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HomeMy WebLinkAboutSDP201400009 Plan - Approved 2015-01-099, GENERAL NOTES: OWNER /DEVELOPER: MARCH MOUNTAIN PROPERTIES LLC CONTACT. DAVE BROCKMAN 1005 Heothercroft Circle, Suite 100 OLD TRAIL VILLAGE Crozet, VA 22932 CELL: (702)- 985 -9088 dave@oldtrailvilloge.com PLAN PREPARER: ROUDABUSH, GALE, & ASSOCIATES 914 MONTICELLO ROAD CHARLOTTESVILLE, VA. 22902 TAX MAP PARCEL No: A PORTION OF 055EO- 01- 00 -000A1 ZONING: NEIGHBORHOOD MODEL DISTRICT IN ACCORDANCE WITH PROFFERS OF ZMA -04 -024 APPROVED ON SEPTEMBER' 14, 2005 i. ON AUG. 6, 2014, THE BOARD OF SUPERVISORS APPROVED A SPECIAL EXCEPTION TO AUTHORIZE A VARIATION FROM THE CODE OF DEVELOPMENT TO ALLOW APPROVAL OF FIVE FOOT FRONT, SIDE, AND REAR SETBACKS FOR SINGLE — FAMILY UNITS IN BLOCKS 28 & 29B. ii. ON OCT. 8, 2014, THE BOARD OF SUPERVISORS APPROVED A SPECIAL EXCEPTON TO AUTOORIZE A VARIATION FROM THE CODE OF DEVELOPMENT TO ALLOW ROOF OVERHANGS AND EAVES TO ENCROACH THE FIVE —FOOT BUILDING SETBACK WITHIN BLOCKS 28 & 298, SUBJECT TO THE FOLLOWING CONDITION: A) ROOF OVERHANGS AND EAVES SHALL NOT PROJECT FURTHER THAN ONE (1) FOOT INTO THE FIVE —FOOT BUILDING SETBACK. USE: BLOCK 28 — 9 SINGLE FAMILY DETACHED UNITS 6 SINGLE FAMILY DUPLEX UNITS BLOCK 29B — 11 SINGLE FAMILY DETACHED UNITS 4 SINGLE FAMILY DUPLEX UNITS BLOCK 35A — 2 SINGLE FAMILY DETACHED UNITS BUILDING HEIGHT NOT TO EXCEED 2.5 STORIES DRAINAGE DISTRICT LICKINGHOLE CREEK WATERSHED: LICKINGHOLE CREEK TOPOGRAPHY. LOUISA AERIAL SURVEYS, AUGUST 2012 TOPOGRAPY AUGMENTED BY ROUDABUSH MAY 2014 TO REFLECT EXISTING CONDITIONS AT THE TIME OF PLAN SUBMITTAL. DATUM: VERTICAL — NAVD 88, HORIZONTAL — NAD 83 CRITICAL SLOPES: NO CRITICAL SLOPES EXIST WITHIN THE PROJECT LIMITS. FLOODPLAIN: THIS PROJECT IS NOT LOCATED WITHIN FLOODIPLAIN LIMITS AS SHOWN ON FLOOD INSURANCE RATE MAP COMMMUNITY PANEL NUMBER 510006 0237 D. EFFECTIVE DATE: FEBRUARY 4, 2005. LANDSCAPING: SEE LANDSCAPING PLAN FOR PLANTINGS, SCHEDULE AND SPECIFICATIONS, NOTES AND DETAILS. LOTS 1 THRU 15 OF BLOCK 28, 6 THRU 21 OF BLOCK 29B, AND 8 AND 9 OF BLOCK 35A EACH CONTAIN A BUILDING SITE THAT COMPLIES WITH SECTION 4.2.1 OF THE ALBEMARLE COUNTY ZONING ORDINANCE. LOTS 14 -20 IN BLOCK 29B WILL FRONT ON GOLF DRIVE. NO EVIDENCE OF A BURIAL SITE WAS FOUND ON THIS PORTION OF PARCEL Al. THIS SITE IS NOT LOCATED WITHIN AN AGRICULTURAL— FORESTAL DISTRICT. THERE WILL BE NO OUTDOOR LIGHTING ABOVE 3,000 LUMENS. PLANNING COMMISSION APPROVAL OF BIRCHIN LANE, BIRCHIN COURT, SAND BIRCHIN DRIVE WAIVED REQUIREMENTS FOR SIDEWALKS, STREET TREES, AND PLANTING STRIPS, SUBJECT TO THE FOLLOWING CONDITION: A) SIDEWALK TO BE PROVIDED ON THE NORTH SIDE OF HAZEL GROVE LANE OR A "CLASS A, TYPE 1- PAVED PEDESTRIAN PATH TO BE PROVIDED THROUGH OPEN SPACE ADJACENT TO LOTS THAT FRONT ON HAZEL GROVE LANE. GENERAL CONSTRUCTION NOTES FOR STREETS 1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296- 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE:, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF jA SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT -OF -WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9(A, B OR C). 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE -1. 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. 8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 12. VDOT STANDARD CD -1 OR CD -2 CROSS- DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. 13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. 14. ALL PUBLIC ROADS SHALL BE DEDICATED FOR PUBLIC USE, FOLLOWING VDOT INSPECTION AND ACCEPTANCE. �I i I;I� � SIT iuu ii i P i I'll II '', i liu� ��� �� ��� l � II �I .�' ' i I ������� �,,�,� �I.I''l 'I I �� � '� � I !' lily � I III nuir,u � � ifi it � � i �i�ui a nrwu ,, � i � i �Il,,i, (TO INCLUDE LOTS 8 AND 9 OF BLOCK 35A, AND THE MASS GRADING OF BLOCKS 6, 7, 26, 279 AND 356) SDP #201400009 AREA SUMMARIES 1 ---- - - - - -- COVER SHEET BLOCK 28 SHEET BLOCK 29B j LOTS 1.728 Ac. LOTS 2.524 Ac. RIGHT OF WAY 1.475 Ac. RIGHT OF WAY 0.989 Ac. PRIVATE ALLEY 0.365 Ac. PRIVATE ALLEY 0.354 Ac. OPEN SPACE a058 Ac. OPEN SPACE i TOTAL AREA 3.626 Ac. TOTAL AREA � JI f r DENSITY 4.14 DU /Ac. DENS/ TY 3.03 DU /Ac. SHEET 11 -- - - - - -- ROAD & UTILITY PROFILES v rmgns 12 -- - - - - -- ROAD & UTILITY PROFILES 0 SHEET 13 -- - - - - -- UTILITY PROFILES WU SHEET 14 -- - - - - -- SANITARY SEWER PROFILE & DETAILS Oq d SHEET 15 -- - - - - -- TYPICAL SECTION, NOTES & DETAILS J O SHEET 16 -- - - - - -- CONSTRUCTION NOTES & DETAILS p� SHEET 17 -- - - - - -- DRAINAGE AREA MAP H OF SHEET 1 -- - - - - -- DRAINAGE AREA MAP r .M Vol SHEET a y SHEET 20 -- - - - - -- LANDSCAPING PLAN Ck sto er C. MAan SHEET 21 -- - - - - -- LANDSCAPING PLAN a SsrONAL E� SHEET 22 -- - - - - -- WALKING PATH & PARKING EXHIBIT LZ w L L �� rL W d ..... SIJE 0) Z w O = C) W E , a �s. f 0 , Rte 250 o 0 , Z _ n i , Y -. AREA SUMMARIES 1 ---- - - - - -- COVER SHEET BLOCK 28 SHEET BLOCK 29B ENGINEERING LOTS 1.728 Ac. LOTS 2.524 Ac. RIGHT OF WAY 1.475 Ac. RIGHT OF WAY 0.989 Ac. PRIVATE ALLEY 0.365 Ac. PRIVATE ALLEY 0.354 Ac. OPEN SPACE a058 Ac. OPEN SPACE 1.082 Ac. TOTAL AREA 3.626 Ac. TOTAL AREA 4.949 Ac. DENSITY 4.14 DU /Ac. DENS/ TY 3.03 DU /Ac. BLOCK 35A (LOTS 8 & 9) LOTS 0.474 Ac. RIGHT OF WAY 0.243 Ac. PRIVATE ALLEY 0.000 Ac. OPEN SPACE 0.000 Ac. TOTAL AREA 0.717 Ac. DENSITY 2.79 DU /Ac. ASHLAR AVENUE (PHASE 3 PORTION) RIGHT OF WAY 0.669 Ac. VICINITY MAP SCALE: 1 " =1000 FEET SETBACKS BLOCK 28 BLOCK 29B BLOCK 35A FRONT 5' FRONT. 5' (LOTS 8 & 9) * SIDE 5' * SIDE: 5' FRONT. 15' REAR: 5' REAR: 5' SIDE 10' REAR: 15' * 0' SIDE SETBACK * 0' SIDE SETBACK IF ATTACHED IF ATTACHED NOTE A REQUEST FOR A VARIATION TO REDUCE THE SETBACKS IN BLOCKS 28 & 29B WILL BE SUBMITTED SEPARATELY. PARKING PARKING REQUIRED 22 SINGLE FAMILY DETACHED ® 2 SPACES PER UNIT FOR 2+ BEDROOM DWELLING = 44 SPACES REQUIRED 10 SINGLE FAMILY DUPLEXES © 2 SPACES PER UNIT i(PLUS 1 GUEST SPACE PER EVERY FOUR DUPLEX UNITS) = 23 SPACES REQUIRED TOTAL SPACES REQUIRED = 67 SPACES REQUIRED PARKING PROVIDED NUMBER OF PARKING SPACES PROVIDED ON THE LOTS = 61 GARAGE SPACES AND 52 DRIVEWAY SPACES NUMBER OF PARKING SPACES PROVIDED ON— STREET = 8 SPACES TOTAL SPACES PROVIDED = 121 SPACES NOTE: ALL SINGLE FAMILY DWELLINGS SHALL PROVIDE 2 OFFSITE PARKING SPACES ADDITIONAL SPACES ARE PROVIDED UTILIZING INTERMITTENT ON— STREET PARKING GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT -OF -WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). SHEET INDEX SHEET 1 ---- - - - - -- COVER SHEET PLANNING / ZONING SHEET 2 ---- - - - - -- OVERVIEW & PHASING PLAN ENGINEERING SHEET 3 ---- - - - - -- EXISTING CONDITIONS & DEMOLITION PLAN SHEET 4 ----------- BULKGRADING & STABILIZATION PLAN ARCHITECTUAL REVIEW BOARD SHEET 5 ---- - - - - -- SITE PLAN DEPARTMENT OF FIRE RESCUE SHEET 6 ---- - - - - -- SITE PLAN ALBEMARLE COUNTY SERVICE AUTHORITY SHEET 7 ---- - - - - -- UTILITY PLAN VA. DEPARTMENT OF TRANSPORTATION SHEET 8 ---- - - - - -- UTILITY PLAN w SHEET 9 ---- - - - - -- GRADING PLAN N Qs SHEET 10 -- - - - - -- GRADING PLAN SHEET 11 -- - - - - -- ROAD & UTILITY PROFILES v SHEET 12 -- - - - - -- ROAD & UTILITY PROFILES 0 SHEET 13 -- - - - - -- UTILITY PROFILES WU SHEET 14 -- - - - - -- SANITARY SEWER PROFILE & DETAILS Q.;! SHEET 15 -- - - - - -- TYPICAL SECTION, NOTES & DETAILS J O SHEET 16 -- - - - - -- CONSTRUCTION NOTES & DETAILS p� SHEET 17 -- - - - - -- DRAINAGE AREA MAP H OF SHEET 1 -- - - - - -- DRAINAGE AREA MAP ��T �r � o N _ Lo Vol SHEET 19 -- - - - - -- COMPUTATIONS y SHEET 20 -- - - - - -- LANDSCAPING PLAN Ck sto er C. MAan SHEET 21 -- - - - - -- LANDSCAPING PLAN Lic. No. ��c�� 031672 SsrONAL E� SHEET 22 -- - - - - -- WALKING PATH & PARKING EXHIBIT APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING / ZONING •�. 1 9 / ! $ ENGINEERING a y INSPECTIONS w ARCHITECTUAL REVIEW BOARD � Z DEPARTMENT OF FIRE RESCUE JN r ALBEMARLE COUNTY SERVICE AUTHORITY WL4 VA. DEPARTMENT OF TRANSPORTATION 00000, COO C U A REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE JAN. 31, 2014 Wm � a T v w Q � � W W 2 0 U JN r WL4 Z t0 COO C w .j .j J Om N Qs U v ac W 0 cc T @ 0 Z OU WU Q.;! JZ J O rZ — 0� jJ w� p� � UQ w o J C W Q ? N _ Lo 0 Z� � c I N L ()cc r� V ft %% W 0 O ua LZ w L L �� rL W W or, 0) Z w O = C) W a REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE JAN. 31, 2014 FILE NUMBER 8053 SHEET 1 of 22 I Wm V 0) N Q J dS > CD � W W 2 it 5 JN C' WL4 U U DO >i O w .j .j J Om FILE NUMBER 8053 SHEET 1 of 22 I 1�, \ 1�_, �,� / __,� - ___......___ - - ,,, 11 / ) " \ \ 1� \\\ \ \ \\ -1 � "I / \ \1 \� " , __ � "I j / , - _.____­__1___ ,� ,,,, �! __ I � / \ \\,\: , - I " I / 11 11 / / / / ,j \ , -_ _� - - ,/ i I " / ,,, � / , \ ,- \ \ , \\ . 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NA­--, � / \ \ � , \ , / I / 11'�� /' / 1_'_,�- --,-\ _- - __� _�__�=_=-,�_�k� 11 __ , I - ,,11 \N ) \ I/ ,i / � //� -6\\%% \\ \ � • _- -.1 1­_�_, ._1'j\ \ 1,//,, , /, ,/ - 1,'�_ TMP 55E-1-3C-6 1'�",/_, __11 --, 1, �, /I ,_ / \ '\ "" , I 1, , , --- ) �, - -_ 0 -S I , �r `­_� (�) : / __11/ Iq , TMP 55E-1-3C-5 \ I 1_-, - __., �� , \ , / \ ��% I \ \ ?wo" , , �, �, '. ,I _ I , \ -,j --,, I I I I_ -­-.- \ ( 1�1/ � I \ ----.-- �', Z, ,I/ j / , , k___ -, 1/' t, / / � " CHRISTOPHER OR TANYA WA I TE I 1, j �,,'- ,,�, /I __ , �11 � - � �'J/ 1, / ��, �, " % -,, KEVIN LEY � / \ - 1, - , " lPQgnoN'oFTmP0wI-^j/-/�/, , � 17, \ \ ,�'. - -_ "I-, -) / V_� , --- \ / �� 1, � "I - _ � \ \ �­ - _', \ I - ­­ __ I-,.,,-- / _11�� __�,_�1�,_,:�_­ , ___- -, ��'_,_j \\\\ ,�,�'� ✓ I -_ -�-� �--�� -- - D.B. 4336 p. 066 \ \ \ I ____ ----",--- ,,- ­ ­ / '--MdU-kTAIN PRO P/ / 1'> \ \_ " ,_� 1_� _�7 ­__.._..______ \ I o _', "-, _:�__,__ D. B. 4166 p. 412 \ \ \ \, I /11 / / 'I- � __ 1, "/ I MARCH ""'I. �L d" \ ;� , __ ________ __-, t ;��z -:� .... � " , Z_ • ZONED: NMD, ZMA 04-024 ZONED: NMD, ZMA 04-024 , \ \ \ ,� \ / / . I \ "I, 117-,` -- 22,33. -p. -jotj --/ ✓ , - - \ _­ \ ­', "I.", .­;;�, I 1, __1 - ---, ,,� , ­ ��_ - PRESENT USE - SINGLE FAMILY RESIDENCE PRESENT USE - SINGLE FAMILY RESIDENCE 1\ \ \ \ , " I_, D.B. ' ' " 1\ \� 1� "X'1�1 , \ / --- \ / 51 \ 11 ".1- 1 ­2035 . 726-1�73 1 \ I __\ \ I-"-- __ I � ;Oo� D.B. , f3jplot / K 3 11 11, -, " I \ , I,- �\ "I - jj/" / - I \ I � " ,,, 1� 11 \" \ \ \ \ \ I I,- � Z D.`NMv /,/,-/ \ \\\�\\ /` --- \ _', , '\" \ \ \ \ \ ( � \ \, \ / '. "I I/ I" 04-7,G24 /- , \11, le -, \ _ __ _/ - ___ __ - - ....... I I i I'\\- \11 I..­, \ / � � \\ \�\ ­11 , -, "I \ '\ \ - v N, _- "-_ ---- -;;�' \� , - �, �, " �'\ \\ " x � " \ \ \_1_____, -1, A 1� "' \ , t PRESENT USE - VACANT-RESID AL LAND 11�1 \, � �_ I 1) - "�", �, I // / /, I Ilf, 0�� - / .... I \ - _-, _1 N \ I I/ / I z // ,<­ - - 1� ) 0 (�) \ , \ I \ \ \ % , \ , \ , \ \ \ \ I '\ _ 1� \1 �\ \ I , 11�1/ ",�"111 1, I" � /' "- ,____,_-­_.__._,_ _ I \ \i "\\,\ _­_11 �_ \ � ., - - -,- ___ , . )`\ - " i 1, --, ___...._ 1\ I \ -7 \`/ 1 __ I � ��'k �, "� 1, I I ) ! � I � \1 , // / IL � I/ / , , - -­ 11 \r \\ ,\\ " ,� _______...­ - � / - , , \ \ �, \ \ . . ........ ___ � , -_ 'I, I /I I _1 "I I \ � , -_ TMP 55E / IL01 1\ 1i z I , "I \ -_�'- � ­ TMP 55E- 1- 3C- 7 -4-G-8 I I / " I I I \ 11 - ,� 1, \ \ / / , 0 \I,- / -1 // I i I �'­., \ I 1,"" -­ -1., I --- \ 1\ �,\j _�, \ / � / _� __'11 I,-" I , I 11_­' - , - _", ", SAMUEL D. CRAIG /// MARCH MOUNTAIN PROPERTIES I LLC I I I I � � \ (91 -, ,�_ __ \1 1_ � / / / / I �, \\ / / �,,��__________z __ I � � 1� 1'� 1, __,x11 \ I \11_. �� '_ I \ ,o,-, / I , ,� 11� "', .� - -,,- � � 1, I \ 11 ­­ \1 _', / ___.1.____. , - I 11 , \_ I / -F ---,--,, - ,\ / / I I % \1 I" __�. - Y / � V / ­ 11 -- ", I'll , �, \ - , \ \ I _, __ \ \_ ­. ,� D.B. 4218 p. 243 D.B. 4009 p. 364 . 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Q�\ 1x00. \ SIGN � ? ii°j SPACE � � S R ti� P %B' � STREET � � ' STOP SIGN � \ `�.. `�� 2541 O /'` \J G ° j,•� ,' � , LU Q LL OL, � / 10 �0 °R/ o/ �� \ NO PARKING s.f. .Z// N 1 \ ,p NO PARKING 'o DSO ��1�Q�� % r Lu LA a \ 1� QP� F'S NO PARKING 96S % IiF T P I G 138 , ,n S9, 0 ��O fps �� ,` `SF Sv9 q. 0 -4, 2S /R SF-� 1 SO ?�6 I V Rpp � OC v \ / p. NO PARKING OL .� STOP SIGN SIGN R ° Qo W h N � � O •s \� ii � � •e( � 15 H �; .�,, P '-.� -' � � � Q Cv • � _ S REET IGN t BL K 2%0 - l-�r, / \ �� k . - 02 e o • / TO SIGN 5'R NO PARKING � � �' � o 0 O� STREET SIGN a vZ�o�� yam/ / 15� FX / �` Oo G �� �� c� / - / °o 5� � FUTURE °R R /qe 'R /�vp qi SMOT Tti X36F• Op V4 F p p ..: 2�r• \ 1 5 5 q�. -� i o \ h� P �,_ .� �c\ �' 0 o 0 PARKIN BLOCK U � °sss P� s VARIABLE WIDTH SLOPE ESMT. v D.B.2886 134 -155 FR C / � �� O IGN FUTURE 6 c, G BLOCK 26 pp. [ / • OT OPEN SPACC co do 6 OPEN � SPACE CG-12 � 11 TYP. q [O T [OT B�� TIOT 35060 s.f. f � SIGN \ STREET HT SN8R� O DISTANCE ESMT SS % o. 5'S.B.L 00 ,� 40P k$O s TY 3.j� A� o o 4° �- - 61 / \ RI* NO PARKING SIGN �ti 1 PORTION OF TMP 55E -1 -A1 MARCH MOUNTAIN PROPERTIES, LLC [OT Qiv o�� / v \ VAR % TH Q� ESMT. / D.B. 2233 p. 389 D.B. 2035 pp. 726 -736 (plat) / �QG x1 �/ ��• o ° , � a ZONED: NMD ZMA 04 -024 SOT 110, '' \ ° 8 0 10' LANDSCAPE EASMENT D.B. 3442 pp. 188 -194 THIS EASEMENT LOCATION r' i 1� FUTURE BLOCK 2913 IS APPROX. NEED ORIG PLAT ' y FROM CLERKS OFFICE / ,\ DRIVEWAY LOCATION�6 \�Q \ BLOCK 26 r [OT 3 5'S.B.L. / /VARIABLE WID TYP. � j SIGHT DIST. ES �b y \ 20' UTILITY EASEMENT /' C r 5'S.B.L. o 9 D.B. 3442 pp. 188 -194 , / 0 4 4' ,p ,� X 51 C TYP. \ OPEN �01 ! / 0 0 [OT 14 R / o SPACE 35060 s.f. R ° pork I 1 [q�VF /n �� St [ NF STOP SIGN oet S/ 9 DUPLEX oT 2 9n LOT o ^o�\ DUPLEX w \ ;'j No Parkin + I k \ g o LOT Street Sign A -21 - / �c> ° UTi VSM�fYP. > STREET I- - _ '� A=54 _ . � �h� - STREET SIGN • \ S 5 ROLL 1 +51PC PT _ - HAZEL GROVE ROAD o -_ A -8 _..._... _ �� p0 R 0 1 + 2 o ROLLTOP STOP SIGN o 48 - _ _ _.. � �. 10 AN AND 4 7g -1 SIDEWALK EASEMENT // VARIABLE WIDTH D.B. 3442 EASEMENT 188 194 pp. - / No p ' .. `LT_ _ A= CG 12 2 ' UTIL TY ESM T V 0 D.B. 442� A88 -194 20 UTILITY EASEMENT �, G W No Parkin i G 6 - TYP PP / �' r� g ROLLTOP ., S �� D.B. 3442 188 -194 St�ee 9 ° 2 l m trl 8 ° 00R [pT s A �3 / ' / DRIVEWAY v T Street Sign TRANSITION a NO PARKING SIGN S� E/m' � , . M 4fl. N St[ N 11 00 N S \�'� ���� / pP SITE PLAN NOTES: f.. ' -q:1' ::: A =28 2S• 20' PRIV ° STREET SIGN �\0 �� ��• 14 LOCATIONS / �'• ! ` 15 VAR.wID� TH UTILITY ESIMT. �. ' OPEN SPACE1oo' �P ®�so 8963 s.f. j 1.) UNLESS NOTED OTHERWISE, ALL DIMENSIONS ARE MEASURED TO FACE OF CURB. 9 16 UTIL VAR. WIDTH 1 , '. / ESMT.TYP. f SIGN /� 2. LOCATION, SIZE AND APPROVAL OF SIGNAGE LOCATIONS ) REQUIRES A SEPARATE PERMIT. 21 ST OP 17 0 � PROPOSED � �`°- 7 ` STANDARD CD -1 AND CD -2 U 3. S A NDERDRAINS ARE ) TO BE PROVIDED AS SHOWN 18 �� 19 VARIABLE WIDTH �. WATERLINE ESMT. HEREON OR AS FIELD CONDITIONS DICTATE. OF 4 Co ISTA � E EASEME rn I o1SC• 51�N -- 4.) ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS �PLTH D PREDOMINATELY OF o NOT MORE THAN 8 INCHES A,36, 3 \ T 5' S.B.L. IoM ,20' C TYP. �p,R• .� .- P- / ° , IN THICKNESS BEFORE COMPACTION OVER THE ENTIRE ROADBED AREA IN U f ., 48 - .. •. ------ / •: :: �,•,,.,- ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04. Christopher C Mulligan ^�` A _ • _• ,1p$ _= _ A =56 '' 5.) INTERSECTION SIGHT DISTANCE LINES ARE SHOWN > Lic. No. USING A 3.5 HEIGHT OF EYE 031672 w4 �'0 ° VA - _ �' --- _ EX. CURB & GUTTER O2S0 N — -- Rq/ R/ _ _ . t �• e. 342 0£ Eq S Wlp - - - - -_ __ - - — _ _ AND A 3.5 HEIGHT OF OBJECT. ti�w s E s I ONAL r - rv_ I pp 1geMElVT -- T 8 794 - - -. - -.. --=- ----�" 6.) ALL ROAD INTERSECTIONS SHALL HAVE IA ROAD PROFILE IN ACCORDANCE WITH EX. CURB ��� 13 o� G+ �, & GUTTER 1 TAX MAP K 20' UTILITY EASEMENT D.B. 3442 pp. 188 -194 THE V.D.O. T. CG -11 DETAILS. SCALE 1 " =50' ] D. pgRAP Sse ,, 20' UTILITY EASEMENT 4jp4 p )��3 23 D.B. 3442 pp. 18� -194 (TO BE VACATED) 7.) PROVIDE RESIDENTIAL ENTRANCE, CG -9131, FOR EACH LOT ACCESS LOCATED IN CG -6. 50 o so goo ROLLTOP ENTRANCE APRONS TO BE COORDINATED & APPROVED BY COUNTY ENGINEER. tot 12 cos 8.) UNLESS SHOWN OTHERWISE, PROVIDE ALL CG-6 TO ROLLTOP TRANSITIONS WITHIN THE SCALE IN FEET LAST 10 FEET OF THE CURB RETURNS ADJACENT TO THE ROLLTOP ROAD SECTION. I REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale CONTOUR INTERVAL 2 FOOT CU Ua z J 06 z J N W U JJ Om W N = Co to NQ 90 V ® Cc W c� CZ OU Wo t/1 r 2 Z Q Z 0vi co Q 2 Q UQ ow V) J C J C N W Q Z _ U 0rx N to LU Q LL LL Lu LA V V Q � W Z 0 W = a REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale CONTOUR INTERVAL 2 FOOT FILE NUMBER 8053 SHEET 5of22 CU gN z J 06 Z g a � J N 0 Do JJ Om FILE NUMBER 8053 SHEET 5of22 REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1 " =50' CONTOUR INTERVAL 2 FOOT U a Z 0) _J Q > 5 � � O CG -12 Handicap Ramp- Type A U ®0 @ W CG -12 Handicap Ramp- Type 'B' •� W W 2 0 to f' NTS OFR00� f�� CL GE EGSi6�E 1.5% (MAX.) 1.0% (MN.) PGGES ���� B. 881N E EASEMENT pp. 134-155 TRUNCATED DOMES AT ALL CURB AND T�O 2 00 TRANSITION RAMPS F�GF 5\' �P\� U� '\ 0 I' S SEE D.B. 4003 p. 77 FOR ADDITIONAL DRAINAGE ESMT. IN THIS AREA X 4' (MIN.) X 4 MIN / a£' a€aa dot aclr xa R' #oca au4.o as �f a asdaa =a194 °vRQUOO4d4 ! "4_ a 4 d p 4 a''a a yxY 4� 0 1! 444;44f%Q d;aa4RdA4E; ' :1'D Oa404d44a 4f3 n,p,a.n4,a4ea oar4dadQ4 =aoa44aaQ:�QQ a2geX r4:oa, j 20' ACCESS & UTILITY ESMT. D.B. 2886 pp. 134 -155 �/ 4ddb b4R...4a dQ °p O��Q4 O�jL� °°os�a�Q�q� aQOQOa`pgbn� ' �s T`' °p pVpQ464 �p oQ 4d�bI"gL °4dpQq �..d �Q ©4 �a L0 v. a Q ° d 4 d d b O °c °uoad�d,°�td o44Q �ddd�4.k d8 a'p'R 4 OTC a f3 ,' .Q'i €r�0 C O' 4 ��'B. .56 ✓':` r�r;'; coao 4#tiaaa�pd ppfyd 44 as c,n aeFhhea, tF 1`o00.p a ?bgP9E°aaa paa� 4 ag,PSP }iO b8 �j3',i d'.aaaaa4:"` Pa'�3 }aR d°fa Q,Qa0A0 €Aa Pab ,� °��° QA4D4a4a4o4 a4;1�# . a44p na4awaig °ga �fy oaa4 o4q 3t d.P a'g4a -aaado g, J % fr � AMMMA � l 6Q 0 O /� Y� 5' O a SEE NOTE 9. Qq4,,✓ p a 04 y�R ° 04' 0120, qC p9t�cD<'O YIQQd4 4QQ OO.,S.i l UPPER BALLARD POND IS TO BE a STORMWATER "�µ �'�%''' ` � )/4" LIP MAX. 0� �=O�A 24 It d '^' O O A Q..:£a a �t'a:0 P 4:-..• dpua'aw Oyu d� oac�n%'3a � MANAGEMENT FACILITY FOR OLD TRAIL VILLAGE cr M6ajr "`.. '�fAREA c oow �������"• c, OF COLORED SURFACE ~1V���?0N 4 (MIN.) y4 UP MAX. - 35 - TYP U AREA OF COLORED SURFACE TYP" TRUNCATED DOMES AT *2.35" 000 0-TYP � 02 /l �! � Q � � OOOp 2.35 "* * 2.35" O O O TYP 0.2" TYP O O WALKWAY TO ROADWAY TYP o 0 1-- 0.9. _ _� � f ���' / -"1-i~ 235" TYP* = RAMP 2.35" TYP* TRUNCATED DOMES TRUNCATED DOMES /� (Plan View) (Profile) o = '� \ � .%� .% =! TRUNCATED DOMES TRUNCATED DOMES (Plan View) (Profile) *DIMENSIONS ARE CENTER TO CENTER a *DIMENSIONS ARE. CENTER TO CENTER Notes: &/ 10 Notes: 1. 2. THE MAXIMUM ALLOWABLE SIDEWALK AND CURB RAMP CROSS SLOPES SHALL BE 2% (1% MIN.). �i C, THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE EXCLUDING CURB RAMPS SHALL BE 5 %. �% THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE CURB RAMPS SHALL BE 8.0 %. �Q �Q 1. THE MAXIMUM ALLOWABLE SIDEWALK AND CURB RAMP CROSS SLOPES SHALL BE 2% (1% MIN.). 2. THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE EXCLUDING CURB RAMPS SHALL BE 5% 3. 4. A MINIMUM OF 3 FEET CLEAR SHALL BE MAINTAINED AT ANY PERMANENT OBSTACLE IN / -OWN / FUTURE `a>, 3 . THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE CURB RAMPS SHALL BE 8.0 %. 4. A MINIMUM OF 3 FEET CLEAR SHALL BE MAINTAINED AT ANY PERMANENT OBSTACLE IN ACCESSIBLE ROUTE (I.E., HYDRANTS, UTILITY POLES, TREE WELLS, SIGNS, ETC.). 5. CURB TREATMENT VARIES, SEE PLANS FOR CURB TYPE. l 5. BLOCK 7 �0 CURB TREATMENT VARIES, SEE PLANS FOR CURB TYPE. 6. RAMP, CURB, AND ADJACENT PAVEMENTS SHALL BE GRADED TO PREVENT PONDING. �O 20' DRAINAGE EASEMENT 6. RAMP, CURB, AND ADJACENT PAVEMENTS SHALL BE GRADED TO PREVENT PONDING. 7. TYPICAL SIDEWALK SECTION FOR RAMP SECTION CONSTRUCTION. j D.B. 20886 pp. 134 -155 7• TYPICAL SIDEWALK SECTION FOR RAMP SECTION CONSTRUCTION. 8. 9. WHERE ACCESSIBLE ROUTES ARE LESS THAN 5' IN WIDTH (EXCLUDING CURBING) A 5' x 5' PASSING AREA SHALL BE PROVIDED AT INTERVALS NOT TO EXCEED 200 FEET. ELIMINATE CURBING AT RAMP (OTHER THAN VERTICAL CURBING, WHICH SHALL BE SET FLUSH) j !J / 8. WHERE ACCESSIBLE ROUTES ARE LESS THAN 5' IN WIDTH (EXCLUDING CURBING) A 5' x 5' PASSING AREA SHALL BE PROVIDED AT INTERVALS NOT TO EXCEED 200 FEET. 9. ELIMINATE CURBING AT RAMP WHERE IT ABUTS ROADWAY, EXCEPT WHERE VERTICAL CURBING IS 10. WHERE IT ABUTS ROADWAY. DETECTABLE WARNINGS SHALL CONTRAST VISUALLY WITH ADJOINING SURFACES. //EX. INDICATED ON THE DRAWINGS TO BE INSTALLED AND SET FLUSH. PORTION OF TMP ME _ 1 -A1 _ 10. DETECTABLE WARNINGS SHALL CONTRAST VISUALLY WITH ADJOINING SURFACES. MARCH MOUNTAIN PROPERTIES, LLC D.B. 2233 p. 389 D.B. 2035 pp. 726 -736 (plat) f ZONED: NMD INV. - 669.2 \ ' ZMA 04 -024 VARIABLE WIDTH SLOPE ESMT. �l- MAXWUM ELEVATM OF GILL D.B. 2886 pp. 134 -155 TO BE MOWOo RED FOR / �. / \ J..._- �\ A �i�C0�11UfMl E LEVA ION Oo F U8 THROUGHOUT C�ONSTRUC�TIOf� 20 SANITARY SEWER ESMT. / D.B. 2886 134-155 : %= 5��'1 l� ' \ -= / = -..._. _. - .ti r. ��G . -' Q 5 BLOCK 3 STORM SEWER EASEMENT WIDTH SCHEDULE TO P IRV (0 HT Mph TO 109 107 697.00 689.50 7.5 1.25 16.25 20 107 105A 696.63 688.73 7.9 1.25 17.05 20 \ / / /22' i/y �N /Q 5 Gl V 105A 105 695.38 688.15 7.2 1.25 15.71 20 111 105 692.70 685.66 7.0 1.25 15.33 20 DRAINAGE EASEMENT 105 103A 692.70 685.36 7.3 1 .25 15.93 20 103A 103 688.74 684.05 4.7 1.25 10.63 20 \ \ � 4Q O \ / 103 113 687.24 683.05 4.2 1.50 9.88 20 117 115 687.35 683.85 3.5 1.25 8.25 20 0 / O TMP 55E -1 -E � `l, i�' "r OLD TRAIL VILLAGE CENTER 115 113 687.45 683.30 4.2 1.25 9.55 20 113 121 687.24 682.31 4.9 2.00 11.86 20 ,' // "� y6j�'1/ ,; �Q r �' 037 p. LLC �` D.B. 4037 p. 650 (plat) D.B. 3796 405 121 123 686.95 681.72 5.2 2.00 685.81 681.89 3.9 1.25 9.09 20 EXISTING ; X10' DRA AGE EASEMENT 2px / / J (PORTION OUTSIDE R/W �Ax>2 j ,,,- �� � p. CO / -' PRESENT USE ZONED: VACANT RESIDENTIAL LAND 125 123 123 142 685.81 680.84 5.0 2.00 11.94 20 !J SH LL BE ABANDONED) 6 ?79 C 79 VARIABLE WIDTH 142 138 686.95 679.80 7.2 2.50 16.80 20 C��lyO / DRAINAGE EASEMENT / D.B. 2886 pp. 134-155 140 138 667.10 680.90 6.2 1.25 13.65 20 138 136 687.10 679.37 7.7 2.50 17.96 20 f` ��� f �O F� 136 134 687.72 678.91 8.8 2.50 20.12 21 148 134 685.01 679.22 5.8 1.25 12.83. 20 134 132 685.00 677.80 7.2 2.50 16.90 20 150 132 683.45 678.56 4.9 1.25 11.03 20 �0 A� STOP SIGN r (eve FUTURE \ 132 154 683.45 677.14 6.3 2.50 15.12 20 100 Ex. 13 687.35 683.92 3.4 1.25 8.11 20 128 126 685.92 679.96 6.0 1.25 13.17 20 TREET SIGN X Q� ,, p� FUTURE , • \ BLOCK 27 �O BLOCK � \ %r ��OO ' 130 152 685.13 679.13 6.0 1.25 13.25 20 126 152 685.91 678.52 7.4 2.50 17.28 20 f 152 154 685.10 677.58 7.5 2.50 17.54 20 / Ig �2X`SI V �+ rA��1� w 6A CIO/ ' �� 19 �F J NO PARKING � VF / Q O, SITE PLAN NOTES: 1.) UNLESS NOTED OTHERWISE, 154 156 685.10 676.64 8.5 3.00 19.92 20 (`' B� `�� SIGN v , ALL DIMENSIONS ARE MEASURED TO FACE OF CURB. t' STREET SIGN q�� F 0 2 . ii s , �, '� � � QG A, o,� A 2.) LOCATION, SIZE AND APPROVAL OF SIGNAGE LOCATIONS � \a� FG � '\ REQUIRE A SEPARATE PERMIT. NOO PARKb FUTURE Y. BLOCK / 35B A -20 STREET SIGN N V SIGHT S �� '� , PITH OF D NCE EM 9 poi ISTA l NO PARKING r ��,\\ 0��0 086 SIGN \ �' o \ % o' G ��' f r v 10, 129, 0. SB 1 Sl DRIVEWA %�� XOO x� ���' ,/\` 8 eiR KOCATIONS A / 2 7 X h� .SHIN CAVE 10 NO PARKING \ n \ x�� / TSB2 R T\ q _ Q�0\ 2SR.. /� = ` i �� 9n ✓ j �� �� y �, Fs 9 O 6�S ly �� 3 NO PARKI>d� 5 �\ P 2 0, /i O� 10 P' SPk�T1F'� / Ov s -8, r: N o y� N ;/ r ti Christopher C. Mulligan Lic. No. 031672 �4> 0 4" C+ SF� �Se Op 2 S, 711, J A =4 �SIONAL EIS \\\`� h OPEN �. QR \� � o koo \ SIGN 25R • : -f A``G� SC 5 ALE 1 "= 0' ' >6 �� O 00 109 `� OR SPACE �,, cr tiN /'` P.ti \\ STREET Q `�� 2541 s.f. n "' STOP SIGN NO PARKING \ �v (P NO PARKING j `, ¢ 9os SPA\ F`'� l\ NO PARKING ` k j ' `` R y'' SO S QF- 50 0 50 100 /VT ss 8 3. F .. P IG 38 0 , \^� �pQ \ SCALE IN FEET F S • pROo '920, O 5�... EE S Ell REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1 " =50' CONTOUR INTERVAL 2 FOOT U a Z 0) _J Q > 5 � � O 0, D U U ®0 @ W J J Om •� W W 2 0 to 2 m to NQ CL ZO U o ac w T�O 2 00 w o Z Q U J d8 M J \ 6Q 0 O /� Y� W p Qz 0 u s G 0� , N cr c c, J ~1V���?0N U �� z ~ w Z )W = F�+y a REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1 " =50' CONTOUR INTERVAL 2 FOOT FILE NUMBER 8053 SHEET �A vk- 6 of 22 (91M 0) CV Z J > 00 _J Q > 5 � J N ®� 0, D U U ®0 @ W J J Om FILE NUMBER 8053 SHEET �A vk- 6 of 22 REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 PER County Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1" =50' CONTOUR INTERVAL 2 FOOT Ua W m w � U � LU N = N O� ` D W � o N J 06 Z g o >00 �N 0. 1--i CL Z O U 4w U 00 >O LL a2 z J.j Om -j v� p o JZ C-Cj E� °C W Q \ z Lf) O� ; N cc 0)� ( W� ou_ 0 Lii ., LL W \ 0 W cc cc Z� W o. W 2 o� Q� 2 T- 2 0 C W nz. REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 PER County Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1" =50' CONTOUR INTERVAL 2 FOOT FILE NUMBER 8053 SHEET 7 of 22 W m � N g Z J 06 Z g � 5 >00 �N 0. U 00 J.j Om FILE NUMBER 8053 SHEET 7 of 22 PORTION OF TMP 55E -1 Al MARCH MOUNTAIN PROPERTIES, LLC D.B. 2233 p. 389 D.B. 2035 pp. 726 -736 (plat) ZONED: RA PRESENT USE - GOLF COURSE 3 •d U- ; 153 � f� DRAINAGE EASEMENT ( I� B. 88 pp. 134 -155 IN .=C57.(1 SEE D.B. 4003 p. 77 FOR ,-f C9� � ��� ADDITIONAL DRAINAGE ESMT. / IN THIS AREA F-� \S,, c� 20' ACCESS & UTILITY ESMT. ,X D.B. 2886 pp. 134 -155 STORMWA7ER MANAG�IAEVT NOTE /� UPPER BALLARD POND IS TO BE a STORMWATER MANAGEMENT FACILITY FOR OLD TRAIL VILLAGE A- � �Q C6-7) .._.__.., UPPER BALLARD POND' 158 / _ / OLD TRAIL VILLAGE CENTER MARCH MOUNTAIN PROPERTIES, LLC ' D.B. 4037 p. 650 (plat) / Lickinghole 1 -15 D.B. 2233 p. 389 / Top =683.0 / PRESENT USE ED PARKING LOT / Inv In) =667 40 j FUTURE Inv�Out) =6 7.20 cp, BLOCK 7 20' DRAINAGE EASEMENT Lickin hole 1 -16 D.B. 2886 pp. 134 -155 °` Top= 7.36 In In)) 6 68. Inv�Out)= 668.03 PORTION OF TMP 55E -1 -A1 C") �X. INV. =669.2 / MARCH MOUNTAIN PROPERTIES, LLC D.B. 2233 p. 389 / D.B. 2035 pp. 726 -736 (plat) ZONED: NMD ZMA 04 -024 / \ Lickinghole 1 -17 Top= 674.26 / VARIABLE WIDTH SLOPE ESMT. In In)= 669.22 D.B. 2886 pp. 134 -155 MAXIMUM ELEVATION OF FILL Inv�Out) =669 r- TO C IE MONITORED FOGS, A MAXIMUM ELEVATION OF C THROUGHOUT CONSTRUCTION � � -OR 20' SANITARY SEWER ESMT. D.B. 2886 pp. 134 -155 BLOCK 3 157 �e 1 22 DRAINAGE \ �/ / EASEMENT �/ : e bD /r 56 0 / 01 Q �� TMP 55E -1 -E 5� , OLD TRAIL VILLAGE CENTER JA 1 � � 5 � D.B. 4037Zp. 650 (plat) / , f D.B. 3796 p. 405 / / Q ;�, ZONED: NMD c f PRESENT USE - VACANT RESIDENTIAL LAND 8R 8PTEE 1 ��L VARIABLE WIDTH (3) 8 G.V. / DRAINAGE EASEMENT \\" D.B. / f 2886 pp. 134 -155 PROP. rl ; Q011 8 "PLUG Lickinghole 1 -18 p Top= 678.46 a Inv In)= 671.78 79;2� s 15 17 F 1 9 I m Inv(Out)= 671.63 FUTURE 1 50 BLOCK 7 FUTURE BLOCK 27 1 2�' / 8x6 F.H. AS 0 lb J& Ole 583.01 ) =677.0 Jul" b t =67 .87 Q FUTURE 12 BLOCK 35B 28 RF hNNF�T 1 1 j o�86 23 DRIVEWAY M�l� 87jje FI y �4�g8 OCATIONS RON // �A A/c 1 0 1 Lckinghole 1 -20 Top= 686.22 Inv In)= 679.18 v�0ut)= 679.10 96,>S4-07- 9 FX /yM Je �4, . �� OPEN SPACE 2541 s.f. 7096 `% 8� kv COkoFFk I \ o� �� 12 3 148 G 134 M q E S �Q /136 140 t: pSP� F,S� 137 sEEEME:8 s PROP. 12" 'DRY' DI W/L STUB 5' BEYOND PVMT. (FUTURE COMMERCIAL) i r� 1 FUTURE STORM SEWER PIPE r 6 UTILITY NOTE: ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY. Christopher C. MUl in Lic. No. 031672 �sv� SEAL INLETS WATERTIGHT s'"ONAL UNTIL FUTURE STORM SEWER IS INSTALLED & OPERATIONAL SCALE 1"=50' 50 0 50 100 SCALE IN FEET Ua z w F--� r U LU N 2 C cc ;) Cy 2 ®�, N o Q Q. Q �. Z O 0 cc U zW 0 2 OU Wo Q O� W (� Q r W Q 01 (j) J N W cc Z < Lo 2-59 Orc , N co 04 CO W(5 oLL LL , W 0 rc nn cc cc Z 1` W aW �CP ? Q( i W 2 0 ©/ W a Mil REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 PER County Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1" =50' CONTOUR INTERVAL 2 FOOT Wm V 0) N z J o� Z co a. J N ®'A � U Ul J U 1= 00 J 4m JI FILE NUMBER 8053 SHEET 8of22 / EXISTING' ,%20 DRA NAGE EASEMENT (PORTION OUTSIDE R/W H LL BE ABANDONED) G J JI. 1 f� DRAINAGE EASEMENT ( I� B. 88 pp. 134 -155 IN .=C57.(1 SEE D.B. 4003 p. 77 FOR ,-f C9� � ��� ADDITIONAL DRAINAGE ESMT. / IN THIS AREA F-� \S,, c� 20' ACCESS & UTILITY ESMT. ,X D.B. 2886 pp. 134 -155 STORMWA7ER MANAG�IAEVT NOTE /� UPPER BALLARD POND IS TO BE a STORMWATER MANAGEMENT FACILITY FOR OLD TRAIL VILLAGE A- � �Q C6-7) .._.__.., UPPER BALLARD POND' 158 / _ / OLD TRAIL VILLAGE CENTER MARCH MOUNTAIN PROPERTIES, LLC ' D.B. 4037 p. 650 (plat) / Lickinghole 1 -15 D.B. 2233 p. 389 / Top =683.0 / PRESENT USE ED PARKING LOT / Inv In) =667 40 j FUTURE Inv�Out) =6 7.20 cp, BLOCK 7 20' DRAINAGE EASEMENT Lickin hole 1 -16 D.B. 2886 pp. 134 -155 °` Top= 7.36 In In)) 6 68. Inv�Out)= 668.03 PORTION OF TMP 55E -1 -A1 C") �X. INV. =669.2 / MARCH MOUNTAIN PROPERTIES, LLC D.B. 2233 p. 389 / D.B. 2035 pp. 726 -736 (plat) ZONED: NMD ZMA 04 -024 / \ Lickinghole 1 -17 Top= 674.26 / VARIABLE WIDTH SLOPE ESMT. In In)= 669.22 D.B. 2886 pp. 134 -155 MAXIMUM ELEVATION OF FILL Inv�Out) =669 r- TO C IE MONITORED FOGS, A MAXIMUM ELEVATION OF C THROUGHOUT CONSTRUCTION � � -OR 20' SANITARY SEWER ESMT. D.B. 2886 pp. 134 -155 BLOCK 3 157 �e 1 22 DRAINAGE \ �/ / EASEMENT �/ : e bD /r 56 0 / 01 Q �� TMP 55E -1 -E 5� , OLD TRAIL VILLAGE CENTER JA 1 � � 5 � D.B. 4037Zp. 650 (plat) / , f D.B. 3796 p. 405 / / Q ;�, ZONED: NMD c f PRESENT USE - VACANT RESIDENTIAL LAND 8R 8PTEE 1 ��L VARIABLE WIDTH (3) 8 G.V. / DRAINAGE EASEMENT \\" D.B. / f 2886 pp. 134 -155 PROP. rl ; Q011 8 "PLUG Lickinghole 1 -18 p Top= 678.46 a Inv In)= 671.78 79;2� s 15 17 F 1 9 I m Inv(Out)= 671.63 FUTURE 1 50 BLOCK 7 FUTURE BLOCK 27 1 2�' / 8x6 F.H. AS 0 lb J& Ole 583.01 ) =677.0 Jul" b t =67 .87 Q FUTURE 12 BLOCK 35B 28 RF hNNF�T 1 1 j o�86 23 DRIVEWAY M�l� 87jje FI y �4�g8 OCATIONS RON // �A A/c 1 0 1 Lckinghole 1 -20 Top= 686.22 Inv In)= 679.18 v�0ut)= 679.10 96,>S4-07- 9 FX /yM Je �4, . �� OPEN SPACE 2541 s.f. 7096 `% 8� kv COkoFFk I \ o� �� 12 3 148 G 134 M q E S �Q /136 140 t: pSP� F,S� 137 sEEEME:8 s PROP. 12" 'DRY' DI W/L STUB 5' BEYOND PVMT. (FUTURE COMMERCIAL) i r� 1 FUTURE STORM SEWER PIPE r 6 UTILITY NOTE: ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY. Christopher C. MUl in Lic. No. 031672 �sv� SEAL INLETS WATERTIGHT s'"ONAL UNTIL FUTURE STORM SEWER IS INSTALLED & OPERATIONAL SCALE 1"=50' 50 0 50 100 SCALE IN FEET Ua z w F--� r U LU N 2 C cc ;) Cy 2 ®�, N o Q Q. Q �. Z O 0 cc U zW 0 2 OU Wo Q O� W (� Q r W Q 01 (j) J N W cc Z < Lo 2-59 Orc , N co 04 CO W(5 oLL LL , W 0 rc nn cc cc Z 1` W aW �CP ? Q( i W 2 0 ©/ W a Mil REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 PER County Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1" =50' CONTOUR INTERVAL 2 FOOT Wm V 0) N z J o� Z co a. J N ®'A � U Ul J U 1= 00 J 4m JI FILE NUMBER 8053 SHEET 8of22 REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 PER County Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1" =50' CONTOUR INTERVAL 2 FOOT Wm V 0) N z J o� Z co a. J N ®'A � U Ul J U 1= 00 J 4m JI FILE NUMBER 8053 SHEET 8of22 JI FILE NUMBER 8053 SHEET 8of22 REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments Scale ill = 50' C\1 z < z <*11 STORM SEWER SCHEDULE ST SEWER SCHEDULE PTI PIPE �DESCR ON PIPE DESCRIPTION I Revised: 9/27/2014 SLOPE IN OUT / , / j IL (D 'ZI LU PIPE 101 101 FROM FRO 100 100 TO Ex. 13 Ex. 3 43 43 L of P F H DE 15 Storm L.F. L. F. of H. P. D. E. 15 Storm Pipe 0.51% IN)= 68192 IW(OUT)= 683.70 666 < S) Zr 0 102 104A 123 103A 142 103 im 112 L.F. of H. P. D. E. 24 Storm Pipe L. F. of H. P. D. E. 15 Storm Pipe 0.87% IW(IN)= 680.84 IW(OUT)= 679.90 0.67% INV([N)= IW(OUT)= 683.30 684.05 9; > 0 LL Q. LIJ i _j z 104B 106 103A 104 L.F. of H.P.D.E. 15 Storm Pipe 1.22% [W(IN)= 685.36 IW(OUT)= 684.10 z V ow rz 106B 107 105A 57 L.F. of H. P. D. E. 15 Storm Pipe P. D.E. D. E. 15 Storm Pipe [W(IN)= 0.84% 688.73 IW(OUT)= 688.25 4.70% W(IN)= 688.15 IW(OUT)= 685.46 rc co 0 0) 106A 105A 105 57 L.F. L. F. of H. Lu a C21 L U III ct cc IOL LU z P� 0 ti 20) 108 110 109 ill 107 105 64 40 40 L.F. of H. P. D. E. 15 Storm Pipe L. F. of H. P. D. E. 15 Storm Pipe L.F. H. P. D. E. 18 Storm Pipe 1.05% IW(IN)= 689.50 IW(OUT)= 688.83 0.50% MIN)= 685.66 IW(OUT)= 685.46 0.60% IW(IN)= 683.05 IW(OUT)= 682.81 1 IN 5-7. 01 0 ...... ----- . 112 114 116 120 122 103 115 117 113 121 113 113 115 121 123 49 90 79 156 of L.F. of H. P. D. E. 15 Storm Pipe L.F. of H.P.D.E. 15 Storm Pipe L.F. of H. P. D. E. 24 Storm Pipe L.F. of H. P. D. E. 24 Storm Pipe 0.49% IW(IN)= 683.30 IW(OUT)= 683.06 0.50% 1W(IN)= 683.85 IW(OUT)= 683.40 0.62% MIN)= 682.31 IW(OUT)= 681.82 0.50% INV([N)= 681.72 IW(OUT)= 680.94 ,\A, 66 666 - --- ...... -- - ---- ------ 0000- 124 127 126 128 123 126 40 37 L.F. of H. P. D. E. 15 Storm Pipe L. F. of H. P. D. E. 15 Storm Pipe 0.50% MIN)= 681.89 IW(OUT)= 681.69 0.51% WI N)= 679.96 INV(OUT)= 679.77 . . . . ....... 668 E) 670 C;Y-, ....... . . . .... ... f . .. .... 129 131 133 130 132 134 152 164 132 40 78 96 L.F. of H. P. D. E. 15 Storm Pipe L.F. of H. P. D. E. 30 Storm Pipe L.F. of H. P. D. E. 30 Storm Pipe 0.50% IW(IN)= 679.13 IW(OUT)= 678.93 0.51% IW(IN)= 677.14 IW(OUT)= 676.74 0.58% IW(IN)= 677.80 IW(OUT)= 677.24 C 676 0 . N. . . .. ...... ------ ------ 135 136 134 188 L.F. of H. P. D. E. 30 Storm Pipe 0.54% IW(IN)= 678.91 lw(OUT)= 677.90 137 139 138 140 136 138 71 34 L.F. of H. P. D. E. 30 Storm Pipe L.F. of H. P. D. E. 15 Storm Pipe 0.51% IW(IN)= 679.37 IW(OUT)= 679.01 0,53% IW(IN)= 680.90 IW(OUT)= 680.72 141 142 138 65 L.F. of H.P.D.E. 30 Storm Pipe 0.51% IW(IN)= 679.80 IW(OUT)= 679A7 Y 146 147 149 146 148 160 144 134 132 40 34 34 L.F. of H. P. D. E. 24 Storm Pipe L.F. of H. P. D. E. 15 Storm Pipe L.F. of H.P. D. E. 15 Storm Pipe 0.55% WIN)= 683.22 IW(OUT)= 68100 0.50% IW(IN)= 679.22 IW(OUT)= 679.05 0.50% IW(IN)= 678.56 IW(OUT)m 678.39 X X 662 151 153 166 126 162 164 152 154 156 92 92 150 L.F. of H. P. D. E. 30 Storm Pipe L, F. of H. P. D. E. 30 Storm Pipe L.F. of H. P. D. E. 36 Storm Pipe 0,91% IW(IN)= 678.52 MOM)= 677,68 0.91% IW(IN)= 677.58 [W(OUT)= 676.74 0.69% IW(IN)= 676.64 IW(OUT)= 675.60 X/ 157 156A 168 156 166A 158 208 L.F. of H. P. D. E. 42 Storm Pipe Sed. Basin 226 L.F. of H. P. D. E. 36 " Storm Pipe VDOT Standard ES-1 w/ Outlet Protection - See Details IW(IN)= 0.77% 675.10 IW(OUT)= 673.50 0,93% IW(IN)= 675.50 IW(OUT)= 673.40 UPPER B A L L A R D POND X, C6-7- INLET SCHEDULE Revised: 9/27/2014 < 0), TMP 55E-1-3A-1 STIR # 100 103 103A L 16.0 12.0 2.5 STATION DESCRIPTION TOP NOSE - H NOTE: ALL INLET REQUIRE IS-1 INLET SHAPING 16+5&53 VDOT ST'D DI-3C 687.35 TYPE R 3.43 15+28.80 VDOT ST'D DISC 687.24 TY PE'B' 4.19 14+15.20 VDOT ST'D DI-3A 688.74 TYPE'S' 4.69 Lickinqhole 1-1� OLD TRAIL VILLAGE CENTER MARCH MOUNTAIN PROPERTIES, LLC D.B. 4037 p. 650 (plat) D.13 2233 p. 389 NMD 105 2.5 13+15.20 VDOT ST'D DWA 692.70 TY PE'B' 7.34 Top=683.00 \ Inv In)=667.40 \ PRESENT USE PARKING LOT 105A 2.5 12+53.04 VDOT ST'D DI,3A 696.38 TY PEH 7.23 7.90 FUTU E 11 fr=6 .. 0 . (p' _/0 j 107 109 ill 2.5 8.0 2.5 11+90.88 14+92.59 13+11.90 VDOT ST'D DI-3A VDOT ST'D DI-3C VDOT ST'D DI-3A 696.63 TYPE'S' 697.00 TYPE'S' 7.60 692.70 TYPE'S' 7.04 BLOCK 7 -00 113 2.5 15+28.80 VDOT ST'D DI-3A VDOT ST'D DI-3A 687.24 TYPE'S' 4.93 687.45 TY PE'B' 4.15 Lickinqhole 1-16 6' TO = 677.36 115 117 2.5 2.5 15+73.33 16+56.53 VDOT ST'D DWA 687.36 TYPE'S' 3.60 6.23 Inv (In)-668 23 Inv(Out)=668.03 01 CP 121 123 125 126 2.5 20.0 12.0 8.0 10+44.23 11+97.19 11+97.19 18+76.10 VDOT ST'D DI-3A VDOT ST'D DISC VDOT ST'D DISC VDOT ST'D DI-213 686.95 TYPE'S' 685.81 TY PE'B' 4.97 686.81 TYPE'S' 3.92 685.91 TY PUB' 7.39 j loll C6-6) N11 128 12.0 18+74.13 VDOT ST'D DI-3B 686.92 TYPE'S' 5.96 .27 130 132 134 136 138 140 142 2.5 8.0 2.5 2.5 2.5 2.5 2.5 19+61.32 14+05 13+06.28 11+16.10 10+44.90 10+44.91 Temporary VDOT ST'D DI-3A VDOT ST'D DISC VDOT ST'D Dk3A VDOT ST'D DI-3AA VDOT ST'D DI-3A VDOT ST'D DI-3A VDOT ST'D DI-3A 686.13 TY PE'B* 6.00 683.46 TYPE'S' 6.31 686.00 TYPE'S' 7.20 687.72 TYPE'S' 8.81 687.10 TYPE'S' 7.73 687.10 TYPE'S' 6.20 686.95 TYPES' 7.15 158 kkinqhole 1-13- Top'- 6.74 -26 ` 1 Z 11 --- ------ - 144 2.5 16+34.65 VDOT ST'D DI-3A 690.42 TYPE'S' 7.52 Inv(ln)=669.22 V f\ 146 148 8.0 8.0 Temporary 13+06.54 VDOT ST'D DI-3B VDOT ST'D DI-3B 690.42 TYPE'S' 7.20 685.01 TY PE'B' 5.79 AX�%M ELEVAMN OF_F`OLL nvkvut)-6H.02 T(( WOREDIPOR 150 152 164 8.0 8.0 8.0 14+05 19+64.84 20+54,29 VDOT ST'D DI-3B VDOT ST'D 131-313 VDOT ST'D DI-4B 683.45 TYPE-B' 4.89 686.10 TYPE'S' 7.62 685.10 TYPE'S' 8.46 AAAAMUM ELEVAMON OF 684 THROUGHOUT PONSTRUMON T\ 156 158 2.5 22+04.28 VDOT ST'D DI-4A ES-1 End Section 683.06 TY PUB' 7.95 > Z ... . . . . ........ -7 ------- ... ------ ------ BLOCK 3 ---- ------ ....... . . .... Z . . . . . ......... - ----------- 'j --- ---- - - ------- . ........ X\� b 10 TMIP 55E-1-E OLD TRAIL VILLAGE CENTER JA-ZAN LLC 15 D.B. 4037 p. 650 (plat) X / z Z D.B. 3796 p. 405 684 155 "_X X ....... ZONED: NMD PRESENT USE VACANT RESIDENTIAL LAND Lickinqhole 1 8 •69 Top=678.41 lnv(ln)=A7 ...... X ..'8 & Inv(Out) 7J1:63 �Z FUTURE BLOCK 7 Z CY) V, Q) FUTURE 4.5 N BLOCK 97 CF) 696 < 7,9 6-3 Z 13 12- 4#' X/ CO A- 17 1 9 30 B��CK 1 A 4-yelkinghole v(1n):!071.'b J ... ko, RA t \ -� FUTURE STORM J,- FUTURE BLOCK 35B 126 92 SEWER PIPE Z' �A' 28 �C, �H Op lroaarbo - (181) 7 R DRIVEWA z/ < CATIO, D 04 - S 1AA- -"IN C ART de I C40 1up-686.22 -20 inv(ln)=679,18 13 SEAL INLETS WATERTIGHT Christopher C. Mulligan Lie. No. s3 vtQyt)=679.10 95. ZO,)- 7� UNTIL FUTURE STORM SEWER IS INSTALLE�& OPERATIONAL 03167Z '96;,. 6,97 _RO 0) "Ce SNIP ONAL OPE 3F en) 4��, ;"� 7,1_ SCALE 1"=50' 2641 S f. NO, 50 0 50 100 P Ake 7096 0", - yp fj Qoq SCALE IN FEET c) 111�0 I 10 EE 8 REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments Scale ill = 50' C\1 z < z <*11 0 0 5 > 00 j C\1 IL (D 0 LU o� 04 :e co 5 w cm cm < S) Zr 0 Qr 5 U rt UJI 9; > 0 LL Q. LIJ i _j z w 2 ow rz j 0 Q OR N rc co 0 0) 1)z W 0 U. LQ LL Lu a C21 L U III ct cc IOL LU z P� 0 ti 20) 0) z C) W0 REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments Scale ill = 50' C\1 z < z � �s g 0 5 > 00 j C\1 IL (D 0 Z 0 0 LLI J �-O 00 w 700 HAZEL GROVE LANE PROFILE, STORM SEWER PROFILE #109, & SANITARY SEWER PROFILE #4 - #1 PRIVATE 29 DESIGN 695 - - PROFILE OFFSET -25 - - - - - - PROFILE OFFSET 25 ORIGINAL GROUND PROFILE CL 1'=50' 690 710 1'=5' > 1 2 9 < 4 109 0 N G (0 IIM r U II oo II °oo °o O CO II DI- C, L =8' r~ a Q (9 cc U o Cc w cc @ 4 N (0 - N 3N 0) N viz C o O ^ C) oo LO N c o TO 697.00 -1 + K) to C 8 (fl Q o I + _w 0 + _ + +o O r- II 00 _ W 685 705 wr w� wn n + ~ t O Cj LLI J w W O + � + -o- o >> a s P STA.11 +75.0 S 5 n. (n P ELEV.689.50 oo cn0 a. a_ v >> a p v a \ ' p N CREST . 15 N p o _- -__ -_ - - - __ -- - — - - CRE�k �CRESTZDE 45.54 01.99 FIRE HYDRANT REST ELLEV.689. 34.78K-Val 5 Q F' N 10 o <q ' C _ _ _ W v OV - _ ASS MBLY W N tV W ? T _Z _ 1 O.00VC 7 (O \ - - '_ _ ST z p SI =1 24% 680 700 - �', I L .- U O._ 3' MIN. — 10.48SD - - - _ -_ - _ r ZZ - tS'=;A63_% COVER 2 .15K -Val 242.6 L.F OF • 089' 8 P.V.C. @ 0.99% r O 116 _ � . _ a" C�' 52 p� W L CLE R ID RELEA g CL. 52 DI [A� % 3' IN. '- 2.0$% 675 695 VALVE TIE TO EXIS ° �� 8" W L STU ° EXI T. 8 :: W/L / 0 94.7 L.F. 0 8" EXI T. 8 G.V. 57.4 .F. P.V.C. ® 1.05% 8"x5" TEE 4" PVC OF 8" P.V.C. 670 690 S/L @ 1. 8% 127. L.F. OF 8' P.V.C. = 00 @ 2 57% 2 uo 660 600 o � t0 O 0o aj +�o00 11 10 c °��� C II ao N W > II ,x (0 c 10+00 10 o� r II � w 0-) 11+0( Wr• 1 690 675 O � � r7 II wr_ Z rn V)M -0 a- 4- N( J II II 00 : I NO N + > > M C C r- N no � O O N n r- u o; w co 14+00 0 0") r � �J(0 8 "x TEE 8" ATE VALVE �IIII■� t DI . O1 N d' Q UJ °0 CO (o W II a w v7 � I O j a a. Q Z (O 1,6 (�O BIRCHIN DRIVE PRIVATE ALLEY PROFILE, SANITARY SEWER PROFILE #13-#10 19 r, n_� n LK 710 700 690 680 16+00 H r N J O.) r) r U N CO) W 2 0 `0 ° m _j ( U tDQ CO II a II r~ a Q (9 cc U o Cc w cc @ 4 N (0 - N 06 vi , N V C� C w2 W Q UQ ow old > J;! QN Q � N� > >> + V) + K) to C C C II o O N 000 11 a- O _ W 2 wr w� wn Q O � � r7 II wr_ Z rn V)M -0 a- 4- N( J II II 00 : I NO N + > > M C C r- N no � O O N n r- u o; w co 14+00 0 0") r � �J(0 8 "x TEE 8" ATE VALVE �IIII■� t DI . O1 N d' Q UJ °0 CO (o W II a w v7 � I O j a a. Q Z (O 1,6 (�O BIRCHIN DRIVE PRIVATE ALLEY PROFILE, SANITARY SEWER PROFILE #13-#10 19 r, n_� n LK 710 700 690 680 16+00 Lm •w �vrw I% rW 1 ITW 1 Prw IL J I(+GU 1a+W 13+50 o���AyTH OF v j� O � _ r � / �y1ur�7�,•� -- �� Christopher C. Mulligan Lic. No. �,�, 031672 �sv4 0 1� ��sSIONAL ��� SCALE 1' m m 0 00 100 ACNE N Fw �Al X171 00 2-:_111I 6751 1 AI H r 00 O r U N CO) W 2 0 `0 ° m U 06 000 Z Ui � + r~ a Q (9 cc U o Cc w cc @ - 0 Z OU Wo o C� w2 W Q UQ ow old 0000 •- CO J;! QN Q � 0000 (0 + + 0000 N (O + K) 0^0 CO J O t_ 2 In Q_ O H J 11 a- _ W 2 a I V Q NW 0 Cj (~ W � W_ (O P. o >> a s P STA.11 +75.0 S 5 n. a + 0 P ELEV.689.50 a. a_ p CREST STA.11 +6 15 J a M Q II m („ C REST ELLEV.689. 34.78K-Val 5 o <q ' C N 2 W v OV W N tV W T _Z _ 7 (O \ C ST z p SI =1 24% - - I L .- U O._ — - - - V - ZZ tS'=;A63_% 242.6 L.F OF 8 P.V.C. @ 0.99% O 116 _ � _ Z= CLE R 90 L.F. OF 15" N a 196 O z(0 N Z H.P.D.E. 0.50% II o o N 30" HP QE STRM. N L0^ + N _ 0 o N n SEWER W -a U) 00 Q r PROFILE OF SET co� F -25 - II p§ N PROFILE OF SET 25 - - - 'W v �' �� Z �oN + +J PROFILE CL 3 + _ I c C J 1'=50' ('n S5 d"I C ? rG BIRCHIN DRIVE - DESIGN 1 •-5' � � � � o M� � W �, gW rW'■ J c0 �� 0 M 16 C) � 6� �N 1� O 6� (O CD 00 II 00 a0 co cD II i� 00 00 co (O II 00 (D Z O 00 ai 00 cOOp cfl C» ( 0000 co 00 CD (0 r� 00 X X X Z V " ITO w W w .- w W W X W A.CA 7A.M •A.lA Lm •w �vrw I% rW 1 ITW 1 Prw IL J I(+GU 1a+W 13+50 o���AyTH OF v j� O � _ r � / �y1ur�7�,•� -- �� Christopher C. Mulligan Lic. No. �,�, 031672 �sv4 0 1� ��sSIONAL ��� SCALE 1' m m 0 00 100 ACNE N Fw �Al X171 00 2-:_111I 6751 1 AI REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 PER County Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical � a r (� 0 r U N CO) W 2 0 `0 ° m U Z r~ a Q (9 cc U o Cc w cc @ 0 Z OU Wo t/1 g a Z J z w2 Q UQ ow old J;! QN Q � V N O t_ 2 In L W 0 W IX W m °' Z Q� 0)� UI W 2 0 = 0 W a REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 PER County Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical FILE NUMBER 8053 SHEET �.4W- 11 of 22 W CIO LU N LL Z ® J oDC 06 � cr 5 OD a- J N U LLU w ® O 0 JJ a Om Q O FILE NUMBER 8053 SHEET �.4W- 11 of 22 ADDLE HILL ROAD PROFILE, STORM SEWER PROFILE #107 - #100 DI -3A, L =2.5' DI -3A, L =2.5' DI -3C, L =12' DI -3C, L =8' TOP = 687.24 TOP = 687.35 109 (@ )TOP TOP = 695.38 DI -3A, L =2.5' TOP = 688.74 L =12' DI -3A, L =2.5' DI -3A, L =2.5' 710 10P 107 105 TOP = 692.70 119 115 117 (18) TOP = 687.24 1049 119 TOP = 687.24 121 TOP = 686.95 ono 695 121 ao 129 TOP = 686.95 14'2 r TOP = 690.42 144 695 = 683.45 p r DI -3C, TOP = =8' 697.20 0000 DI 3A, L =2.5' FINAL GR 00 N c0 (D rn (� (O_ e} Q Hw W 3 DI-3A, TO L=2.5' = 6137.24 II Lj 'n N CONNECT - - -- DI-2A, TOP L=2.5' = 687.35 78 L.F. F 30" 18 D.I. H.P.D.E. 00 4 L.F. OF 1 �- J II O W 50 %rn� M O> TOP = 696.63 W 5 W 2 r JFN�p NO �� rW OO N Z Q� o- W 1100 �� •. -(311 cp in ILd rU N (n W r tD - - - - C � j II / OFFSET - 00 P7 N r- 100. 194. VC PROFI cfl � � co Q� S /x_25 W > r BIRCH j > COURT DE J c0 II II - Q PROFI > a � _ ` 1 ■�. S11=1.037, � o - - - -- - 0 > » 690 °00° c0 1'=5' SD z o- OVC a a Q J 100. Q II 1000.0 SD - - NOTE: - F- 690 28.71 706 Q w FIRE 5. V YDRANT H j o ^ 21.79 -Val o ro 3' MIN. 0 n O O O 00 a SI _2 a8q w N _ PROVIDE INSULATION ALONG EMBLY Z a _ + 0^0 N 705 (COVER N'0'11t� 1 ■�. F O_ Q o � o °° o "; 0 V _ - SI= 2.08,w 13 61 - al + c i - c~n w o SAN. SEW. WATER SERVICES WHEN 3' OF N 55 CONNECTS 0 STR #113 - - _ _ _._ - _ W - as No o o t i (0 I. W/L PROFILE FFSET -25 j Z 685 C O O o COVER CANNOT BE MAINTAINED. I - PROFILE L ~v\ - BIRCHIN JANE 686 _ QW H.P.D.E. @ 0.62% 156 L.F. OF 24 1.0 ' �O r N 00 �Lo �d- �O H.P.D.E. @ 0.5c% CLEAR SAG ELEV.6 ? U 90' BEND c i ♦'6 w QW c~i� w ap >, 0.5' CLEAR O 40 L F. OF 15 PROVIDE VDOT IS-1 FOR ALL STORM - C3 Z 8„ x8 TEE; �` > > w 5 5 H. P. .E. @ 0.55% + acOO * co I- N O W N 6W 00 +00 + to co ago + ono co co co + cD m SEWER INLETS. 8'x6" SAND CUSHIO T 700 680 as c~i� as L. 52 DI W/- L 1 0 CLEAR 700 108 L.F. ^ F 24" 0.87% `' NOS' INLETS 146 & 144 SHALL BE SEALED °- � OO w H w Z O U 15" H.P.D.E. w WATER -TIGHT TO PREVENT ANY Q S/ --- RUNOFF FROM ENTERING (nn 675 (nn w W Uj F c~n w J WWI 0 0• 0 " - -_ °. 1" COPPER MAINTAIN W/L SERVICE 12" CLEAR a- a J a 0- W F a_ a LL LL J J J r r > cII w a- a- a NH J - - - - 275.00 C Mo "� 50. OVC 125.00' Vic 6195 8" CL. 670 09 c0CL a Z \ ;N d _. 226.06 D N 368. 2SD 0.19 670 D`- 695 " Tiz C A V� COVER 42.90K-'/al LO c�o 25.85K-Val 36.78K-Val J LU 0 W h 90' BEND NOTE: ■�, + �� o O PROVIDE INSULATION ALONG N 1 Z T U ` CD -1 ,r 0) o w WATER SERVICES WHERE & OF C °o C 665 1 8 "x8" TEE 18 CLE 10 �� COVER CANNOT BE MAINTAINED. i 665 Q PROFILE OFFSET -3 c0 8" GATE VALVE M IRE HYD ANT 00 - - - - - PROFILE OFFSET 30 I II t^ 690 PROVIDE VDOT IS-1 FOR ALL STORM S SSEMBL PROFILE can (nn C EST TA.116 02.84 SAG STA.1 +56.53 o 8 Q 112 SEWER INLETS. 690 Z EXISTINC GROUND PROFILE CL j> 18" H.P.D.E. REST LEW.6 7.63 SA ELE 687.40 - %f-�� 4 L.F. OF 18 - ASHLAR AVENUE BU KGRADE C/L 4 L.F. OF z z - - 1 1' 8" 6" TE 103 STR #11 ) > z _> z -s�, .5a' H P.D.E. @ 0.60% r7 cD cD O LO 00 o O CO cD 0 O 0) 00 C0 to N 7 `1: O O O N N h '� co .- n M ui MSc) .- L0 L 00 n d- ri 0) Sri r,- M a; r i 4 00 rj p) ri Lq oo O 00 lr) ao - co 00 00 r') co 00 0 d' 00 0) eo if) co O Lr) (D O O eIo O cD (.6 cD (C; cD � cD O cD co cD r (.D � cD 00 cD O cD O ( (D � co II II II II II II II II II II I II O II O II II r- II 00 x 00 (0 (.0 CD O 0) w c0 w t0 w co w cD w cD w cD w c0 w c0 w c0 w x O x w c0 w c0 w c0 w c0 w c0 w 9+00 9+60 10+00 10+60 11+00 11+60 12+00 12+60 13+00 13+50 1440 14+60 15+00 15+60 16+00 16+60 17+00 17+60 18+00 O 1 H.P.D.E. 57 L.F. OF 15" H.P.D.E. LE R ,(STR -� -' _ wool '" CD,� 1 �15" LO 1.05% ®0.84% 1= 1.0� 49 L. OF 9-0. -.- . OF 15 I I 112 L F. 665 00 57 L.F. OF - - CID 2 15'r - .P.D.E H.P. .E. @ 0.50% CD -2 I I- - - - _ H.P.D E. @ 0.50% 685 II 15" H.P.D.E � 11" 12) (- CONNECTS T ® 4.70% 104 L.F. OF 15" 11 - E STR #11 , H.P.D.E. @ 1.22% 112 L.F. F - - - C NNECTS TO 0 � 15 H.P.D.E. » 15 H.P. .E. _ 43 L.F. 0 15 E .STR #103A Z � (CONNEC S TO STR #1 1) @ 0.67% Q cv T H.P.D.E. 0.51 % 12" CLEAR 6� 00 ao 0o go ao "I- N� CLOE R » EX. 1 C4 PER W L SERVICE » 8 DI 120 » 0 680 00 00 co c0 1 COPPER W SERVIC MAINTAIN 2" CLEAR WA 79 L.F. OF 4" W L �. a0 II II F- I II ^ F MAINTAIN 2" CLEAR � o cn � � 2 �� H. R. EXI ST. 8 L H P.D.E. @ 0.62% ONNEC S TO PIPE f 22 h z_ 0 p 0 O » 8x8 ~ TEE Nw oW cncn o(CONNECTS N TO ST F#121) # ) EXIST. 8 " '1 156 H.P L.F. OF 24 D.E. @ 0.50% `-' ^ (3)8" V.'s w a- ^ TIE TO EXIT 8" D. 1. W L ° + > z > z > Z -t � _ maw O O_ REMOVE 8 .V. & BLO OFF O N N 675 r Q p a Lo - w o! 675 O O N 0 LL Q • Z* of 1 00 , 00 N w w I� 0! F- O Of n W Er uof F-- 0000 C4 O LO O 0 + O ao + O O ao N o O r vi II LL 1i vi ao N ao 670 '- +0) - - PROFILE PROFILE OFFSET -30 OFFSET 30 c0 c0 � -t c0 c0 zz > » Zz co II 00 (0 Q �_ Im II c0 II D p a (� 0? c0 II � II II II ¢w - BULKGRA E PROFILE L z I- I I z � 0 r� O0 r� to r) `-� F- D I 0^ 11 H N,h N I D N J D D 0 0 I- N J W PUBLIC 8 -29 DESIGN - 0 > - o ` ,- .- o' 0- O > p? W �� O w W m� 0 0 55 - EXISTING GROUND PROFILE CL ? z > z > z of W z > z > z Z IrU > z > z Z > z > Z z - z 665 1.�. �N �� - -- - - - _ rU -- - 665 N cD L � � O O O O O L0 O D 0p r) W� 0) N (D O O O N M d- 00 eo O) ai N d r (D ro Lore) N eo r; r� cD eD cD M (0 00 co n co .- eo O co (y) C .- rn rn rn O ro r- 00 0) w M 00 N 00 O 00 d- 00(o co t() CD (D tD cD cp (D (D (D C0 'D C0 CD CD 11 0j (0 � co w 11 co 11 (0 116 11 vi 116 III III III III III III 11 � 11 00 x M x rn x rn x rn x 0) x 0) x rn x 0) x 00 x 00 x 00 x 00 x 00 x 00 x 00 x 00 w c0 w (0 w cD w c0 w c0 LAO w co w c0 w c0 w c0 w c0 w W w c0 w c0 w c0 w c0 9+00 9+60 10+00 10+50 11+00 11+50 12+00 12+60 13+00 13+50 14+00 14+50 15+00 15+60 16+00 16+50 17+00 17+50 18+00 18+60 19+00 19+60 20+00 SCALE 1' = 5W a ffi 0 a 100 BONE N IEt7' ASHLAR AVENUE PROFILE, STORM SEWER PROFILE #121- #146 0 0 o oO 0 L , 0 0 o O 'n ao DI -3B, L =8 N DI -3A, L =2.5' +o, 't coo DI -3A, L =2.5' 146 TOP = 690.42 ono 695 121 ao 129 TOP = 686.95 14'2 r TOP = 690.42 144 695 = 683.45 00 O 00 - L0 O 0000 a0 _ FINAL GR 00 N c0 (D rn (� (O_ e} Q Hw > -k W NW J LU II Ui II Lj CONNECT - - -- 12" CLEAR 78 L.F. F 30" 18 D.I. H.P.D.E. 00 4 L.F. OF 1 �- J II 11+00 H J 50 %rn� M O> � to W 5 W 2 r JFN�p NO �� rW OO N J Q� o- W \ �� •. -(311 cp in ILd rU N (n W r tD - - - - a s / OFFSET - 00 P7 N r- Z a PROFI cfl � � co Q� S /x_25 II BIRCH j > COURT DE II II II - Q PROFI > a � _ ` 1 ■�. S11=1.037, � o - - - -- - O 00 > » 690 °00° c0 1'=5' z z z z o- OVC a a H J 100. OVC 1000.0 SD - - J a - F- 690 28.71 -Val o0 w FIRE 5. V YDRANT H j 6808 1016.9 39SD K-VgL- 3' MIN. 0 m O O O 00 O SI _2 a8q w N _ AS 6 6 D EMBLY Z a _ + 0^0 N 00 (COVER 1 ■�. F O_ Q co W ±coo Q W 0 V _ - SI= 2.08,w 13 61 - al _- SI_ 1__13 c i - c~n w EX. 8" SAN. SEW. N 55 CONNECTS 0 STR #113 - - _ _ _._ - _ � - as / - CD -1 12" DRY I. W/L PROFILE FFSET -25 j Z 685 - - - - - PROFILE FFSET 2'5 - - _ I - PROFILE L - BIRCHIN JANE 686 H.P.D.E. @ 0.62% 156 L.F. OF 24 1.0 ' SAG STA.11+97.19 COVER H.P.D.E. @ 0.5c% CLEAR SAG ELEV.6 5.80 8" 90' BEND >, 0.5' CLEAR O 40 L F. OF 15 - C3 Z 8„ x8 TEE; �` PROVIDE 12„ H. P. .E. @ 0.55% I' N 6W (3)8" GATE VALVES < , . 8'x6" SAND CUSHIO T 680 1.0' L. 52 DI W/- L 1 0 CLEAR C H.P.D.E. 108 L.F. ^ F 24" 0.87% NOS' INLETS 146 & 144 SHALL BE SEALED OO w H 15" H.P.D.E. WATER -TIGHT TO PREVENT ANY Q 0o RUNOFF FROM ENTERING 675 c0 ono 0 675 O c0 00 I J LL LL J J r r > cII w NH J 670 09 c0CL a Z ;N d _. r W ir 670 D`- Zvi Tiz C A V� (� W W h NOTE: ■�, + �� o O ri PROVIDE INSULATION ALONG N 1 Z T U ,r 0) o WATER SERVICES WHERE & OF C °o 665 1 10 vim)' COVER CANNOT BE MAINTAINED. i 665 - PROFILE OFFSET -3 c0 M - - - - - PROFILE OFFSET 30 I II t^ I m PROVIDE VDOT IS-1 FOR ALL STORM PROFILE CL z o o 8 I j SEWER INLETS. o Z EXISTINC GROUND PROFILE CL j> > +\ - ASHLAR AVENUE BU KGRADE C/L z z - - z - > Z rU _ > z _> z 660 - r7 cD cD O LO 00 o O CO cD 0 O 0) 00 C0 to N 7 `1: O O O N N h '� co .- n M ui MSc) .- L0 L 00 n d- ri 0) Sri r,- M a; r i 4 00 rj p) ri Lq oo O 00 lr) ao - co 00 00 r') co 00 0 d' 00 0) eo if) co O Lr) (D O O eIo O cD (.6 cD (C; cD � cD O cD co cD r (.D � cD 00 cD O cD O ( (D � co II II II II II II II II II II I II O II O II II r- II 00 x 00 (0 (.0 CD O 0) w c0 w t0 w co w cD w cD w cD w c0 w c0 w c0 w x O x w c0 w c0 w c0 w c0 w c0 w 9+00 9+60 10+00 10+60 11+00 11+60 12+00 12+60 13+00 13+50 1440 14+60 15+00 15+60 16+00 16+60 17+00 17+60 18+00 700 695 0 680 675 F �:yTx of 1�� is Christopher C. Mulligan Lic. No. �6 031672 4� rS' O�'SI ONAL tt �� STORM SEWER PROFILE STR# 150 TO STR# 132 DI -3C, L =8' 690 160 132 TOP = 683.45 DI- TO 685 680 675 670 11111111111112. _'.2. B, L =8' O SI= -1.30q, � = 683.45 00 O 00 - 0 0000 �O =� FINAL GR oI ±o (D rn min (O_ o0 J II co S II Ui II Lj (0 CONNECT TO STR #1 12" CLEAR 78 L.F. F 30" 18 D.I. H.P.D.E. 0.51 % 4 L.F. OF 1 " W/L 10+60 11+00 H.P.D.E. @ 0 50 %rn� r F�J N�j O> Om II �� C W 2 r JFN�p NO �� rW OO N J Q� o- W \ �� •. -(311 \'+ rU N U_O - - - - - PROFI E OFFSET - 00 P7 N r- Z a PROFI cfl � � co Q� S /x_25 Z BIRCH N COURT DE IGN II II - -_- PROFI E p...� zZ p _ 1 ■�. .� c,.... � o a) � O 00 > » > °00° c0 1'=5' z z z z 50. OVC 690 DE 685 680 I 675 670 - - - - 665 10+00 10+50 11+00 11+50 BIRCHIN COURT PRIV. ALLEY PROFILE 690 690 685 685 ZI 8$Z 8 0j 680 680 675 675 670 670 665 665 10+00 10+60 11+00 11+60 BIRCHIN LANE PRIVATE ALLEY PROFILE, & STORM SEWER PROFILE #129 O SI= -1.30q, � o 00 O 00 - 0 0000 �O =� � oI ±o (D rn min (O_ o0 J II co S II Ui II Lj (0 (0 NQ wc(o Zo w(0 w(0 O- wc°Oo 9+00 9+60 10+00 10+60 11+00 1144 r � r F�J N�j O> Om II �� C W 2 r JFN�p NO W rW OO N J Q� WNaD Zr \ �� •. -(311 \'+ rU N U_O - - - - - PROFI E OFFSET - 5 Z a PROFI E OFFSET 2 Q� S /x_25 Z BIRCH N COURT DE IGN (L - -_- PROFI E CL _ 00 co � o a) � O 00 1'�0' °00° c0 °00° c0 Oro c0 000 � BIRCHIN LANE PRIVATE ALLEY PROFILE, & STORM SEWER PROFILE #129 �z .0 .:1 675 670 O U � o 00 O 00 - 0 0000 �O =� ?Z oI ±o (D rn min (O_ o0 i� II co S II Ui II Lj (0 (0 NQ wc(o Zo w(0 w(0 5 wc°Oo 9+00 9+60 10+00 10+60 11+00 1144 12+00 r O> Om II �� C W 2 + r NO VQ rW OO N J Q� aLO O �� •. -(311 W +J N Q to W WLO ? �U H +J ZOti �rn Z a N NW Q� S /x_25 Z W 0 OW Z�U (L -_- % _ 50. OVC 1000.0 SD J a 28.71 -Val w 0 O O 00 O O w N _ 1'=50' + 0^0 N 00 I 1 ■�. O_ Q co W ±coo Q W 0 V c i w c~n w EX. 8" SAN. SEW. 55 as as - PROFILE FFSET -25 - - - - - PROFILE FFSET 2'5 PROFILE L - BIRCHIN JANE DES IGN �z .0 .:1 675 670 �I N 0) � o 00 O 00 - 00000 0000 �O 0) cn �o�n (D rn min (O_ o0 i� II co II L6 II Ui II Lj (0 (0 NQ wc(o Zo w(0 w(0 5 wc°Oo 9+00 9+60 10+00 10+60 11+00 1144 12+00 12+60 13+00 �I REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 PER County Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical W C� 00 � J N V ►� � ar 5 J C\I 0 U 0 W Z 2 t0 0� 0co rn 2 a NQ 0 I.L. Zo Q� 5 U o oc W ° r1 � 4 w JZ C W 2 Z Q VQ rW OO W QZ aLO O �� �N OQ WZ WLO CC . 4.W ZOti �rn Z Q� �� Z W 0 OW (L % REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 PER County Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical FILE NUMBER 8053 SHEET .Alw_ 12 of 22 W C� 00 � J N �Z 0 J od � ar 5 J C\I U 0 W ®O 0 J -J 000 a 0 I.L. FILE NUMBER 8053 SHEET .Alw_ 12 of 22 I Sao �o ■ 1 675 SANITARY SEWER PROFILE EX. LICKINGHOLE 21- EX.LICKINGHOLE 15 11 n9 LICKIN HOLE -15 LICK INGHOLE -16 LICKIN OLE -17 LIC INGHOLE -18 LICKINGHOLE -19 LICKINGHOLE -20 n (°� LICKINGHOLE - 1 Adjust To 684.2 Adjust 683.3 Ad' t To = 684.00 '� Adjust To -6 5.5 Adjust To 686.9 Adjust To 6 9.9 P= Ju P= N Top= 684.00 J P- P= r Ju P= Ex. Top- 683.00 Ex. 1 op= 677.36 Ex. Top 674.26 Ex. op= 678.46 00 Ex. Top =683.1 Ex. To = 686.22 y 00 Ex. Top =688.8 Ex. Ht. 15.78' Ex. t. =8.68' Ex. Ht.= .80' Ex. t.= 12.37' t° Ex. Ht. =6.14' Ex. Ht. 7.12 a II Ex. Ht. =6.07' Ad ju ted Ht.= 15.52' Adjusted Ht.= 14.84' Ad ju ted Ht.= 12.07' o Adjusted Ht.= .63' Ad just Ht. =7.80' � Adjusted Ht.= .12' r r Z ALL ADJUSTED MANHOLES M MST BE ffTESTEP= o TEMPORARY BERM GRADE T CREATE SEDIMENT BARR ER -- - -- BETWEEN UPPER BALLARD ON N AN TEMPORARY SEDIMENT AS N PROPOSED BULK GRADE -I m MAXIM M EL VATION = 684. 0 MAX. ELEVATION = 684.00 m / I I I L - r - - -- ---` EXISTING II -" - II 131 - _. -_ O GRADE I I - - - " 11 `� MAXIMUM PVC S/L 3o HPDE II - ' " I I -- ` 8" SDR 35 - - „'R 35 II COVER IS 15'. MAXIMUM 11 FILL E EV. = 84.00 _-- - -- - - - -_ - - -- _ II - -- - /, �� $ 35 ` --- " SDR II II 1.5 r, �, a CLE R V) II II -- 1I 0, -� D _ II II __ - - -- 0 - c� II II II 8» sDR 5___- ___ -- Q Q o - U) cn d I- II II 8" SD 35J� -- __ -- -- _ Lx� W° +'N 8" SDR 35 _ _ - _ - _ ^ oO Cq 8" D.I_CL. 50 1 � - -- -- - - -- _ _ � II II CO rn N � II � . - - -- _ - - - -- � ZQ N II II Loo II II 00 - X= co p I II` N � II • • Z W N- C 1 =50 Q ,,� �..,. + o +01-- - + o N CD = _� N X r- O to M UJ - -- 00 cV Lv II II (0� II � c3i II �I c�0 00� co 'D � I I N II co N II � N CO ^ II 0) Q ^ II �Q II L) nn LOO >� u7 : _U) = � cn �. .- o c c co C c OOx >> ox >> Ox > > d > > > �� X> N c c r,)W c c I7W c c C C C r) W C 660 26+00 29+00 3 30400 3 31+00 cEx. 2 UMIIC' OF PAY FOR PAVEMENT TAils NTT' CUT C C' �a`GI , HAZE C ,,.,.,„.....- - Si,ai3i,RA(tE - t DMBG�IATTON UlNL7E:RUT?Fd`r GHC I ITypi€f''AY"'• .> §+UUL.CTEY E.IiTE. , . L LII•tE I I $ EDGE OF PAVEMFNT TR.n c_ ,.A�aES COMBINATION UNDERDRAIN D- ON FILLS T CENTER LINE SECTION i I` dWiTi -t TYPE ' EC.Et"'T A {ATRIA? i E EDGE Of PAVEM4£PiT _ S SHOULDER LINE TRENCH PLACEMENT Y YPtCAI} i1 TAE -i -- PAVEMENNT . $aIRF AC;E: s BAST � � LIMITS € F PAY FOR S SELECT MATERIAL T E P PLAN VIEW �'Ei?WI PLACEMENT OF Uial�ERe� AIN ,• 057 AGGREGATE, NB AGGREGATE OR CRUSHER U t36.,AaS #4EE:.TENC3 #ECGRIdlATltit� CILXREME'NTS; GEOTEXTILE 1 G N NON-PERFORATED OUTLET PIPE 660 26+00 29+00 3 30400 3 31+00 cEx. 2 UMIIC' OF PAY FOR PAVEMENT TAils NTT' CUT C C' �a`GI , HAZE C ,,.,.,„.....- - Si,ai3i,RA(tE - t DMBG�IATTON UlNL7E:RUT?Fd`r GHC I ITypi€f''AY"'• .> §+UUL.CTEY E.IiTE. , . L LII•tE I I $ EDGE OF PAVEMFNT TR.n c_ ,.A�aES COMBINATION UNDERDRAIN D- ON FILLS T CENTER LINE SECTION i I` dWiTi -t TYPE ' EC.Et"'T A {ATRIA? i E EDGE Of PAVEM4£PiT _ S SHOULDER LINE TRENCH PLACEMENT Y YPtCAI} i1 TAE -i -- PAVEMENNT . $aIRF AC;E: s BAST � � LIMITS € F PAY FOR S SELECT MATERIAL T E P PLAN VIEW �'Ei?WI PLACEMENT OF Uial�ERe� AIN ,• 057 AGGREGATE, NB AGGREGATE OR CRUSHER U t36.,AaS #4EE:.TENC3 #ECGRIdlATltit� CILXREME'NTS; GEOTEXTILE 1 G N NON-PERFORATED OUTLET PIPE OR mow --- PAVEMENi.T SURFACE Tv. BASE CRUSHING STRENGTH TYPE OF PIPE ,T" F #�iKi. "iAASETefs. [ G',' N{ 5 00TH WA2..1. f'VO 54A'Gii TH VtA.:,L YE Iii P53 N3E 7 q a era 0 0 .0.0 0 rs r�- �-- ••.4UE3P.,A�E C'4fd CEitE.ty"i ST,AGiIiTE��. 3U86A.a£ t,c� Lei . ca e, • c"r •°"`- °--SEt,EGT iMATEftifia... TYFEii QI? aUE}Gr"�,ACsE. �, e • a,., eF (CEMENT OR LIME Six'CCiiL.L2EO7 } WALL T,bCKNE55d3elEda, -^ dtdC?iE5 -.. #57 AC'GRF? ATE, #8 AGGREGATE OR CRUSHEU )O(X TESTED ACCORDING TO ASTM D -2412 AT 5% DEFLECCIQN. GEO EXTA,E GLASS MEETING &8 GRADATION REQUIREMENTS, (i3T dIIC . GENERAL NONE r`r,BRLc 1. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. APPROACH T�5,3Cf.T �PA'VEta`EAiT 2 OUTLET PIPE SHALL BEGIN A "( THE EDGE CIF TI;E' TRAVEL €. #IaE PA ° »� 4i%!T APiCt SHALL BE PLACED ON A GRADE. PARALLFL TO THE SHOULDER SLOPE 2 % MIN. Ivi ' UESIRA£3t 0 GRADE, SMOGS - . SUDBASf 3, ON CURB AND GUTTER SEC.T73Na, AFDf aT 4, IMPOSSIBLE TO QTNERikISE PROVIDE Ef3_2 CUIT ,EIS FOR UNDER BANS, THEY ARE TO OF LOCATED Sri AS TO: GRAIN INTO DROP IiNLETS OR MANHOLES, i AGGREGATE BA E MA °EFrkAi 7`rf"ET 4. ON SuPERELEVATEO SECTIONS,TRE.NTCH IS TO BE. UNDER ENTIRE PAVEMENT AXA ¢w S'-t }'� ata`. F. t-:.i'3.. ZtE3 (b' MIN#..Oe PTl -6) WTI OUTLET PIPE SAN LOW SIDE ONLY, 6, INVERT ELEVATION AT OUTLET END 01 OUTLET #1PE TO HE A 9',NITM GM OF V-0` ABOVE NVERT ELEVATION OF RECEIVING DRAINAGE OITCH GTE STRUCTURE, PLACEMENT OF - UNDER BRAIN AT b ALL GGNNEC TED145 ,EI, BOWS:, WYES, ETC.) WITHIN PAY NIITS FOR O5JTLET PIPE ARE TO BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PPE; f, OUTLET PIPE "YD BE SECURELY CONNECTED TO EW -12OR OTHER DRAINAGE y STRUCTURE, c.^ 1 iCAT9C N STANDARD D I i i N i. ERD REFERENCE 2u2 AT GRADE S DG APPROACHES) f)7s, V tGNIA pEPART (ENT OF TRANSPORTATION STORM SEWER PROFILE STR# 130 TO STR# 152 DI -36, L =8' 690 190 162 TOP = 685.10 DI TO 685 675 Will D 3A, L =2.5' = 685.13 FINAL GR 8" D. 1. IN /L 1.0' CLEA 40 L.F. F 15" CONNECTS TO STR #153 H.P.D.E. @ 0.50% 92 L.F. OF 30" ^ H.P.D.E. @ 0.91% rn77 L0 U I- U) U~) .� Do I� Do `r'. 0) rn co c� � II II � ^ D zzo .. . , .. 1.�0, z z IIIIIIIIIIIIII� UO -4 GEOTEXTILE DRAINAGE FABRIC UNOERDRAIN SHALL BE CENTERED UNDER CURB AND GUTTER (OVERLAP T -0" AT TOP) PAVED SHOULDER GEOTEXTILE DRAINAGE FABRIC - (OVERLAP V -0" AT TOP) PAVEMENT MATERIAL 5 9 «• « .« .« . ; .:. «. PAVEMENT t • ° UNSTABIuZED •' 34" MIN. SUBGRADEU OUTLET PIPE >:L�E UF1A 131A1� �• SEE NOTE 1 SUBGRADE OUTLET PIPE #57 AGGREGATE, #8 AGGREGATE OR CRUSHED SEE NOTE 1 2' -0" $ -0" GLASS MEETING #8 GRADATION REQUIREMENT. XiMIRL 4" PIPE #57 AGGREGATE, #8 AGGREGATE OR CRUSHED (EDGE OF VAVLU 6OULULK) GLASS MEETING #8 GRADATION REQUIREMENT. PAVED SHOULDER SECTION CURB AND GUTTER SECTION UD - 4 UP TO ELBOW, UP TO ELBOW, PIPE IS PERFORATED 48° ELBOW PINE IS PERFORATED CONNECTION PIPE-LESS AGGREGATE PRIMARY DIRECTION TRENCH WITH OF WATER FLOW DRAINAGE FABRIC NON PERFORATED OUTLET PIPE (TYPICAL) AY LMITS 45• ELBOW FOR OUTLET CONNECTION PIPE TO BEGIN WITH 45• WYE 45• ELBOW CONNECTION 1' -0" MAX EW -12 (TYPICAL) OUTLET PIPE NO SCALE SHEET IOF 2 SPECIFICATION STANDARD PAVEMENT EDGEDRAIN REFERENCE 240 REV 8/07 VIRGINIA DEPARTMENT OF TRANSPORTATION 508 108.08 701 STORM SEWER PROFILE STR# 128 TO STR# 126 DI -2B, L =8' 690 128 126 TOP = 685.91 690 DI- TO DE 665 685 675 I 675 670 670 z 1 •�• 665 665 10+50 11+00 11+60 B, L =12 FINAL G = 6815.92 CONSTRUCT 3TR#126 OVER EX. 3C" PIPE RE -USE AS APPLICABLE 8" D.I. CONNECTS TO STR#1 W/L H1P D.E.F@ 0.73% 0„ 0.9' CLEA CONNECTS 0 STR #151 37 IL.F. OT 15" Il H.P.D.E. ® .91% H.P.D.E. Cc, 0.51% L 1­_ X LLI N cD v CNI N a; co � OZ Ld 1'=5 Z > ; z z 36+00 37+00 58+00 39+00 40+00 G TE 1-0R DRAINAGE FABRIC /-PAVED SHOULDER LONGITUDINAL PERFORATED PIPE UD -4 STABILIZED OPEN NO.21B AGGREGATE CRUSHING STRENGTH GRADED DRAINAGE PAVEMENT 1• TYPE OF PIPE " DIAMETER SUBBASE LAYER : r 4" PIPE UBGRADE SMOOTH WALL PVC .103 SUBGRADE• OUTLET PIPE CORRUGATED PE AASHTO �1 -252 SEE NOTE 1 #57 AGGREGATE, #8 AGGREGATE OR CRUSHED 2' -0" 1' -0" GLASS MEETING #8 GRADATION REQUIREMENT. NON- PERFORATED OUTLET PIPE FOR USE UNDER COMMERCIAL ENTRANCES AND FOR OUTLETS (EDGE OF P YED SHOULDER) PAVED SHOULDER SECTION (FOR USE WITH STABILIZED OPEN - GRADED DRAINAGE LAYER) TYPE OF PIPE CRUSHING STRENGTH %.T14" NOM. DIAMETER SMOOTH WALL PVC .103 SMOOTH WALL PE 70 PSI)(*)( UNDERDRAIN SHALL BE CENTERED UNDER CURB AND GUTTER. X WALL THICKNESS (MIN) - INCHES GEOTEXTLE DRAINAGE FABRIC 1' 'XXX TESTED ACCORDING TO ASTM D -2412 AT 5% DEFLECTION. (OVERLAP P -0" AT TOP) DOWN GE OPEN GRADED P VEMENT 5:, ' S,� -ES SHOULDER R �Io SUBBASE LAYER .`� ° «< SEE NOTE 9 -EP MAIN LINE PAVEMENT NON - PERFORATED SUBGRADEO• ° OUTLET PIPE -EP PIPE Y CONECCTION SEE NOTE 1 ES #57 AGGREGATE, #8 AGGREGATE OR CRUSHED „ PIPE ST'D. UD-4 REQ'D. GLASS MEETING #8 GRADATION REQUIREMENT. ST'D. UD -4 REq'D. CURB AND GUTTER SECTION (FOR USE WITH STABILIZED OPEN - GRADED DRAINAGE LAYER) SHOULDER PAVEMENT NOTES. ES EP ; 1. 4" MINIMUM, PROVIDED ATTAINING MINIMUM 4" OF AGGREGATE ON TOP OF PIPE. EDGEDRAINS IN GORE AREAS 2, WHEN THE LONGITUDINAL PIPE CONNECTS DIRECTLY INTO A DRAINAGE STRUCTURE (DROP INLET, MANHOLE, ECT.), NON - PERFORATED OUTLET PIPES ARE NOT REQUIRED. 3, INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1' -0" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. 4 ALL CONNECTIONS (ELBOWS WYES N PAY LIMITS FOR OUTLET ETC.) WITHIN PIPE ARE TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 5, OUTLET PIPES ARE TO BE INSTALLED ON 2% MIN. (3 X DESIRABLE) GRADE AND LOCATED EVERY 351Y MAXIMUM OR AS NOTED ON PLANS. B. OUTLET PIPE TO BE SECURELY CONNECTED TO EW -12 OR OTHER DRAINAGE STRUCTURE. 7. WITHIN THE LIMITS OF A COMMERCIAL ENTRANCE, NON-PERFORATED PIPE SHALL BE COMMERCIAL SIDEWALK OR ENTRANCE UNPAVED SPACE PERFORATED UNOERORAIN PERFORATED PIPE TRENCH WITH UNDERDRAIN AGGREGATE PIPE 9 UTILIZED IN LIEU OF PERFORATED PIPE. MAINLINE ROADWAY B. THE LENGTH OF PIPE BETWEEN THE WYE CONNECTION AND THE EW -12 SHALL BE ST'D.CURB LIMITED TO NO MORE THAN V -G" TO PERMIT CAMERA INSPECTION OF THE MAIN LINE >V GUTTER UNDERDRAIN BETWEEN THE LIMITS OF ST'D. CURB IN EITHER DIRECTION. COMMERCIAL ENTRANCE CURB RETURNS & GUTTER WILL BE NON - PERFORATED PIPE. 9. IN SITUATIONS WHEN FULL DEPTH OF STABILIZED OPEN- GRADED MATERIAL CANNOT BE MAINTAINED UNDER CURB AND GUTTER, NO. 218 AGGREGATE SHALL BE USED UNDER CURB AND GUTTER. NO. 218 AGGREGATE MAY ALSO BE USED FROM TOP OF STABILIZED OPEN - GRADED MATERIAL LAYER AND CURB AND GUTTER. SHEET 2 OF 2 SPECIFICATION REFEREN(:E 258 STANDARD PAVEMENT EDGEDRAIN 801 REV 8/0' 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 108.07 STORM SEWER PROFILE ##146- #144 DI -36, L =8' DI -3A, L =2.5' 690 695 TOP 690.42 14(6 144 TOP = 690.42 6� OUTLET PROTECTION SPECIFICATIONS 'ADS � � 675 680 670 1 675 665 I 670 10+00 10+60 11+00 11+50 [1:�7K7• 0� 675 1 670 1 23 • C. Y. CI_ 1•. RIPRAP opi18" MIN. DEPTH W /UNDERLYING F.F iYil•1' ll i Ae*• Y _ 24. C.Y. CL .t. RIPRAP 0 P L 18" MIN, DEPT�i W /UNDERLYING ,F.F. , APRON LENGTH = 20.5 BASIN 1 CULVERT OUTFLOW a, 36" Q1 = 54.1 cfs BASIN #1 CULVERT (r, OUTFLOW 0- F- 42" Q10 73.2 cfs 700 6% 690 685 680 675 STORM SEWER PROFILE STR# 125 TO STR# 123 DI -3C, L =20' 695 DI -3C L =12' 126 123 TOP = 685.81 685 680 675 FINAL 3 Z Qa A CONNECT TO STR #102 8" D I. II 108 L.F. OF 24" H.P.D. WA @ 0.87% 40 L.F. OF 15" CLEAR CN H.P.D.E. @ .50% No 00 00 00 Oc I� O c� I- II II I- o Z o 1'=50' 1 •=,5• z z z 695 RADE 690 G 675 10+00 10+50 •+ao 114M o�yT H OF 670 Christopher C. Mulligan 665 Lic. No. p 031672 ,�,'� Sl o��sS10NAL E��1 SCALE 10 • 660 00 ffi A Sp 100 SCNE N F1ET E E �^ E n E 0 w= NNE °n m �w \E om o J LJi 0 _J u UY U = _U E In 6 r �° E n U E E Ln a v �w _ Ld w 00 N > 0 0 LY a E U o EovYi °� o Er O Ncc°O EU N N(OQ U to w U W _J _ � � w 0 = Z LLI a E Cc) ° a E [S Gi \ o F " �- E v , E LO u E \0 ro N U .-pNjJ NE u \E Zo - u u -oin �u 0 0 a Z goy ° °^ O E- E a E ¢E U \E �h °E c?E of W I0 C-4 W N 04 N LL 0 0 TYPICAL MANHOLE FRAME & COVER RE Sb ( ( ( N.T.S FIG S -1 -D TD -25 EXISTING PAVEMENT I PROPOSED PAVEMENT MOVE EXISTING SAWCUT THROUGH RFACE COURSE 12'. EXISTING SURFACE COURSE 2.� f PROPOSED SURFACE COURSE } 6NTERMED /ATE ASPHAL BENCHED PAVEMENT BASE ASPFIAL ; JOINT W/ ASPH. :A Q TACK COAT oa �A y • AGGR. BASE 0 o ° o aoti., °•. ° o °. ;'c� p0 yq °� O. o..oy'4 dV °. NOTE.• PROPOSED PAVEMENT MUST TIE IN WI TH EXISTING PAVEMENT PA V�'�I�'NT JOINT 1�M'TAIL ) ) ) r i a V w 4 o U Z°5 to rn Oto NQ �0) Q� Q r Ci' U o °C W 5 C) 2 OU - Q: � J Q OCO W UQ r W Q Oo Q� a Lo 0 20 0� N V t4, O CC r 0, H 9 LU O rn W Q. W 2 0 Z (0 �i A Q 0) �W �Z z C W a Q. w REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical � � 1 J_ `< 1 uJ W V� 0) Z g N QZ J06 W _ J_ S > ao r JN O ®� of 8 a� Uit � W W ®0 J W I� Z ♦♦Q^^ V♦ FILE NUMBER 8053 SHEET. 14 of 22 q a era 0 0 .0.0 0 rs r�- �-- ••.4UE3P.,A�E C'4fd CEitE.ty"i ST,AGiIiTE��. 3U86A.a£ t,c� Lei . ca e, • c"r •°"`- °--SEt,EGT iMATEftifia... TYFEii QI? aUE}Gr"�,ACsE. �, e • a,., eF (CEMENT OR LIME Six'CCiiL.L2EO7 } WALL T,bCKNE55d3elEda, -^ dtdC?iE5 -.. #57 AC'GRF? ATE, #8 AGGREGATE OR CRUSHEU )O(X TESTED ACCORDING TO ASTM D -2412 AT 5% DEFLECCIQN. GEO EXTA,E GLASS MEETING &8 GRADATION REQUIREMENTS, (i3T dIIC . GENERAL NONE r`r,BRLc 1. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. APPROACH T�5,3Cf.T �PA'VEta`EAiT 2 OUTLET PIPE SHALL BEGIN A "( THE EDGE CIF TI;E' TRAVEL €. #IaE PA ° »� 4i%!T APiCt SHALL BE PLACED ON A GRADE. PARALLFL TO THE SHOULDER SLOPE 2 % MIN. Ivi ' UESIRA£3t 0 GRADE, SMOGS - . SUDBASf 3, ON CURB AND GUTTER SEC.T73Na, AFDf aT 4, IMPOSSIBLE TO QTNERikISE PROVIDE Ef3_2 CUIT ,EIS FOR UNDER BANS, THEY ARE TO OF LOCATED Sri AS TO: GRAIN INTO DROP IiNLETS OR MANHOLES, i AGGREGATE BA E MA °EFrkAi 7`rf"ET 4. ON SuPERELEVATEO SECTIONS,TRE.NTCH IS TO BE. UNDER ENTIRE PAVEMENT AXA ¢w S'-t }'� ata`. F. t-:.i'3.. ZtE3 (b' MIN#..Oe PTl -6) WTI OUTLET PIPE SAN LOW SIDE ONLY, 6, INVERT ELEVATION AT OUTLET END 01 OUTLET #1PE TO HE A 9',NITM GM OF V-0` ABOVE NVERT ELEVATION OF RECEIVING DRAINAGE OITCH GTE STRUCTURE, PLACEMENT OF - UNDER BRAIN AT b ALL GGNNEC TED145 ,EI, BOWS:, WYES, ETC.) WITHIN PAY NIITS FOR O5JTLET PIPE ARE TO BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PPE; f, OUTLET PIPE "YD BE SECURELY CONNECTED TO EW -12OR OTHER DRAINAGE y STRUCTURE, c.^ 1 iCAT9C N STANDARD D I i i N i. ERD REFERENCE 2u2 AT GRADE S DG APPROACHES) f)7s, V tGNIA pEPART (ENT OF TRANSPORTATION STORM SEWER PROFILE STR# 130 TO STR# 152 DI -36, L =8' 690 190 162 TOP = 685.10 DI TO 685 675 Will D 3A, L =2.5' = 685.13 FINAL GR 8" D. 1. IN /L 1.0' CLEA 40 L.F. F 15" CONNECTS TO STR #153 H.P.D.E. @ 0.50% 92 L.F. OF 30" ^ H.P.D.E. @ 0.91% rn77 L0 U I- U) U~) .� Do I� Do `r'. 0) rn co c� � II II � ^ D zzo .. . , .. 1.�0, z z IIIIIIIIIIIIII� UO -4 GEOTEXTILE DRAINAGE FABRIC UNOERDRAIN SHALL BE CENTERED UNDER CURB AND GUTTER (OVERLAP T -0" AT TOP) PAVED SHOULDER GEOTEXTILE DRAINAGE FABRIC - (OVERLAP V -0" AT TOP) PAVEMENT MATERIAL 5 9 «• « .« .« . ; .:. «. PAVEMENT t • ° UNSTABIuZED •' 34" MIN. SUBGRADEU OUTLET PIPE >:L�E UF1A 131A1� �• SEE NOTE 1 SUBGRADE OUTLET PIPE #57 AGGREGATE, #8 AGGREGATE OR CRUSHED SEE NOTE 1 2' -0" $ -0" GLASS MEETING #8 GRADATION REQUIREMENT. XiMIRL 4" PIPE #57 AGGREGATE, #8 AGGREGATE OR CRUSHED (EDGE OF VAVLU 6OULULK) GLASS MEETING #8 GRADATION REQUIREMENT. PAVED SHOULDER SECTION CURB AND GUTTER SECTION UD - 4 UP TO ELBOW, UP TO ELBOW, PIPE IS PERFORATED 48° ELBOW PINE IS PERFORATED CONNECTION PIPE-LESS AGGREGATE PRIMARY DIRECTION TRENCH WITH OF WATER FLOW DRAINAGE FABRIC NON PERFORATED OUTLET PIPE (TYPICAL) AY LMITS 45• ELBOW FOR OUTLET CONNECTION PIPE TO BEGIN WITH 45• WYE 45• ELBOW CONNECTION 1' -0" MAX EW -12 (TYPICAL) OUTLET PIPE NO SCALE SHEET IOF 2 SPECIFICATION STANDARD PAVEMENT EDGEDRAIN REFERENCE 240 REV 8/07 VIRGINIA DEPARTMENT OF TRANSPORTATION 508 108.08 701 STORM SEWER PROFILE STR# 128 TO STR# 126 DI -2B, L =8' 690 128 126 TOP = 685.91 690 DI- TO DE 665 685 675 I 675 670 670 z 1 •�• 665 665 10+50 11+00 11+60 B, L =12 FINAL G = 6815.92 CONSTRUCT 3TR#126 OVER EX. 3C" PIPE RE -USE AS APPLICABLE 8" D.I. CONNECTS TO STR#1 W/L H1P D.E.F@ 0.73% 0„ 0.9' CLEA CONNECTS 0 STR #151 37 IL.F. OT 15" Il H.P.D.E. ® .91% H.P.D.E. Cc, 0.51% L 1­_ X LLI N cD v CNI N a; co � OZ Ld 1'=5 Z > ; z z 36+00 37+00 58+00 39+00 40+00 G TE 1-0R DRAINAGE FABRIC /-PAVED SHOULDER LONGITUDINAL PERFORATED PIPE UD -4 STABILIZED OPEN NO.21B AGGREGATE CRUSHING STRENGTH GRADED DRAINAGE PAVEMENT 1• TYPE OF PIPE " DIAMETER SUBBASE LAYER : r 4" PIPE UBGRADE SMOOTH WALL PVC .103 SUBGRADE• OUTLET PIPE CORRUGATED PE AASHTO �1 -252 SEE NOTE 1 #57 AGGREGATE, #8 AGGREGATE OR CRUSHED 2' -0" 1' -0" GLASS MEETING #8 GRADATION REQUIREMENT. NON- PERFORATED OUTLET PIPE FOR USE UNDER COMMERCIAL ENTRANCES AND FOR OUTLETS (EDGE OF P YED SHOULDER) PAVED SHOULDER SECTION (FOR USE WITH STABILIZED OPEN - GRADED DRAINAGE LAYER) TYPE OF PIPE CRUSHING STRENGTH %.T14" NOM. DIAMETER SMOOTH WALL PVC .103 SMOOTH WALL PE 70 PSI)(*)( UNDERDRAIN SHALL BE CENTERED UNDER CURB AND GUTTER. X WALL THICKNESS (MIN) - INCHES GEOTEXTLE DRAINAGE FABRIC 1' 'XXX TESTED ACCORDING TO ASTM D -2412 AT 5% DEFLECTION. (OVERLAP P -0" AT TOP) DOWN GE OPEN GRADED P VEMENT 5:, ' S,� -ES SHOULDER R �Io SUBBASE LAYER .`� ° «< SEE NOTE 9 -EP MAIN LINE PAVEMENT NON - PERFORATED SUBGRADEO• ° OUTLET PIPE -EP PIPE Y CONECCTION SEE NOTE 1 ES #57 AGGREGATE, #8 AGGREGATE OR CRUSHED „ PIPE ST'D. UD-4 REQ'D. GLASS MEETING #8 GRADATION REQUIREMENT. ST'D. UD -4 REq'D. CURB AND GUTTER SECTION (FOR USE WITH STABILIZED OPEN - GRADED DRAINAGE LAYER) SHOULDER PAVEMENT NOTES. ES EP ; 1. 4" MINIMUM, PROVIDED ATTAINING MINIMUM 4" OF AGGREGATE ON TOP OF PIPE. EDGEDRAINS IN GORE AREAS 2, WHEN THE LONGITUDINAL PIPE CONNECTS DIRECTLY INTO A DRAINAGE STRUCTURE (DROP INLET, MANHOLE, ECT.), NON - PERFORATED OUTLET PIPES ARE NOT REQUIRED. 3, INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1' -0" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. 4 ALL CONNECTIONS (ELBOWS WYES N PAY LIMITS FOR OUTLET ETC.) WITHIN PIPE ARE TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 5, OUTLET PIPES ARE TO BE INSTALLED ON 2% MIN. (3 X DESIRABLE) GRADE AND LOCATED EVERY 351Y MAXIMUM OR AS NOTED ON PLANS. B. OUTLET PIPE TO BE SECURELY CONNECTED TO EW -12 OR OTHER DRAINAGE STRUCTURE. 7. WITHIN THE LIMITS OF A COMMERCIAL ENTRANCE, NON-PERFORATED PIPE SHALL BE COMMERCIAL SIDEWALK OR ENTRANCE UNPAVED SPACE PERFORATED UNOERORAIN PERFORATED PIPE TRENCH WITH UNDERDRAIN AGGREGATE PIPE 9 UTILIZED IN LIEU OF PERFORATED PIPE. MAINLINE ROADWAY B. THE LENGTH OF PIPE BETWEEN THE WYE CONNECTION AND THE EW -12 SHALL BE ST'D.CURB LIMITED TO NO MORE THAN V -G" TO PERMIT CAMERA INSPECTION OF THE MAIN LINE >V GUTTER UNDERDRAIN BETWEEN THE LIMITS OF ST'D. CURB IN EITHER DIRECTION. COMMERCIAL ENTRANCE CURB RETURNS & GUTTER WILL BE NON - PERFORATED PIPE. 9. IN SITUATIONS WHEN FULL DEPTH OF STABILIZED OPEN- GRADED MATERIAL CANNOT BE MAINTAINED UNDER CURB AND GUTTER, NO. 218 AGGREGATE SHALL BE USED UNDER CURB AND GUTTER. NO. 218 AGGREGATE MAY ALSO BE USED FROM TOP OF STABILIZED OPEN - GRADED MATERIAL LAYER AND CURB AND GUTTER. SHEET 2 OF 2 SPECIFICATION REFEREN(:E 258 STANDARD PAVEMENT EDGEDRAIN 801 REV 8/0' 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 108.07 STORM SEWER PROFILE ##146- #144 DI -36, L =8' DI -3A, L =2.5' 690 695 TOP 690.42 14(6 144 TOP = 690.42 6� OUTLET PROTECTION SPECIFICATIONS 'ADS � � 675 680 670 1 675 665 I 670 10+00 10+60 11+00 11+50 [1:�7K7• 0� 675 1 670 1 23 • C. Y. CI_ 1•. RIPRAP opi18" MIN. DEPTH W /UNDERLYING F.F iYil•1' ll i Ae*• Y _ 24. C.Y. CL .t. RIPRAP 0 P L 18" MIN, DEPT�i W /UNDERLYING ,F.F. , APRON LENGTH = 20.5 BASIN 1 CULVERT OUTFLOW a, 36" Q1 = 54.1 cfs BASIN #1 CULVERT (r, OUTFLOW 0- F- 42" Q10 73.2 cfs 700 6% 690 685 680 675 STORM SEWER PROFILE STR# 125 TO STR# 123 DI -3C, L =20' 695 DI -3C L =12' 126 123 TOP = 685.81 685 680 675 FINAL 3 Z Qa A CONNECT TO STR #102 8" D I. II 108 L.F. OF 24" H.P.D. WA @ 0.87% 40 L.F. OF 15" CLEAR CN H.P.D.E. @ .50% No 00 00 00 Oc I� O c� I- II II I- o Z o 1'=50' 1 •=,5• z z z 695 RADE 690 G 675 10+00 10+50 •+ao 114M o�yT H OF 670 Christopher C. Mulligan 665 Lic. No. p 031672 ,�,'� Sl o��sS10NAL E��1 SCALE 10 • 660 00 ffi A Sp 100 SCNE N F1ET E E �^ E n E 0 w= NNE °n m �w \E om o J LJi 0 _J u UY U = _U E In 6 r �° E n U E E Ln a v �w _ Ld w 00 N > 0 0 LY a E U o EovYi °� o Er O Ncc°O EU N N(OQ U to w U W _J _ � � w 0 = Z LLI a E Cc) ° a E [S Gi \ o F " �- E v , E LO u E \0 ro N U .-pNjJ NE u \E Zo - u u -oin �u 0 0 a Z goy ° °^ O E- E a E ¢E U \E �h °E c?E of W I0 C-4 W N 04 N LL 0 0 TYPICAL MANHOLE FRAME & COVER RE Sb ( ( ( N.T.S FIG S -1 -D TD -25 EXISTING PAVEMENT I PROPOSED PAVEMENT MOVE EXISTING SAWCUT THROUGH RFACE COURSE 12'. EXISTING SURFACE COURSE 2.� f PROPOSED SURFACE COURSE } 6NTERMED /ATE ASPHAL BENCHED PAVEMENT BASE ASPFIAL ; JOINT W/ ASPH. :A Q TACK COAT oa �A y • AGGR. BASE 0 o ° o aoti., °•. ° o °. ;'c� p0 yq °� O. o..oy'4 dV °. NOTE.• PROPOSED PAVEMENT MUST TIE IN WI TH EXISTING PAVEMENT PA V�'�I�'NT JOINT 1�M'TAIL ) ) ) r i a V w 4 o U Z°5 to rn Oto NQ �0) Q� Q r Ci' U o °C W 5 C) 2 OU - Q: � J Q OCO W UQ r W Q Oo Q� a Lo 0 20 0� N V t4, O CC r 0, H 9 LU O rn W Q. W 2 0 Z (0 �i A Q 0) �W �Z z C W a Q. w REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical � � 1 J_ `< 1 uJ W V� 0) Z g N QZ J06 W _ J_ S > ao r JN O ®� of 8 a� Uit � W W ®0 J W I� Z ♦♦Q^^ V♦ FILE NUMBER 8053 SHEET. 14 of 22 IIIIIIIIIIIIII� UO -4 GEOTEXTILE DRAINAGE FABRIC UNOERDRAIN SHALL BE CENTERED UNDER CURB AND GUTTER (OVERLAP T -0" AT TOP) PAVED SHOULDER GEOTEXTILE DRAINAGE FABRIC - (OVERLAP V -0" AT TOP) PAVEMENT MATERIAL 5 9 «• « .« .« . ; .:. «. PAVEMENT t • ° UNSTABIuZED •' 34" MIN. SUBGRADEU OUTLET PIPE >:L�E UF1A 131A1� �• SEE NOTE 1 SUBGRADE OUTLET PIPE #57 AGGREGATE, #8 AGGREGATE OR CRUSHED SEE NOTE 1 2' -0" $ -0" GLASS MEETING #8 GRADATION REQUIREMENT. XiMIRL 4" PIPE #57 AGGREGATE, #8 AGGREGATE OR CRUSHED (EDGE OF VAVLU 6OULULK) GLASS MEETING #8 GRADATION REQUIREMENT. PAVED SHOULDER SECTION CURB AND GUTTER SECTION UD - 4 UP TO ELBOW, UP TO ELBOW, PIPE IS PERFORATED 48° ELBOW PINE IS PERFORATED CONNECTION PIPE-LESS AGGREGATE PRIMARY DIRECTION TRENCH WITH OF WATER FLOW DRAINAGE FABRIC NON PERFORATED OUTLET PIPE (TYPICAL) AY LMITS 45• ELBOW FOR OUTLET CONNECTION PIPE TO BEGIN WITH 45• WYE 45• ELBOW CONNECTION 1' -0" MAX EW -12 (TYPICAL) OUTLET PIPE NO SCALE SHEET IOF 2 SPECIFICATION STANDARD PAVEMENT EDGEDRAIN REFERENCE 240 REV 8/07 VIRGINIA DEPARTMENT OF TRANSPORTATION 508 108.08 701 STORM SEWER PROFILE STR# 128 TO STR# 126 DI -2B, L =8' 690 128 126 TOP = 685.91 690 DI- TO DE 665 685 675 I 675 670 670 z 1 •�• 665 665 10+50 11+00 11+60 B, L =12 FINAL G = 6815.92 CONSTRUCT 3TR#126 OVER EX. 3C" PIPE RE -USE AS APPLICABLE 8" D.I. CONNECTS TO STR#1 W/L H1P D.E.F@ 0.73% 0„ 0.9' CLEA CONNECTS 0 STR #151 37 IL.F. OT 15" Il H.P.D.E. ® .91% H.P.D.E. Cc, 0.51% L 1­_ X LLI N cD v CNI N a; co � OZ Ld 1'=5 Z > ; z z 36+00 37+00 58+00 39+00 40+00 G TE 1-0R DRAINAGE FABRIC /-PAVED SHOULDER LONGITUDINAL PERFORATED PIPE UD -4 STABILIZED OPEN NO.21B AGGREGATE CRUSHING STRENGTH GRADED DRAINAGE PAVEMENT 1• TYPE OF PIPE " DIAMETER SUBBASE LAYER : r 4" PIPE UBGRADE SMOOTH WALL PVC .103 SUBGRADE• OUTLET PIPE CORRUGATED PE AASHTO �1 -252 SEE NOTE 1 #57 AGGREGATE, #8 AGGREGATE OR CRUSHED 2' -0" 1' -0" GLASS MEETING #8 GRADATION REQUIREMENT. NON- PERFORATED OUTLET PIPE FOR USE UNDER COMMERCIAL ENTRANCES AND FOR OUTLETS (EDGE OF P YED SHOULDER) PAVED SHOULDER SECTION (FOR USE WITH STABILIZED OPEN - GRADED DRAINAGE LAYER) TYPE OF PIPE CRUSHING STRENGTH %.T14" NOM. DIAMETER SMOOTH WALL PVC .103 SMOOTH WALL PE 70 PSI)(*)( UNDERDRAIN SHALL BE CENTERED UNDER CURB AND GUTTER. X WALL THICKNESS (MIN) - INCHES GEOTEXTLE DRAINAGE FABRIC 1' 'XXX TESTED ACCORDING TO ASTM D -2412 AT 5% DEFLECTION. (OVERLAP P -0" AT TOP) DOWN GE OPEN GRADED P VEMENT 5:, ' S,� -ES SHOULDER R �Io SUBBASE LAYER .`� ° «< SEE NOTE 9 -EP MAIN LINE PAVEMENT NON - PERFORATED SUBGRADEO• ° OUTLET PIPE -EP PIPE Y CONECCTION SEE NOTE 1 ES #57 AGGREGATE, #8 AGGREGATE OR CRUSHED „ PIPE ST'D. UD-4 REQ'D. GLASS MEETING #8 GRADATION REQUIREMENT. ST'D. UD -4 REq'D. CURB AND GUTTER SECTION (FOR USE WITH STABILIZED OPEN - GRADED DRAINAGE LAYER) SHOULDER PAVEMENT NOTES. ES EP ; 1. 4" MINIMUM, PROVIDED ATTAINING MINIMUM 4" OF AGGREGATE ON TOP OF PIPE. EDGEDRAINS IN GORE AREAS 2, WHEN THE LONGITUDINAL PIPE CONNECTS DIRECTLY INTO A DRAINAGE STRUCTURE (DROP INLET, MANHOLE, ECT.), NON - PERFORATED OUTLET PIPES ARE NOT REQUIRED. 3, INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1' -0" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. 4 ALL CONNECTIONS (ELBOWS WYES N PAY LIMITS FOR OUTLET ETC.) WITHIN PIPE ARE TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 5, OUTLET PIPES ARE TO BE INSTALLED ON 2% MIN. (3 X DESIRABLE) GRADE AND LOCATED EVERY 351Y MAXIMUM OR AS NOTED ON PLANS. B. OUTLET PIPE TO BE SECURELY CONNECTED TO EW -12 OR OTHER DRAINAGE STRUCTURE. 7. WITHIN THE LIMITS OF A COMMERCIAL ENTRANCE, NON-PERFORATED PIPE SHALL BE COMMERCIAL SIDEWALK OR ENTRANCE UNPAVED SPACE PERFORATED UNOERORAIN PERFORATED PIPE TRENCH WITH UNDERDRAIN AGGREGATE PIPE 9 UTILIZED IN LIEU OF PERFORATED PIPE. MAINLINE ROADWAY B. THE LENGTH OF PIPE BETWEEN THE WYE CONNECTION AND THE EW -12 SHALL BE ST'D.CURB LIMITED TO NO MORE THAN V -G" TO PERMIT CAMERA INSPECTION OF THE MAIN LINE >V GUTTER UNDERDRAIN BETWEEN THE LIMITS OF ST'D. CURB IN EITHER DIRECTION. COMMERCIAL ENTRANCE CURB RETURNS & GUTTER WILL BE NON - PERFORATED PIPE. 9. IN SITUATIONS WHEN FULL DEPTH OF STABILIZED OPEN- GRADED MATERIAL CANNOT BE MAINTAINED UNDER CURB AND GUTTER, NO. 218 AGGREGATE SHALL BE USED UNDER CURB AND GUTTER. NO. 218 AGGREGATE MAY ALSO BE USED FROM TOP OF STABILIZED OPEN - GRADED MATERIAL LAYER AND CURB AND GUTTER. SHEET 2 OF 2 SPECIFICATION REFEREN(:E 258 STANDARD PAVEMENT EDGEDRAIN 801 REV 8/0' 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 108.07 STORM SEWER PROFILE ##146- #144 DI -36, L =8' DI -3A, L =2.5' 690 695 TOP 690.42 14(6 144 TOP = 690.42 6� OUTLET PROTECTION SPECIFICATIONS 'ADS � � 675 680 670 1 675 665 I 670 10+00 10+60 11+00 11+50 [1:�7K7• 0� 675 1 670 1 23 • C. Y. CI_ 1•. RIPRAP opi18" MIN. DEPTH W /UNDERLYING F.F iYil•1' ll i Ae*• Y _ 24. C.Y. CL .t. RIPRAP 0 P L 18" MIN, DEPT�i W /UNDERLYING ,F.F. , APRON LENGTH = 20.5 BASIN 1 CULVERT OUTFLOW a, 36" Q1 = 54.1 cfs BASIN #1 CULVERT (r, OUTFLOW 0- F- 42" Q10 73.2 cfs 700 6% 690 685 680 675 STORM SEWER PROFILE STR# 125 TO STR# 123 DI -3C, L =20' 695 DI -3C L =12' 126 123 TOP = 685.81 685 680 675 FINAL 3 Z Qa A CONNECT TO STR #102 8" D I. II 108 L.F. OF 24" H.P.D. WA @ 0.87% 40 L.F. OF 15" CLEAR CN H.P.D.E. @ .50% No 00 00 00 Oc I� O c� I- II II I- o Z o 1'=50' 1 •=,5• z z z 695 RADE 690 G 675 10+00 10+50 •+ao 114M o�yT H OF 670 Christopher C. Mulligan 665 Lic. No. p 031672 ,�,'� Sl o��sS10NAL E��1 SCALE 10 • 660 00 ffi A Sp 100 SCNE N F1ET E E �^ E n E 0 w= NNE °n m �w \E om o J LJi 0 _J u UY U = _U E In 6 r �° E n U E E Ln a v �w _ Ld w 00 N > 0 0 LY a E U o EovYi °� o Er O Ncc°O EU N N(OQ U to w U W _J _ � � w 0 = Z LLI a E Cc) ° a E [S Gi \ o F " �- E v , E LO u E \0 ro N U .-pNjJ NE u \E Zo - u u -oin �u 0 0 a Z goy ° °^ O E- E a E ¢E U \E �h °E c?E of W I0 C-4 W N 04 N LL 0 0 TYPICAL MANHOLE FRAME & COVER RE Sb ( ( ( N.T.S FIG S -1 -D TD -25 EXISTING PAVEMENT I PROPOSED PAVEMENT MOVE EXISTING SAWCUT THROUGH RFACE COURSE 12'. EXISTING SURFACE COURSE 2.� f PROPOSED SURFACE COURSE } 6NTERMED /ATE ASPHAL BENCHED PAVEMENT BASE ASPFIAL ; JOINT W/ ASPH. :A Q TACK COAT oa �A y • AGGR. BASE 0 o ° o aoti., °•. ° o °. ;'c� p0 yq °� O. o..oy'4 dV °. NOTE.• PROPOSED PAVEMENT MUST TIE IN WI TH EXISTING PAVEMENT PA V�'�I�'NT JOINT 1�M'TAIL ) ) ) r i a V w 4 o U Z°5 to rn Oto NQ �0) Q� Q r Ci' U o °C W 5 C) 2 OU - Q: � J Q OCO W UQ r W Q Oo Q� a Lo 0 20 0� N V t4, O CC r 0, H 9 LU O rn W Q. W 2 0 Z (0 �i A Q 0) �W �Z z C W a Q. w REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical � � 1 J_ `< 1 uJ W V� 0) Z g N QZ J06 W _ J_ S > ao r JN O ®� of 8 a� Uit � W W ®0 J W I� Z ♦♦Q^^ V♦ FILE NUMBER 8053 SHEET. 14 of 22 STORM SEWER PROFILE STR# 128 TO STR# 126 DI -2B, L =8' 690 128 126 TOP = 685.91 690 DI- TO DE 665 685 675 I 675 670 670 z 1 •�• 665 665 10+50 11+00 11+60 B, L =12 FINAL G = 6815.92 CONSTRUCT 3TR#126 OVER EX. 3C" PIPE RE -USE AS APPLICABLE 8" D.I. CONNECTS TO STR#1 W/L H1P D.E.F@ 0.73% 0„ 0.9' CLEA CONNECTS 0 STR #151 37 IL.F. OT 15" Il H.P.D.E. ® .91% H.P.D.E. Cc, 0.51% L 1­_ X LLI N cD v CNI N a; co � OZ Ld 1'=5 Z > ; z z 36+00 37+00 58+00 39+00 40+00 G TE 1-0R DRAINAGE FABRIC /-PAVED SHOULDER LONGITUDINAL PERFORATED PIPE UD -4 STABILIZED OPEN NO.21B AGGREGATE CRUSHING STRENGTH GRADED DRAINAGE PAVEMENT 1• TYPE OF PIPE " DIAMETER SUBBASE LAYER : r 4" PIPE UBGRADE SMOOTH WALL PVC .103 SUBGRADE• OUTLET PIPE CORRUGATED PE AASHTO �1 -252 SEE NOTE 1 #57 AGGREGATE, #8 AGGREGATE OR CRUSHED 2' -0" 1' -0" GLASS MEETING #8 GRADATION REQUIREMENT. NON- PERFORATED OUTLET PIPE FOR USE UNDER COMMERCIAL ENTRANCES AND FOR OUTLETS (EDGE OF P YED SHOULDER) PAVED SHOULDER SECTION (FOR USE WITH STABILIZED OPEN - GRADED DRAINAGE LAYER) TYPE OF PIPE CRUSHING STRENGTH %.T14" NOM. DIAMETER SMOOTH WALL PVC .103 SMOOTH WALL PE 70 PSI)(*)( UNDERDRAIN SHALL BE CENTERED UNDER CURB AND GUTTER. X WALL THICKNESS (MIN) - INCHES GEOTEXTLE DRAINAGE FABRIC 1' 'XXX TESTED ACCORDING TO ASTM D -2412 AT 5% DEFLECTION. (OVERLAP P -0" AT TOP) DOWN GE OPEN GRADED P VEMENT 5:, ' S,� -ES SHOULDER R �Io SUBBASE LAYER .`� ° «< SEE NOTE 9 -EP MAIN LINE PAVEMENT NON - PERFORATED SUBGRADEO• ° OUTLET PIPE -EP PIPE Y CONECCTION SEE NOTE 1 ES #57 AGGREGATE, #8 AGGREGATE OR CRUSHED „ PIPE ST'D. UD-4 REQ'D. GLASS MEETING #8 GRADATION REQUIREMENT. ST'D. UD -4 REq'D. CURB AND GUTTER SECTION (FOR USE WITH STABILIZED OPEN - GRADED DRAINAGE LAYER) SHOULDER PAVEMENT NOTES. ES EP ; 1. 4" MINIMUM, PROVIDED ATTAINING MINIMUM 4" OF AGGREGATE ON TOP OF PIPE. EDGEDRAINS IN GORE AREAS 2, WHEN THE LONGITUDINAL PIPE CONNECTS DIRECTLY INTO A DRAINAGE STRUCTURE (DROP INLET, MANHOLE, ECT.), NON - PERFORATED OUTLET PIPES ARE NOT REQUIRED. 3, INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1' -0" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. 4 ALL CONNECTIONS (ELBOWS WYES N PAY LIMITS FOR OUTLET ETC.) WITHIN PIPE ARE TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 5, OUTLET PIPES ARE TO BE INSTALLED ON 2% MIN. (3 X DESIRABLE) GRADE AND LOCATED EVERY 351Y MAXIMUM OR AS NOTED ON PLANS. B. OUTLET PIPE TO BE SECURELY CONNECTED TO EW -12 OR OTHER DRAINAGE STRUCTURE. 7. WITHIN THE LIMITS OF A COMMERCIAL ENTRANCE, NON-PERFORATED PIPE SHALL BE COMMERCIAL SIDEWALK OR ENTRANCE UNPAVED SPACE PERFORATED UNOERORAIN PERFORATED PIPE TRENCH WITH UNDERDRAIN AGGREGATE PIPE 9 UTILIZED IN LIEU OF PERFORATED PIPE. MAINLINE ROADWAY B. THE LENGTH OF PIPE BETWEEN THE WYE CONNECTION AND THE EW -12 SHALL BE ST'D.CURB LIMITED TO NO MORE THAN V -G" TO PERMIT CAMERA INSPECTION OF THE MAIN LINE >V GUTTER UNDERDRAIN BETWEEN THE LIMITS OF ST'D. CURB IN EITHER DIRECTION. COMMERCIAL ENTRANCE CURB RETURNS & GUTTER WILL BE NON - PERFORATED PIPE. 9. IN SITUATIONS WHEN FULL DEPTH OF STABILIZED OPEN- GRADED MATERIAL CANNOT BE MAINTAINED UNDER CURB AND GUTTER, NO. 218 AGGREGATE SHALL BE USED UNDER CURB AND GUTTER. NO. 218 AGGREGATE MAY ALSO BE USED FROM TOP OF STABILIZED OPEN - GRADED MATERIAL LAYER AND CURB AND GUTTER. SHEET 2 OF 2 SPECIFICATION REFEREN(:E 258 STANDARD PAVEMENT EDGEDRAIN 801 REV 8/0' 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 108.07 STORM SEWER PROFILE ##146- #144 DI -36, L =8' DI -3A, L =2.5' 690 695 TOP 690.42 14(6 144 TOP = 690.42 6� OUTLET PROTECTION SPECIFICATIONS 'ADS � � 675 680 670 1 675 665 I 670 10+00 10+60 11+00 11+50 [1:�7K7• 0� 675 1 670 1 23 • C. Y. CI_ 1•. RIPRAP opi18" MIN. DEPTH W /UNDERLYING F.F iYil•1' ll i Ae*• Y _ 24. C.Y. CL .t. RIPRAP 0 P L 18" MIN, DEPT�i W /UNDERLYING ,F.F. , APRON LENGTH = 20.5 BASIN 1 CULVERT OUTFLOW a, 36" Q1 = 54.1 cfs BASIN #1 CULVERT (r, OUTFLOW 0- F- 42" Q10 73.2 cfs 700 6% 690 685 680 675 STORM SEWER PROFILE STR# 125 TO STR# 123 DI -3C, L =20' 695 DI -3C L =12' 126 123 TOP = 685.81 685 680 675 FINAL 3 Z Qa A CONNECT TO STR #102 8" D I. II 108 L.F. OF 24" H.P.D. WA @ 0.87% 40 L.F. OF 15" CLEAR CN H.P.D.E. @ .50% No 00 00 00 Oc I� O c� I- II II I- o Z o 1'=50' 1 •=,5• z z z 695 RADE 690 G 675 10+00 10+50 •+ao 114M o�yT H OF 670 Christopher C. Mulligan 665 Lic. No. p 031672 ,�,'� Sl o��sS10NAL E��1 SCALE 10 • 660 00 ffi A Sp 100 SCNE N F1ET E E �^ E n E 0 w= NNE °n m �w \E om o J LJi 0 _J u UY U = _U E In 6 r �° E n U E E Ln a v �w _ Ld w 00 N > 0 0 LY a E U o EovYi °� o Er O Ncc°O EU N N(OQ U to w U W _J _ � � w 0 = Z LLI a E Cc) ° a E [S Gi \ o F " �- E v , E LO u E \0 ro N U .-pNjJ NE u \E Zo - u u -oin �u 0 0 a Z goy ° °^ O E- E a E ¢E U \E �h °E c?E of W I0 C-4 W N 04 N LL 0 0 TYPICAL MANHOLE FRAME & COVER RE Sb ( ( ( N.T.S FIG S -1 -D TD -25 EXISTING PAVEMENT I PROPOSED PAVEMENT MOVE EXISTING SAWCUT THROUGH RFACE COURSE 12'. EXISTING SURFACE COURSE 2.� f PROPOSED SURFACE COURSE } 6NTERMED /ATE ASPHAL BENCHED PAVEMENT BASE ASPFIAL ; JOINT W/ ASPH. :A Q TACK COAT oa �A y • AGGR. BASE 0 o ° o aoti., °•. ° o °. ;'c� p0 yq °� O. o..oy'4 dV °. NOTE.• PROPOSED PAVEMENT MUST TIE IN WI TH EXISTING PAVEMENT PA V�'�I�'NT JOINT 1�M'TAIL ) ) ) r i a V w 4 o U Z°5 to rn Oto NQ �0) Q� Q r Ci' U o °C W 5 C) 2 OU - Q: � J Q OCO W UQ r W Q Oo Q� a Lo 0 20 0� N V t4, O CC r 0, H 9 LU O rn W Q. W 2 0 Z (0 �i A Q 0) �W �Z z C W a Q. w REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical � � 1 J_ `< 1 uJ W V� 0) Z g N QZ J06 W _ J_ S > ao r JN O ®� of 8 a� Uit � W W ®0 J W I� Z ♦♦Q^^ V♦ FILE NUMBER 8053 SHEET. 14 of 22 36+00 37+00 58+00 39+00 40+00 G TE 1-0R DRAINAGE FABRIC /-PAVED SHOULDER LONGITUDINAL PERFORATED PIPE UD -4 STABILIZED OPEN NO.21B AGGREGATE CRUSHING STRENGTH GRADED DRAINAGE PAVEMENT 1• TYPE OF PIPE " DIAMETER SUBBASE LAYER : r 4" PIPE UBGRADE SMOOTH WALL PVC .103 SUBGRADE• OUTLET PIPE CORRUGATED PE AASHTO �1 -252 SEE NOTE 1 #57 AGGREGATE, #8 AGGREGATE OR CRUSHED 2' -0" 1' -0" GLASS MEETING #8 GRADATION REQUIREMENT. NON- PERFORATED OUTLET PIPE FOR USE UNDER COMMERCIAL ENTRANCES AND FOR OUTLETS (EDGE OF P YED SHOULDER) PAVED SHOULDER SECTION (FOR USE WITH STABILIZED OPEN - GRADED DRAINAGE LAYER) TYPE OF PIPE CRUSHING STRENGTH %.T14" NOM. DIAMETER SMOOTH WALL PVC .103 SMOOTH WALL PE 70 PSI)(*)( UNDERDRAIN SHALL BE CENTERED UNDER CURB AND GUTTER. X WALL THICKNESS (MIN) - INCHES GEOTEXTLE DRAINAGE FABRIC 1' 'XXX TESTED ACCORDING TO ASTM D -2412 AT 5% DEFLECTION. (OVERLAP P -0" AT TOP) DOWN GE OPEN GRADED P VEMENT 5:, ' S,� -ES SHOULDER R �Io SUBBASE LAYER .`� ° «< SEE NOTE 9 -EP MAIN LINE PAVEMENT NON - PERFORATED SUBGRADEO• ° OUTLET PIPE -EP PIPE Y CONECCTION SEE NOTE 1 ES #57 AGGREGATE, #8 AGGREGATE OR CRUSHED „ PIPE ST'D. UD-4 REQ'D. GLASS MEETING #8 GRADATION REQUIREMENT. ST'D. UD -4 REq'D. CURB AND GUTTER SECTION (FOR USE WITH STABILIZED OPEN - GRADED DRAINAGE LAYER) SHOULDER PAVEMENT NOTES. ES EP ; 1. 4" MINIMUM, PROVIDED ATTAINING MINIMUM 4" OF AGGREGATE ON TOP OF PIPE. EDGEDRAINS IN GORE AREAS 2, WHEN THE LONGITUDINAL PIPE CONNECTS DIRECTLY INTO A DRAINAGE STRUCTURE (DROP INLET, MANHOLE, ECT.), NON - PERFORATED OUTLET PIPES ARE NOT REQUIRED. 3, INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1' -0" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. 4 ALL CONNECTIONS (ELBOWS WYES N PAY LIMITS FOR OUTLET ETC.) WITHIN PIPE ARE TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 5, OUTLET PIPES ARE TO BE INSTALLED ON 2% MIN. (3 X DESIRABLE) GRADE AND LOCATED EVERY 351Y MAXIMUM OR AS NOTED ON PLANS. B. OUTLET PIPE TO BE SECURELY CONNECTED TO EW -12 OR OTHER DRAINAGE STRUCTURE. 7. WITHIN THE LIMITS OF A COMMERCIAL ENTRANCE, NON-PERFORATED PIPE SHALL BE COMMERCIAL SIDEWALK OR ENTRANCE UNPAVED SPACE PERFORATED UNOERORAIN PERFORATED PIPE TRENCH WITH UNDERDRAIN AGGREGATE PIPE 9 UTILIZED IN LIEU OF PERFORATED PIPE. MAINLINE ROADWAY B. THE LENGTH OF PIPE BETWEEN THE WYE CONNECTION AND THE EW -12 SHALL BE ST'D.CURB LIMITED TO NO MORE THAN V -G" TO PERMIT CAMERA INSPECTION OF THE MAIN LINE >V GUTTER UNDERDRAIN BETWEEN THE LIMITS OF ST'D. CURB IN EITHER DIRECTION. COMMERCIAL ENTRANCE CURB RETURNS & GUTTER WILL BE NON - PERFORATED PIPE. 9. IN SITUATIONS WHEN FULL DEPTH OF STABILIZED OPEN- GRADED MATERIAL CANNOT BE MAINTAINED UNDER CURB AND GUTTER, NO. 218 AGGREGATE SHALL BE USED UNDER CURB AND GUTTER. NO. 218 AGGREGATE MAY ALSO BE USED FROM TOP OF STABILIZED OPEN - GRADED MATERIAL LAYER AND CURB AND GUTTER. SHEET 2 OF 2 SPECIFICATION REFEREN(:E 258 STANDARD PAVEMENT EDGEDRAIN 801 REV 8/0' 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 108.07 STORM SEWER PROFILE ##146- #144 DI -36, L =8' DI -3A, L =2.5' 690 695 TOP 690.42 14(6 144 TOP = 690.42 6� OUTLET PROTECTION SPECIFICATIONS 'ADS � � 675 680 670 1 675 665 I 670 10+00 10+60 11+00 11+50 [1:�7K7• 0� 675 1 670 1 23 • C. Y. CI_ 1•. RIPRAP opi18" MIN. DEPTH W /UNDERLYING F.F iYil•1' ll i Ae*• Y _ 24. C.Y. CL .t. RIPRAP 0 P L 18" MIN, DEPT�i W /UNDERLYING ,F.F. , APRON LENGTH = 20.5 BASIN 1 CULVERT OUTFLOW a, 36" Q1 = 54.1 cfs BASIN #1 CULVERT (r, OUTFLOW 0- F- 42" Q10 73.2 cfs 700 6% 690 685 680 675 STORM SEWER PROFILE STR# 125 TO STR# 123 DI -3C, L =20' 695 DI -3C L =12' 126 123 TOP = 685.81 685 680 675 FINAL 3 Z Qa A CONNECT TO STR #102 8" D I. II 108 L.F. OF 24" H.P.D. WA @ 0.87% 40 L.F. OF 15" CLEAR CN H.P.D.E. @ .50% No 00 00 00 Oc I� O c� I- II II I- o Z o 1'=50' 1 •=,5• z z z 695 RADE 690 G 675 10+00 10+50 •+ao 114M o�yT H OF 670 Christopher C. Mulligan 665 Lic. No. p 031672 ,�,'� Sl o��sS10NAL E��1 SCALE 10 • 660 00 ffi A Sp 100 SCNE N F1ET E E �^ E n E 0 w= NNE °n m �w \E om o J LJi 0 _J u UY U = _U E In 6 r �° E n U E E Ln a v �w _ Ld w 00 N > 0 0 LY a E U o EovYi °� o Er O Ncc°O EU N N(OQ U to w U W _J _ � � w 0 = Z LLI a E Cc) ° a E [S Gi \ o F " �- E v , E LO u E \0 ro N U .-pNjJ NE u \E Zo - u u -oin �u 0 0 a Z goy ° °^ O E- E a E ¢E U \E �h °E c?E of W I0 C-4 W N 04 N LL 0 0 TYPICAL MANHOLE FRAME & COVER RE Sb ( ( ( N.T.S FIG S -1 -D TD -25 EXISTING PAVEMENT I PROPOSED PAVEMENT MOVE EXISTING SAWCUT THROUGH RFACE COURSE 12'. EXISTING SURFACE COURSE 2.� f PROPOSED SURFACE COURSE } 6NTERMED /ATE ASPHAL BENCHED PAVEMENT BASE ASPFIAL ; JOINT W/ ASPH. :A Q TACK COAT oa �A y • AGGR. BASE 0 o ° o aoti., °•. ° o °. ;'c� p0 yq °� O. o..oy'4 dV °. NOTE.• PROPOSED PAVEMENT MUST TIE IN WI TH EXISTING PAVEMENT PA V�'�I�'NT JOINT 1�M'TAIL ) ) ) r i a V w 4 o U Z°5 to rn Oto NQ �0) Q� Q r Ci' U o °C W 5 C) 2 OU - Q: � J Q OCO W UQ r W Q Oo Q� a Lo 0 20 0� N V t4, O CC r 0, H 9 LU O rn W Q. W 2 0 Z (0 �i A Q 0) �W �Z z C W a Q. w REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical � � 1 J_ `< 1 uJ W V� 0) Z g N QZ J06 W _ J_ S > ao r JN O ®� of 8 a� Uit � W W ®0 J W I� Z ♦♦Q^^ V♦ FILE NUMBER 8053 SHEET. 14 of 22 SEE NOTE 1 #57 AGGREGATE, #8 AGGREGATE OR CRUSHED 2' -0" 1' -0" GLASS MEETING #8 GRADATION REQUIREMENT. NON- PERFORATED OUTLET PIPE FOR USE UNDER COMMERCIAL ENTRANCES AND FOR OUTLETS (EDGE OF P YED SHOULDER) PAVED SHOULDER SECTION (FOR USE WITH STABILIZED OPEN - GRADED DRAINAGE LAYER) TYPE OF PIPE CRUSHING STRENGTH %.T14" NOM. DIAMETER SMOOTH WALL PVC .103 SMOOTH WALL PE 70 PSI)(*)( UNDERDRAIN SHALL BE CENTERED UNDER CURB AND GUTTER. X WALL THICKNESS (MIN) - INCHES GEOTEXTLE DRAINAGE FABRIC 1' 'XXX TESTED ACCORDING TO ASTM D -2412 AT 5% DEFLECTION. (OVERLAP P -0" AT TOP) DOWN GE OPEN GRADED P VEMENT 5:, ' S,� -ES SHOULDER R �Io SUBBASE LAYER .`� ° «< SEE NOTE 9 -EP MAIN LINE PAVEMENT NON - PERFORATED SUBGRADEO• ° OUTLET PIPE -EP PIPE Y CONECCTION SEE NOTE 1 ES #57 AGGREGATE, #8 AGGREGATE OR CRUSHED „ PIPE ST'D. UD-4 REQ'D. GLASS MEETING #8 GRADATION REQUIREMENT. ST'D. UD -4 REq'D. CURB AND GUTTER SECTION (FOR USE WITH STABILIZED OPEN - GRADED DRAINAGE LAYER) SHOULDER PAVEMENT NOTES. ES EP ; 1. 4" MINIMUM, PROVIDED ATTAINING MINIMUM 4" OF AGGREGATE ON TOP OF PIPE. EDGEDRAINS IN GORE AREAS 2, WHEN THE LONGITUDINAL PIPE CONNECTS DIRECTLY INTO A DRAINAGE STRUCTURE (DROP INLET, MANHOLE, ECT.), NON - PERFORATED OUTLET PIPES ARE NOT REQUIRED. 3, INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1' -0" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. 4 ALL CONNECTIONS (ELBOWS WYES N PAY LIMITS FOR OUTLET ETC.) WITHIN PIPE ARE TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 5, OUTLET PIPES ARE TO BE INSTALLED ON 2% MIN. (3 X DESIRABLE) GRADE AND LOCATED EVERY 351Y MAXIMUM OR AS NOTED ON PLANS. B. OUTLET PIPE TO BE SECURELY CONNECTED TO EW -12 OR OTHER DRAINAGE STRUCTURE. 7. WITHIN THE LIMITS OF A COMMERCIAL ENTRANCE, NON-PERFORATED PIPE SHALL BE COMMERCIAL SIDEWALK OR ENTRANCE UNPAVED SPACE PERFORATED UNOERORAIN PERFORATED PIPE TRENCH WITH UNDERDRAIN AGGREGATE PIPE 9 UTILIZED IN LIEU OF PERFORATED PIPE. MAINLINE ROADWAY B. THE LENGTH OF PIPE BETWEEN THE WYE CONNECTION AND THE EW -12 SHALL BE ST'D.CURB LIMITED TO NO MORE THAN V -G" TO PERMIT CAMERA INSPECTION OF THE MAIN LINE >V GUTTER UNDERDRAIN BETWEEN THE LIMITS OF ST'D. CURB IN EITHER DIRECTION. COMMERCIAL ENTRANCE CURB RETURNS & GUTTER WILL BE NON - PERFORATED PIPE. 9. IN SITUATIONS WHEN FULL DEPTH OF STABILIZED OPEN- GRADED MATERIAL CANNOT BE MAINTAINED UNDER CURB AND GUTTER, NO. 218 AGGREGATE SHALL BE USED UNDER CURB AND GUTTER. NO. 218 AGGREGATE MAY ALSO BE USED FROM TOP OF STABILIZED OPEN - GRADED MATERIAL LAYER AND CURB AND GUTTER. SHEET 2 OF 2 SPECIFICATION REFEREN(:E 258 STANDARD PAVEMENT EDGEDRAIN 801 REV 8/0' 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 108.07 STORM SEWER PROFILE ##146- #144 DI -36, L =8' DI -3A, L =2.5' 690 695 TOP 690.42 14(6 144 TOP = 690.42 6� OUTLET PROTECTION SPECIFICATIONS 'ADS � � 675 680 670 1 675 665 I 670 10+00 10+60 11+00 11+50 [1:�7K7• 0� 675 1 670 1 23 • C. Y. CI_ 1•. RIPRAP opi18" MIN. DEPTH W /UNDERLYING F.F iYil•1' ll i Ae*• Y _ 24. C.Y. CL .t. RIPRAP 0 P L 18" MIN, DEPT�i W /UNDERLYING ,F.F. , APRON LENGTH = 20.5 BASIN 1 CULVERT OUTFLOW a, 36" Q1 = 54.1 cfs BASIN #1 CULVERT (r, OUTFLOW 0- F- 42" Q10 73.2 cfs 700 6% 690 685 680 675 STORM SEWER PROFILE STR# 125 TO STR# 123 DI -3C, L =20' 695 DI -3C L =12' 126 123 TOP = 685.81 685 680 675 FINAL 3 Z Qa A CONNECT TO STR #102 8" D I. II 108 L.F. OF 24" H.P.D. WA @ 0.87% 40 L.F. OF 15" CLEAR CN H.P.D.E. @ .50% No 00 00 00 Oc I� O c� I- II II I- o Z o 1'=50' 1 •=,5• z z z 695 RADE 690 G 675 10+00 10+50 •+ao 114M o�yT H OF 670 Christopher C. Mulligan 665 Lic. No. p 031672 ,�,'� Sl o��sS10NAL E��1 SCALE 10 • 660 00 ffi A Sp 100 SCNE N F1ET E E �^ E n E 0 w= NNE °n m �w \E om o J LJi 0 _J u UY U = _U E In 6 r �° E n U E E Ln a v �w _ Ld w 00 N > 0 0 LY a E U o EovYi °� o Er O Ncc°O EU N N(OQ U to w U W _J _ � � w 0 = Z LLI a E Cc) ° a E [S Gi \ o F " �- E v , E LO u E \0 ro N U .-pNjJ NE u \E Zo - u u -oin �u 0 0 a Z goy ° °^ O E- E a E ¢E U \E �h °E c?E of W I0 C-4 W N 04 N LL 0 0 TYPICAL MANHOLE FRAME & COVER RE Sb ( ( ( N.T.S FIG S -1 -D TD -25 EXISTING PAVEMENT I PROPOSED PAVEMENT MOVE EXISTING SAWCUT THROUGH RFACE COURSE 12'. EXISTING SURFACE COURSE 2.� f PROPOSED SURFACE COURSE } 6NTERMED /ATE ASPHAL BENCHED PAVEMENT BASE ASPFIAL ; JOINT W/ ASPH. :A Q TACK COAT oa �A y • AGGR. BASE 0 o ° o aoti., °•. ° o °. ;'c� p0 yq °� O. o..oy'4 dV °. NOTE.• PROPOSED PAVEMENT MUST TIE IN WI TH EXISTING PAVEMENT PA V�'�I�'NT JOINT 1�M'TAIL ) ) ) r i a V w 4 o U Z°5 to rn Oto NQ �0) Q� Q r Ci' U o °C W 5 C) 2 OU - Q: � J Q OCO W UQ r W Q Oo Q� a Lo 0 20 0� N V t4, O CC r 0, H 9 LU O rn W Q. W 2 0 Z (0 �i A Q 0) �W �Z z C W a Q. w REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical � � 1 J_ `< 1 uJ W V� 0) Z g N QZ J06 W _ J_ S > ao r JN O ®� of 8 a� Uit � W W ®0 J W I� Z ♦♦Q^^ V♦ FILE NUMBER 8053 SHEET. 14 of 22 UNDERDRAIN SHALL BE CENTERED UNDER CURB AND GUTTER. X WALL THICKNESS (MIN) - INCHES GEOTEXTLE DRAINAGE FABRIC 1' 'XXX TESTED ACCORDING TO ASTM D -2412 AT 5% DEFLECTION. (OVERLAP P -0" AT TOP) DOWN GE OPEN GRADED P VEMENT 5:, ' S,� -ES SHOULDER R �Io SUBBASE LAYER .`� ° «< SEE NOTE 9 -EP MAIN LINE PAVEMENT NON - PERFORATED SUBGRADEO• ° OUTLET PIPE -EP PIPE Y CONECCTION SEE NOTE 1 ES #57 AGGREGATE, #8 AGGREGATE OR CRUSHED „ PIPE ST'D. UD-4 REQ'D. GLASS MEETING #8 GRADATION REQUIREMENT. ST'D. UD -4 REq'D. CURB AND GUTTER SECTION (FOR USE WITH STABILIZED OPEN - GRADED DRAINAGE LAYER) SHOULDER PAVEMENT NOTES. ES EP ; 1. 4" MINIMUM, PROVIDED ATTAINING MINIMUM 4" OF AGGREGATE ON TOP OF PIPE. EDGEDRAINS IN GORE AREAS 2, WHEN THE LONGITUDINAL PIPE CONNECTS DIRECTLY INTO A DRAINAGE STRUCTURE (DROP INLET, MANHOLE, ECT.), NON - PERFORATED OUTLET PIPES ARE NOT REQUIRED. 3, INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1' -0" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. 4 ALL CONNECTIONS (ELBOWS WYES N PAY LIMITS FOR OUTLET ETC.) WITHIN PIPE ARE TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 5, OUTLET PIPES ARE TO BE INSTALLED ON 2% MIN. (3 X DESIRABLE) GRADE AND LOCATED EVERY 351Y MAXIMUM OR AS NOTED ON PLANS. B. OUTLET PIPE TO BE SECURELY CONNECTED TO EW -12 OR OTHER DRAINAGE STRUCTURE. 7. WITHIN THE LIMITS OF A COMMERCIAL ENTRANCE, NON-PERFORATED PIPE SHALL BE COMMERCIAL SIDEWALK OR ENTRANCE UNPAVED SPACE PERFORATED UNOERORAIN PERFORATED PIPE TRENCH WITH UNDERDRAIN AGGREGATE PIPE 9 UTILIZED IN LIEU OF PERFORATED PIPE. MAINLINE ROADWAY B. THE LENGTH OF PIPE BETWEEN THE WYE CONNECTION AND THE EW -12 SHALL BE ST'D.CURB LIMITED TO NO MORE THAN V -G" TO PERMIT CAMERA INSPECTION OF THE MAIN LINE >V GUTTER UNDERDRAIN BETWEEN THE LIMITS OF ST'D. CURB IN EITHER DIRECTION. COMMERCIAL ENTRANCE CURB RETURNS & GUTTER WILL BE NON - PERFORATED PIPE. 9. IN SITUATIONS WHEN FULL DEPTH OF STABILIZED OPEN- GRADED MATERIAL CANNOT BE MAINTAINED UNDER CURB AND GUTTER, NO. 218 AGGREGATE SHALL BE USED UNDER CURB AND GUTTER. NO. 218 AGGREGATE MAY ALSO BE USED FROM TOP OF STABILIZED OPEN - GRADED MATERIAL LAYER AND CURB AND GUTTER. SHEET 2 OF 2 SPECIFICATION REFEREN(:E 258 STANDARD PAVEMENT EDGEDRAIN 801 REV 8/0' 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 108.07 STORM SEWER PROFILE ##146- #144 DI -36, L =8' DI -3A, L =2.5' 690 695 TOP 690.42 14(6 144 TOP = 690.42 6� OUTLET PROTECTION SPECIFICATIONS 'ADS � � 675 680 670 1 675 665 I 670 10+00 10+60 11+00 11+50 [1:�7K7• 0� 675 1 670 1 23 • C. Y. CI_ 1•. RIPRAP opi18" MIN. DEPTH W /UNDERLYING F.F iYil•1' ll i Ae*• Y _ 24. C.Y. CL .t. RIPRAP 0 P L 18" MIN, DEPT�i W /UNDERLYING ,F.F. , APRON LENGTH = 20.5 BASIN 1 CULVERT OUTFLOW a, 36" Q1 = 54.1 cfs BASIN #1 CULVERT (r, OUTFLOW 0- F- 42" Q10 73.2 cfs 700 6% 690 685 680 675 STORM SEWER PROFILE STR# 125 TO STR# 123 DI -3C, L =20' 695 DI -3C L =12' 126 123 TOP = 685.81 685 680 675 FINAL 3 Z Qa A CONNECT TO STR #102 8" D I. II 108 L.F. OF 24" H.P.D. WA @ 0.87% 40 L.F. OF 15" CLEAR CN H.P.D.E. @ .50% No 00 00 00 Oc I� O c� I- II II I- o Z o 1'=50' 1 •=,5• z z z 695 RADE 690 G 675 10+00 10+50 •+ao 114M o�yT H OF 670 Christopher C. Mulligan 665 Lic. No. p 031672 ,�,'� Sl o��sS10NAL E��1 SCALE 10 • 660 00 ffi A Sp 100 SCNE N F1ET E E �^ E n E 0 w= NNE °n m �w \E om o J LJi 0 _J u UY U = _U E In 6 r �° E n U E E Ln a v �w _ Ld w 00 N > 0 0 LY a E U o EovYi °� o Er O Ncc°O EU N N(OQ U to w U W _J _ � � w 0 = Z LLI a E Cc) ° a E [S Gi \ o F " �- E v , E LO u E \0 ro N U .-pNjJ NE u \E Zo - u u -oin �u 0 0 a Z goy ° °^ O E- E a E ¢E U \E �h °E c?E of W I0 C-4 W N 04 N LL 0 0 TYPICAL MANHOLE FRAME & COVER RE Sb ( ( ( N.T.S FIG S -1 -D TD -25 EXISTING PAVEMENT I PROPOSED PAVEMENT MOVE EXISTING SAWCUT THROUGH RFACE COURSE 12'. EXISTING SURFACE COURSE 2.� f PROPOSED SURFACE COURSE } 6NTERMED /ATE ASPHAL BENCHED PAVEMENT BASE ASPFIAL ; JOINT W/ ASPH. :A Q TACK COAT oa �A y • AGGR. BASE 0 o ° o aoti., °•. ° o °. ;'c� p0 yq °� O. o..oy'4 dV °. NOTE.• PROPOSED PAVEMENT MUST TIE IN WI TH EXISTING PAVEMENT PA V�'�I�'NT JOINT 1�M'TAIL ) ) ) r i a V w 4 o U Z°5 to rn Oto NQ �0) Q� Q r Ci' U o °C W 5 C) 2 OU - Q: � J Q OCO W UQ r W Q Oo Q� a Lo 0 20 0� N V t4, O CC r 0, H 9 LU O rn W Q. W 2 0 Z (0 �i A Q 0) �W �Z z C W a Q. w REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical � � 1 J_ `< 1 uJ W V� 0) Z g N QZ J06 W _ J_ S > ao r JN O ®� of 8 a� Uit � W W ®0 J W I� Z ♦♦Q^^ V♦ FILE NUMBER 8053 SHEET. 14 of 22 UTILIZED IN LIEU OF PERFORATED PIPE. MAINLINE ROADWAY B. THE LENGTH OF PIPE BETWEEN THE WYE CONNECTION AND THE EW -12 SHALL BE ST'D.CURB LIMITED TO NO MORE THAN V -G" TO PERMIT CAMERA INSPECTION OF THE MAIN LINE >V GUTTER UNDERDRAIN BETWEEN THE LIMITS OF ST'D. CURB IN EITHER DIRECTION. COMMERCIAL ENTRANCE CURB RETURNS & GUTTER WILL BE NON - PERFORATED PIPE. 9. IN SITUATIONS WHEN FULL DEPTH OF STABILIZED OPEN- GRADED MATERIAL CANNOT BE MAINTAINED UNDER CURB AND GUTTER, NO. 218 AGGREGATE SHALL BE USED UNDER CURB AND GUTTER. NO. 218 AGGREGATE MAY ALSO BE USED FROM TOP OF STABILIZED OPEN - GRADED MATERIAL LAYER AND CURB AND GUTTER. SHEET 2 OF 2 SPECIFICATION REFEREN(:E 258 STANDARD PAVEMENT EDGEDRAIN 801 REV 8/0' 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 108.07 STORM SEWER PROFILE ##146- #144 DI -36, L =8' DI -3A, L =2.5' 690 695 TOP 690.42 14(6 144 TOP = 690.42 6� OUTLET PROTECTION SPECIFICATIONS 'ADS � � 675 680 670 1 675 665 I 670 10+00 10+60 11+00 11+50 [1:�7K7• 0� 675 1 670 1 23 • C. Y. CI_ 1•. RIPRAP opi18" MIN. DEPTH W /UNDERLYING F.F iYil•1' ll i Ae*• Y _ 24. C.Y. CL .t. RIPRAP 0 P L 18" MIN, DEPT�i W /UNDERLYING ,F.F. , APRON LENGTH = 20.5 BASIN 1 CULVERT OUTFLOW a, 36" Q1 = 54.1 cfs BASIN #1 CULVERT (r, OUTFLOW 0- F- 42" Q10 73.2 cfs 700 6% 690 685 680 675 STORM SEWER PROFILE STR# 125 TO STR# 123 DI -3C, L =20' 695 DI -3C L =12' 126 123 TOP = 685.81 685 680 675 FINAL 3 Z Qa A CONNECT TO STR #102 8" D I. II 108 L.F. OF 24" H.P.D. WA @ 0.87% 40 L.F. OF 15" CLEAR CN H.P.D.E. @ .50% No 00 00 00 Oc I� O c� I- II II I- o Z o 1'=50' 1 •=,5• z z z 695 RADE 690 G 675 10+00 10+50 •+ao 114M o�yT H OF 670 Christopher C. Mulligan 665 Lic. No. p 031672 ,�,'� Sl o��sS10NAL E��1 SCALE 10 • 660 00 ffi A Sp 100 SCNE N F1ET E E �^ E n E 0 w= NNE °n m �w \E om o J LJi 0 _J u UY U = _U E In 6 r �° E n U E E Ln a v �w _ Ld w 00 N > 0 0 LY a E U o EovYi °� o Er O Ncc°O EU N N(OQ U to w U W _J _ � � w 0 = Z LLI a E Cc) ° a E [S Gi \ o F " �- E v , E LO u E \0 ro N U .-pNjJ NE u \E Zo - u u -oin �u 0 0 a Z goy ° °^ O E- E a E ¢E U \E �h °E c?E of W I0 C-4 W N 04 N LL 0 0 TYPICAL MANHOLE FRAME & COVER RE Sb ( ( ( N.T.S FIG S -1 -D TD -25 EXISTING PAVEMENT I PROPOSED PAVEMENT MOVE EXISTING SAWCUT THROUGH RFACE COURSE 12'. EXISTING SURFACE COURSE 2.� f PROPOSED SURFACE COURSE } 6NTERMED /ATE ASPHAL BENCHED PAVEMENT BASE ASPFIAL ; JOINT W/ ASPH. :A Q TACK COAT oa �A y • AGGR. BASE 0 o ° o aoti., °•. ° o °. ;'c� p0 yq °� O. o..oy'4 dV °. NOTE.• PROPOSED PAVEMENT MUST TIE IN WI TH EXISTING PAVEMENT PA V�'�I�'NT JOINT 1�M'TAIL ) ) ) r i a V w 4 o U Z°5 to rn Oto NQ �0) Q� Q r Ci' U o °C W 5 C) 2 OU - Q: � J Q OCO W UQ r W Q Oo Q� a Lo 0 20 0� N V t4, O CC r 0, H 9 LU O rn W Q. W 2 0 Z (0 �i A Q 0) �W �Z z C W a Q. w REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical � � 1 J_ `< 1 uJ W V� 0) Z g N QZ J06 W _ J_ S > ao r JN O ®� of 8 a� Uit � W W ®0 J W I� Z ♦♦Q^^ V♦ FILE NUMBER 8053 SHEET. 14 of 22 258 STANDARD PAVEMENT EDGEDRAIN 801 REV 8/0' 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 108.07 STORM SEWER PROFILE ##146- #144 DI -36, L =8' DI -3A, L =2.5' 690 695 TOP 690.42 14(6 144 TOP = 690.42 6� OUTLET PROTECTION SPECIFICATIONS 'ADS � � 675 680 670 1 675 665 I 670 10+00 10+60 11+00 11+50 [1:�7K7• 0� 675 1 670 1 23 • C. Y. CI_ 1•. RIPRAP opi18" MIN. DEPTH W /UNDERLYING F.F iYil•1' ll i Ae*• Y _ 24. C.Y. CL .t. RIPRAP 0 P L 18" MIN, DEPT�i W /UNDERLYING ,F.F. , APRON LENGTH = 20.5 BASIN 1 CULVERT OUTFLOW a, 36" Q1 = 54.1 cfs BASIN #1 CULVERT (r, OUTFLOW 0- F- 42" Q10 73.2 cfs 700 6% 690 685 680 675 STORM SEWER PROFILE STR# 125 TO STR# 123 DI -3C, L =20' 695 DI -3C L =12' 126 123 TOP = 685.81 685 680 675 FINAL 3 Z Qa A CONNECT TO STR #102 8" D I. II 108 L.F. OF 24" H.P.D. WA @ 0.87% 40 L.F. OF 15" CLEAR CN H.P.D.E. @ .50% No 00 00 00 Oc I� O c� I- II II I- o Z o 1'=50' 1 •=,5• z z z 695 RADE 690 G 675 10+00 10+50 •+ao 114M o�yT H OF 670 Christopher C. Mulligan 665 Lic. No. p 031672 ,�,'� Sl o��sS10NAL E��1 SCALE 10 • 660 00 ffi A Sp 100 SCNE N F1ET E E �^ E n E 0 w= NNE °n m �w \E om o J LJi 0 _J u UY U = _U E In 6 r �° E n U E E Ln a v �w _ Ld w 00 N > 0 0 LY a E U o EovYi °� o Er O Ncc°O EU N N(OQ U to w U W _J _ � � w 0 = Z LLI a E Cc) ° a E [S Gi \ o F " �- E v , E LO u E \0 ro N U .-pNjJ NE u \E Zo - u u -oin �u 0 0 a Z goy ° °^ O E- E a E ¢E U \E �h °E c?E of W I0 C-4 W N 04 N LL 0 0 TYPICAL MANHOLE FRAME & COVER RE Sb ( ( ( N.T.S FIG S -1 -D TD -25 EXISTING PAVEMENT I PROPOSED PAVEMENT MOVE EXISTING SAWCUT THROUGH RFACE COURSE 12'. EXISTING SURFACE COURSE 2.� f PROPOSED SURFACE COURSE } 6NTERMED /ATE ASPHAL BENCHED PAVEMENT BASE ASPFIAL ; JOINT W/ ASPH. :A Q TACK COAT oa �A y • AGGR. BASE 0 o ° o aoti., °•. ° o °. ;'c� p0 yq °� O. o..oy'4 dV °. NOTE.• PROPOSED PAVEMENT MUST TIE IN WI TH EXISTING PAVEMENT PA V�'�I�'NT JOINT 1�M'TAIL ) ) ) r i a V w 4 o U Z°5 to rn Oto NQ �0) Q� Q r Ci' U o °C W 5 C) 2 OU - Q: � J Q OCO W UQ r W Q Oo Q� a Lo 0 20 0� N V t4, O CC r 0, H 9 LU O rn W Q. W 2 0 Z (0 �i A Q 0) �W �Z z C W a Q. w REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical � � 1 J_ `< 1 uJ W V� 0) Z g N QZ J06 W _ J_ S > ao r JN O ®� of 8 a� Uit � W W ®0 J W I� Z ♦♦Q^^ V♦ FILE NUMBER 8053 SHEET. 14 of 22 695 RADE 690 G 675 10+00 10+50 •+ao 114M o�yT H OF 670 Christopher C. Mulligan 665 Lic. No. p 031672 ,�,'� Sl o��sS10NAL E��1 SCALE 10 • 660 00 ffi A Sp 100 SCNE N F1ET E E �^ E n E 0 w= NNE °n m �w \E om o J LJi 0 _J u UY U = _U E In 6 r �° E n U E E Ln a v �w _ Ld w 00 N > 0 0 LY a E U o EovYi °� o Er O Ncc°O EU N N(OQ U to w U W _J _ � � w 0 = Z LLI a E Cc) ° a E [S Gi \ o F " �- E v , E LO u E \0 ro N U .-pNjJ NE u \E Zo - u u -oin �u 0 0 a Z goy ° °^ O E- E a E ¢E U \E �h °E c?E of W I0 C-4 W N 04 N LL 0 0 TYPICAL MANHOLE FRAME & COVER RE Sb ( ( ( N.T.S FIG S -1 -D TD -25 EXISTING PAVEMENT I PROPOSED PAVEMENT MOVE EXISTING SAWCUT THROUGH RFACE COURSE 12'. EXISTING SURFACE COURSE 2.� f PROPOSED SURFACE COURSE } 6NTERMED /ATE ASPHAL BENCHED PAVEMENT BASE ASPFIAL ; JOINT W/ ASPH. :A Q TACK COAT oa �A y • AGGR. BASE 0 o ° o aoti., °•. ° o °. ;'c� p0 yq °� O. o..oy'4 dV °. NOTE.• PROPOSED PAVEMENT MUST TIE IN WI TH EXISTING PAVEMENT PA V�'�I�'NT JOINT 1�M'TAIL ) ) ) r i a V w 4 o U Z°5 to rn Oto NQ �0) Q� Q r Ci' U o °C W 5 C) 2 OU - Q: � J Q OCO W UQ r W Q Oo Q� a Lo 0 20 0� N V t4, O CC r 0, H 9 LU O rn W Q. W 2 0 Z (0 �i A Q 0) �W �Z z C W a Q. w REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical � � 1 J_ `< 1 uJ W V� 0) Z g N QZ J06 W _ J_ S > ao r JN O ®� of 8 a� Uit � W W ®0 J W I� Z ♦♦Q^^ V♦ FILE NUMBER 8053 SHEET. 14 of 22 NOTE.• PROPOSED PAVEMENT MUST TIE IN WI TH EXISTING PAVEMENT PA V�'�I�'NT JOINT 1�M'TAIL ) ) ) r i a V w 4 o U Z°5 to rn Oto NQ �0) Q� Q r Ci' U o °C W 5 C) 2 OU - Q: � J Q OCO W UQ r W Q Oo Q� a Lo 0 20 0� N V t4, O CC r 0, H 9 LU O rn W Q. W 2 0 Z (0 �i A Q 0) �W �Z z C W a Q. w REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical � � 1 J_ `< 1 uJ W V� 0) Z g N QZ J06 W _ J_ S > ao r JN O ®� of 8 a� Uit � W W ®0 J W I� Z ♦♦Q^^ V♦ FILE NUMBER 8053 SHEET. 14 of 22 REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 SCALE 1 " =50' Horizontal 1 " =5' Vertical � � 1 J_ `< 1 uJ W V� 0) Z g N QZ J06 W _ J_ S > ao r JN O ®� of 8 a� Uit � W W ®0 J W I� Z ♦♦Q^^ V♦ FILE NUMBER 8053 SHEET. 14 of 22 SEWER SERVICE LATERAL CONNECTION NOTES 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS FINISHED INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE GROUND 1A LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED 2' MIN TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE AS MANUFACTURED BY "SEALTITE ",OR AN APPROVED EQUAL. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL SALT BE 2% (1/4-PER FOOT ) TREATED 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM 2 x 4 DIAMETER OF 4 ". MARKER 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. MAIN LINE PLUG END OF - / SERVICE LATERAL SECTION 45'00" IN LINE WYE -TEE PLAN VARIES SEWER SERVICE LATERAL CONNECTION FIG. S -2 N.T.S. TD -6 w J z 10 PSI CONC. BASE BENCH SLOPED TO FLOW CHANNEL 1/4" : 1' MIN -as 2" BRANCH NOTE: FLEXIBLE CONNECTION ALL CONNECTIONS TO WITH STAINLESS STEEL EXISTING MANHOLES SHALL BAND BE CORED AND A FLEXIBLE I- CONNECTION " BOOT " INSTALLED O TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN NTS FIG. S -I -B TD -2 ISIZE BRANCH AND VALVE THE SAME AS WATER MAIN -" VARIF'G WATER MAI GENERAL WATER & SEWER CONDITIONS February 06, 2013 ORITY 1. WORK SHALL THE CONTRACTORUWILLCBE RESPONSIBLE FOR NOTIFYING THE PROPERRSERWCE AUTTHORITYCOIFFICIA�SCAORS THE START OF THE WORK. LINE OF THE P ROPOSED WORK ARE NOT NECESSARILY SS THE EXISTING U 11LI71ES ACRD F EXIS A110N 0 2 THE LOC THE Coff ON SHOWN OWN INITIATIVE LOCATE AL UNDERGROUND LINES AND ISTRUCTURESRAS NECESSARY. FACTOR SHALL COMPLY ONSTRUCRON SHALL E GENERAL 3 AND SEWER CONSTRUCTION SPECIFICA71ONSAS ADOPTED BY THE ALBEMARLE COUNTY SERVIICEAUTHORIIY. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" (1 -800- 552 - 7001). 6 WATER HHA I LA �OP OF PIPEO R THE CENTERL NE OFPIPE.THIS INCLUDES ALL FIRE HYDRANT INES,SERW E LATERALS AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHIES. & VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING FUTURE EXTENSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 10 FITTINGS,�EFFEC71VE JANUARY E04,020�(SENATE BILLYMODIFIES E 3874, WHICH THE SAFE DRINKING WATER ACT). ROAD CLASSIFICATION SCYHE'DULE F Z N 2 io PLACE 5' GALV. WITNESS " POST PAINTED BLUE TO INDICATE VALVE LOCATION AS o DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE -�, 0 I l WATER 2500 P.S.I. ADJUSTABLE VALVE BOX W/ LID BINGHAM & TAYLOR FIG. NO. 4905 (SCREW TYPE) OR APPROVED EQUAL M.J. GATE VALVE LINE CONCRETE d 2'x 2' BEARINGAREA. THRUST BLOCK 4 a d V d d d NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W -5 TD -18 1' COMPRESSION x 3/4' MALE PIPE COUPLING OR APPROVED EQUAL 1 "x1'xi" TEE NOTE: Lj NO SWEATED FITTINGS DUAL SERVICE 1" COMPRESSION x 3/4' MALE PIPE COUPLING OR APPROVED EQUAL 1" TYPE "K` SOFT COPPER f 1 SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON P'VC PIPE. FINISHED GRADE I= i I �I1 - 1 1- -` LOCKWIING 1/4 BEND COUPLING (IF REQUIRED) BALL II MUELLER NO. H -15 1 ") VALVE N0. H -15068 069 �1 1/2 ", 2') (INLET & FORD NO. L02 -464 ((1) OUTLET) I� i i NO N0. L02 -77 2') 36" MIN. I OR APPROVED EQUAL 32' PRIVATE R/W U FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES. O FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE WHERE AN IRRIGATION METER IS NOT PROVIDED. U CAST IRON LID 10 " -15" 2200 SERIES BOX ENSION OR D EQUAL IN AREAS TTER ON STONE) ) 20 -209 WWDD 33 )VED EQUAL 4' STONE BRICK AS CORPORATION STOP (1", 1 1/2 2 ") BEDDING NECESSARY MUELLER NO. H- 150010 FORD NO. F -600, OR APPROVED EQUAL SERVICE LATERAL INSTALLATION NTS FIG. W -6 ADDED FEB. 16, 2006 TD -19 I I R R/W /W ROLLTOP SURFACE ROLLTOP CURB 1.5" SM -9.5 CURB 3 ;1 _ 3 3 :1 T BASE SUBBASE 2.5" BM -25 6" AGGREGATE(218) 1' 1' 2' 12' 12' 2' FACE OF FACE OF CURB CURB ROAD NAME STATION VPD THREADED COUPLING PAVEMENT THICKNESS FUNCTIONAL CLASSIFICATION VARIES PVC NIPPLE AND CAP 21 B CU.YD. (FEET) CU.YD. or BRASS NIPPLE AND CAP BEND VALVE BOX PVC SLEEVE L o I 10 +00 - 17 +77 LUBRICATE ALL THREADS M.J. PLUG THRUST BLOCK tO 8" METER BOX (SEE FIG. W -7) VARIES 10 +00 - 14 +62 17 +54 - 21+19 VALVE BOX 26' 32' 1-1/2" 1-1/2" NO. 57 STONE 6" 6" 4" & 6" BIRCHIN COURT, DR., & LN. ADDLE HILL ROAD HAZEL GROVE LANE ONSITE 10 +00 - 17 +58 ONSITE 150 150 120 16' 32' 24' 1-1/2" 1 -1 /2" 1-1/2. " M.J. FITTING 6" 6" 2.50 0.15 PLANTING 22 1/2 2" PIPE SLOPED a 2.52 0.10 SIDEWALK TO DRAIN IF a 11 1/4 1.50 2.00 2.50 0.10 2" GALV. OR GRADE ALLOWS ROD VALVE 3.66 3.16 VARIES VARIES BRASS PIPE TO TEE PLUG 2" THREADED TAP ON -LINE 8" DEAD END 2.66 1.66 (TYPE "B ") 2.77 2.69 (TYPE "A ") 3.16 TYPICAL BLOW -OFF ASSEMBLY 0.32 NTS 1.66 2.16 2.67 FIG. W -8 TD -26 90 PLACE 5' GALV. WITNESS " POST PAINTED BLUE TO INDICATE VALVE LOCATION AS o DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE -�, 0 I l WATER 2500 P.S.I. ADJUSTABLE VALVE BOX W/ LID BINGHAM & TAYLOR FIG. NO. 4905 (SCREW TYPE) OR APPROVED EQUAL M.J. GATE VALVE LINE CONCRETE d 2'x 2' BEARINGAREA. THRUST BLOCK 4 a d V d d d NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W -5 TD -18 1' COMPRESSION x 3/4' MALE PIPE COUPLING OR APPROVED EQUAL 1 "x1'xi" TEE NOTE: Lj NO SWEATED FITTINGS DUAL SERVICE 1" COMPRESSION x 3/4' MALE PIPE COUPLING OR APPROVED EQUAL 1" TYPE "K` SOFT COPPER f 1 SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON P'VC PIPE. FINISHED GRADE I= i I �I1 - 1 1- -` LOCKWIING 1/4 BEND COUPLING (IF REQUIRED) BALL II MUELLER NO. H -15 1 ") VALVE N0. H -15068 069 �1 1/2 ", 2') (INLET & FORD NO. L02 -464 ((1) OUTLET) I� i i NO N0. L02 -77 2') 36" MIN. I OR APPROVED EQUAL 32' PRIVATE R/W U FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES. O FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE WHERE AN IRRIGATION METER IS NOT PROVIDED. U CAST IRON LID 10 " -15" 2200 SERIES BOX ENSION OR D EQUAL IN AREAS TTER ON STONE) ) 20 -209 WWDD 33 )VED EQUAL 4' STONE BRICK AS CORPORATION STOP (1", 1 1/2 2 ") BEDDING NECESSARY MUELLER NO. H- 150010 FORD NO. F -600, OR APPROVED EQUAL SERVICE LATERAL INSTALLATION NTS FIG. W -6 ADDED FEB. 16, 2006 TD -19 I I R R/W /W ROLLTOP SURFACE ROLLTOP CURB 1.5" SM -9.5 CURB 3 ;1 _ 3 3 :1 T BASE SUBBASE 2.5" BM -25 6" AGGREGATE(218) 1' 1' 2' 12' 12' 2' FACE OF FACE OF CURB CURB ROAD NAME STATION VPD PAVEMENT WIDTH (A) PAVEMENT THICKNESS FUNCTIONAL CLASSIFICATION SM -9.5 BM -25.0 21 B CU.YD. (FEET) CU.YD. BEND 3 ;1 1/4": 1' L ASHLAR AVENUE 10 +00 - 17 +77 2,000 32' 1 -1/2" 4" 8" COLLECTOR BELGROVE STREET GOLF VIEW DRIVE 10 +00 - 14 +62 17 +54 - 21+19 300 320 26' 32' 1-1/2" 1-1/2" 2-1/2" 3" 6" 6" 4" & 6" BIRCHIN COURT, DR., & LN. ADDLE HILL ROAD HAZEL GROVE LANE ONSITE 10 +00 - 17 +58 ONSITE 150 150 120 16' 32' 24' 1-1/2" 1 -1 /2" 1-1/2. " 2-1/2" 2 -1 /2" 6" 6" 2.50 IINI TYPICAL SECTION HAZEL GROVE LANE N.T.S. 24' PRIVATE R/W I R/W SURFACE ROLLTOP 1.5" SM -9.5 CURB 31.1 1/4" : 1' -� SUBBASE 6" AGGREGATE(21B) 1 1 2' 8' 8' 2' FACE OF FACE OF CURB CURB TYPICAL SECTION BIRCHIN COURT, BIRCHIN DRIVE, & BIRCHIN LANE N.T.S. NOTE: TYPICAL SECTIONS VARIES. SEE GRADING PLAN FOR ROADWAY GRADES AND SPOT SHOTS. L FOR ALL BENDS min D U = n I> t' D MIN T 45' max 2 L n n I> 45' max PLUG n J 2 n 1 FOR TEE OR WYE FITTINGS WIDEN TRENCH TO ACCOMMODATE ANCHOR IF REQUIRED. ;1" BEDDING AS REQUIRED SECTION 2 -2 NOTE: HYDRANT MUST BE KENNEDY GUARDIAN (K -81A) EQUIPPED WITH CHARLOTTES - CLOW MEDALLION VILLE THREADS WHICH IS AM &H MODEL 129 THE LOCAL STANDARD. OR APPROVED EQUAL LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (270•) VALVE 7 CU. FT. 18" FBOX #68 STONE --1 36 "MIN ` o e , ,° VALVE s ° 2500 P.S.I. CONCRETE o '° a BASE AND THRUST BLOCK AGAINST 8" X 6" UNDISTURBED STABLE LEE SOIL. STEEL PILE WHEN THE SOIL IS DISTURBED OR WHEN 3/4" THREADED RODS TO A HYDRANT IS LOCATED IN A FILL, ANCHOR MAIN IN ALL INSTALLATIONS. THE VALVE TO THE HYDRANT WITH 2 -3/4" RODS SHALL BE GALVANIZED THREADED RODS IN ADDITION TO POURING OR ASPHALT COATED CONCRETE. IF NECESSARY, 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' 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 FIG. W -4 N.T.S. TD -7 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU.YD. BEND 3 ;1 1/4": 1' L H T L H T 90 2.50 2.50 3.01 0.24 STONE BASE Comments SUB-BASE UNDERDRAIN 4" & 6" 45 2.00 2.25 2.60 0.15 2,00 2.25 2.50 0.15 PLANTING 22 1/2 1.50 2.00 2.52 0.10 SIDEWALK SEE SIGNAGE FOR DESIGNATED PARKING 11 1/4 1.50 2.00 2.50 0.10 90 3.66 3.16 3.21 0.48 8" 45 22 1/2 2.66 1.66 2.66 2.16 2.77 2.69 0.26 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 TD -14 GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL 24 "MIN 2 8" INITIAL BACKFILL MIN. MIN 6" BEDDING #68 STONE * STABLE SOIL ROCK * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION .r 36" 36" MIN F MIN UNSTABLE 24 "MIN INITIAL BACKFILL 2a "MIN SOIL 8" a" 8.. $" V__ MIN. MIN. _. A#68 8 MIN. MIN. LL STONE STONE -- LL --S � STABLE SOIL OR ROCK`' STABLE SOIL OR ROCK 55' R -O -W RAW POINT OF 4" 3000 PSI FINISHED CONCRETE VDOT STD GRADE 1 CG -6 .�-- 1/4": 1' 1 3 • 4 VDOT 21A STONE BASE 6" VDOT 21A 4" UD -4 2.5" BM -25 STONE BASE UNDERDRAIN 1' 6 5' ' 2' 10' CO 11 1 NCRETE PLANTING TRAVEL LANE SIDEWALK STRIP 0.5' 4" 3000 PSI `3 7 CONCRETE 3 1 4" VDOT 21A STONE BASE 1' 5' CONCRETE SIDEWALK 24.5' NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING NTS FIG. W -2 TD -13 MII (Ch ��1TH OF vr� opher C. Mulligan Lic. No. 031672 kid , I ������ 0NAL _� TYPICAL SECTION BELGIROVE STREET N.T.S. 61' PUBLIC R/W POINT OF R/W FINISHED 4" 3000 PSI VDOT ST'D GRADE SURFACE VDOT STD CONCRETE 1 CG -6 1.5" SM -9.5 CG -6 3 4 VDOT 21A BASE - SUBBASE - " STONE BASE 4" UD -4 2.5" BM -25 ADDLE HILL) 6" AGGREGATE 21B GOLF VIEW & ADDLE HILL) 4 UD -4 UNDERDRAIN 3" BM -25 GOLF VIEW) 8" AGGREGATE(216) ASHLAR AVENUE) UNDERDRAIN ' 6' 2' 6' 4 BM -25 (ASHLAR) 10, 10' 6' 2 6 5 1 11 PARKING TRAVEL LAINE TRAVEL LANE PARKING CONCRETE 0.5' LANE LANE 0.5 SIDEWALK 30.5' 30.5' TYPICAL SECTION ADDLE HILL ROAD, ASHLAR AVENUE, & GOLF VIEW DRIVE N.T.S. U a F-� cc 0 0 ..W Na) cm_ O cc Qr U rr W E @) O Z 00 W o 010) g a Z -1 W 2 UQ r W - Oo W� Q - =Ln � D i - �, 0 �> y0 0U CO UZ w� cc �, o nn W 0O r, \ !1P T CD Lu W = a Fiy REVISIONS R/W June 06, 2014 VDOT ST'D 4" 3000 PSI 1.5" SM -9.5 CG -6 CONCRETE 3 ;1 1/4": 1' Comments August 20, 2014 4 VDOT 21A 6" 21B 4" UD -4 6" VDOT 21A STONE BASE Comments SUB-BASE UNDERDRAIN STONE BASE 10' 6' 2' 6' 5' 1 TRAVEL LANE PARKING PLANTING CONCRETE LANE 0.5' STRIP SIDEWALK SEE SIGNAGE FOR DESIGNATED PARKING 30.5' TYPICAL SECTION BELGIROVE STREET N.T.S. 61' PUBLIC R/W POINT OF R/W FINISHED 4" 3000 PSI VDOT ST'D GRADE SURFACE VDOT STD CONCRETE 1 CG -6 1.5" SM -9.5 CG -6 3 4 VDOT 21A BASE - SUBBASE - " STONE BASE 4" UD -4 2.5" BM -25 ADDLE HILL) 6" AGGREGATE 21B GOLF VIEW & ADDLE HILL) 4 UD -4 UNDERDRAIN 3" BM -25 GOLF VIEW) 8" AGGREGATE(216) ASHLAR AVENUE) UNDERDRAIN ' 6' 2' 6' 4 BM -25 (ASHLAR) 10, 10' 6' 2 6 5 1 11 PARKING TRAVEL LAINE TRAVEL LANE PARKING CONCRETE 0.5' LANE LANE 0.5 SIDEWALK 30.5' 30.5' TYPICAL SECTION ADDLE HILL ROAD, ASHLAR AVENUE, & GOLF VIEW DRIVE N.T.S. U a F-� cc 0 0 ..W Na) cm_ O cc Qr U rr W E @) O Z 00 W o 010) g a Z -1 W 2 UQ r W - Oo W� Q - =Ln � D i - �, 0 �> y0 0U CO UZ w� cc �, o nn W 0O r, \ !1P T CD Lu W = a Fiy DATE January 31, 2014 Scale REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale FILE NUMBER 8053 SHEET IA W. 15 of 22 J W w (D ad U) < 5 N uJ - J I- Ix O > Z JN � o ® ♦ ^ (A U Z � O� �- U �. W no � 0 ED J V FILE NUMBER 8053 SHEET IA W. 15 of 22 7 5' 4" 3000 PSI CONCRETE Y VLJV) LIH STONE BASE TYPICAL SIDEWALK SECTION N.T.S. 1' 18" FACE OF CURB b R= I W . T7' \BUILDER'S OPTION: AREA MAY BE CONCRETE. BOTTOM OF CURB MAY FOLLOW SLOPE OF SUB -BASE PROVIDED A MINIMUM DEPTH OF 7 INCHES IS MAINTAINED. 1' 2' ROLLTOP CURB N.T.S. 5' TRANSITION 1 5' 6" — FACE OF CURB " 2 18" 12 BUILDER'S OPTION: AREA MAY BE CONCRETE. BOTTOM OF CURB MAY FOLLOW SLOPE OF SUB -BASE PROVIDED A MINIMUM DEPTH OF 7 INCHES IS MAINTAINED. " 1 21 CG -6 CURB N.T.S.. 7" 1 ROLLTOP TO CG -6 TRANSITIONS GENERAL 1. METHOD "A'' PIPE BEDDING SHALL BE USED FOR ALL TYPES OF PIPE CULVERTS: WITHIN THE APPLICABLE. HEIGHT OF COVER RANGE NOTED IN THE STANDARD PC -1 TABLES UNLESS OTHERWISE NOTED ON THE PLANS. 2 H HEIGHT OF COVER MEASURED. FROM TOP OF CULVERT TO FINISHED GRADE. 3, b =. EXCAVATION DEPTH AS SHOWN ON PLANS OR TO FIRM BEARING SOIL. CIRCULAR PIPE 1. 0 OUTSIDE DIAMETER OF PIPE. 2. d- INSIDE DIAMETER OF PIPE. 3. X ^ WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. X - 12 WHERE d IS LESS THAN 36". X 18 WHERE d S i6' AND GREATER. 4. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPET 30" AND LESS IN DIAMETER WITH HEIGHT OF COVER 15'OR LESS 5. REGULAR UACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR ALL .FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE) 3C" AND LESS IN DIAMETER WITH .HEIGHT OF COVER 15? OR LESS. 6. RED,DING MATERIAL AND Cl . ASS 1BACKFILL MATERIAL MAY RE ELIMINATED FOR SHOULDER SLOT INLET 0I -13) OUTLET PIPES INSTALLATIONS.. ELLIPTICAL PIPE 1 Si = OUTSIDE SPEW DIMENSION. OF PIPE. 2. SZ - INSIDE SPAN DIMENSION OF PIPE:. OUTSIDE DIMENSION OF PIPE. .3 Rr = WIDTH RISE N 4 X. � WIDTH OF CLASS [BACKFILL MATERIAL BEYOND THE EXTREMITY Of THE. PIPE. X 12' WHERE 52 15 LESS. THAN 36". X - 18 WHERE Sp IS 36" AND GREATER 5. WHERE DIRECTED BY THE ENGINEFR.BEDDING MATERIAL MAY BE ELIMINATED FOR NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE .PIPE. WHERE 52 IS 38" OR LESS A HEIGHT HEI GH OF COVER 'S'CR LESS, T n REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BADKFLL , L M ATERIAL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S2 IS 38" OR LESS AND HEIGHT OF COVER 15 OR; LESS, . PIPE ARCH L S SPAN DIMENSION OF E. PI P 2. R: = RISE DIMENSION OF PIPE. 3 B' = SEE PC -1 TABLE FOR APPLICABLE PIPE MATERIAL 4. x WIDTH OF .CLASS ( BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE, x - 12 WHERE 52 IS LOSS THAN 36 ". X 16 WHERE 52 IS 36 AND GREATER 5' WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR NORMAL EARTH FOUNDATIONS UNDER. ROUTINE ENTRANCE :PIPE WHERE S2, 15 35" OR LESS AND HEIGHT OF COVER 15'OR .LESS. 6' REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS BACKFILL MATERIAL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S IS 35 OR LESS AND HEIGHT OF COVER 15' OR LESS. ON INSTALLATION OF PIF)E CULVERTS AMID STORM SEWERS yREFEENCE NEW. 1'/0a GENERAL. NOTES 30? 303 107.00 VIRGINIA DEPARTMENT OF TRANSPORTATION 6:�__ W z SIDEWALK — W SLOPE •.. ., a. •... .. ..ROADWAY--, SL 2 ..•..•. �,,t,;r �i SLOPE 2 X —� ,i DI 6" i i #57 AGGREGATE #8 ♦ OUTLET PIPE AGGREGATE OR CRUSHED GLASS MEETING #8 GRADATION REQUIREMENT. 1-6, 6" PIPE GEOTEXTILE DRAINAGE FABRIC (LAP 6" UNDER SIDEWALK EDGE) N THIS WALK PORTION TO BE DELETED WHEN SIDEWALK IS ADJACENT TO CURB OR CURB AND GUTTER WITH NO BUFFER STRIP. LONGITUDINAL PERFORATED PIPE TYPE OF PIPE CRUSHING STRENGTH 3( 6" NOMINAL DIAMETER SMOOTH WALL PVC 10.1531 ACCORDING TO ASTM D -2412 AT 5% DEFLECTION. CORRUGATED PE I I AASHTO M -252 NON- PERFORATED PIPE FOR USE UNDER COMMERCIAL ENTRANCES AND FOR OUTLETS TYPE OF PIPE CRUSHING STRENGTH X W.T 6" NOMINAL DIAMETER SMOOTH WALL PVC 0.153 ACCORDING TO ASTM D -2412 AT 5% DEFLECTION. SMOOTH WAIL PE MAINLINE ROADWAY 1 70 PSI )E iE 3E UD -3 NOTES: 1. WHEN THE LONGITUDINAL PIPE CONNECTS DIRECTLY INTO A DRAINAGE STRUCTURE (DROP INLET, MANHOLE, ECT.), NON - PERFORATED OUTLET PIPES ARE NOT REQUIRED 2. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T -0" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. 3. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ARE L_ TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 4. OUTLET PIPE ARE TO BE INSTALLED ON 2 % MIN. (3 % DESIRABLE) GRADE. S. OUTLET PIPE TO BE SECURELY CONNECTED TO EW -12OR OTHER DRAINAGE STRUCTURE. 6. SIDEWALK UNDERDRAIN IS TO BE USED WHEN THE SIDEWALK LONGITUDINAL GRADIENT IS 3X OR MORE MID WHEN THE UNDERLYING SOIL HAS 34X OR MORE PASSING THE NO. 200 SIEVE AND HAS A PI OF 13 OR LESS AND THE AREA HAS A HISTORY OF SIDEWALK UNDERMINING. 7• SIDEWALK UNDERDRAINS SHOULD BE TIED INTO THE STORM SEWER SYSTEM AT POINTS APPROXIMATLEY A CITY BLOCK APART. UNDERDRAIN RUNS MUST NOT EXCEED 1,000 FEET IN LENGTH WITHOUT DISCHARGING INTO THE STORM DRAIN SYSTEM OR INTO AN OPEN DRAIN. S. WITHIN THE LIMITS OF A COMMERCIAL ENTRANCE, NON - PERFORATED PIPE SHALL BE UTILIZED IN LIEU OF PERFORATED PIPE. '*'* UD - 3 UP TO ELBOW —�—>— TRENCH WITH AGGREGATE , 4g ELBOW PIPE IS PERFORATED PAY LIMITS FOR OUTLET PIPE TO BEGIN WITH 45" ELBOW — DRAINAGE STRUCTURE OUTLET PIPE COMMERCIAL SIDEWALK OR ENTRANCE UNPAVED SPACE TRENCH WITH PERFORATED AGGREGATE UNDERDRAIN PIPE CG-93 LIMITS OF LIMITS OF C ACCESS CESS WIDT6E4�g ACCESS ROUTE iS �— ENTRROUTE . 4' -O" MIN. -0" MIN. %p WIDTH OF ENTRANCE 4' -0" MIN 4' -0" MIN. 2' R EXISTING OR PROPOSED EXPAN6101J JOINT NON- TRAVERSIDEWALK OR SIDEWALK SPACE o UPJPAVED SPACE SLOPE F Fp 2 _7' PEDESTRIAN ACCESS ROUTE DETAIL EXPANSION JOINT J ~ E E ADDITIONAL RIGHT-OF -WAY IS REQUIRED IF THE LIMITS {� z v}i OF PEDESTRIAN ACCESS ROUTE © EXTEND BEYOND v w EXISTING OR PROPOSED VDOT RICH "F -0F WAY. I_ 2: -(T,� ?. Q CURB INCLUDED IN v 'p ENTRANCE GUTTER p r; UNPAVED SPACE z �' o ® PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS 6" FLOW LINE UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED AND ENTRANCE WIDTH USED BY PEDESTRIANS. SECTION F -F WIDTH OF GUTTER EXPANSION JOINT DESIRABLE MINIMUM 16' ABSOLUTE MINIMUM 12' IF PEDESTRIAN ACCESS ROUTES M ARE BEING PROVIDED, A MINIMUM 4' TRAVERSABLE Y'JIDTH EDGE OF PAVEMENT IS REQUIRED WITH A MAX, 27 CROSS SLOPE. h- 2' -0 " —� HALF PLAN C G WHEN USED IN CONJUNCTION WITH STANDARD P G CG -3 OR CC -7 THE CURE FACE ON THIS STANDARD IS TO BE ADJUSTED TO MATCH THE MOUNTABLE CURB CONFIGURATION. *07. TO 10% CHANGE - / PARABOLIC SECTION E E 6" SP NPAVeo ACE SIDEWALK SPACE CURVE FACE OF CURB NORMAL GUTTER 12% MAX, SLOPE J G 7 I I p p D. N —CLASS A3 (H.E.S.) CONC. Tt 6" AGGR. BASE TYPE I SIZE 218 5 5' 0" FOR CURB AND GUTTER ONLY POINT OF GRADE CHANGE FOR SIDEWALK, CURB AND GUTTER BUILT CONCURRENTLY * * '12L MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS x x x 3 •L MAXIMUM DECREASE ITT SLOPE FOR FIRST 10' INTERVAL AND SECTION D -D SECTION C -C 8 7 MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS 4PECFICA) STANDARD ENTRANCE GUTTER REFERENCE STANDARD 502 FOR USE WITH UNPAVED SPACE BETWEEN CURB & SIDEWALK REV. 2/06 VIRGINIA DEPARTMENT OF TRANSPORTATION 203.02 )( WALL THICKNESS (MIN) - INCHES GENERAL. NOTES REMAINING BACKFILL SHALL `^ a )<X)(TESTED ACCORDING TO ASTM D -2412 AT 5% DEFLECTION. Tor OF .OUT Il Y L1k+1T4 fl MAINLINE ROADWAY �tJI3GeaTaE OL1Ti„ET P.I' °E ''G'. BEGIN W,TI4 46'. INSURE. COMPACTNESS:.. "'UPiGRP>TI£'. UNDERDRAIN BETWEEN THE LIMITS OF ,. ALL BE PLACED OF4 A GRADE PARALLEI I'O. IYC S) Oa6ER SLOPE 2%MiIL (3 % 0.72„ EARTH s9SiRATILFI F,PADa> ,• COMMERCIAL ENTRANCE CURB RETURNS EDGE OF PAVEMENT CRUSHING STRENIG^TH CENTER LINE SECTION TRAVEL LAME, WILL BE NON- PERFORATED PIPE. ('WITH TYPE 1 SELECT MATEMAL,) SPECIFICATION Ld BY HAND OR APPROVED SPRING LINE REFERENCE STANDARD SIDEWALK UNDERDRAIN PLAT LLM,� s ' OR 232 501 VIRGINIA DEPARTMENT OF TRANSPORTATION REV 8/0 701 BEGIN WITH 45' -. — PAVEMENT SURFACE 4 BASE 108.03 CG-93 LIMITS OF LIMITS OF C ACCESS CESS WIDT6E4�g ACCESS ROUTE iS �— ENTRROUTE . 4' -O" MIN. -0" MIN. %p WIDTH OF ENTRANCE 4' -0" MIN 4' -0" MIN. 2' R EXISTING OR PROPOSED EXPAN6101J JOINT NON- TRAVERSIDEWALK OR SIDEWALK SPACE o UPJPAVED SPACE SLOPE F Fp 2 _7' PEDESTRIAN ACCESS ROUTE DETAIL EXPANSION JOINT J ~ E E ADDITIONAL RIGHT-OF -WAY IS REQUIRED IF THE LIMITS {� z v}i OF PEDESTRIAN ACCESS ROUTE © EXTEND BEYOND v w EXISTING OR PROPOSED VDOT RICH "F -0F WAY. I_ 2: -(T,� ?. Q CURB INCLUDED IN v 'p ENTRANCE GUTTER p r; UNPAVED SPACE z �' o ® PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS 6" FLOW LINE UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED AND ENTRANCE WIDTH USED BY PEDESTRIANS. SECTION F -F WIDTH OF GUTTER EXPANSION JOINT DESIRABLE MINIMUM 16' ABSOLUTE MINIMUM 12' IF PEDESTRIAN ACCESS ROUTES M ARE BEING PROVIDED, A MINIMUM 4' TRAVERSABLE Y'JIDTH EDGE OF PAVEMENT IS REQUIRED WITH A MAX, 27 CROSS SLOPE. h- 2' -0 " —� HALF PLAN C G WHEN USED IN CONJUNCTION WITH STANDARD P G CG -3 OR CC -7 THE CURE FACE ON THIS STANDARD IS TO BE ADJUSTED TO MATCH THE MOUNTABLE CURB CONFIGURATION. *07. TO 10% CHANGE - / PARABOLIC SECTION E E 6" SP NPAVeo ACE SIDEWALK SPACE CURVE FACE OF CURB NORMAL GUTTER 12% MAX, SLOPE J G 7 I I p p D. N —CLASS A3 (H.E.S.) CONC. Tt 6" AGGR. BASE TYPE I SIZE 218 5 5' 0" FOR CURB AND GUTTER ONLY POINT OF GRADE CHANGE FOR SIDEWALK, CURB AND GUTTER BUILT CONCURRENTLY * * '12L MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS x x x 3 •L MAXIMUM DECREASE ITT SLOPE FOR FIRST 10' INTERVAL AND SECTION D -D SECTION C -C 8 7 MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS 4PECFICA) STANDARD ENTRANCE GUTTER REFERENCE STANDARD 502 FOR USE WITH UNPAVED SPACE BETWEEN CURB & SIDEWALK REV. 2/06 VIRGINIA DEPARTMENT OF TRANSPORTATION 203.02 GCO EXHLE DRAINAGE z FABRIC GLASS MEETING #R GRADATION REQUIREMENTS, GENERAL. NOTES REMAINING BACKFILL SHALL TOP OF FILL .. ONL-ES°S SPECIFICALLY INEACATF.D. CG'MBINATICON UNDERCR•NN WILL NOT BE Oti1 Tor OF .OUT Il Y L1k+1T4 fl (i`•1'tNL°ALI �tJI3GeaTaE OL1Ti„ET P.I' °E ''G'. BEGIN W,TI4 46'. INSURE. COMPACTNESS:.. "'UPiGRP>TI£'. ,XTCH TNE, E, BOW ,. ALL BE PLACED OF4 A GRADE PARALLEI I'O. IYC S) Oa6ER SLOPE 2%MiIL (3 % 0.72„ EARTH s9SiRATILFI F,PADa> ,• COMBINATION UNDERDRAIN CD -1 AT LOWER END OF CATS EDGE OF PAVEMENT CRUSHING STRENIG^TH CENTER LINE SECTION TRAVEL LAME, Aj 1> ('WITH TYPE 1 SELECT MATEMAL,) BEDDING Ld BY HAND OR APPROVED SPRING LINE MIN. 1/10 D II BEDDING �O TRENCH PLACEMENT EDGE OF PAVEMENT PLAT LLM,� s ' OR W,T.4" fIUM. C'IAd4ETtif A"4i T., K" NOM.OIA.A.tETE • >Hi•1L.1E.3ER :.;Nh •°N BEGIN WITH 45' -. — PAVEMENT SURFACE 4 BASE �r ELBOW TOE OF ILL. BEDDING 6" max •. Lx. ,Uh-.,: _„,,,. MIN. 1.5 x D MIN. 1.5 x D .,e,•..••.•. SUBBASE 5• ON SUPERC;_EVATEQ SECTIONS, TRENCH IS.:TV) BE UNDER ENTIRE PAVEMENT AREA EM -12 cs- Ci. © q . Ay u - C • 4 C+ q • 06 s1 --.-.- SELECT MATER IX, T`4PE Z OR T11 O,�A'"J Z7NP1C.P.(_} FILL 7O P�,I AC 3t)& H �.� #57 AGGREGATE, #B AGGREGATE OR CRUSHED GLASS MEETING, OR QRA€3AT0N REQUIREMENTS, frirr r rrr // �I / � /ref / — -- rirrfr .= rf / //f rrr' /r r r r r /rrrrr � PLAN VIEof ��r 1 — f QEOrEXTTLE URNNAQE: FABRIC (PLACEMENT OF CD -1 COMBINATION UNDERDRAIN) R 6, ELEVATION AT OUTLET ENO OF OUTLET PIPE TO BE A MINIMIUM Of 1" -O" ABOVE � r/ rrrrr !+ Ot12' _ r GROUND rrrrrr PAVELItTV Y;RFACE t BASE r/frr/ d 7, Ad L CONNEC TONS eELUOW5 VVYES EYr.) WITHIN PAY LIMITS FOR OUTLET PIPE ARE TO p Er a 'O ca 0 ss a ,a —SUBBASE OR CEMENT STABILIZED SUBBASE. BE. a•;h THE SAJ,if: CR +OSHINC STRENGTH AS THE OUTLET PIPE, 3ti4 F TEa4, to AI_L?R LING To ASTM €5 °2412 AT 5:r DEFLECTION, _Ara '.,,.. --- SSE. €FC] MATERIAL FYPF:'A GII SUBGRADE a.1?1O ®6 666c •fa �-EARTH 4„ 5TT€;J�TUf4E. 1 60 6 (C:EA#E'NT OR UME STALIN,.IZED). _ 5PEL',P`lC;ATdDI^( — #57 AGGREGATE, #B AGGREGATE OR CRUSHED REFLK rE (AT LOWER GCO EXHLE DRAINAGE z FABRIC GLASS MEETING #R GRADATION REQUIREMENTS, GENERAL. NOTES REMAINING BACKFILL SHALL TOP OF FILL .. ONL-ES°S SPECIFICALLY INEACATF.D. CG'MBINATICON UNDERCR•NN WILL NOT BE NOT CONTAIN ROCK MATERIAL LOCATED AT THIS POINT WHEN BOTH SUBBASE AND S9'EIGRADE ARE STABILIZED. 36 "MI 2- TRENCH SHALL BE FILLED WHiU AGGREGATE AND 1HROL9GHLY WAND TAMPED TO yf�� INSURE. COMPACTNESS:.. NON-PERFORATED OUTLET PIPE 3 ODU,E T E IP SMALL. LEGIT AT THE EDGE OF' THE TRAVEL LANE PAVEMENT ANC. 24 "MI ALL BE PLACED OF4 A GRADE PARALLEI I'O. IYC S) Oa6ER SLOPE 2%MiIL (3 % 0.72„ EARTH s9SiRATILFI F,PADa> ,• INTIAL BACKFILL* d CRUSHING STRENIG^TH (6" LIFTS) 4, ON CURD AND GUTFTHT SECIDONS,WHERE IT 7"S IMPOSSIBLE TO OTHERWISE PRCivff.. Aj 1> TYNE Or PPE BEDDING Ld BY HAND OR APPROVED SPRING LINE MIN. 1/10 D II BEDDING �O OUTLETS FOR UFDERORAIN'S, THEY ARE TO NEE LGCA1EO SO AS TO DR,4N INITO DROP OF PIPE x I X W,T.4" fIUM. C'IAd4ETtif A"4i T., K" NOM.OIA.A.tETE NO, 68 STONE INLETS OR MANHOLES ROCK FOUNDATION 51,(iJ{kTtf W?ll..L PVC .103. BEDDING 6" max 0.15.3 MIN. 1.5 x D MIN. 1.5 x D 4" min 5• ON SUPERC;_EVATEQ SECTIONS, TRENCH IS.:TV) BE UNDER ENTIRE PAVEMENT AREA S#iG01 &{ w,aLt Pe. FOUNDATION (SHALL BE 70 PS; .�C'3fi� FILL 7O P�,I AC 3t)& H WITH ['RtTtET PIPE ON LOW SIDE CINL }, CONDITIONS ARE UNSTABLE frirr r rrr // �I / � /ref / — -- rirrfr .= rf / //f rrr' /r r r r r /rrrrr � (ALL PIPE) 1 — f — rf rrr — Prrfrrrffrr rr,vrrriri 6, ELEVATION AT OUTLET ENO OF OUTLET PIPE TO BE A MINIMIUM Of 1" -O" ABOVE � r/ rrrrr !+ Ot12' _ r GROUND rrrrrr INVERT NVERT ELEVATION OF RECEIVING DRAINAGE (DITCH OR STRUCT(A2E, r/frr/ d 7, Ad L CONNEC TONS eELUOW5 VVYES EYr.) WITHIN PAY LIMITS FOR OUTLET PIPE ARE TO X T4AU- THICKNESS .MIN) - INCHE`S BE. a•;h THE SAJ,if: CR +OSHINC STRENGTH AS THE OUTLET PIPE, 3ti4 F TEa4, to AI_L?R LING To ASTM €5 °2412 AT 5:r DEFLECTION, °, OUTLET PIPE TO RF SE:OURE..Y uC1NlvEGTE(J TO EVi -1208 L +TN£I? DRAINAGE �-EARTH 4„ 5TT€;J�TUf4E. r _ 5PEL',P`lC;ATdDI^( STANDARD COMBINATION U N REFLK rE (AT LOWER END F CUTS) 23 17_4 VIRGINIA DEPARTMENT OF TRANSPORTATION ".ti t 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 TD -28 PROCEDURES FOR INSTALLING LATERALS TO THE EX. SANITARY SEWER MAIN IN SERVICE WHEN IT IS NECESSARY TO TAP THE MAIN SEWER LINE AND INSTALL A 4" OR 6" INCH SEWER CONNECTION, THE FOLLOWING GUIDELINE SHALL BE ADHERED TO: 1. THE WORK SHALL BE DONE BY AN APPROVED UTILITIES CONTRACTOR SPECIALIZING & PERMITTED FOR THE INSTALLATION OF PUBLIC WATER AND SEWER LINES. UPON REQUEST, THE COUNTY WILL FURNISH A LIST OF KNOWN UTILITIES CONTRACTORS ACCEPTABLE TO THE COUNTY TO PERFORM SUCH WORK. 2. IF A WATER LINE IS TO BE CROSSED, THE TAP MUST BE MADE ON MONDAY — THURSDAY. J. THE CONTRACTOR SHALL NOTIFY THE UTILITIES DEPARTMENT'S CHIEF INSPECTOR 48 HOURS PRIOR TO BEGINNING CONSTRUCTION. 4. WHEN TAPPING THE SEWER LINE, A MECHANICAL HOLE CUTTER AND AN APPROVED SADDLE MUST BE USED. THE TAP MUST BE A M DE SO THAT THE SERVICE LATERAL CONNECTION WILL ENTER THE MAIN LINE ON A SLOPE NO GREATER THAN 45 DEGREES. NO CONNECTION SHALL BE CUT INTO THE TOP OF A SEWER LINE. 5. WHEN TAPPING INTO A MANHOLE, BRING THE LATERAL CONNECTION IN ABOVE THE SHELF, BUT NO HIGHER THAN TWO FEET ABOVE THE LOWEST INVERT. A CHANNEL OR TROUGH TO CARRY THE FLOW FROM THE CONNECTION MUST BE BUILT INSIDE THE MANHOLE. 6. THE SEWER LATERAL CONNECTION IS TO BE CONSTRUCTED ONLY TO THE PROPERTY LINE AND /OR THE EDGE OF THE EASEMENT IN WHICH THE MAIN SEWER LINE LIES OR AS DIRECTED BY THE INSPECTOR. 7. THE CONTRACTOR IS RESPONSIBLE FOR DAMAGES TO ANY EXISTING UTILITIES AND SHALL HAVE IN HIS POSSESSION AND /OR FURNISH EVIDENCE UPON REQUEST OF HAVING SUFFICIENT INSURANCE TO COVER ANY DAMAGES THAT MAY OCCUR. 8. WORK IN THE STATE RIGHT OF WAY- A. THE VDOT MUST GRANT PERMISSION TO INSTALL A SEWER LATERAL WITHIN THEIR RIGHT OF WAY. THE UTILITIES CONTRACTOR IS RESPONSIBLE FOR MAKING APPLICATION TO VIRGINIA DEPARTMENT OF TRANSPORTATION FOR PERMISSION TO INSTALL A SERVICE LATERAL CONNECTION WITHIN THEIR RIGHT OF WAY AND FOR PROVIDING THE CHIEF INSPECTOR A COPY OF THE PERMIT BEFORE COMMENCING WORK. B. USE THE NECESSARY SIGNS AND BARRICADES TO DIVERT TRAFFIC. C. ONE —WAY TRAFFIC MUST BE MAINTAINED AT ALL TIMES. D. THE TRENCH MUST BE BACKFILLED WITH 21A STONE, AND COMPACTED AS REQUIRED. E. PAVEMENT SHOULD BE REPLACED WITHIN 24 HOURS. ALL PAVING IS TO BE DONE IN ACCORDANCE WITH STATE HIGHWAY DEPARTMENT SPECIFICATIONS. F. ON STREETS SUBJECT TO SCHOOL BUS TRAFFIC, WORK SHOULD BE DONE ONLY BETWEEN 9:00 A.M. AND J. OO P.M. PRIOR TO CONNECTING PRIVATE SEWER CONNECTIONS FROM A HOME OR BUSINESS TO THE SERVICE CONNECTION, A SEWER CONNECTION FEE MUST BE PAID AND ALL THE ABOVE REQUIREMENTS MUST BE MET. IN ADDITION, THE BUILDING INSPECTOR'S OFFICE MUST BE NOTIFIED FOR FINAL INSPECTION. MATERIALS TO TRENCH SPOILS TO BE PLACED ON THE GROUND TO BE GRADED BE PLACED ON THE LOW SIDE OF TRENCH TO ORIGINAL CONTOURS HIGH SIDE OF TRENCH DURING CONSTRUCTION. AFTER BACKFILL DURING CONSTRUCTION. TOP OF GROUND - SLOPE COMPACTION PER COUNTY SPECIFICATION THOROUGHLY COMPACTED TOP OF PIPE FILL AREA TO BE FREE 12" OF CLODS, DEBRIS STONE BEDDING A DIAMETER OF PIPE AND g BACKFILL MATERIAL 4" (6" IN ROCK) I NOTE: CONTRACTOR MUST NOTE: FOR DEPTHS IN EXCESS TRENCH WIDTH INSURE THE STONE IS PER COUNTY OF 14 FEET, STONE TO EXTEND PROPERLY COMPACTED, TO 12" ABOVE PIPE. SPECIFICATIONS ESPECIALLY UNDER THE HAUNCHES OF THE PIPE. BEDDING, BACKFILL AND TRENCH SPOIL PLACEMENT JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ET--. SHA_L NOT I r BE LOCATED WITHIN THE RIGHT OF VIA(. VAHIE_ 0'1 10'1 5 1-10' — r' ► WATER SEWER z A c LUCA ION OF OTHER UIILIIILS (SAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS: WATER OR SEWER ONLY 20' MIN MUM, S - � +' WATER P W R �� E .,C MINIMUM * SEE PART 3, PARAGRAPH D. SEPARATION OF WATER & SEWER SY'S -EPOS. UTILITIES CROSSING A WA-ER OR SEWER EASEMENT SHOULD BE AT 90° TO THE RIGFT OF WAY, NTS FIG. 'JU - 1 TD -I NO PROJECTION OF PIPE ABOVE GROUND LINE TOP OF FLL REMAINING BACKFILL SHALL TOP OF FILL jr.RROUND LINE H NOT CONTAIN ROCK MATERIAL GROUND LINE H 36 "MI LARGER THAN 5" IN ANY yf�� r/r rr rr rr EARTH DIMENSION 7 rr/ � 24 "MI Dc12" 0.72„ EARTH d INTIAL BACKFILL* d 8 "MIN (6" LIFTS) EMBEDMENT Aj 1> * THOROUGHLY COMPACTED BEDDING Ld BY HAND OR APPROVED SPRING LINE MIN. 1/10 D II BEDDING �O MECHANICAL TAMPER OF PIPE x I X %z" X hE—D� X 1 OF H X IE—D i►I X !"�E- T�O v1 HAUNCHING NO, 68 STONE NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE E GROUND: LINE.. BEDDING 6" max INCREASED TO 7 "', 3. WHEN U$ED IN CON4WTON WITH STANDAIRD CG-3 MIN. 1.5 x D MIN. 1.5 x D 4" min - TOP OF FILL FOUNDATION (SHALL BE TOP OF FILL REQUIRED WHEN SOIL H H CONDITIONS ARE UNSTABLE frirr r rrr // �I / � /ref / — -- rirrfr .= rf / //f rrr' /r r r r r /rrrrr � (ALL PIPE) 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 TD -28 PROCEDURES FOR INSTALLING LATERALS TO THE EX. SANITARY SEWER MAIN IN SERVICE WHEN IT IS NECESSARY TO TAP THE MAIN SEWER LINE AND INSTALL A 4" OR 6" INCH SEWER CONNECTION, THE FOLLOWING GUIDELINE SHALL BE ADHERED TO: 1. THE WORK SHALL BE DONE BY AN APPROVED UTILITIES CONTRACTOR SPECIALIZING & PERMITTED FOR THE INSTALLATION OF PUBLIC WATER AND SEWER LINES. UPON REQUEST, THE COUNTY WILL FURNISH A LIST OF KNOWN UTILITIES CONTRACTORS ACCEPTABLE TO THE COUNTY TO PERFORM SUCH WORK. 2. IF A WATER LINE IS TO BE CROSSED, THE TAP MUST BE MADE ON MONDAY — THURSDAY. J. THE CONTRACTOR SHALL NOTIFY THE UTILITIES DEPARTMENT'S CHIEF INSPECTOR 48 HOURS PRIOR TO BEGINNING CONSTRUCTION. 4. WHEN TAPPING THE SEWER LINE, A MECHANICAL HOLE CUTTER AND AN APPROVED SADDLE MUST BE USED. THE TAP MUST BE A M DE SO THAT THE SERVICE LATERAL CONNECTION WILL ENTER THE MAIN LINE ON A SLOPE NO GREATER THAN 45 DEGREES. NO CONNECTION SHALL BE CUT INTO THE TOP OF A SEWER LINE. 5. WHEN TAPPING INTO A MANHOLE, BRING THE LATERAL CONNECTION IN ABOVE THE SHELF, BUT NO HIGHER THAN TWO FEET ABOVE THE LOWEST INVERT. A CHANNEL OR TROUGH TO CARRY THE FLOW FROM THE CONNECTION MUST BE BUILT INSIDE THE MANHOLE. 6. THE SEWER LATERAL CONNECTION IS TO BE CONSTRUCTED ONLY TO THE PROPERTY LINE AND /OR THE EDGE OF THE EASEMENT IN WHICH THE MAIN SEWER LINE LIES OR AS DIRECTED BY THE INSPECTOR. 7. THE CONTRACTOR IS RESPONSIBLE FOR DAMAGES TO ANY EXISTING UTILITIES AND SHALL HAVE IN HIS POSSESSION AND /OR FURNISH EVIDENCE UPON REQUEST OF HAVING SUFFICIENT INSURANCE TO COVER ANY DAMAGES THAT MAY OCCUR. 8. WORK IN THE STATE RIGHT OF WAY- A. THE VDOT MUST GRANT PERMISSION TO INSTALL A SEWER LATERAL WITHIN THEIR RIGHT OF WAY. THE UTILITIES CONTRACTOR IS RESPONSIBLE FOR MAKING APPLICATION TO VIRGINIA DEPARTMENT OF TRANSPORTATION FOR PERMISSION TO INSTALL A SERVICE LATERAL CONNECTION WITHIN THEIR RIGHT OF WAY AND FOR PROVIDING THE CHIEF INSPECTOR A COPY OF THE PERMIT BEFORE COMMENCING WORK. B. USE THE NECESSARY SIGNS AND BARRICADES TO DIVERT TRAFFIC. C. ONE —WAY TRAFFIC MUST BE MAINTAINED AT ALL TIMES. D. THE TRENCH MUST BE BACKFILLED WITH 21A STONE, AND COMPACTED AS REQUIRED. E. PAVEMENT SHOULD BE REPLACED WITHIN 24 HOURS. ALL PAVING IS TO BE DONE IN ACCORDANCE WITH STATE HIGHWAY DEPARTMENT SPECIFICATIONS. F. ON STREETS SUBJECT TO SCHOOL BUS TRAFFIC, WORK SHOULD BE DONE ONLY BETWEEN 9:00 A.M. AND J. OO P.M. PRIOR TO CONNECTING PRIVATE SEWER CONNECTIONS FROM A HOME OR BUSINESS TO THE SERVICE CONNECTION, A SEWER CONNECTION FEE MUST BE PAID AND ALL THE ABOVE REQUIREMENTS MUST BE MET. IN ADDITION, THE BUILDING INSPECTOR'S OFFICE MUST BE NOTIFIED FOR FINAL INSPECTION. MATERIALS TO TRENCH SPOILS TO BE PLACED ON THE GROUND TO BE GRADED BE PLACED ON THE LOW SIDE OF TRENCH TO ORIGINAL CONTOURS HIGH SIDE OF TRENCH DURING CONSTRUCTION. AFTER BACKFILL DURING CONSTRUCTION. TOP OF GROUND - SLOPE COMPACTION PER COUNTY SPECIFICATION THOROUGHLY COMPACTED TOP OF PIPE FILL AREA TO BE FREE 12" OF CLODS, DEBRIS STONE BEDDING A DIAMETER OF PIPE AND g BACKFILL MATERIAL 4" (6" IN ROCK) I NOTE: CONTRACTOR MUST NOTE: FOR DEPTHS IN EXCESS TRENCH WIDTH INSURE THE STONE IS PER COUNTY OF 14 FEET, STONE TO EXTEND PROPERLY COMPACTED, TO 12" ABOVE PIPE. SPECIFICATIONS ESPECIALLY UNDER THE HAUNCHES OF THE PIPE. BEDDING, BACKFILL AND TRENCH SPOIL PLACEMENT JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ET--. SHA_L NOT I r BE LOCATED WITHIN THE RIGHT OF VIA(. VAHIE_ 0'1 10'1 5 1-10' — r' ► WATER SEWER z A c LUCA ION OF OTHER UIILIIILS (SAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS: WATER OR SEWER ONLY 20' MIN MUM, S - � +' WATER P W R �� E .,C MINIMUM * SEE PART 3, PARAGRAPH D. SEPARATION OF WATER & SEWER SY'S -EPOS. UTILITIES CROSSING A WA-ER OR SEWER EASEMENT SHOULD BE AT 90° TO THE RIGFT OF WAY, NTS FIG. 'JU - 1 TD -I f, •,i O � v t b IS�::1 Vv'HFN. LI. E _ R Nr Gr Pk—FS ARE EI,0 )iv EPI -D. NOTES Irc r r LT c«FR:S r' ca =D ACE WT!H IT IS DR V!ING IS 0 Ap_ s_ , 0 .,�_ , :,,. ' f, ED N FI_A." t E AIH F d`JC 1, .)h PIPF 5 A;T ✓ fJ JI I OF TFU_ T LJFE Tul DRAIN TO NNE' " ?F C',F GLTLL• . _ EC ,,1L P1 hC I.)I?.AIN ET €PE M N I -,CP N.1 FT 3f. f "t.:L ,:- nN R c.C' NO PROJECTION OF PIPE ABOVE GROUND LINE TOP OF FLL TOP OF FILL TOP OF FILL jr.RROUND LINE H L GROUND UNE H GROUND LINE H rrrrr r/rr rrrrr r.�ii yf�� r/r rr rr rr EARTH rrr /r ROCK OR r rr 7 rr/ � ON2" r r Dc12" 0.72„ EARTH d d $gLELDING d 0/2 1� 4" 0/2 D/2 Aj 1> ..fN R I F ^i ,I F �F>;rF �, r 1 BEDDING , � ;- U MATERIAL MIN. 1/10 D II BEDDING �O MIN. 1 /10 D II PER MATERIAL MIN. 1/10 D I I I � x I X %z" X hE—D� X 1 OF H X IE—D i►I X !"�E- T�O v1 MIN, 8" MAX, 2411 FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE E GROUND: LINE.. MIN. 1.5,x D 3#nTE MIN. 1,5 x Q T INCREASED TO 7 "', 3. WHEN U$ED IN CON4WTON WITH STANDAIRD CG-3 MIN. 1.5 x D MIN. 1.5 x D 1 SIN, 1.5 x D —' MIN.1.5 x � I ' TOP OF FILL OR CG-7, THE CURB FACE ON THIS' STANOARO 95 TO TOP OF FILL TOP OF FILL H H H frirr r rrr // �I / � /ref / — -- rirrfr .= rf / //f rrr' /r r r r r /rrrrr � = irrrrrirr//tr rfrrr� rrrrr /fi s - fffrffrlfi'fr� Jlrfrfrrffffr ` 1 — f — rf rrr — Prrfrrrffrr rr,vrrriri D-1211 r GROUND LINE, � r/ rrrrr !+ Ot12' _ r GROUND rrrrrr D 12" _rrr ffrr / r/ r/irr/ifr rrrrrrir r/rr/r/fr =GROUND r/frr/ d LINE d -LINE �Avv rt� 5. OPTIONAL FLQWL MAY. REOURE WARPING OF A �-EARTH 4„ ROCK OR r MIN. 1/10 I BEDDING x I f D —�'I' x MIN. D UNYIELDING SOIL r� 2 W MATERIAL X D- X FFFF"''���� MIN 10 D BEDDING' EARTH. 1 t' PER MATERIAL MATERIAL. NORMAL EARTH FOUNDATION MIN. ROCK FOUNDATION FOUNDATION SOFT, YIELDING, OR LINE IS REOG"RED TO PROVIDE POSITIVE DRAkNAGE ACROSS. MAX. 24" OTHERWISE UNSUITABLE MATERIAL BEDDING MATERIAL IN ACCORDANCE WITH NOTES: SECTION 302 OF THE ROAD AND. BRIDGE SPECIFICATIONS. FOR PLASTIC PIPE, THE LIMITS OF THE CLASS I BACKFILL MATERIAL SHALL BE CLASS I BACKFILL MATERIA- IN ACCORDANCE EXTENDED TO 12" ABOVE THE TOP OF THE PIPE. WITH SECTION 302 OF THE ROAD AND BRIDGE SPECIFICATIONS. FOR GENERA. NOTES ON PIPE BEDDING, SEE INSTALLATION OF PIPE CULVERTS EMREGULAR BACKFILL MATERIAL IN ACCORDANCE AND STORM SEWERS GENERAL NOTES ON SHEET 107.00. WITH SECTION 302 OF THE ROAD AND BRIDGE SPECIFICATIONS. CRUSHED' GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN ® EMBANKMENT AGGREGATE SIZE 25 AND 26 MAY BE USED IN PLACE OF CLASS 7: BACKFILL. SHEET '1 OF 4 RITERDa INSTALLATION OF PIPE CULVERTS AND STORM SEWERS CIRCULAR PIPE BEDDING AND BACKFILL - METHOD "A" 342 303 B / 07 VIRGINIA DEPARTMENT OF TRANSPORTATION REV V 8/ SLOPE CHANGE f, •,i O � v t b IS�::1 Vv'HFN. LI. E _ R Nr Gr Pk—FS ARE EI,0 )iv EPI -D. NOTES Irc r r LT c«FR:S r' ca =D ACE WT!H IT IS DR V!ING IS 0 Ap_ s_ , 0 .,�_ , :,,. ' f, ED N FI_A." t E AIH F d`JC 1, .)h PIPF 5 A;T ✓ fJ JI I OF TFU_ T LJFE Tul DRAIN TO NNE' " ?F C',F GLTLL• . _ EC ,,1L P1 hC I.)I?.AIN ET €PE M N I -,CP N.1 FT 3f. f "t.:L ,:- nN R c.C' { "I: ',';' T ' % jr., xz STREET APPROACH SAME SMFAcm (R#D: JS TO BE AS I GENERAL NINES '`• I ..}-E A,,,.v,. ,ANC.E. H AI RL , I .L INU OR S,:'' _CI, '\L (.: WITI . " ,';� I 1, WHEN CG-11M USED FOR STREET CONNECT THE °d Z J 06 >co THE INVERT SHAD LC EETALED _R_J' 0 SG L;T ',F A � � r T ?I I I' t 5 TI �, f 1 T J I L P I C L J( F: 9 u •, 1 !' / r Z0 Z p P Aj 1> ..fN R I F ^i ,I F �F>;rF �, r 1 COMBINATION .SHOWN ON PLANS) CLRO , � ;- U C p, i 2, WHEN THE ENTRANCE RADN CANNOT ACCOMMODATE THE TURNIING O U A ! r `a { n. ?, r F >� )N r € F �I JF -;HoKF M Fs�.I:N, RE( REMENTS OF ANTIC6"ATED HEAVY TR4J4 TRAFfiJ TFiE T�O v1 SIDEWA X I E [PTH Fes€ SIfJEiMl C'aJRB FN S WIT THE LIWTS OF THE RAE SHOULD BE y (SEE NOTfE 2) .. ,. r\ ON � ,ri. LAIN , ,l C.RE" ":E )F: B <T,INL ^! HON�rE� �ELJC;I <. THE su FACE 1 � f J� : E,:,oLL._IPl., BE : L -.F : LC, L I L I,•1,_, NONE INCREASED TO 7 "', 3. WHEN U$ED IN CON4WTON WITH STANDAIRD CG-3 Q 1 W OR CG-7, THE CURB FACE ON THIS' STANOARO 95 TO .,,v . , „, _, ,,. ,._ .., E' N Q� 0 � EEXXP ISR)NI BE VJUSTED TO MATCH THE MOUNTABLE CURB Christopher nstopher C. Mulligan N .�.�...�. t CC Q C0WIGURATK)IL Lic. No. NOTE) (WIDTH "B " 2' -0" OR AS (” M, I ROADWAY :SHOWN ON TYPICAL, SECTION. 4. SEE STANADAR? CG -12 FOR CURS RAMP DESnN TO BE USED WITH THS STAND, Sop, 031672 �� Ih:l.S Lf I /I:T I r,F'fJL .a hIL iha' )N AccE:. r r f_XAI l.E. �Avv rt� 5. OPTIONAL FLQWL MAY. REOURE WARPING OF A `R' % �SSIONAL PLAN VIEW Il v1lPI Al „P I .T I., E,E _ SIf9 .._. sll .' 2 W ,.......... - TLET NDIVUDIIA T;U ^ . .`7 A. ,FL: AND . MAINLINE ROADWAY SLOPE 6, PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A. FLOW : - JN S. C NTi ATiN A E1T'N I LINE IS REOG"RED TO PROVIDE POSITIVE DRAkNAGE ACROSS. .. __4 EDGE OF SHOULDER CAA€ TT X MAX. THE ENTRANCE. CI_ \ !:l'�. iJ D 1 I\ fl E NI i I INN, "'11A I ............. ........ FCFi�- I ..... ...... ...... .. ....... .... ..........._. .............__. , V`f I IPJ: - CEPAR'v,II "T OF IiRANS _?NATION J6.6A, k � I ttI I TREATMENT- CONNECTION D COMMERC3& ENTRANCES VAGNA DEPARTMENT OF TPA"SPORTATION CC -T1 An xz STREET APPROACH SAME SMFAcm (R#D: JS TO BE AS I GENERAL NINES a i AS MAINLINE ROADWAY (SEE NOTE 6) SHIDWN ON PLANSA rro c co w °° I 1, WHEN CG-11M USED FOR STREET CONNECT THE °d Z J 06 >co 1 CANINECTI CN MUST BE i3ESd�E+ IN ACCGRDANC W'i ix T H Op Z0 Z p iRAC1iU5 TO BE AS RA?vt AA5HT0 POLICY AND THE APPLICABLE RE&AL2ELiENTS OF THE VOOT ROAD Aj 1> % COMBINATION .SHOWN ON PLANS) CLRO DESIGN MAAlAL, INCLUD4NC SIGHT DISTANCE REQUNREMENTS. U C p, NGUTTETER 2, WHEN THE ENTRANCE RADN CANNOT ACCOMMODATE THE TURNIING O U A ! r I RE( REMENTS OF ANTIC6"ATED HEAVY TR4J4 TRAFfiJ TFiE T�O v1 SIDEWA X I E [PTH Fes€ SIfJEiMl C'aJRB FN S WIT THE LIWTS OF THE RAE SHOULD BE y (SEE NOTfE 2) .. ,. r\ ON i KAPTfDNAL S. FLOW LdNE INCREASED TO 7 "', 3. WHEN U$ED IN CON4WTON WITH STANDAIRD CG-3 Q VQof W OR CG-7, THE CURB FACE ON THIS' STANOARO 95 TO JO CC cm N Q� 0 � EEXXP ISR)NI BE VJUSTED TO MATCH THE MOUNTABLE CURB Christopher nstopher C. Mulligan N .�.�...�. t CC Q C0WIGURATK)IL Lic. No. NOTE) (WIDTH "B " 2' -0" OR AS (” M, I ROADWAY :SHOWN ON TYPICAL, SECTION. 4. SEE STANADAR? CG -12 FOR CURS RAMP DESnN TO BE USED WITH THS STAND, Sop, 031672 �� �Avv rt� 5. OPTIONAL FLQWL MAY. REOURE WARPING OF A `R' % �SSIONAL PLAN VIEW PORT iN OF GUTTER TO PRECLUDE PONDNNC OF WATER. sll O 2 W p a ENTRANCE NOTES MAINLINE ROADWAY SLOPE 6, PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A. FLOW 10' P ASOLIC CURVE LINE IS REOG"RED TO PROVIDE POSITIVE DRAkNAGE ACROSS. EDGE OF SHOULDER CAA€ TT X MAX. THE ENTRANCE. OPTIONAL FLOW LINE SLOPE CHA4QE --- 7. MAdNLiNE PAVEMENT 'IAZ.L BE CONSTRUCTED TCA THE MANIA ROADWAY " ` .._..— °-..^ -• -- _.,..._.._..,*_: R/W LINE (EXCEPT ANLY SUBGR#DE STADILIZAT" REQURED FOR MA9,11LINE PAVE WH$CH CAN BE Bx MAX, D OWTTED IN TIE ENTRANCE,) SLOPE CHANGE 8. COM"ATION D SHALL NOT BE CtN SEYOND THE R/W LINE EXCEPT FOR REPLACEMENT Pi{}S, 20" M7NIi lM FOR 8, THE DESIRABLE AND MAXIf>A M ENTRANCE GRADE CHANGES 51 MI COMMBROAL ENTRANCE 'D" ARE LISTED IN THE ALLOWABLE ENTRAJICE ORAJOE TABLE. THESE VALL S ARE NOT APPLICABLE 'TO STREET CONSTRUCT GRADE CHANGES WITH A PARASI IC CURVE, CONNECTIONS, SECTION A - A ALLOWABLE ENTRANCE GRACIE CHANGES GRADE CHANCE ENTRANCE VOLIIi ' "D?' " B DESIRABLE MAXIMUM HIGH 1 MORE THAT 1800 VPD a% 3 X I `° `,' CLASS t'< s 1° 1 # E " MEDiIN t 500-1500 VPD _< 3 x LOW LESS THAN 600 VII &6x 6 x £8 x A3 ; #' NOTE: ALLOWABLE ENTRA14CE GRADE TAB TABLE t$ NOT CONCRETE, .A Cc'1NCRETE �,' :a- - , ,._. ,..... APPLICABLE TO STREET O€iNNECTl SECTION C -C TREATMENT- CONNECTION D COMMERC3& ENTRANCES VAGNA DEPARTMENT OF TPA"SPORTATION CC -T1 REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale • U a co w U IN °d Z J 06 >co uj � N = b;D Z0 Z p O J � J j Im O I\ Qr D CC U r�n III / Z CC W (3 99 @) O U 2 0� ?o i z T�O v1 g a z 0 r\ ON ; J W 2 Q VQof W J Z JO CC cm Q� 0 � QcL0,j UsIk � N V t CC Q Lu J LL w W rt� O~ O 2 W p a REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale FILE NUMBER 8053 I SHEET. 16 of 22 J W m D IN °d Z J 06 >co W O 1C J N Z0 Z p O J � J j Im O D � r�n III / Z O U FILE NUMBER 8053 I SHEET. 16 of 22 REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1" =50' CONTOUR INTERVAL 2 FOOT Q Cq z 666 Ir < 3 0 X Lu N r X\ J O� - ------ tf) Xj CM Q. loc� - go -- 664 )1 00 j-- 666 — --- 668 . ............... — — - 670 z tK 96 Cr c 676 . ....... — �� U_ o L-9 z V) CL ..... . . ..... — ---- ------- Q UQ � w ol _j 0 cc,Jj X X 66 694 rz X f UPPER BALLARD PO�,Fr :) V) (1)(5 Uj > - Cr U. � 0 w - U) . . ... cc LL 0 rr f. r rr CL LU Z N 0 P, 20) 6& . . ............... Lu C, Z W Z 0 X: P4 O. Z Al 158 X -- ---- Z, X CID z Z Z -7 z. 0 01 ..... ... ACRE S `r . 060 Z V I X, x/ 156 j CQ Q1, z X 684 155 / X 40 / �Z 0000, #000, 64 Wool Z, DA=0.34'-ACRES 153 1 i DA=2.0' ACR ES C =,/'O. 60 RE DEVE PMENT DA=0.7,b ACRE� I ACRE' I I I ' I 1� ' ' 611 C\j 69 #44 (FUTURE CF) I TO STR' 160) Q) < 0) DA=�1.42 ACR S QD tK CY) 0 IQ Qr 9 v % 134 X 126 1 " - , DA= 1.08 ACRES DA=0.41 ACRE 'H op / .mom --0.40 A won a 'TO .0-- \ 60� / \ �% N . ......... Christopher C. Willow 7" DA=0.31 AC 0-42 ACRES Mulligan Lic. No. 031672 C=0.5) Q= 00;e SIONAL 0.60 Willow i 0000, 37 DA= -x,4.2 ACRES 50 SCALE 1"=50' 0 50 100 DA�l .2 ACR S ) O9 S ''' SEE SHEET 17 n SCALE IN FEET "1 REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1" =50' CONTOUR INTERVAL 2 FOOT Q Cq z > 00 j C\1 Ir < 3 0 0 Lu N r z I J COM co C)) =) M tf) Xj CM Q. go rc LU Cr c 0o �� U_ o L-9 z V) CL w Q UQ � w ol _j 0 cc,Jj 0 Lo C14 rz 04 :) V) (1)(5 Uj > - Cr U. � 0 w - U) cc LL 0 L r rr CL LU Z N 0 P, 20) Lu C) Z W Z 0 X: P4 O. REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1" =50' CONTOUR INTERVAL 2 FOOT FILE NUMBER 8053 SHEET yh 18 of Q Cq z > 00 j C\1 Ir < 3 0 Lu N HU Do j z I J FILE NUMBER 8053 SHEET yh 18 of F/ STORM SEWER DESIGN ROUDABUSH, GALE& ASSOCIATES, INC. 10 YEAR FREQUENCY ENGINEERS, SURVEYORS AND LAND PLANNERS 914 MONTICELLO ROAD - CHARLOTESVILLE, VIRGINIA 22902 Phone: (434) 977 -0205 - Fax: (434)296 -5220 - EMAIL INFO@ROUDABUSH.COM NAME BLOCK 28 & 29 Job# : 8053 DGN: CM Date: 1/30/2014 Revised: 10/21/2014 REMARKS FROM POINT TO POINT DA (ACRES) C CA To MINUTES RAINFALL INHR RUN -OFF CFS INVERT' UPPER INVERT LOWER LENGTH FEET SLOPE % DIAM. INCHES CAPACITY CES VELOCITY F.P.S. FLOWTIME MIN. REMARKS INCR. ACCUM. UPSTREAM 109 107 0.77 0.45 0.35 0.35 10.00 5.37 1.86 689.50 688.83 63.9 1.05% 15 6.61 4.65 0.23 INC. 30% DEC. 50% 107 105A 0.28 0.45 0.13 0.47 10.23 5.32 2.52 688.73 688.25 57.3 0.134% 15 5.91 4.70 0.20 Sx +Sw '-Eo Peff LENGTH 105A 105 0.12 0.60 0.07 0.54 10.43 5.28 2.88 688.15 685.46 57.3 4.70% 15 14.00 8.95 0.11 0.43 0.70 111 105 0.32 0.75 0.24 0.24 8.00 5.81 1.39 685.66 685.46 40,2 0.50% 15 4.56 3.28 0.20 8.47 227.26 105 103A 0.11 0.61 0.07 0.85 10.54 5.26 4.48 685.36 684.10 103.6 1.22% 15 7.12 6.08 0.28 0.28 25.43 103A 103 0.21 0.62 0.13 0.98 10.82 5.21 5.11 684.05 683.30 112.0 0.67% 15 5.28 4.94 0.38 0.37 6.86 103 113 1.47 0.35 0.51 1.50 11.20 5.14 7.69 683.05 682.81 39.7 0.60% 18 8.16 5.27 0.13 96 0.0045 117 115 0.30 0.60 0.18 0.18 10.00 5.37 0.97 683.85 683.40 90.4 O.50% 15 4.55 2.94 0.51 30 26.10 115 113 0.11 0.90 0.10 0.28 10.51 5.27 1.47 683.30 683.06 48.8 0.49% 15 4.53 3.32 0.25 138 682.48 113 121 0.06 0.90 0.05 1.83 11.33 5.12 9.36 682.31 681.82 78.7 0.62% 24 17.84 5.77 .0.23 683.21 687.10 121 123 0.13 0.90 0.12 1.95 11.55 5.08 9.88 681.72 680.94 156.4 0.50% 24 15.97 5.31 0.49 -0.52 0.75 125 123 0.75 0.65 0.49 0.49 10.00 5.37 2.62 681.89 681.69 40.0 0.50% 15 4.57 3.84 0.17 0.67 0.85 123 142 2.00 0.42 0.84 3.27 12.04 4.99 16.34 680.84 679.90 108.5 0.87% 24 21.05 731 0.25 0.66 0.34 142 138 3.91 0.42 1.64 4.92 12.29 4.95 24.34 679.80 679.47 64.9 0.51% 30 29.23 6.60 0.16 40.53 0.15 146 144 4.32 0.70 3.02 3.02 10.00 5.37 16.24 683.22 683.00 40.2 0.55% 24 16.74 6.12 0.11 5.11 5.28 144 Future 0.12 0.90 0.11 3.13 10.11 5.35 16.75 682.90 676.33 670.0 0.98% 24 22.39 7.72 1.45 Outfall Future #158 0.09 140 138 0.50 0.60 0.30 0.30 12.45 4.92 1.48 680.90 680.72 34.0 0.53% 15 4.70 3.41 0.17 0.0048 0.50 138 136 0.06 0.90 0.05 5.27 12.62 4.90 25.81 679.37 679.01 71.2 0.51% 30 29.16 6.67 0.18 2.88 57 136 134 0.15 0.60 0.09 5.36 12.80 4.87 26.10 678.91 677.90 187.8 0.54% 30 30.06 6.85 0.46 689.25 15 148 134 0.38 0.60 0.23 0.23 10.00 5.37 1.22 679.22 679.05 34.0 0.50% 15 4.57 3.16 0.18 696.63 109 134 132 0.28 0.45 0.13 5.71 13.26 4.80 27.41 677.80 677.24 96.1 0.58% 30 31.30 7.15 0.22 0.09 689.92 150 132 0.12 0.85 0.10 0.10 10.00 5.37 0.55 678.56 678.39 34.0 0.50% 15 4.56 2.48 0.23 4.10 -0.01 132 154 0.25 0.50 0.13 5.94 13.48 4.76 28.30 677.14 676.74 78.1 0.51% 30 29.35 6.86 0.19 0.0208 0.04 100 Ex. 13 0.75 0.40 0.30 0.30 10.00 5.37 1.61 683.92 683.70 43.0 0.51% 15 4.62 3.46 0.21 9.32 Block 29 &35 Ex. 9 Ex. 86 10.80 0.35 3.78 3.78 20.00 3.97 15.00 694.00 689.10 211.7 2,31% 18 15.97 1030 0.34 0.0833 4.0 Ex. 8B Ex.7 0.53 0.35 0.19 3.97 20.34 3.94 15.61 689.00 685.10 170.0 2.29% 18 15.90 9,00 0.31 0.04 0.97 Ex.7 Ex.5 1.20 0.35 0.42 4.39 20.66 3.91 17.13 685.00 683.10 132.6 1.43% 24 27.07 9.04 0.24 0.02 2.94 Ex. 13 Ex.11 0.92 0.45 0.41 0.71 10.21 5.33 3.80 683.60 683.25 115.2 0.30% 24 12.47 3.50 0.55 40 0.0005 Ex. 11 Ex. 3 0.10 0.60 0.06 0.77 10.75 5.22 4.04 680.25 680.10 36.9 0.41 % 24 14.41 3.95 0.16 30 25.43 Ex. 5 Ex. 3 1.61 0.50 0.81 5.19 20.81 3.89 20.20 680.30 679.60 80.4 0.87% 24 21.10 7.69 0.17 Ex.3 681.79 Ex.3 126 0.42 0.45 0.19 6.15 20.99 3.87 23.84 679.50 678.62 120.8 0.73% 30 35.00 7.58 0.27 682.79 686.43 128 126 0.31 0.50 0.16 0.16 10.00 5.37 0.83 679.96 679.77 37.0 0.51% 15 4.63 2.84 0.22 -0.72 1.79 130 152 0.58 0.40 0.23 0.23 10.00 5.37 1.25 679.13 678.93 40.2 O.50% 15 4.55 3.17 0.21 1.51 142 126 152 0.49 0.52 0.25 6.56 20.99 3.87 25.43 678.52 677.68 92.1 0.91% 30 39.15 8.40 0.18 0.00 0.00 152 154 0.30 0.54 0.16 6.96 21.20 3.85 26.82 677.58 676.74 92.5 0.91% 30 39.07 8.47 0.18 11 +97.19 2.00 154 156 0.50 0.52 0.26 13.16 21.39 3.84 50.50 676.64 675.60 150.0 0.69% 36 55.51 8.88 0.28 0.143 11.0 156 158 0.11 0.90 0.10 18.04 21.39 3.84 69,24 675.10 673.50 208.0 0.77% 42 88.20 10,03 0.35 Upper Ballard 0.04 156A Sed. Basin 1.27 0.011 0.0208 3.6 0.04 0.549 50.50 675.50 673.40 226.0 0.93% 36 64.26 9.95 0.38 Temporary 0.01 Future 162 Future 160 2.00 0.60 1.20 4.33 10.00 5.37 23.26 676.00 675.70 43.2 0.69% 30 34.18 7.40 0.10 3.80 115 Future 160 156 0.50 0.901 0.45 1 4.78 1 10.10 1 5.35 1 25.58 1 675.60 1 675.20 1 47.6 1 0.84% 1 30 1 37.58 8.14 0.10 685.06 1 ROUDABUSH, GALE& ASSOCIATES, INC. HYDRAULIC GRADELINE 10 YEAR FREQUENCY ENGINEERS, SURVEYORS AND LAND PLANNERS 914 MONTICELLO ROAD - CHARLOTESVILLE, VIRGINIA 22902 Phone: (434) 977 -0205 - Fax: (434)296 -5220 - EMAIL INFO(df20UDABUSH.COM NAME: BLOCK 28 & 29 Job# : 8053 DGN: CM Date: 1/30/2014 Revised: 9/27/2014 INLET OUTLET OUTLET OUTLET OUTLET PIPE FRICTION FRICTION OUrLEr CONTRACT INLET PIPE INLEr PIPE > EXPAN INLET SKEW > BEND TOTAL ND. INFLOW IN SHAPING FINAL UPSTREAM RIM ELEV. STATION H2O ELEV PIPE DIA. pSGHARGE LENGTH SLOPE LOSS PIPEVEL LOSSES DISCHARGE VELOCITY LOSS EXP. LOSS FACTOR LOSS LOSS INC. 30% DEC. 50% HEAD ELEV. (min) U.B. Pond 674.59 CFS FLOW SLOPE SLOPE SPREAD (FT) 5.14 FT /FT 40.40 0.34 0.70 al(12 "W) Sx +Sw '-Eo Peff LENGTH -0.67 DEPTH 678.75 674.59 US Route 156 676.30 42 69.24 208 0.0047 0.99 1003 039 3.84 8.88 34.09 0.43 0.70 0.86 1.68 2.25 -0.B4 1.82 678.12 683.05 154 678.12 36 50.50 150 0,0057 0.86 8.88 0.31 26.82 8.47 227.26 0.39 0.70 0.78 1.48 9.25 -0.74 1.60 679.72 684.25 152 679.72 30 26.82 92 0.0043 0.40 8.47 0.28 25.43 8.40 213.74 0.38 0.70 0.77 1.43 -0.40 -0.72 1.11 680.83 685.10 132 679.72 30 28.30 78 0.0048 0.37 6.86 0.18 27.41 7.15 195.91 0.28 0.70 0.56 1.02 0.13 -0.51 0.88 680.60 683.45 134 680.60 30 27.41 96 0.0045 0.43 7.15 0.20 26.10 6.85 178.77 0.26 0.70 0.51 0.96 0.46 -0.48 0.91 681.51 685.00 136 681.51 30 26.10 188 0.0040 0.76 6.85 0.18 25.81 6.67 172.24 0.24 0.00 0.00 0.42 2.9 -0.21 0.97 682.48 687.72 138 682.48 30 25.81 71 0.0040 0.28 6.67 0.17 24.34 6.60 160.60 0.24 0.70 0.47 0.88 D1-3A -0.44 0.72 683.21 687.10 142 683.21 30 24.34 65 0.0035 0.23 6.60 0.17 16.34 7.31 119.53 0.29 0.70 0.58 1.04 0.165 -0.52 0.75 683.96 686.95 123 683.96 24 16.34 108 0.0052 0.57 7.31 0.21 9.88 5.31 52.47 0.15 0.70 0.31 0.67 0.85 -0.33 0.90 684.86 685.81 121 684.86 24 9.88 156 0.0019 0.30 5.31 0.11 9.36 517 54.05 0.18 0.66 0.34 0.63 0.42 -0.32 0.61 685.47 686.95 113 685.47 24 9.36 79 0.0017 0.13 5.77 0.13 7.69 5.27 40.53 0.15 0.61 0.26 0,54 0.0833 -0.27 0.41 685.88 687.24 103 685.88 18 7.69 40 0.0054 0.21 5.27 011 5.11 5.28 27.03 0.15 0.70 0.30 0.56 0.17 -0.28 0.66 686.54 687.24 103A 686.54 15 5.11 112 0,0063 0.70 4.94 0.09 4.48 6.08 27.25 0.20 0.13 0.07 (137 0.21 -0.19 0.89 687.43 688.74 105 687.43 15 4.48 104 0.0048 0.50 6.08 0.14 2.88 8.95 25.74 0.43 0.70 0.87 1 A 0.005 -0.72 1.22 688.65 692.70 105A 688.65 15 2.88 57 0.0020 0.11 8.95 0.31 2.52 4.70 11.83 0.12 0.19 0.07 0.50 Depth < 3" -0.25 0.36 689.01 695.38 107 689.25 15 2.52 57 0.0015 0.09 4.70 0.09 1.86 4.65 8.64 0.12 0.35 0.12 0.32 0.10 -0.16 0.34 689.59 696.63 109 689.83 15 1.86 64 0.0008 0.05 4.65 0.08 113 DWA 2.5 15 +28.80 0.06 0.90 0.08 -0.01 -0.04 0.09 689.92 697,00 ICI 150 680.60 15 0.55 34 0.0001 0.00 2.48 0.02 0.146 0,167 2.9 0.9 0.20 0.97 0.02 4.10 -0.01 0.01 680.62 683.45 !i 148 681.51 15 1.22 34 0,0004 0.01 3.16 0.04 6.5 1.95 1.90 3.85 0.025 0.0208 0.04 2 -0.02 0.03 681.54 685.01 140 683.21 15 1.48 34 0.0005 0.02 3.41 0.05 3.85 0.50 0.19 9.32 From Ex. #15 CURB417 0.05 -0.03 -0.02 0.04 683.25 687.10 125 684.86 15 2.62 40 0.0016 0.07 3.84 0.06 0.987 0.0833 4.0 0.25 0.04 0.14 0.06 -0.07 -0.03 0.09 684.95 685.81 115 685.88 15 1.47 49 0.0005 0.03 3.32 0.04 0.97 2.94 2.84 0.05 0.25 0.03 0.12 0.04 -0.06 0.12 686.00 687.45 117 686.00 15 0.97 90 0.0002 0.02 2.94 0.03 0.3 0.19 0.49 0.46 4.07 0.00 0.03 0.00 -0.02 0.04 686.04 687.35 '.. 111 688.65 15 1.39 40 0.0005 0.02 0.00 0.00 3.17 0.007 0.0208 5.1 2 0.389 0.00 4.0 0.00 0.02 688.67 692.70 126 680.83 30 25.43 92 0.0038 0.35 8.40 0.27 23.84 7.58 180.73 0.31 0.70 0.62 1.21 0.90 -0.61 0.96 681.79 685.91 Ex.3 681.79 30 23.84 121 0.0034 0.41 7.58 0.22 20.20 7.69 155.32 0.32 0.70 0.64 1.19 0.77 -0.59 1.00 682.79 686.43 Ex.5 682.79 24 20.20 80.4 0.0080 0.64 7.69 0.23 17.13 9.04 154.77 0.44 0.60 0.76 1.43 0.43 -0.72 1.79 684.58 688.73 Ex.7 684.70 24 17.13 133 0.0057 0.76 9.04 0.32 15.61 9.00 140.43 0.44 0.60 0.75 1.51 142 -0.76 1.52 686.22 691.26 Ex. 8B 686.30 18 15.61 170 0.0221 3.75 9.00 0.31 15.00 1030 154.55 0.58 0.00 0.00 0.89 0.146 -0.45 4.20 690.50 695.94 Ex.9 690.50 18 15.00 212 0.0204 4.32 10.30 0.41 D1-3C 20.0 11 +97.19 2.00 0.42 0.00 0.41 6.5 -0.21 4.52 695.02 697.56 128 681.79 15 0.83 37 0.0002 0.01 2.84 0.03 0.143 11.0 1.8 0.26 1.00 0.46 0.03 5.63 -0.02 0.02 681.81 685.92 130 680.83 15 1.25 40 0.0004 0.01 3.17 0.04 1.20 0.07 1.27 0.011 0.0208 3.6 0.04 0.549 -0.02 0.03 680.87 685.13 Ex.11 682.79 24 4.04 37 0.0003 0.01 3.95 0.06 3.80 150 13.33 0.07 0.70 0.13 0.26 10 +44,91 -0.13 0.14 682.94 687.02 Ex.13 684.85 24 3.80 115 0.0003 0.03 3.50 0.05 1.61 3.46 5.57 0.07 0.61 0.11 0.23 0.07 -0.11 0.21 685.06 687.70 100 685.06 1 15 1.61 43 0.0006 0.03 3.46 0.05 0.38 0.60 0.00 0.00 6.5 0,00 0.05 1.95 -0.02 0.05 685.11 687.35 INLET COMPUTATION - 6.5 INCHES PER HOUR PROJECT: Old Trail SECTION: Block 28 & 29 DESIGNER: ccm ROUDABUSH, GALE 9 ASSOCIATES, INC. ENGINEERS, SURVEYORS AND LAND PLANNERS 914 MONTICELLO ROAD - CHARLOTESVILLE, VIRGINIA 22902 Phone: (434) 977.0205 - Fax., (434)296 -$220 - EMAIL INFO@ROUDABUSH.COM BLOCK 28 & 29 Job# : 8053 DGN: CM Date: 1/20/2014 h=0.39'4ype A -prose Revised: 10/20/2014 LOCAL DEPRESSION 2 INCHES h=0.46' -type &nose INLET INLEr L STATION DA C CA To INTITNSITY Diner Ow Ot GUTTER SGUTTER Sir CROSS GUTR W WIT S. Sw1Sx E. a sw'= Se(ftift) = Lt( #15)(ft) L /Lt GUTRFLOW E( #16) h Clasp) Q. depth /h Qb PVMT SPREAD SPREAD 4.57 TYPE 0.28 J 676.30 5 10 A (min) (n1hr) CFS CFS FLOW SLOPE SLOPE SPREAD (FT) 5.14 FT /FT 40.40 0.34 0.70 al(12 "W) Sx +Sw '-Eo Peff LENGTH -0.67 DEPTH 678.75 (ft) SAG GRADE FT CARRYOVER AT SAG (It) REMARKS 109 D14CC 8.0 14 +92.59 0.77 0.45 0.35 0.70 6.5 2.25 105 2.25 0.025 0.0208 4.2 2 0.477 0.0833 4.0 0.90 3.5 0.146 0.152 10.7 0.7 0.21 0,91 0.46 4.26 0.87 0.46 0.61 9.25 1.54 CURB -107 684.25 132 Gutter 0.15 0.75 0.11 0.0082 6.5 0.73 0.14 0.73 0.022 0.0208 2.8 2.5 0.891 0.0833 4.0 -0.40 1.04 682.15 683.45 134 682.15 0.21 35.88 96 0.0077 0.74 6.38 0.16 34.13 Depth < 3" 107 D14A 2.5 11 +90.88 0.28 0.45 0.13 1.12 6.5 0.82 136 0.82 0.01 0.0208 3.1 2 0.645 0.0833 4.0 0.97 3.5 0.146 0.162 5.1 0.5 0.19 0.70 0.46 1.47 0.57 0.41 0.25 684.74 On -Grade 105A DI,3A 2.5 12 +53.04 0.12 0.60 0.07 5.95 6.5 0.47 0.25 0.71 0.01 0.0208 2.9 2 0.679 0.0833 4.0 0.99 3.5 0.146 0.165 4.0 0.6 0.19 0.83 0.46 6.70 0.59 0.40 0.12 0.49 0.87 105 D1-3A 2.5 13 +15.20 0.11 0.61 0.07 24 6.5 0.44 0.12 0.56 0.01 0.0208 2.7 2 0.744 0.0833 4.0 0.99 15 0.146 0.165 3.9 0.6 0.18 0.84 0.46 24 0.47 0.39 0.09 0.51 5.59 103A D14A 2.5 14 +15.20 0.21 0.62 0.13 0.69 6.5 0.85 0.09 0.93 0.01 0.0208 3.3 2 0.614 0.0833 4.0 0.97 3.5 0.146 0.162 5.2 0.5 0.19 0.69 GAS 0.46 0.65 0.42 0,29 689.02 687.24 103 D1-3C 12.0 15+28.80 1.47 0.35 0.51 4.62 6.5 3.34 0.29 3.63 0.005 0,0208 5.3 2 0.376 0.0833 4.0 0.84 3.5 0.146 0.143 8.1 1.5 0.24 1.00 0.46 4.49 0.07 0.51 6.41 10.44 0.22 111 DI-3A 2.5 13 +11.90 0.32 0.75 0.24 688.74 6.5 1.56 15 1.56 0.01 0.0208 3.9 2 0.506 0.0833 4.0 0.95 3.5 0.146 0.159 6.8 0.4 0.21 0.56 0.46 692.70 0.88 0.45 0.68 3.75 57 CURB415 0.19 9.69 Gutter 0.OB 0.95 0,08 0.13 6.5 0.49 0.57 0.49 0.005 0.0208 2.5 2.5 0.993 0.0833 4.0 3.28 57 0.0026 0.15 4.94 0.09 0.21 3.79 9.22 0.08 0.35 0.08 0.25 0.08 Depth < 3" 115 DI-3A 2.5 15 +73.33 0.11 0.90 0.10 64 6.5 0.64 339 0.64 0.005 0.0208 2.8 2 0.719 0.0833 4.0 0.98 3.5 0.146 0,164 3.7 0.7 0.18 0.86 OAS 34 0.55 0.40 0.09 0.03 6.28 113 DWA 2.5 15 +28.80 0.06 0.90 0.05 -0.01 6.5 0.35 0.77 1.12 0.005 0.0208 3.4 2 0.584 0.0833 4.0 1.00 3.5 0.146 0,167 2.9 0.9 0.20 0.97 0,46 4.10 0.04 0.43 685.01 8.93 685.58 100 DI-3C 16.0 16 +56.53 0.75 0.40 0.30 78.1 6.5 1.95 1.90 3.85 0.025 0.0208 5.1 2 0.390 0.0833 4.0 0.95 3.5 0.146 0.159 9.8 1.6 0.23 1.00 0.46 4.45 3.85 0.50 0.19 9.32 From Ex. #15 CURB417 Ex. 8B -0.03 Gutter 0.10 0.90 0.09 689.02 6.5 059 49 0.59 0.025 0.0208 2.5 2.5 0.987 0.0833 4.0 0.25 0.04 0.14 0.04 -0.07 0.16 0.21 687.45 117 689.18 15 1.26 90 0.0004 Depth < 3" 117 D14A 2.5 16 +56.53 0.30 0.60 0.18 0.35 6.5 L 17 -0.02 1.17 0.025 0.0208 3.3 2 0.609. 0.0833 4.0 0.95 15 0.146 0.159 7.9 0.3 0.19 0.49 0.46 4.07 0.00 0.42 0.00 9.18 692.92 125 D0C 12.0 11 +97,19 0.75 0.65 0.49 0.65 6.5 3.17 31.89 3.17 0.007 0.0208 5.1 2 0.389 0.0833 4.0 0.88 3.5 0.146 0.149 8.6 1.4 0.23 1.00 0.46 4.45 8.07 0.50 27.00 9.53 181.33 121 D1-3A 2.5 16+44.23 0.13 0.90 0.12 685.21 6.5 0.76 685.21 0.76 0.007 0.0208 3.0 2 0.665 0.0833 4.0 0.98 3.5 0.146 0.164 4.4 0.6 0.19 0.77 0.46 687.58 0.59 0.41 0.17 24 22.89 142 D14A 2.5 Temporary 3.91 0.35 1.37 187.48 6.5 6.90 3.45 1234 0.011 0.0208 8.5 2 0.234 0.0833 4.0 0.68 3.5 0.146 0.120 17.2 0.1 0.30 0.25 0.46 180.86 3.04 0.66 9.31 0.76 Temporary 142 DI-3A 2.5 13 +05.65 0.50 0.75 0.38 20.01 6.5 2.44 OAS 2.62 0.011 0.0208 4.8 2 0.418 0.0833 4.0 0.68 3.5 0.146 0.120 10.0 0.3 0.22 0.40 0.46 1.68 1.06 0.49 Tb6 3,51 0.05 123 D1-3C 20.0 11 +97.19 2.00 0.42 0.84 0.50 6.5 6.46 0.17 5.63 0.007 0.0208 6.4 2 0.314 0.0833 4.0 0.84 3.5 0.146 0.143 11.0 1.8 0.26 1.00 0.46 4.69 5.63 0.56 682.70 10.61 Temporary 140 DI-3A 2.5 10 +44.91 0.50 0.60 0.30 0.07 4.0 1.20 0.07 1.27 0.011 0.0208 3.6 2 0.549 0.0833 4.0 0.97 3.5 0.146 0.162 6.2 0.4 0.20 0.61 0.46 0.06 0.77 0.44 0.43 0.08 0.61 140 D14A 2.5 10 +44,91 0.50 0.60 0.30 100 65.5 1.95 0.19 2.14 0.011 0.0208 4.4 2 0.451 0.0833 4.0 0.95 3.5 0.146 0.159 7.7 0.3 0.22 0.51 0.46 8.61 1.08 0.47 1.05 148 D1-38 8.0 13 +06.54 0.38 0.60 0.23 6.5 1.48 0.47 1.95 0.021 0.0208 4.1 2 0.490 0.0833 4.0 0.97 3.5 0.146 0.162 8.2 1.0 0.21 1.00 0.46 3.84 1.95 0.46 0.00 2.96 150 D1-36 8.0 14 +05 0.12 0.85 0.10 6.5 0.66 0.00 0.67 0.021 0.0208 2.7 2 0.734 0.0833 4.0 0.98 3.5 0.146 0.164 5.8 1.4 0.18 1.00 0.46 3.94 0.67 0.39 0.01 4.11 138 014A 2.5 10+44.90 0.06 0.90 0.05 6.5 0.35 0.35 0.011 0.0208 2.3 2 0.887 0.0833 4.0 0.99 3.5 0.146 0.165 3.7 0.7 0.17 0.87 0.46 0.31 0.37 0.04 Depth <3" CURB -136 DI -3AA 2.5 Gutter 0.04 0.95 0.04 6.5 0.25 0.01 0.25 0.011 0.0208 2.0 2.5 1.265 0.0833 4.0 0.99 3.5 0.146 0.165 3.7 0.7 0.16 0.87 0.46 0.32 0.38 0.04 Depth < 3" 136 D1-3AA 2.5 11 +16.10 0.15 0.60 0.09 6.5 0.59 0.04 0.63 0.011 0,0208 2.8 2 0,713 0.0833 4.0 0.98 15 0.146 0.164 4.6 0.5 0.18 0.76 0.46 0.48 0.40 0.15 Depth < 3" 134 D1-3A 0.0 13 +06.28 0.28 0.45 0.13 4.0 0.50 0.04 0.54 0.021 0.0208 2.5 2 0.791 0.0833 4.0 0.99 3.5 0.146 0.165 5.2 0.5 0.18 0.70 0.46 0,38 0.39 0.13 CURB434 DI-3C 8.0 Gutter 0.08 0.95 0.08 6.5 0.49 0.41 0.49 0.021 0.0208 2.4 2.5 1.026 0.0833 4.0 0.99 3.5 0.146 0.165 5.2 1.6 0.20 1.00 0.46 4.02 0.41 5.06 Depth < 3" 134 D14A 2.5 13 +06.28 0.28 0.45 0.13 6.5 0.82 0.18 1.00 0.021 0.0208 3.2 2 0.630 0.0833 4.0 0.98 3.5 0.146 0.164 6.4 0.4 0.19 0.59 0.46 0.59 0.42 0.41 132 DI -3C 8.0 14 +05 0.25 0.50 0.13 6.5 0.81 1.04 1.85 0.021 0.0208 4.0 2 0.501 0.0833 4.0 0.98 3.5 0.146 0.164 6.4 1.3 0.21 1.00 0.46 4.22 1.85 0.45 8.11 Depth < 3" 128 DI -3B 12.0 18 +74.13 0.32 0.75 0.24 6.5 1.56 0.00 1.56 0.009 0.0208 4.0 2 0.506 0.0833 4.0 0.95 15 0.146 0.159 6.6 1.8 0.21 1.00 0.46 1.56 0.45 0.00 CURB -130 D1-2B 8 Gutter 0.32 0.80 0.26 6.5 1.66 1.66 0.009 0.0208 4.0 2.5 0.617 0.0833 4.0 0.98 3.5 0.146 0.164 5.4. 1.5 0.24 1.00 0.46 1.02 0.42 0.00 Depth < 3" 130 D0A 2.5 19 +61.32 0.58 0.40 0.23 6.5 1.51 0.00 1.51 0.009 0.0208 3.9 2 0.512 0.0833 4.0 0.95 3.5 0.146 0.159 6.5 0.4 0.21 0.58 0.46 0.88 0.45 0.63 126 D1-2B 8.0 18 +76.10 0.49 0.52 0.25 6.5 1.66 0.00 1.66 0.009 0.0208 4.0 2 0.495 0.0833 4.0 0.95 3.5 0.146 0.159 6.8 1.2 0.21 1.00 0.46 1.66 0.45 0.00 Future 152 DI-3B 8.0 19 +64.84 0.30 0.54 0.16 6.5 1.05 0.00 1.05 0.009 0.0208 3.4 2 0.586 0.0833 4.0 0.97 3.5 0,146 0.162 5.5 1.4 0.20 1.00 0.46 1.05 0.43 0.00 154 D14B 8.0 20+54.29 0.50 0.52 0.26 6.5 1.69 0.00 1.69 0.009 0.0208 4.1 2 0,491 0.0833 4.0 0.96 3.5 0.146 0.161 6.8 1.2 0.21 1.00 0.46 1.69 0.46 0.00 156 D1-4A 2.5 22 +04.28 0.11 0.90 0.10 6.5 0.64 0.64 0.009 0.0208 2.8 2 0.705 0.0833 4.0 0.99 3.5 0.146 0.165 4.4 0.6 0.18 0.77 0.46 0.50 0.40 0.15 Future 146 DI -36 8.0 Temporary 4.32 0.35 1.51 6.5 9.83 9.83 0.01 0.0208 7.9 2 0.254 0.0833 4.0 0.63 3.5 0.146 0.113 18.1 0.4 0.29 0.65 0.46 6.38 0.63 3 .45 Temporary 146 D1-3B 8.0 16 +34.66 0.50 0.35 0.18 6.5 1.14 1.14 0.01 0.0208 3.5 2 0.570 0.0833 4.0 0.63 3.5 0.146 0.113 7.3 1.1 0.20 1.00 0.46 1.14 0.43 0.00 Future 144 DI-3A 2.5 16 +34.65 0.12 0.90 0.11 6.5 0.70 0.70 0.01 0.0208 2.9 2 0.683 0.0833 4.0 0.98 3.5 0.146 0.164 4.8 0.5 0.19 0.74 0.46 0.52 0.40 1 0.19 1 Future INLET COMPUTATION - 4 INCHES PER HOUR PROJECT: Old Blo Trail SECTION: Block 28 & 29 DESIGNER: ccm ROUL7ABUSH, GALE & ASSOCIATES, INC. ENGINEERS, SURVEYORS AND LAND PLANNERS 914 MONTICELLO ROAD - CHARLOTESVILLE, VIRGINIA 22902 Phone: (434) 977.OX05 - Fax: (434)298.5220 - EMAIL INFO@ROUDABUSH.COM BLOCK 28 & 29 Job# : 8053 DGN: CM Date: 1/30/2014 h=0.39'4ype A -nose Revised: 10/20/2014 LOCAL DEPRESSION 2 INCHES h -O.446' -type &nose INLET INLET L STATION DA C CA To INTENSITY Qmcr Goo Ot GUTTER S GUTTER Sx CROSS GUTR W WIT S. Swlsx E. a Sw'= Se(ft/ft) = Lt ( #15)(ft) L I Lt GUTRFLOW E(#16) h QI(.P) Qi depth I h Qb PVMT SPREAD SPREAD 4.57 TYPE 0.28 J 676.30 5 10 A in (in /hr) CFS CFS FLOW SLOPE SLOPE SPREAD (FT) 5.14 FT /FT 40.40 0.34 0.70 al(12'W) Sx +Sw' -Eo Pan LENGTH -0.67 DEPTH 678.75 (ft) SAG GRRADE FT CARRYOVER AT SAG (ft) REMARKS 109 D1-3C 8 14 +92.59 0.77 0.45 0.35 0.70 4.0 1.39 105 1.39 0.025 0.0208 3.5 2 0.572 0.0833 4.0 0.94 3.5 0.146 0.158 8.6 0.9 0.20 0.99 0.46 4.11 0.87 0.43 0.61 6.69 1.54 107 -CURB 684.25 132 Gutter 0.15 0.75 0.11 0.0082 4.0 0.45 0.14 0.45 0.022 0.0208 2.3 2.5 1.069 0.0833 4.0 -0.40 1.04 682.15 683.45 134 682.15 0.19 35.88 96 0.0077 0.74 6.38 0.16 34.13 Depth < 3" 107 D14A 2 .5 11 +90.88 0.28 0.45 0.13 1.12 4.0 0.50 136 0.50 0.01 0.0208 2.6 2 0.773 0.0833 4.0 0.99 3.5 0.146 0.165 4.1 0.6 0.18 0.81 0.46 1.47 0 ).41 0.39 0.10 684.74 30 105A D14A 2.5 12 +5104 0.12 0.60 0.07 5.95 4.0 0.29 0.10 0.38 0.01 0.0208 2.3 2 0.857 0.0833 4.0 0.99 3.5 0.146 0.165 13 (.8 0.17 0.93 0.46 6.70 0).35 0.38 0.03 0.49 0.87 105 DI -3A 2.5 13+15.20 0.11 0.61 0.07 24 4.0 0.27 0.03 0.30 0.01 0.0208 2.1 2 0.943 0.0833 4.0 1.00 3.5 0.146 0.167 3.2 0.8 0.17 0.94 0.46 24 0).28 0.37 0.02 0.51 5.59 103A DI4A 2.5 14 +15.20 0.21 0.62 0.13 0.69 4.0 0.52 0.02 0.54 0.01 0.0208 2.7 2 0.754 0.0833 4.0 0.99 3.5 0.146 0.165 4.2 0.6 0.18 0.80 0.46 0.46 0).43 0.39 0.11 689.02 687.24 103 D/ -3C 12 15 +28.80 1.47 0.35 0.51 4.62 4.0 2.06 0.11 2.16 0.005 0.0208 4.4 2 0.457 0.0833 4.0 0.93 3.5 0.146 0.156 6.3 1.9 0.22 1.00 0.46 4.30 0.07 0.47 6.41 7.39 0.22 111 D1-3A 2.5 13 +11.90 0.32 0.75 0.24 688.74 4.0 0.96 15 0.96 0.01 0.0208 3.3 2 0.607 0.0833 4.0 0.98 3.5 0.146 0.164 5.5 0.5 0.19 0.67 0.46 692.70 0).64 0.42 0.32 3.75 57 CURB -115 0.19 9.69 Gutter 0.08 0.95 0.08 0.13 4.0 0.30 0.57 0.30 0.005 0.0208 2.1 2.5 1.190 0.0833 4.0 3.28 57 0.0026 0.15 4.94 0.09 0.17 3.79 9.22 0.08 0.35 0.08 0.25 0.08 Depth < 3" 115 D1-3A 2.5 15 +73.33 0.11 0.90 0.10 64 4.0 0.40 339 0.40 0.005 0.0208 2.3 2 0.863 0.0833 4.0 0.98 3.5 0.146 0.164 3.1 0.8 0.17 0.95 0.46 34 01.38 0.38 0.02 0.03 6.28 113 D14A 2.5 15+28.80 0.06 0.90 0.05 -0.01 4.0 0.22 0.34 0.55 0.005 0.0208 2.6 2 0.761 0.0833 4.0 1.00 3.5 0.146 0.167 2.3 1.1 0.18 1.00 0.46 3.92 0.04 0.39 685.01 5.56 685.58 100 DI-3C 16 16 +56.53 0.75 0.40 0.30 78.1 4.0 1.20 1.60 2.80 0.025 0.0208 4.6 2 0.439 0.0833 4.0 0.97 3.5 0.146 0.162 7.9 2.0 0.22 1.00 0.46 4.33 4.62 0.48 0.19 7.54 From Ex. #15 CURB -117 Ex. 8B -0.03 Gutter 0.10 0.90 0.09 689.02 4.0 0.36 49 0.36 0.025 0.0208 2.1 2.5 1.184 0.0833 4.0 0.25 0.04 0.14 0.04 -0.07 0.16 0.18 687.45 117 689.18 15 1.26 90 0.0004 Depth < 3" 117 DI4A 2.5 16 +56.53 0.30 0.60 0.18 0.35 4.0 0.72 -0.02 0.72 0.025 0.0208 2.7 2 0.730 0.0833 4.0 0.98 3.5 0.146 0.164 6.4 0.4 0.18 0.59 0.46 3.94 0.00 0.40 0.00 6.64 692.92 125 D1-3C 12 11 +97.19 0.75 0.65 0.49 0.65 4.0 1.95 31.89 1.95 0.007 0.0208 4.3 2 0.467 0.0833 4.0 0.95 3.5 0.146 0.159 6.7 1.8 0.21 1.00 0.46 4.28 8.07 0.47 27.00 6.90 181.33 121 D1-3A 2.5 10 +44.23 0.13 0.90 0.12 685.21 4.0 0.47 685.21 0.47 0.007 0.0208 2.5 2 0.797 0.0833 4.0 0.99 3.5 0.146 0.165 3.6 0.7 0.18 0.88 0.46 687.58 0.41 0.39 006 24 22.89 142 D1-3A 2.5 Temporary 3.91 0.35 1.37 187.48 4.0 5.47 0.00 5.47 0.011 0.0208 6.3 2 0.317 0.0833 4.0 0.82 3.5 0.146 0.140 12.8 0.2 0.26 0.32 0.46 180.86 1.77 0.56 3.70 0.76 Temporary 142 D1-3A 2.5 13 +05.65 0.50 0.75 0.38 20.01 4.0 1.50 0.00 1.50 0.011 0.0208 3.9 2 0.515 0.0833 4.0 0.82 3.5 0.146 0.140 7.4 0.3 0.21 0.52 0.46 1.68 0.78 0.45 0.72 3,51 0.05 123 01-3C 20 11 +97.19 2.00 0.42 0.84 0.50 4.0 3.36 0.77 4.13 0.007 0.0208 5.7 2 0.353 0.0833 4.0 0.78 3.5 0.146 0.135 9.3 2.1 0.24 1.00 0.46 4.56 -0.02 0.53 682.70 8.63 Ex.11 140 DI-3A 2.5 10 +44.91 0.50 0.60 0.30 0.07 4.0 1.20 0.07 1.27 0.011 0.0208 3.6 2 0.549 0.0833 4.0 0.97 3.5 0.146 0.162 6.2 0.4 0.20 0.61 0.46 0.06 0.77 0.44 0.43 0.08 0.61 148 DI -38 8 13 +06.54 0.38 0.60 0.23 100 4.0 0.91 0.43 1.34 0.021 0.0208 3.5 2 0.564 0.0833 4.0 0.98 3.5 0.146 0.164 6.7 1.2 0.20 1.00 0.46 8.61 1.34 0.43 0.00 150 D1-313 8 14 +05 0.12 0.85 0.10 4.0 0.41 0.00 0.41 0.021 0.0208 2.3 2 0.882 0.0833 4.0 0.99 3.5 0.146 0.165 4.7 1.7 0.17 1.00 0.46 3.84 0.37 2.96 138 D1-3A 2.5 10 +44.90 0.06 0.90 0.05 4.0 0.22 0.22 0.011 0.0208 1.9 2 1.064 0.0833 4.0 1.00 3.5 0.146 0.167 3.0 0.8 0.16 0.96 0.46 0.21 0.34 0.01 CURB -136 Gutter 0.04 0.95 0.04 4,0 0.15 0.15 0.011 0.0208 1.6 2.5 1.518 0,0833 4.0 0.14 Depth <3" 136 DI -3AA 2.5 11 +16.10 0.15 0.60 0.09 4.0 0.36 0.01 0.37 0.011 0.0208 2.3 2 0.872 0.0833 4.0 0.99 3.5 0.146 0.165 3.7 0.7 0.17 0.87 0.46 0.32 0.38 0.04 CURB -134 Gutter 0.08 0.95 0.08 4.0 0.30 0.30 0.021 0.0208 2.0 2.5 1.231 0.0833 4.0 0.17 Depth < 3" 134 D1-3A 2.5 13 +06.28 0.28 0.45 0.13 4.0 0.50 0.04 0.54 0.021 0.0208 2.5 2 0.791 0.0833 4.0 0.99 3.5 0.146 0.165 5.2 0.5 0.18 0.70 0.46 0,38 0.39 0.13 132 DI-3C 8.0 14 +05 0.25 0.50 0.13 4.0 0.50 0.41 0.91 0,021 0.0208 3.1 2 0.653 0.0833 4.0 0.99 3.5 0.146 0.165 5.2 1.6 0.19 1.00 0.46 4.02 0.41 5.06 128 DI48 12 18 +74.13 0.31 0.50 0.16 4.0 0.62 0.62 0.009 0.0208 2.8 2 0.715 0.0833 4.0 0.98 3.5 0.146 0,164 4.4 2.7 0.18 1.00 0.46 0,62 0.40 0.00 CURB -130 Gutter 0.32 0.80 0.26 4.0 1.02 1.02 0.009 0.0208 3.4 2.5 0.741 0.0833 4.0 0.23 Depth < 3" 130 DOA 2.5 19 +61.32 0.58 0.40 0.23 4.0 0.93 0.00 0.93 0.009 0.0208 3.3 2 0.615 0.0833 4.0 0.98 3.5 0.146 0.164 5.2 0.5 0.19 0.69 0.46 0.64 0.42 0.29 126 D1-2B 8 18 +76.10 0.49 0.52 0.25 4.0 1.02 1.02 0.009 0.0208 3.4 2 0.593 0.0833 4.0 0.98 3.5 0.146 0.164 5.4. 1.5 0.20 1.00 0.46 1.02 0.42 0.00 152 D1-3B 8 19 +64.84 0.30 0.54 0.16 4.0 0.65 0.00 0.65 0.009 0.0208 2.8 2 0.703 0.0833 4.0 0.98 3.5 0.146 0.164 4.5 1.8 0.18 1.00 0.46 0.65 0.40 0.00 154 D1-4B 8 20 +54.29 0.50 0.52 0.26 4.0 1.04 0.00 1.04 0.009 0.0208 3.4 2 0,589 0.0833 4.0 0.98 3.5 0.146 0.164 5.5 1.5 0.20 1.00 0.46 1.04 0.43 0.00 Future 156 D14A 2.5 22 +04.28 0.11 0.90 0.10 4.0 0.40 0.40 0.009 0.0208 2.4 2 0.846 0.0833 4.0 1 3.5 0.146 0.167 3.6 0.7 0.17 0.88 0.46 0.35 0.38 0.05 146 D1-3B 8.0 Temporary 4.32 0.35 1.51 4.0 6.05 6.05 0.01 0.0208 6.6 2 0.305 0.0833 4.0 0.68 15 0.146 0.120 14.2 0.6 0.26 0.77 0.46 4.68 0.57 1.37 146 D1-313 8.0 16 +34.66 0.50 0.35 0.18 4.0 0.70 0.70 0.01 0.0208 2.9 2 0.684 0.0833 4.0 0.68 3.5 0.146 0.120 5.8 1.4 0.19 1.00 0.46 0,70 0.40 0.00 Future 144 DI -3A 2.5 18 +34.85 0.12 0.90 0.11 4.0 0.43 0.43 0.01 0.0208 24 2 0.819 0.0833 4.0 0.99 3.5 0.146 0.165 3.9 0.6 0.18 0.14 0.46 0.36 1 0.38 0.07 Future ROUDABUSH, GALE & ASSOCIATES, INC. HYDRAULIC GRADELINE ENGINEERS, SURVEYORS AND LAND PLANNERS 914 MONTICELLO ROAD - CHARLOTESVILLE, VIRGINIA 22902 Phone: (434) 977 -0205 - Fax: (434)298 -5220 - EMAIL INFO@ROUDABUSH.COM NAME: BLOCK 28 & 29 Job# : 8053 DGN: CM Date: 1/30/2014 �tiTx OF vr� O rA U Christopher C. Mulligan Lic. No. ,,6 031672 '4� 1l O��`SSIONAL E�_ti 100 YEAR FREQUENCY INLET STATION OUTLET H2O ELEV UUrLEr PIPE DIA. OUTLET DISCHARGE OUTLET PIPE LENGTH FRICTION SLOPE FRICTION LOSS OUTLET PIPEVEL CONTRACT LOSSES INLET PIPE DISCHARGE INLET PIPE VELOCITY > EXPAN. LOSS INLET EXP. LOSS SKEW FACTOR > BEND LOSS TOTAL HD. LOSS INFLOW INC. 30% IN SHAPING DEC.50% FINAL HEAD UPSTREAM ELEV. RIM ELEV. U.B. Pond 676.30 0.77 0.45 0.35 0.35 10.00 7.01 2.43 689.15 688.83 63.9 0.50% 15 4.57 179 0.28 J 676.30 5 10 A 156 676.30 42 93.28 208 0.0086 1.79 9.17 0.33 5.14 7.85 40.40 0.34 0.70 0.67 1.33 LL Iii -0.67 2.45 678.75 683.07 154 678.75 36 68.17 150 0.0104 1.57 7.85 0.24 36.40 9.05 329.56 0.45 0.70 0.89 1.58 105 -0.79 2.35 681.11 683.79 152 681.11 30 36.40 92 0.0079 0.73 9.05 0.32 34.45 8.95 308.36 0.44 0.70 0.87 1.62 0.61 -0.81 1.54 682.65 684.25 132 681.11 30 37.06 78 0.0082 0.64 5.98 0.14 35.88 6.38 228.82 0.22 0.70 0.44 0.80 0.98 -0.40 1.04 682.15 683.45 134 682.15 30 35.88 96 0.0077 0.74 6.38 0.16 34.13 6.12 209.02 0.20 0.70 0.41 0.77 6.70 -0.38 1.12 683.27 685.01 136 683.27 30 34.13 188 0.0069 1.30 6.12 0.15 33.74 5.94 200.42 0.19 0.00 0.00 0.34 683.85 -0.17 1.47 684.74 687.72 138 684.74 30 33.74 71 0.0068 0.48 5.94 0.14 31.80 5.95 189.38 0.19 0.70 0.39 0.72 48.8 -0.36 0.84 685.58 687.10 142 685.58 30 31.80 65 0.0060 0.39 5.95 0.14 21.35 6.70 143.05 0.24 0.70 0.49 0.87 24 -0.43 0.83 686.40 686.95 123 686.40 24 21.35 108 0.0089 0.97 6.70 0.17 12.90 5.59 72.15 0.17 0.70 0.34 0.68 5.59 -0.34 1.31 687.71 685.81 121 687.71 24 12.90 156 0.0032 0.51 5.59 0.12 12.21 6.04 73.81 0.20 0.66 0.37 0.69 -0.35 0.86 688.56 686.95 113 688.56 24 12.21 79 0.0029 0.23 6.04 0.14 10.03 4.62 46.35 0.12 0.61 0.20 0.46 142 -0.23 0.46 689.02 687.24 103 689.02 18 10.03 40 0.0091 0.36 4.62 0.08 6.67 5.28 35.24 0.15 0.70 0.30 0.54 0.16 -0.27 0.79 689.82 687.24 103A 689.82 15 6.67 112 0.0107 1.19 4.31 0.07 5.84 6.41 37.44 0.22 0.13 0.08 0.38 0.11 -0.19 1.38 691.20 688.74 105 691.20 15 5.84 104 0.0082 0.85 6.41 0.16 3.75 9.69 36.32 0.51 0.70 1.02 1.69 12.52 -0.84 1.69 692.89 692.70 105A 692.89 15 3.75 57 0.0034 0.19 9.69 0,36 3.28 4.94 16.19 0.13 0.19 0.07 0.57 3174 -0.28 0.48 693.37 695.38 107 693.37 15 3.28 57 0.0026 0.15 4.94 0.09 2.43 3.79 9.22 0.08 0.35 0.08 0.25 0.08 -0.13 0.35 693.72 696.63 109 693.72 15 2.43 64 00014 0.09 339 0.06 0.23 10.00 7.01 1.60 679.22 679.05 0.06 0.50% -0.03 0.12 693.83 697.20 150 682.15 15 0.72 34 0.0001 0.00 2.69 0.03 6.28 35.88 677.80 677.24 96.1 0.58% 0.03 31.30 -0.01 0.02 682.17 683.45 148 683.27 15 1.60 34 0,0006 0.02 3.42 0.05 678.56 678.39 34.0 0.50% 15 4.56 0.05 0.21 -0.02 0.04 683.31 685.01 140 685.58 15 1.93 34 0.0009 0.03 3.70 0.05 78.1 0.51% 30 29.35 5.98 0.22 0.05 -0.03 0.06 685.63 687.1 125 687.71 15 3.42 40 0.0028 0.11 4.03 0.06 15 4.62 3.75 0.19 Block 29 &35 0.06 Ex. 8B -0.03 0.14 687.85 685.81 115 689.02 15 1.92 49 0.0009 0.04 3.60 0.05 1.26 3.18 4.02 0.06 0.25 0.04 0.14 0.04 -0.07 0.16 689.18 687.45 117 689.18 15 1.26 90 0.0004 0.03 3.18 0.04. Ex.7 Ex.5 1.20 0.35 0.04 4.39 -0.02 0.05 689.24 687.35 111 692.89 15 1.82 40 0.0008 0.03 0.00 0.00 Ex. 13 Ex.11 0.92 0.45 0.41 0.71 0.00 6.96 0.00 0.03 692.92 692.70 126 682.65 30 34.45 92 0.0071 0.65 8.95 0,31 31.89 8.07 257.22 0.35 0.70 0.71 1.37 680.25 -0.69 1.34 683.99 685.91 Ex.3 683.99 30 31.89 121 0,0060 0.73 8.07 0.25 27.00 6.72 181.33 0.25 0.70 0.49 0.99 80.4 -0.49 1.22 685.21 686.43 Ex.5 685.21 24 27.00 80.4 0.0142 1.14 6.72 0.18 22.89 9.58 219.26 0.50 0.60 0.86 1.53 0.46 -0.76 2.37 687.58 688.73 Ex.7 687.58 24 22.89 133 0.0102 1.36 9.58 0.36 20. B4 9.00 187.48 0.44 0.60 0.75 1.55 3.51 -0.78 2.13 689.71 130 Ex. 8B 689.71 18 20.84 170 0.0393 6.69 9.00 0.31 20.01 9.04 180.86 0.44 0.00 0.00 0.76 -0.38 7.07 696.78 691.26 695.94 Ex.9 696.78 18 20.01 212 0.0363 7.68 9.04 0.32 0,91% 30 39.15 8.95 0.17 0.32 152 -0.16 7.84 704.62 697.56 128 683.99 15 1.68 37 0.0007 0.03 3,51 0.05 39.07 9.05 0.17 154 0.05 0.50 -0.02 0.05 684.03 685.92 130 682.65 15 1.68 40 0,0007 0.03 3.47 0.05 0.32 156 158 0.11 0.05 0.10 -0.02 0.05 682.70 685.13 Ex.11 685.21 24 5.28 37 0.0005 0.02 4.28 0.07 4.97 3.80 18.87 0.08 0.70 0.16 0.31 -0.15 0.17 685.38 687.02 Ex.13 685.38 24 4.97 115 0.0005 0.06 3.80 0.06 2.10 3.75 7.89 0.08 0.61 0.13 0.27 0.08 -0.13 0.27 685.65 687.70 100 685.65 15 2.10 43 0.0011 0.05 3.75 0.05 0.90 0.45 4.78 10.09 6.99 33.41 0.05 675.20 -0.03 0.07 685.72 687.35 STORM SEWER DESIGN ROUDABUSH, GALE & ASSOCIATES, INC. ENGINEERS, SURVEYORS AND LAND PLANNERS 914 MONTICELLO ROAD - CHARLOTESVILLE, VIRGINIA 22902 Phone: (434) 977 -0205 - Fax: (434)296 -5220 - EMAIL INFO@ROUDABUSH.COM NAME BLOCK 28 & 29 Job# : 8053 DGN: CM Date: 1/30/2014 Revised: 9/27/2014 100 YEAR FREQUENCY REMARKS FROM POINT TO POINT DA (ACRES) C CA Tc MINUTES RAINFALL INLHR RUN -OFF CFS INVERT UPPER INVERT LOWER LENGTH FEET SLOPE % DIAM. INCHES CAPACITY CFS VELOCITY F.P.S. FLOWTIME MIN. REMARKS INCR ACCUM. 109 107 0.77 0.45 0.35 0.35 10.00 7.01 2.43 689.15 688.83 63.9 0.50% 15 4.57 179 0.28 J 107 5 10 A 0.28 0.45 0.13 0.47 10.30 6.94 3.28 688.73 688.25 57.3 0.84% 15 5.91 4.94 0.19 � R 'v' 1j LL Iii 105A 105 0.12 0.60 0.07 0.54 10.50 6.89 3.75 688.15 685.46 57.3 4.70% 15 14.00 9.69 0.10 2 W 111 105 0.32 0.75 0.24 0.24 8.00 7.58 1.82 685.66 685.46 40.2 0.50% 15 4.56 3.56 0.19 105 103A 0.11 0.61 0.07 0.85 10.61 6.86 5.84 685.36 684.10 103.6 1.22% 15 7.12 6.41 0.27 103A 103 0.21 0.62 0,13 0.98 10.89 6.79 6.67 684.05 683.30 112.0 0.67% 15 5.28 4.31 0.43 103 113 1.47 0.35 0.51 1.50 11.27 6.70 10.03 683.05 682.81 39,7 0.60% 18 8.16 4.62 0.14 117 115 0.30 0.60 0.18 0.18 10.00 7.01 1.26 683.85 683.40 90.4 0.50% 15 4.55 3.18 0.47 115 113 0.11 0.90 0.10 0.28 10.51 6.88 1.92 683.30 683.06 48.8 0.49% 15 4.53 3.60 0.23 113 121 0.06 0.90 0.05 1.83 11.39 6.68 12.21 682.31 681.82 78.7 0.62% 24 17.84 6.04 0.22 121 123 0.13 0.90 0.12 1.95 11.62 6.63 12.90 681.72 680.94 156.4 0.50% 24 15.97 5.59 0.47 125 123 0.75 0.65 0.49 0.49 10.00 7.01 3.42 681.89 681.69 40.0 0.50% 15 4.57 4.03 0.17 123 142 2.00 0.42 0.84 127 12.11 6.52 21.35 680.84 679.90 108.5 0.87% 24 21.05 6.70 0.27 142 138 3.91 0.42 1.64 4.92 12.36 6.47 31.80 679.80 679.47 64.9 0.51% 30 29.23 5.95 0.18 146 144 4.32 0.70 102 3.02 10.00 7.01 21.20 683.22 683.00 40.2 0.55% 24 16.74 5.33 0.13 144 Future 0.12 0.90 0.11 3.13 10.11 6.98 21.87 682.90 676.33 670.0 0.98% 24 22.39 8.20 1.36 140 138 0.50 0.60 0.30 0.30 12.52 6.44 1.93 680.90 680.72 34.0 0.53% 15 4.70 3.70 0.15 138 136 0.06 0.90 0.05 5.27 12.69 6.40 3174 679.37 679.01 71.2 0.51% 30 29.16 5.94 0.20 136 134 0.15 0.60 0.09 5.36 12.87 6.37 34.13 678.91 677.90 187.8 O.54% 30 30.06 6.12 0.51 148 134 0.38 0.60 0.23 0.23 10.00 7.01 1.60 679.22 679.05 34.0 0.50% 15 4.57 3.42 0.17 134 132 0.28 0.45 0.13 5.71 13.32 6.28 35.88 677.80 677.24 96.1 0.58% 30 31.30 6.38 0.25 150 132 0.12 0.85 0.10 0.10 10.00 7.01 0.72 678.56 678.39 34.0 0.50% 15 4.56 2.69 0.21 132 154 0.25 0.50 0.13 5.94 13.55 6.24 37.06 677.14 676.74 78.1 0.51% 30 29.35 5.98 0.22 100 Ex. 13 015 0.40 0.30 0.30 10.00 7.01 2.10 683.92 683.70 43.0 0,51% 15 4.62 3.75 0.19 Block 29 &35 Ex. 9 Ex. 8B 10.80 0.35 3.78 3.78 20.00 5.29 20.01 694.00 689.10 211.7 2.31% 18 15.97 9.04 0.39 Ex. 8B Ex.7 0.53 0.35 0.19 3.97 20.34 5.25 20.84 689.00 685.10 170.0 2.29% 18 15.90 9.00 0.31 Ex.7 Ex.5 1.20 0.35 0.42 4.39 20.66 5.22 22.89 685.00 683.10. 132.6 1.43% 24 27.07 9.58 0.23 Ex. 13 Ex.11 0.92 0.45 0.41 0.71 10.21 6.96 4.97 683.60 683.25 115.2 0,30% 24 12.47 3.80 0.51 Ex. 11 Ex. 3 0.10 0.60 0.06 0.77 10.75 6.82 5.28 680.25 680.10 36.9 0,41% 24 14.41 4.28 0.14 Ex. 5 Ex. 3 1.61 0.50 0.81 5.19 20.81 5.20 27.00 680.30 679.60 80.4 0.87% 24 21.10 6.72 0.20 Ex.3 126 0.42 0.45 0.19 6.15 20.99 5.18 31.89 679.50 678.62 120.8 0.73% 30 35.00 8.07 0.25 128 126 0.32 0.75 0.24 0.24 10.00 7.01 1.68 679.96 679.77 37.0 0.51% 15 4.63 3.51 0.18 130 152 0.32 0.75 0.24 0.24 10.00 7.01 1.68 679.13 678.93 40.2 0.50% 15 4.55 3.47 0.19 126 152 0.49 0.52 0.25 6.65 20.99 5.18 34.45 678.52 677.68 92.1 0,91% 30 39.15 8.95 0.17 152 154 0.30 0.54 0.16 7.05 21.16 5.16 36.40 677.58 676.74 92.5 0,91% 30 39.07 9.05 0.17 154 156 0.50 0.52 0.26 13.25 21.33 5.14 68.17 676.64 675.60 150.0 0.69% 36 55.51 7.85 0.32 156 158 0.11 0.90 0.10 18.13 21.33 5.14 93.28 675.10 673.50 208.0 0.77% 42 88.20 9.17 0.38 Upper Ballard 156A Sed. Basin 68.17 675.50 673.40 226.0 0.93% 36 64.26 9.09 0.41 Future 162 Future 160 2.00 0.60 1.20 4.33 10.00 7.01 30.37 676.00 675.70 43.2 0.69% 30 34.18 7.83 0.09 Future 160 156 0.50 0.90 0.45 4.78 10.09 6.99 33.41 675.60 675.20 47.6 0.84% 30 37.58 8.61 0.09 I REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale w OM 0) z w U F-� J 06 O _ 5 C LU N 2 0� W H to No Q D F- U r O ®0 JJ o Cc W cc V OV >o j Z TOZ ^ vw` J 1= W 1 0 O Ir Ej Q \ Z I to Ug N _+ c J � R 'v' 1j LL Iii LL W cm W CL Uj p �• W 2 W p a REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale FILE NUMBER 8053 SHEET 1,�.� 19 of 220 w OM 0) N C0 z g J 06 O _ 5 C Co F- U 5 O v W ®0 JJ 0 0o FILE NUMBER 8053 SHEET 1,�.� 19 of 220 7",__ 1 D,O 2 P f< //. FUTURE QPP l ✓. [�LOOf�C ��� QP i 4j P 4.1, ��'' �J ,S SFr 9 �M 3 l �Qj Q 1°!� pp Imo' PA O . �\ Q- 6- B� O ! of 4o C� 6s R0'° w� F PA 1 SEE SHEET 21 A , o FUTURE E \ FUTURE, , PA a BLOCK 27 If s� PA h BLOCK 1 OT PA FUTURE STORM / ;\ SEWER PIPE PA 1 0 �► � � \AR ,�; � ;. TMP 55E -1 -C \ PA OLD TRAIL VILLAGE CENTER FG \ " MARCH MOUNTAIN PROPERTIES, L AR �AR % •>J ,\ DZONED: NMD 4ZM 453 (024 A 04- PRESENT USE - MIXED RETAIL • l �o \ RESIDENTIAL UNITS PA \\ � \ AR , , G7' PA \\ q \� • j of GT �.: - ./``' j% SEAL INLETS WATERTIGHT itiAFf ��asss �� %-°s�o SP�E� PA UNTIL FUTURE STORM SEWER �� J 10 F`N IS INSTALLED & OPERATIONALj'Zl'� °� °' \ GJ��� ' LANDSCAPING NOTES. \ • F, "' �V WIDTH SIGHT ISTANCE ESMT Q AY- DRIVEW , LOCATIONS 3 ¢� OPEN SYMBOL DENOTES EXISTING TREES SPACE ti°' AR OT `` \ N 2541 S.T. AR NN �,4 _ y . SYMBOL DENOTES PROPOSED TREES O f / •/ ; AR AR 1O � / AR 150, - BLO K 28 y AR 40P / AR PAS / G2P G2P ti OP ES4 � ��`�= FP PA \ <,� F'M y T�; FP FP FUTURE n, FP e�� j% BLOCK 28 GT ` �SO� /i� AR AR PENR �•J SPACE 35060 s.f. i GT N /Rlge� CpT Q \ VAR. WIDTH SIGHT �p - o B iF \ \ DISTANCE ESMT T S ,'� � ��' X886 SF�Ty \ `• �' 1 T ' X34 SMT 7 tST \, PA PORTION OF TIC QP MARCH N PR( T w i�¢¢ �� V �°¢� �, \ MD.B. 22133 p. u-VAR. TH (p �o� � - „ � � ¢ 2 � � D.B. 20 726 S R ESMT. Q{� �� • �, -- 35 pp ZONED: Nh PA ZMA 04 -0: ap v o • 1 _ T� S F UTURE BLOCK 290 DRIVEWAY LOCATIONS BLOCK 2 U �- 3 IST ES VARIABLE WIDT -o SIGH T D . ,. col �, (N k✓ P,4 OPEN GT ( T o p SPACE uP9 , • 11 35060 s.f..: DvLOZ 12 9 10 1 /� �Y Ex. F.H. � � DUPLEX N N s " c DUPLEX (oT LOT GT 2 LOT - CO - _ o� CD _ VA . WIDTH ESMT.TYP. PA 10' LANDSCAPE AND < SIDEWALK EASEMENT / 20 UTIL5� ydeMT. 1' •; ' D.B. 3442 pp. 188 -194 S '.,� �` �� 20 UTILITY EASEMENT / G W P PA �� �' D.B. 3442Y E. 188 -194 Class Al T e l A 1' G� P halt Path .1 T DRIVEWAY' Q)/ �'• `, 14 LOCATIONS GT OPEN SPACE ASEMENT . 963 sf. 15 l UTILITY ESMT. i M 0�9q� UT1A ESMT.TTYP. , • y�o 16 21 r� // ` p�TH 0�' F O� 17 PROPOSED VVIDIn 18 1q WATERLINE ESMT. ap I Dl 7 PA 20 PAS �� AMMY MARIE GEORGE Z QP �5��� QP PPc... �o moo. No. 0406001817 FP PA FP 'y - v C4PP ARC, _ D 3442 INA Rlgele ____ EE FRo- -� R_... - _�.._ _ SCALE 1"=50' 1 I (pT pp 1g8MENT ASS F.H. 50 0 50 100 o r EX. CURB BLOC 13 94 / �,� °� 20' UTILITY EASEMENT /� `` D.B. 3442 p. 188 -194 SCALE IN FEET & GUTTER ! i TAX Mqp k � l p D.B p4RC(FS �f 12 20' UTILITY EASEMENT (TO BE VACATED) STREET TREE REQUIREMENTS, NOTES & DETAILS STREET TREE CALCULATIONS - EXISTING GOLF DRIVE 565 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 11.30 STREET TREES REQUIRED 11 STREET TREES PROVIDED STREET TREE CALCULATIONS - EXISTING GOLF VIEW DRIVE 1342 LINEAR FEET OF ROAD FRONTAGE ® 1 TREE / 50 LINEAR FEET = 26.84 STREET TREES REQUIRED 27 STREET TREES PROVIDED STREET TREE CALCULATIONS - PROPOSED GOLF VIEW DRIVE 622 LINEAR FEET OF ROAD FRONTAGE ® 1 TREE / 50 LINEAR FEET = 12.44 STREET TREES REQUIRED 13 STREET TREES PROVIDED STREET TREE CALCULATIONS - PROPOSED ADDLE HILL ROAD 1192 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 23.84 STREET TREES REQUIRED 24 STREET TREES PROVIDED STREET TREE CALCULATIONS - PROPOSED ASHLAR AVENUE 1318 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 26.36 STREET TREES REQUIRED 27 STREET TREES PROVIDED STREET TREE CALCULATIONS - PROPOSED BELGROVE STREET 678 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 13.56 STREET TREES REQUIRED 14 STREET TREES PROVIDED SITE TREE CANOPY REQUIREMENTS BLOCK 28 BLOCK 29B PROPOSED MULTI – FAMILY SITE AREA = 0.54 AC. PROPOSED MULTI– FAMILY SITE AREA = 0.61 AC. 207 SITE CANOPY REQUIRED = 4666 SQ. FT. 207 SITE CANOPY REQUIRED = 5283 SQ. FT, SITE CANOPY PROVIDED = 8,680 SQ. FT. (377) SITE CANOPY PROVIDED = 11,324 SQ. FT. (437) PLANT LIST QUANTITY KEY BOTANICAL NAME COMMON NAME SIZE NOTE 10 -YR. TREE COVERAGE ALLOWANCE TOTAL 20 AR Acer rubrum "October Glory" OCTOBER GLORY RED MAPLE 1.5" CAL. B & B' 397 SF 7,940 SF 13 OT Gleditsia triacanthos inermis "Shade master" SHADEMASTER HONEYLOCUST 1.5" CAL. B & B' 424 SF 5,512 SF EX. PROP. OU w w COP) g Q. - J Z_ Z 4 8 FP Froxinus pennsylvanica "Patmore" PATMORE GREEN ASH 1.5 CAL. B & B , 604 SF 7,248 SF 5 25 PA Platan acerifolia us . x "us ood'> BLOODGOOD LONDON PLANETREE 1.5" CAL. B & B' 368 SF 11,040 SF 3 16 OP I Quercus phellos WILLOW OAK 1.5" CAL. B & B' 370 SF 7,030 SF TOTAL 38,770 SF NOTE. ALL TREES LOCATED WITHIN THE LINE OF SIGHT SHALL BE PRUNED AND MAINTAINED TO A HEIGHT OF AT LEAST 6 FEET. e REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1" =50' CONTOUR INTERVAL 2 FOOT W Cnm 0 Z N Z J 06 i 00 J Z N 0. 9 U U1 �V co w O U� QJ Z Jm O FILE NUMBER 8053 SHEET�4h, 20 of 22 U a z r w U F-1 n ` 0 N o _ go `./ rz W jo OU w w COP) g Q. - J Z_ Z Q ..o, N WU �� � VN ' 004 ow U1 �WU LL w 0 � 0� o �� W aW 0n �4 2W t co co W O a /� P040 REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1" =50' CONTOUR INTERVAL 2 FOOT W Cnm 0 Z N Z J 06 i 00 J Z N 0. 9 U U1 �V co w O U� QJ Z Jm O FILE NUMBER 8053 SHEET�4h, 20 of 22 r PROPOSED DEVELOPMENT (CUMULATIVE OF ALL BLOCKS) FOR OLD TRAIL VILLAGE BLOCK AREA (Ac.) BLOCK CLASSI- FICATION NON- RESIDENTIAL AREA (s.f.) RETAIL AREA (s.f.) RESIDENTIAL UNITS (1) AREA OF LOTS (Ac. AREA OF (Ac) RECREA- TTON (AC) (7) POCKET (Ac.) OPEN SPACE (Ac.) SINGLE FAMILY DETACHED UNITS SINGLE FAMILY ATTACHED UNITS TOWN HOUSE UNITS CONDO/ APART- MENT UNITS TOTAL UNITS GROSS RESIDENT. DENSITY (D.U. /Ac.) MARKET RATE UNITS 2 0_ AFFORDABLE UNITS TOTAL # MARKET RATE UNITS % OF TOTAL UNITS REQUIRED AFFORD -ABLE FOR SALE FOR RENT APART- MENTS ACCESS- ORY TOTAL BANKED UNITS BANKED UNITS USED NUMBER OF UNITS % OF TOTAL UNITS 1A 2.17 MIXED USE 24,231 10,855 0 0 0 39 39 18.0 32 82% 6 0 6 0 6 15.4% 0 0 1.29 0.26 N/A 0.00 N/A 1B 2.17 MIXED USE 28,731 14,500 0 0 19 33 52 24.0 39 75% 8 0 13 0 13 25% 5 0 1.29 0.26 N/A 0.00 N/A 2 4.9 MIXED USE 46,029 0 0 0 0 78 78 15.9 78 100.0% 0 0 0 0 0 0.0% 0 12 3.7 1.2 N/A 0.00 N/A 3A 6.8 MIXED USE 2,500 0 0 0 0 0 0 8.2 0 0.0% 0 0 0 0 0 0.0% 0 0 3.6 2.31 N/A 0.00 0.08 3B 0 0 0 0 25 0 25 19 76.0% 0 8 0 0 8 24.0% 2 0 1.2 0.0 0.0 0.00 0.04 3C 4,500 0 0 0 13 14 27 19 70.4% 8 0 8 0 8 29.6% 4 0 1.2 0.3 0.0 0.00 0.00 3D 0 0 4 0 0 0 4 4 100.0% 0 0 0 0 0 0.0% 0 1 1 0.0 0.0 0.00 0.00 4 3.1 MIXED USE 4,500 4,500 0 10 18 8 36 11.7 28 78% 5 8 0 0 8 22% 3 0 2.6 0.92 N/A 0.00 N/A 11 2.7 MIXED USE 2,000 0 4 16 12 5 37 13.5 35 95% 6 2 0 0 2 5% (4) 1 2.6 0.92 N/A 0.00 N/A 12 &15 4.0 S.F. 0 0 24 12 12 9 57 14.3 42 74% 9 6 0 9 15 26% 6 3.6 0.8 N/A 0.40 0.40 13 3.7 MIXED USE 3,000 0 29 0 0 0 29 7.9 29 100.0% 4 0 0 0 0 0.0% (4) 4 3.8 1.6 N/A 0.40 0.40 14 4.4 S.F. 0 0 20 0 0 0 20 4.5 20 100.0% 3 0 0 0 0 0.0% (3) 3 3.6 0.8 N/A 0.40 0.40 28/298/35B 10.7 S.F. 0 0 33 6 0 0 39 0.0 33 85% 6 6 0 0 6 15% 0 0 6.3 2.5 N/A 0.0 1.14 29A 0.9 S.F. 0 0 5 0 0 0 5 5.6 5 100.0% 1 0 0 0 0 0.0% (1) 0 0.9 0.0 0.0 0.0 0.0 35A 2.7 S.F. 0 0 8 0 0 0 8 2.2 8 100.0% 1 0 0 0 0 0.0% (1) 0 1.9 0.8 0.0 0.0 0.0 TOTAL 46.3 111,351 - 58,029 29,855 126.0 57.0 816.0 94.0 363.0 306.0 54.0 28.0 19.0 9.0 56.0 15% 48.0 23.0 34.1 10.8 0.0 0.87 1.91 % OF TOTAL AFFORDABLE UNITS 27.1% 75.0% 0.0% NET BANKED UNITS AVAILABLE 2 LANDSCAPING NOTES: SYMBOL DENOTES EXISTING TREES SYMBOL DENOTES PROPOSED TREES PROPOSED DEVELOPMENT FOR OLD TRAIL VILLAGE NOTES (1) HOUSING EQUAL TO FIFTEEN PERCENT (15 %) OF THE TOTAL RESIDENTIAL UNITS CONSTRUCTED AT OLD TRAIL VILLAGE DEVELOPMENT SHALL BE PROVIDED IN THE FORM OF FOR -SALE CONDOMINIUMS AND TOWNHOUSES AND FOR -RENT CONDOMINIUMS, TOWNHOUSES, APARTMENTS AND ACCESSORY UNITS. EACH SUBDIVISION PLAT AND SITE PLAN FOR LAND WITHIN THE OLD TRAIL VILLAGE DEVELOPMENT SHALL DESIGNATE THE LOTS OR UNITS, AS APPLICABLE. THAT WILL, SUBJECT TO THE TERMS AND CONDITIONS OF PROFFER #2 OF ZMA- 2004 -024, INCORPORATE AFFORDABLE UNITS AS DESCRIBED IN PROFFER #2 OF ZMA- 2004 -024, AND THE AGGREGATE NUMBER OF SUCH LOTS OR UNITS DESIGNATED FOR AFFORDABLE UNITS WITHIN EACH SUBDIVISION PLAT OR SITE PLAN SHALL CONSTITUTE A MINIMUM OF FIFTEEN PERCENT (15 %) OF THE LOTS IN SUCH SUBDIVISION PLAT OR SITE PLAN. (2) WHEN BUILT -OUT, AT LEAST FORTY PERCENT (40 %) OF THE AFFORDABLE HOUSING DWELLING UNITS SHALL BE FOR -SALE UNITS. (3) WHEN BUILT -OUT, NO MORE THAN THIRTY PERCENT (30 %) OF THE AFFORDABLE HOUSING DWELLING UNITS MAY BE FOR -RENT APARTMENTS. (4) WHEN BUILT -OUT, NO MORE THAN THIRTY PERCENT (30 %) OF THE AFFORDABLE HOUSING DWELLING UNITS MAY BE ACCESSORY UNITS. "ACCESSORY UNITS" SHALL MEAN ACCESSORY APARTMENTS AS DEFINED IN THE ALBEMARLE COUNTY CODE, CHAPTER 18, SECTION 5.1.34, AND A UNIT WITHIN A TWO- FAMILY DWELLING AS A TWO FAMILY DWELLING IS DEFINED IN THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE. (5) THE OWNER MAY "CARRY -OVER" OR "BANK" CREDITS FOR AFFORDABLE UNITS IN THE EVENT AN INDIVIDUAL SUBDIVISION PLAT OR SITE PLAN DESIGNATES AFFORDABLE UNITS THAT IN THE AGGREGATE EXCEED THE FIFTEEN PERCENT (157.) MINIMUM FOR SUCH SUBDIVISION PLAT OR SITE PLAN, AND SUCH ADDITIONAL AFFORDABLE UNITS MAY BE ALLOCATED TOWARD THE FIFTEEN PERCENT (157.) OF THE TOTAL UNITS ON ANY SUBDIVISION PLAT OR SITE PLAN. (6) THERE ARE NO OPEN SPACES AND /OR RECREATION AREAS WITHIN THE BOUNDARIES OF THIS PRELIMINARY PLAT, AS DESIGNATED BY THE APPROVED CODE OF DEVELOPMENT AND GENERAL DEVELOPMENT PLAN FOR OLD TRAIL VILLAGE NEIGHBORHOOD MODEL DISTRICT. (7) AT LEAST THREE (3) POCKET PARKS TOTALING AT LEAST 1.2 ACRES TOTAL SHALL BE DEVELOPED THROUGHOUT OLD TRAIL VILLAGE. POCKET PARKS SHALL BE DISTRIBUTED THROUGHOUT THE DEVELOPMENT AS SPECIFIED ON PAGE 21 OF THE CODE OF DEVELOPMENT FOR OLD TRAIL VILLAGE. NOTES: 1. BLOCK 3C CONTAINS 13 AFFORDABLE APARTMENT UNITS BY DEFINITION. HOWEVER, BASED ON THE APPROVED CODE OF DEVELOPMENT AND PROFFERS, ONLY 30% OF THESE UNITS CAN COUNT TOWARD THE AFFORDABLE HOUSING REQUIREMENT. 15% ARE USED WITHIN THIS BLOCK AND AN ADDITIONAL 15% ARE BEING BANKED FOR FUTURE DEVELOPMENT REQUIREMENTS WITHIN THE OTHER BLOCKS. THE CHARTS HAVE BEEN UPDATED TO REFLECT THAT ONLY 8 UNITS OF THE 13 UNITS CAN BE COUNTED AS AFFORDABLE UNITS, AND THE OTHER "AFFORDABLE" UNITS HAVE BEEN LISTED AS MARKET RATE UNITS. NTH 07� 06AMMY MARIE GEORGE Z U No. 0406001817 / VARIABLE WIDTH SLOPE ESMT.� 0 0 / D.B. 2886 pp. 134 -155 MG�CI�M/1UM ELEVATION OF MILL / TO BE MOWOO R DD FOR � A MAXHIUM ELEVATION OF 684 / THROUGHOUT HOo UT C00 NSTU, MOTION � 20' SANITARY SEWER ESMT./ D.B. 2886 pp. 134 -155 SCALE 1"=50' / 50 D 50 100 \I� 1 �. 22' DRAINAGE \ SCALE IN FEET I �. EASEMENT PORTION OF TMP 55E -1 Al MARCH MOUNTAIN PROPERTIES, LLC D.B. 2233 p. 389 D.B. 2035 pp. 726 -736 (plat) ZONED: RA PRESENT USE - GOLF COURSE 1111 EXISTING \__ \ ;DLO' DRA AGE EASEMENT % (P LL BE ABANDONED) ORTION OUTSIDE R /W. 1 SH f i 1=P 00 i P j G2P yr` vi 12 G?P f, FUTURE r ap 96 >S SOl 9 pROp ez0 096's z O,Cxr sF a R3 ip 59 rr / F, k I' : di 0 Pfd T '< O Qv 1 GT QJ 10 / r r ®Ili► .,� /���� i DRIVEWAY- LOCATIONS ii PQ , 3 Q� OPEN SPACE 2541 s.f. 1z F 1 FUTURE BLOCK 7 DECIDUOUS TREE PLANTING DETAIL GALVANIZ� GUY WI 2 "X2" HARDWOOD STAKES GALVANIZED RUBBER HOSE GUY WIRE 2 "X2" HARDWOOD STAKES Z PPING SHREDDED HARDWOOD MULCH MIN. 3" DEPTH BALL DIAMETER REMOVE BURLAP FROM TOP 1/3 OF BALL iEARTH BERM iAROUND TREE SHRUB PLANTING DETAIL ,LAP FROM BALL ARTH BERM ,ROUND BED D HARDWOOD ILCH DEPTH) L W� U O Q7 k Z gz r J old U JN M1111' ' w - a' Q U W •� W 1111 EXISTING \__ \ ;DLO' DRA AGE EASEMENT % (P LL BE ABANDONED) ORTION OUTSIDE R /W. 1 SH f i 1=P 00 i P j G2P yr` vi 12 G?P f, FUTURE r ap 96 >S SOl 9 pROp ez0 096's z O,Cxr sF a R3 ip 59 rr / F, k I' : di 0 Pfd T '< O Qv 1 GT QJ 10 / r r ®Ili► .,� /���� i DRIVEWAY- LOCATIONS ii PQ , 3 Q� OPEN SPACE 2541 s.f. 1z F 1 FUTURE BLOCK 7 DECIDUOUS TREE PLANTING DETAIL GALVANIZ� GUY WI 2 "X2" HARDWOOD STAKES GALVANIZED RUBBER HOSE GUY WIRE 2 "X2" HARDWOOD STAKES Z PPING SHREDDED HARDWOOD MULCH MIN. 3" DEPTH BALL DIAMETER REMOVE BURLAP FROM TOP 1/3 OF BALL iEARTH BERM iAROUND TREE SHRUB PLANTING DETAIL ,LAP FROM BALL ARTH BERM ,ROUND BED D HARDWOOD ILCH DEPTH) L REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1" =50' CONTOUR INTERVAL 2 FOOT W� U v a) N Z gz r J old U JN M1111' ' w - a' Q U W •� W Z� 2 0_ 5 2 ON No M� U Q rz LU O 2 Ov ?o z g aZ J Q 0 (0 W V Q VQ �:W V) J 08 N w Q ` 2� Q to Urn LU � N �.j (0 Uj (D O ua co LL W 8 0 rc O ti �i LU Q. LU 0 O� Lu 0W O 0- REVISIONS June 06, 2014 PER COUNTY COMMENTS July 29, 2014 Comments August 20, 2014 Comments Oct. 10, 2014 Comments DATE January 31, 2014 Scale 1" =50' CONTOUR INTERVAL 2 FOOT FILE NUMBER 8053 SHEET 21 of 22 W� v a) N Z gz J old a. JN M1111' ' w - a' Q U W i 00 co 0 z W JJ O 5 FILE NUMBER 8053 SHEET 21 of 22