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HomeMy WebLinkAboutWPO202100005 Plan - VSMP 2021-03-10S 0 CONSTRUCTION PLANS FOR ALTERATIONS TO IVY MATERIAL UTILIZATION CENTER IRRIGATION POND DAM ALBEMARLE COUNTY, VIRGINIA DULY 241 2020 I REVISED MARCH 9, 202 1, THE CONTRACTOR SHALL CONDUCT WORK IN ACCORDANCE WITH THE REQUIREMENTS OF APPLICABLE REGULATIONS OF THE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) AND ALL LOCAL, STATE AND FEDERAL RULES AND REGULATIONS. Ns y r @ �at0 �L °"Piz.o•.en 0 VIRGINIA PLANS PREPARED FOR (PERMITTEE): RIVANNA SOLID WASTE AUTHORITY 695 MOORES CREEK LANE CHARLOTTESVILLE, VIRGINIA 22902 PRIMARY CONTACT: PHILLIP McKALIPS DIRECTOR OF SOLID WASTE PHONE: (434) 977-2970, EXT. 145 EMAIL: pmckalips@rivanna.org PLANS PREPARED BY: SCHNABEL ENGINEERING, LLC 6445 SHILOH ROAD, SUITE A ALPHARETTA, GEORGIA 30005 Q.t W 4 W b t 'wr Na c a ° „• t 3 S, N" PROJECT LOCATION 0 A (MUC) SHEET INDEX Sheet Number Sheet Title 1 COVER SHEET 2 EXISTING OVERALL SITE PLAN 3 PROPOSED SITE PLAN 4 PRINCIPAL SPILLWAY PLAN AND PROFILE 5 AUXILIARY SPILLWAY DETAILS 6 EMBANKMENT DETAILS AND NOTES 7 EROSION SEDIMENT CONTROL PLAN 8 EROSION SEDIMENT CONTROL NOTES AND DETAILS PROJECT DESCRIPTION; ENGINEER CONTACT: BRETT W. DODD, P.E. THE PROJECT INVOLVES ALTERATIONS TO THE EXISTING IVY MATERIAL UTILIZATION CENTER (MUC) IRRIGATION POND DAM. THE ALTERATIONS WILL CONSIST OF LOWERING THE CREST OF THE DAM, OPENING \1PHONE: (770) 781-8008 C2020MivowhCorpora[ion®2020 HERE V!, „i THE LOW-LEVEL GATE VALVE TO RE-ESTABLISH THE NORMAL POOL, AND LOWERING OF THE EXISTING CELL: (678) 642-9552 AUXILIARY SPILLWAY IN ORDER TO REMOVE THE STRUCTURE FROM VIRGINIA DCR INVENTORY AND EMAIL: bdodd@schnabel-eng.com SCALE: 1" = 2000' SITE VICINITY MAP REGULATION. THE STRUCTURE, WHEN MEASURES DETAILED HEREIN ARE COMPLETED, WILL BE CAPABLE OF DISCHARGING RUNOFF FROM THE 2 THROUGH 100-YEAR, 24-HOUR STORM EVENTS WITHOUT OVERTOPPING THE DAM. N N N N N W � M Q 0 0� z �w w ¢ 0 i- rn Z 0 U O 0 w w U O O U w Y 0 O 0 O U w ZO 0 Z Z ¢ g a_ w Z > 2 > w ¢ > K K Q w 0 Z O Z O 2 O O 0 0 w 0 w 0 w w O n rn N m m M 0 W O W 0 W 0 w co rn w N > W > W > W > w K K of w N () O In > W m N w r w ' t � m m o U LU Q Z 0 0 w �/ Ir z m m 0 J :_� Z o O U) = w x a © og w �m 0 n Y F U N O r ) � o_ m oN o0 _ _ A Q w E W r vo W t n x Q LL �Z co �C� coam W c o ^o c U o� t� 0 N L �w 'o } H Q Or — Z 03: Q � — LtJ � Q Lu LLIF _ aQ: co QUO o LLI w Q U Zw z co Q J >Q it 0 Z ,0 2 z w 3 >\ IMMM o ceJ 0 PROJECT 20C17048.00 DATE: JULY 24, 2020 SHEET 1 OF 8 © SShnabEl Engineering 2020 All Rights Reserved (;A i M N I0 h N TOPOGRAPHIC INFORMATION PROVIDED BY: KIRK HUGHES & ASSOCIATES LAND SURVEYORS & PLANNERS 220 EAST HIGH STREET CHARLOTTESVILLE, VA 22902 SURVEY DATED: 06/05/2020 HORIZONTAL COORDINATES ARE BASED OFF THE VIRGINIA SOUTH STATE PLANE COORDINATE SYSTEM, ELEVATIONS ARE BASED ON NAVD 88. LEGEND RIPRAP + ROC ROCK OUTCROP I I I I PROPERTY LINE (TYP.) --- Ito __—————— — — — — —— -- -- / ---- ---------__ _ ---1--_-_--- --_--- __ ` — — — — — — — — — — — — —:oo — — — — — _ APPROX. TREE LINE (TYP.) / /--+-R9C'*1I!------------_—`_—_--- WOODED---=— ------ � � � /�------ — — ------------� �—._ �----------_—AREA====_ _ RO + ROM +RO¢ + p I / �i//�\ \\ �\\\\ / j/ Ile / +�\BENCH MARK \ / / / \ \ \ \ / / / / / / / / / WOODED TMP 73-17 N:3894973.45 / / / / 1 / \ I / `/ / �� MICHAEL C. & �E:11437793.27-/ // ) RIPRAP(TYP.) 1 // /// / �i' / KATHDB3639-711LEEN S. Y WOODED / / / / I \'ELEV: % AREA / / / / / / � __ ) \\ i70� 1� // / / / /��/ / /� / / RIPRAP (TYP.) / FLOW APPROX EDGE OF — — — // APPROX. TREE LINE I / / \ \ — — — — — — — — — — — — / / / / I WATER AT TIME OF `\--- --- --- I I I I I POND SURVEY ELEV.=694.12' — MANHOLE RIM ELEV. =725.3' I I ^ o I I I I I CONCRETE HEADWALL _ _ / / IRON FOUND TMP 73-17E 24-INCH DIA. RCP INV. ELEV. IN = 716.1' ^ I I / CONCRETE MANHOLE _ — — — _ _ j / / / / / / ` / RIVANNA SOLID 24-INCH DIA. RCP INV. ELEV. IN = 698.5' I TOP ELEV. = 673.8' / — — — — — - RIPRAP — — — — — — _ / / / / / I / WASTE AUTHORITY 6 INCH DIA. PVC INV. ELEV. IN = 671.6' / / ____ _ — ; `_ // // / / I / OB 1928-206 24-INCH DIA. RCP INV. ELEV. OUT = 698.3' I 1 _ ` / / / / ' -- — — _ BOTTOM ELEV. = 666.1' 1 / / // g INCH DIA. PVC 1 1 FILLED W/ WATER / — — — — — — — \ INV. ELEV. OUT = 696.0' NO OUTLET FOUND I / 1 I f — — (APPROX. LOCATION) '_ — / I / // DGE OF WATER III 2 INCH DIA. RCP \ I I I I \ I I I I I I I 1 I I / ` — (INV. ELEV. UNKNOWN) — _ / I //� / AT TIME OF I I I I I I I I I I I I 1( INV. OUT = 668.6 SURVEY I I I STREAM 1 1 1 1 1 I I I 6-INCH DIA. PVC I _ _ 1 ELEV. = 659.97' I/ \\ \ \ \ \ 1 \\ \ INTAKE STRUCTURE I DRAIN OUTLET I I I I — __ 111 I li I I I I o ��—� I I STORMWATERi `\ \ (SUBMERGED- I I I I I / m� SEDIMENT TRAP MANAGEMENT I I 21-INCH DIA. RCP \ \ \ \ \ \ \ \ APPROX. LOCATION I I m I I I I o INV. ELEV. = 658.0' \ \ \ \ \ \ ) I I I I I I $ I APPROX. EDGE OF POND I IS I I I WATER AT TIME OF I I I \\\\\ \ •• I I I I I 24-INCH DIA. RCP \ \ \ \ \ \ ` I I 1 I I I I \j SURVEY ELEV. = 666.5't \ \ \ \ \ 8-INCH DIA. DIP I I I I I I I ` •. 670 \ \ \ \ \ I I I I l \ INV. ELEV. = 674.1' WOODEDAREA \ \ \ \ \ — . • 8-INCH DIA. GATE VALVE 1 1 • — -MONITORING WELL \ \ \ \ \ — _ _ _ _ = I \ 1 . / / / SHED WOODED \ \ \ \ \ _ \ — — — — — \\ • , _ / / 110-INCH DIA. CMP \ CONCRETE SLAB \ \ \ \ \ \ \ — — _ \/ / AREA INV. ELEV. = 674.8' 70 RIPRAP — — — — — — — / / \ \ \ POWER POLE WITH \ , — / \NO , APPROX. TREE LINE (TYP.) — >>o POWER POLE WITH ` — — — —` \ i X \ \ \ UNDERGROUND GUY ANCHORS — a� i \ \ \ \\ \ ELECTRIC jQ� BENCHMARK \ \ \ \ \ \ \ \ \ sso \ \ \ \ l N:3895267.16 OVERHEAD ELECTRIC LINE \ �o y\ �\ ti E' 37 �' \ \ �\ \ \ \ \ :S : i \ \ \ 36 � � ar: \ '>`. cv;` tip.-as.-�;• `� ,R>` `: y.� ,:et-.__ _z:;;�,•y::.;.::....ry OFE \ itir ,Aja=. _`0.5.5'.' .•�i'c-tr.' r>;..:^. ..r: ;r.',.:r +•.'. 7�Z�c POWER aN POLE ow — of O1E GENERAL NOTES: aE WOODED 30' VEPCO �� EASEMENT 1. SCHNABEL ENGINEERING, LLC IS SOLELY RESPONSIBLE FOR THE PREPARATION OF THE PLANS FOR ALTERATIONS TO THE SUBJECT DAM DB 1841-671 AND SPILLWAYS TO CREATE A DAM, WHEN MODIFIED IS NO LONGER SUBJECT TO THE RULES AND REGULATIONS OF VIRGINIA DCR-DAM SAFETY. ADHERENCE TO THESE PLANS, AS WELL AS ADHERENCE TO GOVERNMENT AND COUNTY REGULATIONS, ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 2. THE DAILY ON -SITE PRESENCE OF THE OWNER OR OWNER'S REPRESENTATIVE WILL BE REQUIRED TO CONFIRM THAT SITE CONDITIONS ARE AS ANTICIPATED AND TO CONFIRM THAT CONTRACTOR'S MEANS AND METHODS DO NOT COMPROMISE DESIGN INTENT. VIRGINIA 811 3. CONTRACTOR TO VERIFY ALL CONDITIONS, ELEVATIONS AND DIMENSIONS BEFORE BEGINNING CONSTRUCTION. ANY DISCREPANCIES � CALL BEFORE YOU DIG SHALL BE REPORTED TO THE ENGINEER FOR JUSTIFICATION AND/OR CORRECTION BEFORE PROCEEDING WITH THE WORK. DIAL 811 B CALL 1- YOU DIG CONTRACTOR TO ASSUME RESPONSIBILITY FOR DISCREPANCIES WHICH ARE NOT REPORTED. ALL DIMENSIONS SHOULD BE READ OR UTILITIES PROTECTION CENTER CALCULATED. ITS THE LAW Know what's below. 4. CONTRACTOR TO HAVE ALL UTILITIES FIELD LOCATED PRIOR TO THE START OF ANY CONSTRUCTION ACTIVITY. Call before you dig. 5. THE CONTRACTOR SHALL CONDUCT ALL WORK IN ACCORDANCE WITH THE REQUIREMENTS OF THE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) AND ALL LOCAL, STATE AND FEDERAL RULES AND REGULATIONS. PROPER SAFETY PROCEDURES ARE OF NOTE: CONTRACTOR MUST COORDINATE SPECIAL CONCERN ON THE PROJECT CONSIDERING THAT WORKERS MAY BE WORKING IN TRENCH EXCAVATIONS. WORK WITH UTILITY PROVIDERS TO MAINTAIN UTILITY SERVICE AND A SAFE 6. ALL MATERIALS AND WORK PERFORMED SHALL COMPLY WITH THE TECHNICAL SPECIFICATIONS OF THE PROJECT. WORK SITE. 7. INTAKE STRUCTURE AND 8-INCH DIAMETER DUCTILE IRON PIPE (DIP) LOCATION/ALIGNMENT APPROXIMATED FROM DESIGN DRAWINGS PREPARED BY APPLIED GEOSCIENCES AND ENGINEERING, INC. AND DATED NOVEMBER 9, 1998. 15' VEPCO UNDERGROUND EASEMENT ALONG EXISTING ROADWAY TO DICK WOODS ROAD DB 4909-272 TMP 73-17D RIVANNA SOLID WASTE AUTHORITY DB 1928-206 Iz 0 W r N 0 A_ _ 'D 1� I INCH DIA. CMP RISER WITH INCH DIA. CMP TRASH RACK P ELEV. = 666.13' VCH DIA. PVC INLET INV. ELEV. = 661.1' SER CREST & OUTLET NOT ACCESSIBLE) I I I 1 I SCALE IN FEET 0 40• 80' N 0 N 0 z m z cn z 0 0 O i U w ¢ 0 U Z 0 O Z z Z z H a ¢ K m N w W ¢ O 0 0 w w o m m 0 w 0 w 0 w Ir m 0' K IY N Ih c� � m U.I j a U LLI i 0 0W w LL z 0 m 0 w o �� o y w O m o w =g to U) y Wy O r(A1 O �^ F d 0 0 �0 _ o Z m G E W o^ LU aK Z Q LL a, Z y U) w Bo c tr U ^ rn m L C �0 t ya Z 7- " � 40 > LL Q J ` ��L-u� z_ O Q Q 5 P o�wx Z Q U)it W O � Q U Q m >a F 0 z 0 x zD W N p 0 PROJECT: 20C17048.00 DATE: JULY 24, 2020 SHEET 2OF8 C Schnabel Engineering 2020 All Rights Reserved Z� - - - --- - - - - -- _---- - - -----_ _ - -----------------------_-----�IoSTA:0+00.00 / APPROX. LIMITS OF -- - - -- - - - -N:389489.54------------- - ___--------o-------J--- - ------ ---- - - / CLEARING AND GRUBBING ------------E13.6 -:14831---------------- / -------------- -------------- APPROX. --------- _ Aioo o ----- TREE LINE (TYP.) EXISTING - - - - - - - - - - - - - - _- --------------------- ----- WOODED 1 --------&REA ------ N -- _ I - - - - - - - - - - - - - - - CENTERLINE I AUXILIARY SPILLWAY (SEE SHEET 5 OF 8) T STA: 0+00.00 N: 3894926 00 E: 11437933.65 CENTERLINE AUXILIARY SPILLWAY STA: 1+00 = DAM BASELINE STA: 0+37.5 oe - EXISTING POND - CENTERLINE PRINCIPAL SPILLWAY STA: 1+25 = DAM BASELINE STA: 2+50 700--- _---- I / / 77 / / I 1+00 4860 35' 19.35"W I 2+00 192.08' ` -AUXILIARY S F- - - - - - _ 690 N N ILWAY � CREST ELEV. = 690.5' / / _ _ ' - - .� 3+pp / /Id. / , �\ \ / \ / / / j/ / /- �0+50 700 // N:3894973.45 1 / / / / / / / / // / / / / 4 E:11437793.27 / / / �� / / / / / / / / STA: 4+50.00 L $ / \ ELEV: 705.00' I / / / / / / / / / �� N: 3894978.52 / L=20.944le E: 11437487.32 6.0000 / / / / ��/ / _ / R=200.000 ON o +) APPROX. LIMITS OF ' / _ / / / EXISTING/ / / / / ' - J \ \ / / - RIPRAP TYP. \ / / / \ I \ PROPOSED GRADING (TYP.) / / /' / / WOODED / \ / / / / / (TYP.) AREA \ \\ o-------- ---- - - - - - - - - 694 690- j APPROX. LIMITS OF - - - - - - - / / / / / / / APPROX. EXISTING- 1 DAM / / - - - - - - CLEARING AND GRUBBING _ / / �' / / TREE LINE (TYP.)- I 1 I BASELINE I $ o I I I 1 1 / / 6eo ------- � -/ / 1 // I I EXISTING 6-INCH DIA. PVCo - ------ cl)(APPROX. LOCATION) ° I I M I I I EXISTING CONCRETE MANHOLE - - - - _ - _ _ _ _ = INV. ELEV. UNKNOWN - = = _ TOP ELEV. = 673.8' _ (CONDUIT TO BE REMOVED) / / EDGE OF WATER AT CENTERLINE EXISTING 0 I I 6-INCH DIA. PVC INV. ELEV. IN = 671.6' (SEE NOTE 6) - - - I / / / TIME OF SURVEY FLOW PRINCIPAL SPILLWAY I N I I I BOTTOM ELEV. = 666.1' / / I 1 (SEE SHEET 4 OF 8) I I I I I FILLED W/ WATER / EXISTING INV. / I I ELEV. = 659.97' I EXISTING 21-INCH DIA. RCP 0+00 I I I I I (TO BE REMOVED) i - - \ - ELEV. OUT = 668.6' EXISTING - - I I EXISTING INV. ELEV. OUT = 658.0'INTAKE / I I I I I � I I / �i` _ STRUCTURE i I i I i i i i I I I -� �� \ I I I RIPRAP (TYP.) / I I I I I I 670 - I STA: 0+00.00 (SEE NOTE 7) N: 3895100.34 E: 11437963.56 I N690 30' 28.31"W-/ I 250.00' EXISTING I 8-INCH DIA. DIP (SEE NOTE 7) I I I APPROX. EXISTING TREE LINE (TYP.) EXISTING I I I EXISTING 6-INCH DIA. STORMWATER APPROX. EDGE OF I I I I I PVC DRAIN OUTLET I WATER AT TIME OF MANAGEMENT I I I I (TO REMAIN) I I 1 SURVEY ELEV. = 666.51 POND - 00 I I I EXISTING EXISTING 364NCH DIA. CMP RISER WITH I I I I I I I I 1 SEDIMENT TRAP - 52-INCH DIA. CMP TRASH RACK TOP ELEV. _ I I I I I I I \ 666.13' 6-INCH DIA. PVC INLET INV. ELEV. = 661.1' I I I I I I I (RISER CREST & OUTLET NOT ACCESSIBLE) I I I I I I I INV. ELEV. = 677.0't /•• / 1 I I I INV. ELEV. = 674.' i _ - - - - -- I I I I I I I I I 1 1 670 -----' \ _---____ ss0 - \ ------ *00 I \ PROPOSED RIPRAP _------_ I I I I I I 1 \ \ LINED OUTLET CHANNEL I I I I I 1 1 \ \ --- I (SEE DETAIL THIS SHEET) I I I 1 \ \ \ \ 0 STA: 2+50.00 N: 3895187.86 E: 11437729.38 _ _ - - - - - - \ _ _ I I S I II 11 \\ \ \\ \\ --- �---------------- sa\ I I I 1 1 \ \\ sso EXISTING MONITORING WELL (TO REMAIN) \ - - _ - - _ - - - - - - \ \ \ 694 1 \\ �. / \ \ EXISTING SHED (TO BE REMOVED) \ \ \ - - \ c° I 1 \ / \ EXISTING CONCRETE SLAB (TO REMAIN) al EXISTING 10-INCH DIA. CMP INV. ELEV. IN = 674.8' \ EXISTING_ WOODED /I \ \ , � I \ /\ AREA, °"E \ \ \ EXISTING 8-INCH DIA. \ GATE VALVE (SEE NOTES APPROX. LIMITS OF \ \ \ 2 AND 7) \ CLEARING AND GRUBBING / M \ EXISTING POWER 'es \ / POLE WITH \ EXISTING `� UNDERGROUND \ \ \ \ \ -WOODED- _ / �gC�N � / ELECTRIC \ \ \ \ 15' VEPCO UNDERGROUND EASEMENT \ (, / \ ALONG EXISTING ROADWAY TO DICK WOODS ROAD \ _AREA - i - - - _ - _ - 3p VEP�NC STA: 5243.92 \ \ \ sy \ \ DB 4909-272 \ \ _ N: 3895243.92 \ o EPs�11 ' 42 E: 11437852.BENCHMARK \ \ \ \ \ \ - - - - - - - ova p8 y� N:3895267.16 \ \ \ � \ , _ E:11437832.38` EhS/ TIN [P'T ELEV: 700.10' 1 \ EXISTING GRAVEL DRIVE 0 0 INl 0 N N W SITE PLAN NOTES: 1. WORK SHALL BE LIMITED TO THE IMMEDIATE VICINITY N cn OF THE DAM. NO WORK SHALL BE PERFORMED z z z OUTSIDE OF THE CLEARING AND GRUBBING LIMITS WITH OUT PRIOR CONSENT OF THE OWNER AND o 1- o ENGINEER. ir w w oU 2. OPEN EXISTING GATE VALVE TO LOWER LAKE WATER 0 K 0 0 U -, z O LEVEL AFTER EXISTING SHED IS REMOVED. NOTIFY p i i a OWNER AT LEAST 10 DAYS PRIOR TO THE START OF 3 ¢ ¢ m DEWATERING. c w o 3. NO EXCAVATION OTHER THAN WHAT IS SHOWN HEREIN o w w w SHALL BE PERFORMED WITHIN 200 FEET OF THE DAM WITHOUT EXPRESSED WRITTEN CONSENT OF o m m m ENGINEER. W W y N 4. UPSTREAM SLOPE OF EMBANKMENT NOT SURVEYED, EXISTING GROUND LINE SHOWN HEREIN TO BE H M v CONSIDERED APPROXIMATE. CONTRACTOR TO VERIFY EXISTING GRADE ONCE LAKE IS LOWERED. 5. ON -SITE SPOIL AREA IS ESTABLISHED AT THE NORTH o D SIDE OF THE DAM SITE. PERMITS FOR THE USE OF THIS w d LOCATION AS A SPOIL AREA HAVE BEEN PREVIOUSLY OBTAINED BY THE OWNER. THE PROPOSED VOLUME OF LIJ < z EXCAVATION FOR THIS WORK IS APPROXIMATELY 4,000 OIt w CY. IY z 6. CONTRACTOR TO VERIFY EXTENTS/ DIRECTION OF = 0 UNKNOWN 6-INCH DIA. PVC CONDUIT BY TRENCHING g o OR POTHOLING PRIOR TO REMOVAL. CONTRACTOR y SHALL NOTIFY ENGINEER IF CONDUIT CONTINUES LL THROUGH DAM EMBANKMENT. d 7. CONDITION OF EXISTING RISER STRUCTURE, TRASH a RACK, INTAKE CONDUIT, AND GATE VALVE UNKNOWN. = g y ENGINEER AND OWNER WILL EVALUATE INTAKE ONCE w m LAKE IS LOWERED AND MAKE RECOMMENDATIONS FOR REMEDIAL WORK. ♦ i O MIN. Off, 2 �MIN.� 2 1t t GEOTEXTILE 2'-0" OF VDOT NUNNMM 8 , CLASS Al RIPRAP z o /WA ric "mE toLu U Lu Cz ox rn RX V RIPRAP CHANNEL DETAIL z so 0 tw z , p� N y N.T.S. w c ooL ¢z U c (n o y cn C N as Z Q O J = (� a !~ F_ �_ Q w H F- J U) z ')^ v 2 3r O Q oeW w U0J U) Z)Q< 0 m z 0 j Q � d z ,0 z~ a W H p J N PROJECT: 20C17048.00 DATE: JULY 24, 2020 SCALE IN FEET SHEET 0 20' 40' 3 OF 8 C Schnabel Engineenng 2020 All Rights Reserved w 0 NEXISTING INTAKE STRUCTURE (TO REMAIN) 1r CENTERLINE OF EXISTING PRINCIPAL SPILLWAY fA: 0+00.00 3895100.34 E: 11437963.56 NOTES: 1. UPSTREAM SLOPE OF EMBANKMENT NOT SURVEYED, EXISTING GROUND LINE SHOWN HEREIN TO BE CONSIDERED APPROXIMATE. CONTRACTOR TO VERIFY EXISTING GRADE ONCE LAKE IS LOWERED. 2. OPEN EXISTING GATE VALVE TO LOWER LAKE WATER LEVEL AFTER EXISTING SHED IS REMOVED. 0+00 720 -4- 710 -i- - EXISTING WATER LEVEL AT TIME OF SURVEY 700 _ - -_ -ELEV. = 694.12' - S7 - PROPOSED NORMAL 690 OPERATING POOL � ELEV. = 6. . . ------------------------ ------------------ 680 / 670 660 - r 0+00 M r 0 0 EXISTING INTAKE STRUCTURE EXISTING SEDIMENT TRAP- \ • APPROX. EDGE OF p - \ \ \ \ \ \ \ \ \ 1 WATER AT TIME OF SURVEY ELEV. = 666.5't \\ \ DAM BASELINE \ \ \\ \ \\ \ \ I INV. ELEV. \ \\ \ \ \ \\ \ \ \I \ \ \\ 11 1 = 674.1' p I \ \ \ \ \ APPROX. INVERT ELEV. \ \ \ \ \ LIMITS OF \ \ 1 \ \ \ \ - �' = 677.0't GRADING p p PROPOSED RIPRAP l \ \ \ \ \ \ \ \ EXISTING 8-INCH DIA. DIP \ \ \ \ \ \ \ 1 \ \ p LINED OUTLET CHANNEL (TO REMAIN) \+00 \ I \ \ 2+00/STA: 2+50.00 J 2+50 N:3895187.86 E:11437729.38 EXISTING MONITORING WELL (TO REMAIN) \ 1 \ EXISTING 8-INCH Q o N690 30' 28.31"W \ \ \ \ \ DIA. GATE VALVE \ \ \ _ _ _ - - - - - - - - - 250.00' \\ \ \ \ 1 \ (SEE NOTE 2) \\ \ �` - EXISTING SHED (TO BE REMOVED) CENTERLINE PRINCIPAL SPILLWAY STA: 1+25 = \ \ \ \ \ \ \ \ 680 DAM BASELINE STA: 2+50 \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ EXISTING CONCRETE SLAB \ \ \ \ \ \\ \\ \\ \\ \ \ Q (TO REMAIN) EXISTING RIPRAP - - - - - - - \ \ \ \ \ \ \ EXISTING 10-INCH DIA. CMP - - - - \1 1 \ \\ \ \\ \\ INV. ELEV. IN = 674.8' 1 \ \ \ \ EXISTING POWER POLE ` 1 ` \ 1 1 PRINCIPAL SPILLWAY PLAN SCALE IN FEET FLOW 10 20' 1+00 DAM BASELINE APPROX. 73'-2" (SEE NOTE 1 THIS SHEET) PROPOSED TOP OF DAM I EXISTING GROUND LINE ELEV. = 694.0' EXISTING 8-INCH DIA. DIP FLOW 1+00 PRINCIPAL SPILLWAY PROFILE SCALE IN FEET 0 10' 20' EXISTING 8-INCH DIA. GATE VALVE (SEE NOTE 2) i m EXISTING SHED (TO BE REMOVED) EXISTING VALVE BOX INVERT ELEV. = 677.0't J EXISTING CONCRETE SLAB (TO REMAIN) 2+00 2+50 720 710 l m 670 t 660 2+50 z z w w 0 O 0 j z z i K K i 0 0 0 0 w w i m m i w w � m m i w w N HI m O g0 � =WfA m o w z am 0 ftaft CD z u1 Lu = z u `D yZ W �a 4O 02 O LL Q > QQ5 QUO 0 W V0-j U Q Q m > Q Q Q W > J LL J_ 0 a J 0 a_ Q Z Of 0- W H �l o PROJECT: 20C17048.00 DATE: JULY 24, 2020 SHEET 4OF8 z 0 a 0 U w w 0 iA c 0 z c w 0 Schnabel Engineering 2020 All Rights Reserved 5 t7 0 Schnabel Engineering 2020 All Rights Reserved N I N I O N M N N W Q O FLOW FLOW ARROW INDICATES DIRECTION OF FLOW DAM BASELINE EXISTING TOP OF DAM / ^ \ ELEV. _ - 699' / I \ SLOPE DAM CREST \ \ TO DRAIN TO LAKE \ \ / \ LOWERED MIN. TOP OF DAM \ ELEV. = 694.0(DOWNSTREAM CREST) \ / \ m / \ w� U PROPOSED NORMAL 1 / / / POOL EL. 686.6 0 DAM EMBANKMENT / m \ m U' \ T \ O FLOW / / / \ m — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — og w �m w p FN- FN- z z 0 i O U 0 w 0 0 0 Z Z z z w > > > x x z z O O O O O w w w m m Q Q � m m w w 0 W W W m m m w w w w w w Ix (ALL EMBANKMENT AREAS ON DOWNSTREAM SLOPE. + + TOP OF DAM, AND UPSTREAM SLOPE + + + + ABOVE NORMAL POOL TO RECEIVE TOPSOIL) 3 + + + �1 + + + FINISHED GRADE COMPACTED STRUCTURAL + FILL INTERFACE TOPSOIL DETAIL NTS TYPICAL EMBANKMENT SECTION NTS WATER CONTROL NOTES: VIEW DESIGNATION SHEET NUMBER WHERE VIEW CALLOUT & SECTION RESIDES 1. CONTRACTOR SHALL BUILD, MAINTAIN AND OPERATE ANY TEMPORARY DIKES, COFFERDAMS, CHANNELS, FLUMES, SUMPS AND OTHER TEMPORARY DIVERSION AND PROTECTIVE WORKS NEEDED TO DIVERT SURFACE WATER FROM THE CONSTRUCTION WORK WHILE CONSTRUCTION IS IN PROGRESS. DIVERSION OR RETENTION OF SURFACE WATERS WILL BE CONTINUED UNTIL SUCH TIME AS DETERMINED BY THE ENGINEER. 2. AT A MINIMUM, THE DIVERSION AND PROTECTIVE WORKS NEEDED TO DIVERT RESERVOIR WATER SHALL BE CAPABLE OF STORING AND/OR DISCHARGING RUNOFF RESULTING FROM THE 25-YEAR, 24-HOUR DURATION, RAINFALL EVENT (APPROXIMATE PEAK INFLOW OF 75 CFS) WITHOUT WATER FROM THE RESERVOIR ENTERING THE WORK AREA OR OVERTOPPING THE COFFERDAM. CONTRACTOR MAY ELECT TO PROVIDE ADDITIONAL PROTECTION, TO ACCOMMODATE THEIR WORK PLAN. 3. FOUNDATIONS FOR CONCRETE, AND OTHER PARTS OF THE CONSTRUCTION SITE, SHALL BE DEWATERED AND KEPT FREE OF STANDING WATER OR EXCESSIVELY MUDDY OR SOFT CONDITIONS AS NEEDED FOR PROPER EXECUTION OF THE CONSTRUCTION WORK. 4. DEWATERING METHODS FOR FOUNDATION CONSTRUCTION OR SUBGRADE PREPARATION THAT CAUSE A LOSS OF FINES FROM FOUNDATION OR SUBGRADE AREAS WILL NOT BE PERMITTED. 5. CONTRACTOR WILL BE RESPONSIBLE FOR ANY DAMAGES INCURRED AS A RESULT OF THE LACK OF ADEQUATE SURFACE OR SUBSURFACE WATER CONTROL 6 CONTRACTOR IS TO PROVIDE THE ENGINEER WITH A WATER CONTROL PLAN FOR REVIEW AND ACCEPTANCE PRIOR TO THE START OF CONSTRUCTION. VIEW DESIGNATION SHEET NUMBER WHERE SECTION MARKER RESIDES PPROXIMATE EXTENTS OF SECTION VIEW DIRECTION 1 SECTION MARKER VIEW TITLE SECTION VIEW CALLOUT ABBREVIATIONS SECTION MARKER TAIL AR AUGER REFUSAL N.P NORMALPOOL BF BOTH FACES O.D. OUTSIDE DIAMETER B.I.G. BREAK -IN -GRADE O.F. OUTSIDE FACE (BACKFILL SIDE) BP, B.P. BEGINNING POINT O/S OFFSET FROM CENTERLINE CJ,C.J. CONSTRUCTION JOINT P-1 PIEZOMETERS (TYP.) C/L, CL, ti CENTER LINE P.C. POINT OF CURVATURE CMP, C.M.P. CORRUGATED METAL PIPE PI, P I POINT OF INTERSECTION D.F. DOWNSTREAM FACE PROP PROPOSED DI, D I DROP INLET PVC POLYVINYL CHLORIDE DIA. DIAMETER R RADIUS DIP, D.I.P DUCTILE IRON PIPE RC ROCK CORE D/S DOWNSTREAM REC ROCK CORE RECOVERY E.F EACH FACE RQD ROCK QUALITY DESIGNATION ELEV., ELEV. = ELEVATION RCP, R.C.P. REINFORCED CONCRETE PIPE E/P EDGE OF PAVEMENT REF. REFERENCE EP, E.P END POINT STA. STATION EXIST EXISTING SS, S.S. SANITARY SEWER FT FEET SSMH, S.S.M.H. SANITARY SEWER MANHOLE HW, H W. HEADWALL TCJ, T.C.J. TRANSVERSE CONTRACTION JOINT I.D. INSIDE DIAMETER TOT TOTAL IE, I.E. INVERT ELEVATION TP TEST PIT I.F. INSIDE FACE (FLOW SIDE) TOT. TYPICAL DETAIL INV. INVERT U P. UPSTREAM FACE LCJ, L.C.J. LONGITUDINAL CONTRACTION JOINT U/S UPSTREAM LF, L.F. LINEAR FOOT VC VERTICAL CURVE M.S.L. MEAN SEA LEVEL W E. WATER ELEVATION NTS, N.T.S. NOT TO SCALE W/O WITHOUT w W Of Z 0 2 mi /own" 0 ^W^ Z W Cw Z u 0 •_ z w } y L Q J Oz 00 Q ::)— (D w W of Q 0 w � O O Q W Cw G Boa Y Z Q < Z Q Z com J _iQ w N z �_ D Q W 3 p J H PROJECT:20C17048.00 DATE JULY 24, 2020 SHEET 60F8 © Schnabel Engineering 2020 All Rights Reserved z 0 a X U m 0 cj O 0 _ _ ----------------------- LEGEND STA:0+00.00----------- Ito - - - - - - - - - N:3894894.54-----_ -------------E:11437831.60---------------- / -- - - - - - �'� SOIL STABILIZATION BLANKETS & MATTING - - - - - - - - ---- 200 -------------- ------ (- APPROX. EXISTING - - - o- - - - - - -EXISTING - - ____ - - 1�' / CE CONSTRUCTION ENTRANCE - - - _�_ - - - - - - - TREE LINE TYP. o WOODE - - I - - - - - - - _ _ / AREA' / CD ROCK CHECK DAM - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - / / / / ---- -----_ SF SILT FENCE CENTERLINE AUXILIARY SPILLWAY (SEE SHEET 5 OF 8) 0+00 STA: 0+00.00 - � III i� e��`�•�r� � � � � � � �� � - lititi!i�i�i�i�4q►�i�i�i�i����������`A - - "WO movowmanowww"m MULCHING cp ��������������������•-m.� � !PERMANENT SEEDING 00 / / EROSION AND SEDIMENT CONTROL NOTES: DAM BASELINE STA: \ / 7.5 / I - / i°+50 / 1 PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. x / TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN .45 1 / / / / / / �v/ /�TA: 4+50.00 / SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT 7793.27 FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER $ N:3894978.52 \ ELEV: 705.00' / L=20 944 11437487.32 / / / �/ / THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE / E: / 6.0000 SF =1 i / / / /' / / APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR R=200.000 / MORE THAN ONE YEAR. DOUBLE ROW oo) \ MU / / / �fCc / / / / / / / / / / / SILT FENCE / / / / 2. ON -SITE SPOIL AREA IS ESTABLISHED AT THE NORTH SIDE / OF THE DAM SITE. PERMITS FOR THE USE OF THIS LOCATION AS A SPOIL AREA HAVE BEEN PREVIOUSLY OBTAINED BY THE OWNER. THE PROPOSED VOLUME OF EXISTING EXCAVATION FOR THIS WORK IS APPROXIMATELY 4,000 CY. APPROX. LIMITS OF / \ I \ \ PROPOSED GRADING / / / / / / / / - RIPRAP (TYP.) / // // // i /I / / 3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED \ \ loo , , / / / / / / / / / / // / / ON DENUDED AREAS NOT OTHERWISE PERMANENTLY I \ 700 - - - - - - _ _ - -_ _ _ _ / / % / - ` EXISTING - / / / / / / STABILIZED. PERMANENT VEGETATION SHALL NOT R I \ CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS \ \\ o - - / - \ / / / // / / / / / iWOREDA - / / / /� / / / / / ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE TS - - - - - / / / / / I - - - / / / / / AND WILL INHIBIT EROSION. \ 94 - _ _ � � � / / / / / / / / / / � � � / / 4. CUT AND FILL SLOPES SHALL BE DESIGNED AND X} DOUBLE ROW / / / / / / / / / / / / / / / / -/ / / / / CONSTRUCTED THAT ARE FOUND TO THAT WILL MINIMIZE EROSION. OS ON. 690 SILT FENCE / / I //// - - - - - - - - -- - - - ' ' ' - - / / '`_ - _ _- WITHIN TWO WEEKS D PERMANENT STABILIZATION SHALL MU 1 I I / - - APPROX. LIMITS OF _ - / / / / / / / � / / � BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING - - _ DISTURBANCE / APPROX. EXISTING MEASURES UNTIL THE PROBLEM IS CORRECTED. TS \ DAM / / - (AREA = 2.2 ACRES) TREE LINE (TYP.) 1 I BASELINE / / / - - - - - - - - - - - - - - - / / / / / / / / / j i �66wo • 5. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR CENTERLINE PRINCIPAL \IJ 1 -+w I I I l / / _ _ - - - - - - - - - - - - - - - - - - , / / / FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE SPILLWAY STA: 1+25 = I I m I I I l / / / / / / / / / 1 / / / TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DAM BASELINE STA: 2+50 I I 6 1 I I / / / / 680 / / / / / I / / / DRAIN STRUCTURE I Ici co uui c I I I I I / / ------------------- ------ I II II N _�__ _ ____ __- I 6. WHENEVER WATER SEEPS FROM ASLOPE FACE, EXISTING CONCRETE MANHOLEz TOP ELEV. = 673.8'SF ' ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE o ______ EDGE OF WATER AT PROVIDED.CENTERLINE EXISTING 6-INCH DIA. PVC INV. ELEV. IN = 671.6' TIME OF SURVEY PRINCIPAL SPILLWAY N I I BOTTOM ELEV. = 666.1' / / ! / / / / ELEV. = 659.97' I (SEE SHEET 4 OF 8) I I I FILLED W/ WATER / / / / I ( / EXISTING 21-INCH DIA. RCP 7. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES I 0*00 I I I I (TO BE REMOVED) INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL _ I INV. ELEV. OUT = 658.0' EXISTING I I I I I I I // - - / _ - - - - I I I I EXISTING / BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY INTAKE I I I I I I MU I 1 _ _ - -� • �� \ I 1 I RIPRAP (TYP.) VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE STRUCTURE I I I I s I \ 6ro I I SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC I I I I I I I O - - - - - EXISTING ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED STA: 0+00.00 TS I I SF - - - - N: 3895100.34 I I I I I EXISTING 6-INCH DIA. I I STORMWATER THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL / �� " APPROX. EDGE OF MANAGEMENT BE REMOVED FROM THE ROADS BY SHOVELING OR I I I PVC DRAIN OUTLET PSI WATER AT TIME OF POND SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL E: 11437963.56 I I I I I I I (TO REMAIN) I I SURVEY ELEV. = 666.5't pp I I I I I I I I / DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED I I I I I I I I I I EXISTING EXISTING 36-INCH DIA. CMP RISER WITH ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS I 1 f PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT I I I I I I SEDIMENT TRAP - 52-INCH DIA. CMP TRASH RACK TOP ELEV. = LOTS AS WELL AS TO LARGER LAND -DISTURBING N69° 30' 28.31'W \ I I I I I I I I I � 666.13' 6-INCH DIA. PVC INLET INV. ELEV. = 661.1' ACTIVITIES. 250.00' I / I I I I I (RISER CREST & OUTLET NOT ACCESSIBLE) M i I I I I 1 I INV. ELEV. = 677.0't / / J 1 I EXISTING TINV. ELEV. = 674.1' - / _ 8. ALL TEMPORARY EROSION AND SEDIMENT CONTROL I I I ( I I I I --------- - �•• 1 I8-INCH DIA. DIP I 1 1 I I I I I I I - - - - - - " \ - - - - - - 6� MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER I I I APPROX. EXISTING TREE LINE (TYP.) \ I I I I I I \ - \ OP 67o - \ - - - - - - - - - - - - - - - - - - FINAL SITE STABILIZATION OR AFTER THE TEMPORARY I ?*Opl I \ - - - - - - - - - - - - - - - -� \ - - - - - - - - _ MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE 1 I I I I I I I I I 1 1 \ \ PROPOSED RIPRAP _- \ - - - - SF - - - _ - AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. I I TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS LINED OUTLET CHANNEL , \ RESULTING FROM THE DISPOSITION OF TEMPORARY 1 I I I I \ \ \ \ *5 0 - - - - - - - - - - MEASURES SHALL BE PERMANENTLY STABILIZED TO I I I I 1 \ \ \ STA:2+50.00 - - ��-----_- PREVENT FURTHER EROSION AND SEDIMENTATION. I I _ N: 3895187.86 _ _ \ - - - - - - E:11437729.38��------- - - - �, \ \ \ MU �-� I -- ------- 6�o II II \ \ \ \\ -, '--_- ----- \�� <-------- --�� I I \ \\ \ -- EXISTING MONITORING WELL (TO REMAIN) T� - - - - - - - - 694 MU EXISTING SHED (TO BE REMOVED) \ - - \ o TS EXISTING CONCRETE SLAB (TO REMAIN) \ \ ' DOUBLE ROW \ \ \ -- - - - -- �- SILT FENCE \ 04 EXISTING 10-INCH DIA. CMP o+,e��\ ��\ ��\\ ��\ INV. ELEV. IN=674.8' I / /\ \ \ \ EXISTING 8-INCH DIA. \ \ / / WOODI NGED 11INIIIw f!J N Z ~ z w Q f f O F F O Z Z �t w w 00 O U O O Z w U U J O Z i a O w > K K z w 111 � 0 0 0 of o w w w w w a a a o m m m w w w I, m uj w y U W a O z O M w LL z Z mm O O J O w w a co 0 $Q� M� Z o a �mO �W L�V w ax rn Z Q LL a 5�m U1 y tVw t0 W G N o i L CO N 0 L �a Q F- O m C7 w Z i~ III�_ �Q> J F- H QQj U) J op0 Z j 0 O Z Q r 650 Z 00 ' >Q w GATE VALVE \ CE Lu 11 AREA �- 680 / - - / CONSTRUCTION EXISTING POLE WITH \ \ \ \ ENTRANCE EXISTING UNDERGROUND \ \ \ \ 15' VEPCO UNDERGROUND EASEMENT \ J �i -WOODED - _ / pg��NGQ / / \ ELECTRIC \ \ \ \ ALONG EXISTING ROADWAY TO DICK WOODS ROAD \ \ \ � 11A P STA:3+50.00 \ \ \ - - - - AREA = = - - - - - - - g0 V MEND - N: 3895243.92 \ \ \ \ 690 \ \ DB 4909-272 \ \ 0 EPSE 1�� �1 BENCHMARK \ \ \ \ \ 1 Q \ \ PROJECT: 20C17048.00 01� E: 11437852.42 °p N:3895267.16 \ \ \ \ \ \ h - - - - - ONI v_ _ y� E:11437832.38 \ \ \ \ \ \ `x/ DATE: JULY SHEET4, 2020 N _ _ - - ELEV: 700.10' \ \ . \ \ /hSTIN DIRT R D// / / j� j / SCALE IN FEET h - - - - - - �,� � � 1 EXISTING GRAVEL DRIVE lC o 20 ao 7 OF 8 0 0 Schnabel Engineenng 2020 All Rights Reserved MINIMUM STANDARDS (VIRGINIA DEPARTMENT OF CONSERVATION AND RECREATION 4VAC50-30-40) AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: 1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIES WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. 2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. 3, A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. 4. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE WEEK OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. 5. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. 6. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 7, WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 8. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. 9. ALL EROSION AND SEDIMENT CONTROL STRUCTURES AND SYSTEMS SHALL BE MAINTAINED, INSPECTED AND REPAIRED AS NEEDED TO INSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTIONS. a. PERIODIC INSPECTIONS ARE REQUIRED BY THE PROPERTY OWNER OR THE PERMITTEE TO ENSURE THAT THE STRUCTURES CONTINUE TO PERFORM AS DESIGNED AND APPROVED IN THE EROSION AND SEDIMENT CONTROL PLAN. A STATEMENT DESCRIBING THE MAINTENANCE RESPONSIBILITIES OF THE PERMITTEE SHALL BE INCLUDED IN THE PLAN. b. ALL DEVICES SHALL BE CHECKED, REPAIRED AND MAINTAINED IMMEDIATELY AFTER ANY RUNOFF PRODUCING STORM EVENT. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, LATEST EDITION. THE MINIMUM STANDARDS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS SHALL BE SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE. STRUCTURAL CONTROLS 1. TEMPORARY STONE CONSTRUCTION ENTRANCE (CE) - STD & SPEC 3.02 A STABILIZED STONE PAD WITH FILTER FABRIC UNDERLINER WILL BE INSTALLED AT POINT OF VEHICULAR INGRESS AND EGRESS AS SHOWN ON THE PLANS. IN ADDITION TO THE STONE CONSTRUCTION ENTRANCE, A PAVED WASH RACK WILL BE INSTALLED AS INDICATED ON THE PLANS. 2. CONSTRUCTION ROAD STABILIZATION (CRS) - STD & SPEC 3,03 CONSTRUCTION ACCESS ROADS AND PARKING/STAGING AREAS WILL BE STABILIZED WITH STONE IMMEDIATELY AFTER GRADING AS SHOWN ON THE PLANS. 3. SILT FENCE (SF) - STD & SPEC 3.05 TEMPORARY SEDIMENT BARRIERS WILL BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED ON PLANS. 4. ROCK CHECK DAMS (CD) - STD & SPEC 3.20 SMALL TEMPORARY STONE O E DAMS SHALL BE CONSTRUCTED ACROSS SWALES OR DRAINAGE DITCHES, AT LOCATIONS SHOWN ON THE PLANS. TO REDUCE THE VELOCITY OF CONCENTRATED FLOWS AND THEREBY REDUCING EROSION OF THE SWALE OR DITCH 5. OUTLET PROTECTION (OP) - STD & SPEC 3.18 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS VEGETATIVE CONTROLS 1. SURFACE ROUGHENING (SR) - STD & SPEC 329 A ROUGH SOIL SURFACE WITH HORIZONTAL DEPRESSIONS CREATED BY OPERATING TILLAGE OR OTHER SUITABLE IMPLEMENT ON THE CONTOUR, OR BY LEAVING SLOPES IN A ROUGHENED CONDITION BY NOT FINE -GRADING THEM SHALL BE PROVIDED TO AID IN THE ESTABLISHMENT OF VEGETATIVE COVER WITH SEED. 2. TEMPORARY SEEDING (TS) - STD & SPEC 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR EXTENDED PERIODS OF TIME SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING. SELECTION OF THE SEED MIXTURE WILL DEPEND ON THE TIME OF YEAR IT IS APPLIED. WINTER STRAW MULCHING SHALL BE APPLIED AT A RATE OF 2 TONS MINIMUM PER ACRE WHEN TEMPORARY SEEDING IS PLACED OUTSIDE OF GROWING SEASON. ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS PLANT DATES SPECIES RATE (LBS./ACRE) SEPT. 1 - FEB. 15 50/50 MIX OF ANNUAL RYE GRASS 50-100 (LOLIUM MULTI-FLORUM) & CEREAL (WINTER) RYE (SECALE CEREALE) FEB 16 -APR. 30 ANNUAL RYEGRASS 60-100 (LOLIUM MULTI-FLORUM) MAY 1 - AUG. 31 GERMAN MILLET 50 (SETARIA ITALICA) 3. PERMANENT SEEDING (PS) - STD & SPEC 3.32 IMMEDIATELY FOLLOWING FINISH GRADING, A PERENNIAL VEGETATIVE COVER SHALL BE ESTABLISHED ON DISTURBED AREAS BY PLANTING SEED. SEE TABLE 3.32-D BELOW FOR SEEDING MIXTURES. TABLE 3.32-D SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA Total Lbs. Per Acre Minimum Care Lawn Commercial or Residential 175-200 lbs. Kentucky 31 or Turf -Type Tall Fescue 95-100% - Improved Perennial Ryegrass 0-5% - Kentucky Bluegrass 0-5% - Kentucky 31 or Turf -Type Tall Fescue 100% 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 Sloptg(SSteeper thiln 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 Sericea). If Flatpea is used in lieu of Crownvetch, increase rate to 30 lbs./acre. All legume seed must be properly inoculated. Weeping Lovegrass may be added to any slope or low -maintenance mix during warmer seeding periods; add 10-20 lbs./acre in mixes. 4. MULCHING (MU) - STD & SPEC 3 35 MULCHING IS THE APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO THE SOIL SURFACE. AREAS WHICH HAVE BEEN PERMANENTLY SEEDED SHOULD BE MULCHED IMMEDIATELY FOLLOWING SEEDING. 5. SOIL STABILIZATION BLANKETS & MATTING (B/M) - STD & SPEC 3.36 EROSION CONTROL BLANKETS (PROTECTIVE COVERING) OR SOIL STABILIZATION MATS WILL BE INSTALLED OVER SLOPES WHICH HAVE BEEN BROUGHT TO FINAL GRADE AND HAVE BEEN SEEDED TO PROTECT THE SLOPE FROM RILL AND GULLY EROSION AND TO ALLOW SEED TO GERMINATE PROPERLY. 6 DUST CONTROL D T ( C) - STD &SPEC 3.39 DUST SHALL BE CONTROLLED BY REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING ACTIVITIES AS NEEDED MANAGEMENT MEASURES 1 CONSTRUCTION WILL BE SEQUENCED SO THAT GRADING OPERATIONS CAN BEGIN AND END AS QUICKLY AS POSSIBLE. CONSTRUCTION TRAFFIC SHOULD BE LIMITED TO ACCESS ROADS AND AREAS TO BE GRADED. 2 TEMPORARY SEEDING OR OTHER STABILIZATION MEASURES WILL BE APPLIED IMMEDIATELY AFTER GRADING IS COMPLETED ON THE RESPECTIVE AREAS. 3. AREAS WHICH ARE NOT TO BE DISTURBED WILL BE CLEARLY MARKED BY FLAGS, SIGNS, ETC 4, RESPONSIBILITY FOR PLAN IMPLEMENTATION SHOULD BE GIVEN TO THE CONSTRUCTION SUPERINTENDENT, AND HE/SHE MAKE ALL CONSTRUCTION WORKERS AWARE OF THE PROVISIONS OF THE PLAN 5. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED CONTINUOUSLY AND ESPECIALLY AFTER EACH SIGNIFICANT STORM EVEN TO LOCATE AND CONDUCT MAINTENANCE OPERATIONS. MAINTENANCE IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED AFTER A RUNOFF -PRODUCING RAINFALL. THE ENGINEER WILL HAVE A FULL TIME PERSON ON SITE WHO WILL HAVE AS A TASK THE INSPECTION OF THE EROSION CONTROL FEATURES. THE TECHNICAL SPECIFICATIONS REQUIRE THE CONTRACTOR TO INSTALL AND MAINTAIN THE CONTROL FEATURES. THE ENGINEER WILL PROVIDE IN THE DAILY REPORT ANY ISSUES AND CORRECTIVE MEASURES TAKEN FOR THE EROSION CONTROL FEATURES. AFTER ANY SIGNIFICANT RAIN EVENT, SPECIAL ATTENTION WILL BE PAID TO THE OPERATIONS OF THE FEATURES AND WHAT CORRECTIVE MEASURES NEED TO BE TAKEN THE FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR, 1 THE TEMPORARY STONE CONSTRUCTION ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHT-OF-WAY. 2 BOTH TEMPORARY AND PERMANENT ROADS AND PARKING AREAS MAY REQUIRE PERIODIC TOP DRESSING WITH NEW GRAVEL. 3 THE SILT FENCE BARRIER WILL BE CHECKED REGULARLY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT. SEDIMENT DEPOSITS MUST BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF WAY TO THE TOP OF THE BARRIER. 4. CHECK DAMS SHOULD BE CHECKED FOR SEDIMENT ACCUMULATION AFTER EACH RUNOFF -PRODUCING STORM EVENT. SEDIMENT SHOULD BE REMOVED WHEN IT REACHES ONE HALF OF THE ORIGINAL HEIGHT OF THE MEASURE REGULAR INSPECTIONS SHOULD BE MADE TO CONFIRM THAT THE CENTER OF THE DAM IS LOWER THAN THE EDGES. 5, THE SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED AREAS SHOULD BE FERTILIZED AND RE -SEEDED AS NEEDED. STORMWATER RUNOFF THE WORK BEING PERFORM WILL NOT CREATE ANY MEASURABLE ADDITIONAL VOLUME, VELOCITY, OR PEAK FLOW RATE TO THE STREAM BELOW THE DAM. 70' MIN EXISTING 3s' PAVEMENT .rrrr r r rrrr �, 5-1 -. ...... .. CLOTH'FILTER 7NGGROUND •- • EX i ASMHHIN �s i•• • . l•. e.�tao�r�o- I'�f•� r.�r• �a ter.• r�+ • •+ EXISTING r.�r.�a ... if•O(.�f•�(•} .. .. .. PAVEMENT .. _ _ _ „Asp•. ... ---- .. �r.• AGGREGATE TO SEDIMENT TRAPP71NG DEVICE MUST EXTEND FULL EGRESSCOURSE OF INGRESS AND . . VIEW OPERATIONN '.�f.�ll:=1 �?�Il.043: 3 MIN. TER CLOTH SECTION A -A REINFORCED CONCR DRAIN SECTION: STONE••RA NO SCALE (WITH WIRE SUPPORT) 1. SET POSTS AND EXCAVATE A 4'X4' 2. STAPLE WIRE FENCING TO THE POSTS. TRENCH UPSLOPE ALONG THE LINE OF POSTS. - I I� � Jill f FLOW 4 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. NO SCALE SHALLOW FLOW 4. BACKFILL AND COMPACT THE EXCAVATED SOIL EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. FILTER FABRIC . NO SILT FENCE ON SHALLQy( SLOPES, STRIPS OF NETTING PROTECTIVE COVERINGS MAY BE APPLIED ACROSS THE SLOPE. BERM WHERE THERE IS A BERM AT THE TOP OF THE SLOPE, BRING THE MATERIAL OVER THE BERM AND ANCHOR IT BEHIND THE BERM. ON CEP. SLOPES, APPLY PROTECTIVE COVERING PARALLEL TO THE DIRECTION OF FLOW AND ANCHOR SECURELY. 4- BRING MATERIAL DOWN TO A LEVEL AREA BEFORE TERMINATIING THE INSTALLATO0L TURN THE END UNDER 4 AND STAPLE AT 12 INTERVALS. ��• • •1'`, IN DFTCHES, APPLY PROTECTIVE COVERING PARALLEL TO THE DIRECTION OF FLOW. USE CHECK SLOTS AS REQUIRED. AVOID JOINING MATERIAL IN THE CENTER OF THE DITCH IF AT ALL POSSIBLE. EROSION CONTROL BLANKET z z � m m U z z o w w 0 o U z w 0 OU m 0 O ~ 0 Z Z a Z Z X w > > W > K w W z z 0 0 0 F ❑ w U w w Q o m m 0 0 0 w w w w m � w w w m m m N m w ' s � w a n y N a lT o = Q LLI < z O oW w � z Z '_ m O J O 0 S L a z WZ S AA •ii aW (.9m E I� •V w O U W c 01 � a M Q LL QJ Q, i QD V •_ z m V� w c 0oL 0 t ^ O W L O mt �a } Q ~ Z o0 Z Q �Q� LU 'w^^ vJ Q Q z 00 ��O (� Z Q 21 0 w Z J w O ofO O Q U) � z 00 O z > Q LU O 0� U z /0 z� Q W H Q 3 J � W) PROJECT 20C17048 00 DATE: JULY 24, 2020 SHEET 8OF8 0 Schnabel Engineenng 2020 All Rights Reserved