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HomeMy WebLinkAbout15-06 LLE, LLC Rt. 11 Property -Commercial-Residential - Back Creek - BackfilePlease note: The site plans associated ,, ith this file are located in the file room. 0 SITE PLAN TRACKING SHEET Date: 2 A ► (3File opened 3 /31 O( Reference Manual updated/number assigned 3 o ` D-base updated 5 - N , D File given to Renee' to update Application Action Summary oa-� CLOSE OUT FILE: Approval (or denial) letter mailed to applicant/copy made for file �1311a� File stamped "approved", "denied" or "withdrawn" Reference Manual updated ���3 fiQCp D-base updated 4 3 File given to Renee' for final update to Application Action Summary uU-1- /L,&pe U'\Bev\Common\Tracl:ing sheets\Site Plan Tracking wpd Rc,ised 02107/03 SITE PLAN APPLICATION CHECKLIST The checklist shown below specifies the information which is required to be submitted as part of the site plan application. The Departmmt of Planning & Development will review the application to ensure that it is catnplete prior to accepting it. If any portion of the application is not complete, it will be returned to the applicant(s). (1) One (1) set of approved comment sheets are required from each relevant review agency prior to final approval of a site plan_ It is recommended that applicants contact the Department of Planning & Development to determine which review agencies' are relevant to their site plan application. A list of potentially relevant review agencies is shown below: l Frederick County Department of Planning & Development Department of GIS (Geographic Information Services) Frederick County Sanitation Authority Frederick County Building Inspections Deparimzent Frederick County Department of Public Works Frederick County Fire Marshal Frederick County Health Department Frederick County Department of Parks & Recreation Virginia Department of Transportation (VDOT) `l City of WmDhester _ Town of Stephens City Town of Middletown _ Frederick County / Winchester AirportAuthority (2) One (1) copy of the Site Plan application form. (3) Payment of the site plan review fee. (4) One (1) reproducible copy of the Site Plan (if required). w O � mco � N a� o Q) 03 U _ �3o Q O Y CV aJ y cv Q � -1 o Y U U qy � • � v I N .U-+ V O 7 ^� U D � O C RECEIVED FROM lV ADDRESS 1 332 FOR,�-5�i�� .f (Guy t� [ 1\1 (0 b A - 6 G:D )AIA*, ( LPITI i7I NO. � r! Gwt �� DOLLARS $ ��5�i. L-LC ACCOUNT I LCASH AMT. PAID 13 -n CHECK OBga B:.LA4&E V'7 "� I MONEY �LiUY F- J ORDER BY Engineers and Environmental Consultants _POTESTA 522 Front Royal Pike, Winchester. Virginia 22602 - (540) 450-0180: www.potesta.com April 13, 2006 Ms. Candice E. Perkins, Planner II County of Frederick Department of Planning and Development 107 North Kent Street, Suite 202 Winchester, Virginia 22601-5000 RE: Response to Site Development Review Comments GASMART, Inc. / LLE, LLC Route I 1 Property Property Identification Number (PIN): 63-A-89, 89A, 92 Project No. 0103-05-0547 Dear Ms. Perkins: M 14 Below are remarks addressing the comments listed by the item number from your March 3, 2006 review. Please note that we have added extra parking spaces to the GASMART property due to the square footage of restaurant space which is proposed inside the GASMART convenience store. Item 1- Special Limited Power of AttorneyForm. orm. Please have the property owner sign the attached Special Limited Power of Attorney Form prior to further review or approval. This form should be notarized and completed to grant the applicant (you) with authorization to represent them for this site plan. • An SLP has been signed by the property owner and is attached. Item 2 - Magisterial District. This property is within the Shawnee Magisterial District, not Back Creek. • We have revised the magisterial district to be Shawnee Magisterial District. Item 3 - Lot Consolidation/Bounda►-1 Line Adjustment. Please note that the lot consolidation and BLA must be completed and recorded prior to this plan being approved. The site plan currently shows existing property lines that are going to be removed and the new property line. Once the plats are approved for the revisions, the site plan should only include the new property, line. • The lot consolidation / boundary line adjustment application has been submitted. POTESTA & ASSOCIATES, INC. Charleston, West Virginia - Morgantown, West Virginia - Winchester, Virginia Ms. Candice Perkins April 13, 2006 Page 2 Item 4 - Parking Calculations. On the coversheel under silo calculations, provide the parking calculations being used (11200 sI=retail.) • We have added the above note to our site calculations. Note: We have also added parking calculations for restaurant parking space (1/100 SF) to our cover sheet and added spaces to match. Item 5 - Landscaping Calculations. Oil the coversheet, revise the interior landscaping calculation ris indicated. • We have revised the calculation as indicated. Item G - Notes. Orr sheet 3 under notes, mote 4 appears to be referring to the Marley Davidson storage building site plan. • Note # 4 on sheet 3 has been revised. Item 7 - Railroad. Provide legal rckrence for the railroad easement. • After a thorough starch, with the help of' Frederick County Clerk staff, no legal reference was found for the railroad casement. Item 8 - Sigmage. The plan shows the location .for the two monument signs. The proposed height and square footage of these signs should be provided also. • Dimensions for the monument signs have been added. • Monument sign for convenience store/gas station shall be 150 square feet area at 15 feet maximum height. • Monument sign for retail building shall be 100 square feet area at 15 feet maximum height. Item 9 - Entrance. Revise the entrance to show the changes discussed oil February 241h. • We have revised the entrance A by including a raised island and by extending the northern curb radius inward toward parking area. Item 10 - Shared Entrance. Since the full entrance is located on the GASAIART site, an easement should be placed over the entrance and language included on the site plan, JOTESTA Iv1s. Candice Perkins April 13, 2006 Page 3 as well as recorded to ensure that everyone associated with this development is able to ittilize the fill enhance. • An easement was added to reflect the shared entrance on Parcel 63-A-92 and a note has been added to ensure everyone associated with site has the right to utilize the full entrance. Item 11 - Sidewalks. Since Building B has a lot of'parking located along the rear of the site, the sidewalk needs to be extended (ivith a ramp) as indicated on sheet 3. • We have extended the sidewalk along Building B, with CG-12 ramp as well as a CG-12 ramp on southern end of building B. Item 12 - Bike Path. Label the path as ten foot asphalt bike path. A detail.for the path steeds to be provided in the plan. • We have labeled the bike path as proposed 10' wide asphalt bike path. Item 13 - Driving Lanes. Building A has afire re lane in f •ont and Building B has afire lane at the side; both of these fire lanes infringe on the driving lanes. The fire lane cannot be within the required driving lane area. • As discussed, we have removed the hatched -marks locating the fire lanes and we show the curbs striped yellow with "No Parking - Fire Lane" on sheet 3. A note has also been added to sheet 3. Item 14 - Symbols. There is a symbol shown running along the eastern property line that appears to be a fence. Label this symbol or include it in the legend. • We have added the fence symbol into the legend of our drawing. Item 15 - Hedge Row, Provide a fora• foot hedge roiv as indicated on sheet 4. • We have added additional headlight screening (4 foot hedge row) of holly along the southern property line on sheet 6 (previously sheet 4.) Item 16 - Zoning District Buffet. The buffer shown along the northern property line does not appear to meet three trees per ten linear feet. On sheet 4, provide a calculation of the linear footage of this buffer area and the amount of requited trees. 111so, a six.foot board-on-board.fence is required along this property line. ,POTESTA Ms. Candice Perkins April 13, 2006 Page 4 • We have revised the buffer along the northern property line as well as the Route 1 I buffer to show three trees per 10 linear feet. Six foot board -on- board fence is also shown along this property line. We also added the caliper of the deciduous trees in the landscaping legend. Item 17 - Tree Location. Some of the trees sholvn on sheet 4 appear to be on top of ittilit.V lines along the eastern property line. • The trees on the eastern property line have been moved so not on top of the utility lines. Item 18 - Fence Detail. There is a fence detail provided for the dumpster sites, but not for the bufers. Provide a fence detail.for the buffer fences or label the dumpster fence as also being us•ed.jor bufers. • The dumpster fence detail has been renamed "Dumpster fence & Buffer fence Detail" and is shown on sheet 17. Item 19 - DumL)sters. Label the durnpster behind building "B" as "to be used by both "A" and „B„ • We have added a label, "Enclosed clumpsters and pad to be used by buildings A & B" on sheet 3, for the ciumpster behind building B. If you have any questions, or need any further information, please contact me. Sincerely, POTESTA & ASSOCIATES, INC. K. Joe Kneclitel, P.E. Branch Manager KJK/mlw JOTESTA ' must be included on our site Ian. If your site plan is incomplete or The following information m Y p is missing information, it will not be reviewed and returned to you for revisions. Administrative Information Y N V 1. Name of proposed development. 2. Name, address, and phone number of owner. 3. Name, address, and phone number of developer. 4. Name, address, and phone number of designer. V-' 5. Certificate of surveyor, engineer, or architect. 6. Date plan prepared and date of revisions. A) 7. A listing of all conditions placed on the site as a result of a conditional use permit or conditional zoning approval. 8. A space labeled "Approved by the Zoning Administrator" for the approval signature and date of approval. 9. A description of setbacks or conditions placed on the site as a _ result of a variance approval. (Reference the variance application number.) General Site Information Y N 10. Location map (scale 1:2000) 11) Magisterial District ✓ 12. Scale of site plan (not to exceed 1:50) 13. North Arrow 14. Zoning of site 15. Use, zoning, and Property Identification Number (PIN#) of all adjoining properties. This includes properties located across right-of-ways, streams, and railroad tracks. 16. Surveyed boundaries for all lots and parcels. E General Site (con't Y N _ 17. Acreage of all lots included in the plan. 18 The location and dimensions of all required setbacks and yard areas. 19. The location and type of all dwelling units. 20. Location and description of all recreation facilities. 21. Location of sidewalks and pedestrian ways.PnO . Location and area of common open space. Q. The location, height, and dimensions of all signs. 24. Location, height, and specifications of outdoor lighting fixtures. A) rA 25. Location and nature of outdoor storage areas. 26. Location of outdoor trash receptacles and dimensions of structure (fencing, etc.) required to enclose receptacles. Building Information Y N 27. The height of all buildings and structures. 28. Location of all buildings, structures and uses. 29. The proposed use of each building, structure and area. 30. Ground floor area and total floor area of all buildings with FAR calculations for commercial and industrial zoning districts. Roads Y N 31. Name and number of existing and planned streets on and adjoining the site. 32. Location of existing and planned streets on and adjoining the site. ✓ 33. Posted speed limit of existing adjacent roads. 34. Location and dimensions of all proposed entrances from public right-of-ways. a Utilities Y Parking Y I/ 35. Location of all entrances on adjoining roads within 200 feet of the proposed or existing entrance. 36. Dimensions, boundaries, width, pavement, and construction of planned roads. N 37. Location of all utilities, including sewer and water lines with the size of lines, mains, and laterals. ✓ 38. Location and width of all easements, including access, utility, and drainage easements. 39. Location and nature of fire lanes, fire hydrants, and all other facilities necessary to meet Fire Code requirements. N Natural Features Y N N!A- �\ Calculations describing the required number of parking and —) loading spaces. 41. Location and dimensions of all parking and loading spaces, driveways, parking aisles, curbing and other features to be used. 42. Location and dimension of all disabled parking spaces and ramps. 43. Existing and finished contour lines. . 44. Location of steep slopes, woodlands, floodplains, wetlands, sinkholes, and other environmental features. 45. Location of streams and drainage ways. Landscaping, Y N 46. Landscaping plan describing location and types of plants to be used. �L r� Location of required buffers and screening with cross sections or profiles. Erosion and Sediment Control Y N ✓ 48. A stormwater management plan with run off calculations and location and description of facilities to be used. 49. Soil erosion and sedimentation control plan describing the location and methods to be used to minimize erosion and sedimentation during development. 12 IN ■ rri From; ■ ■ ■ 01/25/2007 11:25 #152 P.001/002 ERV...IN DEVELOPMENT CORPORATION To: Candice From: Sandy Chenoweth Fax: 665-6395 Pages: Phone: Date: 1-25-07 Re: Gas Mart / Southgate LLE Project CC: i ❑ Urgent ❑ For Review ❑ Please Comment ❑ Please Reply ❑ For your Info Candice, Attached you will find a schematic sketch of what we discussed for the Southgate project Please review and call to discuss. Thanks for all your help. Sandy 1630 Plate Mm Windiester,MM[rie 22601 TEL 540722.9799 FAX 540.7226116 Em all rlayid anervindevebpmerrtmm wv w.ervt nckb velopm ertt.com INSTR. CC RRE .MUSE: BUSINESS I N81 Ip0 OSEO UTl i 1 Y QLE `a 800 .O$ED 9 NON AT D"'BY,.OTHE 14 R. 97.2 4A L�W F �� NESS -'. R,-,,, �9a X 4 EN7 to ` fox 1. 4.9 ova 97.5 1 4gp, He N5 R2. �?0 N� Cv ST (''0' t p / F IOPERTtgS,r- nc, TAX MAP: 63—A— 9A pod 7.6 91 c 61 AC.. Z NI G: B2 IN MEN �� SS Lry 2*24000 i \ / 21884 A 20� F 16.305 1 PROP g SE: CANT R��c1.A"�/C , FC R 7.5 ERCIA / qR �'7y,N �N x 6� p 498 b� 4 AtA IS96. // 7.5 EXK NbE7. Q�/ 9 6:45 95 v 97LE PI .5 �„ AX M \ \ I^4 T6; 2 1.73 \ 4� INSTRL 4 9E7�49� CURRE PROPO \ XI NG PROP \ \` \ R 96.E \T BE REMOVE 9 EII 6 \ / OSE L9tv CL \ Lo s�-1 \ , 7 ESTORMASEVFMT Tcno * .C',EMENT Aal Z00/200'd Z9L# 9Z:LL L002/9Z/L0 w0a� j STORMWATER MANAGEMENT AND ENGINEERING CALCULATIONS BRIEF LLE, LLC Route 11 Property Site Development for Commercial Property Back Creek District, Frederick County, Virginia Prepared for: LLE, LL C c/o Ervin Development Corporation 1830 Plaza Drive Winchester, Virginia 22601 GASMAR T, INC. 4780 Northwestern Pike Winchester, Virginia 22603 Prepared by: Potesta & Associates, Inc. 508 Front Royal Pike Winchester, Virginia 22602 Phone: (540) 450-0180 Fax: (540) 450-0182 E-Mail: potesta@potesta.com Project No. 0103-05-0508 & 0103-05-0547 April 2006 (This document contains 10 pages, plus appendices.) ,APOTESTA TABLE OF CONTENTS 1.0 INTRODUCTION...............................................................................................................I 2.0 DESIGN OF STORMWATER MANAGEMENT..............................................................1 2.1 Summary of Approach.............................................................................................1 2.1.1 Pre Development Conditions...................................................................... 2 2.1.2 Post Development Conditions.................................................................................4 2.2 Underground Detention Hydraulics.........................................................................6 2.2.1 Storm Sewer................................................................................................ 7 2.3 Proposed Drainage Ditch.........................................................................................8 2.4 Temporary Sediment Traps......................................................................................8 2.5 Temporary Diversion Ditch.....................................................................................8 APPENDICES Pre and Post Development Drainage Areas............................................................... APPENDIX A Hydrologic Soils Determination................................................................................ APPENDIX B Hydrology for SWM PondPack 10.0 Reports............................................................ APPENDIX C Storm Sewer Calculations..........................................................................................APPENDIX D Proposed Drainage Ditch and Miscellaneous Calculations ................................. :..... APPENDIX E Stormwater Management and STORMWATER MANAGEMENT AND ENGINEERING CALCULATIONS BRIEF for" GASMART, Inc. & LLE, LLC Route IX Noperty Site Plan 1.0 INTRODUCTION LLE, LLC is proposing to develop 3.77 acres of commercial property along U.S. Route 11 in Kernstown, Back Creek District, Frederick County, Virginia. The site currently consists of three parcels, TM 63-A-89, TM 63-A-89A, and TM 63-A-92. The proposed site layout is 16,245 square feet of retail buildings on TM 63-A-89, TM 63-A-89A, which are proposed to be merged into one parcel containing 1.77 acres. A 4,500 square foot convenience store/gas station is proposed on TM 63-A-92, containing 2.00 acres. Landscaping will be provided on approximately 25% of the entire site. The proposed site will have two proposed entrances accessing Route 11, served by a proposed right turn lane on U.S. Route 11 along the fiill length of the property. The two entrances are a "right in/right out" at the retail building portion of the site and one frill entrance at the convenient store/gas station portion of the site. The parking area will be curb and gutter and drainage will flow to a stormwater management (SWM) underground storage tank. The outfall of the SWM system will discharge to a proposed rip -rap stabilized drainage ditch, capable of conveying a 10 year storm. This ditch will be designed spread and slow the velocity of the discharge. This calculation brief will summarize the engineering design used to determine the stormwater drainage and SWM of the proposed site. 2.0 DESIGN OF STORMWATER MANAGEMENT This section is to determine the proper size of the underground stormwater detention facilities to reduce the post -development peak discharge rates for the site to the pre -development discharge rates for 2 and 10 year, Type Il, 24-hour storm events and to meet the requirements of Chapter 79, Erosion and Sediment Control of the Frederick County as well as Minimum Standard 19 of the Virginia Erosion and Sediment Control handbook. 2.1 Summary of Approach The proposed development is located on a relatively flat piece of land, which contains a slope of between 1% and 2% in an easterly direction from U.S. Route 11 to the CSX railroad right-of-way (RR ROW.) In the past the site has contained a mobile home park. Currently two occupied mobile homes as well as a residential paved driveway circle and gravel parking areas are still located on site, as well as a large vacant house with gravel parking and a small vacant building. Stormwater Management and Engineering Calculations Brief for LLE, LLC/GASMART, Inc. (0103-05-0508 & 0103-05-0547), April 2006 Page I The pervious portions of the site (grass) POTESTA considers in fair condition, due to evidence that gravel parking areas (driveways) for the former mobile home park are now overgrown with grass. A Virginia Department of Transportation (VDOT) culvert crosses under U.S. Route 11 carrying stormwater from residential properties and discharges onto the site. Another culvert, believed to be abandoned, used to drain this flow across the site to the RR ROW. Although POTESTA has located the inlet for this culvert, the culvert appears to have been damaged and terminates underground before reaching the RR ROW. An adjacent landowner relayed to POTESTA that he also believes that the culvert terminates underground. The drainage from stormwater crossing under U.S. Route 11 will be routed to the project's Storm Water Management (SWM) detention system, which drains to the RR ROW. There are no karst features found on the site. This drainage ditch will be improved and stabilized during development of the site. In the pre -development condition, this site contains one drainage area of 4.41 acres, which includes the sites 3.77 acres, as well as the surface runoff from the crown of Route 11. The pre -development runoff flows to the RR ROW. In post development condition the site will contain three drainage areas. Drainage Area One includes the northern portion of Route 11 as well as the majority of the proposed site, and the offsite drainage area from the residential properties across Route 11, will be captured and routed to the under ground detention SWM system. Drainage area two and three will flow offsite uncontrolled. All drainage eventually reaches Hoge Creek located approximately 0.3 miles to the north of the site. The soils contained in this site were determined to be Carbo silt loam (513). The hydrologic soil group MRCS classification is "C" (See Appendix B). Source - United States Department of Agriculture - Soil Conservation Service, "Soil Survey of Frederick County, Virginia." Infiltration of storrnwater will not be allowed due to possible karst features in this area. The area and Time of Concentration (Tc) flow path of the pre- and post -development drainage areas were determined using POTESTA working drawings. PondPack 10.0 software (using the SCS Unit hydrograph method) was used to estimate the peak discharge for the pre -and post -development conditions for 2, 10 and 100-year- Type II, 24-hour storm events for Frederick County, Virginia. A summary of conditions is presented in the following sub -sections. See PondPack 10.0 printout and calculations in Appendix C for more detail. 2.1.1 Pre Development Conditions Onsite Pre -Development Drainage Area (Offsite Pre DA) This drainage area is approximately 4.41 acres (total acreage of site plus to the crown of Route 11.) The nrnoff from this drainage area flows to the RR ROW to the east. The Tc sheet flows from the crown of Route 11 onto the grass conditions on the site, turning to concentrated flow until it terminates at the eastern boundary of the site. Stormwater Management and Engineering Calculations Brief for LLB, LLC/GASMART, Inc. (0103-05.0508 & 0103-05-0547), April 2006 Page 2 11 As stated above, there are existing impervious and gravel conditions currently on this site. The pre - development conditions of this site are as follows: • Impervious (Route 11 pavement, house, mobile homes, shed, office building, pavement, etc.), CN of 98 = approximately 0.82 acres • Gravel (Route 11 shoulder, driveways and parking), CN of 89 = approximately 0.30 acres • Grass -Fair Condition, CN of 79 = approximately 3.29 acres These conditions in a class "C" soil yield a Curve Number (CN) of 83. Supporting data can be found in Appendix A, B and C. Results are summarized below. Description 2 Year 10 Year 100 Year Pre Developed Pre DA Area acres 4.41 Tc hrs. 0.24 CN Soils Group C 83 Peak Discharge cfs 7.71 16.1 25.2 Offsite Drainage Area (Offsite DA) This drainage area is approximately 11 acres of considered residential 1 acre lots and does not change from pre to post condition. The runoff from this drainage area flows to a Swale at the inlet of the VDOT 15' CMP culvert which crosses to the subject site. The runoff is then constricted in this swale due to the size of the 15" CMP and released at its estimated maximum rate, acting as a pond with an outlet. • Considered 1 acre residential CN of 79 — approximately 11 acres These conditions in a class "C" soil yield a Curve Number (CN) of 79. Supporting data can be found in Appendix A, B and C. Results are summarized below. Description 2 Year 10 Year Offsite Area acres 11 Tc hrs. 0.54 CN Soils Group C 79 Peak Discharge (cfs) from 15" CMP Culvert 2.63 4.92 Stormwater Management and Engineering Calculations Brief for LLE, LLC/GASMART, Inc. (0103-05.0508 & 0103.05-0547), April 2006 Page 3 2.1.2 Post Development Conditions The sites' post development condition will contain two drainage areas (designated as drainage areas 1 and 2), one controlled and one uncontrolled. Onsite Post Development Drainage Area 1 (Post DA-1) Post DA-1 contains 3.79 acres and drains Route 11 (from crown to curb and gutter) north of Curb Inlet 13, and all the impervious and most of the landscaped areas of the site. This drainage area's stormwater runoff will drain to an underground Atlantis Raintank detention system via storm sewer pipe. The stormwater flow generated from the Route 11 (crown to curb and gutter) will be routed to the SWNI system. Post DA-1 conditions are: • Impervious (pavement, rooftops), CN of 98 = approximately 3.305 acres • Grass -good condition (landscaping), CN of 74 =0.489 acres These conditions in a class "C" soil yield a Curve Number (CN) of 95. Supporting data can be found in Appendix A, B and C. Results are summarized below. Description 2 Year 10 Year 100 Year Post Developed Post DA-1 Area acres 3.79 Tc hrs. 0.118 CN Soils Group C 95 Peak Discharge cfs 12.73 21.47�30. Combined Onsite Post Development Drainage Area 1 (Post DA-1) and Offsite Drainage Area The Offsite Drainage Area and Post Development Drainage Area 1 both drain to the underground Atlantis Raintank detention system (SWM) via storm sewer pipe. The combined flow to the SWM was calculated, via PondPack 10.0, by estimating that the offsite drainage area acts as a pond releasing at a rate (maximum rate for 15" CMP) and then draining into the SWM. Supporting data can be found in Appendix A, B and C. Description 2 Year 10 Year 100 Year Post Developed Post DA-1 Peak Discharge cfs 13.28 23.00 33.2 Stomawater Management and Engineering Calculations Brief for LLE, LLGGASMART, Inc. (0103-05-0508 & 0103-05-0547), April 2006 Page 4 I E I F I C! F Post Development Drainal4e Area 2 (Post DA-2) Post DA-2 contains 0.39 acres and is located near the northern boundary of the site, with the majority being within the landscaped buffer zone. Its stormwater runoff will flow uncontrolled toward the RR ROW. PostDA-2's post development condition (landscaped buffer zone) will have a lower curve number than its pre -development condition (currently portions of mobile homes and its associated paved and gravel parking.) Post DA-2 conditions are: • Grass -Good condition, CN of 74 = 0.26 acres • Woods/Grass Combination -Good Condition (i.e., Buffer), CN of 72 = 0.082 acres • Impervious -Gravel (Rip/Rap), CN of 89 = 0.03 acres This condition in class "C" soils yields a Curve Number (CN) of 75. Supporting data can be found in Appendix A and C. Results are summarized below. Description 2 Year 10 Year 100 Year Polo ed st Deve Post DA-2 Area acres 0.37 Tc lirs, 0.237 CN Soils Group C 75 Peak Discharge cfs 0.42 1.05 1.79 Post Development Drainage Area 3 (Post DA-3) Post DA-3 is the portion of Route 11, from its crown to the curb and gutter of the proposed turn lane that is not captures by Inlet 13. The 10 year storm event from DA-3 is estimated to yield 1.41 cfs and its water will spread less than 1/2 the turn lane width. See calculation in Appendix E. This stormwater will drain south along the proposed curb and gutter, across the front of the adjacent property's driveway entrances to a cross -pipe near the railroad crossing. The cross -pipe near the railroad crossing is considered to be an adequate outfall for this drainage. Post DA-3 conditions are: • Impervious (Route 11 pavement), CN of 98 = approximately 0.23 acres This condition in class "C" soils yields a Curve Number (CN) of 98. Supporting data can be found in Appendix A and C. Results are summarized below. Stormwater Management and Engineering Calculations Brief for LLE, LLGGASMART, Inc. (0103-05-0508 & 0103-05-0547), April 2006 Page 5 1 I L 1� Description 2 Year 10 Year 100 Year Post Developed Post DA-3 Area acres 0.23 Tc hrs. 0.0833 CN Soils Group C 98 Peak Discharge cfs 0.86 1.41 1.99 Since these post DA-2 and DA-3 flows will run uncontrolled they will be subtracted from the pre -development flows from both the onfite and offsite drainage areas. The detention system will target these reduced flows. Description 2 Year 10 Year Pre -development Peak Discharge cfs 7.71 16.06 Offsite Drainage Area cfs 2.63 4.92 Total Pre Development cfs 10.34 20.98 Post DA-2 Peak Discharge cfs 0.42 1.05 Post DA-3 Peak Discharge cfs 0.86 1.41 Tar et cfs 9.06 18.52 ' 2.2 Underground Detention Hydraulics An Atlantis© Raintank underground detention system will be used to reduce the post development ' peak discharge from the 2 and 10-year storms, such that the cumulative discharge rates from the three post development and offsite drainage areas are less than or equal to the pre development discharge rates. The calculated reduced discharge rates from the pond are 9.07cfs (2-year storm) and ' 18.53cfs (10-year storni.) The parking lot grading has been designed to allow the 100-year storm post development peak discharge overflow from the storm sewer system into the parking lot and flow over the curb and gutter near the RR ROW. The top of curb elevations along the parking lot ' perimeter adjacent to the RR ROW, are approximately 1 foot below the lowest building elevation. The elevation reference is assumed, and a benchmark is provided on the plan sheet. The Atlantis Raintank system will be constructed from 3335 single tank cells to dimension of 326 feet long by 31 ' feet wide. A single cell dimension is 1.48'H x 1.33'Wx 2.25'L. The system will be constructed from 492.52 feet elevation to a top of 494 feet elevation. The system will first be wrapped with an impermeable liner to not allow infiltration, and then completely wrapped in a geotextile fabric. A ' Geogrid bi-axle on gravel layer is placed on top to allow for traffic loads (heavy trucks included.) Top of pavement above the system shall be at least two feet above the top of tank. The placement of ' Stormwater Management and Engineering Calculations Brief for LLE, LLCIGASMART, Inc. (0103-05.0508 & 0103-05-0547), April 2006 Page 6 this tanks system allows for a pavement elevation of greater than 496 feet of elevation. There will be two 15 inch and one 18 inch HDPE storm sewers draining into the tank system. Each of these storm sewers will be plumbed to a drain basin to catch and filter debris. Three cleaning points consisting of 8 inch diameter PVC mounted vertically into the tanks, with top flush with pavement grade, shall be placed equidistance apart. These will allow for cleaning of tank. The outlet structure will consist of one 15 inch and two 18 inch IIDPE culverts 70 feet long. They will be connected at the Raintank system at an angle. All three culverts will have an inlet invert of 192.52 feet elevation, and an outlet invert of 492.22. A 20 foot by 20 foot riprap (d50 = 6 inch) apron with 0% slope will provide outlet protection, and will outfall into a proposed drainage ditch running parallel to the existing drainage ditch, which straddles the northern boundary (see section 2.2.1.) A manufacturer's representative will be on site to oversee the installation of the Raintank system. See Raintank worksheet in Appendix C. The Raintank detention hydraulics summary is below. Supporting data is included in Appendix C. Description 2 Year Post 10 Year Post 100 Year Post DetentioII Pond Detention Volume ac-ft 0.212 0.319 0.326 Peak Inflow cfs 13.28 23.00 33.20 Peak Outflow cfs 8.72 16.67 *NA Peak Target Outflow (cfs) Pre DA - Post DA 2 9.07 18.53 *NA Peak Storage Elevation ft 493.48 493.97 *NA Note:* Released into the parking lot with 100-year storm overtopping the curb approximately 1 foot below lowest finish floor elevation. 2.2.1 Storm Sewer/Inlets The grading design of the parking lot allows the stormwater runoff to flow away from the buildings to the drop inlet located at the perimeter of the parking lot. The stormwater runoff water from Route 11 north (crown to curb and gutter) flows to Curb Inlet 13. The 10 year storm peak runoff to each drop or curb type drop inlet was determined using the rational method. The drainage area, weighted runoff coefficient and time of concentration were determined using POTESTA working drawings. Time of concentration was assumed to be five minutes, due to the nature of the drainage areas and surfaces. The length of curb inlet for the curb type drop inlet (DI-3) for I-13, was determined to be 9.44 feet. A standard curb inlet length of 10 feet is proposed. See Appendix D for calculations, drainage map and summary table. Stormwater Management and Engineering Calculations Brief for LLE, LLC/GASMART, Inc. (0103.05.0508 & 0103.05-0547), April 2006 Page 7 2.3 Proposed Drainage Ditch A drainage ditch will be proposed to collect the outfall from the SWM system to northeast corner of the subject site. This ditch will be designed to convey combined 10 year storm flows from the SWM outfall, and onsite and offsite drainage areas. See Appendix E for calculations. Description 10 Year Post DA-2, 10 yr Peak flow cfs 1.04 cfs SWM, 10 yr Peak flow cfs 16.67 cfs Estimated offsite flow from the north, 10 yr Peak flow cfs 2.4 cfs Total 20.11 cfs Using Flowmaster and working drawing 0103-05-0508 — Site Plan, we estimated the normal depth of the drainage ditch at the minimum cross-section downstream of the SWM outfall. 10 Year Description Post Total 20.11 cfs Minimum Cross -Section Left side 10.7:1 Right side 2.3:1 Bottom width 10 Sloe 0.5% Estimated Freeboard 0.52 ftt Velocity 1.25 ffis 2.4 Temporary Sediment Traps Two temporary sediment traps are proposed at lowest elevations of the site at the northeast and southeast portion of the site. The calculations can be found in Appendix E and summarized in the detail section of the site plan. 2.5 Temporary Diversion Ditch A temporary Diversion Ditch will be constructed to route the offsite water from the existing 15" CMP that crosses under Route 11. This diversion ditch will travel south along the western boundary of the site and then east to outfall at a stabilized outlet near the RR ROW. The ditch will be a triangular channel with 2:1 side slopes and constructed 2 feet deep and be sufficient to handle a 10 year storm flow of 4.9cfs from offsite. The calculations can be found in Appendix E. Stonnwater Management and Engineering Calculations Brief for LLE, LLC/GASMART, Inc. (0103-05-0508 & 0103.05-0547), April 2006 Page 8 a MLDaW � 1. 4/11/0e At !'OI VDaf GOWOrti amp ' \NN- AN- \ am 9. x \ � � ice:. VDOT 7� �'_rq auEvc,�rl U \T, �o �D 1 p�tat v t3 v / 97.5 x`shty 96.5 x �, ;J 7 \ .S, R \ O c x 97.6 x '"�;. ` \ �Ep ��K£ \ a �6.87 )fix 4 ID.37i r..i�4 X :: 5 x97.4 97.2 ``. ` z Jim 1 �" a �� t ram! J`j O o eol\ It "� J i '� x96.6 � � �7.5 / 97.5 ! \ef \ 96.7 S 97.5\ ` I 7.s r / \ \ I \`\ x96.45 % 97.5� / %4 \ \ _97.2 x97.6 \ \ x97.5 ! y7.5x x x�- 96.% I i / 97.5 x 97.4x E 9 9.4 ' c x 96.2 \ ,'xi {; %u J �;!'' 97.5 97.5 97.3 97.5 x965\ x %rv%r�7 97.5 .cJi� ' \ x96.2 \ x ESE-DE�UELOP ENT RAINAG A,REA:' x P '\ %\ I c/ \ \ s7 4.41�', c.97. `\ ( x w is 98.0 x sx x97.5' ° Tcon - 3ib� O 2/ � 97. ' \Na (unpaved'�/ ° 411 766 \� \ 6 9%' x96.25. � 96.3 /It Q 5\ \3S, ..1 4 v \ \\ 96X 6.7 x \ \ x96Scum,n x ItLEGEND Q /'N t� y sykam oeiaWnon --++o-- Existing Contour Proposed Contour - - - - Drainage Area \ \ \ 96'D. \` // w p Proposed Drop Inlet \\� ` N \\ / / GUPffiC scars V V ° \ �8� -a--o-- Board on Board Fence � 25v^ ' C/o Clean Out \r, --�. Existing Pole - Perimeter and Interior Trees Screening Plants HC Handicap Parkin \ C/o Clean Out \ WBicycle Ram \ \ �c LI ht Post 'IL Heavy As halt \\ �''1 PRELIMINARY o� � CG-1i Entrance Zr. VD0T overt 97.5 �% � +r, t 5 i i♦ (� S R ee�� \ sti Nric 71 \\ 97.6 7.5 �49g�' G ate. ^x s7.2 `"':,Sc� \ .••, p 97.6 97.4-� `v 97.9 x 97 97. UA- POST—DEVELOPMENT DA-1 Q!' 3.79 97.55 Ts = 20'0 0.5% \ "f^`—`�� \ s713 . \ o Q x (n = 0.13) .\ \� r9 Q / 7.5`� Tcon = 10'0 0.4% \ 'fib \� an (paved) \\ends round Tch1 = 110'0 0.4X Tch2 = 230'0 0.47% Tch3 = 61'0 0.41%66 96.25. 71 \ 25 \ \ 3 0 LECM slnrsm oesCEr> —++a-- Existing Contour —gym— Proposed Contour — — — — Drainage Area p Proposed Drop Inlet Board on Board Fence C/o Clean Out —��— Existing Pole Perlmetsr and Interior Trees Screening Plants tfC Handicap Parking c o Clean Out Bicycle Ram 3 E Ll ht Post Heavy Asphalt RwAdm PER voor COIYDn: POST —DEVELOPMENT DA-3. 0.23 ac, Ts = 45'0 2.0% \ Tch =300'0 0.4% �— CG-11 -- ci Entrance a ♦ \ ` v1 ♦ i ♦ �— CG-11 / ♦ ♦ Entronca pROPOs£0/BIKE Pam, � i ♦ ♦� � � l 1 , �\ T URNINO 4-4 /*' Gai--P I 97.5 \� POST —DEVELOPMENT DA-2. 0.39 ac. \ I Ts = 100'0 3.5% (n = 0.24) Tcon =60'0 1.7% ?> / (unpaved) 6.25 � Tch =200 O 2.3% \ 96io / CRIPSIC scus WAPPM wvaoco c/% g � ' TopoZone - The Web's Topographic Map Page 1 of 1 p=ne t^ Y Ff s I T �- (BRA i lJ EFi t �� .,.Y,.r`�' RrC�M.Yt = � / •�kv,�' .. U� v;3.� � c ��.��05� 7 � �'' 4d {)peq • \. '. Ce mQS .+ _ -_ 10 ■ I•l g00 3 M* ' 0 0.1 0.2 0.3 0.4 0.5 km G 0 0.09 0.18 0.27 0.36 0.45 mi Map center is UTM 17 742668E 4335479N (WGS84/NAD83) t Winchester quadrangle M=-10.085 Projection is UTM Zone 17 NAD83 Datum G=1.773 httn://www.tonozone.com/nnnt.asn?z=17&n=4335478.99960502&e=742668.00021641 &s=... 4/5/2006 L L I F Typically, the surface layer is yellowish brown gravelly sandy loam about 5 inches thick. The subsoil extends to a depth of about 46 inches. In the upper part it is light yellowish brown sandy loam to a depth of 12 inches. In the middle part it is strong brown, mottled sandy loam to a depth of 26 inches. In the lower part it is reddish brown, brittle, very gravelly sandy loam called a fragipan. The substratum is light gray, mottled gravelly silty clay loam to a depth of.60 inches or more. Included with this soil in mapping are small intermingled areas, less than 3 acres each, of Berks and Weikert soils. Berks and Weikert soils are along slope breaks near the upper edge of this map unit. These included soils make up about 15 percent of the map unit. Also included are small areas of wet soils along drainageways and areas of extremely stony soils. These included soils make up less than 5 percent of the map unit. In some map units in the extreme northwestern part of the county, sinkholes range from few to many in abundance. Permeability in this Buchanan soil is moderate above the fragipan and slow in the fragipan. The available water capacity is moderate. Runoff is medium to rapid. Natural fertility is low, and organic matter content is moderate. The shrink -swell potential in the subsoil is low. The root zone extends to a depth of about 26 inches. The fragipan severely restricts root growth and the downward movement of water. The surface layer and the subsoil commonly are very strongly acid and strongly acid. The seasonal high water is at a depth of 1 /2 foot to 3 feet from November through March. Most areas of this soil are used as woodland. A few areas are used as pasture. This soil is very poorly suited to cultivated crops unless it is cleared of stones. The stones damage tillage equipment and interfere with planting. If the surface is cleared of stones, the soil is moderately well suited. The soil is wet in winter and spring, but tends to be droughty during the growing season. Erosion is a moderate hazard if cultivated crops are grown or if vegetation is sparse. This soil is moderately well suited to hay and pasture. Clearing the soil of stones, establishing and maintaining a mixture of grasses and legumes, and preventing overgrazing and grazing when the soil is wet are major pasture management concerns. Overgrazing causes increased runoff and excessive erosion. Grazing during periods of seasonal wetness commonly cuts up and compacts the surface soil, reduces yields, and increases erosion. Using stocking rates within carrying capacity, deferred grazing, and using rotation grazing help to maintain a good stand of grasses and legumes, to reduce runoff, and to control erosion. Liming is needed to offset the acidity of the soil. Fertilizing generally is required to increase the amount of available nutrients in the soil. Potential productivity for trees on this soil is moderate. The soil is managed for pine and hardwoods. Seedlings Soil Survey survive and grow well if competing vegetation is controlled. The soil is soft when wet, and thus does not support heavy logging equipment. The windthrow hazard is slight. The seasonal high water table and the fragipan are the main limitations to use of this soil as sites for buildings, sanitary landfills, and septic tank absorption fields and to most recreation uses. This soil is in capability subclass Vls. 513--Carbo silt loam, 2 to 7 percent slopes. This soil is moderately deep, gently sloping, and well drained. It is on uplands. Slopes are smooth. Areas of this soil are irregularly rectangular or long and winding, and range mainly from 3 to 75 acres. Typically, the surface layer is dark yellowish brown silt loam about 9 inches thick. The subsoil, about 17 inches thick, is mostly strong brown, firm clay. Bedrock is at a depth of 26 inches. Included with this soil in mapping are small intermingled areas, generally less than 3 acres each, of Chilhowie and Oaklet soils. Chilhowie soils are near slope breaks and on low ridges. Oaklet soils are scattered throughout this map unit. These included soils make up about 15 percent of the map unit. Also included in some map units are scattered areas of rock outcrops. Permeability in this Carbo soil is slow, and the available water capacity is low. Runoff is medium. The erosion hazard is moderate. The surface layer is friable and easily tilled when moist, but breaks up into clods if the soil is tilled when too wet or too dry. Natural fertility is medium, and organic matter content is iow. The shrink -swell potential in the subsoil is high. The root zone extends to a depth of about 26 inches. The surface layer and subsoil are strongly acid to neutral. Most areas of this soil are used for cultivated crops, hay, and pasture and as orchards. A few areas are used as woodland. This soil is fairly well suited to cultivated crops. Crops respond well to lime and fertilizers. Using conservation tillage, growing cover crops, including grasses and legumes in the cropping system, and crop residue management help to increase the organic matter content and to improve soil tilth, to reduce crusting, to increase water infiltration, and to control erosion. This soil is well suited to hay and pasture. Establishing and maintaining a mixture of grasses and legumes and preventing overgrazing are major pasture management concerns. Overgrazing causes surface compaction and increases runoff and erosion. Using stocking rates within grazing capacity, deferred grazing, using rotation grazing, and liming and fertilizing help to maintain a good stand of grasses and legumes, to reduce runoff, and to control erosion. Potential productivity for trees on this soil is moderately high. The rate of seedling mortality is moderate. The low strength of the clayey subsoil is a Frederick County, Virginia ' moderate limitation to use of logging equipment. Erosion is a hazard on logging roads and skid trails. Depth to bedrock, the clayey subsoil, shrinking and swelling, and permeability are the main limitations to use ' of this soil for community development. This soil is in capability subclass Ile. I � L L I L 5C—Carbo silt loam, 7 to 15 percent slopes. This soil is moderately deep, strongly sloping, and well drained. It is on uplands. Slopes are smooth. Areas of the soil are irregularly rectangular or long and winding. They range from 5 to 50 acres. Typically, the surface layer is yellowish brown or dark yellowish brown silt loam about 9 inches thick. The subsoil, about 17 inches thick, is mostly strong brown, firm clay. Bedrock is at a depth of 26 inches. Included with this soil in mapping are small intermingled areas, generally less than 3 acres each, of Chilhowie and Oaklet soils. Chilhowie soils are near slope breaks and on low ridges. Oaklet soils are scattered throughout this map unit. These included soils make up about 15 percent of the map unit. Also included in some map units are scattered areas of rock outcrops. Permeability in this Carbo soil is slow, and the available water capacity is moderate. Runoff is medium. The erosion hazard is severe. The surface layer is friable and easily tilled when moist, but breaks up into clods if the soil is tilled when too wet or too dry. Natural fertility is medium, and organic matter content is low. The shrink -swell potential in the subsoil is high. The root zone extends to a depth of about 26 inches. The surface layer and subsoil are strongly acid to neutral. Most areas of this soil are used for cultivated crops, hay, and pasture and as orchards. A few areas are used as .woodland. This soil is fairly well suited to cultivated crops. Crops respond well to lime and fertilizers. Using conservation tillage, growing cover crops, including grasses and legumes in the cropping system, and crop residue management help to increase the organic matter content and to improve soil tilth, to reduce crusting, to increase water infiltration, and to control erosion. This soil is well suited to hay and pasture. Establishing and maintaining a mixture of grasses and legumes and preventing overgrazing are major pasture management concerns. Overgrazing causes surface compaction and increases runoff and erosion. Using stocking rates within carrying capacity, deferred grazing, using rotation grazing, and liming and fertilizing help to maintain a good stand of grasses and legumes, to reduce runoff, and to control erosion. Liming is needed to offset the acidity of the soil. Fertilizing generally is required to increase the amount of available nutrients in the soil. Potential productivity for trees on this soil is moderately high. The rate of seedling mortality is moderate. The low strength of the clayey subsoil is a 1; moderate limitation to use of logging equipment. Erosion is a hazard on logging roads and skid trails. Depth to bedrock, the clayey subsoil, shrinking and swelling, and permeability are the main limitations to use of this soil for community development. This soil is in capability subclass Ille. 6C—Carbo-Oaklet silt loams, very rocky, 2 to 15 percent slopes. This map unit consists of moderately deep and deep, gently sloping and strongly sloping, well drained soils on side slopes, hilltops, and ridgetops. A typical area of this map unit is about 50 percent Carbo soil, 45 percent Oaklet soil, and 5 percent other soils. Slopes are smooth, commonly complex, and about 500 to 8,000 feet long. Rock outcrops about 30 to 100 feet apart cover about 5 percent of the surface. Areas of this map unit are irregularly rectangular or long and winding and range mainly from 3 to 150 acres. The Carbo and Oaklet soils are intermingled so closely that it was not practical to map them separately. Typically, the surface layer of the Carbo soil is yellowish brown or dark yellowish brown silt loam 9 inches thick. The subsoil, to a depth of about 26 inches, is yellowish brown, firm clay. Limestone bedrock is at a depth of 26 inches. Typically, the surface layer of the Oaklet soil is dark brown silt loam about 5 inches thick. The subsoil is yellowish brown silt loam to a depth of 11 inches. Below that it is yellowish brown and dark yellowish brown clay to a depth of 60 inches or more. Included with these soils in mapping are small intermingled areas, generally less than 3 acres, of Chilhowie soils. Also included are small areas of severe]: eroded soils that have a surface layer of silty clay or clay. Permeability in the Carbo and Oaklet soils is slow, anc the available water capacity is moderate. Runoff is medium. The erosion hazard is severe. The surface laye breaks into clods if these soils are tilled when too wet of too dry, and rock outcrops interfere with tillage. Natural fertility is medium, and organic matter content is low. The shrink -swell potential in the subsoil is high. The root zone extends to a depth of about 26 inches in the Carbc soil and more than 60 inches in the Oaklet soil. The Carbo soil is commonly neutral, and the Oaklet soil is commonly strongly acid to neutral. Most areas of these soils are used for pasture. Some areas are used as orchards and woodland. A few areas are used for hay and cultivated crops. These soils are poorly suited to cultivated crops. Crops respond well to lime and fertilizer. Using conservation tillage, growing cover crops, including grasses and legumes in the cropping system, and crop residue management help to increase the organic matte content and to improve soil ti]th, to reduce crusting, to increase water infiltration, and to control erosion. I PRE -DEVELOPMENT HYDROLOGY L n Job File: C:\Documents and Settings\kjknechtel\My Documents\GASMART PRE DA1 4.41AC.PPW ' Rain Dir: C:\Documents and Settings\kjknechtel\My Documents\ ' JOB TITLE ' Project Date: 3/30/2006 Project Engineer: KJKNECHTEL ' Project Title: Frye Project Comments: SIN: D4YXYWH52373 Potesta and Associates, Inc ' PondPack (10.00.016.00) 1:56 PM 3/30/2006 Table of Contents 1 MASTER SUMMARY ********************** ' Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY ******************* ' Frederick Co., V Design Storms ...................... 2.01 TC CALCULATIONS ********************* ' SUBAREA 10...... Tc Calcs ........................... 3.01 **+******************* CN CALCULATIONS ********************* ' SUBAREA 10...... Runoff CN-Area ..................... 4.01 SIN: D4YXYWH52373 Potesta and Associates, Inc ' PondPack (10.00.016.00) 1:56 PM 3/30/2006 Type.... Master Network Summary Page 1.01 Name.... Watershed 4lac. w D uments and Settin s\k'knechtel\M Documents\GASMART re DA1 4. pp ' File.... C.\ oc g 3 y P MASTER DESIGN STORM SUMMARY ' Network Storm Collection: Frederick Co., V ' Total Depth Rainfall Return Event in Type RNF ID ------------ Pre 2 ------ 2.9700 ---------------- Synthetic Curve ---------------- TypeII 24hr Pre 10 4.8000 Synthetic Curve TypeII 24hr Pre100 6.7500 Synthetic Curve TypeII 24hr ' Pre 25 5.5000 Synthetic Curve TypeII 24hr MASTER NETWORK SUMMARY ' SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) ' (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max ' Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft ----------------- OUT 10 ---- ------ JCT 2 ---------- -- --------- .523 12.0500 -------- -------- ------------ 7.71 *OUT 10 JCT 10 1.100 12.0500 16.06 *OUT 10 JCT 100 1.761 12.0500 25.21 *OUT 10 JCT 25 1.334 12.0500 19.34 ' SUBAREA 10 AREA 2 .523 12.0500 7.71 SUBAREA 10 AREA 10 1.100 12.0500 16.06 SUBAREA 10 AREA 100 1.761 12.0500 25.21 ' SUBAREA 10 AREA 25 1.334 12.0500 19.34 SIN: D4YXYWH52373 ' PondPack (10.00.016.00) Potesta and Associates, Inc 1:56 PM 3/30/2006 Type.... Design Storms ' Name.... Frederick Co., V 1 Page 2.01 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART pre DA1 4.4lac.ppw Title... Project Date: 3/30/2006 Project Engineer: KJKNECHTEL Project Title: Frye Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = Frederick Co., V ' Storm Tag Name =- Pre2 ---- Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 2.9700 in ' Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre 10 ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeII 24hr ' Storm Frequency = 10 yr Total Rainfall Depth= 4.8000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs StormTagName------= - PrelOO ----------- - Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 6.7500 in ' Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs r Storm Tag Name = Pre 25 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 5.5000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 1:56 PM 3/30/2006 F Type.... Tc Calcs Name.... SUBAREA 10 Page 3.01 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART pre DA1 4.4lac.ppw TIME OF CONCENTRATION CALCULATOR Segment #1: Tc: TR-55 Sheet Mannings n .1300 Hydraulic Length 100.00 ft 2yr, 24hr P 2.9700 in Slope .010000 ft/ft Avg.Velocity .14 ft/sec Segment Ill Time: .1995 hrs Segment 1112: Tc: TR-55 Shallow Hydraulic Length 320.00 ft Slope .020000 ft/ft Unpaved Avg.Velocity 2.28 ft/sec Segment 42 Time: .0390 hrs ------------------------------------------------------------------------ SIN: D4YXYWH52373 PondPack (10.00.016.00) ------------------------- ------------------------- Total Tc: .2384 hrs Potesta and Associates, Inc 1:56 PM 3/30/2006 11 Type.... Tc Calcs Name.... SUBAREA 10 Page 3.02 File.... C:\Documents and Settings \kjknechtel\My Documents\GASMART pre DA1 4.4lac.ppw ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ---= SCS TR-55 Sheet Flow Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4)) Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P = 2yr, 24hr Rain depth, inches Sf = Slope, % SCS TR-55 Shallow Concentrated Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved surface: V = 20.3282 * (Sf**0.5) Tc = (Lf / V) / (3600sec/hr) Where: V = Velocity, ft/sec Sf = Slope, ft/ft Tc = Time of concentration, hrs Lf = Flow length, ft SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 1:56 PM 3/30/2006 Type.... Runoff CN-Area Name.... SUBAREA 10 RUNOFF CURVE NUMBER DATA Page 4.01 -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- Impervious ---- Areas - Paved parking to 98 --------- .820 ----- ----- ------ 98.00 Impervious Areas - Gravel (w/ right 89 .300 89.00 Open space (Lawns,parks etc.) - Fai 79 3.290 79.00 COMPOSITE ........................................................................... ........................................................................... AREA & WEIGHTED CN ---> 4.410 83.21 (83) SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:56 PM 3/30/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- F ----- Frederick Co., V... 2.01 ----- S ----- SUBAREA 10... 3.01, 4.01 ----- W ----- Watershed... 1.01 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:56 PM 3/30/2006 p k 11 u L PRE & POST HYDROLOGY I OFFSITE DRAINAGE r 17 7 i Job File: C:\Documents and Settings\kjknechtel\My Documents\GASMART OFFSITE.PPW Rain Dir: C:\Documents and Settings\kjknechtel\My Documents\ JOB TITLE -------------------------- -------------------------- Project Date: 4/5/2006 Project Engineer: KJK Project Title: GASMART Project Comments: SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:26 AM 4/5/2006 Table of Contents 1 MASTER SUMMARY ********k*******kk**** ' Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY **************kk*** ' Frederick Co., V Design Storms ...................... 2.01 ' ********************** TC CALCULATIONS * * * * * * * * * * * k * * * * k * * * k ' SUBAREA 10...... Tc Calcs ........................... 3.01 ********************** CN CALCULATIONS ********k**k****k**k* ' SUBAREA 10...... Runoff CN-Area ..................... 4.01 POND VOLUMES ***k******************* ' POND 10......... Vol: Elev-Area ..................... 5.01 ******************** OUTLET STRUCTURES ***********k***k*kk*k ' Outlet 1........ Outlet Input Data .................. 6.01 SIN: D4YXYWH52373 Potesta and Associates, Inc ' PondPack (10.00.016.00) 9:26 AM 4/5/2006 Table of Contents Individual Outlet Curves ........... 6.04 ' Composite Rating Curve ............. 6.05 *********************** POND ROUTING ***************k****A** ' POND 10 OUT Dev 2 Pond Routing Summary ............... 7.01 ' POND 10 OUT Dev 10 Pond Routing Summary ............... 7.02 POND 10 OUT Dev100 ' Pond Routing Summary ............... 7.03 1 SIN: D4YXYWH52373 Potesta and Associates, Inc ' PondPack (10.00.016.00) 9:26 AM 4/5/2006 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Frederick Co., V Total Depth Rainfall Return Event in Type RNF ID ------------ Dev 2 ------ 2.9700 ---------------- Synthetic Curve ---------------- TypeII 24hr Dev 10 4.8000 Synthetic Curve TypeII 24hr Dev100 6.7500 Synthetic Curve TypeII 24hr Dev 25 5.5000 Synthetic Curve TypeII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft ----------------- *OUT 10 ---- JCT ------ 2 ---------- 1.069 -- --------- 12.8500 -------- 2.63 -------- ------------ *OUT 10 JCT 10 2.411 12.9500 4.92 *OUT 10 JCT 100 4.099 12.2500 4.99 *OUT 10 JCT 25 3.016 R 12.4500 4.99 POND 10 IN POND 2 1.069 12.2000 9.97 POND 10 IN POND 10 2.411 12.2000 23.32 POND 10 IN POND 100 3.994 12.2000 38.63 POND 10 IN POND 25 2.967 12.2000 28.75 POND 10 OUT POND 2 1.069 12.8500 2.63 497.46 .381 POND 10 OUT POND 10 2.411 12.9500 4.92 497.99 1.022 POND 10 OUT POND 100 4.100 R 12.2500 4.99 498.00 1.045 POND 10 OUT POND 25 3.016 R 12.4500 4.99 498.00 1.045 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:26 AM 4/5/2006 11 Type.... Master Network Summary Page 1.02 Name.... Watershed File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft SUBAREA 10 AREA 2 1.069 12.2000 9.97 SUBAREA 10 AREA 10 2.411 12.2000 23.32 SUBAREA 10 AREA 100 3.994 12.2000 38.63 SUBAREA 10 AREA 25 2.967 12.2000 28.75 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:26 AM 4/5/2006 Type.... Design Storms Name.... Frederick Co., V Page 2.01 File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw Title... Project Date: 4/5/2006 Project Engineer: KJK Project Title: GASMART Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = Frederick Co., V Storm Tag Name = Dev 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 2.9700 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev 10 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 4.8000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev100 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 6.7500 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev 25 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 5.5000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:26 AM 4/5/2006 Type.... Tc Calcs Name.... SUBAREA 10 Page 3.01 File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw ........................ . TIME OF CONCENTRATION CALCULATOR Segment Ill: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 100.00 ft 2yr, 24hr P 2.9700 in Slope .006700 ft/ft Avg.Velocity .07 ft/sec Segment Ill Time: .3823 hrs Segment IN: Tc: TR-55 Shallow Hydraulic Length 1288.00 ft Slope .020000 ft/ft Unpaved Avg.Velocity 2.28 ft/sec Segment 02 Time: .1568 hrs ------------------------------------------------------------------------ S/N: D4YXYWH52373 PondPack (10.00.016.00) ------------------------- ------------------------- Total Tc: .5391 hrs ------------------------- ------------------------- Potesta and Associates, Inc 9:26 AM 4/5/2006 11 Type.... Tc Calcs Name.... SUBAREA 10 Page 3.02 File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ___= SCS TR-55 Sheet Flow Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4)) Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P = 2yr, 24hr Rain depth, inches Sf = Slope, % SCS TR-55 Shallow Concentrated Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved surface: V = 20.3282 * (Sf**0.5) Tc = (Lf / V) / (3600sec/hr) Where: V = Velocity, ft/sec Sf = Slope, ft/ft Tc = Time of concentration, hrs Lf = Flow length, ft S/N: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:26 AM 4/5/2006 I Type.... Runoff CN-Area Name.... SUBAREA 10 Page 4.01 File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw RUNOFF CURVE NUMBER DATA -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN Residential Districts - 1 acre 79 11.000 79.00 COMPOSITE AREA & WEIGHTED CN ---> 11.000 79.00 (79) SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:26 AM 4/5/2006 Type.... Vol: Elev-Area Name.... POND 10 Page 5.01 File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft) ------------------------------------------------------------------------ 496.32 ----- .0200 .0000 .000 .000 497.90 ----- 1.5000 1.6932 .892 .892 498.00 ----- 1.5587 4.5878 .153 1.045 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:26 AM 4/5/2006 Type.... Outlet Input Data Name.... Outlet 1 Page 6.01 File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw REQUESTED POND WS ELEVATIONS: Min. Elev.= 496.32 ft Increment = .25 ft Max. Elev.= 498.00 ft * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * OUTLET CONNECTIVITY ---> Forward Flow Only (Upstream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) < --- > Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Culvert -Circular CO ---> W 496.320 498.000 TW SETUP, DS Channel SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:26 AM 4/5/2006 Type.... Outlet Input Data ' Name.... Outlet 1 Page 6.02 File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw OUTLET STRUCTURE INPUT DATA Structure ID = CO Structure Type=Culvert-Circular - ---- - No. Barrels = 1 Barrel Diameter = 1.2500 ft Upstream Invert = 496.32 ft- Dnstream Invert = 495.21 ft Horiz. Length = 48.00 ft Barrel Length = 48.01 ft Barrel Slope = .02313 ft/ft OUTLET CONTROL DATA... Mannings n = .0240 Ke = .9000 (forward entrance loss) Kb = .079159 (per ft of full flow) Kr = .9000 (reverse entrance loss) HW Convergence = .001 +/- ft INLET CONTROL DATA... Equation form = 1 Inlet Control K = .0340 Inlet Control M = 1.5000 Inlet Control c = .05530 Inlet Control Y = .5400 T1 ratio (HW/D) = 1.251 T2 ratio (HW/D) = 1.413 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ, below Tl elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At Tl Elev = 497.88 ft ---> Flow = 4.80 cfs At T2 Elev = 498.09 ft ---> Flow = 5.49 cfs SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:26 AM 4/5/2006 Type.... Outlet Input Data Name.... Outlet 1 Page 6.03 File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw OUTLET STRUCTURE INPUT DATA Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 40 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .00 cfs Max. Q tolerance = .00 cfs SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:26 AM 4/5/2006 Type.... Individual Outlet Curves Name.... Outlet 1 Page 6.04 File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = CO (Culvert -Circular) -------------------------------------- Mannings open channel maximum capacity: 5.72 cfs Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water -------------------------- Notes ---------------- WS Elev. Q --------------- TW Elev Converge ft cfs ft +/-ft Computation Messages 496.32 .00 Free Outfall Upstream HW & DNstream TW < Inv.El 496.57 .15 Free Outfall CRIT.DEPTH CONTROL Vh= .052ft Dcr= .151ft CRIT.DEPTH Hev= .00ft 496.82 .59 Free Outfall CRIT.DEPTH CONTROL Vh= .106ft Dcr= .300ft CRIT.DEPTH Hev= .00ft 497.07 1.25 Free Outfall CRIT.DEPTH CONTROL Vh= .162ft Dcr= .442ft CRIT.DEPTH Hev= .00ft 497.32 2.10 Free Outfall CRIT.DEPTH CONTROL Vh= .222ft Dcr= .577ft CRIT.DEPTH Hev= .00ft 497.57 3.06 Free Outfall CRIT.DEPTH CONTROL Vh= .287ft Dcr= .704ft CRIT.DEPTH Hev= .00ft 497.82 4.09 Free Outfall CRIT.DEPTH CONTROL Vh= .358ft Dcr= .819ft H.JUMP IN PIPE Hev= .00ft 498.00 4.99 Free Outfall BACKWATER CONTROL.. Vh= .379ft hwDi= .960ft Lbw= 48.Oft Hev= .00ft SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:26 AM 4/5/2006 Type.... Composite Rating Curve Name.... Outlet 1 Page 6.05 File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes ---------------- -------- Converge ------------------------- Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures -------- 496.32 ------- .00 -------- Free ----- Outfall -------------------------- None contributing 496.57 .15 Free Outfall CO 496.82 .59 Free Outfall CO 497.07 1.25 Free Outfall CO 497.32 2.10 Free Outfall CO 497.57 3.06 Free Outfall CO 497.82 4.09 Free Outfall CO 498.00 4.99 Free Outfall CO SIN: D4YXYVIH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:26 AM 4/5/2006 Type.... Pond Routing Summary Page 7.01 Name.... POND 10 OUT Tag: Dev 2 Event: 2 yr File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw Storm... TypeII 24hr Tag: Dev 2 LEVEL POOL ROUTING SUMMARY HYG Dir = C:\Documents and Settings\kjknechtel\My Documents\ Inflow HYG file = work pad.hyg - POND 10 IN Dev 2 Outflow HYG file = work pad.hyg - POND 10 OUT Dev 2 Pond Node Data = POND 10 Pond Volume Data = POND 10 Pond Outlet Data = Outlet 1 No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 496.32 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0500 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 9.97 cfs at 12.2000 hrs Peak Outflow = 2.64 cfs at 12.8500 hrs ----------------------------------------------------- Peak Elevation = 497.46 ft Peak ----------------------------------------------------- ----------------------------------------------------- Storage = .381 ac-ft MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = 1.069 - Infiltration = .000 - HYG Vol OUT = 1.069 - Retained Vol = .000 Unrouted Vol = -.000 ac-ft (.015% of Inflow Volume) SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:26 AM 4/5/2006 Type.... Pond Routing Summary Page 7.02 Name.... POND 10 OUT Tag: Dev 10 Event: 10 yr File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw Storm... TypeII 24hr Tag: Dev 10 LEVEL POOL ROUTING SUMMARY HYG Dir = C:\Documents and Settings\kjknechtel\My Documents\ Inflow HYG file = work pad.hyg - POND 10 IN Dev 10 Outflow HYG file = work pad.hyg - POND 10 OUT Dev 10 Pond Node Data = POND 10 Pond Volume Data = POND 10 Pond Outlet Data = Outlet 1 No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 496.32 ft Starting Volume = .000 ac-ft Starting Outflow _ .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0500 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 23.32 cfs at 12.2000 hrs Peak Outflow = 4.92 cfs at 12.9500 hrs ----------------------------------------------------- Peak Elevation = 497.99 ft Peak Storage = 1.022 ac-ft MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = 2.411 - Infiltration = .000 - HYG Vol OUT = 2.411 - Retained Vol = .000 Unrouted Vol = -.000 ac-ft (.007% of Inflow Volume) SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:26 AM 4/5/2006 Type.... Pond Routing Summary Page 7.03 Name.... POND 10 OUT Tag: Dev100 Event: 100 yr File.... C:\Documents and Settings\kjknechtel\My Documents\Gasmart Offsite.ppw LEVEL POOL ROUTING SUMMARY HYG Dir = C:\Documents and Settings\kjknechtel\My Documents\ Inflow HYG file = work pad.hyg - POND 10 IN Dev100 Outflow HYG file = work pad.hyg - POND 10 OUT Dev100 Pond Node Data = POND 10 Pond Volume Data = POND 10 Pond Outlet Data = Outlet 1 No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 496.32 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0500 hrs WARNING: E-Q-Vol data overtopped... routing results invalid. WARNING: Outflow hydrograph truncated on right side. SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:26 AM 4/5/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- F ----- Frederick Co., V... 2.01 ----- 0 ----- Outlet 1... 6.01, 6.04, 6.05 ----- P ----- POND 10... 5.01, 7.01, 7.02, 7.03 ----- S ----- SUBAREA 10... 3.01, 4.01 ----- W ----- Watershed... 1.01 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:26 AM 4/5/2006 1 POST DEVELOPMENT 1 HYDROLOGY L 1 (DA-1 & OFFSITE) I. 1 DRAINAGE AREAS r Job File: C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT AND OFFSITE TWO ' Rain Dir: C:\Documents and Settings\kjknechtel\My Documents\ JOB TITLE Project Date: 12/21/2005 Project Engineer: Project Title: Watershed Project Comments: t SIN: D4YXYWH52373 Potesta and Associates, Inc ' PondPack (10.00.016.00) 9:34 AM 4/12/2006 Table of Contents i ********************** MASTER SUMMARY ****x***************** Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY ******************* Frederick Co., V Design Storms ...................... 2.01 ********************** TC CALCULATIONS ********************* DA-1 (TO POND).. Tc Calcs ........................... 3.01 OFFSITE TO POND Tc Calcs ........................... 3.05 ********************** CN CALCULATIONS *****************x*** DA-1 (TO POND).. Runoff CN-Area ..................... 4.01 OFFSITE TO POND Runoff CN-Area ..................... 4.02 *********************** POND VOLUMES ******************x**** EX. SWALE....... Vol: Elev-Area ..................... 5.01 RAIN TANK....... Vol: Elev-Area ..................... 5.02 ******************** OUTLET STRUCTURES ********************* Outlet 12....... Outlet Input Data .................. 6.01 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Table of Contents ii Individual Outlet Curves ........... 6.04 Composite Rating Curve ............. 6.05 Outlet 14....... Outlet Input Data .................. 6.06 Individual Outlet Curves ........... 6.09 Composite Rating Curve ............. 6.11 *********************** POND ROUTING EX. SWALE OUT Dev 2 Pond Routing Summary ............... 7.01 EX. SWALE OUT Dev 10 Pond Routing Summary ............... 7.02 EX. SWALE OUT Dev100 Pond Routing Summary ............... 7.03 RAIN TANK OUT Dev 2 Pond Routing Summary ............... 7.04 RAIN TANK OUT Dev 10 Pond Routing Summary ............... 7.05 RAIN TANK OUT Dev100 Pond Routing Summary ............... 7.06 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two MASTER DESIGN STORM SUMMARY Network Storm Collection: Frederick Co., V Total Depth Rainfall Return Event in Type RNF ID ------------ Dev 2 ------ 2.9700 ---------------- Synthetic Curve ---------------- TypeII 24hr Dev 10 4.8000 Synthetic Curve TypeII 24hr Dev100 6.7500 Synthetic Curve TypeII 24hr Dev 25 5.5000 Synthetic Curve TypeII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ----------------- ID Type ---- Event ------ ac-ft Trun ---------- hrs cfs ft ac-ft DA-1 (TO POND) AREA 2 -- .765 --------- 11.9500 -------- 12.73 -------- ------------ DA-1 (TO POND) AREA 10 1.335 11.9500 21.47 DA-1 (TO POND) AREA 100 1.947 11.9500 30.67 DA-1 (TO POND) AREA 25 1.554 11.9500 24.79 EX. SWALE IN POND 2 1.069 12.2000 9.97 EX. SWALE IN POND 10 2.411 12.2000 23.32 EX. SWALE IN POND 100 3.994 12.2000 38.63 EX. SWALE IN POND 25 2.967 12.2000 28.75 EX. SWALE OUT POND 2 1.069 12.8500 2.63 497.46 .381 EX. SWALE OUT POND 10 2.411 12.9500 4.92 497.99 1.022 EX. SWALE OUT POND 100 4.100 R 12.2500 4.99 498.00 1.045 EX. SWALE OUT POND 25 3.016 R 12.4500 4.99 498.00 1.045 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:34 AM 4/12/2006 Type.... Master Network Summary Page 1.02 Name.... Watershed File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID ----------------- Type ---- Event ------ ac-ft ---------- Trun -- hrs cfs ft ac-ft OFFSITE TO POND AREA 2 1.069 --------- 12.2000 -------- 9.97 -------- ------------ OFFSITE TO POND AREA 10 2.411 12.2000 23.32 OFFSITE TO POND AREA 100 3.994 12.2000 38.63 OFFSITE TO POND AREA 25 2.967 12.2000 28.75 RAIN TANK IN POND 2 1.835 11.9500 13.28 RAIN TANK IN POND 10 3.746 11.9500 23.00 RAIN TANK IN POND 100 6.046 11.9500 33.20 RAIN TANK IN POND 25 4.570 R 11.9500 26.70 RAIN TANK OUT POND 2 1.834 12.0500 8.73 493.48 .212 RAIN TANK OUT POND 10 3.746 12.0500 16.67 493.97 .319 RAIN TANK OUT POND 100 6.124 R 11.9500 17.13 494.00 .326 RAIN TANK OUT POND 25 4.621 R 12.0000 17.13 494.00 .326 *TANK OUT JCT 2 1.834 12.0500 8.73 *TANK OUT JCT 10 3.746 12.0500 16.67 *TANK OUT JCT 100 6.124 R 11.9500 17.13 *TANK OUT JCT 25 4.621 R 12.0000 17.13 SIN: D4YXYWH523' PondPack (10.00.1 Type.... Design Storms Name.... Frederick Co., V Page 2.01 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two Title... Project Date: 12/21/2005 Project Engineer: Project Title: Watershed Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = Frederick Co., V Storm Tag Name = Dev 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 2.9700 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev 10 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 4.8000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev100 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 6.7500 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev 25 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 5.5000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:34 AM 4/12/2006 Type.... Tc Calcs Name.... DA-1 (TO POND) Page 3.01 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two ........................................................................ ........................................................................ TIME OF CONCENTRATION CALCULATOR ........................................................................ ........................................................................ Segment ill: Tc: TR-55 Sheet Mannings n .1300 Hydraulic Length 20.00 ft 2yr, 24hr P 2.9700 in Slope .005000 ft/ft Avg.Velocity .08 ft/sec Segment ill Time: .0726 hrs Segment i12: Tc: TR-55 Shallow Hydraulic Length 10.00 ft Slope .004000 ft/ft Unpaved Avg.Velocity 1.02 ft/sec Segment ill Time: .0027 hrs ----------------------------------------------------------------------- Segment 113: Tc: TR-55 Channel Flow Area .2000 sq.ft Wetted Perimeter 2.00 ft Hydraulic Radius .10 ft Slope .004000 ft/ft Mannings n .0110 Hydraulic Length 110.00 ft Avg.Velocity 1.85 ft/sec Segment 43 Time: .0166 hrs ------------------------------------------------------------------------ S/N: D4YXYWH. PondPack (10.( Type.... Tc Calcs Name.... DA-1 (TO POND) Page 3.02 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two Segment #4: Tc: TR-55 Channel Flow Area .7850 sq.ft Wetted Perimeter 3.14 ft Hydraulic Radius .25 ft Slope .004700 ft/ft Mannings n .0130 Hydraulic Length 230.00 ft Avg.Velocity 3.12 ft/sec Segment #4 Time: .0205 hrs ----------------------------------------------------------------------- Segment #5: Tc: TR-55 Channel Flow Area 1.2300 sq.ft Wetted Perimeter 4.00 ft Hydraulic Radius .31 ft Slope .004100 ft/ft Mannings n .0130 Hydraulic Length 61.00 ft Avg.Velocity 3.34 ft/sec Segment If5 Time: .0051 hrs ------------------------------------------------------------------------ ------------------------- ------------------------- Total Tc: .1175 hrs ------------------------- ------------------------- S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:34 AM 4/12/2006 Type.... Tc Calcs Name.... DA-1 (TO POND) Page 3.03 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ___= SCS TR-55 Sheet Flow Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4)) Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P = 2yr, 24hr Rain depth, inches Sf = Slope, % SCS TR-55 Shallow Concentrated Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved surface: V = 20.3282 * (Sf**0.5) Tc = (Lf / V) / (3600sec/hr) Where: V = Velocity, ft/sec Sf = Slope, ft/ft Tc = Time of concentration, hrs Lf = Flow length, ft SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Tc Calcs Name.... DA-1 (TO POND) Page 3.04 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two SCS Channel Flow R = Aq / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n Tc = (Lf / V) / (3600sec/hr) Where: R = Hydraulic radius Aq = Flow area, sq.ft. Wp = Wetted perimeter, ft V = Velocity, ft/sec Sf = Slope, ft/ft n = Mannings n Tc = Time of concentration, hrs Lf = Flow length, ft SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Tc Calcs Name.... OFFSITE TO POND Page 3.05 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two TIME OF CONCENTRATION CALCULATOR Segment 01: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 100.00 ft 2yr, 24hr P 2.9700 in Slope .006700 ft/ft Avg.Velocity .07 ft/sec Segment #1 Time: .3823 hrs Segment #2: Tc: TR-55 Shallow Hydraulic Length 1288.00 ft Slope .020000 ft/ft Unpaved Avg.Velocity 2.28 ft/sec Segment #2 Time: .1568 hrs ------------------------------------------------------------------------ S/N: [ PondPac Type.... Tc Calcs Name.... OFFSITE TO POND Page 3.06 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ___= SCS TR-55 Sheet Flow Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4)) Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P = 2yr, 24hr Rain depth, inches Sf = Slope, % SCS TR-55 Shallow Concentrated Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved surface: V = 20.3282 * (Sf**0.5) Tc = (Lf / V) / (3600sec/hr) Where: V = Velocity, ft/sec Sf = Slope, ft/ft Tc = Time of concentration, hrs Lf = Flow length, ft SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Runoff CN-Area Name.... DA-1 (TO POND) Page 4.01 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two RUNOFF CURVE NUMBER DATA .......................................................................... .......................................................................... -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ------------- ----- ----- ------ Open space (Lawns,parks etc.) - Goo 74 .489 74.00 Impervious Areas - Paved parking to 98 3.305 98.00 COMPOSITE AREA & WEIGHTED CN ---> 3.794 94.91 (95) ........................................................................... ........................................................................... SIN: D4YXYWH52373 ' PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Runoff CN-Area Name.... OFFSITE TO POND Page 4.02 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two RUNOFF CURVE NUMBER DATA -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ------------- ----- ----- ------ Residential Districts - 1 acre 79 11.000 79.00 COMPOSITE AREA & WEIGHTED CN ---> 11.000 79.00 (79) SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:34 AM 4/12/2006 Type.... Vol: Elev-Area Name.... EX. SWALE Page 5.01 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft) ------------------------------------------------------------------------ 496.32 ----- .0200 .0000 .000 .000 497.90 ----- 1.5000 1.6932 .892 .892 498.00 ----- 1.5587 4.5878 .153 1.045 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:34 AM 4/12/2006 Type.... Vol: Elev-Area Name.... RAIN TANK Page 5.02 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) ------------------------------------------------------------------------ (sq.in) (acres) (acres) (ac-ft) (ac-ft) 492.52 ----- .2200 .0000 .000 .000 493.00 ----- .2200 .6600 .106 .106 494.00 ----- .2200 .6600 .220 .326 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 SIN: D4YXYWH52373 Potesta and Associates, Inc ' PondPack (10.00.016.00) 9:34 AM 4/12/2006 Type.... Outlet Input Data Name.... Outlet 12 Page 6.01 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two REQUESTED POND WS ELEVATIONS: Min. Elev.= 496.32 ft Increment = .25 ft Max. Elev.= 498.00 ft * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * OUTLET CONNECTIVITY ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) < --- > Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft ----------------- ----------------------------- Culvert-Circular Cl ---> TW 496.320 498.000 TW SETUP, DS Channel SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Outlet Input Data Name.... Outlet 12 Page 6.02 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two OUTLET STRUCTURE INPUT DATA Structure ID = Cl Structure Type = Culvert -Circular ------------------------------------ No. Barrels = 1 Barrel Diameter = 1.2500 ft Upstream Invert = 496.32 ft Dnstream Invert = 495.21 ft Horiz. Length = 48.00 ft Barrel Length = 48.01 ft Barrel Slope = .02313 ft/ft OUTLET CONTROL DATA... Mannings n = .0240 Ke = .9000 (forward entrance loss) Kb = .079159 (per ft of full flow) Kr = .2000 (reverse entrance loss) HW Convergence = .001 +/- ft INLET CONTROL DATA... Equation form = 1 Inlet Control K = .0340 Inlet Control M = 1.5000 Inlet Control c = .05530 Inlet Control Y = .5400 T1 ratio (HW/D) = 1.251 T2 ratio (HW/D) = 1.413 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at Tl & T2... At T1 Elev = 497.88 ft ---> Flow = 4.80 cfs At T2 Elev = 498.09 ft ---> Flow = 5.49 cfs SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Outlet Input Data Name.... Outlet 12 Page 6.03 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two OUTLET STRUCTURE INPUT DATA Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 40 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .00 cfs Max. Q tolerance = .00 cfs SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:34 AM 4/12/2006 Type.... Individual Outlet Curves Name.... Outlet 12 Page 6.04 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two RATING TABLE FOR ONE OUTLET TYPE Structure ID = Cl (Culvert -Circular) -------------------------------------- Mannings open channel maximum capacity: 5.72 cfs Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water ---------------- --------------- Notes WS Elev. Q TW Elev Converge -------------------------- ---ft--- cfs----ft-- +/-ft Computation Messages 496.32 .00 Free Outfall Upstream HW & DNstream TW < Inv.El 496.57 .15 Free Outfall CRIT.DEPTH CONTROL Vh= .052ft Dcr= .151ft CRIT.DEPTH Hev= .00ft 496.82 .59 Free Outfall CRIT.DEPTH CONTROL Vh= .106ft Dcr= .300ft CRIT.DEPTH Hev= .00ft 497.07 1.25 Free Outfall CRIT.DEPTH CONTROL Vh= .162ft Dcr= .442ft CRIT.DEPTH Hev= .00ft 497.32 2.10 Free Outfall CRIT.DEPTH CONTROL Vh= .222ft Dcr= .577ft CRIT.DEPTH Hev= .00ft 497.57 3.06 Free Outfall CRIT.DEPTH CONTROL Vh= .287ft Dcr= .704ft CRIT.DEPTH Hev= .00ft 497.82 4.09 Free Outfall CRIT.DEPTH CONTROL Vh= .358ft Dcr= .819ft H.JUMP IN PIPE Hev= .00ft 498.00 4.99 Free Outfall BACKWATER CONTROL.. Vh= .379ft hwDi= .960ft Lbw= 48.Oft Hev= .00ft SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Composite Rating Curve Name.... Outlet 12 Page 6.05 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two ***** COMPOSITE OUTFLOW SUMMARY *k*k WS Elev, Total Q Notes ---------------- -------- Converge ------------------------- Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures -------- 496.32 ------- .00 -------- Free ----- Outfall -------------------------- None contributing 496.57 .15 Free Outfall Cl 496.82 .59 Free Outfall Cl 497.07 1.25 Free Outfall Cl 497.32 2.10 Free Outfall Cl 497.57 3.06 Free Outfall Cl 497.82 4.09 Free Outfall C1 498.00 4.99 Free Outfall Cl SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:34 AM 4/12/2006 i Type.... Outlet Input Data Name.... Outlet 14 Page 6.06 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two REQUESTED POND WS ELEVATIONS: Min. Elev.= 492.52 ft Increment = .25 ft Max. Elev.= 494.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) < --- > Forward and Reverse Both Allowed Structure No. Outfall E1, ft E2, ft ----------------- ----------------------------- Culvert-Circular C2 ---> TW 492.520 494.000 Culvert -Circular Cl ---> TW 492.520 494.000 TW SETUP, DS Channel SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Outlet Input Data Name.... Outlet 14 Page 6.07 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two OUTLET STRUCTURE INPUT DATA Structure ID = C2 Structure Type = Culvert -Circular ------------------------------------ No. Barrels = 1 Barrel Diameter = 1.2500 ft Upstream Invert = 492.52 ft Dnstream Invert = 492.22 ft Horiz. Length = 70.00 ft Barrel Length = 70.00 ft Barrel Slope = .00429 ft/ft OUTLET CONTROL DATA... Mannings n = .0120 Ke = .2000 (forward entrance loss) Kb = .019790 (per ft- of full flow) Kr = .2000 (reverse entrance loss) HW Convergence = .001 +/- ft INLET CONTROL DATA... Equation form = 0 Inlet Control K = .0098 Inlet Control M = 2.0000 Inlet Control c = .03980 Inlet Control Y = .6700 T1 ratio (HW/D) = 1.158 T2 ratio (HW/D) = 1.305 Slope Factor = -.500 Use unsubmerged inlet control Form 0 equ. below T1 elev. Use submerged inlet control Form 0 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At T1 Elev = 493.97 ft ---> Flow = 4.80 cfs At T2 Elev = 494.15 ft ---> Flow = 5.49 cfs SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Outlet Input Data Page 6.08 Name.... Outlet 14 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two OUTLET STRUCTURE INPUT DATA Structure ID = Cl ' Structure Type = ------------------------------------ Culvert -Circular No. Barrels = 2 Barrel Diameter = 1.5000 ft Upstream Invert 492.52 ft ' Dnstream Invert 492.22 ft Horiz. Length = 70.00 ft Barrel Length = 70.00 ft ' Barrel Slope = .00429 ft/ft OUTLET CONTROL DATA... Mannings n = .0120 Ke .2000 (forward entrance loss) Kb .015519 (per ft of full flow) Kr = .2000 (reverse entrance loss) HW Convergence = .001 +/- ft ' INLET CONTROL DATA... Equation form = 0 Inlet Control K = .0098 Inlet Control M 2.0000 ' Inlet Control c .03980 Inlet Control Y = .6700 T1 ratio (HW/D) = 1.158 T2 ratio (HW/D) 1.305 Slope Factor -.500 Use unsubmerged inlet control Form 0 equ. below T1 elev. Use submerged inlet control Form 0 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At T1 Elev = 494.26 ft ---> Flow = 7.58 cfs ' At T2 Elev = 494.48 ft --> Flow = 8.66 cfs ' Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 40 ' Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft ' Min. Q tolerance = .00 cfs Max. Q tolerance = .00 cfs SIN: D4YXYWH52373 ' PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Individual Outlet Curves Name.... Outlet 14 Page 6.09 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two RATING TABLE FOR ONE OUTLET TYPE Structure ID = C2 (Culvert -Circular) -------------------------------------- Mannings open channel maximum capacity: 4.93 cfs Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes ---------------- WS Elev. Q --------------- -------------------------- TW Elev Converge ft -------- cfs ------- ft +/-ft Computation Messages -------- ----- -------------------------- 492.52 .00 Free Outfall Upstream HW & DNstream TW < Inv.E1 492.77 .21 Free Outfall BACKWATER CONTROL.. Vh= .061ft hwDi= .178ft Lbw= 70.Oft Hev= .00ft 493.02 .80 Free Outfall CRIT.DEPTH CONTROL Vh= .125ft Dcr= .349ft H.JUMP IN PIPE Hev= .00ft 493.27 1.70 Free Outfall BACKWATER CONTROL.. Vh= .184ft hwDi= .529ft Lbw= 70.Oft Hev= .00ft 493.52 2.84 Free Outfall BACKWATER CONTROL.. Vh= .240ft hwDi= .712ft Lbw= 70.Oft Hev= .00ft 493.77 3.95 Free Outfall INLET CONTROL... Submerged Flow: HW = 494.00 4.92 Free Outfall INLET CONTROL... Transition flow: HW = SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Individual Outlet Curves Name.... Outlet 14 Page 6.10 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two RATING TABLE FOR ONE OUTLET TYPE Structure ID = Cl (Culvert -Circular) -------------------------------------- Mannings open channel maximum capacity: 8.01 cfs Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) NUMBER OF BARRELS = 2 EACH FLOW = SUM OF BARRELS x FLOW FOR ONE BARREL WS E1ev,Device Q Tail Water Notes ---------------- --------------- WS Elev. -------------------------- Q TW Elev Converge ft -------- cfs ft +/-ft Computation Messages ------- -------- ----- -------------------------- 492.52 .00 Free Outfall Upstream HW & DNstream TW < Inv.El 492.77 .47 Free Outfall BACKWATER CONTROL.. Vh= .058ft hwDi= .180ft Lbw= 70.Oft Hev= .00ft 493.02 1.78 Free Outfall CRIT.DEPTH CONTROL Vh= .124ft Dcr= .352ft CRIT.DEPTH Hev= .00ft 493.27 3.83 Free Outfall CRIT.DEPTH CONTROL Vh= .191ft Dcr= .521ft CRIT.DEPTH Hev= .00ft 493.52 6.46 Free Outfall CRIT.DEPTH CONTROL Vh= .263ft Dcr= .684ft H.JUMP IN PIPE Hev= .00ft 493.77 9.55 Free Outfall INLET CONTROL... Submerged Flow: HW = 494.00 12.21 Free Outfall INLET CONTROL... Submerged Flow: HW = SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:34 AM 4/12/2006 Type.... Composite Rating Curve Name.... Outlet 14 Page 6.11 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes ---------------- -------- Converge ------------------------- Elev. Q TW Elev Error ' ft cfs ft +/-ft Contributing Structures -------- 492.52 ------- .00 -------- Free ----- Outfall -------------------------- None contributing 492.77 .68 Free Outfall C2 +C1 ' 493.02 2.58 Free Outfall C2 +C1 493.27 5.53 Free Outfall C2 +C1 493.52 9.30 Free Outfall C2 +C1 493.77 13.49 Free Outfall C2 +C1 ' 494.00 17.13 Free Outfall C2 +Cl SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Pond Routing Summary Page 7.01 ' Name.... EX. SWALE OUT Tag: Dev 2 Event: 2 yr File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two Storm... TypeII 24hr Tag: Dev 2 LEVEL POOL ROUTING SUMMARY ' HYG Dir = C:\Documents and Settings\kjknechtel\My Documents\ Inflow HYG file = work_pad.hyg - EX. SWALE IN Dev 2 Outflow HYG file = work pad.hyg - EX. SWALE OUT Dev 2 Pond Node Data = EX. SWALE Pond Volume Data = EX. SWALE Pond Outlet Data = Outlet 12 ' No Infiltration INITIAL CONDITIONS Starting WS Elev = 496.32 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs ' Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0500 hrs ' INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 9.97 cfs at 12.2000 hrs Peak Outflow = 2.64 cfs at 12.8500 hrs ----------------------------------------------------- Peak Elevation = 497.46 ft Peak Storage = .381 ac-ft MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = 1.069 - Infiltration = .000 ' - HYG Vol OUT = 1.069 - Retained Vol = .000 Unrouted Vol = -.000 ac-ft (.015% of Inflow Volume) SIN: D4YXYWH52373 Potesta and Associates, Inc ' PondPack (10.00.016.00) 9:34 AM 4/12/2006 Type.... Pond Routing Summary Page 7.02 Name.... EX. SWALE OUT Tag: Dev 10 Event: 10 yr File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two Storm... TypeII 24hr Tag: Dev 10 LEVEL POOL ROUTING SUMMARY HYG Dir = C:\Documents and Settings\kjknechtel\My Documents\ Inflow HYG file = work pad.hyg - EX. SWALE IN Dev 10 Outflow HYG file = work pad.hyg - EX. SWALE OUT Dev 10 Pond Node Data = EX. SWALE Pond Volume Data = EX. SWALE Pond Outlet Data = Outlet 12 No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 496.32 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0500 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 23.32 cfs at 12.2000 hrs Peak Outflow = 4.92 cfs at 12.9500 hrs ----------------------------------------------------- Peak Elevation = 497.99 ft Peak ----------------------------------------------------- ----------------------------------------------------- Storage = 1.022 ac-ft MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = 2.411 - Infiltration = .000 - HYG Vol OUT = 2.411 - Retained Vol = .000 Unrouted Vol = -.000 ac-ft (.007% of Inflow Volume) SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 9:34 AM 4/12/2006 Type.... Pond Routing Summary Page 7.03 Name.... EX. SWALE OUT Tag: Dev100 Event: 100 yr File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two Storm... TypeII 24hr Tag: Dev100 LEVEL POOL ROUTING SUMMARY HYG Dir = C:\Documents and Settings\kjknechtel\My Documents\ Inflow HYG file = work_pad.hyg - EX. SWALE IN Dev100 Outflow HYG file = work pad.hyg - EX. SWALE OUT Dev100 Pond Node Data = EX. SWALE Pond Volume Data = EX. SWALE Pond Outlet Data = Outlet 12 No Infiltration INITIAL CONDITIONS Starting WS Elev = 496.32 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0500 hrs WARNING: E-Q-Vol data overtopped... routing results invalid. WARNING: Outflow hydrograph truncated on right side. SIN: D4YXY1 PondPack (11 Type.... Pond Routing Summary Page 7.04 ' Name.... RAIN TANK OUT Tag: Dev 2 Event: 2 yr File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two Storm... TypeII 24hr Tag: Dev 2 LEVEL POOL ROUTING SUMMARY HYG Dir = C:\Documents and Settings\kjknechtel\My Documents\ Inflow HYG file = work pad.hyg - RAIN TANK IN Dev 2 Outflow HYG file = work pad.hyg - RAIN TANK OUT Dev 2 ' Pond Node Data = RAIN TANK Pond Volume Data = RAIN TANK Pond Outlet Data = Outlet 14 ' No Infiltration INITIAL CONDITIONS Starting WS Elev = 492.52 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs ' Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0500 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ----------------------------------------------------- ----------------------------------------------------- Peak Inflow = 13.28 cfs at 11.9500 hrs Peak Outflow =8_- 73cfs at 12.0500 hrs ---- - Peak Elevation = 493.48 ft Peak Storage = .212 ac-ft MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = 1.835 - Infiltration = .000 - HYG Vol OUT = 1.834 - Retained Vol = .000 Unrouted Vol = .000 ac-ft (.000% of Inflow Volume) SIN: D4YXYWH52373 ' PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Pond Routing Summary Page 7.05 Name.... RAIN TANK OUT Tag: Dev 10 Event: 10 yr File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two Storm... TypeII 24hr Tag: Dev 10 LEVEL POOL ROUTING SUMMARY ' HYG Dir = C:\Documents and Settings\kjknechtel\My Documents\ Inflow HYG file = work_pad.hyg - RAIN TANK IN Dev 10 Outflow HYG file = work_pad.hyg - RAIN TANK OUT Dev 10 ' Pond Node Data = RAIN TANK Pond Volume Data = RAIN TANK Pond Outlet Data = Outlet 14 No Infiltration INITIAL CONDITIONS Starting WS Elev = 492.52 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs ' Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0500 hrs ' INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 23.00 cfs at 11.9500 hrs ' Peak Outflow = 16.67 cfs at 12.0500 hrs ----------------------------------------------------- Peak Elevation = 493.97 ft Peak Storage = .319 ac-ft MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = 3.746 - Infiltration = .000 ' - HYG Vol OUT = 3.746 - Retained Vol = .000 Unrouted Vol = .000 ac-ft (.000% of Inflow Volume) 1 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Type.... Pond Routing Summary Page 7.06 Name.... RAIN TANK OUT Tag: Dev100 Event: 100 yr File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART 2 VDOT and Offsite two LEVEL POOL ROUTING SUMMARY HYG Dir = C:\Documents and Settings\kjknechtel\My Documents\ Inflow HYG file = work pad.hyg - RAIN TANK IN Dev100 Outflow HYG file = work_pad.hyg - RAIN TANK OUT Dev100 Pond Node Data = RAIN TANK Pond Volume Data = RAIN TANK Pond Outlet Data = Outlet 14 No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 492.52 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0500 hrs WARNING: E-Q-Vol data overtopped... routing results invalid. WARNING: Outflow hydrograph truncated on right side. SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:34 AM 4/12/2006 Appendix A Index of Starting Page Numbers for ID Names ----- D ----- DA-1 (TO POND)... 3.01, 4.01 ----- E ----- EX. SWALE... 5.01, 7.01, 7.02, 7.03 ----- F ----- Frederick Co., V... 2.01 ----- 0 ----- OFFSITE TO POND... 3.05, 4.02 Outlet 12... 6.01, 6.04, 6.05 Outlet 14... 6.06, 6.09, 6.11 ----- R ----- RAIN TANK... 5.02, 7.04, 7.05, 7.06 ----- W ----- Watershed... 1.01 SIN: D4YXYWH52373 PondPack (10.00.016.00) A-1 Potesta and Associates, Inc 9:34 AM 4/12/2006 I I POST -DEVELOPMENT HYDROLOGY (DA-2) C L Job File: C:\Documents and Settings\kjknechtel\My Documents\GASMART POST DA2 3-30.PPW Rain Dir: C:\Documents and Settings\kjknechtel\My Documents\ JOB TITLE ------------------ ------------------ Project Date: 12/21/2005 Project Engineer: KJKNECHTEL Project Title: Gasmart/LLE Project Comments: SIN: D4YXYWH52373 PondPack (10.00.016.00) 9:27 AM Potesta and Associates, Inc 4/12/2006 Table of Contents i ********************** MASTER SUMMARY ********************** Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY Frederick Co., V Design Storms ...................... 2.01 ********************** TC CALCULATIONS ********************* SUBAREA 10...... Tc Calcs ........................... 3.01 ********************** CN CALCULATIONS ********************* SUBAREA 10...... Runoff CN-Area ..................... 4.01 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:27 AM 4/12/2006 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART Post DA2 3-30.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Frederick Co., V Total Depth Rainfall Return Event in Type RNF ID ------------ Pre 2 ------ 2.9700 ---------------- Synthetic Curve ---------------- TypeII 24hr Pre 10 4.8000 Synthetic Curve TypeII 24hr Pre100 6.7500 Synthetic Curve TypeII 24hr Pre 25 5.5000 Synthetic Curve TypeII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID ----------------- Type ---- Event ------ ac-ft Trun hrs cfs ft ac-ft *OUT 10 JCT 2 ---------- -- .029 --------- 12.0500 -------- -------- ------------ .42 *OUT 10 JCT 10 .071 12.0500 1.05 *OUT 10 JCT 100 .122 12.0500 1.79 *OUT 10 JCT 25 .089 12.0500 1.31 SUBAREA 10 AREA 2 .029 12.0500 .42 SUBAREA 10 AREA 10 .071 12.0500 1.05 SUBAREA 10 AREA 100 .122 12.0500 1.79 SUBAREA 10 AREA 25 .089 12.0500 1.31 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:27 AM 4/12/2006 L Type.... Design Storms ' Name.... Frederick Co., V 0 Page 2.01 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART Post DA2 3-30.ppw Title... Project Date: 12/21/2005 Project Engineer: KJKNECHTEL Project Title: Gasmart/LLE Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = Frederick Co., V Storm Tag Name Pre2 ----_- Data Type, File, ID = -- ------- Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 2.9700 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre 10 ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeII 24hr ' Storm Frequency = 10 yr Total Rainfall Depth= 4.8000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs ' Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs ' Storm Tag Name = Pre100 ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 6.7500 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre 25 ' ---------------------------------------------------------------------- Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 5.5000 in Duration Multiplier = 1 ' Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Ci I SIN: D4YXYWH52373 ' PondPack (10.00.016.00) Potesta and Associates, Inc 9:27 AM 4/12/2006 Type.... Tc Calcs Name.... SUBAREA 10 Page 3.01 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART Post DA2 3-30.ppw ........................................................................ ........................................................................ TIME OF CONCENTRATION CALCULATOR Segment #11: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 100.00 ft 2yr, 24hr P 2.9700 in Slope .035000 ft/ft Avg.Velocity .14 ft/sec Segment #kl Time: .1974 hrs Segment #12: Tc: TR-55 Shallow Hydraulic Length 60.00 ft Slope .017000 ft/ft Unpaved Avg.Velocity 2.10 ft/sec Segment 112 Time: .0079 hrs ----------------------------------------------------------------------- Segment #13: Tc: TR-55 Channel Flow Area 1.0000 sq.ft Wetted Perimeter 2.00 ft Hydraulic Radius .50 ft Slope .022500 ft/ft Mannings n .0800 Hydraulic Length 200.00 ft Avg.Velocity 1.76 ft/sec Segment #13 Time: .0316 hrs ------------------------------------------------------------------------ S/N: D4YXYWH52373 PondPack (10.00.016.00) Total Tc: .2369 hrs ------------------------- ------------------------- Potesta and Associates, Inc 9:27 AM 4/12/2006 Type.... Tc Calcs Name.... SUBAREA 10 Page 3.02 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART Post DA2 3-30.ppw ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ___= SCS TR-55 Sheet Flow Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4)) Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P = 2yr, 24hr Rain depth, inches Sf = Slope, % SCS TR-55 Shallow Concentrated Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved surface: V = 20.3282 * (Sf**0.5) Tc = (Lf / V) / (3600sec/hr) Where: V = Velocity, ft/sec Sf = Slope, ft/ft Tc = Time of concentration, hrs Lf = Flow length, ft SIN: D4YXYWH52373 Potesta and Associates, Inc ' PondPack (10.00.016.00) 9:27 AM 4/12/2006 I I Type.... Tc Calcs Name.... SUBAREA 10 Page 3.03 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART Post DA2 3-30.ppw SCS Channel Flow R = Aq / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n Tc = (Lf / V) / (3600sec/hr) Where: R = Hydraulic radius Aq = Flow area, sq.ft. Wp = Wetted perimeter, ft V = Velocity, ft/sec Sf = Slope, ft/ft n = Mannings n Tc = Time of concentration, hrs Lf = Flow length, ft SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 9:27 AM 4/12/2006 Type.... Runoff CN-Area Name.... SUBAREA 10 Page 4.01 RUNOFF CURVE NUMBER DATA .......................................................................... .......................................................................... -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- Impervious Areas - Gravel (w/ right 89 --------- .027 ----- ----- ------ 89.00 Open space (Lawns,parks etc.) - Goo 74 .263 74.00 Woods - grass combination - good 72 .082 72.00 COMPOSITE AREA & WEIGHTED CM ---> ........................................................................... ........................................................................... .372 74.65 (75) SIN: D4YX PondPack ( Appendix A A-1 ' Index of Starting Page Numbers for ID Names Frederick Co., V... 2.01 ' ----- S ----- SUBAREA 10... 3.01, 4.01 ' ----- W ----- Watershed... 1.01 SIN: D4YXYWH52373 Potesta and Associates, Inc ' PondPack (10.00.016.00) 9:27 AM 4/12/2006 POST DEVELOPMENT HYDROLOGY (DA-3) Job File: C:\Documents and Settings\kjknechtel\My Documents\GASMART PRE DA3 0.23AC.PPW Rain Dir: C:\Documents and Settings\kjknechtel\My Documents\ JOB TITLE -------------------------- -------------------------- Project Date: 3/30/2006 Project Engineer: KJKNECHTEL Project Title: Frye Project Comments: / SIN: D4YXYWH5; PondPack (10.0( Table of Contents 1 MASTER SUMMARY ********************** Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY ******************* Frederick Co., V Design Storms ...................... 2.01 TC CALCULATIONS ********************* ' SUBAREA 10...... Tc Calcs ........................... 3.01 ********************** CN CALCULATIONS ********************* ' SUBAREA 10...... Runoff CN-Area ..................... 4.01 i SIN: D4YXYWH52373 Potesta and Associates, Inc ' PondPack (10.60.016.00) 3:07 PM 3/30/2006 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART pre DA3 0.23ac.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Frederick Co., V Total Depth Rainfall Return Event in Type RNF ID Pre 2 2.9700 Synthetic Curve TypeII 24hr Pre 10 4.8000 Synthetic Curve TypeII 24hr Pre100 6.7500 Synthetic Curve TypeII 24hr Pre 25 5.5000 Synthetic Curve TypeII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft -------- -------- ------------ ----------------- *OUT 10 ---- JCT ------ 2 ---------- -- .052 --------- 11.9000 .86 *OUT 10 JCT 10 .087 11.9000 1.41 *OUT 10 JCT 100 .125 11.9000 1.99 *OUT 10 JCT 25 .101 11.9000 1.62 SUBAREA 10 AREA 2 .052 11.9000 .86 SUBAREA 10 AREA 10 .087 11.9000 1.41 SUBAREA 10 AREA 100 .125 11.9000 1.99 SUBAREA 10 AREA 25 .101 11.9000 1.62 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 3:07 PM 3/30/2006 Type.... Design Storms Name.... Frederick Co., V Page 2.01 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART pre DA3 0.23ac.ppw Title... Project Date: 3/30/2006 Project Engineer: KJKNECHTEL Project Title: Frye Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = Frederick Co., V Storm Tag Name = Pre 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 2.9700 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre 10 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 4.8000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre100 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 6.7500 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre 25 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 5.5000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 3:07 PM 3/30/2006 Type.... Tc Calcs Name.... SUBAREA 10 Page 3.01 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART pre DA3 0.23ac.ppw TIME OF CONCENTRATION CALCULATOR Segment #1: Tc: TR-55 Sheet Mannings n .0110 Hydraulic Length 45.00 ft 2yr, 24hr P 2.9700 in Slope .020000 ft/ft Avg.Velocity 1.13 ft/sec Segment I)1 Time: .0111 hrs ----------------------------------------------------------------------- Segment 112: Tc: TR-55 Channel Flow Area .8200 sq.ft Wetted Perimeter 7.69 ft Hydraulic Radius .11 ft Slope .004000 ft/ft Mannings n .0160 Hydraulic Length 300.00 ft Avg.Velocity 1.32 ft/sec Segment V Time: .0629 hrs ------------------------------------------------------------------------ Total Tc: .0740 hrs Calculated Tc < Min.Tc: Use Minimum Tc... Use Tc = .0833 hrs SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 3:07 PM 3/30/2006 Type.... Tc Calcs Name.... SUBAREA 10 Page 3.02 File.... C:\Documents and Settings\kjknechtel\My Documents\GASMART pre DA3 0.23ac.ppw ----------------------- ------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ___= SCS TR-55 Sheet Flow Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4)) Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P = 2yr, 24hr Rain depth, inches Sf = Slope, % SCS Channel Flow R = Aq / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n Tc = (Lf / V) / (3600sec/hr) Where: R = Hydraulic radius Aq = Flow area, sq.ft. Wp = Wetted perimeter, ft V = Velocity, ft/sec Sf = Slope, ft/ft n = Mannings n Tc = Time of concentration, hrs Lf = Flow length, ft SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 3:07 PM 3/30/2006 ' Type.... Runoff CN-Area Name.... SUBAREA 10 Page 4.01 RUNOFF CURVE NUMBER DATA ' -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- Impervious Areas - Paved parking to 98 --------- ----- ----- .230 ------ 98.00 ' COMPOSITE AREA & WEIGHTED CN ---> ........................................................................... .230 98.00 (98) t S/N: D4YXYWH52373 Potesta and Associates, Inc ' PondPack (10.00.016.00) 3:07 PM 3/30/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- F ----- Frederick Co., V... 2.01 ----- S ----- SUBAREA 10... 3.01, 4.01 ----- W ----- Watershed... 1.01 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 3:07 PM 3/30/2006 J j FINE=- H W H CLM O I d d H L From Inlet To Inlet Length (ft) Slope (ft/ft) Total Area Drained (Ac) 4 1 53 0.0057 0.303 3 2 64 0.0050 0.235 2 1 158 0.0046 0.534 1 SW 68 0.0041 1.045 13 6 79 0.0123 0.325 7 6 91 0.0066 0.333 6 5 151 0.0060 0.616 5 SW 27 0.0089 0.976 12 9 134 1 0.0050 0.487 11 10 89 0.0045 0.053 10 9 67 0.0055 0.272 9 SW 23 0.0170 0.941 GASMARVERVIN STORM SEWER DESIGN atch- ment increment Roughness C Area A CA Sum CA Inlet Time (min) -�----- Sewer Flow Time (min) tc (min) td (min) i (inthr) Design Discharge (cfs) Computed Diameter (ft) Pipe Size Used (ft) Flow Velocity (fps) Sewer Flow Time (min) 4 0.85 0.303 0.258 0.258 5 5.0 5.0 6.8 1.75 0.77 1 2.23 0.40 3 0.69 0.74 0.69 0.235 0.299 0.235 0.162 0.221 0.162 0.162 0.383 5 5 5 0.76 5.0 5.0 5.8 5.0 5.8 6.8 6.55 1.10 2.51 0.66 0.92 1 1.25 1.40 2.05 0.76 1.29 2 3 0.8 0.85 0.208 0.534 0.303 0.166 0.383 0.258 0.807 5 5.8 5 1.29 0.40 5.0 7.0 5.4 7 6.2 1 5.01 1.22 1.25 4.08 1 0.28 1 2 4 13 0.85 0.325 0.276 0.276 5 5.0 Add Flow 5.0 for ex 6.8 culvert: 1.88 4.90 6.78 1.11 1.5 3.84 0.34 5 0 5 0 6 8 1 61 0.73 1 2.05 0.74 7 0.71 0.75 rO.333 3 0.236 0.212 0.2366 5 5.0 7 0.71 3 0.236 5 0.74 5.7 13 0.85 0.325 0.276 5 0.34 5.3 0.725 5.7 6.6 4.78 Add Flow for ex culvert: 4.90 9.68 5 0.81 0.36 0.292 5 5.0 6 0.616 0.725 5.7 0.46 6.2 1.017 6.2 6.5 6.61 12 0.83 0.487 0.404 0.404 11 0.61 0.053 0.032 0.032 10 0.78 0.219 0.171 11 0.61 0.053 0.032 0.203 0.78 0.182 0.142 9 10 0.272 0.203 12 0.83 0.487 0.404 0.749 Add Flow for ex culvert: 4.90 1 1 11.51 5 5 5.0 5.0 5.0 5.0 6.8 6.8 2.75 0.22 5 5.0 5 1.32 6.3 6.3 6.4 1.30 5 5.0 6.3 0.67 7.0 5 0.64 5.6 1.25 1 3.79 1 0.10 7012 MacCorkle Avenue, SE APOTESTA Charleston, WV 25304 Phone: (304) 342-1400 Fax: (304) 343-9031 Project Name: G 3Mcty f Evv/�-\ Project No.: o 103 - 05 - 06og ()s`t-1 Sheet No. I of (i Calculated By:y�AT 6fd4 Date: iz - t(- 0S Checked By- J//�G ' s Date: Subject: A4f Pta Flow Scale: rakPa$C. ,....TRC PL4/RPOSP__ of 714-15.. c*Lcu L-q_rloAl...(s ro DErEK.r�,tN�... 1'tf� /Oc4c---- Foe- TrIM I -Lc e.•_RkI'J �'t.t.`._..r�.. FlGK. WoP.• (rR- 2-r JITC - - ....... J POr5fA b24Lk/rN&5 0'4-fl�A ot�c. `fhzoo.S------- ......- ....... ._ - .__.'-----.__....._ ._... _....- 7012 &1uoCorbloAvouue, O8 rnojnctm ° tj ,������^0�VC Cbodcmtoo'\9`J �5304 Project No.: ���m �~m��wp°�° Phone: (304)342'1400 Checked : - Cf.LcQ L 4-r'oA 5 ("w ' �����'� «/�/��p�u�� /9!����!� _-__'-----__-_--___-_--�---_--'--_--_-. ' C . r/mv. ' /v7*^) � | _......... --'_�'--_---�---�-_�___ _ --------------- --------------- AfOor 11 7012 Mar-Corkle Avenue, SE Project Name: cA5MAff F��JAJ Project No.: 0'- 65 0 8 1 Q!5 V 7 Sheet No. 3 of 6 Charleston, W 25304 Calculated By: AqbecV - Date: 12 6-S' 'APOTESTA -1400 1 ;�;/ KIM=11 "MMIMM Phone: (304) 342 Checked By:. D -Date: T4',q x - (304) 343-9031 Subject: Ft- 6 L-.-/ - Scale: irt�E2 V t 0 u- SGS`57r -7 -------- /'q J� C- 6: -Z-FIb 7-(Me6r- COA)e"�A)*re,q--.7 ------ ----- IN----- .......... ........... 5 OW1.1 U I LP I AJ6 PP .......... CO qO f �0 ---------- ------- 7 73 z I I C 0. 0 To r .4- L, t.7.7. 14 r1M e o r co ti caw F-le4l*-id � 5R4 AA t5 (Ah .......... - - --------- - -oA4 .. .... cv4.... 3-rorti� .. .. (AA P (Zoo r ........... ........... - -.. ' 0 N -7 C' 0.10 C 4. (o SO 0) 6 . 0 P�+c,l r-ixw I —1 Enginecn an0 £nr ronmcnw� C01151A1inb 508 Front Royal Pike Winchester, VA 22602 Phone: (540) 450-0180 Fax: (540) 450-0182 Project Name: G SM hit 7- rR✓t )j Project No.: 1,5 - OSO 8' Sheet No. of Calculated By: k 7K Date: 9 O 6 Checked By: Date: Subject: JA/,LAr-1" L� 4 J< 1'�-cIV Scale: 7012 MacCorkle Avenue, SE APOTESTA Charleston, WV 25304 Phone: (304) 342-1400 Fax: (304) 343-9031 Project Name: ProjectNo.: o15-OS-08 (Or'(-( ShectNo. 5—of Calculated By: ASt>eCV —Date: Checked By: �// Date: Subject: IJJCE:T- to;EAle "sL'OW — Scale: t> k* I A A ee-ke vleru 5 = -7 6 13-F C 0.10 T'O 7 0'. -7 ................ r/�f e� OF Co AlCe /v ne -7 L 5"r;- 8,/z jr v A--t- = 7r37 6 (,:?,5 COA)CEA '.Ip_/k/6AJ 6P __tql - - ---- - --------------- PEA t� FLOW - . . ............ --------- --------- - ...... ------ - — ------ ------ .............. 4- 7 C� Tb T C, elb 85)( 70 0 si- 3 �(o PCA-(,-- PL OLJ I 11 I I I I 508 Front Royal Pike Project Name: 6.45MART ,EkV 1 tiJ ' APOTESTA Winchester, VA 22602 Project No.: ,5- - oslorsI05'117 Sheet No. of Calculated By: KV-X Date: ZD Phone: (540) 450-0180 Checked By: Date: Fax: (540) 450-0182 Subject: INI-P K- Fi-Scale: , —L— D Ai AGE--- 75 1 0.1 %0 �11-71 I- 10� - 2 SIB 16 57 F �✓ Tit C � = �- -- — - — o T — -, — T,4 _- d - CoNcP'�/T2- 7.i -- { -�Tr► = b�i�t— I - — ---- I �I � — �I: ' --1-- --�---�i--� --- � �—ice- � — !—_L � --�-�- •---�—' �-� - - Potesta- & A-8sociateg, LIC. En6nccra and Environment.] Consultants 508 Front Royal Pike Winchester, Virginia 22602 Phone: (540) 450-0180 Fax: (540) 450-0182 Project Name: G As M A K 7- Project No.: — 01-OVIOSY7 Sheet No. — of Calculated By: Date: Checked By: Date: Subject: VO 0 r ,<,O,*4ASA1'7-S Scale: DEC-14-2005 10:20 ON POTESTA & Assoc. - Winch 540 450 0182 P.04 ' 1992 TABLE 5-2 VALUES OF RUNOFF COEFFICIENT (C) FOR RATIONAL FORMULA lAnd Use C C Und Use Bl(Bit:ICBB: Lawns: Downtown areas 0.70-0.95 Sandy soil, fiat, 2% 0.05-0.10 Neighborhood areas 0_5M.70 Sandy soil, average, 2.7% 0.10-0.15 Sandy soil, steep, 7% 0.15-0.20 Heavy soil, flat, 2% 0.13.0.17 Heavy soil, average, 2-7% 0.18.0.22 Heavy soil, steep, 7% 0,25.035 Residential; Agricultural land: Single-family Areas 0.30-0.50 Bare packed coil Multi units, detached 0.40-0,60 ' Smooth 0.30-0.60 Multi units, attached 0.60-0.75 • Rough 020-0.50 � Suburban 0.25-0.40 Cultivated rows ' Heavy soil, no stop 0,30-0.60 Heavy coil, with crop 0,20-030 Sandy soil, no crop 0.2.0.0.40 Sandy doll, with drop 0.10-0.25 ' Pasture " Heavy soil 0.15-0.45 Sandy soil 0.C5.025 Woodlands 0,05-0.25 ' Industrial: Streets: Light arm 0.50-0.80 Aaphaldc 0.70-0.95 Heavy areas 0.60-0.90 Concrete 0180-0.95 ' Brick 0.70-0.85 Parks, cemeteries 0,10-0.25 Unimproved areas 0.10-0.30 ' Playgrounds 0.20-035 Drives and walks 0.75-0.85 Railroad yard areas 0.20-0.40 Roofs 0,75-0,95 ' =: The designer must use judgement to select the appropriate T* value within the range, 'Generally, larger areas with permeable coils, fiat slopes and dense vegetation should have the lowest C values. Smaller areas with dense soils, ' moderate to steep slopes, and sparse vegetation should be assigned the highest C values. , Source-, American Society of Civil Engineers ' V-29 �">f•�ITr .. .. "t•r •:l�I::i...h:i1i: V..�'. •+�r i�•. ��r •rr�•�r(:••r•1.��, (•fr4 f"� :1 r �r r. n - ...yb'7-d•i���:G�:�(•'(iC p2L1U , Culvert Calculator Report Worksheet-1 Solve For: Section Size POD( ��d r %� n Gv. VM f Vx a/ Culvert Summary , Allowable HW Elevation 498.00 ft Headwater Depth/Height 1.33 Computed Headwater Elev< 497,98 ft Discharge 4.90 cfs a*- Inlet Control HW Elev. 497.91 ft Tailwater�Elevatlon 496.21 ft , Outlet Control HW Elev. 497.98 ft Control Type Outlet Control ' Grades Upstream Invert 496.32 ft Downstream Invert 46.21 ft Length 48.00 ft Constructed Slope 0.023125 ft/ft Hydraulic Profile Profile M1 Depth, Downstream 1.00 ft , Slope Type Mild Normal Depth 0.95 ft Flow Regime Velocity Downstream Subcritical 4.66 fUs Critical Depth 0.90 ft Critical Slope 0.026210 ft/ft , Section ' Section Shape Circular Mannings Coefficlent 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 ' Outlet Control Properties Outlet Control HW Elev. 497.98 ft Upstream Velocity Head 0.38 ft Ke 0.90 Entrance Loss 0.34 ft Inlet Control Properties Inlet Control HW Elev. 497.91 ft Flow Control Transition Inlet Type Projecting Area Full 1.2 ft' , K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 , untitied.cvm Potesta & Associates CulvertMaster v3.0 [3.0004] 12/23/05 03:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 508 Front Royal Pike AAPOTES Winchester, VA 22602 rmi Phone: (540) 450-0180 Fax: (540) 450-0182 Project Name: 05 -61J06r25`i% 6.46- m 4'%T Project No.: Sheet No. �_ o / 1 Calculated By: "Iy- Date: / 9 0 Checked By: Date: Subject: eu fl,6 1AJI-fr Scale: . . ti '. y� •. I r e� i Aw . r ,� 508 Front Royal Pike ,APOTES Winchester, VA 22602 Phone: (540) 450-0180 Fax: (540) 450-0182 a _ s J . _ ... �.a1..� mTa tk& � Project Name: G/1-15/44AF Project No.: SheetNo.. of 6 Calculated By: Date: Checked By: Date: Subject: CyRf3 IA/ Scale: Y AJ r 7 lfu Q .1 T-41 y _frr---�= S _ F :1:%'. % ,_. SDK . _ h ... :��• ., - _—._ S-. _.:._ :.. -.�: :.�;>-,s���s <,,.,�.,.�,.d.-�,,...�.-,,.._:,,r�x,.u.,rn�_=<-.Q..:�..,..<_.:,-. ,,�., :t:_'a.-�s_Y �=• _ v,�- ..5. .:'.__ ,. ' 74i�-f'i E t .v.rS`{✓ �'tti;yi'V[. _ jvi' - ,���rl� .f :aleos :aoa(gnS :a4BQ :/g po:loogD :aleQ :Xg polulnopeD 9 3oojgJQQgS ', q0 050=37f—:'ol�I�aafor� :aLUVM joaCOS,l Z8I0-0St (Ot O :xu3 0810-0St� (Ot O :auottd S 310dFZ09ZZ -VA`zalsauaui� a�It� 113,�o-�j luoij 80S N �6 Worksheet for Curb Inlet On Grade - 1 Flow Element. Curb Inlet On Grade Solve For: Curb Opening Length Discharge 1.88 ft'/s Slope: 0.00560 ft/ft Gutter Width: 2.00 ft Gutter Cross Slope 0.08 ft/ft Road Cross Slope: 0,02 ft/ft Manning Coefficient: 0.012 Efficiency: 10000 Local Depression. 1.00 in Local Depression Width: 1,00 ft k s^•r'a ,, ", •v*;ell x- �S. �t.iC' iJi t '_•.r: il. 3.aEi7 r Curb Opening Length 9.68 ft Intercepted Flow 1.88 ft'/s Bypass Flow 0.00 ft3/s Spread 7.62 ft Depth: 0.28 ft Flow Area: 0,74 ft' Gutter Depression: 0.12 ft Total Depression: 0.21 ft Velocity: 2.56 ft/s Equivalent Cross Slope: 0.09425 ft/ft Length Factor: 1.00 Total Interception Length 9.68 ft { 11 • 11 - d iwwwwww wanwwwwwwiotvr������ rrrrr rrr�wra�rrrrrratr■ EE!■EtEIEEEtE![l1�EEi�EIEIEEEIE�/�1)•1<EEEIEEIE� ctnow= mi i'at�zv�w�rra�at�nzv��i� I.M20.11.tos��r��r��o�rn� urorwr�arrtrarwwrrwwrww>irwi _ P 7- K.. y . • .1 . I tl t 8A.6 r 6AR5 L I-,— B 3" OIAIt�ER TAP ROLE FRONT ELEVATION EXPAHSION XINT� 11 !N-w BARS r- SECTION A -A � IcEyED CIXVST- JCNT 'WARPED 2' T"�. '�"iT^-' t GU77ER A E. B (GUTTER REMOVED) 1-d - — ri s d Sri. DENT PLAIT SECTION e-B N R TYPE A NOSE DETAIL SHALL BE L� WITH CG-3 L CC.-7 5TA1IDAR05. tlt - L21/1" .r GJd..VMP_tA TYPE S ND3E DETAJL SHALL BE ITiTD' W+TH CC-2 STANDARDS. TYPE A TYPE B I7 X e' STUD SW-'R M1,1 ai I'EUED GALVAWE0 PLATE FOR 7YPL A TO 6E EMT ON AN IMLE OE 6B'30' 10 AA,LE [RON AT 2'C-C. CONNECTORS ARD G TO BE ANI]joRED WnH %{ x a" s7UD'SHCAR NOSE DETAILS MELDED 20 BENTPLATE A7 2" 'Z'C-C. .1mPAV"IILNT L 3C L WARPED PANT AI-3A � Da-3B — _ s 1 i = ► riow s rLow 1 j FLOW r_a J Qj� DETAIL WHEN USED AD,IACEN i TO CURB rDR LI$ ONcRn13Es WITHOUT CUTTER l: D3 S.C'>T TN SAGS BMK SMCS TO BE SYMETRr-k SLEET ) OF 2 STANDARD CURB DROP INLET FFm1wNcz 12" — 30" PIPE: MAXIMUM DEPTH (H) = B' 233 3D2 VaC3%A DEPARnCwT Or 7RANSPORTAT'7N 1D-0.OD t _ m _ mi _ _ _ m _ _ _ m _ m 1-1 �rr-s NOTES: L T"S frEU VAY BE PRECAST -OR CASI DI PLACE. 2- CONCRETE 70 SL CLASS 03 F CAST a PLACE, 40DO P10F PRECAST. ' 3. COMBK&T10N C\83 E GUTTER HAV74G A RA= OP 3DD.i-EET DR LESS (FLOIIG FACT: OF CU9a) SHALL 8Z PAD rOR AS R/IDIAL COMBINATDH CURB L CUT-im {.FOR USE WTH STABILIZED OPEN -GRADED DRA'NA'3 LAYER,IHE BOTTOM CC-' MC- CLRS fM GUTTER E;q t HE CONSTRUCTED PARFLL2 TO THE SLOPE OF SUBBASE COURSES /10 7O THE OO?TH OF 71-Z PAVDJENT_ 5. 7Rs cuRB MAY BE USED wHEN DESIGN SPEED IS 40 MPH OR LESS ON RURAL H*HWAYS MD 45 JTH OR a- Z" R LESS N DEVELOPED LLRBAN & SUBUA31N. AREAS IF THESE DESIGN SPEEDS ARE EXCEEDED STANDARD CG-1 S REOINtED_ r _ D _ 6111 ♦ 1—L L-t 7- •------- — --�—_-- THE BOTTOM CF TFE CURB RD --- GUTTER MAY HE COtSTRUCTEO PARALLEL TO THE SLOPE OT 5•• 2'-O' SUBBASE COURSES PROVIDED A 312MM DEPTH OT T• G ItMa TIED. TR5 AREA MAY HE CONCRETE AT THE OPTION OT TIE C09MACIOR SP£OFICATM RUCFE14CE COMBINATION 6" CURB & GUTTER 105 502 VF?G37A DL7PA41LrNl OT TRINSPORTAIION zDLD3 0 m m Q 508 Front Royal Pike 1 OTE�TA Winchester, VA 22602 Phone: (540) 450-0180 Fax: (540) 450-0182 Project Name: 6 tS M A /� r Project No.: US'' e 5 d K %O 5 Y% Sheet No. 2 of Calculated By: e. Date:/pd Checked By: Date: Subject: Scale: US (A) C7 FL. caw /mil ,4 -s 65 r- z-. A K ----- 7 3/Y Worksheet for SWM Channel Project Description F ovw E�e—ert T•apezo ja, Cnanne, Friction Method: Manning Formula Solve For: Normal Depth Roughness Coefficient: 0.069 Channel Slope: 0.01000 ft/ft Left Side Slope: 10.70 ft/ft (H:V) Right Side Slope: 2.30 ft/ft (H:V) Bottom Width. 10.00 ft Discharge 21.98 , ft /s g ,� � Normal Depth: 0.88 ft Flow Area 13.79 ft' Wetted Perimeter 21.64 ft Top Width: 21.41 ft Critical Depth. 0.48 ft Critical Slope 0.09628 ft/ft Velocity 1.59 ft/s Velocity Head. 0.04 ft Specific Energy: 0.92 ft Froude Number: 0.35 Flow Type Subcritical GVF Input Data Downstream Depth: 0 C3 ft Length: 0.00 ft Number Of Steps: 0 GVF Output Data Upstream Depth. 0.00 "ft Profile Description: N/A Headloss 0.00 ft Downstream Velocity 0.00 ft/s Upstream Velocity 0.00 ft/s Normal Depth 0.88 ft Critical Depth. 0.48 ft Channel Slope. 0.01000 ft/ft Worksheet for SWM Channel Critical Slope: 0.09628 ft/ft i 508 Front Royal Pike P O T E S Tit Winchester, VA 22602 Phone: (540) 450-0180 Fax: (540) 450-0182 Project Name: G ,+S /"I AR T Project No.: 6'e9610 fi-ri 7 Sheet No. _(_ 0 3 Calculated By: Krt< Date: _3 /� / 09 Checked By: Date: Subject: Sr, r7, -rA k Scale: O�sr�nl sr-dlm6NT S�DiM �'o�?/zvc 114N✓�,300e $'Cc —IZ = 7 Ga C4-C IA rl O.AJ Q AS C--4 a n/ s � a ��/l�ti` 3 A�RcS> � l.✓�- wl�� �%.E5/GtiJ Ti,,.v 5r'D, 'j.'Q 7-2Ap `A,e PAAI,v14o,-- 4AO I = /- %4 Q-cACf ,—orAL e,.Mfc,->Y 0(Z Y cA to,1 -w G �2 V- TO 7- T Y 3 Wn/ - i f �OAl-ci r � � �,Z 7<- 7-0 /Z7•' 5 Icl I SED 7-AA10 "A" ORklAt 4 Gc-.4 w� 14 7. 5- y-1 3 7 USE- vA S ` C/// - 7.2, �QV4 r/v,A/ S 7-0 06T-e2 Al t/ w6- r .4M'6 09R y i/,14, A S /U.nI.S s N�� r PAS '2?sy,/3 508 Front Royal Pike POTESTQ Winchester, VA 22602 Phone: (540) 450-0180 Fax: (540) 450-0182 wc--�i OimrmsidvS It 6 � 7-5-yd X',2 f4 Y.1i) V� 41 - 142 Project Name: Project No.: 5-0 a !'Y'a Sheet No. '. of _3 Calculated By: % /- Date: Z o Cliecked By: Date: Subject: Scale: ✓.� ` err vo lz7syd3 2 L3) �3s0�-X %! �f C Yd.. )IS-0 4 A 14, ' 508 Front Royal Pike �POTEST� Winchester, VA 22602 Phone: (540) 450-0180 Fax: (540) 450-0182 Project Name: Project No.: U5 0 hr /G !E-C7 Sheet No. of 3 2 Calculated By: K,T� Date: f Checked By: Date: Subject: Scale: WcG--r 01tAcjsiors / bAz A2 P:K 508 Front Royal Pike P 0 T E S Winchester, VA 22602 Phone: (540) 450-0180 Fax: (540) 450-0182 A6facs/= %U S / Z 19R A •7" £5 C" 'Y t 0 N Project Name: GASMAI/ I- Project No.: O - 0 170 05N Sheet No. of Calculated By: KJ k Date: 6 Checked By: Date: Subject: APR0^J y l„— Scale: ,, /= o /� S I,v M D U 7- 7- 114 r .h/ 1 <tA iJNt % ✓%iC U✓ 7C / S AMA A15 (VA Fg o rs ,� i�4 �,y O FAG ,2 G' / U s i ti G c/5-0 /q' t' 11N M to w �` 16,67c Fs 508 Front Royal Pike ,APOTESTA Winchester, VA 22602 Phone: (540) 450-0180 Fax: (540) 450-0182 Project Name: _ (54SMA+�7 Project No.: 05-OV /05 Y 7 Sheet No. of 2 Calculated By: ,��%,� Date: b UPS Checked By: Date: Subject: Scale: �vr SE 70 DE fte M i nJ,5 rN,--- sP(�EAO 4� V6L, '/7- 3'R0.tA OA-- 3 oR 106,(k-r/0A) oIC" F=A-c tr 7'"1I4- 7- �' OLv /lip >>a�( � �1 v4..�M �sT.�•Q ,2 c� PAC l'e-' Gf� L G L-1), I-? Vs --" G 4Oo �tJ.D PACK ni 010 ; PoA,0 lot r� RO A o S4 Co' 196 5 (2, -f i- -7- .€ S -rf C 1 OIL?= /, `// c�S (4pt',Ae-W, A 1"- vv i l os t �i U F1-0LvA4A6 7, Vst-C�-1 -r�l /, 7 / �es 212 W orksheet for Gutter - 1 Project Description r F, ,% E er_ G-tte, Sc ,e F_, Srrea�: Input Data Cr anne. S,ui e 0 034vv ft�ft Discharge: 1.41 ft'/s Gutter Width 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Manning Coefficient: 0.016 Results R Sr _a ft Flow Area: 0.82 ft2 Depth: 0.30 ft Gutter Depression: 0.12 ft Velocity: 1.71 ft/s Worksheet for Diversion Ditch Project Description Flow Element Triangular Channel Friction Method Manning Formula Solve For Normal Depth 1nput Data Roughness Coefficient 0.027 Channel Slope: 0.00300 ft/ft Left Side Slope: 2.00 ft/ft (H:V) Right Side Slope: 2.00 ft/ft (H:V) Discharge 5.00 ft'/s Results; Normal Depth 1.14 ft Flow Area 260 ft2 Wetted Perimeter: 5.10 ft Top Width 4.56 ft Critical Depth 0.83 ft Critical Slope: 0,01654 ft/ft Velocity 1.92 ft/s Velocity Head. 0.06 ft Specific Energy: 1.20 ft Froude Number 0,45 Flow Type Subcritical GVF Input Data r 4 ;' Downstream Depth 0.00 ft Length: 0.00 ft Number Of Steps: 0 GVF Output Data Upstream Depth 000 ft Profile Description: N/A Profile Headloss: 0.00 ft Downstream Velocity: 0.00 ft/s Upstream Velocity 0 00 ft/s Normal Depth. 1.14 ft Critical Depth 083 ft Channel Slope: 0,00300 ft/ft Critical Slope: 0.01654 ft/ft IAPR-06-06 09:39AM FROM-Potasta & Associates 304-343-9031 T-790 P.002/002 F-163 Table 5,1,1 Values of the Roughness Coefficient n (continued) ' (Boldface frguree are values generally recommended in design) i Type of channel and description Minimum Normal Maximum c. Concrete I. Trowel finish 2, Float finish 0,011 0,013 0.015 3. Finished, with gravel on bottom 0,013 0.015 0,015 0,016 k. UnfinG-anit shed 0.015 0,016 20 5. Gunite, good section 0.014 0.017 0.020 6, Gunitcry , wavy section 0.016 0019 . 0023 . 7. On good excavated rock 0018 0019 0.023 81 On irregular excavated rock ' 0.017 0,022 0.020 0.027 d. Concrete bottom i'loat finished with sides of - I. Dressed stone in mortar 0.015 0,017 0.020 2. Random stone in mortar 0.017 0.020 0,024 ' 3. Cement rubble masonry, plastered 0.016 0.020 0.02,4 4, Cement rubble masonry 0.020 0,025 0,03 0 5. Dry rubble or riprap 0.020 0.03D 0.030 e, Gravel bottom with sides of ' 1. Formed concrete 0.017 0.020 0.025 2. Random stone in rnortar 0.020 0,023 0.026 3. Dry rubble or riprap 0.023 0.033 0,036 f Brick ' i 1. Glazed 2. In cement mortar 0.011 0,013 0,015 g. Masonry 0,012 0.015 0.078 I. Cemented rubble 2. Dry rubble 0.017 0.025 0.030 h. Dreascd ashlar 0.023 0,032 0.035 :I i. Asphalt 0.013 0.015 0.017 ' I 1, Smooth 0,013 0.013 2, Rough - J. Vegetal ]Ding 0.016 0.016 O,D16 C. Excavated or dredged 0.500 a. &rth, straight and uniform I. Clean, recently completed 2. Clean, after weathering 0.016 0.018 0.020 3. Gravel, uniform seodou, clean 0.018 0.022 0.025 4. With short grass, few weeds 0,022 0.022 0.025 0.030 b. Earth, winding and sluggish 0,027 0.033 1. No vegetation 2. Grass, some weeds 0,023 0,025 0,030 ' I 3. Dense weeds or aquatic plants in deep channels 0.025 0.030 0.0350 0.033 0.040 4. Earth bottom and rubble sides 0,028 0.030 0.035 5. Stony bottom and weedy banks 0,025 0.035 0.040 6. Cobble bottom and clean sides c. Dragline-excavated or dredged 0.030 0,040 0,050 1. No vegetation 2. Light brush on banks 0.025 0,028 0.033 d. Rock cuts 0,035 0.050 0.060 I. Smooth and uniform 0.025 0,035 0.040 2, Jagged and irregular c. Channels not maintained, weeds 0.035 0.040 0.050 ' and brush uncut 1. Dense weeds, high as flow depth 2, Clean bottom, brush on sides 0.050 0.080 0.120 3. Same, highest stage of flow 0.040 0.050 0.080 ' 4. Dense brush, high stage 0,045 0.070 0.110 0.080 0.100 0.140 F1 FRRDERICK COUN# fe SANITATION AUTHORITY APn 9 7 P.O. 13ox 1877 Winchester, VA 22604-8377 ww-'ia P. MONVER1'. C.P.A., Chairman JOHN STEVENS. lire -chairman RICHARD A. RUCKMAV, P.N., .Sec -treasurer .1. STANLEY C'ROCKE'1-1' DARWIN S. BRADEV April 27, 2007 Ervin Development Mr. A. David Ervin, President 1830 Plaza Drive Winchester VA 22601 REFERENCE: Gas Mart — Route 11 SUBJECT: Bill of Sale Dear Mr. Ervin: Enclosed for your files is a copy of the executed Bill of Sale. Thank you for working on this project with us. Wellington 11—lones, P.N. Engineer -Director Ph. - (5.10) 868-I061 Fax - (5.10) 868-I429 You will be responsible for repair to these facilities for one year following the date of our acceptance. Sincerely yours, Thelma H. Snapp/for John G. Whitacre Senior Engineer MIS Enclosure cf. Frederick County Zoning Administrator WATER AT YOUR SERVICE i COUNTY of FREDERICK Department of Public Works MAY 1 �� ��°r. 540/665-5643 FAY: 546/678-0682 May 12, 2006 Mr. Joe Knechtel, P.C. Potesta & Associates, Inc. 508 Front Royal Pike Winchester, Virginia 22602 RE: Site Plan Comments - Gasmaut, Inc., LLE, LLC, Route I I Property Frederick County, Virginia Dear Mr. Knechtel: Upon review ol: the revised site olar, dated April 13, 2006, all of our previous continents have been addressed. Therefore, we recommend approval of the revised site plan. JCW/rls / cc: Planning and Development V file t Sincerely, JI e C. Wilder Deputy Director CAProgram Files\WordPerfecl ofticc I I\I'ihoeda\'1'EiNIPCOiN'1iN91:N'rS\gasmtirlrevspcomllellcprop.%�'pd 107 North Kent Street - Winchester, Virginia 22601-5000 COMMONWEALTH of VIRGINIA DEPARTMENT OF TRANSPORTATION 14031 OLD VALLEY PIKE GREGORYA. WHIRLEY EDINBURG, VA 22824 ACTING COMMONWEALTH TRANSPORTATION COMMISSIONER June 15, 2006 Mr. David Ervin I -PI C/O Ervin Properties 1830 Plaza Drive Winchester, VA 22601 Ref: LLE, LC Route 11, Frederick County Dear Mr. Ervin:: Enclosed is your approved Land Use Permit #855-7627 to cover the construction and maintenance of two commercial entrances on the referenced project per the attached VDOT approved plans.. Please ensure a copy of the approved permit assembly is kept at the job site whenever working within the Route 11 right-of-way. I would also like to remind you of the need to erect and maintain proper traffic control in accordance with our Virginia [fork Area Protection Jlfanual. y (" ) 824 at least 48 hours in advance of the ou are required to contact i\Ir. Bob fta��rkins at �40 �3�-1 start of construction to arrange for any necessary_ inspections; If you have any questions concerning the permit requirements or during construction, do not hesitate to call. Sincerely, Ronnie Dove Hwy. Permits & Subd. Specialist Sr. Enclosure xc: Mr. C.B. Harris (w/ copy of permit) Mr. Robert Hawkins �—Mr _Mark-Cheran-_ VirginiaDOT.org WE KEEP VIRGINIA MOVING OU _ CK 4w. C T w Department of Planning and Development 540/665-5651 , FAX: 540/665-6395 May 30, 2006 Mr. Joe Knechtel, P.E. Potesta & Associates, Inc. 508 Front Royal Pike Winchester, Virginia 22602 Re: Approval for GasMart-LLE Site Plan Property Identification Number (PIN): 64-A-159T Dear Mr. Knechtel: The Frederick County Department of Planning and Development administratively approved the above -referenced site plan on May 30, 2006. The site plan is approved for the construction of a new commercial development off Valley Pike (Route 11) in the Shawnee Magisterial District. This development contains the following: • Retail A (5,520sf) • Retail B (10,725sf) • GasMart Convenience Store (4,500so which includes one carwash bay and 16 gas pumps with a canopy. Some of the required site improvements include the following: • Construction of parking lots with a total of 113 spaces (6 handicap accessible), including curb and gutter, sidewalks, landscaping, striping, and handicap access. • A 10' asphalt hiker/biker path along Valley Pike. • Four striped loading areas and two dumpster locations. • A landscape screen along Valley Pike to shield the commercial development from the residential properties across Valley Pike. • A frill screen zoning district buffer (landscaping and fence) along the northern property line of the site. This buffer location was permitted by a waiver granted by the Planning Commission. • A 6' fence along the rear property line. 107 North Kent Street, Suite 202 • Winchester, Virginia 22601-5000 Page 2 Mr. Joe Knechtel, P.E. Approval for GasMart-LLE May 30, 2006 All requirements of the Frederick County Zoning Ordinance have been met in the approved site plan, including review agency comments from all relevant review agencies. I am providing you with three (3) copies of the approved site plan. Please forward these copies to the appropriate representative(s). Furthermore, advise the owner(s) that a copy should be kept for future reference, and an approved copy must be kept on the construction site throughout the development process. Once site development is complete, the owner(s) should contact this office to schedule an on -site inspection. Do not hesitate to contact me if you have any questions or concerns. Sincerely, (Col Wf-1, L. e Candice E. Perkins Planner II CEP/dlw cc: Gene Fisher, Shawnee District Supervisor Shawnee District Planning Commissioners Jane Anderson, Real Estate Patrick Barker, EDC LLE, LLC, 1830 Plaza Drive, Winchester, VA 22601 Ervin Development Corporation, 1830 Plaza Drive, Winchester, VA 22601 Attachments TRANSMITTAL LETTER ,..POTESTA I :r, p r7l I �'- 1. - I �, "M FT=IUM I 1'--Ttl*-1 — 508 Front Royal Pike, Winchester, VA 22602 • Phone: (540) 450-0180 • Fax: (540) 450-0182 To: Ms. Candice Perkins Frederick County Department of Planning & Development 107 North Kent Street, Suite 202 Date: May 25, 2006 Project No.: 0103-05-0547 Winchester, Virginia 22601-5000 Sent Via: Mail ❑ Federal Express El United Parcel Service l Hand Carried Other: Quantity Description 1 Copy of each approval letter from VDOT, Frederick County Fire and Rescue Department, Frederick COL111ty Inspections Department, Frederick County Sanitation Authority and Frederick County Department of Public Works. 5 Copies of Site Plan Drawings. I Copy of Special Limited Power of Attorney. I Copy of the Storinwater Management and E11gi11CC1•]ng CaICLIlations Brief. Remarks: By: Danielle (Dana) O. Harmon c: M m 2 5 2006 IAA, I.I.0 Property, ROL# -.Site Plan ,approval • roge I of 2 TAM au � -� Danielle Harmon i,,°lJ��::_t`..IC_:_a��:��.. G' ., JIB �hp From: Joe KnecMel Sent: Thursday, May 25, 2006 2:09 Plvl To: Winchester Cc: Jarrett Smith: Aimee Deck: Dana L Burns Subject: FW: LLE, LLC Property, Route 11 - Site Plan Approval -----Original Memage----- From: Ingram, Lloyd[mailto:Lloyd.Ingram@VDOT.Virginia.gov] Sent: Thursday, May 25, 2006 1:28 PM To: 'kjknechtel@potesta.com' Cc: Ingram, Lloyd; Baluch, Stephen Subject: LLE, LLC Property, Route 11 - Site Phan Approval Ref: T.TY, TIC (GasmaN, Mc.) Route 11, Valley Pike Frederick County This is to acknowlcd�lc rcccipt 01'�'our revised plans with latest revisions dated May. 000 for the reverenced project. The plans appear satisfactory and are approved. Please advise the developer accordingly. Please proAde S sets of approved construction plans plus one extra copy of the revised 'Suninmater Alanngement and Engineering Calculations Brief" dated .-April 2006 with signed seal for VDOT distribu(ion. I offer the follo"ing coinm its. • As discussed "!& KIr. Stephen Raluch ofthe Vr)DT Winchester Office, add notes to the plan sheets regarding the relocation ol'one utility pole and one t'afllc box. A preconstruction conference be held by the engineer and/car developer with the attendance of the contractor. various County agencies and VDOT prier to initiation ol' work. Nhuerials used and method of construction shall apple' to current observed VD0T Road R Bridge Specifications appllcallle during cons ruction of this development, • Our rep iew and comments are general in nature. Should conditions in the field exist such that additional measures are %varranied. such measures shall be completed to the satisfaction of the Depwirrient prior to Inclusion into the Secondary Road System. . All drainage is to be carried within the right-ok"my in ditch lines or ,utters along the street to a M5000b 14♦ - y I.I.F. 1.1.0 f'ropeOV. RO(I - Site flan Approval • pa;,e 2 of pipe or draina`lc cascnlrnt. . The contractor shall notity \'DOT When Work is to he,in or cease for any un(Ictcrnlined Icn,th Of time. VDOT \vill also re(luirc -IS hours notice for inspections. • I he appropriate lan(I Util' pel'nlltti shall he ohtitlne bclore any wort: is performed oil the State's ri,hl-of-��a� The permit is issued by this office and will require a nlininlum processin,, fee, suretN' bond coVrra`,c, and the salarN' R cNpcnses ofa State assi('IlCd Inspector. .any. sins to be installed \vill be in accor(lance ��ith the \Manual on l?nifornl Tral,lic Control Devices and the approved plans. . 1 suU(Iest an\' utilities an(I;or storm sewer placed within the proposed right-of-way be bacl:tilled completely with C.R. Type 1 21-13 Stone. This Will reduce the possihilitV of any pavement settlement. • A cop\' of ally all RECORDED PLATS ol'dedicalion to public use (the Cotlnly of Frederick) for draimwle easements or additional required for inlplenlentalion ofthis proposed project shoul(I he provide(I for VDCYf revieW prior to issuance of any land use permit. Shoul(I you need 1(Iditional information. do not hesitate to call. I.lo\ IIuranl Transportation Filuincer \*DOT L-:dinbur14IZcsi(Icncv Lan(1 Ue\ elopnlent 14031 Old Valley Pike LdI11hur,. (�40) QS-1 �., �:,00( • • Engineers and Environmental Consultants 1 POTESTA508 Front Royal Pike, Winchester, Virginia 22602 - (540) 450-0180; Ul.pote$taM May I, 2006 Ms. Candice E. Perkins, Planner II County of Frederick Department of Pla1l11l ig and Dcvc101)ment 107 North Kent Street, Suitc 202 Whichester, Virginia 22601-5000 RE: Response to Site Development Second Review Comments GASMART, Inc. / LLE, LLC Route 1 1 Properly Property Identification Number (PIN): 63-A-89, 89A, 92 Project No. 0103-05-0547 Dear Ms. Perkins: Below are remarks addl'csslllg the con-iments listed by the item ]!timber fl'olll yOUr April 21, 2006 review. Item! I - Special Limited Power- o/' Atto!-Iley Form. The SLPA was not included ivith the submitted package. • An SLP has bcen signed by the I)1'Opci'ty owner and is attached. Item 2 - Site Calcidatloms. 011 the cove! -sheet, I-evlse the s11e calculations as Iloled. • The cover sheet has been revised as noted. Items 3 - Bike Path. A detail for the path needs to be provided in the plait. • A detail has been 1)rovicled in the plans. Item! 4 - Elltramce Detail. 011 sheet 17, lhel•e is a VDOT detail for the fill commercial enhance. Provide a detail.fo!• the righl in/right out. • After contacting VDOT, it was determined that VDOT does not have a CG-I I elltrallce detail for fight -lit aild fight -out commercial entrailccs. Item 5 - fAL)ple Vallev Extension. A mote needs to be included that states that "am)) improvements located within or encroaching upon This pal•khig area shall be removecl at the request of and at no cost to the Cohn))) or VDOT The removal gf'lhe parking area shall be at the sole cost cmd expense of the owrle!• and VD07'shall not be held POTESTA & ASSOCIATES, INC. Charleston, West Virginia • Morgantown, West Virginia • Winchester, Virginia f� E Ms. Candice Perkins May 1, 2006 Page 2 responsible for said demolition, reloccilion or any nionelaiy restitution as a result of loss 01,pa1-king". • A note with the above wording has been added to the Site Plan (drawing 03). Also, please note that the shared entrance and proposed 20 foot water casements have been updated as per the Lot Consolidation and BOUndary Line AdjUSUllCilt plats which were submitted to you on April 19, 2006. Thank you for your timely review. If you have any questions, or aced ally further information, please contact me. Sincerely, POTESTA & ASSOCIATES, INC. K. Joe Knechtel, P.E. Branch Manager KJK/mlw Attachment JOTESTA • i 1 4t Special Limited Power of Attorney County of Frederick, Virginia Planning Office, County of Frederick, Virginia, 107 North Kent Street, Winchester, Virginia 22601 Phone 540-665-5651 Facsimile 540-665-6395 Know All Men By These Presents: That I (We) (Name) Mr. Dave Ervin (Phone) (540) 722-9799 (Address) 1830 Plaza Drive, Winchester, Virginia 22601 the owner(s) of all those tracts or parcels of land ("Property") conveyed to me (us), by deed recorded in the Clerk's Office of the Circuit Court of the County of Frederick, Virginia, by Instrument No. 050021884 on Page , and is described as Property Identification Number (PIN): 63-A-89, 63-A-89A, 63-A-92 Parcel: Lot: Block: Section: Subdivision: do hereby make, constitute and appoint: (Name) Potesta & Associates, Inc. None (Phone) (540) 450-0180 (Address) 508 Front Royal Pike, Winchester, Virginia 22602 To act as my true and lawful attorney -in -fact for and in my (our) name, place and stead with full power and authority I (we) would have if acting personally to file planning applications for my (our) above described Property, including: ❑ Rezoning (Including proffers) ❑ Conditional Use Permits 01 Master Development Plan (Preliminary and Final) 9 Subdivision X Site Plan My attorney -in -fact shall have the authority to offer proffered conditions and to make amendments to previously approved proffered conditions except as follows: This authorization shall expire one year from the day it is signed, or until it isyZherwise rescinded or modified. In witness thereof, I (we) have hereto set my (our) hand and seal this 1-6 day of 4 , 200 , Signature(s) State of Virginia, City/Coun4y-of L{, t` \,A0 -1 v5s�, To -wit: a Notary Public in and for the jurisdiction aforesaid, certify that the person(s) who signed to the foregoing instrument and who is (are) known to me, personally appeared before me and has acknowledged the same before me in the jurisdiction aforesaid this La day of 200G My Commission Expires: �Ao\_r Notary Public • Special Limited Power of Attorney County of Frederick, Virginia dlC� Cv� Planning Office, County of Frederick, Virginia, 107 North Kent Street, Winchester, Virginia 22601 Phone540-665-5651 Facsimile 540-665-6395 Know All Men By These Presents: That I (We) (Name) Mr. Dave Ervin (Phone) (540) 722-9799 (Address) 1830 Plaza Drive, Winchester, Virginia 22601 the owner(s) of all those tracts or parcels of land ("Property") conveyed to me (us), by deed recorded in the Clerk's Office of the Circuit Court of the County of Frederick, Virginia, by Instrument No. 050021884 on Page , and is described as Property Identification Number (PIN): 63-A-89, 63-A-89A, 63-A-92 Parcel: Lot: Block: Section: Subdivision: None do hereby make, constitute and appoint: (Name) Potesta & Associates, Inc. (Phone) (540) 450-0180 (Address) 508 Front Royal Pike, Winchester, Virginia 22602 To act as my true and lawful attorney -in -fact for and in my (our) naive, place and stead with full power and authority I (we) would have if acting personally to file planning applications for my (our) above described Property, including: ❑ Rezoning (Including proffers) ❑ Conditional Use Permits A Master Development Plan (Preliminary and Final) Subdivision 1$( Site Plan My attomey-in-fact shall have the authority to offer proffered conditions and to make amendments to previously approved proffered conditions except as follows: This authorization shall expire one year from the day it is signed, or until it is4herwise rescinded or modified. In witness thereof, I (we) have hereto set my (our) hand and seal this �� day of /l1t ro <l , 200, Signature(s) State of Virginia, City/Ca of t ,x To -wit: I,LgSAk;-k� , a Notary Public in and for the jurisdiction aforesaid, certify that the person(s) who signed to the foregoing instrument and who is (are) known to me, personally appeared before me and has acknowledged the same before me in the jurisdiction aforesaid this to day of !2�200_G_. My Commission Expires: 2Q9 �- Notary Public SITE PLAN APPLICATION Department of Planning and Development Use only. Date appi -:?ion received: 0�---- Applir-Abn # c, dG Fees recei�, r ': ��� ir'• , 1 . Project Title: LLE, LLC Route 11 Property 04, 3 4 Location of Property (street address) Property Owner: Address: Telephone: Applicant/Agent Address Telephone: 2700 Block of Valley Avenue / Route 11 Kernstown, Virginia LLE, LLC c/o Ervin Development Corporation 1830 Plaza Drive Winchester, VA 22601 (540)722-9799 Potesta & Associates, Inc. 508 Front Royal Pike Winchester, Virqinia 22602 540) 450-0180 Designer: Potesta & Associates, Inc. Address: 508 Front Royal Pike Winchester, Virqinia 22602 Telephone: (540) 450-0180 Contact: K. Joe Knechtel, P.E. 6 0 0 6a 6b 7a. 7b. 8. a) b) c) d) e) 0 g) Is this a standard or 'minor' site plan? Is this an original or revised site plan? Total acreage of parcel to be developed: Total acreage of parcel: Property Information: Property Identification Number: Current Zoning: Present Use: Proposed Use: Adjoining Property Use(s) Adjoining Property Identification Number(s) Magisterial District(s) Standard X Minor Original X Revised 63-A-69A (0.61ac), 63-A-89(1.73 ac), 63-A-92 (1.44 ac) 63-A-89A (0.61ac), 63-A-09(1.73 ac), 63-A-92 (1.44 ac) 63-A-89, 63-A-89A, 63-A-92 B2 B2 B3 Vacant Vacant Residential Commercial Vacant Residential Business 63-A-88 & 63-A-91 Back Creek I have read the material included in this package and understand what is required by the Frederick County Planning Department. I also understand that all required material will be complete prior to the submission of my site plan. Signature: Date: 7 • FO I COU c Department of Planning and Develboment 540/665-5651 FAX: 540/ 665-6395 April 21, 2006 Mr. Joe Knechtel, P.E. Potesta & Associates, Inc. 508 Front Royal Pike Winchester, Virginia 22602 Re: Second Review Comments for GasMart-LLE Site Plan Property Identification Number (PIN): 64-A-159T Dear Mr. Knechtel: Planning Staff has reviewed the above -referenced site plan to determine if administrative approval can be granted. At this time, administrative approval cannot be granted. This site plan is denied until the issues in this letter, as well as all issues of the other review agencies, have been adequately addressed. Please review Staff's comments listed below and then prepare a revised site plan which adequately addresses each concern. Review Comments: 1) Special Limited Power of Attorney Form. The SLPA was not included with the submitted package. 2) Site Calculations. On the coversheet, revise the site calculations as noted. 3) Bike Path. A detail for the path needs to be provided in the plan. 4) Entrance Detail. On sheet 17, there is a VDOT detail for the frill commercial entrance. Provide a detail for the right in/right out. 5) Apple Valley Extension. A note needs to be included that states that "any improvements located within or encroaching upon this parking area shall be removed at the request of and at no cost to the County or VDOT. The removal of the parking area shall be at the sole cost and expense of the owner and VDOT shall not be held responsible for said demolition, relocation or any monetary restitution as a result of loss of parking". 107 North Kent Street, Suite 202 • Winchester, Virginia 22601-5000 Page 2 Mr. Joe Knechtel, P.G. Review Comments for GasMart-LLG April 21, 2006 After you have revised the site plan, please resubmit one copy so that I may verify the information contained on the plan. I will need all approved review agency comment sheets and at least five copies of the final plan .for approval. Comment sheets are required from the following agencies: the Frederick County Inspections Department, the Frederick Counly Department of Public Works (County Engineeu), the Frederick County Fire Marshal, the Frederick County Sanitation Authority, and the Virginia Department of Transportation. Sincerely, Candice E. Perkins Planner II cc: LLE, LLC, 1830 Plaza Drive, Winchester, VA 22601 Ervin Development Corporation, 1830 Plaza Drive, Winchester, VA 22601 CEP/bad Attachment r-j 1' 4 COUNTY of FREDERICK February 27, 2006 Mr. Joe Knechtel, P.E. Potesta & Associates, Inc. 508 Front Royal Pike Winchester, Virginia 22602 Department of Public Works 540/665-5643 FAX: 540/678-0682 RE: Site Plan Comments - Gasmart, Inc., LLE, LL(:, Route 1 I Property Frederick County, Virginia Dear Mr. Knechtel: Upon review of the subject site plan, we offer the following conilllents: The nlaXinnurr drainage area for a sediment trap is three (3) acres. Because the disturbed area Indicated oil the plan will encompass an area consisting of more than three and one- halfacres, it will be necessary to install additional sediment traps to provide adequate erosion and sediment control. In accordance with VESCI-I Standard 3.13, provide the design calculations, details and a grading plan for the proposed sediment traps. 2. Construction of the by-pass storm sewer shall be a First step in the construction sequence or it may be necessary to treat the run-off as a part of your sediment control plan. 3. Provide a bench mark on the plan which references the mean sea level. 4. Include when the stormwater facility will be constructed in your construction sequence. It will be necessary to clearly note that the sediment shall not drain Into tile, rain tank facility. Run-off shall be carefully monitored to ensure that the entire facility is constructed properly. Place a note on the plan which indicates that it will be necessary for a professional engineer to certify the construction of the stormwater facility. It will be necessary to submit a letter and as -built drawings with an engineer's seal as well as from 107 North Kent Street • Winchester, Virginia 22601-5000 Gasmart, Inc., LLC, LLC. Comments Page 2 February 27, 2006 the manufacturer's representative to our department upon its completion ensure that the facility was constructed in accordance with the manufacturer's recommendations. Once these comments have been addl-CSSCCI, submit one (I) set of the revised plan for further review. Sincerely, OE Joe C. Wilder Deputy Director JCW/rls cc: Planning and Developlllellt ` file • W¢• C APPLICATION FOR APR 1 g 2006 BOUNDARY LINE ADJUSTMENT OR LOT CONSOLIDATION Applicant/Agent: LLL, LLC Address: 1830 Plaza Drive Winchester, Virginia 22601 Phone Number: (540) 722-9799 Owner's Name (ifdifferent from applicant): Address: Phone Number: PARCEL INFORMATION (Check One) Boundary Line Adjustment: = Lot Consolidation:_ Zoning; District: Property Location (please give State Route # and name, distance and direction from intersection): State Route I I (Valley Avcnue) Just north of Apple Valley Road intersection on cast side of ROUtc 11. Magisterial District: Shawnee Property Identification Number (P.I.N.): 63-A-89 9' -) - -- A - 1�c�N (Parent Tract) ****tor Off -ice Use Only**** TEES FOR BOUNDARY LINE ADJUSTMENT OR LOT CONSOLIDATION: ► S 150.00 parent tract + $150.00/lot ► (Mininuim Fcc $300.00) Fcc amount enclosed by applicant: S r 50' Receipt #: a J Received by: P30L Dalc: (Initials)�y 17 e &h-.;' ,2 , d z s �W" APPLICATION FOR �° BOUNDARY LINE ADJUSTMENT OR LOT CONSOLIDATION Applicant/Agent: LLE, LLC Address: 1830 Plaza Drive Winchester, Virginia 22601 Phone Number: (540) 722-9799 Owner's Name (if different from applicant): Address: Phone Number: PARCEL INFORMATION (Cliecic One Boundary Line Adjustment: Lot Consolidation: 'Zoning District: &Z 3 Properly Location (please give State Route # and name, distance and direction from intersection): State Route 11 (Valley Avenue) Just north of Apple Valley Road intersection on east side of Route 11. Magisterial District: Shawnee Property Identification Number (P.I.N.): 63-A-92 & 89 ****For Off ice Use Only**** (Parent Tract) FEES FOR 13OUNDAIZY LINE ADJUSTMENT OR LOT CONSOLIDATION: ► S 150.00 parent tract + S 150.00/lot ► (Minimum Pee S300.00) Fee amount enclosed by applicant: S 13Oa Receipt : � 8 � �D Received by: Pso Date: • • Document Approval Form APR 1 9 2006 PLEASE REVIEW THE ATTACHED DOCUMENT. IF THIS DOCUMENT MEETS YOUR APPROVAL PLEASE INITIAL AND PROVIDE THE DATE AND TIME OF YOUR APPROVAL. IF THIS DOCUMENT DOES NOT MEET YOUR APPROVAL PLEASE PROVIDE COMMENTS AS TO WHAT YO U WO ULD LIKE TO HA VE COMPLETED. INITIALS DATE & TIME Candice (�'c=t j Z (--�((; Bernie (::M:a::rk) Susan Eric Mike Kevin John COMMENTS: 7U5 10� 61 n �IU�/� ckz �Y ,fie Received by Clerical Staff (Date & Time): , R' -? J01n 10 /POTESTA ,o Transmittal Letter I :Flrg F—ITTY-TIM I E7, = n L 508 Front Royal Pike, Winchcster, VA 22602 ■ Phone: (540) 450-0180 ■ Fax: (540) 450-0182 To: Ms. Candice Perkins Frederick County Planning Department 107 Kent Street Winchester, Virginia 22601 Sent Via: Date: May 3, 2006 Project No.: 0103-05-0547 Mail Federal Express Hand Carried El Other: United Parcel Service Quantity Description 1 Final Plat for Lot Consolidation / Boundary Line Adjustment for LLE, LLC Route 11 Property 1 Copy of Boundary Line Adjustment Application I Copy of Lot Consolidation Application Comments: By: Michele L. Wilson c: May 12, 2006 Mr. Joe Knechtel, P.E. Potesta & Associates, Inc. 508 Front Royal Pike Winchester, Virginia 22602 COUNTY of FREDERICK Department of Public Works 540/665-5643 FAX: 546/ 678-0682 RE: Site Plan Comments - Gasmart, Inc., LLE, LLC, Route 11 Property Frederick County, Virginia Dear Mr. Knechtel: Upon roview of the revised site Mal; dated April 13, 2006, all of our previous comments have been addressed. Therefore, we recolrnnend approval of the revised site plan. Sincerely, —� Cow l� J e C. Wilder eputy Director JCW/rls cc: Planning and Development file CAProgram Pi1es\11'ordPcrfcct Office 1l\Rhonda\'I'G11PC011�1[sN"rS\gasnuu trcvspcomllcllcprop.�tipd 107 North Kent Street - Winchester, Virginia 22601-5000 ti qb Request For Site Plan Comments Frederick County Sanitation Authority Mail to: Frederick County Sanitation Authority Attn: Engineer Director P.O. Box 1877 Winchester, VA 22604 (540) 868-1061 nn��FCS� ll� �- " '[ J A N 2s 2006 ' I' '-Yv�•�--� i I Hand deliver to: MC k® 315 Tasker Road Stephens City, VA (540) 868-1061 IV . fie ft)�, Please fill out the information as accurately as possible in order to assist the agency with their review. Please attach two (2) copies of the site plan with this sheet. Applicant's Name: Address, Phone Number: Potesta and Associates, Inc. 508 Front Royal Pike Winchester Virginia 22602 (540)450-0180 Name of development and/or description of the request: 111. LLC is proposing to develop 3.77 acres of commercial property along Route 11 in Kernstown, Back Creek District, Frederick County, VA The proposed site layout is 16.245 sf of retail buildings on TM63-A-89, TM63-A-89A which are proposed to be merged into one parcel containing 1.77 acres. A 4.500 sf convenience store/gas station is proposed on TM63-A-92. Location of property: 2700 Block of Valley Avenue/Route 11, Kernstown, VA Frederick County Sanitation Authority's Comments: D �Q,E'U' /L/ l/ _ V! _ - 4 V'6 ti 4 jrA54 `�,&VD -Wk ; / FvGL 54/- voc /U gl4ll S CID O /C M �f. Ts S tniiatton kuthot its use only 1: ' 1 iF t l halms ,4) D Alto T 14 5.EWEi4 C4ZCell-471 17,"s 9 Control number SP05-0095R Project Name Gas Mart, Rt. 1 1 Property Address 508 Front Royal Pike Type Application Site Plan Current Zoning B2, B3 Automatic Sprinkler System Yes Other recommendation Emergency Vehicle Access Adequate Siamese Location C CENED 91710 Frederick County Fire and Rescue Department Office of the Fire Marshal Plan Review and Comments Date received Date reviewed Date Revised 1/26/2006 2/7/2006 Applicant Potesto & Associates, Inc. City State Zip Applicant Phone Winchester VA 22602 540-450-0180 Tax ID Number Fire District Rescue District 63-A-89,89A,92 11 11 Emergency Vehicle Access Comments Access Comments Recommendations Automatic Fire Alarm System Yes Requirements Hydrant Location Adequate Roadway/Aisleway Width Election District Back Creek Residential Sprinkler System No Fire Lane Required Yes Special Hazards No Additional Comments Hal, approv rl az� Resubmitted due to a change in an entrance io the property. Plan Approval Recommended Reviewed By Signature 1 Yes Jeffrey S. Neal !A,STitle PL� Ir t�i�"P 779E MAG SHAL9 RECERED �/131(:)& 42 Request For Site Plan Comments Frederick County Inspections Department Mail to: Frederick County Inspections Dept Attn: Building Official 107 North Kent Street Winchester, VA 22601 (540) 665-5650 9: DEC 2 7 2005 1 04Mk Wand deliver to: 107 N_ Kent Street, Suite 200 North Building, 2n" Floor Winchester, VA (540) 665-5650 Please fill out the infounation as accurately as possible in order to assist the agency with their review. Please attach one (1) copy of the site plan with this sheet_ Applicant's Name: Potesta and Associates, Inc_ Address: 508 Front Royal Pike Winchester, Virqinia 22602 Phone Number (540' 450-0180 d�.�. 9..LC rs M-�')^^-."'S to sqn 3.0 X axes aT �eemr�l Nye of development and11or description of the request Ply atang Rm 11 Qe Kerr=DaM Bark Cask ENSM>cC Fuedamek . @96p.- The pT s:e Ilayoul as 16,2245 sf at email huMmgs an B'Cz4£a:$AM, M$534 6 k 0trCh are prCpaSed o® be urged mVu aram gaca9 corz3m ag 177 aoas w m 5AUt0 sf ®ax¢mn nnv3 sftm4m5i , mm a pTapased an Location of property_ 2700 0kx* of Val AvenueRcute 11 • KemstOwn, VA Inspections Departm nfs Comments: [o .,n n, 4a e e � ecK a'i- ti � i�0�rY1 lI nspectidDS MpL.ILse OII]Y V _ Datereceived Date, revision d Date app" Incomplete:: N r Date reviemd r signatumand Date Signaturr:and Date (revision Jte' slc�� cfn a�Q �C� e'SPI t-�'�� 16 "( IVo Adc:ifi� a1 C n�e�f� R.ePUI`4 ry 7_1 Buildings comply with The Virginia Uniform Statewide Building Code and use group M (Mercantile) of the International Building Code //2003_ Note:( 2003 VUSBC// IBC was adopted Nov- 1.6 2005 however can utilize the 2000 edition up to one year from the date.) Other Code that applies is ICCIANSI A 1. 17-1-98 Accessible and Usable Buildings and Facilities. Tanks, signs and canopy shall comply with Use group Utility of the. IBC and NFPA 30. Demolition permit with asbestos inspection shall be required prior to the removal of any existing structures_ Accessibleparking and route to the building appears to be in compliance. All required egress from the buildings shalt be accessible. Man door locations are not shown on the plan at this time. Structural plans submitted for permit application shall be sealed by a licensed Virginia design. professional. and this type structure shall require special inspection. under Chapter 17 IBC. (soils, concrete, bolts, etc-) • t Request For Site Plan Comments Department of Planning and Development Mail to: Department of Planning and Development Attn: County Planner 107 North Kent Street Winchester, VA 22601 (540) 665-5651 Hand deliver to: 107 N. Kent Street North Building, 2nd Floor Winchester, VA (540) 665-5651 Please fill out the information as accurately as possible in order to assist the agency with their review. Please attach two (2) copies of the site plan with this sheet. Applicant's Name: Address: Potesta & Associates, Inc. 508 Front Royal Pike Winchester, Virqinia 22602 Phone Number: (540) 450-0180 LLE, LLC is proposing to develop 3.77 acres of commercial Name of development and/or description of the request: property along Route 11 in Kernstown, Back Creek District, Frederick County, VA. The proposed site layout is 16,245 sf of retail buildings on TM63-A-89, TM63-A-89A, which are proposed to be merged into one parcel containing 1.77 acres. A 4,500 sf convenience store/gas station is proposed on TM63-A-92. Location of property: 2700 Block of Valley Avenue/Route 11, Kernslown, VA Planning and Development's Comments: 15 0 0 March 3, 2006 Mr. Joe Knechtel, P.E. Potesta & Associates, Inc. 508 Front Royal Pike Winchester, Virginia 22602 CO Department of Planning and`DdVel"ftim nt 540/665-5651 FAX: 540/665-6395 Re: Preliminary Review Comments for GasMart-LLE Site Plan Property Identification Number (PIN): � ;--� - �,�t, S--(N , o, 2L Dear Mr. Knechtel: Planning Staff has reviewed the above -referenced site plan to cletermine if administrative approval can be granted. At this time, administrative approval cannot be granted. This site plan is denied until the issues in this letter, as well as all issues of the other review agencies, have been adequately addressed. Please review Staffs comments listed below and then prepare a revised site plan which adequately addresses each concern. Review Comments: 1) Special Limited Power of Attorney Form. Please have the property owner sign the attached Special Limited Power of Attorney Dorm prior to further review or approval. This form should be notarized and completed to grant the applicant (you) with authorization to represent them for this site plan. 2) Ma>;isterial District. This property is within the Shawnee Magisterial District, not Back Creek. 3) Lot Consolidation/I3oundary Line Adiust►nent. Please note that the lot consolidation and BLA must be completed and recorded prior to this plan being approved. The site plan currently shows existing property lines that are going to be removed and the new property line. Once the plats are approved for the revisions, the site plan should only include the new property line. 4) Parking Calculations. On the coversheet miler site calculations, provide the parking calculations being used (1/200sf-retail). S) Landscaping Calculations. On the coversheet, revise the interior landscapllig calculation as indicated. 6) Notes. On sheet 3 Wider notes, note 4 appears to be referring to the Harley Davidson storage building site plan. 7) Railroad. Provide a legal reference for the railroad casement. 8) Sil4im!e. The plan shows the location for the two nionunient signs. The proposed height and square footage of these signs should be provided also. 107 North Dent Street, Suite 202 0 Winchester, Virginia 22601-S000 Page 2 . Mr. Joe Knechtel, P.E. Review Comments for GasMart-LLE March 3, 2006 9) Entrance. Revise the entrance to show the changes discussed on February 24"i. 10) Shared Entrance. Since the full entrance is located on the GasMart site, an easement should be placed over the entrance and language included on the site plan, as Nvell as recorded to ensure that everyone associated with this development is able to utilize the full entrance. 11) Sidewalks. Since Building B has a lot of parking located along the rear of the site, the sidewalk needs to be extended (with a ramp) as indicated on sheet 3. 12) Bike Path. Label the path as ten foot asphalt bike path. A detail for the path needs to be provided in the plan. 13) Driving Lanes. Building A has a fire lane in front and Building B has a fire lane at the side; both of these fire lanes infringe on the driving lanes. The fire lane cannot be within the required driving lane area. 14) Symbols. There is a symbol shown rUlllling along the eastern property line that appears to be a fence. Label this symbol or include it in the legend. 15) Hedge Row. Provide a four foot hedge row as indicated on sheet 4. 16) Zoning District Buffer. The buffer shown along the northern property line does not appear to meet three trees per ten linear feet. On sheet 4, provide a calculation of the linear footage of this buffer area and the amount of required trees. Also, a six foot board -on -board fence is required along this property line. 17) Tree Location. Some of the trees shown on sheet 4 appear to be on top of utility lines along the eastern property line. 18) Fence Detail. There is a fence detail provided for the dumpster sites, but not for the buffers. Provide a fence detail for the buffer fences or label the dumpster fence as also being used for buffers. 19) Dumpsters. Label the dumpster behind building "B" as "to be used by both "A" and "B". After you have revised the site plan, please I•esubmit one copy so that I may verify the information contained on the plan. i will need all approved review agency comment sheets and at least five copies of the final plan for approval. Comment sheets are required from the following agencies: the Frederick Counly Ins/)ections Deparhnenl, the Frederick County Department of Public 141'orks (Counly Engineer), the Frederick County Fire A7arshal, the Frederick County Sanitation Authority, and the Virginia Department of Ti•anspoi-IcWon. Sincerely, Candice E. Perkins Planner II cc: LLE, LLC, 1830 Plaza Drive, Winchester, VA 22601 Ervin Development Corporation, 1830 Plaza Drive, Winchester, VA 22601 CEP/bad Attachment AM POTESTA 508 Front Royal Pike, Winchester, VA 22602 ■ Phone: (540) 450-0180 • Fax: (540) 450-0182 To: Candice Perkins, Planning Director Frederick County Planning Departniciit 107 Kent Street Winchester, Virginia 22601 • Transmittal Letter Date: March 30 2006 Project No.: 0103-05-0547 Sent Via: Mail Federal Express United Parcel Service Hand Carried Other: Quantity Description 1 8 '/2 x 11 - LLE, LLC/GASMART Site Plan 1 $877 Check for Site Plan Review Fee (Made Payable to Treasurer of f-redcrick County) Remarks: By: Michele L. Wilson (+' c: ?n Document Approval Form PLEASE REVIEW THE ATTACHED DOCUMENT. IF THIS DOCUMENT MEETS YOUR APPROVAL PLEASE INITIAL AND PROVIDE THE DATE AND TIME OF YOUR APPROVAL. IF THIS DOCUMENT DOES NOT MEET YOUR APPROVAL PLEASE PROVIDE COMMENTSAS TO WHAT YOU WOULD LIKE TO HAVE COMPLETED. INITIALS DATE & TIME C dice Bernie Mark Susan Eric Mike Kevin John COMMENTS: L3-A-Eck . --A,-'�S0,A, L,--?A - <i Received by Clerical Staff (Date & Time):