Loading...
HomeMy WebLinkAboutSUB201900170 Correspondence 2020-06-26 (4)7 SITE DATA OWNER: DEVELOPER: PLAN PREPARER TAX MAP PARCEL No: PARCEL AREA: ZONING: CURRENT USE.- R4 STANDARD DENSITY - ALLOWABLE DENSITY- BEL VEDERE LAND HOLDINGS LLC PO BOX 7505 CHARLOTTESVILLE, VA 22906 NEW BEL VEDERE, Inc. 610 WEST RIO RD CHARLOTTESVILLE, VA 22901 ROUDABUSH, GALE, & ASSOCIA TES 914 MONTICELLO ROAD CHARLOTTESVILLE, VA. 22902 (434)-977-0205 s���slsasTaasla�a NOTE.- 1. APPROVAL OF ROAD PLANS IS ONLY FOR THE ELEMENTS WITHIN THE RIGHT-OF-WAY. APPROVAL OF ROAD PLANS DOES NOT GRANT APPROVAL OF THE FINAL SITE PLAN, OR ITEMS OUTSIDE OF THE RIGHT-OF-WAY, SUCH AS PARCEL BOUNDARIES, OPEN SPACE LOCATIONS, ETC. 2. ASSOCIATED PLANS WITH THIS PARCEL: FINAL SITE PLAN SDP-2020-00036, ROAD & UTILITY PLAN SUB-2019-00170, EASEMENT PLAT (SUBMITTED 6/15/2020), STORMWATER MANAGEMENT PLAN (SUBMITTED 6/12/2020) *ALL NEW PUBLIC STREET RIGHT-OF-WAY SHOWN HEREON /S HEREBY DEDICATED TO THE COUNTY FOR PUBLIC USE. **OPEN SPACE IS HEREBY DEDICATED TO THE HOA 15.00 ACRES R4 RESIDENTIAL (THIS PARCEL IS NOT PART OF THE BEL VEDERE ZMA-2004-0007) STEEP SLOPES - MANAGED STEEP SLOPES - PRESERVED VACANT 4 DU/AC 4 DU/AC + 5% DENSITY BONUS CREDIT FOR MAINTENANCE OF EXISTING WOODED AREA (1.17 ACRES SEE LANDSCAPING PLAN) 4+(4 *0.05)= 4.2DU/AC PROPOSED USE.- CLUSTER DEVELOPMENT. 5 SINGLE FAMILY DETACHED + 38 SINGLE FAMILY ATTACHED = 43 TOTAL LOTS PROPOSED USE DENSITY.- 43 LOTS115 ACRES = 2.87 DU/AC BUILDING HEIGHT- 35' MAXIMUM �fliwi ilml-IM�ic7 FRONT SETBACK 5' MINIMUM FROM ROW (25' MAXIMUM FROM ROW) SIDE SETBACK 5' MINIMUM UNLESS THE BUILDINGS SHARE A COMMON WALL (NO MAXIMUM) GARAGE FRONT LOADING GARAGE 18' MINIMUM FROM THE ROW (NO MAXIMUM) SIDE LOADING GARAGE 5' MINIMUM FROM THE ROW (NO MAXIMUM) BUILDING SEPARATION MINIMUM 10' UNLESS THE BUILDINGS SHARES A COMMON WALL MAXIMUM NONE REAR 20' MINIMUM, NO MAXIMUM LOT TABULATION 5 SFD L 0 IS 0.92 ACRES 38 SFA LOTS 2.41 ACRES RIGHT-OF-WAY 1.48 ACRES* TOTLOT 0.07 ACRES OPEN SPACE PHASE 5A 2.07 ACRES** (30Z OF PHASE 5A DEVELOPMENT) FUTURE PHASE 5B 8.05 ACRES TOTAL 15.00 ACRES h1L[e1�[�rx:l/1�il��Gll��:�ll),1L[e'�[�r�:�/I�i]�C�G�I TMP 6 PARC L 16D ROAD & UTI Ll 17Y P m=AN SoUB 019 00170 RIO MAGISTERIAL DISTRICT, COUNTY OF ALBEMARLE, VA WA TERSHED: UPPER RI VANNA RIVER BOUNDARY SOURCE. PLAT 'DIVISION OF DUNLORA" PREPARED BY WY. MORRIS FOSTER, LAND SURVEYOR, DATED NOVEMBER 1, 1985, REVISED DECEMBER 20, 1985, RECORDED A T DB 875 PG 331. TOPOGRAPHY.AERIAL TOPOGRAPHY FLOWN IN 2016 BY BELL LAND SURVEYS LLC. TOPOGRAPHY STILL UNCHANGED BASED ON A SITE VISIT AND DESIGN PROFESSIONAL'S OPINION, THE SURVEY IS STILL ACCURATE TO THE EFFECT THAT THERE ARE NO EVIDENT VARIATIONS BENCHMARK: FIRE HYDRANT 455.10, RIGHT FRONT BONNET BOLT, AT CORNER OF FOWLER STREET AND FARROW DRIVE DA TUNM.• HORZ.: NA VD 88,• VERT.: NAD83 FLOODPLAIN: THIS PROJECT IS LOCATED WITHIN 'ZONE X" AS SHOWN ON FLOOD INSURANCE RATE MAP. COMMUNITY PANEL NUMBER 510003C 0279 D. EFFECTIVE DA TE: FEBRUAR Y 4. 2005. PARKING REQUIRED: TWO (2) PARKING SPACES FOR SFD = 2 * 5 = 10 SPACES TWO (2) PARKING SPACES FOR SFA = 2 * 38 = 76 SPACES ONE GUEST PARKING SPACE PER EVERY 4 ATTACHED SINGLE FAMILY LOT = 0.25 * 38 = 10 SPACES EXISTING ON -STREET PARKING SPACES REPLACED AT FOWLER STREET & FARROW DRIVE INTERSECTION = 4 SPACES 100 PARKING SPACES REQUIRED (MINIMUM 14 ON -STREET GUEST PARKING SPACES REQUIRED) PARKING PROVIDED: SFD: 2 DRIVEWAY SPACES + 2 GARAGE SPACES PER UNIT = 20 SPACES (SEE SHEET 5, LOT 30 FOR EXAMPLE) SFA: 1 DRIVEWAY SPACE + 1 GARAGE SPACE = 76 SPACES (SEE SHEET 5, LOT 14 FOR EXAMPLE) 18 ON -STREET GUEST PARKING SPACES PROVIDED ALONG FOWLER STREET 114 TOTAL PARKING SPACES PROVIDED LANDSCAPING: SEE LANDSCAPING PLAN SHEETS FOR MORE DETAILS LIGHTING: ALL PROPOSED LIGHTING WILL NOT EXCEED 3,000 LUMENS EACH OUTDOOR LUMINARIES EQUIPPED WITH A LAMP THAT EMITS 3,000 OR MORE INITIAL LUMENS SHALL BE A FULL CUTOFF LUMINARIES AND SHALL BE ARRANGED OR SHIELDED TO REFLECT LIGHT AWAY FROM ADJOINING RESIDENTIAL DISTRICTS AND FROM ADJACENT ROADS. ALL OUTDOOR LIGHTING SHALL BE ARRANGED OR SHIELDED TO REFLECT LIGHT AWAY FROM ADJOINING RESIDENTIAL DISTRICTS AND AWAY FROM ADJACENT ROADS NO EVIDENCE OF A BURIAL SITE WAS FOUND ON SUBJECT PARCEL. NO STREAM BUFFER(S) ARE PRESENT ON THE SUBJECT PARCEL. THE SUBJECT PROPERTY IS NOT LOCATED WITHIN AN AGRICULTURAL -FORESTAL DISTRICT THIS SI TE IS NOT LOCH TED WITHIN THE WA TERSHED OF A PUBLIC WA TER SUPPL Y RESERVOIR. GENERAL CONSTRUCTION NOTES odrid e -- - - Ele e, m O� f/ o SUBJ Redbud Creek ir PRO a City of Charlot- tesville ' • A TEC VICINITY MAP SCALE: 1 "=1000 FEET FLAN NOIf: S - 2. THESE PLANS DO NOT GUARANTEE THE EXISTENCE, NON-EXISTENCE OR LOCATION OF UTILITIES. CONTRACTOR SHALL VERIFY THE EXISTENCE AND CONCRETE &ASPHALT 1. THE OWNER WILL DESIGNATE A PROJECT MANAGER TO ACT AS OWNER'S REPRESENTATIVE DURING THIS PROJECT. CONTRACTOR SHALL REPORT LOCATION OR THE NON-EXISTENCE OF UTILITIES. AT LEAST 48 HOURS PRIOR TO ANY EXCAVATION OR CONSTRUCTION, CONTRACTOR SHALL NOTIFY 1. ALL FORMS SHALL BE INSPECTED BY THE PROJECT MANAGER OR HIS REPRESENTATIVE BEFORE ANY CONCRETE IS PLACED. THE PROJECT MANAGER DIRECTLY TO THIS PROJECT MANAGER UNLESS OTHERWISE DIRECTED. MISS UTILITY 1-800-552-7001 AND/OR THE RESPECTIVE UTILITY COMPANIES FOR GAS WATER SEWER POWER PHONE AND CABLE. CONTRACTOR ( ) / MAY REQUIRE CONTRACTOR, AT NO ADDITIONAL COST, TO REMOVE AND REPLACE CONCRETE PLACED PRIOR TO OR WITHOUT SUCH INSPECTION. 2. THE DESIGNER HAS CONDUCTED NO STUDIES DESIGNED TO DISCOVER THE PRESENCE OF ANY HAZARDOUS SUBSTANCES ON THIS PROPERTY AND SHALL TIMELY ARRANGE TO HAVE THE VARIOUS UTILITIES LOCATED AND TO HAVE THEM REMOVED OR RELOCATED OR TO DETERMINE THE METHOD OF PROTECTION ACCEPTABLE TO THE RESPECTIVE OWNER, IF THE METHOD OF PROTECTION IS NOT OTHERWISE SPECIFIED. CONTRACTOR SHALL CONDUCT 2. ALL MATERIAL INSIDE FORMS SHALL BE CLEAN AND FREE OF ALL ROCKS AND OTHER LOOSE DEBRIS. SUB -BASE MATERIAL SHALL BE COMPACTED BY ASSUMES NO RESPONSIBILITY OR LIABILITY RESULTING FROM THE PRESENCE ON ANY SUCH SUBSTANCE. ITS WORK IN THE VICINITY OF EXISTING UTILITIES IN ACCORDANCE WITH THE RESPECTIVE UTILITY'S RULES AND REGULATIONS. ANY COST INCURRED FOR MECHANICAL MEANS. 3. THE CONTRACTOR SHALL OBTAIN ALL PERMITS REQUIRED FOR THIS WORK AND PAY ALL ASSOCIATED FEES. THIS INCLUDES ALL NECESSARY PERMITS, D REMOVING, RELOCATING OR PROTECTING UTILITIES SHALL BE BORNE BY CONTRACTOR UNLESS INDICATED OTHERWISE. CONTRACTOR SHALL EXCAVATE TO 3. CONCRETE SHALL NOT BE PLACED UNLESS THE AIR TEMPERATURE IS AT LEAST 40 DEGREES FAHRENHEIT (F) IN THE SHADE AND RISING. N T APPROVAL T IN ACCORDANCE IT T PLANS A STATE, F POLICIES. INSPECTIONS,BO DS AND OTHER AP 0 AL RELATED EMS CCORD NCE WITH THESE LA S S WELL AS LOCAL SAE AND FEDERAL LOCATE BURIED UTILITIES FAR ENOUGH IN ADVANCE OF ITS WORK TO ALLOW FOR HORIZONTAL AND /OR VERTICAL ADJUSTMENTS TO ITS WORK 4. 1/2" PREMOLDED EXPANSION JOINT MATERIAL SHALL BE PLACED AT A MAXIMUM OF 30' INTERVALS ON NEW SIDEWALK, CURB, CURB &GUTTER, AT 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 Q � � AND/OR THE UTILITIES. NO ADJUSTMENT IN COMPENSATION OR SCHEDULE WILL BE ALLOWED FOR DELAYS RESULTING FROM CONTRACTOR'S FAILURE TO EACH END OF DRIVEWAY ENTRANCES, AT EACH END OF HANDICAP RAMPS, SOME POINT ON ENTRANCE WALKS AND STEPS ADJUSTMENTS, AND ALONG ORDER TO STABILIZE A DRAINAGE CHANNEL. CONTACT AND COORDINATE WITH UTILITIES. BUILDINGS AND WALLS WHERE NEW CONCRETE SIDEWALKS ARE PLACED AGAINST THEM. 5. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES LATEST EDITION AND SHALL BE 3. WHEN THE WORK CROSSES EXISTING UTILITIES, THE EXISTING UTILITIES SHALL BE ADEQUATELY SUPPORTED AND PROTECTED FROM DAMAGE DUE TO 5. ALL EXISTING CURBS, CURB &GUTTER, SIDEWALK AND STEPS TO BE REMOVED SHALL 8E TAKEN OUT TO THE NEAREST JOINT. PROVIDED BY THE CONTRACTOR. THE WORK. ALL METHODS FOR SUPPORTING AND MAINTAINING THE EXISTING UTILITIES SHALL BE APPROVED BY THE RESPECTIVE UTILITY COMPANY 6. EXISTING ASPHALT CONCRETE PAVEMENT SHALL BE SAW CUT AND REMOVED AS PER THE SPECIFICATIONS. REMOVAL SHALL BE DONE IN SUCH A 6. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY ( 29 CFR PART AND/OR THE ENGINEER. CONTRACTOR SHALL EXERCISE CARE TO INSURE THAT THE GRADE AND ALIGNMENT OF EXISTING UTILITIES ARE MAINTAINED AND / MANNER AS TO NOT TEAR, BULGE OR DISPLACE ADJACENT PAVEMENT. EDGES SHALL BE CLEAN AND VERTICAL, ALL CUTS SHALL BE PARALLEL OR 1926). THAT NO JOINTS OR CONNECTIONS ARE DISPLACED. BACKFILL SHALL BE CAREFULLY PLACED AND COMPACTED TO PREVENT FUTURE DAMAGE OR PERPENDICULAR TO THE DIRECTION OF TRAFFIC. 7. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE VDOT ROAD AND BRIDGE STANDARDS (LATEST EDITION) AND THE VDOT ROAD AND BRIDGE 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. 7. DISPOSAL OF ALL EXCESS MATERIAL IS THE RESPONSIBILITY OF CONTRACTOR. SPECIFICATIONS (LATEST EDITION). 4. CONTRACTOR SHALL NOTIFY LANDOWNERS, TENANTS AND THE PROJECT MANAGER PRIOR TO THE INTERRUPTION OF ANY SERVICES. SERVICE 8. SEAL (TACK) COAT SHALL BE APPLIED IMMEDIATELY BEFORE ASPHALT IS LAID AND SHALL EXTEND ALONG THE BURIED VERTICAL EDGE OF CURBING UP 8. RETAINING WALLS GREATER THAN 3 FEET HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4 FEET IN HEIGHT REQUIRE A INTERRUPTIONS SHALL BE KEPT TO A MINIMUM AND SHALL ONLY OCCUR WITH THE KNOWLEDGE AND PERMISSION OF THE SERVICE'S OWNER OR TO THE ELEVATION OF THE TOP OF THE ASPHALT LAYER. STAMPED ENGINEERING DESIGN. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. AUTHORITY. 9. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE 5. THE ADJUSTMENT OF ALL MANHOLE TOPS, WATER VALVE BOXES, GAS VALVE BOXES AND WATER METER BOXES SHALL BE THE RESPONSIBILITY OF TRAFFIC & SIGNAGE BUILDING DEPARTMENT. CONTRACTOR. 1. ALL "NO PARKING" REQUIREMENTS SHALL BE PROVIDED BY CONTRACTOR WITH APPROVAL OF THE PROJECT MANAGER. 10.WHERE THE FLOOD LEVEL RIMS OF PLUMBING FIXTURES ARE BELOW THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE 6. ALL WATER METER, VALVES AND FIRE HYDRANT ADJUSTMENTS/RELOCATIONS SHALL BE PERFORMED BY THE CONTRACTOR. CONTRACTOR SHALL KEEP 2. CONTRACTOR SHALL PROVIDE NECESSARY REFLECTORS, BARRICADES, TRAFFIC CONTROL DEVICES AND/OR FLAG PERSONS TO INSURE THE SAFETY OF IN THE PUBLIC SEWER, THE FIXTURES SHALL BE PROTECTED BY A BACKWATER VALVE INSTALLED IN THE BUILDING DRAIN, BRANCH OF THE BUILDING DRAIN OR HORIZONTAL BRANCH SERVING SUCH FIXTURES. PLUMBING FIXTURES HAVING FLOOD LEVEL RIMS ABOVE THE ELEVATION OF THE MANHOLE A 'REDLINE' SET OF PLANS DOCUMENTING ALL SUCH AS -BUILT REVISIONS. ITS WORKERS AND THE PUBLIC. TRAFFIC CONTROL SHALL BE DONE WITH THE KNOWLEDGE AND PERMISSION FROM THE STREET'S OWNER OR COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER SHALL NOT DISCHARGE THROUGH A BACKWATER VALVE. AUTHORITY. DRAINAGE SYSTEMS 3. CONTRACTOR SHALL MAINTAIN SAFE AND PASSABLE PUBLIC ACCESS TO PROPERTIES AND THE PUBLIC RIGHT-OF-WAY DURING CONSTRUCTION. ACCESS EARTHWORK, DRAINAGE, & SITE CONDITIONS 1. CONTRACTOR SHALL EXERCISE CARE, ESPECIALLY AT INTERSECTIONS AND GUTTER LINES, TO PROVIDE POSITIVE DRAINAGE. ANY AREAS WHERE WATER FOR EMERGENCY VEHICLES SHALL BE MAINTAINED AT ALL TIMES. IS IMPOUNDED SHALL BE CORRECTED BY CONTRACTOR AT NO ADDITIONAL COST. POSITIVE DRAINAGE OF ALL ROADWAY AREAS TO THE STORM DRAIN 4. EXCEPT AS OTHERWISE AUTHORIZED IN WRITING BY THE PROPER AUTHORITY, THE WORK SHALL BE COORDINATED AND PERFORMED IN A MANNER SO 1. EXCEPT AS OTHERWISE SHOWN ON THE PLANS, ALL CUTS AND FILLS SHALL MATCH EXISTING SLOPES OR BE NO GREATER THAN 2:1. INLETS OR OTHER ACCEPTABLE DRAINAGE CHANNELS AS NOTED ON THE PLANS IS REQUIRED. THAT ALL EXISTING FIRE HYDRANTS SHALL BE ACCESSIBLE AT ALL TIMES DURING THE WORK. 2. UNLESS OTHERWISE NOTED ON THE PLANS OR IN THE SPECIFICATIONS, ALL FILL MATERIALS SHALL BE COMPACTED TO 95% OF THEORETICAL MAXIMUM 2. CONTRACTOR SHALL MAINTAIN EXISTING STREAMS, DITCHES, DRAINAGE STRUCTURES, CULVERTS AND FLOWS AT ALL TIMES DURING THE WORK. 5. CONTRACTOR SHALL NOTIFY AND GAIN PERMISSION FROM THE PROPERTY OWNERS TWELVE 12 HOURS IN ADVANCE OF BLOCKING ANY ENTRANCE. 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 CONTRACTOR SHALL PAY FOR ALL PERSONAL INJURY AND PROPERTY DAMAGE WHICH MAY OCCUR AS A RESULT OF FAILING TO MAINTAIN ADEQUATE NO ENTRANCE SHALL BE BLOCKED FOR MORE THAN TWELVE (12) HOURS IN ANY 24 HOUR PERIOD WITHOUT APPROVAL OF THE PROPERTY OWNER, FILL. DRAINAGE. EXCEPT WHERE NEW ENTRANCES ARE CONSTRUCTED. 3. ALL GRADING AND IMPROVEMENTS TO BE CONFINED TO THE PROJECT AREA UNLESS OTHERWISE INDICATED. 3. ALL PIPES, DI'S AND OTHER STRUCTURES SHALL BE INSPECTED BY THE PROJECT MANAGER BEFORE BEING BACKFILLED OR BURIED. THE PROJECT 6. WITHIN 24 HOURS OF THEIR REMOVAL, CONTRACTOR SHALL REPLACE MAILBOXES, STREET SIGNS, TRAFFIC SIGNS, AND THE LIKE THAT ARE REMOVED 4. ALL MATERIALS AND INSTALLATION DETAILS SHALL CONFORM TO APPLICABLE LOCAL ORDINANCES AND VDOT ROAD & BRIDGE STANDARDS (LATEST MANAGER MAY REQUIRE CONTRACTOR, AT NO ADDITIONAL COST, TO UNCOVER AND RE-COVER SUCH STRUCTURES IF THEY HAVE BEEN BACKFILLED FOR CONSTRUCTION. PERMANENT OR SUITABLE TEMPORARY ITEMS WILL BE USED AS THE STATUS OF WORK PERMITS. PERMANENT OR TEMPORARY EDITION) UNLESS OTHERWISE STATED WITHIN THE PLANS.. OR BURIED WITHOUT SUCH INSPECTION. STOP SIGNS MUST BE IN PLACE AT ALL TIMES. COSTS SHOULD BE INCLUDED UNDER THE VARIOUS UNIT BID ITEMS. NO SEPARATE PAYMENT WILL BE 5. ANY UNUSUAL OR UNANTICIPATED SUBSURFACE CONDITIONS SHALL BE IMMEDIATELY REPORTED TO THE ENGINEER. 4. ALL CATCH BASINS ENCOMPASSED WITHIN NEW CONSTRUCTION SHALL BE CONVERTED TO DROP INLETS. MADE. 6. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND LOCATIONS PRIOR TO BEGINNING WORK, AND IMMEDIATELY NOTIFY THE PROJECT 5. REMOVED PIPE SHALL BE THE PROPERTY OF CONTRACTOR UNLESS NEGOTIATED OTHERWISE BEFORE PROJECT BIDDING; AND IF NOT SALVAGED FOR MANAGER IN THE EVENT THERE ARE ANY DISCREPANCIES BETWEEN SUCH CONDITIONS AND THOSE SHOWN ON THE PLANS AND SPECIFICATIONS. RE -USE, SHALL BE DISPOSED OF LAWFULLY. 7. IN THE EVENT THAT GRADING AS SHOWN ON THE PLANS IS NOT FEASIBLE, CONTRACTOR SHALL ADVISE THE PROJECT MANAGER AND ENGINEER BEFORE 6. ALL STORM SEWER PIPE AND DROP INLETS SHALL BE CLEARED OF DEBRIS AND ERODED MATERIAL PRIOR TO FINAL ACCEPTANCE. FINAL GRADING COMPLETION FOR ADVICE AND CONSENT. 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 CONTRACTOR RESPONSIBILITIES REGARDING ADA COMPLIANCE UTILITIES & DRAINAGE SYSTEMS SHORTENED, EXTENDED OR OTHERWISE ROUTED USING MATERIALS APPROVED BY THE ENGINEER, AND IN SUCH A WAY THAT THE NEW DRAINAGE SEE SHEET 8 FOR NOTES & DETAILS PATTERNS ARE ACCEPTABLE TO ENGINEER AND THE PROJECT MANAGER. AMAGE TO EXISTING UTILITIES CAUSED BY CONTRACTOR OR ITS SUBCONTRACTORS SHALL BE CONTRACTOR'S SOLE RESPONSIBILITY AND REPAIRED L NTRACTOR'S EXPENSE. CONTRACTOR'S RECORD DRAWING CERTIFICATION STATEMENT: (SEE SHEET 21 FOR RECORD DRAWING REQUIREMENTS) THIS HAND MARKED SET OF DRAWINGS HAS BEEN "REDLINED" TO PROVIDE AN ACCURATE DETAILED RECORD OF ANY SUBSTANTIVE CHANGES TO THE APPROVED DESIGN DRAWINGS ANY ITEMS NOT "REDLINED" ON THIS PLAN SET OR SUBSEQUENT PAGES SHOULD BE CONSIDERED TO BE "CONSTRUCTED IN ACCORDANCE WITH THE DESIGN AS SHOWN" FOR: SHEET INDEX (CONTRACTOR) SHEET 1---------- COVER SHEET SHEET 2---------- EXISTING CONDITIONS & DEMOLITION PLAN SHEET 3---------- OVERVIEW SHEET 4---------- LAYOUT PLAN SHEET 5---------- SITE PLAN SHEET 6---------- UTILITY PLAN SHEET 7---------- GRADING PLAN SHEET 8---------- CG-12 CURB DETAILS SHEET 9---------- ROAD PLAN & PROFILE - FOWLER STREET SHEET 10--------- ROAD PLAN & PROFILE - FOWLER CIRCLE SHEET 11--------- ROAD PLAN - TEMPORARY FIRE ROAD SHEET 12--------- ROAD PROFILE - TEMPORARY FIRE ROAD SHEET 13--------- SIGHT DISTANCE PROFILES SHEET 14--------- STORM INLET DRAINAGE MAP SHEET 15---------- STORM SEWER PROFILES & CALCULATIONS SHEET 16--------- SANITARY SEWER PROFILES & LATERAL TABLE SHEET 17--------- CULVERT DESIGN SHEET 18--------- LANDSCAPE PLAN NOTES & DETAILS SHEET 19--------- LANDSCAPE PLAN NOTES & DETAILS SHEET 20--------- LANDSCAPE PLAN NOTES & DETAILS SHEET 21--------- NOTES & DETAILS SHEET 22--------- NOTES & DETAILS SHEET 23--------- NOTES & DETAILS i Fr Arun EXISTING INTERMEDIATE CONTOUR - 332 - EXISTING WATERLINE W/ TEE EXISTING INDEX CONTOUR Sop PROPOSED WATERLINE W/ TEE w PROPOSED CONTOUR 20 EXISTING FIRE HYDRANT EXISTING EDGE OF PAVEMENT EX. EP PROPOSED FIRE HYDRANT PROPOSED EDGE OF PAVEMENT EP EXISTING WATER VALVE EXISTING CURB AND GUTTER EX. C&G PROPOSED WATER VALVE W w PROPOSED CURB AND GUTTER CG-6 PROPOSED WATER METER TRANSITION FROM CG-6 ROLL-TOP CG-6 ROLL-TOP EXISTING REDUCER EXISTING STORM SEWER EX. 15" RCP MT PROPOSED REDUCER W-0w 15" RCP HANDICAP RAMP (CG-12) PROPOSED STORM SEWER DENOTES LOCATION OF STD. VDOT CG-12 AND/OR JURISDICTIONAL EXISTING SANITARY SEWER - S S - STANDARD RAMP CONSTRUCTION PARKING INDICATORINDICATES 12 PROPOSED SANITARY SEWER 10 THE NUMBER OF TYPICAL PARKING SPACES PROPERTY LINE BENCHMARK EASEMENT LINE •••• CENTERLINE - OILS BOUNDARY S O LIMITS OF CLEARING AND/OR GRADING VEHICLES PER DAY COUNT 1,234 VPD EXISTING SPOT ELEVATION PROPOSED STREET NAME SIGN PROPOSED SPOT ELEVATION + 12.0 EXISTING TREE DRIP LINE EXISTING SIGN _. PROPOSED SIGN �- EXISTING TREE SANITARY MANHOLE IDENTIFIER 12 PROPOSED TREE OAK STORM DRAIN STRUCTURE IDENTIFIER 18 APPROVALS DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING ZONING ENGINEERING INSPECTIONS DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VA. DEPARTMENT OF TRANSPORTATION Ua 0 o U co om L- No Q� � zo U �t o O 'K % LL Q " LL.i z r1 0 r W J J > Q CC-� ww oCO r z o0 Q 'K Q � r-T-1 cn a c� OG U rn O` CV W y, In CO rl� Lu Q v , LL ° Q O� cc rc OL J , aW w Lo Coo F_ � Q z� O� u Lu �d c� w Z z O u%O w Fzl J z O 1= a U zN w 0�V)Ln z z 22 5 0 0 00 z z O O U U z z as 0 0 0 0 w N N o 0 Q C) ri N c N 0o f V ci z 4,oPS,TH OF Jimmy L. Taggart Lic. No. 22841 06/22/2020 SSIONAL E� a z < W J z ' LJ oQ Ir Q W cc) w J ^ L.L U) T 00 Q Q = J U W O w J Q z W � � O 04 D N v w 06 W v o Q Q W U) J X 0 Q ac MW W W Cr Q cl DATE: 10-22-2019 SCALE: 1 ":1000' JOB: 8438 SUB: 2019-00170 SHEET: OF 23 r :1 1 :1 160 240 ■ ■ ■ ■ ■ :1 —4 FUTURE PHASE 5B STEEP SLOPES (MANAGED) STEEP SLOPES (PRESERVED) 95 *' (SOIL TYPE) SOIL LINE TYPE BOUNDARY LINE INFORMATION LINE BEARING DISTANCE L 1 N 81 '23'05 " E 26. 04' L2 S 29' 18'35" E 27.36' L3 N 71'09'25" E 27.84' I I , , \ l l ► 11111 ,IN \1\\\IllI I ►►ll I I1 \ III / ,® 1/IIIIII1111111\ )I \I III oI / /, / / / / , � /� / , / / 1, /� lll,lll „III11► J/ �l I ' I I , l I I . ,/ ,, , I / � / , , ;'/� �;/'/'/'_ ;// /��m���,l////ll l/�I �'�,% � l ► ',�'I'I /� �i �/ l III I � i/// li/ L�3 I L TRH oil /// \Ilk I I \\ /,'/� 1 27!C ® I ,(SOIL TYAE)// \\\ > I \ 2// � -, \ \ ��BELVEDERE LAND / HOLDINGS LLC TMP 62A3-1 VACANT ZONING: NMD // I III 1 ) / 9 0. 78 ACRES — / I //� (� /�/ /% _ - \\.` \\\ I I I I \ \ I I ALL EX. SIDEWALK, CURB &GUTTER ON EAST SIDE OF FOWLER STREET TO - �� \� _ _ _ _ _ "�� " ' �/'; FUTURE \ —= //� // / J30� BE REMOVED BELVEDERE PH,LL,Ps. E L ANN P TMP 62- 6A RESIDENTIAL PHASE 5 B ZONING:R4 � \ '41 EXISTING I I \\ 1 / �OUTFALL / / / -�RIPRAP � �' --- ---- (WIC �� / ® \ \ _ ,PROPOSED TEMPORARY - �\ _ - - -SECONDARY ACCESS I < / \ \ \ 1 \ \\ \ �-�'I` 5 ® \ \ \ LOCATION IQ 27B _ _ \ (SOIL TYPE)440 \ / \ TCL .B.RIRT ROAL) DASHED LINE INDICATES MILL &OVERLAY LA.W VDOT WP-2 D /- \ �' - \ \ \ \ \ ` \l V \ \ \ I ETA/L; / / _ No �� \ \ \ 1� / ,PROPOSED STREET 8c- \ WATERLINE CONNECTION POINT 40 ® r10\ \\ 1-1 \ \ \ I �_\ \ \ \\ \\ \ \ \ \� \ ` NEW r.E ® \ \ //®/`C� JIEI UI I I \ \ \ I ' / \ \ \ \ \ \ BEL VEDERE INC' eM aFv..46&10 =i S, i \ BELVEDERE VEDERE LAND ® l /® ®j / , - k,, I I I \\ TMP 62G-O7E _vtFftor*Bmlwwm / �� / ALL EX. ASPHALT TO BE /®, / a PHILLIPS E L �4c \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ iO""'"�`� A `` REMOVED UP TO DASHED LINE HOLDINGS LLC ® / '® / / / / / \ M VACANT - �% / \ STREET II +F .`�\ \ \ _ TMP 62-16D TMP 62-16A I��, �, \ \ \ \ \ \ \ \ \ \ ZONING: NMD ® \ BSI ►�%` / I \ \ \ \/' /' OPEN SPACE RESIDENTIAL \ \� I . � \ \ \ \ \ \ 2. 18 ACRES - �;, ® )XPAR S ► '& \ \ \ _ / / ZONING: R4 / / / / / / / /, - _ �, t SIGN \ ®\ \ \ \ / / �, - - - ,•/ / / / / / =i , \ ZONING: R4 / 15.0 ACRESve ST/,-�\ , 1 \ \' \\ \ , �, / �/ i' \ \\ \ \ \ PROPOSED / / �/, / l �l \ \ I l '1 \ \ \y� \ �� / / \ STORMWATER I I 1 .DISCHARGE AREA 1 4z I I I 1 � \lI I I \I I\ I\I 1 �\\ I\I\ "\o o �\� �\I\1� r1 �\ r�\\"a \� \ II I 1 I�I\ 1 \I1 '\ I\ \\ ��\ \�,, � � \1II` `\ \ � \��I�I \ I \ \\ II � I\ �1 `\\I 1 \ \\ \l \ \ \\ \ \ \ \\\\\ \ \\ \\\ \` \\I \\®\\ ®\I� �®1 I\I \ \v\ II i �\\ \ \\ I \ \ i\ \ v\ /\\ I I \/\ \ l 1\ I / v\'I \ 1\ /\ 1j `/� � I /_ / /s \\- ��-(T �_ �\\ \\ �v�� \ \ \\ \ \ \ \\\\\�\\\ \� V \\\ \ \\ \\\� \ \\ \\ \\ \\ \ \/\Q\i \� \ ,\ \\�i\\,\�\\ \\\\ \\ \ r,v I✓_r �I /\ \ \// \ I ®/ \\,h� _, ,,�oS\ � \�%� �\/ A�\�> \ ,\\ \\ \ \\m\ �\, , I -`"���\ I ��T, --- ,- / '��/ �'/ -// //- /// /// / l/\ •\\ \\\\ \ \\ \� \ \\ \-� v_- - _ __ _ _ __ --_ ,- '/ '/ ,, / ,�N/'//'.� / //s/ � // ,.�/ /o // I / I ��I'I/vI I ' �II ��I,I �//aI / l/I�l 9lII( / ! l I�II / /1�/I i/.�� \. ,\\ _�\ -\\\ \ ®\ \ \\� \\_®_® __- _ _- -- -®— --__. - �ems-,„ - 42, EX. SIDEWALK ONWEST / �- FW \- /REUIN, CURB &GUTTER PROPOSED REMOVED UP TO THIS SANITARY If VENTURES LLC/POINT SEWER ( �1L TPE ('CONNECTION TMP 62F1-D l I I PROPOSED TEMPORARY OPEN SPACE I tiSECONDARY ACCESS POINT ZONING: R4 llIi I I l /IIII 1IIlI/ \III l 1 ,1 \\7.09 ACRES --rLOCATION CONNECTION ;l\ POINT /�)� // � �? I \ \ \ � \� � \ \ \ \ \ \\ I III I � / / I I I I I I oo. �/�//�j� ' / ,i �/ lY ^\ \ `\ \ ` • \ \� ,�// �,` I \ ---_ — _ _ _ - ---- __-_ = _\ --- , ;. I I I I I I I I 1 / ' I I I I \ \ '/ ►-� 1 , \ / ® \ \ / / \ . \ \\ \I �'_ �'1 / I \-_______ _-///--_/-- _ -- ��/\ //'/'/ OiLIYP� 1 , Ua 0 � O U rri W N0 ZO U g O `° b 0 @) O ~as >LL CCW JZ J J_ TV1 V1 42 R > Q ww O� Q ON Q W �I Z cr N p� Urn N "t C)00 Q It V to t crQ OJT Co cc cc aW c� wLQ o (/) Q U z o u- O� W �rn d. d- M �w w Z z o O W z 0 a CO) U w ww 5 00 z z 00 a g a a 0 0 0 0 LU Q N N CD O N N n N Q c-I N O O l?JE fV___J_ $NZ,TH OF o� Jimmy L. Taggart Lic. No. 22841 sv ��� 06/22/2020 ti�w �SSIaNAL S%A z Ir > a Q J O z `O Q E- Q W (.C) w C) T LL Q Q JLL Q U Occ �3 J < Z W 8 o DErCVo C,6 W (D U z Q 0 O Q W : U) E— Q O j -i g o m W z (A Q 1- 4 M w O DATE: 10-22-2019 SCALE: 1 ":80' JOB: 8438 SUB: 2019-00170 SHEET: OF 23 d Lfl N V N N O N O N 6�1 3 a OF F- Z O LL Ln w V) Q S a d �n O M N O N O N 6�1 3 a OF F- Z O Ln w V) Q S a ►- m Ln 0 0 N O N 6�1 3 a OF F- Z O ry Ln w V) Q S a CONTRACTOR RESPONSIBILITIES REGARDING ADA COMPLIANCE 1. CONTRACTORS SHALL PERFORM WITH REQUIRED CARE AND PRECISION IN CONSTRUCTION OF ADA (ACCESSIBLE) COMPONENTS AND ACCESSIBLE ROUTES WITHIN THE SITE. THESE CONSTRUCTED PRODUCTS, AS THE CONTRACTOR LEAVES THEM, MUST COMPLY WITH ALL APPLICABLE STATE AND LOCAL ACCESSIBILITY LAWS AND REGULATIONS AND THE CURRENT ADA AND/OR STATE ARCHITECTURAL ACCESS BOARD STANDARDS AND REGULATIONS' BARRIER FREE ACCESS AND ANY MODIFICATIONS, INCLUDING REVISIONS OR UPDATES. FINISHED SURFACES ALONG THE ACCESSIBLE ROUTE(S) FROM PARKING SPACES, PUBLIC TRANSPORTATION, PEDESTRIAN ACCESS, INTER -BUILDING ACCESS, TO POINTS OF ACCESSIBLE BUILDING ENTRANCE OR EXIT, MUST COMPLY WITH THESE ADA OR ACCESS BOARD CODE REQUIREMENTS. THESE INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING: 1.1. HANDICAP PARKING SPACES AND PARKING AISLES - SLOPE SHALL NOT EXCEED 1:50 (1/4" PER FOOT OR NOMINALLY 2.0%) IN ANY DIRECTION. 1.2. RAMPS (CONCRETE OR OTHERWISE) - SLOPE MUST NOT EXCEED 1:12 (8.3%) FOR A MAXIMUM OF SIX (6) FEET. 1.3. LANDINGS - MUST BE PROVIDED AT EACH END OF RAMPS, MUST PROVIDE POSITIVE DRAINAGE, AND MUST NOT EXCEED 1:50 (1/4" PER FOOT OR NOMINALLY 2.0%) IN ANY DIRECTION. 1.4. ACCESSIBLE ROUTE PATH OF TRAVEL - MUST PROVIDE A 36-INCH OR GREATER UNOBSTRUCTED WIDTH OF TRAVEL (ENCROACHMENTS SUCH AS CAR OVERHANGS OR HANDRAILS CANNOT REDUCE THIS MINIMUM WIDTH). THE SLOPE MUST BE NO GREATER THAN 1:20 (5.0%) FOLLOWING THE DIRECTION OF TRAVEL, AND MUST NOT EXCEED 1:50 (1/4" PER FOOT OR NOMINALLY 2.08%) FOR CROSS SLOPE. WHERE PATH OF TRAVEL WILL BE GREATER THAN 1:20 (5.0%), RAMP SPECIFICATIONS (ABOVE) MUST BE ADHERED TO. MAXIMUM SLOPE OF 1:12 (8.3%), FOR A MAXIMUM RISE OF 2.5 FEET, MUST BE PROVIDED. RAMPS MUST HAVE ADA HAND RAILS AND "LEVEL" LANDINGS ON EACH END THAT ARE CROSS SLOPED NO MORE THAN 1:50 IN ANY DIRECTION (1/4" PER FOOT OR NOMINALLY 2.08%) FOR POSITIVE DRAINAGE. 1.5. DOORWAYS ALONG ACCESSIBLE ROUTES - MUST HAVE A "LEVEL" LANDING AREA ON THE EXTERIOR SIDE OF THE DOOR THAT IS SLOPED AWAY FROM THE DOOR NO MORE THAN 1:50 (1/4" PER FOOT OR NOMINALLY 2.08%) FOR POSITIVE DRAINAGE. THIS LANDING AREA MUST BE NO LESS THAN 60 INCHES (5 FEET) LONG, EXCEPT WHERE OTHERWISE PERMITTED BY ADA STANDARDS FOR ALTERNATIVE DOORWAY OPENING CONDITIONS. (SEE ICCANSI A117.1-2003 AND OTHER REFERENCED INCORPORATED BY CODE.) 1.6. IF PROJECT INVOLVES RECONSTRUCTION, MODIFICATION, REVISION OR EXTENSION OF OR TO ADA COMPONENTS FROM EXISTING DOORWAYS OR SURFACES, CONTRACTOR MUST VERIFY EXISTING ELEVATIONS SHOWN ON THE PLAN. NOTE THAT TABLE 405.2 OF THE DEPARTMENT OF JUSTICE'S ADA STANDARDS FOR ACCESSIBLE DESIGN ALLOWS FOR STEEPER RAMP SLOPES, IN RARE CIRCUMSTANCES. THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE DESIGN ENGINEER OF ANY DISCREPANCIES AND/OR FIELD CONDITIONS THAT DIFFER IN ANY WAY OR ANY RESPECT FROM WHAT IS SHOWN ON THE PLANS IN WRITING BEFORE COMMENCEMENT OF THAT WORK. IMPROVEMENTS PLACED BY THE CONTRACTOR MUST FALL WITHIN THE MAXIMUM AND MINIMUM LIMITATIONS IMPOSED BY THE BARRIER FREE REGULATIONS AND THE ADA REQUIREMENTS. 1.7. CONTRACTOR SHALL VERIFY THE SLOPES OF CONTRACTOR'S FORMS PRIOR TO POURING CONCRETE. IF ANY NON-CONFORMANCE IS OBSERVED OR EXISTS, CONTRACTOR MUST IMMEDIATELY NOTIFY THE ENGINEER PRIOR TO POURING CONCRETE. CONTRACTOR IS RESPONSIBLE FOR ALL COSTS TO REMOVE, REPAIR AND REPLACE NON -CONFORMING CONCRETE. 2. CONTRACTOR IS URGED TO REVIEW THE INTENDED CONSTRUCTION WITH THE LOCAL BUILDING CODE AFTER FORMS ARE SET AND PRIOR TO COMMENCEMENT OF CONSTRUCTION OR IMPROVEMENTS. 2016 ROA CG-12 GENEf?AL NJTES: 1. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES. 2. ALL DETECTABLE WARNING SURFACE PRODUCTS SHALL MEET THE REQUIREMENTS OF SECTION 504 OF THE SPECIFICATIONS FOR CG 12 DETECTABLE WARNING SURFACE. DETECTABLE WARNING SUFACE PRODUCTS USED SHALL BE FROM THE MATERIALS APPROVED PRODUCT LIST NUMBER 72- 3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS. 4. REQUIRED BARS ARE TO BE NO.5 X 8'" PLACED )'CENTER TO CENTER ALONG BOTH SIDES OF THE RAMP FLOOR, MID -DEPTH 4F RAMP FLOOR. MINIMUM CONCRETE COVER 1'Ja 5. ROADWAY CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS ARE INCLUDED IN PAYMENT FOR CURB / CURB AND GUTTER. 5. GUR13 RAMPS ARE REQUIRED FOR SIDEWALKS AND SHARED USE PATHS. THE WIDTH OF THE CURB RAMP SHALL MATCH SIDEWALK WIDTH. WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH, THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH. 7. DETECTABLE WARNINGS SHALL EXTEND THE FULL WIDTH OF THE CURB RAMP LANDING FLOOR. CURB RAMPS WILL BE INSTALLED AND LOCATED WITHIN PEDESTRIAN CROSSWALKS AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER. CURB RAMPS SHOULD NOT BE LOCATED BEHIND VEHICLE STOP LINES. LIGHT POLES, FIRE HYDRANTS, DROP INLETS, ETC. 9. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS PERPENDICULAR TO THE CURB. 10, DETECTABLE WARNING SURFACE PANELS SHALL BE INSTALLED FLUSH W17H THE BACK OF CURB. 11. WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD -MODIFIED AS RECOMMENDED BY THE MANUFACTURER 70 MATCH THE BACK OF CURB. SEE CC-12-INS PAGES 204.06 ANO 204,07 FOR METHODS OF INSTALLING DETECTABLE WARNINGS ON A RADIUS. BRIDGE STANDARDS NOTE COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING HYDRAULIC CEMENT SIDEWALK (DEPTH IN INCHES, AREA IN SQUARE YARDS? CURB WHEN REQUIRED (CG-2 OR CG-3 IN LINEAR FEET) DETECTABLE WARNING SURFACE (AREA IN SQUARE YARDS) EACH OF THE ABOVE ITEMS 15 A SEPARATE PAY ITEM AND SHOULD BE SUMMARIZED FOR EACH CURB CUT RAMP. SIDEWALK RAMP 12:1 MAX 48:1 MAX �4 10;1 'MAX TYPE A PERPENDICULAR 5' MIN 12S 12+1 'MAX TYPE B PARALLEL 5 �N� #° MIN AT ) . 2" HIGHER THAN EDGE OF PAVEMENT AT )K)K , SAME AS 70P OF CURB TYPE C PARALLEL & PERPENDICULAR TRUNCATED DOME 1.6"'-2.4" C-C c1 - 9 ti7 0 Q s7 s3 z_ Il 0 9 0❑ 0 0 0 0 0 0 0 0 CL - 0 0 0 0 0 O 0 0 C 0 0 O 0 CrTI LAINDING RAMP + ca 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 J o a 0 00 0 0 0 0 0 O O a a 0 00 ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 5/-55x OF ASE IRME R 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 LAM DETECTABLE WARNING ti AT BACK OF CURB L _I D.9"-1.4" VARIABLE FULL WIDTH OF RAMP FLOOR _I SEE NOTE n. BASS = TRUNCATED DOME PRY LIMITS DETECTABLE WARNING DETECTABLE WARNING INSTALLED ON A RADIUS DETAIL DETAIL V00T A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE, SPECIFICATION ROAD AND BRIDGE STANDARDS C G - 12 DETECTABLE WARNING SURFACE REFERENCE SHEET 1OF 51 REVISION DATE (GENERAL NOTES) 1135 502 204,01 04/19 VIRGINIA DEPARTMENT OF TRANSPORTATION 504 A PERMISSIBLE CONSTRUCTION #5 DOWEL, 8" LONG 0 12" C-C JOINT 5' 6 N N� 10:1 101 B M tiMA B 5' S' -----TR&4$ITION GUTTER PAN SLOPE TO 201THROUGH RAMP LENGTH TRANSITION GUTTER PAN SLOPE GUTTER PAN MAXIMUM SLOPE 20-1 TO 201THROUGH RAMP LENGTH 8'-0" Min_ 4'-D" Min. BACK OF CURB 12,1 MAX. 48-1 MAX. 20: 1 2'MIN. SECTION A -A PERMISSIBLE CONSTRUCTION JOINT SECTION (3-8 NOTES( 1. FOR GENERAL NOTES ON THE DETECTABLE WARNING SURFACE, SEE SHEET 1 OF 5. 2, THIS DESIGN TO BE USED FOR CONSTRUCTION THAT INCORPORATES WIDER SIDEWALK. LANDING (4' WIDE) REQUIRED AT TOP OF CURB RAMP- MINIMUM CURB RAMP LENGTH 8 FEET FOR NEW CONSTRUCTION- 3. T P RAMP PIN CUTTER PAN SHALL BE A MAXIMUM SL4J E OF 20�1 AT THE AM OPENING. G. 4, DIAGONAL PLACEMENT IS NOT PERMITTED. A D p p p 4 p D p n p p Ise p/ \ 4' SQUARE LANDING AREA OUTSIDE OF ` \ TRAVELWAY SHALL BE PROVIDED FOR �� 48.3 X \ PERPENDICULAR CROSSWALK WITHIN THE \ 0 MARKED CROSSWALK AREA Cb,' 48:1 MAX 48 � AMPS 12:1 MAX 483� \ I x47.9 \ 1 X as a TRANSITION GUTTER PAN SLOPE TO 20:1 MAX AT x47.7 47.9, CROSSING (TYP) 14a. 47.9 I , 48.5 li I I L- 81 TYPICAL DESIGN TYPE A WITH BUFFER STRIP EXAMPLE INSTALLATION METHODS - SEE PLANS FOR LAYOUT r ZZZZ34 U7 Ln 0 LA 0 a �0i: CROSSWALK II 14 TYPICAL PLACEMENT AT INTERSECTION WITHIN CROSSWALK SPECIFICATION A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWLING IS ON FILE IN THE CENTRAL OFFICE. REFERENCE CG-12 DETECTABLE WARNING SURFACE 105 TYPE A (PERPENDICULAR) APPLICATION 502 504 VIRGINIA DEPARTMENT OF TRANSPORTATION CLUSTER BOX UNIT (CBU) MAILBOX - ADA ACCESSIBLE 308.2 Forward Reach. F08.3 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 (X4 E X E E E E C E M E Lr) coN E E E E N r Lr) 00 N Figure 308.2.2 Obstructed High Forward Reach 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 308.2 2 Obstructed High Reach. Where a high forward reach is over an obstruction, the clear floor space (865 mm) maximum and the depth of the obstruction shall be 24 inches (610 mm) maximum. The high shall extend beneath the element for a distance not less than the required reach depth over the side reach shall be 48 inches (1220 mm) maximum for a reach depth of 10 inches (255 mm) maximum. obstruction. The high forward reach shall be 48 inches (1220 mm) maximum where the reach depth is 20 Where the reach depth exceeds 10 inches (255 mm), the high side reach shall be 46 inches (1170 Imm) inches (510 mm) maximum. Where the reach depth exceeds 20 inches (510 mm), the high forward reach maximum for p reach depth of 24 inches (610 mrn) maximum. shall be 44 inches (1120 mm) maximum and the reach depth shall be 25 inches (635 mm) maximum. 20" max >20"-25" max 510 mm 510 mm- 635 mm EE `o E E o co N N (a) (b) Figure 308.3.1 Unobstructed Side Reach X EE E M (X0 E EE N 00 N I 10" max > 10"-24" max 255 mm 255 mm -610 mm (a) (b) Figure 308.3.2 Obstructed Hiyh Side Reach E E CG-12 TYPICAL PLACEMENT AT INTERSECTION WITHIN CROSSWALK (WITH BUFFER STRIP) 47 O A II 11 I I I I I-_ II ►I J L L- = J L L_ L_ J------ I 4 p - - - >o D O p D d D 12 4' SQUARE LANDING AREA OUTSIDE OF ,. TRAVELWAY SHALL BE PROVIDED FOR - PERPENDICULAR CROSSWALK WITHIN THE MARKED CROSSWALK AREA (TYP) N C\LC-)\ L h - -- __ MAX 12:1 , Q� + A6 0 I 46 33- 5 8 p' o MAX ��ti� �� +�62> 63$ 146.4,3 48:� MAX MAX 4 x 462:1 MAX CD 46.4 X '< 6 / \ 7 � e i �p3 cG 12 A •5 DOWELS, 8" LONG PERMISSIBLE _ AT 12" C-C CONSTRUCTION -ter- 5`MIN 5' MIN. JOINT 1 12�1 MAX Y = 12=1 MRX. 4' MIN �j 121 MAX �y + 1}L fJ JT WITH BUFFER STRIP ROMP RAMP (SEE TABLE) A )SEE TABLE)1'TRANSITI0N GUTTER PAN SLOPE TO 20:1 THROUGH RAMP LENGTH 5' MIN TRANSITION GUTTER PAN SLOPE t2=1 TO 20�1 THROUGH RAMP LENGTH GUTTER PAN MAXIMUM SLOPE 20:1 12:1 MAX. M 5' 4'" M N SHAPE MATCH FACE OF ROADWAY CURE WITHOUT BUFFER STRIP BACK OF CURB 48 20-1 as : 1 M EXAMPLE INSTALLATION METHODS - SEE PLANS FOR LAYOUT h'� L YUMt 4s:, MAX. 2'MIN. SECTION A -A LA)NG 4971MAX, SLOPE 56[iPE DETECTABLE WARNING SURFACE PERMISSIBLE tufts CONSTRUCTION 5' MFI JOINT CROSSWALKr o �2 M x SECTION B-B c Ass Cola&TE CURB NOTES: ONE DIRECTION ONE DIRECTION L FOR GENERAL NOTES ON THE DETECTABLE WARNING SURFACE, WITHOUT BUFFER STRIP WITH BUFFER STRIP SEE SHEET 1OF 5. 2. THE REQUIRED LENGTH OF A PARALLEL RAMP IS LIMITED TO 15 FEET, REGARDLESS OF THE SLOPE. 3. GUTTER PAN SHALL BE A MAXIMUM SLOPE OF 20-1 AT THE RAMP OPENING, 4. DIAGONAL PLACEMENT IS NOT PERMITTED. mv� TYPE B PARALLEL APPLICATION ROADWAY GRAPE IN PERCENT MINIMUM RAMP LENGTH N FEET 4" CURB 5" CURB D 4 6 1 5 7 2 5 a 3 6 9 4 8 12 5 10 15 6 14 15 XVD®T 1VDQ T ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS REVISION DATE SHEET 2 OF 5 SHEET 3 OF 5 REVISION DATE 04/19 204,02 1 204.03 04/19 CROSSWALK CROSS' s A� PERMISSIBLE CONST, JOINT - 7SIN. J TRANSITION GUTTER PAN SLOPE .� ry TO 20=1 THR01JOH RAMP LENGTH AI GUTTER PAN MAXIMUM SLOPE 201 TANGENT PLAN SHAPE TO MATCH FACE OF ROADWAY CURB 2'-10" MIN. 5'-0" MIN - BACK OF CURB 12 1 MAX. 4 1 MA 20 = 1 9 48; 1 MAX. 2' MIN. SECTION A -A TYPE C PARALLEL & PERPENDICULAR APPLICATION ROADWAY GRADE IN PERCENT MINIMUM RAMP LENGTH IN FEET 4" CURB fill CURB 0 2 4 1 2 5 2 3 5 3 3 6 4 4 s S 5 10 6 7 14 7 13 15 8 15 15 THE REQUIRED LENGTH OF A PARALLEL RAMP IS CROSSWALK LIMITED TO 15 FEET. REGARDLESS OF THE SLOPE. OSSWALK TWO DIRECTI INS SMALLER RADII TWO DIRECTIONS LARGER RADII WITHOUT BUFFER STRIP WITH BUFFER STRIP A COPY OF THE ORIGINAL SEALED AND SIGNED DRA WING 15 ON FILE IN THE CENTRAL OFFICE. SPECIFICATION SPECIFICATION C G -12 DETECTABLE YY AR N I N G SURFACE REFERENCE REFERENCE TYPE B (PARALLEL) APPLICATION 105 D5 52 VIRGINIA DEPARTMENT OF TRANSPORTATION 5D4 502 RAMP DOWN SIDEWALK RAMP DOWN 12" MIN. CONC. PAD 12" to 15° 111 PER. USPS ; MAI B OX B.O.C. HANDICAP RAMP ...........o, F.O.C. C&G E.O.P. CENTERLINE STREET SCENARIO REAR ACCESS TO CBU CG-12 „ 2 T HIGHER THAN 1` I P EDGE OF PAVEMENT AT X )K, SAME AS TOP OF CURB AT X , 2" HIGHER THAN EDGE OF PAVEMENT ATTX, SAME AS TOP OF i_URB � u 3 N c1� CROSSWALK EXAMPLE PLACEMENT AT INTERSECTION WITH BUFFER STRIP NOTES- 1. FOR GENERAL NOTES ON THE DETECTABLE WARNING SURFACE, SEE SHEET 1 OF S. 2, THE SELECTION OF CURB TYPE AND THE CONFIGURATION OF THE BUFFER STRIP MAY VAR r TO MEET EXISTING FIELD CONDITIONS AND ROADWAY GEOMETRICS PROVIDING THE DIMENSIONS AND SLOPES ARE AS NOTED. 3 THIS COMBINED (PARALLEL & PERPENDICULAR) DESIGN CAN BE USED WITH ADJOINING BUFFER STRIP. LANDING AT BOTTOM OF TWO SLOPING SOES WITH 5' X 5' MIN. D1MEN ION= THE SHORT PERPENDICULAR RUN TO THE STREET CAN BE PROTECTED BY A LANDSCAPED SETBACK OF CONNECTED TO THE SIDEWALK WITH A WARPED SURFACE. 4. GUTTER PAN SHALL BE A MAXIMUM SLOPE OF 20 1AT THE RAMP OPENING, 5. DIAGONAL PLACEMENT IS NOT PERMITTED. A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. CG-12 DETECTABLE WARNING SURFACE TYPE C (PARALLEL & PERPENDICULAR) APPLICATION VIRGINIA DEPARTMENT OF TRANSPORTATION 40.6.4 Landings. Landings shall be provided at the tops of ramps. The landing clear length shall be 36 inches (915 man) minimum. The landing clear width shall be at least as wide as the handicap ramp, excluding flared sides, leading to the landing. GONG. PAD CBU MAILBOX d< 12' MIN. CONC. PAD CBU ' • 12" MIN. MAILBOX �• 1 t RAMP DOWN SIDEWALK RAMP DOWN 36 min 915 mm at least as wide as HANDICAP curb ramp RAMP HANDICAP RAMP B.O.C. ...... F.O.C. B.O.C. C&G E.D.P. C&G F.O.C. E.O.P. CENTERLINE STREET CENTERLINE STREET Figure 406.4 Landings at the Top of Ramps SCENARIO II -CRONY ACCESS TO CBU SCENARIO I -FRONT ACCESS TO CBU WITHOUT SIDEWALK NOTE: REFER TO REACH DETAILS FOR CORRECT LOCATION OF CBU INSTALLATION. 1V DOT ROAD AND BRIDGE STANDARDS REVISION DATE SHEET 4 OF 5 04/19 - 204.04 Ua 0 y O co �m N cl Lu 2 Q� ZO Z m U� �to�o O ~� J z J J 2 OQ k2 w� 4 VQ ON Q Q2 Q 10 W p� Urn O`� I N v� ❑ 4 rF� LUC9 0 V ) �? Q OJ w cc cc CLW wU) 'A Qy - N viw z 0 O� W W � d' C'M It w LU Z z W OTL O a z O zN U w O H 5 ww 0 0 O O Z Z � � 0 0 d d 0 � � = CD CD w Q N N o CD N N n N Q ay N 0 0 �-]Tj0 a-i [V �.X TH OF j O Jimmy L. Taggart Lic. No. 22841 4� 06/22/2020 G SSIONAI, E� Q z_ 0 QW J ' ^ u ! � 0 W qzw J � � m Q � I -a I�1 J LL z J Q pq w CV 06 w U 0 Q aw��� > OJ Q w M W LLJ U) Q 2 O Q_ DATE: 10-22-2019 SCALE: 1 "=30' JOB: 8438 SUB: 2019-00170 SHEET: OF 23 8 VYYLLI\ .) 11\LL 1 8' PUBLIC ROW 3' FC TO FC ' PLANTING STRII z� BM �--� 08t Fro t� nBonnet °n''�Ydrant 4' \C,' O •il O U •O Z O / / �/ / / I N p 520 pfl�^ U mNZ,n N��i// ' I / ZON 0 / 0o Z�i� S�D / \ P �N ROPi R I / J �/ \IL / n ` 1 6" T AI- ZO / \ pS,I �E1GN NMD� INC Nr P v 7 E20NTIPL / 2 � SIDE 8 50 0 5.0 100 150 SCALE: 1 "=50' 470 465 460 455 450 445 440 435 430 425 420 40a 410 412 4144 418 - \ Lq/�D j _ _ 420 422 \� ��----- TMP 62_ VGS LLCM// _ 426 424 --- ---- OPEN SP C6- / / 42a \ - _ ZO/V/iVG ACE 1?4/ \ \\ - - - - - - 150A RES / ---430432 SF 436 43 .5S65p a 440 r%■ A I\ ■ \ /■ r\ A FOWLER STREET EXT PROFILE DESIGN SPEED: 25 MPH HORIZ. SCALE: 1 "=50" VERTICAL SCALE: 1 "=10" L VPI STA = 12+50. VPI STA = 14+50.00 VPI EL = 450.00 ,l,_ rn - - in VPl EL = LEN = 100.00' K = 33.33 CD' K = 20.59 VSD = 469.48 Q cn Ir O CV U7 � U - L L`I -- _ PROPOSED GRA - ----� - E •43% z z - - � w 18" HDPE STORM XING r2.6' c>� 8 CLASS 52 DIP WATERLINE 3.3 - °° X w4 00 0p + . 00 - z0 - - w± Ln O O - + p M z M x p O O w O - Lf7 00 cn -44 r7 CV w w + 00 Q x 0 Q J d !- H L-LI w w CD¢ w .0 cn II II- II II J st- II cn II II w 00 cn - cn X w Y Z J LLI Z J ^ 00 N W N 0-) r N LO O f` O 0') M LO L!7 C) I` O N O Lid LC) O C0 O M 06 LO d' O 00 O M O C0 LO "�t O d O N 6 o6 qt d' 00 N M O 00 N It Lr) O O LO O o6 4 19t LO O O O O O d' Nt L0 O co LO O 0i cM q* LC) LO CO 00 00 O It LC) O C0 N 00 O Ln 1` LO o6 qt co O 00 M ti 6 1:11 111- co O ti 0-) qt d M Cfl qt M C0 I` qt d Nt N 00 1` L6 co d' Nt qtt d O 0) O L6 L6 'IT 't qzt It 9+7510+00 11+00 MANDATORY INSPECTIONS AT THE FOLLOWING 12+00 PHASES ARE REQUIRED FOR ROADS THAT ARE PROPOSED TO BE STATE MAINTAINED: 1. NSIALLA11UN UI ANY ENCLOSED DRAINAUL SYSiLM BLI-URL Il IS CUVLRLD. 2. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING COVERED. 3. CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE PLACEMENT OF ROADBED BASE MATERIALS. 4. A FINAL PAVEMENT DESIGN, BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED TESTS, SHALL BE COMPLETED AND APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED. 5. PLACEMENT OF BASE MATERIALS, INCLUDING STONE DEPTHS, CONSISTENT WITH THE APPROVED PAVEMENT DESIGN. PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES, FOLLOWED BY FIELD DENSITY AND MOISTURE TESTS AND THE PLACEMENT OF A PAVING COURSE AS SOON AS POSSIBLE. 6. CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, UPON COMPLETION AS PART OF THE FINAL INSPECTION. 7. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING VDOT A MINIMUM OF ONE WEEK PRIOR TO EACH OF THE ABOVE PHASES OF CONSTRUCTION TO SCHEDULE AN INSPECTION. 8. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS WILL REQUIRE ADDITIONAL TESTING OF THE ROADS AT THE DISCRETION OF VDOT OR MAY LEAD TO THE ROADS NOT BEING ELIGIBLE FOR STATE MAINTENANCE. 13+00 R/W 4" 3000 PSI I�/,��/ 3 • 1 CONCRETE 114": 1' 3 1 4" VDOT 21A STONE BASE 14+00 VDOT ST'D CG-6 6" VDOT 21A-' STONE BASE 1' 5' 6' 2' CONCRETE PLANTING SIDEWALK STRIP 0.5' 15+00 16+00 58' PUBLIC R-O-W POINT OF FINISHED GRADE -.c-- 114": 1'�, BASE 3" BM-25 19' TRAVEL LANE INCLUDING PARKING 1.5" SM-9.5 ,/ 114": 1' -�► B" SUBBASE (21A) 10' TRAVEL LANE 24.5' 17+00 18+00 VDOT ST'D 4" 3000 PSI CG-6 CONCRETE �- 114": 1' 4" VDOT 21A 6" VDOT 21A STONE BASE STONE BASE 2' 6' 5' PLANTING CONCRETE 0.5' STRIP SIDEWALK 0 g0005 HPS� 5 g00 0\�0, NOTES: 470 1. MAINTAIN A MINIMUM OF 3.5' OF COVER OVER WATERLINE. 2. ALL FILL AREAS ARE TO BE PLACED AT 95% COMPACTION. 465 3. MAINTAIN V MINIMUM VERTICAL SEPARATION BETWEEN STORM AND WATERLINE. 4. MAINTAIN 1.5' MINIMUM VERTICAL SEPARATION BETWEEN SANITARY SEWER AND WATERLINE. 460 5. STANDARD CD-1 AND CD-2 UNDERDRAINS ARE TO BE PROVIDED AS SHOWN HEREON OR AS FIELD CONDITIONS DICTATE. 455 6. INTERSECTION SIGHT DISTANCE LINES ARE SHOWN USING A 3.5' HEIGHT OF EYE AND A 3.6 HEIGHT OF OBJECT. 450 445 440 NOTE TO CONTRACTOR: 435 ** SPECIAL ATTENTION ** ANY UNDER -DRAINS OR CROSS -DRAINS INSTALLED MUST BE VIDEO INSPECTED SIMILAR TO THAT REQUIRED FOR VDOT 430 ACCEPTANCE OF STORM SEWER. CONTRACTOR IS RESPONSIBLE FOR ACCEPTABLE CONDITION AT TIME OF ACCEPTANCE 425 420 W 3 1 - 1' PROPOSED ITE CODE DESIGN SPEED DU PEAK PERIOD RATE %PM VPD/ PER DAILY VPD PM PEAK TRIPS PM IN PM OUT IN OUT SFD 210 25 mph 23 9.44 63% 37% 0.99 23 217 137 80 SFA 230 25 mph 38 5.81 67% 33% 0.52 20 221 148 73 PROPOSED TOTAL 43 1438 1 285 1 158 4" 3000 PSI CONCRETE STONEvBASE~ TYPICAL SIDEWALK SECTION N.T.S. A Ua 0 o v L ''^^ v, N m N 2 Q� ZO U� ��co O> > LL TO J Z �/S Q rctu J J_ aZ > < CC ww CO 0 ° r' °�K °N Q K Q� W c pr Urn O N r M� CO CO V ° Q d 4.? � Q OIt CC It -jI y aW wLO o U co z� W 0rn W � d- M w Wz O 0 %a_ O H a C4 u to w H H z z 5 � � 00 z z 00 u U Q Q J J d d 0 0 = � 0 N fV LLI O O Q n N Q c-I N O O z -1 CV �tiTH OF oA- � Jimmy L. Taggart Lic. No. 22841 {vim 1 06/22/2020 %+ �SSIONAL SSG Q Z IY > W W J W Z LO Cr Q E- cr) Q W Cfl W w I..L () CO = W O U z J Q N C) 0 w 0- U a p 0 Q O a° z Ir W 11-- -<4 C/) O 04 Q O ir DATE: 10-22-2019 SCALE: 1 ":50' JOB: 8438 SUB: 2019-00170 SHEET: 9 OF 23 A EC�_p E55 RO GR-- TEMP --- \\\\� TMP 62-16D -- % - OPEN SPACE NIII�_k^ ZONING: R4 15.0 ACRES /// /_QPWSPACEC 38,S56,f - 446' 'UAX E GFIL•03-� 00 ° -W W WW _ 116+00 - - 17+00 - W W 1 +0 '1.61"EI I + -- LOT � ,P 2,595 SE khx n/ CONNECT PROP. 8"0g / „ �k \ox9 �� ti y 00 �s6 \ WATERLINE TO EX. 8 \ \ �z WATERLINE ® STA. 11 +53 /AJ`�\/ \ \ ecS° ,N"� / k \ Z �`' sr BM ELEV.= 455.10 j Asa �°,°� `. \ oo �sr -- 9/ \. _ - Right Front Bonnet J S5� °�gti°� \. 3 < r _ Bolt on Hydrant �^ 00 A076 \_ w �W 1 +00 W� N /o oD Mco I �M oo co / tiN -W-1 00 W W FOWLER STREET (58' ROW) S20- a � 0 8.2470 13+00 Fowl eb �. - 6- �'s 13° h / w / s \ ao P \ ? \ � / -1 !/< - 'z s� �`� ��� / ✓i �, / / - \\ \ \ 1 \ - _ \ \ ! / / /! HORIZONTAL CURVE �� �r�� / Z o �o o� '1449u \ F� o 138/ \� s �,44 4T = 524.39 \ / / `ti �2 \ /y � A\ 5 0 \ \ R = 200.00 5/ 1 C = 373.74 i\d \ / \\ // \ \\ / \ G /j/ 6 \ _ CD - S36° 13 141 _38 Z 0 / // \ o � \ PEN SPACE F \�\�mN�� PI STA = 16+15.16 b 45,s� - \ L01 'r' `N / AOiL NOTES: 1. MAINTAIN A MINIMUM OF 3.5' OF COVER OVER WATERLINE. 2. ALL FILL AREAS ARE TO BE PLACED AT 95% COMPACTION. 3. MAINTAIN 1' MINIMUM VERTICAL SEPARATION BETWEEN STORM AND WATERLINE. 4. MAINTAIN 1.& MINIMUM VERTICAL SEPARATION BETWEEN SANITARY SEWER AND WATERLINE. 5. STANDARD CD-1 AND CD-2 UNDERDRAINS ARE TO BE PROVIDED AS SHOWN HEREON OR AS FIELD CONDITIONS DICTATE. 6. INTERSECTION SIGHT DISTANCE LINES ARE SHOWN USING A 3.& HEIGHT OF EYE AND A 3.& HEIGHT OF OBJECT. R/W 4" 3000 PSI 3 • 1 CONCRETE 1/4": 1' -� 3 1 4" VDOT 21A STONE BASE 49' PUBLIC R-O-W POINT OF FINISHED VDOT ST'D GRADE\ CG-6 6" VOOT 21A" STONE BASE 1' 5' 6' 2' CONCRETE PLANTING SIDEWALK STRIP 0.5' BASE 3" BM-25 10' TRAVEL LANE PLUS PARKING 24.5' 470 465 460 455 STA.=1 4 INV.=448 445 440 435 430 425 420 PLAN VIEW FOWLER CIRCLE PROFILE DESIGN SPEED: 25 MPH HORIZ. SCALE: 1 "=50" VERTICAL SCALE: 1 "=10" VPI VPI STA = EL = 12+90.68 442.50 VPI STA = 15+40.68 VPI- VPI - 447.65 cn w K = 53.57 LEN K = = 50.00' 57.26 = = Of Cn Of w Q o - z 77 PROPOSED GRADE \ \ \ o 0� cfl EXISTING GRADE ---- -- to 0 - 55 - O� -2.147 \ i \ U N cn o U N- F- cn I U U) / / - _ - ----- ---------- -------+---- r j 8„ CL52 DIP WATERLINEQ � O 1.4' u, - ul Uri C14 + 0 L0 z x ME O n + N I�V x xx r- cD 57< � x F x � x d Q J 00 coO 0en y("2-1 ziOZ- CD -j o LLJ HJ N W w _ ¢J qW J Qc Cc) cn= z x CD II ¢ dw zQ II �II II Ln Z x W CC CL � � - - N H ~ � � (n d' (n (> N J W CL Q_ t� (n ~ � W � F_ � -- F - N J W _ N L0 Cfl 00 � I- 00 N L0 � (0 I- d Ln 1,- N L0 Co L) O I O Ln Ln CA O 1- � qt It 4 d- N O (fl d' 00 L) cM I Co cl � cM CA � N N cM It 00 L0 (6 It M I� I� O cM c6 1:t It O C'M 4 It C0 O 00 4 O 00 00 It N LC) Lfi lzt 9+7510+00 VDOT ST'D 4" 3000 PSI 1.5" SM-9.5 CG-6 CONCRETE 4" VDOT 21A B" SUBBASE (21A) 6" VDOT 21A STONE BASE STONE BASE 10' 2' 6' 5' TRAVEL LANE PLANTING CONCRETE 0.5' STRIP SIDEWALK TYPICAL SECTION ROAD A (25 MPH DESIGN SPEED) 24.5' 11 +00 1' 12+00 13+00 14+00 15+00 16+00 1 Design ADT Average Daily Traffic, or VPD: 438 470 Present Year: 2019 Design Year: 2020 Growth Rate (%): 0 465 Design ADT at Design Year: 438 460 Percent Trucks: 0 Design Traffic Volume: 438 455 450 Design Pavement Index: 11.9 445 Material Thickness, (h Surface 440 Asphalt Concrete (SM-2A,B, orC) (Superpave SM-9.5A) 1.5 Prime & Double Seal or Blotted Seal Surface 0 435 Intermediate Asphalt Concrete (IM-1A or 1 B)(Superpave IM-19.OA) 0 430 Base 1 Asphalt Concrete (BM-2 or BM-3)(Superpave BM-25.0) 3 Full Depth Asphalt Concrete (BM-2 or BM-3) over Surface 0 425 Untreated Aggregate (21A or 21B) 0 Cement Treated Aggregate 0 420 Cement Treated Select Material, Type II, min. CBR=20 0 Select Material Type I & II, non -plastic, min CBR = 30 0 Select Material Type II, non -plastic, min CBR = 20 0 Soil Cement 0 Cement Treated Select Material, Type II 0 Cement Treated Select Borrow 0 Base 2 Untreated Aggregate (21A or 21 B) 8 Cement Treated Aggregate 0 Select Material Type I, non -plastic, min CBR = 30 0 Select Material Type I & II, non -plastic, min CBR = 20 0 Soil Cement 0 Soil Lime 0 Cement Treated Select Material, Type II 0 Cement Treated Select Borrow 0 Soil Support Measured CBR 1 4 Results: 2 3 4 5 Measured CBR Average: 4 Design CBR: 4 Resiliency Factor 1 Soil Support Value 4 Total Proposed Thickness Index: 12.3 OK Equivalency Min. Max. Value, (a) Inches Inches (a x h) - 1.67 1.5 3 2.5 0.84 0.0 1.67 2 2 0.0 1.67 3 5.0 1.60 6 0.0 1.00 6 Pr 4 0.0 1.67 6 rr 4 0.0 1.50 6 4 0.0 0.84 6 4 0.0 0.60 6 4 0.0 1.00 6 4 0.0 1.17 6 PF 4 0.0 1.00 6 P, 4 0.0 0.60 4 8 4.8 1.33 4 8 0.0 0.50 4 8 0.0 0.40 4 8 0.0 1.00 6 8 0.0 0.92 6 8 0.0 1.17 6 8 0.0 1.00 6 8 0.0 Total Proposed Thickness Index: 12.3 A Ua 0 y O U n v, N m N 0 2 Q� zO U� z�-o Q. o> > u_ Q V� L z VS Q rcW i J_ aZ > < rz W W O �CO y Z vQ OJN v2 rrCM W p� Urn N r l� L4 Q �t V , 42 Cr Q j °Qc o (� a W W Lo tq O 6 F-- CM (/) Q o O� W W cY) CY) It W z W O� z O H d L1 U zLU W 0�LnLn 5p Ww p4 O O ?77 �>_ z z 0 0 U U Q Q J J d d 00 CCCC 00 woo � N N Q r- N 0 O c-I N z op Dr�� Jimmy L. Taggart Lic. No. 22841 W� OA 06/22/2020 t�'�' �`S'S 10 N A L E�_ z Ir a- Q J U � z LO Q " Q w w W Q _j< WO O I•Z-r 0- Q I _I F- w 0- z p r� off w Q < -d Q > Ln z Ir QW a Fr W m Q O IY DATE: 10-22-2019 SCALE: 1 ":50' JOB: 8438 SUB: 2019-00170 SHEET: 10 OF 23 Ua � O j� N � Z z0 0 � � o, IL u.T z � W J J_ V1 � �� �Q ,�Ej,? O o W U � p� rn N M Q � WW w� c� o _+ � 7 Oj WO 2 co w 2 z � O O W z o_ H d � zN U w ww 5 0 0 z z 0 0 QI� J d d 0 0 0 0 �yJ 0 0 N N O O N N Q 0 n N O O LTH OF Dj�� n7 Jimmy L. Taggart Lic. No. 22841 4>� ��,� 06/22/2020 SSIONAL E� Q z_ CO > Q � J 0= Qw�w J (f) 00 w = W � � � U � z o J Q a dS W � I W W xo 0 � J � Q a W � Q m � � 0 DATE: 10-22-2019 SCALE: 1 "=50' JOB: 8438 SUB: 2019-00170 SHEET: OF 23 FIRE ROAD FOR ADAMS (1) PROFILE DESIGN SPEED- 25 MPH HORIZ. SCALE: 1 "=50" VERTICAL SCALE: 1 "=10" 510 510 co 10) Co 505 505 500 500 495 495 490 490 485 485 480 480 475 475 470 470 19, 465 465-It 460 460 455 455 ------------ 450 450 445 445 440 440 435 435 430 430 425 425 420 420 415 415 Cf 410 410Ln 405 405 CD 400 400 9+7510+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 50 0 50 100 150 Cl SCALE: 1 "=50'LO I POINT OF FINISHED GRADE \S" VOOT 21A 2 5 - 1 2 STONE BASE 1 5' 10' 10' 5' SHOULDER] TRAVEL LANE TRAVEL LANE iSHOULDER TYPICAL SECTION l NOTE: THIS EMERGENCY ACCESS ROAD PROPOSES TO CONSTRUCT A 20' WIDE GRAVEL EMERGENCY ACCESS THAT WILL CONNECT FROM BELVEDERE PHASE 5A TO THE FUTURE EXTENSION OF FARROW DRIVE WITH BELVEDERE PHASE 3 SITE PLAN (SDP 2019-00079) 12 YP�S- 2#-5�. — �47.87 I � I I I i I �t'�ttt.-� —� N � c0 FN - N II J 'd' _ — � M fn u W _ lu i J �r a M r II J W II i N w ,.,_, - � + I I N M Cfl N � � O O� O � O O � � d' � Cfl O O � lf') lf) tt d" O � O M � � 00 � � d' r M Lf) � d' d' . � C � C�� � lS' d' � � N ti � � Lt.) d' �' 00 fit' O� CO lf') � � � d' � N � N C� Lfi c1 d' ct � N N M N M Lfi d' � d' O � lf) O O O � � d' I� c O� �' CO lf:, d' C' O N � M d' d" N I` M O � d' � Cfl N f� O� O O d" M d' O� r M � M �� � �1' M N � O 00 O� lf') d' Cfl � O �'"> C� lf') d' M � R � f� CQ d' d- O O 00 O d' � � O� C M � ti 00 d' d' O o0 00 ti � � M M I� N I� M 00 d' � O ILf) I` M � 0p M 00 d' Cfl d � � d' c+` 00 CC' N O� � O M M 00 o0 O� ti r 460 455 450 445 440 94 460 455 450 445 440 9-4 280' SIGFTfi" DISTANCE LEFT 3.5' HT OF OBJECT- -IGHT DISTA14CE -OF it GRADE z r75 10+00 11 +00 12+00 13+00 14+00 15+00 15 SIGHT DISTANCE PROFILE VIEW — SD1 460 455 450 445 440 75 —SIG DISTANCE KIbH I ZWJ --- LV H T F I ST/11 V J OBJECT-- 3 5' HT OF OBJECT ------ ----- — — 75 10+00 11 +00 12+00 13+00 14+00 15+00 15 •I I o . I I d I j •'I pl / / DISTANCE / I SIGHT N ��Y �/ /. •/ E�NG K� 0-00' �•y•'�//�/ ' �, ��. /N1M SEpiMO O��AGRES O \ N LLG TM �,I 1NERN PRioEe X , 1 TMP6nENTIA MD 0,16 AG 3ELVEpE2pONG 1 \` NE ,ORIDENT -\ P6SNNW GA ZO6GRE 0 \ AG - UZO, VEOEREg NG o ��Q 50 0 50 100 50 �� \ NEW gc pE51 EN11AL �� L TMP62T RN D 0 v��N� ACRES SCALE: 1 "=50' \ D. n I. OPER SOTM P ZRN RESIDENTIAL VPoNNNGCRESD ZA _ SIGHT DISTANCE PROFILE VIEW — SD2 \ OPEN SPgcE,4 \ ry \ co M \ \ •` CO 7 . . . ...... ........ i SIGHT DISTANCE RIGHT 280' • ` ` ;L 1 u \ SI T DISTA E EASEMENT c PC 1�wuftfff r � r ~ ry ry M n r RIGHT 280 SOOT D157ANGE NOTES: 455 450 445 440 75 1. SIGHT LINES THAT CUT THROUGH LOTS, DECKS AND/OR FENCES MAY NOT BE BUILT AS THEY MAY CREATE SIGHT LINE OBSTRUCTIONS. 2. STREET TREES LOCATED IN THE SIGHT DISTANCE EASEMENT ARE TO BE PLANTED SO THAT THE MINIMUM HEIGHT OF THE LOWEST AUXILIARY BUD IS V FROM THE GROUND. 3. LANDSCAPING PLANTS AND TREES ADJACENT TO THE SIGHT DISTANCE TRIANGLE WILL NEED TO BE MAINTAINED IN AREA BETWEEN 2 AND 7 FEET ABOVE GROUND AS A CLEAR ZONE TO PRESERVE SIGHT LINES AND ACCOMMODATE PEDESTRIANS. A Ua 0 y o U W CV C) Z z o 1—I o O LL z rr^^ Q w — V1 Q C'c W J J_ aZ UQ cr -� ww Oy r Q Z VQ Oo Q �I Z cr N W cf) p� U rn N 0 Wr tC� Q o 1�t �? Q O p IL cccc J i j aW I j L.0 tq o �w Q 0 z W or' c� Z G) w Z z W O O W z 0 a zV) L) 0�V)F- z z 5 22 f�4 v o z z 0 0 a a a a 0 0 0 0 W Q N N O O n N 0 0 0 z N �I,T H 0 F vr�� o��� 44 r Jimmy L. Taggart Lic. No. 22841 {vim 'rO 06/22/2020 ti�'�' G S81ONAL E� z J Q w ' ^ u J Ir Q Q Lu w W J T Q Il I:M4 Q w o = x U z J Q w F w LL ::) �cr �0 E- w U Q IZ CQ c O t� I --I - Q W 0� W U) C) 0 DATE: 10-22-2019 SCALE: 1 "=30' JOB: 8438 SUB: 2019-00170 SHEET: OF 23 13 n m io N O N O QD 6�1 3 a OF F- Z O Ln w V) Q S a 465 460 455 450 445 440 4,35 4,30 425 420 415 410 94 460 455 450 445 440 435 430 42 420 415 94 STORM 12 -> 3 PROFILE HORIZ. SCALE: 1"=30' VERTICAL SCALE- 1"=10' 10, 102 ONEENNEEE NE m� MOO MR M OEMon ��IIWEI on onon fill NONNI O O 460 460 455 455 450 450 445 445 12" HDPE @ 4.78% 440 440 435 435 430 430 425 425 420 420 415 415 O 410 9-1 STORM 13 -> 6 PROFILE HORIZ. SCALE: 1"=30' VERTICAL SCALE: 1"=10' 60 (13 �on��,MM� er 1 460 455 450 445 440 2" HDPE @ 12.00% 435 430 4z-,) 420 415 Bus STORM SEWER 1 10 PROFILE HORIZ. SCALE- 1"=30' VERTICAL SCALE: 1"=10' n5 06 STORM SEWER 14 -> 5 PROFILE HORIZ. SCALE: 1"=30' VERTICAL SCAL- "=10' Z 465 Ewe 455 450 PROPO 445 440 435 430 425 420 415 94 mor-mm�� on in 20� ��Aici WORM- 1 (7 465 460 455 450 445 4 124'OHDPE @ 7.27% 435 430 425 420 415 455 450 STROM SEWER 15 -> 4 PROFILE HORIZ. SCALE: 1"=30' VERTICAL SCALE 10' O15 445 EXISTIN 440 435 430 425 420 415 94 SIMON! now � wan M• oonommomEp 9 10 450 ROPOSED GRADE 445 I co 4 j- _j CV Lc� I i ACN� Ln 00 T 00 A- :=:�ii - cr) I t=tir- --,: -r;T C) PY 1 r- AfS-T1Nt-GRAE`E 11 C) -cm-. r) n -L F -PPrn)Prn)ccZ1Fn Ap�: D - - WC-f3RADE LqzHpP HDP-a 0( 156-46' 15" UP' 18" H-DPE- 0 40% 9'- --------------- ----- 0-- 1 -01 117 39 91 15 HF)PE a n An ... -- TO- 0( 09 f-'-=-.24'- c r) 2-4­ HUft (9 J.4U70 LLj >< co 00 >< OUTLET LLJ 0 0 MM co n 2 M 0 CD Elf Cp U -< PROT 0 b-- L� 1� 00 C'4 -n-� C'4 C'4 L0 ro r, C-0 '1� c--j Cn 'i W ------ 0- c\1 LO COMOL - L0 "1 0 N 00 LU F, o) 0) 1`0 0) 00 N , in C14 Lr U') I? U�n Ln,n ro to V) op CL Uj � + + 11 , I -+ jj-v�� I - 11 �4 't it -------- T F- I I 11 71 11 11 ZZ Z V) < > > -2:- > - < > > IF- -�:- > . ------ 9T Z Z Z I I -L W Z Z Z Z �75 10+00 11+00 12+00 13+00 14+00 15+00 16+00 4124P HDPE @ 12.00% 435 430 425 420 415 465 460 455 'OPOSED GRADE 450 445 440 4,35 430 425 420 415 410 IN IN IN IN IN NOTES: 1. MAINTAIN A MINIMUM OF 3.5'OF COVER OVER WATERLINE. 2. ALL FILL AREAS ARE TO BE PLACED AT 95% COMPACTION. 3. MAINTAIN VMINIMUM VERTICAL SEPARATION BETWEEN STORM AND WATERLINE. 4. MAINTAIN 1.5" MINIMUM VERTICAL SEPARATION BETWEEN SANITARY SEWER AND WATERLINE. 5. MAINTAIN VMINIMUM VERTICAL SEPARATION BETWEEN STORM AND SANITARY SEWER. 6. VDOT STANDARD IS-11, INLET SHAPING, IS REQUIRED IN ALL STRUCTURES HAVING A 4' OR GREATER DROP. 7. INLET SHAPING IS REQUIRED AT ALL INTERSECTING MANHOLES: STRUCTURES 3,4,5,6, 13,14,15. 8. VDOT STANDARD ST-11, SAFETY STEPS, ARE REQUIRED IN ALL STRUCTURES HAVING A DEPTH GREATER THAN 4% 9. VDOT STANDARD SL-1, SAFETY SLABS, ARE REQUIRED IN ALL STRUCTURES HAVING A DEPTH OF 12' OR GREATER. GUTTER SPREAD NOTE: FOWLER CIRCLE TRAVEL LANE: 12 FEET ALLOWABLE GUTTER SPREAD = 12 2 = 6 FEET INLETS ALONG FOILWER CIRCLE GUTTER SPREAD < 6.0 FEET STRUCTURES: 2, 3, 4, 5, 6, 7,13, 14, 15 FOWLER STREET (EAST SIDE) - TRAVEL LANE: 21 FEET - ALLOWABLE GUTTER SPREAD = 21 / 2 = 10.5 FEET - INLETS ALONG FOILWER STREET GUTTER SPREAD < 10.5 FEET STRUCTURES: 10, 12 FOWLER STREET (WEST SIDE) TRAVEL LANE: 12 FEET - ALLOWABLE GUTTER SPREAD = 12 / 2 = 6.0 FEET - INLETS ALONG FOLWER STREET GUTTER SPREAD < 6.0 FEET STRUCTURES: 9, 11 VDOT2-YR LD-204 STORMWATER INLET COMPUTATIONS VDOT 10-YR LD-229 STORM DRAIN DESIGN COMPUTATIONS VDOT 1 0-YR LD-347 HYDRAULIC GRADE LINE COMPUTATIONS Line No. Inlet ID STR # Dring Area (ac) Inlet Time (min) i Inlet (irilhr) Runoff coeff (c) Incr a 0 Carry (cfs) (cfs) Q Capt (cfs) Q Byp (cfs) Inlet Eff Curb Len (ft) Junct Type Gutter Slope (ft)ft) Gutter Width (ft) Cross SI,Sw qvft) Cross SI-Sx (ftlft) Gutter Depth M Gutter :Spread (fvj 1 0.16 5D 4.00 0 74 047 000 0 33 0 14 70 2 50 Curb 0016 2,00 0080 0020 016 1 94 '? 0,13 5 0 400 0 62 0.32 Ol 08 0 30 011 74 2 50 Curb 0016 2M 0080 0020 5 183 3 4 0 14 5 D 4.00 0.65 0.36 0111 044 0 03 94 4 OG Curb 0016 2,00 0080 0 020 0115 1 94 4 5 0.50 50 4.00 0.55 1 10 0 18 28 0 00 100 10.00 Curb Sag 2.00 0080 0 020 024 594 6 0-26 50 400 0,70 0 73 0,. 04 0 61 0 15 80 4 00 Curt 0021 2.00 0.080 0 020 0 18 2 82 6 7 0 '0 5.O 4,00 0.77 G 31 000 0 2.7 004 8.", 2 50 C u rb OVO 2.00 0080 0 020: 0' '14 180 7 a 0 20 00 &00 000 0.00 MH 8 9 0 21 50 4.00 0.79 0.66 0.00 0.66 000 100 6.00 Curb Sag 2.00 0.080 0020 022 483 9 10 048 5,0 4.00 0.67 1.29 000 129 0 00 ',,-;0 6 GO Gurb Sag 2.00 0080 0020 027 7 50 -4 1 0 5 D 4,00 0 71 0.43 000 034 0 08 80 2 50 Curb 0,010 2.00 0 OBO 0020 0 16 2 15 12 0.39 50 4,00 0 78 122 000 065 0 56 54 2�50 Curb OVO 2.00 0080 0020 023 554 13 0 3 5 5 Cs 4.00 074 1.04 000 0 96 0 08 93 600 Curb 0021 2.00 0080 0020 (120 378 13 14 0 24 5 0 4.00 0.78 0 75 003 0 82 0 00 1 GO 600 Curb, Sag 2.00 0060 0020 023 558 14 1 15 (1 '7 190 1 4.00 1 0 79 0.54 1 014 1 068 1 a 00 1 100 6010 CLirL. 0016 1 2.00 1 0080 1 0 020 1 0 1 8 2BG Linn No- Inlet ID STR # DriStim Lai No Dring Area (ac) Inlet TiMe (min) Tc (min) i Sys (in/hr) Flow Rato (cfs) Invert Din (ft) Invert Up (ft) Line Length (ft) Lirie Slope (% Line Size (in) Capac F1.111 (0s) Val Din (ffis) Pip,, Travel (min) 1 2 Outfall 016 5 0 7 7 5 91 13 61 432.00 433 2' 10 "-,;. 4 E-1 6 1 11 24 25 76 5 05 042 2 1 013 5,0 7.6 594 12.97 43331 433.47 27.240 0.59 24 18.78 642 011 3 4 2 014 5 0 7-1 606 1026 433 57 434.15 92.063 0.63 24 19,45 524 047 4 r 3 0 50 5 0 6.9 612 8 98 434.65 435.07 63.374 0.66 18 926 5 97 0 21 5 4 026 5.0 6,6 620 6 24 43,5 17 435.74 64 125 0 89 18 -0.73 353 0 30 6 5 G 10 5.0 5.7 6.46 3,65 435.84 438.62 156.463 1 78 15 932 2.97 0 87 7 0 00 5.5 6.52 3-18 43872 43901 32.210 0.90 15 k1 64 4-74 0 21 8 9 7 0 21 50 52 662 3,23 439 11 441.16 48.570 4.23 15 14.39 5.34 0 31 9 R 0,48 50 5-0 670 215 4141.26 441,62 36.200 0.99 385 4A5 0 22 -r) - 0 15 5.0 52 6,62 2 72 43432 437.14 72820 387 15 13.77 6.94 0 55 - 1 12 10 0.39 5.0 5.0 6.70 2 04 437.24 439.00 36740 4.79 12 8 44 4.49 0.24 13 5 0-35 5.0 5.0 670 173 436.09 438.06 27 171 725 12 10-39 221 0 21 -3 14 4 O,24 5.0 5.0 670 25 435.42 437,40 27 .280 726 12 10.39 1.60 0 28 -4 i 017 50 5.0 670 0 90 434.65 437.70 29.320 10.40 12 2,44 165 043 Station Line To Lon Drriq Area Incir Total Rnoff coeff Area x C Tc Rain (1) Total flow I Cap full Vol Pipe Invert Elev HGL Elev Grnd I Rim Elev Dn Up Lim: plp� Total Inlet Syst Size Slope On Up Din - Up U rie NAM (ft) (ac) (ac) (c) 17 (min) (min) (in1hr) (cfs) (cfs) (ftls) (in) (W (ft) (ft) (f* If* (ft) 1 Fnd 109.496 0.16 3.28 0 74 0 12 2.30 5 0 7 7 5.9 13.61 25.76 560 24 1 11 432.00 433.21 433.60 434.54 432.00 445.52 2-out 2 1 27.240 0.13 3 '2 0 62 0.08 218 5,.0 76 5.9 12.97 18.78 6.22 24 0-59 43331 433.47 434.54 434.76 445.52 445.55 3-2 3 2 92.063 0.14 2 45 065 009 Ir 69 50 7-1 6.1 10.26 19.45 538 24 063 43157 434,15 43476 43530 445.56 443.96 4-3 4 3 63 374 0.50 2 14 0 55 028 1 47 50 6 9 6A 898 926 5,97 18 G 66 43465 435.07 43584 436.26 443.96 443-46 5-4 4 64 -125 026 4 ri 0 70 018 1.0-: F1. 0 6.6 6.2 6.24 10.73 3 53 16 0 89 435.17 435.74 i 427.09 437,24 443.46 443.97 6-5 1:71 5 156.463 0 '0 0 79 077 008 0.56 5.0 5.7 6.5 3 65 9.32 378 15 1 78 435.84 438.62 43753 439.39 443.91' 44751 7-6 7 6 32.210 0.00 0.69 0 00 0,00 049 O,0 5.5 6.5 318 6.6-4 4-55 15 0.90 438,72 43901 439.39 439.73 447.51 44763 8-7 8 7 48 570 0 21 0 69 079 017 049 5 0 5.2 6.6 3 23 14.39 4 36 15 4 23 43911 441.16 439.73 441.89 447.63 448.49 9-8 9 a 36,20G 0.48 0 48 0 67 G 32 032 50 50 6.7 2 15 3 85 4116 12 0.99 441.26 441.62 441 89 442.25 448.4E 448 31 10-9 10 2 72820 0.15 0 54 0 71 011 041 50 5.2 6.6 2.72 13.77 554 15 387 434.32 437.14 434 76 43780 445.56 44782 11-3 ll - 10 36740 0 � 3 9 0 39 0 78 0 30 0 30 5 0 5.O 6.7 2-G4 844 428 12 4 79 43724 439.00 43780 43961 447.82 44753 12-11 12 r 27171 0.35 0.35 074 0.26 0 2f� 5.0 5.0 6.7 1 71 103,9 3.02 12 7 25 436.09 438,06 427 53 438.62 443.97 443.97 13-6 13 4 2 7.2 80 0.24 0 24 078 019 0 19 5.0 5.0 6.7 125 10.39 252 12 7 26 435.42 437.40 43709 437.87 443.46 443.46 14-5 1 - 29.320 0.17 0. 1 - 0 79 013 0 13 5�O 5.0 6,7 0.90 1244 2.39 12 10.40 434.65 437,70 435.30 438 10 443.96 443.81 15-4 0 q M U) 0) 0-) M C) D -Q: C\IC)< c\I < zo ll., as ILL 0 ILL Cc LM --ji -i aZ> < U) rc W W UQ 0 (D -JC\l -j Zt cr C\j qqK - < co 0 Cc 00-) 3Z - c� Ozt co L Uj 0 rr X < j � � 0 LL CO Q. LU -wj LO co 0 0 - Z c\l [-- C)r� Or W �� l� � d- c� 'vR w Z z 0 0 M: ��PyTH op A; L) ) ? / �� 0 v Jimmy L. Taggart Lic. No. 22841 0 06/22/2020 �4, S81ONAL < Z (5 1E > < W C) P-1 Z LO Q _j rr < E- < W (D W :Z) U) < 1r-- < W C) ILL r) II < Z W LU a- 0 r-4 () c:) C,6 W Q 0 a- < < Uj U) 0 > 1 X < 0 C0 Ir - Uj F--- < Fr W CQ 0 E- cf) < 0 rr DATE: 10-22-2019 SCALE: AS SHOWN JOB: 8438 SUB: 2019-00170 SHEET: 15 OF 23 SANITARY SEWER LATERAL SCHEDULE RFLFVFDFRF SANITARY IATFRAI_ SCHFDLJLF 02/19/2020 A to B Invert In Percent of Pie Length From Str Lateral Length Lateral Invert Basement Floor Diff. Between BF and Lat. Inv. ** Lot # 430.73 2.75% 32 33 10 433.43 438.00 4.57 31 53 10 433.98 437.00 3.02 B to C Invert In Percent of Pie Length From Str Lateral Length Lateral Invert Basement Floor Diff. Between BF and Lat. Inv. *' Lot # 433.97 0.86% 35 33 52 436.92 446.00 9.08 36 57 48 437.04 446.00 8.96 30 60 10 436.27 437.00 0.73 37 71 47 437.14 445.00 7.86 38 102 49 437.45 445.00 7.55 29 145 10 437.01 436.00 -1.01 C Invert In Percent of Pie Length From Str Lateral Length Lateral Invert Basement Floor Diff. Between BF and Lat. Inv. ** Lot # 435.43 28 10 435.97 445.00 9.03 C to D Invert In Percent of Pie Length From Str Lateral Length Lateral Invert Basement Floor Diff. Between BF and Lat. Inv. ** Lot # 435.43 0.51 % 27 32 10 435.97 445.00 9.03 26 53 10 437.49 445.00 7.51 39 56 49 445.00 6.69 25 76 10 437.61 445.00 T39 40 1 91 53 445.00 6.42 D Invert In Percent of Pie Length From Str Lateral Length Lateral Invert Basement Floor Diff. Between BF and Lat. Inv. Lot # 436.19 24 10 436.73 445.00 8.27 23 10 436.73 445.00 8.27 D to E Invert In Percent of Pie Length From Str Lateral Length Lateral Invert Basement Floor Diff. Between BF and Lat. Inv. ** Lot # 436.19 0.51 % 22 27 10 438.12 445.00 6.88 41 30 49 445.00 6.06 21 50 10 438.23 445.00 6.77 42 52 49 445.00 5.95 20 73 10 438.35 446.00 7.65 43 75 51 446.00 6.79 E Invert In Percent of Pie Length From Str Lateral Length Lateral Invert Basement Floor Diff. Between BF and Lat. Inv. ** Lot # 436.91 19 10 437.45 446.00 8.55 E to F Invert In Percent of Pie Length From Str Lateral Length Lateral Invert Basement Floor Diff. Between BF and Lat. Inv. ** Lot # 436.91 6.29% 18 25 10 440.27 446.00 5.73 17 49 10 441.78 446.00 4.22 F Invert In J Percent of Pie Length From Str Lateral Length Lateral Invert Basement Floor Diff. Between BF and Lat. Inv. ** Lot # 441.24 16 10 441.78 447.00 5.22 15 24 442.07 447.00 4.93 B to G Invert In Percent of Pie Length From Str Lateral Length Lateral Invert Basement Floor Diff. Between BF and Lat. Inv. ** Lot # 433.97 1.76% 34 32 56 437.28 447.00 9.72 33 63 10 436.87 439.00 2.13 H to J Invert In Percent of Pie Length From Str Lateral Length Lateral Invert Basement Floor Diff, Between BF and Lat. Inv. ** Lot # 437.83 0.51 % 1 128 10 438.37 452.00 13.63 2 164 10 438.37 452.00 13.63 3 186 10 438.37 453.00 1 14.63 4 209 10 438.37 453.00 1 14.63 J Invert In Percent of Pie Length From Str Lateral Length Lateral Invert Basement Floor Diff. Between BF and Lat. Inv. ** Lot # 439.09 5 10 439.63 452.00 12.37 6 10 439.63 452.00 12.37 J to K Invert In Percent of Pie Length From Str Lateral Length Lateral Invert Basement Floor Diff. Between BF and Lat. Inv. Lot # 439.29 1.03% 7 43 10 441.52 452.00 10.48 8 64 10 441.74 450.00 8.26 9 87 10 441.97 450.00 8.03 10 130 10 442.42 450.00 7.58 11 1 153 10 442.65 449.00 6.35 12 1 176 10 442-89 449.00 6.11 1 K Invert In Percent of Pie Length From Str Lateral Length Lateral Invert Basement Floor Diff. Between BF and Lat. Inv. ** Lot # 441.36 13 10 1 441.90 448.00 6.10 14 10 441.90 447.00 1 5.10 470 BLVD PH 7-3 A 465 460 455 450 445 440 435 430 NEW PIPE TO ENTER INTO EXISTING MANHOLE ABOVE BENCH WITH IS-1 INLET SHAPING 425 121F91 415 410 405 400 94 SANITARY SEWER A-G O9"- B F� E F 470 S. _ cc T _ _ P; I I I CDII o O � I 2aBPI S DR 26 - �- .8" SD /M000l 0 LN - O - c Qry 0 af I N v o L� 1.LL- N 00 v� (<1 f� O N N + 00 r` ro r� I I N O g c0 N- ' I- I- .� • N - N o CC`' Oz_ 1t O- Q II D - te O N Lo � N II - r z2z e� _ II II 0 O z I--z z cn ~ -- - - - - fl-o I 75 10+00 v z z 11 +00 12+00 13+00 14+00 15+00 16+00 475 470 465 460 455 450 445 440 435 430 425 420 415 410 9-1- 465 455 450 445 440 26 @ 0.53% 435 430 425 420 415 410 405 HORZ SCALE 1:30 VERT SCALE 1:10 SANITARY SEWER B-L Q Q Q Q Q 0 = oo II rZ F= la= � ,Z o N a- I I 1S:TI-N GLAD PROP6S I I _ --- �54I -_ f 928 SDR - -SDR-o 9 •5T7. 71.34'-I" Z I I X f g H ` OGE O 00 l(� o .v 87 N Of3 G P-A- OJOE -6 r r II Ir CD o r� - + F- 11 II z u 22, - - _ -- cn-- »z z z N--- - z 75 10+00 11 +00 12+00 13+00 14+00 15+00 16+00 17+00 NOTE TO CONTRACTOR: * CONTRACTOR TO PAY SPECIAL ATTENTION TO SANITARY LATERALS FOR LOT 39, 40, 41, 42, AND 43 LOCATED ALONG FOWLER CIRCLE BETWEEN ROAD STATION 13+00 TO 14+50. SEE SHEET 10 FOR ROAD AND WATERMAIN PROFILE. THESE LATERAL CROSS WATERMAIN AND STORM SEWER. NOTES: 1. MAINTAIN A MINIMUM OF V OF COVER OVER SANITARY PIPE. 2. THE CONTRACTOR IS TO VERIFY 95% COMPACTION IN ALL FILL AREAS. 3. MAINTAIN 1.6 MINIMUM VERTICAL SEPARATION BETWEEN SANITARY SEWER AND WATERLINE. 4. MAINTAIN 1' MINIMUM VERTICAL SEPARATION BETWEEN STORM AND SANITARY SEWER. 475 470 465 460 455 450 445 440 435 430 425 420 415 410 Ua 0 � O U V1 W � (D :D H W No z o o > LL Q " Lu z v1 O W i J_ z > a CC CoLLI LLI 0 ° r' 2 °Q i0 of .1 Z Cc N W Co z� LD Ocr% Urn i C\I y, Q 0 � T by uj It XQ j O = O LL a W w Ln U C)co Q z o 4- O� 2 A ft-ftM It It W Z O L O d K4st,"TH Op t>7, %m� � o r Jimmy L. Taggart Lic. No. 22841 tv� ��O,, 06/22/2020 S�,w �` S10NAL �ZyCs Q z C� W > pq Q J z � Q-4 Q J w w U) ^ L.L T I = W C) O J Q z w Fw0-::)w OU D cr � 06w �a Q Q Q Q w 2i W J fr w Q Cl m F-- E- � z 5 O rr DATE: 10-22-2019 SCALE: AS SHOWN JOB: 8438 SUB: 2019-00170 SHEET: 16 OF 23 \ \ \ \ \ \ \ \ VDOT EW-2 END SECTION \ \ \ \ INV IN: 426.00 \ \ \ V A v CONTRACTOR TO ADD TRASH° \ RACK OR SIMILAR TO \ \ \ \ \ \ \ PREVENT CHILDREN FROM \ \ v A v PLAYING IN THE PIPE \ \ \ 11 \ \ \ \ \ \ \ \ PRQP.�Eq GRAD NQ AND NST uc ION EA ENT _ - �.----- T A \�� _S \ _ A EASEM00 i i VDOT EW-2 END SECTION / ,OUTLET PROTECTION INV OUT: 424.00 CONTRACTOR TO ADD / / TRASH RACK OR SIMILAR TO PREVENT CHILDREN FROM PLAYING IN THE PIPE boo� \ � ■'7 �,/ `' r i i CN�TRU TIO� TPROP7TEMP.TGRAD'ING AND ' i -O 41V ` - -t1Ki _134,00 ,A10 `°NFq ss 1 _ 1 I I I I I / - ■ 11 zll I I I I A V I I.// ■��■� \ i . i � I i � �i I I � � I �� � V � '\ � I ♦ � � � �/� ■ ■ ■ ■ _ S - orJt=. s�oewnt.K ,. 1 n EL wl I I' A ♦ `■ ■ �- - PR -��o� 0 �I � I of I I � \� � � \� � \� � ���� � \�• /% � .. �-• � _� � _ - got I I � zl I ♦■■ %/ v� o LP o \ I i � I� I I i 1 I k ♦ � ■� �� 11+00 I I • cv I I � Ivs - I I I 1 - - - - - " 1 46 442 I I �/ II LEGEND STEEP SLOPES (MANAGED) STEEP SLOPES (PRESERVED) FIRE ROAD PLAN VIEW OUTLET PROTECTION SPECIFICATIONS Q2 = 8.02 cfs Q10 = 10.33 cfs (ESTIMATED FLOW OF FULL BUILD -OUT) 4" HP PIPE VDOT EW-2 HEADWALL .5' - OO� O O MIN , CL RI I RIPRAP MIN DEPTH OF EC-1 CLASS I RIPRAP RIPRAP = 24" �' 24" MIN. DEPTH W/UNDERLYING F.F QO0OC �-FULL CHANNEL WIDTH -� STANDARD EC-1 CLASS 1 REQUIRED TYPE A INSTALLATION OUTLET PROTECTION CULVERT DESIGN NOTES: 1. DISCHARGE FOR PROPOSED CULVERT CALCULATED WITH RATIONAL METHOD. 2. PEAK Q FOR DRAINAGE AREA OF THE 2-YR AND 10-YR FLOW WAS DETERMINED ASSUMING DEVELOPMENT OF LOTS AND BUILD -OUT OF BELVEDERE BLVD 3. TIME OF CONCENTRATION WAS DETERMINED USING FAA EQUATION HYDROGRAPH INPUTS: AREA = 3.54 ACRES WEIGHTED C = 0.5 WEIGHTED CN = 70 TIC = 8 MIN LD-269 Rev. 3-83 Project Belvedere Phase 5A Plan Sheet Culvert No. 1 Rev. Date 0 No. Designer UVN Sheet of Date 22-Jun-20 STATION: 16+54.75 AHW Controls FIRE ROAD 100 yr. Flood plain elev. Design AHW depth elev. Structures elev. freq. TWelev. = = = Shoulder I = elev. 434.00 = CL elev 435 Top of Pipe 428.25 Skew 0 Cover 69.0 in. Inv. El. 426 So= 2.50% Inv. El. 424.00 Orig. Gr. Elev. 426.0 L= 80 Orig. Gr. Elev. 424.0 HYDROLOGICAL DATA D.A. 3.54 ac. FAA Method for Tc Tc = 1.8(1.1 - C) x Flow length^0.5 / Watercourse slope^0.333 Tc= 8.0 min i2= 1.6 in/hr i10= 2.3 in/hr Q2= 8.0 cfs Q10= 10.3 cfs DISCHARGES USED Q 2 = 8.0 CFS Q 10 = -0. _3 CIF Q = CFS Q = CFS Q = CFS RISK ASSESSMENT ADT 0 Detours Available none ,Length 2269 Overtopping Stage Flood Plain Management Criteria and Significant Impact CULVERT TYPE & SIZE Q Q/B HEADWATER COMPUTATIONS CONT. HW. ELEV. OUTLET VELOCITY End Treat. COMMENTS INLET CONT. OUTLET CONTROL HW/D HW Ke do (dc+D)/2 ho H LSo HW C.M. Smooth 1 - 24 in. HP 10.3 0.85 1.7 1.7 427.7 1 EW-2 End sections OP: d50= 6", Depth = 24", La = 6 ft., Width up = 6 ft., Width low= Full ch Design Flood Exceed. Prob. Elev. Overtop Flood Exceed. Prob. Elev. SUMMARY & RECOMMENDATIONS: ( 1 ) 24 in. HP : 80 L.F.@ 2.50% Base Flood 1% Exceed. Pro-E--Elev. VDOT HEADWATER ANALYSIS REQUIRED: 1. 10 YEAR HEADWATER DEPTH MINIMUM 18" VERTICAL CLEARANCE FROM SHOULDER 2. 10 YEAR: HW/D < 1.5 3. 2 YEAR VELOCITY > 3 FT/S PROVIDED: 1. SINGLE 24" HP PIPE n = 0.012 APPROXIMATELY 80 LF 10-YR HEADWATER DEPTH = 427.71 < 432.50 OK 2. Q10 = 8.02 cfs HW/D = 0.85 OK 3. 2-YR VELOCITY LEAVING PIPE CULVERT = 3.89 ft/s HYDRAULIC OPENING = 3.14 sqft MINIMUM 41 CUBIC YARDS STANDARD EC-1 CLASS 1 RIPRAP TYPE A INSTALLATION 445 440 435 430 425 420 415 410 405 10+00 TEMPORARY SEDIMENT BASIN/PERMANENT CULVERT Horizontal Scale = 1 :20 Vertical Scale = 1 :5 FIRE ROAD/TOP OF DAM �OQ Q 48" RCP RISER I=435.00 - CREST=432.75 - - - 25 YR DESIGN HIGH WATER=433.25 80° OF 24%P OUT=424.00 PIPE @ 2.50� <- . ( Q BOTTOM OF BASIN=426.00 REQUIRED BASIN STORAGE =134CY X 3.54 AC =475 CY AVAILABLE BASIN STORAGE= 497CY @ RISER CREST WET STORAGE 67CY X 3.54 AC =238CY CLEANOUT ELEV=430.50 (244 CY AVAILABLE) DRY STORAGE 67CY X 3.54 AC =238CY RISER CREST=432.75 (253 CY AVAILABLE) 4" DEWATERING ORIFICE W/ 6" TUBING ELEV=431.50 (1' MINIMUM FROM CLEANOUT) OUTLET PROTECTION DOWNSTREAM -SEE DETAIL � Ag +20 +40 +60 +80 11+00 +20 oao �O�1 ou?u� CID W 0 Co Co 0 0 N N M J J V J L LL LL NOTE: THE EXISTING SEDIMENT TRAP WILL BE MODIFIED INTO A TEMPORARY SEDIMENT BASIN SHOWN HEREON THAT CAPTURES APPROXIMATELY 3.54 ACRES OF SITE DRAINAGE. THE BASIN WILL BE LOCATED DIRECTLY ADJACENT TO THE PROPOSED FIRE ACCESS ROAD AND SERVE AS AN EROSION CONTROL MEASURE DURING INTERIM CONSTRUCTION. THE RISER AND BASIN WILL ULTIMATELY BE REMOVED, DIRT COMPACTED AS NECESSARY, AND GRADED TO ACHIEVE APPROPRIATE SLOPES FOR THE CONVERSION TO A PERMANENT CULVERT. THE 24" HP BARREL IS INTENDED TO REMAIN AND BE UTILIZED FOR THE CULVERT UPON SITE STABILIZATION. Stage -Storage Report Elev(Ft) Storage(CF) Storage(CY) Area(SF) 426.000 0.000 0.000 570.281 428.000 1836.271 68.010 1285.941 430.000 5262.410 194.904 2158.713 432.000 10592.658 392.321 3187.417 434.000 18141 .282 671.899 4372.619 436.000 28222.415 1045.275 5716.853 Culvert Report Hydrafrcw Express Extension for Autodesk(�) AuWCAM Civil 3M byAutodes.k. Inc - Culvert 1 - 2 YEAR Invert Elev Dn (ft) = 424,00 Calculations Pipe Length (ft) = BD.DD Qmin (cfs) Slope (°J°) = 2.50 Qmax (cfs) Invert Elev Up (ft) _ 426,00 Tailwater Elev (ft) Rise (in) = 24.0 Shape = Circular Highlighted Span (in) = 24.0 Qtotal (cfs) No. Barrels = 1 Qpipe (cfs) n-Value = 0.012 Qovertop (cfs) Culvert Type = Circular Concrete Veloc Dn (fUs) Culvert Entrance = Square edge wlheadwall (C) Veloc Up (ft/s) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) HGL Up (ft) Embankment Hw Elev (ft) Top Elevation (ft) = 435.00 Hw/D (ft) Top Width (ft) = 30.00 Flow Regime Crest Width (ft) = 367.94 Monday, Jun 22 2020 = 8.42 = 8.02 = (dc+D)/2 = 8.02 = 8.02 = 0.00 = 3.17 = 5.06 = 425.50 = 427.01 = 427.44 = 0.72 = Inlet Control J�IIIIII�IIIIIIIIIII♦��-- , +40 +60 +80 000 to - U) N co V V J LL Multiple Outlet Design Outflow 445 440 435 430 425 420 415 410 405 12+00 Total Discharge: 42.6820 cfs Water Surface Elevation: 434.00 ft Tailwater Elevation: 0.00 ft Detention Base Elevation: 0.00 ft Outlet #1: RISER, Drop Pipe Riser Top Elev: 432.75 ft Riser Base Elev: 426.00 ft Riser Diameter: 48.00 in Orifice Coefficient: 0.60 Weir Coefficient: 3.33 Culvert Length: 80.00 ft Culvert Diameter: 24.00 in Culvert Invert In: 424.00 ft Culvert Friction Coefficient: 0.01 Culvert Entrance Loss Coefficient: 0.10 Discharge: 42.68 cfs Culvert Report Hydrafrow Express Extension for Aiutodesk@)AutoCA00 civil 3UR) by Autodesk,. Inc. Culvert 'I - 10 YEAR Invert Elev Dn (ft) = 424.0D Pipe Length (ft) = 80.00 Slope (°I°) = 2.50 Invert Elev Up (ft) = 426.00 Rise (in) = 24.0 Shape = Circular Span (in) = 24.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 435.00 Top Width (ft) = 30.00 Crest Width (ft) = 367.94 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn fts) Veloc Up (ftls) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Monday, Jun 22 2920 = 10.33 = 10.33 = (dc+D)/2 = 10.33 = 10.33 = 0.00 = 3.89 = 5.52 = 425.58 = 427.15 427.71 = 0.85 = Inlet Control • Ua 0 � O U W���yyy... CoNd N LU j0 Cb ILL +► Z Q Cc Cc J J J _ V1 �4 U) Q W W C) 2 �Q 0 N -4 Ir LN W U rn 00CC N MA Q CC Q OJT ItCC o CISQ Z O r- U W d d co W Z z W o O rz �/ W z 0 rz � U W o�NN zz 5 22 00 z z 0 0 U U a a J J d f1 a a 0 0 L, Q N N CD0 N N r- N 0 cy N 0 0 0 TH OF oA1 �4� Jimmy L. Taggart Lic. No. 22841 sv� �c,4, 06/22/2020 01� SSIONAL E0 Z_ IY > QW LO Q z Q W cD W J ^ T Q L.L [x.f Q J W = �.., _ U W z o J Q - W 0- J a N o W � U Q W 2 CD JX a ° OC W Q O w m ( (� Q O ir DATE: 10-22-2019 SCALE: 1 ":50' JOB: 8438 SUB: 2019-00170 SHEET: OF 23 r 1 1 I I LEGEND STEEP SLOPES (PRESERVED) SCARLET OAK a 0 SHADEMASTER THORNLESS HONEYLOCUST (D GREENSPIRE LITTLELEAF LINDEN o VILLAGE GREEN ZELKOVA SEE SHEET 20 FOR ADDITIONAL NOTES & DETAILS S57. 31 35 1 I � I I I i 0 30 .0 •i 11 A Ua 0 o U � rnm N d 2 gD ZO U o O >U- Q� JZ Q ctW a2 JJ >< cc w w O Oy ,y Z vQ 00 vZ CEC\J N Q dM- �? w Q jcc rc -i IL aW wLO tq o U � � z� or- W W � �- CY) d w Z Z O W o z 0 a 010 U zN w 0�LnV) z z 5 ww 00 00 z z 00 u U z z a a a a a a 0 0 w o 0 � N N Q c N Cl O 0 , N z ��1,TH pF 7 Jimmy L. Taggart Lic. No. 22841 W� 06/22/2020 ��� ,SSIONAL S,C z Q_ LJJ M z `n Q E- Q W w Q J U r m Q Q J W U n r4 — J W Q � z o z F W o z � 06 W C0 U a Q 0 Q M z W u) a p>x0 � W g cr Q z m w c� a 0 rr DATE: 10-22-2019 SCALE: 1 "=30' JOB: 8438 SUB: 1 2019-00170 SHEET: OF 23 r County of Albemarle Conservation Platt Checklist -To be placed on Landscape Plans (Handbook, pp III-2114-111-297 for complete specifications) Tlee following items shall be shown on the nlon: Trces to by rived: l imils of clearing (outside dripline of trees to he saved); Eta Location and type of protective fencing; Grade changes requiring Iree wells or Walls; Proposed trenching or tunneling beyond [lie limits of clearing.. 1. Markings: All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators.. No grading shall begin until the tree marking, has been inspectcd and approved by a County inspector. 3. Pre-C4nstrnction Conference: CA Tree preservation. and protection measures shall be: reviewed with the contractor on sire. 4. Equipment Operation and 5tura &: i� heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the driplines oftrees to he saved. 5. Soil Erosion and Storm -water Detention Devices: Such devices shall not adversely affect trees to be saved. 6. Fires: 61 Fires are not permitted within 100 feet of the dripline of trees to be saved. 7. Toxic Materials: Trtxic materials shall not be stored within 100 feet of the dripline of trees to be saved. S. Protective Fencing. EA -frees to be retained within 40 feet of a proposed building or grading activity shall be protected by Fencing. Ed Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction. 9, Tree Wells: 44'herl the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail submitted For approval. 10. Tree Walls: 10 When the ground level must be lowered within the dripline a tree to be saved, a tree wall shall he provided: and a construction detail submitted for approval. It. Trenebirig.and Tunneling: L� When trenching is required within the limits of clearing, it shall be done as faraway from the trunks of trees as possible. Tunneling under u large tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder routs. 12. Cleanu :. LEI Protective fencing shall be the last items removed during the final cleanup. 13. Damaged Trees: 0 Damaged trees shall be treated immediately by pruning, fertilization or other methods recommended by a tree specialist. NOTE: IT IS THE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION /7 REQUTAEMYNTS. OWNER SIGNA►TiJI!tE 01/31/2020 (DAT17) CONTRACT PURCHASER SIGNATURE (DATE) 5Jl/06 Page 1 of 1 REINFORCED RUBBEF HOSE, ARBOR TAPE, NYLON WEBBING 'RUNE DEAD OR DAMAGED 3RANCHES. DO NOT PRUNE ;ENTRAL LEADER. ZEINFORCED RUBBER HOSE, ARBOR TAPE, OR NYLON WEBBING 2X2 HARDWOOD STAKE PLACE TOP OF ROOT BALL SLIGHTLY ABOVE GRADE. SHREDDED HARDWOOD MULCH (MIN. 4" DEPTH (DO NOT MULCH AGAINST TRUNK OF TREE) EARTH BERM AROUND BED REMOVE STRINGS, WIRE, BURLAP FROM TOP 1 /3 OF BALL ON UNDISTURBED SOIL DECIDUOUS TREE PLANTING DETAIL NO SCALE GENERAL NOTES & MINIMUM STANDARDS 1. TREES SHOWN HEREON WERE SELECTED FROM ALBEMARLE COUNTY'S RECOMMENDED PLANT LIST. SUBSTITUTIONS MUST BE APPROVED BY THE ALBEMARLE COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT AND THE LANDSCAPE ARCHITECT. 2. PLANT LIST TOTALS ARE FOR CONVENIENCE ONLY AND SHALL BE VERIFIED PRIOR TO BIDDING. 3. TREES SHALL BE 1.5" MINIMUM CALIPER MEASURED 6" ABOVE GROUND LEVEL WHEN PLANTED. 4. TIMING OF INSTALLATION: ALL LANDSCAPING SHALL BE INSTALLED BY THE FIRST PLANTING SEASON FOLLOWING THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY WITHIN THE DEVELOPMENT, OR PHASE THEREOF. 5. ALL TREES TO BE PLANTED SHALL MEET THE SPECIFICATION OF THE AMERICAN ASSOCIATION OF NURSERYMEN. PLANTING SHALL BE DONE IN ACCORDANCE WITH EITHER THE STANDARDIZED LANDSCAPE SPECIFICATIONS JOINTLY ADOPTED BY THE VIRGINIA NURSERYMEN'S ASSOCIATION, THE VIRGINIA SOCIETY OF LANDSCAPE DESIGNERS OR THE VIRGINIA CHAPTER OF THE AMERICAN SOCIETY OF LANDSCAPE ARCHITECTS, OR THE ROAD AND BRIDGE SPECIFICATIONS OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION. 6. CONTRACTOR SHALL ASCERTAIN LOCATION OF ALL UTILITIES PRIOR TO EXCAVATION. PRIOR TO COMMENCING ANY WORK, CONTACT MISS UTILITY AT 1-800-552-7001. 7. ALL PLANT MATERIAL TO BE GUARANTEED DURING INSTALLATION AND UNTIL FINAL PROJECT ACCEPTANCE. ANY PLANT MATERIAL WHICH DIES, IS DAMAGED OR DISEASED, 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. 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. VDOT SIGHT DISTANCE NOTE: LANDSCAPING PLANTS AND TREES ADJACENT TO THE SIGHT DISTANCE TRIANGLE WILL NEED TO BE MAINTAINED IN AREA BETWEEN 2 AND 7 FEET ABOVE GROUND AS A CLEAR ZONE TO PRESERVE SIGHT LINES AND ACCOMMODATE PEDESTRIANS STREET TREE REQUIREMENTS 1 TREE / 50 LINEAR FEET FRONTAGE FOWLER STREET 665 LINEAR FEET OF FRONTAGE / 50 = 13.3 * 2 = FOWLER CIRCLE 537 LINEAR FEET OF FRONTAGE / 50 = 10.7 * 2 = TREE CANOPY REQUIREMENTS 20% TREE CANOPY REQUIRED TOTAL SITE AREA = 7.84 AC (341,709 SF) OPEN SPACE = 2.98 AC (129,596 SF) NET SITE AREA = 4.86 AC (212,113 SF) TREE CANOPY REQUIRED TREE SAVE AREA PROPOSED TREE CANOPY TOTAL TREE CANOPY = 42,423 SF (20%) = 62,700 (50,160 * 1.25) = 18,647 (9%) = 81,347 (38%) 26.6 TREE REQUIRED 27 TREES PROVIDED 21.48 TREE REQUIRED 22 TREES PROVIDED KEY QNTY. BOTANICAL NAME COMMON NAME SIZE NOTE 10-YEAR TREE COVERAGE AREA (SF) TOTAL (SF) Canopy Tree GT 16 Gleditsia triacanthos inermis "Shademaster" SHADEMASTER THORNLESS HONEYLOCUST 1.5" Cal. B&B 424 6784 QC 10 Quercus coccinea SCARLET OAK 1.5" Cal. B&B 370 3700 TC 11 Tilia cordata "Greenspire" GREENSPIRE LITTLELEAF LINDEN 1.5" Cal. B&B 249 2739 ZS 12 Zelkova serrata 'Village Green' VILLAGE GREEN ZELKOVA 1.5" Cal. B&B 452 5424 TOTAL 18,647 A Ua 0 � O U 00 co om E,..j r N 2 Q0 zo T lr V -O O Ot > L.L Q " LLI Z � 2 ov JJ r�gOLzw2 Oy r W UQ 00 J 2 M C\I W�ac�_to Ot; 0)O U I N V y0 Q � �? Q OIL Co Q. W W to y o � co F- o O� U a' LW d d CO MI:t v W Z z O W o d z O a � v zw 0 0 Ln z z 5 LU LU 00 z z O 0 U U z z Q Q �a 00 QQ 0 0 CD 0 N N V„J O O Q r\ N V lD 0 0 0 z OF vl�� 4� Jimmy L. Taggart Lic. No. d 22841 4� 06/22/2020 SSrONAL E� z ID Q W J a z�� Q w (0 m Q J Q LLI O W J Q) z C W O a-::) z DEN° z w C0 U a Q Q W Q w a p> Q° J g Q w w Z O 20 DATE: 10-22-2019 SCALE: NA JOB: 8438 SUB: 2019-00170 SHEET: OF 23 6offtr Space W- 5 ft. 3 ft m1n, 6 ft min. wltree'.s 13 fr m1p Piont &v . I 7 try. d' ,.VrL riW to toff tors curb 9 if tte ;,11^ffdYy 5pio Is paved,GiB'mtru1alon 5tx7P Do Orl convocW &-it 'rade 13nd tte ftycit 6 stall n rrtch tMt of ripe sldt%vdaft Irwever. Rearm 04 not LAB carWderad rwt of V e ,f Vairmm w lt>ri"o i fiOfy aired f of SideiY'€7ik. if iPree s cre ,LNd7n"W In povea IDedevrion 17rws.f&yr SEW De poor'e1 in tree We116 'Mr inV6 '6' f1 �ymtlfv grale-JIcltarII ,by fl'ae ustryd, EIII, h"DYe oef'.rre le kmrT Gf sfdewak fx ssIng tie I wI:11" slvi! be at iem9f -4 fin width FIGURE 9- DETAIL EACK'C?FCURSE MATERIALS TO TR ENCH SPOILS TO BE PLACED ON THE GROUND TO BE GRADED BE PLACED ON THE LOW SIDE OF TRENCH TO ORIGINAL CONTOURS HIGH SIDE OF TRENCH DURING CONSTRUCTION. AFTER BACKFILL. DURING CONSTRUCTION. TOP OF GROUND �- SLOPE -_----_ - - - - M_M � -- COMPACTION PER COUNTY SPECIFICATION (REMAINING BACKFILL SHALL NOT CONTAIN (DO ROCK, CLOD, OR DEBRIS MATERIAL LARGER 36'" MIN. THAN 5" IN ANY DIMENSION. 24" MIN. MIN- INITIAL BACKFILL* (6" LIFTS) THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER. EMBEDMENT DIAMETER OF PIPE SPRING LINE OF PIPE HAUNCHING BEDDING: 6" MAX. 4" MIN. N0. 68 STONE-/ FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS 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 SEE STANDARAD SL-1 FOR APPLICABILITY OF SAFETY SLABS, STANDARD MH-1 FRAME & COVER NOTE THE TOP OF MASONRY IS TO BE LEFT SUF71CIENTLY LOW TO PERMIT PROPER ADJUSTMENT OF COVER AND FRAME TO GRADE BY THE USE OF MORTAR OR co BRICK AS DIRECTED BY THE ENGINEER. 11 2'-C' Fa FLAT SLAB TOP AS DETALE o U¢ N Xr ON STANDARD T-MH-2 MAY SUBSTITUTED FOR TAPERED a SECTION WHEN APPROVED B + THE ENGINEER. ST'D. ST-1 A/z" 8, 6„ A w �.a ,8,,,•.. BEVEL 45° La pJ b m 5HEET 1 OF 5 REV. 7/01 106.C1 T-DI-1 STANDARD DI-1 FRAME TOP ALTFRNA.TF & GRATE TOP 44 BARS a 4" C-C A DIAGONAL BAR �����)•I�Q��Q�TQ GALL CORNERS jf f TYPICAL 4"-10'" DIAMETER F 4'-10" 1�1 DI-1, 1A PC 5 W g" RECOMMENDED MINIMUM HEIGHT CHART PIPE H DIMENSION SIZE CONCRETE CORK. METAL 12" 2"-6" 2 -5" 15" 2 9 4" 2 -8" 18" 3 -01/2" 2 -t1" 21" 3 -3y4" 3 -2" 24" 3 -7" 3 -5" Ir..I p r. r. I n ql� B" DOWELS12 #5 BAR1B00 LES. 'I Gr:-i!.:T 5' LONG (WITHOUT GRATE) (63 LB5..). a•�'. "L. NOTES: 1. SEE GENERAL NOTES PRECAST FOR ADDITIONAL DETAILS. 2. CONCRETE TO BE 4000 PSIMINIMUM. NOTES 3. REINFORCING STEEL IN ACCORDANCE WITH ASTM C-478, ASTM A-497 1. TONGUE AND GROOVE JOINT TO BE OF FABRICATOR'S DESIGN MEETING THE (WIRE FABRIC) AND ASTM A-515 (REINFORCING BARS). APPROVAL CIF THE ENGINEER. JOINTS ARE TO BE SEALED WITH MORTAR, OR 4• CONCRETE COVER AND GRATE ARE TO BE FURNISHED AS A SINGLE UNIT, 0-RING GASKETS OR BUTYL RUBBER. 2. ALTERNATE JOINT DETAILS APPLY TO ALL PRECAST UNITS. 5. SEE STANDARD DI-1, 1A FOR DETAILS OF FRAME AND GRATE. 6. DIMENSIONS SHOWN ARE MINIMUM. ACTUAL DIMENSIONS MAY VARY WITH ALTERNATE JOINT DETAILS MANUFACTURER, SPECIFICATION STANDARD PRECAST TOP UNITS 903.03 REPERENGE tps VIRGINIA DEPARTMENT OF TRANSPORTATION 233 302 HALF PLAN VIEW HALF SECTION A -A (WITH FRAME AND COVER REMOVED) BRICK CONCRETE NOTES 1. QUANTITIES SHOWN ARE FOR MANHOLE WITHOUT PIPES. THE AMOUNT DISPLACED BY PIPES MUST BE DEDUCTED TO TABLE OF QUANTITIES DEPTH BRICK MANHOLE CONCRETE MANHOLE BRICK CONCRETE CONCRETE FEET THOUSANDS CU. YARDS CU. YARDS 4 0.5 0.785 1.437 5 0.7 0.785 1.699 6 0.9 0.785 1.961 7 1.0 0.785 1 2.223 8 1 1.2 0.785 1 2.485 9 .4 0.765 2.747 10 1.6 0.785 .3.0C9 11 1.9 0.970 3.45.5 12 2.2 0,970 3.817 13 2.5 0,970 4,179 14 2.8 0.970 4.541 15 N 0.970 4.903 16 T4 0.970 5.265 17 4.0 1.173 6.032 INCREMENT 0.45 - 0.582 OBTAIN TRUE QUANTITIES. 2. A BASE THICKNESS OF 9" WAS USED IN COMPUTING CONCRETE QUANTITIES. 3. INCREMENTS TO BE ADDED FOR EACH ADDITIONAL FOOT OF DEPTH. 4. MATERIALS MAY BE BRICK, CONCRETE OR APPROVED CONCRETE MANHOLE BLOCK. 5. IF BLOCKS ARE USED THE MINIMUM THICKNESS OF SAME IS TO BE 5". OTHER THICKNESSES ARE TO CONFORM TO WALL THICKNESS SHOWN FOR CONCRETE. 6. ALL CONCRETE TO BE CLASS A3. 7. WHEN SPECIFIED ON PLANS T,- INVERT IS TO BE SHAPED IN ACCORDANCE WITH STANDARD IS-1, THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO THE SHAPING IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. SPECIFICATION REFERENCE MANHOLE FOR 12" - 48'' PIPE CULVERTS VIRGINIA DEPARTMENT OF TRANSPORTATION 302 SHAPE TO ELEVATION OF MID -POINT OF LARGEST PIPE. 1136. 3C EXPANSION KEYED EXPANSION JOINT 3`-i0" FOR DETAJLS OF INLET JOINT CONST. FRAME & COVER BACK OF S10EWALK Y JOINT BARS D 'APPROACH SEE STANDARD IC2-l� BAR GGUTTER WARPSE®® BARS G 4'= ffBAIRS uP Go GU'iTER n C 6,.6.,5„ o BAR Cy I SUBBASE 'Y+ H-F--i BARS B - r-BARS F I a O - - - HARDWARE x ANTS F CLOTH T 1 WEEP HOLE. w o 'SEE NOTE p * � V) 7t I 8.. x I E3Al2S _BAR F BAR A STEPS.'SE NOTE 3 FACE OF CURB �8 CRICK CONTROL NOWT GUTTER CRACK CONTROL JOINT g' � 2'-0" 3'-O" 6°MIN. PLAN SECTION A -A 1 °MAX. ' MIN, �A 10' MAX, KEYED CONST, JOINT L-VARIAEILE - MAX, 2'0° WARPED GUTTER 2' 0" 8' .2, 6'° B 8., 3' 0' z 2"" APPROACH -AIRS A GUTTER b) H _ I k'b I- _ _ _ _------ -- .7„ B fGI . BARS F BARS EI1F3°' (}1AMETER °B BARS E WEEP HOLE BARS B FRONT ELEVATICIN BARSF B" 1'-B" B"-d T R 1GU TER EMOVED 3, 0„ > /4" 5x , BENT PLATE SECTION B B / R TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 & CG-7 STANDARDS. _2'/2"X21/2' X'/4" TYPE B NOSE DETAIL SHALL BE USED WITH CG-2 & CG-6 STANDARDS. GALVANIZED TYPE A TYPE B ''/a'° X 4" STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68'30' TO ANGLE IRON AT 2'C•C. AN I T ANCHORED R WITH X 4" T SHEAR CONNECTORS D S O BE C O ELl /2 STUD S E NOSE DETAILS WELDED TO BENT PLATE AT 2'C-C. a" AFPR. PAVEMENT CI-3A L LI-3B L M-3C L WARPED PAVEMENT i FLOW FLOW F��W T.D" i I 1 1 - DETAIL WHEN U DE L E USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GLITTER BOTH SIDES TO BE SYMMETRICAL �r,©oT STANDARD CURB DRIP INLET SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS SHEET I OF 2 REVISION DATE 12'" - 30" PIPE: MAXIMUM DEPTH (H) • 8" 233 p4.09 OS/10 VIRGINIA DEPARTMENT OF TRANNSPORTATaON 302 SLOPE TO DRAIN TO INVERT OF OUTLET PIPE ECTION A -A )E TREATMENT IN DROP INLETS WHEN, DIFFERENT" 512E5 OF PIPES L1S /' ARE ENCOUNTERED. SLOPE TO DRAIN TO INVERT OF NOTES OUTLET PIPE SHAPING OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH 4 THIS DRAWING IS TO APPLY TO THOSE 5TRUCTURE5 SPECIFIED 1 ON PLANS OR WHERE INVERT OF PIPE IS ABOVE INVERT OF STRUCTURE.] MANHOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED !/ IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. a� THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A a PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR CLASS C1, EXCEPT THAT 257. OF COARSE AGGREGATE .MAY BE UP TO 4" IN DIAMETER AND CONSIST OF STONE, BROKEN BRICK, BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE( ; SHALL BE LEFT SMOOTH BY MEANS OF HAND. TROWELLING.. NONE OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE l PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED - f INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES, SECTION B-B PLAN METHOD OF TREATMENT IN MANHOLES SPECIRCATION REFERENCE :STANDARD METHOD OF SHAPING MANHOLE & INLET INVERTS 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 106.08 CG-96 WIDTH OF C ENTRANCE LIMITS OF PED. ACCESS ROUTE o LIMITS OF PED. ACCESS ROUTE BM /j WIDTH OF ENTRANCENON-TRAVERSABLE UNPAVED SPACE -' UNPAVED SPACE (;kl LOPE EXISTING OR PROPOSED EXPANSION JOINT SIDEWALK OR SIDEWALK 5LACE O WIQ7H Q F ENTRANCE 2' - D" EXPANSION JOINT z J w LIMITS OF PED. CRESS ROUTE EE c� NON -TRAVERSABLE -' LIMITS 4F PED. ACCESS ROUTE I Y E E W SLOPE �• CURB INCLUDED IN U w 5 Ft PEDESTRIAN ACCESS ROUTE DETAIL WITH & w ua P ENTRANCE GUTTER re )WITHOUT UNPAVED SPACE z Q W w ADDITIONAL RIGHT -OF WAY IS REI lRED 6F THE LIMITS OF PEDESTRIAN ACCESS ROUTE i EXTEND BEYOND FLOW LINE EXISTING OR PROPOSED VDOT RIGHT -OF WAY_ I I °J a F WIDTH EXPANSION JOINT ENTRANCE WI DESIRABLE MNIMUM 16' ABSOLUTE MINIMUM 12' [j PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A `•^o gQ;pY o. c FACILITY THAT CAN BE APPROACHED, ENTERED AND EDGE OP PAVEMENT USED BY PEDESTRIANS IF ACCESS ROUTE IS ADJACENT TO BACK OF CURB. MINIMUM WIDTH SHOULD BE 5'. SECTION F-F C HALF PLAN IF PEDESTRIAN ACCESS ROUTES I] ARE BEING 2•_0" PROVIDED, A MINIMUM 4'TRAVERSABLE.2/ SSWIDTH IS REQUIRED WITH A MAX.2I CROSS SLOPE. WHEN USED IN CONJUNCTION WITH STANDARD PARABOLIC CG-3 OR CG-7, THE CURB FACE ON THIS P SIDEWALK CURVE STANDARD IS TO BE ADJUSTED TO MATCH THE MOUNTABLE CURB CONFIGURATION. ST 2 ao Y o SPACE 0 NORMAL GUTTER _---' ------____-- * SECTION E-E ti' E. a b= c, ,4% " e:o 'CLASS A3 x x TO t0% CHANGE 1'- 3„ (H.E.S_) CDNC_ o.g. ¢»oY8Y6���Epg`14o I 6" AGGR. BASE TYPE I SIZE 218 b• 5'-0" l POINT OF GRADE CHANGE ' i- 12X MAX_ SLOPE 5'-0" , c' FOR CURB AND GUTTER ONLY E - ti, ' 4. • ti, FOR I WALK C R AAI UT a 12 X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS , a-4�`= BUILT CONCURRENTLY .217 x z SECTION C-C 3 % MAXIMUM DECREASE IN SLOPE FOR FIRST 10' INTERVAL AND 8 % MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS SECTION D-D SPECIFICATION XVI:>O'T REFERENCE STANDARD ENTRANCE GUTTER ROAD AND BRIDGE STANDARDS 502 REVISION DATE SHEFT 1 OF 1 VIRGINIA DEPARTMENT OF TRANSPORTATION 07/15 20102 A GEOTEXTILE FABRIC - DETAIL 1 SECTION A -A SECTION B-B DETAIL 2 Mgt.■•�•�•' • `1 .Ei R Im Lr 1 fs�� 1 TYPE OF OUTLET PROTECTION MATERIAL MAXIMUM OUTLET VELOCITY (FOR DESIGN STORM) MINIMUM "T" (INCHES) CLASS Al CLASS A1ORY RIPRAP 8 fps 18 CLASS I CLASS I DRY RIPRAP 14 fps 24 'CLASS I CLASS II DRY RIPRAP t9 fps 36 TABLE OF QUANTITIES DI-3A, 36, 3C TYPE L AREA OF SLOT REINFORCING STEEL Concrete BARS A 8AR5 B BARS C BARS D BARS E BARS F BARS G WEIGHT Cu. Yds. No. Lin. Ft. No. Lin. Ft, No. Lin, Ft. TL No. Lin. Ft* No. Lin. Ft.* No. Lin. Ft.*No. Lin. Ft-* Lbs. DI-3A 21-6" 1.15 2.26 - - - 1 5'-7" 3 3'-2'' - B 1'-❑°^ 22 4' 1.133 2.58 5 1'-5" 2 6'-7' to 6' 10" 3 5-7" 3 3.2' 4 1 6" 3 1-6"' 4 1-O" 64 6' 2.75 3.02 5 3' 6" 6 6'- o 6'•fO" 3 5-7" 3 3-2' 4 3 6° 3 1 6" 4 1- "' 111 8'Z,67 3.46 5 5'-6" 10 '_ '-} " 3 5'- 7" 3 3 ,2" 4 5 •6' 3 1 6" DI-38 10, 4.58 3.99 5 7'-6" 14 6'-7" to 6'-10" 3 5 -7" 3 3 -2" 4 7'-6" 3 1' 6" 4 4 12' 5.5(3 4.34 1 5 W-6" 18 '-7' to 6-10" 3 5 -7" 3 3 2" 4 9 6" -3 1 6" 4 251 14' 6.42 4.78 5 11' 6" 22 '_ '_} " 3 5 •7" - -3 3 2" 4 ,fi 6' 3 1 -6"' 4 1,01 7.33 5.22 5 13'-6" - 26 6'•7' to 6'•10"' 3 5.7" 3 3' 2" 4 t3 5'° ; 1-6"' 4 1- 345 18' 6.25 5, 5ti 5 6' 15' §" 30 '- ' " 3 5 -7" 3 3 2" 4 15 -6" 3 1 -6" 4 391 2D' 9.17 6.09 5 15' 34 6'-7 " to 5'-TO" 3 5 -7" 3 3 -2"' 4 17 -6" 3 1'-6" 4 43B 6' 7 2.75 3,0 1 10 1'- " 9 4 -7 " t 1 ' 6 o B 0 5 5 7" 3 3 -2" 8 1- " 9 6 1° 6 2ti 8'3 67 3.45 10 2" 9" 8 6'-7' to 6'-10" 5 5-7" 3 3 -2" 8 2 9" 6 1'-6' 2 1100'1 158 10' 4 "a 89 10 3° 9" ,2 6'-7' to 6'-16" s -7" 3 3 -2" s 3 -9" Fe 1' 6' 2d5 ",3 10 4'-,y„ 1fi '- to 6'-10" 5 -7" 3 3..2" 8 4 -9" 6 1 -6"2 1 .° + 77 10 5'-9" 20 6`-7' to 5'•}O'" 5 5-7" 3 3 -2'. 8 5 -9" 16 1 51. 2au5.21 10 6'-9" 24 '--1 5 5 -7" 3 3 -2" 8 B -9•'6 1'-6"2�... _. i8' . ° 5.65 1d] 7'-9., 28 6'-7" to 6'-10" 5 5'-7" 3 3'-2" 8 7'-9'" 6 l'-6" 2 - 392 9.17 5.09 10 S' 9" 32 6'-7" [0 6'-10"' S 5'-7" 3 3'-2" 8 8°•9" 6 1'-&" 2 - 439 NOTES 1. DEPTH OF INLET (Hf TO BE 'SHOWN ON PLANS. 7. # 4 X 8" SMOOTH DOWELS AT APPROXIMATELY 15. THIS AREA MAY BE EARTHEN, IN WHICH CASE 12" C-C TO BE PLACED IN ALL AREAS ADJACENT THE EXPANSION JOINTS WILL APPLY ONLY TO 2. THE "11" DIMENSION SHOWN ON THE STANDARDS TO ABUTTING CONCRETE TO PREVENT CURB AND GUTTER. AND SPECIFIED ON THE PLANS WILL BE SETTLEMENT.. MEASURED FROM THE INVERT OF THE OUTFALL 16, CONCRETE OUANTITIES SHOWN .ARE FOR DEPTH PIPE TO THE TOP OF THE STRUCTURE. 8. 3" pAiETER WEEP HOL TO BE LOCATED O (] OF 9-2" WITHOUT PIPES THE AMOUNT PLAN "Id" DIMENSIONS ARE APPROXIMATE ONLY DRAIN SUBBASE MATERIAL_ WEEP HOLE WITH DISPLACED BY PIPES MUST BE DEDUCTED TO FOR ESTIMATING PURPOSES AN THE ACTUAL U D AL t 1 "X 12" PLASTIC HARDWARE CLOTH MESH 2 L %4 OBTAIN TRU-UANYIT[ES. FOR INLETS Q F E Q DIMENSIONS SHALL BE DETERMINED BY THE OR GALVANIZED STEEL WIRE,MINIMUM WIRE DIFFERENT DEPTHS ADD OR SUBTRACT 0.32 CONTRACTOR FROM FIELD CONDITIONS. DIAMETER 0.03", NUMBER 4 MESH HARDWARE CUBIC YARDS OF CONCRETE FOR EACH FOOT CLOTH ANCHORED FIRMLY TO THE OUTSIDE OF DEPTH. 3. WHEN SPECIFIED ON THE PLANS THE INVERT IS OF THE STRUCTURE. TO BE SHAPED IN ACCORDANCE WITH STANDARD 17. LENGTH OF ANGLE IRON AS SHOWN ON SHEET 1 IS-1. THE COST OF FURNISHING AND PLACING ALL 9. ALL REINFORCING STEEL SHALL HAVE A MIN. OF 2 IS TO BE L +16" AT 4 10 LBS./FT.. T - I T 7 MA ERIALS NC DEN AL 0 THE SHAPING IS TO BE F " COVER 0 2' INCLUDED IN THE BID PRICE FOR THE STRUCTURE. 1$- + DENOTES LENGTH OF ONE (1) BAR. 1p, ALL REINFORCING, STEEL TO BE CUT CLEAR OF IN THE EVENT THE INVERT OF THE OUTFALL ALL OPENIN65 BY 2". 19_ ALL RERNFORCING BARS TO BE#5. 4. PIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, THE INVERT OF THE STRUCTURE 11. CAST -IN PLACE CONCRETE 1'S TO BE CLASS A3 20, WHEN INLET IS USED IN 4'-0" MEDIAN, BACK OF SHALL BE SHAPED W17H CEMENT MORTAR TO (3000 PSI). PRECAST CONCRETE IS TO BE INLET IS TO BE SHAPED TO CONFORM TO PREVENT STANDING OR PONDING OF WATER 4000 PSI. PROPOSED CURB. IN THE STRUCTURE. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO 12. LENGTH OF SLOT (L) WILL, IN EVERY CASE, BE THE SHAPING IS TO BE INCLUDED IN THE BID SHOWN ON PLAINS. PRICE FOR THE STRUCTURE. 13. IF INLET IS CONSTRUCTED IN MEDIAN CURB OR 5, STEPS ARE TO BE PROVIDED WHEN H IS 4'-0" WITH INTEGRAL CURB, GUTTER IS TO BE OR GREATER.. FOR DETAILS SEE STANDARD ST-1. OMITTED (SEE DETAIL). THIS IT MAY PRECAST R T-1 -P ". 6 S ITEM BE ERAS 0 CAS N LACE 1 4 TAN INLETS MAY CONSTRUCTED WITH STANDARD LE S M BE CONS C ED CONCRETE BLOCKS IN ACCORDANCE WITH THE DETAILS SHOWN ON STANDARD DRAWING DI=MB. SPECIFICATION 1 REFERENCE STANDARD CURB DROP INLET ROAD AND BRIDGE STANDARDS 233 12" - 30" PIPE; MAXIMUM DEPTH (H) - 8' REVISION DATE SHEET 2 OF 2 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 104.10 DI-2AA,260,2CC NOTES Bars H #5 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. 9. ALL REINFORCING STEEL SHALL HAVE A MIN. COVER MAXIMUM DEPTH (H) TO BE 20'. FOR DEPTHS OF 2". - LESS THAN 9' USE STANDARD DI-2A, 2B OR 2C, • 10, ALL REINFORCING STEEL TO BE CUT CLEAR OF ALL •. - •• 2. THE "H" DIMENSION SHOWN ON THE STANDARDS OPENINGS BY 2'". - - - AND SPECIFIED ON THE PLANS WILL BE MEASURED FROM THE INVERT OF THE OUTFALL PIPE TO THE 11. CAST -IN- PLACE CONCRETE IS TO BE CLASS A3 - # TOP OF THE STRUCTURE. PLAN "H" DIMENSIONS (3000 PSI). PRECAST CONCRETE IS TO BE 4000 PSI. N = ARE APPROXIMATE ONLY FOR ESTIMATING PURPOSES AND THE ACTUAL DIMENSIONS SHALL 12. LENGTH OF SLOT (L) WILL, IN EVERY CASE, BE &� BE DETERMINED BY THE CONTRACTOR FROM FIELD SHOWN ON PLANS. m CONDITIONS. 13. THIS STANDARD 15 INTENUED FOR USE IN CURB 3. WHEN SPECIFIED ON THE PLANS THE INVERT IS TO AND GUTTER SITUATIONS ONLY. BE SHAPED IN ACCORDANCE WITH STANDARD IS-1. THE COST OF FURNISHING AND PLACING ALL 14. IF OPTIONAL CONSTRUCTION JOINT IS USED IT IS MATERIALS INCIDENTAL TO THE SHAPING IS TO BE TO BE KEYED. ALL SPLICES IN BARS V TO BE 2'-3" 8"' INCLUDED IN THE BID PRICE FOR THE STRUCTURE. A MINIMUM OF 40 DIAMETERS (20''). 3' -7 15. FOR PLAN VIEW OF INLET SEE STANDARD DI-2A., 4. IN THE EVENT THE INVERT OF THE OUTFALL PIPE 2B, 2C.. IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, PLAN VIEW THE INVERT OF THE STRUCTURE SHALL BE SHAPED 16 FOR DESCRIPTION AND LOCATION OF DIMENSION L N WITH CEMENT MORTAR TO PREVENT STANDING OR SEE SHEET 104.03. PONDING OF WATER IN THE STRUCTURE. THE COST OF FURNISHING AND PLACING ALL MATERIALS F 17. FOR NUMBER OF BARS A-F REQUIRED AND LENGTHS B INCIDENTAL TO THE SHAPING IS TO BE INCLUDED SEE SHEET 1F IN THE BID PRICE FOR THE STRUCTURE. 5. STEPS ARE TO BE PROVIDED. FOR DETAILS SEE 18. QUANTITIES SHOWN ARE FOR MINIMUM INLETS OF EACH TYPE, FOR INLETS OF GREATER DEPTHS Hardware Cloth STANDARD ST-1. (H) OR LONGER SLOTS (L) INCREMENTS SHOWN Subbase 6. THIS ITEM MAY BE PRECAST OR CAST -IN -PLACE. PER FOOT MUST BE ADDED. THE AMOUNT OF CONCRETE AND STEEL DISPLACED BY PIPES MUST 7. #4 X 8" SMOOTH DOWELS AT APPROXIMATELY 12" BE DEDUCTED TO OBTAIN TRUE QUANTITIES. Weep Hole. See Note 5. C-C TO BE PLACED IN ALL AREAS ADJACENT TO 19, FOR DETAILS AND DIMENSIONS OF CURB, SLOT, BEAM, ABUTTING CONCRETE TO PREVENT SETTLEMENT. COLLAR AND GRATE, DROPPED GUTTER LINE, AND IN LIEU OF DOWELS A 2" X 4"' NOTCH MAY BE REINFORCING AND STRUCTURAL STEEL NOT PROVIDED. SEE STANDARD T-DI-3, 4 FOR DETAILED SEE STANDARD DI-2A. ALTERNATE DESIGN. 8. 3" DIAMETER WEEP HOLE IS TO BE LOCATED TO -Steps, See ' DRAIN SUBBASE MATERIAL. WEEP HOLE WITH 12" Note 5. X 12" PLASTIC HARDWARE CLOTH/q" MESH OR GALVANIZED STEEL WIRE, MINIMUM WIRE DIAMETER 0 03''NUMBER 4 MESH HARDWARE CLOTH ANCHORED FIRMLY TO THE CUTSIDE OF THE STRUCTURE. n I Bars H # 5 @ Bars Ht, c 12" c c 12" rc SECTION THROJGH ELEVATION APPROXIMATE QUANTITIES FOR MINIMUM 9' DEPTH INLET TYPE DIMENSION L SEE NOTE 16 REINFORCING STEEL CONCRETE DI- Lin. Ft. Lbs. Cu. Yds. 2AA 2'-2°' 609 2.77 2BB 4'-C" 647 3.06 2CC 6'-0'° 685 3.38 INCREMENTS TO BE ADDED FOR EACH ADDITIONAL FEET OF DEPTH (H) AND, OR SLOT LENGTH IL) H L Cu. Yds. Cori Lbs. Steel Cu. Yds. Cone. Lbs. Stee- 0.28 64 - - 0.28 64 0.16 17 0.28 64 0.16 17 SCHEDULE OF REINFORCING STEEL SEE NOTE 17 BARS H BARS H1 BARS V N0 REQ'D. LENGTH NO REQ'D. LENGTH NO REO'U. LENGTH 4(T5H+1)+$ 3'-2" 4(1.5H+1)+8 3'-3- 36 H-(1'-4") STANDARD CURB DROP INLET SPECIFICATION REFERENCE 1211 - 24'' PIPE: DEPTH (H) = 9' to 20' 233 k1145 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 EC-1 DE- A NOTES: 1, FOR MULTIPLE LINE INSTALLATIONS. DIMENSION S IS TO GOVERN THE PROTECTION OUTSIDE THE CHANNEL WIDTH (W). 2. ON ANY INSTALLATION REQUIRING CULVERT OUTLET PROTECTION WHERE NO ENOWALL OR ENDSECTION IS SPECIFIED ON THE PLANS, CONSTRUCTION IS TO 13E IN ACCORDANCE W17H DETAL 2 SHOWN ABOVE- 3. GEOTEXTILE FABRIC TO BE INSTALLED UNDER CLASS Al Jx AND II MATERIALS IN ACCORDANCE WITH THE SPECIFICATIONS. 4. S - DIAMETER OF CIRCULAR CULVERT OR SPAN FOR BOX, ELLIPTICAL OR ARCH CULVERT. H ID A�AETER OF CIRCULAR CULVERT OR RISE/HEIGHT FOR BOX, ELLIPTICAL OR ARCH CULVERT. x iigll TYPICAL. SECTION SHOWN ON PLANS FOR SIDE SLOPE, BOTTOM WIDTH AND DEPTH OF CHANNEL OR MATCH EXISTING DITCH OR NATURAL GROUND. OUTLET PROTECTION MINUMUM LENGTH (a) TYPE A INSTALLATION 3H TYPE B INSTALLATION 5H SPECIFICATION REFERENCE CULVERT OUTLET PROTECTION 204 ROAD AND BRIDGE STANDARDS 245 REVISION DATE SHEET 1 OF 1 303 VIRGINIA DEPARTMENT OF TRANSPORTATION 414 113.01 EW-2PC I N I A 3D° PL AN SHAPE TO BE BEVELED WITH MORTAR SHAPE TO BE BEVELED WITH MORTAR DETAIL A F-2 LETTERING OPTIONAL V STAMPED LETTERS 21�'4" DIA. 28" DIA 22" DIA. SEE DETAIL A 20't2" DIA. INLET COVER I-T M SECTION INLET FRAME NONSKID ALUMINUM OXIDE IMPREGNATED STEEL PLATE I%` THICK NEOPRENE FOAM BOND NOTES: STEEL PLATE 3/gg" THICK STRUCTURAL COMPONENTS SHALL CONFORM MATERIAL AASHT0 M222 TO AASHTO M222. AT BAR (WELIDED TO FRAME AND COVER SHALL HAVE A CONTINUOUS FLASH FIT. COVERY4 ONLY) DETAIL A SHEET 2 OF 3 SIiGFICATIM STANDARD INLET AND FRAME OVER REFERENCE VIRGINIA DEPARTMENT OF TRANSPORTATION 3D2 105.02 NOTES: 1. CONCRETE TO BE 4000 PSI MINIMUM COMPRESSIVE STRENGTH. 2. IF PIPE 15 TO BE SKEWED, THE OPENING WILL BE ADJUSTED TO ACCOMMODATE ANGLES UP TO 15°. 3. REINFORCING STEEL IN ACCORDANCE WITH ASTM A-615 (REINFORCING BARS)_ MIN. 2 PER SIDE MAX. SPACING 30" 4. PIPE OPENINGS IN PRECAST DRAINAGE UNITS SHALL NOT EXCEED 4 INCHES AT ANY GIVEN PONT BETWEEN THE PIPE AND THE PRECASTUNIT, 5. DIMENSIONS SHOWN ARE MINIMUM: ACTUAL MEASUREMENTS MAY VARY WITH. MANUFACTURER°S TOLERANCES. CONCRETE INSERTS 6. IN NO CASE SHALL TOP OF ENDWALL PROTRUDE ABOVE FILL LAG BOLTS SLOPE, DITCH SLOPE, OR SHOULDER, 7. HEADWALL T4 BE BEVELED IN ALL AREAS EXCEPT WHERE A CONFLICT WITH INVERT OR WINGWALL OCCUR. 8. BEVEL EDGE AS REQUIRED ON THE HEADWALL AT THE INLET END OF THE CULVERT (WHERE THE FLOW ENTERS THE CULVERT). 9, HEADWALL AT THE OUTLET END OF THE CULVERT MAY BE EITHER SQUARE EDGE OR BEVEL EDGE. 10. M� Ills CHAMFER OP IPROVIDED ON ALL EDGES AT DETAIL B DIMENSIONS D H W L O Ey 111'2;1 SLOPE 2 1 SLOPE 42" 1 5'-6" 6'-3" 6'-7'/z" 8' B"' 0'-4/2" 0'-3y2,. 48" 1 6' 0' S 10" 7'-5" 9 10" 0' 5' 0'-4" 54" 1 6' 6" 1 7' 5" 8'-4Y2' t1' 0" 0. 5yp" 0. 41/2" 60. 7'-0" 8-0.. 9' 3" 12-14" 0' 61/4' 0 5" 661' 7' 7" 8 -8'//2" 10'-1'/2" 13'-3/2" 0' 7 D -5 f2" 72" 8' 2" 9 3°J2" 11' p" 14 -51/2" 0 -7" C 51/2" 78" 8'-81/e 9'-10" 11'-10" 15 -7" 0'-7" D'-51/z„ 64" 4'-3" 0" 4" T2' 8 2" 16'-9" 0`7" 0"-51/2' 90" 9'-11" 11"-T" 13'-7" 17'- 11" 0'-7" O'4/2' W 10'-7" 1 -s" a4'-6" t9' 1" 0'-7" 0'-5°/2" SEE DETAIL A W #4 BARS 0 6" / EACH WAY, EACH FACE #4 BARS 0 6" EACH WAY, EACH FACE = #4 BARS 0 5" C-C I FLOW a EACH WAY,EACH FACE - - CO CRETE INSERTS - 2'-0" SEE DETAIL B GROUT WINGS AND ENDWALL FRONT ELEVATION TO BASE SECTIONS 914' LAG BOLTS SECTION A -A °°T PRECAST ENDWALL FOR PIPE CULVERTS SPEC REFERENCE ROAD AND BRIDGE STANDARDS SHEET I OF 1 REVISION DATE 42". - 96" CIRCULAR PIPE 105 10106 I VIRGINIA DEPARTMENT OF TRANSPORTATION 392 /I V a 4 < 0 y O U W CO 0-)CO ryryo N C) 2 z 0 Z L I/V. o O ~ V. LL z V 1 O W lV J _J cd 2 o v > Q CC Z W LU W 2 vQ Goo Q W Q Z Q Lid cn Z c� oC U rn N y� p r � V 4j O It Z 4. fr O O LL .7 (� cc cc J a Ill W Ln CO o U /vw' ¢ _+w ~ OI W Z 0 r- W l� ` M CY) It W 2 �11 z W O W Z O H 11 zLI IY C> W FBI H- � Z Z 5 22 O O H F_ z z ED O O z z Q Q d d O O 0 0 I1J � Q N N o 0 N N r N C) C)I b Z �LTH op yr' �O Jimmy L. Taggart Lic. No. 22841� 06/22/2020�ti��' SSIONAL Ela Q Z 0 > W ^� L ! of Q LJJ W � � m �+/ T Q Q __J LL W O i () N w Q W I. U W Q 0 x o J Q W M w W � 07 Q 2 DATE: 10-22-2019 SCALE: NA JOB: 8438 SUB: 2019-00170 SHEET: 21 OF 23 r :i FJ;1 m EriTe-mZ I e&cl ETZ : __ ♦tee ► :!1: mil • ► 12, 1. PRIOR TO ANY CONSTRUCTION WITHIN AN EXISTING PUBLIC RIGHT-OF-WAY INCLUDING CONNECTION TO ANY EXISTING ROAD APERIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT), THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. 3. EROSIONAND SILTATION CONTROL MEASURES SHALL E PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING GRADING OR OTHER CONSTRUCTION. A 0 B O H E N N O , 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2: 1 HORIZONTAL: VERTICAL , WHERE REASONABLY OBTAINABLE LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8, UNLESS OTHERWISE NOTED ALL CONCRETE PIPES SHALL BE REINFORCED CONCRETE PIPE- CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MIDST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR STREETS 1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296 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 TEST 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. 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUSTRETAINEDBE 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 BOUNDAR) LINE OR A NATURAL WATERCOURSE. 4. GUARDRAIL LOCATIONS ARE APPROXIMATE, EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG 9 (A, B OR C). 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE-1. 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. 8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 12. VDOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. 13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR PUBLIC ROADS �. 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) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 3. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM 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. 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 MAXIMUM ALLOWABLE SLOPE IS 2: 1 (HORIZONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 4: 1 OR BETTER ARE TO BE ACHIEVED. 7. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINEDWITHIN THE PUBLIC RIGHT-OF-WAY 0 ; WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY VDOT. .ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE U R D OR A NATURAL WATERCOURSE. THE CONTRACTOR SHALL FIELD VERIFY THE LENGTH OF ALL STORM DRAINAGE PIPE, 8. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD DETERMINED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAYBE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF VDOT, THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR=S DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG-9(A,B OR C). 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 VDOT, THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR S DESIGNEE, IT IS DEEMED NECESSARY, 12, A MINIMUM CLEAR ZONE OF TEN (10) FEET FROM THE EDGE OF PAVEMENT SHALL BE MAINTAINED ON ALL RESIDENTIAL SUBDIVISION STREETS, ADDITIONAL CLEAR ZONE MAY BE REQUIRED DEPENDING ON THE CATEGORY OF ROAD DESIGN. 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. THE CROSS SLOPE SHALL BE MAINTAINED AS SHOWN ON THE PLANS. EXCEPTIONS WILL NOT BE ALLOWED. 14, ALL REQUIRED SIGNS STOP STREET NAME SPEED LIMIT SIGNS ETC. ARE TO BE FURNISHED AND INSTALLED BY THE DEVELOPER PRIOR TO ACCEPTANCE SIGNS AND THEIR INSTALLATION SHALL CONFORM TO "ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL"AND THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. THE LOCATIONS OF ALL SIGNS ARE SHOWN ON THE PLANS. THE DEVELOPER SHALL BE RESPONSIBLE FOR MAINTENANCE OF THE SIGNS UNTIL THE ROADS HAVE BEEN ACCEPTED INTO THE STATE SECONDARY ROAD SYSTEM. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE TO BE DETERMINED BY VDOT PRIOR TO ACCEPTANCE. THE SPEED LIMIT IS TO BE POSTED 5MPH BELOW THE DESIGN SPEED. 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 OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN IN THE OPINION OF THE DIRECTOR OF ENGINEERING OR THE DIRECTOR'S DESIGNEE THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 17, USE VDOT STANDARD CD-1 OR CD-2 UNDERDRAINS UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS. 18. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT INSPECTIONS AND ARE TO BE ACCEPTED INTO VDOT'S MAINTENANCE PROGRAM AND OWNERSHIP, THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT AND/OR COUNTY INSPECTOR PRESENT. IN ADDITION, IF HIGH -DENSITY POLYETHYLENE (HDPE) PIPE OR PIPE SYSTEM IS INSTALLED, THE CONTRACTOR AND A REPRESENTATIVE FROM THE PIPE MANUFACTURER SHOULD HOLD A PRE- CONSTRUCTION MEETING FOR INSTALLATION TRAINING. THE PIPE MANUFACTURER SHOULD SPEND A MINIMUM OF TWO HOURS ON THE JOB SITE DURING THE INITIAL PIPE INSTALLATION. CONTRACTOR'S RECORD DRAWING REQUIREMENTS CONTRACTOR SHALL KEEP ACCURATE RECORDS OF ANY CHANGES SUBSTITUTIONS, ALTERATIONS, VARIATIONS OR UNUSUAL CONDITIONS ENCOUNTERED OR IMPLEMENTED WHILE ENGAGED ON THIS PROJECT. THESE RECORDS SHALL BE IN THE FORK OF 'REDLINES". 'REDLINES" SHALL REFER TO THE CONTRACTOR'S HAND ANNOTATIONS USING RED COLORED PEN/PENCIL TO DEPICT ACTUAL CHANGE, SUBSTITUTION, OR CONDITION. PRIOR TO CONTRACTOR REQUESTING PARTIAL OR FULL PAYMENT, CONTRACTOR SHALL PROVIDE THE OWNER WITH AN UP-TO-DATE CONTRACTOR'S RECORD DRAWING. SPECIFICALLY, THIS SET OF PLANS, ISSUED TO THE CONTRACTOR AS FIN CONSTRUCTION DRAWINGS, SHALL BEAR THE `REDLINE" MARKINGS LISTED BELOW AS WELL AS THE CONTRACTOR (AGENT OR SUPERINTENDENT) SIGNATURE AND CERTIFICATION BELOW: 1. REDLINES SHOULD ALWAYS BE ACCURATE NEAT, LEGIBLE, DATED AND REASONABLY SCALED. 2. ADD LARGE RED LETTERS TO TITLE SHEET WITH 'CONTRACTOR'S RECORD DRAWING INCLUDING CONTRACTORS NAME DATE AND OTHER RELEVANT INFORMATION 3. CONTRACTOR'S REPRESENTATIVE OR SUPERINTENDENT SHALL INITIAL EACH SHEET. IF A SHEET HAS NOT BEEN CHANGED AT ALL OR NO MARK HAS BEEN ADDED, LABEL THE SHEET ONLY 'NO CHANGES' 4. IF A SHEET HAS BEEN CHANGED OR MODIFICATIONS HAVE BEEN ADDED, LABEL IT 'REVISED' 5. USE WRITTEN EXPLANATION TO DESCRIBE CHANGES. REFER TO SPECIFIC ACTIONS INSTEAD OF REFERENCING CHANGE ORDER NUMBERS OR RELATED DOCUMENTS 6. USE CLEAR LETTERING 7. NEVER REMOVE OLD VALUES OR DETAILS JUST REDLINE OR "X" THROUGH THEM. IF THERE IS NO ROOM FOR THE NEW VALUE YOU CAN GO TO THE SIDE AND REDLINE THE REPLACEMENT VALUE. 8. PROVIDE THE REDLINE DETAILS OF CHANGES OR ADDITIONAL INFORMATION, INCLUDING BUT NOT LIMITED TO FABRICATION, ERECTION, INSTALLATION, LOCATION, SIZING, MATERIAL, DIMENSION, ADDITIONS, RELOCATIONS, SUBSTITUTIONS, ETC 9. BE SPECIFIC WHEN MAKING NOTES TO UNDERGROUND UTILITIES, SHOWING EXACT LOCATION, DEPTH, AND MATERIAL USED (EXAMPLE: SEWER LATERALS) 10. PROVIDE ALL NECESSARY INFORMATION OF CONTRACTOR'S DESIGNED SYSTEMS OR SUBSTITUTIONS 11. CROSS OUT ANY PLAN REFERENCE TO "APPROVED EQUAL" AND REPLACE WITH ANY SPECIFIC INFORMATION OF VARIANCE USED DURING THE CONSTRUCTION PROCESS 12. ANY CHANGES IN INVERT ELEVATIONS, GRADE MODIFICATIONS, SLOPES, AND RELATED INFORMATION ON PIPING UTILITIES, EARTHWORK, ETC. SHALL BE REDLINED. 13. RECORD ALL UNEXPECTED OBSTRUCTIONS COMPLICATING FACTORS UNSUITABLE CONDITIONS FOUND IN THE PROJECT AREA INCLUDING ROCK UNUSUAL TOPSOIL CONDITIONS BURIED DEBRIS ETC. 14. ATTACH OR INCLUDE ANY SHOW DRAWINGS OR SUPPLEMENTAL INFORMATION TO THE CONTRACTORS RECORD DRAWING 15. CHANGES MADE AS A RESULT OF ANY REGULATORY OR OWNER INSPECTION PROCESS CERTIFICATION STATEMENT: THIS HAND -MARKED SET OF DRAWINGS HAS BEEN 'REDLINED" TO PROVIDE ACCURATE DETAILED RECORD OF ANY SUBSTANTIVE CHANGES TO THE APPROVED DESIGN DRAWINGS. ANY ITEM NOT 'REDLINED" ON THIS PLAN SET OR SUBSEQUENT P SHOULD BE CONSIDERED TO BE "CONSTRUCTED IN ACCORDANCE WITH THE DESIGN AS SHOWN". NAME, TITLE FOR: DATE (CONTRACTOR) END -SECTION 12" - 60" PIPE HUB END ON OUTLET END -SECTIONS SPIGOT END ON INLET END -SECTION f i X _ X �j! CONCRETE TO BE E J 4000 PSI MINIMUM PLAN DIAMETER C B OPIPETAR OR STEE S4opFNEQRCEMT n _ PAY LINE E SECTION X-X END VIEW END SECTION DIMENSIONS PIPE DIAMETER A B C D E 12" 4" 2'-0" 2'-0" 4,_0" 2'-0 15" 6„ 2,_3" 11.-91. 4,-0' 2'-5"' 18" 91' 2'-3" 1'-9" 4'-0" 3' C" 21" 9I/a'l 2'-11" 2'-l" 5'-0" T-6" 24" 91 3'-?„ 2"-6" 6'-1" 4`0'' 27" 10 4'-0' 2'-l" 6'-1" 4'_6" 30" 1'-0" 4'-6" P_7. &-1 5'-C" 33" 1'-11/2" 4'-1012" 2'-31 7,_ N" 51_61 38" T-3" 5'-3" 2'-10 B'-1 6" 0"" 42" 1'-9" 5"-3" 2'-11" 1'-2" 6'-6" 48" 2'-0" 51_0" 2'_2" 8'_2" 7'-C" 1 54" 2'-3" 5'-5" 2'-91/4" 8'-21/," T-6" ALTERNATE END -SECTION 112" - 60'' PIPE ES-1 HUB END ON OUTLET END -SECTIONS SPIGOT END ON INLET END -SECTION x X CONCRETE TO BE - - E 4000 PSI MINIMUM L PLAN 0 B DIAMETER OF PIPE �ITSTEEL FABRIC REINFORCEMENT f + A D E� PAY LINE END VIEW SECTION X-X END SECTION DIMENSIONS PIPE DIAMETER A B C D E 12" 4" 2 0" 4'-1" 6 -l" 2'-0" 1 5" 6" 2' 3" 3'-10" - 6 T' 2 6" 181' 9" 2 -3" N-10" 6 7 3 -6" 2 1�, 91. - 2 11" - 3 2" 6 1,. - - 3 6" 24" 10" 3 -7" 2' B" 6'-3"' 4 -0- 27" 101/2" 4--0" 2'-11/2" 61-11 4"-6" 30" 1'-O" 4'-.6" 1'-7 4 T'-i 5'-0" 33" T-1 z" 4 -101 3'- Vq" B'-i 5 -B" 36" 1'-3" 5' 3" 2 -10 q" B' 1 6 -0" 42" 1 -9" 5'-3" 2'-11" 8 -2" 6'-6" 48" 2'-O" 6'-C" 2"-2" 8'-2" 7--0" 54" 2'-3" 5'-5" 2' 11" 8'-4" 7'-6" 60" 2'-6" 5,_0„ 3'-3„ 8'-3" RI-0" NOTES: PIPE LENGTHS SHOWN ON PLANS ARE BASED ON END -SECTION DESIGN SHOWN ON THE LEFT. IF THE CONTRACTOR ELECTS TO USE THE ALTERNATE DESIGN SHOWN ON THE RIGHT, LENGTHS WILL BE REDUCED BY THE DIFFERENCE IN DIMENSION "II +JRemmumG1L SPECIFICATION REFERENCE FLARED END -SECTION FOR 12'' 60'' CONCRETE PIPE CULVERTS 302 VIRGINIA DEPARTMENT OF TRANSPORTATION REV. 7101 1D2.01 #5 BARS 0 8" C-C TYP. SL-1 #5 BARS Q 8" C-C TYP. 77, I I I I 30" DIAMETER I I I I I TT I I I I I I I I -I TTT PLAN WALLCTHICKNESS VARIES PLAN W. CLASS A3 CONCRETE CLASS A3 CONCRETE SECTION A -A NOTES: SECTION B-B 1. STANDARD SL-11,MANHOLE SAFETY SLABS, SHOULD BE REQUIRED AS PART OF THE DRAINAGE DESIGN FOR MANHOLES, JUNCTION BOXES AND DROP INLETS WITH HEIGHTS GREATER THAN 12 FEET. THE SPACING OF ADJACENT SAFETY SLABS SHOULD BE 8'TO 12' WITH NO SAFETY SLAB LOCATED WITHIN 6 FEET OF THE TOP OR BOTTOM OF THE STRUCTURE. 2. THE COST OF THE SL-11S INCLUDED IN THE STRUCTURE. THE DRAINAGE DESCRIPTIONS SHOULD BE USED TO SPECIFY HOW MANY SAFETY SLABS ARE NEEDED FOR EACH SEE CAST IN PLACE DRAWINGS STRUCTURE AND THE QUANTITY SHOULD BE NOTED IN THE REMARKS COLUMN ON THE FOR FURTHER DETAILS DRAINAGE SUMMARY. NO ADDITIONAL COMPENSATION WILL BE PROVIDED FOR ADDITIONAL SAFETY SLABS REQUIRED WHEN PRECAST STRUCTURES ARE SUBSTITUTED g�� # 5 BARS Q 8" C-C TYP. FOR CASTAN-PLACE STRUCTURES. 3. ACCESS OPENINGS ARE TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO THE OTHER WHERE APPLICABLE, STEPS ARE TO BE STAGGERED ACCORDINGLY, 4. SAFETY SLAB MAY BE CAST -IN -PLACE OR PRECAST. CAST -IN -PLACE CONCRETE TO BE CLASS A3 (3000 PSI). PRECAST CONCRETE IS TO BE A4 (4000 PSI), REINFORCING STEEL TO BE IN ACCORDANCE WITH AASHTO M31. 5, ACCEIS ESSSTHANENINGS 30" THEAY BE 30" DIAMETER OR 3011 SQUARE. ACC SS OPENING SHALL BE RECTANGULAR N(STRUCTUREEWIDITHHBY TYPICAL PRECAST UNIT 30" LONG), SPEOEFICATION REFERENCE TYPICAL CONCRETE SAFETY SLAB 302 FOR DROP INLETS, MANHOLES AND JUNCTION BOXES VIRGINIA DEPARTMENT OF TRANSPORTATION W8.14 PAVEMENT SUBBASE TOP OF SUBGRADE FILL COMBINATION UNDERDRAIN N w DITCH LINE CROSSDRAIN CD-2 ON FILLS CENTER LINE SECTION (WITH TYPE 1 SELECT MATERIAL) TRENCH PLACEMENT - PAVEMENT SURFACE & BASE �0 �0 0� 0 �060 000 �. © SUBBASE .6. 6. 6. o • Q - 6: a . o o - o - e . -SELECT MATERFAL TYPE I OR l #57 AGGREGATE. 48 AGGREGATE OR CRUSHED GEOTEXTILE GLASS MEETING #8 GRADATION REQUIREMENTS - DRAINAGE 1 -0 FABRIC OR +� PAVEMENT SURFACE 6 BASE SUBBASE OR CEMENT STABILIZED SUBBASE -SELECT MATERIAL TYPEIE OR SUBGRADE o•a•o o • o •o • a o (CEMENT OR LIME STABILIZED) #57 AGGREGATE, #8 AGGREGATE OR CRUSHED GEOTEXTILE I I GLASS MEETING #8 GRADATION REQUIREMENTS. DRAMA CD-2 LIMITS OF PAY FOR ,. OUTLET PIPE .kXt?�- � TOEqLANES EW-12 AT -t )TYPICAL) II I 11 TRA 1 I SHOULDER LINE IN YF'CALI " AL -TOE OF FILL LIMITS OF PAY FOR OUTLET PIPE PLAN VIEW SHOWING PLACEMENT OF CD-2 CROSSDRAIN NON -PERFORATED OUTLET PIPE TYPE OF PIPE CRUSHING STRENGTH )( W.T_ 4" NOM- DIAMETER X W.T- 6" NOM. DIAMETER SMOOTH WALL PVC ,103 1 1 0-153 SMOOTH WALL PE 1 70 PSI )4X)< 70 PS1 )(WX )f WALL THICKNESS (MIN) - INCHES X>(X TESTED ACCORDING TO ASTM D-2412 AT 5% DEFLECTION. FA13RIC GENERAL NOTES 1. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. APPROACH SLAB PAVEMENT 2- OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND I SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X LON.(M IR ) R DESIRABLE) GRADE. BRI)GE SUBBASE 3. ON CURB AND GUTTER SECTIONS WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE CD-2 OUTLETS FOR CROSSORAINS,THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP CD-2 -'.r 5'-0" INLETS OR MANHOLES, 5° 0" O21 BASE MATERIAL TYPE I SIZEE N0. 4- ON SUPERELEVATED SECTIONS. TRENCH 15 TO BE UNDER ENTIRE PAVEMENT AREA 1$ (E'" MIN. DEPTH) WITH OUTLET PIPE ON LOW SIDE ONLY_ 5. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE PLACEMENT OF CD-2 CROSSDRAIN AT 6. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ARE TO BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE,. 7.. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRAINAGE STRUCTURE, SPECIFICATION D I �I 11,� ��T REFERENCE STANDARDROAD AND BRIDGE STANDARDS 232 (AT GRADE SAGS AND BRIDGE APPROACHES) REV i5 501 10N DATE SHEET 1 OF 1 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 0711d TD8:05 2016 ROAD & BRIDGE STANDARDS CD-1 1 E11N-12 OUT RARE PAVEMENT TOP OF CUT PAY LIMITS FOR (TYPICAL) - SUBBASE OUTLET PIPE TO WITH 45' UBGRADE FULL DITCH LINE ELBOBEG,INW ELBOW H R IN COMBINATION UNbERDRPJN CD-1 AT LOWER END OF CUTS EDGE OF PAVEMENT CENTER LINE SECTION TRAVEL LANES (WITH TYPE 1 SELECT MATERIAL) TRENCH PLACEMENT EDGE OF PAVEMENT PAY LIMITS FOR OUTLET PIPE TO SHOULDER LINE \ BEGIN WITH 45° PAVEMENT SURFACE & BASE ELBOW Ul I Ull LINt P OF- TOE OF FILL 00000000000000000 00 � SUBBASE o•o•0 0 o•ci•o•o•o•o - -O O #57 AGGREGATE, #B AGGREGATE OR CRUSHED GLASS MEETING #B GRADATION REQUIREMENTS. PLAN VIEW GEOTExTILE DRAINAGE FABRIC (PLACEMENT OF CD-1 COMBINATION UNDERDRAIN) OR PAVEMENT SURFACE & BASE 0 0 0 0 0 0 0 0SUBBASE OR CEMENT STABILIZED SUBBASE rr --*--SELECT MATERIAL TYPE N OR SUBGRADE (CEMENT RSTABILIZED) 1'"-b o•o-o.o •0•0•0.0 0 GEENT O LIME E i #57 AGGREGATE, #8 AGGREGATE OR CRUSHED GEOTGRAIN XTILEAGE: GLASS MEETING #8 GRADATION REQUIREMENTS. GENERAL NOTES FABRIC 1'-0" 1. UNLESS SPECIFICALLY INDICATED COMBINATION UNDERDRAIN WILL NOT BE LOCATED AT THIS POINT WHEN BOTH SUBBASE AND SUBGRADE ARE STABILIZED. 2. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. NON -PERFORATED OUTLET PIPE 3, OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 % MIN, (3 X DESIRABLE) GRADE. TYPE OF PIPE CRUSHING STRENGTH .T.4" NOM. DIAMETER W,T. 6" NOM. DIAMETER SMOOTH WALL PVC .103 1 10.1531 SMOOTH WALL PE 1 70 PSI )E)E'rE 1 1 70 PSI MXX 4. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR UNDERDRANS THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP INLETS OR MANHOLES. 5. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. 6. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF V-O" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. WALL THICKNESS iMIN) -INCHES 7. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ARE TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. X)(X TESTED ACCORDING TO ASTM D-2412 AT 5' Z DEFLECTION. B. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRAINAGE STRUCTURE. ATION STANDARD COMBINATION UNDERDRAIN SPEERENCCEE REFFERE REV 8,07 (AT LOWER END OF CUTS) 23 01 108.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 701 wP * EDGE OF EXISING PAVEMENT > (AS DETERMINED IN FIELD) TACK COAT THE PROPOSED CONSTRUCTION JOINT EXISTING ASPHALT LAYERS 1-1 PROPOSED ASPHALT LAYERS EXISTING SUBBASE PROPOSED SUBBASE------------------- COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING, LAYERS PROPOSED MINIMUM 1 °%2 INCH THICK. ASPHALT SURFACE COURSE (SEE NOTE 5) K MINIMUM 12 INCHES,GR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINE[) BY CORES (SEE NOTE 3) NOTES: I. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT MOOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT - SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1°/z INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED BY THE ENGINEER. 5- THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. 6, EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER, 7. FINAL TRANSVERSE PAVEMENT TGE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315 OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 375 OF THE SPECIFICATIONS. XV OOT AS i�.3 u AL T PAVEMENT WIDENING SPECIFICATION ROAD AND BRIDGE STANDARDS r-I I f-'( REFERENCE SHEET T OF 1 REVISION DATE FOR WIDENING SUBJECT TO TRAFFIC 315 303-02 VIRGINIA DEPARTMENT Of TRANSPORTATION EW-12 16" EXPANDED STEEL MESH (FLATTENED) REVEL SLOT DETAIL PERMITTED FOR EASY FORM REMOVAL) N T CALF TO A L A r' w T-o" 2' 0'. Z1, 6.. ISOMETRIC 6 L 4„ X $-- X �.. PLAN MIN. STEEL OR UNUM OR STEEL OB INCH MIN, RIVIETS OR BOLTS ALUMINUM 'PLATE COMPATIBLE WITH POST MATERIAL PIPE COUPLER TO BE CAST INTO ENDWALL. COUPLER MUST BE FLUSH WITH OUTER SURFACE OF EW-12 AND PROVIDE A POSITIVE CONNECTION FOR U-TYPE ROLLED THE OUTLET PIPE (4" OR 6"). RAIL STEEL POST AT 1.33 LBS.IFT. OR H f A -A TI N' SEC 0 1'-0" PIPE Y D. SLOPE DIMENSIONS CLASS A3 CONCRETE CUB C YARDS L H 41, 2:1 2'-51 1'-2 ," 0.19 41 3:1 3'-5' " 1'-1 0.25 41' 4:1 4'-5" 1^-11 0-30 6" 6,� 24 3;1 2' 10 " 4•- 9'-5 �" ��� 0 20 XV C)OT ROAD AND BRIDGE STANDARDS SHEET 1 REVISION DATE 101 OF 1 -32 01/15 ALUMINUM ALLOY t' 6063-T6 Q -78 LBS-/FT- UNDERDRAIN OUTLET MARKER DETAIL NOTES, '1. TYPICAL ENDWALL TO BE PLACED AT THE ENDS OF ALL UNDERDRAIN OUTLETS, BARRING LOCATIONS WHERE UNDERDRAIN 1S TIED INTO OTHER DRAINAGE STRUCTURES, E14DWALL TO BE INSTALLED PERPENDICULAR TO ROADWAY AND FLUSH WITH THE SLOPE. 2. OUTLET PIPES SHALL BE RIGID NONPERFORAT ED, SMOOTH -BORE PIPE, MEETING THE REQUIREMENTS OF 70 PSI TESTED ACCORDING TO ASTM 2412. 3. EXPANDED STEEL MESH (FLATTENED) SHALL HAVE OPENINGS OF APPROX. X 1" AND WEIGH APPR( 0.82 LBS. PER SQ. FT- MESH SHALL BE GALVANIZED IN ACCORDANCE WITH ZASTM A-123. THE MESH SHALL EXTEND A M1NWILM OF P ABOVE THE O.D. OF THE PIPE, AND IS A BARRIER FOR RODENTS, ET THE SLOT FOR THE STEEL MESH IS TO BE CONSTRUCTED SO THAT THE MESH CAN BE REMOVED I CLEANOUT PURPOSES. 0.34 w � y O cm cn D N Q N 2 2 QZ) zO U�0 M 0 Z �Q S Q IK J W i __J rV > Q CC w w O Y+ �y O 1 .42 frcm N y, � CO�R Q W 2 O Q 0 OILL `rr J 'A _+ vi _J I J A.W w Lc) Q U N �w H- 0i rlc W Z °�� �u V M w Z W Z O O Fil Z O 0- CL zLu W c2 z z 5 LJ.J IJ.J 0 0 Z Z 0 0 Z Z g a a a O O K OC IJ. Q CD 0 N N CD CD N N r N Q c-1 N � lD 0 0 O z -1 [V ,jD o� Jimmy��0� 06�SS Q z_ 0 Q w J L ^ J Of Z c < Q w w J U) 00 T Q cf) = U ° H cr ~ Q W 0- O N 0 06 w U E--I 0 W Q I.- 2 z U) O w Q 0� m w U) 0 Q _O DATE: 10-22-2019 SCALE: NA JOB: 8438 SUB: 2019-00170 SHEET: 22 OF 23 r FRAME & COVER (SEE FIG. S-1-D,E) STREET SURFACE OR NON -PAVED AREA SLOPED AREA -"� 1'-0 MAX 2>- 0" RUBBER COATED STEEL 3'- 1" MIN STEPS CAST IN PLACE PRECAST REINFORCED CONCRETE SECTIONS 1.4 MIN "0" RING SEALS a 16" MAX MINIMUM ELEVATION ° DIFFERENCE ACROSS M.H. 5" 4'-0" S•. FROM INLET TO OUTLET SHALL BE 0.20 FEET. CONCRETE VARIES DEPTH OF FLOW FILLETS CHANNEL TO BE 3/4 DIAMETER OF ; CONTRIBUTING - — �- a SEWER. a LIR a 12" A FILLETED INVERT A SMOOTH TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE PROVIDED. MIN. 6" BEDDING NOTE W/ N0. 68 STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2, THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. TYPICAL MANHOLE SECTION SHOWING BRANCH TIE—IN N.T.S FIG. S-I-A TD-25 SEWER SERVICE LATERAL CONNECTION NOTES: I. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% (1/4" PER FOOT ) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN DIAMETER OF 4". rNspiIIIIIIIII- 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET, SALT TREATED FINISHED GROUND 2 x 4 MARKER PLUG END OF MAIN LINE SERVICE LATERAL SECTION 45.0'0" IN LINE WYE--TEE PLAN VARIES SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 TD-33 I- W J Z 3000 PSI CONC. BASE BENCH SLOPED TO FLOW CHANNEL 1/4" 1° MIN t 1 BRANCH 12" �— 4 _ Q 2 el q FLEXIBLE CONNECTION NOTE: WITH STAINLESS STEEL ALL CONNECTIONS TO BAND EXISTING MANHOLES SHALL w BE CORED AND A FLEXIBLE J CONNECTION " BOOT " INSTALLED TYPICAL MANHOLE PLAN SHOWING BRANCH TIE — IN NTS FIG. S-1-B TD-27 REMRINING BACKFiLL SHALL NOT CONTAIN ROCK MATERIAL 36"MIN LARGER THAN 5" IN ANY DIMENSION 24"M I INITIAL BACKFILL* 8'MIN (6" EFTS) EMBEDMENT * THOROUGHLY COMPACTED SPRING LINE r-1 BY HAND OR APPROVED OF PIPE [�_'f) MECHANICAL TAMPER HAUNCHING N0. 68 STONE — _ BEDDING 6" max 4" min FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE ALL PIPE) NOTE-: 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S-3 TD-34 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (270') 18"-22" 7 CU, FT. VALVE BOX �fSB STONE 42"MIN T'e l' 6" GATE �.� VALVE TEE 2500 P.S.I. CONCRETE - BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL, STEEL PILE RESTRAINED JOINT FITTINGS WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. NOTE : 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) J. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY, TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 TD-8 �_ NEB" U3 E N O k w� U ti W 0 -1. d E ErJ, o F Nw N roIt3 W FEF W a z b U u ` E ^nF E N�E aE �u vDm ru 0 4 z �E� �E d ivE 7 mE eoB of `Ao w cc 0 0 It TYPICAL MANHOLE FRAME & COVER N.T.S FIG S-I-D TD-31 (4) 1" (23mmp aW wD�.Fs 0, aE 3 4" (8S4mmy DIA 27 1/2" 01A O BDL7 ca 99mm] [38mm] /4" DIA 7"' kcri DIA/1 R' CIA 5 [722MMI I16mm] O O 36' DIA0 25" [914mm] [6fi0mm FRI SECTION 13/1 B" [38mm] [2Umm] Z' (51mm) LERERs IwEaEecm FETISH) 1' [25m 7 1�Y 5P�11 Cam ] ['f2s] 13mm 3 13/1 B" 0 22 m/TE" [97mm] [579mm] Mm 1 3f8" [635mm] [35mmJ 9/16" U.U. CF GKT GROOVE I - CAN DOLT [141nm] SECTION VIEW 1/4" (6mm) DIA A'54 SEE AMEueLY NEOPRENE GASKET DETAIL(a) WSHR 1/16 % 5,/D % 1 1/2 (2) OOM 18D0T Sfg, RUBBER PARf� 11,28 45 (a) BLT HEx S/e- 1'" PICK9ARS [6mm 1/2 Ss PART# CD961250 PLAN V]EVV 1 1/8' j29mm) DIA BOSS .S3 PIA. STAINLESS STEEL ROD 12)Wi� o0R9131I 1.SD OD SS PIGKBAR B LOCKLUG HOLE DETAIL NOTES -2) NUT HX 5/B-11 zN NYLlf PART{T OD981284 1. ALL MANHOLES WTHIN 100 YEAR FL.00DPLAN OR LOCATED IN AREAS SUB,ECT TO FLOODING SHALL HAVE WATERTIGHT FRAME & COVER (2) NUT Nx lAM 5/9-11 ZN 2. ALTERNATIVE DESiGN COVERS MILL BE 3. COVERS ALL BE FIXED TOAFFR MESTWITH LOCKING LUUG$$ UH S [MI AR ASSEMBLY. PART' O09B122B {2) 19.R LOCK LUG TYPICAL WATERTIGHT (SHORT} PART¢ 00IR3585 MANHOLE FRAME & COVER LOCK LUG ASSEMBLY N.T.S FIGS-I-E TD-32 COVER LIFT NOTCH 14 1/2" 1 12 1/2" 2 3/8" WATER CAST IRON LID 18" METER BOX , R I v 18" 6" EXTENSION 6" PIPE SLOT (2 PLACES) NOTES: (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. TYPICAL METER BOXES (5/8"-1" METERS) NTS FIG. W-7 TD-13 PLACE 5' GALVANIZED " WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED. MARKER LOCATION MAY BE SUBJECT I TO HGHWAY DEPARTMENT APPROVAL, FINISHED GRADE ", „I } ADJUSTABLE TRAFFIC RATED II II VALVE BOX W/ LID z u M.J. GATE VALVE WATER LINE 4 I 2500 P.S.I. :I CONCRETE b' A 2'x 2' BEARING AREA. THRUST BLOCK q �. a o Q. . d . a � NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NITS FIG- W-5 TD-9 VARIES VALVE BOX 4" DIAMETER BRANCH AND VALVE M.J. PLUG VARIES '.i WATER MAIN RESTRAINED JOINT FITTINGS ON-LINE (TYPE "Bt1) VARIES THREADED COUPLING PVC SLEEVE BRASS NIPPLE AND PVC o CAP I LUBRICATE ALL THREADS THRUST BLOCK `D METER 66X (SEE FIG. W-7) VALVE NO. 57 STONE M.J. FITTING 2" PIPE SLOPED TO DRAIN IF = GRADE ALLOWS a' VARIES VARIES 2" BRASS PIPE WWATER MAIN AND VALVE 2" THREADED TAP ARE SAME SIZE PLUG DEAD END (TYPE "A") TYPICAL BLOW —OFF ASSEMBLY NTS FIG. W-8 TO-19 1' COMPRESSION x 3/4" MALL PIPE COUPLING OR APPROVED EQUAL 0 1' TYPE 'K" --� SOFT COPPER FOR USE ON ATTACHED SINGLE FAMILY RESIDEN7IAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES. i'xYx1' TEE NOTE: NO SWEATED FlTTNGS 2' DUAL SERVICE FIL 1" COMPRESSION % 3/4' MALE PIPE COUPLING DR APPROVED EQUAL 1' TYPE 'K' sOFT COPPER FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SEWVICE WHERE AN IRRIGATICN METER IS NOT PROVIDED, SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. CAST INCH LID FINISHED GRADE 12"--15 LDCKWING METER MET yBALL box ( INLET ) 3B' MIN. COPPERSETTER 1/8 BEND COUPLING - METER CORPORATION STOP h BRICN As Sr� NECESSARY ,�, z 1 C SAND OR DUST UNDER S++y v -T (' 4' DIAMETER DRAIN PIPE, 12' OOX AND SETTER (2-INCH , x� 2 '' LONG STONE POCKET, MT MINIMUM THICKNESS) ,?'~F�..4i`r. �...x SPEC. 9,03, NO. 57 AGGREGATE TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG. W-6A TD-10 NOTE: TOT LOT EQUIPMENT TO BE BURKE OR EQUIVALENT. CONTRACTOR SHALL PROVIDE SUBMITTAL TO OWNER PRIOR TO ORDERING TOT LOT EQUIPMENT. I SWING I SLIDE 2 CLIMBERS I BUCKABOUT 2 BENCHES NOTE FENCING TO BE CENTERED ON COLUMN. FENCING TO BE ETHER STAINED OR PAINTED FLAT BLACK PER LANDSCAPE ARCHITECT. 0 M TOT LOT DETAILS NOT TO SCALE WIRED BACkED PROPOSED WOODEN RAIL TOT LOT FENCE N.T.S. E III i FINISHED GRADE AIR RELEASE VALVE BRASS OR BRONZE PIPE BRONZE GATE VALVE DRAIN TOGRADEIF - I' SIE BRICK SUPPORTS OR SOLID CEMENT BLOCKS CRUSHED STONE TYPE "K" SOFT COPPER CORPORATION STOP NOTES: 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_, SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" R.R.V. AND FITTINGS. FOR WATER LINES 12" AND LARGER USE 2" A-R.V, AND FITTINGS. 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT THE MANHOLE CONE. AIR RELEASE VALVE (ARV) NTS FIG. W-9 TD-20 OPTION: VWVF (4X4 OR 3X4) CAN BE ADDED BETWEEN POST AND FENCE BOARDS IF ANIMALS ARE BEING CONTAINED PER OVVNERS REQUEST. W O.C.; TYP. PLAN 4 X 6 X 6 POST, 1" WASH ON TOP. SET POST A MIN. OF 3' IN GROUND. SECURE POST WITH QUICK DRYING CEMENT (OR EQUAL). 6" HALF -ROUND OR 4 X 4 POST CAN BE SUBSITUTED FOR THE 4X6 POST SHOWN AT OVVNBFZS REQUEST. FENCE COLOR BLACK • F� dO'O d ONO I, 0 �+ ca N 8 w F- �d DN O CD Lti a z a Q a - F- 6 LA L\ Q £ 'ON o Q � 0 z z nor a < CD < CD n- o�a oa o� 0 d L0 Or, < PPE m TD-35 Ua 0 y Q U — i ^^ '' v, L N m fV 0 2 Qn Z O �°o .. IL z r0r Qrc Q W w i J_ �v1 Q VwJ w VQ Oo Q 2 W Vj K z (5 Q Ln _ N U T by 0 CO Lu p Q � V X LL.? Q _+ v, OL W coo w Lo U y z� u- W d ,t M Lu w W z o O W z O OL (/� zN U L1J H H z z 5p LLJ L1J p4 0 0 z z 00 u U z z a a 00 = LY Lu 0 0 fV N CD CD N N Q Q n N N N 0 CD O Z N Tx of — 7 Jimmy L. Taggart Lic. 22841 __0� 06/22/2020 �S&IONAL No. 4i ,L� Q z c� [. j ^< L J Z C Q W (c) w 00 V / V♦ 1� Q J `} / LL LU O J � Q � � W D_ n E-I ^ A 06 W `D 0 0- U < o w < U7 O J Q w MW W w H cQ C DATE: 10-22-2019 SCALE: NA JOB: 8438 SUB: 2019-00170 SHEET: OF 23