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HomeMy WebLinkAboutSUB201800039 Plan - Submittal (First) Road Plan and Comps. 2020-04-22GENERAL NOTES OWNER: WOODBRIAR ASSOCIATES PO BOX 5548 CHARLOTTESVILLE, VA 22905 ENGINEER: COLLINS ENGINEERING 200 GARRETT STREET, SUITE K CHARLOTTESVILLE, VA 22902 434.293.3719 SURVEYOR: LINCOLN SURVEYING 632 BERKMAR CIRCLE CHARLOTTESVILLE, VA 22901 434.974.1417 SURVEYOR: BOUNDARY OF THE SITE WAS PROVIDED BY LINCOLN SURVEYING IN FEBRUARY, 2013. TOPOGRAPHY PROVIDED BY THE ENGINEERING GROUPE FROM AERIAL FLOWN TOPO IN JANUARY, 2007. TOPOGRAPHY SURVEY WAS LATER UPDATED IN DECEMBER OF 2015 AND THE WINTER OF 2020. SITE WAS FIELD VERIFIED IN APRIL OF 2020. TAX MAP PARCEL: T.M.P. 32G-1 (D.B. 1556/PG. 97) TOTAL ACREAGE: 16.92 ACRES ZONING: PRD (ZMA 1991-00013, ZMA 1995-00005, ZMA 2004-00014, AND ZMA 2005-00009) USE: 13 SINGLE FAMILY DETACHED UNITS DENSITY: 1.30 UNITS PER ACRE OPEN SPACE: 14.26 ACRES OF OPEN SPACE PROVIDED SETBACKS: FRONT 20 FEET MINIMUM SIDE 6 FEET MINIMUM REAR 5 FEET MINIMUM BUILDING HEIGHT: 35 FEET MAXIMUM STREETS: CURB AND GUTTER, PUBLIC STREETS EXISTING CONDITIONS: SITE IS MOSTLY WOODED UTILITIES: SITE WILL BE SERVED BY PUBLIC WATER AND SEWER PHASING: PHASE 6 - LOTS 61-73 (13 LOTS) FLOODPLAIN: NO FLOODPLAIN EXISTS WITHIN THE LIMITS OF THE SUBDIVISION PLAT, PER FEMA MAP #51003C0145D PANEL 145D (DATED FEBRUARY 4, 2005) STREAM BUFFERS: NO STREAM BUFFERS EXIST WITHIN THE LIMITS OF THE SUBDIVISION PLAT DATUM: NAD83 OPEN SPACE: 14.26 ACRES (84.3% OF TOTAL AREA) LOTS: 2.29 ACRES (13.5% OF TOTAL AREA) CRITICAL SLOPES: EXISTING PRESERVED AND MANAGED STEEP SLOPES ARE SHOWN AND LABELED ON THE PLAN SHEET. PARKING: EACH SINGLE FAMILY LOT WILL HAVE TWO OFF-STREET PARKING SPACES. LIGHTING: NO STREET LIGHTING IS PROPOSED. LANDSCAPING: LANDSCAPING WILL BE PROVIDED WITH THE FINAL SITE PLAN & COMPLY WITH SECTION 32.7.9 OF THE ZONING ORDINANCE WHICH WILL INCLUDE STREET TREES ALONG THE ROADWAY. RETAINING WALLS: RETAINING WALLS ARE PROPOSED. SIGNAGE: NO SIGNAGE IS CURRENTLY PROPOSED. ANY SIGNAGE WILL BE INCLUDED WITH THE FINAL SITE PLAN OR UNDER SEPARATE APPLICATION. WATERSHED: NORTH FORK RIVANNA (ABOVE WATER INTAKE) STREET TREES: STREET TREES SHALL BE PROVIDED ALONG ALL PUBLIC ROADS IN ACCORDANCE WITH COUNTY REQUIREMENTS. TRASH COLLECTION: TRASH RECEPTACLES SHALL BE MAINTAINED ON EACH INDIVIDUAL LOT. BUILDING SITES: EACH LOT CONTAINS A BUILDING SITE THAT COMPLIES WITH SECTION 4.2.1 OF THE ALBEMARLE COUNTY ZONING ORDINANCE. IMPERVIOUS AREAS: ROADS 0.25 AC. SIDEWALKS 0.07 AC. BUILDABLE AREA 1.08 AC. TOTAL 1.40 AC. FIRE FLOW: A FIRE HYDRANT FLOW TEST WAS COMPLETED NEAR THIS PROPERTY RECENTLY. THE PRESSURE HYDRANT (HYD. 12670) IS LOCATED APPROXIMATELY 0.2 MILES FROM THE SUBJECT PROPERTY AND RECORDED A PRESSURE DROP OF 25 psi (FROM 133 psi TO 108 psi) WHILE TWO FLOW HYDRANTS (HYD. 12671 & HYD. 12937) RELEASED FLOWS OF 1,118 gpm AND 1,082 gpm FOR A DURATION OF 2 MINUTES. NOTE: THIS PROPERTY IS NOT WITHIN A DAM INUNDATION ZONE. BRIARWOOD PHASE 6 FINAL ROAD PLAN RIO MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VIRGINIA '1 � I� � ; i � /;' � /' / `< \ �\ `` ��\` V/ j / A AA VAA� - // III V ,, •- I ��� �� - \ \ may' �l ` i-------- \I ; _--------- - -- ---- =__-_ --- __-___� :11,311 1 13I ' r , I/ '6 \VA -- r i l %%/ /'/ I I I I I I I I I I I I I I I I I II III I I I 1, l I I l ( �\ I\ I '.. 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CURB CURB & GU TTER PROPOSED PA VEMEN T EC-3A DITCH 6„ DEPTH OF EC-3A DITCH EC-2 DITCH 6 " DEPTH OF EC-2 DITCH TOTAL SHEETS EARTH DITCH DRI VEWA Y CUL VER T + BENCH MARK _ _ _ _ _ CLEARING LIMITS as VDOT STANDARD STOP SIGN zoo EXISTING CONTOUR PROPOSED CONTOUR 200 240.55 PROPOSED SPOT ELEVATION TBC DENOTES TOP/BACK OF CURB T/B DENOTES TOP OF BOX �TH ON ,-� SCOTT R. COLLINS' U Lie. No. 035791 ,�L, ZONAL E� Hcy G m ZLf) _J 0 a - c z L Vl F�1 LU wc 0',rn o 1 N M O \I N L .--I N N Ln N � L9VJ z 0) \ / N CN N N W J w 1 �n 0 MJ li Q U w F__ E A -PUN LU C/ F_: ® w LU ® (n w J Q O C) z J 0 0 I..L z_ LL ' W 0 LJJ r ^ U V J C) 0 0 LML W W J U U w w a JOB NO. 122071 SCALE AS SHOWN SHEET NO. 1 0 In 0 CL 7 c 0 L 0 7 Q) n 06 z_ 0� _c LLJ LIT /n z z z 0 LJJ �U) � z 0_ J 0 0 0 � 0 u) (n C 0 U Q) 1 U L O 3 (D In Q) L X 0 0 C) �o CD Z � [If_y W O W � z CD E z .0 W — U In � L z� 0 0 a >2 � o c QL' (1).2 > _o -3C U O x' N U L �) N 6 U 0 0 0 �E U 0 0 _0c 0 I I - - \ \ / / / _ \ \ \ \ \ I \ 1 \ I I I I I I I I I I I I ' / l 1 1 / l I I I 1 I I I IIIIII 1 I I I I I I I I I I I 1 1 \ \ \ ' / ' / / / / / / / , / ' // ' \ ` \ \ \ I / I I _ - \ - \ \ TMP NUMBER OWNER ACRE\ E ZONING DB/PG -v ' ' / / / / / / / , - \ V A A I I I / I / / I I / I v - --- - -rB°- I A v s vv '/ // / // / // /////// / I /// / - vvv vvvvv vv v v v vv vv vv vv Iv vv / I / i I i / i i , i I I I I / /' '� /' I/ l l lI I III v /� 1 1 1 1 1 II II II (vvvv v v v ' a A 02000-00-00-01900 WOODBRIAR ASSOCIATES 100.51 C RURAL 690/232 �e / I 1 \ I 1 II ` , - - `- / \\ \ , / /' // /' / / / / // / , ,' \`\ ` \ \\ \\ \\ \\ \\ \ \ \\ \ I I l l I / l 1 I I I 1 / l I l /' '/ // ' / / / / I II \\ II I I ^I I I I I I 1 \ \ \\ \ \ \ \ \ \\ �\ \y \ \$ - --- \ - - \y - \-\\\- - ` ( / / , v v v v v ) / l / / , / v �� -H-- - y - B 032G0-00-00-001A0 WOODBRIAR ASSOCIATES 3.04 C PRD 1242/668 I / / / / ,' / ,/ ,/-�`v A ` \ I v A\ \\ \\ \V I A A\ \ l l I i l / l I I l / / / , I 1 , \ 4 �°v'&'& ` / ` v / ) I / , / V A v V A - _ / / / / I / / / / / / / , / / 1 I � P f V A V A 1 I V vv _ � � -- ---- - - v� - - / / , /\ \ \ \ \ \ \ \ \ \ _ , / / / l l / I / / / / , , I , I I I ' \ \ 1 I \ \- - / C 032G0-07-00-04400 ROBERT BELL OR JESSICA SWEENEY 0.11 C PRD 1749/069 / l l l v A V A V A v A \ /' l I l l 1 / / / , / 1 I I I I I I I I V I\ I I \\ V A V A V A A V v jl v _ �� I I / / � / / ///l // '' ' /// / '� \\\ \\ \ vV I, \\ \ \\ \\ \\ \\ V A \\ / // ' ' � l l I / / � � // / / / / / / I I I I I I I \ VAA \ I \ V A \ \ V A VAA V A 1 1 11 11 1 I \ 1 v - -- �� , v / // // v vv vv vv vv ,/ // / / / / / / / , , / �/ , / � / III I I I I I co vvvvvv v v v v vvvvvv v vvvvv v 1 1 v v 1 1 v v 1 � v �,-'� � vv v / D 032G0-07-00-04500 JIHAD AND AMREEN KASSAMALI 0.11 C PRD 4949/294 - ,, ----- I I I / I / / // / / , I / / ,-v A A \ V A V A V v A V A V A `v /' /' / / I l l / / / / / / / / / / / , / / I I O \ V A A \ \ \ V A I V A V A A I I - /A ---------4g°-- vv v A _ A / / / / / / / / \ \ \ \ \ \ \ \ \ / / / / / / / / / / / / \ \ 1 \ 1 I I �co I I I I \ \ 1 \ 1 \ \ ' ' - - \ / E 032GO-07-00-04600 THOMAS AND KATHY HYRE 0.09 C PRD 1211/688 / / / / / \ \ \ \ \ \ \ \ \\ \ \ \ \ \\ \ / // // / / / /l // // ' / I/ /I / /' / / / / // , / l \ \\\\\ \ \ \ \ , \ \ \ I' - \ / - ---- --- \` \ \ \ \� - / // I /// // / / , A A V A A V A V A / A A A V A A 1 i A A A A/ � � --- / / / / i i/ I// ' /' // ,' ,'� - -,v vv v vv v vv v vv v v v , vv `v �� / ' / / / / / '�' / / // / ,' /' ,/ / // // vv vvII \ 1 I - I I I 11 vI vIvvvvv v v -N 1_,� v v I J 032GO-07-00-04700 DAVID GAYLORD 0.11 C PRD 1346/659 \ \ \ \ \ \ \ \ ' / / / l l (l I / / / / / - \ \ \ \ \ \ \ \ \ \ - / / / / / / / / 'y / / / / , / , , , , / \ I I 1 „ I I \ \ \ \ \ \ \ \ I I \ \ / \\ ,' " __(/- --`� \ \ \ \ \ ```., ____ /' / / /' / I1 1 / ' / ' \ \ \ \ \ \ \ \\ \ \ \ \ \\ '/ / , // // / / // / / // // / // / / ' ' I\ II i I I I O/, 1 11 I 1 \\ \ \ \ \ \ \ \\ \ \ \ \\\\ \\ \ \\ I \ \ \ '> � o \\ \\ �\ \ \\ ' / I G 032GO-07-00-04800 MICHAEL AND KATHERINE PEARL 0.10 C PRD 4514/719 / / - / / - A A A A V A V A / / / / / / / , I � V V A V \ V A A A \ ,/1/ - - � - <t ` v V / / / v v A A A V A / / / / / / - - � ^ p� �' � \ v / 1 -// // v v v v v v v v v v I,/ // I v v v I v v ;'/ / ",- v v v I v v- �- / H 032GO-07-00-01700 JOHN MBURU 0.08 C PRD 4677/257 s� ��---_ / / I I 111' / / / / ,' v \ V A I A \ A V A V A V A / / / / / / / / / / / /' / // I / / / / / , 11 I I I - 1 1 I I 1 I I 1 V \ V A A I , \ \\ V A A V A \ 4, , / - 0 E1 �1 AV �� ' \ / / / _vA\VAVA\\VAVAAA / //////I/ / I//''/' /II % VA\VAA VA\\\VAVAVAVA /V// ry O r ` - / / // / i ' i 1 / / ' // - v v v v v ` v v v v v v v ,' ,' / , , / / / // / , / / , / - - /, Q v v v v v vv vv v v vv --_ - F - ,� cb� oN `v 0 2 zc�.4$ I _ _ I 032G0-07-00-01800 RODERICK BURTON 0.08 C PRD 3640/217 --asy- --- // l l I I IIII ' / // ' / / ' \ \ \ \ \ \ \ \ \ \ \ \ \ \ / / / / / / / / / / / / / / ,' / ,/ ,- /�/,/, I 1 I /� I I I I \ \ \ \ \\ \ \ \ \\ \\ \ \ \\ ' I\ / N -4e°--- I- 1- \ / I 1 / / A V v / / / / / , / / / - / ' / / \u) I 1 V A \ V A A v v v - / p 5�27 N\ V / I I 1 I III / I / / / A A \ V A \ V A \ V ' ' ' / ' / / I / / / ,' ,, / , ' / / / I / / l V I I A ` V A \ V A A \ vA ` AA ` VA Vv V ° --- ' , ' / o y", `�' 814 V A A: w LI I _ ' I 1 J 032GO-07-00-02500 BRIARWOOD HOA 0.66 C PRD 781/574 v_ --- / / / I 1 11 I / I / / /v V A A \ V A \ V A v v / / / / / , , _-' / / / / -I I I V A \ V A v A A V v v vv v vv vv vv / / 1 _. v I _� 1 � � - -v v v v 0 MANAGED I I , / ' / - _ v v vv vvvvvvv vv ,� E ��- , ��o - v �� von _I I I , v v ,, ,/ / l v v v v v v v v v --- v/ v v v cr+: c� I v K 032GO-07-00-02400 ANGELA MAWYER 0.08 C PRD 4366/589 v - _- I 1 I I / / / A A V A \ - ' / / / /'/- ---i'� / / I A \ \ v\v vv v v vvv �� �� v -- / / v vv v\ I P, I / / I I I I I l / I / v V A A \ V A v v v v v - ,' /' / / ,' /' /' /' /' / /' /' /' / // Q ` v - ' - - - - - - �'- ` -- --- / I I / / _ \ \ \ \ / / / / / I \ \ \ \ \ \ \ \ \ \ \ \ \ \ - - 4 / - \ \ �+ T \ I L 032G0-07-00-06700 WILLIAM VEST 0.08 C PRD 3271 292 / / \ \ / / 1 , / l I I X 1 \ \ \ \ \ \ \ \ \ \ \ \ ---- - / / / --- \ \ \ / / \ \ \ `\ \\ \ PRESIEf V�/D SLQPES ' / / ' / I \ \ \ \ \ \ \ , , ; ; - a I /'_ ,__- ---____ / // ii/' / ' m \ \ \ \ \\ \\ / /' / ,' / l l I l l �O \ \ \ \ \ \ \ \ \ \ \ \ -- // / ,, / ,', \ \\ _ i�r` // M 032G0-07-00-06800 KENNETH MCLEAN 0.08 C PRD 4949/525 _ \ \ \ \ \ \ / / / / / , / / / , , / / / I I l / / , \ \\ \ \ \\ \ \ \ \ \ \ \ \� ,\� _ , / / / -4k�- -- / l / l l l / \ \ \ \ \ - - , / / / , , , , / / 1 I I , / , I^p I \ \ \ \ \ \ \ \ \ \ \ \ �� ; ;�, �� ; ; \�\, ,` - , , ; ;,' \ \ \ \\ , \ 1 \ I / I I N 032G0 07 00 06900 ACHMED AND STEPHANIE CONTEH 0.09 C PRD 4893/263 -' ' / l I l / I / l / / \ \ \ \ \ `\ `\ \\ `\ `\ ` ---- ,' / , , / / / , / / / / / 1 I \ I I / / / , _l \ \ \ \ \ ` \ \ \ \ � \ \ - _ _- , 4r 1- fi / 444 ------ /' /'// l ,l / / / / ,l / / m ---\ \\ \\ \ \\ `\ \\\ \\ `\ \ ---- / / / / ' / / ,' / / / I \ I / / \ \ \ � - - \ - - - - __-- - -- i \ - 1 I I \ / / ' / / / , \ \ / / / / 4, ,-' \ \ \ ` x , ,, e ) I \ I 1 I N 1 / O 032G0-07-00-07000 DAWN AND WILLIAM EADIE 0.09 C PRD 3389/062 - / / / / / / \ \ \ \ \ \ �\ -g lE - \ - - - - \ \ / / / / I / /' I \ \\ \ \ \ \ \ \ /' ,' ,'// / / // // / ' // // \\ \ I / ' /' /' _-/ \\ `\ \ \ ` 6 2U3a - 1 - ,I \ \ / I I 1 I I 1 I I -/ P 032GO-07-00-07100 KIMBERLY AND STEVEN GEER 0.09 C PRD 1346/267 4n----- -- -/ // /l/I / l I l A A V I I I, v v v V -------- / / / ' / , / / , / \V vv \l II ' // / / / / -` _------ v v` ` v v S 3 , ",� , ,- ---- _ -- I V A AV / / /- / I I I i i / V v V v v v v V v v_ /'/ / // / Q v v v �v v - 1 / I _ / / , , \ \ \ \ \ , / , / / / I , , , / / / I4,539 \ \ - - -_ -_--_ _- -- , � \ \ \ / / / I 1 1�1 1 I Q 032G0-07-00-07200 BERNARD AND TOMOKO MARSHALL 0.09 C PRD 1949/179 / , \ \ \ - _ / I - ___-__ - / �t R 032G0-07-00-07300 CYNTHIA KELLY LIVING TRUST 0.09 C PRD 4362/633 �.3a------- - ,' /' / / / / \ \ \ \ _ _--- ' ' / / / / / I // /' / - _ -' \ \ \ \ \ _ _ / ,/ , / /,/ 6 , / / , - / / l l p I r // , �/ l " / / ` \ _ - �q ' / , / / ` ''/ _- -__- __- - \ , / - - / , ,/ ' / ' / / /' - �- ' S 032G0-07-00-07400 GREGORY AND RENEE SAMPSON 0.09 C PRD 1406/477 -� /' // // // v A A\ \V v- ---_-- _'' ,' ,'IV81✓ 1. 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I � 1 ' / ' \ EXISTING ' I I v v ' v / vv� v/ w // I \ \ , ' �/ \ \ - �{ I / / A \ - I I I l I I / v v I TREELINE i t I I I I I I I I I I I I I I I/ I / / V A V I __ }_I- v v ,� / / J w / 3V -/_ / I I l I I I I I - v ,_ / O v / V / / \ I 1 v-384-- vv V I I I I I I 1 I 1 I ( I I I I I I I I I ,- \ \v - -- / / -� / o -w \\ I I I / / / / I • rl I \ \ � _ / �� �I II I I v\VAvIVA V I I I 111 II II I II I 1I I 11 I I I I I I I I I I; i I /' -I I : /'� A�W `-_ vv /' N vv v -�'=- o ' W 1 \ \\\\\ ®I \ I \IIII I I IIII 1 1 1 1 1 EXISTING PRESERVED,' , I rl 00 / I I "\ \ \ - / 0 1 / / _ w I I I 1 v AA A A I I ST � \ _-� / J // / / - _ ° W / v, A VAA VA\ V A I I I I I I I I I I I I I I I I I ' v ---_ / / , - _ W / \ -- \ \\ \ �\ \\\ 11\ I I I I I I I I I 11 i I i 1 1 1 1 1 I i 1 1 1 1 i P SLOPIES (TYP.) I, �' o � I \ \\ \\ \'- - _--__--- I / \> ' // - I �� / � r v - - v Av VAV V I 1 EE N M of 1 v - -- �� �' ' , / / �. \ - -- -\ \\ d I 1 I u I i I V A v AAA All i I I `q1p Iit 1 I I q P Iw -- ��- / v / o- A I I \ \ \ I I \ I I I I I i I 1 1\ 124.g _I __ �,�- \ I / / \ \ 1 I 1 / J / / ' ' / / \ v A VVA I A I V I I I 67 I ' I I \ VA VAA V A V V A V I 3 47,3 �� - --' '' / n F � \ / / �_- vvA VAA AA \_\ \ \V 1 VA I I 11 81 2 W o 1 I I r / `\ \ �\\\ \ � \ \ 1 I\I I I\ I I\III 1 \ 1 I I 1 0 \ \ \ \ I I / / � / // I '� AAAVAAA\�VAAVAAVAAVAA \VA VA VAI\\I V A\\ VA A\ V A 1 1 1 \V 1 II \ AI I II I\ 2 2\ v A 2 49 3•7 - v / V I // /--- I ,',/ VA \yaAA %VAA VA VA VAA \ VA VA \VAI \ \ VAV I\ I I I I 1 \ C 53\ v A �� �� I I 1 I 1 ( 1- F 0 v v /'., l / '_ I V 1 / ,/ I \VA\gVAVAVAAVA VA VAAVAVAVA\ VA\ VA\VI VA \\\I \ V 1 \'1 I I\ I\ '\ \ I IV A A \ V A l l o m \ m 0 \V I �� l �V / I \ / - ----// ''/ /I ( �A,AAvAAAvvVA�VAVAVA \VAVA\ \\ VAVAV A \II I A \ V A A \ V yI o V I �I �O J - :. //I AVAAVAVAVAVA\VAVAVAA\ \ V A\ VIl' J V v \ v V - © \ \\\\ \ \\ \ \\\\\\\ \\ \ \\ \ \I \ \ \ \ \ \ \ \] J \ - - -- N8 ° o' 2 .26"W yvvvvvvvvyvvv�vvvvvvvv\v vv vvvvv y Vv v v v v v v V A V v v v �v v vv vv v v �- -'- v vv _ v --- I I 9 7 7 v vv vv v �wv� v�� vvvvvvvvv vv vv vv vv vS3�"v4 3 83"J(1/ vv v v v�� � - _�� v - v v V ( v,\ I -- -- \ I , I / 42.288 \\\ \\\\ \\\\` \\ \\\\ \ \ \ \ \\ \ \ \ \ \ \ \ ` \\ ` \-_ - _ - \ _ _ \/\ \ \ \ / , v v I I vv �v` v` , IV vv vvvv v v v v v v v v v v vv vv v `v59•395`v v `�- I v 11 "- �� \\ v v \ tVv , v \ / vv vv v A v v vv v A\ V A AVA AVA \ VAV \ \ \ V Av v vv v vv - A V AV A V A -� - A \\I\ \ \ \ EXISTING FLOODWAY a \\ \\ \\ \ \ \\\\ \\\\�\1 \` \ \ \ __ M M \ F� I LIMITS v vv v v8 v v 3 - / v v v \-\ \ \ I I \4 \\ \\ \\ CI\ \ \ \\ b \ \ \ J W W / \ \ \ \ \ \ \ vvv; i�� v1 A v`vvvvv v v v v v �S'2v8 v5� �+6 v v v�vvv vv vvvv HF-I I � v v v vvv vv v vv v ,v vv v vv v v v v v v v �r- / v \v vy vv vyv v vv v v v v v v vv v v 6 v _ / oo couR v w v - 11 I '/ ,� -v \ \ v vv vvvv vvv vvvv \ vAA A vA V v V v \5� \ _ COS \ v v vvv vvvvv,v v vv v v v _ _$ v -- v v / vv \v v v v v�v v v v v v v vvv I v vv v v - -- - F ON v /' � v v v v v v /, v v vvv vv v v vvv v vv v v v v vv vv V V v � � vv v v v v v\ �� V I IvvI vv � `vvvvy v v vvvvvvvvvvVVAAVAvvvAA �VVA VA AVA VA vAAAVA VAVA v - v vv vvv vv \ - �- V A� V \ V / / v `yv vv vvv \\ v V v- v A\ VAVA AVA AVAV v / v -- AA - __ V AA A \ \ AA VAV A VA V AV A \V A V A r , - - \ \ \ \ \ \\ \ \ \\ \\ \ \ \ \ \ \ 9) � _ \ I \ \ / / \ \ � / v v v v -_ v v v vv �v vv v v v v v v v / q v v \\ \`\ \\ \\ \ ,/ •\ \ \\\ \ \\ \\ \\\\\\\ \\ \\\ \ \\\\\ \ \\\ \\\ \\\ \\ \\ \\ \ _ D le \ \ \ \ \\ \\\ \ \\ \ \ \ \\ \ \ _\ \ \ \ \ \ o \ I \ / \ \ \ \ \ I / \ \ \\ \\ \\ \\\ \ \\ \ \\\\ \ \\ \ \ A\\ \ \ \ \\ \ \ \ \ \ \ \ J \ _ \ \ \\ \ \ \ \ \\ \ \\ \\ ' \\ - \ \Il / ` v vyv v v - _--- v a vvvv I, vvvvvvvvv vvvvvv v v vvvvA IV, v v v v o ti ��I v v _ v v v v v v vv v vvvv vv v v v v v� b 1 �2v Vv w _ _- - i - I / v v v v� - \ \ \\ \ �\ 1 Tr� \ \\ \ ", \ \\\\ \ \\ \ -4 I I- \ _--- \ \ - \ \ \ \ I \ \---- \ \ \ \ \ \\ \\ \ \ \\I\\11\ \\ \ \ \ I \ \ \ \ \ 1 / , -Z \ \ \ \ \-- \ - \- \ \ !v� \ \\ \\ \ \\ \\ \\ \\\ 11 \ \ \ \ \ \ \ \ \ I \ -J \ F- m I N I / / / \\ -� v v v v v - v - V V A v V AA \ VAVA1 11 A V v v vv A A \ V A\ -\ _� I \ v II / o l N I N \ " \A."- \ v - vvvv vv vvv v I v vv vvvvv v v v6�� - ��� v ---- - v VAA VA A vA AVA \ v v A V A V I V A - \ o '-- o I co 1 � N F- I v- I / A I - vv _ vv v v I v Av _ -> - - A \ V A \ VAAAA\ VAAA v VAV I v v vv vv v A \ V A \V I % + j �\ \ �\ \ \ \\\\ 1 \\ \ \ \ ` r l \ \ - / \ \ \ \\ \ \l -\ \ \ \ \ 1 \ `v vv vvv v NORTH FORK ��v vv �9 v\vvvv vvvvvv vvv v� v�v��v vIv v I II l o o I o J v vv v / v / 1-I v v v v v AAV v v---- v vv v o v �- �v F 11 O O J J I � J � � v v v \\ \ \\\ \\ \ \ \ \ \ \ \ b \ \__ 3 I 3 \ , - \ \ \ RIVANNA RIVER \ d ��% \ \ \\\ \\\ \ \ \ - - \ \\ `' \ \\ \ \ \ \\ \ \�,-\\\,. a 1 \\ \\ I -\ -� \ o J J \ \ \\ \- \ \ ` ___--- .' \, \ 4 \\\\\ \ \ \\ \�\\ \\\\\I\AA\\\\\\IIII III Ifi11 \ `I-- ------ - I J s = \ \ / v v v �- v v , I----- V / \\ , , A VAA VAVAA VA \ I11 I 11 Y IIIIII 1 I I I I A \ \ v I 1 �, @p \ 1 -41 V A � \ \ pt5 / , \ \ A A\\V A A A VAA IAV I Id 1 I III - 11 �„ II" I A v- v _ V A / p A v v vv V A --� -- V I A \I� V A VA \\ VA A II III1'_ 1 I I I I \\ \ V AA ,11 I \ V A / A \ \ \ \ / > \ /_ \ \\ I I \ \ \ \ - - \ \ `\\ // / _ --J _ \ \ \ \,\ ' \ \ \\\\\\ \\\\\\\\III IYIIIIII11I11j1111 I I \ \ - \\ \ \\ � o I IIII _ _ --- ------ '\ 50 ,\5g \ \ , t3 �I -_- - --v A \ / __ - -- ----- A V A V A V Vv A rA' ° v IIA , A o , v __ _ _ v - _ - - -� - A A A A A A v1 AI I- II \ _ _ A V ----_--- \AI,\\ - - --- ---- - -- --� --`--- \\ \A \ \ \ � Y .11i 11 1111I \ \\\ \ o \ __-- - --__ //, \ , _ _ - c v VAA A I -I t - v - , - --- --- --- �'/ ��---' -- ------ - - _ _ _ / 1 �- - - _ --- -- -_-------------- �yygg -- - --------�/� v --_- '- ------ -- --- - - -- \\ VV A A 1`ifp111�11111I 11111j I�1111111 - - I\ � - _ --_ ` � _- v ,/ � -- -- - \ -- - -__--------------------- -��C, -`-- v 1 � A A A IIIIII 111 IIIII II IIIIII I I I I I111 I\ 1 A V A\ v - 1 � 11� I � � IA / \ \ \v 1 A - v V 1 \� 11 1 1 1 1 I - I _ »" �_ I ---_ V A z -- v v V I A \ I/II/11111111I11 �1111�11�III11I IIII V A V A A v- I I' - - _ �*� v v - _ , % \ \\ \ ROCS \ , �pq s3 V A�-- -- -- ---� A --- -- , \ \ \ \� \ 1 111 IIII II 11 I1111 A V I -___ _ v �! `v I / Y' � \ N \ I I II I I v A. v v , A - 1 _�v \ 1 I III 11 11 I II I IV 11 -- -----7 `' \,� c1 _ - / \ \ 11111 IIIII I III I III I \1 1 \ \ \ --\\ \ \ 1 � / . \I � � 1 g \ \ ti 6 , \ 26.2 0 \ II I \ \_ _ - _ _ 1 � \ \ o s _ , 3 4 v 1 111o1 II III IIII , 1 , v v - - - -- I - _ � V"&; 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COLLINS'� ,U Lie. No. 035'791,� ZONAL t� V) W z Q = U 0 Q Q W U) co U pp U Z_ r- `) O= 0�u M z w �/� af Vl Q m � w m J Q W Lu w w d 0 W w 0o rn o 1-4 N M � O .�-i n N -I N � l7 L W wn L W Z J J lJ VJ M 0) N 1 C) N N Lu J_ w I- 0 Ld_ Q 2 U I C/) LL�u/ �L.I^_ U) I- �Q V C) N z ^J ai 0 z O C)C z O J z_ � LL Lu 0 1 O6 (1 z Lu O = z a- O runn C) V O z OU) x u< m w J I- � � w W a Ln JOB NO. 122071 SCALE 1"=60' SHEET NO. 2 N �z -C I1J N W z - � cz O W �U) O z Q-, C = U O � o o - -C E � 0 v) c � o U a O c U �� 0 L O 3 Q v) v) 0 L -0 Q x - 0 O N 0- E O .- u 0 � z C Lf _y w U w z 0 = z .0 w - U n C L z - = v) C U OU O O L a Q oC Q L, O > _0 -3 C U O x' O U L -C - I) � O ■ O I i ► C, O 0 0 MANAGED SLOPES Q PRESERVED SLOPES PROPERTY BOUNDARY (TYP.) Plant Legend SUNSET AVENUE - PLANT SCHEDULE SYM BOTANICAL COMMON NAME SIZE �CANOPY(If)� QUANTITY TREES T-1 QUERCUS RUBRA NORTHERN RED OAK 3 1/2" cal. 541 6 T-2 LIQUIDAMBAR STYRACIFULA SWEETGUM 3 1/2" cal. 329 5 T-3 CELTIS X OCCIDENTALIS HACKBERRY, MAGNIFICA 3 1/2" cal. 735 5 RETAINING WALL SCREENING ALONG DISTURBED STEEP SLOPES- PLANT SCHEDULE SYM BOTANICAL COMMON NAME SIZE CAN 0FY(sf) QUANTITY SCREENING SHURBS IC ILEX CORNUTA'DWARF BUFORD' DWARF BUFFORD HOLLY 18" ht. min. 14 103 0,0 O / DOUBLE STRAND #12 GAUGE WIRE I J // WITH RUBBER HOSE &TURNBUCKLES - TREES UP TO 4" CAL. SHALL BE STAKED / WITH 2-2"x2" HARDWOOD STAKES. O — \ / 2"x2" HARDWOOD STAKE I TREES OF 4" CAL. OR LARGER SHALL BE i _ i CUT &REMOVE BURLAP FROM TOP � GUYED WITH 3 EQUALLY SPACED, TWISTED, / O O 3/3 OF BALL AS SHOWN AND TURNBUCKLES. LOOP HOSE AROUND O \ 1 O SCARIFY SUBSOIL TO 4' MIN. DEPTH / f / TRUNK. FLAG WIRES WITH COURVEY TAPE. O /^� I �� ` f MULCH SAUCER \ % REFER TO SPECIFICATIONS FOR O /_ �/�// FURTHER INFORMATION O O O FINISHED GRADE O O ` j I TREES UP TO 4 CAL. SHALL BE STAKED. O O �,� TREES 4 CAL. OR LARGER SHALL BE �I / (27) IC I GUYED WITH 3 EQUALLY SPACED \\ \I TWISTED, #12 GAUGE WIRE _ GUYWIRES WITH RUBBER HOSE AND ��� O \'�� LOT ]2 I I AND TURNBUCKLES. LOOP OISE HOSE — y TURNBUCKLES 2/3 UP TREE O j P 7i9 3 I 2 HT. OF E - _ AROUND TRUNK ABOVE BRANCHES O / PROPOSED 20' PRIVATE \ LA: 6 SF LOT 73 _ — �� — =III AS SHOWN, FLAG WIRES WITH 2"x2" HARDWOOD STAKES, ALIGN / I — TO j r TOP OF STAKES ® SANITARY SEWER EASEMENT \ BA: 3,524 SF LA: 8,i53 SF I II I II I Il l it FOURDDITIO AL INFORMATION. N. 1 i� \ 1 BA: 4,653 SF FOR ADDITIONAL INFORMATION. MULCH SAUCER LOT 1 �' 1V ] III AMENDED SOIL MIX V /' VA i AMENDED39ttiMIX / \ LA: 8,132 SF \ H1 FI I I �� ������ � —"— COMPACTED SUBGRADE PROPOSED WALLS / \ \ \ BA: 3,539 SF lllllll „ ,,,1 =III= (MAX. HEIGHT - 8') \ PROPOSED TYPE A Tree Planting and Staking Detail =III=1 III=11 SUNSET DRIVE Curve Data Description Station Northing Easting PC: 34+25.000 3947132.464 11S05S38°728 RP: 3947048.047 11505287.006 _PT: 34+85.954 39471-87.533 11505512•913 Delta: 130 09' 14.3517" Type: LEFT Radius: 265.5oo DOC: 210 34' 49.1932" Length: 6o.954 Tangent: 30.611 Mid -Ord: 1.747 External: 1°759 Chord: 6o.820 Course: N 25° 06' 58.6433" W Tangent Data Description PT Station Northing Easting Start: 34+85.954 39471-87.533 11505512•913 End: 35+45•S70 3947237.977 11505481.140 Length: 59.616 Course: N 320 12'18.76og" W Curve Data Description Station Northing Easting PC: 35+45•S70 3947237.977 11505481.140 RP: 3947394.442 11505722•931 PT: 36+34.631 394731-8.984 11505444.992 Delta: 3.70 43' o5.6228" Type: RIGHT Radius: 288.000 DOC: 190 53' 39.7250" Length: 89.o62 Tangent: 44•889 Mid -Ord: 3.436 External: 3.477 Chord: 88.707 Course: N 24° 02' S3.3886" W Tangent Data Description PT Station Northing Easting Sta rt: 36+34.631 3947318.984 11S05444.992 End: 37+40.875 3947421.517 11505417.156 Length: 1o6.244 Course: N 15° 11' 20.5772" W ■ I \ I \ IPROPOSED STORMWATER MANAGEMENT FACILITY I � � rrTi // \ /!i, rTi�/�rT O BLOW -OFF & VALVE / / I Not To Scale :: = = CUT AND REMOVE BURLAP FROM TOP 1 PROPOSED 2o' ACSA \ / / / \ — U ICI II11111111 i/30FBALL ASSHOWN UTILITY EASEMENT \ / / PROPOSEDio'PRIVATE J J II — — SCARIFY SUBSOIL TO4"MIN. DEPTH SANITARY SEWER EASEMENT co-1 =III=III=11 LOT ]O III— COMPACTED SUBGRADE p�—III LA: 7,564 SF MH-48 z �REMOVE BLOW -OFF AND CONNECT co BA: 3,266 SF / 0 o Evergreen Tree Planting Detail _ TO EXISTING 8" DI WATERLINE. EX. Ln Z Not To Scale / 8 DI W/L LOCATED WITHIN PUBLIC — I R/W & WITHIN 5' OF PROPERTY Z PROPOSED 3' V1 0 PLANTING STRIP I = X--------- TIE-IN TO EXISTING PROPOSED 'NO LUVDOT STD. CG-6 ALONG PARKING'SIGN SUNSET DRIVE I MH PROPOSED DRIVEWAY (TYP.) i / LOT 69 i R TIE-IN NEW CURB TO` LA: 7,SF PROPOSED 8"x4l' REDUCER z EX. CURB ALONG I/ BA:3,778 785F v/ HUMMINGBIRDLN. I / I PROPOSED'NO rl 0 PARKING' SIGN L p PROPOSED 8" CL. 52 DIP V1 S �o T• SANITARY SEWER BETWEEN PROPOSED 4" DI WATERLINE N 3�� � 8S9 M —4- v, S -- County of Albemarle Conservation Plan Checklist— To be placed on Landscape Plans (I3andbook, pp III-284-111-297 for complete specifications) 1. The following items shall be shown on the plan: U Trees to be saved; Q Limits of clearing (outside dripline of trees to be saved); ® Location and type of protective fencing; ILI Grade changes requiring tree wells or walls, ® Proposed trenching or tunneling beyond the limits of clearing. 2. Markines: 0 All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators. ® No grading shall begin until the tree marking has been inspected and approved by a County Inspector. 3. Pre -Construction Conference: L1 Tree preservation and protection measures shall be reviewed with the contractor on site. 4. Equipment Operation and Storage: Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the driplines of trees to be saved. 5. Soil Erosion and Stormwater Detention Devices: ® Such devices shall not adversely affect trees to be saved. 6. Fires: Fires are not permitted within 100 feet of the dripline of trees to be saved. 7. Toxic Materials: ILI Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved. S. Protective Fencing: ® Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing. ID Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction. 9. Tree Wells: LI When the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail submitted for approval. 10. Tree Walls: ILI When the ground level must be lowered within the dripline a tree to be saved, a tree wall shall be provided; and a construction detail submitted for approval. 11. Trenchine and Tunneline: '✓� When trenching is required within the limits of clearing, it shall be done as far away from the trunks of trees as possible. Tunneling under a large tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots. 12. Cleanup: ® Protective fencing shall be the last items removed during the final cleanup. 13. Damaged Trees: EI Damaged trees shall e treated immediately by pruning, fertilization or other methods recommended by a tree specialist. NOTE: IT IS THE DEV OPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION REQUIREMENTS. 2/23/18 OWNER SIGNATURE CONTRACT PURCHASER SIGNATURE XISTING 8" DI WATERLIP v MH 48 & MH 45, TYP. I 1 0 " VDOT STD. CG-6 - 0 — + M U 0- t 34 5 34+oo � W, +00 M I PROPOSED 5 ° w ? W 35 � I — — 37+o0 —� a SU SET DRI E o - EX-MH-41B �� SIDEWALK ''- T 36+50co to I 35+5 0 'N = 33+So I - 36+o0 �/W) T _. + o EXISTING 8" SANITARY SEWER v - N ^' Ln AR. WIDTH - -- - M LOCATED ONSITE(V PUBLICI I _ ° a LOT 68 a ° LA: 6,983 SF o -- q o ° -,° II (6) T-1 ® `s 00 y BA: 3,331 SF MH-46 -r l�rir' —PROPOSED 4" 450 BEND- "� ° (5) T-2 / s — — \ `r�`,� S / a T- PROPOSED WATER — — 5 I I VDOT STD_CG-6 - SERVICE (TYP.) / / 4 ti I � / � (5) 3 MH- 2 i 5 ® I _ 20 FRON SE�BACK (TYP. I / // TIE -INTO EXISTING 1 / I;x \ H I PROPOSED FIRE HYDRANT ONSITE MH-41B PRO/POSED SANITARY _ ,—"- l 1 1 J /SEWER LATERAL (TYP.) PROPOSED ' S F \ I PROPOSED 20' ACSA / / C • r i ii/iT! PLANTING STRIP LOT 65 I L UTILITY EASEMENT a' 9,7�3 SF / / / PROPOSED SIDEWALK EASEMENT S 'Qji„ LOT 64 1 LOT 6 l 0,1 LA: � LOT 6] H/ LA: 7,367 SF I I - -3 LOT 62 0 BA: 2�996 SF / / y / LOT 60 `S \ LA: 8,303 SIF / LOT 66 I BA: 2,4o6 SIF I LA: 6,875 SF LA: LA: 5 BA: 2 SF / / I I BA: 2 21 SIF 5J95 SF 7� 48 SF Ln Ln \ rr ,934 LA: 7,510 SIF I I ry I 'S BA: 2 125 SF I BA: 3,124 SIF I M ri BA 3 482 SF I I I W (DATE) (DATE) 5/1/06 Page 1 of 1 I m l I �I I . !/ _ I I o / MH-44 _ 1 S / 5 r I / s......— r// \ \ PROPOSED 8" SDR-26 PVC — -- r SANITARY SEWER BETWEEN — _ -- _ _ _ �s �*s—L( / ----- _� s ... MH 45 & EX MH 41B TYP. I-=== __- I I ® I O 0 O O O O O 0 � O MH-43 O ��- O 4 — / i/r ii — /%Lr r l O O Q 0 0 O O O O O — �� NOTE: LOTS 57-6o APPROVED (D O O \ WITH THE PHASE 4 ROAD PLANS PROPOSED WALLS O O SUB-2o16-08 O (MAX. HEIGHT =14') v6) IC P H A5 i PROPOSED STORMWATER PROPOSED 20' ACSA MANAGEMENT FACILITY UTILITY EASEMENT \ \ Lrr,, OPEN SPACE PROPOSED STORMWATER - — r--MANAGEM ENT ACCESS & i7r;j!/ 14.26 ACRES / \ MAINTENANCE EASEMENT i / it ri? i ii i rr? ri %r<r;� � !; iLi! rTi r iirr i? rl rii r' i� O f O 0 O 6 w EXISTING MANAGED STEEP SLOPES (TYP.) EXISTING PRESERVED STEEP SLOPES (TYP.) GRAPHIC SCALE 0 15 30 So (IN FEET) 1 inch = 30 ft. i LOT 58 / / LOT 57 120 0 CJ 14 SCOTT R. COLLINS'� Lie. No. 035791,�L, ZONAL E / co rn o \ 171) � n O� - .\I \ / N � N � C� M Z 00 N I® CY) I N d) N N > LJJ J \ LLLI v CU W' LU �\ U) LU ZLu LOT 33 / \ \ IIIIIIIIIIIIIIIIIIIIII� U) / IIIIIIIJ LJJ X IIIIIIIJ Q LOT 32 O � / N PHA 5 E 8 LOT 1 3 1, LU J F LU LU LU a � JOB NO. 122071 SCALE 1"=30' SHEET NO. 3 FILL NOTES: 1. THE NORTHERN AND WESTERN FILL EMBANKMENTS SHALL BE ANALYZED AND APPROVED BY A 3RD PARTY GEOTECHNICAL ENGINEER. THE GEOTECHNICAL ENGINEER SHALL BE PRESENT DURING CONSTRUCTION AND SHALL PROVIDE THE CONTRACTOR WITH HIS OR HER APPROVAL PRIOR TO THE ISSUANCES OF CERTIFICATES OF AT A MINIMUM SETTLEMENT/CONSOLIDATION AND SLOPE STABILITY. 2. ALL FILL MATERIAL SHALL CONSIST OF TYPE I SELECT MATERIAL AS DEFINED IN SECTION 207 OF THE 2o16 VDOT ROAD AND BRIDGE SPECIFICATIONS. I I I I I II I I I I / I NOTE: JUNIPER PLANTINGS SHALL BE REQUIRED EXISTING PROPERTY BOUNDARY (TYP.) I �ON ALL SLOPES STEEPER THAN 3:1(TYP.) PROPOSED RETAINING WALLS, TYPICAL.WH MAXMUM HEIGHT=6' REILOCATED OVER DISTURBED STEEP SLOPES I I I I 467 W/ 467BW I 4646"' / O 3 I 466 B (off 1 vv vv V A I / vIV 66TW/�� 4 6BW. Ix CONTRACTOR SHALL INSTALL YARD DRAINS AND PIPES AT / \� 466 \ \ \ \ \ \ THE REAR OF THE LOTS, AS SHOWN. THE PROPOSED HOMES 456 BW 4 / I \ \ \ \ \ ASSOCIATED WITH THIS PLAN SHALL HAVE GUTTERS IN THE / I I I I \ \ \ \ \ \ REAR THAT TIE INTO THIS DRAINAGE SYSTEM. SMALL SWALES / 456 I \ \ \ \ ARE ALSO PROPOSED AT THE REAR OF LOTS 61-67, 71 & 72 TO / 4 ° BW a / I I I \ \ \ \ I ENSURE RUNOFF IS DIRECTED INTO THE YARD DRAINS. THIS 451111W U� / I I I I I \ \ \ \ \ DESIGN WILL ENSURE RUNOFF IS NOT CONCENTRATED AND /451 BW I I I \ I FLOW WILL BE RELEASED ALONG THE EMBANKMENT OVER / \ \ I DISTURBED STEEP SLOPES IN A SHEET FLOW MANNER. I I I I I I I IA I I III I / 476 TW BW I I I I \/ '489 I I I I I I I I I I I 476 W / 466 TWA � 47 46 BW 1 46o BW I I I III II I I I \ 466 TW \ 456 BW �• 464TW I I I I I I I I N 4 613W CIO/ '<I rn CO *LOT 70�� �� I 48 5o FFE / // // // // , / / / /// I / I ■ 4664g / -I I 479.66 BSMT / 468BW � I / \ PROPO PROPOSED WALLS - MAX. HEIGHT=8' *LOST 69 II I\\ 464 489.5o FFE I � T / I / / / / 46a BW I/ 479.66 BSMT V/ (p0 // \ z.3i 488.9 \ /76 TW 4�68 BW \ 476 TW \ 'o BW o *LOT 68 489.25 FFE 479.4 I 1 BSMT LOTS MARKED WITH AN'*' DENOTE / / I BASEMENTS. BASEMENTS WILL\ / I I HAVE TO HAVE GRINDER PUMPS I / \ M k. INSTALLED IF THE BASEMENTS ARE / /> LC \ TO INCLUDE PLUMBING FOR SEWER\ 288 \V I o 446 �80 478•� I I I PROPOSED SWM ACCESS PATH I \ �I PROPOSED SWM & ACCESS EASEMENT I ? 6 ° 8 TW I I I �0' � // 478 BW OQ RIPRAP I so I � SWALE I I I l/l7�/� � 47s I PROPOSED 14 LF OF VDOT STD CL III Drainage Easement Chart Structure Area Cw to Pipe No. Size inches Mid -Point Depth feet Easement Width Required feet Easement Width Provided feet (Acres) (Min.) �� �H 0 439 24 7.5 20.0 20.0 441 24 11.0 26.0 26.0 EX-1 4.79 0.52 11.0 / 440 0.00 0.40 5.0 / / / // // / / / / / 443 24 12.2 28.4 28.5 SCOTT R. COLLINS'7' 445 24 10.0 24.0 24.0 442 0.00 0.40 5.0 O 447 24 12.0 28.0 28.0 444 0.00 0.40 5.0 T-) Lic. No. 035791 449 24 11.2 26.4 26.5 446 0.00 0.40 5.0 448 0.00 0.40 5.0 SIONAL '' 450 0.55 0.45 5.0 OPP / 452 0.29 0.45 5.0 �y / 454 0.41 0.45 5.0 NOTE: PRESERVED AND MANAGED SLOPES ARE SH OWN ON THIS PLAN. I � \ / 456 0.40 0.45 5.0 474' I I PORTIONS OF THE PRESERVED SLOPES WILL BE FIELD SURVEYED PRIOR TO / \ / u ' I 2 0.01 0.40 5.0 t 476 4Bw THE VSMP APPROVAL TO VERIFY THE LIMITS OF THE 2 % SLOPES ALONG I A \ - 28 I \� 5 \ 4 0.03 0.40 5.0 _ THE EDGES OF THE PRESERVED SLOPES. ANY PRESERVED SLOPE AREAS AA \ / 0 I THAT ARE MODIFIED DURING THE FIELD SURVEY VERIFICATION PROCESS \ \ \ V 6 0.06 0.40 5.0 SHALL BE UPDATED AS MANAGED SLOPES ON THE PLANS. - - - \ I 8 0.03 0.40 5.0 � c�rv� 10 0.13 0.40 5.0 / � A < 4w\ I / \ 12 0.07 0.40 5.0 1� // v _ 14 0.13 0.40 5.0 16 0.28 0.40 5.0 L I. 18 0.14 0.40 5.0 c I / - / 20 0.02 0.40 5.0 i *LOT ]� I I i - - T /� �\ / I 22 0.03 0.40 5.0 Z a 489.83 FFE I _.L _ T I I , / z ce \\ _ _ / r I 24 0.04 0.40 5.0 O z Lc 480.00 BSMT *LOT 73 I / / J _U \ / \ 26 0.08 0.40 5.0 F4 / -88 48� 489.83 FFE I --j \ / c / / / � p m / \ � 28 0.10 0.40 5.0 < /IT / 480.00 BSMT / / / \ \ - - / - \ �••� u 30 0.33 0.40 8.0 0 u _ c 8J9 54� / / _z \ T _ A \ / A �� V A I A � I X� V �\ V v� c LU tp k85 3° - 484.o6 A V I A \ I / \vQ-w i Z Z W W s � � 0 0 � Z Z 0 0 j CO CO W W d d 0 in �W W (n Cn w w 00 00 °,�' N tAINAGE \ �/. r i o -4 )E (TYP.) I A _ / \ / �' O I v r� " i X X 482.63 \ 4 3 �6 EP 8 \ \ / \\ / I '0 'AA� I I 482.28 482.33 484.1gTE 4 4 57 E \ / _/ \ \ - / I 484.go TC / \ \ "N / oo/ \ R; PROPOSED VDOT; 484.96 4$4. z F ti FENCE 4s1s6a STD. CG-gD \ 452 481.56 ° 454 ez� 48z.58 TC Q484.66 EP o 48z.a5 EP \ M 48499 TC • Q \ \ � � z M 484.8z \ - \ \ \ o o 481.54 ¢ \ 484:85 CL 485.ig CL / O / \ O \ 484-75EP ,`� 453 I _ �� \ \L9 \ 485.o8 TC \ \ 481.07 EP 481.z1 EP I 483.47 CL 3�50 �7vl / M / / / \ \ \ r \ so � - 37+41 484.i6 4 3 g- \� �/ 481.4o TC _ 1 --� +00 \ I 1 48i.77 CL 36+00 CL co 481. \4 CL 35 EX-1 484.66 - � M \ \ 483.z86 �� 36+ O �`� ��' 481.36CL 55 484. 9TC I I \ 484.1 5 SU 35+5° &8 \ 4a3.°° w - TIE-IN TO EXISTING STRUCTURE. I \ d� DRIVE � --- •-� -- SEE PROFILE FOR DESIGN INFORMATION.. AR. WID TH' IC R/W) -- -- ---a °. _ •43 8 \ -- - - V- ---' - - v 450 6 ���` / M� - - v� /�� s ��� } \ 45 4 88 \ v / > - A / y 4 v T V O BB.zz v 4 � � \ / ° -1 LOT 61 /� X//� / / �'1;0 /lam v -- -� •.�s� ,, 8 � _ I_ _ � 486.41GAR � N 0 4, 4 I LOT 62 / y I 484-So GAR - 8.3�FE LOT 6 I LOT 64 486 LOT 63 4 / -I LOT 66 5 I I, 487.5o FFE 484.0o GAR 483.8o GAR IT 488.3o GAR 484.5o GR Icy _I - - \ \ 00 \ 487.5o FFE 8 ! / f-. // // / / / / / LdT / 49o.0o FFE �88.0o FFE 1 1 �7 3�FE - i / / /// // / // / / / � I \ \ LU _ z _j Q � W 59 LU 8 TW EXISTING MANAGED STEEP SLOPES (TYP.) 474--- - - ---�- V � � LOT- 8Uj °\ RIPRAP LINED TRAPEZOIDAL CHANNEL 444 463TW463ew ALONG THE EMBANKMENT. CHANNEL TO II � � \ 45 454 � - � CONVEY RUNOFF FROMfTHE PIPE 2TW - - - -- - \ 48zTw PROPOSED 0 45 - 8°Tw 476 B W 4 / H �� 4s3 W 6BW - 2TW 444 4n w-- II %OUTFACE TO THE OUTLET PROTECTION. II 45 ew 44 44 STONE DEPTH=3.0', WITH A FILTER VDOT FABRIC UNDERLAYMENT. I STD. ES-1 �3 43g BW / / / / / / / ��� / LLI \ > �8 443Tw 4s3BW / / / �/ / �,_ A PROPOSED DRAINAGE \ Q 4436W �3$ PROPOSED RETAINING WALLS, 4436W 4 36W 463BW 473T / / / / / ` `'\ // / // �/ DIVIDE (TYP.) - I \ \ �F3o \ 44 TYPICAL. MAXIMUM HEIGHT=6' \ 473 BW !F8 / / / / LOT 57_ //� 3� \ V ) 2 O y� DISTURBED STEEP SLOPES �j / / /� U1 I I ;I 3.0 PDEOEP VDOT STD CL. III RIPRAP � A � O I LINED OUTLET PROTECTION. WIDTH PROPOSED PUBLIC DRAINAGE EASEMENT - // I' y� ��' LU III � AT LOWER END=14', WIDTH AT I `�8 � SEE EASEMENT CHART ON THIS SHEET ,,�o � �6 ( � �� I � \ � � `W z 1 J IUPPER END ABUTTING THE � / / ,. _ � � � � ° -� Sj I � 18 � � \ V A I TRAPEZOIDAL CHANNEL=7'. 4 \ / '�� �s \ V V A A LOT 33 r o , I 4 \ POSED P ROP6SEDPFACT ITY A \ V A \ \ I A \ JFII II II I I I I�/�. \ � i F404 WMACILITY / w H o I I I I I l / / l� / / lire/ �� v /�/L,� - - , titi �� - - , \ \ \ V A \ V A \ \ V \ V A . /i L.L " /i �-/141v 0 LOT 2 Q W / // O 4�0 O o I I I I I / / / /��rT , v v�!1C4fi I /� / �O�� \ \ V A \ \ \v \ /� / �ri r/>/ �ii /�� l>�l�i �� l ��i? � /\i ��ii � � d / � v A V A \ V A V A V � 14 I I I I I 1 /�!l/ / � �, v ' ilir /ri,/i \ _ /� PROPOSED SWM &ACCESS EASEMENT \ \ \ \ i Sri /l ��/ / �Ll L/ 1 1 I I l / 4 I I I LU - 1I II I I I I I I��% I I i?,lrii / // I I �C� A\ 1 \ A �V A\\\ V ��_ �� ��'� LOT31 I v v \ \ III I I l l I I I I I I I .1 / -_- 7 / 1/ / _ \\ 'v/ / / PROPOSED SWM ACCESS PATH / / / �" \ EXISTING PRESERVED STEEP SLOPES (TYP.) iT I I I I) l I I I I i�<lli v` / I / l l / `\ V A \ _ o 0 1 XISTING too -YEAR FLOODPLAIN \ \ \ s \ \ \ 400�' 1 I I I V A ii�r�/i /,ii!/� / / / _ _ _ _ _ / / / /l l /l /l l / 39a v w v I /!//,�/ / / / / / / - / / / / / v v v v v v v v GRAPHIC SCALE o O 1 0 60 lzo O i3- i \ \ \ \ \ \ \ \ \ \ \ \ \ \ 3 5 3 _\ \ �/ �� � v \ \ A v A \ V \ V A A \ � `� -_ (IN FEET) PROPOSED SWM &ACCESS EASEMENT 11nch=3 ft. - --- 9F >y \- - _ LU w U) JOB NO. 122071 SCALE ill =30' SHEET NO. 4 ROAD NOTES GRADING (jeneral (-onstructlon Notes for Streets 1. THE LATEST EDIT/ON OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE STANDARDS OF THE (This list is in addition to the General Construction Notes) VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS SHALL GOVERN THE MATERIAL AND 1. Construction inspection of all proposed roads within the development will be made by the County. The CONSTRUCT/ON METHODS OF THIS PROJECT contractor must notify the Department of Community Development (296-5832) 48 hours in advance of the 2. WHERE UNSUITABLE MATERIAL IS ENCOUNTERED IN THE ROADWAY, IT SHALL BE REMOVED FROM THE start of construction. ENTIRE ROAD RIGHT OF WAY WIDTH AND REPLACED WHERE NECESSARY WITH SUITABLE MATERIAL TO THE SATISFACTION OF THE ENGINEER. 2. Upon completion of fine grading and preparation of the roadbed subgrade, the contractor shall have CBR 3. ALL GROWTH OF TREES AND VEGETATION SHALL BE CLEARED AND GRUBBED FOR THE ENT/RE EASEMENT. tests performed on the subgrade soil. Three (3) copies of the test results shall be submitted to the County. If a OTHER TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD INTERSECTIONS SHALL BE subgrade soil CBR of Zo or greater is not obtainable, REMOVED. a revised pavement design shall be made by the design engineer and submitted with the test results for 4. ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER PR/OR TO THE approval. CONSTRUCT/ON OF THE SUBGRADE. 3. Surface drainage and pipe discharge must be retained within the public right-of-way or within easements DRAINAGE prior to acceptance by the County. All drainage outfall easements are to be extended to a boundary line or a 1. ALL PIPE CULVERTS, EXCEPT PRI VA TE ENTRANCES, SHOWN HEREON ARE TO BE RCP WITH A MINIMUM COVER OF ONE (1) FOOT natural watercourse. 2. STANDARD UNDERDRAINS (CD-1 OR CD-2 OR UD-4'S) TO BE PROVIDED AS INDICATED ON THE PLANS, 4. Guardrail locations are approximate. Exact length, location and appropriate end treatments will be field OR WHERE FIELD CONDITIONS INDICATE. verified at the time of construction. Additional guardrail may be required at locations not shown when, in the J. ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH AND HAVE A opinion of the County Engineer, or designee, it is deemed MINIMUM DIAMETER OF FIFTEEN (15) INCHES AND SHALL BE PLACED IN ACCORDANCE WITH THE VIRGINIA necessary. When guardrail is required, it shall be installed four (4) feet offset from the edge of pavement to DEPARTMENT OF TRANSPORTATION SPECIFICATIONS UNLESS OTHERWISE NOTED ON PLANS. the face of guardrail, and roadway shoulder widths shall be increased to seven (7) feet. 4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SATISFACTION OF THE ENGINEER. 5. Where urban cross sections are installed, all residential driveway entrances shall conform to VDOT CG-9A. DRA/NA GE EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATERCOURSE. 6. Where rural cross sections are installed, all residential driveway entrances shall conform to VDOT standard PA VEMEN T PE-1. 1. AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO THE PLACEMENT OF THE AGGREGATE BASE MATERIAL. /F THE SSV VALUES ARE LESS THAN 10, THE DEVELOPER WILL BE 7. Compliance with the minimum pavement width, shoulder width and ditch sections, as shown on the typical REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECT/ON. pavement section detail, shall be strictly adhered to. 2. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND COMPACT/ON BEFORE 8. Road plan approval for subdivisions is subject to final subdivision plat validation. Should the final plat for BASE /S PLACED. this project expire priorto signing and recordation, then approval of these plans shall be null and void. J. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING THE MATERIAL MEETS REQUIRED 9. All signs or other regulatory devices shall conform with the Virginia Manual for Uniform Traffic Control GRADATION FOR TYPE /, H, OR /// PR/OR TO PLACING AGGREGATE BASE. Devices and the Albemarle County Road Naming and Property Numbering Ordinance and Manual. 4. THE REQUIREMENTS TO PUGM/LL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT THE so. Traffic control or other regulatory signs or barricades shall be installed by the developer when, in the INTERMEDIA TE COURSE IS BEGINNING A T THE COMPLETION OF THE INSTALLA TION OF THE AGGREGA TE BASE. THE PUGMILL REQUIREMENT SHALL APPLY IF MORE THAN 60 DAYS ELAPSE PRIOR TO APPLICATION opinion of the County Engineer, or designee, they are deemed necessary in order to provide safe and OF INTERMEDIATE ASPHALT, OR SURFACE COURSE, IF DESIGN DOES NOT INCLUDE AN INTERMEDIATE convenient access. ASPHALT LAYER. 11. The speed limits to be posted on speed limit signs are 5 mph below the design speed, or as determined by 5. THE USE OF AN AGGREGATE SPREADER IS REQUIRED WHEN PLACING AGGREGATE BASE. VDOT for public roads. 6. BASE MUST BE APPROVED BY ENGINEER FOR DEPTH, TEMPLATE, AND COMPACTION BEFORE SURFACE 12. VDOT standard CD-1 or CD-2 cross -drains under to be installed underthe subbase material at all cut and TREATMENT /S APPLIED. fill transitions and grade sag points as shown on the road profiles. 7. PRIME COAT MUST BE APPLIED TO BASE MATER/AL PR/OR TO PLACEMENT OF ASPHAL T (PRIME COAT 13. A video camera inspection is required for all storm sewers and culverts that are deemed inaccessible to RC-250 ©0.3 GAL./SQ. YID.). VDOT or County inspections. The video inspection shall be conducted in accordance with VDOT's video 8. BITUMINOUS SURFACE TO BE APPLIED IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS camera inspection procedure and with a VDOT or County inspector present. 9. ENCROACHMENT- POSTS, WALLS, SIGNS, OR SIMILAR ORNAMENTAL STRUCTURES THAT DO NOT ENHANCE A ROADWAY'S CAPACITY OR TRAFFIC SAFETY, SHALL NOT BE PERMITTED WITHIN THE RIGHT OF WAY. ONLY THOSE STRUCTURES SPECIFICALLY AUTHORIZED BY PERMIT ISSUED BY VIRGINIA DEPARTMENT OF TRANSPORTATION MAY BE LOCATED WITHIN THE STREETS RIGHT OF WAY. General Construction Notes 1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1(horizontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards forthe Construction Industry (29 CFR Part 1926). END -SECTION 1211 - 6011 PIPE NOTE: MANDATORY INSPECTIONS AT THE FOLLOWING PHASES ARE REQUIRED HUB END ON OUTLET END -SECTIONS SPIGOT END ON INLET ENDSECTIO-SECTION BY AN ENGINEER TO CERTIFY THE CONSTRUCTION OF THE ROADWAY FOR __ FINAL ACCEPTANCE BY ALBEMARLE COUNTY: t I _ ____ w CONCO ETEPSIMTOAIB i. INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED. -- PLAN ii. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING COVERED. c e DAMS MrORSTEFABRIC x, iii. CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE -- -J- PLACEMENT OF ROADBED BASE MATERIALS.-4 iv. A FINAL PAVEMENT DESIGN, BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED SECTION X-X END VIEW TESTS, SHALL BE COMPLETED AND APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED v. PLACEMENT OF BASE MATERIALS INCLUDING STONE DEPTHS CONSISTENT WITH THE APPROVED PAVEMENT DESIGN PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES FOLLOWED BY FIELD DENSITY AND MOISTURE TESTS AND THE PLACEMENT OF A PAVING COURSE AS SOON AS POSSIBLE. vi. CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, UPON COMPLETION AS PART OF THE FINAL INSPECTION. vii. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING THE ENGINEER AND ALBEMARLE COUNTY A MINIMUM OF 48 HOURS PRIOR TO EACH OF THE ABOVE PHASES OF CONSTRUCTION TO SCHEDULE AN INSPECTION. viii. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS WILL REQUIRE ADDITIONAL TESTING OF THE ROADS AT THE DISCRETION OF VDOT OR MAY LEAD TO THE ROADS NOT BEING ELIGIBLE FOR STATE MAINTENANCE. -- ------ 2iC PIPE ------ DIAMOND" BLOCK DIAMETER _ �__ (M� 3"" (MIN) SOIL COVER BETWEEN E AND GEaGR1D --__ _ - �J/ UTILITIES DESIGNEDgy(>THERS Y iMIN) SOIL COVER �_ 12" {MIN) OF FREE- EETWEEN GEOGRID DRAINING AGGREGATE I LAYERS Thlsnaxinp isfwi staeue R 31a.-1 -. ....rD ANCHOR' P..F-�,Ira,].1--dam Di Face Retaining Wall System 5UILD SOHerRINO HeAUn1FUL - ��a,.sr„rAa".„_- (OR EQUIVALENT) m �15 Pm`,a 4Ja E LLc N9"t.'.:. 'ler-: DARE! C""!)"u'rtx SPI Typical Cross Section With Parallel Utilltles - D19T21 N are ^' Anrhv LYall5rsl�, Inc P�eesiv.M �'"9i-'. END SECTION DIMENSIONS PPE DIAMETER A B C D E 12" 4" 2'-O" 2'-O" 4,_0" 2'-O" 15" 6" 2'-3" 1'-9" 4'-D" 2'-6" 16" 9" 2'-3" T_9•' 4'-O" 3'_0" 2V 9 2'-11" 2'-1" 5'-0" 3,_6•, 24. 9 3'-7" 2'-6" 6'-1" 4'-O" 27" D •, 4'_O" 2'-l" 6'-1" 4'-6" 30" 1'-O" 4'-6" 1'-7 8'-1 5'-0" 33" 1'-1 ' 4'-101 2'-3 7'-1 5'-6" 36" l'-3" 5'-311 2'-D 8'- 6'-0" 42" 1'-9" 5'-3" 2'-U"" B'-2" 6'-6" 46 2'-O" 6'-0" 2'-2" B'-2" 7'-O'• 54" 1 2'-3" 1 T-5" 1 2'-9 „ 8'-2 „ 7'-6" 60" 1 2'-11" 1 5'-011 1 31_311 8'-3" W-0" REFERENCE 302 I SPECIFICATION 40., 9 11Z R/W CONCRETE SIDEWALK 114 "• 1' PLAN77NG STRIP 2 J "SM-9.5A SURFACE COURSE 3" BM-25 INTERMEDIATE COURSE do °000 �o °000 00 4" COMPACTED AGGREGATE BASE COURSE, VDOT #21 A +°o°c o°o°A o°o°A o°o°A I ° ° ° ° o ° o ° o ° c o�g° CD o ° °o�g° o0 ORTIMATE DEPENDING LIMITS �V��\�iV��Vi�V��V�i��VV�/� � ��D���O�/� AND UNDERDRAINS COMPACTED SUBGRADE ASPHALT PAVING - ROADS NO SCALE 4" TOP OF B 4 � -2" R CUR - ► 6" d ,I'll- 13" a 4 - I _ a 7"' �' �1f6» 22 \VOT OR #78 STANDARD CG-6 STDONE#BASE68 NDERURB CURB & GUTTER & CHECKED BY VDOT NO SCALE PRIOR TO PAVING AND/OR BACKFILLING. (5' MIN.) 4" CONC.-, vy / / 4" 21-A STONE BASE CONCRETE SIDEVI/ALK CG-6 CURB &GUTTER NO SCALE 1,�4L1' PLAN77NG STRIP 1I (TRAVEL LANE) ' (IRAVEL LANE) 25'-I 28' MIN. F/C-F/C I--2.5' 51' MIN. PUBLIC ROAD R/W TYPICAL STR=' SLTCTI0IV - VAR. TYIDTH PUBLIC ROAD R/TY (SUIVSL'T DRIVL) 25 fIPII DESIGN SPEED (NOT TO SCALE) CG-6 I POINT OF CURB & GUTTER CrFINISHED GRADE / 1/4"•1, 1/ --1, ALTERNATE END -SECTION 12" - 6011 PIPE I Es-1 DI-3A,3B,3C HUB END ON OUTLET END -SECTIONS SPIGOT END ON INLET END -SECTION X _ X r CONCRETE TO BE ,,,ELL IF - _ _ _ - _ - _ _ - _ - JJJ 4000 PSI MINIMUM F. PLAN c gyp,_ F IP 3.(,�kf STEEL FABRIC REINFORCEMENT ----- - - - - -i - )- D PAY LINE END VIEW SECTION X-X END SECTION DIMENSIONS PPE DIAMETER A B C D E 12" 4" 2'_ " 0 4'-11. 6 '-l" 2'- " 0 15" 6" 2'-3" 3'-10" 8'-1" 2'-6" 181. 9" 2'-3" S-10" 6'-1" 3'-0" 21" B" 2'-11" 3'-2" 8'-1" 3'-6" 24" D" N-7" 2'-B" 6'-3" 4'-O" 27" D " 4'-0" 2'-1 6'- 4'-8" 30" 1'-0" 4'-6" 1'-7 6'-1 5'-O" 33" T-1 4'-10 ' 3'- 8'-1 5'-6" 36" 1'-3", 5'-3" 2'-10 B'_1 B.-O.. 42" 1'-9" 5'-3" 2'-R"" 8 2" 6'-8" 48" 2'-0" 6'-O" 2'-2" 8'-2" 7'-O" 54" 2'-3" 5,_5,. 2,_U.' 8'_4" 7'-6'• 60" 2'-8" 5'-0" 31-3" 8'-3" 8'-O° Lenul" ur r L PAY LIME SHfO(ADER � B I 11 4 1 1 i::�' CULVERT - SLOPE DETAIL FLARED END SECTION 12" - 60" CONCRETE PIPE CULVERTS VIRGINIA DEPARTMENT OF TRANSPORTATION NO.6 GALVANIZED STEEL STEP DI-3A L NOTES: PPE LENGTHS SHOWN ON PLANS ARE BASED ON END -SECTION DESIGN SHOWN ON THE LEFT. IF THE CONTRACTOR ELECTS TO USE THE ALTERNATE DESIGN SHOWN ON THE DIFFERENCE IN CULL IE REDUCED BY THE DIFFERENCE IN DIMENSION "D". 1 ROAD AND BRIDGE STANDARDS REVISION DATE I SHEET 1 OF 1 102.01 104.02 ST-1 N4 GRADE 50. REINFORCING ROD ENCASED IN A CORROSION RESISTANT RUBBER OR OTHER MATERIAL APPROVED BY THE ENGINEER. (DIMENSION MAY VARY WITH MANUFACTURER'S DESIGN) CORROSION RESISTANT MATERIAL IM4 REINFORCING ROD CAL SECTION V NOTES: STEPS WILL BE REQUIRED N ALL STRUCTURES WITH A DEPTH OF 4'-O" OR GREATER UNLESS OTHERWISE NOTED ON THE PLANS. ' �* 4'/ W ALL STEPS SHALL PROTRUDE 4/z" FROM INSIDE FACE OF STRUCTURE WALL. MAXIMUM STEP SPACING TO BE 16" C-C. STEPS SHALE WITHISTAD A MINIMUM FORCE OF 300 POUNDS WHEN EXTENDED 4/2' FROM THE FACE OF THE SUPPORT. STEPS ARE TO BE VERTICALLY ALIGNED AND UNFORMALY SPACED FOR THE ENTIRE DEPTH OF ANY STRUCTURE. N PRECAST UNITS STEPS MAY BE CAST IN PLACE, MORTARED INTO HOLES PROVIDED BY THE FABRICATOR, OR DRIVEN. 4 MINIMUM OF 3" EMBEDMENT STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THEY MEET THE MINIMUM REQUIREMENTS SHOWN HEREON AND THE CONTRACTOR HAS FURNISHED THE ENGINEER WITH DETAILS AND ` CERTIFIED TEST REPORTS OF THE PROPOSED SUBSTITUTE AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. ALL STEPS INSTALLED SHALL SE PROVIDED WITH SLIP -RESISTANT . SURFACES SUCH AS BUT NOT LIMBED TO, CORRUGATED KNURLED, OR DIMPLED SURFACES. ALUMINUM STEPS SHALL BE FABRICATED IN ACCORDANCE WITH ASTM 8221. ALLOY 6005-T5. THAT PORTION OF THE STEP ENCASED N MASONRY SHALL BE UNIFORMLY COATED WITH A BITUMINOUS, SOLVENT TYPE ASBESTOS FILLED ALUMINUM PIGMENTED COATING CONFORMING TO FEDERAL 5 SPECIFICATION TC-C-00498A MINUM STEP STANDARD STEP VIRGINIA DEPARTMENT OF TRANSPORTATION NVDOT ROAD AND BRIDGE STANDARDS REVISION DATE I SHEET 1 OF 1 105.09 2' MIN. 2' MIN. P ND PROJECTION OF PIPE ABOVE GROUND LINE T-)CF FILL-,,TOF CF FILL TCF OF FILL RC ?D LINE = i= = - GROUND LINES '_ GROUND LINE _ 1. -' •r,•r r 1r; r. - .:•. r,r r rr: - r✓.+• r rrrrr rrrr - ' rrr _ rrrr - �r %rrI " r- EnHTH - -II �r d rr. ROCK OR n rr rrr E.RTH r,;+ fr =1. UNYIELDING SO L 11 NEGUIr. - -_ - - uATEHI--+•L _ E I Ill+� U Ty U'-MIN. 1210 O -11 HEDDMIN, IY[; MAT FURIrL '" 2 U x BETIDING MATERIAL X O x 'E, 1'OF H MfiH.s"'MA'"" FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FCUNDATIGN I CTHERI�E UNSUITA@LE ti1ATERIkL PIPE PROJECTION ABOVE GROUND LINE HIN,'.5 " D IAG M1, 1.,': . 0 ,IN. '.5 . MIv. 1.!: . D GAIN. 1.5 w O YIN 1­ , C rc= aF FILL T4P 6F FILL TOP CF FILL - - rrrrrr,' - rrrrrr rrrrrrr. - rrrrrrrrrrrrrrr rrr rrrrrrrrr� rrrlrJ JJrr. """" = Nr •.ir�� _ t:'Nr rrrJr - _ rrrr rr� T -- _ /rrrrr rrrr rrr�rrrrrr r�rrrr r!r rr rr�rrrrr�rr rrrrrrrrrrrrr-- - _ _ -It '-r r ''uul. NO r Q -- ,rr-r, - f `-"� - - �,'rrrrrrrr rrrrrrrrr -cRnuNn LInE _ - _ uvEG'� _ N=r.'lrrrrrrr - I _ _ --- -_ - - F _ II $ EkITH �RccK OR � 0 L) MIN. vW D LN"GELDING - �IIrIIrII I--ii�ii.--". �, I,1 x x MIN. O ] BEDDING . 1,.L � n -'.L MATERIAL 1" OF H x. T k MI W. 1i'0"f BEC DING DIN. B"_ DE_DINO EARTH ATE IA MAx.y4" MATEPD.L FODNdATIDN SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNOATILN OTHER'NISE UNSUITA BILE MATERIAL m33DIN G MATERIAL N ACGGREAYCT WITH EUDAh4MENT SECTIGh 302 GF THE ROAD ANI; BHNGE © NOTES SFEC IFIC ATIONS- REG_LA7 BACKFILL MA.TEIIAL IN ACCORDANCE FUR GENFI AL NOTE DY FI-E UEDUI%( -,4'ITH SEC TIOM1 3CZ OF THE RPPD WJD BRIDGE EM CLASS I BACKFILL MATE2IAL N ACCCRDAKCE SEE INSTALLATION OF PIFE C. ILvEPTi WITH SECTION 307 OF THE ROAD AND RRIDGE `PER IFICATIONS- AN STDRM SE'ri ERS GENERAL NOTES FHECI'I: ATInNS. ON SHEET 107 O. FGR ALL GTHE4 PIPE REGULAR BACKFILL MhTERIPL FOR=LASTI.'. PIKE 1 N AECORCrWCE n'ITH SECTION SO2 OF THE ROAD CRLSHEO GLASS f:ONFCRMIN. TO THE G" MINIYJU CLASS I FWKFILL N-TE'?I-L 1LACE0 01REC.TL" AND RRIDGE SP ECIFl[:ATIDN$. 512E HE OJIHEYE VTS FOR CRDSHEH REIN Uv ER "IPE XIU 6" REG)LAE OACKFILL MATERI+IL, AGGREGATE SIZE 25 MD 26 Mn• BE OR 13" OF CLA55 I BASK FILL M4TEIR-�_, LS, 0 IN 'LACE OF CLA55 I BACKFILL. IACCORANLE ITH `E(TI(iN MOF THE R'At] AHD URDGE JG71. VD❑T A :'!)ky 0 C"2(:N ' ' L) ANC SCh J L'I-N'NC S ON N " h V O INSTALL. OF PIPE CULVERTS AND STORM SE'V�'E�S SPE IFI ATI"Y HEFEREN[E ROAD AND BNIGGE STAMMOS GIRO. PIPE BEDDING AND BACKFILL - METHOD "A" 3D2 SHEET 1 OF A REVISICIN DATE Oii 19 `,IHOIh IA DEPAHTVE`1T CF THAySHGPTZTIUN 103 1D�.o+ 2016 ROAD & BRIDGE STANDARDS EXPANSION CONCRETE R I W SIDEWALK . , " A / �® ® �" A ® ., " /i " ,- ®®® °- ® /: /' / "" � � ��/ I I : P _______ -��-� - ._ __1.__ ___., , ' \ [�' ! I I I I I - 1__ I 0 I -" 1­11\ �LJH 0III \ / ' `' LOT68 / �``I , LOT 6, � , \ . / �,, Qj LOT 66 \ 1 11 OT69 i �, \ LOT 65 ``\ Tp -�LOT61 ' - --- %. OT6a LOT _ %I y -1 z LU (0 O ' Q •\ //;� , '9I _ �, <� - - - - - - - NSt I UK1Vt- -L iU UT- - -�`�" / \✓/ , C'� / � s o fi � Q - -,_, - - � r - /_ - J -o (� i `� I GZS I I� �I. I I �I � s I �I � , I I I III I I \ 0_0_ , __' , _J z _ --- - , LU ----L--- ___�-, ---- - \ �� .� I\----- , i y Z � I ~ m U 1'� \ o j l \ rn \, �-_\, -� v j j I j F�1 - J 4 �J r \ _ \,- j \ I m I i V) Q �� �\ / Lu '11I - a 14J i \'' \ 11 \ I III ,-_ I I I'll 1 � " 0 J �41 'I-,� \ , , \\\ 1111''I- - �\ -, I I I 1 LU -- � TRIP GENERATION CALCULATIONS TRIP GENERATION TRIP GENERATION BASED ON ITE TRIP GENERATION MANUAL (8TH EDITION) 1"=150' 13 SINGLE FAMILY DETACHED UNIT (CODE 210) ADT: 124 VPD (62 ENTER/ 62 EXIT) AM PEAK: 10 VPH (2 ENTER/ 8 EXIT) PM PEAK: 13 VPH (8 ENTER/5 EXIT) Table 4: Pavement Design (VDOT Pavement Design Guide) Pavement Design (Based on VDOT Requirements & Standards iv-L' - 1.0 Location Design CBR SSV Dr Surface h a Base b a Sub -base h a Dp ADT S SET DRIVE 124 5 5 7.16 SM-9.5 2 1 /2 2.25 BM-25 3 2.15 21 B 4 0.6 14.48 Note: Existing Sunset Drive pavement structure: (2 1/2" SM-9.5, 3" BM-25, 4" 21 A) THE MAXIMUM LIFT THICKNESS FOR SM 9.5 IS 1.5". ADDITIONAL LIFTS, IF REQUIRED, SHALL BE PLACED NO SOONER THAN 12 MONTHS. TABLE OF QUANTITIES DI-3A3B,3C DI-3A&3BB,3CC NOTES TYPE L AREA OF SLOT REINFORCING STEEL Concrete BARS A BARS B BARS C BARS D BARS E BARS F BARS G WEIGHT Ft. Salk Ft. Cu. Yde. No. Lin. Ft. No. Lin. Ft. No. Un. Ft. ♦ No. Un. FIJIF No. Lin. Ft. No. Lln. Ft.* No. Lln. Ft. Los. DI-3A 2'-6" 1.15 2.25 - - - - 1 5'-7" 3 3'-2" _ _ - _ 6 ,_ " 22 4' 1.83 2.59 5 1'-611 2 '-7" to W-13-13 5'-7" 3 3'-2" 4 1'-6" 3 T-6" 4 '- 6' 2.75 3.02 5 3'-8" 8 - - 3 5'-7" 3 3'-2" 4 3'-B" 3 1'-B" 4 1'- 111 8' 3.87 3.48 3 5'-8" D '- " '- 3 5'-7" 3 3'-2" 4 5'-8" 3 1'-8" 4 '- " DI-3B ' 5 7'-6" 14 B,_7„ to 8'-10" 3 51-7- 3 3,_2„ 4 71_ " 3 1'-6" 4 12' 1 5.50 I 4.34 5 9'-8" 16 '-7" - 3 5'-7" 3 3'-2" 4 9'-6" 3 T-6.. 4 - ' 7 5 11'-6" 22 -7-- '-7" 3 3'-2" '- " 3 1'-8" 4 16' 7.33 5.22 5 13'-6" 28 '-7" '- " 3 5'-711 3 3'-2" 4 131-6" 3 1'-6" 4 - ' 1 a.25 5.66 S 1 15'-611 30 ,_ " ,_ „ 3 5`7 3 3'-211 I 4 I 15'-S" 3 I 1'-61' I 4 20' 8.17 6.09 5 17'-8" 34 B,_7„ to B'-D" 3 5'-7" 3 3'-2" 4 17'-5" 3 1'-8" 4 - 10 1'-9" 4 6'-711 to 61-D" 3 3,_2„ 8 1'-9" 6 T,6„ 2 8' 3-67 3.45 10 2'-9" 8 6'-7" to 5'-ID" 5 5'-7" 3 3'-20 8 2'-9" 6 1'-6" 2 I.-O., ISIS 10. 4.58 3J)9 10 3'-9" 12 V-7" to 5'-10" 5 5'-7" 3 3'-2" 8 3'-91, 6 T-8" 2 ' 10 4,_g„ 16 , V-7-- ,_ „ n ,_ 3 3,_2n ,_ " g 1,_6" 2 -252 DI-3C 14' 6.42 4.77 10 5'-9" 20 6'-7" to 6'-D" 5 5'-7" 3 3'-2" a 5'-9" 8 1'-6.1 2 -01, ' 10 6'_fl., 24 ._ „ '_ " ,_ „ 3 3,_2" ,_ " 6 1,_6„ 2 10. 8-25 5.85 10 7'-9" 28 8'-711 to 6'-ID" 5 5'-7" 3 3'-2" B 7'-9" 6 1'-61, 2 - ' 10 8'_®,. 32 6'-7" ,_ „ 5._7'. 3 3,_2" '_ " g I,_g" 2 ,_ „ Bars H 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. 9. ALL REINFORCING STEEL SHALL HAVE A MIN. N #5 6 1211 c-c UM MINIMDEPTH (H) TO BE 8'-O". MAXIMUM DEPTH TO 8E 20'-0". FOR INLETS LESS THAN COVER OF 2". W USE STANDARD DI-3A, 38. 3C. 10. ALL REINFORCING STEEL TO BE CUT CLEAR OF ALL OPENINGS BY 2". 77- 2, THE "H" DIMENSION SHOWN ON THE STANDARDS AND SPECIFIED ON THE PLANS WILL BE 11. CAST-INPLACE CONCRETE IS TO BE CLASS A3 b Fa MEASURED FROM THE INVERT OF THE OUTFALL (3000 PSD. PRECAST CONCRETE 5 TO BE - n a Bars H, #5 0 12" c-c PIPE TO THE TOP OF THE STRUCTURE. PLAN "H" DIMENSIONS ARE APPROXIMATE ONLY 4000 PSL FOR ESTIMATING PURPOSES NO THE ACTUAL 12. LENGTH OF SLOT lU WILL, N EVERY CASE. BE DIMENSIONS SHALL BE DETERWED BY THE SHOWN ON PLANS. CONTRACTOR FROM FIELD CONDITIONS. 13. WHEN INLET 5 USED N 4'MEDWV BACK OF 0 6„ 2,_8„ 8„ 3. TWHEN O B�SHHAAPEED N ACCORDANCEON HE WITHWITH ST�� PROPOSED ToBESHAPED TO CONFORM WITH 4'_0" I5-1. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO THE SHAPING IS TO BE 14. IF OPTIONAL CONSTRUCTION JOINT IS USED IT 5 INCLUDED IN THE BD PRICE FOR THE STRUCTURE. TO BE KEYED. ALL SPLICES IN BARS V TO BE SECTION A -A 4 IN THE EVENT THE INVERT OF THE OUTFACE A MIN" OF 40 DIAMETERS l20'7. L ------------------ _ _ N m .. • NOTES I - 1 - � - 1. DEPTH OF INLET (H)TO BE SHOWN ON PLANS. 7. # 4 X 8" SMOOTH DOWELS AT APPROXIMATELY 15 THIS AREA MAY BE EARTHEN N WHICH CASE BARS F BARS E �B . _ - 12" C-C TO BE PLACED N ALL AREAS ADJACENT THE EXPANSION JOINTS WILL APPLY ONLY TO 3" DIAMETERTER BARS E 2. THE "H" DIMENSION SHOWN ON THE STANDARDS TO ABUTTING CONCRETE TO PREVENT ID CURB AGUTTER. ) WEEP HOLE BARS B AND IED THE LL BE SETTLEMENT. : FRONT ELEVATION B, RS F B" 1'-B" 8" MilSI1DFFRouNFE INVERT OF OUTFALL 16. CONCRETE WAITRES SHOWN ARE FOR DEPTH (GUTTER REMOVED) PIPE TO THE TOP OF THE STRUCTURE. 8. 3" DIAMETER WEEP HOLE TO BE LOCATED TO (H) OF 5'-2 WITHIIX)T APES. THE MOUNT }/j' 3'-O,. PLAN "H" DIMENSIONS ARE APPROXIMATE ONLY FOR ESTIMATING PURPOSES AND THE ACTUAL DRAIN SUBBASE MATERIAL. WEEP HO)_)= WITH 12"%12" PLASTIC HARDWARE CLOTH %" MESH aWRE DISPLACEDBY PIPES MUST BE DEDUCTED TO OBTAIN TRUE OUANTITES. FOR INLETS OF �/�5)(/�' ANT PLATE SECTION B-B DIMENSIONS SHALL BE DETERMINED BY THE OR GALVANIZED STEEL CURE MINI DFFERENT DEPTHS ADD OR SUBTRACT 0.32 R" , CONTRACTOR FROM FIELD CONDITIONS- DIAMETER 0.03", NUMBER 4 IAESH HARDWARE CUBIC YARDS OF CONCRETE FOR EACH FOOT +I --If ,a., CLOTH ANCHORED FIRMLY TO THE OUTSIDE OF DEPTH. N 3. WHEN SPECIFIED ON THE PLANS THE INVERT IS OF THE STRUCTURE. - I/4, TO BE SHAPED N ACCORDANCE WITH STANDARD 17. LENGTH OF ANGLE IRON AS SHOWN ON SHEET 1 R IS-1. THE COST OF FURNISHING AND PLACING ALL 9. ALL REI(iORCING STEEL SHALL HAVE A MIN. OF 2 IS TO BE L+16" AT 4.10 LBS./FT.. TYPE A NOSE DET SHALL BE USED WITH CG-3 M CG-7 STANDARDS. a TYPE B NOSE DIET SHALL BE USED WITH CC-2 STAHDAIDS. .•.'•• G %'X21/a"XI/M" PL AND MATERIALS INCIDENTAL TO THE SHAPING IS TO BE INCLUDED N THE BD PRICE FOR THE STRUCTURE. COVER OF 2". 18. 1N DENOTES LENGTH OF ONE (1) BAR. TYPE A TYPE B I X 4" STUD SHEAR CONNECTOR WELDED ♦D- ALL REINFORCING STEEL TO BE CUT CLEAR OF TO GALVMIIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68. 30' TO ANGLE IRON AT 2' Cam. IN THE EVENT THE INVERT OF THE OUTFALL ALL OPENINGS BY 2". 19, ALL REWORC14G BARS TO BE#5. C(NNECT(XiS AND IS TO BE ANCHORED WITH %2" X 4" STIR SHEAR NOSE DETAILS 4. PIPE IS HIGHER THAN THE BOTTOM OF THE WELDED TO BENT PLATE AT 2' C-C. STRUCTURE THE INVERT OF THE STRUCTURE SHALL BE SHAPED WITH CEMENT MORTAR TO H. CAST -IN PLACE CONCRETE IS TO BE CLASS A3 (3000 PSI). PRECAST CONCRETE IS TO BE 20. WHEN INLET IS USED IN 4'-O" MEDIAN, BACK OF INLET 5 TO BE SHAPED TO CONFORM TO PR. PAVEMENT PREVENT STARING OR PONDNG OF WATER 4000 PSI. PROPOSED CURB. L 01-3C L WARPED PAVEMENT IN THE STRUCTURE. THE COST OF FURNISHING DI-3B AND PLACING ALL MATERIALS INCIDENTAL TO THE SHAPING 5 TO BE INCLUDED IN THE BD t2. LENGTH OF SLOT (L) WILL, IN EVERY CASE, BE SHOWN ON PLANS. PRICE FOR THE STRUCTURE. - 13, IF INLET IS CONSTRUCTED N MEDIAN CURB OR - - _ - _ -% - J - - 5. STEPS ARE TO BE PROVIDED WHEN H 5 4'-O" WITH INTEGRAL CURB. GUTTER 5 TO BE Sea Note 19 f 11 A Opti-I I Construction I Joint . I PIPE IS HIGHER THAN THE BOTTOM OF THE 15. FOR PLAN VIEW OF INLET SEE STANDARD DI-3A STRUCTURE THE INVERT OF THE STRUCTURE SHALL BE SHAPED WITH CEMENT MORTAR TO 30, 3C. PREVENT STANDING OR PONDI NG OF WATER 16. QUANTITIES SHOWN ARE FOR MINIMUM INLETS IN THE STRUCTURE. THE COST OF FURNISHING OF EACH TYPE. FOR INLETS OF GREATER DEPTH AND PLACNG ALL MATERIALS INCIDENTAL TO (H) OR LONGER SLOT (L) INCREMENTS SHOWN THE SHAPING 5 TO BE INCLUDED N THE BID PER FOOT MUST BE ADDED. THE AMOUNT OF PRICE FOR THE STRUCTURE. CONCRETE AND STEEL DISPLACED BY PIPES MUST BE DEDUCTED TO OBTAIN TRUE OUARTITES. �l 5. STEPS ARE REWIRED. FOR DETAILS SEE STANDARD ST-1. L3 17. FOR NUMBER OF BARS A-G REWIRED AND 6. THIS ITEM MAY BE PRECAST OR CASTAN-PLACE. LENGTHS SEE SHEET 104.10. Hardware cloth 7. *4 X 8" SMOOTH DOWELS AT APPROXIMATELY S- FOR DESCRIPTION AND LOCATION OF DIMENSION Subbase 12" C-C TO BE PLACED N ALL AREAS ADJACENT TO ABUTTING CONCRETE TO PREVENT L SEE SHEET 104.09. Weep Hale. SETTLEMENT. IN LIEU OF DOWELS A 2" X 4" See Note 8. NOTCH MAY BE PROVIDED. SEE STANDARD 19. FOR ALL DETAILS. DIMENSIONS, AND TOTCH 4 FOR ALTERNATE DESIGN- REINFORCING STEEL ABOVE THIS LINE SEE & 3" DIAMETER WEEP HOLE TO BE LOCATED TO STANDARD DI-3A 3B, 3C. DRAM SUBBASE MATERIAL. WEEP HOE WITH 12"'MIN PLASTIC HARDWARE CLOTH /�" MESH OR GALVANIZED STEEL CURE MIMUi WINE 6ESH DIAMETER 0.03" NUMBER 4 HARDWARE CLOTH ANCHORED FIRMLY TO THE OUTSIDE OF THE STRUCTURE. _ _ _ OR GREATER. FOR DETAILS SEE STANDARD ST-L OMITTED (SEE DETAIL:- #5 a 12" c-c FLOW FLAW I Fl OW •,r---U---� 6. THIS ITEM MAY BE PRECAST OR CASTAN-PLACE. 14. STANDARD INLETS MAY BE CONSTRUCTED WITH 1- NS Bar H each cormr \/i CONCRETE BLOCKS IN ACCORDANCE WITH THE 1- N5 Bar HI each aHerncte corner) ta 1 DETAIL WHEN USED DETAILS SHOWN ON STANDARD DRAWING DI -APB. FOR USE ON GRADES ADJACENT TO CURB FOR USE N SAPS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL SHEET 1OF 2 STANDARD CURB DROP INLETSPIEWCATON 1211 - 3011 PIPE: MAXIMUM DEPTH (H) - 8' 233 233 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 302 __ _ _ _ _ _ _ _ _ _ _ _ _ SL-1 STANDARD CURB DROP INLET 1211 - 3011 PIPE: MAXIMUM DEPTH (H) se 8' VIRGINIA DEPARTMENT OF TRANSPORTATION -05 BARS a 8" C-C TYP. A _ B I STRUCTURE SIZE AND WALL THICKNESS VARIES P. B J SECTION THROUGH ELEVATION Sheet 2 of 2 SCHEDULE OF REINFORCING STEEL BARS H BARS H 1 BARS V NO- REO'D. LENGTH NO. REO'D. LENGTH N0. REO'D. LENGTH 4x(H.1) 1 3'-8" 1 4x(H.1) 1 N-8" 1 36 1 APPROXIMATE QUANTITIES FOR MINIMUM 8' DEPTH INLET TYPE DMENSION L SEE NOTE REIFORCING STEEL CONCRETE DI- Lin. Ft. Lbe. Cu. Yale. 3AA 2`15" 452 3.14 38131 4'-O" 494 3.47 3CC B'-0" 541 3.89 IN REGENTS TO BE ADDED FOR EACH ADDITIONAL FOOT OF DEPTH (H)AND/OR SLOT LENGTH (L) H L CONCRETE I STEEL CONCRETE I TEEL Cu. Yde. I Lbs. Cu. Yda. 1 Lba. 0.317 54 - - 0.317 54 0.22 0.317 54 0.22 STANDARD CURB DROP INLET 1211 - 3011 PIPE: DEPTH (H) 8' TO 20' 233 104.10 104.11 VIRGINIA DEPARTMENT OF TR9SPORTATION 302 t� EW-1.1A II 5A-1I X D NOTE 1 b T` I SHAPE TO BE BEVELED - - - - - - - - I H WITH MORTAR I I _ _ \, D - Li - - - - - - - - - - - - \ r DO NOT BEVEL INVERT o - i- I -- L 1--C--1 NOTES: 1. "H" MAY BE REDUCED UNTIL "X" REACHES A MINIMUM OF 4" WHERE ENDWALL 6. BEVEL EDGE IS REQUIRED ON THE HEADWALL AT THE INLET END OF THE WOULD PROTRUDE ABOVE SHOULDER LINE. N NO CASE SHALL TOP OF ENOWALL CULVERT GWHERE THE FLOW ENTERS THE CULVERT). PROJECT ABOVE FILL SLOPE, DITCH( SLOPE, OR SHOULDER. 7. HEADWALL AT THE OUTLET END OF THE CULVERT MAY BE EITHER SQUARE 2. THIS REM MAY BE PRECAST OR CAST IN PLACE. EDGE OR BEVEL EDGE. 3. ALL CAST N PLACE CONCRETE TO BE CLASS A3. FOR PRECAST SEE SHEET & ON SHALLOW FILLS. WHERE ENDWALLS ARE IIOR LESS BELOW SHOULDER 101.02. LINE, THE TOP OF THE ENDWALL SHALL BE CONSTRUCTED PARALLEL TO THE GRADE OF THE ROAD. 4. THIS STANDARD TO BE USED WITH STRAIGHT CROSSINGS AND ALL SKEWS (01TO 45'). B. 3(4' CHAMFER MAY SE PROVIDED ON ALL EDGES AT MANUFACTURER'S OPTION 5. HEADWALL TO BE BEVELED IN ALL AREAS EXCEPT WHERE A CONFLICT WITH INVERT OR WINGWALLS OCCUR. EW-1 EW-IA SECTION A -A SECTION B-B NOTES; 1. THE STANDARD SAFETY SLAB (SL-1) IS TO BE USED ONLY WHEN SPECFED IN THE PLANS ON THE DRAINAGE SUMMARY SHEET AND/OR THE DRAINAGE DESCRIPTION. FOR MANHOLES, JUNCTION BOXES, AND DROP INLETS WITH HEIGHTS GREATER THAN 12 FEET, THE SPACING OF ADJACENT SAFETY SLABS SHALL BE 8'70 12'WITH NO SAFETY SLAB LOCATED WITHIN 5 FEET OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW ANY INLET PIPE OF 3011 DIAMETER OR GREATER. 2. THE COST OF THE SL-1 5 INCLUDED IN THE COST OF THE STRUCTURE. SEE CAST N PLACE DRAWINGS FOR FURTHER DETAILS 3. ACCESS OPENINGS ARE TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO THE OTHER WHERE APPLICABLE. STEPS ARE TO BE STAGGERED ACCORDINGLY. _ # 5 BARS a 8" C-C TYP. 4. SAFETY SLAB MAY BE CAST -IN -PLACE OR PRECAST. CAST -IN -PLACE CONCRETE TO BE CLASS A3 (3000 PSI). PRECAST CONCRETE IS TO BE AA (4000 PSI). REINFORCING STEEL TO BE IN ACCORDANCE WITH AASHTO M31. �! �. .►7. 7.E !.I 5. ACCESS OPENINGS MAY BE 30" DIAMETER OR 3011 SQUARE. WHEN STRUCTURE WIDTH IS LESS THAN 3011 THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WIDTH BY 30" LONG). TYPICAL PRECAST UNIT ENDWALL FOR CIRCULAR PIPE DIAMETER OF PIPE CILVERT 12" 15.1 18" 2r OR 24" 27" OR 30" 33" OR 35' A 0'-6" 0'-B" 0'-9" 0'-11'• 1'-0" 1'-0" 0' -11'. 1'-1 '-3 -8 1-9" 2'-O"B C 1,_4" p_7 11_9„ 21_2" 21_611 2,_91- D 1'-0" 1'-31, T-6" 2'-0' 2'-e' 3'_ F D,_6,. 01_8„ O,_B.. O'_g„ 01_91, O,_g„ H 2'-3" 1 2'-11" 3'-2" 1 3'-9" 4'-3" 4'-9" L 4'-0" 5'-0" 8'-O" 8'-0" 10'-0" 12'-O" a 0'-1% C. _1/z 1 /NO 0'-3Y4' 6 O'_7.' O'_f/�' O'-1�z" 0,_2" 0'-2�2'. 0,-3" CUBIC YARDS OF CONCRETE CONIC. PPE 1 0.241 1 0.492 O.BB7 1.319 1 2.067 1 2.947 C.M. PIPE 1 0.257 1 0.521 1 0.739 1 1.39E I 2.198 1 3.145 XVC�OT REFERENCE SRREEFFEERENCE ROAD AM BRIDGE STANDARDS TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, SHEET 1 OF 1 REVISION DATE MANHOLES AND JUNCTION BOXES 302 310az 106.14 1 VIRGINIA DEPARTMENT OF TRANSPORTATION ENDWALL FOR ELLIPTICAL PIPE SQE OF ELLPTICAL PIPE CUVERT (SPAN x RISE) 23"04" 30"09" 34"x22" 38"x24" 42"x27" 45"x29" 49"x32" 53"x34" A 0'-8" 0'-9" 0'-10" 0'-T., O'-11" 1'-0" T-0" 1'-0" B 1'-2" 1'-5" 1'-8" 1'-B" 1'-9" T-10" 1'-11" 1'.11" C 1'-8" T-11" 21-1" 2,_41- 2'-5" 2'-7" 2'-811 21-9" D 1'-2" 1'-711 1'-10" 2'-O" 2,_3•1 21_5„ 2'-8" 2'-10" F 0,_6,. O.-B.. O,_9., 0,_9., O,_B., 0,_I,. I._®„ a._9.. 2'-" '-3" 3-7N-9 4'-O" '-2" '-5" '-7"H L 5,-5„ 7'-2'1 8'-6" 9,-2" 10 10'-111, 12,-1" 12'-111, S 1'-I1" 2'-6" 7-10" 3'-2" 3'-8" 3'-9" 4•-l" 4'-5" a 0'-2Y2" O'-31/i' O'-3%i• 1 0'-4" 0'-4%2' I 0'-4i'4' O'-5" 0'-5%2" b O'_2" 0'-2%2" O'-234. 1 O'_3., 1 O'-3%2" 1 0'-3i'1, O'-4" 1'-4%" CUBIC YARDS OF CONCRETE CONCRIPE 1 0.502 0.855 1.238 1 1,500 1 1,811 1 2,101 1 2.51z 2.eo1 STANDARD ENDWALL FOR PIPE CULVERTS 12"-3fi" CIRCULAR AND 23"x14"-53"x34" ELLIPTICAL PIPES VIRGINIA DEPARTMENT OF TRANSPORTATION 101.01 Co Co rn o ro -_ C) \+I NLn N It ti M M N co CN O N N UJ J_ LI J I- I- 0 JJ 0. 2 U 11 N w in Z LUw ry- w J� Q 0 0 N U z Q fn 0 J (r)1 u: LU L.L W QiI M LU LU0 U) z Q ee = 0- /O� LL C) 0 0 3: I-eeeeeell co LU J H I- �__ W �__ r-1 LU LU clr = 0- Gn JOB NO. 122071 SCALE AS SHOWN SHEET NO. 5 0 L_ 7 C_ >T O N On Iv _fl O (') O Z O W W (1)W Z -0 (D ,_z O W i U� O Z QJ J E O O O O O O � 3: , C .E O U 77 O C U Ill o� Q O 00 U) O X X 0 C (1) L O E o -0 _� C3: 0 0� Z C: Q:� � W 6 W CO Z CO C: Z O W U U� P Z -� J C J O C) U U O ° 2 C a) 6 N Q o C: Q O > -0 :D C: U O X L-' U U O _ :� . C U O U O O m E -6 N O E :::3 E U O O N TH oF� m SCOTT R. COLLINS'� m = _ ^ O Lic. No. 035'791 � a N 20 z� z� dz =w = 00oM O°M O°� OO OO o��SSIONAL �15���� 495 O 2 O N o Oo o N 495 O ~ o ~ 00 0 � 't 0 00 u, 00 (/ w z Q S z INV IN: 481.59 Q Lu g EXINVO PVI TA:35+97.45 PVI ELEV:478.26 c!) U-+777777 O U d N K:26.11 > LVC:255.18 < Lu z z o1Oq o0 0 m U 0 0 w w �, + t Z � � � m w m w PVI STA:37+30.14 w z Q Q u u U PVI ELEV:484.36 O 0 m m m > w K:12.02 � z w Q Q 490 m w LVC:9.94 490 � � � BVCS:37+25.17 ; a a BVCE:484.13 m Lu o EVC5:37+35.11 > EVCE:484.55 W w Lu Lu PROPOSED VDOT o 485 —\ STD. CD-1 PROPOSED GRADE 485 Lu w PROPOSED VDOT > STD. CD-2 o w 3 77 /o Lu - 1 6o% 480 48o SED 4" 45' BEND TIE-IN TO EXISTING SUNSET DRIVE YPE A B.O. STA. 34+70.4 ELEV=484.89 BCY & 4" G.V. M 00 o N 475 EXISTING 8" DI WATERLINE 475 PROPOSED 8"x6" TEE & 451 WATERLINE 6" G.V. FOR NEW FH ASSEMBLY PROPOSED 8"x4" REDUCER 470 STA. 35+56 470 REMOVE BLOW -OFF & TIE-IN TO EXISTING 8" DI WATERLINE STA. 35+54 EXISTING GRADE (TYP.)----,- L9\x\\x \Xx 00 465 465 z 0) / N � M 460 460 = Q i J N � 't O 00 l0 Ln M r� Ol In �t Ol O 00 �t N Ql M m V1 r� l0 O o 0 N M o �o rn 0 �o 0 I V, Q N Q +oo + o +oo + 0 6+00 6+ o +oo + o 0 34 34 5 35 35 5 3 3 5 37 37 5 i cl/ SUNSET DRIVE PROFILE _j J U) J Lu Q J U z � W LL � L9O 1 J Q J 0+00 0+50 1+00 1+5o 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+5o 7+00 7+50 = w i--1 U � SANITARY SEWER PROFILE � � w Q w = � 0 NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE NOTES: (n SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE 1. ALL FILL TO BE PLACED AT 95% COMPACTION. ul FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR 2. MINIMUM 3.5 OF COVER MUST BE MAINTAINED OVER W/L. w 0 CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE 3- MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM 0 SPECIFICATIONS, SECTION 302.03G. SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & Lu SANITARY SEWER MUST BE PROVIDED. NOTE. ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST Lu PREDOMINATELY OF SOIL AND BE PLACED IN SUCCESSIVE E VERTICAL GRAPHIC SCALE UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS Q 5 0 2.5 5 10 20 BEFORE COMPACTION OVER THE ENTIRE ROADBED AREA IN U, ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04 O O ( IN FEET ) N 1 inch = 5 ft. w J HORIZONTAL GRAPHIC SCALE 50 0 25 50 100 200 ^ W O w o U) JOB No. ( IN FEET ) 1 inch = 50 ft. �22�7� SCALE AS SHOWN SHEET NO. 6 W N � � 00 Ql � � � � � l0 � �t � � � � l!1 � L!1 �t EX-MH-41B TA:o+oo.00 RIM:488.05—, Lf1 00 dl ci 00 W rn l!1 � � f^ � � � � � z O � � � > O � z � � � ^ � � W W 00 ONO �t Vl � N + ao � � + CO1O� � PROPOSED GRADE TYP. � � � z z = � � > > = Q � > > ( ) Z Z � � � z O 2 Q O = Q � > � > > � — Z O M c•I \t Z � C/1 D_' — Z Z 490 =��» � ��,� _ _ 490 =Q�» ���zz ���zz — � 2.5 � 21N. TO MH-42 MIN. IN. 490 485 STR:450 VDOT STD. DI-3BB (L=12') TP=481.53 INV IN: 474.49 TO 452 INV IN: 473.59 TO 456 INV OUT: 473.49 TO 448 i PROPOSED 4" CL 53� DI WATERLINE 10-YEAR HYDRAIJLI GRADE LINE, T P. 470 465 460 455 450 1.4 m M O Ln Ln In O M o c >�+�: N 00 ci ZO u > > Ln 1-- z z 490 485 48o STR:454 VDOT STD. DI-3C (L=1o') TP=481.40 INV OUT: 476.57 TO 452 I 453 Lis" CL. III RCP 19.32 LF Qa g.o1% 451 15" CL. III RCP 32.96 LF @a 0.73% 00 H 00 rl It 0+00 0+50 1+00 STR 454 -450 475 1 470 465 46o 455 450 w J O Z Q O o �O 495 o M PROPOSED SANITARY ~p 0')N SEWER CROSSING > 00ui It 00 H O �n z O O 1-- ~ a-z z 49 z N F- - - STR:450 VDOT STD. DI-3BB (L=12') oo 0 TP=481.53 N N O INV IN: 474.49 TO 452 000 INV IN: 473.59 TO 456 O rn °o N INV OUT: 473.49 TO 448 485 >� ��� PROPOSED GRADE (TYP.) z z z u >> > 480 STR:444 VDOT STD. MP HOLE 476.00 \\ 7\7177� INV IN: 467.53 TO 446 INV OUT: 458.53 TO 442 475 470 STR:442 VDOT STD. MANHOLE TP=46o.00 INV IN: 452-32 TO 444 465 INV OUT: 444.32 TO 440 46o 455 STR:440 VDOT STD. MANHOLE TP=445.15 INV IN: 438.68 TO 442 INV OUT: 430.68 TO 450 445 440 435 430 24" CL. III RCP 51.25 LF @a 11. CONTRACTOR S ALL INSTALL A 2" THICK STEEL PLATE AT THE BOTTOM OF T E STRUCTURE 445 241 CL. III RCP 152.98 LF @a 0.78% i 4 i EXISTING GRADE (TYP.) r� V V M O Ln WO O � H O Oo M o > Orn ri A-00 0 ��zz u > > WATER LATERALS TO PASS ABOVE STORM SEWER WITH A MIN. SEPAR TION OF 12" 24" CL. III RCP 33.63 LF @a o.5o% m rp 0 w o O L� w `^ w z 495 p O �O Z N O N Ln X w to � 490 H H ZOO X "'' 00 z z O H- Ln a XX> H- w w z 485 -4 EXISTING DROP INLET TO BE REPLACED IN THE EVENT IT CAN NOT BE SALVAGED WITH NEW CONNECTION. 0 475 24" CL. III RCP 152.88 LF Qa o.5o% 470 PROPOSED 6" CL. 52 DIP W/L SERVICING NEW FH ASSEMBLY 465 46o 455 450 445 440 435 430 425 Lz4" CL. III RCP 425 49-39 LF @a i1.00% PROPOSED VDOT STD. ES-1 WITH VDOT STD. CL. III RIPRAP OUTFALL (DEPTH=3'). SEE SHEET 4 FOR ADDITIONAL DETAILS. 420 INV. OUT=425.25 420 M li- a) O 01 N 01 rl V1 00 O t V1 V1 1, M 00 Ol lD Ln 01 O It N 1t V1 0) O ll� rl a) V1 OR 0) lD 1, 1t l0 O N M rl O O LO 00 O V1 V1 l�- O V) N rl M O H M N 00 N M M rl �t 't 00 l0 V1 M M l" l� M rl M 00 �t 0) t l� It lD rl 00 Ll1 l-1 r� 00 V1 't It oo 910 N rl 00 l*l rl n 00 l� N rl 00 00 N It 00 OO �t 00 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+5o 7+00 STR EXZ - OUT PROFILE VERTICAL GRAPHIC SCALE 5 0 2.5 5 10 20 ( IN FEET ) 1 inch - 5 ft. HORIZONTAL GRAPHIC SCALE 50 0 25 50 100 200 ( IN FEET ) 1 inch - 50 ft. NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. CONTRACTOR SHALL PLACE FILL UNDER INLET(S) AT 95% COMPACTION & EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8" IN THICKNESS BEFORE COMPACTION IN ACCORDANCE WITH VDOT 2007 ROAD & BRIDGE SPECIFICATION 303.04. AFTER 3' VERTICAL PLACEMENT OF FILL, CONTRACTOR SHALL EXCAVATE RECENTLY LAID FILL AND INSTALL COMPACTED VDOT STD. 21A STONE IN AN 8'x8' O.C. COMPACTED 21A AREA CENTERED ON THE INLET(S). CONTRACTOR SHALL REPEAT THIS OPERATION UNTIL AN 8'x8' O.C. COMPACTED 21A STONE BASE IS INSTALLED BETWEEN THE EXISTING GROUND AND THE PROPOSED INLET(S) BASE IN EFFORTS TO REDUCE THE RISK OF SETTLING. CONTRACTOR SHALL PROVIDE VDOT WITH FILL COMPACTION RESULTS PRIOR TO ROAD ACCEPTANCE. 3. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 4. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED 5. ALL DRAINAGE STRUCTURES WITH A DEPTH OF 12' OR GREATER SHALL HAVE SAFETY SLABS IN ACCORDANCE WITH STANDARD SL-1 AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. 6. ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR GREATER SHALL HAVE STEPS IN ACCORDANCE WITH STANDARD ST-1 AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. 7. HDPE CAN BE USED AS AN ACCEPTABLE SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. SEE DETAIL ON THIS SHEET FOR HDPE PIPE BEDDING INFORMATION. 8. CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 302.03G. g. ALL DRAINAGE STRUCTURES WITH DROPS 4' OR GREATER SHALL HAVE A 1/4" STEEL PLATE INSTALLED IN THE BOTTOM OF THE MANHOLE. ���TH 0F� V SCOTT R. COLLINS'7' Lic. No. 035791 � ����s �L�L ZONAL E J e Q u 2: C m Z- F J L OQ C H z u cn C u Cl W u 7R■E Ln z z W W s � � O O J z z : > > O O J J 2: 2: m m J, Q Q W W UJ i 0 III j u0i W Lu 00 "0 N M O -4 Ln N N L9 9qr-- Cn ti C'7 z N � M � Q J N O w C3) o N Q W > 0 w z > J_ J Q cn U) z J LU LL u- L9 0 1 0 0- Q w U J C9 v � z w Q ce ul C/) 0 0 Lu ZW 0 � VJ Jw j � m 0 0 N J u w H- r, w O w a U) JOB NO. 122071 SCALE AS SHOWN SHEET NO. 7 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. - SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY. - VARIES +-101f� - �10 5 WATER SEWER 3 � 0 0 LOCATION ❑F OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS: WATER OR SEWER ONLY - 20' MINIMUM WATER & SEWER 30' MINIMUM SEE PART 3, PARAGRAPH D) SEPARATION OF WATER & SEWER SYSTEMS, UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 901 TO THE RIGHT [IF WAY. UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG. W-1 FOR ALL BENDS SECTION 1-1 PLUG J 2 l � 1 I 1 FOR TEE OR WYE FITTINGS - WIDEN TRENCH TO ACCOMMODATE ANCHOR IF REQUIRED. NG JIBEDD M I s SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SZE OF (FEET) CU.YD. (FEET) CU.YD. BEND L H T L H T 90 2.50 2.50 3.01 0.24 4" & 6" 45 22 112 2.00 1.50 2.25 2.00 2.60 2.52 0.15 0.10 2.00 2.25 2.50 0.15 11 1 /4 1 1.50 2.00 2.50 0.10 90 3.66 3.16 3.21 0.48 8„ 45 2.66 2.66 2.77 0.26 22 112 1.66 2.16 2.69 0.13 3.16 2.91 2.66 0.32 11 1 /4 1.66 2.16 2.67 0.13 90 4.83 3.83 3.42 0.83 10" & 12" 45 3.33 3.58 2.95 0.43 3.83 4.00 2.83 0.52 22 1 /2 2.33 2.58 2.86 0.24 11 1 /4 1.83 2.33 2.84 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2. USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NTS FIG, W-3 PLACE 5' GALVANIZED " WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS Q AS DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE M.J. GATE VALVE WATER rl W h I 1 0 W hm LINE 2500 P.S.I. CONCRETE d' ° 2'x 2' BEARING AREA. THRUST BLOCK a Q• d ', G Q n q a NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE, TYPICAL GATE VALVE NITS FIG. W-5 NOT NO DUAL SERVICE SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. 1/8 BEND COI I" COMPRESSION x 3/4" MALE PIPE COUPLING ,PPROVED EQUAL FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES. 2' R ")MPRESSION x 3/4" MALE PIPE COUPLING ,PPROVED EQUAL FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE WHERE AN IRRIGATION METER 15 NOT PROVIDED. 'RADE :TER )x OPPERSETTER :TER AS rvc SSARY TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NITS FIG, W-6A G� NOTE: RESTRAINED JOINT FITTINGS. Side View - - - - 42" Minimum .4, 0 Certification of 95% compaction required 4 IA ° . 4 Galvanized Steel Beam, I a W12 x 14 (min. size) d 3' min. penetration into undisturbed soil , or as approved by the a ACSA. 4' MINIMUM VIUM 45' 'L' IMI �A I I FI 1 IMI = F \ f TYPICAL THRUST BLOCK IN FILL AREA NTS FIG. W-3B LJ J Z I 3000 PSI CONIC. BASE BENCH SLOPED TO FLOW CHANNEL 1 /4" 1' MIN D. Q \ t BRANCH 12" 2» FLEXIBLE CONNECTION NOTE: WITH STAINLESS STEEL ALL CONNECTIONS TO BAND EXISTING MANHOLES SHALL Lij� BE CORED AND A FLEXIBLE CONNECTION " BOOT " o INSTALLED TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN NTS FIG. S-I-B FRAME & COVER (SEE FIG. S-I-D,E) STREET SURFACE OR NON -PAVED AREA SLOPED AREA 1'-0" MAX RUBBER COATED STEEL I STEPS CAST IN PLACE „ 3 -0 MIN PRECAST REINFORCED CONCRETE SECTIONS 12"" MIN "0" RING SEALS 4 16 MINIMUM ELEVATION DIFFERENCE ACROSS M.H. 5" 4'-0" 5. FROM INLET TO OUTLET SHALL BE 0.20 FEET. CONCRETE VARIES DEPTH OF FLOW FILLETS CHANNEL TO BE 3/4 DIAMETER OF CONTRIBUTING G - SEWER. d <. e. IT 12" A FILLETED INVERT FOR A SMOOTH TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE PROVIDED. MIN. 6" BEDDING NOTE W/ NO. 68 STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. TYPICAL MANHOLE SECTION SHOWING BRANCH TIE-IN N.T.S FIG_ S-I-A FINISHED GRADE -ITI=f fT=T11=1T fT=T1 T=1TI=7 rT=T1 r=1T1=7 fT= TRENCH a d REDUCER V a ` d Ord �2500 P.S.I. CONCRETE THRUST BLOCK ---------------- UNDISTURBED SOIL $ g 18" MIN. 4-- PROFILE VIEW UNDISTURBED SOIL - EDGE ` 24" MIN. OF TRENCH a ------------ -�- °d REDUCER 8" MIN. 2500 P.S.I. CONCRETE THRUST BLOCK► MIN. - --- UNDISTURBED SOIL - EDGE ° - - - - - - - - - - - OF TRENCH Q ° 24' MIN. NOTES: PLAN VIEW • NOT TO SCALE • NO CONCRETE SHALL BE POURED ON ANY PART OF THE MECHANICAL JOINT. USE PLASTIC SHEETING AS PROTECTION FOR BOLTS. • 3' MINIMUM HORIZONTAL PENETRATION INTO UNDISTURBED SOIL ON BOTH SIDES OF TRENCH, OR AS APPROVED BY THE ACSA. • 3' MINIMUM VERTICAL PENETRATION INTO UNDISTURBED SOIL, OR AS APPROVED BY THE ACSA_ • CERTIFICATION OF 95% COMPACTION REQUIRED IN TRENCH. • THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO VERIFY THE TYPE AND SIZE OF ALL THRUST BLOCKS. TYPICAL REDUCER THRUST BLOCK NTS FIG. W-3D COVER LIFT NOTCH 12 3/8" WATER CAST IRON LID J NOTES: (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. TYPICAL METER BOXES (5/8"-1 " METERS) NTS FIG. W-7 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% �Q (1/4" PER FOOT ) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. -717 SALT TREATED FINISHED GROUND 2 x 4 MARKER PLUG END OF - MAIN LINE SERVICE LATERAL SECTION e"45*0'0 IN LINE WYE-TEE PLAN VARIES R SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN (270') 2' TO 10' 18"-22" 7 CU. FT. ALVE BOX #68 STONE 42"MIN 6" GATE o' VALVE IImo. X 6" ,. TEE 2500 P.S.I. CONCRETE BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE RESTRAINED JOINT FITTINGS WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 H 0 SCOTT R. COLLINS`­,� �i Lic. No. 035791,1:, IDNAL E 74■1, > Z Z LU LLJ O O U UU � Z Z O O - J J LU LU CO CO 3 Q Q J CY cl� LU LU a a 3 LU LU LU LU C LU w u NISHED GRADE "a aaM O +i N Ln N AIR RELEASE VALVE BRASS OR BRONZE PIPE BRONZE GATE VALVE I=1 I . DRAIN TO GRADE III -li, IF POSSIBLE III III II, M BRICK SUPPORTS OR SOLID CEMENT BLOCKS Cyi ov CRUSHED STONE N TYPE "K" SOFT Z COPPER CORPORATION STOP I J N O o W NOTES: N 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, Q O SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER W > LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. w 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN J ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT J THE MANHOLE CONE. U) z un AIR RELEASE VALVE (ARV) LU � J NTS F___ LL Q FIG. W-9 pO' L9 _j Uj 0 C) Q Z w>- NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S-3 U C) � W QJ ui V Ln F O Z�JJ O � V J Jw � LL J � m f� V O N w J H- U ~ Lu rn w O Lu a � JOB NO. 122071 SCALE AS SHOWN SHEET NO. 8 Design Year: 10 Project: Briarwood Phase 6 Job #: 122071 Pre aced by: FGM, PE H 0� SCOTT R. COLLINS`� Lic. No. 035'791 ,� �5 ZONAL E w C7 Z Q 2 U I- M H H g w w °16 O O U U J Z � Z Z O O co O U U m U J J Z O¢ 0O w w ~ U �, m CO Mz J J ,� w Q Q /� < LU LU V) Q w w F�1 wa a o 0 CO w w > > W LU w W W IY w w co 00 rn o N I N N Uf N M� \'/ z� N z Q I J N O w � o N Q O W W J J J z > Q O H� W H U- Q Lu � � U to Q zQ U w U � � w � Q z w a- < ^ cl. �/ ! 0 O ZW O � Jw J � m Q O O N W J U ~ rWi W w d Ln JOB NO. 122071 SCALE N/A SHEET NO. 9 INLET OUTLET WATER Lo Do Qo fo Hf JUNCTION LOSS FINAL Icu co 11 Ln UJ 01 co 0 N STATION SURFACE ELEV ZW H LET WATER SURFACE ELEV. RIM ELEV Vo Ho QIN VIN Qi� Vi Vi2�2g Hi ANGLE Hp H{ 1.3Ht .SHt 4 1.53 67.67 8 1.32 0. 10 0.69 3.8 0.1 20 1.3 3.7 4.74 0.2 0.07 163 0.147 0.28 NA N/A 0.97 472.50 477.75 4 2.50 31.42 8 1.29 0. 10 0.30 3.7 0.1 22 1.2 3.5 4.36 0.2 0.07 153 0.136 0.26 NA N/A 0.56 473.06 477.75 4 3.06 78.60 8 1.23 0.009 0.70 3.5 0.0 24 1.2 3.3 3.84 0.2 0.06 161 0.120 0.23 NA N/A 0.93 473.99 477.75 4 3.99 73.49 8 1.16 0.008 0.57 3.3 0.0 26 1.0 2.8 2.83 0.1 0.04 166 0.088 0.18 NA N/A 0.75 474.74 476.75 474.74 114.58 8 0.99 0.006 0.66 2.8 0.0 28 0.8 2.2 1.69 0.1 0.03 153 0.052 0.11 NA N/A 0.77 475.51 476.75 4 5.51 49.45 8 0.77 0.003 0.17 2.2 0.0 30 0.00 131 0.000 0.02 NA N/A 0.19 475.70 479.00 4 6.05 16.93 12 2.13 0.003 0.05 2.7 0.0 2 2.1 2.7 5.71 0.1 0.04 90 0.079 0.15 NA N/A 0.20 476.25 479.95 4 6.80 25.44 12 2.12 10.003 0.08 2.7 0.0 4 2.1 2.6 5.39 0.1 0.04 92 0.075 0.14 NA N/A 0.22 477.02 478.00 4 7.05 42.02 12 2.06 0.003 0.12 2.6 0.0 6 1.9 2.4 4.70 0.1 0.03 129 0.065 0.12 NA N/A 0.24 477.29 478.25 4 7.55 64.97 12 1.92 0.(02 0.16 2.4 0.0 8 1.9 2.4 4.42 0.1 0.03 180 0.061 0.12 NA N/A 0.28 477.83 481.75 481.02 58.61 12 1.86 0.002 0.14 2.4 0.0 10 1.6 2.0 3.13 0.1 0.02 150 0.043 0.09 NA N/A 0.22 481.24 482.75 481.61 79.29 12 1.57 0.002 0.13 2.0 0.0 12 1.4 1.8 2.53 0.0 0.02 168 0.035 0.07 NA N/A 0.20 481.80 482.75 4 2.00 57.66 12 1.41 0.001 0.08 1.8 0.0 14 1.1 3.1 3.43 0.2 0.05 171 0.107 0.17 NA N/A 0.25 482.25 482.75 4 2.25 90.54 8 1.09 0.007 0.63 3.1 0.0 16 0.4 1.1 0.40 0.0 0.01 180 0.012 0.06 NA N/A 0.69 482.94 484.75 4 2.94 70.85 8 0.37 0.001, 0.06 1.1 0.0 18 0.00 150 0.000 0.00 NA N/A 0.06 483.00 484.75 4 5.49 32.96 15 2.10 0.001 0.03 4.2 0.1 452 1.2 8.8 10.84 1.2 0.42 92 0.844 1.33 1.73 0.87 0.90 476.39 481.51 4 6.39 19.32 15 1.23 0.000 0.01 8.8 0.3 454 0.00 93 0.000 0.30 0.39 0.20 0.20 476.59 481.40 426.85 49.39 24 19.04 0.007 0.35 19.8 1.5 440 19.0 19.8 377.62 6.1 2.14 153 4.274 7.94 N/A 3.97 4.32 431.17 445.15 440.28 51.25 24 19.04 0.007 0.36 19.8 1.5 442 19.0 19.8 377.62 6.1 2.14 157 4.274 7.94 N/A 3.97 4.33 444.61 460.00 453.92 56.49 24 19.04 0.007 0.40 19.8 1.5 444 19.0 14.3 272.70 3.2 1.11 98 2.229 4.87 N/A 2.43 2.84 456.76 476.00 469.13 86.12 24 19.04 0.007, 0.61 14.3 0.8 446 16.4 6.9 112.71 0.7 0.26 115 0.512 1.56 N/A 0.78 1.39 470.52 479.80 4 3.13 91.93 24 16.42 0.005 0.48 6.9 0.2 448 16.4 7.1 116.59 0.8 0.27 139 0.548 1.00 N/A 0.50 0.99 474.12 488.64 4 4.12 152.98 24 16.42 0.005 0.81 7.1 0.2 450 13.6 5.7 77.62 0.5 0.18 174 0.353 0.73 0.94 0.47 1.28 475.39 481.53 4 5.39 33.63 24 13.61 0.004 0.12 5.7 0.1 456 12.9 5.7 73.03 0.5 0.17 168 0.349 0.65 0.84 0.42 0.54 475.94 481.40 4 5.94 152.88 24 12.89 0.003 0.50 5.7 0.1 EX-1 0.00 140 0.000 0.12 0.16 N/A 0.66 476.60 485.16 DRAINAGE DESCRIPTIONS STR. PIPE INFORMATION INLET I NFORMATI ON NO. DIA. in. LENGTH* ft. SLOPE % INVERT IN INVERT OUT MATERIAL INLET TYPE Curb Type SLOT LENGTH RIM ELEVATION COMMENTS EX-1 EX-DI-3B CG-6 10 485.16 437 24 152.88 0.50% 474.62 473.86 RCP3 456 DI-3CC CG-6 10 481.40 VDOT STD. IS-1 REQ'D 455 24 33.63 0.50% 473.76 473.59 RCP3 450 DI-3BB CG-6 12 481.53 VDOT STD. IS-1 REQ'D 449 24 152.98 0.78% 473.49 472.29 RCP3 448 MH-1 N/A - 488.64 VDOT STD. IS-1 REQ'D 447 24 91.93 0.72% 472.19 471.53 RCP3 446 MH-1 N/A - 479.80 VDOT STD. IS-1 REQ'D 445 24 86.12 4.53% 471.43 467.53 RCP3 444 MH-1 N/A - 476.00 VDOT STD. IS-1 REQ'D 443 24 56.49 11.00% 458.53 452.32 RCP3 442 MH-1 N/A - 460.00 VDOT STD. IS-1 REQ'D 441 24 51.25 11.00% 444.32 438.68 RCP3 440 MH-1 N/A - 445.15 VDOT STD. IS-1 REO'D 439 24 49.39 11.00% 430.68 425.25 RCP3 454 DI-3C CG-6 10 481.40 VDOT STD. IS-1 REO'D 453 15 19.32 9.01% 476.57 474.83 RCP3 452 DI-3B CG-6 8 481.51 VDOT STD. IS-1 REO'D 451 15 32.96 0.73% 474.73 474.49 RCP3 18 Yard Inlet N/A 12" 484.75 17 8 70.85 0.50% 482.75 482.40 HDPE 16 Yard Inlet N/A 12" 484.75 15 8 90.54 1.00% 482.40 481.49 HDPE 14 Yard Inlet N/A 12" 482.75 13 12 57.66 0.50% 481.49 481.20 HDPE 12 Yard Inlet N/A 12" 482.75 11 12 79.29 0.50% 481.20 480.81 HDPE 10 Yard Inlet N/A 12" 482.75 9 12 58.61 1.00% 480.81 480.22 HDPE 8 Yard Inlet N/A 12" 481.75 7 12 64.97 5.34% 480.22 476.75 HDPE 6 Yard Inlet N/A 12" 478.25 5 12 42.02 1.19% 476.75 476.25 HDPE 4 Yard Inlet N/A 12" 478.00 3 12 25.44 0.98% 476.25 476.00 HDPE 2 Yard Inlet N/A 12" 479.95 1 12 16.93 4.43% 476.00 475.25 HDPE 30 Yard Inlet N/A 12" 479.00 29 8 49.45 4.55% 477.00 474.75 HDPE 28 Yard Inlet N/A 12" 476.75 27 8 114.58 1.00% 474.75 473.60 HDPE 26 Yard Inlet N/A 12" 476.75 25 8 73.49 1.02% 473.60 472.85 HDPE 24 Yard Inlet N/A 12" 477.75 23 8 78.60 1.02% 472.85 472.05 HDPE 22 Yard Inlet N/A 12" 477.75 21 8 31.42 1.11% 472.05 471.70 HDPE 20 Yard Inlet N/A 12" 477.75 19 8 67.67 1.03% 471.70 471.00 HDPE PIPE DESIGN Pipe Hydrology Pipe N N N � v 3 N m ,� O (J >_ N _ w w w � C d C 7 � 0 O N O m �. � (n O � U °� E N O C c ,-• w Cl m O U � N � � (° C =O `� � N O m = N >= O O � Y � � (6 C 7 � C O ° r � � m O m w N ~ @ > > ... � > .m. (n W Q Q � N L.L > w �' Pipe run: EX-1 -OUT EX-1 456 4.79 0.52 2.49 2.49 11.00 5.18 12.89 12.89 474.62 473.86 152.88 0.013 0.0050 24.00 16.00 5.66 0.45 456 450 0.40 0.45 0.18 2.67 11.45 5.10 0.92 13.61 473.76 473.59 33.63 0.013 0.0050 24.00 16.00 5.70 0.10 450 448 0.55 0.45 0.25 3.23 11.55 5.08 1.26 16.42 473.49 472.29 152.98 0.013 0.0078 24.00 19.98 7.10 0.36 448 446 0.00 0.40 0.00 3.23 11.91 5.02 0.00 16.42 472.19 471.53 91.93 0.013 0.0072 24.00 19.20 6.86 0.22 446 444 0.00 0.40 0.00 3.83 12.13 4.98 0.00 19.04 471.43 467.53 86.12 0.013 0.0453 24.00 48.15 14.32 0.10 444 442 0.00 0.40 0.00 3.83 12.23 4.96 0.00 19.04 458.53 452.32 56.49 0.013 0.1100 24.00 75.03 19.83 0.05 442 440 0.00 0.40 0.00 3.83 12.28 4.95 0.00 19.04 444.32 438.68 51.25 0.013 0.1100 24.00 75.03 19.83 0.04 440 OUT 0.00 0.40 0.00 3.83 12.32 4.95 0.00 19.04 430.68 425.25 49.39 0.013 0.1100 24.00 75.03 19.83 0.04 Pipe run: 454 - 450 454 452 0.41 0.45 0.18 0.18 5.00 6.67 1.23 1.23 476.57 474.83 19.32 0.013 0.0901 15.00 19.39 8.81 0.04 452 450 0.29 0.45 0.13 0.32 5.04 6.65 0.87 2.10 474.73 474.49 32.96 0.013 0.0073 15.00 5.52 4.16 0.13 Pipe run: Yard Drain 18- 446 18 16 0.14 0.40 0.06 0.06 5.00 6.67 0.37 0.37 482.75 482.40 70.85 0.010 0.0050 8.00 0.93 2.50 0.47 16 14 0.28 0.40 0.11 0.17 5.47 6.52 0.73 1.09 482.40 481.49 90.54 0.010 0.0100 8.00 1.31 4.19 0.36 14 12 0.13 0.40 0.05 0.22 5.83 6.40 0.33 1.41 481.49 481.20 57.66 0.010 0.0050 12.00 2.73 3.47 0.28 12 10 0.07 0.40 0.03 0.25 6.11 6.32 0.18 1.57 481.20 480.81 79.29 0.010 0.0050 12.00 2.73 3.59 0.37 10 8 0.13 0.40 0.05 0.30 6.48 6.21 0.32 1.86 480.81 480.22 58.61 0.010 0.0100 12.00 3.86 4.83 0.20 8 6 0.03 0.40 0.01 0.31 6.68 6.16 0.07 1.92 480.22 476.75 64.97 0.010 0.0534 12.00 8.92 8.97 0.12 6 4 0.06 0.40 0.02 0.34 6.80 6.12 0.15 2.06 476.75 476.25 42.02 0.010 0.0119 12.00 4.21 5.31 0.13 4 2 0.03 0.40 0.01 0.35 6.93 6.08 0.07 2.12 476.25 476.00 25.44 0.010 0.0098 12.00 3.82 4.98 0.09 2 446 0.01 0.40 0.00 0.35 7.02 6.06 0.02 2.13 476.00 475.25 16.93 0.010 0.0443 12.00 8.12 8.59 0.03 Pipe run: Yard Drain 30- 446 30 28 0.33 0.40 0.13 0.13 8.00 5.81 0.77 0.77 477.00 474.75 49.45 0.010 0.0455 8.00 2.79 6.74 0.12 28 26 0.10 0.40 0.04 0.17 8.12 5.78 0.23 0.99 474.75 473.60 114.58 0.010 0.0100 8.00 1.31 4.12 0.46 26 24 0.08 0.40 0.03 0.20 8.59 5.68 0.18 1.16 473.60 472.85 73.49 0.010 0.0102 8.00 1.32 4.27 0.29 24 22 0.04 0.40 0.02 0.22 8.87 5.61 0.09 1.23 472.85 472.05 78.60 0.010 0.0102 8.00 1.32 4.30 0.30 22 20 0.03 0.40 0.01 0.23 9.18 5.54 0.07 1.29 472.05 471.70 31.42 0.010 0.0111 8.00 1.38 4.49 0.12 20 446 0.02 0.40 0.01 0.24 9.29 5.52 0.04 1.32 471.70 471.00 67.67 0.010 0.0103 8.00 1.33 4.34 0.26 INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannin s Coefficient, n is 0.013 Inlet Hydrology Curb arid Gu INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity arid depth) Mannin s Coefficient, n is 0.013 Inlet Hydrology Curb and GutCU ter Inlet Q CO,- � m --� N v N � m o � n n rn m o w s rn ° � 3 o x � w o c a� � a� c w U U o 0 0 0 .3 U m 3 N � w U c ij o � c � X > � � � o m ° 3 m a o c � � x � o � � to � o m o c p � o o � � of m � m E °> v in in ca ° � li � a ci a c� c1 ui � cn cn ~ w° � <n u.i i� 450 3BB 12.0 0.55 0.60 0.330 2.15 0.00 2.15 0.014 0.020 2.0 0.083 4.1500 8.34 0.66 3.5120 0.1463 0.1166 10.54 1.14 1.00 2.15 0.00 452 3B 8.0 0.29 0.60 0.174 1.13 0.00 1.13 0.014 0.020 2.0 0.083 4.1500 6.56 0.79 3.5120 0.1463 0.1356 7.36 1.09 1.00 1.13 0.00 INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity arid depth) Mannin s Coefficient, n is 0.013 Inlet Hydrology Curb and Gu INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity arid depth) Mannin s Coefficient, n is 0.013 Inlet Hydrology C�rb and Gu