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HomeMy WebLinkAboutWPO201600039 Plan - E&S 2016-06-07FIELD COPY This Copy of the approved plan is C;A -4 -j for field Inspections and for use by the Albemarle County engineering Inspector. /7/AEBO PLAZA 'EMA. RLI C0UiN.,&,.Y N1A 9 APPROVED by the Albemarle County Communit j Development Department Dete '-� -_ 1 g- z a 1 Z File tw0c zc lz 0000S TT m...ARC-.M--,L- 12, 2012 INDEX OF SHEETS LOADING SPACES REQUIRED: 23 LOADING SPACES PROVIDED: 23 PARKING/CIRCULATION AREA: 12.02 ACRES IMPERVIOUS AREAS: PAVED ROADS PARKING & WALKS=12.77 AC BUILDING=4.18 AC TOTAL= 16.95 AC IMPERVIOUS COVERAGE: 16.95 AC/37.592 AC= 45% SITE DATA: DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING/ZONING DRAWING NO. SHEET NO. TITLE ARB OWNER/APPLICANT: NEIGHBORHOOD INVESTMENTS - GP, LLC VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT 810 CATALPA COURT C-1 1 OF 9 COVER SHEET CHARLOTTESVILLE, VA 22903 C-2 2 OF 9 GENERAL NOTES ATTN: RICHARD T. SPURZEM C-3 3 OF 9 EXISTING CIONDITIONS WITH SOILS C-4 4 OF 9 EROSION AND SEDIMENT CONTROL PLAN - PHASE 1 (434) 971-8000 C-5 5 OF 9 EROSION AIND SEDIMENT CONTROL PLAN PHASE 2 ENGINEER: WW ASSOCIATES, INC. C-6 6 OF 9 TEMPORARY SEDIMENT BASIN DETAILS AND 3040 AVEMORE SQUARE PLACE RIPRAP BASIN ENERGY DISSIPATOR DETAILS CHARLOTTESVILLE, VIRGINIA 22911 C-7 7 OF 9 EROSION AND SEDIMENT CONTROL DETAILS ATTN: HERBERT F. WHITE III, P.E. C-8 8 OF 9 EROSION AND SEDIMENT CONTROL DETAILS C-9 9 OF 9 EROSION AND SEDIMENT CONTROL NOTES AND NARRATIVES (434) 984-2700 SOURCE OF BOUNDARY SURVEY: WW ASSOCIATES o P 631 �° 621 SOURCE OF TOPOGRAPHY: WW ASSOCIATES (NOVEMBER 7, 2008) (UPDATED MARCH 6, 2012) 769 N COUNTY, STATE: ALBEMARLE COUNTY, VA. 20 MAGISTERIAL DISTRICT: RIVANNA \ TAX MAP REFERVNCE: PARCEL 53 TAX MAP 78 WILTON FARM SITE ZONING: PD -SC AND EC (ENTRANCE CORRIDOR OVERLAY DISTRICT) ROAD T YARD/SETBACK REQUIREMENTS: PER THE 1980 ALBEMARLE COUNTY ZONING ORDINANCE a ALBEMARLE COUNTY 250 MAXIMUM STRUCTURE HEIGHT: 65' M� RD EXISTING USES: SINGLE FAMILY DETACHED RESIDENCE NP�SE F-179 PROPOSED USES: TOTAL SITE AREA = 37.592 ACRES (1,637,508 SF) COMMERCIAL/RETAIL: 4.18 ACRES (181,864 SF) 730 PARKING/CIRCULATION AREA: 12.77 ACRES (556,252 SF) (33.8%) LANDSCAPING/OPEN SPACE/PLANTERS = 20.81 ACRES (906,423.6 S.F.) (55.1%) 64 Shadwell BUILDING USE GROUP: COMMERCIAL/RETAIL BUILDING CONSTRUCTION TYPE: CLASS 2 JOISTED-MASONRY 729 709 731 Monticello WATER RESOURCE AREA: RIVANNA RIVER (DEVELOPMENT AREA) Milton RESERVOIR WATERSHED: NOT APPLICABLE 2 FLOOR AREA RATIO: 0.11 = 181,864 G.S.F./1,644,540 T.S.F. 120 729 TOTAL PARKING REQUIRED: 1000* TOTAL PARKING PROVIDED: 1000* ADA HANDICAP SPACES REQUIRED: 20 (17 STANDARD, 3 VAN ACCESSIBLE) VICINITY MAP ADA HANDICAP SPACES PROVIDED: 35 (20 STANDARD, 15 VAN ACCESSIBLE) SCALEi 1' - 3000' * TOTAL PARKING INCLUDES REGULAR AND ADA SPACES. BENCHMARK INFORMATION: GPS POINT IN THE MEDIAN OF RTE 250 'VERY NEAR INTERSECTION WITH HANSEN'S MOUNTAIN ROAD LOCATED S23'38'52"W 155.06' FROIM VDOT MONUMENT AT R/W INTERSECTION RTE 250 & HANSEN'S MOUNTAIN ROAD. GPS POINT IS A i" REBAR. COORDINATES: N3895816.7324 El 1502446.0065 ELEV: 447.18' COORDINATES ARE VA GRID, SOUTH ZONE', NAD83 ELEVATION IS NAVD88 LOADING SPACES REQUIRED: 23 LOADING SPACES PROVIDED: 23 PARKING/CIRCULATION AREA: 12.02 ACRES IMPERVIOUS AREAS: PAVED ROADS PARKING & WALKS=12.77 AC BUILDING=4.18 AC TOTAL= 16.95 AC IMPERVIOUS COVERAGE: 16.95 AC/37.592 AC= 45% ALBERMARLE COUNTY DEPARTMENT APPROVAL: APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING/ZONING ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE & RESCUE ALBERMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT ♦ = t-ESIGNED BY: PROJECT: SET NUMBER: i �`� ��' � = SAR GAZEBO PLAZA _ ENGINEERS EROSION AND SEDIMENT CONTROL PLAN �..x. A DRAWN BY: c° SURVEYORS REG ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: PLANNERS -TITLE: o Y REVIEWED EWED BY: C-1 w ASSOCIATES HFW COVER SHEET S SHEET NUMBER: P.O. BOX 4119 3040 Avemore Square Pl. Lynchburg, VA 24502 Charlottesville, VA 22911 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: aY j ONAL E� Phone: 434.316.6080 Phone: 434.984.2700 H: N/A 1 OF 9 NO. REVISION BY DATE NO. REVISION BY DATE www.wwassociates.net 207105.03 C-01.DWG CIVIL V. 3/12/12 lei 1p T Oro / T P / CHANNEL 1 CROSS SECTION XIS- `� D 2 0 W Dl / SF F / E [STING I l \ SQA \ \\ \ \\ D MAIN' EXISTki�l� -\ \ \ Nl \ I + \ NTA \ \ \ I HP T I \ \ I \ \ \ \\ - DV, }� \ \ \ \ \ g M \ \ \ \ \ D TIOPSOIL / \ \ \ \ \ \ sem\ \ \ \ \ \ \ \ 450 '� I k` EXISTIN STOCKPf LE / \ \ \ cp AREA -� \ \ \ \ \ \ \ \ 1 \ \ \ \ \ \ \ soo ` \ \ \ 1 X \ % \ \ \ 1I \ \ 1 \ D / \ `\ \ \ so `\ \ \ \ �I I I i `\ \ \ \ \ 11 \ I \ \ \IA\\ ' \ / L E LAC EXISTIN D 1 CWD 1 DD2 AN\D\ CWDD2 ITHS M1 \ \ TO A LO FOR SIT C NSTbUCTI N.— \ ° i \ 1►II �_ \ s \ �o U / — \ �--� \ \ \ \\ \ \ \ \ \ \ \ \ \ \SSO. \ \ RIP RAP AT - DISCHARGE POINT OF EX. CONCR7 CHANNEL NO. I I I 1 � \ I I \ I / 0 TS UY —so ---- \\ \ \ \ \ \ \ —s3o_--__ \ \ \\�_ Seo\\\ \\\\\-� \\ 11>% \ \_� Q D \ _ ' \ \ \ \ \ \ \ \ \ \ \ EDIME SI G I E AREA- B6 -AG. 560 o / 1� —\\S2\\MNTAIN �-- I o I- PING \ \ \ \ \ \ \ \ ° \ \ \ \ \ \ -s3o \ E�C�STTNG \ \ \ \ 1 ...... -X TING-� __\ D02- \ --,CHANNEL I - SEE DWG -N( wFOR SSP EN—C N -N E 160 \ \ \ \ \ \ \ \ \ \ \ o \ \ \ \ \ \\ \ \ \C,ALGLLNTO N8:- _�---�REPLACE��-3- TYPE -A- H -L 1, -- - �- - v "- ECESSARY, ��D- - 570 \ — — s20_ - /\� ROVIDE JEMPORARY SEEDING ANIZMULCH I NOTE: TEMPORARY SEEDING AND MULCH SHALL BE PROVIDED ON DISTURBED AREAS THAT WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS. EROSION & SEDIMENT CONTROL LEGEND ** NOT ALL SYMBOLS MAY BE USED 3.01 SAFETY FENCE SAF 3.02 CONSTRUCTION CE ENTRANCE 3.03 STAB I L I ZATOI ONROAD CRS 3.05 SILT FENCE SF I S r I' \ \\ \ _ \ � \ - - \ \ \ -_ - - - - � :`w` \ �� `_ IF THIS DRAWING IS A REDUCTION MANTAIN-EXISTING- - - _ _ \ \ \ �� �_ ---- GRAPHIC SCALE MUST BE USED 'soo _ \ — RIS RAf� SLOPS -s 1 0- _ \ \ —� .y Yom_ -= ��--- �/ PROTEC�fON-AND�R �- _ ��\ ` 52° - _ --- SCALE: 1 " = 30' �XPOSEO-PZTGK--fAGE -500 -490 �- � �— - _ \ \ '-\ \ 30' 0 30' _ x \ 4 \ \ \ \ ` — 500 - /°\2 —5o7----L'\MITSGFARIIVG AND-G�ADtNG //\\\\`_\\\\` �\ \ \\\\�` �\\_\ \\_ 480 7 —�--. `�� " /�—_ _ - --� /EXCAVATE SEDIME T- \ \ \ \ \ \ \ - - - _ \ \ \ \ �\ �� - AASIN-T0 PROPOSED -__--- -- 6 \\\ \\ \ \- - - -r- ---- -- � T \ \\ \\ 490 �\ \ I I CONTOURS. - IN WN, \EXISTING —460 z L III II \y\\ -- - - - -- ___ — x\�- - — _ — — — _ _ — — —1-4.50--= 4C� — 464 ------ - — / >, (STING 40" C�R Tf J rXISTINNG 3( � / MAIN AIN � .'� �d�-�41 J/ - � / � / i o � x INV. OUT=438.88- EXISTING RIP --RAP / INV IN -/=461.171 EXISTING L=55.0' EMERGENCY�SPILLWAY EXISTING 12" CMP (15.83 LF) IF THIS DRAWING IS A REDUCTION b SEE THIS SHEET FOR DETAIL INV OUT=458.35 TREE PROTECTION SHALL GRAPHIC SCALE MUST BE USED TP BE LINEAR ALONG THE LIMITS OF DISTURBANCE PERIMETER REVISION BY I DATE I NO. REVISION BY I DATE ��ONAt.. llll mommoll SIMINIM RM DRAIN H INLOET PROTECTION IP 3.09TMPOR DIVERSION DIKE DD 3.10 FILLORARY DIVERSION DESIGNED BY. _ SAR ENGINEERS SURVEYORS OUTLET PROTECTION DRAWN BY: REG PLANNERS ov REVIEWEHFW ASSOCIATES P.O. BOX 4119 3040 Avermore Square Pl. Lynchburg, VA 24502 Charlottesvnlle,VA22911 Phone: 434.316.6080 Phone: 434.984.2700 WWA NUMBER: www.wwassociates.net 207105.03 RM DRAIN H INLOET PROTECTION IP 3.09TMPOR DIVERSION DIKE DD 3.10 FILLORARY DIVERSION FDTEMPORARY _ 3.11 DIVERSION RIGHT-oF-WAY RWD OUTLET PROTECTION 3.12 DIVERSION DV ov 3.13 SED I MENTYTRAP ST [fj� 3.14 SEDIMENTYBASIN SB ARY 3.15 SLOPEDRAINTSD 3.17 STORMWATER NCE[==:3 CHANNEL SCC 3.18 OUTLET PROTECTION QP 3.19 RIPRAP RR [fj� 3.20 ROCK CHECK DAMS CD 3.29 SURFACE ROUGHENING SR 3.31 TEMPORARY SEEDING T S —Q— 3.32 PERMANENT SEEDING P $ F-3 SOIL STABILIZATION BLANKETS d MATTING B�M TGT. T. ! 3.38 TREE PROTECTION TP —Q- 3.39 DUST CONTROLCLEAN El DIVERSIONEDIKE I CWDD SCALE: 1 " = 30' PROJECT: GAZEBO PLAZA EROSION AND SEDIMENT CONTROL PLAN ALBEMARLE COUNTY, VIRGINIA TITLE: EROSION AND SEDIMENT CONTROL PLAN — PHASE 1 FILE NAME: DISCIPLINE: SCALE: DATE: C-04.dwg CIVIL H:AS SHOWN 3/12/12 V: N/A SET NUMBER: DRAWING NUMBER: C-4 SHEET NUMBER: 4 OF 9 / n / I• l l ice' A'%�� i��'� � � ��� � • ��nL�:���.•.p► Owe.' • .► • �'� /•.�� •!'i' %fig• i , eeee�� /�1 / � i� � ~ ':�/I��J�I��.`+;v oio����e�eeei�e •� .eie����� ,, `�Y i�•�i` .�� •. ••e.`*,�. a 0e • ��. �� 1 •►���e�.oee�► v •�� '\ OS'?A�s'��� �., �`:�� Qi'e�� a P�`� • , Gni �. Q��•��`.. ��L,,�•�q1, ��y��! ���eee�,•tieev:�.:`eeoe� NgS ?,►;�oi� •.ter`-�.� `` i ;1 it �►rr�,,l••,� � • . � �NOW `t` ��iY�� 0pi ji n � ���` ,. ►�r►rrr CHANNEL 3 \\ SEE DWG No. C 6 DESIGNED BY: SAR FOR OPEN CHANNEL a CALCULATIONS / n / I• l l ice' A'%�� i��'� � � ��� � • ��nL�:���.•.p► Owe.' • .► • �'� /•.�� •!'i' %fig• i , eeee�� /�1 / � i� � ~ ':�/I��J�I��.`+;v oio����e�eeei�e •� .eie����� ,, `�Y i�•�i` .�� •. ••e.`*,�. a 0e • ��. �� 1 •►���e�.oee�► v •�� '\ OS'?A�s'��� �., �`:�� Qi'e�� a P�`� • , Gni �. Q��•��`.. ��L,,�•�q1, ��y��! ���eee�,•tieev:�.:`eeoe� NgS ?,►;�oi� •.ter`-�.� `` i ;1 it �►rr�,,l••,� � • . � �NOW `t` ��iY�� 0pi ji n � ���` ,. ►�r►rrr CHANNEL 3 \\ SEE DWG No. C 6 DESIGNED BY: SAR FOR OPEN CHANNEL SET NUMBER: CALCULATIONS ENGINEERS SURVEYORS E&S OUTLET PIPING EROSION AND SEDIMENT CONTROL PLAN ALBEMARLE COUNTY, VIRGINIA 118 LINEAR FEET DRAWN BY: REG 24" DIP CLASS 52 TITLE. EROSION AND SEDIMENT CONTROL PLAN - PHASE 2 INV OUT 478.00' PLANNERS ASSOCIATES FULL 0=29.5 CFS I CHANNEL 3 CROSS SECTION ROADWAY LIMITS OF CLEARM AND GRADING DISTURBED AREA = 0.66 ACRES CHANNEL 2 SEE DWG No. C-6 FOR OPEN CHANNEL CALCULATIONS i Ll MINE .��•_,I % • OWN -"M moo �_�L:� ' . �-- �.� fir► -- � ,� �%��siiss i ►a'�����r. �� iir���.������� _ • r� � �� ���' �//�/�����%LIQ � ��� Yift'iil�/�% _�; \\\ I � - ® -- I ; � . • l (], c.,�. . _ sir .7,.� a: � � _ �• � Q � • • � Ate` I gpj ��� _ `% �1����� ' •' WOMEN,, oil FEW / ME 1 r►//� .Alt' � � ► .� e �L• ► � °�•t� .II��►' ! — ifP 6 ,o' r / "'" i►� ��t - i - ,all awl" m&xlm 11 ♦ � ��� ��•�/�'/I� " �� �i t� �/, � � � � PSI P •� ���I�■ I '_ y;res` I►��•''. ! �R I���or ON ► �tjf/IIT r . -�_. v.IJ/ % rap aw gas- am- rra G rrc:vrric- ISI I• I �// .�.j � !�G / -/I � \ � � ;.moi 00 Y./►•Y•,YY./►►r/.. +r ,,►.,. , /// •$oiIF.j�tS►s11%rr ilip villpj///rte-// •` mom • ` 1� r �� �. _ ■ • \ r $► � E✓ .J Y 1I, I �\ ►/,�,Y,►.,ry// `fir' , � � -� � % � � - 1 � _ � : • 01 Y/Y�//'i►110//� / �\ 0 - � ■�► � -� . �� -„ - IRMO ��.����,:.::,� Qui► �I� � 1�; � I�:1■�►.'NINE IN\ yq � I 1► � e....a._.:�, ..,._._Rall��i� °spin, r -MOM �� I �... � _ �. • SII � TYPICAL ALONG DffCH EC -3 TYPE LINER CHANNEL 2 CROSS SECTION all �%t i kat 11 �/� � I :fid ; • • \ ' •E� _�,� �• � � � � � ' ',' I �'.,r � ♦ ��\ �� � ��,'I - - � _ _ � -- 1����„�� .� . , • r �.,y - --• ' ���:`� � l� �.�- ram � s , . � � � � I ��y .. t ►, ��es �1 , ,. - ' • .3������ ! , �tA,` �� 1 ham`=_� • • • - 1 • la so m 000 mill li .. tt IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 60' \\ \��\`��\;! _ �_ FULL 0=52.0 CFS , N0. I REVISION BY DATE NO. REVISION BY I DATE C!0NAL �. r�r _ DESIGNED BY: SAR PROJECT: GAZEBO PLAZA SET NUMBER: ENGINEERS SURVEYORS EROSION AND SEDIMENT CONTROL PLAN ALBEMARLE COUNTY, VIRGINIA — DRAWN BY: REG DRAWING NUMBER: TITLE. EROSION AND SEDIMENT CONTROL PLAN - PHASE 2 7 PLANNERS ASSOCIATES I REVIEWED BY: HFW SHEET NUMBER: 5 OF 9 I� 1MEr FILE NAME: C — 0 5 . D W G DISCIPLINE: CIVIL" SCALE: � H: 1 =60 V: NA DATE: 31212 � � r ^ . TYPICAL ALONG DffCH EC -3 TYPE LINER CHANNEL 2 CROSS SECTION all �%t i kat 11 �/� � I :fid ; • • \ ' •E� _�,� �• � � � � � ' ',' I �'.,r � ♦ ��\ �� � ��,'I - - � _ _ � -- 1����„�� .� . , • r �.,y - --• ' ���:`� � l� �.�- ram � s , . � � � � I ��y .. t ►, ��es �1 , ,. - ' • .3������ ! , �tA,` �� 1 ham`=_� • • • - 1 • la so m 000 mill li .. tt IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 60' \\ \��\`��\;! _ �_ FULL 0=52.0 CFS , N0. I REVISION BY DATE NO. REVISION BY I DATE C!0NAL �. r�r _ DESIGNED BY: SAR PROJECT: GAZEBO PLAZA SET NUMBER: ENGINEERS SURVEYORS EROSION AND SEDIMENT CONTROL PLAN ALBEMARLE COUNTY, VIRGINIA — DRAWN BY: REG DRAWING NUMBER: TITLE. EROSION AND SEDIMENT CONTROL PLAN - PHASE 2 PLANNERS ASSOCIATES C-5 REVIEWED BY: HFW SHEET NUMBER: 5 OF 9 P.O. BOX 4119 3040 Avemore square Pl. Lynchburg, VA 24502 Charlottesville, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociates.net WWA NUMBER: 207105.03 FILE NAME: C — 0 5 . D W G DISCIPLINE: CIVIL" SCALE: � H: 1 =60 V: NA DATE: 31212 � � Sediment Basin design Hyd. No. 1 i Sediment Basin Inflow ....._i _ _._.. ., ... .. _... .., ...i. .. 1111.. 1111_ __. = Mod. Rational MIN, 1Wt SPILLWAY 2'WITNOUT CREST OF EMERGENCY SPILLWAY drainage area (acres) i 24.86' Intensity = 3.652 in/hr basin volumes: (using 2' contour intervals) - DESIGN HIGH WATER (25 -YR. STORM ELEV.) Storm frequency i elevation (ft)I contour area (sf) vvlume(cy)' •-0,.5' Inflow hyd. No. ... _....;.,___,..,_ ........_.. 441 i 0' Max. Elevation -------- --------- _ 1111. 1111. 442' 4504; _1111._.. 83.4; = 109,448 cuft Pond storage is based on known contour areas. Average end area method used. :: '.. RISER CREST 444 ` 9843 _ 614.8 ' ' DRY ' STORAGE ........ - - 1111 °DOACE R'� _1111. 4461 15247= 1544.0 ........... • WET • STORAGE area (sqft) Incr. Storage (tuft) Total storage (tuft) VELOCITY OK 448 20727: . _1111 ........ _ 2876.4'lea" a...: ; .a .: yD{71 _._ - 450 26274 4617.2 1 10.00 1 1.00 44200 4,504 .. I SEDIMENT CLEANOUT POINT (• WET - STORAGE REDUCED J •. 0.00 1_...... .. i ' .. ... __ ,....._....... 111__1.. . _ 11__11._.. TO 34 C.Y,/ ACRE) _._. . __1111 ..._._.,_.._..i . _.........,..,,.. .......... .. ..e...., .. _. _ .. ., wet storage: 500 446.00 0.00 I wet storage required (cy) (67*DA) 5.8 6.7 7.5 8.3 --- Hyd No. 3 Jdesign high water, routted in hydraflow 449.35; dewatering orifice elevation (ft) 446.2 `top of dam (ft) wet storage prodded at this elevation (cy) 9.00 45000 1665.6 ;top width of dam (ft) € 8.0: available volume before cleanout (cy) (33*DA) 820.4 t bottom of basin (ft) 441.01 cleanout elevation (ft) 0.90 444.4' ..,_...._...__--__..�. lapprox. bottom dimensions: _.. .. J 800' x 0' _... .. _ata _ distance from cleanout to orifice (ft) (> 1') 17.000 .. _ 1.8, i upstream face slope: _ 12:1 0.38 ..._ m. .._. .... i Span (in) = 36.00 8.00 coo - downstream face slope: Crest El. (ft) = 448 50 44950 000 000 _. 12:1 dry storage: No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 000 000 dry storage required (cy) (67*DA) Invert El. (ft) = 441.41 44620 1665.6` baffles:1 Weir Type = Riser Broad - €no principle spillway crest (ft) 3.0 448.5' :length of flow, L (ft) 252' dry storage prodded at this elevation (cy) 10.00 1665.6; 4effective width, We (ft) 1111_, 53.8' diameter of dewatering orifice (in) (SEE NOTE) 3.00 __... I 8.0 ... ... . _ _ .. L / We (baffles required if < 2) _.. i 4.7 diameter of flexible tubing (in) (orifice+2") .000 10.0: i 5.00 5.18 Orif. Coeff. = 0.60 0.60 0.00 0.00 collars: j ( : no _...,........ runoff: 0.82 Multistage = n!a Yes No _, _1.1_11. !depth of water at s illway crest (ft) _.. ...... "" a 0` C (use 0.45 for bare earth) 0.45 0.671 We. slope of upstream face (Z:1) i i 0 tc (min) 0.32 15 0.70 °slope of barrel (Sb)1 0' 12yr 3.4 I Q 2yr 17.000 57.4) i length of barrel in saturated zonel (Ls) 0` _ . 1 1 Oyr 4.5 I 9.1 Oyr 0.050 75.71 4.80 - i 4.67 25yr 5.1 Q 25yr 3.00 85.0 DEPTH OK __a. ... ' number collars required _.____i ........._........_ ;1111..._ . 0 __ ... 10.00 8.00 - - - _- __--___..,! -- dimension of collars I I p principle spillway: 0.0 3.0 3.0 1 1.26 available head (ft)1.01 .. 6.00......................._ ......... ........... ._ ...... ,1111._ !emergency spillway: € ; . yes diameter riser (in) 3.00 72 !required capacity (Q25-Qp) (cfs), 26.5` spillway capacity, Op (cfs) 0.07 58.5' 'bottom width (ft) ; 40 diameter trash rack (in) 11 1__ _ _ _. ____-__ ._._....._._._._.__._.__. 102' I,,__ __ _._.. i slope of exist channel (ft/ft) ____.1111.. _, "1 , _ 0.1 _ _.__ i _.._. ...__ barrel length (ft)55 EC -3 Type B 1.32 ,. ! minlmun length of exit channel (ft) 2W 1111.. ._......... head on barrel through embankment(ft) 6.67 8.5: _ .._.; crest of spillway (ft) i I .. i 449.5, diameter of barrel (in), INV IN (ft) 400 36' 441.41 I I _.._ i ' NOTE: DRAWDOWN TIME ON THE SEDIMENT BASIN CSB1) IS 6 HOURS PER ORIFICE DESIGN RISER PIPE BASE CONDITIONS ANTI -VORTEX DEVICE TYPICAL CONCRETE BASE SOURCE: VA. DSWC PLATE. 3.14-3 RECOMMENDED DE WA TERING SYSTEM FOR SEDIMENT -BASINS ANTI -VORTEX DEVICE (SEE DETAIL THIS SHEET) I PROVIDE ADEQUATE STRAPPING RISER CREST POLYETHYLENE CAP ELEV = 448.50' TACK WELD PERFORATED POLYETHYLENE s DRAINAGE TUBING, 10' DIAMETER (SEE NOTE) IN CORRUGATED METAL RISER 72" DEPTH = 1.80' AS REQUIRED FOR' DRY STORAGE WET FERNCO-STYLE ' COUPLING STORAGE DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1 -FOOT MINIMUM, 8" DIAMETER NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE «DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 SOURCE: VA. DSWC PLATE. 3.14-151 -p W L S (cfj 44,971 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 1 Time interval Sediment Basin Inflow Hydrograph type = Mod. Rational Storm frequency = 25 yrs Drainage area = 24.860 ac Intensity = 3.652 in/hr IDF Curve = Albemarle.IDF Sediment Basin Inflow Monday, Mar 12 2012, 9:5 AM Peak discharge = 60.82 cfs Time interval = 1 min Runoff coeff. = 0.67 Tc by User = 15.00 min Storm duration = 2 x Tc Hydrograph Volume = 109,480 cuft Sediment Basin Dewatering Orifice Sizing A = Q Drawdown (64.32xh)'5 (0.6) 1�me (secs) h/2 (ft)Q (cfs) 2.08 A (sf) D (ft) D (inches) 21,600 1.15 0.40 0.72 8.60 Use 8 inches ANTI- VORTEX DEVICE DESI CN PRESSURE RELIEF HOLES 1/2' DIA A O Io PLAN VIEW I� 102' I TACKWELD ALL AROU #6 x 12' SPACER E (TYPICAL) RISER DIAMETER 72" SECTION A -A r BAR SIZE V16- ANGLE ISOMETRIC SEDIMENT BASIN SCHEMATIC ELE VA. TIONS CREST OF EMERGENCY LWAY DESIGN HIGH WATER EL 449. EL 449.50' (25 -YR. STORM ELEV.) d• 450.50' L 449.35' V 1 1.15' 0.5' 1.0 MIN. - RISER CREST 67 C.Y./ �. EL 448.50' DRY " STORAGE DEWATERING .................. 1111.. DEVICE EL 446.20' 67 C.Y. AC. WET " STORAGE SEDIMENT CLEANOUT POINT I 1 (' WET " STORAGE REDUCED TO 34 C.Y./ ACRE) EL 444.4' DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY SOURCE: VA. DSWC PLATE. 3.14-2 N0. I REVISION BY I DATE I NO. REVISION IS i t y TIF E NR ANGLE WELDEDIF , TO TOP AND ORIENTED PER- PENDICULAR TO CORRUGATIONS TOP IS 12 GAGE CORRUGATED METAL OR 1/8" STEEL PLATE. PRESSURE REUEF HOLES MAY BE OMMITTED, IF ENDS OF CORRUGATIONS ARE LEFT FULLY OPEN WHEN THE TOP IS ATTACHED. CYUNDER IS -14 -GAGE CORRUGATED METAL PIPE OR FABRICATED FROM I lir STEEL PLATE. NOTES: 1. THE CYUNDER MUST BE FIRMLY FASTENED TO THE TOP OF THE RISER. 2. SUPPORT BARS ARE WELDED TO THE TOP OF THE RISER OR ATTACHED BY STRAPS BOLTED TO TOP OF RISER. Hydrograph Plot Hydraflow Hydrographs by Intelisolve SB Routing Hyd. No. 3 -- 25 Yr Monday, Mar 12 2012, 9:5 AM Hyd. No. 3 ................. ... ...--- - -- ...._.._.._.._........_-...._._...._.._........._......... - ._.._.__._.._._..__.........- - 70.00 60.00 ..._ ..... ..- ........................-------.........._........._......... } SB Routing ................. . 60.00 50.00 .........-._.......... .................... III ... ............. ...... .... ....... .................. -.... _... ................ Hydrograph type = Reservoir Peak discharge = 52.43 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 1 Max. Elevation = 449.35 ft Reservoir name = Sediment Basin Max. Storage = 109,448 cuft Storage Indication method used. Wet pond routing start elevation = 446.20 ft. Hydrograph Volume = 109,453 cult Q (cfs) SB Routing Hyd. No. 3 -- 25 Yr Q (cfs) 70.00 ............................................... ................. ... ...--- - -- ...._.._.._.._........_-...._._...._.._........._......... - ._.._.__._.._._..__.........- - 70.00 60.00 ..._ ..... ..- ........................-------.........._........._......... } _..-_.................................._._...................._..._. ................. . 60.00 50.00 .........-._.......... .................... III ... ............. ...... .... ....... .................. -.... _... ................ _............ _..._._.._._................... ...... _..---.._.- ... _.... _................ .. 50.00 Ili 40.00 11:11.. L....... fir- --......................_.. ------ Nar€ �, 1 10 -YEAR DEPTH (FT) -- -- r W cl ---- -- - ._._...... 40.00 I 30.00_ - - 1.66 14.70 Ct♦A1trICt. Pond storage is based on known contour areas. Average end area method used. i Y. Iii 2.0 - ---- -1111. - - 0.050 30.00 I � li 20.00 4.59 Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (tuft) Total storage (tuft) VELOCITY OK DEPTH OK i 0.00 441.00 00 0 0 - 20.00 1 10.00 1 1.00 44200 4,504 2,252 2,252 10.00 J •. 0.00 1_...... .. ... _...-1111.. -.._. _1111. �.. 500 446.00 0.00 0.0 0.8 1.7 2.5 3.3 4.2 5.0 5.8 6.7 7.5 8.3 --- Hyd No. 3 - Hyd No. 1 Time (hrs) Pond Report Energy Dissipation INCREMENTAL DRAINAGE AREA (AC) C * A INCREME ACCUMUL NTAL ATED -_ -- DISSIPATOR POO=L APRON t 1 Hydraflow Hydrographs by Intelisolve L=12 FT =4 FT V2 x R2 Monday, Mar 12 2012, 9:5 AM Pond No. 1 - Sediment Basin Nar€ �, 010 (CFS) 10 -YEAR DEPTH (FT) MAX CHANNEL DEPTH (FT) r W cl TOP Cf R9RAP Pond Data TOP OF NATURAL 5.52 1.66 1.66 14.70 Ct♦A1trICt. Pond storage is based on known contour areas. Average end area method used. i Y. 7W I I 2.0 Stage / Storage Table EC; -3 Type A ZCNTAL 0.050 7.00 5.25 4.59 Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (tuft) Total storage (tuft) VELOCITY OK DEPTH OK 0.00 441.00 00 0 0 1.00 44200 4,504 2,252 2,252 3.00 444.00 9,843 14,347 16,599 500 446.00 15.247 25,090 41,689 7.00 448.00 20,727 35,974 77,663 9.00 45000 26,274 47,001 124.664 Culvert/ Orifice Structures Weir Structures 0.90 0.13 0.12 [A] IBI [C] [D] [A] [B] [c] [D] 17.000 Rise (in) = 36.00 8.00 000 000 Crest Len (ft) = 18.85 40.00 000 000 0.38 0.050 Span (in) = 36.00 8.00 coo 000 Crest El. (ft) = 448 50 44950 000 000 0.28 3.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 000 000 0.20 0.16 Invert El. (ft) = 441.41 44620 000 000 Weir Type = Riser Broad - - 0.0 3.0 Length (ft) = 55.00 000 000 000 Multi -Stage = Yes No No No 10.00 Slope (%) = 4.60 0.00 0.00 000 0.39 3.00 VELOCITY OK DEPTH OK N -Value = .024 .013 .000 .000 0.13 0.41 5.00 5.18 Orif. Coeff. = 0.60 0.60 0.00 0.00 3.0 3.0 EC -3 Type B 0.82 Multistage = n!a Yes No No Eafiltration = 0.000 Inlhr (Contour) Tailwater Elev. = 0.00 ft 2.73 0.45 3.00 We. Cul,ert/Onf Win- have been analyzed under inlet and outlet control. Wnr neer checked for onfice =dieone. Stage (ft) 0.32 Stage / Discharge 0.70 5.00 stage (ft) 10.00 17.000 0.0 3.0 3.0 EC -3 Type B 1.14 0.050 10.00 4.80 6.67 4.67 0.55 3.00 VELOCITY OK DEPTH OK (FROMAREA 18) 0.90 10.00 8.00 - - - _- __--___..,! -- 5.18 -- 17.000 0.0 3.0 3.0 EC -3 Type B 1.26 { 8.00 6.00......................._ ......... ........... ._ ...... 1_;111__............ 5.47 .. 3.00 .......... DEPTH OK _......_.. 0.90 0.07 6.00 4.00 5.00 5.18 4.56 17.000 0.0 3.0 3.0 EC -3 Type B 1.32 0.050 10.00 5.08 6.67 5.87 0.60 3.00 VELOCITY OK 400 2.00 0.90 0.11 i 0.98 5.00 2.00 0.00 17.000 0.0 1 3.0 EC -3 Type B 0.00 00,0 1000 20.00 3000 40.00 50.00 6000 70.00 80.00 90.00 100.00 110.00 120.00 130.00 ----Total 0 3.00 VELOCITY OK DEPTH OK (FROMAREA 21) 0.84 Discharge (cfs) OPEN CHANNEL COMPUTATIONS Chapter 8 - Culverts Appendix 8E-1 Energy Dissipation INCREMENTAL DRAINAGE AREA (AC) C * A INCREME ACCUMUL NTAL ATED -_ -- DISSIPATOR POO=L APRON t 02 (CFS) O SL(O PE I L=12 FT =4 FT V2 x R2 n o Too 09 BERM Nar€ �, 010 (CFS) 10 -YEAR DEPTH (FT) MAX CHANNEL DEPTH (FT) r W cl TOP Cf R9RAP NOTE B TOP OF NATURAL 5.52 1.66 1.66 14.70 Ct♦A1trICt. 5.78 i Y. 7W I I 2.0 1.0 FT reolil• EC; -3 Type A ZCNTAL T=2,4 FT CLASS I DRY RIPRAP ON GEOTEXTILE FABRIC THICKNESSES AS SHOWN D �r 417 T I T=1.6 T=1.6 FT T=1.6 FT CE SECTION V. Th.ICKENED OR SLOPING TOE OPTIONk. CONSTRUCT IT DOWNSTREAM CHANNEL DECrRADAT10,V IS ANTICIPATED. t�A-��,, C 1.01E 9 Top d. Of 10, r APRON � 1 [ Tv.2M 5YAM. ABOUr SCC 1V;2H HJRIZUKTAL L C 4 FT p ., j C A -..-1 HALE' PLAN I 1 NOTE B.-- BERtt T=1.6 FT I NATURA. CHANNEL I EXCAVATE TO TtaS LINE, SEC. A -A BACKFILL WITH RIPRAP IN SEC. C-C T=1.6 FT 2 2 BERM AS REOUIREO L -BERM AS RE'"ED TO SUPPORT RIPRAP 70 SUPPORT RIPRAP . EXCAVA7.- TC TF -.S LINE, T=2.4 FT dAC01.11. WIT14 RIPRAP SEC. B-8 SEC.0-D NOTE A - IF EXIT VELO0TY OF BASIN IS SPECIFIED, EXTEND OASw AS REOURIEO TO 08TAIN SUFFICIENT CROSS-SECTIONAL AREA AT S-ECTION A -A SUCH THAT Cd.,/(CROSS SECTION AREA AT SEC. A -A) � SFEC:FIED EXIT VELOCITY. NOTE B - W&RP BASIN TO CONFORI�d TO NATURAL STREAM CHA-+tNEL, TCP ©F RIPRAP IN FLOOR OF BASIN SHOULD BE AT THE SAME ELEVATION OR LOWER TH,%N NATURAL CHANNEL BOTTOM. AT SEC, A -A. Figure 8E-1. Details of Riprap Basin Energy Dissipator 8E-4 of 13 VDOT Drainage Manual RIPRAP BASIN ENERGY DISSIPATOR FOR CHANNEL 1 OUTLET SEGMENT ID INCREMENTAL C INCREMENTAL DRAINAGE AREA (AC) C * A INCREME ACCUMUL NTAL ATED TC (MIN) (IN12 12 02 (CFS) O SL(O PE I CHANNEL GEOMETRY B Z1 22 ILINER MATERIAL V2 x R2 n ALLOWABLE VELOCITY (FPS) 2 -YEAR VELOCITY (FPS) (IN/ 110 0 010 (CFS) 10 -YEAR DEPTH (FT) MAX CHANNEL DEPTH (FT) REMARKS CHANNEL 1 0.30 5.52 1.66 1.66 14.70 3.48 5.78 13.000 0.0 2.0 2.0 EC; -3 Type A 1.74 0.050 7.00 5.25 4.59 7.62 0.82 2.00 VELOCITY OK DEPTH OK CHANNEL 2 (FROMAREA 14) 0.90 0.13 0.12 0.12 5.00 5.18 0.62 17.000 0.0 3.0 3.0 EC -3 Type B 0.38 0.050 10.00 3.08 6.67 0.80 0.28 3.00 VELOCITY OK DEPTH OK (FROM AREA 15) 0.81 0.20 0.16 0.28 5.00 5.18 1.45 17.000 0.0 3.0 3.0 EC --3 Type B 0.64 0.050 10.00 3.81 6.67 1.87 0.39 3.00 VELOCITY OK DEPTH OK (FROM AREA 16) 0.86 0.15 0.13 0.41 5.00 5.18 2.12 17.000 0.0 3.0 3.0 EC -3 Type B 0.82 0.050 10.00 4.20 6.67 2.73 0.45 3.00 VELOCITY OK DEPTH OK (FROMAREA 17) 0.90 0.32 0.29 0.70 5.00 5.18 3.63 17.000 0.0 3.0 3.0 EC -3 Type B 1.14 0.050 10.00 4.80 6.67 4.67 0.55 3.00 VELOCITY OK DEPTH OK (FROMAREA 18) 0.90 0.13 0.12 0.82 5.00 5.18 4.25 17.000 0.0 3.0 3.0 EC -3 Type B 1.26 0.050 10.00 5.01 6.67 5.47 0.58 3.00 VELOCITY OK DEPTH OK (FROMAREA 19) 0.90 0.07 0.06 0.88 5.00 5.18 4.56 17.000 0.0 3.0 3.0 EC -3 Type B 1.32 0.050 10.00 5.08 6.67 5.87 0.60 3.00 VELOCITY OK DEPTH OK (FROMAREA 20) 0.90 0.11 0.10 0.98 5.00 5.18 5.08 17.000 0.0 3.0 3.0 EC -3 Type B 1.41 0.050 10.00 5.23 6.67 6.54 0.63 3.00 VELOCITY OK DEPTH OK (FROMAREA 21) 0.84 0.27 0.23 1.21 5.00 5.18 6.27 17.000 0.0 3.0 3.0 EC -3 Type B 1.61 0.050 10.00 5.51 6.67 8.07 0.68 3.00 VELOCITY OK DEPTH OK (FROM AREA 22) 0.90 0.15 0.14 1.35 5.00 5.18 6.99 17.000 0.0 3.0 3.0 EC -3 Type B 1.72 0.050 1 10.00 5.65 6.67 9.00 1 0.70 3.00 VELOCITY OK DEPTH OK (FROM AREA 26) 0.58 0.78 0.45 1.80 5.00 5.18 9.32 17.000 0.0 3.0 3.0 EC -3 Type B 2.06 0.050 10.00 6.08 6.67 12.01 0.79 3.00 VELOCITY OK DEPTH OK (FROM AREA 27) 0.79 0.17 0.13 1.93 5.00 5.18 10.00 17.000 0.0 3.0 3.0 EC -3 Type B 2.15 0.050 10.00 6.19 6.67 12.87 0.81 3.00 VELOCITY OK DEPTH OK (FROM AREA 59) 0.90 0.72 0.65 2.58 5.00 5.18 13.36 17.000 0.0 3.0 3.0 EC -3 Type B 2.58 0.050 10.00 6.66 6.67 17.21 0.90 3.00 VELOCITY OK DEPTH OK (FROM SWM2) 0.90 9.10 8.19 10.77 5.00 5.18 55.79 17.000 0.0 3.0 1 3.0 EC -3 Type B 6.31 0.050 10.00 9.53 6.67 7.25 0.65 3.00 VELOCITY OK DEPTH OK CHANNEL 3 (FROM AREA 60) 0.70 1.40 0.98 0.98 5.00 1 5.18 5.08 6.300 0.0 3.0 3.0 EC -3 Type A 1.17 0.050 7.00 3.60 6.67 6.54 0.75 3.00 VELOCITY OK DEPTH OK BY I DATE NTH 0,F D ��Z`tONAL ENGINEERS W� SURVEYORS PLANNERS AsSOCIATES P.O. BOX 4119 3040 Avemore Square P1. Lynchburg, VA 24502 Charlottesville, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociatcs.net DESIGNED BY: PROJECT: SAR GAZEBO PLAZA DRAWN BY: EROSION AND SEDIMENT CONTROL PLAN REG ALBEMARLE COUNTY, VIRGINIA TITLE: REVIEWED BY: TEMPORARY SEDIMENT BASIN DETAILS AND HFW RIPRAP BASIN ENERGY DISSIPATOR DETAILS WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: H: N/A 207105.03 C-06.dwg CIVIL V: N/A 3/12/12 SET NUMBER: DRAWING NUML3E C-6 SHEET NUMBER 6 OF 9 DIVERSIONS TEMPORARY SEDIMENT TRAP 1 TEMPORARY SEDIMENT TRAP 2 TEMPORARY RIGHT-OF-WAY ,' VARIABLE TOE REQUIREMENTS FOR DIVERSIONS1' VAIRIABLE 10% SETTLEMENT I J_ BANK S TABILIZA TION 0.3' FREE BOARD ORIGINAL VARIABL VDOT #1 GROUND EL. 512.0' GROUND VARIABL EL. 454.0' „ ELEV. ELEV. FILTER CLOTH UNDERLINER (PREFERRED) COARSE AGGREGATE 16 EL. 511.0' 1.0' EL. 453.0' 1.0' DESIGN FLOW DEPTH 67 CU. YD./ACRE 67 CU. YD./ACRE _ iiiiiiN VARIABLE ^ VARIABLE -1111111 1111 liEgIllil LgIll 11011111 N N EL. 510.0' EL. 452.0' 67 CU. YD./ACRE 67 CU. YD./ACRE KEY IN TYPICAL PARABOLIC DIVERSION 4' MAX' FILTER CLOTH T (EXCAVATED) 4' MAX. (EXCAVATED) 6"-9" EL. 509.0' FILTER CLOTH GROUND EL. 450.0' GROUND FILTER CLOTH ORIGINAL 6' yIINIMUM ELEV. ELEV. T 10% SETTLEMENT SEE PLATE 3.13-1 COARSE AGGREGATE CLASS 7 RIPRAP *SEE PLATE 3.13-1 COARSE AGGREGATE CLASS D RIPRAP MIN. 0.3' FREE BOARD DESIGN FLOW DEPTH TYPICAL GRAVEL STRUCTURE CROS'S SECTION OF OUTLET CROSS SECTION OF OUTLET X, CLASS I RIPRAP FILTER CLOTH LENGTH (IN FEET) = CLASS 1 RIPRAP LENGTH (IN FEET) _ / 6 X DRAINAGE AREA 6 X DRAINAGE AREA TYPICAL TRAPEZOIDAL DIVERSION COMPACTED SOIL (IN AG.)� (IN AG.) \� / DIDIKEION DIVERSION GRANULAR FILTER DIKE _7 10% SETTLEMENT bIIN� � � � � � � � 0.3' FREE BOARD �-�\� _�_ it rinil E i 111111 Milli I =11111 If I COARSE AGGREGATE / / / COARSE AGGREGATE / �- MIN. 6' MINIMUM / / EXCAVATED / (//-FILTERFILTER CLOT CLOT �\ EXCAVATED / �\ AREA _-__�� AREA TYPICAL VEE -SHAPED DIVERSION TYPICAL EARTHEN STRUCTURE COARSE AGGREGATE COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 MIN. THICKNESS = 6" Source: Va. DSWC Plate 3.12-1 Source: Va. SWCCPlate 3.11-1 OUTLET (PERSPECTIVE VIEW) OUTLET (PERSPECTIVE VIEW) SOURCE: Adapted from VDOT Drainage Manual PLATE. 3.19-1 SOURCE: VA. DSWC PLATE. 3.13-2 SOURCE: VA. DSWC PLATE. 3.13-2 BLOCK &° GRAVEL CURB INLET BLOCK AND GRAVEL DROP INLET GRAVEL CURB INLET SEDIMENT _ SEDIMENT FIL TER SEDIMENT FIL TER FILTER CURB INLET �- � WIRE SCREEN CONCRETE BLOCK CD -�_ D07ER TREADS CREATE GROOVES PERPENDICULAR TO THE SLOPE. J, WIRE SCREEN CONCRETE BLOCK GRAVEL FILTER -- -J GRAVEL FILTER 12" TRA CLING RUNOFF WATER WIRE MESH GRAVEL* FILTER ' FILTERED WATER WIRE SCREEN SOURCE: MICHIGAN SOIL EROSION AND SEDIMENTATION GUIDE PLATE. 3.29-4 WATER RUNOFF OVER -� FILTERED WATER 4' . SEDIMENT FILTERED WATER I ., «: ,,. :.° A - %` OVERFLOW ' RUNOFF ►� I I - a 6 - TYPICAL WA TER WA Y ° WITH O O Q �r-r PIPE OUTLET CONDI TIONS LNl 1"M I l I- SEDIMENT W - a 4' CROSS-SECTIONS o. - °.I _ SEDIMENT - ss�. ., .. - ,.....,,.,,, •r SEDIMENT IIII DROP INLET - a COMPACTED SOIL WITH GATE CONCRETE GUTTE 12" m WIRE SCREEN CURB INLET _ 2" X 4" WOOD STUD ILhill 11H CURB INLET ado SEDIMENT7 I ° �`C - _ �IIIII��a` �° I - do SPECIAL APPLICATION SPECIFIC APPLICATION SPECIFIC APPLICATION I I ILII IIII I III III I III = - -III II II PIPE OUTLET TO FLAT TYPICAL CONCRETE LINED DITCH TYPICAL GRASS LINED DITCH AREA WITH NO DEFINED THIS METHOD OF INLET PROTECTION IS APPLICABLE AT THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS TYPICAL VEE CROSS-SECTIONS CHANNEL HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW WHERE PONDING IN IFRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE PLAN VIEW CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED T TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE. AROUND THE STRUCTURE. I� * GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. D I` L a * GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE * GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. I o % -, SOURCE: VA. DSWC PLATE 3.07-6 PARABOLIC WATERWAY CROSS-SECTION d SOURCE: VA. DSWC PLATE 3.07-8 SOURCE: VA. DSWC PLATE. 3.07-3 c III SII I GRAVEL AND WIRE MESH TYPICAL RIRRAP CHANNEL SECTION A -A FILTER CLOTH KEY IN 6"-9'; RECOMMENDED FOR ENTIRE PERIMETER DROP INLET SEDIMENT D _ TEMPORARY DIVERSION DIKE � FILTER - W I IIIII� (KEYBIN9CLOTH) A TEMPORARY FILL DIVERSION " l 18' MIN. GRAVEL* (12 "MIN. DEPTH) III-�IIIIWIIIIIIWIIIIIWIIIIII IIIIfIIII III -III FILTER CLOTH NOTE: ALTHOUGH FILTER CLOTH IS A 3do (MIN.) RUNOFF WATER PREFERED, A GRANULAR FILTER MAY BE SUBSTITUTED FOR Compacted Soil WITH SEDIMENT FILTER ILTSPER3 19TH.(FRIPRAP) R PHYSICAL REQUIREMENTS, SEE STD. & Ido ---- -- FILL SLOPE _ TYPICAL CONCRETE CHANNEL PIPE OUTLET TO WELL 18" min. - - f --F low _ EXPANSION JOINT A DEFINED CHANNEL - � � p' - --► EARTHEN RIDGE III (90' SPACING) PLAN VIEW 111 IIJLI 1L�1J I IIJ_L 11JU 1�1U _ -_ - 9 _ - ep °a. L IIh - 4.5' min .-IIII III (I- I Ie I I I Mill - �I II1M IIII I a o. WIRE MESH II - 1 11 M I r -II II SEDIMENT WgTERRED NOT TO SCALE � 6a� LOCATED AT DINTS A A, 0 % - IIII I I I I SPECIFIC APPLICATION 6X6 WELDED WIRE FABRIC d THIS METHOD OF INLET PROTECTION IS APPLICABLE o As REQUIRED o SECTION A -A 1p�ll Y CONCENTRATED FLOWS ARE EXPECTEA 2' WHERE HEAVY D eeo FILTER CLOTH KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERIMETER BUT NOT WHERE PONDING AROUND THE STRUCTURE � ` � W = NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION H DIA. WEEP BASKET, OR CONCRETE. MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE - b o Z . o e e o o HOLE, 8' o.c. =a o a o;• o: 4: 3 a o s o 0 o s o e 4� 71-b- 'e�� b° a 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED SOURCE: VA. DSWC PLATE 3.09-1 TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. SECTION A -A USING PLATES 3.18-3 AND 3.16-4. SOURCE: VA. DSWC PLATE 3. 10-1 TRAPEZOIDAL WATERWAY CROSS-SECTIONS 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT * GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE LESS THAN 6 INCHES. AGGREGATE. SOURCE. VA. DSWC PLATE 3.17-1 Source: Va. DSWC Plate 3.18-1 o �f v O. M % S G SIONAL = ENGINEERS SURVEYORS ® PLANNERS ASSOCIATES P.O. BOX 4119 3040 Avemore Square PL Lynchburg, VA 24502 Charlottesville,VA22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociates.net DESIGNED BY: SAR PROJECT: GAZEBO PLAZA EROSION AND SEDIMENT CONTROL PLAN ALBEMARLE COUNTY, VIRGINIA SET NUMBER: _ DRAWN BY: CWS DRAWING NUMBER: C_7 TITLE. . EROSION AND SEDIMENT CONTROL DETAILS REVIEWED BY: HFW SHEET NUMBER: 7 OF 9 WWA NUMBER: 207105.03 FILE NAME: C-07.DWG DISCIPLINE: CIVIL SCALE: H: NIA V. DATE: 3 12 12 / / N0. REVISION BY DATE N0. REVISION BY DATE Table 16: Sediment Trap design sec 3.13 1 SEEDING RATE PER ACRE HIGH MAINTENANCE E LAWN (WITHIN I 1 W ANNUAL RYE GENERAL SLOPES KENTUCKY 31 FESCUE 128 LBS ----------O.S Sediment Trap #2 design FOLLOWING RATES: FERTILIZER 10-20-10 drainage area (acres) (<3); 1.09; LOW MAINTENANCE 1 F m AT A RATE OF 2 TONS PER ACRE; AND STRAW trap volumes:! Sediment Trap #1 design • oRIG9NAL CRIESTOF STONE WEIRVAfE9A91E' DURING THE I I I AND 2 TONS PER ACRE IN THE WINTER 3.4 2.3 i drainage area (acres) (<3) s j P 2.92 3 ,' VARWBLE� trap volumes: € I ... ._ ... I ,,0. CREST OF STONE OR1GPfW- WEIR VARIABLE'_ HAVE AN ANNUAL elevation (ft)! area (sf)i ".....volume(cy)) . ..,._ ........."._. _..... _ ... _.,...._.._ ... ... ... 451; 1317= 39.8 GROUND ELEV. w VARIABLE THE EC -2 LINER 509 5060: PRIOR 452` 1854 98.6 I. 510: 5646! 5111 6256 198.3' 418.7' E DRY STORAGE vARAHLE' .- CROUNC 454 3070, 278.7= l4GE ELEW'. 1 1 ! FILTER CLOTH OWN HAL GROUND WfET STORAGE 4, MAX. i (EXCAVATED) .. .. ....... wet storage: _ ... - 1` 1 = .SEE PLATE 1.13-1 COARSE AGGREGATEw CLASS I RIPRAP FILITR CLOTH ORIGINAL GROUND i ELEV, bottom of stone weir (ft) 452.0° wet storage: t -SEE PLATE 3.13-1 COARSE AGGREGATE- CLASS I RIPRAP wet storage required (cy) (67*DA) 195.6 I bottom of stone weir (ft) 510.01 g I wet storage provided at this elevation (cy) 198.3= I........._...._. dry storage: 1 slope of wet storage sides 12:1 1 450 mm ) I drystorage required (cy) (67 DA) 73.0' •bottom trap dimensions: I 8'x106' Iweir length ('ft) (6x DA) 17.5} ;top of dam elevation (ft) I ®. ,....,..___...___.._.............._ ..._ ._ ._ .... _. ___._..._ dry storage: _ ___._._...... bottom of trap elevation (ft) ! - _ W.. _........ 509: ,top width of dam (ft) I 1 dry storage required (cy) (67*DA) 195.6; bottom trap -d'i'm -ens ions:52'x 1 08' _ -;24'x150' I crest of stone weir 511.0{ 1 Itop of dam elevation (ft) I I 5121 dry storage provided at this elevation (cy)? 220.4 !top width of dam (ft) I I I 21 slope of dry storage sides '2:1 !top trap dimensions 1 160'x116' P € I _... .. _.. ._ for reference: I _ __"......._.... _ _.. _ t ........ € ti 1,10 IN ------------- 1.5 0.5 2.0, 2.0 1.7 2.0 2.5 1.5 2.5 _." ......... _._._. 3.0 2.3 2.5 ..... 1 '� H © ► 3.5 2.5 4.0 3.31 _._ 3.4 3.0 (j 4.5 3.5 4.01 i P 5.0 4.J 4.5 -I i EROSION & SEDIMENT CONTROL NARRATIVE I. PROJECT DESCRIPTION THE PURPOSE OF THIS PROJECT IS TO CONSTRUCT FOUR LARGE COMMERCIAL BUILDINGS TOTALING 180,364 SF. IN ADDITION, THE SITE WILL ALSO CONTAIN AN AUTOMOBILE/GAS STATION CENTER WITH 1500 SF AND ASSOCIATED CANOPY AREA. LOCATED IN ALBEMARLE COUNTY, THE PROJECT WILL BE LOCATED NEAR THE INTERSECTION OF INTERSTATE 64 AND US ROUTE 250 JUST OFF HANSENS MOUTAIN ROAD. THE PROJECT WILL REQUIRE DEMOLITION OF VARIOUS STRUCTURES AND EXISTING DRIVES, EXTENSIVE GRADING AND POTENTIAL BLASTING. THE PROJECT WILL INVOLVE DISTURBING 27.70 ACRES. II. EXISTING SITE CONDITIONS THE SITE IS LOCATED EAST OF THE INTERSECTION OF HANSENS MOUNTAIN ROAD AND STATE (ROUTE 250, JUST NORTH OF THE INTERSECTION OF INTERSTATE 64 RIGHT-OF-WAY IN ALBEMARLE COUNTY THE SITE IS MOSTLY B. VEGETATIVE PRACTICES 1. TOP SOILING & STOCKPILING (TO), 3.30: TOPSOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER USE. STOCKPILES ARE TO BE STABILIZED WITH TEMPORARY VEGETATION AND HAVE SILT FENCE INSTALLED ALONG THE LOWER PERIMETER. STOCKPILES SHALL BE LOCATED AS SHOWN ON THE PLANS. 2. REFER TO "ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS" #17 AND #18 AND TO "TEMPORARY & PERMANENT SEEDING SCHEDULE 3.32-D" ON DWG C-35 FOR ADDITIONAL INFORMATION. CLEARED AND STABILIZED WITH GRASS AND LIGHT BRUSH. LOCATED ON SITE ARE AN EXISTING HOUSE AND SOME C. MINOR OUT BUILDINGS WHICH WILL BE DEMOLISHED PRIOR TO CONSTRUCTION. THE SITE IS SURROUNDED BY SINGLE MINIMUM STANDARDS FAMILY HOMES. MS -1. STABILIZATION OF DENUDED AREAS: III. ADJACENT PROPERTIES PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN 7 DAYS AFTER FINAL THE PROJECT SITE IS PRIMARILY BOUNDED BY CULPEPPER BRANCH TO THE SOUTH, GLENORCHIY SUBDIVISION TO GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN 7 DAYS THE NORTH, ROUTE 250 TO THE WEST AND ADDITIONAL SINGLE FAMILY PROPERTIES TO THE !EAST. THE SITE IS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE, BUT WILL REMAIN DORMANT OR UNDISTURBED FOR LONGER CURRENTLY ACCESSED BY THE EXISTING SINGLE FAMILY HOME ENTRANCE OFF HANSENS MOUNTAIN ROAD. THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. IV. OFF-SITE AREAS FILL MATERIAL WILL BE OBTAINED FROM AREAS OF EXCAVATION WITHIN THE SITE. UNSUITABLE MS -2. STABILIZATION OF SOIL STOCKPILES: MATERIAL WILL BE HAULED FROM THE SITE AND DISPOSED OF IN AN APPROVED MANNER AND (LOCATION. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR TEMPORARY PROTECTION AND PERMANENT V. SOILS STABILIZATION OF ALL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. ACCORDING TO USDA SCS SOIL MAPPING, THE PROJECT SITE LIES ON SOIL TYPES: DAVIDSON CLAY LOAM -23B, DAVIDSON CLAY LOAM -23C, AND RABUN VERY STONY CLAY LOAM -73D. MS -3. PERMANENT VEGETATIVE COVER: A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY THE SOIL TYPE DAVIDSON CLAY LOAM, 2 TO 7 PERCENT SLOPES IS MAPPING UNIT 23B. THIS DEEP, GENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED SLOPING, WELL DRAINED SOIL IS ON NARROW TO BROAD CONVEX RIDGE TOPS OF PIEDMONT UIPLANDS. THAT, IN THE OPINION OF THE E&S INSPECTOR, IS UNIFORM AND MATURE ENOUGH TO SURVIVE AND INHIBIT EROSION. THIS SOIL HAS AN ERODIBILITY FACTOR K - 0.24-0.32(INDICATING MODERATE ERODIBILITY), IS WITHIN HYDRAULIC SOIL GROUP B, AND HAS A PERMEABILITY RANGING FROM 0.6-2.0 INCHES PER HOUIR. MS -4. TIMING AND STABILIZATION OF SILT TRAPPING MEASURES: THE SOIL TYPE DAVIDSON CLAY LOAM, 7 TO 15 PERCENT SLOPES IS MAPPING UNIT 23C. THUS DEEP, SEDIMENT BASINS AND TRAPS, STORM INLET PROTECTION, SILT FENCING, AND OTHER MEASURES INTENDED TO TRAP STRONGLY SLOPING, WELL DRAINED SOIL IS ON NARROW CONVEX RIDGE TOPS AND CONVEX SIIDE SLOPES. SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND DISTURBING ACTIVITY AND SHALL BE MADE THIS SOIL HAS AN ERODIBILITY FACTOR K - 0.24-0.32(INDICATING MODERATE ERODIBILITY), IS WITHIN FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. HYDRAULIC SOIL GROUP B, AND HAS A PERMEABILITY RANGING FROM 0.6-2.0 INCHES PER HOUIR. MS -5. STABILIZATION OF EARTHEN STRUCTURES: THIS SOIL TYPE RABUN VERY STONY CLAY LOAM, 15 TO 25 PERCENT SLOPES IS MAPPING UNIT 73D. THIS DEEP, STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS STRONGLY SLOPING, WELL DRAINED SOIL IS ON NARROW CONVEX RIDGE TOPS AND ON CONVEX SIDE SLOPES. IMMEDIATELY AFTER INSTALLATION. AREAS OF THIS SOIL COMMONLY ARE LONG AND WINDING. THIS SOIL HAS AN ERODIBILITY FACTOR K - 0.28-0.32 (INDICATING MODERATE ERODIBILITY), IS WITHIN HYDRAULIC SOIL GROUP B, AND HAS A PERMEABILITY RANGING MS -6. SEDIMENT BASINS AND TRAPS: FROM 0.6-2.0 INCHES PER HOUR. SEDIMENT TRAPS & BASINS SHALL BE CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED. A. THE MINIMUM CAPACITY OF A SEDIMENT TRAP SHALL BE 134 -CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND VI. CRITICAL AREAS SHALL CONTROL A DRAINAGE AREA OF LESS THAN 3 -ACRES. THERE ARE SEVERAL CRITICAL AREAS ADDRESSED BY THE EROSION AND SEDIMENT CONTROL PLAN. STEEP B. THE MINIMUM CAPACITY OF A SEDIMENT BASIN SHALL BE 134 -CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND SLOPES (2:1) ARE STABILIZED WITH VDOT STANDARD EC -2. DOWNSTREAM PROPERTIES AND DRAINAGE STRUCTURES SHALL CONTROL A DRAINAGE AREA OF 3 -ACRES OR GREATER. ARE PROTECTED THROUGH THE USE OF SILT FENCING, FILL DIVERSIONS, DIVERSION DIKES, STORMWATER CONVEYANCE CHANNELS, CHECK DAMS, AND SEDIMENT BASINS. CULPEPER BRANCH WHICH BOUNDS THE EASTERLY SIDE OF THE MS -7. CUT AND FILL SLOPES: PROPERTY IS PROTECTED BY SILT FENCING, FILL DIVERSIONS, DIVERSION DIKES, CHECK DAMS, AND A SEDIMENT CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND BASIN. TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. VII. EROSION AND SEDIMENT CONTROL MEASURES ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED MS -8. CONCENTRATED RUNOFF DOWN CUT OR FILL SLOPES: AND MAINTAINED BY THE CONTRACTOR IN ACCORDANCE WITH THE LATEST EDITION OF THE VIRGINIA EROSION CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE AND SEDIMENT CONTROL HANDBOOK. SYMBOLS, DETAILS, AND DIMENSIONS USED ARE TAKEN FROM THE HANDBOOK, TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. AS WELL AS THE VIRGINIA DEPARTMENT OF TRANSPORTATION'S ROAD AND BRIDGE STANDARDS, VOLUME 1, 2007. A. MS -9. WATER SEEPAGE FROM A SLOPE FACE: STRUCTURAL PRACTICES: WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 1. SAFETY FENCE (SAF), 3.01: SEDIMENT BASIN AREAS SHALL BE ENCLOSED WITH A SAFETY FENCE AND TWO SIGNS STATING EITHER "DANGER -QUICKSAND" OR "HAZARDOUS AREA -KEEP OUT". MS -10. STORM SEWER INLET PROTECTION: ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT 2. TEMPORARY CONSTRUCTION ENTRANCE (CE), 3.02: TEMPORARY CONSTRUCTION ENTRANCES SHALL BE PAVED IN SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE ACCORDANCE WITH ALBEMARLE COUNTY REQUIREMENTS. A MINIMUM WATER TAP OF 1" MUST BE INSTALLED WITH TREATED TO REMOVE SEDIMENT. A MINIMUM 1" BALLCOCK SHUTOFF VALVE SUPPLYING A WASH HOSE WITH A DIAMETER OF 1.5" FOR ADEQUATE CONSTANT PRESSURE. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO ,AN APPROVED SETTLING MS -11. STABILIZATION OF OUTLETS: AREA TO REMOVE SEDIMENT. ALL SEDIMENT SHALL BE PREVENTED FROM ENTERING STORM DRAINS, DITCHES OR BEFORE NEWLY CONSTRUCTED STORM WATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE WATERCOURSES. OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. 3. CONSTRUCTION ROAD STABILIZATION (CRS), 3.03: STONE SHALL BE PLACED ALONG ROADWAYS AND PARKING AREAS SHORTLY AFTER SUBGRADE IS REACHED TO MINIMIZE EROSION AND SUBSEQUENT RIEGRADING. MS -12. WORK IN LIVE WATERCOURSES: WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, 4. SILT FENCE (SF), 3.05: SILT FENCE BARRIERS SHALL BE INSTALLED DOWN SLOPE OF AREAS WITH CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING MINIMAL GRADES TO FILTER RUNOFF FROM SHEET FLOW AS INDICATED ON THE ATTACHED, SITE PLAN. CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. 5. STORM DRAIN INLET PROTECTION (IP), 3.07: STORM DRAIN INLET PROTECTION SHALL BE PROVIDED FOR INLETS AS SHOWN ON THE PLANS. MS -13. CROSSING A LIVE WATERCOURSE: WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX MONTH 6. TEMPORARY DIVERSION DIKE (DO), 3.09 & TEMPORARY RIGH -OF -WAY DIVERSION: TEMPORARY DIVERSION DIKES PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIALS SHALL BE PROVIDED. AND TEMPORARY RIGHT-OF-WAY DIVERSIONS SHALL BE PROVIDED AS SHOWN OR AS NEEDiED TO DIVERT SEDIMENT -LADEN RUNOFF TOWARDS THE TEMPORARY SEDIMENT BASINS. MS -14. APPLICABLE REGULATIONS: ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE 7. TEMPORARY FILL DIVERSION (FD), 3.10: TEMPORARY FILL DIVERSIONS SHALL BE PROVIDED AS SHOWN OR AS WATERCOURSES SHALL BE MET. NEEDED TO DIVERT SEDIMENT -LADEN RUNOFF TOWARDS THE TEMPORARY SEDIMENT BASINS. 8. DIVERSION (DV), SPEC. 3.12: DIVERSIONS SHALL BE PROVIDED WHERE SHOWN AND AS NEEDED TO DIVERT MS -15. STABILIZATION OF BED AND BANKS: N/A STORMWATER RUNOFF. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. 9. TEMPORARY SEDIMENT TRAP (ST), 3.13: A SEDIMENT TRAP SHALL BE CONSTRUCTED AS. SHOWN ON THE PLANS TO CAPTURE SEDIMENT LADEN RUNOFF AND ALLOW THE SEDIMENT TO SETTLE OUTT PRIOR TO BEING DISCHARGED OFF SITE. 10. TEMPORARY SEDIMENT BASIN (SB), 3.14: TEMPORARY SEDIMENT BASINS SHALL BE PROVIDED AS SHOWN ON PLANS. SEE DWG. C-33 FOR DESIGN DETAILS. 11. TEMPORARY SLOPE DRAIN (TSD), 3.15: PROVIDE SLOPE DRAINS TO DIVERT RUNOFF INTO THE TEMPORARY SEDIMENT BASINS AS SHOWN ON THE PLANS. 12. STORMWATER CONVEYANCE CHANNEL (SCC), 3.17: PROVIDE STORMWATER CONVEYANCE CHANNELS AND DITCH LINING MATERIALS AS SHOWN ON THE PLANS. 13. OUTLET PROTECTION (OP), 3.18: PRIOR TO ANY STORMWATER CONVEYANCE SYSTEM BEING MADE OPERATIONAL, OUTLET PROTECTION SHALL BE PROVIDED AS INDICATED ON THE SITE PLAN. 14. RIPRAP (RR), 3.19: RIPRAP IS TO BE INSTALLED AS SHOWN ON THE SITE PLAN AND AS (NECESSARY TO PREVENT EROSION. ALL RIPRAP SHALL BE PLACED ON A GEOTEXTILE FABRIC. 15. ROCK CHECK DAMS (CD), 3.20: ROCK CHECK DAMS ARE TO BE INSTALLED IN THE DIVERSION DITCHES AS NEEDED TO REDUCE THE VELOCITY OF CONCENTRATED FLOW AND THE POTENTIAL OF ERIOSION. 16. SURFACE ROUGHENING (SR), 3.29: SURFACE ROUGHENING SHALL BE PERFORMED ON SLOPES STEEPER THAN 3:1 TO REDUCE RUNOFF VELOCITY AND AID IN THE ESTABLISHMENT OF VEGETATION. 17. SOIL STABILIZATION BLANKETS AND MATTING (B/M), 3.36: PROVIDE SOIL STABILIZATION BILANKETS AND MATTING AS SHOWN ON THE PLANS. IN AREAS WHERE SEEDING OR HYDROSEEDING OF SLOPES ARIE UNSUCCESSFUL, PROVIDE EC -2 BLANKETS AND OVERSEED. 18. TREE PROTECTION (TP), 3.38: TREE PROTECTION SHALL BE INSTALLED WHERE SHOWN ON THE PLAN TO PROTECT DESIRABLE TREES TO BE SAVED FROM DAMAGE DURING CONSTRUCTION ACTIVITIES. 19. DUST CONTROL (DC), 3.39: PROVIDE DUST CONTROL IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT OF DUST WHERE ON-SITE AND OFF-SITE DAMAGE IS LIKELY TO OCCUR IF PREVENTIVE MEASURES ARE NOT TAKEN. NO. I REVISION I BY DATE NO. 17A►I19[1)►ll BY I DATE MS -16. UNDERGROUND UTILITIES: UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS, IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 -LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS, EXCAVATED MATERIAL IS TO BIE PLACED ON THE UPHILL SIDE OF TRENCHES, EXCEPT FOR ANY DIVERSION DITCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFFSITE PROPERTY. D. TRENCH BACKFILL MATERIAL SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. ALL APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH AT ALL TIMES. MS -17. CONSTRUCTION ACCESS ROUTES: WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS -18. TEMPORARY E&S CONTROL MEASURE REMOVAL: ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL E&S AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS -19. ADEQUACY OF RECEIVING CHANNELS: PROPERTIES AND WATERWAYS DOWNSTREAM FROM THE DEVELOPMENT SITE SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATES OF STORM WATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION. D. MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL STRUCTURES AND SYSTEMS SHALL BE MAINTAINED, INSPECTED, AND REPAIRED AS NEEDED TO INSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED AT THE END OF EACH DAY AND AFTER EVERY RAINFALL EVENT. 1. DAMAGE TO EROSION CONTROL MEASURES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY SHALL BE REPAIRED BEFORE THE END OF EACH WORKING DAY. 2. MAINTAIN ALL SEEDED AREAS UNTIL A UNIFORM STAND IS ACCEPTED. 3. SAFETY FENCE (3.01): SHOULD BE CHECKED FOR WEATHER RELATED OR OTHER DAMAGE PERIODICALLY AND ANY NECESSARY REPAIRS BE DONE IMMEDIATELY. 4. CONSTRUCTION ENTRANCE (3.02): PROVIDE FOR EQUIPMENT WASHING AS NEEDED TO PREVENT THE TRANSPORT OF SOIL ONTO EXISTING ASPHALT ROADWAYS. ANY SEDIMENT ON THE PAVEMENT SHALL BE REMOVED IMMEDIATELY. 5. CONSTRUCTION ROAD STABILIZATION (3.03): CHECK CONSTRCUTION ROAD REGULARLY FOR EROSION AND MAKE REPAIRS AS NECESSARY. PERIODIC TOP DRESSING WITH NEW GRAVEL MAY BE REQUIRED. 6. SILT FENCE (3.05): SILT FENCE BARRIERS WILL BE CHECKED DAILY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL REACHES HALF WAY TO THE TOP OF THE BARRIER. 7. STORMDRAIN INLET PROTECTION (3.07): SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED. 8. TEMPORARY DIVERSION DIKE/ FILL DIVERSION/ DIVERSION; (3.09/3.10/3.12): THE MEASURES SHALL BE INSPECTED AFTER EVERY STORM AND REPAIRS MADE TO THE DIVERSION, FLOW CHANNEL, OUTLET OR SEDIMENT TRAPPING FACILITY, AS NECESSARY. ONCE EVERY TWO WEEKS, WHETHER A STORM EVENT HAS OCCURRED OR NOT, THE MEASURE SHALL BE INSPECTED AND REPAIRS MADE IF NEEDED. 9. TEMPORARY SEDIMENT TRAP/ BASIN (3.13/3.14): SEDIMENT SHALL BE REMOVED AND THE BASIN OR TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT HAS ACCUMULATED TO ONE HALF THE DESIGN VOLUME OF THE WET STORAGE. SEDIMENT REMOVAL FROM THE BASIN SHALL BE DEPOSITED IN A SU17ABLE AREA AND IN SUCH A MANNER THAT IT WILL NOT ERODE AND CAUSE SEDIMENTATION PROBLEMS. FILTER STONE SHALL BE REGULARLY CHECKED TO ENSURE THAT FILTRATION PERFORMANCE IS MAINTAINED. STONE CHOKED WITH SEDIMENT SHALL BE REMOVED AND CLEANED OR REPLACED. 10. TEMPORARY SLOPE DRAIN (3.15): INSPECT MEASURE FOR DAMAGE WEEKLY AND AFTER EVERY STORM. MAKE REPAIRS AS NECESSARY. 11. STORMWATER CONVEYANCE CHANNELS (3.17): SHALL BE CHECKED PERIODICALLY TO ENSURE THAT SCOUR IS NOT OCCURRING. SEDIMENT DEPOSITED IN THE CHANNELS SHALL BE REMOVED PRIOR TO THE REMOVAL OF THE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES, AND DURING CONSTRUCTION WHEN THE CAPACITY OF THE CHANNELS IS REDUCED. 12. OUTLET PROTECTION/ RIPRAP (3.18/3.19): INSPECT AFTER RAINFALL EVENTS TO CHECK FOR SCOUR. 13. ROCK CHECK DAMS (3.20): INSPECT AFTER RAINFALL EVENTS AND REMOVE SEDIMENT ONCE IT REACHES ONE HALF OF THE ORIGINAL HEIGHT OF THE MEASURE. 14. UTILITY STREAM CROSSING (3.25): SHALL BE INSPECTED AFTER EVERY RAINFALL EVENT AND AT LEAST ONCE A WEEK, WHETHER IS HAS RAINED OR NOT, AND ALL DAMAGES REPAIRED IMMEDIATELY. 15. SEEDING (3.31/ 3.32) AREAS WHICH FAIL TO ESTABLISH VEGETATIVE COVER ADEQUATE TO PREVENT RILL EROSION WILL BE RESEEDED AS SOON AS SUCH AREAS ARE IDENTIFIED. 16. SOIL STABILIZATION BLANKETS AND MATTING (3.36): BE INSPECTED AFTER RAINSTORMS TO CHECK FOR EROSION AND UNDERMINING. IF WASHOUT OR BREAKAGE OCCURS, REINSTALL THE MATERIAL AFTER REPAIRING DAMAGE TO THE SLOPE OR DITCH. 17. TREE PROTECTION (3.38): INSPECT TREE PROTECTION TO ENSURE NO CONSTRUCTION DAMAGE IS OCCURING. 18. DUST CONTROL (3.39): PROVIDE DUST CONTROL IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT OF DUST WHERE ON-SITE AND OFF-SITE DAMAGE IS LIKELY TO OCCUR IF PREVENTIVE MEASURES ARE NOT TAKEN. ENGINEERS SURVEYORS PLANNERS ASSOCIATES P.O. BOX 4119 3040 Avemore Square Pl. Lynchburg, VA 24502 Charlottesville, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociates.net VIII. SEQUENCE OF CONSTRUCTION 1. SCHEDULE AND ATTEND A PRE CONSTRUCTION CONFERENCE. 2. CLOSE CROSSOVER AND LEFT TURN LANES AND REMOVE ANY LEFT TURN LANE MARKINGS AND SIGNAGE ON US 250. INSTALL GRAVEL CROSSOVER AND NEW SIGNS PER HANSENS MOUNTAIN ROAD IMPROVEMENTS PLAN FOR EMERGENCY VEHICLE ACCESS. 3. INSTALL SILT FENCE ALONG HANSENS MOUNTAIN ROAD AND CONSTRUCT HANSENS MOUNTAIN ROAD IMPROVEMENTS PER PLAN TO ALLOW THROUGH TRAFFIC AND LEFT TURN LANE INTO PROJECT SITE. 7. CONSTRUCT PAVED CONSTRUCTION ENTRANCE PER DETAIL AND ALBEMARLE COUNTY STANDARDS. PLACE PERIMETER SILT FENCE. 8. INSPECT EXISTING SEDIMENT BASIN AND EXCAVATE THE BASIN TO THE PROPOSED DESIGN ELEVATIONS SHOWN ON THE PLAN. INSTALL NEW RISER STRUCTURE ON EXISTING 36" CMP IN EXISTING SEDIMENT BASIN. 9. INSPECT EXISTING CHANNELS, DIVERSIONS, OUTLET PROTECTIONS AND MAKE REPAIRS AS NECESSARY. 10. INSTALL SPRING BOXES. 11. CONSTRUCT DIVERSION DIKES AS SHOWN IN PHASE I E&S TO DIRECT STORM WATER TO TEMPORARY SEDIMENT BASIN, MAINTAINING PERIMETER CONTROL. 12. BEGIN GRADING AND CLEARING OF LAND AND REMOVE UNSUITABLE MATERIAL TO AN APPROVED OFF-SITE LOCATION. 13. EACH AREA SHALL BE SEEDED AND MULCHED AS FINISHED GRADE IS ACHIEVED. 14. CONTRACTOR IS ADVISED THAT STORMWATER SHALL BE ROUTED AWAY FROM RETAINING WALL DURING CONSTRUCTION (SEE SHT 44). STORM WATER SHALL BE ROUTED TO THE SUMP INLETS SHOWN ON THE PLANS UTILIZING DIVERSION DIKES. ADJUST DIVERSION DIKES CONTINUOUSLY DURING CONSTRUCTION TO MAINTAIN DRAINAGE TO THE SUMP INLETS. THE TOP OF THE SUMP INLETS SHALL BE MAINTAINED BELOW THE PREVAILING FILL GRADE ELEVATIONS TO ENSURE PROPER OVERLAND RELIEF. RAISE THE INLET IN 2-3 FEET INCREMENTS AS THE FILL IS PLACED AROUND THE INLETS. INLETS SHALL BE VDOT DI -7. INLETS SHALL BE PROVIDED WITH CONTINUOUS SAFETY FENCING. WHEN CONSTRUCTION IS COMPLETE, AND NEW STORM DRAINAGE SYSTEM IS OPERATIONAL, FILL IN THE SUMP DRAINAGE AND ASSOCIATED DISCHARGE PIPING WITH FLOWABLE FILL USING A TREMIE PIPE. CONTRACTOR SHALL SUBMIT A DETAILED SEQUENCE OF CONSTRUCTION. UPDATED WEEKLY TO ENSURE COMPLIANCE WITH THESE REQUIREMENTS. 15. PERFORM ALL UTILITY CONSTRUCTION, AND OTHER SITE IMPROVEMENTS. UTILIZING DIVERSION DIKES, INLET AND OUTLET PROTECTION AND ALL OTHER PRACTICES DETAILED IN THE E&S PLAN OR OTHERWISE NEEDED TO ELIMINATE TRANSPORT OF SEDIMENT OFF SITE INCLUDING BUT NOT LIMITED TO CONSTRUCTION ROAD STABILIZATION AND DUST CONTROL. 16. ADJUST/CONSTRUCT SEDIMENT TRAPS AS PHASE I E&S IS CONFIGURED TO PHASE II E&S WHILEMAINTAINING PERIMETER CONTROL. 17. CONSTRUCT RIGHT TURN LANE AND ACCELERATION LANE. 18. CONSTRUCT BUILDINGS AND BUILDING APPURTENANCES. 19. BRING SITE TO FINISHED ROAD GRADE AND PREPARE SUB GRADE. PERFORM SURFACE ROUGHING AND SLOPE STABILIZATION AS NEEDED. REMOVE SEDIMENT TRAPS AS ALLOWED BY ALBEMARLE COUNTY E&S INSPECTOR FOR FINAL SITE PREPARATION. 20. PAVE SITE, PREPARE LANDSCAPING AREAS, PLACE MULCH AROUND ALL PLANTINGS, PERFORM PERMANENT SEEDING, STRAW MULCHING, AND STABILIZE ALL DISTURBED AREAS. 21. REMOVE SEDIMENT BASIN AND FINISH GRADING TO MEET FINAL PROPOSED CONTOURS. 22. REMOVE E&S MEASURES AS ALLOWED BY INSPECTOR FOR FINAL CLOSE OUT OF PROJECT. 23. ONCE SITE IS STABILIZED, CONSTRUCT BIOFILTER BMP. 24. CLOSE OUT PROJECT. X. CONTACT PARTY FOR E&S IMPLEMENTATION NEIGHBORHOOD INVESTMENTS - GP, LLC 810 CATALPA COURT CHARLOTTESVILLE, VA 22903 ATTN: RICHARD T. SPURZEM 434-971-8000 C 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 CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND CONTROL SEDIMENT REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL, TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS FOR 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 TO COMPLIANCE WITH SECTION 13-301 OR THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOA.M. TO 9:00 P.M. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, IN 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 REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST OF 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH TO BE APPLIED AT 8OLBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/1000SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION 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 STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G). 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B). DESIGNED BY. SAR DRAWN BY: CWS REVIEWED BY: HFW WWA NUMBER: 207105.03 PROJECT: GAZEBO PLAZA EROSION AND SEDIMENT CONTROL PLAN ALBEMARLE COUNTY, VIRGINIA TITLE: EROSION AND SEDIMENT CONTROL NOTES AND NARRATIVES FILE NAME: DISCIPLINE: SCALE: DATE: C-09.DWG CIVIL H: NIA 3/12/12 SET NUMBER: DRAWING NUMBER.- C-9 UMBER.C-9 SHEET NUMBER: 9 OF 9