35 0.028 Ahead/Rt. 0.055 4 0.22 (l Ahead/Rt. 0.220 0.001 1.000 1 0.220 1.556 Weir Flow 302 DI-1 1.000 0 4 0 0 Back/Lt. 0.000'RICd� 0.020 0.90 0.018 Ahead/Rt. 0.030 0.35 0.0105 Ahead/Rt. 0.090 0.20 0.018 Ahead/Rt. 0.047 4 0.188 0 Ahead/Rt. 0.188 0.001 1.000 I 0.188 1.401 Weir Flow 304 DI-1 1.000 0 4 0 0 Back/Ix. 0.000'RIC�I 0.090 0.90 0.081 Ahead/Rt. 0.220 0.35 0.077 Ahead/Rt. 0.158 4 0.632 0 Ahead/Rt. 0.632 0.001 1.000 1 0.632 3.145 Weir Flow 402 DI-3C 6.000 0.240 0.90 0.216 O'RIC�I'T 0.060 0.35 0.021 0.237 4 0.948 0 0.948 0.0050 0.0400 4.377 2.000 0.45693 0.0833 2.0825 0.870 3.04 0.1266 0.1502 4.640 6.000 1.293 1.000 0.948 0.000 3.140 410 DI-1 1.000 0 4 0 0 Back/Ix. 0.000'RIGII Q040 0.90 0.036 Ahead/Rt. 0.010 0.35 0.0035 Ahead/Rt. Q04 4 0.16 0 Ahead/Rt. 0.160 0.001 1.000 1 0.160 1.259 Weir Flow 412 DI-1 1.000 0 4 0 0 Back/Ix. 0.000'RIC$I 0.030 0.90 0.027 Ahead/Rt. QO10 0.35 0.0035 Ahead/Rt. 0.031 4 0.124 0 Ahead/Rt. 0.124 0.001 1.000 1 0.124 1.062 Weir Flow 502 DI-1 1.000 0 4 0 0 Back/Ix. 0.000'RICd3 0.010 0.90 0.009 Ahead/Rt. 0.070 0.35 0.0245 Ahead/Rt. 0.034 4 0.136 0 Ahead/Rt. 0.136 0.001 1.000 1 0.136 1.129 Weir Flow 602 DI-3C 6.000 0.110 0.90 0.099 O'RIGdI'T 0.010 0.35 00035 0.103 4 0.412 0 0.412 0.0050 0.0400 2.738 2.000 0.73046 0.0833 2.0825 0.987 3.04 0.1266 0.1650 3.090 6.000 1.942 1.000 0.412 0.000 2.353 702 DI-3B 4.000 0.050 0.90 0.045 O'RIC>iI'T 0.020 0.35 0.007 0.052 4 0.208 0 0.208 0.0050 0.0200 1.827 2.000 1.09469 0.0833 4.165 1.000 3.52 0.1466 0.1666 2.305 4.000 1.735 1.000 0.208 0.000 1.827 704 DI-] 1.000 0 4 0 0 Back/Lt. 0.000'RIGH 0.020 0.90 0.018 Ahead/Rt. 0.500 0.35 0.175 Ahead/Rt. 0.120 0.20 Q024 Ahead/Rt. 0.217 4 0.868 0 Ahead/Rt. 0.868 0.001 1.000 1 0.868 3.886 Weir Flow L Irl 73 0 iI 0i mi O co19 N Ln co O It., II Nor II / II____� / I I III POST -DEVELOPED DRA/NAGS AREA 2 I I TO ANAL PSIS POINT 9 (OFFSITE) / I AREA = 9.55 AC /I IMPERVIOUS = 1. 09 AC I PERVIOUS (FOREST) = 0.27AC _ _ _ - - PERVIOUS (MANAGED TURF) = 0.19 AC ------ �� / - ', ii _ - \ -_ , \ \ \ , _ _ 6- �` / // //// - i%- - - - \� \` ` \ \ \ -•--ems -- _ �_ 555_ _ \ _ \ 1 /� / / - - - - - - \\ \ \ \S \ _ _ _ f ) .. / // / //// / / -!� % � � - \ � \ \ \� \ \ \ �`S \ \ \ \ \\ \ \\ \ \ \ \ \ \ ` - _ / - - - _ _ _ �� \� ->0°/ t I PRE -DEVELOPED DRAINAGE AREA 3 I ,II // /// / �%_--\ \ \� \ `� �� \ \\ \ \\ \\ \\ ---/ ,-_-\ \\ %'/� TO ANALYSIS POINT 2(ONSITE) II 1 / l �/ / - \ \\ \\ \ \\p\\ \ \\ \\\\\ \\ \ TCPATH� _ --- �-_\N\\ \ _�\ /j/�IIIII111 Illl 11 j /^ _�\�� \\�\\�s\ \�\\\� \ \\\\\ \ \\ \ TYP. �`---- - \\�\\yam - AREA=0.04AC n ! 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c _ - ! - -- - _ - \\�\ \� - _ - - _ - - - - II II I I It III ti - �i/��\\`�I��,; _i_- - - _--_�"/- ;-i,� �\ \\�� _ _==_=_ - J� 11 1111 \ \=_-___ �/ /\\\\ -It /l-ji l � ll l l/ \; ___ _ -_ �Jj o / --, // - // - - \ \///� r j / I � / � - - ` �/ i / /' ANALYSIS POINT 1 r �_ %�% �y � '�- POST -DEVELOPED DRAINAGE AREA 2A - / TO ANALYSIS POINT 1 (OFFSITE, DETAINED - SWM1) AREA = 1.42 AC I IMPERVIOUS = 1.08 AC PERVIOUS (FOREST) = 0.15 AC I 11 PERVIOUS (MANAGED TURF) = 0.19 AC I / I 1 POST -DEVELOPED DRAINAGE AREA 213 _ TO ANALYSIS POINT 1 (OFFSITE, DETAINED - SWM 2) �� AREA =0.13AC //�� -, i IMPERVIOUS = 0.01 AC -_,�t�� - ° PERVIOUS (FOREST) = 0.12 AC � 6- ; \ � -�� _ \ _ _ _ _ _ -_ - �\ \ S O; ,\ �� _ _ -_---_ _ _ - - _� \ \ *IV\ \ - i / /, / // �, //��_:: - �:�. - /t / //// / / -ice - / - . %�\ s / / //// // / � � \ , SWM1 \ \ \ \ /°/ POST -DEVELOPED DRAINAGE AREA 3 I II l t/ i // ' �% - - _ `� \\ \ ` \ \ \ - �� � - '-�_, , TO ANALYSIS POINT 2 ONSITE, UNDETAINED I llrr III // l / /i - \\\ \\\ \ \ \ \ \ \ / �- / ( ) �I(/ii�11111III1IIIIIII //////" __,N� \\�\\ \s\ \ . _ --- __ E'\ AREA=0.04AC 1 I I III I II / l / - \\ \ \ \ \ \ _ _ _ _ 550- - - \ _ IMPERVIOUS = 0.04 AC I , I I I I I / /�/j //� \\� \ \sue \ \ \ \ \ \ \ \ \ \ - TC PATH I III 1 I I I I I / I / / / � \ \ \ � \ \ \ \ \ \ _ PERVIOUS = 0 AC f I I I III 1I // / / / \ \\, \ \ \ \ \ \ \ \ \\ - \ - 111 I III I I I I I / //// //// \\\ \ \ \ \ \ (TYP.) . - _ _ \/ _ \ (I I11 I III // /_--\�\� \ \ \ \\\ \ \ \ *� III IIII <�z III IIII II1111111///--\`\'>\ \\\\ \\ \ \ \ \ �,\ _ - - 4--_I-__ - - 1 I I I I II I III / , -: ,\\ \ \ ` \\ \ \ - ; ` - - ANALYSIS POINT 2 II 1111I III 11►I II II II II IIII - Sp\\\\ \ \\\ \ \\ \\ - -__ --_-- _ I1 I IIII i,11 II II IIII IIIII Illl/ I I �// - �_s� \ \ \ \ \\ \ - - - - _ �1 II I I I I I I I IIIII II/11 11� I/Il l l ///r500 •\_ N-, , \ \\ \ \ \ - ; - _ 540-- _ _ - - _ - _ ; III I1 I IIf1111 /1ll1� 11 \\\\\\\\\\ \ \ \ _ _ _ _ _ _ _ IIIII if, ► I IIIIII 111 ► 1 I IIIII t, \\\\\\\ \\\\ \ \`\ \ \ \ \ _ _ _ _ _ _ _ - _ _ _ _ _ _ _ _ _ POST -DEVELOPED DRAINAGE AREA 1 A I I I I 1 1 I I I \\\\\ \\\\ ' _ - _ _ - _ - � - _\ - TO ANALYSIS POINT 1 ONSITE, DETAINED - SWM1 I III IIII IIII ll IIII 11 \\\ \ \ \ \\\\ -=535- ----- _ � -- -\\`_ �� \ ( ) /III I IIIII 1 1 I I \ \\\\ \\\ ' \ \ \ ` _ _ _- - - _ - - - \- \ AREA = 3.03 AC / I I , IIIIII I I I III 11 - Ag5\ \\\\\ \ _ - / III I I I I I I I I I III 1 \ \\\\ \ \ \ \ z - - - - - A II I I II 1 ! I \\\\\ \\\\ \\\� - - � - - - ` - - _ - _ _ - _ _ _ - - _ \\ \ IMPERVIOUS = 1.79 AC / / II I III IIiI�I�1�1111 I11 1 1 I IIIAll l ll \ \ \\\\\\\\\ \a\� \ \\ � � - -_- - -_ _-_- � S3p - - - _ _ 0 - - - - - ' _ �� / / III Il 1I.I,�,I:I..I:YI I I i 11'. 'Will , a0 \\\\\\ \\\\\\�!�\\\ � __-__-_ ----, - � --__-- - - � � \\, PERVIOUS =1.24AC POST -DEVELOPED DRAINAGE AREA 1B� \`\� _ _ - - - _ 25� - _ _ - - � _ - _ \�� TO ANALYSIS POINT 1 (ONSITE, DETAINED -SWM 2) �` \\� _ _ - _ _ _ __ _ _ _ _ _ - - _ _ _ _ _ _ - AREA = 1.64 AC \ \\ _1\ \ �\ \ \ - _ - = - - _ - - - - \\ cs`''cs IMPERVIOUS = 1.00 AC \ \ \ \ \\ \ - � \ _ _ _ � _ _ _ - _ - 520� - _ _ - \ \\ \ �N� ���, PERVIOUS=0.64AC \\\_ \\` --- - - ____ IN\\, \\\�� / /II) IIII I I 1111 111111j;1\1\\\�\\\11 r\\�\\\\\\. \\� �� - - _ _ _ _ - - \\\\��o_ _�\ \\x I I I II I 1 I \ \\\\\II 1/ \ \\\\: "/ \ - - _ ----_----- \ / / r J I I I I 1 III 11 1\\\\ \\ \ ► 11 \\\\\\ \� - - - - - - - - ' POST -DEVELOPED DRAINAGE AREA 1C / ► I I I 1 1 I I I I \\\ \\ \\ ` \ \\ 11 0\\\\\\\\\ �\� _ - - _ \\\, / I III I ''Ill' I I I I \ 1 \� \` 1 1\ $ \\ - - - - - - - - \\\� TO ANALYSIS POINT 1 (ONSITE, UNDETAINED) / / / 1 11 IIII I I 1 III 1I 11 \ II \\` //\\�\\\\\ \ \ , � �\\ �. - - _ _- - - _ - - - , / / I I I I► III 1 III 1 I I I I 1\1\1\1 \\\\ \111111111 I J \\\ �\�\ � \ \ - `,,: _ _ 505 - - - \��cr\ AREA = 1.50 AC / ► II I I 1 1 I 1 I I I I I I I \ 1 \1 1\ 1 11 I \\ ,\ \�\, SWM2 \ _ - - - _ _- \\o I 1 11 1 11 1 I \\ \\\ \ �z Z \� cs� IMPERVIOUS = 0 AC I I I I I Il I II \ I \ \\ \\ \\ \ \ \- - ���' \ / I I I 1 1 I I I II \ 11 III 11\\\\ \\ \ �\\ \\ \ \�_ / I I I I I l l 1 1 1 1 I l l l i \ \,IIIII \ \\ \ \ \� ��5 \\\\\ \\ ` \�\\ \\ 11��\ _ - -- \J \\o`` PERVIOUS = 1.50 AC -_ Z. 1 1 I IIIIc I I I l I I I I I IIIIII\I11\\\\\\\\\\;1\�\1 I I \��\ ��� a� \ �\� _ _ l_ - % ////ice \\�9s ���\ \\� = ``-. _ - \_ - _ I I 1 I II I 1 1 I I111 III\ III II l 1 I \ \ \ �� _ _ / / \ _-- - --_ __ 1 I I I I I I I II 1 I I II I I 1 I I / \\\ �� �;" \�; _ Z _ _ _ %/ �\ \\ "��_��� �_ __ _ ` 11 II II 11j 1 I 1 I 1111/ \� .\\\ - - - _ ___ / / \ p _-\\�- _-=__--_- '--= 1 1 1 111 I l►1 11 111 III I l !k\\�\^\ \\ ��= ___- _- - -_ - /// /� \\s\\\ =\ - I III 1 I I 11 I It 1 I r ,ft,.X � � ,-\ \ ;� _ _ _ _ - _` - _ _ _ - / /�i ,�\ - _ _� _ __ __ � - _ - �\ - - - '�III111\\\IIII IIII IIII IIIII\I\\\\\\(( `!�\\ \�\�\\= - _- _-=-�/'i/ �\cP,\\�� -� \\\_� ���__ ; - _ _- _ %^� \p\-� ___- \_-- - _ _ -ti __ !I I I I I I IIII IIIIII ,III III\`\\\ \ \ \� \°\ �\\fi r �� -- --- =_=-485 j / '�' ,; - -- _ � - \ - _ _ _ _ \ I I 1 I 1 11 II I1 \\ \\\ \\\\\\� � ��__- _ _ _ O �i �'/- /�- -i%/ \\s,___� __-� \� --�\ _- \III 1 I I \ l \ \ \ _\_ __________ -48 - / - // Q _ \��- �` _-__� `\\ I 1 1 j \ \,,;IIIII\II�I1\\\�\\�\�\� \ \\��\ �� _ _ _ -_ �- � � =-7Jc=.% //� �%� �^ � ��/i/% \��\��`�_ =_= = ��_� \� .� �\-- �, � _ _ \ / 1 \ 1 I IIII I \ \\ \ \ \ \\ � ,, ; _ _ _ - - _ --4- '%/// / / _ =i- 6"__�- = = - _ \ \� \\ - � __ _ - _ - _ _ _ r zzz- \ I I I IIll11 II11 1� 1`I\ \ \ \\�\\\\ ` ��`^��- _ ��`_ �==470� /�/ _ 46 _ _ ��_ � _ � � -- _ _ �'"',! / / III l 1111111 11 1►\ I\ I \ \ \ \\ \�\ � � _ _ _ % 46 =__;_ ! '� %// O �_ �= = = =_ ;=�\ = _ _EX____ I111 IIII IIIII I I I I I I I I I I I I \ \� J� - 5 �/ /�/ % _ -_ �= � \� , I - ��� - _ _;_- =�II II►,II„I►,IIIIIIIIII-_ -=��=\ �� ���%�-/��_=_-_ _ ���\�\\�\�`��\�` �__ - _ _ =i_- ;II I II 'I 'it II ^�-__-_=%-__ ��_ _%��: ;.::::._,:----= ___ _ - �_� - �`=��______ ___ =____ _ ___-- ;I I IIIII fill 1 I - _ - - _ - - /� \\� - /�__! _-- _ - _ - - �� \� _ _ -- _ - _ - _ _ - 1 11 I I I I IIII ,--= - - -_ /�//��\- /- - - i - - � %�\ \ - _ - _ _ - _ - =J II IIIIII II \_-- __�;`,//��\�� � "-"� - ;\��\,_� - _� J� II I III \\-_\=_-___ / /\\\\�� __ '/�=-- ll) // / / '- - - -` J / --- . I I _ I / L = r \ /�,_:,J� ANALYSIS POINT 1 -t .�= r %-- WATER OUALITY ANALYSIS SITE DATA POST DEVELOPED AREA IMPERVIOUS = 2.83 ACRES MANAGED TURF = 3.38 ACRES POST DEVELOPMENT LOAD REDUCTION REQUIRED (TP) (LB/YR) = 4.91 REQUIRED REMOVAL WILL BE ACHIEVED THROUGH PURCHASING OF OFFSITE NUTRIENT CREDITS. TOP OF WEIR PLATE 530.20' 9" ORIFICE INV 527.40' STEEL PLATE TOP OF 96" STORAGE PIPE ELEV. = 532.00' 10 YEAR WSE 530.20' Q 2 YEAR WSE 528.21' Q 1 YEAR WSE 527.59' ELEV. 524.00' 6" ORIFICE WITH TRASH RACK INV 524.00' UNDERGROUND CMP WEIR PLATE SECTION DETAIL - SWM1 TOP OF WEIR PLATE 511.20' 12" ORIFICE INV 508.20' STEEL PLATE TOP OF 96" STORAGE PIPE ELEV. = 512.00' 10 YEAR WSE 511.36' -----2YEARWSE 09.09, 5 Q 1 YEAR WSE 508.29' ELEV. 504.00' 6" ORIFICE WITH TRASH RACK INV 504.00' UNDERGROUND CMP WEIR PLATE SECTION DETAIL - SWM2 r SCALE 1 "=80' 0 80' 160' WATER QUANTITY ANALYSIS - POINT 1 DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT) PRE -DEVELOPED DRAINAGE AREA 1 TO ANALYSIS POINT 1 (ONSITE) AREA = 6.17 AC 0.07 AC (IMPERVIOUS) 5.93 AC (FOREST) 0.17 AC (MANAGED TURF) Tc = 11 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.81 5,140 10 YEAR 11.08 30,100 PRE -DEVELOPED DRAINAGE AREA 2 TO ANALYSIS POINT 1 (OFFSITE) AREA = 1.55 AC 1.09 AC (IMPERVIOUS) 0.27 AC (FOREST) 0.19 AC (MANAGED TURF) Tc = 8 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 4.35 9,540 10 YEAR 9.89 22,477 PRE -DEVELOPED ANALYSIS POINT 1 COMBINES DRAINAGE AREAS 1 + 2 Q (CFS) V (CUBIC -FT) 1 YEAR 4.66 37,810 10 YEAR 19.75 96,006 CHANNEL PROTECTION (ENERGY BALANCE DRAINAGE AREA ANALYSIS (POST -DEVELOPMENT) POST -DEVELOPED DRAINAGE AREA 1A TO ANALYSIS POINT 1 (ONSITE, DETAINED - SWM1) AREA = 3.03 AC 1.79 AC (IMPERVIOUS) 1.24 AC (MANAGED TURF) Tic =6MIN Q (CFS) V (CUBIC -FT) 1 YEAR 7.72 16,248 10 YEAR 18.76 40,598 POST -DEVELOPED DRAINAGE AREA 2A TO ANALYSIS POINT 1 (OFFSITE, DETAINED - SWM1) AREA = 1.42 AC 1.08 AC (IMPERVIOUS) 0.34 (MANAGED TURF) Tc = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 4.64 9,975 10 YEAR 9.90 22,259 POST -DEVELOPED - SWM1 AREAS 1A + 2A Q (CFS) V (CUBIC -FT) 1 YEAR 1.86 26,223 10 YEAR 5.62 62,857 POST -DEVELOPED DRAINAGE AREA 1 B TO ANALYSIS POINT 1 (ONSITE, DETAINED - SWM2) AREA = 1.64 AC 1.00 AC (IMPERVIOUS) 0.64 (MANAGED TURF) Tic =6MIN Q (CFS) V (CUBIC -FT) 1 YEAR 4.37 9,191 10 YEAR 10.38 22,564 POST -DEVELOPED DRAINAGE AREA 2B TO ANALYSIS POINT 1 (OFFSITE, DETAINED - SWM2) AREA = 0.13 AC 0.01 AC (IMPERVIOUS) 0.12 AC (FOREST) Tc = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.04 131 10 YEAR 0.33 697 POST -DEVELOPED - SWM2 AREAS 1 B + 2B Q (CFS) V (CUBIC -FT) 1 YEAR 1.93 9,322 10 YEAR 9.32 23,261 POST -DEVELOPED DRAINAGE AREA 1C TO ANALYSIS POINT 1 (ONSITE, UNDETAINED AREA = 1.50 AC 0 AC (IMPERVIOUS) 1.50 AC (MANAGED TURF) Tc = 10 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.59 2,047 10 YEAR 3.78 9,365 POST -DEVELOPED ANALYSIS POINT 1 COMBINES SWM1 + SWM2 + POST -DEVELOPED DRAINAGE AREA 1 C Q (CFS) V (CUBIC -FT) 1 YEAR 4.21 37,810 10 YEAR 18.07 96,006 QDEVELOPED < 0•80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED + QOFFSITE 4.21 CFS <_ 0.80*(0.81 CFS*5,184 CF)/(37,810) CF + 4.35 CFS = 4.44 CFS FLOOD PROTECTION: POST -DEVELOPED Qjo <- PRE -DEVELOPED Quo 18.07 CFS (POST -DEVELOPED Qjo) <- 19.75 CFS (PRE -DEVELOPED Qjo) WATER QUANTITY ANALYSIS - POINT 2 DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT) PRE -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS POINT 2 (ONSITE) AREA = 0.04 AC 0.04 AC (IMPERVIOUS) 0 AC (MANAGED TURF) Tc = 6 MIN DRAINAGE AREA ANALYSIS (POST -DEVELOPMENT) POST -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS POINT 2 (ONSITE, UNDETAINED) AREA = 0.05 AC 0.05 AC (IMPERVIOUS) 0 AC (MANAGED TURF) Tc = 6 MIN (CFS) (CUBIC -FT) -FT) 1 YEAR 0.17 392 1 YEAR 0.17 392 10 YEAR 0.31 784 10 YEAR 0.31 784 *NO CHANGE IN VOLUME OR FLOW FROM PRE -DEVELOPED TO POST -DEVELOPED CONDITION .N,- � Z I� )� \� , r� C ." YG W. J. a�OT& SKI r` Lic. No. 04`�2048507 . OI -21-20 -� i z��\'' � ��' 5 S NA ,4" M E 0 M O N ui N > E w a, Q �! � w 0 LL o w O ra , -i clC YJ = M <J Uc0 J - V7 w �..: W p 11 z � _ �x O J d' w Qj Q c ,zj- Ln _ Q N = U > � � Q Ln rn O N Ill M a .;I- CO J �� af M O = cD O _ H- 0 w U Q z O Di af O • • • • • z O rz U Ln w in z O U) > w w Q 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1 " = 80' uj 0 14 U z Z Q J 0 z z W I W co I— Z Q J o z Uw J J 2: ln. ED W m J H_1 Q 0 3: 0 z °� O U) 0 W JOB NO. 44523 SHEET NO. C6.2 6 c D 6 N U c a) > O O m L cD O Q 73 Q E 2 `o 0 c cz L c 2 Q 0 3 c -0a Zo -0E)f O c � U) Z a)o �2 02 c �t "Io c: a) MN c 0 O D O= Q� 2 3 Zu) 0 a) .-- Q ;� x �a) o L � O aw O .3 0-cm cl) E V)m -N U � o O U 2 �N I O U° c:o� E D m U O O 6 -0-0 .2� .2-0 O c (n O U O U -0L c 0 MV) LnO c U O a� N a)a).- - L 212: 18" Basin - Circular Grate •' STA 11 +68.05 C� c� TOP 536.50 coco INV IN 528.06 (213) LO 0 _ co INV IN 530.07 (RD2) U U Lo N INV IN 531.41 (231) o 00 cfl INV OUT 527.96 (211) 40 moo0o.LNn co M mono Lo 210 _ + co_ + ri m LO STA 12+13.51 -m0 r=LLOZ 0 TOP536.50 m<0> z �� CL 0> > Z Z INV IN 527.73 (211) N� N U) P- INV OUT 527.63 (209) 555 5 545 r urvow 540 GRADE 535 m811104 530 1 9+50 10+00 NG ,DE / / / WATERLINE 'A' SANITARY WATERLINE 'D' SEWER'A' WATERLINE 'B' WATERLINE 'E'--� _ rn cD LO oN LO _ M L2 r 04 00 O 00 - MOO O— 00 0 O � N 1,-00N LO Ln Ci 0r)0 CD U-)2�� + LO LO g�LnZ co Z O OIt =LOZ Z 0 C) > NU) Z Z z oF-0>> NU)P Z 204: DI-3C 6 ft Throat STA 14+58.40 CD TOP 534.23 c_La _ m INV IN 526.21 (205) L ,-. o o _ o INV OUT 526.11 (203) U L U 0) � O — r` o .� C Ln N o � rn It LO O N DO It L O O M 202: 24" Basin - Circular Grate Lfl LO N N M Lo STA14+83.30 TOP533.99 - ���0 ++co m�LO No�z MN - _+ g�LMnz ���N gNN� LO INV IN525.99(203) c�iQ�> 0 oQQ-- O co<0- > Z 0 (oQd j > INV OUT 525.89 (201) �c��z ��O» �U)Pz z 0�0 -4cn�? ? 0P0 -4U)�z z 555 540 215 84.46' OF 213 211 12" HDPE 83.59, OF 45.46' F 209 @ 0.50% 12"HDPE 21" HDPE 135.10' OF 207 205 203 nn ° 24.89' OF 24" HDPE 0.500 21"HDPE 0 @ 0.50% 21 HDPE ° @ 0.50 /o 24" HDPE @ 0.50% @ 0.50% 11+00 9+50 10+00 11+00 RD3 - STR 402 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 12+00 13+00 STR 214-SWM1 550 545 540 F�F 530 SWM1 525 201 37.84' OF 24" HDPE @ 0.50% 1 M CD oo71� � � M N N M M DD c? Lo cc Lo 2 +LO n Z Z 0 C�U)Pz z Z m 0 O M 0 0 0 00 Cfl�LoLo 0')00 V � 00 M + L{•� LO O�LOZ z 0 CDCL 0 > > 4z cnH —Z 54n 535 535 _ 3' MIN. _ 530 530 ✓ 2" 22/ OF _ NAP @ 3.00° E`D 525 S SS' 525 PROPOSED \ 407 631S' GRADE 520 n.' O 520 APE �@ 3'00% 515 515 S� ADS do OA, I i 06 510 40 124.65' OF 510 12" HDPE 401 / SWM2 \ @ 1.00% 117.41' 0 E 15�� HD 505 505 EXISTING GRADE 500 500 14+00 15+00 15+50 9+50 10+00 11+00 12+00 13+00 STR 412 - SWM2A HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 9+50 10+00 11+00 STR 502 - STR 404 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 9+50 10+00 11+00 RD 1 - STR 208 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 9+50 10+00 10+50 RD2 - STR 212 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 9+50 10+00 10+50 RD4 - SWM2 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 9+50 10+00 11+00 STR 704 - SWM2 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 14+00 15+00 15+50 9+50 10+00 10+50 STR 602 - SWM2 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 u' 0!p p � w CRAJG . J. KOTATZS Ki Lic. No. 0402048507 k0l'-2 I -20 '0,VA M E O O M� N N O Q O > E E Q LL O LL L Lu O ra QLN J Uco a- LULn N d > p N C7 W N Z P- �x O OaLO X =� c U > Ln a c `^ O N Ln ?ll M a� CO J <0 F Z 0 _d U Ln w z O U) > w w Q 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE AS SHOWN W u0 T/ i 0 z � ;w IL z 0 J o p00 Uu w J J � W O J � a � 0 z Q V / 0 W JOB NO. 44523 SHEET NO. C7.0 L 0 50 PROFILE SCALE A µr exa 10 N 238: MH-1 + STA 10 54.62 Q m o CD rn TOP 553.26 is _ M 0 c i Q C GW J. KgFARSKI e rn o o = o r� " N INV IN 544.95 (239) ° N U c` i `� Lrc.l�io• fi402048507 O v~ O O M 00 co N LO INV OUT 544.86 (237) 1 v r N00 01 -2 I -20 LO 00 ao - ti N C4 cV r O T OO (� N p� 0)Nco � �00No o CON ° �0 �C)6Lo 236:D1-3B8ftThroat com00Lo� co mcoON N U-) is + �L j = O O Ln LO = N CA + N L1) M = O °}� L(j LMf) � , A r CO +STA 10+70.16 M C'i - + � �� *�F =ON -LOZ Z ���Z =MOB Cn LOCO OLO �Nt LONM �Z O a- -- 0 Qw- 0 2-�Z p w ��Z ��LO0 TOP552.67 o��z =O -�LOZZ 0 4 ' ooQc-> > 0�0>> > 0E-0> > NQQ-> > o Qa> �Qa> INV IN544.39(237) <a. > c4<a- > O�Oz z �C/) z z �U) z oHOz Z o Hoz x�_0 c�Hoz z NF-0z z z �cnP_ _ rcn_ _ cnP_ wcn�_ INV OUT541.11 (235) NCn�_ M E 535 500 475 475 565 565 CD S N � Q O > E wLU w o L Lu 0 ro LN M J000 z wH-Ln O rn a > C:, (D LY m Z � � U �x 02w �L w o Q � Lr) = N z �UaL o CLn U) rn N > M a� CO J �Lu U) 0 (D O T :A 0 w > w = Q Q z 0 DATE 0112112020 0 r DRAWN BY op K. MELLON • DESIGNED BY • K. MELLON • CHECKED BY • C. KOTARSKI • • SCALE AS SHOWN 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 9+50 10+00 11+00 12+00 13+00 13+50 SWM 1 - STR 100 STR EX1 - STR 212 106: MH-1 206: DI-3B 10 ft Throat HORIZ SCALE: 1"=50' w 302: 12" Basin - Circular Grate STA 10+81.81 STA 14+02.20 VERT SCALE: 1"=5 0 304: 12" Basin - Circular Grate STA 11+63.13 TOP 506.27 222: DI-3B 6 ft Throat TOP 534.90 242: 12" Basin - Circular Grate I --I STA 10+00.08 TOP 538.55 INV IN 500.71 (107A) STA 10+00.00 INV IN 530.66 (221) STA 10+00.68 TOP 543.66 INV IN 531.26 (303) INV IN 500.21 (107B) TOP 535.25 INV IN 526.58 (207) TOP 537.00 INV OUT 539.42 (303) INV OUT 531.16 (301) INV OUT 493.87 (105) INV OUT 531.00 (221) INV OUT 526.48 (205) INV OUT 532.96 (241) Z 555 555 520 520 555 555 550 550 O \ z (n EXISTING Q uJ 550 GRADE 550 MM > J PROPOSED \ W ILL GRADE \ Z O \\ J O U a 545 545545, ' ^ 232: 15" Basin - Circular Grate V 1 Q STA 12+68.72 J L O TOP 537.00 m INV IN 532.55 (233) J INV IN 532.71 (241) ((~�� a (n 540 540 INV OUT 532.84 (231) `.J \ \ 0 \ z 535 535 12•,� �3 V 1 OP @S p� °F 3' MIN OO 530 530 co 4� 3o7 SWM1 72„y� OF @SooAF i 525 525 5 JOB NO. 9+50 10+00 T R 1� 00 W M 1 12+00 12+50 9+50 1°+0W M 2 - STR 1 11+00 11+50 9+50 T R 2 2 2°+0° STR 2 +50 9+50 10+00 STR 24 2- STR 232 11+00 44 523 S 30 S S S 06 S S 06 HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' ° 0 50 SHEET NO. VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 PROFILE SCALE C7,1 PROPOSED � EXISTING GRADE GRADE 530 495 470 470 SWM1 525 0 465 465 _ EXISTING 520 GRADE 485 0 460 109 39.24' OF \ STEP DOWN 24" HDPE � STRUCTURE @ 15.00% � WITH 2" STEEL PLATE 515 480 455 455 105 � 111.4 ' OF \ 24" HDPE EXISTING @ 15.00% GRADE 510 475 STEP DOWN 450 450 STEP DOWN � STRUCTURE � STRUCTURE WITH 2" � WITH z" \ \ STEEL PLATE STEEL PLATE 3' FAIN. 505 470 445 - 445 ;9G0'. y � 103 �� 'S% O,� 155.80' OF �OOAF � 24" HDPE ��SQ �O> 0 0 � @ 10.00% �p; ;SO O � 500 465 440 �o � � ° 440 495 460 435 435 STEP DOWN STRUCTURE WITH 2" STEEL PLATE 490 455 430 430 PROPOSED GRADE 515 515 EXISTING GRADE \ 510 510 SWM2 3' MIN. 505 505 7 O 500 OF 500 Soo�F 495 495 490 490 550 550 EXISTING GRADE 545 545 540 540 PROPOSED GRADE 535 535 530 530 221 6.83' OF o 12" HDPE @ 5.00% 525 525 560 560 L EXISTING \ GRADE 555 555 PROPOSED \ GRADE 550 550 239 54.65' OF � - 12" HDPE \ @ 15.00% \ \ 545 545 WATER INE 'A' \ 3' MIN. \ \ 540 540 237 117.94' OF 15.61' OF 15" HDPE 12" HDPE @ 1.00% \ @ 3.00% 535 535 23 AF S. po i 530 530 525 525 520 520 545 545 PROPOSED GRADE EXISTING GRADE 540 241 540 535 535 3' MIN. .85' OF 530 1 "HDPE 530 .00% 525 525 520 520 L_