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36-06 Kernstown Bus. PK. No. 4 - Commercial -Retail - Back Creek - Backfile (2)
PLEASE NOTE: THE SITE PLAN ASSOCIATED WITH THIS FILE ARE LOCATED IN THE FILE ROOM 19 Date: SITE PLAN TRACKING SHEET ©� File opened Reference Manual updated/number assigned 6//,)X3(v D-base updated File en to Renee' to update Application Action Summary CLOSE OUT FILE: Approval (or denial) letter mailed to applicant/copy made for file 6�P File stamped "approved", "denied" or "withdrawn" 940 Reference Manual updated D-base updated �•No4 File given to Renee' for final update to Application Action Summary U C U:\Bcv\Common\Tracl:ing shcets`Sitc Plan Tracking wpd Rcvised 02/07/03 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 Department of Planning & Development will review the application to ensure that it is complete 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: Frederick County Department of Planning & Development Department of GIS (Geographic Information Services) Frederick County Sanitation Authority Frederick County Building Inspections Department Frederick County Department of Public Worl s Frederick County Fire Math a 1 Frederick County Health Department Frederick County Department of Parks & R.ecreation Virginia Department of Transportation (VD07) City of Wmchester Town of Stephens City Town of Middletown Frederick County / Winchester AirportAuthority r� (2) One (1) copy of the Site Plan application form. c/ (3) Payment of the site plan review fee. (4) One (1) reproducible copy of the Site Plan (if required). �r y 0 m c 0 iI� tll (�D�ATE RECEIVED FROM ��}crY� `"�`7`2�hl� ` - /ADDRESS t� � i'�0�- IDA W`IM� V0. LI I DOLLARS $ FOR �C �ln I(���1Yi�Yl o-% Li. rPMA 5 - A -02 • ■ ■ -• r AMT.OF CASH ACCOUNT I I AMT. PAID !Z '- CHECK BALANCE I MONEY DUE ORDER BYv %� STORMWATER MANAGEMENT AND ENGINEERING CALCULATIONS BRIEF Kernstown Business Park/Lot #4 Site Development for Commercial Property Back Creek District, Frederick County, Virginia Prepared for: Ervin Development Corporation 1830 Plaza Drive Winchester, Virginia 22601 Prepared by: Potesta & Associates, Inc. 508 Front Royal Pike Winchester, Virginia 22602 Phone: (540) 450-0180 Fax: (540) 45( E-Mail: potesta@potesta.com , Project No. 0103-05-0532-001 June 2006 NL`j'y oF, L Ids V1 J. KNECHTEL No.0 2 0 Af ti CNA.L (This document contains 10 pages, plans (ippendices.) � POTESTA 0 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.....................................................................3 2.2 Underground Detention Hydraulics.........................................................................5 2.2.1 Storm Sewer................................................................................................ 6 2.3 Downstream Channel...............................................................................................6 2.3.1 Drainage Ditch at Cross Section 1.............................................................. 6 2.3.2 15-inch Reinforced Concrete Pipe.............................................................. 7 2.3.3 Drainage Ditch at Cross Section 2.............................................................. 7 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 and Downstream Channel Calculations ............................................... APPENDIX D SWlvf and Engineering Calc Brief for Kernstown Business Park Lot #4 (0103-05-0532-001), hme 2006 STORMWATER MANAGEMENT AND ENGINEERING CALCULATIONS BRIEF Kernstown Business Park/Lot #4 Site Development for° Commercial Property Back Creek District, Frederick County, Virginia ' 1.0 INTRODUCTION L L F Ervin Development is proposing to develop 1 acre of commercial property in Kernstown Business Park (Lot 4). It is located on Prosperity Drive, off of U.S Route 11, Back Creek District, Frederick County, Virginia. The site is mapped as TM 74-A-2N. The proposed site layout is 10,324 square feet of retail building. Landscaping will be provided on approximately 23% of the entire site. The proposed site will have one proposed full entrance accessing Prosperity Drive (State Route 1129). 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 drainage ditch for Prosperity Drive to the south of the site capable of conveying a 10 year storm. This calculation brief will summarize the engineering design used to determine the stormwater drainage and SWM of the proposed site. 2.0 DDSIGN OF STORIVIWATER 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 II, 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 relatively flat piece of land, containing slopes toward the north between 1 to 8 percent. Currently the site is vacant and considered meadow/grass (non - grazed) and in good condition. In the pre -development condition, this site contains two drainage areas of 1.12 acres. Pre -development Drainage Area One (Pre DA-1) includes approximately 80 percent of the site and its stormwater runoff drains toward adjacent properties to the north (Prosperity Mall and a self SWNi and Engineering Calc Brief for Kernstown Business Park Lot #4 (0103-05-0532-001), June 2006 Page 1 storage lot). Drainage Area Two (Pre DA-2) includes the remaining 20 percent of the site. Its stormwater runoff drains to the south toward a roadside drainage ditch. The site's post development condition contains three drainage areas that equal 1.12 acres. The stormwater runoff firm Drainage Area One (Post DA-1), which contains most of the proposed impervious area, will drain to two drop inlets which route the stormwater to the underground Rain Tank storage. Drainage Area Two (Post DA-2) and Drainage Area Three (Post DA-3) stormwater runoff will flow uncontrolled toward the roadside drainage ditch. All drainage eventually reaches an unnamed tributary of Opequon Creek located approximately 0.1 miles to the southeast of the site. The soils contained in this site were determined to be Carbo-Oaklet silt loams (6C). The hydrologic soil group NRCS classification is "C" (See Appendix I3). Source - United States Department of Agriculture - Soil Conservation Service, "Soil Survey of Frederick County, Virginia." Infiltration of stormwater 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 Pre -Development Drainage Area (Pre — DA1) This drainage area is approximately 0.89 acre. The runoff from this drainage area flows to the northern corner of the property. The pre -development conditions of this site are as follows: ♦ Meadow grass (non -grazed) in good condition, CN of 71= approximately 0.89 acres Supporting data can be found in Appendix A, B and C. Results are summarized below. Description 2 Year 10 Year 100 Year Area acres 0.89 0.89 0.89 Tc hrs. 0.307 0.307 0.307 CN Soils Group C 71 71 71 Peak Discharge cfs 0.68 1.97 3.54 SWM and Engineering Calc Brief for Kernstown Business Park Lot 1/4 (0103-05-0532-001), June 2006 Page 2 Pre -Development Drainage Area (Pre DA-2) This drainage area is approximately 0.23 acre. The runoff from this drainage area flows to the roadside ditch at the southern corner of the site. ♦ Meadow grass (non -grazed) in good condition, CN of 71 = approximately 0.23 acre. These conditions in a class "C" soil yield a Curve Number (CN) of 71. Supporting data can be found in Appendix A, B and C. Results are summarized below. Description 2 Year 10 Year 100 Year Area acres 0.23 0.23 0.23 Tc hrs. 0.143 0.143 0.143 CN Soils Group C 71 71 71 Peak Discharge cfs 0.23 0.65 1.17 Summary of Predevelopment Discharges are summarized below. Description 2 Year 10 Year 100 Year Total Pre DA 1 and DA2 - 0.91 2.62 4.71 Peak Discharge cfs 2.1.2 Post Development Conditions The sites' post development condition will contain three drainage areas, one controlled and two uncontrolled. Post Development Drainage Area 1 (Post DA-1) Post DA-1 contains 0.83 acres and contains most of the proposed impervious area. This drainage area's stormwater runoff will drain to an underground Atlantis Raintank detention system via storm sewer pipe. The discharge of this SWM system from post DA-2 will be designed to compensate for the uncontrolled post development flows from Post Development Drainage Areas 2 and 3 so that the total Post Development storm runoff will be less than or equal to the total pre -development flow. Post DA-1 conditions are: ♦ Impervious -Pavement, CN of 98 = 0.053 acre ♦ Grass -Good condition, CN of 74 = 0.097 acre SWM and Engineering Cale Brief for Kernstown Business Park Lot #4 (0103-05-0532-001), June 2006 Page 3 These conditions in a class "C" soil yield a Curve Number (CN) of 96. Supporting data can be found in Appendix A, B and C. Results are summarized below. Description 2 Year 10 Year 100 Year Area acres 0.824 0.824 0.824 Tc hrs. 0.35 0.35 0.35 CN Soils Group C 96 96 96 Peak Discharge cfs 2.07 3.49 4.97 ' Post Development Drainal4e Area 2 (Post DA-2) ' Post DA-2 contains 0.15 acres of the site, and includes portions of the property that are not within the curb and gutter of the parking area as well as the proposed entrance. The drainage area flows uncontrolled to the drainage ditch along Prosperity Drive. iPost DA-2 conditions are: ' ♦ Impervious -Pavement, CN of 98 = 0.053 acre ♦ Grass -Good condition, CN of 74 = 0.097 acre This condition in class "C" soils yields a Curve Number (CN) of 82. Supporting data can be found in Appendix A and C. Results are summarized below. i Description 2 Year 10 Year 100 Year Area acres 0.15 0.15 0.15 Tc hrs. 0.1373 0.1373 0.1373 CN Soils Group C 82 82 82 Peak Discharge cfs 0.29 0.63 1.01 Post Development Drainal4e Area 3 (Post DA-3) Post DA-3 contains 0.13 acres of the site that is not within the curb and gutter perimeter of the parking areas. This drainage area flows uncontrolled to the north. Post DA-3 conditions are: ' ♦ Grass -Good condition, CN of 74 = 0.13 acre. This condition in class "C" soils yields a Curve Number (CN) of 74. Supporting data can be found in Appendix A and C. Results are summarized below. Description 2 Year 10 Year 100 Year Area acres 0.13 0.13 0.13 SWM and Engineering Calc Brief for Kernstown Business Park Lot IM (0103-05-0532-001), June 2006 Page 4 Description 2 Year 10 Year 100 Year Tc hrs. 0.083 0.083 0.083 CN Soils Group C 74 74 74 Peak Discharge cfs 0.17 0.45 0.78 Description 2 Year 10 Year Pre DA-1 0.68 1.97 Pre DA-2 0.23 0.65 Total: 0.91 2.62 Post DA-2 and DA-3 Uncontrolled 0.46 1.08 Target (c s): 0.45 1.54 2.2 Underground Detention Hydraulics An Atlantis@O 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 drainage areas are less than or equal to the pre development discharge rates. The calculated reduced discharge rates from the Atlantis Raintank system are 0.34 cfs (2-year storm) and 1.37 cfs (10-year storm.) 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 at the west side. The top of curb elevations along the west parking lot perimeter, are approximately 2.0 feet below the lowest building elevation. The Atlantis Raintank system will be constructed from 1292 single tank cells to dimension of 152.8 feet long by 25.4 feet wide. A single cell dimension is 1.48 feet high by 1.33 feet wide by 2.25 feet in length. The system will be constructed from 760.5 feet elevation to a top of 762.0 feet elevation, and will slope toward the outlet at 0.15 percent. 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 this tanks system allows for a pavement elevation of greater than 764 feet of elevation. There will be one 15 inch HDPE storm sewer draining into the tank system. This storm sewer will be plumbed to a Nyloplast Drain Basin to catch and filter debris. Three cleaning points consisting of 8 inch diameter PVC mounted vertically into the tariks, with top flush with pavement grade, shall be placed equidistance apart. These will allow for cleaning of tank. The outlet structure will consist of a cast in place concrete basin adjacent to the rain tank, with a 0.33-foot diameter orifice at an elevation of 760.5 feet and a 0.4-foot by 1.00-foot rectangular orifice at an elevation of 761.6 feet. A 10inch HDPE culvert will drain this structure to the drainage ditch. The culverts inlet invert will be 760.4ft elevation and outlet invert will be 760.0 foot elevation. A riprap (d50 = 6 inch) outlet protection will be constructed at the outlet of this culvert. A manufacturer's representative will be on site to oversee the installation of the Raintank system. See Raintank worksheet in Appendix C. SWM and Engineering Cale Brief for Kemstown Business Park Lot #4 (0103-05-0532-001), June 2006 Page 5 1 I U The Raintank detention hydraulics summary is below. Supporting data is included in Appendix C. Description 2 Year Post 10 Year Post 100 Year Post Detention Volume ac-ft 0.084 0.126 0.132 Peak Inflow cfs 2.07 3.49 4.97 Peak Outflow cfs 0.34 1.37 *NA Peak Target Outflow (cfs) Pre DA - Post DA 2 0.44 1.51 *NA Peak Storage Elevation ft 761.45 76193 *NA Released into the parking lot with 100-year storm overtopping the curb approximately 2.0 feet 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 building to the drop inlet located at the western perimeter of the parking lot. The 10 year storm peak runoff to 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. See Appendix D for calculations, drainage map and summary table. 2.3 Downstream Channel The drainage ditch along the north side of Prosperity Drive will collect the outfall from our SWM system as well as the stormwater flow runoff from, crown -to -shoulder, of Prosperity Drive, and the lots to the south of the subject site. This ditch has been evaluated to determine its adequacy to handle an increase in a 10 year stormwater runoff due to the development of the subject site, by looking at the minimum cross sections of the ditch and the 15-inch RCP culvert under the entrance for Affordable Dentures. The lots south of the subject site are vacant except for Lot # 2 (Affordable Dentures). For this evaluation, it is assumed that the stormwater management for Lot # 2 manages the post development peak flow for a 10 year storm to its pre development peak flow. We also assume that it captures the whole developed site and releases it to the ditch. The Rational Method was used to evaluate the flows from the above mentioned lots to the ditch. The ditch is grass lined with an assumed Manning's value of 0.03. Using Culvertmaster a and Flowmaster a and working Drawing 0103-05-0532-001-02, we determined that the ditch, as well as the culvert, has the capacity to handle the peak 10 year flow. See Appendix D for drawings, calculations and Culvertmaster© and FlowmasterOO printouts. 2.3.1 Drainage Ditch at Cross Section 1 The same drainage area used for the 15-inch reinforced concrete pipe calculations was used for this SWIA and Engineering Cale Brief for Kernstown Business Park Lot 1/4 (0103-05-0532-001), June 2006 Page 6 x-section. This gives a conservative estimate of the 10-year peak flow. This portion of the drainage ditch takes in the peak discharge from the SWM facility from subject site as well as the stormwater runoff from a portion of vacant Lot #5. See Flowmaster ii printouts, calculations and POTESTA Drawing 001-02 "Downstream 1" in Appendix D. ♦ 10 Year Flow - 2.84 cfs ♦ Minimum Cross Section Left Side - 5:1 Right Side - 5:1 - Slope - 1.6 Percent ♦ Estimated Freeboard - 0.51 feet ♦ Velocity - 2.41 fps 2.3.2 15-inch Reinforced Concrete Pipe The 15-inch reinforced concrete pipe (RCP) flows under the entrance to "Affordable Dentures" on Lot #2, and is 110 feet long. This culvert passes the peak discharge from the SWM facility from subject site as well as the stormwater runoff from a portion of vacant Lot #3. The maximum headwall is determined to be the elevation at the shoulder of Providence Drive at the inlet invert. See CulvertmasterOO printouts, calculations and POTESTA Drawing 001-02 "Downstream 1" in Appendix D. ♦ 10 Year Flow - 2.84 cfs ♦ Maximum Allowable Headwall - 758.7 ♦ Computed Headwall - 757.46 ♦ Slope - 3.7 Percent 2.3.3 Drainage Ditch at Cross Section 2 This drainage area takes in all the lots south of the subject site that flows to the drainage ditch. This portion of the drainage ditch takes in the peak discharge (at pre development rates) from the SWM facilities from the subject site and Affordable Dentures - Lot #2, as well as portions of vacant lots #3 and #1 that flows to the ditch. See Flowmaster© printouts, calculations and POTESTA Drawing 001-02 "Downstream 1" in Appendix D. ♦ 10 Year Flow - 8.64 cfs ♦ Minimum Cross Section Left Side - 4:1 - Right Side - 4:1 Slope - 1.3 Percent ♦ Estimated Freeboard - 0.2 feet ♦ Velocity - 3.08 fps SWM and Engineering Calc Brief for Kemstown Business Park Lot //4 (0103-05-0532-001), June 2006 Page 7 No. Date Revlelon CAD01-01 o• LEGEND 1 SYMBOL DESCRIPTION RSB 9!85EXISTING CONTOUR MAJOR !� / \ j`--� MIN- / PROSPERITY PROPERTIES, LLC EXISTING CONTOUR MINOR P/N 75-A-2A/ / // t .! KJK / - - EXISTING PROPERTY LINE ZONE' 8-3 / �-�-^"n,-^. Approved /N57RUMENTj 020020227 / r,•E- 'r'0 �' EXISTING TREES TO BE REMOVED AND REPLACED AS NOTED -• Vi-----•-•• EXISTING WATER LINE CURRENT USE. COMA/ERC/AS/ / / p� "'---�� /^y WITH BUFFER OF 3 TREES PER 10 FEET.e ' EXISTING WATER GATE VALVE RETAIL /`/ '/ / P jry',, /� V / '/ as "'•�,yv JUNE 200E / —G EXISTING GAS LINE / ' / \ uQe• / S EXISTING SANITARY SEWER LINE / iihl % �• �Ge*''r r 1\ ` OS fo0O53Y�001 / c EXISTING ELECTRIC LINE �„ ; / � .tea .� �1� / r / ,:"' S •-� l- H VANCO, LLC / / / J�' / ���' -'' / � `•� ~�i^-max,..,\ 4 I: n m PIN 75-A-68-41 70 N DEED BOOK969 PACE 1197 p ► n / / / •� r/ �� \` '�® CURRENT USE.•AGE COMM£RC V �4 E / � � � • / '� STORUNITS /EC�i F, ��� i' / c0 .^. / 00 $ C -� / / V� zr / / �c SHEET - 10ti 0 1.25%� a c / tiTCONC =✓130' ® 4.4% C\ UNPAVED W\ � `` FH \ / / / / r / /�� �,. ��.,�!/ / / / / `ee�J/ � �•, sAD£CNZADEH, MOHSEN Al PIN 5 /�/ y, /r / AREA DA1 ; f IzoNE 6-2 -) / 0.89 AC ---- �^ �\ \ DEED BOOK7631 PAC£ 35B CURRENT USE. VACANT �\ f`H :' ' • '/ // ATLAS PHOR7yIHC.".':.�% f /ZONE 82 INSTRUMENT j: O 21867 ..'`,,✓ , CURRENT US, S AGINT PROP= USE., MMERCUVRETA/L r t. I � � \ aq• / i uJ > N �\ tt�� �'� ` Spy" GPI t4�� \\ '�� ` 0 > \j t '�• ��dF \ l �r''G+ .r^' /' PARK CEMFR LLC CCW > Q Via" 75-A-2D / Q W -1 I- ' zONE B-2 / Z n- Lu IN57RUAIEW 11S32v Z O S \ \ G ar• .,/ CURRENT USE: VAGNT REA DA2 > U CRIDER AND SHOCKEY, INC. OF WV �`r '> \• -� F 0•22 AC /�j� -% W 3 PIN 75-A-21 ZONE B-J '\c \ l/ ``\a \`/iQ \ ���� /// f v cc INSTRUMENT j13357 \ t- Js T..a TSFiT\'- .0' CURRENT USE: COMMEBCUL TC� lA U \/ \ \s SANR EWER CLEANOUTS \ Q O� V > o V 1f1� `;zp �'�Z,i Z En I-- F- `..� N 0 z \ ��i�\ �� •SS 4\,\y\ 0 CRAPHIC SCALE Z.On w U eo 10 0 w Z' U s 0;5 oc J L) 0 / BEAN PROPERTIES, LLC W N U PIN 75-A-2J `tp�V'<'`•,., LLJ L>JJ Z m Ex ZONE 9-2 \ L' INSTRUMENT 416037 waPIno 1 w w CURRENT USE.- COMMERCU<,/ \ �' �. Se Cz / RETAIL L ` .� Y\ R1SE TOP I"Wl Y MApp/NG WAS PREPARED BY POTESTA d' AS OC64TES /NC. FROM VAR/OUS f1EL0 SURVEYS 4. PRELIMINARY Dro.,;n9 No. 001-04 No. Date ReWeion CAp�Np, / LEGEND \ `) RSB / I Down ' SYMBOL DESORPTION i \� MIN EXISTING CONTOUR MAJOR //�\ r %�•�;� eo e / EXISTING CONTOUR MINOR / / It `` �( `KJK , Approved / EXISTING PROPERTY LINE / // I'\•+r/-�•.�-�V� / NOTED EXISTING WATER LINE / / // ��-•-"�C�� EXISTING WATER GATE VALVE /' `~� '- !; /-'� �4. APRIL 2006 /l / ` --Oat,. / EXISTING GAS LINE / / //s• '(! "* \ 05-0532-001 / EXISTING SANITARY SEWER LINE .�/� Cvv AGO !'a �/ / .. HEE" . 45' 0 7.78% EXISTING ELECTRIC LINE /` //-�\'=� / / �;':; _-' y 'v��„� ri EXISTING FENCE LINE W PROPOSED WATER LINE / G PROPOSED GAS LINE / / dk•V~ �; ...x - �� - !"r/ "��•,, '^� q / S PROPOSED SANITARY SEWER LINE u i 1 / W PROPOSED WATER LINE / �/ Ja. '!a"`` M1J •'S /"� ' '� ,/ "� ` ';., O PROPOSED SANITARY SEWER CLEANOUTo�\4- - I8j PROPOSED WATER LINE GATE VALVETo • PROPOSED WATER METER / PROPOSED STORMWATER CURB INLET HE —too' ® 1 % e PROPOSED STORMWATER PIPE\ z Y �TC'HAN� '6"0' 0 r t < 1 1 K e a ( h+i LLJ CLO � l AREA DA1 0.82 AC uJ \ \ _ w > a \ EA 2 \/y ACV \r\�� �d y �\° /►$ �� OQ> w w Fw- y d on w co W 3 CL - ,, i a Z ad SA, : k"' '£EWFR CL.T_4NCUTS / / %t w CL V > Z N OC s Tw m wW v cxdrarc SCALE 65'(9 Sy vrio w Z Old �.e TCHAN = 140' ® 1.4% / •a O OG Lu LLI I- a U Lu BASE TOPOGRAPHY MAPPING WAS PREPARED BY POTESTA k ASSOCIATES, INC. FROM VARIOUS FIELD SURVEYS. \ ` ¢� PRELIMINARY • / orawlnq Na. Fi County Kiosk: Powered By Freeance 4.1.1 - TDC Group Inc. Page 1 of 1 Current Map Tool: Recenter Click or drag the map to pan. Search This Map Roads Tax Map Address Property Owner Subdivision Overview Map Map Legend Roads Buildings Parcels f,+► County Boundary 0 'towns Customize This Map Base Map Planning Enviromental Political http ://gis.co. frederick.va.usiFreeancelClientIPublicKioskl lindex.html?appconfig=Political 5/30/2006 Frederick County, Virginia 17 moderate limitation to use of logging equipment. Erosion 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 f this soil for community development. This soil is in capability subclass Ile. 5C—Carbo silt loam, 7 to 15 percent slopes. This Oil is moderately deep, strongly sloping, and well rained. It is on uplands. Slopes are smooth. Areas of he soil are irregularly rectangular or long and winding. They range from 5 to 50 acres. Typically, the surface layer is yellowish brown or dark ellowish brown silt loam about 9 inches thick. The subsoil, about 17 inches thick, is mostly strong brown, ii�irm clay. Bedrock is at a depth of 26 inches. Included with this soil in mapping are small termingled areas, generally less than 3 acres each, of Chilhowie and Oaklet soils. Chilhowie soils are near lope breaks and on low ridges. Oaklet soils are catered 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. IPermeability in this Carbo soil is slow, and the vailable water capacity is moderate. Runoff is medium. The erosion hazard is severe. The surface layer is friable nd easily tilled when moist, but breaks up into clods if he soil is tilled when too wet or too dry. Natural fertility medium, and organic matter content is low. The 'shrink-swel9 potential in the subsoil is high. The root one extends to a depth of about 26 inches. The surface aver and subsoil are strongly acid to neutral. Most areas of this soil are used for cultivated crops, 'ay, and pasture and as orchards. A few areas are used s woodland. This soil is fairly well suited to cultivated crops. Crops espond well to lime and fertilizers. Using conservation page, growing cover crops, including grasses and gumes in the cropping system, and crop residue Wagement help to increase the organic matter content to improve soil tilth, to reduce crusting, to increase ier infiltration, and to control erosion. R is soil is well suited to hay and pasture. Establishing maintaining a mixture of grasses and legumes and '`enting overgrazing are major pasture management neerns. Overgrazing causes surface compaction and creases runoff and erosion. Using stocking rates within {eying capacity, deferred grazing, using rotation zing, and liming and fertilizing help to maintain a good an'I of grasses and legumes, to reduce runoff, and to t of erosion. Liming is needed to offset the acidity of oil. Fertilizing generally is required to increase the rt of available nutrients in the soil. otential productivity for trees on this soil is atety high. The rate of seedling mortality is -`te. The low strength of the clayey subsoil is a 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 `l 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 severely eroded soils that have a surface layer of silty clay or clay. Permeability in the Carbo and Oaklet soils is slow, and the available water capacity is moderate. Runoff is medium. The erosion hazard is severe. The surface layer breaks into clods if these soils are tilled when too wet or 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 Carbo 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, matter content and to improve soil tilth, to reduce crusting, to increase water infiltration, and to control erosion. These soils are moderately 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. 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 these Soils is moderately high. Rock outcrops and the low strength of the clayey subsoil are moderate limitations to the use of logging equipment. Erosion is a hazard on logging roads and skid trails. On the Carbo soils, the rate of seedling mortality is moderate. Rock outcrops, permeability, and shrinking and swelling are the main limitations to use of these soils for community development. On the Carbo soil, depth to bedrock is also a limitation. These soils are in capability unit IVe. 7C—Carbo-Oaklet-Rock outcrop complex, 2 to 15 percent slopes. This map unit consists of moderately deep and deep, gently sloping and strongly sloping, well drained soils and areas of rock outcrops on undulating and rolling landscapes in the valley. A typical area of this map unit is about 35 percent Carbo soil, 30 percent Oaklet soil, 25 percent areas of Rock outcrop, and 10 percent other soils. Areas of the map unit are irregularly shaped. They are about 300 to 4,500 feet long. They range from 3 to more than 100 acres. The Carbo and Oaklet soils and areas of Rock outcrop 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 about 9 inches thick. The subsoil, to a depth of about 26 inches, is mostly yellowish brown, firm clay. Limestone bedrock is at a depth of 26 inches. Typically, the surface layer of the Oaklet soil is dark yellowish brown silt loam about 7 inches thick. The subsoil, to a depth of 60 inches or more, is strong brown and yellowish brown, firm clay. Included with these soils in mapping are small intermingled areas of Chilhowie soils. Chilhowie soils have a subsoil at a depth of less than 20 inches. Also included are a few areas of soils that have slope of more than 15 percent and a few areas of severely eroded soils that have a surface layer of silty clay or clay. Permeability in these Carbo and Oaklet soils is slow, and the available water capacity is moderate. Surface runoff is medium to rapid. The erosion hazard is severe. Tillage on these soils is impractical because of rock outcrops. The shrink -swell potential in the subsoil is high. The root zone extends to a depth of about 36 inches in Soil Survey the Carbo soil and about 60 inches in the Oaklet soil. Commonly, the Carbo soil is neutral and the Oaklet soil is strongly acid to mildly alkaline." Natural fertility is medium, and organic matter content is low. Nearly all areas of these soils are used as woodland and pasture. These soils are not suited to cultivated crops because rock outcrops interfere with tillage. These soils are poorly suited to hay and pasture. The soils tend to be droughty during dry periods. Potential productivity for trees on these soils is moderately high. Rock outcrops and low strength during wet periods limit the use of logging equipment. The rate of seedling mortality is moderate on the Carbo soil and slight on the Oaklet soil. The windthrow hazard on both soils is slight. Rock outcrops are the main limitation to use of these soils for community development. These soils are in capability subclass Vls. 8B—Chilhowie silty clay loam, 2 to 7 percent slopes. This soil is moderately deep, gently sloping, and well drained. It is on smooth or convex slopes in the valley. Slopes are smooth and commonly complex and about 1,000 to 4,000 feet long. Areas of this soil commonly follow the hilltops and are long and winding. They range mainly from about 3 to 60 acres. Typically, the surface layer is dark yellowish brown silty clay loam 7 inches thick. The subsoil is brown and dark yellowish brown clay about 10 inches thick. The substratum, to a depth of 27 inches, is yellowish brown very channery silty clay. Limestone bedrock is at a depth of 27 inches. Included with this soil in mapping are small intermingled areas, generally less than 3 acres each, of Carbo and Oaklet soils. Carbo and Oaklet soils are in the nearly level to concave areas in this map unit. Also included are small areas of severely eroded soils and scattered areas of rock outcrops. These included soils and areas of rock outcrops make up about 20 percent of the map unit. Permeability in this Chilhowie soil is slow, and the available water capacity is very low. The erosion hazard is moderate. Runoff is medium. 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 high, but organic matter content is low. The shrink -swell potential in the subsoil is high. The root zone extends to a depth of about 27 inches. The surface layer and subsoil commonly are slightly acid to mildly alkaline. Bedrock is at a depth of 27 inches. Most areas of this soil are used for cultivated crops, hay, and pasture and in urban use. A few areas are used as woodland. This soil is poorly suited to cultivated crops. It is droughty during the growing season. Crops respond well to lime and fertilizers. Using conservation tillage, growing USDA Natural Resources Conservation Service SOIL SURVEY OF FREDERICK COUNTY, VIRGINIA Virginia Frederick N Meters Feet 0 5 10 20 0 25 50 100 150 200 Web Soil Survey 1.1 5/24/2006 National Cooperative Soil Survey Page 1 of 3 �r rl rr Ir r r rr �r r� r� r■ �Ir ■r � r � r rr r SOIL SURVEY OF FREDERICK COUNTY, VIRGINIA MAP LEGEND MAP INFORMATION Soil Map Units o Cities Source of Map: Natural Resources Conservation Service Detailed Counties Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Detailed States Coordinate System: UTM Zone 17 Interstate Highways Roads Soil Survey Area: Frederick County, Virginia —+-- Rails Spatial Version of Data: 1 r® water Soil Map Compilation Scale: 1:15840 Hydrography Oceans AYAYAYN Escarpment, bedrock v~Avnv. Escarpment, non -bedrock Gulley unnuuuut Levee . . - Slope v Blowout ® Borrow Pit 01 Clay Spot ♦ Depression, closed Eroded Spot x; Gravel Pit Gravelly Spot t Gulley Lava Flow ® Landfill Map comprised of aerial images photographed on these dates: lj� Marsh or Swamp 3/24/1997; 4/2/1997 O Miscellaneous Water v Rock Outcrop + Saline Spot Sandy Spot 3, Slide or Slip 0 Sinkhole 0 Sodic Spot The orthophoto or other base map on which the soil lines were compiled and � Spoil Area digitized probably differs from the background imagery displayed on these maps. o Stony Spot As a result, some minor shifting of map unit boundaries may be evident. O Perennial Water USDA Natural Resources Wet Spot Conservation Service Web Soil Survey 1.1 National Cooperative Soil Survey 5/24/2006 Page 2 of 3 Soil Survey of Frederick County, Virginia Map Unit Legend Summary Frederick County, Virginia Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI a bo-OaklcEs lt` tiams`'ye 1 2;< 6C, C r ry, iock ' '2 to;k5 croci t'shi' ics 8B Chilhowie silty clay loam, 2 to 0.0 0.1 7 percent slopes USDA Natural Resources Conunallon Smice Web Soil Survey 1.1 National Cooperative Soil Survey 5/24/2006 Page 3 of 3 PRE -DEVELOPMENT HYDROLOGY (DA-1) Job rile: C:\PONDPACK\PRE DA-1.PPW Rain Dir: C:\PONDPACK\ JOB TITLE Project Date: 5/19/2006 Project Engineer: MIHoward Project Title: KERNSTOWN BUSINESS PARK Project Comments: PRE DA-1 SIN: D4YXYWH52373 PondPack (10.00.016.00) 1:44 PM Bentley Systems, Inc. 6/5/2006 i Table of Contents i ********************* MASTER SUMMARY ********************* Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY ******************* FREDERICK CO.... Design Storms ...................... 2.01 FREDERICK CO.... Pre 2 Design Storms ...................... 2.02 ******************* TC CALCULATIONS************r****+ SUBAREA 10...... Tc Calcs ........................... 3.01 t*********x*********t CN CALCULATIONS*****+************ SUBAREA 10...... Runoff CN-Area ..................... 4.01 SIN: D4YXYWH52373 Bentley Systems, Inc. PondPack (10.00.016.00) 1:44 PM 6/5/2006 Type.... Master Network Summary Name.... Watershed File.... C:\PONDPACK\PRE DA-l.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: FREDERICK CO Page 1.01 Total Depth Rainfall Return Event in Type RNF ID ---------------- ------------ Pre 2 ------ 3.0000 ---------------- Synthetic Curve TypeII 24hr Pre 10 4.9000 Synthetic Curve TypelI 24hr Pre100 6.9000 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 ---------- .056 12.1000 .68 *OUT 10 JCT 10 .151 12.1000 1.97 *OUT 10 JCT 100 .270 12.0500 3.54 SUBAREA 10 AREA 2 .056 12.1000 .68 SUBAREA 10 AREA 10 .151 12.1000 1.97 SUBAREA 10 AREA 100 .270 12.0500 3.54 SIN: D4YXYWH52373 Bentley Systems, Inc. PondPack (10.00.016.00) 1:44 PM 6/5/2006 Type.... Design Storms Name.... FREDERICK CO File.... C:\PONDPACK\PRE DA-l.ppw Title... Project Date: 5/19/2006 Project Engineer: MIHoward Project Title: KERNSTOWN BUSINESS PARK Project Comments: PRE DA-1 DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO Storm Tag Name = Pre 2 Page 2.01 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.0000 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= 4.9000 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= 6.9000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs SIN: D4YXYWH52373 Bentley Systems, Inc. PondPack (10.00.016.00) 1:44 PM 6/5/2006 Type.... Design Storms Page 2.02 Name.... FREDERICK CO Event: 2 yr File.... C:\PONDPACK\PRE DA-l.ppw Storm... TypeII 24hr Tag: Pre 2 DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO Storm Tag Name = Pre 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.0000 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= 4.9000 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= 6.9000 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) 1:44 PM Bentley Systems, Inc. 6/5/2006 Type.... Tc Calcs Name.... SUBAREA 10 File.... C:\PONDPACK\PRE DA-1.ppw .............................. . TIME OF CONCENTRATION CALCULATOR Segment #1: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 100.00 ft 2yr, 24hr P 3.0000 in Slope .012500 ft/ft Avg.Velocity .09 ft/sec Segment #2: Tc: TR-55 Shallow Hydraulic Length 130.00 ft Slope .044000 ft/ft Unpaved Avg.Velocity 3.38 ft/sec Page 3.01 Segment #1 Time: .2964 hrs Segment #2 Time: .0107 hrs ------------------------------------------------------------------------ Total Tc: .3071 hrs SIN: D4YXYWH52373 PondPack (10.00.016.00) 1:44 PM Bentley Systems, Inc. 6/5/2006 Type.... Tc Calcs Name.... SUBAREA 10 File.... C:\PONDPACK\PRE DA-l.ppw Page 3.02 ------------------------------------------------------------------------ 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) 1:44 PM Bentley Systems, Inc. 6/5/2006 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 -------------------------------- ------------- ----- ----- ------ Meadow - cont. grass (non grazed) - 71 .890 71.00 COMPOSITE AREA & WEIGHTED CN ---> .890 71.00 (71) 1 SIN: D4YXYWH52373 PondPack (10.00.016.00) 1:44 PM Bentley Systems, Inc. 6/5/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- F ----- FREDERICK CO... 2.01, 2.02 ----- S ----- SUBAREA 10... 3.01, 4.01 ----- W ----- Watershed... 1.01 SIN: D4YXYWH52373 PondPack (10.00.016.00) 1:44 PM Bentley Systems, Inc. 6/5/2006 I PRE -DEVELOPMENT HYDROLOGY (DA-2) Job File: C:\PONDPACK\PRE DA-2.PPW Rain Dir: C:\PONDPACK\ JOB TITLE Project Date: 5/19/2006 Project Engineer: MIHoward Project Title: KERNSTOWN BUSINESS PARK Project Comments: PRE DA-2 SIN: D4YXYWH52373 PondPack (10.00.016.00) 1:54 PM Bentley Systems, Inc. 6/5/2006 Table of Contents 1 MASTER SUMMARY x•k******************* ' Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY ******************* FREDERICK CO.... Design Storms ...................... 2.01 FREDERICK CO.... Pre 2 ' Design Storms 2.02 TC CALCULATIONS ****************** SUBAREA 10...... Tc Calcs ........................... 3.01 1 *+***********k******** CN CALCULATIONS *****r************ ' SUBAREA 10...... Runoff CN-Area 4.01 ..................... 1 1 SIN: D4YXYWH52373 Bentley Systems, Inc. ' PondPack (10.00.016.00) 1:54 PM 6/5/2006 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... C:\PONDPACK\PRE DA-2.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: FREDERICK CO Total Depth Rainfall Return Event in Type RNF ID ------------ Pre 2 ------ 3.0000 ---------------- Synthetic Curve ---------------- TypeII 24hr Pre 10 4.9000 Synthetic Curve TypeII 24hr Pre100 6.9000 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 ---------- -- .015 --------- 12.0000 .23 *OUT 10 JCT 10 .039 12.0000 .65 *OUT 10 JCT 100 .070 11.9500 1.17 SUBAREA 10 AREA 2 .015 12.0000 .23 SUBAREA 10 AREA 10 .039 12.0000 .65 SUBAREA 10 AREA 100 .070 11.9500 1.17 SIN: D4YXYWH52373 PondPack (10.00.016.00) 1:54 PM Bentley Systems, Inc. 6/5/2006 i Type.... Design Storms Name.... FREDERICK CO File.... C:\PONDPACK\PRE DA-2.ppw Title... Project Date: 5/19/2006 Project Engineer: MIHoward Project Title: KERNSTOWN BUSINESS PARK Project Comments: PRE DA-2 DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO Storm Tag Name = Pre 2 Page 2.01 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.0000 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= 4.9000 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= 6.9000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs SIN: D4YXYWH52373 Bentley Systems, Inc. PondPack (10.00.016.00) 1:54 PM 6/5/2006 Type.... Design Storms Page 2.02 Name.... FREDERICK CO Event: 2 yr File.... C:\PONDPACK\PRE DA-2.ppw Storm... TypelI 24hr Tag: Pre 2 DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO Storm Tag Name = Pre 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.0000 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= 4.9000 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= 6.9000 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) 1:54 PM Bentley Systems, Inc. 6/5/2006 Type.... Tc Calcs Name.... SUBAREA 10 File.... C:\PONDPACK\PRE DA-2.ppw TIME OF CONCENTRATION CALCULATOR Segment #1: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 90.00 ft 2yr, 24hr P 3.0000 in Slope .083000 ft/ft Avg.Velocity .20 ft/sec Page 3.01 Segment 41 Time: .1278 hrs ----------------------------------------------------------------------- Segment #2: Tc: TR-55 Channel Flow Area .1000 sq.ft Wetted Perimeter 1.00 ft Hydraulic Radius .10 ft Slope .014000 ft/ft Mannings n .0300 Hydraulic Length 70.00 ft Avg.Velocity 1.27 ft/sec Segment #2 Time: .0154 hrs ------------------------------------------------------------------------ Total Tc: .1431 hrs SIN: D4YXYWH52373 PondPack (10.00.016.00) 1:54 PM Bentley Systems, Inc. 6/5/2006 Type.... Tc Calcs Name.... SUBAREA 10 File.... C:\PONDPACK\PRE DA-2.ppw Page 3.02 ------------------------------------------------------------------------ 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) 1:54 PM Bentley Systems, Inc. 6/5/2006 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 -------------------------------- ------------- ----- ----- ------ Meadow - cont. grass (non grazed) - 71 .230 71.00 COMPOSITE AREA & WEIGHTED CN ---> .230 71.00 (71) SIN: D4YXYWH52373 Bentley Systems, Inc. PondPack (10.00.016.00) 1:54 PM 6/5/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- r ----- FREDERICK CC... 2.011, 2.02 ----- S ----- SUBAREA 10... 3.01, 4.01 ----- W ----- Watershed... 1.01 SIN: D4YXYWH52373 Bentley Systems, Inc. PondPack (10.00.016.00) 1:54 PM 6/5/2006 L k I POST -DEVELOPMENT HYDROLOGY (DA-1) Job File: C:\Documents and Settings\kjknechtel\My Documents\KERNSTOWN POST DA1 MIH KJK.PPW Rain Dir: C:\Documents and Settings\kjknechtel\My Documents\ JOB TITLE Project Date: 4/28/2006 Project Engineer: mih Project Title: KERNSTOWN BUSINESS PARK Project Comments: 05-0532.001 SIN: MXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 i Table of Contents i *******kk************* MASTER SUMMARY *kk******************* Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY ******************* FREDERICK CO VA Design Storms ...................... 2.01 TC CALCULATIONS ********************* POST DA1........ Tc Calcs ........................... 3.01 CN CALCULATIONS ********************* POST DAl........ Runoff CN-Area ..................... 4.01 POND VOLUMES **k******************** POND 10......... Vol: Elev-Area ..................... 5.01 ***kk****k********** OUTLET STRUCTURES ********************k Outlet 1........ Outlet Input Data .................. 6.01 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Table of Contents ii Individual Outlet Curves ........... 6.04 Composite Rating Curve ............. 6.08 POND ROUTING *********************** 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 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 ' Type.... Master Network Summary Page 1.01 III ' Name.... Watershed File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw MASTER DESIGN STORM SUMMARY ' Network Storm Collection: FREDERICK CO VA ' Total Depth Rainfall Return Event in Type RNF ID Dev 2 3.0000 Synthetic Curve TypeII 24hr Dev 10 4.9000 Synthetic Curve TypeII 24hr Dev100 6.9000 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 ------------ ----------------- POND 10 IN ---- POND ------ 2 ---------- -- .178 --------- 12.1000 2.07 POND 10 IN POND 10 .308 12.1000 3.49 POND 10 IN POND 100 .447 12.1000 4.97 POND 10 OUT POND 2 .177 12.5500 .34 761.45 .084 POND 10 OUT POND 10 .308 12.3500 1.37 761.93 .126 POND 10 OUT POND 100 .454 R 12.1000 1.59 762.00 .132 POST DA1 AREA 2 .178 12.1000 2.07 POST DAl AREA 10 .308 12.1000 3.49 POST DA1 AREA 100 .447 12.1000 4.97 *POST DA1 OUT JCT 2 .177 12.5500 .34 *POST DA1 OUT JCT 10 .308 12.3500 1.37 *POST DA1 OUT JCT 100 .454 R 12.1000 1.59 S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Type.... Design Storms Name.... FREDERICK CO VA Page 2.01 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.pp%.i Title... Project Date: 4/28/2006 Project Engineer: mih Project Title: KERNSTOWN BUSINESS PARK Project Comments: 05-0532.001 DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO VA Storm Tag Name = Dev 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.0000 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= 4.9000 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= 6.9000 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 10:03 AM 6/5/2006 Type.... Tc Calcs Name.... POST DAl Page 3.01 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw ............................. TIME OF CONCENTRATION CALCULATOR Segment Ifl: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 100.00 ft 2yr, 24hr P 3.0000 in Slope .010000 ft/ft Avg.Velocity .09 ft/sec Segment #1 Time: .3241 hrs Segment I12: Tc: TR-55 Shallow Hydraulic Length 160.00 ft Slope .007500 ft/ft Paved Avg.Velocity 1.76 ft/sec Segment If2 Time: .0252 hrs ------------------------------------------------------------------------ S/N: D4YXYWH52373 PondPack (10.00.016.00) ------------------------- ------------------------- Total Tc: .3494 hrs ------------------------- ------------------------- Potesta and Associates, Inc 10:03 AM 6/5/2006 Type.... Tc Calcs Name.... POST DA1 Page 3.02 File.... C:\Documents and Settings\kjknechtel\My Documents\kerns town post dal mih kjk.pp%-' ------------------------------------------------------------------------ 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 10:03 AM 6/5/2006 Type.... Runoff CN-Area Name.... POST DA1 Page 4.01 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw RUNOFF CURVE NUMBER DATA -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ------------- ----- ----- ------ Fully Developed Urban Areas (Veg Es 98 .762 98.00 Open space (Lawns,parks etc.) - Goo 74 .073 74.00 COMPOSITE AREA & WEIGHTED CN ---> .835 95.90 (96) SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 it Type.... Vol: Elev-Area Name.... POND 10 File.... C:\Documents and Page 5.01 Settings\kjknechtel\My Documents\kerns town post dal mih kjk.ppa+ Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum ' (ft) -- ---(sq_in)-----(acres)-----(acres)-----(ac_ft)-----(ac_ft) 760.50 ----- .0880 .0000 .000 .000 761.00 _____ .0880 .2640 .044 .044 762.00 .0880 .2640 .088 .132 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. ' Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Areal)) 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) 10:03 AM 6/5/2006 i Type.... Outlet Input Data Name.... Outlet 1 Page 6.01 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw REQUESTED POND WS ELEVATIONS: Min. Elev.= 760.50 ft Increment = .50 ft Max. Elev.= 762.00 ft * * k * * k * * * k * * * * * k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 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 ----------------- ----------------------------- Orifice-Area 01 ---> CO 761.600 762.000 Inlet Box RO ---> CO 762.000 762.000 Orifice -Circular 00 ---> CO 760.500 762.000 Culvert -Circular CO ---> TW 760.400 762.000 TW SETUP, DS Channel SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 10:03 AM 6/5/2006 Type.... Outlet Input Data Name.... Outlet 1 Page 6.02 File.... C:\Documents and Settings \kjknechtel\My Documents \kernstown post dal mih kjk.pp%-' OUTLET STRUCTURE INPUT DATA Structure ID = O1 Structure Type = Orifice -Area ------------------------------------ II of Openings = 1 Invert Elev. = 761.60 ft Area = .4000 sq.ft Top of Orifice = 762.00 ft Datum Elev. = 761.60 ft Orifice Coeff. _ .610 Structure ID = RO Structure Type ------------------------------------ = Inlet Box II of Openings = 1 Invert Elev. = 762.00 ft Orifice Area = 6.2500 sq.ft Orifice Coeff. _ .610 Weir Length = 14.00 ft Weir Coeff. = 3.023 K, Reverse = 1.000 Mannings n = .0000 Kev,Charged Riser = .000 Weir Submergence = No Structure ID = 00 Structure Type = Orifice -Circular ------------------------------------ II of Openings = 1 Invert Elev. = 760.50 ft Diameter = .3333 ft Orifice Coeff. _ .610 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 10:03 AM 6/5/2006 Type.... Outlet Input Data Name.... Outlet 1 Page 6.03 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw OUTLET STRUCTURE INPUT DATA Structure ID = CO Structure Type = Culvert -Circular ------------------------------------ No. Barrels = 1 Barrel Diameter = .8333 ft Upstream Invert = 760.40 ft Dnstream Invert = 760.00 ft Horiz. Length = 70.00 ft Barrel Length = 70.00 ft Barrel Slope = .00571 ft/ft OUTLET CONTROL DATA... Mannings n = 0120 Ke = .5000 (forward entrance loss) Kb = .033981 (per ft of full flow) Kr = .5000 (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) = 1.304 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 Tl & T2... At T1 Elev = 761.36 ft ---> Flow = 1.74 cfs At T2 Elev = 761.49 ft ---> Flow = 1.99 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: N YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Type.... Individual Outlet Curves Name.... Outlet 1 Page 6.04 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.pp%.i RATING TABLE FOR ONE OUTLET TYPE Structure ID = 01 (Orifice -Area) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = CO (Culvert -Circular) Pond WS. Device (into) . Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft +/-cfs ------ ft ------- +/-ft ------- -------- 760.50 -------- .00 ------- ... -------- ... ------- ------ ... ... ... Free Outfall WS below an invert; no flow. 761.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 761.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 761.60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 762.00 1.24 762.00 Free 761.33 .000 .000 Free Outfall H =.40 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 i Type.... Individual Outlet Curves Name.... Outlet 1 Page 6.05 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = RO (Inlet Box) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = CO (Culvert -Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft +/-cfs ------ ------ ft ------- +/-ft ------- -------- 760.50 --------------- .00 ... -------- ------- ... ... Free Outfall WS below an invert; no flow. 761.00 .00 ... ... ... ... Free Outfall WS below an invert; no flow. 761.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 761.60 .00 ... ... ... ... Free Outfall WS below an invert; no flow. 762.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Type.... Individual Outlet Curves Name.... Outlet 1 Page 6.06 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = 00 (Orifice -Circular) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = CO (Culvert -Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft +/-cfs ------ ft ------- +/-ft ------- -------- 760.50 ----------------------- .00 ... ... ------- ------ ... ... ... Free Outfall WS below an invert; no flow. 761.00 .23 761.00 760.72 760.72 .001 .000 Free Outfall H =.28 761.50 .36 761.50 760.80 760.80 .000 .000 Free Outfall H =.70 761.60 .38 761.60 760.81 760.82 .004 .000 Free Outfall H =.79 762.00 .35 762.00 761.33 761.33 .000 .000 Free Outfall H =.67 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Type.... Individual Outlet Curves Name.... Outlet 1 Page 6.07 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = CO (Culvert -Circular) -------------------------------------- Mannings open channel maximum capacity: 1.93 cfs UPstream ID's= 01, RO, 00 DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft +/-cfs ------ ft +/-ft -------------- -------- 760.50 ----------------------- .00 ... ... ------- ------ ... ... ... Free Outfall WS below an invert; no flow. 761.00 .23 760.72 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .073ft Dcr= .206ft CRIT.DEPTH Hev= .00ft 761.50 .36 760.80 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .094ft Dcr= .259ft CRIT.DEPTH Hev= .00ft 761.60 .38 760.82 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .097ft Dcr= .268ft CRIT.DEPTH Hev= .00ft 762.00 1.59 761.33 Free Free .000 .001 Free Outfall BACKWATER CONTROL.. Vh= .213ft hwDi= .611ft Lbw= 70.Oft Hev= .00ft SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Type.... Composite Rating Curve Name.... Outlet 1 Page 6.08 File.... C:\Documents and Settings\kjknechtel\My Documents\kerns town post dal mih kjk.ppw ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes ---------------- -------- Converge ------------------------- Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures -------- 760.50 ------- .00 -------- Free ----- Outfall -------------------------- (no Q: O1,RO,OO,C0) 761.00 .23 Free Outfall OO,CO (no Q: O1,R0) 761.50 .36 Free Outfall OO,CO (no Q: 01,RO) 761.60 .38 Free Outfall OO,CO (no Q: O1,R0) 762.00 1.59 Free Outfall O1,0O,CO (no Q: RO) SIN: D4YXYWli52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 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\kernstown post dal mih kjk.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 = 760.50 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 = 2.07 cfs at 12.1000 hrs ' Peak Outflow = .34 cfs at 12.5500 hrs ----------------------------------------------------- Peak Elevation = 761.45 ft Peak Storage = .084 ac-ft MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = .178 - Infiltration = .000 ' - HYG Vol OUT = .177 - Retained Vol = .001 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) 1 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 10:03 AM 6/5/2006 i 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\kernstown post dal mih kjk.pp%-' 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 = 760.50 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 = 3.49 cfs at 12.1000 hrs Peak Outflow = 1.37 cfs at 12.3500 hrs ----------------------------------------------------- Peak Elevation = 761.93 ft Peak Storage = .126 ac-ft MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = .308 - Infiltration = .000 - HYG Vol OUT = .308 - Retained Vol = .001 Unrouted Vol = .000 ac-ft (.000% of Inflow Volume) SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 10:03 AM 6/5/2006 Type.... Pond Routing Summary Page 7.03 ' Name.... POND 10 OUT Tag: Dev100 Event: 100 yr File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.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 = 760.50 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. 1 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- F ----- FREDERICK CO VA... 2.01 ----- 0 ----- Outlet 1... 6.01, 6.04, 6.08 ----- P ----- POND 10... 5.01, 7.01, 7.02, 7.03 POST DA1... 3.01, 4.01 ----- W ----- Watershed... 1.01 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 I POST -DEVELOPMENT HYDROLOGY (DA-2) Job File: J:\POND PACK\KERNSTOWN POST DA-2 A.PPW Rain"Dir: J:\POND PACK\ JOB TITLE Project Date: 6/8/2006 Project Engineer: KJK Project Title: Kernstown Project Comments: SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:40 PM 6/8/2006 Table of Contents i ********************** MASTER SUMMARY ********************** Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY ******************* FREDERICK CO.... 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) 1:40 PM 6/8/2006 Type.... Master Network Summary Name.... Watershed File.... J:\POND PACK\KERNSTOWN POST DA-2 a.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: FREDERICK CO Page 1.01 Total Depth Rainfall Return Event in Type RNF ID ------------ Pre 2 ------ 3.0000 ---------------- Synthetic Curve ---------------- TypeII 24hr Pre 10 4.9000 Synthetic Curve TypeII 24hr Pre100 6.9000 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 ---------- -- .017 --------- 11.9500 .29 *OUT 10 JCT 10 .037 11.9500 .63 *OUT 10 JCT 100 .060 11.9500 1.01 SUBAREA 10 AREA 2 .017 11.9500 .29 SUBAREA 10 AREA 10 .037 11.9500 .63 SUBAREA 10 AREA 100 .060 11.9500 1.01 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:40 PM 6/8/2006 Type.... Design Storms Page 2.01 Name.... FREDERICK CO File.... J:\POND PACK\KERNSTOWN POST DA-2 a.ppw Title... Project Date: 6/8/2006 Project Engineer: KJK Project Title: Kernstown Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO Storm Tag Name = Pre 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.0000 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= 4.9000 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= 6.9000 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 1:40 PM 6/8/2006 i Type.... Tc Calcs Page 3.01 Name.... SUBAREA 10 File.... J:\POND PACK\KERNSTOWN POST DA-2 a.ppw TIME OF CONCENTRATION CALCULATOR Segment Ill: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 65.00 ft 2yr, 24hr P 3.0000 in Slope .050000 ft/ft Avg.Velocity .15 ft/sec Segment Ill Time: .1206 hrs ----------------------------------------------------------------------- Segment IQ: Tc: TR-55 Channel Flow Area .5000 sq.ft Wetted Perimeter 2.00 ft Hydraulic Radius .25 ft Slope .014000 ft/ft Mannings n .0300 Hydraulic Length 140.00 ft Avg.Velocity 2.33 ft/sec Segment Ile Time: .0167 hrs ------------------------------------------------------------------------ Total Tc: .1373 hrs SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 1:40 PM 6/8/2006 Type.... Tc Calcs Name.... SUBAREA 10 File.... J:\POND PACK\KERNSTOWN POST DA-2 a.ppw Page 3.02 ------------------------------------------------------------------------ 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 1:40 PM 6/8/2006 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 .053 98.00 Open space (Lawns,parks etc.) - Goo 74 .097 74.00 COMPOSITE AREA & WEIGHTED CN ---> .150 82.48 (82) S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:40 PM 6/8/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- F ----- FREDERICK CO... 2.01 ----- S ----- SUBAREA 10... 3.01, 4.01 ----- W ----- Watershed... 1.01 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:40 PM 6/8/2006 � POST- DEVELOPMENT 1 � HYDROLOGY 1 Job -File: J:\POND PACK\KERNSTOWN POST DA-3 A.PPW Rain Dir: J:\POND PACK\ JOB TITLE Project Date: 6/8/2006 Project Tngineer: KJK Pr6ject Title: Kernstown Project Comments: 1A SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:31 PM 6/8/2006 Table -of Contents 'It i ***k****************** MASTER SUMMARY ****************r**t** Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY ******************* FREDERICK CO.... Design Storms ...................... 2.01 ********************k* 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 1:31 PM 6/8/2006 Type.... Master Network Summary Name.... Watershed File.... J:\POND PACK\KERNSTOWN POST DA-3 a.ppw + MASTER DESIGN STORM SUMMARY Network Storm Collection: FREDERICK CO Page 1.01 Total Depth Rainfall Return Event in Type RNF ---------------- ID ------------ Pre 2 ------ 3.0000 ---------------- Synthetic Curve TypeII 24hr Pre 10 4.9000 Synthetic Curve TypeII 24hr Pre100 6.9000 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 ---------- -- .010 11.9500 .17 *OUT 10 JCT 10 .025 11.9500 .45 *OUT 10 JCT 100 .043 11.9000 .78 SUBAREA 10 AREA 2 .010 11.9500 .17 SUBAREA 10 AREA 10 .025 11.9500 .45 SUBAREA 10 AREA 100 .043 11.9000 .78 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 1:31 PM 6/8/2006 Type.... Design Storms Page 2.01 Name.... FREDERICK CO File.... J:\POND PACK\KERNSTOWN POST DA-3 a.ppw Title... Project Date: 6/8/2006 Project Engineer: KJK Project Title: Kernstown Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO Storm Tag Name = Pre 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.0000 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= 4.9000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = PrelD0 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 6.9000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs S/N: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 1:31 PM 6/8/2006 Type.... Tc Calcs Page 3.01 Name.... SUBAREA 10 File.... J:\POND PACK\KERNSTOWN POST DA-3 a.ppw TIME OF CONCENTRATION CALCULATOR Segment Ill: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 45.00 ft 2yr, 24hr P 3.0000 in Slope .078000 ft/ft Avg.Velocity .17 ft/sec Segment Ill Time: .0752 hrs ------------------------------------------------------------------------ Total Tc: .0752 hrs Calculated Tc < Min.Tc: Use Minimum Tc... Use Tc = .0833 hrs SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 1:31 PM 6/8/2006 Type.... Tc Calcs Name.... SUBAREA 10 File.... J:\POND PACK\KERNSTOWN POST DA-3 a.ppw Page 3.02 ------------------------------------------------------------------------ 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, % SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:31 PM 6/8/2006 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 -------------------------------- ------------- ----- ----- ------ Open space (Lawns,parks etc.) - Goo 74 .130 74.00 COMPOSITE AREA & WEIGHTED CN ---> .130 74.00 (74) SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:31 PM 6/8/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- F ----- FREDERICK CC... 2.01 ----- S ----- SUBAREA 10... 3.01, 4.01 ----- W ----- Watershed... 1.01 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:31 PM 6/8/2006 n Emironmrnu� ConsuRanu 508 Front Royal Pike Winchester, VA 22602 Phone: (540) 450-0180 Fax: (540) 450-0182 Project Name: KERNSTOWN BUSINESS PARK Project No.0103-05-0532.001 SheetNo. I of Calculated By: I. Howard Date: 5/7/06 Checked By: J. Knechtel Date: Subject: Inlet Peak Flow Scale: ' PURPOSE: The purpose of this calculation is to determine the peak run off for the 10-year rain fall to each drop inlet proposed for the Kernstown Business Park site. 1 1 REFERENCE: 1. POTESTA working drawing dated April 2006. CALCULATIONS: Determine the drainage area, weighted run off coefficient, C, and the time of concentration for use in the rational method. -Inlet I-1 Drainage area Impervious = 17,534 SF C = 0.85 Grass =719SF C=0.12 Total = 18,253 SF C = (0.85) (17,534)+(0.12) 719) = 0.82 = 0.419 ac 18,253 Time of concentration: assume Tc - Tc,,,;,, = 5 train. Determine rainfall intensity from Figure 1 (attached) for the 10-yr i = 6.8 in/hr IPeak flow, Qto = C.i.A= (0.82) (6.8) (0.419) = 2.34 cfs -Inlet I-2 Drainage area Impervious = 16,723SF Grass = 323 SF Total = 17,046 SF = 0.391 ac C = 0.85 C=0.12 C = (0.85 (1L 6,723) + (0.12) (323) = 0.84 17,046 Time of concentration: assume Tc - Tc,,,;,, = 5 min. Determine rainfall intensity from Figure 1 (attached) for the 10-yr i = 6.8 in/hr Peak flow, Qto = C.i.A= (0.84) (6.8) (0.391) = 2.23 cfs 001-04 CAD IFIe No. RSB Drown KJK ec e IOH Approved NOTED �— JUNE 2006 H H W H o � CV O 0 Q J Q w N oZ odtn Zo= m U Om[ aO Z w 3 ]C OC < Wp ~ U LU W y Z Z m w O CZ Z c Y o3Uv O °L w U wp 2PZLU M= w �- m Drawing No. r' a GASMART/ERVIN STORM SEWER DESIGN From Inlet To Inlet Length (ft) Slope (ft/ft) Total Area Drained (Ac) Increment Sum CA Inlet Time (min) Upstream Sewer Flow Time (min) tc (min) td (min) i (in/hr) Design Discharge (cfs) Computed Diameter (ft) Pipe Size Used (ft) Flow Velocity (fps) Sewer Flow Time (min) Catch- ment Roughness C Area A CA 2 1 106 0.0080 0.39 2 0.84 0.39 0.328 0.328 5 5.0 5.0 6.8 2.23 0.79 1 2.84 0.62 1 swm 16 0.0080 0.809 1 0.82 0.419 0.344 0.671 5 0.62 5.6 5.6 6.7 4.50 1.03 1.25 3.66 0.07 No. oats RwAslon CAD Mi Ma t ql-4�ri . WM OUTf 1.37 CFSou Jim , DITCH X—SECT N ILu /R— 5:1 c� i \� k' CLM ' DA TO CULVERT & DITCH `� 15" RCP 1 10' LOyG/Q 3.796' " AREA=0.38 AC �, INY/: IN=756.46 C=0.57 (WEIGHTED) �,' ' — -INV. OUT=75�!37 ' 1=6.8in/hr MAX. HW=758.70 Q=1.47cf s Zcn y 1� ul CL o r -T! cAArmc scAu H co \ �wr.w RROOIm BASE TOPOORARiY MAPPM WAS PREPARED BY POTMA t AMMTES. INC. FROM VARIOUS FMID SURVEYS. ElEVATVM3 BASED OFF OF A330CUTE3 EN MEcn MAYYBDAND , iffi lfilllTY PROFllF3' OIATS t ' L PRELIMINARY Drowing NO / /-4- C, Wt OU•r=/1.37 CFS ��\� / �; ,� ♦ DA TO DITCH 2 C=0.51 (WEIGHTED) �ti� \ —� •�J �� p� Q=7.27cfs \ ♦ 0 5 0 15"J RCP 110' LO O 3.7%", I IIN=756.46 / --INV. OUT=75 47 MAX. HW=7*70 DITCH X—SECTION 2 L= 4:1 ; R= 4:1 d= 1.0 u i \ C.RIPKIC SC, r w � � r000m BASE TOPOgRAM{Y MA►MMO WAS PREPARED YY POTLSTA t AM=TES. RIC. FROM VARIOUS FIELD SURVEYS. ELEYATIOMS WED OFF OF 'IQRMSTOWN KmwcTS PARK ROAD AMD unuTY PROFILES' OLItS t ASSOCIATES DX MEERS - WY 13, ifft. H H W H O Drawing No. DEC-14--2005 10:20 AM POTESTA & Assoc. - Winch 540 450 0182 P.04 1992 TABLE 5.2 Y VALUES OF RUNOFF COEFFICIENT (C) FOR RATIONAL FORMULA land Uaa C Lan$ Use C Business: Lawns: . Downtown areas 0,70-0.95 Sandy sail, flat, 2% 0�05-0.10 Neighborhood arose 0SO-0,70 Sandy soil, average, 2.7gfi 0.10-0.15 sandy roil, heap, 7% 0.15-020 Heavy roll, flat, 2% 0.13.0.17 Heavy toil, average, 2.73b 0.18.0.72 Heavy soil, steep, 7% 0.25-0,35 Residential: Agricultural land: Single-family ,areas 030-0,50 Bare packed :oil Mulct twits, detached 0.40-0,60 * Smooth 0.30-0.60 Multi unite, attached 0,60.0.75 "Rough 0.24.0.50 Suburban 0.25•0,40 Cultivated rows 'Heavy coil, nochop 0.30-0,60 * Heavy LOiI, With Crop 0,20-0.50 " sandy tog, no crop 0.70-0.40 ' Sandy soil, with crop 0110-025 Pasture " Heavy toil 0,1.5-{1.45 ' Sandy soil 0.05.0.25 Woodlands 0.05-0.?S Industrial; Streets.: Light areas 0.50-0.80 Asphaltic 0.70-0,95 Heavy areas - 0,60-0.90 Concrete I—EnImproved 0.80-0,95 Brick 0.70-0.85 Parks, cemeteries 0.10.0,25 areas 0.10-0.30 Playgrounds 020-035 Drives and walks 0,75-0.85 Railroad yard steer 0.20-0.40 Roofs 0,75-0.95 V-=: The designer must use Judgment to select the appropriate NC" value within the range, 'Generally,largec areas with permeable soils, flat slopes and dense vegetationshould have the lowest C values. Smaller areas with dense soils, moderate to steep slopes, and tparrc vegetation should be assigned the highest C values. Source; American Society of Civil Engineers v - 29 � f= ( G U Ar- ..L � n ,1 w r • . n.7. ' 7.';C"': '+'+":'i-J9Ck:"+':.,.1'•�ff! ;, :, :pv �• �'�r�' is 'l �.i, "u•^„+ + ,.:;q;]s'••e;,;. ..c+- 'F+::1;.:d. �P3:f7�:: :�i�y!�: �1. s���'��7;. •F.i::'. ,', .. Worksheet for Triangular Channel - 1 Flow'Eleme'nt: R Triangular Channel Friction Method: Manning Formula Solve For: Normal Depth V, i e-/ N K--- sae- `n o l-! 7 _ ..,F,...S - - .z; ;�--Tx;z>r" - -,�.— ":f"�aK;: r!re�7: --;a,�•'r,r^: t�;.�� .,{; .,i-� iit'Data _c 1 j : r r yy�� f sJ "° „„', `� `, - t• i }�.{ it �.. _,� '~ �'-.i1!1u,a3o:....vi_.vt_�....! .z �'....�1_,.`.�..t•�l._.,_II._tJY_S.w� .Y m.i. _utS.�.�:51 Roughness Coefficient: 0.030 Channel Slope: 0.01600 fUft Left Side Slope: 5.00 fUft (H:V) Right Side Slope: 5.00 ft/ft (H:V) Discharge: 2.84 ft'/s Normal Depth: 0.49 ft Flow Area: 1.18 ft2 Wetted Perimeter: 4.95 ft Top Width: 4.86 ft Critical Depth: 0.46 ft Critical Slope: 0.02201 ft/ft Velocity: 2.41 ft/s Velocity Head: 0.09 ' ft Specific Energy: 0.58 ft Froude Number: 0.86 Flow Type: Subcritical cti �.:c. _ -�:?_ _..T�"_ _ ^z,..-a.-�.'• ""7.�- Sri- 7i!Sn;;c �GVF•IripUt�Data � �` ' _�i-., � , . � � „ ,..... , . _ .<•r'yn .,.,. .. •L... ._....• .i�.•t.._i._�L _ .. �_ __.-._..J+J a.. U.. .�1..... .. _ ._ .�_ _l i��1-�'r� Downstream Depth: 0.00 ft Length: 0.00 ft Number Of Steps: 0 Output r ,dVF Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Downstream Velocity: 0.00 ft/s Upstream Velocity: 0.00 ft/s Normal Depth: 0.49 ft Critical Depth: 0.46 ft Channel Slope: 0.01600 ft/ft Critical Slope: 0.02201 ft/ft Culvert Calculator Report Worksheet-'I Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 758.70 ft Headwater Depth/Height 0.80 Computed Headwater Elevi 757.46 ft Discharge 2.84 cfs Inlet Control HW Elev. 757.40 ft Tailwater Elevation 753.00 ft Outlet Control HW Elev. 757.46 ft Control Type Entrance Control Grades Upstream Invert 756.46 ft Downstream Invert 752.37 ft Length 110.00 ft Constructed Slope 0.037182 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 8.22 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.41 ft 0.41 ft 0.68 ft 0.005927 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Concrete 15 Inch 1 Mannings Coefficient Span Rise 0.013 1.25 ft 1.25 ft Outlet Control Properties Outlet Control HW Elev. Ke 757.46 ft 0.20 Upstream Velocity Head Entrance Loss 0.27 ft 0.05 ft Inlet Control Properties Inlet Control HW Elev. 757.40 ft Flow Control Unsubmerged Inlet Type Beveled ring, 45' bevels Area Full 1.2 ft' K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale A C 0.03000 Equation Form 1 Y 0.74000 /T I gc P j:\...\001 kernstown business lot 4\projectl.cvm Potesta & Associatos CulvertMaster v3.0 13.0004] 06/06/06 06:37:28 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet for Triangular Channel - 1 Dr7c Y X- SECTION G i1D.periptt�ion.4 Flow Element. Triangular Channel Friction Method: Manning Formula Solve For Normal Depth Roughness Coefficient: 0.030 Channel Slope: 0.01300 ft/ft Left Side Slope: 4.07 ft/ft (H:V) Right Side Slope. 4.07 ft/ft (H:V) Discharge. 8.64 ft'/s Normal Depth: 0.83 R Flow Area 2.80 ft' Wetted Perimeter: 6.96 ft Top Width 6.76 ft Critical Depth: 0.78 ft Critical Slope: 001870 fuft Velocity: 3.08 ft/s Velocity Head 0 15 ft Specific Energy: 098 ft Froude Number: 0.84 Flow Type: Sub�critic'al } _ Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 4 Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Downstream Velocity: 000 fUs Upstream Velocity: 0.00 f /S Normal Depth: 0.83 ft Critical Depth 0.78 ft Channel Slope: 0.01300 ft/ft Critical Slope 0.01870 ft/ft w RainTank'01"'..... Step 1 Step 2 Contact: Project Name: Kernstown Company: Location; Providence Drive Phone: Fax: Enter the required storage capacity in cubic.feeL . 57250 cf Volume of Tanks Required: 5,526.32 cf Using the buttons, select a.depth from the.table:below. R'emehnbe,r that.the deeper the,system, the more economic it becomes. Of course,you'Il.typically::waritthe.m .bottoof the.system to be above the water table or hard -pan, keeping inmind. you need 12". of: toyer above.the.:system (24" for parking lots:pr roads),. :Depth Options and Corresponding Number of Tanks Required Tank Style Depth Number of Taroks Required OO single Tanks 1:48' 1;24'5 O Double Tanks 289' 636: • Triple Tanks 4.3' 428 • Quad Tanks 5.71' 322 O Pent Tanks 7.12' 258 Step 3 Configure System Dimensions. Enter the length. available, on the site to install the system (in: feet). . The worksheet will then show you the width and length„ln term' s of.total number of tanks,.the footprint of your system, and the.footprint of the excavation; aildwing a 2' perimeter:to compact backfill. Length available: 158 Feet Number of units long: 68 .Footprint:.. 152.83 Feet Long Number of units wide: 19 25:43, Feet Wide. Tanks used in Excavation Footprint: 156..83 Feet Long selected system: 1292 29.43 Feet Wide Step 4 Check the box below if. the. RainTank is located below a. parking lot or.any area subject to traffic loads. 0 Yes, there will:be traffic loads above the RainTank, Step 5 Check the box below if.y.66 would like to include a llner.1n your system to allow you.to harvest/recycle water in the system for. use in irrigating the landscaping:. Q Yes, I'd like to include a liner in the system to recycle water. Step 6 STORMWATER MANAGEMENT AND ENGINEERING CALCULATIONS BRIEF Kernstown Business Park/Lot #4 Site Development for Commercial Property Back Creek District, Frederick County, Virginia Prepared for: Ervin Development Corporation 1830 Plaza Drive Winchester, Virginia 22601 Prepared by: Potesta & Associates, Inc. 508 Front Royal Pike Winchester, Virginia 22602 tiQ,LTH o.k Phone: (540) 450-0180 Fax: (540) 450-0 E-Mail: potesta@potesta.com o EVI J. f XNECH It No. 32 60 Project No. 0103-05-0532-001 ?o� V a June 2006 NAL (This document contains 10 pages, plus appendices.) � POTESTA 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.....................................................................3 2.2 Underground Detention Hydraulics.........................................................................5 2.2.1 Storrn Sewer................................................................................................ 6 2.3 Downstream Channel...............................................................................................6 2.3.1 Drainage Ditch at Cross Section l.............................................................. 6 2.3.2 15-inch Reinforced Concrete Pipe.............................................................. 7 2.3.3 Drainage Ditch at Cross Section 2.............................................................. 7 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 and Downstream Channel Calculations ............................................... APPENDIX D SWM and Engineering Cale Brief for Kernstown Business Park Lot #4 (0103-05-0532-001), June 2006 STORMWATER MANAGEMENT AND ENGINEERING CALCULATIONS BRIEF Kernstown Business Park/Lot #4 Site Development for Commercial Property Back Creek District, Frederick County, Virginia 1.0 INTRODUCTION Ervin Development is proposing to develop 1 acre of commercial property in Kernstown Business Park (Lot 4). It is located on Prosperity Drive, off of U.S Route 11, Back Creek District, Frederick County, Virginia. The site is mapped as TM 74-A-2N. The proposed site layout is 10,324 square feet of retail building. Landscaping will be provided on approximately 23% of the entire site. The proposed site will have one proposed full entrance accessing Prosperity Drive (State Route 1129). 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 drainage ditch for Prosperity Drive to the south of the site capable of conveying a 10 year storm. 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 II, 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 relatively flat piece of land, containing slopes toward the north between I to 8 percent. Currently the site is vacant and considered meadow/grass (non - grazed) and in good condition. In the pre -development condition, this site contains two drainage areas of 1.12 acres. Pre -development Drainage Area One (Pre DA-1) includes approximately 80 percent of the site and its stormwater runoff drains toward adjacent properties to the north (Prosperity Mall and a self SWM and Engineering Cale Brief for Kernstown Business Park Lot 114 (0103-05-0532-001), June 2006 Page 1 I storage lot). Drainage Area Two (Pre DA-2) includes the remaining 20 percent of the site. Its ' stormwater runoff drains to the south toward a roadside drainage ditch. The site's post development condition contains three drainage areas that equal 1.12 acres. The stormwater runoff firm Drainage Area One (Post DA-1), which contains most of the proposed impervious area, will drain to two drop inlets which route the stormwater to the underground Rain Tank storage. Drainage Area Two (Post DA-2) and Drainage Area Three (Post DA-3) stormwater ' runoff will flow uncontrolled toward the roadside drainage ditch. All drainage eventually reaches an unnamed tributary of Opequon Creek located approximately 0.1 miles to the southeast of the site. ' The soils contained in this site were determined to be Carbo-Oaklet silt loams (6C). The hydrologic soil group NRCS classification is "C" (See Appendix B). Source - United States Department of Agriculture - Soil Conservation Service, "Soil Survey offrederick County, Virginia." Infiltration of ' stormwater will not be allowed due to possible karst features in this area. The area and Tirne 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 Pre -Development Drainal4e Area (Pre — DA1) This drainage area is approximately 0.89 acre. The runoff from this drainage area flows to the northern corner of the property. The pre -development conditions of this site are as follows: ♦ Meadow grass (non -grazed) in good condition, CN of 71 = approximately 0.89 acres Supporting data can be found in Appendix A, B and C. Results are summarized below. Description 2 Year 10 Year 100 Year Area acres 0.89 0.89 0.89 Tc(hrs.) 0.307 0.307 0.307 CN Soils Group C 71 71 71 Peak Discharge cfs 0.68 1.97 3.54 SWM and Engineering Calc Brief for Kernstown Business Park Lot #4 (0103-05-0532-001), June 2006 Page 2 Pre -Development Drainal4e Area (Pre DA-2) This drainage area is approximately 0.23 acre. The runoff from this drainage area flows to the roadside ditch at the southern corner of the site. ♦ Meadow grass (non -grazed) in good condition, CN of 71 = approximately 0.23 acre. These conditions in a class "C" soil yield a Curve Number (CN) of 71. Supporting data can be found in Appendix A, B and C. Results are summarized below. Description 2 Year 10 Year 100 Year Area acres 0.23 0.23 0.23 Tc hrs. 0.143 0.143 0.143 CN Soils Group C 71 71 71 Peak Discharge cfs 0.23 0.65 1.17 Summary of Predevelopment Discharges are summarized below. Description 2 Year 10 Year 100 Year Total Pre DA 1 and DA2 - 0.91 2.62 4.71 Peak Discharge cfs 2.1.2 Post Development Conditions The sites' post development condition will contain three drainage areas, one controlled and two uncontrolled. Post Development Drainage Area 1 (Post DA-1) Post DA-1 contains 0.83 acres and contains most of the proposed impervious area. This drainage area's stormwater runoff will drain to an underground Atlantis Raintank detention system via storm sewer pipe. The discharge of this SWM system from post DA-2 will be designed to compensate for the uncontrolled post development flows from Post Development Drainage Areas 2 and 3 so that the total Post Development storm runoff will be less than or equal to the total pre -development flow. Post DA-1 conditions are: ♦ Impervious -Pavement, CN of 98 = 0.053 acre ♦ Grass -Good condition, CN of 74 = 0.097 acre SWM and Engineering Calc Brief for Kernstown Business Park Lot 114 (0103-05-0532-001), June 2006 Page 3 These conditions in a class "C" soil yield a Curve Number (CN) of 96. Supporting data can be found in Appendix A, B and C. Results are summarized below. Description 2 Year 10 Year 100 Year Area acres 0.824 0.824 0.824 Tc hrs. 0.35 0.35 0.35 CN Soils Group C 96 96 96 Peak Discharge cfs 2.07 3.49 4.97 Post Development Drainage Area 2 (Post DA-2) ' Post DA-2 contains 0.15 acres of the site, and includes portions of the property that are not within the curb and gutter of the parking area as well as the proposed entrance. The drainage area flows uncontrolled to the drainage ditch along Prosperity Drive. ' Post DA-2 conditions are: ' ♦ Impervious -Pavement, CN of 98 = 0.053 acre ♦ Grass -Good condition, CN of 74 = 0.097 acre ' This condition in class "C" soils yields a Curve Number (CN) of 82. Supporting data can be found in Appendix A and C. Results are summarized below. I 1 I Description 2 Year 10 Year 100 Year Area acres 0.15 0.15 0.15 Tc hrs. 0.1373 0.1373 0.1373 CN Soils Group C 82 82 82 Peak Discharge cfs 0.29 0.63 1.01 Post Development Drainage Area 3 (Post DA-3) Post DA-3 contains 0.13 acres of the site that is not within the curb and gutter perimeter of the parking areas. This drainage area flows uncontrolled to the north. Post DA-3 conditions are: ♦ Grass -Good condition, CN of 74 = 0.13 acre. This condition in class "C" soils yields a Curve Number (CN) of 74. Supporting data can be found in Appendix A and C. Results are summarized below. Description 2 Year 10 Year 100 Year Area acres 0.13 0.13 0.13 SWM and Engineering Calc Brief for Kernstown Business Park Lot t14 (0103-05-0532-001), June 2006 Page 4 F Description 2 Year 10 Year 100 Year Tc hrs. 0.083 0.083 0.083 CN Soils Group C 74 74 74 Peak Discharge cfs 0.17 0.45 0.78 Description 2 Year 10 Year Pre DA-1 0.68 1.97 Pre DA-2 0.23 0.65 Total: 0.91 2.62 Post DA-2 and DA-3 Uncontrolled 0.46 1.08 Tar et (c s : 0.45 1.54 2.2 Underground Detention Hydraulics An AtlantisOO 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 drainage areas are less than or equal to the pre development discharge rates. The calculated reduced discharge rates from the Atlantis Raintank system are 0.34 cfs (2-year storm) and 1.37 cfs (10-year storm.) 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 at the west side. The top of curb elevations along the west parking lot perimeter, are approximately 2.0 feet below the lowest building elevation. The Atlantis Raintank system will be constructed from 1292 single tank cells to dimension of 152.8 feet long by 25.4 feet wide. A single cell dimension is 1.48 feet high by 1.33 feet wide by 2.25 feet in length. The system will be constructed from 760.5 feet elevation to a top of 762.0 feet elevation, and will slope toward the outlet at 0.15 percent. 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 this tanks system allows for a pavement elevation of greater than 764 feet of elevation. There will be one 15 inch HDPE storm sewer draining into the tank system. This storm sewer will be plumbed to a Nyloplast 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 a cast in place concrete basin adjacent to the rain tank, with a 0.33-foot diameter orifice at an elevation of 760.5 feet and a 0.4-foot by 1.00-foot rectangular orifice at an elevation of 761.6 feet. A 10inch HDPE culvert will drain this structure to the drainage ditch. The culverts inlet invert will be 760.4ft elevation and outlet invert will be 760.0 foot elevation. A riprap (d50 = 6 inch) outlet protection will be constructed at the outlet of this culvert. A manufacturer's representative will be on site to oversee the installation of the Raintank system. See Raintank worksheet in Appendix C. SWM and Engineering Calc Brief for Kernstown Business Park Lot 114 (0103-05-0532-001), June 2006 Page 5 The Raintank detention hydraulics summary is below. Supporting data is included in Appendix C. Description 2 Year Post 10 Year Post 100 Year Post Detention Volume ac-ft 0.084 0.126 0.132 Peak Inflow cfs 2.07 3.49 4.97 Peak Outflow cfs 0.34 1.37 *NA Peak Target Outflow (cfs) Pre DA - Post DA 2 0.44 1.51 *NA Peak Storage Elevation ft 761.45 761.93 *NA Released into the parking lot with 100-year storm overtopping the curb approximately 2.0 feet 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 building to the drop inlet located at the western perimeter of the parking lot. The 10 year storm peak runoff to 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. See Appendix D for calculations, drainage map and summary table. 2.3 Downstream Channel The drainage ditch along the north side of Prosperity Drive will collect the outfall from our SWM system as well as the stormwater flow runoff from, crown -to -shoulder, of Prosperity Drive, and the lots to the south of the subject site. This ditch has been evaluated to determine its adequacy to handle an increase in a 10 year storrwater runoff due to the development of the subject site, by looking at the minimum cross sections of the ditch and the 15-inch RCP culvert under the entrance for Affordable Dentures. The lots south of the subject site are vacant except for Lot # 2 (Affordable Dentures). For this evaluation, it is assumed that the stormwater management for Lot # 2 manages the post development peak flow for a 10 year storm to its pre development peak flow. We also assume that it captures the whole developed site and releases it to the ditch. The Rational Method was used to evaluate the flows from the above mentioned lots to the ditch. The ditch is grass lined with an assumed Manning's value of 0.03. Using Culvertmaster a and FlowmasterOO and working Drawing 0103-05-0532-001-02, we determined that the ditch, as well as the culvert, has the capacity to handle the peak 10 year flow. See Appendix D for drawings, calculations and CulvertmasterOO and FlowmasterOO printouts. 2.3.1 Drainage Ditch at Cross Section 1 The same drainage area used for the 15-inch reinforced concrete pipe calculations was used for this SWM and Engineering Cale Brief for Kemstown Business Park Lot 1/4 (0103-05-0532-001), June 2006 Page 6 x-section. This gives a conservative estimate of the 10-year peak flow. This portion of the drainage ditch takes in the peak discharge from the SWM facility from subject site as well as the stormwater runoff from a portion of vacant Lot #5. See Flowmaster© printouts, calculations and POTESTA Drawing 001-02 "Downstream 1" in Appendix D. ♦ 10 Year Flow - 2.84 cfs ♦ Minimum Cross Section Left Side - 5:1 Right Side - 5:1 - Slope - 1.6 Percent ♦ Estimated Freeboard - 0.51 feet ♦ Velocity - 2.41 fps 2.3.2 15-inch Reinforced Concrete Pipe The 15-inch reinforced concrete pipe (RCP) flows under the entrance to "Affordable Dentures" on Lot #2, and is 110 feet long. This culvert passes the peak discharge from the SWM facility from subject site as well as the stormwater runoff from a portion of vacant Lot #3. The maximum headwall is determined to be the elevation at the shoulder of Providence Drive at the inlet invert. See Culvertmaster(D printouts, calculations and POTESTA Drawing 001-02 "Downstream 1" in Appendix D. ♦ 10 Year Flow - 2.84 cfs ♦ Maximum Allowable Headwall - 758.7 ♦ Computed Headwall - 757.46 ♦ Slope - 3.7 Percent 2.3.3 Drainage Ditch at Cross Section 2 This drainage area takes in all the lots south of the subject site that flows to the drainage ditch. This portion of the drainage ditch takes in the peak discharge (at pre development rates) from the SWM facilities from the subject site and Affordable Dentures - Lot #2, as well as portions of vacant lots #3 and #1 that flows to the ditch. See FlowmasterOO printouts, calculations and POTESTA Drawing 001-02 "Downstream 1" in Appendix D. ♦ 10 Year Flow - 8.64 cfs ♦ Minimum Cross Section Left Side - 4:1 Right Side - 4:1 Slope - 1.3 Percent ♦ Estimated Freeboard - 0.2 feet ♦ Velocity - 3.08 fps SWM and Engineering Calc Brief for Kemstown Business Park Lot t14 (0103-05-0532-001), June 2006 Page 7 RSB Drawn MIH Checked KJK Approved AS NOTED kale: JUNE 2006 YdR— �o WLU ;> N � N ooQ _J Q w NCIZ 0 LU Z o = j m v oc �2 z z Q J Y �Cie Q LL CL U Z ccn !— f— � Z O W m w U �z'Y a. 3 U v O w F-- v w WLn Z m Owe 0 w u- w Y oe No. 001-04 ,^,AD ire No: RSB Druwn MIH KJK Approved NOTED —Scala APRIL 2006 fir: W > N :* EC cV lL in Q 0 > W N oe o d LLI za m V z Drawing No. County Kiosk: Powered By Freeance 4.1.1 - TDC Group Inc. Page 1 of 1 Current Map Tool: Recenter Click or drag the map to pan. Search This Map Roads Tax Map Address Property Owner Subdivision Overview Map Map Legend ^i Roads E] Buildings Parcels t� County Boundary Towns Customize This Map Base Map Planning Enviromental Political http://gis.co. frederick.va.usIFreeancelClientiPublicKiosk l lindex.html?appconfig--Political 5 /30/2006 II Frederick County, Virginia 17 II moderate limitation to use of logging equipment. Erosion �s 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 f this soil for community development. This soil is in capability subclass Ile. 5C—Carbo silt loam, 7 to 15 percent slopes. This Wil is moderately deep, strongly sloping, and well rained. It is on uplands. Slopes are smooth. Areas of e soil are irregularly rectangular or long and winding. They range from 5 to 50 acres. , tTypically, the surface layer is yellowish brown or dark ellowish brown silt loam about 9 inches thick. The subsoil, about 17 inches thick, is mostly strong brown, irm clay. Bedrock is at a depth of 26 inches. iIncluded with this soil in mapping are small ntermingled areas, generally less than 3 acres each, of Chilhowie and Oaklet soils. Chilhowie soils are near II breaks and on low ridges. Oaklet soils are cat-etiRred 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. tPermeability in this Carbo soil is slow, and the vailable water capacity is moderate. Runoff is medium. The erosion hazard is severe. The surface layer is friable nd easily tilled when moist, but breaks up into clods if he soil is tilled when too wet or too dry. Natural fertility s medium, and organic matter content is low. The ushrink-swell potential in the subsoil is high. The root one extends to a depth of about 26 inches. The surface dyer and subsoil are strongly acid to neutral. Most areas of this soil are used for cultivated crops, ay, and pasture and as orchards. A few areas are used s woodland. This soil is fairly well suited to cultivated crops. Crops espond well to lime and fertilizers. Using conservation I age, growing cover crops, including grasses and gumes in the cropping system, and crop residue anagement help to increase the organic matter content c1 to improve soil tilth, to reduce crusting, to increase er infiltration, and to control erosion. ,F is soil is well suited to hay and pasture. Establishing ,maintaining a mixture of grasses and legumes and venting overgrazing are major pasture management �on'cerns. Overgrazing causes surface compaction and Qf " , es runoff and erosion. Using stocking rates within a eying capacity, deferred grazing, using rotation axing, and liming and fertilizing help to maintain a good t nd of grasses and legumes, to reduce runoff, and to gel erosion. Liming is needed to offset the acidity of oil. Fertilizing generally is required to increase the nt of available nutrients in the soil. otential productivity for trees on this soil is ately high. The rate of seedling mortality is "te. The low strength of the clayey subsoil is a 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 4l 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 severely eroded soils that have a surface layer of silty clay or clay. Permeability in the Carbo and Oaklet soils is slow, and the available water capacity is moderate. Runoff is medium. The erosion hazard is severe. The surface layer breaks into clods if these soils are tilled when too wet or 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 Carbo 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.matter content and to improve soil tilth, to reduce crusting, to increase water infiltration, and to control erosion. 18 Soil Survey 1 11 These soils are moderately 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. 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 these poils is moderately high. Rock outcrops and the low strength of the clayey subsoil are moderate limitations to the use of logging equipment. Erosion is a hazard on logging roads and skid trails. On the Carbo soils, the rate of seedling mortality is moderate. Rock outcrops, permeability, and shrinking and swelling are the main limitations to use of these soils for community development. On the Carbo soil, depth to bedrock is also a limitation. These soils are in capability unit IVe. 7C—Carbo-Oaklet-Rock outcrop complex, 2 to 15 percent slopes. This map unit consists of moderately deep and deep, gently sloping and strongly sloping, well drained soils and areas of rock outcrops on undulating and rolling landscapes in the valley. A typical area of this map unit is about 35 percent Carbo soil, 30 percent Oaklet soil, 25 percent areas of Rock outcrop, and 10 percent other soils. Areas of the map unit are irregularly shaped. They are about 300 to 4,500 feet long. They range from 3 to more than 100 acres. The Carbo and Oaklet soils and areas of Rock outcrop 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 about 9 inches thick. The subsoil, to a depth of about 26 inches, is mostly yellowish brown, firm clay. Limestone bedrock is at a depth of 26 inches. Typically, the surface layer of the Oaklet soil is dark yellowish brown silt loam about 7 inches thick. The subsoil, to a depth of 60 inches or more, is strong brown and yellowish brown, firm clay. Included with these soils in mapping are small intermingled areas of Chilhowie soils. Chilhowie soils have a subsoil at a depth of less than 20 inches. Also included are a few areas of soils that have slope of more than 15 percent and a few areas of severely eroded soils that have a surface layer of silty clay or clay. Permeability in these Carbo and Oaklet soils is slow, and the available water capacity is moderate. Surface runoff is medium to rapid. The erosion hazard is severe. Tillage on these soils is impractical because of rock outcrops. The shrink -swell potential in the subsoil is high. The root zone extends to a depth of about 36 inches in the Carbo soil and about 60 inches in the Oaklet soil. Commonly, the Carbo soil is neutral and the Oaklet soil is strongly acid to mildly alkaline. Natural fertility is medium, and organic matter content is low. Nearly all areas of these soils are used as woodland and pasture. These soils are not suited to cultivated crops because rock outcrops interfere with tillage. These soils are poorly suited to hay and pasture. The soils tend to be droughty during dry periods. Potential productivity for trees on these soils is moderately high. Rock outcrops and low strength during wet periods limit the use of logging equipment. The rate of seedling mortality is moderate on the Carbo soil and slight on the Oaklet soil. The windthrow hazard on both soils is slight. Rock outcrops are the main limitation to use of these soils for community development. These soils are in capability subclass Vls. 86—Chilhowie silty clay loam, 2 to 7 percent slopes. This soil is moderately deep, gently sloping, and well drained. It is on smooth or convex slopes in the valley. Slopes are smooth and commonly complex and about 1,000 to 4,000 feet long. Areas of this soil commonly follow the hilltops and are long and winding. They range mainly from about 3 to 60 acres. Typically, the surface layer is dark yellowish brown silty clay loam 7 inches thick. The subsoil is brown and dark yellowish brown clay about 10 inches thick. The substratum, to a depth of 27 inches, is yellowish brown very channery silty clay. Limestone bedrock is at a depth of 27 inches. Included with this soil in mapping are small intermingled areas, generally less than 3 acres each, of Carbo and Oaklet soils. Carbo and Oaklet soils are in the nearly level to concave areas in this map unit. Also included are small areas of severely eroded soils and scattered areas of rock outcrops. These included soils and areas of rock outcrops make up about 20 percent of the map unit. Permeability in this Chilhowie soil is slow, and the available water capacity is very low. The erosion hazard is moderate. Runoff is medium. 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 high, but organic matter content is low. The shrink -swell potential in the subsoil is high. The root zone extends to a depth of about 27 inches. The surface layer and subsoil commonly are slightly acid to mildly alkaline. Bedrock is at a depth of 27 inches. Most areas of this soil are used for cultivated crops, hay, and pasture and in urban use. A few areas are used as woodland. This soil is poorly suited to cultivated crops. It is droughty during the growing season. Crops respond well to lime and fertilizers. Using conservation tillage, growing 1 USDA Natural Resources ('oasenation Service SOIL SURVEY OF FREDERICK COUNTY, VIRGINIA Virginia Frederick n Meters Feet 0 5 10 20 0 25 50 100 150 200 Web Soil Survey 1.1 5/24/2006 National Cooperative Soil Survey Page 1 of 3 SOIL SURVEY OF FREDERICK COUNTY, VIRGINIA MAP LEGEND MAP INFORMATION Soil Map Units Source of Map: Natural Resources Conservation Service o Cities Detailed Counties Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Detailed States Coordinate System: UTM Zone 17 Interstate Highways Roads Soil Survey Area: Frederick County, Virginia —d i Rails Spatial Version of Data: 1 water Soil Map Compilation Scale: 1:15840 Hydrography Oceans AVAY00 Escarpment, bedrock vnvhvAv Escarpment, non -bedrock Gulley uuuuuum Levee ••.•••• Slope v Blowout ® Borrow Pit A Clay Spot ♦ Depression, closed Eroded Spot x, Gravel Pit Gravelly Spot Gulley Lava Flow Map comprised of aerial images photographed on these dates: 9 Landfill I. Marsh or Swamp 3/24/1997-1 4/2/1997 O Miscellaneous Water Rock Outcrop Saline Spot Sandy Spot 3 Slide or Slip 0 Sinkhole fi� Sodic Spot The orthophoto or other base map on which the soil lines were compiled and x Spoil Area digitized probably differs from the background imagery displayed on these maps. 0 Stony Spot —6) very Stony Spot As a result, some minor shifting of map unit boundaries may be evident. O Perennial Water USDA Natural Resources Wet Spot i Conservation Service Web Soil Survey 1.1 National Cooperative Soil Survey 5/24/2006 Page 2 of 3 Soil Survey of Frederick County, Virginia Map Unit Legend Summary Frederick County, Virginia Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 6C Carbo-Oaklet silt loams, very 1.2 rocky, 2 to 15 percent slopes Ali Chilhowie silty clay loam, 2 to 0.0 7 percent slopes �9.9 0.1 CSDA Web Soil Survey l_ I 5/24/2006 ANNIFE National Cooperative Soil Survey Page 3 of 3 n k I PRE -DEVELOPMENT p HYDROLOGY u k Job File: C:\PONDPACK\PRE DA-l.PPW Rain Dir: C:\PONDPACK\ JOB TITLE Project Date: 5/19/2006 Project Engineer: MIHoward Project Title: KERNSTOWN BUSINESS PARK Project Comments: PRE DA-1 SIN: D4YXYWH52373 PondPack (10.00.016.00) 1:44 PM Bentley Systems, Inc. 6/5/2006 Table of Contents i ******************** MASTER SUMMARY *********x*r********* Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY ******************* FREDERICK CO.... Design Storms ...................... 2.01 FREDERICK CO.... Pre 2 Design Storms ...................... 2.02 x***t************+ TC CALCULATIONS *******r****t*** SUBAREA 10...... Tc Calcs ........................... 3.01 ********************* CN CALCULATIONS SUBAREA 10...... Runoff CN-Area ..................... 4.01 SIN: D4YXYWH52373 PondPack (10.00.016.00) 1:44 PM Bentley Systems, Inc. 6/5/2006 Type.... Master Network Summary Name.... Watershed File.... C:\PONDPACK\PRE DA-l.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: FREDERICK CO Page 1.01 Total Depth Rainfall Return Event in Type RNF ID ------------ Pre 2 ------ 3.0000 ---------------- Synthetic Curve ---------------- TypeII 24hr Pre 10 4.9000 Synthetic Curve TypeII 24hr Pre100 6.9000 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 ---------- .056 12.1000 .68 *OUT 10 JCT 10 .151 12.1000 1.97 *OUT 10 JCT 100 .270 12.0500 3.54 SUBAREA 10 AREA 2 .056 12.1000 .68 SUBAREA 10 AREA 10 .151 12.1000 1.97 SUBAREA 10 AREA 100 .270 12.0500 3.54 SIN: D4YXYWH52373 Bentley Systems, Inc. PondPack (10.00.016.00) 1:44 PM 6/5/2006 Type.... Design Storms Name.... FREDERICK CO File.... C:\PONDPACK\PRE DA-l.ppw Title... Project Date: 5/19/2006 Project Engineer: MIHoward Project Title: KERNSTOWN BUSINESS PARK Project Comments: PRE DA-1 DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO Storm Tag Name = Pre 2 Page 2.01 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.0000 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= 4.9000 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= 6.9000 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) 1:44 PM Bentley Systems, Inc. 6/5/2006 Type.... Design Storms Page 2.02 Name.... FREDERICK CO Event: 2 yr File.... C:\PONDPACK\PRE DA-1.ppw Storm... TypeII 24hr Tag: Pre 2 DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO Storm Tag Name = Pre 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.0000 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= 4.9000 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= 6.9000 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) 1:44 PM Bentley Systems, Inc. 6/5/2006 Type.... Tc Calcs Name.... SUBAREA 10 File.... C:\PONDPACK\PRE DA-l.ppw ............................ TIME OF CONCENTRATION CALCULATOR Segment 41: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 100.00 ft 2yr, 24hr P 3.0000 in Slope .012500 ft/ft Avg.Velocity .09 ft/sec Segment #2: Tc: TR-55 Shallow Hydraulic Length 130.00 ft Slope .044000 ft/ft Unpaved Avg.Velocity 3.38 ft/sec Page 3.01 Segment #1 Time: .2964 hrs Segment 42 Time: .0107 hrs ------------------------------------------------------------------------ Total Tc: .3071 hrs SIN: D4YXYWH52373 Bentley Systems, Inc. PondPack (10.00.016.00) 1:44 PM 6/5/2006 Type.... Tc Calcs Name.... SUBAREA 10 File.... C:\PONDPACK\PRE DA-l.ppw Page 3.02 ------------------------------------------------------------------------ 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) 1:44 PM Bentley Systems, Inc. 6/5/2006 Type.... Runoff CN-Area Name.... SUBAREA 10 RUNOFF CURVE NUMBER DATA Page 4.01 -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres `kC %UC CN -------------------------------- ------------- ----- ----- ------ Meadow - cont. grass (non grazed) - 71 .890 71.00 COMPOSITE AREA & WEIGHTED CN ---> .890 71.00 (71) SIN: D4YXYWH52373 PondPack (10.00.016.00) 1:44 PM Bentley Systems, Inc. 6/5/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- F ----- FREDERICK CO... 2.01, 2.02 ----- S ----- SUBAREA 10... 3.01, 4.01 ----- W ----- Watershed... 1.01 SIN: D4YXYWH52373 Bentley Systems, Inc. PondPack (10.00.016.00) 1:44 PM 6/5/2006 1 PRE -DEVELOPMENT H HYDROLOGY (DA-2) C! Job File: C:\PONDPACK\PRE DA-2.PPW Rain Dir: C:\PONDPACK\ JOB TITLE -------------------------- -------------------------- Project Date: 5/19/2006 Project Engineer: MIHoward Project Title: KERNSTOWN BUSINESS PARK Project Comments: PRE DA-2 SIN: D4YXYWH52373 PondPack (10.00.016.00) 1:54 PM Bentley Systems, Inc. 6/5/2006 Table of Contents i ********************* MASTER SUMMARY *********x*********** Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY ******************* FREDERICK CO.... Design Storms ...................... 2.01 FREDERICK CO.... Pre 2 Design Storms ...................... 2.02 **t**+*****t*****+* TC CALCULATIONS ********+************ SUBAREA 10...... Tc Calcs ........................... 3.01 **t****************** CN CALCULATIONS ***+*k*******+****** SUBAREA 10...... Runoff CN-Area ..................... 4.01 SIN: D4YXYWH52373 PondPack (10.00.016.00) 1:54 PM Bentley Systems, Inc. 6/5/2006 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... C:\PONDPACK\PRE DA-2.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: FREDERICK CO Total Depth Rainfall Return Event in Type RNF ID ------------ Pre 2 ------ 3.0000 ---------------- Synthetic Curve ---------------- TypeII 24hr Pre 10 4.9000 Synthetic Curve TypeII 24hr Pre100 6.9000 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 ---------- -- .015 --------- 12.0000 -------- .23 *OUT 10 JCT 10 .039 12.0000 .65 *OUT 10 JCT 100 .070 11.9500 1.17 SUBAREA 10 AREA 2 .015 12.0000 .23 SUBAREA 10 AREA 10 .039 12.0000 .65 SUBAREA 10 AREA 100 .070 11.9500 1.17 SIN: D4YXYWH52373 PondPack (10.00.016.00) 1:54 PM Bentley Systems, Inc. 6/5/2006 ri Type.... Design Storms Name.... FREDERICK CO File.... C:\PONDPACK\PRE DA-2.ppw Title... Project Date: 5/19/2006 Project Engineer: MIHoward Project Title: KERNSTOWN BUSINESS PARK Project Comments: PRE DA-2 DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO Storm Tag Name = Pre 2 Page 2.01 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.0000 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= 4.9000 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= 6.9000 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) 1:54 PM Bentley Systems, Inc. 6/5/2006 Type.... Design Storms Page 2.02 Name.... FREDERICK CO Event: 2 yr File.... C:\PONDPACK\PRE DA-2.ppw Storm... TypeII 24hr Tag: Pre 2 DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO Storm Tag Name = Pre 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.0000 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= 4.9000 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= 6.9000 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) 1:54 PM Bentley Systems, Inc. 6/5/2006 Type.... Tc Calcs Name.... SUBAREA 10 File.... C:\PONDPACK\PRE DA-2.ppw .......................... TIME OF CONCENTRATION CALCULATOR Segment #1: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 90.00 ft 2yr, 24hr P 3.0000 in Slope .083000 ft/ft Avg.Velocity .20 ft/sec Page 3.01 Segment Ifl Time: .1278 hrs ----------------------------------------------------------------------- Segment #2: Tc: TR-55 Channel Flow Area .1000 sq.ft Wetted Perimeter 1.00 ft Hydraulic Radius .10 ft Slope .014000 ft/ft Mannings n .0300 Hydraulic Length 70.00 ft Avg.Velocity 1.27 ft/sec Segment #2 Time: .0154 hrs ------------------------------------------------------------------------ Total Tc: .1431 hrs SIN: D4YXYWH52373 Bentley Systems, Inc. PondPack (10.00.016.00) 1:54 PM 6/5/2006 Type.... Tc Calcs Name.... SUBAREA 10 File.... C:\PONDPACK\PRE DA-2.ppw Page 3.02 ------------------------------------------------------------------------ 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 Bentley Systems, Inc. PondPack (10.00.016.00) 1:54 PM 6/5/2006 �J 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 Meadow - cont. grass (non grazed) - 71 .230 71.00 COMPOSITE AREA & WEIGHTED CN ---> .230 71.00 (71) ........................................................................... SIN: D4YXYWH52373 PondPack (10.00.016.00) 1:54 PM Bentley Systems, Inc. 6/5/2006 Appendix A Index of Starting Page Numbers for ID Names ----- F ----- FREDERICK CC... 2.011, 2.02 ----- S ----- SUBAREA 10... 3.01, 4.01 ----- W ----- Watershed... 1.01 A-1 SIN: D4YXYWH52373 Bentley Systems, Inc. PondPack (10.00.016.00) 1:54 PM 6/5/2006 n E � POST -DEVELOPMENT 1 � HYDROLOGY 1 � (DA-1) F Q Job File: C:\Documents and Settings\kjknechtel\My Documents\KERNSTOWN POST DA1 MIH KJK.PPW Rain Dir: C:\Documents and Settings\kjknechtel\My Documents\ JOB TITLE Project Date: 4/28/2006 Project Engineer: min Project Title: KERNSTOWN BUSINESS PARK Project Comments: 05-0532.001 S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Table of Contents i ********************** MASTER SUMMARY **kk****************kk Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY **************k**** FREDERICK CO VA Design Storms ...................... 2.01 ********************** TC CALCULATIONS ***#****k*******xk*** POST DA1........ Tc Calcs ........................... 3.01 ********************** CN CALCULATIONS ****k***k*k********** POST DA1........ Runoff CN-Area ..................... 4.01 *********************** POND VOLUMES *******x*******k*k***** POND 10......... Vol: Elev-Area ..................... 5.01 ******************** OUTLET STRUCTURES *******k************k Outlet 1........ Outlet Input Data .................. 6.01 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Table of Contents ii Individual Outlet Curves ........... 6.04 Composite Rating Curve ............. 6.08 *********************** POND ROUTING **********kk*******k*** 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 SIN: D PondPac Type.... Master Network Summary Page 1.01 Name.... Watershed File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: FREDERICK CO VA Total Depth Rainfall Return Event in Type RNF ID Dev 2 3.0000 Synthetic Curve TypeII 24hr Dev 10 4.9000 Synthetic Curve TypeII 24hr Dev100 6.9000 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 Trun -- ---hrs --- cfs -------- ---ft-- ac_ft ---- ---------------- POND 10 - IN ---- POND ------ 2 -ac_ft -- .178 12.1000 2.07 POND 10 IN POND 10 .308 12.1000 3.49 ' POND 10 IN POND 100 .447 12.1000 4.97 POND 10 OUT POND 2 .177 12.5500 .34 761.45 .084 POND 10 OUT POND 10 .308 12.3500 1.37 761.93 .126 ' POND 10 OUT POND 100 .454 R 12.1000 1.59 762.00 .132 POST DA1 AREA 2 .178 12.1000 2.07 POST DA1 AREA 10 .308 12.1000 3.49 ' POST DA1 AREA 100 .447 12.1000 4.97 *POST DA1 OUT JCT 2 .177 12.5500 .34 *POST DA1 OUT JCT 10 .308 12.3500 1.37 ' *POST DA1 OUT JCT 100 .454 R 12.1000 1.59 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 F Type.... Design Storms Name.... FREDERICK CO VA Page 2.01 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw Title... Project Date: 4/28/2006 Project Engineer: mih Project Title: KERNSTOWN BUSINESS PARK Project Comments: 05-0532.001 DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO VA Storm Tag Name = Dev 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.0000 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= 4.9000 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= 6.9000 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 10:03 AM 6/5/2006 i Type.... Tc Calcs i� Name.... POST DA1 Page 3.01 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw TIME OF CONCENTRATION CALCULATOR Segment 111: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 100.00 ft 2yr, 24hr P 3.0000 in Slope .010000 ft/ft Avg.Velocity .09 ft/sec Segment Jfl Time: .3241 hrs Segment- #2: Tc: TR-55 Shallow Hydraulic Length 160.00 ft Slope .007500 ft/ft Paved Avg.Velocity 1.76 ft/sec Segment 42 Time: .0252 hrs ------------------------------------------------------------------------ ------------------------- ------------------------- Total Tc: .3494 hrs ------------------------- ------------------------- S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Type.... Tc Calcs Name.... POST DA1 Page 3.02 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.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) 10:03 AM 6/5/2006 Type.... Runoff CN-Area Name.... POST DA1 Page 4.01 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw RUNOFF CURVE NUMBER DATA -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ------------- ----- ----- ------ Fully Developed Urban Areas (Veg Es 98 .762 98.00 Open space (Lawns,parks etc.) - Goo 74 .073 74.00 COMPOSITE AREA & WEIGHTED CN ---> .835 95.90 (96) SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Type.... Vol: Elev-Area Name.... POND 10 Page 5.01 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft) ------------------------------------------------------------------------ 760.50 ----- .0880 .0000 .000 .000 761.00 ----- .0880 .2640 .044 .044 762.00 ----- .0880 .2640 .088 .132 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) 10:03 AM 6/5/2006 1 1 1 1 1 Type.... Outlet Input Data Name.... Outlet 1 Page 6.01 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw REQUESTED POND WS ELEVATIONS: Min. Elev.= 760.50 ft Increment = .50 ft Max. Elev.= 762.00 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 Orifice -Area 01 ---> CO 761.600 762.000 Inlet Box RO ---> CO 762.000 762.000 Orifice -Circular 00 ---> CO 760.500 762.000 Culvert -Circular CO ---> TW 760.400 762.000 TW SETUP, DS Channel SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 10:03 AM 6/5/2006 Type.... Outlet Input Data Name.... Outlet 1 Page 6.02 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw OUTLET STRUCTURE INPUT DATA Structure ID = 01 Structure Type = Orifice -Area ------------------------------------ Q of Openings = 1 Invert Elev. = 761.60 ft Area = .4000 sq.ft Top of Orifice = 762.00 ft Datum Elev. = 761.60 ft Orifice Coeff. _ .610 Structure ID = RO Structure Type = Inlet Box ------------------------------------ 4 of Openings = 1 Invert Elev. = 762.00 ft Orifice Area = 6.2500 sq.ft Orifice Coeff. _ .610 Weir Length = 14.00 ft Weir Coeff. = 3.023 K, Reverse = 1.000 Mannings n = .0000 Kev,Charged Riser = .000 Weir Submergence = No Structure ID = 00 Structure Type = Orifice -Circular ------------------------------------ 14 of Openings = 1 Invert Elev. = 760.50 ft Diameter = .3333 ft Orifice Coeff. _ .610 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 I 1 I Type.... Outlet Input Data Name.... Outlet 1 Page 6.03 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw OUTLET STRUCTURE INPUT DATA Structure ID = CO Structure Type = Culvert -Circular ------------------------------------ No. Barrels = 1 Barrel Diameter = .8333 ft Upstream Invert = 760.40 ft Dnstream Invert = 760.00 ft Horiz. Length = 70.00 ft Barrel Length = 70.00 ft Barrel Slope = .00571 ft/ft OUTLET CONTROL DATA... Mannings n = 0120 Ke = 5000 (forward entrance loss) Kb = .033981 (per ft of full flow) Kr = .5000 (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) = 1.304 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 = 761.36 ft ---> Flow = 1.74 cfs At T2 Elev = 761.49 ft ---> Flow = 1.99 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 10:03 AM 6/5/2006 Type.... Individual Outlet Curves Name.... Outlet 1 Page 6.04 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = 01 (Orifice -Area) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = CO (Culvert -Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TV] Error ft cfs ft ft ft +/-ft +/-cfs ------ ------ ft ------- +/-ft ------- -------- 760.50 --------------- .00 ... -------- ... ------- ... ... ... Free Outfall PIS below an invert; no flow. 761.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 761.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 761.60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 762.00 1.24 762.00 Free 761.33 .000 .000 Free Outfall H =.40 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Type.... Individual Outlet Curves Name.... Outlet 1 Page 6.05 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = RO (Inlet Box) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = CO (Culvert -Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft +/-cfs ------- ------ ------ ft ------- +/-ft ------- -------- 760.50 --------------- .00 ... -------- ... ... ... Free Outfall WS below an invert; no flow. 761.00 .00 ... ... ... ... Free Outfall WS below an invert; no flow. 761.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 761.60 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 762.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Type.... Individual Outlet Curves Name.... Outlet 1 Page 6.06 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = 00 (Orifice -Circular) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = CO (Culvert -Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft +/-cfs ------- ------ ------ ft ------- +/-ft ------- -------- 760.50 ----------------------- .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 761.00 .23 761.00 760.72 760.72 .001 .000 Free Outfall H =.28 761.50 .36 761.50 760.80 760.80 .000 .000 Free Outfall H =.70 761.60 .38 761.60 760.81 760.82 .004 .000 Free Outfall H =.79 762.00 .35 762.00 761.33 761.33 .000 .000 Free Outfall H =.67 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Type.... Individual Outlet Curves Name.... Outlet 1 Page 6.07 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = CO (Culvert -Circular) -------------------------------------- Mannings open channel maximum capacity: 1.93 cfs UPstream ID's= 01, RO, 00 DNstream ID = TW (Pond Outfall) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft +/-cfs ------ ------ ft +/-ft -------------- -------- 760.50 ----------------------- .00 ... ------- ... ... ... Free Outfall WS below an invert; no flow. 761.00 .23 760.72 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .073ft Dcr= .206ft CRIT.DEPTH Hev= .00ft 761.50 .36 760.80 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .094ft Dcr= .259ft CRIT.DEPTH Hev= .00ft 761.60 .38 760.82 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .097ft Dcr= .268ft CRIT.DEPTH Hev= .00ft 762.00 1.59 761.33 Free Free .000 .001 Free Outfall BACKWATER CONTROL.. Vh= .213ft hwDi= .611ft Lbw= 70.Oft Hev= .00ft SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 10:03 AM 6/5/2006 Type.... Composite Rating Curve Name.... Outlet 1 Page 6.08 File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.ppw ***** COMPOSITE OUTFLOW SUMMARY **** VIS Elev, Total Q Notes ---------------- -------- Converge ------------------------- Elev. Q TW Elev Error ft cfs ft +/-ft -------------------------- Contributing Structures -------- 760.50 ------- .00 -------- ----- Free Outfall (no Q: O1,RO,OO,C0) 761.00 .23 Free Outfall OO,CO (no Q: 01,RO) 761.50 .36 Free Outfall OO,CO (no Q: 01,RO) 761.60 .38 Free Outfall OO,CO (no Q: 01,RO) 762.00 1.59 Free Outfall 01,0O,C0 (no Q: RO) SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 C n 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\kernstown post dal mih kjk.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 = 760.50 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 = 2.07 cfs at 12.1000 hrs Peak Outflow = .34 cfs at 12.5500 hrs ----------------------------------------------------- Peak Elevation = 761.45 ft Peak Storage = .084 ac-ft MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = .178 - Infiltration = .000 - HYG Vol OUT = .177 - Retained Vol = .001 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 10:03 AM 6/5/2006 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\kernstown post dal mih kjk.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 = 760.50 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 = 3.49 cfs at 12.1000 hrs Peak Outflow = 1.37 cfs at 12.3500 hrs ----------------------------------------------------- Peak Elevation = 761.93 ft Peak Storage = .126 ac-ft MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = .308 - Infiltration = .000 - HYG Vol OUT = .308 - Retained Vol = .001 Unrouted Vol = .000 ac-ft (.000% of Inflow Volume) SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Type.... Pond Routing Summary Page 7.03 Name.... POND 10 OUT Tag: Dev100 Event: 100 yr File.... C:\Documents and Settings\kjknechtel\My Documents\kernstown post dal mih kjk.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 = 760.50 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. S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 10:03 AM 6/5/2006 Appendix A A-1 ' Index of Starting Page Numbers for ID Names ' ----- F ----- FREDERICK CO VA... 2.01 ' ----- O ----- Outlet 1... 6.01, 6.04, 6.08 ' ----- P ----- POND 10... 5.01, 7.01, 7.02, 7.03 POST DA1... 3.01, 4.01 ' ----- W ----- Watershed... 1.01 1 1 S/N: D4YXYWH52373 Potesta and Associates, Inc ' PondPack (10.00.016.00) 10:03 AM 6/5/2006 C u u 11 1 POST -DEVELOPMENT 1 HYDROLOGY n n Job File: J:\POND PACK\KERNSTOWN POST DA-2 A.PPW Rain'Dir: J:\POND PACK\ JOB TITLE Project Date: 6/8/2006 Project Engineer: KJK Project Title: Kernstown Project Comments: SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:40 PM 6/8/2006 Table of Contents i ********************** MASTER SUMMARY ********************** watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY ******************* FREDERICK CO.... 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 1:40 PM 6/8/2006 Type.... Master Network Summary Name.... Watershed File.... J:\POND PACK\KERNSTOWN POST DA-2 a.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: FREDERICK CO Page 1.01 Total Depth Rainfall Return Event in Type RNF ID ------------ Pre 2 ------ 3.0000 ---------------- Synthetic Curve ---------------- TypeII 24hr Pre 10 4.9000 Synthetic Curve TypeII 24hr Pre100 6.9000 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 ---------- -- .017 --------- 11.9500 .29 *OUT 10 JCT 10 .037 11.9500 .63 *OUT 10 JCT 100 .060 11.9500 1.01 SUBAREA 10 AREA 2 .017 11.9500 .29 SUBAREA 10 AREA 10 .037 11.9500 .63 SUBAREA 10 AREA 100 .060 11.9500 1.01 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:40 PM 6/8/2006 Type.... Design Storms Page 2.01 Name.... FREDERICK CO File.... J:\POND PACK\KERNSTOWN POST DA-2 a.ppw Title... Project Date: 6/8/2006 Project Engineer: KJK Project Title: Kernstown Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO Storm Tag Name = Pre 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.0000 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= 4.9000 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= 6.9000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs SIN: D4YXYWH52373 Pond Pack (10.00.016.00) Potesta and Associates, Inc 1:40 PM 6/8/2006 Type.... Tc Calcs Name.... SUBAREA 10 File.... J:\POND PACK\KERNSTOWN POST DA-2 a.ppw TIME OF CONCENTRATION CALCULATOR Segment ;kl: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 65.00 ft 2yr, 24hr P 3.0000 in Slope .050000 ft/ft Avg.Velocity .15 ft/sec Page 3.01 Segment ill Time: .1206 hrs ----------------------------------------------------------------------- Segment 112: Tc: TR-55 Channel Flom Area .5000 sq.ft Wetted Perimeter 2.00 ft Hydraulic Radius .25 ft Slope .014000 ft/ft Mannings n .0300 Hydraulic Length 140.00 ft Avg.Velocity 2.33 ft/sec Segment 42 Time: .0167 hrs ------------------------------------------------------------------------ ------------------------- ------------------------- Total Tc: .1373 hrs ------------------------- ------------------------- S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:40 PM 6/8/2006 Type.... Tc Calcs Name.... SUBAREA 10 File.... J:\POND PACK\KERNSTOWN POST DA-2 a.ppw Page 3.02 ------------------------------------------------------------------------ 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 1:40 PM 6/8/2006 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 .053 98.00 Open space (Lawns,parks etc.) - Goo 74 .097 74.00 COMPOSITE AREA & WEIGHTED CN ---> .150 82.48 (82) S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:40 PM 6/8/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- F ----- FREDERICK CO... 2.01 ----- S ----- SUBAREA 10... 3.01, 4.01 ----- W ----- Watershed... 1.01 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:40 PM 6/8/2006 11 11 11 11 POST -DEVELOPMENT HYDROLOGY (DA-3) Job -File: J:\POND PACK\KERNSTOWN POST DA-3 A.PPW Rain Dir: J:\POND PACK\ JOB TITLE -------------------------- -------------------------- Project Date: 6/8/2006 Project Engineer: KJK Project Title: Kernstown Project Comments: IF SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:31 PM 6/8/2006 I. Table -of Contents i ********************** MASTER SUMMARY ********************** Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY ******************* FREDERICK CO.... Design Storms ...................... 2.01 ********************** TC CALCULATIONS ******************x** SUBAREA 10...... Tc Calcs ........................... 3.01 ********************** CN CALCULATIONS ****xx*************** SUBAREA 10...... Runoff CN-Area ..................... 4.01 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 1:31 PM 6/8/2006 Type.... Master Network Summary Name.... Watershed File.... J:\POND PACK\KERNSTOWN POST DA-3 a.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: FREDERICK CO Page 1.01 Total Depth Rainfall Return Event in Type RNF ID ------------ Pre 2 ------ 3.0000 ---------------- Synthetic Curve ---------------- TypeII 24hr Pre 10 4.9000 Synthetic Curve TypeII 24hr Pre100 6.9000 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 ---------- -- .010 --------- 11.9500 -------- .17 *OUT 10 JCT 10 .025 11.9500 .45 *OUT 10 JCT 100 .043 11.9000 .78 SUBAREA 10 AREA 2 .010 11.9500 .17 SUBAREA 10 AREA 10 .025 11.9500 .45 SUBAREA 10 AREA 100 .043 11.9000 .78 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:31 PM 6/8/2006 Type.... Design Storms Page 2.01 Name.... FREDERICK CO File.... J:\POND PACK\KERNSTOWN POST DA-3 a.ppw Title... Project Date: 6/8/2006 Project Engineer: KJK Project Title: Kernstown Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO Storm Tag Name = Pre 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.0000 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= 4.9000 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= 6.9000 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) 1:31 PM 6/8/2006 i Type.... Tc Calcs Page 3.01 Name.... SUBAREA 10 File.... J:\POND PACK\KERNSTOWN POST DA-3 a.ppw TIME OF CONCENTRATION CALCULATOR ........................................................................ ------------------------------------------------------------------------ Segment #1: Tc: TR-55 Sheet ' Mannings n .2400 Hydraulic Length 45.00 ft 2yr, 24hr P 3.0000 in ' Slope .078000 ft/ft Avg.Velocity .17 ft/sec Segment ill Timehrs '--------------------------------------------------------- ------------------------- ------------------------- ' Total Tc: .0752 hrs Calculated Tc < Min.Tc: Use Minimum Tc... ' -Use Tc------.0833-hrs - --- S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:31 PM 6/8/2006 Type.... Tc Calcs Name.... SUBAREA 10 File.... J:\POND PACMERNSTOWN POST DA-3 a.ppw Page 3.02 ------------------------------------------------------------------------ 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, % SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:31 PM 6/8/2006 Type.... Runoff CN-Area Name.... SUBAREA 10 RUNOFF CURVE NUMBER DATA Page 4.01 -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C `RUC CN -------------------------------- ------------- ----- ----- ------ Open space (Lawns,parks etc.) - Goo 74 .130 74.00 COMPOSITE AREA & WEIGHTED CN ---> .130 74.00 (74) SIN: D4YXYWH PondPack (10. Appendix A A-1 Index of Starting Page Numbers for ID Names ----- F ----- FREDERICK CO... 2.01 ----- S ----- SUBAREA 10... 3.01, 4.01 ----- w ----- watershed... 1.01 SIN: D4YXYwH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 1:31 PM 6/8/2006 Engae'n a�M En.+.omnrntal Cmwlant� 508 Front Royal Pike Winchester, VA 22602 Phone: (540) 450-0180 Fax: (540) 450-0182 Project Name: KERNSTOWN BUSINESS PARK Project No.0103-05-0532.001 SheetNo. 1 of Calculated By: I. Howard Date: 5/7/06 Checked By: J. Knechtel Date: Subject: Inlet Peak Flow Scale: PURPOSE: The purpose of this calculation is to determine the peak run off for the 10-year rain fall to each drop inlet proposed for the Kernstown Business Park site. REFERENCE: 1. POTESTA working drawing dated April 2006. CALCULATIONS: Determine the drainage area, weighted run off coefficient, C, and the time of concentration for use in the rational method. -Inlet I-1 Drainage area Impervious = 17,534 SF C = 0.85 Grass =719SF C=0.12 Total = 18,253 SF C = (0.85) (17,534) + (0.12 (719) = 0.82 = 0.419 ac 18,253 Time of concentration: assume Tc - Tem;n = 5 rain. Determine rainfall intensity from Figure 1 (attached) for the 10-yr i = 6.8 in/hr Peak flow, Qro = C.i.A= (0.82) (6.8) (0.419) = 2.34 efs -Inlet I-2 Drainage area Impervious = 16,723SF Grass = 323 SF Total = 17,046 SF = 0.391 ac Time of concentration: Determine rainfall inter Peak flow, Qto = C.i.A= � I � I 11 C = 0.85 C=0.12 rI = rn Qs� (14'701) _,_ m r 0� tl'M = n Qn /ik 2k< & > \\\ zo¥ adJk No. GASMART/ERVIN STORM SEWER DESIGN Total Increment Upstream Area Roughness Area Inlet Sewer Design Computed Pipe Size Flow Sewer From To Length Slope Drained Catch- C A CA Sum CA Time Flow Time tc td i Discharge Diameter Used Velocity Flow Time Inlet Inlet (ft) (ft/ft) (Ac) ment (min) (min) (min) (min) (in/hr) (cfs) (ft) (ft) (fps) (min) 2 1 106 0.0080 0.39 2 0.84 0.39 0.328 0.328 5 5.0 5.0 6.8 2.23 0.79 1 2.84 0.62 1 swrn 16 0.0080 0.809 1 0.82 0.419 0.344 0.671 5 0.62 5.6 5.6 6.7 4.50 1.03 1.25 3.66 0.07 DITCH X—SECT ON I \ L= 5:1X /R= 5:1 ` d= 1.0—' DA TO CULVERT & DITCH AREA=0.38 AC C=0.57 (WEIGHTED) i=6.8in/hr Q=1.47cfs OUT=1.37 CFS�, / / 15-1 RCP 110' LONG/4 3.7%," >4 �INY/ IN=756.46.� INV. OUT=75? 7 ' MAX. HW=758 O �0 mmmmomw I � I I I I I it I I I I I I i s \ DITCH X—SECTION 2 L= 4:1 R = 4:1 d= 1.0 W im IL WE TOPOGRAPHY YAMNO WAS PWARED NY POTMA t ASSO=TM DLC. FROM VARIOUS n D 3URyrm muAT10H3 m= OFF OF 'XERHM" N SPIM3 PARK ROAD AND UTKM PROnLE3r OLASS t A330CLATES DIONEMS - MAY 15. 1"l. oc POEM- 900% W H 0 Na DEC-14-2005 10:20 AM POTESTA & Assoc. — Winch 540 450 0182 P.04 1992 TABLE 5-2 - VALUES OF RUNOFF COEFFICIENT (C) FOR RATIONAL FORMULA Land ❑aa C Land Use C Business: 1-8Wi7b: . Downtown areas 0.70•0.95 sandy sail, fta� 2% 0;0-0.10 Neighborhood areas 025O-0,70 Sandy soil, average, 2.79{i 0.10-0.15 Sandy call, creep, 795 0.15-0.20 Heavy roil, fiat, 2gi', 0.13.0.17 Heavy soil, avorago, 2.7% 0.18•0.2.2 Heavy coil, stoop, 7% 0.25.0.35 Residcntiat: Agricultural land: Single -funny dress 0.30-0.50 Bare packed soil Mulct twits, detached 0.40-0,60 * Smooth 030-0.60 Multi units, attached 0.60-0.75 '" Rough' 0.20-0.50 Suburban 0.2.5.0.40 Cultivated rows `Heavy toil, no drop 0.30-0.60 >Fiebvy soil, with crop 0.20-0.50 " Sandy soli, no crop 0.20-0.40 Sandy call, with crap 0110-0.25 pasture " Heavy coil 0.1.5-0.45 Sandy sod Q.as•a.zs waodtanda 0.05-0.25 industrial: Strocttt: Light arm 0.50-0.80 Asphaltic 0.70-0.95 Heavy areas - 0.60-0.90 Concrete 0,80-0,95 ---Brick 0.70-0.85 Parka, cemeteries 0.10-0,25 Unimproved areas 0.10-030 Playgrounds 010-035 Drives and walks 035-0.65 Railroad yard groan 0.20.0.40 Raofg 0.75-0,95 V-=� The designer moat use judgement to select the appropriate °C" value within the range, -Generally, larger areas with permeable soils, flat slopes and denea vegetation should have the lowest C values. Smeller 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 0 A' Worksheet for Triangular Channel - 1 4), i e- /a K--- S1-s'< �- I /0 •""f 7 -rc;- r r• r r J i. {tt4.r. f- -.4J, - cs y rd xt' r �.�Ar t tJ F -'6 1nTk�i,.: _.3 Flow Element: Triangular Channel Friction Method: Manning Formula Solve For: Normal Depth 1, i t } �'< � 4 JF '' 1 1 4'+ ? J - 9 L r 1 r !j 9 ( �'•] I�nputD�ta�'�- ;i�� "__ �' �� `,r�'Lr'��'Stt'' ��'� �' r'' tr i'_.•.�e''',,M Roughness Coefficient: 0.030 Channel Slope: 0.01600 ft/ft Left Side Slope: 5.00 ft/ft (H:V) Right Side Slope: 5.00 ft/ft (H:V) Discharge: 2.84 ft'/s A"S,St- Normal Depth:W 0�.49 ft Flow Area: 1.18 ft2 Wetted Perimeter: 4.95 ft Top Width: 4.86 ft Critical Depth: 0.46 ft Critical Slope: 0.02201 ft/ft Velocity: 2.41 ft/s Velocity Head: 0.09 ' ft Specific Energy: 0.58 ft Froude Number: 0.86 Flow Type: Subcritical 1GVF.�In`��ittt]afa- Downstream Depth: 0.00 ft Length: 0.00 ft Number Of Steps: 0 r::v- - ;:�-- 1.: - me--r,-xr• y w.: ;:1'x.. �a�; �:r." �;ii;'�7r;.��`` ���,i'> '.7 Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Downstream Velocity: 0.00 ft/s Upstream Velocity: 0.00 ft/s Normal Depth: 0.49 ft Critical Depth: 0.46 ft Channel Slope: 0.01600 ft/ft Critical Slope: 0.02201 ft/ft Culvert Calculator Report Worksheet-1 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elev< Inlet Control HW Elev. Outlet Control HW Elev. 758.70 ft 757.46 ft 757.40 ft 757.46 ft Headwater Depth/Height 0.80 Discharge 2.84 cfs Taiiwater Elevation 753.00 ft Control Type Entrance Control Grades Upstream Invert Length 756.46 ft 110.00 ft Downstream Invert Constructed Slope 752.37 ft 0.037182 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 8.22 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.41 ft 0.41 ft 0.68 ft 0.005927 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Concrete 15 Inch 1 Mannings Coefficient Span Rise 0.013 1.25 ft 1.25 ft Outlet Control Properties Outlet Control HW Elev. Ke 757.46 ft 0.20 Upstream Velocity Head Entrance Loss 0.27 ft 0.05 ft Inlet Control Properties Inlet Control HW Elev. 757.40 ft Inlet Type Beveled ring, 45° bevels K 0.00180 M 2.50000 C 0.03000 y 0.74000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Form Unsubmerged 1.2 ft' 3 A 1 /S'` RCP j:\...\001 kernstown business lot 4\project1.cvm Potesta & Associates CulvertMaster v3.0 (3.0004) 06/06/06 06:37:28 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 W orksheet for Triangular Channel - 1 Or T G 9 /X- 57-7 d tj -x.r.,. �:. 3 r ...�5;...,.. _ i Y � -- •-�.7--A7 i yti. ��r1. ;na�f �•^. ,:. i (Pfoject Description , jam. �� C )?} y_. ,: ti y t �1h . j .• l Z'r �L 1 r1 �ti� .,:L,,.} s. Flow Element: 4 Triangular Channel s Friction Method: Manning Formula Solve For: Normal Depth np Data Roughness Coefficient: 0.030 Channel Slope: 0.01300 ft/ft Left Side Slope: 4.07 ft/ft (H:V) Right Side Slope: 4.07 ft/ft (H:V) Discharge: 8.64 ft'/s ?' ski ,t ' i 4� ?; -• t•. � f �� ~ft Normal Depth: 0.83 Flow Area: 2.80 ftZ Wetted Perimeter: 6.96 ft Top Width: 6.76 ft Critical Depth: 0.78 ft Critical Slope: 0.01870 ft/ft Velocity: 3.08 ft/s Velocity Head: 0.15 ft Specific Energy: 0.98 ft Froude Number: 0.84 Flow Type: Subcritical G17F Input;Dafa b i b r 1 I_•C>'"'.aL �__.._._1.x_.u--._-_:_�_�_...,H_�.�..., ..-_.�.....-_-..�. ..,.---•--.�-.._..1.... .._� ._..__._tL A�..�.._._. �..�r.��._•_,a Downstream Depth: 0.00 ft Length: 0.00 ft Number Of Steps: 0 �»-•r t r e c .�' .jT trt ) ). r r :...1 ;.,;.c.^ ti i „-..� Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Downstream Velocity: 0.00 ft/s Upstream Velocity: 0.00 ft/s Normal Depth: 0.83 ft Critical Depth: 0.78 ft Channel Slope: 0.01300 ft/ft Critical Slope: 0.01870 ft/ft Rai"Ta n k 'HIV" r s` ee Depth.Options and Corresponding Number of Tanks Required Tank Style Depth . Number of Tanks.Required OO Single Tanks 1:48' O Double Tanks O Triple Tanks 4.3` 428:::.:: O Quad Tanks ::.5:71' O Pent Tanks 7.12' 25.8, Step 3 Configure System.Dimensi.o.ns. EOW the length.avail.abl6bh the site.tdJhstall:the.system (in -feet).: The worksheet will then show.you the width and.length In terms of total number of.tanks,:the fo.otprin of your system, and the.fogtprint.of the excavation, allowing a; 2 perimetec:to compact backfill. Length available: 158 Fpef Number of units long,:::'..68 Foot rant::: 152:83 Feet.Long . Number of units wide: 19 ,. 25:43. Feet Wide.: Tanks used in . _ .. . Excavation Footprint: 1,56.83 Feet Long selected system: 1292 29.43:Feet Wide Step 4 Step 5 Step 6 Check the box below if.the: RainTank is located below a. parking lot or.any area subject to traffic loads 0 SIP 1 4 20,05 COUNTY of FREDERICK `J September 13, 2006 Mr. Kevin J. 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 - Lot 4 Kernstown Business Park - Atlas Photo Frederick County, Virginia Dear Mr. Knechtel: Upon review of the revised site plan dated September 1, 2006, all of our previous comments have been addressed. Therefore, we recommend approval of the subject site plan. Sincerely, r o�c� Joe C. Wilder Deputy Director JCW/rls cc: Planning and Development file CAProgram Hes\NVordl'erfect Office X3\Rhonda\7'ENII'COMDIINTS\.itl:ispliolol2l?Vspcom.ivpd 107 North Kent Street • Winchester, Virginia 22601-5000 J 0 2 9 ?n06 COMMONWEALTH of VIRGINIA DEPARTMENT OF TRANSPORTATION R O. Box 2249 Staunton, VA 24402-2249 www.VirginiaDOT.org DAVID S. EKERN, PE COMMISSIONER December 28, 2006 Mr. Dave Ervin C/O Ervin Properties, LLC 1830 Plaza Drive Winchester, VA 22601 Ref: Kernstown Business Park, Lot #4 Route 1129, Prosperity Drive - Frederick County Dear Mr. Ervin: Enclosed is your approved Land Use Permit #855-7928 to cover the construction and maintenance of one temporary construction entrance and one commercial entrance at the referenced location. Please ensure a copy of the approved permit assembly is kept at the job site whenever working within the Route 1129 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 Work Area Protection Manual. You are required to contact me at (540) 984-5633 at least 48 hours in advance of the 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, f Zr I LL r� Ronnie Dove, Hwy. Perini & Subd. Specialist Sr. Virginia Department of Transportation Edinburg Residency - Land Development 14031 Old Valley Pike Edinburg, VA 22824 Phone #(540) 984-5600 Fax #(540) 984-5607 Enclosure Copy: Mr. Phil Baker (w/ one set of plans) Mr. Mark Cheran i WE KEEP VIRGINIA MOVING • L� 1 'till September 26, 2006 Potesta & Associates, Inc. Attn: .toe Knechtel 508 Front Royal Pile Winchester, VA 22602 COUNTY of FREDERICK Department of Planning and Development 540/665-5651 FAX: 540/665-6395 RE: Approval of Site Plan 436-06, Kernstown Business Park Property Identification Number (PIN): 75-A-2N Dear Mr. Knechtel: The Frederick County Department of Planning and Development administratively approved the above -referenced site plan on September 19, 2006. The site plan is approved for the construction of a 10,324 sq. ft. building for a retail business on a site located in the Kernstown Business Park off of Prosperity Drive in the Back Creck Magisterial District. The site plan sleets all requirements for development in the B2 (General Business) Zoning District. All relevant review agencies have approved the project at this tinge. I aril providing you with five (5) copies of the approved site plan. Please forward these copies to the appropriate represerltative(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 rile should you have any questions or concerns. Sincerely, IIG�� Kevin T. 1-Ieni Planning Technician KTI-l/d l w Attachment cc: Patrick Barker, Economic Development Commission .lane Anderson, Real Estate Barbara Van Osten, Back Creel< Magisterial District Supervisor Greg L. Ungcr, Back Creek District Plaimirlg Coillillissiorler Cordell Watt, Bacl< Creek District Planning Conunissioner Atlas Photo, Inc., 38 Riviera Ct., Charles Town, WV 25414 107 North Kent Street, Suite 202 - Winchester, Virginia 22601-5000 0 ff kil- am j Emlrona+mW Caaulmts TRANSMITTAL LETTER 508 Front Royal Pike, Winchester, VA 22602 • Phone: (540) 450-0180 • Fax: (540) 450-0182 To: Mr. Kevin T. Henry Date: September 15, 2006 Frederick Co. Dept. of Planning & Development Project No.: 0103-05-0532-001 107 North Kent Street Winchester, Virginia 22601-5000 Sent Via: Mail —IX1 Hand Carried Federal Express Other: United Parecl Service Quantity Description I Original Special Limited Power of Attorney for Kernstown Business Park, Lot #4 (SP 36-06) Remarks: By: Danielle (Dana) O. Harmon c: P 1 5 2006 0 Special Limited Power of Attorney County of Frederick, Virginia Frederick Planning Web Site: www.co.fredei•ick.va.us Department of Planning & Development, County of Frederick, Virginia, 107 North Kent Street, Winchester, Virginia 22601 Phone 540-665-5651 Facsimile 540-665-6395 Know All Men By Those Present: That I (We) (Name) Mr. Nmi r V holelir (Phone) 304- `7a� - 1001 (Address)32a 1N • %Ick6 li!L-q- ) S�: , Si-e . , C ilA1r��S l t7wn . W�( Asq 1q the owner(s) of all those tracts or parcels of lan ("Property") conveyed to me (us), by deed recorded in the Clerk's Office of the Circuit Court of the County of Frederick, Virginia, by istrument No. ' gCAt131 I on Page and is described as -ly ide tc ion umberCP{td :-t5-n-2N Kur��{ovan�usit�e�exr6C Parcel: ?_ tv Lot: 4 Block: Section: 1 Subdivision: do hereby make, constitute and appoint: A As5c�c lm4es , Inc . (Phone)540 - L160 - 0180 (Address) bQ9 J-:v'0 V V1nC_nCb_MY, VIA cld.tOUj:, To act as my true and lawful attorney -in -fact for and in my (our) nanic, place, and stead with full power and authority I (we) would have if acting personally to file pla►ming applications for my (our) above described Property, including: ❑ Rezoning (including proffers) ❑ Conditional Use Permits ❑ Master Development Plan (Preliminary and Final) ❑ Subdivision V 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 is otherwise rescinded or modified. In witness thereof, I (we,77/ �et my (our) har(d�1�ea1 this SLR`- day of have 200�, Signaturc(s) State of Virginia, City/C-ounty of Uj I .lC Kesler To -wit: I,— Js L l-.► a Ck , a Notary Public in and for the jurisdiction aforesaid, certify that the person(s) who signed to the foregoing instrument personally appeared before me and has acknowledged the same before me in the jurisdiction aforesaid this `day of ��, 200 jp . y (� ,3 // Q My Commission Expires: Nota /�ublic L ►_ J Eegra and KnAronmentN Caauftnn 5FP 1 4 K"' TRANSMITTAL LETTER 508 Front Royal Pike, Winchester, VA 22602 • Phone: (540) 450-0180 • Fax: (540) 450-0182 To: Mr. Kevin T. Henry Frederick Co. Dept. of Planning & Development 107 North Kent Street Winchester, Viriinia 22601-5000 Sent Via: Mail 1 Hand Carried 1-1 Federal Express Other: Date: September 13, 2006 Project No.: 0103-05-0532-001 United Parcel Service Quantity Description 5 copies Site Plan # 36-06 for Kernstown Business Park, Lot # 4 1 copy each Comment Approval Letters fi-Om the following agencies: Frederick County Building Inspections Frederick County Fire Marshall Frederick County Sanitation Authority Virginia Department of Transportation Frederick COUnty Department Of PUbhc Works (Engineering) Remarks: By: Danielle (Dana) O. Harmon c: • • Mr. Kevin J. Knechtel, P.E. Potesta & Associates, Inc. 508 Front Royal Pike Winchester, Virginia 22602 COUNTY of FREDERICK September 13, 2006 Department of Public Works 540/665-5643 FAX: 540/ 678-0682 RE: Site Plan Comments - Lot 4 Kernstown Business Park - Atlas Photo Frederick County, Virginia Dear Mr. Knechtel: Upon review of the revised site plan dated September 1, 2006, all of our previous comments have been addressed. Therefore, we recommend approval of the subject site plan. Sincerely, r a e� Aili Joe C. Wilder Deputy Director JCW/rls cc: Planning and Development file C:\Program Files\WordPerfect Office X3\Rhonda\TE.%IPCONNIENTS\atlasphotoREVspcom.wpd 107 North Kent Street - Winchester, Virginia 22601-5000 0 • Frederick County, ire and f�escu i D60ditmar W btince,`of the. Fire M�trsiial P1Gn Review. and Comments VIRGINIA, i Control number Date received Date reviewed Date Revised SP06-0041 6/9/2006 6/12/2006 Project Name Applicant Kernstown Business Park, Lot #4 Potesta & Associates, Inc. Address City State ZIP Applicant Phone 508 Front Royal Pike Winchester VA 22602 540-450-0180 Type Application Tax ID Number Fire District Rescue District Site Plan 75-A-2N 11 11 Current Zoning B2 Automatic Sprinkler System Yes Other recommendation Emergency Vehicle Access Adequate Siamese Location Not Identified Emergency Vehicle Access Comments Access Comments Additional Comments Plan approved as submitted. Recommendations Automatic Fire Alarm System Yes Requirements Hydrant Location Adequate Roadway/Alsleway Width Adequate Election District Back Creek Residential Sprinkler System No Fire Lane Required Yes Special Hazards No Plan Approval Recommended Reviewed By Signature Yes J. Neal Title P-L— t � y _,p��yty�{�� —COUNTY Request For Site Plan Comments Frederick County Sanitation Authority Mail to: Hand deliver to: Frederick County Sanitation Authority 315 Tasker Road Attn: Engineer Director Stephens City, VA P.O. Box 1877 (540) 868-1061 Winchester, VA 22604 (540) 868-1061 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: Potesta & Associates, Inc. Address: 508 Front Royal Pike Winchester, VA 22602 Phone Number: (540) 450-0180 Name of development and/or description of the request: Kernstown Business Park, Lot 114 site Development Plan Location of property: Kernstoaln Business Park, Lot 114, Prosperity Drive, Winchester, Virginia Frederick County Sanitation Authority's Comments: / 5 7 1Ypr°R D V00 4 S Ne) TED - /Tk:�q s .2 /Y 14 mot, Kernstown Business Park, T 4 - VDOT Conditional Approval . Page 1 of 2 Z-- Jam, Danielle Harmon From: Joe Knechtel Sent: Wednesday, August 16, 2006 8:15 API To: David Ervin (david@ervindevelopment.com); Sandy Chenoweth (Sandyc@ervindevelopment.com) Cc: Winchester Subject: FW: Kernstown Business Park, Lot 4 - VDOT Conditional Approval Dave and Sandy, This is VDOTs approval for Amir's property Dana H> Please file -----Original Message ----- From. Ingram, Lloyd[mailto:Lloyd.Ingram@VDOT.Virginia.gov] Sent: Wednesday, August 16, 2006 8:13 AM To: 'kjknechtel@potesta.com' Cc: Ingram, Lloyd; Baluch, Stephen Subject: Kernstown Business Park, Lot 4 - VDOT Conditional Approval Ref: Kernstown Business Park, Lot 4 Route 1129, Prosperity Drive Frederick County This is to acknowledge receipt of your revised plans with latest revisions dated July 25, 20o6 for the referenced project. The plans appear satisfactory and are approved subject to the following minor correction: on drawing 15 correct the commercial entrance width from 30 feet to 31 feet as shown on drawing 4. Please advise the developer of this approval. Please provide 6 sets of approved construction plans with signed seal for VDOT distribution. I offer the following general comments: . A preconstruction conference be held by the engineer and/or developer with the attendance of the contractor, various County agencies and VDOT prior to initiation of work. . Materials used and method of construction shall apply to current observed VDOT Road & Bridge Specifications applicable during construction of this development. • Our review and comments are general in nature. Should conditions in the field exist such that additional measures are warranted, such measures shall be completed to the . Kernstown Business Park, L4 - VDOT Conditional Approval Page 2 of 2 satisfaction of the Department. . All drainage is to be carried within the right-of-way in ditch lines or gutters along the street to a pipe or drainage easement. • The contractor shall notify VDOT when work is to begin or cease for any undetermined length of time. VDOT will also require 48 hours notice for inspections. • The appropriate land use permits shall be obtained before any work is performed on the State's right-of-way. The permit is issued by this office and will require a minimum processing fee, surety bond coverage, and the salary & expenses of a State assigned Inspector. . Any signs to be installed will be in accordance with the Manual on Uniform Traffic Control Devices (MUTCD) and the approved plans. . I suggest any utilities and/or storm sewer placed within the proposed right-of-way be backfilled completely with C.R. Type 121-B Stone. This will greatly reduce the possibility of any pavement settlement. . Ail agreement between VDOT and the developer to absolve the Department of any maintenance or liability of the detention basin will be required. This is the developer's responsibility. The executed agreement is needed before the street(s) is eligible for acceptance into the State's Secondary Road System. . A copy of any/all recorded plats of dedication for drainage easements or additional right- of-way required for implementation of this proposed project should be provided to VDOT prior to issuance of any land use permit. Dedication should be made to the Commonwealth of Virginia. Should you need additional information, do not hesitate to call. Lloyd A. Ingram Transportation Engineer VDOT — Edinburg Residency Land Development 14031 Old Valley Pike Edinburg, VA 22824 (540) 984-5611 (540) 984-5607 (fax) 8/16/2006 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 Hand deliver to: 107 N. Kent Street Fourth Floor Winchester, VA (540) 665-5650 Please fill out the information 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 & Associates, Inc. Address: 508 Front Royal Pike Winchester, Virginia 22602 Phone Number: (540) 450-0180 Name of development and/or description of the request: Kernstown Business Park, Lot #4 site Development Plan Location of property: Kernstown Business Park, Lot #4, Prosperity Drive, Winchester, Virginia Inspec�ons Department's Comments:. _ rr o r iY1 Inl��itinii14pt, ►t . J�a • Mr. Kevin J. Knechtel, P.E. Potesta & Associates, Inc. 508 Front Royal Pike Winchester, Virginia 22602 • 2006 COUNTY of FREDERICK Department of Public Works 540/665-5643 August 23, 2006 FAX: 540/678-0682 RE: Site Plan Comments - Lot 4 Kernstown Business Park - Atlas Photo Frederick County, Virginia Dear Mr. Knechtel: Upon review of the subject site plan, we offer the following comments: Pfovide a note requiring dams, dikes and diversions to be stabilized immediately after construction. 2. Pfovide note requiring all temporary controls be removed within 30-days once no longer required; trapped sediment must be removed and stabilized. 3. Provide responsible party and maintenance plan for proposed detention facilities. 4. Show location of all erosion and sediment control measures using VESCI-I standard symbols. 5. Provide note requiring all building downspouts to discharge onto parking area or directly to rain tank. 6. Add spot shots to dumpster pads. 7. Check proposed contour labels on Sheet 4. We will reserve our approval until receipt of the above revisions. Plcase highlight on the revised plans the changes listed above. Sinccfely, Joe C. Wilder Deputy Director JCW/rls cc: Plallnlllg and DevelopmentVx CAProgram Files\\VordPerfect Office X3\Rhonda\TLNIPCOiiNIMENTS\Iot4kerns hvnbuspa Hot(I asp hotospeoIn-wpd 107 North Kent Street - Winchester, Virginia 22601-5000 • CK Department of Planning and Development 540/665-5651 FAX: 540/ 665-6395 August 1, 2006 Potesta & Associates, Inc. Attn: Joe Knechtel 508 Front Royal Pike Winchester, VA 22602 RE: 2nd Review Site Plan #36-06, Kernstown Business Park Property Identification Number (PIN): 75-A-2N 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 can be granted once five copies of the site plan have been submitted and comment sheets from the following agencies are submitted to our department: Frederick County Building Inspections, Frederick Counly Fire Marshal, Frederick County Sonilalion 4ulhorily, Virginia Department of Transporlalion, and Departmenl of Public 14/orks (Counly Engineer). Any questions that you may have in regards to this site plan, please call 540-665-5651. Sincerely, Kevin T. Henry Planning Tech-nician KTH/bled cc: Atlas Photo, Inc., 38 Riviera Ct., Charles Town, WV 25414 107 North Kent Street, Suite 202 • Winchester, Virginia 22601-5000 A,�POTESTA Enjitst, and Envlronmenuitauultants508 Front • TRANSMITTAL LETTER ju Winchester, VA 22602 • Phone: (540) 450-0180 • Fax: To: Mr. Kevin Henry, Planning Technician Frederick County - Planning & Development 107 North Kent Street, Suite 202 Winchester, Virginia 22601-5000 Sent Via: Mail Federal Express 0 Hand Carried Other: Date: July 26, 2006 Project No.: ❑ United Parcel Service Quantity Description 1 Response to Site Plan Review Letter 1 Full set of Commercial Site Plan Drawings - Kernstown Business Park / Lot44 - Resubmittal Remarks: By: K. Joe Knechtel, P.E. c: 82 • • Engineers and Environmental Consultants JAPOTESTA508 Front Royal Pike, Winchester, Virginia 22602 - (540) 450-0180; www.potesta.com July 25, 2006 Mr. Kevin T. Henry, Planning Technician County of Frederick Department of Planning & Development 107 North Kent Street, Suite 202 Winchester, Virginia 22601-5000 RE: Response to Site Plan Review Comments - Kernstown Business Park, Lot #4 Site Plan No.: 36-06 Property Identification No.: 75-A-2N Project No. 0103-05-0532-001 Dear Mr. Henry: Below are remarks addressing the comments listed by the item number from your July 10, 2006 review. Item I - Driveways. Display all driveways along Prosperity Drive that are within 200 feet of the proposed driveway. • Drawing 8, "Sight Distance and Profiles " shows all entrances within 200 feet. Item 2 - Structure & Sign Detail. Please provide a height for the building that is proposed. 0 The proposed building height will be 27 feet 6 inches and is now labeled on the plan views. If you have any questions, or need any further information, please contact me. Sincerely, PO ESTA & SSO IATES, INC. r K. Joe Knechtel, P.E. Branch Manager POTESTA & ASSOCIATES, INC. Charleston, West Virginia • Morgantown, West Virginia • Winchester, Virginia Mr. Kcvin T. Henry July 25, 2006 Page 2 KJK/doh Attachments JOTESTA FREDI'JRICK Department of Planning and Development 5401665-5651 FAX: 540/665-6395 .luly 10, 2006 Potesta & Associates, inc. Attli: Joe 1<nechtel 508 Front Royal Pile Winchester, VA 22602 RE: I" Review Site Plan 936-06, KerustoNvu Business Park Property Identification Number (PIN): 75-A-2N Dear Mr. Knechtel: Plailliing Staff has reviewed the above -referenced site plait to determine if adiiiinistrative approval can be granted. At this thiie, adiililllsti-ative approval cannot be granted. This site plan is denied until the issues in this letter, as well as all issues of the other ►•eview agencies, have been adequately addressed. Please review Staffs comments listed below and then prepare a revised site plan which adequately addresses each coliceni. Review Conuneut:s: 1. Driveways. Display all driveways along Prosperity Drive that are within 200 feet of the proposed driveway. 2. Structure & Sign Detail. Please provide a height for the building that is proposed. After YOU have revised the site plan, please resubmit one copy so that 1 niay verify the information contained on the plan. i will need all approved review ageilcy coliililelit sheets and at least five copies of the final plan for final administrative approval. Comment sheets are required from the following agencies: the Frederick C01117/Jl 117a7)ec1i017s Deparment, the Frederick Count ' v Department of Public i1"orks (C'ount'Y Enginee1), Frecerick Counly ,SCmitati017 fI11111ai1y, Virginia Department of Tranq,)orlation, and the Frederick Count)) Fire iWarshal. Sincerely, Kevin T. 1 leery Planning Technician Attachiiient KTH cc: Atlas Photo, Inc., 38 Riviera Ct.. Charles Town, VdV 25414 107 North Kent Street, Suite 202 • Winchester, Virginia 22601-5000 SITE PLAN APPLICATION 1. Project Title: Kernstown Business Park/Lot #4 2. Location of Property Kernstown Business Park (street address) Prosperity Drive, Lot #4 Winchester, Virginia 3. Property Owner: Atlas Photo, Inc. Address: 38 Riviera Court Charlestown, Vest Virginia 25414 Telephone: — 4. Applicant/Agent Potesta & Associates, Inc. Address 508 Front Royal Pike Winchester, Virginia 22602 Telephone: (540) 450-0160 5. Designer: Potesta & Associates, Inc. Address: 508 Front Royal Pike Winchester, Virginia, 22602 Telephone: (540) 450-0180 Contact: Mr. Joe Knechtel 6 6a. Is this a standard or 'minor' site plan? Standard X Minor 6b. Is this an original or revised site plan? Original x Revised 7a. Total acreage of parcel to be developed: 1. o acre 7b. Total acreage of parcel: 1. o acre 8. Property Information: a) Property Identification Number: 75-A-2N b) Current Zoning: B2 c) Present Use: Vacant d) Proposed Use: Commercial/Retail e) Adjoining Property Use(s) Commercial/Vacant f) Adjoining Property Identification Number(s) 75-A-2M & 2n (vacant) , 75-A-6-B-41 g) Magisterial District(s) 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: 6 U6 Request For Site Plan Comments Department of Planning and Development Mail to: Hand deliver Department of Planning and Development 107 N. Kent Street Attn: County Planner Fourth Floor 107 North Kent Street Winchester, VA Winchester, VA 22601 (540) 665-5651 (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, Virginia 22602 Phone Number: (540) 450-0180 Name of development and/or description of the request: Kernstown Business Park, Lot #4 site Development Plan Location of property: Kernstown Business Park, Lot #4, Prosperity Drive, Winchester, Virginia Planning and Development's Comments: Planning and Development use only Date received Incomplete Date reviewed Signature and Date Signature and Date (revision) Date revision received Incomplete Date reviewed 15 Date approved CJ • ' 1 Enjlneen and Environmental Comultants TRANSMITTAL LETTER 508 Front Royal Pike, Winchester, VA 22602 • Phone: (540) 450-0180 Fax. ( ) 450-08:�- To: Ms. Candice Perkins, Planner II Frederick County - Plamling & Development 107 North Kent Street, Suite 202 Winchester, Virginia 22601-5000 Sent Via: F1 Mail Hand Carried Federal Express Other: Date: June 9, 2006 Project No.: United Parcel Service Quantity Description 1 Site Plan Application (Non Residential) w/check 1 Request for Site Plan Comments Form 2 Site Plan Commercial Drawings - Kernstown Business Park / Lot#4 - 2 Stormwater Narrative - Kernstown Business Park / Lot#4 — Remarks: By: Danielle O. Harmon/ kjk c: K. Joe Knechtel, P.E. J UN 9 2006 Document Approval Form PLEASE REVIEW THE ATTACHED DOCUMENT. IF THIS DOCUMENT MEETS YOUR APPROVAL PLEASE INITIAL AND PROVIDE THE DATE AND TIIvM OF YOUR APPROVAL. IF THIS DOCUMENT DOES NOT MEET YO UR APPROVAL PLEASE PROVIDE CNDlENTSAS TO WIL4T YOU WOULD LIKE TO HAVE C031pLETED. INITIALS DATE & T1ME Candice Bernie Mark Susan Eric Mike Kevin John COMMENTS: Received by Clerical Staff (Date & Time):