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HomeMy WebLinkAboutWPO202100018 Plan - VSMP 2021-05-25Y _ - - - - - - / .` MATCHLINE - \ i Ex. Grat / SOIL TYPE ` - - _ - - - - / Silt Fence - / / / / / (820 P-12 �i / Tie Perforated Pipe into Drainage 822 0 1 / / I CONCRETE - _ 1 PARKING System using 4" Sch 40 PVC, TBD / P-14 / / by Contractor & Landscape Trench Drain l / Area to Receive Excess Fill; Architect \ V Field Adjust to Avoid Blend into Existing / / / q�il, - Inv. In 816.97 / N=526y 73 Trees in this Area Grading in this Area as - / / / / / / / /� / Inv. Out 8'16.8% E=5307.64 Directed by Landscape �. I\ 61 / / / / / / - • y(r jj Ex. Tree / \ \ Architect/Owner / /�$1 / / / / / / �a hj Line (Typ) New etaining '� ' e�'o '9J VG-5 / \ Wall Inv. Out 817.03 v // �vv \ �t;g4v 87W 5 ��~ �(87g) Limits ofVisturbance ��' / \ Tw �,o �8 82p \�e2 o 461, �� T C' / \ Proposed 4 x4 Electric �G / \ // i �'2\ J 'r \ i'I�� / o • \ P 822.0 J \ ii Transformer Concrete Pad 4 , r'<` \ U" / by Others, Elev 825.40; " `� OI �,/ / / Location to be Confirmed by / b N N / VG- 4@ 2% Pipe r/ rr \ �G (820� / \ / Sift -Fence `q / / Utility Cgmpany & a`� `° m ' TV. Out Grassy Area - Landscape Architect _ --- - 819.11 g2j - GrassyJ Area / / / o / 9 _ �e2dj i • ( l ap (e?�� / �;0 / \ �c - 'U / Ex. Chain / �825.4 / / _ (822)- / / / / J Existing Gravel Driveway Fence / ri d to be Removed (Typ) , Limits of Disturbance / oy /' VG- / Lg \ "�\ New Retaining \ \/ \ © Level Spreader #2 823Y ' / / ?3 ( �' (8 / SOIL TYPE \ Silt Fence / / (�l / 8 Inv. In 818.85 $ \` IV ° Inv. Out 821.0 Inv. Out 818.75 ,L �� \Wall � J 4 Sch. 40�I'VC @ 2 � Min Critical Slopes per \ I e / \ `'� /� 33 E / /Limits of Disturba e \\� v �� Filled 2 d with Deep Well (82?) \ \ 37D3 - /�` / _ / �g2 - ra / / 'I jJ \ Filled with #1 Stone �i l�i / Albemarle County GIS \ L I S F Silt Fence / / �18� �gL1/ -1 (827)- / 824 /', ' 2y 827.25 \ P-7 Filter Fab-ic at Top _ \(8 \ \ \ X ; Silt Fence ®/ , low / \ // _ Scli. 4�\(82.0 /° _ 24l \ _ \ SOIL TYPE \ / - 6 /P 8? / - / �� 82 4" Cleanout 45° An le / 19C �(/ ' ,, / \ 2 w/ Plug &Threaded bap \ - - - - 826 ��4 C � / _ / m ',,� '�282" Pipe 7) i - _ (828) - 827 to 8x 8 x 4" Reducing 1'T)\ \ SO LTYPE \ - \\ / �� a-N=5215.53 828 - - - 8)- - Inv 817.74- \ - - Angle 82 2 \ - - �\ I - -(829) / E=5268.23 9 - /-( )- 4" / lug & @ ea ed Cap \ \ 24� 7 l8 8 � / � � / 8 - 829 � w Plug &Threaded Ca � SOIL PE - 82$ - (8211� - _ - 82 / to 8" Pipe \ \ (825) C - - - 8 9 - �g281 /-(g29)- \•' / (8" x 8" x 4" Reducing �- 82 - 30 / / iv / / 0 0) 30 v. 818.48 ''' Limits of Disturbance / \ Existing Route of Und�grwnd- - - (831)- - • Silt Fence - - - - G('�83Y �' �' l$201 `�C Electric Line to be -Relocated & 831 x - m / - - - Diversion Dike Lowered by Others. General g32 32) 83� Silt Sock \ _ _ o 60° Elbow Contractor to Coordinate / D�L�cation &-Depth. -(828)- - � / i � \ro /�' � i I r 7i1B321 _ �� - • _ _ -(829) m \ Inv. Out 825.49 - (� / Notes: m - _ z -. - - - - \�� / g3i i Zl/ - (831) - ` O 633 1. The contour lines are based on a topographic map prepared by Roger W. Ray and - (az9)-/III\\\� l (830) ��a3. A \ (8321- - (j �g3 Associates, Inc., dated March 17,1999. Existing structures, paving spot elevations, and existingtrees are based on survey b Virginia Landcraft LLC Land Surveying, dated -SOIL TYPE �(830)� - o - N=518041 / . \ - -Existing oN n- 31' SOIL / 834 y y glnl y g 36C �G�r�assyea - - -=5 r36.09 ' / ; ' w \ / Functioning Grate, January 7,2019. Topography has been field verified by Landscape Architect in December 7 S _ 2020. -831) // \ 3' tructure, & Outfall Pipe SOIL TYPE _ - I I $ �/ \ - - to -be -Removed- - - / --36C `� St 351 3. Zoning: Rural Area G1 \ i 1. 4 There are no stream buffers within project parcel. _ / / ' - 835 5. No mapped floodplain exists on roject parcel. _ Stockpjle Topsail POER LE W/ TRANSFORMER p _ _ _ _ -(833) - 6 \ -(834) - -in - J _ _ - 6. Project site is not within an agricultural or forestral district. / \� (832)\ III/I (834) - - 7. Project is located outside public sewer/water service areas. � - Lunitsefi�l��ii`l� ce - l 51' ,' /' � / 835� - �. � � _ Silt Fence - • g1 / ' \ ' - - / / / (837)- \ -(834) - \ $ _ : \ /% / / \ (835) ` _ _ - / / 836)-- \\�� ///• ---(838)- - --- APPROVED 3 YimitsofDisturbance \ by the Albemarle County \ ,(837 ' 9 i , ��, , 8 Diversion Dike / - / (840)' \ DSFSilt Fence_ - _ ��, . - _ _ _ Community Development Department � _ / � ' • Silt Sock - (838)- • � \ / / - \ _ _ - - - \ ;' - ) - _ Date 05/25/2021 iPAExisting Gravel'Driveway - - - \r 9)� - / / _ _ _ - - File W P O 2 0 2 0 0 0 018 Fence 391,E 0 / / • to be Re ved (Typ)- - - - / Grassy Area / 40Silt i A ,/ (840)� i (842)- - - - - �� SOIL TYPE - Area to Receive Excess Fill; \ ®/ • 6 , Sa1)'• ! /� / 36C- - _ Blend into Existing W Grading in this Area as / (842 - _ / - (843)- - Directed by Landscape / / _ Limits of Disturbance _ _ i Architect/Owner / v s \� / • -( 3)- - (844)- 8 &h. 40 P C @ 3.996 /�8g21/ i� v / / \ • l / Q / Level Spreader #1 / P/ 2 _ - / / - - - - _ _ _ / (845)- / Inv. Out 838.00 Drop jnlet 2 •_ • _ - - - 842.40 ( r \ In 841.00 .845) - - -(846) - - /Inv. Out 840.E - - - - /W 2' ide tabilized Turf Shoulder n Downhill Critical lopes per 2 Berm em or - _ _ _ Side When o Concrete � p �' 6 � � - • X \ \ Albemarle County GIS / Gutter is r sent (Typ) / Diversion - lam) j • / f - l With Berm on f Silt Fence Side that SF / / / ' i extends around \ I j Silt Fence \ 4 / / / /� T-et SOIL TYPE EXISTING RESIDENCE \ \ \ \ \ \ 36C / Silt Fence S F / (8a51 Stabilized Turf / / < / END \ \ \ \ \ I L - (839 - / 0�3/ ' e�/ �f / / - - - - - - - - - Existing 1' Contours Ex. Tree (840 \ / -Proposed Grade to Line (Typ) _ _ - - (1�C _ - / Have 3. Min. Slopes / / I� \ �c,G \ / Existing 5' Contours EXISTING GARAGE Proposed 1 Contours \ \ \ - PROPERTY - _ New RCP ROW/LINE - - 60 Length,15' LD. w� _ \ - (843 / / /. ^ , , / Z\\ \ \ Proposed 5' Contours \ \ \ \ �� Flared End Sections 7 1 / , ( > • / \ \ B \ (844 - r - - \ ��, \ \ \ \Ex. Outlet \ - Silt Fence / - (Approv d by V1X)T) �� - - - / \ \ (845) Existing Contour Elevation t w/ Outlet Protect) n In i (846)� (845) ' /� - _ ` Drop Inlet 1 ty \ � - - - _ - • - Y \ \ Rim 847.5 845 Proposed Contour Elevation Z8o7.73) / •/ _ - - - - - 11 - (849)- - - `` Inv. Out 846.0 CONCRETE \ / I Stone Outlet _ • PARKING / / Protection with 311" - - / _ X Silt Fence ) / ` Dia. Brown River Rock \ / / / Inv. Out 806.00 \ �� Critical Slopes per �(8q8) � ' (850) � - l - - _� s e \ O Albemarle County GIS Limits of Distu - - _ ` J _ - c� Ex. Grate / MATCHLINE / \ �� r Inlet Protection / Culvert Inlet Protection - - I Diversion Dike - / \ \ \ m • _ _ ' • Silt Sock T 847 \ � A9� / j - J Proposed Grade to / / Ex. Tree / Have 3:1 Min. Slopes Line (Typ) / h (Typ) - - l8 / Peaceful HID LLC Deed Book/Page 52/515 9 / \ / g Silt Fen to Divert Water v' P SF withkMfninial Disturbance m New RCP-1 �$ \ 60 Length 15" I.D. w/ \ Flared End Sections / \ \(Approved by VDOT) / Inv. In 847.5 OP Outlet Protection �� SS Diversion Dike / Silt Sock O Temporary Diversion (12" Deep, 2:1 Side Slopes) O Mulch • Level Spreader Construction Entrance - - - - - - - - - Limits of Disturbance TS Temporary Seeding & Permanent Seeding are to be Used on Entire Site Disturbed Areas V 1`.11 V 11 1 1Y11-11 lJ�l-1LL. -L - 1ZVV LIMIT OF DISTURBANCE - .70 ACRES LOCATED WITHIN TAX MAP 85 PARCEL 40A Revisions 5/14/21 Alb. County EROSION & SEDIMENT CONTROL AND STORMWATER MANAGMENT PLAN Dripps Phinney Driveway 6152 Plank Road Afton, Virginia 22920 SCALE As Shown DATE 3/11/21 DRAWN JLE CHKD WDR ACCUPOINT SURVEYING & DESIGN 6200 Fort Avenue, Lynchburg, Virginia 24502 �cJ �_� EROSION & SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION THE PURPOSE OF THIS PROJECT IS FOR DRIVEWAY IMPROVEMENTS FOR AN EXISTING RESIDENCE. THE PROJECT INCLUDES MINOR REALIGNMENT, WIDENING, CONSTRUCTION OF STORM SEWER CHANNELS AND PIPING, AND SURFACING OF EXISTING COMPACTED GRAVEL DRIVEWAY WITH AGGREGATE EXPOSED CONCRETE. THE DISTURBED AREA IS 0.70 ACRES. II. EXISTING SITE CONDITIONS THE SITE IS LOCATED AT 6152 PLANK ROAD. THE SITE CONSISTS OF AN EXISITNG COMPACTED GRAVEL DRIVEWAY, STRUCTURES, GRASS, AND SCATTERED TREES. III. ADJACENT PROPERTIES 1 8551 _ 85-51G 85-51F i / 85-51E / 1' 85 51D Cunningham Patterson Trust / 85-51C 08600-00-00-004DO Deed Book/Page , �4 Robin Dripps/Lucia Phinney 5185/659/ Deed Book/Page 3834/673 85-51B / Bluegill Holdings LLC 08600-00-00-00500 Deed Book/Page /85-51A 4427/ 518 i PROJECT PARCEL 1: 1" = 500' IV. SOILS Peaceful Hill LLC 08600-00-00-010A0 Deed Book/Page 5219/515 85-40A New Driveway O Richard Crisler III 08600-00-00-009BO Deed Book/Page 4714/313 ACCORDING TO THE USDA SCS SOIL MAPPING, THE PROJECT SITE LIES ON SOIL TYPE HAYESVILLE CLAY LOAM. MAPPING UNIT (37D3). HAYESVILLE CLAY LOAM WITH 15 TO 25%SLOPES, SEVERELY ERODED. THIS SOIL IS WELL DRAINED AND IS MOSTLY HILLSLOPES. THIS SOIL FALLS UNDER HYDROLOGIC GROUP B SOILS AND HAS A USDA ESTIMATED KSAT VALUE OF 0.57 TO 1.98 IN/HR. SOIL IS CONSIDERED HIGHLY EROSIVE AND HAS BEEN CONSIDERED AS A CRITICAL AREA (SEE V. CRITICAL AREAS). THE PROJECT SITE ALSO LIES ON SOIL TYPE HAYESVILLE LOAM. MAPPING UNIT (36C). HAYESVILLE LOAM WITH 7 TO 15%SLOPE. THIS SOIL IS WELL DRAINED AND IS MOSTLY HILLSLOPES. THIS SOIL FALLS UNDER HYDROLOGIC GROUP B SOILS AND HAS A USDA ESTIMATED KSAT VALUE OF 0.57 TO 1.98 IN/HR. V. CRITICAL AREAS THE ENTIRE SITE IS CONSIDERED AS A CRITICAL AREA. SOILS 37D3 AND 36C HAVE A KSAT VALUE OF 0.57 TO 1.98 WHICH IS CONSIDERED HIGHLY EROSIVE. CARE SHALL BE TAKEN TO STABILIZE ALL SLOPES AND PREVENT EROSION. CARE SHALL ALSO BE TAKEN TO MINIMIZE THE TRANSPORT OF SEDIMENT ONTO ADJACENT PROPERTIES AND DRAINAGE WAYS. VI. EROSION AND SEDIMENT CONTROL MEASURES ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED BY THE CONTRACTOR IN ACCORDANCE WITH THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. SYMBOLS, DETAILS, AND DIMENSIONS USED ARE TAKEN FROM THE HANDBOOK, AS WELL AS THE VIRGINIA DEPARTMENT OF TRANSPORTATION'S ROAD AND BRIDGE STANDARDS, LATEST VOLUME. VIII. OWNER RESPONSIBLE FOR MAINTENANCE AND IMPLEMENTATION NAME: ROBIN DRIPPS ADDRESS: 6152 PLANK ROAD, AFTON, VA 22920 PHONE: drippsQvirginia.edu A. STRUCTURAL PRACTICES SF 1. SILT FENCE (SF), SPEC 3.05, SILT FENCE BARRIERS SHALL BE PROVIDED WHERE SHOWN AND AS NEEDED TO PREVENT SEDIMENT FROM LEAVING THE SITE. CE 2. CONSTRUCTION ENTRANCE (CE), SPEC 3.02, A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE INSTALLED WHERE SHOWN TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. OP 3. OUTLET PROTECTION (OP), SPEC 3.18, OUTLET PROTECTION SHALL BE PROVIDED WHERE SHOWN TO PREVENT SCOUR AT STORMWATER OUTLETS, TO PROTECT THE OUTLET STRUCTURE, AND TO MINIMIZE THE POTENTIAL FOR DOWNSTREAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCENTRATED STORMWATER FLOWS. SEE PERMANENT LEVEL SPREADER DESIGN DETAILS ON SHEET L-4, WHICH INCLUDES OUTLET PROTECTION. IP 4. INLET PROTECTION (IP), SPEC 3.08, INLET PROTECTION SHALL BE PROVIDED WHERE SHOWN TO PROVIDE EROSION CONTROL AT CULVERT INLETS DURING THE PHASE OF A PROJECT WHERE ELEVATION AND DRAINAGE PATTERNS CHANGE, CAUSING ORIGINAL CONTROL MEASURES TO BE INEFFECTIVE OR IN NEED OF REMOVAL. SS DD 5. DIVERSION DIKE (DD), SPEC 3.09, A DIVERSION DIKE SHALL BE PROVIDED WHERE SHOWN TO DIVERT STORM RUNOFF FROM UPSLOPE DRAINAGE AREAS AWAY FROM UNPROTECTED DISTURBED AREAS AND SLOPES TO A STABILIZED OUTLET. SILT SOCK TO BE USED AS ALTERNATIVE TO CONSTRUCTED DIVERSION DIKE AT DISCRETION OF CONTRACTOR. LS 6. LEVEL SPREADER (LS), SPEC 3.21; A LEVEL SPREADER SHALL BE INSTALLED WHERE SHOWN TO CONVERT CONCENTRATED RUNOFF TO SHEET FLOW AND RELEASE IT UNIFORMLY ONTO AREAS STABILIZED BY EXISTING VEGETATION. SEE PERMANENT LEVEL SPREADER DESIGN DETAILS ON SHEET L-4. 7. DIVERSION (DV), SPEC 3.12; A DIVERSION SHALL BE INSTALLED WHERE SHOWN TO REDUCE SLOPE LENGTH AND TO INTERCEPT AND DIVERT STORMWATER RUNOFF TO STABILIZED OUTLETS AT NON -EROSIVE VELOCITIES. 8. CULVERT INLET PROTECTION (CIP); SPEC 3.08; CULVERT INLET PROTECTION SHALL BE INSTALLED WHERE SHOWN TO PREVENT SEDIMENT FROM ENTERING, ACCUMULATION IN AND BEING TRANSFERRED BY A CULVERT AND ASSOCIATE DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION OF A DISTURBED PROJECT AREA. SILT FENCE TO BE USED AS CULVERT PROTECTION AS SHOWN. B. VEGETATIVE PRACTICES TS l . TEMPORARY SEEDING (TS), SPEC 3.31; TEMPORARY SEEDING SHALL BE APPLIED TO REDUCE EROSION AND SEDIMENTATION BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE FOR A PERIOD OF MORE THAN 14 DAYS. TEMPORARY SEEDING SCHEDULE SHOULD FOLLOW THE APPROPRIATE PLANTING SCHEDULE FOR THE TIME OF YEARS IN WHICH CONSTRUCTION OCCURS. SEE SHEET C-6 FOR TEMPORARY SEEDING SCHEDULE. PS 2• PERMANENT SEEDING (PS), SPEC 3.32; PERMANENT SEEDING SHALL BE PROVIDED AND APPLIED AS SHON ON THE SEEDING SCHEDULE FOR ALL DISTURBED AREAS TO PREMANENTLY STABILIZE PERVIOUS AREAS AT FINAL GRADE. SEE SHEET C-6 FOR PERMANENT SEEDING SCHEDULE. MU 3. MULCHING (MU), SPEC 3.35; MULCHING SHALL BE APPLIED IN CONJUNCTION WITH PERMANENT SEEDING TO HELP FOSTER THE GROWTH OF VEGETATION AND PREVENTING RAINDROP EROSION AND VELOCITY OF OVERLAND FLOW. BM 4. BLANKET MATTING (BM), SPEC 3.36; BLANKET MATTING - TREATMENT 1 (EC-2) SHALL BE INSTALLED AS A PROTECTIVE COVERING ON STEEP SLOPES TO PREVENT EROSION AND REINFORCE THE TURF DURING PERMANENT SEEDING VEGETATION ESTABLISHMENT. BLANKET MATTING HELPS PREVENT RILLING AND PROTECTS GROWING VEGETATION IMMEDIATELY AFTER BEING BROUGHT TO FINAL GRADE TP 5. TREE PROTECTION (TP). SPEC 3.38; TREE PROTECTION SHALL BE APPLIED WHERE SHOWN TO ENSURE THE SURVIVAL OF DESIRABLE TREES WHERE THEY WILL BE EFFECTIVE FOR EROSION AND SEDIMENT CONTROL, WATERSHED PROTECTION, LANDSCAPE BEAUTIFICATION, DUST AND POLLUTION CONTROL, NOISE REDUCTION, SHADE AND OTHER ENVIRONMENTAL BENEFITS WHILE THE LAND IS BEING CONVERTED FROM FOREST TO URBAN -TYPE USES. C. MANAGEMENT STRATEGIES 1. CONSTRUCTION SHALL BE PLANNED SO THAT GRADING OPERATIONS CAN BEGIN AND END AS SOON AS POSSIBLE. 2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE CONTRACTOR IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. ANY SOIL STOCKPILES SHALL BE TEMPORARILY SEEDED AFTER COMPLETION OF STRIPPING AND BE PROVIDED WITH SILT FENCES ON THE LOWER SIDE OF THE STOCKPILE. 3. EROSION CONTROL PRACTICES SHALL BE INSTALLED AND FUNCTIONAL PRIOR TO PROCEEDING WITH CONSTRUCTION ACTIVITIES. MEASURES SHALL BE SEEDED AND STRAW MULCHED IMMEDIATELY AFTER INSTALLATION. 4. DISTURBED AREAS ON ANY PORTION OF THE SITE SHALL RECEIVE TEMPORARY OR PERMANENT SEEDING WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DISTURBED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL PRACTICES. 6. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES IMMEDIATELY AFTER INSTALLATION. 7. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. 8. CUT AND FILL SLOPES FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZATION MEASURES UNTIL THE PROBLEM IS CORRECTED. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. WHENEVER WATER SEEPS FROM A SLOPE FACE ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 9. WHERE CONSTRUCTION VEHICLES USE PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRAFFIC. CONSTRUCTION VEHICLES SHALL ACCESS THE PROJECT SITE BY USE OF THE CONSRUCTION ENTRANCES AS SHOWN ON THE PLANS. 10. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WHEN THE TEMPORARY MEASURES ARE NO LONGER NEEDED, OR WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. D. MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL STRUCTURES AND SYSTEMS SHALL BE MAINTAINED, INSPECTED, AND REPAIRED AS NEEDED TO ENSURE CONTINUOUS PERFORMANCE OF THEIR INTENDED FUNCTION. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED AT THE END OF EACH DAY AND AFTER EVERY RAINFALL EVENT. l . DAMAGE TO EROSION CONTROL MEASURES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITIES SHALL BE REPAIRED BEFORE THE END OF EACH WORKING DAY. 2. MAINTAIN ALL SEEDED AREAS UNTIL A UNIFORM STAND IS ACCEPTED. 3. (SPEC. 3.02) PROVIDE FOR EQUIPMENT WASHING AS NEEDED TO PREVENT THE TRANSPORT OF SOIL ONTO EXISTING ASHPHALT ROADWAYS. ANY SEDIMENT ON THE PAVEMENT SHALL BE REMOVED IMMEDIATELY. 4. (SPEC. 3.05) SILT FENCE BARRIERS WILL BE CHECKED DAILY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL REACHES HALF WAY TO THE TOP OF THE BARRIER. E. MINIMUM STANDARDS: Y N N/A X ❑ ❑ MS-1. STABILIZATION OF DENUDED AREAS: PERMANENET OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE, BUT WILL REMAIN DORMANT OR UNDISTURBED FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. ® ❑ ❑ MS-2. STABILIZATION OF SOIL STOCKPILES: DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. X ❑ ❑ MS-3. PERMANENT VEGETATIVE COVER: A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT, IN THE OPINION OF THE E&S INSPECTOR, IS UNIFORM AND MATURE ENOUGH TO SURVIVE AND INHIBIT EROSION. X ❑ ❑ MS-4. TIMING AND STABILIZATION OF SILT TRAPPING MEASURES: SEDIMENT BASINS AND TRAPS, STORM INLET PROTECTION, SILT FENCING, AND OTHER MEASURES INTEDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND DISTURBING ACTIVITIY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. X ❑ ❑ MS-5. TIMING AND STABILIZATOIN OF EARTHEN STRUCTURES: STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. ❑ ❑ X MS-6. SEDIMENT BASINS AND TRAPS: SEDIMENT TRAPS AND BASINS SHALL BE CONSTRUCTED BASED ON THE TOTAL DRAINAGE AREA TO BE SERVED. A. THE MINIMUM CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND SHALL CONTROL A DRAINAGE AREA OF LESS THAN THREE ACRES. B. THE MINIMUM CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND SHALL CONTROL A DRAINAGE AREA OF THREE ACRES OR GREATER. X ❑ ❑ MS-7. CUT AND FILL SLOPES: CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNITL THE PROBLEM IS CORRECTED. X ❑ ❑ MS-8. CONCENTRATED RUNOFF DOWN CUT OR FILL SLOPES: CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLES CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. X ❑ ❑ MS-9. WATER SEEPAGE FROM A SLOPE FACE: WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. X ❑ ❑ MS-10. STORM SEWER INLET PROTECTION: ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. ❑ ❑ ® MS-1 1. STABILIZATION OF OUTLETS: BEFORE NEWLY CONSTRUCTED STORM WATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. ❑ ❑ ® MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NON-ERODABLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NON-ERODABLE COVER MATERIALS. ❑ ❑ ® MS-13. CROSSING ALIVE WATERCOURSE: WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NON-ERODABLE MATERIALS SHALL BE PROVIDED. ❑ ❑ ® MS-14. APPLICABLE REGULATIONS: ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. ❑ ❑ X MS-15. STABILIZATION OF BED AND BANKS: THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. ® ❑ ❑ MS-16. UNDERGROUND UTILITIES: UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS, IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS, EXCAVATED MATERIAL IS TO BE PLACED ON THE UPHILL SIDE OF TRENCHES, EXCEPT FOR ANY DIVERSION DITCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFFSITE PROPERTY. D. TRENCH BACKFILL MATERIAL SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. ALL APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH AT ALL TIMES. MS-1 7. CONSTRUCTION ACCESS ROUTES: ® ❑ ❑ WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. TEMPORARY E&S CONTROL MEASURE REMOVAL: ® ❑ ❑ ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWIZE AUTHORIZED BY THE LOCAL E&S AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS-19. DOWNSTREAM AND PROPERTY PROTECTION: ® ❑ ❑ PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATES OF STORM WATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE FOLLOWING STANDARDS AND CRITERIA. STREAM RESTORATION AND RELOCATION PROJECTS THAT INCORPORATE NATURAL CHANNEL DESIGN CONCEPTS ARE NOT MAN-MADE CHANNELS AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS: a. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INTO AN ADEQUATE NATURAL OR MAN-MADE RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL BE PERFORMED. b. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING MANNER: (1) THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL DRAINAGE AREA TO THE POINT OF ANALYSIS WITHIN THE CHANNEL IS ONE HUNDRED TIMES GREATER THAN THE CONTRIBUTING DRAINAGE AREA OF THE PROJECT IN QUESTION; OR (2) (a) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A TWO-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP CHANNEL BANKS NOR CAUSE EROSION OF CHANNEL BED OR BANKS. b ALL PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS SHALL BE ANALYZED BY THE USE OF A 10-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP ITS BANKS AND BY THE USE OF A TWO-YEAR STORM TO DEMONSTRATE THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL BED OR BANKS; AND (C) PIPES AND STORM SEWER SYSTEMS SHALL BE ANALYZED BY THE USE OF A 10-YEAR STORM TO VERIFY THAT STORMWATER WILL BE CONTAINED WITHIN THE PIPE OR SYSTEM. C. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS OR PIPES ARE NOT ADEQUATE, THE APPLICANT SHALL: (1) IMPROVE THE CHANNELS TO A CONDITION WHERE A 10-YEAR STORM WILL NOT OVERTOP THE BANKS AND A TWO-YEAR STORM WILL NOT CAUSE EROSION TO THE CHANNEL, THE BED, OR THE BANKS; OR (2) IMPROVE THE PIPE OR PIPE SYSTEM TO A CONDITION WHERE THE 10-YEAR STORM IS CONTAINED WITHIN THE APPURTENANCES; (3) DEVELOP A SITE DESIGN THAT WILL NOT CAUSE THE PRE -DEVELOPMENT PEAK RUNOFF RATE FROM A TWO-YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A NATURAL CHANNEL OR WILL NOT CAUSE THE PRE -DEVELOPMENT PEAK RUNOFF RATE FROM A 10-YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A MAN-MADE CHANNEL; OR (4) PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, STORMWATER DETENTION OR OTHER MEASURES WHICH IS SATISFACTORY TO THE VESCP AUTHORITY TO PREVENT DOWNSTREAM EROSION. d. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE IMPROVEMENTS. e. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT CONDITION OF THE SUBJECT PROJECT. f. IF THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER DETENTION HE SHALL OBTAIN APPROVAL FROM THE VESCP OF A PLAN FOR MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN SHALL SET FORTH THE MAINTENANCE REQUIREMENTS OF THE FACILITY AND THE PERSON RESPONSIBLE FOR PERFORMING THE MAINTENANCE. g. OUTFALL FROM A DETENTION FACILITY SHALL BE DISCHARGED TO A RECEIVING CHANNEL, AND ENERGY DISSIPATORS SHALL BE PLACED AT THE OUTFALL OF ALL DETENTION FACILITIES AS NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE FACILITY TO THE RECEIVING CHANNEL. h. ALL ON -SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE. i. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE EROSION OR SEDIMENTATION ON ADJACENT PROPERTY SHALL BE DIVERTED TO A STABLE OUTLET, ADEQUATE CHANNEL, PIPE OR PIPE SYSTEM, OR TO A DETENTION FACILITY. j. IN APPLYING THESE STORMWATER MANAGEMENT CRITERIA, INDIVIDUAL LOTS OR PARCELS IN A RESIDENTIAL, COMMERCIAL OR INDUSTRIAL DEVELOPMENT SHALL NOT BE CONSIDERED TO BE SEPARATE DEVELOPMENT PROJECTS. INSTEAD, THE DEVELOPMENT, AS A WHOLE, SHALL BE CONSIDERED TO BE A SINGLE DEVELOPMENT PROJECT. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SHALL BE USED IN ALL ENGINEERING CALCULATIONS. k. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS SHALL BE EMPLOYED IN A MANNER WHICH MINIMIZES IMPACTS ON THE PHYSICAL, CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS, STREAMS AND OTHER WATERS OF THE STATE. I. ANY PLAN APPROVED PRIOR TO JULY 1, 2014, THAT PROVIDES FOR STORMWATER MANAGEMENT THAT ADDRESSES ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS SHALL SATISFY THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS IF THE PRACTICES ARE DESIGNED TO (I) DETAIN THE WATER QUALITY VOLUME AND TO RELEASE IT OVER 48 HOURS; (II) DETAIN AND RELEASE OVER A 24-HOUR PERIOD THE EXPECTED RAINFALL RESULTING FROM THE ONE YEAR, 24-HOUR STORM; AND (III) REDUCE THE ALLOWABLE PEAK FLOW RATE RESULTING FROM THE 1.5, 2, AND 10-YEAR, 24-HOUR STORMS TO A LEVEL THAT IS LESS THAN OR EQUAL TO THE PEAK FLOW RATE FROM THE SITE ASSUMING IT WAS IN A GOOD FORESTED CONDITION, ACHIEVED THROUGH MULTIPLICATION OF THE FORESTED PEAK FLOW RATE BY A REDUCTION FACTOR THAT IS EQUAL TO THE RUNOFF VOLUME FROM THE SITE WHEN IT WAS IN A GOOD FORESTED CONDITION DIVIDED BY THE RUNOFF VOLUME FROM THE SITE IN ITS PROPOSED CONDITION, AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS AS DEFINED IN ANY REGULATIONS PROMULGATED PURSUANT TO § 62.1-44.15:54 OR 62.1-44.15:65 OF THE ACT. m. FOR PLANS APPROVED ON AND AFTER JULY 1, 2014, THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS OF § 62.1-44.15:52 A OF THE ACT AND THIS SUBSECTION SHALL BE SATISFIED BY COMPLIANCE WITH WATER QUANTITY REQUIREMENTS IN THE STORMWATER MANAGEMENT ACT (§ 62.1-44.15:24 ET SEQ. OF THE CODE OF VIRGINIA) AND ATTENDANT REGULATIONS, UNLESS SUCH LAND -DISTURBING ACTIVITIES ARE IN ACCORDANCE WITH 9VAC25-870-48 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATION OR ARE EXEMPT PURSUANT TO SUBDIVISION C 7 OF § 62.1-44.15:34 OF THE ACT. n. COMPLIANCE WITH THE WATER QUANTITY MINIMUM STANDARDS SET OUT IN 9VAC25-870-66 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS OF THIS SUBDIVISION 19. STORMWATER MANAGEMENT NARRATIVE I. PROJECT DESCRIPTION THE PURPOSE OF THIS PROJECT IS TO CONSTRUCT A DRIVEWAY FOR AN EXISTING RESIDENCE. SEE SITE PLAN FOR LAYOUT. THE SITE IS LOCATED ON A 22.87 ACRE LOT. THE TOTAL SITE AREA FOR THE DEVELOPMENT IS 0.70 ACRES. THE TOTAL DISTURBED AREA FOR THE SITE IMPROVEMENTS IS 0.70 ACRES. THERE IS AN ESTIMATED INCREASE OF 0.04 ACRES IMPERVIOUS AREA AS A RESULT OF THIS PROJECT. THE NORTHWEST SIDE OF THE SITE DRAINS TO AN EXISTING FARM POND OWNED AND MAINTAINED BY DRIPPS PHINNEY. THE SOUTHEAST SIDE OF THE SITE DRAINS TO A NATURAL CHANNEL THAT LEADS TO A SECOND FARM POND LOCATED ON PROPERTY ALSO OWNED BY DRIPPS PHINNEY. II. HYDROLOGICAL ANALYSIS PRE AND POST DEVELOPMENT RUNOFF RATES WERE COMPUTED FOR THE 1, 2, AND 10 YEAR STORM EVENTS UTILIZING THE SCS METHOD AND NORTH GARDEN, VA (SITE) NOAA ATLAS 14 RAINFALL PRECIPITATION FREQUENCY DATA. HYDRAFLOW SOFTWARE WAS UTILIZED FOR RUNOFF AND STORM SEWER CALCULATIONS. III. DRAINAGE AREA CHARACTERISTICS THE EXISTING SITE HAS A COMPACTED GRAVEL DRIVEWAY WITH ADJACENT AREAS OF GRASS AND SCATTERED TREES. THE MAJORITY OF THE SITE CURRENTLY DISCHARGES AS SHEET FLOW TO THE NORTHWEST. THE ENTRANCE CULVERT DISCHARGES TO AN EXISTING ROADSIDE DITCH AND THE STORM SEWER TO THE NORTHEAST OF THE SITE DISCHARGES TO AN EXISTING NATURAL CHANNEL. SEE CALCULATIONS FOR PRE AND POST DEVELOPMENT CN VALUES. IV. TIME OF CONCENTRATION PRELIMINARY TIME OF CONCENTRATION WAS ANALYZED USING TR-55 METHODS AND WAS DETERMINED THAT A MINIMUM TIME OF CONCENTRATION OF 5 MINUTES WOULD APPLY FOR ALL DRAINAGE AREAS. V. PRE AND POST DEVELOPMENT PEAK RUNOFF RATES DETAILS OF PRE AND POST DEVELOPMENT RUNOFF RATES ARE OUTLINED IN THE DRAINAGE TABLES WITH SUPPORTING HYDROGRAPH DOCUMENTATION FOR RUNOFF ANALYSIS. SEE TABLES FOR SUMMARY AND HYDRAFLOW CALCULATIONS FOR DOCUMENTATION. VI. HYDRAULIC ANALYSIS 2 AND 10 YEAR FLOWS AT BOTH CHANNELS ARE PROVEN TO BE LESS THAN PRE DEVELOPMENT FLOWS AND MEET ENERGY BALANCE FOR THE 1 YEAR STORM (SEE CALCULATIONS). ALL OTHER DISCHARGES ARE SHEET FLOW OR ARE CONVERTED TO SHEET FLOW WITH THE USE OF LEVEL SPREADERS. VIL VRRM IS SHOWN ON ESC-7. CREDITS FOR 0.12 LB/YR WILL BE PURCHASED FROM AN APPROVED BANK. ENCE OF CONSTRUCTION 1. INSTALL CONSTRUCTION ENTRANCE ICE), ENTRANCE CULVERT P-1, CIP, OP, AND SILT FENCE NEAR STAGING AREA. INSTALL SILT FENCE AROUND FILL AREA. 2. INSTALL LEVEL SPREADER #1, OP, P-2, P-3, DROP INLETS #1 AND #2, IP, SF, AND DIVERSION DITCH, BERM, AND TEMPORARY DIVERSION DIKES/SILT SOCKS LEADING TO DROP INLET #2 AND SILT FENCE BELOW P-2. 3. INSTALL LEVEL SPREADER #2, OP, P-4, VG-1, IP, DIVERSION DIKE/SILT SOCK LEADING TO VG-1 AND DOWN SLOPE SILT FENCE BETWEEN P-2 AND P-4. 4. INSTALL REMAINING DIVERSION DIKE/SILT SOCK ON SOUTHEAST SIDE OF DRIVEWAY AND REMAINING SILT FENCE ON NORTHWEST SIDE OF DRIVEWAY. INSTALL P-5, VG-2, AND IP. 5. INSTALL OP-6, P-6, P-7, P-8, MULCH, VG-3, P-9, AND VG-4, AND IP. 6. INSTALL P-12, P-13, P-14, P-15, AND IP. 7. GRADING MAY TAKE PLACE UP TO ANY POINT THAT IS PROTECTED BY UPSLOPE DIVERSION DIKE/SILT SOCKS AND DOWN SLOPE SILT FENCE AND SHALL NOT EXTEND BEYOND THESE LOCATIONS OR LIMIT OF DISTURBANCE UNTIL PIPING, INLETS, AND SEDIMENT CONTROL PROTECTIONS ARE IN PLACE. 8. CONTRACTOR TO MAINTAIN MINIMUM COVER, FOR CONSTRUCTION TRAFFIC, OVER ALL PIPES. 9. SPREAD TOPSOIL AND COMPLETE FINISHED GRADE. TEMPORARY SEEDING ITS), PERMANENT SEEDING (PS), & MULCHING (MU) TO BE USED ON ALL DISTURBED AREAS. 10. ONCE PROJECT HAS BEEN COMPLETED AND STABILIZED, REMOVE ALL TEMPORARY E&SC MEASURES, AND CLOSE OUT PROJECT THIS SEQUENCE OF CONSTRUCTION MAY BE ALTERED AT ANY TIME TO ADJUST TO ON -SITE CONDITIONS FOR RAIN EVENTS AND MAINTENANCE OF EROSION PROTECTION MEASURES. TEMPORARY SEEDING MATERALS OACCEPTABLE TS QUICK REFERENCE FOR ALL REGIONS TABLE 3.31-B RATE (LBS/ACRE) PLANTING DATES SPECIES 50/50 MIX OF ANNUAL SEPT 1 - FEB 15 RYE GRASS 50-100 (LOLIUM MULTI-FLORUM) CEREAL (WINTER) RYE FEB. 16-APR. 30 (SECALE CEREALE) 60-100 GERMAN MILLET MAY 1 -AUG 31 (SETARIA ITALICA) 50 SITE SPECIFIC SEEDING MIXTURES FOR PS PIEDMONT AREA TABLE 3.32-D MINIMUM CARE LAWN: LBS/ACRE COMMERCIAL OR RESIDENTIAL 175-200 LBS -KENTUCKY 31 OR TURF -TYPE TALL FESCUE 95-100% -IMPROVED PERENNIAL RYEGRASS* 0-5% -KENTUCKY BLUEGRASS 0-5% HIGH MAINTENANCE LAWN: 200-250 LBS -KENTUCKY 31 OR TURF -TYPE TALL FESCUE 10017 GENERAL SLOPE (3:1 OR LESS) -KENTUCKY 31 FESCUE 128 LBS -RED TOP GRASS 2 LBS -SEASONAL NURSE CROP** 20 LBS 150 LBS LOW MAINTENANCE SLOPE (STEEPER THAN 3:1) -KENTUCKY 31 FESCUE 108 LBS -RED TOP GRASS 2 LBS -SEASONAL NURSE CROP** 20 LBS -CROWNVETCH 20 LBS 150 LBS *USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16TH THROUGH APRIL ......................ANNUAL RYE MAY 1ST THROUGH AUGUST 15TH .....................FOXTAIL MILLET AUGUST 16TH THROUGH OCTOBER..................ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15TH............ WINTER RYE **SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE VA ( MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL OTHER PERIODS, USE UNHULLED SERICE). IF FLATPEA IS USED IN LIEU OF CROWNVETCH, INCREASE RATE TO 30LBS./ACRE ALL LEGUME SEED MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. ORGANIC MULCH MATERIALS AND APPLICATION RATES TABLE 3.35-A RATES: MULCHES: NOTES: PER ACRE PER 1000 SQ FT 1.5 - 2 TONS (MIN. 2 FREE FROM WEEDS AND COARSE TONS FOR WINTER MATTER. MUST BE ANCHORED. STRAW OR HAY 70-90 LBS. SPREAD WITH MULCH BLOWER OR COVER) BY HAND. DO NOT USE AS MULCH FOR FIBER MULCH MIN. 1500 LBS. 35 LBS. WINTER COVER OR DURING HOT,DRY PERIODS.* APPLY AS SLURRY CUT OR SHREDDED IN 4-6" LENGTHS. AIR-DRIED. DO NOT USE CORN STALKS 4-6 TONS 185-275 LBS. IN FINE TURF AREAS. APPLY WITH MULCH BLOWER OR BY HAND. FREE OF COARSE MATTER. AIR-DRIED. TREAT WITH 12 LBS NITROGEN PER TON. DO NOT USE WOOD CHIPS 4-6 TONS 185-275 LBS. IN FINE TURF AREAS, APPLY WITH MULCH BLOWER, CHIP HANDLER, OR BY HAND. FREE OF COARSE MATTER. AIR BARK CHIPS OR 50-70 CU. YDS. 1-2 CU. YDS. DRIED. DO NOT USE IN FINE TURF SHREDDED BARK AREAS. APPLY WITH MULCH BLOWER, CHIP HANDLER OR BY HAND. * WHEN FIBER MUCLH IS THE ONLY AVAILABLE MUCH DURING PERIODS WHEN STRAW SHOULD BE USED, APPLY AT A MINIMUM RATE OF 2000 LBS./AC. OR 45 LBS./ 1000 SQ. FT. LIMIT OF DISTURBANCE - .70 ACRES LOCATED WITHIN TAX MAP 85 PARCEL 40A Revisions 5/14/21 Alb. County EROSION & SEDIMENT CONTROL AND STORMWATER MANAGMENT PLAN - NOTES Dripps Phinney Driveway 6152 Plank Road Afton, Virginia 22920 SCALE As Shown DACE 3/11/21 DRAWN JLE CHK'D WDR ACCUPOINT SURVEYING &DESIGN 6200 Fort Avenue, Lynchburg, Virginia 24502 E�7C-rl L 1992 3.02 1992 3.05 1992 3.05 1992 3.07 CONSTRUCTION OF A SILT FENCE CONSTRUCTION OF A SILT FENCEWIRE MESH STONE CONSTRUCTION ENTRANCE (WITH WIRE SUPPORT) (WITHOUT WIRE SUPPORT) DROP LINL � SEDIMENT 1. sET POSTS AND EXCAVATE A CX47 2. STAPLE WIRE FENCING TO THE POSTS. 1. SET THE STAKES. 2. EXCAVATE A CX a TRENCH FILTER 70' MIN. EXISTING TRENCH UPSLOPE ALONG THE LINE UPSLOPE ALONG THE LINE OF A 3' PAVEMENT OF POSTS. STAKES. r 5:1 6'MAX. - FILTER CLOTH-"'6' MIN. MOUNTABLE BERM A (OPTIONAL) IWO SIDE ELEVATION EXISTING GROUND I l II J ` I �i%� [III 18" MIN. GRAVEL *(12"MIN. DEPTH) 70' MIN.{ j �� 1 I I f I l now07 B 10' MIN. /�' / �- /� = r WITH SEDIMENT wasMRacK CI✓ -III - III � I" RUNOFF WATER (UPTIONAL) 10' MIN. 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT 12' MINI.* �---- EXISTING FLOA' III - III TO STAKES AND EXTEND THE EXCAVATED SOIL. PAVEMENT q• IT INTO THE TRENCH. � `��.; "" I - q v. 0. 3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFILL AND COMPACT THE - I I IL a III COURSE AGGREGATE B I ` P13SITIVE W' wN•-A: WIRE MESH FENCE AND EXTEND R INTO THE TRENCH. EXCAVATED SOIL III (III a A. TRAPPING DEVICE ! SEDIMENT FILTERED - + MUST EXTEND FULL WIDTH / _ - WATER - OF INGRESS AND EGRESS OPERATION PLAN VIEW ��" II. J►��-r'J•> II, . 12' MIN. r / - FLOW Zr MIN. Y MIN. J� III II SHEET FLOW INSTALLATION SPECIFIC APPLICATION (PERSPECTIVE VIEW) FILTER CLOTH SECTION A- A FLOC I I I THIS METHOD OF INLET PROTECTION IS APPLICABLE &„ WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED, III =III a _ A BUT NOT WHERE PONDING AROUND THE STRUCTURE I MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE EXTENSION of FaeRic AND WIRE INTO THE TRENCH. FLOW TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. ;�:. .: � fY .,:�. -' }.. -: .'.�'. t..'.�'"+.• , Via, .`J.• .. .. FILTER FABRIC * VDOT 3 357 0 5 COARSE REINFORCED CONCRETE DRAW SPACE "'"J'' WIRE POINTS A SHOULD BE HIGHER THAN POINT B. AGGREGATE. E SECTION B-BIIILLLD - DRAINAGEWAY INSTALLATION (FRONT ELEVATION) Source: Adapted from 1983 Maryland Standards for Soil Plate 3.02-1 Source: Adapted from Installation of Straw and Fabric Filter Source: Adapted from Installation of Straw and Fabric Filter Erosion and Sediment Control, and Va. DSWC Barriers for Sediment Control, Sherwood and Wyant Plate 3.05-1 Barriers for Sediment Control, Sherwood and Wyant Plate 3.05-2 Source: Va. DSWC Plate 3.07-2 III-24 III-25 1992 III-36 3.12 1992 lu - 9 3.07 1992 3.08 1992 3.09 SILT FENCE DROP INLET Heilaht DIVERSIONS PROTECTION SILT FENCE .CULVERT INLET The minimum allowable height measured from the upslope side of the dike is 18 inches (see PROTECTION Plate 3.09-1). z X 4' VDOD FRAME DROP INLET WITH GRATE Q.Uy/ALL 107 SETT ME 0.3• FREE BOARD T FRAME TEMPORARY DIVERSION DIKE - 1.5' MAX. _ p--------- --- - -- ---------- -.: ---- -- - - r--_ -r- -- _ DEBICN MV D)IPTN 11 � 11 -�-----__--_----_ { _ LZ---T-� T� of Flu I - CULVERT111111 3' MIN = - - �� Compacted Soil II II - GATHER - I8" min. EXCESS TYPICAL PARABOLIC DIVERSION UAT CORNERS Flow 10 SETrLEMENT PERSPECTIVE VIEWS ---------------- -- -- - ---- _ --- � 1 a 0.3' FREE BOARD + TOE OF FILL 4.5' min.____ •!�ILI { N�d:am A,bi _.A STAKE fj .I SILT FENCE oemcx nAw nao-rx I FABRIC " }DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD F1.IBANKMEN7 c LOW TYPICAL TRAPEZOIDAL DIVERSION 1' NM OPTIONAL STONE COMBINATION ii Source: Va. DSWC Plate 3.09-1 ELEVATION OF STAKE AND` 10% SETTLEMENT j FABRIC ORIENTATION DETAIL A ' S' Side Slopes 0.3' FREE BOARD 1=,:1 or flatter, along with a minimum base width of 4.5 feet (see Plate 3.09-1). DENGN MW DEFT SPECIFIC APPLICATION FLOW _ ^ 2.5 Grade THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE The channel behind the dike shall have a positive grade to a stabilized outlet. If the INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT channel slope is less than or equal to 2%, no stabilization is required. If the slope is greater EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT than 2%, the channel shall be stabilized in accordance with Std. & Spec. 3.17, TYPICAL VEE-SHAPED DIVERSION APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS CLASSI RIPRAP IN STREET OR HIGHWAY MEDIANS. VDOT f3, #357 OR #5 COARSE AGGREGATE STORMWATER CONVEYANCE CHANNEL TO REPLACE SILT FENCE IN " HORSESHOE " WHEN HIGH VELOCITY OF FLOW IS EXPECTED OI1t1Ct Source: N.C. Erosion and Sediment Control Source: Adapted from VDOT Standard 1. The diverted runoff, if free of sediment, must be released through a stabilized outlet Planning and Design Manual, 1988 Plate 3.07-1 Source: Va. DSWC Plate 3.12-1 Sheets and Va. DSWC Plate 3.08-1 or channel. III-35 III-49 III-54 111-67 1992 3.18 1992 3.38 PIPE OUTLET CONDITIONS FENCING AND ARMORING A A do I --------------a PIPE OUTLET TO FLAT AREA WITH NO DEFINED DRIP UNE I PLAN VIEW CHANNEL L SNOW FENCE I I a ax -+ II d 00 000 00 SECTION A -A FILTER CLOTH I= IN B"-B"; RECOMMENDED FOR ENTIRE PERMETER 011E A BOARD FENCE I M11 CORD FENCE A 3do (MIN.) -----_-_-__ PLASTIC FENCE i do CORRECT METHODS OF TREE FENCING �-................ PIPE OUTLET TO WELL DEFINED CHANNEL PLAN VIEW - L a 'I I 0 ' I d SECTION A -A FILTER CLOTH KEY IN 8'-Sr; RECOMMENDED FOR ESE PERIMETER X 00 NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION ew 'i L "ipM"pdW EROSION & SEDIMENT CONTROL BASKET, OR TH CONCRETE. AMAM AND STORMWATER MANAGMENT PLAN - DETAILS 2. Le I9 THE LENGTH OF E RIPRAP APRON AS CALCULATED Ao CORRECT TRUNK ARMORING USING PLATES 3.18-3 AND 3.18-4. yW 3. d - 1.5 TUXES THE MAIDMUM SCONE DIAMETER, BUT NOT SCALE LESS THAN 6 INCHES. TRIANGULAR BOARD FENCE Dripps Phinney Driveway As Shown Source: Va. DSWC Plate 3.18-1 Source: Va. DSWC Plate 3.38-2 6152 Plank Road DATE 3/11/21 Afton, Virginia 22920 DRAWN CHK'D JLE WDR III - 157 III - 401 ACCUPOINT SURVEYING &DESIGN 6200 Fort Avenue, Lynchburg, Virginia 24502 ESC-3 POST ANALY DRAINF TOTAL GRASS WOOD: SCATTE IMPER\ GRAVE COMPC COMPC POST ANALY: DRAIN/ TOTAL GRASS WOOD; SCATTI IMPER\ GRAVE COMPC COMPC TIME OF CONCENTRATION AND FLOW SUMMARY TABLE FOR PRE DEVELOPMENT AREAS ANALYZATION POINT/FEATURE ID PDA 1 ON PDA 1 OFF POA 1 POA 9 ON PDA 9 OFF POA 9 DRAINAGE AREA ID(S) A ON A OFF A BON B OFF B TOTAL DRAINAGE AREA 0.05 1.55 1.60 0.23 0.68 0.91 COMPOSITE CN 65.80 1 66.90 66.8 64.8 60.4 61.5 COMPOSITE C 0.42 0.46 0.46 0.41 0.37 0.38 TOTAL Tc 5.00 5.00 5.00 5.00 5.00 5.00 INTENSITY 2 YR INTENSITY 4.84 4.84 4.84 4.84 4.84 4.84 10 YR INTENSITY 6.44 6.44 6.44 6.44 6.44 6.44 RATIONAL FLOWS DESIGN FLOW (2 YEAR) 0.10 3.45 3.56 0.46 1.20 1.66 DESIGN FLOW (10 YEAR) 0.14 4.59 4.74 0.61 1.60 2.21 DESIGN FLOW (1 IN/HR) SCS FLOWS DESIGN FLOW (1 YEAR) 0.05 1.61 1.64 0.20 0.34 0.53 DESIGN FLOW (2 YEAR) 0.08 2.68 2.74 0.34 0.70 1.04 DESIGN FLOW (10 YEAR) 0.20 6.36 6.54 0.87 2.09 2.96 TIME OF CONCENTRATION AND FLOW SUMMARY TABLE FOR POST DEVELOPMENT AREAS ANALYZATION POINT/FEATURE ID P_1 POA 1 DROP INLET 2 DROP INLET 1 LS-1 PDA 3 VG-1 VG-2 LS-2 VG-3 VG-4 EX. GRATE VG-6 TRENCH DRAIN VG-5 OP-6 PDA 2 PDA 4 PDA 5 PDA 6 PDA 7 PDA 8 POA 9 DRAINAGE AREA ID(S) A B A+B C D C+D E F E+F G H I J K L G+H M N O P E+F+P Q R TOTAL G+H+I+J+K+L+S ON AND OFF TOTAL DRAINAGE AREA 1.41 0.08 1.49 0.22 0.56 0.78 0.10 0.22 0.32 0.20 0.04 0.017 0.018 0.008 0.016 0.240 0.25 0.06 0.03 0.07 0.39 0.02 0.01 0.682 COMPOSITE CN 65.8 91.1 67.2 62.7 57.3 58.8 71.5 61.6 64.7 58.3 88.8 98.0 81.3 98.0 66.8 63.4 62.5 67.2 61.0 61.0 64.0 61.0 61.0 63.9 COMPOSITE C 0.44 0.80 0.46 0.39 0.32 0.34 0.51 0.37 0.4 0.33 0.76 0.90 0.67 0.90 0.44 0.40 0.37 0.44 0.35 0.35 0.35 0.35 0.35 0.42 TOTAL Tc 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 INTENSITY 2 YR INTENSITY 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 4.84 10 YR INTENSITY 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 6.44 RATIONAL FLOWS DESIGN FLOW 2 YEAR 2.98 0.31 3.32 0.42 0.86 1.28 0.25 0.39 0.64 0.32 0.15 0.07 0.06 0.03 0.03 0.46 0.45 0.13 0.05 0.12 0.66 0.03 0.02 1.39 DESIGN FLOW (10 YEAR) 3.96 0.41 4.41 0.55 1.15 1.71 0.33 0.52 0.84 0.43 0.20 0.10 0.08 0.05 0.05 0.62 0.60 0.17 0.07 0.16 0.88 0.05 0.02 1.84 DESIGN FLOW (1 IN/HR) 0.27 0.13 SCS FLOWS DESIGN FLOW (1 YEAR) 1.59 0.30 0.17 0.06 0.02 0.30 0.01 0.01 0.53 DESIGN FLOW (2 YEAR) 2.62 0.68 0.31 0.11 0.03 0.55 0.02 0.01 0.95 DESIGN FLOW (10 YEAR) 6.19 2.21 0.85 0.25 0.10 1.42 0.06 0.03 2.47 STORM SEWER / CULVERT SUMMARY TABLE DRAINAGE PIPE PROP. PROP. PROP. PROP. PROP. PROP. PROP. PROP. PROP. EXIST. EXIST. PROP. PROP. PROP. PROP. EXIST. ID P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 P-11 P-12 P-13 P-14 P-15 P-16 TYPE CULVERT STORM STORM STORM STORM STORM STORM STORM STORM STORM STORM STORM STORM STORM Trench Drain STORM LOCATION Entrance Drop Inlet 2 Drop Inlet 1 Inlet VG-1 Inlet VG-2 Outlet from VG-3 Outlet from VG-3 Inlet VG-3 Inlet VG-4 Outlet To Outlet Pipe VG-6 VG-5 Trench Drain Trench Drain Ex. Grate PIPE DIAMETER 15" 8" 8" 8" 8" 8" 8" 8" 8" 6" 6" 6" 6" 6" 8" 4" PIPE LENGTH 60 74 57 56.75' 96.25' 91 37 17 14 71 12 3 12 3 12 19 PIPE SLOPE 5.00% 3.92% 8.77% 15.79% 4.67% 12.90% 2.00% 1.59% 1.86% 10.94%+- 10.92%+- 0.5% min. 0.50% 28.33%+- 0.50% 7.89%+- PIPE MATERIAL RCP PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC CONCRETE PVC PIPE OWNERSHIP PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE UPSTREAM STRUCTURE TOP ELEVATION n/a 842.40' 847.50' 832.49+- 827.55+- n/a n/a 821.58+- 821.19+- n/a n/a 817.94+- 817.94' 818.24' 818.24' 817.68+- UPSTREAM INVERT ELEV. (FEET) 847.50' 840.90' 846.00' 829.96' 825.49' 817.74' 818.48' 818.75' 819.11' 815.5'+- 816.81'+- 816.87' 817.03' 817.66' 817.72' 817.0' DOWNSTREAM INVERT ELEVATION (FEET) 844.50' 838.00' 841.00' 821.0' 821.0' 806.0' 817.74' 818.48' 818.85' 807.73' 815.5'+- 816.81'+- 816.97' 816.81'+- 817.66' 815.50' DESIGN FLOW FROM 10 YEAR (CFS) (Does not include bypass flows) 3.96 1.71 1.15 0.33 0.52 0.63 0.63 0.63 0.20 0.28 0.18 0.13 0.05 0.05 0.05 0.10 DESIGN FLOW FROM 10 YEAR (CFS)FROM STORM CALCS N/A 1.68 1.15 0.33 0.52 0.60 0.60 0.61 0.20 0.29 0.18 0.14 0.05 0.05 0.06 0.12 DISHCHARGE VELOCITY 10 YEAR (FPS) I 3.67 5.66 4.14 3.08 3.77 1.71 3.12 3.11 1.50 3.28 1.69 1.69 1.49 0.67 0.56 1.52 END TREATMENT aired End Secti Projecting n/a Projecting Projecting Projecting n/a n/a n/a Projecting n/a n/a n/a n/a n/a n/a OUTLET PROTECTION OP-1 OP-2/LS-1 n/a OP-4/LS-2 OP-5/LS-2 Existing OP n/a n/a n/a OP-10 n/a n/a n/a n/a n/a n/a VALLEY GUTTER CHANNEL CALCULATIONS ID VG-1 VG-2 VG-3 VG-4 VG-5 VG-6 DESIGN FLOW (2 YEAR) (CFS) 0.25 0.39 0.32 0.15 0.03 0.06 DESIGN FLOW (10 YEAR) (CFS) 0.33 0.52 0.43 0.20 0.05 0.08 BOTTOM WIDTH (FT) 0 0 0 0 0 0 CHANNEL DEPTH (FT) 0.3 0.3 0.3 0.3 0.3 0.3 SIDE SLOPES (x : 1) 2.25 2.25 2.25 2.25 2.25 2.25 CHANNEL SLOPE (MAX. FOR VELOCITY)(FT/FT) 0.100 0.090 0.100 0.100 0.100 FLOW VELOCITY (2 YEAR) (FPS) 5.59 5.92 4.96 3.61 4.03 CHANNEL SLOPE (MIN. FOR DEPTH) (FT/FT) 0.100 0.090 0.100 0.100 0.100 DESIGN WATER DEPTH (10 YEAR) 0.16 M5.66 0.18 0.13 0.08 0.09 LINING MATERIAL CONCRETE COCONCRETE CONCRETE CONCRETE CONCRETE MANNING'S "n" 0.014 0.014 I 0.014 0.014 0.014 Culvert Report Hydraflmv Express Extension for Autodesk® Civil 3D® by Aulodeek, Inc. Wednesday, Feb 242021 P-1 Invert Elev On (ft) = 844.50 Calculations Pipe Length (ft) = 60.00 Orrin (cfs) = 3.96 Slope (%) = 5.00 Climax (cfs) = 3.96 Invert Elev Up (ft) = 847.50 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 3.96 No. Barrels = 1 Qpipe (cfs) = 3.96 n-Value = 0.013 Oovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc On (ft/s) = 3.67 Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 4.74 Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL On (ft) = 845.53 HGL Up (ft) = 848.30 Embankment Hw Elev (ft) = 848.67 Top Elevation (ft) = 850.00 Hw/D (ft) = 0.94 Top Width (ft) = 43.00 Flow Regime = Inlet Control Crest Width (ft) = 5.00 Weir Report Weir Report Weir Report Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Sheet Flow at LS-2 POA 6 Rectangular Weir Crest = Broad Bottom Length (ft) = 13.00 Total Depth (ft) = 0.10 Calculations Weir Coeff.Cw = 2.80 Compute by: Known Q Known Q (cfs) = 0.13 Depth (ft) 1.00 0.50 0.00 -0.50 Weir - W.S. Wednesday, Feb 24 2021 Highlighted Depth (ft) = 0.02 Q (cfs) = 0.130 Area (soft) = 0.30 Velocity (fUs) = 0.43 Top Width (ft) = 13.00 Sheet Flow at LS-2 PDA 6 Hydraflow Express Extension for Autodesk(k) Civil 3D® by Autodesk, Inc. Sheet Flow at POA 2 Rectangular Weir Crest = Broad Bottom Length (ft) = 90.00 Total Depth (ft) = 0.10 Calculations Weir Coeff.Cw = 2.80 Compute by: Known Q Known Q (cfs) = 0.85 Depth (ft) Depth (ft) 1.00 1.00 0.50 r rr -0.50 Length (ft) 0.50 r rr -0.50 Weir - W.S. Monday, Mar 1 2021 Highlighted Depth (ft) = 0.02 Q (cfs) = 0.850 Area (soft) = 2.02 Velocity (fUs) = 0.42 Top Width (ft) = 90.00 Sheet Flow at POA 2 Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Sheet Flow at POA 3 Rectangular Weir Crest - Broad Bottom Length (ft) = 29.00 Total Depth (ft) = 0.10 Calculations Weir Coeff.Cw = 2.80 Compute by: Known Q Known Q (cfs) = 2.21 Depth (ft) Depth (ft) 1.00 1.00 0.50 0.00 -0.50 Length (ft) 0.50 0.00 -0.50 Weir - W.S. Monday, Mar 1 2021 Highlighted Depth (ft) = 0.09 Q (cfs) = 2.210 Area (soft) = 2.62 Velocity (fUs) = 0.84 Top Width (ft) = 29.00 Sheet Flow at PDA 3 Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Sheet Flow at POA 4 Rectangular Weir Crest = Broad Bottom Length (ft) = 60.00 Total Depth (ft) = 0.10 Calculations Weir Coeff.Cw = 2.80 Compute by: Known Q Known Q (cfs) = 0.25 Depth (ft) Depth (ft) 1.00 1.00 0.50 0.00 -0.50 Length (ft) 0.50 e rr -0.50 Weir W.S. Weir Report Weir Report Weir Report Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Sheet Flow at POA 5 Rectangular Weir Crest = Broad Bottom Length (ft) = 17.00 Total Depth (ft) = 0.10 Calculations Weir Coeff.Cw = 2.80 Compute by: Known Q Known Q (cfs) = 0.10 Depth (ft) 1.00 0.50 1 -0.50 Weir - W.S. Wednesday, Feb 24 2021 Highlighted Depth (ft) = 0.02 Q (cfs) = 0.100 Area (soft) = 0.28 Velocity (fUs) = 0.36 Top Width (ft) = 17.00 Sheet Flow at PDA 5 Hydraflow Express Extension for AutodeskOO Civil 3D® by Autodesk, Inc. Sheet Flow at POA 6 Rectangular Weir Crest = Broad Bottom Length (ft) = 55.00 Total Depth (ft) = 0.10 Calculations Weir Coeff.Cw = 2.80 Compute by: Known Q Known Q (cfs) = 1.42 Depth (ft) Depth (ft) 1.00 1.00 0.50 0.00 -0.50 Length (ft) 0.50 0.00 -0.50 Weir - W.S. Wednesday, Feb 242021 Highlighted Depth (ft) = 0.04 Q (cfs) = 1.420 Area (soft) = 2.41 Velocity (fUs) = 0.59 Top Width (ft) = 55.00 Sheet Flow at POA 6 Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Sheet Flow at POA 7 Rectangular Weir Crest = Broad Bottom Length (ft) = 28.00 Total Depth (ft) = 0.10 Calculations Weir Coeff.Cw = 2.80 Compute by: Known Q Known Q (cfs) = 0.06 Depth (ft) Depth (ft) 1.00 1.00 0.50 -0.50 Length (ft) 0.50 0.00 -0.50 Weir - W.S. Wednesday, Feb 24 2021 Highlighted Depth (ft) = 0.01 Q (cfs) = 0.060 Area (soft) = 0.23 Velocity (fUs) = 0.26 Top Width (ft) = 28.00 Sheet Flow at PDA 7 Wednesday, Feb 24 2021 Highlighted Depth (ft) = 0.01 Q (cfs) = 0.250 Area (soft) = 0.78 Velocity (fUs) = 0.32 Top Width (ft) = 60.00 Sheet Flow at POA 4 Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Sheet Flow at POA 8 Rectangular Weir Crest = Broad Bottom Length (ft) = 31.00 Total Depth (ft) = 0.10 Calculations Weir Coeff.Cw = 2.80 Compute by: Known Q Known Q (cfs) = 0.03 Depth (ft) Depth (ft) 1.00 1.00 0.50 0.00 -0.50 Length (ft) 0.50 0.00 -0.50 Weir - W.S. Depth (ft) 1.00 0.50 0.00 -0.50 Length (ft) Wednesday, Feb 24 2021 Highlighted Depth (ft) = 0.00 Q (cfs) = 0.030 Area (soft) = 0.15 Velocity (fUs) = 0.20 Top Width (ft) = 31.00 Sheet Flow at POA 8 Depth (ft) 1.00 0.50 0.00 -0.50 Length (ft) OUTLET PROTECTION SUMMARY TABLE (Refer to Details for Actual Dimensions) FEATURE ID OP-1 OP-2 OP-4 OP-5 OP-6 LOCATION P-1 P-2 P-4 P-5 P-6 DESIGN FLOW (10 YEAR) (CFS) 3.96 1.68 0.33 0.52 0.60 TAILWATER DEPTH 0.72 n/a n/a n/a n/a PIPE DIAMETER 15" 8" 8" 8" 8" TAILWATER CONDITION maximum minimum minimum minimum minimum DISCHARGE VELOCITY (fps) 3.67 5.66 3.08 3.77 1.71 RIP RAP GRADATION (d50) (Brown River Rock) 3"-4" 3"-4" 3"-4" 3"-4" 3"-4" APRON LENGTH 6' 6' 6' 6' 6' UPSTREAM APRON WIDTH (FT) 9' 2' 2' 2' 2' DOWNSTREAM APRON WIDTH (FT) 9' 6.67' 6.67' 6.67' 6.67' SIDE SLOPES 1.5:1 n/a n/a n/a n/a APRON DEPTH 12" 12" 12" 12" 1 12" PERMANENT LEVEL SPREADER SUMMARY TABLE (Refer to Details for Actual Dimensions) FEATURE ID LS-1 LS-2 TYPE OF LIP CONCRETE CONCRETE LIP ELEVATION 838.0' 821.0' LENGTH OF LIP 13' 13' DEPTH 12" STONE 12" STONE ENERGY BALANCE FOR CHANNEL PROTECTION AND 10 YEAR PRE/POST SUMMARY FOR FLOOD PROTECTION ENERGY BALANCE CALCULATIONS POA 1 POA 9 TOTAL POST DRAINAGE AREAS POST A ON AND OFF POST G+H+I+J+K+L+S ON AND OFF TOTAL PRE ONSITE DRAINAGE AREA (ACRES) 0.05 0.23 TOTAL POST ONSITE DRAINAGE AREA (ACRES) 0.03 0.17 TOTAL PRE OFFSITE DRAINAGE AREA (ACRES) 1.55 0.68 TOTAL POST OFFSITE DRAINAGE AREA (ACRES) 1.46 0.52 P PRECIPITATION (1 YEAR) (INCHES) 3.06 3.06 IF (0.80 IF > 1 AC) (0.90 IF <1 AC - OVERALL DISTURBED AREA) 0.90 0.90 CN PRE (ONSITE) 65.8 64.8 S PRE (ONSITE) S=(1000/CN PRE ON)-10 5.20 5.43 RV PRE ONSITE (1 YEAR) (RUNOFF DEPTH) (INCHES) RV PRE ON=((P-0.2*S)^2)/(P+0.8*S) 0.57 0.53 RV PRE (RUNOFF VOLUME) (CUBIC FEET) RV PRE ON=(RV PRE ON*ACRES)/12*43560 102.65 439.12 CN POST (ONSITE) 67.2 71.5 S POST (ONSITE) S=(1000/CN POST ON)-10 4.88 3.99 RV POST OIN ITE (1 YEAR (RUNOFF DEPTH) (INCHES) RV POST ON=((P-.02*S)^2/(P+0.8*S) 0.62 0.82 RV POST (RUNOFF VOLUME) (-CUBIC FEET) RV POST ON= (RV POST ON*ACRES)/12*43560 67.89 505.65 CN PRE (OFFSITE) 66.9 60.4 S PRE (OFFSITE) S=(1000/CN PRE ON)-10 4.95 6.56 RV PRE OFFSITE (1 YEAR) (RUNOFF DEPTH) (INCHES) RV PRE OFF=((P-0.2*S)^2)/(P+0.8*S) 0.61 0.37 RV PRE (RUNOFF VOLUME) (CUBIC FEET) RV PRE OFF=(RV PRE OFF*ACRES)/12*43560 3,436.77 908.92 CN POST (OFFSITE) 67.2 61.5 S POST (OFFSITE) S=(1000/CN POST ON)-10 4.88 6.26 RV POST OFFSITE (1 YEAR) (RUNOFF DEPTH) (INCHES) RV POST OFF=((P-.02*S)^2/(P+0.8*S) 0.62 0.41 RV POST (RUNOFF VOLUME) (-CUBIC FEET) RV POST OFF= (RV POST OFF*ACRES)/12*43560 3,304.22 764.75 PRE Q (1 YEAR) (ONSITE) (CFS) 0.05 0.20 PRE Q (1 YEAR) (OFFSITE) (CFS) 1.61 0.34 ALLOWABLE POST Q (1 YEAR) (CFS) Q1 ALW=PRE Q*(RV PRE on/RV POST on)*(IF)+PRE Q OFF*(RV PRE off/RV POST off) 1.73 0.56 POST Q (1 YEAR) (CFS) (TOTAL ONSITE AND OFFSITE) 1.59 0.53 END RESULT (CHANNEL PROTECTION) POST<ALLOWABLE OK POST<ALLOWABLE OK PRE Q 2 YEAR CFS 2.74 1.04 POST Q 2 YEAR CFS 2.62 0.95 END RESULT (FLOOD PROTECTION) POST < PRE OK POST < PRE OK PRE Q 10 YEAR CFS 6.54 2.96 POST Q 10 YEAR CFS 6.19 2.47 END RESULT (FLOOD PROTECTION) POST < PRE OK POST < PRE OK TYPE OF FLOW CONCENTRATED CONCENTRATED STORMWATER CONVEYANCE SYSTEM TYPE MANMADE STORMWATER CONVEYANCE CHANNEL NATURAL STORMWATER CONVEYANCE CHANNEL Hydrograph Return Period Re CVraflow Hydrographs Extension for Autodesk® Civil 3D0 by Autodesk, Inc. v2021 Hyd. Hydrograph Inflow Peak Outflow Ids) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff --- 0.047 0.080 -------- 0.196 ----- - PRE POA 1 ON 2 SCS Runoff --- 1.606 2.676 6.361 PRE POA 1 OFF 3 SCS Runoff --- 1.643 2.744 - 6.541 PRE POA 1 4 SCS Runoff --- 0.195 0.343 --- 0.867 PRE POA 9 ON 5 SCS Runoff ----- 0.337 0.699 ------------ 2.093 PRE POA 9 OFF 6 SCS Runoff 0.528 1.038 -------- 2.958 ---- - PRE POA 9 7 SCS Runoff ---- 1.585 2.623 -------- 6.186 POST POA 1 8 SCS Runoff ----- 0.165 0.311 -------- 0.852 - POST POA 2 9 SCS Runoff ----- 0.298 0.683 ------- 2.207 POST POA 3 10 SCS Runoff ---- 0.064 0.106 -- 0.249 ----- POST POA 4 11 SCS Runoff --- 0.016 0.033 -- ------ 0.095 POST POA 5 12 SCS Runoff --- 0.304 0.548 -- ----- 1.421 POST POA 6 13 SCS Runoff --- 0.011 0.022 -- ----- 0.063 POST POA 7 14 SCS Runoff ----- 0.005 0.011 -- ------ 0.032 POST POA 8 15 SCS Runoff ----- 0.527 0.951 ------ 2,474 POST POA 9 Proj. file: Dripps Phinney Pre and Post Calcs.gpw Thursday, 03 / 4 / 2021 STORMWATER CALCULATIONS Dripps Phinney Driveway 6152 Plank Road Afton, Virginia 22920 SCALE As Shown DATE 3/11/21 DRAWN CH 'D ACCUPOINT SURVEYING &DESIGN 6200 Fort Avenue, Lynchburg, VA 24502 ESC-6 Page 1 Inlet Report Page 1 Page 1 Storm Sewer Summary Report Pagel I Storm Sewer Tabulation Line Line to Flow Line Line Line Invert Imi Line HGL HGL Minor HGL one Junction No. rate SW shape length EL on EL Up Slope Down Up loss Junct Line Type (cls) (in) (lit) (ft) 00 (%) (ft) (ft) (ft) Ift) No. 1 P-2 1.26 8 Cir 74.ODO 838.00 840.90 3.919 538.53 841.43 0.26 841.43 End DropGrate 2 P-3 0.87 8 Cir 57.ODO 841.00 846.00 8.772 841.43 846.44 0.19 848.44 1 DmpGmte 3 P-4 0.25 8 Cir 56.750 821.00 829.96 15.789 B21.23 830.19 nta 830.19j End Grate 4 P-5 0.39 8 Cir 96,250 821.00 825.49 4.665 821.28 825.78 Ns 825.78 End Grate 5 P-6 0.44 8 Cir 91.000 806.00 817.74 12,901 808.31 818.05 nta 818.05j End None 6 P-7 0.45 8 Cir 37.ODO 817.74 818.48 2.000 818.05 818.79 We 818.79 5 Now 7 P-8 0.45 8 Cir 17.000 818.48 818.75 1.588 B18.79 819.06 nta 819.08 6 Grate 8 P-9 0.15 8 Cir 14.000 818.85 819.11 1.857 819.06 819.29 We 819.29j 7 Grate 9 P-10 0.21 6 Cir 71.ODO 807.73 815.50 10.944 807.96 815.73 We 815.73 End None 10 P-11 0.13 6 Cir 12.0DO 815.60 816.81 10.917 816.73 816.99 his 816.99J 9 None 11 P-12 oAo 6 Cir 3.000 816.81 816.87 2.000 816.99 817.03 Ns 817.03j 10 Grate 12 P-13 0.04 6 Cir 12.ODO 816.97 817.03 0.500 817.07 817.13 0.03 817.16 11 Grate 13 P-14 0.04 6 Cir 3.000 816.81 817.66 28.333 816.99 817.76 We 817.76j 10 None 14 P-15 0.04 8x8 BOX 12.0DO 817.66 817,72 0.500 817.79 817.80 0.01 817.81 13 DropGrate 15 P-16 0.09 4 Cir 19.000 815.50 817.00 7.895 515.73 817.16 Ida 817.16j 9 DropGrate Project File: Ddppe Phinney Storm Sewerstm Number of lines: 15 Run Date: 3/4/2021 NOTES: Return period = 2 Yrs. ; j - Line contains hyd. jump. Storm Sewer Summary Report scam Sewer, r2021.00 Station Len Dmg Area Rnoff Area x C Te Rain Total Cep Val Pipe Invert Elav HGL Elev Grind / Rim Elev Line ID coaff (1) now fun Line 7a Incr Total Incr Total Inlet Syst Size Slops on Up on Up on Up Line (ft) (ac) list) (C) (min) (min) (Inthr) (eb) (cfs) (Ws) (in) (%) (ft) (M lift) (ft) (lit) (ft) 1 End 74.000 0.22 0.78 0.39 0.09 0.27 5.0 5.4 4.7 1.26 2.59 4.22 8 3.92 838.00 840.90 838.53 841.43 0.00 842.40 P-2 2 1 57.000 0.56 0.56 0.32 0.18 0.18 5.0 5.0 4.8 0.87 3.88 3.59 8 8.77 041.00 846.00 541.43 846.44 842.40 847.50 P-3 3 End 56.750 0.10 0.10 0.51 0.05 0.D5 6.0 5.0 4.8 0.25 5.20 2.32 8 15.79 821.00 829.96 821.23 830.19 0.00 832.49 P4 4 End 96.250 0.22 0.22 0.37 0.D8 0.08 5.0 5.0 4.8 0.39 2.83 2.76 8 4.66 821.00 825.49 821.28 825.78 0.00 827.55 P-5 5 End 91,000 0.00 0.24 0.00 0.00 0.10 5.0 6.2 4.6 0.44 4.70 2.02 8 12.90 806.00 817.74 808.31 818.D5 0.00 0.00 P-6 6 5 37.000 0.00 0.24 0.00 0.00 0.10 5.0 5.8 4.7 0.45 1.85 2.81 8 2.00 817.74 818.48 818.05 818.79 0.00 0.00 P-7 7 6 IT000 0.20 0.24 0.33 O.D7 0.10 5.0 5.6 4.7 0.45 1.65 2.81 8 1.59 818.48 818.75 818.79 819.06 0.00 821.58 P-8 8 7 14,000 0.04 0.04 0.76 0.03 0.03 6.0 5.0 4.8 0.15 1.78 1.76 8 1.86 818.85 819.11 819.08 819.29 821.68 821.19 P-9 9 End 71.000 0.00 0.07 0.00 0.00 0.05 5.0 7.5 4.3 0.21 2.01 2.38 8 10.94 807.73 815.50 807.96 515.73 0.00 0.00 P-10 10 9 12.000 0.00 0.05 0,00 0.DO 0.03 5.0 7.3 4.3 0.13 2.01 1.80 6 10.92 815.50 816.81 815.73 816.99 0.00 0.00 P-11 11 10 3.000 0.02 0.04 0.67 0.01 0.02 6.0 6.0 4.6 0.10 0.86 1.74 6 2.00 816.81 816.87 816.99 817A3 0.00 817.94 P-12 12 11 12.000 0.02 0.02 0.42 0.D1 0.01 5.0 6.0 4.8 0.04 0.43 1.38 6 0.50 816.97 817.03 817.07 817.13 817.94 817.94 P-13 13 10 3.000 0.00 0.01 0.00 0.00 0.01 5.0 7.0 4.4 0.04 3.23 1.05 6 28.33 616.81 817.66 816.99 817.76 0.00 817.94 P-14 14 13 12.000 0.01 0.01 0.90 0.D1 0.01 5.0 5.0 4.8 0.04 1.18 0.65 8 0.50 817.88 817.72 817.79 817.80 817.94 818.24 P-15 x8b 15 9 19,000 0.02 0.02 0.90 0.02 0.02 5.0 6.0 4.8 0.09 0.56 1.70 4 7.89 815.60 817.00 815.73 817.16 0.00 817.68 P-16 Project File: Dripps Phinney Stonn Sewerstm Number of lines: 15 Run Date: 3/4/2021 NOTES:Intensity = 57.75 / (Inlet time+ 12.50) A 0.87; Return period =Ym. 2 ; e = cir e = ellip b = box Page 1 Storm Sewer Tabulation Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL ones Junction No, rile size shape length EL on EL Up Slope Down Up low Junct Line Type (cls) (in) (ft) (ftl (ft) 1%) (ft) lift) Ift) (ft) No. 1 P-2 1.68 8 Cir 74.000 838.00 840.90 3.919 838.53 841.60 n/a 841.60 End DropGrate 2 P3 1.15 8 Cir 57.000 841.D0 846.00 8.772 841.50 846.51 n/a B46.51 1 DropGrate 3 P-4 0.33 8 Cir 56.750 821.00 829.96 15.789 821.23 530.23 0.10 530.23 End Grate 4 P-5 0.52 8 Cir 96.250 S21.DO 825.49 4.665 821.28 825.83 We 825.83 End Grate 5 P-6 0.60 8 Cir 91.000 806.00 817.74 12.901 808.31 818.10 n/a 818.10j End Nona 6 P-7 0.60 8 Cir 37.000 817.74 818.48 2.000 818.10 818.85 0.11 818.85 5 None 7 P-8 0.61 8 Cir 17.000 818.48 818.75 1.588 818.85 819.12 n/a 819.12 6 Grate 8 P-9 0.20 8 Cir 14.000 818.86 819.11 1.857 819.12 819.31 n/a 819.31 j 7 Grate 9 P-10 0.29 6 Cir 71.000 807.73 815.50 10.944 807.96 815.77 n/a 815.77 End None 10 P-11 0.18 6 Cir 12.000 815.50 816.81 10.917 815.77 817.02 n/a 817.02j 9 None 11 P-12 0.14 6 Cir 3.000 816.81 816.87 2.000 817.02 817.05 n/a 817.D5j 10 Grate 12 P-13 0.05 6 Cir 12.000 816.97 817.03 0.500 817.09 817.15 n/a 817.18j 11 Grate 13 P-14 0.05 6 Cir 3.000 816.31 517.66 28,333 817.02 517.77 We 817.77j 10 None 14 P-15 0.06 8x8 Box 12.0D0 817.66 817.72 0.500 817.81 817.83 0.01 817.84 13 DropGrate 15 P-16 0.12 4 Cir 19.000 815.50 817.00 7.895 815.77 817.19 n/a 817.19j 9 DropGrate Project File: Dripps Phinney Storm Sewecstm Number of lines: 15 Run Date: 3/4/2021 NOTES: Return period = 10 Yrs. ; j - Line contains hyd. jump. starrn sewers v2021.01) storm sewers v4021.00 Line Inlet ID Q= Q Q Q Jura Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line Ht L Area L W So W Sur Sx n Depth Spread Depth Spread Depr No (cfs) (cf+) (eb) (cfs) (in) [ft) (split) (ft) (ft) (fffft) (it) (ItHo (ti/ft) lift) Ift) (ft) (ft) (in) 1 DI-2 0.41 0.00 0.41 0.00 DrGrt 0.0 0.00 1.88 1.94 1.94 ag 2.00 0.500 0.500 0.000 0.07 2.27 0.07 2.27 0.0 Dff 2 DI-1 0.87 0.00 0.87 0.00 DrGrt 0.0 0.00 3.13 2.50 2.50 ag 2.00 0.500 0.500 0.000 0.09 2.88 0.09 2.88 0.0 off 3 VG-1 0.25 0.00 0.25 0.00 Grate 0.0 0.00 0.00 1.50 1.09 .100 1.50 0.222 0.042 0.013 0.13 0.57 0.D0 0.00 0.0 4 VG-2 0.39 0.00 0.37 0.02 Grate 0.0 0.00 0.00 1.50 1.09 .100 1.50 0.222 0.001 0.013 0.15 0.68 0.05 0.23 0.0 5 0.00 0.00 0.00 0.00 Now 0.0 0.00 0.00 0.00 0.00 g 0.00 0.000 0.000 0.000 0.00 0.00 D.00 0.00 0.0 off 6 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 ag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 off 7 VG-3 0.32 0.02 0.33 0.01 Grate 0.0 0.D0 0.00 1.50 1.09 .100 1.50 0.222 0.001 0.013 0.14 0.64 0.04 0.18 0.0 12 8 VG4 0.16 0.00 0.15 0.00 Grate 0.0 0.00 0.00 1.50 1.09 .100 1.60 0.222 0.021 0.013 0.10 0.47 0.00 0.00 0.0 11 9 0.00 0.00 0.00 0.00 Now 0.0 0.00 0.00 0.00 0.00 ag 0.00 0000 0.000 0.000 0.00 0.00 D.00 0.00 0.0 10 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 g 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Dif 11 VG-8 0.00 0.00 0.06 0.00 Grate 0.0 0.00 0.00 1.50 1.09 .100 1.50 0.222 0.001 0.013 0.08 0.35 D.DO 0.00 0.0 15 12 VG-5 0.04 0.01 0.05 0.00 Grate 0.0 0.D0 0.00 1.50 1.09 .100 1.50 0.222 0.001 0.013 0.07 0.32 D.00 0.00 0.0 is 13 0.00 0.00 0.00 0.00 None 0.0 0.DO 0.00 0.00 0.00 g 0.00 0.000 0.000 0.000 0.00 0.00 D.00 0.00 0.0 DIf 14 TD 0.04 0.00 0.D4 0.00 DrOrt 0.0 0.00 0.00 1.50 1.09 .110 1.D0 0.100 0.100 0.013 0.04 1.82 0.04 1.82 0.0 15 15 EX DI 0.09 0.00 0.09 0.00 DrGrt 0.0 0.00 3.51 2.66 2.85 2.00 0.350 0.350 0.000 0.02 2.76 0.02 2,76 0.0 Dif Project File: Dripps Phinney Stom1 Sewerstm Number of lines: 15 Run Date: 3/4/2021 NOTES: Inlet N-Values = 0.016; Intensity = 57.751 (Inlet time + 1250) A 0.87; Return period = 2 Yrs. ; ' Indicates Known Q added. All curb inlets arc Hartz throat. Pagel I Inlet Report Station Len Dmg Area Rnoff Area x C Tc Rain Total Cap Vol Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID cm if (1) flow full Line Incr Total Incr Total Inlet Syst Sim Slope Dn Up Dn Up Dn Up F (lit) (ac) (ac) (C) (min) (min) (Inthr) (cis) (cfs) (ftle) (in) I%) (it) (to (ft) (rt) (ft) [ft) 1 End 74.ODO 0.22 0.78 0.39 0.09 0.27 5.0 5.3 6.4 1.68 2.59 5.38 8 3.92 838.00 540.90 538.53 841.50 0.00 842.40 P-2 2 1 57.000 0.56 0.56 0.32 0.18 0.18 5.0 5.0 6.4 1.15 3.88 4.09 8 8.77 841.00 846.00 841.50 846.51 842.40 847.50 P3 3 End 56.750 0.10 0.10 0.51 0.05 0.05 5.0 5.0 6.4 0.33 5.20 2.80 8 15.79 821.00 829.96 821.23 830.23 0.00 832.49 P-4 4 End 96.250 0.22 0.22 0.37 0.08 0.08 5.0 5.0 6.4 0.52 2.83 3.35 8 4.66 821.00 825.49 821.28 825.83 0.00 827.55 P5 5 End 91.000 0.00 0.24 0.00 0.00 0.10 5.0 5.9 6.2 0.60 4.70 2.39 8 12.90 806.00 817.74 808.31 818.10 0.00 0.00 P5 6 5 37.000 0.00 0.24 0.00 0.00 0.10 5.0 5.6 6.3 0.60 1.85 3.10 8 2.00 817.74 818.48 818.10 818.85 0.00 0.00 P-7 7 6 17.000 0.20 0.24 0.33 0.07 0.10 5.0 5.4 6.3 0.61 1.65 3.10 8 1.59 818.48 818.75 818.85 819.12 0.00 821.58 P-8 8 7 14.000 0.04 0.04 0.76 0.03 0.03 5.0 5.0 6.4 0.20 1.78 1.84 8 1.86 818.85 319.11 819.12 819.31 821.58 821.19 P-9 9 End 71.000 0.00 0.07 0.00 0.00 0.05 5.0 6.9 5.9 0.29 2.01 2.97 6 10.94 807.73 815.50 807.96 815.77 0.00 D.00 P-10 10 9 12.000 0.00 0.05 0.00 0.00 0.03 5.0 6.7 6.0 0.18 2.01 1.99 6 10.92 815.50 816.81 815.77 817.02 0.00 D.00 P-11 11 10 3.000 0.02 0.04 0.67 0.01 0.02 5.0 5.7 6.2 0.14 0.86 1.89 5 2.00 816.81 316.87 817.02 817.05 0.00 817.94 P-12 12 11 12.000 0.02 0.02 0.42 0.01 0.01 5.0 5.0 6.4 0.05 0.43 1.49 6 0.50 816.97 817.03 817.D9 817.15 817.94 817.94 P-13 13 10 3.000 0.00 0.01 0.00 0.00 0.01 5.0 6.5 6.0 0.05 3.23 1.14 6 28.33 816.81 817.68 817.02 817.77 0.00 817.94 P-14 14 13 12.000 0.01 0.01 0.90 0.01 0.01 5.0 5.0 8.4 0.06 1.18 0.70 8 0.50 817.66 817.72 817.81 817.83 817.94 818.24 P-15 x8b 15 9 19.000 0.02 0.02 0.90 0.02 0.02 5.0 5.0 6.4 0.12 0.58 1.89 4 7.89 815.50 817.00 515.77 817,19 0.00 017.68 P-16 Project File: Dripps Phinney storm Sewer.stm Number of lines: 15 Run Date: 3/4/2021 NOTES:Intensity = 63.80 / (Inlet time + 12.40) A 0.80: Return period =Yrs. 10 ; c = dr e = ellip b = box storm a. v2021.00 2/22/2021 Precipitation Frequency Data Server 2/22/2021 Precipitation Frequency Data Server NOAA Atlas 14, Volume 2, Version 3 �$ NOAA Atlas 14 Volume 2 Version 3 �• Location name: North Garden, Virginia, USA* ° Location name: North Garden, Virginia, USA* Latitude: 37.98190, Longitude:-78.70730 Latitude: 37.9819 , Longitude*-78.7073 Elevation: 817.1 ft** Elevation: 817. Pft� 'source: ESRI Maps `source: ESRI Maps *,,,• m.� " source: USGS source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 ���������� 2 5 10 25 50 100 200 500 1000 0.338 0.403 0.475 0.537 0.606 0.660 0.711 0.759 0.817 0.865 5-min (0.306-0.374) (0.365-0.446) (0.430-0.524) (0.484-0.592) (0.544-0.667) (0.589-0.727) (0.630-0.784) (0.668-0.839) (0.709-0.907) (0.743-0.965) 0.66 10-min 0.4 8 0 597 0.584 0.5713 0.688-0 840 0.7074-0.947 0. 677--1 06 0.938-15.16 1.00 1325 1.06--21.33) 1: 2-21944 1.17-31652 0.675 0.811 0.962 1.09 1.22 1.33 1.43 1.52 1.63 1.71 15-min (0.610-0.746) (0.735-0.896) (0.871-1.06) (0.979-1.20) (1.10-1.35) 1 (1.19-1.47) 1 (1.27-1.58) 1 (1.34-1.68) 1 (1.41-1.81) 1 (1.47-1.91) 30-min 0.836-21 02 1.01 1.24 1.24-31751 1.42--1774 1.63-2.00 1. 9-D221 1.94 2941 2. 8 2661 2. 5 2987 (2.38-3.09) 1.15 1.41 1.75 2.05 2.41 2.72 3.01 3.32 3.71 4.04 60-min (1.04-1.28) (1.27-1.55) (1.59-1.94) (1.85-2.26) (2.17-2.66) (2.42-2.99) (2.67-3.32) (2.92-3.66) (3.224.12) (3.474.51) 1. 3.76 2-hr (1.23--31655) (1.49--61788) (1. 8 2035) (2.21 2877) (2.619530) (2.95 3575) (3. 94 20) (3.63 4968) (4. 85736) (4.455694) 3-hr 1.35--1.71 1.63 2307 2. 4 2059 2.39 3004 2. 5 3?63 3. 24 13 3. 94.4 3.97 5019 4.475595 4.886161 6-hr 6412 1.76 2621 2. 2 2767 2.63 3532 3. 8 3891 3. 8 4870 4. 95038) 4.71 5. 5 6.92 5.99 8.08 (6.64a9.11 2.50 3.02 3.76 4.46 5.43 6.29 7.23 8.27 9.80 11.2 12-hr (2.23-2.85) 11 (2.69-3.43) 1 (3.34-4.28) 1 (3.94-5.06) 11 (4.75-6.15) 1 (5.44-7.12) 1 (6.17-8.19) 6.95-9.38) 1 (8.06-11.2) 1 (9.03-12.8) 3.06 3.70 4.72 5.57 6.82 7.88 9.06 10.4 12.3 13.9 24-hr (2.75-3.42) 11 (3.334.14) 1 (4.23-5.28) 1 (4.97-6.22) 11 (6.05-7.60) 1 (6.95-8.77) 1 (7.91-10.1) (8.94-11.5) (10.4-13.7) 1 (11.7-15.5) 3.60 4.36 5.53 6.50 7.89 9.05 10.3 11.7 13.7 15.3 2-day 3.244.02 3.934.87 4.97-6.17 5.82-7.24 7.02-8.77 7.99-10.0 9.03-11.5 10.1-13.0 11.7-15.3 13.0-17.2 3.83 4.64 5.89 6.91 8.37 9.60 10.9 12.4 14.5 16.2 3 day (3.484.26) (4.21-5.16) (5.32-6.54) (6.23-7.66) (7.51-9.27) (8.55-10.6) 4.07 4.92 6.24 7.31 8.86 10.2 11.5 13.1 15.2 17.1 4 day (3.714.50) (4.49-5.45) (5.67-6.90) (6.63-8.07) (8.00-9.78) (9.11-11.2) (10.3-12.7) (11.5-14.4) (13.3-16.8) (14.8-18.9) 7 ay F7 ay 4.72 (4.32-5.17) 5.68 5.21-6.22) 7.10 (6.49-7.77) 8.25 (7.53-9.03 9.89 8.98-10.8) 11.2 10.2-12.3) 12.7 (11.4-13.9 14.2 (12.7-15.6) 16.5 (14.5-18.1 16.3 (15.9-20.2) 10 day q 935682 5. 26 98 7. 8 8360 8.37 9.90 9.85-181.7 11 0-13.2 12.3- 4.7 13.5-16.4 15.2- 8.7 16.17- 0.7 7.03 8.38 10.1 11.5 13.3 14.7 16.2 17.7 19.7 21.3 20 day (6.55-7.57) 11 (7.82-9.01) 1 (9.41-10.9) 1 (10.6-12.3) 11 (12.3-14.3) 1 (13.6-15.8) 1 (14.9-17.4) 1 (16.2-19.1) 1 (17.9-21.3) 1 (19.2-23.1) 30 day (8 9 9322 95 9- 0.9 11 3-12.9 12.6-14.4 14.3- 6.4 15.6-17.9) 16.8-19.3 17.9- 0.8 19.5 2.7 20.6Z24.2 10.8 12.7 14.8 16.4 18.4 19.9 21.4 22.8 24.6 25.9 45 day (10.1-11.5) 11 (12.0-13.5) 1 (14.0-15.8) 1 (15.4-17.4) 11 (17.3-19.6) 1 (18.7-21.2) 1 (20.0-22.8) 1 (21.2-24.3) 1 (22.8-26.3) 1 (23.9-27.7) 12.7 14.9 17.1 18.8 20.9 22.5 23.9 25.3 27.1 28.4 60-day (12.0-13.4) (14.1-15.7) (16.2-18.1) (17.7-19.9) (19.7-22.1) (21.1-23.7) (22.5-25.3) (23.7-26.9) (25.3-28.8) (26.4-30.2) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 4.06 4.84 5.70 6.44 7.27 7.92 8.53 9.11 9.80 10.4 5-min 11 (3.674.49) 1 (4.385.35) 1 (5.16-6.29) 1 (5.81-7.10) 1 (6.53-8.00) 1 (7.07-8.72) 1 (7.56-9.41) 1 (8.02-10.1) 11 (8.51-10.9) 1 (8.92-11.6) 10-min 2 93 3458 3. 0-4.28 4.85?04 4.64 5.68 5. 0 6038 5.63 6.95 6.01 7848) 6. 5-27298 6.73 8561 7.02 9.12 15-min 2 4 2098 2.94-3.58 3. 84 25 3. 24.79 4. 0-5039 4. 55?86 5.06 6130 5.34 6771 5. 5 722 5.8887.63 1.85 2.24 2.73 3.15 3.63 4.01 4.37 4.73 5.17 5.53 30-min (1.67-2.05) 11 (2.03-2.48) 1 (2.47-3.02) (2.84-3.47) 3.25-3.99) 1 (3.584.41) 1 (3.884.82) 1 (4.16-5.22) 11 (4.49-5.75) 1 (4.76-6.18) 60-min 1. 4-11528 1.27-41155 1.59 1594 1. 5-D2526 2.127 2166 2.42 2?99 2.670.32) 2. 2 3?66 3. 24.12 3.47 4451 0.688 0.837 1.05 1.24 1.48 1.68 1.88 2.09 2.39 2.63 2-hr (0.616-0.774) (0.746-0.938) (0.938-1.18) 1 (1.10-1.38) 1 (1.31-1.65) 1 (1.47-1.87) 1 (1.64-2.10) 1 (1.81-2.34) 11 (2.04-2.68) 1 (2.22-2.97) 3-hr 0.449--0568 0.5430688) (0.6079-0.53) (0. 989901) 1(0.947--1.21) 1 (1.07--21237) 1 (1.20-31755) 1 (1.32--1373) 11 (1.497598 1.63220) 0.328 0.396 0.492 0.581 0.696 0.801 0.909 1.03 1.19 1.34 6-hr (0.294-0.369) (0.354-0.446) (0.439-0.554) (0.515-0.653) (0.615-0.784) (0.699-0.899) (0.786-1.02) (0.876-1.16) (1.00-1.35) 1 (1.11-1.52) 0.208 0.251 0.312 0.370 0.450 0.522 0.600 0.686 0.813 0.929 12-hr (0.185-0.237) (0.224-0.285) (0.277-0.355)1(0.327-0.420)1(0.394-0.510) (0.452-0.591) (0.512-0.680) (0.577-0.779) (0.669-0.927) 1 (0.750-1.06) 0127 0.154 0.197 0.232 0.284 0.328 0.377 0.431 0.512 0.580 24-hr (0.114-0.143) (0.139-0.173) (0.176-0.220) (0.207-0.259) (0.252-0.316) (0.289-0.366) (0.330-0.420) (0.373-0.479) (0.435-0.569) (0.486-0.646) 0.075F 0.091 0.115 0.135 0.164 0.189 0.215 0.243 0.285 0.319 2-day 0.068-0.084 0.082-0.101 0.104-0.129 0.121-0.151 0.146-0.183) 0.166-0.209 0.188-0.239 0.211-0.270 0.244-0.318 0.271-0.358 0.053 0.064 0.082 0.096 0.116 0.133 0.152 0.172 0.201 0.225 3-day 0.048-0.059 0.058-0.072 0.074-0.091 0.086-0.106 0.14-0.129) 0.119-0.148) 0.134-0.168) (0.151-0.190)11(0.174-0.223 0.193-0.251) 0.042 0.051 0.065 0.076 0.092 0.106 0.120 0.136 0.159 0.178 4-day (0.039-0.47) (0.047-0.057) (0.059-0.072) (0.069-0.084) (0.083-0.102) (0.095-0.117) (0.107-0.133) (0.120-0.150) (0.139-0.176) (0.154-0.197) 0.028 0.034 0.042 0.049 0.059 0.067 0.076 0.085 0.098 0.109 7-day (0.026-0.031) (0.031-0.037) (0.039-0.046) (0.45-0.054) 0.0534064) (0.060-0.073) (0.068-0.083) (0.075-0.093) (0.086-0.108) (0.095-0.120) 0.022 0.027 0.033 0.038 F 0.045 0.051 0.057 IF 0.063 0.071 0.079 10-day (0.021-0.024) (0.025-0.029) (0.030-0.036) (0.035-0.041) (0.41-0.049) (0.46-0.055) (0.051-0.061) (0.056-0.068) (0.064-0.078) (0.069-0.086) 0.015 0.017 0.021 I F 0.024 0.028 0.031 1 F 0.034 0.037 0.041 0.044 20-da y (0.014-0.016) (0.016-0.019) (0.020-0.023) (0.022-0.026) (0.026-0.030) (0.028-0.033) (0.031-0.036) (0.034-0.040) (0.037-0.044) (0.040-0.048) 0.012 0.014 0.017 0.019 0.021 0.023 0.025 0.027 0.029 0.031 30-da y 0.011-0.013 0.013-0.015 0.016-0.018 0.018-0.020 0.020-0.023) 0.022-0.025 0.023-0.027) 0.025-0.029 0.027-0.032 0.029-0.034) 0.010 0.012 0.014 0.015 0.017 0.018 0.020 0.021 0.023 0.024 45-da y (0.009-0.011) (0.011-0.013) (0.013-0.015) (0.014-0.016) (0.016-0018) (0.017-0.020) (0.018-0.021) (0.020-0.022) (0,021-0.024) (0.022-0.026) 0.009 0.010 0.012 0.013 0.015 0.016 0.017F 0.018 0.019 0.020 60-day (0.008-0.009) (0.010-0.011) (0.011-0.013) (0.012-0.014) (0.014-o.015) (0.015-0.016) (0.016-0.018) (0.016-0.019) (0.018-0.020) (0.018-0.021) t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=37.9819&Ion=-78.7073&data=depth&units=english&series=pds 1/4 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=37.9819&Ion=-78,7073&data=intensity&units=english&series=pds 114 elan sewes v2021.00 Page 1 Line Inlet ID Q= Q Q Q Jurx: Curb Inlet Grab Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line Ht L Am L W So W Bar sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cts) (In) [ft) ("it) (ft) (ft) VIM) (ft) (W (fti [ft) Ift) (lit) (ft) (in) 1 DI-2 0.55 0.00 0.55 0.00 DrGrt 0.0 0.00 1.88 1.94 1.94 Sag 2.00 0.500 0.500 0.000 0.08 2.33 0.08 2.33 0.0 DIT 2 DI-1 1.15 0.00 1.15 0.00 DrGrt 0.0 0.00 3.13 2.50 2.50 ag 2.00 0.500 0.500 0.000 0.11 2.96 0.11 2.96 0.0 DIT 3 VG-1 0.33 0.00 0.32 0.01 Grate 0.0 0.00 0.00 1.50 1.09 .100 1.50 0.222 0.042 0.013 0.14 0.63 0.D4 0.17 0.0 4 VG-2 0.52 0.01 0.47 0.06 Grate 0.0 0.00 0.00 1.50 1.09 3.100 1.50 0.222 0.001 0.013 0.17 0.76 0.07 0.34 0.0 5 0.00 0.00 0.00 0.00 Now 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 D.00 0.00 0.0 Off 6 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 DIf 7 VG-3 0.43 0.06 0.44 0.05 Grate 0.0 0.D0 0.00 1.50 1.09 3.100 1.50 0.222 0.001 0.013 0.16 0.73 0.07 0.30 0.0 12 8 VG4 0.20 0.00 0.20 0.00 Grate 0.0 0.00 0.00 1.50 1.09 3.100 1.60 0.222 0.021 0.013 0.12 0.52 0.00 0.00 0.0 11 9 0.00 0.00 0.00 0.00 Now 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 D.00 0.00 0.0 off 10 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 off 11 VG-8 0.09 0.D0 0.09 0.00 Grate 0.0 O.DO 0.00 1.50 1.09 3.100 1.50 0.222 0.001 0.013 0.09 0.38 D.DO 0.00 0.0 15 12 VG5 0.05 0.05 0.10 0.00 Grate 0.0 0.D0 0.00 1.50 1.09 3.100 1.50 0.222 0.001 0.013 0.09 0.41 0.00 0.00 0.0 15 13 0.00 0.00 0.00 0.00 None 0.0 0.D0 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 D.00 0.00 0.0 Off 14 TD 0.08 0.00 0.05 0.00 DrGrt 0.0 0.00 0.00 1.50 1.09 3.010 1.00 0.100 0.100 0.013 0.04 1.82 0.04 1.82 0.0 15 15 IX DI 0.12 0.00 0.12 0.00 DrGrt 0.0 0.00 3.51 2.66 2.85 Sag 2.00 0.350 0.350 0.000 0.02 2.79 0.02 2.79 0.0 Off Project File: Dnpps Phinney Storm Sewer.stm Number of lines: 15 Run Date: 3/4/2021 NOTES: Inlet N-Values = 0.016; Intensity = 63.80 / (Inlet time + 1240) A 0.80; Retum pedod = 10 Yrs. ; *Indicates Known Q added. All curb inlets are Hodz throat. DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2011 Stds & Specs Site Summary Project Title: Dripps Phinney Residence Date: 44266 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) Total Rainfall (in): 43 Total Disturbed Acreage: 0.70 A soils B Soils C Soils D Soils Totals %of Total Forest/Open (acres) 0.00 0,05 0.00 0.00 0.05 7 Managed Turf (acres) 0.00 0,56 0.00 0.00 0.56 80 Impervious Cover (acres) 0.00 0.09 0.00 0.00 0.09 13 0.70 100 Post-ReDevelooment Land Cover (acres) A soils 8Soils CSoils DSoils Totals %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.57 0.00 0.00 0.57 81 Impervious Cover (acres) 0.00 0.13 0.00 0.00 0.13 19 0.70 100 Site Tv and Land Cover Nutrient Loads Final Post -Development Post- Post- Adjusted Pre- (Post-ReDevelopment Development Impervious) & New Inv p ) ReDevelopment (New Impervious) ReDevelopment Site Rv 0.34 0.30 0.95 0.30 Treatment Volume (ft) 862 724 138 718 TP Load (lb/yr) 1 0.54 1 0.46 0.09 1 0.45 Total TP Load Reduction Required (lb/yr) 0.22 0.05 0.07 Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre- ReDevelopment TN Load (lb/yr) 3.88 3.25 Site Compliance Summary Maximum % Reduction Required Below 10% Pre-ReDevelopment Load Total Runoff Volume Reduction (fe) 0 Total TP Load Reduction Achieved (lb/yr) 0.00 Total TN Load Reduction Achieved (lb/yr) 0.00 Remaining Post Development TP Load 0.54 (Ib/yr) Remaining TP Load Reduction (lb/yr) Required 0.12 slam Braves v2021.00 Hydraulic Grade Line Computations Line Size Q Downstream Len Upstream Check JL Minor eooff loss Invert HGL Depth Area Val Val EGL Sf Invert HGL Depth Am Val Val EGL Sf Ave Enrgy elev elev head stay, elev elev head elev Sf loss (In) (cfs) IN (ft) lift) (sgft) (Ws) (it) (ft) (%) (It) (it) (it) (it) (sgft) (Ws) (ft) (ft) (%) (%) (it) (K) [ft) 1 8 1.26 838.00 838.53 0.53 0.30 4.22 0.28 838.81 0.000 74.000 840.90 841.43 0.53" 0.30 4.22 0.28 541.71 0.000 0.000 his 0.92 0.26 2 8 0.87 841.00 841.43 0.43 0.24 3.64 0.19 841.62 0.000 57.000 846.00 846.44 0.44" 0.24 3.54 0.19 846.64 0.000 0.000 n/a 1.00 0.19 3 8 0.25 821.00 821.23 0.23 0.11 2.31 0.08 821.31 0.000 56.750 829.96 830.19 j 0.23" 0.11 2.32 0.08 830.27 0.000 0.000 n/a 1.00 0.08 4 8 0.39 821.00 821.28 0.28 0.14 2.83 0.11 821.39 0.000 96.250 825.49 825.78 0.29" 0.15 2.68 0.11 825.89 0.000 D.000 Na 1.00 n/a 5 8 0.44 808.00 B08.31 0.67 0.16 1.26 0.02 808.33 0.113 91.000 817.74 818.05j 0.31" 0.16 2.77 0.12 818.17 0.585 0.349 nta 0.80 n/a 6 8 0.45 817.74 818.05 0.31 0.16 2.83 0.12 818.17 0.000 37.000 818.48 818.79 0.31" 0.16 2.79 0.12 818.91 0.000 0.000 nta 0.77 n/a 7 8 0.45 818.46 816.79 0.31 0.16 2.82 0.12 818.91 0.000 17.000 818.75 819.06 D.31" 0.16 2.80 0.12 819.19 0.000 0.000 nta 0.50 his 8 8 0.15 818.85 819.08 0.21 0.07 1.62 0.08 819.13 0.000 14.000 819.11 819.29 J 0.18" 0.07 2.01 0.08 819.35 0.000 0.000 We 1.00 n/a 9 6 0.21 807.73 807.96 0.23 0.09 2.38 0.09 808.05 0,000 71.000 815.50 815.73 0.23" 0.09 2.39 0.09 815.52 0.000 0.000 Na 0.86 We 10 6 0.13 815.50 815.73 0.23 0.06 1.52 0.07 815.80 0.000 12.000 816.81 816.99j D.18" 0.06 2.08 0.07 817.06 0.000 0.000 nta 0.63 0.04 11 6 0.10 816.81 816.99 0.18 0.05 1.56 0.06 817.05 0.000 3.000 816.87 817.03 J 0.16" 0.05 1.91 0.06 817.08 0.000 0.000 his 1.60 n/a 12 6 0.04 816.97 817.07 0.10` 0.03 1.38 0.03 817.10 0.500 12.000 817.03 817.13 0.10" 0.03 1.39 0.03 817.16 0.510 0.505 0.061 1.00 0.03 13 6 0.04 816.81 816.99 0.18 0.03 0.61 0.03 817.03 0.000 3.000 817.66 817.76 j 0.10" 0.03 1.48 0.03 817.79 0.000 0.000 nta 1.00 0.03 14 8 0.04 817.66 817.79 0.13 0.09 0.50 0.00 817.79 0.038 12.000 817.72 817.80 0.08 0.05 0.80 0.01 817.81 0.156 0.097 0.012 1.00 0.01 8B 15 4 0.09 815.50 815.73 0.23 0.04 1.36 0.D6 815.79 0.000 19.000 817.00 817.16 j 0.16" 0.04 2.04 0.06 817.23 0.000 0.000 his 1.00 n/a Project File: Dripps Phinney Storm Sewerstm Number of lines: 15 Run Date: 3/4/2021 Notes: ' Normal depth assumed; " Critical depth.; j-Une contains hyd. jump ; c = cir e = allip b = box Hydraulic Grade Line Computations slam sr*ws v2021.00 Page 1 Line Size Q Downstream Len Upstream Check JL Minor coaff low Invert HGL Depth Area Val Val EGL Sf Invert HGL Depth Area Val Val EGL Sf Ave Enrgy elev all head stay, elev slev head elev Sf lose (in) (cfs) (Itl (ft) (lit) (sgft) (ff/s) (it) (Ill (%) (lit) (lit) Ift) (ft) ($gftl (it's) (ft) (f) (%) I%) (ft) (K) (lit) 1 8 1.68 838.00 W8.53 0.53 0.30 5.66 0.41 838.94 0.000 74.000 840.90 841.50 0.60" 0.33 5.11 0.41 841.90 0.000 0.000 his 0.92 We 2 8 1.15 841.DO 841.50 0.50 0.28 4.14 0.25 841.75 0.000 57.000 846.00 846.51 0.51" 0.29 4.04 0.25 846.76 0.D00 0.000 n/a 1.00 n1a 3 8 0.33 821.DO 821.23 0.23 0.11 3.08 0.10 821.33 0.000 56.750 829.96 830.23 0.27" 0.13 2.53 0.10 830.33 0.000 0.000 n/a 1.00 0.10 4 8 0.52 821.00 821.28 0.28 0.14 3.77 0.13 821.41 0.000 96.250 825.49 825.83 0.34" 0.18 2.94 0.13 825.96 0.000 D.000 Na 1.D0 n/a 5 8 0.60 806.00 808.31 0.67 0.19 1.71 0.05 808.36 0.207 91.000 817.74 818.10 j 0.36" 0.19 3.07 0.15 518.25 0.627 0.417 his 0.80 0.12 6 8 0.60 817.74 818.10 0.36 0.19 3.12 0.15 818.25 0.DD0 37.000 818.48 818.85 0.37" 0.20 3.09 0.15 818.99 0.000 0.000 nta 0.77 0.11 7 8 0.61 818.48 818.85 0.37 0.20 3.11 0.15 818.99 0.000 17.000 818.75 819.12 D.37" 0.20 3.09 0.15 819.27 0.D00 0.000 nta 0.50 his 8 8 0.20 818.85 819.12 0.27 0.09 1.50 0.07 819.19 0.000 14.000 819.11 819.31J 0.20" 0.09 2.18 0.07 819.39 0.000 0.000 We 1.00 n/a 9 6 0.29 807.73 807.96 0.23 0.09 3.28 0.11 808.07 0.DD0 71.000 815.50 815.77 0.27" 0.11 2.66 0.11 815.58 0.D00 0.000 n/a 0.86 his 10 6 0.18 815.50 815.77 0.27 0.08 1.69 0.08 815.85 0.000 12.000 816.81 817.02j D.21" 0.08 2.29 0.08 817.11 0.000 0.000 nta 0.63 Na 11 8 0.14 816.81 817.02 0.21 0.07 1.69 0.07 817.09 0.000 3.000 816.87 817.05 J 0.18" 0.07 2.09 0.07 817.12 0.000 0.000 his 1.50 n/a 12 6 0.05 816.97 817.D9 0.12` 0.03 1.49 0.03 817.12 0.498 12.000 817.03 817.15 j 0.12" 0.04 1.49 0.03 817.18 0.493 0.496 0.060 1.00 0.03 13 6 0.05 816.81 817.02 0.21 0.03 0.67 0.04 817.05 0.000 3.000 817.66 817.77j 0.11" 0.03 1.61 0.04 817.81 0.000 0,000 his 1.00 0.04 14 8 0.06 817.66 817.81 0.15 0.10 0.56 0.00 817.82 0.042 12.000 817.72 817.83 0.11 0.07 0.83 0.01 817.84 0.130 0.086 0.010 1.00 0.01 8B 15 4 0.12 815.50 815.77 0.27 0.05 1.52 0.08 815.85 0.000 19.000 817.00 817.19 j 0.19" 0.05 2.25 0.08 817.27 0.000 0.000 nta 1.00 0.08 Project File: Dripps Phinney Storm Sewerstm Number of lines: 15 Run Date: 314/2021 Notes:' Normal depth assumed; "Critical depth.; j-Line contains hyd. jump ; c = cir e = ellip b = box Pre- Final Post -Development Post-ReDevelopment TP ReDevelopment TP Load per acre Load per acre TP Load per acre (Ile/acre/yr) (lb/acre/yr) le acre r 0.68 0.77 1 0.69 Storm Sewers v2021 M STORMWATER CALCULATIONS Dripps Phinney Driveway 6152 Plank Road Afton, Virginia 22920 g SCALE As Shown DATE 3/11/21 DRAWN KLB CHK'D AKS ACCUPOINT SURVEYING & DESIGN 6200 Fort Avenue, Lynchburg, VA 24502 z c �_f-7 ES �p07ti - - (817.77) V V (818.11) , S C7P FIN FLR HEMLOCK (817.79) (817.72) 816.74 ON (817.87) ` (817.37) HEMLOCK Ex. Outlet \/\ (818.25) P 815.82 w/ Outlet Protection (818.90) TW (817.86) y�� FIN FLR O`c (817.80) (807.73)i� / / / (817.98) + (817.76) (816.28) Y / Stone Outlet (817.87) (817.62) � '�� / i Protection with 34' (817.87) + (812.61)� Dia• Brown River Rock (817.70) (817.92 (817.2 / / Inv. Out 806.00 Ex. Grate /i Northing @ End 5302.02 (817.91)1767) / // yaQv (818.09) 17.67) \\(817.0) INV OUT // / Fasting @End 5388.73 (817.61)+ ,� (817.27) (820.0) (817.69) TW// TYP �``� (817.81) �,,i'i / IMI LT OF DISTURBANCE q� (818.36) �} �\ (818.06) + (TYP) (819.90) TW gA�� +(819.94 (817.48) (818.30) N @ End 5272.75 + E @ End 5302.22 CONCRETE _817.59) Tie Perforated Pipe into Drainage (819.93) 818.26 C � �/ S t 4" Sch 40 PVC 6 TBD ( � '�' x / PARKING Tie Perforated Pipe into Drai System using 4" Sch 40 PVC, by Contractor & Landscape Architect ys em usmg 20.56 + /i� Proposed 4'x4' Electric b Contractor & Landscape (820.28) ) Trench Drain (818.00) (820.2) / // Architect p HVAC 39 (817.74) i r Field Adjust to Avoid Transformer Concrete Pad VG-6 \ i by Others, Elev 825.40; rir (821.26) N @ En 271.,�(817.74) + 1/ (817.98) // Trees in this Area E @End 5 .3�r \ +(818.00) (817.77) +(817.55) � i / / Location to be Confirmed by (822.0) TW ri ® N @End 5264.71 i / 26 CYPRESS • / 3 60 (820.2) TW / / / (817.56)+ Utility Company & 822.09 (821.00) rr / (818.23) E @ End 5313.07 Landscape Architect (8: (826.90) TW (822.87) (820.3 4" PVC Conduit ------ � (E23.05 tiQ� N @End 5263.51 i / w/ Pull Cord for (823.60)4 (817.96) + /� / Level Spreader #2 Future Electric (826.12) / � t�'" r r Al E @ End 5312.17 // Inv. Out 821.00 3+/50 v 18.75) / o� (818.20) q~Northing 5232.46 X(826.29) (823.75) ®r i Oels (82 4) (827.21) TW O .� /� ��' Fasting 5140.48 (826.63) ew Reta 'Ninin 4r a Al 0 / (E24.va) G� // / (826.94) / g r / AF /r/ (826.89) i Wall 4r 36 rid N @ End 5250.36�(d 44 ///o Northing 5224.88 1 4' r 3 4p r `� r E @end 5306.19 �jr / (827.58) / (821.50) ri `� \ G + /i 4 +(821.00) s i 51_ 1_ _ LIWr OF DISTURBANCE (TYP)- , N @ End 5243.25 35 / (818.17) r� Northing 5222.80 /E @End 5277.73 VG-4 43 ri (824.38) \ (820.25) /, 4 �� 1 / / 4.26) N @ d 5244.31 �r v / Northing 5226�$6 Fasting 5140.66 / / + E nd 5278.79 / i•tiQ� Dry -ill ll (823.46 +(820.51) Ea tin 5J26.74 30 (824.87 825.16 34 `�� 30 ri'4 • 12 WEEPING CHERRY \ / / �� / (r)�3.98) �� ri 1 / / Northing 5223.16 i _ �,(823.07) rr p New Ret ' g r g �` i TW Wall \ 2.47) r/ + (822.�3) / / Fasting 5135.50 �`\\ 8`�h 40 Pp ✓ 9 ♦ 827.22) / / ` (823.37)+ C 3 ��` � (825.88 / 8 i � � ) 20 4" Sch. 40 PVC @ 2% � � � � ` Northing 5221.17 0 N @End 5234.38 • to 2'x2'x4' Deep Dry Well (g 92) /// / Fasting 5136.47 �14 45 �� E @ End 5288.71 Filled with #1 Stone with + © 2 k70 / \`��\ o �{ Filter Fabric at Top 3+10 6 WEEPING CHERRY/ r� t / +(825.19) ���\\ VG-3 \ 824..444h-��-m✓-1C ®2_0%_ _-- - J I V)�IIT46 DISTURBANCE (TYP) I �Stp��\ J4" Cleanout @ 45' Angle to N @End 5233.32 _ -_-_ ---- Finish Grade w/ Plug & 46 E @End 5287.65 --- _ Threaded Cap to 8" Pipe (8" x 8" x 4" Reducing YT) 80' Inv. @ 817.74 / + Northing @ �6.82 / / (827.56) Easting @' nter 5 7.6. • -/PINE 4" Cleanout @ 45' Angle to / Finish Grade w/ Plug & \\ 20 Threaded Cap to 8" Pipe = 0 = N=5180.41 / (8" x 8" x 4" Reducing YT) / \� E=5136.09 Inv. @ 818.48 PINE JRBANCE (TYP) / Northing @ Center 5222.86 I 830.58%I II . 19 Easting @ Center 5300.95 • - PrNE � 832.41 PEE / • • 60 CYPRESS 834.60 \ 833.27 60 ` \ , 1 +50 61 CYPRESS \ 835.53 1 6 \ \ CYPRESS /40 6 •1 835.80 • 8.53 \ • CYPRESS \ 838.04 / 10 \ CYPRESS 30 63 • • 83. \ LIMIT OF DISTURBANCE (TYP) 837.81 12 HARDWOOD \ • .� 1 RY \ 1 839.88 9.88 \ Northing 5134.98 1+20 / Fasting 5039.19 / Northing 5125.17 CYPRE / Easting 5040.49 840.1 13 / 7k.(840.46) 10 _ @ End 5119.99 - 8 __-_--__�_41_68)-- _ Q E @ End 111.15 Northing 5125.31 ---- - _ Fasting 5030.52 --_ 00 Level Spreader #1 6 Inv. Out 838.00 .11 / Northing 5126.31 Fasting 5039.14 0 90 • 32 HA DWOOD (842.95)+ 68 LIMIT OF DISTURBANCE (TYP) o+so \ ` O 69 \ \ \ 14 CHERRY 0 70 843.10 N=5085.87 RCP-1 \ 8 E=5085.07 0 Flared End Sections N. 0 0 60 (Approved by VDOT) l Inv. Out 844.5 0 c'rHERRY Northing @ End 5063.31 71 - 846..35 _ ����asEi-Fnd.G01Zp7� J +� (846.50) ' 0 0 / ��,, PHN PED 22 HARDWOOD / (844.")+ 844.25 O /00 (845.96) \ /+409.52 / PINE \\\III SO r 6 12 HARDWOO BOA 1818 P AR _ Q 849.81 A 849.72 - _ 9 • _ _ \ � . • 0 3 Driveway grade from rjrl `� /i ' 4 Station 0+50 to 1+75 is %I O 74 / approximately 10% 847.33 1 �`� `� / ` 3 20 3 \ 2 10 / (847.57) � INV 9.74)"-� \ 850.97 77 \ 60 Length 15" I.D. w/ Flared End Sections + (850.64) (Approved by VDOT) Inv. In 847.5 Northing @ End 5024.61 Easting @ End 5077.97 -\. 16 HARDWOOD 830.23 /2+41f 5 �- 50 GRATE 60'Elbow + 82E 87 INV / N @ End 519915 \ ( ) V / VG2 E @End 5231.83 N @End 5198.68 53 16 8315 DWOOD E @ End 5230.41 N @ End 5182.00 00 E @ End 5175.11 5 60) 55 GUY (817.70) (817.92 (817.2� """�� j / •� Ex. Grate (817.91) /i /r yl4v (818.09) 17.67) \\(887 0) INV OUT (817.61)+ �;%(817.27) (820.0) � ri TW •Qi¢ 818.36)j..`�o (818.06) 817.81) + (819.90) TW +(819.94 (818.30(817.48) i N @ End 5272.75 CONCRETE i + E @ End 5302.22 _� �''PARKING (819.93) (818.26)%6ofi]C (817.59) (820.28) 20.56) Trench Drain +(818.00) (820.2) TW HVAC 39 (817.74) / / VG-6 rr \ (817(81)+ Field Adjust to Avoid N @ En 271. ri '817.98) /� Trees in this Area 1.26) E @ End 5 .3r N. +(818.00) (817.77) +(817.55) _(822.0) TW /�r 38 N @End 5264.71 (820.2) TW26 i 822.09 ES (821.00)� / 3 60 (818.23) E @ End 5313.07 / 822.87) Z (8�20.3( j VG-5 i 1�1�ti4/r4 3 N @ End 5263.51 (817.96) ter 41 E@End5312.17 3-/50 Vv (818.75) (820.14) '827.21) TW (818.20) 461, ring r �� /© ?so -A.P ® r� (824.03) OCR �G^� r4r 6 Lrv`i % N @ End 5250.36 Ld 44 rr o4 r 3 4p q E @end 5306.19 35 (821.50) r� �` \ C + VG-4 4.3 ri (824.38)Z \ (820.25) r 4 N @ d 5244.31 fr �/ E nd 5278.79 / �', tiQ� Dry ll (823.46 +(820.81) r / 12 WEEPING CHERRY \ /j 30 rr • 825.16 \ (✓3.95) �\� (823.07) pf ®y New Reta' g / ® errTW Wall 22.41) 3 3 20 \��` \\82z�(825.88) 4" Sch. 40 PVC @ 2% Minn \ N @ End 5234.38 • to 2'x2'x4' Deep Dry Well (822.92) // r E @ End 5288.71 Filled with #1 Stone with + / \ Filter Fabric at Top 3+10 ��� 6 WEEPING C / VG 3 \ 824 �h-40 VC @ 2_0%:i J 3� 0/ N @ End 5233.32 `�� _ _ _ _ _ 4" Cleancut @ 45' Angle to _ Finish Grade w/ Plug & / 0 / E @ End 5287.65 -- Threaded Cap to 8" Pipe (8" x 8" x 4" Reducing YT) Inv. 817.74 Northing @Center 5226.82 / +(527.56) Fasting @ Center 5337.92 /(823.05) 4V 4+ 1) N @ End 5243.2.' E @ End 5277.73 0 "1+ 56 000 10 HARDWOOD , VG1 832.90 58 N @ End 518 . (s3a.29) / / E@End 5173.73 59 low / 12 HQkDWOOD / • ,,016.38 0 / \ \ 12 HARDWOOD \ 836.49 / 22 CHERRY \ / 838.11 15 HARDWOOD _ • 14 CHERRY 838.34 n IRD WOOD NOTE: All Layout of Walls, Road, Gutters, & Drainage Structures to be Staked in Field Using Northings & Eastings and Offsets to be Approved by Landscape Architect Prior to Construction. Ex. Grate (817.70) (817.92 (817.91) yaQv (1767) (818.09) 17.67) (817.0) INV OUT (817.61), G� (817.69) Q� (818.36) +(818.06) +817.81) (819.90) TW +(819.94) (818.30) + CONCRETE (819.93) /(818.26) PARKING (820.28)< +y820.56)\ +(818.00) HVAC \/ + Remove Ex. \\ Retaining Wall (821.26) +(818.00) (822.0) TW 26 CYPRESS • Remove 822.09 (821.00) �'��Ex. Concrete (818.23) (826.90) TW (822.87) (820.30 Slab (823.08) (823.60) (817.96) + Q�gFvv (823.75) (820.14) V (827.21) TW )OJA &�C� (818.20) �G�F 50) Remove Ex. (821.+ Retaining Wall +. (824.38) (818.17) (820.28) f (823.46) +(820.51) + 12 WEEPING CHERRY • 825.16 %23.95) (823.07) 11N 2.47) \ / 827.22) �.J8) ✓✓ /,-(Szs.as) (s sz) DEMOLITION PLAN 4" Cleanout @ 45' Angle to / Finish Grade w/ Plug & Threaded Cap to 8" Pipe / (8" x 8" x 4" Reducing YT) Inv. @ 818.48 / Northing @ Center 5222.86 Easting @ Center 5300.95 POINT NORTHING EASTING ELEVATION 1 5,055.82 5,017.28 847.33 2 5,052.39 5,027.79 847.98 3 5,053.62 5,040.97 848.33 4 5,058.58 5,050.25 848.30 5 5,065.61 5,057.37 848.03 6 1 5,072.78 5,064.12 847.48 7 5,080.13 5,070.51 846.75 8 5,087.68 5,076.66 846.02 9 5,095.47 5,082.22 845.27 10 5,103.64 5,087.38 844.51 11 5,112.09 5,092.37 843.69 12 5,120.84 5,097.13 842.75 13 5,129.70 5,101.90 841.80 14 5,138.67 5,106.80 840.96 15 5,147.45 5,112.36 840.04 16 5,155.85 5,118.64 839.06 17 5,163.73 5,125.58 838.09 18 5,171.03 5,133.13 837.14 19 5,177.71 5,141.22 836.19 20 5,183.73 5,149.83 835.25 21 5,189.04 5,158.88 834.32 22 5,193.62 5,168.33 833.40 23 5,197.42 5,178.08 832.46 24 5,200.40 5,187.95 831.44 25 5,203.01 5,197.75 830.47 26 5,205.58 5,207.44 829.56 27 5,208.25 5,216.97 828.62 28 5,211.26 5,226.25 827.62 29 5,214.55 5,235.26 826.69 30 5,218.43 5,243.98 825.79 31 5,222.94 5,252.39 824.87 32 5,228.04 5,260.45 823.93 33 5,233.72 5,268.11 822.99 34 5,239.94 1 5,275.35 822.02 35 5,246.67 5,282.11 821.02 36 5,253.89 5,288.45 820.09 37 5,261.43 5,294.65 819.23 38 5,269.35 5,300.63 818.38 39 1 5,272.30 5,302.82 818.24 40 5,265.16 5,312.46 818.24 41 5,262.20 5,310.27 818.38 42 5,254.10 5,304.27 819.29 43 5,245.95 5,298.08 820.43 44 5,238.12 5,291.27 821.43 45 5,230.74 5,283.86 822.40 46 5,223.92 5,275.94 823.36 47 5,217.70 5,267.54 824.30 48 5,212.11 5,258.70 825.24 49 5,207.17 5,249.49 826.17 50 5,202.92 5,239.94 827.08 51 5,199.39 5,230.15 827.94 52 5,196.58 5,220.29 828.72 53 5,193.98 5,210.53 829.58 54 5,191.40 5,200.87 830.45 55 5,188.64 5,191.41 831.22 56 5,185.54 5,182.23 832.00 57 5,182.07 5,173.37 832.90 58 5,177.93 5,164.82 1 833.82 59 5,173.12 5,156.63 834.75 60 5,167.68 5,148.85 835.69 61 5,164.64 5,141.52 836.64 62 5,155.03 5,134.70 837.60 63 5,147.91 5,128.42 838.56 64 5,140.30 5,122.73 839.52 65 5,132.24 5,117.50 840.58 66 5,123.87 5,112.46 841.74 67 1 5,115.14 5,107.69 842.76 68 5,106.31 5,102.92 843.73 69 5,097.36 5,098.05 844.76 70 5,088.54 1 5,092.64 845.66 71 5,080.06 5,086.59 846.42 72 5,072.02 5,079.96 847.07 73 5,064.51 5,072.92 847.60 74 5,057.31 5,066.04 848.13 75 5,048.68 5,060.60 848.91 76 5,035.96 5,059.42 850.00 77 5,021.25 5,067.86 850.97 78 5,084.82 5,114.05 844.50 79 5,102.42 5,123.55 843.50 POINT NORTHING EASTING ELEVATION 0+00 5,039.79 5,040.96 849.00 0+10 5,047.01 5,047.88 848.75 0+20 5,054.23 5,054.79 848.44 0+30 5,061.46 5,061.71 848.03 0+40 5,068.71 5,068.59 847.52 0+50 5,076.14 5,075.29 846.91 0+60 5,083.87 5,081.63 846.23 0+70 5,092.01 5,087.43 845.46 0+80 5,100.50 5,092.72 844.63 0+90 5,109.20 5,097.64 843.72 1+00 5,117.99 5,102.40 842.75 1+10 5,126.78 5,107.18 841.76 1+20 5,135.46 5,112.15 840.76 1+30 5,143.87 5,117.54 839.78 1+40 5,151.88 5,123.53 838.81 1+50 5,159.38 5,130.14 837.84 1+60 5,166.33 5,137.32 836.89 1+70 5,172.70 5,145.04 835.94 0+80 5,178.42 5,153.23 835.00 1+90 5,183.48 5,161.85 834.07 2+00 5,187.84 5,170.85 833.15 2+10 5,191.48 5,180.16 832.24 2+20 5,194.52 5,189.69 831.34 2+30 5,197.21 5,199.32 830.45 2+40 5,199.78 5,208.98 829.56 2+50 5,202.41 5,218.63 828.68 2+60 5,205.32 5,228.20 827.79 2+70 5,208.73 5,237.59 826.89 2+80 5,212.80 5,246.73 825.98 2+90 5,217.52 5,255.54 825.05 3+00 5,222.87 5,263.99 824.12 3+10 5,228.82 5,272.02 823.17 3+20 5,235.34 5,279.60 822.21 3+30 5,242.39 5,286.69 821.24 3+40 5,249.92 5,293.27 820.26 3+50 5,257.77 5,299.46 819.26 3+60 5,265.78 5,305.45 818.38 3+63.68 5,268.73 5,307.64 818.24 LIMIT OF DISTURBANCE - .70 ACRES LOCATED WITHIN TAX MAP 85 PARCEL 40A t1ALTFI Op D U WILLIAM D. RIELEY Y Lic. No. 0 14 S. *. Z t,,,cw� Revisions 5/14/21 Alb. County DRIVEWAY LAYOUT PLAN Dripps Phinney Driveway 6152 Plank Road Afton, Virginia 22920 SCALE As Shown DATE 3/11/21 DRAWN JLE CHK'D WDR RIELEY & ASSOCIATES, LANDSCAPE ARCHITECTS 601 East Market Street, Charlottesville, Virginia 22902 T _� L Ex.te (817.70) /(sn.92 I (87.91) \ \ �a(817.27)(81767)(817.67) (817.61)+ / (889) 817.0) AV OUT � / // \ (817.69)`N (/ /^TW 81781)LYPR� 8183) \818.06) 4/ (819.90) TW � LIMIT OF DISTURBANCE ( / / / / / / / / + 81(8��) (818.30) G� �``�1 \ (817.48) �+- TW `�'r CONCRETE Tie Perforated Pip into Drainage (819.93) 822.0 (818�26)���� 6o fiIC PARKING (817.59) System using 4" Sch 40 PVC, TBD _ Ex• HVAC 39 / / by Contractor & Landscape (820.28) 20.56) Trench Drain +(818.00) (820.2) TW architect P VG-6 \\\ (817.74) I. I Field Adjust to Avoid (821.26) \ �ir E=5307.64 + (817.77) J i \ rir \ N=526 .73 (817.74) + (817.98) i / Trees in this Area / Area to Receive Excess Fill; \ / / / / / (822 0) TW r / / (818.00) 820 TW Blend into Existing / `$ / \ (817.55) 16l � 26 CYPRESS ii /\ 3 60 � ( ) N. Grading m this Area as I\ / / / / / / / 822.09 (821.00) rr rp (9 (818.23) / \ g / (823.05) W (822.87) Z (8, I ?p r9J VG-5 \ Directed by Landscape \ i 111� / / / / \ (823.05) ti4�� J \ \ Architect/Owner / - �0 l� / / / / �ryh� / \ (823.60) / ` �tS 3 87 41 (817.96)+ 3+/50 9 w (818.75) (823.75) @ ♦/ OeYl (820.14) 9) (818.20) Q g �/ 82p SviJ ® (824.03) O w Reta. / TW Proposed 4'x4' Electric �G~� / W \ g 2 r 6p`'? /i HIV Transformer Concrete Pad 4 / \ QQ / / y \(s21.s0) rr ` \ + (820 // / \ i �, / / / b Others, Elev 825.40; (827.58) 1 3 4 r��� 827. 5 \ i - ��� / ' Location to be Confirmed by / Na N 35 VG 4 / 3 /r (824.38)Z \ \ (818.17) (820.25) / LIMIT OF DISTURBANCE (TYP) l / �, Dry ll (823.46 820.25) Utility ape Architect & (828.26) (824.87 / r v (817.56)+ i / / / Landscape Architect _ (826. + 82j �p q' S 12 WEE HERBY - Ex. Chain 4" PVC Conduit �-�� 30�e2J „ X'� 825.16 a (8?7J (8 3.95) ��� (823.07) r/ New Reta' de'r #2 - i / w Pull Cord for / rir iw1 Wall / 22.4 /i \ / Link Fence / 25.4 5) rr �` \ \ ` Level Spy (g221- - / / J Future Electric (826.12) / �`�\ ® ) \ / Inv. Out 821.00 i / _ `$y6l / (826.29) / 3 3 2 ?822 `�� �� (825.88) " Sch. 40 PVC o � (826.63) / 0� �/ \*�� r t Z'xZxT De p Dry Weil ) �/ / \ (826.94) (826.89) i / / 3 82d 45 A \ `� s • Filled witCB Stone with\(8}22.92/� (822J� - - - /` 6l � \, Filter Fabric at-ToP� LIMIT OF DISTURBANCE �� O`l6 10 0 / �`� TW \ 6 WEEPING CHERRY (TYP) / / 82 /y \ \ 827.25 \ 824-44-=-t ,(827)-� 31 / 82y V / 02 ���\ 8 ----_ C @ - /_ -� 4�Cleanout @ 45° Angle to _ _-- - - - J FinishZ�ade w/ Plug & \ \ / - \ / - M / \ 826 (826 Threaded Cap tS" Pipe (8" x 8" x 4" Reducing YT) \ - 4 Inv. @ 817.74 \ �823) �23.37)+ �� 826 -\40ppCQ _ ' / �2827) j - .(828) 827 - 2 +(827.56) \ - �� - $66/ 6 i=5215.53 828 - 7 -(828)- - \ \ 0 -(829) / E=5268.23 -24) -'. _ _ _ 82 - �- 829 ( )- \ \ _ ��� 828 � 1g21Y -; � `- � • . fl' - _ 70 � / 48 829 4�� Cleanout @ 45° Angle to- (825) 80 �� 18Za1/ -(829)- 0) inis radew/ Plug& \ +(825.19) 9 \ f� �c 830 � ' ' � 0 630) 830 / Threade " Pi e \ ,i'URBANCE (TYP) 'S/p ® _ _ ®�, 49 / (8" x 8" x 4" Reducing m cp ( Existing Route of Underground- (31)- - L Inv-.0 818.48 - - - � 16 HARDWOOD g 83� o / lad ` Electric Line to be & 831 \ + 5 50° U Lowered by Others. General / 2 8 2 - - \ _ _ - - / _ - - 8 ` 833 „ • N -2+3 GRATE 60 Elbow Contractor to Coordinate g3 ) Driveway grade from Station 3+00 - t - -(828)- - - - _ / \ \\ �� \°00 / w (828.87)INV _ W�L�cationBEDepth. - .00 y� m - \ l$32l/ to 3+60 is approximately 10°,�_ 00 5G __ s� s3 16 HARDWOOD' _ T Albemarle County General Construction Notes • -(829) 4 �� M - - - PINE - - - 2�1' �`�\ --(831)- 831.25 - - _ /I II\\ /g3� _ o $�31� g33 1. Prior to any construction within any existing public right-of-way, including connection to any -(829)- - / (930)J �1a3?�� o la3z�- - (Ss2so) c� l existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). W �` - �(830)� = , ' 9 \ \�- _ ss _ , -cuv w / ate- This plan as drawn may not accurately reflect the requirements of the permit. Where an - O - i N=5180.41 p, o ,. 331 P Y Y q P Y -E=5 r36.09 w 56 la - __ discrepancies occur the requirements of the permit shall govern. IRBAN�CE (TYP) / _ _ 8300..58 j/ '8'�5 - ' - - - / i / I' �l P I - - - - . 19 / \ 80 10 HAR OBD - - - / �1g351 2. All materials and construction methods shall conform to current specifications and standards of - w \ vGi e�Z.so �� VDOT unless otherwise noted. _ _ \ ss _ _ - _ J _ �$� �35 (sPOWER POLE W/ TRANSFORMER, 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion - - - (833) 6�pi 0 - - (834)- _ - - / / / �(832)� _ 832.41 /III ��� 8 _ - _ _ control plan and shall be installed prior to any clearing, grading or other construction. \ \\II� (834) l&351 0 59 \ - - - / 1836) -(833)- - _ _ _ _ _ _ - \ _ - 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. ' _ 883a o e3� \ 60 (s37)- 5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable, lesser / CYPRESS '�� (835 i / / 833.27 ( //,, li �� - - 1 0 12 HA'kDWO�D� - _ - - - - - slopes of 3:1 or better are to be achieved. W� \ 836) - - �6.38 • / i - - - - (838)- -�(835 - \ 12 HARDWOOD - 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County 1+ So 61 _ - �!\36)- 836. / / 22 CHERRY - - - - - Engineer, or designee, it is deemed necessaryin order to stabilize a drainage channel. / CYPRESS -1836) \ (83 / / 838.11 -(839 g 6 \ _ - - - - - (837� - / / - - 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control 8 - 15 HARDWOOD - / 640) Devices. CYPRES49 \ 835.80s _ _ - ao 6 •1 _ - - - (838)- 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. \ • / ' CYPRESS 15 \ Y 9)- \ - 83"14 CHERRY / / / 9. All excavation for underground pipe installation must comply with OSHA Standards for the 83 HARDWOOD _ - 9J� _ _ _ - - - Construction Industry (29 CFR Part 1926). w \ \ LIMIT OF DIS�iJR13ANCE (T1P) 8�3P7R81 (839L $p0 ' 12 HARD D 839.46 _ - / _ _ \ I \ _ 30�t RY 840.12 \ _ _ _ - / - - 'pC-2�i (817.77) \ \ / _ _ _ /18g0) 14 839.88 184pJ --(641)- - - - - Pcr (818.11) \ \ - _ G• FIN FUR Y HEMLOCK J x I \ / _ - - ' 8u i \ _ _ _ - _ _ _ _ - --(842)- I _ (817.79) \r8 ,' 816.7 / / / _ • �N1 7 it2 (84j)� I (817.72) J� - / / - gq1) ; • / - - LIMIT OF DISTU jBA�I - _ _ - - - - - - - - _ - - 840.1 13 65-- �(84? - _ - _(843)- - !v i\ �lEMLd4K - / - - _ - e�AQ (818.25) (817.37) \ �••_� 815.82 w/ Outlett Protect \ Area to Receive Excess Fill j / / _ - _ _ /I �Q W Blend into Existing 840.46) - 10 • - - - -( 3)- ' ' _ - _ _ _ - (818.90) TW (817.86) (2 FIN FLR O (817.80) \ \ j807.73) Y-41 _ Z I Grading in this Area N. - _ _ / /. 2 / �ZFH Y - _ _ _ ' - - (844)- - - - - �/I \ /_ _ Zl \ / 843.21 20 OAK (817.76) \ ��'�' /�one Ouflet Directed by Landscape / /--'____--_-_-_-_-- L41.68) �/ Ala° 66 \ 843.61 FI Architect/Owner / / �h•40P -3,9/ = _--_ Jnlet2 - - - - (817.98) + (816.28) Pro ection with 34' _ _ _ 8 �_ _ __ _ _ i ,Q � � � � (817.87) (817.87 +(817.62) \ Y (+812: \ / //// ` �tBrownRiverRock \ VC @ °(81 / _ / _ _ 00 mop / 12 HARDWOOD •_' 845.70 - - (�5)- - Ex. Grate (817.70 / / //'/// \ to r Inv. Out 806.00 12 15 HARDWOOD / - _ $ _-� R 842.40 V 845.77 - - - _ v� (817.67) (817.67) (8�7.91) 817.27) \ ZPC'- 1 I / l$p,3Y - _ ,Inv. In 841.00 (845) (846)- - - _ _ Q' (818.09) ��(817.0) F�JV OUT (817.61)+ ( 820.0) rn Level Spread #1 / _ 6 Inv. Out 840.90 CHERRY �� ,,;,� S / / Inv. Out 83�.00 2 Wide Stabilized Turf 11 / may\ _ - - - �� (817.69) ���/ TW / Shoulder on Downhill �` / 2 �\ 1 - 4� / �� (817.81)(__-LIMIT OF DISTURBANCE P / Side When No Concrete �� _ % ' _ • 15 OAK - - - - / Q� (818-36) 1 4' �� (818.06) � /// i/ / 0D � / � /I � ) Gutter is Present (Typ) / A ( 1 - - 847-84 (819.90) TW I 132 HARDWOOD (842.95)+/ - 68� Y \`��� / / J 18p11 / \ +(819.94 (818.30) `�;\ j[ ��!� (817.48)/ \ 842.64 / �0 `��� / 1- •200AK - _ (8170 + TW �_� %'iCONCRETE \ LINIIT OF DISTURBANCE (I YfP) a \�� / / / \ Sas. bi - - - - .1e Perforated Pipe into Drainage (81' 9 822.0 C PARKING 817.59) CO / 0 80 `��� / / J System using 4" Sch 40 PVC, TBD 20.56) I + 820.2) by Contractor & Landscape (820.28) Trench Drain (818.00) ( / / / 845 R HVAC 39 (817.74) / i ��� / \� architect VG 6 / / Field Adjust to Avoid / O 69 l `' Stabilized Turf / N=526;8 .73 (817.98) /, Trees in this Area \ ( / � \ ri E=5304.64 + (817.77) / �- ' ��P, / - (822.0) TW a/ / (818.00) + - (839) - 4� / 0 70 61 � � � (817.55) / r \ (840)` C / 14 CHERRY / L� `���� / 26 CYPRESS ?� /\ 3 60 sa3.10 / N=5085.87 / (s20.2) TW �\ / (826.90) TW (822.87)22 (8201300) rr /g2p (B/p (818.23) \ _ _ - P1 (841) - .` - _ 6 8 846 E=5085.07 70 8 / / `�\\�'C' \ I (823.05) Qe% J J VGS / (823.60) 4 •s (817.96 + / \ - - - 60 Length 15" LD. w/\ (842)- - gp \ �\�8 \ / ~. rr 3 7 ) // / - _Flared End Sections - - _ �/ - 0 60 \ \��\o \ \ - _ q l \ Q� °l° r� g" 3+�50 8 9 41 vv 18.75) / �/° (Approved by VDOT)- - - (843 / / / (846 - / / \ `�` - v (823.75 ®�r� Oe'�h (820.14 (818.20) �• \ L_ ) r r S ®) (8(824.03NV� ,� / / _Inv. Out 844.5 B44 - 1 � - �Y_ _ J / / / \ \`�\� \ I 4 �'N w Reta' g I / p 8?p I O tiC/ 9) / �(p \ (845) 8 - • 1 \ \ Drop 8475 1 Q� \ 822 �/ / -_ - / / - - \ P \ Transformer Concrete Pad G W r r 36 '�2\ r l� 4 )+ 846��0 - - - 4� / / 2 �l� \ Proposed j311/ // �o �(8a7)J O ( ) _ o So (� 848.22\ - - \ 0 , < sz7. 5 / saa.�a A� - - PHN PEE) 22 NARDWOOD `qf - (sas)- - _ ` \ Inv. Out 846.0 \ y az7.5s 3 \( ) r� \ C + (820 b Others, Elev 825.40; ( ) 821.50 (/ ) - 844.25 6 _ / - - ` 16 CHERRY \ / 35 818.17 / + TY - I]bcation to be Confirmed b "� VG-4 / 3 \ ( ) / \ _ _ 848:56 _ y / N � ry ri (824.38)Z \ (820.25) (e4s p l (84aj / �(850) - - - - - •- - v Utility Company & (szs.zs) v I Dry ll (823.a +(szo.51) \ , - LandscapeArchitect _ (s26. + 8 rr ti , r (845.96) \ / � - 0+40 / � � (824.87 �� � 21 ri t' `$ � 12 WEEP HERBY / �� 4 �� 30(e � �` 8z5.16 rn (a r 15 PINE \ / . •55 / / ) Ex. Chain (8 3.95) ��� (823.07)J // eta' P. -(851 4 PVC Conduit � 2d ri 6 12 HARDWOO 849.81 Link Fence / / 25.4 ri ® Wall \ / i w Pull Cord for _ ri Or w , / ' _ 3 Future Electric rr Tw / 2.4 i \ \ � 849.72 \ _ / 11 _ � (826.12) / /8`\\\ �$?3.2t) 2`7 � 9 \ • - = 0 3� \ / 22 �` �� (825.88) " o r/ o, Driveway grade from / Oryh 33 3 2 P \� 4 Sch. 40 PVC- �j - \ 9 !//j 4 Station 0+50 to 1+75 is \ - 847 �\ \ / j ° - (826.63) / 82 \\\/�L / \ �_Ip • Filled x2 x4 Deep Dry w (8 92)I / \\ \ \ ® / / approximately 10 /° - - �r.gg) _ / 3 d 45 \� 2� s Filled wit Stone with / l$p 11 847.3 (847.37 Q i / o \ \, Filter Fabric atT oP� \ 0 2 * / O / / / 000 10 0 / ��� TW 6 WEEPING CHERRY h / 82 / 827.25 _ lGl `� 9J.i / p _ 31 82 V / $25 ���� \ 824.44 �- C®20_/_= - 3 A \a 8 Sch.Cleanout @ 450 An le to / / �0 / / �( INV .�12\ / (0+10 848.54 \ Finish -Grade w/ Plug & 46 Threaded Cap t 81 Pipe \ \ (8" x 8" x 4" Reducing YT \ 17 - 827 \ 2� _ - v. @ 817.74 \ "S.53 828 - - -(828)- - +(827.56) \ 79 / - \ Revisions )6 / / g29 - 5/14/21 Alb. County / � 4" Cleanout @ 45° Angle to NN N\"NN_ -pins rade w/ Plug & \ - (849.7aN v. ` N./ Threade " PinP s NOTE: o -� / \ \ All L t f W lls R d G tt & D ' 850.977 $y 1' (851 / k RCP-1 � 60 Length 15" I.D. w/ Flared End Sections (Approved by VDOT) Inv. In 847.5 ayou o a oa , u era, ram age Structures to be Staked in Field Using Northings & Eastings and Offsets to be Approved by Landscape Architect Prior to Construction. LIMIT OF DISTURBANCE -.70 ACRES LOCATED WITHIN TAX MAP 85 PARCEL 40A Dripps Phinney Driveway 6152 Plank Road Afton, Virginia 22920 SCALE As Shown DATE s/11/21 DRAWN JLE CHK'D WDR RIELEY & ASSOCIATES, LANDSCAPE ARCHITECTS 601 East Market Street, Charlottesville, Virginia 22902 T _n L L DRIVEWAY PAVING Custom Stainless Steel Embedded Anchor CUSTOM STAINLESS STEEL VALLEY GUTTER DETAIL 6" Exposed Aggregate Concrete Roadbed With Gray #8 Red Hill Quarry Aggregate with 6x6 W1.4xW1.4 Welded Wire Mesh Stabilized 1'x2' Turf Shoulder SCALE:1/2"=1'-0" 1/8" Gap (TYP) SCALE: 3"=1'-0" TYPICAL VALLEY GUTTER DETAIL #4 Bar, 24" OC 244 Bar Cont 6" Compacted 21-A Undisturbed or Compacted 21-A SCALE:1"=1'-0" #4 Bar, 24" OC 244 Bar Cont 6" Compacted 21-A Undisturbed or Compacted 21-A VALLEY GUTTER AT BRICK WALL DETAIL SCALE:1"=1'-0" Custom SS V-Gutter Grate 95%Compacted �= —1 _ Soil Beneath � � ' 2-#4 Bar Cont _ 6" Compacted 21-A TYPICAL VALLEY GUTTER AT DRAIN LOCATION DETAIL SCALE:1"=1'-0" WI LLIAM D. RIELEY Lic. No. 94 14 _ Dripps Phinney Driveway 6152 Plank Road Afton, Virginia 22920 SCALE As Shown DATE 3/11/21 DRAWN ILE CHKD WDR RIELEY & ASSOCIATES, LANDSCAPE ARCHITECTS 601 East Market Street, Charlottesville, Virginia 22902 T _� L P-4 8" Sch 40 PVC \ /832.74 Edge of N Q End 5181 EQEnd 5173. VALLEY GUTTER DRAIN VG-1 Edge of 0 0 ` Top of Grate 818.24 Inv. 817.72 , 'c 818.29 c\ N @ End 5263.51 E @ End 5312.17 VALLEY GUTTER DRAIN VG-5 Note: See Grading Plan for Rim Elevations. and for Northings/Eastings of Proposed Center of Grate. V.D.O.T.Standard Drop Inlet DI-1, Grate & Frame Only DROP INLET 1 2'-7" 2'-6" H r SCALE:1-1/2"=1'-0" St St . P C V.G.PPf l� ss Inv. Out 817.03 ,,-N Q E 5264.71 E ® d 5313.07 cV Existing Garage Wall 60' Elbow P5 8" Sch 40 PVC \ 827.82 Edge of Driveway , \ N Inv. Out 825.49 ✓ O 827.94 / � �� �1 827.49 U� NQEnd 5199.15 E @ End 5231.83 N Q End 5198.68 / E @ End 5230.41 827 61 / V�� 828.15 VALLEY GUTTER DRAIN VG-2 Retaining Wall N Q End 5271.54 E Q End 5301.32 VALLEY GUTTER DRAIN VG-6 i>�ess Steel C,rato 1$Sta 818.57 �a P-9 lam, 8" Sch 40 PVC \ \ 821.84 ICPss�r s$P C tPs ��0r d s \ \ \ Inv. Ir1818.85 ti ��� N C�3 End 5234.38 ey5� 821.77 N C�3 End 5244.31 Edge of Driveway 821.51 E Q En� 288.71 E Q End 5278.79 �u Inv. Out 818.75 821.11 � 821.98 � 822.17 1 . Out 8 9.11 821.93 � 821.44 Inv. P-8 821.65 tie 8 Sch 40 N Q End 5233.32 C� PVC E ® End 5287.65 �eti \ 821.27 \ \ 8" Sch 40 822.31 e, \ \ N ® End 5243.25 PVC E @ End 5277.73 \ + 821.60 Edge of Driveway VALLEY GUTTER DRAIN VG-3 SCALE:1-1/2"=1'-0" i / If i N V.G. Inv. Out Ex. PVC 8�6 87 Contractor to Determine iN Q End 527�75 Location & Invert of Existing III Q End 5302�22 Pipe. Valley Gutter Drain 1 /VG-6 & Trench Drain WG. Inv. In , Connection TBD by ,916.97 Contractor & Approved by \� / � Landscape Architect Top of Grate 81824, Boftom Outlet Inv.817. 6�� \ 018.29 4 a 11 0 A� ge of Driveway 0 1'-8" 8" Sch 40IF Cq PVC Pipe III1 III'II-III Compacted Subgrade LEVEL SPREADER SECTION .o SCALE:1-1/2"=1'-0" 6"x6" Conc. Beam Must be 1-#4 Bar Level & Plumb -11-I > IIIil111 II -III T1i�J= III,�1111- Filter Fabric N.T.S. 6'-0" 838.10 Northing 5126.31 Northing 5125.31 Fasting 5039.14 Easting 5030.52 + 838.0 837.94 0 og°°%�O °o°o� 6" x 6" x 13' Concrete Beam Must be Level & )838.00�°cPoOoQ °Pc Plumb ° Ow°o° i °80 ° Northin 5134.98 Northing 5125.17 ��8" Sch 40 °� °�o� Easting 5039.19 Easting 5040.49 Drainage Pipe ° 838.0 +837.94 3-4" Dia. 838.10 Brown River Rock �y Concrete Beam to be Keyed Into Slope (Typ) LEVEL SPREADER DETAIL #1 VALLEY GUTTER DRAIN VG4 Northing Easting 51 SCALE:1-1/2"=1'-0" rete Beam to be 3 Into Slope (Typ) ling 5232.46 ig 5140.48 Conc. Beam )ia. Brown River Rock Northing 5224.88 a, 821.00 Li�`� \ Fasting 5139.11 -8" Sch 40 1 PVC Pipe Northing 5223.16 2g2 \ Easting 5135.50 Northing 5222.80 . �1­8" Sch 40 Fasting 5140.66 Northing 5221.17 \ PVC Pipe Fasting 5136.47 LEVEL SPREADER DETAIL #2 SCALE:1-1/2"=1'-0" SCALE:1-1/2"=1'-0" N.T.S. N.T.S. Northing/Easting Location on Plan Orient as Shown on Plan Mortk (ryp) 8" (Nom) CMU (Typ) tt a � =III � � � .:: >' � . • 8" Schedule 40 PVC ;. •••N'�M\� III -III X ����°���a"•_:• III= III X X�0 A 11 I -III °�' X 34, ° a ° III Mortar (Typ) - =III =I I I1=1I1 1I11 1I 1=1I1 11II III =11 .7: 11 3111 Concrete Footing w/ #4 Rebar,12" O.C. Each Way (Typ) Compacted Subgrade SCALE:1"=1'-0" Note: See Grading Plan for Rim Elevations. and for Northings/Eastings of Proposed Center of Grate. Orient as Shown on Plan Neenah Frame and Grate R-3449 I I �Glortar (ryp) ° a = 8" (Nom) CMU (ryp) III=.' •a:� � ' ° - v 8" Schedule 40 PVC 8" Schedule 40 PVC A. III _IIII I� °° III �� �.�• ��� II -I 11T�W11111 a � 04' a Mortar (Typ) -11 di=111=111III1 I III111 III IIIII 3 2-1/4 Concrete Footing w/ #4 Rebar,12" O.C. Each Way (Typ) Compacted Subgrade DROP INLET 2 SCALE:1"=T-0" Transformer By Others 4?_0IT �Iev. 825.4 4' x 4' Concrete Transformer Pad #4,12" OC Both Ways o I'll II j i Fin. Grade - <., -; illl 11-III-III=1�I1�111=III=III �111="`-"'=111�iilll,; I' -I I ICI III III-III=1 I � Compacted or I I Undisturbed ----------------- Subgrade 4" PVC Conduit ELECTRIC TRANSFORMER PAD - BY OTHERS Fin. SCALE:1/2"=T-0" O0�Ep LTH p� D U WII,LIAM D. RIELEY Lic. No. 0 14 t s *- Revisions 5/14/21 Alb. County DETAILS Dripps Phinney Driveway 6152 Plank Road Afton, Virginia 22920 SCALE 1-1/2" =1'-0" DATE 3/11/21 DRAWN JLE CHKD WDR RIELEY & ASSOCIATES, LANDSCAPE ARCHITECTS 601 East Market Street, Charlottesville, Virginia 22902 T _ n L `t HEAVY DUTY T304 STAINLESS STEEL FRAME WITH YX $" 0 CONCRETE ANCHORS 5 INSTALLATION BRACKETS FOR GRATE WITH LOCKING TOGGLE 88 ALIGNING AND ANCHORING TRENCH e'd � ° SLAB THICKNESS O O ° (AS SPEICIFIED) a c c d 1 a e n III 6n _ III I a a IIIIIII _ e I1 =111I III III — MONOLITHIC POUR REINFORCE PER STRUCTURAL REQUIREMENTS =14.I— I III O ENCAPSULATION SMOOTH PRECAST ? ,' — (AS SPECIFIED) POLYMER TRENCH BODY - 4 .. °. .; — I- i COMPACTED EARTHS--�—�—� = — = #4 INSTALLATION BARS NOTES: 1. STANDARD SLOPE IS 0.5% UNLESS OTHERWISE SPECIFIED 2. REINFORCE ACCORDING TO STRUCTURAL REQUIREMENTS 3. TRENCH DRAIN MUST BE 8' BELOW FINISHED CONCRETE GRADE SQUARE TRENCH DRAIN SECTION SCALE:1-1/2"=1'-0" a� b T304 STAINLESS E SQUARE TRENCH ISOMETRIC DUTY FRAME WITH 3" X 8" O CONCRETE ANCHORS INSTALLATION BRACKETS FOR ALIGNING AND ANCHORING GRATE WITH LOCI TRENCH SECTIONS ° SLAB THICKNESS (AS SPECIFIED) ° O ° Q ° INVERT VARIES _=III I —III—= ° d � —III— MONOLITHIC POUR REINFORCE —III=1=1 PER STRUCTURAL REQUIREMENTS 1IIII 1-1-111NI =1—I 4„ I I1-11SMOOTH PRECAST I111 111 = POLYMER TRENCH BODY #4 INSTAI.I.ATTON BARS I7RM .II NOTES: 1. STANDARD SLOPE IS 0.5% UNLESS OTHERWISE SPECIFIED 2. REINFORCE ACCORDING TO STRUCTURAL REQUIREMENTS 3. TRENCH DRAIN MUST BE 8' BELOW FINISHED CONCRETE GRADE TRENCH WITH BOTTOM OUTLET SECTION SCALE:1-1/2"=1'-0" a SEALABLE JNNECTORFLANGE -IORS NBRACKETS SCALE:1-1/2"=1'-0" L� a DUTY FRAME WITH 3" X $" 0 CONCRETE ANCHORS INSTALLATION BRACKETS FOR ALIGNING AND ANCHORING TRENCH SECTIONS a } ° SLAB THICKNESS 4 (AS SPECIFIED) a 1 MONOLITHIC POUR REINFORCE PER STRUCTURAL REQUIREMENTS SMOOTH PRECAST POLYMER TRENCH BODY EARTH NOTES: 1. STANDARD SLOPE IS 0.5% UNLESS OTHERWISE SPECIFIED 2. REINFORCE ACCORDING TO STRUCTURAL REQUIREMENTS 3. TRENCH DRAIN MUST BE g' BELOW FINISHED CONCRETE GRADE TRENCH WITH SIDE OUTLET SECTION SCALE:1-1/2"=1'-0" XiMM 1. GRATE MATERIAL IS 304 B STAINLESS STEEL 2. GRATES ARE LOAD CLASS C, EXCEEDS H-20 LOADING 3. GRATES HAVE A BRUSHED FINISH (SAND BLAST OPTIONAL) 4. GRATE OPEN AREA 32.16 IN.2/LF 1'-118" 8" _L521 i STAINLESS STEEL GRATE SCALE:1-1/2"=1'-0" 77LT" OP U WILLIAM D. RIELEY Lic. No. 040160 14 _ Wa 5 Z AR TRENCH DRAIN DETAILS Dripps Phinney Driveway 6152 Plank Road Afton, Virginia 22920 SCALE 1-1/2" =1'-0° DATE 3/11/21 DRAWN JLE CHK'D WDR RIELEY & ASSOCIATES, LANDSCAPE ARCHITECTS 601 East Market Street, Charlottesville, Virginia 22902 T _� L Proposed TxT Electric - Transformer Concrete Pad by Others, Elev 825.40; Location to be Confirmed by Utility Company & Landscape Architect f1�ti �SO Tie Perforated Pipe into Drainage System using 4" Sch 40 PVC, TBD by Contractor & Landscape Architect Elev @ VG CL 818.05 N @ Face of Wall 5270.57�� E @ Face of Wall 5298.97 Elev @ TOC 818.71 New Retaining Wall El v®VGCL81890 e N Q Face of Wall 5262.69----, E Q Face of Wall 5293.01 Elev @ TOC 819.56 -�j Inv. Q Approx 817.42 e / Northing Q Center 5262.09 Fasting @ Center 5290.38 ti���° / Elev Q VG CL 819.76 / N @ Face of Wall 5255.20 E @ Face of Wall 5286.86 Elev ® TOC 820.42 N ® Cor Face of Wall 5250.13 / E @ Face of Wall 5278.41 Elev Q Fin Gr 822.0 / FlavaaTWR77n 3 +40 N @ EOD 5253.89 E @ EOD 5$8.45 Elev @ EOD 820.09 ® EOD 5245.95- ® EOD 5298.08 Elev ® EOD 820.43 N ® Cor Face of Wall 52, E @ Face of Wall 5280.60 Elev Q TOC 821.35 Elev ® VG CL 4" PVC Conduit- w/ Pull Cord for Future Electric 3+ 10 RETAINING WALL LAYOUT & GRADING � q 3 30 N@ EOD 5 .67 \E @,EOD 82.11 7/-_-Elev @\ D 821.02 IV C�3 F��D 523812 � E @ Eop 5291.27 Elev @ D�821.43 3/+/20 Elev ® TW 822.0 \\ N Q Face of Wall 5273.53 E ® Face of Wall 5301.16 \\ Elev @ TOC 818.57 EXISTING CONCRETE Elev @ G 2I�17:9f PARKING + / / N Q EOD 5272.30 E ® EOD 5302.82 Elev Q EOD 818.24 N @ CL DRIVEWAY ® END=5268.73 E Q CL DRIVEWAY ® END=5307.64 Elev ® EOD 818.24 New Trench Drain N ® EOD 5265.16 E @ EOD 5312.46 Elev Q EOD 818.24 -N @ EOD 526 3 5 60 Elev @ VG CL 817.91 . E Q EOD 53 .63 Elev @ EO 818.38 N @ Face of Ex. Bldg Wall 5263.93 N EOD 5262.20 E @ Face of Ex. Bldg Wall 5314.12 E EOD 5310.27 Elev Q TOC 818.57 lev @ EOD 818.38 3 � /50 //` �@N Q Face of Ex. Bldg Wall 8 E Face of Ex. Bldg Wall 5311.9311.92 Elev Q TOC 818.71 \ N Q EOD 5261.4 / E ®EOD 5294. Elev ® EOD 09.23 N/9 EOD 5254.10 Elev @ VG CL 818.05 Q EOD 5304.27 + lev @ EOD 819.29 /� Elev Q TW 827.25 N @ Face of New Wall 5252.86 / Q Face of New Wall 5305.90 ��@ TOC 819.62 / Elev @ VG CL �8.96 New Retaining Wall / N Q Face of New Wall 5244.64 / E ®Face of New Wall 5299.67 Elev @ TOC 820.76 _ Elev ® VG CL 820.10 E el v ® TW 827.25 EXISTING BRICK OUTBUILDING /4" Sch. 40 PVC @ 2% Min to 2'x2'x4' Deep Dry Well Filled with #1 Stone with Filter Fabric at Top REINFORCING & FOOTING DIMENSIONS FOR 12" CMU RETAINING WALLS H a b t V-Bars X-Bars K ft.-in. in. ft.-in. in. Key Ht 4'-1011 4" 2'-011 9" #4 @ 4811 oc #4 @ 3211 oc N/A 51-611 5" 21-411 9" #4 @ 4811 oc #4 @ 3211 oc N/A 61-211 6" 2'-811 9" #4 @ 3211 oc #4 @ 3211 oc N/A 6'-1011 8" 3'-011 1011 #4 @ 2411 oc #4 @ 3211 oc N/A 7'-611 9" 3'-411 1011 #5 @ 2411 oc #4 @ 3211 oc 6" 8'-211 1211 3'-811 1211 #6 @2411 oc #4 3211 oc 1'-A011 81-1011 1311 41-011 1211 #7 @ 2411 oc (`@ #4 @ 2411 oc 11-4" 9'-611 1 15" 41-411 1211 #7 @ 1611 oc #4 @ 2411 oc 1'-811 10'-211 1 1611 4'-811 1211 #7 @ 1611 oc #5 @ 2411 oc 2'-011 Filter Fabric & Damp - Proofing on Back Side of Wall VDOT #2 Stone 4" Perforated Pipe, Sloped @ 2% Per Plans LL 0 M v~' Compacted or Undisturbed Subgrade- ��L Dowel Must Be At Least Equal in Size &- Spacing to the V Bars & Shall Project a Min. of 30 Bar Dia. into the Filled Core Blocks & Shall Extend to the Toe of the Footing RETAINING WALL AT SOUTH/EAST SIDE OF ROAD \ 8 Elev @ VG `CL 821.10 \ \ Elev @ TW 827.25 / N @ Face of New\Wall5236.71 E Q Face of New Wall 5292.78 / Elev ® TOC 821.76 \ \ N ® Cor Face of Wall 5228.52 _ - - \ \ E @ Face of Wall 5301.55- \ \ Elev @ Fin Gr -825.3 - - - - -_ _ - - - - d NOTE: All Layout of Walls, Road, Gutters, & Drainage Structures to be Staked in Field Using Northings & Eastings and Offsets to be Approved by Landscape Architect Prior to Construction. SCALE:1/411=11-011 A.. Top Bond Beam w/ 2 #5 Bars Cl Bond Beams 16" O.C. Vertically with 2 #4 Bars 2" FVC, 6O.C. Max III III°' d d+ Install %$' Cotton Sash Cord I (Wick or Weep Rope), 16" O.C. °::I I I I - at Base of All Walls Above Finish Grade. Cut Flush With Face of Wall. I 911 - - r �N O rivewa Finish Grade ° .,.Q Q6 O d a'1/2" Expansion Joint d..'� ° ° � �� I •I QQ o0 o000 �O� 471 a %C) Q6 Qo -III_ a0o 0 IIIg , C.M.ULs1III-III I g oo° %III -III _ .. a a Qo Q BOO #4 Bar at 24" O.C. - ° a ° a e ! OD Qo O I° 0 p _ °: � �: ° . - ,_, __,__ _ 4 d ' ad d d .i:*° 1.. ° d a*° . 1.• . m b6 IIII�i� #3 Bars at 12" O.C. #4 Bar X Bars (See Chart) #4 Bar RETAINING WALL AT NORTH/ WEST SIDE OF ROAD Finish Grade = f 12" CMU Retaining Wall with III- Brick Veneer V Bars (See Chart) Filter Fabric & Damp Proofing on Back Side of Wall VDOT #2 Stone III 4" Perforated 1- Pipe, Sloped @ 2% Per III Plans CD III, III � M Compacted or Undisturbed Subgrade Dowel Must Be At Least Equal in Size & Spacing to the V Bars & Shall Project a Min. of 30 Bar Dia. into the Filled Core Blocks & Shall Extend to the Toe of the Footing SCALE:1"=1'-0" Bond Beam w/ 2 #5 Bars V Bars (See Chart) 0 12" CMU Retaining Wall with Brick Veneer Cd cc Intermediate Bond Beams 16" v O.C. Vertically with 2 #4 Bars 2" FVC, 6O.C. Max Install %" Cotton Sash Cord (Wick or Weep Rope), 16" O.C. at Base of All Walls Above Finish Grade. Cut Flush With Face of Wall. 9" :::�4 Bar at 24" O.C. M #3 Bars at 12" O.C. #4 Bar X Bars (See Chart) #4 Bar SCALE:111=1'-0" O��V, , TBOF o � U WILLIAM D. RIELEY Lic. No. 0 14 APE AR RETAINING WALL LAYOUT & GRADING Dripps Phinney Driveway 6152 Plank Road Afton, Virginia 22920 SCALE As Shown DATE 3/11/21 DRAWN JLE CHKD WDR RIELEY & ASSOCIATES, LANDSCAPE ARCHITECTS 601 East Market Street, Charlottesville, Virginia 22902 RW-1