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WPO201700056 Plan - VSMP WPO VSMP 2018-06-27
VIRGINIA STORM WATER MANAGEMENT PLAN FOR SPRIINGHILL/TOiNNEPLACE SUITES WP0201700056 TMP 17m03m2 RIO I TRI T L EM RLE CO NTY V SP201600015 = HOTEL USE SP201600016 = STRUCTURED PARKING SE2016 = NO STEPBACK REQUIRED SWM System Maintenance Notes During the first year of operation, the system is to be inspected twice at equal intervals. The following items should be noted during the inspection, • Elevations of accumulated sediment height in pipes are to be taken from each access manhole. • Blockage -free inlet and outlet pipes. • Review of site conditions to ensure no unprotected sedimentation is occurring. • The outfall and the paved flume shall be checked for settling and general debris. Maintenance practices • Unblock clogged inlets outlet pipes and energYdissipator as necessary • Perform a system cleaning when sediment has accumulated to 18" depth in the pipes. • Notify owner regarding unprotected sedimentation Cleaning notes System cleaning to be performed using a high-pressure water jet and a vacuum truck. The high pressure nozzle with rear facing jets is attached to a hose and drug downstream, washing sediment and debris downstream with it. The vacuum truck would then be located on the downstream end and remove the sediment and debris with its vacuum hose. It should be noted that multiple passes of the water jet may be needed to clean the run, dependent on the amount of soil loading. 1. The system will be much easier to clean when there is little to no flow into the system and the system does not have any standing water. For this reason, system cleaning should be scheduled around dry weather. 2. Before cleaning begins, all outlet stubs should be blocked off. If this is not done, sediment loading could back up or plug downstream pipelines adding to cleaning expenses. This is also done to prevent any of the debris or pollutants from washing into downstream waterways. 3. When beginning the cleaning process all upstream storm sewer pipes should be cleaned prior to starting on the detention system. 4. When cleaning the retention or detention system, it is best to start at the highest elevation of the system and work towards the lowest elevation. 5. Stationing the vacuum truck above the downstream manifold and jetting the debris from the laterals to the downstream manifold, provides an effective capture point for the vacuum line. I\ SW 1 Cover Sheet SW2 Notes, Abbreviations & Details SW3 Erosion & Sediment Control Phase I SW4 Erosion & Sediment Control Phase II SW5 Offsite Erosion & Sediment Control C� Erosion & Sediment Control Details SW7 Storm Water Management Plan SW8 Storm Sewer Profiles & Computations SW9 Storm Water Management Details SW 10 Overall Pre -development Drainage Area Map SW 11 Storm Inlets Drainage Area Map SW 12 Overall Post -development Drainage Area Map SW 13 Details Q J LLIWO2 F- W Ld 7i r a 's ve 00 a eco? y, 00< 4_CC iELCC O� W SWM System Maintenance Notes During the first year of operation, the system is to be inspected twice at equal intervals. The following items should be noted during the inspection, • Elevations of accumulated sediment height in pipes are to be taken from each access manhole. • Blockage -free inlet and outlet pipes. • Review of site conditions to ensure no unprotected sedimentation is occurring. • The outfall and the paved flume shall be checked for settling and general debris. Maintenance practices • Unblock clogged inlets outlet pipes and energYdissipator as necessary • Perform a system cleaning when sediment has accumulated to 18" depth in the pipes. • Notify owner regarding unprotected sedimentation Cleaning notes System cleaning to be performed using a high-pressure water jet and a vacuum truck. The high pressure nozzle with rear facing jets is attached to a hose and drug downstream, washing sediment and debris downstream with it. The vacuum truck would then be located on the downstream end and remove the sediment and debris with its vacuum hose. It should be noted that multiple passes of the water jet may be needed to clean the run, dependent on the amount of soil loading. 1. The system will be much easier to clean when there is little to no flow into the system and the system does not have any standing water. For this reason, system cleaning should be scheduled around dry weather. 2. Before cleaning begins, all outlet stubs should be blocked off. If this is not done, sediment loading could back up or plug downstream pipelines adding to cleaning expenses. This is also done to prevent any of the debris or pollutants from washing into downstream waterways. 3. When beginning the cleaning process all upstream storm sewer pipes should be cleaned prior to starting on the detention system. 4. When cleaning the retention or detention system, it is best to start at the highest elevation of the system and work towards the lowest elevation. 5. Stationing the vacuum truck above the downstream manifold and jetting the debris from the laterals to the downstream manifold, provides an effective capture point for the vacuum line. I\ SW 1 Cover Sheet SW2 Notes, Abbreviations & Details SW3 Erosion & Sediment Control Phase I SW4 Erosion & Sediment Control Phase II SW5 Offsite Erosion & Sediment Control SWb Erosion & Sediment Control Details SW7 Storm Water Management Plan SW8 Storm Sewer Profiles & Computations SW9 Storm Water Management Details SW 10 Overall Pre -development Drainage Area Map SW 11 Storm Inlets Drainage Area Map SW 12 Overall Post -development Drainage Area Map SW 13 Details 1. SITE AREA: 3.73 AC 2. TOTAL LAND DISTRUBANCE : 3.98 AC 3. IMPERVIOUS AREA*: 2.98 AC Stormwater Management Narrative The VSMP plan demonstrates that the technical criteria IIB for water quality and channel protection have been exceeded. Water quality requirements will be addressed by buying offsite nutrient credits. The CN value changes from 85 to 91 from predevelopment to post -development requiring 2.16 lb/yr of Phosphorous removal. The credits will be purchased through the Virginia Nonpoint Source Nutrient Credit Registry in the same or adjacent Hydrologic Unit Code (HUC) as our project. The purchase of credits will be a requirement for final VSMP approval. The VSMP channel protection and Flood protection requirements have been met by providing adequate capacity in the pipe system to release the 2 -year and 10 -year storms below pre -development values to stormwater management ID facility #79.02 at pre -developed levels. Pre and Post -development runoff quantity has been calculated at the endwall structure at edge of storm water management facility #79.02 . * INCLUDES 0.71 AC MAXIMUM IMPERVIOUS AREA FOR FUTURE DEVELOPMENT. APPROVED by the Albemarle County CornmtuNty pavelopnaen Departrment Date File's DATE 1 JULY 12, 201 `i cc w� W f LU LL1 Q J LLIWO2 F- W Ld 7i ve 00 a eco? y, 00< 4_CC iELCC O� W ' w Co (50 I- 021 LLJ' o \ £L DATE 1 JULY 12, 201 `i cc f LU LL1 Q J F- W 7i y) iELCC SHEET f 13 _.... __.._._ . . GENERAL NOTES ABBREVIATIONS SITE DATA a CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS: GENERAL CONSTRUCTION NOTES: UTILITY vlGENERAL ARV - AIR RELEASE VALVE MH - MANHOLE OWNER� �STCVILLE 1. The plan approving authority must be notified one week prior to the pre -construction 1. Prior to any construction within any existing public right-of-way, including connection to any - BLOW OFF ASSEMBLY PVC - POLYVINYL CHLORIDEconference, HOTEL !NC %BOA WW CM one week prior to the commencement of land disturbing activity, and one week existing road, a permit shall be obtained from the Virginia Department of Transportation 1005 BULLARD COURT STE 101ggartprior (D. to the final inspection. (VDOT). This plan as drawn may not accurately reflect the requirements of the permit. Where CO -CLEANOUT RIM -RIM ELEVATION RALEIGH NC, 27615C2. All erosion and sediment control measures will be constructed and maintained according to any discrepancies occur the requirements of the permit shall govern. �wOCTV standards and specifications of the Virginia Erosion and Sediment Control Handbook 2. All materials and construction methods shall conform to current specifications and standards - CABLE TELEVISION SAN - SANITARY ti{minimum DEVELOPER: ��'� ~ a5 and Virginia Regulations VR 625-02-00 Erosion and Sediment Control Regulations. of VDOT unless otherwise noted. DI -DROP INLET SCC - STORMWATER CONVEYANCE CHANNEL Q 3. All erosion and sediment control measures are to be placed prior to or as the first step in 3. Erosion and siltation control measures shall be provided in accordance with the approved DALY SEVEN Z O v clearing. erosion control plan and shall be installed prior to any clearing, grading or other construction. DIP - DUCTILE IRON PIPE SD - STORM (� 2 4. A copy of the approved erosion and sediment control plan shall be maintained on the site at 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 1420 LEE JACKSON HIGHWAY I o� yUJ all times. 5. The maximum allowable slope is 2:1 (horizontal: vertical). Where reasonably obtainable, lesser - ELEC ELECTRIC - STR DRAINAGE STRUCTURE LYNCHBURG, VA 24503 O V Q 00 5. Prior to commencing land disturbing activities in areas other than indicated on these plans slopes of 3:1 or better are to be achieved. FH - FIRE HYDRANT TSV - TAPPING SLEEVE & VALVEM C14 (including, but not limited to, off-site borrow or waste areas), the contractor shall submit a 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the LEGAL REFERENCE &SOURCE OF TITLE: DEED BOOK 3551 PAGE 164 Q Q? supplementary erosion control Ian to the owner for review and approval b the Ian approving PP Y P PP Y P PP g Count En ineer, or desi nee, it is deemed necessar in order to stabilize a drains a channel. Y 9 9 Y 9cc FM - FORCE MAIN UP - UTILITY POLE W 2 CD authority. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control F&C -FRAME AND COVER WL -WATER UNE SITE AREA: 3.73 AC o y, 6. The contractor is responsible for installation of any additional erosion control measures necessary to prevent erosion and sedimentation as determined by the plan approving authority. Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe -Class III. F&G - FRAME AND GRATE WM - WATER METER i W Z MAGISTERIAL DISTRICT: RIO 7. All disturbed areas are to drain to approved sediment control measures at all times during 9. All excavation for underground pipe installation must comply with OSHA Standards for the land disturbing activities and during site development until final stabilization is achieved. Construction industry (29 CFR Part 1926). GT -GREASE TRAP WV -WATER VALVE ( �; �� 0 LL 8. During dewatering operations, water will be pumped into an approved filtering device.a 9. The inspect control measures and after each runoff GV - GATE VALVE 6"V - 6" VALVE SOURCE OF BOUNDARY SURVEY: DOMINION ENGINEERING & DESIGN 07/01/16 W y ,Lo contractor shall all erosion periodically GENERAL CONSTRUCTION NOTES FOR STREETS: producing rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of the HDPE - HIGH DENSITY POLYETHYLENE j erosion control devices shall be made immediately. 1. Construction inspection of all proposed roads within the development will be made by the INV -INVERT SOURCE OF TOPOGRAPHY: A PORTION OF THE TOPOGRAPHY SHOWN HEREON IS FROM SURVEY BY I W 10. All fill material to be taken from an approved, designated borrow area. be taken to Earth fill be inert County. The contractor must notify the Department of Community Development (296-5832) 48 ROUDABUSH GALE & ASSOCIATES DATED (MAY 4&5 2015) AND SUPPLEMENTED ! ( W 11. All waste materials shall an approved waste area. shall PP free debris. hours in advance of the start of construction. GENERAL BY DOMINION ENGINEERING &DESIGN 07/01/16. THE ENGINEER HAS PERFORMED I I Zco ' I materials only, of roots, stumps, wood, rubbish, and other 12. Borrow or waste areas are to be reclaimed within 7 da of completion per Zoning Ordinance Ys P P g 2. Upon completion of fine grading and preparation of the roadbed subgrade, the contractor shall ABAN - ABANDON(ED) MONTHLY SITE VISITS TO VERIFY TOPOGRAPHY SINCE JULY 2016. Z UJ section 5.1.28. have CBR tests performed on the subgrade soil. Three (3) copies of the test results shall be MAX - MAXIMUM DATUM: NAVD 1988 IWC) 13. All inert materials shall be transported in compliance with section 13-301 of the Code of submitted to the County. If a subgrade soil CBR of 10 or greater is not obtainable, a revised ADJ - ADJOINER MIN - MINIMUM ( ! Albemarle. avement design shall be made b the design engineer and submitted with the test results for P 9 Y 9 9 �� " THE AREA SHOWN I 14. Borrow, fill or waste activity involving industrial -type power equipment shall be limited to the approval. AHD - AHEAD MON - MONUMENT CONCRETE HEREON IS LOCATED IN ZONE X AREA DETERMINED TO BE OUTSIDE TH 0.2% ANNUAL CHANCE FLOOD PLAIN AS SHOWN ON FEMA MAP NO 51003CO278D EFFECTIVE EC VE DATE FEBRUARY 4, 2005. ! \`.._......._....._.. - hours of 7: OOam to 9: OOpm. 3. Surface drainage and pipe discharge must be retained within the public right-of-way or within g P P 9 P 9 Y APPRX - APPROXIMATE NIC - NOT IN CONTRACT THIS DETERMINATION HAS BEEN MADE BY GRAPHIC METHODS, NO ELEVATION STUDY HAS BEN PERFORMED _ ___._ ......... 15. Borrow, fill or waste activityshall be conducted in a safe manner that maintains lateral easements prior to acceptance b the County. All drainage outfall easements are to be P P Y Y 9 AS A PORTION OF THIS PROJECT.REVISIONS' '----------------------� -------------- , support, or order to minimize any hazard to persons, physical damage to adjacent land and extended to a boundary line or a natural watercourse. Y BC -BACK OF CURB NTS -NOT TO SCALE 3 improvements, and damage to an public street because of slides sinking, or collapse. 9 YP 9 PCHANGE 4. Guardrail locations area approximate. Exact length, location and appropriate end treatments will PP OF 16. The developer shall reserve the right to install, maintain, remove or convert to permanent be field verified at the time of construction. Additional guardrail may be required at locations 9 Y q BF BASEMENT FLOOR ELEVATION OC ON CENTER WATERSHED: MEADOW CREEK DESIGN FIRM stormwater management facilities where applicable all erosion control measures required by this not shown when, in the opinion of the County Engineer, or designee, it is deemed necessary. BIT - BITUMINOUS OH - OVERHEAD SPR, 0' X01 plan regardless of the sale of any lot, unit, building or other portion of the property. When guardrail is required, it shall be installed four (4) feet offset from the edge of pavement BENCHMARK(S): CHISELED SQUARE AT BACK OF WALK AT 470.95' CORNER OF SITE . 17. Temporary stabilization shall be temporary seeding and mulching. Seeding is to be at 75 to the face of guardrail, and roadway shoulder widths shall be increased to seven (7) feet. BK - BACK PE - POLYETHYLENE lbs/acre, and in the months of September to February to consist a 50/50 mix of Annual 5. Where urban cross sections are installed, all residential driveway entrances shall conform to BM -BENCHMARK PERF -PERFORATED COUNTY COMMENTS Ryegrass and Cereal Winter Rye, or in March and April to consist of Annual Rye, or May VDOT CG -9(A, B or C). WATER SOURCE: EX. 8" ACSA WATERLINE ONSITE OfO!"i 7 through August to consist of German Millet. Straw mulch is to be applied at 80lbs/100sf. 6. Where rural cross sections are installed, all residential driveway entrances shall conform to BS - BOTTOM OF SLOPE PROP - PROPOSED SEWER SERVICE: EX. 21" RWSA SANITARY SEWER MH ACROSS HILLSDALE DRIVE ±500' TO THE EAST OF THE SITE. (COUNTY CO MM E T Alternatives are subject to approval by the County erosion control inspector. VDOT standard PE -1. CB -CATCH BASIN PRVD -PROVIDED EASEMENTS EXIST TO BRING SANITARY SEWER TO SITE. O S ! 18. Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch. Agricultural 7. Compliance with the minimum pavement width, shoulder width and ditch sections, as shown on DUTY COMMENTS grade limestone shall be applied at 90lbs/1000sf, incorporated into the top 4-6 inches of soil. the typical pavement section detail, shall be strictly adhered to. CG2 - HEADER CURB PWW - PAVED WATER WAY MAXIMUM BUILDING HEIGHT: (5 -STORY) 65 03/29/18 Fertilizer shall be applied at 10001bs acre and consist of a 10-20-10 nutrient mix. Permanent PP / 8. Road plan approval for subdivisions is subject to final subdivision plat validation. Should the COUNTY COMMENTS seeding shall be applied at 1801bs/acre and consist of 95% Kentucky 31 or Tall Fescue andfinal plat for this project expire prior to signing and recordation, then approval of these plans CG6 - CURB AND GUTTER R - RADIUS 05/29/18 0-5% Perennial Ryegrass or Kentucky Bluegrass. Straw mulch is to be applied at 80lbs/100sf. shall be null and void. 9. All signs or other regulatory devices shall conform with the Virginia Manual for Uniform Traffic CG12 - ACCESSIBLE CURB RAMP RCP - REINFORCED CONCRETE PIPE ZONING: C-1 COMMERCIAL, AIRPORT IMPACT OVERLAY, ENTRANCE CORRIDOR i COUNTY COMMENTS Alternatives are subject to approval b the Count erosion control inspector. J PP Y YControl Devices and the Albemarle County Road Naming and Property Numbering Ordinance and CMP - CORRUGATED METAL PIPE REM - REMOVE BUILDING SETBACKS I 00% 0 19. Maintenance: All measures are to be inspected weekly and after each rainfall. Any damage or Manual i clogging to structural measures is to be repair immediately. Silt traps are to be cleaned when 10. Traffic control or other regulatory signs or barricades shall be installed by the developer when, 10. - CONCRETE REQD - REQUIRED PER ZONING ORDINANCE 4.20: COUNT)/ REVISIONS ! 50% of the wet storage volume is filled with sediment. All seeded areas are to be reseeded in the opinion of the County Engineer, or designee, they are deemed necessary in order to FRONT: 06/25/18 when necessary to achieve a good stand of grass. Silt fence and diversion dykes which are safe and convenient access. CY - CUBIC YARDS RET - RETAIN MIN 10 FROM RIGHT-OF-WAY LINE OR EXTERIOR EDGE OF SIDEWALK collectingsediment to half their height must be cleaned and repaired immediately. g P Y provide 11. The speed limits to be posted on speed limit signs are 5 mph below the design speed, or as DIA DIAMETER MAX 30' FROM RIGHT-OF-WAY OR EXTERIOR EDGE OF SIDEWALK . . ------------ 20. All temporary erosion and sediment control measures are to be removed within 30 days of determined by VDOT for public roads. - RT - RIGHT _..______...................__ ..... final site stabilization, when measures are no longer needed, subject to approval by the County 12. VDOT standard CD -1 or CD -2 cross -drains under to be installed under the subbase material EL - ELEVATION R W - RIGHT OF WAY SIDE AND REAR: STRUCTURE SHALL BE CONSTRUCTED AND SEPARATED IN ACCORDANCE WITH THE CURRENT EDITION OF THE BUILDING CODE.DATE _.. ----- erosion control inspector. 21. This Ian shall be void if the owner does not obtain a permit within 1 year of the date of P P Y at all cut and fill transitions and grade sag points as shown on the road profiles, ELEV - ELEVATION R&D -REMOVE AND DISPOSE NORMALLY A STEPBACK of 15' IS REQUIRED ABOVE THREE STORIES. approval (Water Protection Ordinance section 17-204G.) 13. A video camera inspection is required for all storm sewers and culverts that are deemed P q HOWEVER, NO STEPBACK IS REQUIRED PER SE 201600016. JULY 1 , 0`i 7 22. Permanent vegetation shall be installed on all denuded areas within nine (9) months after the inaccessible to VDOT or County inspections. The video inspection shall be conducted in accordance with VDOT's video camera inspection and with a VDOT or County - ES END SECTION R&R - REMOVE & RESET - date the land disturbing activity commences. (Water Protection Ordinance section 17-207B) procedure inspector present. EW -END WALL SD - SIGHT DISTANCE CURRENT USE: FLAMING WOK RESTAURANT, DODSON GLASS AND MIRROR AND VACANT BUILDING. I - -................... CONTRACTOR'S COORDINATION RESPONSIBILITIES GENERAL CONSTRUCTION NOTES FOR STORMWATER MANAGEMENT EX -EXISTING SQ -SQUARE PROPOSED USE: 192 ROOM, 5 STORY HOTEL WITH 2 LEVEL STRUCTURED PARKINGSCALE PLANS: EXIST - EXISTING STA - STATION 1. The contractor is required to obtain any/all permits required for construction of these plans. FDN - FOUNDATION SW -SIDEWALK ' AS SHOWN - the contractor is to 2. An time work is performed off-site e or within an existing Basemen Y P 9 � 1. All dams and constructed fill to be within 95% of maximum dry density and 2% of SITE TRIP GENERATION` notifythe holder of said easement as to the nature of proposed work and to follow an P P Y optimum moisture content. All fill material to be approved by a geotechnical FF - FINISHED FLOOR ELEVATION SWEL - SOLID WHITE EDGE LINE TOTAL ROOMS = 192 ROOMS guidelines or standards which are associated with or referenced in the recorded easement. to that letters engineer. A geotechnical engineer is to be present during construction of dams. IF - IRON FOUND SWLL - SOLID WHITE LANE LINE FOR HOTEL USE (ITE USE CODE 310) 3. The contractor is check all easements, of permission, etc, are 2. Pipe and riser pints are to be watertight within stormwater management facilities. p J g g AVERAGE TRIPS PER DAY = 1,327 TRIPS PER DAY - recorded/obtained prior to the start of any construction. 3. For temporary sediment traps or basins which are to be converted to permanent IS - IRON SET TBA - TO BE ABANDONED ANTICIPATED TRUCK TRAFFIC < 1% OF TOTAL TRIPS 4. Contractor to verify all site plans and profiles and details for consistency and if conflicts stormwater management facilities; conversion is not to take place until the site is exists, contact engineer for clarification and/or direction. Interpretation determined by stabilized, and permission has been obtained from the County erosion control LOD -LIMIT OF DISTURBANCE TBR - TO BE REMOVED PARKING REQUIREMENTS:ILL contractor shall be done at his/her own risk. inspector. LF - LINEAR FEET TC - TOP OF CURB REQUIRED PARKING: 192 SPACES (1 SPACE PER ROOM) I iZ LU 5. The contractor is to verify that the relocation of all existing utilities in conflict with proposed PROVIDED PARKING: 192 PARKING SPACES work has been completed including utility poles. 6. Contractor shall comply with fencing and tree preservation signage required by Albemarle ACSA GENERAL WATER & SEWER CONDITIONS LT -LEFT TS - TOP OF SLOPE TOTAL ADA SPACES PROVIDE 6 TOTAL ACCESSIBLE SPACES EL county code. TYP -TYPICAL AS FOR I i 7. Contractor shall not rel sole) on electronic versions of plans, specifications, and data files Y Y P P 1. Work shall be subject to inspection by Albemarle County Service Authority (ACSA) inspectors. UG - UNDERGROUND A1DfAUIRED STANDARDEFOR 151TOBEING00 PARKING SPACESEPRO PROVIDED ACCESSIBLE DESIGNLu < UJ that are obtained from the designers, but shall verify location of project features in The contractor will be responsible for notifying the proper ACSA officials at the start of the SECTION 4.1.2 (5)(A): L accordance with the paper copies of the plans and specifications that are supplied as part of work. VESCH - VA. E&S CONTROL HANDBOOK TiOTAL ADA SPACES PROVIDED: 6 TOTAL SPACES WITH 3 BEING VAN ACCESSIBLE the contract documents. 8. Contractor shall comply with all wetland permit requirements, if a permit exists. 2. The location of existing utilities across the line of the proposed work are not necessarily YDS - YARDS 9. Contractor shall be responsible for all relocations, (unless otherwise noted on plans) including, shown on the plans and where shown are only approximately correct. The contractor shall, his initiative, locate lines 0 but not limited to, all utilities, storm drainage, signs, traffic signals & poles, etc. as required. on own all underground and structures, as necessary. , All work shall be in accordance with governing authorities requirements and project sitework 3. All materials and construction shall comply with the current edition of the general water I specifications and shall be approved by such. All cost shall be included in base bid. and sewer construction specifications, as adopted by the ACSA. 10. Contractor shall control stormwater runoff during construction to prevent adverse impacts to 4. Datum Geodetic Survey. off site areas, and shall be responsible to repair resulting damages, if any, at no cost to for all elevations shown in National owner. 5. The contractor shall be responsible for notifying Miss Utility (811). 11. This project disturbs more than one acre of land and falls within the Virginia Stormwater Management Program (VSMP), General Construction Permit (GCP) program as administered by6. All water and sewer pipes shall have a minimum of three (3) feet of cover measured from the Virginia Department of Conservation and Recreation (DCR) under the jurisdiction of the the to of pipe, over the centerline of pipe. This includes all fire hydrant lines, service P P P P P Y AREA SUMMARY EPA. Prior to the start of construction, the contractor shall file a GCP notice of intent with laterals and water lines, etc. PREDEVELOPED: the DCR and prepare a stormwater prevention plan in accordance with the VSMP regulations. 7. All water and sewer appurtenances are to be located outside of roadside ditches. PP FOREST OPENSPACE / 40,510 SF 0.93 AC 12. Contractor shall coordinate with all utilitycompanies for installation re uirements and P q MANAGED TURF 13,939 SF 0.32 AC specifications. P 8. Valves on deadend lines shall be rodded to provide adequate restraint for the valve during a IMPERVIOUS 108,028 SF 2.48 AC 13. Contractor shall be responsible for site security and job safety. Construction activities shall be future extension of the line. TOTAL 162,477 SF 3.73 AC LL in accordance with OSHA standards and local requirements. 9. Trees are not permitted in the ACSA easement. 14. Contractor shall dispose of demolition debris in accordance with applicable federal, state and local regulations, ordinances and statutes. 10. The contractor shall be responsible to comply with the no -lead regulation regarding brass POSTDEVELOPED: i 15 Existing utilities shall be terminated, unless otherwise noted, in conformance with local, state fittings effective January 4, 2014 (Senate Bill 3874 which amends the safe drinking water FOREST/OPENSPACE 0 SF 0.00 AC j and individual utilitycompany standards specifications, and details. The contractor shall Pthe act). MANAGED TURF 32,669 SF 0.75 AC coordinate utilityservice disconnects with utility representatives. y IMPERVIOUS* 129,808 SF 2.98 AC TOTAL 162,477 SF 3.73 AC FILE* INCLUDES 0.71 AC MAXIMUM IMPERVIOUS 0 00 42 AREA FOR FUTURE DEVELOPMENT. j I SHEET ' f 13 I � t . = .., a •. z 'i ; J DIVERSION DIKE � F TMP 61Z-03-2,, , 1 AC z» a: , ; ....,,,,, \n, 3.726 `? ) „ _ 9 9 \ t sic-. \ '� '`•�� t Q \t \: ' `\ '`' - ' ` \'� i 0 EX. — % EX.M\. 8 , \ \ i \ _.., 9 P. 69_ c , t � \ J 3 y� L , \ _ SOIL'NOTE SE E NOT o STOCKPILE d�,�, .....�.rr, i , I t r �s - NOTE 3 s "o `l` �,. c• ! .,i \ i \ 0 t L c \� \ i 3 t \ ' ' 0 0 `, � L •z � Y L �� L i,.i tx`, it ?� t tit � \ • i ''a C,. ��\ o � -1 \ `c l � l 'a att z, N G Z G L V V i R , F l :t S 8. NL Lt ( G S G 1 <a V '1 li z 'i 1 t 1 ni \I t 'i , 'iV,1 t 1` i iZ `t -A- S L 1 , \`e i F i 1 i l'1 STORM DRAIN ` F3.07 INLET PROTECTION IP t• PERMANENT F33]2 SEEDING 3.38 TREE PROTECTION TP 3.02 CONSTRUCTIONENTRANCE CE 3.05 SILT FENCE SF D [3.09 RY TEM KORADIVEN DIKE x 3.13 SEDIMENT TRAPTEMPORARY ST [T3]1 SEEDING TS w_ \ \ 3.39 DUST CONTROL DC O ---o-- \\ SER CE wP rREc TS"op X \ m UIVtCCJIVIV Ulf'�t LIMITS OF L ---� w • ; 1 DD4 DISTURBANCE, " r \ t L I E&S NOTES: 1. PROVIDE TEMPORARY SEEDING ON ALL DENUDED AREAS TO REMAIN UNDERCOVER FOR 7 DAYS, 2. PROVIDE DUST CONTROL ALONG SITE TRAVELWAYS AS SITE CONDITIONS WARRANT. 3. LOCATIONS OF STOCKPILE, FUEL AND CHEMICAL STORAGE, CONCRETE WASHOUT, AND LAVATORY ARE SHOWN IN APPROXIMATE LOCATIONS. AS CONSTRUCTION PROGRESSES. RLD TO UPDATE SWPPP WITH NEW LOCATIONS ON SWPPP AS REQUIRED BY GENERAL PERMIT. 4. PROPOSED SLOPES GREATER THAN 3:1 SHALL HAVE LOW MAINTENANCE (NOT GRASS OR MULCH; GROUND COVER. i . �. TP „ <s x ,., � i Z 'i i rD D 4 c 8 w_ \ \ Y _ ,. Ci,. 1 z A � PV b° y \ T 0 t L I E&S NOTES: 1. PROVIDE TEMPORARY SEEDING ON ALL DENUDED AREAS TO REMAIN UNDERCOVER FOR 7 DAYS, 2. PROVIDE DUST CONTROL ALONG SITE TRAVELWAYS AS SITE CONDITIONS WARRANT. 3. LOCATIONS OF STOCKPILE, FUEL AND CHEMICAL STORAGE, CONCRETE WASHOUT, AND LAVATORY ARE SHOWN IN APPROXIMATE LOCATIONS. AS CONSTRUCTION PROGRESSES. RLD TO UPDATE SWPPP WITH NEW LOCATIONS ON SWPPP AS REQUIRED BY GENERAL PERMIT. 4. PROPOSED SLOPES GREATER THAN 3:1 SHALL HAVE LOW MAINTENANCE (NOT GRASS OR MULCH; GROUND COVER. h i Jimmy L. Taggart 4 > \ 22841 V11 06/25/18 _ - ZONAL , S : �F s U y , POLLUTION PREVENTION _ ' PLAN SYMBOLS i ICS : CHEMICAL STORAGE i 3 FS : FUEL STORAGE b i g' CW . CONCRETE WASHOUT, MANAGED SLOPES ��� '—'—'_ ._ SCALE: 1" .__ -- =' ....__. ......._ d 30. ----._.. ......... W o_ 04220 Z o� O Q� L q� �2 �1 ft � VQ 00 Q Q2 W y Z oc co W2 LL o� -�j CCct y aW UJ LO " qK cq W W z ,., h i Jimmy L. Taggart 4 > \ 22841 V11 06/25/18 _ - ZONAL , S : �F s U y , POLLUTION PREVENTION _ ' PLAN SYMBOLS i ICS : CHEMICAL STORAGE i 3 FS : FUEL STORAGE b i g' CW . CONCRETE WASHOUT, MANAGED SLOPES ��� '—'—'_ ._ SCALE: 1" .__ -- =' ....__. ......._ d 30. ----._.. ......... 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Q0 S F V� SANJAR)TtjRE ` sTR� Q) EX. ---- ...... �op�46&1 B'V IN=4 3.61 B OUT--- EX. 10 OAK [ [EE E: PROTECTION ROTECTION CO) 00 CONSTRUCTION LIMITS OF [3.0]2 ENTRANCE --------- io" i;,v \'x --------- 3.05] SIL FENCE E&S NOTES: 3.07 STORM DRAIN INLET PROTECTION 1, PROVIDE TEMPORARY SEEDING ON ALL DENUDED AREAS TO REMAIN UNDERCOVER FOR 7 DAYS. PERMANENT F33 2 SEEDING PS 2. PROVIDE DUST CONTROL ALONG SITE TRAVELWAYS AS SITE CONDITIONS WARRANT. TEMPORARY TEMP [3.0]9 DIVERSION DIKE 3. LOCATIONS OF STOCKPILE, FUEL AND CHEMICAL STORAGE, CONCRETE WASHOUT, AND LAVATORY A 3.13 SEDIMENT TRAP ST ARE SHOWN IN APPROXIMATE LOCATIONS. AS CONSTRUCTION PROGRESSES. RLD TO UPDATE SWPPP WITH NEW LOCATIONS ON SWPPP AS REQUIRED BY GENERAL PERMIT. TEMPORARY 3.31] 30 0 30 F SEEDING 60 4. PROPOSED SLOPES GREATER THAN 3:1 SHALL HAVE LOW MAINTENANCE (NOT GRASS OR MULCH) 0 F33]9 DUST CONTROL @ EI GROUND COVER. SCALE- I" xl_ x- 0'. 90 F7777 M -Ad AN ED\SLOP . . ............ CS CHEMICAL STORAGE FS FUEL STORAGE CW CONCRETE WASHOUT o� D �UM P �STE R A� 0 LL_ U) 0 w LLI cf) co cl) C) D C,4 w W2.0 A, 2 0 2°4 0 v, I p .0l f, ,; G 'A JA _Z\t CSI az hWALL B yti WALL A4. 3o 415GL mlm� LvAjlpd n, Tc Z I or Tc 6 �5 < Q043 IT 7 wk, 65 Ry (P- 65 N INS—\ VATORYI tK k- A I -0o -------- SAN ma i IP V Ilk ak c*A cl FS '�� ®oJ �� ��0� 4��, ��°` h �O A -7- , _Z) �ln LIMITS OF ... DISTURBANCE 'N 0 �l I ,—LIMI\S OF Bt$�o x x v S F x `xl I p \A GP ID '1\1 I DISTUR ANCE x p 00 LINE A 4)( is B"2WA�TERLINE 1 i. Q0 S F V� SANJAR)TtjRE ` sTR� Q) EX. ---- ...... �op�46&1 B'V IN=4 3.61 B OUT--- EX. 10 OAK [ [EE E: PROTECTION ROTECTION CO) 00 CONSTRUCTION LIMITS OF [3.0]2 ENTRANCE --------- io" i;,v \'x --------- 3.05] SIL FENCE E&S NOTES: 3.07 STORM DRAIN INLET PROTECTION 1, PROVIDE TEMPORARY SEEDING ON ALL DENUDED AREAS TO REMAIN UNDERCOVER FOR 7 DAYS. PERMANENT F33 2 SEEDING PS 2. PROVIDE DUST CONTROL ALONG SITE TRAVELWAYS AS SITE CONDITIONS WARRANT. TEMPORARY TEMP [3.0]9 DIVERSION DIKE 3. LOCATIONS OF STOCKPILE, FUEL AND CHEMICAL STORAGE, CONCRETE WASHOUT, AND LAVATORY A 3.13 SEDIMENT TRAP ST ARE SHOWN IN APPROXIMATE LOCATIONS. AS CONSTRUCTION PROGRESSES. RLD TO UPDATE SWPPP WITH NEW LOCATIONS ON SWPPP AS REQUIRED BY GENERAL PERMIT. TEMPORARY 3.31] 30 0 30 F SEEDING 60 4. PROPOSED SLOPES GREATER THAN 3:1 SHALL HAVE LOW MAINTENANCE (NOT GRASS OR MULCH) 0 F33]9 DUST CONTROL @ EI GROUND COVER. SCALE- I" xl_ x- 0'. 90 F7777 M -Ad AN ED\SLOP . . ............ CS CHEMICAL STORAGE FS FUEL STORAGE CW CONCRETE WASHOUT o� D �UM P �STE R A� SHEET 4 of 13 0 LL_ U) 0 w LLI cf) co cl) C) D C,4 w W2.0 0 2 0 2°4 0 LIJ 0 41 0 C) < % V. 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I . r ; I 11 k \ 1 I \ ___771�_ - I 11 I / 1, \ /\ %, 11 1 -.-",,.', I i : : : i : . . . I I I �1_ .... 11 i ................... . .. . : ; I " , , I ,---' 11 --------- . . ..... . . . . .. .. - ... - ... - ......... .... - .... ...... __ ........ - ..... ......................... .... ... .... __ ... - ...... I - t : : : : ; : : : 3.05] SILT FENCE F � � (�) I - � I 1. 30 0 30 60 90 11 \ I I I F_ __ - --- ---- -- i - I q q i : : q ; q q q - .. . . ........................ �` . ......... -,- - - ... . ... ___ ... _..._ ..... - ................. - .... _ - __ ---,----*--- - - __ - -,\ . SHEET 1 1 i / 11 SCALE: 1" = 30' I I 30 ; ; 0 30 60 90 - 1 \\ Ll______ .............. ____ .... . ................................................ ....... . .................... ___ .... __ ..... ... _____ _____ - __ - ____ - ___ __ - __ - - - __ - - - - - - , - __ - __ - - , __ - __ - - , - , __ - , - - , , - ___ ........ ................................................................................................. . ... ... ___ ......... . ............ .........,,....... - .... ............... ________ ..................... ................... ............................................ ......... ........................ .......................... -..-....-..,.....,..... ___ - - - - - - -, - -, - - - - - .... - - _- __ __ 1". _______ ... __ ... __ ..... - ....... __ ........................... .... __ ........................ . ...... ....... ...... ........ ___ .......... ___ ... ........,.... ____ ..... .... - --- __ .... - ... _________ ..... ... __ .......... ......... ____.- LJOLAUNI-ALIM .......... ....... ........ - ......... ......... ............................. ......... __ ................................. ____ . . ............. . ........................... � ... ___ ..... - ........................ � .......... . .. .......... , " - ____ ...... .................................... . . . . . . .. ....... ........................ __ ... __ ... _._______ ... ... ... ... .. ....... __ ................................ ________ . ... ____ . ...... ...... SCALE: 1 " - - SCALE � _ -.1 � I -1 !!��� / /// = 30' ... . � ----- - I � � - � - ---l- . ....... I .... ._.___. _ . - � � � � - I � -1 � � - I -.111 - - - A I Ill . . ............... ... 5 of 13 I ...... ........... . . / , - I I Fr 0 _Q1 v 6 fYS PRORL E .N 1 ASPHALT PAIM: 3i i r 27, N MT iai"�CE PLAN CONSTRUCTION ENTRANCE DETAIL (CE NOT TO SCALE 5 1-11 DETAIL ___ _DE AIL . NOT O SCALE DD Area (AC) Tc (rain) C value Int (IN/HR) Q10 d10 DD1 1.37 8.5 0.6 5.84 4.80 0.82' DD2 0.51 5 0.6 7.10 2.17 0.59' DD3 0.15 1 5 0.6 7.10 0.64 0.39' DD4 0.35 5 0.6 7.10 1.49 0.52' TEMPORARY DIVERSION DIKE DD .._... NOT TO SCALE NOTE: EXISTING GROUND SHOULD BE SHOWN AT THE MAX CROSS -SLOPE ON THE PLAN. 11111i,IN SPECIFIC APPLICATION GRAVEL *(12"MIN. DEPTH) ioo = III o a a a < II III= WIRE MESH FILTERED WATER THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. * GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. GRAVEL AND WIRE MESH DROP INLET PROTECTION (DIP) SW7 NOT TO SCALE WIRE SCREEN CURB INLET RUNOFF WATER % - WITH SEDIMENT OVERFLOW - rr,., SEDIMENT 2" x 4" - WOOD STUD �- *GRAVEL FILTER CONCRETE BLOCK �_�, SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE. *GRAVEL SHALL BE VDOT #3, #357, OR #5 COARSE AGGREGATE. WIRE SCREEN FILTERED WATER DRIP LINE SNOW FEN BOARD FEI` 6__K_B INLET PROTECTI0�1_ IP SW7 �- CURB INLET TREE PROTECTION FENCING DETAIL NOT TO SCALE -NCE CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 2, EXCAVATE A 4" x 4" TRENCH 1. SET THE STAKES UPSLOPE ALONG THE LINE OF STAKES. 6„ MAX 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) POINT A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) (_T�SILFF FENCE DETAIL (�F) SW7 Not To Scale TEMPORARY SEDIMENT TRAP CALCULATIONS I/ I ~-�--I WEIR DRAINAGE WET WET DRY DRY No, A B C H L LENGTH AREA VOL. D1 VOL. VOL. D2 VOL. WI 0 ti4 LL Q�LU (ft.) (ft.) (ft.) (Acres) (REQ.) (ft.) (PROV.) (REQ.) (ft.) (PROV.) Q -4 04 Cr F--�--� /2t gay ® is a (CY) (CY) (CY) (CY) 1 449 452 454 3.0 2.5 16.6 2.76 184.9 3.0 189.6 184.9 2.0 189.9 2 424.5 428.5 4302.5 ® 2.5 6.0 0.70 46.9 4.0 51.9 46.9 1.5 47.2 DRY VOLUME D2 ORIGINAL EL - B GROUND ELEVATION D1 EL = A CROSS SECTION OF OUTLET *NOTE: SEDIMENT TRAP SHALL NOT BE REMOVED BEFORE CITY INSPECTOR HAS DEEMED STABILIZED. PI ACC I RIE)QAD FILTER CLOTH **COARSE AGGREGATE ORIGINAL GROUND ELEVATION H CLASS I RIPRAP AREA OUTLET (PERSPECTIVE VIEW) **COARSE AGGREGATE SHALL BE VDOT #3, #357, OR #5. 1TEMPORAR`Z SEDIMENT TRAP DETAIL NOT TO SCALE CONCRETE WASHOUT NOTES VERSION <E H of Pr.01 ete Jimmy L. Taggart Lic. No. L& 22841 *v� V,,&&08/25/18 �Ss1ONAL 1. CONCRETE TRUCKS WILL ONLY WASH OUT, DISCHARGE SURPLUS CONCRETE, OR DRUM WASH WATER AT APPROVED LOCATIONS IN ACCORDANCE WITH FEDERAL, STATE, AND LOCAL REGULATIONS. ALL CONCRETE AND CONCRETE WASHOUT SLURRIES FROM THE CONCRETE MIXER TRUCKS AND CHUTES WILL BE DISCHARGED INTO THE WASHOUT AREA OR HAULED OFF-SITE FOR DISPOSAL. SMALLER EQUIPMENT SUCH AS WHEELBARROWS AND HAND 'FOOLS ALSO WILL BE WASHED DOWN AT THE TEMPORARY CONCRETE WASHOUT. 2. THE TEMPORARY CONCRETE WASHOUT AREA WILL BE CONSTRUCTED BEFORE ANY CONCRETE POURS OCCUR AT THE SITE. 3. CONCRETE POURS WILL NOT BE CONDUCTED DURING OR BEFORE AN ANTICIPATED STORM EVENT. 4. THE TEMPORARY CONCRETE WASHOUT AREA SHALL REMAIN IN PLACE UNTIL IT IS NO LONGER NEEDED FOR THE CONSTRUCTION PROJECT. 5. TEMPORARY CONCRETE WASHOUT WILL BE CONSTRUCTED WITH A MINIMUM FLAT AREA OF 8'X8' AT THE BOTTOM OF THE PIT WITH 3:1 OR FLATTER SIDE SLOPES; HOWEVER, THE PIT SHOULD BE SIZED FOR SUFFICIENT VOLUME AND QUANTITY TO CONTAIN ALL LIQUID AND CONCRETE WASTE GENERATED BY THE WASHOUT OPERATIONS. 6. THE TEMPORARY CONCRETE WASHOUT SHOULD BE A MINIMUM OF 400' FROM ANY NATURAL DRAINAGE PATHWAY OR WATERBODY. DO NOT LOCATE CONCRETE WASHOUT WITHIN 1000' OF ANY WELLS, DRINKING WATER SOURCE. IF SITE CONSTRAINTS MAKE THIS INFEASIBLE, OR IF HIGHLY PERMEABLE SOILS EXIST ON SITE, THE CONCRETE WASHOUT AREA MUST BE INSTALLED WITH AN IMPERMEABLE LINER (10 MIL. PLASTIC LINER) OR SURFACE STORAGE ALTERNATIVES USING PREFABRICATED CONCRETE WASHOUT DEVICES OR A LINED ABOVE GROUND STORAGE AREA SHOULD BE USED. 7. THE WASHOUT AREA WILL BE INSPECTED DAILY AND AFTER HEAVY RAINS TO ENSURE THAT ALL. CONCRETE WASHING IS BEING DISCHARGED INTO THE WASHOUT AREA, THAT THERE ARE NO LEAKS OR TEARS ARE PRESENT, AND TO IDENTIFY IF THE WASHOUT HAS REACHED 75% OF ITS HOLDING CAPACITY. 8. DAMAGES TO THE CONTAINER SHOULD BE REPAIRED PROMPTLY, 9. TEMPORARY CONCRETE WASHOUT SHALL BE REPAIRED, CLEANED, OR ENLARGED AS NECESSARY TO MAINTAIN FOR CONCRETE WASTE. 10. PLASTIC LINING MUST BE FREE OF HOLES, TEARS, OR OTHER DEFECTS THAT COMPROMISE THE IMPERMEABILITY OF THE MATERIAL. 11. WHEN THE TEMPORARY CONCRETE WASHOUT IS FILLED TO 75% OF ITS CAPACITY, THE WASHING WATER SHOULD BE VACUUMED OFF OR ALLOWED TO EVAPORATE TO AVOID OVERFLOWS. 12, WHEN THE REMAINING CEMENTITIOUS SOLIDS HAVE HARDENED, THEY SHOULD BE REMOVED AND DISPOSED OF OR RECYCLED. THE CONCRETE WILL BE BROKEN UP, REMOVED, AND TAKEN TO A LANDFILL FOR DISPOSAL OR RECYCLING CENTER RECYCLING. 13. BEFORE HEAVY RAINS, THE WASHOUT CONTAINER'S LIQUID LEVEL SHOULD BE LOWERED OR THE CONTAINER SHOULD BE COVERED TO AVOID AN OVERFLOW DURING THE RAINSTORM. 14. SIGNS WILL BE POSTED MARKING THE LOCATION OF THE WASHOUT AREA TO ENSURE THAT CONCRETE EQUIPMENT OPERATORS USE THE PROPER FACILITY. STAPLES (2 PER BALE) WOOD OR METAL STAKES (2 PER BALE) f VARIES 10 MIL. PLASTIC LINING STRAW BALE (TYP.) NATIVE MATERIAL (OPT.) SECTION A -A' NOT TO SCJ -^.I-,, NDING WIRE EKE (TYP.) W BALE (TYP.) 10 MIL. PLASTIC L TH AND FLAGGING 1 3 SIDES LATH AND FLAGGING ON 3 SIDE 10' MIN. 10 MIL. PLASTI BAG (TYP.) 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II r � � ©_ _ _ II -- � _ Z O _ !I ', � z _ p .......... _ _ _ _ _ 1111.. _11.11... ..._.......... _._ :1111 _1111 !I_ � . . p_Z. Z ............ 111__1_ __. > w Q > w J Q_. .......� - > Z 1-. > > > Z Z Z .. Q ~ > > ......... Z Z Q _k- > > Z Z .......1111 _._. `t _........ > > Z Z Q.> H --Z Z _111.1... ..F-.. Q '> > Z Z __._. ... 1111. d >... > _............... ... _____ ........................ L 80 11 00 12 00 13 1 00 14 00 15100 16 00 7 171 00 18 STORM SEWER PROFILE (.2 -> 8)1" = lo' VERT, i" = 30' HORIZ I 480 4, 4, 4( 4( ! 4. i I 4` 4z 4, I 41- 4, 1 STORM ...............................................SEWER PROFILE (0 -> 12 I" = 10' VERT, I" = 30 HORIZ 480 480 10C 10B 10A 10D 480 ...9 :o..� ;n . ................................_ Runoff ....1......_� 1.1 ..... ..... 1 . _U-1.....cn � 5 ow r=w 00 .._.___ 47 I 475 �- J " c� cfl " 475 o II II N J EXIST ::GRADE i Depression N ._.. .- co- ..J Flow LO J 470 D - _ J PROP. GRADE 470 Uj (ac) �.... (in/hr) 1111 (cfs) ._ 10- (ft) 0 >- o EXISTING .GRADE 52 >- PROP GRADE >- (cfs) 46 465 _ ... z z 465 429.30 0 =l OYR_HGL 14.90 0.03 o 2 Q. 0 5 o 0.9 �. a 46, 460 _ 1.10 15.0 9.87 0.10 460 3 Pipe - (8A-8) 0.25 00 6.64 5 _1111. 310.17 ...... .... 452.75 _ _ - 4,17 0.12 _1111 455 Pipe - (113-1) 0.45 31.41' 6' PV ®O.5% 0.9 95.42' - 18" HDPE @ 3.05 _ r- _ ' - 6" ®.0.5% 15.0 12.10 0.01 -o d Lo..... -PVC 6 .. 0 0 _ 450 Waterline 432.00 5.08' - PVC; ® 5 ----r- 450 ----- 6 ,0 0 0 __ 0 ... _ ... _ ____ o0 �o _1111 44 445 j_. 7 0 . o :: 11 6.64 e ev 458.24- - 1315.49 441.09 _ .�-! ..... ...p 24.0 1356 0.17 1111. O 1111... 1111. o 1111 ,�, . C> N M M co `n 5 -v - 1 2 ----- ----------------- 440 95.42 ... + +� .. + _. 440 0.16 19.87 9 ------------5----- ----------- 0 0 0 it 0 II.Z N - -zII __0 zp O 15.0 43; 435 8.57 10 z 4- ;1P 435 0.71 9 . . 00 459.76 3.24 180.67' - 15" HDPE ® 1. 6% 0.08 STORM SEWER PROFILE (10C -> 10D) 9 Pipe - (12-11) .............................................................................................................................................................................. 5 6.64 i 0 .._. 4E6.23 1.0_x.- HG1 461.61 1.00 15.0 3.87 46.23,.. _ _15" ..H PE @ _1..00% _._ 66 7.50 _._........_.. 0.21 7 6 0.19 5.00 5.04 0.89 On Sag N/A 0.0200 0,0130 0.0500 2.00 0.0200 0.85 ^ N/A N/A 100 5.41 a 0.16 _ .. 7 0.12 _ 5.04 0.78 On Grade 0.0200 ......- . = 5" HDPE @ 3.24 2.00 0.0200 0.47 0.47 0.40 0.08 _ _ 5 461.68 0.13 9 4 ........_ - N/A N/A MH ......... 0.0200 0.0130 0.0620 2.00 0.0200 ....._.. o N/A N/A ......... 0.43 10 1 N/A N/A N/A N/A ....... __ ........ ,_ _ _ _ N/A w 20.62 _o a- ,� N/A N/A N/A N/A N/A 11 2 .._. 1111... .. 1111.. ........ 0) N/A MH N/A N/A N/A N/A N/A N/A 18.60 LO N/A .............. N/A N/A .. _.. N o ¢ .... _ 1111 p ca N/A ___._.. 11.1.1 __. _......... .. ......0.. -- N/A _. ... ........._.. .... . �....�... 1111.. rco .....� ..._ ......... N/A 11.11. L31 1111_. 1111... N/A N/A N/A d�r n 10 __ ...... N/A N/A II MH u N/A N/A ._ .. ,5 N/A 3.71 0.00 N/A N/A N/A o N/A o- 14 10A 0.40 5.00 5.04 0.9 li Zp..... : N/A N/A N/A p 1.81 .... II Z......._.._.: - N/A N/A N/A 15 8A 0.25 5.00 Izz- 0.9 MH N/A N/A N/A N/A N/A N/A - ZZ N/A N/A N/A i- N/A _.0 F- Z 3 00 19+00 20 00 21+00 STORM ...............................................SEWER PROFILE (0 -> 12 I" = 10' VERT, I" = 30 HORIZ 480 480 10C 10B 10A 10D 480 iCD =.. :o..� ;n . i Runoff ....1......_� I .m _o_.... 1. II 1111 Inlet 2 . _U-1.....cn � Lj.... ow ow r=w 1111... 1111 .._.___ 47 I 475 �- J " c� e� " 475 II II II N CL Cross i Depression N ._.. .- .. o_ '- a Flow Efficiency 47 470 D V) V J Capacity 470 Uj (ac) (min) (in/hr) 1111 (cfs) 6349' = 15 HDPE {� 1-10% (ft) 0 >- o EXISTING .GRADE 52 >- PROP GRADE >- (cfs) 46 465 _ z.__ z z z 465 429.30 427.00 =l OYR_HGL 14.90 0.03 48.90 2 Pipe - (10A-10) 0.4 5 6.64 0.9 �. a 46, 460 _ 1.10 15.0 9.87 0.10 460 3 Pipe - (8A-8) 0.25 00 6.64 0.9 1.48 310.17 452,90 452.75 0.50 - 4,17 0.12 45 455 Pipe - (113-1) 0.45 31.41' 6' PV ®O.5% 0.9 455 0 r- 19.6 ' - 6" ®.0.5% 15.0 12.10 0.01 -o d Lo..... -PVC 6 .. 0 0 45 450 O 432.00 5.08' - PVC; ® 5 12.88 450 61.60 6 Pipe - (3-2) 0 0 0 0 18.76 37.66 ... .. o0 �o Q " 44 445 j_. 7 0 . o :: 11 6.64 445 18.76 1315.49 441.09 _ .�-! ..... ...p 24.0 1356 0.17 1111. O 1111... 1111. o 1111 ,�, . C> N M M co `n 5 6.64 44, 440 95.42 ... + +� .. + 18.0 440 0.16 19.87 9 Pipe - (10-9) 11 0 0 0 it 0 II.Z N - -zII __0 zp O 15.0 43; 435 8.57 10 z 4- ;1P 435 0.71 9 75 10+00 11 00 459.76 3.24 15.0 431 0.08 STORM SEWER PROFILE (10C -> 10D) 9 Pipe - (12-11) .............................................................................................................................................................................. 5 1 = 10 VERT, 1 = 30 HORIZ 480 47' 471 46 461 45' 451 44 44( 43` A_�( ....... y_8A .. _ ._ o STORM SEWER PROFILE 8 1' = 10' VERT, 1" = 30' HORIZ STORM SEWER DETAIL - STR 4-#8 SCALE ; 1" = 10' 480 475 470 465 460 455 450 445 440 435 430 00 480 475 470 465 460 455 450 445 440 435 430 425 420 415 410 405 400 480 4-75 470 465 460 455 450 445 440 435 430 425 420 415 410 Element iCD =.. :o..� ;n . i Runoff ....1......_� I .m _o_.... 1. II 1111 Inlet 2 . _U-1.....cn � ._gin. _w _J as d, Max .--....r 1111... 1111 .._.___ co Area �- J Sys Coeff [If I w - EXISTING GRADE 11 Invert II I- _ _ a 0 CL -j - Cross Width Depression Flow PROP GRADE Flow Flow Efficiency Elevation Elevation D or Height Velocity J Capacity L Uj (ac) (min) (in/hr) 1111 (cfs) 6349' = 15 HDPE {� 1-10% (ft) (%) --�- -_ - - - - -. SEE WALL DESIG (cfs) 1 Pipe - (1 -outfall) _ BY OTHERS O� 20.62 20.79 429.30 427.00 =l OYR_HGL 14.90 0.03 48.90 2 Pipe - (10A-10) 0.4 5 6.64 0.9 �. a 63.49 458.30 _ 1.10 15.0 9.87 0.10 14.35 3 Pipe - (8A-8) 0.25 00 6.64 0.9 1.48 310.17 452,90 452.75 0.50 o --o-------- 4,17 0.12 4.95 4 Pipe - (113-1) 0.45 5 6.64 0.9 2,69 0 r- eco 15.26 15.0 12.10 0.01 -o d Lo..... 0 0 0 0 18.60 O 432.00 2.88 24.0 12.88 0.08 61.60 6 Pipe - (3-2) 0 0 0 0 18.76 37.66 436.40 434.00 zzz _.._ ..____. .-1111._ .___--_____-....1-- �z 0.04 61.87 7 80 10 1 00 11 480 47' 471 46 461 45' 451 44 44( 43` A_�( ....... y_8A .. _ ._ o STORM SEWER PROFILE 8 1' = 10' VERT, 1" = 30' HORIZ STORM SEWER DETAIL - STR 4-#8 SCALE ; 1" = 10' 480 475 470 465 460 455 450 445 440 435 430 00 480 475 470 465 460 455 450 445 440 435 430 425 420 415 410 405 400 480 4-75 470 465 460 455 450 445 440 435 430 425 420 415 410 STORM SEWER PROFILE (1 -> 1B) 1" = 10' VERT, 1" = 30' HORIZ SN Element iCD =.. :o..� ;n . i Runoff ....1......_� I .m _o_.... 1. II 1111 Inlet Outlet . _U-1.....cn � ._gin. _w _J as d, Max .--....r 1111... 1111 .._.___ co Area �- J Sys Coeff [If I w - _1111 �......... I w O - Invert Invert I- _ a 0 2 -j - Cross STORM SEWER PROFILE (1 -> 1B) 1" = 10' VERT, 1" = 30' HORIZ SN Element Drng Inlet i Runoff Peak Length Inlet Outlet Average Pipe Max Travel Design Peak ID Area Time Sys Coeff Flow Area Invert Invert Slope Diameter Flow Time Flow Cross Width Depression Flow Lateral Flow Flow Efficiency Elevation Elevation Water Depth or Height Velocity J Capacity L Uj (ac) (min) (in/hr) (C) (cfs) (ft) (ft) (ft) (%) (inches) (ft/sec) (min) (cfs) 1 Pipe - (1 -outfall) �W O� 20.62 20.79 429.30 427.00 11.06 24.0 14.90 0.03 48.90 2 Pipe - (10A-10) 0.4 5 6.64 0.9 2.38 63.49 458.30 457.60 1.10 15.0 9.87 0.10 14.35 3 Pipe - (8A-8) 0.25 5 6.64 0.9 1.48 310.17 452,90 452.75 0.50 15.0 4,17 0.12 4.95 4 Pipe - (113-1) 0.45 5 6.64 0.9 2,69 12.13 433.85 432.00 15.26 15.0 12.10 0.01 21.87 5 Pipe - (2-1) 0 0 0 0 18.60 62.48 433,80 432.00 2.88 24.0 12.88 0.08 61.60 6 Pipe - (3-2) 0 0 0 0 18.76 37.66 436.40 434.00 6.37 24,0 17.26 0.04 61.87 7 Pipe - (4-3) 0.16 5 6.64 0.64 18.76 1315.49 441.09 436.63 3.29 24.0 1356 0.17 44.46 8 Pipe - (9-8) 0.73 5 6.64 0.71 6.13 95.42 451.58 454.49 3.05 18.0 9.93 0.16 19.87 9 Pipe - (10-9) 0 0 0 0 4.79 190.67 457.40 454.59 1.56 15.0 7,28 0.41 8.57 10 Pipe - (11-10) 0.17 5 6.64 0.71 2.52 316.42 460.94 459.76 3.24 15.0 8.02 0.08 12.60 11 Pipe - (12-11) 0.39 5 6.64 0.86 1.31 4E6.23 461.14 461.61 1.00 15.0 3.87 0.20 3.13 STORM DRAIN COMPUTATIONS 4��:L,r a of tl Jimmy L. Taggart Uc. No. A,p 22841 0�+ 08 ti MS'S r ONALAi Tr'�Cs SN Element Drn g Inlet i Runoff Inlet Roadway y Roadway y Roadway y Gutter Gutter Gutter Peak Peak Peak Peak Inlet Max Gutter Max Gutter Max Gutter ID Area Time Sys Coeff Location Longitudinal Cross Manning's Cross Width Depression Flow Lateral Flow Flow Efficiency Spread Water Elev. Water Depth Lij J O L Uj 0 Z_j Slope Slope Roughness Slope Z Q Inflow Intercepted Bypassing during during during during �W O� I Z: i5 LLJ O�: O QC It k W by Inlet Inlet Peak Flow Peak Flow Peak Flow Peak Flow (ac) (min) (in/hr) (C) O r � (ft/ft) (ft/ft) (ft/ft) (ft) (inches) (cfs) (cfs) (cfs) (cfs) (%) (ft) (ft) (ft) 1 113 0.45 5.00 5.04 0.9 On Sag N/A 0.0200 0.0130 0.0620 2.00 0.0200 2.04 2.04 N/A N/A 100 9.45 442.24 0.44 2 4A 0,16 5.00 5.04 0.64 On Sag N/A 0.0200 0.0130 0.0620 2.00 0.0200 0.52 0.52 N/A N/A 100 7.24 451.15 0.43 3 8 0.55 5.00 5.04 0.75 On Sag N/A 0,0200 0.0130 0.0500 2.00 0.0200 2.08 2,08 N/A N/A 100 9.10 460.14 0.24 4 9 0.73 5.00 5.04 0.71 On Grade 0.1000 0.0200 0.0130 0.0500 2.00 0.0200 2.61 2.61 0.88 1.73 34 5.37 460.47 0,17 5 11 0.17 5.00 5.04 0.71 On Grade 0.1000 0.0200 0.0130 0.0500 2.00 0.0200 0.61 0.61 0,29 0.32 47 2.15 465.51 0.10 6 12 0.39 5.00 5.04 0.86 On Grade 0.0100 0.0200 0.0130 0.0500 2.00 0.0200 1.69 1.69 1.12 0.57 66 7.50 466.09 0.21 7 6 0.19 5.00 5.04 0.89 On Sag N/A 0.0200 0,0130 0.0500 2.00 0.0200 0.85 0.85 N/A N/A 100 5.41 458.83 0.16 8 7 0.12 5.00 5.04 0.78 On Grade 0.0100 0.0200 0.0130 0.0500 2.00 0.0200 0.47 0.47 0.40 0.08 84 3.88 461.68 0.13 9 4 N/A N/A N/A N/A MH N/A 0.0200 0.0130 0.0620 2.00 0.0200 18.61 18.61 N/A N/A N/A N/A N/A 0.43 10 1 N/A N/A N/A N/A MH N/A N/A N/A N/A N/A N/A 20.62 0.00 N/A N/A N/A N/A N/A N/A 11 2 N/A N/A N/A N/A MH N/A N/A N/A N/A N/A N/A 18.60 0.00 N/A N/A N/A N/A N/A N/A 12 3 N/A N/A N/A N/A MH N/A N/A N/A N/A N/A N/A 18.60 0.00 N/A N/A N/A N/A N/A N/A 13 10 N/A N/A N/A N/A MH N/A N/A N/A N/A N/A N/A 3.71 0.00 N/A N/A N/A N/A N/A N/A 14 10A 0.40 5.00 5.04 0.9 MH N/A N/A N/A N/A N/A N/A 1.81 1.81 N/A N/A N/A N/A N/A N/A 15 8A 0.25 5.00 5.04 0.9 MH N/A N/A N/A N/A N/A N/A 1.13 1.13 N/A N/A N/A N/A N/A N/A FROM STR, D / O T6R IQR20 STR #7 STORM INLET COMPUTATIONS I- 60„ r; , oLLJ -- o O !v M w 0 STR #5 ti ST f� STR #4 O LLj �. 001 O . W W 04 �0 2 Z Q m C � J a O �M O I o QCt Q LL, � 2 q 0� � Lij J O L Uj 0 Z_j Ve 4 00 C14 QJ Z Q �C 0 �W O� I Z: i5 LLJ O�: O QC It k W � -CO I � I m W W W O r � 2 U Z O O W /SCALE jAS SHOWN I -i FILE NUMBER 6.0042 I , i BEET 1 8 of 1 LLj i �0 LE < O LLJ Uj �C Z: i5 LLJ I � I FILE NUMBER 6.0042 I , i BEET 1 8 of 1 Cj 410.0' 412.0' 423.0' 421.0' ---SEE DETAIL SHEET 13, EG -1, 1A PC FOR ENERGY ............ ... ........ DISSIPATOR ..... . ..... Alr) N 410.0' 2yr flow = 11.64 cfs 10yr flow = 21.56 cfs .... ............... ........... .. .... . ...... ... .............. ..................... .................... ...... ................. - ........... SEE DETAIL SHEET 13 PG -4 FOR CURTAIN WALL 6" CONCRETE AND ANCHORING DETAILS 4" VDOT 21A SEE DETAIL SHEET 13, EG -1, 1A PC FOR ENERGY .4 4,' DISSIPATOR 415.0' A -4 413.0' d IE I ..A 'A 4 A' A. III I I 1=1 I IEEI I lE1 I Eil I M I M I 1_1 11-1 I 1 4.. 410.01 4 BOTTOM OF CHANNEL SECTION 13-13 CONCRETE CHANNEL DETAIL Not To Scale Channel Report Elev (it) 44"50 ,A2 50 44'),ro Section Depth (ft) 2,00 l 50 50; 00 . ....... -0,50 4 6 8 0 12 14 You created :lis PDFffoyn an app kation that is not l.cevsed to printt3ni:baPDF om,,ter 71] \\\\\ _.____, �`.. Weir 10 0 10 Lower Parking Weir HEIGHT (H) 10YrWSL User -defined Highlighted ............. Invert Elev (ftj = 442,00 Depth (ft) 0.62 Slope = 1.00 Q (cfs) 34.5D N Nalue zi 0.013 Area (sqft) =5 .33 F3 Velocity (kis) = 6,47 calculations 'N Wetted Perim (ft) 12,29 COMPLIte by: Known 0 Crit Depth. Yo (f,) = 0.82 Known Q (cls) = 34.50 Top Width (ft) = 11,52 EGL (ft) = 1.27 (Sta, El, n)-(Sta, El, n).- Highlighted <W Trapezoidal Highlighted Elev (it) 44"50 ,A2 50 44'),ro Section Depth (ft) 2,00 l 50 50; 00 . ....... -0,50 4 6 8 0 12 14 You created :lis PDFffoyn an app kation that is not l.cevsed to printt3ni:baPDF om,,ter 71] \\\\\ _.____, �`.. Weir 10 0 10 x 20 X40 HEIGHT (H) 10YrWSL I illillillillmL---- SCALE: 1 10' ,I. ............. Channel Report 447.66' 449.38' , Channel Report 3.6' 447.22' CONCRETE 14" F3 ............. .............. 445.95' 446.63' 15.5" ....... ........ I W Concrete Channel 2yr CN C "D 17 3 C J0 /VOA/ qS VE IV7 DS 0/____ AAID B 6,3 r) 0 i CLASS Al RIP RAP IN, DR ,�IlvqG�- /vo/A/- DS "--4s�-4,' /s/ VE jlr - r --b POND WSE 409.8 v / j pi; NOTE: THE ENERGY DISSPATOR REDUCES THE MOMENTUM OF THE WATER TO A NON EROSIVE VELOCITY. THE OUTLET PROTECTION OF CLASS Al RIP RAP IS THERE TO PREVENT SCOUR AND TO DISPERSE THE FLOW INTO THE POND. 2 OUTFALL DETAIL PLAN ..................... . SCALE: t" 10' �9I~ 11.5' OVERFLOW WEIR *OVERALL COMBINED FLOW TO WEIR 0100 = 34.5 cfs, REFER TO H&H, HYD#27 FOR HYDROGRAPI-I REPORT. 0-5' CURB 100• YR WSL=442. . .63' ..w ......... . 7 SECTION (C -C) OVERFLOW WEIR ... .. .. .. .. .. .. .. .. .. NOT T .. 0 SCALE .. .. .. . ............................... ... ... ... ...... I ................................. ..... .. ................ 2YR CHANNEL FLOW Weir Orifice HEIGHT (H) 10YrWSL 100YrWSL DIAMETER (DIA F1 Channel Report 447.66' 449.38' 10YR CHANNEL FLOW Channel Report 3.6' 447.22' CONCRETE 14" F3 ............. .............. 445.95' 446.63' 15.5" ....... ........ I W Concrete Channel 2yr CN 0 Concrete Channel 10yr 3 Trapezoidal Highlighted <W Trapezoidal Highlighted 0 Q. FiGn WaRt, (ft) = I GO L LL < z S. -width in = I GO Depth itt% = C45 W Side S1,,pea (' 1) !.CID IGO Q icts -1.64 < sl"' Slopes(z:1) =1,00,1,00 < Uj bo 215a Io sl Depth{fb; I CO A- f,,qit} 041. T.1.1 Depth (ft) = I CC, 06i 0 1'-R Elb, M; = 422.06 Vby(4u,) < 26&2 U) invest El- ('t) = 422.00 V- yJV,) = 0" .1G < Sn, VkAiid P, -Jln 'L30("i') Cc N -value 0012 Gilt Z"' yy (ft) 1. GO N-V.1x r 0 12 C6tDbPb1'y,itfb i GO 423.0' 1.92 'K Tpv")"ft ml 1"3 lop W- lft� 1 423.10' C. CWad. EGL tftj, on. EC L (o 'P4' by:, K-0 0) z Cipbbby. V-9 z _"n Q (cfs; 11 FA . ......... Kr- Q fdl) IL 422.0' VUl,Jl Zll-\ UVL[C COMPACTED SUBGRADE �4�SECTION A -A CONCRETE CHANNEL DETAIL Not To Scale F4 WEIR WALL STORM 60" HDPE F4 F3 WEIR WALL STORM 60" HDPE F3 F2 WEIR WALL STORM 60" HDPE F2 STORM 60" HDPE Ft F1 WEIR WALL 422.,0' 60" HDPE PIPE TYPICAL WEIR WALL DETAIL �SW9 NOT TO SCALE ORIFICE (SEE CHART BELOW) . . .. ...... - . ..... .... .. ...... ---------- . . . . ............... ...... .......... ----------- FILTER CLOTH UNDERLINER GRANULAR FILTER �11 of V rs Jimmy L. Taggart Lic. No. 22841 00 06/25/18 &ZONAL 42.8 42.45 42.0 41.8 DI -7 Grate Type A Ill TOP 41.8' BEDDING SWM MAINTENANCE NOTES BACKFILLS REQUIREMENTS FOLLOW THE GUIDLINES OF AASHTO LRFD BRIDGE DESIGN (SEC12) AND CONSTRUCTION (SEC 26) THE FOUNDATION UNDER THE PIPE AND SIDE BACKFILL SHALL BE ADEQAUTE TO SUPPORT THE LOADS ACTING UPON IT (26.5.2) BEDDING MATERIAL SHALL BE A RELATIVELY LOOSE MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE, AND A MINIMUM OF TWICE THE CORRUGATION DEPTH IN THICKNESS, WITH THE MAXIMUM PARTICLE SIZE OF ONE-HALF OF THE CORRUGATION DEPTH (26.3.8.1, 26.5.3). HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION (26.5.4). INITIAL BACKFILL FOR PIPE EMBEDMENT TO MEET AASHTO A-1, A-2 OR A-3 CLASSIFICATION OR APPROVED EQUAL, COMPACTED TO 90% STANDARD PROCTOR (T-99). MAXIMUM PARTICLE SIZE NOT TO EXCEED 3 (12A.1.2), ALL LIFTS PLACED IN A CONTROLLED MANNER. IT IS RECOMMENDED THAT LIFTS NOT EXCEED AN 8" UNCOMPACTED LIFT HEIGHT TO PREVENT UNEVEN LOADING, AND THE LESSER OF 1/3 THE DIAMETER OR 24" AS THE MAXIMUM DIFFERENTIAL SIDE-TO-SIDE (26.&4). INITIAL BACKFILL ABOVE PIPE MAY INCLUDE ROAD BASE MATERIAL (AND RIGID PAVEMENT IF APPLICABLE). TOTAL HEIGHT OF COMPACTED COVER FOR CONVENTIONAL HIGHWAY LOADS 15 MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT (12.6.6.3). FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS PER THE ENGINEER OF RECORD (26.5.4.1). GEOTEXTILE SHOULD BE CONSIDERED FOR USE TO PREVENT SOIL MIGRATION INTO VARYING SOIL TYPES, T = D50 CLASS Al = 0.9' IRIPRAP SLOPE STABILIZArMON NOT TO SCALE Weir Orifice HEIGHT (H) 10YrWSL 100YrWSL DIAMETER (DIA F1 4.2' 447.66' 449.38' 17" F2 3.6' 447.22' 447.92' 14" F3 3.2' 445.95' 446.63' 15.5" I W Ljj CN . . .. ...... - . ..... .... .. ...... ---------- . . . . ............... ...... .......... ----------- FILTER CLOTH UNDERLINER GRANULAR FILTER �11 of V rs Jimmy L. Taggart Lic. No. 22841 00 06/25/18 &ZONAL 42.8 42.45 42.0 41.8 DI -7 Grate Type A Ill TOP 41.8' BEDDING SWM MAINTENANCE NOTES BACKFILLS REQUIREMENTS FOLLOW THE GUIDLINES OF AASHTO LRFD BRIDGE DESIGN (SEC12) AND CONSTRUCTION (SEC 26) THE FOUNDATION UNDER THE PIPE AND SIDE BACKFILL SHALL BE ADEQAUTE TO SUPPORT THE LOADS ACTING UPON IT (26.5.2) BEDDING MATERIAL SHALL BE A RELATIVELY LOOSE MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE, AND A MINIMUM OF TWICE THE CORRUGATION DEPTH IN THICKNESS, WITH THE MAXIMUM PARTICLE SIZE OF ONE-HALF OF THE CORRUGATION DEPTH (26.3.8.1, 26.5.3). HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION (26.5.4). INITIAL BACKFILL FOR PIPE EMBEDMENT TO MEET AASHTO A-1, A-2 OR A-3 CLASSIFICATION OR APPROVED EQUAL, COMPACTED TO 90% STANDARD PROCTOR (T-99). MAXIMUM PARTICLE SIZE NOT TO EXCEED 3 (12A.1.2), ALL LIFTS PLACED IN A CONTROLLED MANNER. IT IS RECOMMENDED THAT LIFTS NOT EXCEED AN 8" UNCOMPACTED LIFT HEIGHT TO PREVENT UNEVEN LOADING, AND THE LESSER OF 1/3 THE DIAMETER OR 24" AS THE MAXIMUM DIFFERENTIAL SIDE-TO-SIDE (26.&4). INITIAL BACKFILL ABOVE PIPE MAY INCLUDE ROAD BASE MATERIAL (AND RIGID PAVEMENT IF APPLICABLE). TOTAL HEIGHT OF COMPACTED COVER FOR CONVENTIONAL HIGHWAY LOADS 15 MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT (12.6.6.3). FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS PER THE ENGINEER OF RECORD (26.5.4.1). GEOTEXTILE SHOULD BE CONSIDERED FOR USE TO PREVENT SOIL MIGRATION INTO VARYING SOIL TYPES, T = D50 CLASS Al = 0.9' IRIPRAP SLOPE STABILIZArMON NOT TO SCALE SHEET 9 of 13 0 U_ U) 0 U) Uj cm CO Cf] co U) 0 I W Ljj CN 0 0 <W Uj 0 0 0 Q. 77 L LL < z Ld C/ W cc Uj < cc < Uj bo CO Uj Lij VQ0 < 0 4K if: CN < :57 U) < Cola U, it < 0 0 Cc U. 10 fr < 0 a - CL L&A Ujj Lo 0 > 'K ---- Z11 0 r - 1-CIO 0) z z . ......... IL SHEET 9 of 13 0 U_ U) U) Uj U) < I W Ljj z Lr 0 <W Uj 0 0 0 77 _j < z W W 0 < g _j 11 17- Lij < 0 0 0 Fr :57 U) < 0 U) > . . . ...................... ---- SHEET 9 of 13 DAT E JULY 12, 2017 SCALE ,AS SHOWN cc 0 0- < U- 2 z < 5 L.0 L -L cr_ < F_ z U) < LIJ LJJ LLJ _z Lr(D cr) < < Z UJ 0 < :E Z 0 LLJ LLI 0 0 F- < Lu cl: 0 ci 0 iE W cr F- U) CL < c') cc LLj > > I0 L 0\ t ""v EXISTING EDGE -- c_ VEMENT G \G EX. 70" N36'05'34" SANITARY STRUCTURE EX. %stfid-2-4 A = o t 3.85, u�'I 4-60 Zz 7 . ..... 4 -4� ... . ..... . _460 MS"AiN FOk 11'�'D 'RAING E PURPOSES ONLY 0 PRE -DEVELOPMENT DRAINAGE AREA MAP Jimmy L. Taggart Lic. No. 22841 ,�"06/26/18 -W. ZONAL SHEET 10 of 13 ... ..................... ................................... ............ .......... ._____ 30 0 30 60 90 ........... op Ti, OP SCALE: 1 30' �:O]Hi %4Q � n Cq V ..... . .. ....... I C/l Cc LL W u ... ... ... . GE w 0 REVISIONS CHANGE OF DESIGN FIRM APR. 26, 2018 COUNTY REVISIONS 06r25/18 m I C/l Cc LL W u cm < 04 w < 0 z CL 0) — 0 LL ui 2 w C) cc uj LLI ZZ U-1 Q.:z cc U)5 - < IL < Z LLJ (J'K 0 RK < LO cr: co ct :z c) rco = (b c) w 0 Z ca 0 F- < co W < 0 LL. 0� TZ 0 0 u - 0 F— (DE! z CC rk I] --j Lu U) co IK Cj < rr *411. z LL - 0 c/) c') Lu � Z z Lu REVISIONS CHANGE OF DESIGN FIRM APR. 26, 2018 COUNTY REVISIONS 06r25/18 m I 0 LL W w < z (J) < - W< ui 2 w C) z 0 fr < U-1 W < IL < Z LLJ mw cr: cr- w 0 0 F- < ui TZ U) C, Z 0 F— (DE! z 0 U) — < 0 c/) FILE NUMBER 1&0042 SHEET 11 of 13 REVISIONS CHANGE OF DESIGN FIRM APR, 26, 2018 COUNTY REVISIONS 06/25/18 . . . .... ..... . IlJost De Area Map velopment Onsite Drainage THIS PLAN FOR DRAINAGE PURPOSES ONLY 1" = 30' FILE NUMBER 16,0042 SHEET 12 of 13 u- < Z) < < LLJ LLJ W < �E C) W < < < z 00 < W Z-j () w 0 Ir w w 0 w 0 < < LLJ > T cc 0 Z CL < cf) w > 0 FILE NUMBER 16,0042 SHEET 12 of 13 1, EN E-il-I }:Ret J FIv , r (Iti EN REQU taE I ( 1/8" GREEN SAND lAil HOLE (4 RFR°) 1d" 9C° � 1 1 a. HOLL FOR 112 ANCHOR ROD TYPICAL FRAME SECTION (SCALE: 1/4"=l') CAD DWG. REF: 4990BX C.DWG- t EG 1, to PC PC / _ s /16 I iE I vF a WI I 1 3 2 _ /, TYPICAL ORATE SECTION u � L... ,,.� I I �...... -__.. NOTE: FRAMES ARE FURNISHED IN STANDARD 2'-0" INCREMENTS, GRATES ARE FURNISHLO IN STANDARD 2'-0" INCREMENTS. SPECIAL LENGTH R -4999 -BX 'I'MICAL SECTION GRATES CAN BE FURNISHED FOR ANY OVERALL LENGTH. TYPE "C" GRATE x/ TYPE "B" FRAME COMPONENT NOS,: SIDE PC. FRAME 4999-2415, END PC, FRAME 4990-3110, (SCALE: 1J4"=1") - GRATE 499{)-3103 MATERIAL: CAST CRAY IRON ASTM A-48, CLASS 35B ipptiCd By: FINISH: NO PAINT, UNLESS SPECIFIED ON PURCHASE ORDER. SCALE 04. CAG n' R -4990 -BX TRENCH TREK HD iAI I ELN1j8" 1 TYPE C" GRATE wf TYPE B" �� APP. SPT NEENAH FOUNDRY DATE 09-24-2013 '""" "°`�" 34x36 1Atww.trenchldrainsupply.com _ ® PHa+c aaa- ams NF 4990E www.nomahfoundryaOm. UNCOIA. HE9RA'SO 68329 . PHONE 804-234-7468 TRENCH DRAIN DETAIL ROAD AND BRIDGE STANDARDS r . SLEET 1 OF 1 REVISION DATE 111.02 2016 ROAD & BRIDGE STAN FOR DETAILS OF SAFETY GRATE SEE ST'D. EG -1 DOWEL HOLES AS REQUIRED PLAN EG -IPC -ENERGY DISSIPATOR (WITHOUT GRATE) EG -1A PC -ENERGY DISSIPATOR (WITH GRATE) 6- dk 4 BARS DOWEL HOLE AS REQUIRED 3 -*3 BARS a SECTION A -A -N 3 BARS 0 12" C -C ISOMETRIC VIEW 1. CONCRETE STRENGTH 4000 PSI MMWM, 2. REINFORCING SHALL CONFORM TO A.5°T.M< ASIS, GRADE 40. 3. ALL UNITS SHALL BE FOR A V SLOPE UNLESS SPECIAL ORDERED. 4, DOWEL HOLES PROVIDED TO PREVENT SETTLEMENT OF ADJACENT CONCRETE. S. DIMENSIONS SHOWN FOR CONCRETE THICKNESS ARE MINIMUM, ACTUAL MEASUREMENTS MAY VARY 111TH MANUFACTURER'S TOLERANCES, 125 Q 12" C -C SECTION B -B PRECAST ENERGY DISSIPATOR VIRGINIA DEPARTMENT OF TRANSPORTATION 2016 ROAD & BRIDGE STANDARDS ENERGY DISSIPATOR Nyloplast 12°" Standard Grate Inlet Capacity Chart SPECIFICATION REFERENCE 105 NYLOPLAST PERFORMANCE CURVE KParking y� 47)3. ot'r�e - Q psf -4-'-- ..�_.,,,.�:- TOC ='447 (f -[q' r stilt#} i eh +rVast� Safety Fiandre€iI ate Fcncc+ 476 r a y °' { T Abut --..-w _�.... .;.:s' ., ... .,W, .. j �.�Y,.:: OW 65.33 ( T -r- 474- ..............pt _:,,..- !. -,..,, _ ..:.. { 7 a _ -, ,,,.,-t: - .°--... A e `T. a { a -.,{,-.. I I..._a ...,._ .------- 46 �.-- ,. To Building _ - ,-TOC 464:33 465; :[ I �",: - T - 4 , :: - £ € TQC = 465.00 47z OC 63.0, TOW 464-Ci0TOW;gg $ TOC = 463.QQ _ S 6 m m t,.. m6A.n7 f r -{ 470 Tc 463,43 4 �,, I.t..3_ TG1U� = 4f�2 �� z f � � g ,z < �.. [ a...� € i � car 4 a ,..: E r - 462 A 4-1 ° c 4fs47 458 - a° Mu 454 'Thick Stone € , 45# sly 1 rcpaosed erode c t 6vtto of Wall IT HOPE Storm Drr� a L�velir T Pw ( � tsar+, - 460,00 {LP) g$q✓] 1 `. - `°' - 1nvertEL ,.35„ rn3r., _.. Y_ q aOW' 460:00 (LourPolrt) � b Unit) Pier, to Daylight - 40 FT O,'r (TypicJ) „ ; .. - - Use All 4r wylaw.r nur, FarVTia€sy Llpckfill To A4oatl StTBlezndC€450 ' 10 30 40 50 60 70 R0 90 90tl SOT?1to 120 I STdti4tt (f1) t € 61.=6FT i r -.i ----- 75G pstf - &Lti7d_ .'..urchar e=100 Sf?1 S'(rZPm Sf:E. ca :'y3.t. P Min 42" Safety Htindroil or Fence s - T 47 -r- i , �iD }- Y 4 d P! !- `t' a.r' �. E!t iii i .�4 ' n F #t Soc�f .i .� .. a+d Set..car�ent � . °� ,., _ ..- _._W. s ::�.T'GC : '46`.01.3 = .-'<- r B ..,w„,_ - I� " S!) 472 i_....',.,,_TCIIA _454;6)..._ t r_L 4, r _., z .... ..... _ . _. r.-...-... .. % :.. - - TUy'&x.675, e -T ...�. 47Q -t' ---I- , �.--'- _�-__ - r- At3U1` >.,...I'-E� ''.,e-- : t' t ;,,.�-,. } r _., .`ear � z ` _._ I a °r- tt i r° 1.:.�, f f,.. - '» �: _ T°.Y'a.Sl{ial t7ii °......,.,.' ♦ / 3t=? 6 'w"4,,,.``°:.r ". ` `a '466 .-:-i --�. 1-.-� r: i�'0 -fix:.•t, °�, �fiq t rg r 's - f: o` w 462 o 4617 %: .�. t x\ , _ - A5b ' .: ' , :fix' ThiFlt t`C112€ ` ,' , . b`.3stsl = 460. i:i` '-�' �= 4"-3 45# Leveling Pad I. L� s I )Crtslntt,T0 23xyllght s: r i, .. ._._i'_ fF { 'tet ' ,' 4 L, Proposed -m-de at Botllom of Wall � a . 1 1st: __ 1 .'. : ., _ ., 12f) t A30: {"140 > { i451 " F1' Station (ft) m FT ENLARGED 51TE PLAN ,750 sf �} a 9- P t 0 0 a � Iv�i Sprioghill/TownePlcice Suites Albemarle Counter Virginia Gap ttnLA 4" Height) CIPCE0 GEOTECH [ Anch r Vsrtlea units (8" Height x !& 'Width) �� ��� ;; � � t. { r � 5956 St4kiand Mill Road Leveling Psi (Min. 6" Think STonc or Mir;. 3,. Lean Can rete) r i ..,n. ; P,C> Rounuke Virginia 2401 Tc?E Tia of Cap Unit x Phone z (540) 366-2379 1 , j. , ..E g __ Fox, (5413 -6200 TpI4i Ttair of Va€o11 (Excluding Cup Una() < J sow Bottom of Wats (Includmq €mbedrteei t) strataGrid 56200 View?d From Front Face of Sayclll Scale: 1r: 1° 10 tt. Project W. RW -1'979 r Date: 10/12/17 GL Cwog id Levgth (Ft) Ca 4`°: Oro* Pope to Daylight � = Oesicin $oil" Bearing PressUire (Psf) Revision: 1027 /1 Sheet 7' of T RETAINING WALL DETAIL SEE FSP FOR FULL SET OF RETAINING WALL DETAILS NYLOPLAST YRD DRAIN DETAIL Chapter 9 ® Storm Drains AppendiX 9C-14 Performance Curve ISI -7 in a Sump. 0 0.40 0.25 0 e �.. *3.4 50 STRC Inlet DI 7 Lower Level Parking Garage DISCHARGE t G STRC Inlet DI 7 Upper Level Parking Garage *FLOW TO INLET STIR 1B, Q10 = 3.4 cfs, REFER TO H&H CALCS, HYD. #11 FOR REPORTS. Source:VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET", 1988 t of ? VDOT Drainage Manua! DI 7 PERFORMANCE CURVE A 2016 ROAD & BRIDGE STANDARDS PLAN VIEW WELDED WIRE F. 6 X 6.-W2.1x SLG I IUN A -A *10'-0" C-0 MAXIMUM TYPICAL SPACING BETWEEN ANCHOR LUGS.ANCNOR LUG IS TO BE AMAXD:IUM OF 2' FROM END OF CHANNEL_ :CIFiCATION FERENCE 502 A STANDARD PAVED FLUME FOR 12" - 24" PIPE VIRGINIA DEPARTMENT OF TR"PORTATION 2016 ROAD & BRIDGE STANDARDS 1299CGPL F PG -4 SCHEDULE OF REINFORCING STEEL LENGTH SPAAMG MARK NO. S12E 2{t �IR-t C -C SHAPE F 3 1'-2"V-2" A #" STRAIGHT G 9 1'-V^ V-5" 4 6" STRAIGHT DOWELS10 1'- "' 1'-6" 4 5" 8 S TRAIOHT NO.SHOWN ARE FOR ONE ANCHOR LUG,CURTAIN WALL AND JOINT, APPROXIMATE QUANTITIES A Scants 8 Soils CLASS A3 CONCRETE CU. YDS. REINFORCING STEEL LBS. ANCHOR LUG 2s1 0.0208 2.34 Ofr1 0.0216 2.34 CURTAIN WALL 2'1 0.099 8.51 4/2.1 O.S)0 6.51 JOINT 2,t G-95 10.02 .. 10.02 0.425 SQUARE YARDS SURFACE AREA PER LINEAR fOQT OF FLUME. NOTE: E DOWELS TO BE LOCATED AT ALL REQUIRED JOINTS, K VALUE -'128 SEE DETAILS PIPE NGS PS -2 ASID P$3; 24" CULVERTS, BARS G CURTAIN WALL SECTION C -C ROAD AND RIV�STANDARDS REVISION DATE SHUT 1 OF 1 ....T 109.03 s of yl, ci Jimmy L. Taggart Lic. No. "a 22841 w� �°.e+ 08/25J18 0�ti'�� 6/25/ 12" GRATE FRAME - 12" PEDESTRIAN GRATE 0 0 1/4-20 X 13/4" LONG HEX BOLT ZINC -PLATED STEEL DRILL 0.281 THRU GRATE ONLY DRILL 0.201 THRU COUNTERBORE 01.75 X.18 DP TAP 1/4-20 THREAD NOTE: LOCATION OF LOCKING DEVICE MAY VARY THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY AWA MATERIAL 3130 VERONA AVE NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT O BUFORD, GA 30518 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 7-5-00 ¢ PHN (770) 932.2443 TRANSFER, OR LICENSE THE USE OF THE DESIGN OR NyloplaS l® FAX (770) 932-2490 TECHNICAL INFORMATION SHOWN HEREIN REVISED BY EBC PROJECT NO.INAME www.nyloplast-us.com REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 2.20-10 12 IN PEDESTRIAN LOCKING GRATE ASSEMBLY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. ©2010 NYLOPLAST DWG SIZE A SCALE 1:8 SHEET 1 OF 1 DWG NO. 7001-110.034 REV C Pre-ReAevelooment Land Cover (acres} Post-Llev#lorrn,-w LandCow-.r (acres) A Scants 8 Soils Sods D So4k Totals fCwest/OP4enspace(acn$)-undisturbed, 'Tamet?r Load (I b/acre/yr) .:'0,4 : :.0,90 i ry<, �Lcz; toren to ens See �Er reforested -0 z2 C9tF -.-•fik3 --'' L-0:95 . (acres) . d sbmbati<Braden G-95 CD .. i 'tTennedTurf t 6.ffiaR - {},(�a a x2 ;enr iher:,;rtcvLe 0.?_ 060 _ c =�0 2.98 hmperaious cover(acres) 20 H - z-49 V� O ~ eLd LLO Post-Llev#lorrn,-w LandCow-.r (acres) 'Comitants ;Annual Pai-fal l (inches) A Soils B SCAN C Soils D Sol Is Totals ,Rtresf4perrSpace (acrsj -- undirrurbed, 'Tamet?r Load (I b/acre/yr) .:'0,4 : :.0,90 i ! ruxeta�c<afeSt; en: ace ,3rreforest>=cel -0 z2 0-25: €mper,ious Cover L-0:95 . i'€v7anagedTurf Tacres7 disturber# -graded G-95 CD .. i iiar'S+ar%is'Jf LLliefi{..0 vn be -_ t 6.ffiaR I W {},(�a ;Inlpettviooscover (acrea)1-20 2.98 20 H Zm . t 1 'Comitants ;Annual Pai-fal l (inches) %Tars=t. Pzt.rfali Eben: frcY�en)i0 8 Shits ;Troia, PitrSOofu_ (TP) 04C L 4.25 Trot=.. N tr-agen (Tlv.) EMC (rreQ L "85 'Tamet?r Load (I b/acre/yr) .:'0,4 Fj {,€n,tie>s iarreciion $actcrj :.0,90 Runnff Cnv#fi6oL ntc tRsA data inputceits constant +ralues :. o�icutaiir n �elt4 '. Check, Et& PDt'sagal5 ie i i O2lgrssiasta° 2011 Std &Spens Unear project°/ No Land cover area; entered cormtly? V Tota,>dgqurkedorectenteted? Ivr ;7 J A Soils 8 Shits CSails D Soils _ Foresn/Opz`§ Spa=:e :: O.CE2 Ca: ;0,04 CCS' Nlanage.°'. Turf: i UJ -0 z2 0-25: €mper,ious Cover L-0:95 C1.9="' _L.SS G-95 ;7 J REVISIONS j l CHANGE OF DESIGN FIRM PR. 26, 201 COUNTY COMMENTS j 08/23,117 COUNT'S COMMENTS 0`I 126 j COUNTY COMMENTS 03/29/18 it CUNTY COMMENTS 06/20)1 6 COUNTY COMMENTS 06/21 /i 6 I I', COUNTY REVISIONS i I 06/25/18 I' I DATE >ULY 12, 201 SALE S SHOWN I 1 i UJ i I CD i Ld t 6.ffiaR I W � W C) 2 20 H Zm . t 1 V� O ~ eLd LLO LLJ Q rc4J °. 4Z OC'3 QL UJ g 2 VQ Q v Z; Q t� Ito V z (R O y ra W V i o� IltQc W N 6J LO w Q� � oil - LU 2 91 co LLJ oWIF, REVISIONS j l CHANGE OF DESIGN FIRM PR. 26, 201 COUNTY COMMENTS j 08/23,117 COUNT'S COMMENTS 0`I 126 j COUNTY COMMENTS 03/29/18 it CUNTY COMMENTS 06/20)1 6 COUNTY COMMENTS 06/21 /i 6 I I', COUNTY REVISIONS i I 06/25/18 I' I DATE >ULY 12, 201 SALE S SHOWN I FILE NUMBER 6.00'2 SHEET 1 i UJ I CD i Ld 0 LU C LLJ °. g cobid FILE NUMBER 6.00'2 SHEET