Loading...
HomeMy WebLinkAbout25-03 Rte. 7 Carwash - Car Wash & Auto Serv. - Lube Ctr - Red Bud - BackfileGENERAL NOTES 1. Methods and materials used in the construction of the improvements herein shall conform to the current County construction standards and specifications and/or current VDOT standards and specifications. 2. Measures to control erosion and siltation, including detention ponds serving as silt basins during construction, must be provided prior to issuance of the site development permit. The approval of these plans in no way relieves the developer or his agent of the responsibilities contained in the Virginia Erosion and Sediment Control Handbook. 3. A permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportation (VDOT) and Frederick County prior to construction in existing State right-of-way. 4. Approval of this plan does not guarantee issuance of an entrance permit by VDOT when such permit is required under State law. 5. The exact location of all guard rails will be determined by VDOT personnel. "A joint inspection will be held with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation (VDOT) to determine if and where guard rail and/of paved ditches will be needed. The developer will be responsible for providing guardrail and paved ditches as determined by this joint inspection." Refer to Virginia Department of Transportation VDOT Guard Rail and Paved Ditch Specifications. g P P (VDOT) P 6. An approved set of plans and all applicable permits must be available at the construction site. Also, a representative of the developer must be available at all times. 7. Warning signs, markers, barricades or flagmen should be in accordance with the Manual on Uniform Traffic Control Devices (MUTCD). 8. All unsuitable material shall be removed from the construction limits of the roadway before placing embankment. 9. All pavement sections on the approved plans are minimum sections to be utilized when the actual California Bearing Ratio (CBR) of the pavement subgrade is 6 or more. Soils tests of the subgrade shall be performed for actual determination of required pavement thickness prior to placement. All final pavement and base course thicknesses shall be designed in accordance with VDOT's "Pavement Design Guide for Subdivision and Secondary Roads in Virginia", and shall be based on a sufficient number of CBR tests to determine the true support values of the soils in the subgrade. Final pavement design shall be submitted during construction and prior to placement. 10. All roadside ditches at grades of more than 5% shall be paved with cement concrete to the limits indicated on the plans and as required at the field inspection. 11. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall be minimum 6" diameter and conform to VDOT standard SB-1. 12. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than one litter receptacle shall be provided at the construction site. 13. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to entering public streets, and it is the contractors responsibility to clean streets, allay dust, and to take whatever measures are necessary to insure that the streets are maintained in a clean, mud and dust free condition at all times. 14. * Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut sheets, and connections to existing lines. 15. All sanitary sewers and water mains and appurtenances shall be constructed in accordance with the current standards and specifications of Frederick County and/or the Frederick County Sanitation Authority. 16. The location of existing utilities shown in these plans are taken from existing records. It shall be the contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed prior to construction. The contractor shall inform the engineer of any conflicts arising from his existing utility verification and the proposed construction. 17, The developer will be responsible for any damage to the existing streets and utilities which occurs as a result of his construction project within or contiguous to the existing right-of-way. 18. When grading is proposed within easements of utilities, letters of permission from all involved companies must be provided to Frederick County Sanitation Authority prior to issuance of grading and/or site development permits. 19. The developer will be responsible for the relocation of any utilities which is required as a result of his project. The relocation should be done prior to construction. 20. These plans identify the location of all known gravesites. Gravesites shown on this plan :will be protected in accordance with state law. In the event gravesites are discovered during construction, the owr:.er and engineer must be notified immediately. 21. The contractor is to verify field conditions prior to and during construction and notify Greenway Engineering at (540) 662-4185 immediately of any discrepancies between actual field conditions and the approved plan. 22. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" per standard proctor AASHTO-T99, ASTM-D698, or VTM-1 as applicable. Density shall be certified by a registered professional engineer and results submitted to Frederick County prior to pavement construction. If a geotechnical report has been prepared, it should supersede the requirements in this note. 23. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating or blasting at least two (2) working days, but not more than ten (10) working days, prior to commencement of excavation or demolition. Names and telephone numbers of the and operators underground utility lines in Frederick County appear below. These numbers shall also be used to serve in an emergency condition. 24. Owner shall be responsible for compliance with all discharge in accordance with County & State regulations. Water/Sewer: Frederick County Sanitation Authority Gas: Shenandoah Gas Co. P.O. Box 1877 P.O. Box 2400 Winchester, VA. 22604 Winchester, VA 22604 (540) 868-1061 (540) 869-1111 Power: Allegheny Power Phone: Verizon P.O. Box 1458 P.O. Box 17398 Hagerstown, MD 21741 1-800-654-3317 Baltimore, MD 21297 (301) 954-6282 MISS UTILITY 1-800-257-7777 FIRE MARSHAL'S NOTE Fire lane markings and signage: Any "No Parking" signs and yellow painted curb locations will be installed by field inspection at the direction of the Fire Marshall's Office. FIRE FLOW DATA: HYD# STATIC PRESSURE _ RESIDUAL PRESSURE _ AVAILABLE FLOW = SOURCE: DATE: FIRE FLOW DATA: HYD# STATIC PRESSURE _ RESIDUAL PRESSURE _ AVAILABLE FLOW = SOURCE: DATE: HANDICAPPED PARKING NOTE Handicapped parking spaces and aisles shall slope no greater than 2% in all directions. VP 0 T GENERAL NOT S Vl. All work on this project shall conform to the latest editions of the Virginia Department of Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and Sediment Control Regulations and any other state, federal or local regulations applicable. In the event of conflict between any of these standards, specifications or plans, the most stringent shall be govern. V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and Health Administration and VOSH Rules and Regulations. V3. When working on VDOT right-of-way, all traffic control, whether permanent or temporary, shall be in accordance with the current edition of VDOT's work area protection manual. Furthermore, all traffic control flaggers must be certified in accordance with the latest edition of the VDOT Road and Bridge Specifications, Section 104.04-C. V4. The developer shall be responsible for relocating, at his expense, any and all utilities, including traffic signal poles, junction boxes, controllers, etc. owned by VDOT or private utility company. It is the sole responsibility of the developer to locate and identify utility facilities or items, which may be in conflict with the proposed construction activity. VDOT approval of these plans does not relieve the developer of this responsibility. V5. Design features relating to field construction, regulations and co ntrol or safety of traffic may be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of any field revision will be the responsibility of the developer. V6. Prior to initiation of work, the contractor shall be responsible for acquiring all necessary VDOT land use permits for any work on VDOT right-of-way. V7. If required by the local VDOT Residency Office, a pre -construction conference must be arranged and held by the engineer and/or developer with the attendance of the contractor, various County agencies, utility companies and VDOT prior to initiation of work. V8. The contractor shall notify the local VDOT Residency Office when work is to begin or cease for any undetermined length of time. VDOT will also require 48 hours notice for any inspection. V9. The contractor will be responsible for maintaining adequate access to the project from the adjacent public roadway through construction and maintenance of a construction entrance in accordance with the Virginia Erosion and Sediment Control Handbook, Section 3.02. Furthermore, access to other properties affected by this project shall be maintained through construction. The Developer shall have, within the limits of the project, an employee certified by the Department of Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation control devices and measures for proper installation and deficiencies immediately after each rainfall, at lest daily during prolonged rainfall, and weekly when no rainfall event occurs. V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and at the end of construction. Vll. All water and sewer lines within existing or proposed VDOT right-of-way are to have minimum 36" cover and, when possible, to be installed under roadway drainage facilities. V12. Any unusual subsurface conditions encountered during the course of construction shall be, immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity until an adequate design can be determined by the engineer and approved by VDOT. V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT representative prior to placement and fill. Where CBR testing is required, a VDOT representative shall be present to insure the sample obtained is representative of the location. When soil samples are submitted to private laboratories for testing, the samples shall be clearly identified and labeled as belonging to a project which will be accepted by VDOT and that testing shall be conducted according to all applicable VDOT standards. V14. Al 1 1 roadway fill, base, subsurface material and backfill of utility/storm sewer trenches shall be compacted in 6" lifts to 95% of theoretical maximum density as determined by AASHTO T-99 Method A, within plus or minus 2% of optimum moisture for the full width of any dedicated street right-of-way. At the direction of VDOT Inspector, density tests performed by a qualified independent agency shall be conducted as required in the VDOT Road and Bridge Specifications. A copy of all tests shall be submitted to VDOT prior to final VDOT approval. V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these plans and further where determined necessary by VDOT Inspector. V16. The installation of any entrances and mailboxes within any dedicated street right-of-way shall meet. VDOT minimum design standards and is the responsibility of the developer. V17. Prior to acceptance by VDOT of any streets, any required street signage and/or pavement markings must be installed by the developer or at VDOT's discretion, by VDOT on an account receivable basis. Stop signs shall be thirty (30) inches tall with high intensity sheeting. The bottom of the sign shall be six (6) feet above the edge of pavement and the post shall be installed a minimum of four (4) feet from the edge of pavement. Sign posts shall be of a type found on VDOT's approved list. A copy of this list may be obtained from the District Material Section. Contact the local VDOT Residency Office with any questions regarding sign material and placement. V18. The developer must provide to the local VDOT office a list of all material sources prior to construction. Copies of all invoices for materials within any dedicated street right-of-way must be provided to the local VDOT Residency Office prior to acceptance of the work. Unit and total prices may be obscured. V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical spreader. Density will be determined using the density control strip as specified in VDOT's Road and Bridge Specifications -Section 304 and VTM-10. A certified compaction technician shall perform these tests. A certified copy of the test results shall be provided to the Residency Office. In additions to checking stone depths, a VDOT representative shall be notified and given the opportunity to be present during the construction and testing of the density control strip. V20. Asphalt concrete pavement shall be placed in accordance with the latest edition of VDOT's Road and Bridge Specifications -Section 315. Density will be determined using the density control strip as specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests. A certified copy of the test results shall be provided to the Residency Office. A VDOT representative shall be notified and given the opportunity to be present during the construction and testing of the control strip. V21. Approval of these plans shall expire three (3) years from the date of the approval letter. V22. Final location of CG-12 Curb Ramps shall be determined by VDOT inspector. FCSA CONSTRUCTION NOTES 1. WATER AND SEWER LINES ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THESE PLANS. THE LINES SHALL ADDITIONALLY MEET ALL REQUIREMENTS OF THE FREDERICK COUNTY SANITATION AUTHORITY. 2. THE CONTRACTOR SHALL COORDINATE WITH, AND ARRANGE FOR INSPECTION BY THE AUTHORITY. 3. EXACT LOCATIONS OF WATER AND SEWER SERVICES ARE TO BE COORDINATED WITH THE AUTHORITY'S INSPECTOR. 4. THE SANITATION AUTHORITY'S MAINTENANCE DEPARTMENT IS RESPONSIBLE FOR THE INSTALLATION OF WATER METERS THROUGH 2" IN SIZE. BEFORE A PERMANENT METER IS SET, THEY REQUIRE: 1) THE FRAME AND COVER TO BE PROPERLY ALIGNED WITH ITS METER BOX AND YOKE BAR; 2) THE FRAME AND COVER TO BE SET TO THE FINAL GRADE OF THE LOT; 3) THE DISTANCE BETWEEN THE TOP OF THE COVER AND YOKE BAR BE BETWEEN 18 AND 21 INCHES; AND 4) ALL COMPONENTS OF THE METER BOX ASSEMBLY TO BE IN PROPER WORKING ORDER. IT IS THE DEVELOPER'S/CONTRACTOR'S RESPONSIBILITY TO HAVE THE METER BOX ASSEMBLY INSTALLED CORRECTLY. 5. THE CONTRACTOR SHALL INSTALL WATER AND SEWER SERVICES THAT CONNECT TO EXISTING LINES. A.) A WATER SERVICE (AND FORCE MAIN SEWER SERVICE) REQUIRES THE INSTALLATION OF A SADDLE WITH CORPORATION STOP AND MAKING THE TAP. B.) A GRAVITY SEWER SERVICE REQUIRES THE INSTALLATION OF A WYE, 18" LONG STUB PIECES, AND 15" LONG, FULL CIRCLE, STAINLESS STEEL REPAIR CLAMPS. C.) THE FCSA INSPECTOR ASSIGNED TO THE PROJECT SHALL BE PRESENT FOR THE INSTALLATION OF EACH CONNECTION. 6. WHEN AN EXISTING WATER MAIN IS TAPPED FOR THE INSTALLATION OF A NEW LINE: A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIALS TO MAKE THE TAP. B. THE DEVELOPER/CONTRACTOR MUST: 1) MAKE APPLICATION FOR THE TAP, 2) PAY DEPOSIT (BEFORE WORK BEGINS); 3) MARK THE LOCATION OF THE TAP; AND 4) MAKE FINAL PAYMENT WHEN THE WORK IS COMPLETED. 7. THE CONTRACTOR SHALL TIE-IN A NEW LINE TO AN EXISTING MANHOLE BY CORE DRILLING THE MANHOLE. 8. ANY WATER SERVICE LINE MUST HAVE A DOUBLE CHECK VALVE OR RPZ BACKFLOW PREVENTION ASSEMBLY, AS REQUIRED, INSTALLED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1015 OR 1013. A REMOTE READOUT IS REQUIRED. 9. ALL FIRE LINES SHALL HAVE A DETECTOR DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY OR A RPZ BACKFLOW ASSEMBLY AS REQUIRED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1048 OR 1047. A REMOTE READOUT IS REQUIRED. EXISTING INTERMEDIATE CONTOUR - - - - __ _ 33~- EXISTING INDEX CONTOUR "" " w-~- - - - 330 PROPOSED CONTOUR 40 EXISTING EDGE OF PAVEMENT ----- -_ Ln E/P---- PROP E/P PROPOSED EDGE OF PAVEMENT EX GAG EXISTING CURB AND GUTTER ____ __- - - - PROP C&G PROPOSED CURB AND GUTTER Gu-6 T GG-bR - TRANSITION FROM CG-6 TO CG-6R _ - -- EXISTING TELEPHONE LINE _ ......._ _ _....._ ._ _ _ .... __ _ ......... PROPOSED TELEPHONE LINE EX. 15" RGP EXISTING STORM SEWER - PROP. 15" RGP PROPOSED STORM SEWER ------- EXISTING SANITARY SEWER - PROPOSED SANITARY SEWER EXISTING ELECTRIC SERVICE ------- --i'- --- --- PROPOSED ELECTRIC SERVICE EXISTING GAS LINE --- - PROPOSED GAS LINE PROPERTY LINE FLOW LINE -.- ... e ... _-..... _ ... FENCELINE --��--c- x- -- EXISTING POWER POLE Q EXISTING TELEPHONE POLE EXISTING WATERLINE W/ TEE - PROPOSED WATERLINE W/ TEE ° 3: 1 EXISTING FIRE HYDRANT 3 EXISTING WATER VALVE-�~~-�~ ~~ - PROPOSED WATER METER EXISTING REDUCER _- -��-------- REDUCER PROPOSED REDUCER STOP SIGN HANDICAP RAMP (CG-12) DENOTES STD VDOT NLOCATION IIOF STANDARDDRA PICONSSTRUCTI0 PARKING INDICATOR 12 INDICATES THE NUMBER OF TYPICAL PARKING SPACES TEST PIT LOCATION HANDICAP PARKING VEHICLES PER DAY COUNT PROPOSED BUILDING ENTRANCE EXISTING STREET LIGHT PROPOSED STREET NAME SIGN PROPOSED SANITARY LATERAL CLEANOUT SANITARY MANHOLE IDENTIFIER STORM DRAIN STRUCTURE IDENTIFIER EASEMENT LINE CENTERLINE EXISTING SPOT ELEVATION PROPOSED SPOT ELEVATION EXISTING TREE LINE EXISTING TREE PROPOSED TREE FLOW ARROW TEST P'IT DATA' 12.0 1151 +'1.i 15" OAK A- 15" PINE ,i 15" OAK 15" PINE I. COVER SHEET 2. E45 DETAILS 4 COMPUTATIONS, SOIL MAP 3. E 4 5 CONTROL PHASE 1 4 II, SLUM DRAINAGE DIVIDES 4 NARRATIVE 3A. CHANNEL ADEQUACY ANALYSIS 4. STORMWATER MANAGEMENT DETAILS 4 COMPUTATIONS 5. SITE PLAN, NOTES 4 DETAILS 6. UTILITY PROFILES, SIGHT DISTANCE, DETAILS 1. VDOT 4 FCSA M15C_ DETAILS, STORM COMPUTATIONS 6. LANDSCAPING 4 PAVEMENT STRIPING PLAN SA. WATER RECOVERY SYSTEM (5Y OTHERS) , 3. ?' fi l PROJECT INFORMA TION PARCEL IDENTIFICATION NO. 54-(5)-2 SITE LOCATION LOT 2 -ASH HOLLOW INDUSTRIAL PARK EX STREET ADDRESS COLE LANE PROJECT AREA 1.92 ACRES DISTURBED AREA 1.87 ACRES CURRENT ZONING B-2 CURRENT USE VACANT PROPOSED USE CAR WASH & AUTOMOBILE SERVICE/LUBE CENTER BUILDING HEIGHT: MAXIMUM ALLOWED = 35 PROPOSED = 35 OR LESS THAN SIGNS: ALL SIGNAGE MUST CONFORM WITH THE STANDARDS OF SECTION 165-30 OF THE FREDERICK COUNTY ZONING ORDINANCE. OUTDOOR LIGHTING: NONE PROPOSED WITH THIS PLAN REQUIRED BUILDING SETBACKS: FRONT PRIMARY: 50' PROPOSED: FRONT PRIMARY: 50' FRONT MINOR STREET: 35' FRONT MINOR STREET: 35' SIDE: - SIDE: - REAR: - REAR: - MAXIMUM BUILDING HEIGHT: ALL BUILDING SHALL BE 35' OR LESS ENVIROMENTAL FEATURES: NONE LOCATED ON PROPERTY LANDSCAPE CALCULATIONS PERIMETER PARKING MIN. 1 SHADE TREE FOR EVERY 2000 FEET OF REQUIRED PROVIDED IMPERVIOUS AREA 43,916/2000 = 22 TREES INTERIOR PARKING MIN. 1 SHADE TREE PER 10 SPACES 24/10= 3 TREES 25TREES USE 1­1 - c.ni yr e• n.r. .�-r - AUTO SERVICE - 3 / SERVICE BAY - 1 / 250 C ° :VICE S.F. EX. 2 STORY HOUSE RENOVATED. OFFICE - 1 / 250 OFFICE S.F- APARTMENT - 1 PER BED,::OOM PARKING CALCULATIONS REQUIRED 14U67U = 1 .lrAUP. 3 BAYS X 3 = 9 SPACES 300 S.F / 250 S.F. = 1 SPACES 1005 S.F. / 250 = 4 SPACES 1 BEDROOM = 1 SPACES PROVIDED 1 5 (INCULDING 1 H.C.) F.A.R. CALCULATIONS LOT AREA FLOOR AREA (F.A.R.) CAR WASH = 3588 S.F. PHASE I: 1.92 AC = 83,635.20 S.F. AUTO SERVICE = 2000 S.F. 6,593/B3,635.20 = 0.078 (F.A.R.) EX. HOUSE = 1005 S.F. OPEN SPACE CALCULATION SITE AREA IMPERVIOUS PREVIOUS REQUIRED PROVIDED AREA AREA ZONE B2= 15% SASE I: 83,635.20 S.F. 43,916 S.F. 39,719.20 S.F. 12,545.28 S.F. 39,719.20 S.F. OR 47% 0 Z W W Z 0 Z WC\2 o CO W ,n � •� qt CQCO CQ CO ►LO Z �9 x 10) dim ►n W W 4 Lo U Q) V - Lo E- E-i U � � H Q � F-L-1 W E- E-+ � O � U H �D � Q W �Tl SOURCE: ITE. 6th ED. VOL. 1 &2 TRIP GENERA TION MI CLASS USE TRIP RATE BASED ON AVG. RATE TRIP RATE CALCULATIONS VPD 837 AUTO- SERVICE/LUBE SERVICE POSITION-2 BAY CENTER WEEK DAY 40 40 TRIPS x 5 DAYS= 200 41 SATURDAY 42 42 TRIPS x 1 DAY= 42 847 SELF SERVICE -CAR WASH aASH STALLS- 6 STALLS WEEK DAY 21.60 21.60 TRIPS x 6 x 5 DAYS=648 135 SATURDAY 26.50 26.50 TRIPS x 6 x 1 DAY=159 220 APARTMENT PERSONS- 1 BEDROOM I WEEK DAY SATURDAY 3.35 3.24 3.35 TRIPS = 16.75 3.24 TRIPS = 3.24 4 SUNDAY 3.06 3.06 TRIPS = 3.06 710 GENERAL OFFICE 1000 s.q FLOOR AREA 11.01 1.005 x 11.01 TRIPS 11 SEAL COVER SHEET Project Name: TROUTE 7 CA_1DLXWAStiTT 0 Owner: Address, Including Zip Code & Telephone No. 110 GRINDSTONE DRIVE D TUNG ADHIKUSUMA� EDWARD BROWNING WINCHESTER,VA. 22602 540-662-7696 No. 026715 s`SIONAL Developer: SAME AS ABOVE Address, Including Zip Code & Telephone No. SAME AS ABOVE Engineer Certifying Plan: Address, Including Zip Code & Telephone No. 151 WINDY HILL LANE GREENWAY ENGINEERING WINCHESTER, VA 22602 (540) 662-4185 PROFESSIONAL SEAL & SIGNATURE THESE PLANS ARE IN CONFORMANCE WITH COUNTY OF FREDERICK STANDARDS AND... ORDINANCES. ANY DEVIATION OR CHANGE IN THESE PLANS SHALL BE APPROVED BY APPROVAL n NY} 1. , ,7 733 ,,- 061!% DATE: MAY ,2003 SCALE: N/A DESIGNED BY: THE ZONING ADMINISTRATOR PRIOR TO CONSTRUCTION. FREDERICK COUNTY ZONING ADMINISTRATOR DATE TNA/JNT JOB NO. 2803B * SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF PLANNING DEPT APPROVAL - * SITE PLAN VALID FOR (2) TWO YEARS FROM DATE OF FCSA APPROVAL SHEET 1 OF 8 IN r\A EROSION AND SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION: PERMANENT STABILIZATION: THIS SITE IS LOCATED AT THE CORNER OF ROUTE 7 & COLE LANE IN THE PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN RED BUD MAGISTERIAL DISTRICT IN FREDERICK COUNTY. THIS PLAN DEPICTS SEVEN (7) DAYS AFTER GRADE IS REACHED ON ANY PORTION OF THE SITE. THE CONSTRUCTION OF A CAR WASH, AUTOMOBILE SERVICE/LUBE CENTER AND TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO THE RELOCATION AND UPGRADE OF A EX. ENTRANCE TO THE PARCEL OFF COLE DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN UNDISTURBED LANE. THE EXISTING 2-STORY BRICK STRUCTURE WILL REMAIN AND BE FOR LONGER THAN FOURTEEN (14) DAYS. SEEDING SHALL BE DONE IN ACCORDANCE RENOVATED WHILE THE ATTACHED STRUCTURE AND SHED WILL BE DEMOLISHED WITH THE GUIDELINES, SPECIFICATIONS OF THE COUNTY AND OF THE VIRGINIA PER COUNTY CODE/REQUIREMENTS. EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH). EXISTING SITE CONDITIONS: EROSION CONTROL BLANKETS (VESCH 3.36) WILL HE INSTALLED OVER FILL SLOPES WHICH HAVE BEEN BROUGHT TO FINAL GRADE AND HAVE BEEN SEEDED TO PROTECT THIS OVERALL SITE CONTAINS 1.92 ACRES OF WHICH 1.54 ACRES ARE THE SLOPES FROM RILL AND GULLY EROSION AND TO ALLOW SEED TO GERMINATE PROPOSED FOR LAND DISTURBANCE AS SHOWN ON THE PLAN. THE SITE HAS PROPERLY. MULCH (VESCH 3.35) (STRAW OR FIBER) WILL BE USED ON RELATIVELY FEW MATURE TREES AND IS MOSTLY COVERED WITH SAPLINGS AND THICHIT. FLAT AREAS AND WILL BE APPLIED AS A SECOND STEP IN THE SEEDING OPERATION. GENERALLY IS ELEVATED 8' TO' 10' ABOVE RTE. 7 AND COLE LANE. THERE IS IN ALL SEEDING OPERATIONS, SEED, FERTILIZER AND LIME WILL BE APPLIED PRIOR AN EXISTING 50' GAS EASEMENT THAT IS CLEARED AND RUNS EAST THE TO MULCHING. FERTILIZER AND LIME SHALL HE INCORPORATED INTO THE TOP 4-6 NORTH ACROSS THE PROPERTY TO CROSS RTE. 7. THE EXISTING UNIMPROVED INCHES OF THE SOIL BY DISCING, HARROWING, OR OTHER ACCEPTABLE MEANS FOR HOUSE IS TO THE EAST OF THE SITE AND WILL REMAIN AND BE RENOVATED. EROSION CONTROL. WHEN APPLYING LIME AND FERTILIZER WITH A HYDROSEEDER, APPLY TO A ROUGH, LOOSE SURFACE. SOILS: STRUCTURAL PRACTICES: GENERALLY THE SOILS ON THIS SITE ARE MADE UP OF VARIOUS CHANNERY 1. TEMPORARY CONSTRUCTION ENTRANCE 3.02 SILTY AND LOAMS. SLOPES RANGE FROM GENTLE TO STEEP AT THE A TEMPORARY CONSTRUCTION ENTRANCE WITH A WASH RACK SHALL BE INSTALLED NORTHEAST & EASTERN CORNERS. SOILS ARE FAIRLY WELL DRAINED, DEPTH AND MAINTAINED AS SHOWN ON THE EROSION & SILTATION CONTROL PLAN. DURING TO ROCK VARIES AND THE EROSION POTENTIAL IS MODERATE (SEE MAP AND MUDDY CONDITIONS, DRIVERS OF CONSTRUCTIONS VEHICLES WILL BE REQUIRED TO DESCRIPTION ON THIS SHEET). ALSO, A LIMITED GEOTECHNICAL EVALUATION WASH THEIR WHEELS BEFORE ENTERING THE HIGHWAY. A WASH TRUCK SHALL BE REPORT IS AVAILABLE FROM THE OWNER. THE SOURCE OF WASH WATER UNLESS PERMITTED BY THE CORP AND/OR DEQ, TO DRAW WATER FROM LITTLE BULL RUN. CONSTRUCTION ENTRANCE SHALL REMAIN IN OFFSITE/CRITICAL AREAS: PLACE UNTIL SUCH TIME AS ALTERNATIVE/PERMANENT MEANS OF ACCESS ARE PROVIDED. THERE ARE NO OFFSITE AREAS PROPOSED FOR DISTURBANCE WITH THIS PLAN. 2. TEMPORARY DIVERSION DIKE - 3.09 A SYSTEM OF TEMPORARY DIVERSION DIKES IS TO DIRECT FLOW. DIKE SHALL BE EROSION AND SEDIMENT CONTROL MEASURES: STABILIZED IMMEDIATELY FOLLOWING INSTALLATION WITH TEMPORARY OR PERMANENT VEGETATION TO PREVENT EROSION. REMOVAL OF TEMPORARY BERMS FOR FINAL UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION SLOPE STABILIZATION SHALL HE DONE AS DIRECTED BY THE VESCH AND/OR COUNTY AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED INSPECTOR WITH ADDITIONAL MEASURES PROVIDED AS NEEDED. ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE COUNTY AND OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH). 3. SILT FENCE BARRIER - 3.05 LAND DISTURBANCE ACTIVITIES: STANDARD SILT FENCE SEDIMENT BARRIERS WILL BE INSTALLED DOWN SLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT LADEN RUNOFF FROM SHEET FLOW PHASE I: AS INDICATED ON THE EROSION & SILTATION CONTROL PLAN AND USED AS AN ADDITIONAL MEASURE WHERE NECESSARY TO PREVENT EROSION DURING FINAL 1. HOLD PRECONSTRUCTION MEETING BETWEEN OWNER, COUNTY INSPECTOR AND STABILIZATION. ALL CONTRACTORS. 4. CULVERT INLET PROTECTION - 3.08 2. INSTALL TEMPORARY CONSTRUCTION ENTRANCE WITH WASH RACK AT THE STONE CULVERT INLETS SHALL BE PROTECTED DURING CONSTRUCTION. SEDIMENT EXISTING ENTRANCE TO THE PROPERTY TO REDUCE MUD FROM BEING LADEN WATER SHALL BE FILTERED BEFORE ENTERING THE CULVERTS. TRANSPORTED TO COLE LANE & RTE.7 5. CHECK DAM - 3.20 3. INSTALL PERIMETER CONTROLS INCLUDING SILT FENCE, DIVERSION DIKE, AND INSTALL TEMPORARY STONE DAMS ACROSS THE SWALE OR DITCH TO REDUCE THE SILT TRAPS AND SHOWN ON PHASE ONE PLAN PRIOR TO CLEARING THE SITE. VELOCITY OF CONCENTRATED FLOWS THEREBY REDUCING EROSION. 4. INSTALL TEMPORARY DIVERSION DIKE TO DIVERT RUNOFF TO SEDIMENT TRAPS MAINTENANCE: 5. INSTALL CULVERT INLET AND OUTLET PROTECTION AT EXISTING ENTRANCE. THE CONTRACTOR SHALL INSPECT ALL EROSION AND SEDIMENT CONTROL MEASURES DAILY AND AFTER EACH SIGNIFICANT RAINFALL. THE FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR. 6. INSTALL ROCK CHECK DAM TO THE SOUTH IN EXISTING DITCH . 1. GRAVEL OUTLETS WILL HE CHECKED REGULARLY FOR SEDIMENT BUILD UP WHICH 7. TEMPORARY SEEDING (3.31) SHALL BE PLACED ON ALL DIVERSION DIKE AND WILL PREVENT DRAINAGE. IF THE GRAVEL IS CLOGGED BY SEDIMENT, IT SHALL BE SEDIMENT TRAP AREA AND, INSTALL SILT FENCE AS SHOWN ON THE PLAN. REMOVED AND CLEANED OR REPLACED. 8. CLEAR CONSTRUCTION ACCESS WAY AND INSTALL ANY ADDITIONAL SILTATION 2. SILT FENCE BARRIERS WILL BE CHECKED REGULARLY FOR UNDERMINING OR CONTROL MEASURES SPECIFIED, NEEDED OR REQUESTED BY THE INSPECTOR. DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF WAY TO THE TOP OF THE BARRIER. 9. TEMPORARY SEEDING SHALL BE PLACE IN THE DENUDE AREAS. 3. SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND OF GRASS IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. PHASE II: CONTRACTOR MUST NOTIFY SHENANDOAH GAS WHEN WORKING WITH 4. ANY NECESSARY REPAIR OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE THE 50' ESMT. ONSITE REPRESENTATIVE WILL BE REQUIRED. EROSION CONTROL DEVICES MUST BE MADE IMMEDIATELY AFTER THE INSPECTION. 1. PERFORM EARTHWORK OPERATIONS FOR CONSTRUCTION OF PROPOSED ENTRANCE AND INSTALL ALL INLET AND STORM PIPE AS SHOWN ON THE PLAN 2. INSTALL SWM POND AND DEVICES. IMMEDIATELY STABILIZED THE DENUDE AREA WITH TEMPORARY SEEDING. 2. CULVERT INLET PROTECTION DEVICES SHALL BE PLACED ON CULVERTS INLET TO PREVENT SEDIMENT FROM ENTERING, ACCUMULATING IN AND BEING TRANSFERRED BY THE (CULVERT. 3. INSTALL OUTLET PROTECTION AT THE 15" CULVERTS TO REDUCE EROSION, UNDERCUTTING AND VEILOCITIES. 4. DEMOLISH EX. ATTACHED STRUCTURE AND SHED AS SHOWN THEN BEGIN MASS -GRADING OPERATION WITHIN GRADING AREAS. BE SURE ALL WATER QUALITY AND LAND DISTURBANCE PERMITS ARE SECURED BEFORE CLEARING AND GRADING. PROVIDE TEMPORARY SEEDING WHERE NECESSARY OR AS REQUIRED. 6. PERFORM FINAL GRADING AND STABILIZATION OPERATIONS. 6. INSTALL ALL CURB & GUTTER AS SHOWN PLANS 7. REMOVE DIVERSION DIKE TO NORTH AND ALL SEDIMENT TRAPS. SILT FENCE AS SHOWN ON PHASE ONE PLAN SHALL REMAIN IN PLACE FOR THE DURATION OF THE PROJECT. 10. ONCE ALL DENUDED AREAS ARE PROPERLY GRADED, STABILIZED, AND RELEASED BY THE COUNTY INSPECTOR, REMAINING EROSION CONTROL MEASURES MAY BE REMOVED. 11. UPON SUCCESSFUL COMPLETION OF VEGETATIVE GROWTH AND FOLLOWING INSPECTION AND RELEASE BY THE COUNTY INSPECTOR, CAREFULLY REMOVE AND DISPOSE OF PERIMETER CONTROLS. IF REQUIRED OR REQUESTED BY THE INSPECTOR, THE CONTRACTOR SHALL PROVIDE ADDITIONAL MEASURES UNDER THE SUPERVISION OF THE COUNTY INSPECTOR. MAXIMUM TAIL WATER CONDITION N TS OUT PIPE 111 M La C C MINIMUM TAIL WATER CONDITION N TS STR NO. PIPE Do(inch) Q 10 (CFS) VEL (FPS) Channel N Channel D(ft) Tail Water Crushed Stones Apron length(Lo) MIN. (FT) Apron Width(W) MIN. (FT) Class Type-dia. 1 15 0.95 3.71 0.05 NA MIN. 1A d50-6" 6ft 3.75ft 3 15 2.80 3.71 0.05 NA MIN to d50-6" 6ft 3.75ft 5 15 2.87 6,631 0.05 NA MIN 1A d50-6" 11ft 3.75ft PIPE OUTLET CONDITIONS A AL 'IPE OUTLET TO FLAT ,REA WITH NO DEFINED :HANNEL L a 0% - d r � SECTION A -A FR.TER CLOTH KEY IN 6"-8'; RECOMMENDED FOR ENTIRE PERIMETER 3do (MIN.) PIPE OUTLET TO WELL Nam DEFINED CHANNEL PLAN VIEW L a oV d SECTION A -A FILTER CLOTH KEY IN 6'-9"; RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXBWM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. Source: Va. DSWC Plate 3.18-1 TEMPORARY DIVERSION DIKE W v..w &a P1 1-111 ,Mill r�- ._ re. mi SOURCE: VA. DSWC PLATE 3.09-1 5ED IMFENT Tf Ai= DE51GN 5CNEDU1_E BOIL MAP: P=200' MINIMUM TOP WIDTH (W) REQUIRED FOR SEDIMENT TRAP EMBANKMENTS ACCORDING TO HEIGHT OF EMBANKMENT (FEET) �---� I- W H �L 1.5 0.5 2.0 2.0 1.0 2.0 2.5 1.5 2.5 3.0 2.0 2.5 3.5 2.5 3.0 Ho N 4.0 3.0 3.0 4.5 3.5 4.0 5.0 4.0 4.5 fJ(CAVATED ANE1 um DEPM - 4' a No Mv. SOURCE: VA. DSWC PLATE. 3.13-1 i -� RTE 7 41C /r. SITE TM 64-tb1-2 3 9B 1E 1B S HOLLOW IN I3 TRIAL PARK SOIL NAME MAPPING TEXTURE PERI`1EABILITY HYDROLOGIC UNIT 501L GROUP I15-15ERK5 CHANNERY Ille 511t Loam ModeratelyB 95-CLEARBROOK CHANNERY Illw Silt Loam Moderately glow B 41E-WEIKERT BERK5 vile 511t Loam Moderately Rapid E TRAP No. Drainage AREA (AC) STORAGE REQUIRED STORAGE PROVIDED WET STORAGE STORAGE DIMENSIONS HEIGHT OF BERM (ft) Ho WEIR OUTLET HEIGHT (ft) W TOP WIDTH (ft) L WEIR LENGTH (ft) AREA �c> BERM OUTLET HEIGHT (sq-ft) Elev. Top of Stone Outlet Weir (ft) Inv. Elev. at Stone OUTLET (ft) WET (cu-yd) DRY (cu-yd) WET (cu-yd) DRY (cu-yd) DEPTH (ft) L = (ft) W = (ft) 1 0.75 50 50 55 57 3.5 25 20 2.8 1.8 2.500 4.50 1218 674.00 672.20 2 0.76 51 51 55 73 3.5 25 20 2.3 1.3 2.500 4.56 2520 676.40 675.10 STONE CONSTRUCTION ENTRANCE EXISTING 70' MIN. A FILTER CLOTH---- 6- MIN. I A SIDE ELEVATION 12' MIN, 70' MIN. 6 WASHRACK r(OPTIONAL) L VDOT /1 I I POSMVE ORAINACE COURSE AGGREGATE B 70 SEDIMENT TRAPPING DEVICE • MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS LAN VIEW P OPERATION SECTION A -A R6 10' MlN. DOST/NG PAVEMENT �MOUNTARLE BERM (OPTIONAL) SECTION B-B SOURCE • ADAPTED from 193J Maryland Standards for Soil erosion and Sediment Control, and Va. DSWC Plate J.02-1 TEMPORAR Y SEDIMENT TRAP 1' VARIABLE* ORIGINAL I VARIABLE �I GROUND f ELEV. 67 CU. YD./ACRE .- c? VARIABLE N � UA/ARE 4 MAX. D) FILTER CLOTH ORIGINAL GROUND ELEV. *SEE PLATE 3.13-1 COARSE AGGREGATE" CLASS I RIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) _ 6 X DRAINAGE AREA / (IN AC.) /DIVERSION DIKE 41* COARSE AGGREGATE EXCAVF�ATED ER CLOTHAR -COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) SOURCE: VA. DSWC PLATE. 3.13-2 GRAVEL CURB INLET SEDIMENT FILTER /' GRAVEL FILTER* 12" VAN tam?ice 111111�III__III' � - (IIII THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. * GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. SOURCE: VA. DSWC PLATE 3.07-6 CONSTRUCTION OF A SILT FENCE (WITH WIRE SUPPORT) 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. TRENCH UPSLOPE ALONG THE LINE OF POSTS. FLOW 3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFILL AND COMPACT THE FENCE AND EXTEND IT INTO THE TRENCH. EXCAVATED SOIL II IIII FLOW / EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control, PIATE. 3.05-1 Shavood h meat SILT FENCE CULVERT INLET PR 0 TE C TION DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD EMBANKMENT L FLOW OPTIONAL STONE COMBINATION FLOW *VDOT #3, #357, #5, #56 OR #57 COARSE AGGREGATE TO REPLACE SILT FENCE IN " HORSESHOE " WHEN HIGH VELOCITY OF FLOW IS EXPECTED SOURCE: ADAPTED from VDOT Standard Sheets and Va. DSWC 2.5 CLASS I RIPRAP PLATE. 3.08-1 Z Z Z WCQ o CD LO 00 CCQ 't Q 0 Cd CQ CO � 03 . a CID LO 1 Z -, x> p -,t� 0 W Lo U Lo .�-, E--H f=, z; 1#10 or Ilk IN $�, ILI a) 0 1:11 0 410 1. W o � z O E Q H op O� cy- v TUNG N ADHIKUSUMA9 No. 026715 o� b/-03 �w �SSIONAL r--I Q E CD U)� H Q O (,y E-4 �0 ao E- �0 � Q � Q w DATE: MAY, 2003 SCALE: AS SHOWN DESIGNED BY: NTA/JNT JOB NO. 2803B SHEET 2 OF 8 E & S PHASE 1 AND PRE -DEVELOPED DRAINAGE AREAS IIAII \ \ I T OF JACK JOHNSON CLEARING GRADING \ USE: VACANT / I \ , t ZONE: 5-2 ) I I IIIII I 666 DE3. i r9 / PC;. 46 Ok III OF 1 ING bbb CLEARIWI i GRADING T II \ SUB AREA_2_1- C ACRES' SUB AREA 1 0.95 ACRES I 1 I I I( 1 It ri JACK JOI-•!i 60'NUSE: vAc-A` T 2 I ZONE: m.-IN DA- 9.76 ACRES O � DD \ \ TO S DIMENT TRAP a22 I t-III \ �� � Hers � DA-• .,75 ACRES ST2 1 ul I I 1 TO SEDIM�NT TRAR M1 i TOP STONE OUTLET , t>� \ EX. SHEDS \ WEIR = 6171 \ TO BE DEMOLIS ED 1 EX LLD© STONE OUTLET � INVERT TO REMAIN = bl� � 1 A ��I �i 1 .�o , , I � ,y TOP � OUTLE� I \ ♦ ` �� , I 1 \ x x � � I bl5 I----- "'\ i O IPI 614 DD ' I•1 l x x --Sub.� �— -� ■■ -� a� _---- f— , Area 2A_ -�, } 0. 0 ACRE __- Y _ , _ x 8i•' ._.06 dI'—_"- �.:, (.".•.;N �". .,.. e:A. ..—__.:., .- ��''v�"rx' 6 .1. k'.�.;J .0 i,`a...i .wa / 6L;::' L� J - y LIMIT OF EARING t GRADING l ASH HOLLOW INDUSTRIAL PARK 66832 =% 6bzy1 TI-IO!'.45 C. ! SHEILA F. SAKE bb„G USE: INDUSTRIAL — -- - _ --_ ZONE: M-1 rbbss V F3. 183 / PG- �91 40 20 0 40 60 SCALE: 1" = 40' 54- rIPI- I I CL SE: CO I IN usr�r LJJ `` ONE:1 �p I D5. BO I � II II I u:-;I IIIII I 1 � � 1 11 I 1 I .�- �^ \1� `"T I ' r- • �s1 I I I � � �� rn �A Nz— p �� I a I I I I �r•"�xi I 1 1 Jig I w O S 1 � S /1 u2 ACREZ �f Cod roll d 1 Ct�rQlied to Pond , LIMIT OF � C=0.87 = .. LE [ING t GRADING R Der"4 � to Conditio� a- I IF - .r1 -��r-�'rc}� barn 1 \ / • „�be>2 cA AhsaxO22 AC \ Controlled o STR 6 r =6335i�c G_gntr Ilea(t�c °VTR: 7- �; � Y2-1 (GY •6,0.,4 1. 'd-•�' -NY G'r.a37 \ /- IidOYR•6,1.19 � / 6W1 PL.Y�tO � • /pFL�� /' \ �•�• , � � �`L DETAIL �- /% �� ��►/' Sub Area E & S PHASE 11 AND POST -DEVELOPED DRAINAGE AREAS iI \ � I bey / / I EXISTING f � \ Jr f I \ LIMIT OF 'J ,\ I CLEARING t c,nrAGpRY I,A„ F5uFF r�z"Ir's- 54-5'S JACK JOHI SON EXISTING 1 U E: VACANT DI D°. \ION / I ZONE: I-1- � Drs, ily / Pc�;. 4. 2° _ r Grp _.Li-=' • -. �/r A ^�e. \� I \ f 5`r-S-I LIMIT OF JACK JOHNSON CLEARING t GRA ING USE: VACANT / ZONE: 5-2 / 1)5. 119 / PG.. 46� 0.12 A �;I ♦, F ,ntrolled to STR 4 ont oiled to rb r �� I ' IAGAB 04 - -jet-s .._.. 7,� \11 f / 1I z W W Z W o r� ,n It C\2 It �. 101 � I O) �� �62 W I W ,q a. `n �0 c� CD �Q Hw w N O � G � o w� Oj v TUNG NM HIKUSUMA' No. 026715 P4 II �I3Flo s`SIONALyCs W I—� E--+ TH 15 5HE E T TO BE U6E D FOR EIR051ON 4 5 D I MENT CONTROLa AND &WM ONLs Y z Q E- NOTE: IF CONSTRUCTION ENTRANCE IS NOT PROPERLY �1 = U MAINTAINED, A WASHRACK WITH WATER SUPPLY AND Route "T Car Wash ROUTE GAR WASH Ix z �R05(ON/5�D f 1„(�NT CONTROL LEGEND STORM WATER MANAGEMENT NARRATIVE 5WM POND MAINTENANCE SCHEDULE � � E.-I -+ SEDIMENT TRAPPING DEVICE SHALL BE INSTALLED H NO. KEY SYI�'(BOL DESCRIPTION PER FREDERfGK COUNTY PUBLIC WORKS. DRY POND WILL BE CONSTRUCTED FOR THE PURPOSE OF CONTROLLING Q (� Storm Water Management dry pond is provided to control the quantity of post > TEMPORARY GRAVEL CONSTRUCTION THE QUANTITY OF STORMWATER RUNOFF FROM THE PROPOSED RTE -1 GAR 3.02 CE ENTRANCE WITH WASH RACK developed discharge to be less than pre -develop discharge. The rational WASH SITE. THIS POND WILL BE CONSTRUCTED WITH EARTHEN Q RE5PON518LE LAND D15TURBER method was used in determining the pre and post -developed runoff rates. 305 SF X—X X SILT FENCE H draflow 2002 ro ram was used For anal zin the and sizin , and and routine. EMBANKMENTS AND WELL BE PRIVATELY MAINTAINED. THE POND WILL X E- HAVE p g y g p g p g HAVE A 15" REINFORCED CONCRETE PIPE CULVERT OUTFALL WHICH W z Rainfall hydrographs were computed using Frederick County's rainfall duration. The DISCHARGES INTO AN EX15TING� NATURAL CHANNEL. REGULAR � O Q E-i � O NAME: 01.✓1'�' Vir Inia Erosion and Sediment Control Hand Book and Vir Inia Draina e Manual � 307 IP STORM DRAIN INLET PROTECTION g g g MAINTENANCE OF THE DRY POND SHOULD BE CONDUCTED AS FOLLOWS. F-; ►-O CERTIFICATION #; ��g$% were used For determining the coefficients of runoff for post -developed U 3.013 pp D TEMPORARY DIVERSION DIKE conditions. Due to mostly impervious condition (onsite), the time of concentration O DATE. -` /y/06 Q .} of five minutes is used to determine the peak flow to the Pond. I. ALL GRAs5E5 SURROUNDING THE POND AND PIPE CULVERT SHALL BE REGULARLY MAINTAINED. GRASSES SHALL BE MOWED A MINIMUM OF 3.13 sT -►-�-t TEMPORARY SEDIMENT TRAP ONCE PER MONTH DURING THE GROWING SEASON AND ALL LANDSCAPING For SWM embankment selected material shall be verified and approved b to �W THE RE5PON516LE LAND D15TUR5ER pp y DEBRIS SHALL BE REMOVED FROM THE POND TO AVOID BLOCKING THE certified g oetechn i ca I engineer. x a-1(-� 3.18 OP OUTLET PROTECTION 15 THE PARTY RE5PON518LE FOR CULVERT � orfice opening. 01 � Q 04 3.115 CULVERT INLET PROTECTION CARRYING OUT THE LAND D15TUR6ING Sub Area 2 (Controlled to Pond): 2, THE OUTFALL AND THE CHANNEL DOWNSTREAM SHALL BE CHECKED W � 3.20 CD CHECK DAMS ACTIVITY A5 5ET FORTH IN THE PLAN5. Permenent berm is placed, (See Phase 11 E45) to control 1.65 Acres with C value REGULARLY FOR OBSTRUCTIONS. ANY DEBRIS OR OBSTRUCTIONS SHALL a O �,�'~ of 0,8� including future phase development. BE REMOVED AND DISPOSED OF OFF5ITE TO ENSURE PROPER FLOW CONDITIONS DOWNSTREAM OF THE OUTLETS. THE CHANNEL AND BANKS LCCx - - LIMIT OF CLEARING E GRADING DOWNSTREAM OF THE OUTLET STRUCTURE SHALL ALSO BE INSPECTED Post -Development peak discharge of the lyr, 10yr and 100yr are routed through FOR EROSION. ER06ION OCCURRING NEAR THE OUTLET STRUCTURE SHALL � the pond's riser structure. The lyr, 10yr and 100yr peak discharge From the pond BE STAF3ILIZED BY THE PLACEMENT OF ADDITIONAL RIPRAP. ERODED E- DRAINAGE DIVIDES minus the uncontrolled peak discharge from Sub Area 2A are less than the AREAS OUTSIDE OF THE RIPRAP AND OUTLET STRUCTURE AREA MAY BE O Pre -Developed peak discharge of Sub Area 2 U STABILIZED WITH APPROPRIATE VEGETATION. For a complete riser detail and pond routing computations (See sheet 4). 3. THE DAM EMBANKMENT SHALL BE MONITORED AND INSPECTED A w CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED AND TACKED MINIMUM OF ONE TIME PER YEAR AND AFTER SIGNIFICANT RAINFALL WITHIN 14 DAYS AFTER START OF GRADING, OR SODDED AND PEGGED WITHIN EVENTS TO LOOK FOR EVIDENCE OF EROSION, SEEPAGE, CRACKING, OR DATE: MAY, 2003 14 DAYS AFTER START OTHER SIGNS OF FAILURE OR POTENTIAL FAILURE. ESLGND2 SCALE: AS SHOWN DESIGNED BY: NTA/JNT JOB NO. 2803B SHEET 3 OF 8 0. x — ;c KTE. '1 2 COLS Lary -77 UP Ear•. — _ EX. 20, 9AN. 9EUIER ESMT. i 40 20 0 40 60 5G,4LE: 1" = 40' SPEED LIMIT 25 MP nnZ2: ASH HOLLOW INDUSTRIAL PARK 54-5-3 THOMAS C. s SHEILA F. SAKE USE: INDUSTRIAL ZONE: M-I D5. 1&3 / PCs. 991 LIMIT OF CLEARING t GRADING 41-IES R. t K NS JR. SE:' COMM✓ R .x INDUSRTI �x AL . ZONE: � '! M O 3 MODIFIED 1`14-1-1 43' - 15" RCP CL III • 05% ALL CGNGRETE TO BE CLA55 A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. FOR COMPLETE INFORMATION SEE VDOT ROAD AND BRIDGE STANDARDS VOLUME ONE, I996 WEIR A-6" DIA. ORFICE (CORE DRILL) MODIFIED MH-I RISEF 43' -15" RCf PLASTIC SOLUTIONS INC. FLAT ROOF RECT. TRASH RACK BOLT TRASH RACK TO STRUCTURE W/ 2" SS ANCHOR BOLTS a .. 10'-2"X2" GALVANIZED ANGLE IRON FOR SUPPORT BOLT TO CONCRETE U)/ 6- 2" GALVANIZED STEEL 0 IOOYR WS ELEV. = 61LIS FT _ ANCHOR BOLT$ • 4" O.G. p IDYR WS ELEV.. 610.14 FT V IYR WS ELEV. -61036 FT 669ID0 b" ORIFICE AT bbill0rh (CORE DRILL) �y BUOYMAN7 - 6' DIA-6" CONCRETE SLAB FOR RISER BASE SECTION - PRINCIPAL RISER STRUCTURE PROFILE NTS TOP VIEW - PRINCIPAL RISER NTS ' 100 YR 15olSLEV. 61139 610.14 F'-��Iei)YRELEV.! El i (010 670 RIP RAP CL I TYPE I w I i I 43'- 5" RCP cp. 665 m ......_. - .4_­­ _ . __' J-.. - ---- � I V- w QQ 0� I _ u W z 10 +00 10 +51'0 11400 11450 DRY POND STM STR 1-2 Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (tuft) Inflow hyd(s) Maximum elevation (it) Maximum storage (tuft) Hydrograph description 1 Rational 1.52 1 5 455 - - - Pre-Dev Sub Area 1 2 Rational 1.82 1 5 546 - - - Pre-Dev Sub Area 2 4 Rational 0.71 1 5 214 - - Post-Dev Sub Area 1 Uncontrolled 5 Rational 0.31 1 5 94 - - - Post-Dev Sub Area 2A Uncontrolled 7 Rational 6.03 1 5 1,809 - - - Post-Dev Sub Area 2 To Pond 9 Reservoir 0.90 1 9 1,731 7 670.36 1,494 Post -Total discharge Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Post -Total discharge Hydrograph type = Reservoir Peak discharge = 0.90 cfs Storm frequency = 1 yrs Time interval = 1 min Inflow hyd. No. = 7 Reservoir name = Pond 1 Max. Elevation = 670.36 ft Max. Storage = 1,494 cult Storage Indication method used. Outflow hydrograph volume = 1,731 tuft Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.05 3.62 669.42 0.28 0.26 -- ----- --- --- ---- ---- ---- 0.26 0.07 4.82 669.72 0.60 0.57 ---- ---- --- -- ---- ---- -- 0.57 0.08 6.03 << 670.04 0.76 0.76 -- ---- -- -- ----- ---- ---- 0.76 0.10 4.82 670.17 0.82 0.82 ---- --- -- -- -- --- 0.82 0.12 3.62 670.27 0.86 0.86 -- -- - -- -- ----- ---- 0.86 0.13 2.41 670.33 0.89 0.89 - -- -- - --- ---- --- 0.89 0.15 1.21 670.36 0.90 0.90 - --- -- --- -- --- -- 0.90 << 0.17 0.00 670.35 0.90 0.90 - ---- -- - -- - - 0.90 0.18 0.00 670.32 0.89 0.89 - --- - - --- -- - 0.89 0.20 0.00 670.30 0.88 0.88 - --- - -- --- -- --- 0.88 0.22 0.00 670.27 0.87 0.87 --- --- - - - --- -- 0.87 0.23 0.00 670.25 0.85 0.85 - -- -- -- ---- ---- 0.85 0.25 0.00 670.22 0.84 0.84 - --- -- - -- ---- -- 0.84 0.27 0.00 670.20 0.83 0.83 - -- - - -- -- - 0.83 0.28 0.00 670.17 0.82 0.82 - - _ -- --- -- -- 0.82 0.30 0.00 670.15 0.81 0.81 - --- -- - - - -- -- 0.81 0.32 0.00 670.13 0.80 0.80 - - --- -- ---- --- - 0.80 0.33 0.00 670.10 0.79 0.79 --- -- -- --- - -- 0.79 0.35 0.00 670.08 0.78 0.78 - -- -- - ____ -_ -_ 0.78 0.37 0.00 670.06 0.77 0.77 --- -- ---- - --- -- - .0.77 0.38 0.00 670.04 0.76 0.76 -- -- -- -- --- --- -- 0.76 0.40 0.00 670.01 0.75 0.75 - - - - - -- -- 0.75 0.42 0.00 669.98 0.73 0.73 - - -- - - --- -- 0.73 0.43 0.00 669.92 0.69 0.69 - - - - -- ---- - 0.69 0.45 0.00 669.87 0.67 0.66 - - - - -- ---- -- 0.66 0.47 0.00 669.82 0.66 0.63 - -- - -- - -- -- 0.63 0.48 0.00 669.77 0.64 0.60 - - -- -- -- --- -- 0.60 0.50 0.00 669.72 0.61 0.57 -- -- - -- - -- -- 0.57 0.52 0.00 669.68.. 0.56 0.54 -- -- - -- -- - --- 0.54 0.53 0.00 669.64 0.52 0.50 - -- -- -- -- -- --- 0.50 0.55 0.00 669.60 0.47 0.47 - __ - _-_ - _- -_ - 0.47 0.57 0.00 669.56 0.45 0.43 - -- - - --- -- -- 0.43 0.58 0.00 669.53 0.42 0.40 -- - - -- -- - --- 0.40 0.60 0.00 669.50 0.40 0.37 - -- -- - --- -- --- 0.37 0.62 0.00 669.47 0.36 0.33 - - - - -- -- --- -- 0.33 0.63 0.00 669.45 0.33 0.30 - - --- - -- ---- 0.30 0.65 0.00 669.42 0.30 0.27 - - - --- - - ---- --- 0.27 0.67 0.00 669.40 0.27 0.24 - - - - - - 0.24 Hyd. No. 9 - Reservoir -1 Yr - Qp = 0.90 cfs - Post -Total discharge 0.0 0.2 0.5 0.7 1.0 1.2 1.5 1.7 1.9 2.2 2.4 Time (hrs) / Hyd. 7 / Hyd. 9 Reservoir Report Page 1 Reservoir No. 1 - Pond 1 Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (scift) Incr. Storage (tuft) Total storage (tuft) 0.00 669.00 10 0 0 1.00 670.00 1,506 758 758 3.00 672.00 2,604 4110 4868 5.00 674.00 4572 6:776 11:644 6.60 675.50 5,300 7,104 18,748 Culvert I Orifice Structures Weir Structures [A] [B] [c] [D] [A] [B] [C] [D] Rise In = 15.0 6.0 0.0 0.0 Crest Len It = 12.60 0.00 0.00 0.00 Span In = 15.0 6.0 0.0 0.0 Crest El. ft = 672.00 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. It = 669.00 669.10 0.00 0.00 Welr Type = Riser - - - Length ft = 43.0 2.0 0.0 0.0 Multistage = Yes No No No Slope % = 2.20 1.00 0.00 0.00 N-Value = .013 .013 .000 .000 CAL Coeff. = 0.60 0.60 0.00 0.00 Multistage = n/a Yes No No Exflltraflon Rate - 0.00 INhr/sgft Tailwater Elev. = 0.00 it Note: AU oublom have bean analysed under Inlet and outlet controL Stage I Storage / Discharge Table Stage Storage Elevation CIvA Civ B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Total It cult It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 669.00 0.00 0.00 - - 0.00 - - - - 0.00 1.00 758 670.00 0.74 0.74 - - 0.00 - - - - 0.74 3.00 4,868 672.00 1.51 1.47 - - 0.00 - - - - 1.47 5.00 11,644 674.00 12.35 0.06 - - 12.25 - - - - 12.31 6.50 18,748 675.50 14.32 0.03 - - 13.75 - - - - 13.78 Hydrograph Summary Report Pagel Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time Interval (min) Time to peak (min) Volume . (tuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cult) Hydrograph description 1 Rational 2.25 1 5 674 - - Pre-Dev Sub Area 1 2 Rational 2.70 1 5 809 - - - Pre-Dev Sub Area 2 4 Rational 1:06 1 5 318 - - Post-Dev Sub Area 1 Uncontrolled 5 Rational 0.47 1 5 140 - Post-Dev Sub Area 2A Uncontrolled 7 Rational 8.94 1 5 2,682 - - Post-Dev Sub Area 2 To Pond 9 Reservoir 1..06 1 9 2.603 7 670.74 2,286 Post -Total discharge Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Post -Total discharge Hydrograph type = Reservoir Peak discharge = 1.06 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 7 Reservoir name = Pond 1 Max. Elevation = 670.74 ft Max. Storage = 2,286 cult Storage Indication method used. Outflow hydrograph volume = 2,603 cult Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.03 3.58 669.28 0.11 0.10 -- -- - - -- - - ----- 0.10 0.05 5.36 669.61 0.48 0.48 -__ ____ ____ _- ____ __ -_ 0.48 0.07 7.15 670.02 0.75 0.75 ----- --- ---- - - - -- - 0.75 0.08 8.94 « 670.23 0.85 0.85 -- - -- - - -- -- --- - 0.85 0.10 7.15 670.44 0.94 0.94 ---- --- -- -- -- - -- 0.94 0.12 5.36 670.60 1.00 1.00 --- -- -- - - - 1.00 0.13 3.58 670.70 1.05 1.04 - ---- - - - - -- -- -- 1.04 0.15 1.79 670.74 « 1.07 1.06 --- - -- -- - - -- 1.06 << 0.17 0.00 670.74 1.06 1.06 - -- -- -- -- - - -- - 1.06 0.18 0.00 670.71 1.05 1.05 - - -- --- -- - - - 1.05 0.20 0.00 670.68 1.04 1.04 - - - - - - -- - 1.04 0.22 0.00 670.65 1.03 1.03 --- -- - - -- - - -- - - 1.03 0.23 0.00 670.62 1.01 1.01 - --- -- -- -- - --- 1.01 0.25 0.00 670.59 1.00 1.00 -- - -- - -- -- 1.00 0.27 0.00 670.56 0.99 0.99 - - - -- -- - -- - - 0.99 0.28 0.00 670.53 0.98 0.98 - - -- -- - - --- -- 0.98 0.30 0.00 670.50 0.97 0.97 -- -- -- --- - - - - -- 0.97 0.32 0.00 670.47 0.95 0.95 - - - - - -- - -- -- 0.95 0.33 0.00 670.45 0.94 0.94 -- --- --- ---- -- --- - 0.94 0.35 0.00 670.42 0.93 0.93 - - -- -- -- - - - 0.93 0.37 0.00 670.39 0.92 0.92 - --- - -- - -- - 0.92 0-38 0.00 670.37 0.91 0.91 - -- -- - --- -- 0.91 0.40 0.00 670.34 0.89 0.89 - -- -- - -- -- - 0.89 0.42 0.00 670.31 0.88 0.88 -- -- -- --- -- - - - 0.88 0.43 0.00 670.29 0.87 0.87 - - - -- -- -- - - - 0.87 0.45 0.00 670.26 0.86 0.86 - --- -- - -- - 0.86 0.47 0.00 670.24 0.85 0.85 - - - --- -- -- -- 0.85 0.48 0.00 670.21 0.84 0.84 - - - -- --- ----- - - 0.84 0.50 0.00 670.19 .. 0.83 0.83 -- - - - -- - - --- 0.83 0.52 0.00 670.16 0.82 0.82 -- -- - -- ___ -__ ____ 0.82 0.53 0.00 670.14 0.81 0.81 - -- - --- --- - 0.81 0.55 0.00 670.12 0.79 0.79 - - -- -- - - -- - 0.79 0.57 0.00 670.09 0.78 0.78 - - - - - --- - - -- 0.78 0.58 0.00 670.07 0.77 0.77 --- -- - - -- --- --- - - 0.77 0.60 0.00 670.05 0.76 0.76 - -- - -- - - 0.76 0.62 0.00 670.03 0.75 0.75 - _____ _- ___ _-_ -_ -_ 0.75 0.63 0,00 670.01 0.74 0.74 -- -- - - -- - - - - - - 0.74 0.65 0.00 669.96 0.71 0.71 -- --- - - ___ ___ -_ 0.71 Hyd. No. 9 - Reservoir -10 Yr - Qp =1.06 cfs - Post -Total discharge 1 w CJ 0.0 0.3 0.5 0.8 1.0 1.3 1.5 1.8 2.0 2.3 2.5 Time (hrs) / Hyd. 7 / Hyd. 9 PRE -DEVELOPED PEAK DISCHARGE SUMMARY: Strom Event Pre -Develop Peak Sub Area 1 Pre -Developed peak Sub Area 2 1 YEAR 1.52 CFS 1.82 CFS 10 YEAR 2.25 CFS 2.70 CFS 100 YEAR 3.07 CFS 3.69 CFS POST -DEVELOPED PEAK DISCHARGE SUMMARY: Strom Event Post -Develop Peak Sub Area 1 Uncontrolled Post -Developed Peak Sub Area 2 Controlled to Pond Post -Developed Peak Discharge Sub Area 2A Uncontrolled 1 YEAR 0.71 CFS 6.03 CFS 0.31 CFS 10 YEAR 1.06 CFS 8.94 CFS 0.47 CFS 100 YEAR 1.45 CFS 12.22 CFS 0.64 CFS ROUTED PEAK DISCHARGE & SUMMARY Strom Event Allowable Peak Discharge For Routed Peak Pond Efficiency Pre-Dev. Sub Area 2 Discharge Minus For Sub Area 2 Post-Dev. Sub Area 2A 1 YEAR 1.51 CFS 0.90 CFS 167 % 10 YEAR 2.23 CFS 1.06 CFS 210 % 100 YEAR 3.05 CFS 1.22 CFS 250 % Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time Interval (min) Time to peak (min) Volume (tuft) Inflow hyd(s) Maximum elevation (ft) qstorage Hydrograph description 1 Rational 3.07 1 5 922 - -Pre-Dev Sub Area 1 2 Rational 3.69 1 5 1.106 - - - Pre-Dev Sub Area 2 4 Rational 1.45 1 5 435 - - - Post-Dev Sub Area 1 Uncontrolled 5 Rational 0.64 1 5 191 - - - Post-Dev Sub Area 2A Uncontrolled 7 Rational 12.22 1 5 3.666 - - Post-Dev Sub Area 2 To Pond 9 Reservoir 1.22 1 10 3.588 7 671.19 3,195 Post -Total discharge Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Post -Total discharge Hydrograph type = Reservoir Peak discharge = 1.22 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 7 Reservoir name = Pond 1 Max. Elevation = 671.19 ft Max. Storage = 3,195 cult Storage Indication method used. Outflow hydrograph volume = 3.588 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.03 4.89 669.38 0.23 0.21 - --- -- - - - --- 0.21 0.05 7.33 669.83 0.67 0.64 - -- -- - - - - --- - 0.64 0.07 9.78 670.17 0.82 0.82 - - - --- --- --- -- 0.82 0.08 12.22 << 670.46 0.95 0.95 -- --- --- - -- - --- 0.95 0.10 9.78 670.75 1.07 1.07 - ---- - -- - -- -- - 1.07 0.12 7.33 670.97 1.17 1.15 - --- - - - -- - -- 1.15 0.13 4.89 671.11 1.25 1.19 - - - - -- - - -- 1.19 0.15 2.44 671.19 1.28 1.22 - - --- __ -_ - - 1.22 0.17 0.00 671.19 « 1.28 1.22 - -- - - -- -- -- 1.22 << 0.18 0.00 671.15 1.27 1.21 - - --_ - - - 1.21 0.20 0.00 671.12 1.25 1.19 - - - - - - - -- 1.19 0.22 0.00 671.08 1.23 1.18 -- -- -- ___ - - -- 1.18 0.23 0.00 671.05 1.21 1.17 - -- -- - - --- - 1.17 0.25 0.00 671.01 1.19 1.16 -- --- - - - - - - 1.16 0.27 0.00 670.98 1.18 1.15 - --- - - - --- -- - 1.15 0.28 0.00 670.95 1.16 1.14 - - --- - - - -- 1.14 0.30 0.00 670.91 1.14 1.13 - - - - - -- - - 1.13 0.32 0.00 670.88 1.13 1.11 - --- - -- -- -- 1.11 0.33 0.00 670.85 1.11 1.10 - -- - -- -- - - 1.10 0.35 0.00 670.82 1.10 1.09 -- - - -- - - - --- 1.09 0.37 0.00 670.78 1.08 1.08 - -- - -- - - - 1.08 0.38 0.00 670.75 1.07 1.07 - -- --- - - - 1.07 0.40 0.00 670.72 1.06 1.05 - - - -- -- -- - 1.05 0.42 0.00 670.69 1.04 1.04 - - -- -- - -- - 1.04 0.43 0.00 670.66 1.03 1.03 - - - - - - -- 1.03 - 1.02 0.45 0.00 670.63 1.02 1.02 - - - - - - - 1.01 0.47 0.00 670.60 1.01 1.01 - - - - - - - 0.99 0.48 0.00 670.57 0.99 0.99 - - - - - -- - 0.98 0.50 0.00 670.54 0.98 0.98 - - - - - - -` 0.97 0.52 0.00 670.51 0.97 0.97 -- - -- - -- - - 0.96 0.53 0.00 670.49 0.96 0.96 - - - - -- -- - - -- 0.95 0.55 0.00 670.46 0.95 0.95 -- - - - - - 0.93 0.57 0.00 670.43 0.93 0.93 - -~ -- - - - -- 0.92 0.58 0.00 670.40 0.92 0.92 -- -- -- - -- -- - - 0.91 0.60 0.00 670.38 0.91 0.91 -- - - - - -- -- --- 0.90 0.62 0.00 670.35 0.90 0.90 -- - - - - - - 0.89 0.63 0.00 670.32 0.89 0.89 - --- - - -- -- 0.88 0.65 0.00 670.30 0.88 0.8$ - -- - -- - -- Ci Hyd. No. 9 - Reservoir -100 Yr - Qp =1.22 cfs - Post -Total discharge 1 1 0.0 0.3 0.5 0.8 1.1 1.3 1.6 1.9 2.1 2.4 Z.7 Time (hrs) / Hyd. 7 / Hyd. 9---- --- 0 Z LU W M CD M W O CID 0 CO 4 CCO 00 cD dA �� I rn O I CV to C\2 Uj 4-) Q) O W 0 0) O .4 to Q Cr to 114to CD .Q E� G=a rn A rn rn •a 1y Q O tll � �� o W rz z 0 di A OF �f � O v TUNG NIKI ADHIKUSUMA9 No. 026715 `SIGNAL z O I� E-+ E- a O E-i _ H 1� t� E-+ � Q4 E 1 QO Q� wo z U �� � � U z � c Q W � E4 O U) DATE: MAY, 2003 SCALE: 1" = 20' DESIGNED BY: NTA/JN JOB NO. 2803B SHEET 4 OF 8 r, m BUILDING NOTES: 1/2"IP1= i `\ S4- -i'P I I I( �I '�1 1 1 1 I ALL BUILDINGS SHALL COMPLY WITH THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE AND SECTION 304, USE GROUP B (BUSINESS) OF THE BOCA i \ \ I 'CLARKE /CH��i'SL Z NATIONAL CODE/1956. OTHER CODE THAT APPLIES IS CABO A 111.1-c32 USABLE i ; \ \ ' PLYM04TH AND ACCESSIBLE BUILDING AND FACILITIES. I \ \ \1 I { VSE: C�f"iMRt�4 L W OWNER SHALL APPLY FOR CHANGE OF USE PERMIT ID REQUIRED FOR THE EXISTING HOME ON THE PROPERTY. � � i � \ { INDUSi�T� Li Ii ZONE � i I Z �3 BUILDING PERMIT SHALL BE REQUIRED FOR SIGNS AT THE FRONT OF PROPERTY. EGRESS DOORS SHALL MEET THE REMOTENESS REQUIREMENTS IN BOCA. \\ ! 1 % JACK JO-INSON ! \r i I I I I {► I 11 'Z UJ CHAPTER 11 OF BOCA SPECIAL INSPECTIONS SHALL APPLY WHERE REQUIRED \ \ i i USE: VACANT I I 1I i I I I 1 i l � I � o CD CO (SOILS, CONCRETE, STEEL ETC.) 1 \ \ \ I / ZONE: 5-2 � I / I I I _ ( !©�� H I i I I �N_ uP) � � wt A DEMOLITION PERMIT IS REQUIRED TO REMOVE THE EXISTING STRUCTURE. \ I O D B. 717113 / PCB. 4�o / j 1 ! i I 1 �, n , { i �"'� 1 I Q °� .� co o � PRIOR 70 THE DEMOLITION AND REMODELING OF EXISTING STRUCTURE AN ASBESTOS INSPECTION SHALL BE PREFORMEDIN ACCORDANCE TO SECTION \ ( \\ -' / ONE WAY / 274,86 SIGN --"' u7 110.13 OF THE VUSBC \ I \ .- '' N 02•19'22" E / Now �r I I I I '" 9 I cv Lo t- OWNER CONTRACTORS NOTES: \ \ 1.5 I F I „�.. \ I 1 , '�"" \ / ...� GG - 6 -- 1-3G i5 D 81EP to 8>a m 93 I I 81Tc /8145 / i I i -. �, rn ,I f Sl 63 / Tc / ! I 1 i 0 rn .. E3 i rn U iC i I ' ! �" W a4 W o 0 L" 1. CBR TEST SHALL BE FIELD VERIFIED BY A CERTIFIED GEOTECHNICAL \ i x 5 82 1 / �3_ �``' -- - 36' EP C R= / m €-P G- { I C1 m C BOLLARD / O 5.5 I I 1 n a a) ENGINEER TO DETERMINE FINAL PAVEMENT SECTION. 1 j I R=ZS� �2€P _. _ GONG. BOLLARD - 80, I I / { ( i I ' ! ! I i Lo 2. EXISTING SEPTIC SYSTEM SHALL BE FIELD LOCATED BY CONTRACTOR, DISTRIBUTION BOX SHALL BE PUMPED OUT THEN CRUSH AND FILLED. Q / ) �U / /I 0 / OVERHEAD / ' S DOORS / / I I i I I I O C� f /�-- I I ! - M A 3. CONTRACTOR SHALL APPLY TO FREDERICK COUNTY HEALTH DEPARTMENT / I t / l) �1� I 2 , T�-p �' I OV RHEI�4D / .4 I I i { i I i 0 (P I ! ai o FOR WELL ABANDONMENT PERMIT. / f3-BAY / / w� �-- STqq P OP06ED TNV5 NEET) �� PHASE II OORS / i J I I i1I i / j I Z - 1> i I, 6URB U: { ► rn cu 0, 4. PRIOR TO CLEARING AND GRADING WITHIN THE EXISTING 50 GA5 LINE EASEMENT SHOWN ON THE SITE PLAN, CONTRACTOR SHALL NOTIFY / f 05E D TAIL `. / / / �, \ / r Affk�j�OX,I i / ALrrOMOTIVE SERVICE/LURE \ INGRESS/ 1 9 T G �_ (CENTER 1' EGRESS I { GEE DT ILO H15 SHEET -- \6 I� "{ I I �,,66� �j 05 I i I -U CA I V � j N w ul SHENANDOAH GAS. / 15 / ! / X. UT T \ X - ',�G ' _ . O 11,991 S.F, 12 DOORS = i } i l _ �-- Z 5. EXISTING 10" WATER LINE ALONG RTE. '1 SHOWN AS APPROXIMATE, CONTRACTOR SHALL FIELD VERIFY EXISTING HORIZONTAL AND VERTICAL / \ / / TESTS I / / I �-�+ 50, fFF=682.10Pl �.� �' - .st r I C/ --�, a„-'-- '�--• I T P ( I W 0 82 p I \\ I T I I Q 2EP CONC. B�JLLARD \ I \ i iLO I LOCATION. / / (JACK80 �: �` 1 META CAP _ S`E1=✓`iDE� L _ 61 , n N L w I �-5 SPA- \ Y � , xt& W T TAP � MAY BE R I�DG Cis: I x 82 SHEET 7 I / +s RAGE 1 ' �` t I EXIT r T I ICJ' ,� --) 6. 10 XS WET TAP SHALL BE PERFORMED BY F.C.S.A. h / .. -� I 83 D J ,2 P , 2 81 EP SIGN - __ 2 ��, ° S 11 j _ I :. S1 �, 1. SELECTED MATERIALS FOR SWM EMBANKMENT SHALL BE VERIFIED AND APPROVED BY A CERTIFIED GEOTECHNICAL ENGINEER. � � � � i C/O `' �, ` / W/ METAL GAi� x r R=2,� —�--..,,_.�, r � �.; w. ". .,�. ..� � u 4,� cJ. AN LAT - `20' � �, �/� ''M`METER ' ' � I W/L -'�� � I I � 8. ALL DENUDED AREA SHALL BE PERMANENTLY SEEDED 1 / p fi�RQ�P. DUi�'iPTER -.� 82 - _ 5TA- i1+92.31 EP R-1 90° BEND 1 EP '�,� R 10' � --_ I � „ V I 1 �. ST PIT 81TciN / IP P W � 6-m \ \I ^ I�AD / ENC OSURE �`� �_ . 5. 8 R= imO'83 � c _.� I=I/5EETAI �)�'SIGN �b2 � 11+0Ia EXIT � � 1 } �� Sy251 Af= aC. iE 1 W1 LOCATION 1 � 14 R R = 50' EP C�j-2 CONT' A.�; c ! ICIT �=1� - E`LD VERIFY `'- • "' a • . °: y n t' ' : ,°.:. '' °:• . a, .. 53 ..,.° CATAG� of;R ►' n,4 a BUFI= P 00 � PROP. FH ASS MBL g� E� g LE R= 25 W/ CONC. BOL ARD 80EP (SEE DET � � � c R= 121' MIN. 1 4 I e - cs� ` A5 ' c 5 1 ` I 1 i- M Rs. i l ,\ `\ 1` / F T U'R E 28 9 E 1 /2 I i F _ _ - 1 Ill \ �- PHASE � EP (4 j I I - i n 6 FUTURE 1-1/2L" METER _G q__ 5 S� '6g� S P AREA IL INCH __ 1--a-5 -, I �G -- •�._... LF wq �p i � INSTALL 1-i/2" SERVICE LINE/4 CAP `�qY ( ` I ! I W E-� 16 A 16 " /�� �, 9E0 \ U ' FOR FUTURE USE `S�UBMITTED� �I 2 l I rn A . REBAft _ \ II U� (TOXE 54 5 -\9 Z :: 1 UNDENEW SITE PL F. ) : + WATER R= S� IlP — I ) I { cn -(j O I I c2-24" OP •.. 11 : F WH 9T OR EEL OP J,4CK J0�1 SON - . � I - �I � 6 RECOVERY �F wAg ! I { { _ /� x' - 8AY 7H `_ t - { C) rn (P GREA�1�„� -51�STEM i ! j 1 � 1 USE: VACANT N 1 04 Q- l w 79 EP ..._.. _ -- - INTERCEPTOR (BY OTHERS) (BY OTHERS) I � O� SECTION A -A 1 ZONE: 1..� _� p i�', : �6 �8 "� ii /.:. �1 EP'` R=15,�6s1.� 1 DB. -i1g / PG. �o2� �o I -AT. Sf�iUB OUT /. �� J •a % I { {l t-- -} S�l�wq li- �j I I I --- ears I V TUNG N ADHIKUSUMA9 "d No. 026715 WHEEL STOP DETAIL 1 _ ZQ G �� D s` � 40 \ � � PR P. 4" S r �p N LAT _-- - t I t," F',4� � � -4 I \ I y �� 14 R=2 r�=�6g►. i I SETB A N 4 PHASE I ,, 9 I I I i I { �0 -4 sS ZONAL IY, � -° ~ =-ara5 -�- / S S TOP qw sH /o S 3 i I FRO I �' I I I Y U1115 -A l I� A PAVEMENT NIr?,:NP.S' �� Q 110 II I W/ M ,A�rAP CA SRO g / ' 5EE ETAIL Q1 I 1 C,4&. SE,D NCB E S/ / ^� UN 2' CURB CUT • iL 1 HYPE A E, \ /'° „ g0 `�\ i Q 6 SH T 1 3 -4SN S88,I5 j ( A- EG 4 2' !. roi4 \ BLDG. MOUNTED 64t5 , ONE WAY SIGN DO R 1 / a = C-. R 2 a. \ f --�, 6 7 x au �'- ra wgSN fL r I I I ( { w 1> EX.SEPT =6 TO BE sum X. BLDG. REMOVED -i 10 I rn f VDOT SPEC. \ \ 1 1 6 .36 lI 7� \ "i r OYR=6.14 \ I ` 1 �/ lYR=6roll R2Uzi' �'l' DEMBOLISHE autow �� Bqr �` H-25-NY OPLA5T B DG. MQl1N1;�D i t`A DF NOT Nl _R I R=.A 414.03, CL. I, /' I IO0YR=6C3 \\ .... 6A OLID G TE MH st0 9 / / \ Q%r' , " I U) mr TYPE A _ _ -N ' 5WM PON� 1_. DUT - 9.0 I . �'' U1 � 0a 20 8� 4O TC C, 8!D T } ,. - C� 80 /�9Tc l I Q� i _ . �1% I � i � � � � INV � RISE] f 1 T/ FE I &CUFFER DETAIL ��� E / \ j _ .__ _ _. � 4 -- 3� � \ - - l EE . IL . _ _ / NOT TO SCALE P O2 ` 93 / 4 =5' ;. 'n _ � - -� V �'�:�- --~ -501 _. �- - 07 5 - IID �9EP 80 H.G. RAMP---- U 9 f 80EP I I � 79 Tc I � YLOPLj 6f CUR � -. I 1 R 5��" .1 GRAVE `tNL& 25 SEE Dt,TA14 / i � (� Q Q(� Ot-scu I j ��, ropy / \ 6 1TC , �\ I j� // 30' CG U _ R=5 % 79 •, . CG-12C fSHE�'r I I! I N i c + - 0 W / \\ 0 -12Tc / , PROPOSED GENERAL OFFICE v x , '� Czw � f 4 �i �o � i l I U) � E-' ..._. : • , _ i915 Ex. uJa (�j STORY STORY I5RK. (L '� ~'' 1 1 IEw_, Bf 3 / ` CFIll / - _ -- - - f I d O (D Z ME Lt G. 14 �,/ P-_ E - � gs � (z, O E, \ 1.`15 " I i =' _ .. " _ Y E c% "' . f 1 _ _ul" $1 x _ _ / i i }-{ D - a // W-i i, 1 -'� / 5-1 \ _ 1_+ �m -- - _-- Rs s d2 ``� t To ram. - II . % �,- ► 5' IF',4fi�K N S,E I f5A i�'�'-r.� _ _ _ __ _ ��>� I�. -- _�-- , I - r '1 --"--- i a �• r) W __ _ _ _ `�, \ r 14 -__ _ :w -- -__ _ - - _----�� --- - - - _ _ ms -„� i , �Y�? - to-- cur T- _+�4L _ - - �' Y �2.: �.�. _ _ _ _-- --_ _ _ -- __ � r � _ -- = .-:��2 - = --t�1�4T 1'��TEiz AS�Efi�i-��1' T PROYID� __ _ _ EF— __ - - - -- - --- --� - V�l C CONTRACT SNAIL BL U W �w w .r...-a _ - -- .�,� '--- _ J -r r��1-IA�I.�1SJ , T4 Pi�QP ADE `� r-y- __ - -----T E � _ -� S I� 1-4 1 gfj ---5 _� >t � 68 EP (DEEP D 15� cG-11 i 48 - ---- _ — -io EP— ;� 78 -�. ,m Il RTE. "16 2 COLE LANE t� t� ` -- ---�: Z �Y _ r"f iST.4,NCE U� __ A "� - - �' 2 52 (TYR) _ C _ � 1 /44 &, �% �- -� �- - a+�m , f _ E Si''D LIMIT 2� i`1P APPROX. EX ��fl UJ/L L0�1 TION 12+50 , �"-.-----,4F'PROX. a 82s2� R0 PR©�'._^ �4 ROX. C/L _ 280' 1=ROM ;- - - - --- CONTRACTOR Si-1A 1='iE�D VERIFY E P _ ,��, TO C -COLS LANE). FT 1 ..A p / / -Y = r ` ` _; _ _ - " - ✓" -END �- - -____ - - _-- ASH HOLLOW INDUSTRIAL PARK E4- -1O � � 1. - - A . K NS J . J MSS R I� R USE: COMME I AL 54 _ 5 _ 3 THOMAS C. 4 SHEILA F. SAKE INDUSRTI �� � � � DATE: MAY, 2003 L-A ND" ILF/ / ��^ EX. 2G,' ' 6,4N. SEWER E81-IT. �, USE: INDUSTRIAL ZONE • M -1 O DS . SOO / .F 31 SCALE: 1" = 20' T -' / Q D B. 183 / PCB. 991 N J / / ,! �'` `�/ 2O 1m O 2O 4O DESIGNED BY: NTA/JN fiR0,4D UJ,4,r' TO 5E OPEN CUT 1"iET1-IOD JOB NO. 2803B rjCALE. V = 20' SHEET 5 OF 8 TEST e CATALRY "A" R WNW PIROI T NN 72It .Wa I I tMumum CAP e / L L , Al CA PPR73F lrHD LI"N7' 7!/ //' ~,'. - E 1 / ASH HOLLOW INDUSTRIAL PARK � 1 / F / Y � �J ur ,b LAT N i� / /(y(y 113V.Fd98d aff 9.¢p THOMAS G. ! SHE ILA F. BAKE �, USE: INDUSTRIAL Ex.1v' a<N star: rrx T. ZONE: M-1 ROAD WAY TO 8E OPEN CUT METHOD aMES R. WI m: COMM! MUM TONE, D8. am / { FOR 5AN I TARY AND { SIGHT DISTANCE ONLY SCALE: P = E0 10 EP G/L EP cnTEND 21-B 1' SEYOND EP/ BACK OF CURB PROP, PVMT. SECTION 1-1/2" - SM-12.5A 3" - 5M-25.0 all - 21-8 TYFIC4L ENTF�,)/4NCE SECT ON NOT TO SCALE 5ANITARY LATERAL SCkEIDULE ONS I TE TYF I CAL FAVE1 LENT 5E CT I ON NOT TO SCALE NllMl/7*11/�1//l1'1I�1/�1/�� g. PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALUE OF 10. SOIL TEST OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION, PVMTSECT MH: B MH: A SLOPE: 0.048 LENGTH: 296.60 Low Invert: 657.77 Upper Invert 672.0 LOT No. STATION INVERT @ MAIN CROWN @ MH LENGTH OF LATERAL SLOPE OF LATERAL RISER HEIGHT STATION @ RISER END INVERT OF LAT. END FINISHED GRADE BASEMENT REMARK FLOOR ELEV. CARWASH 2 + 96.6 671.5 671.83 113.0 2.00% 0.0 0.0 674.09 680.47 681.50 EX. BLDG. 2 + 96.6 671.5 671.83 100.0 2.00% 3.0 95.0 676.83 679.60 683.24 AUTO SERVICE 2 + 96.6 671.5 671.83 210.0 2.00% 0.0 0.0 676.03 682.00 682.10 ,sa (075 rnlirol 6(05 685 EX. CxRADEf _O� PROP, GR,4D1= I r` d u- cn V J O LIL I 36" GwER MIN. Nz !i _OO.� � ► I x Ajw13 1Lo� �J I x _ 8" W/L - SDR 21 l l'1 1l J. -10 W I i W._LL Q-q W W _ 4 .Z1-7 } 1 i 10+00 10+50 11+00 11+50 12400 12 +50 WATER LINE SCALE: HORZ.- I"=50' VERT.- 1"=5. WATEiz L INE SCALE: NORZ.- P=50' VERT.- P = 5' _.. I ' �. 4 t^ ICL_ ro85 (09ID E I (STING GRAPE 1. _ .. P OPOSED CzRADE I 685 �4". MIN. . 6801:: _ ... 24" ; RIP P - CL I P A { I 18" MIN. 1-i�' ADS 13651.(010 Z IN12 X I 1-- Z �9 u " �400 1 Q . r } .� rtt } Z W uj Z CD M WIQ o ,n � � NO a CD CcLO Z �> x I rn I Ln �W � ()�)� W 0o Lo crm U a4 m U O rl :J 0 r� T LT p U TUNG N KUSUMA� 1 No. 026715 �cA ZONAL W Q � (�> H (21 E-) E-i 124 E-+ �D V O F- �w�--t f� Q � cr Q E� DATE: MAY, 2003 SCALE: AS SHOWN DESIGNED BY: NTA/JNT JOB NO. 2803E SHEET 6 OF8 cG-a ,B cG-11 INLET NUMBER 4 LENGTH 6.0 TYPE: DI-3C cG-2 DRAINAGE AREA = 0.120 ACRES C VALUE = .900 CA = 0.108 xxsurowc approach .an» DRAINAGE AREA = 0.110 ACRES C VALUE = .900 CA = 0.099 shovdiue n be 0e A can«1ng o, malnllne SUM CA= 0.207 INT= 6.80 CFS= 1.408 CO= 0.000 GUTTER FLOW= 1.408 shown on plan.) -1 taodway (Rudus to be ae NOTES: Epoa Just shown on plane) NOTES: _ o°ar»�w, J..d c 2• GUTTER SLOPE = 0.0080 FT/FT PAVEMENT CROSS SLOPE = 0.0321 FT/FT Bock of SkNwok J�Rodlal ombinatlort 1. THIS ITEM NAY BE PRECAST OR CAST IN PUCE 1. THIS REM NAY BE PRECAST IF CAST IN PLACE. sro CC-12 cull and gaffer a• B SPREAD AT A SLOPE OF .008 (ft./ft.) IS 3.35 (ft.) 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, Far d.ld. of Ir.N Frwnw k cow. o o..0 AM ~• ° (St'd. CG-5) {..� 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, y� �. I I 1 +000 PSIIF PRECAST. x�OCIX CURB INLET IN A SUMP X�SDQ{ 4000 PSI IF PRECAST. �• ••" st'd. IC-2. .y 'I - -I- 3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG P EFFEC. LENGTH = 9.60 H = 0.460 3. COMBINATION CURB & GUTTER WAVING A RADIUS r _ r Bo' ° E" ne °' r "� ° 6 I 0 1":1' LU OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL beF I FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB. BE PAID FOR AS RADIAL COMBINATION CURD & 4• SIDEWALK 4. THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3• DEPTH OF WATER = 0.16 SPREAD = 4.97 _ e e e a s'd••'Dk euw I s,4esw CUTTER. yam• r __ 3• Dlarrwdr I , x 6" CGow A3 (H.E-S. ((15 DEPTH)) T INCREASED AS MUCH AS 3" (OI DEPTH) LU 6" . •" IN ORDER THAT THE BOTTOM OF CURD WILL COINCIDE g 1'-0' re. -- wow flow I Optional Flow Une Concrete WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. 1 j - - 4. FOR USE WITH STABILIZED OPEN -GRADED I ! - w \_ewi' Nwawn cwth ---------Z- OTHERWISE THE DEPTH IS To BE 18" AS SHOWN. NO ADJUSTMENT INLET NUMBER 6 LENGTH 8 TYPE: DI-3B Z DRAINAGE LAYER THE BOTTOM OF THE CURB LULL.- E.1111t on Expansion Joint IN THE PRICE BID IS TO BE MADE FOR A DECREASE OR AN AND GUTTER E OF BE CONSTRUCTED PARELLEL I JOIN - `o TO THE SLOPE OF SUBBASE COURSES Foc• a a,rt I eke• •• I. I INCREASE IN DEPTH. DRAINAGE AREA = 0.230 ACRES C VALUE _ .900 CA = 0.207 Ifi� eon F LB.. A �,n,,, R A -J SECTION C-C (-4•-I 5. THIS CURB IS TO BE USED WHEN DESIGN SPEED SUM CA= 0.207 INT= 6.80 CFS= 1.408 CO= 0.000 GUTTER FLOW= 1.408 AND TO THE DEPTH OF THE PAVEMENT. .. . 2'- I Bare b CracM Cabd Joka r ,. or •$, a•A,r w 4' 2"R 5. THIS CURB IS TO BE USED WHEN DESIGN SPEED C-k C.Aol Jobs °it1i• T r I-r-r --1 r sea. ar-1. Note: Width 'B• 2'-0' or oe Moinfrw roodrq 2"R IS 4a MPH OR LESS ON RURAL. HIGHWAYS AND �- elwwn on typical swction. 45 MPH OR LESS IN DEVELOPED URBAN AND GUTTER SLOPE = 0.0120 FT/FT PAVEMENT CROSS SLOPE = 0.0600 FT/FT IS 40 MPH OR LESS ON RURAL HIGHWAYS AND " I 1lll'''�������--- PLAN VIEW SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE 45 MPH OR LESS IN DEVELOPED URBAN AND �r-a� PLAN _ I SECTION A -A : i EXCEEDED STANDARD CG-3 IS REQUIRED. SPREAD W W/T SW SW/SX Eo a SSW SE Z SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE °'•~" I . EXCEEDED STANDARD CG-7 IS REQUIRED. 10 ' low 3.37 2.0 0.59 0.0833 1.4 0.91 2.6 0.107 0.157 X�{} XX CURB INLET ON A CONTINUOUS GRADE X)DOCOM XX W ° t+ +{ REQUIRED LENGTH= 7.6 EFFICIENCY= 1.00 '•`+ 2'- `-v'�k-`I0"' 2D, .Is•�r_�� SEE r. d' • . SURFACE CFS INTERCEPTED= 1.41 CFS CARRYOVER= 0.00 I I C k .:. •� F. . ..i.:A'.•. a .>' !••. .ri B NOTE 4 '.i' C 10' Parabolic Curn •' '' INLET NUMBER 7 LENGTH 2 TYPE: NYLOPLAST CURD GRATE INLET • '• w•; 4 ^ L 1 or shoulder M Construct Grade changes with a porabolic curve. i ' • 1- ''e, ' . A... •'' r r '•w'°"' eo, or Op I. -I Flow thro --I you g�„qe tXl p When st'd. cG-11 le used far entrances Ruin +' ° DRAINAGE AREA = 0.030 ACRES C VALUE _ .900 CA = 0.027 '4 CQ CO •� • p .. ' l2%•x2%'k%' swM wwrr • p• 'A r -_ in wn)'unction with VppT pro)ects, pNose •�• r-lCD • , .', : ^' ,� . 'r. . - Den, - - a°A'°"k'•d ewr s °"c_'r�` Mainlirw Roodwq - note the folbwlnq: BASE - M D ' r �w Fmrtw e 1 az Max ® D xxMain n. .mwnt hall b. conwbudwd DRAINAGE AREA = 0.250 ACRES C VALUE = .900 CA = 0.225 a • 4 cD LO ,p Na, n,/.• ew rx• slope Chong" Pa•' The bottom of the curb and p to the R/W Dne (except any subgrode ! s..• FOR THE FIRST SIDE � I rn gutty may be conwWctod FROG ryL .0 T 1 40' Win. for street connection elobll¢atkln requlrod for molnnne " SUM CA= 0.027 INT= 6.80 CFS= 0.184 C0= 0.000 GUTTER FLOW= 0.184.r4 I porollwl to the dope of povomeM which can be omitted In r> 6'2'-0'subbase courses praWded o . , -1. • -L• 2W De"lroble for Commercial Ent, the wntroncs.) FOR THE OTHER SIDE la, minimum depth of 7' 1. maintained' I Y-W f- 5 wren. SECTION A - A ♦ Radial curb or combination curb SUBBASE SUM CA= 0.225 INT= 6.80 CFS= 1.530 CO= 0.000 GUTTER FLOW= 1.530 This area may be concrete type A type B SECTION B-B and gutter shall rot be constructedLU TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 & CG-7 STANDARDS. N beyond the R/W line except for AT THE INLET ,--I TYPE B NOSE DETAIL SHALL BE USED WITH CG-2 STANDARDS, wxfW to VW wore e1 y e-e. repacenwnt purposes. 6" "o •N k•-r O CALVINIZED PUTS FOR TYPE A TO BE BENT ON AN ANGLE OF t� 30' NOSE DETAILS Guidelines for Grade Change D � �, M 0 CONNNORS AND 15 TO BE ANCHORED WITH 1/2" x 4• STUD SHEAR When used In canj.r.W. with standard ,y a) 4 WELDED 70 BENT PUTS 2' C-C. Entrance Volume a..iroD10 Moxlmum CG-3 or CC-7, the curb loco on this 2" RADIUS SUM CA= 0.252 INT= 6.80 CFS= 1.714 CO= 0.000 GUTTER FLOW= 1.714 1144 la., � standard I. to be aa)u.ted to match the -I GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0250 FT/FT �. mountable curb connguratlon. High (man then TSOa VPD) 0 S 3 1t '' See Standard CG-12 for Curb Ramp design ^ : Medium •500-1500 VPD) ! 3 R s X to be used with this Standard. 1 A•. • a SURF C5 .-.L E-) DI-3A DI-3B DI-3C Lee (I*. than •JOO VPD) < 6 % a % ® When the ertlrance rodll connot accommodate w� 1• the turn requirement" of anticipated henry L-I L 1 L I l truck trA, consid-tion should be given To - -•- E T Y4fj` •' Increasing the depth adjacent prapoeed i SPREAD AT A SLOPE OF .020 (ft./ft.) AND 1.53 (cfs) IS 4.48 (ft.) eidwwolk to 7 inch".. i\ . H �; �w x Optional flown- may be used fw enlroncee • SU rn V) H in cut "octione. (•y f-•I DETAIL WHEN USED �O 10-1 ADJACENT TO CURB Optonal flown- may require warping of a -,2• 6�1 } �G( COMBINATION GRATE CURB INLET IN A SUMP XX� � � a For use In sagw WITHOUT GUTTER portion of gutter to preclods pending of water. ACCEPTABLE ALTERNATE F« u.• •° grace Both.w.. to be rymmot kat DEPTH OF WATER ft = 0.19 SPREAD ft = 7.52 G a� sTM't' °' 2 SPECIFICATION IF CURB IS EXTRUDED ( ) 2f r4 SPECIFICATION STANDARD CURB DROP INLET SPEC.,aATION REFERENCE METHOD OF TREATMENT- spEcly��I 11 PERIMETER OF GRATE = 7.00 (ft.) AREA = 2.33 (sq.ft.) REFERENCE COMBINATION 6 CURB & CUTTER REFERENCE REFERENCE STANDARD 6 CURB >~ 12"-30" PIPE MAXIMUM DEPTH (H)=8' CONNECTION FOR STREET INTERSECTIONS LENGTH OF INLET = 3.0 (ft.) H = 0.330 (ft.) 105 VIRGINIA DEPAITTMENT 2W VIRGINIA DEPARTMENT W U) 502 VIRGINIA DEPARTMENT OF TRANSPORTATION of J02 502 AND COMMERCIAL ENTRANCES 105 of 201.03 10a'09 TRANSPORTATION VIRGINIA DEPARTMENT OF TRANSPORTATION 203.04 502 TRANSPORTATION zol.ol SEE DETAIL BELOW VALCO, INC. FIG. NO. 71 BOB LID MARKED SEWER AGGREGATE FILL 3'-0• SUPPORTING BRICK RING VALVE BOX FOUNDATION TEMPORARY PLUG AT END OF LINE CAST IRON CLEANOUT CAP W BRASS PLUG HAVING COUNTER SUNK SQUARE HEAD. PANELLA MODEL PA4SV-CSK RISER(LENGTH VARIES) 4"X4"WYE OR 6"X6"X4"WYE SANITARY LATERAL PVC OR Cl A &C el_�I 1 1/2• 6 5 7/16' 11 sa 6 1 16' DETAIL SECTION A -A NOTES: A.USE A TELESCOPE VALVE BOX. B.THIS ARRANGEMENT TO BE UTILIZED WHEN THE CLEANOUT IS LOCATED IN A TRAVELWAY. HEAVY-DUTY SANITARY LATERAL CLEANOUT Not to Scale ' (2) `•, ^_lam ._ I�il�;) Jl1UUl1 --- (UoUIJl�1J-1,�o011; 2' X 2' -- AVA!LABLE IN BODY SIZES 12'- 24" 9.69 top of manhole at grade in pavement areas unless otherwise directed (top shall be set 24" min. above grade in easement areas) square skid pad 6" thick-f e; wrap around heat shrinkable sheet [WropidSeol by CANUSA] ° 4 bolts (3/4' din.) 35" max. adjustment rings (11" max.) concrete ASTMC-150 4000 psi 12" or 16" (typ.) pioneer 301 mastic applied between joints and on ° exterior side of joints joints ore to be sealed with "0' ring gasket •° . wariable 4'-0" I.D. - pipe to manhole connection to be :..e by flexible sleeve invert channel to provide a t22T Y-O' min. smooth transition in to out, 4'-0" max. for all connections 2'-0' max. grout bottom of manhole ;,�' ? '.�.y4 estop of bench -wall r. < ': '� ; some elev. as to form channel +r'::`" ` D/2 1'r top of pipe .� . ^° 4 •4 ° 6" bedding stone NOTES : 1. Monhole sections shall have an external coating of approved bitumastic water proofing prior to installation. 2. If adjustment elevation exceeds two inches use concrete adjustment rings with a exterior coating of bitumastic water proofing. 3. Final slope adjustment of manhole frome may be by shims and non -shrink grout. 4. Skid pad to be placed around manholes located in shoulders of roads. 5. Flat top casting shall be used on shallow manhole (6 ft. or less) installations. x(2) STANDARD MANHOLE Figure 12 2'X3' AVAILABLE IN BODY SIZES 18" & 24". VARIABLE INVERT HEIGHT VARIABLE OVERALL HEIGHT (1) E - 4. 24" VARIABLE OVERALL _1 HEIGHT 6" MIN. / I VARIOUS TYPES OF INLET AND OUTLET 6" MIN. ADAPTERS AVAILABLE IN SIZES 4" THRU 24" FOR: ADS N-12, SDR - 35 SEWER. SCHEDULE r 40 DWV, CORRUGATED PVC AND RIBBED PVC I * (1) MAXIMUM RECOMMENDED OVERALL HEIGHT 10'. + I ■ N: 1 9.69 VARIABLE OVERALL HEIGHT* (1) -- 4" 24" (2)ADAPIERSGA.NBENIOU'NIEDAIAINTA1qULE r N 0° TO 359E P TO DETERMINE MINIMUM ANGLE BETWEEN IS PRINT DISCLOSES SUBJECT MATTER IN WHICH I OPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT 0 )SSESSION OF THIS PRINT DOES NOT CONFER L SFER, OR UCENSE THE USE OF THE DESIGN OR RAWNBYCJA I ATE 11AUG99 LA ItK1AL JIM VEKLINA AVL BUFORD, GA 30518 n PHN (nO) 932-2443 �1L® ���FAX (770)932-2490 APPDBYCJA TE 11AUG99 OJECTNO.NAME CURB INLET DRAIN ADAPTERS SEE DRAWINGNO.7001-110-012 R & 7001-110-013. 1 CHNICALINFORMATION SHOWN HEREIN RODUCTION OF THIS PRINT OR ANY INFORMATION ONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICII J www.n st-us.com TITLE Z X 2' & 2' X T DESIGN DETAILS H REFROM, FOR THE DISCLOSURE TO OTHERS IS WG SIZE A 24 SHEET 1 OF 1 WG NO. 7OD2-110-002 REV C F R8IDOEN, EXCEPT BY SPECIFIC WRITTEN PERMISSIO 6-0" MIN. am IPE SIZE A (ADS N-12 PIPE) +" 20.00" 22.00" , 24.00" 10" 26,00" 2" 29.00" 15" 32.00" 8" 35.00" .4" 42.00' trench width •',' as required V dio. schedule 40 steel " pipe filled with concrete 3' and painted yellow �• 7 1 18" dio, 1'-6" 0 concrete ``+` :.., encasement 3' concrete thrust block BOLLARD DETAI direction of setting to be approved prior to installation �- as required concrete pad l'-6" sq. x 6' deep 2' min. - 6" max. ;r•r o 4' store screw type adjustable stone stone to be minimum valve box of 6' above top of base - locator marker r; s?,• stone •�irj.• i•.: Kr ��ti� :s�:�:i;is a;iais•s;s a.s:a; ''i�s•fax', megalugs .�.i:Licaa,:j:' "FIF ::'.?•�'. fiti •~ s, mechanical joint :ii:t y Ii :;Eei i=� 1 ;;,,., .I$s�;�=• • �,sjii�;• •' swivel tee with °••'•••-rr"�.C�S:+iti.css�s;r°�6;.•.ei: Ste•. 6" branch s s;i i s ssis sae s l s3 tic 1a r:si• ai? FIRE HYDRANT ASSEMBLY Figure 9 -- CONCRETE CURB t �a is ads 8" MIEN. 14.75" MIN. A -- CONCRETE SLAB I_- INVERT - BACKFILL MATERIAL SHALL BE CRUSHED STONE OR GRAVEL MATERIAL MEETING CLASS 1 OR 2 AS SPECIFIED IN ASTM D2321 BACKFILL MATERIAL SHALL BE PLACED UNIFORMLY IN 12" LIFTS AND COMPACTED ACOWAI T METER BOX and COVER METER SIZE METER BOX METER BOX COVER 5/8'x3/4' or 3/4 18 in. Dia. Non -Traffic M32C-PW Traffic A32HH - T 1" 24 in. Dio. Non -Traffic MC-30 (Frame) WITH RML-1-T (Top Lid) Traffic MC-30 (Frame) WITH RML-12-T (Top Lid) varies as required corporation 18'-21" stop 3' stone bedding surrounding box 1 " 36" min 4 g• min' type K copper JI� tubing, continuous without JJoints from water maili°in to meter treated 2"x 4" with op 6 pointed ue meter cover set 2" above fin. grade prior " to sodding 'D etc! by F.C.S. .ter box dual Icheck valve q widhl Idrain valve ballevallve U 2 ft %" stone bedding METER SETTING PARTS Iipe size meter size ok angle yoke boll valve duol check valve expansion wheel 1' 5/8.0/4 Y502 BA94-220 HHCA91-323-TV & C84-34 EC-23 1" 3/4' Y503 BA91-323W & C84-34 HHCA91-323-TV & C84-34 EC-23 1" 1' IY5041 BA94-444W HHCA94-444-TV EC-4 INSTALLATION NOTES: 1. Outer edge of outlet side of the water meter box ossembly shall be a maximum of three feet from center line of water main or three feet beyond edge of sidewalk (or property line). 2. Exact location of meter box assembly to be approved prior to installation. 3. Water service crossing street shall be encased in 3" dia. SCH40 PVC or SDR21 piping. The piping shall run from one foot beyond sidewalk, across the street, to one foot beyond sidewalk. 5/8"x3/4", 3/4" & 1 " METER INSTALLATION Figure 5 concrete pad sq. x 6' deep 4' stun screw type adjustable valve box 36" min. location marker stone valve megalugged megalugs to main ,.Tot.;:.-megalug thrust block 18' to 24' B"x 8'x 16" solid block (for valves 12' and larger) Note: this detail is also used for butterfly volves GATE VALVE Figure 8 varies at property line (see note 2) roadway box- 2" type K copper tubing (no joints from main to curb stop) V \-saddle with corporation stop -water main ball valve curb stw� with FIP ends, wish 2" gote valve operating nut CUTOUT DETAIL. (typical) VBHH77-15BHC-11-77 2" custom setter (meter by FCSA) cost in place access standard flat top Z door, centered in for 4' diameter 0 top (see note 1) manhole H 2' max. (�-L finished grade w W 3' riser section for 4' E diameter manhole with cutouts N solid support blocks under custom setter 6" stone bedding NOTES: 1. Access door shall be by Halliday Products or our approved row d equal: u I: a) in non -traffic area - model no. S1R3030 b) in traffic area - model no. H1R2424 2. Water service crossing street shall be encased in 6" dia. SCH40 PVC or SDR21 piping. The piping sholl run from one foot beyond sidewalk, across the street, to one foot beyond sidewalk. Revised May02 1 1 /2" and 2" METER INSTALLATION Figure 6 Hydraflow Storm Sewer Tabulation E- Q arliIIIIII -LT 0 Gf v TUNG NIEJ HIKUSUMA� 10 No. 026715 4. S C3 `SIONAL O H E1 E- O = H U Page r-1�•�T O C-+ > Station Len Drng Area Rnoff coeff Area x C Tc Rain (1) Total flow Cap full Vel Pipe Invert Elev HGL Elev Grind / Rim Elev Line ID Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (°/a) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 174.0 0.23 0.23 0.90 0.21 0.21 5.0 1 5.0 6.8 2.80 8.84 5.24 15 1.60 677.53 674.75 678.20 675.24 681.12 674.75 3 TO 4 Hydraflow Storm Sewer Tabulation 124 E-i D H Q I-1-1 Page 0 Q Station D H Q I-1-1 Page 0 Q Station Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line I DATE: MAY, 2003 SCALE: N/A DESIGNED BY: NTA/JNT JOB NO. 2803B SHEET 7 OF 8 1.5"IR F I �r O I � n CAT AGPRY "A" BUFF .R 1/2"RF �- to 4 l�N � U' 1 JACK JOHNSON - / USE: VACANT C14 0 ZONE: M-1\ o % DB. 11-B / PCs. 462^ 2 CL I TYPE A Ur E' SAN. SEWER E6'1T. JACK JOHNSON USE: VACANT ZONE: 5-2 PCs. 462 IJ '22 f t ✓I-3C o 1 a � DI-3B ) 0 �WATR RE OVERY TRITER ?-f_OR (5Y OTHERS) ([BY OTHERS) \ 0 I 60-1 PC 7� - INY OUT 4 E, �RIS� , j l 1 \ Z'.,� 7- --�- LlT_+_tTY Eff —EP _RTE. 162 COLE L,4NE EF -- SPEED LIMIT 25 MP1-11 ASH HOLLOW INDUSTRIAL PARK 54-5-3 THOMAS C. 4 SHEILA F. BAKE USE: INDUSTRIAL ZONE: M - 1 DB. l83 / PCx. 991 MIN, B,4 1 ,P T_ I � I SETB�A / / �fYLOPLA5 CU J I 1 GRATE _ LET / SEED Ala MAIL 5' PARK NG SETBAa-K T n mMA o j1� WppN�-��j 1 \rnDmD! r ILU C I. A I 1>z n I D -1 i X all -4 �{01> b 3m t�-- 1> 0 (Porn z W D r-- I 54`,Q-1m5 JAMES R. WILKINS JR. USE: COMMERCIAL 4 INDUSRTIAL ZONE: 5� DB. WO / I=& 631 30 15 0 30 6m T14I5 5�EET FOS�::' LANDSOAFINr_:� AND FAVE�INT O- TFIFFIN ONL"'' SCALE: 1" = 30' 48 . KEY QTY. BOTANICAL NAME COMMON NAME SIZE (MIN.) SPACING CONT. REMAR<5 QP 14 Quercus Phellas Willow Oak 2" CAL. AS SHOWN 545 11 Acer rubrum Sp RED SUNSET AR O MAPLE 2 " GAL. AS SHOWN 545 11� Convexa CHINESE IC HOLLY 3' HIGH AS SHOWN 1"X4"X4'-5` SLATS, 2-FINISH NAIL AT TOP AND BOTTOM 2"X4"X4' BEAMS, TOE NAIL TO P05T 4"X4"XS' POST5 G TABLE 3.31-B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" Rate Planting Dates Species (lbs./acre) Sept. 1 - Feb. 15 50/50 Mix of Annual Ryegrass (Lolium multi-florum) & 50 - 100 Cereal (Winter Rye Secal cereale Feb. 16 - Apr. 30 Anual Ryegrass 60 - 100 (Loliium multi-florum) May 1 - Aug. 31 German Millet 50 (Setaria italica) Seeding Seed shall be evenly applied with a broadcast seeder, drill, cultipacker seeder or hydroseeder. Small grains shall be planted no more than one inch deep. Grasses and legumes shall be planted with no less than 1/4" soil cover. RUBBER HOSE GUY WIRE 012 GAUGE TURNBUCKLE TREE WRAP WITH 50% OVERLAP FLAGGING TAPE ON EACH WIRE 2" DOUBLE SHREDDED HARDWOOD MULCH/3" SAUCER PLACE TOP WYOF ROOTBALL ABOVE FINISH GRADE 3 STAKES [BACKFILL ROOT[BALL-REMOVE TOP 1/3 OF [BURLAP AND CUT ROPE AND/OR REMOVE WIRE BASKET FROM BALL LIGHTLY COMPACTED SETTLING MOUND TYPICAL PLANTING DETAIL-- TREES OVER 2-1/2" CALIPER NOTES: 1. PRESERVATIVE STAIN ON ALL WOOD. II II I� a 2_ FINISHED SIDE OF FENCE SHALL FACE -, ADJOINING PROPERTY, IF APPLICABLE. _ COMPACTED GRAVEL — ' r =1 I 1=1 ! 1= WOOD FENCE DETAIL EOF� DU1-li=STEF� ENCLOSUF�E NOT TO SCALE TABLE 3.32-C SITE SPECIFIC PERMANENT SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN AREA Total Lbs. Minimum Care Lawn Per Acre - Commercial or Residential 200-250 lbs. - Kentucky 31 or Turf -Type Tall Fescue 90-100% - Improved Perennial Ryegrass " 0-10% - Kentucky Bluegrass 0-10% High -Maintenance Lawn Minimum of three (3) up to five (5) varieties of bluegrass from approved list for use in Virginia. 125 lbs. General Slope (3:1 or less) - Kentucky 31 Fescue 128 lbs. - Red Top Grass 2 lbs. - Seasonal Nurse Crop** 20 lbs. 150 lbs Low -Maintenance Slope (Steeper than 3:1) - Kentucky 31 Fescue 108 lbs. - Red Top Gross 2 lbs. - Seasonal Nurse Crop** 20 lbs. - Crownvetch *** 20 lbs. 150 lbs * Perennial Ryegrass will germinate faster and at lower soil temperatures than fescue, thereby providing cover and erosion resistance for seedbed. ** Use seasonal nurse crop in accordance with seeding dates as stated below: March, April through May 15th Annual Rye May 16th through August 15th Foxtail Millet August 16th through Sept.,Oct. Annual Rye November through February Winter Rye *** If Flotpea is used, increase to 30 lbs./acre. All legume seed must be properly inoculated. Weeping Lovegross may also be included in any slope or low-maintance mixtures during warmer seeding periods; add 10-20 lbs/acre in mixes. SET TREE LEVEL AND PLUMB --STRAIGHTEN AFTER SETTLEMENT IF REQUIRED. SET TREE WITH TOP I/a OF ROOT BALL ABOVE FINISHED GRADE ENCASE WIRE AROUND TRUNCK IN BLACK RUBBER HOSE. SECURE AT HEIGHT ABOVE FINISHED GRADE EQUAL TO 1/3-1/2 OF TREE REMOVE TOP 1/3 OF BURLAP AND CUT ROPE AND/OR REMOVE WIRE BASKET FROM BALL GUY WIRE 012 GAUGE 2" DOUBLE SHREDDED HARDWOOD 3" SOIL SAUCER 3 STAKES BACKFILL LIGHTLY COMPACTED SETTLING MOUND SUBGRADE TYPICAL PLANTING DETAIL-- EVERGREEN TREES (NOT TO SCALE) CORNER OF ROOT SYSTEM TO BE AT LINE OF ORIGINAL GRADE. FIRMLY COMPACTED SAUCER (USE TOPSOIL) GENTLY COMPACTED TOPSOIL MIXTURE. SCARIFY PIT 50TTOM (MIN. b"). SCARIFY PIT SIDES NOTES: I. MIN. ROOT SPREAD TO BE IN ACCORDANCE WITH "AMERICAN STANDARDS FOR NURSERY STOCK." 2. PRUNE ALL DAMAGED, DISEASED, OR WEAK LIMBS 4 ROOTS. 3- CLEARLY PRUNE ALL DAMAGED ROOT ENDS. 4_ DO NOT ALLOW ROOTS TO DRY OUT DURING INSTALLATION PROCESS- 2 x BALL DIA. MIN I 5. SOAK ROOTS IN WATER OVERNIGHT BEFORE PLANTING. TTf= IGAL PLANTING DET,41L - 6�4;P'U8 z Uj Z W O O CC) CQ �LO Z �y x � I �� W'0 r. C) W00 Lo 0 N E,w r c N O ilk o W 0 H i� v TUNG NM ADHIKUSUMA9 No. 026715 SIGNAL �71 T E- co co F_ Q' W cc Q4 E_ W O Q W 0 E r—I cc C 1214 Q DATE: MAY, 2003 SCALE: AS SHOWN DESIGNED BY: NTA/JNT JOB NO. 2803B SHEET 8 OF 8 1 HP IRRIGATION PUMP FLOAT SWITCH ACTIVATED WITH MANUAL OVERRIDE OPTIONAL (CUSTOMER SUPPLIED) TO PROPERTY TANK i 1 1500 GAL I 6.0" DRAIN MANAFOLD (GRAVITY FEED) C VERTICAL TEE EACH BAY (5 PLACES) - AFFORDABLE EQUIP SOLUTIONS EDWARD BROWNING, WINCHESTER, VA 2 AUTOMATIC / 4 SELF SERVICE CATEC CWR-IOODXP RECLAIM FLOW DIAGRAM * NOTE TANKING IS A CRUTIAL PART OF THIS RECLAIM SYSTEMS PERFORMANCE. TANK SHAPES AND SIZES VARY. CONSULT CATEC PRIOR TO ANY CHANGES IN TANK DESIGN. TANKS MUST BE PLUMBED PER DRAWINGS PROVIDED BY CATEC. FAILURE TO FOLLOW TANK AND / OR PLUMBING DESIGNS MAY RESULT IN POOR SYSTEM PERFORMANCE AND VOID OF WARRANTY. TOP VIEW 6' PIT DRAIN IN SUMP DRAIN FROM CAR WASH SIDE VIEW SUMP DRAIN FROM ---�— CAR WASH SEE TANK DRAWING FOR TANK DETAILS 4.0' OVERFLOW TO SEWER TANK 12 11 1500 GAL RAFFEED TANK j 3 1500 CAL OPEN VAULT FRONT OF CWR-70, IOODXP RIGHT END OF CWR-70, IOODXP% 2.0" RECLAIM TO WASH SYSTEM 12" 18" (ABOVE GROUND) T I `I' `i' T I A B C D E F A = 1.5' CLEAN TANK RETURN B = 3/4' SEPARATOR DISCHARGE C = 2.0' FILTRATION SUCTION D = 1.5' OZONE PUMP SUCTION E = 1.0' OZONE RETURN F = 314' WEEP 111141N \ • SPACE STUBS TO ALLOW FOR PLUMBING ELBOWS, UNIONS ETC. RECLAIM SYSTEM SITE PLAN CLEAN TANK RETURN OZONE RETURN FOR VIEWING PURPOSES. THIS DRAWING IS NOT TO SCALE 4.0' OVERFLOW 55' TYP. I' 1/2 4DTAN ' W" ulNluuN VE1 1500 GAL BAFFLED OIL/ WATER SEPARATION TANK # 1 1500 GAL BAFFLED OIU WATER SEPARATION TANK # 2 CAST CONCRETE TANKS ARE RECOMMENDED. AVAILABLE AT LOCAL SEPTIC TANK SUPPLIER OR CAST CONCRETE MFGR. CONSULT CATEC PRIOR TO SELECTING A MATERIAL OTHER THAN CONCRETE SUCTION BASKET (INCLUDED) 1.5' LEVEL SENSOR CONDUIT 1.5' OZONE SUCTION 2.0' FILTER SUCTION VERTICAL I EACH BAY CENTER STRAINER FOR EASY REMOVAL FOR CLEANING TURnurI4 TI4r NANWn1 P REVISIONS DESCRIPTION CATEC WATER RECOVERY SYSTEMS SARASOTA, FLORIDA AFFORDABLE EQUIPMENT 2 AUTOMATIC/4 SS BAY CATEC CWR-IOODXP WATER RECYCLING SYSTEM PROJECT: EDWARD BROWNING DWG. NO. REV A SIZE B SCALE NTS I SHEET OF REVISIONS DESCRIPTION DATE I APPROVAL 1.5' PVC LEVEL SENSOR WIRE CONDUIT 2.0" PVC FILTRATION SUCTION 1.5' PVC OZONE SUCTION CUT SUCTION LINES TO DESIRED LENGTH IANN BLOCK STRAINER UP SO BASKET TOP A A A IS EVEN WITH WATER LEVEL WOTECEN6'NEE6FAPPR09AL ,r— NLE OMENS) R CATEC WATER RECOVERY THIS IS A FLOW SARASOTA, FLORIDA DIAGRAM. ACTUAL. EQUIPMENT THREE TANK FLOW AND PLACEMENT IS PLUMBING DIAGRAM FOR AT INSTALLERS CWR-DXP SYSTEMS DISCRETION PROJECT: INITIAL DATE DWG. NO. REV DRAWN OLT 2/21/01 IA ENGR. HET 2/21/01 SIZE SCALE NTS SHEET of O 0 cRq �/rY FFFO pRq/N f—.V r\ L. E_Ma IVI 1 V TfNJrI J I J I LIYI I - ISO SYSTEM 2 RFcCq/ 3/�>> VO,rr,TF �qSy -I' S �FFA p/SC/y YSTF�i RFT44 PHASE E FLEX CONDUIT DV THREE PHASE EALTITE FLEX CONDUIT OZONE GENERATOR OZONE RETURN ' OZONE SUCTION CLEAN TANK RETURN FILTER SUCTION It WEEP RETURN 2?O � ASV 40V S//V F A cgTFC pygSF ygSF 1%c�q/ MS ySrFtii CATEC WATER RECOVERY SYSTEMS SARASOTA, FLORIDA TITLE CWR-70/100DXP RECLAIM SYSTEM ISOMETRIC DRAWING SYSTEM IDENTIFICATION PROJECT: A SHEET OF r•o�, O>? F/CT� SENSOR oNF s� coN cT/oN p�/T >0-�, JP O ry •yrr- �cj 1�� TYE?JOAL FFLOW�`'`;;:,. C WAT�� R ERY SYSTEMS .OfXGRAM. DO ,., �'r{I. s0TA, FLORIDA {' NOT PLUMB TO CWi?�-70/100DXP THIS PRINT. SITE- RtCLAIM SYSTEM SPECIFIC PRI.iTS ISOMETRIC FLOW DIAGRAM ~A, AILABL F,,­ N TYPICAL INSTALLATION 3 TANK PLAN `off R EQ l�€Sr F�QF PROJECT: �0 ,, INITIAL DATE DWG. NO. REV 'Y DRAWN DLT 11 /7/00 A ENGR. HET 1 1 /7/00 SIZE g SCALE N TS SHEET OF z 0 W W E- O� O E-- H N > � O E- �� U �o ~ O Q W W Q E- DATE: MAY, 2003 SCALE: NTS DESIGNED BY: OTHERS JOB NO.2703B SHEET BA OF 8 GENERAL NOTES VPOT GENERAL NOTES LEGEND VICINITY MAP C3 Vl. All this Z work on project shall conform to the latest editions of the Virginia Department of 1. Methods and materials used in the construction of the improvements herein shall conform to the current , VDOT Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and _ ` EXISTING INTERMEDIATE CONTOUR --' �_ r -- ` �3 ` �I SCALE 1 = 2000 ,_ :. '`� ''� .� # '� ,�,-�..�: �'i,:3. •,.� . �. �. , . = , . ��' • --� � '��.- �_ < ... .• _ ti standards and specifications and/or current standards and specifications. Count construction stan p / P Y Sediment Control Re Regulations and an t g y other state, federal or local regulations applicable. In the event of conflict between an of these standards,--_.,. or fans, the most shall be _,....--...a�• EXISTING INDEX CONTOUR �5�0 01 erosion and siltation including detention ponds serving as silt basins during construction, 2. Measures to control g p g g • govern. •� ., 4 •. .+$ "M F " `a' .Y' .. mv* i. .. S,za> Vie, '�. tt or to issuance of the site development permit. The approval of these plans in no way must be provided prior P P PP P Y PROPOSED CONTOUR 40 :_ .:• a ,, .,, # .,' �, -..Y r y ' s agent of the responsibilities contained m the Virginia Erosion and Sediment relieves the developer or his g p g Control Handbook.PROP V2. All co construction shall comply with the latest U.S. Department of Labor, Occupational Safety and Health Administration and VOSH Rules and Regulations. _ EXISTING EDGE OF PAVEMENT _ 1-X �/P E/f' , `+' �.'L ;--' `•: �'� s ,,; ::: ` : - ' i • - ,:' .'. ,� 4, > - ::`- : ` �.1 ,+� • : . { . ... a. �, -f, R •. }. a `r r ;- permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportation 3. A p g g P P c Count prior to construction in existing State right-of-way. VDOT and Frederik y p g g Y V3. When working on VDOT right-of-way, all traffic control, whether permanent or temporary, shall be in accordance with the current edition of VDOT's work area protection manual. Furthermore all traffic control flaggers must be certified in accordance with the latest edition of the VDOT Road and PROPOSED EDGE OF PAVEMENT EX GQG EXISTING CURB AND GUTTER - --- -- - PROP C&G ' ' `~- ,� �, ;' , :' � " • � �**-* i � • 4. Approval of this plan does not guarantee issuance of an entrance permit by VDOT when such permit is PP P g Bridge Specifications, Section 104.04-C. PROPOSED CURB AND GUTTER; ( w+;! � required under State law. ; ,`:1 ,-• x_', �; .: .` * .� i ,s, ►**, 4 , .;). ,��+ � d x rit r, �1r L�_� 5• The exact location of all guard rails will be determined by VDOT personnel. A Joint inspection will be held g with the Developer, Count Representatives, and Representatives of the Virginia Department of Transportation V4. The developer shall be responsible for relocating, at his expense, any and all utilities, including traffic signal poles, unction boxes controllers etc. owned b VDOT or private utility company. It is�"„ g p J Y P Y�, TRANSITION FROM CG 6 TO CG 6RCQ -" `. �.:: CQ d' P Y P P g P P VDOT to determine if and where guard rail and of paved ditches will be needed. The developer will be, (VDOT) g / P P the sole responsibility of the developer to locate and identify utility facilities or items, which may be in conflict with the VDOT these does EXISTING TELEPHONE LINE _ ._.... _._ .... .......... _... .... ., . +��; , .. a► , .,. �� .. -.... �, t,- ,. r ��, ` •' •�^�.b:� �. N CO � cn LO �� responsible for providing guardrail and paved ditches as determined b this joint inspection." Refer to P P g g P Y ] P proposed construction activity. approval of plans not Y PP P relieve the developer of this responsibility. PROPOSED TELEPHONE LINE , `. ' .:: ... ,: �.: :- , , �!; ;;;�„ ' -..' ��,•..: f. ,..� '�, ; . � s,* , _ . �. �;,. • . k s. �"', -.:.,.. '�" "� •�` I �•... '�, ,.; ; .; .�♦ � ,��� „ , �.: .� m 'n �, I o� Virginia Department of Transportation VDOT Guard Rail and Paved Ditch Specifications. g P P (VDOT) P V5. Des i n features relator to field construction, regulations, and control or safety of traffic may g g g Y Y _ .., EX. I5RGP EXISTING STORM SEWER �- - _- f� - n R� �.'.-: ° ,. �,.,�' �.,, _, ,,; ,, ,, .,_;,,. ,, .,;.; � ,.< ,. , ;�, ��_.�,, , , ., ,.t ., : �;;�! � � �"� �,,:_ . , , :< :, dh, Fp .:. �w .,. ` a * -��•- +ice ;a.�,:: ,� ,.r- r--1 •� o I > � 6. An approved set of plans and all applicable permits must be available at the construction site. Also, a be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of*• �! PROP• 15 RGP ,:. - . �.. os , *�+►; , ': 4 '': "` ti r- representative of the developer must be available at all times. an field revision will be the responsibility of the developer. PROPOSED STORM SEWER r' �.:' ' :" .„ • '�� �; - -'r . '>' �Po : i 'tJ UJ 7. Warningsigns, barricades flagmen be in the Manual Uniform Traffic - Lo markers, or should accordance with on g g V6. Prior to initiation of work, the contractor shall be responsible for acquiring all necessary VDOT EXISTING SANITARY SEWER �~--�~ t�--- -- may+ � a Control Devices (MUTCD). land use permits for any work on VDOT right-of-way. PROPOSED SANITARY SEWER PROJECT INFORMA TION 1-+ r °I Lo. �; 8. All unsuitable material shall be removed from the construction limits of the roadway before placing V7. If required by the local VDOT Residency Office, a pre -construction conference must be arranged EXISTING ELECTRIC SERVICE --- -�' embankment. 9. All pavement sections on the approved plans are minimum sections to be utilized when the actual California and held by the engineer and/or developer with the attendance of the contractor, various County agencies, utility companies and VDOT prior to initiation of work. PROPOSED ELECTRIC SERVICE PARCEL IDENTIFICATION N0. 54-(5)-2 SITE LOCATION LOT 2 -ASH HOLLOW INDUSTRIAL PARK t1_ Bearing Ratio (CBR) of the pavement subgrade is 6 or more. Soils tests of the subgrade shall be performed V8. The contractor shall notify the local VDOT Residency Office when work is to begin or cease for EXISTING GAS LINE - -c- EX STREET ADDRESS COLE LANE °' o -N � ai ,is for actual determination of required pavement thickness prior to placement. All final pavement and base any undetermined length of time. VDOT will also require 48 hours notice for any inspection. PROJECT AREA 1.92 ACRES M t course thicknesses shall be designed in accordance with VDOT's "Pavement Design Guide for Subdivision and PROPOSED GAS LINE DISTURBED AREA 1.87 ACRES w Secondary Roads in Virginia", and shall be based on a sufficient number of CBR tests to determine the true V9. The contractor will be responsible for maintaining adequate access to the project from the �o support values of the soils in the subgrade. Final pavement design shall be submitted during construction adjacent public roadway through construction and maintenance of a construction entrance in PROPERTY LINE CURRENT ZONING B-2 and to accordance with the Virginia Erosion and Sediment Control Handbook, Section 3.02. Furthermore, CURRENT USE VACANT prior placement. access to other properties affected by this project shall be maintained through construction. The FLOW LINE -.- •.•- ... -. ... - .... ... - ... _. PROPOSED USE CAR WASH & AUTOMOBILE SERVICE/LUBE CENTER 10. All roadside ditches at grades of more than 5% shall be paved with cement concrete to the limits indicated Developer shall have, within the limits of the project, an employee certified by the Department of FENCELINE��---�`� Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation BUILDING HEIGHT: MAXIMUM ALLOWED = 35 PROPOSED = 35 OR LESS THAN on the plans and as required at the field inspection. control devices and measures for proper installation and deficiencies immediately after each rainfall, EXISTING POWER POLE SIGNS: ALL SIGNAGE MUST CONFORM WITH THE 11. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall at lest daily during prolonged rainfall, and weekly when no rainfall event occurs. STANDARDS OF SECTION 165-30 OF be minimum 6" diameter and conform to VDOT standard SB-1. V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and EXISTING TELEPHONE POLE THE FREDERICK COUNTY ZONING ORDINANCE. 12. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than at the entio t f d oconstruction. 2 � EXISTING WATERLINE W/ TEE --- ;. OUTDOOR LIGHTING: NONE PROPOSED WITH THIS PLAN one litter receptacle shall be provided at the construction site. - - T REQUIRED BUILDING SETBACKS: FRONT PRIMARY: 50' PROPOSED: FRONT PRIMARY: 50' Vl l . All water and sewer lines within existing or proposed VDOT right-of-way are to have minimum PROPOSED WATERLINE W/ TEE FRONT MINOR STREET: 35' FRONT MINOR STREET: 35' 13. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to 36" cover and, when possible, to be installed under roadway drainage facilities. SIDE: - SIDE: - entering public streets, and it is the contractors responsibility to clean streets, allay dust, and to take EXISTING FIRE HYDRANT r;l REAR: - REAR: - :6Vhatever measures are necessary to insure that the streets are maintained in a clean, mud and dust free V12. Any unusual subsurface conditions encountered during the course of construction shall be MAXIMUM BUILDING HEIGHT: ALL BUILDING SHALL BE 35 OR LESS condition at all times. immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity _...__ _____..;�....-.. ,__., _ w EXISTING WATER VALVE - 'H'" until an adequate design can be determined by the engineer and approved by VDOT. ENVIROMENTAL FEATURES: NONE LOCATED ON PROPERTY 14. * Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary V13PROPOSED All. fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT WATER METER ® LANDSCAPE CALCULATIONS sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut rep representative prior to placement and fill. Where CBR testing is required, a VDOT representative EXISTING REDUCER - t} - - - - -- - -�- PERIMETER PARKING sheets, and connections to existing lines. shall be resent to insure the sample obtained is representative of the location. When soil samples P P P P PROPOSED REDUCER MIN. 1 SHADE TREE FOR EVERY 2000 FEET OF REQUIRED PROVIDED 15. All sanitarysewers and water mains and appurtenances shall be constructed in accordance with the current PP are submitted to private laboratories for testing, the samples shall be clearly identified and labeled belonging be -cr IMPERVIOUS AREA 43,916/2000 = 22 TREES standards and specifications of Frederick County and/or the Frederick County Sanitation Authority. as to a project which will accepted by VDOT and that testing shall be conducted to VDOT STOP SIGN INTERIOR PARKING 24/10= 3 TREES 25TREES E- according all applicable standards. HANDICAP RAMP (CG-12) �, j MIN. 1 SHADE TREE PER 10 SPACES H 16. The location of existing utilities shown in these plans are taken from existing records. It shall be the DENOTES LOCATION OF STD VDOT contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed V14. All roadway fill, base, subsurface material and backfill of utility/storm sewer trenches shall be 6" lifts to 95% CG-12 OR JURIIS ICTIONN,,��,, STANDAi RAMP CON RUCTION a E, prior to construction. The contractor shall inform the engineer of any conflicts arising from his existing compacted in of theoretical maximum density as determined by AASHTO T-99 Method A, within plus or minus 2% of optimum moisture for the full width of any dedicated street Al2 Z H C_� PARKING CALCULATIONS utility verification and the proposed construction. right-of-way. At the direction of VDOT Inspector, density tests performed by a qualified PARKING INDICATOR INDICATES THE NUMBER OF TYPICAL PARKING SPACES USE REQUIRED PROVIDED Q 17. The developer will be responsible for any damage to the existing streets and utilities which occurs as a independent agency shall be conducted as required in the VDOT Road and Bridge Specifications. A tests be to VDOT to final VDOT � result of his construction project within or contiguous to the existing right-of-way. P j g g g Y• copy of all shall submitted prior approval. TEST PIT LOCATION ® CAR WASH - 1 / 2.50 OFFICE = 1 E- � � � wAUTO 18. When grading is proposed within easements of utilities, letters of permission from all involved companies must be provided to Frederick County Sanitation Authority prior to issuance of grading and/or site V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these plans and further where determined necessary by VDOT Inspector. SERVICE - 3 SERVICE BAY 3 BAYS X 3 = 9 SPACES 18 W x W development permits. V16. The installation of any entrances and mailboxes within any dedicated street right-of-way shall HANDICAP PARKING (� - 1 / 250 OFFICE S.F. 300 S.F / 250 S.F. = 1 SPACES O � � 19. The developer will be responsible for the relocation of an utilities which is required as a result of his P P Y q meet V'DOT minimum design standards and is the responsibility of the developer. VEHICLES PER DAY COUNT 100 EX. 2 STORY HOUSE RENOVATED � � C) project. The relocation should be done prior to construction. V17. Prior to acceptance by VDOT of any streets, any required signage 1005 S.F. 250 = 4 SPACES OFFICE - 1 / 250 OFFICE S.F. / 5 � (� U street and/or pavement markings be installed by the developer VDOT's discretion, by VDOT PROPOSED BUILDING ENTRANCE APARTMENT - 1 PER BEDROOM 1 BEDROOM = 1 SPACES (INCULDING 1 H;C.) > 20. These plans identify the location of all known gravesites. Gravesites shown on this plan will be .protected must or at on an account basis. in accordance with state law. In the event gravesites are discovered during construction, the _ *yner and receivable Stop signs shall be thirty (30) inches tall with high intensity sheeting. The bottom of the sign shall be six (6) feet above the edge of pavement and the post shall be installed -�- H _ F.A.R. CALCULATIONS engineer must ble notified immediately. EXISTING STREET LIGHT Q a minirnum of four (4) feet from the edge of pavement. Sign posts shall be of a type found on VDOT's list. LOT AREA FLOOR AREA (F.A.R.) W 21. The contractor is to verify field conditions prior to and during construction and notify Greenway Engineering at 540 662-4185 immediate) of an discrepancies between actual field conditions and the approved plan. ( ) Y Y P PP P approved A copy of this list may be obtained from the District Material Section. Contact. the local VDOT Residency Office with any questions regarding sign material and placement. PROPOSED STREET NAME SIGN -{- CAR WASH = 3588 S.F. � w PHASE 1: 1.92 AC = 83,635.F.0 S.F. AUTO SERVICE = 2000 S.F. 6,593/83,635.20 = 0.078 (F.A.R.) "A" V18. The developer PROPOSED SANITARY LATERAL CLEANOUT i� 22. Controlled fills shall be compacted to 95% of maximum density as determined by method per standard AASHTO-T99, ASTM-D698, or VTM-1 as applicable. Density shall be certified by a registered must provide to the local VDOT office a list of all material sources prior to construction. Copies of all invoices for materials within any dedicated street right-of-way must be SANITARY MANHOLE IDENTIFIER 12 EX. HOUSE = 1005 S.F. ® W proctor to the local VDOT Residency Office to the Unit total professional engineer and results submitted to Frederick County prior to pavement construction. If a provided prior acceptance of work. and prices may be obscured. OPEN SPACE CALCULATION cc geotechnical report has been prepared, it should supersede the requirements in this note. STORM DRAM STRUCTURE IDENTIFIER 6 O SITE AREA IMPERVIOUS PREVIOUS REQUIRED PROVIDED V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical AREA AREA ZONE B2= 15% 23. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating spreader. Density will be determined using the density control strip as specified in VDOT's Road and PHASE I: 83,635.20 S.F. 43,916 S.F. 39,719.20 S.F. 12,545.28 S.F. 39,719.20 S.F. OR 47% or blasting at least two (2) working days, but not more than ten (10) working days, prior to commencement Bridge Specifications -Section 304 and VTM-10. A certified compaction technician shall perform these EASEMENT LINE --- ---- - -- of excavation or demolition. Names and telephone numbers of the and operators underground utility lines tests. A certified copy of the test results shall be provided to the Residency Office. In additions to SOURCE: ITE. 6th ED. VOL. 1 &2 TRIP GENERATION DATA in Frederick County appear below. These numbers shall also be used to serve in an emergency condition. checking stone depths, a VDOT representative shall be notified and given the opportunity to be during the CENTERIdNE present construction and testing of the density control strip. 24. Owner shall be responsible for compliance with all discharge in accordance with County &State regulations. EXISTING SPOT ELEVATION 12.0 V20. Asphalt concrete pavement shall be placed in accordance with the latest edition of VDOT's Road + CLASS USE TRIP RATE BASED ON AVG. RATE TRIP RATE CALCULATIONS VPD 837 AUTO- SERVICE/LUBE SERVICE POSITION-2 BAY and Bridge Specifications -Section 315. Density will be determined using the density control strip as PROPOSED SPOT ELEVATION 1152 specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests. CENTER WEEK DAY 40 40 TRIPS x 5 DAYS= 200 41 A certified copy of the test results shall be provided to the Residency Office. A VDOT representative EXISTING TREE LINE -� °'���-R-'ti'�" �' "�'' SATURDAY 42 42 TRIPS x 1 DAY= 42 UTILITY CONTACTS shall bie notified and given the opportunity to be present during the construction and testing of the control strip. EXISTING TREE c`; r "emu 15 GAK -� la" Plid� 847 SELF SERVICE -CAR WASH 6 STALLS WASH STALLS - WEEK DAY 21.60 21.60 TRIPS x 6 x 5 DAYS=648 135 V21. Approval of these plans shall expire three (3) years from the date of the approval letter. I SATURDAY 26.50 26.50 TRIPS x 6 x 1 DAY=159 Water/Sewer: Frederick County Sanitation Authority Gas: Shenandoah Gas Co. P.O. Box 1877 P.O. Box 2400 V22. Final location of CG-12 Curb Ramps shall be determined by VDOT inspector. r� PROPOSED TREE ���J1 15" OAK 15' PINE 220 APARTMENT 1 BEDROOM PERSONS- WEEK DAY 3.35 3.35 TRIPS = 16.75 Winchester, VA. 22604 Winchester, VA 22604 SATURDAY 3.24 3.24 TRIPS = 3.24 4 F FCSA CONSTRUCTION NOTES (540) 868-1061 (540) 669-1111 FLOW ARROW �"�-- 710 GENERAL OFFICE SUNDAY 3.06 3.06 TRIPS = 3.06 TEST PIT 1000 s.q FLOOR AREA 11.01 1.005 x 11.01 TRIPS 11 Power: Allegheny Power Phone: Verizon DATE REVISION SEAL COVER SHEET P.O. Box 1458 Hagerstown, MD 21741 P.O. Box 1. WATER AND SEWER LINES ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THESE PLANS. THE LINES SHALL ADDITIONALLY MEET ALL REQUIREMENTS OF THE FREDERICK COUNTY SANITATION AUTHORITY. Baltimore, MD , MD 21297 1-800-654-3317 (301) 954-6282 2. THE CONTRACTOR SHALL COORDINATE WITH, AND ARRANGE FOR INSPECTION BY THE AUTHORITY. Project Name: 3. EXACT LOCATIONS OF WATER AND SEWER SERVICES ARE TO BE COORDINATED WITH THE AUTHORITY'S INSPECTOR. n 7 m Al-C �J�J19_J � T T I �j j/,/ AS�--j4. MISS UTILITY 1-600-257-7777 THE SANITATION AUTHORITY'S MAINTENANCE DEPARTMENT IS RESPONSIBLE FOR THE INSTALLATION OF WATER METERS THROUGH 2" IN SIZE. BEFORE A PERMANENT METER IS SET, THEY REQUIRE: 1) THE FRAME AND COVER TO BE PROPERLY OFGj Uv V 1 Owner: Address, Including Zip Code &Telephone No. ALIGNED WITH ITS METER BOX AND YOKE BAR; 2) THE FRAME AND COVER TO BE SET TO THE FINAL GRADE OF THE LOT; 3) THE DISTANCE BETWEEN THE TOP OF THE COVER AND YOKE BAR BE BETWEEN 18 AND 21 110 GRINDSTONE DRIVE FIRE MARSHAL'S NOTE INCHES; AND 4) ALL COMPONENTS OF THE METER BOX ASSEMBLY TO BE IN PROPER WORKING ORDER. IT IS THE EDWARD BROWNING WINCHESTER,VA. 22602 DEVELOP'ER'S/CONTRACTOR'S RESPONSIBILITY TO HAVE THE METER BOX ASSEMBLY INSTALLED CORRECTLY. TUNG UMA 540-662-7696 5. THE CONTRACTOR SHALL INSTALL WATER AND SEWER SERVICES THAT CONNECT TO EXISTING LINES. No. 02715 6715 �p�� Fire lane markings and signage: Developer; Address, Including Zip Code & Telephone No. Any "No Parking" signs and yellow painted curb locations will be installed A.) A WATER SERVICE (AND FORCE MAIN SEWER SERVICE) REQUIRES THE INSTALLATION OF A SADDLE �/� J WITH CORPORATION STOP AND MAKING THE TAP. s`SION SAME AS ABOVE by field inspection at the direction of the Fire Marshall's Office. B.) A GRAVITY SEWER SERVICE REQUIRES THE INSTALLATION OF A WYE, 18' LONG STUB PIECES, AND 15" LONG, FULL CIRCLE, STAINLESS STEEL REPAIR CLAMPS. p,� n �t v SHEET INl/ritl .� AL SAME AS ABOVE FIRE FLOW DATA: HYD# FIRE FLOW DATA: HYD# C.) THE FCSA INSPECTOR ASSIGNED TO THE PROJECT SHALL BE PRESENT FOR THE INSTALLATION OF Engineer Certifying Plan: Address, Including Zip Code & Telephone No. STATIC PRESSURE = STATIC PRESSURE = EACH CONNECTION. I. COVER SHEET 151 WINDY HILL LANE RESIDUAL PRESSURE = RESIDUAL PRESSURE = 6. WHEN AN EXISTING WATER MAIN IS TAPPED FOR THE INSTALLATION OF A NEW LINE: A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIALS TO MAKE THE TAP. 2, E45 DETAILS 4 COMPUTATIONS, SOIL. MAP GREENWAY ENGINEERING WINCHESTER, VA 22602 AVAILABLE FLOW = AVAILABLE FLOW = B. THE DEVELOPER/CONTRACTOR MUST: 1) MAKE APPLICATION FOR THE TAP, 2) PAY DEPOSIT (BEFORE WORK 3. E 4 5 CONTROL PHASE 1 4 11, &WM DRAINAGE DIVIDES 4 NARRATIVE (540) 662-4185 BEGINS); 3) MARK THE LOCATION OF THE TAP; AND 4) MAKE FINAL PAYMENT WHEN THE WORK IS COMPLETED. 3A. CHANNEL ADEQUACY ANALYSIS PROFESSIONAL SEAL & SIGNATURE t, t Pk.L. a d a .:. as_ SOURCE: SOURCE: DATE: DATE: 7. THE CONTRACTOR SHALL TIE-IN A NEW LINE TO AN EXISTING MANHOLE BY CORE DRILLING THE MANHOLE. 4. STORMWATER MANAGEMENT DETAILS 4 COMPUTATIONS 5. SITE PLAN, NOTES 4 DETAILS THESE PLANS ARE IN CONFORMANCE WITH t�_1 r°" € APPROVAL = �`1� .f�����5 DATE: MAY ,2003 1 8. ANY WATER SERVICE LINE MUST HAVE A DOUBLE CHECK VALVE OR RPZ BACKFLOW PREVENTION ASSEMBLY, AS REQUIRED,INSTALLED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1015 OR 1013. A REMOTE READOUT IS (o. UTILITY PROFILES, SIGHT DISTANCE, DETAILS -1. VDOT 4 FCSA MISC. DETAILS, STORM COMPUTATIONS COUNTY OF FREDERICK STANDARDS AND ORDINANCES. ANY DEVIATION OR CHANGE ' SCALE: N/A REQUIRED. & LANDSCAPING 4 PAVEMENT STRIPING PLAN IN THESE PLANS SHALL BE APPROVED BY of � �6 ��3 DESIGNED BY: HANDICAPPED PARKING NOTE 9. ALL FIRE LINES SHALL HAVE A DETECTOR DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY OR A RPZ SA. WATER RECOVERY SYSTEM lBY OTHERS) THE ZONING ADMINISTRATOR PRIOR TO TNA/JNT BACKFLOW ASSEMBLY AS REQUIRED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1048 OR 1047. A REMOTE CONSTRUCTION. FREDERICK COUNTY ZONING ADMINISTRATOR DATE JOB NO. 2803B READOUT IS REQUIRED. Handicapped parking spaces and aisles shall slope * SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF PLANNING DEPT APPROVAL SHEET 1 OF 8 no greater than 2% in all directions. * SITE PLAN VALID FOR (2) TWO YEARS FROM DATE OF FCSA APPROVAL EROSION AND SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION: PERMANENT STABILIZATION: THIS SITE IS LOCATED AT THE CORNER OF ROUTE 7 & COLE LANE IN THE PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN RED BUD MAGISTERIAL DISTRICT IN FREDERICK COUNTY. THIS PLAN DEPICTS SEVEN (7) DAYS AFTER GRADE IS REACHED ON ANY PORTION OF THE SITE. THE CONSTRUCTION OF A CAR WASH, AUTOMOBILE SERVICE/LUBE CENTER AND TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO THE RELOCATION AND UPGRADE OF A EX. ENTRANCE TO THE PARCEL OFF COLE DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN UNDISTURBED LANE. THE EXISTING 2-STORY BRICK STRUCTURE WILL REMAIN AND BE FOR LONGER THAN FOURTEEN (14) DAYS. SEEDING SHALL BE DONE IN ACCORDANCE RENOVATED WHILE THE ATTACHED STRUCTURE AND SHED WILL BE DEMOLISHED WITH THE GUIDELINES, SPECIFICATIONS OF THE COUNTY AND OF THE VIRGINIA PER COUNTY CODE/REQUIREMENTS. EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH). EXISTING SITE CONDITIONS: EROSION CONTROL BLANKETS (VESCH 3.36) WILL BE INSTALLED OVER FILL SLOPES WHICH HAVE BEEN BROUGHT TO FINAL GRADE AND HAVE BEEN SEEDED TO PROTECT THIS OVERALL SITE CONTAINS 1.9E ACRES OF WHICH ACRES ARE THE SLOPES FROM RILL AND GULLY EROSION AND TO ALLOW SEED TO GERMINATE PROPOSED FOR LAND DISTURBANCE AS SHOWN THEE PLAN. THE SITE HAS PROPERLY. MULCH (VESCH 3.35) (STRAW OR FIBER) WILL BE USED ON RELATIVELY H SAPLINGS AND THICHIT. FEW MATURE TREES AND IS MOSTLY COVERED WITH FLAT AREAS AND WILL BE APPLIED AS A SECOND STEP IN THE SEEDING OPERATION. GENERALLY IS ELEVATED 8' TO' 10' ABOVE RTE. 7 AND COLE LANE. THERE IS IN ALL SEEDING OPERATIONS, SEED, FERTILIZER AND LIME WILL BE APPLIED PRIOR AN EXISTING 50' GAS EASEMENT THAT IS CLEARED AND RUNS EAST THE TO MULCHING. FERTILIZER AND LIME SHALL BE INCORPORATED INTO THE TOP 4-6 NORTH ACROSS THE PROPERTY TO CROSS RTE. 7. THE EXISTING UNIMPROVED INCHES OF THE SOIL BY DISCING, HARROWING, OR OTHER ACCEPTABLE MEANS FOR HOUSE IS TO THE EAST OF THE SITE AND WILL REMAIN AND BE RENOVATED. EROSION CONTROL. WHEN APPLYING LIME AND FERTILIZER WITH A HYDROSEEDER, APPLY TO A ROUGH, LOOSE SURFACE. SOILS: STRUCTURAL PRACTICES: GENERALLY THE SOILS ON THIS SITE ARE MADE UP OF VARIOUS CHANNERY 1. TEMPORARY CONSTRUCTION ENTRANCE 3.02 SILTY AND LOAMS. SLOPES RANGE FROM GENTLE TO STEEP AT THE A TEMPORARY CONSTRUCTION ENTRANCE WITH A WASH RACK SHALL BE INSTALLED NORTHEAST & EASTERN CORNERS. SOILS ARE FAIRLY WELL DRAINED, DEPTH AND MAINTAINED AS SHOWN ON THE EROSION & SILTATION CONTROL PLAN. DURING TO ROCK VARIES AND THE EROSION POTENTIAL IS MODERATE (SEE MAP AND MUDDY CONDITIONS, DRIVERS OF CONSTRUCTIONS VEHICLES WILL BE REQUIRED TO DESCRIPTION ON THIS SHEET). ALSO, A LIMITED GEOTECHNICAL EVALUATION WASH THEIR WHEELS BEFORE ENTERING THE HIGHWAY. A WASH TRUCK SHALL BE REPORT IS AVAILABLE FROM THE OWNER. THE SOURCE OF WASH WATER UNLESS PERMITTED BY THE CORP AND/OR DEQ, TO DRAW WATER FROM LITTLE BULL RUN. CONSTRUCTION ENTRANCE SHALL REMAIN IN OFFSITE/CRITICAL AREAS: PLACE UNTIL SUCH TIME AS ALTERNATIVE/PERMANENT MEANS OF ACCESS ARE PROVIDED. THERE ARE NO OFFSITE AREAS PROPOSED FOR DISTURBANCE WITH THIS PLAN. 2. TEMPORARY DIVERSION DIKE - 3.09 A SYSTEM OF TEMPORARY DIVERSION DIKES IS TO DIRECT FLOW. DIKE SHALL BE EROSION AND SEDIMENT CONTROL MEASURES: STABILIZED IMMEDIATELY FOLLOWING INSTALLATION WITH TEMPORARY OR PERMANENT VEGETATION TO PREVENT EROSION. REMOVAL OF TEMPORARY BERMS FOR FINAL UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION SLOPE STABILIZATION SHALL BE DONE AS DIRECTED BY THE VESCH AND/OR COUNTY AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED INSPECTOR WITH ADDITIONAL MEASURES PROVIDED AS NEEDED. ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE COUNTY AND OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH). 3. SILT FENCE BARRIER - 3.05 LAND DISTURBANCE ACTIVITIES: STANDARD SILT FENCE SEDIMENT BARRIERS WILL BE INSTALLED DOWN SLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT LADEN RUNOFF FROM SHEET FLOW PHASE I: AS INDICATED ON THE EROSION & SILTATION CONTROL PLAN AND USED AS AN ADDITIONAL MEASURE WHERE NECESSARY TO PREVENT EROSION DURING FINAL 1. HOLD PRECONSTRUCTION MEETING BETWEEN OWNER, COUNTY INSPECTOR AND STABILIZATION. ALL CONTRACTORS. 4. CULVERT INLET PROTECTION - 3.08 2. INSTALL TEMPORARY CONSTRUCTION ENTRANCE WITH WASH RACK AT THE STONE CULVERT INLETS SHALL BE PROTECTED DURING CONSTRUCTION. SEDIMENT EXISTING ENTRANCE TO THE PROPERTY TO REDUCE MUD FROM BEING LADEN WATER SHALL BE FILTERED BEFORE ENTERING THE CULVERTS. TRANSPORTED TO COLE LANE & RTE.7 5. CHECK DAM - 3.20 3. INSTALL PERIMETER CONTROLS INCLUDING SILT FENCE, DIVERSION DIKE, AND INSTALL TEMPORARY STONE DAMS ACROSS THE SWALE OR DITCH TO REDUCE THE SILT TRAPS AND SHOWN ON PHASE ONE PLAN PRIOR TO CLEARING THE SITE. VELOCITY OF CONCENTRATED FLOWS THEREBY REDUCING EROSION. 4. INSTALL TEMPORARY DIVERSION DIKE TO DIVERT RUNOFF TO SEDIMENT TRAPS MAINTENANCE: 5. INSTALL CULVERT INLET AND OUTLET PROTECTION AT EXISTING ENTRANCE. THE CONTRACTOR SHALL INSPECT ALL EROSION AND SEDIMENT CONTROL MEASURES DAILY AND AFTER EACH SIGNIFICANT RAINFALL. THE FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR. 6. INSTALL ROCK CHECK DAM TO THE SOUTH IN EXISTING DITCH . 1. GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILD UP WHICH 7. TEMPORARY SEEDING (3.31) SHALL BE PLACED ON ALL DIVERSION DIKE AND WILL PREVENT DRAINAGE. IF THE GRAVEL IS CLOGGED BY SEDIMENT, IT SHALL BE SEDIMENT TRAP AREA AND, INSTALL SILT FENCE AS SHOWN ON THE PLAN. REMOVED AND CLEANED OR REPLACED. 8. CLEAR CONSTRUCTION ACCESS WAY AND INSTALL ANY ADDITIONAL SILTATION 2. SILT FENCE BARRIERS WILL BE CHECKED REGULARLY FOR UNDERMINING OR CONTROL MEASURES SPECIFIED, NEEDED OR REQUESTED BY THE INSPECTOR. DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF WAY TO THE TOP OF THE BARRIER. 9. TEMPORARY SEEDING SHALL BE PLACE IN THE DENUDE AREAS. 3. SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND OF GRASS IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. PHASE II: CONTRACTOR MUST NOTIFY SHENANDOAH GAS WHEN WORKING WITH 4. ANY NECESSARY REPAIR OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE THE 50' ESMT. ONSITE REPRESENTATIVE WILL BE REQUIRED. EROSION CONTROL DEVICES MUST BE MADE IMMEDIATELY AFTER THE INSPECTION. 1. PERFORM EARTHWORK OPERATIONS FOR CONSTRUCTION OF PROPOSED ENTRANCE AND INSTALL ALL INLET AND STORM PIPE AS SHOWN ON THE PLAN 2. INSTALL SWM POND AND DEVICES. IMMEDIATELY STABILIZED THE DENUDE AREA WITH TEMPORARY SEEDING. 2. CULVERT INLET PROTECTION DEVICES SHALL BE PLACED ON CULVERTS INLET TO PREVENT SEDIMENT FROM ENTERING, ACCUMULATING IN AND BEING TRANSFERRED BY THE CULVERT. 3. INSTALL OUTLET PROTECTION AT THE 15" CULVERTS TO REDUCE EROSION, UNDERCUTTING AND VELOCITIES. 4. DEMOLISH EX. ATTACHED STRUCTURE AND SHED AS SHOWN THEN BEGIN MASS -GRADING OPERATION WITHIN GRADING AREAS. BE SURE ALL WATER QUALITY AND LAND DISTURBANCE PERMITS ARE SECURED BEFORE CLEARING AND GRADING. PROVIDE TEMPORARY SEEDING WHERE NECESSARY OR AS REQUIRED. 6. PERFORM FINAL GRADING AND STABILIZATION OPERATIONS. 6. INSTALL ALL CURB & GUTTER AS SHOWN PLANS 7. REMOVE DIVERSION DIKE TO NORTH AND ALL SEDIMENT TRAPS. SILT FENCE AS SHOWN ON PHASE ONE PLAN SHALL REMAIN IN PLACE FOR THE DURATION OF THE PROJECT. 10. ONCE ALL DENUDED AREAS ARE PROPERLY GRADED, STABILIZED, AND RELEASED BY THE COUNTY INSPECTOR, REMAINING EROSION CONTROL MEASURES MAY BE REMOVED. 11. UPON SUCCESSFUL COMPLETION OF VEGETATIVE GROWTH AND FOLLOWING INSPECTION AND RELEASE BY THE COUNTY INSPECTOR, CAREFULLY REMOVE AND DISPOSE OF PERIMETER CONTROLS. IF REQUIRED OR REQUESTED BY THE INSPECTOR, THE CONTRACTOR SHALL PROVIDE ADDITIONAL MEASURES UNDER THE SUPERVISION OF THE COUNTY INSPECTOR. MAXIMUM TAIL WATER CONDITION MINIMUM TAIL WATER CONDITION N TS N TS 3Do 3Do Do C3 Do -I 5 OUTLET PIPE I1 Min. 1 Min. OUTLET DIAMETER Lo PIPE DIAMETER La STIR N0. PIPE Do(inch) Q 10 (CFS) VEL (FPS) Channel N Channel D(ft) Tail Water Crushed Stones Apron length(La) MIN. (FT) Apron Width(W) MIN. (FT) Class Type-dia. 1 15 0.95 3.71 0.05 NA MIN. 1 A d50-6" 6ft 3.75ft 3 15 2.80 3.71 0.05 NA MIN 1 A d50-6" 6ft 3.75ft 5 15 2.87 6.63 0.05 NA MIN 1A d50-6" 11ft 3.75ft PIPE OUTLET CONDITIONS e q 'IPE OUTLET TO FLAT AREA WITH NO DEFINED ;HANNEL L a d SECTION A -A FILTER CLOTH KEY IN 6"-9": RECOMMENDED FOR � PERIMETER 3do (MIN.) PIPE OUTLET TO WELL DEFINED CHANNEL PLAN VIEW -- L a d SECTION A -A FILTER CLOTH KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. Source: Va. DSWC Plate 3.18-1 TEMPORARY DIVERSION DIKE m• Imp an me. SOURCE: VA. DSWC PLATE 3.09-1 SFDIMFENT TRAP= p�SIC;N 5CHEDUL_E SOIL MAP: P=200' MINIMUM TOP WIDTH (W) REQUIRED FOR SEDIMENT TRAP EMBANKMENTS ACCORDING TO HEIGHT OF EMBANKMENT (FEET) _ 1.5 0.5 2.0 1.0 2.0 2.0 2.5 1.5 3.0 2.0 2.5 2.5 3.5 2.5 Ho H 4.0 3.0 3.0 3.0 4.5 3.5 5.0 4.0 4.0 4.5 EXCAVATED AREA MAX. DEPTH - �; aaaHu AGROUND ELEV. SOURCE: VA. DSWC PLATE. 3.13-1 / I RTE- 7 41C \ SITE TM 64-(5)-2 3 9B 1E S HOLLOW IN TRIAL PARK 501L NAME MAPPING TEXTURE PERMEA51LITY HYDROLOGIC UNIT 501L GROUP IS-BERK5 CHANNERY Me- Silt Loam ModeratelyB 9B-CLEARBROOK CHANNERY Illw 511t Loam Moderately slow g 41E-WEIKERT BERKS Vile 511t Loam Moderately Rapid E TRAP No. Drainage AREA (AC) STORAGE REQUIRED STORAGE PROVIDED WET STORAGE DIMENSIONS H HEIGHT OF BERM (f1) Ho WEIR OUTLET HEIGHT (ft) W TOP WIDTH 00 L WEIR LENGTH (ft) AREA � BERM OUTLET HEIGHT (sq-ft) Elev. Top of Stone Outlet Weir (ft) Inv. Elev. at Stone OUTLET (ft) WET (cu-yd) DRY (cu-yd) WET (cu-yd) DRY (cu-yd) DEPTH (ft) L = (ft) W = (ft) 1 0.75 50 50 55 57 3.5 25 20 2.8 1.8 2.500 4.50 1218 674.00 672.20 2 0.76 51 51 55 73 3.5 25 20 2.3 1.3 2.500 4.56 2520 676.40 675.10 STONE CONSTRUCTION ENTRANCE EXISTING 70' MIN. A nLTER CLOTH•- 6" MIN. I Al SIDE ELEVATION 12' ;t IN. 70' MIN. B WASHRACK 10' MIN. L-VOOT j1 I I-�-POSmVE DRAINAGE COURSE AGGREGATE B TO SEDIMENT MOPPING DENC£ • MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS PLAN VIEW OPERATION SECTION A -A EXISTING - PALFMENT 5:1 t0' M\ BERM REINFORCED CONCRETE -7 `- DRVN SPACE SECTION B-B SOURCE. ADAPTED from 198J ftland Standards for Soil erosion and Sediment Control, and Va. DSWC Plate J.02-1 TEMPORAR Y SEDIMENT TRAP 1' VARIABLE* , M ORIGINAL I VAH_�AaL1= GROUND ELEV. 67 CU. YO./ACRE \ N � VARIABLE 67 CU. ACRE 4' MAX. (EXCAVATED) FILTER CLOTH ORIGINAL GROUND ELEV. "SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) _ / (IX DRAINAGE AREA (IN AC.) DIVERSION DIKE COARSE AGGREGATE // EXAREAATEO FILTER CLOTH -COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) SOURCE: VA. DSWC PLATE. 3.13-2 GRAVEL CURB INLET SEDIMENT FIL TER GRAVEL FILTER i 12" ♦1� � itl� � cllllll- ��. �c•�, ,I W `°� IIIII �--'IIIII Iffiffi I,'llllllll__III' IIIII SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. • GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. SOURCE: VA. DSWC PLATE 3.07-6 CONSTRUCTION OF A SILT FENCE (WITH WIRE SUPPORT) 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. TRENCH UPSLOPE ALONG THE LINE OF POSTS. / l FLOW 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL �/ FLOW G �illlll EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. SOURCE: Adapted from Instaliation of Straw and Fabric Filter Barriers for Sediment Control, PIATE. 3.05-1 Sdenood lganl SILT FENCE CULVERT INLET PROTECTION DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD EMBANKMENT L FLOW OPTIONAL STONE COMBINATION FLOW ^ 2.5' CLASS 1 RIPRAP �VDOT f�3, #357, #5, #56 OR )j57 COARSE AGGREGATE TO REPLACE SILT FENCE IN " HORSESHOE " WHEN HIGH VELOCITY OF FLOW IS EXPECTED SOURCE: ADAPTED from VDOT Standard Sheets and Va. DSWC PLATE. 3.08-1 Z Uj Z WCQ 0 1n C Cd C\I CO a ' CO LLO ; o i Lo � Lo C\2 W � `I' U a ~ Lo H 075 lO H W m 0 ILI A O O hl"N bi o W co rY iN..K OF O�1� f U TUNGUSU.5 No. 026715 �SSIONAL ��~ Q-, H Q C0 � nH N H Q Q � Q Q w DATE: MAY, 2003 SCALE: AS SHOWN DESIGNED BY: NTA/JNT JOB NO. 2803B SHEET 2 OF 8 E & S PHASE 1 AND PRE -DEVELOPED DRAINAGE AREAS /. bb3 yl �, \ III IIII 1, I II 1 ' LIMIT OF \ I JACK JOHN50N CLEARING 4 GRADING + I I I I I / U ZONE B 2 CAN7 / I II �bb3v \ 1 Dt5. 1,9 / F-G. 46� SIP / LIMIT,OF CLEARING 4 GRADING SUB AREA-�- 1 1 `i.04 ACRES --,__ I SUB AREA 1 `C .35 r_ 0.95 ACRES I 1 U I I 54••5-`� �' ,; Baia .. � JACK JOI44 5c'N U ZONE_A IC" 1A I4T / ' 1 1 I I D15. 119 / Fr. `2 \ \ ' ` n DA- ro., 76 ACRES1 I 1 TO S DIMENT TRAP r \. DA 175 ACRES �y2 5T2 1 >/ . _ TO SEDIM NT TRAM r1 I I I TOP STONE ouTLEr TO BE DEMOLS ED WEIR = b13� / D STONE OUTLET \ `` `\ TO EX REMAIN I (� INVERT = 61y I x sF1 . rOP b,5.k TOPII x 1 _ I to - -_ _,■� Sub Area- 2A--- --/ x�-a•�-■.--ai-�a1. ,l� � _ ,,'� � 0.3O ACRE __ - _ LANE AN a a� CO, 9. UP EROSION/5ED IMENT CONTROL. LEGEND NO. KEY 5Y1" IBOL DESCRIPTION 3.02 CE TEMPORARY GRAVEL CONSTRUCTION 9M ENTRANCE WITH WASH RACK 3.05 SF X-X X SILT FENCE 3.01 IP - STORM DRAIN INLET PROTECTION 3.09 DD D TEMPORARY DIVERSION DIKE 3.13 TEMPORARY SEDIMENT TRAP 3.15 OP OUTLET PROTECTION 3.16 CULVERT INLET PROTECTION 3.20 CD --, ---' --- CHECK DAMS LIMIT OF CLEARING 4 GRADING DRAINAGE DIVIDES CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED AND TACKED WITHIN 14 DAYS AFTER START OF GRADING, OR SODDED AND PEGGED WITHIN 14 DAYS AFTER START ESLGND2 ,:,..A TOK -_CLEARING 4 ASH HOLLOW INDUSTRIAL PARK P.4-5-3 THCNA5 C. 4 5HEILA F. BAKE USE: INDU5TRIAL LONE: M-I DI3. 183 / FIG. �91 Ibb� 1 1 1 ya 1 3 I O 1 C 1 1 1 1 i I OUTLE 1 615 LET 1 !14 ,.42 1 1 7 1 1 r 1 E & S PHASE 11 AND POST -DEVELOPED DRAINAGE AREAS ll� \ I \ \ I JIM / I EXISTINGN �' G�IvEk?510 � / 54-5-1 LIMIT OF / JACK JOHN50N I CLEARING 4 GRADING USE: VACANT / ZONE: LB-2 DEs, 1-19 PCB 40I s �\ #eaa=090AC Controlled to 5 T R � / LIMIT OF \ CLEARING 4 I' GRA'L>1NG u CATAGRy I'A" IBUFF 54-E `�5 EXISTING JACK `\ �/ �'A g8t.o � 1 JACKJOH aON \7 t U6C E: VAI DID S\ON I LONE:: M-I'� u �I / A' I ew.INV 4qc Sub Area 2A {;5 ,� y` 0:4p-CD +CRE E . ,�-• _- mot= �,� EX. 20' 9:AN. SFUER ESMT. �. UP - E- 4 .14 1310 -Am TCS 5 I a I ' "_j 1-49 I ..r lop I ea • 0.12 AC ContrC • O.90 / olled to b I zz -' I Co rc )Area 2 - c� ! ACRES I -�_ ----_ 117�4� .r='�1 V I LIM led to Ponder c =0.87 ALE �4 GRAOF DING 1 I s llb I Igi ;e Conditiol� .62�i4►pi I17 Cgnttr'Ile t" °Tf? 7 r / 10 • l,f 1 1 ft z I ,Z- i�TE. -1&2 COLE LAN- . �� E-� - �J = / 5F'EED LIMIT 25 MP ASH HOLLOW INDUSTRIAL PARK 54-5-3 THOM45 C. 4 SHcILA F. BAKE USE: INDUSTRIAL LONE! M-1 De3. ,83 /PCs. 591 TI-EIS SHEET TO BE USED FOR E1R05ION 4 SEDIMENT CONTROL AND SLUM ONLY NOTE: IF CONSTRUCTION ENTRANCE IS NOT PROPERLY MAINTAINED, A WASHRACK WITH WATER SUPPLY AND SEDIMENT TRAPPING DEVICE SHALL BE INSTALLED PER FREDERICK COUNTY PUBLIC WORKS. RF5PON515LE LAND p15fiURBER NAME: ^14o�ri+qtrs CERTIFICATION DATE: 5 /y/o5 e c .) THE RE5PON516LE LAND D15iUR5ER 15 THE PARTY RE5PON5I5LE FOR CARRYING OUT THE LAND piSTURRINCs ACTIVITY AS 5Ei FORTH IN THE PLANS. Route -1 Car Wash STORM WATER MANAGEMENT NARRATIVE Storm Water Management dry pond is provided to control the quantity of post developed discharge to be less than pre -develop discharge. The rational method was used in determining the pre and post -developed runoff rates. Hydraflow 2002 program was used for analyzing the pond sizing, and pond routing. Rainfall hydrographs were computed using Frederick County's rainfall duration. The Virginia Erosion and Sediment Control Hand Book and Virginia Drainage Manual were used for determining the coefficients of runoff for post -developed conditions. Due to mostly impervious condition (onsite), the time of concentration of five minutes is used to determine the peak flow to the Pond. For SWM embankment selected material shall be verified and approved by certified g oet echn i ca I engineer. Sub Area 2 (Controlled to Pond): Permenent berm is placed, (See Phase II E46) to control 1.65 Acres with C value of 0.01 including future phase development. Post -Development peak discharge of the lyr, 10yr and 100yr are routed through the pond's riser structure. The lyr, 10yr and 100yr peak discharge from the pond minus the uncontrolled peak discharge from Sub Area 2A are less than the Pre -Developed peak discharge of Sub Area 2 For a complete riser detail and pond routing computations (See sheet 4). f- I III' � ll b; %,'�__ LIMIT Or - CLEARING 4 GRADING 54- 10 4ME5 R. t K�NS Jt� SE:' COriME !AL 4 INDUSRT1 0&"' ZONE: BV GCIA ROUTE i CAR WASH SWM POND MAINTENANCE SCHEDULE DRY POND WILL BE CONSTRUCTED FOR THE PURPOSE OF CONTROLLING THE QUANTITY OF STORMWATER RUNOFF FROM THE PROPOSED RTE I CAR WASH SITE. THIS POND WILL BE CONSTRUCTED WITH EARTHEN EMBANKMENTS AND WILL BE PRIVATELY MAINTAINED. THE POND WILL HAVE A 15" REINFORCED CONCRETE PIPE CULVERT OUTFALL WHICH DISCHARGES INTO AN EXISTING NATURAL CHANNEL. REGULAR MAINTENANCE OF THE DRY POND SHOULD BE CONDUCTED AS FOLLOWS. L ALL GRASSES SURROUNDING THE POND AND PIPE CULVERT SHALL BE REGULARLY MAINTAINED. GRASSES SHALL BE MOWED A MINIMUM OF ONCE PER MONTH DURING THE GROWING SEASON, AND ALL LANDSCAPING DEBRIS SHALL BE REMOVED FROM THE POND TO AVOID BLOCKING THE CULVERT 4 orfice opening. 2. THE OUTFALL AND THE CHANNEL DOWNSTREAM SHALL BE CHECKED REGULARLY FOR OBSTRUCTIONS. ANY DEBRIS OR OBSTRUCTIONS SHALL BE REMOVED AND DISPOSED OF OFFSITE TO ENSURE PROPER FLOW CONDITIONS DOWNSTREAM OF THE OUTLETS. THE CHANNEL AND BANKS DOWNSTREAM OF THE OUTLET STRUCTURE SHALL ALSO BE INSPECTED FOR EROSION. EROSION OCCURRING NEAR THE OUTLET STRUCTURE SHALL BE STABILIZED BY THE PLACEMENT OF ADDITIONAL RIPRAP. ERODED AREAS OUTSIDE OF THE RIPRAP AND OUTLET STRUCTURE AREA MAY BE STABILIZED WITH APPROPRIATE VEGETATION. 3. THE DAM EMBANKMENT SHALL BE MONITORED AND INSPECTED A MINIMUM OF ONE TIME PER YEAR AND AFTER SIGNIFICANT RAINFALL EVENTS TO LOOK FOR EVIDENCE OF EROSION, SEEPAGE, CRACKING, OR OTHER SIGNS OF FAILURE OR POTENTIAL FAILURE. z Uj Uj z z WC\2 a N ,n CO CAI d' C', CD co a as to Zx �9 dan2 In W Wo to U a E- w N O 0 0 a w rn ELI per U TUNG NIMM OWSUMA9 No. 026715 x 0-) s`SIONAL ,�yG tCi 01 0 E_ Mr Q CIO �z U� �y ^ W F�-I -:4 Q Cr X E-i to � W Z E- �D [per, ~ U O U ~ xQQ r �DW Q a, z R �o 0 v� W DATE: MAY, 2003 SCALE: AS SHOWN DESIGNED BY: NTA/JNT JOB NO. 2803B SHEET 3 OF 8 Route I Car Wash CHANNEL ADEQUACY NARRATIVE ADEQUATE CHANNEL OUTFALL: CROSS SECTIONS 1 4 II: REFER TO SHEET 3 FOR LOCATION Adequate channel analysis was preformed at two locations to verify the quantity of post developed discharge compared to the pre -develop discharge in determining IF the existing channels were adequate to accommodate the post stormwater drainage. The rational method was used in determining the peak discharge for the pre and post -developed runoff rates. Hyclraflow 2002 program and Flowmaster was used For analyzing the Total peak discharge. Rainfall hydrographs were computed using Frederick County's rainfall duration. The Virginia Erosion and Sediment Control Hand Rook and Virginia Drainage Manual were used for determining the coefficients of runoff for post -developed conditions. Due to mostly impervious condition (onsite) at post development, the time of concentration of five minutes is used to determine the peak discharge to the existing channels. Results determined the peak post developed runoff rates were less than the peak pre developed runoff rates (see chart below). For 10yr water suFace vation and channel comps ( see this page). CR055 SECTIONS III: REFER TO SHEET 3 FOR LOCATION GROSS SECTION AT THE OUTFALL FROM STRUCTURES 3 4 5: Adequate channel analysis was preformed at this location to verify the adequacy of the proposed receiving channel lining. Results determined channel lining adequate to accomodate total combined peak discharge From structures 3 4 5 to proposed pond (for rip rap placement delination see sheet 5, for channel crosss section see this sheet), and for Hydrograph Summary Worksheet- Rte-7 Worksheet for Irregular Channel Project Description Project File x:\jobfiles\2803b - route 7 car wash\engineering\eng comp\e&s control\pond dit.fm2 Worksheet Channel Adequacy -1 Flow Element Irregular Channel Method Manning's Formula SnIve For Water Elevation Input Data Channel Slope 0.300000 ft/ft Elevation range: 664.69 ft to 674.00 ft. Station (ft) Elevation (ft) Start Station 0.00 674.00 0.00 3.80 672.00 7.64 670.00 11.67 668.00 15.65 666.00 18.14 664.69 21.12 665.29 21.40 665.82 29.60 666.00 35.42 666.39 Discharge 1.06 cfs Results Wtd. Mannings Coefficient 0.030 Water Surface Elevation 664.91 ft Flow Area 0.17 ft2 Wetted Perimeter 1.62 ft Top Width 1.54 ft Height 0.22 ft Critical Depth 665.05 ft Critical Slope 0.024839 ft/ft Velocity 6.11 ft/s Velocity Head 0.58 ft Specific Energy 665.50 ft Froude Number 3.22 Flow is supercritical. Channel South Cole Lane Worksheet for Irregular Channel Project Description Project File x:\jobfiles\2803b - route 7 car wash\engineering\eng comp\e&s control\pond dit.fm2 Worksheet Channel Adequacy - 2 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Worksheet-Pond Channel Worksheet for Irregular Channel Project Description Project File x:\jobfiles\2803b - route 7 car wash\engineering\eng comp\e&s control\2803b-ad.fm2 Worksheet Channel Adequacy - 3 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.032000 ft/ft Input Data Elevation range: 663.50 ft to 665.00 ft. Channel Slope 0.056000 ft/ft Station ft Elevation ft End Station Roughness () () Start Station End Station Roughness g Elevation range: 672.49 ft to 676.00 ft. 35.42 0.030 0.00 665.00 10.62 664.00 0.00 24.00 0.030 Station (ft) Elevation (ft) Start Station End Station Roughness 13.16 663.50 1.00 676.00 1.00 11.00 0.030 16.73 664.00 11.00 674.00 11.00 24.00 0.035 24.00 664.51 17.80 672.49 24.00 38.00 0.030 Discharge 2.23 cfs 24.00 674.00 38.00 674.00 Discharge 5.67 cfs Results Wtd. Mannings Coefficient 0,030 Results Water Surface Elevation 663.86 ft Flow Area . ft2 Wtd. Mannings Coefficient 0.035 Wetted Perimeter 4.47 ft Water Surface Elevation 673.05 ft Top Width 4.41 ft Flow Area 1.34 ft2 Height 0.36 ft Wetted Perimeter 4.94 ft Critical Depth 663.88 ft Top Width 4.81 ft Critical Slope 0.023163 ft/ft Height 0.56 ftCritical Velocity 2.80 ft/s Depth 673.13 ft Velocity Head 0.12 ft Critical Slope 0.027020 ft/ft Specific Energy 663.98 ft Velocity 4.22 ft/s Froude Number 1.16 Velocity Head 0.28 ft Flow is supercritical. Specific Energy 673.33 ft Froude Number 1.41 Flow is supercritical. Cross Section-Rte 7 Cross Section for Irregular Channel Project Description Project File x:\jobfiles\2803b - route 7 car wash\engineering\eng comp\e&s control\pond dit.fm2 Worksheet Channel Adequacy - 1 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.030 Channel Slope 0.300000 ft/ft Water Surface Elevation 664.91 ft Discharge 1.06 cfs 674. 673.0 672.0 671.0 " 670.0 c 0 669.0 m > 668.0 W 667.0 666.0 665.0 664.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 Station (ft) 06/30J03 FlowMaster v5.15 10:38:18 AM Haestad Methods. Inc. 37 B'rookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cult) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description 1 Rational 2.55 1 5 765 -- - --- ------ Pre-Dev Sub Area 1 & 1A 2 Rational 3.44 1 5 1,033 ---- ------ - --- Pre-Dev Sub Area 2 & 2A 4 Rational 1.06 1 5 318 --- ------ - --- Post-Dev Sub Area 1 & 1A Uncontroll 5 Rational 1.38 1 5 414 --- -- ------ Post-Dev Sub Area 2A Uncontrolled 7 Rational 8.94 1 5 2,682 --- ----- -- Post-Dev Sub Area 2 To Pond 9 Reservoir 1.06 1 9 2,603 7 670.74 2,286 Post -Sub Area 2 Routed 11 Combine 1.20 1 5 361 4, ----- ---- TotalQ @ Adequate Channel 1 12 Combine 2.23 1 5 3,017 5, 9, --- - -- TotalQ @ Adequate Channel 2 Cross Section- South Cole Lane Cross Section for Irregular Channel Project Description Project File x:\jobfiles\2803b - route 7 car wash\engineering\eng comple&s control\pond dit.fm2 Worksheet Channel Adequacy - 2 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.030 Channel Slope 0.032000 ft/ft Water Surface Elevation 663.86 ft Discharge 2.23 cfs 06/30/03 10:38:35 AM 0.0 5.0 10.10 15.0 20.0 25.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 Cross Section -Pond Channel Cross Section for Irregular Channel Project Description Project File x:\jobfiles\2803b - route 7 car washlengineering\eng comp\e&s control\2803b-ad.fm2 Worksheet Channel Adequacy - 3 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.035 Channel Slope 0.056000 ft) rt Water Surface Elevation 673.05 ft Discharge 5.67 cfs N 06/30/03 12:35:28 PM 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 t® C� LU LU M APM L a co U) Co CQ Nt co c COLO rn �C\2 inC\2 W �� 9� W U 0 a to E E-t fs. N •d cu o a) WkP 17) O r� T h A OFlj r� v TUNG SUMA9 1-0 No. 026715 t7 A�ss�/a a/ �3Gti ZONAL w 1®1 E-'I H i4 z V 1 CJ �I W z1 <� OT` z z �-:1CC MM H Ix Cr w Q DATE: MAY, 2003 SCALE: AS SHOWN DESIGNED BY: NTA/JNT JOB NO. 2803B SHEET 3A OF 8 3 MODIFIED M44-1 43' - 15" RCP CL III a OB% ALL CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. FOR COMPLETE INFORMATION SEE VDOT ROAD AND BRIDGE STANDARDS VOLUME ONE, 1996 MIR A47" DIA. OWICE (CORE DRILL) MODIFIED MH-1 R15EF 43' -15" RCf PLASTIC SOLUTIONS INC. FLAT ROOF RECT. TRASH RACK BOLT TRASH RACK TO STRUCTURE W/ 2" 85 ANCHOR BOLTS wnjlnu��Zwi e.. ., I0'-2"X2" GALVANIZED ANGLE IRON FOR a: SUPPORT BOLT TO "CONCRETE lU/ b- 2" GALVANIZED STEEL 0 100YR WS ELEV. - 61119 FT _ ;. ANCHOR BOLTS m 4" O.G. p 10YR WS ELEV.. 610.14 FT V IYR WS ELEV. -61036 FT 669D0 6" ORIFICE AT b69.10� (CORE DRILL) y iBUPAN R - a . 6' DIA.-6" CONCRETE SLAB FOR RISER BASE SECTION - PRINCIPAL RISER STRUCTURE PROFILE NTS L1�LJ ' 0 TOP VIEW - PRINCIPAL RISER NTS Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time Interval (min) Time to peak (min) Volume (cuft) Inflow hyd(s) Maximum elevation (ft) Maximum' storage (cuft) Hydrograph description 1 Rational 1.52 1 5 455 - - - Pre-Dev Sub Area 1 2 Rational 1.82 1 5 546 - - Pre-Dev Sub Area 2 4 Rational 0.71 1 5 214 - Post-Dev Sub Area 1 Uncontrolled 6 Rational 0.31 1 5 94 - -- - Post-Dev Sub Area 2A Uncontrolled 7 Rational 6.03 1 5 1,809 - - - Post-Dev Sub Area 2 To Pond 9 Reservoir 0.90 1 9 1,731 7 670.36 1,494 Post -Total discharge Hydrograph Report Page 1 Hyd. No. 9 Post -Total discharge Hydrograph type = Reservoir Storm frequency = 1 yrs Inflow hyd. No. = 7 Max. Elevation = 670.36 ft Hydraflow Hydrographs by Intelisolve Peak discharge = 0.90 cfs Time interval = 1 min Reservoir name = Pond 1 Max. Storage = 1,494 cuft Storage Indication method used. Outflow hydrograph volume = 1,731 cuft Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.05 3.62 669.42 0.28 0.26 --- ---- --- --- --- ---- --- 0.26 0.07 4.82 669.72 0.60 0.57 ---- ----- --- --- ---- ---- -- 0.57 0.08 6.03 << 670.04 0.76 0.76 --- ---- -- -- --- - 0.76 0.10 4.82 670.17 0.82 0.82 ---- --- - --_ -- _____ ___ 0.82 0.12 3.62 670.27 0.86 0.86 -- -- -- -- --- ----- - 0.86 0.13 2.41 670.33 0.89 0.89 - --- --- - ---- - -- 0.89 0.15 1.21 670.36 0.90 0.90 - --- --- --- -- -- -- 0.90 << 0.17 0.00 670.35 0.90 0.90 - ---- - - ___ __ - 0.90 0.18 0.00 670.32 0.89 0.89 - --- - -- --- - - 0.89 0.20 0.00 670.30 0.88 0.88 -- --- - -- -- -- -- 0.88 0.22 0.00 670.27 0.87 0.87 --- --- - - --- -- --- 0.87 0.23 0.00 670.25 0.85 0.85 -- -- -- -- -- ---- ---- 0.86 0.25 0.00 670.22 0.84 0.84 - --- -- - -- ____ -_ 0.84 0.27 0.00 670.20 0.83 0.83 -- --- --- - -- --- --- 0.83 0.28 0.00 670.17 0.82 0.82 - - --- - ---- ---- ---- 0.82 0.30 0.00 670.15 0.81 0.81 --- --- -- - -- -- - 0.81 0.32 0.00 670.13 0.80 0.80 - --- --- --- ---- -- ---- 0.80 0.33 0.00 670.10 0.79 0.79 --- --- --- ---- - - -- 0.79 0.35 0.00 670.08 0.78 0.78 -_ _- ____ - ____ ____ -_ 0•78 0.37 0.00 670.06 0.77 0.77 --- --- ---- - ---- --- - .0.77 0.38 0.00 670.04 0.76 0.76 - -- --- -- ---- --- -- 0.76 0.40 0.00 670.01 0.75 0.75 - --- - -- --- -- 0.75 0.42 0.00 669.98 0.73 0.73 - -- -- -- -- -- --- 0.73 0.43 0.00 669.92 0.69 0.69 - - - - -- ----- -- 0.69 0.45 0.00 669.87 0.67 0.66 - - - - -- ---- --- 0.66 0.47 0.00 669.82 0.66 0.63 - -- - -- - --- --- 0.63 0.48 0.00 669.77 0.64 0.60 - - -- -- - - -- 0.60 0.50 0.00 669.72 0.61 0.57 -- -- - -- -- --- --- 0.57 0.52 0.00 669.68.. 0.56 0.54 -- -- - - - - -- 0.54 0.53 0.00 669.64 0.52 0.50 -- -- --- -- --- --- --- 0.50 0.55 0.00 669.60 0.47 0.47 -- - - - --- --- -- 0.47 0.57 0.00 669.56 0.45 0.43 -- --- - - ---- --- --- 0.43 0.58 0.00 669.53 0.42 0.40 -- -- -- -- --- -- --- 0.40 0.60 0.00 669.50 0.40 0.37 - - - --- -- --- --- --- 0.37 0.62 0.00 669.47 0.36 0.33 - -- - - - -- ----- -- '0.33 0.63 0.00 669.45 0.33 0.30 - - --- --- --- ---- --- 0.30 0.65 0.00 669.42 0.30 0.27 - -- - -- - ----- ---- _ 0.27 0.67 0.00 669.40 0.27 0.24 - - - - - - -- 0.24 Cl Hyd. No. 9 - Reservoir -1 Yr - Qp = 0.90 cfs - Post -Total discharge U.0 U.2 0.5 0.7 1.0 1.2 1.5 1.7 1.9 2.2 2.4 Time (hrs) / Hyd. 7 / Hyd. 9 Reservoir Report Page 1 Reservoir No. 1 - Pond 1 Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 669.00 10 0 0 1.00 670.00 1,506 758 758 3.00 672.00 2,604 4.110 4,868 5.00 674.00 4,172 6,776 11,644 6.50 675.50 5,300 7,1104 18.748 Culvert! Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise In = 15.0 6.0 0.0 0.0 Crest Len ft = 12.60 0.00 0.00 0.00 Span in = 15.0 6.0 0.0 0.0 Crest El. ft = 672.00 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. ft = 669.00 669.10 0.00 0.00 Weir Type = Riser - - - Length ft = 43.0 2.0 0.0 0.0 Multistage = Yes No No No Slope % = 2.20 1.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orlf. Coeff. = 0.60 0.60 0.00 0.00 Multistage = nla Yes No No Exflltration Rate = 0.00 iNhr/sgft Tailwater Elev. = 0.00 ft Note: All oudlom have been anayzed under Inlet end outlet oontnA Stage / Storage ! Discharge Table Stage Storage Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cis cfs. 0.00 0 669.00 0.00 0.00 - - 0.00 - - - - 0.00 1.00 758 670.00 0.74 0.74 - - 0.00 - - - - 0.74 3.00 4,868 672.00 1.51 1.47 - - 0.00 - - - - 1.47 5.00 11,644 674.00 12.35 0.06 - - 12.25 - - - - 12.31 6.60 18,748 675.50 14.32 0.03 - - 13.75 - - - - 13.78 Hydrograph Summary Report Paget Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time Interval (min) Time to peak (min) Volume . (cuft) Inflow hyd(s) Maximum elevation (It) Maximum storage (cuft) Hydrograph description 1 Rational 2.25 1 5 674 - - Pre-Dev Sub Area 1 2 Rational 2.70 1 5 809 - - Pre-Dev Sub Area 2 4 Rational 1.06 1 5 318 - Post-Dev Sub Area 1 Uncontrolled 5 Rational 0.47 1 5 140 - -- - Post-Dev Sub Area 2A Uncontrolled 7 Rational 8.94 1 5 2,682 - Post-Dev Sub Area 2 To Pond 9 Reservoir 1.06 1 9 2,603 7 670.74 2,286 Post -Total discharge Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Post -Total discharge Hydrograph type = Reservoir Peak discharge = 1.06 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 7 Reservoir name = Pond 1 Max. Elevation = 670.74 ft Max. Storage = 2,286 cuft Storage Indication method used. Outflow hydrograph volume = 2,603 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.03 3.58 669.28 0.11 0.10 -- --- ---- --- --- -- ----- 0.10 0.05 5.36 669.61 0.48 0.48 ---- ----- ---- ---- ---- - -- 0.48 0.07 7.15 670.02 0.75 0.75 ----- ---- ---- ---- ----- ---- -- 0.75 0.08 8.94 « 670.23 0.85 0.85 ----- ----- --- --- ---- ---- -- 0.85 0.10 7.15 670.44 0.94 0.94 - -- - -- -- --- - 0.94 0.12 5.36 670.60 1.00 1.00 -- -- -- ---- ----- ---- --- 1.00 0.13 3.58 670.70 1.05 1.04 -- --- ----- ---- ---- -- --- 1.04 0.15 1.79 670.74 << 1.07 1.06 ---- ---- -- --- --- ----- - -- 1.06 << 0.17 0.00 670.74 1.06 1.06 --- -- - -- ---- --- 1.06 0.18 0.00 670.71 1.05 1.05 - -- --- - - -- - 1.05 0.20 0.00 670.68 1.04 1.04 - - - ---- ----- -- - 1.04 0.22 0.00 670.65 1.03 1.03 - --- --- -- -- ---- 1.03 0.23 0.00 670.62 1.01 1.01 - --- - - -- -- -- -- 1.01 0.25 0.00 670.59 1.00 1.00 --- - - ---- -- -- - - 1.00 0.27 0.00 670.56 0.99 0.99 - ----- -- - - -- -- --- 0.99 0.28 0.00 670.53 0.98 '0.98 - -- --- -- -- -- - -- 0.98 0.30 0.00 670.50 0.97 0.97 -- - -- -- - - - - 0.97 0.32 0.00 670.47 0.95 0.95 -- - - - - -- --- -- -- 0.95 0.33 0.00 670.45 0.94 0.94 -- --- ---- ----- ----- ---- - 0.94 0.35 0.00 670.42 0.93 0.93 - - - - - -- -- -- - 0.93 0.37 0.00 670.39 0.92 0.92 - --- - -- - - - - - 0.92 0.38 0.00 670.37 0.91 0.91 - -- -- -- --- --- - - 0.91 0.40 0.00 670.34 0.89 0.89 - -- -- --- ---- -- - 0.89 0.42 0.00 670.31 .0.88 0.88 - -- -- -- -- - - 0.88 0.43 0.00 670.29 0.87 0.87 -- - - -- -- -- - 0.87 0.45 0.00 670.26 0.86 0.86 - - -- - - -- - 0.86 0.47 0.00 670.24 0.85 0.85 - - - - --- -- - - -- 0.85 0.48 0.00 670.21 0.84 0.84 - - -- - - - - -- -- 0.84 0.50 0.00 670.19 0.83 0.83 -- - - - -- - - - 0.83 0.52 0.00 670.16 0.82 0.82 -- - - --- --- - - - 0.82 0.53 0.00 670.14 0.81 0.81 - -- - --- -- - 0.81 0.55 0.00 670.12 0.79 0.79 - - - - - - -- - - - - - -- 0.79 0.57 0.00 670.09 0.78 0.78 ---- ---- - - -- - - --- 0.78 0.58 0.00 670.07 0.77 0.77 --- ----- - - --- -- - - - 0.77 0.60 0.00 670.05 0.76 0.76 - -- -- - - - ----- ----- 0.76 0.62 0.00 670.03 0.75 0.75 - -- -- -- - -- - - - 0.75 0.63 0.00 670.01 0.74 0.74 -- -- - -- ----- - - - - 0.74 0.65 0.00 669.96 0.71 0.71 -- ---- - - -- -- 0.71 Hyd. No. 9 - Reservoir -10 Yr - Qp =1.06 cfs - Post -Total discharge 1 0.0 0.3 0.5 0.8 1.0 1.3 1.5 1.8 ..2.0 2.3 2.5 Time (hrs) / Hyd. 7 / Hyd. 9 PRE -DEVELOPED PEAK DISCHARGE SUMMARY: Strom Event Pre -Develop Peak Sub Area 1 Pre -Developed peak Sub Area 2 1 YEAR 1.52 CFS 1.82 CFS 10 YEAR 2.25 CFS 2.70 CFS 100 YEAR 3.07 CFS 3.69 CFS POST -DEVELOPED PEAK DISCHARGE SUMMARY: Strom Event Post -Develop Peak Sub Area 1 Uncontrolled Post -Developed Peak Sub Area 2 Controlled to Pond Post -Developed Peak Discharge Sub Area 2A Uncontrolled 1 YEAR 0.71 CFS 6.03 CFS 0.31 CFS 10 YEAR 1.06 CFS 8.94 CFS 0.47 CFS 100 YEAR 1.45 CFS 12.22 CFS 0.64 CFS ROUTED PEAK DISCHARGE & SUMMARY Strom Event Allowable Peak Discharge For Routed Peak Pond Efficiency Pre-Dev. Sub Area 2 Discharge Minus For Sub Area 2 Post-Dev. Sub Area 2A 1 YEAR 1.51 CFS 0.90 CFS 167 % 10 YEAR 2.23 CFS 1.06 CFS 210 % 100 YEAR 3.05 CFS 1.22 CFS 250 % Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time Interval (min) Time to peak (min) Volume (cuft) Tnyl wMaximum s) elevation (ft) Maximum storage (cuft) Hydrograph description 1 Rational 3.07 1 5 922 - - Pre-Dev Sub Area 1 2 Rational 3.69 1 5 1,106 - - Pre-Dev Sub Area 2 4 Rational 1.45 1 5 435 - -- - Post-Dev Sub Area 1 Uncontrolled 5 Rational 0.64 1 5 191 - Post-Dev Sub Area 2A Uncontrolled 7 Rational 12.22 1 5 3,666 - Post-Dev Sub Area 2 To Pond 9 Reservoir 1.22 1 10 3.588 7 671.19 3.195 Post -Total discharge Hydrograph Report Page 1 Hyd. No. 9 Post -Total discharge Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 7 Max. Elevation = 671.19 ft Hydraflow Hydrographs by Intelisolve Peak discharge = 1.22 cfs Time interval = 1 min Reservoir name = Pond 1 Max. Storage = 3,195 cuft Storage Indication method used. Outflow hydrograph volume = 3.588 cuft Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Clv C Civ D . Wr A Wr B Wr C Wr D Exfil Outflow (hrs). cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.03 4.89 669.38 0.23 0.21 - - -- - - - --- 0.21 0.05 7.33 669.83 0.67 0.64 - - -- - - - --- --- 0.64 0.07 9.78 670.17 0.82 0.82 - - - --- -- - - -- - 0.82 0.08 12.22 << 670.46 0.95 0.95 -- -- --- - -- - - -- - 0.95 0.10 9.78 670.75 1.07 1.07 - - - - - - -- -- 1.07 0.12 7.33 670.97 1.17 1.15 - -___ ____ - _- _ --- 1.15 0.13 4.89 671.11 1.25 1.19 - -- - -- - - - 1.19 0.15 2.44 671.19 1.28 1.22 - - - - --- - - - 1.22 0.17 0.00 671.19 « 1.28 1.22 - - - - - - --- -- 1.22 << 0.18 0.00 671.15 1.27 1.21 - - -__ _ -__ -- - 1.21 0.20 0.00 671.12 1.25 1.19 -- - - -- -- -- - - 1.19 0.22 0.00 671.08 1.23 1.18 - -- -- ___ - -- -- 1.18 0.23 0.00 671.05 1.21 1.17 - - - -- -- - -- - 1.17 0.25 0.00 671.01 1.19 1.16 -- - - - - -- - -- - 1.16 0.27 0.00 670.98 1.18 1.15 - --- - -- - -- - 1.15 0.28 0.00 670.95 1.16 1.14 -- - --- - - - -- 1.14 0.30 0.00 670.91 1.14 1.13 - - - - -- - - 1.13 0.32 0.00 670.88 1.13 1.11 - - -- -- -- -- -- 1.11 0.33 0.00 670.85 1.11 1.10 - -- - -- - - - - 1.10 0.35 0.00 670.82 1.10 1.09 -- --- -- - - - -- 1.09 0.37 0.00 670.78 1.08 1.08 - -- - -- - - - 1.08 0.38 0.00 670.75 1.07 1.07 -- -- --- - - -- - 1.07 0.40 0.00 670.72 1.06 1.05 - - -- - - -- - - 1.05 0.42 0.00 670.69 1.04 1.04 - - -- - - -- -- 1.04 0.43 0.00 670.66 1.03 1.03 - --- - - -- - -- 1.03 0.45 0.00 670.63 1.02 1.02 -- - - - - -- -- 1.02 0.47 0.00 670.60 1.01 1.01 -- - - - -- - -' - 1.01 0.48 0.00 670.57 0.99 0.99 - - - - -- -- - 0.99 0.50 0.00 670.54 0.98 0.98 - - - - - - - 0.98 0.52 0.00 670,51 0.97 0.97 -- - -- - -- - -- 0.97 0.53 0.00 670.49 0.96 0.96 - - - - -- -- -- - 0.96 0.55 0.00 670.46 0.95 0.95 -- - - -- -- -- -- 0.95 0.57 0.00 670.43 0.93 0.93 - -- - - - - - - 0.93 0.58 0.00 670.40 0.92 0.92 - --- -- - -- -- - - - 0.92 0.91 0.60 0.00 670.38 0.91 0.91 - - - - - -- - - -- 0.90 0.62 0.00 670.35 0.90 0.90 - - --- - - -- -- 0.89 0.63 0.00 670.32 0.89 0.89 -- - -- - -- - - 0.65 0.00 670.30 0.88 0.88 -- - -- - - - - 0.88 CJ Hyd. No. 9 - Reservoir -100 Yr - Qp =1.22 cfs - Post -Total discharge 1 0.0 0.3 0.5 0.8 1.1 1.3 1.6 1.9 Z.1 1.4 Z.7 Time (hrs) / Hyd. 7 / Hyd. 9 w WC\2 CD Co LID CO Q) t�tS N OD 91 CC C\2 CD try � x I 1 CQ LID C\j W �I C) W a `a U r-I114 r-t E- W rn w Q) O •a�-v Q) >l Q) o W U] rz z 0 I-d W O r` +J TUNG NIKI ADHIKUSUMA� No. 026715 _. o, �SSIONAL �~ z O I� E_ E-i O E-+ Q Z (- H^ { t-a E- E- l� 0 Q �D z O � � U � W Q W E-i O Ei U) DATE: MAY, 2003 SCALE: 1" = 20' DESIGNED BY: NTA/JN JOB NO. 2803B SHEET 4 OF 8 BUILDING NOTES: ALL BUILDINGS SHALL COMPLY WITH THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE AND SECTION 304, USE GROUP B (BUSINESS) OF THE BOCA NATIONAL CODE/ig96. OTHER CODE THAT APPLIES IS CABO A 111.1-92 USABLE AND ACCESS115LE EUILDING AND FACILITIES. OWNER SHALL APPLY FOR CHANGE OF USE PERMIT ID REQUIRED FOR THE EXISTING HOME ON THE PROPERTY. I \ 54" 1,d,1- lOro I I i i \ \ � J y J ICLARKE /CH�Y-16� I \ j I VSE: cC imr=p,' IIAL \ INOUSRT� I L► ;bNE i 1�3 1 ' BUILDING PERMIT SHALL BE REQUIRED FOR SIGNS AT THE FRONT OF PROPERTY. \ I 54-5-1 \ 1 \\ ' I Dt-3, p i:�-j EGRESS DOORS SHALL MEET THE REMOTENESS REQUIREMENTS IN BOCA. \\ 1 �' JACK JOHNSON CHAPTER I'l OF BOCA SPECIAL INSPECTIONS SHALL APPLY WHERE REQUIRED \ 1 / USE: VACANT (SOILS, CONCRETE, STEEL ETC.) \ / ` \ / ZONE: 5-2 / I j VPH ' A DEMOLITION PERMIT IS REQUIRED TO REMOVE THE EXISTING STRUCTURE. \\ / I '/ D5• 119 / FG- Oro / M �i`1 p PRIOR TO THE DEMOLITION AND REMODELING OF EXISTING STRUCTURE AN \ \ ` ( / ONEWAY ASBESTOS INSPECTION SHALL BE PREFORMEDIN ACCORDANCE TO SECTION \ \ ( `-' N 02•I9'22" E / 274,86 110.13 OF THE VUSBG r \ CC_6 I $iTc rgi45l 1 1 I 1 ► Q mOWNER 4 CONTRACTORS NOTES: �(} -NM \ , I \ / lay_ j 'j�'I /� SI E3 1. CBR TEST SHALL BE FIELD VERIFIED BY A CERTIFIED GEOTECHNICAL \ \ i / x83' $2 E� C _ =3�0 / 80EP m / �P C�.�N •BOLLARD / i i I I I n (i rn ENGINEER TO DETERMINE FINAL PAVEMENT SECTION. / 55 I I i i 1 I " 0 CONC. BOLLARD 0 2. EXISTING SEPTIC SYSTEM SHALL BE FIELD LOCATED BY CONTRACTOR, OVERHEAD DISTRIBUTION BOX SHALL BE PUMPED OUT THEN CRUSH AND FILLED. / /l I 2 DOORS �' r �' J OV � RHE D `� I J 1 1 I rn � 0� N �` I 3. CONTRACTOR SHALL APPLY TO FREDERICK COUNTY HEALTH DEPARTMENT ! / 1 J rp R-RAY 0OR5 i I I I I I r FOR WELL ABANDONMENT PERMIT. / / WHEE�- 5Tqq' F' P OP05ED / j 1 0 - ! D TAIL THUS I-�T) PHASE II A1�i�OMOTIVE I 1, 6uRB GGu 1 I rn rn / / SERVICE/CUBE I I I SEE DET IL o HIS SH Et r %d 4. PRIOR TO CLEARING AND GRADING WITHIN THE EXISTING 50GAS LINE / I / e \ INGRESS/ C T \6 t.- 1 I ���='' 0 EASEMENT SHOWN ON THE SITE PLAN, CONTRACTOR SHALL NOTIFY / i ,a �''jzOi<,I " �- 9 T1 EGRESS i EN ER � 0.5 I I i �* -U SHENANDOAH GAS. - �'S 00 j1,991 S.F. 1 \ I ( I GN N r / ! �X. UTY- X 1 \` \ 12 �� -��0 DOORS - JFF=682.10 \ I IP 5. EXISTING 10" WATER LINE ALONG RTE. 7 SHOWN AS APPROXIMATE, l / J / TEST\ I� �' / _`G"=5 -'s J 0 82-j I ~ C ` ARD , i L 1 TT .� I f W CONTRACTOR SHALL FIELD VERIFY EXISTING HORIZONTAL AND VERTICAL / / I / C/ 2EP CON BPLL \ i \ i { L I I i (J Ci 4 BOj�� 51THO ",-�� META CAP \ SE EZ L _ �, w +a=5' sm�l I, \ ! I I �� w T TAB' U, O LOCATION, / ( 11viAY BE D� C wz� �; _ x 62 - SHEET i I / RAGE j ' I ~ -4 6. 10"XS" WET TAP SHALL BE PERFORMED BY F.C.S.A. / \ h ` KR" m _ �`�6 I I EXIT I �i FCS,4 --} \ C' 3r E m S2 /HP CG-2 EP-...32 60 \ S1 J SIGN L1 - wu '1. SELECTED MATERIALS FOR SWM EMBANKMENT SHALL BE VERIFIED AND \ / C/O ' X_. NR- A �„� :=- __ IE- _C_ 'METER S1TC — SITc i 1 r APPROVED BY A CERTIFIED GEOTECHNICAL ENGINEER 4\ \ / W/ METAL CAi� 4„ SAN LAT $3 - CG_ t ►N l��- _20' W/L CAM \ I RO STA=11+92.31 _.` - --� 82 P R=1 R�10' ; _ : a �, ., , 7, / IP V I I E5T PIT S. ALL DENUDED AREA SHALL BE PERMANENTLY SEEDED \ \ co ,.,,., , o _ S1rcMP i o FRQ\P. DUl" if gTER �� 90 BEND $ EP �' --11± 2 + \ i I I 1 0 \ 20 W/L E R= i00'83- c 11+0ia EXIT _ i FIAD Y/ ENC OSURE ---_ _ EP !cCs_2 -�— ^ I SIGN \/5EE\\ — 10 Si25I APP X. IE 1 " W1 LOCATION I D�AIL) Q 14 R _---_ �� —I �CONiT JGIT A l -�j;TE ' D VERIFY 8(dP R= 50' 80p CC:/.2` `- G R = 5I \ I 1 1 CAT,4GiPRY" ",4" SUFF 1R / �' \ ._,_CROP. FH ASSEMBL $m EP g R= i' 1 ' MIN. ' -I c I 1 I ► i R=25 (5EE I� fiA °lL1 L-ARU $(dEP �5, 54' \ i / I~ 1 U' E -i9E 6 FUTURE 1-I/2" METER_G,__.r°6s1. g AREAILINC-i r 18'5.S I G \ 11 I I \ i/� IRF L _ ,:'v2$ 8� / T.•- SF�P S EP I -i ` . �� 1 , 1> \ �-- / �: 1 EP 5m a ��- @AYA N 0 I _ I 1 9i PHASE INSTALL 1-1/2 SERVICE LINE/4 CAP - \ (� > ' %�19 E� ` FOR FUTURE USE / I ( I '� I 1 ( 1 () i c -- P I i 11 c — \ 1 \ (TO E SF� BMITTED / _/-6s1� f ^--_ _ —1 I I \4 i 1 i 54 - �j -\9 Z i U '� WATER i- I 1 i JACK JO;-I� SON _ I UNDE NEW SITE PL ) 6 R= ' REC OVERY Seer; wa I� IJ i ~- J 1 I i T X I ` N I t f) \I� _ _ GREAgd � ._ r ---S`FSTEM Bar �N I l 1 1 I c 1T1--� I l,1J VACANT 1 N Q "' INTERCEPTOR (BY OTHERS) I I po�o0 I I ,ZONE: M- f ,� i �' \6 >8 (BY OTHERS) ii :�•�=>EP. m �=6g1.0 I� I D5. 119 / PCB. 462 0 (o LAT. 5J�'UB OUT ,�, :. R 15 se�>; N TQ .DE...C�PPED `� Y'` �� 7s - PR P. 4" s N LAT ' a I5 PARj I r y" 7 EP I I � --� to 8 \ 14 R=2' l `D SET81\ (A 4 PHASE I,1 9 =b$ I / J I �` I 1 �' \� ' STOP S0- Sp w / I I 0 \ y 0�ko, 5 6 x \ NJ QNp, �I `� W/ M ;���CAP CA 3 p�0 g 1 � � I I � I 1Ti 1 RJR x• 11 SEE ETAIL 0 C 1 TYPE A �\ E' 76 SH T Sg w�4SN EG S / / ( I U� \ \ Q BLDG.; B,IS.� DO R (o -1 4 MOUNTED 68� 0 � 1 / / w rn --t i5 \ `� DI-3B � ONE WAY .f i 1' I � i r 1 i (� x \ U �, SIGN aurp Wqs� / I 1 w EX. SEPT ar 1 pro / I 1 1 i-- \ TO BE 6aip O I IL 1 I 1Tt X. BLDG. REMOVED I A G ! 1 \ I t`A \ ' � R= Ira' TO BE Auro D DNOT ON�IT I \ 1 6 DEMOLISH w T mYR=6�0�4 ?� \ ,.....:,_ �,4� - - ./ Bar \ - ) H 25 NY OPLAST \ i 100YR-6 1.19 6a OLID G tE MH9 J m8 20 $tD€P J 1 5WM PON� f (L \ Tc g $0 T _ �C 8p �G /\ - I INV OUT fo9.0 I W } - - 9 1 1 4 - 5� i I ` i9 tc YLOPL;AS4 CUR 1 TYPE I SCUPPER D T,4 I �. �� Q `ir�ls�la- �4 - - . 33' I e - - 0 J - - - - - $� - 8(d l=P - I l \ - - (aEE . Il� _ _ 1. _ -4 . - - . - - 1 R 5 GRAVE *LE>T / / \ 2 \ - ml S0 r-' H.C. RAMP W � R-10 25 / SEES Di�7A111 NOT TO SCALE 5a O 9EP S} Dt-scup] i ` �p� / \ \ :1 \ 6 7 Tc CCU U U 42 �, R°5 CG-12CJ 72 0 / f 9 c ;� ,, PROPOSED U x - i '` CcW i I 1 / \ GENERAL OFFICE i r \ 1 \ 15 EX. TWO d STORY / t I \ / I ,"i.4a ar�E STORY BRK. rL �! 1 1 i 1 uP r r5W ! E` BLDG. 14 v, E�- T A FF=&a3.24 -..7_- 1 / / 1"(A�( L �` ,r \ Gwb . I �,• _ I \ R S '02 �, \ l 1 F1 I _ / o to �.• / \ S _ +gym ~-= w _�-: $' _ - - - slA RK S, TB G .. CT v /PA N, ,4 i a 9 -. __�.x �� •' ATE METER 1' P I ,. m� 1 >'-;: _.. _-..w - _--- a,.''`-- --- - CE OR DL 5HA � - `a �2V�F C�. CONT R `' _ �., _ - - ---- m- ,o ---_ 0 -'-=n 4 NA L A1�JU TO-.P.�P AIDE _ _ x ��P _� -`T / - ��i i 68 EP 69 EP l8 - — `' ,� � (�H `— WV � _------� ' 5���� p I �8' -11 EP- RTE. —i62 COLS LANE 1 IMF E ��=\ ij0 52-------1 _ (TYR) � � (TYP.) ��� �� � � � � 12:� � � c J�� \ - ,r��t �D �w i0. -- - - - - :�+ta0 � _` _- _- - -- -_ . -__ _.__. - . ! I'! -..__ -- - --_ APPROX. EX �l.U/L LO . _--� 8+00 \ �. SPEED LI1" 1IT 25 i"ii� �,4TION —•-----Ai=i='i�'OX. S s2 -?FfR 9 ©P'. Ai��OX. 2&0' Fi;ZIOM CONTRACTOR SHAD, . FIELD VERIFY ook C/L To ASH HOLLOW INDUSTRIAL PARK UP 54 THOMAS C. 4 SHE ILA F. 5,4KE �- 7- — USE: INDUSTRI,4L �AN� IVD�` ILE/------ S T ,, - EX, 20' AN. 5EWEP, E&I-IT. ZONE: M-1 D 5. 183 / PCB. 991 1( 1/2"IRF A I i 12 +50 54A -l0 JAMES R. L0,4KIN5 Jib. USE: COMME CIAL 4 INDUSRT I ` J ZONE: 5 D8. 000 / ems. 31 W LLJ Z WCQ o CD ,n co cq Q cv CO Z �> x o I LDCQ W b� � 0 O W M 4 ° U �' P' ~ LO &QEn W o to o w co O 5 H A v TUNG N ADIIIKUSUMA� No. 026715 Pi (03 ��' SIGNAL lid � < i � 4-'-i �'i H H � a � W W� 0 0 'Q �D Z � � U a �Dw �Q Qw DATE: MAY, 2003 SCALE: 1" = 20' M / ,•'%` /� /20 10 20 �� DESIGNED BY: NTA/JN � ROAD I ,4Y TO 5E OPEN CUT METHOD • II 1 JOB N0. 2803B 5GALE: i = 20 SHEET 5 OF 8 iM f 1 TES PI - _ 0 d� T VI, % twrera `- I �' IiI ' n I EI CIL E� MAY 13E DJ ,N� // 'r� .^, j I \ \ I BY F - Ay i ON5 TE T''F i CAL FAVE1 TENT SECTION Z / inn / A- &Am er __ �' !V I- ,T tE97 PIT n ( � ' A X k0'I LOCATION 12.0 12.0 NOT TO SCALE LLI T •rciE,Q i GT ,;_i FIELD VERIFY ( "A" I \ A�= �� G -�`I I I uj /4@ n./ / =1 ( CATAG� BUFF R r\ xlev,ceurr..ear VARIES / l l� PROPOSED \ Fm mnune ux C' 4" S LAT'6, x�u= - _ I I ! 1 - JACK JO+-tN- I (p 1 USE: VAG,4NT ,„ � �f. �� ) I 'is�l� I I I �-; � �;^'• '.�' SURGMOE5A SURFACE COURSECD A - B"I 25.,a BASE COURSE Z ZONE: M-i, DB. 111b / PG. 462 SUBH D SE VOT STD. rzR-21A W .R .• �. 1 5' PARKi j ' �-1 7$l I n \Ars, 1 �u I EXTEND 21-5 1' BEYOND EP/ _ _ _ _ =III=III=III=III=III=III=III=III=III= I_III-II I_I I I_I I I-III-III-III-1I I COMPACTED 5U5GRADE � o � 00 I -J - Ef7- j !\ I I , \ \ Y>, &AZT 9 r , I 8 - •" 14 PROP. PVMT. SECTION BACK 01= CURB -I o (COMPAGTED TO 95io DEN5It1 AT OPTIMUM MOISTURE CONTENT ¢ Cat a) co cv cc) j,14I /� I \ I a��--� \ \ �,�� ( /1 / (I 1-1/2" - SM-12In .5A 3 - 5M-25.0 S - 21-8 VDOT VTM-i METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALUE OF 10. SOIL TEST a .�Lo y x I `n ` i /I� ( ^- - >1 , R � I \ i 1 ` I �d \�� ( - ; yn' I �i, ( 111 ,�_ ��F b J l I : r. a T�FCAL ENTRANGE SECTION OF TPE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION, PVMTSECT W b °) W 0 r-� Q o 4 � �� ) ,n... ( \ .� �__ 1 4. -�� •"'j^�`}.� NOT TO SCALE CD ,-1 E- w E�tU4TYI�iZ�MRE7gE�R A95ftiBLY TOfi;PROUIDE � � CONTRAGi? 9NALL - : TQ �,� 0) m � � � \ ( q / a:.. _' _-.a hxs_ _ -✓.� .. OP O PROP. S AN I T A F�)` L r4 T E F>4 L & C> E IDU L W a) o .:� ---� �� xf f0' 1t/W� + awn K F.a�.a --� -- «� --�, ,• - e,.�Lr**,,, = ox X6` zo��T��l a •'� y �aa , 6s @� n^ ---- vak _ 1•.%a �rGONfRAGTOR9NAIa.FIELD VERfFY _ -- - - --------- - - - - - - - --- -- --- - ---- - -- - -- - --- ------ --- MH: B MH: A SLOPE: 0.048 LENGTH: 296.60 Low Invert: 657.77- Upper Invert 672.0 N D, ASH HOLLOW INDUSTR14L PARK s ` n=iro _ - - -- _ _ _ _ _ - - - - - - - --_ w to �✓; JAMES R_ WIL,KINS JR USE: GOMMERGIAL/ TuoMAs G, N SI-IEILA F. BAKE INDUSR7ItS) LOT No. STATION INVERT CROWN � @ LENGTH OF SLOPE OF RISER STATION @ INVERT OF FINISHED BASEMENT REMARK USE: INDUSTRIA ZONE- B�1' / u L ( � �^� '�t�*:�a✓ ZONE: M-I DB. 8D0 / P�s:�631 m' X. aBAN. e?u@�Y eern. DB.-183/PG. 991 Ir/� MAIN w CARWASH 2+ 96.6 671.5 --- MH LATERAL LATERAL HEIGHT RISER END LAT. END GRADE FLOOR ELEV. ------ ---- -- - -- - - ---- ---- - --- -------- 671.83 113.0 2.00% 0.0 0.0 - 674.09 680.47681.50 J tZOAD WAY TO BE OPEN GUT METHOD -- ----- EX. BLDG. 2 + 96.6 671.5 AUTO SERVICE 2 + 96.6 671.5 -- ---671.83-- --------- 671.83 100.0 2.00% -210.0--- ----2.00% 3.0 95.0 676.83 0.0 0.0 _- -- 676.03 - --- 679.60 683.24 682.00 -- --682.10---- - --- _- ^, EX. GRADE! 1j.rH 4 � - - - --- - _. I Z _ PROP, GRADE � � 141 -- / �i� / //,� f M - I FOR SANITAAND RY i -qLL�- } � z i - O 1(000 3(0" G�VER MIN. iS" pitN. a x- ,�� SIGHT D ISTANGE ONLY SCALE: 1" = 50' - I - X Owo ara � c-Oj, Sn 'Q - UJI L SDR 21 OP h _._. _ -_ _. I _ . _ f _ _ I I _ d)X I I ____._.....�.____.._.._.._ r..__...._.__._.-__._..__._._..,.__..____.___.____,_..__....__..___...._...._.___..._.__.___._.,..._,,.__(r.:._......__.._...,�.._....__�:�.�.__.�_.._.._.._.__.-_.�.._._..__...�.._. �.. I I TIJNG N KIJStJMA - (L J (0(05 E } 665 .d No.026715 _ I _ ; _ ; W i cn ! w Q S10NAL _ EXISTING GRADE _ , . _. __ _ __ w p ? I. I Ul Z IL � 0000(d - ✓ � { (o (0 0 ...._.__^._.-_____._._......_�..-.i_-.__._._,.__._....._._:�.._SD_R-35,_296 OIL _ _ It It ; " I - N 4) CO 10400 10+50 11+00 I1+50 12+00 12+50 i II i t WATER LINE (050( .___.._�._ SCALE: NORZ- I=E0, VERT.- 1"=5' E- i 8" 5DR-35, 253,54' m j.99ge f qLL &401 _ �z _.. ,.-_- _ ..__._.__�._��__-,_...._....__,...__ .._.__ ,,.,_._..__ _-_._. ___�W 1 -. If ILL ` ...._...._._ w_ �(y ,.._.. _ _ _ .__...... _._ __. . _ WATER L INE � �n � X o � Q I _ QX �� 5ANITA'RY 5EWEIR. EX. (.TO S I _ �QQ _ , , SCALE: VERY.- I"=5' _ W zQz SCALE: HORZ,.- I"=50' VRT.- 10' 1"= 30 9 ww z U _ . `� '� z? _ _:::E >`�� _ _ ►n z rn _ _ _.._ ._. _ _-. 10+00 10+50 11+00 11+50 12+00 12 50 13+00 - 13+50 -� 14+00 14+50 15+00 15+50 16+00 I(o 50 1_1+00 E-+ CW jI 5. 6 6fCL 7, .___._.._. _._._. 1 EXISTING GRADE ; ROPOSED RADE 6� fI: i . # „ r ` _ - 85 (090 __ __ ....______.. __ __,_ ..._�. ___.__,_�11 , ►- 1 � _I.__ .._-__- _ ___. _._ 690 W � U Q E ..GRADE O - _ O I � 1 I � ■ � Q r0801 _ , - - . .._ ..__.__.._.__... ( ...._. z - - I (080 _ _ _ _ _ _j . _ : E STING GRA]�E - o i _ 51 SIT 1 STA G _ _-.-.._ -: ..._ __ _. �Q I _ HEIGHT OBJECT � _ EYE NEIGNi =3.5' _._ _ _.._ _ _ __ _ _ .._. ___ __- l _ 680 :._.,.__ ..... __...-_..___.. _ ____ - I. - I . _ _ ; P OPOSED GRADE :::: _.. _ _.. _ - j _ f.... j .... RIP P , .. .. _. ....... - .. _.. 1 _ 1.4 ....._ -... _. -_._ _..-__... ... _.. _.... ...._.,..._ ._...... - ._. ... _... .. .- _ _._-.-...._ __.. _. - _..._......_. _.... .._............ .......,._...,__.-.... .-..__._....-. ....., .. .. ... ._..... ........._._.._ ..- 25(- SIGHT DISTANCE CL 1 7 PEA C I �411 MIN. j �680 600 I HEIGHT OF,05JECT (070 _.. o _ 12- 1� _ADS NI, 1.0551a. RIP P GL i T P A i _ - - _ 670 �11 59' 12. 670 (015' _. i _ } IS" MIN. i - ACTUAL CxRADE_AL NG LINE Cr-1 ADS N12 o , m 0: i, o ADS-N12 �11.1-3% _ ,I mQ - . 1-14 15 1_ _ 0 I DATE: MAY, 2003 ACTUAL GRADE ALONG L E O Cs , 61 � W - --- - k 1010 SCALE: AS SHOWN _ _. _ ( ,,¢ � I NN••!!--�� Z 'fj l= _._:: (L cn Q 0) .� J 0 0i 1 . r 1 BY:NTA/JNT JOB NO. 2803B L_-. (0(00' _...: _:_ �. _:_ _..._._.______..--_-_._,..___-__.___.,�._ _ .____ _ _..._____._.__ _._._.. _ _...____-_-.- ._____._.__..__ ___. _.__. _;_._______._______-. -._ _ _-------._-__ _...___.___.__<____._ _ _.._.+(0(00 „ ,n ,_ _ 11 O- _ - O „ „ Q i . __ Oil _ „ 0 } > 5��-► _ _ �w } O > �z } P } } I 1+00 "1 +50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 i1+50 12+00 12+50 13+00 �l Z m p Z z _ 6T � OZz _ zZ z i - a, �C p Z ::,_..`�..___ _..__.____._-_.___,,.___._._..._..... -_. SHEET 6 OF 8 INLET NUMBER 4 LENGTH 6.0 TYPE: DI-3C cG-2 DRAINAGE AREA = 0.120 ACRES C VALUE = .900 CA = 0.108 - D�J.-ye-x CG-11 + 1KStn.l approach some DRAINAGE AREA = 0.110 ACRES C VALUE = .900 CA = 0.099 (shown in be .) surf«Inq os malnllne SUM CA= 0.207 INT= 6.80 CFS= 1.408 CO= 0.000 GUTTER FLOW= 1.408 shown on Alone) rooaway (Radius own on piano) NOTES: NOTES: E.panbn Jokd �, ,, a c 2- GUTTER SLOPE = 0.0080 FT/FT PAVEMENT CROSS SLOPE = 0.0321 FT/FT '-+o'---•- IALRodlol omWnation _ r 1. THIS ITEM NAY BE PRECAST OR CAST IN PUCE.Dock d stdnrok .11 SPREAD AT A SLOPE OF .008 (ft./ft.) IS 3.35 (ft.) 1. THIS (TEM NAY DE PRECAST OR CAST IN PLACE. lirj-P curb and gutter 4 B2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, Tor d.+oe. a IN.t r,aa,. k Caewr o o.a ure e" °(St'd. GG-6) 2. CONCRETE To BE CLASS A3 IF CAST IN PLACE,4ON ET IF PRECAST.*Sed. +C-2 - 1 _ IF PRECAST. )ODO X 00M CURB INLET IN A SUMP XXXXXX XXX 3. COMBINATION CURB k GUTTER HAVING A RADIUS rY ew' c E" 'q w r +ao.d oar I 0 T 1':1' 3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG P EFFEC. LENGTH = 9.60 H = 0.460 UJ I FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB.OF 300 FEET OR LESS (ALONG FACE OF CURB} SHALL soli ° PrOD01a ...° , n• --BE PAID FOR AS RADIAL COMBINATION CURB k - ° ° ° ° sId"°w seY Ir 4' a. THE DEPTH of cuae MAY eE REDucED As MucH As 3' DEPTH OF WATER - 0.16 SPREAD - 4.97 - - - - '% * 6" Cla.. A3 (Refs. "• "• (15' DEPTH) OR INCREASED AS MUCH AS3(21DEPTH)CUTTER. Y-er Z Optbrol no,r Une CoLU ncrete �* ' • IN ORDER 71iNT THE BOTTOM OF CURB WILL COOINCIDE4. FOR USE WITH STABILIZED OPEN -GRADED w Ha,d.on clah --- Z- WIT THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. _ ------ OTHERWISE THE DEPTH IS TO BE 18' AS SHOWN. NO ADJUSTMENT INLET NUMBER 6 LENGTH 8 TYPE: DI-3B DRAINAGE LAYER THE BOTTOM OF THE CURB t1 EExpansion Jolr,t INTHE PRICE BIO IS TO BE MADE FOR A DECREASE OR ANAND GUTTER St1a�Ll. BE CONSTRUCTED PARELLEL w.. ^ y J1 s ` INCREASE IN DEPTH. DRAINAGE AREA = 0.230 ACRES C VALUE _ -900 CA = 0.207 � TO THE SLOPE OF SUBBASE COURSES r A row a ra,. T I ",,,, N A SECTION C-C 4 5. THIS CURB IS TO BE USED WHEN DESIGN SPEED SUM CA= 0.207 INT= 6.80 CFS= 1.408 CO= 0.000 GUTTER FLOW= 1.408 AND TO THE DEPTH OF THE PAVEMENT. �' .�•�°• o, v..ew, I- '-I T'- I Ban D Click aarA+a JOMI r , . ra wq d.mr ew 4' 2"R 5. THIS CURB IS TO L BE USED WHEN DESIGN SPEED crock Tooled J"M 4Lttn T r I--r-., ---I r side ar-+. Note: Width 'B' Y typical or as Mofnfne roadway 2'R I5 M MPH OR LESS ON RURAL HIGHWAYS AND �I -I-_- r .ho+rn on typical section. 45 MPH OR LESS IN DEVELOPED URBAN AND GUTTER SLOPE = 0.0120 FT/FT PAVEMENT CROSS SLOPE = 0.0600 FT/FT IS 40 MPH OR LESS ON RURAL HIGHWAYS AND �J .-0•- PLAN VIEW + SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE 45 MPH OR LESS IN DEVELOPED URBAN AND fir" 1 PLAN I`y'-0 e,�1_ SECTION A -A IXCEEDED STANDARD CC-3 IS REQUIRED. SPREAD W W/T SW SW/SX EO A S'W SE SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE s'. u" II EXCEEDED STANDARD CG-7 15 REQUIRED. 0 °' ° 3.37 2.0 0.59 0.0833 1.4 0.91 2.6 0.107 0.157 )IX} G{ CURB INLET ON A CONTINUOUS GRADE ) 00M W lit ° 1 ---{ii 1 REQUIRED LENGTH= 7.6 EFFICIENCY= 1.00 L0 `-'- p• �e•�s-o--I SEE + CID . 4•• .. SURFACE CFS INTERCEPTED= 1.41 CFS CARRYOVER= 0.00 � I I I p ...: 0. '� , p. !'•. * B NOTE 4 ' '•, ,• •. • ' . • • ..' n 1 Edge of shoulder to' Parabolic C.- Construct Grade changes with o parabolic curve. ' ;• INLET NUMBER 7 LENGTH 2 TYPE: NYLOPLAST CURD GRATE INLET 1 ex Mas. A '' .y ' • ; C • _ r L2r2i{-xx• .� Q„ry or Optional Fi- line --I slop. Charge ® p When st'd. cc-t 1 rn Arend for entrances 6uln ' a ' , in conjunction with VDOT pro).ct., pi.... DRAINAGE AREA = 0.030 ACRES C VALUE _ .900 CA = 0.027 C.' • • .� .•.,, '` •, : • •,• ► �; ' ;: •.': r �,. r Bon E B Get""� e" • _ t * Mainline Roadway ex ►lox note the folbwing: , �.. BASE DRAINAGE AREA = 0.250 ACRES C VALUE _ .900 CA = 0.225 td •� CO to Y r 'ii..p ,.*r nV.• ewr ,K• .. sk>pe cnanq. ® --- -� XXkbmlin. pw.m.nt .hoh b. constructed • ' Th. bottom of the curb and p to ,h. R/W line (excwpt any .ubgrod. a. , FOR THE FIRST SIDE quH.r may be eon.truct.d FRONT ELEVATION • �. T 40' Min, for Street Connection et.bilaotion required for moinnne '-r paron.l to the .lope of (Coker r.mw.d) 'f%- r„ s - - I pavement which can be omitted In SUM CA= 0.027 INT= 6.80 CFS= 0.184 CO= 0.000 GUTTER FLOW= 0.184 6' I 2•-0' subbase coupes pruvld.d a �• '-4-- 20' De.Irobl. for Commercial Ent,. •r the ort". ce') FOR THE OTHER SIDE ►►~rH minimum depth of 7' b r l-,' rf� Z L.ay Ln (� maintained. ' " �_..-r-5' Min. SECTION A - A ♦ Radial curb or combination -,b SUBBASE SUM CA= 0.225 INT= 6.80 CFS= 1.530 CO= 0.000 GUTTER FLOW= 1.530 �••� z`- This ono may b. concrete TYPE A NOSE DETAIL SHALL BE USED WITH CG-J k CG-7 STANDARDS. Type A TYD. a SECTION B-B and gutt.r .troll not be constructed Q) Q) K•k4.. aa.�� beyend the R/W line except for AT THE INLET 4,) 1 TYPE B NOSE DETAIL SHALL BE USED WITH CG-2 STANDARDS, weed io a"YN kw, d r a-u replacement purpose.. -6' -I b r, O Guidelines for Grade Change 0 rn O "t GALYIHIZED PLATE FOR TYPE A TO BE BEM ON AN ANGLE OF eg 30' NOSE DETAILS CONNECTORS AND IS TO BE ANCHORED WITH 1/2• x 4- STUD SHEAR When or In . the cti-urb with titaon third •. WELDED TO MR PLATE 2' C-c. Entrance volume Desirable Maximum cc-J or GO 7. a. cub faa. an ar, I-� 2' RADIUS SUM CA= 0.252 INT= 6.80 CFS= 1.714 CO= 0.000 GUTTER FLOW= 1.714 g.--4 u7 standard 1. to baadjueted to match the -3- GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0250 FT/FT a� High (man in.. 1500 VPO) a x 3 x a+ountoble Curb nnqurollon. �! .'--i see Stondord CG-12 for Curb Romp deeigin ^ • v� �11 Medium •500-1500 VPD) E 3 x e x tobeused with this Standard. *'SURFEQ)DI-3A DI-3B DI-3C 'o ,nLo. (leas than 500 VPD) ! e x e x ( When the entrance rode cannot accommodate �`,the turning requirement. of ontblpated heavy L 1777 L I track traffic, c.-id.ration should be giv.n to - 845E r , i-reoelnq lM depth a+ adjacent proposed . SPREAD AT A SLOPE OF .020 (ft./ft.) AND 1.53 (cfs) IS 4.48 (ft.) ,id-.Ik to 7 inches. N H �. �w • I-+'-o'--1 X optional fbrdlne may be owed for entrances • su �_ � V) in cut .ections. _ DETAIL WHEN USED 17 ADJACENT TO aaae optional flown- may ,.quire warping of a -12 6X) 0M COMBINATION GRATE CURB INLET IN A SUMP XXXXXXXX X a WITHOUT GUTTER portion of gutt., to p,.clud. po�ng of water. •� Tor w.. In wage ACCEPTABLE ALTERNATE DEPTH OF WATER (ft) = 0.19 SPREAD (ft) = 7.52 .� G a� Ta a.. an grades Bob' .le.s to be .ymm.ldaa Sheet 1 d z IF CURB IS EXTRUDED 'J STANDARD CURB DROP INLET SPECIFICATION v sR�ENCE COMBINATION 6" CURB & GUTTER S�ERENCE1 REFERENCE METHOD OF TREATMENT- STANDARD Err CURB PERIMETER OF GRATE = 7.00 (fit.) AREA = 2.33 (sq.ft.) SPECIfTCAT10N 12"-30" PIPE MAXIMUM DEPTH (H)=8' CONNECTION FOR STREET INTERSECTIONS REFERENCE LENGTH OF INLET = 3.0 (ft.) H = 0.330 (ft.) soz T*T soz AND COMMERCIAL ENTRANCES toy VIRGINIA DEPARTMENT VIRGINIA DEPARTMENT VIRGINIA DEPARTMENT OF TRANSPORTATION of 302 of � 201.03 t0s'09 TRANSPORTATION VIRGINIA DEPARTMENT OF TRANSPORTATION 203.04 502 TRANSPORTATION 201.01 EY" SEE DETAIL BELOW VALCO, INC. FIG. NO. 71 BOB LID MARKED SEWER AGGREGATE FILL 3-a SUPPORTING BRICK RING VALVE BOX FOUNDATION TEMPORARY PLUG AT END OF LINE "AST IRON CLEANOUT CAP W/ BRASS PLUG HAVING COUNTER SUNK SQUARE HEAD. PANELLA MODEL PA4SV-CSK RISER(LENGTH VARIES) 4"X4"WYE OR 6"X6"X4"WYE SANITARY LATERAL PVC OR Cl rric � Ia 5/1e' 1 /B" 1 1/2- 5 6 1 16' DETAIL SECTION A -A NOTES: A.USE A TELESCOPE VALVE BOX. B.THIS ARRANGEMENT TO BE UTILIZED WHEN THE CLEANDUT IS LOCATED IN A TRAVELWAY. HEAVY-DUTY SANITARY LATERAL CLEANOUT Not to Scale (2) ��---- 2' X 2' AVAILABLE IN BODY SIZES 12' - 24". 9.69 Top of manhole at grade in pavement areas unless otherwise directed 1'-6' (top shall be set 24" min. above grade in easement areas) square skid pod 6' thick-� wrap around heat shrinkable sheet [WropidSeol by CANUSA] " 4 bolts (3/4" dio.) 135" max. adjustment rings (11" max.) concrete ASTMC-150 4000 psi 12" or 16" (typ.) poneer 301 mastic applied between joints and on ° exterior side of joints joints are to be sealed with "0" ring gasket variable 4'-0" I.D. - pipe to manhole 5+ connection to be d by flexible sleeve invert channel to provide a t 3'-0' min. smooth transition in to out,-4'-0' max. for all connections : '� 2'-0" max. grout bottom of manhole :�•' !y ' . , r : , ! estop of bench -wall f.' r ". / :N� >":,y same sieve as to form channel r y '''i':� D 2 top of pipe •r. p' • .• - , e ..•a. , B. d 6" bedding stone NOTES 1. Manhole sections shall hove an external coating of approved bitumastic water proofing prior to installation. 2. If adjustment elevation exceeds two inches use concrete adjustment rings with a exterior coating of bitumastic water proofing. 3. Final slope adjustment of manhole frame may be by shims and non -shrink grout. 4. Skid pod to be placed around manholes located in shoulders of roads. 5. Flat top costing shall be used on shallow manhole (6 ft. or less) instaluations. e(2) <1 2' X 3' AVAILABLE IN BODY SIZES 18" 3 24". VARIABLE INVERT HEIGHT /VARIABLE OVERALL HEIGHT 11) E - 4' 24" VARIABLE OVERALL HEIGHT 6' MIN. - VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE IN SIZES 4" THRU 24" 6" MIN. FOR: ADS N-12, SDR - 35 SEWER, SCHEDULE 40 DWV, CORRUGATED PVC AND RIBBED PVC (1) MAXIMUM RECOMMENDED OVERALL HEIGHT 10'. STANDARD MANHOLE Figure 12 1 9.69 VARIABLE OVERALL HEIGHT* (1) - 4" 24" 1 (2) ADAPTERS CAN BE MOUNTED AT ANY ANGLE IS PRINT DISCLOSES SUBJECT MATTER IN WHICH RAWN BY GJA LATERAL 3130 VERONA AVE 0° TO 359° N OPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT 0 BUFORD, GA 30518 TO DETERMINE MINIMUM ANGLE BETWEEN P )SSESSION OF THIS PRINT DOES NOT CONFER I SFERORLICENSE THE USE OFTHE DESIGN OR ATE 11AUG99 PHN (770) 932-2443 M Il, =JFAX(770)932-2490 ADAPTERS SEE DRAWING NO. 7001-110 012_ INFORMATION HEREIN APPDBY CJA OJECTNOINAME www.nylopiasl-us.com R RODC TI PJNTOR PRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE & 7001-110-013. 1 ONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICII ATE 11AUG99 CURB INLET DRAIN Z X 2' 8 TX T DESIGN DETAILS H REFROM, FOR THE DISCLOSURE TO OTHERS IS IFRBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSIOJWG SIZE A 0:24 SHEET 1 OF 1 WO NO. 7002-110-002 REV C 5'-0" MIN. _' IPE SIZE A (ADS I1-12 PIPE) d" 20.00" 22,00" 24.00" 10" 26.00" 2" 29.00" 15" 32.00" 8" 35.00" 4" 42.00' V dio. schedule 40 steel i e filled with concrete P P 3' and painted yellow 7' 18" dia.Inta concreteencaseme FIRE HYDRANT ASSEMBLY Figure 9 r.��lenxrlx - CONCRETE CURB 80Va 9VS3 8" MIN. 14.75" MIN. A =CONCRETE SLAB -- INVERT BACKFILL MATERIAL SHALL BE CRUSHED STONE OR GRAVEL MATERIAL MEETING CLASS 1 OR 2 AS SPECIFIED IN ASTM D232'I BACKFILL MATERIAL SHALL BE PLACED UNIFORMLY IN 12" LIFTS AND COMPACTED DETAIL ution sq. x 6' deep locator ma4ter chanical joint vel tee with branch PRINT DISCLOSES SUBJECT MATTER IN H WHICH I RAWN BY CJA MATERIAL 3130 VERONA AVE LAST HAS PROPRIETARY RIGHTS. THE RECEIPT 01 BUFORD, GA 30518 SSION OF THIS PRINT DOES NOT CONFER, I ISFER, OR LICENSE THE USE OF THE DESIGN OR ATE I IAUG99 r� PHN (770) 932-2443 �,�11® FAX (770) 932-2490 INICAL INFORMATION SHOWN HEREIN APPD BY CJA ROJECT NOJNAME J WWw.n o last-us.can IDUCTION OF THIS PRINT OR ANY INFORMATION TITLE AINED HEREIN, OR MANUFACTURE OF ANY ARTIC4 ATE 30JAN01 CURB INLET DRAIN Z X 2' INSTALLATION ROM, FOR THE DISCLOSURE TO OTHERS IS )DEN, EXCEPT BY SPECIFIC WRITTEN PERMISSIO WG SIZE A CALE114 SHEET 1 OF 1 WG NO. 7002-110-001 REV C METER BOX and COVER METER SIZE METER BOX METER BOX COVER 5/8"0/4" or 3/4 18 in. Dia. Non -Traffic M32C-PW Traffic A32HH - T 1" 24 in. Dia. Non --Traffic MC-30 (Frame) WITH RML-1-T (Top Lid) Traffic MC-30 (Frame) WITH RML-12-T (Top Lid) varies as required corporation stop 3' stone bedding surrounding box 1 " 36' min 4 8' min. type K copper tubing, continuous without JJ7 oints from water maiff fin to meter METER SETTING PARTS line meter an le yoke dual check expansion size size yoke boll valve valve wheel 1' 5/8'x3/4 Y502 BA94-224W HHCA91-323-TV EC-23 & C84-34 1 3/4' Y503 BA41-323W HHCA91-323-TV EC-23 & C84-34 & C84-34 1' 1" Y504 BA94-444W HHCA94-444-TV EC-4 treated 2"x 4" with op 6 pointed b ue meter cover set 2" above fin, grade prior 18" to sodding -L .ter by F.C.S. eter box duol (check valve with droin valve nctle yak ball valve 2 ft stone bedding INSTALLATION NOTES: 1. Outer edge of outlet side of the water meter box assembly shall be a maximum of three feet from center line of water main or three feet beyond edge of sidewalk (or property line). 2. Exact location of meter box assembly to be approved prior to installation. 3. Water service crossing street shall be encased in 3" dia. SCH40 PVC or SDR21 piping. The piping shall run from one foot beyond sidewalk, across the street, to one foot beyond sidewalk. 5/8%3/4", 3/4" & 1" METER INSTALLATION Figure 5 (for valves 12" and larger) Note: this detail is also used for butterfly valves GATE VALVE Figure 8 varies at property line (see note 2) roadway box- 2" type K copper tubing (no joints from main to L curb stop) \-saddle with corporation stop -water main ball valve curb sto) with FIP ends, with 2" gate valve operating nut t+„ 8" CUTOUT DETAIL (typical) cast in place access door, centered in top (see note 1)- 2' max. I E N VBHH77-15BHC-11-77 2" custom setter (meter by FCSA) standard flat top for 4' diameter manhole finished grade 3' riser section for 4 diameter manhole with cutouts �L solid support blocks under custom setter 6" stone bedding NOTES: 1. Access door shall be by Holliday Products or our approved equal: a) in non-troffic area - model no. S1R3030 b) in traffic area - model no. H1R2424 2. Water service crossing street shall be encased in 6" dia. SCH40 PVC or SDR21 piping. The piping sholl run from one foot beyond sidewalk, across the street, to one foot beyond sidewalk. Revised May02 1 1 /2y, and 2„ METER INSTALLATION Figure 6 Hydraflow Storm Sewer Tabulation 0 I�_4 5 L•L•4 I 0 f 'Z U TUNG NIKI HIKUSUMA� ( No. 026715 O �--f <111 E- E_ V Page 'Q Q O E-f Station Len Drng Area Rnoff coeff Area x C Tc Rain (1) Total flow Cap full Vel Pipe Invert Elev HGL Elev Grind / Rim Elev Line ID Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn Line (ft) (ac) (ac) (C) (min) (min) (injhr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 174.0 0.23 0.23 0.90 0.21 0.21 5.0 5.0 6.8 2.80 8.84 5.24 15 1.60 677.53 674.75 678.20 675.24 681.12 674.75 3 TO 4 Hydraflow Storm Sewer Tabulation cc �E ~ w �?11 E--+ V 0 p r� U H F-L-1 Q Q � Page O Q Station Len Drng Area Rnoff coeff Area x C Tc Rain (1) Total flow Cap full Vel Pipe Invert Elev HGL Elev Grnd ! Rim Elev Line I Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn Line (ft) (ac) (ac) (C) (min) (min) (inlhr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 37.0 0.23 0.51 0.90 0.21 0.46 5.0 6.6 6.3 2.87 4.63 3.96 15 0.51 674.30 674.11 675.01 674.83 678.40 674.29 5 TO 6 2 1 59.0 0.00 0.28 0.00 0.00 0.25 0.0 6.1 6A 1.61 3.88 3.18 12 1.19 675.10 674.40 675.64 675.13 679.40 678.40 Inserted Line 3 2 142.0 0.28 0.28 0.90 0.25 0.25 5.0 5.0 6.8 1.70 3.67 4.14 12 1.06 676.71 675.20 677.26 675.69 679.25 679.40 6 TO 7 DATE: MAY, 2003 SCALE: N/A DESIGNED BY: NTA/JNT JOB NO. 2803B SHEET 7 OF 8 BAN. SEWER ESh1T, U,71=: IIVLJU,-) 11'CIfaL ZONE: M-1 DB. 163 / PCs. Val DB. 80(d /PCs. 631 30 15 m 30 6m T�41,e 5�EET FOR LANEDSCAFING AND FAV 1I NT OTCIFFING ONLY' SCALE: 1" = 30' ABR. KEY QTY. BOTANICAL NAME COMMON NAME SIZE (MIN.) SPACING CONT. REMAR<6 QP 14 Quercu6 Phellas Willow Oak 2" CAL. AS SHOWN E345 it Acer rubrum Sp RED NSET AR O APLE 2" CAL. AS SHOWN 545 11� Convexa CHINESE IC HOLLY 3' HIGH AS SHOWN 1"X4"X4'-5" SLATS, 2-FINI544 NAIL AT TOP AND BOTTOM 2"X4"X4' BEAMS, TOE NAIL TO POST 4"X4"XS' POSTS 1251I /1 4'-0" NOTES: 1. PRESERVATIVE STAIN ON ALL WOOD. 9 TABLE 3.31—B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" Rate Planting Dates Species (lbs./acre) Sept. 1 — Feb. 15 50/50 Mix of Annual Ryegross (Lolium multi-florum) & 50 - 100 Cereal (Winter Rye (Seca l cereale Feb. 16 — Apr. 30 Anual Ryegrass 60 — 100 (Loliium multi—florum) May 1 — Aug. 31 German Millet 50 (Setaria italica) Seeding Seed shall be evenly applied with a broadcast seeder, drill, cultipacker seeder or hydroseeder. Small grains shall be planted no more than one inch deep. Grasses and legumes shall be planted with no less than 1/4" soil cover. RUBBER HOSE GUY WIRE 012 GAUGE TURNBUCKLE TREE WRAP WITH 50% OVERLAP FLAGGING TAPE ON EACH WIRE 2" DOUBLE SHREDDED HARDWOOD MULCH/3" SAUCER PLACE TOP 1/8"OF ROOTBALL ABOVE FINISH GRADE 3 STAKES BACKFILL ROOTBALL-REMOVE TOP 1/3 OF BURLAP AND CUT ROPE AND/OR REMOVE WIRE $ASKET FROM BALL LIGHTLY COMPACTED SETTLING MOUND TYPICAL PLANTING DETAIL-- TREES OVER 2-1/2" CALIPER 2. FINISHED SIDE OF FENCE SHALL FACE ADJOINING PROPERTY, IF APPLICABLE. COMPACTED GRAVEL — �w i /I I=1I1=11I- WOOD FENCE DETAIL FOR DUt-lf STEM ENCLOSUSEE NOT TO SCALE (NOT TO 2 x BALL DIA. MIN TABLE 3.32—C SITE SPECIFIC PERMANENT SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN AREA Total Lbs. Minimum Care Lawn Per Acre — Commercial or Residential 200-250 lbs. — Kentucky 31 or Turf —Type Tall Fescue 90-100% — Improved Perennial Ryegrass * 0-10% — Kentucky Bluegrass 0-10% Huh —Maintenance Lawn Minimum of three (3) up to five (5) varieties of bluegrass from approved list for use in Virginia. 125 lbs. General Slope (3:1 or less) — Kentucky 31 Fescue 128 lbs. — Red Top Grass 2 lbs. — Seasonal Nurse Crop** 20 lbs. 150 lbs Low —Maintenance Slope (Steeper than 3:1) — Kentucky 31 Fescue 108 lbs. — Red Top Gross 2 lbs. — Seasonal Nurse Crop** 20 lbs. — Crownvetch *** 20 lbs. 150 lbs * Perennial Ryegrass will germinate faster and at lower soil temperatures than fescue, thereby providing cover and erosion resistance for seedbed. ** Use seasonal nurse crop in accordance with seeding dates as stated below: March, April through May 15th Annual Rye May 16th through August 15th Foxtail Millet August 16th through Sept.,Oct. Annual Rye November through February Winter Rye *** If Flatpea is used, increase to 30 lbs./acre. All legume seed must be properly inoculated. Weeping Lovegrass may also be included in any slope or low—maintance mixtures during warmer seeding periods; add 10-20 lbs/acre in mixes. SET TREE LEVEL AND PLUMB --STRAIGHTEN AFTER SETTLEMENT IF REQUIRED. SET TREE WITH TOP 1/5 OF ROOT BALL ABOVE FINISHED GRADE ENCASE WIRE AROUND TRUNCK IN BLACK RUBBER HOSE. SECURE AT HEIGHT ABOVE FINISHED GRADE EQUAL TO 1/3-1/2 OF TREE REMOVE TOP 1/3 OF BURLAP AND CUT ROPE AND/OR REMOVE WIRE BASKET FROM BALL GUY WIRE *12 GAUGE 2" DOUBLE SHREDDED HARDWOOD 3" SOIL SAUCER 3 STAKES BACKFILL LIGHTLY COMPACTED SETTLING MOUND SUBGRADE TYPICAL PLANTING DETAIL-- EVERGREEN TREES (NOT TO SCALE) CORNER OF ROOT SYSTEM TO BE AT LINE OF ORIGINAL GRADE. FIRMLY COMPACTED SAUCER (USE TOPSOIL) GENTLY COMPACTED TOPSOIL MIXTURE. SCARIFY PIT BOTTOM (MIN. Co"). SCARIFY PIT SIDES NOTES: 1, MIN. ROOT SPREAD TO BE IN ACCORDANCE WITH "AMERICAN STANDARDS FOR NURSERY STOCK." 2. PRUNE ALL DAMAGED, DISEASED, OR WEAK LIMBS 4 ROOTS. 3. CLEARLY PRUNE ALL DAMAGED ROOT ENDS. 4. DO NOT ALLOW ROOTS TO DRY OUT DURING INSTALLATION PROCESS. 5. SOAK ROOTS IN WATER OVERNIGHT BEFORE PLANTING. T'1'FICAL FLrANTING DETAIL - 5�4RU5 Uj z 0 Z WC\2 O O L0 o7 C\2 _t 1 n cD O Z�� x O 1 4,) C\2 W �t- O W 4 O �� U R. t? ' N t` U) m Iv r� O Q) ;3 0 W U) z 0 Y)rHrnn NW W W E_ Q o � v 7UNG NM ADHIKUSUMA� No. 026715 O��s 1�2z1�3ti� `SIGNAL 5M N N F— CC DATE: MAY, 2003 SCALE: AS SHOWN DESIGNED BY: NTA/JNT JOB NO. 2803B SHEET 8 OF 8 VERTICAL TEE EACH BAY (5 PLACES) - 1 HP IRRIGATION PUMP FLOAT SWITCH ACTIVATED WITH MANUAL OVERRIDE OPTIONAL (CUSTOMER SUPPLIED) TO PFK>F'EHfI' TANK � 1 1500 GAL 6.0" DRAIN MANAFOLD (GRAVITY FEED) C , AFFORDABLE EQUIP SOLUTIONS EDWARD BROWNING, WINCHESTER, VA 2 AUTOMATIC / 4 SELF SERVICE CATEC CWR-IOODXP RECLAIM FLOW DIAGRAM * NOTE TANKING IS A CRUTIAL PART OF THIS RECLAIM SYSTEMS PERFORMANCE. TANK SHAPES AND SIZES VARY. CONSULT CATEC PRIOR TO ANY CHANGES IN TANK DESIGN. TANKS MUST BE PLUMBED PER DRAWINGS PROVIDED BY CATEC. FAILURE TO FOLLOW TANK AND / OR PLUMBING DESIGNS MAY RESULT IN POOR SYSTEM PERFORMANCE AND VOID OF WARRANTY. TOP VIEW 6" PIT DRAIN IN SUMP DRAIN FROM CAR WASH SIDE VIEW SUMP DRAIN FROM CAR WASH CLEAN TANK RETURN OZONE 1500 GAL BAFFLED OIL] WATER SEPARATION TANK # 1 SEE TANK DRAWING FOR TANK DETAILS 4.0* OVERFL(!1! TO SETTER TANK 12 1500 GAL BAFFLED 0 TANK + 3 1500 GAIL OPEN VAULT FRONT OF CWR-70, IOODXP RIGHT END OF CWR-70, IOODXP% 2.0" RECLAIM TO WASH SYSTEM 12" 18" (ABOVE GROUND) y I Q Q(? ! A B C D E F A = ).5' CLEAN TANK RETURN B = 3/4' SEPARATOR DISCHARGE C = 2.0' FILTRATION SUCTION D = 1.5' OZONE PUMP SUCTION E =1.0' OZONE RETURN F = 3/4' WEEP DRAIN \ • SPACE STUBS TO ALLOW FOR PLUMBING ELBOWS, UNIONS ETC. RECLAIM SYSTEM SITE PLAN FOR VIEWING PURPOSES, THIS DRAWING IS NOT TO SCALE 4.0' OVERFLOW 1500 GAL BAFFLED OIL/ WATER SEPARATION TANK # 2 CAST CONCRETE TANKS ARE RECOMMENDED. AVAILABLE AT LOCAL SEPTIC TANK SUPPLIER OR CAST CONCRETE MFGR. CONSULT CATEC PRIOR TO SELECTING A MATERIAL OTHER THAN CONCRETE SUCTION BASKET (INCLUDED) 1.5* LEVEL SENSOR CDNDUf1 1z' OZONE SUCTION 2.0' FILTER SUCTION VERTICAL TEFACH BAY CENTER STRAINER FOR EASY REMOVAL FOR CLEANING THROUr.I4 TNF ►1ANIIOI F REVISIONS DESCRIPTION CATEC WATER RECOVERY SYSTEMS SARASOTA, FLORIDA AFFORDABLE EQUIPMENT 2 AUTOMATIC/4 SS BAY CATEC CWR-IOODXP WATER RECYCLING SYSTEM PROJECT: EDWARD BROWNING DWG. NO. REV A SIZE B SCALE NTS SHEET OF REVISIONS DESCRIPTION 1.5' PVC LEVEL SENSOR WIRE CONDUIT 2.0' PVC FILTRATION SUCTION 1.5' PVC OZONE SUCTION CUT SUCTION UNES TO DESIRED LENGTH IANIC # J I BLOCK STRAINER UP SO BASKET TOP IS EVEN WITH WATER LEVEL CATEC WATER RECOVERY SARASOTA, FLORIDA THREE TANK FLOW AND PLUMBING DIAGRAM FOR CWR—DXP SYSTEMS PROJECT: SHEET L.v IN u- LHI IVI I V TT HJI-1 J 1 J 1 r-wl I -" ISO SYSTEM 2p TO kO,QTF cv �" sk FFA R �iscyq sTFM FT�RH RcF ti 4 0 oR sp, cRq �/TY FFFo ORq/ti Y 1 PHASE E FLEX CONDUIT )V THREE PHASE _ALTITE FLEX CONDUIT OZONE GENERATOR OZONE RETURN ' OZONE SUCTION CLEAN TANK RETURN 0 FILTER SUCTION WIy WEEP RETURN W 220 cgTFC, gsF yqs<-. RFc�q/ \ MS ysTFti1 CATEC WATER RECOVERY SYSTEMS SARASOTA, FLORIDA TITLE CWR-70/100DXP RECLAIM SYSTEM ISOMETRIC DRAWING SYSTEM IDENTIFICATION PROJECT: DWG. NO. REV A SIZE B SCALENTS SHEET OF ., 0<> F�<rF SFNso R tiF SUc CIO/VO /0 �/T gP y PF�vv GP 1�00 0,, `0 l%RF�O CAIT"ATER• R ERY SYSTEMS yISOTA, FLORIDA aWR:L70 100DXP RtCLAIM SYSTEM SOMETRIC FLOW DIAGRAM TYPICAL INSTALLATION 3 TANK PLAN PROJECT: A SHEET OF W E- E-i H �-I I� U)O V �O � ~ � U O Q WW W � DATE: MAY, 2003 SCALE: NTS DESIGNED BY: OTHERS JOB NO.2703B SHEET BA OF 8