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HomeMy WebLinkAboutFDP202100007 Plan - Submittal (First) 2021-05-21J N 0 c ON E yv0 L 0 of QQJ QJ QJ E== ° L 7J A L o a v V QJ o L t QJ vaM LL QJ Q o 0 QJt L 3 0)C aw � O O t QJ -O L O UJ O O- u o c c 0 QJ L 6 L w a N O E :E E �. QJ-0 o QJ w - -O QJ o -0 'j O ovaCr L L O $ y m a o�� m u = u C O 0 �- d0) O L C C y QJ L _ 3 i 0 -O V O C U > O O CL M CCL Edvv Lo m o`n oC �QJM L 7J vyQJE OQ O j 7 X + u v v .mt � L c � � � QJ 3 o w v o C O n c 2 aJ 0 0 y C O c •C 0)vQ= V d QJ Q p L v a) L m o O L �v�� J QJ a c E E°:� u °t°3v �0 ° v o 0 4J N v s a 0 o u no C1 a m ooE °v c v v s E U y O 0E+�m3 SINCE CLOVER LAKE D11 DAM REPAIR 101 PROJECT DESCRIPTION ALBEMARLE COUNTY, VA INVENTORY NO. 003162 THESE DRAWINGS AND DESIGN INFORMATION ARE FOR THE REPAIR OF THE PRINCIPAL AND AUXILIARY SPILLWAY STRUCTURES AT CLOVER LAKE DAM, A SIGNIFICANT HAZARD DAM IN ALBERMARLE COUNTY ON LITTLE IVY CREEK. THE PROJECT SHALL INCLUDE GROUTING OF THE PRINCIPAL SPILLWAY TOWER AND CONDUIT ALONG WITH THE INSTALLATION OF A SIPHON TO PROVIDE LAKE LEVEL CONTROL. THE EXISTING AUXILIARY SPILLWAY CONSISTING OF 5 OVAL CMP CONDUITS WILL BE REMOVED AND REPLACED WITH A CONCRETE BOX CULVERT AND CHANNEL. A PERMIT FROM THE VIRGINIA DEPARTMENT OF CONSERVATION AND RECREATION (VA DCR) WILL BE REQUIRED FOR THIS WORK APPLICABLE BUILDING CODE: VA USBC 20150 SEQUENCE OF CONSTRUCTION 1. LOCATE OR SET CONTROL POINTS SUCH THAT THEY ARE VISIBLE AND CAN BE RE-ESTABLISHED. 2. INSTALL SILT FENCE ALONG THE LAKE AT THE ENTRANCE TO THE SPILLWAY AND BELOW THE EXCAVATION AREA DOWNSTREAM OF THE ROAD. INSTALL TREE PROTECTION AS SHOWN ON E&S PLAN. 3. COORDINATE LAKE LEVEL CONTROL WITH THE HOA AND LOWER POOL LEVEL APPROXIMATELY 4 FEET BY REMOVING UPPER 4 FEET OF EXISTING RISER STRUCTURE. 4. FLAG CLEARING LIMITS, LOCATE PROPERTY CORNER PINS, VDOT RIGHT OF WAY, AND UTILITIES TO ENSURE THEY ARE NOT DISTURBED DURING THE COURSE OF THE PROJECT. 5. INSTALL CLEAN WATER BYPASS AT OUTLET OF EXISTING PRINCIPAL SPILLWAY CONDUIT TO BELOW WORK AREA. 6. CLEAR TREES AND WOODY VEGETATION THEN STRIP, AND STOCKPILE TOPSOIL FROM CUT AND FILL AREAS. 7. BEGIN CONSTRUCTION ON THE DOWNSTREAM SIDE OF THE DAM. LAYOUT THE ENERGY DISSIPATER BASIN AND WALLS. 8. GRADE OUTLET AREA ACCORDING TO PLANS. 9. ESTABLISH CONCRETE WASHOUT LOCATION. 10. FORM AND POUR CONCRETE FOR THE BASIN BOTTOM, TURNDOWN AND WALLS. 11. INSTALL PORTION OF SIPHON AND VALVE THROUGH THE WINGWALL. 12. PLACE RIPRAP OUTLET APRON. 13. EXCAVATE FOR THE CONCRETE CHANNEL STRUCTURE AND SIPHON UP THE SLOPE. LEAVE THE TOP OF DAM INTACT. SEPARATE ANY ROCK AND COBBLES FROM THE EXCAVATED SOIL AND STOCKPILE FOR RE -USE. 14. INSTALL PORTION OF UNDERDRAIN SYSTEM AS SHOWN ON PLANS. 15. FORM AND POUR CONCRETE FOR THE CHANNEL UP TO THE FUTURE BOX CULVERT. 16. BACKFILL THE CONCRETE WALLS EVENLY AND ENSURE THE WALLS ARE NOT DISPLACED DURING THE BACKFILL OPERATIONS. 17. EXCAVATE AND REMOVE EXISTING OBLONG CMP CULVERTS AND DISPOSE OF OFF -SITE. 18. STRIP AND REMOVE THE EXISTING ASPHALT AS SHOWN ON THE PLANS AND DISPOSE OF = PREPARED FOR = West Leigh Committee of Three 2390 Kingston Road Charlottesville, VA 22901 434=987=5755 = BY = Froehling & Robertson, Inc. U.S. 250 and 540=344=7939 Route I5, OFF -SITE. 19. INSTALL AND BACKFILL THE REMAINDER OF THE SIPHON SYSTEM ACCORDING TO DETAILS. 20. EXCAVATE FOR THE DOWNSTREAM SECTION OF THE CAST IN PLACE STANDARD VDOT BOX CULVERT. 21. FORM AND POUR FOR THE DOWNSTREAM SECTION OF THE BOX CULVERT. 22. EXCAVATE ONLY WHAT IS NEEDED TO INSTALL THE CONCRETE STRUCTURES AND ENSURE SOIL IS NOT TRACKED INTO THE ROADWAY BY INDIVIDUAL CLEANING OF EACH DEPARTING VEHICLE AS NEEDED. 23. USE EXCAVATED SOILS FOR GRADING THE DOWNSTREAM SLOPE AREA AS SHOWN ON THE PLANS. 24. BACKFILL THE DOWNSTREAM BOX CULVERT SECTION TO ROAD SUBGRADE BEFORE BEGINNING EXCAVATION OF THE UPSTREAM PORTION. 25. CONSTRUCT THE UPSTREAM PORTION OF THE BOX CULVERT. 26. REMOVE CLEAN WATER BYPASS AND GROUT THE EXISTING PRINCIPAL SPILLWAY TOWER AND CONDUIT SOLID. MAINTAIN THE LOWERED WATER LEVEL USING THE NEWLY INSTALLED SIPHON OR ATEMPORARY PUMP. 27. FORM AND POUR INLET STRUCTURE WITH TURNDOWN AND WING WALLS, BACKFILL AFTER THE CONCRETE HAS SUFFICIENTLY CURED. 28. INSTALL DEBRIS RACKS ACROSS THE CULVERT INLET. 29. INSTALL STAFF GAUGE WHERE SHOWN ON THE PLANS WITH THE "ZERO" MARK AT ELEVATION 492.3. 30. REPAIR AND GRADE DAMAGED DOWNSTREAM SLOPE ACCORDING TO PLANS, BRINGING IN SUITABLE MATERIAL AS REQUIRED. 31. RE -PAVE THE ROAD ON TOP OF THE BOX CULVERT. 32. SPREAD TOPSOIL FROM STOCKPILE ON ALL REMAINING DISTURBED AREAS. 33. PERFORM FINAL SEEDING AND MULCH ON ALL EXPOSED AREAS PER SEASONAL RECOMMENDATION AS INDICATED ON THE PLANS. 34. CLEAN UP AND DEMOBILIZE. Project Site Clover Lake Dam 911 Glee* - ott\e Project Site Clover Lake Dam CROZET U.S. 29 and Fontaine U Avenue A J U.S. 29 and Interstate 64 Vicinity Map 0 2000' 4000' Rio Mills Road and Berkmar Drive Extended U.S.250 and Interstate 64 LLE Stony Point, Proffit, and �. Riggory -/Ridge roads r LLE Kingston Rd I j . E PLAN INDEX SUBMITTALS 1 o y, U 1. 1.0 Project Information Sheet 1. Grout Mix Design bill 2. 1.1 Survey 2. Silt Fence 3. 2.0 Existing Conditions 3. Ri p Rap a -MS I-. . 4. 3.0 Proposed Site Plan 4. Gate Valve 5. 4.0 Enlarged Plan Profiles & Sections 5. HDPE Pipe f 6. 4.1 Sections and Details 6. PVC Pipe ` W 7. 5.0 Structural Details 7. Trash Racks 8. 6.0 E & S Plan and Details 8. Graded Filter Media 9. 6.1 E&S Notes and Specifications General Notes DAM AND LAKE DATA DAM HAZARD CLASSIFICATION SIGNIFICANT IMPOUNDED WATER COURSE TRIB. OF LITTLE IVY CREEK PURPOSE OF IMPOUNDMENT RECREATION DAM STRUCTURAL HEIGHT 23.5 FT DAM CREST LENGTH 240 FT TOP OF DAM ELEVATION 499.0 AUX. SPILLWAY ELEVATION 493.0 DAM CREST WIDTH 20 FT NORMAL POOL SURFACE ELEV 493.0 NORMAL POOL SURFACE AREA 2.48 SQ. MI No. I Revision/Issue I Date or SINCE 0 1881 Froehling & Robertson, Inc. 1734 SEIBEL DRIVE, N.E. ROANOKE, VIRGINIA @ COPYRIGHT 2012 FROEHLING & ROBERTSON, INC. ALL RIGHTS RESERVED 1 ek2snitsid Z yo. 36465 71/ IOnre7. E,-1 Clover Lake Dam Repair Albemarle County, VA Proj ect Information Sheet Prepared For - West Leigh Committee of Three DR KHH CHK- DAK KllA. PNOIEC1 84X_0009 1111.1(1 1.0 DAIE January, 2021 [77- 1 of 9 J u) 0 EN y c 0 L L Y u O L o0 N C� � � C L h H d V L CL QJ QUI -E N U J W w O T O t+ a� 3 CLQJ m i L N O n0M ~ Y o o v Y `L O 0 3 y on . e v o 00 L 6 t'' v 0 co U ar o o-u 'O Y C C o� m CL O E N O U 0 LD O L 0 C 3 CL C O Ou Y m O O� u = L u Q N Y L E o 3 ` 03 O U O C N > O O O N H U_ E 'u Q, `o m m c v Q m u " (IJ v Y Q) CL O j 7 x N Q c6 L N C 3 (6 � y N 0 3o v O c 0-0 2 u p .2 Y C "O Y v CL 00 v Q c y CL i p L CL v > (IJ v CO of O LL C u N L u 3 w a c E Y . E mL u u bD C u) 0 Q) = }L ° v o 0 a 0 > u L M 0 0 C YVN N O N = (0 b0 E h Q,uJ s m E u 3 L 3 m u THIS TOPOGRAPHIC SURVEY WAS COMPLETED UNDER THE DIRECT AND RESPONSIBLE CHARGE OF MICHAEL W. CASSIDY FROM AN ACTUAL GROUND SURVEY. THE ORIGINAL DATA WAS OBTAINED AS OF DATE SHOWN. THIS MAP MEETS MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED. THIS SURVEY IS INTENDED TO BE USED AS BASE INFORMATION FOR DESIGN DOCUMENTS RELATED TO REPAIRS/RENOVATIONS OF DAM AND IS NOT INTENDED FOR ANY OTHER PURPOSE. THIS SURVEY WAS COMPLETED AT THE REQUEST OF FROEHLING & ROBERTSON, INC, ROANOKE, VIRGINIA THIS SURVEY DOES NOT ADDRESS ALL POSSIBLE UNDERGROUND UTILITIES. THE AREA SHOWN IS LOCATED IN FLOOD HAZARD ZONE 'AE' AS INDICATED ON FLOOD INSURANCE RATE MAP BY FEDERAL EMERGENCY MANAGEMENT AGENCY (FEMA), COMMUNITY PANEL NUMBER 51003CO265D, DATED FEBRUARY 4. 2005 ZONE 'AE' IS DEFINED ON SAID MAPS AS "BASE FLOOD ELEVATIONS SHOWN". PER SAID MAP BASE FLOOD ELEVATION ON UPSTREAM SIDE OF DAMN IS 500' AND ON DOWNSTREAM SIDE OF DAM IS 485'. \ / PART OF TM #059C2-02-00-03800 \<\ JOSEPH W. RICHMOND \ \ \ \ \ \\ \ & PATRICIA B. RICHMOND \ \ \\ \ \ \ \ \ \ DB 1859 PG 662 64%32"(APPRX) ELLIPTICAL CMP (PLATE)INV \\ \ \ \ \ \ \\ \ \ \ \ PART OF TM #059C1-02-00-00200 O 0 TI6' VALVE STEM 49394.2INV SHIRLEY H. GERMAN, TRUSTEE \ \ \ \\ \ DB 3190 PG 176 (AT WATER SURFACE) p4 O INV IN-494.1' INV OUT-493.5' \01,00 ' 1 I \ S0o\\\\\\ 492.3WATER ELEVATION AT INV IN-493.6' INV \ \\\\\\\ \\ TIME OF SURVEY © OUT-493.4' / // I I I I 1 \\ \ \\ \ 42" CMP STAND PIPE Qp INV IN-493.9' INV OUT-493.5' _°",.. _ 492.3'(TOP) ® INV IN-493.8' INV ROCK / J — 2' _P=RAP(LIMITS UNKNOWN) OUT-493.4' �// / / / / 6" A/C WATER LINE \5p5\\\ �� \_\��_--- --_ �49$� --491 (SCALED FROM DRAWING --— ------ — -- — — - CALLED FOR IN CONTROL ��_`�� \ ����_� �_� �_ —_ _ VE _ �� /� / / ✓/ / / / I I NOTE BELOW) �`��__�_ ��\ \ _ — —_ 500� — -- --- _ �495 — -- _ i>. ASSUMED TO BE -57p �`�`� __ — __— ___-- ABOANDONED IN _ — — — \ \ \ 50\ LSO „)s / / / / \ \ \ \ I \ 3o S \\48 NAIL I�,c�O "rI I hp (ry hph h 00 9�� FND I IJ I I ho DRIVE h / I EXISTING 6" DI WATER LINE EXISTING 6" DI WATER LINE / I I < r' 1 �. u. \ \ \ (SCALED FROM DRAWING CALLED FO (SCALED FROM DRAWING CALLED FOR \ u. u, ut o 0 0 0(4 / �� IN CONTROL NOTE BELOW \ o m o m y+ EMERSON OH E/T/C I \ \ \ INV IN 3. 1 / / _�---- 49 ----_--� I I HALT \� CURB \ \ ` L / /-503.31_ ®MAIL`8&X / / QH��J�— �� —_--------_`i--498—=� I'1' 1 1 I— \#200 \ \ Ll \ 12.E ----7 / / �� ! /� _.` �i'�� —� _ NV OUTI _ / ) _ X. 485 ✓/p5//^ �\ `�-- — \\ ��—����g \\ 6" A/C WATER LINE g \ —i �_ / 9S \(SCALED FROM DRAWING �4� 4"Ig� ��_�� ---- \— --\ \g \ \ \ \ CALLED FOR IN CONTROL 483/ \�\�� f� \ s \ \ \ \ \ ) S �� O \ NOTE BELOW I l II / \JI` ��e I\ Nf\ \ \ \ \\ \\ \\\\ XASSUMED TO \o\ \\\\ \\ \ \ \ \ ABOANDONED BE PLACE. \ \ \ \ \ \ \ \ \\\\\\\\\ \\\ \\\ I I I / PART OF TM #059C1-02-00-00200 \\\\\\\ \\\ \ �\ I \�—_^\\,/ 1'�// \�\\\\ \\ \ SHIRLEY H. GERMAN, TRUSTEE DB 3190 PG 176 IN SURVEY CONTROL POINT NO. NORTHING EASTING ELEVATION DESCRIPTION 50 3910142.94 11458869.01 509.15 MAGNETIC NAIL SET 51 3910324.02 11459043.43 498.86 MAGNETIC NAIL SET 200 3910392.56 11459108.22 1 502.17 11RON W1 CAP FOUND 201 3910211.42 11458925.50 1 501.66 1IRON WZ CAP FOUND CONTROL NOTE: POINT #200 & #201 FOUND IN FIELD FROM DRAWING TITLED "RECORD DRAWING" - "WEST LEIGH WATER MAIN REPLACEMENT - PHASE 2" - "SHEET 8 OF 12" - "CONFORMANCE SET 1/25/2012" BY WR&A, LLP, PROVIDE TO PIEDMONT SURVEYORS BY FROEHLING & ROBERTSON, INC. SURVEY DATA IS NOT SHOWN ON SAID SHEET. STATE PLANE COORDINATES FOR SURVEY CONTROL POINT #201 HELD. ALL OTHER COORDINATES ARE GROUND VALUE. SURVEY METADATA: VIRGINIA STATE PLANE COORDINATE -SOUTH ZONE NAD_83(2011)(EPOCH:2010.000) NAVD88(GEOIDI813) ESTABLISHED 9/6/2019 15:43 HOURS UTC U.S. SURVEY FOOT COORDINATES GENERATED USING TRIMBLE NETR5 RECEIVER. DATA PROCESSED USING OPUS(NGS) \ \ \ 480 \l\\\\R6o \ \ \ \\ \ SCOUR / A`s\\\\ \\ \ \ \\ \ \ \ \ AREA / 475_ \ \ \ 0 /jw \ III \ \ X i WV 0 PART OF TM #059C2-02-00-00100 PETER J. SEVICK & MARY F. MARTIN DB 2510 PG 40 T1 LEGEND LARGE ROCK RIP -RAP PTOT477ra7_17 GROUT/ROCK RIP -RAP ROUGHED POURED CONCRETE PADS EXISTING PROPERTY LINE(APPROXIMATE) WATER LINE TREE WITH INDEX NUMBER EDGE OF PAVEMENT EDGE OF LANSCAPE AREA General Notes No.I Revision/Issue Date SINCE fs� 1881�< Froehling & Robertson, Inc. 1734 SEIBEL DRIVE, N.E. ROANOKE, VIRGINIA @ COPYRIGHT 2012 FROEHLING & ROBERTSON, INC. ALL RIGHTS RESERVED �� Is>uts>o z o. 36465 4�- 7/ Clover Lake Dam Repair Albemarle County, VA Survey Prepared For: West Leigh Committee of Three DR KHH CM DAK RIIA. PROJECT 84X-0009 YIIb.I(I 1.1 DATE January, 2021 SCALE 20t9 J N 0 EN y 0 L L Y N 0 L 0 N C CL V Q Y y L CL v QUI -E N U J 71 w O T � O t+ N 3 CL N i L N O 000 H Y � O M 0 (IJ Y `L O 0 3 Y U y Q v 0 00 L 6 t v 0 co 0 aJ o 0-u y L ._ N CLO E N f0 Y y 0 O U 0 LU O L 0 C 3 Q C N O 0 Ou ? 0 O 0 U = L U Q N YC L C Q iJ U N w L C C L 0 0 o c a j p 0 CL m c 0 N QNJ E 'u v 0 N O N pp C v N m uJ E Q) E v y N N L 3 u0 (6 L 0 C 3 0 N O C � y N 0 3o v O C O 0 C O N 0 Y C O Y v Q tko N v V C N CL U = i p L CL v >. 7J iJ CO 0 O O N LL C Q N L Y N - E E m Y u u °w CO N v 0 O 0 i v 0 > (D L v Q -0 H O O O v u K C N 0 � N _ b0 E 0 06 C v t L 0 E 0 y 3 L N � E General Notes No.I Revision/Issue I Date Froehling & Robertson, Inc. 1734 SEIBEL DRIVE, N.E. ROANOKE, VIRGINIA @ COPYRIGHT 2012 FROEHLING & ROBERTSON, INC. ALL RIGHTS RESERVED TH OF I O O David A 'snitsld Z U o 36465 o �17 l SIGNAL Clover Lake Dam Repair Albemarle County, VA Existing Conditions Prepared For: West Leigh Committee of Three DR KHH CM DAK RIIA. PROJECT 84X-0009 111111 290 DATE January, 2021 SCALE 3 of 9 J N 0 EN y c 0 L L Y N O L m N E Y Y 0 a C W L 0 0_ u 3 a O t a� 3 CLQJ m i L N O n0M ~ Y o N (IJ Y `L O 0 3 y on . e m v o 0 L 6 t v L C v o o-u v m � c i N CL o E N o u m O D j C 3 CL C O Ou 0 O N U = L U Q N Y L ^ E o L C C 3 t 0 3 o c v > o o Q m o_ N QNJ E v 0 N O N pp C �Q)M v=vE N x o 3 N - c6L N W -a c � y N 0 3075v O C o a r o v� ° m a-o Y v CL tko W v QU) y CL i p L CL v >. v v CO of O O N LL C N N L Y N - E E m Y u u m 3 6 CO N v 0 O Q i v 0 >. 7 L M 0 0 H o vi u K C N N � N _ b0 E C v t L m E 7 y 3 L N � E General Notes 1. EXISTING CONTOURS SHOWN AND SURVEY WERE PREPARED BY PIEDMONT SURVEYORS DATED NOVEMBER 21, 2019. 2. STRUCTURAL FILL: 95% MAX DRY DENSITY ±3%OF OPT. MOISTURE, GREEN AREA: 85% MAX DRY DENSITY ±5% OF OPT. MOISTURE, ALL LIFTS SHALL BE 8" MAX. BEFORE COMPACTION. 3. CONTRACTOR SHALL EXERCISE CARE IN ALL TREE CLEARING EFFORTS TO MINIMIZE CLEARING TO ONLY TREES REQUIRED TO PERFORM WORK AND SATISFY DESIGN REQUIREMENTS. 4. TO LEVEL TOP OF DAM TO ELEVATION 499.0 CONTRACTOR MAY ELECT TO RAISE LOWER AREAS WITH NEW ASPHALT ACCORDING TO VDOT SPECIFICATIONS FOR RESURFACING OR REMOVE THE EXISTING ASPHALT, RE -GRADE TOP OF DAM TO APPROPRIATE ELEVATION AND RESURFACE WITH STANDARD VDOT SM-9.5a ASPHALT (2" THICK). LEGEND (E) = EXISTING ++ (E) TREE LINE ROADWAY X SILT FENCE DIVERSION DIKE (E) MAJOR TOPO (E) MINOR TOPO OHP OVERHEAD POWER RIPRAP SEEPS No.I Revision/Issue I Date Froehling & Robertson, Inc. 1734 SEIBEL DRIVE, N.E. ROANOKE, VIRGINIA @ COPYRIGHT 2012 FROEHLING & ROBERTSON, INC. ALL RIGHTS RESERVED TH OF I O O David A 'snitsld Z U o 36465 o �17 l SIGNAL Clover Lake Dam Repair Albemarle County, VA Proposed Site Plan Prepared For: West Leigh Committee of Three DR KHH CM DAK RIIA. PROJECT 84X-0009 111111 � O DATE January, 2021 , SCALE 4 of 9 J O) °0 m U ice+ 1'-011 EN y 10 L t Y 0) p L 0 N = u 0 C0 C Y Y o Q ` STAFF GAUGE " U ` U Ol ` - = (SEE DET. 8, SHT. 4.1) m v 0�t_ J N N C C y = Q (0 lOo � QJ i L N 0 N O = o 0 LJ Y `L o 0 N Q (0 v o v � L Mt v v 0 C v p-u 'p Y C C O m CL N o E Y L N ,0 0 0) -0 o N 0 O 5.0 DEBRIS RACK PEDESTAL, TYP (SEE DET. 5, SHT. 4.1) w = -0 v CONCRETE TRAFFIC BARRIER -0—> = 0 L o Cr (VDOT KANSAS CORRAL) =vQJ CL \N=�__' `o EDGE OF ROAD u = L u E O t<< 3 t 0 ° > o 0 m `CL 4" SOLID PVC 1=3va UNDERDRAIN v p ° '° b0 ` �� (SEE DET. 12 SHT. 4.1) v" v Y Q) Q o j = G N 4) U C = (6 2 O) -0 C y N 0 3o�v 0 C 0-0 Q)= 0 0 Y C 'p .2 Y C Y (0 vUr_ v Qom= �s Q v v � COa0 p o N l C 0 N L ) = w V Y N _ E m Y u E u b0 3 v C 0 a e.Ln = } ON v u0 0 L Q) 0 > O L Q M p 0 C YVN w E C v s m E vb=s N � � N Ln 3 0 m u E �o 0 > 0 u 01 O O 0 x It CO a N a --I m O U o EXTEND UNDERDRAIN THROUGH WALL WITH m RODENT GUARD. N g (SEE DET. 10, SHT. 4.1) � Y N f0 i 10 > N 0 VI U M O _ O x 00 N 00 rl x O u N y Y c E ° N rL CL 00 N O) (0 N V C I C E y �0 — N coO a � t Y CL 11 C a) 1 AUXILIARY SPILLWAY ENLARGED PLAN 4ao C T j CULVERT (12x6) J 5.0 42'-0" �i EXISTING PRINCIPAL 1 4 SPILLWAY RISER, UPPER 5.0 4 FEET TO BE REMOVED 4.0 9.76° TRASH/DEBRIS GUARDS Palo I I III I I I I I I I I L 1 I I I i 11 I i I I I I I I I I I I ^ I I I I II I I I I I I I I I I I I I I I I I I I I I I I I 4" PERFORATED PVC UNDER RAIN (SEE DET. 5, SHT. 5.0) ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -----I I I I I I I I I I I I I I I I I I I I � I I � I I� VERTICAL DROP J� 1 12" DUCTILE IRON GATE VALVE (SEE DET. 15, SHT. 4.1) EXTEND SIPHON THROUGH WALL WITH MENARDS RG12 RODENT I GUARD OR APPROVED EQUAL, 510 500 EXISTING CULVERTS 490 TO BE REMOVED EXISTING PRINCIPAL SPILLWAY CONDUIT TO BE GROUTED SOLID NEW 12" DIP SIPHON GRADED FILTER WITH DRAIN (SEE DET. 11, SHT. 4.1) EXTEND DRAIN TO DAYLIGHT AND OUTLET INTO RIPRAP APRON WITH RODENT GUARD (SEE DET. 10, SHT. 4.1) Scale: 1:5 470 0+00 2 PROFILE THROUGH AUXILIARY AND PRINCIPAL SPILLWAYS 510 52-5 1/2" @ 4%SLOPE 16'-7" 12'-1" 20'-0" 20'-0" PROPOSED 15'-0" 28'-0" BOX CULVERT RADIUS CURVE @ 40% MAX POOL ELEV. 497.7 HANDRAIL (SEE DET.i H.G.L. ---- SHT. REMOVE APPROX 10 FT — — / OF EXISTING OUTLET PIPE — VDOT S -1 ROAD PRIC R TO GROUTING / MATCH EXIST) ) ` — — — — — , � 12" DIP GATE VALVE O \ \ CUT RISER TRAFFIC BARRIER (TYP) 12 FT x 6 FT CONC. \ \ \ \ CLASS II RIPRAP A RON DOWN 4 FT BOX CULVERT VDOT KANSAS CORRAL \ \ \ (SEE DET. 2, SHT. 5.0) R-50 0 \ — ------ — PROPOSED NORMAL EXISTING 42" RCP PRINCIPAL SPILLWAY RISER J POOL ELEV. 493.0 AND CONDUIT SHALL BE GROUTED SOLID GRADED FILTER 1+00 69191 500 490 470 1+40 0 10, 21 Scale: 1:10 510 12" DIP GATE VALVE 4" CAP WITH (4) 1/2"0 HOLES WITH STEM EXTENSION AND VALVE BOX 4" DIP GATE VALVE (SEE DET. 15, SHT. 4.1) 500 N 500 REGRADE ERODED 4" DIP FILLTUBE i �' EMBANKMENTTO 12" DIP GATE VALVE UNIFORM SLOPE WITH VALVE BOX 490 — — — — — 490 2% SLOPE HIGHEST INV. EXTEND SIPHON THROUGH ELEV. 491.0 OUTLET WINGWALL WITH !! 12" x 4" DIP TEE INVERT AT APPDX. ELEV. 476.0 480 480 EXTEND SIPHON DOWN TO SIPHON PIPE SHALL BE 12 0 DUCTILE ELEV. 478± (SEE DETAIL 9) IRON TYPICAL WATER SUPPLY PIPE WITH WATERTIGHT FLANGED FITTINGS J 470 0+00 PROFILE THROUGH SIPHON 1 3'-0" 7'-0" 3'-0" 6x 12 BOX CULVERT TOP OF DAM (BEYOND) EOVD4 9O RFACE CONCRETE TRAFFIC INLET WIER CONTROL BARRIER ELEV. 492.3 I L- m N 470 1+00 1+40 0 10, 20' Scale: 1:10 16'-6" CONCRETE TRAFFIC CONTROL BARRIER DOWNSTREAM WING WALL �4 UPSTREAM HALF ELEVATION OF PROPOSED SPILLWAY I HALF SECTION LOOKING Scale: 3/8" — 1'-0" m 6x12 BOX CULVERT (BEYOND) Scale: 3/8" = 1'-0" General Notes No. Revision/Issue I Date SINCE fs� 1881< Froehling & Robertson, Inc. 1734 SEIBEL DRIVE, N.E. ROANOKE, VIRGINIA @ COPYRIGHT 2012 FROEHLING & ROBERTSON, INC. ALL RIGHTS RESERVED a. SD1tSkl z o. 36465 4�- 7//24 Clover Lake Dam Repair Albemarle County, VA Enlarged Plan Profiles & Sections Prepared For: West Leigh Committee of Three DR KHH CM DAK RIIA. PROJECT 84X-0009 YIIb.I(I U DATE January, 2021 SCALE 5 of 9 J N 0 f0 N 'O EN m N E m L s Y N o L 0 N E L VI N IV 0 Q L = QUI o t y 3 CL i L N O Vo I~ ± � �omly Y CL y0 N 3 IVCL. 0 V C O O tmt IV 0m� IV O CL u -0 Y C C O m Q OMO o E N 0 N 0 IV v O u Y - C 0 — -0 ID D 0 C 3 CL N O m OU Y O o O — U = L u w 3 } 0 CL iE o U N w 3 t 0 IV>.o CL CLM h E u N v Q, `o°c �v�Q) E Q)v v Y N N E x O 3 O IV N 4% V 2V L Y .Y N y C M y E O 3 O m o c 0 0 c O v 0 Y C O r o Nvvc.� v QM� CL v > o v Co O LL C N 'n V Y E v c � E U E m y u m 3 a c c -0 0 N ID LE v .0 0 t v i > IV L v Q -0 m o o U s c N c .2.` by E 'U 6 s m E Y v y = y N n 3 o m u 0 0 u 0 0 0 x It 00 a N 0 0 U 0 � u o x E N Q () Y N J o VI U 3 0, o x N � r' x ~ Y O U N y Y E ° n CL CL 0 N 71 (O N V E2 N 0 Co v N IV I ' t Y CL 0 Y u 11 c v a T j �C Y iv 3/4" 0 HOLE TYP rl N 3/8" STEEL PLATE (TYP) 5/8" 0 HOLE TYP OF 2 1/2"0 x 6" CONCRETE 3/4"0 HOLE 1" 3/8" STEEL PLATE (TYP) �A 1 1/2" LU EXPANSION ANCHORS R=1 1/4" 3/4"0 HOLE z SPACED AT MIN 24" O.C. Q w LU LL]LU F z z 11/2" _ + N �n Q Q m 3/4"0 HOLE TYP p 0 w cP. u o 0 u v~i s N /�� 0 / G Q 0 LU N O Q n w LL J W v N PEDESTAL BRACKET - PB1 MOUNTING BRACKET - MBR/MBL PIVOT HANGER oScale: 6" = 1'-0' LEFT SIDE (MBL) SHOWN (MBR), RIGHT SIDE (MBR) OPP. HAND Scale: 6" = P-0" Scale: Z" = P-0" I kD DEBRIS GUARD TEFLON WASHERS ON EITHER SIDE 6" x 6" x 3/8" STEEL PLATE MOUNTING BRACKET OF BRACKET TO ALLOW PIVOT o (MBR/MBL) MARINE GRADE STAINLESS ,1 F 1/2"0 EXPANSION BOLT STEEL SLIDE BOLT "LDSBO1" w 3" MBL MBR 31' 311 MBL (SEE DET. 3, TYP) WITH WASHER AND NUT FROM 360YARDWARE OR - on Q � 6 SPA. @ 10" = 5'-0" 1'-3 3/8" 12" 0 CONCRETE APPROVED EQUIVALENT o % u 5 SPA. @ 10" = 4'-2" 1'-0" PEDESTAL BRACKET a x FIT- PEDESTAL (DIM. TO FACE OF ANGLE) (DIM. TO FACE OF ANGLE) (P61) (SEE DET. 2) ® (4) 1/2"� EXPANSION � m jLt I ANCHOR BOLTS TRASH/DEBRIS RACKS 1 MBR MBL PIVOT HANGER Scale: 3/4" = P-0" INLET STRUCTURE SLAB BRACKET 911 5/8"0 BOLT 12" BAR GUARD FROM ^ WITH WA HERS 5/8"� HIGH STRENGTH BOLT TOP OF DAM - ELEV. 499.0 AGRI DRAIN #BG12, #BG126 MBR BRACKET WITH WASHERS AND NUT OR APPROVED EQUAL PB1 BRACKET TEFLON WASHERS BETWEEN ROAD SURFACE RED &WHITE OVER CULVERT - ELEV. 498.5 a CONCRET� METAL SURFACES (TYP) a PEDESTAL (4) #4 "L" BARS o EACH PEDISTAL #4 HOOP BAR RED CONTRACTOR SHALL SECURE DEBRIS 0.08" REFLECTIVE ALUMINUM GUARD TO ELBOW STAFF GAUGE, FACTORY PAINTED PEDESTAL DETAIL TRASH RACK MOUNTING DETAIL TRASH RACK HANGER DETAIL BLACK LETTERING ON COLOR ,� SPECIFIED, MOUNTED TO A 6"x6" Scale: Z" = P-0" v Scale: 6" = P-0" Scale: Z" = P-0" TREATED WOOD POST USING 12" DIP PIPE WITH 1/2" DIA. x 6" LONG STAINLESS STEEL HARDWARE PER - MANUF. RECOMMENDATIONS YELLOW o 900 ELBOW EMBANKMENT EXPANSION ANCHOR SOIL BACKFIILL PACTED BOLTS. (TYP) 9 SIPHON TRASH GUARD EXISTING 42" /\\// _ No to Scale GROUTED/ MOUND CONCRETE TO DRAIN SET ZERO MARK AT 00 jA�jA�j jA�' jAjAAj��/ /%\V/%\V// /%V/%V/%V/%V/%\ /�� VERTICAL MOUNTING � 1/4" STAINLESS WASHER /\//\//�/ // \// // \/ \\/\\/\ \\/\\/\\/\\/\\ �/ AUXILIARY SPILLWAY GREEN 0 4 DIA. SOLID PVC �A/�A/A�, �A -33 SAND FILTER / / // // // // // // // // / i BRACKET ELEV. 493.0 1/4" STAINLESS NUT \//\// a 14,01 1714 AND WASHER \/x/, "' II /// / JOINTS MAY BE MECHANICAL TOP O F FOOTING / 4 LAYE R O F #68 �� /\\//\\//\\//\\//\\//\\//\\//\\ /�� ELEV. 491.8 j\\/ STONE AROUND//\\�\\�\\�\\�\\�\\�\\�\\ �/ OR COPED AND WELDED \/�\\/APE RFO RATE D PIPE M ��//\�////////\\ \��� a, \/��\ /\\/ /\�/\�/\�/\�/\�/\�/\�/\ \\\/ 1 1/4" GALV.PIPE RAILING X 1/4" STAINLESS STEEL TOE KICK BOLT (MIN 6 LONG) a a /\ \, / / FOOTING ONC/��/ \��\� o \/�\/\ 4" 0 SOLID / \\ \ VERTICAL // i in/\\/ / /\ \ \\/\\ PVC PIPE �// //�//�//�// //�//% / MOUNTING o 0 \/ \/ /N\�\/, \/ 4 PERFORATED 3 -0 MIN \\ \\ \\ \\ \\ \\ \\ \\ \\ — BRACKET L l / 3'-0" PVC PIPE WITH TEE i 4"0 PVC FACE OF WALL OR CULVERT / //\�\\/\\ \\ \\ \\� � SOLID PIPE 8 STAFF GAUGI` 10 RODENT GUARD 11 GRADED FILTER DETAIL 12 DRAIN DETAIL 13 HANDRAIL DETAIL Scale: 3/4" = 1'-0" Scale: 6" = 1'-0' Scale: 1/Z" = 1'-0" Scale: 3/4" = 1'-0" Scale: 1" = 1'-0" FINISH GRADE VARIES VARIES VARIES FACE OF WINGWAL 12' 4' TO 12' �� ��' VALVE BOX TO EXTEND a 1/2" 0 x 6" CONCRETE STUMP TO FINISH GRADE 3/16 STEEL PLATE EXPANSION ANCHOR FROM DEBRIS RACK 6" MIN COVER �/ ///. STEM EXTENSION WITH LLJ 2" NUT FOR OPERATOR LENGTH AS REQ'D LU a O��/� " \// / \\/ii. \ /�' 12" DIP GATE VALVE " 12" DIP SIPHON 1/2" NUT LIMITS OF EXCAVATION 1/8 WASHER 1 6" SAND LAYER NOTES: 1. REMOVE STUMP AND ROOTS GREATER THAN 1" IN DIAMETER. 2. REMOVE ALL RESIDUAL ORGANIC MATERIAL AND SOIL. 3. INSTALL MIN 6" LAYER OF SAND FILTER MEDIA (C-33)./�//\//\ 4. FILL TO GRADE WITH 95%COMPACTED FILL. ���\��\\�\�jX��� TREE STUMP REMOVAL DETAIL GATE VALVE WITH VALVE BOX DEBRIS RACK ANCHOR DETAIL 1� Scale: 3/8" = 1'-0" 1 No Scale 1 V Scale: 6" = P-0" CENTERLINE OF BOX CULVERT 611 3/8" STEEL PLATE 4" r—,-,—.UTSIDE FACE TO FACE OF STEEL ANGLE (TYP) 4 y 1 2" x 2" x 3/16" I 21 6„ STEEL ANGLE (TYP) 2" x 2" x 3/16" 1' S 5/8" 2"x 3/16" FLAT STEEL PLATE STEEL ANGLE (TYP) + MBR m 11 54.900 General Notes 1. ALL STEEL SHALL BE A36 GALVANIZED STEEL UNLESS OTHERWISE NOTED. No.I Revision/Issue I Date SINCE 0, 1881 Froehling & Robertson, Inc. 1734 SEIBEL DRIVE, N.E. ROANOKE, VIRGINIA @ COPYRIGHT 2012 FROEHLING & ROBERTSON, INC. ALL RIGHTS RESERVED TH OF O David A Krisnitski Z V. 36465 o 772 �SSIONAL E�OsI Clover Lake Dam Repair Albemarle County, VA Sections and Details Prepared For: West Leigh Committee of Three UR. KHH CHK. DAK RLV. PROIECI 84X_0009 SE6I "4.1 UAIE January, 2021 SCALH 6 of 9 J N w � � E N E E m L r Y N o L 0 N Y N 4J C E Y N h H v 0 CL v = QUI o t via@ IV 0 o � o m v Y `L 0 0 3 vCLQ;�� y 0-0 s m t IV 0 CL IV N O u '0 Y C C O m CL 0IV E IV O U Y - N C w—v v o D 0 Cr C 3 v CL 71 0 6 OU Y m 0 o N U = L U w 3 } 0 E O 3 v >. o 0 CLM 0 IZ E u v Q, o `o M tot �vM E Q)a vs,vE N x O 3 7 6 L Y N M C N 0 C � y N Q 3 o IV o C 0-0 0 Q) = 0 .2 Y C -0 Y C Y (0 W Q40 U) IV CL Ms CL" >v v " CO O LL C N N L V Y IV Y N p M E M: "1o3v �0�� v 0 N N L ° 0 o 0 r v 0 > IV L v fl -0 m o C Yn � N _ b0E C v t L 0 E IV y 3 L N E REMOVE UPPER PORTION SPANDREL, SEE DETAIL UNDERDRAIN SYSTEM TOP OF WALL 4" DRAIN FROM GRADED 1'-0" 1'-0" OF EXISTING RISER SAFETY BARRIER, MODIFIED (SEE DET. 5, SHT. 5.0 FOR ADDITIONAL INFORMATION) ELEV. 480.6 FILTER WITH RODENT GUARD 3/4" CHAMFER TYP FROM VDOT KANSAS CORRAL. — — — — — — — — � � � \ ELEV4800 VDOT CLASS 11 RI PRAP ON UPSTREAM DAM . . DAM EMBANKMENT TOP OF GEOTEXTILE FABRIC #5 BARS @ 12" \ EMBANKMENT BEYOND , CORNICE (SEE DET) BEYOND TOP OF CONTROL-— — — — — / H.G.L. 1O -- -- H.G.L. SECTION, ELEV. 493.0 — — — — — — 12" CHAMFER #5 BARS @ 12" w 3'-8" , C— DEBRIS RACK ------ _ ----20-0 ------ (SEE DET. I, SHT.4.1) ------ �— �— j j 1-0 0 _ — - -- — --- 1' 0" 15' 0" --------------- - — /��� — "n 1 1/2" x 4" KEYWAY 5' 0" ��� ELEV.476.0 r' �ELEV.475.6 ��� 2% ADHESIVE BENTONITE 00 STRIP WATERSTOP m / (3) 7" TALL x 12" 0 CONCRETE BOX Ilk�\��00 - / 4% SLOPE DEOBNCRETE RIS RACKEDESTAL CULVERT (12x6) ��� iA 0 z o /����j, /�/� /. . �j� �// ��� m 3-0 6" CHAMFER TYP. #5 BARS @ 12" #5 BARS @ 12 1D 6" CHAMFER #5 BARS @ 12" 6/�.�i, i 1 il #5 BARS @ 12 #SBARS @ 12%����/i;. #5 ARS 0 51 011 SECTION THROUGH SPILLWAY INLET STRUCTURE SECTION THROUGH SPILLWAY OUTLET BASIN SECTION THROUGH INLET WINGWALL Scale: 1/2" = P-0" Scale: 3/8" = P-0" � Scale: 1/2" = P-0" SAFETY BARRIER 3/4" CHAMFER (TYP) VDOT "STANDARD" TOP OF SPANDREL TOP OF DAM SURFACE MIX BEYOND #5 BARS @ 12" WINGWALL ELEV. 498.0 1 1/2"� ALUMINUM ELEV. 499.0 ELEV. 489.75 3/4" CHAMFER PIPE HANDRAIL. SURFACE OF CONCRETE 3/4" CHAMFER SPILLWAY SLAB ° a a 4" DIA. PERFORATED �2 SCH 40 PVC #4 STIR. REBAR j/j/�X WIN6WALL co 4 a 0 311 P'I EXTEND WINGWALLS _ ON TOP OF CULVERT �, a TO SAFETY BARRIER #5 BARS @ 12" a DOWNSTREAM DAM o o MIN. 4" NO. 68 STONE � � �� • a 3/4" CHAMFER H.G.L. EMBANKMENT BEYOND 1 -8 MIN 4 THICK BLEND #4 x 11" LONG REBAR DOWEL, DRILLED — — — — — — — — — — — — — — — — — — OF 100% C 33 SAND FACE OF WALL A — — — — — VERTICAL MOUNTING BRACKET AND GROUTED INTO TOP OF CULVERT ON OUTSIDE OF SPILLWAY AT 18" SPACING ALONG SPANDREL CONCRETE BOX `------------ CULVERT (12x6)------------- UNDERDRAIN AND HAUNCH DETAIL CORNICE DETAIL SPANDREL DETAIL 4% SLOPE J Scale: 3/4" = P-0" V Scale: Z" = P-0" Scale: Z" = P-0" 8" THICK CONC. OUTLET SLAB 00 UNDERDRAIN (SEE DETAIL FOR \� .,,,,,- ADDITIONAL INFORMATION) 6" CHAMFER TYP. \' 1' 0" #5 BARS @ 12" #5 BARS @ 12" SECTION THROUGH SPILLWAY TRANSITION Scale: 1/2" = 1'-0" General Notes No.I Revision/Issue I Date SINCE R 1881 Froehling & Robertson, Inc. 1734 SEIBEL DRIVE, N.E. ROANOKE, VIRGINIA @ COPYRIGHT 2012 FROEHLING & ROBERTSON, INC. ALL RIGHTS RESERVED TH 0 O %% O David A.I risnitski Z � 36465/o, �/ 7 �SSIONAL V, Clover Lake Dam Repair Albemarle County, VA Structural Details Prepared For: West Leigh Committee of Three UR. KHH CHK. DAK REV. PROILCI 84X_0009 SHLLI 5.0 UAIE January, 2021 SCALP 7of9 J N w � � EN y c 0 L L L m N Co � � (UC Y Y L h H d C W L QUI -E N U J 71 w O T � O t+ N 3 CL N i L N O b00 ~ 0 O � N (IJ Y `L O 0 3 y >- . m v o 0 L 6 t � 0 CLU v Q-u 'Q Y C C O m CL O E N (0 O D j C 3 CL C N O ° U = L U Q N Y L E o 3 v > o Q _ N QNJ E 'u v 0 N O N pp C v N m u 7J v y v E N x 3 vO c6 L N C J Ip N -p C � y N 0 3075v O c O Q C O N K .2 Y C 'O Y v CL N v U C N CL U = i p L CL > N (V m OL O O N LL V1 Y Q Q Y N - E E m Y u u m 3 6 CO N v 0 O Q i v 0 > M 0 7 L 4 o vi u K C N N Q N _ b0 E C v t L m E 7 y 3 L N � E General Notes CE CONSTRUCTION ENTRANCE $F SILT FENCE P$ PERMANENT SEEDING BEM MULCH OP OUTLET PROTECTION CW CONCRETE WASHOUT LEGEND (E) = EXISTING, (P) = PROPOSED .,r (E) TREE LINE —X X— SILT FENCE DIVERSION (E) MAJOR TOPO (E) MINOR TOPO PROPERTY LINE No.I Revision/Issue I Date SINCE fs� I< 1881 Froehling & Robertson, Inc. 1734 SEIBEL DRIVE, N.E. ROANOKE, VIRGINIA @ COPYRIGHT 2012 FROEHLING & ROBERTSON, INC. ALL RIGHTS RESERVED TH OF I O O David A 'snitsld Z U o 36465 o �17 l SIGNAL Clover Lake Dam Repair Albemarle County, VA E & S Plan and Details Prepared For: West Leigh Committee of Three DR KHH CM DAK RIIA. PROJECT 84X-0009 YIIb.I(I H DATE January, 2021 SCALE p OOt9 J a 0 c o E N E m t r v o L � N O� EyY.� L ') vI N "� vI L o CL a, V O aJ w T N O L O Qj N Z CL M L .6 L a, o 0~ _ o z C v CL o 3 ° v aw o 0a s t v -° L O a,oCL a c 0 ° CL L a o E +� s vI fn �y a,� a ° fug .m 0-0 .5 c a o s v CL L L v ° f°a � O m - c CL vI u = t u al O Y m ^E o d V � w c c > � L = ° CL M c n E ( T V al LOm�a� � L L "% 2 a E 10 ` X 2 � a,�a,, m VI L Y a, v 2v�� y N o 3 o w v O c 00 c 2 a, o c 1 ra c N a m � Q"jtz V t CL v > v L 'n O O ° ai LL c W vI �°.'°v Y ry = E m L m U u m 3 c 0-0 ,,, c fD Y o v .o 0 ar > 0 o o U 2 m to oa E a, t m E v . Z= ES-1: 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 & SEDIMENT CONTROL HANDBOOK THIRD EDITION 1992. ES-2: THE LOCAL AUTHORITY HAVING JURISDICTION SHALL BE NOTIFIED OF THE PRE -CONSTRUCTION CONFERENCE. LOCAL AUTHORITIES HAVING JURISDICTION WILL MAKE A CONTINUING REVIEW AND EFFECTIVENESS OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. ES-3: ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. ES-4: ALL EXISTING EROSION CONTROL MEASURES WHICH SERVE THIS SITE SHALL REMAIN IN PLACE AND SHALL BE MAINTAINED UNTIL THE AREAS THEY SERVE HAVE BEEN STABILIZED. ES-5: ALL STREETS AND ROADWAYS SHALL BE MAINTAINED FREE OF MUD AND DIRT, AND CONTROL DUST AS NECESSARY. ES-6: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. ES-7: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE LOCAL AUTHORITY HAVING JURISDICTION. ES-8: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ES-9: DURING DE -WATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED FILTERING DEVICE. ES-10: INSPECT ALL EROSION CONTROL MEASURES DAILY 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. ES-11: PRIOR TO ANY LAND DISTURBING ACTIVITIES THE CONTRACTOR SHALL DESIGNATE A RESPONSIBLE LAND DISTURBER (RLD) TO THE DEPARTMENT OF ENVIRONMENTAL QUALITY (DEQ) IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL ACT SECTION 62.1-44.15:55 B. MAINTENANCE ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED DAILY AND AFTER EACH RUN OFF PRODUCING RAINFALL. THE FOLLOWING ITEMS SHALL BE CHECKED IN PARTICULAR: lel C. 93 E. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE OR THE WASHING AND REWORKING OF EXISTING STONE AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLES ONTO ROADWAYS ON INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. THE USE OF WATER TRUCKS TO REMOVE MATERIAL DROPPED, WASHED, OR TRACKED ONTO ROADWAYS WILL NOT BE PERMITTED UNDER ANY CIRCUMSTANCES. THE SILT FENCE BARRIER SHALL BE CHECKED FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF WAY TO THE TOP OF THE BARRIER. ALL DAMAGES SHALL BE REPAIRED IMMEDIATELY. SEEDED AREAS SHALL BE CHECKED TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHALL BE FERTILIZED AND RESEEDED AS NEEDED. ALL MULCHES AND SOIL COVERINGS SHOULD BE INSPECTED PERIODICALLY TO CHECK FOR EROSION. WHERE EROSION IS OBSERVED IN MULCHED AREAS, ADDITIONAL MULCH SHOULD BE APPLIED. NETS AND MATS SH OUDL BE INSPECTED AFTER RAINSTORMS FOR DISLOCATION OR FAILURE. IF WASHOUTS OR BREAKAGE OCCUR, RE -INSTALL NETTING OR MATTING AFTER REPAIRING DAMAGE TO SLOPE OR DITCH. INSPECTIONS SHOULD TAKE PLACE UP UNTIL GRASSES ARE FIRMLY ESTABLISHED CONCRETE WASHOUT FACILITIES SHOULD BE INSPECTED DAILY AND AFTER HEAVY RAINS TO CHECK FOR LEAKS. WHEN THE WASHOUT CONTAINER IS FILLER TO OVER 75% OF IT'S CAPACITY, THE WASHWATER SHOULD BE VACUUMED OFF OR ALLOWED TO EVAPORATE TO AVOID OVERFLOWS. THEN WHEN THE REMAINING CEMENTITIOUS SOLIDS HAVE HARDENED, THEY SHOULD BE REMOVED AND RECYCLED. DAMAGES TO THE CONTAINER SHOULD BE REPAIRED IMMEDIATELY. PRIOR TO RAIN EVENTS, THE CONTAINER'S LIQUID LEVEL SHOULD BE LOWERED OR THE CONTAINER SHOULD BE COVERED TO AVOID AN OVERFLOW. MINIMUM STANDARDS MS-1 APPLY PERMANENT SOIL STABILIZATION TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. APPLY TEMPORARY SOIL STABILIZATION WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 14 DAYS MS-2 STABILIZE OR PROTECT TEMPORARY SOIL STOCKPILES WITH SEDIMENT TRAPPING MEASURES. PROVIDE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS SOIL TRANSPORTED FROM THE PROJECT SITE. MS-3 ESTABLISH A PERMANENT VEGETATIVE COVER ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IN THE OPINION OF THE ENGINEER, IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4 CONSTRUCT SEDIMENT TRAPS AND DIVERSION DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND MAKE THESE MEASURES FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE OR TIMBERING TAKES PLACE. MS-5 APPLY STABILIZATION MEASURES TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6 DESIGN AND CONSTRUCT SEDIMENT TRAPS AND SEDIMENT BASINS BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. . MS-7 CONSTRUCT CUT AND FILL SLOPES IN A MANNER THAT WILL MINIMIZE EROSION. PROVIDE SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8 CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL. MS-9 WHENEVER WATER SEEPS FROM A SLOPE FACE, PROVIDE ADEQUATE DRAINAGE OR OTHER PROTECTION. MS-10 PROTECT ALL STORM WATER INLETS MADE OPERABLE DURING CONSTRUCTION SO THAT SEDIMENT -LADEN WATER CAN BE FILTERED BEFORE ENTERING CONVEYANCE SYSTEM. MS-11 PROVIDE ADEQUATE OUTLET PROTECTION BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNEL ARE MADE OPERATIONAL. MS-12 WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, TAKE PRECAUTIONS TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION MS-13 WHEN CROSSING A LIVE WATERCOURSE MORE THAN TWICE IN ANY SIX-MONTH PERIOD, AN ADEQUATE TEMPORARY STREAM CROSSING SHALL BE PROVIDED. MS-14 MEET ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES. MS-15 STABILIZE THE BED AND BANKS OF A WATERCOURSE IMMEDIATELY FOLLOWING AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16 UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH ALL APPLICABLE STANDARDS AND CRITERIA. MS-17 WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED PUBLIC ROADS, MAKE PROVISIONS TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PUBLIC ROAD SURFACE, CLEAN THE ROAD THOROUGHLY AT THE END OF EACH DAY. REMOVE SEDIMENT FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORT TO A SEDIMENT CONTROL DISPOSAL AREA, STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. MS-18 REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL AUTHORITY HAVING JURISDICTION. PERMANENTLY STABILIZE TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS-19 ALL DOWNSTREAM PROPERTIES AND WATERWAYS SHALL BE ADEQUATELY PROTECTED FROM EROSION AND SEDIMENT DEPOSITIONS DUE TO INCREASES IN PEAK STORMWATER RUNOFF RESULTING FROM UPSTREAM LAND DISTURBING ACTIVITIES IN ACCORDANCE WITH ALL APPLICABLE STANDARDS AND CRITERIA. �rnirnni 1. THE WORK SHALL INCLUDE THE FURNISHING BY THE CONTRACTOR OF ALL SUPERVISION, TRAINING, LABOR, MATERIALS, TOOLS AND EQUIPMENT, AND THE PERFORMANCE OF ALL OPERATIONS NECESSARY FOR SITE EXCAVATION AND GRADING, TEMPORARY DRAINING OF THE LAKE, OPENING THE BOTTOM DRAIN PIPE, EROSION CONTROL MEASURES, CONCRETE, AND WORK INDICATED IN THE CONTRACT DRAWINGS, SPECIFIED HEREIN, AND/OR AS DIRECTED BY THE ENGINEER. 2. THE CONTRACTOR SHALL HAVE ON THE JOB AT ALL TIMES DURING THE WORK AN EXPERIENCED SUPERINTENDENT WHO SHALL HAVE CONTROL OVER ALL ASPECTS OF THE WORK. 3. THE CONTRACTOR SHALL VISIT THE SITE AND INDEPENDENTLY VERIFY ACCESS AND WORK -RELATED RESTRICTIONS. 4. CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING CONSTRUCTION AND REPORT ANY DISCREPANCIES FROM THE CONTRACT DRAWINGS TO THE OWNER PRIOR TO COMMENCING WORK. 5. CONTRACTOR SHALL COORDINATE ALL WORK WITH OTHER WORK SHOWN ON ALL OTHER DRAWINGS. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO, DEWATERING, SHORING AND TEMPORARY BRACING. CONTRACTOR SHALL UNDERTAKE ALL NECESSARY MEASURES TO ENSURE THE SAFETY OF ALL PERSONS AND STRUCTURES AT THE SITE AND ADJACENT TO THE SITE. 7. ALL PRODUCTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS' WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, UNLESS NOTED OTHERWISE. 8. IF CERTAIN FEATURES ARE NOT SHOWN OR CALLED FOR ON THE CONTRACT DRAWINGS, THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR WITH APPROVAL OF THE ENGINEER 9. THERE ARE NO GUARANTEED QUANTITIES ASSOCIATED WITH THIS WORK. 10. DEMOBILIZATION INCLUDES REMOVAL OF ALL TRASH, DEBRIS, EQUIPMENT, SUPPLIES, AND RESTORATION OF DISTURBED AREAS TO SATISFACTORY CONDITIONS. 11. CONTRACTOR SHALL PROVIDE A RECORD SET OF AS -BUILT DRAWINGS UPON COMPLETION OF CONSTRUCTION. DRAWINGS SHALL BE PROVIDED IN ELECTRONIC FORMAT COMPATIBLE WITH AUTOCAD. SURVEY SHALL PERFORMED BY REGISTERED LAND SURVEYOR LICENSED IN THE STATE OF VIRGINIA. SURVEY 1. CONTRACTOR SHALL LOCATE AND MARK EXISTING PROPERTY LINES AND CORNERS BEFORE PROCEEDING WITH SITE CLEARING AND CONSTRUCTION ACTIVITIES. 2. CONTRACTOR SHALL ESTABLISH TEMPORARY BENCHMARKS AS REQUIRED TO ADEQUATELY CONTROL CONSTRUCTION. LAKE LEVEL CONTROL 1. LAKE LEVEL IS CURRENTLY FULL. THE LAKE MUST BE DRAINED AS PART OF THE WORK, MINIMUM 4 FT DROP FROM NORMAL POOL. 2. THE CONTRACTOR SHALL COORDINATE LAKE LEVEL CONTROL WITH LOWERED TOWER, SIPHON OR PUMPING. 3. THE CONTRACTOR SHALL MANAGE LAKE LEVEL WITH BOTTOM DRAIN. I iTii iT rr 1. THE CONTRACTOR SHALL CALL MISS UTILITY (811) AND LOCATE ALL UTILITIES PRIOR TO ANY WORK. 2. THE CONTRACTOR SHALL COORDINATE ANY WORK NECESSARY ON IN CLOSE PROXIMITY TO UTILITIES WITH THE RESPECTIVE UTILITY OWNER. 3. IF NECESSARY THE CONTRACTOR SHALL RELOCATE ANY UTILITIES IN ACCORDANCE WITH THE UTILITY OWNER'S ACCEPTABLE METHODS. EARTHWORK 1. CLEARING AND GRUBBING 1.1) THE CONTRACTOR SHALL CLEARLY MARK ALL AREAS TO BE CLEARED IN ADVANCE. 1.2 THE CONTRACTOR SHALL INSTALL ALL EROSION AND SEDIMENT CONTROLS PRIOR TO GRADING THE RESPECTIVE UPLAND AREAS. 1.3) CLEAR AND GRUB ALL WORK AREAS TO AT LEAST 5 FEET BEYOND THE LIMITS OF CONSTRUCTED WORKS. 2. TOPSOIL 2.1) TOPSOIL FROM ON -SITE SOURCES SHALL BE REMOVED DURING SITE CLEARING AND GRUBBING OPERATION ONLY FROM DISTURBED AREAS, AND PLACED IN TEMPORARY STOCK PILES. 2.2) FINAL 4 INCHES OF NEW FILL SHALL CONSIST OF ON -SITE TOPSOIL PREVIOUSLY STRIPPED FROM THE SITE, FREE OF GRASS, ROOTS, WEEDS, STICKS, ROCKS AND COBBLES. 3. GRADING 3.1) EXCAVATION REQUIRED FOR THIS PROJECT WILL BE UNCLASSIFIED. THERE IS NO ROCK EXCAVATION ON THIS PROJECT. 3.2) EXCAVATED SOILS ARE TO BE USED ON SITE FOR FILL TO LEVEL THE TOP OF THE DAM WITHIN THE LIMITS SHOWN. 3.3) FILL MATERIAL SHALL BE APPROVED SATISFACTORY SOIL MATERIAL. THE EXISTING SOIL IDENTIFIED ON THE PROJECT IS EXPECTED TO BE SUITABLE. 3.4) IT IS ANTICIPATED THAT APPROXIMATELY 100-200 CUBIC YARDS OF ADDITIONAL STRUCTURAL FILL WILL BE NEEDED FROM AN OFF -SITE BORROW SOURCE. CONTRACTOR SHALL PROVIDE AND INSTALL FILL FROM A BORROW SOURCE APPROVED BY THE ENGINEER. 3.5) FILL MATERIAL SHALL BE LAID IN MAXIMUM 6 INCH LAYERS AND MECHANICALLY COMPACTED. IF HAND OPERATED EQUIPMENT IS USED, LIFT SHALL BE MAXIMUM OF 4 INCHES. 3.6) ALL FILL SHALL BE COMPACTED TO AT LEAST 95% OF ITS MAXIMUM DENSITY (ASTM D 698). COMPACTION TESTS SHALL BE PERFORMED ONCE FOR EVERY 2500 S.F. OR FOR EVERY 50 LINEAR FEET OF EXCAVATED TRENCH. 3.7) CONTRACTOR SHALL CONTROL MOISTURE CONTENT OF ALL FILL MATERIAL TO WITHIN +/- 3% OF OPTIMUM AS DETERMINED BY ASTM D698, STANDARD PROCTOR. 3.8) EXCAVATION AND TRENCHING PROCEDURES SHALL BE IN ACCORDANCE WITH OSHA STANDARDS. 3.9) ANY EXCESS SOILS SHALL BE PLACED AS DESIGNATED BY THE ENGINEER. 4. DEWATERING 4.1) THE CONTRACTOR IS RESPONSIBLE FOR ALL MEANS AND METHODS RELATED TO THE DEWATERING ACTIVITY. 4.2) THE CONTRACTOR IS RESPONSIBLE FOR CONTROLLING SEEPAGE WATER INTO THE SITE EXCAVATIONS AND FOR MAINTAINING THE AREAS IN AN "IN -THE -DRY" CONDITION. 5. INSPECTIONS SOILS: SITE PREPARATIONS, PLACEMENT OF FILL MATERIALS, AND EVALUATION OF IN -PLACE -DENSITY BY TESTING LAB RETAINED BY OWNER. PIPE PVC FILTER DRAIN PIPE POLYVINYLCHLORIDE (PVC) PIPE SHALL CONFORM TO THE REQUIREMENT OF ASTM F758, TYPE PS 28, OR ASTM F949 PERFORATED PVC DRAIN PIPE SHALL BE SCHEDULE 40 PIPE 4 INCHES IN DIAMETER WITH DRAIN HOLES % INCH IN DIAMETER WITH AT LEAST 8 HOLES PER FOOT UNIFORMLY DISTRIBUTED ALONG THE INSTALLED PIPE. SOLID PVC DRAIN PIPE SHALL BE SCHEDULE 40 PIPE 4 INCHES IN DIAMETER. SIPHON PIPE SIPHON PIPE SHALL BE HDPE SDR 17 OR DUCTILE IRON PIPE. HDPE PIPE AND FITTINGS SHALL BE WELDED OR FLANGED. DUCTILE IRON PIPE (DIP) SHALL BE FLANGED. TRANSITIONS FROM HDPE OR DIP PIPE TO PVC SHALL BE FLANGED. THE FLOW VALVES SHALL BE A 12 INCH GATE VALVE WITH OPERATOR. THE AIR RELEASE VALVE SHALL BE A 4 INCH IRON BUTTERFLY VALVE WITH BOLTED FLANGES. rr KirnrTr 1. SUBMITTALS A. PRODUCT DATA FOR PROPRIETARY MATERIALS AND ITEMS, INCLUDING REINFORCEMENT AND FORMING ACCESSORIES, ADMIXTURES, PATCHING COMPOUNDS, WATERSTOPS, JOINT SYSTEMS, CURING COMPOUNDS, FLY ASH, AND OTHERS AS REQUESTED BY ENGINEER. B. SUBMIT LABORATORY TEST REPORTS FOR CONCRETE MATERIALS AND MIX DESIGN TESTS. C. MATERIALS CERTIFICATES IN LIEU OF MATERIALS LABORATORY REPORTS WHEN PERMITTED BY ENGINEER. MATERIAL CERTIFICATES SHALL BE SIGNED BY MANUFACTURER AND CONTRACTOR, CERTIFYING THAT EACH MATERIAL ITEM COMPLIES WITH OR EXCEEDS SPECIFIED REQUIREMENTS. PROVIDE CERTIFICATION FROM ADMIXTURE MANUFACTURERS THAT CHLORIDE CONTENT COMPLIES WITH SPECIFICATION REQUIREMENTS. 2. QUALITY ASSURANCE A. CODES AND STANDARD: COMPLY WITH PROVISIONS OF FOLLOWING CODES, SPECIFICATIONS, AND STANDARDS, EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE SHOWN OR SPECIFIED: ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE." CONCRETE REINFORCING STEEL INSTITUTE (CRSI), "MANUAL OF STANDARD PRACTICE." ACI 301, "SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS." ACI 306, ACI 309, ACI 305, ACI 304, ACI 315, ACI 308 B. CONCRETE TESTING SERVICE: A TESTING LABORATORY ACCEPTABLE TO ENGINEER RETAINED BY OWNER TO PERFORM MATERIAL EVALUATION TESTS AND TO DESIGN CONCRETE MIXES AS SPECIFIED. C. MATERIALS AND INSTALLED WORK MAY REQUIRE TESTING AND RETESTING AT ANY TIME DURING PROGRESS OF WORK. RETESTING OF REJECTED MATERIALS FOR INSTALLED WORK, SHALL BE DONE AT CONTRACTOR'S EXPENSE. D. THE PRE -CONSTRUCTION CONFERENCE AT PROJECT SITE SHOULD INCLUDE A REVIEW OF PROCEDURES FOR SATISFACTORY CONCRETE OPERATIONS. REVIEW REQUIREMENTS FOR SUBMITTALS, STATUS OF COORDINATING WORK, AND AVAILABILITY OF MATERIALS. ESTABLISH PRELIMINARY WORK PROGRESS SCHEDULE AND PROCEDURES FOR MATERIALS INSPECTION, TESTING, AND CERTIFICATIONS E. WHEN PROPRIETARY ITEMS ARE USED, FOLLOW MANUFACTURER'S RECOMMENDATIONS. F. THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE 48 HOURS BEFORE PLACING CONCRETE IN ORDER TO GIVE THE OWNER'S REPRESENTATIVE AN OPPORTUNITY TO INSPECT THE FORMWORK, REINFORCING, AND RELATED ITEMS PRIOR TO PLACEMENT OF THE CONCRETE. 3. CONCRETE MATERIALS A. CONCRETE SHALL BE 4000 PSI MIX WITH 4.5-7.5% AIR CONTENT AND SLUMP OF 3-5 INCHES. B. WATER: ASTM C94 AND POTABLE. C. PREFORMED JOINT FILLER SHALL BE PRE -FORMED JOINT FILLER CONFORMING TO ASTM D1751. 4. MIXING A. PROVIDE BATCH TICKET FOR EACH BATCH DISCHARGED AND USED IN WORK, INDICATING PROJECT IDENTIFICATION NAME AND NUMBER, DATE, MIX TYP.E, MIX TIME, QUANTITY, AND AMOUNT OF WATER INTRODUCED. B. READY -MIX: COMPLY WITH REQUIREMENTS OF ASTM C94, AND AS SPECIFIED. WHEN AIR TEMPERATURE IS BETWEEN 85 DEG F. (30 DEG C.) AND 90 DEG F. (32 DEG C.), REDUCE MIXING AND DELIVERY TIME FROM 1-1/2 HOURS TO 75 MINUTES, AND WHEN AIR TEMPERATURE IS ABOVE 90 DEG. F (32 DEG. C), REDUCE MIXING AND DELIVERY TIME TO 60 MINUTES. 5. TESTING REQUIREMENTS A. ONE SET OF COMPRESSION TEST CYLINDERS IS REQUIRED FOR EACH DAY'S POUR AND FOR EACH 50 CY OF EACH CONCRETE MIX. B. ONE SET OF FIVE COMPRESSION CYLINDERS SHALL BE CAST FROM THE SAME TRUCKLOAD OF CONCRETE. ONE CYLINDER SHALL BE BROKEN AT 7 DAYS AND THREE CYLINDERS SHALL BE BROKEN AT 28 DAYS. THE FIFTH CYLINDER SHALL BE HELD FOR RE -TESTING, OR FOR A 56 DAY STRENGTH TEST, SHOULD THE 28 DAY TEST FAIL TO MEET THE REQUIREMENTS. TESTS SHALL BE MADE BY AN INDEPENDENT LABORATORY RETAINED BY OWNER. C. SLUMP TEST SHALL BE MADE WHENEVER CYLINDERS ARE MADE. D. AIR TEST SHALL BE MADE WHENEVER CYLINDER ARE MADE. E. CYLINDERS SHALL BE PLACED IN A FIELD STORAGE BOX CONTAINING A THERMOMETER. THE TEMPERATURE IN THE BOX SHALL BE KEPT BETWEEN 70OF TO 750F WHEN POSSIBLE. IN NO EVENT SHALL THE STORAGE BOX TEMPERATURE BE ALLOWED TO FALL BELOW 40OF OR RISE ABOVE 90°F. 6. NOTES TO CONCRETE PLACEMENT SCHEDULE: A. AIR -ENTRAINED CONCRETE MIX THAT DOES NOT MEET THE MINIMUM OR EXCEEDS THE MAXIMUM AIR -CONTENT REQUIREMENTS SHALL BE REJECTED. B. CONCRETE DISPATCHED MORE THAN 90 MINUTES BEFORE PLACEMENT SHALL BE REJECTED. C. CONCRETE MORE THAN 5" SLUMP SHALL BE REJECTED UNLESS A SUPER -PLASTICIZER ADMIXTURE IS USED, THEN THE SLUMP SHALL NOT EXCEED 8" STONE 1. STONE FOR GRADED FILTER SHALL BE #68 NON -LIMESTONE. VEGETATIVE PRACTICES 1. TOPSOILING (TEMPORARY STOCKPILE) TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING ON DAM EMBANKMENT, BERM, EMERGENCY SPILLWAY OR OTHER DISTURBED AREA. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY VEGETATION. 2. TEMPORARY SEEDING ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR EXTENDED PERIODS OF TIME SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. MAINTENANCE RE -FERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, RE -FERTILIZE AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. 4. FINALSEEDING 4.1) REMOVE ALL ROOTS, LIMBS, ROCKS GREATER THAN 6 INCHES, AND OTHER DELETERIOUS MATERIALS FROM THE SEEDBED. REMOVED MATERIALS SHALL BE DISPOSED OF OFFSITE OR IN ON -SITE AREAS DESIGNATED BY THE OWNER. 4.2) SEEDING MIX, APPLICATION RATE, AND PLANTING TIMES: ALL AREAS KENTUCKY 31 FESCUE 108 POUNDS PER ACRE RED TOP GRASS 2 POUNDS PER ACRE SEASONAL NURSE CROP* 20 POUNDS PER ACRE CROWNVETCH 20 POUNDS PER ACRE *VARIES MARCH THROUGH MAY 15 USE ANNUAL RYE MAY 16 THROUGH AUGUST 15 USE FOXTAIL MILLET AUGUST 16 THROUGH OCTOBER USE ANNUAL RYE NOVEMBER THROUGH FEBRUARY USE WINTER RYE 4.3) ALL SEED SHALL BE CERTIFIED IN CONFORMANCE WITH CURRENT RULES AND REGULATIONS OF VIRGINIA CROP IMPROVEMENT ASSOCIATION AND SHALL BE THE LATEST CROP AVAILABLE. SEED SHALL BEAR AN OFFICIAL "CERTIFIED SEED" LABEL. 4.4) HYDROSEED SLURRY SHALL INCLUDE: a. FERTILIZER AT THE FOLLOWING RATES: N-50 Ibs/ACRE; P/20/2 120 Ibs/ACRE; K/20 - 90 Ibs/ACRE. THE NITROGEN SHALL BE 50 PERCENT SLOWLY AVAILABLE NITROGEN (SAN). THE WATER INSOLUBLE NITROGEN (WIN) OF 50 PERCENT SHALL BE STATED ON THE CONTAINER OR BAG LABELS. b. FIBER MULCH COMMONLY USED IN HYDROSEEDING APPLICATIONS AT A MINIMUM OF 0.75 TONS PER ACRE. c. GUAR BASED TACKIFIERS AT A RATE APPROPRIATE FOR THE SLOPE AND WATERING CONDITIONS EXPECTED AT THE TIME OF APPLICATION. 4.1) INSTALL HYDROSEED OVER ALL DISTURBED AREAS. 5. MAINTENANCE PLAN: THE CONTRACTOR SHALL REVISIT THE PROJECT TO CHECK ON THE EFFECTIVENESS OF THE VEGETATIVE GROWTH AT 30 DAY INTERVALS. ANY AREAS THAT DO NOT SHOW SUFFICIENT VEGETATIVE PROGRESS SHALL BE PREPARED AND RESEEDED ACCORDING TO THESE SPECIFICATIONS. E&S CONTROLS EROSION AND SEDIMENT CONTROLS SHALL BE INSTALLED IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND THESE PLANS AND SPECIFICATIONS. General Notes No. Revision/Issue I Date r SINCE ` 1881 Froehling & Robertson, Inc. 1734 SEIBEL DRIVE, N.E. ROANOKE, VIRGINIA @ COPYRIGHT 2012 FROEHLING & ROBERTSON, INC. ALL RIGHTS RESERVED A. risnitski 'Z D. 36465 7//� t Clover Lake Dam Repair Albemarle County, VA E&S Notes and Specifications Prepared For: West Leigh Committee of Three DR KHH CHK. DAK REV. PROILCI 84X_0009 SHLLI 6.1 DAIL January, 2021 Scn�L 9 of 9