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HomeMy WebLinkAboutWPO201400077 Plan - E&S 2015-06-16OWNER /DEVELOPER RIVANNA VILLAGE LLC 314 EAST WATER STREET CHARLOTTESVILLE, VIRGINIA 22902 PHONE: (434) 284 -4006 FAX: (434) 974 -1909 ATTN: MR. ANDREW BONINTI SURVEY INFORMATION ROUDABUSH, GALE & ASSOCIATES, INC. 914 MONTICELLO ROAD CHARLOTTESVILLE, VIRGINIA 22902 PHONE: (434) 976 -0205 ENVIRONMENTAL ENGINEER STANTEC CONSULTING SERVICES INC. 5209 CENTER STREET WILLIAMSBURG, VIRGINIA 23188 PHONE: (757) 220 -6869 FAX: (757) 229 -4507 ATTN: SCOTT C. BLOSSOM, P.E., CFM STATISTICAL DATA LIMITS OF DISTURBANCE: 32.42 ACRES± EXISTING WETLANDS: 1.08 ACRES+ EXISTING STREAM CHANNEL: 2,645 L.F.+ (EXCLUDING WETLANDS): 2,090 L.F.± SITE BENCHMARK UAL 1 0 CAI =0 F_ 0 riff-i-F =9 VA a I :0 K4K In BM 3008 VDOT MONUMENT HORIZONTAL DATUM: NAD83 NORTHING: 3890808.3930' EASTI NG: 11517862.7000' VERTICAL DATUM: NAVD88 ELEVATION: 416.195 FT PROJECT NARRATIVI THE PROPOSED EROSION AND SEDIMENT CONTROL PLAN FOR PHASE 1 OF RIVANNA VILLAGE CONSISTS OF THOSE MEASURES NECESSARY TO PREVENT SEDIMENT LADEN RUNOFF FROM ENTERING DOWNSTREAM WATERWAYS. SPECIFICALLY, THIS PLAN ADDRESSES: — ACCESS TO THE SITE — STAGING AND STOCKPILE AREAS — CONSTRUCTION SEQUENCING — ON —SITE EROSION AND SEDIMENT CONTROL FACILITIES INCLUDING PERIMETER CONTROLS, SEDIMENT TRAPS, AND SEDIMENT BASINS — STABILIZATION PRACTICES TO BE IMPLEMENTED DURING CONSTRUCTION IN A PHASED MANNER TO TREAT DISTURBED AREAS THE PLAN IS DESIGNED TO SPECIFY MEASURES THAT WILL PROVIDE EROSION AND SEDIMENT CONTROL FOR DISTURBED AREAS ASSOCIATED WITH CLEARING, GRADING, AND STORM DRAIN INFRASTRUCTURE. PROPOSED EROSION AND SEDIMENT CONTROL MEASURES INCLUDE: 1) MINIMIZATION OF SITE DISTURBANCE TO PRESERVE STREAM BUFFERS AND RIPARIAN CORRIDORS 2) PHASED CONSTRUCTION PRACTICES WITH STABILIZED CONSTRUCTION ENTRANCES AND CONSTRUCTION ROAD STABILIZATION. 3) PERIMETER CONTROLS INCLUDING TREE PROTECTION, DIVERSIONS, SWALES, AND SILT FENCE 4) COMBINATION OF SEDIMENT TRAPS AND BASINS USED IN COORDINATION WITH DIVERSIONS AND SWALE:S 5) TEMPORARY AND PERMANENT STABILIZATION OF SLOPES AND GRADED AREAS PHASE 1 AREAS CONSIST GENERALLY OF THOSE LOCATED ON THE WESTERN PORTION OF THE SITE ACCESSED BY GLENMORE WAY. TRAFFIC MANAGEMENT PRACTICES ARE PROPOSED UNDER SEPARATE COVER AND SHALL BE IMPLEMENTED IN COORDINATION WITH THE ACCESS MEASURES PROPOSED HEREIN. ALTHOUGH THE PROPOSED FOREBAY OF THE MAIN FUTURE WET POND WILL BE INSTALLED WITH THIS PHASE, THERE IS NO DISTURBANCE PROPOSED IN THE STREAM BUFFER THAT IS ASSOCIATED WITH EROSION AND SEDIMENT CONTROL, AS THE MAIN WET POND WILL BE INSTALLED WITH FUTURE PHASES. [. t 1. COVER RICyMpND i, RD _ EXISTING CONDITIONS 3. INDEX SHEET 4. MASTER PLAN 5. STAGING & STOCKPILING 6. E & S STAGE 1 — BLOCK H 7. E & S STAGE 1 — BLOCK A 8. E &S STAGE 2— BLOCK A 8A. E & S STAGE 2 — CROSS— SECTIONS BLOCK A 9. E & S STAGE 1 — BLOCK B 10. E &S STAGE 2— BLOCK B 10A. E & S STAGE 2 — CROSS — SECTIONS BLOCK B 11. E & S STAGE 1 — BLOCKS C, D, & E cl E &S STAGE 2 — BLOCKS C, D, &E 12A. E & S STAGE 2 — CROSS — SECTIONS BLOCKS C, D, & E 13. E &S STAGE 2— BLOCK H 13A. E & S STAGE 2 — CROSS — SECTIONS BLOCK H 14. E & S DETAILS 15. E & S DETAILS II 16. E & S DETAILS III 17. E & S DETAILS IV 18. E & S NOTES 19. E & S CONSTRUCTION SEQUENCE E I ' - EAST RIVANNA VOLUNTEER FIRE COMPANY �^ _ - _ EXISTING 100' STREAM BUFFER ._. 0 BM 3008 VDOT MONUMENT HORIZONTAL DATUM: NAD83 NORTHING: 3890808.3930' EASTI NG: 11517862.7000' VERTICAL DATUM: NAVD88 ELEVATION: 416.195 FT PROJECT NARRATIVI THE PROPOSED EROSION AND SEDIMENT CONTROL PLAN FOR PHASE 1 OF RIVANNA VILLAGE CONSISTS OF THOSE MEASURES NECESSARY TO PREVENT SEDIMENT LADEN RUNOFF FROM ENTERING DOWNSTREAM WATERWAYS. SPECIFICALLY, THIS PLAN ADDRESSES: — ACCESS TO THE SITE — STAGING AND STOCKPILE AREAS — CONSTRUCTION SEQUENCING — ON —SITE EROSION AND SEDIMENT CONTROL FACILITIES INCLUDING PERIMETER CONTROLS, SEDIMENT TRAPS, AND SEDIMENT BASINS — STABILIZATION PRACTICES TO BE IMPLEMENTED DURING CONSTRUCTION IN A PHASED MANNER TO TREAT DISTURBED AREAS THE PLAN IS DESIGNED TO SPECIFY MEASURES THAT WILL PROVIDE EROSION AND SEDIMENT CONTROL FOR DISTURBED AREAS ASSOCIATED WITH CLEARING, GRADING, AND STORM DRAIN INFRASTRUCTURE. PROPOSED EROSION AND SEDIMENT CONTROL MEASURES INCLUDE: 1) MINIMIZATION OF SITE DISTURBANCE TO PRESERVE STREAM BUFFERS AND RIPARIAN CORRIDORS 2) PHASED CONSTRUCTION PRACTICES WITH STABILIZED CONSTRUCTION ENTRANCES AND CONSTRUCTION ROAD STABILIZATION. 3) PERIMETER CONTROLS INCLUDING TREE PROTECTION, DIVERSIONS, SWALES, AND SILT FENCE 4) COMBINATION OF SEDIMENT TRAPS AND BASINS USED IN COORDINATION WITH DIVERSIONS AND SWALE:S 5) TEMPORARY AND PERMANENT STABILIZATION OF SLOPES AND GRADED AREAS PHASE 1 AREAS CONSIST GENERALLY OF THOSE LOCATED ON THE WESTERN PORTION OF THE SITE ACCESSED BY GLENMORE WAY. TRAFFIC MANAGEMENT PRACTICES ARE PROPOSED UNDER SEPARATE COVER AND SHALL BE IMPLEMENTED IN COORDINATION WITH THE ACCESS MEASURES PROPOSED HEREIN. ALTHOUGH THE PROPOSED FOREBAY OF THE MAIN FUTURE WET POND WILL BE INSTALLED WITH THIS PHASE, THERE IS NO DISTURBANCE PROPOSED IN THE STREAM BUFFER THAT IS ASSOCIATED WITH EROSION AND SEDIMENT CONTROL, AS THE MAIN WET POND WILL BE INSTALLED WITH FUTURE PHASES. [. t 1. COVER 2. EXISTING CONDITIONS 3. INDEX SHEET 4. MASTER PLAN 5. STAGING & STOCKPILING 6. E & S STAGE 1 — BLOCK H 7. E & S STAGE 1 — BLOCK A 8. E &S STAGE 2— BLOCK A 8A. E & S STAGE 2 — CROSS— SECTIONS BLOCK A 9. E & S STAGE 1 — BLOCK B 10. E &S STAGE 2— BLOCK B 10A. E & S STAGE 2 — CROSS — SECTIONS BLOCK B 11. E & S STAGE 1 — BLOCKS C, D, & E 12. E &S STAGE 2 — BLOCKS C, D, &E 12A. E & S STAGE 2 — CROSS — SECTIONS BLOCKS C, D, & E 13. E &S STAGE 2— BLOCK H 13A. E & S STAGE 2 — CROSS — SECTIONS BLOCK H 14. E & S DETAILS 15. E & S DETAILS II 16. E & S DETAILS III 17. E & S DETAILS IV 18. E & S NOTES 19. E & S CONSTRUCTION SEQUENCE r � r t d q 7 7_ I SITE BENCHMARK BM 3008 VDOTMONUMENT ELEVATION = 419.195 FT NAVD88 SURVEYED MARCH 2015 BY ROUDABUSH, GALE AND ASSOCIATES SOILS SUMMARY TABLES WATER TABLE MAP HYDROLOGIC SURFACE KSAT UNIT SOIL NAME SLOPE SOIL GROUP RUNOFF UPPER LOWER (IN /HR) LIMIT LIMIT ABELL SILT 0.57 — 1 B LOAM 2-7% B MEDIUM 2.0 -3.5 >6.0 1.98 I(L 0 46B 2-7% C HIGH 1.0-2.5 1.8 -3.0 SILT LOAM 0.06 MANTEO 1.98 — 51'B CHANNERY 2-7% C/D LOW — — 5.95 SILT LOAM MANTEO 1.98 — 51 C CHANNERY 7-15% C/D LOW — — 5.95 SILT LOAM NASON 0.57 — 62B 2-7% C MEDIUM — — SILT LOAM 1.98 W WATER — — — — — — SOIL SURVEY GEOGRAPHIC (SSURGO) DATABASE FOR ALBEMARLE COUNTY, VA SOURCE: U.S. DEPARTMENT OF AGRICULTURE, NATURAL RESOURCE CONSERVATION SERVICE - TMP 79 -D -10 TMP 79 -D -11 RESIDENTIAL RESIDENTIAL __ TMP 79-D-1 9 ` -- RESIDENTIAL = T,, � MP 79 -D -18 RESIDENTIAL p� TMP 79-D-1 7 2 MP 79-D-1 RESIDENTIAL T RESIDENTIAL TMP 80-46B RESIDENTIAL TMP 79 -D -13 RESIDENTIAL RESIDENTTMP IAL ,. TMP 79-D-1 4 m RESIDENTIAL m TMP 79 -D -15 /Q�� RESIDENTIAL o TMP -46 RIVANNA VBLLAGE LLC t$5 cj Q & TMP 93A1 -3 RIVANNA VILLAGE LLC Q� �O P�� °� 0' O EAST RIVANNA, � P o' Ca VOLUNTEER �P A FIRE COMPANY TMP 93A1 -2 w - ALBEMARLE COUNTY - TMP 80 -51 - RIVANNA VILLAGE LLC _ - -TMP 80-58A . qN�q �60 g2 RESIDENTIAL T <O TMP 93A1 -4 RIVANNA VILLAGE LLC " \ TMP 80 -50 TMP 80 -52 RIVANNA VILLAGE LLC - RIVANNA VILLAGE LLC `2 25A TMP 80 -55B AGE LLC % DARRELL ULLERY TMP 80 -53 RESIDENTIAL EXISTING 100' STREAM BUFFER COSGROVE RESIDENTIAL _ 1 � - TMP 80-54 CHARLES GRAY TMP 79 -2 TMP 80 55 5B _ _ f/ , . _ GERALD HUGHES - ROBERT LIVENGOOD / RESIDENTIAL TMP 80 -550 RESIDENTIAL TIMOTHY U. MILTON Y RESIDENTIAL O Z - - TMP 79 -25C DANIS WILLIAMS RESIDENTIAL Cad - TMP 80 -54A TODD COSGROVE _ TMP 80-49A RESIDENTIAL - W /ILLIAM CATON • ` RESIDENTIAL ' D TMP 79 -26 r, � - DONALD RIGGIN TMP 80-4 RESIDENTIAL BETTY McCLANAHAN ". " TMP 93A4 -S5 -H9 RESIDENTIAL PIEDMONT NEIGHBORHOODS LP \ 0 z _ NOTES l.. THE PROPOSED RIVANNA VILLAGE DEVELOPMENT ENCOMPASSES AN AREA OF FOREST AND OPEN MEADOW LOCATED APPROXIMATELY 12.5 MILES SOUTHEAST OF CHARLOTTESVILLE, VIRGINIA. 2.. THE SITE IS CHARACTERIZED BY MODERATE SLOPES AND WOODED CORRIDORS THAT WILL BE PRESERVED AS A COMPONENT OF THIS PLAN. TWO (2) EXISTING PONDS ARE LOCATED NEAR THE CONFLUENCE OF THE EXISTING INTERMITTENT STREAM CHANNELS. 3.. EXISTING WATER FEATURES INCLUDE 1.08 ACRES OF WETLANDS AND 2,645 LINEAR FEET OF STREAM CHANNELS THAT DRAIN TO THE RIVANNA RIVER LOCATED APPROXIMATELY 4 MILES DOWNSTREAM. 4.. THE OVERALL RIVANNA VILLAGE PROJECT LIMITS INCLUDE ROUGHLY 95 ACRES WITH THE PHASE 1 PROJECT LIMITS COVERING 32.42 ACRES. 5.. GLENMORE WAY AND PIPER WAY SERVE AS THE ENTRANCE ACCESS TO THE ADJACENT NEIGHBORHOODS 6.. STEAMER DRIVE IS PROPOSED AS AN ACCESS ROUTE. THE EAST RIVANNA VOLUNTEER FIRE COMPANY IS LOCATED ON STEAMER DRIVE. LEGEND PHASE 1 LOD SITE BENCHMARK (PER ROUDABUSH, GALE AND ASSOC. SURVEY) EXISTING WETLANDS (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING STREAM CHANNEL LIMITS (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING POND (PER KIRK HUGHES & ASSOC. SURVEY) APPROXIMATE EXISTING TREE LINE (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING ROAD (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING FENCE (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING BUILDING (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING POWER POLE (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING SIGN (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING MANHOLE (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING CONTOURS (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING STREAM BUFFER (PER ALBEMARLE COUNTY) 0 00 40• If!) LEGEND o PHASE 1 ` LOD SITE BENCHMARK (PER ROUDABUSH, GALE AND ASSOC. SURVEY) EXISTING WETLANDS (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING STREAM CHANNEL LIMITS (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING STREAM BUFFER (PER ALBEMARLE COUNTY) APPROXIMATE EXISTING TREE LINE (PER KIRK HUGHES & ASSOC. SURVEY) PROPOSED TREELIKE EXISTING ROAD (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING FENCE (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING BUILDING (PER KIRK HUGHES & ASSOC. SURVEY) NOTES m0morkNIFN PHASE 1 LOD LOD 1 . USE EXISTING PAVED ENTRANCE ON STEAMER DRIVE TO EXISTING WETLAND ACCESS MAIN STAGING AND STOCKPILE LOCATION. ❑ (PER KIRK HUGHES & Assoc. suRVEY) 2. SPECIFICS OF CONSTRUCTION ENTRANCE 1 TRAFFIC MANAGEMENT TO BE PROVIDED UNDER SEPERATE COVER. EXISTING STREAM CHANNEL LIMITS 3. CONSTRUCTION ENTRANCE 1 TO BE EQUIPPED WITH ❑ (PER KIRK HUGHES & ASSOC. SURVEY) TRUCK WASHDOWN AREA ADJACENT TO EXISTING ROAD. 4. STREAM BUFFER LIMITS TO BE CLEARLY IDENTIFIED IN APPROXIMATE EXISTING TREE LINE FIELD PRIOR TO LAND DISTURBANCE WITH TREE ❑ (PER KIRK HUGHES & PROTECTION FENCING. ASSOC. SURVEY) S. THIS MASTER PLAN DEPICTS ELEMENTS TO BE IN PLACE AT EXISTING ROAD THE COMPLETION OF PHASE 1 STAGE 2 GRADING ❑ (PER KIRK HUGHES & ACTIVITIES. SEE SHEETS 5 THROUGH 13 FOR PHASED ASSOC. SURVEY) CONSTRUCTION SEQUENCING DETAILS. EXISTING CONTOURS (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING STREAM BUFFER (PER ALBEMARLE COUNTY) PROPOSED EROSION & SEDIMENT ST SB CONTROL FACILITY ®PROPOSED DIVERSION CHANNEL p�J RWD OR ROW DIVERSION ®PROPOSED TEMPORARY STAGING AND STOCKPILE PROPOSED CONSTRUCTION ENTRANCE CE ®PROPOSED CONSTRUCTION ACCESS ROUTE PROPOSED TEMPORARY TSC STEAM CROSSING ®PROPOSED CONTOURS PROPOSED SILT FENCE SF PROPOSED SUPER SILT FENCE SSF WR PROPOSED VEHICLE WASH RACK ®PROPOSED TREELINE 00 4•! EROSION AND SEDIMENT CONTROL CALCULATIONS DIVERSION CHANNEL CS1 a CALCULATIONS: RATIONAL METHOD, Q = CiA C = 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 200 FT AND SLOPE OF 0.03 = 11 MINUTES Tt SHALLOW WITH SLOPE OF 0.03 = Lsc / (60 x V) = 500 FT / (60 x 2.8 FT /S) = 2.98 MINUTES Tc = 13.98 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: / /hdsc.nws.noaa.gov/hdsc /pfds�, 10 MINUTE 2 -YR i = 3.98 INCHES /HOUR 10 MINUTE 10 -YR i = 5.25 INCHES /HOUR A =6.16 ACRES 2 -YR PEAK FLOW - 0.50 x 3.98 x 6.16 = 12.26 CFS = 13 CFS 10 -YR PEAK FLOW = 0.50 x 5.25 x 6.16 = 16.17 CFS = 17 CFS SLOPE OF PROPOSED CHANNEL = RISE RUN = 28 FT 460 FT = 0.06 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 4.0 FT /S MINIMUM FLOW AREA (A) = Q / V = 17 / 4.0 = 5 SOFT DESIGN DEPTH (d) = 2 FT DESIGN BOTTOM WIDTH (b) = 4 FT GIVEN 2:1 SIDE SLOPE, e - 2 FT x d - 2 FT x 2 = 4 FT Z = e / d = 4 FT / 2 FT = 2 TRAPEZOIDAL CHANNEL CROSS - SECTIONAL AREA (A) = (b x d) + [Z x (d ^ 2)] = (4 FT x 2 FT) + [2 x ((2 FT) ^ 2)] = 16 SQFT TRAPEZOIDAL CHANNEL TOP WIDTH = b+ 2 x d x Z) = 4 FT + 2 x 2 FT x 2 = 12 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) = {(b x d) + [Z x (d ^2)]} / {b + {(2 x d x [((Z ^2) + 1)^ (1/2)111 = {(4 x 2) + [2 x (2 -2)]l / {4 + {(2 x 2 x [((2 ^ 2) + 1) ^ (1/2)]j} = 1.23 FT CHANNEL LINING = VEGETATED WITH EC -3 TYPE B MATTING, PERMISSIBLE VELOCITY OF 7.0 -10.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57) (http / /www.virginiadot.org /business/ resources /Materials /Approved_Lists.pdf) USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (n) = 0.039 MAX CAPACITY FLOW = (1.49 / n) x [R- (2/3)] x [S ^ (1/2)] x A = (1.49 / 0.039) x [1.23 -(2/3)] x [0.06 ^ (1/2)] x 16 = 171.89 CFS MAX CAPACITY VELOCITY = (1.49 / n) x [R ^ (2/3)] x IS ^ (1/2)] = (1.49 / 0.039) x [1.23- (2/3)] x [0.06- (1/2)] = 10.74 FT /S DIMENSIONS: MINIMUM BOTTOM WIDTH - 4 FT MINIMUM DEPTH - 2 FT MINIMUM SIDE SLOPE - 2:1 AVERAGE CHANNEL SLOPE = 0.06 LINING - VEGETATED WITH EC -3 TYPE B MATTING DIVERSION CHANNEL CS1 b CALCULATIONS: RATIONAL METHOD, Q - CiA C = 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.08 = 7.5 MINUTES Tt SHALLOW WITH SLOPE OF 0.06 = Lsc / (60 x V) = 400 FT / (60 x 4.0 FT /S) = 1.67 MINUTES Tc = 9.17 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http : //hdsc.nws.noaa.gov/hdsc /pfds6, 10 MINUTE 2 -YR i = 3.98 INCHES /HOUR 10 MINUTE 10 -YR i = 5.25 INCHES /HOUR A =2.98 ACRES 2 -YR PEAK FLOW = 0.50 x 3.98 x 2.98 = 6 CFS 10 -YR PEAK FLOW = 0.50 x 5.25 x 2.98 = 7.87 CFS - 8 CFS SLOPE OF PROPOSED CHANNEL = RISE / RUN = 8 FT / 400 FT = 0.02 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V - 2.3 FT /S MINIMUM FLOW AREA (A) = Q / V - 9 / 2.3 = 4 SQFT DESIGN DEPTH (d) = 2 FT DESIGN BOTTOM WIDTH (b) = 4 FT GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT Z =e /d= 4FT /2FT =2 TRAPEZOIDAL CHANNEL CROSS - SECTIONAL AREA (A) = (b x d) + [Z x (d ^ 2)] 4FTx2 FT) +2x 2 FT) ^2 -16SQFT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) - 12 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) _ {(b x d) + [Z x (d ^ 2)]} / {b + {(2 x d x [((Z^ 2) + 1) ^ (1 /2)] }} ={( 4x2) +[2x(2 ^2)] } / {4 +{(2x2x[((2 ^2) +1) ^ (1/2)] }} - 1.23 FT CHANNEL LINING - VEGETATED WITH EC -3 TYPE B MATTING, PERMISSIBLE VELOCITY OF 7.0-100 MS (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57) (http: / /www.vi rgi n i adot. org /business /resources /Materials /Approved_Lists. pdf) USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (n) = 0.048 MAX CAPACITY FLOW = (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] x A = (1.49 / 0.048) x [1.23 ^ (2/3)] x [0.02 ^ (1 /2)] x 16 = 80.6 CFS MAX CAPACITY VELOCITY = (1 .49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] _ (1.49 / 0.048) x [1.23 ^ (2/3)] x [0.02 ^ (1/2)] = 5.0 FT /S DIMENSIONS: MINIMUM BOTTOM WIDTH = 4 FT MINIMUM DEPTH = 2 FT MINIMUM SIDE SLOPE = 2:1 AVERAGE CHANNEL SLOPE = 0.02 LINING = VEGETATED WITH EC -3 TYPE B MATTING SEDIMENT BASIN CS1 CALCULATIONS: DA = 9.14 ACRES REQUIRED STORAGE = 134 CY PER ACRE = 1273 CY IF VOLUME 1 = 0.4 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA - 636.5 CY / (0.4 x 5 FT) =8,593 SF IF VOLUME 2 - [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (636.5 CY / 2 FT)] - 8593 SF = 8593 SF MINIMUM FLOW PATH LENGTH - 135 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 8593 /135 = 64 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 135 / 64 = 2:1 RATIONAL METHOD, Q = CIA C = 0.50 (ROUGH BARE SOIL) FROM DIVERSION CHANNEL CS1 a CALCULATIONS, Tc - 13.98 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http : / /hdsc- nws.noaa.gov/hdsc /pfds6, 10 MINUTE 2 -YR i - 3.98 INCHES /HOUR 10 MINUTE 25 -YR i - 5.89 INCHES /HOUR 2 -YR PEAK FLOW = 0.50 x 3.98 x 9.50 = 18.91 CFS = 19 CFS 25 -YR PEAK FLOW = 0.50 x 5.89 x 9.50 = 27.98 CFS = 28 CFS USING PLATE 3.14 -8 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, IF RISER HEAD (h) = 1 FT, RISER DIAMETER = 36 INCHES USING TABLE 3.14 -B OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, IF BARREL HEAD (H) = 3 FT, RCP BARREL DIAMETER = 30 INCHES USING APPENDIX 3.14 -a OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, DEWATERING ORIFICE FLOW = 636.5 CY / 21,600 SECONDS = 0.80 CFS DEWATERING ORIFICE AREA - Q / {[(64.32 x HYDRAULIC HEAD) ^ (1 /2)] x 0.61 - 0.80 / {[64.32 x 2 FT) ^ (1 /2)] x 0.61 - 012 SQFT DEWATERING ORIFICE DIAMETER = 2 x [(A / 3.14)^ (1/2)] = 2 x [(0.12 / 3.14) ^(1/2)] = 0.39 FT - 5 INCHES DIMENSIONS: (FROM CS2 CALCULATIONS) NORMAL POOL SURFACE AREA = 9065 SF MINIMUM FLOW PATH LENGTH = 140 FT MINIMUM WET DEPTH = 5 FT, BOTTOM ELEVATION = 341 OUTLET RISER HEIGHT = 2 FT, ELEVATION = 348 OUTLET RISER DIAMETER = 48 INCHES OUTLET BARREL LENGTH -,40-FT OUTLET BARREL DIAMETER = 30 INCHES DEWATERING ORIFICE DIAMETER = 5 INCHES, ELEVATION = 346 DRY HEIGHT = 5 FT, ELEVATION = 351 MINIMUM EMBANKMENT TOP WIDTH = 10 FT MINIMUM EXCAVATION SIDE SLOPE = 2:1 MINIMUM EMBANKMENT SIDE SLOPE - 3:1 BLOCK C \_ ® NOTES ® 1. SILT FENCE AND DIVERSIONS WILL BE KEPT 5 FEET FROM OD THE TOP OF BANK OF ALL STREAM CHANNELS. IF A ' DISCREPANCY OCCURS IN THE FIELD FOR SILT FENCE ® AND /OR DIVERSION INSTALLATION THEN THE PLANS WILL BE AMENDED TO REFLECT THE CHANGES REQUIRED TO KEEP THE SILT FENCE AND OR DIVERSION A MINIMUM OF 5 FEET FROM TOP OF STREAM BANK. / ` \ 2. CONTRACTOR TO REGULARLY INSPECT SILT FENCE FOR ®; AREAS OF PONDING AND FAILURE. WHERE FAILURE IS CAUSED BY EXCESSIVE REGULAR PONDING, REMEDIAL PRACTICES SUCH AS SEDIMENT TRAPS MAY BE REQUIRED CONTRACTOR TO NOTIFY DESIGNER /ENGINEER PRIOR TO IMPLEMENTATION OF REMEDIAL PRACTICES. Dv 3 S C • SILT FENCE WILL NOTE BE INSTALLED ACROSS THE � \ OU TLET O F ANY T RMWATER DETENTION STRUCTURE. S O L sF 3.1. PIPE OUTLET: SILT FENCE SHALL BE INSTALLED OVER THE OUTLET OF THE OUTFALL PIPE � SF 3.2. STONE WEIR: SILT FENCE SHALL BE TURNED UP •" FUTURE WATER SUPPLY TOWER SLOPE ON EITHER SIDE OF THE WEIR OUTLET N - (BY OTHERS) - X OD SF \ ®' / PROPOSED DIVERSION CS1 a VEGETATED WITH EC -3 TYPE B MATTING ®; (INVERT UP = 374, INVERT DOWN - 346) ® (SEE CALCULATIONS ON THIS SHEET) '® \ � S y , DA GS 1 a ®\ 4*'®,, 6.16 AC •� SF ® - �/ , x DV >. SIF \ X , x OP SF DA CS1 NOTES .AND CONSTRUCTION SEQUENCE FINAL LOCATIION OF ALL CONSTRUCTION ACCESS & PROPOSED STAGING & STOCKPILE LOCATIONS TO BE APPROVED AND CONFIRMED WITH ALBEMARLE (COUNTY AND PROPERTY OWNER PRIOR TO CONSTRUCTION AND IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE. 1. CONTRACTOR TO STAKE OUT LIMITS OF CLEARING FOR PHASE TO BE CLEARED. 2. CONTRACTOR SHALL INSTALL STONE CONSTRUCTION ENTRANCE CE1 AND WASH RACK AT THE END OF EXISTING STEAMER DRIVE. 3. CLEARING ,AND GRUBBING OPERATIONS TO OCCUR ONLY AS NEEDED FOR ACCESS ROAD AND THE INSTALLATION OF PERIMETER EROSION AND SEDIMENT CONTROL PRACTICES. 4. ACCESS ROAD TO BE PROTECTED IN A MANNER APPROVED BY PROJECT ENGINEER. MULCH, STONE, AND TIMBER MATS ARE PREFERRED. ACCESS ROAD STABILIZATION TO BE INSPECTED REGULARLY IN ORDER TO MAINTAIN EROSION CONTROL. 5. ALL DENUDED AREAS LEFT AFTER ACCESS ROAD AND PERIMETER EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PERMANENTLY STABILIZED IMMEDIATELY AFTER INSTALLATION. & SILT FENCE TO BE INSTALLED ON BOTH EDGES OF ACCESS ROAD AND AROUND PRIMARY STOCKPILE AND STAGING AREA IN BLOCK J. 7. TREE PROTECTION SHALL BE INSTALLED ALONG STREAM BUFFER BOUNDARY IN BLOCK J AS SHOWN ON THIS SHEET. 8. CLEARING ,AND GRUBBING OPERATIONS TO OCCUR ONLY AS NEEDED FOR STAGING AND STOCKPILE AREA AND CONCURRENTLY WITH THE INSTALLATION OF PERIMETER EROSION AND SEDIMENT CONTROL PRACTICES. ACCESS ROAD TO BE CONSTRUCTED ALONG PROPOSED ALIGNMENT OF STREAMER DRIVE, AROUND STAGING AND STOCKPILE AREA 1, ALONG PARK STREET TO INTERSECTION OF PROPOSED MAIN STREET, AND ALONG PROPOSED STEAMER DRIVE EXTENSION TO THE EDGE OF ASPHALT OF STEAMER DRIVE. ALTERNATIVE ROUTES MAY BE RECOMMENDED BY COUNTY STAFF IN ORDER TO REDUCE EROSION AND DOWNSTREAM SEDIMENTATION. 9. INSTALL SEDIMENT BASIN CS1 PER DETAILS 1 AND 2 ON SHEET 15. SEDIMENT BASIN CS1 TO REMAIN ONLINE THROUGHOUT PHASE 1 CONSTRUCTION. 10. INSTALL DIVERSION CHANNELS CS1 a AND CS1 b AS SHOWN ON THIS SHEET 1 1 . CLEARING AND GRUBBING OF BLOCK J NORTH CAN OCCUR UPON TEMPORARY STABILIZATION OF SEDIMENT BASIN CS1. 12. CONTRACTOR TO PERFORM ROUGH GRADING OF BLOCK J NORTH AROUND STOCKPILE. 13. BLOCK J, INCLUDING STOCKPILE, TO BE PERMANENTLY STABILIZED UPON COMPLETION OF FINAL GRADE AROUND STOCKPILE AND STAGING AREA. 14.TEMPORARY STABILIZATION SHALL BE APPLIED TO ALL ALL SOIL STOCKPILES THAT WILL REMAIN UNPROTECTED FOR MORE THAN 14 DAYS AND ALL DENUDED /DISTURBED AREAS THAT WILL NOT REACH FINAL GRADE WITHIN 14 DAYS. REFER TO TEMPORARY SEEDING NOTES ON SHEET 18 FOR ADDITIONAL SPECIFICATION ® DV PROPOSED DIVERSION CS1 b VEGETATED WITH EC -3 TYPE B MATTING (INVERT UP - 354, INVERT DOWN = 346) -�� (SEE CALCULATIONS ON THIS SHEET) I�T I---- t i LEGEND •® PHASE 1 LOD OD EXISTING CONTOURS WETLAND ❑EXISTING (PER KIRK HUGHES & ASSOC. SURVEY) STREAM CHANNEL LIMITS (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING TREELINE E:l EXISTING PARCEL El EXISTING STREAM BUFFER PROPOSED CONSTRUCTION ENTRANCE CE O INI PROPOSED CONSTRUCTION ACCESS ROUTE ®PROPOSED CONTOURS ®PROPOSED TREELINE ®PROPOSED TEMPORARY STAGING AND STOCKPILE PROPOSED SILT FENCE SF ®PROPOSED DIVERSION CHANNEL � �J DV OR ROW DIVERSION PROPOSED SEDIMENT BASIN SB PROPOSED OUTFALL PROTECTION OP DRAINAGE AREA DIVIDES oAASiz DRAINAGE AREA 8.38 AC • LABELS �` _ 3 -759 EROSION AND SEDIMENT CONTROL CALCULATIONS DIVERSION CHANNEL HS1 CALCULATIONS: RATIONAL METHOD, Q = CiA C = 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 50 FT AND SLOPE OF 0.04 = 6.5 MINUTES Tt SHALLOW WITH SLOPE OF 0.08 = Lsc / (60 x V) = 180 FT / (60 x 4.6 FT /S) = 0.65 MINUTES Tc = 7.15 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: //hdsc.nws.noaa.gov /hdsc /pfds6, 5 MINUTE 2 -YR i = 4.97 INCHES /HOUR 5 MINUTE 10 -YR i = 6.56 INCHES /HOUR A =2.40 ACRES 2 -YR PEAK FLOW = 0.50 x 4.97 x 2.40 = 5.96 CFS = 6 CFS 10 -YR PEAK FLOW = 0.50 x 6.56 x 2.40 = 7.87 CFS = 8 CFS SLOPE OF PROPOSED CHANNEL (S) = RISE / RUN = 8 FT / 240 FT = 0.03 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 2.8 FT /S MINIMUM A= Q /V= 8 /2.8 =3SOFT DESIGN DEPTH (D) = 1 FT DESIGN BOTTOM WIDTH (B) = 6 FT GIVEN 2:1 SIDE SLOPE, E = 2 FT X D = 2 FT X 1 =2 FT Z= E /D =2FT /1 FT =2 TRAPEZOIDAL CHANNEL CROSS - SECTIONAL AREA (A) _ (B X D) + [Z X (D ^ 2)] = (6 FT X 1 FT) + [2 X ((1 FT) ^ 2)] = 8 SQFT TRAPEZOIDAL CHANNEL TOP WIDTH = B + (2 X D X Z) = 6 FT + (2 X 1 FT X 2) = 10 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) = {(B X D) + [Z X (D ^2)]} / {B + {(2 X D X [((Z ^2) + 1) ^ (1/2)] }} = {(6 X 1) + [2 X (1 ^2)]} /16 + {(2 X 1 X [((2 ^2) + 1) ^ (1/2)] }} = 0.76 FT CHANNEL LINING = VEGETATED WITH EC -2 MATTING, PERMISSIBLE VELOCITY OF 2.5 -4.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57) (http: / /www.virgi niadot. org /business /resources /Materials /Approved_Lists. pdo USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (N) = 0.075 MAX CAPACITY FLOW = (1.49 / N) X [R -(2/3)] X [S- (1 /2)] X A = (1.49 / 0.075) X [0.76 ^ (2/3)] X [0.03 ^ (1/2)] X 8 = 22.93 CFS MAX CAPACITY VELOCITY = (1.49 / N) X [R ^ (2/3)] X [S ^ (1 /2)] = (1.49 / 0.075) X [0.76 ^ (2/3)] X [0.03 ^ (1/2)] = 2.87 FT /S DIMENSIONS: MINIMUM BOTTOM WIDTH = 6 FT MINIMUM DEPTH = 1 FT MINIMUM SIDE SLOPE = 2:1 AVERAGE CHANNEL SLOPE = 0.03 LINING = VEGETATED WITH EC -2 MATTING SEDIMENT TRAP HS1 CALCULATIONS: DA = 2.40 ACRES REQUIRED STORAGE = 134 CY PER ACRE = 322 CY IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 161 CY / (0.85 x 4 FT) =1279 SF IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (161 CY / 3 FT)] - 1279 SF = 1619 SF MINIMUM FLOW PATH LENGTH = 55 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 1279 / 55 = 23 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 55 / 23 = 2:1 DIMENSIONS: NORMAL POOL SURFACE AREA = 1279 SF, ELEVATION = 348 MINIMUM FLOW PATH LENGTH = 55 FT MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 344 BANK HEIGHT = 4 FT, ELEVATION = 352 MINIMUM BERM TOP WIDTH = 3 FT OUTLET HEIGHT = 3 FT, ELEVATION = 351 MINIMUM WEIR LENGTH = 6 x DA = 6 x 2.40 = 14.5 FT MINIMUM EXCAVATION SIDE SLOPE = 1 :1 MINIMUM EMBANKMENT SIDE SLOPE = 2:1 EROSION AND SEDIMENT CONTROL CALCULATIONS DIVERSION CHANNEL AS1 a -1 CALCULATIONS: RATIONAL METHOD, Q - CA C - 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 200 FT AND SLOPE OF 0.03 = 11.0 MINUTES Tt SHALLOW WITH SLOPE OF 0.13 = Lsc / (50 x V) = 159 FT / (60 x 5.75 FT /S) = 0.46 MINUTES Tc = 11.46 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: //hdsc.nws- noaa.gov /hdsc /pfdsQ, 10 MINUTE 2 -YR i = 3.98 INCHES /HOUR 10 MINUTE 10 -YR i - 5.25 INCHES /HOUR A -1.56 ACRES 2 -YR PEAK FLOW - 0.50 x 3.98 x 1 .56 = 3.10 CFS = 3 CFS - = 5x 6 -410 CFS =4CFS 10 YR PEAK FLOW 0 50 x 5.2 1 .5 SLOPE OF PROPOSED CHANNEL = RISE / RUN = 16 FT / 450 FT = 0.04 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 3.2 FT /S MINIMUM FLOW AREA (A) = Q / V = 4 / 3.2 = 1.25 SQFT DESIGN DEPTH (d) = 2 FT DESIGN BOTTOM WIDTH (b) = 4 FT GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT Z = e / d = 4 FT / 2 FT = 2 TRAPEZOIDAL CHANNEL CROSS - SECTIONAL AREA (A) _ (b x d) + [Z x (d ^ 2)] _ (4 FT x 2 FT) + [2 x ((2 FT)-2)] = 16 SQFT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) _ {(b x d) + [Z x (d ^2)1} / {b + {(2 x d x [((Z ^2) + 1) ^(112)]}} _ {(4 x 2) + [2 x (2 -2)]} / {4 + {(2 x 2 x [((2 -2) + 1) ^ (1 /2)] }} = 1.23 FT CHANNEL LINING = VEGETATED WITH EC -3 TYPE A MATTING, PERMISSIBLE VELOCITY OF 4.0 -7.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57) (http: //www.virginiadot.org / business / resources /Materials/Approved_Lists. pdf) USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (n) = 0.046 MAX CAPACITY FLOW = (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] x A = (1.49 / 0.046) x [1.23 ^ (2/3)] x [0.04 ^ (1 /2)] x 16 = 118.99 CFS MAX CAPACITY VELOCITY = (1 .49 / n) x [R ^ (213)1 x [S ^ (1 /2)] = (1.49 10.046) x [1 .23 ^ (2(3)] x [0.04 ^ (1/2)] = 7.44 FT /S DIMENSIONS: MINIMUM BOTTOM WIDTH = 4 FT MINIMUM DEPTH = 2 FT MINIMUM SIDE SLOPE = 2:1 AVERAGE CHANNEL SLOPE = 0.04 LINING - VEGETATED WITH EC -3 TYPE A MATTING DIVERSION CHANNEL AS1 a -2 CALCULATIONS: RATIONAL METHOD, Q = CA C = 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 200 FT AND SLOPE OF 0.03 = 11 .0 MINUTES Tt SHALLOW WITH SLOPE OF 0.13 = Lsc / (60 x V) = 159 FT / (60 x 5.75 FT /S) = 0.46 MINUTES Tc - 11.46 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http : //hdsc.nws.noaa.gov/hdsc /pfds�, 10 MINUTE 2 -YR i = 3.98 INCHES /HOUR 10 MINUTE 10 -YR i = 5.25 INCHES /HOUR A =2.75 ACRES 2 -YR PEAK FLOW = 0.50 x 3.98 x 2.75 = 5.47 CFS = 6 CFS 10 -YR PEAK FLOW = 0.50 x 5.25 x 2.75 - 7.22 CFS = 8 CFS SLOPE OF PROPOSED CHANNEL = RISE / RUN = 2 FT / 215 FT = 0.01 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 1.6 FT /S MINIMUM FLOW AREA (A) = Q / V = 8 /1.6 = 5.00 SQFT DESIGN DEPTH (d) = 2 FT DESIGN BOTTOM WIDTH (b) = 4 FT GIVEN 2:1 SIDE SLOPE, e= 2FTxd = 2FTx2 =4FT Z - e /d = 4 FT / 2 FT = 2 TRAPEZOIDAL CHANNEL CROSS - SECTIONAL AREA (A) _ (b x d) + [Z x (d ^ 2)] = (4 FT x 2 FT) + [2 x ((2 FT) ^ 2)] = 16 SQFT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) = {(b x d) + [Z x (d ^2)11 / {b + {(2 x d x [((Z ^2) + 1) ^(1/2)111 = {(4 x 2) + [2 x (2-2)]1/ {4 + {(2 x 2 x [((2 ^2) + 1) ^ (1/2)] }} = 1.23 FT CHANNEL LINING = VEGETATED WITH EC -2 MATTING, PERMISSIBLE VELOCITY OF 2.5 -4.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57) (http: / /www.vi rgi ni adot. org / business / resources /Materials /Approved_Lists. pdf) USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (n) = 0.056 MAX CAPACITY FLOW = (1.49 / n) x [R- (2/3)] x [S-(1/2)] x A = (1.49 / 0.056) x [1.23- (2/3)] x [0.01 ^ (1/2)] x 16 = 48.87 CFS MAX CAPACITY VELOCITY = (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] _ (1.49 / 0.056) x [1.23 ^ (2(3)] x [0.01 ^ (1 /2)] = 3.05 FT /S MINIMUM BOTTOM WIDTH = 4 FT MINIMUM DEPTH = 2 FT MINIMUM SIDE SLOPE = 2:1 AVERAGE CHANNEL SLOPE = 0.01 LINING = VEGETATED WITH EC -2 MATTING SEDIMENT BASIN AS1 a CALCULATIONS: DA = 8.38 ACRES REQUIRED STORAGE = 134 CY PER ACRE = 1123 CY IF VOLUME 1 = 0.4 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 561.5 CY / (0.4 x 5 FT) =7580 SF IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (561.5 CY / 2 FT)] - 7580 SF = 7580 SF MINIMUM FLOW PATH LENGTH = 120 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 7580 /120 = 60 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 120 / 60 = 2:1 RATIONAL METHOD, Q = CA C = 0.50 (ROUGH BARE SOIL) FROM DIVERSION CHANNEL A81 a CALCULATIONS, Tc = 11.46 MINUTES USING NOANS PRECIPITATION FREQUENCY DATA SERVER ( http : //hdsc.nws.noaa.gov /hdsc /pfds4, 10 MINUTE 2 -YR i = 3.98 INCHES /HOUR 10 MINUTE 25 -YR i = 5.89 INCHES /HOUR 2 -YR PEAK FLOW = 0.50 x 3.98 x 8.38 = 16.68 CFS = 17 CFS 25 -YR PEAK FLOW = 0.50 x 5.89 x 8.38 = 24.68 CFS = 25 CFS USING PLATE 3.14 -8 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, IF RISER HEAD (h) = 1 FT, RISER DIAMETER = 36 INCHES USING TABLE 3.14 -8 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, IF BARREL HEAD (H) = 8 FT, RCP BARREL DIAMETER = 24 INCHES USING APPENDIX 3.14 -a OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, DEWATERING ORIFICE FLOW = 561.5 CY / 21,600 SECONDS = 0.70 CFS DEWATERING ORIFICE AREA = Q / {[(64.32 x HYDRAULIC HEAD) ^ (1 /2)] x 0.61 = 0.70 / {[64.32 x 2 FT) ^ (1 /2)] x 0.61 = 0.10 SQFT DEWATERING ORIFICE DIAMETER= 2 x A / 3.14 1 /2 = 2 x 0.10 / 3.14) ^ (1 /2)] = 0.36 FT = 4 INCHES DIMENSIONS: NORMAL POOL SURFACE AREA = 7580 SF MINIMUM FLOW PATH LENGTH = 120 FT MINIMUM EXCAVATION DEPTH = 5 FT, BOTTOM ELEVATION = 372 OUTLET RISER HEIGHT = 2 FT, ELEVATION = 379 OUTLET RISER DIAMETER = 36 INCHES OUTLET BARREL LENGTH = 110 FT OUTLET BARREL DIAMETER = 24 INCHES DEWATERING ORIFICE DIAMETER = 4 INCHES, ELEVATION = 377 EMBANKMENT HEIGHT = 5 FT, ELEVATION - 382 MINIMUM EMBANKMENT TOP WIDTH = 6 FT MINIMUM EXCAVATION SIDE SLOPE = 2:1 MINIMUM EMBANKMENT SIDE SLOPE = 2.5:1 SEDIMENT TRAP AS1 a -2 CALCULATIONS: DA = 2.75 ACRES REQUIRED STORAGE = 134 CY PER ACRE = 368.5 CY IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 185 CY / (0.85 x 4 FT) = 1469 SF IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (185 CY / 2 FT)] - 1469 SF = 3526 SF MINIMUM FLOW PATH LENGTH = 55 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 1469 / 55 = 27 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 55 / 27 = 2:1 DIMENSIONS: NORMAL POOL SURFACE AREA = 1469 SF, ELEVATION - 382 MINIMUM FLOW PATH LENGTH = 55 FT MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 378 BANK HEIGHT = 3 FT, ELEVATION = 385 MINIMUM BERM TOP WIDTH = 3 FT OUTLET HEIGHT = 2 FT, ELEVATION = 384 MINIMUM WEIR LENGTH = 6 x DA = 6 x 2.75 = 16.5 FT MINIMUM EXCAVATION SIDE SLOPE= 1:1 BLOCK A CD J LEGEND CC E1 /♦ PROPOSED LIMITS x • NOTES AND CONSTRUCTION SEQUENCE OF DISTURBANCE LOD FINAL LOCATIION OF ALL CONSTRUCTION ACCESS & PROPOSED STAGING & - /,F STOCKPILE LOCATIONS TO BE APPROVED AND CONFIRMED WITH CONTOURS SEE SHEET 9 FOR DETAILS � • � ®� � ® j ALBEMARLE COUNTY AND PROPERTY OWNER PRIOR TO CONSTRUCTION • AND IS THE RIESPONSIBILITY OF THE CONTRACTOR TO COORDINATE. • , �' ` EXISTING WETLAND (PER KIRK HUGHES & • • ASSOC. SURVEY) S ® %•'` ` 1. CONTRACTOR TO STAKE OUT LIMITS OF CLEARING FOR THE BLOCK F BEING CLEARED. ARED. APPROXIMATE STREAM ® • ®,, ` � -1 _� V • �� CHANNEL LIMITS (PER KIRK OP ® ® 0, �... ®., . 2. CONTRACTOR SHALL INSTALL CONSTRUCTION ENTRANCE CE2 AND HUGHES & ASSOC. SURVEY) s� AT RACK WASH N ..- C GLE MORE WAY CUL -DE -SAC ON ALIGNMENT OF �\ r _ �� _ e -, PR(lPllCFfl \A /IIVrIIIV(, RCIIIfI ONlrl /(1R r �Q AT �XICTINIr CTF�AA�R rIRIVG IF II CVICTInIc CALCULATIONS: RATIONAL METHOD, Q = CIA C - 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 50 FT AND SLOPE OF 0.08 = 5 MINUTES Tt SHALLOW WITH SLOPE OF 0.07 = Lsc / (60 x V) = 60 FT / (60 x 4.2 FT /S) = 0.24 MINUTES Tc = 5.24 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http : //hdso.nws.noaa.gov/hdsc /pfds�, 5 IMINUTE 2 -YR i = 4.97 INCHES /HOUR 5 (MINUTE 1 O -YR i = 6.56 INCHES /HOUR A : =1.48 ACRES 2 -YR PEAK FLOW = 0.50 x 4.97 x 1.48 = 3.68 CFS = 4 CFS 101 -YR PEAK FLOW = 0.50 x 6.56 x 1.48 = 4.85 CFS = 5 CFS SLOPE OF PROPOSED CHANNEL (S) = RISE / RUN = 2 FT / 118 FT = 0.02 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 2.2 FT /S MIINIMUMA =Q /V= 5/2.2 =2.27 SQFT DE=SIGN DEPTH (d) = 2 FT DESIGN BOTTOM WIDTH (b) = 4 FT GIWEN2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT Z = e / d = 4 FT / 2 FT = 2 TRAPEZOIDAL CHANNEL CROSS - SECTIONAL AREA (A) = (b x d) + [Z x (d ^2)] = (4 FT x 2 FT) + [2 x ((2 FT) ^ 2)] = 16 SQFT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) = {(b x d) + [Z x (d ^2)]} / {b + {(2 x d x [((Z ^2) + 1) ^(1/2)]}} = {(4 x 2) + [2 x (2 -2)]) / {4 + {(2 x 2 x [((2 ^ 2) + 1) ^ (1 /2)] }} = 1.23 FT CHANNEL LINING = VEGETATED WITH EC -2 MATTING, PERMISSIBLE VELOCITY OF 2.5 -4.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 56) (http: / /www.vi rginiadot- org/business /resources /Materials /Approved_Lists -pdf) USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (n) = 0.049 MAX CAPACITY FLOW = (1.49 / n) x [R ^ (2/3)] x [S ^ (1 /2)] x A = (1.49 / 0.049) x [1.23 ^ (2/3)] x [0.02 ^ (1 /2)] x 16 = 79.0 CFS MAX CAPACITY VELOCITY = (1.49 / n) x [R ^ (2/3)] x [S ^ (1/2)] _ (1.49 / 0.049) x [1.23^ (2/3)] x [0.02 -(1/2)] = 4 d FT/.q MINIMUM BOTTOM WIDTH = 4 FT MINIMUM DEPTH = 2 FT MINIMUM SIDE SLOPE = 2:1 AVERAGE CHANNEL SLOPE - 0.02 LINING = VEGETATED WITH EC -2 MATTING SEDIMENT TRAP AS1 b CA(LCULATIONS: DA = 1.48 ACRES REQUIRED STORAGE = 134 CY PER ACRE - 200 CY IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 100 CY / (0.85 x 4 FT) =795 SF IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 21 x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (100 CY / 3 FT)] - 795 SF = 1005 SF MINIMUM FLOW PATH LENGTH - 40 FT EFRECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 795 / 40 = 20 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 40 / 20 = 2:1 DIMENSIONS: NORMAL POOL SURFACE AREA = 937 SF, ELEVATION = 384 MINIMUM FLOW PATH LENGTH = 45 FT MINWUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 380 BANK HEIGHT - 4 FT, ELEVATION = 388 MINIMUM BERM TOP WIDTH = 3 FT OUTLET HEIGHT = 3 FT, ELEVATION = 387 MINIMUM WEIR LENGTH = 6 x DA = 6 x 1.77 = 11 FT MINIMUM EXCAVATION SIDE SLOPE = 1:1 MINIMUM EMBANKMENT SIDE SLOPE = 2:1 LABELS PROPOSED VINYL SHEET PILE PROIPOSED DIVERSION AS1 a -1 PROPOSED VEHICLE BAFFLE (SEE DETAIL 6 SHEET 15) ® WR VEGETATED WIITH EC -3 TYPE A MATTING ❑ WASH RACK ® S - - (INVERT UP = 400, INVERT DOWN = 384) �� (SEE CALCULATIONS ON THIS SHEET) PROPOSED SAFETY ® DA AS 1 a -3 ® FENCE DV 4.07 AC i SF „� '•� .�- - ® DA AS1 a -1 1.56 AC ♦ F 9� Op SF �'- 'i NOTES / �► 1. SILT FENCE AND DIVERSIONS WILL BE KEPT 5 FEET FROM CE2 THE TOP OF BANK OF ALL STREAM CHANNELS. IF A DISCREPANCY OCCURS IN THE FIELD FOR SILT FENCE x ® 2 01!30/15 D[ ALL DIVERSIONS 4' WIDE 2' DEEP AND /OR DIVERSION INSTALLATION THEN THE PLANS WILL 1 01/30/15 Df SUBDIVIDED DA AS1a BE AMENDED TO REFLECT THE CHANGES REQUIRED TO S KEEP THE SILT FENCE AND OR DIVERSION A MINIMUM OF �� oD,;; REV DATE DESCRIPTION D; FEET FROM TOP F R♦ PREPARED BY: 5 RO O O STREAM BANK. - 2. CONTRACTOR TO REGULARLY INSPECT SILT FENCE FOR �► -` AREAS OF PONDING AND FAILURE. WHERE FAILURE I • S ♦ � ., CAUSED BY EXCESSIVE REGULAR PONDING, REMEDIAL PRACTICES SUCH AS SEDIMENT TRAPS MAY BE REQUIRED ,.,,�► ° %% `► ♦ CONTRACTOR TO NOTIFY DESIGNER /ENGINEER PRIOR TO ® • -- ® - �.® 5209 Center Street ii '� Williamsburg, VA 23188 IMPLEMENTATION OF REMEDIAL PRACTICES. 't %i • ' ® ®� """" - ® ® "' PHONE: (757) 220 -6869 FAX: (757) 3. SILT FENCE WILL NOTE BE INSTALLED ACROSS THE FOR: OUTLET OF ANY STORMWATER DETENTION STRUCTURE. - ® ®, • 3.1. PIPE OUTLET: SILT FENCE SHALL BE INSTALLED • "• ! RIVANNA VILLAGE, LL �II�II�II�lI�II�II� OVER THE OUTLET OF THE OUTFALL PIPE 314 E. WATER STREE 3.2. STONE WEIR: SILT FENCE SHALL BE TURNED UP ' - CHARLOTTESVILLE, VA SLOPE ON EITHER SIDE OF THE WEIR OUTLET TITLE: E &S STAGE 1 - BLO( RIVANNA VILLAGE - PI AS1 a -1 18 INCH CULVERT DESIGN COMPUTATIONS (VDOT APPENDIX 98 -2 LD -229 SPREADSHEET) ALBEMARLE COUNTY, R AREA UN EROSION & SEDIMENT CONTROL PLAN (STAGE 1) = BLOCK A SCALE: 1 INCH = 60 FEET 6 CE SF ( ) DV ST SB OFF CA INLET RAINFALL RUNOFF INVERT LENGTH SLOPE INNER CAPACITY Q /Qfull V/Vfull VELOCITY RUNOFF FLOW DRAIN "A" COEF. TIME Tc Q ELEVATIONS DIAMETER Qfull full VELOCITY TIME ACRES C INCREMENT MINUTES INCH /HR CFS UPPER LOWER FT FT /FT INCH CFS FPS FPS MINUTES END END 1.56 0.50 0.78 11.46 5.25 4.10 385.00 384.50 20 0.025 18 16.60 0.25 .85 9.40 7.99 0.04 EROSION & SEDIMENT CONTROL PLAN (STAGE 1) = BLOCK A SCALE: 1 INCH = 60 FEET 6 CE SF ( ) DV ST SB EROSION AND SEDIMENT CONTROL CALCULATIONS IP SEE SHEET 10 FOR NOTES AND CONSTRUCTION SEQUENCE A - DIVERSION CHANNEL AS2a -1 ®� - � I ■ DETAILS IP o 1 (NO CHANGE FROM AS1 a -1 DIMENSIONS) Q � ® -'� -� ® � \ FINAL LOCATION OF ALL CONSTRUCTION ACCESS &PROPOSED STAGING & IP v ® - STOCKPILE LOCATIONS TO BE APPROVED AND CONFIRMED WITH CALCULATIONS: IP ; ® OP RATIONAL METHOD, Q - CiA �- - k O® o� ! 12 r ALBEMARLE (COUNTY AND PROPERTY OWNER PRIOR TO CONSTRUCTION 1 AND IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE. (ROUGH BARE SOIL) ® OP ��� IP USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, • / � �' �` SN �® ■ Tt OVERLAND WITH LENGTH OF 200 FT AND SLOPE OF 0.03 = 11.0 MINUTES Tt SHALLOW WITH SLOPE OF 0.13 = Lsc / (60 x V) = 159 FT / (60 x 5.75 FT /S) = 0.46 MINUTES To = 11.46 MINUTES S�EpMEa ryN U ® 1. CONTRACTOR TO PERFORM ROUGH GRADING WHERE SHOWN ON THIS USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: //hdsc.nws.noaa.gov /hdsc /pfdsn, (� ® SHEET. /H 10 MINUTE 2 -YR i = 3.98 INCHES OUR 10 MINUTE 10 -YR I = 5.25 INCHES /HOUR R 2 �(/ IP w r r 2. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILIZED A =0.67 ACRES A =0 PEAK FLOW - 0.50 x 3.98 x 0.67 = 1 .33 CFS = 1 .5 CFS '� rn/ U _ -` ' �s t ®, \ A ` IMMEDIATELY AFTER FINAL GRADE. 10 -YR PEAK FLOW = 0.50 x 5.25 x 0.67 = 1.76 CFS = 2 CFS SLOPE OF PROPOSED CHANNEL = RISE / RUN - 16 FT / 450 FT = 0.04 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 3.2 FT /S MINIMUM FLOW AREA (A) = Q / V = 3 / 3.2 = 0.94 SQFT DESIGN DEPTH (d) = 2 FT DESIGN BOTTOM WIDTH (b) = 4 FT GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT Z = e / d = 4 FT / 2 FT = 2 TRAPEZOIDAL CHANNEL CROSS - SECTIONAL AREA (A) _ (b x d) + [Z x (d ^ 2)] _ (4 FT x 2 FT) + [2 x ((2 FT) ^ 2)] = 16 SOFT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) _ {(b x d) + [Z x (d ^2)]} / {b + {(2 x d x [((Z ^2) + 1) ^(1/2)] }} _ {(4 x 2) + [2 x (2 ^2)]} / {4 + {(2 x 2 x [((2 ^2) + 1) ^ (1/2)] }} = 1.23 FT CHANNEL LINING = VEGETATED WITH EC -3 TYPE A MATTING, PERMISSIBLE VELOCITY OF 4.0 -7.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57) (http: / /www.virginiadot.org/ business/ resources /Materials /Approved_Lists. pdD USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (n) = 0.042 MAX CAPACITY FLOW = (1.49 / n) x [R ^ (2/3)] x [S ^ (1/2)] x A = (1.49 / 0.042) x [1.23- (2/3)] x [0.04-(1/2)] x 16 = 130.32 CFS MAX CAPACITY VELOCITY = (1.49 / n) x [R- (2/3)] x [S -(1/2)] = (1.49 / 0.042) x [1.23-(2/3)) x [0.04 ^ (1/2)] = 8.15 FT /S DIVERSION CHANNEL AS2a -2 CALCULATIONS: RATIONAL METHOD, Q = CiA C = 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 200 FT AND SLOPE OF 0.03 - 11 .0 MINUTES Tt SHALLOW WITH SLOPE OF 0.13 = Lsc / (60 x V) = 159 FT / (60 x 5.75 FT /S) = 0.46 MINUTES To = 11.46 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: //hdsc- nws.noaa.gov /hdsc /pfdsn, 10 MINUTE 2 -YR i = 3.98 INCHESMOUR 10 MINUTE 10 -YR i = 5.25 INCHES /HOUR A =0.95 ACRES 2 -YR PEAK FLOW = 0.50 x 3.98 x 0.95 = 1.89 CFS - 2 CFS 10 -YR PEAK FLOW = 0.50 x 5.25 x 0.95 = 2.5 CFS = 3 CFS SLOPE OF PROPOSED CHANNEL = RISE / RUN = 2 FT / 375 FT = 0.01 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 1.6 FT /S MINIMUM FLOW AREA (A) = Q / V = 3 /1,6 - 1.88 SOFT DESIGN DEPTH (d) = 1 FT DESIGN BOTTOM WIDTH (b) = 6 FT GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 1 = 2 FT Z =e /d =2FT /1 FT =2 TRAPEZOIDAL CHANNEL CROSS - SECTIONAL AREA (A) = (b x d) + [Z x (d ^ 2)] = (6 FT x 1 FT) + [2 x ((1 FT) ^ 2)] = 8 SOFT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) - 6 FT + (2 x 1 FT x 2) = 10 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) = {(b x d) + [Z x (d ^2)]} / {b + {(2 x d x [((Z ^2) + 1) ^ (1/2)] }} = {(6 x 1) + [2 x (1 ^2)]} / {6 + {(2 x 1 x [((2 ^2) + 1) ^ (1/2)] }} = 0.76 FT CHANNEL LINING = VEGETATED WITH EC -2 MATTING, PERMISSIBLE VELOCITY OF 2.5 -4.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57) htt www.vir iniadot -or usiness resources ate i I r ve ists. ( p // g g/b ( /M r a s /App o d_L pdf) USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT n = 0.075 MAX CAPACITY FLOW = (1.49 / n) x [R- (2/3)] x [S- (1/2)] x A - (1.49 / 0.075) x [0.76 ^ (2/3)] x [0.01 ^ (112)] x 8 = 13.24 CFS MAX CAPACITY VELOCITY = (1.49 / n) x [R- (2/3)] x [S-(1/2)] = (1.49 / 0.075) x [0.76-(2/3)] x [0.01 -(1/2)] = 1.65 FT /S ISEDIMENT BASIN AS2a CALCULATIONS: DA = 8.06 ACRES REQUIRED STORAGE = 134 CY PER ACRE = 1123 CY IF VOLUME 1 = 0.4 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 5615 CY / (0.4 x 5 FT) =7580 SF IF VOLUME 2 = NORMAL POOL SURFACE CE AREA +CREST SURFACE AREA) / 21 x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (561-5 CY / 2 FT)] - 7580 SF = 7580 SF MINIMUM FLOW PATH LENGTH = 120 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH - 7580 1120 - 60 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 120 / 60 - 2:1 RATIONAL METHOD, Q = CiA C = 0.50 (ROUGH BARE SOIL) FROM DIVERSION CHANNEL AS1 a CALCULATIONS, To = 11.46 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER (http: //hdsc.nws.noaa.gov /hdsc /pfdsn, 10 MINUTE 2 -YR i = 3.98 INCHESMOUR 10 MINUTE 25 -YR i = 5.89 INCHES /HOUR 2 -YR PEAK FLOW = 0.50 x 3.98 x 8.18 = 16.28 CFS - 17 CFS 25 -YR PEAK FLOW = 0.50 x 5.89 x 8.18 = 24.09 CFS = 24 CFS USING PLATE 3.14 -8 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, IF RISER HEAD (h) = 1 FT, RISER DIAMETER = 36 INCHES USING TABLE 3.14 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, IF BARREL HEAD (H) = 8 FT, RCP BARREL DIAMETER = 24 INCHES USING APPENDIX 3.14 -a OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, DEWATERING ORIFICE FLOW = 561.5 CY / 21,600 SECONDS = 0.70 CFS DEWATERING ORIFICE AREA = Q / {[(64.32 x HYDRAULIC HEAD) ^ (1 /2)] x 0.61 = 0.70 / 1[64.32 x 2 FT) ^ (1 /2)] x 0.61 = 0.10 SQFT DEWATERING ORIFICE DIAMETER = 2 x [(A / 3.14) ^ (1/2)] = 2 x [(0.10 / 3.14) ^ (1/2)] = 0.36 FT = 4 INCHES EROSION AND SEDIMENT CONTROL CALCULATIONS DIVERSION CHANNEL AS2b CALCULATIONS: ZONAL METHOD - RAT Q - CiA C = 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 50 FT AND SLOPE OF 0.08 = 5 MINUTES Tt SHALLOW WITH SLOPE OF 0.07 = Lsc / (60 x V) = 60 FT / (60 x 4.2 FT /S) = 0.24 MINUTES To = 5.24 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER( http: //hdsc.nws.noaa.gov/hdsc /pfdsn, 5 MINUTE 2 -YR i = 4.97 INCHES /HOUR 5 MINUTE 10 -YR i = 6.56 INCHES /HOUR A =0.40 ACRES 2 -YR PEAK FLOW - 0.50 x 4.97 x 0.4 = 1 CFS = 1 CFS 10 -YR PEAK FLOW = 0.50 x 6.56 x 1.77 = 1.31 CFS - 2 CFS SLOPE OF PROPOSED CHANNEL (S) = RISE / RUN = 6 FT / 118 FT = 0.05 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 3.6 FT /S MINIMUM A = Q / V = 5 / 3.6 - 1.39 SOFT DESIGN DEPTH (d) = 2 FT DESIGN BOTTOM WIDTH (b) = 4 FT GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT Z = e / d = 4 FT / 2 FT = 2 TRAPEZOIDAL CHANNEL CROSS - SECTIONAL AREA (A) = (b x d) + [Z x (d ^2)] = (4 FT x 2 FT) + [2 x ((2 FT) -2)] - 16 SOFT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) - 12 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) = {(b x d) + [Z x (d ^ 2)11 J {b + {(2 x d x [((Z ^ 2) + 1) ^ (1 /2)]}} = {( 4x2) +[2x(2 ^2)] } / {4 +{(2x2x[((2 ^2) +1) ^ (1/2)] }} = 1.23 FT CHANNEL LINING = VEGETATED WITH EC -2 MATTING, PERMISSIBLE VELOCITY OF 2.5 -4.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 56) (http: / /www.vi rg i niadot. org/ business /resources /Materials /Approved_Lists. pdf) USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (n) - 0.040 MAX CAPACITY FLOW = (1.49 / n) x [R- (2/3)] x [S ^ (1/2)] x A = (1.49 / 0.040) x [1.23 ^ (2/3)] x [0.05- (1/2)] x 16 = 153.0 CFS MAX CAPACITY VELOCITY = (1.49 / n) x [R -(2/3)] x [S -(1/2)] = (1.49 / 0.040) x [1.23- (2/3)] x [0.05 ^ (1/2)] = 9.6 FT /S DIMENSIONS: MINIMUM BOTTOM WIDTH = 4 FT MINIMUM DEPTH - 2 FT MINIMUM SIDE SLOPE = 2:1 AVERAGE CHANNEL SLOPE = 0.02 LINING = VEGETATED WITH EC -2 MATTING SEDIMENT TRAP AS2b (USE AS1 b CALCULATIONS CALCULATIONS: DA = 1.37 ACRES REQUIRED STORAGE = 134 CY PER ACRE = 185 CY IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 92.5 CY / (0.85 x 4 FT) =735 SF IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (92.5 CY / 3 FT)] - 735 SF = 930 SF MINIMUM FLOW PATH LENGTH - 45 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 735 / 40 = 18 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 45 /18 = 2:1 DIMENSIONS: (FROM AS1 b CALCULATIONS) NORMAL POOL SURFACE AREA = 937 SF, ELEVATION = 384 MINIMUM FLOW PATH LENGTH = 45 FT MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 380 BANK HEIGHT = 4 FT, ELEVATION = 388 MINIMUM BERM TOP WIDTH = 3 FT OUTLET HEIGHT = 3 FT, ELEVATION = 387 MINIMUM WEIR LENGTH = 6 x DA - 6 x 1.77 = 11 FT MINIMUM EXCAVATION SIDE SLOPE = 1:1 MINIMUM EMBANKMENT SIDE SLOPE - 2:1 (SEE CALCULATIONS ON THIS SHEET) ® CO ® ® ®I_ PS PROPOSED DIVERSION AS2a _ 1 c IP VEGETATED WITH EC -3 TYPE A MATTING ®, IP \ c� AND STONE CHECK DAMS EVERY 25 FT �L Cq IP t (INVERT UP = 400, INVERT DOWN = 384) S \ • DV I (SEE CALCULATIONS ON THIS SHEET) Dv IP - ® SF IP WINDING RD'i ti� e IP ` IP IP 1 Q O' id � ! SF � ' IP CE2 �. t NOTES PS - N G - 1 .SILT FENCE AND DIVERSIONS WILL BE KEPT 5 FEET FROM � Uj Q" THE TOP OF BANK OF ALL STREAM CHANNELS. IF A Cp IP • \ I DISCREPANCY OCCURS IN THE FIELD FOR SILT FENCE -LOD O� ` AND /OR DIVERSION INSTALLATION THEN THE PLANS WILL ♦' -- "L BE AMENDED TO REFLECT THE CHANGES REQUIRED TO U ` IP ry O , KEEP THE SILT FENCE AND, OR DIVERSION A MINIMUM OF • �► 5 FEET FROM TOP OF STREAM BANK. �;'; `♦ 2. CONTRACTOR CONTRACTOR TO REGULARLY INSPECT SILT FENCE FOR ® (l/ AREAS OF PONDING AND FAILURE. WHERE FAILURE IS '/; ♦ ■ ammow a 0, ® Cs • CAUSED BY EXCESSIVE REGULAR PONDING, REMEDIAL ' 4w// ` ® PRACTICES SUCH AS SEDIMENT TRAPS MAY BE REQUIRED \`,1/\ CONTRACTOR TO NOTIFY DESIGNER /ENGINEER PRIOR TO • IMPLEMENTATION OF REMEDIAL PRACTICES. ftoftoft ` • ! \ • �fl /Il�fl� X10 � 3. SILT FENCE WILL NOTE BE INSTALLED ACROSS THE OUTLET OF ANY STORMWATER DETENTION STRUCTURE. 3.1. PIPE OUTLET: SILT FENCE SHALL BE INSTALLED OVER THE OUTLET OF THE OUTFALL PIPE -® - 3.2. STONE WEIR: SILT FENCE SHALL BE TURNED UP SLOPE ON EITHER SIDE OF THE WEIR OUTLET AS2a -1 18 INCH CULVERT DESIGN COMPUTATIONS (VDOT APPENDIX 9B -2 LD -229 SPREADSHEET) AREA RUNOFF CA INLET RAINFALL RUNOFF INVERT LENGTH SLOPE INNER CAPACITY Q /Ofull VA/full VELOCITY RUNOFF FLOW DRAIN "A" COEF. TIME Tc Q ELEVATIONS DIAMETER Qfull full VELOCITY TIME tTH OF ACRES C INCREMENT MINUTES INCH /HR CF END END CFS UPPER LOWER FT FT /FT INCH CFS FPS FPS MINUTES�� �f 0.84 0.50 0.42 11.46 5.25 2.21 384.00 383.50 20 0.025 18 16.60 0.13 0.75 9.40 7.05 0.05 � r ca. EROSION & SEDIMENT CONTROL PLAN (STAGE 2) - BLOCK A •W I LEGEND E:1 EXISTING CONTOURS EXISTING WETLAND (PER KIRK HUGHES & ASSOC.SURVE STREAM ❑APPROXIMATE CHANNEL LIMITS (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING TREELINE EXISTING PARCEL EXISTING STREAM BUFFER PROPOSED CONSTRUCTION ENTRANCE CE ®PROPOSED CONSTRUCTION ACCESS ROUTE ♦ ♦ PROPOSED LIMITS OF DISTURBANCE OD ®PROPOSED TEMPORARY STAGING AND STOCKPILE PROPOSED SILT FENCE SF ®PROPOSED DIVERSION CHANNEL � DV OR ROW DIVERSION PROPOSED SEDIMENT TRAP ST PROPOSED SEDIMENT BASIN SB PROPOSED OUTFALL PROTECTION OP aPROPOSED PS PERMANENT SEEDING PS O PROPOSED EC -2 (STRAW) MATTING BM r�wu PROPOSED RIGHT -OF -WAY Rw� DIVERSION IP PROPOSED INLET PROTECTION IP PROPOSED CONTOURS PROPOSED TREELINE DRAINAGE AREA DIVIDES AASZ DRAINAGE AREA 5.90 AC LABELS XPROPOSED TREES TO BE REMOVED 5 PF PROPOSED SAFETY FENCE 39 3 3 37 37 37 STRUCTURAL FILL (SEE NOTES SHEET 18) EXISTING--I GRADE PROPOSED STRUCTURAL FILL STA: 0 +18.8 (SEE NOTES (ELEV: 388.0 SHEET 18) PROPOSED - CLASS I RIPRAP (SEE DETAIL 4 SHEET 19) NMI 392 STA: 0 +98.88 ELEV: 386.79 1 390 STA: 1+ 08. ELEV: 386.7 388 :• CLASS - LLLV.JUY.VV GRADE - 384 RIPRAP DIVERSION SWALES AS1 a-1, AS1 a -2, 390 344 AS1 b, AS2a, AND AS2b ELEV: 362.00 344 DIMENSIONS ��'el PROPOSE DJ OSE TOP WIDTH - 12.0 FT. 382 MAX. DEPTH - 2,.0 FT, I- 343 STA: 0 +34.82 j ELEV: 380.00 EC-2 MATTING_ 12.0' DESIGN z ' Horizontal CHANNEL WIDTH F 342 - - - SHEET -14) 380 10.0' DESIGN W STA: 1 +24.46 CHANNEL WIDTH -�, _ _ T, w 341 DESIGN w 341 2.00' DESIGN �y - (SEEP DETAIL 1 SHEET 16) PROPOSE 4.0' �l' CHANNEL 36 3401 CAPACITY 3400 0 5 10 15 20 386 5 10 15 20 SEDIMENT BASIN DEWATERIN DISTANCE (FT.) BARREL = 24" RCP (SEE DETAIL 5 SHEET 16) GRADE �. DIVERSION SWALE CROSS- SECTION SYSTEM ORIFICE SIZE = 4" VERTICAL SCALE: 1 " = 2' HORIZONTAL SCALE: 1 " = 5' TO 8E ARMORED 36 39 3 3 37 37 37 STRUCTURAL FILL (SEE NOTES SHEET 18) EXISTING--I GRADE PROPOSED STRUCTURAL FILL STA: 0 +18.8 (SEE NOTES (ELEV: 388.0 SHEET 18) PROPOSED - CLASS I RIPRAP (SEE DETAIL 4 SHEET 19) NMI 392 STA: 0 +98.88 ELEV: 386.79 1 390 STA: 1+ 08. ELEV: 386.7 388 :• CLASS - LLLV.JUY.VV GRADE - 384 RIPRAP DIVERSION SWALE AS2a -2 390 344 DEPTH =_2 FT) ELEV: 362.00 STA: 0+ `4 DIMENSIONS ��'el PROPOSE DJ OSE TOP WIDTH - 10.0 FT. 382 MAX. DEPTH - 1.0 FT. N - PROPOSE 343 STA: 0 +34.82 j ELEV: 380.00 EC-2 MATTING_ ROP. METAL Z ' Horizontal SEEDETAiLS 1 -3, �- F 342 - - - SHEET -14) 380 10.0' DESIGN W STA: 1 +24.46 CHANNEL WIDTH -�, _ _ T, I j 341 DESIGN - - 6.0' CHANNEL - (SEEP DETAIL 1 SHEET 16) PROPOSE CAPACITY 36 3401 1 0 5 10 15 20 386 DISTANCE (FT.) SEDIMENT BASIN DEWATERIN DIVERSION SWALE CROSS - SECTION BARREL = 24" RCP (SEE DETAIL 5 SHEET 16) GRADE �. VERTICAL SCALE: 1 " = 2' HORIZONTAL SCALE: 1 " = 5' SYSTEM ORIFICE SIZE = 4" - BARREL INV. UP = 372.0' 39 3 3 37 37 37 STRUCTURAL FILL (SEE NOTES SHEET 18) EXISTING--I GRADE PROPOSED STRUCTURAL FILL STA: 0 +18.8 (SEE NOTES (ELEV: 388.0 SHEET 18) PROPOSED - CLASS I RIPRAP (SEE DETAIL 4 SHEET 19) NMI 392 STA: 0 +98.88 ELEV: 386.79 1 390 STA: 1+ 08. ELEV: 386.7 388 :• CLASS - LLLV.JUY.VV GRADE - 384 RIPRAP 364 390 STRUCTURAL FILL DEPTH =_2 FT) ELEV: 362.00 STA: 0+ `4 - ��'el PROPOSE DJ OSE o° ELEV:384.0 382 STA: 0+82.42 °o N - PROPOSE -__ STA: 0 +34.82 j ELEV: 380.00 EC-2 MATTING_ ROP. METAL ELEV: 382.00 ' Horizontal SEEDETAiLS 1 -3, �- 388 STA: 0 +38.82 - - - SHEET -14) 380 ELEV: 380.00 STA: 1 +24.46 _ _ ELEV.38i.67 - - AND OUTFACE BARREL SHEET 16) j M - - 1 SHEET 16) - (SEEP DETAIL 1 SHEET 16) PROPOSE 378 0 +00 0 +10 0+`20 0 +30 0 +40 0 +50 0 +60 0 +70 0 +80 0 +90 1 +00 1 +10 1 +20 1+ CROSS SECTION A -A' (AS2b) VERTICAL SCALE: 1 " =4' HORIZONTAL SCALE 1 " =20 NOTE: REFER TO GRADING PLAN FOR ACTUAL PROPOSED GRADED SLOPES, AS LABELS ARE SKEWED DUE TO SECTION ORIENTATION 394 392 ROPOSED - 364 390 STRUCTURAL FILL ELEV: 362.00 - ��'el PROPOSE DJ OSE (SEE NOTES SHEET 18) 360 -__ ' -8 __ _ CONCRETE' - ROP. METAL - CRADLE 388 VDOT TRASH - - PROPOSED RISER (SEE DETAIL 4, RACK (SEE DETAIL -- - - AND OUTFACE BARREL SHEET 16) j M - - 1 SHEET 16) - (SEEP DETAIL 1 SHEET 16) PROPOSE 36 = - RISER INNER DIAMETER = 36" CULVERT DRAINAGE 386 -- - - " - SEDIMENT BASIN DEWATERIN - BARREL = 24" RCP (SEE DETAIL 5 SHEET 16) GRADE �. SYSTEM ORIFICE SIZE = 4" - BARREL INV. UP = 372.0' TO 8E ARMORED 36 384 �2.' STA: 0 +43.51 / fig. ORIFICE ELEVATION = 37T STA: 1 +68.94 10' - -- ROPOSED PER VESCH STD ELEV: 360.00 ELEV: 384.00 _ SEE DETAIL 2 SHEET 15) ELEV: 382.00 35 STA: 1 +79.35 EC -2 MATTING If lot ._ 11 1 f ! II I( (SEE TAIL 6' HEET;14 I I ELEV: 382.00 (SEE DT ETAILS 1 -3, ) 382 T, 8„ STA:.0 +69,06 ELEV: 38:2100 �� :. off. .. 380 378 PROPOSE - STA: 2+10-39 - - STABILIZATION', ELEV: 375.65 €DING - : 0-F85.50�, _,. �_: , `�� . , 376 ELEV: 377.00 ROPOSED XISTING GRADE CSTA< 1 +43.152 STRUCTURAL FILL -; A, ELEV: 377.00 (SEE NOTES SHEET 18) - 374 36 - 364 STA: 2 +51.96 ELEV: 362.00 - ��'el PROPOSE DJ OSE 2 +72.11 :359.96 360 -__ ' -8 __ _ CONCRETE' - CRADLE 364 - - PROPOSED RISER (SEE DETAIL 4, -- - - AND OUTFACE BARREL SHEET 16) j M - (SEEP DETAIL 1 SHEET 16) PROPOSE 36 = - RISER INNER DIAMETER = 36" CULVERT DRAINAGE RISER RINA ELEVATION = 379.0' BLANKET EXISTIN - BARREL = 24" RCP (SEE DETAIL 5 SHEET 16) GRADE �. - BARREL INV. UP = 372.0' TO 8E ARMORED 36 - :BAIRREL INV DN = 362.0' WITH RIPRAP STA: 2 +63.: - -- - - - PER VESCH STD ELEV: 360.00 AND SPEC 3.18 35 If lot ._ 11 1 f ! II I( (SEE TAIL 6' HEET;14 I I 0 +00 0 +10 0-+20 0 -130 0 +40 0 +50 0+60 0+70 0+80 0+90 1+00 1-C10 11+20 1 +30 1+40 1+50 1+60 1+70 1+80 1+90 2 +00 2 +10 2 +20 2 CROSS SECTION B -B' (AS2a) VERTICAL SCALE: 1 " =4' HORIZONTAL SCALE 1 " =20 2 +40 2+50 2 +60 2+ -� 358 2 +80 366 364 STA: 2 +51.96 ELEV: 362.00 362 ��'el STA ELE 2 +72.11 :359.96 360 2 +40 2+50 2 +60 2+ -� 358 2 +80 LEGEND EROSION AND SEDIMENT CONTROL CALCULATIONS DIVERSION CHANNEL BS1 a I I FINAL LOCATION OF ALL CONSTRUCTION ACCESS & PROPOSED STAGING & CALCULATIONS: RATIONAL METHOD, Q = CiA RICH STOCKPILE LOCATIONS TO BE APPROVED AND CONFIRMED WITH °" EXISTING CONTOURS 1 ALBEMARLE COUNTY AND PROPERTY OWNER PRIOR TO CONSTRUCTION (ROUGH BARE =OIL) U MONO Rp - RT USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, X50 Tt OVERLAND WITH LENGTH OF 60 FT AND SLOPE OF 0.05 = 6.75 MINUTES AND IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE. Tt SHALLOW WITH SLOPE OF 0.05 = Lsc / (60 x V) = 412 FT / (60 x 3.6 FT /S) = 1.91 MINUTES EXISTING WETLAND Tc = 8.66 MINUTES (PER KIRK HUGHES & USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: //hdsc.nws.noaa.gov/hdsc /pfdsl, 1 . OON I RAO� OR TO STAKE OUT LIMITS OF CLEARING FOR ACTIVE BLOCK. ASSOC. SURVEY) 5 MINUTE 2 -YR i = 4.97 INCHES /HOUR, 5 MINUTE 10 -YR i = 6.56 INCHES /HOUR A =4.12 ACRES 2. CLEARING AND GRUBBING TO OCCUR ONLY AS NEEDED FOR ACCESS APPROXIMATE STREAM 2-YR PEAK FLOW = 0055 x 4.97 x 4.12 = 10.86 CFS = 11 CFS ROAD, STOCKPILE AND CONCURRENTLY WITH INSTALLATION OF CHANNEL LIMITS (PER KIRK 10 -YR PEAK FLOW = 0.50 x 6.56 x 4.12 = 14.33 CFS = 15 CFS HUGHES & ASSOC. SURVEY) SLOPE OF PROPOSED CHANNEL =RISE /RUN = 1 FT / 216 FT = 0.005 - STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES. 0 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 1.0 FT /S MINIMUM FLOW AREA (A) = Q / V = 15 /1.0 = 15 SQFT 3. ACCESS ROAD TO BE PROTECTED IN A MANNER APPROVED BY PROJECT EXISTING DESIGN DEPTH (d) = 2 Fr - ENGINEER. MULCH, STONE, AND /OR TIMBER MATS ARE PREFERRED. ❑ TREELINE DESIGN BOTTOM WIDTH (b) = 4 FT - GIVEN 21 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4FT 4. SILT FENCE, DIVERSION CHANNELS, SEDIMENT TRAP BS1 B, AND Z =e /d= 41`T /21=T =2 EXISTING TRAPEZOIDAL CHANNEL CROSS- SECTIONAL AREA (A) = (b x d) + [Z x (d ^2)] -- SEDIMENT BASIN BS1 A TO BE INSTALLED AS DEPICTED ACCORDING TO = (4 FT x 2 FT) + [2 x ((2 FT)-2)] = 16 SOFT PARCEL SF VESCH STANDARDS AND SPECIFICATIONS. EROSION AND SEDIMENT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT Q� ; ®; j ®; * SSF TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) = {(b x d) + [Z x (d ^2)]} / {b + {(2 x d x [((Z ^2) + 1) ^ (1/2)]}} O ® ® CONTROL PRACTICES SHALL BE FUNCTIONAL AND STABILIZED PRIOR TO PROPOSED = 1(23 FT + [2 x (2 ^2 )]} /f4 + {(2 x2 x [((2 ^2) +1) ^ (1 /2 )] }} �Z� : \ ®` UPSTREAM GRADING ACTIVITIES. cE CONSTRUCTION ENTRANCE CHANNEL LINING = VEGETATED WITH EC -2 MATTING, 5. CONTRACTOR TO CLEAR AND GRUB BLOCK B UPON TEMPORARY PERMISSIBLE VELOCITY OF 2.5 -4.0 FT /S ® PROPOSED (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 56) STABILIZATION OF SEDIMENT TRAPPING AND DIVERSION PRACTICES. ®, (http: //www.vi rgi niadot. org /busi ness/ resources /Materials /Approved_Lists. pdf) OD CONSTRUCTION USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, 6. TEMPORARY STABILIZATION SHALL BE APPLIED TO ALL ALL SOIL ♦ � : - ACCESS ROUTE RETARDANCE CLASSIFICATION = c ® ` STOCKPILES THAT WILL REMAIN UNPROTECTED FOR MORE THAN 14 USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, DAYS AND ALL DENUDED /DISTURBED AREAS THAT WILL NOT REACH I PROPOSED LIMITS ROUGHNESS COEFFICIENT (n) = 0.072 ® , ® OF DISTURBANCE OD MAX CAPACITY FLOW = (1.49 / n) x [R ^(2/3)] x [S ^(1/2)] x A = (1.49 / 0.072) x [1.23 - (2/3)] x [0.005 ^(1 /2)] x 16 - / FINAL GRADE WITHIN 14 DAYS. REFER TO TEMPORARY SEEDING NOTES = 26.88 CFS ® ♦ ' Dv - ON SHEET 18 FOR ADDITIONAL SPECIFICATION MAX CAPACITY VELOCITY = (1.49 / n) x [R ^ (2/3)] x [S- (1/2)] _ (1 .49 / 0.072) x [1.23- (213)] x [0.005^ (1/2)] _ ® � , PROPOSED DIMENSIONS: = 1.67 FT /S ® _ PROPOSED DIVERSION BS1 b - � VEGETATED WITH EC -3 TYPE A MATTING CONTOURS MINIMUM BOTTOM WIDTH = 4 FT ' MINIMUM DEPTH = 2 FT S (INVERT UP = 402, INVERT DOWN = 386) _ (SEE CALCULATIONS ON THIS SHEET) NOTES PROPOSED MINIMUM SIDE SLOPE = 2:1 " ♦ -- AVERAGE CHANNEL SLOPE = 0.005 �i; TREELINE LINING = VEGETATED WITH EC -2 MATTING 1 . SILT FENCE AND DIVERSIONS WILL BE KEPT 5 FEET FROM THE TOP OF BANK OF ALL STREAM CHANNELS. IF A DISCREPANCY OCCURS SEDIMENT BASIN BS1 a ® PROPOSED TEMPORARY CALCULATIONS: ® _ -- SSF IN THE FIELD FOR SILT FENCE AND /OR DIVERSION INSTALLATION ® STAGING AND STOCKPILE DA = 4.12 ACRES THEN THE PLANS WILL BE AMENDED TO REFLECT THE CHANGES REQUIRED E = 134 CY PER ACRE = 553 CY 1 = 0.4 IF VOLUME 1 = 0.4 x NORMAL POOL SURFACE AREA x WET DEPTH, REQUIRED TO KEEP THE SILT FENCE AND OR DIVERSION A MINIMUM PROPOSED BS1 SF THE REQUIRED NORMAL POOL SURFACE AREA = 277 CY / (0.4 x 5 FT) =3956 SF ® DA BS 1 b OF 5 FEET FROM TOP OF STREAM BANK. SILT FENCE IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (277 CY / 2 FT)] - 3956 SF = 3956 sF • ® ` 2. CONTRACTOR TO REGULARLY INSPECT SILT FENCE FOR AREAS OF i MINIMUM FLOW PATH LENGTH = 90 FT - = / X 1 .O9 AC PROPOSED SUPER EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 3956 /90 = 44 FT 1 / PONDING AND FAILURE. WHERE FAILURE IS CAUSED BY EXCESSIVE �� SSF ® \ ® SILT FENCE MINIMUM LENGTH TO WIDTH RATIO = LENGTH /EFFECTIVE WIDTH = 90 /44 = 2:1 - -_ �' �. ' REGULAR PONDING, REMEDIAL PRACTICES SUCH AS SEDIMENT RATIONAL METHOD, Q = CiA R = 0.50 (ROUGH BARE =OIL) - / ,, TRAP'S MAY BE REQUIRED. CONTRACTOR TO NOTIFY PROPOSED FROM DIVERSION CHANNEL BS1 a CALCULATIONS, Tc = 8.66 MINUTES .; \ DESIGNER /ENGINEER PRIOR TO IMPLEMENTATION OF REMEDIAL USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: //hdsc.nws.noaa.gov /hdsc /pfds6, ® f ® ® OIR ROW DIVE SIONL (9 DV 5 MINUTE 2 -YR I = 4.97 INCHES /HOUR, 5 MINUTE 25 -YR I = 7.39 INCHES/HOUR x OD PRACTICES. 2 -YR PEAK FLOW = 0.50 x 4.97 x 4.37 = 10.86 CFS = 11 CFS - 3. SILT FENCE WILL NOTE BE INSTALLED ACROSS THE OUTLET OF ANY 25 -YR PEAK FLOW = 0.50 x 7.39 x 4.37 = 16.15 CFS = 17 CFS . PROPOSED USING PLATE 3.14 -8 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ' 1 TS STORIMWATER DETENTION STRUCTURE, SEDIMENT TRAP ST OD �; IF RISER HEAD (h) = 1 FT, / a' O >` 3.1. PIPE OUTLET: SILT FENCE SHALL BE INSTALLED OVER THE RISER DIAMETER = 36 INCHES _ f USING TABLE 3.14 -B OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, • DV OUTLET OF THE OUTFACE PIPE PROPOSED IF BARREL HEAD (H) = 8 FT, RCP BARREL DIAMETER = 18 INCHES �; ssF 3.2. STONE WEIR: SILT FENCE SHALL BE TURNED UP SLOPE ON SEDIMENT BASIN se USING APPENDIX 3.14 -a OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ® DEWATERING ORIFICE FLOW = 293 CY 121 ,600 SECONDS = 0.37 CFS ' ® . f EITHER SIDE OF THE WEIR OUTLET ' PROPOSED DEWATERING ORIFICE AREA = Q / {[(64.32 x HYDRAULIC HEAD) ^ (1 /2)] x 0.6} - OP = 0.37 / {[64.32 x 2 FT) ^ (1 /2)] x 0.6} = 0.05 SQFT ® O SF •. OUTFALL PROTECTION O DEWATERING ORIFICE DIAMETER = 2 x [(A / 3.14) ^ (1/2)] = 2 x [(0.05 / 3.14) ^ (1/2)] = 0.25 FT = 3 INCHES ! \ - - DIMENSIONS: (FROM BS2A DIMENSIONS) - NORMAL POOL SURFACE AREA = 4050 SF - _ DRAINAGE AREA MINIMUM FLOW PATH LENGTH = 90 FT ! DIVIDES MINIMUM WET DEPTH = 5 FT, BOTTOM ELEVATION = 382 `' OUTLET RISER HEIGHT = 2 FT, ELEVATION = 389 r . SF OUTLET RISER DIAMETER = 36 INCHES PROPOSED SEDIMENT TRAP BS1 b -- OUTLET BARREL LENGTH = 250 FT ® 838 AC DRAINAGE AREA ® (SEE CALCULATIONS ON THIS SHEET) LABELS OUTLET BARREL DIAMETER = 18 INCHES DEWATERING ORIFICE DIAMETER = 3 INCHES, ELEVATION = 387 DRY HEIGHT = 5 FT, ELEVATION = 392 ® . DA BS1 a PROPOSED SAFETY CRS 4 / MINIMUM EMBANKMENT TOP WIDTH = 6 FT � gP MINIMUM EXCAVATION SIDE SLOPE = 2:1 ®,! FENCE MINIMUM EMBANKMENT SIDE SLOPE = 6:1 , A -1 --i n i1 DIVERSION CHANNEL BS1 b CALCULATIONS: RATIONAL METHOD, Q = CiA C = 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 50 FT AND SLOPE OF 0.09 = 5 MINUTES Tt SHALLOW WITH SLOPE OF 0.21 = Lsc / (60 x V) = 75 FT / (60 x 7.5 FT /S) = 0.17 MINUTES Tc = 5.17 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: / /hdsc.nws.noaa.gov/hdsc /pfdsn, 5 MINUTE 2 -YR i = 4.97 INCHES /HOUR, 5 MINUTE 10 -YR i = 6.56 INCHES /HOUR A =1.09 ACRES 2 -YR PEAK FLOW = 0.50 x 4.97 x 1.09 = 2.7 CFS = 3 CFS 10 -YR PEAK FLOW = 0.50 x 6.56 x 1.09 = 3.57 CFS = 4 CFS SLOPE OF PROPOSED CHANNEL (S) = RISE / RUN = 16 FT / 486 FT = 0.03 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 2.8 FT /S MINIMUM A =Q /V= 5/2.8 =1.43 SOFT DESIGN DEPTH (d) = 2 FT DESIGN BOTTOM WIDTH (b) = 4 FT GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT Z = e / d = 4 FT / 2 FT = 2 TRAPEZOIDAL CHANNEL CROSS- SECTIONAL AREA (A) = (b x d) + [Z x (d ^ 2)] = (4 FT x 2 FT) + [2 x ((2 FT)-2)] = 16 SOFT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x 4 = 4 FT + (2 x 2 FT x 2) = 12 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) = {(b x d) + [Z x (d ^ 2)]} / {b + {(2 x d x [((Z ^2) + 1) ^ (1 /2)] }} = {(4 x 2) + [2 x (2 ^2)11 / {4 + {(2 x 2 x [((2 ^ 2) + 1) ^ (1 /2)] }} = 123 FT CHANNEL LINING = VEGETATED WITH EC -3 TYPE A MATTING, PERMISSIBLE VELOCITY OF 4.0 -7.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57) (http: //www.virginiadot.org /business/ resources /Materials /Approved_Lists. pdf) USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (n) = 0.044 MAX CAPACITY FLOW = (1.49 / n) x [R ^ (2/3)] x IS- (1/2)) x A = (1.49 / 0.044) x [1 .23 ^ (2/3)] x [0.03 ^ (1/2)] x 16 = 107.7 CFS MAX CAPACITY VELOCITY = (1.49 / n) x [R -(2/3)] x IS ^ (1 /2)] = (1.49 / 0.044) x [1.23- (2/3)] x [0.03- (1/2)] = 6.7 FT /S MINIMUM BOTTOM WIDTH = 4 FT MINIMUM DEPTH = 2 FT MINIMUM SIDE SLOPE = 2:1 AVERAGE CHANNEL SLOPE = 0.05 LINING = VEGETATED WITH EC -3 TYPE A MATTING SEDIMENT TRAP BS1 b CALCULATIONS: DA = 1.09 ACRES REQUIRED STORAGE = 134 CY PER ACRE = 147 CY IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 74 CY / (0.85 x 4 FT) =588 SF IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 21 x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (74 CY / 3 FT)] - 588 SF = 1014 SF MINIMUM FLOW PATH LENGTH = 40 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 588 / 40 = 14.7 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 40 /14.7 = 2.7:1 DIMENSIONS: (FROM BS2b CALCULATIONS) NORMAL POOL SURFACE AREA = 854 SF, ELEVATION = 382 MINIMUM FLOW PATH LENGTH = 45 FT MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 378 BANK HEIGHT = 4 FT, ELEVATION = 386 MINIMUM BERM TOP WIDTH = 3 FT OUTLET HEIGHT = 3 FT, ELEVATION = 385 MINIMUM WEIR LENGTH = 6 x DA = 6 x 1.09 = 6.54 FT MINIMUM EXCAVATION SIDE SLOPE = 1:1 MINIMUM EMBANKMENT SIDE SLOPE = 2:1 yT N y ® \ ,�♦ t5 �. 0 50' 100' LT H of EROSION AND SEDIMENT CONTROL CALCULATIONS SEDIMENT BASIN BS2a (NO CHANGE FROM BS1 a DIMENSIONS) CALCULATIONS: DA = 4.12 ACRES REQUIRED STORAGE = f34 CY PER ACRE = 600 CY IF VOLUME 1 = 0.4 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 300 CY / (0.4 x 5 FT) =4050 SF IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (300 CY / 2 FT)] - 4050 SF = 4050 SF MINIMUM FLOW PATH LENGTH = 90 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 4050 190 = 45 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 90 / 45 = 2:1 RATIONAL METHOD, Q = CiA C = 0.50 (ROUGH BARE SOIL) FROM DIVERSION CHANNEL BS1 a CALCULATIONS, Tc = 8.66 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: //hdsc.nws.noaa.gov /hdsc /pfds�, 5 MINUTE 2 -YR i = 4.97 INCHES /HOUR 5 MINUTE 25 -YR i = 7.39 INCHES /HOUR 2 -YR PEAK FLOW = 0.50 x 4.97 x 4.48 = 11.13 CFS = 12 CFS 25 -YR PEAK FLOW = 0.50 x 7.39 x 4.48 = 1 6.55 CFS = 17 CFS USING PLATE 3.14 -8 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, IF RISER HEAD (h) = 1 FT, RISER DIAMETER = 36 INCHES USING TABLE 3.14 -B OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, IF BARREL HEAD (H) = 8 FT, RCP BARREL DIAMETER = 18 INCHES USING APPENDIX 3.14 -a OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, DEWATERING ORIFICE FLOW = 300 CY / 21,600 SECONDS = 0.375 CFS DEWATERING ORIFICE AREA = Q / 1[(64.32 x HYDRAULIC HEAD) ^ (1 /2)] x 0.61 = 0.375 / {[64.32 x 2 FT) ^ (1 /2)] x 0.61 = 0.06 SQFT DEWATERING ORIFICE DIAMETER = 2 x [(A / 3.14) ^ (1/2)] = 2 x [(0.06 / 3.14) ^ (1/2)] = 028 FT = 3 INCHES DIMENSIONS: NORMAL POOL SURFACE AREA = 4050 SF MINIMUM FLOW PATH LENGTH = 90 FT MINIMUM WET DEPTH = 5 FT, BOTTOM ELEVATION = 382 OUTLET RISER HEIGHT = 2 FT, ELEVATION = 389 OUTLET RISER DIAMETER = 36 INCHES OUTLET BARREL LENGTH = 250 FT OUTLET BARREL DIAMETER = 18 INCHES DEWATERING ORIFICE DIAMETER = 3 INCHES, ELEVATION = 387 DRY HEIGHT = 5 FT, ELEVATION = 392 MINIMUM EMBANKMENT TOP WIDTH = 6 FT MINIMUM EXCAVATION SIDE SLOPE = 2:1 MINIMUM EMBANKMENT SIDE SLOPE = 6:1 SEDIMENT TRAP BS2b CALCULATIONS: DA = 1.96 ACRES REQUIRED STORAGE = 134 CY PER ACRE = 263 CY IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 132 CY / (0.85 x 4 FT) = 1048.25 SF IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (107.5 CY / 3 FT] - 1048.25 SF = 886.75 SF MINIMUM FLOW PATH LENGTH = 46 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 1048.23 / 46 = 23 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 45 /19 = 2:1 DIMENSIONS: NORMAL POOL SURFACE AREA = 1048.25 SF, ELEVATION = 382 MINIMUM FLOW PATH LENGTH = 45 FT MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 378 BANK HEIGHT = 4 FT, ELEVATION = 386 MINIMUM BERM TOP WIDTH = 3 FT OUTLET HEIGHT = 3 FT, ELEVATION = 385 MINIMUM WEIR LENGTH = 6 x DA = 6 x 1.96 = 12 FT MINIMUM EXCAVATION SIDE SLOPE = 1:1 MINIMUM EMBANKMENT SIDE SLOPE = 2:1 EROSION & SEDIMENT CONTROL PLAN (STAGE 2) - BLOCK B I ll\JUr7 = Ou rcc I M PROPOSED INLET PROTECTION GE LOD SF SSF ST S8 OP BM LEGEND EXISTING CONTOURS EXISTING WETLAND (PER KIRK HUGHES & ASSOC. SURVE)? APPROXIMATE STREAM CHANNEL LIMITS (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING TREELINE EXISTING PARCEL PROPOSED CONSTRUCTION ENTRANCE ®PROPOSED CONSTRUCTION ACCESS ROUTE 00 PROPOSED LIMITS OF DISTURBANCE ®PROPOSED TEMPORARY STAGING AND STOCKPILE PROPOSED SILT FENCE PROPOSED SUPER SILT FENCE ST PROPOSED SEDIMENT TRAP EPROPOSED SEDIMENT BASIN PROPOSED OUTFALL PROTECTION FIE] PROPOSED PERMANENT SEEDING PS PROPOSED PERMANENT SEEDING PROPOSED EC -2 (STRAW) MATTING ®PROPOSED CONTOURS ®PROPOSED TREELINE DRAINAGE AREA DIVIDES DA AS2a DRAINAGE AREA 5.90 AC LABELS WR PROPOSED VEHICLE WASH RACK ®PROPOSED DIVERSION CHANNEL OR ROW DIVERSION 5 PF PROPOSED SAFETY FENCE PROPOSED INLET PROTECTION GE LOD SF SSF ST S8 OP BM 39 384 38 38 37 37 374- 372- 0+ 39 STA: 0 +10.03 ELEV: 398.00 STABILIZATION SEEDING ,— PROPOSED STRUCTURAL FILL (SEE NOTES SHEET 18) DIMENT BASIN DEWATERING SYSTEM ORIFICE SIZE = 3" ORIFICE ELEVATION = 387' (SEE DETAIL 2 SHEET 15) STA: 1 +47.54 ROPOSED STRUCTURAL FILL ELEV: 392.00 (SEE NOTES SHEET 18) '00 0+10 0 +20 0+30 0+40 0 +50 0 +60 0 +70 0 +80 0-+90 1 +00 1 +10 1 +20 1+30 1+40 1 +50 1 +60 1 +70 1 +80 1 +90 2+00 2+10 2 +20 2 +30 2-1'40 2 +50 2 +60 2 +70 2 +80 2 +90 3 +00 3 +10 3 +20 3 +30 3 +40 3 +50 3 +60 3 +70 3 +80 3 +90 4 +00 4 +10 4 +20 4 +30 4 +40 4 +50 4 +60 4 +70 4 +80 4 +90 5 +00 5 +10 5 +20 5 +30 5 +40 5 +50 5 +60 5+ CROSS SECTION C -C' (BS2a) VERTICAL SCALE: 1 " =4' HORIZONTAL SCALE 1 "='20 STA: 1+65.70 ELEV: 385.00 STA: 1+54.00 ELEV: 385.00 FI EV:384.UU Horizontal r STA: 1-L48. STA: 0 +34.31 _ -ELEV: 382 ELEV: 382.50 PRC - (SLE E 394 392 BILIZATI N ROPOSED STA ROPOSED STORM STRUCTURE CLASS I RIPRAP BS1 b -- PROP. METAL — 3` 8 SHEET 19) r SEEDING C3 SEE CIVIL SITE PLANS ROPCTED STRUCURA TRASH FILL SEE NOTES SHE TOP WIDTH - 12.0 FT. 18 (BY ALAN FRANKLIN P.E.) 386 (SEE RACK SEE DETAIL 12.0' DESIGN Z CHANNEL WIDTH 2 SHEET 16) 342 STA: 1+28.78-/ - W - ELEV: 392.00 341 2.00' DESIGN �y I 4.0' �i CHANNEL 1 CAPACITY 3400 5 10 15 20 DISTANCE (FT.) DIVERSION SWALE CROSS - SECTION VERTICAL SCALE: 1 " = 2' HORIZONTAL SCALE: 1 " = 5' XISTING GRADE ROPOSED COMPACTED - STRUCTURAL FILL _ SEE NOTES SHEET 19 = - - PROPOSE - - FLARED END SECTION - - ROPOSED STORM DISCHARGES - Horiz(ontal - - - STRUCTURE C2 ROPOSED GRADE TO SWALE ES2a - - - SEE CIVIL SITE PLANS OUTLET PROTECTION � \ Y ALAN FRANKLIN, P.E. CLASS I RIPRAP MIN DEPTH = 2 FT STA': U T 0.� / J/ _ _._ - - STA: 1 +26.54 - - - - ROPOSED - PER VESCH STD AND SPEC-3.18 °- -_ ELEV: , _ 3.32.w - -_ - - ELEV: 32.00 --- _ _ - --_ RISER AND BARREL STRUCTURE _' _ - -__ �—_ _ SEE DETAIL 6 SHEET 14 00 (SEE DETAIL 2-SHEET 16) - _ n - - - 36 RISER7NNER DIAMETER =' - - - ROPOSED S, - -- ' RISER RIM ELEVATION 389.0 - - - - - - GRADE, _ -' -- - - - ;BARREL DIAMETER = 15'' -RCP: _ -: ROP ED OS BARREL INV UP _383.9' - _ - -- _ CLASS I. RIPRAP -- BARREL INV DN AT C3 = 382.8' - - - FILL B PLOW EXPOSED PIPE - - TA:. 5 +56.19 - , - - E- EV:373.50J '00 0+10 0 +20 0+30 0+40 0 +50 0 +60 0 +70 0 +80 0-+90 1 +00 1 +10 1 +20 1+30 1+40 1 +50 1 +60 1 +70 1 +80 1 +90 2+00 2+10 2 +20 2 +30 2-1'40 2 +50 2 +60 2 +70 2 +80 2 +90 3 +00 3 +10 3 +20 3 +30 3 +40 3 +50 3 +60 3 +70 3 +80 3 +90 4 +00 4 +10 4 +20 4 +30 4 +40 4 +50 4 +60 4 +70 4 +80 4 +90 5 +00 5 +10 5 +20 5 +30 5 +40 5 +50 5 +60 5+ CROSS SECTION C -C' (BS2a) VERTICAL SCALE: 1 " =4' HORIZONTAL SCALE 1 "='20 STA: 1+65.70 ELEV: 385.00 STA: 1+54.00 ELEV: 385.00 FI EV:384.UU Horizontal r STA: 1-L48. STA: 0 +34.31 _ -ELEV: 382 ELEV: 382.50 PRC - (SLE E STA: 1 +51. ELLV: 384.00 3ED E_C -2 MATTIN kILS 1 , -SHEET 14) E 38 - - 0 +00 0 +10 0 +20 0 +30 0 +40 0 +50 0 +60 0 +70 0 +80 0490 1+00 1+10 1+20 1+30 1+40 1+50 1 +60 1 +70 1+ CROSS SECTION D -D (BS2b) VERTICAL SCALE: 1 " =4' HORIZONTAL SCALE 1 "=:20 0112 382 3$, 3 - - - -- 380 1+90 NOTE: REFER TO GRADING PLAN FOR ACTUAL PROPOSED GRADED SLOPES, AS LABELS ARE SKEWED DUE TO SECTION ORIENTATION 394 392 PROPOSED CLASS I RIPRAP BS1 b (SEE DETAIL 4 344 SHEET 19) 390 ROPCTED STRUCURA 388 FILL SEE NOTES SHE TOP WIDTH - 12.0 FT. 18 386 STA: 1 +51. ELLV: 384.00 3ED E_C -2 MATTIN kILS 1 , -SHEET 14) E 38 - - 0 +00 0 +10 0 +20 0 +30 0 +40 0 +50 0 +60 0 +70 0 +80 0490 1+00 1+10 1+20 1+30 1+40 1+50 1 +60 1 +70 1+ CROSS SECTION D -D (BS2b) VERTICAL SCALE: 1 " =4' HORIZONTAL SCALE 1 "=:20 0112 382 3$, 3 - - - -- 380 1+90 NOTE: REFER TO GRADING PLAN FOR ACTUAL PROPOSED GRADED SLOPES, AS LABELS ARE SKEWED DUE TO SECTION ORIENTATION 400 398 396 394 392 390 388 386 384 382 380 378 376 374 372 DIVERSION SWALES BS1 a AND BS1 b 344 DIMENSIONS TOP WIDTH - 12.0 FT. MAX. DEPTH - 2.0 FT. 343 12.0' DESIGN Z CHANNEL WIDTH 342 Q W W 341 2.00' DESIGN �y I 4.0' �i CHANNEL 1 CAPACITY 3400 5 10 15 20 DISTANCE (FT.) DIVERSION SWALE CROSS - SECTION VERTICAL SCALE: 1 " = 2' HORIZONTAL SCALE: 1 " = 5' 400 398 396 394 392 390 388 386 384 382 380 378 376 374 372 EROSION AND SEDIMENT CONTROL CALCULATIONS DIVERSION CHANNEL CS1 a CALCULATIONS: RATIONAL METHOD, Q = CiA C = 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 200 FT AND SLOPE OF 0.03 = 11 MINUTES Tt SHALLOW WITH SLOPE OF 0.03 = Lsc / (60 x V) = 500 FT / (60 x 2.8 FT /S) = 2.98 MINUTES Tc = 13.98 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: / /hdsc.nws.noaa- gov/hdsc /pfds�, 10 MINUTE 2 -YR i = 3.98 INCHES /HOUR 10 MINUTE 10 -YR i = 5.25 INCHES /HOUR A =6.16 ACRES 2 -YR PEAK FLOW = 0.50 x 3.98 x 6.16 = 12.26 CFS = 13 CFS 10 -YR PEAK FLOW = 0.50 x 5.25 x 6.16 = 16.17 CFS = 17 CFS SLOPE OF PROPOSED CHANNEL = RISE / RUN = 28 FT / 460 FT = 0.06 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 4.0 FT /S MINIMUM FLOW AREA (A) = Q / V = 17 / 4.0 = 5 SOFT DESIGN DEPTH (d) = 2 FT DESIGN BOTTOM WIDTH (b) = 4 FT GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT Z =e /d= 4FT /2FT =2 TRAPEZOIDAL CHANNEL CROSS- SECTIONAL AREA (A) _ (b x d) + [Z x (d ^ 2)] _ (4 FT x 2 FT) + [2 x ((2 FT) ^ 2)] = 16 SQFT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) = {(b x d) + [Z x (d ^2)]l / {b + {(2 x d x [((Z-2) + 1) ^ (1/2)] }} = {(4 x 2) + [2 x (2 -2)]l / {4 + {(2 x 2 x [((2 -2) + 1) ^ (1/2)]}} = 1.23 FT CHANNEL LINING = VEGETATED WITH EC -3 TYPE B MATTING, PERMISSIBLE VELOCITY OF 7.0 -10.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57) (http: / /www.virg iniadot- org/business/ resources /Materials /Approved_Lists. pdf USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (n) = 0.039 MAX CAPACITY FLOW = (1.49 / n) x [R- (2/3)] x [S- (1/2)] x A = (1.49 / 0.039) x [1.23- (2/3)] x [0.06^ (1 /2)] x 16 = 171.89 CFS MAX CAPACITY VELOCITY = (1.49 / n) x [R - (2/3)] x [S ^ (1 /2)] = (1.49 / 0.039) x [1.23 ^ (2/3)] x [0.06 ^ (1/2)] = 10.74 FT /S DIMENSIONS: MINIMUM BOTTOM WIDTH = 4 FT MINIMUM DEPTH = 2 FT MINIMUM SIDE SLOPE = 2:1 AVERAGE CHANNEL SLOPE = 0.06 LINING = VEGETATED WITH EC -3 TYPE B MATTING DIVERSION CHANNEL CS1 b CALCULATIONS: RATIONAL METHOD, Q = CIA C = 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.08 = 7.5 MINUTES Tt SHALLOW WITH SLOPE OF 0.06 = Lsc / (60 x V) = 400 FT / (60 x 4.0 FT /S) = 1.67 MINUTES Tc = 9.17 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http : //hdsc.nws.noaa.gov/hdsc /pfds�, 10 MINUTE 2 -YR i = 3.98 INCHES /HOUR 10 MINUTE 10 -YR i = 5.25 INCHES /HOUR A =2.98 ACRES 2 -YR PEAK FLOW = 0.50 x 3.98 x 3.34 = 6.65 CFS = 7 CFS 10 -YR PEAK FLOW = 0.50 x 5.25 x 3.34 = 8.77 CFS = 9 CFS SLOPE OF PROPOSED CHANNEL = RISE / RUN = 8 FT / 400 FT = 0.02 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 2.3 FT /S MINIMUM FLOW AREA (A) = Q / V = 9 / 2.3 = 4 SQFT DESIGN DEPTH (d) = 2 FT DESIGN BOTTOM WIDTH (b) = 4 FT GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT Z =e /d= 4FT /2FT =2 TRAPEZOIDAL CHANNEL CROSS - SECTIONAL AREA (A) _ (b x d) + [Z x (d ^ 2)] _ (4 FT x 2 FT) + [2 x ((2 FT) ^ 2)] = 16 SQFT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) = {(b x d) + [Zx (d ^2)]} / {b + f(2 x d x [((Z ^2) + 1) ^(1/2)] }} = {(4 x 2) + [2 x (2 - 2)11 / {4 + {(2 x 2 x [((2 ^ 2) + 1) (1/2)1}1 = 1,23 FT CHANNEL LINING = VEGETATED WITH EC -3 TYPE B MATTING, PERMISSIBLE VELOCITY OF 7.0 -10.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57) (http: //www.virg iniadot. org /busi ness/ resources /Materials /Approved_Lists. pdf) USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (n) = 0.048 MAX CAPACITY FLOW = (1.49 / n) x [R-(2/3)] x [S- (1/2)] x A = (1.49 / 0.048) x [1.23-(2/3)] x [0.02 ^ (1/2)] x 16 = 80.6 CFS MAX CAPACITY VELOCITY = (1.49 / n) x [R ^ (2/3)] x [S- (1/2)] = (1.49 / 0.048) x [1.23-(2/3)] x [0.02 ^ (1/2)] = 5.0 FT /S DIMENSIONS: MINIMUM BOTTOM WIDTH = 4 FT MINIMUM DEPTH = 2 FT MINIMUM SIDE SLOPE = 2:1 AVERAGE CHANNEL SLOPE = 0.02 LINING = VEGETATED WITH EC -3 TYPE B MATTING SEDIMENT BASIN CS1 CALCULATIONS DA = 9.14 ACRES REQUIRED STORAGE = 134 CY PER ACRE = 1273 CY IF VOLUME 1 = 0.4 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 636.5 CY / (0.4 x 5 FT) =8,593 SF IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (636.5 CY / 2 FT)] - 8593 SF = 8593 SF MINIMUM FLOW PATH LENGTH = 135 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 8593 /135 = 64 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 135 / 64 = 2:1 RATIONAL METHOD, Q = CiA C = 0.50 (ROUGH BARE SOIL) FROM DIVERSION CHANNEL CS1 a CALCULATIONS, Tc = 13.98 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http : //hdsc.nws.noaa- gov/hdsc /pfdsn, 10 MINUTE 2 -YR i = 3.98 INCHES /HOUR 10 MINUTE 25 -YR i = 5.89 INCHESMOUR 2 -YR PEAK FLOW = 0.50 x 3.98 x 9.50 = 18.91 CFS = 19 CFS 25 -YR PEAK FLOW = 0.50 x 5.89 x 9.50 = 27.98 CFS = 28 CFS USING PLATE 3.14 -8 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, IF RISER HEAD (h) = 1 FT, RISER DIAMETER = 36 INCHES USING TABLE 3.14 -8 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, IF BARREL HEAD (H) = 3 FT, RCP BARREL DIAMETER = 30 INCHES USING APPENDIX 3.14 -a OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, DEWATERING ORIFICE FLOW = 636.5 CY / 21,600 SECONDS = 0.80 CFS DEWATERING ORIFICE AREA = Q / {[(64.32 x HYDRAULIC HEAD) ^(1 /2)] x 0.61 = 0.80 / {[64.32 x 2 FT) ^ (1 /2)] x 0.61 = 0.12 SOFT DEWATERING ORIFICE DIAMETER = 2 x [(A / 3.14) ^ (1/2)] = 2 x [(0.12 / 3.14) ^ (1/2)] = 0.39 FT = 5 INCHES DIMENSIONS: (FROM CS2 CALCULATIONS) NORMAL POOL SURFACE AREA = 9065 SF MINIMUM FLOW PATH LENGTH = 140 FT MINIMUM WET DEPTH = 5 FT, BOTTOM ELEVATION = 341 OUTLET RISER HEIGHT = ,317, ELEVATION = 349 OUTLET RISER DIAMETER = 48 INCHES _ OUTLET BARREL LENGTH = 4JR FT OUTLET BARREL DIAMETER = 30 INCHES DEWATERING ORIFICE DIAMETER = 5 INCHES, ELEVATION = 346 DRY HEIGHT = 5.5 FT, ELEVATION = 351 .5 MINIMUM EMBANKMENT TOP WIDTH = 6 FT MINIMUM EXCAVATION SIDE SLOPE = 2:1 MINIMUM EMBANKMENT SIDE SLOPE = 3:1 DIVERSION CHANNEL ES1 CALCULATIONS: RATIONAL METHOD, Q = CiA C = 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 60 FT AND SLOPE OF 0.01 = 10 MINUTES Tt SHALLOW WITH SLOPE OF 0.15 = Lsc / (60 x V) = 65 FT / (60 x 6.25 FT /S) = 0.17 MINUTES Tc = 10.17 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: //hdsc.nws.noaa.gov /hdsc /pfdsn, 10 MINUTE 2 -YR i = 3.98 INCHES /HOUR 10 MINUTE 10 -YR i = 5.25 INCHES /HOUR A =1.30 ACRES 2 -YR PEAK FLOW = 0.50 x 3.98 x 1 .30 = 2.59 CFS = 3 CFS 10 -YR PEAK FLOW = 0.50 x 5.25 x 1.30 = 3.41 CFS = 4 CFS SLOPE OF PROPOSED CHANNEL (S) = RISE / RUN = 12 FT / 436 FT = 0.03 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 2.8 FT /S MINIMUM A = Q / V = 4 / 2.8 = 1.43 SQFT DESIGN DEPTH (d) = 2 FT DESIGN BOTTOM WIDTH (b) = 4 FT GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT Z =e /d= 4FT /2FT =2 TRAPEZOIDAL CHANNEL CROSS- SECTIONAL AREA (A) = (b x d) + [Z x (d ^ 2)] = (4 FT x 2 FT) + [2 x ((2 FT) -2)] = 16 SOFT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) _ {(b x d) + [Z x (d ^2)]} / {b + {(2 x d x [((Z ^2) + 1)^ (1/2)] }} = {(4 x 2) + [2 x (2 ^2)]} / {4 + {(2 x 2 x [((2 ^2) + 1) ^ (1/2)] }} = 1.23 FT CHANNEL LINING = VEGETATED WITH EC -2 MATTING, PERMISSIBLE VELOCITY OF 2.5 -4.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 56) ( http: / /www.virginiadot.org /business/ resources /Materials /Approved_Lists. pdf) USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (n) = 0.044 MAX CAPACITY FLOW = (1.49 / n) x [R-(2/3)] x [S ^ (1/2)] x A = (1.49 / 0.044) x [1.23- (2/3)] x [0.03 ^ (1/2)] x 16 = 107.7 CFS MAX CAPACITY VELOCITY = (1.49 / n) x [R-(2/3)] x [S-(1/2)] = (1.49 / 0.044) x [1.23-(2/3)] x [0.03-(1/2)] = 6.7 FT /S DIMENSIONS: MINIMUM BOTTOM WIDTH = 4 FT MINIMUM DEPTH = 2 FT MINIMUM SIDE SLOPE = 2:1 AVERAGE CHANNEL SLOPE = 0.03 LINING = VEGETATED WITH EC -2 MATTING SEDIMENT TRAP ES1 CALCULATIONS DA = 1.30 ACRES REQUIRED STORAGE = 134 CY PER ACRE = 174 CY IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 87 CY / (0.85 x 4 FT) =691 SF IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (87 CY / 3 FT)] - 691 SF = 875 SF MINIMUM FLOW PATH LENGTH = 40 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 691 / 40 = 17 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 40 /17 = 2:1 DIMENSIONS: (FROM ES2 CALCULATIONS) NORMAL POOL SURFACE AREA = 953 SF, ELEVATION = 362 MINIMUM FLOW PATH LENGTH = 45 FT MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 358 BANK HEIGHT = 4 FT, ELEVATION = 366 MINIMUM BERM TOP WIDTH = 3 FT OUTLET HEIGHT = 3 FT, ELEVATION = 365 MINIMUM WEIR LENGTH = 6 x DA = 6 x 1.78 = 11 FT MINIMUM EXCAVATION SIDE SLOPE = 1:1 MINIMUM EMBANKMENT SIDE SLOPE = 2:1 NOTES AND CONSTRUCTION SEQUENCE FINAL LOCAT'1ON OF ALL CONSTRUCTION ACCESS & PROPOSED STAGING & STOCKPILE LOCATIONS TO BE APPROVED AND CONFIRMED WITH ALBEMARLE (COUNTY AND PROPERTY OWNER PRIOR TO CONSTRUCTION AND IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE. 1. CONTRACTOR TO STAKE LIMITS OF CLEARING FOR THE ACTIVE CONSTRUCTION BLOCK. 2. ACCESS ROAD CLEARING AND GRUBBING TO OCCUR ONLY AS NEEDED FOR ACCESS ROAD, STAGING AREA, AND CONCURRENTLY WITH INSTALLATION OF EROSION AND SEDIMENT CONTROL PRACTICES. 3. DIVERSION CHANNEL AND SEDIMENT TRAP ES1 TO BE INSTALLED ACCORDING TO VESCH. TRAP SHALL BE FUNCTIONAL AND STABILIZED PRIOR TO UPSTREAM GRADING ACTIVITIES. 4. CONTRACTOR TO CLEAR AND GRUB BLOCKS C, D, AND E UPON TEMPORARY STABILIZATION OF SEDIMENT TRAPPING AND DIVERSION PRACTICES. 5. TEMPORARY STABILIZATION SHALL BE APPLIED TO ALL ALL SOIL STOCKPILES THAT WILL REMAIN UNPROTECTED FOR MORE THAN 14 DAYS AND ALL DENUDED /DISTURBED AREAS THAT WILL NOT REACH FINAL GRADE WITHIN 14 DAYS. REFER TO TEMPORARY SEEDING NOTES ON SHEET 18 FOR ADDITIONAL SPECIFICATION REMEDIAL PRACTICES. 3. SILT FENCE WILL NOTE BE INSTALLED ACROSS THE OD ' OD OUTLET OF ANY STORMWATER DETENTION STRUCTURE. 3.1. PIPE OUTLET: SILT FENCE SHALL BE INSTALLED SSF OVER THE OUTLET OF THE OUTFALL PIPE EXISTING 100' 3.2. STONE WEIR: SILT FENCE SHALL BE TURNED UP PROPOSED DIVERSION b STREAM BUFFER VEGETATED WITH EC -3 TYPE B MATTINTING SLOPE ON EITHER SIDE OF THE WEIR OUTLET (INVERT UP = 354, INVERT DOWN = 346) (SEE CALCULATIONS ON THIS SHEET) 0 80' 160' � ,LTH 0p �f EROSION & SEDIMENT CONTROL PLAN (STAGE 1)- - BLOCK C,D,& SCALE- 1 INCH = 80 FEET I LEGEND EXISTING CONTOURS EXISTING WETLAND (PER KIRK HUGHES & ASSOC. SURVEY) APPROXIMATE STREAM CHANNEL LIMITS (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING TREELINE EXISTING PARCEL EXISTING STREAM BUFFER PROPOSED CONSTRUCTION ENTRANCE CE ®PROPOSED CONSTRUCTION ACCESS ROUTE ♦ ♦ PROPOSED LIMITS OF DISTURBANCE LOD O ®PROPOSED CONTOURS FEPROPOSED TREELINE ®PROPOSED TEMPORARY STAGING AND STOCKPILE PROPOSED SILT FENCE SF ®PROPOSED DIVERSION CHANNEL � Dv OR ROW DIVERSION FOPROPOSED SEDIMENT TRAP ST PROPOSED SEDIMENT BASIN SB PROPOSED OUTFALL PROTECTION OP DRAINAGE AREA DIVIDES oAASia DRAINAGE AREA 8.38 AC LABELS 5 PF PROPOSED SAFETY FENCE EROSION AND SEDIMENT CONTROL CALCULATIONS DIVERSION CHANNEL CS2a (NO CHANGE FROM CS1 a DIMENSIONS) CALCULATIONS: RATIONAL METHOD, Q = CIA C = 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 200 FT AND SLOPE OF 0.03 = 11 MINUTES Tt SHALLOW WITH SLOPE OF 0.03 = Lsc / (60 x V) = 500 FT / (60 x 2.8 FT /S) = 2.98 MINUTES Tc = 13.98 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: //hdsc.nws.noaa.gov/hdsc /pfds�, 10 MINUTE 2 -YR i = 3.98 INCHES /HOUR 10 MINUTE 10 -YR i = 5.25 INCHES /HOUR A =6.16 ACRES 2 -YR PEAK FLOW = 0.50 x 3.98 x 6.16 = 12.26 CFS = 13 CFS 10 -YR PEAK FLOW = 0.50 x 5.25 x 6.16 = 16.17 CFS = 17 CFS SLOPE OF PROPOSED CHANNEL = RISE / RUN = 28 FT / 460 FT = 0.06 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 4.0 FT /S MINIMUM FLOW AREA (A) = Q / V = 17 / 4.0 = 5 SOFT DESIGN DEPTH (d) = 2 FT DESIGN BOTTOM WIDTH (b) = 4 FT GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT Z = e / d = 4 FT / 2 FT = 2 TRAPEZOIDAL CHANNEL CROSS - SECTIONAL AREA (A) _ (b x d) + [Z x (d ^ 2)] = (4 FT x 2 FT) + [2 x ((2 FT) -2)] = 16 SQFT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) = {(b x d) + [Z x (d^ 2)]} / {b + {(2 x d x [((Z^ 2) + 1) ^ (1 /2)]]} = f( 4x2) +[2x(2 ^2)]} / {4 + {(2x2x[((2 ^2) +1) (1/2)]}} = 1-23 FT CHANNEL LINING = VEGETATED WITH EC -3 TYPE B MATTING, PERMISSIBLE VELOCITY OF 7.0 -10.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57) (http: //www.virginiadot.org / business / resources /Materials /Approved_Lists. pdf) USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (n) = 0.039 MAX CAPACITY FLOW = (1.49 / n) x [R- (2/3)] x [S ^ (1/2)] x A = (1.49 / 0.039) x [1.23 ^ (2/3)] x [0.06- (1/2)] x 16 = 171.89 CFS MAX CAPACITY VELOCITY = (1 .49 / n) x [R ^ (2/3)] x [S ^ (1/2)] _ (1.49 / 0.039) x [1.23- (2/3)] x [0.06 ^ (1/2)] = 10.74 FT /S DIMENSIONS: MINIMUM BOTTOM WIDTH = 4 FT MINIMUM DEPTH = 2 FT MINIMUM SIDE SLOPE = 2:1 AVERAGE CHANNEL SLOPE = 0.06 LINING = VEGETATED WITH EC -3 TYPE B MATTING DIVERSION CHANNEL CS2b (NO CHANGE FROM CS1 b DIMENSIONS) CALCULATIONS: C = 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 100 FT AND SLOPE OF 0.08 = 7.5 MINUTES Tt SHALLOW WITH SLOPE OF 0.06 = Lsc / (60 x V) = 400 FT / (60 x 4.0 FT /S) = 1.67 MINUTES Tc = 9.17 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http : //hdsc.nws.noaa.gov/hdsc /pfdsr , 10 MINUTE 2 -YR 1 = 3.98 INCHES /HOUR 10 MINUTE 10 -YR i = 5.25 INCHESMOUR A =2.98 ACRES 2 -YR PEAK FLOW = 0.50 x 3.98 x 3.34 = 6.65 CFS = 7 CFS 10 -YR PEAK FLOW = 0.50 x 5.25 x 3.34 = 8.77 CFS = 9 CFS SLOPE OF PROPOSED CHANNEL = RISE / RUN = 8 FT / 400 FT = 0.02 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 2.3 FT /S MINIMUM FLOW AREA (A) = Q / V = 9 / 2.3 = 4 SQFT DESIGN DEPTH (d) = 2 FT DESIGN BOTTOM WIDTH (b) = 4 FT GIVEN 2:1 SIDE SLOPE, e= 2FTxd =2FTx2 =4FT Z = e / d = 4 FT / 2 FT = 2 TRAPEZOIDAL CHANNEL CROSS - SECTIONAL AREA (A) = (b x d) + [Z x (d ^ 2)] = (4 FT x 2 FT) + [2 x ((2 FT) ^ 2)] = 16 SOFT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) _ {(b x d) + [Z x (d -2)]l / {b + {(2 x d x [((Z^ 2) + l)- (1/2)111 = {(4 x 2) + [2 x (2-2)]1/14 + {(2 x 2 x [((2 ^2) + 1) = 1.23 FT CHANNEL LINING = VEGETATED WITH EC -3 TYPE B MATTING, PERMISSIBLE VELOCITY OF 7.0 -10.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57) (http: //www.vi rgi ni adot. org /busi ness / resources /MaterialsjApproved_Lists. pdf) USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (n) = 0.048 MAX CAPACITY FLOW = (1.49 / n) x [R ^ (2/3)] x [S-(1/2)] x A = (1 .49 / 0.048) x [1 .23- (2/3)] x [0.02- (1/2)] x 16 = 80.6 CFS MAX CAPACITY VELOCITY = (1.49 / n) x [R- (2/3)] x [S ^ (1/2)] _ (1.49 / 0.048) x [1.23- (2/3)] x [0.02 ^ (1/2)] = 5.0 FT /S DIMENSIONS: MINIMUM BOTTOM WIDTH = 4 FT MINIMUM DEPTH = 2 FT MINIMUM SIDE SLOPE = 2:1 AVERAGE CHANNEL SLOPE = 0.02 LINING = VEGETATED WITH EC -3 TYPE B MATTING SEDIMENT BASIN CS2 (NO CHANGE FROM CS1 DIMENSIONS) CALCULATIONS: DA = 10.02 ACRES REQUIRED STORAGE = 134 CY PER ACRE = 1343 CY IF VOLUME 1 = 0.4 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 671.5 CY / (0.4 x 5 FT) =9,065 SF IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (671.5 CY / 2 FT)] - 9065 SF = 9065 SF MINIMUM FLOW PATH LENGTH = 140 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 9065 /140 = 65 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 140 / 65 = 2:1 RATIONAL METHOD, Q = CIA C = 0.50 (ROUGH BARE SOIL) FROM DIVERSION CHANNEL AS1 a CALCULATIONS, Tc = 4.17 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: //hdsc.nws.noaa.gov/hdso /pfdsn, 5 MINUTE 2 -YR i = 4.97 INCHES /HOUR 5 MINUTE 25 -YR i = 7.39 INCHES /HOUR 2 -YR PEAK FLOW = 0.50 x 4.97 x 10.02 = 24.90 CFS = 25 CFS 25 -YR PEAK FLOW = 0.50 x 7.39 x 10.02 = 37.02 CFS = 37 CFS USING PLATE 3.14 -8 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, IF RISER HEAD (h) = 1 FT, RISER DIAMETER = 48 INCHES USING TABLE 3.14 -B OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, IF BARREL HEAD (H) = 3 FT, RCP BARREL DIAMETER = 30 INCHES USING APPENDIX 3.14 -a OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, DEWATERING ORIFICE FLOW = 671.5 CY / 21,600 SECONDS = 0.84 CFS DEWATERING ORIFICE AREA = Q / {[(64.32 x HYDRAULIC HEAD) ^ (1/2)] x 0.61 = 0.84 / {[64.32 x 2 FT) ^ (1 /2)] x 0.61 = 0.12 SQFT DEWATERING ORIFICE DIAMETER = 2 x [(A / 3.14) ^ (1/2)] = 2 x [(0.12 / 3.14) ^ (1 /2)] = 0.39 FT = 5 INCHES DIMENSIONS: NORMAL POOL SURFACE AREA = 9065 SF MINIMUM FLOW PATH LENGTH = 140 FT MINIMUM WET DEPTH = 5 FT, BOTTOM ELEVATION = 341 OUTLET RISER HEIGHT = 3 FT, ELEVATION = 349 OUTLET RISER DIAMETER = 48 INCHES OUTLET BARREL LENGTH = 40 FT OUTLET BARREL DIAMETER = 30 INCHES DEWATERING ORIFICE DIAMETER = 5 INCHES, ELEVATION = 346 DRY HEIGHT = 5.5 FT, ELEVATION = 351.5 MINIMUM EMBANKMENT TOP WIDTH = 6 FT MINIMUM EXCAVATION SIDE SLOPE = 2:1 MINIMUM EMBANKMENT SIDE SLOPE = 3:1 DIVERSION CHANNEL ES2 (NO CHANGE FROM ES1 DIMENSIONS) CALCULATIONS: RATIONAL METHOD, Q = CIA C = 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 60 FT AND SLOPE OF 0.01 = 10 MINUTES Tt SHALLOW WITH SLOPE OF 0.15 = Lsc / (60 x V) = 65 FT / (60 x 6.25 FT /S) = 0.17 MINUTES Tc = 10.17 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: //hdsc.nws.noaa.gov/hdsc /pfds�, 10 MINUTE 2 -YR i = 3.98 INCHESMOUR 10 MINUTE 10 -YR i = 525 INCHES/HOUR A =1 .78 ACRES 2 -YR PEAK FLOW = 0.50 x 3.98 x 1.78 = 3.54 CFS = 4 CFS 10 -YR PEAK FLOW = 0.50 x 5.25 x 1.78 = 4.67 CFS = 5 CFS SLOPE OF PROPOSED CHANNEL (S) = RISE / RUN = 12 FT / 436 FT = 0.03 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 2.8 FT /S MINIMUM A = Q / V = 5 / 2.8 = 1.79 SQFT DESIGN DEPTH (d) = 2 FT DESIGN BOTTOM WIDTH (b) = 4 FT GIVEN 2:1 SIDE SLOPE, e = 2 FT x d = 2 FT x 2 = 4 FT Z= e /d= 4FT /2FT =2 TRAPEZOIDAL CHANNEL CROSS - SECTIONAL AREA (A) = (b x d) + [Z x (d ^2)] = (4 FT x 2 FT) + [2 x ((2 Fl)- 2)] = 16 SOFT TRAPEZOIDAL CHANNEL TOP WIDTH = b + (2 x d x Z) = 4 FT + (2 x 2 FT x 2) = 12 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) = {(b x d) + [Z x (d ^2)]} / {b + {(2 x d x [((Z ^2) + 1)^ (112)] }} = f(4 x 2) + [2 x (2 -2)]l / {4 + {(2 x 2 x [((2-2) + 1) ^ (1 /2)]}} = 1.23 FT CHANNEL LINING = VEGETATED WITH EC -2 MATTING, PERMISSIBLE VELOCITY OF 2.5 -4.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 56) (http: //www.virginiadot.orgibusiness /resources /Materials /Approved Lists.pdf) USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (n) = 0.044 MAX CAPACITY FLOW = (1.49 / n) x [R- (2/3)] x [S- (1 /2)] x A = (1.49 / 0.044) x [1.23- (2/3)] x [0.03-(1/2)] x 16 = 107.7 CFS MAX CAPACITY VELOCITY = (1.49 / n) x [R-(2/3)] x [S-(1/2)] = (1.49 / 0.044) x [1 .23 ^ (2/3)] x [0.03-(1/2)] = 6.7 FT /S DIMENSIONS: MINIMUM BOTTOM WIDTH = 4 FT MINIMUM DEPTH = 2 FT MINIMUM SIDE SLOPE = 2:1 AVERAGE CHANNEL SLOPE = 0.03 LINING = VEGETATED WITH EC -2 MATTING SEDIMENT TRAP ES2 CALCULATIONS: DA = 1.92 ACRES REQUIRED STORAGE = 134 CY PER ACRE = 258 CY IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 129 CY / (0.85 x 4 FT) =1022 SF IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (129 CY / 3 FT)] - 1022 SF = 1300 SF MINIMUM FLOW PATH LENGTH = 45 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 1022 / 45 = 22.7 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 46 / 21 = 2:1 LAIV1CND1U1V0: MINIMUM FLOW PATH LENGTH = 45 FT MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 358 BANK HEIGHT = 4 FT, ELEVATION = 366 MINIMUM BERM TOP WIDTH = 3 FT OUTLET HEIGHT = 3 FT, ELEVATION = 365 MINIMUM WEIR LENGTH = 6 x DA = 6 x 1.78 = 11 FT MINIMUM EXCAVATION SIDE SLOPE = 1:1 MINIMUM EMBANKMENT SIDE SLOPE = 2:1 NOTES 1. SILT FENCE AND DIVERSIONS WILL BE KEPT 5 FEET FROM THE TOP OF BANK OF ALL STREAM CHANNELS. IF A DISCREPANCY OCCURS IN THE FIELD FOR SILT FENCE AND /OR DIVERSION INSTALLATION THEN THE PLANS WILL BE AMENDED TO REFLECT THE CHANGES REQUIRED TO KEEP THE SILT FENCE AND OR DIVERSION A MINIMUM OF 5 FEET FROM TOP OF STREAM BANK. 2. CONTRACTOR TO REGULARLY INSPECT SILT FENCE FOR AREAS OF PONDING AND FAILURE. WHERE FAILURE IS CAUSED BY EXCESSIVE REGULAR PONDING, REMEDIAL PRACTICES SUCH AS SEDIMENT TRAPS MAY BE REQUIRED. CONTRACTOR TO NOTIFY DESIGNER /ENGINEER PRIOR TO IMPLEMENTATION OF REMEDIAL PRACTICES. 3. SILT FENCE WILL NOTE BE INSTALLED ACROSS THE OUTLET OF ANY STORMWATER DETENTION STRUCTURE. 3.1. PIPE OUTLET: SILT FENCE SHALL BE INSTALLED OVER THE OUTLET OF THE OUTFALL PIPE 3.2. STONE WEIR: SILT FENCE SHALL BE TURNED UP SLOPE ON EITHER SIDE OF THE WEIR OUTLET 11 M =wslilllll JE ]E;j-r4i U94 11111 LVA 1� L2 SCALE: 1 INCH = 80 FEET LEGEND CE 01 SF SS ST SB OP TS BM EXISTING CONTOURS WETLAND ■EXISTING (PER KIRK HUGHES & ASSOC. SURVEY) STREAM E:lAPPROXIMATE CHANNEL LIMITS (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING TREELINE EXISTING PARCEL ®EXISTING STREAM BUFFER PROPOSED CONSTRUCTION ENTRANCE PROPOSED CONSTRUCTION ACCESS ROUTE ♦� PROPOSED LIMITS OF DISTURBANCE ®PROPOSED TEMPORARY STAGING AND STOCKPILE PROPOSED SILT FENCE ®PROPOSED DIVERSION CHANNEL OR ROW DIVERSION PROPOSED SEDIMENT TRAP PROPOSED SEDIMENT BASIN PROPOSED OUTFALL PROTECTION TS PROPOSED TEMPORARY SEEDING PS PROPOSED PERMANENT SEEDING PROPOSED EC -2 (STRAW) MATTING ®PROPOSED CONTOURS PROPOSED TREELINE DRAINAGE AREA DIVIDES onas2a DRAINAGE AREA agonc LABELS 5 PF PROPOSED SAFETY FENCE CE 01 SF SS ST SB OP TS BM STA: 1+09.50 ELEV. 352.70 PROPOSED EC -2 MATTIN��� STA: 2 +96.34 XISTING GRADE (SEE DETAILS 1 -3. SHEET 14) \ ELEV: 352.00 ELEV: 352.00 ENDWALL PER VDOT ROPOSED STANDARD EW -1 PC DIVERSION SWALES CS1 a., CS1 b, ES1 , STRUCTURAL (VDOT 2008 ROAD AP, CS2a, CS2b, AND ES2 FILL SEE NOTES 344 DIMENSIONS SHEET 18 REFERENCE 101.02) TOP WIDTH - 12.0 FT. MAX. DEPTH - 2.0 FT. 343 L 12.0' DESIGN Z CHANNEL WIDTH F 342 Q w w 341 2.00' ,� DESIGN `Jy 4.0' �L" CHANiNEL d CAPACITY 3400 5 10 15 20 DISTANCE (FT.) DIVERSION SWALE CROSS - SECTION VERTICAL SCALE: 1 " = 2' HORIZONTAL SCALE: 1 " = 5' STA: 1+09.50 ELEV. 352.70 PROPOSED EC -2 MATTIN��� STA: 2 +96.34 XISTING GRADE (SEE DETAILS 1 -3. SHEET 14) \ ELEV: 352.00 ELEV: 352.00 ENDWALL PER VDOT ROPOSED STANDARD EW -1 PC STRUCTURAL (VDOT 2008 ROAD AP, FILL SEE NOTES BRIDGE STANDARDS \9 SHEET 18 REFERENCE 101.02) STA: 3 +34.00 ELEV: 346.00 0 +00 0 +10 0 +20 0 +30 0 +40 0 +50 0-+60 0 +70 0 +80 0-+'90 14:00 1+10 1+20 1-1:30 1+40 1+50 1+60 1+70 1+80 1+90 2 +00 2 +10 2-+20 2-+30 2--f:402+50 2-H-:60 2+70 2 CROSS SECTION F -F' (CS2) VERTICAL SCALE: 1 " =4' HORIZONTAL SCALE 1 " =20 STA: 1 +49.64 ELEV: 365.00 37 0 +00 0 +10 0+20 0+30 0+40 0+50 0 +60 0 +70 0 +80 0+=90 1-i200 1-1210 1+20 l+:30 1 +40 1-f:50 1+ CROSS SECTION G -G' (ES2) VERTICAL SCALE: 1 " =4' HORIZONTAL SCALE 1 " =20 380 378 376 374 372 370 368 366 364 362 360 358 --1 356 1+70 NOTE: REFER TO GRADING PLAN FOR ACTUAL PROPOSED GRADED SLOPES, AS LABELS ARE SKEWED DUE TO SECTION ORIENTATION 2 +90 3 +00 3 +10 3+20 3 +30 3 +40 3 +50 3-+60 3+ U SCOTT C. BLOSSOM Lie. No. 40287 ��O G� ► /iS' W� �4�_ SSIONAL 354 352 350 348 346 344 342 340 IREVI DATE I DESCRIPTION I DSN I CHK I APP PREPARED BY: Ilm RIVANNA VILLAGE, LLC 314 E. WATER STREET CHARLOTTESVILLE, VA 22902 TITLE: LOSS- SECTIONS - BLOCKS C, D & RIVANNA VILLAGE - PHASE 1 ALBEMARLE COUNTY, VIRGINIA DRAWN BY: DESIGNED BY: D.TREESE D.TREESE CHECKED BY: APPROVED BY: C. KUHN S. BLOSSOM PROJECT NUMBER: SCALE: 203400205 N/A DATE: FILE PATH: 06/01/2015 U:/203400205/cad 07 SHEET EROSION AND SEDIMENT CONTROL CALCULATIONS SEDIMENT TRAP HS2a CALCULATIONS: DA = 2.94 ACRES REQUIRED STORAGE = 134 CY PER ACRE = 394 CY IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 197 CY / (0.85 x 4 FT) =1565 SF IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (197 CY / 3 FT)] - 1565 SF = 1981 SF MINIMUM FLOW PATH LENGTH = 60 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 1565 / 60 = 26 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 60 / 26 = 2:1 DIMENSIONS: NORMAL POOL SURFACE AREA = 1565 SF, ELEVATION = 358 MINIMUM FLOW PATH LENGTH = 60 FT MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 354 BANK HEIGHT = 4 FT, ELEVATION = 362 MINIMUM BERM TOP WIDTH = 3 FT OUTLET HEIGHT = 3 FT, ELEVATION = 361 MINIMUM WEIR LENGTH = 6 x DA = 6 x 2.94 = 18 FT MINIMUM EXCAVATION SIDE SLOPE = 1 :1 MINIMUM EMBANKMENT SIDE SLOPE = 2:1 DIVERSION CHANNEL HS2b (NO CHANGE FROM HS1 DIMENSIONS) CALCULATIONS: RATIONAL METHOD, Q = CiA C = 0.50 (ROUGH BARE SOIL) USING PLATES 5 -1 AND 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, Tt OVERLAND WITH LENGTH OF 50 FT AND SLOPE OF 0.04 = 6.5 MINUTES Tt SHALLOW WITH SLOPE OF 0.08 = Lsc / (60 x V) = 180 FT / (60 x 4.6 FT /S) = 0.65 MINUTES Tc = 7.15 MINUTES USING NOAA'S PRECIPITATION FREQUENCY DATA SERVER ( http: / /hdsc.nws.noaa.gov/hdsc /Pfdsn, 5 MINUTE 2 -YR i = 4.97 INCHES/HOUR 5 MINUTE 10 -YR i = 6.56 INCHES /HOUR A =1.1 8 ACRES 2 -YR PEAK FLOW = 0.50 x 4.97 x 1.18 = 3.60 CFS = 4 CFS 10 -YR PEAK FLOW = 0.50 x 6.56 x 1 .18 = 4.76 CFS = 5 CFS SLOPE OF PROPOSED CHANNEL (S) = RISE / RUN = 4 FT / 240 FT = 0.02 USING PLATE 5 -2 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, V = 2.3 FT /S MINIMUM A = Q / V = 5 / 2.3 = 2.17 SQFT DESIGN DEPTH (D) = 1 FT DESIGN BOTTOM WIDTH (B) = 6 FT GIVEN 2:1 SIDE SLOPE, E = 2 FT X D = 2 FT X 1 =2FT Z =E /D =2FT /1 FT =2 TRAPEZOIDAL CHANNEL CROSS - SECTIONAL AREA (A) = (B X D) + [Z X (D ^ 2)] = (6 FT X 1 FT) + [2 X ((1 FT) ^ 2)] = 8 SQFT TRAPEZOIDAL CHANNEL TOP WIDTH = B + (2 X D X Z) = 6 FT + (2 X 1 FT X 2) = 10 FT TRAPEZOIDAL CHANNEL HYDRAULIC RADIUS (R) = {(B X D) + [Z X (D ^2)]} / {B + {(2 X D X [((Z ^2) + 1) ^(1/2)] }} = {(6X1) +[2X(1 ^2)]] / {6+ {(2X1 X[((2 ^2) +1) ^ (1/2)]]} = 0.76 FT CHANNEL LINING = VEGETATED WITH EC -2 MATTING, PERMISSIBLE VELOCITY OF 2.5 -4.0 FT /S (VDOT APPROVED MATERIALS, AUGUST 2014, SECTION 57) (http: / /www.virginiadot.org/ business /resources /Materials/Approved_Lists. pdf) USING TABLE 5 -13 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, RETARDANCE CLASSIFICATION = C USING PLATE 5 -29 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, ROUGHNESS COEFFICIENT (N) = 0.075 MAX CAPACITY FLOW = (1.49 / N) X [R ^ (2/3)] X [S ^ (1 /2)] X A = (1.49 / 0.075) X [0.76 ^ (2/3)] X [0.02 ^ (1/2)] X 8 = 18.72 CFS MAX CAPACITY VELOCITY = (1.49 / N) X [R-(2/3)] X [S-(1/2)] = (1.49 /0.075) X [0.76-(2/3)] X [0.02-(1/2)] = 2.33 FT /S MINIMUM BOTTOM WIDTH = 6 FT MINIMUM DEPTH = 1 FT MINIMUM SIDE SLOPE = 2:1 AVERAGE CHANNEL SLOPE = 0.02 LINING = VEGETATED WITH EC -2 MATTING SEDIMENT TRAP HS2b (NO CHANGE FROM HS1 DIMENSIONS CALCULATIONS: DA = 2.24 ACRES REQUIRED STORAGE = 134 CY PER ACRE = 300.16 CY IF VOLUME 1 = 0.85 x NORMAL POOL SURFACE AREA x WET DEPTH, THE REQUIRED NORMAL POOL SURFACE AREA = 97.5 CY / (0.85 x 4 FT) =1192 SF IF VOLUME 2 = [(NORMAL POOL SURFACE AREA + CREST SURFACE AREA) / 2] x DRY DEPTH THE REQUIRED CREST SURFACE AREA = [2 x (97.5 CY / 3 FT)] - 1192 SF = 1508 SF MINIMUM FLOW PATH LENGTH = 40 FT EFFECTIVE WIDTH = NORMAL POOL SURFACE AREA / LENGTH = 774 / 40 = 20 FT MINIMUM LENGTH TO WIDTH RATIO = LENGTH / EFFECTIVE WIDTH = 40 / 20 = 2:1 DIMENSIONS: (FROM HS1 CALCULATIONS) NORMAL POOL SURFACE AREA = 1279 SF, ELEVATION = 348 MINIMUM FLOW PATH LENGTH = 55 FT MINIMUM EXCAVATION DEPTH = 4 FT, BOTTOM ELEVATION = 344 BANK HEIGHT = 4 FT, ELEVATION = 352 MINIMUM BERM TOP WIDTH = 3 FT OUTLET HEIGHT = 3 FT, ELEVATION = 351 MINIMUM WEIR LENGTH = 6 x DA = 6 x 2.40 = 14.5 FT MINIMUM EXCAVATION SIDE SLOPE = 1 :1 MINIMUM EMBANKMENT SIDE SLOPE = 2:1 R ► \ IP �® L I P ,l 14�IP K OD V X, IP )D NOTES AND CONSTRUCTION SEQUENCE FINAL LOCATION OF ALL CONSTRUCTION ACCESS & PROPOSED STAGING & STOCKPILE LOCATIONS TO BE APPROVED AND CONFIRMED WITH ALBEMARLE COUNTY AND PROPERTY OWNER PRIOR TO CONSTRUCTION AND IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE. LEGEND ■EXISTING CONTOURS WETLAND ❑EXISTING (PER KIRK HUGHES & ASSOC. SURVEY) STREAM ❑APPROXIMATE CHANNEL LIMITS (PER KIRK HUGHES & ASSOC. SURVEY) EXISTING TREELINE lEll EXISTING PARCEL EXISTING STREAM BUFFER PROPOSED CONSTRUCTION ENTRANCE CE ®PROPOSED CONSTRUCTION ACCESS ROUTE ♦ ♦ PROPOSED LIMITS OF DISTURBANCE LOD O PROPOSED TEMPORARY STAGING AND STOCKPILE PROPOSED SILT FENCE SF ®PROPOSED DIVERSION CHANNEL � DV OR ROW DIVERSION PROPOSED SEDIMENT TRAP ST PROPOSED OUTFALL PROTECTION OP PS PROPOSED PERMANENT SEEDING BM PROPOSED EC -2 (STRAW) MATTING BM PROPOSED TEMPORARY STREAM CROSSING SC ®PROPOSED CONTOURS ©PROPOSED TREELINE DRAINAGE AREA DIVIDES DA AS2a 590 AC DRAINAGE AREA LABELS SA PROPOSED SAFETY FENCE 3 3 356 ROPOSED STA: 1+05.08 XISTING STABILIZATION SEEDING ELEV: 351.00 GRADE 354 —PROPOSED �ROPOSED GRADE LASS I STA: 0 +96.00 / SEE DETAIL 44 SHEET 19 352 350 348 346 mvocu 2 MATTING E!DETAILS 1 -3, EET 14) 344 FRUCTURAL ,S SHEET'18 0+00 0 +10 0+20 0+30 0+40 0-+50 0+60 0+70 0-+80 0 +90 1-f:00 1+10 1+20 1-t:30 1-1:40 1+ CROSS SECTION H -H' (HS2b) VERTICAL SCALE: 1 " =4' HORIZONTAL SCALE 1 " =20 342 NOTE: REFER TO GRADING PLAN FOR ACTUAL PROPOSED GRADED SLOPES, AS LABELS ARE SKEWED DUE TO SECTION ORIENTATION 372 370- DIVERSION SWALE HS2b, 370 344 STA: 1+77,66 DIMENSIONS 36 = ELEV:363.00 368 PROPOSED STA: 1+91.65 Z STABILIZATION ELEV: 363.00 342 36 SEEDING 28.89: 6" THICK COMPACTE LASS I RIPRAP 366 I STA: 0 +30.13 CLAY LINER SEE DETAIL 4 SHEET 19 341 1 00, DESIGN ELEV: 364.85 ON UPSTREAM DAM FACE: CAPACITY 364 = 3400 364 20 DISTANCE (FT.) DIVERSION SWALE CROSS - SECTION VERTICAL SCALE: 1 " = 2' HORIZONTAL SCALE: 1 " = 5' 362--- 362 STA: 0 +43.61 - r? ELE V: 360.00 36 Hori Horizontal ROPOSED 360 ST &1 +68.4 a _- - -- A: ELEV: E DETAILS (SE S 1 -3, - SHEET 14) 35 � . _ ...._ ,. 358 -PROPOSED STRUCTURAL S1 A: 2 +07.40 EE NOTES SHEET 18 FILL ELEV: 357.85 35 I I l! 11 I II II I II I I I II I I _ II 356 0 +00 0 +10 0 +20 0 +30 0 +40 0 +50 0 +60 0 +70 0 +80 0 +90 1 +00 1 +10 1 +20 1 +30 1 +40 1 +50 1 +60 1 +70 1 +80 1 +90 2 +00 2 +10 2 +20 2 +30 2 +40 2 +50 CROSS SECTION I -I' (HS2a) VERTICAL SCALE: 1 " =4' HORIZONTAL SCALE 1 " =20 DIVERSION SWALE HS2b, HS1 344 DIMENSIONS TOP WIDTH - 10.0 FT. MAX. DEPTH - 1.0 FT. 343 t� Z O 342 10.0' DESIGN CHANNEL WIDTHi . W w 341 1 00, DESIGN 6.0' CHANNEL CAPACITY 3400 5 10 15 20 DISTANCE (FT.) DIVERSION SWALE CROSS - SECTION VERTICAL SCALE: 1 " = 2' HORIZONTAL SCALE: 1 " = 5' f� BM BM S ANCHOR SLOT HAI I rnN WHERE THERE IS A BERM AT THE TOP OF THE SLOPE, BRING THE MATERIAL OVER THE BERM AND ANCHOR IT BEHIND THE BERM. ON SHALLOW SLOPES, STRIPS OF NETTING PROTECTIVE COVERINGS MAY BE APPLIED ACROSS THE SLOPE. BERM 1= III III =11 I— I I- 1I =1 I I� 11 =1I 1 =1 11 =1 I I —I 11=1 — III —I 11-1 I I —I 11 =1 I I -1 I I —I I yIL;,IIIIiIII �IIIIIIIIIIIIIII I �Illilllilllllll�l� - '— 'iI- 111�lIIIIIIII�llllll =ll'. NOTES APPROXIMATELY 200 STAPLES REQUIRED PER 100 SQ. YDS. OF MATERIAL ROLL. ANCHOR SLOTS, JUNCTION SLOTS & �y CHECK SLOTS TO BE BURIED 6" TO 12 ". �I� 12" MAX. 4:1 OR FLATTER 6" MAX. STEEPER THANMAX. STEEPER THAN 4:11 JUNCTION SLOT EDGE AND END JOINTS TO BE SNUGLY ABUTTED CHECK SLOT � I (JUTE MESH WILL HAVE TERMINAL FOLD STAPLED LAP JOINT IN LAP JOINT 2" MIN. LIEU OF EDGE JOINT) I I I I I I I (JUTE MESH ONLY) TAMP FIRMLY ANCHOR SLOT 1 5 MAX. 4:1 OR FLATTER I 0 3 MAX. STEEPER THAN 4:1 T I I 1 I I I I I I I I I i t I I I I I I I I I 2" �' am" - - ;�T 6 "TO 12' ON STEEP SLOPES, APPLY _ PROTECTIVE COVERING PARALLEL II I TO THE DIRECTION OF FLOW AND ANCHOR SECURELY. 4 BRING MATERIAL DOWN TO A LEVEL AREA BEFORE TERMINATING THE INSTALLATION, TURN THE END UNDER 4" AND STAPLE AT 12" INTERVALS. 12" IN DITCHES, APPLY PROTECTIVE COVERING PARALLEL TO THE DIRECTION OF FLOW, USE CHECK SLOTS AS REQUIRED. NVOID JOINING MATERIAL IN THE CENTER iOF THE DITCH IF AT ALL POSSIBLE. DETAIL: E & S CONTROL BLANKET INSTALLATION NTS 07 A A 'IPE OUTLET TO FLAT kREA WITH NO DEFINED ,HANNEL L a 0% d SECTION A -A FILTER CLOTH KEY IN 6 " -9 "; RECOMMENDED FOR ENTIRE PERINAEfER I 3d o (MIEN.) 'IPE OUTLET TO WELL DEFINED CHANNEL 0 =III IIII SECTION A -A FILTER CLOTH KEY IN 6" -9 "; RECOMMENDED FOR ENTIRE PERIMIETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18 -3 AND 3.18 -4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. UPSTREAM BASIN ROCK SIZE MIN LENGTH AS2a CLASS 1 RIPRAP 20 FT BS2a CLASS I RIPRAP 10 FT CS2 CLASS I RIPRAP 20 FT DETAIL: PIPE OUTLET CONDITIONS NTS TAMP CHECK SLOT FIRMLY 777. TO 12" JUNCTION SLOT r,,— *CHECK SLOT 1 " TO 2" I I I I I I I I I I VAR. VAR. 6 "TO8 "MIN. PLAN VIEW STAPLING DIAGRAM STAPLE FORMED FROM NO.11 STEEL WIRE. *CHECK SLOTS AT MIN. 5O' INTERVALS; NOT 8 "STAPLE MIN. LENGTH FOR SANDY SOIL. RE WITH ALL 6" STAPLE MIN. LENGTH FOR OTHER SOIL. "COMBINATIO NATION "BLANKETS 6" TO 12" TERMINAL FOLD TAMP FIRMLY 4" __� r DETAIL: E & S CONTROL STAPLING DETAIL ti.. vIy'l. NTS 3-1/4" 72- DIA. WASHER 18" 10" MIN. 3/16" DIA. STEEL PIN STAKE PIN 1.. 611 11 GAUGE STEEL 6 "x1 "x6" STAPLE STAPLE 1) 1x4 TRIANGULAR SURVEY STAKE - MINIMUM 10" IN LENGTH. PLACEMENT OF THE STAKE ACROSS THE FLOW OF THE WATER IS THOUGHT TO PROVIDE A "PINBALL EFFECT" TO HELP SLOW THE VELOCITY. 2) 11 GAUGE S TEEL - MINIMUM 1" WIDE BY 6" IN LENGTH STEEL STAPLE - 2"x8" STAPLE MAY BE REQUIRED IN CERTAIN SOIL CONDITIONS. 3) STEEL PINS - 3/16 DIAMETER STEEL PIN BY 18" IN LENGTH WITH A 2" DIAMETER WASHER ON TOP. (SEE ILLUSTRATION) 3 DETAIL: SOIL MATTING ANCHORS 14 NTS r p A- h:I ;r5 -�,,5 -- Fo 0/ fi fi _ I 5�I .IL I Al i`w -. �dC L I a L_ VI III O I C.IL Itdt f r 4 `. � ; 1 ,'A ; , f ;�,IC! F �_ _ v um f! b- A niiriililllrll 1,vater tap to 1 uldl 11111.4 be alstaffed Nvith al ililrimillill 1 inch b,alleoek Allit -off valve sllppl "-rr {g a. yva'sh lid 'se witll l X11 "trlletel of 1 _~ 111dies fol a t leiluate colistant pre's'st 'e t -all ll watet imi t be c.a nied away h-onl the elltra ilce to all appr,ovei[ ettl all a to r "eillove sedlillerit. Al secIllileilt ;3ll1ll be pr'eVellkd f `�rolil eilter il-!z,, storill (11'allills , clitche" ►l aster + Fllr" e SCA_,1, DV 10% SETTLEMENT 0.3' FREE BOARD I� DESIGN FLOW DEPTH ll ! r- - �I m3flil 1T� TYPICAL PARABOLIC DIVERSION 10% SETTLEMENT 0.3' FREE BOARD DESIGN FLOW DEPTH � imlillim mill— I J i l TYPICAL TRAPEZOIDAL DIVERSION 10% SETTLEMENT \_ JT(j 0.3' FREE BOARD DESIGN FLOW DEPTHI TYPICAL VEE- SHAPED DIVERSION g DETAIL: DIVERSIONS 14 NTS NOT TO EXCEED WIDTH OF �1 TIMBER MAT�`.'� DEPTH =18 N. NOTE: GRAVEL ACCESS ROAD STABILIZATION CROSSING PROPOSED ONLY WITHIN EXISTING ROAD BEDS. VDOT #21A STONE GRADE FILL WILL GENERALLY BE USED TO RETURN CONNECTION TO BE 1. TIMBER MATTING SHALL FILTER NOT EXCEED A MAXIMUM FILL DEPTH OF 18 DESIGNED BY BE USED WHERE FLOW Tpp OF CONTRACTOR CONSTRUCTION 5 DETAIL: CONSTRUCTION ROAD STABILIZATION 14 EQUIPMENT CROSSES THE - BASE /LOW FLOW CHANNEL FLOvv -� WITHIN THE STREAM 12 "x12 "TIMBER Eq -�.,_� CHANNEL OR ANY 12" MAX. = LOW �- _ NON TIDAL WETLANDS. STgEg8E @ED 2. CONTRACTOR SHALL DESIGN THE A A' MATTING TO PI OTECTTHE STREAM CHANNEL BOTTOM TYPICAL PROFILE OR WETLAND AREAS FROM CONNECTION TO BE DESIGNED BY VEHICLES. THE MATTING TIMBER CONTRACTOR SHALL BE DESIGNED TO BE ACCESS ROUTE ACCESS ROUTE MATTING STABLE WHEN TRAVERSED �—�- -f ---y- ACCESS BY CONSTRUCTION CONNECTIONS TO APPROACH TO VEHICLES. BE DESIGNED BY 12 INCHES 12 FEET DESIGNED BY CONTRACTOR CONTRACTOR 3. THE CROSSING SHOULD BE CONSTRUCTED IN SUCH _ - _ _111P o_F o_ANU _ _ - A WAY TO PREVENT THE WHEELS FROM PASSING BASE FLOW VARIES THROUGH THE STREAM FLOW EXISTING GROUND FLOW, AND MINIMIZE 12' DEBRIS FROM VEHICLES FALLING INTO THE STREAM EXTEND ACROSS ENTIRE TIMBER OR CHANNEL. CONSTRUCTION ROUTE CONCRETE STREAM FOOTER TO BE BED PLAN DESIGNED BY CONTRACTOR SECTION A -A' 4 DETAIL: VEHICULAR STREAM CROSSING 14 TIMBER MATTING NTS DV 10% SETTLEMENT 0.3' FREE BOARD I� DESIGN FLOW DEPTH ll ! r- - �I m3flil 1T� TYPICAL PARABOLIC DIVERSION 10% SETTLEMENT 0.3' FREE BOARD DESIGN FLOW DEPTH � imlillim mill— I J i l TYPICAL TRAPEZOIDAL DIVERSION 10% SETTLEMENT \_ JT(j 0.3' FREE BOARD DESIGN FLOW DEPTHI TYPICAL VEE- SHAPED DIVERSION g DETAIL: DIVERSIONS 14 NTS NOT TO EXCEED WIDTH OF EXISTING ROAD BED (12 FT) MAXIMUM FILL DEPTH =18 N. NOTE: GRAVEL ACCESS ROAD STABILIZATION EXISTING PROPOSED ONLY WITHIN EXISTING ROAD BEDS. VDOT #21A STONE GRADE FILL WILL GENERALLY BE USED TO RETURN (MAX. DEPTH = 6 IN.) EXISTING OPTIONAL EXISTING ROADS TO ADJACENT GRADE BUT WILL FILTER NOT EXCEED A MAXIMUM FILL DEPTH OF 18 SOIL VDOT #57 STONE FABRIC INCHES OVERALL. (MAX. DEPTH = 6 IN.) VDOT #3 STONE (MAX. DEPTH = 6 IN.) 5 DETAIL: CONSTRUCTION ROAD STABILIZATION 14 NTS DV 10% SETTLEMENT 0.3' FREE BOARD I� DESIGN FLOW DEPTH ll ! r- - �I m3flil 1T� TYPICAL PARABOLIC DIVERSION 10% SETTLEMENT 0.3' FREE BOARD DESIGN FLOW DEPTH � imlillim mill— I J i l TYPICAL TRAPEZOIDAL DIVERSION 10% SETTLEMENT \_ JT(j 0.3' FREE BOARD DESIGN FLOW DEPTHI TYPICAL VEE- SHAPED DIVERSION g DETAIL: DIVERSIONS 14 NTS CROSS SECTION JUTE, OR EXCELSIOR OR EQUIVALENT STAPLED IN PLACE VARIABLE (MIN. 7') BURIED 6" MIN. 6" MIN. nAloa.I e�eNII�► __ — dLflr._._ .3r— BURIED 6" MINI. LEVEL LIP OF SPREADER — M/N_ 6, 2:1 OR FLATTER LEVEL SPREADER WITH VEGETATED LIP LAST 20' OF DIVERSION NOT TO EXCEED 1 % GRADE UNDISTURBED OUTLET 6X6 SALT TREATED '— .TIMBER '(IF APPLICABLE) STAB* LIZED: . SLOPE . PERSPECTIVE VIEW NOTE: ALL TEMPORARY BERMS, SWALES AND ILEVEL SPREADER DITCH MUST RECEIVE TEMPORARY SEEDING IMMEDIATELY AFTER INSTALLATION DETAIL: LEVEL SPREADER NTS SHEETS OF 4' (MIN) X 8' 61" VINYL SHEET PILE r WET STORAGE ELEVATION II MIN. 4' II I POSTS MIN. SIZE 4° SQUARE OR 5" ROUND. 81 SET AT LEAST 3' INTO THE GROUND. g DETAIL: TYPICAL POND BAFFLE (VESCH PLATE 5.14 -6) 15 NTS DESIGN HIGH WATER (25 -YR. STORM ELEV.) MIN. 1.0' 0.5' MIN. 1.0' 67 C.Y./ AC. " DRY "STORAGE Al 67 C.Y./ AC. - "DRY "STORAGE 67 C.Y./ AC. " WET " STORAGE m CREST OF EMERGENCY / SPILLWAY RISER CREST DEWATERING DEVICE DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY SEDIMENT CLEANOUT POI DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25 -YR. EVENT) DETAIL: SEDIMENT BASIN SCHEMATIC ELEVATIONS PROVIDE ADEQUATE STRAPPING TACK WELD CORRUGATED METAL RISER NTS POLYETHYLENE CAP PERFORATED POLYETHYLENE DRAINAGE TUBING, DIAMETER VARIES (SEE CALCULATIONS IN APPENIDIX 3.14 -A) " FERNCO -STYLE " COUPLING DEPTH VARIES AS REQUIRED FOR 'DRY" STORAGE WET STORAGE DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1 —FOOT MINIMUM, DIAMETER VARIES (SEE CALCULATIONS ON PLAN SHEETS) NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE * DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 DETAIL: SEDIMENT BASIN DEWATERING SYSTEM NTS ORIGINAL S CHAIN LINKED FENCE 2 112" DIA GALV. COVERED BY FILTER -- ALUMINUM FENCE FABRIC POST GROUN z �N� z =z1 PERSPECTIVE VIEW 2 1/2" DIA. GALV. ALUMINUM FENCE POST CHAIN LINKED FENCE 00 12" MIN. FIRST LAYER o a FILTER CLOTH W/ FILTER FABRIz 12" OVERLAP AT BOTTOM F GROUND m w EMBED FILTER FABRICS ° g 9" MIN INTO GROUND LAY FILTER CLOTH BOTTOM OF 24" MIN WIDE TRENCH SECTION VIEW FENCING: FENCING SHALL BE 42" HIGH CHAIN LINK FENCE CONSTRUCTED IN ACCORDANCE WITH THE LATEST VIRGINIA DEPARTMENT OF TRANSPORTATION CHAIN LINK FENCE DETAIL 502.04. THE SPECIFICATION FOR A 6-0" FENCE SHALL BE USED, SUBSTITUTING 42" FABRIC AND 6' -0' LENGTH POSTS. 1. CHAIN LINK FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. 2. FILTER CLOTH TO BE FASTENED SECURELY TO CHAIN LINK FENCE WITH TIES EVERY 24" AT TOP AND MID SECTION. 3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVERLAPPED BY 6' AND FOLDED. 4. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND SILT BUILDUPS REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE. 7 DETAIL: SUPER SILT FENCE 15 NTS 1' 2' ST ClOARSE AGGREGATE CLASSIRIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) _ 6 X DRAINAGE AREA ,/ (IN AC.) ---" :7�_ /DIVERSION DIKE COARSE AGGREGATES`` / EXCAVATED FILTER CLOTH AREA / COARSE AGGREGATE SHALL BE VDOT #31, #357 OR #5 OUTLET (PERSPECTIVE VIEW) DETAIL: SEDIMENT TRAP NTS AL ID CONSTRUCTION OF A SILT FENCE C F (WITHOUT WIRE SUPPORT) V 1. SET THE STAKES. 2. EXCAVATE A 4" x 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. & MAX. n FLOW 4" 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT TO STAKES AND EXTEND THE EXCAVATED SOIL. IT INTO THE TRENCH. pig I I FLOW SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) FLOW I 3' MAX. A A A I e I POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) 3 DETAIL: SILT FENCE 15 NTS ORIGINAL S CHAIN LINKED FENCE 2 112" DIA GALV. COVERED BY FILTER -- ALUMINUM FENCE FABRIC POST GROUN z �N� z =z1 PERSPECTIVE VIEW 2 1/2" DIA. GALV. ALUMINUM FENCE POST CHAIN LINKED FENCE 00 12" MIN. FIRST LAYER o a FILTER CLOTH W/ FILTER FABRIz 12" OVERLAP AT BOTTOM F GROUND m w EMBED FILTER FABRICS ° g 9" MIN INTO GROUND LAY FILTER CLOTH BOTTOM OF 24" MIN WIDE TRENCH SECTION VIEW FENCING: FENCING SHALL BE 42" HIGH CHAIN LINK FENCE CONSTRUCTED IN ACCORDANCE WITH THE LATEST VIRGINIA DEPARTMENT OF TRANSPORTATION CHAIN LINK FENCE DETAIL 502.04. THE SPECIFICATION FOR A 6-0" FENCE SHALL BE USED, SUBSTITUTING 42" FABRIC AND 6' -0' LENGTH POSTS. 1. CHAIN LINK FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. 2. FILTER CLOTH TO BE FASTENED SECURELY TO CHAIN LINK FENCE WITH TIES EVERY 24" AT TOP AND MID SECTION. 3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVERLAPPED BY 6' AND FOLDED. 4. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND SILT BUILDUPS REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE. 7 DETAIL: SUPER SILT FENCE 15 NTS 1' 2' ST ClOARSE AGGREGATE CLASSIRIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) _ 6 X DRAINAGE AREA ,/ (IN AC.) ---" :7�_ /DIVERSION DIKE COARSE AGGREGATES`` / EXCAVATED FILTER CLOTH AREA / COARSE AGGREGATE SHALL BE VDOT #31, #357 OR #5 OUTLET (PERSPECTIVE VIEW) DETAIL: SEDIMENT TRAP NTS AL ID NOTES: 1) CONCRETE SHALL BE CLASS A3 2) CONTRACTOR MAY SUBMIT ALTERNATE BID WITH FLOWABLE FILL INSTEAD OF CONCRETE, PENDING APPROVAL BY DESIGN ENGINEER * SIDE WALLS MAY CONFORM TO THE SHAPE OF EXCAVATED TRENCH ** SHALL NOT BE LESS THAN 6" %2 (D + 2t) = 13.25" %2 D= 1.75 " *� t (thickness) = 2.75" 8" D = 21" 14 D OR 5.25" ** J CONCRETE CRADLE 12" 12" V DIA. X 6" LG. ADHESIVE BOLTS W /FLAT WASHER; SELF LOCKING NL TYPICAL 8 PLACE; SPACED ON AN "E 8" DIMENSION APPROX. WT. (LBS.) I.D. O.D. 12 INCH D = 18" C DRAINAGE / SEGMEN BLANKET (VDOT #78) 4 INCH DIAMETER PERFORATED PVC PIPES O 12" WRAPPED IN NON- \NOVEN GEOTEXTILE (MIN. 5 FEET LONG) DAYLIGHTED THROUGH OUTLET PROTECTIaN. DRAINAGE BLANKET 3LE ACCESS WHINGE TE 1 X %" STEEL RING D TO RISER TYP. RISER DIMENSION APPROX. WT. (LBS.) I.D. O.D. A B C D E SEGMEN 36 44 1 42 6 13 18 40 22 82 DETAIL: AS2a LEVEL 1 BIORETENTION 36 INCH VDOT STORMWATER MANAGEMENT NOTES: 1) CONCRETE SHALL BE CLASS A3 2) CONTRACTOR MAY SUBMIT ALTERNATE BID WITH FLOWABLE FILL INSTEAD OF CONCRETE, PENDING APPROVAL BY DESIGN ENGINEER * SIDE WALLS MAY CONFORM TO THE SHAPE OF EXCAVATED TRENCH ** SHALL NOT BE LESS THAN 6" t (thickness) = 2.5" 8" D =18" (D + 2t) = 11.5" %2 D= 1.5 " *� 12" %4 D OR4.5 " * *� CONCRETE CRADLE 12" 8 NOTES: METAL 1. A HINGED, LOCKABLE ACCESS DOOR SHALL BE PROVIDED ON TRASH RACK. 2. ANTI - VORTEX PLATE IS TO BE USED WHEN SPECIFIED ON THE PLANS. COST OF FURNISHING AND PLACING THE ANTI - VORTEX PLATE IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. (SWM -1) RISER AND TRASH RACK DIA. X 6" LG. ADHESIVE BOLTS W /FLAT WASHER; SELF LOCKING NL TYPICAL 8 PLACE: SPACED ON AN "E 4 INCH DIAMETER PERFORATED PVC PIPES O 12" WRAPPED IN NON- VVOVEN GEOTEXTI LE (MIN. 5 FEET LONG) DAYLIGHTED THROUGH OUTLET PROTECTION. DRAINAGE BLANKET DETAIL: BS2a LEVEL 2 BIORETENTION 36 INCH VDOT STORMWATER MANAGEMENT NTS E 21" DIAMETER 1 CULVERT 12 INCH D = 18" DRAINAGE TOP INVERT OF RISER BLANKET (VDOT #78) NOTES: METAL 1. A HINGED, LOCKABLE ACCESS DOOR SHALL BE PROVIDED ON TRASH RACK. 2. ANTI - VORTEX PLATE IS TO BE USED WHEN SPECIFIED ON THE PLANS. COST OF FURNISHING AND PLACING THE ANTI - VORTEX PLATE IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. (SWM -1) RISER AND TRASH RACK DIA. X 6" LG. ADHESIVE BOLTS W /FLAT WASHER; SELF LOCKING NL TYPICAL 8 PLACE: SPACED ON AN "E 4 INCH DIAMETER PERFORATED PVC PIPES O 12" WRAPPED IN NON- VVOVEN GEOTEXTI LE (MIN. 5 FEET LONG) DAYLIGHTED THROUGH OUTLET PROTECTION. DRAINAGE BLANKET DETAIL: BS2a LEVEL 2 BIORETENTION 36 INCH VDOT STORMWATER MANAGEMENT NTS E 21" DIAMETER 1 CULVERT 8'• 4., 3' -0" DIA. 4„ SIDE VIEW SWM DRAINAGE STRUCTURE 5' -0" MIN. CLASS A -3 CONCRETE TO BE USED TO FILL SWM DRAINAGE STRUCTURE TO INVERT OF OUTLET PIPE. FLOTATION CALCULATIONS FOR RISER BASE e3Waill WEIGHT OF WATER = 64.20 LBS /CU -FT WEIGHT OF CONCRETE = 150.00 LBS /CU -FT TOP INVERT OF RISER = 379.0 FT, NAVD88 e = 376.0 FT, NAVD88 o: o BOTTOM INVERT OF RISER = 372.0 FT, NAVD88 HEIGHT OF RISER = 7.0 FT RISER INSIDE DIAMETER = 3.0 FT WALL THICKNESS = 4 INCHES RISER INSIDE AREA = 7.07 SF RISER OUTER AREA = 10.56 SF RISER FOOTPRINT = 3.49 SF RISER BASE: RISER BASE AREA = 10.56 SF BASE DEPTH = 5.0 FT 8'• 4., 3' -0" DIA. 4„ SIDE VIEW SWM DRAINAGE STRUCTURE 5' -0" MIN. CLASS A -3 CONCRETE TO BE USED TO FILL SWM DRAINAGE STRUCTURE TO INVERT OF OUTLET PIPE. FLOTATION CALCULATIONS FOR RISER BASE e3Waill WEIGHT OF WATER = 64.20 LBS /CU -FT WEIGHT OF CONCRETE = 150.00 LBS /CU -FT TOP INVERT OF RISER = 379.0 FT, NAVD88 INVERT OF UNDERDRAIN = 376.0 FT, NAVD88 INVERT OF CULVERT = 372.0 FT, NAVD88 BOTTOM INVERT OF RISER = 372.0 FT, NAVD88 HEIGHT OF RISER = 7.0 FT RISER INSIDE DIAMETER = 3.0 FT WALL THICKNESS = 4 INCHES RISER INSIDE AREA = 7.07 SF RISER OUTER AREA = 10.56 SF RISER FOOTPRINT = 3.49 SF RISER BASE: RISER BASE AREA = 10.56 SF BASE DEPTH = 5.0 FT RISER OPENINGS: UNDERDRAIN ORIFICE (6" DIAMETER) = 0.20 SF OUTFALL CULVERT (26.5" OUTER DIAMETER) = 3.83 SF TOTAL AREA = 4.03 SF TOTAL VOLUME (AREA X 4 ") = 1.34 CU -FT WEIGHT OF DISPLACED WATER: VOLUME OF RISER = 73.92 CU -FT VOLUME OF BASE = 52.80 CU -FT TOTAL DISPLACED VOLUME = 126.72 CU -FT WEIGHT OF DISPLACED WATER = 8,135 LBS WEIGHT OF RISER: E VOLUME OF RISER CONCRETE = 24.43 CU -FT VOLUME OF OPENINGS = 1.34 CU -FT TOTAL VOLUME OF RISER = 23.09 CU -FT WEIGHT OF RISER = 3,463 LBS WEIGHT OF BASE: 82 VOLUME OF BASE = 52.80 CU -FT WEIGHT OF BASE = 7,920 LBS TOTAL DOWNWARD WEIGHT 11,383 LBS FACTOR OF SAFETY 1.40 NOTES: 1 . COST OF TRASH RACK AND DEBRIS RACK ARE TO BE INCLUDED IN THE PRICE BID FOR THE STORMWATER MANAGEMENT DRAINAGE STRUCTURE. 2. STRUCTURE MAY BE PRECAST OR CAST IN PLACE. 3. WEEP HOLES SHALL NOT BE PROVIDED. ANY LIFT HOLES SHALL BE PLUGGED. 4. STEPS ARE TO BE PROVIDED WHEN HEIGHT OF STRUCTURE IS 4' -0" OR GREATER ABOVE INVERT OF OUTLET PIPE. FOR STEP DETAILS SEE STANDARD ST-1. 5. SEE STANDARD SWM -DR FOR ADDITIONAL DETAILS ON PLATE, DEBRIS RACK AND TRASH RACK. 6. MARK HEIGHT OF STRUCTURE, IN BLACK, WITH 4" HIGH NUMERALS AND 1" WIDE HORIZONTAL STRIPES AT V INTERVALS FROM INVERT OF WATER QUALITY ORIFICE (ALL VISIBLE SIDES). 7. THE PERMANENT STORMWATER MANAGEMENT DRAINAGE STRUCTURE, STANDARD SWM -1 MAY BE MODIFIED WHERE THE STORMWATER MANAGEMENT BASIN IS TO BE USED AS A TEMPORARY SEDIMENT BASIN DURING PROJECT CONSTRUCTION. SEE STANDARD SWM -DR, SHEET 1 OF 5 FOR TEMPORARY MODIFICATION DETAILS. 3LE ACCESS /V/HINGE >TE 1 =X% STEEL RING D TO RISER TYP. RISER DIMENSION APPROX. WT. (LBS.) I.D. O.D. A B C D E SEGMEN 36 44 42 6 13 18 40 22 82 METAL NOTES: 1. A HINGED, LOCKABLE ACCESS DOOR SHALL BE PROVIDED ON TRASH RACK. 2. ANTI - VORTEX PLATE IS TO BE USED WHEN SPECIFIED ON THE PLANS. COST OF FURNISHING AND PLACING THE ANTI - VORTEX PLATE IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. 1\ ninrn Anin TI7AC11 i nAflii NTS C 18" DIAMETER 1 CULVERT 8" 4„ 3' -0" DIA. SIDE VIEW SWM DRAINAGE STRUCTURE MIN. CLASS A -3 CONCRETE TO BE USED TO FILL SWM DRAINAGE STRUCTURE TO INVERT OF OUTLET PIPE. FLOTATION CALCULATIONS FOR RISER BASE 'Alwal"l WEIGHT OF WATER = 64.20 LBS /CU -FT WEIGHT OF CONCRETE = 150.00 LBS /CU -FT TOP INVERT OF RISER = 389.0 FT, NAVD88 INVERT OF UNDERDRAIN A. INVERT OF CULVERT :e: BOTTOM INVERT OF RISER Q HEIGHT OF RISER = 7.0 FT RISER INSIDE DIAMETER = 3.0 FT WALL THICKNESS = 4 INCHES RISER INSIDE AREA = 7.07 SF RISER OUTER AREA = 10.56 SF RISER FOOTPRINT = 3.49 SF RISER BASE: RISER BASE AREA = 10.56 SF BASE DEPTH = 5.0 FT 8" 4„ 3' -0" DIA. SIDE VIEW SWM DRAINAGE STRUCTURE MIN. CLASS A -3 CONCRETE TO BE USED TO FILL SWM DRAINAGE STRUCTURE TO INVERT OF OUTLET PIPE. FLOTATION CALCULATIONS FOR RISER BASE 'Alwal"l WEIGHT OF WATER = 64.20 LBS /CU -FT WEIGHT OF CONCRETE = 150.00 LBS /CU -FT TOP INVERT OF RISER = 389.0 FT, NAVD88 INVERT OF UNDERDRAIN = 385.0 FT, NAVD88 INVERT OF CULVERT = 382.0 FT, NAVD88 BOTTOM INVERT OF RISER = 382.0 FT, NAVD88 HEIGHT OF RISER = 7.0 FT RISER INSIDE DIAMETER = 3.0 FT WALL THICKNESS = 4 INCHES RISER INSIDE AREA = 7.07 SF RISER OUTER AREA = 10.56 SF RISER FOOTPRINT = 3.49 SF RISER BASE: RISER BASE AREA = 10.56 SF BASE DEPTH = 5.0 FT RISER OPENINGS UNDERDRAIN ORIFICE (6" DIAMETER) = 0.20 SF OUTFALL CULVERT (23" OUTER DIAMETER) = 2.89 SF TOTAL AREA = 3.09 SF TOTAL VOLUME (AREA X 4 ") = 1.03 CU -FT WEIGHT OF DISPLACED WATER: VOLUME OF RISER VOLUME OF BASE TOTAL DISPLACED VOLUME WEIGHT OF DISPLACED WATER WEIGHT OF RISER: VOLUME OF RISER CONCRETE VOLUME OF OPENINGS TOTAL VOLUME OF RISER WEIGHT OF RISER WEIGHT OF BASE: VOLUME OF BASE WEIGHT OF BASE TOTAL DOWNWARD WEIGHT FAr.TnR CAF .qAFFTY NOTES- 1 . COST OF TRASH RACK AND DEBRIS RACK ARE TO BE INCLUDED IN THE PRICE BID FOR THE STORMWATER MANAGEMENT DRAINAGE STRUCTURE. 2. STRUCTURE MAY BE PRECAST OR CAST IN PLACE. 3. WEEP HOLES SHALL NOT BE PROVIDED. ANY LIFT HOLES SHALL BE PLUGGED. 4. STEPS ARE TO BE PROVIDED WHEN HEIGHT OF STRUCTURE IS 4-0" OR GREATER ABOVE INVERT OF OUTLET PIPE. FOR STEP DETAILS SEE STANDARD ST -1. 5. SEE STANDARD SWM -DR FOR ADDITIONAL DETAILS ON PLATE, DEBRIS RACK AND TRASH RACK. 6. MARK HEIGHT OF STRUCTURE, IN BLACK, WITH 4" HIGH NUMERALS AND 1" WIDE HORIZONTAL STRIPES AT 1' INTERVALS FROM INVERT OF WATER QUALITY ORIFICE (ALL VISIBLE SIDES). 7. THE PERMANENT STORMWATER MANAGEMENT DRAINAGE STRUCTURE, STANDARD SWM -1 MAY BE MODIFIED U/\/HERE THE STORMWATER MANAGEMENT BASIN IS TO BE USED AS A TEMPORARY SEDIMENT BASIN DURING PROJECT CONSTRUCTION. SEE; STANDARD SWM -DR, SHEET 1 OF 5 FOR TEMPORARY MODIFICATION DETAILS. = 73.92 CU -FT = 52.80 CU -FT 126.72 CU -FT = 8,135 LBS = 24.43 CU -FT = 1.03 CU -FT = 23.40 CU -FT 3,510 LBS = 52.80 CU -FT = 7,920 LBS 11,430 LBS 1.41 NN /V kMENT s� 30" DIAMETER OUTLET PIPE SIDE VIEW (TYPICAL DETAILS) STANDARD PIPE HANGER OR "X2" METAL CLAMPS WITH HOLES FOR Y4" DIAMETER BOLTS & NUTS 5" DIAMETER TEMP. ORIFICE STUBOUT. SCHEDULE 40 STEEL STUB, 1 FOOT. MIN. LENGTH. dr t� POLYETHYLENE CAP DRY STORAGE ELEVATION 8" DIAMETER PERFORATED POLYETHYLENE DRAINAGE TUBING WET WATERTIGHT FLEXIBLE STORAGE COUPLING FOR 8" DIA. ELEVATION POLYETHYLENE TUBING >� 8" DIA. SOLID POLYETHYLENE DRAINAGE TUBING WATERTIGHT FLEXIBLE COUPLING FOR 5" DIA.. STEEL PIPE TO 8" DIA.. POLYETHELENE TUBING DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 OR AASHTO M294. TOP OF STRUCTURE ELEVATION TEMPORARY DEWATERING DEVICE TEMPORARY WATER QUALITY ORIFICE ° COVER PLATE PERMANENT WATER QUALITY ORIFICE OPENING FRONT VIEW STORMWATER MANAGEMENT (TYPICAL DETAILS) DRAINAGE STRUCTURE (STD. SWM -1 TYPICAL) NOTE: 1 . THESE DETAILS ARE TO BE USED TO MODIFY THE PERMANENT STORMWATER MANAGEMENT DRAINAGE STRUCTURE WHERE THE STORMWATER MANAGEMENT BASIN IS TO BE USED FOR A TEMPORARY SEDIMENT BASIN DURING PROJECT CONSTRUCTION. 2. GRADE STORMWATER MANAGEMENT BASIN AS SHOWN IN PLANS. 3. ALL OPENINGS (IF ANY) IN SIDE OF STRUCTURE (OTHER THEN PERMANENT WATER QUALITY ORIFICE) ARE TO BE COVERED WITH SOLID METAL PLATES WHILE THE BASIN IS BEING USED FOR SEDIMENT CONTROL. 4. DEWATERING DEVICE AND COMPONENTS AND TEMPORARY METAL PLATES (IF ANY), AS SHOWN IN THE DETAIL, ARE TO BE REMOVED AND PERMANENT STEEL PLATE WITH WATER QUALITY ORIFICE IS TO BE INSTALLED WHEN BASIN IS NO LONGER NEEDED FOR SEDIMENT CONTROL. 5. SIMILAR DEVICE MAY ALSO BE USED ON OTHER STORMWATER (MANAGEMENT DRAINAGE STRUCTURES. 6. COST OF TEMPORARY DEWATERING DEVICE AND TEMPORARY METAL PLATES (IF ANY) SHALL BE INCLUDED IN THE BID PRICE FOR STORMWATER MANAGEMENT DRAINAGE STRUCTURE. 7. THE TEMPORARY 8" DIA. POLYETHELENE DRAINAGE TUBING IS TO BE SOLID FOR THE LENGTH BELOW WET STORAGE ELEVATION AND IS TO BE PERFORATED ABOVE THE WET STORAGE ELEVATION. THE COUPLING IS TO BE WATERTIGHT. DETAIL: CS2 LEVEL 2 WET POND VDOT STORMWATER MANAGEMENT (SWM -1) RISER AND TRASH RACK %" DIA. X 6" LG. ADHESIVE BOLTS W /FLAT WASHERS SELF LOCKING NU TYPICAL 8 PLACE SPACED ON AN "E' NOTES: 1. A HINGED, LOCKABLE ACCESS DOOR SHALL BE PROVIDED ON TRASH RACK. 2. ANTI- VORTEX PLATE IS TO BE USED WHEN SPECIFIED ON THE PLANS. COST OF FURNISHING AND PLACING THE ANTI - VORTEX PLATE IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. DETAIL: CS2 LEVEL 2 WET POND VDOT STORMWATER MANAGEMENT 1 NTS FLOTATION CALCULATIONS FOR RISER BASE GIVEN: WEIGHT OF WATER WEIGHT OF CONCRETE TOP INVERT OF RISER INVERT OF WQ ORIFICE INVERT OF CULVERT BOTTOM INVERT OF RISER HEIGHT OF RISER RISER INSIDE DIAMETER WALL THICKNESS RISER INSIDE AREA RISER OUTER AREA RISER FOOTPRINT RISER BASE AREA BASE DEPTH RISER OPENINGS: = 64.20 LBS /CU -FT = 150.00 LBS /CU -FT = 349.0 FT, NAVD88 = 346.0 FT, NAVD88 = 346.0 FT, NAVD88 = 346.0 FT, NAVD88 = 3.0 FT =4.0FT = 5 INCHES = 12.57 SF = 18.35 SF = 5.78 SF WQ ORIFICE (5" DIAMETER) OUTFALL CULVERT (37" OUTER DIAMETER) TOTAL AREA TOTAL VOLUME (AREA X 5 ") WEIGHT OF DISPLACED WATER: VOLUME OF RISER VOLUME OF BASE TOTAL DISPLACED VOLUME WEIGHT OF DISPLACED WATER WEIGHT OF RISER: VOLUME OF RISER CONCRETE VOLUME OF OPENINGS TOTAL VOLUME OF RISER WEIGHT OF RISER WEIGHT OF BASE: VOLUME OF BASE WEIGHT OF BASE TOTAL DOWNWARD WEIGHT FACTOR OF SAFETY = 18.35 SF = 2.0 FT 0.14 SF 7.47 SF 7.61 SF = 3.17 CU -FT = 55.05 CU -FT = 36.70 CU -FT 91.75 CU -FT = 5,890 LBS = 17.34 CU -FT 3.17 CU -FT = 14.17 CU -FT 2,125.5 LBS = 36.70 CU -FT = 5,505 LBS 7,630.5 LBS 1.30 CS2 WET POND RISER BASE FLOTATION CALCULATIONS 3LE ACCESS V/H ������ ❑��r��� V /HINGE L TE 1 F IF1111 [I 13 3 A� 2 X %" ;TEFL RING TO RISER 30" DIAMETER 1 CULVERT V TYP. 5„ 4' -0" DIA. 5" RISER DIMENSION APPROX. WT. (LBS.) I.D. O.D. A B C D E SEGMEN 48 58 55 9 13 20 53 29 120 -1 RI .qFR Arlin TRAM -I RAr..W METAL NTS SIDE VIEW SWM DRAINAGE STRUCTURE NOTES: NTS METAL 3.0' PLATE DEBRIS RACK 2' -0" I, MIN. V W 8'• NOTES: t (thickness) = 3.5" 1) CONCRETE SHALL BE CLASS A3 2) CONTRACTOR MAY SUBMIT ALTERNATE BID WITH FLOWABLE FILL INSTEAD OF CONCRETE, PENDING APPROVAL BY DESIGN ENGINEER * SIDE WALLS MAY CONFORM TO THE SHAPE OF EXCAVATED TRENCH ** SHALL NOT BE LESS THAN 6" %2 (D - %2 D =: DETAIL: CS2 OUTFALL CULVERT CONCRETE CRADLE 12" 12" 8" NTS 12 INCH D = 30° DRAINAGE / BLANKET (VDOT #78) 4 INCH DIAMETER PERFORATED PVC PIPES O 12" WRAPPED IN NON -WOVEN GEOTEXTILE (MIN. 5 FEET LONG) DAYLIGHTED THROUGH WEEPHOLE IN HEADWALL DETAIL: CS2 OUTFALL CULVERT DRAINAGE BLANKET CLASS A -3 CONCRETE TO BE USED TO FILL SWM DRAINAGE STRUCTURE TO INVERT OF OUTLET PIPE. FRONT VIEW (DEBRIS RACK NOT SHOWN) TRASH RACK EE NOTE 6 INCH WATER )UALITY ORIFICE ;EE NOTE 8 1 . COST OF TRASH RACK AND DEBRIS RACK ARE TO BE INCLUDED IN THE PRICE BID FOR THE STORMWATER MANAGEMENT DRAINAGE STRUCTURE. 2. STRUCTURE MAY BE PRECAST OR CAST IN PLACE. 3. WEEP HOLES SHALL NOT BE PROVIDED. ANY LIFT HOLES SHALL BE PLUGGED. 4. STEPS ARE TO BE PROVIDED WHEN HEIGHT OF STRUCTURE IS 4-0" OR GREATER ABOVE INVERT OF OUTLET PIPE. FOR STEP DETAILS SEE STANDARD ST -1 . 5. SEE STANDARD SWM -DR FOR ADDITIONAL DETAILS ON PLATE, DEBRIS RACK AND TRASH RACK. 6. MARK HEIGHT OF STRUCTURE, IN BLACK, WITH 4" HIGH NUMERALS AND 1" WIDE HORIZONTAL STRIPES AT T INTERVALS FROM INVERT OF WATER QUALITY ORIFICE (ALL VISIBLE SIDES). 7. THE PERMANENT STORMWATER MANAGEMENT DRAINAGE STRUCTURE, STANDARD SWM -1 MAY BE MODIFIED WHERE THE STORMWATER MANAGEMENT BASIN IS TO BE USED AS A TEMPORARY SEDIMENT BASIN DURING PROJECT CONSTRUCTION. 8. THE SIZE OF THE WATER QUALITY ORIFICE SHALL BE 5 INCHES. NTS ALBEMARLE COUNTY FINAL PLAN 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 UNLESS OTHERWISE NOTED. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. S. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTALMERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 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 III 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE - CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED( AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625 -02 -00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN (INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROVA✓ AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13 -301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND RIND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS /ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APIPLIED AT 80LBS /100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS /1000SF, INCORPORATED INTO THE TOP 4 -6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS /ACRE AND CONSIST OF A 10 -20 -10 NUTRIENT MIX;. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS /ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0 -5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS /100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO 'BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE- TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DIKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. GENERAL CONSTRUCTION NOTES FOR STORMWATER MANAGEMENT PLANS 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL. ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE: SITE IS STABILIZED, AND PERMIISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. 4. SELECT E &S MEASURES MAY BE IMPLEMENTED DURING PHASE 1 STAGE 1 CONSTRUCTION AND THEN MODIFIED DURING STAGE 2.5. PROPOSED TEMPORARY STREAM CROSSINGS WILL BE DESIGNED AND IMPLEMENTED TO AVOID IMPACTS IN AREAS SHOWN AS PRESERVED ON THE PERMIT APPLICATION. Design Criteria 1. Temporary Bridge Crossing a. Structures may be designed in various configurations. However, the materials used to construct the bridge must be able to withstand the anticipated loading of the construction traffic. Plate 3.24 -1 shows on example of such a crossing. b. Crossing Alignment - The temporary waterway crossing shall be at right angles to the stream. Where approach conditions dictate, the crossing may vary 15 from a line drawn perpendicular to the center line of the stream at the intended crossing location. C. The centerline of both roadway approaches shall coincide with the crossing alignment centerline for a minimum distance of 50 feet from each bank of the waterway being crossed. If physical or right -of -way restraints preclude the 50 feet minimum, a shorter distance may be provided. All fill materials associated with the roadway approach shall be limited to a maximum height of 2 feet above the existing flood plain elevation. d. A water diverting structure such as a dike or Swale shall be constructed (across the roadway on both roadway approaches) 50 feet (maximum) on either side of the waterway crossing. This will prevent roadway surface runoff from directly entering the waterway. The 50 feet is measured from the top of the waterway bank. Design criteria for this diverting structure shall be in accordance with Std. & Spec. 3.11, TEMPORARY RIGHT OF WAY DIVERSION or Std. & Spec. 3.09, TEMPORARY DIVERSION DIKE. If the roadway approach is constructed with a reverse grade away from the waterway, a separate diverting structure is not required. e. Appropriate perimeter controls such as SILT FENCE (Std. & Spec. 3.05) or TURBIDITY CURTAIN (Std. & Spec. 3.27) must be employed when necessary along banks of stream parallel to the same. E All crossings shall have one traffic lane. The minimum width shall be 12 feet with a maximum width of 20 feet. g. Further design /construction recommendations for temporary bridge construction may be found in Construction Specifications. Construction Specifications 1. Temporary Bridge Crossing (see Plate 3.24 -1) a. Clearing and excavation of the stream bed and banks shall be kept to a minimum. b. The temporary bridge structure shall be constructed at or above bank elevation to prevent the entrapment of floating materials and debris. C. Abutments shall be placed parallel to and on stable banks. d. Bridges shall be constructed to span the entire channel. If the channel width exceeds 8 feet (as measured from t[op -of -bank to top -of- bank), then a footing, pier or bridge support may be constructed within the waterway. One additional footing, pier or bridge support will be permitted for each additional 8 -foot width of the channel. No footing, pier or bridge support, however, will be permitted within the channel for waterways which are less than 8 feet wide. e. Stringers shall either be logs, sawn timber, prestressed concrete beams, metal beams, or other approved materiads. f. Decking materials shall be of sufficient strength to support the anticipated load. All decking members shall be placed perpendicular to the stringers, butted tightly, and securely fastened to the stringers. Decking materials must be butted tightly to prevent any soil material tracked onto the bridge from falling into the waterway below. g. Run planking (optional) shall be securely fastened to the length of the span. One run plank shall be provided for each track of the equipment wheels. Although run planks are optional, tthey may be necessary to properly distribute loads. h. Curbs or fenders may be installed along the outer sides of the deck. Curbs or fenders are an option which will provide additional safety. i. Bridges shall be securely anchored at only one end using steel cable or chain. Anchoring at only one end will prevent channel obstruction in the event that floodwaters float the bridge. Acceptable anchors are large trees, large boulders, or driven steel anchors. Anchoring shall be sufficient to prevent the bridge from floating downstream ,and possibly causing an obstruction to the flow. j. All areas disturbed during installation shall be stabilized within 7 calendar days of that disturbance in accordance with MS #1. k. When the temporary bridge is no longer needed, all structures including abutments and other bridging matterials should be removed immediately. 1. Final clean -up shall consist of removal of the temporary bridge from the waterway, protection of banks from erosion, and removal of all construction materials. All removed materials; shall be stored outside flood plain of the stream. Removal of the bridlge and clean -up of the area shall be accomplished without constructuon equipment worxing in the waterway channel. TEMPORARY SEEDING NOTES 1 . TEMPORARY SEEDING SHALL CONFORM WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK STANDARD AND SPECIFICATIONS 3.31 2. ALL SEED MIXES ARE TO BE UNTREATED TESTED SEED OF GOOD QUALITY AND FREE OF NOXIOUS WEEDS. 3. ALL SEED SHALL BE DRY AND NOT MOLDY AND SHALL SHOW NO SIGN OF HAVING BEEN WET OR OTHERWISE DAMAGED. 4. EACH BAG OF SEED SHALL BE LABELED WITH THE NAME OF THE SEED MIX, PERCENTAGES OF EACH SPECIES IN THE MIX, AND THE SUPPLIER'S NAME, ADDRESS, AND PHONE NUMBER. 5. THE CONTRACTOR SHALL USE THE SEED MIXES AND APPLICATION RATES AS SHOWN ON THE PLANT SCHEDULE BELOW. NO SUBSTITUTIONS SHALL BE ACCEPTED WITHOUT PRIOR PERMISSION FROM THE ENGINEER OR LANDSCAPE ARCHITECT. 6. SEEDED AREAS SHALL BE INSPECTED BY THE ENGINEER OR LANDSCAPE ARCHITECT AT THE COMPLETION OF THE SEEDING OPERATIONS AND ACCEPTED SUBJECT TO COMPLIANCE WITH SPECIFIED MATERIALS AND INSTALLATION REQUIREMENTS. 7. TEMPORARY SEEDING SHALL BE APPLIED TO ALL DENUDED /DISTURBED AREAS AND ALL SOIL STOCKPILES THAT WILL NOT BE BROUGHT TO FINAL GRADE OR REMOVED FROM THE SITE WITHIN 14 DAYS. & CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ACTUAL AMOUNT OF STABILIZATION SEED MIXES REQUIRED. 1✓ W. r PERSPECTIVE VIEW �Iml PERSPECTIVE VIEW PLASTIC FENCE PERSPECTIVE VIEW METAL FENCE DETAIL: SAFETY FENCE NTS TEMPORARY STABILIZATION /SEASONAL NURSE CROP) QUANTITY WIRE SCREEN CONCRETE BLOCK COMMON NAME '. ;i►yt ,.�., Nei �; SEEDING DATE GRAVEL FILTER NOTES WIRE SCREEN SECALE CEREALE FILTERED WATER SEED OVERFLOW 30 RUNOFF WATER . +1► IL 100% LOLIUM MULTIFLORUM ANNUAL RYEGRASS SEDIMENT �fLr MARCH 1 - MAY 15 IS. . 100% WITH GATE BROWN TOP MILLET SEDIMEN MAY 16 - AUGUST 15 SPECIR APPLICATION 100% METHOD THIS OF -• • I ANNUAL RYEGRASS FLOWS HEAVY . AND WHERE AN OVERFLOW AUGUST 16 - OCTOBER 31 CAPACITY IS NECESSARY O PREVENT EXCESSIVE PONDING AROUND GRAVEL SHALL BE .• OR #5 COARSE _ OP INLET SEDIMENT FILTER NTS TEMPORARY STABILIZATION /SEASONAL NURSE CROP) QUANTITY BOTANICAL NAME COMMON NAME SPECIFICATION SEEDING DATE RATE (LBS. /ACRE) NOTES 100% SECALE CEREALE CEREAL RYE SEED NOVEMBER 1 - FEBRUARY 28 30 APPLY TEMPORARY STABILIZATION /SEASONAL NURSE CROP TO ALL DISTURBED AREAS IN ACCORDANCE WITH SEEDING DATES SHOWN.. 100% LOLIUM MULTIFLORUM ANNUAL RYEGRASS SEED MARCH 1 - MAY 15 10 100% UROCHLOA RAMOSA BROWN TOP MILLET SEED MAY 16 - AUGUST 15 15 100% LOLIUM MULTIFLORUM I ANNUAL RYEGRASS SEED AUGUST 16 - OCTOBER 31 10 on RUNOFF WATER CONCRETE GRAVEL FILTER* '1� Titic�j� I ?Lair. �11•aJ � v u►IIhIIII! I SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. * GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE DETAIL: CURB INLET SEDIMENT FILTER NTS TYPICAL CONSTRUCTION SEQUENCE BLOCK J STAGING AND STOCKPILE AREA 1. CONTRACTOR TO STAKE OUT LIMITS OF DISTURBANCE PRIOR TO START OF CONSTRUCTION. 2. CONTRACTOR SHALL INSTALL STONE CONSTRUCTION ENTRANCE CE-1 AND WASH RACK AT STEAMER DRIVE ACCORDING TO PLAN VIEW SHEET 4 AND PER THE PAVED WASH RACK DETAIL 7 ON SHEET 14. 3. SILT FENCE TO BE INSTALLED ON THE DOWNSLOPE SIDE OF ACCESS ROAD AND STOCKPILE AREA 1 IN BLOCK J. TREE PROTECTION SHALL BE INSTALLED ALONG STREAM BUFFER BOUNDARY IN BLOCK J AS SHOWN ON SHEET 5. 4.INSTALL SEDIMENT BASIN CS1 PER DETAILS 1 AND 2 ON SHEET 15. SEDIMENT BASIN CS1 TO REMAIN ONLINE THROUGHOUT PHASE 1 CONSTRUCTION. INSTALL DIVERSION CHANNELS CS1 a AND CS1 b PER DETAIL 8 ON SHEET 14. 5.CLEARING AND GRUBBING OPERATIONS TO OCCUR ONLY AS NEEDED FOR ACCESS ROAD AND CONCURRENTLY WITH THE INSTALLATION OF PERIMETER EROSION AND SEDIMENT CONTROL PRACTICES. ACCESS ROAD TO BE CONSTRUCTED ALONG PROPOSED ALIGNMENT OF MAIN STREET, AROUND STAGING AND STOCKPILE AREA 1, ALONG PARK STREET TO INTERSECTION OF MAIN STREET, AND ALONG PROPOSED STEAMER DRIVE EXTENSION TO THE EDGE OF ASPHALT OF STEAMER DRIVE. ALTERNATIVE ROUTES MAY BE RECOMMENDED BY COUNTY STAFF IN ORDER TO RE=DUCE EROSION AND DOWNSTREAM SEDIMENTATION. &CLEARING AND GRUBBING OF STAGING AND STOCK PILING AREA CAN OCCUR UPON TEMPORARY STABILIZATION OF SEDIMENT BASIN CS1 AND DIVERSION CHANNELS CS1 a AND CS1 b. 7. STAGING AND STOCK PILING AREA TO BE TEMPORARY STABILIZED UPON COMPLETION OF TEMPORARY GRADING. 8. ACCESS ROAD TO BE PROTECTED IN A MANNER APPROVED BY PROJECT ENGINEER. MULCH, STONE, AND TIMBER MATS ARE PREFERRED. ACCESS ROAD STABILIZATION TO BE INSPECTED REGULARLY IN ORDER TO MAINTAIN EROSION CONTROL. BLOCK H 9. SILT FENCE TO BE INSTALLED ON THE DOWNSLOPE SIDE OF ACCESS ROAD IN BLOCK H. 10. CLEARING AND GRUBBING TO OCCUR ONLY AS NEEDED FOR ACCESS ROAD FROM PROPOSED STEAMER DRIVE INTERSECTION ON PROPOSED PARK STREET UNTIL EDGE OF PROPOSED TEMPORARY STREAM CROSSING AND CONCURRENTLY WITH INSTALLATION OF SEDIMENT TRAP HS1 AND DIVERSION CHANNEL. HS1. SEDIMENT TRAP TO BE INSTALLED AS DEPICTED IN DETAIL 4 ON SHEET 15 AND SHALL BE FUNCTIONAL PRIOR TO UPSTREAM GRADING ACTIVITIES. 11. CONTRACTOR TO CLEAR AND GRUB BLOCK H UPON TEMPORARY STABILIZATION OF SEDIMENT TRAP HS1 AND DIVERSION HS1. 12. CONTRACTOR TO PERFORM ROUGH GRADING FOR BLOCK H 13. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILIIZED IMMEDIATELY AFTER FINAL GRADE. BLOCK A 14. CONTRACTOR SHALL INSTALL CONSTRUCTION ENTRANCE CE2 AND WASH RACK AT GLENMORE WAY CUL -DE -SAC ON ALIGNMENT OF PROPOSED WINDING ROAD AND /OR CE3 AT EXISTING STEAMER DRIVE. 15. CLEARING AND GRUBBING TO OCCUR ONLY AS NEEDED FOR ACCESS ROAD, STOCKPILE, AND THE INSTALLATION OF EROSION AND SEDIMENT CONTROL PRACTICES. 16. ACCESS ROAD TO BE PROTECTED IN A MANNER APPROVED BY PROJECT ENGINEER. MULCH, STONE, AND TIMBER MATS ARE PREFERRED. 17. PERIMETER SEDIMENT CONTROLS SUCH AS SILT FENCE, DIVERSION CHANNELS, AND SEDIMENT TRAP TO BE INSTALLED AS DEPICTED IN DETAIL ON SHEETS 14 AND 15 AND AS SHOWN ON SHEET 7 IN PLAN VIEW. ALL PERIMETER EROSION AND SEDIMENT CONTROLS SHALL BE FUNCTIONAL PRIOR COMMENCEMENT OF GRADING OPERATIONS. 18. CONTRACTOR TO CLEAR AND GRUB BLOCK A UPON STABILIZATION OF SEDIMENT BASIN AS1 a AND SEDIMENT TRAP AS1 b AND DIVERSION PRACTICES AS1 a AND AS1 b. 19. CONTRACTOR TO PERFORM ROUGH GRADING. 20. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILIZED IMMEDIATELY AFTER FINAL GRADE. BLOCK B 21. CONTRACTOR SHALL INSTALL CONSTRUCTION ENTRANCE CE4 AND WASH RACK AT STEAMER DRIVE ON ALIGNMENT OF PROPOSED MAIN STREET. 22. CLEARING AND GRUBBING TO OCCUR ONLY AS NEEDED FOR ACCESS ROAD AND CONCURRENTLY WITH INSTALLATION OF STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES. 23. ACCESS ROAD TO BE PROTECTED IN A MANNER APPROVED BY PROJECT ENGINEER. MULCH, STONE, AND /OR TIMBER MATS ARE PREFERRED. 24. SEDIMENT BASIN BS1 a AND SEDIMENT TRAP BS1 b AND DIVERSION CHANNELS BS1 a AND BS1 b TO BE INSTALLED AS DEPICTED IN DETAIL ON SHEETS 14 AND 15 AND AS SHOWN ON SHEET 9 IN PLAN VIEW. E &S MEASURES SHALL BE FUNCTIONAL PRIOR TO UPSTREAM GRADING ACTIVITIES. 25. CONTRACTOR TO CLEAR AND GRUB BLOCK B UPON TEMPORARY STABILIZATION OF SEDIMENT TRAPPING AND DIVERSION PRACTICES. 26. CONTRACTOR TO PERFORM ROUGH GRADING. 27. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILJZED IMMEDIATELY AFTER FINAL GRADE. TYPICAL CONSTRUCTION SEQUENCE, (CONT.) BLOCKS C, D, & E 28. CONTRACTOR TO INSTALL SILT FENCE ON THE UPSLOPE SIDE OF THE MAIN STREET ACCESS ROAD AND THE UPSLOPE SIDE OF STEAMER ROAD AS DEPICTED ON SHEET 11. 29. CLEARING AND GRUBBING TO OCCUR ONLY AS NEEDED FOR ACCESS ROAD, AND THEN CONCURRENTLY WITH INSTALLATION OF STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES. 30. DIVERSION CHANNEL AND SEDIMENT TRAP ES1 TO BE INSTALLED AS DEPICTED IN DETAIL ON SHEETS 14 AND 15 AND AS SHOWN ON SHEET 11 IN PLAN VIEW. TRAP SHALL BE FUNCTIONAL PRIOR TO UPSTREAM GRADING ACTIVITIES. 31. CONTRACTOR TO CLEAR AND GRUB BLOCKS C, D, AND E UPON TEMPORARY STABILIZATION OF SEDIMENT TRAPPING AND DIVERSION PRACTICES. 32. CONTRACTOR TO PERFORM ROUGH GRADING. 33. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILIZED IMMEDIATELY AFTER FINAL GRADE. BLOCK H AND BLOCK J (PARK STREET NORTH OF STREAM CROSSING 1) 34. ACCESS ROAD TO BE PROTECTED IN A MANNER APPROVED BY PROJECT ENGINEER. MULCH, STONE, AND TIMBER MATS ARE PREFERRED. 35. CLEARING AND GRUBBING TO OCCUR ONLY AS NEEDED FOR ACCESS ROAD AND CONCURRENTLY WITH INSTALLATION OF E &S MEASURES. 36. TEMPORARY STREAM CROSSING 1 TO BE INSTALLED AS SPECIFIED IN DETAIL 4 SHEET 14. STREAM CHANNEL BELOW CROSSING TO BE PROTECTED DURING BRIDGE CONSTRUCTION BY FILL DIVERSION ON EACH SIDE OF STREAM VALLEY. 37. CONTRACTOR TO CLEAR AND GRUB BLOCK J (SOUTH OF CROSSING 1 ON PARK STREET). 38. CONTRACTOR TO PERFORM ROUGH GRADING. 39. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILIZED IMMEDIATELY AFTER FINAL GRADE. BLOCK J (PARK STREET SOUTH OF STREAM CROSSING 1) 40. CLEARING AND GRUBBING TO OCCUR ONLY AS NEEDED FOR ACCESS ROAD, AND THEN CONCURRENTLY WITH INSTALLATION OF EROSION AND SEDIMENT CONTROL PRACTICES. 41. ACCESS ROAD TO BE PROTECTED IN A MANNER APPROVED BY PROJECT ENGINEER. MULCH, STONE, AND TIMBER MATS ARE PREFERRED. 42. CONTRACTOR SHALL INSTALL TEMPORARY STREAM CROSSING 2 AT SOUTHERN STREAM CROSSING UNDER PROPOSED PARK STREET. 43. CONTRACTOR TO CLEAR AND GRUB BLOCK J (SOUTH OF STREAM CROSSING 1). 44. CONTRACTOR TO PERFORM ROUGH GRADING. 45. ALL DENUDED OR DISTURBED AREAS TO BE PERMANENTLY STABILIZED IMMEDIATELY AFTER FINAL GRADE.