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Home My WebLink About06-02 Kernstown Crossing Veterinary Clinic & Kennel - Back Creek - Backfile (2)Sd SITE PLAN CHECKLIST The checklist below indicates all the information that needs to be submitted as part of the site plan application. All required information must be submitted priorto the final approval of any site plan. The Department of Planning and Development will review the application to ensure that it is complete. If any portion is not included or complete, the site plan application will not be accepted and returned to the applicant(s). Site Plan Package 1. One set of approved comment sheets are required from the following review agencies prior to final site plan approval. It is recommended that applicants contact the Department of Planning and Development to determine which review agencies are relevant to their site plan application. Virginia Department of Transportation (VDOT) Frederick County sanitation Authority Department of Planning and Development Inspections Department 717reclerick County Engineer (Public Works) / Frederick County Fire Marshal ep t ef-Perk&and-Roc rea 'on 2. One copy of the Site Plan application 3. Five Copies of the Final Site Plan for approval County Health Department City -of -Winch stater _ -----'Town-of-Stephans-Gity- --Town oflGtid-dlethWn- Airport Authority -----Soil & Water-eo rs-ervatbn District ---:— tR gtrest-fdr' Street Name 4. One reproducible copy of the Site Plan (if required) 5. A 35mm slide of the Site Plan (if required) I SITE PLAN TRACKING SHEET Date: -'`''_ File opened ✓ Reference Manual updated/number assigned ✓ D-base updated %C� -a0• 0z- File given to Renee' to update Application Action Summary d�s4 . CLOSE OUT FILE: vo i )�C� g 06 Approval (or denial) letter mailed to applicant/copy made for file / 0(, File stamped "approved", "denied" or `withdrawn' V O C Reference Manual updated D-base updated File given to Renee' for final update to Application Action Summary U Cud\Commmn Sire Plan Trsaing wpd R—v d 03N6101 Received From Address "A-sL7\ U o Y • U AW.. OF j l a ACCOUNT W AMT RVO Date --M- _ L LT CASH CHECKy- I I( Y ORN P r- �902522 i�415 _ S 1\ 1 L-X'- TRIAD ENGINEERING, INC. Geotechnical, Civil, Environmental, Survey, Construction Land Planning & Landscape Architecture Consultants 971 Acorn Drive, Harrisonburg, Virginia 22802 PH: (540) 434-4135 FAX: (540) 434-5841 www.triadengineering.net ' ENGINEERING ENGINEERING CALCULATIONS ' Kernstown Crossing Frederick County, Virginia TRIAD Job Number CD-047 8 February, 2002 ' CIVIL, GEOTECHNICAL, CONSTRUCTION, LAND PLANNING AND LANDSCAPE ARCHITECTURE CONSULTANTS V IIAD ENGINEERING Executive Summary Kernstown Crossing plans to construct a multi -featured veterinary and kennel facility on 4+ acres immediately adjacent to Route 11. The existing lot has no buildings on it.. Initial development of the HP Hood stormwater management facilities accounted for development of this lot, and stormwater engineering for this project required only that stormwater be properly conveyed to the HP Hood system. Only the 10-year design storm has been included in this report. Previous work was done by TRIAD Engineering to validate the capacity of the I-IP Hood system to successfully control stormwater. These calculations have been included as Appendix B. No permanent sediment basins or stormwater ponds have incorporated into this design. CIVIL, GEOTECHNICAL, CONSTRUCTION, LAND PLANNING AND LANDSCAPE ARCHITECTURE CONSUL TAWS 1 _ �. IIAD 1 ENGINEERING 1 Table of Contents 1 1 STORM WATER MANAGEMENT NARRATIVE .......................................... 1 1.1 Project Description................................................................................................I 1 1.2 Existing Site Conditions ........................................................................................1 1 1.3 Adjacent Properties & Offsite Areas...................................................................1 1.4 Summary................................................................................................................I i2 ANALYSIS METHODS................................................................................. 1 1 2.1 Post -Development Conditions...............................................................................2 3 EROSION AND SEDIMENT CONTROL MEASURES ................................. 5 1 4 CONCLUSION..............................................................................................5 1 Post -Development Hydrographs for Sub-Basins...............................Appendix A 1 Storm Structure Sizing Information ..............................................Appendix B StormwaterControl Basin Design................................................Appendix C ri 1 1 1 1 CIVIL, GEOTECHNICAL, CONSTRUCTION, LAND PLANNING AND 1 LANDSCAPE ARCHITECTURE CONSULTANTS %R1AD ENGINEERING I STORM WATER MANAGEMENT NARRATIVE 1.1 PROJECT DESCRIPTION This project is defined as construction of a full service veterinary and kennel facility. The area to potentially be disturbed is approximately 4.245 acres. However, the total area necessary for storm water control is approximately 6.1 acres, as offsite stormwater from an additional HP Hood lot crosses the Kernstown Crossing lot. 1.2 EXISTING SITE CONDITIONS VEGETATIVE COVER The property is covered by intermittently maintained grasses. There are no stands of timber. Please refer to Sheet C-3 of the construction plans for the existing site conditions. TOPOGRAPHY The topography is extremely flat, with an average slope of 2.3%. Slopes near the Route 11 embankment are approximately 25%. DRAINAGE PATTERNS The site drains toward the main HP Hood facility and the existing stormwater facilities. There are no natural ponds on the site. 1.3 ADJACENT PROPERTIES & OFFSITE AREAS The site is bounded on the south and east sides by I-IP Hood property developed as an industrial facility. The site is bounded to the north by developed property owned by Allegheny Power Company. The site is bounded to the west by Route 11. Offsite borrowing is probable. E&S measures at the offsite source are the responsibility of the contractor, and shall be coordinated with the County E&S Administrator. 1.4 SUMMARY The hydrologic routing for post -developed conditions for the 10-year storm events as computed by Hydraflow I Iydrographs is included in the calculations in Appendix A. This model indicates that the 10-year storm sends 6.23 cfs into the Hood system. 2 ANALYSIS METHODS It is inappropriate to utilize the Rational Method for large non -homogeneous areas. The Kernstown Crossing site was broken into 13 separate sub -basins based on an evaluation of slope and runoff coefficient. These basins were then combined to eventually reach the total flow for the area. A graphic representation of the flow pattern is shown in the figure below. The sketch shows the flow patterns for each sub -basin as it flows to create the overall drainage pattern. In Hydraflow using the Rational Method, each individual sub - basin's response appears as a simple peaked triangle. However, because each basin has a different amplitude (flow in cfs) and period (time to concentration in minutes), the combined response for the total area is an irregular curve. A more in-depth discussion of the Rational Method is available in the Erosion and Sediment Control Handbook of the CIVIL, GEOTECHNICAL, CONSTRUCTION, LAND PLANNING AND LANDSCAPE ARCHITECTURE CONSULTANTS Page I %R1AD ENGINEERING Virginia Department of Conservation and Recreation and other sources. A plot of each individual hydrograph is available in Appendix A. Note that this appendix contains a plot of each "base" zone, and a plot of the combined zones where they enter each storm structure. Also note that in some cases (e.g. Zone 1) the effect of the runoff is "delayed" due to conveyance through a storm structure or combination with another downstream zone. 2.1 POST -DEVELOPMENT CONDITIONS A description of the sub -basins is given in the table below. Each sub -basin is as large as possible given that each sub -basin must be dominated by one type of ground surface and one overall slope. The accompanying figure shows the layout of the zones. Note that the buildings are not included in these stormwater calculations. A complete rainwater collection and reuse plan (for washdown water) is included in the Architectural Plans. CIVIL, GEOTECHNICAL, CONSTRUCTION, LAND PLANNING AND LANDSCAPEARCHITECTURE CONSULTANTS Page 2 ' ENGINEERING Zone Acres Land Type Runoff Hydraulic Slope Time of ' ID Coefficient Length (%) Concentration 1 0.49 Lawn 0.4 335 2.70 18 2 0.36 Lawn 0.4 565 1.60 14 3 0.11 Parking 0.9 125 2.00 5 ' 4 0.18 Parking 0.9 170 2.00 8 5 0.27 Lawn 0.4 370 2.70 6 6 1.85 Lawn 0.4 350 4.00 22 7 0.56 Lawn 0.4 350 3.70 25 8 0.23 Parking 0.9 130 2.30 2 9 0.08 Lawn 0.4 100 10.00 10 10 0.26 Parking 0.9 180 3.30 6 11 0.65 Lawi-dParking 0.55 135 2.00 14 12 0.35 Parking 0.85 165 2.00 7 ' 13 0.12 Lawn 0.65 240 2.00 8 5.51 Total Acres t I CIVIL, GEOTECHNICAL, ' CONSTRUCTION, LAND PLANNING AND LANDSCAPE ARCI-lI TECTURE CONSUL TANT S ' Page 3 CRIAD ENGINEERING LAIVUJ(.AI'L L- MU-1/ I LG I UKL U U/VJUL / N/V / J Page 4 I U L L E C RIAD ENGINEERING 3 EROSION AND SEDIMENT CONTROL MEASURES Unless otherwise indicated, all vegetative and structural erosion and sediment control practices shown on the accompanying Plans and in the Erosion and Sediment Control Narrative will be constructed and maintained according to the minimum standards and specifications of the VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. 4 CONCLUSION The measures and strategies depicted herein and the accompanying Plans will reduce the storm -water impact on both this development and the adjoining properties. The existing storm -water management basin will capture all flow from developed areas. Drainage on site will be controlled by use of pavement, slopes, culverts, and overland channels designed in full accordance with engineering practice and the laws and ordinances of the state of Virginia and Frederick County. CIVIL, GEOTECHNICAL, CONSTRUCTION, LAND PLANNING AND LANDSCAPE ARCHITECTURE CONSULTANTS Page 5 ' ENGINEERING L' Appendix A ' Post -Development Hydrographs for Sub -Basins ' CIVIL, GEOTECIINICAL, CONSTRUCTION, LAND PLANNING AND LANOSC,4PE ARcf//TECTURE CONSULTANTS V VIAD ENGINEERING ' This appendix includes an individual hydrograph for each of the 136 sub -basins in the pre -development stage. Each hydrograph is presented for a 10-year storm. These hydrographs were combined based on the method presented in Section 2 to generate the over-all hydrograph for this storm, which is shown first in each section. Also, each "partial combination" hydrograph that was used to size a storm structure is shown. E ' CIVIL, GEOTECHNICAL, CONSTRUCTION, LAND PLANNING AND LANDSCAPE ARCHITECTURE CONSULTANTS Hydrograph Plot Final step to get full exit flow (added 13) Hydrograph type = Combine Storm frequency = 10 yrs 1 st inflow hyd. No. = 27 English Peak discharge = 6.23 cfs Time interval = 1 min 2nd inflow hyd. No.= 28 Total Volume = 9,873 cult - Combine -10Yr-Qp=6.23ds 8 Hyd. 27 6 4 CY / Hyd. 28 2 / Hyd. 29 0 0 10 20 30 40 50 Time (min) L Hydrograph Plot ' English ' Max. flow at top of trench dr. (1 &7) Hydrograph type = Combine Peak discharge = 1.22 cfs ' Storm frequency = 10 yrs Time interval = 1 min 1st inflow hyd. No. = 7 2nd inflow hyd. No.= 24 ' Total Volume = 1,892 cult - Combine -10 Yr - Qp = 1.22 cfs 1.5 - Hyd. CY / Hyd. 24 0.5 / Hyd. 30 0.0 0 40 50 60 10 20 30 Time (min) Hydrograph Plot ' English Step 2 for flow from Zone 11 (9,10 M 1) Hydrograph type = Combine Peak discharge = 4.51 cfs ' Storm frequency = 10 yrs Time interval = 1 min 1 st inflow hyd. No. = 21 2nd inflow hyd. No.= 20 ' Total Volume = 7,090 cult ' -Combine -10Yr-Qp=4.51 cfs 5 -- ' 4 Hyd. 21 — — — �% Y 3,_ stir / CY 2 Hyd. 20 — - 1 Hyd. 22 ' 0 0 10 20 30 40 50 Time (min) Hydrograph Plot Step 3 for flow from Zone 9 (8,9,5,&6) Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 17 English Peak discharge = 3.60 cfs Time interval = 1 min 2nd inflow hyd. No.= 6 Total Volume = 5,354 cult -Combine -10Yr-Qp=3.60cfs 4 Hyd. 17 3 rn U 2 / Hyd. 6 1 / Hyd. 18 0 0 10 20 30 40 50 Time (min) Hydrograph Plot Step 3 for flow from Zone 5 (2,3,4&5) Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 14 English Peak discharge = 1.46 cfs Time interval = 1 min 2nd inflow hyd. No.= 5 Total Volume = 1,925 cuft - Combine - 10 Yr - Qp = 1.46 cfs 1.5 --- ' Hyd. 14 1.0 CY / Hyd. 5 0.5 / Hyd. 15 0.0 0 10 20 30 40 Time (min) Hydrograph Plot Zone 1 Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 0.5 ac Intensity = 3.63 in I-D-F Curve = Frederick Co.-rev.IDF English Peak discharge = 0.71 cfs Time interval = 1 min Runoff coeff. = 0.4 Time of conc. (Tc) = 18 min Reced. limb factor = 1 Total Volume = 768 cuft - Rational -10 Yr - Qp = 0.71 cfs 0.8 0.6 � 0.4 / Hyd. 1 0.2 0.0 0 10 20 30 40 Time (min) Hydrograph Plot English ' Zone 2 Hydrograph type = Rational Peak discharge = 0.60 cfs ' Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.4 ac Runoff coeff. = 0.4 Intensity = 4.14 in Time of conc. (Tc) = 14 min ' I-D-F Curve = Frederick Co.-rev.IDF Reced. limb factor = 1 Total Volume = 501 cuft Rational -10 Yr - Qp = 0.60 cfs 0.6 — 0.5 -- — 0.4 — ' 0.3 / Hyd. 2 _ C1 ' 0.2 — ' 0.1 - ' 0.0 0 5 10 15 20 25 30 Time (min) Hydrograph Plot Zone 3 Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 0.1 ac Intensity = 6.15 in -D-F Curve = Frederick Co.-rev.IDF English Peak discharge = 0.61 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of conc. (Tc) = 5 min. Reced. limb factor = 1 Total Volume = 183 cuft - Rational -10 Yr - Qp = 0.61 cfs 0.8 - - 0.6 - Ci 0.4 — — — / Hyd. 3 0.2 - 0.0 0 2 4 6 8 10 Time (min) i Hydrograph Plot ' English Zone 4 Hydrograph type = Rational Peak discharge = 0.86 cfs ' Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.2 ac Runoff coeff. = 0.9 Intensity = 5.29 in Time of conc. (Tc) = 8 min_ ' I-D-F Curve = Frederick Co.-rev.IDF Reced. limb factor = 1 Total Volume = 411 cuft - Rational -10 Yr - Qp = 0.86 cfs 1.0 - -- 0.8 — - ' N 0.6 / Hyd. 4 -- Ci 0.4 — 0.2 — -- t 0.0 0 5 10 15 20 Time (min) 1 Hydrograph Plot Zone 5 Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 0.3 ac Intensity = 5.83 in I-D-F Curve = Frederick Co.-rev.IDF English Peak discharge = 0.63 cfs Time interval = 1 min Runoff coeff. = 0.4 Time of conc. (Tc) = 6 min- Reced. limb factor = 1 Total Volume = 227 cuft - Rational -10 Yr - Qp = 0.63 cfs 0.8 — 0.6 - — — - C� 0.4 / Hyd. 5 0.2 0.0 0 5 10 15 Time (min) Hydrograph Plot Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 1.9 ac Intensity = 3.23 in I-D-F Curve = Frederick Co.-rev.IDF English Peak discharge = 2.39 cfs Time interval = 1 min Runoff coeff. = 0.4 Time of conc. (Tc) = 22 min Reced. limb factor = 1 Total Volume = 3,153 cuft - Rational - 10 Yr - Qp = 2.39 cfs 2.5 1 2.0 - — -- 1.5 / Hyd. 6 C� 1.0 — 0.5 0.0 0 10 20 30 40 50 Time (min) Hydrograph Plot ' English ' Zone 7 Hydrograph type = Rational Peak discharge = 0.67 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.6 ac Runoff coeff. = 0.4 Intensity = 2.98 in Time of conc. (Tc) = 25 min ' I-D-F Curve = Frederick Co.-rev.IDF Reced. limb factor = 1 Total Volume = 1,002 cuft ' - Rational -10 Yr - Qp = 0.67 cfs 0.8 — ' 0.4 / Hyd. 7 C� 0.2 t 0.0 0 10 20 30 40 50 Time (min) Hydrograph Plot Zone 8 Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 0.2 ac Intensity = 7.36 in I-D-F Curve = Frederick Co.-rev.IDF English Peak discharge = 1.52 cfs Time interval = 1 min Runoff coeff. = 0.9 Time of conc. (Tc) = 2 min- Reced. limb factor = 1 Total Volume = 183 cuft - Rational - 10 Yr - Qp = 1.52 cfs 2.0 - Hyd. 8 0.5 - 0.0 0 1 2 3 4 Time (min) Hydrograph Plot Zone 9 Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 0.1 ac Intensity = 4.84 in I-D-F Curve = Frederick Co.-rev.IDF English Peak discharge = 0.15 cfs Time interval = 1 min Runoff coeff. = 0.4 Time of conc. (Tc) = 10 min Reced. limb factor = 1 Total Volume = 93 cuft -Rational-10Yr-Qp=0.15cfs 0.20 — 0.1 � 0.1 / Hyd. 9 0.0 0.0 0 5 10 15 20 Time (min) 5 0 Hydrograph Plot ' English ' Zone 10 Hydrograph type = Rational Peak discharge = 1.36 cfs ' Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.3 ac Runoff coeff. = 0.9 Intensity = 5.83 in Time of conc. (Tc) = 6 min_ ' I-D-F Curve = Frederick Co.-rev.IDF Reced. limb factor = 1 Total Volume = 491 cult ' - Rational - 10 Yr - Qp = 1.36 cfs 1.5 Hyd. 19 C� 0.5 — 0.0 ' 0 5 10 15 Time (min) Hydrograph Plot Zone 11 Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 0.6 ac Intensity = 4.14 in I-D-F Curve = Frederick Co.-rev.IDF English Peak discharge = 1.48 cfs Time interval = 1 min Runoff coeff. = 0.55 Time of conc. (Tc) = 14 min Reced. limb factor = 1 Total Volume = 1,245 cult - Rational - 10 Yr - Qp = 1.48 cfs 1.5 1.0 / Hyd. 20 0 0.5 0.0 0 5 10 15 20 25 30 Time (min) Hyd og ap r r h Plot ' English ' Zone 12 Hydrograph type = Rational Peak discharge = 1.65 cfs ' Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.3 ac Runoff coeff. = 0.85 Intensity = 5.55 in Time of conc. (Tc) = 7 min_ I-D-F Curve = Frederick Co.-rev.IDF Reced. limb factor = 1 Total Volume = 693 cult ' - Rational - 10 Yr - Qp = 1.65 cfs 2.0 ' 1.5 — — ' 1.0 — / Hyd. 23 � ' 0.5 0.0 ' 0 5 10 15 Time (min) Hydrograph Plot Zone 13 Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 0.1 ac Intensity = 5.29 in I-D-F Curve = Frederick Co.-rev.IDF English Peak discharge = 0.41 cfs Time interval = 1 min Runoff coeff. = 0.65 Time of conc. (Tc) = 8 min_ Reced. limb factor = 1 Total Volume = 198 cuft Rational -10 Yr - Qp = 0.41 cfs 0.5 -- 0.4 — 0.3 U / Hyd. 28 C� 0.2 0.1 — 0.0 0 5 10 15 20 Time (min) VHAID ENGINEERING Appendix B Storm Structure Sizing Information CIVIL, GEOTECHNICAL, CONSTRUCTION, LAND PLANNING AND LANDSCAPE 4 RCI-11 TEC TURE CONSULTANTS VIIAD ' ENGINEERING ' This appendix includes sizing information for each culvert incorporated into the design. Information is also included for the trench drain and the ditches and flumes. E CIVIL, GEOTECHNICAL, CONSTRUCTION, LAND PLANNING AND LANDSCAPE ARCHITECTURE CONSULTANTS Cross Section Cross Section for Circular Channel Project Description Project File c:\windows\desktop\kernstow.fm2 Worksheet Main drain under Hood Way extended Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.005700 ft/ft Depth 1.00 ft Diameter 18.00 in Discharge 6.23 cfs 1.00 ft 1 V L H 1 NTS 18.00 in 02/08/02 ' 01:41:38 PM FlowMaster v5.17 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 11 U Main drain under Hood Way extended Worksheet for Circular Channel Project Description Project File c:\windows\desktop\kernstow.fm2 Worksheet Main drain under Hood Way extended Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005700 ft/ft Diameter 18.00 in Discharge 6.23 cfs Results Depth 1.00 ft Flow Area 1.25 ft2 Wetted Perimeter 2.87 ft Top Width 1.41 ft Critical Depth 0.96 ft Percent Full 66.77 Critical Slope 0.006337 ft/ft Velocity 4.97 ft/s Velocity Head 0.38 ft Specific Energy 1.39 ft Froude Number 0.93 Maximum Discharge 8.53 cfs Full Flow Capacity 7.93 cfs Full Flow Slope 0.003518 ft/ft Flow is subcritical. 02/08/02 ' 01:41:45 PM FlowMaster v5.17 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Trench drain Worksheet for Rectangular Channel Project Description Project File c:\windows\desktop\kernstow.fm2 Worksheet Trench drain ' F S ' R D FI ' T C C ' V V S ' F A 02/08/02 ' 02:02:38 PM l M ow Element Rectangular Channel ethod Manning's Formula olve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 fUft Bottom Width 1.00 ft Discharge 1.22 cfs esults epth ow Area Wetted Perimeter op Width ritical Depth ritical Slope elocity elocity Head pecific Energy roude Number ow is subcritical. 0.41 ft 0.41 ft2 1.82 ft 1.00 ft 0.36 ft 0.007130 ft/ft 2.99 ft/s 0.14 ft 0.55 ft 0.82 FlowMaster v5.17 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Rectangular Channel Project Description Project File c:\windows\desktop\kernstow.fm2 Worksheet Trench drain Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.005000 ftfft Depth 0.41 ft Bottom Width 1.00 ft Discharge 1.22 cfs 1.00 ft 0.41 ft 1 VN H 1 NTS 02/08/02 t02:02:26 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page 1 of 1 Outflow from Zone 11 Worksheet for Trapezoidal Channel Project Description Project File c:\windows\desktop\kernstow.fm2 Worksheet Swale along Hood Way Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Channel Slope 0.020000 ft/ft Left Side Slope 12.000000 H : V Right Side Slope 12.000000 H : V Bottom Width 5.00 ft Discharge 4.51 cfs Results Depth 0.25 ft Flow Area 2.01 ft2 Wetted Perimeter 11.03 ft Top Width 11.01 ft Critical Depth 0.24 ft Critical Slope 0.023460 ft/ft Velocity 2.25 ft/s Velocity Head 0.08 ft Specific Energy 0.33 ft Froude Number 0.93 Flow is subcritical. 02/1 1 /02 08:16:47 AM FlowMaster v5.17 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 � I Cross Section Cross Section for Trapezoidal Channel Project Description Project File cAwi ndows\d esktop\kern stow. fm2 Worksheet Swale along Hood Way Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.030 Channel Slope 0.020000 ft/ft Depth 0.25 ft Left Side Slope 12.000000 H : V Right Side Slope 12.000000 H: V Bottom Width 5.00 ft Discharge 4.51 cfs 5.00 ft 0.25 ft 1 V L H 1 NTS 02/1 1 /02 08:16:33 AM Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page 1 of 1 Cross Section Cross Section for Circular Channel Project Description Project File cAwi n d ows\desktop\kern stow. fm2 Worksheet Pipe under entrance (Zone 9) Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Depth 0.74 ft Diameter 18.00 in Discharge 3.60 cfs 0.74 ft 1 VL H 1 NITS 18.00 in 02/08/02 ' 01:46:07 PM FlowMaster v5.17 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Pipe under entrance (Zone 9) Worksheet for Circular Channel Project Description Project File c:\windows\desktop\kernstow.fm2 Worksheet Pipe under entrance (Zone 9) Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Diameter 18.00 in Discharge 3.60 cfs Results Depth 0.74 ft Flow Area 0.86 ft2 Wetted Perimeter 2.33 ft Top Width 1.50 ft Critical Depth 0.72 ft Percent Full 49.10 Critical Slope 0.005290 ft/ft Velocity 4.17 ft/s Velocity Head 0.27 ft Specific Energy 1.01 ft Froude Number 0.97 Maximum Discharge 7.99 cfs Full Flow Capacity 7.43 cfs Full Flow Slope 0.001175 ft/ft Flow is subcritical. 02/08/02 ' 01:46:13 PM FlowMaster v5.17 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Circular Channel Project Description Project File cAwi ndows\d esktop\kern stow. fm2 Worksheet Pipe under exit (Zone 5) Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.010000 fuft Depth 0.40 ft Diameter 15.00 in Discharge 1.46 cfs 0.40 ft 1 VD H 1 NTS 15.00 in 02/08/02 ' 01:46:33 PM FlowMaster v5.17 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Pipe under exit (Zone 5) Worksheet for Circular Channel ' Project Description Project File c:\windows\desktop\kernstow.fm2 Worksheet Pipe under exit (Zone 5) Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth U Input Data Mannings Coefficient 0.013 Channel Slope 0.010000 ft/ft Diameter 15.00 in Discharge 1.46 cfs Results Depth 0.40 ft Flow Area 0.34 ft2 Wetted Perimeter 1.51 ft Top Width 1.17 ft Critical Depth 0.48 ft Percent Full 32.32 Critical Slope 0.005301 ft/ft Velocity 4.25 ft/s Velocity Head 0.28 ft Specific Energy 0.69 ft Froude Number 1.38 Maximum Discharge 6.95 cfs Full Flow Capacity 6.46 cfs Full Flow Slope 0.000511 ft/ft Flow is supercritical. 02/08/02 ' 01:46:46 PM FlowMaster v5.17 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Circular Channel Project Description Project File c:\windows\desktop\kernstow.fm2 t L V W F D m o aI= 1 Worksheet Pipe under building (1 of 2 flow is half) Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.009 Channel Slope 0.006500 ft/ft Depth 0.24 ft Diameter 6.00 in Discharge 0.31 cfs 0.24 ft 1 VD H 1 NTS 6.00 in 02/08/02 ' 01:44:48 PM FlowMaster v5.17 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 PVC conduit under building (one of two) Worksheet for Circular Channel Project Description Project File c:\windows\desktop\kernstow.fm2 Worksheet Pipe under building (1 of 2 flow is half Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.006500 ft/ft Diameter 6.00 in Discharge 0.31 cfs Results Depth 0.24 ft Flow Area 0.09 ft2 Wetted Perimeter 0.77 ft Top Width 0.50 ft Critical Depth 0.28 ft Percent Full 48.49 Critical Slope 0.003946 ft/ft Velocity 3.28 ft/s Velocity Head 0.17 ft Specific Energy 0.41 ft Froude Number 1.33 Maximum Discharge 0.70 cfs Full Flow Capacity 0.65 cfs Full Flow Slope 0.001463 ft/ft Flow is supercritical. 1 02/08/02 ' 01:44:55 PM FlowMaster v5.17 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Analysis of Existing Culvert Worksheet for Circular Channel Project Description Project File c:\windows\desktop\kernstow.fm2 Worksheet Existing RCP Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.015000 ft/ft Diameter 18.00 in Discharge 2.39 cfs Results Depth 0.44 ft Flow Area 0.43 ft2 Wetted Perimeter 1.71 ft Top Width 1.36 ft Critical Depth 0.58 ft Percent Full 29.20 Critical Slope 0.005003 ft/ft Velocity 5.57 ft/s Velocity Head 0.48 ft Specific Energy 0.92 ft Froude Number 1.75 Maximum Discharge 13.84 cfs Full Flow Capacity 12.86 cfs Full Flow Slope 0.000518 ft/ft Flow is supercritical. i LOw I=ZOrA -Z-oNI � 02/05/02 FlowMaster v5.17 09:38:14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Circular Channel Project Description Project File c:\windows\desktop\kernstow.fm2 Worksheet Existing RCP Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.015000 ft/ft Depth 0.44 ft Diameter 18.00 in Discharge 2.39 cfs 0.44 ft 1 V N H 1 NTS 18.00 in 02/05/02 FlowMaster v5.17 09:38:25 AM Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Ditch behind runs Worksheet for Triangular Channel Project Description Project File Owi n d ows\desktop\ke rn stow. fm2 Worksheet Ditch behind runs Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Channel Slope 0.020000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 0.67 cfs Results Depth 0.30 ft Flow Area 0.35 ft2 Wetted Perimeter 2.44 ft Top Width 2.36 ft Critical Depth 0.28 ft Critical Slope 0.026278 ft/ft Velocity 1.92 ft/s Velocity Head 0.06 ft Specific Energy 0.35 ft Froude Number 0.88 Flow is subcritical. I_L-Ow Ff"0M SON► 02/04/02 02:56:40 PM FIowMaster v5.17 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Triangular Channel Project Description Project File c:\windows\desktop\kernstow.fm2 Worksheet Ditch behind runs Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.030 Channel Slope 0.020000 ft/ft Depth 0.30 ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 0.67 cfs 0.30 ft 1 VN H 1 NTS 02/04/02 ' 02:56:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page 1 of 1 Top of flume Worksheet for Triangular Channel Project Description Project File c:\windows\desktop\kernstow.fm2 Worksheet Paved flume for central area (Zone 8) Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005500 ft/ft Left Side Slope 12.000000 H : V Right Side Slope 12.000000 H : V Discharge 1.52 cfs Results Depth 0.25 ft Flow Area 0.73 ft2 Wetted Perimeter 5.93 ft Top Width 5.91 ft Critical Depth 0.25 ft Critical Slope 0.004941 ft/ft Velocity 2.09 ft/s Velocity Head 0.07 ft Specific Energy 0.31 ft Froude Number 1.05 Flow is supercritical. 02/08/02 ' 01:43:26 PM FlowMaster v5.17 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Triangular Channel Project Description Project File c:\windows\desktop\kernstow.fm2 Worksheet Paved flume for central area (Zone 8) Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.005500 ft/ft Depth 0.25 ft Left Side Slope 12.000000 H: V Right Side Slope 12.000000 H : V Discharge 1.52 cfs n 0.25 ft 1 V N H 1 NTS 02/08/02 ' 01:43:06 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page 1 of 1 �� I %RIAD ENGINEERING Appendix C Storm Water Control Basin Design (Existing HP Hood System) CIVIL, GEOTECHNICAL, CONSTRUCTION, LAND PLANNING AND L ANDSCAFE /-I RCI-1I TECTURE CONSUL TANTS E RIAD ENGINEERING ' Included in this section are the supporting calculations for the storm water control basin. In order to minimize soil disturbances, the sediment control basin has been utilized as the storm water control basin. Additionally, the sediment control riser has been utilized as ' the storm drainage riser. The perforated plastic tube shall be removed and the 6" orifice drilled out to a fill 12". ' One important note in the design of the storm water pond is to realize the impact of the exit culvert's invert. An invert of 466.94' mandates a freestanding body of water in the basin of nearly 3' depth. However, as the calculations in this report show, the basin has ' ample volume to contain a 100-year storm above this elevation. This is also why the storage graphs begin at the 466.94' elevation. ' Given the nature of the existing topographical features in the vicinity of the proposed basin, an emergency spillway is not provided. The basin is sized to adequately detain the 100-yr storm event without overtopping the earthen berm. E ' CIVIL, GEOTECHNICAL, CONSTRUCTION, LAND PLANNING AND LANDSCAPE ARCHI TECTURE CONSUL TANTS Erosion and Sediment Control Narrative FOR Kernstown Crossing Date: February 8, 2002 Project No. CD-047 PREPARED BY: V VIAD ENGINEERING CIVIL, ENVIRONMENTAL, GEOTECHNICAL, CONSTRUCTION, LAND PLANNING AND LANDSCAPE ARcl //TECTURE CONSUL TANTS 971 ACORN DRIVE HARRISONBURG, VIRGINIA 2280/ TEL E 54 0. 4 34.4 /35 FAX 54 0. 4 34.584 / k 11 I 11 This narrative describes the erosion and sediment control measures to be constructed at the proposed site located at the intersection of US Route 11 and Hood Way near Kernstown in the County of Frederick, Virginia. Project Description The project consists of construction of entrance, parking, storm culverts, and other associated items associated with the proposed business development. The property to be developed is approximately 4.245 acres. Existing Site Conditions Vegetative Cover — The property is covered by intermittently maintained grasses. There are no stands of timber. Please refer to Sheet C-3 of the construction plans for the existing site conditions. Topography — The topography is extremely flat, with an average slope of 2.3%. Slopes near the Route 11 embankment are approximately 25%. Drainage Patterns — The site drains toward the main HP Hood facility and the existing stormwater facilities. There are no natural ponds on the site. Adiacent Properties The site is bounded on the south and east sides by HP Hood property developed as an industrial facility. The site is bounded to the north by developed property owned by Allegheny Power Company. The site is bounded to the west by Route 11. Soils According to the Frederick County Soil Survey prepared by the Soil Conservation Service, the site sits on soil type 7C (Carbo-Oaklet-Rock Outcrop Complex). Erosion hazard on this soil type is severe, and care was taken in the preparation of this E&S Plan and Narrative. Bedrock occurs at depths to approximately 26 inches, and depth to bedrock is the primary limitation to development in this soil type. ' Critical Erosion Areas There are no critical erosion areas on the site. As always, points of concentrated flow could present problems and are dealt with via outlet protection measures. Erosion and Sediment Control Measures Unless otherwise noted, the structural and vegetative practices shall be constructed and maintained according to the Minimum Standards of the Virginia Erosion and Sediment Control Law, Regulations and Certification Regulations and Specifications outlined in the latest edition of the Virginia Erosion and Sediment Control Handbook. The following summary(s) are for quick reference only and do not preclude any requirements or standards listed in the Virginia Erosion and Sediment Control Handbook. Also, other measures not specifically listed here or on the construction plans may be required to keep the site within regulatory compliance during construction. The need for such items may not be evident until the beginning of construction. The City Erosion and Sediment Control Administrator will determine the need for additional erosion and sediment control measures. STRUCTURAL PRACTICES Temporary Construction Entrance - 3.02 One temporary construction entrance shall be constructed as shown on the Erosion and Sediment Control Plan. The entrance shall be maintained in a condition that prevents tracking or flow of mud onto public rights -of -way. This may require periodic top dressing with additional stone or washing and reworking of existing stones as conditions demand and repair and/or clean -out of any structures used to trap sediment. All materials spilled, dropped, washed or tracked from vehicles onto roadways or into storm drains must be removed immediately. During wet weather conditions, construction vehicle drivers will be required to wash their wheels prior to entering the highway. During the washing process, the contractor shall ensure that the runoff created by the washing process is passed through one of the sediment removing devices such as a section of silt fence. Water for washing operations shall be hauled to the site or shall be acquired from a hydrant installed at the site. This hydrant shall be installed in accordance with the City of Harrisonburg specifications. The use of water trucks to remove materials dropped, washed or tracked onto the roadways will not be permitted under any circumstances. 2. Construction Road Stabilization - 3.03 Construction road stabilization shall be utilized wherever stone -based roads or parking areas are to be constructed, whether permanent or temporary, for use by construction traffic. Treated areas are likely to require periodic top dressing with new gravel. Seeded areas adjacent to road and parking areas shall be check periodically to ensure a vigorous stand of vegetation is maintained. Roadside ditched and drainage structures shall be checked regularly to ensure they do not become clogged with silt or other debris. 3. Silt Fence Barriers - 3.05 Silt fence barriers shall be installed at locations shown on the Erosion and Sediment Control Plan to filter sediment -laden runoff and decrease the velocity of sheet flows and low -to -moderate level channel flows. Wire reinforcement shall be used for all silt fence barriers. 4. Culvert Inlet Protection - 3.08 All culvert inlets shall be protected during construction in order to prevent sediment from entering storm drainage systems prior to permanent stabilization of the disturbed area. Inlet protection shall be provided for all culvert inlets as shown on the Erosion and Sediment Control Plan. 5. Temporary Diversion Dike - 3.09 Temporary diversion dikes shall be constructed at locations shown on the Erosion and Sediment Control Plan in such a manner to facilitate positive drainage to the Sediment Basins and Sediment Traps. Temporary diversion dikes shall also be utilized to divert storm run-off from upslope drainage areas away from unprotected disturbed areas and slopes to a stabilized outlet. Upon termination of these dikes, positive drainage to the outflow point shall be maintained. 6. Temporary Sediment Trap - 3.13 4 Two temporary sediment traps shall be constructed at the locations shown on the Erosion and Sediment Control Plan and in accordance with the construction details shown on the Erosion and Sediment Control Details. The temporary sediment traps shall detain sediment -laden runoff from disturbed areas long enough to allow the majority of the sediment to settle out. 7. Outlet Protection - 3.18 All storm pipe outlets shall be protected with a stone apron per specifications outlined in the latest edition of the Virginia Erosion and Sediment Control Handbook. When installed properly, outlet protection should require very little maintenance. However, it shall be inspected periodically for scour from high flows. Care must be taken to properly control sediment -laden construction runoff draining to the outlet protection until all up - gradient areas have been fully stabilized. 8. Surface Roughening - 3.29 All areas in which grading takes place and a slope greater than or equal to a 3:1 slope is constructed shall be surface roughened by stair step grading, grooving, furrowing, or tracking. 9. Soil Stabilization Blankets and Matting - 3.36 LandLok TRM 435 matting or an approved equivalent shall be installed in all ditch sections shown on the Erosion and Sediment Control Plan and in accordance with the detail shown on the Erosion and Sediment Control Details. 10. Dust Control - 3.39 The contractor shall take measures to reduce the surface and air movement of dust, which may present health hazards, traffic safety problems or harm animal and plant life during land disturbing and construction activities. GRASS ESTABLISHMENT Topsoil Stockpile - 3.30 Topsoil shall be stripped from areas to be graded and stockpiled for future use. The County Erosion and Sediment Control Administrator shall approve stockpile locations. Stockpiles shall be temporarily seeded and protected with silt fence. When the topsoil is spread over the graded areas, it shall be placed in 2-4 inch compacted lifts. Topsoil hauled offsite shall be disposed of in an approved area as directed by the County Erosion and Sediment Control Administrator. Temporary Seeding - 3.31 The topsoil stockpiles and all areas to be rough graded during the course of the project shall be immediately seeded with temporary vegetation upon completion of grading operations. The appropriate seed mixture will be dependent upon the time of year it is to be sown. The typical seed mixture specification is shown on the Erosion and Sediment Control Details. The Erosion and Sediment Control Administrator must approve any deviation from these mixtures. NOTE: Stabilization measures shall be applied to earthen structures such as dams, dikes, diversions, and sediment basin embankments immediately after construction of the said structure. 3. Permanent Seeding - 3.32 Permanent seeding shall be completed within seven days from achieving final grade of the site. ' MANAGEMENT STRATEGIES The following guidelines shall be utilized in the planning of construction: ' 1. Temporary diversion dikes, the temporary sediment traps, silt fence, the construction entrance and other measures intended to remove sediment shall be constructed as a first step in the land disturbing activity and shall be functional before up slope land is disturbed. These measures shall also be stabilized with vegetation prior to up slope land disturbance. ' 2. The contractor shall install inlet protection and outlet protection for all storm utilities immediately after installation of said structures to prevent sediment from collecting in the said structures and being deposited down stream. ' 3. Construction shall be sequenced so that grading operations can begin and end as quickly as possible. I 4. Temporary seeding and other stabilization shall follow immediately after the site is stripped of topsoil if it is determined that final grading will not begin within 30 days. ' 5. The developer shall be responsible for the installation and maintenance of all Erosion and Sediment Control practices. ' 6. The topsoil stockpile location shall be immediately protected by silt fence on the downslope side. NOTE: The contractor shall install sediment trapping measures as the first step in construction. ' Once in place, the contractor shall strip topsoil and begin grading operations. The contractor shall ensure that at the end of each working day all erosion and sediment control measures are in place and functioning properly. This will be strictly enforced. t These controls shall be in effect during the remaining development, which includes final grading, utility construction, and paving. CONSTRUCTION SEQUENCING NOTES: The following construction sequence shall be utilized to ensure that the proper erosion and ' sediment control practices are in place and fully operational prior to upslope land disturbance. Sequence"A" 1 — install the Construction Entrance. ' 2 — construct Sediment Trap #1. 3 — install Diversion Dikes and Silt Fence leading to Sediment Trap #1. 4 — install Silt Fence along the lower side of the Topsoil Stockpile location. ' 7 — strip topsoil on roads as necessary. 6 � I 11 11 n J 11 L Sequence"B" 1 — construct Sediment Trap #2. 2 — install Diversion Dikes and Silt Fence associated with Sediment Trap 2. Permanent Stabilization Permanent stabilization shall be applied to denuded areas immediately after final grade is achieved on any portion of the site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade but will remain undisturbed for more than 30 days. Permanent stabilization shall be applied to areas left dormant for more than one year. Seeding shall be conducted in accordance with the latest edition of the Virginia Erosion and Sediment Control Handbook. Permanently seeded areas shall be protected during establishment with straw mulch. Hydro -seeding also requires straw mulch protection. Maintenance In general, all erosion and sediment control measures shall be checked daily and after each rainfall. The following items shall be checked in particular: The silt fence, diversion dikes, ns, inlet and outlet protection areas and temporary construction entrances shall be checked for undermining, deterioration, and functioning ability. 2. The sediment traps shall be checked regularly and after each significant rainfall to determine the deposited silt. When sediment reaches the clean out level, it is to be distributed back on the site in such a manner as to prevent further erosion. 3. All seeded areas shall be checked for adequate growth. If adequate growth is not evident, the area shall be re -seeded to prevent the soils from eroding. 4. All temporary erosion and sediment control measures shall be removed only when authorized by the City Erosion and Sediment Control Administrator. 5. Trapped sediment and the disturbed soil areas resulting from the removal of the temporary measures shall be permanently stabilized to prevent further erosion and sedimentation. 6. Lonq term maintenance of all stormwater associated items is the sole responsibility of the owner or a property owner's association. Stormwater Management Multiple stormwater management basins are utilized on this site to ensure predevelopment flows rates are not exceed in final post development configuration. 7 1 . ..... ... ....... ... ...... . . ..... ..... ......... ..... .........::::. ......... ............................... S D T:TRAR............. #�I:......:......:..... :::;TEMP..:... E...:IMEN:..:.:.............:::......:::::::.:::::.:..:::::::. :.::>::.::.:::::.:.:.:::>::.:.:.;.:;>.;::;.;::,;:.;:.;» ;;;:;::<:;:.;::.;:;:::;:::.::.;:.:.;::,>;::.;;:.;;:;;;......:...... c:::::::: ;: i RIAD;: n the :::> <: < <:'>:...... :'i> <: <>:.. _ .......W ............... 9............:....::...... ,..... .�a... •.:;;;:;; X. ' Area Contributing to Sediment Trap : 2.68 Ac. Total Basin Height: 5.5 ft Wet Storage Height: 3.5 ft Length of Basin Bottom (Long side) : 50 ft ' Width of Basin Bottom (Short side) : 25 ft Slope of long side of basin (SJ : 2 :1 ' Slope of short side of basin (Ss) : 2 :1 Length of top of Wet Storage : 64 ft Width of top of Wet Storage : 39 ft ' Length of top of Dry Storage : 72 ft Width of top of Dry Storage : 47 ft 3 VA UMl.. ........................................................................... .......................................................................... .................................................................... . Design Required : 4848 ft' 179.6 yd3 O.K. ........................ :::.:...................... :.:.:.:..................... Design ;,;;,. ' Required: 4848 ft3 179.6 yd3 O.K. s<%CIAL; 'T'C.I�pGI=17:LUlUI:> Design ' Required: 9696 ft' 359.1 yd3 O.K. t t 02/08/02 Sediment trap SEDIMENTTRA Ozi Area Contributing to Sediment Trap : 1.52 Ac. Total Basin Height: 3.5 ft Wet Storage Height: 2 ft Length ofBasin Bottom (Long side) 50 0 Width ofBasin Bottom (Short side) 25 ft Slope oflong side ofbasin (SO: 2 1 Slope ofshort side ofbasin (Ss) 21 Length of top of Wet Storage 58 ft Width oftop ofWet Storage: 33 ft Length oftop ofDry Storage : 04 ft Width oftop ofDry Storage: 38 ft Design� Required: 2750 ft, 101/8 yd, Ad Design� O.K. {lK 020802 Sediment trap IIAD ENGINEERING Included in this section are the supporting calculations for the existing storm -water management basin on the H.P. Hood property. For purposes of these calculations, the basin utilized for this project will be designated as the North SWMB. For a more in- depth analysis of the H.P. Hood site, refer to the H.P. Hood Engineering Calculations, dated 27 June 2001, by Triad Engineering, Inc. This was approved by Joe Wilder on 8- 01-01. The existing SWMB was designed to handle runoff from both the H.P. Hood site and adjacent areas. The Kernstown Crossing site is contained in the North Roadway off -site contributing area (see attached drainage divides map). The original calculations assumed land parcels (totaling approx. 9.10 acres) on both sides of Hood Way to be fully developed with a Rational runoff coefficient of 0.80, which is higher than that proposed with the development of the Kernstown Crossing site. Additionally, the outfall from the proposed storm sewer pipe entering the basin (733.00) is higher than the 25-year maximum elevation of the basin (731.00). Given this fact, the SWMB is sized to adequately and effectively convey the additional runoff from the Kernstown Crossing site without any further modification. CIVIL, GEO TECHNI CA!_, CONSTRUCTION, LAND PLANNING AND LANDSCAPE Al RCHI TECTURE CONSUL TANTS ':q[10 GEOTECHNICAL, CIVIL, ENVIRONMENTAL, CONSTRUCTION, LAND PLANNING & LANDSCAPE ARCHITECTURE CONSULTANTS TRIAD ENGINEERING, INC. Job No. G D- O(, 8 Item: S IN /11 CA L C S By: D o 0-� �at- Z Project: P. P. /-I O O D Sheet of Check: Date: STT - �4/A1 Ef� 6-ALCS' _ S14C 's d"1 ;.,4 I � StvM a,Ptiz �� N.,4'4 �2 �f 0 i 6ollle SToin9¢ �IoJ.l:rn �� r_. i. . I- IT_.(I 1 _7' di ci� .4!r i i•i, 7/�I! J� GyI/n!r �H.4 p/I I t —` --� - - -- — dark doo; -v .,Pld ,+ 4 i•. V N i I p/.• .h 5 . H- .� J I k, 7de rl . C, 17 C I t y 6' s: I I -- - - 0 R N - l 1�1 e I di,,;:; ,�exC:� , k O ,ly fi,;e o'er 's: I , F f4. C..,ICS T,G 14 .. , — ---- 4:i I •r/�/ i � I �fo �,� The K.:e '4 r C c� wee., -� 4, Al. i44 _ � I 61 °i a /o .r ✓ .1 dej A e, i i _ :D�+A. ,.o! t J lo, 6 A�. a P� �.� We:�1�•�1 �" - 7.3 U„de4a;�e.� • 3. S ac. a uhP�ve� tNe:J��c� �� = 0.3� O. 2 q C. -� �q ve� ":tIJO GEOTECHNICAL, CIVIL, ENVIRONMENTAL, CONSTRUCTION, LAND PLANNING & LANDSCAPE ARCHITECTURE CONSULTANTS TRIAD ENGINEERING, INC. Job No. C D - 0 8 Item: < lv M C„1 s By: DD D Date: &/zz Project: 14. p. 1400 D Sheet of Check: Date: i i • N. 04 ; r: f c -f. N, 8.,r_. ,16. 1 O. I_ 1 i N•i R�^wax = !`7T. w i o.. o ,l4,f;. h y_.�_, - _..�^��- ; - ,. ;* ; f?! f. Fha SwM S ..;.-.�,y ,c4 s s'toi —4 ve'.. -f•s • •' + .e i T.' r V . d f , : n o►,5 C_.---Q S at - o/ ..if/e G'o r71Cc-�i/n7 I J -Fe l,. f fH�C'•11q �.. j, e/: vPo-1 Y..., +4c i , le I / I by- I-1 X Z //I') .. I __• _ 2.- 2-_y•- _ � 1'ie � Dev Pi,+f _ � 30_ 6.3 6 �'•�s' � � � � , 91 cl�s i eta,: ,Poll ' j 12 � C S-- '`a a •sane :.. _ -- - :..: 3G S- -.. _ 03 c-pa.,j o ,y r Pi - De ir. = 0 `1 Z c �S pev. = g 9.6 cPs (,�e-1-^:.,;.ol) :lo I P•s+ - Dr. • = 7. 0 '10'b All�c - 50.�12 I�p iJ• ACf J L7•sc�gs bp 95� P.rf -Dev. - IQ`1.07 Dev. I — &, 20 c r S' `N. �P�-/'c7. +ro+ / 2S J� All .,,,5/c I l - S9./S - 8.20 = 15-0. 9S' c rs Pc +�c y,- �0-J wl i✓�•�34 be/' ic)Pg ✓sc q T c/ 0c nc-7' 'lo exce-e 4 � e /Ire d clev. :SL4,,,5e Tv,' cl IG-YI S40i.-.• evenf, Tr + 4"s ell S e ! g . � `i' < /T.� S O. -1 c S cf P S . gn C v •-, 'f v i w. S M M M � � M M M9rM1 rr r! 171 NORTH BAS.lN. I - . i - i t* ..-..L__Area Wtd.'C' - _ Wtd.'C, ' Tc'(P re) . d Tc (Post) 2 -yr (Pre 2-yr (Post 10-yr (P 10-yr (post) 25-yr (Pre) 25-yr (Post) Drainage Area (acresL_l (Pre-Dev.) (Post-Dev.) --0.38- I (min.) - - (min f (cfs).. (c (cfs) (cfs) (Cfs) (Cfs) On -site (undetained) 4.00 38.00 14.00 2.51 5,06 3.66 7.06 4.26 8.20 On -site (detained) 17.90 North Roadway 0 9.1 _0.35 L 0.35 0.57 0.80 38.00 4200 11.17 33.98 14-00 5.33 24.25 16.31 47.41 33.83 18.96 55.03 9.05 39.27 West Off -site 17.70 0.35 42.00. 42.00 10.37 10.37 15.15 15.15 17.61 17.61 North Off -site ir:'.10 0.50) 0.50 62.00 62.00 1.0.22 14.931 14.93 ______17.28 ...... . ..... ... 17.28 -Combined Storm (Post-Dev. Flows do not include undet2ined area) 3086 63.99 59.15 10407 50.92 AllOW2ble Discharge (Pre-Dev. Combined 25.80 50.95 --- -7 -28.6-4- - Post-Dev. undetained)i 43.86 23.97 ,Actu2l Discharge 18.03 NORTH BASIN POST-DEV. / N. Roadway N. Off -site I \ f — — — i , / \ / — — W. Off -site �.� ` I \\ ' - A = 16.10 ac.`740/— A=17.70ac. > / C=0.50 / J � -T \ � i I On -site (undetained) PAID - On -site (detained) \ \ \ \ \ I — \ "� I A=17.90ac. `\�` �\ �\—� \ C = 0.57 \ \ \ 1 # l \ \ 1 V" \ 1 I I \\ Alb It T617 71 746 ?so ,. r44 , \ 1 ` Icy ll� / /Mit 740 Hvdroaraah Summary Renort o Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 13.68 1 38 31,180 2 -- --- ---- Ex. on -site (2-yr) 2 Rational 5.33 1 42 13,429 2 --- ---- ----- Ex. North Roadway 3 Rational 10.37 1 42 26.120 2 -- -- Ex. Vyest Off -site 4 Rational 10.22 1 62 38,018 2 — --- Ex. North Off -site 5 Combine 15.85 1 38 38,236 2 1 + 2 6 Combine 15.81 1 42 60,407 2 3 + 4 -- -- 7 Combine 30.86 1 42 98,643 2 5 + 6 -- ---- Pre-Dev. In (2-yr) 8 Rational 5.06 1 14 4,252 2 — -- -- Post-Dev. On -site 9 Rational 33.98 1 14 28,544 2 -- -- -- On -site detained ( 10 Rational 24.25 1 14 20,367 2 — --- N. Roadway out (2- 11 Rational 10.37 1 42 26,120 2 -- -- ---- Ex. West Off -site 12 Rational 10.22 1 62 38,018 2 --- ----- --- Ex. North Off -site 13 Combine 58.23 1 14 48,911 2 9 + 10 ---- ------ 14 Combine 17.29 1 42 64,138 2 11 + 12 ---- --- 15 Combine 63.99 1 14 113,049 2 13 + 14 -- ---- Post-Dev. Det. (2- 16 Rational 19.97 1 38 45,527 10 -- --- --- Ex. on -site (10-yr Rational 7.79 1 42 19,632 10 -- -- ---- Ex. North Roadway 117 18 Rational 15.15 1 42 38,186 10 ---- -- --- Ex. West Off -site 19 Rational 14.93 1 62 55,545 10 -- -- ------ Ex. North Off -site 0 Combine 27.02 1 38 65,159 10 16 + 17 -- -- 21 Combine 25.27 1 42 93,731 10 18 + 19 ---- --- 2 Combine 50.92 1 42 158,890 10 20 + 21 -- — Pre-Dev. In (10-yr 23 Rational 7.06 1 14 5,933 10 — ---- --- Post-Dev. On -site 4 Rational 47.41 1 14 39,828 10 -- ---- --- On -site detained 5 Rational 33.83 1 14 28,418 10 --- ---- ---- N. Roadway out (10 26 Rational 15.15 1 42 38,186 10 -- ----- --- Ex. West Off -site 7 Rational 14.93 1 62 55,545 10 -- ------ ---- Ex. North Off -site 28 Combine 81.25 1 14 68,247 10 24 + 25 — ---- 9 Combine 25.27 1 42 93,731 10 26 + 27 ------ --- 30 Combine 89.67 1 14 161,977 10 28 + 29 ------ ---- Post-Dev. Det. (10 roj. file: Hood-North.GPW OF file: Frederick Co..IDF Run date: 06-27-2001 Hydrograph Summary Report Page 2 Hyd. No. ' Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Volume peak (min) (cult) Return period (yrs) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description 31 Rational 23.22 1 38 52.943 25 --- ----- ---- Ex. on -site (25-yr 32 Rational 9.05 1 42 22,815 25 — --- -- Ex. North Roadway 33 Rational 17.61 1 42 44,376 25 -- ---- Ex. West Off -site 34 Rational 17.28 1 62 64,287 25 — -- ---- Ex. North Off -site 35 Combine 31.41 1 38 75,758 25 31 + 32 -- -- 36 Combine 29.32 1 42 108,664 25 33 + 34 ----- -- 37 Combine I 59.15 1 42 184.421 25 35 + 36 — -- Pre-Dev. In (25-yr i 38 Rational 8.20 1 14 6,887 25 — --- -- Post-Dev. On -site 39 Rational 55.03 1 14 46,229 25 — -- On -site detained ( 40 Rational 39.27 1 14 32,985 25 --- -- -- N. Roadway out (25 41 Rational 17.61 1 42 44,376 25 -- ---- Ex. West Off -site 42 Rational 17.28 1 62 64,287 25 -- --- --- Ex. North Off -site 43 Combine 94.30 1 14 79,214 25 39 + 40 ---- --- 44 Combine 29.32 1 42 108,664 25 41 + 42 --- --- 145 46 Combine Reservoir 104.07 18.03 1 1 14 26 187,878 113,049 25 43 + 44 --- ----- Post-Dev. Det. (25 2 15 730.29 37,142 Post-Dev. Out (2-y 47 Reservoir 23.97 1 27 161,977 10 30 730.76 56,324 Post-Dev. Out (10- 48 Reservoir 28.64 1 26 187,878 25 45 731.00 66,275 Post-Dev. Out (25- jDroj. file: Hood-North.GPW OF file: Frederick COJDF Run date: 06-27-2001 Hydrograph Plot Hyd. No. 7 Pre-Dev. In (2-yr) Hydrograph type = Combine Storm frequency = 2 yrs 1 st inflow hyd. No. = 5 English Peak discharge = 30.86 cfs Time interval = 1 min 2nd inflow hyd. No.= 6 Total Volume = 98,643 cult 7 - Combine - 2 Yr - Qp = 30.86 cfs 40 s� Hyd. 5 30 — 20 / Hyd. 6 10 / Hyd. 7 0 0.0 0.5 1.0 1.5 2.0 2.5 Time (hrs) 1� Hydrograph Plot ' English Hyd. No. 8 ' Post-Dev. On -site Undet. (2-yr) Hydrograph type = Rational Peak discharge = 5.06 cfs I' Storm frequency = 2 yrs Time interval = 1 min Drainage area = 4.0 ac Runoff coeff. = 0.38 Intensity = 3.33 in Time of conc. (Tc) = 14 min- ' I-D-F Curve = Frederick Co..IDF Reced. limb factor = 1 Total Volume = 4,252 cuft t ' 8- Rational -2Yr-Qp=5.06cfs 6 -- ' 5 - 4 3 / Hyd. 8 ' 2 ' 1 ' 0 0 5 10 15 20 25 30 Time (min) Hydrograph Plot Hyd. No. 15 Post-Dev. Det. (2-yr) Hydrograph type = Combine Storm frequency = 2 yrs 1 st inflow hyd. No. = 13 English Peak discharge = 63.99 cfs Time interval = 1 min 2nd inflow hyd. No.= 14 Total Volume = 113,049 cult 15 - Combine - 2 Yr - Qp = 63.99 cfs s0 - Hyd. 13 60 — CY 40 I / Hyd. 14 20 / Hyd. 15 0 0 50 100 150 Time (min) Hydrograph Plot Hyd. No. 46 Post-Dev. Out (2-yr) Hydrograph type = Reservoir Storm frequency = 2 yrs Inflow hyd. No. = 15 Max. Elevation = 730.29 ft Storage Indication method used English Peak discharge = 18.03 cfs Time interval = 1 min Reservoir name = North Basin Max. Storage = 37,142-cuft Total Volume = 113,049 cult 46 - Reservoir - 2 Yr - Qp = 18.03 cfs 80 60 ___ / Hyd. 15 Cf 40 20 / Hyd. 46 0 0.0 0.5 1.0 1.5 2.0 2.5 Time (hrs) Hydrograph Plot Hyd. No. 46 Post-Dev. Out (2-yr) Hydrograph type = Reservoir Storm frequency = 2 yrs Inflow hyd. No. = 15 Max. Elevation = 730.29 ft storage Indication method used. Peak discharge Time interval Reservoir name Max. Storage English = 18.03 cfs = 1 min = North Basin = 37,142-cult Total Volume = 113,049 cult 46 - Reservoir - 2 Yr - Max. El. = 730.29 ft 731.0 730.3 - — 729.5 — a� w 728.8 728.0-/ 727.3 0.0 0.5 1.0 1.5 2.0 2.5 Time (hrs) Hydrograph Plot Hyd. No. 22 Pre-Dev. In (10-yr) Hydrograph type = Combine Storm frequency = 10 yrs 1st inflow hyd. No. = 20 English Peak discharge = 50.92 cfs Time interval = 1 min 2nd inflow hyd. No.= 21 Total Volume = 158,890 cult 22 - Combine - 10 Yr - Qp = 50.92 cfs 60 50- Hyd. 20 40 — U 30 CY / Hyd. 21 20 OF 10 / Hyd. 22 0 0.0 0.5 1.0 1.5 2.0 2.5 Time (hrs) Hydrograph Plot Hyd. No. 23 Post-Dev. On -site Undet. (10-yr) Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 4.0 ac Intensity = 4.65 in I-D-F Curve = Frederick Co..IDF English Peak discharge = 7.06 cfs Time interval = 1 min Runoff coeff. = 0.38 Time of conc. (Tc) = 14 min- Reced. limb factor = 1 Total Volume = 5,933 cuft 23 - Rational - 10 Yr - Qp = 7.06 cfs 8 6 A- 4- / Hyd. 23 CY 2 0 0 5 10 15 20 25 30 Time (min) Hydrograph Plot Hyd. No. 30 Post-Dev. Det. (10-yr) Hydrograph type = Combine Storm frequency = 10 yrs 1 st inflow hyd. No. = 28 English Peak discharge = 89.67 cfs Time interval = 1 min 2nd inflow hyd. No.= 29 Total Volume = 161,977 cuft 30 - Combine - 10 Yr - Qp = 89.67 cfs 100 80 Hyd. 28 60 — CY / 40 Hyd. 29 20 / Hyd. 30 0 0 50 100 150 Time (min) Hydrograph Plot Hyd. No. 47 Post-Dev. Out (10-yr) Hydrograph type = Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 30 Max. Elevation = 730.76 ft Storage Indication method used. English Peak discharge = 23.97 cfs Time interval = 1 min Reservoir name = North Basin Max. Storage = 56,324_cuft Total Volume = 161,977 cuft 47 - Reservoir - 10 Yr - Qp = 23.97 cfs 100 80 — / Hyd. 30 N 60 — U 40 20 t` / Hyd. 47 op 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Time (hrs) Hydrograph Plot ' English Hyd. No. 47 Post-Dev. Out (10-yr) Hydrograph type = Reservoir Peak discharge = 23.97 cfs ' Storm frequency = 10 yrs Inflow hyd. No. = 30 Time interval = 1 min Reservoir name = North Basin Max. Elevation = 730.76 ft Max. Storage = 56,324-_cult Storage Indication mothod used. Total Volume = 161,977 cult ' 47 - Reservoir - 10 Yr - Max. El. = 730.76 ft 731.0 — 730.3 $ 729.5 a� w 728.8 — 728.0 727.3 ' 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Time (hrs) Hydrograph Plot Hyd. No. 37 Pre-Dev. In (25-yr) Hydrograph type = Combine Storm frequency = 25 yrs 1 st inflow hyd. No. = 35 English Peak discharge = 59.15 cfs Time interval = 1 min 2nd inflow hyd. No.= 36 Total Volume = 184,421 cuft 37 - Combine - 25 Yr - Qp = 59.15 cfs 60 50 — - / Hyd. 35 40 30 Cf /Hyd. 36 20 10 / Hyd. 37 0 0.0 0.5 1.0 1.5 2.0 2.5 Time (hrs) Hydrograph Plot I' English Hyd. No. 38 ' Post-Dev. On -site Undet. (25-yr) Hydrograph type = Rational Peak discharge = 8.20 cfs ' Storm frequency = 25 yrs Time interval = 1 min Drainage area = 4.0 ac Runoff coeff. = 0.38 Intensity = 5.39 in Time of conc. (Tc) = 14 min- ' I-D-F Curve = Frederick Co..IDF Reced. limb factor = 1 Total Volume = 6,887 cuft ■ ■ 38 - Rational - 25 Yr - Qp = 8.20 cfs 10 8 ' N 6 — / Hyd. 38 Ci 4 — — 04 2'/ 0 ' 0 5 10 15 20 25 30 Time (min) 1 Hydrograph Plot Hyd. No. 45 Post-Dev. Det. (25-yr) Hydrograph type = Combine Storm frequency = 25 yrs 1 st inflow hyd. No. = 43 English Peak discharge = 104.07 cfs Time interval = 1 min 2nd inflow hyd. No.= 44 Total Volume = 187,878 cult 45 - Combine - 25 Yr - Qp = 104.07 cfs 150 — Hyd. 43 100 U a / Hyd. 44 5 / 0 Hyd. 45 0 50 100 150 Time (min) Hydrograph Plot Hyd. No. 48 Post-Dev. Out (25-yr) Hydrograph type = Reservoir Storm frequency = 25 yrs Inflow hyd. No. = 45 Max. Elevation = 731.00 ft Storage Indication method used. English Peak discharge = 28.64 cfs Time interval = 1 min Reservoir name = North Basin Max. Storage = 66,275-cult Total Volume = 187,878 cult 48 - Reservoir - 25 Yr - Qp = 28.64 cfs 150 — / Hyd. 45 100 Cf 50 00"/ Hyd. 48 0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Time (hrs) Hydrograph Plot Hyd. No. 48 Post-Dev. Out (25-yr) Hydrograph type = Reservoir Storm frequency = 25 yrs Inflow hyd. No. = 45 Max. Elevation = 731.00 ft Storage Indication method used. Peak discharge Time interval Reservoir name Max. Storage English = 28.64 cfs = 1 min = North Basin = 66,275 -cult Total Volume = 187,878 cult 48 - Reservoir - 25 Yr - Max. El. = 731.00 ft 731.0 — 730.3 729.5 a� W 728.8 - 728.0 727.3 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Time (hrs) North Basin 8 — 6 0) 4 CO 2 0 0 100000 200000 300000 400000 Storage (cuft) � I � I I I � I I I I I I I Reservoir Report Page 1 Reservoir No. 1 - North Basin English Pond Data Pond storage is based on known contour areas Stage / Storage Table Stage Elevation ft ft 0.00 727.25 0.75 728.00 1.75 729.00 2.75 730.00 3.75 731.00 4.75 732.00 5.75 733.00 6.75 734.00 Contour area Incr. Storage Total storage sqft cult cult 00 0 0 500 188 188 10,700 5,600 5,788 27,850 19,275 25,063 54,800 41,325 66,388 75,900 65,350 131,738 97,500 86,700 218,438 110,500 104,000 322,438 Culvert / Orifice Structures [A] [B] [C] [D] Rise in = 48.0 24.0 15.0 0.0 Span in = 48.0 24.0 15.0 0.0 No. Barrels = 1 1 4 0 Invert El. ft = 727.25 727.25 730.20 0.00 Length ft = 40.0 0.0 0.0 0.0 Slope % = 0.80 0.00 0.00 0.00 N-Value = .013 .013 .013 .000 Orif. Coeff. = 0.60 0.60 0.60 0.00 Multi -Stage = ---- Yes Yes No Weir Structures [A] [B] [C] [D] Crest Len ft = 15.7 20.0 0.0 0.0 Crest El. ft = 732.50 734.50 0.00 0.00 Weir Coeff. = 3.00 3.00 0.00 0.00 Eqn. Exp. = 1.50 1.50 0.00 0.00 Multi -Stage = Yes No No No Tailwater Elevation = 0.00 ft Note: All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 727.25 0.00 0.00 0.00 --- 0.00 0.00 --- --- 0.00 0.75 188 728.00 4.92 2.68 0.00 --- 0.00 0.00 --- --- 2.68 1.75 5,788 729.00 18.51 10.84 0.00 --- 0.00 0.00 --- --- 10.84 2.75 25,063 730.00 32.68 16.63 0.00 --- 0.00 0.00 --- --- 16.63 3.75 66,388 731.00 43.30 18.32 10.37 --- 0.00 0.00 --- --- 28.69 4.75 131,738 732.00 80.09 16.98 25.62 --- 0.00 0.00 --- --- 42.59 5.75 218,438 733.00 111.40 18.47 28.87 --- 16.66 0.00 --- --- 64.01 6.75 322,438 734.00 131.85 13.77 21.51 --- 86.58 0.00 --- --- 121.86 :,.FTC'•, ...' •� 1 i �WIM.512WI -IN o R MM Department of Planning and Development 540/665-5651 FAX: 540/665-6395 August 14, 2006 Mr. Dennie Dunlap Triad Engineering 200 Aviation Drive Winchester, Virginia 22602 Re: Voiding of Site Plan #06-02; Kernstown Crossing Veterina►y Clinic Property Identification Number (PIN): 63-A-86C Dear Dennie: This correspondence is to inform you that we are voiding the above referenced application from our system. This site plan was officially submitted in February of 2002 and has been inactive since July of 2002. Also, since the above referenced property is no longer owned by the parties that submitted the site plan, this plan is invalid. If you have any questions or concerns please contact me. Sincerely, Candice E. Perkins Planner II CEP/blhd 107 North Kent Street, Suite 202 • Winchester, Virginia 22601-5000 COUNTY of FREDERICK Department of Planning and Development 540/665-5651 FAX: 540/665-6395 July 30, 2002 Mr. John Garber Triad Engineering, hic. 971 Acorn Drive Harrisonburg, Virginia 22802 RE: Review Comments for Site Plan 406-02, Kernstown Crossing Property Identification Number (PIN): 63-A-86C Dear Mr. Garber: Thank you for the revised site plan of the above -referenced project. I have reviewed the plan, and offer the following continents: Caliper of Deciduous Trees. Please state what the caliper of the Hedge Maples Trees will be at the time of planting. You have shown that the Iedge Maples will be planted between five (5) and six (6) feet tall; however, all deciduous trees must be at least 2 inches caliper. Paddock. Please remove the language "(not roofed)" from the paddock area. As discussed previously, all animals must be kept within a filly enclosed structure. Signature. Please remember to sign and seal the final copies of the site plan. Please prepare a revision ofthis site plan, which adequately addresses all comments, and submit one copy for my second review. Once all of the above issues are adequately addressed, and all other agency comments addressed, the site plan should be ready for approval. Approved comment sheets are still required from the following, agencies: the Virginia Department of Transportation (VDOT), the Inspections Departrrrent, the Frederick County Fire Marshal, the Frederick County Health Department, and the Frederick County Sanitation Authority. Please do not hesitate to contact me, if you have any questions or concerns regarding this letter. Sincerely, Jeremy F. Camp - Planner II JFC/kac U: Uerenrn.Gre Non Rei,002002WOVS101in Crnssingl3RcrieuCnnnnenisSP;!0602.xy)d 107 North Kent Street - Winchester, Virginia 22601-5000 4..- i k • . ' 7"1, COUNTY of FREDERICK Department of Planning and Development 5401665-5651 FAX: 540/665-6395 May 8, 2002 Mr. John Garber Triad Engineering, Inc. 971 Acorn Drive Harrisonburg, Virginia 22802 RE: 2nd Review Comments for Site Plan #06-02, Kernstown Crossing Property Identification Number (PIN): 63-A-86C Dear Mr. Garber: In order to clarify what is required, the Department of Planning and Development is adding the review comment shown below to the list that was provided to you on March 6, 2002. Please make note of this comment and prepare an appropriate revision of the site plan. Review Comments: Category A Buffer. A Category A buffer is required against all property lines which adjoin property zoned M2. A Category A buffer requires 50 feet of distance. Since the kennel runs are required to be indoors, they cannot be in the 25-foot inactive or the 25-foot active portion of the required buffer. The equine facility/apartment must also be moved outside of this buffer. Please prepare a revision of this site plan, which adequately addresses all comments, and submit one copy for my re -review. Once all of the above issues are adequately addressed, and all other agency comments addressed, the site plan should be ready for approval. Approved comment sheets are required from the following agencies: the Virginia Department of Transportation (VDOT), the Inspections Department, the Frederick County Engineer (Public Works), the Frederick County Fire Marshal, the Frederick County Health Department, and the Frederick County Sanitation Authority. Please do not hesitate to contact me, if you have any questions or concerns regarding this letter. Sincerely, Jeremy F. Camp - Planner II JFC/kae U: Jereniv Suc Plan Rmew 2002'Kenaunrn Crossing; 21n[IRcI'ne14'Conn/nenlsSP'.06_02.elnl 107 North Kent Street • Winchester, Virginia 22601-5000 LETTER O F T * N S M 1 T T A L 0 971 Acorn Drive L 11A'' D! Harrisonburg, VA 22802 INC.(540) 434-4 935 TRIAD ENGINEERING, (540) 434-5849 fax Geotechnical, Civil, Environmental, office@triadenglneering.net Construction Consultants, Land Planning and Landscape Architecture To Re. Department of Planning and Development Date: 07-09-02 107 North Kent Street Winchester, VA 22601 Request for Site Plan Comments Attention : Jeremy Camp Job No.: CD-047 WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via ❑ Shop Drawings ❑ Prints ❑ Copy of letter ❑ Change Order the following items CI Plans ❑ Samples ❑ Specifications COPIES DATED NUMBER DESCRIPTION 1 07-03-02 C-1:C-9 Kernstown Crossing Plans 1 07-03-02 Engineering Report 1 07-03-02 Comment Response Letter THESE ARE TRANSMITTED as checked below: ❑ For Approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ Samples ❑ Approved as noted ❑ Submit copies for distribution ❑ As Requested ❑ Returned for corrections ❑ Submit copies for distribution • For review and comment ❑ ❑ FOR BIDS DUE: ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS: J U L 1 1002 COPY TO : IAN' i SIGNED If enclosures are not as noted, Ifindly notify us at orale u RIADENGINEERING 971 Acorn Drive, Harrisonburg, Virginia 22802 540.434,4135 tel540.434,5841 fax offlce@triadengineering.net a -mail 3 July 2002 Mr. Jeremy F. Camp, Planner II Department of Planning and Development 107 North Kent Street Winchester, VA 22601-5000 RE: Site Plan #06-02, Kernstown Crossing Triad Engineering, Lic. Triad # CD047 Dear Mr. Camp: The following are an itemized list of our responses to the review comments received from Frederick County agencies. To date, we have received approval of this project from Parks and Recreation and the Health Department. Upon receipt of all approval sheets, I will forward an additional copy of the site plan with appropriate approvals to you. FREDERICK COUNTY DEPARTMENT OF PLANNING AND DEVELOPMENT 1. Proposed extension of Hood Way: All information regarding the extension of Hood 1Vay has been removed from the plans following conversations with HP hood and VDOT. 2. Hood facility entrance: As #1 above. 3. Required front setback: Corrected on sheets C-4 and others. 4. VDOT blockade: As #1 above. 5. Approval box: Corrected on sheet C-1. 6. Proposed dwellings: Notes regarding proposed dwellings have been added to sheet C-4. 'There are proposed apartments over• the central vet facility and the equine facility. Both are to be occupied by staff, as the proposed facility will offer 24-hour emergency vet services. 7. Magisterial district: Correction made to sheet C-1 and Sheet C-4. S. Owner's phone number: Added to sheet C-1. 9. Entrance loop: One-way entrance and exit is proposed. Changes to entrance dimensions have been made in accordance with verbal instructions from VDOT. One-way signs have been added. "Fire Lane -No Parking " signs have also been added. 10. Landscape plan: New sheet C-6 has been added as a landscape plan. 11. "No animals permitted outdoors": Detailed plans to be provided by architect. However, all animals are fully contained. Note added to sheet C-4. 12. Utilities: Electric added to sheet C-4. Note regarding underground placentent added to sheet C-4. 13. Signs: Continent added to sheet C-4. FREDERICK COUNTY DEPARTIMENT OF PUBLIC WORKS (W&S) 1. Phone number for owner: Added to sheet C-1. 2. FCSA construction notes: Added to sheet C-2. 3. Show existing water and sewer easements on I-IP Hood: Added to sheets C-3 and C-4. 4. Modify note on existing waterline: Added to sheets C-3 and C-4. 5. Modify note on existing sanitary sewer: Added to sheets C-3 and C-4. 6. Easement on new hydrant: Easement on new hydrant now extends 10' past c•enterpohtt of lrydrant shown on sheet C-4. 7. Change new sanitary sewer to 6": Change made on sheet C-4. S. Remove gate valve at hydrant: Change made on sheet C-4. Civil, Geotechnical, Environmental, Construction and Landscape Architect Consultants 9. Remove gate valve at wet tap: Change made on sheet C-4. 10. Need profile on sanitary lateral: New sheet C-7 includes this information. 11. Need profile on water lateral: New sheet C-7 includes this information. 12. Private easement required to fire hydrant: Easement in process. Note added to sheet C-4. 13. Remove dual meter element of detail: Change made to sheet C-8. FREDERICK COUNTY FIRE MARSHALL: 1. Change to signs: Signs on sheet C-4 now read "lire Lune No Parking 2. Access to back of building: Per conversation on 516, this comment met by relocating fire hydrant. 3. Additional hydrant to access training facility: Per conversation on 516, this comment met by lowering n•ainirtg facility footprint and consu•uctirtg with 2-hour septeration. Fire wall will2 liour protection. Constructiant type will be 3B. See detailed building plans frann architect. 4. Proposed hydrant within 300' of vet facility: Hydrant has been moved. Hy(b-am is 3 ' front edge of curb, 40' (mi)7) f •onn building, and 300' (nnax) ft•onn any point in the training facility or vet facility. FREDERICK COUNTY DEPARTMENT OF PUBLIC WORKS (E&S) 1. Provide "Responsible Land Disturber" title block. Added to sheet C-1. 2. Place note on plan requiring land disturbance permit. This note has been added to sheet C-5. 3. Change details for culvert and inlet protection. Details on sheet C-7 have been changed. Gravel filters are now specifier/. FREDERICK COUNTY INSPECTIONS OFFICE 1. Building additions shall comply with VA USBC and BOCA: Noted on sheet C-4. 2. Max 2% slope on handicapped parking and unloading. Mark egress on plan: nb1ax slope at handicapped parking is 2%. Nlain egress shown on sheet C-4 and others. 3. Table 503 of BOCA requirements: Noted on sheet C-4, 4. Architect shall be licensed in Virginia: Noted on sheet C-4. If you have any questions or comments, please do not hesitate to contact me at 540.434.4135. Cordially, Triad Engincen g, Inc. l�. Jonathan Garber Staff Engineer Civil, Geotechnical, Environmental, Construction and Landscape Architect Consultants COUNTY of FREDERICK Department of Planning and Development 540/665-5651 FAY: 540/665-6395 March 6, 2002 Mr. John Garber Triad Engineering, Inc. 971 Acorn Drive Harrisonburg, Virginia 22802 RE: Review Comments for Site Plan W-02, Kernstown Crossing Property Identification Numbers (PIN): 63-A-86C Dear Mr. Garber: I have had the opportunity to review the site plan that you prepared for the proposed veterinary facility named, Kernstown Crossing, and I offer the following comments: Review Comments 1) Proposed Extension of Hood Way. It is my understanding that the proposed extension of Hood Way is not planned to be constructed with this project. With this being the case, please provide a narrative on the site plan which explains the intent of the future road extension that is shown. Furthermore, please distinguish the future extension from what is being proposed during Phase One of the development. I could easily look at the plan as it is today and require that the owner construct the road extension prior to occupancy. 2) Hood Facility Entrance. If possible, show the future entrance and driveway for the Hood Facility after the future road is constructed. Otherwise, please provide a statement to the effect that a site plan shall be submitted for review and approval for the future road extension prior to construction. 3) Required Front Setback. You have labeled the front setback as 50 feet, but have drawn it at 35 feet from the front property line. Please make the necessary changes to correct this discrepancy. The required front setback for a B2 property is 50 feet, when adjoining a primary or arterial highway, and 35 feet when adjoining a minor or collector street. 4) VDOT Blockade. I suggest that you show a blockade acceptable to VDOT at the end of the proposed extension of Hood Way. 5) Approval Box. Please provide a space for the Zoning Administrator's Signature and approval date. Remove the space for the Planning Director from the site plan. 6) Proposed Dwellings. Please show the location of all proposed dwellings. Furthermore, please provide a statement to the effect that the residents of the dwellings must be directly associated with the on -site business, such as an employee. 7) Magisterial District. The Magisterial Districts were changed this past year. The subject property is now within the Shawnee Magisterial District. Please make the necessary changes. 107 North Kent Street • Winchester, Virginia 22601-5000 Page 2 Review Comments for Site Plan 906-02 Mr. John Garber March 6, 2002 8) Owner's Phone Number. Please provide a phone number for the owner on the site plan. 9) Entrance Loop. The proposed loop entrance to the property may prompt people to park directly in the driveway for short periods of time. If this is the intent, please provide a loading area in front of the building for this purpose. Otherwise, please provide striped no -parking lanes in front of the entrance to the building. You should also provide measures to prevent vehicles from entering the incorrect entrance, if you are proposing a one-way entrance and exit. 10) Landscape Plan. Please provide a landscape plan which meets all requirements of the Frederick County Zoning Ordinance. This would include perimeter landscaping, interior landscaping, parking lot landscaping calculations, open space calculations, and details for all other proposed landscaping. The landscape plan should also provide the species of trees and shrubs to be used, the diameter of all trees at the time of planting, and the location of all trees and shrubs. 11) No Animals Permitted Outdoors. The Zoning Ordinance requires that all animals be kept indoors within the B2 Zoning District for veterinary offices and other related animal speciality services. The outdoor, kennel runs are not permitted unless they are fully enclosed and part ofthe primary structure. Please make all necessary changes. 12) Utilities. Please show the location of the proposed electric connection and utilities. In addition, provide a statement to the effect that all proposed utilities will be located underground. 13) Signs. Please provide a statement to the effect that all future signs are required to be permitted through the Department of Building Inspections prior to installation. Please prepare a revision of this site plan, which adequately addresses all of the above comments, and submit one copy for my re -review. I am providing you with a red -lined copy of the site plan to assist you in preparing a revision. Once all of the above issues are adequately addressed, and all other agency comments addressed, the site plan should be ready for approval. Approved comment sheets are required from the following agencies: the Virginia Department of Transportation (VDOT), the Inspections Department, the Frederick County Engineer (Public Works), the Frederick County F ire Marshal, the Frederick County Health Department, and the Frederick County Sanitation Authority. Please do not hesitate to contact me, if you have any questions or concerns regarding this letter. Sincerely, Je/my'�F/Camp - Planner II JFC/kae Enclosure U:Veremy6Site Plan RaWew 2002Wiernstown CrossingV2eviu%CommentiSPiIO6_02.wpd 1 � �OVSyN I -�`J ostEb S�o� II LOT 3 THE ESTATE OF LOT 2 �I NAOMI POOLE ADAMS THE ESTATE OF i 935/739 I \ NAOMI POOLE ADAMS -82YE I 935/739 zl f 582 3 vIERCIAL — I I TER =SMT..II I I EX, 21' l WATERLINE ESMT. II 923/1171 PK AIL N57'38'40"W 15.78' N33'08'27"E 45.45' N34'42'53"E 29.46' NAIL FOUND ---- IN CONC. I � j1$TING . i 77.32' I I � I m _� { S i S34 42 58"W _ IRF S34'42'S8"W — &_ — — — •' — — 295�' — IRF - 7( 120 SAN. SEW. ESMT. - - — — SET&4CK . II (F.C.SA) FUTURE 75' BUILDING II I I Il I I I ICI Irl I I I 1 U I 1 I I I I� I_I I I I I V I 1 I I IIIIly � Illtlll'l n IIIII IIIII II,I n ,I I1111I I �\ i101 �C/L NORTHERN VA Fi' H I-H+11+1 I-ti'i I -I 11POWERCO.R1I UII I IIIJJI231/90 I I 0 { { { \ POTOMACNEDISON CO. 63-A-81 746/543 USE: COMMERCIAL 10' TEMP. AIL FOUND rCONSTRUCTION ESMT. IN CONC. /ICJ 923/1171 FUTURE 20' WATER OH FOUNI rAND SAN. SEW. ESMT. IN ROCK r. ,An• 0R"T7 d Ply zo BOUNDARY LINE TO EXISTING ALLEGHENY POWER HEDGE MAPLE � f � 2. 10 I ��5 2 t� v✓i a r� . p r (� 5e' PROPOSED 10' SPREADING LANDSCAPING EASEMENT ENGLISH YEW CRANBERRY COTON EASTER m @ Qm mQ 0 0 0 0 i EDGE OF PROPOSED BUILDING AUSTRIAN PINE DWARF ALBERTA SPRUCE CD-047 Kernstown Crossing Frederick County, VA S c c l e. 1" — 1 0' UVAD PLATE NO. Triad Engineering, Inc. 1 L E T T E R ❑ F TOA N S M I TTAL • .. 971 ,Acorn Drive i: Harrisonburg, VA 22802 TRIAD ENGINEERING, INC. (540) 434-4135 (540) 434-584 f fax Geotechnical, Civil, Environmental, office@triadengineering.net Construction Consultants, Land Planning and Landscape Architecture To : Department of Planning and Development Date : 07-09-02 107 North Kent Street Attention : Jeremy Camp Winchester, VA 22601 Job No.: CD-07-02-0055 Re: Request for Site Plan Comments WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via ❑ Shop Drawings ❑ Prints 0 Plans ❑ Copy of letter ❑ Change Order ❑ ❑ Samples the following items ❑ Specifications COPIES DATED NUMBER DESCRIPTION 2 07-09-02 C-1:C-3 Airport Warehousing Construction Plans 1 Request for Site Plan Comments 1 Submittal Letter THESE ARE TRANSMITTED as checked below: ❑ For Approval ❑ Samples ❑ As Requested 0 For review and comment ❑ FOR BIDS DUE: REMARKS: ❑ Approved as submitted ❑ Resubmit ❑ Approved as noted ❑ Submit _ ❑ Returned for corrections ❑ Submit ❑ PRINTS RETURNED AFTER LOAN TO US SIGNED: copies for approval copies for distribution copies for distribution JUL 1 0 2002 DEPT. OFPiAiNN1NG,,[) .vtl.i'r'%iENT if enclosures are not as noted, kindly notify us at once Request For Site Plan Comments Department of Planning and Development CIL Mail to: Hand deliver to: JUL ! 1•U01 Department of Planning and Development 107 N. Kent Street Attn: County Planner Fourth Floor 107 North Kent Street Winchester, -VA Winchester, VA 22601 (540) 665-5651 (540) 665-5651 Please fill out the information as accurately as possible in order to assist the agency with their review. Applicant's Name:, Triad Engineering, Inc. for Kernstown Crossing Address: 971 Acorn Drive Harrisonburg, VA 22802 Phone Number: 540.434.4135 Name of development and/or description of the request: Location of property: Kernstown Crossing Hood Way at US 11 in Kernstown Planning and Development's Comments: 16 2,J Request For Site Plan Comments Frederick County Engineering Department Mail to: Frederick County Engineering Dept.- Attn: Director of Engineering 107 North Kent Street Winchester, VA 22601 (540) 665-5643 Hand deliver to: 107 N. Kent Street Fourth Floor Winchester, -'VA (540) 665-5643 Please fill out the information as accurately as possible in order to assist the agency with their review. :Applicant's Name:. Triad Engineering, Inc. for Kernstown Crossing Address:. 971 Acorn Drive Harrisonburg, VA 22802 Phone Number: 540.434.4135 Name of development and/or description of the request: Kernstown Crossing Engineering Department's Comments: Hood way at U5 11 in Kernstown 18 05/23/02 TIIU 15:20 FAX 540 4345841 0 a 001 FACSIMILE TRANSMITTAL 971 Acorn Orive Harrisonburg, VA Y- ZZOO 1 (v" 40) 434-413M TRIAD ENGINEERING, INC. (S4O) 434-5841 fax Civil, Survey, Geotechnical, Environmental, office@triadengineering.net Construction Consultants, Land Planning and Landscape Architecture Consultants To: Jeremy Camp Fax: (540) 665-6395 From: Jon Garber Pages: 3 (including cover) Phone: (540) 665-5651 Date: 05/23/02 Re: Buffer Category "A" CC: ❑ Urgent ❑ For Review ❑ Please Comment ❑ Please Reply ❑ As Requested e Comments: 05/23/02 THU 15: 20 FAX 540 4345841 Ia 002 11.0. Box 1448 Harrisonburg, VA 22803 Phone: 540-4344135 Fax: 540-434-5841 Department of Planning and Zoning Frederick County, Virginia May 23, 2002 Re: Buffer Category "A" To Whom It May Concern: Triad Engineering is pleased to provide public comment regarding the interpretation of Frederick County Code Section 165-37 "Buffer and Screening Requirements". There has been some uncertainty regarding the most appropriate interpretation of the requirements of Buffer Category "A" as described in Table (a) of subsection D.1. As noted on this table Full Screen and Landscape Screen requirements are described by dashes ("-"), and No Screen is described as having a total of 50 feet of buffer. Triad interprets the dashes in Full Screen and Landscape Screen to be equivalent to 0 feet of buffer distance based on the following observations: 1. Section 165-37.B.(1) explicitly states "The higher the level of screening provided, the lower the level of distance buffer required". If No Screen has a distance requirement of 50 feet, then higher levels of screening must, as noted by the above section of ordinance, have lower distance requirements. 2. Table (b) of subsection D gives buffer requirements between zoning categories. This table clearly uses the dash symbol to indicate "not required". i.e. there is no buffer requirement between two RP -zoned sites. These points combine to clearly and without bias establish the meaning of the dash to be "0" or "not required". There are additional considerations that may be derived from the apparent intent of the ordinance. A particular applicant, Kernstown Crossing, is required to provide Category A buffer between a B-2 development and existing M-1 sites. This applicant proposes a Landscape Screen in accordance with 165-37.B.(1), and in fact the proposed screen exceeds the minimum requirements of this section of the ordinance. This screen will not only separate the new facility from the existing M-1 lots, it will lower the energy required to heat and cool the applicant`s building, it will slow storm water runoff, and it will provide visual relief in the context of the larger industrial park —all appropriate goals in tine with the intent of the ordinance. Requiring a minimum of 50 feet of distance buffer in all Category "A" situations removes any impetus on the part of a developer to incur additional landscaping costs, and this is apparently contrary to the larger goals of Frederick County. Accepting reduced or eliminated buffer distances in the Full Screen or Landscaped Screen types encourages the establishment of "green strips", thereby lowering the impact of development on the overall environment. Triad Engineering, Inc. Morgantown • St. Albans Winchester • Harrisonburg West Virginia Virginia 05/23/02 TIIU 15:20 FAX 540 4345841 Ia003 In summary, Triad believes that interpreting the dashes in Table (a) of Section 165-37.D.(1) to be "0" or "not required" is both accurate and appropriate, and we urge Frederick County Department of Planning and Development to do so. Very Sincerely, �4JV� Jonathan Garber Project Engineer Triad Engineering 0 .0 SITE PLAN APPLICATION 1. Project Title: KERNSTOWN CROSSING 2. Location of Property Hoodway at US 11 (street address) Winchester, VA 22602 3. Property Owner: Estate of Naomi Poole Adams Address: 5223 12th Street North Arlington, VA 22205 Telephone: 540.667.1266 4. Applicant/Agent Kernstown Crossing Address P.O. Box 220 Stephenson, VA 22658 Contact: Cheryl Anderson Telephone: 540.636.0291 5. Designer: Triad Engineering, Inc. Address: 971 Acorn Drive Harrisonburg, VA 22802 Telephone: 540.434.4135 Contact: Jon Garber 6 s 6. Is this an original or revised site plan? Original X Revised 7a. Total acreage of parcel to be developed: 4.245 7b. Total acreage of parcel: 4.245 " 8. Property Information: a) Property Identification Number: 63-A-86C b) Current Zoning: B-2 c) Present Use: Vacant. d) Proposed Use: Full Service.Veterinary & Kennel e) Adjoining Property Use(s) Industrial/Vacant/Residential f) Adjoining Property Identification Number(s) see attached g) Magisterial District(s) Back Creek I have read the material included in this package and understand what is required by the Frederick County Planning Department. I also- understand that all required material will be complete prior to,the submission of my site plan. Signature: 4w,_1_V/� Date: 7 DEPT, OF P'.-,� �!^'�^�r �r��1FI OPMFlv11' d • Adjoining Property Owners Rezoning For the purpose of this application, adjoining property is any property abutting the requested property on the side or rear or any property directly across a public right-of-way, a private right-of-way, or a watercourse from the requested property. Name and Property Identification Number Address Name: Schenk Foods Company, Inc. P.O. Box 2398 Winchester, VA 22604 Property 9 63-A-67 Name: Schenk Foods Company, Inc. P.O. Box 2298 Winchester, VA 22604 Property 11 63-A-68 Name: Schenk Foods Company, Inc. P.O. Box 2298 Winchester, VA 22604 Property 11 63-A-69 Name: William 1-1. (Jr.) and Barbara W. Black 220 Clayhill Drive Winchester, VA 22602 Property 11 63-A-70 Name: Edgar C. and Lucy M. Baker 3514 Valley Pike Winchester, VA 22602 Property 11 63-A-71 Name: Kenneth W. Turner 3510 Valley Pike Winchester, VA 22602 Property # 63-A-72 Name: Margaret D. Bloxom 113 King Lane Winchester, VA 22602 Property 11 63-A-73 Name: Allegheny Power Company 10435 Downsville Pike Hagerstown, MD 21740 Property 11 63-A-80 Name: Allegheny Power Company 10435 Downsville Pike Hagerstown, MD 21740 Property 11 63-A-81 Name: Carl E. and Ann Lee Frye P.O Box 2467 Winchester, VA 22604 Property It 63-A-82 Name: HP I lood, Inc. 90 Everett Avenue 11200 Chelsea, MA 02150 Property 11 63-A-86A SITE PLAN CHECKLIST The checklist below indicates all the information that needs to be submitted as part of the site plan application. All required information must be submitted prior to the final approval of any site plan. The Department of Planning and Development will review the application to ensure that it is complete:.., If any portion is not included or..complete, the site plan application will not be accepted and returned: to the applicant(s). Site Plan Package One set of approved comment sheets are required from the following review agencies prior to final site plan approval. It is recommended that applicants contact the Department of Planning and Development to determine which review agencies are relevant to their site plan application. A Virginia Department of Transportation (VDOT) X Frederick County Sanitation Authority X Department of Planning and Development R Inspections Department Frederick County Engineer (Public Works) Frederick County Fire Marshal Department of Parks and Recreation One copy of the Site Plan application Five Copies of the Final Site Plan for approval One reproducible copy of the Site Plan (if required) A 35mm slide of the Site Plan (if required) County Health Department City of Winchester Town of Stephens City Town of Middletown Airport Authority Soil & Water Conservation District Request for Street Name • The following information must be included on your site plan. If your site plan is incomplete or is missing information, it will not be reviewed and returned to you for revisions. Administrative Information Y N X 1. X 2. X 3. X 4. x X N/A x x General Site Information Y N. X X X X X X X 0 91 Name of proposed development. Name, address, and phone number of owner. Name, address, and phone number of developer. Name, address, and phone number of designer. Certificate of surveyor, engineer, or architect. Date plan prepared and date of revisions. A listing of all conditions placed on the site as a result of a conditional use permit or conditional zoning approval. A space labeled "Approved by the Zoning Administrator" for the approval signature and date of approval. A description of setbacks or conditions placed on the site as a result of a variance approval. (Reference the variance application number.) 10. Location map (scale 1:2000) 11. Magisterial District 12. Scale of site plan (not to exceed 1:50) 13. North Arrow 14. Zoning of site 15. Use, zoning, and Property Identification Number (PIN#) of all adjoining properties. This includes properties located across right-of-ways, streams, and railroad tracks. 16. Surveyed boundaries for all lots and parcels. 9 General Site (con't Y N _ X 17. Acreage of all lots included in the plan. X 18. The location and dimensions of all required setbacks and yard areas. NIA 19. The location and type of all dwelling units. N/A 20. Location and description of all recreation facilities. X 21. Location of sidewalks and pedestrian ways. N/A 22. Location and area of common open space. N/A 23. The location, height, and dimensions of all signs. N/A 24. Location, height, and specifications of outdoor lighting fixtures. N/A 25. Location and nature of outdoor storage areas. N/A 26. Location of outdoor trash receptacles and dimensions of N/A structure (fencing, etc.) required to enclose receptacles. Building Information Y N X 27. The height of all buildings and structures. X 28. Location of all buildings, structures and uses. X 29. The proposed use of each building, structure and area. X 30. Ground floor area and total floor area of all buildings with FAR calculations for commercial and industrial zoning districts. Roads Y N X 31. Name and number of existing and planned streets on and adjoining the site. X 32. Location of existing and planned streets on and adjoining the site. X 33. Posted speed limit of existing adjacent roads. X 34. Location and dimensions of all proposed entrances from public right-of-ways. I N/A 35. Location of all entrances on adjoining roads within 200 feet of the X proposed or existing entrance. 36. Dimensions, boundaries, width, pavement, and construction of planned roads. Utilities Y N X 37. Location of all utilities, including sewer and water lines with the size of lines, mains, and laterals. X 38. Location and width of all easements, including access, utility, and drainage easements. 39. Location and nature of fire lanes, fire hydrants, and all other X facilities necessary to meet Fire Code requirements. Parkin Y N X 40. Calculations describing the required number of parking and loading spaces. X 41. Location and dimensions of all parking and loading spaces, driveways, parking aisles, curbing and other features to be used. X 42. Location and dimension of all disabled parking spaces and ramps. Natural Features Y N X 43. Existing and finished contour lines. X 44. Location of steep slopes, woodlands, floodplains, wetlands, sinkholes, and other environmental features. X 45. Location of streams and drainage ways. Landscaping Y N N/A 46. Landscaping plan describing location and types of plants to be used. N/A 47. Location of required buffers and screening with cross sections or profiles. Erosion and Sediment Control Y N x 48. A stormwater management plan with run off calculations and location and description of facilities to be used. x 49. Soil erosion and sedimentation control plan describing the location and methods to be used to minimize erosion and sedimentation during development. I 12 LETTER0 O F T R A N S I T T A L i i � Rei 971 Acorn Drive Harrisonburg, VA 22802 TRIAD ENGINEERING, INC. (540) 434•-4135 (540) 434-5841 fax Geotechnical, Civil, Environmental, office@triadengineering.net Construction Consultants, Land Planning and Landscape Architecture To : Department of Planning and Development Date: 2/12/02 107 North Kent Street Attention : County Planner Winchester, VA 22601 Job No.: CD-047 Re : Request for Site Plan Comments WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items ❑ Shop Drawings ❑ Prints Z Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change Order ❑ COPIES DATED NUMBER DESCRIPTION 2 2-08-02 C-1:C-7 Kernstown Crossing Plans 2 2-08-02 Engineering Report 1 Request for Site Plan Comments THESE ARE TRANSMITTED as checked below: ❑ For Approval ❑ Samples ❑ As Requested 0 For review and comment ❑ FOR BIDS DUE: REMARKS: ❑ Approved as submitted ❑ Resubmit ❑ Approved as noted ❑ Submit _ ❑ Returned for corrections ❑ Submit ❑ PRINTS RETURNED AFTER, LOAN TO US E CE COPY TO : 2002 SIGNED: DFPI. 0` PL',NNINGONFLOPMENT. If enclosures are not as noted, kindly notify us at once copies for approval copies for distribution copies for distribution 4 0 i� Request For Site Plan Comments Department of Planning and Development Mail to: Hand deliver to: Department of Planning and Development 107 N. Kent Street Attn: County Planner Fourth Floor 107 North Kent Street Winchester, -VA Winchester, VA 22601 (540) 665-5651 (540) 665-5651 Please fill out the information as accurately as possible in order to assist the agency with their review. Please attach two (2) copies of the site plan with this sheet. Applicant's Name:. Address: Triad Engineering, Inc. for Kernstown Crossing 971 Acorn Drive Harrisonburg, VA 22802 Phone Number: 540.434.4135 Name of development and/or description of the request: Kernstown Crossing Hood Way at US 11 in Kernstown Location of property: . . ��B1.5"Z Planning and Development's Comments: 16 DEPT, OF PLANhllNirinrUFI OPMENT . • • COUNTY of I+ REDERICK Department of Public Works 540/665-5643 FAX: 540/678-0682 August 26, 2004 Mr. Gary Oates, L.S. N/Imitgomery Engineering Group, Inc. 180-9 Prosperity Drive Winchester, Virginia 22602 RE: Site Plan Comments - Prosperity Properties, LLC - II Lot 6 - Kernstom Business Park Frederick County, Virginia Dear Gary: Upon review of the subject site plan, we offer no comments at this time. Therefore, we recommend approval of the subject site plan. JCW/rls cc: Planning and Development] file A: I prasperilpprnpllcIL upul Sincerely, Joe C. Wilder Deputy Director 107 North Kent Street • Winchester, Virginia 22601-5000 AUG 3 1 2004 1� FREDERICK COU