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HomeMy WebLinkAboutSUB201700140 Plan - Approved Road Plan and Comps. 2018-09-07CI -r= MATA OWNER / DEVELOPER: MARCH MOUNTAIN PROPERTIES LLC CONTACT. DAVE BROCKMAN SF 1005 HEATHERCROFT CIRCLE, SUITE 400 CELL: (702)-985-9088 CROZET, VA 22932 dave®oldtrailvilloge.com PLAN PREPARER: ROUDABUSH, GALE, & ASSOCIATES 22 TH 914 MONTICELLO ROAD 0.04 3 CHARLOTTESVILLE, VA. 22902 TH 1743 (434)-977-0205 4 TAX MAP PARCEL No: 055EO-01-22-00000 1752 PARCEL AREA: 25.886 ACRES 22 ZONING: NEIGHBORHOOD MODEL DISTRICT IN ACCORDANCE WITH PROFFERS 0.04 OF ZMA 2015-00001 APPROVED FEBRUARY 1, 2016 USE: (28) SINGLE FAMILY ATTACHED UNITS & (15) TOWNHOMES BUILDING HEIGHT. • NOT TO EXCEED 4 STORIES 22 SETBACKS: FRONT, SIDE & REAR: 5' 0.05 8 FRONT MAXIMUM: 25' TH AREA SUMMARIES: LOTS: 157,556 SF 9 22 PRIVATE ROW. • 74,555 SF 1780 0.04 PUBLIC ROW. • 0 SF 22 TH OPEN SPACE. 8,720 SF 0.05 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.- 1.7 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 MAGISTERIAL DISTRICT. WHITE HALL MAGISTERIAL DISTRICT STORMWATER MANAGEMENT. AS DEFINED BY THE OVERALL STORMWATER MASTER PLAN WPO201600009, APPROVED 4/25/2016 WATERSHED: LICK/NGHOLE 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 - NAVD 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. ALBEMARLE COUNTY, VI RCS I N IA SHEET INDEX SHEET 1 ---------- COVER SHEET SHEET 15 -------- ROAD PROFILES SHEET 2 ---------- EXISTING CONDITIONS/DEMO SHEET 16 -------- SIGHT DISTANCE PROFILES SHEET 3 ---------- OVERALL SITE LAYOUT SHEET 17 -------- SIGHT DISTANCE PROFILES SHEET 4 ---------- SITE PLAN SHEET 18 -------- SIGHT DISTANCE PROFILES SHEET 5 ---------- SITE PLAN SHEET 19 -------- STORM SEWER PROFILES SHEET 6 ---------- UTILITY PLAN SHEET 20 -------- SANITARY SEWER PROFILES SHEET 7 ---------- UTILITY PLAN SHEET 21 -------- ACSA WATER NOTES & DETAILS SHEET 8 ---------- GRADING PLAN SHEET 22 -------- ACSA SANITARY NOTES & DETAILS SHEET 9 ---------- GRADING PLAN EXISTING SANITARY SEWER --- SHEET 10 -------- DRAINAGE MAP 0' SHEET 11 -------- TYPICAL SECTIONS, NOTES, & DETAILS EASEMENT LINE SHEET 12 -------- CONSTRUCTION NOTES & DETAILS COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE SHEET 13 -------- LANDSCAPE PLAN +12.0 SHEET 14 -------- LANDSCAPE PLAN, NOTES, & DETAILS LIMITS OF DEMOLITION LEGEND EXISTING INTERMEDIATE CONTOUR EXISTING INDEX CONTOUR JO PROPOSED CONTOUR 20 EXISTING EDGE OF PAVEMENT - _EX. EP PROPOSED EDGE OF PAVEMENT EP ----- EXISTING CURB AND GUTTER EX C&G PROPOSED CURB AND GUTTER CG -6 TRANSITION FROM CG -6 ROLL-TOP CG -6 ROLL-TOP PROPOSED WATER VALVE EX. 15" RCP EXISTING STORM SEWER ---- ----�" EXISTING REDUCER 15 RCP PROPOSED STORM SEWER ► W EXISTING SANITARY SEWER --- --� - PROPOSED SANITARY SEWER 0' PROPERTY LINE -- EASEMENT LINE - - - CENTERLINE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE LIMITS OF CLEARING AND/OR GRADING EXISTING SPOT ELEVATION +12.0 PROPOSED SPOT ELEVATION +12.0 LIMITS OF DEMOLITION �- EXISTING FLOODPLAIN DEVICES. STREAM BUFFER 8. EXISTING TREE DRIP LINE a.t EXISTING TREE EX. 15' OAIC PROPOSED TREE i !4 2. EXISTING WATERLINE W/ TEE _I* PROPOSED WATERLINE W/ TEE W -+- EXISTING FIRE HYDRANT 12 PROPOSED FIRE HYDRANT 12* 1.25 = 15 PARKING SPACES EXISTING WATER VALVE EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE PROPOSED WATER VALVE - 0 W PROPOSED WATER METER O EXISTING REDUCER ► PROPOSED REDUCER ► W HANDICAP RAMP (CG -12) i !4 2. DENOTES LO ATION OF STD. VDOT ~/ CG -12 AND OR JURISDICTIONAL STANDARD MP CONSTRUCTION STANDARDS OF VDOT UNLESS OTHERWISE NOTED. CBR's SHALL BE SUBMITTED TO VDOT FOR REVIEW & PARKING INDICATOR 12 INDICATES THE NUMBER OF TYPICAL PARKING SPACES 12* 1.25 = 15 PARKING SPACES BENCHMARK EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE CRITICAL SLOPE UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SLOPES TO BE SEEDED, MULCHED &TACKED (43/4)= 11 PARK/NG SPACES VEHICLES PER DAY COUNT TBD PROPOSED STREET NAME SIGN -+- EXISTING SIGN 3. PROPOSED SIGN �- SANITARY MANHOLE IDENTIFIER O STORM 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 PERMIT SHALL BE OBTAINED FROM THE VIRGINIA. DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENT OF THE PERMIT SHALL GOVERN, VDOT MUST BE CONTACTED AT LEAST 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. PARK/NG REQUIRED: TWO 2) PARKING SPACES FOR EACH SINGLE FAMILY DETACHED & ATTACHED DWELLING= "' i !4 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND (45*2) = 90 PARK/NG SPACES - - t STANDARDS OF VDOT UNLESS OTHERWISE NOTED. CBR's SHALL BE SUBMITTED TO VDOT FOR REVIEW & ONE &QNE-QUARTER PARKING SPACES PER ACCESSORY UNIT= Qj APPROVAL 12* 1.25 = 15 PARKING SPACES w. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE ONE (1)) GUEST SPACE PER FOUR (4) UN/TS UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE APPROVED EROSION CONTROL, PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR (43/4)= 11 PARK/NG SPACES VICINITY MAP 4. OTHER CONSTRUCTION. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED, AND MULCHED. TOTAL REQUIRED= 1 16 PARKING SPACES 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, 3. SCALE: 1"-1000 FEET LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. PARKING PROVIDED: (2) GARAGE SPACES PER TOWNHOUSE UNIT 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF (15 UNITS*2 SPACES=30 SPACES) GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION, AND APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE (2) GUEST SPACES PER TOWNHOUSE UNIT WITH 18' DRIVE ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, FOUR (4) FEET OFFSET FROM THE EDGE CHANNEL. (15 UNITS*2 SPACES=34 SPACES) 7. TRAFFIC CONTROL SIGNS SHALL CONFORM TO THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL (2) GARAGE SPACES PER SINGLE FAMILY ATTACHED UNIT � Q DEVICES. (28 UNITS*2 SPACES=56 SPACES) 8. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPES SHALL BE REINFORCED CONCRETE PIPE -CLASS III. (2) GUEST SPACES PER SINGLE FAMILY ATTACHED UNIT WITH 18' DRIVE WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE -1. HPDE PIPES MAY BE INSTALLED IN LIEU OF CLASS III RCP, AND SHALL CONFORM TO AASHTO M294. (6 UNITS*2 SPACES=12 SPACES) 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR (17) ACCESSORY UNIT SPACES PROVIDED WITH ADDITIONAL PARKING STRICTLY ADHERED TO. CONSTRUCTION INDUSTRY (29 CFR PART 1926). 8. 10, VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. TOTAL PROVIDED= 149 PARK/NG SPACES GENERAL CONSTRUCTION NOTES FOR STREETS EXISTING IMPERVIOUS AREA: 0 SF DATE PLANNING / 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 Z 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 U 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. zM 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. O a� 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 3,000 OR MORE �w OU OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. INITIAL LUMENS SHALL BE A FULL CUTOFF LUMINARIES AND SHALL BE ARRANGED U � Q OR SHIELDED TO REFLECT LIGHT AWAY FROM ADJOINING RESIDENT/AL 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 LIGHT/NG 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. W 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. Q OU 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 BUFFERSHOWN HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE THE ALBEMARLE � ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL.S) V N o � 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR COUNTY WATER PROTECTION ORDINANCE. 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) __j ApP("CAIR) it aa.. coInri1. Date _y ile APPROVALS DEPARTMENT OF COMMUNITY DEVELOPMENT DATE PLANNING / ZONING w ENGINEERING Z INSPECTIONS � ARCHITECTUAL REVIEW BOARD g DEPARTMENT OF FIRE RESCUE U ALBEMARLE COUNTY SERVICE AUTHORITY Z VA. DEPARTMENT OF TRANSPORTATION Q� REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL T i V w a Z � g g WLei. N U W Z = Nco Q� Oa zM u Z Q� O a� / j 0 m �w OU >o �z <2 m U � Q >J 8J Q UQ rw O N W0 2 Lo W y� W2 Q OU ^� 0 w8 t/1 � It a V N o � Lu z Z CL 0W __j REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL FILE NUMBER 778053---1 SHEET 1 OF 22 W Z g WLei. N J� Z TWN y > ' J� Z w\o / j 0 m W <2 m U � Q Q � 0 j CC 0 FILE NUMBER 778053---1 SHEET 1 OF 22 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE 1"=30' CONTOUR INTERVAL 2 FEET r Oc a G g w U W w N = m o 0 to Z ^ � g >O Z (L U)_ wulw z Q UQ cv N J F3 > - > O =JoZU�-00 00 W ac 0U. ^� 0� wo �w a W m W Qy Z 00) O W � o)� ~ Z w _ Q� a — U) OJ O W x REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE 1"=30' CONTOUR INTERVAL 2 FEET FILE NUMBER 8053 SHEET 2OF22 Oc G w w o z� � g Z (L z 0 cv N J F3 > - > O =JoZU�-00 OD:Q� U�od�� m W O � F m Q Z Q� — U) OJ O x w FILE NUMBER 8053 SHEET 2OF22 0 ADDLE HILL RD Station IDBearing CL ROAD DATA 10+00.000 S 21°56'24" E 11+04.423 Total Length: 104.423' GUILDFORD PLACE ID Bearing Radius Length Arc Length Delta Angle Station 10+00.000 RESIDENTIAL UNITS (1) MARKET RATE UNITS AFFORDABL TOTAL # REQUIRED MARKET RATE UNITS AFFORDABL UNITS % OF TOTAL E 31 82% 6 FOR SALE 0 FOR RENT APARTMENT y S ACCESSOR 7 0 TOTAL TOTAL % OF NUMBER TOTAL OF UNITS UNITS 7 18% BANKED UNITS 1 N 79'04'07" E S 34'54'31 " E 10+44.682 PC 10+51.533 PC 28,731 14,500 D 1000.000' 126.872' 07°16'09" 11+71.554 PT 48.746' 23'49'51 " 11+00.280 PT 13 669.300' 206.353' 17°39'54" 13+77.907 PT S 1 1'04'41 " E N/A 0.00 11+49.125 1874.000' 99.235' 03'02'02" 14+77.142 PT 0 0 0 207.500' 46.450' 50.000' 66.525' 76'13'55" 15+43.667 PT 0 0 0 0% N 26'13'47" W 2.309' 03°46'47" 16+01.396 PT N/A 3A 3B 3D 6.8 Total Length: 601.396' 0 0 0 05°31'40" W ASTELL STREET Station ID Bearing 10+00.000 S 23°35'29" E 11+60.279 Total Length: 160.279' HEDWORTH STREET Station ID Bearing Radius Length Arc Length Delta Angle 10+00.000 RESIDENTIAL UNITS (1) MARKET RATE UNITS AFFORDABL TOTAL # REQUIRED MARKET RATE UNITS AFFORDABL UNITS % OF TOTAL E 31 82% 6 FOR SALE 0 FOR RENT APARTMENT y S ACCESSOR 7 0 TOTAL TOTAL % OF NUMBER TOTAL OF UNITS UNITS 7 18% BANKED UNITS 1 COMPLETED UNITS 7 AREA OF AREA OF LOTS (AC) R/W (AC) 1.29 0.26 S 34'54'31 " E AREA OF OPEN SPACE (AC) (6) N/A 1B & 3C 10+51.533 PC 28,731 14,500 D 1 0 19 33 52 117.200' 48.746' 23'49'51 " 11+00.280 PT 13 0 13 25% 1 5 W 101.57 S 1 1'04'41 " E N/A 0.00 11+49.125 PC 4.9 mixed use 46,029 0 0 0 0 207.500' 46.450' 2'49'34" 11+95.575 PT 0 0 0 0 0 0% 0 35.000' 2.309' 03°46'47" 11+97.884 PT N/A 3A 3B 3D 6.8 mixed use 2,500 0 0 0 0 0 05°31'40" W 0 25 0 0 0 0 llS 2+31.297 4.1 0 19 3 0% 76% 100% 0 4 0 0 6 0 Total Length: 231.297' 0 6 0 0% 24% 0% 0 2 (0) AVONDALE LANE Station ID Bearing Radius Length Arc Length Delta Angle 10+00.000 N 77'24' 14" E 11+86.983 PC 242.507' 96.704' 22'50'52" 12+83.688 PT S 80°10'56" E 15+47.653 Total Length: 547.653' PRIVATE ALLEY Station ID Bearinq 10+00.000 S 09°49'04" W 10+64.992 `Total Length: 64.992' t V �tiTH OF kTOON f Al Jimmy Jimmy L. Taggart Lic. No. 22841 w4 0_, .o�jg' 000, ONAL _ SCALE 1" = 30' 30 15 0 30 60 SCALE IN FEET 2955SF ` 1748SF1_j111 o 0.05AC ' /1 � � J / I/ DENO - ALBEMARLE COUNTY -1 0.04A0.07Ac 17485F aIS CRITICAL SLOPE 0.04AC 0 04AC n$ 1752SF 1743SF 0.04AC 4 y oI 2128SF , 0.04AC 0.05AC 17SF (0 109$0.04AC 1771SF 7 '2139SF 0.04AC 6 2164SF 1785SF 1780SF 0.05AC 0.04AC V'L 162 1_160.05AC 0.05AC 0.04AC 10+50 USACE JUR D� IC+U 165 1 L166 � '.�_ WETLANDS _ 14}p0 C2 i _ _1167 00 _ oo C7 11+50 --' ,2+50 O 12+00 V All pRfVAI'E ROW 37 - I •-o 1_114 5499SF16 i O 6155SF I 1_109 L110_ L111 L112 L113 t 0.13AC W 0.14AC n c � L61 Iu� i s17 IVIA 1 4608SF 36 I 0.11AC EX. DEQ STREAM 4915SF I 19-3$ 0 STABILIZATNON & 0.11AC 39 O0 °D00 42 C1 43 4/PARIAN BUFFER V 4353SF 3325SF40 00 41 v STORATION ESM'T I O.lOAC 0.08AC 3318SF 3357SF 3442SF 5221SF 3665 P.G. 613 I 0,08AC 0.08AC 0.08AC 0.12AC ` 0 I ±I 1_4 1$ 52 36 6SF I 5713SF 0.13AC 0.12ACAll L91 1_92L93 L94 L95 L96 `1 00 Aw L63_ L82 L 136 r + Lg1 ...� r- 1 +oa_ I 0 17ACC14 '_ / -�-�+so ti / w 34 - / 4841 SF L 132 11+00 t !`7 0.11AC 19 1_130 5707SF \+DpG�0 ��° 0.13AC !3n ,SPECIAL MATTE - 0.12AC 0 ' REAR PROPERTY LINE 32 ?xso i AREAS TO ENSURE 4396SF '' \ THERE IS NO 0.10AC 31 ENCROACHMENT INTO 3930SF DEO STREAM BUFFER. `� 0.09AC 30 . , \0 All 3931SF _A\ \ 0.09AC ° 1_9 4803SF ftft Milli now 0.11AC <72) L 10 28 4578SF low fin`• ` 1_1 0.11AC L 12aft r �' Abp° -a-L 13 v 3927 1 4p •pSF �� 100 w/ 0 1_14 0.09AC ve\ tBMW w\1 I Ill!'s 26 t \woo 4008SF !�6 0.09AC 50 wPp BUFF 4111 BLOCK 1A BLOCK AREA CLASSIFIC NON-RESIDENTIAL (AC) . AREA (SQFT.) ATION 2.17 mixed use 1 24,231 RETAIL AREA (SQ. FT.) 10,855 S. F. S. F. TOWN DETACHED ATTACHE HOUSE UNITS D UNITS UNITS 0 0 0 CONDO/ APARTMENT UNITS 38 TOTAL UNITS 38 GROSS RESIDENTIA L DENSITY (DU/AC) 17.5 RESIDENTIAL UNITS (1) MARKET RATE UNITS AFFORDABL TOTAL # REQUIRED MARKET RATE UNITS AFFORDABL UNITS % OF TOTAL E 31 82% 6 FOR SALE 0 FOR RENT APARTMENT y S ACCESSOR 7 0 TOTAL TOTAL % OF NUMBER TOTAL OF UNITS UNITS 7 18% BANKED UNITS 1 COMPLETED UNITS 7 AREA OF AREA OF LOTS (AC) R/W (AC) 1.29 0.26 RECREA TION AREA (AC) (6) N/A POCKET PARKS (7) 0.00 AREA OF OPEN SPACE (AC) (6) N/A 1B & 3C _3. 7-0 mixed use 28,731 14,500 D 1 0 19 33 52 14.1 39 75% 8 0 13 0 13 25% 1 5 W 101.57 1.29 0.26 N/A 0.00 N/A 2 4.9 mixed use 46,029 0 0 0 0 0 0 0.0 0 0% 0 0 0 0 0 0% 0 S 77'23 05 3.7 1.2 N/A 0.00 N/A 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 1 0 0 0 0 0 0 6 0 0% 24% 0% 0 2 (0) 6 3.6 1.2 1 2.31 0 0 N/A 0.00 0.00 0.00 0.00 0.00 0.08 0.04 0.00 4 3.1 mixed use 4,500 4,500 0 10 18 8 36 11.7 28 78% 5 8 0 0 8 22% 3 8 2.6 0.92 N/A 0.00 N/A 7 Ph. 1 1.1 mixed use 0 0 0 12 0 0 12 10. 9 12 0% 2 T 29.81 T 0 0 0 0% (2) L102 S 63'12'07' W 22.41' L30 S 79'34'16' E 36.34 L103 S 61'25 50' 7 Ph. 2 0.7 mixed use 0 0 0 14 0 0 14 20.0 8 0% 2 6 0 0 6 43% 4 N 38'26 33 W 42.33 L108 S 47'54 34 W 10.71 L36 S 38'13'27 12/16131A 5.1 SF 0 0 30 7 12 9 58 11.4 43 74% 9 6 0 9 15 26% 6 L113 N 60'20'38" 3.6 0.8 N/A 0.40 0.40 10 3.4 N/A 0 0 0 0 25 0 25 7.4 21 84% 4 0 0 4 4 16% 0 N 29'55'31" W 73.76 L119 S 80'10 45 E 32.43 L47 N 29'55'31 11 3.7 mixed use 0 0 4 11 18 0 33 8.9 27 82% 5 9 0 0 9 27% 4 3 2.1 1.5 N/A 0.00 0.10 13 3.7 mixed use 3,000 0 29 0 0 0 29 7.9 29 100% 4 0 0 0 0 0% (4) 1_129 N 77'24 22 3.8 1.6 N/A 0.40 0.40 14 4.4 SF 0 0 20 0 0 0 20 4.5 20 100% 3 0 0 0 0 0% (3) S 71'44 49 3.6 0.8 N/A 0.40 0.40 16 6.5 N/A 0 0 25 7 0 0 32 4.9 27 84% 5 0 0 5 5 16% 0 N 12'36'55" W 92.83 L141 N 12'35 38 W 13.79 L69 N 12'36 55 17/18 6.2 N/A 0 0 6 28 0 0 34 5.5 29 85% 5 0 0 5 5 15% (0) 5/20/2021 11.5 multi family 0 0 0 0 0 190 190 16.5 0 0% 29 0 29 0 29 15% 1 N/A 0.00 N/A 22 25.9 SF 0 0 28 15 0 55 2.1 43 0% 8 0 0 12 12 22% 4 23 3.4 multi family 0 0 0 13 0 0 13 3.8 13 100% 2 0 0 0 0 0% (2) 1.8 0.59 N/A 0.07 0.59 27 3.1 SF 0 0 9 0 16 8 33 10.6 25 76% 5 0 0 8 8 24% 3 28/29B/35A 7.9 SF 1 0 1 0 32 0 0 0 32 4.1 32 100% 5 0 0 0 0 0% (5) N/A 29A 1.7 SF 1 0 0 6 0 0 0 6 3.5 6 100% 1 0 0 0 0 0% (1) N/A 31B/C 1.2 1 0 0 D 0 14 0 14 11.5 0 0% 1 2 14 0 0 14 100% 12 1 0 N/A 32 23.3 SF 0 0 71 30 0 0 101 4.3 101 100% 1 15 30 0 10 1 30 30% 1 15 35 1.9 SF 0 0 7 0 0 0 7 3.7 7 100% 1 0 D 0 0 0% (1) N/A TOTAL 96.2 108, 991 - 56, 029 29,855 242 160 162 286 862 9.0 563 65% 1 129 1 79 49 1 43 1 171 1 20% 1 29.6 10.2 1 0.0 1 1.3 2.0 UNITS AVAILABLE LINE BEARING DISTANCE LINE BEARING i Lt N 24'50'59" W 33.80' 1 1 L2 N 24'03'01" 1 L75 S 09'49 15 W 96.32' L3 N 24'31 12 IL 176 S 09'49 15 W 97.46 LINE BEARING DISTANCE LINE BEARING DISTANCE Lt N 24'50'59" W 33.80' L74 N 09'49'15" E 95.18' L2 N 24'03'01" W 23.72' L75 S 09'49 15 W 96.32' L3 N 24'31 12 W 60.94 176 S 09'49 15 W 97.46 L4 S 24'31'12" E 42.56 1_77 N 09'49 15 E 98.48 L5 S 2431 12 E 47.62 L78 S 09'50'36" W 27.01 L6 S 24'23'31 E 33.49 L79 IS 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' L81 N 50'57'37' E 3.42' L9 S 77'23'05 W 62.97 L82 N 78'51'35" E 45.09' L10 S 77'23 30 W 47.34 L83 S 50'57'37" W 105.45 L11 S 77'22 37 W 42.33 184 N 78' 14 03 E 11.80 L12 S 77'23 05 W 42.35 L85 S 50'57 45 W 103.07 L13 S 77'23 05 W 47.31 L86 N 23'35'2 W 105.10 L14 S 7723'05 W 8.60 L87 N 23-35'29" W 101.56' L15 S 78'48'03" E 27.99 L88 N 23'35 29 W 100.00 L16 S 78'48'03" E 42.35 L89 S 23'35 29 E 99.22 L17 N 78-48'030 W 42.35 1_90 S 23'35 29 E 100.41 L18 N 78'48'03" W 47.35 L91 N 6624'31 E 43.81 L19 N 78-48'03" W 47.35 1_92 T-6 31 E -j-3-.3 1 L20 S 78'48 03 E 42.35 L93 S 66'24'31 W 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' L95 N 66'24'31 " E 33.31' L23 S 51'30'01 E 5.70 L96 I N 66'2431" E 43.02' L24 I N 09'49'04 E 26.97' L97 S 78'47'18' W 22.44' L25 S 80'09'57-E 70.6-3-T-'[9 _8 S 77'29 22 W T2-.4-1'--- 196 S 09'50'36" W 26.99 1_99 S 76'24 30 W 22.39 L27 N 80-09'24" W 23.00 1_100 S 77'05 53 W 22.40 L28 S 09'42 46 T 29.81 T L101 S74'02 56 W 22.38 L29 N 20'28'11" W 24.48' L102 S 63'12'07' W 22.41' L30 S 79'34'16' E 36.34 L103 S 61'25 50' W 22.39 1_31 S -79-34'l 6" E 42.34' L104 N 59'10'57" E 8.83' L32 N 79'34 16 W 26.84 1_105 T 57'47 28 W 22.40 L33 S 50'57 37 W 89.39 _Q1 0-6 S 55'33 13 W 24.02 L34 S 39-02'23" E 47.33 1107 T _50-* 5-1 05 W 22.38 L35 N 38'26 33 W 42.33 L108 S 47'54 34 W 10.71 L36 S 38'13'27 E 57.20' 1_109__N 70'37 47 E 20.48' L37 T 39'22'18' E 23.13' 1_110 N 68'27'02" E 33.33' C3 -8 --.T -29--26r3-3"E 1.98 L111 N 65'04'13' E 33.32' L39 S 39'36'14" E 69.78 L112 S 63'43 54 W 33.35 L40 N 39'36 14 W 71.34 L113 N 60'20'38" E 33.50 1_41 N 39'37 19 W 72.93 1_114 S 58-02'19" W 23.43 1_42 N 39'37 19 W 73.01 1_115 N 33'23 14 W 23.63 1_43 N 39'37 19 W 72.96' L116 S 32'51'59" 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 L119 S 80'10 45 E 32.43 L47 N 29'55'31 W 74.00 1_120 k_8 0-' -10 45 W 42.33 L48 N 29'55 31 W 74.30 L121 V-80-* 45 W 34.25 L49 N 29'55 31 W 74.52 1_122 N 80'10 56 W 42,35 L50 N 29'55 31 W 74.67 1_123 N80'10'56" W 42.33' L51 S 29'55 31 T 74.68' L124 N 80'10'56' W 47.33 L52 N 23'14 06" W 37.71' L125 q_801056' W 47.33 L53 S 23-26'17'E 36.23 1_126 S 80'10 56 E 42.33 1_54 N 15' 11 48 W 74.50 1_127 S 80' 10 56 E 42.33 L55 N 15'16 15 W 74.49 1_128 N 77'24 22 E 34.54 L56 N 15'116'15" W 73.97 1_129 N 77'24 22 E 42.35 L57 N 15'16'15" W 72.91' L130 N 77'2422' E 42.33' L58 N 15'16'15" W 72.78' L131 N 77'24'22' E 47.34' L59 N 15'16' 72.87' L132 N 77'2422" 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 1134 S 23'35 29 E 21.11 1_62 S 71'44 49 W -1 -15-.7-5 1_135 N 23'35 29 W 42.55 L63 N 71'44 49 E 85.19 L136 S 23'35 29 E 29.84 L64 S 28-1542" W 75.23' L137 N 23'35'29' W 92.09 1_65 S 09' 13'16" W 16.65 1_138 S 7T 24 22" W 120.20' L66 N 12-36'55* W 92.86' 1_139 S 26'1347" E 40.15' L67 N 12-36'55" W 92.85 L140 S 26'13 47 E 40.15 L68 N 12'36'55" W 92.83 L141 N 12'35 38 W 13.79 L69 N 12'36 55 W 92.81 L1421N 01'44 37 W 13.71 L70 S 00'45 09 E 63.45 L143 S 26'47 15 E 43.70 L71 L72 1_73 N 12-38"11" N 09'49'15 N 09'49 15 W 28.98 E 93.14' E _94.1 _6' L146 N 15'15 59 W 72.77 L147 N 15'1559' W 72.60' L148 N 15' 15'59" W 73.50' L149 N 15'15'59 W 74.17' L150 9-15 '15 59 W 74.39 1_151 N29'55 31 W 74.68 1_152 V 29'55 31 W T4 -.5 -5' --- 4.55L153 N 29'55 31 W 74.35 Ll 53 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 V-3 14 W 72.96 L159 N 39'36 14 W 73.01 L160 N 39'36 14 W 72.92 L161 N 39'36'14" W 69.80' L162 N 78'23'54" E 24.05' L163 N 76'43'48" E 24.01 L164 S 77'29 15 W i4-.-O3-'-- 4.03L165 N 75'08 49 E 24.00 Ll 65 L166 S 72'00 03 W 32.64 L167 IS 62'33 42 W 24.02 L168 S 60'36'17" W 24.00' L169 S 58'30'20' W 29.00' L170 N 56'15'14' E 16.04' L171 S 51'05 44 W 24.00 FA 24 w I 4/.UZ Z,)/.Z I II I L I LJ a 4586SF C32 7.44 4.00 106'36 0 !�8 0.11AC 1� a !� C33 C34 23.42 29.11 21.50 62'24 03 4974.69 0'20 07 22 C36 .& 928.45 T58'04" CONTRACTOR TO PAY SPECL4L ATTENTION TO - 23 Z 0 J -> W OCLL REAR PROPERTY LINE C/) 4147SF' 02 9 J0 Q AREAS TO ENSURE THERE /S NO W 0.1OAC Q 0Q OW ENCROACHMENT INTO W ® 0� cam, UN DEO STREAM BUFFER, 22 O� ^� 0 0� U 0 4683SF CC W coO N z9 L Q Op LU 0.11AC O a. C EX. DEQ STREAM STABILIZATION & RIPARIAN BUFFER �7 RESTORATION ESM'T - \� D. B. 3665 P. G. 613 FA REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE 1"=30' CONTOUR INTERVAL NA • Uw a W rn PC ..W CIO g O U N Z IN Uz - Q��@ Z 0 J -> W OCLL >O C/) 02 9 J0 Q CO W Q 0Q OW W ® 0� cam, UN > W LL O� ^� 0 0� U 0 �j CC W coO N z9 L Q Op LU I --i O a. C REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE 1"=30' CONTOUR INTERVAL NA i FILE NUMBER 8053 SHEET 3OF22 W Z O >- g LL Z IN - > WY �- J -> Jo � C/) - DQ� J0 Q CO W w W > OJ 0 CC 0 i FILE NUMBER 8053 SHEET 3OF22 EX. DEQ STREAM STABILIZATION & RIPARIAN BUFFER ESTORATION ESM'T B. 3665 P. G. 613 1 I I 1 f i f I I f i I f f 4 f f I l f s f s f i l CONTRACTOR TO PAY f SPECIAL ATTENTION T REAR PROPERTY LINE AREAS TO ENSURE THERE IS NO ENCROACHMENT INTO a DEQ STREAM BUFFER INK I ON u ��1,TH®F SCALE 1" = 30' 30 15 0 30 SCALE IN FEET V,�Ak is; ........... 45 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE 1"=20' CONTOUR INTERVAL NA FILE NUMBER 8053 SHEET 4OF22 T ; v w a •. W o U W 2 N CL 0 N Q = V O Q � a OR O OCW V 1 Q cc W JQQ UQ O N rccW W J Z z (D ®cc ,R e O �' (ZD ` 01=U ^t� wo t/1 � � �� n. co UN o W ¢ ? W z a REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE 1"=20' CONTOUR INTERVAL NA FILE NUMBER 8053 SHEET 4OF22 �sstoxa�. E� �VIAAkm r SCALE 1'° = 30' 30 15 0 30 60 SCALE IN FEET r—ter To unnnunluunlnwi Ilpumu°°IIIIIIIIII nnunnnnnnunnn nunnnunnu.. unnnnml unm°1°° Imnnnnmmnfllll�lU 11111111111�1�i11�i1�1VIIIIIIIIIIIIIIIIIIIIIIIIIII'IIIIIIIIII11i11111111pIIII�IIIII 11111111111111111111111111 IIIIIIIillllllllllllllllll III�III ' 2 11 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE 1"=20' CONTOUR INTERVAL 2 FEET W z� g Z (L z N J c\1 —> (L'�-i J�� 0- U � 0ui � .j 06 2 00 �. W � 0 m QQa 0 °C O FILE NUMBER 8053 SHEET 6OF22 T � v w a •. W O U W � N= ca 4 Q W cc OZQ CcW>o J OU Lz En Z a2 r JN VJ JZ 0� U� U04 0 , LL O .. O, �w Q1 Lu, N z9 Lu 2 W Z 0- 0 O W w REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE 1"=20' CONTOUR INTERVAL 2 FEET W z� g Z (L z N J c\1 —> (L'�-i J�� 0- U � 0ui � .j 06 2 00 �. W � 0 m QQa 0 °C O FILE NUMBER 8053 SHEET 6OF22 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE 1"=20' CONTOUR INTERVAL 2 FEET FILE NUMBER 8053 SHEET 8OF22 r i v a w o U W N�j j W 4� Q � Zo U > Q V O �Q W OU > j o Q vQ � � Cc J Z N 0ac�N co V � y W2 �O� LL ` 0� J ' ULn � 6 N Zig W Q o F�--I LIJ O 0. OW REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE 1"=20' CONTOUR INTERVAL 2 FEET FILE NUMBER 8053 SHEET 8OF22 30' & V/W R -O -W R IPOINT OF I R/W HIGH I MORE THAN 1500 VPD 4" 3000 PSI FINISHED ROLL-TOP GRADE ROLL-TOP 4" 3000 PSI CONCRETE CONCRETE CURB 1.5" SM -9.5 CURB LOW LE5S THAN 5C0 VPp 1/4": 1' —.► �-- 1/4": 1' 1/4% 1' 1/4": 1' O �2 Q U 4" VOOT 21A STONE BASE C4 = m 4* VDOT 21A CL -775" o Z BASE VDOT 21A @) STONE BASE 5;0 LL �./� V1 C) 4 UD -4 3 BM -25 STONE BASE 4" UO -4 �? >J li V, Z 002 �N 0 0 UNDERORAIN UNDERDRAIN 0� U 0 J 6' 3' 2'1' ^ 2' 10' 10' 2' 1' 2' 3' 6' PLANTING 'CONCRETE TRAVEL LANE TRAVEL LANE 5 -CONCRETE' PLANTING STRIP SIDEWALK 06 WHERE SIDEWALK STRIP APPLICABLE WHERE APPLICA E a. OW 15' 15' W TYPICAL SECTION PRIVATE STREETS ADDLE HILL, AVONDALE LANE, ASTELL, HEDWORTH, & GUILDFORD PLACE (25 MPH DESIGN SPEED) N.T.S. Buffer Space W= 5 ft. 3 ft min, 6 ft min.wftrees i 3 ft mtn. Plant line 7 in. min, next to roll top curb 4 1n min. elsewhere ' i 1 iCAmpQt��t SUbJr4de1 . � �� t=• ,._1 if the ut€llty spgce Is paved, construction stat be an compacted subcgrade and the thlckness shalt match ttut of the, sidewalk, however. the area will not be considered part of the minimum width required for sidewalk. If trees are planted In paved pedestrian areas,ttey stroll be planted h7 tree wells that Include a pilanting grate, approved by the District Administrator's Designee. However, the width of sidewalk passing tie tree wel r Pe -I NO PROJECTION OF PIPE ABOVE GROUND LINE -TOP 0'r" FILL_ ... - TOP OF FILL """ TOP OF FILL """, 3 1`-0" i' -9U" - G _ 'OJND LIN T11-- 4.83 -- - GROUND LINE i - - SftOUND INE _ - - _ - -_ rr r r r' -ill IIIPI L. _ , I! '�`-.EA(RTH I1. a r _ T i -r; .,r , - -.1� r- "I ( rr IIF - ROCK OR a NYIELDING lhr r rr. u - I� III , , .. ii- ,. -` %' EAR 7'H - � ''. I. .� p :.'T fI- I I :-i SOIL IT `Il -OIL )- -. BEDDRIAL. j III... ._..III. _ .,./ I MIN, 1/70 D ' DING x D x -VCU MIN. ............._.. v1C D X D x �--MATERIG ,,, .1 MIN. D D x MATERIAL MATERIAL x 2283 V" Pf,R 1' CF H MIN Ax a^ . 8 M . 2 T YI LDING OR FOUNDATION SOF E NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE GROUND LINE hd'.N, 1.5 x D MIN. LS x� 1 !AhV. 1.5 x 0 MIN. 15 x D M!N. 1.5 D MID:. 75 n D x LI,�� - _ �-1'OP OF FILL( ,-TOP Of FILL. TOP OF FILL I _ - 7- _ x _ I - - - --...... _ , . ::::.. rr.. r rrr ::.: rr, • .... .. - rrr r - = r f-- - :..:•{{•:.!, . ,� : }:•}::: • *..: -- - ': GROUND - E•.'•%r' -- a + __-_ •: ''' - •::•::•:•:ti•: LINE _ :-rrrr r rr s r r . r rr - - - r _ N �- r, , - 7 _ ', rrr,', , r, s- r„-„'. rr.'r - - �rrrrrr rr. p - rrzeclNo .... - r , r =. rr rr, : - - - w. r. - - - - . ..... .. - - - : r -- I2 :' GROUND -- : r - a LINE - - .... '... a .. T. LIN` o - 59.78 ...,.: _,, - _ ` -.. - x 1=1 -III' it EARTH .1111 r : .�i _ ROCK CR MIN.'/:O C - - - - NYI- DING �_�!�..1..-il l::. 11 .���t S,?IL ',% /. �: ./ ,�%j% / / III -, , ._� .. _... -!--. .. ,__I, -,,---�.-.-. MIN.i/10I;( D x BEDDING �1MATERIAL r ..PER iz OF FI x l 0 X MOv. 7/10 0 d �BLUDING-EARTH W - MIN. 8", BEDDING MATERIAL MAX. 2a _- (MATERIAL FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL mBEDDING MATERIAL !N ACCORDANCE WITH = EMBANKME,uT NOTES) SECTION 302 OF THE ROAD AND BRIDGE 5 ,- IF IGNT!ONS. "EC ^ N ! O TES ON PIPE BEDDING, FOR GENERAL E ERAL D VERTS SEE IINSTALLATIONOf PIPE CULVERTS AND STORM SEWERS GENERAL NOTES WITH SE'TiON 302 OF THE ROAD AND BRIDGE D m CLASS I BACKFILL MATERIAL IN A.0 1) BRIDGE SPECIFICATIONS. : REGULAR BACKFILL MATERIAL IN ACCORDANCE ON SHEET 707.00. I H T! F THE ROAD AND BRIDGE - W T SEC ON 302 0 CRUSHED I� . RMI T Til A KF' I MATERIAL -RL�H_D GLASS T5 FO NG O C FOR PLASTIC PIPE CLASS I B C ,L_ SPECiFICATI0N5. THE RUAD SIZE REOUIREMENiS NOR CRUSHER RUN IN ACC BRIDGE SE WITH SECTI NS. 302 OF AND BRIDGE SPFCIFICATIUNS. AGGREGATE SIZE 25 AND 26 OAY BE ' IN PACE OF CLASS S BACKFILL. USED L FOR ALL OTHER PIPE REGULAR BACKFILL MATERIAL IN"NCE WITH 302 OF THE ROAD ND BRIDGET ONSON XVDDT INSTALL. OF PIPE CULVERTS AND STORM SEWERS SPIGIFIGATI°" REFERENCE ROLL` NJD BRIDGE STANDARDS CIRC. PIPE BEDDING AND BACKFILL - METHOD "A" VIRGINIA DEPARTMENT OF TRANSPORTATION 3D2 303 SLEET i GF 4 REVISION DATE 07/12 107.01 IS -1 -:I- I9 -- SHAPE TO ELEVATION OF OF MIDPOINT LARGEST PIPE, //I� I %r- SHAPE TO ConiouR i I '- OF PIPE I 1 11 I 1 ;r I i - I %j _ ,� i f i TO OFOOUTLETPIPE TO INVERT SECTION A -A YY TRANSITION BETWEEN METHOD OF TREATMENT IN DROP INLETS PIPE DIAMETERS WHEN \ DIFFERENT SIZES OF PIPES ARE ENCOUNTERED. 19 \\ NOTES: INVERTS IN ACCORDANCE WITH SHARING OF MANHOLE AND INLET E \ T W GIS TO APPLY TO THOSE STRUCTURES SPECIFIED SLOPE TO DRAIN HIS PRA IN ON PLANS OR WHERE INVERT OF PIPE IS ABOVE INVERT OF y TO INVERT OF / STRUCTURE. OUTLET PIPE j MANHOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED � IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A 61 NT CONFORMING TO CLASS A3 OR PORTLANDDEME CONCRETE MIX C A BE P T/. OF SE AGGREGATE MAY CLASS C1 EXCE 7 THAT 25 0 M :/�: 7 T N R RICK CONSIST OF SOEBOKENB P T 4" 1 ER AND CONS U 0 !N DAME( U •E 1 BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE S RFAC 5 OF AND TROWELLING. NONE i I SHALL BE LEFT SMOOTH BY MEAN H , OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. < , DETAILS 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 XV00I STANDARD METHOD OF SHAPING REFERENCEN ROAD ANE) BRIDGE STANDARDS MANHOLE & INLET INVERTS VIRGINIA DEPARTMENT OF TRANSPORTATION ---] 302 F SHEET 1 OF 11 REVISION DATE 106,08 CD -1 1 EW -12 CUT TOP OF CUT (TYP9CAN..) PA LIMITS FOR RAGE PAVEMENT Y 4 OUTLET PIPE TO SUBBASE BEGIN WITH 45° UBGRADE yr FILL DITCH LINE ELBOW R i COMBINATION UNDERDRAIN CD -1 AT LOWER END OF CUTS EDGE OF PAVEMENT CENTER LINE SECTION TRAVEL LANES 45 / (WITH TYPE ISELECT MATERIAL) N I,•, 45' / TRENCH PLACEMENT EDGE OF PAVEMENT DOTLET'PPE OR -- - SHOULDER LME \ BEGINWITH45• (7•--/7�/�-T-/7-' PAVEMENT SURFACE &BASE TOE OF FILL 530 aa•�-- ", .F- SUBBASE P OF ,I-/ .12 'o`o'o"0000 a -SELECT MATERIAL TYPE ZOR >Q 40�� (TYPICPL) �.o - oa 1 o '- -#57 AGGREGATE, #8 AGGREGATE OR CRUSHED GLASS MEETING #8 GRADATION REQUIREMENTS, PLAN VIEW X41,,0:: � GEOTEXTILE DRAINAGE FABRIC (PLACEMENT OF CD -1 COMBINATION UNDERDRAIN) OR -a-- PAVEMENT SURFACE & BASE o-..-- SUBBASE OR CEMENT STABILIZED SUBBASE o-o-a.o.a. E. -.-SELECT MATERIAL TYPEIOR SUBGRADE . 7 o� - o - o - o - o o (CEMENT OR LIME STABILIZED) 0 0 - #57 AGGREGATE, 48 AGGREGATE OR CRUSHED GEANAGELE GLASS MEETING #8 GRADATION REQUIREMENTS. GENERAL NOTES DRAINAGE FABRIC - O.. i. UNLESS SPECIFICALLY INDICATED, COMBINATION UNDERDRAIN WILL NOT BE 'LOCATED AT THIS POINT WHEN BOTH SUBBASE AND SUBGRADE ME STABILIZED. 2, TRENCH SHALL BE FILLED WITH AGGREG ATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS, OUTLET PIPE 3, OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND NON -PERFORATED P w. (3 x E SHOULDER SLOE 2 x M SHALL BE PLACED ON A GRADE PARALLEL TO THE DESIRABLE) GRADE. - CRUSHING STRENGTH 4. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR UNDERORAINS, THEY ME TD BE LOCATED 50 AS TO GRAN INTO DROP TYPE OF PIPE .T. 4" NOM. DIAMETER W,7. 6" NOM. DIAMETE INLETS OR MANHOLES. - T PAVEMENT AREA C 0.753 VA7ED SECTIONS TRENCH IS TO 8E UNDER ENTIRE SMOOTH WALL PV .103 5. ON SUPERELE SMOOTH WALL PE 70 PS1 3f 3E 3E 70 PSI 3fdE 3E WITH OUTLET PIPE ON LOW SIDE ONLY. A MUM OF 1' ABOVE 6, ET ELEVATION AT OUTLET END OF OUTLET PIPE TO BE MINI RT NVEVR-0" INT I NAGE DITCH OR STRUCRE. ELEVATIONOF RICEVING ORA U 7. ALL CONNECTIONS (ELBOWS, WYES, ETC I WITHIN PAY LIMITS FOR OUTLET PIPE ARE TO 34 WALL THICKNESS (MIN) -INCHES BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. EifX TESTED ACCORDING TO ASTM D-2412 AT 5x DEFLECTION. 8, OUTLET PIPE TO BE SECURELY CONNECTED TO EW-12OR OTHER DRAINAGE STRUCTURE. STANDARD COMBINATION UNDERDRAIN SRECIfON 7CAE REFERENCTI E 232 (AT LOWER END OF CUTS) REV 8,07 507 707 108,04 VIRGINIA DEPARTMENT OF TRANSPORTATION GENERAL I PB -1 1. METHOD"A" PIPE BEDDING SHALL BE USED FOR ALL TYPES OF PPE CULVERTS WITHIN THE APPLICABL HEIGHT OF COVER RANGE NOTED IN THE STANDARD PC -1 TABLE5 UNLESS OTHERWISE NOTED ON THE PLANS. 2.H . HEIGHTOF 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. D . 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 R d IS LESS THAN 36". X 18" WHERE d 15 38" AND GREATER. 4.WERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PPE (EXCEPT PLASTIC PPE) 30" AND LESS IN DIAMETER WITH HEIGHT OF COVER 15'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 PPE) 30" AND LESS IN DIAMETER WITH HEIGHT OF COVER 15'OR LESS. 6. BEADING MATERIAL AND CLASS i BACKFILL MATERIAL MAY BE ELIMINATED FOR SHOULDER SLOT INLET (DI -13) OUTLET PIPES INSTALLATIONS. ELLIPTICAL PIPE 1. 5i OUTSIDE SPAN DIMENSION OF PPE, 2. S2 - INSIDE SPAN 04MENSION OF PPE. 3, R . OUTSIDE RISE DIMENSION OF PIPE, 4. X -WIDTH OF CLASS (BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. X . 1 18"2 2 WHERE S IS LESS THAN 3b' . X WERE 52 IS 36" AND GREATER 5.WHERE DIRECTED I C BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE $ LESS AND HEIGHT OF COVER 15'OR LESS. 2 IS 38" OR S. 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 - SPM( DIMENSION OF PPE. 2, R - RISE DIMENSION OF PIPE. 3. 8 - SEE PC -1 TABLE FOR APPLICABLE PIPE MATERIAL 4 x - WDTH OF CLAS B - 1 S I ACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE, X :1 " S IS LESS THAN 36". £ 2 2 18" WHERE WHERE 52 IS 36" AND GREATER 5. WHERE DIRECTED BY THE ENGINEER, BEDDING MATERIAL MAY BE ELIMINATED FOR NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE S2 IS 35" OR LESS 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. SPECIFICATION REFERENCE INSTALLATION OF PIPE CULVERTS &STORM SEWERS ROAD AND R�TSTSTANDARDS GE E AL NOTES 302 N R i 303 REVISION DATE SHEET OF 1 VIRGINIA DEPARTMENT OF TRANSPORTATION ip7,p0 SL -1 11 5 BARS a 8" C -C TYP. #5 BARS a 8" C -C TYP. I lll_I I I a 1( I A B T� B 1 30" DIAMETER T ... t i VIII _ A i I T I I I I i I T l -I TTT�.. " PLAN WALLHCK ESS CTIZE VAND A2IES PLAN u w CLASS A3 CONCRETE CLASS 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, WITH HEIGHTS GREATER THAN 12 FEET THE SPACING OF JUNCTION BOXES AND DROP INLETS WT GHT G A ADJACENT SAFETY SLABS SHALL E WTO U WITH NO SAFETY SLAB LOCATED WITHIN 6 FEET OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW ANY INLET PIPE OF 30" DIAMETER OR GREATER. F SEE CAST IN PLACE DRAWINGS 2. THE COST OF THE SL -I 15 INCLUDED IN THE COST 0 THE STRUCTURE. FOR FURTHER DETAILS CERT FROM ONE SIDE C STRUCTURE T4 THE 3. ACCESS OPENINGS ME TO BE STAG F R (CABLE. TIPS ME TO BE STAGGERED ACCORDINGLY. _ OTE WERE APPLICABLE. S - 5 BMS 8' C C TYP. 4. SAFETY SLAB MAY BE CAST -IN-PLACE OR PRECAST. CAST -IN-PLACE CONCRETE TO BE CLASS A3 (3000 PSU. PRECAST CONCRETE 15 TO BE A4 f4000 PSD. REINFORCING ' ' ' ' ', STEEL TO BE IN ACCORDANCE WITH AASHTO Mat. a7 e ,. ;� ;` !';.,' 5. ACCESS OPENINGS MAY BE 30" DIAMETER OR 30" SQUARE. WHEN STRUCTURE WIDTH IS LF 11 LESS THAN 30" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WIDTH BY 30" LONG). 1` TYPICAL PRECAST UNIT ROAD MIO RIDGE STANDARDS SPECIFICATION TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, REFERENCE SHEET , OF , REVISION DATE MANHOLES AND JUNCTION BOXES 302 10614 VIRGINIA DEPARTMENT OF TRANSPORTATION aF RW -3 �j" _ SURFACE OF JOINT �'kTE- PAIN TEO WITH ASPHALT SC z H a J -_ I 4 € I enGK �����y 3p ... JOINT FILLER-,- 4 I r� OF I N0i LESS THAN 4'_ Q I I . 'j/ALL A1` 2 `d^ 0 a --- I/e x", H2O - S76 n _ v w . 1 I WATERSTOP LIVE GOAL '`xs" r �� . A WATERSTOP W 4"X4" DECK SURCHARGE - LOADED . SEE DET'AL"" KEYEG JOINT TOE OF WALL POROUS BACKFILL a 100 LBS, -CU, FT. #78 OR #6 AGGREGATE OR CRUSHED GLASS CONTRACTION JOINTS AT INTERVALS NOT EXCEEDING 30'. MEETING 478 OR #8 GRADATION REQUIREMENTS EXPANSION JOINTS AT INTERVALS NOT EXCEEDING 90', E WATER STOPS TO BE ELASTOMERIC OR OTHER APPROVED N - HEIGHT IN FEET. •1. ° MATERIAL. DIMENSIONS SHOWN ARE ABSOLUTE MINIMUM. BASE - 6/10 M A - 1/6 BASE, WITH MEN. OF V. � EARTH - 900 LBS. CONCRETE • ':50 LBS. ANGLE OF REPOSE - ,fz: 1 , v 4 -Y ,A. DEPTH OF WALL. IN GROUND DETERMINED .`'� 0 1 BY CONDITIONS. TO BE NOT LESS THAN 1'-6" g , v o c E WEEP HOLE WITH 12"X12" PLASTIC , v, ti WATERSTOP HARDWARE CLOTH I/q' MESH OR ' f ° ' '' � .�. °' OR GALVANIZED STEEL WIRE, MINIMUM v �i" WIRE DIAMETER 03 NU R 4 DETAIL' MESH HARDWARE CLOTH PNCHORED HEIGHT OF WALL "M" IN FEET THICKNESS II : KESS AT TOP AT BASE "A" IN EE F T B -.6H COMPRESSION AT TOE LEIS 5 a. PER O. FT MEA OF SECTION S . OFT, 3 1`-0" i' -9U" 856 4.83 4 i`-0" 2'-4.4" 1141 7.43 5 i`-0" 3'-O" 1427 10.63 6 i'-0'° N-7'/4" 1712 14.43 7 1'-O" 4'-2%" 1997 18,83 8 71-0" 4'-9%" 2283 23.83 - S 9'-0" 5' 4'q`° 2588 29.43 m 10 ,'-q" __,9,`-0'`_..... 2853 35.63 i, -,�i :, 9'-11-4 „ 6 7 / R -..., 3,39 42.98 92 Y-2 3/8 °' 7'-2�% 3424 5(,03 93 1' 3 5-8 7'-9%" 5709 59.78 14 V-4 3/4 " 8'-4Y,` 3995 69.23 15 t'-61" 9'-0" 4280 79,36 FIRMLY TO OUTS@ OF STRUCTURE. _ j r pt I. ?, 3" DRAIN PIPES 8' A*ART- 6" I IS- 8-10H� t SAFE BEARING CAPACITY OF SOIL ROCK MINIMUM .......... ........ .......... ................ ............. ..,., 10,000 - 20.000 LBS, PER SQ. FT, GRAVEL AND COARSE SATO WELL CEMENTED .............. 16,000 - 20000 LBS. PER SQ. FT. B W Y ............................. 12 000 - 16 000 (.BS. PER 5 . FT. CLAY IN THICK BEDS,ALWAYS AYS DR Q Y .. QO - 12 000 .BS. PERS , FT. CLAY IN THICK BEDS MODERATELY DRY--- $ 0 ! Q CLAY, SOFT ...... ............ -...... ...... _.... ....... .,.......-.... - ...... .. 2.000 - 4,000 LBS. PER SQ. FT. SAND, DRY, COMPACT, AND WFIA. CEMENTED-- ............. 8,000 - 12,000 LBS. PER SQ, FT, 0 CLEAN ORY...................................................... . 000 - 8 000 LBS. PERS . FT. SAN 4. Q F ALLUVIAL SOILS, _TC .................................<..,..,....,...,..... 1,000 - 2.000 LBS.. PER Sq. FT. NOT£P COMPRESSION AT TOE EXCEEDS SAFE BEARING CAPACITY p^a (� �o OF SOIL A SPECIAL FOOTING FO�OTpING IS TT'O+ BE USED. �v CONCRETE GRAVITY RETAINING WALLS SPEGdFiCATSON ROAD) AND BRIDGE STANDARDS REFERENCE SHEET 1 OF 1 REVISION DATE INFINITE SURCHARGE AND DECD SURCHARGE - LOADED 506 401.02 VIRGINIA DEPARTMENT OF TRANSPORTATION CLUSTER BOX 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 (1220 mm) maximum and the low mm) minimum above the finish floor or ground. side reach shall be 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. 20" max >20"-25" max E E (a) (b) Figure 308.3.1 Unobstructed Side Reach E E 0 Y 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 (1 170 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 DOMED - REFLECTIVE DELINEATOR 6" X 6" CONC. EDGING REINFORCING AS REQUIRED EXISTING GRADE FILTER FABRIC (OPTIONAL) NATIVE SOIL SURFACE - WITH OPTIONAL FILTER FABRIC IF UNDERDRAIN IS : NOT USED 4" DIA UNDERDRAIN (SEE NOTES SHEET 2) PLAN VIEW PRODUCT DESCRIPTION PANEL SIZE: 24" X 24"X1 / 1 2" CELLS PER PANEL: 120 2-12" HEXAGONAL I H GON CELLS SOD PLANTING LEVEL TUFFTRACK PAVER 1" MIN. CLEARANCE PROPOSED FINISHED GRADE SEED PLANTING LEVEL EXISTI< X1/4"to1/2" y GRADE 1 of 2 http://www.ndspro.com Call 1-888-825-4716 TT24 TUFF TRACK QS® ENGINEERED PERMEABLE PAVER N We out waterimitsdace GRASS SURFACE NOTES: ENGINEERING PROPERTIES: 1. COMPRESSIVE STRENGTH OF TT24 PAVER: EMPTY PAVER: ULTIMATE LOAD = 86,563 LES / 601 PSI FILLED PAVER: ULTIMATE LOAD = 400,000 LBS 2. POROSITY OF AASHTO #57 AGGREGATE = 0.4 TOP SOIL FILL: 3. NDS RECOMMENDS NATIVE TOP SOIL FOR BACKFILL INSIDE THE PAVERS. 4. EXTEND TOPSOIL INSIDE PAVER AN ADDITIONAL %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 1" (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 VEHICLE/FIRE LANES). AASHTO #57 BASE ROCK: 6. GRADATION OF AASHTO #57 COARSE BASE ROCK: 100 % PASSING 1 M' SCREEN, 95-100% PASSING 1", 25-60% PASSING''/:", AND 0-10% PASSING a SCREEN. OPTIONAL: ADD PULVERIZED NATIVE TOP SOIL EQUAL TO 15/ OFT TAIL VOLUME. BLEND TO OBTAIN HOMOGENEOUS MIXTURE PRIOR TO PLACEMENT, 7. THICKNESS OF AGGREGATE LAYER IS AS FOLLOWS: NO BASE REQUIRED FOR EROSION CONTROL AND PEDESTRIAN -ONLY LOADS COMPACTION OF NATIVE SOIL RECOMMENDED COMMENDED FOR SLOPES UP TO � 41NCHES FOR LIGHT LOAD (GOLF ARTS' 61NCHE FOR MEDIUM ( 3/ S G C S LOADS (CARS AND PICKUP TRUCKS); 8 INCHES FOR HEAVY LOADS (FIRE TRUCKS). 8. 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 MAY BE 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 MIM FOR NATIVE SOILS WITH 50% OR LESS PARTICLES BY WEIGHT PASSING NO.200 SIEVE. USE FILTER FABRIC WITH AOS <0.30MM FOR NATIVE SOILS WITH 50% OR GREATER PARTICLES BY WEIGHT PASSING THE NO.200 SIEVE. UNDERDRAIN: 12, NDS RECOMMENDS UNDERDRAIN TOOLLECT PERCOLATED COLATED WATER AND CONVEY TO PROJECT STORMWATER FACILITY FOR NATIVE SOIL THAT IS NRCS HYDROLOGIC SOIL GROUP C ORD LOW INFILTRATION R I N ATcS . UNDERDRAIN IS OPTIONAL FOR SOIL GROUP BMODERATE INFILTRATION AND CAN BE ELIMINATEDL FOR S01 GROUP A(GOOD INFILTRATION). 13. USE MINIMUM 4 -INCH DIA PERFORATED PVC OR POLYETHYLENE PIPE AT 250 -FT CENTERS; MINIMUM ONE PIPE. PIPE TO BE INSTALLED AT MINIMUM 0.5% SLOPE. RECOMMENDED 2 SQ, INCHES OF OPENING / LINEAR FOOT. 14. UNDERDRAIN TO DAYLIGHT INTO PROJECT RMWATER FACILITY BASIN E STO TY CATCH SI / OPEN CHANNEL /BASIN . 15. INVERT OF PIPE RECOMMENDED TO BE ABOVE PROJECT HIGH WATER LEVEL TO PREVIA B K T BACKING -UP OF WATER INTO PAVER SYSTEM. 16. UNDERDRAIN TO BE SURROUNDED BY 4° OF AASHTO #57 COARSE AGGREGATE, WITH MIN. 2" BEDDING. SUBGRADE NATIVE SOIL: 17. COMPACT SUBGRADE NATIVE SOILS 90 TO 95% STANDARD PROCTOR DENSITY PER ASTM D696 FOR SOILS WITH CALIFORNIA BEARING RATIO >20%, R VALUE >30, AASHTO A-1, 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 INFILTRATION 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. 2of2 -888-825-4716hftp://www.ndspro.com Call 1 TT24 TUFF TRACK NQS ENGINEERED PERMEABLE PAVER weoutwar5erimitsdace GRASS Sl1RFAC;F MATERIALS TO BE PLACED ON THE GROUND TO BE GRADED LOW SIDE OF TRENCH TO ORIGINAL CONTOURS DURING CONSTRUCTION. AFTER BACKFILL. TOP OF GROUN - SLOPE - - - SL _� ►� a - ---- _ 36" MIN. 24" MIN. ER OF PIPE A TRENCH SPOILS TO BE PLACED ON THE HIGH SIDE OF TRENCH DURING CONSTRUCTION. - COMPACTION PER COUNTY SPECIFICATION (REMAINING BACKFILLS T TAI HALL NO CONTAIN ROCK, • CLOD, -OR DEBRIS MATERIAL LARGER , THAN -:5` N.ANY .DIMENSION. INITIAL - BACKFILL* • ' • (6" • LIFTS) *THOROUGHLIF COMPACTE4BY HAND OR APP.ROVED:. MECHANICAL TAMPER. .SPRING. LINE.OF,'.PIP.E -HAI14NING .'. --SFD %:.."..MAX.... '. -'4"-'MIN.-'.'• -.Fb6NDATION' (SHALL 8E REQUIRED WHEN SOIL CONDMONS-.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 �-.-11171 ..,.-....--..�--i: 12" MIN..........,.�;,.., ., CONC. PAD CBU .". MAILBOX 12" to 15" • ;' ?' . +%k: PER. USPS RAMP D - SIDEWALK RAMWN GENERAL CONSTRUCTION NOTES PLAN NOTES 1. THE OWNER WILL LL DESIGNATE A PROJECT MANAGER TO ACT AS OWNERS REPRESENTATIVE DURING THIS PROJECT. CONTRACTOR SHALL REPORT DIRECTLYHI 0 T THIS PROJECT MANAGER UNLESST 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 OF THE RESIDENT ENGINEER OR HIS DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 5. ALL TRAFFIC CONTROL SIGNS SHALL H LL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES, LATEST EDITION, AND SHALL BE PROVIDED BY THE CONTRACTOR. 6. ALL EXCAVATION A ON 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 SHALL BE COMPACTED TO 95% OF THEORETICAL MAXIMUM DENSITY AS DETERMINED BY AASHTO T-99 METHOD A, WITHIN PLUS OR MINUS 2% OF OPTIMUM MOISTURE, FOR THE FULL WIDTH AND DEPTH OF THE FILL. 3. ALL GRADING AND IMPROVEMENTS RO EMENTS TO BE CONFINED TO THE PROJECT AREA UNLESS OTHERWISE INDICATED. . 4. ALL MATERIALS AND INSTALLATION DETAILS SHALL CONFORM TO APPLICABLE LOCAL ORDINANCES AND VDOT ROAD & BR TA BRIDGE STANDARDS LATEST EDITION UNLESSTH 0 HERWISE STATED WITHIN THE PLANS.. 5. ANY UNUSUAL OR UNANTICIPATED SUBSURFACE CONDITIONS SHALL BE IMMEDIATELY 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 EXISTENCENON-EXISTENCE OR LOCATION OF UTILITIES. CONTRACTOR SHALL VERIFY THE EXISTENCE AND LOCATION ORTHE 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 H THEM REMOVED 0 RELOCATED, A AVE R OR TO DETERMINE THE METHOD OF PROTECTIONCC PT B A E ALE 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 A D MAINTAINED N N 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 SHALL KEEP A "REDLINE" SET OF PLANS DOCUMENTING ALL SUCH AS -BUILT REVISIONS. DRAINAGE SYSTEMS 1. CONTRACTOR SHALL EXERCISE CARE, ESPECIALLY AT INTERSECTIONS AND GUTTER LINES, 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 MANAGER 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 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 AIR TEMPERATURE IS AT LEAST 40 DEGREES FAHRENHEIT(F) IN THE SHADE AND RISING. 4.1/2- PREMOLDED EXPANSION JOINT MATERIAL SHA LL BE PLACED AT A MAXIMUM OF 30' INTERVALS ON NEW SIDEWALK, CURB CURB &GUTTER AT EACH END OF DRIVEWAY ENTRANCES AT EACH L EA 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 PROPERTIESAND THE PUBLIC RIGHT-OF- WAY DURING CONSTRUCTION. ACCESS FOR EMERGENCY N Y V EHICLES 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. ": 7 [ "1 It1t Y d: `, I. aka F'FT, 5 ,F7 ,j�e P hm,LrFla "' ,r,,� q1�1 .5 .k/ _ I , ;,'.'rY EM $<T �x i /f I j8) i „Id .:' I I s",dna, ,,% t, r... e,wne,rt, 1 - J. x �, �a­­ ­,­,L::!�L, ­� � .... ­�­­ r I rt r > T. x T' f ,� e ) r) M3 to^, "a A" a � T »z tt. a 7`£ 1f_� a. w � tt,'.a.x�=�,$° ' � .,4,.".-,.-. _z,°4,r,a:.r �lba_t _., Mae �; ie �.: s.. �„dw �,. ,�%t ,., ,.,_ `" .#T�n.- ...,": r� rr ) r rn v r. &° ��T skY Rn � �-° I _<i .. ,. ,,. Idu1�'t Px B p�,., °°.a33 rb,w.(. Y.n #' zr axE l..Ai'V ...B.,x� 3 ....e i3 . x d':1= .. �. % 0.e ➢ .. a,� rie€.x s 0.`r �..r. � a ,.. u)'. a I I`,, , , f C' ! 1aP P,,1 , a ,x 7 u€R f s . T` � xz °d �, ." ..�'"a=.� Ta � �` P__.. �., , CP .F'3t �,..u1 ,:Ga ^ ,'C1.. F e, t f.:,:it f x .. i .. � �:� A da'c: �' � T .� s ," £A d.. S} PaP11 + � A ' 7rdr..<,. Js��td�8ad �. &`P aGI € r fr£P�)d. 4 "e v ,S� . w T :. t; sggHsp4"Ab,5-.li-,q the tr r woff� `re'h, r.' ,.t va r6LI6 4 feet h'; $`wld,Ht6 :, ,,..;.,;:.;.; 12., CONC. PAD CBUMIN. ':., MAILBOX -, ..... . FIGURE 6 - DETAIL BACK OF CURBS RAM- P DOWN SIDEWALK I RAMP DOWN 3 48 0 en 9 _ Slope break for oo R- 2 Feet + A lrti Back of C Err o , 1 Q �iflt. 1 - t = 111 I r' I I 1 i 1.1 II 1 1 I I I ' I CO"Str- s Joint + -E I M iN Edge of P v n o ne d9a u eme t Driveway Entran corP Transition Rall too curb P r -f- n r er n t Pi.- a E t a ce Trrsnsitri . i n FIGURE 7 - ROLL TO CURB P UR ENTRANCE DETAIL Roth.. Return Warp -b p,.M. I. match drry wvy entrm4e rgrvn Bade at= 4 i•ft Rath Gide pl ppfOn hoy evert line., Driveway EAWQ4 4a Apron tar Roltop Carp Fart Section A FIGURE 8 - ROLLTOP CURB ENTRANCE DETAIL SECTION 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" GONG, PAD CBU MIN. MAILBOX ?. ';. ..A 1• 3611 minF-1 915 mm HANDICAP HANDICAP RAMP RAMP HANDICAP ..........".< ............. RAMP B.O.C. C&G C&G F.O.C. G n o I C&G CENTERLINE STREET SCENARIO I -REAR ACCESS TO CBU CENTERLINE STREET SCENARIO II -FRONT ACCESS TO CBU at least as wide as curb ramp F.O.C. CENTERLINE STREET Figure 406.4 Landings at the Top of Ramps SCENARIO III -FRONT ACCESS TO CBU WITHOUT SIDEWALK NOTE: REFER TO REACH DETAILS FOR CORRECT LOCATION OF CBU INSTALLATION. �4�I,T H o F Lr`f' 0i " /,- -) `, I 7 I � Jimmy L. Taggart Lic. No. "", 22841 �Ai �SSIONAL S' �m ,03 \\ �� �\��\\I 1.5„ 1 0 v U TOP SOIL INFILL w O O P IIIIIIIIIIIIIIIIIIIII `< 1 01: NATIVE SOILS I4 �W n 0" T010" 0" TO 8" " TO W U T AASHTO #57 BASE ROCK 2 OR APPROVED EQUAL (3 _ = _ _1_ _=1�-III I 1--8. I III=III= NA+I�E SOILS -III=III=III WITH OPTIONAL TOP SOIL BLEND gC, z - - - - 1---- - 3' (MIN.) 2" •---I FILTER FABRIC (OPTIONAL) O 2 SECTION* =�SEASONAL HIGH WATER J �N 0V TABLE . LL z *SEE NOTES SHEET 2 O 1 of 2 http://www.ndspro.com Call 1-888-825-4716 TT24 TUFF TRACK QS® ENGINEERED PERMEABLE PAVER N We out waterimitsdace GRASS SURFACE NOTES: ENGINEERING PROPERTIES: 1. COMPRESSIVE STRENGTH OF TT24 PAVER: EMPTY PAVER: ULTIMATE LOAD = 86,563 LES / 601 PSI FILLED PAVER: ULTIMATE LOAD = 400,000 LBS 2. POROSITY OF AASHTO #57 AGGREGATE = 0.4 TOP SOIL FILL: 3. NDS RECOMMENDS NATIVE TOP SOIL FOR BACKFILL INSIDE THE PAVERS. 4. EXTEND TOPSOIL INSIDE PAVER AN ADDITIONAL %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 1" (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 VEHICLE/FIRE LANES). AASHTO #57 BASE ROCK: 6. GRADATION OF AASHTO #57 COARSE BASE ROCK: 100 % PASSING 1 M' SCREEN, 95-100% PASSING 1", 25-60% PASSING''/:", AND 0-10% PASSING a SCREEN. OPTIONAL: ADD PULVERIZED NATIVE TOP SOIL EQUAL TO 15/ OFT TAIL VOLUME. BLEND TO OBTAIN HOMOGENEOUS MIXTURE PRIOR TO PLACEMENT, 7. THICKNESS OF AGGREGATE LAYER IS AS FOLLOWS: NO BASE REQUIRED FOR EROSION CONTROL AND PEDESTRIAN -ONLY LOADS COMPACTION OF NATIVE SOIL RECOMMENDED COMMENDED FOR SLOPES UP TO � 41NCHES FOR LIGHT LOAD (GOLF ARTS' 61NCHE FOR MEDIUM ( 3/ S G C S LOADS (CARS AND PICKUP TRUCKS); 8 INCHES FOR HEAVY LOADS (FIRE TRUCKS). 8. 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 MAY BE 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 MIM FOR NATIVE SOILS WITH 50% OR LESS PARTICLES BY WEIGHT PASSING NO.200 SIEVE. USE FILTER FABRIC WITH AOS <0.30MM FOR NATIVE SOILS WITH 50% OR GREATER PARTICLES BY WEIGHT PASSING THE NO.200 SIEVE. UNDERDRAIN: 12, NDS RECOMMENDS UNDERDRAIN TOOLLECT PERCOLATED COLATED WATER AND CONVEY TO PROJECT STORMWATER FACILITY FOR NATIVE SOIL THAT IS NRCS HYDROLOGIC SOIL GROUP C ORD LOW INFILTRATION R I N ATcS . UNDERDRAIN IS OPTIONAL FOR SOIL GROUP BMODERATE INFILTRATION AND CAN BE ELIMINATEDL FOR S01 GROUP A(GOOD INFILTRATION). 13. USE MINIMUM 4 -INCH DIA PERFORATED PVC OR POLYETHYLENE PIPE AT 250 -FT CENTERS; MINIMUM ONE PIPE. PIPE TO BE INSTALLED AT MINIMUM 0.5% SLOPE. RECOMMENDED 2 SQ, INCHES OF OPENING / LINEAR FOOT. 14. UNDERDRAIN TO DAYLIGHT INTO PROJECT RMWATER FACILITY BASIN E STO TY CATCH SI / OPEN CHANNEL /BASIN . 15. INVERT OF PIPE RECOMMENDED TO BE ABOVE PROJECT HIGH WATER LEVEL TO PREVIA B K T BACKING -UP OF WATER INTO PAVER SYSTEM. 16. UNDERDRAIN TO BE SURROUNDED BY 4° OF AASHTO #57 COARSE AGGREGATE, WITH MIN. 2" BEDDING. SUBGRADE NATIVE SOIL: 17. COMPACT SUBGRADE NATIVE SOILS 90 TO 95% STANDARD PROCTOR DENSITY PER ASTM D696 FOR SOILS WITH CALIFORNIA BEARING RATIO >20%, R VALUE >30, AASHTO A-1, 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 INFILTRATION 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. 2of2 -888-825-4716hftp://www.ndspro.com Call 1 TT24 TUFF TRACK NQS ENGINEERED PERMEABLE PAVER weoutwar5erimitsdace GRASS Sl1RFAC;F MATERIALS TO BE PLACED ON THE GROUND TO BE GRADED LOW SIDE OF TRENCH TO ORIGINAL CONTOURS DURING CONSTRUCTION. AFTER BACKFILL. TOP OF GROUN - SLOPE - - - SL _� ►� a - ---- _ 36" MIN. 24" MIN. ER OF PIPE A TRENCH SPOILS TO BE PLACED ON THE HIGH SIDE OF TRENCH DURING CONSTRUCTION. - COMPACTION PER COUNTY SPECIFICATION (REMAINING BACKFILLS T TAI HALL NO CONTAIN ROCK, • CLOD, -OR DEBRIS MATERIAL LARGER , THAN -:5` N.ANY .DIMENSION. INITIAL - BACKFILL* • ' • (6" • LIFTS) *THOROUGHLIF COMPACTE4BY HAND OR APP.ROVED:. MECHANICAL TAMPER. .SPRING. LINE.OF,'.PIP.E -HAI14NING .'. --SFD %:.."..MAX.... '. -'4"-'MIN.-'.'• -.Fb6NDATION' (SHALL 8E REQUIRED WHEN SOIL CONDMONS-.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 �-.-11171 ..,.-....--..�--i: 12" MIN..........,.�;,.., ., CONC. PAD CBU .". MAILBOX 12" to 15" • ;' ?' . +%k: PER. USPS RAMP D - SIDEWALK RAMWN GENERAL CONSTRUCTION NOTES PLAN NOTES 1. THE OWNER WILL LL DESIGNATE A PROJECT MANAGER TO ACT AS OWNERS REPRESENTATIVE DURING THIS PROJECT. CONTRACTOR SHALL REPORT DIRECTLYHI 0 T THIS PROJECT MANAGER UNLESST 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 OF THE RESIDENT ENGINEER OR HIS DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 5. ALL TRAFFIC CONTROL SIGNS SHALL H LL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES, LATEST EDITION, AND SHALL BE PROVIDED BY THE CONTRACTOR. 6. ALL EXCAVATION A ON 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 SHALL BE COMPACTED TO 95% OF THEORETICAL MAXIMUM DENSITY AS DETERMINED BY AASHTO T-99 METHOD A, WITHIN PLUS OR MINUS 2% OF OPTIMUM MOISTURE, FOR THE FULL WIDTH AND DEPTH OF THE FILL. 3. ALL GRADING AND IMPROVEMENTS RO EMENTS TO BE CONFINED TO THE PROJECT AREA UNLESS OTHERWISE INDICATED. . 4. ALL MATERIALS AND INSTALLATION DETAILS SHALL CONFORM TO APPLICABLE LOCAL ORDINANCES AND VDOT ROAD & BR TA BRIDGE STANDARDS LATEST EDITION UNLESSTH 0 HERWISE STATED WITHIN THE PLANS.. 5. ANY UNUSUAL OR UNANTICIPATED SUBSURFACE CONDITIONS SHALL BE IMMEDIATELY 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 EXISTENCENON-EXISTENCE OR LOCATION OF UTILITIES. CONTRACTOR SHALL VERIFY THE EXISTENCE AND LOCATION ORTHE 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 H THEM REMOVED 0 RELOCATED, A AVE R OR TO DETERMINE THE METHOD OF PROTECTIONCC PT B A E ALE 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 A D MAINTAINED N N 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 SHALL KEEP A "REDLINE" SET OF PLANS DOCUMENTING ALL SUCH AS -BUILT REVISIONS. DRAINAGE SYSTEMS 1. CONTRACTOR SHALL EXERCISE CARE, ESPECIALLY AT INTERSECTIONS AND GUTTER LINES, 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 MANAGER 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 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 AIR TEMPERATURE IS AT LEAST 40 DEGREES FAHRENHEIT(F) IN THE SHADE AND RISING. 4.1/2- PREMOLDED EXPANSION JOINT MATERIAL SHA LL BE PLACED AT A MAXIMUM OF 30' INTERVALS ON NEW SIDEWALK, CURB CURB &GUTTER AT EACH END OF DRIVEWAY ENTRANCES AT EACH L EA 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 PROPERTIESAND THE PUBLIC RIGHT-OF- WAY DURING CONSTRUCTION. ACCESS FOR EMERGENCY N Y V EHICLES 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. ": 7 [ "1 It1t Y d: `, I. aka F'FT, 5 ,F7 ,j�e P hm,LrFla "' ,r,,� q1�1 .5 .k/ _ I , ;,'.'rY EM $<T �x i /f I j8) i „Id .:' I I s",dna, ,,% t, r... e,wne,rt, 1 - J. x �, �a­­ ­,­,L::!�L, ­� � .... ­�­­ r I rt r > T. x T' f ,� e ) r) M3 to^, "a A" a � T »z tt. a 7`£ 1f_� a. w � tt,'.a.x�=�,$° ' � .,4,.".-,.-. _z,°4,r,a:.r �lba_t _., Mae �; ie �.: s.. �„dw �,. ,�%t ,., ,.,_ `" .#T�n.- ...,": r� rr ) r rn v r. &° ��T skY Rn � �-° I _<i .. ,. ,,. Idu1�'t Px B p�,., °°.a33 rb,w.(. Y.n #' zr axE l..Ai'V ...B.,x� 3 ....e i3 . x d':1= .. �. % 0.e ➢ .. a,� rie€.x s 0.`r �..r. � a ,.. u)'. a I I`,, , , f C' ! 1aP P,,1 , a ,x 7 u€R f s . T` � xz °d �, ." ..�'"a=.� Ta � �` P__.. �., , CP .F'3t �,..u1 ,:Ga ^ ,'C1.. F e, t f.:,:it f x .. i .. � �:� A da'c: �' � T .� s ," £A d.. S} PaP11 + � A ' 7rdr..<,. Js��td�8ad �. &`P aGI € r fr£P�)d. 4 "e v ,S� . w T :. t; sggHsp4"Ab,5-.li-,q the tr r woff� `re'h, r.' ,.t va r6LI6 4 feet h'; $`wld,Ht6 :, ,,..;.,;:.;.; 12., CONC. PAD CBUMIN. ':., MAILBOX -, ..... . FIGURE 6 - DETAIL BACK OF CURBS RAM- P DOWN SIDEWALK I RAMP DOWN 3 48 0 en 9 _ Slope break for oo R- 2 Feet + A lrti Back of C Err o , 1 Q �iflt. 1 - t = 111 I r' I I 1 i 1.1 II 1 1 I I I ' I CO"Str- s Joint + -E I M iN Edge of P v n o ne d9a u eme t Driveway Entran corP Transition Rall too curb P r -f- n r er n t Pi.- a E t a ce Trrsnsitri . i n FIGURE 7 - ROLL TO CURB P UR ENTRANCE DETAIL Roth.. Return Warp -b p,.M. I. match drry wvy entrm4e rgrvn Bade at= 4 i•ft Rath Gide pl ppfOn hoy evert line., Driveway EAWQ4 4a Apron tar Roltop Carp Fart Section A FIGURE 8 - ROLLTOP CURB ENTRANCE DETAIL SECTION 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" GONG, PAD CBU MIN. MAILBOX ?. ';. ..A 1• 3611 minF-1 915 mm HANDICAP HANDICAP RAMP RAMP HANDICAP ..........".< ............. RAMP B.O.C. C&G C&G F.O.C. G n o I C&G CENTERLINE STREET SCENARIO I -REAR ACCESS TO CBU CENTERLINE STREET SCENARIO II -FRONT ACCESS TO CBU at least as wide as curb ramp F.O.C. CENTERLINE STREET Figure 406.4 Landings at the Top of Ramps SCENARIO III -FRONT ACCESS TO CBU WITHOUT SIDEWALK NOTE: REFER TO REACH DETAILS FOR CORRECT LOCATION OF CBU INSTALLATION. �4�I,T H o F Lr`f' 0i " /,- -) `, I 7 I � Jimmy L. Taggart Lic. No. "", 22841 �Ai �SSIONAL S' �m ,03 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 231 2018 COUNTY COMMENT S JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE NA CONTOUR INTERVAL NA I 1 0 v U J w -1 a IIIIIIIIIIIIIIIIIIIII `< 1 01: 2 I4 �W n 2 U T 2 2 N ?i i, 1 (3 0. ON gC, z Uz QI-Wc, WN O 2 W a[ >O J �N 0V OU . LL z '^ V1 O 2 0 > W JJo Q v�W Q O 1 JN w () JZ � O 0 213 O Cc U I. 2< W W 0)�4 O S (1)O V I= Qp {WZOLL li O> 1 Oto C V1 C z cc cc a W N 0 N rz W W Q 0 � 0 T-4 W O 9Z a 0 W124 0 U REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 231 2018 COUNTY COMMENT S JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE NA CONTOUR INTERVAL NA I J IIIIIIIIIIIIIIIIIIIII `< 1 W W Z (3 W g WN z J �N 0V -> �� Z U�-_L) JJo zo:)Q � O MC) 06 CC 2< W p O 9 U Qp D X 0J cr 0Z 0 U . ) 11 FILE NUMBER I 8053 SHEET 12 OF 22 L 32 GARAGE � "NO PARKING" SIGN muZA IL "Ir A (/ J 7- "NO \ r PARKING" \�0, O SIGN \ - \ PROP. SIDEWALK19 \ ESM'T(TYP.). \ \ OPROP. STREET SIGNI \ ° \ \ cq 20 \ IC� „NO I - PARKING" I SIGN \ c 21 i \ q� o0 F (D I N qsqrz Mr 1 z A � �J w W o U N 2� cja a z O OC W � ov Lqz >J �3v� J2oo W acs Lo V W W Z 0 L o:�- wo cc Q; UN L/1 a y o QC W Q 29 W 0)� w ~ _ Z ,O W W r REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE 1"=20' CONTOUR INTERVAL NA w Z Zo 5g IL z N _! W N CL J z QUJ :5 0 — 0 � j 06 0 w z o ® Q 0 j X O FILE NUMBER 8053 SHEET 13 OF 22 AFFORDABLE AFFORDABLE AFFORDABLE AFFORDABLE /° Q ACCESSORY AFFORDABLE AFFORDABLE ACCESSORY / `„ s I UNIT ACCESSORY ACCESSORY ACCESSORY ACCESSORY UNIT UNIT UNIT UNIT UNIT / 3 »Np / PPjR NG SI N s 77 77 7777 /L p Ft __! a O D "'...,...' ,t, PAI)KI G" �e` ` �''"��-. ' — _ POCK ARK c-64Wo _4GN P OP. ST EET SIG _ _ ` �p \ARKING" »NO /..; \ t/_ ,, TI O(�1 RAS / ^ L 32 GARAGE � "NO PARKING" SIGN muZA IL "Ir A (/ J 7- "NO \ r PARKING" \�0, O SIGN \ - \ PROP. SIDEWALK19 \ ESM'T(TYP.). \ \ OPROP. STREET SIGNI \ ° \ \ cq 20 \ IC� „NO I - PARKING" I SIGN \ c 21 i \ q� o0 F (D I N qsqrz Mr 1 z A � �J w W o U N 2� cja a z O OC W � ov Lqz >J �3v� J2oo W acs Lo V W W Z 0 L o:�- wo cc Q; UN L/1 a y o QC W Q 29 W 0)� w ~ _ Z ,O W W r REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE 1"=20' CONTOUR INTERVAL NA w Z Zo 5g IL z N _! W N CL J z QUJ :5 0 — 0 � j 06 0 w z o ® Q 0 j X O FILE NUMBER 8053 SHEET 13 OF 22 'Ui N/ Ak F c:; H I N �s H1 umr 1 a 27 100 111111111111110 wP0 `\ F \ 26 \ 50' \ wPo4111 BUFF s S \ \ \ CONTRACTOR TO PAY \ SPECIAL ATTENTION TO 0 N" � � l 25 "NO PARKING" SIGN e - "NO PARKING" SIGN s 20' EP—EP (2)6' PLANTING STRIPS _ (1) 5' CONC. SIDEWALK v ` - s _ G ('2.) s -9 PROP. 6' 22 LANDSCAPE. S ESM'T(TYP.). / h / / ti 7 �7. i / / PARKING" 23 SIGN \ REAR PROPERTY LINE STREET TREE CALCULATIONS - EXISTING PUBLIC GOLF DRIVE 435 AREAS TO ENSURE \ 9 STREET TREES PROVIDED QNTY. THERE /S NO \ LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 4.2 STREET TREES REQUIRED STREET TREE NOTES & DETAILS ENCROACHMENT INTO `\ \ STREET TREE CALCULATIONS - PROPOSED PRIVATE GUILDFORD PLACE 972 DEQ STREAM BUFFER. \ 20 STREET TREES PROVIDED 1.5" MIN. STREET TREE CALCULATIONS - PROPOSED PRIVATE ASTELL STREET 320 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 6.4 STREET TREES REQUIRED M 7 STREET TREES PROVIDED - STREET TREE CALCULATIONS - PROPOSED PRIVATE HEDWORTH STREET NOTES & MINIMUM STANDARDS LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 9.24 STREET TREES REQUIRED \ \ 10 STREET TREES PROVIDED 1. TREES SHOWN HEREON WERE SELECTED FROM ALBEMARLE COUNTY'S RECOMMENDED PLANT STREET TREE CALCULATIONS - PROPOSED PRIVATE AVONDALE LANE 1042 LINEAR FEET OF ROAD FRONTAGE ® 1 TREE / 50 LINEAR FEET = 20.84 STREET TREES REQUIRED LIST. SUBSTITUTIONS MUST BE APPROVED BY THE ALBEMARLE COUNTY DEPARTMENT OF 21 STREET TREES PROVIDED A C> COMMUNITY DEVELOPMENT AND THE LANDSCAPE ARCHITECT. STREET TREE CALCULATIONS - PROPOSED PRIVATE ALLEY \ \ LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 2.6 STREET TREES REQUIRED 2. PLANT LIST TOTALS ARE FOR CONVENIENCE ONLY AND SHALL BE VERIFIED PRIOR TO 3 STREET TREES PROVIDED \ \ B & B' BIDDING. JZ \ 3. TREES SHALL BE 1.5" MINIMUM CALIPER MEASURED 6" ABOVE GROUND LEVEL WHEN \ PLANTED. \ cc OU n� 4. TIMING OF INSTALLATION: ALL LANDSCAPING SHALL BE INSTALLED BY THE FIRST PLANTING U. 0, W O SEASON FOLLOWING THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY WITHIN THE \ EX. DEQ STREAM, \ DEVELOPMENT, OR PHASE THEREOF. \Aw STABILIZATION & \ 5. ALL TREES TO BE PLANTED SHALL MEET THE SPECIFICATION OF THE AMERICAN ASSOCIATION IN ACCORDANCE WITH EITHER THE `� RIPARIAN BUFFER \\ OF NURSERYMEN. PLANTING SHALL BE DONE RESTORATION ESM)T \ STANDARDIZED LANDSCAPE SPECIFICATIONS JOINTLY ADOPTED BY THE VIRGINIA NURSERYMEN'S yam\ '�' D. B. 3665 P. G. 673 \ ASSOCIATION, THE VIRGINIA SOCIETY OF LANDSCAPE DESIGNERS OR THE VIRGINIA CHAPTER OF \ W 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, OR 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. ��AI,,T H ®P r'/c. � ? Jimmy L. Taggart Lic. No. 22841 4p, 0.1 ��� ONAL SCALE 1° = 20° 20 10 0 20 40 SCALE IN FEET Ili SHI MUL DECIDUOUS TREE PLANTING DETAIL GALVANIZED GUY WIRE 2"X2" HARDWOOD ' STAKES �l \` 120 ` 0 �` mom, IL STREET TREE REQUIREMENTS, NOTES & DETAILS STREET TREE CALCULATIONS - EXISTING PUBLIC GOLF DRIVE 435 LINEAR FEET OF ROAD FRONTAGE © 1 TREE / 50 LINEAR FEET = 8.7 STREET TREES REQUIRED C 9 STREET TREES PROVIDED QNTY. STREET TREE CALCULATIONS - PROPOSED PRIVATE ADDLE HILL ROAD 210 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 4.2 STREET TREES REQUIRED CALIPER 5 STREET TREES PROVIDED SPACING STREET TREE CALCULATIONS - PROPOSED PRIVATE GUILDFORD PLACE 972 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 19.44 STREET TREES REQUIRED O 20 STREET TREES PROVIDED 1.5" MIN. STREET TREE CALCULATIONS - PROPOSED PRIVATE ASTELL STREET 320 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 6.4 STREET TREES REQUIRED M 7 STREET TREES PROVIDED - STREET TREE CALCULATIONS - PROPOSED PRIVATE HEDWORTH STREET 462 I LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 9.24 STREET TREES REQUIRED 29 10 STREET TREES PROVIDED STREET TREE CALCULATIONS - PROPOSED PRIVATE AVONDALE LANE 1042 LINEAR FEET OF ROAD FRONTAGE ® 1 TREE / 50 LINEAR FEET = 20.84 STREET TREES REQUIRED 0::) 21 STREET TREES PROVIDED A C> 75 STREET TREE CALCULATIONS - PROPOSED PRIVATE ALLEY 130 LINEAR FEET OF ROAD FRONTAGE @ 1 TREE / 50 LINEAR FEET = 2.6 STREET TREES REQUIRED 1.5" MIN. 3 STREET TREES PROVIDED �` mom, IL 0 UTILITY CONSTRUCTION TO BEGIN AT THIS MANHOLE AS PART OF THE WEST VILLAGE CZI SEWER CONNECTOR. (UNDER SEPARATE COVER) C c 73 O m z �� �, m TREE CANOPY REQUIREMENTS BLOCK 22 SITE AREA = 5.61 AC OPEN SPACE = 0.20 AC PRIVATE ROW = 1.71 AC NET SITE AREA = 3.70 AC 1(161,172 SF) 20% SITE TREE CANOPY REQUIRED = (32,235 SF) EXISITING BLOCK 22 TREE CANOPY = (966,422 SF)*1.25 = (1,208,027 SF) REQUIRED TREE CANOPY IS SATIFIED BY CANOPY TO REMIAN IN BLOCK 22 PLANT LIST r HEIGHT C a QNTY. c BOTANICAL NAME COMMON NAME CALIPER ® PLANTING SPACING SPECS. 14OAcer g O OCTOBER GLORY 1.5" MIN. -U AS SHOWN B & B M W - z r 29 Oga: e so 0r� 0::) - C> 75 j Ostrya virginiana AMERICAN HOPHORNBEAM 1.5" MIN. 6-8' AS SHOWN B & B' 0 UTILITY CONSTRUCTION TO BEGIN AT THIS MANHOLE AS PART OF THE WEST VILLAGE CZI SEWER CONNECTOR. (UNDER SEPARATE COVER) C c 73 O m z �� �, m TREE CANOPY REQUIREMENTS BLOCK 22 SITE AREA = 5.61 AC OPEN SPACE = 0.20 AC PRIVATE ROW = 1.71 AC NET SITE AREA = 3.70 AC 1(161,172 SF) 20% SITE TREE CANOPY REQUIRED = (32,235 SF) EXISITING BLOCK 22 TREE CANOPY = (966,422 SF)*1.25 = (1,208,027 SF) REQUIRED TREE CANOPY IS SATIFIED BY CANOPY TO REMIAN IN BLOCK 22 PLANT LIST OF r HEIGHT a QNTY. KEY BOTANICAL NAME COMMON NAME CALIPER ® PLANTING SPACING SPECS. 14OAcer g rubrum "October Glory" OCTOBER GLORY 1.5" MIN. 11' AS SHOWN B & B J W z RED MAPLE r 29 Oga: e so 0r� 0::) �z v 1 75 j Ostrya virginiana AMERICAN HOPHORNBEAM 1.5" MIN. 6-8' AS SHOWN B & B' OF REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE 1"=20' CONTOUR INTERVAL NA r a W z� z g o U W � Z0 Nj �a J J W z r 29 Oga: Lu so 0r� 0::) �z v 1 Q rc 9 J Q UQ �w OJN p JZ to Qp o WZ cc OU n� U. 0, W O 0: rz U N rz CP W w O Z a O W W REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE 1"=20' CONTOUR INTERVAL NA FILE NUMBER 8053 SHEET 14 OF 22 W z� z g z a. N J a W N r aU-o 0r� 0::) VJ pJ06 w Z p M Qp 0 .J O FILE NUMBER 8053 SHEET 14 OF 22 ADDLE HILL ROAD (25 MPH) PVI STA. 10+25.00 PVI ELEV. 697.50 PVI STA. 10+75.00 710 K - PVI ELEV. 696.25 710 705 700 695 685 680 50.00 VC - K = 106.86 25 MPH 00 0.00 VC 10+00 6 c or- 0 0 od or_ a +(D ooc* wo o�n o� rn0 0 r o00 oa)7 o OQ w +-5(0 (0 r r WU W 0 O-! C j r- QbiJ W F wa W (0w X0w 0-50- +X (0cto� 00 co co f U 0 �w U J 00 M(00 O (oN'r) --------- woLn 2.3690 t t 1t Xw �O MAINTAIN 42"M 2. 9 MAI TAIN 42"MIN. ° COVER TYP. \� (o c0 D .- � > U > U > U NQ CL. 52 D.I. ' ui � ri �c�cn TREATMENTS WILL BE FIELD DETERMINED AT THE TIME OF CONSTRUCTION. ADDITIONAL x M w a 3 W r` 0 .- (o co 3 w > 00 rn cD co J Lu > W Q w co (D co [- Q �- MAINTAIN �- > �n0 > �� TYP. o� xa W/V:: xQ 00 0ao 1" CURB STOP 0 x I�sr�� (SEE DETAILS) -o a°Dm f00 eco 0 O• -O 0 CC m ca 00 CC m a� GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF a� 705 700 695 685 w IGN SPEED: 25 MPH rnw O� 10+00 +50 11+00 a +50 a ry �a o00 oa)7 nt.co 0 00000 00(0_ 0) ui n wa (0 K) j (0w Opp ---- (0too_j (0cto� to 00 co co f U 0 710 705 700 .•• 685 675 710 ASTELL STREET (25 MPH) 710 705 700 695 685 675 670 665 660 DE IGN SPEED: 25 MPH rnw O� Ow 10+00 +50 O� +50 a / w i 2.3101. gip: O 0 _j I�cO^ Nsti_ 00uj 00 �u (0 K) j r- N� Opp ---- Xw' w a 00 (D co � to 00 co co r -0r co 0 0 +0 0 U J OODN M(00 O (oN'r) LLJ M -j woLn 2.3690 t t 1t Xw ALLEY MAINTAIN 42"M N. 1 700 700 COVER TYP. (0 co - co co i- \� (o c0 D .- � > U > U > U NQ U r� M ri ui � ri co 0; o TREATMENTS WILL BE FIELD DETERMINED AT THE TIME OF CONSTRUCTION. ADDITIONAL x M w a 0o w co 0 � r` 0 .- (o co C rn co W J 00 rn cD co J 0000 co c0 � W/L (TYP co (D co [- �� MAINTAIN 42"MIN. u)Nrl) �n0 TYP. W/L SERVICE COVER TYP. a)0 CONNECTION W/V:: 8„ SS XIRJ:.:;::::::: (n MN 1" CURB STOP v 15" STORM XING I�sr�� (SEE DETAILS) ui Ki f00 W/ 24" CLEARANCE ICON O• -O f 000 00 0)0 0)0 GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF O0 0)0 0)0 00 TYP. W/L SE VICE CL. 5 CL.:TYP).1 D. 1. 8" 0)0 W a CONNECTIONS W/ 3 cn 3 LLJ (D c0 1" CURB STOP rn 00 W > W 0 O � to to > m J wQ cD t0 J J JQ r> SEVEN (7) FEET. w> XING 3 W W > W J ,GUILDFORD M PLACE (25 MPH) 0c) �_ xQ 9. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL xQ 00 Q �- > a 00 x El_ xQ 0 a co m n °D 0 pC m E.Z1CC _ o 0 . o N CL - C� " 705 695 685 675 670 665 w 670 rnw Ow 10+00 +50 11+00 +50 a / w i 2.3101. gip: OCON I�cO^ Nsti_ cDN(o O (0 K) j r- N� r- -� r, 0 0 4 Xw' w a 00 (D co � 0a) cD to 00 co co r -0r co 0 0 U 0 U J OODN M(00 O (oN'r) LLJ M -j woLn d-CD0 00N Xw ALLEY HEDWORTH STREET (25 MPH) Oaf 710 700 700 705 695 695 700 690 695 685 690 680 685 675 680 670 675 665 670 rnw Ow w of (� •- Q V, / w i 2.3101. O0 11+00 +50 a: Q O� +50 11+00 +50 12+00 +50 0000 00 OD w a. (D c0 J CD (o 0 af Cid Ou)u) g19ur Ou)cn OODN M(00 O (oN'r) LLJ M -j woLn d-CD0 00N Xw 00 00 Oaf 00 000 0 (D w 1-- (0 co - co co i- \� (o c0 D .- � > U > U > U NQ U r� M ri ui � ri co 0; o TREATMENTS WILL BE FIELD DETERMINED AT THE TIME OF CONSTRUCTION. ADDITIONAL x M w a 0o w co 0 � r` 0 .- (o co 00 rn cD co _j rn co W J 00 rn cD co J 0000 co c0 � � • 3q co (D co [- �� 0000 co co r- MAINTAIN 42"MIN. u)Nrl) �n0 �_ COVER TYP. a)0 O 000- 4 -:cN (n MN r�u)N v 15" STORM XING I�sr�� (D Kiri ui Ki f00 W/ 24" CLEARANCE ICON O• -O X� 000 00 0)0 0)0 GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF O0 0)0 0)0 00 TYP. W/L SE VICE CL. 5 CL.:TYP).1 D. 1. 8" 0)0 W a CONNECTIONS W/ (D c0 PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO (D c0 1" CURB STOP O c0 co co 0 O � to to (SEE DETAILS) co (0 J cD t0 J 3 � W SEVEN (7) FEET. 8" SS XING 3 W W > W J ,GUILDFORD PLACE (25 MPH) > W J W i.- > -axon 9. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL Q �- > a ELEV. 696.83 xQ _ w0 710 CONFORM TO VDOT CG -9 (A, B. OR C) . _ o 0 x CC) a� o �m� 0 CCS 705 695 695 700 690 695 685 690 680 685 675 680 670 675 665 670 rnw �o (O w of (� •- Q V, / w i 2.3101. +50 11+00 +50 a: Q 10+00 +50 11+00 +50 705 695 695 700 690 695 685 690 680 685 675 680 670 675 665 705 690 , 700 685 695 675 685 670 680 .• 670 w 660 w a (� 0 V, 670 w +50 +50 11+00 +50 a: Q 10+00 +50 11+00 +50 12+00 +50 0000 00 OD w a. (D c0 J CD (o +50 af Cid Ou)u) g19ur Ou)cn OODN M(00 O (oN'r) (o - d woLn d-CD0 00N Xw 00 00 Oaf 00 000 Li a (D w 1-- (0 co - co co i- co co D (o c0 D .- � > U > U > U U U 705 690 , 700 685 695 675 685 670 680 .• 675 670 665 PVI STA. 11+60.00 , PVI ELEV. 693.00 A\/nl\InAl F I AKlr_ (7r, KAD") 705 700 695 690 685 680 675 670 665 660 655 705 GEN ERAL CONSTRUCTION NOTES FOR STREETS 1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296-5832) 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 SUBGRADE SOIL. THREE (3) COPIES 700 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. 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION, AND APPROPRIATE END 695 TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9 (A, B. OR C) . 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL 690 CONFORM TO VDOT STANDARD PE -1. 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH. AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. B. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR 685 UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 11.THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE TO BE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 680 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. 13.13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. 675 14.14. INSPECTION & TESTING OF ALL ROADS DEDICATED FOR PUBLIC US SHALL BE COORDINATED WITH VDOT FOR ACCEPTANCE INTO THE STATE SYSTEM. ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES FOR PRIVATE ROADS 670 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT), THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF ENGINEERING (296-5861) 46 665 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 3. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFIRM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926) 4. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING,GRADING OR OTHER CONSTRUCTION. 660 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. 6. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. THE 655 MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 4:1 OR BETTER ARE TO BE ACHIEVED. w 660 w 660 w a (� 0 V, o 10+00 +50 +50 11+00 +50 a: o in u� co n o O 000 vnrd- M 0000 00 OD w a. (D c0 J CD (o +50 � U 675 670 665 PVI STA. 11+60.00 , PVI ELEV. 693.00 A\/nl\InAl F I AKlr_ (7r, KAD") 705 700 695 690 685 680 675 670 665 660 655 705 GEN ERAL CONSTRUCTION NOTES FOR STREETS 1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296-5832) 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 SUBGRADE SOIL. THREE (3) COPIES 700 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. 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION, AND APPROPRIATE END 695 TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9 (A, B. OR C) . 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL 690 CONFORM TO VDOT STANDARD PE -1. 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH. AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. B. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR 685 UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 11.THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE TO BE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 680 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. 13.13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. 675 14.14. INSPECTION & TESTING OF ALL ROADS DEDICATED FOR PUBLIC US SHALL BE COORDINATED WITH VDOT FOR ACCEPTANCE INTO THE STATE SYSTEM. ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES FOR PRIVATE ROADS 670 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT), THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF ENGINEERING (296-5861) 46 665 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 3. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFIRM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926) 4. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING,GRADING OR OTHER CONSTRUCTION. 660 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. 6. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. THE 655 MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 4:1 OR BETTER ARE TO BE ACHIEVED. w w w a (� V, 7. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY o 10+00 +50 11+00 +50 12+00 +50 13+00 +50 14+00 +50 15+00 +50 OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL z� V o 10+00 +50 11+00 +50 12+00 +50 13+00 +50 14+00 EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 0 a: r` 0) N 0 r7 r7 0) d �- n co n 00 � O n r` 0)00 7 r` 7 (0 r7 d 0) d co r` � a0 co B. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END o rn 0o co o d- .- � � � 00 00 ori o 6 r` 00 � r; cm - r` ui N 00 r� M ri ui � ri co 0; o TREATMENTS WILL BE FIELD DETERMINED AT THE TIME OF CONSTRUCTION. ADDITIONAL x M w a 0o w co 0 � r` 0 .- (o co 00 rn cD co _j rn co W J 00 rn cD co J 0000 co c0 � 00 00 cD 0 co (D co [- 0000 co co F- 0000 co co r- 00 n co w f- GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE u)Nrl) �n0 �_ LL � a)0 O 000- 4 -:cN (n MN r�u)N v DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, IT IS DEEMED NECESSARY. WHEN I�sr�� (D Kiri ui Ki f00 4C;L6 ICON O• -O X� 000 00 0)0 0)0 GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF O0 0)0 0)0 00 0)0 0000 000 0)0 W a co c0 J (D co F_ (D c0 PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO (D c0 r` (0 � O c0 co co 0 O � to to co c0 J co (0 J cD t0 J SEVEN (7) FEET. PVI STA. 11+97.66 ,GUILDFORD PLACE (25 MPH) �- 9. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL PVI ELEV. 696.83 710 CONFORM TO VDOT CG -9 (A, B. OR C) . w w w a (� V, 2 �W �/1 a. O U W Z a N m �, J CL ON z� V o 10+00 +50 11+00 +50 12+00 +50 13+00 +50 14+00 +50 15+00 +50 16+00 oW W c J2 2� -a��N U� N Q 0r �O Q V W O ¢O W ' '^ M�' z cr� 0. W V Z 0 c, Q� 00 q: O 0 0r -to U)Or7 (D0L0 .0- Ornn u)It7 u)Nrl) �n0 0re) r- N00co 00Nd- a)0 O 000- 4 -:cN (n MN r�u)N 0u)M Ovid' I�sr�� (D Kiri ui Ki f00 4C;L6 ICON O• -O X� 000 00 0)0 0)0 0)0 O0 0)0 0)0 00 0)0 0000 000 0)0 W a co c0 J (D co F_ (D c0 (D co F_ (D c0 r` (0 � O c0 co co 0 O � to to co c0 J co (0 J cD t0 J �- 10. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE -1. 11. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED TO STABILIZE A DRAINAGE CHANNEL WHEN, IN THE OPINION OF THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, IT IS DEEMED NECESSARY. 12.A MINIMUM CLEAR ZONE OF EIGHT (8) FEET FROM THE EDGE OF PAVEMENT SHALL BE 705 MAINTAINED ON ALL RESIDENTIAL SUBDIVISION STREETS. 13. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. EXCEPTIONS WILL NOT BE ALLOWED. 14.UPON COMPLETION OF THE ROADWAY CONSTRUCTION, STREET NAME SIGNS SHALL BE INSTALLED BY THE DEVELOPER AT ALL STREET INTERSECTIONS. SIGNS AND THEIR INSTALLATION SHALL CONFORM TO "ALBEMARLE COUNTY STREET NAME SIGN REQUIREMENTS". THE DEVELOPER SHALL BE 700 RESPONSIBLE FOR MAINTENANCE OF SIGNS UNTIL ROADS HAVE BEEN ACCEPTED. 15.ROAD PLAN APPROVAL IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 16.TRAFFIC CONTROL OR OTHER REGULATORY SIGNS AND BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPTION OF THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 69;5 ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH "THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES". LEGEND SCALE 1" = 5' VERTICAL 5 69(0 95% COMPACTED FILL AREAS 2.5 - - - - EXISTING GRADE PROPOSED GRADE 0 SCALE IN FEET 68;5 SCALE I' =50' HORIZONTAL NNW 680 50 25 0 50 100 SCALE IN FEET 675 6710 665 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL w w a (� V, 2 �W �/1 a. O U W Z a N m �, J CL ON z� V LJ Q� �@ O� o�Q� cc UJ LL cn O �, ON J �- w p� -V Q 6% oW W c J2 2� -a��N U� N Q 0r �O Q V W O W ' '^ M�' z cr� 0. W V Z 0 c, Q� W Z Z az. OW Fil REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL FILE NUMBER 8053 SHEET 150F22 w Zw (� V, -N a. z jF3 � LJ = o o�Q� - U �J��< W 0++ m L1. Q Q Q 0j O FILE NUMBER 8053 SHEET 150F22 715 710 705 700 695 690 0+00 SIGHT DISTANCE PROFILE FOR SDI SCALE I" = 30' 30 15 0 30 60 SCALE IN FEET +20 +40 +60 +80 1+00 +20 +40 +60 +80 2+00 +20 +40 +60 +80 3-x-00 +20 +40 +60 +80 4+00 +20 +40 710 705 700 695 0 685 0+00 SIGHT DISTANCE PROFILE AOR SD2 NOTE: STREET TREES LOCATED IN THE SIGHT DISTANCE EASEMENT ARE TO BE PLANTED SO THAT THE MINIMUM HEIGHT OF THE LOWEST AUXILIARY BUD IS 6' FROM THE GROUND O t GUILDFORD PL. � w w a W 0 � J_ ..W O U W q N= m J aN LLJ aO 0 0 Q 0 0 Q ®� °CW OU >o L4z DENOTES LOCATION REQ'D SDL=280 DENOTES LOCATION --' REQ'D SDL=280' MAX SDR=185' UQ �W OCali I � =- O REQ'D SDR=280' � aLn L W co ) r � V ccLLJ W2 wrn 0 O Lo �L (aW VN z� Qy�CP Ld = o M LU O_ w `q m 0 Z W w v o m 0 +20 +40 +60 +80 1+00 +20 +40 +60 +80 2+00 +20 +40 +60 +80 3-x-00 +20 +40 +60 +80 4+00 +20 +40 710 705 700 695 0 685 0+00 SIGHT DISTANCE PROFILE AOR SD2 NOTE: STREET TREES LOCATED IN THE SIGHT DISTANCE EASEMENT ARE TO BE PLANTED SO THAT THE MINIMUM HEIGHT OF THE LOWEST AUXILIARY BUD IS 6' FROM THE GROUND O t +20 +40 +60 +80 1+00 +20 +40 +60 +80 2+00 +20 +40 +60 +80 3+00 +20 +40 +60 +80 4+00 +20 +40 +60 iAA +20 +40 +60 715 710 705 700 695 .•• .AIDE 'HIGHWAYS Ph 404APF no r 30 Design speed 90 Opposing Volume (VPH) to left turn 14% Left Tum % 710 LEFT -TURN LANE WARRANT ANALYSIS FOR EXISTING GOLF DRIVE ENTRANCE 705 WARRANT REQUIRES 390 VPD ADVANCING VOLUME= 90 VPD THEREFORE NO WARRANT LEFT TURN LANE NOT REQUIRED 700 SEE SHEET 17 FOR FULL CALCULATIONS SCALE I" = 5' VERTICAL 695 5 1111111111, 1111111111111111 111111111111111 �-tiTH OF 2.5 690 SCALE IN FEET Jimmy L. Taggart Lic. No. SCALE 1" = 20' HORIZONTAL 22841 �cv4 0 1, '?SIONAL Y, 11 685 20 10 0 20 40 SCALE IN FEET GUILDFORD PL. � w w a W 0 � J_ ..W O U W q N= m J aN c\1 aO 0 0 Q J Q ®� °CW OU >o L4z DENOTES LOCATION REQ'D SDL=280 LULU co MAX SDR=185' UQ �W OCali I � =- O N � aLn QQa W co ) r � V ccLLJ W2 W tin zi, 0 O Lo �L (aW VN z� Qy�CP Ld M LU O_ Z m 0 +20 +40 +60 +80 1+00 +20 +40 +60 +80 2+00 +20 +40 +60 +80 3+00 +20 +40 +60 +80 4+00 +20 +40 +60 iAA +20 +40 +60 715 710 705 700 695 .•• .AIDE 'HIGHWAYS Ph 404APF no r 30 Design speed 90 Opposing Volume (VPH) to left turn 14% Left Tum % 710 LEFT -TURN LANE WARRANT ANALYSIS FOR EXISTING GOLF DRIVE ENTRANCE 705 WARRANT REQUIRES 390 VPD ADVANCING VOLUME= 90 VPD THEREFORE NO WARRANT LEFT TURN LANE NOT REQUIRED 700 SEE SHEET 17 FOR FULL CALCULATIONS SCALE I" = 5' VERTICAL 695 5 1111111111, 1111111111111111 111111111111111 �-tiTH OF 2.5 690 SCALE IN FEET Jimmy L. Taggart Lic. No. SCALE 1" = 20' HORIZONTAL 22841 �cv4 0 1, '?SIONAL Y, 11 685 20 10 0 20 40 SCALE IN FEET REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL NA V � w w a W � g ..W O U W q N= m aN c\1 aO N Q J ®� °CW OU >o L4z � :)Q LULU co Q UQ �W OCali W � N � QQa W co o r � V ccLLJ W2 0 O Lo �L (aW VN z� Qy�CP LU O_ Z CL � W REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL NA FILE NUMBER 8053 SHEET 16 OF 22 � w W z 0 (Lz aN c\1 JF3 > w U J zUP_� Jo :)Q LULU �MJox w 0 W � m � QQa _ OJ _ O to FILE NUMBER 8053 SHEET 16 OF 22 IMITS 0 o Source: VDOT 2016 Jurisdictional Traffic Data, Albemarle County, State Rte. 1816 GUILDFORD PL. v -- s. v S ' 0 o, �nBOT • Design Speed Golf Drive= 25mph 2.5 f C4 rn w Source: "Old Trail Golf Course Access" Plan set for construction, By Timmons 710 o V 0 I Group, 2004 0 0 _ r VDOT Traffic Data Quality Value= R (Raw) S 3_ 3 o K factor (peaking factor) = not available from Jurisdictional Traffic Data 0@) �i i D factor (directional factor) = not available from Jurisdictional Traffic Data 705 SCALE I" = 20' HORIZONTAL i SDI=140' SIGHT • Existing E DENOTES LOCATION DISTANCE o SIGHT 20 10 0 20 EASEMENT Dead end road; therefore directional factor is % of total VPD (D= 0.5). Note this j DISTANCE MAX SDR=100' ignores the fact that golf view drive does intersect this street, but to anticipate 0 EASEMENT tributary flow in the traffic model ignores the primary use of the street, which is: 710 705 e• 695 M 685 0+00 ,601MOMS r K / DISTANCE PROFILE AOR SD3 NOTE: STREET TREES LOCATED IN THE SIGHT DISTANCE EASEMENT ARE TO BE PLANTED SO THAT THE MINIMUM HEIGHT OF THE LOWEST AUXILIARY BUD IS 6' FROM THE GROUND GUILDFORD PL. o Source: VDOT 2016 Jurisdictional Traffic Data, Albemarle County, State Rte. 1816 GUILDFORD PL. � v 0 S co 0 o, AVONDALE LANE • Design Speed Golf Drive= 25mph 2.5 C4 rn w Source: "Old Trail Golf Course Access" Plan set for construction, By Timmons 710 o V 0 d Group, 2004 0 0 _ DENOTES LOCATION VDOT Traffic Data Quality Value= R (Raw) SCALE IN FEET o K factor (peaking factor) = not available from Jurisdictional Traffic Data 0@) REVD SDR=280' D factor (directional factor) = not available from Jurisdictional Traffic Data 705 SCALE I" = 20' HORIZONTAL >U. 9z SDI=140' M • Existing Highway Traffic Breakdown (Directional) DENOTES LOCATION C/)J _ o REVD SDL=280' 20 10 0 20 40 o Dead end road; therefore directional factor is % of total VPD (D= 0.5). Note this j SCALE IN FEET MAX SDR=100' ignores the fact that golf view drive does intersect this street, but to anticipate 0 F_ tributary flow in the traffic model ignores the primary use of the street, which is: Q 0LO cc y� access to and from the golf course. Tom) V o Vnorth= Vsouth= 1790 x 0.5= 895 VPD xU. O LL w rn Highway Traffic Breakdown (Peak Hour] = 0 m = co Ld w o w� �i� Li L Ki o 0 m Advancing Vol.= 90VPH (Use 100 ft. to get into chart values) _ o 0 o Design Speed= 40 mph (must use 40 to get into chart values)= 40 mph 685 710 705 700 695 e 685 0+00 +20 +40 t,LTx OF 4 Jimmy L. Taggart Lic. No. 22841 sv� �i�o.�oss 1 —/.. ONAL _ Calculations Old Trail Block 22- Left Turn Warrants Roudabush Gale & Assoc. - J. Taggart, P.E. 12FEB2018 • Use: Residential Development, 45 Units • ITE Code: 210 (Could use 230 but will use 210 for conservative approach) o Weekday = 9.52 veh/DU/day ■ AM Peak hour = 0.75 ■ PM Peak Hr= 1.0 ■ AM in= 25% ■ AM out= 75% 710 PM in= 63% ■ PM out = 37% • Total Generated Trips: 705 o Daily= 9.52 x 45= 428 VPD ■ AM Peak hour = 0.75 x 45 units= 34 VPH ■ PM Peak Hr= 1.0 x 45 Units= 45 VPH ■ AM in= 25%x AM peak hr. of 34= 8 VPH ■ AM out= 75% x AM peak hr. of 34= 24 VPH 700 ■ PM in= 63% x PM peak hr. of 45= 28 VPH ■ PM out = 37% x PM peak hr. of 45= 17 VPH • Estimated Traffic Splits (Leaving Block 22) o Northbound (toward Old Trail Dr.)= 90% (estimated) 695 o Southbound (toward golf course)= 10% (estimated) • Estimated Truck Volume= 0% Small, dead-end development. Truck traffic will be unusual here. 690 • Golf Drive Traffic Volume: o Estimated Volume at Street design= 1465 VPD o Source: "Old Trail Golf Course Access" Plan set for construction By Timmons Group, 2004 685 • Estimated Volume at Growth projection date of 2024= 1465 VPD o Source: "Old Trail Golf Course Access" Plan set for construction, By Timmons +60 +80 1+00 +20 +40 +60 +80 2+00 +20 +40 +60 +80 3+00 +20 +40 +60 +80 4+00 +20 Group, 2004 • Last Measured Volume = 590 VPD SIGHT DISTANCE PROFILE FOR SD4 +20 +40 +60 +80 1+00 +20 +40 +60 +80 2+00 +20 +40 +60 695 .•E 685 680 0+00 SCALE I" = 5' VERTICAL o Source: VDOT 2016 Jurisdictional Traffic Data, Albemarle County, State Rte. 1816 GUILDFORD PL. � v J S co 0 o, AVONDALE LANE • Design Speed Golf Drive= 25mph 2.5 C4 rn o Source: "Old Trail Golf Course Access" Plan set for construction, By Timmons 710 o V 0 Q Group, 2004 0 0 _ o VDOT Traffic Data Quality Value= R (Raw) SCALE IN FEET o K factor (peaking factor) = not available from Jurisdictional Traffic Data 0@) w D factor (directional factor) = not available from Jurisdictional Traffic Data 705 SCALE I" = 20' HORIZONTAL >U. 9z J w M • Existing Highway Traffic Breakdown (Directional) DENOTES LOCATION C/)J _ o REVD SDL=280' 20 10 0 20 40 o Dead end road; therefore directional factor is % of total VPD (D= 0.5). Note this j SCALE IN FEET MAX SDR=100' ignores the fact that golf view drive does intersect this street, but to anticipate 0 F_ tributary flow in the traffic model ignores the primary use of the street, which is: Q 0LO cc y� access to and from the golf course. Tom) V o Vnorth= Vsouth= 1790 x 0.5= 895 VPD xU. O LL w rn Highway Traffic Breakdown (Peak Hour] = 0 o = o w o VpeakSouth= 895 x 0.1= 90 VPH (advancing) �rn Li L Ki o % left turns into site (use higher of 8(am) or 28(pm)) / 90VPH... use 30% m Advancing Vol.= 90VPH (Use 100 ft. to get into chart values) _ o 0 o Design Speed= 40 mph (must use 40 to get into chart values)= 40 mph 685 +20 +40 +60 +80 1+00 +20 +40 +60 +80 2+00 +20 +40 +60 695 .•E 685 680 0+00 SCALE I" = 5' VERTICAL o Source: VDOT 2016 Jurisdictional Traffic Data, Albemarle County, State Rte. 1816 5 � v J S _ N/A 0 o, AVONDALE LANE • Design Speed Golf Drive= 25mph 2.5 C4 rn o Source: "Old Trail Golf Course Access" Plan set for construction, By Timmons 710 o V is Q Group, 2004 0 0 _ o VDOT Traffic Data Quality Value= R (Raw) SCALE IN FEET o K factor (peaking factor) = not available from Jurisdictional Traffic Data 0@) o D factor (directional factor) = not available from Jurisdictional Traffic Data 705 SCALE I" = 20' HORIZONTAL >U. 9z J w M • Existing Highway Traffic Breakdown (Directional) J C/)J _ o Val= 1790 VPD (assume no trucks) 20 10 0 20 40 o Dead end road; therefore directional factor is % of total VPD (D= 0.5). Note this j SCALE IN FEET DENOTES LOCATION ignores the fact that golf view drive does intersect this street, but to anticipate 700 F_ tributary flow in the traffic model ignores the primary use of the street, which is: Q 0LO cc y� access to and from the golf course. Tom) V o Vnorth= Vsouth= 1790 x 0.5= 895 VPD xU. O LL • Existing Highway Traffic Breakdown (Peak Hour] 695 o K factor = 0.1 (assumed) o VpeakNorth= 895 x 0.1= 90 VPH (opposing) o VpeakSouth= 895 x 0.1= 90 VPH (advancing) �rn Left Turn Warrant (Using VDOT Two-lane warrant chart) 690 o % left turns into site (use higher of 8(am) or 28(pm)) / 90VPH... use 30% o Advancing Vol.= 90VPH (Use 100 ft. to get into chart values) _ o Opposing Vol.= 90VPH (Use 100 ft. to get into chart values) o Design Speed= 40 mph (must use 40 to get into chart values)= 40 mph 685 • Summary Findings: Opposing V= 100, Speed = 40 mph, 30% left +80 3+00 +20 +40 +60 +So 4+0o turns.... This set of parameters requires 340 VPH advancing for positive warrant, project indicates that 90 VPH will oppose. Therefore, NO TURN LANE is Warranted. SIGHT DISTANCE PROFILE FOR SD5 +20 +40 +60 +80 1+00 +20 +40 +60 +80 2+00 +20 +40 +60 +80 3+00 695 ON 685 680 +20 /I REVD SDL=280' W � v J S _ N/A 0 o, AVONDALE LANE C4 rn [L LU o. o V is Q N NW D m 0 _ 0 =_ o Z QW 0@) w a: LU >U. 9z J w M a2 a: , > J J C/)J _ 00) w U) Q ''Q^^ UQ r-LU ON DENOTES LOCATION v! JZ +20 +40 +60 +80 1+00 +20 +40 +60 +80 2+00 +20 +40 +60 +80 3+00 695 ON 685 680 +20 /I REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL NA 0) W W � v J w a 0 FLg [L LU o. o V W Q N NW D m `L ON g= z Z QW 0@) a: LU >U. 9z V1 V a2 a: , > J J C/)J _ 00) w ''Q^^ UQ r-LU ON 0 v! JZ F_ Q 0LO cc y� v �� Tom) V rz WZ xU. O LL 0 0� wo V1 CC CLy V N O Q LU LU Q �rn UJ z Q _ Z a O W REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL NA 0) W W J z 0 FLg [L o. z N a� W>�I zUL-L � U Qr L V < J C/)J _ m 0� Ir w 0 0 F— m F_ Q Q Q = O 0 CC ...� FILE NUMBER 8053 SHEET 17 OF 22 705 695 • 675 670 665 660 STORM SEWER PROFILE FOR STRUCTURES OUT TO 8.0 ■ CD N N �w Ln w Ln w O � (0 c00000 Co00 c�cfl(0II0000 00 0000 �O �O F -O ~II II II II ~II ~II ~II ~II II II II OZ OZ OZ OZ Z z Z �z 0Z 0Z 0Z zz zz zz » > > > >> » » » zz z z z zz zz ZZ zz 705 705 C3 700 700 C C c 695 c 695 T z C F F- 690 U 690 685 685 680 68 O 675 675000 O F- O > 670 670 z STORM SEWER PROFILE FOR STRUCTURES 3.0 TO 13.0 11+00 LL, 10+00 10.0 11. UD: 3.0 O a U-)mrri 665 w (0 to 0'- L� (o0L6 N �-r� _ 0) 0) a) rnrn 0)0) 0)0) r to t0 H 0) O (D (0 co H M 00 r - N 0)C0 :D U : U U : U 0) J L 11I :2_ W 00 °'11 C) 6 (0 00 00 F- II Q 11 II II Z 0_ � O JZ 20 � 1 11 I I II vCy 04 a0 0 Oz N N 0 LL , w LO :i aw y V N Z O CPQ M Q- WT iii » N N z a O 'Z, W ZZ 665 w O r _ O o 2 N +50 �F- +50 N _ 00 _ toOCfl TNN 1t 1P 0f 00 r_� 000 OON 00 Co - d CA CO wa CF) cO (o _j J (o0DJ J (oo(ODJ J co I I 0 r. z>Z O = !I o> Z o > cn �. U) C/) T -- ----cO II �C 0),--, 0W Ln. . to ZO > H 8" WL XING 8' ...� Z �::.'..:.::.:::':'::.::: W /// � + :::: �.-.. -:..-... 1 IDI 24 V. - NE .--- 2.0 _... �Y � 110 _..._..._..._..._. > V) - 76.18' 15" 00.53% DPE 20.57' z> z> 9' -15'° 00.55% .64" DPE ®0 Z> O �072% TH o - 1-121 o 0 I= � 1.0 8" �o ¢ F- 86 r �� \ 0.� 18" CLEARA QU) V) .. 4 8" SS XI N�----------------- .......................................... .......................................................... ........................ 8' WL XING 8' WL XING C? O Ln ........................................... L0 0 01 O O 00 O OO O� `E �O �r, 00 NOM �O r7O r 004 - 01, O N N (C) (0 �h O Oto O u7 (0Q) .. ..... .......................................... II(0 . ...... II IIS IIS II II F- II II � II r - II II Z Z OZ Z OZ L ........:.::.':.'......-:.'.':..'.':.'...'..'.-...... 1 ........................................ OZ 8':'::�W:L::'X}N . 1 OZ OZ 0 >> u �.. » » IK>> z zz z ZZ zz z zz zz W 12" CLEARANCE / .................... .......................................................................................................................................... ....................................................................................... . OUT �^ O ,�....... .....XIN ......IYI?......................................................... G.S.... _ II O o I .'....' .........:.....:..:...........:..::.:...:..::.. _..._..._..._... _ 60 77' -15" 7.11 - �9, O o Z O > I ::::.:::::::::::' ::-::':::'::':::::::::::::::::::::':.':.......'..' ,'•,_.;:.:::.:.'.'.'.� .................. E (0�1 69% HD E ®0.66 to r- O F- �/ p ' 1 1 ate. _..................... ............ -.. 7 1.:::•. >� -15 HD 8" 0 XING Z O > F- c~i)�/ I _... 174.46' '�::..':....'.•:.'.::................... -18" H E::�O;.:% -.......... :::::::::::::::::: ,.. :. t W/ 5" CLEARANCE II t- o i I ,... .::..::..:':$".1 SS XING ::':V4}✓ 1 '° CLEARANCE o = ' :':':':'::: ':': + O e II ® O r_ 46.89' - 24" HD'DE ®0.61 ° CD N N �w Ln w Ln w O � (0 c00000 Co00 c�cfl(0II0000 00 0000 �O �O F -O ~II II II II ~II ~II ~II ~II II II II OZ OZ OZ OZ Z z Z �z 0Z 0Z 0Z zz zz zz » > > > >> » » » zz z z z zz zz ZZ zz 705 705 C3 700 700 C C c 695 c 695 T z C F F- 690 U 690 685 685 680 68 O 675 675000 O F- O > 670 670 z STORM SEWER PROFILE FOR STRUCTURES 3.0 TO 13.0 w 11+00 LL, 10+00 10.0 11. UD: 0 O a U-)mrri 665 w (0 to 0'- L� (o0L6 (o _'t �-r� 1 0) 0) a) rnrn 0)0) 0)0) r to t0 H 0) O (D (0 co H M 00 r - N 0)C0 :D U : U U : U 0) J L 11I :2_ W 00 LL LL � C) 6 (0 00 00 F- II Q 11 II II Z 0_ � O JZ 20 � 1 11 I I II vCy 04 a0 0 Oz N r. 0 LL , w LO :i aw y V N Z O CPQ M Q- WT iii » N z a O 'Z, W ZZ 665 w r _ + o 2 N +50 �F- +50 N _ N= _ toOCfl TNN 000N 1P 0f O 000 OON 00 Co - d •d'-I- wa cEDccoo� D (o _j J (o0DJ J (oo(ODJ J I Oo z>Z O = !I o> Z o > cn �. U) C/) 8" WL XING 8' ...� W 24 �::.'..:.::.:::':'::.::: W Y 8"'AWL XINC CLEARANCE :::: �.-.. -:..-... 1 IDI 24 V. - NE .--- _... �Y � IL _..._..._..._..._. .. t..._... 4.83' -15» - 76.18' 15" 00.53% DPE 20.57' 9' -15'° 00.55% .64" DPE ®0 183.80 �072% TH HD 00. E 5% �, N8 8" 'SS XING 86 ° W 18" CLEARA C 4 8" SS XI W/ 18" L ANCE Ln L0 0 01 O O 00 O OO O� `E �O �r, 00 NOM �O r7O d 004 - 01, O N N (C) (0 �h O Oto O u7 (0Q) 11(0� II(0 IIS II IIS IIS II II F- II II � II II I II II Z Z OZ Z OZ OZ O OZ OZ >>> >> >> > » » IK>> z zz z ZZ zz z zz zz w 11+00 LL, 10+00 +50 13+00 UD: U�Nr O a U-)mrri 665 w (0 to 0'- L� 660 w +75 10+00 +50 11+00 +50 12+00 +50 13+00 +50 14+00 +50 15+00 +50 16+00 +50 17+00 +50 18+00 +50 c� a GOON rl�a! 00007 Tco,n l_�Nd TON NOR1fl Mn d It q OInt7 MOOto 0) tnOtn 0 trj0 - 00000 t70M OC-4ri (o -*N 0K)0 (DnT 't0LO N - MO -r- (0 tt')0U) 00. -CO I-N� "iL(i " 0366 W r- r- r- r` 0000 0000 0000 0000 0000 00 0) 00 0) 00 O T r O T 00 O 0) O CA to CP O OCA 00 0) Co co J 0 (0 J Co to (0(01-- (c)(01- co to co (D J Co c0 J (0 tD J to (0 (.0(0 to (0 J O c0 H 0 to I- O O I- W c0 I- Co c0 J J J U 0 D J J J J J -J .D :DD D J U U Li 91 _j � ✓L U U U U LL OLD TRAIL VILLAGE -BLOCK 22 DOT REPORT 05/21/18 Drainage Area Intensity, I Discharge, Total Discharge, Discharge Carryover, Intercepted Flow, Bypass Flow, Gutter Width, Pavement Cross Slope, Gutter Cross Slope, Equivalent Gutter Cross Ratio of Frontal Flow Structure Inlet ID Runoff Coefficient, C ) Qb (cfs) ) W ( ft ) Sx (ft/ft ) Sw ( ft/ft) Sloe Se (ft/ft) to Total Flow, Eo Slope, WIT Efficiency, E (ac) (in/hr) Q (cfs) Qt (cfs) Qb (cfs) Qi (cfs) r 1.0 VDOT MH -1 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 ���Q'yTH OF r 2.0 VDOT DI 2B 0.35 r 6.65 r 0.85 1.16 1.16 0.00 1.12 0.04 2.00 0.02 0.08 0.16 0.93 0.38 0.96 r 3.0 VDOTMH 1 N/A r STORM SEWER NOTES: N/'A r 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/Ao ✓ • r 4.0 VDOTDI-2A 0.15 6.65 0.90 0.90 0.90 0.00 0.85 0.05 2.00 0.02 0.08 0.16 0.94 0.54 0.94 O 5.0 VDOT DI -2A 0.08 r 6.65 r 0.90 0.48 0.48 0.00 0.48 0.00 2.00 0.02 0.08 0.17 1.00 1.14 1.00 ' 1. ALL STORM SEWER STRUCTURES DEEPER THAN r r 6.0 VDOTDI-2A 0.01 6.65 0.90 0.06 0.06 0.00 0.06 0.00 2.00 0.02 0.08 0.17 1.00 2.27 1.00 Jimmy L. Taggart 4' REQUIRE STANDARD STEPS, VDOT ST -1. r r r 7.0 VDOTDI-2B 0.04 6.65 0.90 0.24 0.24 0.00 0.24 0.00 2.00 0.02 0.08 0.17 1.00 1.49 1.00 2. ALL STORM SEWER STRUCTURES DEEPER THAN r r r Lic. No. 8,0 VDOT DI -2A 0.34 6.57 .85 1.08 1.08 0,00 1.03 0.05 2.00 0.02 0.08 0.16 0,95 0.57 0.95 � 22841 sv� 12' REQUIRE SAFETY SLABS, VDOT SL -1. r r �p 1 4.1 VDOT DI -2C 0.37 6.65 0.85 2.09 2.14 0.05 2.14 0.00 2.00 0.02 0.08 0.02 0.00 0.30 1.00 .4' 3. ALL STORM SEWER STRUCTURES WITH A 4' , . r 41SSIONAL OR GREATER INTERNAL DROP BETWEEN THE r 3.1 VDOTDI-3C 0.36 6. 14 0.85 1.88 1.88 0.00 1.91 0.00 2.00 0.02 0.08 0.02 0.00 0.28 1.00 INVERT IN AND INVERT OUT ARE REQUIRED 9.0 VDOTMH-1 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 TO HAVE INLET SHAPING, VDOT I -S1. r 10.0 VDOTDI-26 0.24 r 6.65 r 0.85 1.36 1.36 0.00 1.32 0.03 2.00 0.02 0.08 0.16 0.96 0.47 0.98 4. MINIMUM WATER MAIN COVER HAS RECENTLY r 11.0 VDOTDI-2A 0.01 r 6.65 r 0.90 0.06 0.06 0.00 0.06 0,00 2.00 0.02 0.08 0.17 1.00 2.48 1.00 BEEN REVISED TO 3.5 FEET OF COVER, r 12.0 VDOT DI -2A 0.02 r 6.65 r 0.90 0.12 0.12 0.00 0.12 0.00 2.00 0.02 0.08 0.17 1.00 1.91 1.00 WHICH HAS BEEN REPRESENTED HERE FOR r 13.0 VDOT DI -2A 0.56 r 6,81 r 0.85 3.00 3.00 0.00 2.10 0.91 2.00 0.02 0.08 0.12 0.68 0.28 0.70 DETERMINING THE CLEARANCE BETWEEN THE ' 3.2 VDOTDI3C 0.44 r 6.65 r 0.85 2.49 2.49 0.00 2.49 0.00 2.00 0.02 0.08 0.02 0.00 0.27 1.00 WATERLINE AND OTHER UTILITY LINES. SCALE I" = 5' VERTICAL OLD TRAIL VILLAGE -BLOCK 22 INLET REPORT 05/21/18 OLD TRAIL VILLAGE -BLOCK 22 PIPE REPORT 05/21/18 5 Structure Name InletTYpa Throat Length (ft) Catchment Area Runoff CoefFAA Time to Discharge Intercepted Bypass Flow Gutter Ponding Depth Rainfall Intensity Curb Opening Local Downstream Upstream eam L ngth Diametereter Downstream Upstream Actual Flow Capacity Velocity Downstream Upstreamstream (Acres) Inlet (min) (cfs) Flow (cfs) (cfs) Spread (ft) (in) (in/hr) Height (in) Depression (in) Material Slope (%) r 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 Node Node (ft) (in) Invert (ft) Invert (ft) (cfs) (cfs) (fps) HG (ft) HGL (ft) 2.5 r 2.0 DI -26 4.00 0.35 0.85 5.00 1.16 1.12 0.04 5.28 2.79 5.81 6.00 2.00 r 7.0 r 8.0 19.57 15.00 HDPE 685.61 686.50 4.55 1.03 14.97 6.99 686.61 686.61 r r r 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 6.0 7.0 97.11 15.00 HDPE 685.00 685.51 0.53 1.26 5.09 3.43 686.00 686.18 r 4.0 DI -2A 2.20 0.15 0.90 5.00 0.90 0.85 0.05 3.71 2.41 6.05 6.00 2.00 r 5.0 r 6.0 60.77 15.00 HDPE 684.50 684.90 0.66 1.29 5.69 3.75 685.50 685.91 0 r SCALE IN FEET 5.0 DI -2A 2.20 0.08 0.90 5.00 0.48 0.48 0.00 1.76 1.94 6.15 6.00 2.00 r 4.0 r 5.0 127.04 15.00 HDPE 682.25 684.40 1.69 1.71 9.13 5.70 683.25 685.30 r r r 6.0 DI -2A 2.20 0.01 0.90 5.00 0.06 0.06 0.00 0.88 1.73 6.22 6.00 2.00 3.0 4.0 174.46 18.00 HDPE 681.00 682.00 0.57 4.40 8.64 4.91 682.20 682.68 r 7.0 DI -26 4.00 0.04 0.90 5.00 0.24 0.24 0.00 1.35 1.84 6.35 6.00 2.00 r 2.0 r 3.0 265.87 18.00 HDPE 672.66 680.90 3.10 11.57 20.09 11.77 673.96 680.96 SCALE 1" = 50' HORIZONTAL r 8.0 DI -2A 2.20 0.34 0.85 5.90 1.08 1.03 0.05 3.48 2.35 6.37 6.00 2.00 r 1.0 r 2.0 46.89 24.00 HDPE 672.28 672.56 0.61 12.35 19.17 6.48 673.38 673.50 r 4.1 DI -2C 6.00 0.37 0.85 5.00 2.14 2.14 0.00 6.75 3.14 6.65 6.00 2.00 OUTFALL r 1.0 42.78 24.00 HDPE 667.70 671.78 9.53 12.28 75.85 17.75 669.20 672.45 Nowr 3.1 DI -3C 6.00 0.36 0.85 6.70 1.91 1.91 0.00 7.09 3.22 6.01 6.00 2.00 50 25 0 50 100 r 9.0 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 r 12.0 r 13.0 20.07 15.00 HDPE 685.00 685.17 0.85 2.10 6.46 4.70 686.00 686.02 r SCALE IN FEET 10.0 DI -213 4.00 0.24 0.85 5.00 1.36 1.32 0.03 4.30 2.55 6.14 6.00 2.00 r 11.0 r 12.0 76.18 15.00 HDPE 684.50 684.90 0.53 2.20 5.08 3.99 685.50 685.79 r 11.0 DI -2A 2.20 0.01 0.90 5.00 0.06 0.06 0.00 0.81 1.71 6.20 6.00 2.00 r 10.0 r 11.0 54.83 15.00 HDPE 684.05 684.40 0.64 2.21 5.61 4.30 685.05 685.37 r 12.0 DI -2A 2.20 0.02 0.90 5.00 0.12 0.12 0.00 1.05 1.77 6.29 6.00 2.00 r 9.0 r 10.0 63.79 15.00 HDPE 683.60 683.95 0.55 3.40 5.20 4.52 684.60 684.85 r 13.0 DI -2A 2.20 0.56 0.85 6.10 3.00 2.10 0.91 7.14 3.23 6.31 6.00 2.00 r 3.1 r 9.0 83.80 15.00 HDPE 682.90 683.50 0.72 3.36 5.94 4.99 683.90 684.43 LEGEND r 3.2 DI -3C 6.00 0.44 0.85 5.00 2.49 2.49 0.00 7.31 3.27 6.65 6.00 2.00 r 3.0 r 3.1 42.63 18.00 HDPE 681.00 682.65 3.87 7.42 22.45 11.40 682.20 682.90 r 3.1 r 3.2 157.99 15.00 HDPE 682.90 687.81 3.11 2.49 12.37 7.88 683.90 687.81 95% COMPACTED FILL AREAS F 4.0 r 4.1 55.13 15.00 HDPE 682.25 685.00 4.99 2.14 15.67 8.94 683.25 685.00 - - - - EXISTING GRADE SEDIMENT BASIN/EXTENDED DETENTION Channel Protection Type: Trapezoidal, Equal Side Slopes 4.0 C CL 1 `RI RAP OUTFLOW PROPOSED GRADE opi ,� 24» 1 . Channel Geometric Properties 00 18 MIN. DEPTH - - - - HYDRAULIC GRADE LINE /UNDERLYING F.F Q = 6 cfs (WORST CASE) BIOFILTER Dimensions : Left Side Slope ................................... = 2.00:1 i2 3.0 .Y. L IP AP Right Side Slope .................................. = 2.00:1 -�- FLOW DIRECTION ARROW 0 P 2 00 36" MIN. DEPTH Base Dimension ................................... VARIABLE (8'-20') APRON LENGTH = 10' PRE -TREAT /UNDERLYING F.F TYPICAL STRUCTURE BASE (12") FHA TANGENT FLOW OUTLET PROTECTION CACULATIONS FOR EROSION CELL 2. Design Parameters 2 YEAR FLOW DEPTH IN OUTFALL= 0.38 FT WITH PIPE SLOPE =0.095 FT/FT FROM PLATE 3.19-3, D5o REQUIRED FOR STABLE FLOW=0.50 FT Mannings coefficient,n.......................................... 0.050 (Rip -Rap) D50 SPECIFIED=1.1FT (CLASS I RIP -RAP) APRON LENGTH = 40 Pie Slo e,s 9.500 2 YEAR DISCHARGE FROM OUTFALL= 6 CFS FROM PLATE 3.18-4, La REQUIRED W/ 18" MIN. DEPTH =8.5 FT 3. Design details La SPECIFIED=10 FT Discharge....................................................... 6.00 cfs (2YR) Velocity........................................................ 17.50 fps \\ DEPTH OF FLOW UNDER CONDITIONS .............. 1.29 FEET (3 FT DEPTH PROVIDED) +50 11+00 +50 12+00 +50 13+00 tnOtn rnN1_ O0 CjIR COO Co >>> 0'- 'tOd- (o0L6 (o _'t �-r� 0)0)0 0) 0) a) rnrn 0)0) 0)0) 0000 to t0 H Co 0 I- O (D (0 co H CO co I- to c0 J :D U : U U : U U J L 05 0 700 695 690 WL XING r 12 EARANCE 685 675 670 +50 STORM SEWER PROFILE FOR STRUCTURES 4.0 TO 4.1 r[•001111111 670 665 NIN N ,i Cn CD Cao 11 700 +50 ■ 685 680 675 670 665 r 1 660 STORM SEWER PROFILE FOR STRUCTURES 3.1 TO 3.23 2 3 _ 705 00 O O O (0 O II 700 c11 2) 700 0 I z O.. + 6- 0:2 z> 695- ~o 0 695 Z> ¢F- O co Q� V) 690 690 _.:::::::':•::•::•:':::::�::::::::�:::::::::::::' 685 ,...-.'PE \::::: 685 9, ,1 151 675 675 04 N 00) T i v 0000 :D II II Z r; OZ 670 >>> 00 00N 660 Zz z w ..W 10+00 Q 00 (0 c�a OMn 2 N J� wna. c(ooto N J J a o� ,i Cn CD Cao 11 700 +50 ■ 685 680 675 670 665 r 1 660 STORM SEWER PROFILE FOR STRUCTURES 3.1 TO 3.23 2 3 _ 705 00 O O O (0 O II 700 c11 2) 700 0 I z O.. + 6- 0:2 z> 695- ~o 0 695 Z> ¢F- O co Q� V) 690 690 _.:::::::':•::•::•:':::::�::::::::�:::::::::::::' 685 ,...-.'PE \::::: 685 9, ,1 151 675 675 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL 11 670 C140):0 00) T i v � a r; rn 670 00 00N N o ..W U 00 (0 O �N 2 N J� Z CL N Q� a o� IIS i - J J O O ODQ� W 00 LL LL � ot�p/�AA F- J >- Q � II II Z � O JZ 20 II vCy 04 a0 0 Oz �0 W2 m 0 L .. LL , w LO OZ aw y V N Z O CPQ > WT » 665 zz z a O 'Z, W ZZ 665 w o 2 10+00 +50 11+00 +50 0a toOCfl TNN 000N 1P 0f O 000 OON 00 Co - d •d'-I- wa cEDccoo� D (o _j J (o0DJ J (oo(ODJ J I REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL T i v � a W co J Z o ..W U rT� F� O �N 2 N J� Z CL N Q� a o� Z� i - J J O O ODQ� W 00 LL LL � ot�p/�AA 1L v� J >- Q UQw OJo � O JZ 20 0� y� vCy 04 a0 0 � �0 W2 m 0 L .. LL , w LO O aw y V N Z O CPQ W WT W O a O 'Z, W REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL FILE NUMBER 8053 i SHEET 190F22 � W J Z O �N a J� Z CL N - > Uj i - J J Z = ODQ� WJdS m < W a 0 OJ O r/ FILE NUMBER 8053 i SHEET 190F22 705 700 695 675 670 665 655 650 645 LU 0 w� o� 0 p: O w(L I1 i- D:2 C/) 675 II SANITARY SEWER PROFILE FOR STRUCTURES I TO E SANITARY SEWER PROFILE FOR STRUCTURES B TO K II z d U')II 670 665 660 655 12+00 0000 (0 13+00 +50 �rn 650 0 IIS 00 r- II j II 17+00 D I{ D Z II +50 MORLn ?Z -- 645 II II II �z M00d- OZ G Igri NIR Odd q1d nO,I: O 00MV") z > > ?Z K)0N ZZ >> O(O�t 00- I-CicV d'rcO >>> Z 000N Z 15" STM XING W1 12 CLEARANCE •co co 01LOI L s E 705 700 695 ••/ 685 675 +25 +50 11+00 670 665 660 655 12+00 +50 13+00 +50 �rn 650 10 of IIS 16+00 +50 17+00 D I{ D Z 18+00 +50 MORLn ?Z -- 645 +25 +50 11+00 +50 12+00 +50 13+00 +50 14+00 +50 15+00 +50 16+00 +50 17+00 +50 18+00 +50 MORLn ICON C OC! O(0 17 x71()00 Lq'in NM 0) M00d- 00N G Igri NIR Odd q1d nO,I: In '-d 00MV") O1*�t (DEAN K)0N I,NLO rnd•It O(O�t 00- I-CicV d'rcO N-00 000N I'701� 00-(0 I-N<t (Dd'N r�N� r- ^ r- r- 00 00 0000 0000 O 00 MOD 0000 00 0) 00 O r- O �- 00 0) 0 O O O O) O 0) 0) (0 (0 J t0 co J (D (0 (0(01-- (0 Co F- (D (0 F- (0(01-- (0 O J (0 (0 J 0 (O J (D c0 (0 O J (0 c0 !- (0 (O F- cD O F- (O t0 F- Li L� D U D U D U D UU SDR -26 Li Li L� F ti. D U :.J U :D {, SDR -26 683.56 687.79 5.73 E 691.79 V)- - ,- V) -- --_ SANITARY SEWER REPORT 06/18/18 Structure Rim -Eley Downstream Node Upstream Node Length (ft) Diameter (in) Material Downstream Invert (ft) Upstream Invert (ft) Slope (%) EX.1 662.14 EX.I A 95.81 8.00 SDR -26 654.56 668.92 14.99 A 677.92 A B 272.61 8.00 SDR -26 668.92 678.60 3.55 B 688.22 B G 120.85 8.00 SDR -26 678.80 681.20 1.99 G 690.73 G H 102.97 8.00 SDR -26 681.40 681.98 0.56 H 691.98 H K 146.17 8.00 SDR -26 682.18 691.37 7.44 K 695.37 H 1 49.53 8.00 SDR -26 682.18 686.41 8.54 1 690.41 B C 243.03 8.00 SDR -26 678.80 680.17 0.56 C 690.17 C D 156.84 8.00 SDR -26 680.37 683.36 1.90 D 694.36 D F 53.89 8.00 SDR -26 683.56 691.50 18.81 F 695.50 D E 73.91 8.00 SDR -26 683.56 687.79 5.73 E 691.79 V)- - ,- V) 705 700 G C F- 4 685 680 675 w o 10+00 U 0_ to N M O O 0000N X 0_' O 00 Lu o. (D (o F- +50 11+00 +50 12+00 +50 13+00 +50 MN 7 0N00 000 0000 In(000 000 'tCiIn 0OL6 (O 6 In•-ri (6NKi I�Mr<) OInL0 M00 0)())rnO 00) 0)0)0)0)Orn (D 0 (D (0� (D co � (0 (0 j (D (0 F- (D to � r U U U U U U U SANITARY SEWER PROFILE FOR STRUCTURES D TO F F 705 c c c C 70(9 z C F- V 695 K 685 675 O 00 10, 0, (14. O N II I H Uj + 00 .-, o_ GT o O 680100 cin , Q `n rn 04 N (00000 C6 (000 N Ln �o II 00 � cc II z Z 695 69 47 F- �95 co 0 V-)0 0 Lq O� rn �V) Q000 00 o CK Of 0. z 00) Oz Z O �coo >>> > zzz z L0 cV to 690 = (0 (0 aQa UA C3 , M:2 of W2 OU Z Ili LO (/�� W �W V N Z4 0� Qy N Z W z 17 0 00 p ry W + Z (0-__ N . J'! H Cf) II + = II z V)- - ,- V) -- --_ -- O', a r cn co.. Cn 10 ®1 . rL6 �o 15 STM XING W 18" CLEARANCE 102.97 -8" SDR -26 +0.567. g qo 120.85 0 1q0 O O N 0 00 O 00 00 0000 00 -,,1- <- r- cfl 00 00 I1(0� 00 IIS .� II(0� N N II D II IIII z 1- II II z Oz Oz Oz >>> >> >>> zz z zz zz z 21 w o 10+00 U 0_ to N M O O 0000N X 0_' O 00 Lu o. (D (o F- +50 11+00 +50 12+00 +50 13+00 +50 MN 7 0N00 000 0000 In(000 000 'tCiIn 0OL6 (O 6 In•-ri (6NKi I�Mr<) OInL0 M00 0)())rnO 00) 0)0)0)0)Orn (D 0 (D (0� (D co � (0 (0 j (D (0 F- (D to � r U U U U U U U SANITARY SEWER PROFILE FOR STRUCTURES D TO F F 705 c c c C 70(9 z C F- V 695 K 685 675 O 00 10, 0, (14. O N II I O Uj + 00 .-, o_ II o O 680100 cin , Q 04 N (00000 C6 (000 N Ln �o II ,1b � J CLa= z z z z Z 695 69 47 F- �95 co 0 V-)0 0 Lq O� r -i u-) In - �V) Q000 00 o +50 Of 0. z 00) Oz Z O 0 0_ >>> > zzz z L0 cV to w o 10+00 Q� Of 0 a: 000 ED � d X0- O0N w 0_ (D (0 1- D U +50 r -0N 00 L0 r) ((0 0 1- U SANITARY SEWER PROFILE FOR STRUCTURES H TO J 705 705 00 70` rn O Uj 00 W II o 700 70( 680100 :�00 04 N (00000 C6 (000 T:2 Ln II II 0 + � J CLa= z z z z Z 695 69 > O '�, II F- �95 ai- O� z> �V) 10+00 +50 Of 0. z 00) >J W 0 0_ �N 690 690 L0 cV to 690 685 675 .: Il��f//.I • 705 695 15-•x, 675 670 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 -�- FLOW DIRECTION ARROW TYPICAL STRUCTURE BASE (12") /7, T,TH op Jimmy L. Taggart Lic. No. 22841 olp�,`S'S I O NAL S't I �- CO Nq /`L O Uj 00 W °,-° °° g 680100 dN 80 04 N (00000 C6 (000 j II II II OZ Z O J CLa= z z z z -�� - -J� 675 75 w O� I- ® 10+00 +50 Of 0. z 00) >J W 0 0_ 00 O O O L0 cV to m W(L (0 (0 aQa UA U , 705 695 15-•x, 675 670 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 -�- FLOW DIRECTION ARROW TYPICAL STRUCTURE BASE (12") /7, T,TH op Jimmy L. Taggart Lic. No. 22841 olp�,`S'S I O NAL S't I REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL V/ Uj W o g U j W �N N? -> J CLa= 2� C'jQ -�� - -J� ImZ W O� I- rcW>LL OU z 4 V1 4 0. z 00) >J W 'V vJ oW J m J Z N Lo Ca `INrz aQa UA 0 , of W2 OU Z Ili LO (/�� W �W V N Z4 0� Qy Z W z ZI a. ® W REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE AS SHOWN CONTOUR INTERVAL V/ Uj W o g j Z Ir �N -> W U -�� - -J� W v O:)Q I- V♦ cz W Q m Q aQa of Z CC O rQ Y / FILE NUMBER 8053 SHEET 20 OF 22 42"MIN a O P j ®d 9 A> WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT, 6" GATE VALVE 8,. X 6" a TEE RESTRAINED JOINT FITTINGS NOTE : 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE, 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALT_ BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL~ N.T.S. FIG, W-4 TD -8 V COMPRESSION x 311 MALE PIPE COUPLING CR APPROVED EWLAL. 1" ryrE "I<" SOFT COPPER NOTE: NO WEftTLU FITTINGS DUAL SERVICE Wff COPPER N.QLE SERVICE 1) SADDLES SNAIL. EW USED ON PVC PIPE 127- 3$1 MIN. 1/8 9EhIG C4UPiJt'� SAND OR DUST UNDER BOX A SE -MR (2 -INCH MINIMUM THICHNESS) FOR, U4,I7 ON A7rACHED SINGLE FAMILY RESIDEIR11AL SERVICES LOR DUAL RESWENMAL AND IRRIanom SERI cm R I' CT?MPRE $ION x 3/4' MALE PIPE COUPLING OR APPROVED LQUAL FOR USE ON DETACHED SINGI E FAWIL,Y MESIUEN11AL. SERVICE WERE AN IRRICA110N 14M. IS NOT PROVIDED. CAT IRON LID GRADE BRICK AS NECESSARY 4' DJAMc" iFAIN PIPE }.- LONG STONE POCKET, V&0T SPEC; 20, Nqt -57 AGGREGATE TYRCAL SERVICE LATERAL INSTALLATION 1 (5/8,� 1 " METERS) NTS FIG. W -6A. TD -10 4" DIAMETER BRANCH AND VALVE ---.,, - WATER MAI PVC SLLE'V1:-f­,\ THRUST BLOCK-----,,,,, I VALVE BOX N4.J, FITTING N. • i . VARIES VALVE BOX VARIES VRESTRAINED JOINT FITTINGS ON --LINE (TYPE "") VARIES 'b I /- w / VARIES WATER MAIN AND VALVE ARE SAME SIZE J, PI UG THREADED COUPLING BRASS NIPPLE AND IVC CAB LUBRICATE ALL THREADS METER. BOX (SEE FIG. W-7) NO. 57 STONE `-2" PIPE SLOPFF) TO DRAIN IF 4 GRACE ALLOWS VARIES 2" BRASS PIPE 2" THREADED TAP PLUG DEAD EIS (TYPE "A") TYPICAL BLOW OFF ASSEMBLY NTS FIG. W-8 TD --19 ACSA GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE 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. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE W17H THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED, AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. TRAFFIC CONTROL SIGNS SHALL CONFORM TO THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPES SHALL BE REINFORCED CONCRETE PIPE -CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR CONSTRUCTION INDUSTRY (29 CFR PART 1926). ACSA GENERAL WATER & SEWER CONDITIONS FEBRUARY 06, 2013 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ASCA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE AL.BEMARLE COUNTY SERVICE AUTHORITY. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" (1.-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3.5 FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS, AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING FUTURE EXTENSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS, EFFECTIVE JANUARY 04, 2014(SENATE BILL 3874, WHICH MODIFIES THE SAFE DRINKING WATER ACT). emu l't'j,TH OF vl� Jimmy L. Taggart Lic. No. 22841 � _� 'A NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- e U VILLE THREADS WHICH IS 1 THE LOCAL STANDARD. LENGTH OF BRANCH VARIES 6' MIN - 2' TO 10' -- y\\f 45' I 18"-22" 7 CU. FT. GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL °j /`3 V H #68 STONE -1 g{J PLACE 5 C AL.VANIZED 'WITNESS POS1 WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS MARKER L TI € AS DIRECTED. MARK OCA ON MAY BE SUBJEC TI\RENT APPROV^L. TO HIGHWAY DEPARMaIx N = L � �� . ��` -- �\� MaX' �� ''I r- �tS V a Z (0 ° FINISHED GRADE UZ95 V c O V J W Ix O U. �' P L uc L4 (LZ =III -I 11TI 11-1 11- ^I 11=i 1 i=1 11=1 I IT a_ Q l N OW �N I FINISHED GRAD: = JZ I ). 0 a I '4 'k"II1\l INITIAL BA,CI�FIL u 8 F, ' i•�':IN I�ilhl. ' f�l �hlf f 6" BEDDING U V I ,'t 4"' ?,y, Lu 0¢ f ;` 2 ;, _ C. ,, _ Q W AIR RELEASE VALVE ("� CID #68 STONE,. 1z �� ('"' n- .{([ 1 T O ,J BRONZE GATE 0 BRASS R BRONZE PIPE VALVE F� J/ O i a W V♦ 'O STABLE SOIL ROCK U - € ADJUSTABLE VALVE BOX W1 LID !! �\ ✓ FOR ALL BENDS FOR TEE OR WYE FITTINGS WIDEN TRENCH TO Com. IIIII� SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL, STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND t_ F . ACCOMMODATE / F F/// LL•->' ANCHOR IF DRAIN TO GRADE Ir. IF POSSIBLE _ ! III -I THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF � ., � ,� REQUIRED. ' O O 968 STONE. L�. / ; �a; ! n ;� ..`.._ r. BEDDING AS 11„Ili_- __... 1I I y REC)UIRED , i / , ........, I �o BRICK SUPPORTS OR r� F UNDATION IN POOR SOIL UNDER - CUT CONDITION U > / g SOLID CEMENT BLOCKS 3�;� `E1 iv1.J. GATE VAI VE ; LUG �. ✓ - `°h MIN MiN��� CRUSHED STONE , SOFT COPPER l %Y ........__.., ........... _ f .,' f. 4'm xi``�, INITIAL BACKFILL E 4;0,N UNSTABLE SOIL\ = MIN WWII vlr: ri ,.... L.. =�-.-�-------- I _I_..._2 r I� .... . ON 1- 1 SECTION 2-2 CORPORATION STOP "..:., .. _---- 1 r GRANULAR FILL_ AS (9 I I PIPE (DEGREE BEND DIiMENSIONS VOL. TEE Ati[; PUGS VOL. - APPROVED BY ACSA v Y.f I �✓/rte l�// WATER I k' ;; LI! IE € SIZE 1 OI= (FEET) C+J.YD. (I C i} CU.YD. ....___... _ BEND i,_ L H t I. ✓ , . STABLE SOIL OR ROCS STABLE SOIL OR ROt:. / f, f _.,... - .� _ _ _._ _4 __._..__ T - T 1 € go 2_50 i 2.50 3.01 0.24 h _.../ '.............. _� I i i & ci'' 45 2.00 2,25 2.60 U. 15 NOTES: NOTE : tt. 2500 P \ CONCRETE f � 2'x 2' BEARINGAREA. 1 22 1/2 1.50 2.00 2.52 0.10 2.00 2.25: 2.50 0.15 I I 11 1/` ( so I �' x.50 0 10 i �._._. _ _---____. I _.. _ ____ . ._.. __.. � _- _ _. ... _ I 90 66, '.16 c74B.__ _----__._.__..i 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, SMALL BE USED. 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED THRUST BLOCK -)r d I` 45 2.66 2.66 2.7; 0.26 I 22 1/2 1,66 2.16 2.6<� Q.1 3.76 I 91 2.66 3 0.32_ 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. ABOVE THE INITIAL BACKFILL. . u 11 1/4 1.6<� ' 2.16 2.67 -- -- DATIONS WHERET A.R. ASSEMBLY B OFFSET FROM THEAI A 3.THE INITIAI._ BACKFILL. SHAI..I.... BE PLACED AND COMPACTED IN 6" LIFTS. 90 1 4.83 ; 3.83 I 3.42 0.83 I ADEQUATE FOUNDATION SHALL BE INSTALLED SON THEWATERLINE DOES NOT SUPPORT �. NO ORGANIC OR FRO?EN fViATERIAL OR DEBRIS SHALL BE ALLOWED :.: ` 10" & 12'= 15 3.a3 1.ss 12.9s 7. _r3 1 3.83 4.00 2.33 0.52 THE MANHOLE CONE. ___F_ __.__ _ 22 112 2.33 2_.58 2_.86 0.24 IN THE TRENCH. I 11 / 1 83 2.3 2.84 0.18 I I 5, BELL HOLES SHALL B E DUG OUT IN ALL CASES. _...._......__ ......_. _. ... ....... _ _._ __._ _....__ . __ ......... _ ............._._.. _ -iHRUSl NOTE. IN REN10I E AREAS, VA.I...`VE BOXES SHALL_ EXTEND SIX (6) INCHES ABOVE GRA I.BLOCKS ARE REOUIRED WHENEVER THE PIPELINE CHANGES DIRECTION, CHAT SIZE, DEAD ENDS AND Al VALVES. � AIR RELEASE VALVE (ARV) 2. USE 2500 P.S.I. CONCRETE. } ��/ DUCTILE IRON WATER R 3. NO CONCRETE SHAi...l... BE. POURED ON ANY PART OF THE JOINT. NTS t� TYPICAL GATE VALVE 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE PIPE INSTALLATION & BEDDING ALL THRUST BLOCKS. FIG. W-9 NTS CONCRETE THRUST BLOCKS NTS FICA. V��`- 5 TD -20 FIG, UPJ- 2 NTS _I..D - 2 TD - 8 I'D - 3 42"MIN a O P j ®d 9 A> WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT, 6" GATE VALVE 8,. X 6" a TEE RESTRAINED JOINT FITTINGS NOTE : 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE, 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALT_ BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL~ N.T.S. FIG, W-4 TD -8 V COMPRESSION x 311 MALE PIPE COUPLING CR APPROVED EWLAL. 1" ryrE "I<" SOFT COPPER NOTE: NO WEftTLU FITTINGS DUAL SERVICE Wff COPPER N.QLE SERVICE 1) SADDLES SNAIL. EW USED ON PVC PIPE 127- 3$1 MIN. 1/8 9EhIG C4UPiJt'� SAND OR DUST UNDER BOX A SE -MR (2 -INCH MINIMUM THICHNESS) FOR, U4,I7 ON A7rACHED SINGLE FAMILY RESIDEIR11AL SERVICES LOR DUAL RESWENMAL AND IRRIanom SERI cm R I' CT?MPRE $ION x 3/4' MALE PIPE COUPLING OR APPROVED LQUAL FOR USE ON DETACHED SINGI E FAWIL,Y MESIUEN11AL. SERVICE WERE AN IRRICA110N 14M. IS NOT PROVIDED. CAT IRON LID GRADE BRICK AS NECESSARY 4' DJAMc" iFAIN PIPE }.- LONG STONE POCKET, V&0T SPEC; 20, Nqt -57 AGGREGATE TYRCAL SERVICE LATERAL INSTALLATION 1 (5/8,� 1 " METERS) NTS FIG. W -6A. TD -10 4" DIAMETER BRANCH AND VALVE ---.,, - WATER MAI PVC SLLE'V1:-f­,\ THRUST BLOCK-----,,,,, I VALVE BOX N4.J, FITTING N. • i . VARIES VALVE BOX VARIES VRESTRAINED JOINT FITTINGS ON --LINE (TYPE "") VARIES 'b I /- w / VARIES WATER MAIN AND VALVE ARE SAME SIZE J, PI UG THREADED COUPLING BRASS NIPPLE AND IVC CAB LUBRICATE ALL THREADS METER. BOX (SEE FIG. W-7) NO. 57 STONE `-2" PIPE SLOPFF) TO DRAIN IF 4 GRACE ALLOWS VARIES 2" BRASS PIPE 2" THREADED TAP PLUG DEAD EIS (TYPE "A") TYPICAL BLOW OFF ASSEMBLY NTS FIG. W-8 TD --19 ACSA GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE 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. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE W17H THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED, AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. TRAFFIC CONTROL SIGNS SHALL CONFORM TO THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPES SHALL BE REINFORCED CONCRETE PIPE -CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR CONSTRUCTION INDUSTRY (29 CFR PART 1926). ACSA GENERAL WATER & SEWER CONDITIONS FEBRUARY 06, 2013 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ASCA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE AL.BEMARLE COUNTY SERVICE AUTHORITY. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" (1.-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3.5 FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS, AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING FUTURE EXTENSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS, EFFECTIVE JANUARY 04, 2014(SENATE BILL 3874, WHICH MODIFIES THE SAFE DRINKING WATER ACT). emu l't'j,TH OF vl� Jimmy L. Taggart Lic. No. 22841 � _� 'A NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- e U VILLE THREADS WHICH IS 1 THE LOCAL STANDARD. LENGTH OF BRANCH VARIES 6' MIN - 2' TO 10' -- (270') 18"-22" 7 CU. FT. VALVE BOX #68 STONE -1 g{J 42"MIN a O P j ®d 9 A> WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT, 6" GATE VALVE 8,. X 6" a TEE RESTRAINED JOINT FITTINGS NOTE : 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE, 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALT_ BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL~ N.T.S. FIG, W-4 TD -8 V COMPRESSION x 311 MALE PIPE COUPLING CR APPROVED EWLAL. 1" ryrE "I<" SOFT COPPER NOTE: NO WEftTLU FITTINGS DUAL SERVICE Wff COPPER N.QLE SERVICE 1) SADDLES SNAIL. EW USED ON PVC PIPE 127- 3$1 MIN. 1/8 9EhIG C4UPiJt'� SAND OR DUST UNDER BOX A SE -MR (2 -INCH MINIMUM THICHNESS) FOR, U4,I7 ON A7rACHED SINGLE FAMILY RESIDEIR11AL SERVICES LOR DUAL RESWENMAL AND IRRIanom SERI cm R I' CT?MPRE $ION x 3/4' MALE PIPE COUPLING OR APPROVED LQUAL FOR USE ON DETACHED SINGI E FAWIL,Y MESIUEN11AL. SERVICE WERE AN IRRICA110N 14M. IS NOT PROVIDED. CAT IRON LID GRADE BRICK AS NECESSARY 4' DJAMc" iFAIN PIPE }.- LONG STONE POCKET, V&0T SPEC; 20, Nqt -57 AGGREGATE TYRCAL SERVICE LATERAL INSTALLATION 1 (5/8,� 1 " METERS) NTS FIG. W -6A. TD -10 4" DIAMETER BRANCH AND VALVE ---.,, - WATER MAI PVC SLLE'V1:-f­,\ THRUST BLOCK-----,,,,, I VALVE BOX N4.J, FITTING N. • i . VARIES VALVE BOX VARIES VRESTRAINED JOINT FITTINGS ON --LINE (TYPE "") VARIES 'b I /- w / VARIES WATER MAIN AND VALVE ARE SAME SIZE J, PI UG THREADED COUPLING BRASS NIPPLE AND IVC CAB LUBRICATE ALL THREADS METER. BOX (SEE FIG. W-7) NO. 57 STONE `-2" PIPE SLOPFF) TO DRAIN IF 4 GRACE ALLOWS VARIES 2" BRASS PIPE 2" THREADED TAP PLUG DEAD EIS (TYPE "A") TYPICAL BLOW OFF ASSEMBLY NTS FIG. W-8 TD --19 ACSA GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE 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. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE W17H THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED, AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. TRAFFIC CONTROL SIGNS SHALL CONFORM TO THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPES SHALL BE REINFORCED CONCRETE PIPE -CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR CONSTRUCTION INDUSTRY (29 CFR PART 1926). ACSA GENERAL WATER & SEWER CONDITIONS FEBRUARY 06, 2013 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ASCA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE AL.BEMARLE COUNTY SERVICE AUTHORITY. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" (1.-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3.5 FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS, AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING FUTURE EXTENSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS, EFFECTIVE JANUARY 04, 2014(SENATE BILL 3874, WHICH MODIFIES THE SAFE DRINKING WATER ACT). emu l't'j,TH OF vl� Jimmy L. Taggart Lic. No. 22841 � _� 'A REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE CONTOUR INTERVAL e U co w a .. ll) o U L W N = F --i V a Z (0 ° g UZ95 Q�� c O V J W Ix O U. L O L4 (LZ J a_ Q UQ OW �N F- JZ ). 0 Q0 Q U V Lu 0¢ Q W ("� CID Q. y 1z ujW n- O ,J F� O a W V♦ 'O U REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 DATE SEP. 11, 2017 SCALE CONTOUR INTERVAL FILE NUMBER 8053 SHEET 21 OF 22 co a W uj 0 g c L O N (LZ J a_ Z N F- W =o Q0 Q U Q W ("� m n- O ,J O V♦ U Q FILE NUMBER 8053 SHEET 21 OF 22 REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 ---------- DATE SEP. 11, 2017 SCALE CONTOUR INTERVAL Lu 0 N? k Z00 r 1z Lu >0 � g 00 . U. � CL Z > w FRAME & COVER 06 U (1) W 0 Lu cr 0 LL CHESTERRELD COUNTY ON Lu :9 J 0 C-4 (6 Q. lu o9 co rz Z (SEE FIG. S-I-D,E) -cc L Q SEWER SERVICE LATERAL CONNECTION NOTES'. j c z z 05 DEPARTMENT OF PUBLIC UPLMES Oak 0 Q 3: Z a. STREET SURFACE OR NON -PAVED AREA 0 0, R VJ 1. WHERE A SEWER SERVICE LATERAL COINNECTS TO A MANHOLE AND NO INVERT ELEVA110N FOR FHE SERVICE LAIERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATER AL PIPE SHALL BE AT LEAS] O�2' HIGH��R. THAN _fHE FM < NOTE: USE 60" DIA. MH FOR I IALF MOON Q Q OJ x c0 TOP CROWN) ELEVATION] OF THE THE LOWEST PIPE CONNECTED REMOVABLE CAP INTERIOR DROP CONNECTION. vJ SLOPED AREA r - 1' 0" MAX REMAINING BACKFII L SHALL_ NOT CONTAIN ROCK MATERIAL 3 11MI N ""I" LARGER THAN 5" IN ANY TO THE MANHOLE. 2. SEWER I ATERALS TAPPED INTO AN EXISTING SEWER. MAIN CHALL B E CONNECTED USING A PIPE SADDLE. X >rFP DROP NIAN" OLE CROSS r, p; AS MANUFACTURED BY Gl,K X rmuULICTS,� INC, OR APPROVEED EQUAL "2- 0 2'- 0" DIMENSION 24 NIIN INTIAL BACKFILL* 8 MIN (6` LIFTS) 3. NIININIUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 21,11c, I /4" PER 001 Z� 1. ALL L S EVV. R LATERALS SHALL HAVE A MINh`\/1,UN,1 'COVER v ............... EMBEDMENT 'I HOROUGHLY COMPACT -ED 1 -ED DIAMETER 2' MIN OF /I �1. . I ** USE FLEXIBLE RUBBER BOOT OR .. .............. ........... RUBBER COATED STEEL 3' 0" MIN BY HAND OR APPROVED SPRING LINE ------ - ossowu APPROVED PVC MANHOLE ADAPTOR K I E Q AS MANUFACTURED BY GPK PRODUCTS, STEPS CAST IN PLACE X MECHANICAL TAMPER OF PIPE---w-t- HAUNCHING 5� ALL SEW_R LATEF'�AL.S SHALL HAVE A MINIMU110 COVER I') F 3 FEET� CX)UPLING INC. OR APPROVED EQUAL IN CORE 27" OPENING. PRECAST REINFORCED CONCRETE SECTIONS 12" MIN I NO. 68 STONE ... . ... ..... BEDDING 6" max S A LT 7x PIFIE SIPAPS STA!NLE'��,Q STEEL) "0" RING SEALS 16" MAX V 4 min -TREATED J, MINIMUM ELEVATION i I FOUNDATION (SHALL BE 2 4 FINISHED GROUND i _14�21 I DIFFERENCE ACROSS M.H.5" 41- 01f 5 FROM INLET TO OUTLET 1 REQUIRED WHEN SOIL 0 CONDITIONS ARE UNSTABLE ,,, 1111-\1111 11 PIPE) MARKER 90BEND �nl A,- SHALL BE 0,20 Fr ET. 4 VARIES CONCRETE DEPTH OF FLOW FILLETS .......... CHANNEL FO BE ....... ...... -.--'__-_I 3/4 DIAMETER OF ...... ........... F CON I RIBUI ING . ...... ..... .......... ...... SEWER. NOTE (A) ALL THRU PIPE SHALL BE FITTED WITH AN SDR 35 P.V,C. REMOVABLE CAP WHICH SHALL BE HELD IN PLACE BY THE INTERFERENCE (FRICTION) FIT BETWEEN THE PIPE AND CAP. 4 41 4 12 " A FILLETED INVERT FOR A SMOOTHII 4�7 �`�_"_>�,_, -- ---------- - - TS -i1N RIGHT -OF WAY SHALL BE ],OPEN CU IN PAVED AREAS WIT[ EXISTING VDOT RIG BACKFILLED ENTIRELY WITH NO. 21A STONE. IVIAIN UNE SERVICE LATERAL SECTION (B) ALL CAPS SHALL BE SECURED TO THE DROP FITTING WITH TWO (2) FEET OF GALVANIZED CHAIN SECURED WITH TWO STEEL MACHINE SCREWS, NUTS AND WASHERS, TRANSITION OF FLOW cz­�,_.� 2. FOR DUCTILE IRON PIPE THE BOTTOM OF T1 TRENCH SHALL BE SCRAPED INLET & OUTLET PIPE SHALL 84�� AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 a 4 5 0 0 (C) CHAMFER ON ALL PIPE SIZES TO BE AT A 15 DEGREE ANGLE. PROVIDED. MIN• 6 B EDDiNGSTONE SHALL BE PROVIDED (D) HEIGHT OF VERTICAL STACK WILL BE DETERMINED BY ENGINEER, BUT WILL NOT BE LESS THAN TWO FEET. V, NOTE W/ NO. 68 STONE'3.WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A 1V0,11MUM, 6" (E) DROP STACK TO BE 6'l OR 8" SDR 35 P.V.C. PIPE CONNECTED TO DROP FITTING WITH STANDARD GASKETED 1, BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE BEDDING OF NO, 68 STONE JOINT. SPECIFICALLY DETERMINED BY THE CONSULTANT F01FHE SOIL CONDITIONS,' (F) VERTICAL STACK WILL BE STRAPPED TO MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF STAINLESS STEEL OR APPROVED MATERIAL NONCORRISIVE TO SEWER GASES. -7 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE .......... ............... .................. INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT (G)TO EXTENDED OR NON -EXTENDED BASES. IN LINE WYE -TEE I ERT. SPRING LINE OF MANHOLE INV 3. ALL JOINTS, LIFT HOLES, INI...ETS, OUTt ETS TO BE SEALED & GROUTED INSIDE AND OUT. TYPICAL SEWER PIPE PLAN (H) ELBOW AT BOTTOM OF THE STACK WILL BE A 90 DEGREE BEND POSITIONED IN THE DIRECTION OF THE FLOW IN MANHOLE WITH BENCH CONSTRUCTED TO CONFORM TO MANHOLE BENCH. (1) MANHOLE OPENING TO BE CORED AS DESCRIBED IN PART III AND PART IV OF THE LATEST COUNTY WATER TYPICAL MANHOLE SECTION INSTALLA-FION IN TRENCH VA R IEU S AND SEWER SPECIFICATIONS, (J) DROP STACK SHALL NOT BE INSTALLED WITHIN 60 DEGREES OF THE ACCESS STEPS. SHOWINGBRANCH TIE-IN (K) INSIDE DROP CONNECTIONS MAY BE USED AS AN ALTERNATIVE TO EXTERIOR DROP CONNECTIONS UNDER N TS SEWER SERVICE LATERAL CONNECTION SPECIAL CIRCUMSTANCES, IE. BAD SOILS, HIGH WATER TABLE, UTILITY CONFLICTS, AND EXCESSIVE DEPTHS. N.T. S i FIG. S - 3 FIG. S -I -A N, T, S. DAT� DRIA'G. NO. TD -28 FIG. S-2 JAN. 1996 "STANDARD DROP CONNECT�ON ONSIDE�' MAN -16 RwE_ V I S 0 N S TD - 21 TD -27 FEB. 2009 (4) 1" (25mm) DIA HOLES 27 1/2- DIA 1 1/2 ON 32 3/4' (834mm) DIA [38mm] BOLT CIRCLE. [699mm] ANCHOR EXTENDS INTO SIDE OF DITCH 0 0 7" - 26 1/4" DIA [178mm] (4) 1" (25rnm) DIA HOLES I- [667mrn] r DITCH 6" MIN ON 32 3/4" (834mm) DIA BOLT CIRCLE. 2" (51 mm) LETTERS z 24" DIA LINE 0 0 (RECESSED FLUSH) [606mr..] VARIES D-1. PIPE [25rrim] 28 7/16" DIA I 5/8-T [722mm] [16mm] 2500 PSI ONCRETE > 12" 0 1 (2) CLOSED PICKHOLES " DIA 2 6 [914mm36] [660mm] 1 1/2" 13/16" [38mm] PLAIN FRAME SECTION F [20mmi Z1 1/2" SPACING SPACING SPACING > z [38mm] Ill [25mml/ 2" (51mm) LETTERS (RECESSED FLUSH) 3 1/8" 1/2 [1 1 3mm] 3 13/16" 2 1/8- [97mm]5" [54mm] 1 3/8" [635Mm] -n 0 0 1 [35MM] 9/16" O.D. OF GKT GROOVE �4 C5 Z 0 0 M L 17mm] [14mm] SECTION VIEW 1/4" (6mm) DIA r .11 PIPE cp (2) CORED CAM BOLT NEOPRENE GASKET SEE ASSEMBLY N PICKBARS DETAIL U (2) WSHR 1/16 X 5/8 X 1 1/2 PART# 00981045 ANCHOR N0.1 AT z FIRST JOINT ABOVE 1 1/8" (29mm) DIA BOSS W (2) CORED .1800"r 1 5/8" (�2)BBER T HEX 5/8-11X3 1/2 SS PICKBARS E5m M12400 11 1741 mm]- PART# 00981250 GRADE SPACING MANHOLE, 1 1/2" (6mml 11 /2" . (2) WSHR 5/8 ID 1.50 OD SS 1 1/8" (29mm) DIA BOSS 3mml 63 DIA. STAINLESS STEEL ROD PART# 00981318 20% TO 35% NOT OVER 36' TO 50% NOT OVER 24' 27 1/2" DIA PLAN VIEW [38mm] 35% 50% OR GREATER NOT OVER 16' z [699mm] 7" PICKBAR & LOCKLUG HOLE DETAIL (2) NUT FIX 5/8-11 ZN NYLK 1 26 1/4" DIA NOTES: PART# 00981284 [667mm] 90 [178mm] 1 1/2" 26" DIA 1. ALL MANHOLES WITHIN 100 YEAR FLOODPLAIN OR LOCATED IN AREAS SUBJECT TO FLOODING SHALL HAVE WATERTIGHT FRAME & COVER, 2) NUT HX JAM 5/8-11 ZN [38MM] 2. ALTERNATIVE DESIGN FOR WATERTIGHT COVERS WILL BE CONSIDERED. PART# 00981228 [660mm] 3. COVERS SHALL BE FIXED TO FRAMES WITH LOCKING LUGS OR SIMILIAR ASSEMBLY. 1-4, 6" PROFILE T C) 24" DIA 1/4" (6mm) DIA 3 1/8" NEOPRENE GASKET [79mm] (2) 1935R LOCK LUG TYPICAL WATERTIGHT (SHORT) PART# 00193585 LOCK LUG ASSEMBLY I --- ---1 0 1 MANHOLE FRAME & COVER < 28 7/16" DIA [722mm] M 5/8" I 23 DIA [584mrn] N.T.S FIG S -I -E TD -26 TYPICAL ANCHOR DETAIL FOR 36" DIA 25" DIA SEWERS ON GRADES 20% AND GREATER [914mm] [635mm] FRAME SECTION O.D. OF GASKET GROOVE N.T.S SECTION FIG. S-4 SANITARY SEWER NOTES PROCEDURES FOR INSTALLING LATERALS %1 RIVANNA WATER & SEWER AUTHORITY (RWSA) TO THE EX. SANITARY SEWER MAIN IN SERVICE 5. WHEN TAPPING INTO A MANHOLE, BRING THE LATERAL CONNECTION IN ABOVE THE SHELF, b. USE THE NECESSARY SIGNS AND BARRICADES TO DIVERT TRAFFIC. 1. ALL CONNECTIONS TO RWSA MANHOLES SHALL BE WATERTIGHT AND MADE WITH A FLEXIBLE " " BUT NO HIGHER THAN TWO FEET ABOVE THE LOWEST INVERT. A CHANNEL OR TROUGH TO c. ONE-WAY TRAFFIC MUST BE MAINTAINED AT ALL TIMES. RUBBER BOOT. WHEN IT IS NECESSARY TO TAP THE MAIN SEWER LINE AND INSTALL A 4OR 6 CARRY THE FLOW FROM THE CONNECTION MUST BE BUILT INSIDE THE MANHOLE. d. THE TRENCH MUST BE BACKFILLED WITH 21A STONE, AND COMPACTED AS REQUIRED. 2. ALL CORING METHODS, THE CORING CONTRACTOR AND ALL MATERIALS FOR CONSTRUCTION INCH SEWER CONNECTION, THE FOLLOWING GUIDELINE SHALL BE ADHERED TO: SHALL BE APPROVED BY RWSA IN WRITING PRIOR TO CONSTRUCTION. 6. THE SEWER LATERAL CONNECTION IS TO BE CONSTRUCTED ONLY TO THE PROPERTY LINE e. PAVEMENT SHOULD BE REPLACED WITHIN 24 HOURS. ALL PAVING IS TO BE DONE IN 3. RWSA ENGINEERING STAFF SHALL BE PRESENT FOR ALL CORES INTO THE MANHOLES. 1- THE WORK SHALL BE DONE BY AN APPROVED UTILITIES CONTRACTOR SPECIALIZING & AND/OR THE EDGE OF THE EASEMENT IN WHICH THE MAIN SEWER LINE LIES, OR AS ACCORDANCE WITH STATE HIGHWAY DEPARTMENT SPECIFICATIONS.ON STREETS SUBJECT CONTACT RWSA ENGINEERING A MINIMUM OF 3 BUSINESS DAYS IN ADVANCE TO SCHEDULE A OF A MANHOLE. PERMITTED FOR THE INSTALLATION OF PUBLIC WATER AND SEWER LINES. UPON REQUEST, DIRECTED BY THE INSPECTOR. TO SCHOOL BUS TRAFFIC, WORK SHOULD BE DONE ONLY BETWEEN 9:00 A.M. AND CORE 4. BYPASS PUMPING MAY BE REQUIRED AT THE SOLE DISCRETION OF RWSA STAFF. THE COUNTY WILL FURNISH A LIST OF KNOWN UTILITIES CONTRACTORS ACCEPTABLE TO THE 7. THE CONTRACTOR IS RESPONSIBLE FOR DAMAGES TO ANY EXISTING UTILITIES AND SHALL J.00 P.M. 5. GROUTING OF THE MANHOLE BENCH OR INTERIOR MAY BE REQUIRED, AT THE SOLE COUNTY TO PERFORM SUCH WORK. HAVE IN HIS POSSESSION AND OR FURNISH EVIDENCE UPON REQUEST OF HAVING DISCRETION OF RWSA STAFF, FOR A SMOOTH TRANSITION OF FLOW. OF 2. IF A WATER LINE IS TO BE CROSSED, THE TAP MUST BE MADE ON MONDAY - SUFFICIENT INSURANCE TO COVER ANY DAMAGES THAT MAY OCCUR. PRIOR TO CONNECTING PRIVATE SEWER CONNECTIONS FROM A HOME OR BUSINESS TO THE 6. EXISTING MANHOLES SHALL BE BACKFILLED TO ORIGINAL GRADE TO THE SATISFACTION 8. WORK IN THE STATE RIGHT OF WAY- SERVICE CONNECTION, A SEWER CONNECTION FEE MUST BE PAID AND ALL THE ABOVE RWSA. THURSDAY. J. THE CONTRACTOR SHALL NOTIFY THE UTILITIES DEPARTMENT'S CHIEF INSPECTOR 48 HOURS THE VDOT MUST GRANT PERMISSION TO INSTALL A SEWER LATERAL WITHIN THEIR RIGHT REQUIREMENTS MUST BE MET. IN ADDITION, THE BUILDING INSPECTOR'S OFFICE MUS PRIOR TO BEGINNING CONSTRUCTION. OF WAY. THE UTILITIES CONTRACTOR IS RESPONSIBLE FOR MAKING APPLICATION TO BE NOTIFIED FOR FINAL INSPECTION. t'L'T H of Dj 4. WHEN TAPPING THE SEWER LINE, A MECHANICAL HOLE CUTTER AND AN APPROVED SADDLE VIRGINIA DEPARTMENT OF TRANSPORTATION FOR PERMISSION TO INSTALL A SERVICE MUST BE USED. THE TAP MUST BE MADE SO THAT THE SERVICE LATERAL CONNECTION WILL ENTER THE MAIN LINE ON A SLOPE NO GREATER THAN 45 DEGREES. NO CONNECTION LATERAL CONNECTION WITHIN THEIR RIGHT OF WAY AND FOR PROVIDING THE CHIEF INSPECTOR A COPY OF THE PERMIT BEFORE COMMENCING WORK. VIA / h 4 ) SHALL BE CUT INTO THE TOP OF A SEWER LINE. Jimmy L. Taggart Lic. No. 22841 .0 1 ONAL REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 ---------- DATE SEP. 11, 2017 SCALE CONTOUR INTERVAL Lu 0 N? k Z00 r 1z Lu >0 � g 00 . U. � CL Z > w 0N 06 U (1) W 0 Lu cr 0 LL ON Lu :9 J 0 C-4 (6 Q. lu o9 co rz Z -cc L Q 2L j c z z 05 Z0�Q� Oak 0 Q 3: Z a. co 0 Lu VJ REVISIONS COUNTY COMMENTS JANUARY 17, 2018 COUNTY COMMENTS FEBRUARY 20, 2018 COUNTY COMMENTS MARCH 23, 2018 COUNTY COMMENTS JUNE 20, 2018 COUNTY COMMENTS AUGUST 29, 2018 ---------- DATE SEP. 11, 2017 SCALE CONTOUR INTERVAL FILE NUMBER 8053 SHEET 22 OF 22 w 06 (1) W ON J < Z Z Q 2L j J z 05 Z0�Q� co 06 Lu VJ FM < Q Q OJ CL c0 vJ FILE NUMBER 8053 SHEET 22 OF 22