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Home My WebLink AboutWPO201600074 Plan - VSMP WPO VSMP 2017-05-031 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 1 11 1 12 J 2 roL a 0-1 M E w 11L 0 (D D N v7 * 02 CO Z 0 I LO Lr Z LU 0 0 ' E Uj (o 2i Zn 3: W (1) 2 w >2 >2 >2 LJJ w0 w0 0 Z m0 CU � o 0 U) U) CO U CIR z z Ln 0 0 C:, CD oe z NQ) W (-) LU Ui 0 ry > 0 LU (D z :> 10 L" 01 O 00 C) LIJ L'o � 2 roL a 0-1 LY w LU U) CN (D LO w < CO Z 0 I LO Lr Z LU Z W Z LLJ Uj (o 2i Lij U) 2 W (1) 2 w >2 >2 >2 LJJ w0 w0 w0 Z m0 cr-- o � o 0 U) U) CO < z z z 0 0 0 0 W (-) LU Ui C) 0 ry > 0 LU (D z :> 0 0 CN (D LO w < CO Z 0 I LO Lr U) U) < w 00 (N T 2 L 0 0 C C) C\j N C) m MU) C) LO Lr U) C) C wLIJ Z UJI 2 0 < (D W < Q11� > 0 0 m O RRMM ARCHITECTS, PC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 { 757)622-2828"Y" (D' A Q CT kD' W 1A 11 91 1 KO" 'RA Lic. No, 04020'41� '-'o L �34 IN I IN I 1W 0 I 0 0 TZ C) U) Z UJI 2 < z LLJ _j (D W LLJ > 0 z O W (-) LU Ui C) 0 ry > 0 LU (D z :> CO.777,77,77777— 0 M Ir. W" 9 I3 0 REFER TO SITE PLAN FOR FENCE HEIGHT 3'-0" 1 ZOUND LINE :TE FOOTING 1 i 2 I 3 I 4 I 5 I 6 ! 7 I 8 I (1, 2) INTEGRATED DUCTILE IRON SHALL BE BLACK VINYL CLAD DOUBLE SWING GATE A z TOP AND BOTTOM SELVAGE SITE DATA: GENERAL NOTES GENERAL CONSTRUCTION NOTES FOR EROSION AND a ENGINEER: TIMMONS GROUP 'n SEDIMENT CONTROL ON ALL FENCING E SUIT 608 PRESTON AVENUE, SUITE 200 z DEPTH PER PIPE LINE POST (3) VARIABLE INVERT HEIGHTS MANUFACTURER CHARLOTTESVILLE, VA 22 CHARLOTTESVILLE, 1. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA o L �y PLANS/TAKE OFF) (MIN. MANUFACTURING (5) ADAPTER USED TO ATTACH FABRIC TO "H" TELEPHONE: DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 1. THE FLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE ACCORDING TO CONTACT: CRAIG KOTARSKI, P.E. 2. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY ATTACH FENCE FABRIC TO PRE -CONSTRUCTION CONFERENCE ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND oN CRAIG.KOTARSKI@TIMMONS.COM THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. N C'' DISTUIRBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. WIRE CLIP EACH ACCORDING TO PLANS 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED 4" MIN ON 8" - 24" BASED ON MANUFACTURING REQ.) GAUGE MIN.) GROUND LINE TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE BOTTOM RAIL REQUIRED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), 1 - TAX MAP PARCEL: 045C0-02-00-00500 MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). I I SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND LIMITS OF DISTURBANCE: 8.26 ACRES 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL WATERTIGHT JOINT j F' SEDIMENT CONTROL REGULATIONS. 2'-6" GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CONSTRUCTION ACTIVITIES, 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE 3'-0" I I I 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR I I FIRST STEP IN CLEARING. 2 - 12" - 30" FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. PREVIOUS SITE PLANS: MAJOR SITE PLAN (SDP1996-28) PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN CONSTRUCTION. DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING THE SITE AT ALL TIMES. RESTRICTIONS. SEE DRAWING NO, 7001-110-065, THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC ZONING: R2 - RESIDENTIAL 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON PHN (770) 932.2443 FAX 770 932-2490 5- ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0' TO 360'. TO DETERMINE TECHNICAL INFORMATION SHOWN HEREINwww.nyloplast-us.com REVISED BY NMH ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012, REPRODUCTION OF THIS PRINT OR ANY INFORMATVON THESIE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE 6- 12" - 30" STANDARD GRATES SHALL MEET H-20 LOAD RATING. CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 03-11-16 DRAIN BASIN WITH STANDARD GRATE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE QUICK SPEC INSTALLATION DETAIL CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR w MAGISTERIAL DISTRICT: RIO OWNER, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. !- CURRENT. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL SOURCE OF BOUNDARY AND TOPOGRAPHY: TIMMONS GROUP. 7, ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT I AND I MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE LD -94 (D) 121.13. PLAN APPROVING AUTHORITY. 28 IMPERIAL DRIVE 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL Y STAUNTON, VA 24401 ACCORDANCE WITH ASTM -C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL AUGUST 10, 2016 OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. STABIILIZATION IS ACHIEVED. Q LLJ 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING 2 (540}-885-0786 SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE DEVICE. REQUIRED ON ALL UNITS. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND BENCHMARK: TOP OF EXIST. STORM 10. ALL CONCRETE SHALL BE A3 -AE (AIR ENTRAINED 3,000 PSI), UNLESS AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO N 3919145.98 OTHERWISE NOTED. MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE E 14920000 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT IMMEDIATELY. ELEV 487.92 VDOT STANDARDS. 10. ALL FALL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. - 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. DATUM: HORIZONTAL: NAD83 VIRGINIA STATE GRID SOUTH ZONE THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER VERTICAL: NAVD88 ESTABLISHED THROUGH LEICA DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. ZONING ORDINANCE SECTION 5.1.28. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE SMARTNET SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT CODE'. OF ALBEMARLE. ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE BUILDING SETBACKS: FRONT: 25' BUILDING SETBACK PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT LIMITED TO THE HOURS OF 7: 0OAM TO 00PM. 9: SIDE: 15' BUILDING SETBACK SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS H SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO REAR: 20' BUILDING SETBACK PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE BECAUSE OF SLIDES, SINKING, OR COLLAPSE. AND CABLE TV SERVICE TRUNK LINES. (N/A) 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION BUILDING HEIGHT: 28' (EXISTING BUILDING) SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, 19' (ADDITION) 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE BUILDING OR OTHER PORTION OF THE PROPERTY. (MAX. 35FOR R6) RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE _ 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF BUILDING AREA: 69,500 +/- SF (EXISTING) SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO 8,148 +/- SF (REAR CLASSROOM) COURSE48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTYS) 10,709 +/- SF (GYM) 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE EROSION CONTROL INSPECTOR. REQUIRED AT THE RATE OF 0.30 GALLONS PER SQUARE YARD (AEC -250 PRIME COAT) PER VDOT 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND 2,657 +/- SF (STAGE/DINNING) STANDARDS AND SPECIFICATIONS. MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, 11,380 +l- SF (FRONT CLASSROOM) 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT G 102,394 +/- SF (TOTAL) SHALL ACCOMMODATE FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND 1000LBS/ACRE AND CONSIST OFA 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE BRIDGE SPECIFICATIONS. APPLIED AT '180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% 20. THE OWNERS REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT PROPOSED USES: CLASSROOM ADDITIONS, PARKING, AND BUS LOOP DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION FOR THE INSPECTOR. EXISTING PARKING: 92 SPACES AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSES). 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED OF REPAIR FOR ALL PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (NIA) IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS TOTAL POST DEVELOPMENT PARKING PROVIDED: 112 SPACES (5 ADA SPACES) 22. ALL VEGETATION AND ORGANIC MATERIAL MATERIAL IS TO BE REMOVED FROM THE PROPOSED FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO - PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE SUBGRADE. ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER FOR ALL SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. LOADING SPACES PROVIDED: LOADING SPACE PROVIDED AT PARENT DROP OFF MATERIALS AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 I AND BRIDGE STANDARDS. DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. EXISTING IMPERVIOUS AREA(WITHIN PROJECT LIMITS): 3.60 ACRES FOR THE WORK ZONE IS A PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF WAY. (N/A) DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) TOTAL POST DEVELOPED IMPERVIOUS AREA (WITHIN PROJECT LIMITS): 5.06 ACRES OF ROAD. (N/A) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION F 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM ORDINANCE SECTION 17-2078) SLOPE OF 0.004 ft./ft. 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB BLASTING NOTES AND GUTTER OR CG -7, THERE SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) WETLAND IMPACTS: NONE 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. PLAN IN ACCORDANCE WITH THE STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION UTILITIES: ACSA OF THE VIRGINIA WORK AREA PROTECTION MANUEL FOR REVIEW BY THE ENGINEER, SCHOOL ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES OFFICIALS, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. - 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON-SITE AND WITHIN ALL NEW STRUCTURES DRAINAGE DISTRICT: SOUTH FORK RIVANNA SHALL COMPLY WITH THE 2006 UNIFORM STATEWIDE BUILDING CODE, 2006 VIRGINIA 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF CONSTRUCTION CODE, AND ICC/ANSI Al 17.1-03. OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. DRAINAGE FACILITIES: UNDERGROUND DETENTION SYSTEM AND CARTRIDGE 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. 2. PIPE ,AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT TREATMENT SYSTEM 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL FACILITIES. HAVE A 6:1 STONE WEDGE PLACED AT THE END OF THE DAY 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT THERE ARE NO CRITICAL SLOPES LOCATED WITHIN THE PROPERTY LIMITS. 33. EACH PROPOSED FDC SHALL HAVE A FLOOR PLAN/MAP ATTACHED, SHOWING WHICH PART OF STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE THE BUILDING EACH INDIVIDUAL FDC SERVES. IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL E THERE ARE NO CONSTRUCTION ACTIVITIES PROPOSED WITHIN THE 100 -YR FLOODPLAIN. INSPECTOR. ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. - 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. D 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS 111. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 9 I3 0 REFER TO SITE PLAN FOR FENCE HEIGHT 3'-0" 1 ZOUND LINE :TE FOOTING STANDARD VINYL -COATED CHAIN LINK FENCE No Scale 1 2 LINE POST - 10" 1 3 1 4 15' 17' �}-7' 15' 011 NET POST POLES SHALL EXTEND V OUTSIDE OF SIDELINE STRIPE 2" WHITE w STRIPE (TYP.) 2" WHITE J STRIPE (TYP.) LL O w U) D rJj WILSON PICKLEBALL NET OR z EQUIVALENT. NET SHALL BE 22'X 3' IN N DIMENSION AND ATTACHED TO NET POST POLES. O 44' (INCLUSIVE OF LINES) TYPICAL PICKLEBALL COURT DETAIL No Scale 5 I 6 9 I 10 1 11 I 12 I ^- I 12 I ALL CHAINLINK, RAILS, &COLUMNS NYLOPLAST DRAIN BASIN WITH STANDARD CRATE (1, 2) INTEGRATED DUCTILE IRON SHALL BE BLACK VINYL CLAD DOUBLE SWING GATE A z TOP AND BOTTOM SELVAGE 0') (y) 18" MIN WIDTH GUIDELINE TO BE KNUCKLED a TOP RAIL REQUIRED 'n m ON ALL FENCING MINIMUM PIPE BURIAL z DEPTH PER PIPE LINE POST (3) VARIABLE INVERT HEIGHTS MANUFACTURER #6 GAUGE WIRE CLAMPS TO BE o L �y PLANS/TAKE OFF) (MIN. MANUFACTURING (5) ADAPTER USED TO ATTACH FABRIC TO "H" REQ. SAME AS MIN. SUMP) ANGLES GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE COLUMNS (6 PER POST) REFER TO SITE PLAN ACCORDING TO TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. FOR FENCE HEIGHT ATTACH FENCE FABRIC TO � oN TOP RAIL & BOTTOM RAIL ONE TENSION N C'' WITH HOG -RINGS WIRE CLIP EACH ACCORDING TO PLANS APPROXIMATELY 24" C.C. LANE POST (#6 (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS 4" MIN ON 8" - 24" BASED ON MANUFACTURING REQ.) GAUGE MIN.) GROUND LINE 6"MIN ON 30" BOTTOM RAIL REQUIRED E(5 SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), 1 - ON ALL FENCING I I TYPICAL SPACING LU • WATERTIGHT JOINT j F' BETWEEN ALL LINE 2'-6" GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, 8"- 30" -+- i I POST 3'-0" I I I END, CORNER, LINE BRACE OR GATE POST I I 2 - 12" - 30" FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. v M 10' 10' 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN CONCRETE FOOTING DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING LINE POST RESTRICTIONS. SEE DRAWING NO, 7001-110-065, THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE 10" BUFORD, GA 30518 ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 1-23.06 N-12 HP, & PVC SEWER. 4" - 24"), TRANSFER, OR LICENSE THE USE OF THE DESIGN OR PHN (770) 932.2443 FAX 770 932-2490 5- ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0' TO 360'. TO DETERMINE TECHNICAL INFORMATION SHOWN HEREINwww.nyloplast-us.com REVISED BY NMH END BRACE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012, REPRODUCTION OF THIS PRINT OR ANY INFORMATVON TITLE STANDARD VINYL -COATED CHAIN LINK FENCE No Scale 1 2 LINE POST - 10" 1 3 1 4 15' 17' �}-7' 15' 011 NET POST POLES SHALL EXTEND V OUTSIDE OF SIDELINE STRIPE 2" WHITE w STRIPE (TYP.) 2" WHITE J STRIPE (TYP.) LL O w U) D rJj WILSON PICKLEBALL NET OR z EQUIVALENT. NET SHALL BE 22'X 3' IN N DIMENSION AND ATTACHED TO NET POST POLES. O 44' (INCLUSIVE OF LINES) TYPICAL PICKLEBALL COURT DETAIL No Scale 5 I 6 9 I 10 1 11 I 12 M E z NYLOPLAST DRAIN BASIN WITH STANDARD CRATE (1, 2) INTEGRATED DUCTILE IRON n FRAME & GRATE TO MATCH BASIN O.D. A z O CNI 0') (y) 18" MIN WIDTH GUIDELINE 0 a G� 'n m 8" MIN THICKNESS GUIDELINE MINIMUM PIPE BURIAL z DEPTH PER PIPE ti r (3) VARIABLE INVERT HEIGHTS MANUFACTURER AVAILABLE (ACCORDING TO RECOMMENDATION o L �y PLANS/TAKE OFF) (MIN. MANUFACTURING (5) ADAPTER (6, 7) TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR REQ. SAME AS MIN. SUMP) ANGLES GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE VARIABLE 0'- 360' - �� DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, ACCORDING TO TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. PLANS SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. � oN --i ) z N C'' (3) VARIABLE SUMP DEPTH LLI ACCORDING TO PLANS w0 (6" MIN. ON 8" -24", 10"MIN. ON 30" (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS 4" MIN ON 8" - 24" BASED ON MANUFACTURING REQ.) AVAILABLE: 4" - 30" FOR CORRUGATED HDPE 6"MIN ON 30" (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR - E(5 SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), 1 - PVC DWV (EX: SCH 40), PVC C900/C905, PVC CU CORRUGATED & RIBBED PVC LU • WATERTIGHT JOINT j F' THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER _ (CORRUGATED HDPE SHOWN) v GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, 8"- 30" -+- CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE O PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321, 1 - 8" - 30" STANDARD GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 - 12" - 30" FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. v M 8" &'10" STANDARD GRATES FIT DIRECTLY ONTO DRAIN BASINS WITH THE USE OF A PVC BODY TOP. SEE DRAWING NO. 7001-110-045, 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN 00_j DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO, 7001-110-065, THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE 4- DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 1-23.06 N-12 HP, & PVC SEWER. 4" - 24"), TRANSFER, OR LICENSE THE USE OF THE DESIGN OR PHN (770) 932.2443 FAX 770 932-2490 5- ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0' TO 360'. TO DETERMINE TECHNICAL INFORMATION SHOWN HEREINwww.nyloplast-us.com REVISED BY NMH PROJECT N0./NAME MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012, REPRODUCTION OF THIS PRINT OR ANY INFORMATVON TITLE 6- 12" - 30" STANDARD GRATES SHALL MEET H-20 LOAD RATING. CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 03-11-16 DRAIN BASIN WITH STANDARD GRATE 7- 8" & 10" STANDARD GRATES ARE RATED FOR LIGHT DUTY APPLICATIONS ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS QUICK SPEC INSTALLATION DETAIL ONLY; NO CONCRETE COLLAR NEEDED FOR LIGHT DUTY RATING. IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN w PERMISSION FROM NYLOPLAST. r ,1 NYLOPLAST DWG SIZE A SCALE 1:40 SHEET 1 OF 1 DWG NO, 7001-110-144 REV H DIMENSIONS ARE FOR REFERENCE ONLY ACTUAL DIMENSIONS MAY VARY DIMENSIONS ARE IN INCHES GRATE MEETS H-20 LOAD RATING QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70-50-05 PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT LOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING NO. 7001-110-033 * FOR DESIGN OF BACKBOARD REFER "NATIONAL FEDERATION OF STATE HIGH * "FAN" 4'-0"- SCHOOLS ASSOCIATION" & "THE VA. HIGH SHAPED METAL. SCHOOL LEAGUES" BACKBOARD I- RIM • 'r 10'-0" 4" DIA, GALVANIZED FINISHED PIPE FORMED COURT SURFACE UPRIGHT CONI. FOOTING 3'-6,) 3,:.:. ANCHOR PIN 6",J 2 STANDARD BASKETBALL GOAL 3.56 1299CCC APPROX. WEIGHT WITH FRAME = :39.90 LBS i- 700' BASKETBALL STRIPING Y BASELINE TO EDGE Of PA VEMEN T 3' SIDELINI- TO EDGE OF PA YEMEN T TYPICAL FOURSQUARE COURTDETAIL F.M. OUTDOOR BASKETBALL COURT LAYOUT NO SCALE 0' 56' (2) OUTDOOR BASKETBALL GOALS BACKBOARD/SUPPORT/BASKET WITH NET(SEE DETAIL THIS DWG) 9 1 10 1 11 1 12 IZ (11NULU51VE UF- LINL6) M E z 4" WHITE n STRIPE (TYP.) A z O CNI 0') (y) O 0 a G� 'n m O z ti r 3 TYPICAL FOURSQUARE COURTDETAIL F.M. OUTDOOR BASKETBALL COURT LAYOUT NO SCALE 0' 56' (2) OUTDOOR BASKETBALL GOALS BACKBOARD/SUPPORT/BASKET WITH NET(SEE DETAIL THIS DWG) 9 1 10 1 11 1 12 (0 r M E z � o � V � N cn �o O CNI 0') (y) 0 a G� or, m 3 CL I__ o L �y dF- �o �w °°w �M U 00 U (j C) W -3 i! � oN + z N C'' 0+ LLI CU M zr w0 w0 (.5 w0 CD ) < �d E2 E(5 C0 CU W LU • CUN > c, u, u' O O cc, N v M CL 00_j C:)LU I- (0 r z r � O O CNI 0') (y) G� or, m CL I__ CL I.- dF- �w °°w �w U (j C) W o � Cil >2i > LLI w0 w0 (.5 w0 CD mU E2 E(5 C0 U) W LU • O O O r` r` w I` LO !- N Y � Q LLJ m N r 2 [Y (0 r • r � O CNI 0') (y) L0 r Uj C:) r LLI H Lu L (D Q < (j C) W o co i� 0,00 /• ILLI i H RRMM ARCHITECTS, IAC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 T a% f zd fc 1,1fj10204.8'50 w SHEET C1.0 E D C B A • TZ i� 0,00 /• ILLI Lu rr LU • SHEET C1.0 E D C B A LTJ in 1 I 2 I 3 I 4 2 I 3 I 4 5 I 6 7 I 8 I 9 I 10 I 11 l 12 B-1, B-2 WEEP HOLE (AS REQ'D.) 0 �;i MNI�o > STEPS (AS REO'D.) 4. 4A >4 IX 1, D X FB_ -_1] 6W'I'R XE 1 2 MONOLITHIC DI -1 SECTION CAST IRON Ole V2 SECTION STEEL 2'-7NOTES " LUGS TO BE 1'_3ve L 2% " X 2ye X 1/ 1, f -STEPS (AS REQ'D,) WEEP HOLE (AS REQ'D.) 0 L� LU > M 0 ALTERNATE JOINT DETAIL D X rn A 0) tc- CAST WITH DIMENSIONS 2 14 2'-7" 9ye COLLAR - -F 4'-2" - PLAN x W5 CAST WITH DIMENSIONS 2 14 1. DEPTH OF INLET (H) TO BE SHOWN ON X MINIMUM COLLAR - --4k R 10'-4" LONG PLANS. FOR DEPTH GREATER THAN 10'USE STANDARD 61, 18.1 21" 48" 5" Di -1A A2. 60 5" 8" 36" 8 THE "H" DIMENSION SHOWN ON THE STANDARDS AND SPECIFIED ON THE PLANS WILL BE MEASURED FROM THE INVERT OF No. 48" - 54" Lin. Ft. CAST GALV. ONE WELDED THE OUTFALL PIPE TO THE TOP OF THE No. Lin. Ft.* 66" IRON STEEL JOINT STRUCTURE. PLAN "H" DIMENSIONS ARE CL CL It Q. CL 2`6" 1.15 2,26 APPROXIMATE ONLY FOR ESTIMATING 10 OPTIONAL C14 0.785 66 = WELD ALL PURPOSES AND THE ACTUAL DIMENSIONS -3, -Y 3'-2" -< BRACE RIBS 12 .6 LBS I CONNECTORS SHALL BE DETERMINED BY THE 13 22 1 0.970 3 LBS TO COLLAR CONTRACTOR FROM FIELD CONDITIONS. 5 11-6.1 2 INCLUDING 3 3. WHEN SPECIFIED ON THE PLANS THE 3 13 31-211 3, _2" 4 C LUGS ONNECTORS (CONNECTORS 3 INVERT IS TO BE SHAPED IN ACCORDANCE 4 11-01. 64 COLLAR WITH STANDARD IS -1, THE COST OF 3.02 ]-Tit N-6-1 6 61-711 to 6'-10" FURNISHING AND PLACING ALL MATERIALS 5--7"_ 3 3, -2" 31-2" 4 Y-6" INCIDENTAL TO THE SHAPING IS TO BE 11_61� 4 11-01. ill I INCLUDED IN THE BID PRICE FOR THE !/2x 1V2" x 4" 3.46 x 4" STRUCTURE. 10 LUGSSTUD ' SHEAR 3 4. IN THE EVENT THE INVERT OF THE R EQUIVALENT WEDED 1 12 9V CONNECTORS AREA (GRATE REMOVED) OUTFALL PIPE IS HIGHER THAN THE SEE DETAIL A BOTTOM OF THE STRUCTURE, THE INVERT OF THE STRUCTURE SHALL BE SHAPED 7 WITH CEMENT MORTAR TO PREVENT D + 8" + 2X 5� STEPS ARE TO BE PROVIDED WHEN H IS DIMENSIONS FOR DUMP NO WASTE DRAINS TO WATERWAYS 41-011 OR GREATER. FOR DETAILS SEE CAST IRON ONLY DETAIL B STANDARD ST -1. 6. THIS ITEM MAY BE PRECAST OR CAST - DOGHOUSE WITH FOOTING DETAIL A D IN-PLACE. 1 -2'-6" _ I NOTES: 4'-2' HARDWARE 7. #4 X 811 SMOOTH DOWELS AT CLOTH SEE DETAIL APPROXIMATELY 12" C -C TO BE 2'-711 PLACED IN ALL AREAS ADJACENT 4" DEPTH AGGR 1. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION ON WEEP HOLES, STEP REQUIREMENTS, "H" (LIN. FT. FOR MANHOLES) DIMENSIONS, ETC. 2. ALL ME UNITS ARE TO BE IN ACCORDANCE WITH THE REQUIREMENTS OF AASHTO M199. 3. CONCRETE SHALL BE 4000 PSI. 4, WHERE OPENINGS ARE REQUIRED FOR PIPE, THEY SHALL BE FORMED, DRILLED, OR NEATLY CUT AS APPROVED BY THE ENGINEER. THE CONTRACTOR SHALL FURNISH THE FABRICATOR WITH THE ANGLES BETWEEN CENTER LINES, THE INVERT ELEVATIONS, AND THE SIZE OF ALL PIPES TO ENTER THE MANHOLE. HOLES ARE TO BE A MINIMUM OF 4" TO A MAXIMUM OF 8" LARGER THAN THE OUTSIDE DIAMETER OF THE PROPOSED PIPE. 5. DIMENSIONS SHOWN ARE MINIMUM ACTUAL DIMENSIONS MAY VARY WITH MANUFACTURER <DIMEN� IONS FOR DIMENSIONS T IRON ONLY if A , v �' 1 L ,, i CLASS A3 (3000 PSI). PRECAST 6. "D" IS NOMINAL DIAMETER. DEPTH "H" OF 36" DIAMETER BASE UNIT RESTRICTED 2-1 CONCRETE IS TO BE 4000 PSI, 1:Ll I - MY ALTERNATE METHODS OF ANCHORAGE 7. IN THE EVENT THE INVERT OF THE OUTFALL PIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, TO 4'-0" MAXIMUM. SECTION A -A / -7- 10 THE INVERT OF THE STRUCTURE SHALL BE SHAPED WITH CEMENT MORTAR TO PREVENT STANDING SEE DETAIL B F _77 MEETING THE APPROVAL OF THE ENGINEER OR PONDING OF WATER IN THE STRUCTURE. *ONE THROUGH PIPE ONLY. (ONE PIPE ENTERING AND CONCRETE QUANTITIES FOR MIN, DEPTH MAY BE SUBSTITUTED FOR THE CAST IRON ONE PIPE EXITING STRUCTURE) APPROXIMATE WEIGHT LUGS AS SHOWN HEREON, 8. TONGUE AND GROOVE JOINT ARE TO BE OF FABRICATOR'S DESIGN MEETING VDOT APPROVAL. 121 CONCRETE PIPE - 1.440 CU. YD. CONCRETE CAST IRON 11. DUMP NO WASTE DRAINS TO WATERWAY JOINTS ARE TO BE SEALED WITH MORTAR, O-RING GASKETS, OR BUTYL RUBBER. 15' CONCRETE PIPE - 1.528 CU, YD, CONCRETE �4' GRATE 363 ± 18 LBS LETTERING IS REQUIRED ON ALL DI -1 181 CONCRETE PIPE - 1.620 CU. YD. CONCRETE 24� . CONCRETE PIPE - 1,817 CU, YD, CONCRETE GRATES. LOCATION OF LETTERING MAY SECTION C -C SECTION D -D VARY BY MANUFACTURER. ADD 0.469 CU. YD, PER ADDITIONAL FOOT OF DEPTH. GRATE DETAIL XVDOT SPECIFICATION XVmT SPEC FICATION ROAD AND BRIDGE STANDARDS STANDARD PRECAST BASE UNITS REFERENCE ROAD AND BRIDGE STANDARDS STANDARD DROP INLET REFIERENCE SHEET I OF I REVISION DATE 105 SHEET 1 OF 1 REVISION DATE 12" - 24" PIPE. MAXIMUM DEPTH (H) 101 233 103.11 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 104.01 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 DI -3A, 3B, 3C EXPANSION KEYED DI -3A, 3B, 30 FOR DETAILS OF INLET JOINT CONST. TABLE OF QUANTITIES EXPANSION JOINT 3'-10" FRAME & COVER -RACK nP 'InrWAI K JOIN T BARS D APPROACH N GUTTER L DIMENSIONS CL D X MINIMUM Y SUGGESTED MINIMUM MAX. PIPE SIZE ABSOLUTE MAXIMUM * 36" 4" 61, 18.1 21" 48" 5" 61, 24" 27-1 60 5" 8" 36" 42-1 72" No. 48" - 54" Lin. Ft. No. 60" 66'. No. Lin. Ft.* 66" I Lin. FtA if A , v �' 1 L ,, i CLASS A3 (3000 PSI). PRECAST 6. "D" IS NOMINAL DIAMETER. DEPTH "H" OF 36" DIAMETER BASE UNIT RESTRICTED 2-1 CONCRETE IS TO BE 4000 PSI, 1:Ll I - MY ALTERNATE METHODS OF ANCHORAGE 7. IN THE EVENT THE INVERT OF THE OUTFALL PIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, TO 4'-0" MAXIMUM. SECTION A -A / -7- 10 THE INVERT OF THE STRUCTURE SHALL BE SHAPED WITH CEMENT MORTAR TO PREVENT STANDING SEE DETAIL B F _77 MEETING THE APPROVAL OF THE ENGINEER OR PONDING OF WATER IN THE STRUCTURE. *ONE THROUGH PIPE ONLY. (ONE PIPE ENTERING AND CONCRETE QUANTITIES FOR MIN, DEPTH MAY BE SUBSTITUTED FOR THE CAST IRON ONE PIPE EXITING STRUCTURE) APPROXIMATE WEIGHT LUGS AS SHOWN HEREON, 8. TONGUE AND GROOVE JOINT ARE TO BE OF FABRICATOR'S DESIGN MEETING VDOT APPROVAL. 121 CONCRETE PIPE - 1.440 CU. YD. CONCRETE CAST IRON 11. DUMP NO WASTE DRAINS TO WATERWAY JOINTS ARE TO BE SEALED WITH MORTAR, O-RING GASKETS, OR BUTYL RUBBER. 15' CONCRETE PIPE - 1.528 CU, YD, CONCRETE �4' GRATE 363 ± 18 LBS LETTERING IS REQUIRED ON ALL DI -1 181 CONCRETE PIPE - 1.620 CU. YD. CONCRETE 24� . CONCRETE PIPE - 1,817 CU, YD, CONCRETE GRATES. LOCATION OF LETTERING MAY SECTION C -C SECTION D -D VARY BY MANUFACTURER. ADD 0.469 CU. YD, PER ADDITIONAL FOOT OF DEPTH. GRATE DETAIL XVDOT SPECIFICATION XVmT SPEC FICATION ROAD AND BRIDGE STANDARDS STANDARD PRECAST BASE UNITS REFERENCE ROAD AND BRIDGE STANDARDS STANDARD DROP INLET REFIERENCE SHEET I OF I REVISION DATE 105 SHEET 1 OF 1 REVISION DATE 12" - 24" PIPE. MAXIMUM DEPTH (H) 101 233 103.11 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 104.01 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 DI -3A, 3B, 3C EXPANSION KEYED DI -3A, 3B, 30 FOR DETAILS OF INLET JOINT CONST. TABLE OF QUANTITIES EXPANSION JOINT 3'-10" FRAME & COVER -RACK nP 'InrWAI K JOIN T BARS D APPROACH N GUTTER L . #68, #78 OR CL DEPTH BRICK MANHOLE REINFORCING STEEL BRICK CONCRETE CONCRETE FEET THOUSANDS TO ABUTTING CONCRETE TO PREVENT SETTLEMENT. IN LIEU OF DOWELS Concrete BARS A BARS B BARS C BARS D BARS E BARS F BARS G Lj w w LFL, Ft. Sq. Ft. #8 x 6" WIDTH No. Lin. Ft. No. Lin. Ft. No. * o Lin. Ft. * No. Lin, F No. Lin. Ft.* No. I Lin. FtA A 21IX4" NOTCH MAY BE PROVIDED. Lin. Ft.* CL CL It Q. CL 2`6" 1.15 2,26 2.747 10 - 0.785 1 5'-7" 3 -3, -Y 3'-2" - 12 2.2 SEE STANDARD T -DI -3, 4 FOR 6 13 22 1 0.970 41 311 DIAMETER 2.59 5 11-6.1 2 6'-7" to 6'-10" 3 51-7" 3 13 31-211 3, _2" 4 11-61, 3 ALTERNATE DESIGN. 4 11-01. 64 COLLAR WEEP HOLE 3.02 5 N-6-1 6 61-711 to 6'-10" 3 5--7"_ 3 3, -2" 31-2" 4 Y-6" 3 11_61� 4 11-01. ill I 8. 3.67 3.46 EE NOTE 8 �� 10 6'-7" to 61-1011 3 M71 3 3'-21, 3 2 4 51-61, to I V-611 4 11-0.1 8, 3" DIAMETER WEEP HOLE WITH 12"X12" DI -38 Z Z Z Z 3.90 5 7'-6-' 14 6'-7" to 6'-10" 3 5'-7" 3 3 3'-2" 3 2 4 7'-6" 3 11-61, 4 11-01, 204 PLASTIC HARDWARE CLOTH 1/4%1 MESH 5.50 g:� !�!E r 18 6'-7" to W-1011 3 5'-71, 3 3'-211 4 9'-6" 3 V-6" 4 li-O.. C4 1V 6.42 OR GALVANIZED STEEL WIRE, MINIMUM 5 111-61' 22 6'-7" to 61-1011 3 1211-1511-1811 OR 24" 3 N-2" 4 ill-ral. 3 V-6-1 4 298 16' 7.33 1 5.22 WIRE DIAMETER 0.03", NUMBER 4 MESH 13'-611 04 2 r ? 3 5'-7" 3 3'-2" 4 MEHIM 3 li-6" 4 T-0.1 345 18, 8.25 5.66 5 15'-6" HARDWARE CLOTH ANCHORED FIRMLY 6'-7" to 6'-10" NN C11 I fcq i;l 3 11 1 1 1 1,5'-6" 3 - 11-6.1 4 11-0.1 391 20' 9.17 6.09 5 17'-6" 34 6'-7" to 6'-10 .1 TO THE OUTSIDE OF THE STRUCTURE. 5'-7" 3 3'-211 , , 17'-6-1 3 mmmmfl 4 J. -O" 438 6' 2.75 3.01 10 11-9.1 4 9. CAST IN PLACE CONCRETE IS TO BE if A , v �' 1 L ,, i CLASS A3 (3000 PSI). PRECAST 6. "D" IS NOMINAL DIAMETER. DEPTH "H" OF 36" DIAMETER BASE UNIT RESTRICTED 2-1 CONCRETE IS TO BE 4000 PSI, 1:Ll I - MY ALTERNATE METHODS OF ANCHORAGE 7. IN THE EVENT THE INVERT OF THE OUTFALL PIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, TO 4'-0" MAXIMUM. SECTION A -A / -7- 10 THE INVERT OF THE STRUCTURE SHALL BE SHAPED WITH CEMENT MORTAR TO PREVENT STANDING SEE DETAIL B F _77 MEETING THE APPROVAL OF THE ENGINEER OR PONDING OF WATER IN THE STRUCTURE. *ONE THROUGH PIPE ONLY. (ONE PIPE ENTERING AND CONCRETE QUANTITIES FOR MIN, DEPTH MAY BE SUBSTITUTED FOR THE CAST IRON ONE PIPE EXITING STRUCTURE) APPROXIMATE WEIGHT LUGS AS SHOWN HEREON, 8. TONGUE AND GROOVE JOINT ARE TO BE OF FABRICATOR'S DESIGN MEETING VDOT APPROVAL. 121 CONCRETE PIPE - 1.440 CU. YD. CONCRETE CAST IRON 11. DUMP NO WASTE DRAINS TO WATERWAY JOINTS ARE TO BE SEALED WITH MORTAR, O-RING GASKETS, OR BUTYL RUBBER. 15' CONCRETE PIPE - 1.528 CU, YD, CONCRETE �4' GRATE 363 ± 18 LBS LETTERING IS REQUIRED ON ALL DI -1 181 CONCRETE PIPE - 1.620 CU. YD. CONCRETE 24� . CONCRETE PIPE - 1,817 CU, YD, CONCRETE GRATES. LOCATION OF LETTERING MAY SECTION C -C SECTION D -D VARY BY MANUFACTURER. ADD 0.469 CU. YD, PER ADDITIONAL FOOT OF DEPTH. GRATE DETAIL XVDOT SPECIFICATION XVmT SPEC FICATION ROAD AND BRIDGE STANDARDS STANDARD PRECAST BASE UNITS REFERENCE ROAD AND BRIDGE STANDARDS STANDARD DROP INLET REFIERENCE SHEET I OF I REVISION DATE 105 SHEET 1 OF 1 REVISION DATE 12" - 24" PIPE. MAXIMUM DEPTH (H) 101 233 103.11 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 104.01 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 DI -3A, 3B, 3C EXPANSION KEYED DI -3A, 3B, 30 FOR DETAILS OF INLET JOINT CONST. TABLE OF QUANTITIES EXPANSION JOINT 3'-10" FRAME & COVER -RACK nP 'InrWAI K JOIN T BARS D APPROACH N GUTTER 2" BAR G WARPED GUTTER BAR I SUBBASE 2" - - - HARDWARE - - - CLOTH z �_BARS F + WEEP HOLE, C . I SEE NOTE 8 0 1 I 7 STEPS,'SEE NOTE 5 4`0" SECTION A -A . KEYED CONST. JOINT -10" L -VARIABLE MAX, 20' 2' 21 WARPED 2'-0" 81, 2'-6" .3' _01� 2" 11 GUTTER APPROACH < BA� m _ B X�S A GUTTER TYPE L AREA OF SLOT CL DEPTH BRICK MANHOLE REINFORCING STEEL BRICK CONCRETE CONCRETE FEET THOUSANDS CU.YARDS Concrete BARS A BARS B BARS C BARS D BARS E BARS F BARS G WEIGHT 0.5 Ft. Sq. Ft. Cu. Yds. No. Lin. Ft. No. Lin. Ft. No. * o Lin. Ft. * No. Lin, F No. Lin. Ft.* No. I Lin. FtA No. Lin. Ft.* Lbs. DI -3A 2`6" 1.15 2,26 2.747 10 - 0.785 1 5'-7" 3 -3, -Y 3'-2" - 12 2.2 1 0.9703.817 6 13 22 1 0.970 41 1.83 2.59 5 11-6.1 2 6'-7" to 6'-10" 3 51-7" 3 13 31-211 3, _2" 4 11-61, 3 il-&I 4 11-01. 64 61 2.75 3.02 5 N-6-1 6 61-711 to 6'-10" 3 5--7"_ 3 3, -2" 31-2" 4 Y-6" 3 11_61� 4 11-01. ill I 8. 3.67 3.46 5 5'-6" 10 6'-7" to 61-1011 3 M71 3 3'-21, 3 2 2" BAR G WARPED GUTTER BAR I SUBBASE 2" - - - HARDWARE - - - CLOTH z �_BARS F + WEEP HOLE, C . I SEE NOTE 8 0 1 I 7 STEPS,'SEE NOTE 5 4`0" SECTION A -A . KEYED CONST. JOINT -10" L -VARIABLE MAX, 20' 2' 21 WARPED 2'-0" 81, 2'-6" .3' _01� 2" 11 GUTTER APPROACH < BA� m _ B X�S A GUTTER TYPE L AREA OF SLOT CL DEPTH BRICK MANHOLE REINFORCING STEEL BRICK CONCRETE CONCRETE FEET THOUSANDS CU.YARDS Concrete BARS A BARS B BARS C BARS D BARS E BARS F BARS G WEIGHT 0.5 Ft. Sq. Ft. Cu. Yds. No. Lin. Ft. No. Lin. Ft. No. * o Lin. Ft. * No. Lin, F No. Lin. Ft.* No. I Lin. FtA No. Lin. Ft.* Lbs. DI -3A 2`6" 1.15 2,26 2.747 10 - 0.785 1 5'-7" 3 -3, -Y 3'-2" - 12 2.2 1 0.9703.817 6 13 22 1 0.970 41 1.83 2.59 5 11-6.1 2 6'-7" to 6'-10" 3 51-7" 3 13 31-211 3, _2" 4 11-61, 3 il-&I 4 11-01. 64 61 2.75 3.02 5 N-6-1 6 61-711 to 6'-10" 3 5--7"_ 3 3, -2" 31-2" 4 Y-6" 3 11_61� 4 11-01. ill I 8. 3.67 3.46 5 5'-6" 10 6'-7" to 61-1011 3 51-7" 3 3'-21, 3 2 4 51-61, 3 V-611 4 11-0.1 158 DI -38 10, 4.58 3.90 5 7'-6-' 14 6'-7" to 6'-10" 3 5'-7" 3 3 3'-2" 3 2 4 7'-6" 3 11-61, 4 11-01, 204 12' 5.50 4.34 5 9'-6 18 6'-7" to W-1011 3 5'-71, 3 3'-211 4 9'-6" 3 V-6" 4 li-O.. 251 1V 6.42 4.78 5 111-61' 22 6'-7" to 61-1011 3 5'-7" 3 N-2" 4 ill-ral. 3 V-6-1 4 298 16' 7.33 1 5.22 5 13'-611 26 6'-7" to 6'-10" 3 5'-7" 3 3'-2" 4 13'-6" 3 li-6" 4 T-0.1 345 18, 8.25 5.66 5 15'-6" 30 6'-7" to 6'-10" 3 5'-7" 3 3'-2" - 4 1,5'-6" 3 - 11-6.1 4 11-0.1 391 20' 9.17 6.09 5 17'-6" 34 6'-7" to 6'-10 .1 3 5'-7" 3 3'-211 4 17'-6-1 3 11-61, 4 J. -O" 438 6' 2.75 3.01 10 11-9.1 4 &-7" to 61-10" 5 5'-7" 3 3'-211 8 i, -F- 6 T -r'- 2 1'-0" ill 8. 3.67 3.45 10 2'-91' a 6'-7" to 6'-10"- 5 51-7i� 3 3'-211 a 2'-9" 6 11-61, 2 11-01. 158 10, 4.58 3.89 10 3'-9" 12 6'-7" to W-10" 5 5--7" 3 3'-2" 8 31-9ii 6 11-6.1 2 11-01, 205 12' 550 4.33 10 41-9i' 16 61-711 to 61-1011 5 1 5'-7" 3 3'-2" 8 41-91, 6 V-611 2 11-01, 252 DI -3C 1446.42 437 10 51-9.1 20 6'--7"-to 6'-1011 5 5'-7" 3 3'-2" 8 51-91. 6 V-611 2 11-0.1 298 16, 33 7� 5.21 10 6'-911 24 6'-7" to 6-10" 5 5'-7'- 3 3'-2" 8 61-91- 6 V_61� 2 11-01, 345 18, 8�25 5.65 10 1 7'-9-1 28 6'-7" to 6'-10" 5 T-7 3 31-2" 8 71-9" 6 l'-6" 2 '1-0 20, 9,17 6.09 10 1 8'-9" 32 1 6'-711 to 61- jr," 5 5'-711 1 3 1 3'-2" 8 81-91, 6 V-6" 4392 39 NOTES B 4RS 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. 7. # 4 X 8" SMOOTH DOWELS AT APPROXIMATELY 15. THIS AREA MAY BE EARTHEN, IN WHICH CASE BARS F BARS E B 12" C -C TO BE PLACED IN ALL AREAS ADJACENT THE EXPANSION JOINTS WILL APPLY ONLY TO *3" DIAMETER j BARS E 2. THE "H" DIMENSION SHOWN ON THE STANDARDS TO ABUTTING CONCRETE TO PREVENT CURB AND GUTTER. BARS 8 AND SPECIFIED ON THE PLANS WILL BE SETTLEMENT. WEEP HOLE FRONT ELEVATION MEASURED FROM THE INVERT OF THE OUTFALL 16. CONCRETE QUANTITIES SHOWN ARE FOR DEPTH (GUTTER REMOVED) BARS F --V- 8' PIPE TO THE TOP OF THE STRUCTURE. 8, 3" DIAMETER WEEP HOLE TO BE LOCATED TO (H) OF 51-211 WITHOUT PIPES. THE AMOUNT 1. ' 3-0- 1114" PLAN 'H DIMENSIONS ARE APPROXIMATE ONLY DRAIN SUBBASE MATERIAL. WEEP HOLE WITH DISPLACED BY PIPES MUST BE DEDUCTED TO FOR ESTIMATING PURPOSES AND THE ACTUAL 12"X12" PLASTIC HARDWARE CLOTH 1/411 MESH OBTAIN TRUE QUANTITIES. FOR INLETS OF SECTION B -B DIMENSIONS SHALL BE DETERMINED BY THE OR GALVANIZED STEEL WIRE, MINIMUM WIRE DIFFERENT DEPTHS ADD OR SUBTRACT 0.32 L�m- A 5X j4" BENT PL .. ATE CONTRACTOR FROM FIELD CONDITIONS. DIAMETER 0.03", NUMBER 4 MESH HARDWARE CUBIC YARDS OF CONCRETE FOR EACH FOOT pR CLOTH ANCHORED FIRMLY TO THE OUTSIDE OF DEPTH, 3. WHEN SPECIFIED ON THE PLANS THE INVERT IS OF THE STRUCTURE. R TO BE SHAPED IN ACCORDANCE WITH STANDARD 17, LENGTH OF ANGLE IRON AS SHOWN ON SHEET 1 TYPE A NOSE DETAIL SHALL BE USED WITH CG -3 & CG -7 STANDARDS, 12IS-1. THE COST OF FURNISHING AND PLACING ALL 9, ALL REINFORCING STEEL SHALL HAVE A MIN. OF 2 IS TO BE L +16" AT 4.10 LBS./FT.. V� "X2V2"X'/4" 2 MATERIALS INCIDENTAL TO THE SHAPING IS TO BE COVER OF 2". TYPE 8 NOSE DETAIL SHALL BE USED WITH CG -2 & CG -6 STANDARDS. GALVANIZED INCLUDED IN THE BID PRICE FOR THE STRUCTURE. DENOTES LENGTH OF ONE (1) BAR. TYPE A TYPE 6 X 4" STUD SHEAR CONNECTOR WELDED 10, ALL REINFORCING STEEL TO BE CUT CLEAR OF GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68' 30' TO ANGLE IRON AT 2'C -C. IN THE EVENT THE INVERT OF THE OUTFALL ALL OPENINGS BY 211. 19. ALL REINFORCING BARS TO BE #5. CONNECTORS AND IS TO BE ANCHORED WITH X 4" STUD SHEAR4. PIPE IS HIGHER THAN THE BOTTOM OF THE WELDED TO BENT PLATE AT 2'C -C. NOSE DETAILS STRUCTURE, THE INVERT OF THE STRUCTURE fl. CAST -IN PLACE CONCRETE IS TO BE CLASS A3 20. WHEN INLET IS USED IN 4'-0" MEDIAN, BACK OF 2" SHALL BE SHAPED WITH CEMENT MORTAR TO (3000 PSI), PRECAST CONCRETE IS TO BE INLET IS TO BE SHAPED TO CONFORM TO -APPR PAVEMENT PREVENT STANDING OR PONDING OF WATER 4000 PSI. PROPOSED CURB. IN THE STRUCTURE. THE COST OF FURNISHING 01-3A L DI -36 L DI -3C L WARPED PAVEMENT AND PLACING ALL MATERIALS INCIDENTAL TO 12. LENGTH OF SLOT (L) WILL, IN EVERY CASE, BE THE SHAPING IS TO BE INCLUDED IN THE BID SHOWN ON PLANS. PRICE FOR THE STRUCTURE, 13. IF INLET IS CONSTRUCTED IN MEDIAN CURB OR 51 STEPS ARE TO BE PROVIDED WHEN H IS 41-011 WITH INTEGRAL CURB, GUTTER IS TO BE OR GREATER. FOR DETAILS SEE STANDARD ST -1. OMITTED (SEE DETAIL). FLOW FLOW -Z-L-()W 6. THIS ITEM MAY BE PRECAST OR CAST -IN-PLACE. 14. STANDARD INLETS MAY BE CONSTRUCTED WITH ff I CONCRETE BLOCKS IN ACCORDANCE WITH THE DETAIL WHEN USED DETAILS SHOWN ON STANDARD DRAWING DI -MB, FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL XVDOT SPECIFICATION SPECIFICATION REFERENCE REFERENCE XVDOT ROAD AND BRIDGE STANDARDS STANDARD CURB DROP INLET STANDARD CURB DROP INLET ROAD AND BRIDGE STANDARDS SHEET 1 OF 2 REVISION DATE 12" - 30" PIPE: MAXIMUM DEPTH (H) - 8' 233 233 12" 30" PIPE. MAXIMUM DEPTH (H) 8' REVISION DATE SHEET 2 OF 2 104,09 08/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 302 VIRGINIA DEPARTMENT OF TRANSPORTATION I I 1 104.10 DI-3A,313,3C EXPANSION KEYED t:�/ /-FOR DETAILS OF INLET JOINT CONST. _ADDPr)ArW N MONSOON 1. . E . IS . . . . . . . . . . (GUTTER REMOVED) 3'-0" HALF SECTION A -A 5XI/,4" BENT PLATE SECTION B -B 1/4 R TYPE A NOSE DIET13 & SHALL BE USED WITH CG -3 CG -7 STANDARDS. 1-21/2"X2I/2"XI/4" 11 . GALVANIZED TYPE 8 NC SHALL BE USED WITH CO -2 STANDARDS.. TYPE A TYPE 6 V?" X 411 STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68130' TO ANGLE IRON AT VC -C. CN 0- CONNECTORS AND IS TO BE ANCHORED WITH /g" X 411 STUD !SHEAR NOSE DETAILS 0 111 WELDED TO BENT PLATE AT 2'C -C. APPR. PAVEMENT L DI -3A L DI -3B L DI -,3C WARPED PAVEMENT --I i- 5T 11ti -1 FLOW DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS BOTH SIDES TO BE SYMMETRICAL STANDARD CURB DROP INLET 12" 30" PIPE*MAXIMUM DEPTH (H) NN 8' 104.09 VIRGINIA DEPARTMENT OF TRANSPORTATION M M WITHOUT GUTTER SHEET 1 OF SHEET I OF 5 SKCIMATI(NN RffEW-WI 233 302 108.01 f-"/, BEVEL 45, (WITH FRAME AND COVER REMOVED) BRICK CONCRETE -1. 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 ERIALS MAY BE BRICK, CONCRETE OR APPROVED CONCRETE MANHOLE BLOCK. 5. IF BLOCKS ARE USED THE MINIMUM OTHER THICKNESSES ARE TO CONFORM THICKNESS OF SAME IS TO BE 511. 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. SKCFICATO MYMWE MANHOLE FOR 12" - 48" PIPE CULVERTS VIRGINIA DEPARTMENT OF TRANSPORTATION 302 TABLE OF QUANTITIES CL DEPTH BRICK MANHOLE CONCRETEMANHOLE r -j (A OE 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 1 0.9703.817 .817 13 2.5 1 0.970 4.179 14 2,8 1 0.970 4.541 15 3.1 0.970 4.903 I 40 1.173 6.032 INCREMENT 17 5t5 0.582 1 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 ERIALS MAY BE BRICK, CONCRETE OR APPROVED CONCRETE MANHOLE BLOCK. 5. IF BLOCKS ARE USED THE MINIMUM OTHER THICKNESSES ARE TO CONFORM THICKNESS OF SAME IS TO BE 511. 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. SKCFICATO MYMWE MANHOLE FOR 12" - 48" PIPE CULVERTS VIRGINIA DEPARTMENT OF TRANSPORTATION 302 iy Cf) E CL am r14 0 0) L0 r -j (A OE a- F_ (L I__ C CY) co C� Z LLI 0 E L Lf) W 2i > W co � > Lij a.NU) 5 2 5; :2E W w0 1113 O 0 0 , r" C:) C� Uj 0 wLLI U 00 < Z U Q LIJ 0 Ln 0) • U) a • < rN 00 01-1 CUrn t2 0 CIL X 0 0 Ul < elk LL 'T N `O > Ln < Vi C: a) 0 V, w 0 - CO C) UJ iy Cf) Y CL W (0 W U) 0) L0 D_ I.- a- F_ (L I__ C CY) co C� Z LLI OZ W 0z W L Lf) W 2i W U) 2E W co � > Lij 2E 5 2 5; :2E W w0 w0 w0 0 0 w 0 C:) C� Uj 0 wLLI 0 Cf) 0 z z z L0 0 0 0 C CY) co 2 2 L Lf) < > Lij M 04 0 >_ (0 C\I (0 L0 w z 0 C)C:) C N C CY) co Y) L Lf) < > Lij M 04 0 75 (0 C)C:) C N C CY) co L Lf) T_ 0 C:) C� Uj 0 wLLI 0 Z (.5 < Z U Q LIJ 0 0 U) < LLI < w' LU 01-1 M 0 CIL Q 0 C) H ARCHITECTS, PC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 FEET C1.3 D C B A elk FEET C1.3 D C B A I 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 I 11 1 12 11 I I I I. E 1 1 1 > >rz E e O 3, I � 1 1 2 1 3 IV L r, z, = M U 00m :0 C6 Z N 4 4. M M � " x O (f) < N N , 10 > Lr) In = O N V) � av I � 1 1 2 1 3 TOP OF 84" STORAGE PIPE TOP OF 72" STORAGE PIPE TOP OF WEIR ELEV. = 483.24 ELEV. = 486.00 Z PLATE 481.59 O TOP OF WEIR IQ� O� 11� ~ PLATE 485.545 CL � a � 0- � � 10 YEAR WSE 0 C)w 0w 0w U 483.03 > 2 > :E > 2 W ------ ----- - - w0 w0 w0 _ _ �_2 YEAR_WSE _ _ - - _ - - Q 10 YEAR WSE 482.114 485.76 Z Z Z 2 YEAR_WSE ---- - STEEL PLATE STEEL PLATE 484.57 } 11, 15" ORIFICE I'llINV 479.50 20"X 11 5" ORIFICE . I'll111. INV 483,95 I- - I 11 11 Ir- I� r !1I ELEV. 476.24 ELEV. `� N O H 480.00 Y 0 4 ORIFICE 3'" ORIFICE WITH TRASH RACK Q W INV 476.24 INV 480.002 w t� N r NOTE: SLOPE 84" PIPE TOWARDS THE WEIR PLATE AT 0.50% NOTE: SLOPE 72" PIPE TOWARDS THE WEIR PLATE AT 0.50% ■ INSPECT EVERY 6 MONTHS FOR THE FIRST YEAR OF OPERATION. r�w<_�00��_ ■ AFTER THE FIRST YEAR INSPECT ONCE A YEAR PREFERABLY IN THE SPRING. 0 INSPECTION SHOULD BE DONE BY OPENING TOP OF VAULT AND VISUALLY CHECKING SEDIMENT LEVEL IN BOTTOM OF VAULT. U �IT SHOULD NOT BE NECESSARY TO ENTER VAULT FOR INSPECTION. BAYFILTER VAULT IS CONSIDERED Q 0 WEIR PLATE SECTION WEIR PLATE SECTION A CONFINED SPACE AND REQUIRES A CONFINED SPACE PERMIT AND FOLLOWING OSHA STANDARDSDTO CHECK AIR SAFETY. uiINSPECTION SHOULD MONITOR AND RECORD SEDIMENT LEVEL IN THE BOTTOM OF THE VAULT �SWM FACILITY A - WEIR PLATE DETAILS SWM FACILITY B - WEIR PLATE DETAILS WHEN SEDIMENT IS OBSERVED TO BE COVERING THE TOP OF THE PVC PIPE MANIFOLD OR REACHING Q wBOTTOM OF THE FILTERS: MAINTENANCE IS REQUIREDG No Scale No Scale . THIS ENTAILS REPLACEMENT OF FILTER AND CLEANING OF VAULT (APPROXIMATELY EVERY 2 TO 3 U YEARS). • FOLLOW BAYFILTER MAINTENANCE PROCEDURES BELOW OR USE OF ONE OF THE CONTRACTORS. ■ IF REQUESTED ADS/ BAYFILTER WILL SEND A REPRESENTATIVE OUT FOR AN INSPECTION OR MAINTENANCE FOR TRAINING OR ADVICE. BAYFILTER MAINTENANCE No Scale qc y 3W' I-•RAME AND. 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QQ') 0 00LLI I -- r4 0 'U) > < LLJ 0 < n 0 U) -J C) LU k.D OVA � Of w r) W U) W co W 0 Z 0Z 0Z a- W W W W W W (j) � > :5i W w0 w0 w0 w0 � () of C) to i U) U) U) 0 z z z LO 0 0 0 2 75; 75 < LLJ C:) 0 Lu C) LLI F U-1 Z LDQ Is lb SCALE 1"=20' (D 'o Ir- Ir- It 0 C C) N 0 0 CY) C (Y) (Y) LO Ui Q z0 L 0 U) < LLJ C:) 0 (D 'o Ir- Ir- It 0 C C) N 0 0 CY) C (Y) (Y) C) L 0 C:) 0 Lu C) LLI F U-1 Z LDQ Z w LIJ 0 U) 2i U -I 0� w nr� UJ 0 CO CL - 0 0 < H r_1 RRMM ARCHITECTS, PC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 J. KOTAR,'YKT, 7 0 0 r C) U) z LIJ < 2i 2 UJ (D ty- UJ > z < O 0 :D oz —j CL D" (-) W -j ry 0 0 2E 0 00LLI LLJ (D Z LLJ 0 < n cc) 1L I SHEET C2.2 E D C B A 12 1 I 3 I 5 7 I NOTES: 1. REMOVAL OF THE EXISTING WATERLINE SHALL NOT OCCUR UNTIL A NEW DOMESTIC SERVICE HAS BEEN INSTALLED. CONTACT: 434-977-4511 2. EXISTING POWER LINE AND POLES ARE TO BE RELOCATED BY DOMINION BY JUNE 30, 2019. CENTURY LINK WILL RELOCATE SERVICE WITHIN TWO WEEKS AFTER DOMINION. CONTACT: 1-866-366-4357 3. CONTRACTOR SHALL COORDINATE THE RELOCATION OF THE EXISTING GAS LINE BY OCTOBER 1, 2017 CONTACT: 434-970-3812 10 12 8 1 9 1 10 1 11 1 12 M E O O elm rN O N � O 0 6 E o L �ro UCo —Ln • . C5 fJ • z !00V M �Q v iv � > `° ¢M C: � O °i +� cv V) ct a -J LU C) �-- 0� or 0� 0 w0 LU U) LU U) U) z 0 CL a� d� �w Z � Ww U cn !�E w :�i U U) >2i >2i > W w0 U w0 U w0 U CL5 E E E (If U) U) 00 0 Z Z Z U) z 0 O O O U <( W co N r 7 � o T- w U � z e� �C Z H H H CL5 ti ti 0 f� N CL? NT t s Lo r N W 1— < ® U) z 0 U Lr) r U <( W co N r 7 � t9 r r � 0 O O (y) U Lr) r U o T- w U � z e� �C Z b LU V W O 0 <C Q (If w r z_ o IZ o ® U w m RRMM ARCHITECTS, IPC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 Q lie _P P 'IA'. o IT€`.^A, SrKI } k aW.14o. tB4 1t�4,853 / se q 1-12 i7 o7V. Ir, -- k ' J 0 0 U U) Q Z W Q 2i z_ W J (D 0-' W > 00LLI � J 0 `-' LLI Co LUQ {„) z W O <C L n r) SHEET C2.3 m n m w I IN F E R1 W 1 I 2 I 3 I 4 I 5 I EROSION AND SEDIMENT CONTROL NARRATIVE IL�V MINIMUM STANDARDS: PROJECT DESCRIPTION LO r< N THIS PROJECT INCLUDES BUILDING ADDITIONS TO WOODBROOK ELEMENTARY SCHOOL, ADDITIONAL O PARKING, A NEW BUS AND DROP OFF LOOP, OUTDOOR LEARNING SPACES AND ASSOCIATED SITE WORK, AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, LIMITS OF CLEAR�NG AND GRADING ARE 8,26 ACRES. TECHNIQUES AND METHODS: 0 MS -1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ADJACENT PROPERTY +' REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THESE IMPROVEMENTS ARE BEING MADE WITHIN THE PROPERTY BOUNDARY, THE PROPERTY IS BOUNDED BY THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE RESIDENTIAL PR PERTIES. TO THE SOUTH EAST IS IDLEWOOD DRIVE WITH RESIDENTIAL PROPERTIES ON APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. THE OTHER SIDE. of MS -2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH M SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION EXISTING SITE CONDITIONS �ILLI OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. THE SITE IS CURRENTLY THE LOCATION OF WOODBROOK ELEMENTARY SCHOOL. MS -3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. oa o PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE OFF-SITE AREAS ry ENOUGH TO SURVIVE AND WILL INHIBIT EROSION, SOME UTILITY CONNECTIONS WILL REQUIRE OFFSITE CONFECTIONS. MS -4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE /1 x CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND CRITICAL EROSION AREAS DISTURBANCE TAKES PLACE. NO CRITICAL EROSION AREA EXIST, MS -5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION, EROSION AND SEDIMENT CONTROL MEASURES MS -6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. UNLESS OTHERWI E INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL - C AND LL SLOPES SHALL BEDESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND MS 7. UTA FI SL L HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE OR APPROVED BYVARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. 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 STORMWATER RUNOFF CONSIDERATIONS PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. UNDERGROUND DETENTION PIPES WILL BE USED TO CONTROL OFFSITE RUNOFF, BAYFILTERS WILL BE USED MS -9, WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. TO TREAT STORM ATER FOR QUALITY. MS -10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER W w I - CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. STORMWATER RUNOFF CONSIDERATIONS MS -11, BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. CHANNEL AND RECEIVING CHANNEL. MS -12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL STRUCTURAL PRACTICES: SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION, NONERODIBLE 1. TEMPORARY CONSTRUCTION ENTRANCE - 3,02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE PROVIDED ATI THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD MS -13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. 2, SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF MS -14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED, MET. ITS PURPOSE IIS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT MS -15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. SEDIMENT FROM LEAVING THE SITE. MS -16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER 3, STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL APPLICABLE CRITERIA: DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME, ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. 4. DIVERSION DIKE - 3.09 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, AREA. OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF-SITE PROPERTY, 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO LL PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE D. MATERIAL USED FOR BACKFILLING TRENCHESSHA BE OP DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS W "WET" AND "DRY" STORAGE LONG ENOUGH STABILIZATION. FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. 6. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. ADDITIONALLY MS -17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE 7, DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA, STREET SURFACE AND AIR MOVEMENT. 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, VEGETATIVE PRACTICES: MS -18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY, AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION, PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 MS- 19.PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA IS APPLIED. ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. 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 SOILS INFORMATION: IMMEDIATELY FOLLOWING INSTALLATION. 2, PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 27C - ELIOAK LOAM, 7 TO 15 PERCENT SLOPES. MORE THAN 80 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO INCHES TO RESTRICTIVE FEATURES, WELL DRAINED. HYDROLOGIC MINIMIZE PER�METER CONTROLS. SOIL GROUP: B 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. 27B - ELIOAK LOAM, 2 TO 7 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED. HYDROLOGIC PERMANENT STABILIZATION SOIL GROUP: B 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 SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND 91 - URBAN LAND, 0 TO 25 PERCENT, MORE THAN 10 INCHES TO SEEDING. "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3:1. FOR SLOPES GREATER THAN 3:1, SEED DENSIC MATERIAL. HYDROLOGIC SOIL GROUP: D TYPE SHALL BE ASPECIFIED 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. 34B - GLENELG LOAM, 2 TO 7 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED. HYDROLOGIC SEQUENCE OF INSTALLATION SOIL GROUP: B PHASE I (SEE SHEET C3.1 -C3.2) 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE ON-SITE. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL SILT FENCE BELOW PROPOSED SEDIMENT TRAP CLEAR AND GRADE SEDIMENT TRAP AND INSTALL ASSOCIATED STORM PIPES. 3, INSTALL CLEAN WATER DIVERSION, REMAINING SILT FENCE, REMAINING TREE PROTECTION, DIVERSION DIKES, INLET PROTECTION, CULVERT INLET PROTECTION. 4. AFTER ALL ERIC SION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN, 5. ROUGH GRADE PROJECT AREA. 6. SEED ALL DEN�DED AREAS PER VESCH STANDARDS. PHASE II (SEE SHEET C3.3 -C3.4) 1. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL, 2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 3, ALL STORMWATER PIPING & STRUCTURES, INCLUDING DETENTION FACILITIES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. 4. ONCE THE SIT UP HILL FROM THE SEDIMENT TRAP HAS BEEN STABILIZE AND APPROVED BY ESC INSPECTOR REMOVE, AND INSTALL REMOVE THE SEDIMENT TRAP AND GRADE AREA TO THE EAST OF THE BUS LOOP SIDEWALK. S, APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. SI1iT FENCE BELOW SEDIMENT TRAP MUST BE MAINTAINED THROUGH GRADING AND CONSTRUCTION. 6. ONCE CONSTRICTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEAJURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES -1: UNLE�S 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 REGREG ITULAIOONS. 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: PLACEALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEAING, GRADING, OR LAND DISTURBANCE. ES -4: MAIN [AIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIME ES -5: PRIO 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 EROS ON 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. 1 1 2 1 6 1 7 1 8 1 9 1 10 1 11 I TABLE 3.31-B ��❑ �� ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS ❑oc]0 ��■ � oil "QUICK REFERENCE FOR ALL REGIONS" 000 man °ao I MEN PLANTING DATES SPECIES RATE (LBS./ACRE) o SEPT. 1 - FEB. 15 50/50 MIX OF _ ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) & 50-100 CEREAL (WINTER) RYE (SECALE CEREALS) FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100 PERSPECTIVE VIEW (LOLIUM MULTI-FLORUM) MAY 1 -AUG. 31 GERMAN MILLET 50 i (SETARIA ITALICA) COMPACTED SOIL CWD TO HAVE VDOT TS 3.31 STANDARD EC -2 o , FBRfa(AT�AN MATTING ON UPHILL r4i�05fiSWfr+tSIDE TEMPORARY SEEDING PLANT MATERIALS �$' MW. No Scale IFILOW III W IRE-' - J W 1LIL 1 IEEE 1L1L TABLE 3.32-D FABRIC SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA i LINE POST - CONVENTIONAL -- ,J 10 GROUND LINE 6 METAL (T) OR �'!! MAX. TOTAL LBS. PER ACRE 5' MIN, MAX. (U)POSTS BRACING '--CONCRETE FOOTING ` �"' 4.5' MIN. I MINIMUM CARE LAWN SAF PERSPECTIVE VIEW PERSPECTIVE VIEW(H) D E D 3.Q9 COMMERCIAL OR RESIDENTIAL 175-200 LBS. PLASTIC FENCE METAL FENCE KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% TEMPORARY DIVERSION DIKE IMPROVED PERENNIAL RYEGRASS 0-5% SAFETY FENCE KENTUCKY BLUEGRASS 0-5% No Scale No Scale GENERAL SLOPE (3:1 OR LESS) GRAVEL CURB INLET SEDIMENT FILTER 1. SET THE STAKES, 2, EXCAVATE A 4"X 4" TRENCH UPSLOPE KENTUCKY 31 FESCUE 128 LBS. ---'` __ ALONG THE LINE OF STAKES. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP * 20 LBS. 6' 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) KENTUCKY 31 FESCUE 108 LBS. RED TOP GRASS 2 LBS. `�, FLOW � � 4" CROWNVETCH SEASONAL NURSE CROP * 20 LBS. CROWNVETCH ** 20 LBS•�� 3. STAPLE FILTER MATERIAL TO STAKES AND 4. BACKFILL AND COMPACT THE 150 LBS' /�I EXTEND IT INTO THE TRENCH. EXCAVATED SOIL, * USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: 12"i _ FEBRUARY 16TH THROUGH APRIL .................................. ANNUAL RYE GRAVEL FILTER RUNOFF WATER WIRE MESH _ _ '� _ II s Jill MAY 1 ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET FILTERED WATER - II FLOW ��=✓ /r AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE / NOVEMBER THROUGH FEBRUARY 15TH ........................ WINTER RYE c SHEET FLOW INSTALLATION * SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF (PERSPECTIVE VIEW) II - FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL { I OTHER PERIODS, USE. UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU FLOW I MAX. OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED SEDIMENT B A MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE CONCRETE ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER GUTTER CURB INLET 12 SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. "GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT POINTS A SHOULD BE HIGHER THAN POINT B. CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO- SF DRAINAGEWAY INSTALLATION 2 PS 3 32 IP CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND 3.07 6 O (FRONT ELEVATION) 3 05 Q UNPROTECTED AREAS. PERMANENT SEEDING MIX FOR PIEDMONT AREA STDRMWATER INLET PROTECTION SILT FENCE (W1O WIRE SUPPORT) No Scale No Scale No Scale 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO ULD IIL JJ II 1--I II II El II El FRAME WOOD SILT FENCE DROP INLET PROTECTION ROP GRATEINLET WITH TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. �� POSTS. U ;..__ 6 1.5' WAX L 1 -I !-� J ---I 1---I ^� FRAME -� tl I II f STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION MAX. - _ FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST \\ 3. 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO - lig MIN. FLOW GREATER THAN U ON CENTER. EVERY NINTH POST SHALL GATHER -11 III-11� 11=III-til= CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE EXCESS 4" AT FENCE AS A TREE PROTECTION FENCE. U_j CORNERS 3. ATTACH THE FILTER FABRIC TO 4, BACKFILL AND COMPACT THE TP NO SCALE 3.38 PERSPECTIVE VIEWS THE WIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL. THE TRENCH. TREE PROTECTION STAKE No Scale FABRIC Il4 !� kl-07 II IIIA _ MIN. �I Iliill FLOW 111111= DETAIL A �I 11 -III- _. ---------- ..__.__ ,;' l.l,,I ._.r.._ .._._..-. __.-_ _� EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. ELEVATION OF STAKE AND FABRIC ORIENTATION SPECIFIC APPLICATION FILTER FABRIC ' ( P1VD,1FNT THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET r DRAWS A RELATIVELY FLAT AREA SLOPE NO GREATER THAN 5� WHERE .<� ,� a�rv<r��,•� �- � _ ( ) THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C,F.S.) ARE r 2 „a _ e:a IP TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. PROFILE STORM DRAIN INLET PROTECTION SILT FENCE (WITH WIRE SUPPORT) 10"N -- i No Scale No Scale F-0 Sediment Trap design f _ EX rd,; ,do-, - dra@3'1.-�.agq rivea {aC;rerz� 600.; 23 trap V611�3s3�.�i: ------� -- -- --- eIe''9='atMn Oft) re- 3 ssfl vahum�°f,Cy}; -- « r•r[ r Irl,,c;r: 471 '001 �v . Til::: t ,1; p,l� � .L 1,1110111-, F IPd 1{P dl. r �r(eE , ; RA-Plr�lf wlC:l�:472 0,9 473; 15342'74 51 PLAN 47t t s� 2 43 F gg � 4�pY ;fi 2095,84 .8 12.3 ,... 476 2600--,98t9Gb.6, "3,� .4'�:�- t 13, 4'# �^-r.E,. .g v srora e require �� a,) {fit ;� ) �w�, a. £, : s ,.: �,z:`:3 zK: . •�x> �� b Orr, of1Ie weir (Itj 4a,0. <! ✓a ;,,, FH F cl '.;_ r I t [ttt i s1rkIn t y�==) 227.9<; "�tarse �� ;� �t; �E��i! 5� �� 43, #?57 of rY SECTION A --A A flliuitnuin wetter tap of 1 i ich 11110 be ir14lfted with a uulliuntili 1 itich b"IffCock s„y stor,4991., 5att r€�-q¢ trapfevatio'n' (It) 471' 89ru00ff V: l.Ve 8opptVW- ,I hose with a diameter of 1.5 inches for add( inte � ��s f � � � � s r I €fir t� aqc r�.q sire cy) i6.r C A�. � �4> < 50t 1�"€ tarp ) � r i�r� :010X 5 t L�f1r>tarat 1}re�;u'a. T�'a h 4vatter ualst be carried ativay i iwn 011e ellhalrc.e to In >� }. C>r�:'s :1 �t�ri:�:; ?P�r,.sa 477,it� top �3t �I� tat3d`'�I 4C1:; 4.;��' - ' ,�e(lill 1 I r l# far zi7 t ". 1 �5,° i s W€t�th d d ;ft 4 euternln storil drain , di or tivater+ onr:,es. !Mbto o f r'�7:;*Sl�stp k ' 1t d.> s 2::`1 Its' 1'`oi r Y, lfne y4y , n ?r } 150 PAVED WASH PACs{ CE 3.02 SB 3.13 STONE CONSTRUCTION ENTRANCE SEDIMENT TRAP No Scale No Scale 3 1 4 1 � I r I 12 a U) i M E IL�V o 0 N r CU 1 LO r< N N t/} > o O O N �w 0 ai E (J 0 +' > Ii■ 0 3 w0 w0 (.5 L � c5 EC) of E0 M 01-1 �ILLI CL 0 J oa o • z ry • M • /1 x 0 0 1 a I60, C 14L W � N p > Z W z N _j J Or L� LI Y�06 OD 0 O 0 0 J Q W ql� W w I - a U) 0 N r CU 1 LO r< N O O O N �w w Cw, (J 0 >2 > 5:2E W w0 w0 (.5 w0 c5 EC) of E0 cn U) 0 N r CU 1 LO r< N O O O N T- 2i C.r 0 F_ 1- I-- 00 I� O tom. N r CU 1 LO r< N W 0 W 0 T_ O 0 CN <C W C7 N T- 2i C.r T_ O 0 CN U? 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CL OLL r) r) C) w m MM ARCHITECTS, PC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 3 dry (A '.Z 'CFA-'(G'1F,T Lic, No. 0-4020418507 L�12- 7 FEET Im IN 0 IN w C3.1 ry Em 0 Z 0 0 T- C) U) z < w z UJ < UJ _j w UJ > 06 0 00 z r) < 0 LU < ry w C) z LLJ 0 CL• FEET Im IN 0 IN w C3.1 1 3 1 4 1 5 1 6 1 I 1 8 1 9 1 10 7MP45C-1-M-1 JAMES C & KA THEf SCALES DB, 3743, PG. I 11 12 Of � U) W U) z z 0 0 0 0 ZZ WW W Z W (j) � U)� W U) 2 5;2 5; 2E 5;:E LIJ WO WO WO 0 EE(-) E (.) EU CO U) U) z z z 0 0 0 U5 75 z 0 z 75 0 LL] F C) LU Li0 LU Z 9 z Q0 > w n 0 .......................................... .......... 0 o N 0 a) C (Y (Y) w LO T— U5 z 0 z 0 LL] F C) LU Li0 LU Z 9 z Q0 > w n ry 0 .......................................... .......... 0 o N 0 a) C (Y (Y) LO T— U5 o z 0 LL] F C) LU Li0 LU Z 9 z Q0 LIJ n _j < 0 7- 0 CL CL 0 0 0 m RRMM ARCHITECTS, PC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 Lj- No0-402048507 ? 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CRAKOT`4,RMz I IG 'VY, - L'ir" N,-). 0402048507 L� 12- 9 INAL C3.4 E D C B A n z -j 0 C) U) 5 z 11j UJ LLJ > >: 06 0• z o C) z i 01 I• LLJ 10 2i> 5; 2 UJ Uj 0 Ui 0 w0 120 w b w o 0 U) Co rn E lam 0 z LO 0 0 0 E Uj O> E < Ln < Lu (Y) LU LU Z (D Z LU 0 Co ro M < ry U U1 nr� T - U1 n • z rj 0 0 rym� X LU U-) < 0 1, n ElO > Lr) < Lf] C: V) CL GO (D Wt�o h J 0- 0 I w � X LU LU LU z Uj UJ Z Uj LU Z LU Ui Co 2 U) U): >2i> 5; 2 UJ Uj 0 Ui 0 w0 120 w b w o 0 U) Co CO Z z z LO 0 0 0 Ui Uj 5 Sc < < Lu (Y) LU LU Z (D Z LU 0 Co H G RRMM ARCHITECTS, PC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 'Al C-RuM W I K )TARSK I <�pLic, No0-4020485107 ZZ 7 P l 0 N C) m LO Lu < U) W z 0 LO Ui Uj U) < < Lu (Y) LU LU Z (D Z LU H G RRMM ARCHITECTS, PC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 'Al C-RuM W I K )TARSK I <�pLic, No0-4020485107 ZZ 7 P l 0 N C) m U) LO Ui Uj < 0 LU [i] LU LU Z (D Z LU 0 Co LU < ry w nr� T - zmm� n H G RRMM ARCHITECTS, PC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 'Al C-RuM W I K )TARSK I <�pLic, No0-4020485107 ZZ 7 P l 0 SHEETSHEET T C5.0 E D C B A U) Ui bo.00 < Z— z UJ < 2E ry UJ W > 06 0 0 z D o zmm� ry Uj 0 0 2E LIJ rym� LU 0 n 0 SHEETSHEET T C5.0 E D C B A X � mc) E 0 LU U) CJI 0 ('4 Q W W (A 0 D- I-- G- F - E z LU 0 E (.) LLI 0 Ljj OMO >2R 5;� >2 LJJ LU 0 LLJ 0 0 0 XU ECS EU 0� U m ne, z D ui CL r-) 0 • Z 0 < 0 LU co -j < X 0:3 U') F- C) 1U LLJ 0 D4 Q '.0 > Lr) < 00 LU X � w 0 LU U) LU W W W D- D- I-- G- F - Or z LU UJ °w Z LLJ (.) LLI 0 Ljj w >2R 5;� >2 LJJ LU 0 LLJ 0 Wo 0 XU ECS EU 0� i CO U) U) 0 Z z z 0 0 0 U) 0 < w M N '- 1 2 w < 0 flo 0 ro C CD 0 m w < U) z 0 I U) 0 < w M N '- 1 2 w flo 0 ro C CD 0 m CO U) 0 0 LLJ FF—O F- U-1 LU Z (D Z LU �e Q < 0 < W < 0� w ne, z D 0 CL r-) 0 H r, RRMM ARCHITECTS, PC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 ON 04020485,07 'X, 0 0 CO U) 0 Z U) LL1 < LLJ _j (D � 0 Lij V > F- U) 0 z D f FIA N...J ry o LLJ 0 < 0 LU co -j < F- C) (D z LLJ 0 < Q SHEET E D C B A C5.1 REFER TO INSET B C6.0 2 1 3 1 14 1 I I I 4 I I 7 �U:4� 484.25 210 90-- 4,qQ.62 IN/ 7 :F� '\-R 1 < 4 489.�5 489.62 489.14�� 489.45 80.00 .. .. ............ - F-- ......... r�- LOCATIU . -- - 0 RiO 24, 2 E - ----- 48 U) O 0 z L4-) r 0 0 o'- 0 E I 4 I I 7 �U:4� 484.25 210 90-- 4,qQ.62 IN/ 7 :F� '\-R 1 < 4 489.�5 489.62 489.14�� 489.45 80.00 .. .. ............ - F-- ......... r�- LOCATIU . -- - 0 RiO 24, C/) cf) E - ----- 48 U) O 0 z L4-) r 0 0 o'- 0 E Z C)LJ 0 E 205 LLJ > LLI LL) w (o � (n :E (/):E 2E 5;2i >5 5;� LLJ w0 M LU 0 Q af 0 [if 0 � () U 488.8 Lr) a) 0 20 , 40 , 489.07 ® N • Nz A Xo. 2,12 VX 0 V) TMP 45C -1-,W8 21 C� :3� 10'BASKETBALL CN J > Lo Ln 49 SERAFINA B. OSWALD < Lri U) R67' 1 4 206 0B, 2754, P. 354 CL 87.71 00 Pi CD UJ �o h C/) cf) 7' �-i 0, - ----- 48 C/) cf) C0 - ----- 48 U) z z L4-) r 0 0 o'- < or- U1 o� M Z C)LJ 0 Z 0 Z 205 LLJ Lij LU LLI LL) w (o � (n :E (/):E 2E 5;2i >5 5;� LLJ w0 w0 LU 0 Q af 0 [if 0 � () C/) cf) C0 - ----- 48 z z z L4-) r 0 0 0 < or- U1 o� M SWM FACILITY B w 205 U) < w m C\I r 2E ry c:) � LLJ jr�-% UJ U Z (o BASIN - ----- 48 N (D L4-) r Lij < Z 0 Lo < or- U1 o� M SWM FACILITY B w 205 U) < w m C\I r 2E ry (o BASIN - ----- 48 (N m 4 0 . . ..... Vj . ....... Lo < or- U1 o� M SWM FACILITY B 205 U) US 76 LF OF 72" CM 1 -W F PICKL BALL COURT c:) � LLJ jr�-% UJ U Z < < Z w t,91 - 79 6"W F G BASIN - ----- 48 SCALE 1"=20' n on SAN IN 4 0 . . ..... Vj . ....... < or- U1 o� M SWM FACILITY B 205 US 76 LF OF 72" CM 1 -W PICKL BALL COURT • (SEED t,91 - 6' 6"W 488.8 4 0 20 , 40 , 489.07 49'1.30 A Xo. 2,12 TMP 45C -1-,W8 21 BASE BID ITEMS 10'BASKETBALL J 2 49 SERAFINA B. OSWALD R67' 1 4 206 0B, 2754, P. 354 488.82 87.71 D Pi 488.86 90. ,-,+489.32 49 207 71 CLASSROOMS FLEX SPACE 484.0 489.20 208 . .. . . 11,380 SF COYER . .. . a 485 87 48 HEIGHT=20'-8" w cANOP 489.50 4 RRMM 9' BASKETBALL FOUR; QUARE COURT GOAL BAYFILTER E9 DETAIL C1.0) -PROPOSED ARCHITECTS, PC 489.62 •41.93.4 --- 4aa.59 CARTRIDGE GAS LINE APPROX.LOCATION 0 1317 Executive Blvd, Suite 200 F F 489.14 8 7 5 FILTRATION TMP 45C 6" PVC ROOF DRAIN. Chesapeake, Virginia 23320 489.95 SYSTEM B WON PEE THUM & SAL 86 139 4" SAN. SEWER STAIRS 7 F TS 490.. R,`,, 419 5 (757)622-2828 488.02/ E 84 EXISTI. TC 6" GV 8? -12 487.,92 4"W CRUSHED GRAVEL I I i 1, 1 . 04 TC 484. TC, 488.2 • 4" DIP 24' TRACK V I CLASS 53 152 22.5' BEND 24" CIRCULAR . ..... TC 483.551 BASIN SWM FACILITY B 76 LF OF 72" CM 1 PICKL BALL COURT • (SEED TAIL C1.0) 488.8 2,12 10'BASKETBALL 2 49 GOAL 488.82 87.71 D Pi ,-,+489.32 w 45' BEND" 4 9' BASKETBALL FOUR; QUARE COURT GOAL E9 DETAIL C1.0) 489.62 488.90 489.62 Co C &BASKETBALL GOAL 489.62 WEf 6" FIRELINE GV 3 61' X 6" TEE 48.14 492.70 FHA 488.42 REFER TO HEET L5.3 488.92 48845 6" GV FOR DETAI ED AMPHITHEATER LAYOUT 10'BASKETBALL . GOAL PPRQXLOCATION OF 6" DRAIN. F y4S Ao? GY� ±10,799 SF HEIGHT -21Y-0" 48'8.92 488. 5 B 489.62 GYM CRUSHED FFE = 489.62 GRAVEL TRACK. MATCH EXIST. TIE GYM ROOF DRAT S TO DEPTH AND PROPOSED STORMS WER 3.7' 10' MATERIAL PIPES 125 & 127 489.56 24 4§9.62 489.�5 489.62 0') 489,14�� 'BEND A 6"W .611W 6" X 6" TEE; 489.35 6" FIRELINE GV 489.07 48 .20 JIGAT I1 I 2 J G 0 Fol C 1 3 1 4 1 5 1 6 1 7 I 8 I 9 I 10 1 11 1 12 24" MANHOLE SWM FACILITY A 385 LF - 84" CMF SLOPE AT 0.500/( IN DIRECTION OF WEIR PLATE 9+50 10+00 11+00 12+00 12+50 STR 152 - STR 1100 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 INV. 476.24 9+50 10+00 11+00 12+00 SWMA - EX. 15 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 500 5 75 rL w J zCo 0 O t J G 0 Fol C 1 3 1 4 1 5 1 6 1 7 I 8 I 9 I 10 1 11 1 12 24" MANHOLE SWM FACILITY A 385 LF - 84" CMF SLOPE AT 0.500/( IN DIRECTION OF WEIR PLATE 9+50 10+00 11+00 12+00 12+50 STR 152 - STR 1100 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 INV. 476.24 9+50 10+00 11+00 12+00 SWMA - EX. 15 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 500 5 75 rL w J (Q zCo 0 O t N CD u W Lo C)N00 r- v M 00 0 o 6 F Co ao Co Cl) X 000 't00 00rCCJ 00 c1' 0000 L6 0 dLI) 0 X rn d c? `- ed� I �Z O w��z o 0 Z o M 00 <0>> to Q° > > �rdz_0� O �U) z U)�z z (Q � d 0 M c^ t N Cf w O 00 C)N00 ............................................. ........ M + � � ��z Mr - o 0 rn _ Cl) rcn�- z z o � O 00 � � NCO 0000 L6 0 dLI) 0 O O O N 1 00 ? + i- 00 = M00 0��z o �Z O Q� oQ > > �z F-Oz z M �N6� N ch d U 0 X000) c r1_ 00 +05� H Ztj�tl �t mezzo z h x-133 43.77' OF ........ ............................. ................. M O L t ....: 18" HDPE Cf w -- - d' Lo U00� ............................................. ........ ................... N cY L0 0 0 N d E 00 00 � D Xd�-o0o z z z w 0 co <O»>> 4" GAS z z z Cl) (DO M M Lo NT _ L n v M tS? (y)� I - Oz _ N00 0)O N O O M �N6� N ch d U 0 X000) c r1_ 00 +05� H Ztj�tl �t mezzo z �rdz_0� O 'tZZZ0 caFo> MI -0> > > �U)F_z z gni z z z z . 00 w Lo 13+00 13+50 9+50 10+00 1' MIN. .................... x-133 43.77' OF ........ ............................. ................. Q� t ....: 18" HDPE Cf w N 4" GAS LINE ............................................. ........ ................... .... ............ ........................ . EXIST. GRADE . EXISTING E . o (fl ...... 3< C' Lo 00 CL o 4" GAS m (DO 3 _ L n " I - Oz O � M LINE U 0 2 z Ln 'tZZZ0 i 0 z 3 00 w Lo Q ...............................:: ........................ .............. ....:... ........ ........................ ......... v o LL U) 147 61 N i 1' MIN. 1' MIN. �21 U) F___z z z 2 V MIN. GRADE — ,.N 12 O F. D P 1 4 5 O 3 ---�_ 00 W J @2.>g/ 113.54' OF "W � I 500 12" HDPE 143 69,89'0 500 495 1 @ .17% F 0 j 12" HDPE @ 1.30%""-.�--- ; _ t � t .................................................................................................................................................................................................... I ............................................................................................................................................. t CONTRACTOR SHALL ADJUST THE ....... 141 ... ............ .................... ............. �. ........................ .... 139 TOP OF THE EXIST. CURB INLET TO 27.19' OF 116.02 OF MATCH THE PROP. GRADING PLAN 15" HDPE 15" RCP AS NECESSARY. @ 4.87% (a). 1.37% 13+00 13+50 9+50 10+00 495 ............................... 4 9 0 WM FACILITY A 85 LF -84"C P LOPE AT 0.50% IN IRECTION O JEIR PLATE 485 *1w 4751 n 495 1' MIN. .................... x-133 43.77' OF ........ ............................. ................. Q� 500 ....: 18" HDPE Cf w N 18" HDPE Ury V PIPE 12 - 11 i ry 0 LMn E C) o (fl '6 3< C' Lo 00 CL o + 0')[-- 00 m (DO -d'o _ L n J N I - Oz O � M N U 0 2 z Ln 'tZZZ0 d� 0 z ry d 00 w Lo Q Ln _N Q 0 D O N v o LL U) rn oM0 495 ............................... 4 9 0 WM FACILITY A 85 LF -84"C P LOPE AT 0.50% IN IRECTION O JEIR PLATE 485 *1w 4751 n 495 1' MIN. .................... x-133 43.77' OF ........ ............................. ................. .M rM� .r....�..� ®0 N �r m O m r N "T 500 ....: 18" HDPE Q (n J} n- 00 N z m t -o T W0 H O 00 -'tz0 a. U) z z 18" HDPE 500 @ 0.50% PIPE 12 - 11 i Lo o E C) t '6 Q D fro CL �N�r.. CO 00 S N Co L Z (D m F e _ L n W Q O � M N U 0 2 iy Ln 'tZZZ0 o N 0 z ry d � '• M °; rr Q Ln H U d 00 I_ Ow > > > > LL EXISTCo. N N CU tp > Q to U) F___z z z 2 �CD GRADE PROPOSED W O 00 W J "W � 500 500 495 GRADE 0 OR ....,....495 0 000 i EXIST. o r v o ELECTRIC 0 O 0 N0 t' o 00 D EXIST. CONDUIT U o `� cY, M (D H D `- p d GRADE I n o ``' Lod `1 o z 495 t 495 490 fi� 490 n LL 495 Z PROPOSED WATERLINE �! �t o o 1 GRADE SWM FACILITY Ar- N �•. oca PROPOSED EXISTING 385 LF - 84" CMP SLOPE _ °D `r 2i Z Z O> GRADE 4" GAS f AT 0.5% IN DIRECTION OF ¢ a 490 LINE 490 485 WEIR PLATE 495 f z z z 495 490 _ ............................................................................................::................................. .............`. ................. .........................................................485 127 EXIST. 19.20' OF ? INV. 481.00 GRADE 8" HDPE t @ 0.58% },. 485 485 480 t 0 490 490 485 i125 -- • EXIST. PROPOSED 57.96' OF GRADE GRADE 8" HDPE @ 3.58% L' I t 3 480 .. > >;. 480 475 i 475 4 85 485 480 - INV. BTM = 477.81 105 60.92' OF '• 15" HDPE 1 @ 1.02% 475 t ' € 475 470 I t 470 480 ` 480 475 ' ... i 154 i 28.27' OF i 15" HDPE i @ 0.50% 47n 470 465 465 475 475 470 495 ............................... 4 9 0 WM FACILITY A 85 LF -84"C P LOPE AT 0.50% IN IRECTION O JEIR PLATE 485 *1w 4751 n 495 11+00 12+00 13+00 14+00 15+00 STR EX. 14 - SWM A HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 z <t LU 0 p U) 10 0 w 0 Co CO "t a +mN r �� =d'z o Z I-0> > Co z -- C) 0 ce) V N Z 0 o N <r Q dU) ooLo 0 120r- r -IT I- O i- Q n >> Cl) r USO O �ZF-Ozz t- D 4 0 N (D O d + N�- 0O 0 No 00D��rtd) 'S r �d'p 000 f-- 00 z i<o> �Tmz o 505 � co Z z 500 5 EXIST. LITY A GRADE "CMP ::1] 475 16+00 r� r W ff M � M tS7 000 'D Co 0 -q q CDM �r = N "4' d' - Z z Z o �Qw>>> > Co�0zzz z 9+50 10+00 11+00 12+00 12+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 12+00 STR 158 - STR 138 STR 128 - SWM A STR 155 - STR 134 STR 106 - SWM A STR 108 - SWM A STR 118 - STR 138 HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"z-50' HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: '1"=5 VERT SCALE: 1"=5 A 475 .................. 470 5 17+00 17+50 500 495 �•1 475 13+00 13+50 5 0 50 PROFILE SCALE 1' MIN. .................... x-133 43.77' OF ........ ............................. ................. ...... ....................: 135.. ................... ....: 18" HDPE 48.33' OF @ 0.50% 18" HDPE SAN. SEWER: @ 0.50% PIPE 12 - 11 i 11+00 12+00 13+00 14+00 15+00 STR EX. 14 - SWM A HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 z <t LU 0 p U) 10 0 w 0 Co CO "t a +mN r �� =d'z o Z I-0> > Co z -- C) 0 ce) V N Z 0 o N <r Q dU) ooLo 0 120r- r -IT I- O i- Q n >> Cl) r USO O �ZF-Ozz t- D 4 0 N (D O d + N�- 0O 0 No 00D��rtd) 'S r �d'p 000 f-- 00 z i<o> �Tmz o 505 � co Z z 500 5 EXIST. LITY A GRADE "CMP ::1] 475 16+00 r� r W ff M � M tS7 000 'D Co 0 -q q CDM �r = N "4' d' - Z z Z o �Qw>>> > Co�0zzz z 9+50 10+00 11+00 12+00 12+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 12+00 STR 158 - STR 138 STR 128 - SWM A STR 155 - STR 134 STR 106 - SWM A STR 108 - SWM A STR 118 - STR 138 HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"z-50' HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: '1"=5 VERT SCALE: 1"=5 A 475 .................. 470 5 17+00 17+50 500 495 �•1 475 13+00 13+50 5 0 50 PROFILE SCALE T � Cr Uj a� a� a~ Ww Ww Ww U >2 >2 >2i UJ w0 w0 w0 w CK U af U Q� U r to cn M E CLO � V r- to N to O i LL Lo o E C) t '6 Q D fro CL I- W L Z (D m F I- _ L n W Q O � M N U 0 2 iy Ln 11In o N 0 z ry d � '• M °; rr Q Ln H U d w O LL � 0- N N CU tp > Q to �CD OCD N 00 W J "W � T � Cr Uj a� a� a~ Ww Ww Ww U >2 >2 >2i UJ w0 w0 w0 w CK U af U Q� U r to cn cn Z L r- to w i LL Lo CZ C cZ C C) t N Q D O CL I- W L Z (D m F I- F W �o C) rn L r- to w i LL Lo C) t N Q D O CL I- W L Z (D a Q Z b Q 0� W Q w M N Uj 2 iy �o C) rn L to LL C) tj z CL I- W L Z (D a Q Z b Q 0� W w Uj 0 O J H G ARCHITECTS, IAC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 Fat" s1 Q 211 n_ys4 4 w � 1 M2048507 N1 04 Ab" i YVi.omst.' ' .y Y E D C B A Uj LL z CL W Q WLU J > W > Uj 0 O 11In w rVoo 02 t Q H U (D Z w O < � 0- � n E D C B A I � Of a_, W Co LU U) U -j w Z p Z p Z W W LJJ W LL] W C) (j) 2E (/)2 U) :E U) >2i>2 5; 2E wLL1 0 w0 w 0 12(.) 02(-) E( z it G F E X m J CO U) ro E 0 am 0 z z 0 U) 0 E 0 0 E Q-11 < CD UJ LLI 0 LLI Z LD Z LLJ < z 0 0 < LLJ Lo < L(i CT' O OC) -J C) UJ �D � Of a_, W Co LU U) U -j w Z p Z p Z W W LJJ W LL] W C) (j) 2E (/)2 U) :E U) >2i>2 5; 2E wLL1 0 w0 w 0 12(.) 02(-) E( z it G F E X m J CO U) U) 0 Z z z Ui U) 0 0 0 LL Q-11 < CD UJ LLI 0 LLI Z LD Z LLJ < z 0 0 < LLJ < W 0= 00 U) I- N CO LO LLJ U) z 0 0 V U) LLJ U) w co C'4 3: < � Gi CO r 0 0 N C) m (Y) Ui U) C6 LL Q-11 < CD UJ LLI 0 LLI Z LD Z LLJ < z 0 0 < LLJ < W 0= 00 U) � H r RRMM ARCHITECTS, PC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 J - "K, CRAP30V j. 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K0'F.Ayo"("1'> Lic. -,Noy 0419.2',01,1,850 7 SHEET Im IN 0 0*01 F.3 m C8.2 LL - 0 0 W— I f r% C) U) z UJI LLJ ry LLJ V U-1 0 0 z D 0 U) C) LLJ —j ry 0 <2 0 0 LU < ff U) LLJ • SHEET Im IN 0 0*01 F.3 m C8.2 1 2 3 11 5 r., RERENZ I 7 1 8 I If 12 MEMMEEEMMMEMMMMMMMM,9 U) ME W Z O0 0) U CL F- M 0 0 Z 0 Z W Z UJ LIJ UJ U) � UJ (/):5i E >2E >2 > w0 w0 w0 r) E (-) of o [if (.5 ry -2 U) C) LIJ Ui U 00 < Z Ui r) • cf) 5 z z 0� LL, w < M : ;r LLJ a-( =1 >< 0 U-) < 0 0 z Z) 0 LL Cr 0 Ui UJ C) 0 < 2 Lq 0 Ui co —j < LO z LU 0 a� _ Q Qj M 00 9 0 9 0� U) U) W Z z CL F- M F- 0 Z 0 Z W Z UJ LIJ UJ U) � UJ (/):5i LU (/)� >2E >2 >2 UJ w0 w0 w0 r) E (-) of o [if (.5 J CO U) U) Z z z 0 0 0 C Q (5) (Y) C' 5 75 Lf LO Ui ne < 5; Ui co (-4 '— � ry ZE U) (D T- 'r- Nr LLJ < CO z 0 C C) N C Q (5) (Y) C' CO Lf LO Ui ne < 5; Ui co (-4 '— � ry (D T- 'r- Nr C C) N C Q (5) (Y) C' < Lf LO Ui 0 t r% 0 U) U) < ZE U) C) LIJ Ui LU L, Z F < Z Ui r) 0 cf) z < 0� LL, w < LLJ LLJ a-( 0 0 w w RRMM ARCHITECTS, PC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 F r 4 Al� FEET E D m w w 2 I 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 1 11 1 12 1 ry - < Ui 0 t r% 0 < ZE U) CEO < r) F— z r) LLJ < LLJ LLJ CL 0 LU 0 0 z Z) 0 > Cr 0 Ui UJ C) 0 < 2 LU 0 Ui co —j < n z LU 0 < ry r) i FEET E D m w w 2 I 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 1 11 1 12 1 I � 1 1 2 I 3 I 4 I 5 I 6 I 7 I 8 I 9 I 10 1 11 1 12 1 A -M-3 C-1 TMP 45 INE . . ..... ..... ... PIPKIN JOSEPH D& 3841, PG, 576 -I-M-6 C -1-M-4 TMP45C TMP 45 TMP 45C- I -M-5 NEBLE 3ARAH H. jAfVFS 0/1 & BETTIE B SCALE V=30' 400e FREDERICK H. HANTSKE & 1 CHARLES B, & E& 628 D, PG, 263 HANTSKPONTON MARILYN G NOR 0 30' 60' 447, G� 594 DB. 4716, PG, S7 DB, P 1 � 1 1 2 I 3 I I 5 I 6 I 7 I 8 I 9 I 10 1 11 1 12 1 5 I 6 1 DEQ Virginia Runoff Reduction MethodRe-Development Compliance Spreadsheet - Version 3.0 BMP Design Specj cottons €ist. 2013 Draft 5tcls & Specs Site Summary Total Rainfall (In); 43 Total Disturbed Acreage: 8:26 Site Land Cover Summary Pre-ReDevelopment Land Craver (acres) up dte ur or Y Sheet I Printq 1 1 2 I 3 I 4 J Fairest/open (acmes) 0.00 0.00 0,00 0.00 I H � Managed Turf (acres) 0,00 0.00 4.66 G 4.66 55 Impervious Cover (acres) 0.010 F 0.00 3,60 44 8.26 100 Post- ReDevetop me nt Land Cover (acres) - E stasis B Soils C sails D Soils D Forest/Open (acres) 0.00 01.003 D'OO C 0,00 0 Managed Turf (acres) 0:00 ODD B 0.00 3,20 39 Impervious ever (acres) 0.00 A 5.016 0.00 5.06 61 9,26 100 Site Tv and Land: Craver Nutrient Leads E (.5 E U W U a 5 I 6 1 DEQ Virginia Runoff Reduction MethodRe-Development Compliance Spreadsheet - Version 3.0 BMP Design Specj cottons €ist. 2013 Draft 5tcls & Specs Site Summary Total Rainfall (In); 43 Total Disturbed Acreage: 8:26 Site Land Cover Summary Pre-ReDevelopment Land Craver (acres) up dte ur or Y Sheet I Printq Total TP Load Reduction Required A soils B ;sally C Sails D Sails Totals % of Total Fairest/open (acmes) 0.00 0.00 0,00 0.00 0.00 � Managed Turf (acres) 0,00 0.00 4.66 0.00 4.66 55 Impervious Cover (acres) 0.010 0.50 3.60 0.00 3,60 44 8.26 100 Post- ReDevetop me nt Land Cover (acres) - 0.090 stasis B Soils C sails D Soils Totals of Total Forest/Open (acres) 0.00 01.003 D'OO 0.00 0,00 0 Managed Turf (acres) 0:00 ODD 3.20 0.00 3,20 39 Impervious ever (acres) 0.00 €9:00 5.016 0.00 5.06 61 9,26 100 Site Tv and Land: Craver Nutrient Leads Total TP Load Reduction Required Final Post Load (P'cost-ReDevelopment & New Impervious) Final Post 4.45 Post- 2.56 (.lb/yr) Total (lb/yr) Post- Remaining Post Development TP Load Adjusted Pre- ('Ib/yr) 7,71 {Posk-0teiaewetopo�eo�t 0.00 €3evelaaprvlent 1.35 1.33 0,10 New r irn ervaaus P l ReDevelopment (New Impervious), ReDevelopment Site Rv 0.090 0.67 0.61 0,95 0,61. Treatment Volume {ftp) 4"16 20,005 14,970 5;035 14,970 TOLaud (lb/err) 0.000.00So59 12.57 9,41 3.1.6 9,4.1 Total TP Load Reduction Required Final Post Load (P'cost-ReDevelopment & New Impervious) Pre - ReDevelopment 4.45 88 711 2.56 (.lb/yr) Total (lb/yr) Site Compliance Summary Maximu % Reduction Required Below Pre-ReDevelopment l 7 2 3 Total Runoff Volume Reduction (ftp`) rARG TTP E��L)CTIOI 1: BY Ora :1 k. D D LRB,Yi,.��x� Final Post Load (P'cost-ReDevelopment & New Impervious) Pre - ReDevelopment TN Load (lblyr) 89.92 72.53 Site Compliance Summary Maximu % Reduction Required Below Pre-ReDevelopment l 7 2 3 Total Runoff Volume Reduction (ftp`) rARG TTP E��L)CTIOI 1: BY Ora :1 k. D D LRB,Yi,.��x� 0 Total TP Load Reduction Achieved ReDevelopment (lb/Yr) 4.86 Total TN Load Reduction. Achieved Total (lb/yr) 0,00t Remaining Post Development TP Load (lb/acre/yr) ('Ib/yr) 7,71 Remaining TO Load Reduction (lb/yr) 0.00 Required 1.35 Pre- Final Past- Post-ReDevelopmentTadr ReDevelopment Development TP Load D.A. €a D.A. E Total a TP Load per acre TP Load per acre per sere (lb/acre/yr) ib/acre,/ r lb/acre` r 0, cool 1.38 1;52 1.35 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- rainage Area Summary Drainage Area Compliance Summa $3,A,. �a' 77 D.A. A D.A. B DA. C D.A. €a D.A. E Total Fairest/tapers (acres) 0.00 0.00 0.00 0.0/0 0.610 0:00 0, cool 0,001 Managed Turf (acres) 0.00 1.33 0,10 0.00 0.00 0.00 1..43 Impervious cover (acres) 0.090 332 0.84 0,00 O.Go CLOO 4"16 Total Area (acres) 7.85 4e65 0.94 Ca.Qf3 0.000.00So59 � Drainage Area Compliance Summa a Land Cover QM $3,A,. �a' 77 B 77T D.A. C D.A. D D3 A. E Total TP Loan Reducers (lb/yr) 3.03 0,93 0.00 0.00 .0.00 4.86 TN Load: Reduced (lb/yr) 0.00 03.00 0,00 0,00 0,00 0.00 a Land Cover QM A soils B Sails C sails D Sails Total 1 of Total Fairest/open (acres) 0..001 01.00 1100 0.00 0.00 0 Managed Turf (acres) 0,00 05.00 1.33 0.00 133 29. Impervious Cover (acres) 0,9J 09.003 3.32 0.090 3.32 71 j 4;65 BMP Selections Managed Turf Impervious TP Load from Untreated TP Total TP Load Reduction Achieved in Downstream Forest/open (acres) BMP TreatmentTP D.A. (ib/Yr) 0.00 0,00 Removed TP Remaining Practice Credit Area Cover Credit � Volume (ft) Upstream Load to Practice (lb/yr) Treatment to be ((b/yr) (acres) Area (acres) Practices (Ills) (lbs) 0.84 Employed 14.b. Manufactured Treatment Device - (acres) Area (acres) U � Z Practices (lbs) (I s) 1.33 Filtering 332 12,511..15 0;063 7.85 3.93 3.93 Total Impervious Cover Treated (acres) 3.32 Total Turf Area Treated (acres) 1,33 Total TP Load Reduction Achieved in % of Total Forest/open (acres) 3.93 D.A. (ib/Yr) 0.00 0,00 TIN Load Reduction Achieved In 0 FTotal .A. (lb/Yr) 0,(X) DrainageArea B Summary Land Cover 1 034 BMP Selections A Soils. B Soils C Soils €3 Sails Total % of Total Forest/open (acres) 0,00 ` 0.0D 0.00 0,00 0.00 0 Managed Turf (acres) €0,00 0.00 0.10 01.00 01.1.01 11 Impervious Cover (acres) 0<00 0,0309 0.84 0.00 0.84 89 1 034 BMP Selections Total Impervious Cover Treated (acres) Managed Turf impervious 0,10 TP TP Laud from Untreated TP' D.A. (lb/'Yr) Downstream Total TN Load Reduction Achieved in 3.x+4" Da A, (lb/yr) Treatment 1= Removed T Remaining Practice Credit Area Cover Credit Volume (ft) Upstream Load to Practice (ib/yr) Treatment to be (lb/yr) (acres) Area (acres) U � Z Practices (lbs) (I s) C)w Employed 14,b. Manufactured Treatment Device- evice- U Q � Filtering l`litersng 63.1 1 0.94 2,976.6 O 0.00 1,87 €1.93 0.93 Total Impervious Cover Treated (acres) 0,84 Total Turf Area Treated (acres) 0,10 Total TP Load Reduction Achieved in 2.28" D.A. (lb/'Yr) 09.93 Total TN Load Reduction Achieved in 3.x+4" Da A, (lb/yr) 0,00 i 1 10 1 11 i WATER QUANTITY ANALYSIS WATER QUANTITY IS ADDRESSED BY THE USE OF A PROPOSED UNDERGROUND DETENTION SWM FACILITY'S. THE FACILITIES ARE DESIGNED TO DETAIN AND RELEASE STORMWATER AT AN APPROPRIATE RATE FOR THE 1, 2, AND 10 YEAR DESIGN STORM EVENTS. DRAINAGE AREA A 1 -YEAR STORM EVENT CALCULATIONS: ENERGY BALANCE EQUATION: MAX. Q(1YR PRE -DEV) = 0.8[Q(1YR PRE-DEV)X(RV(1YR PRE -DEV] / RV(1YR POST -DEV) FROM HYDROGRAPHS WITHIN CALCULATIONS BOOK: Q(1 YR PRE) = 14.44 CFS; RUNOFF VOLUME (RV) = 0.736 AC -FT X 43,560 = 32,060 CF RV(1YR POST) = POST DEV. A UN -DETAINED + POST DEV. A DETAINED = 4,966 CF + 32,757 CF = 37,723 CF 0.8(14.44 CFS X 32,060 CU.FT.) / 37,723 CU.FT 9.82 CFS POST DEVELOPED Q(1) = 9.71 CFS 2 AND 10 -YEAR STORM EVENT SUMMARY: Q(2) PRE -DEV = 19.49 CFS Q(2) POST -DEV = 17.93 CFS Q(10) PRE -DEV = 34.64 CFS Q(10) POST -DEV = 33.68 CFS DRAINAGE AREA B 1 -YEAR STORM EVENT CALCULATIONS: ENERGY BALANCE EQUATION: MAX. Q(1YR PRE -DEV) = 0.8[Q(lYR PRE-DEV)X(Rv(1YR PRE -DEV] / Rv(1YR POST -DEV) FROM HYDROGRAPHS WITHIN CALCULATIONS BOOK: Q(1YR PRE) = 3.64 CFS; RUNOFF VOLUME (Rv) = 0.203 AC -FT X 43,560 = 8,843 CF Rv(1YR POST) = POST DEV. B UN -DETAINED + POST DEV. B DETAINED = 8,276 CF + 3,441 CF = 11,717 CF = 0.8(3.64 CFS X 8,843 CU.FT.) / 11,717 CU.FT = 2.19 CFS POST DEVELOPED Q(1) = 2.19 CFS 2 AND 10 -YEAR STORM EVENT SUMMARY: Q(2) PRE -DEV = 5.17 CFS Q(2) POST -DEV = 4.69 CFS Q(10) PRE -DEV = 9.95 CFS Q(10) POST -DEV = 9.94 CFS WATER QUALITY ANALYSIS SITE DATA DISTURBED AREA: 8.26 ACRES PRE -DEVELOPED CONDITIONS: IMPERVIOUS = 3.60 ACRES MANAGED TURF = 4.66 ACRES POST -DEVELOPED CONDITIONS: IMPERVIOUS = 5.06 ACRES MANAGED TURF = 3.20 ACRES TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 4.45 LB/YR ON SITE TREATMENT PROPOSED CARTRIDGE FILTRATION SYSTEMS (50% REMOVAL RATE): TOTAL PHOSPHOROUS LOAD REDUCTION ACHIEVED (LB/YR) = 4.86 LB/YR Expanded Steel Grate (Typ.)J. /'Z LBS SF LWO S'JUO WIDTH 2.5 2.28" 1.03" ,203" 3,Q 3.x+4" 94fl" 'L64" LD (TYP.) 2" X 1 1/2" X STEEL ANGLE ) -3 LB PER FT2 DANDED STEEL ATE BASED ON W FLOW OPENING 16" HOLES SHOWN LD (TYP.) 1 1/2" Y 1/4" VGLE (TYP.) o 1 112"X 1/4" STEEL 3" o" 3" STOCK WELDED TO BASE AS SHOWN GENERAL NOTES FOR TRASH RACK 1. STEEL TO CONFORM TO ASTM A-36. 2. ALL SURFACES OF TRASH RACK(S) MUST BE HOT DIPPED GALVANIZED AFTER FABRICATION, 3. TRASH RACK(S) TO BE FASTENED TO WALL WITH 1 /2" MASONRY ANCHORS. TRASH RACK(S) TO BE REMOVABLE, 4. TRASH RACK(S) TO BE CENTERED HORIZONTALLY OVER THE OPENING. 5, FABRICATOR MAY MODIFY COMPONENTS OF TRASH RACK FRAME TO IMPROVE CONSTRUCTABILITY OF TRASH RACK. MODIFICATIONS (MUST BE APPROVED BY MCDPS PRIOR TO FABRICATION. * DETAIL TAKEN FROM MONTGOMERY COUNTY, MARYLAND WATER RESOURCES SPECIFICATIONS. ORIFICE TRASH RACK DETAIL No Scale (0 V_ r TI - Z CD 0 N CD rn O LO 1= o C6 a. LLJ C:) r f- U UJw U � Z Q Q Z I C)w oz 0w U Q � >E >z> >2 LLJ w0 w0 w0 r) E (.5 E U W U a it 0 •i • LU t C C 0L] uJ 0 .i � 1 IN T r LL.1 r L0 0 Y C/) W ti N r cQ G fY (0 V_ r TI - CD 0 N CD rn LO T_ C6 M� C:) r f- U UJw U � Z Q Q Z I III Q � 0 D J H RRMM ARCHITECTS, IAC 1317 Executive Blvd, Suite 200 F Chesapeake, Virginia 23320 (757)622-2828 .r R- b1c, 040204850, . l7 E D C B M� III 0 i a it 0 •i • LU t • , 2 0L] uJ 0 .i � 1 IN E D C B