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HomeMy WebLinkAboutSDP201700057 Plan - Submittal (First) Final Site Plan and Comps. 2018-02-20/ 61-r= ne-re OWNER / DEVELOPER: MARCH MOUNTAIN PROPERTIES LLC CONTACT.- DAVE BROCKMAN 1005 HEATHERCROFT CIRCLE, SUITE 400 CELL: (702)-985-9088 CROZET, VA 22932 dave@oldtrailvillage.com PLAN PREPARER: ROUDABUSH, GALE, & ASSOCIATES 914 MONTICELLO ROAD CHARLOTTESVILLE, VA. 22902 (434)-977-0205 TAX MAP PARCEL No: 055EO-O 1-22-00000 PARCEL AREA: 25.886 ACRES ZONING: NEIGHBORHOOD MODEL DISTRICT IN ACCORDANCE WITH PROFFERS OF ZMA 2015-00001 APPROVED FEBRUARY 1, 2016 USE: (28) SINGLE FAMILY ATTACHED UNITS & (17) TOWNHOMES BUILDING HEIGHT: NOT TO EXCEED 4 STORIES SETBACKS: FRONT, SIDE & REAR: 5' FRONT MAXIMUM: 25' AREA SUMMARIES: LOTS: 157,556 SF PRIVATE ROW: 74,555 SF PUBLIC ROW: 0 SF OPEN SPACE: 8,720 SF LOT AREAS: LOT# BLOCK TYPE SF AC 1 22 TH 2955 0.07 2 22 TH 1748 0.04 3 22 TH 1743 0.04 4 22 TH 1752 0.04 5 22 TH 1771 0.04 6 22 TH 2152 0.05 7 22 TH 2164 0.05 8 22 TH 1785 0.04 9 22 TH 1780 0.04 10 22 TH 2139 0.05 11 22 TH 2128 0.05 12 22 TH "1752 0.04 13 22 TH "1750 0.04 14 22 TH 1748 0.04 15 22 TH 2095 0.05 16 22 SFD 5499 0.13 17 22 SFD 4608 0.11 18 22 SFD 5713 0.13 19 22 SFD 5707 0.13 20 22 SFD 4290 0.10 21 22 SFD 5306 0.12 GROSS RESIDENTIAL DENSITY.- 1.8 UNIT/ACRE LOT# BLOCK TYPE SF AC 22 22 SFD 4683 0.11 23 22 SFD 4147 0.10 24 22 SFD 4586 0.11 25 22 SFD 4532 0.10 26 22 SFD 4008 0.09 27 22 SFD 3964 0.09 28 22 SFD 4578 0.11 29 22 SFD 4802 0.11 30 22 SFD 3931 0.09 31 22 SFD 3930 0.09 32 22 SFD 4396 0.10 33 22 SFD 5234 0.12 34 22 SFD 4842 0.11 35 22 SFD 5256 0.12 36 22 SFD 4915 0.11 37 22 SFD 6155 0.14 38 22 SFD 4503 0.10 39 22 SFD 3327 0.08 40 22 SFD 3316 0.08 41 22 SFD 3363 0.08 42 22 SFD 3459 0.08 43 22 SFD 5044 0.12 BLOCK 22 TOTAL AREA: 157556 SF, 3.62AC AIR 3ki ;&xc� MAGISTERIAL DISTRICT. WHITE HALL MAGISTERIAL DISTRICT STORMWATER MANAGEMENT' AS DEFINED BY THE OVERALL STORMWATER MASTER PLAN WP^201600009, APPROVED 4/2512016 WATERSHED: LICKINGHOLE CREEK TOPOGRAPHY. LOUISA AERIAL SURVEYS, AUGUST 2012 ROUDABUSH GALE & ASSOC. TOPOGRAPHIC FIELD SURVEY FROM JUNE 2015 FIELD SURVEY BY ROUDSBUSH, GALE & ASSOC. JULY 2017 MONITORED FOR USE AS STOCKPILE AREA FOR BALANCED EARTHWORK VOLUMES. BENCHMARK. STORM SEWER INLET TOP = 695.13 DATUM: VERTICAL - NAVE 88, HORIZONTAL - NAD 83 CRITICAL SLOPES: CRITICAL SLOPES EXIST WITHIN THE PROPERTY LIMITS, BUT OUTSIDE OF THE PROJECT' LIMITS FLOODPLAIN: THIS PROJECT IS LOCATED WITHIN "ZONE X" AS SHOWN ON FLOOD INSURANCE RATE MAP. COMMUNITY PANEL NUMBER 510003C 0237 D. EFFECTIVE DATE: FEBRUARY 4. 2005. PARKING REQUIRED: TWO (2) PARKING SPACES FOR EACH SINGLE FAMILY DETACHED & ATTACHED DWELLING= (45*2) = 90 PARKING SPACES ONE & ONE-QUARTER PARKING SPACES PER ACCESSORY UNIT= (12*1.25) = 15 PARKING SPACES SHEET 1 ---------- COVER SHEET SHEET 15 -------- ROAD PROFILES SHEET 2 ---------- EXISTING CONDITIONS/DEMO SHEET 18 -------- STORM SEWER PROFILES SHEET 3 --------- OVERALL SITE LAYOUT SHEET 4 ---------- SITE PLAN SHEET 5 ---------- SITE PLAN SHEET 6 ---------- UTILITY PLAN SHEET 7 ---------- UTILITY PLAN SHEET 8 ---------- GRADING PLAN SHEET 9 ---------- GRADING PLAN SHEET 18 -------- DRAINAGE MAP SHEET 11 -------- TYPICAL SECTIONv3, NOTES, & DETAILS SHEET 12 -------- CONSTRUCTION. NOTES & DETAILS SHEET 13 -------- LANDSCAPE PLAN SHEET 14 -------- LANDSCAPE PLAN, NOTES, & DETAILS EXISTING INTERMEDIATE CONTOUR - " -""" j•2- ._....._._. PROPOSED TREE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR EXISTING INDEX CONTOUR VICII'NITY I�IIAP EXISTING WATERLINE W/ TEE OTHER CONSTRUCTION. ALL SLOPES AND DISTURBED PROPOSED CONTOUR -20 PROPOSED WATERLINE W/ TEE W =+-- EXISTING EDGE OF PAVEMENT Ex. EP EXISTING FIRE HYDRANT THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HOR17ONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, PROPOSED EDGE OF PAVEMENT -----EP --- --- PROPOSED FIRE HYDRANT SLOPES OF 3:1 LESSE6. RMATELI O B AHI V A EXISTING CURB AND GUTTER-- Ex' G&G EXISTING WATER VALVE PASSER RIP RAP OR STABIRIZBETT BE REQUIRED WHEN IN THE OPINION OF PROPOSED CURB AND GUTTER -- CG -6 PROPOSED WATER VALVE --0 W GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION, AND APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. TRANSITION FROM CG -6 ROLL-TOP CG -6. ROLL --TOP __ �.>�-- PROPOSED WATER METER- c) EXISTING STORM SEWER RCP -- ---- - ---- EXISTING REDUCER ► PROPOSED STORM SEINER 15 RCP � -�:- PROPOSED REDUCER ---i W '-' EXISTING SANITARY SEWER AND FROM ADJACENT ROADS. HANDICAP RAMP (CG -12) UNLESS OTHERWISE NOTED, ALL CONCRETE PIPES SHALL BE REINFORCED CONCRETE PIPE -CLASS III. (2) GUEST SPACES PER SINGLE FAMILY ATTACHED UAVIT WITH 18' DRIVE 7. DENOTES LO ATION OF STD. VDOT CG 12AND JURISDICTIONAL HPDE PIPES MAY BE INSTALLED IN LIEU OF CLASS III RCP, AND SHALL CONFORM TO AASHTO M294. PROPOSED SANITARY SEWER s --- STANDARD RRRAMP CONSTRUCTION ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY( WITH OSHA STANDARDS FOR PROPERTY LINE __ PARKING INDICATOR 12 TOTAL PROVIDED= 149 PARKING SPACES 9. INDICATES THE NUMBER OF TYPICAL PARKING SPACES VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. EASEMENT LINE -- ^ -__ BENCHMARK 10. CENTERLINE - -- - DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. LIMITS OF CLEARING AND/OR GRADING CRITICAL SLOPE SLOPES TO BE SEEDED, MULCHED &TACKED THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE TO BE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. EXISTING SPOT ELEVATION +12,0 VDOT STANDARD CD -1 OR CD -2 CROSS -DRAINS ARE TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS PROPOSED SPOT ELEVATION AS SHOWN ON THE ROAD PROFILES. VEHICLES PER DAY COUNT IBD A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO ;12.0 INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. LIMITS OF DEMOLITION 14. PROPOSED STREET NAME SIGN - EXISTING FLOODPLAIN EXISTING SIGN --- - STREAM BUFFER- PROPOSED SIGN EXISTING TREE DRIP LINE SANITARY MANHOLE IDENTIFIER O EXISTING TREESTORM x. DRAIN STRUCTURE IDENTIFIER 12 GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PEFRMIT 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 REQUIREMENT OF THE PERMIT SHALL GOVERN, VDOT MUST BE CONTACTED AT- LEAST 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. CBR's SHALL BE SUBMITTED TO VDOT FOR REVIEW & APPROVAL. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE ONE (1) GUEST SPACE PER FOUR (4) UNITS GENERAL CONSTRUCTION NOTES FOR STREETS EXISTING IMPERVIOUS AREA: 0 SF APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR (4314)= 11 PARKING SPACES VICII'NITY I�IIAP 4. OTHER CONSTRUCTION. ALL SLOPES AND DISTURBED TOTAL REQUIRED= 116 PARKING SPACES OF COMMUNITY DEVELOPMENT (296-5832) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. AREAS ARE TO BE FERTILIZED, SEEDED, AND MULCHED, 2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HOR17ONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, PARKING PROVIDED: (2) GARAGE SPACES PER TOWNHOUSE UNIT SCALE: 1"=1000 FEET SLOPES OF 3:1 LESSE6. RMATELI O B AHI V A (15 UNITS*2 SPACES=30 SPACES) 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. PASSER RIP RAP OR STABIRIZBETT BE REQUIRED WHEN IN THE OPINION OF (2) GUEST SPACES PER TOWNHOUSE UNIT WITH 18' DRIVE ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE, COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION, AND APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. LIGHTING: 1. ALL PROPOSED LIGHTING WILL NOT EXCEED 3,000 LUMENS. CHANNEL. (15 UNITS*2 SPACES=34 SPACES) 7. TRAFFIC CONTROL SIGNS SHALL CONFORM TO lt-IE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL (2) GARAGE SPACES PER SINGLE FAMILY ATTACHED bINIT OF PAVEMENT TO THE FACE OF GUARDRAIL AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN 7 FEET. OR SHIELDED TO REFLECT LIGHT AWAY FROM ADJOINIING RESIDENTIAL DISTRICTS DEVICES. (28 UNITS*2 SPACES=56 SPACES) AND FROM ADJACENT ROADS. 8, UNLESS OTHERWISE NOTED, ALL CONCRETE PIPES SHALL BE REINFORCED CONCRETE PIPE -CLASS III. (2) GUEST SPACES PER SINGLE FAMILY ATTACHED UAVIT WITH 18' DRIVE 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH, AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE HPDE PIPES MAY BE INSTALLED IN LIEU OF CLASS III RCP, AND SHALL CONFORM TO AASHTO M294. (6 UNITS*2 SPACES= 12 SPACES) STRICTLY ADHERED TO. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY( WITH OSHA STANDARDS FOR (17) ACCESSORY UNIT SPACES PROVIDED WITH ADDITIONAL PARKING NO EVIDENCE OF A BURIAL SITE WAS FOUND ON THIS PORTION OF PARCEL Al. CONSTRUCTION INDUSTRY (29 CFR PART 192.6). TOTAL PROVIDED= 149 PARKING SPACES 9. 10. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. Za99aim,"y L.j � rt 22841 �sv� 0", 1.��?sj ONAL �ZyG APPROVALS GENERAL CONSTRUCTION NOTES FOR STREETS EXISTING IMPERVIOUS AREA: 0 SF DATE PLA14NING / ZONING 1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT PROPOSED IMPERVIOUS AREA: 192,500 SF OF COMMUNITY DEVELOPMENT (296-5832) 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 PROPOSED TURF AREA: 331,090 SF SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY IF A 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 TO VDOT FOR APPROVAL. LANDSCAPING: SEE LANDSCAPING PLAN FOR PLANTINGS, SCHEDULE ,AND SPECIFICATIONS, NOTES AND 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. DETAILS 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. LIGHTING: 1. ALL PROPOSED LIGHTING WILL NOT EXCEED 3,000 LUMENS. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, FOUR (4) FEET OFFSET FROM THE EDGE 2. EACH OUTDOOR LUMINARIES EQUIPPED WITH A LAMP THAT EMITS 3,OOD OR MORE INITIAL LUMENS SHALL BE A FULL CUTOFF LUMINARIES AND SHALL BE ARRANGED OF PAVEMENT TO THE FACE OF GUARDRAIL AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN 7 FEET. OR SHIELDED TO REFLECT LIGHT AWAY FROM ADJOINIING RESIDENTIAL DISTRICTS 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9 A B, OR C ) AND FROM ADJACENT ROADS. 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE -1. J. ALL OUTDOOR LIGHTING SHALL BE ARRANGED OR SHIELDED TO REFLECT LIGHT 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH, AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE AWAY FROM ADJOINING RESIDENTIAL DISTRICTS AND AWAY FROM ADJACENT ROADS. 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 NO EVIDENCE OF A BURIAL SITE WAS FOUND ON THIS PORTION OF PARCEL Al. 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 THE STREAM BUFFER(S) SHOWN HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE THE ALBEMARLE ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. COUNTY WATER PROTECTION ORDINANCE. 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. JURISDICTIONAL WETLANDS SHOWN HEREON THESE PLANS DEFINED BY UNITED STATES ARMY CORPS OF ENGINEERS (USACE) 11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE TO BE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 12. VDOT STANDARD CD -1 OR CD -2 CROSS -DRAINS ARE TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. THIS SITE IS NOT LOCATED WITHIN AN AGRICULTURAL -FORESTAL DISTRICT 13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO THIS SITE IS LOCATED WITHIN THE WATERSHED OF A PUBLIC WATER SUPPLY RESERVOIR. INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. 14. INSPECTION & TESTING OF ALL ROADS DEDICATED FOR PUBLIC US SHALL BE COORDINATED WITH VDOT FOR ACCEPTANCE INTO THE STATE SYSTEM. \\THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552 -7001) Za99aim,"y L.j � rt 22841 �sv� 0", 1.��?sj ONAL �ZyG APPROVALS DEPARTMENT OF COMMUNITY DEVELOPMENT DATE PLA14NING / ZONING ENGINEERING INSPECTIONS ARCHITECTUAL REVIEW BOARD DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VA. DEPARTMENT OF TRANSPORTATION K W 0 0 8 141 4) D go CCW >0 O ~J z it- `°8 �z N �c\1 Q� Lc ..j Lu� Du- o� W a: rt vcm 0 z Z 0 94 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL FILE NUMBER 8053 SHEET 1 OF 16 `. _H OA CHEN & WEIMINl -- - - 1 1P 55E-01-29-2 I CL ROAD DATA US RESIDENTIAL + ADDLE HILL ROADwoo -� Z „ANMD �\ t Station Nam ID Bearing Radius Length Arc Length Delta Anale ` '- j i ° _ _ ,,,.__-___. I _ _ i 10+00.000 60LfrDRNE ,�� � ,_.___.__ S 21 ° 56' 24" E ADDLE HILL ROAD 10+55.077 PC ` ` I; - 49.342 04'40'50"- 61' PUBLIC RIGHT-OF-WAY --- M - NEW 30' EMERGENCY 604.006�. _.. _� _- r ;' - - 11+04.419 PT\\ _ i - - --. DB 4556 PG 173-179 -" ACCESS l r� '� �� EASEMENT Total Length: 104.419' GUILDFORD PLACE Station ID Bearing Radius Leith Arc Length Delta Angle GOLF8 DRIVE (RT 1 1 C C STD VDOT PE -1 1-1 RW 10+00.000 PC - _ IABLE WIDTH PUB _.._------ - -` 1289.688' 133.840' 05°56'46" WRACTOR TO PAY - N' C� -. � __ _ - ___--_ (PRIV. ENTRANCE) VA 3442 PG 188 - 194 (PLAT) 11+33.840 PT ECIAL ATTENTION TO „ _ 900.098' 60.308' 03°50'20" - - - a AR PROPERTY LINE `� m "-- -__+ DB 2886 PG 134 - 155 (PLAT) 11+94.148 PT E4S TO ENSURETI 669.288' 181.091, 15°30'10" ERE IS NO -- - - - - - - --r:_ - BX3442I P.G. ESM'T188 ___ --_---., ., ,. _ ,, � _ m. _,-- � 1�J r Ex. UT lTY ESM a. . 13+75 239 PT ICROACHMENT INTO - � srn 3 D. B. 3 42 P.G. 88 14 2095SF r 2955SFZ' �U rn + 1748SF 0.05AC 0.07AC 0.04AC 0.04AC DENOsALBEMARLE COUNTY / 1750SF 0.04AC $ 7 IS CRITICAL SLOPES 43SF 2128SF 0.04AC 0.04Ac+ 0.05ACC752SI r 10 1 17 4 cn SF 0.04AC 1 71S 6 7 8 cr 9 2139SF / 0.04AC 2152SF i1. j 2164SF N 1785SF `�780SF 0.05AC 0.04AC L 162 0.05AC N 0.05AC 0.04AC 0 13� v - C 163 `\ USACE JUR DIC 70+so L 164 1j o L 165 I L170 �,.✓'` �� WETLANDS L166 1-169 11*00 C2 L167 L168 4+°� o + 1+ + o 1�` 0 71+5p-.. _ 13+_�y Aa i +0012+50 -W WFO�� 27' TE ROW 16 7 I Gbh 1-109 1-110 1-'111 1-112 1-113 02� 1 5499SF 13AC 6155SF 0. o m 0.14AC o G m E4 0 a1 rn 5 U + 1-8 17 V'13 4608SF 36 0.11AC 4915SF 381c) 39 00 00 42 0r00.11AC dl w °' 43 vuF7 4353SF 40 O0 4 , cn � 3325SF ! 0.10AC 0.08AC 33118SF 3357SF 5221SF u, 0.08AC 0.08AC 0.08AC 16 5255 I 5713SF 0.12AC O.Z3AC , tA' 34 4841SF 0.11AC 1-91 L L92 1-93 �L95 L96 1-63 ' L82 ----___,.._.__-------_ 1 10+00 3 7424SF 10+50 r \\\ L 132 L 131 -17,00 i q t*FW 030 +eo -- ti 19 5707SF C 129 20 0 o tiQ 0.13AC 33 L 128 C21 � 5234SF 20 �- SPECIAL ATTENTION TO 0.12AC ; rn 2xs 4290SF o REAR PROPERTY LINE 32 0.1 OAC ' NAVM lama` 9.0 AREAS TO ENSURE 4396SF 31 020 0, THERE IS NO v ENCROACHMENT INTO �� 0.1OAC 3930SF DEO SMAY BUFFER. 0.09AC 31 / 5321 3931SF - a cl 0.09AC d� oo ,� O.Z2AC C1 29 4803SF ��2j C3 V; 1Y t asoft --_ 0.11AC / x`20 / C4 \a v°1 L 10 / C5 1 4578SF o C6 `� - 0.11AC / 73 1 i C7 \ , � L 1 1� xso qV C8 1� 7 ---L 12gi_ C9 MWA mom 27 clo cil L 13 100 wP0 _ (1¢ 0909AC C12 ? • /// C12 IN I 1mum man \ 26 \ V' USACE JURISDICTIONAlow Ulm L WETLANDS / 4008SF m , 25 "mow 50' �/PD B 4532SF - OFFER "�� / o.iflAC / OF 0% w 4 ?> Jimmy L. Taggart Lic. No, 22841 Q I ONAL SCALE 1° = 30' 30 15 0 30 60 SCALE IN FEET BLOCK AREA (AC) LINE BEARING DISTANCE L1 1873.038' 98.391' 03°00'35" :0 STREAM BUFFER, N 24'03'01" W 23.72' -.9-4'--[7-6-S---09'49'15" 14+73.630 PT N 24'31'12" W TO W 97.46' L4 S 24'31'12'r E 42.56' MARKET RATE UNITS AFFORDABLE UNITS BLOCK RETAIL GROSS TOTAL NON-RESIDENTIAL AREA S. F. S. F. TOWN CONDO / CLASSIFIC RESIDENTiA TOTAL # REQUIRED FOR RENT AREA (SQ. FT.) (SQ. DETACHED ATTACHE HOUSE APARTMENT TOTAL UNITS % OF TOTAL FOR ACCESSOR TOTAL % OF ATION FT.) UNITS D UNITS UNITS UNITS L DENSITY MARKET RATE UNITS AFFORDABL APARTMENT SALE Y NUMBER TOTAL (DU/AC) UNITS E S OF UNITS UNITS BANKED UNITS 1A 2.17 mixed use 24,231 10;,855 50.000' 66.525' 76°13'55" 0 38 38 15+40.155 PT 82% 6 0 7 0 7 18% 1 1B & 3C N 26'13'47" W 28,731 14„500 0 0 r 15+97.884 52 14.1 39 75% 8 0 13 0 Total Length: 597.884' 5 2 4.9 mixed use 46,029 0 0 ASTELL STREET Station ID 0 Radius Length Arc Length Delta Angle 0 0% o0 10+00.000 PC 0 0 0% 0 3A 3B 3D 6.8 mixed use 2,500 0 0 0 0 0 0 0 3 581.187' 86.399' 08°31'03" 0 0 0 0 25 3 4.1 10+86.399 PT 0 4 0 0 6 0 0 0 0 0 0 0 0 6 0 0% 24% 0% 0 2 (0) 4 3.1 mixed use 294.548' 72.640' 14°07'48" 0 10 18 11+59.039 PT 11.7 28 78% 5 8 0 0 Total Length: 159.039' 3 7 1.1 mixed use 0 0 0 HEDWORTH STREET 0 0 12 10.7 12 0% 2 0 Station ID Bearina Radius Length Arc Leith Delta Angle 5.1 w 10+00.000 PC 30 7 12 9 58 11.4 43 74% 9 S 35°29'22" E 9 15 26% 6 10 10+35.972 PT 0 10 0 0 25 0 25 7.4 21 84% 4 1986.854' 25.806' 00°44'39" 4 16% 10+61.778 PT 2.7 mixed use 2,000 10 4 16 12 0 32 11.7 27 89.919' 20.847' 1,3'17'0 1 " 0 0 10+82.625 PT 0 13 3.7 mixed use 3,000 10 29 0 0 0 29 174.977' 28.429' 09°18'32" 4 0 11+11.053 PT 0 0% (4) 14 4.4 SF 0 10 20 S 11°01'49" E 0 20 4.5 20 100% '11+52.412 PC 0 0 0 0% (3) 16 6.5 NIA 0 10 25 183.955' 43.195' 13°27'14" 32 4.9 1 1+95.607 PT 5 0 0 5 5 DEQ STREAM 41 17/18 6.2 S 06°26'30" W 10 6 1 28 EX. 0 12+30.975 5.5 29 85% 5 0 0 STABILIZATION & 5 Total Length: 230.975' 20/21 5.4 N/A 360 10 4IPARIAN BUFFER 0 0 0 0 0.0 0 0% 0 > TORATION ESM'T 0 0 0 0% 0 22 25.9 mixed use 3665 P.G. 613 10 AVONDALE LANE 28 15 12 55 2.1 45 0% 8 Station ID Bearing Radius Length Arc Length Delta Angle 23 3.4 10+00.000 PC IO 0 13 0 0 13 3.8 13 100% 2 0 1727.180' 36.226' 01 ° 12'06" 0% r- 10+36.226 PT SF 0 10 9 0 16 U' 33 10.6 N 76°36'54" E 5 0 0 8 8 10+50.033 PC 28/2913/35A 7.9 SF 0 0 32 0 0 0 32 4.1 2032015.522' 69.968' 00°00'07" 0 0 11 +20.001 PT 0% (5) 29A 1.7 SF 0 0 6 0 0 0 13387.143' 73.833' 00°18'58" 100% 1 11+93.834 PT 0 0 0% (1) 35 1.9 _ 0 0 7 0 191.647' 65.958' 19°43'09" l 7 12+59.792 PT 0 0 0 0 0% (1) TOTAL 88.5 111,351 - 58,029 29,855 450.268' 27.483 03°29'50" 108 542 12+87.275 PT 84% 81 25 1 20 43 88 16% 1 7 S 80°11'21" E 15+78.815 1 Total Length: 578.815' 1 PRIVATE ALL Station Bearing 10+00.000 S 09°49'15" W 10+65.000 • Total Length: 65.000' CONTRACTOR TO od � srn 3 D. B. 3 42 P.G. 88 14 2095SF r 2955SFZ' �U rn + 1748SF 0.05AC 0.07AC 0.04AC 0.04AC DENOsALBEMARLE COUNTY / 1750SF 0.04AC $ 7 IS CRITICAL SLOPES 43SF 2128SF 0.04AC 0.04Ac+ 0.05ACC752SI r 10 1 17 4 cn SF 0.04AC 1 71S 6 7 8 cr 9 2139SF / 0.04AC 2152SF i1. j 2164SF N 1785SF `�780SF 0.05AC 0.04AC L 162 0.05AC N 0.05AC 0.04AC 0 13� v - C 163 `\ USACE JUR DIC 70+so L 164 1j o L 165 I L170 �,.✓'` �� WETLANDS L166 1-169 11*00 C2 L167 L168 4+°� o + 1+ + o 1�` 0 71+5p-.. _ 13+_�y Aa i +0012+50 -W WFO�� 27' TE ROW 16 7 I Gbh 1-109 1-110 1-'111 1-112 1-113 02� 1 5499SF 13AC 6155SF 0. o m 0.14AC o G m E4 0 a1 rn 5 U + 1-8 17 V'13 4608SF 36 0.11AC 4915SF 381c) 39 00 00 42 0r00.11AC dl w °' 43 vuF7 4353SF 40 O0 4 , cn � 3325SF ! 0.10AC 0.08AC 33118SF 3357SF 5221SF u, 0.08AC 0.08AC 0.08AC 16 5255 I 5713SF 0.12AC O.Z3AC , tA' 34 4841SF 0.11AC 1-91 L L92 1-93 �L95 L96 1-63 ' L82 ----___,.._.__-------_ 1 10+00 3 7424SF 10+50 r \\\ L 132 L 131 -17,00 i q t*FW 030 +eo -- ti 19 5707SF C 129 20 0 o tiQ 0.13AC 33 L 128 C21 � 5234SF 20 �- SPECIAL ATTENTION TO 0.12AC ; rn 2xs 4290SF o REAR PROPERTY LINE 32 0.1 OAC ' NAVM lama` 9.0 AREAS TO ENSURE 4396SF 31 020 0, THERE IS NO v ENCROACHMENT INTO �� 0.1OAC 3930SF DEO SMAY BUFFER. 0.09AC 31 / 5321 3931SF - a cl 0.09AC d� oo ,� O.Z2AC C1 29 4803SF ��2j C3 V; 1Y t asoft --_ 0.11AC / x`20 / C4 \a v°1 L 10 / C5 1 4578SF o C6 `� - 0.11AC / 73 1 i C7 \ , � L 1 1� xso qV C8 1� 7 ---L 12gi_ C9 MWA mom 27 clo cil L 13 100 wP0 _ (1¢ 0909AC C12 ? • /// C12 IN I 1mum man \ 26 \ V' USACE JURISDICTIONAlow Ulm L WETLANDS / 4008SF m , 25 "mow 50' �/PD B 4532SF - OFFER "�� / o.iflAC / OF 0% w 4 ?> Jimmy L. Taggart Lic. No, 22841 Q I ONAL SCALE 1° = 30' 30 15 0 30 60 SCALE IN FEET BLOCK AREA (AC) LINE BEARING DISTANCE L1 N 24'50'59" W 33.80' L74 N 09'49'15" E 95.18' L2 N 24'03'01" W 23.72' -.9-4'--[7-6-S---09'49'15" RESIDENTIAL UNITS (1) L3 N 24'31'12" W TO W 97.46' L4 S 24'31'12'r E 42.56' MARKET RATE UNITS AFFORDABLE UNITS BLOCK RETAIL GROSS TOTAL NON-RESIDENTIAL AREA S. F. S. F. TOWN CONDO / CLASSIFIC RESIDENTiA TOTAL # REQUIRED FOR RENT AREA (SQ. FT.) (SQ. DETACHED ATTACHE HOUSE APARTMENT TOTAL UNITS % OF TOTAL FOR ACCESSOR TOTAL % OF ATION FT.) UNITS D UNITS UNITS UNITS L DENSITY MARKET RATE UNITS AFFORDABL APARTMENT SALE Y NUMBER TOTAL (DU/AC) UNITS E S OF UNITS UNITS BANKED UNITS 1A 2.17 mixed use 24,231 10;,855 0 0 0 38 38 17.5 31 82% 6 0 7 0 7 18% 1 1B & 3C 3.70 mixed use 28,731 14„500 0 0 19 33 52 14.1 39 75% 8 0 13 0 13 25% 5 2 4.9 mixed use 46,029 0 0 0 0 0 0 0.0 0 0% 0 0 0 0 0 0% 0 3A 3B 3D 6.8 mixed use 2,500 0 0 0 0 0 0 0 3 0 0 0 0 25 0 0 0 0 0 25 3 4.1 0 19 3 0% 76% 100% 0 4 0 0 6 0 0 0 0 0 0 0 0 6 0 0% 24% 0% 0 2 (0) 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 7 1.1 mixed use 0 0 0 12 0 0 12 10.7 12 0% 2 0 0 0 0 0% (2) 12/15/31A 5.1 SF 0 10 30 7 12 9 58 11.4 43 74% 9 6 0 9 15 26% 6 10 3.4 NIA 0 10 0 0 25 0 25 7.4 21 84% 4 0 0 4 4 16% 0 11 2.7 mixed use 2,000 10 4 16 12 0 32 11.7 27 84% 5 5 0 0 5 16% 0 13 3.7 mixed use 3,000 10 29 0 0 0 29 7.9 29 100% 4 0 0 0 0 0% (4) 14 4.4 SF 0 10 20 0 0 0 20 4.5 20 100% 3 0 0 0 0 0% (3) 16 6.5 NIA 0 10 25 7 0 0 32 4.9 27 84% 5 0 0 5 5 16% 0 17/18 6.2 N/A 0 10 6 1 28 0 0 34 5.5 29 85% 5 0 0 5 5 15% (0) 20/21 5.4 N/A 360 10 0 0 0 0 0 0.0 0 0% 0 0 0 0 0 0% 0 22 25.9 mixed use 0 10 0 28 15 12 55 2.1 45 0% 8 0 0 12 12 22% 4 23 3.4 multi family 0 IO 0 13 0 0 13 3.8 13 100% 2 0 0 0 0 0% (2) 27 3.'1 SF 0 10 9 0 16 8 33 10.6 25 76% 5 0 0 8 8 24% 3 28/2913/35A 7.9 SF 0 0 32 0 0 0 32 4.1 32 100% 5 0 0 0 0 0% (5) 29A 1.7 SF 0 0 6 0 0 0 6 3.5 6 100% 1 0 0 0 0 0% (1) 35 1.9 SF 1 0 0 7 0 0 0 7 3.7 7 100% 1 0 0 0 0 0% (1) TOTAL 88.5 111,351 - 58,029 29,855 171 121 142 108 542 6.1 456 84% 81 25 1 20 43 88 16% 1 7 70 Ur IUI/ALFirrUKU,"U t3 LC UNIIZ7 /-0.4%o ZL.1%0 4b. 9% NCI t3ANKLU / UNITS AVAILABLE �y$ CONTRACTOR TO PAY SPECIAL ATTENTION TO REAR PROPERTY LINE AREAS TO ENSURE THERE /S NO ENCROACHMENT ENCROACHMENT INTI DEQ STREAM BUFFER. 24 4586SF 0.11AC `.......... / 2 / 4147SF 0.1OAC L� Q EX. DEQ STREAM \ STABILIZATION & RIPARIAN BUFFER ` RESTORATION ESM'T D.B. 3665 P.G. 613 LINE BEARING DISTANCE LINE BEARING DISTANCE L1 N 24'50'59" W 33.80' L74 N 09'49'15" E 95.18' L2 N 24'03'01" W 23.72' -.9-4'--[7-6-S---09'49'15" 1-75 S 09'49'15°' W 96.32' L3 N 24'31'12" W TO W 97.46' L4 S 24'31'12'r E 42.56' 1-77 N 09'4915' E 98.48' L5 S 24'3 1 12' E 47.62' L78 S 09'50'36" W 27.01 L6 S 24'23 31" E 33.49 L79 S 09'49'15' W 101.12' L7 N 55'51'23" W 24.50' L80 S 09'49'15" W 101.57' L8 N 55'51'23" W 28.19' 1-81 N 50.57'37" E 3.42' L9 S 77'23'05" W 62.97' L82 N 78'51'35" E 45.09' 1-10 S 77'23'30" W 47.34' L83 S 50'57'37" W 105.45' L11 S 77'22'37" W 42.33' -4-273-5-'--TL-85-S--50-57'45"W L84 N 78'14'03" E 11.80 L12 S 77°23'05 W 103.07 L13 S 77'23 05" W 47.31 L86 N 23'35'29' W 105.10 L14 S 77'23'05 W 8.60' L87 I N 23.35 29" W 101.56 L15 S 78'48'03" E 27.99' L88 IN 23'35'29" W 100.00' L16 S 78°48'03" E 42.35' L89 S 23'35'29" E 99.22' L17 N 78'48'03" W 42.35' L90 S 23'35'29" E 100.41' ' L18 N 78'48 03" W 47.35 -7-8-'4870-3--'T 1-91 N 66'24 3-1"E 43.81' L19 K W 47.35' 1-92 N 66-24'31" E 33.31' C20 S 78'48'03' E 42.35' L93 S 66'24'31" W I 33.31 L21 N 78'46'55' W 47.37' L94 S 66'24 31" W 33.31 L22 S 09'49'06" W 96.89' -[9-5--N 66°24'31" E 33.31' L23 S 51°30'01" E 5.70' L79 -6--W 66'24'31" E 43.02' L24 N 09'49'04" E 26.97' L97 S 78°47'18" W 22.44' 1-25 S 80'09'50" E 70.63 1-98 S 772922' W 22.41 L26 S 09'50 36" W 26.99 L99 S76'24 30" W 22.39' L27 N 80'09'24" W 23.00 L106 S 77'05'53' W 22.40' L28 IS 09'42 46' E 29.81 [101 S74'02 56' W -f2-.-38-r--- 2.38L29 L29 N 20'28'11" W 24.48' L102 S 63'12'07" W 22.41' L30 S 79'34'16" E 36.34' [103 S61'25'50" W 22.39' L31 S 79'34'16" E 42.34' L104 N 59'10'57" E 8.83' L32 N 79'34'16" W 26.84' L105 S 57'472-8"-W 22.40' L33 S 50'57'37" W 89.39 L106 S 55'33 13 W 24.02' L34 S 39'02'23' E 47.33' 1107 S 50'51 05" W 22.38' L35 V-3 33' W 42.33 L108 S 47'54'34" W 10.71 L36 S 38'13'27' E 57.20 L109 N 70'37'47" E 20.48' L37 S 39'22'18" E 23.13' L110 N 68'27'02" E 33.33' L38 N 29'26'33" E 1.98' L111 N 65'04'13" E 33.32' L39 S 39°36'14" E 69.78' -j-1.3-4-T-1-113 L112 S 63'43'54" -W-3-3.35' L40 -1 -V N 39.36'14" W -3 -T3 -7F -19`w N 60'20'38' E 33.50' C4 72.93' 1-114 S 58'02 19' W 23.43 1-42 N 39'37 19' W 73.01' L115 N 33'23'14" W 23.63' L43 N 39'37'19" W 72.96 L116 T-3 E 36.44 L44 N 39°37'19" W 73.29' L117 N 11'08'25" W 46.08' L45 N 39'37'19" W 73.40' L118 N 11'11'17" W 48.87' L46 N 29'55'31" W 73.76' 1-119 S 80'10'45" E 32.43' L47 N 29'55'31' W 74.00 L120 N 80'10'45' W 42.33 L48 N 29'55'31 " W 74.30' L.121 N 80'10'45' W 34.25' L49 N 29'55'31 W 74.52' L122 N 80'10'56' W 42.35' L50 N 29'55'31 W 74.67' L123 N 80°10'56' W 42.33 L51 S 29'55'31" E 74.68' L1241N 80'10'56" W 47.33' L52 N 23'14'06" W 37.71' L1251N 80'10'56" W 47.33' L53 S 23'26'17" E 36.23' -T59 L1261S 80'10'56" E 42.33' L54 ti 1148" W 74.50' L127 IS 80'10'56 E 42.33' L55 N 15'16 15" W 74.49 L128 N 77'24 22" E 34.54' 1-56 N 1516'15 W 7 3.9 7 L129 N 77'24'22" E 42.35' L57 N 15'1615" W 72.91' 1-130 N 77'2422" E 42.33' 1-58 N 15'16 15" W 72.78' -r L131 N 77'24'22" E 47.34' L59 N 15.16'15" W 7D8 _Q1 3-2 N 77'24'22" E 26.85' L60 N 15'15'59" W 73.12' L133 N 12'35'38" W 23.00' L61 S 71'42'53" W 116.44' L134 S 23'35'29" E 21.11' L62 S 71'44 49" W 115.75 L135 N 23 -35 -'2 -§T' --W 42.55 L63 N 71'44'49" E 85.19' L136 S 23'35'29' T 29.84' L64 S 28'15'42' W 75.23 1-137 V 23'35'29' W 92.09 L65 S 09-13'16" W 16.65' 1138 S 77'24 22' W 120.20' L66 N 12'36'55" W 92.86' L139 S 26'13'47" E 40.15' L67 N 12'36'55" W 92.85' L1401S 26'1347" E 40.15' L68 N 12'36'55" W 92.83' -92.8 L141 IN 12'3538" W 13.79' L69 N 12'36'55" W �1 L1421N 01'44 37' W 13.71' L70 S 00'45'09" E 63.45' L143 S 26'47 l E 43.70 L71 N 12'38'11" W 28.98 14-977-1559--W L72 I N 09.49'15' E 93.14 1-146 N-1 5-'-l-5 59" W 72.77' L73 N 09'49'15" E 94.16' 1147 N15'15'59' W 72.60' 1-148 N15'15'59" W 73.50' L149 N 15'15'59" W 74.17' L150 1 N 15'15'59" W 74.39' L151 N 29'55 31" W 74.68 L152 N 29'55'31 " W 74.55' 1-153 N 29'5531 " W 74.35' L154 N 29'55'31 " W 74.08' L155 N 29'55'31 " W 73.70' L156 N 39'36'14" W 73.83' L157 N 39°36'14" W 73.08' L158 N 39 -36'T47 -W- 72.96' L159 N 39'36 14" W 73.01 L160 N 39 -36'14F' ---W 72.92' L161 N 39'36'14 W 69.80' L1621N 78'23'54" E 24.05' L163 N 76°43'48" E 24.01' L164 S 77'29'15" W 24.03' L165 N 75'08'49" E 24.00' L166 S 72'00'03" W 32.64' L167 S 62'33 42" W 24.02 L168 S 60'3617' W 24.00' 1-169 S 58'30 20" W 29.00' L170 N 56'15'14" E 16.04' L171 S 51'05'44" W 24.00' 7 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SEP. 11, 2017 SCALE 1"=30' CONTOUR INTERVAL NA FILE NUMBER 8058 SHEET 3OF16 �EX DESA €S 'T CONTRACTOR TO PAY`= SPECIAL ATTENTION TO S' REAR PROPERTY LINE AREAS TO ENSURE THERE lS NO ENCROACHMENT INTO DEQ STREAM BUFFER. END ROAD MARKERS OM4-2 (SEE DETAIL) HATCHING DENOTES REVERSE CURB EX. DEQ STREAM STABILIZATION & RIPARIAN BUFFER 'ES'TORA TION ESM'T B. 3665 P. G. 61,3 EX. FH PROP. STREET SIGN J �, N 0 4) ADDLE HILL ROAD 61' PUBLIC RIGHT-OF-VI/AY _ ._ --- -- BENCHMARK � - NEW 13 EMERGENCY DB 4556 PG 173-� 79 ~� - 3 - " Y ACCESS EASEMENT y:c EX- „ DS%..`l _ �r� �i/ �2�WAT• SIN .°z° GOLF DRIVE (RT 1816) D.8. : E - STD, VDOT PE -1= ---- VARIABLE WI DTH PUBLIC � (PRIV. ENTRANCE) DB 3442 PG 188 - 194 (P - y _- - FX. ��" WAT l /AIF �— "CTAP" q (,N nR �RRFi PG 134 - 155 (PLAT) Ex EMERGENCY ACCESS TO BE NDS TUFFTRACK GF PAVERS MODEL TT24 APPROVED EQUAL. (SEE DETAILS d 1.7 8V8-825-4716 _t EX. UTIL) B �"QTY EM' D. B. 344 4' P' G. 88 At =f <EID�E ALBEMARLE C ,- -, -GIS CRITICAL y _ -\ r x i r`� s 5' GRAVEL PATH TO BE CENTERED ON ACCESS ROAD i END ROAD MARKERS OM4-2 (SEE DETAIL) PROP. V/W STORM SEW. ESM'T (TYP.) C� C) O CD 03 CD_ 1 C H a REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SEP. 11, 2017 SCALE ill l = 20' CONTOUR INTERVAL NA, FILE NUMBER 8053 I SHEET 4 OF 16 • .1 1 cy .. 64 w Cc Lu > s • con 4 t � f 08 Cc w cc cq cr- • LL �II 1 tcq t i� •. „� • uj • s REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SEP. 11, 2017 SCALE ill l = 20' CONTOUR INTERVAL NA, FILE NUMBER 8053 I SHEET 4 OF 16 COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SEP. 11, 2017 SCALE 1 91 20' CONTOUR INTERVAL NA FILIE NUMBER 8053 SHEET 5 OF 16 w z z � > UJ >CL () != z O UJ .., 0 ( j) V, �' U W W Z C) J FILIE NUMBER 8053 SHEET 5 OF 16 COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SPP. 11, 201 7 SCALE 1"=20' ----------------------------- CONTOUR INTERVAL 2 FEET w z z z " �j a J C\I . > C-vLij> L) t J z O Lu O iLu �JQ W2 �o W z m d iJ FILE NUMBER 8053 SHEET 6 OF 16 w ...�e1m COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SEP. 11, 2017 SCALE 1"=20' CONTOUR INTERVAL 2 FEET w z z t� c\j CL CL V LIJ -OQw JJJ�� W m J U J FILE NUMBER 805$ SHEET 7 OF 16 f s'` COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SEP. 11, 2017 SCALE 1 °' = 20' CONTOUR INTERVAL .2 FEET FILE NUMBER 8053 SHEET 8 OF 16 • COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SEP. 11, 2017 SCALE 1" = 20' CONTOUR INTERVAL 2 FEET -------------------------- FILE NUMBER 8053 SHEET 9 OF 16 -_P--__ I , ­ 11, I I , ,___,�, 11 ,6 ,:� ,� . 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I __ I -,, " 11 ,I " i 11 - -----. ------,--- ------------- . . . , " -- � ­__ / - ., --\,x \ , ,,, . I ",----,, , I I ". 'I I _f ----------------- ___ COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 - DATE \� SEP. 11, 201 -_ / I SCALE 1"=30' \_ - /1 CONTOUR INTERVAL 2 FEET \_ .i 0 i i i i I j � 1 u w <�* � 40) cc M vj i I CL z• 2 < , 2: M ! Q. z (D ( 3 C4 C4 < a < U Q V. 0 cc 0 z0 .� CC uj cc a 5; 0- 'n i w < I < i< co IL �. u i Z 4•0 � 'I I � LL •I 0 9 ; ! 1w C) moo � to (5 � 0 cr ! � I'L 0 Z U V) - CC cc it Y. 08 = N E 9 _9::� T- Nr o) w � z : I ! 0- I C 04 w I I � 1 \---------------------------/ I � I----- - - - - COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 - DATE \� SEP. 11, 201 -_ / I SCALE 1"=30' \_ - /1 CONTOUR INTERVAL 2 FEET \_ .i FILE NUMBER 8053 ------------- N SHEET 10 OF 16 -_ i i i i I j � w � M vj i I CL z• < , < %W 0 0 i w < I < i< co IL It 2 U, I Ir Z Ill- M i I LL 0 ; ; I 0 i I FILE NUMBER 8053 ------------- N SHEET 10 OF 16 �. V � � _�\7 11 I R/W POINT OF IL R/W 7CONCRETE f-1 -1 mss'' " ' 0 _ -' fi I,t ` `� *I'N x OF pr f � I ' i', S� SGV 4" 3000 PSI FINISHED I 4" 3000 PSI ROLL-TOP GRADE ROLL-TOP CONCRETE 3 i 1 _ ;_ _ 1 O� -1 € � i ', t. '" f� i'p� rn �+J 4 _ 191 I CURB 1.5" SM -9.5 1/4 . i —�. I , 1/4": i' 1/4„• 1, —■,. CURB i/4 3 1 ' ..... r� O ` -c, 1 , , 4t `� (1� U % 1 X31' t r t ! '' cc an O _,. 1 _...,.:,)l 4” VDDT 21 9 1 3 4" VDO7 21 6" VDDT 21A- STONE BASE BASE STONE BASE G� r / i 4 , O� i �; a �iITIITIy L. Taggart rT _ V "`4" UD -4 3" BM -25 STONE BASE 4" UD -4 UNDERDRAIN UNDERDRAIN I i -: 1 f R %1 ' i Lic. No. / s 1 .a1, N m End-of-Roadway1 6' 4.5' 5'i' 2' 10' i0' 2' 1'.5' 4.5' 6'- PLANTING CONCRETE TRAVEL LANE TRAVEL LANE 5'CONCRETE PLANTING STRIP SIDEWALK SIDEWALK STRIP i O _ , V 22841 ��. ,,. 9 y� �, ii /( x7 1 1 q p�y� 1St - O O '. .. , O t ` 4y SSI -N �� CM x (tii �(�, V) 40 Q WHERE APPLICAB E WERE APPLICABLEN'_ G��Q 13.5' 13.5' 1 V I ., 2��0 T� ,, t, ,w„„ i � ���� `"11 � '? , - Ir �LU >o TYPICAL SECTION AI-I l '' ,v ���'� 9 , } fl Ld �. PRIVATE STREETS ADDLE HILL, AVONDALE LANE, ASTELL, HEDWORTH, & GUILDFORD PLACE" (25 MPH DESIGN SPEED) s- 1 t,{ - m 1 . SCALE 1 " = 30 ' -' -0° �', IwoA ,�d`D 1 ' ` _ �C� , , 30 i5 0 30 60 U J — � > � N. T. S. troy "x'11 ' 1?t1,_':T '' 3tJ d ��9 . x> ; �` `:... ✓� t ;/" \M-) 7- d ,ED ` ;':: t''i SCALE IN FEET =- , \ \kl Q '" ,�; W � C3 Source: MUTCD % ,^ , , I i ..-, / , \ \ '4A a `i r`1 1 '` t'; \. 'QC) o s �' l \\ \ ,- � L0 Ccod >`' w_::�-f��� — --- V ''13 O��A I\�-'' I y:-' .. ., ..'r, \ _ .-„.,�'”„ ./'I ,..4 >. a rz I C14 (� "3 '�( cc 96 WIDTH OF CG -12 A Eh1TRANCE _ �. z J - U:111TS OF PED. _ LIMITS OF PED. ACCESS ROUTE = - ACCESS ROUit [j ' o NON-iP.AVER$ABLE ', - - /z WIDTH OF ENTRANCE UNPAVED SPACE ------ u, -- UNPAVED SPACc \ P0kdAISSIBLE CONSTRUCTION 4: JOINT 5 OG'NEL, 8" LONG ro 12" C -C MIN. \ ,- „ I -v v=i tG' i g ` ..-�' E -(- ` _ / , ` , ... ':.. i� - Or . -. , _. ,." .''.. { a _ C ,� , \ - ; �' - / / BU : .... - .... _ ` ter..... ... /... .. .. ',� i --j -:'.- .. .. .,r /�-. LOCATION / --_ '"' \ / 11 . , a 'i '.'.'.'.' '.'.'. moi' O rh �" v U. Z W EXISTING OR PROPOSED EXPPNSIOPI JOINT �-- SIDEWALK OR SIDEWALK SPACE c WIDTH OF �r ..= _ 101 �' i0�1 4 �� 1 I , . j" =i. .. %/. /. :.. O O ..., -_ - , - a: . ~ . . . . . . .. 3Q,S I. . . . / r ^'„--' • i /l' V p. U ENTRANCE z F F - z o s z - F P U. b LIMITS OF PED. LIFJITS U E )'1 MAX MAX. B _,__ B ....... f a ::;.:: --\ _ _ °__ 5' y �-- -- ^ G �, / ., :: -._. r 1, t^ . . . . . . . . - . . �/ / th , . %y ".. \ .LU 2 O ., . < f ._. .'� - .. .. Q�fy�f"T�ryt�, �iL "� Z p -TRA R P8 = -' ACCESS ROUTE �( EXPANSION JOIN[ ._ ......._ z w -ACCESS ROUTE � NO J_ VE, S_:_L _,n ___ E � _ ❑ E E w Cidi��TE /� i+� J w s L_ _. u w ' .- DCM TYPICAL DESIGN .SEE SHEET 1 OF 5 A FGR DETAILS a a' M H. n" Mir.1 El -. � €..: `� � -,, ;... I .. � / r ., --,... ,,,". .. �"" � / / 44 f ,;? 1 / iQ, "•: ,,:., . . . . .�.., -; %` 0 / 1 / . . ., " t.'. s -_ . t 1 . . .. .'. . ."'.'. / ' ,ill. %__ / \'': _ I F `7 / ;� �' ..... d Q � Pq 'CF �i D CURB INCLUDED IN . L PEDESTRIAN ACCESS ROUTE DETAIL WITH & o w \ -p .I ENTRANCE GU7 TER z r a cF p, :� WITHOUT UNPAVED SPACE -- --�Y :1 1 48:1 MAX. "{ I2 MAXAAX BACK OF CURB- � ...w. ��-' - ; . .. a , .. ... % / Q i I _- '. .. .... s,y .. ....... .. / / \ . \. 14' . -_l / P '" Q -/ / '� � \\ \ ,4 I, t �w/� 0 i W *•r Z a S- ul ADDITIONAL RIGHT-OF-WAY IS REQUIRED IF THE L�:vIITS 5, ��o'0 OF PEDESTRIAN ACCESS ROUTE 'L EXTENU BEYOND 2 _0 ". LING. z EXISP.NG OR PROPOSED VDOT RIGHT -GF WAY. �� - 1�1I-�I Sll IF ( ENTRANCE WIDTH °L. riF_ EXPANS OFJ JOINT pE. SIRA6LE MINIMUM 16' - ice, PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS - 20: 1-', `'Vi' _ SECTION A -A F'EP,F;IISSIBLE 4, r - CONSTRUCTION -atw . . . . . .- - ' ' '. ` -I�/ . . . . . . . . !// / C \ . . ...0 .. yam' '• //--- 1 \ 44 .,Y , - .. .... �Y / / \ 'i* --�' / \ \ ., moi-, �///�� �`'' -13-pZ /// C - , '� . . . . . . ./J // �� O . . i ` - ;,/// / - \,1 \,o. .. .. - \ •J \ < '�3=- . t ' � ,V\ "j ;:✓/ \ �' y �. w T� ABSOLUTE Iv11rllMUM iZ' V UNOBSTRUCTED, S TABLE, FIRM AN SLIP RESISTANT PATH CONNECLNG ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACIIEU, ENTERED ,LVD - - EDGE OF PAVEMENT USED DY PEDESTRIANS. IF ACCE>S ROUTE IS ADJACENT JOIPvi _ o .. _ d• TYPE A O O% 1' ' / /� 1 \o \, eS\ .,, O - 1 „/ \ I 0 --- 1 '.'.'. .' '.'.'. G� O \-. ' ' ;-:f� \\ \ °' ,i'° - t \ 7 iU 7- , , a' ,.o \ r Y' '\ �' $, I� TO BACK OF CURB, .MINIMUM VVIDTH SHOULD BE 6'. SECTION F F T- _____�------_____-__.__ � HALF PLAN C IF PEDESTRIAN ACCESS ROUTES ARF BE,NG r_O• PROVIDED, A MINIMUM 4 TRAVERSABLE WIDTH h^'j REQUIRED WITH AMAX. 2Z CROSS SLOPE. WITH BUFFER STRIP SECTION B -B PlOTES _ , FOR GENERAL NOTES ON HE DE TECTABLC 'WARNING SURFACE, SEE SHEET 1 OF S. II / . i \ \ (� I � , � \ \ � \ \t G� Z '7J 1, .. � t �O� o � .. ... , . , �� ... .. O-37 �,, r 'S' _ ._ rt f \ \ \ - 9 ,o , \o\, (,i o '.' ij t4 \ �,\\ C. / , \ .C�} IS I ' ' ° .. THIS DESIGN TO BE USED FOR CONSTRUCTION THAT INCORPORATES WIDER SIDEWALK. LANDING (4'WIEST REQUIRED AT TOP OF CURB RAMP. MINIMUM CURB RAMP LENGTH 6 FEET FOR NEW CONSTRUCTION, 6 FEET FOR ALTERATIONS. ,,, It _,j ' ' _ I �,o <) q lo, , 1Y .� L } \ 7.y \ '\.' . l _ /r �+ \ Q Q7 �i O \� --� L '' .., -. ` \ '� \ o y \y\. c9 � � � � � I .. ....'.''. - .. W < \o\o �` REVISIONS WHEN USED M r'ON..I.NC TION WITH STANDARD :. „':'; , ' ' '. . . . .' ' , �O .{� \ , '" \ �} Q�< \\\ `� CG -3 OR CG 7, THE CURB FACE ON THIS PARABOLIC STANDARD IS 10 8E ADJUSTED TO MATCH THE �}. CJI UNPrVED SIDEWALK____.__.- CURVE """"" .__S HGP_ .- SPACE MOUNTABLE CURB CONFIGURATION. n ; : '' : - � _& - - C�---------- T. ��)) - -1, _ . �� A 4' SQUARE LANDING A 4' SQUARE LANDING _ Y T _ AREA OUTSIDE 0° F'i li AREA OUTSIDE CP TRAVELWAY SHALL Y p I RAVELWAY BALL` '� © \ O R \ CA ,. \ , \ .. ,. ', � OA.n, \ .. \ O 1:, o (� LL� 'i `-- . . . . t1 .'\ G Q . . •y:, \ ,..� ' �G \\\- \ �'� `'\ �,'�o G� a m o ._ \, ``�'C :P ... .. - .... /� -^t , 'A 13 i '�U' \ \ '� 1 1 \ /^� �' \ ''\ ' "'\1 �/ �"f/��/ 1�� �°e COUNTY VVNTI 4J1✓IYI EI\T'17 JANUARY 17, 2018 NORMAL GUT HER _ _ - _ _ _ ._ _ _ _ _ _ _ _ _ - _ * x x SECTION E'E .. �. "- --T_ _ .�, •p. . - . • - '-'�- 0 TO 101 CHANGE 1' - 3' '' - �.� � Td(• BE PROVIDED WITHIN 5' ILCv THE MARKED 8E PROVIOEU WITHIN 'S THE MARKED .> (n CROSSWALK. AREA. � i- . . , ("l-, O o y \ .. \ , �iC`t� G, i_. \ \ \`' C '\\` t.7D ..��\ \\ \ %STW \ \ '. 't. .. ,.' \ - � .. .- '� �. `�o �J {�y� r�r� Thi COUNTY COMMENTS til I. • ,.,� . p, . y, , -�,:a:.-- -• ".'�. ', CLASS A3 (H.E.S.)CCNr, N i „ROSSWALK AREA -.._. �n �O SO :II a J _ �.- .. .. . \ . . - ",! \ C- \\\ .. \ y r� �, , \ t, L \\ �� <- \\\o \\\ FEBRUARY Y 20, 2o1s \-s' AGGK. eas rvPE z slzE zla r 5-G, I A �__Tz;o MAx si-o .= - s - - Gp POVJT OF rRADF CHANGE __- .• ,'. o". ONLY .p- �u 1 d 3 ! cn 0 (/7 Ji XI' -T. i' CROSSWALK - -I CnnROSSWA(LnK j] o o II i] In�}, U q �. \ , 5� �.. O \\\ _- O _ , \ O 4 1 < "� \\' I ', ��}y o \ \ ti '; O,,R�OA \ G5 t < �� \\y. , ii ��JIO \ � .\ ---A \ FOR CURB AND GUTTER * FOR SIDEWALK, CURB AND GUTTER �; x 12 X MIAMMUFA INCREASE IN SLOPE AT MINIMUM IC' INTERVALS -. ,. -. r - BUILT CONCURRENTLY II II (> TYPICAL PLACEMENT = II TYPICAL PLACEMENT AT INTERSECTION CROSSWALK CROSSWALK AT INTERSECTION ,% -" k .. \\. �` ° -,K ` ',,' `' ' ' ' ' ' ' , } '- M.... ! y`l^ (; W \ o \ ; 1 ,. < .` ,, ..- .A ,", \ \ \ \ M x x 3 % MAXIMUM DECREASE IN SLOPE FOR FIRST IO'INTERVAL AND SECTION C -C a % MAXIMUM DecREASE FOR SUCCEEDING FAIIvwwM to' INTERVALS SECTION 4-D WITHIN CROSSWALK DIAGONAL PLACEMENT WITHIN CROSSWALK DIAGONAL PLACEMENT (WITH BUFFER STRIP) WITH BUFFER STRIP ' o , t .wk ..... -:.... L i� \; .... \ O \ \ a 7- ;} \ \ \ \ \ 1� a \ \ ;J ...:.:.:. .. ,� \\ ._. \ `\. .. \ ..' �" ',; ��0 ` \\ \\ . • .--\o\ `4;'�4\ .. \ \ " `. \ <" SPECIFICATION REFERENCE V DD -(' SPECIFICATION REFERENCE VDDT 1 STANDARD ENTRANCE GUTTER `J'RGiNIA DEPARTMENT OFTRANSPORTATION _ ROAD AND BRIDGE STANDARDS CG -12 DETECTABLE WARNING SURFACE TYPE A (PERPENDICULAR) APPLICATION VIRCIhlA DEPARTMENT OF TRAVSPORTALION _ ROAD AND BRIDGE STAAIDARDS 1.; \: , \ ,� - i. ..' '. = �t1 .... i 1, , OetO / \\\ Yo\\ . \, \ \11 G7 9 7°V.; ` , .. ...'f+!,, ` \ll� (',. `-�fil 0:�,,, \v.l\'v \ lo\ \\\\ g,. sot los S�2 REVISIOF DATE 67/15 SHEET I OF 1 RlvlslcN Da E 7117 SHEET z of 5 203.0' 203.C6 cc I- _ _12 - _ !r E. M 1 A ,�« 5 "� PERMISSIBLE 12,} "AY. �� DOWELS, 8 UNG I mo- _-1-- AT 12" C -C � JIN r CONSTRUCTION L_ 72 7 MAx. - - '� _�', MIN. JOINT �.- "� a'Xnlea - � '� " ' i \�y NOTE: `+VHEN A PEDESTRIAN ACCESS AC.,ESS ROUTE. CROSSES A COMERCIAL ENTRANCE --`4"-"'- THE CROSS SLOPE SHALL BE 7_Z FOR z A WIDTH OF 5 FEET. I " f-: z A I I <AS APPROACH SURFACING GENERAL NOTES (n ",� ,.ct Ski /" 11 \ \ ,;-} L'T , ' .V•j-. •'� \ ,, \` % \ \ \ .. ......'1,' ..--• `•.� N. \ o.%. 0 \ -3, Cc1` \�� \, \ O" '... .. .. , ,, , _ECS \ \ Cly o\ _ ,r'. , � - , - , + '•�SHONI 12:1 MAX wa � ti �,'- _ B _R i -, ,- I s j7f� -4-1 -, Y. .. X32:i MAX. ;n - WITH BUFFER STRIP ____ I MAI ,4AD'US TO 8E A> � AS MAINLINE ROADWAY (SEE NOTE 3) CC AY ( ON PL ANSI ;n I i. WHEN USED IN CONJUNCTION WITH STANDARD CG -3 I � (RADIUS TO BE AS _ TO -_ - - -. - _ .- ` ... -...__ SHCWN ON PIANS) OR CG 7, THE CURS FACE ON THIS ST ANL'ARD IS BE ADJUSTED TO MATCH THE MOUNTABLE CURB CG -2 OR CG -6 CONFIGURATION. ` (::SEE NOTE U .. _ •"C1 � � \ ,` t ' O �('°) °"� \ \ ' ' \ \.,t\ .. -. �) C7 .. \ �O j "_, __ \ fd ''t' O r i`. \ - ' � �">\ ,/ !,'(°y - . . \ '\•`� \ " `.,i - td 'O ,,.� \ _ M `- _ .. .\ ��Oy% ... \\\ ';•' \\ ®ATE (� -.F -� rs, H, - - �, ,�,-, .-. I ., 2. SEE STAP.DAR) CC -12 FOR CURB RAMP DESIGN TO BE �? SIDE vVALK uS::p Wltrl THIS STANDARD. „w, ^T` .. .' '.... .. .V y'� . ..'.'. . \ Xo '\ C ,:;I; +n - I ,. 4„ .'. .. - ( SEP. 11, 2017 1 RAMP ,� RO,rv'P I A yF ' 5„ .- 5 n, +•1 "`I (SEE TF.BLE) A (SEE TABLE> 12' M - I C -. - t2❑ MAx. -s � TRUN„AiED pOM11E5 - i, - ' a' 41tN SEE SHEET tOF 5 FOR DETAILS _ _ _ SIDEWPIK y _ _ _ - ( GEE NOTE 5) _ .c OPTIONAL UNPAVED SPACE ., FLOW! LIrJE ___, _ _ 3. MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE ", REQ RED (_R MAI ANY SUBGRADE STICH CArI B '---_--_-- `1- - REQUIRED FOR MAINLINE PAVEMENT WHICH CAN BE , .. y ��` - ..\. . _. . . 'f7 \\ Zl .. .... i \ '� \ _ -- R-':: . . I I M " _�' ,..i �y �, .' \ , ,� I r� .. i ('!i 1 _ -` � � -11 � "�ry'; t', Ii i .� / i :, \ �� } A. -x 5:-0:: MIN , . '-7 - ';(P.•,IS 0:1 r _ OMITTED IN THE ENTRANCE.) JOIP., -._- E{PAN SInnI ..� I JOINT 4. RACIAL CURB OR COMBINATION CURB AND GUTTER � .+Ce /� .. _ ..\.'••\\\'\ � 'Si: i X'J' \ - \ v .,. .. .. .. , O /� ,\ I jt . . . . . . I T O /_..; / . . . . . . \ "'...o\ `i i S'�yA�,E SHAPE TO FAATCH FACE = ,' .^- OF ROADWAY CURB ` , + BACK of CURB -..� 4s : 1 MAx. WITH BUFFER STRIP - °-_-s-- r _..-.°'; _. - ,- _ - -, it---- I o :: , SHALL NOT BE CONSTRUCTED BEYOND THE ./W LINE NOTES WIDTH D" 2'-C' OR AS : c�+ MANLWE ROADWAY EXCEPT FOR REr''�ACEMENT PURPOSES. SHOWN ON TYPICAL S:C'TIQN. A -j // . . . . . . -. -. ,., .I /' �i v":. � : :' \ O O / / . . . . \\\ \ "d. I :; I... .. 1 /„' .. ,', . \ \ ., .. .. ,pry .. ., 1 \ /�- 1 1 1 +� %'� 1 �V ,01- ` 46 IMAX. - -<T' 'lri1N `' 12.7 MAX. ,. us12'. -"x_ "\ PLAN VIEW ENTRANCE NOTES 5. 'lJNEN THE ENTRANCE RADii CANNOT ACCOMMODATE THE -- ,7P _ 1 __ __ . . . . i��0�� /J . . t 7 ta -_ - n",.,:.. .�-- I "° i.' '.'.' I L�C�' / �/ `, ..... Of 11 / / I4 M } , f I I \� \\ 2' MIN, SECTION P`-�"`i ;EC ION A .A ! WITHOUT BUFFER STRIP PERMISSIBLE I CONSTRUCTION - CROSSWALK s �-- ( TURNING REQUIREMENTS OF ANTIC; ATED HEAVY TRUCK MAINE :NE Pr r ROADWAY SLOPE TRA£IC THE] DEPTH FOR SIDEWNLY. & CURB RAMPS 'NITHIN THC IJMHFS OF THE RADII SHOULD BE O'PARABOUC CURVE (ENTRANCE ONLY) 7 CREASED TO 7". (SEE CG 13) EDGE CF PAVEMENT OR 8% MAX. �----- D °> ""; GRADE CHANGE -� TR _ ___. -- -- ^ ^' Or T.O\r_ FLOW LINE-- I _, o. PLA.IS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW LINE IS RECUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS ,:r .. .. --' /, ..` ; "�I -� �/ � � \ 1''� ! � � � � �I � � � � �`� �-- - '" ;. ,£. �- ----� - O9 -- 1} I ? I i � _ -”' ��� �\,` \ _ 1 _ -- `\ Tb i .. .... \,t -I I --� ....... '/ \ \... . ,� �^ .. , ,.-- .... .. . H N ��. , , , , , , , , . . , `. ,,,, - , , . . . . . . .�\ --' " T ` `�' / - \� -.-.� CONTOUR INTERVAL N 'R `� - „ . d .. a. c� t fSEE MAINLINE ROAD`NAY _-'- _- -.. -_.- ___ -. _ .-_ _ __ _NOTE 7) THIS ENTRANCE. - \C j .,.., _ / ;, ..-. . . \ '\'\ - \\\ . . --.1*0 /. . .. . . . . \\ �'. NA �' . -' .'` �� - CROSS'.4ALK .r t ~ 8%MAX. ,. --� U 7. THE DESIRABLE AND MAXIMUM ENTRANCE GRADE CHANGES GRADE CHANGE © - --_._ --_ --.._. _. "D" AHE JS'ED iN THE PLLOWABL_ EN TRAPJCE GRAUE i I 'J THELE. THESE VALUES ARE LVOT APPLICABLE 70 STREET ,' I . ... ..� .. {.- - .\\ - . . . . . . _.-: -. . . . . . - \ .\. \ C 1 '. . - \ ' ' ' ' Sr - - ' ' \ 9 \\ VAV. SECTION 3-g M `. °+ \ A a' S4UARE LANDING AttEA rTjj rn7 OUT�ICF Of TRAv[LWA'f I' I p0 SHALL 8E PftOv'DEO FOR FERPEM1OCULAR CROSSWALK CONNECTIONS. 5' Po11N. 20' MINIVIUDI FOR ___ — T coI MERc!AL ENTPArIcE INTERSECTION NOTES / �� (/ \o .'. \ J �F -. 10M i.:. ' . -I S . . . . I. j.'I ';. �/ \ .\ _..- �1 /' �� \ �� \.". '!0. \ F - - �€ '' ' -�!�_ f CROSSVJALK 4YI'H.N INE MARKED DOLES: FOR GENERAL NOTES ON THE DE TECTA6LE WARNING SURFACE, B CROSSWALV, AREA, tii,' 8. 'WHEN CG -it IS USED FOR STREET CONNECTIONS, THE CONNECTION MUST BE IN J,. _ \\' - t .. .. , , _ , _ ,, , , , , , . . . , . , - , __ �- �\ -�\ �. �. '.' '. / \ \ ,., (n SE0ow • F r E SHEET tOF 5, TYPICAL PLACEMENT s� THE REQUIRED LENGTH OF A PARAit EI.. RAMP a v >< x CONSTRUi-7 GRADE CHANGES WITH A PARABOLIC CURVE DESIGNED ACCORDANCE WITH AASHTO POL!C'Y AND THE APPLICABLE REQUIREMENTS OF THE VDDT ROAD UESIr.N S REQUIREMENTS. STO?PWG SECTION A - A 51GIiT DISTANCE AND K VALUE REQUIREMENTS. ;;,, °',,? .�. . . . . . . . . . . . . . . . . . . . _ , , ; . . . . . . . . . . . . . . . . . . . . . . . . . . ( \ :. I :" .. .. ... .. ...... ... .. ... ... \ \ `:: . ; .-. . WITHIN CROSSWALK CURB 9. OPTIONAL. FLOWLINE MAY REQUIRE WARPING OF A. . �� ,. D 1' �'- \ \ 4' BUFFER STRIP TYPE B PARALLEL { \ 5 S.oE WALK APPLICATION ' ' n AY RA MIrJiMun+ RA 'P LENGTH. s'M, DIAGONAL PLACEMENT- ROADWAY I.J FF..ET 12,7 mPfi. 4^ OPTION OF GUTTER TO PROVIDE POSITIVE DRAINAGE ACROSS THE INTERSECTION. I''' — e-- ALLOWABLE ENTRANCE GRADE CHANGES C ///;i\ .,,..Inc. 1 '; _ ___ - _ 'p i�I'll ,,�C \ ''11 �• / _ \ .. i j, J // \ \ � �.' ' C -...-� n7 -- —=- = --�,,,, . l -> J:11 \ \" '\ :./ \ N I -a. ,� 'ice \ t , �. �j �`\ PERCENT -, 4' CURB 6" CURB '�-` _ -- _-� , --- - U 4 0 '--i MtN o MAx. 1 5 7 -`� 52.1 -.._ '� _ / \. GRADE CHANGE i GL.45S A3 .;, ,,, '� ENTRANCE VOLUME "C" �,,' _ C EIC E T E -- '. _ _. �," - r..----� OESIRFlBLE MAXIMUM -- .. .. ... ? ✓'T i > / �, i F y , -- '\ ti,{'r J 3 '- , 7 J :•""'•-. ,_i�l \` \ - \ �.< < S " f s .,,�TJ- . I 2 5 8 o = - T, V 3 6 ,j - A 4 QUARE LAN UNG AREA 0 TSQF Ct TgAVr(.Wnf z -_ __ A 4 SQUARE LANDINGiAREA " ` HI^I- M140RE THAN 15G0 VPD 0 % 3 MEDIUM 500-7500 VPC 5 3 % 6 °6 . . ^ 11✓� a .€ / ter'^ \ - m-- -- F€- J i' 1___ _. %� i2 K I,AL BE r=Rovow FOR OUTSIDE OF TRAVELWAY 4 8 �i�� GR055+'+"'- x PERPct CIGt,LAR cROS5WA1-K HALL DE PROVIDED FOR SECTION C -C LOW l.`cS5 THAN 5C0 VPD <_6% 8% ; J ' �IJ 06 5 10 15 wlThnn: THE IJARKED PERPENDICULAR CROSSWALK 1:6 75 CROSSWALK AREA. Pt -K 11 _ rROSSW WITHIN THE MARKED _ WITH BUFFER STRIP CROSSWALK AREA. NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT APPLICABLE TO STREET CONNECTIONS f, . +� i J , f (,�XVDOT ' X"',", r .'I.�'REFERENCE \-x.10, j'+ SPECIFICATION SPECIFICATION XvDDT ROAD AND BRIDGE STANDARDS CG -12 DETECTABLE WARNING SURFACE TYPE (PARALLEL) APPLICATION Y £ B I-I.-EL50L REFERENCE METHOD OF TREATMENT (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) ROAD APID BRIDGE STANUAROS ,J q' /„ .\ J z I(. t O 0 �h �'�'` 0 ``\ ' ,... .'.'..i ►TI t`° " ., ,., /i7 'i i ,, ' / �s i `- IN a los SHEET 3 OF 5 REVISION DATE REVISION DP,TE SHEET i OF 1 il 7/17 VIRGINIA DEPAP,iMENT OF TRANSPORTATION 502 VIRGINIA DEPARTMENT GF TRANSPORTATION 07/15 `' 'J f�th - .,. t... .... ' -in I I . . . - ;r- J ��c.w ti III. I= LL > 203.07 203.04 DRIVEWAY PAVING MATERIAL 5 TO BE ASPHALTa m .. ___ , : o c61 of Cur r .'. ..11 J 005; i 4" 3000 PSI CONCRETE I a 'f`,1, �- ace Pte M {,,,`J` b ..." --- to ti" ,°'s`ry 11". . 5 t . f,i \ \ (�VX� /v ; \,J _ J J * z z I=111.' E'10U� 0.1 _. .21, , I I , t.,. �.{ 1 a 1 \ ._,% �� '��� �, ;1AYom. b� , >`f �� 0i \ , ! ... .'111 Z 0 0 < Ill .3 — 4' VDDT 21A — — —_ STONE BASE t , s -1 � - _. =., F.�'I d _ j- �_'- m J J �, ;.. .. O ;'. J v 1 ��� lz OJ Cr `II""IIIIIIIIIIl co111T SIDEWALK SECTION tT f C;,A z: e Rk t?t,.. I y a t .t;,;7a; �^ „ [ E gear cA e 11 Q r'-1 ° W11G J \'l fp� ��j� o �, Z � mTYPICAL N.T.S. sera d=:p Y Er "''w i"e fd$t ,'?€Ai'�ft !� r t rdr _ J )i. ,: ,.% / 0 I i . ..'. ..J O _�' THE FOLLOWING NOTES APPLY TO CG -6, CG -7, AND ROLL—TOP CURB: 1. CURB AND GUTTER MAY BE PRECAST OF CLASS A4 HYDRAULIC CEMENT CONCRETE OR CAST IN PLACE USINGrb ----___ J iff JJ / CLASS A3 HYDRAULIC CEMENT CONCRETE. 2. WHEN USED WITH STABILIZED, OPEN—GRADED DRAINAGE LAYERS, THE BOTTOM OF THE CURB AND GUTTER THE DEPTH OF THE -, y "SK , ��n% c� t ':.'. ii, I 11"P I iii O 0 SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF THE SUB—BASE COURSES AND TO PAVEMENT BUT NOT LESS THAN THE THICKNESS SHOWN. J . \ --1t, `_',i ,` .f y% / Oso N.T.S. N.T.S. 11 m J 7.... �, \ % 23' PRIVATE R/W Source: VDDT Road Design Manual, Appendix B Source: VDDT Road Design Manual, Appendix B ` !� L� 1 _ —_, ____17 (,, ,.:. 0. 5' TRANSITION E " ## . .- _�. A -.. I SURFACE EDGE OF PVMT./ GUTTER PAN now J � ;.. .. ; III .... ............... ROLLTOP ROLLTOP CURB 1.5" SM -9.5 CURB 1 3 F ,r,f I _ J /,00 v 00 �I'".1 J " /' —'-- ROLLTOP — -1/4" 1' 1/4" 1'-3- .., CURB FACE OF CURB _ - 4 1 40, F ,+r ' I J ., it ' J ""'�. i `' „ J \ j ' ' ,i J � �— 'l BILE NUMBER `' BASE 2.5" BM -25 SUBBASE 6" AGGREGATE (21A) '- - 11111111- .111, I-, :11- �.. t __ .11,I FACE OFI'll DI, -3 BACK OF 5'1' �' 8' B' 2' 1'.5' CURB BACK OF CURB CURB J,°10 i ... J — 1 �,I "a__, SOrJi FA CE OF FACE OF�(,_3`�1 -11 I'll ___ 1 .......' .'jf J 11 , � rt.* P n� `� J k.' . �, - CURB CURB ;. f J � 0 tj ROLLTOP TO CG -6 TRANSITIONS "'l "' ° ADT & MAILBOX PLAN`' TYPICAL SECTION PRIVATE ALLEY iJ ;I' ,i' <. F ".f I' .. ... ! J / y f CALCULATIONS BASED ON TET TRIP GENERATION RATES (9TH EDITION) �'` I '' J yf��` / GOLF DRIVE (25MPH) VPD BASED ON PREVIOUSLY APPROVED TIMMONS PLANS-- / - � SHEET OF 16 i ----_____ °-t NO PROJECTION OF PIPE ABOVE GROUND LINE TOP TCP OF FILL ...... F "'TOP OF FILL ---V, - - - - - - -' - - --' G20 ND LY _ -- (RJJ JJ N I--= _ ROUND LIFE T - - -- - - -{ r, :�i-.-.....- „ _ .11-11 II__ 'II' III Ir,,r,, r r II it l*i - I ,..,', Ali-' I -'1 (III - : r. I I�i'- - EAR IFI 'II;�- \ . CI OR HILI 9 -II. EAR I'II "I _I' 's SOI'_ I iii'- - '`C< I II 5i. .I.. L `, DO RIG J ,r \'� Ii.. :� - i :,MADRIAL (p- L ., /' /i'/"/ / ./. - /,. , 0 L rt _ �: :-. 1-:111.-11' ¢L 1 1 MIN. 1/10 D - 11 _. J - BEDDING V�G --I-F"`----"f es lriArF_RIaL 4f,rE'r2 AL _ x D--- __Ol - %,, PGR 11 OF H MIH. 8", MAx, 2't" FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE GROUND LINE )M':N. 1. G 6f N' s x D Ln'f`. i._ D AN I S z 0 AN 15 < 1) - M'1N. 1.5 , D I OP OF MILL -TOP OF PILL L TCP CF KILL _._._-._- - 11....._.__-_..___.__._-____._._ ._ -_._ _.-- _____-_.-._. ....--_.._- - _- -___-1 --.-_ _ .__ - _.._. ::-__-_ _ _ --.___ ..:. ___ -- _ . _ __ _--.=..::.= ..... 1 _ _ - , ..._ ,� ,rr-r - w 1ki-A .. •• r;rGRUJ^J )GfiOU lUr,in- aaii I:L t:.,- : ur.E- of Inv�iv-I. -E;TH r,":!,,'"/,' /� : _ r :./- >; /%i:-�III_!II_I ,. I- ,/.,,/', '--..,,:_ R.,CKCIZ 1 _/ I, ,� -, /, .:"/// r,. MIN. ;nG u - Y,=1 INS i� �,. ; ,/;/, i� - 1- 1I: ... ........1 -- I - .. ... Mlrl. i/iD D X1 U ( x FEODItJ" y PER - E-- SrT:L 1 - =''1--1"�-----'"*---- wra ERIA.L 1�OF FI 1, x I, D _-!xl,� M'.rJ. vtu D L �gLDD1tIG1 �tc_- MIN.8", 1' SEDDIN(; MATERIAL EARTH Max. 24 - MATERIAL FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNpATION OTHERWISE UNSUITABLE MATERIAL E'DD,NG MA-ERIAL N ACCOIRDAr4_E WITH NOTES //� Cr ON 02 OF THE ROAD AND BR'CE _- Et.3ANFtaE,Ni SpErIF.CNT10f15. FOR GENERAL NOTES OIJ PIPE EFDDING', �'`-�`' CLASS I BACK LI_ MATERIAL IN A.' OROANCE SEE IrISTn_ 1T10, ' JL VERTS M,, /,` 4/1T"; > CT;ON 302 OF THE ROAD ANN BnIUGE AtvD 51(.R: FAD Cc JEk,1- NOTES L:_� G_-_CTTCAI:ONS. CN SkEFr 107.00. r<CJ' D BACKFILL MATERIAL IN ArCJRDAIvCE 'ITT-. T: r F THE ROAD .AND BS'.,GE _ "r - A)02 MATERIAL R S >..0 ON 302 C c CRUSHED GLASS TS FOR CRR TO TP FGR FL.. T f IML CLASS I 3 C _ av S, '_C:FIOA?IOtJS. A AC.RIDA vfJ_L "n Tri -,'GLOP) 0) i;F"THE R(JPp SIZE REOit STEN ,FDI: 2b MAY run AND BRIDGE SPE CIF ICA TANS, AGGREGATE CE 25 AND 2I MAY BE .SED ':N PLAICE O. __.'...5 S B10Kr'1LL. FOR ' L OTFE:'. P ID,LAR EACKFILC MATERAN_ IN ACCGRDAN __ ViIT'i ..eCT10N 30_ �" THE FOAO ANC RIDGE - EC FICATIC^J_. XVDOT INSTALL. OF PIPE CULVERTS AND STORM SEWERS S.RE CATION REr ER ATIO ROA;; Ar;r, HBDG,. ,,rar:DARD_r SHEET 1 OF 4 BrI SION DATE CIRC. PIPE BEDDING AND BACKFILL - METHOD "A" 3D1 07/12 VIRGINIA DEPARTMENT OF TRAMSPORTArCIL 303 07.01 s-1 - �" �/ SHAPE TO ELEVATION -/ OF MID-POMT OF /� LARGEST PIPE. i I % I �, _ SHAPE TO CONTOUR OF PIPE �% I 1 > I , 11 �j �/ / //// i �f �'� '? OF00 TLETDPIPE TO INVERT �� SECTION A'A TRANSITION BETWEEN PIPE DIAMETERS WHEN METHOD OF TREATMENT IN DROP INLETS DIFFERENT SIZES OF PIPES ARE ENCOUNTERED, 6, \\ NOTES: SHAPING OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH �I TO DRAIN THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED SLOPE ON PLANS OR WHERE INVERT OF PIPE IS ABi)YE INVERT OF 1 TO INVERT OF STRUCTURE, OUTLET PIPE MANHOLE OR DROP INLET I TO BE FORMED AND CONSTRUCTED CE NG AS DETAILED STANDARD OR SPECIAL DRAWING. N ACCORDANCE W THE INVERT MEAT AS DEIN MIX HEREON IS TO CONSIST OF A A,I CEMENT N7 N RE X CONFORMING TO CLASS A3 OR PORTLAND E E CONCRETE MI A 1 PT THAT % F AGGREGATE MAY BE CLASS C EXCE A 25 0 COARSE f. 4'1CONSIST OF TONE BROKEN BRICK U P TO M DIAMETER AND S I �' 0 CONCRETE BLOC'. THE SURFACE I OKE CONCRETE OR BROKENK I MEANS OF HAND TROWELLING. NONE V ' SHALL BE LEFT SMOOTH BY OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. a , a DETNLS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE - PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED - --- INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES. SECTION B -B PLAN METHOD OF TREATMENT IN MANHOLES XV STANDARD METHOD OF SHAPING SPECIFICATION ROAD AND BRIDGE STANDARDS REFERENCE SHEET 1 OF I REVISION DATE MANHOLE & INLET INVERTS 302 106.08 VIRGINIA DEPARTMENT OF TRANSPORTATION CD -1 CUT - 1 (T 12 '`�.,�, TOP OF CUT PAY LIMITS FOR (TYPICAL( RADE ""-,_ PAVEMENT OUTLET PIPE TO -UBBASE BEGIN WITH 45" FILL UBGRADE DITCH LINE ELBOW R / COMBINATION UNDERDRAIN CD -1 AT LOWER END OF CUTS EDGE OF PAVEMENT / CENTER LINE SECTION TRAVEL LANES j 45 / (WITH TYPE i SELECT MATERIAL) N `.� 4s° / TRENCH PLACEMENT EDGE OF PAVEMENT \� PAY LIMITS FOR OUTLET PIPE TO �OF �` �� IDITCH IN LINE \ BEGIN WITH 45° E- PAVEMENT SURFACE & BASE 1 ELBOW OE OF FILL �- SUBBASE 4 J ��o� W-12 0 - oho -o. -n o 080 0..t -SELECT MATERIAL TYPE IORg Gp� (TYPICAL) 0.0A311 00:o'o -o; 1 -06-6-6 ,57 AGGREGATE, IS AGGREGATE OR CRUSHED :; GLASS MEETING #8 GRADATION REQUIREMENTS. I,� GEOTEXTILE DRANACE FABRIC (PLACEMENT OF CD -1 COMBINATION UNDERDRAIN) PLAN VIEW 0" OR TTi z / 7-.-- PAVEMENT SURFACE & BASE �/ / / . I( /./ SUBBASE OR CEMENT STABILIZED SUBBASE. 0 �-'.-SELECT MATERIAL TYPE OR SUBGRADE t"oo"oo- o4b 8000 (CEMENT OR LIME STABILIZED) #57 AGGREGAT c', ;18 AGGREGATE OR CRUSHED GEGTEXTILE GLASS MEETING #8 GRADATION RE UIREMENTS. Q DRAINAGE G� ERAL ivOTES �N FABRIC 7. UNLESS SAT THIS PO INDICATED, ,COMBINATION UNDERDRAIN WILL NOT BE LOCATED AT THIS POINT WHEN BOTH SUBBASE AND SUBGRADE ARE STABILIZED. 2. TRENCH SHALL BE FILLED WITH AGGREGATE AND TH RO JGHLY HAND TAMPED TO INSURE COMPACTNESS. NON -PERFORATED pUTLET PIPE 3. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT' AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X,MIN.0 DESIRABLE) GRADE. -.... A UM OF V -O" ABOVE A T OUTLET END OF OUTLET PIPE TO BE MINIM 6, INVERT ELEV TION A OU LE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. S O OUTLET PIPE ARE TO 7. CONNECTIONS SAME (ELBOWS SWYES,IRE ETC.) WITHIN PAY LIMIT FOR 3E WALL THICKNESS (MIN) -INCHES ALL I STRENGTH AS THE OUTLET PIPE. BE OE THE SAME CRUSHING EN H >Ejf 3E TESTED ACCORDING TO ASTM D-2412 AT 5%DEFLECTION. 8. OUTLETPIPE TO BE SECURELY CONNECTED TO EW -120R OTHER DRNNAGE STRUCTURE. SPECIFICATION REFERENCE STANDARD COMBINATION UNDERDRAIN 232 RE V 8107 (AT LOWER END OF CUTS) 507 01 108.04 VIRGINIA DEPARTMENT OF TRANSPORTATION GENERAL I P13-1 1. METHOD"A" PIPE BEDDING SHALL BE USED FOR ALL TYPES OF PIPE CULVERTS WITHIN THE PF'YLICABLE 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 IS 36" AND GREATER. 4. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE) 30" AND LESS IN DIAMETER WITH HEIGHT OF COVER IV OR LESS. 5. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE) 30" AND LESS IN DIAMETER WITH HEIGHT OF COVER 15' OR LESS. 6. BEDDING MATERIAL AND CLASS I BACKFILL MATERIAL MAY BE ELIMINATED FOR SHOULDER SLOT INLET (DI -13) OUTLET PIPES INSTALLATIONS. ELLIPTICAL PIPE 1. S1 - OUTSIDE SPAN DIMENSION OF PIPE. 2. $2 - INSIDE SPAN DIMENSION OF PIPE. 3. R - OUTSIDE RISE DIMENSION OF PIPE. 2' 4, X - WIDTH OF CLASS 15ACKFILL MATERIAL BEYOND THE EXTREMITY 0 . X - 1WHERE S IS LESS THAN 36'. F THE PIPE 2 X_ 18" WHERE S GI 36" AND GREATER S2 5. WHERE DIRECTED BY THE ENGINEER. ER. BEDDING MATERIAL MAY BE ELIMINATED ES2IFOR NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE LESS AND HEIGHT OF COVER 15'gR LESS. WHERE S2 IS 38' OR 6, REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S2 IS 38" OR LESS AND HEIGHT OF COVER 15' OR LESS, PIPE ARCH 1, S - SPAN DIMENSION OF PIPE. 2. R - RISE DIMENSION OF PIPE. 3, B - SEE PC -1 TABLE FOR APPLICABLE PIPE MATERIAL 4, x - WIp7H OF CLASS IBACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. - 12" WHERE S2 IS LESS THAN 36". x - 18" WHERE 52 IS 36" AND GREATER 5, WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELWINATED FOR NORMAL EARTH FOUN ATIONS UNDER ROUTINE ENTRANCE PIP D ANCE E WHERE S2 iS 35" OR LE55 AND HEIGHT OF COVER 15' OR LESS, 6. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S IS 35" OR LESS AND HEIGHT OF COVER 15' OR LESS. SDOT REFE1"-AT- INSTALLATION OF PIPE CULVERTS & STORM SEWERS �� ROAD AND BRIDGE STANDARDS 302 GENERAL NOTES REVISION DATE SHEET 4 OF i 303 VIRGINIA DEPARTMENT OF TRANSPORTATION o7.go SL -1 #5 BARS a 8" C -C TYP. #5 BARS a 8" C -C TYP. i_I 11 1 I T-1 -I _ I _ i t_. A I -I I I I _I A e 1 1 B I I I I I 30" DIAMETER L •`• 0" DI T . I + - M i l :�I 11 1 I I _I ` I T I----- I I I I I I I I TTTT..': t-': STRUTURE PLAN WALLCTHICKNEI55 ZE VNARIES PLAN CLASS AS CONCRETECLASS A3 CONCRETE SECTION A -A NOTES: SECTION B -B 1. THE STANDARD SAFETY SLAB (SL -1) IS TO BE USED ONLY WHEN SPECIFIED IN THE PLANS ON THE DRAINAGE SUMMARY SHEET AND/OR THE DRAINAGE DESCRIPTION. FOR MANHOLES, JUNCTION BOXES, AND DROP INLETS WITH HEIGHTS GREATER THAN 12 FEET, THE SPACING OF ADJACENT SAFETY SLABS SHALL BE WTO 12''WITH NO SAFETY SLAB LOCATED WITHIN 6 FEET OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW Y AN INLET PIPE OF 30" DIAMETER OR GREATER. HE COST OF THE SL -1 IS INCLUDED IN THE 0 F H 2 T CST 0 THE: STRUCTURE. SEE CAST IN PLACE DRAWINGS FOR FURTHER DETAILS 3. ACCESS OPENINGS ARE TO BE STAGGERED FROM ONE SIDE AC STRUCTURE 70 THE OTHER WHERE APPLICABLE. STEPS ARE TO BE STAGGERS ACCORDINGLY. Q _ # a ' 5 BARS 8' C -C TVP. 4. SAFETY SLAB MAY BE CAST -IN-PLACE OR PRECAST. CAST -IN-PLACE CONCRETE TO BE CLASS A3 (3000 PSI). PRECAST CONCRETE IS TO BE A4 (4000 PSI), REINFORCING _ ' STEEL TO BE IN ACCORDANCE WITH AASHTO M31. �?'., , :-4 4r .,' 5. ACCESS OPENINGS MAY BE 30" DIAMETER OR 30" SQUARE. WHEN STRUCTURE WIDTH IS LESS THAN 30" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WIDTH BY 30" LONG). TYPICAL PRECAST UNIT SVD TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, SREFE ENCE" ROAD AND BRIDGE STANDARDS MANHOLES AND JUNCTION BOXES SHEET i OF i I REVISION DATE 302 106.14 1 VIRGINIA DEPARTMENT OF TRANSPORTATION ___j °q" /--SURFACE T JO#d7 PA'tlTED WITH ASPHALT - QI i •: PREMOLUED BACK 11, r' JOINT FILLEP,.�Y ' is I, , NOT LE`w THAN 4'_ z l4 OF 0 x M/ AL A , U H2O - "1 I WAITER^STOP S6 �x � w w � / LVE. LO I --'� { AD .r -..._......._..._..�I I A ' liix'XS" TG, ( 'c WATERSTOP I OF I I ` ALL. 1 DECK SURCHARGE - LOADED \I.- 1 _;_4:.X4„ _ SEE DETrllL ,^-_. KEYED JOINT' `A{ : i .9L_J ._._.____._ TOE OF WALL l POROUS BACKFILL a 100 LBS./CU. FT'. e, :�,' #78 OR N8 AGGREGATE OR CRUSHED GLASS \ (,_- MEETING 478 OR #8 GRADATItN! RE4UIREMENTS----_,_ CONTRACTION JOINTS A7 INTERVALS NOT EXCEEDING 30'. EXPANSION JOINTS AT INTERVALS NOT EXCEEDING E'0', 'y "�> N H EEG HT E, F 7. 4 N EE WATER STOPS 0 T T BG ELASTOMER6C OR Ol'kiER APPRO•JED �F - SAS E MATERIAL. DIMENSIONS- SHOWN ARE ABSPLUTc MEuiMLih1. 6f10 H A - 1/f, BASE, WITH MIN. OF 9'. _ EARTH :. 900 LBS. CONCRETE - 'SD LBS, ANGLE OF REPOSE . tj2:1 �� Ci NOTE: F' . J DEPTH OF WALL IN GROUND DE7ERMI3vED Q v 0 BY CONDITIONS, TO BE NOT LESS THAN T 6'. ,� it EW _U x w , /x v. 9 . - WEEP HOLE WITH 12"X12" PLASTID "~ HARDW E OT . Y- le WARE CLOTH "MESH O R I IA" �.° � z WATERS) P TO OR GALVANIZED STEEL WIRE MiPFEMLIM '. DETAIL MES DIAMETER 0-03", NUMBED 4 MESH HARDWARE CLOTH ANCHORED m HEIGHT 0 WALL W .N FEET CRUSHING STRENGTH TYPE OF PIPE .T.4" NOM. DIAMETER --- - - TO OTHERWISE PROM 4. ON CURB AND GUTTER SECTIONS,WHERE IT IS IMPOSSIBLE 0 OUTLETS FOR U'NDERDRAUS, THEY ARE TO BE LOCATED 50 AS TO DRAIN INTO DROP INLETS OR MANHOLES. 5. ON SUPERELEVATED SECTIONS. TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SDE .1111. AR ',�� EA Uf SECTION SQ, F'T. W.T. o"" NOM. DIAMETE SMOOTfi WALL PVC ,103 0.153 SMOOTH WALL PE 70 PSI 3E 3E;4 70 PSI if 3E 3E -.... A UM OF V -O" ABOVE A T OUTLET END OF OUTLET PIPE TO BE MINIM 6, INVERT ELEV TION A OU LE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. S O OUTLET PIPE ARE TO 7. CONNECTIONS SAME (ELBOWS SWYES,IRE ETC.) WITHIN PAY LIMIT FOR 3E WALL THICKNESS (MIN) -INCHES ALL I STRENGTH AS THE OUTLET PIPE. BE OE THE SAME CRUSHING EN H >Ejf 3E TESTED ACCORDING TO ASTM D-2412 AT 5%DEFLECTION. 8. OUTLETPIPE TO BE SECURELY CONNECTED TO EW -120R OTHER DRNNAGE STRUCTURE. SPECIFICATION REFERENCE STANDARD COMBINATION UNDERDRAIN 232 RE V 8107 (AT LOWER END OF CUTS) 507 01 108.04 VIRGINIA DEPARTMENT OF TRANSPORTATION GENERAL I P13-1 1. METHOD"A" PIPE BEDDING SHALL BE USED FOR ALL TYPES OF PIPE CULVERTS WITHIN THE PF'YLICABLE 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 IS 36" AND GREATER. 4. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE) 30" AND LESS IN DIAMETER WITH HEIGHT OF COVER IV OR LESS. 5. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE) 30" AND LESS IN DIAMETER WITH HEIGHT OF COVER 15' OR LESS. 6. BEDDING MATERIAL AND CLASS I BACKFILL MATERIAL MAY BE ELIMINATED FOR SHOULDER SLOT INLET (DI -13) OUTLET PIPES INSTALLATIONS. ELLIPTICAL PIPE 1. S1 - OUTSIDE SPAN DIMENSION OF PIPE. 2. $2 - INSIDE SPAN DIMENSION OF PIPE. 3. R - OUTSIDE RISE DIMENSION OF PIPE. 2' 4, X - WIDTH OF CLASS 15ACKFILL MATERIAL BEYOND THE EXTREMITY 0 . X - 1WHERE S IS LESS THAN 36'. F THE PIPE 2 X_ 18" WHERE S GI 36" AND GREATER S2 5. WHERE DIRECTED BY THE ENGINEER. ER. BEDDING MATERIAL MAY BE ELIMINATED ES2IFOR NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE LESS AND HEIGHT OF COVER 15'gR LESS. WHERE S2 IS 38' OR 6, REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S2 IS 38" OR LESS AND HEIGHT OF COVER 15' OR LESS, PIPE ARCH 1, S - SPAN DIMENSION OF PIPE. 2. R - RISE DIMENSION OF PIPE. 3, B - SEE PC -1 TABLE FOR APPLICABLE PIPE MATERIAL 4, x - WIp7H OF CLASS IBACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. - 12" WHERE S2 IS LESS THAN 36". x - 18" WHERE 52 IS 36" AND GREATER 5, WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELWINATED FOR NORMAL EARTH FOUN ATIONS UNDER ROUTINE ENTRANCE PIP D ANCE E WHERE S2 iS 35" OR LE55 AND HEIGHT OF COVER 15' OR LESS, 6. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S IS 35" OR LESS AND HEIGHT OF COVER 15' OR LESS. SDOT REFE1"-AT- INSTALLATION OF PIPE CULVERTS & STORM SEWERS �� ROAD AND BRIDGE STANDARDS 302 GENERAL NOTES REVISION DATE SHEET 4 OF i 303 VIRGINIA DEPARTMENT OF TRANSPORTATION o7.go SL -1 #5 BARS a 8" C -C TYP. #5 BARS a 8" C -C TYP. i_I 11 1 I T-1 -I _ I _ i t_. A I -I I I I _I A e 1 1 B I I I I I 30" DIAMETER L •`• 0" DI T . I + - M i l :�I 11 1 I I _I ` I T I----- I I I I I I I I TTTT..': t-': STRUTURE PLAN WALLCTHICKNEI55 ZE VNARIES PLAN CLASS AS CONCRETECLASS A3 CONCRETE SECTION A -A NOTES: SECTION B -B 1. THE STANDARD SAFETY SLAB (SL -1) IS TO BE USED ONLY WHEN SPECIFIED IN THE PLANS ON THE DRAINAGE SUMMARY SHEET AND/OR THE DRAINAGE DESCRIPTION. FOR MANHOLES, JUNCTION BOXES, AND DROP INLETS WITH HEIGHTS GREATER THAN 12 FEET, THE SPACING OF ADJACENT SAFETY SLABS SHALL BE WTO 12''WITH NO SAFETY SLAB LOCATED WITHIN 6 FEET OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW Y AN INLET PIPE OF 30" DIAMETER OR GREATER. HE COST OF THE SL -1 IS INCLUDED IN THE 0 F H 2 T CST 0 THE: STRUCTURE. SEE CAST IN PLACE DRAWINGS FOR FURTHER DETAILS 3. ACCESS OPENINGS ARE TO BE STAGGERED FROM ONE SIDE AC STRUCTURE 70 THE OTHER WHERE APPLICABLE. STEPS ARE TO BE STAGGERS ACCORDINGLY. Q _ # a ' 5 BARS 8' C -C TVP. 4. SAFETY SLAB MAY BE CAST -IN-PLACE OR PRECAST. CAST -IN-PLACE CONCRETE TO BE CLASS A3 (3000 PSI). PRECAST CONCRETE IS TO BE A4 (4000 PSI), REINFORCING _ ' STEEL TO BE IN ACCORDANCE WITH AASHTO M31. �?'., , :-4 4r .,' 5. ACCESS OPENINGS MAY BE 30" DIAMETER OR 30" SQUARE. WHEN STRUCTURE WIDTH IS LESS THAN 30" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WIDTH BY 30" LONG). TYPICAL PRECAST UNIT SVD TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, SREFE ENCE" ROAD AND BRIDGE STANDARDS MANHOLES AND JUNCTION BOXES SHEET i OF i I REVISION DATE 302 106.14 1 VIRGINIA DEPARTMENT OF TRANSPORTATION ___j °q" /--SURFACE T JO#d7 PA'tlTED WITH ASPHALT - QI i •: PREMOLUED BACK 11, r' JOINT FILLEP,.�Y ' is I, , NOT LE`w THAN 4'_ z l4 OF 0 x M/ AL A , U H2O - "1 I WAITER^STOP S6 �x � w w � / LVE. LO I --'� { AD .r -..._......._..._..�I I A ' liix'XS" TG, ( 'c WATERSTOP I OF I I ` ALL. 1 DECK SURCHARGE - LOADED \I.- 1 _;_4:.X4„ _ SEE DETrllL ,^-_. KEYED JOINT' `A{ : i .9L_J ._._.____._ TOE OF WALL l POROUS BACKFILL a 100 LBS./CU. FT'. e, :�,' #78 OR N8 AGGREGATE OR CRUSHED GLASS \ (,_- MEETING 478 OR #8 GRADATItN! RE4UIREMENTS----_,_ CONTRACTION JOINTS A7 INTERVALS NOT EXCEEDING 30'. EXPANSION JOINTS AT INTERVALS NOT EXCEEDING E'0', 'y "�> N H EEG HT E, F 7. 4 N EE WATER STOPS 0 T T BG ELASTOMER6C OR Ol'kiER APPRO•JED �F - SAS E MATERIAL. DIMENSIONS- SHOWN ARE ABSPLUTc MEuiMLih1. 6f10 H A - 1/f, BASE, WITH MIN. OF 9'. _ EARTH :. 900 LBS. CONCRETE - 'SD LBS, ANGLE OF REPOSE . tj2:1 �� Ci NOTE: F' . J DEPTH OF WALL IN GROUND DE7ERMI3vED Q v 0 BY CONDITIONS, TO BE NOT LESS THAN T 6'. ,� it EW _U x w , /x v. 9 . - WEEP HOLE WITH 12"X12" PLASTID "~ HARDW E OT . Y- le WARE CLOTH "MESH O R I IA" �.° � z WATERS) P TO OR GALVANIZED STEEL WIRE MiPFEMLIM '. DETAIL MES DIAMETER 0-03", NUMBED 4 MESH HARDWARE CLOTH ANCHORED m HEIGHT 0 WALL W .N FEET CRNESS AT TOP `A" IN FELT THICKNESS AT BASE 8 off C(, n HESS Div AT OF L85, PERTSO FT. AR ',�� EA Uf SECTION SQ, F'T. 3 1'-0' T-9%' 856 4,83 4 1'-0 2'-4' "� /a 1141 4 7.43 5 1'•0" 3'-0" 1421 10.6:1 6 1'-0" 3"I'A" 1712 14.43 7 i' -O' 4l-2%" 1497 1 18.33 B i`-0 4'-9;W, 2283 23,83 S- 10 i'-0 _ i,_0. 5 4'a" '_ _ 8'-G" 2S 6,9 2H53 ---35--63_ 20143 _ 9 V-11/4 ' 6'-7 / < 3139 ___ 42.98 12 T'-2 313 7' 2 f#' ..7424 1 51.03 13 `7 ' T'-3 B 7, „ - 3x '709 59.78 34 i'-4 3114 H -4$'#"' 3995 69.25 15 ._.._ __.._.. i'-6" .-._____ W -O" --__.___ _ 4280 ._.. 79.38 FIR T I MLY TO OU SDE OF STRUCTURE. / j .i P r -i O ( k S rl /} 4.:., �_.I.., p., 3" DRAIN PIEES 3°APART sno.tJ-- B" SAFE BEARING CAPACITY OF SOIL ROCK MINIMUM..... ... ­ ... ­­ .......................................... 10,000 - 20,000 LBS, PER SQ, FT. GRAVEL AND COARSE S CEMENTED ........__16,000 - ANDLVEL L E 20,000 LBS. PER SQ. r T. CLAY IN THICK 5E0_r ALWAYS DRY...... ......... .......... .... .. 12,0()O - -:6 OOC LBS. 5 . PER OFT. CLAY IN THICK BEDS MODERATELY DRY ................... _ 8,00 - 12,000 P FT , 0 LBS. PER SQ. CLAY SOFT...__.. __ ..... ....... ..... .................... ,............. ,... ' 0 - 4 O P L,0 0 ,04 LBS. PER >fl. FT. SAND DRY COMPACT, AND WELL CEMENTED .......... ...... _ 8,1300 - 12,000 LBS, PER S FT, SANDr CLEAN, DRY ................................... ....................... 4,000 - 8,000 LBS. PER SO, FT, ALLUVIAL SOILS, E TO ............................. ............ _, ..._ 9 000 - 2,000 LBS. PER SQ. FT. IF COMPRESSION AT TOE EXCEEDS SAFE BEARING CAPACITY T N6 > OF S01L A SPECSlaL F'40TING iS TO BE USED. VC3�3 r' SPEC FIOATION CONCRETE GRAVITY RETAIN N WALLS REFEREh1C:'E I G ALL ROAD SEND BRIDGE STANDARDS SHEET 1 OF ,REVISION DATE INFINITE SURCHARGE D DECK SURCHARGE � LOADED TGs VIRGINIA DEPARTMENT OF TRANSPORTATION 401.02 CLUSTER BtJNX UNIT (CBU) MAILBOX - ADA ACCESSIBLE 308.2 Forward Reach. 308.3 Side Reach.. 308.2.1 Unobstructed. Where a forward reach is unobstructed, the high forward reach shall 308.3.1 Unobstructed. Where a clear floor or ground space allows a parallel approach to an element and be 48 inches (1220 mm) maximum and the low forward reach shall be 15 inches (380 the side reach is unobstructed, the high side reach shall be 48 inches (1 220 mm) maximum and the low mm) minimum above the finish floor or ground. side reach shall the 15 inches (380 mm) minimum above the finish floor or ground. E E 0 Figure 308.2.2 Obstructed High Forward Reach 308.2.2 Obstructed High Reach. Where a high forward reach is over an obstruction, the clear floor space shall extend beneath the element for a distance not less than the required reach depth over the obstruction. The high forward reach shall be 48 inches (1220 mm) maximum where the reach depth is 20 inches (510 mm) maximum. Where the reach depth exceeds 20 inches (510 mm), the high forward reach shall be 44 inches (1 120 mm) maximum and the reach depth shall be 25 inches (635 mm) maximum, E E 0 >20"-25" max (a) (b) Figure 308.3.1 Unobstructed Side Reach E E N E E 0 10" max 255 mm 308.3.2 Obstructed High Reach. Where a clear floor or ground space allows a parallel approach to an element and the high side reach is over an obstruction, the height of the obstruction shall be 34 inches (865 mm) maximum and the depth of the obstruction shall be 24 inches (610 mm) maximum. The high side reach shall be 48 inches (1220 mm) maximum for a reach depth of 10 inches (255 mm) maximum. Where the reach depth exceeds 10 inches (255 mm), the high side reach shall be 46 inches (1170 mm) maximum for a reach depth of 24 inches (610 mm) maximum. E E 0 > 10"-24" max 255 mm 255 mm -610 mm (a) (b) Figure 308.3.2 Obstructed High Side Reach E 0 SUPPORT RIBS REFLECTIVE DELINEATOR 6"X6" CONC. EDGING - REINFORCING AS REQUIR FILTER FABRIC (OPTIONAL) NATIVE SOIL SURFACE - WITH OPTIONAL FILTER FABRIC IF UNDERDRAIN IS NOT USED 4" DIA UNDERDRAIN (SEE NOTES SHEET 2) I--- 12" --I PRODUCT DESCRIPTION PANEL SIZE: 24" X 24" X 1 1/2" CELLS PER PANEL: (120) 2-112" HEXAGONAL CELLS SOD PLANTING LEVEL TUFFTRACK PAVER 1"MIN. CLEARANCE PROPOSED FINISHED GRADE SEED PLANTING LEVEL EXISTING 4" to 1/2"y GRADE 0" FILTER FABRIC (OPTIONAL) SECTION` *SEE NOTES SHEET 2 : TOP SOIL INFILL NATIVE SOILS 0" TO 8" AASHTO #57 BASE ROCK Ti OR APPROVED EQUAL WITH OPTIONAL TOP SOIL BLEND 3' (MIN.) 1 SEASONAL �L! HIGH WATER TABLE 1 of 2 http://www.ndspro,com Call 1-.888-825-4716 TT24 TUFF TRACK ®Nl:>,SENGINEERED PERMEABLE PAVER Weputwateriniitsplace GRASS SURFACE NOTES; ENGINEERING PROPERTIES: 1. COMPRESSIVE STRENGTH OF TT24 PAVE ER.' EMPTY PAVER'. ULTIMATE: LOAD = 86,563 LBS / 601 PSI FILLED PAVER: ULTIMATE( LOAD = 400,000 LBSi 2. POROSITY OF AASHTO #57 AGGREGATE = 0.4 "I TOP SOIL FILL: 3. NDS RECOMMENDS NATIVE TOPSOIL FOR BACKFILL INSIDE THE PAVERS. 4. EXTEND TOPSOIL INSIDE PAVER AN ADIDITIONAL X TO % INCH ABOVE PAVER SURFACE AND MATCH SURROUNDING GRADE. PROPOSED FINISHED GRADE SLOPE PER PROJECT GRADING PLAN. PROTECT PAVER AREA UNTIL GRASS IS SUFFICIENTLY ESTABLISHED TO HANDLE TRAFFIC. PROVIDE V (MIN.) CLEARANCE: BETWEEN ANY CONCRETE EDGE AND PAVER. 5, GRASS PAVERS ARE TO BE USED FOR AREAS OF PEDESTRIAN USE AND OCCASIONAL VEHICULAR TRAFFIC USE (E.G., OVERFLOW PARKING AND EMERGENCY VEHICLEIFIRE LANES). AASHTO #57 BASE ROCK: 6. GRADATION OF AASHTO 7 COARSE #5 CO S BASE ROCK: 0° PASSING 1 '." SCREEN 9 100°°PASSING 1° 25-60%PASSING %° AND 10 / PA / 5- / 0-10%PASSING#3 SCREEN. °/ OPTIONAL: ADD PULVERIZED NATIVE TOP OP SOIL EQUAL TAIL VOLUME. BLEND TO OBTAIN HOMOGENEO S MIXTURE PRIOR TO Q T015,° Of TO0 U PLACEMENT. 7. THICKNESS OF AGGREGATE LAYER S FOLLOWS: N BASE PEDESTRIAN - ONLY LOADS (COMPACTION OF NATIVE IL C SO RECOMMENDED FOR MEDIUM ( FOR SLOPES UP TO 3%); 41NCHES FOR LIGHT LOADS (GOLF CARTS); 61NCHES 0 LOADS (CARS AND PICKUP TRUCKS); H INCHES FOR HEAVY LOADS (FIRE TRUCKS). S. COMPACT WITH ONE TO THREE PASSES: OF 5 -TON STEEL WHEEL ROLLER. SINCE IT IS DIFFICULT TO MEASURE DENSITY OF COARSE AGGREGATE, APPROACH OF REQUIRING A FIXED DENSITY IS NOT APPLICABLE. FILTER FABRIC: 9. FILTER FABRIC MAYBE USED TO PREVENT MIGRATION OF FINES FROM SURROUNDING NATIVE SOILS INTO COARSE AGGREGATE LAYER. THE FABRIC PREVENTS CLOGGING OF AGGREGATE LAYER AND EXTENDS ITS USEFUL LIFE. USE OF FILTER FABRIC IS STRONGLY RECOMMENDED AROUND EDGE DRAIN. 10. NDS RECOMMENDS NON -WOVEN NEEDLE -PUNCHED GEOTEXTILE. WOVEN GEOTEXTILES SHOULD NOT BE USED. 11. USE FILTER FABRIC WITH AOS (0.60 MM FOR NATIVE SOILS WITH 50% OR LESS PARTICLES BY WEIGHTfPASSING NO.200 SIEVE. USE FILTER FABRIC WITH AOS <0.30MM FOR NATIVE SOILS WITH 50% OR GREATER PARTICLES BY WEIGHT PASSINTHE NO.200 SIEVE. UNDERDRAIN: ''j 12. NDS RECOMMENDS UNDERDRAIN TO COLLECT PERCOLATED WATER AND CONVEY TO PROJECT STORMWATER FACILITY FOR NATIVE SOIL THAT IS NRCS HYDROLOGIC SOIL GROUP C ORD (LOW INFILTRATION RATES). UNDERDRAIN IS OPTIONAL FOR SOIL GROUP B (MODERATE INFILTRATION) AND CAN BE ELIMINATED, FOR SOIL GROUP A (GOOD INFILTRATION). 13. USE MINIMUM 4 -INCH DIA PERFORATED IPVC OR POLYETHYLENE PIPEAT 250 -FT CENTERS; MINIMUM ONE PIPE. PIPE TO BE INSTALLED AT MINIMUM 0.5% SLOPE. RECOMMENDED 2 SQ INCHES OFP 0 ENING/LINEAR FOOT. 14. UNDERDRAIN TO DAYLIGHT INTO RM PROJECT T C S O WATER FACILITY (CATCH BASIN IOPENCHANNEL/B ASIA). 15. INVERT OF PIPE RECOMMENDED TO BE, B A OVE PROJECT HIGH WATER LEVEL TO PREVENT BACKING-UPSYSTEM. 16. UNDERDRAIN TO BE SURROUNDED BY 41° OF AASHTO #57 COARSE AGGREGATE, WITH MIN. 2" BEDDING: SUBGRADE NATIVE SOIL: A 17. COMPACT SUBGRADE NATIVE SOILS 90 TO 951.6 STANDARD PROCTOR DENSITY PER ASTM D696 FOR SOILS WITH CALIFORNIA BEARING RATIO >20%, R VALUE >30, AASHTO A -i, A-2, AND A-3 SOILS. LOWER COMPACTION LEVELS PROMOTE INFILTRATION THROUGH SOIL. 18. NDS RECOMMENDS THAT ENGINEER -OF -RECORD CONSIDER HIGHER LEVEL OF COMPACTION FOR CBR 5 TO 20%, R -VALUE 10 TO 30, AASHTO A-4 SOILS FOR HEAVY LOADS WHERE INFI_TRATION INTO NATIVE SOILS IS NOT A REQUIREMENT. 19. NDS RECOMMENDS THAT ENGINEER -OF -RECORD CONSULT WITH PROJECT GEOTECHNICAL ENGINEER FOR POTENTIAL SOIL MODIFICATION (E.G., LIME TREATMENT) AND COMPACTION LEVEL FOR CBR <5% AND R -VALUE <10, AASHTO A-5, A-6, AND A-7 SOILS. i 2 of 2 http://www.ndspro.com Call 14888-825-4716 ® TT24 TUFF TRACK ND►SRMEABLE PA ENGINEERED PE VER water in lits e GRASS SUR FAC E MATERIALS TO TRENCH SPOILS TO BE PLACED ON THE GROUND TO BE GRADED BE PL4CED ON THE HIGH SIDE OF TRENCH LOW SIDE OF TRENCH TO ORIGINAL CONTOURS DURING CONSTRUCTION. DURING CONSTRUCTION. AFTER BACKFILL. 11 -s o TOP OF GROU D N SLOE P " " _" _ " 4� + r,.,, ate.. -- a a� t COMPACTION PER COUNTY SPECIFICATION (E NN R MN I G BACKFILL SHALL NOT CONTAIN ROCK CLOD, -OR DEBRIS MATERIAL LARGER 36" MIN. THAN 5 M ANY *DIMENSION. 24" MIN. $" If MIN. INITIAL' BAEKF(Iii-.' (6" • LIFTS) *THOROUGHLY GOMPACTED- BY HAND OR APPROVED MECHANICAL TAMPER. EMBEDMENT DIAMETER OF' PIPE _- - - .f-.SPRKG.'UNE.OF'.P1P,E HAUN6HING,-,-,-•.,-,--.'. ................ --------- .... •.... 4 • MIN. , . , NO. 68 STONE I/ FOUN 'DATIOPI'•(SH k.L•$E REQUIRED WHEN SOIL CDNDMONS'.ARE.UNSTABLE) [ALL PIPE] NOTE: CONTRACTOR MUST INSURE THE STONE IS PROPERLY COMPACTED, ESPECIALLY UNDER THE HAUNCHES OF THE PIPE, BEDDING, BACKFILL AND,TRENCH SPOIL PLACEMENT RAMP DOWN SIDEWALK -RAMP DOWN --0 - .00 r - � 12" MIN, s. HANDICAP I CONC. PAD CBU RAMP 'z, MAILBOX 12" to 15" '.:.-,` PER. USPS '° " "' B.O.C. F.O.C. C&G Am CENTERLINE STREET SCENARIO I -REAR ACCESS TO CBU GENERAL CONSTRUCTION NOTES PLAN NOTES 1. THE OWNER WILL DESIGNATE A PROJECT MANAGER TO ACT AS OWNER'S REPRESENTATIVE DURING THIS PROJECT. CONTRACTOR SHALLREPORT DIRECTLY E 0 RT D EC LY TO THIS PROJECT MANAGER UNLESS OTHERWISE DIRECTED. 2. THE DESIGNER HAS CONDUCTED NO STUDIES DESIGNED TO DISCOVER THE PRESENCE OF ANY HAZARDOUS SUBSTANCES ON THIS PROPERTY AND ASSUMES NO RESPONSIBILITY OR LIABILITY RESULTING FROM THE PRESENCE ON ANY SUCH SUBSTANCE. 3. THE CONTRACTOR SHALL OBTAIN ALL PERMITS REQUIRED FOR THIS WORK AND PAY ALL ASSOCIATED FEES. THIS INCLUDES ALL NECESSARY PERMITS, INSPECTIONS, BONDS, AND OTHER APPROVAL RELATED ITEMS IN ACCORDANCE WiTH THESE PLANS AS WELL AS LOCAL, STATE, AND FEDERAL POLICIES. 4. PAVED OR RIP RAP DITCH MAY BE REQUIRED WHEN IN THE OPINION F THE ENT ENGINEER Q N 0 E REBID ENG NES OR HIS DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 5. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES, LATEST EDITION, AND SHALL BE PROVIDED BY THE CONTRACTOR. 6. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 7. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE VDOT ROAD AND BRIDGE STANDARDS (LATEST EDITION) AND THE VDOT ROAD AND BRIDGE SPECIFICATIONS (LATEST EDITION). EARTHWORK, DRAINAGE, & SITE CONDITIONS 1. EXCEPT AS OTHERWISE SHOWN ON THE PLANS, ALL CUTS AND FILLS SHALL MATCH EXISTING SLOPES OR BE NO GREATER THAN 2:1. 2. UNLESS OTHERWISE NOTED ON THE PLANS OR IN THE SPECIFICATIONS ALL FILL MATERIALS SH r MAl ALL BE COMPACTED TO 9�% OF THEORETICAL MAXIMUM DENSITY AS DETERMINED - R NED BY AASHTO T 99 MEiHOD A, WITHIN PLUS OR MINUS 2% OF OPTIMUM MOISTURE, FOR THE FULL WIDTH AND DEPTH OF THE FILL. 3. ALL GRADING AND IMPROVEMENTS TO BE CONFINED TO THE PROJECT AREA UNLESS OTHERWISE INDICATED. 4. ALL MATERIALS AND INSTALLATION DETAILS SHALL CONFORM N M TO APPLICABLE LOCAL (ORDINANCES AND V 0 VIDOT ROAD & BRIDGE STANDARDS LATEST EDITION UNLESS OTHERWISESTATED ED WITHIN THE PLANS-. 5. ANY UNUSUAL OR UNANTICIPATED SUBSURFACE CONDITIONS SHALL IMMEDIATELY A BE AMEDIATELY REPORTED TO THE ENGINEER. 6. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND LOCATIONS PRIOR TO BEGINNING WORK, AND IMMEDIATELY NOTIFY THE PROJECT MANAGER IN THE EVENT THERE ARE ANY DISCREPANCIES BETWEEN SUCH CONDITIONS AND THOSE SHOWN ON THE PLANS AND SPECIFICATIONS. 7. IN THE EVENT THAT GRADING AS SHOWN ON THE PLANS IS NOT FEASIBLE, CONTRACTOR SHALL ADVISE THE PROJECT MANAGER AND ENGINEER BEFORE FINAL GRADING COMPLETION FOR ADVICE AND CONSENT. UTILITES & DRAINAGE SYSTEMS UTILITIES 1. ANY DAMAGE TO EXISTING UTILITIES CAUSED BY CONTRACTOR OR ITS SUBCONTRACTORS SHALL BE CONTRACTOR'S SOLE RESPONSIBILITY AND REPAIRED AT CONTRACTOR'S EXPENSE. 2. THESE PLANS DO NOT GUARANTEE THE EXISTENCE, NON-EXISTENCE OR LOCATION OF UTILITIES. CONTRACTOR SHALL VERIFY THE EXISTENCE AND LOCATION OR THE NON-EXISTENCE OF UTILITIES, AT LEAST 48 HOURS PRIOR TO ANY EXCAVATION OR CONSTRUCTION, CONTRACTOR SHALL NOTIFY MISS UTILITY ('1-800-552-7001) AND/OR THE RESPECTIVE UTILITY COMPANIES FOR GAS, WATER, SEWER, POWER, PHONE AND CABLE. CONTRACTOR SHALL TIMELY ARRANGE TO HAVE THE VARIOUS UTILITIES LOCATED, AND TO HAVE THEM REMOVED OR RELOCATED, OR TO DETERMINE THE METHOD OF PROTECTION ACCEPTABLE TO THE RESPECTIVE OWNER, IF THE METHOD OF PROTECTION IS NOT OTHERWISE SPECIFIED. CONTRACTOR SHALL CONDUCT ITS WORK IN THE VICINITY OF EXISTING UTILITIES IN ACCORDANCE WITH THE RESPECTIVE UTILITY'S RULES AND REGULATIONS. ANY COST INCURRED FOR REMOVING, RELOCATING OR PROTECTING UTILITIES SHALL BE BORNE BY CONTRACTOR UNLESS INDICATED OTHERWISE. CONTRACTOR SHALL EXCAVATE TO LOCATE BURIED UTILITIES FAR ENOUGH IN ADVANCE OF ITS WORK TO ALLOW FOR HORIZONTAL AND /OR VERTICAL ADJUSTMENTS TO ITS WORK AND/OR THE UTILITIES. NO ADJUSTMENT IN COMPENSATION OR SCHEDULE WILL BE ALLOWED FOR DELAYS RESULTING FROM CONTRACTOR'S FAILURE TO CONTACT AND COORDINATE WITH UTILITIES. 3. WHEN THE WORK CROSSES EXISTING UTILITIES, THE EXISTING UTILITIES SHALL BE ADEQUATELY SUPPORTED AND PROTECTED FROM DAMAGE DUE TO THE WORK, ALL METHODS FOR SUPPORTING AND MAINTAINING THE EXISTING UTILITIES SHALL BE APPROVED BY THE RESPECTIVE UTILITY COMPANY AND//OR THE ENGINEER. CONTRACTOR SHALL EXERCISE CARE TO INSURE THAT THE GRADE AND ALIGNMENT OF EXISTING UTILITIES ARE MAINTAINED AND THAT NO JOINTS OR CONNECTIONS ARE DISPLACED. BACKFILL SHALL BE CAREFULLY PLACED AND COMPACTED TO PREVENT FUTURE DAMAGE OR SETTLEMENT TO EXISTING UTILITIES. ANY UTILITIES REMOVED AS PART OF THE WORK, AND NOT INDICATED TO BE REMOVED OR ABANDONED, SHALL BE RESTORED USING MATERIALS AND INSTALLATION EQUAL TO THE UTILITY'S STANDARDS. 4. CONTRACTOR SHALL NOTIFY LANDOWNERS, TENANTS AND THE PROJECT MANAGER PRIOR TO THE INTERRUPTION OF ANY SERVICES. SERVICE INTERRUPTIONS SHALL BE KEPT TO A MINIMUM AND SHALL ONLY OCCUR WITH THE KNOWLEDGE AND PERMISSION OF THE SERVICE'S OWNER OR AUTHORITY. 5. THE ADJUSTMENT OF ALL MANHOLE TOPS, WATER VALVE BOXES, GAS VALVE BOXES AND WATER METER BOXES SHALL BE THE RESPONSIBILITY OF CONTRACTOR. 6. ALL WATER METER, VALVES AND FIRE HYDRANT ADJUSTMENTS/RELOCATIONS SHALL BE PERFORMED BY THE CONTRACTOR. CONTRACTOR SHALT_ KEEP A "REDLINE" SET OF PLANS DOCUMENTING ALL SUCH AS -BUILT REVISIONS. DRAINAGE SYSTEMS 1. CONTRACTOR SHALL EXERCISE CARE ESPECIALLY AT INTERSECTIONS RS E NS A ND GUTTER _TINES, TO PROVIDE POSITIVE DRAINAGE. ANY AREAS WHERE WATER IS IMPOUNDED SHALL BE CORRECTED BY CONTRACTOR AT NO ADDITIONAL COST. POSITIVE DRAINAGE OF ALL ROADWAY AREAS TO THE STORM DRAIN INLETS OR OTHER ACCEPTABLE DRAINAGE CHANNELS AS NOTED ON THE PLANS IS REQUIRED. 2. CONTRACTOR SHALL MAINTAIN EXISTING STREAMS, DITCHES, DRAINAGE STRUCTURES, (CULVERTS AND FLOWS AT ALL TIMES DURING THE WORK, CONTRACTOR SHALL PAY FOR ALL PERSONAL INJURY AND PROPERTY DAMAGE WHICH MAY OCCUR AS A RESULT OF FAILING TO MAINTAIN ADEQUATE DRAINAGE. 3. ALL PIPES, DI'S AND OTHER STRUCTURES SHALL BE INSPECTED BY THE PROJECT MiANAGER BEFORE BEING BACKFILLED OR BURIED. THE PROJECT MANAGER MAY REQUIRE CONTRACTOR, AT NO ADDITIONAL COST, TO UNCOVER AND RE-COVER SUCH STRUCTURES IF THEY HAVE BEEN BACKFILLED OR BURIED WITHOUT SUCH INSPECTION. 4. ALL CATCH BASINS ENCOMPASSED WITHIN NEW CONSTRUCTION SHALL BE CONVERTED TO DROP INLETS. 5. REMOVED PIPE SHALL BE THE PROPERTY OF CONTRACTOR UNLESS NEGOTIATED OTHERWISE BEFORE PROJECT BIDDING; AND IF NOT SALVAGED FOR RE -USE, SHALL BE DISPOSED OF LAWFULLY. 6. ALL STORM SEWER PIPE AND DROP INLETS SHALL BE CLEARED OF DEBRIS AND ERODED MATERIAL PRIOR TO FINAL ACCEPTANCE. 7. ALL STORM SEWER PIPE JOINTS SHALL BE SEATED AND SEALED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS. 8. ALL EXISTING ROOF DRAINS AND OTHER DRAINAGE CONDUIT BLOCKED OR DISRUPTED FROM THEIR PRE -CONSTRUCTION DRAINAGE PATTERNS SHALL BE SHORTENED, EXTENDED OR OTHERWISE ROUTED USING MATERIALS APPROVED BY THE ENGINEER, AND IN SUCH A WAY THAT THE NEW DRAINAGE PATTERNS ARE ACCEPTABLE TO ENGINEER AND THE PROJECT MANAGER. CONCRETE & ASPHALT 1. ALL FORMS SHALL BE INSPECTED BY THE PROJECT MANAGER OR HIS P � REPRESENTATIVE BEFORE ANY CONCRETE IS PLACED. THE PROJECT MANAGER MAY REQUIRE CONTRACTOR, AT NO ADDITIONAL COST, TO REMOVE AND REPLACE CONCRETE PLACED PRIOR TO OR WITHOUT SUCH INSPECTION. 2. ALL MATERIAL INSIDE FORMS SHALL BE CLEAN AND FREE OF ALL ROCKS AND OTHER LOOSE DEBRIS. SUB -BASE MATERIAL SHALL BE COMPACTED BY MECHANICAL MEANS. 3. CONCRETE SHALL NOT BE PLACED UNLESS THE AIRP TEM ERATURE IS AT LEAST 40 DEGREES F AHRENHEIT(F) IN THE SHADE AND RiSING. 4.1/2" PREMOLDED EXPANSION JOINT MATERIAL SHALL BE P E LACED AT A MAXIMUM OF 30' INTERVALS ON NEW SIDEWALK CURB CURB &GUTTER AT EACH END OF DRIVEWAY ENTRANCES AT EACH END OF HANDICAP / RAMPS SOME POINT ON ENTRANCE WALKS AND STEPS ADJUSTMENTS, AND ALONG BUILDINGS AND WALLS WHERE NEW CONCRETE SIDEWALKS ARE PLACED AGAINST THEM. 5. ALL EXISTING CURBS, CURB & GUTTER, SIDEWALK AND STEPS TO BE REMOVED SHALL BE TAKEN OUT TO THE NEAREST JOINT. 6. EXISTING ASPHALT CONCRETE PAVEMENT SHALL BE SAW CUT AND REMOVED AS PER THE SPECIFICATIONS. REMOVAL SHALL BE DONE IN SUCH A MANNER AS TO NOT TEAR, BULGE OR DISPLACE ADJACENT PAVEMENT. EDGES SHALL BE CLEAN AND VERTICAL, ALL CUTS SHALL BE PARALLEL OR PERPENDICULAR TO THE DIRECTION OF TRAFFIC. 7. DISPOSAL OF ALL EXCESS MATERIAL IS THE RESPONSIBILITY OF CONTRACTOR. 8. SEAL (TACK) COAT SHALL BE APPLIED IMMEDIATELY BEFORE ASPHALT iS LAID AND SHALL EXTEND ALONG THE BURIED VERTICAL EDGE OF CURBING UP TO THE ELEVATION OF THE TOP OF THE ASPHALT LAYER. TRAFFIC & SIGNAGE 1. ALL "NO PARKING" REQUIREMENTS SHALL BE PROVIDED BY CONTRACTOR WITH APPROVAL OF THE PROJECT MANAGER. 2. CONTRACTOR SHALL PROVIDE NECESSARY REFLECTORS, BARRICADES, TRAFFIC CONTROL DEVICES AND/OR FLAG PERSONS TO INSURE THE SAFETY OF ITS WORKERS AND THE PUBLIC. TRAFFIC CONTROL SHALL BE DONE WITH THE KNOWLEDGE AND PERMISSION FROM THE STREET'S OWNER OR AUTHORITY. 3 CONTRACTOR SHALL MAINTAIN SAFE AND PASSABLE PUBLIC ACCESS TO PROPERTIES AND THE PUBLIC RIGHT-OF- WAY DURING CONSTRUCTION. ACCESS FOR EMERGENCY VEHICLES SHALL BE MAINTAINED AT ALL TIMES. 4. EXCEPT AS OTHERWISE AUTHORIZED IN WRITING BY THE PROPER AUTHORITY, THE WORK SHALL BE COORDINATED AND PERFORMED IN A MANNER SO THAT ALL EXISTING FIRE HYDRANTS SHALL BE ACCESSIBLE AT ALL TIMES DURING THE WORK, 5. CONTRACTOR SHALL NOTIFY AND GAIN PERMISSION FROM THE PROPERTY OWNER(S) TWELVE (1 2) HOURS IN ADVANCE OF BLOCKING ANY ENTRANCE. NO ENTRANCE SHALL BE BLOCKED FOR MORE THAN TWELVE (1 2) HOURS IN ANY 24 HOUR PERIOD WITHOUT APPROVAL OF THE PROPERTY OWNER, EXCEPT WHERE NEW ENTRANCES ARE CONSTRUCTED. 6. WITHIN 24 HOURS OF THEIR REMOVAL, CONTRACTOR SHALL REPLACE MAILBOXES, STREET SIGNS, TRAFFIC SIGNS, AND THE LIKE THAT ARE REMOVED FOR CONSTRUCTION. PERMANENT OR SUITABLE TEMPORARY ITEMS WILL BE USED AS THE STATUS OF WORK PERMITS. PERMANENT OR TEMPORARY STOP SIGNS MUST BE IN PLACE AT ALL TIMES. COSTS SHOULD BE INCLUDED UNDER THE VARIOUS UNIT BID ITEMS. NO SEPARATE PAYMENT WILL BE MADE. x 2?lr" MIN 28" MAX RAL HEIGHT ���� -.111111-11.111111 1� 3TAl r I I I L .I II J J IJ CR -2 GR 7A F :'T II ,.l,Fr '- L ILS: f, J .,Hh'F. CEFLECTI nl = ., r rr ,I, :EFLe TI; ,. NOTES; TI S P I i OI,, 4L L L -v ) E L i :) I E D)' TE l I\ TI il..'. IF Al", II E TE THEE EE EF L t F 'T L T' E SHEET FUR E A] F ,L :."ELE E FRAL IE - T-: dI i�I.TEU H,.,,,E E_ _HELT iC".._ ,1,:.O rErE T E F �hE_ H,r L:AYEL Fvr + c_II 5 IL .ETEE FE TI. 159 FEET LL A 1L F ALL T L i H E E T i L T F :ET rTH : I f F 1 THIN_E 'IT T F 1 E TG L r E .I L T I f i 1 LL '.)E ET I :LI JEf ITHttT LTE TIP F i'E AE PEI. E N F THE '1=E IFI TI I . LL , l: 11,`11 H HILL I -E I,FrljffEI.T ^+ HEI HT�F /I'. - 2 l- ­A. F El "E':: C r Pi L ) E.'. RALWLL F,E L E. III THE :TI JF EH L rN EL F F THE FI JFH !11 THE Tl�,r L METH F HE�TIr THE ".IL F L E F, L-1TI 1 L IL I_rl TI'S 1 T F THE T F TL U 1 H LI _E , f ..:E1 L: THE E`.,II,EE? r,1,, T -C I",T.LL..1IR",. _ /_ it I I N:�,!L !.EiHI F: "TI L ETH E nL r t -S7 HEMI „E'lT L IL i s LIT( ::-L I�aLL rL' . , ,' LF :OST I 1,1 F• , F E ';: ,, n E'l h -.ICE Hr LI ,rH FV F f:: f;3 LI" -E FL;r.:iE E L,; ,T a' - I:,uE s f " WIDE LG KouT k E11 -I..IF D r,c. :,_TE'.IL. __I1' £]F THE _. 11 i:.L '.:E LES l' ':IH r ., i :I E T'!:, XVDGIT C , I_ _. FIE THE ❑.T -'L _.PF'_F F. I. , STANDARD BLOCKED -OUT W-BE,4PA CUA:DRf11L E:T.E L -HEFT OF'; I C11-17DATE (STRpI'JG POST SYSTEM) .11 J."..,t c. l.11 ,:(1-, JEF :'T'-;[ I1 .:F T: '1-, f,?TANiN__________ _ CONC. PAD : - - ". 12" CBU MIN. MAILBOX . . - - µA , ,... , RAMP DOWN SIDEWALK i RAMP DOWN a. C&G HANDICAP RAMP CENTERLINE STREET SCENARIO II -FRONT ACCESS TO CBU 1� =,I / 1 Ill..I I -LT x --' / -- „ L :TEE U J, _. _ -� ' _ .. t K,L_-"` - -+,,. , ..E..:'rC.LEI AErTI L. .. " f 11 , [I� r, HELE- 1Il JJ '4-_ ��(I T _E+.TEC I'I::E _,' `,' IE1 EI.'I.`LE . IL t = Tir EE_­rEL I " WIDE LG KouT FCO 1YE "HE J E N L -E : �J.%I!�11':�,IL t...h T..I IL.:: :TEFL ..L,,.I:CLT„ .., - 7:-L : _ 'I•'.--'.. BL4CKOUT FpR MRIMTENANCE HEPRIR ONLY _r y _ �✓L-1_ 6x8 WOOD F J T POST ; F :' FICLE- / : -., r 1 ,. • r:1.0 LESS; TH:', -. `sT THE T r r 13 E E 'SITH THE T ,tr t F "., r E it ',, THE -E IFic1 'i, LHE Et,IJEEI t:: THE 4' AIDE BI_GCKOUT P ', ^til _j_&9R?IL Ex'I ' _�,. LIE T -- DETAIL A =. H L - �_ - --- " -�{ T E H T 1"LE' EL 'E{ ;: E. i'-'1 L II J', it Y f GUAK]HP LINSTALLATION 1 SITES REQUIRING T 5 LONGER ARDR.AI P T CU L P05TS ,<,re'r } _ II "LT 1 S'N,�T T E TE-'1r�E F LT !I:: r ' . HE-,,,. ....1" lT x ,HE' ',TELL _ _ l' Tr F- - _ - I-1 _ - I -I L E II I'� Ek L ITE.,:,; n E TC. ';1E '.i -'L ',,"tJl'.El. -.� TEI 'TE T'fhE T 1 ',1'," ;..:; r- -1' I I II - IIE:..,H :'v! EI, _ 1 F .v -E.�T :'11T L r ` H E_ir,ICll:;": THAT THE �,;:E T'�:''E CF '.,I -.1.E . N .. F ,... _ __- 1 � W,LE'i �' . -L -I ' - 1I r' H . E F,:.I a T LITS E ,- II .T r'r '/ I „ r.+, r1 1, I' H -- T .I.::;, E ETD. 'iE �4 E IEET J,:.1-:1: ;'I E R IL .,'1 TH .:LQ E : 'T x [;F THE -T 1 1-T ,�. ., T,. F ':I_,:,Ch' T 'FTE:. ',_" , '7 a' - Lr I, I.arrLLF,,. _. I- '1 �_1„ I '1 H L_ tr. .i`.' 1 F...'.:. ET:.. r_ ._ , ri, CRT POST STEEL PCIST ::EFE'E14;:E :i " r i.F THE RFI.-.10,11-.;E'LC - :'I;:,.F, . E..;f:- I;:r: FILE F THE -El:T2 L : FFI'E. STANDARD BLOCkED-UUT W -BEAM GUARDRAIL �uD©T 11 (STRONG POST SYSTEM, POST AJ'JD BLOCKOUT DETAILS) �E.I;r , (),,,TE 0 r..I.I ,:E n,E,r cF rh:,.<<..T_rr.",l 9 406.4 Landings. Landings shall be provided at the tops of ramps. The landing clear length shall be 36 inches (915 mm) minimum. The landing clear width shall be at least as wide as the handicap romp, excluding flared sides, leading to the landing. 12 CONC. PAD CBU MIN. MAILBOX ;.. ''1 36" rain 915 mm C&G at least as wide as Curb rarnp HANDICAP RAMP B.O.C. E.O.P. CENTERLINE STREET 3_ Figure 406.4 Landings at the Top of Ramps SCENARIO Ill -FRONT ACCESS TO CBU WITHOUT SIDEWALK NOTE: REFER TO REACH DETAILS FOR CORRECT LOCATION OF CBU INSTALLATION. 11111116 7 W ".1. I i '' j' ___) Jimmy L. Taggart Lic. No. ..6 22841 �� , ,s�D 13S9�y I0NAL `0GG AI': Ji REVISIONS COUNTY COiNMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY AR 201 2018 DATE SEP. 11, 2017 SCALE NA CONTOUR INTERVAL NA _ - - - �■��IIIII A a 4 • a 0 f 9 is a • I, a 1 FILE NUMBER 8053 SHEET I 12 OF 16 COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE: SEP. 11, 2017 SCALE 1 " = 20' CONTOUR INTERVAL NA FILE NUMBER 6063 SHEET 13 OF 16 A A I 11 nmuuum nunumtn I q Nil v " \ 27 00., w0 No----_ �F B(�FFE�, 26 r 50 wpo B 5, CONTRACTOR TO PAY SPECIAL ATTENTION TO REAR PROPERTY LINE AREAS TO ENSURE THERE IS NO 44* ENCROACHMENT INTO STREET TREE NOTES & DETAILS DEQ STREAM BUFFER. NOTES & MINIMUM STANDARDS 1. TREES SHOWN HEREON WERE SELECTED FROM ALBEMARLE COUNTY'S RECOMMENDED PLANT LIST. SUBSTITUTIONS MUST BE APPROVED BY THE ALBEMARLE COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT AND THE LANDSCAPE ARCHITECT. 2. PLANT LIST TOTALS ARE FOR CONVENIENCE ONLY AND SHALL BE VERIFIED PRIOR TO BIDDING. 3. TREES SHALL BE 1.5" MINIMUM CALIPER MEASURED 6" ABOVE GROUND LEVEL WHEN PLANTED. 4. TIMING OF INSTALLATION: ALL LANDSCAPING SHALL BE INSTALLED BY THE FIRST PLANTING SEASON FOLLOWING THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY WITHIN THE DEVELOPMENT, OR PHASE THEREOF. ,. 5. ALL TREES TO BE PLANTED SHALL MEET THE SPECIFICATION OF THE AMERICAN ASSOCIATION OF NURSERYMEN. PLANTING SHALL BE DONE IN ACCORDANCE WITH EITHER THE: STANDARDIZED LANDSCAPE SPECIFICATIONS JOINTLY ADOPTED BY THE VIRGINIA NURSERYMEN'S ASSOCIATIONE VIRGINIA SOCIETY OF TLANDSCAPE DESIGNERS (')P E V R THE C APTER OF , \ THE AMERICAN SOCIETY OF LANDSCAPE ARCHITECTS, OR THE ROAD AND BRIDGE SPECIFICATIONS OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION. 6. CONTRACTOR SHALL ASCERTAIN LOCATION OF ALL UTILITIES PRIOR TO EXCAVATION. PRIOR TO COMMENCING ANY WORK, CONTACT "MISS UTILITY" AT 1-800-552-7001. 7. ALL PLANT MATERIAL TO BE GUARANTEED DURING INSTALLATION AND UNTIL FINAL PROJECT ACCEPTANCE. ANY PLANT MATERIAL WHICH DIES, IS DAMAGED OR DISEASED, OF IS UNHEALTHY AND IN UNSIGHTLY CONDITION, OR OTHER CAUSES DUE TO CONTRACTOR'S NEGLIGENCE SHALL BE REPLACED IMMEDIATELY AT THE CONTRACTOR'S EXPENSE. 8. MAINTAINING AND REPLACING STREET TREES: ALL STREET TREES SHALL BE MAINTAINED IN A HEALTHY CONDITION BY THE HOMEOWNER'S ASSOCIATION AND REPLACED WHEN NECESSARY. REPLACEMENT MATERIAL SHALL COMPLY WITH THE APPROVED PLAN. 9. MAINTENANCE OF ALL TREES SHALL BE THE RESPONSIBILITY OF THE HOMEOWNER'S ASSOCIATION. 10. ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO REACH, AND BE MAINTAINED AT MATURE HEIGHT. THE TOPPING OF TREES IS PROHIBITED. SHRUBS AND TREES SHALL BE PRUNED MINIMALLY AND ONLY TO SUPPORT THE OVERALL HEALTH OF THE PLANT. U<14�- �jTH Op k op UL.Ta SCALE 1° = 20' 20 10 0 20 40 SCALE IN FEET IS SHI MUI_ DECIDUOUS TREE PLANTING DETAIL GALVANIZED -� GUY WIRE 2"X2" HARDWOOD 1 STAKES \120 ' J PROP. E. 22 LANDSCAPE. ESM'T(TYP.). PROP. SWM ACCESS ROAD 0 REVISIONS C- COUNTY COMMENTS --A c ** JANUARY 17, 2018 rn — UTILITY CONSTRUCTION TO BEGIN AT THIS MANHOLE 0 FEBRUARY 2Q, 2018 AS PART OF THE WEST VILLAGE CZI SEWER CONNECTOR. Z (UNDER SEPARATE COVER) U7 CL i n c ' -A 1 s 0 DATE SEP. 11, 2017 SCALE ill = 20' CONTOUR INTERVAL NA STREET TREE REQUIREMENTS, NOTES & DETAILS ~� h0 STREET TREE CALCULATIONS - EXISTING PUBLIC GOLF DRIVE ,d 435 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 8.7 STREET TREES REQUIRED J O 0 v �i uj 9 STREET TREES PROVIDED fifj�0 �, tSry 73o STREET TREE CALCULATIONS - PROPOSED PRIVATE ADDLE HILL ROAD 210 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 4.2 STREET TREES REQUIRED \ ! z 5 STREET TREES PROVIDED m O LLi i a• 5;;>, STREET TREE CALCULATIONS - PROPOSED PRIVATE GUILDFORD PLACE ; < o 972 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 19.44 STREET TREES REQUIRED 00 U �/V -w.I 20 STREET TREES PROVIDED U) J d TREE CANOPY REQUIREMENTS � Co m STREET TREE CALCULATIONS - PROPOSED PRIVATE ASTELL STREET a z 320 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 6.4 STREET TREES REQUIRED BLOCK 22 SITE AREA = 5.61 AC L OPEN SPACE = 0.20 AC 7 STREET TREES PROVIDED PRIVATE ROW = 1.71 AC 0 NET SITE AREA= 3.70 AC (161,172 SF) STREET TREE CALCULATIONS - PROPOSED PRIVATE HEDWORTH STREET 462 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 9.24 STREET TREES REQUIRED 20% SITE TREE CANOPY REQUIRED = (32,235 SF) I EXISTING BLOCK 22 TREE CANOPY = * { 10 STREET TREES PROVIDED (966,422 �F)'1.25 = 1,208,027 SF) STREET TREE CALCULATIONS - PROPOSED PRIVATE AVONDALE LANE REQUIRED TREE CANOPY IS SATIFIED BY CANOPY TO REMIAN IN BLOCK 22 1042 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 20.84 STREET TREES REQUIRED 21 STREET TREES PROVIDED PLANT IST FILE NUMBER HEIGHT 8053 STREET TREE CALCULATIONS - PROPOSED PRIVATE ALLEY QNTY. KEY BOTANICAL NAME COMMON NAME CALIPER @ PLANTING SPACING SPECS. 130 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 2.6 STREET TREES REQUIRED Acer rubrurn "October Glory" OCTOBER GLORY 1 rY RED MAPLE 1.5" MIN. 11' AS SHOWN B & B' 3 STREET TREES PROVIDED 75 SHEET 't 14 OF 16 REVISIONS !-------- COUNTY COMMENTS ** JANUARY 17, 2018 COUNTY COMMENTS — UTILITY CONSTRUCTION TO BEGIN AT THIS MANHOLE • FEBRUARY 2Q, 2018 AS PART OF THE WEST VILLAGE CZI SEWER CONNECTOR. (UNDER SEPARATE COVER) 4E CL i c ' -A 1 s a CL Z , O uj . , • CAI ul • .e i Lu2 � Q cm• ' ,UJ, DATE SEP. 11, 2017 SCALE ill = 20' CONTOUR INTERVAL NA STREET TREE REQUIREMENTS, NOTES & DETAILS ~� h0 STREET TREE CALCULATIONS - EXISTING PUBLIC GOLF DRIVE ,d 435 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 8.7 STREET TREES REQUIRED J O 0 v �i uj 9 STREET TREES PROVIDED fifj�0 �, tSry 73o STREET TREE CALCULATIONS - PROPOSED PRIVATE ADDLE HILL ROAD 210 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 4.2 STREET TREES REQUIRED \ ! z 5 STREET TREES PROVIDED m O LLi i a• 5;;>, STREET TREE CALCULATIONS - PROPOSED PRIVATE GUILDFORD PLACE ; < o 972 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 19.44 STREET TREES REQUIRED 00 U �/V -w.I 20 STREET TREES PROVIDED U) J d TREE CANOPY REQUIREMENTS � Co m STREET TREE CALCULATIONS - PROPOSED PRIVATE ASTELL STREET a z 320 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 6.4 STREET TREES REQUIRED BLOCK 22 SITE AREA = 5.61 AC L OPEN SPACE = 0.20 AC 7 STREET TREES PROVIDED PRIVATE ROW = 1.71 AC 0 NET SITE AREA= 3.70 AC (161,172 SF) STREET TREE CALCULATIONS - PROPOSED PRIVATE HEDWORTH STREET 462 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 9.24 STREET TREES REQUIRED 20% SITE TREE CANOPY REQUIRED = (32,235 SF) I EXISTING BLOCK 22 TREE CANOPY = * { 10 STREET TREES PROVIDED (966,422 �F)'1.25 = 1,208,027 SF) STREET TREE CALCULATIONS - PROPOSED PRIVATE AVONDALE LANE REQUIRED TREE CANOPY IS SATIFIED BY CANOPY TO REMIAN IN BLOCK 22 1042 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 20.84 STREET TREES REQUIRED 21 STREET TREES PROVIDED PLANT IST FILE NUMBER HEIGHT 8053 STREET TREE CALCULATIONS - PROPOSED PRIVATE ALLEY QNTY. KEY BOTANICAL NAME COMMON NAME CALIPER @ PLANTING SPACING SPECS. 130 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 2.6 STREET TREES REQUIRED Acer rubrurn "October Glory" OCTOBER GLORY 1 rY RED MAPLE 1.5" MIN. 11' AS SHOWN B & B' 3 STREET TREES PROVIDED 75 SHEET 't 14 OF 16 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS — UTILITY CONSTRUCTION TO BEGIN AT THIS MANHOLE FEBRUARY 2Q, 2018 AS PART OF THE WEST VILLAGE CZI SEWER CONNECTOR. (UNDER SEPARATE COVER) c ' -A O DATE SEP. 11, 2017 SCALE ill = 20' CONTOUR INTERVAL NA STREET TREE REQUIREMENTS, NOTES & DETAILS ~� h0 STREET TREE CALCULATIONS - EXISTING PUBLIC GOLF DRIVE ,d 435 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 8.7 STREET TREES REQUIRED J O 0 v �i uj 9 STREET TREES PROVIDED fifj�0 �, tSry 73o STREET TREE CALCULATIONS - PROPOSED PRIVATE ADDLE HILL ROAD 210 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 4.2 STREET TREES REQUIRED \ ! z 5 STREET TREES PROVIDED m O LLi i a• 5;;>, STREET TREE CALCULATIONS - PROPOSED PRIVATE GUILDFORD PLACE ; < o 972 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 19.44 STREET TREES REQUIRED 00 U �/V -w.I 20 STREET TREES PROVIDED U) J d TREE CANOPY REQUIREMENTS � Co m STREET TREE CALCULATIONS - PROPOSED PRIVATE ASTELL STREET a z 320 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 6.4 STREET TREES REQUIRED BLOCK 22 SITE AREA = 5.61 AC L OPEN SPACE = 0.20 AC 7 STREET TREES PROVIDED PRIVATE ROW = 1.71 AC 0 NET SITE AREA= 3.70 AC (161,172 SF) STREET TREE CALCULATIONS - PROPOSED PRIVATE HEDWORTH STREET 462 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 9.24 STREET TREES REQUIRED 20% SITE TREE CANOPY REQUIRED = (32,235 SF) I EXISTING BLOCK 22 TREE CANOPY = * { 10 STREET TREES PROVIDED (966,422 �F)'1.25 = 1,208,027 SF) STREET TREE CALCULATIONS - PROPOSED PRIVATE AVONDALE LANE REQUIRED TREE CANOPY IS SATIFIED BY CANOPY TO REMIAN IN BLOCK 22 1042 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 20.84 STREET TREES REQUIRED 21 STREET TREES PROVIDED PLANT IST FILE NUMBER HEIGHT 8053 STREET TREE CALCULATIONS - PROPOSED PRIVATE ALLEY QNTY. KEY BOTANICAL NAME COMMON NAME CALIPER @ PLANTING SPACING SPECS. 130 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 2.6 STREET TREES REQUIRED Acer rubrurn "October Glory" OCTOBER GLORY 1 rY RED MAPLE 1.5" MIN. 11' AS SHOWN B & B' 3 STREET TREES PROVIDED 75 SHEET 't 14 OF 16 710 ADDLE HILL ROAD 710 705 695 710 1 705 700a n o or 0 050 _10(0 1 •: 680 675 0 0) +(0 0 �> a -j <w c 705 700 675 HEDWORTH STREET PVI STA. 10+75.00 P I ELEV. 693.D9 K = 413.58 150.00 VC 41 I�/11��I�I��i�1�11►� I� x 0 685 m 10 �cn 3 W W > W -j �a > 680 = w mI­ xa 0o a. C0 0 675cc 675 u 1.-4- O n w J +50 11+00 o d. 00 11+00 a0 n LW � z °p Of co a� co Ix o(0 Mt70 !\h re 00 rl to III LO X to 0)()) 0)0) w 0. cD co (Dto O to (0co w0 cD (o MZt[; 685 MAINTAIN 36 "MIN. �.. +p0) .. �. \� OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY IF A SUBGRADE SOIL CSR OF 10 r > 00 r Q to OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN z" "•►_. 60'?,- _ clic) r-`- > Q w CL. 52I. 8" �� 680 = o 0 � Q h � � W/L ( P) '-'N > 675 W ON 675 w n -j a- aiL +130 ul a_ > 0)001 o 9 10+00 ':..:. > w S � wcrno a 0- W 0 695 rnrn a. 695 Wcc cDN a MA}NTAIN 36"MI rn 04 O W a. N v~i CD c0 t0 cr (0 t0 c0 (D z LL C©VERT .P. rtOi� to �.�r &+ of 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL 00 :::..'.' '. ':.'........ ... '.'.. " JCLh TYP. W/L W . .... A. : 3s ..... .... '. ".':: ... '.::'....'...... .... . `\ a_ w CONNECTIONS 3Q= I- .. .' t.. ��t I- Co 1 " CUR STOP .:.............. '. ' . CU= (U CO - :'.. ". -" ; -..- > r-+ m r+ TAIILS), x _. -- -- --- - �m _J -1 00 " ., ... .... .... . - \ r co x J J D.I. 8" ... '.........:.:. 9. ALLROIGNSVAL OTHERPLANS REGULATORY DEVICES SHALLCONFORMI UAL FOR THE VNAMINGAANDNPROPERTY W Q Q 685 00 �� 685 /L (TYP) ' 7, 18" F- U7 cn O 18' STIIII �zz W - I-Lil rs �+ " �__ P. W/L SERVICE ,e;, DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED 710 1 705 700a n o or 0 050 _10(0 1 •: 680 675 0 0) +(0 0 �> a -j <w c 705 700 675 HEDWORTH STREET PVI STA. 10+75.00 P I ELEV. 693.D9 K = 413.58 150.00 VC 41 I�/11��I�I��i�1�11►� I� x 0 685 m 10 �cn 3 W W > W -j �a > 680 = w mI­ xa 0o a. C0 0 675cc 675 u 1.-4- 70o n w 0 M +50 11+00 o 10+00 +50 11+00 a0 690 � z °p Of co a� co Oc; I` O Mt70 !\h 0 00 rl to III LO X 0)0) 0)()) 0)0) w 0. cD co (Dto O to 710 1 705 700a n o or 0 050 _10(0 1 •: 680 675 0 0) +(0 0 �> a -j <w c 705 700 675 HEDWORTH STREET PVI STA. 10+75.00 P I ELEV. 693.D9 K = 413.58 150.00 VC 41 I�/11��I�I��i�1�11►� I� x 0 685 m 10 �cn 3 W W > W -j �a > 680 = w mI­ xa 0o a. C0 0 675cc Lu ALLEY 70o n PVI STA. 11+25.00 0 M +50 11+00 o 10+00 +50 11+00 M 690 � z °p 0_ co a� co 00 a0 O 0 � VI ELEV. 68.0 K = 2 6.0 7 13 VC w 0000 IN LO O �M O� (60 tow w0- cD� �� (0co w0 cD (o MZt[; 685 N o 0 0 rn +(0 CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES +p0) .. �. o N rn (:0 700 OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY IF A SUBGRADE SOIL CSR OF 10 r > 00 r Q to OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN 77777772, "•►_. 60'?,- _ clic) r-`- > Q w ENGINEER AND SUBMITTED WITH THE TEST RESULTS TO VDOT FOR APPROVAL. 7N �� 680 = o 0 � Q h � � 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY 680 '-'N > 675 \ ON 675 w n -j a- aiL +130 ul a_ EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 0)001 o 9 10+00 ':..:. > w S � wcrno a 0- 4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION, AND APPROPRIATE END 0 695 rnrn a. 695 rr C7� OM cDN a MA}NTAIN 36"MI u) 0000 04 O W a. N v~i . c0 t0 O W (0 t0 c0 (D SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. O (o C©VERT .P. rtOi� to �.�r &+ of 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL 00 :::..'.' '. ':.'........ ... '.'.. " - C) . CONFORM TO VDOT CG 9 A, B, OR TYP. W/L SERVICE . .... A. : 3s ..... .... '. ".':: ... '.::'....'...... .... . 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONNECTIONS CONFORM TO VDOT STANDARD PE -1. .. .' t.. ��t 7 SHOSHALL RBEISTH SECTIONS,AS 1 " CUR STOP .:.............. '. ' . SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, ICTLY TVALIDATION. - :'.. ". -" ; -..- > (SEE D TAIILS), _. -- -- --- - �m THIS PROJECT EXPIRE PR N PRIOR TO SIGNING AND RECORDATION, THEN " ., ... .... .... . - \ r co L. 52 D.I. 8" ... '.........:.:. 9. ALLROIGNSVAL OTHERPLANS REGULATORY DEVICES SHALLCONFORMI UAL FOR THE VNAMINGAANDNPROPERTY 685 �� 685 /L (TYP) ' 7, 18" STM XING 18' STIIII � XING �":: ;... W - I-Lil �+ " �__ P. W/L SERVICE ,e;, DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED W/ 24' CLEARAr(EE: , i 1" CURB STOP '0, \�o 11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE TO BE 5 MPH BELOW THE DESIGN V:: w x X15" ST XING (SEE: DETAILS) ��\ SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 680 680 V - = �C WCL (n� MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD m cp 8" SS XING 8" SS �- XI G ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE EL \'V VDOT OR COUNTY INSPECTOR PRESENT. 675 0 > 675 14.14. INSPECTION G TESTING OF ALL ROADS DEDICATED FOR PUBLIC US SHALL BE COORDINATED 0 �.\ o WITH VDOT FOR ACCEPTANCE INTO THE STATE SYSTEM. Cc > m i:CJ ,� m J 3 Lu ALLEY 70o n PVI STA. 11+25.00 10+00 +50 11+00 o 10+00 +50 11+00 +50 690 � z °p 0_ co a� O r` 00 a0 O 0 � VI ELEV. 68.0 K = 2 6.0 7 13 VC � 2.1j�. 0000 IN LO O �M O� (60 O0) w0- cD� �� (0co w0 710 705 700 w t>� rn o 695 TYP. W/L S RVICE-' 15" STM XING CONNECTION W/ (SEE DETAIL) Cl.. 52 D.I. 8" ti 3 UO W L (TYP) 3 W Lij > W > Llj _j F- Q ~ > > 8" SS KING = w 00 I- X F -- x< a co` -D mU x 18" STM ING d = coo CL CL 0 amc� acv? •: I 680 X 0 M 705 700 695 o 680 M cz to W > > 675 ALLEY 70o PVI STA. 11+25.00 10+00 +50 11+00 +50 12+00 +50 t9 695 oQ 690 � z °p 0_ co O t0 O r` 00 a0 O 0 � VI ELEV. 68.0 K = 2 6.0 7 13 VC � 2.1j�. Q rn 0)0)rnrn rnrn 0)0)0_ 30.0 0 Kt- r- c0 cD (o c0 co cD (o c0 co 705 700 695 o 680 M cz to W > > 675 0 ALLEY 70o PVI STA. 11+25.00 700 w 695 PVI ELEV. 693.00 PVI STA. 12+60.00 695 oQ 690 � z °p 11+00 690 12+00 + HIGH PT. ELEV. 69V.29 K 33.73 13+00 +50 14+00 VI ELEV. 68.0 K = 2 6.0 7 13 VC � 2.1j�. Q .00 140.00 VC o p BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT K = 30.0 0 Kt- r- (296-5832) 46 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. i 685 2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE 685 N o 0 0 rn +(0 CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES 700 77 o N rn (:0 700 OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY IF A SUBGRADE SOIL CSR OF 10 0 0 `- OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN _ clic) r-`- > Q w ENGINEER AND SUBMITTED WITH THE TEST RESULTS TO VDOT FOR APPROVAL. 7N �� 680 = o 0 � Q h � � 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY 680 '-'N > 675 OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL ON 675 w n -j a- aiL +130 ul a_ EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 0)001 o 9 10+00 +50 > w S � wcrno a 0- 4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION, AND APPROPRIATE END 0 695 rnrn a. 695 rr C7� OM cDN a O on 0000 u) 0000 04 O W a. N v~i FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY c0 t0 0 PVI STA. 11+25.00 w PVI ELEV. 693.00 PVI STA. 12+60.00 oQ PVI ELEV. 691.15 AVONDALE LANE 705 � z °p 11+00 P 12+00 + HIGH PT. ELEV. 69V.29 K 33.73 13+00 +50 14+00 VI ELEV. 68.0 K = 2 6.0 7 13 VC � 2.1j�. Q .00 140.00 VC o p BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT K = 30.0 0 Kt- r- (296-5832) 46 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. i 50.00 VC S o N � 2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE N 0 PVI STA. 11+25.00 PVI ELEV. 693.00 PVI STA. 12+60.00 705 PVI ELEV. 691.15 AVONDALE LANE 705 GENERAL CONSTRUCTION NOTES FOR STREETS 11+00 P 12+00 + HIGH PT. ELEV. 69V.29 K 33.73 13+00 +50 14+00 VI ELEV. 68.0 K = 2 6.0 7 13 VC 1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE Q .00 140.00 VC o p BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT K = 30.0 0 Kt- r- (296-5832) 46 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 50.00 VC S o N � 2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE N o 0 0 rn +(0 CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES 700 ('D o N rn (:0 700 OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY IF A SUBGRADE SOIL CSR OF 10 0 0 `- OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN _ clic) r-`- > Q w ENGINEER AND SUBMITTED WITH THE TEST RESULTS TO VDOT FOR APPROVAL. 7N �� d O = o 0 � Q h � � 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY IN It '-'N > o S OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL ON _j -j a- aiL +130 ul a_ EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 0)001 rn0) w > w S � wcrno a 0- 4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION, AND APPROPRIATE END 0)M 695 rnrn a. 695 TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL 00000) a a MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, w w O W w w N v~i FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY c0 t0 O W (0 t0 c0 (D SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. O (o rtOi� to �.�r &+ of 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL 00 :::..'.' '. ':.'........ ... '.'.. " - C) . CONFORM TO VDOT CG 9 A, B, OR 690 . .... A. : 3s ..... .... '. ".':: ... '.::'....'...... .... . 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL 690 CONFORM TO VDOT STANDARD PE -1. .. .' t.. ��t 7 SHOSHALL RBEISTH SECTIONS,AS 2• .:.............. '. ' . SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, ICTLY TVALIDATION. - :'.. ". -" ; -..- > 8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISIONEPLAT _. -- -- --- - �m THIS PROJECT EXPIRE PR N PRIOR TO SIGNING AND RECORDATION, THEN " ., ... .... .... . - \ r co OORTHESE SHALL BE NULL AND ... '.........:.:. 9. ALLROIGNSVAL OTHERPLANS REGULATORY DEVICES SHALLCONFORMI UAL FOR THE VNAMINGAANDNPROPERTY 685 �� 685 UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROADTH ' 7, NUMBERING ORDINANCE AND MANUAL. ". 2g \�� 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE �+ " �__ P. W/L SERVICE ,e;, DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED .... C NINECTIONS W/ ���� NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. i 1" CURB STOP '0, \�o 11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE TO BE 5 MPH BELOW THE DESIGN X15" ST XING (SEE: DETAILS) ��\ SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 680 680 12. VDOT STANDARD CD -1 OR CD -2 CROSS -DRAINS ARE TO BE INSTALLED UNDER THE SUBBASE �C WCL (n� MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD 13.13. ALVIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT 8" SS �- XI G 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 \'V VDOT OR COUNTY INSPECTOR PRESENT. 675 > 675 14.14. INSPECTION G TESTING OF ALL ROADS DEDICATED FOR PUBLIC US SHALL BE COORDINATED 0 �.\ o WITH VDOT FOR ACCEPTANCE INTO THE STATE SYSTEM. > m i:CJ ,� m J 3 ALBEMARLE COUNTY ENGINEERING GENERAL ERAL >3 W J w �:. W `� W m w L w'; CONSTRUCTION NOTES FOR PRIVATE TE ROADS 670 I-- o Q _J w I- � :. = co > = 15" STM XING < _p ::. 670 cD EL 00 w U) m W/ 24" CLEARANCE 0 0- �:: 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY,INCLUDING x cc a c� x CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA m a0 m LL I— a cb 00 0 DEPARTMENT OF TRANSPORTATION (VOOT), THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT _ x z x o a THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE a. � 0 a m � [r a a m a a. E PERMIT SHALL GOVERN. 00 0 00 O o 00 2. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY 665 a_ 0- 0- cz Cc _ Cc CE'�c� cc a 665 THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF ENGINEERING (296-5861) 48 w HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 0 10+00 +50 11+00 +50 12+00 +50 13+00 +50 14+00 +50 15+00 +50 16100 3. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFIRM TO CURRENT SPECIFICATIONS AND a� STANDARDS OF VDOT. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH (tea n o o M co N M �n of r OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926) O 00 N ao 0o O r ,� oo N o co �, �, coo N r n N ui Ni is o r__ 0) h to r- n U-) r 000 IN to 4. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE x 0: W 0_ c0 w w rl rn 00 0) 00 rn 00 rn corn 0000 00 M 0000 00 0o 00 h h h cD t0 c0 t0 co c0 cD w cD w cD w c0 c0 w (0 c0 O (0 to (0 O APPROVED EROSION CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 5. 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 A 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. PVI STA. 12+50.00 6. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. THE PVI ELEV. 697.75 GUILDFORD PLACE MAXIMUM ALL04ABLE SLOPE IS 2: 1 (HORIZONTAL: VERTICAL) . WHERE REASONABLY OBTAINABLE, 710 1 710 LESSER SLOPES OF 4:1 OR BETTER ARE TO BE ACHIEVED. -- -1 7. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY HIGH PT. ELEV 696.62 OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENT K = 4.84 ;; ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 150.CO VC B. GUARDRAIL LOCATIONS ARE APPROXIMATE, EXACT LENGTH, LOCATION AND APPROPRIATE END 0 cV p TREATMENTS WILL BE FIELD DETERMINED AT THE TIME OF CONSTRUCTION. ADDITIONAL o rn 0 00 GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE 705 � � 705 DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S 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 r w h= w0 SEVEN (7) FEET. _j 9. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL W rn� t w a� CONFORM TO VDOT CG -9 (A, B, OR C) . U +n n 3 10. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL 700 U > r rn 700 CONFORM TO VDOT STANDARD PE -1. raw a r 11.PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED TO STABILIZE A 00 � DRAINAGE CHANNEL WHEN, IN THE OPINION OF THE DIRECTOR OF ENGINEERING, OR THE M � M DIRECTOR'S DESIGNEE, IT IS DEEMED NECESSARY. + 12.A MINIMUM CLEAR ZONE OF EIGHT (8) FEET FROM THE EDGE OF PAVEMENT SHALL BE r (0 MAINTAINED ON ALL RESIDENTIAL SUBDIVISION STREETS. - 13.COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS,AS 695 ' � 695 SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. ............ �® EXCEPTIONS WILL NOT BE ALLOWED. r " _ `� COVER TYP. 14. UPON COMPLETION OF THE ROADWAY CONSTRUCTION, STREET NAME SIGNS SHALL BE INSTALLED BY �- 2 THE DEVELOPER AT ALL STREET INTERSECTIONS. SIGNS AND THEIR INSTALLATION SHALL CONFOR TO "ALBEMARLE COUNTY STREET NAME SIGN REQUIREMENTS".THE DEVELOPER 29 SHALL BE RESPONSIBLE FOR MAINTENANCE OF SIGNS UNTIL ROADS HAVE BEEN ACCEPTED. 15.ROAD PLAN APPROVAL IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL 690 " 690 PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OFTHESE PLANS SHALL BE NULL AND VOID ...:... ' .... . CL. 52 D.I. 8' 16. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS AND BARRICADES SHALL BE INSTALLED BY THE W/L (TYP DEVELOPER WHEN, IN THE OPTION OF THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S TYP. W/L SER ICEV DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. ... CONNECTIONS W/ 1 STM XING �..: ° ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH "THE VIRGINIA MANUAL FOR 1" CURB STO W 36" CLEARANCE " UNIFORM TRAFFIC CONTROL DEVICES" . 685 (SEE DETAILS) 685 15" TM LEGEND SCALE 1" = 5' VERTICAL XING 15" S XING 8" SS XING 5 W/ 12' CLEARANCE 8" SS XING 95% COMPACTED PILL AREAS 680 > 0 > 680 2.5 0 0 - - - - EXISTING GRADE W • w . Ul -I 00 _ m PROPOSED GRADE 0 Q� > 3 Q J > SCALE IN FEET W U' W CO 675 a J a _j 675 SCALE 1" = 50' HORIZONTAL CD a w m c0 a_ � EC a CO CO Q LL I- co 00 z Q 50 25 0 50 100 a s a a Cr 0- CL SCALE IN FEET 00 0 00 00 670 n � Cc a a_ a_ 670 0 10+00 +50 11+00 +50 12+00 +50 13+00 +50 14+00 +50 15+00 +50 16+00 Q • Ify n Od rM 7N �� d O cOh -w IN It '-'N NO h 0 L ON Xw co0cn 000 0)001 rn0) rn00f rnc) rnM 0)M a)M rnrn �rn 0¢00) 00000) w Q_ Oto w w O W w w (0 (0 Co c0 c0 t0 O W (0 t0 c0 (D c0 (0 O (o 00� Jimmy L. Taggart Lic. No. 0 S810NAL REVISIONS 1 COUNTY COMMENTS ,JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL FILE: NUMBER 8058 SHEET 150F1fi • t n FILE: NUMBER 8058 SHEET 150F1fi � o STORM SEWER PROFIILE FOR STRUCTURES OUTFALL TO 16.0 710 STORM SEWER PROFILE FOR STRUCTURES 4.0 TO .0 1710 710 665 • 17.0 N CD 00 6.1 0) n I! I I Inlet ID ` 6.0 !I 0 Q0 OLD TRAIL VILLAGE- BLOCK 22 DOT REPORT 01/15/2018 Discharge, Total Discharge, Discharge Carryover, Intercepted Flow, Bypass Flow, Gutter Width, Pavement Cross 00 II � 100 7.0 8.0 13.0 1.0 5.0 Ln + O O N 00 LnN 00 6.1 N Z a > O M $ CO 00 II o Ctb {cfs} Qi (cfs) Ctb (cfs) LV (ft) O O N N z z 685 N705 :D N II0') 2: z z II 2! 705705 ro c0 CO VDOT DI -2B (COMBO -6') DI -2B F." N/A 5.25 :Dz N/A 2.31 . �. 1 1. N/A N/A N/A N/A 0.00 2.26 0.05 2.00 N/A 0.02 az N/A 0.16 N/A 0.96 N/A 0.41 N/A 0.98 0 2.0 TO 2.1 !I 10.0 TO 11.0 STRUCTURES 15.0 TO 15,1 TO O - - V 1-3 MH1 VDOT DI (CURB -6') N/A 0.37 O- cp X1 -- N/A N/A N/A N/A 0.00 1.56 M N 0) 0-0:5= O Q O- 00 00 QID Q0 co r- �- Z 0 + 00 Oo 685 Lo 0.17 O z N rn > 0.08 r-_ > Z 0.42 1.00 �N �N >>> ZZ .. 18.00 HDPE 667.75 669.65 5.10 11.88 25.78 00� 2,00 r F- II o +a (0 r 1.34 o 0) 0.02 0.08 0 0) � rn o > Z> O II cv0 0.18 Io 1.30% 00 0i 0.0"2 00 6 5.90 ; G 1 � 1.38 1-1 > +O 0 5.59 OW/ Z> - - - - -� 00 - in u O> F- 0Z_ 0 F-• n 0.08 p 0.17 00 �_ 01.T 5.0 VDOT MH1 N/A I— I- O > 700 V)v N/A N/A N/A N/A N/A i!)v U7v N/A N/A N/A N/A N/A 6.0 -IF 0.12 5.32 0.80 Imo! 0.51 N/A QF O / 0.00 2.00 0.02 0.08 0.85 700 1.00 1.07 1.00 1.73 6.1 VDOT MH1 N/A N/A N/A N/A N/A D12A N/A N/A 0.80 N/A N/A N/A N/A Lr_� _ N/A N/A N/A r = VDOT DI -2A (COMBO -2.2') 0.06 Fy 0.85 0.29 0.29 - 700 0.00 0.29 N/A 0.00 2.00 0.02 0.08 N/A 0.17 ' 63.77' tet. 42.3 8.0 49.37 15" H - PE 4.80 17. 1 M Q N 5.59 0.00 HDPE + � F_ p % 0N-0 0.08 N/A 0.15 0.86 0.42 0.87 N/A 2.1 VDOT DI -2A (COMBO -2.2') 0.35 5"52 0.80 1.55 1.55 6.0 0.00 00 � 0.07 2.00 "SAN 0.08 + ING O 6.00 Z> p0000 6.1 nOL0 G � W 12" CLEAR NCE 01/15/2018 N/A 11t5 N/A N/A N/A 12 C EARANCE 7.0 D12A N 0.06 0.85 o 0"29 8" SAN XING � O695 1.87 4.78 ~�r a Pipe 0 Lic. No. Pipe D12A 2.20 W/ 12" CLEARANCE 0.80 695 1.57 1.37 0.20 Downstream Upstream Length Diameter Ln Downstream Upstream N Pipe Flow z> Downstream Z> O 9.30 r- co z> .0 I > 5.52 cn.. 6,00 �� �O z> c0� z> I` 695 Capacity nc0 n O 2. �F St t` i Cs cur- O 1=0 Node Q� {ft) 00d cfl� O Q� �1 0 d ci d HGL (ft) r- O I=0 O -0 � co :D I! I I S I I D I I D I I I II I Z 15.0 ................. 45.96 15.00 OZ 683.89 684.15 OZ 0.18 OZ 684.89 OZ 2.00 OZ 1 0 » N t » » » >> » zz z zz zz zz -_ Z zz 10.0 11.0 690 15.00 HDPE 679.40 679.90 1.30 r. 7.99 680.46 680.46 11.78 ,:...::... . "...:.......... 12.0 17.0 �" 18.00 HDPE 681.14 683.63 5.21 e 26.06 682.34 683.63 690 685 co - a ." 2.0 2.1 21.97 15.00 690 669.90 672.00 9.56 1.48 21.69 670.90 II 10.10 -'.. _ 15.0 16.0 18.45 15.00 HDPE 683.89 683.99 0.56 1.50 5.27 684.89 684.90 3.70 14.0 15.0 64.02 15.00 HDPE 683.40 683.79 0.61 1.89 5.48 684.40 684.75 4.42 13.0 14.0 36.41 18"00 HDPE 681.80 683.15 3.71 1.88 21.97 683.00 684.21 CO r 680 12.0 13.0 109.68 " .:.. .. .... ...... . .... 681.14 681.70 0.51 1.87 8.13 682.34 682.56 3.75 10.0 12.0 27.28 18.00 HDPE o,J 681.04 / 4.16 29.29 680.46 681.57 11.78 4.0 10.0 158.20 18.00 HDPE 678.05 679.15 0.69 6.05 9.50 679.38 685 5.71 N � cN0 � / 3.0 4.0 54.82 18.00 HDPE 677.24 677.95 - " , 8.83 12.98 678.44 678.78 7.90 685 3.0 226.35 18.00 HDPE 669.75 677.14 3.27 8.78 20.62 670.95 678.10 11.21 .., .....:. 2.0 37.23 18.00 HDPE 667.75 669.65 5.10 11.88 25.78 668.95 669.92 14.30 X68 5 675 OUTFALL 1.0 24.82 18.00 HDPE 666.10 667.65 6.25 11.85 28.52 667.30 668.52 15.40 ....... TEAL + ® /_ 64.02' 15" 18.4' - 00 / �`/F" _..._..._..._. _. _.._..._..._... HDPE @0.61 ° 15' � O> / 10 �6"k N PE HDPE ` �t Z > Q / /" 109.68' -1 "HDPE 00.51 ° �8 0���°/ ° ®0. 6% `. 680 0o O - ~ � 8" SAWN XIN 680 _. _ .._..._.._ .._..._.. _..._. � W/ 12" CL ARA CE X680 ! I Q=77=77=777777777777_.. ) ..._..._..._.._... 158.20' -1g" DPE 00.69% �� 4 8" SAN XING ��Qg° 8" SAN XING W/ 12" CLEARANCE O.. 29% %�° W/ 12" CLEARANCE % HDPE Cc91 I 675 0 .:::::: :;:::;;::% , ' "" 675 ' 675 Z .` NOP O . , O 00 O O >�3 3 O r- Ltd�- C h 26 s `-rn LO Ln 0 O O r O O O) 1; 670 cn [1- 0N-00 Orn N � � .- �- 00 t� d- n 00 n O 670 _ � r 00 00 (9) (7) �- t-00.- "iou:670 665 • rM It ! .: >7' - 3PE 1.52% 010 675 STORM SEWER PROFILE FOR STRUCTURES 12.0 TO 17.0 7nr, 705 0 695 675 670 LO 17.0 N CD 00 6.1 0) n I! I I Inlet ID ` 6.0 !I 0 Q0 OLD TRAIL VILLAGE- BLOCK 22 DOT REPORT 01/15/2018 Discharge, Total Discharge, Discharge Carryover, Intercepted Flow, Bypass Flow, Gutter Width, Pavement Cross 00 II � 100 7.0 8.0 O01 N 5.0 Ln + O O N 00 LnN 00 6.1 N Z a > O M $ CO 00 II o Ctb {cfs} Qi (cfs) Ctb (cfs) LV (ft) O O N N z z 685 0 :D z z II0') 2: z z II 2! STORM SEWER PROFILE 0 FI FOR ro c0 CO VDOT DI -2B (COMBO -6') DI -2B F." N/A 5.25 :Dz N/A 2.31 . �. 1 1. N/A N/A N/A N/A 0.00 2.26 0.05 2.00 N/A 0.02 az N/A 0.16 N/A 0.96 N/A 0.41 N/A 0.98 0 2.0 TO 2.1 !I 10.0 TO 11.0 STRUCTURES 15.0 TO 15,1 TO O - - V 1-3 MH1 VDOT DI (CURB -6') N/A 0.37 O- cp X1 -- N/A N/A N/A N/A 0.00 1.56 M N 0) 0-0:5= O Q O- 00 00 QID Q0 co r- zz� Z 0 + 685 Lo 0.17 zZ z 'zz > 0.08 >> ZZ > Z 0.42 1.00 �N �N >>> ZZ .. 18.00 HDPE 667.75 669.65 5.10 11.88 25.78 00� 2,00 r F- II o +a +a 1.34 oM 0.02 0.08 0 0.00 II Z o > Z> O 6.00 cv0 0.18 Io 1.30% 2.00 0.0"2 0.08 5.90 00 G 1 � 1.38 1-1 > +O 0 5.59 OW/ Z> - - - - -� - - in u O> F- 0Z_ 0 F-• n 0.08 p 0.17 i- 1.04 01.T 5.0 VDOT MH1 N/A I— I- O > / V)v N/A N/A N/A N/A N/A i!)v U7v N/A N/A N/A N/A N/A 6.0 -IF 0.12 5.32 0.80 0.51 0.51 N/A QF 0"51 / 0.00 2.00 0.02 0.08 0.85 0.17 1.00 1.07 1.00 1.73 6.1 VDOT MH1 N/A N/A N/A N/A N/A D12A N/A N/A 0.80 N/A N/A N/A N/A 4"10 N/A N/A N/A N/A 2.00 7.0 VDOT DI -2A (COMBO -2.2') 0.06 5.68 0.85 0.29 0.29 0.18 0.00 0.29 N/A 0.00 2.00 0.02 0.08 N/A 0.17 ' 63.77' 15» 42.3 8.0 49.37 15" H - PE 4.80 17. 1 1.57 LS7 5.59 0.00 HDPE 0.56% 15» H ®0.5 p % @0.5 0.08 N/A 0.15 0.86 0.42 0.87 N/A 2.1 VDOT DI -2A (COMBO -2.2') 0.35 5"52 0.80 1.55 1.55 6.0 0.00 1.48 �gk°I° 0.07 2.00 "SAN 0.08 0.00 8" SAN ING 0.60 0.96 6.00 2.00 e'E 6.1 MH XI G TRAIL W 12" CLEAR NCE 01/15/2018 N/A 11t5 N/A N/A N/A 12 C EARANCE 7.0 D12A 2.20 0.06 0.85 8.60 0"29 8" SAN XING 0.00 1.45 1.87 4.78 Horizontal Pipe 2.00 Lic. No. Pipe D12A 2.20 W/ 12" CLEARANCE 0.80 13.40 1.57 1.37 0.20 Downstream Upstream Length Diameter Ln Downstream Upstream N Pipe Flow 00 Downstream O 9.30 r- co 0.07 .0 Ln 5.52 LqN 6,00 000 �O c0� Oqcro I` N O Capacity nc0 n O d �F St t` i Cs cur- 06 00 Node CUr� cC)00 {ft) 00d cfl� cfl00 �1 c d ci d HGL (ft) r- � co :D I! I I S I I D I I D I I I II I Z 15.0 15.1 45.96 15.00 OZ 683.89 684.15 OZ 0.18 OZ 684.89 OZ 2.00 OZ ©Z » > t » » » >> » zz z zz zz zz Z zz rM It ! .: >7' - 3PE 1.52% 010 675 STORM SEWER PROFILE FOR STRUCTURES 12.0 TO 17.0 7nr, 705 0 695 675 670 LO 17.0 N CD 00 O 0) n I! I I Inlet ID ` 00 !I 0 Q0 OLD TRAIL VILLAGE- BLOCK 22 DOT REPORT 01/15/2018 Discharge, Total Discharge, Discharge Carryover, Intercepted Flow, Bypass Flow, Gutter Width, Pavement Cross 00 II � 100 !I O01 N C° II 00 (0 + O O N 00 cU II(0 00 6.1 N Z a > O Area (ac) O Coefficient, C II o Ctb {cfs} Qi (cfs) Ctb (cfs) LV (ft) Slope, Sx (ft/ft) z> O Cross Slope, Se (ft/ft) z z 685 0 :D z z H z z FOR STORM SEWER PROFILE 0 FI FOR cn U: CO VDOT DI -2B (COMBO -6') DI -2B F." N/A 5.25 :Dz N/A 2.31 . �. 1 1. N/A N/A N/A N/A 0.00 2.26 0.05 2.00 N/A 0.02 > N/A 0.16 N/A 0.96 N/A 0.41 N/A 0.98 STRUCTURES 2.0 TO 2.1 STRUCTURES 10.0 TO 11.0 STRUCTURES 15.0 TO 15,1 TO O - - V 1-3 MH1 VDOT DI (CURB -6') N/A 0.37 O- 8" SAN X1 -- N/A N/A N/A N/A 0.00 1.56 N/A O- N/A 0-0:5= N/A N/A O- 00 00 QID Q0 co r7 zz� Z 0 Lk14�0 OZ 685 OZ 0.17 zZ z 'zz > 700 695 .•• • 670 +75 10+00 +50 670 / 700 N CD 00 O 665 I! 110 Inlet ID ` Drainage !I 0 Q0 OLD TRAIL VILLAGE- BLOCK 22 DOT REPORT 01/15/2018 Discharge, Total Discharge, Discharge Carryover, Intercepted Flow, Bypass Flow, Gutter Width, Pavement Cross Gutter Cross II I\ r- 0 0 100 00 00 +50 13+00 +50 14+00 +50 15+00 +50 16+00 +50 17+00 +50 O C° II 00 (0 O 110 00 o c° IIS 00 cU II(0 00 6.1 +75 10+00 +50 11+00 50 12+00 +50 Name • Z Area (ac) (in/hr) Coefficient, C CZ {cfs} Qt (cfs) Ctb {cfs} Qi (cfs) Ctb (cfs) LV (ft) Slope, Sx (ft/ft) z Cross Slope, Se (ft/ft) z z 685 STORM SEWER :D z z STORM SEWER z z FOR STORM SEWER PROFILE 0 FI FOR Z z CO VDOT DI -2B (COMBO -6') DI -2B z N/A 5.25 :Dz N/A 2.31 N/A 2.31 N/A N/A N/A N/A 0.00 2.26 0.05 2.00 N/A 0.02 > N/A 0.16 N/A 0.96 N/A 0.41 N/A 0.98 STRUCTURES 2.0 TO 2.1 STRUCTURES 10.0 TO 11.0 STRUCTURES 15.0 TO 15,1 TO O - - V 1-3 MH1 VDOT DI (CURB -6') N/A 0.37 O- - N/A 1.56 -- N/A N/A N/A N/A 0.00 1.56 N/A O- N/A 0-0:5= N/A N/A O- 690 690 685 zz� O00 0 Lk14�0 -3C 685 N/A 0.17 1.00 1.16 ZZ > 0.08 >> ZZ > Z 0.42 1.00 >> ZZ > Z >>> ZZ 1 n -Inc 18.00 HDPE 667.75 669.65 5.10 11.88 25.78 >> ZZ 2,00 >> ZZ VDOT DI-3C(CURB-6') 0.32 >> ZZ 0.80 >> ZZ 1.34 0.00 1.34 0.00 2.00 0.02 0.08 8" SA14 XING O �i O Ln Ln 655 co - I- r- 0) (O cO r (0 O) (.0 II D II :D II I Ozoz 0Z 650 zz zz z z +75 10+00 +50 11+00 +50 STORM SEWER NOTES: 1. ALL STORM SEWER STRUCTURES DEEPER THAN 4' REQUIRE STANDARD STEPS, VDOT ST -1. 2. ALL STORM SEWER STRUCTURES DEEPER THAN 12' REQUIRE SAFETY SLABS, VDOT SL -1. 3. ALL STORM SEWER STRUCTURES WITH A 4' OR GREATER INTERNAL DROP BETWEEN THE INVERT IN AND INVERT OUT ARE REQUIRED TO HAVE INLET SHAPING, VDOT I -S1. 4. MINIMUM WATER MAIN COVER HAS RECENTLY BEEN REVISED TO 3.5 FEET OF COVER, WHICH HAS BEEN REPRESENTED HERE FOR DETERMINING THE CLEARANCE BETWEEN THE WATERLINE AND OTHER UTILITY LINES. SCALE 1" = 5' VERTICAL 5 2.5 0 SCALE IN FEET SCALE 1" = 50' HORIZONTAL 50 25 0 50 100 SCALE IN FEET LEGEND 95% COMPACTED FILL AREAS - - - - EXISTING GRADE PROPOSED GRADE -"""- HYDRAULIC GRADE LINE -�- FLOW DIRECTION ARROW TYPICAL STRUCTURE BASE (12") 11174 12+00 6901 6851 6801 6751 670) 665 660 655 07 700 N CD 00 O 665 I! 700 Inlet ID ` Drainage Intensity, I Runoff OLD TRAIL VILLAGE- BLOCK 22 DOT REPORT 01/15/2018 Discharge, Total Discharge, Discharge Carryover, Intercepted Flow, Bypass Flow, Gutter Width, Pavement Cross Gutter Cross Equivalent Gutter Ratio of Frontal Flow WJT Efficiency,E +50 13+00 +50 14+00 +50 15+00 +50 16+00 +50 17+00 +50 O N1 685.77 Structurc O o 5.27 II o II 6.1 Z- Name • Z Area (ac) (in/hr) Coefficient, C CZ {cfs} Qt (cfs) Ctb {cfs} Qi (cfs) Ctb (cfs) LV (ft) Slope, Sx (ft/ft) Slope, Sw (ft/ft) Cross Slope, Se (ft/ft) to Total Flow, Ea O 685 STORM SEWER PROFILE FOR STORM SEWER PROFILE FOR STORM SEWER PROFILE 0 FI FOR Z 1.0 `+ 2.0 CO VDOT DI -2B (COMBO -6') DI -2B N/A 0.55 N/A 5.25 0.80 0.8 N/A 2.31 N/A 2.31 N/A N/A N/A N/A 0.00 2.26 0.05 2.00 N/A 0.02 N/A 0.08 N/A 0.16 N/A 0.96 N/A 0.41 N/A 0.98 STRUCTURES 2.0 TO 2.1 STRUCTURES 10.0 TO 11.0 STRUCTURES 15.0 TO 15,1 TO O 3.0 4.0 V 1-3 MH1 VDOT DI (CURB -6') N/A 0.37 N/A 5.29 N/A 0.80 N/A 1.56 N/A 1.56 N/A N/A N/A N/A 0.00 1.56 N/A N/A N/A C) N/A N/A 0.85 690 690 675 685 zz� O00 0 '! -3C 685 N/A 0.17 1.00 1.16 0.00 2.00 0.02 0.08 0.02 0.0 0.00 0.42 1.00 RC15) F) P15 z -7nc1(� 1 n -Inc 18.00 HDPE 667.75 669.65 5.10 11.88 25.78 705 - 705 2,00 10.0 '11 VDOT DI-3C(CURB-6') 0.32 5.25 0.80 1.34 1.34 0.00 1.34 0.00 2.00 0.02 0.08 0.02 0.00 0.48 1.00 6901 6851 6801 6751 670) 665 660 655 07 700 N CD 00 O � O O7 c0 II 0:� I! 700 00 0.00 Om � 0.00 O N a7 r7 0) 1 O O N1 685.77 OI O o 5.27 II o II 6.1 Z- > Z c3) O O O Ln ¢ Q� Z Q 0 �V O 685 695 0 o II o 695 695 Z `? O -01 0 " SAN MH N r -i N/A Ln " �o VDOT MH1 (O O u'{J N/A c f 0) l -i - O O) 15" DPE II (II @0.57% v � II I� I C) r -O 0 0.85 690 690 675 685 zz� O00 0 00-d 690 700 15.1 ao O O rn O � O O7 c0 II 0:� 700 700 00 0.00 I I 0.00 2.00 00 r7 0) 1 O O^ Q 685.77 01 O- O no 5.27 0.80 01 1.47 6.1 +� + o� c3) 2.00 O 0.08 Ln ¢ I Z > 0 1- O 685 695 0 o II o 695 695 Z Lj > O N/A N/A N/A MH N/A N/A N/A O Qo N/A �o VDOT MH1 N/A N/A N/A N/A N/A 4.00 LO - > > > N/A 15" DPE V� V) @0.57% v N/A 0) 680 690 VDOT DI -2A (COMBO -2.2') r -O 0 0.85 690 690 675 685 0.29 O00 0 00-d 685 685 N/A 0.17 1.00 1.16 1.00 700 16.0 $ Oz 670 680 0.80 zz z 680 680 18.00 HDPE 667.75 669.65 5.10 11.88 25.78 0.14 2,00 0.02 0.08 39 16' 0.91 0.49 0.91 1.0 15.1 r VDOT DI-1(GRATE 2.5X2.5) 0.03 HOPE 0.90 0.18 0.18 6.00 0 0 0.18 C, 1.30% 2.00 0.0"2 0.08 5.90 `-N G 8" SAN XING 1.38 11.0 :3 VDOT DI -2A (COMBO -2.2') Lo 5.59 OW/ 0.63 24" CLEARANCE 6.00 665 675 700 0.00 (1? 0675 0.08 2.47 `SSIONAL E� 011 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL Vj 12.0 15.1 0.21 O 0.80 1.07 00 Q0 Bypass 0.00 I I 0.00 2.00 00 0.02 +75 1 0+00 +50 0.02 O O^ Q 685.77 II � O N 5.27 0.80 01 1.47 6.1 0.00 + n c3) 2.00 O 0.08 Ln ¢ I Z > 0 1- O VDOT MH1 it o Q� N/A Z> O �) N/A O N/A N/A N/A N/A MH N/A N/A N/A N/A N/A 14.0 VDOT MH1 N/A N/A N/A N/A N/A 4.00 45.98' - > > > N/A 15" DPE N/A 89.57 @0.57% N/A N/A 0) 660Z Ln VDOT DI -2A (COMBO -2.2') r -O 0 0.85 0.29 r6crji ao 0o 0.00 0.29 O00 0 00-d 0.02 0.08 N/A 0.17 1.00 1.16 1.00 700 16.0 $ Oz z O 0.80 zz z z 0.00 1.50 18.00 HDPE 667.75 669.65 5.10 11.88 25.78 0.14 2,00 `SSIONAL E� 011 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL Vj 12.0 VDOT DI -2A (COMBO -2.2') -SAG 0.21 6.37 0.80 1.07 1.07 Bypass 0.00 1.07 0.00 2.00 0.02 0.02 +75 1 0+00 +50 0.02 0.00 0.35 1.00 685.77 17.0 VDOT DI-2C(COMBO-6') 0.35 5.27 0.80 1.47 1.47 6.1 0.00 1.47 15.00 HDPE 684.40 684.67 0.55 1.61 5.20 0.00 2.00 0.02 0.08 0.02 0.00 0.51 1.00 6.1 13.0 _ VDOT MH1 N/A N/A N/A N/A N/A O N/A N/A J:) N/A N/A N/A N/A MH N/A N/A N/A N/A N/A 14.0 VDOT MH1 N/A N/A N/A N/A N/A 4.00 N/A N/A > > > N/A N/A N/A N/A 89.57 N/A N/A N/A N/A 660Z 15.0 i VDOT DI -2A (COMBO -2.2') 0.06 5.77 0.85 0.29 0.29 18.00 HDPE 677.24 677.95 1.29 8.83 12.98 0.00 0.29 7.90 0.00 2.00 0.02 0.08 N/A 0.17 1.00 1.16 1.00 700 16.0 $ VDOT DI -2A (COMBO -2.2') 0.38 5.42 0.80 1.65 1.65 1.0 0.00 1.50 18.00 HDPE 667.75 669.65 5.10 11.88 25.78 0.14 2,00 0.02 0.08 10.0 0.15 0.91 0.49 0.91 1.0 15.1 r VDOT DI-1(GRATE 2.5X2.5) 0.03 6.65 0.90 0.18 0.18 6.00 0.00 0.18 12.0 0.00 2.00 0.0"2 0.08 5.90 0.17 1.00 1.65 1.00 1.38 11.0 :3 VDOT DI -2A (COMBO -2.2') 0.14 5.59 0.80 0.63 0.63 6.00 0.00 0.63 10.60 0.00 2.00 0.02 0.08 2.47 0.17 1.00 1.04 1.00 5.0 VDOT MH1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 6.0 VDOT DI -2A (COMBO -2.2') 0.12 5.32 0.80 0.51 0.51 N/A 0.00 0"51 0.00 2.00 0.02 0.08 0.85 0.17 1.00 1.07 1.00 1.73 6.1 VDOT MH1 N/A N/A N/A N/A N/A D12A N/A N/A 0.80 N/A N/A N/A N/A 4"10 N/A N/A N/A N/A 2.00 7.0 VDOT DI -2A (COMBO -2.2') 0.06 5.68 0.85 0.29 0.29 0.18 0.00 0.29 N/A 0.00 2.00 0.02 0.08 N/A 0.17 1.00 1.38 1.00 695 8.0 VDOT DI -2A (COMBO -2.2') 0.41 4.80 0.80 1.57 LS7 5.59 0.00 1.37 2.00 0.20 2.00 0.02 0.08 N/A 0.15 0.86 0.42 0.87 N/A 2.1 VDOT DI -2A (COMBO -2.2') 0.35 5"52 0.80 1.55 1.55 6.0 0.00 1.48 0.12 0.07 2.00 0.02 0.08 0.00 0.16 0.96 0.60 0.96 6.00 2.00 i 6.1 MH N/A OLD TRAIL VILLAGE- BLOCK a22 PIPE REPORT 01/15/2018 N/A N/A N/A N/A N/A N/A Jimmy L. Taggart 7.0 D12A 2.20 0.06 0.85 8.60 0"29 0.29 0.00 1.45 1.87 4.78 Horizontal Pipe 2.00 Lic. No. Pipe D12A 2.20 0.41 0.80 13.40 1.57 1.37 0.20 Downstream Upstream Length Diameter 6.00 Downstream Upstream 2.1 Pipe Flow 2.20 Downstream Upstream 9.30 1.55 1"48 0.07 3.36 2.33 5.52 Horizontal 6,00 2.00 Material Slope (%) Capacity Velocity 690 Node Node {ft) (in) Invert {ft) invert (ft) (cfs) HGL (ft) HGL (ft) (cfs) (fps) 15.0 15.1 45.96 15.00 HDPE 683.89 684.15 0.57 0.18 5.28 684.89 684.89 2.00 t 10.0 11.0 39.16 15.00 HDPE 679.40 679.90 1.30 0.63 7.99 680.46 680.46 11.78 12.0 17.0 47.68 18.00 HDPE 681.14 683.63 5.21 1.47 26.06 682.34 683.63 7.97 685 2.0 2.1 21.97 15.00 HDPE 669.90 672.00 9.56 1.48 21.69 670.90 672.00 10.10 15.0 16.0 18.45 15.00 HDPE 683.89 683.99 0.56 1.50 5.27 684.89 684.90 3.70 14.0 15.0 64.02 15.00 HDPE 683.40 683.79 0.61 1.89 5.48 684.40 684.75 4.42 13.0 14.0 36.41 18"00 HDPE 681.80 683.15 3.71 1.88 21.97 683.00 684.21 7.62 680 12.0 13.0 109.68 18.00 HDPE 681.14 681.70 0.51 1.87 8.13 682.34 682.56 3.75 10.0 12.0 27.28 18.00 HDPE 679.25 681.04 6.59 4.16 29.29 680.46 681.57 11.78 4.0 10.0 158.20 18.00 HDPE 678.05 679.15 0.69 6.05 9.50 679.38 679.78 5.71 3.0 4.0 54.82 18.00 HDPE 677.24 677.95 1.29 8.83 12.98 678.44 678.78 7.90 "2.0 3.0 226.35 18.00 HDPE 669.75 677.14 3.27 8.78 20.62 670.95 678.10 11.21 1.0 2.0 37.23 18.00 HDPE 667.75 669.65 5.10 11.88 25.78 668.95 669.92 14.30 675 OUTFALL 1.0 24.82 18.00 HDPE 666.10 667.65 6.25 11.85 28.52 667.30 668.52 15.40 `SSIONAL E� 011 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL Vj 0) ter- N 0)0 675 Throat Length Catchment Runoff FAATime to Discharge Intercepted Bypass Gutter Ponding Curb Throat cp 0) M II cD� +75 1 0+00 +50 7.0 8.0 17.67 15.00 HDPE 684.77 684.86 0.52 1.37 5.06 685.77 685.77 3.50 Inlet(min) Inlet min (c$z) (D tp II tp Spread (ft) 6.1 7.0 49.37 15.00 HDPE 684.40 684.67 0.55 1.61 5.20 685.40 685.64 3.74 XING II II:D Z Z II Z t 6.0 6.1 42.30 15.00 HDPE 684.08 684.30 0.52 1.60 5.06 685.08 685.28 3.65 (in/hr) O O LL J:) 1.0 MH N/A N/A N/A N/A N/A N/A 5.0 6.0 63.77 15.00 HDPE 683.62 683.98 0.56 2.04 5.24 684.62 684.94 4.00 2.0 > > > >> 0.55 4.0 5.0 89.57 15.00 HDPE 678.20 683.52 5.94 2.02 17.10 679.38 684.36 9.36 660Z 6 7 0 Z Z - - zZ - - 670 3.0 4.0 54.82 18.00 HDPE 677.24 677.95 1.29 8.83 12.98 678.44 678.78 7.90 N/A N/A N/A N/A N/A 2.0 3.0 226.35 18.00 HDPE 669.75 677.14 3.27 8.78 20.62 670.95 678.10 11.21 0.37 +75 10+00 +50 1.56 1.0 2.0 37.23 18.00 HDPE 667.75 669.65 5.10 11.88 25.78 668.95 669.92 14.30 10.0 D13C 6.00 0.32 OUTFALL 1.0 24.82 18.00 HDPE 666.10 667.65 6.25 11.85 28.52 667.30 668.52 15.40 5.17 Horizontal 6.00 2.00 12.0 D12A 2.20 OLD TRAIL VILLAGE- BLOCK 22 INLET REPORT 01/15/2018 0.80 5.90 1.07 655 0.00 5.77 1.38 5.18 Horizontal 6.00 2.00 17.0 D12C 6.00 0.35 0.80 10.60 1.47 1.47 0.00 3.95 2.47 5.27 Rainfall Curb 2.00 `SSIONAL E� 011 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL Vj Structure Throat Length Catchment Runoff FAATime to Discharge Intercepted Bypass Gutter Ponding Curb Throat Local 0 +75 1 0+00 +50 Name Inlet Type Length ft g ( ) Area Acres (Acres) Coef. Inlet(min) Inlet min (c$z) Flow (cfs) Flow {cfs) Spread (ft) Depth {in) Intensity Type Opening Depression (in) 0 4 t � r (in/hr) Height (in) LL J:) 1.0 MH N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.0 D12B 6.00 0.55 0.80 10.70 2.31 2.26 0.05 4.86 2.69 4.59 Horizontal 6.00 2.00 3.0 MH N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 4.0 D13C 6.00 0.37 0.80 10.50 1.56 1.56 0.00 4.72 2.65 4.66 Horizontal 6.00 2.00 10.0 D13C 6.00 0.32 0.80 10.70 1.34 1.34 0.00 4.20 2.53 5.17 Horizontal 6.00 2.00 12.0 D12A 2.20 0.21 0.80 5.90 1.07 1.07 0.00 5.77 1.38 5.18 Horizontal 6.00 2.00 17.0 D12C 6.00 0.35 0.80 10.60 1.47 1.47 0.00 3.95 2.47 5.27 Horizontal 6.00 2.00 13.0 MH N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 14.0 MH N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 15.0 D12A 2.20 0.06 0.85 8.20 0.29 0.29 0.00 1.73 1.93 5.34 Horizontal 6.00 2.00o���i,TH OP 16.0 D12A 2.20 0.38 0.80 9.80 1.65 1.50 0.14 4"10 2.50 5.42 Horizontal 6.00 2.00 15.1 Grate (2.5 x 2.5) N/A 0.03 0.90 5.00 0.18 0.18 0.00 N/A N/A 6.65 N/A N/A N/A 11.0 D12A 2.20 0.14 0.80 9.00 0.63 0.63 0.00 1.93 1.98 5.59 Horizontal 6.00 2.00 ;'' � 5.0 MH N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A O U✓ ,i"•'=J F. 6.0 D12A 2.20 0.12 0.80 10.30 0.51 0.51 0.00 1.87 1.97 4.72 Horizontal 6.00 2.00 i 6.1 MH N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Jimmy L. Taggart 7.0 D12A 2.20 0.06 0.85 8.60 0"29 0.29 0.00 1.45 1.87 4.78 Horizontal 6.00 2.00 Lic. No. 8.0 D12A 2.20 0.41 0.80 13.40 1.57 1.37 0.20 4.74 2.66 4.80 Horizontal 6.00 2.00 A� 22841 2.1 D12A 2.20 0.35 0.80 9.30 1.55 1"48 0.07 3.36 2.33 5.52 Horizontal 6,00 2.00 `SSIONAL E� 011 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL Vj LL Z 0 CL 0 4 t � r it LL J:) 0 FILE NUMBER 8058 SHEET 18 OF 16