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66-06 Potomac Waterproofing - Office - Warehouse - Shawnee - Backfile
"lease note: The site plans associated xvith this file are located in the file room. SITE PLAN TRACKING SHEET Date; .� c� File opened q , \ 0� Reference Manual updated/number assigned //,)- LQ6 D-base updated q• 13.06 File given to Renee' to update Application Action Summary PkVk-- CLOSE OUT FILE; Approval (or denial) letter mailed to applicant/copy made for file �a n File stamped "approved", "denied" or "withdrawn" Reference Manual updated D-base updated <L: a r U7 File given to Renee' for final update to Application Action Summary ok--, 13 (0 l,-1q, c --:C-0 U:\Aev\C0mmon\7racl:ing sheas\Sia Plan Tracking wpd Rt,ised 02/07/03 3(P5a(� it SITE PLAN APPLICATION CHECKLIST The cbecklist shown below specifies the information Arhich 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 camment 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 V,rhich 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 Works Frederick County Fire hLmsshal Frederick County Health Department Frederick County Department of Parks & Recreation Virginia Department of Transportation (VD01) City of Vmchester Town of Stephens City Town of Middletown Frederick County / Winchester AirportAuthority (2) One (1) copy of the Site Plan application form. (3) Payment of the site plan review fee. (4) One (1) reproducible copy of the Site Plan (if required). 0 �. N � O N © � m � Y Y o Q O N O '1' Da -ATE � I !� �' NO. 9133 RECEIVED FROM 7 Cl--l- ADDRESS '�;M 300 / 1 O �� DOLLARS S- ❑FOR RENT FOR ��LM c��%'CZ�. U..� pTt 1r4-f1-�(S r 7AMT. CASH T f�� D CHECK 1 t.fONEORDER BY �-��~ I STORMWATER MANAGEMENT AND ENGINEERING CALCULATIONS BRIEF Potomac Waterproofing Site Development for Commercial Property Shawnee District, Frederick County, Virginia Prepared, for: Potomac Water Proofing, Inc. 8195-B El.rclid Court Manassas, Virginia 201 1 1 Prepared by: Potesta & Associates, Inc. 508 Front Royal Pike Winchester, Virginia 22602 Phone: (540) 450-0180 Fax: (540) 450-0182 E-Mail: Potesta@potesta.com Project No. 0103-06-0096-0000 October- 2006 (This document contains 10 pages, plus appendices) POTESTA 1 ' TABLE OF CONTENTS 1.0 INTRODUCTION............................................................................................................... I 2.0 DESIGN OF STORMWATER MANAGEMENT...........................................I..................1 2.1 Summary of Approach.............................................................................................1 ' 2.1.1 Pre Development Conditions...................................................................... 2 3 2.1.2 Post Development Conditions . • 2.2 Detention Pond Hydraulics for Post Drainage Area l.............................................5 ' 2.2.1 Cumulative Peak Discharge Summary....................................................... 6 2.3 Storm Sewer/Inlets...................................................................................................7 ' 2.4 Drainage Swale........................................................................................................7 2.5 Temporary Sediment Basin......................................................................................7 ' 4.0 REFERENCES....................................................................................................................8 ' APPENDICES ' Pre and Post Development Drainage Areas............................................................... APPENDIX A Hydrologic Soils Determination................................................................................ APPENDIX B Hydrology for SWM PondPack 10.0 Reports............................................................ APPENDIX C ' Storm Sewer and Drainage Swale, Sediment Basin Channel Calculations ............... APPENDIX D n 1 SWM and Engineering Cale Brief for Potomac Water Proofing (0103-06-0096), August 2006 STORMWATER MANAGEMENT AND ENGINEERING CALCULATIONS BRIEF Potomac Waterproofing Site Development for Commercial Property Shawnee District, Frederick County, Virginia 1.0 INTRODUCTION Potomac Water Proofing, Inc. is proposing to develop 2.67 acres of Light Industrial (M1) zoned property on Airport Road (State Route 645), Shawnee District, Frederick County, Virginia. The site is mapped as TM 64-A-45F. The proposed site layout is 18,000 square feet of office and warehouse building space with associated parking and landscaping. Landscaping will be provided on approximately 61 % of the entire site. The proposed site will have one proposed full entrance accessing Airport Road (State Route 645). The parking area will be curb and gutter and drainage will flow through storm -sewers to a stormwater management (SWM) detention pond. The outfall of the SWM system will discharge to a rip -rap apron leading to a pond acting as a stormwater wet -pond for the adjacent properties. From conversations with Frederick County Engineering, it is the understanding of Potesta & Associates, Inc. (POTESTA), that the pond is at its maximum SWM potential from the surrounding developed and developing properties. If POTESTA decided to use this pond for stormwater detention from the subject site then additional design work would have to be conducted to the pond to handle its additional SWM discharge. This calculation brief will sununarize the engineering design used to determine the stormwater drainage and SWM of the proposed site. 2.0 DESIGN Or STORiVIWATER MANAGEMENT This section is to determine the proper size of the 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 SumIIlary of Approach The proposed site is currently vacant and POTESTA considers it to be brush, weeds, and grass mix in fair to poor condition. The parcel is triangular in shape with the northern side adjacent to Airport SWM and Engineering Cale Brief for Potomac Water Proofing (0103-06-0096), August 2006 Page 1 I C 1 I Road. The southwest and southeast sides are adjacent to drainage swales that lead to a pond south of the site. The site drains to the southwest and southeast toward these drainage swales at slopes ranging from 1 to 23%. In the pre -development condition, this site contains two drainage areas of 2.79 acres, which approximately split the site. The 1.24 acre Pre -Development Drainage Area One (Pre-DA-1) drains towards the western drainage Swale, while the 1.55 acre Pre -Development Drainage Area Two (Pre- DA-2) drains towards the southeastern drainage swale. The site's post development condition contains three drainage areas that equal 2.79 acres. The stormwater runoff from Post Development Drainage Area One (Post DA-1), which contains most of the proposed impervious area, will drain to four curb -inlets and a curb -cut which route the stormwater to the proposed stonrwater detention pond at the southern portion of the site. Drainage Area Two (Post DA-2) and Drainage Area Three (Post DA-3) stormwater runoff will flow uncontrolled toward the adjacent drainage swales to the west and east, respectively. All drainage eventually reaches the existing pond to the south of the site and to Buffalo Lick Run located approximately 0.2 miles to the south of the site. The soils contained in this site were determined to be Blairton silt loam (313) and Weikert-Becks channery silt loams (41 D). The hydrologic soil group NRCS classification for Blairton and Berks is "C" and "C/D" for Weikert (See Appendix B). Source - United States Department of Agriculture - Soil Conservation Service, "Soil Survey of Frederick County, Virginia." POTESTA used an overall soil classification of "C" for the hydrologic study for this site. 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 1.24 acres. The runoff from this drainage area flows to the western drainage Swale. The pre -development conditions of this site are as follows: ♦ Considered brush, weeds, grass mix in fair condition, CN of 70 = approximately 0.79 acres ♦ Considered brush, weeds, grass mix in poor condition, CN of 77= approximately 0.45 acres SWM and Engineering Cale Brief for Potomac Water Proofing (0103-06-0096), August 2006 Page 2 Supporting data can be found in Appendix A, B and C. Results are summarized below: Description 2 Year 10 Year 100 Year Area acres 1.24 1.24 1.24 Tc hrs. 0.13 0.13 0.13 CN Soils Group C 73 73 73 Peak Discharge cfs 1.47 3.93 6.92 Pre -Development DrainalZe Area (Pre DA-2) This drainage area is approximately 1.55 acre. The runoff from this drainage area flows to the eastern drainage swale. ♦ Considered brush, weeds, grass mix in poor condition, CN of 77 = approximately 0.6 acres ♦ Considered brush, weeds, grass mix in fair condition, CN of 70 = approximately 0.95 acres These conditions in a class "C" soil yield a Curve Number (CN) of 73. Supporting data can be found in Appendix A, B and C. Results are summarized below: Description 2 Year 10 Year 100 Year Area acres 1.55 1.55 1.55 Tc hrs. 0.13 0.13 0.13 CN Soils Group C 73 73 73 Peak Discharge cfs 1.83 4.93 8.67 Summary of Predevelopment Discharges are summarized below: Description 2 Year 10 Year 100 Year Total Pre DA1 and DA2 - 3.30 8.86 15.59 Peak Discharge cfs 2.1.2 Post Development Conditions The sites' post development condition will contain three drainage areas, one controlled and two uncontrolled. SwN1 and Engineering Calc Brief for Potomac water Proofing (0103-06-0096), August 2006 Page 3 Post Development Drainage Area 1 (Post DA-1) Post DA-1 contains 1.25 acres and contains most of the proposed impervious area. This drainage area's stormwater runoff will drain to the detention pond via storm sewer pipe. The discharge of this SWM system from post DA-1 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 = 1.05. acre ♦ Grass -Good condition, CN of 74 = 0.20 acre These conditions in a class "C" soil yield a Curve Number (CN) of 94. Supporting data can be found in Appendix A, B and C. Results are summarized below: Description 2 Year 10 Year 100 Year Area acres 1.25 1.25 1.25 Tc hrs. 0.10 0.10 0.10 CN Soils Group C 94 94 94 Peak Discharge cfs 4.15 7.17 10.3 Post Development Drainage Area 2 (Post DA-2) Post DA-2 contains 0.81 acres of the site, and includes portions of the property that are not within the curb and gutter of the parking area. This area will be landscaped with buffer screening and berm. The drainage area flows uncontrolled to the western drainage Swale. Post DA-2 conditions are: ♦ Woods (Good), CN of 70 = 0.06 acre ♦ Grass -Good condition, CN of 74 = 0.75 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 0.81 0.81 0.81 Tc hrs. 0.11 0.11 0.11 CN Soils Group C 74 74 74 Peak Discharge cfs 1.04 2.74 4.74 SWIM and Engineering Cale Brief for Potomac Water Proofing (0103-06-0096), August 2006 Page 4 Post Development Drainage Area 3 (Post DA-3) Post DA-3 contains 0.73 acres of the site that is not within the curb and gutter perimeter of the parking areas, and will be landscaped. This drainage area flows uncontrolled to the eastern drainage swale. Post DA-3 conditions are: ♦ Considered Woods Good in Good condition, CN of 70 = 0.02 acre ♦ Considered Grass in Good condition, CN of 74 = 0.71 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 0.73 0.73 0.73 Tc hrs. 0.28 0.28 0.28 CN Soils Group C 74 74 74 Peak Discharge cfs 0.72 1.92 3.34 Description 2 Year 10 Year Pre DA-1 1.47 3.93 Pre DA-2 1.83 4.93 Total: 3.30 8.86 Post DA-2 & DA-3 Uncontrolled 1.76 4.66 Target c s : 1.54 4.20 2.2 Detention Pond Hydraulics for Post Drainage Area 1 (Post DA-1) The detention pond in Post DA-1 is designed to reduce the post development peak discharge from the 2 and 10 year storms such that the cumulative discharge rates from the three drainage areas are less than or equal to the cumulative pre development discharge rates. The calculated reduced discharge rates from the pond are 1.41 cfs (2 year storm) and 3.64 cfs (10 year storm). The 100 year storm post development peak discharge will be released through a combination of an outlet structure and an emergency spillway which provides a 1.02 foot freeboard at the maximum water surface elevation. The pond will be constructed from 704 feet elevation toe -of- berm to a top -of -berm elevation of 710.2 feet. The ponds dam will have 2:1 inner slope and a 3:1 outer slope. The outlet structure consists of a 30 inch diameter standpipe with one-0.4583 foot (5.5 inch) orifice at 704.00 SWIM and Engineering Cale Brief for Potomac water Proofing (0103-06-0096), August 2006 Page 5 ' foot elevation, one 0.5 foot orifice at 707.75 foot elevation and two-0.5 foot orifices at 708.1 foot elevation. The standpipe rises to 708.9 foot elevation. This outlet structure leads to a 12 inch diameter CMP culvert 40 feet in length which will have anti -seep collars. The outlet structure's downward force (4,560 lbs) exceeds its buoyancy force (3,369 lbs) by more than the allowable 1.25 safety factor. It is determined that this outlet structure will not float when the ground around the riser is saturated and the water elevation is higher that the riser's footing (See Appendix D for ' detailed calculations). The emergency spillway has a trapezoidal cross-section of 12 feet wide at the base (709 feet elevation) and 16.8 feet wide at the top (710.2 feet elevation). Rip -Rap stone 5 inches in diameter (d50) will be stable for this cross section and 3:1 slope (See Appendix C for detailed calculations). Supporting >ortin data is included in Appendix C. The Post DA-1 detention pond hydraulics 11 g is summarized below: 2 Year 10 Year 100 Year ' Post Post Post Post DA — 1 Detention Pond Detention Volume ac-ft 0.061 0.108 0.123 Peak Inflow cfs 4.15 7.17 10.3 Peak Outflow cfs 1.41 3.64 9.82 Peak Storage Elevation ft 707.78 708.87 709.18 2.2.1 Cumulative Peak Discharge Summary The table below summarizes the pre and post development cumulative peak discharge rates for the four drainage areas. Reducing the post development peak discharge rates for DA-2 is sufficient to reduce the total site post development rate below the pre development rate. Description 2 Year 10 Year Pre DA-1 1.47 3.93 Pre DA-2 1.83 4.93 Total: 3.30 8.86 Post DA-2 & DA-3 176 4.66 Uncontrolled Post DA-1 (Controlled from 1.41 3.64 Pond) 3.17 8.30 Total: SWM and Engineering Cale Brief for Potomac Water Proofing (0103-06-0096), August 2006 Page 6 ' 2.3 Storm Sewer/Inlets The grading design of the parking lot allows the stormwater runoff to flow away from the building to the curb inlets located at the perimeter of the parking lots. The 10 year storm peak illnoff 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. Sizing of storm sewers and hydraulic grade lines were determined by StormCAD by Hegsted Software. The increase in stormwater runoff from the proposed turn lane will flow uncontrolled to the drainage swales (mostly the western swale), which are considered adequate channels. The estimated flow of 1.54 efs was determined by including the existing eastbound lane as well as the proposed turn lane I and shoulder. See Appendix D for calculations, drainage map, and StorinCAD generated summary tables and printout, as well as Flow -Master printouts detailing curb -inlet calculations. 2.4 Drainage Swale POTESTA proposes a 3:1 fill slope that extends into the eastern drainage swale. Presented in Appendix D are our calculations to determine if the fill slope, where it extends the furthest (See figure 3), will constrict the flow of a 10 year storm runoff event through the drainage Swale. Several conservative assumptions are: assumed full flow in the 36 inch drainage culvert that flows from the ' north side of Rt. 645, assumed a ten year storm event with a five minute time of concentration for the adjacent areas draining to the ditch (Aviation Business Center's 5.33 acres & Area 1 of Potomac ' Waterproofing), and assumed that the full drainage from these areas flow to the cross section of the drainage swale (See figures 1 and 2 of the "Drainage Swale Cbles." found in Appendix D.) The Rational Method was used to evaluate the flows to the drainage swale. The drainage Swale is ' considered natural stream weedy lined with an assumed Manning's value of 0.045. Using CulvertmasterOO and Flowmaster O and working Drawing 0103-06-0096-SITE, we determined that the drainage Swale has the capacity to handle the peak 10 year flow. We calculated that the "Normal ' Depth" for a peals ten year storm flow to be 2.46 feet at the constricting cross section. POTESTA estimates that this normal depth will not reach the toe of our fill slope. 2.5 Temporary Sediment Basin A temporary sediment basin will be installed as a Phase I Erosion & Sediment (E & S) control ' device and will be converted to a permanent SWM pond after the site has been stabilized. The temporary sediment basin's grading will meet the permanent SWM pond grading as shown on the site plan drawings. Also the permanent riser pipe and principle culvert will be installed at this time with the 2' diameter drawdown orifice, installed at the 707.3' elevation. A 4 inch perforated polyethylene drainage tube will also be installed as per details in site plan drawings. The orifices for the 2 and 10 post development storm will be installed after the site has been stabilized. See ' Appendix D for calculations. I SWM and Engineering Cale Brief for Potomac Water Proofing (0103-06-0096), August 2006 Page 7 I 3.0 REFERENCES Working Potesta & Associates, Inc. (POTESTA) plan view drawing entitled "Site Plan - Potomac Waterproofing" Drawing No. 06-0096-SITE. Working Potesta & Associates, Inc. (POTESTA) plan view drawing entitled "Pre -Development - Potomac Waterproofing" Drawing No. 06-0096-pre Working Potesta & Associates, Inc. (POTESTA) plan view drawing entitled "Post -Development - Potomac Waterproofing" Drawing No. 06-0096-post Working Potesta & Associates, Inc. (POTESTA) plan view drawing entitled "Curb -Inlet Drainage Areas - Potomac Waterproofing" Drawing No. 06-0096-inlet United States Department of Agriculture - Soil Conservation Service, "Soil Survey of Frederick County, Virginia" Heastads Methods, Inc. "Pondpacl " version 10.0 Heastads Methods, Inc. "F1owMaster 2005" Virginia "Erosion and Sediment Control Handbook", Third Edition 1992 SWM and Engineering Cale Brief for Potomac Water Proofing (0103-06-0096), August 2006 Page 8 + Appendix A 1 t Pre and Post Development � Drainage Areas mm = m m m mm m z F q I 1 1 I PRELIMINARY ------------ Lj_j_j_1_j PRE —DEVELOPMENT RUNOFF PLAN POTOMAC WATERPROOFING 4 g POTOMAC WATERPROOFING SE AIRPORT ROAD vvw%'" 22"11 ic_ � - -� TEL- a 460-0100 F". (640) "0-0182 p 22602 t SHAWNEE MAGISTERIAL DISTRICT WINCHESTER, VA AAPOTESTJA FREDERICK COUNTY, VA II Z 0 JJ ?R=, iY!K! ARY 6ST-DEVELOPMENT RUNOFF PLANI POTOMAC WATERPROOFING POTOMAC WATERPROOFING AIRPORT ROAD SHAWNEE MAGISTERIAL DISTRICT WINCHESTER, VA 22602 FREDERICK COUNTY, VA aPOTESTA Potesta & Associates, Inc t3NGIN 11 AND E ZQNMHNTAL CGNSULTAMM 606 Fwa R^N na.. 1Y�eAetw. VW1N" 71602 T[L (6s6) 460-0/60 TAX: (fi") 460-41" -yam AA&— ,.�..�....�..-..�, 0 I n I � Appendix B 1 � Hydrologic Soil Determination r L F L t `'ti• � ' 1>7r �`.� � �1Y�_ .'n�•�L � .'.\ �'+.-•i•-�•,• �p<�� rt • •y ��.'! Ala .( �•� Y C '� A „'b,:• -`n. Ott.,'{ � ..'t� �. �L'•'} ���' `� • 4��; � �,i �'�r )f ,; '� Jca � ilzi f:s�` l-t y �� �if �'+js,''`-� cb^-•t^.��"iigf,'�f� �.'T', 1,� .y;��-.;' , ��+c; �. J. � l �� • •I.if 6• M , ` ,�F t fir' 1. � y 'yam CJP _ �t �"'1A'{� •_ ��,. � tis 1'�t .t � \r � yl / ` ; r� \'� /�f'+r 1. �+ia 9f ,•� r_ +r �y�A �� �V � pf"� y � _ _ .�• �_�, JS tx ,�:� , J,,yljl ��}'`�) 1 .� -v1� Iljfy�.yt•;rj l f ti.i: 5C '•q•+Y r • �_.! ' •% -� ,. `� dfiefr"�•Srt.. ;171'L' �.� `�l.. H .1t i. •+ ;j/` .,• _ wY ♦ �-t��Ci_�.5� C ��G• r,y, 1 w� f t. 1.� , �r �:, i< r� �~C������F,i°lTa i. yy � ,� r' .3 �•� � {F �-a�j�fCx �+ j ��((��� � � �,•; �• _ 3Y. r � � ��try-vL 1.'f.�'�'�+*v '.^sib '' 7.t `-� /�� ( �j/ 1t<..4t h L 4 �t:. •.'F T relit` ".� '.��.f.,l ,.�'`-:: �f,;.. ;;old :• f ... .. � :•.�r1'f � �.�-tl �t q'�, ^� F,s's��` 1N�� �E?"°' ; •; ,� -�' a T�iT�sf' �; �<, �, ] .• �»» � } • Syr �f, •a i..• �l�F •.J j yjG"`;,ul 17 � L, . l .'�/`.'A, t-V:... •��� ,�• i��.j?I •.0 Frederick County, Virginia 13 part it is yellowish red silty clay loam to a depth of 34 inches. In the lower part it is yellowish red, mottled silty clay loam and yellowish red, mottled silt loam to a depth of 60 inches or more. Included with this soil in mapping are small areas of Craigsville, Pagebrook, and Wheeling soils. Craigsville soils are along stream banks and high water channels. Pagebrook soils are in slightly concave areas. Wheeling soils are scattered throughout this map unit. These included soils make up about 15 percent of the map unit. Permeability of this Birdsboro soil is moderate, and the available water capacity is high. Runoff is slow. The erosion hazard is slight. 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. The shrink -swell potential in the subsoil is low. The root zone extends to a depth of 60 inches or more. Natural fertility is medium, and organic matter content is moderate. The soil commonly is strongly acid, except where the soil has been limed. The soil is subject to 'rare flooding. The seasonal high water table is at a depth of 2 to 6 feet from November through March. Most areas of this soil are used as pasture and woodland. A few areas are used for cultivated crops. This soil is well suited to cultivated crops. Crops respond well to lime and fertilizers. Using conservation tillage, growing cover crops, including grasses and legumes in the cropping system, and crop residue management help to maintain organic matter content and soil tilth, to reduce crusting, to increase water infiltration, and to control erosion. This soil is well suited to hay and pasture. Establishing and maintaining a mixture of grasses and legumes and preventing overgrazing are major pasture management concerns. Overgrazing causes surface compaction and increases runoff and erosion. Using stocking rates within carrying. capacity, deferred grazing, using rotation grazing, and liming and fertilizing help to maintain a good stand of grasses and legumes, to reduce runoff, and to control erosion. Liming is needed to offset the acidity of the soil. Fertilizing generally is required to increase the amount of available nutrients in the soil. Potential productivity for trees on this soil is moderately high. Seedlings survive and grow well. The windthrow hazard and the equipment limitation are slight. Flooding is the main limitation to use of this soil for community development. This soil is in capability subclass I. 36--Blairton silt loam, 2 to 7 percent slopes. This soil is moderately deep, gently sloping, and moderately well drained to somewhat poorly drained. It is along heads of drainageways and in broad upland depressions. Slopes are smooth or slightly concave or convex and about 500 to 3,500 feet long. Areas of this soil commonly are elongated. They range from 3 to more than 200 acres. Typically, the surface layer is dark brown silt loam about 9 inches thick. The subsoil extends to a depth of 30 inches. In the upper part it is yellowish brown, mottled silty clay loam. In the lower part it is light yellowish brown, strong brown, and mottled channery silty clay loam. The substratum, to a depth of 36 inches, is yellowish brown, mottled very channery silt loam. Fractured shale is at a depth of 36 inches. Included with this soil in mapping are small areas, generally less than 3 acres each, of Berks, Clearbrook, and Weikert soils. Berks soils are well drained. They are on low knolls and ridges. Clearbrook soils are along waterways. Weikert soils are near slope breaks and in eroded areas. These included soils make up about 25 percent of this map unit. Permeability in this Blairton soil is moderately slow. The available water capacity is low. Runoff is medium. The erosion hazard is moderate. Tilth is fair, but the soil breaks up into clods if tilled when too wet or too dry. Natural fertility and organic matter content are low. The shrink -swell potential in the subsoil is low. The root zone extends below a depth of 23 inches, but root growth is restricted by the seasonal high water table. The surface layer and the subsoil commonly are strongly acid or very strongly acid, except where the soil has been limed. The .seasonal high water table is at a depth of 1 /2 foot to 2 feet from November through March. Most areas of this soil are used for cultivated crops, hay, and pasture (fig. 2). Many areas are used as woodland. This soil is moderately well suited to cultivated crops if drainage is installed -The soil is droughty during the growing season. Crops respond well to lime and fertilizers. Using conservation tillage, growing cover crops, including grasses and legumes in the cropping system, and crop residue management help to control erosion, maintain organic matter content in the surface layer and soil tilth, to reduce crusting, and to increase water infiltration. This soil is well suited to hay and pasture. The growing season for alfalfa commonly is short because of the seasonal high water table. Establishing and maintaining a mixture of grasses and legumes and preventing overgrazing are major pasture management concerns. Overgrazing causes surface compaction and increases runoff and erosion. Using stocking rates within carrying capacity, deferred grazing, using rotation grazing, and liming and fertilizing help to maintain a good stand of grasses and legumes, to reduce runoff, and to control erosion. Liming is needed to offset the acidity -of the soil. Fertilizing generally is required to increase the amount of nutrients in the soil. . Potential productivity for trees on this soil, is moderately high. The soil is managed for hardwoods and pine. Seedlings survive and grow well if competing vegetation is controlled. The soil is soft when wet, and thus does not support heavy logging equipment. 14 Soil Survey Figure 2.—Fescue in an area of Blairton silt loam, 2 to 7 percent slopes. This soil is well suited to pasture. Compaction of the surface soil is a management concern. The seasonal high water table, depth to bedrock, and potential frost action are the main limitations to use of this soil for community development. This soil is in capability subclass Illw. 3C—Blairton silt loam, 7 to 15 percent slopes. This soil is moderately deep, strongly sloping, and somewhat poorly drained to moderately well drained. It is along heads of drainageways and in broad upland depressions. Slopes are smooth or slightly concave or convex and about 300 to 4,000 feet long. Areas of this soil commonly are irregular in shape. They range from 3 to more than 90 acres. Typically, the surface layer is dark brown silt loam about 9 inches thick. The subsoil extends to a depth of 30 inches. In the upper part it is yellowish brown, mottled silty clay loam. In the lower part it is light yellowish brown and strong brown mottled channery silty clay loam. The substratum, to a depth of 36 inches, is yellowish brown, mottled very channery silt loam. Fractured shale is at a depth of 36 inches. Included with this soil in mapping are small areas, generally less than 3 acres each, of Berks, Clearbrook, and Weikert soils. Berks soils are well drained. They are on low knolls and ridges. Clearbrook soils are along waterways. Weikert soils are near slope breaks and in eroded areas. These included soils make up about 25 percent of this map unit. Permeability in this Blairton soil is moderately slow, and the available water capacity is low. Runoff is medium to rapid. The erosion hazard is moderate. Tilth is fair, but the soil breaks up into clods if tilled when too wet or too dry. Natural fertility and organic matter content are low. The shrink -swell potential in the subsoil is low. The root zone extends to a depth of 23 inches, but root growth is restricted by the seasonal high water table. The surface layer and the subsoil commonly are strongly acid or very strongly acid, except where the soil has been limed. The seasonal high water table is at a depth of 112 foot to 3 feet from November through March. Most areas of this soil are used for cultivated crops, hay, and pasture. Many areas are used as woodland. This soil is moderately well suited to cultivated crops. The soil is droughty during the growing season. Crops respond well to lime and fertilizers. Using conservation tillage, growing cover crops, including grasses and legumes in the cropping system, and crop residue management help to increase the organic matter content in the surface layer and to improve soil tilth, to reduce crusting, to increase water infiltration, and to control erosion. Frederick County, Virginia 59 Potential productivity for trees is moderate on the Weikert soil and moderately high on the Berks soil. These soils are managed mainly for hardwoods and pine. Seedling survival is affected by droughtiness during the growing season. The rate of seedling mortality is severe on the Weikert soil and moderate on the Berks soil. The windthrow hazard is moderate on the Weikert soil and slight on the Berks soil. Depth to bedrock is the main limitation to use of these soils for community development. These soils are in capability subclass Ille. 41C—Weikert-Berks channery silt loams, 7 to 15 percent slopes. This map unit consists of shallow and moderately deep, strongly sloping, well drained soils on a rolling landscape and on the tops and noses of ridges. A typical area of the unit is about 50 percent Weikert soils, 40 percent Berks soil, and 10 percent other soils. Slopes are smooth and complex and about 300 to 4,000 feet long. Many of the larger areas of the map unit are dissected by shallow drainageways 50 to 100 feet apart. Commonly, areas of the map unit are long and winding and follow the ridges. They range mainly from 3 to 150 acres. The Weikert and Berks soils are intermingled so closely that it was not practical to map them separately. Typically, the surface layer of the Weikert soil is brown channery silt loam about 3 inches thick. The subsoil is yellowish brown very channery silt loam about 9 inches thick. The substratum is yellowish brown extremely channery silt loam to a depth of about 15 inches. Acid shale bedrock is at a depth of about 15 inches. Typically, the surface layer of the Berks soil is dark brown channery silt loam about 8 inches thick. The subsoil is yellowish bro%Wand strong brown channery and extremely channery silt loam about 14 inches thick. The substratum is strong brown extremely channery silt loam to a depth of about 30 inches. Acid shale bedrock is at a depth of about 30 inches. Included with these soils in mapping are small intermingled areas, generally less than 3 acres each, of Sequoia soils. Sequoia soils are deep, and have more clay throughout than these Weikert and Berks soils. Also included are small areas of wet soils and small areas of rock outcrops along the tops and noses of ridges. The included soils make up 10 percent of this map unit. Permeability in the Weikert soil is moderately rapid and in the Berks soil is moderate. The available water capacity is very low. Runoff is rapid. The erosion hazard is severe. Natural fertility and organic matter content are low. The shrink -swell potential in the subsoil is low. The root zone extends to a depth of about 30 inches in the Berks soil and about 13 inches in the Weikert soil. The surface layer and the subsoil of these soils commonly are strongly acid to very strongly acid, except where the soils have been limed. Bedrock is at a depth of 12 to 20 inches in the Weikert soil and 20 to.40 inches in the Berks soil. Many areas of these soils are used as woodland. Some areas are used for pasture and hay. A few areas are used for cultivated crops, and a few areas are in urban use. These soils are poorly suited to cultivated crops. They are very droughty during the growing season. Crops respond well to lime and fertilizers. Using conservation tillage, growing cover crops, including grasses and legumes in the cropping system, and crop residue management help to improve soil tilth and to increase the organic matter content in the surface layer, to reduce crusting, to increase water infiltration, and to control erosion. These soils are poorly suited to hay and moderately well suited to pasture. Establishing and maintaining a mixture of grasses and legumes and preventing overgrazing are major pasture management concerns. Overgrazing causes surface compaction and increases runoff and erosion. Using stocking rates within carrying capacity, deferred grazing, using rotation grazing, and liming and fertilizing help to maintain a good stand of grasses and legumes, to reduce runoff, and to control erosion. Liming is needed to offset the acidity of the soil. Fertilizing generally is required to increase the amount of available nutrients in the soil. Potential productivity for trees is moderate on the Weikert soil and moderately high on the Berks soil. The soil is managed mainly for hardwoods and pine. Seedling survival is affected by droughtiness during the growing season. The rate of seedling mortality is severe on the Weikert soil and moderate on the Berks soil. The windthrow hazard is moderate on the Weikert soil and slight on the Berks soil. Depth to bedrock is the main limitation to use of these soils for community development. These soils are in capability subclass IVe. —� 41D—Welkert-Berks channery silt foams, 15 to 25 percent slopes. This map unit consists of shallow and moderately deep, moderately steep, well drained soils on side slopes and ridges. A typical area of the map unit is about 55 percent Weikert soil, 35 percent Berks soil, and 10 percent other soils. Generally, areas of the map unit are long and winding and irregularly shaped, and follow the ridges. They are about 300 to 8,000 feet long. They range from 3 to more than 300 acres. The Weikert and Berks soils are intermingled so closely that it was not practical to map them separately. Typically, the surface layer of the Weikert soil is dark brown channery silt loam about 3 inches thick. The subsoil is yellowish brown very channery silt loam about 9 inches thick. The substratum is extremely channery silt loam to a depth of about 15 inches. Acid shale bedrock is at a depth of about 15 inches. Typically, the surface layer of the Berks soil is dark brown channery silt loam about 8 inches thick. The subsoil is yellowish brown very channery and extremely M channery silt loam about 14 inches thick. The substratum is strong brown extremely channery silt loam to a depth of about 30 inches. Acid shale bedrock is at a depth of about 30 inches. Included with these soils in mapping are small intermingled areas of Gainesboro and Lehew soils. Also included are areas of soils that have stones on the surface and small areas of rock outcrops along the tops and noses of ridges. The included soils make up 10 percent of this map unit. Permeability in these Weikert and Berks soils is moderately rapid, and the available water capacity is very low. Surface runoff is rapid. Natural fertility and organic matter content are low. The shrink -swell potential in the subsoil is low. The root zone extends to a depth of about 20 inches in the Weikert soil and 40 inches in the Berks soil. The soils commonly are strongly acid or very strongly acid throughout. Bedrock is at a depth of 12 to 20 inches in the Weikert soil and 20 to 40 inches in the Berks soil. Most areas of these soils are used as woodland, and some areas are used for pasture. A few areas are used for cultivated crops and hay. These soils are ,not suited to cultivated crops because they are very droughty during the growing season and because erosion is a severe hazard. These soils are poorly suited to hay and pasture. Establishing and maintaining a mixture of grasses and legumes and preventing overgrazing are major pasture management concerns. Overgrazing causes surface compaction and increases runoff and erosion. Using stocking rates within carrying capacity, deferred grazing, using rotation grazing, and liming and fertilizing help to maintain a good stand of grasses and legumes, to reduce runoff, and to control erosion. Liming is needed to offset the acidity of the soil. Fertilizing generally is required to increase the amount of available nutrients in the soil. Potential productivity for trees is moderate on the Weikert soil and moderately high on the Berks soil. The rate of seedling mortality is severe on the Weikert soil and moderate on the Berks soil. These soils are managed for hardwoods and pine. Depth to bedrock and slope are the main limitations to use of these soils for community development. These soils are in capability subclass Vie. 41E—Weikert-Berks channery silt loams, 25 to 65 percent slopes. This map unit consists of shallow and moderately deep, steep and very steep, well drained soils on side slopes and ridges. A typical area of the map unit is about 60 percent Weikert soils, 30 percent Berks soils, and 10 percent other soils. Generally, areas of the map unit are long and winding and irregularly shaped, and follow the ridges. They are about 300 to 8,500 feet long. They range from 3 to more than 500 Soil Survey acres. The Weikert and Berks soils are intermingled so closely that it was not practical to map them separately. Typically, the surface layer of the Weikert soil is dark grayish brown channery silt loam about 3 inches thick. The subsoil is yellowish brown very channery silt loam about 9 inches thick. The substratum is yellowish brown extremely channery silt loam to a depth of about 15 inches. Acid shale bedrock is at a depth of about 15 inches. Typically, the surface layer of the Berks soil is dark brown channery silt loam about 8 inches thick. The subsoil is yellowish brown very channery and extremely channery silt loam about 14 inches thick. The substratum is strong brown very channery silt loam to a depth of about 30 inches. Acid shale bedrock is at a depth of about 30 inches. Included with these soils in mapping are small areas of Gainesboro and Lehew soils. Also included are areas of very stony soils and small areas of rock outcrops along the tops and noses of ridges (fig. 8). The included soils make up 10 percent of this map unit. Permeability in the Weikert and Berks soils are moderately rapid, and the available water capacity is very low. Surface runoff is very rapid. Natural fertility and organic matter content are low. The shrink -swell potential in the subsoil is low. The root zone extends to a depth of about 20 inches in the Weikert soil and 40 inches in the Berks soil. The soils commonly are strongly acid or verystrongly acid throughout. Bedrock is at a depth of 12 to 20 inches in the Weikert soil and 20 to 40 inches in the Berks soil. Nearly all areas of these soils are used as woodland. These soils are not suited to cultivated crops, hay, or pasture. Tillage is impractical because of steep slopes. The soils are very droughty during the growing season. Erosion is a severe hazard. Potential productivity for trees is moderate on the north aspect on the Weikert soil and moderately high on the Berks soil. Potential productivity is moderate on the south aspect on the Weikert and Berks soils. The rate of seedling mortality is severe on the Weikert soil and moderate on the Berks soil. In some areas slope is a severe limitation to use of logging equipment. These soils are managed for hardwoods and pine. Depth to bedrock and slope are the main limitations to use of these soils for community development. These soils are in capability subclass Vile. 42C—Weikert-Berks very stony silt loams, 7 to 15 percent slopes. This map unit consists of shallow and moderately deep, sloping, well drained soils on mountaintops, side slopes, and ridges. A typical area of this map unit is about 50 percent Weikert soils, 40 percent Berks soils, and 10 percent other soils. Commonly, -areas of this map unit are long and winding and irregularly shaped, and follow the ridges. They are about 500 to 6,000 feet long, and range from 5 to more M=M N TABLE 16.--SOIL AND WATER FEATURES o ("Flooding" and "water table" and terms such as "rare," "brief," "apparent," and "perched" are explained in the text. The symbol < means less than; > means more than. Absence of an entry indicates that the feature is not a concern or that data were not estimated) Soil name and (Hydro map map symbol I -I rouic' Flooding High water table Bedrock Potential' frost (Uncoated action Risk o corrosion Frequency I Duration IMonths I Depth I Kind iMonths I Depth 'Hardness' 'Concrete steel t 1 { n 1 I 1 1 I 1B, 1C------------- I { I C INone { I -------- I I I --- I I { --- [ I 1 >6 0 { I _-_ I I ___ [ I 20-40 (Soft { ILow I ------ ILow V ------ 'Higb. I Berks i 2-----------------[ I B (Rare I --------I I --- l I --- 12 I 0-6.OlApparentlNov-Marl I I I I I I >60 1 I I --- IModerate I i IModerate I I IHigh. I I I I { I Birdsboro I 3B, 3C------------I I C INone--------' I I --- ' I I0.5-3.0'Perched I , I INov-Mari I I 20-40 'Soft I IHigh-----I I i High-----IHigh. Blairton { 4B, 4C------------- I C I (None -------- { { I --- ' I { I0.5-3.OIPerched I { 'Nov -Mar' I >60 I 1 --- IModerate I 'High ----- I 'High. Buchanan 5B, SC I I C I I 1 None-------- I I I { I { --- I I I [ >6 O I l --- I I i --- { I 120-40 I I lHard I I IModerate I I IHigh-----'Low. I I Carbo------------ I i I I I I I I I I i I 6C*: Carbo------------I C I (None--------1 I --- I I --_ I I >6 0 I i --' I { --' i 1 20-40 I IHard I IModerate I IHigh-----(Low. { I Oaklet------------ I C I INone-------- { I --- I I _-_ I I >6.0 { { ___ { ___ 1 >60 1 --- IModerate IHigh ----- IModerate. I 7C*: Carbo------------I i C I INone-------- I I --- i I --- I I l >6.0 { i l i--- I l --- I I 1 20-40 I I IHard I i IModerate I I IHigh-----ILow. I I I Oaklet ----------- I I C I I (None --------I I I I --- ' --- I I >6 0 I I _-- I I --- I [ >60 I 1 --- I IModerate I I IHigh ----- I I IModerate. I I Rock outcrop. 8B, 8C------------[ I C I I (None --------I I I I I _-- I I I >6.0 I I I --- I I I --_ I I [ 20-40 I [Hard I IModerate I IHigh ----- I ILow. I I Chilhowie 9B, 9C------------ I I D I lNone------ i I I 0-0.51Apparent[Oct-Apr1 { { I I I 20-40 I I ISoft I I IModerate I I IHigh ----- I IModerate. I Clearbrook See footnote at end of table. 0 Cn CD CD - •?<.,�TM �'S`.a .. Y.: �«,-� ;�i.. yr ..'. ram, `�):j.Y,. - - 16.--SOIL AND WATER FEATURES --Continued Soil name and (Hydro map symbol I I -I logic) I Flooding Hiqh water table +I Bedrock 1—{Potential) I Depth !Hardness! frost I I Risk of corrosion Frequency I I Duration (Months I Depth I Kind "Months I ! ! !Uncoated I (Concrete " ou action steel { Ft I { I n I I I I 37D, 37E---------- I { I A I I INone-------- I I { --- I ! --- ! ! >6 0 I I --- 1 --- I { 1 20-40 { IHard { ILow------ I ILow------ I IHigh. I Schaffenaker 38B, 38C, 38D ----- I C I INone-------- I { { _-- I --- I I >6.0 I I _-- I _-- I { 1 20-40 I ISoft I (Moderate I (High ----- I IModerate. I Sequoia 39B, 39C ---------- I C I INone-------- I I ___ 1 I ___ { I >6.0 I 1 ___ 1 __- I I I >60 { I --- ! IModerate I (High ----- I IModerate. I Swimley I I I I 1 I I i I I I i 40B--------------- I B I IFrequent---- I IVery brieflApr-Octl I I >6.0 I 1 _-- I _-- I >60 ! --- IModerate ILow------ (High. Timberville I I I I i I 1 I I I I I 41B*, 41C*, 41D*, ! I I I I I I 41E*, 42C*, 42D*,1 ! I I I 42E*: Weikert--------- I C/D I INone-------- I I --- I I --- I 1 >6.0 { ! --- ! --- I I 1 10-20 i ISoft I IModerate I IModerate I IModerate. I Berks ----------- I C I INone-------- I I --- I I --- I 1 >6 0 I I --- ! --- I I " 20-40 I (Soft I ILow------ I ILow------ 1 (High. 1 43---------------- I B I IRare-------- I 1 --- I I --- I 1 >6.0 I ! --- ! --- I I i >60 I I --- I IModerate I ILow------ I IModerate. I Wheeling 1 I i I ► I I I I I I I 44B, 44C---------- I C { INone---- =---I I --- I I --- I 11.5-2.5IPerched I IDec-Apr1 i I >60 I I --- I IModerate I (High ----- I (High. I zoar * See description of the map unit for composition and behavior characteristics of the map unit. N O U1 Appendix C Hydrology for SWM Pon dPack 10. 0 Reports L � PRE -DEVELOPMENT 1 k r u HYDROLOGY Job File: J:\POND PACK\POTOMAC PRE DA-1.PPW Rain Dir: J:\POND PACK\ JOB TITLE Project Date: 6/9/2006 Project Engineer: KJK Project Title: Potomac Waterproofing Project Comments: S/N: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 8:08 AM 8/2/2006 Table of Contents i ***********k****k***** MASTER SUMMARY *****k**kk************ Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY FREDERICK CO.... Design Storms ...................... 2.01 ********************** TC CALCULATIONS ***k****k***kk**k***k PRE DA-1........ Tc Calcs ........................... 3.01 ********************** CN CALCULATIONS ****k******kkkkkk**** PRE DA-1........ Runoff CN-Area ..................... 4.01 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 8:08 AM 8/2/2006 Type.... Master Network Summary Name.... Watershed File.... J:\POND PACK\POTOMAC 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; i-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 ---------- -- .089 --------- 12.0000 -------- 1.47 *OUT 10 JCT 10 .228 11.9500 3.93 *OUT 10 JCT 100 .398 11.9500 6.92 PRE DA-1 AREA 2 .089 12.0000 1.47 PRE DA-1 AREA 10 .228 11.9500 3.93 PRE DA-1 AREA 100 .398 11.9500 6.92 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 8:08 AM 8/2/2006 Type.... Design Storms Page 2.01 Name.... FREDERICK CO File.... J:\POND PACK\POTOMAC PRE DA-l.ppvi Title... Project Date: 6/9/2006 Project Engineer: KJK Project Title: Potomac Waterproofing 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 S/N: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 8:08 AM 8/2/2006 11 Type.... Tc Calcs Name.... PRE DA-1 File.... J:\POND PACK\POTOMAC PRE DA-l.pp%•i TIME OF CONCENTRATION CALCULATOR Segment 101: Tc: TR-55 Sheet Mannings n .1700 Hydraulic Length 100.00 ft 2yr, 24hr P 3.0000 in Slope .060000 ft/ft Avg.Velocity .23 ft/sec Segment 112: Tc: TR-55 Shallow Hydraulic Length 150.00 ft Slope .136500 ft/ft Unpaved Avg.Velocity 5.96 ft/sec Page 3.01 Segment 411 Time: .1201 hrs Segment 112 Time: .0070 hrs ------------------------------------------------------------------------ S/N: D4YXYWH52373 PondPack (10.00.016.00) Total Tc: .1271 hrs ------------------------- ------------------------- Potesta and Associates, Inc 8:08 AM 8/2/2006 Type.... Tc Calcs Name.... PRE DA-1 File.... J:\POND PACK\POTOMAC 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 Potesta and Associates, Inc PondPack (10.00.016.00) 8:08 AM 8/2/2006 ' Type.... Runoff CN-Area Page 4.01 Name.... PRE DA-1 RUNOFF CURVE NUMBER DATA Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ------------- ----- ----- ------ Brush - brush, •reed, grass mix - po 77 .450 77.00 Brush - brush, weed, grass mix - fa 70 .790 70.00 COMPOSITE AREA & WEIGHTED CN ---> 1.240 72.54 (73) SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 8:08 AM 8/2/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- F ----- FREDERICK CO... 2.01 ----- P ----- PRE DA-1... 3.01, 4.01 ----- W ----- watershed... 1.01 SIN: MXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 8:08 AM 8/2/2006 PRE -DEVELOPMENT HYDROLOGY ' Job File: J:\POND PACK\POTOMAC PRE DA-2.PPW Rain Dir: J:\POND PACK\ 1 L' JOBTITLE - ====_____ Project Date: 6/9/2006 Project Engineer: KJK Project Title: Potomac Waterproofing Project Comments: SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 8:06 AM 8/2/2006 Table of Contents i ********************** MASTER SUMMARY Watershed....... Master Network Summary ............. 1.01 **************k**** DESIGN STORMS SUMMARY ' FREDERICK CO.... Design Storms ...................... 2.01 TC CALCULATIONS SUBAREA 10...... Tc Calcs ........................... 3.01 ****kk*kkkkkk**kkk k-k* CN CALCULATIONS ' SUBAREA 10...... Runoff CN-Area ..................... 4.01 1 ' SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 8:06 AM 8/2/2006 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... J:\POND PACK\POTOMAC 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 ---------- -- .111 --------- 12.0000 -------- 1.83 *OUT 10 JCT 10 .284 11.9500 4.93 *OUT 10 JCT 100 .497 11.9500 8.67 SUBAREA 10 AREA 2 .111 12.0000 1.83 SUBAREA 10 AREA 10 .284 11.9500 4.93 SUBAREA 10 AREA 100 .497 11.9500 8.67 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 8:06 AM 8/2/2006 Type.... Design Storms Page 2.01 Name.... FREDERICK CO File.... J:\POND PACK\POTOMAC PRE DA-2.ppw Title... Project Date: 6/9/2006 Project Engineer: KJK Project Title: Potomac Waterproofing 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 8:06 AM 8/2/2006 Type.... Tc Calcs Name.... SUBAREA 10 File.... J:\POND PACK\POTOMAC PRE DA-2.ppw TIME OF CONCENTRATION CALCULATOR Segment I#1: Tc: TR-55 Sheet Mannings n .1700 Hydraulic Length 100.00 ft 2yr, 24hr P 3.0000 in Slope .065000 ft/ft Avg.Velocity .24 ft/sec Segment ;#2: Tc: TR-55 Shallow Hydraulic Length 200.00 ft Slope .112500 ft/ft Unpaved Avg.Velocity 5.41 ft/sec Page 3.01 Segment 01 Time: .1163 hrs Segment ##2 Time: .0103 hrs ------------------------------------------------------------------------ ------------------------- ------------------------- Total Tc: .1266 hrs ------------------------- ------------------------- S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 8:06 AM 8/2/2006 Type.... Tc Calcs Page 3.02 Name.... SUBAREA 10 ' File.... J:\POND PACK\POTOMAC PRE DA-2.ppw ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ___= SCS TR-55 Sheet Flow ' Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sfk*.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 Floe Unpaved surface: V = 16.1345 * (Sf**0.5) Paved surface: ' V = 20.3282 * (Sf**0.5) Tc = (Lf / V) / (3600sec/hr) Where: V = Velocity, ft/sec Sf = Slope, ft/ft Tc = Time of concentration, hrs Lf = Flow length, ft S/N: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 8:06 AM 8/2/2006 Type.... Runoff CN-Area Name.... SUBAREA 10 Page 4.01 ' RUNOFF CURVE NUMBER DATA -------------------------------------------------------------------------- Impervious ' Area Adjustment Adjusted Soil/Surface Description CN acres --------- %C %UC ----- ----- CN ------ ' -------------------------------- ---- Brush - brush, weed, grass mix - po 77 Brush - brush, weed, grass mix - fa 70 .600 .950 77.00 70.00 COMPOSITE AREA & WEIGHTED CN ---> 1,550 72.71 (73) ' ........................................................................... G SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 8:06 AM 8/2/2006 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 S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 8:06 AM 8/2/2006 POST -DEVELOPMENT HYDROLOGY (DA-1) �� I �� I Job File: J:\POND PACK\POTOMAC POST DA-1 3 TO 1 6FT.PPW Rain Dir: J:\POND PACK\ Project Date: 8/21/2006 Project Engineer: KJKNECHTEL Project Title: POTOMAC Project Comments: SIN: D4YXYWH52373 PondPack (10.00.016.00) JOB TITLE Potesta and Associates, Inc 2:11 PM 8/21/2006 ITable of Contents i ********************** MASTER SUMMARY Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY ******************* Frederick Co., V Design Storms ...................... 2.01 ********************** TC CALCULATIONS *****kk****k********* SUBAREA 10...... Tc Calcs ........................... 3.01 *********k************ CN CALCULATIONS ******k***********k** SUBAREA 10...... Runoff CN-Area ..................... 4.01 ***kk****************** POND VOLUMES POND 10......... Vol: Elev-Area ..................... 5.01 ******************** OUTLET STRUCTURES ***********k*******k* Outlet 1........ Outlet Input Data .................. 6.01 S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 2:11 PM 8/21/2006 Table of Contents ii Individual Outlet Curves ........... 6.05 Composite Rating Curve ............. 6.11 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) 2:11 PH 8/21/2006 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Frederick Co., V 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 Dev 25 5.8000 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 ---------- -- .245 --------- 12.1000 1.41 *OUT 10 JCT 10 .438 12.0500 3.64 *OUT 10 JCT 100 .645 12.0000 9.82 *OUT 10 JCT 25 .531 12.0500 6.54 POND 10 IN POND 2 .245 11.9500 4.15 POND 10 IN POND 10 .438 11.9500 7.17 POND 10 IN POND 100 .645 11.9500 10.30 POND 10 IN POND 25 .531 11.9500 8.58 POND 10 OUT POND 2 .245 12.1000 1.41 707.78 .061 POND 10 OUT POND 10 .438 12.0500 3.64 708.87 .108 POND 10 OUT POND 100 .645 12.0000 9.82 709.18 .123 POND 10 OUT POND 25 .531 12.0500 6.54 709.07 .117 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 2:11 PM 8/21/2006 Type.... Master Network Summary Page 1.02 Name.... Watershed File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft -------- -------- ------------ ----------------- SUBAREA 10 ---- AREA ------ 2 ---------- -- .245 --------- 11.9500 4.15 SUBAREA 10 AREA 10 .438 11.9500 7.17 SUBAREA 10 AREA 100 .645 11.9500 10.30 SUBAREA 10 AREA 25 .531 11.9500 8.58 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 2:11 PM 8/21/2006 � I � I Type.... Design Storms Page 2.01 Name.... Frederick Co., V File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw Title... Project Date: 8/21/2006 Project Engineer: KJKNECHTEL Project Title: POTOMAC Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = Frederick Co., V Storm Tag Name = Dev 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 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 Storm Tag Name = Dev 25 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 5.8000 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 2:11 PM 8/21/2006 ' Type.... Tc Calcs Page 3.01 Name.... SUBAREA 10 File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw TIME OF CONCENTRATION CALCULATOR Segment 1't1: Tc: TR-55 Sheet Mannings n .0580 Hydraulic Length 100.00 ft 2yr, 24hr P 3.0000 in Slope .028000 ft/ft Avg.Velocity .40 ft/sec Segment 41 Time: .0689 hrs ----------------------------------------------------------------------- Segment 42: Tc: TR-55 Channel Flow Area .5500 sq.ft Wetted Perimeter 2.62 ft Hydraulic Radius .21 ft Slope .006800 ft/ft Mannings n .0120 Hydraulic Length 102.00 ft Avg.Velocity 3.62 ft/sec Segment 112 Time0078 hrs ----------------------------------------------------- Segment #3: Tc: TR-55 Channel Flow Area .7850 sq.ft Wetted Perimeter 3.14 ft Hydraulic Radius .25 ft Slope .005000 ft/ft Mannings n .0120 Hydraulic Length 163.00 ft Avg.Velocity 3.48 ft/sec Segment 113 Time: .0130 hrs ------------------------------------------------------------------------ S/N: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 2:11 PM 8/21/2006 ' Type.... Tc Calcs Name.... SUBAREA 10 File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw Page 3.02 ' 44: Tc: TR-55 Channel Segment Flow Area 1.7800 sq.ft ' Wetted Perimeter 4.71 ft Hydraulic Radius .38 ft Slope .005000 ft/ft 11annings n 0120 Hydraulic Length 15.00 ft Avg.Velocity 4.59 ft/sec ------------------------------------------- Segment Time ------------- hrs ' ------------------------- ------------------------- Total Tc: .0907 hrs Calculated Tc < Min.Tc: ... -Use -Minimum Use Tc = -Tc .1000 hrs ------- S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 2:11 PM 8/21/2006 ' Type.... Tc Calcs Name.... SUBAREA 10 ' File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw Page 3.03 ------------------------------------------------------------------------ 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 2:11 PM 8/21/2006 ' Type.... Runoff CN-Area Name.... SUBAREA 10 File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw Page 4.01 ' RUNOFF CURVE NUMBER DATA -------------------------------------------------------------------------- Impervious ' Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- Open space (Lawns,parks etc.) - Goo 74 --------- .200 ----- ----- ------ 74.00 ' Impervious Areas - Paved parking to 98 1.050 98.00 COMPOSITE AREA & WEIGHTED CN ---> 1,250 94.16 (94) ' ........................................................................... 1 III I II, 1 ' S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 2:11 PM 8/21/2006 Type.... Vol: Elev-Area Name.... POND 10 File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw Page 5.01 Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft) ------------------------------------------------------------------------ 704.00 ----- .0000 .0000 .000 .000 706.00 ----- .0190 .0190 .013 .013 708.00 ----- .0390 .0852 .057 .069 710.00 ----- .0620 .1502 .100 .170 710.20 ----- .0630 .1875 .013 .182 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 2:11 PM 8/21/2006 Type.... Outlet Input Data Name.... Outlet 1 File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw REQUESTED POND IIIS ELEVATIONS: Min. Elev.= 704.00 ft Increment = .50 ft Max. Elev.= 710.20 ft Page 6.01 * * * k * * * * * * * k * * 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-Circular 02 ---> CO 707.750 710.200 Orifice -Circular 01 ---> CO 708.100 710.200 Stand Pipe RO ---> CO 708.900 710.200 Orifice -Circular 00 ---> CO 704.000 710.200 Culvert -Circular CO ---> TW 704.000 710.200 Weir-XY Points WO ---> TW 709.000 710.200 TW SETUP, DS Channel S/N: D4YXYV PondPack (1( Type.... Outlet Input Data Name.... Outlet 1 File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw OUTLET STRUCTURE INPUT DATA Structure ID = 02 Structure Type = Orifice -Circular ------------------------------------ ;k of Openings = 1 Invert Elev. = 707.75 ft Diameter = .5000 ft Orifice Coeff. _ .610 Structure ID = O1 Structure Type = Orifice -Circular ------------------------------------ # of Openings = 2 Invert Elev. = 708.10 ft Diameter = .5000 ft Orifice Coeff. _ .610 Structure ID = RO ' Structure Type = ------------------------------------ Stand Pipe # of Openings = 1 Invert Elev. = 708.90 ft ' Diameter Orifice Area 2.5000 4.9087 ft sq.ft Orifice Coeff. .610 Weir Length = 7.85 ft ' Weir Coeff. K, Reverse 3.020 1.000 Mannings n .0000 Kev,Charged Riser = .000 ' Weir Submergence = No 11 S/N: D4YXYWH52373 PondPack (10.00.016.00) Page 6.02 Potesta and Associates, Inc 2:11 PM 8/21/2006 ' Type.... Outlet Input Data Page 6.03 Name.... Outlet 1 File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw OUTLET STRUCTURE INPUT DATA Structure ID = 00 Structure Type = Orifice -Circular ------------------------------------ of Openings = 1 Invert Elev. = 704.00 ft Diameter = .4583 ft Orifice Coeff. _ .610 Structure ID = CO Structure Type = Culvert -Circular ------------------------------------ No. Barrels = 1 Barrel Diameter = 1.0000 ft Upstream Invert = 704.00 ft Dnstream Invert = 703.10 ft Horiz. Length = 41.20 ft Barrel Length = 41.21 ft Barrel Slope = .02185 ft/ft OUTLET CONTROL DATA... Mannings n = .0240 Ke = .5000 (forward entrance loss) Kb = .106589 (per ft of full flow) Kr = .5000 (reverse entrance loss) HW Convergence = .001 +/- ft INLET CONTROL DATA... Equation form = 1 Inlet Control K = .0078 Inlet Control M = 2.0000 Inlet Control c = .03790 Inlet Control Y = .6900 T1 ratio (HW/D) = 1.125 T2 ratio (HW/D) = 1.285 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At T1 Elev = 705.12 ft ---> Flow = 2.75 cfs At T2 Elev = 705.29 ft ---> Flow = 3.14 cfs SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 2:11 PM 8/21/2006 Type.... Outlet Input Data Name.... Outlet 1 File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw OUTLET STRUCTURE INPUT DATA Structure ID = WO Structure Type = Weir-XY Points ------------------------------------ I, of Openings = 1 WEIR X-Y GROUND POINTS X, ft Elev, ft ------------------ .00 710.20 2.40 709.00 14.40 709.00 16.80 710.20 Lowest Elev. = 709.00 ft Weir Coeff. = 3.028000 Weir TW effects (Use adjustment equation) 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) Page 6.04 Potesta and Associates, Inc 2:11 PM 8/21/2006 ' ' Type.... Name.... File.... Individual Outlet Curves Outlet 1 J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw Page 6.05 RATING TABLE FOR ONE OUTLET TYPE Structure ID = 02 (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 ftft +/-ft ""_cfs ft +/-ft ' 704.00 .00 ---ft ---- ... --- ... ---- ... ... ... Free Outfall WS below an invert; no flow. 704.50 .00 Free Outfall WS below an invert; ::: no flow. :;: :;: ::; 705.00 .00 Free Outfall WS below an invert; no flow. 705.50 .00 Free Outfall S below an WS:;: ::: invert; ::; no flow. ::: ::; 706.00 .00 Free Outfall WS below an invert; no flow. 706.50 .00 ... ... ... ... ... Free Outfall ' WS below an invert; no flow. 707.00 .00 ... ... . .. ... ... Free Outfall WS below an invert; no flow. 707.50 .00 ... ... ... ... Free Outfall WS below an invert; no flow. 707.75 .00 Free Outfall WS below an invert; no flow. 708.00 .14 708.00 Free 704.85 .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .067ft Dcr= .183ft CRIT.DEPTH Hev= .00ft 708.10 .25 708.10 Free 704.89 .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .099ft Dcr= .252ft CRIT.DEPTH Hev= .00ft 708.50 .68 708.50 Free 705.20 .000 .000 Free Outfall ' H =.50 708.90 .91 708.90 Free 706.03 .000 .000 Free Outfall H =.90 709.00 .96 709.00 Free 706.95 .000 .000 Free Outfall ' H =1.00 709.50 * 709.50 709.50 709.50 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 710.00 * 710.00 110.00 710.00 .000 .000 Free Outfall ' FLOP] PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 710.20 * 710.20 710.20 710.20 .000 .000 Free Outfall FLOP] PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 2:11 PM 8/21/2006 ' Type.... Individual Outlet Curves Page 6.06 Name.... Outlet 1 File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = 01 (Orifice -Circular) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = CO (Culvert -Circular) NUMBER OF OPENINGS = 2 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING ' 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 ' -------- 704.00 -------- .00 --------------- ... ------- ... ------ ... ------ ... ------- Free ------- Outfall WS below an invert; no flow. 704.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. ' 705.00 .00 Free Outfall WS below an invert; no flow. 705.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. ' 706.00 .00 Free Outfall WS below an invert; no flow. 706.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 707.00 .00 Free Outfall WS below an invert; no flow. 707.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. ' 707.75 .00 Free Outfall WS below an invert; no flow. 708.00 .00 ... ... ... ... Free Outfall WS below an invert; no flow. ' 708.10 .00 Free Outfall WS below an invert; no flow. 708.50 .63 708.50 Free 705.20 .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .116ft Dcr= .284ft CRIT.DEPTH Hev= .00ft ' 708.90 1.43 708.90 Free 706.03 .000 .000 Free Outfall H =.55 709.00 1.55 709.00 Free 706.95 .000 .000 Free Outfall H =. 65 ' 709.50 * 70909 .50 709.50 709.50 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 710.00 * 710.00 710.00 710.00 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE ' 710.20 * 710.20 710.20 710.20 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 11 ' S/N: D4YXYWHS2373 Potesta and Associates, Inc PondPack (10.00.016.00) 2:11 PM 8/21/2006 ' Type.... Individual Outlet Curves Page 6.03 Name.... Outlet 1 � I File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = RO (Stand Pipe) -------------------------------------- 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 ------- -------- 704.00 -------- .00 --------------- ... ------- ... ... Free Outfall WS below an invert; no flow. 704.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 705.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 705.50 .00 ... ... ... Free Outfall WS below an invert; no flow. 706.00 .00 ... ... ... Free Outfall WS below an invert; no flow. 706.50 .00 ... ... ... ... Free Outfall WS below an invert; no flow. 707.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 707.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 707.75 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 708.00 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 708.10 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 708.50 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 708.90 .00 ... ... ... ... ... Free Outfall WS below an invert; no flow. 709.00 .75 709.00 Free 706.95 .000 .000 Free Outfall Weir: H =.10ft 709.50 * 709.50 709.50 709.50 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 710.00 * 710.00 710.00 710.00 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 710.20 * 710.20 710.20 710.20 .000 .000 Free Outfall FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 2:11 PM 8/21/2006 ' Type.... Individual Outlet Curves Page 6.08 Name.... Outlet 1 n File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.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 ------- -------- 704.00 -------- .00 ------- ... -------- ... ------- ... ... ... Free Outfall WS below an invert; no flow. 704.50 .31 704.50 704.35 704.35 .001 .000 Free Outfall H =.15 705.00 .58 705.00 704.49 704.49 .000 .000 Free Outfall H =.51 705.50 .78 705.50 704.57 704.57 .001 .000 Free Outfall H =.93 706.00 .94 706.00 704.64 704.64 .000 .000 Free Outfall H =1.36 706.50 1.09 706.50 704.69 704.69 .001 .000 Free Outfall H =1.81 707.00 1.22 707.00 704.73 704.73 .000 .000 Free Outfall H =2.27 707.50 1.33 707.50 704.77 704.78 .003 .000 Free Outfall H =2.73 707.75 1.39 707.75 704.79 704.79 .002 .000 Free Outfall H =2.96 708.00 1.43 708.00 704.85 704.85 .000 .000 Free Outfall H =3.15 708.10 1.45 708.10 704.89 704.89 .000 .000 Free Outfall H =3.21 708.50 1.47 708.50 705.20 705.20 .000 .000 Free Outfall H =3.30 708.90 1.37 708.90 706.03 706.03 .000 .000 Free Outfall H =2.87 709.00 1.16 709.00 706.95 706.95 .000 .000 Free Outfall H =2.05 709.50 * 709.50 709.50 709.50 .000 .000 Free Outfall FLOG] PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 710.00 * 710.00 710.00 710.00 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE 710.20 * 710.20 710.20 710.20 .000 .000 Free Outfall FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 2:11 PM 8/21/2006 ' Type.... Individual Outlet Curves Page 6.09 Name.... Outlet 1 n File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = CO (Culvert -Circular.) -------------------------------------- Mannings open channel maximum capacity: 3.07 cfs UPstream ID's= 02, 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 -------------- -------- 704.00 -------- .00 ------- ... -------- ... ------- ------ ... ... ... Free Outfall WS below an invert; no flow. 704.50 .31 704.35 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .081ft Dcr= .230ft CRIT.DEPTH Hev= .00ft 705.00 .58 704.49 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .114ft Dcr= .316ft CRIT.DEPTH Hev= .00ft 705.50 .78 704.57 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .136ft Dcr= .369ft CRIT.DEPTH Hev= .00ft 706.00 .94 704.64 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .153ft Dcr= .408ft CRIT.DEPTH Hev= .00ft 706.50 1.09 704.69 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .167ft Dcr= .439ft CRIT.DEPTH Hev= .00ft 707.00 1.22 704.73 Free Free .000 .004 Free Outfall CRIT.DEPTH CONTROL Vh= .180ft Dcr= .466ft CRIT.DEPTH Hev= .00ft 707.50 1.33 704.78 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .190ft Dcr= .487ft CRIT.DEPTH Hev= .00ft 707.75 1.39 704.79 Free Free .000 .000 Free Outfall CRIT.DEPTH CONTROL Vh= .195ft Dcr= .498ft CRIT.DEPTH Hev= .00ft 708.00 1.57 704.85 Free Free .000 .002 Free Outfall CRIT.DEPTH CONTROL Vh= .212ft Dcr= .531ft CRIT.DEPTH Hev= .00ft 708.10 1.70 704.89 Free Free .000 .001 Free Outfall CRIT.DEPTH CONTROL Vh= .224ft Dcr= .553ft H.JUMP IN PIPE Hev= .00ft 708.50 2.78 705.20 Free Free .000 .001 Free Outfall BACKWATER CONTROL.. Vh= .267ft hwDi= .796ft Lbw= 41.2ft Hev= .00ft 708.90 3.70 706.03 Free Free .000 .002 Free Outfall FULL FLOW ... Lfull=34.18ft Vh=.345ft HL=1.776ft Hev= .00ft 709.00 4.41 706.95 Free Free .000 .003 Free Outfall FULL FLOW ... Lfull=39.90ft Vh=.490ft HL=2.822ft Hev= .00ft 709.50 6.04 709.50 Free Free .000 4.981 Free Outfall FULL FLOW ... Lfull=40.99ft Vh=.920ft HL=5.398ft Hev= .00ft 710.00 6.31 710.00 Free Free .000 18.880 Free Outfall FULL FLOW ... Lfull=41.05ft Vh=1.004ft HL=5.896ft Hev= .00ft 710.20 6.42 710.20 Free Free .000 20.970 Free Outfall FULL FLOW ... Lfull=41.06ft Vh=1.037ft HL=6.097ft Hev= .00ft SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 2:11 PM 8/21/2006 Type.... Individual Outlet Curves Name.... Outlet 1 File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw RATING TABLE FOR ONE OUTLET TYPE Structure ID = WO (Weir-XY Points) -------------------------------------- Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) VIS Elev,Device Q Tail Water -------------------------- Notes ---------------- WS Elev. --------------- Q TW Elev Converge ft cfs ft +/-ft ----- Computation Messages -------------------------- -------- 704.00 ------- -------- .00 Free Outfall WS below an invert; no flow. 704.50 .00 Free Outfall WS below an invert; no flow. 705.00 .00 Free Outfall WS below an invert; no flow. 705.50 .00 Free Outfall 706.00 .00 Free Outfall WS below an invert; no flow. 706.50 .00 Free Outfall WS below an invert; no flow. 707.00 .00 Free Outfall WS below an invert; no flow. 707.50 .00 Free Outfall 707.75 .00 Free Outfall 708.00 .00 Free Outfall WS below an invert; no flow. 708.10 .00 Free Outfall WS below an invert; no flow. 708.50 .00 Free Outfall WS below an invert; no flow. 708.90 .00 Free Outfall WS below an invert; no flow. 709.00 .00 Free Outfall WS below an invert; no flow. 709.50 13.60 Free Outfall Max.H=.50; Max.Htw=free out;; W(ft)=14.00 710.00 40.62 Free Outfall Max.H=1.00; Max.Htw=free out;; W(ft)=16.00 710.20 54.52 Free Outfall Max.H=1.20; Max.Htw=free out;; W(ft)=16.80 Page 6.10 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 2:11 PM 8/21/2006 ' Type.... Composite Rating Curve Page 6.11 Name.... Outlet 1 � I File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes ---------------- -------- Converge ------------------------- Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures -------- 704.00 ------- .00 -------- Free ----- Outfall -------------------------- (no Q: O2,O1,RO,OO,CO,W0) 704.50 .31 Free Outfall OO,CO (no Q: O2,01,RO,WO) 705.00 .58 Free Outfall OO,CO (no Q: O2,O1,RO,WO) 705.50 .78 Free Outfall OO,CO (no Q: O2,01,RO,WO) 706.00 .94 Free Outfall OO,CO (no Q: O2,01,RO,WO) 706.50 1.09 Free Outfall OO,CO (no Q: O2,01,RO,WO) 707.00 1.22 Free Outfall OO,CO (no Q: O2,01,RO,WO) 707.50 1.33 Free Outfall OO,CO (no Q: O2,01,RO,WO) 707.75 1.39 Free Outfall OO,CO (no Q: O2,01,RO,WO) 708.00 1.57 Free Outfall O2,0O,CO (no Q: O1,RO,W0) 708.10 1.70 Free Outfall O2,0O,CO (no Q: O1,RO,W0) 708.50 2.78 Free Outfall O2,O1,0O,CO (no Q: RO,WO) 708.90 3.70 Free Outfall O2,O1,0O,CO (no Q: RO,WO) 709.00 4.41 Free Outfall O2,Ol,RO,OO,C0 (no Q: WO) 709.50 19.65 Free Outfall RO,CO,WO (no Q: 02,01,00) 710.00 46.93 Free Outfall RO,CO,WO (no Q: 02,01,00) 710.20 60.94 Free Outfall RO,CO,WO (no Q: 02,01,00) SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 2:11 PM 8/21/2006 Type.... Pond Routing Summary Name.... POND 10 OUT Tag: Dev 2 File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw Storm... TypeII 24hr Tag: Dev 2 LEVEL POOL ROUTING SUMMARY HYG Dir = J:\POND PACK\ 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 = 704.00 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 = 4.15 cfs at 11.9500 hrs Peak Outflow = 1.41 cfs at 12.1000 hrs ----------------------------------------------------- Peak Elevation = 707.76 ft Peak Storage = .061 ac-ft MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = .245 - Infi - HYG - Reta Unro SIN: Pondl Page 7.01 Event: 2 yr Type.... Pond Routing Summary Name.... POND 10 OUT Tag: Dev 10 File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw Storm... TypeII 24hr Tag: Dev 10 LEVEL POOL ROUTING SUMMARY HYG Dir = J:\POND PACK\ 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 = 704.00 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 = 7.17 cfs at 11.9500 hrs Peak Outflow = 3.64 cfs at 12.0500 hrs ----------------------------------------------------- Peak Elevation = 708.87 ft Peak ----------------------------------------------------- ----------------------------------------------------- Storage = .108 ac-ft MASS BALANCE (ac-ft) -------------------------- + Initial Vol = .000 + HYG Vol IN = .438 - Infiltration = .000 - HYG Vol OUT = .438 - Retained Vol = .000 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) S/N: D4YXYWH52373 PondPack (10.00.016.00) 2:11 PM Page 7.02 Event: 10 yr Potesta and Associates, Inc 8/21/2006 � I Type.... Pond Routing Summary Page 7.03 Name.... POND 10 OUT Tag: Dev100 Event: 100 yr File.... J:\POND PACK\POTOMAC POST DA-1 3 to 1 6ft.ppw LEVEL POOL ROUTING SUMMARY HYG Dir = J:\POND PACK\ Inflow HYG file = work pad.hyg - POND 10 Outflow HYG file = work pad.hyg - POND 10 Pond Node Data = POND 10 Pond Volume Data = POND 10 Pond Outlet Data = Outlet 1 No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 704.00 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 IN Dev100 OUT Dev100 Peak Inflow = 10.30 cfs at 11.9500 hrs Peak Outflow = 9.82 cfs at 12.0000 hrs ----------------------------------------------------- Peak Elevation = 709.18 ft Peak Storage = .123 ac-ft MASS BALANCE (ac-ft) -------------------------- {- Initial Vol = .000 + HYG Vol IN = .645 - Infiltration = .000 - HYG Vol OUT = .645 - Retained Vol = .000 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 2:11 PM 8/21/2006 IAppendix A A-1 � I Index of Starting Page Numbers for ID Names ----- F ----- Frederick Co., V... 2.01 ----- 0 ----- Outlet 1... 6.01, 6.05, 6.11 ----- P ----- POND 10... 5.01, 7.01, 7.02, 7.03 ----- S ----- SUBAREA 10... 3.01, 4.01 ----- W ----- watershed... 1.01 SIN: D4YxYwx52373 PondPack (10.00.016.00) Potesta and Associates, Inc 2:11 PM 8/21/2006 POST -DEVELOPMENT HYDROLOGY (DA-2) Job File: J:\POND PACK\POTOMAC POST DA-2.PPW Rain Dir: J:\POND PACK\ JOB -TITLE ====_____ Project Date: 6/9/2006 Project Engineer: KJK Project Title: POTOMAC WATER PROOFING Project Comments: POST DA-2 SIN: D4YXYWH52373 PondPack (10.00.016.00) 0 Potesta and Associates, Inc 8:19 AM 8/2/2006 ' Table of Contents i ********************** MASTER SUMMARY Watershed....... Master Network Summary ............. 1.01 DESIGN STORMS SUMMARY **kkk************k* FREDERICK CO.... Design Storms ...................... 2.01 ********************** TC CALCULATIONS kkk****************kk DA-2............ Tc Calcs ........................... 3.01 ********************** CN CALCULATIONS ******k****kkk******* DA-2............ Runoff CN-Area ..................... 4.01 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 8:19 AM 8/2/2006 Type.... Master Network Summary Name.... Watershed File.... J:\POND PACK\POTOMAC post DA-2.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: FREDERICK CO Page 1.01 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 -------------------- ----------------- DA-2 ---- AREA ------ 2 ---------- -- .061 --------- 11.9500 -------- 1.04 DA-2 AREA 10 .154 11.9500 2.74 DA-2 AREA 100 .267 11.9500 4.74 *OUT 10 JCT 2 .061 11.9500 1.04 -OUT 10 JCT 10 .154 11.9500 2.74 *OUT 10 JCT 100 .267 11.9500 4.74 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 8:19 AM 8/2/2006 Type.... Design Storms Page 2.01 Name.... FREDERICK CO File.... J:\POND PACK\POTOMAC post DA-2.ppw Title... Project Date: 6/9/2006 Project Engineer: KJK Project Title: POTOMAC WATER PROOFING Project Comments: POST DA-2 DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO 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 Potesta and Associates, Inc PondPack (10.00.016.00) 8:19 AM 8/2/2006 Type.... Tc Calcs Name.... DA-2 File.... J:\POND PACK\POTOMAC post DA-2.ppw TIME OF CONCENTRATION CALCULATOR Segment Ill: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 100.00 ft 2yr, 24hr P 3.0000 in Slope .180000 ft/ft Avg.Velocity .27 ft/sec Page 3.01 Segment Ill Time: .1020 hrs ----------------------------------------------------------------------- Segment IQ: Tc: TR-55 Channel Flow Area 1.0000 sq.ft Wetted Perimeter 5.00 ft Hydraulic Radius .20 ft Slope .025000 ft/ft Mannings n .0800 Hydraulic Length 40.00 ft Avg.Velocity 1.01 ft/sec Segment 112 Time: .0110 hrs ------------------------------------------------------------------------ ------------------------- ------------------------- Total Tc: .1130 hrs ------------------------- ------------------------- S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 8:19 AM 8/2/2006 u Type.... Tc Calcs Page 3.02 Name.... DA-2 File.... J:\POND PACK\POTOMAC post DA-2.ppw ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ___= SCS TR-55 Sheet Flow Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4)) Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P = 2yr, 24hr Rain depth, inches Sf = Slope, % SCS Channel Flow R = Aq / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n Tc = (Lf / V) / (3600sec/hr) Where: R = Hydraulic radius Aq = Flow area, sq.ft. Wp = Wetted perimeter, ft V = Velocity, ft/sec Sf = Slope, ft/ft n = Mannings n Tc = Time of concentration, hrs Lf = Flow length, ft SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 8:19 AM 8/2/2006 ' Type.... Runoff CN-Area Page 4.01 Name.... DA-2 , I RUNOFF CURVE NUMBER DATA Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ------------- ----- ----- ------ Woods - good 70 .060 70.00 Open space (Lawns,parks etc.) - Goo 74 .750 74.00 COMPOSITE AREA & WEIGHTED CN ---> .810 73.70 (74) SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 8:19 AM 8/2/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- D ----- DA-2... 3.01, 4.01 FREDERICK CO... 2.01 ----- w ----- watershed... 1.01 SIN: D4YXYwH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 8:19 AM 8/2/2006 11 � I � I � I 11 POST -DEVELOPMENT HYDROLOGY (DA-3) � I u Job File: J:\POND PACK\POTOMAC POST DA-3.PPW Rain Dir: J:\POND PACK\ JOB TITLE Project Date: 6/9/2006 Project Engineer: KJK Project Title: Potomac Waterproofing Project Comments: SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 8:31 AM 8/2/2006 1 Table of Contents i 1 1 ********************** MASTER SUMMARY **************k*k***** Watershed....... Master Network Summary ............. 1.01 1 ****************** DESIGN STORMS SUMMARY ***********k******* FREDERICK CO.... Design Storms ...................... 2.01 ********************** TC CALCULATIONS ********************* 1 DA-3............ Tc Calcs ........................... 3.01 1 ********************** CN CALCULATIONS 1 DA-3............ Runoff CN-Area ..................... 4.01 1 1 i 1 1 1 i S/N: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 8:31 AM 8/2/2006 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... J:\POND PACK\POTOMAC post DA-3.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: FREDERICK CO 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 -------------------- ----------------- DA-3 ---- AREA ------ 2 ---------- -- .055 --------- 12.0500 -------- .72 DA-3 AREA 10 .139 12.0500 1.92 DA-3 AREA 100 .241 12.0500 3.34 *OUT 10 JCT 2 .055 12.0500 .72 *OUT 10 JCT 10 .139 12.0500 1.92 *OUT 10 JCT 100 .241 12.0500 3.34 SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 8:31 AM 8/2/2006 Type.... Design Storms Page 2.01 Name.... FREDERICK CO File.... J:\POND PACK\POTOMAC post DA-3.ppvi Title... Project Date: 6/9/2006 Project Engineer: KJK Project Title: Potomac Waterproofing Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = FREDERICK CO 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 Potesta and Associates, Inc PondPack (10.00.016.00) 8:31 AM 8/2/2006 Type.... Tc Calcs Page 3.01 Name.... DA-3 File.... J:\POND PACK\POTOMAC post DA-3.ppw TIME OF CONCENTRATION CALCULATOR Segment ffl: Tc: TR-55 Sheet Mannings n .2400 Hydraulic Length 100.00 ft 2yr, 24hr P 3.0000 in Slope .030000 ft/ft Avg.Velocity .13 ft/sec Segment Ifl Time: .2089 hrs Segment 42: Tc: TR-55 Shallow Hydraulic Length 160.00 ft Slope .080000 ft/ft Unpaved Avg.Velocity 4.56 ft/sec Segment 42 Time: .0097 hrs ----------------------------------------------------------------------- Segment 43: Tc: TR-55 Channel Flow Area 2.0000 sq.ft Wetted Perimeter 5.00 ft Hydraulic Radius .40 ft Slope .020000 ft/ft Mannings n .0800 Hydraulic Length 300.00 ft Avg.Velocity 1.43 ft/sec Segment 03 Time: .0583 hrs ------------------------------------------------------------------------ ------------------------- ------------------------- Total Tc: .2769 hrs SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 8:31 AM 8/2/2006 ' Type.... Tc Calcs Name.... DA-3 ' File.... J:\POND PACK\POTOMAC post DA-3.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) Potesta and Associates, Inc 8:31 AM 8/2/2006 IType.... Tc Calcs Page 3.03 ' Name.... DA-3 File.... J:\POND PACK\POTOMAC post DA-3.ppw SCS Channel Flow R = Aq / Wp ' V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n Tc = (Lf / V) / (3600sec/hr) ' Where: R = Hydraulic radius Aq = Flow area, sq.ft. Wp = Wetted perimeter, ft ' V Sf = Velocity, ft/sec = Slope, ft/ft n = Mannings n Tc = Time of concentration, hrs ' Lf = Flow length, ft ri n 0 n SIN: D4YXYWH52373 PondPack (10.00.016.00) Potesta and Associates, Inc 8:31 AM 8/2/2006 Type.... Runoff CN-Area Name.... DA-3 RUNOFF CURVE NUMBER DATA Page 4.01 Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ------------- ----- ----- ------ Woods - good 70 .023 70.00 Open space (Lawns,parks etc.) - Goo 74 .707 74.00 COMPOSITE AREA & WEIGHTED CN ---> .730 73.87 (74) S/N: D4YXYWHS2373 Potesta and Associates, Inc PondPack (10.00.016.00) 8:31 AM 8/2/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- D ----- DA-3... 3.01, 4.01 ----- F ----- FREDERICK Co... 2.01 ----- w ----- watershed... 1.01 SIN: D4YXYWH52373 Potesta and Associates, Inc PondPack (10.00.016.00) 8:31 AM 8/2/2006 Appendix D Storm Sewer and Drainage Swale, Sediment Basin Channel Calculations 508 Front Royal Pike Project Name: too To M A <- Vezo7RAPOo /- / N 6- POTESTA Winchester, Virginia 22602 Project No.: -000 Sheet No. 1 of ,A/- Phone: (540) 450-0180 Calculated By: Checked By: Date: / v g' Date: fl i H Fax: (540) 450-0182 Subject: eI MM rf wtct. Scale: 508 Front Royal Pike Project Name: IAIAf'C"o 962dr1l "-' PO TESTA Winchester, Virginia 22602 ProjectNo.: 06-0d 9e Sheet No. of� Phone: 540 450-0180 ( ) Calculated B y• Checked By: �1TK_ / Date: f w o Date: R/II %b M. 10 Fax: (540) 450-0182 Subject: S7y2.A Scale: Mc Yc5 ..i-._. ._� _.QI '. i I I r r i 1 I , i I r r i Ss v!m. P r)v� s _an S61 �s v. - T� - -- _. -- ,►�, .' - I -i� A S _k _ .4 !.. i o .. I th % C' I r f ' i I i r I X i i l r 7 l _ i� D 2 L3 _._ ; 6 - -__� ;__.23 I I r r r ! --- -- - - - -- - - --I I T- r I ' ------- J-4--d I 1 I - ' I I - - J --'i t r • I I � • I - I— I 11 �� CURdCNT USG: YICAM \ R�d�bn SITE Drovm KJK am_ K provW —Scams AUGUST 2006 06-0098 ro o. vy M 1�1 gg �r,N2EE mz y o � u a H H W H W I.L oc Q QOo} aWC� CRAPHIC SCALI �Q N OV zQu"w i ��L mO3w 04 WAPMO O v=i LL a d PREL_IMiNARY oro.;na � I Worksheet for 1-1 - Curb Inlet On Grade ww•. � � z r�...w„� • : ,i. '+ r � S a..,�;t1: � � F�*'., Flow Element Curb Inlet On Grade Solve For Curb Opening Length 141pu Data k * <; Discharge 1.21 ft'/s Slope: 0.00900 ft/ft Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.04 ft/ft Manning Coefficient: 0.012 Efficiency: 100.00 % Local Depression: 1.00 in Local Depression Width: 1.00 ft Curb Opening Length: 8.14 ft Intercepted Flow: 1.21 ft'/s Bypass Flow. 0.00 ft'/s Spread: 3.98 ft Depth: 0.24 ft Flow Area 0.38 ft' Gutter Depression: 0.09 ft Total Depression: 0.18 ft Velocity: 3.19 ft/s Equivalent Cross Slope: 0.11710 ft/ft Length Factor 1.00 Total Interception Length: 8.14 ft U IWorksheet for 1-2 - Curb Inlet In Sag ' �Oject Dj scjj Uori Flow Element Curb Inlet In Sag Solve For Curb Opening Length 1n p• ut pata . Discharge 0.86 ft'/s ' Spread. 5.00 ft Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft ' Road Cross Slope: 0.03 ft/ft Opening Height: 0.50 ft Curb Throat Type: Horizontal Local Depression: 1.00 in Local Depression Width: 1.00 ft ' Throat Incline Angle: 90.00 degrees Curb Opening Length: 2.53 ft ' Depth: 0.26 ft Gutter Depression: 0.10 ft Total Depression: 0.19 ft r for Curb Inlet In Sag Worksheet 1-3 - ' P Ject De§chp�vn "'" ' Flow Element Curb Inlet In Sag Solve For Curb Opening Length Inept `Data Discharge. 1.32 ft3/s ' Spread: 5.00 ft Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft ' Road Cross Slope 0.03 ft/ft Opening Height: 0.50 ft ' Curb Throat Type: Local Depression: Horizontal 1.00 in Local Depression Width: 1.00 ft ' Throat Incline Angle: 90.00 degrees Curb Opening Length: 9.39 ft ' Depth 0.24 ft Gutter Depression: 0.12 ft Total Depression: 0.20 ft I 4, Worksheet for 1-4 - Curb Inlet In Sag Project Description F - :. c ,- Curu In et !:, Say S Curb Opening Length aR ata Discharge 1_ 34 ft'rs Spread: 7.00 ft Gutter Width: 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Opening Height: 0.50 ft Curb Throat Type: Horizontal Local Depression: 1.00 in Local Depression Width: 1.00 ft Throat Incline Angle: 90.00 degrees I Curb Opening Length: 9.43 ft Depth 0.26 ft Gutter Depression: 0.13 ft Total Depression: 0.21 ft m Worksheet for 1-5 - Curb Inlet In Sag Protect Description ! S :.. C,: 0��... Input Data Discharge 1.23 ft'/s Spread: 7.00 ft Gutter Width 2.00 ft Gutter Cross Slope: 0.08 ft/ft Road Cross Slope: 0.02 ft/ft Opening Height: 0.50 ft Curb Throat Type: Horizontal Local Depression: 1.00 in Local Depression Width 1.00 ft Throat Incline Angle: 90.00 degrees Curb Opening Length: 8.36 ft Depth: 0.26 ft Gutter Depression: 0.13 ft Total Depression: 0.21 ft M M M M Combined Pipe/Node Report Pipe Jpstreari DownstreanLength Inlet Inlet Inlet Total Inlet Section Capacity Averagepstrea ownstrea onstructe Description Node Node (ft) Area C CA CA DischargE Size (cfs) Velocity Invert Invert Slope (acres) Doefficieni (acres) (acres) (cfs) (ft/s) Elevatior Elevation (ft/ft) (ft) (ft) P-4 DI-3 DI-2 102.50 0.23 0.85 0.19 0.19 1.33 10 inc 1.96 3.81 710.20 709.50 0.006829 P-1 DI-5 DI-4 110.00 0.21 0.85 0.18 0.18 1.22 10 inc 2.10 3.81 710.60 710.00 0.005455 P-3 DI-2 DI-1 165.50 0.15 0.85 0.13 0.32 0.87 12 inc 3.66 4.28 709.33 708.50 0.005015 P-2 DI-4 DI-1 110.50 0.23 0.85 0.20 0.37 1.35 12 inc 3.61 4.46 709.66 709.12 0.004887 P-5 DI-1 pond 15.00 0.21 0.85 0.18 0.88 1.24 15 inc 4.95 5.38 708.00 707.93 0.005000 Project Title: POTOMAC WATER PROOFING jArnihoward\potomac water proofing\potomac.stm Potesta & Associates 10/20/06 11:22:09 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Potesta and Associates Storm CAD v1.5 [158] Page 1 of 1 Node Report Node Inlet Inlet Inlet Extema Total Inlet Fxdema pstrea System System Total ditlona arryove ovm Total ischarg Ground Rim HGL In GL Ou Inlet Inlet Description Area C CA CA CA' TC TC Flow Flow Intensit atershe Flow (cfs) Flow pstrea (cfs) levatio evatio (ft) (ft) Intensit ischarg (acres):,oeff cien (acres) (acres) (acres) (min) (min) Time Time (In/hr) (CIA) (cfs) (cfs) Added (ft) (ft) (in/hr) (cfs) (min) (min) (cfs) (cfs) DI-3 0.23 0.85 0.19 0.00 0.19 5.00 5.00 0.00 5.00 6.80 1.33 0.00 0.00 0.00 0.00 1.33 714.20 714.20 710.72 710.72 6.80 1.33 DI-5 0.21 0.85 0.18 0.00 0.18 5.00 5.00 0.00 5.00 6.80 1.22 0.00 0.00 0.00 0.00 1.22 713.90 713.90 711.09 711.09 6.60 1.22 DI-2 0.15 0.85 0.13 0.00 0.32 5.00 5.00 5.45 5.45 6.70 2.17 0.00 0.00 0.00 0.00 2.17 713.00 713.00 709.95 709.95 6.80 0.87 DI-4 0.23 0.85 0.20 0.00 0.37 5.00 5.00 5.48 5.48 6.69 2.53 0.00 0.00 0.00 0.00 2.53 714.30 714.30 710.33 710.33 6.80 1.35 DI-1 0.21 0.85 0.18 0.00 0.88 5.00 5.00 6.09 6.09 6.56 5.80 0.00 0.00 0.00 0.00 5.80 713.50 713.50 709.09 709.09 6.80 1.24 pond WA WA WA WA 0.88 WA 0.00 6.14 6.14 6.55 5.79 WA WA WA 0.00 WA 710,00 710.00 703.90 708.90 WA WA Project Title: POTOMAC WATER PROOFING J:Unihoward\potomac water proofingtpotomac.stm 10/20/06 09:56:36 AM Potesta & Associates ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer. Potesta and Associates StorrmCAD v1.5 It 581 Page 1 of 1 Pipe Report Pipe psVea ownstre Inlet Inlet Inlet Total System Ischarg Length onstructe ect on oughnes apac t psVea ownstrea pslrea ownslrea pstrea ownstro pstrea ownstma Desc iption Node Node Area C CA CA Intensit (cis) (it) Slope Size (cis) Invert Invert Ground Ground Cover Cover HGL HGL (acres) eeffiden (acres)(acres) (in/hr) (It/ft) Elevatior Elevation Elevatlor Elevation (it) (it) (it) (it) (it) (it) (ft) (it) P-4 DI-3 DI-2 0.23 0.85 0.19 0.19 6.80 1.33102.50 0.006829 101nc 0.012 1.96 710.20 709.50 714.20 713.00 3.17 2.67 710.72 710.00 P-1 DI-5 DI-4 0.21 0.85 0.18 0.18 6.80 1.22110.00 0.005455 101nc 0.010 2.10 710.60 710.00 713.90 714.30 2.47 3.47 711.09 710.46 P-3 DI-2 DI-1 0.15 0.85 0.13 0.32 6.70 2.17165.50 0.005015 12Inc 0.010 3.66 709.33 708.50 713.00 713.50 2.63 3.96 709.95 709.08 P-2 DI-4 01-1 0.23 0.85 0.20 0.37 6.69 2.53110.50 0,004887 121nc 0.010 3.61 709.66 709.12 714.30 713.50 3.60 3.34 710.33 709.76 P-5 DI-1 I pond 0.21 0.85 0.18 0.88 6.56 5.80115.001 0.005000 15 Incr 0.012 4.95 708.001 707.93 713.50 710.00 4.25 0.83 709.09 708.90 Project Title: POTOMAC WATER PROOFING Project Engineer. Potesta and Associates J:\mihoward\potomac water prooting\potomac.stm Potesta & Associates Stom1CAD v1.5 (158) 1020/06 09:56:57 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Detailed Report for DI-1 Watershed Information Area C (acres) 0.21 0.85 Total 0.21 0.85 Rational Formula Inlet Drainage Area Inlet CA Inlet Intensity 0.21 acres 0.18 acres 6.80 In/hr Inlet C Time of Concentration Inlet Discharge 0.85 5.00 min 1.24 cfs Flows Total Discharge Upstream Additional + Carryover Carryover 5.80 cfs 0.00 cfs 0.00 cfs Known Flow Total Watershed (CIA) Additional Flow 0.00 cfs 5.80 cfs 0.00 cis Watershed Data System Intensity Total CA External CA 6.56 in/hr 0.88 acres 0.00 acres Upstream CA Inlet CA 0.70 acres 0.18 acres Flow Times System Flow Time Inlet TC 6.09 min 5.00 min Upstream Flow Time External TC 6.09 min 5.00 min Elevations HGL In Ground Elevation Sump Elevation 709.09 ft 713.50 ft 708.00 ft HGL Out Rim Elevation 709.09 it 713.50 ft Other Properties X Velocity Headloss Coefficient External Flow 4,927.53 it 5.11 ft/s 0.00 0.00 cfs Y Headloss Station 4,773.39 ft 0.00 It 0+15 it Project Title: POTOMAC WATER PROOFING Project Engineer: Potesta and Associates j:\mihoward\potomac water proofing\potomac.stm Potesta & Associates StormCAD v1.5 [158] 10/20/06 09:57:28 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Detailed Report for DI-2 ' Watershed Information Area C ' (acres) 0.15 0.85 Total 0.15 0.85 Rational Formula Inlet Drainage Area 0.15 acres Inlet C 0.85 ' Inlet CA 0.13 acres Time of Concentration 5.00 min Inlet Intensity 6.80 In/hr Inlet Discharge 0.87 cfs ' Flows Total Discharge 2.17 cfs Known Flow 0.00 cfs ' Upstream Additional + Carryover 0.00 cis Total Watershed (CIA) 2.17 cfs Carryover 0.00 cfs Additional Flow 0.00 cfs Watershed Data System Intensity 6.70 in/hr Upstream CA 0.19 acres Total CA 0.32 acres Inlet CA 0.13 acres ' External CA 0.00 acres ' Flow Times System Flow Time 5.45 min Upstream Flow Time 5.45 min Inlet TC 5.00 min External TC 5.00 min Elevations ' HGL In 709.95 it HGL Out 709.95 ft Ground Elevation 713.00 ft Rim Elevation 713.00 it Sump Elevation 709.33 it ' Other Properties ' X Velocity 5,080.79 it 4.09 ft/s Y Headloss 4,835.67 ft 0.00 it Headloss Coefficient 0.00 Station 1+81 ft External Flow 0.00 cis Project Title: POTOMAC WATER PROOFING Project Engineer: Potesta and Associates j:\mihoward\potomac water proofing\potomac.stm Potesta & Associates StormCAD v1.5 (158) ' 10/20/06 09:57:211 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 Detailed Report for DI-3 ' Watershed Information Area C ' (acres) 0.23 0.85 Total 0.23 0.85 Rational Formula Inlet Drainage Area 0.23 acres Inlet C 0.85 ' Inlet CA 0.19 acres Time of Concentration 5.00 min Inlet Intensity 6.80 in/hr Inlet Discharge 1.33 cis ' Flows Total Discharge 1.33 cis Known Flow 0.00 cfs ' Upstream Additional + Carryover 0.00 cfs Total Watershed (CIA) 1.33 cfs Carryover 0.00 cfs Additional Flow 0.00 cfs ' Watershed Data System Intensity 6.80 in/hr Upstream CA 0.00 acres ' Total CA External CA 0.19 acres 0.00 acres Inlet CA 0.19 acres ' Flow Times System Flow Time 5.00 min Upstream Flow Time 0.00 min Inlet TC 5.00 min External TC 5.00 min Elevations HGL In 710.72 It HGL Out 710.72 ft ' Ground Elevation 714.20 It Rim Elevation 714.20 it Sump Elevation 709.33 ft ' Other P rope rti es ' X Velocity 5,038.10 ft 3.76 ft/s Y Headloss 4,928.79 ft 0.00 ft Headloss Coefficient 0.00 Station 2+83 ft External Flow 0.00 cfs Project Title: POTOMAC WATER PROOFING Project Engineer: Potesta and Associates j:\mihoward\potomac water proof ing\potomac.stm Potesta & Associates StormCAD v1.5 (158] ' 10/20/06 09:57:211 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 Detailed Report for DI-4 Watershed Information Area C (acres) 0.23 0.85 Total 0.23 0.85 Rational Formula Inlet Drainage Area Inlet CA Inlet Intensity 0.23 acres 0.20 acres 6.80 in/hr Inlet C Time of Concentration Inlet Discharge 0.85 5.00 min 1.35 cfs Flows Total Discharge Upstream Additional + Carryover Carryover 2.53 cfs 0.00 cfs 0.00 cfs Known Flow Total Watershed (CIA) Additional Flow 0.00 cfs 2.53 cfs 0.00 cfs Watershed Data System Intensity Total CA External CA 6.69 in/hr 0.37 acres 0.00 acres Upstream CA Inlet CA 0.18 acres 0.20 acres Flow Times System Flow Time Inlet TC 5.48 min 5.00 min Upstream Flow Time External TC 5.48 min 5.00 min Elevations HGL In Ground Elevation Sump Elevation 710.33 it 714.30 it 709.66 It HGL Out Rim Elevation 710.33 it 714.30 It Other Properties X Velocity Headloss Coefficient External Flow 4,888.71 ft 4.34 ft/s 0.00 0.00 cfs Y Headloss Station 4,876.79 ft 0.00 ft 1+26 ft Project Title: POTOMAC WATER PROOFING Project Engineer: Potesta and Associates j:\mihoward\potomac water proofing\potomac.stm Potesta & Associates StormCAD v1.5 [158] 10/20/06 09:57:29 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 4 Detailed Report for DI-5 ' Watershed Information Area C ' (acres) 0.21 0.85 Total 0.21 0.85 1 Rational Formula Inlet Drainage Area 0.21 acres Inlet C 0.85 ' Inlet CA 0.18 acres Time of Concentration 5.00 min Inlet Intensity 6.80 in/hr Inlet Discharge 1.22 cfs ' Flows Total Discharge 1.22 cfs Known Flow 0.00 cfs ' Upstream Additional + Carryover 0.00 cis Total Watershed (CIA) 1.22 cfs Carryover 0.00 cfs Additional Flow 0.00 cfs Watershed Data System Intensity 6.80 in/hr Upstream CA 0.00 acres Total CA 0.18 acres Inlet CA 0.18 acres ' External CA 0.00 acres ' Flow Times System Flow Time 5.00 min Upstream Flow Time 0.00 min Inlet TC 5.00 min External TC 5.00 min Elevations ' HGL In 711.09 ft HGL Out 711.09 ft Ground Elevation 713.90 ft Rim Elevation 713.90 ft Sump Elevation 710.60 ft Other Properties ' X Velocity 4,979.88 it 3.63 ft/s Y Headloss 4,938.33 ft 0.00 it Headloss Coefficient 0.00 Station 2+36 ft External Flow 0.00 cis Project Title: POTOMAC WATER PROOFING Project Engineer: Potesta and Associates J:\mihoward\potomac water proofing\potomac.stm Potesta & Associates StormCAD v1.5 (158] ' 10/20/06 09:57:29 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 5 Detailed Report for Pipe P-1 ' Section Material: PVC Section Shape: Circular Section Size: 10 inch ' Number Sections: 1 Pipe Discharge 1.22 cis Capacity 2.10 cis ' Mannings Coefficient 0.010 Hydraulic Drop 0.64 it Length 110.00 it Energy Slope 0.005398 ft/ft Constructed Slope Upstream Flow Time 0.005455 Wit Upstream Velocity 5.00 min Average Velocity 3.63 fUs 3.81 fUs Pipe Flow Time 0.48 min Downstream Velocity 4.00 fUs System Flow Time 5.48 min Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL ' (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 710.60 713.90 711.43 2.47 0.49 711.09 711.30 Downstream 710,00 714,30 710.83 3.47 0.46 710.46 710.70 ' Message List ' Profile: Critical depth assumed upstream. Profile: Normal depth achieved downstream. Profile: Steep supercritical frontwater profile (S2). ' Project Title: POTOMAC WATER PROOFING Project Engineer: Potesta and Associates j:\mihoward\potomac water proofing\potomac.stm Potesta & Associates StormCAD v1.5 [158] ' 10/20/06 09:57:29 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 6 Detailed Report for Pipe P-2 Section Material: PVC Section Shape: Circular Section Size: 12 inch Number Sections: 1 Pipe Discharge 2.53 cfs Capacity 3.61 cfs Mannings Coefficient 0.010 Hydraulic Drop 0.57 ft Length 110.50 ft Energy Slope 0.004860 ft/ft Constructed Slope 0.004887 Wit Upstream Velocity 4.34 ft/s Upstream Flow Time 5.48 min Average Velocity 4.46 ft/s Pipe Flow Time 0.41 min Downstream Velocity 4.58 ft/s System Flow Time 5.89 min Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (it) (ft) (ft) (ft) (ft) Upstream 709.66 714.30 710.70 3.60 0.67 710.33 710.63 Downstream 709.12 713.50 710.16 3.34 0.64 709.76 710.09 Message List Profile: Critical depth assumed upstream. Profile: Normal depth achieved downstream. Profile: Steep supercritical frontwater profile (S2). Project Title: POTOMAC WATER PROOFING Project Engineer: Potesta and Associates J:\mihoward\potomac water proofing\potomac.stm Potesta & Associates StormCAD v1.5 [158] 10/20/06 09:57:29 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 7 Detailed Report for Pipe P-3 Section Material: PVC Section Shape: Circular Section Size: 12 Inch Number Sections: 1 Pipe Discharge 2.17 cfs Capacity 3.66 cis Mannings Coefficient 0.010 Hydraulic Drop 0.87 ft Length 165.50 ft Energy Slope 0.004974 Wit Constructed Slope 0.005015 ft/ft Upstream Velocity 4.09 fUs Upstream Flow Time 5.45 min Average Velocity 4.28 fUs Pipe Flow Time 0.64 min Downstream Velocity 4.47 fUs System Flow Time 6.09 min Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 709.33 713.00 710.37 2.63 0.62 709.95 710.21 Downstream 708.50 713.50 709.54 3.96 0.58 709.08 709.39 Message List Profile: Critical depth assumed upstream. Profile: Normal depth achieved downstream. Profile: Steep supercritical frontwater profile (S2). Project Title: POTOMAC WATER PROOFING Project Engineer: Potesta and Associates j:\mihoward\potomac water proofing\potomac.stm Potesta & Associates StormCAD v1.5 [1581 10/20/06 09:57:29 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 8 Detailed Report for Pipe P-4 Section Material: PVC Section Shape: Circular Section Size: 10 inch Number Sections: 1 Pipe Discharge 1.33 cis Capacity 1.96 cfs Mannings Coefficient 0.012 Hydraulic Drop 0.71 ft Length 102.50 it Energy Slope 0.006823 Wit Constructed Slope 0.006829 ft/ft Upstream Velocity 3.76 ft/s Upstream Flow Time 5.00 min Average Velocity 3.81 ft/s Pipe Flow Time 0.45 min Downstream Velocity 3.87 ft/s System Flow Time 5.45 min Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (it) (ft) (ft) (ft) (ft) Upstream 710.20 714.20 711.03 3.17 0.52 710.72 710.94 Downstream 709.50 713.00 710.33 2.67 0.50 710.00 710.24 Message List Profile: Critical depth assumed upstream. Profile: Normal depth achieved downstream. Profile: Steep supercritical frontwater profile (S2). Project Title: POTOMAC WATER PROOFING Project Engineer: Potesta and Associates j:\mihoward\potomac water proof ing\potomac.stm Potesta & Associates StormCAD v1.5 [1581 10/20/06 09:57:29 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 9 Detailed Report for Pipe P-5 ' Section Material: PVC Section Shape: Circular Section Size: 15 inch Number Sections: 1 I' Pipe Discharge 5.80 cfs Capacity 4.95 cis Mannings Coefficient 0.012 Hydraulic Drop 0.19 ft Length 15.00 ft Energy Slope 0.006639 ft/ft Constructed Slope 0.005000 ft/ft Upstream Velocity 5.11 ft/s ' Upstream Flow Time 6.09 min Average Velocity 5.38 ft/s Pipe Flow Time 0.05 min Downstream Velocity 5.65 ft/s System Flow Time 6.14 min Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL i' (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 708.00 713.50 709.25 4.25 1.09 709.09 709.50 ' Downstream 707,93 710,00 709,18 0,83 0,97 708,90 709,40 Message List ' Profile: Mild subcritical drawdown profile (M2). Profile: Critical depth assumed downstream. ' Project Title: POTOMAC WATER PROOFING Project Engineer: Potesta and Associates j:\mihoward\potomac water proofing\potomac.stm Potesta & Associates StormCAD v1.5 [1581 ' 10/20/06 09:57:29 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 10 Detailed Report for pond Flows ' Total Discharge 5.79 cis Known Flow 0.00 cis Upstream Additional + Carryover 0.00 cis Total Watershed (CIA) 5.79 cis Watershed Data System Intensity 6.55 in/hr Upstream CA 0.88 acres ' Total CA 0.88 acres Flow Times System Flow Time 6.14 min Upstream Flow Time 6.14 min ' Elevations HGL In 708.90 ft HGL Out 708.90 ft Ground Elevation 710.00 it Rim Elevation 710.00 ft ' Sump Elevation 708.00 ft Other Properties ' X 4,924.58 ft Y 4,758.68 ft Velocity 0.00 ft/s Headloss 0.00 ft Headloss Coefficient 0.00 Station 0+00 ft External Flow 0.00 cis Project Title: POTOMAC WATER PROOFING Project Engineer: Potesta and Associates j:Unihoward\potomac water proofing\potomac.stm Potesta & Associates StormCAD v1.5 [158] ' 10/20/06 09:57:29 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 11 508 Front Royal Pike Project Name: -pogorr,&c Wa4_r r-ooPnM� Winchester, Virginia 22602 Project No.: oiy3 -oG —cbq (o Sheet No. —I of It .�POTESTA Phone: (540) 450-0180 Calculated By: S� w Date: % a Checked 11—ili-ly-1 Date: 2 06 Fax: (540) 450-0182 Subject: �T e Sr.-,• e ,1, c�, cale: NIA' 508 Front Royal Pike Project Name: + g mca Wafer roo POTESTA Winchester, Virginia 22602 ProjectNo.: Olo3 -•OOSL Sheet o. D- of ,� Calculated By: _SL-W Date: r1 28 O(_ Phone: (540) 450-0180 Checked B ►V►)H Date: Oil Q Fax: 540 450-0182 y• - ( ) Subject: W0.1-er AiS r hfx r-,2 P Scale: _N/A .- .�- ._.5.._.. .-- •. -- ----i ._.i...-- -_ I I i vva�v d sGhorA ry� ,Q ri&,, , a' I r� _ _ _ w ... d-o J-a of w-� •n�, d-o �� -!•r.. . I , A ram. 21 (s� _ _ �w 11 IF.� , i - - - - Q CIA value d1M iad �: li,� fi� � T.� 5-0 i ._._ `i.__ 1 Al h r -- -- /-- - -� r �- --- 0 �eeAr S rvh+ e� + j�n�o��fa1;c?n / l' - -+- - --- + - I I- - -- -, Go f + \ i 0 6 a �r- a�, J I l , 1 _ Q' I : r , a es - o I --+- -- - - - I � . \1 Le -a' -—ke--�.p.r_i_.T-l°?t f r."7 / , i --- — I--- _I - — - �vrw, C. - - - -- -- --)\— - c -- - , .�f 1 I - •-- - - - -_ -- -- - - IV + TO I , , I I I 508 Front Royal Pike ProjectNamc: J'p"ec_ Winchester, Virginia 22602 ProjectNo.: 610R-01.-0016 SheetFTo. 3 of 14-1 P 0 T E s Calculated By: 5 L W Date: r7lde /0(� Phone: (540) 450-0180 Checked By: MIK Date: oAWR Fax: (540) 450-0182 Subject: s612e-S Scale: 'NA le II II WINOMMM DEC-14-2005 10:20 AM POTESTA M Assoc. - Winch 540 450 0182 P.04 1992 TABLE 5.2 VALUES OF RUNOFF COEFFICIENT (C) FOR RATYONAL FORMULA I*nd Use 11B;in C iand Use C : Lam: Downtown areas 0.70.0.95 sandy soil, flat, 2% 0105-0.10 Neighborhood areas OS4-0.70 Sandy soil, average, 2.7% 0.10-0.15 Sandy soil, steep, 7% 0.15.0.20 Heavy sell, flat, 2% 0.13.0.17 Heavy coil, average, 2-7% 0,18.0.22 Heavy $oil, steep, 7% 0.25-0.35 Residential: Agricultural land: Single-family areas 0.30-0.50 Bare packed soil Multi units, detached Multi units, attached 0.40-0,60 * Smooth • 030-0.60 Suburban 0.60.0.75 0.25.0.40 Rough Cultivated rows 0,20-0.50 " Reavy soil, no d'np 0,30-0.60 Heavy soil, with crop , 0,20-0.50 " Sandy soil, no crop 020.0.40 Sandy soll, with crop 0.10-0.25 Pasture " Heavy soil 0.15-0.45 Sandy soil OA5-0.25 Woodlands Industrial; Streets:ht 0'0-005 areas Heavy areas 0.5M.80 0.60-0.96 Asphaltic 70.0.95 Concrete 0,80-0,9S Brick 0.70-0.85 Parka, cemeteries 0,10-0,25 Unimpravul areas 0.10-030 Playgrounds OM-035 111 Drives and walks 0,75-0.85 Railroad yard areas 0.2b-0.40 Roofs 0.75-0.95 .N-=: The designer must use Judgement to select the appropriate °C' value within the . range. 'Generally, iargar areas with permeable soils, flat slopes and dense vegetation should have the lowest C Values, Smaller areas with demo so11s, moderate to steep slopes, and sparse: vegetation should be assigned the highest C values. Source: American Society of Civil Engineers V-29 j1" . : t• 1" (..,:"� ,f;. is i .1 , �r ; h.. . -:. .I, TA4E A Culvert Calculator Report Worksheet-1 Solve For: Discharge Culvert Summary Allowable HW Elevation 718.00 ft Headwater Depth/Height 3.34 Computed Headwater Elevi 718.00 ft Discharge 112.42 cis Inlet Control HW Elev. 718.00 ft Tailwater Elevation 705.80 ft Outlet Control HW Elev. 715.69 ft Control Type Inlet Control Grades Upstream Invert 707.99 ft Oownstream Invert 702.80 ft Length 100.00 ft Constructed Slope 0.051900 ft/ft Hydraulic Profile Profile CompositeS1 S2 Depth, Downstream 2.14 ft Slope Type Steep Normal Depth 1.92 ft Flow Regime : N/A Critical Depth 2.93 ft Velocity Downstream 20.87 ft/s Critical Slope 0.025330 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft Section Size 36 Inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 715.69 ft Upstream Velocity Head 3.97 ft Ke 0.20 Entrance Loss 0.79 ft Inlet Control Properties Inlet Control HW Elev. 718.00 ft Flow Control Submerged Inlet Type Groove end projecting Area Full 7.1 ft' K 0.00450 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 3 C 0.03170 Equation Form 1 Y 0.69000 1/1 J:\ .Achannel x-section.cvm Potesta & Associates CulvertMaster v3.0 [3.0004] 07/28/06 08:43:44 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 / CURAFN7 1�S£.YnGNI � Data Revlebn SITE moo. NJE Drown JK p- 1's30' APR 2006 <V� aZzUQ LL 0 0 >: oc � w w z, 0 CJUPHIC SrALd w Q N U s,6s� OU�U w Q w w w�zp o03w W ��-_me �oc.n c. PRELIMINARY Dra.no v-, m m m m m m m m m m m m m m m m m m m !7l 40 ARFAX F (AY; L4 If 4r If e-1- F14CAKE e-L / _ CURRCH,^ (fSG YAGMt � Fr�U�E 3 No. OoG Rev(slon �.___ wl^�cL,\ cross Scc:;o^ w^s �akf-^. d,-c ,,I &r Ao44-yl 1,',nc s f-cp its er* w..�'r depi-�\ e a. cl(o +, b.^iw low of I yl. r7 r- S r�wn _ KJK xvv, e-5 A?R 2006 Date: o Z 0 N O o N of => Q 3 �O H Z C _ U�w LLI J O Z O a- Jn Q Q LL V > W 0 F-- z � W Q U U ciurarc saGN ri o Q - zuj Uw� Qwp m W r .I.-M I,pp1p, L U O = x Ll— �N PRELIMINARY -TA 6 L E I3 W orksheet for Triangular Channel - 1 Flow Element: Triangular Channel Friction Method: Manning Formula Solve For: Normal Depth Roughness Coefficient: 0.045 Channel Slope: 0.02500 ft/ft Left Side Slope 4.20 ' ft/ft (H:V) Right Side Slope: 3.80 ft/ft (H:V) Discharge: 141.70 ft'/s MEN .•L Normal Depth: 2.46 ft Flow Area: 24.15 ft' Wetted Perimeter: 20.26 ft Top Width 19.66 ft Critical Depth 2 39 ft Critical Slope: 0.02896 ft/ft Velocity: 5.87 ft/s Velocity Head: 0.54 ft Specific Energy: 299 ft Froude Number: 0.93 Flow Type: Subcritical Downstream Depth: 0.00 ft Length: 0.00 ft Number Of Steps. 0 Upstream Depth: 0.00 ft Profile Description. NIA Profile Headloss: 0.00 ft Downstream Velocity 0.00 fus Upstream Velocity: 0.00 fUs Normal Depth: 2.46 ft Critical Depth: 2.39 ft Channel Slope: 0.02500 ft/ft Critical Slope: 0.02896 ft/ft 508 Front Royal Pike Project Name: Pd6meN LA) ck4el.prbUP)'-, , ?P�TESTA Winchester, Virginia Project No.: Q102- cQQ9(� Sheet No. r Of�— Calculated By: S L t,✓ Date: Phone: (540) 450-0180 Checked By: Date: Fax: (540) 450-0182 Subject: Scale: N A • 1 CO Y-,C slbr, ���Sw! s � ��'or 1/%1 � ! Vlair IU1l I 0.-- I _7� FlnwMrtislti �O© / _ y _I - - - - -- '- f - --- I Ii I i I • , ! I I , i • I i l 1 � l l `� , Potesta &Associates, Inc. E.Liin—s—d Environmental Consultanta Project Name: 508 Front Royal Pilze ProjectNo.: oG -Oa n/ Sheet No. of -7 'Winchester, Virginia 22,602 Calculated By: k'W-11� Date: Phone: (540) 450-0180 Fax: (540) 450-0182 Checked By: Date: qh 16yo Subject: Scale: 2 M Elev. vs. Volume 2 ' POND 10 r 711 - 710 701 :. v 708 ra) I w 7071 POND 10 706 � ` 705 - - 704 } -->— - —1—t 1 0.00 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16 0.18 1 1 Volume (ac-ft) 1 i 1 1 1 1 Type.... Vol: Elev-Area Name.... POND 10 File.... J:\POND PACK\POTOMAC POST DA-1 3 tol 6ft.ppw Page 1.01 Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum ' (ft) --------- (----- ----(acres)-----(acres)-----(ac=ft)-----(ac=ft)--- 704.00 ----- .0000 .0000 .000 .000 706.00 ----- .0190 .0190 .013 .013 708.00 ----- .0350 .0798 .053 .0667 ' 710.00 .0560 .1353 .090 .156 710.20 ----- .0600 .1740 .012 .168 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 ELl and EL2 SIN: D4YXYWH52373 PondPack (10.00.016.00) 3 Potesta and Associates, Inc 5:54 PM 8/7/2006 M, volume (ac-ft) elevation (ft) From Pondpack 10 storage elevation curve 0 704 0.013 706 0.066 708 0.156 710 0.168 710.2 Target Volume(ac-ft) if between Volume Elev. 0.00 & 0.013 0.013 & 0.066 0.0236 706.40 0.013 & 0.066 0.0477 707.31 0.066 & 0.156 0.0954 708.65 0.156 & 0.168 Riser Crest Volume at 708.9 0.107 ac-ft 706.5 706 705.5 705 704.5 704 0 0.002 0.004 0.006 0.008 0 0, 0.012 0.014 708.5 _ 708736 �7.x + 705.5 i 7 36 -- 7. 707 7065 ,--- --_ 706 705.5 �. t. e, 4-1 0 0.01 0.02 0.03 0.04 0 05 006 0 07 710 5 7095 POS 706 __ 0 002 ON 006 C06 }.6 1992 16i TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (with or without an emergency spillway) Project 7d,ivIIf VA -re/R A40,01iA.) G Basin # Location Total area draining to basin: ,/S acres. Basin Volume Desien Wet Storage: 3.14 1. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x Ir, acres = 72 cu. yds. 2. Available basin volume = % 7 cu. yds. at elevation 707.31 . (From storage - elevation curve) 3. Excavate 77 cu. yds. to obtain required volume*. * Elevation corresponding to required volume = invert of the dewatering orifice. 4. Available volume before cleanout required. 33 cu. yds. x 1,1 acres . = 3 Z' cu. yds. S. Elevation corresponding to cleanout level =D (From Storage - Elevation Curve) 6. Distance from invert of the dewatering orifice to cleanout level = D,� / ft. (Min. = 1.0 ft.) Dry Storage: 7. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x %, / acres = % y cu. yds. N 1992 3.14 8. Total available basin volume at crest of riser* _ / 7,?, d cu. yds. at elevation 70$. Sb' (From Storage - Elevation Curve) * Minimum = 134 cu. yds./acre of total drainage area. 9. Diameter of dewatering orifice = 2 in. 10. Diameter of flexible tubing = X/ in. (diameter of dewatering orifice plus 2 inches). Preliminary Design Elevations 11. Crest of Riser 9, 9 Top of Dam = '71 0 . Z Design High Water = 7��j,(7 /OdyR Upstream Toe of Dam = 70 Basin Shape 12. Length of Flow L = Effective Width We If > 2, baffles are not required If < 2, baffles are required Runoff 13. Q2 = cfs (From Chapter 5) 14. Q25 = cfs (From Chapter 5) Principal Spillway Design 15. With emergency spillway, required spillway capacity Qp = Q2 = (riser and barrel) Without emergency spillway, required spillway capacity Qp = Q25 = (riser and barrel) cfs. cfs. 7 1992 .RECOMMENDED DEWATERING SYSTEM FOR SEDIMENT BASINS PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP 3.14 DEPTH TACK WELD VARIES AS PERFORATED POLYETHYLENE* REQUIRED -- DRAINAGE TUBING, DIAMETER FOR' DRY " STORAGE VARIES (SEE CALCULATIONS IN APPENDIX 3.14-A) ( I WET A " FERNCO-STYLE " COUPLING STORAGE DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1-FOOT MINIMUM, DIAMETER VARIES (SEE CALCULATIONS IN CORRUGATED METAL RISER APPENDIX 3.14-A) NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 Source: Va. DSWC Plate 114-15 Rip -Rap Waterway Design Design Discharge 3.1 Mannings Eq. V=(1.49/n)((RhA(2/3)'(s^(1/2)) V= `.'';: �9, fps Q=AV Manning's n = 0.133 from Figure 8, WV Erosion and Sediment Control Handbook Slope s = 0.33 d50= 5 Wetted Perimeter depth slope base Area Hydraulic Radius WP= b+2'D(1+z^2)^0.5 ft ft z=IRMAz:1 b=.. ft A= b'D+z'DA2 Rh = A/wetted perimeter WP= 12.76 ft A= 2.10 ft^2 Rh=I 0.164 Ift V= 1.91 cfs 56 �1r2- 60 n '.l U N • U C40 C • C _O fn 9 15,000 10,000. U 5,000. v h tp O C O 1,000 O 500 _ t 250..r 100 50 s- " Figure'70 -- Allowable Velocity for d50 Size 3 2 I,, 10 20 30. Velocity (fV6) Figure 17 — Maximum Design Velocity vs Depth 4.25 May 1993 WV Erosion and Sediment Control Handbook for Developing Areas 508 Front Royal Pike Project Name: 0'p70/11A G- Wg 7`M A,4C)a,,=/A/C- p OT E STA Winchester, Virginia 22602 Project No.: 1:57d Sheet No. / of � 540 450-0180 Calculated By: Date: D o Phone: ( ) Checked By: f Date: / I / Fax: (540) 450-0182 Subject: Scale: I /f �..._ - I ! � X A ��- - . I , l I I I I I I : I � , i I I I : -i- 1 ✓:y l F' I _ dek c- - F 1'' v �f 3��� "/ ' l 5 f� - - - -- — — — - -t - : I i I I' I _ I ! - �- r -- -- -- - -�-- - -- - --- - !-- --- - - -I -r/ i --j- - r 1 : i • i I i -• I - - i : rI Iq X z y .� 33 —L---�- — - — --- - - - -_� 3 3 (6 I t 1. j I/ r�!�-- f I i - 1 ----.� 7� w C ►�1 ✓6r;f" -� -- m�s r x I I I • I , I I 508 Front Royal Pike Project Name: 947 -e-m If G— POTESTA Winchester, Virginia 22602 Project No.: � Sheet No. _4 f Calculated By. Date: G✓ Phone: 540 450-0l80 J�s,� % ( ) Checked By: 1 Date: Fax: (540) 450-0182 Subject: Scale: I �RPv��Orly � I- - -- --- -- - - ._. -- -- j - - ' Op f�'!►� ' a 0� G l 1--- c �� 0 --I--' - . J-_ — r 42' - - ---� -�-- - - - --I--� $ /' -- - - - - `p - - - - I ! F ---�-1------ _ �--1 _---�- ,-- --- -- ----- --- ' 508 Front Royal Pike Project Name: P.—, qC Winchester, Virginia 22602 Project r�6 -ao14 Sheet No. 2 off—� � 0TESTA Calculated By: k x Date: A 4 Phone: (540) 450-0180 ' Checked By: 01 Date: 0 16 /0 G' Fax: (540) 450-0182 Subject: R� i- RA e Scale: w Culvert Calculator Report Worksheet-1 Solve For: Discharge Culvert Summary Allowable HW Elevation Computed Headwater Elevi Inlet Control HW Elev. Outlet Control HW Elev. 709.18 ft 709.18 ft 706.79 ft 709.18 ft Headwater Depth/Height Discharge Tallwater Elevation Control Type 5.18 5.86 cfs 703.60 ft Outlet Control Grades Upstream Invert Length 704.00 ft 41.20 ft Downstream Invert Constructed Slope 703.10 ft 0.021845 fUft Hydraulic Profile Profile CompositeM2Press ureProfile Slope Type Mild Flow Regime Subcritical Velocity Downstream 7.60 fUs Depth, Downstream Normal Depth Critical Depth Critical Slope 0.95 ft N/A ft 0.95 ft 0.079942 fUft Section Section Shape Section Material Section Size Number Sections Circular CMP 12 inch 1 Mannings Coefficient Span Rise 0.024 1.00 ft 1.00 ft Outlet Control Properties Outlet Control HW Elev. Ke 709.18 ft 0.50 Upstream Velocity Head Entrance Loss 0.87 ft 0.43 ft Inlet Control Properties Inlet Control HW Elev. Inlet Type K M C Y 706.79 ft Headwall 0.00780 2.00000 0.03790 0.69000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Form Submerged 0.8 ft' 2 1 1 untitled.cvm Potesta & Associates CulvertMaster v3.0 [3.0004] 10/12/06 05:02:39 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 m C C) �D w �V Qi C Q C I 0 J � o o g x o (D O � ED 0 a O m m � N IIIIIIII(I�(I I . ' .....1/ , �.�:ill�d0!i l{Il�lil„�I��1�'�11�11111� � � �II,111 �I91ffIlIf�11„�II�.111,�1�:' ,�.. I �•.:: . n li IIIIIIIIIII I111�1111111�11111111��1i�1����� I�I����II��IIN!I�� • I J� �. �.I�I.I� : • iIM - allll.... In1N„ fill nM1 �,j[�('� �j�` c�'(� ]]�� 508 Front Royal Pike Project Name: PO To n,.4 0. i�!I V A J l f'1 Winchester, Virginia 22602 Project No.: D 6 - vo�1 Sheet No. — - of / ■ Calculated By: __s Date: ID /3 U� Phone: (540) 450-0180 Checked B rl l '� , Fax: 540 450-0182 y Date: - I0 u r)/06 ( ) Subject: _& JO A F' C-Ai" Scale: wr.4 c.OR Q -'Cv> CAM nrNL..__; 7g5s.y.•��'�,2e_ mb , I I 1 I I .- _.. I ( ; i I � - I I . I. ' - - S�� _ �- - -i --� —TI --- ---- --- --- - - - — - O -�-i� a ra__ -- - - -- orT, 1-, I { �_J -I i 1 T ----..�_G} L.v_-,�_L..j`�o �✓ --� —�� �4.- 612RL3 Gvr s vM'i/bra , I. I I f���( I I�, 1 Rip -Rap Waterway Design Design Discharge Mannin_gs Ep. V=(1.49/n)((Rh^(2/3)'(s^(1/2)) V= `;> fps Q=AV Manning's n = 0.058 jfrom Figure 8, WV Erosion and Sediment Control Handbook Slope s = 0:33 d50= 2 Wetted Perimeter depth slope base Area Hydraulic Radius Rh = A/wetted perimeter _57 Q= ;" 1. b cfs V= ;�; 3.68, fps M M M M s M M = = = = = = = = = = = s Rip -Rap Waterway Design Design Discharge Mannings Eq. V=(1.49/n)((RhA(2/3)'(s^(1/2)) V= .'' , � fps Q=AV Manning's n = 0.08.9. ,;, from Figure 8, WV Erosion and Sediment Control Handbook Slope s = Wetted Perimeter depth slope base Area Hydraulic Radius WP= b+2'D(1+Z^2)^0.5 ft d= ^TVA8: ft Z= Z:1 b= ft A= b'D+Z'DA2 Rh = A/wetted perimeter ME 2—y-1 V= ,., 2.77 fps M Rip -Rap Waterwav Desian Design Discharge = 4a Apt., Manninggs Eq. V=(1.49/n)((RhA(2/3)'(s^(1/2)) V= . '. , fps Q=AV Manning's n = 0.117 from Figure 8, WV Erosion and Sediment Control Handbook Slope s = 0.33 d50= 6 Wetted Perimeter depth slope base Area Hydraulic Radius WP= b+2'D(1+z^2)^0.5 ft d= ft z='' z:1 b= ft A= b'D+z'DA2 Rh = A/wetted perimeter mo A= ft^2 Cfs V= >;, .:2.49. fps Ok 508 Front Royal Pike Project Name: fc-, TO A?_ Ar C_ Project No.: oe-009-9 Shect No: of / <6 1 ,00TES Winchester, Virginia 22602 Calculated BY: ie-711—' Date: 4la 5. L,prT,-T--T7-T 147-M777M n.[ Phone: (540) 450-0180 Checked By: M IM Date: 107 1- C) / 0 Fax: (540) 450-0182 Subject: . oki� 9AO eryIe-6 Scale: A,14 Av� FT, -7 f � �--- - - -- - I 1. T_ 1A 4 Cl 'C'. V e C Lf M 1 Li VC 1 P CV1 v P! EL = = = = = = = = = M w = = = = M Rip -Rap Waterway Design Design Discharge 1.2 Manninqs Eq. V=(1.49/n)((RhA(2/3)'(s^(1/2)) V= 81 fps Q=AV Manning's n = 0.044 from Figure 8, WV Erosion and Sediment Control Handbook Slope s = 0.33 d50= 2 Wetted Perimeter depth slope base Area Hydraulic Radius WP= b+2'D(1+z^2)AO .5 ft d= 0.27 ft z= 1 z:1 b= 0.5 ft A= b'D+z'DA2 Rh = A/wetted perimeter WP=« A26 ft A= ft^2 Rh= ft Q= cf V= „:,,, 5_ ' fps Rip -Rap Waterwav Desian Design Discharge -, .- 1.2 Mannings Eq. V=(1.49/n)((RhA(213)'(s^(1/2)) V= 4 fps Q=AV Manning's n = 0 , �from Figure 8, WV Erosion and Sediment Control Handbook Slope s d50= =;w Wetted Perimeter depth slope base Area Hydraulic Radius WP= b+2'D(1+z^2)AO .5 ft d= z= 1 ZA b= 0.5 ft A= b'D+z'DA2 Rh = A/wetted perimeter WP= 1 1.40 1ft A=I 0.26 1 ft^2 Rh= 0.186 ft Q= 1: tl cfs V= ` 4.,59 fps = M M = M = = = = = = = M = M M r M = Rin-Ran Waterwav Desian Design Discharge d - 1.2 Mannings Eq. V=(1.49/n)((RhA(2/3)'(s^(1/2)) V= '3.g5 fps Q=AV Manning's n = -0.077 from Figure 8, WV Erosion and Sediment Control Handbook Slope s = . ,08z3 d50= Wetted Perimeter depth slope base Area Hydraulic Radius WP= b+2'D(1+z^2)AO .5 ft d= ft z= z:1 A= b'D+z'DA2 Rh = A/wetted perimeter WP= ft A=ft^2 Rh= ft Q=".: 20 Cfs V= e�,85 fps ' 508 Front Royal Pike Project Name: POTOM'f L POTEST� Winchester, Virginia 22602 Project No.: gd-OOL16�Sheet No. of I Phone: (540) 450-0180 Calculatccl By; Date: d Checked By: Date: 06 Fax: (540) 450-0182 Subject: I G Scale: Nr! 1 . I : I i I I -! -- , I I--_• i - -- - _ _ X I � i -a----- 1- - - -� -- ----� 00 � ( r ----------- -J.—. - 1 _ . . f i I M M M M � = = = = = r= M M M = = Rip -Rap Waterway Design Design Discharge 3.96 Mannings Eq. V=(1.49/n)((RhA(2/3)*(s^(1/2)) V= 2: 0' fps Q=AV Manning's n = 0. 68" from Figure 8, WV Erosion and Sediment Control Handbook Slope s = d50= ' Wetted Perimeter depth slope base Area Hydraulic Radius WP= b+2*D(1+z^2)^0.5 ft d= O; , ft z= 2;a • z:1 b= :�2' ft A= b*D+z*DA2 Rh = A/wetted perimeter WP- 1 12.50 ft A= 1.37 ft^2 Rh= 0.110 ft Q= cfs V= 2.90 fps m sm== M= m m=== r m rMIll m m m Rip -Rap Waterway Design Design Discharge 3.96 Mannin_gs Eq. V=(1.49/n)((RhA(2/3)'(s^(1/2)) V= . 2.12 fps Q=AV Manning's n = 0.112 from Figure 8, WV Erosion and Sediment Control Handbook Slope s = 0.33 d50= 4 Wetted Perimeter depth slope base Area Hydraulic Radius WP= b+2'D(1+z^2)AO .5 ft d= r M-ft z= z:1 b=ft A= b'D+z'DA2 Rh = A/wetted perimeter Q= 3,90 cfs W = M = = = M = = r = � = r � M = = Rip -Rap Waterway Design Design Discharge 3.96 Mannin_gs Eq. V=(1.49/n)((Rh^(2/3)'(s^(1/2)) V= 1.72 fps Q=AV Manning's n = 0.159 from Figure 8, WV Erosion and Sediment Control Handbook Slope s = 0.33 d50= Wetted Perimeter depth slope base Area Hydraulic Radius WP= b+2'D(1+z^2)AO .5 ft d= MZ: ft z=1 A= b'D+z'DA2 Rh = A/wetted perimeter ME ;.1-,1, A= r* , 21=. ft^2 Rh=ft Q= 56 cfs ig 60 - -15,000 -10,000,--a 44-111111 u w o _ � L it -5,000.E e �40- .• �.` c lilt • o cIt 0 I I lilt I _ • C fn O y =1,000 o 0 2 0 - E -500 olilt -250: o ,° • 710.0 3 .!0 -50 0 2 9 6 .8 ,:. .10 .,1 2 14 16 is 26 V�loelty . In Feet/Sec, Figure'10 —.Allowable Velocity for d50 Size 3 2 a 0 10 20 30. Velocity (2't/e) Figure 11 — Maxi mum'Design Velocity vs Depth 4.25 ' May 1993 WV Erosion and Sediment Control Handbook for Developing Areas C Lz I c;i-�i�I2ED�RICK DepartiIlent of Planning and Development 540/665-5651 FAX: 540/665-6395 March 12, 2007 Potesta & Associates, Inc. Attn: Joe Knechtel 508 Front Royal Pike Winchester, VA 22602 RE: Approval of Site Plan #66-06; Potomac Waterproofing Property Identification Number (PIN): 64-A-45F Dear Mr. Knechtel: The Frederick County Department of Planning and Development administratively approved the above - referenced site plan on March 1, 2007. The site plan is approved for office and warehouse use on a site located off of Airport Road, in the Shawnee Magisterial District. This construction includes the following: 12,000 square feet of office/warehouse to be used as a Potomac Waterproofing facility. • The development of this property includes a portion of the property that will be permanently preserved as an environmental easement as a requirement of the proffer statement associated with the rezoning of this property. • A 100 foot landscaped buffer has been created along the western portion of the property due to an adjoining residential zoning district. This buffer includes a 75 foot inactive portion, and a 25 foot active portion. • The site development includes a total of 58 parking spaces and an enclosed dumpster pad. The site plan meets all requirements for development in the M1 (Light Industrial) Zoning District. All relevant review agencies have approved the project at this time. I am providing you with four (4) copies of the approved site plan. Please forward these copies to the appropriate representative(s). Furthermore, advise the owner(s) that a copy should be kept for future reference, and an approved copy must be kept on the construction site throughout the development process. Once site development is complete, the owner(s) should contact this office to schedule an on -site inspection. Do not hesitate to contact me should you have any questions or concerns. Sincerely, Kevin T. Henry Planning Technick Z Attachment cc: Patrick Barker, Economic Development Commission Jane Anderson, Real Estate Gene Fisher, Shawnee District Supervisor (Vice -Chairman) June Wilmot and Robert Morris, Shawnee District Planning Commissioners Commissioner of Revenue Mr. Luis Pires, 8195-B Euclid Ct., Manassas, VA 201 1 1 107 North Kent Street, Suite 202 • Winchester, Virginia 22601-5000 me I . all] I m Glop i and EmlronagnW eomuund TRANSMITTAL LETTER 508 Front Royal Pike, Winchester, VA 22602 Phone: (540) 450-0180 • Fax: (540) 450-0182 To: Mr. Kevin T. Henry, Planning Technician County of Frederick, Dept. of Planning & Dev. 107 North Kent Street, Suite 202 Winchester. Virzinia 22601-5000 Sent Via: Mail Federal Express Y Hand Carried Othcr: Date: Project No.: February 26, 2007 0103-06-0096 United Parcel Service QuaIItity Description 6 Site Plan (#66-06) - Potomac Water Proofing, Inc. 1 Frederick County Sanitation Authority Approval Lctter - 1166-06 1 Frederick County Inspections Department Approval Letter - /E66-06 1 Frederick County Department of Public Works Approval Letter - 1166-06 1 VDOT Approval Lctter - #66-06 1 Winchester Regional Airport Approval Letter - 1/66-06 1 Frederick County Fire Marshall Approval Lettcr - 1166-06 1 Environmental Easement Plat Deed of Dedication - 1166-06 Remarks: Site Plan with Environmental Easement revision. F H 2 6 2007 By: Danielle (Dana) O. Harmon c: FREDEF*K COUNTY SANITATION ALIORITY SITE PLAN REVIEW COMMENTIS PO Box 1877, Winchester, VA 22604 315 Tasker Road, Stephens City, VA 22655 540.868.1061 Voice 540.868.1429 Fax Project PO7-01MC yY�T��Rao�/�i�"" Applicant /9!>0Ze574 3 5.5"0"76�-- //YC. REVIEW STATUS review number correct & resubmit approved DRAWINGS send me by 0 approved as noted Q/6--C number of items to be corrected 1. one full set of prints 2. two separate CD's of plan sheets - S a) one CD of above noted sheets in PDF format, with one sheet per file, landscape orientation, and with a name for each file that describes the project name and the sheet number b) one CD of above noted sheets in DWG format, with one sheet per file, landscape orientation, and with a name for each file that describes the project name and the sheet number c) each CD shall be labeled with its format and project name, and placed in a CD sleeve EASEMENTS Y / N0 I need a copy of the recorded onsite water and / or sewer easement(s). Y 0 I need a copy of the recorded offsite water and / or sewer easement(s). I need a copy of the recorded deed(s) of easement before service will be authorized. OTHER Y /0 This project also requires DEQ approval. Y'U This project also requires VDH approval. Date: 0 7NOV f%1� John G. Whitacre -.Senior Engineer I 16 ?007 NOV 06 w 0 *C\ t`<)eA `Orn n�S 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)450-01e0 Name of development and/or description of the request: Potomac Waterproofing Commercial site Plan Development Location of property: south side of Route 645 (Airport Road) between Preston Place and Aviation Business Center property. J h Inspections epartmenfs Comments:e -Iz a J9�-- n:: % No A-dd,•(-" J Structures shall comply -milk The Viyk nia I,Uma omen &zlei side Building Code and s=tion 304 use pup B (Business) of IN-- International Building Codea001 09R-r code that applies is ICC //ANSI .� R17/-'2003 Accessible and Usable. Buildings and Facifit>ies_ Special iusp etions axe required per chVier 17/ of die MC- (sails, cGxalxete., ekl_)- Accessible parldn- appears to be in compliance. Accessible, aouk, shall be prox ided to floors above, entance that excced 3000 sag., ft Ma-b_ slope at the entrance door landing and aerms the accessible parkin; space shaU not exceed 1" in ". Required eggs doors shall bt� to m accessible mute or io a win.. aua ofTcsscue on the lau di g with, faze zaatim- of the wall within. 10° of the exterior door per, -111C, I~�st door locakions are not shmm on- the plan at ties time COUNTY of FREDERICK Department of Public Works 540/665-5643 FAX: 540/ 678-0682 December 12, 2006 Mr. K. Joe Knechtel, P.E. Potesta & Associtates 508 Front Royal Pike Winchester, Virginia 22602 RE: Site Plan Comments - Potomac Water Proofing Frederick County, Virginia Dear Mr. Knechtel Upon review of the revised site plan received October 31, 2006, all of our previous comments have been addressed. Therefore, we recommend approval of the subject site plan. Sincerely, \ � y— C' e C. Wilder Deputy Director JCW/mlr cc: Planning and Development file RAProgram Files\WordPerfect Office X3\Rhonda\TE.NIPCOMMENTS\POTOMACWATEP-i PPROVAL.wpd 107 North Kent Street - Winchester, Virginia 22601-5000 Potomac Waterproofing Coercial Site - Route 645, Frederick County - VDOT Approval Page 1 of 2 6 • Danielle Harmon FILE COPY From: Joe Knechtel Sent: Friday, September 29, 2006 9:51 AM To: Winchester Subject: FW: Potomac Waterproofing Commercial Site - Route 645, Frederick Coun ty - VDOT Approval -----Original Message ----- From: Ingram, Lloyd[mailto:Lloyd.Ingram@VDOT.Virginia.gov] Sent: Friday, September 29, 2006 9:29 AM To: 'kjknechtel@potesta.com' Cc: Ingram, Lloyd; Dove, Ronald; 'Mark Cheran (mcheran@co.frederick.va.us)' Subject: Potomac Waterproofing Commercial Site - Route 645, Frederick Coun ty - VDOT Approval We have received your site plan dated September 9, 2oo6 for the referenced project. Please advise the owner of our approval. The appropriate land use permit may now be applied for to cover work within the Route 645 right-of-way. The permit is issued by this office and will require a $40.00 processing fee and surety bond coverage in the amount of $10,000.00. 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 an}, land use permits. Dedication should be made to the Commonwealth of Virginia. Once satisfactory application has been made, a permit will normally take approximately thirty days to process and issue. Should you have any questions, do not hesitate to call. <<S C N_20060929092729_001. pdf>> Lloyd A. Ingram Transportation Engineer VDOT N Edinburg Residency Land Development 14031 Old Valley Pike Edinburg, VA 22824 (540) 984-5611 (540) 984-5607 (fax) This message has been scanned for viruses and dangerous content by Potesta and Associates Mail Scanner, and is believed 10/23/2006 • 0 WINCHESTER REGIONAL AIRPORT 9w►G N TOP OF VRGHA _,q �y January 3, 2007 K. Joe Knechtel, P.E. Potesta & Associates, Incorporated 508 Front Royal Pike Winchester, Virginia 22602 491 AIRPORT ROAD WINCHESTER, VIRGINIA 22602 (540) 662-2422 Re: Site Development Plan Comment Potomac Waterproofing Site Shawnee Magisterial District Dear Mr. Knechtel: In reference to your letter of October 31, 2006, we appreciate your cooperation by including your responses to our comments of October 12, 2006 in the site plan construction notes. We had commented that a 7460-1 had to be filed with the FAA before final comment would be made on behalf of the Airport Authority. Today I received a copy of the determination study by the FAA dated December 16, 2006 indicating that the proposed building will not exceed obstruction standards and will not be a hazard to air navigation. This determination is only for the proposed structure and does not cover any temporary construction equipment that would exceed 40 feet above ground level. A separate 7460-1 must be filed for any temporary construction equipment to include cranes, derricks, etc. and a copy of the determination study must be received in this office for final comment by the Airport Authority before that type of operation can begin. In accordance with the Code of Virginia, Section 15.2-2294, and the Federal Aviation Administration Notice of Proposed Construction, FAA Form 7460-1 is required to be filed with the Federal Aviation Administration with a copy forwarded to this office for review and record. Upon completion of the aeronautical study by the FAA, a copy must be forwarded to this office for final review comment. Any temporary construction equipment exceeding the overall height of the structure including all appurtenances will require filing of a separate 7460-1 form with the FAA before construction begins. The form can be found online at the FAA's website http://forms.faa.gov/. 2. During the construction phase of the buildings, all cranes will be required to have an aviation obstruction flag and/or obstruction light visible during operations and must be lowered at night unless lit. Intended hours and dates of operation should be coordinated with David Foley, Operations Supervisor Winchester Regional Airport Authority no less than forty- eight hours prior to start. Thank you for your cooperation in addressing our comments and concerns. Your responses satisfy our comments and requests regarding the site plan. I would like to note again that construction equipment exceeding the height of the proposed structure of forty (40) feet can not be placed in operation until the FAA completes a determination study and we provide our comment. If you need additional information or have questions regarding any of these comments, please do not hesitate to contact my office. Again, thank you for your support and assistance ensuring the safe and continued operations of the Winchester Regional Airport. Sincerely, Serena R. Manuel Executive Director E Control number SP06-0063R Project Name Potomac Waterproofing Address 508 Front Royal Pike Type Application Site Plan Revision Current Zoning M1 Automatic Sprinkler System Yes Other recommendation Emergency Vehicle Access Adequate Siamese Location Adequate Emergency Vehicle Access Comments Access Comments Additional Commen Plan Approval Rec Y, • Frederick County Fire and Rescue Department Office of the Fire Marshal Plan Review and Comments Date received 10/16/2006 Crty Winchester Tax ID Number 64-A-45F Date reviewed 10/23/2006 Applicant Potesta & Associates State Zip VA 22602 Fire District 21 Recommendations Automatic Fire Alarm System Yes Requirements Hydrant Location Adequate Roadway/Aisleway Width Adequate Date Revised Applicant Phone 540-450-0180 Rescue District 21 Election District Shawnee Residential Sprinkler System No Fire Lane Required Yes Special Hazards No 0 N% 070002688 VIRGINIA: 'r "} O N co cc DEED OF DEDICATION OF AN ENVIRONMENTAL EASEMENT THIS DEED OF DEDICATION OF AN ENVIRONMENTAL EASEMENT, made this 16 day of February, 2007, by LUIS C. PIRES, Grantor and hereinafter referred to as "Land Owner", is declared to whomever my be concerned with the following covenants, terms and conditions. WITNESSETH: THAT FOR AND IN CONSIDERATION of the covenants, terms and conditions referenced herein, and other valuable consideration, the Land Owner, Luis C. Pires, does hereby declare, dedicate and grant to whomever may be concerned an ENVIRONMENTAL EASEMENT, along with all of its rights, privileges, easements and restrictions, as requested and authorized by the Frederick County zoning Department and its Conservation Environmental Authority, consisting of a parcel of Page I of 4 iV 00 ,and and acreage of approximately 0.8137 ac-reas and as described on the attached plat by Janie-'3. Car_c, --anc Surveyor, Survey No. 2309, dated December 18, 2006, That; the Nand Owner accmow:edges and declares Chat he as Land Owner will protec4 maimain and Heave unC'Jstufxd the environment,;' features an6 conditions of thatt subject parse' to the extent as defined in Section 165-31 of the Frederick County Coc.e, as amender and that Laud Owner, his successors and assigns, wi:l continue ownership, use and maintain the land within the easement not inconsistent witil the purpose of this environmental easement, and control and maintain the subject land with the condition that the environmental features referenced) ,herein rye preserves: and protected, and. Land owner covenants that he is seised of and has the right to convey this said easement, and all of its rights and privileges and restriction; and s.VI execute such other assurances thereof as may be required. Witness the following signature and seal on this A day of February, 2007. Page 2of 4 • • STA j—, Q V72GNU County aF'>rince Wirliam, to -wit: C7 N) ko O I, the unclersignec -Notary for the a'3ove State and County do aereby swear and affiu` that the individual LUS C. ?I ES Cie sign and ac -cnow,ecge his dbove signature Before me on this J day of February, 2007 in my State anc County aforesaic... My commission expires on/?,::, -VO 10 Notary Pu3.1c Page 3of 4 Schedule A A] that certain tract or parse: of rant, containing 2.672 acres, more or '.ess, situate in 7 rederics County, Virginia, and being e.escffx6 as' 9arcel 2" on a p,'w. o� survey prepared :)y ?. Duane 3rown, C.:...S., cater Septemjer 1, L 992, o-F record in the Cl'er_�.c's Office of fie Circuit Court of = recericrt County, Virginia, in Deed 3ook 787, ?age =339. AND BEING the same properLy grantee. to the sane Owner in=nstnument Number 050012495 recorded 06/10/05 in the same 'and., recorCs. PAge 4of 4 BOUNDARY AND ENVIRONMENTAL EASEMENT SURVEY PIRES PROPERTY N SHAWNEE DISTRICT, FREDERICK COUNTY, VIRGINIA �p SCALE: =100' �.AZ"( IAZD SURV=YRG DATE: DEC.18, 1006 LAND PL 4NERS AND SURVEYORS P•G SHEET 1 OF 1 P. 0. BOX 478; FLINT HILL, VA 22627 (540) 635-2328 PROJ. NO.: 06-170 NOTES: 1) THE PROPERTY SHOWN HEREON IS SAID TO BE IN THE NAME OF LUIS C. PIRES AND IS THE LAND REFERRED TO IN INSTRUMENT NO.05-12495. 2) THE BOUNDARY SHOWN HEREON IS BASED ON A CURRENT FIELD SURVEY. 3) THE ENVIRONMENTAL EASEMENT IS BASED ON A PROFFER ATTACHED TO AN APPROVED REZONING APPLICATION # 006-98 FOR TAX MAP 64-A-45F PROVIDED BY FREDERICK COUNTY ZONING OFFICE. 4) BECAUSE OF ERRORS IN THE DESCRIPTION OF THE ENVIRONMENTAL EASEMENT THE LINES SHOWN ARE ADJUSTED AS INDICATED TO 61VE THE SAME AREA REFERRED TO IN THE PROFFER. i? pf j �IRPpR T 64,5 oaAlrucE EASE \ 108 �6 S ��32'13' F ��C "/Vl 0. 6 671. PG. 492 t 457.35' (rO� ) ARJA6E EASEMENT AL D. a. 671, ►6. 492 3�491- ,zZ 5 � 157.58' 20• WME CaAMAGE EASEMENT 0. B. 787. P61337 o f <� zWo 2.67,9 ACRES � { ' 'o 1 w �a: 3 INCLUDING EASEMENTS TAX MAP 64 - A - 45F . \yy z Uj� `•o • M 11� � 5 86'42'40"E 18844.47' IRF i \ 0 r L1 y C4 iV3 LZ N 16003'59"W 130.08' PRESTON 3U5-NE55 CENTER, LLC TM 64-A-45 IN5T. # 05-6704 o4Q,SXLTH O) Do's uo DAMEL B. S" V CLARK v 301 Y I # 2309 5 21054'34"W 108.76' INDICATES 5/8" IRON ROD SET Line 1 Bear' 84.17'22"W Distance 5 50.25' 2 5 66015'02"W 54.63' 3 5 84617'22"W 30.15, 4 N 63.26'03"W 38.01' 5 N 46032'53"W 26.17' 6 N 12011'01"E 90.03' 7 5 41046'03"W 54.35' 0 ��, O [\? t,U C.� V�"RGINIA; FREDERICK COTJN y.SCT. This instrument of writing was produced to me on and with certificate acknowledgement thereto annexed was admitted to record. Tax imposed by Scc. su-m of $ , ! i , and 58.1-801 have been paid, if assessable. 4Le4 yg,.j- Xkrk it r� VftmuuUnts Enrlronms!ntWd TRANSMITTAL LETTER 508 Front Royal Pike, Winchester, VA 22602 • Pltone: (540) 450-0180 • Fax: (540) 450-0182 To: Mr. Kevin T. Henry, Planning Technician County of Frederick, Dept. of Planning & Dev. 107 North Kent Strect, Suite 202 Winchester, Virginia 22601-5000 Sent Via: Mail 1 Hand Carriccl Federal Express Other: Date: January 4, 2007 Project No.: 0103-06-0096 United Parccl Sclvicc Quantity Description I Copy B011llclary and Environmental EaselllCllt Survey for Potomac Water Proofing, Inc. Remarks: The attached copy Of the BOLllldary and Environmcntal Easement SuCVCy fOl- Potomac Water Proofing, Inc. iS for your review. Mr. Joc Knechtel will call you in regards to this once you have had t1111C to go OVCI- the Slll-Vey plat. Thank You. By: Danielle (Dana) O. Harmon e: J A N 4 2007 BOUNDARY AND ENVIRONMENTAL EASEMENT SURVEY PIRES PROPERTY SHAWNEE DISTRICT, FREDERICK COUNTY, VIRGINIA SCALE: 1" = 100' CLAW LAND SURVEYING DATE: DEC. 18, 2006 LAND PLANNERS AND SURVEYORS P•C- P. O. BOX 478; FLINT HILL, VA 22627 SHEET 1 OF 1 (540) 635-2328 PROJ. NO.: 06-170 NOTES: 1) THE PROPERTY SHOWN HEREON IS SAID TO BE IN THE NAME OF LUIS C. PIRES AND IS THE LAND REFERRED TO IN INSTRUMENT NO. 05-12495. 2) THE BOUNDARY SHOWN HEREON IS BASED ON A CURRENT FIELD SURVEY. 3) THE ENVIRONMENTAL EASEMENT IS BASED ON A PROFFER ATTACHED TO AN APPROVED REZONING APPLICATION # 006-98 FOR TAX MAP 64-A-45F PROVIDED BY FREDERICK COUNTY ZONING OFFICE. 4) BECAUSE OF ERRORS IN THE DESCRIPTION OF THE ENVIRONMENTAL EASEMENT THE LINES SHOWN ARE ADJUSTED AS INDICATED TO GIVE THE SAME AREA REFERRED TO IN THE PROFFER. \� DRAINAGEET--��L D.B 671,PG.G.492492 N 13015' 39', W I 157.58' 20' WIDE DRAINAGE EASEMENT D. B. 787, PG 1337 m (7z J 3 D 00 Q. h vim a U) W C� � H `a D m U) 5800 I, ROUTE 645 AIRPpRT R 80 WTOE/A D 2'13"E W r 1�16 I 457 351 ITOrAL) 20 W� � 19' I w I C? DES.674, GSEMENT` 84 1 W I O QQ w m PARCEL 2 � z o 2.6719 ACRES a Lu Q I INCLUDING EASEMENTS ' —� Z a 3 TAX MAP 64 - A - 45F °Qix I Z o w� I v) i S 86042'40''E \ 184. 47' IRF ORi \ GINAL RP OFF RFLI�� ° NEB p'ti L1 6� N 16°03 89" 0W PO 0 wt� t++++-# 0* �AI-Tl�l o Y DANIEL B. �y,w � % CLARK 4. '• i i PRE5TON BUSINESS CENTER, LLC TM 64-A-45 IN5T. # 05-6704 2309 AINAGE EASEMENT D. B. 671, PG. 492 5 21054' 34' ' W 108.76' d) AN left INDICATES 5/8" IRON ROD SET vw Line Bearing ' Distance 1 S 84°17' 22' W 50.25' 2 S 66015'02''W 54.63' 3 5 84017' 22' ' W 30.15' 4 N 63026'03"W 38.01' 5 N 46032' 53' ' W 26.17' 6 N 12011'01''E 90.03' 7 5 41046' 03' ' W 54.35' CLS'.\2006\FREDERICK\PO7ESTA\POTOMAC\P06170\PLAT DR6 R5� Mw-mirmmentaCenuumputs gaSomem • • TRANSMITTAL LETTER 508 Front Royal Pike, Winchester, VA 22602 Phone: (540) 450-0180 • Fax: (540) 450-0182 To: Mr. Kevin T. Henry, Planning Technician County of Frederick, Dept. of Planning & Dev. 107 North Kent Street, Suitc 202 Winchester. Virp-inia 22601-5000 Sent Via: Mail Y Hand Carricd Quantity Federal Express Other: Date: October 31, 2006 Project No.: 0103-06-0096 Description 1 Copy Response to Site Plan Review Comments 1 Copy Revised Site Plan 1 Copy Revised Storm Water Management Narrative Remarks: By: Danielle (Dana) O. Harmon c: 1-1 United Parcel Scrvicc 70. ■ i • Engineers and Environmental Consultants APOTESTA508 Front Royal Pike, Winchester, Virginia 22602 - (540) 450-0180; www.potesta.com October 3 1, 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 C0111111C11ts - Potomac Water Proofing Frederick County, Virginia Project No. 0103-06-0096 Dear Mr. Henry: Below are remarks addressing the comments listed by the itC111 111.1nlber f1'0111 y0L11- September 27, 2006 review. Item I - Proposed use. The proposed use needs to be specified. The office component is vague crud needs clarlflcallon with i-egal'cls to the type of business proposed. • The proposed use of this blllldlllg is Light Industrial and office (not attorney, doctor, or real estate offices). The first floor will be a warehouse for a waterproofing company. The second and third floors will be offices for Potomac Waterproofing and related companies. Item 2 - Speed Limit. The speed limit for Airport Road needs to be displayed oil the site plcul. • We have added the speed limit information for Airport Road on the site plail. Item 3 - Signs. All sighs heed a detail display. T he proposed f -eeslalldilig s7gil finis/ be accompanied by actual dilnellsions, not the l*eyuired dimensions. A detail of handicap signs must be disp1q);ed within the sigh detail page. • We do not have the freestanding sign details at this time; however, a handicap sign detail has been added to the cletail sheet drawing. The POTESTA & ASSOCIATES, INC. Charleston, West Virginia • Morgantown, West Virginia • Winchester, Virginia r, Mr. Kevin T. Henry October 31, 2006 Page 2 proposed sign at the entrance will have a square footage area of 100 square feet and the proposed height is 30 feet. Item d - Side►1,allc. A sidewalk is needed along the /ronlage o/ 1he property. Sideivalks are required along major collector roads. 11hport Road has been identrfcd Ill the Eastern Road Plan as a major collector road. Crosswalk striping across the entrance will have to be created wilh the generation of the sidewalk. • As per Illy discussion with Candice Perkins On October 3, 2006, sidewalks will not be necessary along Airport Road since recent acijaccnt sites were not requirec to have sidewalks. At Ms. Perkins request, CG-12 ramps were adclecl on both sicles of entrance. Item 5 - Building Restriction Lilies. The building restriction lines that are Within the Zoning District Buffer need to be reproved. • Building restriction lines along the wCStCI'll MCI SOuthcrn b011lldal'y, within the Zoning District Buffer, have been removecl from plan view cll'awing. Item 6 - Parking. The three (3) parking spaces That are bumped-oul /rom the driving lane on the eastern portion o/' the properly need to be straightened to meet the minimum width requirements. • The three parking spaces, on the eastern portion Of the property, have been 1-evlscci on plan views to be parallel to each Other to ]Meet the llllnlllluill width requirement. Item 7 - Strnctnre Detail. The p ima y st'l/clure oil the propert)) needs a proposed height. • The proposed building height is 40 feet and is labeled on Shect 4 Item 8 - Eli14ronmental. The envlromne'iltal easement that exists oil the property needs to be displayed. • The plate produced by Painter -Lewis PLS on 02/13/98 showing the environmental casement was not rccorcled; therefore this casement will not be depicted on this site plan. Item 9 - Landscaping. The trees along the frontage of the property heed to extend the length of the property line (3 trees per 10 linear feel), including both sides of the entrance. • The trees along the west allcl the north s1dCs Of the parking lot have been extenciccl to the entrance behind the curbs. We extended the trees to wrap ©POTESTA i Mr. Kevin T. Henry October 31, 2006 Page 3 the northwest corner of the parking lot. We cannot extend the trees into the drainage casements on the western and eastern boundaries. Item 10 - Tree Selection. The illagnolia Slellata (Star Magnolia) does not qualify as a screening tree. • Based on a conversation with you and Ingrid Howard of POTESTA, Star Magnolia will be acceptable as a screening tree. This allows for the 1/3 requirement landscaping buffer. Item 11 - Lighting. The outdoor light pole needs a specific height. • The proposed height for the outdoor light poles is to be 25 feet. Notes have been added to Sheets 4 and 7: If you have any questions, or need any further Information, please contact me. Sincerely, POTESTA & ASSOCIATES, INC. f K. Joe Knechtel, P.E. Branch Manager KJK/doll Attachments ,JOTESTA COUNTY of FREDERiCK Department of Public Works 540/665-5643 FAX: 540/ 678-0682 December 12, 2006 Mr. K. Joe Knechtel, P.L. Potesta & nssocitatcs 508 Front Royal Pile Winchester, Virginia 22602 RE: Site Plan Continents - Potomac Water Proofing Frederick County, Virginia Dear Mr. Knechtel Upon review of the revised site plan received October 31, 2006, all of our previous comments have been addressed. 'Fllereforc, we recommend approval of the subject site plan. Sincerely, �.fo C. Wilder Deputy Director .I C W/nl h- cc: Planning and Development file R:\1'robram Filcs\11'ordPcrI'cct 01'licc\3\Rhond;iCCL\11'C011111I;N"rS\P0T011:1C11'A"I'LR:11'PROVAL.��pd 107 North Kent Street o Winchester, Virginia 22601-5000 Potomac Waterproofing Commercial Site - Route 645, Frederick County -VDOT Approval Page I of l Mark Cheran From: Funkhouser, Rhonda [Rhonda.Funkhouser@VDOT Virginia gov] on behalf of Ingram. Lloyd [Lloyd Ingram@VDOT.Virginia.gov] Sent: Friday, September 29, 2006 9 29 AM To: 'kjknechtel@potesta com' Cc: Ingram, Lloyd, Dove, Ronald, 'Mark Cheran (mcheran@co frederick.va us)' Subject: Potomac Waterproofing Commercial Site - Route 645, Frederick County - VDOT Approval We have received your site plan dated September 9, 2oo6 for the referenced project. Please advise the owner of our approval. The appropriate land use permit may now be applied for to cover work within the Route 645 right-of-way. The permit is issued by this office and will require a $40.00 processing fee and surety bond coverage in the amount of $io,000.00. 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 permits. Dedication should be made to the Commonwealth of Virginia. Once satisfactory application has been made, a permit will normally take approximately thirty days to process and issue. Should you have any questions, do not hesitate to call. <<SCN_20060929092729_001. pdf>> Lloyd A. Ingram Transportation Engineer VDOT — Edinburg Residency Land Development 14031 Old Valley Pike Edinburg, VA 22824 (540)984-5611 (540) 984-5607 (fax) 10/2/2006 N Mr. Kevin J. Knechtel, P.E. Potesta & Associates, Inc. 508 Front Royal Pike Winchester VA 22602 COUNTY of FREDERICK S E P 2 9 2006 Department of Public Works September 26, 2006 540/665-5643 FA X : 540/ 678-0682 RE: Site Review Comments -Potomac Water Proofing Frederick County, Virginia Dear Mr. Knechtel Upon review of the subject site plan, we offer the following comments: I . Provide appropriate notes regarding trenching practices in accordance with 4VAC50-30-40 subsection 16. 2. Demonstrate that closed storm sewer systems can contain the ten (10)-year storm. Provide calculations and show ten (10)-year HGL in the storm sewer profiles. 3. Show outlet protection calculations for culverts and for the curb cut. We will reserve our approval until receipt of the above revisions. Please highlight on the revised plans the changes listed above. Sincerely, Joe C. Wilder Deputy Director JCW!rls cc: Mark Cheran, Zoning and Subdivision Administrator file 107 North Kent Street - Winchester, Virginia 22601-5000 0 -, C 0 mt� mv COUNTY of FREDERICK Department of Planning and Development 540/665-5651 FAX: 540/ 665-6395 September 27, 2006 Potesta & Associates, Inc. Attn: Joe Knechtel 508 Front Royal Pike Winchester, VA 22602 IZE: Is( Review of' Site Plan 966-06; Potomac Waterproofing Property Identification Number (PIN): 64-A-45F Planning Staff has reviewed the above -referenced site plan to determine if administrative approval call be granted. At this tinic, adinillistrative appI'oval cannot be granted. This site plan is denied until the issues in this letter, as well as all issues of the other review agencies, have been adequately addressed. Please review Staff's comments listed below and then prepare a revised site plan which adequately addresses each concern. Review Comments 1. Proposed Use. The proposed use needs to be specified. The office coil7pollent is vague and needs clarification with regards to the type of business proposed. 2. Speed Limit. The speed limit for Airport Road needs to be displayed on the site plan. 3. Signs. All signs need a detail display. The proposed freestanding sign must be accompanied by aCtUal di111C17sions, riot the required d1ll7ensions. A detail of handicap signs must be displayed within the sign detail page. 4. Sidewalk. A sidewalk is needed along the frontage of the property. Sidewalks are required along major collector roads. Airport Road has been identified in the Eastern Road Plan as a major collector road. Crosswalk striping across the entrance will have to be created with the generation of the sidewalk. 5. Building Restriction Lines. The building restriction lines that are within the Zoning District Buffer need to be removed. 6. Parking. The three (3) parking spaces that are bumped -out front the driving lane on the eastern portion of the property need to be straightened to meet the 1711111f71U171 width regUll'elllerits. 7. Structure Detail. The primary StRICtUrC oil the property needs a proposed height. 107 North Kent Street, Suite 202 • Winchester, Virginia 22601-5000 • • Page 2 Potesta & Associates, Inc. Re: I` Review of Site Plan #66-06 — Potomac Waterproofing September 27, 2006 8. Environmental. The environmental easement that exists on the property needs to be displayed. 9. Landscaping. The trees along the frontage of the property need to extend the length of the property line (3 trees per 10 linear feet), including both sides of the entrance. 10. Tree Selection. The Magnolia Stcllata (Star Magnolia) does not qualify as a screening tree. 11. Lighting. The outdoor light poles need a specific height. After you have revised the site plan, please resubmit one copy so that I may verify the information contained on the plan. I will need all approved review agency comment sheets and at least five copies of' the final plan for final administrative approval. Comment sheets are required fi'Olm the following agencies: the Frederick Counly hmpeclions Department, the Freclerick County Department of Public fflorks (Count); Engineer), Freclerick County &milalion Authority, Virginia Department of Transhorlalion, 111'inehe,sler AiTort Aulhorily, and the Freclerick County Fire jlllarshal. Sincerely, Kevin T. I-Ienry Planning Technician Attachment KTI-1/dlw cc: Mr. Luis Pires, 8195-B I✓uclicl Ct., Manassas, VA 20111 • SITE PLAN APPLICATION Department of Planning and Development Use only.; f1 Fare app:ionica?receive,d: 1 — ApPli'iicn YC 1. Project Title: Potomac waterproofing Commercial Site Plan Development 2. Location of Property South side of Route 645 (Airport Road) (street address) Winchester, Virginia 22602 3. Property Owner: Mr. Luis Pires Address: 8195-B Euclid Court Manassas, VA 20111 Telephone: (703) 392-6353 4. Applicant/Agent Potesta & Associates, Inc. Address 508 Front Royal Pike Winchester, Virginia 22602 Telephone: (540)450-0180 5. Designer: Potesta & Associates, Inc. Address: 508 Front Royal Pike Winchester, Virginia 22602 Telephone: (540) a50-0180 Contact: K. Joe Knechtel, P.E. 6 • 1J 6a. Is this a standard or'minor' site plan? 6b. Is this an original or revised site plan? 7a. Total acreage of parcel to be developed: 7b. Total acreage of parcel: 8. Property Information: a) Property Identification Number: b) Current Zoning: c) Present Use: d) Proposed Use: e) Adjoining Property Use(s) f) Adjoining Property Identification Number(s) g) Magisterial District(s) Standard x Minor Original X Revised 2.67 acres 2.67 acres TM 64-A-45F M1 Vacant Office/Warehouse Residential/Industrial 64-A-45K, 64-A-45 and 64-A-45B Shawnee 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. G Signature: Date: 7 Request For Site Plan Comments Department of Planning and Development Mail to: Department of Planning and Development Attm County Planner 107 North Kent Street 1/Vinchester, VA 22601 (540) 665-5651 Hand deliver to: 107 N. Kent Street Fourth Floor Winchester, VA (540) 665-5651 Please fill out the information as accurately as possible in order to assist the agency with their review. Please attach two (2) copies of the site plan with this sheet. Applicant's Name: Address: Phone Number: Potesta & Associates, Inc 508 Front Royal Pike Winchester, Virginia 22602 (540)450-0I80 Name of development and/or description of the request: Potomac Waterproofing Commercial site Plan Development Location of property: south side of Route 645 (Airport Road) between Preston Place and Aviation Business Center property, TM 64-A45F 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 l� Date approved • i TRANSMITTAL LETTER 508 Front Royal Pike, Winchester, VA 22602 ■ Phone: (540) 450-0180 • Fax: (540) 450-0182 To: Ms. Candice Perkins, Planner H Date: September 11, 2006 Frederick County - Planning & Development Project No.: 107 North Kent Street, Suite 202 Winchester, Virginia 22601-5000 Sent Via: Mail 0 Hand Carried Federal Express Other: 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 - Potomac Waterproofing Commercial Property 2 Stormwater Narrative - Potomac Waterproofing Commercial Property Remarks: By: Danielle O. Harmon/ kjk c: K. Joe Knechtel, P.E. FF] Document Approval Form PLEASE REVIEW THE ATTACHED DOCUMENT. IF THIS DOCUMENT MEETS YOUR APPROVAL PLEASE MTIAL AND PROVIDE THE DATE AND TIIviE OF YOUR APPROVAL. IF THIS DOCUMENT DOES NOT MEET YOUR APPROVAL PLEASE PROVIDE COMMENTS AS TO WHA T YOU WOULD LIKE TO HA VE COMPLETED. INITIALS DATE & TIME Candice Bernie Mark Susan Eric Mike Kevin John Lauren COMMENTS: , Received by Clerical Staff (Date & Time): U:\Pam\Common\Document Approval Form.wpd