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HomeMy WebLinkAboutWPO201800039 Plan - VSMP WPO VSMP 2018-06-29uAlki � 1 � • � 1 nimro EN 192"0 t GENERAL NOTES I � we, R11 SEMI I �� I v M Physical Address: NA Timberwood Parkway at Mollymead Lake Dam (Crest) Charlottesville, VA 22911 ivanna Risriff= 46133-A 46133-A2 46133-A3 5. Z R Residential 6 Watershed Powell Creek 7 Name of Land Owners: Forest Lakes Community Association (FLCA) Developer Contact: Count of Albemarle 401 Myclntire Road Charlottesville, VA 22902-4596 Attn: Walter Harris, IV, PM PH: (434) 872-4501 Email: wh, arra rI�errr3J Alternate: Attn: Stavros Calos, Water Resources Engineer Albemarle County Water Resources Program PH: (434) 296-5816 8 Plans Pre -oared By: Johnson Mirmiran & Thompson 9201 Arboretum Parkway Suite 310 Richmond, VA 23236 Schnabel Engineering 1380 Wilmington Pike, Suite 100 West Chester, PA 19382 Phone: (610) 696-6066 Fax: (610) 696-7771 9. Seque re and Tin truction Phasinq Construction ofproject to occur in summer of 2018 10 Datum Reference for Elevation - Vertical datum is NAVD 88 - Horizontal datum is VCS NAD 83 11 Source off the e To_poaraphv and Survey: Lincoln Surveying, February 2018 Lincoln Surveying, May 2016 12. Amor of im'J rviou_s o__proiect_ site: Existing: 0.0 sq. ft. Proposed: 2600 sci. ft. (outfall structure) 13 Amount of Land Di t urbance• 4.291 Ac, MISS UTILITY CALL "MISS UTILITY AT 1-80D—,552-7001, 48 [HOURS PRIOR TO THE START OF WORK. THE EXCAVATOR MUST NOTIFY ALL PUBLIC UTILITY COMPANIES WITH UNDER GROUND FACILITIES IN THE AREA OF PROPOSED EXCAVATION AND HAVE THOSE FACILITIES LOCATED BY THE UTILITY COMPANIES PRIOR TO COMMENCING EXCAVATION, THE EXCAVATOR IS RESPONSIBLE FOR COMPLIANCE WITH REQUIREMENTS OF THE ALBEMARLE COUNTY CODE. 401 MCINTIRE ROAD, ROOM 240 f%,,,**HARL0TTESV1LLE, VA 22902�459iFl SRI VICINITY MAP SCALE: 1"=1000' 0 1000' 2000' FINAL PLAN (V qk— M P /W P I • 1 :111 • JUNE 28, 2018 SHEET INDEX SHEET NUMBER SHEET TITLE a Fv.. COVER SHEET {JP r.1e, c" 45 '�� t, EXISTING SITE PLAN AND PROJECT LAYOUT C-3 LIMITS OF DISTURBANCE AND STAGING AREA PLAN C-4 PROPOSED SITE PLAN C-5 EMBANKMENT SECTIONS STA. 0+75 TO 3+00 z id EMBANKMENT SECTIONS STA. 3+50 TO 5+00 el STRUCTURE REMOVAL, CLEARING AND GRUBBING PLAN C-8 CONCRETE STRUCTURE EXCAVATION PLAN C-9 OUTLET STRUCTURE PLAN AND SECTIONS 3� - CREST r-rx C-12 ACB SUBGRADE PLAN DETAILS a r'i y Py ACB LAYOUT PLAN _=15_ r— C,-17 PRINCIPAL SPILLWAY PLAN, SECTION, AND DETAILS J, ROAD VAY-REPAtR-P­LA-Nr— 5=1 PRINCIPAL SPILLWAY ST RUC I URAL DE-_ TAILS a� W -S3— 0 E:S-1 EROSION & SEDIMENT CONTROL NARRATIVE E:S-2 "P, O ES -2A SWM GENERAL NOTES E:S-3 EROSION & SEDIMENT CONTROL PLAN - PHASE I E:S-4 EROSION & SEDIMENT CONTROL PLAN - PHASE II E:S-5 EROSION & SEDIMENT CONTROL DETAILS ES -6 EROSION & SEDIMENT CONTROL DETAILS ES -7 - 7� 5 .. ES -8 - .7 �•r�}'t3r -=>y - Ga - /"xrAle es a PROJECT LOCATION H LLYMEAD LAKE O POWELL CREEK f ��' <,� to ��:.,.{F< tr, (TRIBUTARY TO 7 i F THE SOUTH FORK {, E_ ° RIVANNA RIVER) pi - ! t`� •,,tit.., - A..1` +•::�r�, �,f� ' ;fUSG.S;lntermap, increment P Corp.; �RCAhEsn`Japan, ETI,EsrChina (HonyKonSources: Esri, HERE, �eLog),Etri (Thailand);'ib1apmylndia, © 02enStree*)1ap contribu?ors, and the GIS User Community. s VICINITY MAP SCALE: 1"=1000' 0 1000' 2000' FINAL PLAN (V qk— M P /W P I • 1 :111 • JUNE 28, 2018 SHEET INDEX SHEET NUMBER SHEET TITLE CIS -1 COVER SHEET C-1 NOTES, ABBREVIATIONS, AND LEGEND C-2 EXISTING SITE PLAN AND PROJECT LAYOUT C-3 LIMITS OF DISTURBANCE AND STAGING AREA PLAN C-4 PROPOSED SITE PLAN C-5 EMBANKMENT SECTIONS STA. 0+75 TO 3+00 C-6 EMBANKMENT SECTIONS STA. 3+50 TO 5+00 C-7 STRUCTURE REMOVAL, CLEARING AND GRUBBING PLAN C-8 CONCRETE STRUCTURE EXCAVATION PLAN C-9 OUTLET STRUCTURE PLAN AND SECTIONS -C 0 - CREST r-rx C-12 ACB SUBGRADE PLAN DETAILS G-14 ACB LAYOUT PLAN _=15_ r— C,-17 PRINCIPAL SPILLWAY PLAN, SECTION, AND DETAILS ROAD VAY-REPAtR-P­LA-Nr— 5=1 PRINCIPAL SPILLWAY ST RUC I URAL DE-_ TAILS _S-2- W -S3— 0 E:S-1 EROSION & SEDIMENT CONTROL NARRATIVE E:S-2 EROSION & SEDIMENT CONTROL GENERAL NOTES ES -2A SWM GENERAL NOTES E:S-3 EROSION & SEDIMENT CONTROL PLAN - PHASE I E:S-4 EROSION & SEDIMENT CONTROL PLAN - PHASE II E:S-5 EROSION & SEDIMENT CONTROL DETAILS ES -6 EROSION & SEDIMENT CONTROL DETAILS ES -7 EROSION & SEDIMENT CONTROL DETAILS ES -8 SWPPP EXHIBIT APPROVED by the Albermarle County CommunityDev,Eflopment Department Date_, �ji t File 9Q' f', � 1 ;(= m U W Z U co co N co LU Q Z �(-O W r W m a � y 0 O a W C:� S_ E ry C U O o v W Q 4 O m ❑ (D° _ W (� 0 Q Q J � U) U)zz 7.2EO Q W U n O -j W ry LLJ Q _I m J O <C v U o v o W — 4n� � W Q 00 0 2 0 W a Z CC U U) W D PROJECT: 15615008.01 DATE: 6/28/2018 SHEET CS -1 Z �(-O E W �° Q 0 y 0 Z (D Q W C:� S_ E C U O o v Q Q Q J � U) U)zz 7.2EO Q W U n O -j W ry LLJ Q _I m J O <C v U o v o W — 4n� � W Q 00 0 2 0 W a Z CC U U) W D PROJECT: 15615008.01 DATE: 6/28/2018 SHEET CS -1 ACB ARTICULATING CONCRETE BLOCK APPROX. APPROXIMATE BM BENCH MARK BOT BOTTOM CTN JT CONTRACTION JOINT CST JT CONSTRUCTION JOINT CTR JT CONTROL JOINT C -C CENTER TO CENTER DEG DEGREES DIA DIAMETER DIP DUCTILE IRON PIPE D/S DOWNSTREAM DWG DRAWING EL ELEVATION FT FOOT GA GAUGE H HEIGHT HDPE HIGH DENSITY POLYETHYLENE 1. 1. INVERT IN (AT MANHOLE) IN INCHES I.O. INVERT OUT (AT MANHOLE) LB POUND LFT LEFT MAX MAXIMUM MIN MINIMUM NOM NOMINAL N.T.S. NOT TO SCALE OC ON CENTER PROJ PROJECT PT POINT PVC POLYVINYL CHLORIDE PIPE RCP REINFORCED CONCRETE PIPE ROW RIGHT OF WAY RT RIGHT SCH SCHEDULE SPEC SPECIFICATION S.S. STAINLESS STEEL STA STATION TRM TURF REINFORCEMENT MAT TYP TYPICAL TW TAILWATER U/S UPSTREAM W WIDTH W/ WITH W/O WITHOUT WS WATER STOP WSEL WATER SURFACE ELEVATION r. CENTERLINE O DIAMETER NORTH ARROW DIRECTION OF GEOGRAPHIC NORTH DIRECTION 1) SECTION IS SHOWN EXISTING FEATURES LEGEND ,-� SURVEY CONTROL POINT B-EBURIED ELECTRIC LINE TEL BURIED TELEPHONE LINE CONTOUR (MAJOR AND MINOR) GUARD RAIL MANHOLE Susi SEWER (SANITARY) LINE TREE LINE W WATER LINE EDGE OF RESERVOIR LINE B-1 APPROXIMATE TEST BORING LOCATION PROPOSED FEATURES LEGEND C&G 1050 LOD I SECTION INDICATOR LIMITS OF CLEARING AND GRUBBING MAJOR CONTOUR MINOR CONTOUR GEOGRID LIMIT OF DISTURBANCE BASELINE PROPERTY BOUNDARY PROPOSED TREE LINE RIPRAP, SELECT FILL (GRAVEL) GROUND, EARTH FILL DEMOLITION, REMOVAL, CUT FINE DRAIN FILL (SAND) CONCRETE ARTICULATING CONCRETE BLOCKS (ACBs) DRAWING SYMBOLS LEGEND SECTION NUMBER* DRAWING NUMBER ON WHICH SECTION APPEARS / DETAIL NUMBER* 0101 DRAWING NUMBER ON WHICH DETAIL APPEARS DETAIL INDICATOR SCALE: 3/4"=1'0" 0 1' 2' - �-) 0.75" �-- PLAN, SECTION OR DETAIL NUMBER FLOW ARROW INDICATED DIRECTION OF FLOW (IF APPLICABLE) GENERAL NOTES 1. NAME OF PROJECT: HOLLYMEAD LAKE DAM SPILLWAY IMPROVEMENTS 2. LOCATION OF PROJECT: HOLLYMEAD LAKE, TIMBERWOOD PARKWAY (SR 1521) CHARLOTTESVILLE, VA 22911 3. AREA OF DISTURBANCE: 4.416 ACRES 4. TAX MAP AND PARCEL NO.: MULTIPLE SEE SHEET C-2 FOR DETAILS 5. NAME OF OWNER: COUNTY OF ALBEMARLE 401 MCINTIRE ROAD, CHARLOTTESVILLE, VA 22902 ATTN: JOHN ANDERSON, PROJECT MANAGER PHONE: (434) 872-4501 EXT. 4 EMAIL: JANDERSON2@ALBEMARLE.ORG 6. PLANS PREPARED BY: SCHNABEL ENGINEERING, LLC 1380 WILMINGTON PIKE SUITE 100, WEST CHESTER, PA 19382 ATTN: JEREMY R. YOUNG, P.E. PHONE: 610-696-6066 7. TIMING OF CONSTRUCTION: CONSTRUCTION TO BEGIN SUMMER 2018 8. DATUM REFERENCE FOR ELEVATION: VERTICAL DATUM IS NAVD 88, HORIZONTAL DATUM IS NAD 83 GRID NORTH VASP SOUTH ZONE. 9. SOURCE OF TOPOGRAPHY AND SURVEY: LINCOLN SURVEYING, DATED FEBRUARY 2, 2018. 10. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PERFORM WORK IN ACCORDANCE WITH ALL LOCAL STATE AND FEDERAL REGULATIONS. THE CONTRACTOR IS RESPONSIBLE FOR NOTIFYING AND COORDINATING ANY UTILITY CONFLICT NOT SHOWN ON THE PLANS WITH THE ENGINEER, AND TO SUBMIT AN RFI TO THE ENGINEER, AS NEEDED, TO RESOLVE ANY SUCH CONFLICTS. 11. CALL BEFORE YOU DIG! CONTRACTOR SHALL CONTACT COMMONWEALTH OF VIRGINIA ONE CALL SYSTEM AT 1-800-552-7001 AT LEAST THREE DAYS PRIOR TO ANY EXCAVATION. 12. REFERENCES TO "LEFT' AND "RIGHT' WITHIN THESE PLANS ASSUME ONE IS LOOKING DOWNSTREAM. 13. CONTRACTOR SHALL VERIFY EXISTING SITE CONDITIONS AND NOTIFY ENGINEER IF ANY DISCREPANCY IS FOUND. 14. CONTRACTOR RELOCATION OF REFERENCE POINTS SHALL BE PERFORMED BY A VIRGINIA REGISTERED PROFESSIONAL LAND SURVEYOR. 15. ALL ROADWAYS, ASPHALT PATHS, ENTRANCES, DRAINAGE ITEMS, AND PROPERTY IMPACTED BY CONSTRUCTION ACTIVITY MUST BE REPAIRED, REBUILT, RECONSTRUCTED, OR RESTORED PER DRAWING NOTES, DETAILS, AND SPECIFICATIONS. IF PLANS OR SPECIFICATIONS DO NOT APPEAR TO SPECIFICALLY ADDRESS AN IMPACT AREA THEN PRE-EXISTING AND POST -CONSTRUCTION CONDITIONS WILL BE EVALUATED USING PHOTOS. CONTRACTOR IS TO TAKE PRE-EXISTING PHOTOS AS REQUIRED IN SPECIFICATION SECTION 02 01 00. GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). PLAN / SECTION / DETAIL lll'�! ADDITIONAL INFORMATION OPTIONAL ADDITIONAL INFORMATION --- / PLAN, SECTION OR DETAIL LABEL PLAN, SECTION OR DETAIL TITLE f VERBAL SCALE** SCALE: 1/2"=1'0" SCALE: 1-1/2"=1'0" 0 1' 2' 1.00" --� --- 1.50" -•�-� SCALE INDICATOR * SECTION AND (ELEVATION INDICATORS ARE SIMILAR. SECTION AND DETAIL NUMBERS ARE COMBINED AND SEQUENTIAL ON EACH DRAWING. ** VERBAL SCALE IS SHOWN FOR CONVENIENCE. ALL DRAWINGS SHOULD BE CHECKED TO ENSURE THAT THE SCALE BAR ITSELF IS SHOWN AT ACTUAL SIZE. DRAWINGS NOT PLOTTED AT THEIR INTENDED SIZE (ARCH D 24" x 36") WILL NOT SCALE PROPERLY. GENERAL CONSTRUCTION FOR STREETS 1. CONSTRUCTION INSPECTION OF WORK OR REPAIR TO SR 1521 WILL BE MADE BY THE COUNTY AND VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THE CONTRACTOR MUST NOTIFY THE DIVISION OF PROJECT MANAGEMENT (434.872-4501 EXT. 4) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. CONTRACTOR MUST NOTIFY VDOT ONE (1) WEEK IN ADVANCE OF ANY APPROVED COMPLETE CLOSURE OF TIMBERWOOD PARKWAY (SR 1521) TO THROUGH TRAFFIC FOR ANY DURATION LASTING MORE THAN ONE (1) HOUR. 2. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 3. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 4. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. 5. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. 6. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE CONTRACTOR WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. r co w w z v z 0 v w 0 oc OD co 0) C) N �r w n w w z z W J z 0 0 PROJECT: 15615008.01 DATE: 7/2/2018 SHEET C-1 w w t s 4 . "No IT, CL E cut) •• CL f! PROJECT: 15615008.01 DATE: 7/2/2018 SHEET C-1 w w 4 i ui 0 PROJECT: 15615008.01 DATE: 7/2/2018 SHEET C-1 w w ® �\ ull i TRIBUTARY TO -, POWELL CREEK �' / I I.I. EL 398.0 / P I.O. EL 397.9 r RIPRAP DRAINAGE DITCH s -M2__ 1/ VALVE l w I (UNKNOWN SOURCE) 54" DIA RCP CONDUIT TMP 46133-A2 >- ✓ / / / I I I l j -- FOREST LAKES COMMUNITY ~'' �- r d _.✓q J 1. 1. 24" DIA) EL 407.6 `- ` ASSOCIATION INC AND FOREST - EXIST T I � - LAKES ASSOCIATES _ EXISTING REELINE _. I. 1. (54" DIA) EL 399.2 - ✓ / I / j j ,;,�° _._ ; _ _ - ---' D.B. 1209 P. 260 - _ �, r , (�f�: v - I.O. EL 399.2 _ -_ - - " f -, '' 1. 1. EL 418.5 s -- -_ _- D.B. 1142 P. 535 PLAT PROPERTY LINE (TYP) _. - = � 1.1. EL 418.9 _ - _ - _ MH #1 1.0. EL 418.4 I.O. EL 418.3 _. 1. 1. EL 409.8-z0 _ _ 'd I I O 37 EL 9 TMP 4683-A3 48" DIA RCP CONDUIT -` _ _ _ FOREST LAKES COMMUNITY M H #2 - a - - `24" DIA RCP CONDUIT 10" DI ANITARY , f� - "• ASSOCIATION INC - - 1. 1. EL 425.0 _ _ VDOT ROW AS PER AGREEMENT FILE NO. 7016 --'SEWER APVCS _y S _.. _ E LINE . 4 "- 1. 0. EL 412.6 MH #3 - - - DATED 12/13/2001 N1H tw .._ - - �� I.I. EL 417.0 - D.B. 3339 P. 096 _____430- _- - _ 1.0. EL 409.7 D.B. 1018 P. 412 PLAT BURIED TELEPHONE LINE ASPHALT PAVED >' / " '- -- - 430- __ -`` (TO BE ABANDONED AND - D.B. 2143 P. 615 PLAT - PEDESTRIAN - ___ � - __ _-- - -- - � _ --- RELOCATED PRIOR TO -- WALKWAY 5FT WIDE 10" DIA. DIP SANITARY - - - - _ - _ - - r - __ - - - - - SEWER LINE » - _ __ __ - - - _ - _ __. - - _ - - ~ - - - _ -CONSTRUCTION)_ _- y '- SE �' � __ __._ � _� �o --- - �? - _ 48" DIA RCP CONDUIT - - BEGIN PROJECT BASELINE _ ,� A E,� - _ -- - - - -- - - - - - __ - _ _ .w - _ - -. - - - - -B GUARDRAIL `--a o- - - -- - - -- - T = > NORTHHING 3929672.64 - - _ END PROJECT BASE G - LINE _ ____ G 01972. -STATION=7+00.00 NORTHING=3930311.21 r / EASTING=11502259.2 -- s c -r-'-- __ -----� - ®. t d,r / _ =7 - TIMBERWOOD PARKWAY (SR 1521) ! N24 11 02.3 E I 6+ 5+00 .__.--.-----"- 4.00 3+00 f 2+00 WATER LINE 1+00 JI r 12" 0 HDPE DIA. UNKNOWN - - ''�,. BURIED ELECTRIC LINE -- _ _ -_ / UNDER ASPHALT PAVED _ �- -. 12" Q1 RCP i.0. EL 442.0 _ _ . _ - -r. -D-E ' PEDESTRIAN WALKWAY. _. -'_ /' i __- - B-E u B_E - lam- W ?«-W-E_ _.G7-.._-��--�=..E-�T---� _-� \ - - _ �- ----�c�` - _ -- B - ! -- - - 18" HDPE A r 1.1. EL 444.6 �3 E T 3 / - --f40'-_ 1. 1. EL 439.1 / - 1.0.EL444.2-__- /-Yo-_ O. EL 439.0 -» -- .__ _ _ Ii - - - - 24 DIA RCP CONDUIT_'„ _ ASPHALT PAVED - - - - - - >� I r �_ _ s-, _ _ - _ _. ._ - ,__ GUARDRAIL l-- =''� / - 1. 1. EL 419.6 f ' fo -c - - - _ _ _ PEDESTRIAN ..__,. " 12ftp RCP 1.0. EL 443.7 . '� I.O. EL 4196 � _ � � - -- - - - � - _ -_ - w _ _ - _ - -- - _ AUXILIARY SPILLWAY INLET STRUCTURE _ � WALKWAY 4FT WIDE CREST EL 427.1 TMP 4662-03-139 T-4,,,, - > - _ -- iso --- -- - _ f " _ ROBERT F. AND CONNIE I. SAUER / STORM WATER STRUCTURE / - ''T� `%' g� ` - > _ - _ - PRINCIPAL SPILLWAY RISER -- - -_ LIMITS OF RESERVOIR - 4 , _ - NORMAL POOL nr / - , � f '�' D B 1300 P 205 ° T-6 r INLET EL 446.4 �l A I // �' > -' d EST EL 426 4 ° R - a _ D.B. 993 P. 305 PLAT 10" DIA PVC j CR r I 1 I 1 t I LO. EL 419ROADWAY DRAINA.. 55 I EL419 GE t r TMP 4663 A O✓ r" .-t � r 1 r e i / 1 �1 r r.:,;,._., .,.,: .,. -.w.:...: STRIIC:TIIRF SURVEY CONTROL POINT TABLE POINT NAME NORTHING FASTING ELEVATION DESCRIPTION I T-1 3929989.1230 11502089.9580 439.99 N/A T-2 3929977.7120 11502132.1130 439.29 N/A T-3 3929723.7140 11501970.0700 446.35 N/A T-4 3930198.5960 11502142.1380 441.72 BRASS DISC T-5 3929604.4530 11501954.9060 452.29 BRASS DISC T-6 3930439.8900 11502241.1430 453.29 N/A T-7 3930170.8900 11502203.6690 442.13 N/A T-8 3930079.2220 11502374.9580 411.04 N/A EXISTING SITE PLAN AND PROJECT LAYOUT SCALE: V=30' 0 30' 60' oc ro ro m M u� 0 N O <t 0 Q Lu Lu w K 0 z w �c z 4 PROJECT: 15615008.01 DATE: 7/2/2018 SHEET C-2 a z 0 I= c� w 0 w • 1 k i IY { 4 *, ! INC I so • s CL ca PROJECT: 15615008.01 DATE: 7/2/2018 SHEET C-2 a z 0 I= c� w 0 w 100 N:392§ -93T83, N: 3 92-9,8 5 3. 9 8 /--E:11502344.51 E:11502310.59 QOM (10-1 -7 1p/l c1r)-1 N:3930015 30 N:3929686.49 E:11502204.62 -E:1'150234189,,clol col col 6N LIMITS OF DISTURBANCE ON 9(2 1 :3 'g /N 9650.28 0 E:l 502127.55 61 POSSIBLE TEMPORARY HAUL -PROTECT 54DIA RCP jo " ROAD LOCATION. ACTUAL AT HAUL ROAD CROSSINGS LOCATIONS TO BE COORDINATED WITH ENGINEER DURING APPLICABLE S S UBMITTAL REVIEW(TYP) MH #4 MH #1'— , mw 1': 39/29674,25 501930.87 Al If "I UK I I Il, I Ala Is waft 0 0 z 4x LAI 01 r- E o rLu "g, z z 2,60 Z Lu E Oto Lu - 00 _ CIL+ UJ E: 115020'07,','5 KIIIIZZI \0v 1948 33 rF � , . � , . � '. N:3930463.63 E.11502157.84 LOD LODI LOD U) Qp < CL F— uj Z Z rvoo LIMITS OF DISTURBANCE AND STAGING AREA PLAN uj Z) 2i 0 O < NOTES: < LLJ (-)(D 0 30' 60' > Lu 1. THE LIMITS OF DISTURBANCE COMPRISE AN AREA OF 4.416 ACRES (192,356 SF) o _j Z < ry ly- 2. THE ALLOWABLE CONTRACTOR STAGING AREA IS APPROXIMATELY 0.1 ACRES ui cL < u— (D AND IS GOVERNED BY TEMPORARY CONSTRUCTION EASEMENT. THE Z> 2 0 < CONTRACTOR IS RESPONSIBLE FOR LOCATING OFFSITE STAGING AREAS AND/OR Lij SEQUENCING CONSTRUCTION/DELIVERIES AS NEEDED. in 0 3. CONTRACTOR RESPONSIBLE FOR MAINTAINING THE INTEGRITY OF THE EXISTING 0 < DAM AND APPURTENANCES. Li z < PROJECT: 15615008.01 DATE: 7/2/2018 SHEET C-3 -1. '� I " I 'r / / __ ___ ­ __ __ -,- -_ __ - __ __ — - - - - _,� ll� __ �_ - __ - __ -,. ". I \ \ lll� / / / / � i / — ­ — ,-, I- — __ — __ — — — — — — _ ,_ - _ -_ \ \1 // // �� - - - 1�'. ,- '- ­ ,,\ '_ - __ - . __ - I '\ \ "I'll, \ // z I I I / 4--�) __ - - __ __ __ __ __ -, __ — - ����,__, I / // / -1 ", I - - � / // , , - ____ -_ \ ,` z \ ��� ,_ / , � _1- - -­ 111. 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REMOVE ONE SECTION OF RCP AT EACH FILTER D�IAPHRAGM IN ORDER TO COMPACT FINE DRAINFILL AT EACH LOCATION. REPLACE WITH NEW RCP OF SAME DIMENSIONS AS SECTION REMOVED DURING CONSTRUCTION OF EACH FILTER DIAPHRAGM. 2. BOTH LENGTHS (RISER TO MH #3 AND MH #3 TO MIH #4) OF THE 24" DIAMETER PRINCIPAL SPILLWAY CONDUIT TO RECEIVE CURE -IN-PLACE PIPE LINING AS PER SPECIFICATION SECTION 33 10 30.73 AFTER CONSTRUCTION OF THE FILTER DIAPHRAGM UPSTREAM OF MH #4. 3. BOTH LENGTHS (INLET STRUCTURE TO MH #2 AND) MH #2 TO MH #1) OF THE 48" DIAMETER AUXILIARY SPILLWAY CONDUIT AND BOTH LENGTHS (MH #1 TO MH #4 AND MH #4 TO OUTLET) OF THE 54" DIAMETER CONDUIT TO RECEIVE EPDXY GROUT AT EACH JOINT AFTER CONSTRUCTION OF THE FILTER DIAPHRAGMS UPSTREAM OF MH #1 AND MH #2. ENGINEER ESTIMATES THAT APPROXIMATELY TWENTY-SEVEN (27) JOINTS SHALL BE TREATED. 4. CHEMICAL GROUTING TO BE PERFORMED AT MH #2 AND MH #1 AND IN PIPES DOWNSTREAM (20 LF) OF MH #2 AND MH #1 IN ACCORDANCE WITH SPECIFICATION SECTION 33 O)l 34.16. 5. CONTROL OF WATER PROPOSED SEQUENCING: a. CONSTRUCT PRINCIPAL RISER COFFERDAAA (MIN TOP ELEVATION 428.3) b. DEMOLISH EXISTING PRINCIPAL SPILLWAY RISER. C. CONSTRUCT PROPOSED REPLACEMENT RISER. cl� CONSTRUCT FILTER DIAPHRAGM AND REPLACE RCP SECTION UPSTREAM OF MH #4. e. CONSTRUCT CURE -IN-PLACE LINER IN PRINCIPAL SPILLWAY CONDUIT. f. REMOVE PRINCIPAL RISER COFFERDAM. g. CONSTRUCT AUXILIARY SPILLWAY INLET COFFERDAM (MIN TOP ELEVATION 427.3). h. CONSTRUCT FILTER DIAPHRAGMS AND REPLACE RCP SECTIONS UPSTREAM OF MH # 1 AND MH #2. i. PERFORM AUXILIARY CONDUIT REPAIRS (CHEMICAL GROUTING OF MH #1 AND MH #2 AND EPDXY GROUT AT RCP JOINTS). j. REMOVE AUXILIARY SPILLWAY INLET COFFERDAM, (D�� ��� mmmmmNI I 0 30' 60' �� 0 cc co Ix � c 0 Ld �_ �4 0� to r- 00 �l 00 C\ 0) 0 -3 LLj I: . 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I:: , Fj) c� Uj - 6j -0 "I 10 c - S� 0 U) - (D mwal (D 0 0 z �1� Ix - to r- r, 0 cw e < co, I ,� 0) 100 IT z A a- 0- _w 0 "s 0 L: I I I lo -a -0 �R 0 4� W (o ;D- z %4 Lu -0 IM 4) a .E -r- . . r_ 0 0 = .9 4� c U a 0 a w § 0 j__ Lt - 0 3� a- 00 �2 PROJECT: 15615008.01 DATE: 7/2/2018 SHEET C-4 " I z 0 �_ 0 - al 0 cn w 0 > w - ­ ___ __ N:3929857.14 / f{ ,,_ r / ,� \ I -^ __ _ ". -1 / "I ,�­ll ­/ 1-1 N:3929934.82 -7- __ _ -_ ._- E:11502-3-39.51 _ u - - `' � E:11502306.76� / '/ 3 - _ - N_ /:' Y _LIMITS OF CLEARING AND (� O'80- _ J'80- - 9,10 O 0 \ 1/ 3 / /` GRUBBING s - __ - - - __ - - ti __ __ ti _ V rJ / _ ____ - - - - - _ - - - - --_._ - - _ -Off, j- _.,._.,1/ { / j N:3929691.11 p 0 \ --� - - = - J$ / E:11502201.62 N:39300 L3�99 , '- 1 /'��>-'� / _ \ - ' I / ! `) '� ---- m � �� , f ( / j, ! 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''~. -`. -,.,. -.r%` '• "" i`�'lIL ,w- �� v'�110 _ ...._ ✓ �, ..J __-__-- _ va�� _ ,"; _w �t20' \ �,,• / / � 1 ,/ 1 _ e) / �`,1 a ��`ra('j/�� `€!i' ./ \ �... yY .,a -.�' .� sty°`» `1,.m� � __ j."1 __..- -- f ._, r f w,.. ...�. ,� - ✓ f y ` / f / / / / __ i ! y _ _ __ - _ - ; _ r� I , V. } _,",1- ' ti - .� °' `-� __ _ _ - \-`` _,_�,,_-_-- ,. �.. _ - - Y EXISTING TREELINE - yy,_ ,� _ '' ., 'tel \ 'r / / / 1 / '` r -/ / Cj,� - __ _ - __ .� mx Is 11 _ , - -__ - - --- _- _ __ __ d - \_\\ / / /// ✓� / 11 a,: --- - __ __ _ ,% z +� %'oe, '' �` - _ I _ _ - _ _ y - _ _ _ _ _ _ _ _ _ - y _ _ __ -," _ _ _....-- - y �m ` - f _ ,-- -,` `, 1 v > � / / y " _ ` J azo 1 _ - -- - - - r 11 &3n--- _ _- - - ,r ,�,6", ✓.-% PROJECT BASELINE \ TEMPORARY COFFERDAM MIN EL3Q85 LOCATION APPROXIMATE \^� / ` . DFFSET1O038 PROVIDE TEMPORARY - . PIPE TO BE DIVERSION DESIGNED BY CONTRACTOR. PROJECT BASELINE STA -2+80 ' 54' OUTLET STRUCTURE EXCAVATION BOTTOM EL. 394.5 PROTECT EXISTING 5411 0 RCP THROUGH EXCAVATION. DEMOLISH AND REPLACE MOST D/S SECTION OF RCP. AA PROJECT BASELINE. MH mfl _ PROJECT - - - �0 - - ASELINE �-- '`�� ~.^ ..~. 46 OFFSET: - 40iqv'*m LEFT SIDE CREST WALL BOTTOM OF BASELINE - EXCAVATION - - - - -��- - � - - - _ _ -- _ - - - _ _ _ - - RIGHT SIDE CREST WALL B0TOMOF � � � � ~ -PROJECT �SEL|NE- .�� - - - - - - - - - - - - EXCAVATION - � ~ STA -0+80.13 _ _ \ \- "I PROTECT EXISTING- AIIIFFSET: �'DO� �--/- �� -- -- -- —430— __ _- -�_ _ 3�--- __ _- -- -T VALEANOQONOUU 1DIA. DIP SANITARY - - -' 8E�ERL|NE�` / 'A � --- --430--- --- -- -�-- (UNKNOWN SIZE) -- -- -- -- -- -_ APPROX. ELE�T|DNOF41&O. �_-/-- -PROJECT---------pRDJ l��EL|NE-_______N&~__-------- WITHIN LIMITS __---pROJECT�@EL|NE p�OJB3��EL|NE/ / � , � ~ ~ � _ - - - «' ' - - - - ��1+OOOO GTA�O+6533 ���4+04G-�------ 8T�4+5O.00 ------------- EXCAVATION -�� � \-- -/ STA:0+65.33 nccocr,u�n -' __------- -_------ OFFGET:20.50 \ �� / �OFFSET:3O.8O =^" _ _ _440— PROJECT BASELINE STA:0+3013 ~~ u 8 --- ~440 ---� ~~~' --� -'rxuJEC| BASELINE OFFGET:-13�78 PROJECT8ASEL|NE�-- STA�4+5O'OO TEMPORARILY REMOVE 8TA:0+64.85 �1 DFFGET�25�32KV}V{^ / m�me� / '^ - RCP CULVERT DURING 4 -- CREST WALL EXCAVATION PROJECT BASELINE \. NOTES: 1. EXCAVATION REQUIRED FOR THE OUTLET STRUCTURE AND RISER CUTOFF WALLS ARE NOT SHOWN FOR CLARITY. 2. EXCAVATION SHOWN FOR RISER AND OUTLET STRUCTURE INCLUDES ONLY EXCAVATION NECESSARY FOR CONSTRUCTION OFTHE CONCRETE STRUCTURES, ADDITIONAL EXCAVATION MAY BE REQUIRED TDPLACE SURROUNDING RIP RAP. 3. EXACT LOCATION OFTHE RISER STRUCTURE AND EXCAVATION TOBE DETERMINED BASED DNTHE LOCATION 0FTHE EXISTING CONDUIT. PROPOSED RISER TOBECAST AROUND EXISTING CONDUIT AFTER SAVVCUTOFTHE BELL OFTHE PIPE ONE SECTION UPSTREAM OF EXISTING RISER. 4. THE COFFERDAM SHOWN |GCONCEPTUAL. THE CONTRACTOR SHALL BERESPONSIBLE FOR DESIGNING THE MATERIALS AND LAYOUT OF THE STRUCTURE AGPER THE REQUIREMENTS OFSPECIFICATION SECTION 01 5760. THE MINIMUM TOP ELEVATION OF428.3 APPROXIMATES THE PEAK RESERVOIR ELEVATION RESULTING FROM ASTORM WITH A5-YEARRETURN PERIOD, ASSUMING THE RESERVOIR HAS BEEN DRAWN DOWN T{}ELEVATION 42O.3(G.1FT BELOW NORMAL POOL) PRIOR TOTHE STORM EVENT. 5� THE POINTS PROVIDED |NEACH EXCAVATION SHOW THE LOCATIONS OFTHE EDGE DFFOOTER FOR THE PROPOSED CONCRETE STRUCTURE. CONCRETE STRUCTURE EXCAVATION PLAN SCALE: V=30' EXISTING GRADE ~�~~ 4.00' ~~ �~~ ~~~ 01 ^� T�/ ~~' ^^ �-�-'-�� -~~~^��~~~ ~~N1|NEL418.3 EXCAVATION FOR �~-~--~--��^--`- --PROPDSEDR|SER STRUCTURE COFFERDAM SEE NOTE 4..---' CONCEPTUAL TEMPORARY COFFERDAM SECTION PROJECT: 15615008.01 DATE: 7/2/2018 SHEET C-8 ui mlool 211 z a- Lu CL 00 PROJECT: 15615008.01 DATE: 7/2/2018 SHEET C-8 ui PROJECT: 15615008.01 DATE: 7/2/2018 SHEET C-8 DOWNSTREAM END OF ACB SYSTEM TOP OF WALL BREAK IN GRADE ADD TWO - 6FT LENGTHS OF 54"0 RCP EXISTING 54" 0 RCP DEMOLISH AND REPLACE ONE SECTION AT 8'-6" DOWNSTREAM OUTLET FLOW NOTES: 1. SEE SHEET S-2 FOR STRUCTURAL DETAILING OF OUTLET STRUCTURE. GROUTED RIPRAP BELOW 1 FT OF STANDARD RIPRAP 1 i ! TRIBUTARY TO POWELL CREEK 1 ! J APPROXIMATE NORMAL WATER EL 397.5 r f I I 1 VDOT CLASS I RIPRAP EXTEND UP BANKS TO EL 404 / 52'-0"+ / / 1 ENCASE EXISTING VALVE IN CONCRETE 8 INCH COVER ON ALL SIDES. APPROX VALVE INVERT EL 397.3 OUTLET STRUCTURE AREA - PLAN SCALE: V=5' 0 5' 10' METAL RAILIING --�, EL 4f06.0 TOP OF FINE DRAIN FILL 2FT BELOW ACB DRAIN FILL CENTER 4" DIA EL 400.6 3 WEEPHOLE ON WALL. �. DRAIN INVERT EL 398.5. SEE DETAIL 6 THIS SHEET. NORMAL WS EL 397.5 EL 396.9 VDOT CLASS I RIP RAP 1 ' 4'-0" GEOTEXTILE ° 1 FT FINE EARTHFORMED DRAIN FILL —■-� F-•— 1'-6" CUTOFF 3 OUTLET STRUCTURE SECTION - RIGHT SIDEWALL SCALE: 1 "=5' 0 5' 10' ADJUST ACB TYPICAL TOE DETAIL SHOWN ON C-15 WITHIN SHADED REGION BY REDUCING AMOUNT OF RIP RAP. 6" TOP SOIL ABOVE RIPRAP TO REMAIN; EACH SIDE OF OUTLET STRUCTURE. TOP OF FINE DRAIN FILL NEW 54" DIA RCP INVERT EL 398.3 PIPE TO PROTRUDE 6" FROM FACE OF WALL AREA OF GROUTED RIPRAP BELOW 1 FT OF NON -GROUTED RIPRAP GALVANIZED METAL RAILING SEE DETAIL 7 THIS SHEET FOR CONNECTION FINISH GRADE TOP OF FINE DRAIN FILL 2FT 1 BELOW ACB DRAIN FILL 1 FT FINE DRAIN FILL BEHIND WALL. EXTEND TO ACB TOE. FINISH GRADE -- 116° BEND 406.0 rn'• :�i--J��"eE'( Y�' "yd'A: X' rt't�"'S.,' " J"j4 \ v'\ Z Y 1'-6Y" - a EACH SIDE ° <1 ° a GEOTEXTILE ---� 1 FT FINE DRAIN FILL RIPRAP TO FOLLOW FINAL GRADE CONTOURS AS SHOWN IN PLAN GROUTED RIPRAP BELOW 1 FT OF NON -GROUTED RIPRAP EL 400.6 -' EL 396.9 d 4'-0" 1 EARTHFORMED d. d CUTOFF OUTLET STRUCTURE SECTION - LEFT SIDEWALL SCALE: V=5' 11 1 0 5' 10' EL 406.0 VARIES EL 397.0 TO 396.9 1'-6" OUTLET STRUCTURE TYPICAL WALL SECTION 6"x12"x VDOT NC AGGREGA 1 FT FINE DRAIN FILL CONNECTION NOTES: 1. TERMINATE ACB MATS AT EDGE OF WALL SCREW EYEBOLTS INTO THREADED INSERTS. 2. THREAD #4 REBAR THROUGH ACB CABLE LOOPS AND EYEBOLTS. 3. BACKFILL SPACE BETWEEN MAT AND WALL WITH JOINT FILL CONCRETE TO2' BELOW TOP OF MAT. SCALE: V=5' 0 6 WEEPHOLE DETAIL SCALE: 1 "=2' 0 2' 4' x12" S.S. SCREEN 11 GA WIRE, 4' MESH ATTACH W/ S.S. SCREWS. 4" SCH 80 PVC CONCRETE WALL 4' DIA. THREADED S.S. =TE INSERT ITO WALL 12" O.C. CONCRETE \WALL ACB/WALL CONNECTION DETAIL N.T.S. DIA. THREADED S.S. EBOLT W/ 41. D. EYE HOLE REBAR THREADED ROUGH ACB CABLE LOOPS D EYEBOLTS. GALVANIZED ME Al ^^" '"'^ RIPRAP GF AS SHOV f 1 FT FINE DRAIN GEOTEXTILE VDOT CLASS I r— RIP RAP NORMAL WS EL 397.5 VARIES 406.0 TO 400.6 OUTLET STRUCTURE WALL SECTION AT RIPRAP SCALE: 1 "=5' VDOT RIPRAP SEE TABLE BELOW FOR THICKNESS BY CLASS GEOTEXTILE 6" - VDOT NO. 57 STONE BEDDING RIPRAP TYPE RIPRAP THICKNESS LOCATION CLASS Al 1.8 FT RISER AREA CLASS I 2.2 FT OUTLET CHANNEL 8 RIPRAP DETAIL N.T.S. oc m 0) m uj rZg' �p O p"s F ky e.J a K Z) to O ui tWLu - C2 W � LY_ °' uj z z 0 a U U) ui a F, z 0 a U U) ui a 0�z Ci) Z O 2 O-- Q 11.E I� O LLJ 2 Z f� LjJ el _' T //fes fl `t.' :. o2'a Lu cL 1 c Lq PROJECT: 15615008.01 --� DATE: 7/212018 C-9 z 0 a U U) ui a � � \ \ 4 Jl f~ J! 6' �a — CAST -IN-PLACE CONCRETE OUTLET STRUCTURE CONFIRM LOCATION/DEPTH --440, CAST -IN-PLACE CONCRETE CREST WALL No —44 430 420 400 APRON EL 404.8 APRON EL 404.8 410 Z DIAPHRAGM PIPE INVERT APPROX. EL 407.7 C-1 3 FILTER DIAPHRAGM PIPE INVERT APPROX. EL 410.0 FILTER DIAPHRAGM - PIPE INVERT APPROX. EL425.U- T|KJB�ERVVOOOPARKVVAY(SR 1521) � 420 - ' SEWER LINE | /-~ EXTENTS OF ACBS (PROVIDED FOR REFERENCE) 430 CONCRETE CREST WALL 440 � / ����,`" rou/L CB ACBBEDD|NG NOTES 1. THE EXCAVATION REQUIRED FOR THE FILTER DIAPHRAGM IS NOT SHOWN FOR CLARITY, 2. SURPLUS EXCAVATED MATERIAL |8EXPECTED. SURPLUS MATERIAL TOBEHAULED OFF SITE AND BECOME PROPERTY OF THE CONTRACTOR. AC8SUBGRADEGRADE SHOWN ON PLAN - 5� ED PROJECT 15615008.01 DATE: 7/2/2018 SHEET C-12 »^ T|KJB�ERVVOOOPARKVVAY(SR 1521) � 420 - ' SEWER LINE | /-~ EXTENTS OF ACBS (PROVIDED FOR REFERENCE) 430 CONCRETE CREST WALL 440 � / ����,`" rou/L CB ACBBEDD|NG NOTES 1. THE EXCAVATION REQUIRED FOR THE FILTER DIAPHRAGM IS NOT SHOWN FOR CLARITY, 2. SURPLUS EXCAVATED MATERIAL |8EXPECTED. SURPLUS MATERIAL TOBEHAULED OFF SITE AND BECOME PROPERTY OF THE CONTRACTOR. AC8SUBGRADEGRADE SHOWN ON PLAN - 5� ED PROJECT 15615008.01 DATE: 7/2/2018 SHEET C-12 DACB _It"T 0 20' 40' LLj U LIj oc co 'o 0) M Lo LU U GJ to t-, E Lij z c LU I 1� CD Cp 4m c: co 0 z > 2 - 0 w zo—• CD LLI z C) 0 = < a•. < z 00 n ui LL uj > r-) I zLil (.) Ir (D < U) ui 0 Mft 0 0 41Z c*4 LU to t-, E r, 0 c LU I 1� CD Cp 4m c: co 0 0 z 2 - 0 w zo—• CD LU -c 0 = a•. 00 PROJECT: 15615008.01 DATE: 7/2/2018 SHEET C-14 I uj w GRADE RIPRAP TO TC NORMAL POOL EL 426.4 RIPRAP VDOT CLASS Al FLOW PRINCIPAL SPILLWAY GRADING PLAN T 6-0" 3-0" 31-011 _.-I 61-0" SCALE: 1"=5' 0 5' TRASH RACK WEIR RISER PLAN k� FLOW SCALE: 1"=5' 5' 10, HYDROPHILIC WATERSTOP AROUND CONDU 4> FLOW EDGE OF EXISTIr CONDUIT SAW CUT REMOVE BELL OF RC SEE DETAIL 2 SHEET C PIPE TO RISER CONNECTION DETAIL - SECTION SCALE: 1 "=2' 2' 4' 3FT BY 3FT FLUSH MOUNT LIGHT DUTY ALUMINUM ACCESS HATCH 3" X 6" CONCRETE BLOCK OUT FOR TRASHRACK. TYPICAL EACH SIDE 8'-0" ----------------- G 24" DIA RCP IAL SPILLWAY CONDUIT. RASH RACK MILAR EACH SIDE BACKFILL FROM EXISTING GRADE TO EL 419.3 W/ RIPRAP. MIN THICKNESS OF RIPRAP AT FACE OF CUTOFF SHALL BE 2.5FT. EL 419.3 2 1 '�j EXISTING GRADE APPROXIMATE LIMITS OF EXCAVATION. SLOPE AS NEEDED TO MEET OSHA REQUIREMENTS. 6-611 ------ EL 429.2 -011 11-91, EXISITING PIPE TO RISER 3'-0" CONNECTION 47, 51-31 STAINLESS STEEL TYPE 7" THIMBLE BACKFILL WITH MASS CONCRETE TO APPROXIMATELY 6" OVER CONDUIT. m w PRINCIPAL SPILLWAY PLAN 3 PRINCIPAL SPILLWAY SECTION > FLOW i>> 1 FLOW SCALE: 1"=5' 0 5' 10, 0 10, 81 -off EARTH -FORMED CONCRETE CUTOFF PRINCIPAL SPILLWAY ELEVATION SCALE: 1 "=5' =9 5' 10, 2 A FRONT TRASH RACK (2 PIECES) (6) 2" xx 4'-8 2 4 S.S. FLAT BAR 6" OPEI (TYF PENING FYP.) A16 2 X 2 ANGLES C5 x 9 S.S. CHANNELFRAME I 6"x6" OPENING (TYP.) B HDPE SIDE TRASH RACK (2 PIECES - 1 PER SIDE) 6 TRASH RACK DETAILS SCALE: I "=2' 0 2' 4' SECTION A -A ME No SECTION B -B NOTES: 1. RISER SHALL BE FOUNDED ON EXISTING SOIL SUBGRADES APPROVED BY THE ENGINEER, UNLESS OTHERWISE NOTED. NERO' PROJECT: 15615008.01 DATE: 7/2/2018SHEET > w Erosion & Sediment Control Narrative SITE LOCATION: THIS PROJECT IS LOCATED ALONG TIMBERWOOD PARKWAY (SR 1521) NEAR THE INTERSECTION OF SHADY BROOK TRAIL IN THE COUNTY OF ALBEMARLE, VIRGINIA. THE PROJECT IS LOCATED WITHIN A WATER PROTECTION ORDINANCE (WPO) 100 -FT STREAM BUFFER. THE IMPACTS TO THE FORESTED STREAM BUFFER, DUE TO CONSTRUCTION ACTIVITIES IS APPROXIMATELY 16,620 SF. PROJECT DESCRIPTION: THIS PROJECT WILL INVOLVE IMPROVEMENTS TO THE HOLLYMEAD DAM AND SPILLWAY INCLUDING REMOVAL AND REPLACEMENT OF THE PRINCIPAL SPILLWAY RISER, INSTALLING ARTICULATED CONCRETE BLOCK (ACB) REINFORCEMENT TO THE DOWNSTREAM SPILLWAY SLOPE, AND CONSTRUCTING NEW OUTLET STRUCTURE, APPROXIMATELY 4.4 ACRES WILL BE DISTURBED BY EXCAVATION, GRADING OR OTHER CONSTRUCTION ACTIVITIES. EXISTING SITE CONDITIONS: TIMBERWOOD PARKWAY IS A 2 -LANE RURAL ROADWAY WITH A POSTED SPEED OF 25 MPH, LANES ARE APPROXIMATELY 12' IN WIDTH WITH T SHOULDERS. STORMWATER RUNOFF IS PRIMARILY SHEET FLOW. ADJACENT PROPERTIES: THE PROPERTIES ADJACENT TO THE PROJECT ARE RURAL IN NATURE WITH WALKING TRAILS. ALL WORK WILL BE DONE WITHIN THE EXISTING OR PROPOSED RIGHT OF WAY AND/OR EASEMENTS. OFF-SITE AREAS: ALL SOILS IMPORTED OR EXPORTED WILL BE TO A PERMITTED SITE. CONTRACTOR 1S RESPONSIBLE FOR COORDINATION OFF-SITE BORROW / WASTE SITE REVIEW AND APPROVAL WITH ALBEMARLE COUNTY, ENGINEERING DIVISION, PRIOR TO OFF-SITE BORROW OR WASTE SITE LAND DISTURBANCE ACTIVITY. SOILS: THE NRCS WEB SOIL SURVEY INDICATES PRIMARILY THE FOLLOWING 27B ELIOAK LOAM - GRAVELLY FINE SANDY LOAM, 2 TO 7 PERCENT SLOPES; HYDROLOGIC SOIL GROUP B 34C GLENELG LOAM - SILTY CLAY LOAM, 7 TO 15 PERCENT SLOPES; HYDROLOGIC SOIL GROUP B 39D HAZEL LOAM - CHANNERY LOAM, SILT LOAM, 15 TO 25 PERCENT SLOPES; HYDROLOGIC SOIL GROUP B 95 WEHADKEE SILT LOAM - SILT LOAM, SILTY CLAY LOAM, VERY FINE SANDY LOAM; HYDROLOGIC SOIL GROUP B/D CRITICAL EROSION AREAS: DUE TO THE LIMITED AMOUNT OF SLOPE, THE STABILZED SURROUNDING AREA AND SOIL CHARACTERISTICS THERE ARE NO CRITICAL EROSION AREAS. EARLY ESTABLISHMENT AND PROPER MAINTENANCE OF PERIMETER CONTROLS WILL PROVIDE STRONG SEDIMENTATION CONTROL. DELIBERATE ATTENTION TO STABILIZATION AND MAINTENANCE OF DITCHES AND FILL SLOPES IS REQUIRED TO CONTROL OFF-SITE EROSION FOR THIS PROJECT. EROSION AND SEDIMENT CONTROL MEASURES: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (latest edition). ALL NECESSARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE IN PLACE PRIOR TO BEGINNING CONSTRUCTION. STRUCTURAL PRACTICES: 13EMPORARY STONE CONSTRUCTION ENTRANCE - 3.02 TEMPORARY CONSTRUCTION ENTRANCES, WITH A WASH RACK, SHALL BE INSTALLED WHERE THE HAUL ROAD INTERSECTS WITH TIMBERWOOD PARKWAY. 2.TEMPORARY SILT FENCE - 3.05 SILT FENCE WILL BE INSTALLED DOWN -GRADIENT OF ALL FILLS AND WORK AREAS. WIRE - BACKED SILT FENCE WILL BE INSTALLED ALONG THE EASTERN SIDE OF THE PROJECT, DOWN - GRADIENT OF THE STEEP SLOPE WORK. SILT FENCE WILL BE INSTALLED IN LESS CRITICAL AREAS, AS INDICATED ON THE PLANS. &TEMPORARY INLET PROTECTION - 3.07 ALL EXISTING STORM SEWER INLETS SHALL BE PROTECTED DURING CONSTRUCTION. SEDIMENT -LADEN WATER SHALL BE FILTERED BEFORE ENTERING THE STORM SEWER INLETS. 4.DIVERSION DIKE - 3.09 DIVERSION DIKES WILL BE USED TO CONVEY SEDIMENT -LADEN RUNOFF TO THE TEMPORARY SEDIMENT TRAPS, AS INDICATED ON THE PLANS. DIVERSION DIKES SHALL BE STABILIZED IMMEDIATELY FOLLOWING INSTALLATION WITH TEMPORARY OR PERMANENT VEGETATION TO PREVENT EROSION OF THE DIKES. 5.TEMPORARY SEDIMENT TRAP - 3.13 SEDIMENT TRAPS ARE THE PRIMARY STEP IN TREATIING SEDIMENT -LADEN WATER ON SITE. ALONG WITH OTHER PERIMETER CONTROL, THE SEDIMENT TRAPS SHALL BE CONSTRUCTED AND MADE FUNCTIONAL PRIOR TO ANY UPSLOPE LAND DISTURBANCE ACTIVITIES. SEE PLANS. 6.ROCK CHECK DAMS - 3.20 A ROCK CHECK DAM SHALL BE PLACED AT THE DOWN STREAM END OF THE PROPOSED DITCH ON THE NORTHERN EDGE OF THE PROJECT SITE, AS SHOWN IN PLANS. TDEWATERING STRUCTURE - 3.26 DEWATERING STRUCTURES ARE TO BE USED TO FILTER ANY SEDIMENT -LADEN WATER THAT IS PUMPED FROM THE CONSTRUCTION SITE PRIOR TO DISCHARGING OFF-SITE. SEE PLANS FOR POTENTIAL LOCATIONS OF DEWATERING STRUCTURES. SEQUENCE OF CONSTRUCTION: THE FIRST STEP IN THE TWO PHASE EROSION AND SEDIMENT CONTROL PROGRAM IS TO INSTALL ALL PERIMETER CONTROLS. ALL PERIMETER CONTROLS SHALL BE IN PLACE PRIOR TO ANY EXCAVATION, THE EROSION AND SEDIMENT CONTROL PROGRAM SHALL: 1. STAKE LIMITS OF DISTURBANCE AND HOLD PRE -CONSTRUCTION MEETING. 2. PROVIDE MINIMUM GRADING TO ALLOW PHASE I INSTALLATION. 3. INSTALL PERIMETER CONTROLS AS SHOWN IN PLAN, TO INCLUDE SILT FENCE, INLET PROTECTION DIVERSION DIKES AND SEDIMENT TRAPS. 4. INSTALL TREE PROTECTION AS NEEDED WITHIN THE LOD. CONTRACTOR 1S PROHIBITED FROM ANY TREE TAKE BEYOND THE LOD. 5. INSTALL PERMANENT RIPRAP DITCH AND CHECK DAM ON NORTHERN SIDE OF SITE TO PERMANENTLY DIVERT OFFSITE DISCHARGE TO DOWNSTREAM CHANNEL, AS SHOWN IN PLAN PRIOR. 6. BEGIN CLEARING AND GRUBBING AND STRIPPING SITE UPON INSTALLATION OF PERIMETER CONTROLS. 7. CONSTRUCT TEMPORARY COFFERDAM AT EXISTING PRINCIPAL SPILLWAY. CONTRACTOR IS REQUIRED TO PROVIDE 72 -HOUR NOTIFICATION TO THE COUNTY PRIOR TO COMMENCEMENT OF LAKE DRAW DOWN. 8. PROCEED WITH CONSTRUCTION PER WORK SEQUENCE SHOWN IN SPECIFICATIONS. 9. DURING EXCAVATION ACTIVITIES ENSURE ALL CONSTRUCTION DRAINAGE 1S DISCHARGING TO THE SEDIMENT TRAPS. ANY WATER THAT MUST BE PUMPED FROM THE SITE, SHALL BE DISCHARGED THROUGH A DEWATERING STRUCTURE. 10. GRADE DOWNSTREAM EMBANKMENT DISPOSE OF SURPLUS SOIL AT AN OFF-SITE DISPOSAL AREA (TO BE IDENTIFIED BY THE CONTRACTOR). 11. INSTALL ACB SYSTEM ON DOWNSTREAM EMBANKMENT SLOPE AND TOE AREA. 12. SPREAD TOP SOIL, AND PERMANENTLY SEED AND MULCH ALL DENUDED AREAS. 13. MILL AND REPAVE PORTION OF TIMBERWOOD PARKWAY AND RESTORE PAVED PEDESTRIAN WALKWAY ON DOWNSTREAM EDGE OF CREST. 14. CLEAN SITE OF ALL TRASH AND DEBRIS. 15. ONCE ALL AREAS ARE STABILIZED TO THE SATISFACTION OF THE ALBEMARLE COUNTY INSPECTOR THE CONTRACTOR SHALL REMOVE ALL PERIMETER CONTROLS. ALL EROSION AND SEDIMENT CONTROL MEASURE MUST REMAIN IN PLACE AND CANNOT BE REMOVED WITHOUT THE APPROVAL OF THE EROSION CONTROL INSPECTOR OR THE ALBEMARLE COUNTY ENVIRONMENTAL ENGINEERING INSPECTOR. MAINTENANCE: IN GENERAL, THE CONTRACTOR SHALL INSPECT ALL (EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT PER SVVPPP INSPECTION FREQUENCY. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. THE FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR: 1. THE SEDIMENT TRAPS SHALL BE CHECKED REGULARLY FOR SEDIMENT CLEANOUT. AT A MINIMUM, THE TRAPS SHALL BE CLEANED OUT WHEN THEY ARE HALF FULL OF SEDIMENT. 2. SEEDED AREAS WILL BE CHECKED REGULARLY' TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. �7 FLT H OF oRICHARD 0. DAMERON U � v Lic. No. 018153 Richard O Dameron Date: 2018.06.29 13:45:11-04'00' (JMT RVA), Virginia Water Resources LU 2 0 z 0 U U) W 0 > w Y Y w fl U co N oD Q n ui PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (7) VEGETATIVE PRACTICES: o: fl a DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL w w BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN 1.TOPSOILING - 3.30 Q fl z � r TOP SOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILES FOR LATER m o ry fl USE. STOCKPILE LOCATIONS SHALL BE STABILIZED VVITH TEMPORARY VEGETATION. COMPLIANCE, AND ESC MAINTENANCE REQUIREMENTS SPECIFIED IN THE SWPPP, d 2 a C ry 0 EROSION & SEDIMENT CONTROL PROGRAM: PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (7) VEGETATIVE PRACTICES: DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL STORMWATER POLLUTION PREVENTION PLAN (SWPPP): BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN 1.TOPSOILING - 3.30 SEE SWPPP DOCUMENT FOR CONSTRUCTION POLLUTION PREVENTION REQUIREMENTS. z DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO TOP SOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILES FOR LATER CONTRACTOR IS RESPONSIBLE FOR MEETING ALL MONITORING, INSPECTION, AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. USE. STOCKPILE LOCATIONS SHALL BE STABILIZED VVITH TEMPORARY VEGETATION. COMPLIANCE, AND ESC MAINTENANCE REQUIREMENTS SPECIFIED IN THE SWPPP, W INCLUDING PERIODIC UPDATE OF THE SWPPP EXHIBIT. _ DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES SHALL BE STABILIZED AND PROTECTED WITH 27EMPORARY SEEDING - 3.31 t7 z Opo SEDIMENT TRAPPING MEASURES. THE SITE SUPERINTENDENT IS RESPONSIBLE FOR THE TEMPORARY TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED EMERGENCY RESPONSE AND REPORTING PRACTICES:: E X PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS KEEPING PUBLIC AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER IN THE EVENT OF THE RELEASE OF CONTAMINANTS TO LAKE HOLLYMEAD o ° STREETS IN A MUD AND DUST -FREE CONDITION. THAN 30 DAYS. SEE GENERAL NOTES ON ES -2 FOR TEMPORARY SEEDING MIX. OR DOWNSTREAM TRIBUTARY, A REPORTABLE INCIDIENT OR LARGE STORM EVENT, THE CONTRACTOR SHALL REPORT TO THE FOLLOWING: A PRECONSTRUCTION MEETING SHALL BE HELD PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITIES. PRECONSTRUCTION MEETING WILL BE HELD AT THE FOLLOWING LOCATION: COUNTY OFFICE BUILDING 401 McINTIRE ROAD CHARLOTTESVILLE, VA 3.PERMANENT SEEDING - 3.32 PERMANENT SOIL STABILIZATION SHALL BE APPLIED ON DENUDED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE FOR A YEAR OR MORE OR WHERE PERMANENT, LONG-LIVED, VEGETATIVE COVER IS NEEDED ON FINE -GRADED AREAS. SEE GENERAL NOTES ON ES -2 FOR PERMANENT SEEDING MIX. 4.MULCH - 3.35 MULCH (STRAW OR FIBER) WILL BE USED ON RELATIVELY FLAT AREAS AND WILL BE APPLIED AS A SECOND STEP IN THE SEEDING OPERATION. 5.SOIL STABILIZATION BLANKETS/MATTING - 3.36 MULCH OR EROSION CONTROL BLANKETS WILL BE INSTALLED OVER FILL SLOPES WHICH HAVE BEEN BROUGHT TO FINAL GRADE AND HAVE BEEN SEEDED TO PROTECT THE SLOPES FROM RILL AND GULLY EROSION AND TO ALLOW SEED TO GERMINATE PROPERLY. VIRGINIA DEQ - VALLEY REGIONAL OFFICE - 540-57471800 (NORMAL BUSINESS HOURS) VIRGINIA DEPARTMENT OF EMERGENCY MANAGEMENT 804-674-2400 (24 -HOURS) SEE SWPPP DOCUMENT FOR FURTHER REQUIREMENTS. CL J � F- U) Z Z LLJ Z) 750 <!, W C.) 0 i W Q CLQ 0� Lj J � M J O Q F L a U) 0 w � d d 00 T N PROJECT: 15615008.01 ~ DATE: 6/28/2018 0 SHEET ES -1 ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLAN 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION This Erosion & Sediment Control Plan is consistent with the following Minimum Standards: CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. MS -1: Permanent or temporary soil stabilization shall be applied to denuded areas within 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO seven days after final grade is reached on any portion of the site. MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL M HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. S-2: During construction the project, soil stock piles and borrow areas shall be stabilized or protected with sediment trapping measures. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. MS -3: A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES (PERIODICALLY AND AFTER EACH RUNOFF PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS SUPPORT, 1N ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE 75LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST OF A 50/50 MIX OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAVN MULCH IS TO BE APPLIED AT 80LBS/100SF. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING AND MULCH. AGRICULTURAL LIMESTONE SHALL BE APPLIED AT 90LBS/1,OOOSF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED 1,OOOLBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19, MAINTENANCE: ALL MEASURE ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. STILT FENCE AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZTATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. MS -4: Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended to trap sediment shall be constructed as a first step in any land -disturbing activity and shall be made functional before upslope land disturbance takes place. MS -5: Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after installation. MS -6: Sediment traps and sediment basins shall be designed and constructed based upon the OF ,RICHARD 0. DAMERON ? v � � Lie. No. 018153 ON A L EAG\ Richard O Dameron Date: 2018.06.29 13:49:18-04'00' (JMT RVA), Virginia Water Resources MS -18: All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after the temporary measures are no longer needed, unless otherwise authorized by the VESCP authority. MS -19: Properties and waterways downstream from development sites shall be protected from sediment deposition, erosion and damage due to increases in volume, velocity and peak flow rate of stormwater runoff. .0 W Q Co r O N H O Q U) 0 Q W 0 O Lij Q a w CL CL F- W 2 O 11 Q D O U LIJJ 1� d m J W a 0 Z 0 a U U) W I PROJECT: 15615008.01 I DATE: 6/28/2018 SHEET ES -2 total drainage area to be served by the trap or basin. mco ❑N YV CD 11 c MS -7: Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. W (o i MS -8: Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate Q temporary or permanent channell, flume or slope drain structure. n MS -9: Whenever water seeps from a slope face, adequate drainage or other protection shall be r Z o i ujIL provided. ° W i MS -10: All storm sewer inlets that are made operable during construction shall be protected so that n { sediment -laden water cannot enter the conveyance system without first being filtered or o I otherwise treated to remove sediiment. } m fl = ry 0 Z o MS -11: Before newly constructed stormwater conveyance channels or pipes are made operational, adequate outlet protection and any required temporary or permanent channel lining shall be installed in both the conveyance channel and receiving channel. MS -12: When work in a live watercourse, is performed, precautions shall be taken to minimize encroachment, control sediment transport and stabilize the work area to the greatest extent possible during construction. MS -13: When a live watercourse must be crossed by construction vehicles more than twice in any six-month period, a temporary vehicular stream crossing constructed of nonerodible material shall be provided. MS -14: All applicable federal, state and local requirements pertaining to working in or crossing live watercourses shall be met. MS -15: The bed and banks of a watercourse shall be stabilized immediately after work in the 2 watercourse is completed. 2 o MS -16: Underground utility lines shall be; installed in accordance with the standards in the Z' s Virginia Erosion and Sediment Control Handbook. o z tA W MS -17: Where construction vehicle access routes intersect paved or public roads, provisions shall 0 " be made to minimize the transport of sediment by vehicular tracking onto the paved surface. 00 MS -18: All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after the temporary measures are no longer needed, unless otherwise authorized by the VESCP authority. MS -19: Properties and waterways downstream from development sites shall be protected from sediment deposition, erosion and damage due to increases in volume, velocity and peak flow rate of stormwater runoff. .0 W Q Co r O N H O Q U) 0 Q W 0 O Lij Q a w CL CL F- W 2 O 11 Q D O U LIJJ 1� d m J W a 0 Z 0 a U U) W I PROJECT: 15615008.01 I DATE: 6/28/2018 SHEET ES -2 SWM NARRATIVE SWIM DESIGN DISCLAIMER: "SWM -RELATED DATA, INCLUDING SITE IMPERVIOUS AREA ASSUMPTIONS AND SUMMARY INFORMATION FROM THE VIRGINIA RUNOFF REDUCTION METHOD SPREADSHEET, VERSION 3.0 (VRRM_REDEV_ COMPLIANCE _SPREADS HEET_V3_082017) IS INCLUDED BY JMT AS A STRICT COURTESY. JMT DID NOT PREPARE AND DOES NOT WARRANTY OR SUPPORT ANALYSIS, ASSUMPTIONS, OR COMPLIANCE EVALUATION RELATING TO SWM REQUIREMENTS OR DESIGN ELEMENTS OF THIS PROJECT, WHICH WILL BE REVIEWED BY LOCAL VSMP AUTHORITY (ALBEMARLE COUNTY), THE SAME ENTITY THAT PREPARED AND DEVELOPED SWM -RELATED INFORMATION, INCLUDING VRRM .XLS. ALBEMARLE COUNTY SPECIFICALLY REQUESTS A SWM -RELATED DESIGN DISCLAIMER APPEAR ON PROJECT PLANS." 1. THIS (PROJECT) LAND DISTURBING ACTIVITY IS SUBJECT TO THE VSMP (SEC. 17-302) AND IS NOT EXEMPT FROM THE SMP (SEC. 17-302). WATER QUALITY COMPLIANCE IS SUBJECT TO TOTAL PHOSPHORUS LOAD REDUCTION REQUIREMENTS. 2. ALBEMARLE CONTENDS WATER QUANTITY REQUIREMENTS (9VAC25-870-66) DO NOT APPLY TO OR AFFECT PORTIONS OF PROJECT THAT IMPROVE PRIMARY SPILLWAY RISER OR REPAIR PRIMARY AND EMERGENCY SPILLWAY CONDUITS, INCLUDING A NEW OUTFALL STRUCTURE. THESE ACTIVITIES `MAINTAIN THE ORIGINAL LINE AND GRADE, HYDRAULIC CAPACITY, AND ORIGINAL CONSTRUCTION OF THE PROJECT' (SEC. 17-303/G.). REMAINING PORTION OF THIS PROJECT ARMORS THE DOWNSLOPE FACE OF HOLLYMEAD DAM WITH ARTICULATING CONCRETE BLOCK (ACB), AND CONSTRUCTS CREST WALLS TO ENSURE STABILITY AND INTEGRITY DURING THE PMP EVENT, PER STATE DAM SAFETY REGULATIONS. 3. ALBEMARLE COUNTY CHOSE TO USE THE RE -DEVELOPMENT SPREADSHEET. INITIAL DAM CONSTRUCTION IS CONSIDERED INITIAL (NEW) DEVELOPMENT. 4. ALBEMARLE COUNTY ACCEPTS 0.0 AC. PRE -REDEVELOPMENT AND 0.0 AC. POST -DEVELOPMENT IMPERVIOUS VALUES, SINCE NEW IMPERVIOUS IS A NEW OUTFALL STRUCTURE DESIGNED IN-LINE WITH OUTFALL AT AN ELEVATION LESS THAN (<) RECEIVING STREAM NORMAL WATER ELEVATION. ALBEMARLE VIEWS THIS AREA AS PARTIALLY SUBMERGED, COMPARABLE TO EXISTING WATER SURFACE (PERVIOUS). ARTICULATING CONCRETE BLOCK (ACB) IS A PERVIOUS EMBANKMENT ARMORING SYSTEM. 5. 1.0 AC. OF PRE -REDEVELOPMENT FOREST IS A CONSERVATIVE ESTIMATE. 6. CONVERSION OF FOREST TO TURF IS REQUIRED; DAM EMBANKMENT MUST BE CLEAR OF VEGETATION. 7. THE VARRM .XLS CALCULATES 0.20 TP LOAD REDUCTION (LB./YR.) REQUIRED. 8. ALBEMARLE INTENDS TO PURCHASE 0.20 NUTRIENT CREDITS (LB.) FROM AN ELIGIBLE NUTRIENT BANK. 9. ALBEMARLE CANNOT CONSTRUCT ON-SITE SWM. THE SITE IS A DAM. THE DOWNSLOPE FACE IS A STRUCTURAL SURFACE. ALBEMARLE HAS ACQUIRED OFFSITE TEMPORARY CONSTRUCTION /PERMANENT DRAINAGE EASEMENTS TO CONSTRUCT SPILLWAY IMPROVEMENTS AND PERFORM PERIODIC SPILLWAY MAINTENANCE, ONLY. 10. ALBEMARLE COUNTY IS SOURCE OF STORMWATER MANAGEMENT -RELATED ASSUMPTIONS AND COMPLIANCE EVALUATION WITH RESPECT TO ORDINANCE. SEE SWM DESIGN DISCLAIMER. FLOODPLAIN DEVELOPMENT NARRATIVE 1. ALBEMARLE COUNTY WILL PREPARE A FLOODPLAIN PERMIT APPLICATION, AND REQUESTS SCHNABEL ENGINEERING SIGN THE APPLICATION AND PROVIDE PE -CERTIFICATION LETTER TO COUNTY ENGINEER (FLOODPLAIN ADMINISTRATOR) THAT SPILLWAY DESIGN CAUSES NO INCREASE IN THE BASE FLOOD ELEVATION OF POWELL CREEK AND HOLLYMEAD LAKE, TO EITHER ZONE AE FLOODWAY, OR FLOODWAY FRINGE. SCHNABEL STATEMENT THAT THE `HYDROLOGIC ROUTINGS AND HYDRAULIC DESIGN OF SPILLWAY IMPROVEMENTS TO THIS HIGH -HAZARD CLASSIFICATION DAM CONTAINED IN A FINAL DESIGN REPORT (MARCH 9, 2018) ARE SUFFICIENT EVIDENCE TO SUPPORT PE -SEAL `NO RISE' IN BFE CERTIFICATION. 2. NO RISE PE -CERTIFICATION IS PREREQUISITE TO VSMP APPROVAL. (CODE SEC. 30.3.12). DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: Hollymead Dam Spillway Improvement Date: 6/4/18, by CDD /Engineering Total Rainfall (in): 43 Total Disturbed Acreage: 4.29 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) Post-ReDevelopment Land Cover (acres) A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 1.00 0.00 0.00 1.00 23 Managed Turf (acres) 0.00 3.29 0.00 0.00 3.29 77 Impervious Cover (acres) 0.00 10.00 10.00 0.00 10.00 10 -- 4.29 100 Post-ReDevelopment Land Cover (acres) Site Tv and Land Cover Nutrient Loads A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 4.29 0.00 0.00 4.29 100 Impervious Cover (acres) 0.00 0.00 0.00 0.00 0.00 0 -- 4.29 100 Site Tv and Land Cover Nutrient Loads Baseline TP Load (Ib/yr): 1.75931* *Reduction below new development load limitation not required Total TP Load Reduction Required (Ib/yr) 0.20 0.20 0 Final Post -Development post- Post Adjusted Pre- 11.23 (Post-ReDevelopment (Ib/acre/yr) Development 0.37 0.46 Impervious) & New Im p ) ReDevelopment (New Impervious) ReDevelopment Site Rv 0.20 0.20 -- 0.16 Treatment Volume (ft) 3,115 3,115 - 2,498 TP Load (Ib/yr) 1.96 1.96 -- 1.57 Baseline TP Load (Ib/yr): 1.75931* *Reduction below new development load limitation not required Total TP Load Reduction Required (Ib/yr) 0.20 0.20 0 T H0F _RICHARD 0. DAMERON ? v _�3 Lie. No. 018153 o,1, FSS/ ON A L Richard O Dameron Date: 2018.06.29 13:50:44-04'00' (JMT RVA), Virginia Water Resources Pre - ReDevelopment Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre- ReDevelopment TN Load (Ib/yr) 14.00 11.23 T H0F _RICHARD 0. DAMERON ? v _�3 Lie. No. 018153 o,1, FSS/ ON A L Richard O Dameron Date: 2018.06.29 13:50:44-04'00' (JMT RVA), Virginia Water Resources Pre - ReDevelopment Final Post -Development Post-ReDevelopment TP TP Load per acre TP Load per acre Load per acre (Ib/acre/yr) (Ib/acre/yr) (Ib/acre/yr) 0.37 0.46 0.46 ----------------------------------------------------------------------------- Site Compliance Summary Maximum % Reduction Required Belo 20% Pre-ReDevelopment Load Total Runoff Volume Reduction (ft) 0 Total TP Load Reduction Achieved (Ib/yr) 0.00 Total TN Load Reduction Achieved (Ib/yr) 0.00 Remaining Post Development TP Load 1.96 (Ib/yr) o Remaining TP Load Reduction (Ib/yr) � Required 0.20 *Reduction below new development load limitation not required * Note: % Reduction will reduce post -development TP load to less than or equal to baseline load of 1.76 Ib/yr (0.41 Ib/ac/yr) [Required reduction for Post-ReDev. = Post-ReDev TP load - baseline load of 1.75931 Ib/yr], baseline load= site area x 0.41 Ib/ac/yr } 0 Z Y V W N04 _ U °0 N 0o CD w Q a - 'D - w } m a o � O a U o W W iv 2 N O a N < 0 03 co d i m p o < 20 _ coW > �W� U))zz ��o Q W U 0 > W Q IY W � m J J O Q z N m N cd O � C O 3�0 E� CO) Z �Q on) m \- \\0 a W F_ Q 0 Z 0 a U U) UJ 0 > w 0 _ N PROJECT: 15615008.01 ~ DATE: 6/28/2018 0 SHEET ES -2A - 'D - M U W iv N O a N 03 co M > �W� U))zz ��o Q W U 0 > W Q IY W � m J J O Q z N m N cd O � C O 3�0 E� CO) Z �Q on) m \- \\0 a W F_ Q 0 Z 0 a U U) UJ 0 > w 0 _ N PROJECT: 15615008.01 ~ DATE: 6/28/2018 0 SHEET ES -2A E&S LEGEND 100 -Year Floodplain WPO Stream Buffer (100 -ft) Steep Slopes �._ _ ��.�.._____.__�_.W.vu�.,..�__�.__ OZO Limits of Disturbance LO© ESC MEASURE DESCRIPTION (VESCH Std. No Safety Fence (3.01) Temporary Stone Construction Entrance (3.02) Silt Fence (3.05) Wire -Backed Silt Fence (3.05) Storm Drain Inlet Protection (3,07) Temporary Diversion Dike (3.09) Temporary Sediment Trap (3.13) Stormwater Conveyance Channel (3,17) Outlet Protection (3.18) Rock Check Dams (3.20) Dewatering Structure (3.26) Topsoiling (3.30) Temporary Seeding (3.31) Permanent Seeding (3.32) KEY SYMBOL SAF SAF rSF) -T- WBSF r—x---r— iP DD ST SCC OOP 00 00 CD � DS TO TS O PS LOD = 4.291 Ac. H of o RICHARD 0. DAMERON � o � Lie. No. 018153 O�NAL Richard O Dameron Date: 2018.06.29 13:51:41-04'00' (JMT RVA), Virginia Water Resources PROVIDE TREE PROTECTION TEMP SEED AT LOD WHEREVER PROJECT TSi e SED: TRAP AREA EXTENDS BEYON . EXISTING- TREE LINE. dd n07 TPI % --------- - r7 TS TEMP SEED -- - - �� SED. TRAP AREA - - - - 4 __.-____-- WBSF (70 WBS xx 407 sy PROTECT MH WBSF 1 �^ +: I ' CD -- - A ST#1 G, x, - - k 0priPlain- Plain— WBS _ 398 � - APPROX ' 12'x55' ' 1 . PROPOSED PERMANENT RIPRAP o DE -WATERING - k + DD LINED CHANNEL - - AREA CLASS Al - o DD a WBS OST#2 PROVIDE TREE -PROTECTION 1 FT BOTTOM O TRAPEZOIDAL DITCH __.'-' ~f4 IN THISyAREA TO BE'ADJUSTED AT Lob WHEREVER PROJECT ; 0 2:1 SIDES -CONSTRUCTION- - - - , EXISTING'RIPRAP DIVERSION TO- Q)WITH (OUTLET EXTENDS; BEYOND EXISTING 18 DEPTH.N - TREE LINE. DITCH,,TO BE ' F k , 'I- _ r< ` r DIRECT DITCH ;' - Sty Sl REMOVED_ o„� - j FLOW TO TRAP J_ I- - EXISTING TREEL--INE - TP _ i - - - - / , EXISTING RIPRAP - - - - - _ - _ -_ - - - s k _ -LINEi 1 - O DD- . APROSECT , 00 , DITCH TO REMAIN -- Mulching .,,.� \ :y-- ,-'-' ; �_:: - t - - _ W Mulching (3.35) MU PROPOSED o tix _ DIVERSIONS TO DIRECT AND , a (� TIE TO_ - f - - - - - - PROPERTY LINE (TYP) __ --UP GRADIENT FLOWS ; CHANNEL TO _TR-_ A_PS a r� -TEMPORARY ORARYSoil Stabilization Blankets and Matting (3.36) I Q i r -hr ' - PCE ROTECT MH _ _ 0 AND SW LINE „> -==-_ - " �1oC - - _ - - , Tree Preservation and Protection(3.38)TP , - -.o _ - I CONTRANCTIO - - - - - , - , APPROX. 70 FT , AP-PROX LOCATION OF . {: FT ; _ - -- ., PROTECT ALL RCPs AND. - APP - x14 ; _ ___ _TEMPORARY, STONE HAUL ROA - - - _ - O 000 _ _ .. WBS MHs I HAUL ROAD AREA _ _ __ _ __ -- _ - _ __ __ - _t ; � ' - ACTUAL LOCATIONS TO BE - - -COORDINATED WITH SITE ---ENGINEER&:ENVIRONMENTAL - - - O NG INSP._ECTOR_D.URI APPROX 18" HIGH - _ _ - - - CONSTRUCTION EARTH BERM FOR O O TEMPORARY CONSTRUCTION SPILL DETENTION ENTRANCE - - 0 - - - - - - _ E - ENTRANCE LOCATION _ __. __ _. _- -- -- _ - -_ -- -.- -- -- ... _ - - - T. T' AND -CONTROL - - - - - - - - — _ APPROX. 70 FTX 14 FT -_,.� :,__ � ,. - - tic --- ---- --- - -- - -- O� - - = ---- - - -- -- - - _ j TEMP SEED O =- -- - - , .r sD i BERM _ - ' , - - o - - � � - - : - - - _ _ ..,. I _ -- - -- _ -- -- c� _.- - - - � Iii :a -- -__— ____: - - -- SF 00 - O' i -Jr t h. a WBSF- v -- - - -- IP. , 9 f ' O dO r m a� W 0 _ 0 o N N Q' w Q z � n Uj (n o, E Ui ~ w I e Q o� Z m n 0- CDa) a C: o II Zco Z LiJ � C U o w Q O m � C) 0 Q cZa _ W ry U' o z � �"O Uj (n o, E ~ w I e Q o� Z Y a _ 0- CDa) C: o II Zco LiJ � C U _ - _rr 0 CO — r' ir � Y N _� - ,:.- - ,; � --- - ..rte- ✓ �.. - -..- ' ---._-_._� I , + r - _ - _ W _ co C N cV c� E c 0 � „l a 0 L o Qom,) M E,�� E� yvP Z c 0 _ 'bra �W0 � �11 W Notes: 1. This plan is provided for the implementation of erosion and sediment control measures only. 2. The existing land cover is mostly grass, with some woods, and pavement. 3. All control measures required by the plan shall be designed and installed in accordance with good engineering practices. 4. The maintenance responsibilities of the owner will be to ensure that the land disturbing activity will satisfy the purpose and requirements of Chapter 17 of the Albemarle County Code. 5. All proposed work is within the WPO limits (100') of Lake Hollymead. 6. The Hollymead Dam Spillway Improvements have No Impact on the FEMA Floodway/Floodplain; FEMA FIS 51003CVOOOC (Rev 5/16/2016) and Map Panel 51003CO285D (Effective Date 2/4/2005) E & S CONTROLS PLAN - PHASE I SCALE: 1 "=30' 0 30' 60' 4 00 'r- 0 o PROJECT:15615008.01 N ~ DATE: 6/28/2018 O SHEET ES -3 E&S LEGEND 100 -Year Floodplain WPO Stream Buffer (100 -ft) Steep Slopes Limits of Disturbance LOD ESC MEASURE DESCRIPTION (VESCH Std. No.) KEY SYMBOL Safety Fence (3.01) SAF SAF Temporary Stone Construction Entrance (3.02) (:CE) Silt Fence (3.05) OSF ■X-�r Wire -Backed Silt Fence (3.05) WBSF rXr~- I''ROVIDE I Ro E PROTECTION T LODll-i RE�Ir�R0,9ECT Storm Drain Inlet Protection (3.07) IP , „I-, NDS Bim. { O .� YON PSI STI JEC LINE. Temporary Diversion Dike (3.09) DD Tj - O C Temporary Sediment Trap (3.13) ST Stormwater Conveyance Channel (3,17) OSCC - - - - O - Outlet Protection (3.18) OP 00 00 - - -- ' looclr�iain PROPOSED PERMANENT RIPRAP Rock Check Dams (3.20) CD O LINED CHANNEL 9 --- I i i q _:--0 - --~ - 0 • �c VVBSF q (� \ 0 % ROT EG i i�il I AND ; W Llq+il PS VVIR �r.J J7777� ✓ o RICHARD 0. DAMERON Lie. No. 018153 Z \�10 N A L _ Date: Richard O Dameron 2018.06.29 13:52:33-04'00' (JMT RVA), Virginia Water Resources CLASS Al 1 FT BOTTOM _ Dewatering Structure (3.26) DS J ' 0 00 OTO TRAPEZOIDAL DITCH � / ' O,> Eq.1j:'F31 2'-tJ/; t i SII, T FENCE DROP INI,E T" PROTECTION 2 X 4" WOOD FRAME DROP INLET STAKE ELEVATION OF STAKE AND FABRIC ORIENTATION SPECIFIC APPLICATION I' NTN, IIID lv) / DETAIL A THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NUT EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS; IN STREET OR HIGHWAY MEDIANS. SOURCE: N.C. Erosion and Sediment Control Planning and Design Manual, 1988 COATS TSR UCTI01V OF A SILT" NN (WITH WIR E SUPPORT) 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. TRENCH UPSLOPE ALONG THE LINE OF POSTS. 17 FLOW VIII hII l 4" 3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFILL AND COMPACT THE FENCE AND EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. FLOW F Sa EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. FILTER FABRIC 1LLLI R E CONSTRUCTION OF A SILT FENCE (WITHOUT TIRE S UPPO R T) 1. SET THE STAKES. 2. EXCAVATE A 4'X 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. 6'MAX. �r / FLOW I I- _ �II _ - I —11111" -1111111 4" 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT TO STAKES AND EXTEND THE EXCAVATED SOIL. IT INTO THE TRENCH. FLOW / SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) �s •e '`°°'sn 'fav K,g Ifll 11111 I inQll!IIIII,IIII POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control, PLATE. 3.05--1 SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control,VA. DSWC PLATE. 3.05-2 PLATE 3.0'7-1 P A Sherwood & Wyant Sherwood and Wyant CURB INLET PR O TE C TION WITH 2 -INCH X 4 -INCH WO ODEN WEIR GRAVEL* 6' MAXIMUM SPACING OF 2" X 4" SPACERS 2" X 4" ANCHORS -7 EMERGENCY OVERFLOW f PERSPECTIVE VIEW 2" Y. 4" WEIR 2" X 4" SPACER SAND BAG OR 2' MINIMUM LENGTH ALTERNATE WEIGHT OF 2" X 4" 2" X 4" WEIR —\ GRAVEL SIDE ELEVATION �- 2" X 4"' SPACER WIRE MESH -III a II III-_: INLET SPECIFIC APPLICATION II -1 T'0 IIII PIPE THIS METHOD OF INLET PROTECTION IS APPLICABLE =III TO CURB INLETS WHERE A STURDY, COMPACT INSTALLATION VIII IS DESIRED. EMERGENCY OVERFLOW CAPABILITIES ARE MINIMAL, SO EXPECT SIGNIFICANT PONDING WITH THIS IIII MEASURE. *GRAVEL SHALL BE VDOT COARSE AGGREGATE #3, #357 OR #5 DURCE: USDA SCS WIRE SCREENCONCRETE BLOCK --� —� GRAVEL FILTER �i RUNOFF OVERFLOW WATER WITH FILTERED WATER SEDIMENT o op.— o o o _o SEDIMENT I O VIII :_e o � IIII WIRE SCREEN �- 2" X 4" WOOD STUD CURB INLET SPECIAL APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE. * GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE PLATE 3.07-7 SOURCE: VA. DSWC PLATE 3.07-8 SA F' E T Y FENCE PERSPECTIVE VIEW 1� .�. .�. P-_ • • -(ATTACH TO Box- POSTS WITH I METAL TIE W RES.) MAX. 10111111ONAL METAL (T) OR POSTS PERSPECTIVE VIEW PLASTIC FENCE SOURCE: CONWED PLASTICS VDOT ROAD AND BRIDGE STANDARDS VA. DSWC I'I I'I I •I I ,I WIRE FABRIC —LINE POST I::1 I'�i II I CONCRETE GROUND LINE BRACING FOOTING PERSPECTIVE VIEW METAL FENCE PLATE. 3.1 -1 GRAVEL CURB INLET SE LAIENT FILTER --------------- GRAVEL FILTER * —� 12" RUNOFF WATER WIRE MESH FILTERED WATER a. IIIIII) ������ III III 111111111111 T SEDIMENT� � X, a CONCRETE GUTTER X12" CURB INLET SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. * GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. RCE: VA. DSWC PLATE 3.0 i TEMPORARY DIVERSION DINE Compacted Soil 18" min. —Flow I4 4.5' min. SOURCE: VA. DSWC PLATE 3.09-1 TYPICAL WA TER WA Y CROSS—SECTIONS 11 111 II � I I IIf= — III —IIII —IMM TYPICAL CONCRETE LINED DITCH TYPICAL GRASS LINED DITCH TYPICAL VEE CROSS-SECTIONS T n PARABOLIC WATERWAY CROSS-SECTION TYPICAL RIRRAP CHANNEL III W _ 11IIIII�II _ I — I�11 I TALTHOUGH FILTER CLOTH NOFILTER CLOTH IS PREFERED, A GRANULAR FILTER MAY BE SUBSTITUTED FOR FILTER CLOTH. ( FOR PHYSICAL REQUIREMENTS, SEE STD. & SPEC. 3.19, RIPRAP) TYPICAL CONCRETE CHANNEL EXPANSION JOINT — A (90' SPACING) N (KEY IN CLOTH) SOURCE: VA. DSWC PLATE 3.17-1 W Q fl mom (-D o ° ✓1 4 Nom' CD � CQ � W W I U N <C CO Chi � a > NOT TO SCALE CD a°o m W A q. — W O O �6 #4-18" DOWEL 6 LOCATED AT JOINTS CJ 6X6 WELDED WIRE FABRIC AS REQUIRED o D o° W U o � Z CO 3" DIA. WEEP 0 ove O o O p O--° g o HOLE, 8' o.c. Q o' 0 o a e o 0 0 o e a` o 0 0 0 0 o e o o e O m Cli SECTION A -A TRAPEZOIDAL WATERWAY CROSS-SECTIONS z SOURCE: VA. DSWC PLATE 3.17-1 W Q fl O w uj w rY a PROJECT: 15615008.01 DATE: 6128!2018 SHEET ES -5 mom (-D o Nom' CD � CQ � W W I U N <C CO Chi � a > co CD a°o m W W 04 — W O O CJ uj � _ U o � Z CO w 0 Q W O m Cli W z w � mp a z W z c 5 O z a Cz UI r WY O fl WI V3 73I C/) LIJ n'1 0 D 01 a m 0 a Zl.- W tY' z LIJ p W z O Q � U' W S' > Qr�o W O w uj w rY a PROJECT: 15615008.01 DATE: 6128!2018 SHEET ES -5 mom (-D o Nom' CD � CQ � W I U N <C CO Chi � Z CD a°o W 0 — W O O CJ Go Z CO O m Cli E _ c 5 o U U) F- o C ZZ75 UJ D :E 0 Zl.- W W z� Q Qr�o LIJ d d O w uj w rY a PROJECT: 15615008.01 DATE: 6128!2018 SHEET ES -5 SOURCE: VA. DSWC PLATE. 3.20-1 PORTABLE SEDIMEWT TAI-AiK ✓ vin, ii -11 1 11— 11-1 1 uwo 2"X4" WOOD CRADLE Source: USDA -SCS Z (APPROX.) CLEANIOUT SLOr 711 Mm nirr ri tTF_ F% ')I CROSS-SECTION A -A AlPPROX. 3/4 D4A. BIARREL END TO kCT AS BAFFLE Plate 3.26-1. SPA CII�G BE T WE. EN CHECK DAMS L = THE DISTANCE SUCH THAT POINTS A AND B ARE OF EQUAL ELEVATION SOURCE: VA, DSWC PLATE. 3.20-2 FILTER B OX INFLOW HOSE (INSTALL SECURELY) €WELD INCOMING lSEDIMENT- 2" MIN. LADEN 55 GALLON STEEL. DRUMS OR ( WATER SIMILAR, WELDED TOP To BOTTOM 12" MIN. a Qo VDOT #3 COARSE AGGREGATE (FROM OUTLET QL7 HOLES) �Op122nO oO uotO (o°40 a Cr ( oO4 OI �fl0 V { O � !-- 11=T�1 WOODEN BASE 2- 2"X4" STUDS NAILED TOGETHER EXFLITRATION ACROSS WELL - VEGETATED AREA WHICH HAS A MINIMUM 50' LENGTH ELEVATION VIEW Source: Va. DSWC Plate 3.26-2 DRIP LINE PROTECTIVE DEVICE MAXIMUM LIMITS OF CLEARING AND GRADING �s PROPOSED GRADING \ 0w om �a� ft +f MIN. 5' au�o arw WHERE DRIPLINE IS LESS THAN 5 om 0404 CONSTRUC­HON OPERATIONS RELATNE TO THE LOCA7HON OR PROTECTED TREES Source: Public Facilities Manual, Vol. III, Fairfax Co., Va., 1976 Plate 3.38-1 mco C1 :2 CD Y co W Q N Z w U w I j Uj m g Z Q 9Y O LL' W Q i] I p I ry m p s w fY 0 ,)_.WAW . EIS t F-,7-q,'N C . FILTER CLOTH CLASS AI RIPRAP SPLASH BLOCK V DEPTH PUMP DISCHARGE yiFI' Q _ ID 9 N I 's o I I C ,•� 2 STAKES PER W C� BALE (ICP.) C � U O 00 NOTE: FILTER CLOTH } �� COVERS ENTIRE Q ' 6'-0' MIN. n. INSIDE FACE OF STRAW BALE DIKES, INSTALL AS PER STD. . SQUARE EXCAVATED I u. & SPEC. 3.05, SILT ;AREA 3- 0" FENCE. .:: L - ,-..�. -� - 'Y00T #25 OR J26 A AGGREGATE 1 - GLASS Al RIPRAP PLAID VIEW Source: Va. DSWC EXISTING 6" GROUND 1 3'' 6 MIN, V AR�VATEQ `-- FLAT BOTTOM CROSS-SECTION A -A FLOW TL 2, VDOT #25 OR #26 - AGGREGATE (4" DEPTH) � — IXCAVitTED AREA DRY REPW - CLASS Al -' CROSS --SECTION B --B Plate 3.26-3 g Q0 y m N 01 O � W v O U) fi�- ZE 0't ER a�) z 0 F_ a U w 0 rdo El 00 PROJECT: 15615008.01 ~ DATE: 6/28/2018 2 SHEET ES -6 o _ ID 9 N I 's o I I W C� C � U O 00 Q0 y m N 01 O � W v O U) fi�- ZE 0't ER a�) z 0 F_ a U w 0 rdo El 00 PROJECT: 15615008.01 ~ DATE: 6/28/2018 2 SHEET ES -6 Sediment Trap #1 Design Drainage Area (acres) (<3) 1.1 Trap Volumes Elevation (ft) Areas 'Volume cy) 401 460 c c C � C L 402 705 21.6 403 1,000 53.1 404 1,344 96.6 405 1, 739 153.6 406 2,183 226.3 Wet Storage: Wet Storage Required (cy) (67 x DA) 74 Bottom of Stone Weir (ft) 403.5 Wet Storage Provided at this Elevation (cy) 75.0 Slope of Wet Storage Sides 2:1 Dry Storage: Dry Storage Required (cy) (67 x DA) 74 Crest of Stone Weir (ft) 405 Dry Storage Provided at this Elevation (cy) 79.0 Slope of Dry Storage Sides 2:1 Sediment Trap #2 Design Drainage Area (acres) (<3) 0.78 Trap Volumes Elevation (ft) Areas 'Volume c 398 477 c c C � C L 399 764 23.0 400 1,089 57.3 401 11451 104.3 402 1,849 165, 5 Wet Storage: Wet Storage Required (cy) (67 x DA) 52 Bottom of Stone Weir (ft) 400 Wet Storage Provided at this Elevation (cy) 57.3 Slope of Wet Storage Sides 2:1 Dry Storage: Dry Storage Required (cy) (67 x DA) 52 Crest of Stone Weir (ft) 401 Dry Storage Provided at this Elevation (cy) 47.0 Slope of Dry Storage Sides 2:1 Weir Length (ft) (6 x DA) Bottom of Trap Elevation (ft) Bottom of Trap Dimensions Top of Dam Elevation (ft) Top Width of Dam (ft) Top Trap Dimensions: Weir Length (ft) (6 x DA) Bottom of Trap Elevation (ft) Bottom of Trap Dimensions Top of Dam Elevation (ft) Top Width of Dam (ft) Top Trap Dimensions: 6.6 401 Approx. 15' x 40' 406 4 Approx. 35' x 90' 4.7 398 Approx. 12' x 55' 402 4 Approx. 35'x $0' TEMPORARY SEDIMENT TRAP 1' j VARIABLE *SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RIPRAP C ROSS SECMN OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) _ 6 X DRAINAGE AREA (IN AC.) DIVERSION DIKE COARSE AGGREGATE EXCAVATED FILTER CLOTH /�--�� AREA _-_.____�►' **COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 &UTLET (PERSPECTNE VoEW) k \L D SOURCE: VA. DSWC PLATE. 3.13-2 MINIMUM TOP WID T (W) REQUIRED FOR SEDIMENT TRAP EMBANKMENTS A CCO_R SING TO HEIGHT OF EAIBANKIVIENT (FEET) W H HO W _ _ _ _ - - 1.5 0.5 2.0 2.0 1.0 2.0 2.5 1.5 2.5 h 3.0 2.0 2.5 �. 3.5 2.5 3.0 HG H 4.0 3.0 3.0 4.5 3.5 4.0 5.0 4.0 4.5 III III III �- EXCAVATED AREA , Al, � Il i l l= MAX. DEPTH = 4' ORIGINAL GROUND ELEV. SOURCE: VA. DSWC PLATE. 3.13-1 STONE CONSTRUCTION ENTRANCE 70' MIN, A 1 3' FILTER CLOTH 6" MIN. SIDE ELEVATION! EXISTING GROUND VDOT #1 COURSE AGGREGATE * MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION 70' MIN. B WASHRACK I (OPTIONAL) --\ POSITIVE DRAINAGE B TO SEDIMENT TRAPPING DEVICE PLANT VIEW EXISTING PAVEMENT 5:1 MOUNTABLE BERM (OPTIONAL) 10' MIN, EXISTING PAVEMENT 10' MIN, REIIVI LJKI.t ll LUIV I.Kt I t llKH11V :,t'Hl.t SECTION A -A SOURCE: ADAPTED from 1983 Maryland Standards for Soil erosion and Sediment Control, and Va. DSWC F------ tt ,., _) w,- - .A ASP ,',. �'i- .F •._ir ` PROFILE Plate 3.02-1 ! t tf, +,N41_1ST EX # f i i'_a [ "L tai 4. ( rP. ._ _ AN _ E_�: 1.�. f.if-}S�„E"t���1 S ttii:i t4i1�4�'d+'{� �.: a. •'if L.: PLAN SECTION A --A A witift Kunz A�va(er tal) c& 1 indi must be intitaffed witti a wfiui Duni 1 incli baticocl�, °llutoff valv=e supplyilig, 11 wash llci;!e Nvith a (hallletef ('•f 1.5 fli kites for adequate I iz, t.rnt lyre, tire. -W a',41-witter must be earl ed nvay 6.4;}111 the entrance to an approved setUig, area ko remove se{_ 4ilent. sit se(Wnent shall be prevented liow ex�te�i�.��.; ;�t��rti�� {_{�t�iixr;, cliitc.�lxe�: {:E�' �c'"{atet}c•.,�u��:e�. PAVED WASH RACK 11 "0 S......+, E W Q Q m UN 2co U 701 c c C � C L 0 Q Li '-i Fes.'{ t h`L W AC r �Q�� z Ya -1:1)G r J [t'-�-I' ��r-`--moi,- }• t.{-.} �{ fi7>� _'__ _"_ � "�"`_ 1 ... Ela C U 1,1t o� 5 Q 00 E W V 0y'I.J..IZ°"� 2i c =r ''f l Q u { 0 ! t tf, +,N41_1ST EX # f i i'_a [ "L tai 4. ( rP. ._ _ AN _ E_�: 1.�. f.if-}S�„E"t���1 S ttii:i t4i1�4�'d+'{� �.: a. •'if L.: PLAN SECTION A --A A witift Kunz A�va(er tal) c& 1 indi must be intitaffed witti a wfiui Duni 1 incli baticocl�, °llutoff valv=e supplyilig, 11 wash llci;!e Nvith a (hallletef ('•f 1.5 fli kites for adequate I iz, t.rnt lyre, tire. -W a',41-witter must be earl ed nvay 6.4;}111 the entrance to an approved setUig, area ko remove se{_ 4ilent. sit se(Wnent shall be prevented liow ex�te�i�.��.; ;�t��rti�� {_{�t�iixr;, cliitc.�lxe�: {:E�' �c'"{atet}c•.,�u��:e�. PAVED WASH RACK 11 "0 S......+, E W Q Q m UN 2co U co a c u E- Q c c C � C L 0 Q Li E W h �Q�� z Ya -1:1)G r J z 0 z V1 W V1 ... Ela C U o� 5 Q 00 Wv W V 0y'I.J..IZ°"� 2i c =r Q u 0 C O -j j J m t� o 0 C 2 w U w Fy C7 Z 0 N d. E m h �Q�� z Ya -1:1)G r J Z o V1 W V1 ... Ela C U o� 5 Q 00 00 r o PROJECT: 15615008.01 ~ DATE: 6/28/2018 SHEET Z m N d. m >� J o �zz Ela W S g 5 Q E W V 0y'I.J..IZ°"� O' J =r G W W -j j J (' 00 r o PROJECT: 15615008.01 ~ DATE: 6/28/2018 SHEET