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HomeMy WebLinkAboutWPO201700034 Certified Engineer's Report 2017-06-09 i EROSION & SEDIMENT CONTROL NARRATIVE AND STORMWATER MANAGEMENT REPORT West View Farm Driveway, Addition, & Improvements Albemarle County, VA if, { j> t f i .,,,..:....44,0 '7..* T 4 } k ---.• '. a ti Ite � �,. ` ..., , _fay# .� in I iigr I ,r, ii PREPARED FOR: Mr. and Mrs. Tim Davis t,TH Op P. t 1575 Ingleridge Farm r Charlottesville, Virginiar� GVAIIIII :I oN� Lie. No. 051495 I 6/°/11 w March 31, 2017 0S`SIONALe~ ii REVISED:JUNE 9, 2017 PREPARED BY: I mo'... ' Draper Aden Associates NC:;11P Engineering • Surveying • Environmental Services 1110 Avon Street APPROVED Charlottesville, VA 22902 by the Albemarle County DAA Project Number: C16101C-01 Community ev lopment Department I Date 16 tct I File uoio t L 1'j imv This Document has been subjected to technical and quality reviews by: IVO ,r 6//7 61, drew J. He 4n, E.I.T. Date Project Engin-er 6//7 hs E. Campbell Bolton, P.E. Date Project Manager .f1�►P 6/ /7 Christopher E. Sonne, P.E. Date Quality Reviewer lrw it titt ;be L TABLE OF CONTENTS too PART I: EROSION AND SEDIMENT CONTROL NARRATIVE 4 A. PROJECT DESCRIPTION 4 B. EXISTING SITE CONDITIONS 5 too C. ADJACENT PROPERTY 5 too D. PLANNED OFFSITE ACTIVITIES 5 E. SOILS 5 F. CRITICAL EROSION AREAS 6 G. EROSION AND SEDIMENT CONTROL MEASURES 6 too H. STRUCTURAL PRACTICES 11 I. VEGETATIVE PRACTICES 13 J. PERMANENT STABILIZATION 15 boo K. CONSTRUCTION SCHEDULE 15 L. MAINTENANCE 18 PART II: STORMWATER MANAGEMENT REPORT 19 A. STORMWATER MANAGEMENT OVERVIEW 19 B. WATER QUALITY ANALYSIS 20 C. CHANNEL PROTECTION ANALYSIS 22 tooO D. FLOOD PROTECTION ANALYSIS 21 E. SHEET FLOW ANALYSIS 21 F. STORM SEWER SYSTEM ANALYSIS 21 I#J G. MAINTENANCE 22 i. 610 100 E&S Narrative and SWM Report West View Driveway, Addition &Property Improvements Page 2 of 22 1 r I APPENDICES APPENDIX A—Rainfall Report 1. NOAA Atlas 14 Precipitation Intensity Data for Albemarle County, Virginia APPENDIX B—Soils Report 1 1. National Resource Conservation Service (NRCS) Custom Soil Resource Report for Albemarle County,Virginia APPENDIX C—Drainage Area Calculations 1. Drainage Area Calculations 2. Time of Concentration Calculations 3. Hydrographs APPENDIX D—Channel& Flood Protection 1. Channel and Storm Sewer Calculations APPENDIX E—Wateruali Q ty 1. Virginia Runoff Reduction Method Re-Development Worksheet—v3.0— Site Information Tab I I J 1 I I E&S Narrative and SWM Report West View Driveway, Addition &Property Improvements Page 3 of 22 Part 1: Erosion & Sediment Control Narrative A. PROJECT DESCRIPTION The project includes the relocation approximately 5,350 linear feet of driveways to service the residence and associated buildings at 1575 Ingleridge Farm, located in Albemarle County, Virginia. Construction will include demolition of the existing gravel roadway and replacing it with a combination of paved and gravel driveways, an addition to the existing Ito residence at the northern end of the property, the construction of a pool and pool house, and mass grading of the site to return the terrain back to a more natural state. The driveway and site mass grading will be completed as the first phase in the project. The residence addition and associated site features will be constructed as a second phase, once the driveway has been constructed. The project will have a total disturbed area of approximately 23.01 acres. Within the limits of the disturbance, the pre-developed condition consists of 20.23 acres of managed turf and 2.68 acres of impervious area. The proposed post-development condition will consist of w„ 20.42 acres of managed turf and 2.49 acres of impervious area within the limits. 9.10 acres of forested/open space outside of the limits of disturbance but within the limits of the subject property will be included in a proposed conservation easement to meet water quality requirements. The project is anticipated to begin in August 2017 and be completed in approximately 9 ier months. The project will be required to operate under a Virginia Stormwater Management Program Construction General Permit. B. EXISTING SITE CONDITIONS The property is located northeast of Barracks Road (SR-654), approximately 1.3 miles from U.S. 250. A 156.8 acre portion of the Ingleridge Farm property was previously subdivided from the main farm house for future development. A gravel road and stormwater management features were installed approximately 10 years ago for a residential subdivision. its Progress was halted on the subdivision and the 156.8 acres property was recently purchased for the use of a residential farm. Over the past 10 years, it has been vacant but maintained as a mix of pastures and woods. Recently, it has been further subdivided into two parcels, but remains under the same ownership and will be developed together with this project. The tor, existing gravel road along the eastern edge of the property is planned to be converted to a driveway by realigning and narrowing it. E&S Narrative and SWM Report West View Driveway, Addition &Property Improvements Page 4 of 22 The overall farm has hills and slopes directing runoff in all directions. The property 1 generally has slopes of 5-15%with steeper slopes up to 2:1 near the streambeds. Runoff from the site flows toward streams and ponds on or near the site. Ivy creek runs along the west and north sides of the property. A small tributary flows from west to east under the driveway, approximately 500-feet from the entrance off Barracks Road. This tributary flows to a larger tributary running from south to north along the east side of the property, and eventually combines with Ivy Creek at the north corner of the property. A pond installed with the 1 subdivision work exists near the center of the site and discharges into Ivy Creek. Overall, all runoff ends up in Ivy Creek, flowing to the north. The proposed driveway will be constructed from south to north across the subject property following existing topography wherever possible. C. ADJACENT PROPERTY The Ingleridge Farm property is bordered by agriculture land on all sides. Barracks Road runs along the southwest property line, housing subdivisions are located to the southeast and south,and other farm properties surround the rest of the property. Ivy Creek and its tributaries flow around the north, east and west sides of the property. D. PLANNED OFF SITE ACTIVITIES This plan and permit only applies to onsite activities, shown within the limits of disturbance. Any excess or unsuitable material will be transported to an off-site disposal area with an approved erosion control plan by the authority having jurisdiction. All off-site areas I where material is obtained or is disposed shall have an approved erosion control plan. The names of any offsite areas must be provided to Albemarle County prior to being utilized. E. SOILS A Natural Resource Conservation Service (NRCS) Custom Soil Resource Report for Albemarle County, Virginia dated March 29, 2017 shows four main soil types on the site; Hayesville loam (49.6%), Hayesville clay loam (28.8%), Ashe loam (10.9%), and Turbeville loam(7.8%).Nearly all soils on site are characterized as hydrologic soil group B. For the full report,refer to Appendix A-1. I E&S Narrative and SWM Report West View Driveway, Addition & Property Improvements Page 5 of 22 F. CRITICAL EROSION AREAS The site has several critical erosion areas that should be monitored closely during construction. All work near and within the stream buffers shall be checked frequently to ensure the proposed trapping measures are functioning adequately. Adjustments and reinforcements should be made where necessary to minimize sediment loss into the stream ter buffers. Also, several slopes being disturbed are considered steep per the erosions and sediment control regulations. During earthwork, additional slopes with no vegetative cover can become critical if proper measures are not immediately taken, including surface roughening and stabilization. Regular inspections shall be conducted across the entire site to ensure slopes do not become erosive as construction progresses. In general, the contractor shall minimize the areas disturbed at one time and shall immediately apply seed and mulch to denuded areas after work is performed. to"' G. EROSION AND SEDIMENT CONTROL MEASURES Unless otherwise indicated, all vegetative and structural erosion and sediment control tie measures shall be constructed and maintained according to the latest standards and specifications of the Virginia Erosion and Sediment Control Handbook. Unless waived or approved by local administrator,the minimum standards of VESCR shall apply. MINIMUM STANDARDS: A VESCP must be consistent with the following criteria,techniques and methods: 1. Permanent or temporary soil stabilization shall be applied to denuded areas within seven tor days after final grade is reached 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 dormant for longer than 14 days. Permanent stabilization shall be applied to areas 4 that are to be left dormant for more than one year. 2. During construction of the project, soil stock piles and borrow areas shall be stabilized or Ur protected with sediment trapping measures. The applicant is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well as Ir borrow areas and soil intentionally transported from the project site. 3. A permanent vegetative cover shall be established on denuded areas not otherwise " permanently stabilized. Permanent vegetation shall not be considered established until a ground cover is achieved that is uniform, mature enough to survive and will inhibit erosion. E&S Narrative and SWM Report West View Driveway, Addition & Property Improvements Page 6 of 22 I 4. Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended to trap sediment shall be constructed as a first step in any land-disturbing activity and shall be made functional before upslope land disturbance takes place. 5. Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after installation. 6. Sediment traps and sediment basins shall be designed and constructed based upon the total drainage area to be served by the trap or basin. a. The minimum storage capacity of a sediment trap shall be 134 cubic yards per acre of drainage area and the trap shall only control drainage areas less than three acres. b. Surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or equal to three acres shall be controlled by a sediment basin. The minimum storage capacity of a sediment basin shall be 134 cubic yards per acre of drainage area. The outfall system shall, at a minimum, maintain the structural integrity of the basin during a 25-year storm of 24-hour duration. Runoff coefficients used in runoff calculations shall correspond to a bare earth condition or those conditions expected to exist while the sediment basin is utilized. 7. Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. Slopes that are found to be eroding excessively within one year of permanent stabilization shall be provided with additional slope stabilizing measures until the problem is corrected. 8. Concentrated runoff shall not flow down cut or fill slopes unless contained within an I adequate temporary or permanent channel, flume or slope drain structure. 9. Whenever water seeps from a slope face, adequate drainage or other protection shall be provided. 10. All storm sewer inlets that are made operable during construction shall be protected so that sediment-laden water cannot enter the conveyance system without first being filtered or otherwise treated to remove sediment. 11. Before newly constructed stormwater conveyance channels or pipes are made operational, adequate outlet protection and any required temporary or permanent channel lining shall be installed in both the conveyance channel and receiving channel. 12. When work in a live watercourse is performed, precautions shall be taken to minimize encroachment, control sediment transport and stabilize the work area to the greatest extent possible during construction. Nonerodible material shall be used for the E&S Narrative and SWM Report West View Driveway, Addition & Property Improvements Page 7 of 22 construction of causeways and cofferdams. Earthen fill may be used for these structures if armored by nonerodible cover materials. r 13. When a live watercourse must be crossed by construction vehicles more than twice in any six-month period, a temporary vehicular stream crossing constructed of nonerodible material shall be provided. it 14. All applicable federal, state and local requirements pertaining to working in or crossing live watercourses shall be met. it 15. The bed and banks of a watercourse shall be stabilized immediately after work in the watercourse is completed. tor 16. Underground utility lines shall be installed in accordance with the following standards in addition to other applicable criteria: 'i""' a. No more than 500 linear feet of trench may be opened at one time. b. Excavated material shall be placed on the uphill side of trenches. c. Effluent from dewatering operations shall be filtered or passed through an approved sediment trapping device, or both, and discharged in a manner that does No not adversely affect flowing streams or off-site property. d. Material used for backfilling trenches shall be properly compacted in order to minimize erosion and promote stabilization. e. Restabilization shall be accomplished in accordance with this chapter. f. Applicable safety requirements shall be complied with. tro 17. Where construction vehicle access routes intersect paved or public roads,provisions shall be made to minimize the transport of sediment by vehicular tracking onto the paved surface. Where sediment is transported onto a paved or public road surface, the road surface shall be cleaned thoroughly at the end of each day. Sediment shall be removed iI from the roads by shoveling or sweeping and transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this manner. This ri"" provision shall apply to individual development lots as well as to larger land-disturbing activities. 18. All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after the temporary measures are no longer needed, unless sir otherwise authorized by the VESCP authority. Trapped sediment and the disturbed soil areas resulting from the disposition of temporary measures shall be permanently oro stabilized to prevent further erosion and sedimentation. to E&S Narrative and SWM Report West View Driveway, Addition &Property Improvements Page 8 of 22 19. Properties and waterways downstream from development sites shall be protected from sediment deposition, erosion and damage due to increases in volume, velocity and peak flow rate of stormwater runoff for the stated frequency storm of 24-hour duration in accordance with the following standards and criteria. Stream restoration and relocation projects that incorporate natural channel design concepts are not man-made channels and shall be exempt from any flow rate capacity and velocity requirements for natural or man-made channels: a. Concentrated stormwater runoff leaving a development site shall be discharged directly into an adequate natural or man-made receiving channel, pipe or storm I sewer system. For those sites where runoff is discharged into a pipe or pipe system, downstream stability analyses at the outfall of the pipe or pipe system shall be performed. b. Adequacy of all channels and pipes shall be verified in the following manner: (1) The applicant shall demonstrate that the total drainage area to the point of analysis within the channel is one hundred times greater than the contributing drainage area of the project in question; or (2) (a) Natural channels shall be analyzed by the use of a two-year storm to verify that stormwater will not overtop channel banks ,I nor cause erosion of channel bed or banks. (b) All previously constructed man-made channels shall be r analyzed by the use of a ten-year storm to verify that stormwater will not overtop its banks and by the use of a two-year storm to J demonstrate that stormwater will not cause erosion of channel bed or banks; and (c) Pipes and storm sewer systems shall be analyzed by the use of a ten-year storm to verify that stormwater will be contained within the pipe or system. c. If existing natural receiving channels or previously constructed man-made channels or pipes are not adequate,the applicant shall: (1) Improve the channels to a condition where a ten-year storm will 8 not overtop the banks and a two-year storm will not cause erosion to the channel,the bed, or the banks; or (2) Improve the pipe or pipe system to a condition where the ten- year storm is contained within the appurtenances; E&S Narrative and SWM Report West View Driveway, Addition & Property Improvements Page 9 of 22 tor (3) Develop a site design that will not cause the pre-development peak runoff rate from a two-year storm to increase when runoff outfalls into a natural channel or will not cause the pre- development peak runoff rate from a ten-year storm to increase when runoff outfalls into a man-made channel; or (4) Provide a combination of channel improvement, stormwater detention or other measures which is satisfactory to the VESCP sow authority to prevent downstream erosion. d. The applicant shall provide evidence of permission to make the improvements. e. All hydrologic analyses shall be based on the existing watershed characteristics and the ultimate development condition of the subject project. Ion f. If the applicant chooses an option that includes stormwater detention, he shall obtain approval from the VESCP of a plan for maintenance of the detention facilities. The plan shall set forth the maintenance requirements of the facility and the person responsible for performing the maintenance. r. g. Outfall from a detention facility shall be discharged to a receiving channel, and energy dissipators shall be placed at the outfall of all detention facilities as somi necessary to provide a stabilized transition from the facility to the receiving channel. h. All on-site channels must be verified to be adequate. i., i. Increased volumes of sheet flows that may cause erosion or sedimentation on adjacent property shall be diverted to a stable outlet, adequate channel, pipe or 111, pipe system, or to a detention facility. j. In applying these stormwater management criteria, individual lots or parcels in a residential, commercial or industrial development shall not be considered to be separate development projects. Instead, the development, as a whole, shall be toy considered to be a single development project. Hydrologic parameters that reflect the ultimate development condition shall be used in all engineering calculations. ion k. All measures used to protect properties and waterways shall be employed in a manner which minimizes impacts on the physical, chemical and biological ,for integrity of rivers, streams and other waters of the state. 1. Any plan approved prior to July 1, 2014, that provides for stormwater management that addresses any flow rate capacity and velocity requirements for natural or man-made channels shall satisfy the flow rate capacity and velocity E&S Narrative and SWM Report West View Driveway, Addition &Property Improvements Page 10 of 22 I requirements for natural or man-made channels if the practices are designed to (i) detain the water quality volume and to release it over 48 hours; (ii) detain and release over a 24-hour period the expected rainfall resulting from the one year, 24-hour storm; and (iii) reduce the allowable peak flow rate resulting from the 1.5, 2, and 10-year, 24-hour storms to a level that is less than or equal to the peak flow rate from the site assuming it was in a good forested condition, achieved through multiplication of the forested peak flow rate by a reduction factor that is1 equal to the runoff volume from the site when it was in a good forested condition divided by the runoff volume from the site in its proposed condition, and shall be exempt from any flow rate capacity and velocity requirements for natural or man- made channels as defined in any regulations promulgated pursuant to § 62.1- 44.15:54 or 62.1-44.15:65 of the Act. m. For plans approved on and after July 1, 2014, the flow rate capacity and velocity requirements of § 62.1-44.15:52 A of the Act and this subsection shall be satisfied by compliance with water quantity requirements in the Stormwater Management Act(§ 62.1-44.15:24 et seq. of the Code of Virginia) and attendant regulations, unless such land-disturbing activities are in accordance with 9VAC25-870-48 of the Virginia Stormwater Management Program (VSMP) Regulations. n. Compliance with the water quantity minimum standards set out in 9VAC25-870- 66 of the Virginia Stormwater Management Program (VSMP) Regulations shall be deemed to satisfy the requirements of subdivision 19 of this subsection. J H. STRUCTURAL PRACTICES 1. TEMPORARY CONSTRUCTION ENTRANCE—3.02 An asphalt pad, located at the point of vehicular ingress and egress to the construction I site. The purpose is to prevent or reduce the amount of mud transported to the public road. Sediment dislodged or washed from the vehicle will be directed to a proper sediment trapping area. 2. SILT FENCING—3.05 Silt fence sediment barriers will be installed down slope of smaller disturbed areas to filter sediment laden runoff. 3. STORM DRAIN INLET PROTECTION—3.07 E&S Narrative and SWM Report West View Driveway, Addition & Property Improvements Page 11 of 22 Ilr The installation of sediment trapping measures around drop inlet structures prior to permanent stabilization of the disturbed area to prevent sediment from washing into the storm sewer system. 4. CULVERT INLET PROTECTION—3.08 The installation of sediment trapping measures around the inlet of a culvert pipe prior to +w permanent stabilization of the disturbed area to prevent sediment from washing into the culvert and downstream. 5. TEMPORARY DIVERSION DIKE—3.09 Temporary ridge of compacted soil to be constructed at base of sloping disturbed areas to divert sediment-laden runoff from the disturbed area to a sediment-trapping facility or at the top of sloping disturbed areas to divert upstream runoff around the unprotected 'o' disturbed slope to a stabilized outfall. 6. TEMPORARY SEDIMENT TRAP—STD. & SPEC. 3.13 A temporary sediment trap shall be constructed as shown on the plans to detain sediment- laden runoff long enough for the majority of sediment to settle out. 7. STORMWATER CONVEYANCE CHANNEL—3.17 A permanent channel designed to carry concentrated flows without erosion. Applicable to man-made channels, including roadside ditches and natural channels that are modified to accommodate increased flows generated by land development. 8. OUTLET PROTECTION—3.18 ale Structurally lined energy dissipating aprons to be placed at the outlet of permanent pipes. Installed to prevent scour at storm drain outlets, to protect the outlet structure and to imo minimize the potential for downstream erosion by reducing the velocity and energy of concentrated stormwater flows. To remain in place permanently after construction. 9. RIPRAP—3.19 Structurally lined energy dissipating aprons and channels to be placed at the outlets of t" pipes or channel sections. Installed to prevent scour at storm drain outlets, to protect the outlet structure and to minimize the potential for downstream erosion by reducing the i•• velocity and energy of concentrated stormwater flows. 10. ROCK CHECK DAMS—3.20 .r Small temporary stone dams constructed across a drainage ditch to reduce the velocity of concentrated flows,reducing erosion of the swale or ditch. 11. SURFACE ROUGHENING—3.29 E&S Narrative and SWM Report West View Driveway, Addition&Property Improvements Page 12 of 22 r.. Grading practice to be applied to steeper slopes to slow the velocity of runoff down the slope and help prevent rill erosion. Common approach is to run a bull-dozer perpendicular to the slope to create small pockets in the slope with the treads. 12. DUST CONTROL—3.39 Dust control measures will be used over the whole site to reduce surface and air movement of dust during land disturbance, demolition, and construction activities. I. VEGETATIVE PRACTICES GENERAL: A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized by concrete, pavement or landscaped mulched beds. Permanent vegetation shall not be considered established until a ground cover is achieved that is uniform, mature enough to survive and will inhibit erosion. New vegetation shall be maintained for one full year after planting. New seeding shall be supplied with adequate moisture, especially late in the season, and in abnormally hot or dry weather. Stabilization practices shall be accomplished in accordance with the appropriate VESCH Std. & Spec. and as per the Erosion and Sediment Control Plan. Selection of the appropriate seed mixture for temporary seeding will depend upon the time of year it is applied. 1. TOPSOILING—3.30 A 2"to 4" layer of topsoil will be applied to all landscaped and grassed areas. The topsoil shall be free of rocks and debris. Topsoil allows a stronger and healthier stand of grass to i establish quickly to stabilize unpaved areas of the site. 2. TEMPORARY SEEDING—3.31 Temporary seeding shall be applied over cleared areas that will not be brought to final grade within 14 days. Temporary seeding mixes shall be as described in VESCH Std. & Spec. 3.31. • Sequence of Installation: When cleared areas will not be brought to final grade within 14 days. • Maintenance: Refer to Std. & Spec. 3.31; areas which fail to establish vegetative f cover adequate to prevent rill erosion are to be reseeded. • Removal Event: As needed for future earthwork. 3. PERMANENT SEEDING—3.32 Used on all areas at final grade and will not receive hardscape or other landscape. Permanent seeding shall also be used on all areas that are not at final grade and that will be left dormant for a period of more than 1 year. If conflicts exist between the project E&S Narrative and SWM Report West View Driveway, Addition& Property Improvements Page 13 of 22 err specifications and the VESCH Std. & Spec. 3.32,the more stringent requirement shall apply. Permanent seeding mixes and rates are found in VESCH Std. & Spec. 3.32. • Sequence of Installation: Within 7 days of achieving final grade • • Soil Testing Requirements: Refer to Std. & Spec. 3.32 Mr • Maintenance: Refer to Std. & Spec. 3.32; areas which fail to establish vegetative cover adequate to prevent rill erosion are to be immediately reseeded, following identification of the cause of poor germination. 4. MULCHING—3.35 Application of plant residues or other suitable materials to the soil surface to prevent aw erosion by protecting the soil surface from raindrop impact and reducing the velocity of overland flow. It is also used to foster the growth of vegetation by increasing available moisture and providing insulation against extreme heat and cold. Mulching will be applied throughout construction on denuded areas. 5. SOIL STABILIZATION BLANKETS &MATTING—3.36 Biodegradable matting installed over steep slopes to hold the earth and seed in place +r+ while a good stand of vegetation is established. Permanent matting shall be installed in areas with anticipated high flow velocities under final project conditions. 6. TREE PRESERVATION AND PROTECTION—3.38 Fence installed to protect existing trees from mechanical and other injury during land- disturbing and construction activity to ensure the survival of desirable trees where they will be effective for erosion and sediment control and provide other environmental and aesthetic benefits. Coordinate location with landscape architect. J. PERMANENT STABILIZATION fir All areas within the limits of disturbance shall be stabilized with permanent seeding, hardwood mulch or pavement following final grading. #w► K. CONSTRUCTION SCHEDULE 1. A pre-construction conference will be required. Contact the Albemarle County and all appropriate parties to set up the meeting at least one week prior to starting construction. sior 2. The contractor is responsible for ensuring all applicable permits are in place prior to starting construction. "" 3. All items of work necessary to complete this project shall be in compliance with all local, state, and federal codes. E&S Narrative and SWM Report West View Driveway, Addition & Property Improvements Page 14 of 22 i 4. Prior to any land disturbing activity, contractor shall provide the name, certification I information,and contact information of the designated responsible land disturber(RLD) to the appropriate authorities. 5. Phase 1 —Initial E&S Measures a. Replace the pipe culvert at the entrance,which is located under the proposed 11/ construction entrance. Install culvert inlet protection. b. Install construction entrance and downstream sediment trapping measures as shown on the plan. Disturb the minimum area needed to install the entrances. c. Construction the outlet channel at the entrance culvert. Coordinate work at stream with USACE. d. Install tree protection as shown on the plans. e. Remove existing bioretention features and construct the sediment traps. Disturb the minimum area needed to install the traps and remove the minimum vegetation. During construction,temporary diversion dikes shall be installed just uphill of the traps to divert all upstream runoff around the traps. Silt fence shall be installed just downstream of the proposed disturbed area. f. Apply seeding to sediment trap berms and disturbed areas immediately after grading is complete. After sediment basin has a healthy stand of vegetation established,the temporary diversion dikes shall be removed from the basin. g. Install perimeter silt fence, diversion dikes,temporary culverts,riprap, outlet I protection and any other measure deemed necessary through inspections by the RLD, DEQ, County or engineer. Immediately seed all diversion dikes. ! h. Clear and grub areas required for the first phases of construction. Only clear areas needed for the next step in the construction process to minimize exposed soil. i. Topsoil should be stockpiled and saved for use during final site grading. All stockpiles shall be surrounded by silt fence and seeded in compliance with MS-19. j. Throughout construction activities, apply dust control measures according to VESCH std. & spec. 3.39. Any and all material or debris tracked onto a public or private road surface will be cleaned thoroughly at the end of each day. Sediment shall be removed from roads by shoveling or sweeping and be transported to a sediment controlled disposal area. k. Apply temporary seeding and mulching as necessary. 6. Phase 2—Earthwork, Construction and Final Stabilization E&S Narrative and SWM Report West View Driveway, Addition &Property Improvements Page 15 of 22 los a. Maintain all perimeter erosion and sediment control measures from previous phase as shown on plans. Erosion and sedimentation controls shall be maintained until such a time as a vegetative cover is established or hardscape is installed on all areas uphill of the measures. b. Install all additional measures shown on the plans and as deemed necessary through inspections by the RLD,DEQ, County or engineer. c. Begin earthwork operations. Utilize surface roughening and temporary fill diversions r per the ESCH guidelines. d. Use appropriate dust control measures for disturbed areas as well as temporary seeding and straw mulching as necessary. e. Begin construction of new driveway while demolishing existing gravel drives. i"' Coordinate sequence with the owner to allow access to the existing buildings on the site throughout construction. lw i. Note: E&S plans sequenced to allow the existing driveway to caretaker's cottage to remain in place until the new driveway is constructed. This will involve ., transitioning the E&S measures in this location between phase 1 and phase 2 as shown on the plans. „o, f. Remove existing culverts,trees and site features as required for construction. g. Install stormwater channels and check dams as well as proposed culverts and outlet protection as construction progresses. r., h. Complete all paved and gravel drives as shown on the plans. i. Proceed with building addition,hardscapes and landscape installation per the tor landscape and architectural packages. Downstream E&S measures shall remain in place during this process. i•. j. Apply permanent seeding,topsoil and straw mulching to all disturbed area, outside of the hardscape and mulched landscaped areas. Install temporary blanket matting on all gros disturbed slope 3:1 and steeper. k. As one of the last steps in land disturbance,install the permanent level spreaders. This should wait until near the end of construction to prevent sediment from building up and damaging the features during construction. 1. Once upstream areas have been stabilized and have established vegetation,notify the inspectors for an inspection. rpm 7. Phase 3—Sediment Trap Removal E&S Narrative and SWM Report West View Driveway, Addition& Property Improvements Page 16 of 22 a. After upstream areas have been stabilized and inspected, the sediment traps and all i associated site features may be removed. i. Note: Sediment traps may be able to be removed at different times throughout the construction due to the long, linear nature of this project. Coordinate with inspectors. b. Regrade the areas to return to existing grade. All excess material shall be disposed of properly at a permitted location. c. Install silt fence downstream of the disturbed areas and immediately apply permanent seeding,topsoil and straw mulching. 8. All stormwater pipes and structures shall be cleaned of all sediment build up. 9. Once the site work is completely finalized and all stabilization measures are in place, notify the inspectors for a final inspection. 10. Once approval is acquired from the inspector and all upstream areas have established vegetation,all remaining erosion and sediment control measures shall be removed within 30 days. Apply permanent seeding and mulching to areas disturbed by removal of measures. 11. Remove all equipment, construction materials and debris from the site. L. MAINTENANCE Prior to any land disturbing activity, contractor shall provide the name, certification information, and contact information of the designated Responsible Land Disturber(RLD) to the appropriate authorities. In general, all erosion and sediment control measures shall be i inspected per the Construction General Permit. During construction, the contractor's designated RLD will be responsible for inspecting and repairing damaged erosion/sediment I control measures. The following items will be checked in particular: 1. The construction entrance shall be maintained in a condition which will prevent tracking I or flow of mud off of the site. All runoff and wash water from the measure should be directed to a functioning trapping measure. Clean the trapping measure frequently and I repair any damages immediately. 2. The silt fence and inlet protection barriers shall be checked for undermining and deterioration of or damage to the fabric. Damages shall be immediately repaired. Sediment shall be removed when the level of sediment deposition reaches one half the height of the barrier. E&S Narrative and SWM Report West View Driveway, Addition & Property Improvements Page 17 of 22 lbw 3. The diversion dikes shall be inspected for any damage caused by erosion or construction activity and to ensure a good stand of grass is established. Damages shall be immediately repaired. irr 4. The sediment traps shall be checked to ensure they are structurally sound and have not been damaged by erosion or construction activity and a good stand of grass is maintained. All issues shall be corrected immediately. Sediment build up shall be removed from the traps and the traps restored to their original dimensions when the sediment has r.• accumulated to one half the design volume of the wet storage. 5. Riprap shall be inspected for scour beneath the riprap or filter fabric or dislodged stones. Damages shall be immediately repaired. 6. All sediment removed from trapping measures shall be deposited in a suitable area and in t"' such a manner that it will not erode of cause sedimentation problems. 7. The seeded and mulched areas shall be checked regularly to ensure that a good stand is tow maintained. Areas should be fertilized and reseeded as needed. Refer to ESC Technical Bulletin #4. Provide remedial stabilization and seeding for a period of one year after ifts construction. it i.. sr E&S Narrative and SWM Report West View Driveway, Addition&Property Improvements Page 18 of 22 I Part 2: Stormwater Management Report A. STORMWATER MANAGEMENT OVERVIEW The project will have a total disturbed area of approximately 23.01 acres. Within the limits of the disturbance, the pre-developed condition consists of 20.23 acres of managed turf and 2.68 acres of impervious area. The proposed post-development condition will consist of a 20.42 acres of managed turf, 2.49 acres of impervious area. The runoff from the site in both the pre-developed condition flows to existing streams and ponds on or near the site. The majority of runoff in the post-developed condition will flow through roadside ditches before discharging into existing streams and ponds. All flows in the post-developed condition are considered sheet flow when they leave the site. The proposed improvements to the site trigger the requirements of the Virginia Stormwater Management Program (VSMP) Regulations, specifically Part II B. To handle the water quality requirements, the owner will designate 9.1 acres on the property as conserved I open space. Overall Stormwater Calculation Information Drainage area flow rate analysis was performed in the 'Hydraflow Hydrographs' program using the SCS method. The soils onsite were classified as hydrologic group B based on the NRCS soil report. Curve numbers (CN) were based on 98 for impervious areas and 61 for grass areas in B soils. Refer to Appendix C for drainage area calculations. Time of concentrations were determined based on the TR-55 method. Drainage areas where the size and slopes resulted in a time of concentrations below five minutes were defaulted to a minimum value of five minutes. Time of concentration flow paths use Manning's n-value of 0.15 for grassed areas and 0.030 for natural channels. Rainfall values used in the calculations were based on the "NOAA Atlas 14 Point Precipitation Frequency Estimates" from the NOAA website for Albemarle County, Virginia. Refer to Appendices A-1. I B. WATER QUALITY ANALYSIS The stormwater regulations for land-disturbing activities disturbing more than one acre that result in no net increase in impervious cover from the pre development condition, I E&S Narrative and SWM Report West View Driveway, Addition& Property Improvements Page 19 of 22 aisv (9VAC25-870-63 A.2.a) state the total phosphorus load shall be reduced at least 20% below the pre-development total phosphorus load(as calculated pursuant to 9VAC25-870-65). ior Water Quality Analysis was based on the Virginia Runoff Reduction Method Re- Development Worksheet — v3.0 (To be used w/ DRAFT 2013 BMP Standards and +ar Specifications). The total disturbed area of 23.01 acres is used as the site area. This area has a post-developed impervious area of 2.49 acres (10.8%),which is less than the 2.68 acres in the pre-developed condition. Completing the spreadsheets results in the requirement for 2.69 pounds of phosphorus removal per year. To satisfy the pollutant removal requirement, 9.1 acres within the subject property, outside of the project limits, has been designated as conserved open space. As per a conversation with Matt Wentland, Albemarle County, this area may be applied as managed t"" turf in the pre-developed condition and converted to open space in the post-developed condition as it will now be in a permanent easement. This additional conserved open space reduces the phosphorus load by 2.70 pounds per year, therefore, the water quality requirement is satisfied. Refer to Appendix C-1 for completed water quality calculations. ti.. The owner's lawyers will work with the County to develop the proper documents securing conservation easements for the required land prior to beginning construction. An ,, approximate location of the easement is shown on the plans,however, the owner may choose a different location, as long as the overall area is the same. Final location will be based on plats recorded with the County. 0.0 C. CHANNEL PROTECTION ANALYSIS The Virginia Stormwater Management Program (VSMP) Regulations for channel protection (9VAC25-870-66 B) state, concentrated stormwater flow shall be released into a stormwater conveyance system and shall meet certain criteria based on the type of system (manmade,restored or natural). tar All concentrated stormwater flows from the proposed driveway channels and culverts are converted to sheet flow prior to existing the site. Flows greater than 1 CFS for the 2-year storm are diverted to level spreaders and discharges less than 1 CFS in the 2-year storm have been determined to be non-erosive, and therefore no additional measures are required. Therefore,there is no concentrated discharge associated with this development. a. E&S Narrative and SWM Report West View Driveway, Addition &Property Improvements Page 20 of 22 for i D. FLOOD PROTECTION ANALYSIS The Virginia Stormwater Management Program(VSMP)Regulations for flood protection (9VAC25-870-66 C) state, concentrated stormwater flow shall be released into a downstream channel with capacity to convey the post-development peak flow from the 10-year 24-hour storm event or the post development peak flow rate for the 10-year 24-hour storm event must be released at a rate less than the pre development peak flow rate from the 10-year 24-hour storm event. As noted in section C, there is no concentrated discharge associated with this development. E. SHEET FLOW ANALYSIS The Virginia Stormwater Management Program (VSMP) Regulations for sheet flow (9VAC25-870-66 D) states, increased volumes of sheet flow resulting from pervious or disconnected impervious areas, or from physical spreading of concentrated flow through level spreaders, must be identified and evaluated for potential impacts on down-gradient properties or resources. The majority of the disturbed areas naturally sheet flow off the site at non-erosive velocities. Stormwater accumulated in the driveway swales is temporarily channelized, but converted to sheet flow prior to leaving the site. As per conversations with the County, discharges less than 1 CFS in the 2-year storm have been determined to be non-erosive, and therefore no additional measure beyond outlet protection is required to meet the sheet flow definition. In two locations, the discharge from the concentrated points are greater than 1 CFS. These two locations (SCC-4 & SCC-8) are directed to level spreaders sized based on the Virginia DEQ Stormwater Design Specification I No. 2. Per section 6.3 of this specification, level spreaders shall be 13 linear foot per CFS. The 2-year flow from SCC-4 is 1.26cfs and SCC-8 is 1.29cfs. Therefore, each of the level spreaders are sized as 17-feet. Overall, the impervious area is reduced in the post-developed condition. All runoff from I the site is converted to sheet flow, which flows to natural, undisbursed land before entering into the surrounding network of streams. Therefore, no impact to down-gradient properties are anticipated with this development. E&S Narrative and SWM Report West View Driveway, Addition &Property Improvements Page 21 of 22 F. STORM SEWER SYSTEM ANALYSIS The culvert at the entrance was analyzed in the `Hydraflow Storm Sewer" program and all swales were analyzed in the "Hydraflow Express" program. The onsite culverts all defaulted to a minimum 15-inch diameter. The "worst case" scenario for the culverts was analyzed to ensure 15-inch diameter culverts will convey the 10-year flow. All pieces of the system were analyzed to convey the post-developed peak flow rate from the two-year 24-hour storm event without causing erosion of the system and to confine the post-developed peak flow rate from the 10-year 24-hour storm event within the system. Refer to Appendix D-1 for calculations. G. MAINTENANCE . The current property owner (Mr. & Ms. Tim Davis) will be responsible for ensuring proper maintenance of the storm sewer system on the property. A stormwater management maintenance agreement will be completed and submitted prior to construction. an Imo ilmi 1r rr,. ONO E&S Narrative and SWM Report West View Driveway, Addition &Property Improvements Page 22 of 22 is. to. low Appendix A Rainfall Report to. isso Imo ear ter int 1.01 it w.. 1rr 1. NOAA Atlas 14 Precipitation Intensity Data for Albemarle County, Virginia 40, LEI N O_ Cn V 0 .3 9 I Cb 1 A W N N i 0.$ W N O O cn 0 Di X 0 -- c o 0 0 �� W W CO N N -> j A O 46 it W N W V W N N V N W i Ni i .8 i O O S!! O O O 8 0 1T a Ctu 1 O V W in W ip NN Nb ' in - -N !01 V 0CTI 0W i Cl) V N to 01 N W i O O O 01 O cn l'. 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DO 13) Dt ED *4( t.< ^,D ...< .-c ,,D ...< Jim ) 3 Nur 1 a N n m 0 3 a N O d N b co up 2 d ii 11 AP- 0 �I 'R 9• : _ 11 se_moi Lam„ r 3 =`.. a v co - v {i 2 c sio . _ii P. - N. al ,., - - al o co cE co N y073 z co cn Pe -•- a� —.— co cn CD AI CD II $ Cn I `< rt Ill• z 1 O >• r i -` f • r i t _ i C. ttr wo • 1 fiV I I I rn I ni , W V a N 1 •J a i u II } CD :a IJP Al' Cr 41 OC a x O 2 O Ay ` t d 3 W W R R,, w CD 75 23 MIN•1111 7 Q0 CD n y : - m 1 :1 . 4,,,,,, , ,, ... __. ... ....._ .._ , , ., v., . . „:„....., co „. , ,,. __.• . \,..-, , ' O 0 �+ I + o O ,'C L 1 I 1 8, 1, L. 1 Appendix B Soils Report L I I I I I I I I 1. National Resource Conservation Service (NRCS) Custom Soil Resource Report for Albemarle County, Virginia I I I I I I I 1 I 1 USDA United States A product of the National Custom Soil Resource _ Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for \ 3CS States Department of Agriculture and other Al be m a rl e Federal agencies, State Natural agencies including the Resources Agricultural Experiment County, \fi rg i n i a Conservation Stations, and local Service participants S ( WA, S ,,t fi`l% '-'----,„u .. —, / *' — \ ' . MP P * / I I We41N, t t / : '\\-. % / , / i t l :7.„...li*' -. 111 Z-----411 /11/ ar , ., I kij I 111 1 I 8000 . • March 30, 2017 I I I Preface Soil surveys contain information that affects land use planningin surveyareas. Y They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste1111 disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ r.e portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres)or your NRCS State Soil .. Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to WI basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the .• Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a .�. part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require vow 2 1 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800)795-3272 (voice) or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. ! S i L a I I I I I 1 3 I 1 Contents Preface 2 How Soil Surveys Are Made 5 Soil Map 8 Soil Map 9 Legend 10 Map Unit Legend 11 Map Unit Descriptions 11 Albemarle County, Virginia 14 r� 4D—Ashe loam, 15 to 25 percent slopes 14 4E—Ashe loam, 25 to 45 percent slopes 15 10—Buncombe loamy sand 16 14B—Chester loam, 2 to 7 percent slopes 17 36B—Hayesville loam, 2 to 7 percent slopes 18 36C—Hayesville loam, 7 to 15 percent slopes 19 37C3—Hayesville clay loam, 7 to 15 percent slopes, severely eroded 20 37D3—Hayesville clay loam, 15 to 25 percent slopes, severely eroded 21 66E—Parker very stony loam, 25 to 45 percent slopes 22 86B—Turbeville loam, 2 to 7 percent slopes 23 +P Soil Information for All Uses 24 Soil Properties and Qualities 24 Soil Qualities and Features 24 , Hydrologic Soil Group 24 References 29 vli I 4 How Soil Surveys Are Made - Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind •• of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. - Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management "' are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will .• have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the "• survey area, they drew the boundaries of these bodies on aerial photographs and wir 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. I I I I I I I 1 I I I I I I I I I 7 I I I Soil Map The soil map section includes the soil map for the defined area of interest, a list of "` soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. ■r r 11111 I I I 1 I I I I 8 I Custom Soil Resource Report Soil Map a m o n 2.&" big 71/LW 717200 717400 717600 717800 718700 38°4 55"N 38°4 55 N }I i liltA"1m 8 ik v 36C 66E +oYr 64, 4,,- 0.04 ', ; 36C\' <> 36C a P. 37D3 �. 37G3 1Q -`37C3 illV i. 36B 37C3R a (/'-‘ t \\A 4E 1 4D 8 i (.---- , .r 8 .roo ) ,,,,,,,/ ( 4' 36C 7 g I \ j \,,,,,,,, */ 4D 36C 36B 3 1 a 37C5 4D I E 37C3 86B �d �" f � 36C I r '..""s.,,,47-. .gtw f3p. 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N D) 0 `_< = -0 .Z7 7:1 2 9 o N o O -o lD o o a o. w CD > > a m C N N 0' a CD Cn Cn 3CD O O U C7 N •< N N m (n N o o o CA 0 C 1 C) CD CD I N C 0 w . 0 -1 N p -' 0) 0) Cn 0 -I a) D o:-° C.) * 0) 3 -0 0 = 3. * _ 33 0 3 o v v, g. ° o. ? 0 CD o 0 ° cp o ° m (.7", m m N m CD 3 N i N O — z — Stn c CD N a -° ° 6 C N N '° C d 3 (Cl 7 (D �. O O 3 . C co -° N N n n.. — Q CJ) C CD y SU (1(O 7 p 0 CO O N < 7' O C) CD (O 0 d D 0 CD O _C > (D N C () C N 3 co Cn 0 3 .< co 3 N CD co O c 3 N• o s ? 0 < o 0 m m = C CD N CD m 3 0. 10 tZ o_ v Cr) DC p D O N c m m ? m < N -0O in ° 0 O111 C N cif) ° 3 N N SU N N(D v CD CD S * D`< S C� -i C5. 3 N N » Q 0 N CD N co CD = 0 N •N . CD 3 C z CD S N O N 0,.. co I N V CD O 0 CT O D (D •• .(1 sl) 6 v (D O-° 3 O D C O C1 CD N N co Q — N O n''O CND o r C 0 3 _ s `vD n nm36 m 0 R. 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Custom Soil Resource Report Is Map Unit Legend Albemarle County,Virginia(VA003) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI it 4D Ashe loam, 15 to 25 percent 8.1 I 5.0% slopes 4E Ashe loam,25 to 45 percent 9.6 5.9% - slopes I 10 Buncombe loamy sand 0.0 0.0% 14B Chester loam,2 to 7 percent 2.3 1.4% '' v slopes 366 Hayesville loam,2 to 7 percent 58.9 36.2% slopes r" 36C Hayesville loam,7 to 15 percent 21.8 13.4%1 slopes 37C3 Hayesville clay loam,7 to 15 44.1 27.1% hot percent slopes,severely eroded 37D3 Hayesville clay loam, 15 to 25 2.8 1.7% percent slopes,severely i� eroded 66E Parker very stony loam,25 to 1.1 0.7% 45 percent slopes i 86B Turbeville loam,2 to 7 percent 14.1 8.7% slopes Totals for Area of Interest 162.9 100.0% lure too Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the lair soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more it major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the Sr landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without 'L including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. is Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a it 11 Custom Soil Resource Report particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. I An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. I An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. 12 Custom Soil Resource Report Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Imo r. 4r. tom 13 Custom Soil Resource Report Albemarle County, Virginia 4D—Ashe loam, 15 to 25 percent slopes Map Unit Setting National map unit symbol: kbcl Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Not prime farmland Map Unit Composition Ashe and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ashe Setting Landform: Mountain slopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from granite and gneiss Typical profile H1 - 0 to 10 inches: loam H2- 10 to 19 inches: loam H3- 19 to 24 inches: sandy loam H4- 24 to 79 inches: bedrock Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature: 20 to 40 inches to lithic bedrock Natural drainage class: Somewhat excessively drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Very low to high (0.00 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low(about 3.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Hydric soil rating: No 111 1 14 Custom Soil Resource Report las rr 4E—Ashe loam, 25 to 45 percent slopes it Map Unit Setting National map unit symbol: kbc2 Mean annual precipitation: 25 to 65 inches r.. Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Not prime farmland t"" Map Unit Composition Ashe and similar soils: 75 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ashe Setting i.. Landform: Mountain slopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from granite and gneiss Typical profile H1 -0 to 10 inches: loam H2- 10 to 19 inches: loam H3- 19 to 24 inches: sandy loam H4 - 24 to 79 inches: bedrock Properties and qualities Slope: 25 to 45 percent Depth to restrictive feature: 20 to 40 inches to lithic bedrock Natural drainage class: Somewhat excessively drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Very low to high (0.00 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low(about 3.2 inches) m, Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: B Hydric soil rating: No i.. 15 Custom Soil Resource Report 1 i 10-Buncombe loamy sand Map Unit Setting National map unit symbol: kb7q Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Not prime farmland Map Unit Composition 111 Buncombe and similar soils: 85 percent Estimates are based on observations, descriptions, and transects of the mapunit. I Description of Buncombe Setting Landform: Flood plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Sandy alluvium derived from igneous rock Typical profile H1 - 0 to 10 inches: loamy sand H2- 10 to 43 inches: sand H3-43 to 79 inches: loamy sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: Frequent Frequency of ponding: None Available water storage in profile: Low(about 3.8 inches) 111 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: A Hydric soil rating: No I 16 tog Custom Soil Resource Report ir. 14B—Chester loam, 2 to 7 percent slopes irr Map Unit Setting National map unit symbol: kb80 Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: All areas are prime farmland i"' Map Unit Composition Chester and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. airs' Description of Chester Setting ii.. Landform: Hillslopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from granite and gneiss Typical profile H1 -0 to 7 inches: loam H2- 7 to 41 inches: clay loam ir. H3-41 to 79 inches: loam Properties and qualities Slope: 2 to 7 percent Depth to restrictive feature: More than 80 inches ism Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No r iter 17 r. Custom Soil Resource Report 1 I 36B—Hayesville loam, 2 to 7 percent slopes Map Unit Setting I National map unit symbol: kb9q Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: All areas are prime farmland Map Unit Composition Hayesville and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. 1 Description of Hayesville Setting Landform: Hillslopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from granite and gneiss Typical profile H1 -0 to 7 inches: loam H2- 7 to 58 inches: clay H3- 58 to 67 inches: sandy clay loam H4- 67 to 83 inches: fine sandy loam Properties and qualities Slope: 2 to 7 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium 1 Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 10.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No 18 Custom Soil Resource Report ire 36C—Hayesville loam, 7 to 15 percent slopes Map Unit Setting National map unit symbol: kb9r Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Farmland of statewide importance Map Unit Composition Hayesville and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hayesville Setting it Landform: Hillslopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from granite and gneiss Typical profile H1 -0 to 7 inches: loam H2- 7 to 58 inches: clay H3-58 to 67 inches: sandy clay loam r' H4 - 67 to 83 inches: fine sandy loam Properties and qualities Slope: 7 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches 611 Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 10.6 inches) itr Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Hydric soil rating: No 19 r. Custom Soil Resource Report 1 37C3—Hayesville clay loam, 7 to 15 percent slopes, severely eroded Map Unit Setting 1 National map unit symbol: kb9w Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Not prime farmland Map Unit Composition Hayesville and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. 1 Description of Hayesville Setting Landform: Hillslopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from granite and gneiss Typical profile H1 - 0 to 7 inches: clay loam H2- 7 to 58 inches: clay H3- 58 to 67 inches: sandy clay loam H4- 67 to 83 inches: fine sandy loam Properties and qualities Slope: 7 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 10.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Hydric soil rating: No 1 20 Custom Soil Resource Report 37D3—Hayesville clay loam, 15 to 25 percent slopes, severely eroded ir. Map Unit Setting National map unit symbol: kb9x Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Not prime farmland i"" Map Unit Composition Hayesville and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hayesville Setting i1. Landform: Hillslopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from granite and gneiss Typical profile H1 -0 to 7 inches: clay loam H2- 7 to 58 inches: clay H3- 58 to 67 inches: sandy clay loam 6.1 H4- 67 to 83 inches: fine sandy loam Properties and qualities Slope: 15 to 25 percent INN Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 10.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Hydric soil rating: No i. 21 iw Custom Soil Resource Report 1 I 66E—Parker very stony loam, 25 to 45 percent slopes Map Unit Setting National map unit symbol: kbdc Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Not prime farmland Map Unit Composition Parker and similar soils: 75 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Parker Setting Landform: Interfluves Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Linear Across-slope shape: Convex Parent material: Residuum weathered from granite and gneiss Typical profile H1 -0 to 14 inches: extremely stony loam H2- 14 to 38 inches: extremely cobbly loam H3-38 to 67 inches: very stony sandy loam H4- 67 to 79 inches: bedrock Properties and qualities Slope: 25 to 45 percent Percent of area covered with surface fragments: 7.0 percent Depth to restrictive feature: 48 to 80 inches to lithic bedrock Natural drainage class: Somewhat excessively drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Very low(0.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low(about 5.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: A Hydric soil rating: No 22 for Custom Soil Resource Report r. w 86B—Turbeville loam, 2 to 7 percent slopes it Map Unit Setting National map unit symbol: kbfs Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F ire Frost-free period: 195 to 231 days Farmland classification: All areas are prime farmland ti. Map Unit Composition Turbeville and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Turbeville Setting Landform: Stream terraces Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Linear Parent material: Ancient alluvium derived from igneous rock Typical profile ire H1 - 0 to 12 inches: loam H2- 12 to 56 inches: clay H3-56 to 79 inches: clay loam Properties and qualities Slope: 2 to 7 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained its Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): None specified ,,, Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No ireA r.. 23 err 1 1 Soil Information i n for All Uses 1 Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 24 Custom Soil Resource Report Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. I I i r I I I I I j 1 I 25 Custom Soil Resource Report1111 N Map—Hydrologic Soil Group p i717000 717200 717400 717600 717800 71803(] 38°4'55"N --.-- -.40 38°4'55"N x " r 24, h sL,-66E\ 66E I h 36C �S:q el36C i." 3703 p P4 1 37C3 10 37C3 w. , %/ 37C3` ' {{ 4 ` 8 r 8 r 3 ta s ma3 5 x j7C3 4D111 1 37C3 86B ''.rdS,, 36r' I ,4B 4D 1 /� 36B � � I • 2oB1 Hap may rNo. be-e501d aid MB@ geniis, 8 ` ‘4 38°4 3 N 38°4'3"N I 717000 717200 717400 717600 717800 718000 3 3 Nv Map Scale:1:7,750 ifprinted on A portrait(8.5"x 11")sheet Meters m N 0 100 200 400 600 iiiiFeet A 0 700 1400 2100 Map projection:350 Web Mercafir Corner coordinates.ates:W(St34 Edge tics:UTM Zone 17N WGS84 26 I ., , , L } y }} ,..,, 0 y 0 Co - m CO > to Z 0 C) C) CO m > m Z 0 C) C) CO CO D m D (o 7 O a 0 S d a O p o m m m N N m (D K 0 D n a CO 0 gO O 7 O O (U O N °i01 _O D ET t, r m , L 03 E . I., m 'o o „ O ■ ® O Z d v a L > N o C C0 .6 o (1) m 7m O Tc co N Op NK v3 lOS l (D O . d N S 7 N N �. Q C S O2. 0 7 N O 0 3 N ID 67 Q 0 N ZIN or0 c 0 O N CD 0 w 3 0 -I o _0 —so_ c o o _s n D a-o g n * co 3 -0 N o — 3 RI —, —I 91� O (D � O _, N N Cn (D N C N D) N'N O = N p7 N 7 (D C N (D 117 C1 o co aao v CD-a'o D < m Q co o o o o o m o cn v -co0 S' a o c m o m = O = Su - 3 3 `D 0 3 3. 3 N n3i o a o -. '- 07 o ^ D7 07 = o = CD < co 3 m CD o c -0 67 N y. D 7 A S S C/) p7 7 0 N (D _. a o p Q v' = v v m c < o N o o o - m imp 3m D) CD � 7� ca • 0 CD 07 ED 5- co m = o 17m3 cN o D y D v v m ° 3o Q a = c 3CD O co — D- al 13 m O . (D o C 4 N O a, `< O= D N D O N (p n p 0d C d N N ON N (D jQ o ( y CrS X O NO - Z 71 J! D NO2Opa < y 0 om m N 3 m < - -CyO3 o N0 0 m = 3 m o o <CD <v ° o o 3s3 co oA m Qm SI) = O p7 -. N SNN � =N7 N (D 3 0 n _ 0 ON 7" n TQ Cm o 3a m m Dm C 3 oo- p 7 p 0 N . p( 0 o 0 - 0 0 (D S D coy N Q C fl CD L ,.. 3 - 3 CD Dy ^1CO. Cl) COas m Qy m a0 m -ca m � v UI m oQ. * -uco3 m -n7 n - a (o N OnN6 < ( N N OI N M. (D D I O-d N N Eli Np aN Custom Soil Resource Report ort I p II Table—Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit—Albemarle County,Virginia(VA003) I Map unit symbol Map unit name Rating Acres in AOI Percent of AO1 4D Ashe loam, 15 to 25 B 8.1 5.0% percent slopes 4E Ashe loam,25 to 45 B 9.6 5.9% percent slopes 10 Buncombe loamy sand A 0.0 0.0% 14B Chester loam,2 to 7 B 2.3 1.4% percent slopes 36B Hayesville loam,2 to 7 B 58.9 36.2% percent slopes 36C Hayesville loam,7 to 15 B 21.8 13.4% percent slopes 37C3 Hayesville clay loam,7 B 44.1 27.1% to 15 percent slopes, i severely eroded 37D3 Hayesville clay loam,15 1B 2.8 1.7% to 25 percent slopes, severely eroded 66E Parker very stony loam, A 1.1 0.7% 25 to 45 percent slopes 1 -dI 86B Turbeville loam,2 to 7 1B 14.1 8.7% percent slopes —I — Totals for Area of Interest 162.9 100.0% Rating Options—Hydrologic Soil Group I Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified 1 Tie-break Rule: Higher I I 1 I I 28 I References his American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. 4. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands L. Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical r• Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/Ianduse/rangepasture/?cid=stelprdb1043084 29 imp Custom Soil Resource Report - United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres 142 p 2_0 5 3624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/I nternet/FSE_DOCUMENTS/nres142p2_052290.pdf I I I I a I I 1 1 30 �.n Appendix C Drainage Area Calculations thir rr { tip rr 1. Drainage Area Calculations w * Woods-grass combination, Good Open Space, Good Condition Impervious Condition CN, HSG-B 55 98 61 Business, Indutrial, Li Forest and Commercial Lawns Rational-c 0.30 0.90 0.35 IMP *CN for woods,good land cover condition was derived from TR-55 table 2-2c,gravel from table 2-2a, impervious from table 2-2a, and managed turf(open space, good condition)from table 2-2a; all CNs are for HSG-B, as this was the prevailing HSG across the various SSURGO soil types on-site I" **Rational-c values were derived from the VA SWM Handbook,Vol. II,Table 4-3. iis SCC-1&2 Total Area (Ac.) 1.17 ( i.. Land Cover Area (sf) CN* CN x A c c x A Impervious 6715 98 15 0.90 6044 Open Space, GC 44250.2 61 62 0.35 15488 Ow CN_w= 65.9 - ------ - — - - c= 0.42 ----- -- ---- - - '" T_c(min.) = 19 Qp_1"/hr= 0.49 (Rational Qp assuming i=1"/hr) Qp_2-yr 1.05 (SCS Method,from Hydrographs model) Qp_10-yr 2.75 (SCS Method,from Hydrographs model) SCC-3 11r Total Area (Ac.) 1.57 Land Cover Area (sf) CN* CN x A c c x A Impervious I 2313 98 5 0.90 2082 i. Open Space, GC 66076 61 93 0.35 23127 CN_w= 62.3 lir c= 0.37 T_c(min.) = 18 "` Qp_1"/hr= 0.58 (Rational Qp assuming i=1"/hr) Qp_2-yr 1.03 (SCS Method,from Hydrographs model) Qp_10-yr 3.11 (SCS Method,from Hydrographs model) tee Lr i. SCC-4 I Total Area (Ac.) 1.3 I Land Cover Area (sf) CN* CN x A c c x A J Impervious 3991 98 9 0.90 3592 Open Space, GC 52637 61 74 0.35 18423 CNw= 63.6 c= 0.39 pl T_c(min.) = 11 Qp_1"/hr= 0.51 (Rational Qp assuming i=1"/hr) Qp_2-yr 1.26 (SCS Method,from Hydrographs model) Qp_10-yr 3.47 (SCS Method,from Hydrographs model) I SCC-5 Total Area (Ac.) 0.74 I Land Cover Area (sf) CN* CN x A c c x A Impervious 2815 98 6 0.90 2534 Open Space, GC 29419 61 41 0.35 _ 10297 CN_w= --- 64.2 -- c= 0.40 11 T_c (min.) = 16 Qp_1"/hr= 0.29 (Rational Qp assuming i=1"/hr) I Qp_2-yr 0.65 (SCS Method,from Hydrographs model) Qp_10-yr 1.76 (SCS Method,from Hydrographs model) SCC-6 Total Area (Ac.) 0.79 Land Cover Area (sf) CN* CN x A c c x A Impervious 4224 98 10 0.90 3802 Open Space, GC _ 30188 61 42 0.35 10566 CN_w= 65.5 c= 0.42 T_c(min.) = 16 Qp_1"/hr= 0.33 (Rational Qp assuming i=1"/hr) Qp_2-yr 0.76 (SCS Method,from Hydrographs model) Qp_10-yr 1.99 (SCS Method,from Hydrographs model) ti"` SCC-7 Total Area (Ac.) 0.63 Land Cover Area (sf) CN* CN x A c c x A `" Impervious 3535 98 8 0.90 3182 Open Space, GC 23908 61 33 0.35 i 8368 CN_w= 65.8 c=I 0.42 r T_c(min.) = 13 Qp_1"/hr= 0.27 ((Rational Qp assuming i=1"/hr) it Qp_2-yr 0.73 (SCS Method,from Hydrographs model) Qp_10-yr 1.86 (SCS Method,from Hydrographs model) ii. SCC-8 Total Area (Ac.) 0.73 `"" Land Cover Area (sf) CN* CN x A c c x A Impervious 6867 98 15 0.90 6180 ivy Open Space, GC 24932 61 35 0.35 8726 _ CN_w= 69.0 --- _-- - — c= 0.47 ems T_c (min.) = 6 wr Qp_1"/hr= 0.34 (Rational Qp assuming i=1"/hr) Qp_2-yr 1.29 (SCS Method,from Hydrographs model) Qp_10-yr, 2.90 (SCS Method,from Hydrographs model) .r SCC-9 rr Total Area (Ac.) 0.40 Land Cover Area (sf) CN* CN x A c c x A Impervious 608 98 1 0.90 547 Or Open Space, GC 16816 61 24 0.35 5886 low CN_w= 62.3 c= 0.37 T_c(min.)= 7 w Qp_1"/hr= 0.15 (Rational Qp assuming i=1"/hr) Qp_2-yr 0.40 (SCS Method,from Hydrographs model) Mr Qp_10-yr 1.13 (SCS Method,from Hydrographs model) 6 SCC-10 � I Total Area (Ac.) 0.52 Land Cover Area (sf) CN* CN x A c c x A Impervious 3161 98 7' 0.90 2845 Open Space, GC 19490 61 27 0.35 6822 CNw= 66.2 c= 0.43 T_c(min.)= 12 Qp_1"/hr= 0.22 (Rational Qp assuming i=1"/hr) Qp_2-yr 0.62 (SCS Method,from Hydrographs model) Qp_10-yr 1.60 (SCS Method,from Hydrographs model) 1 I 1 I 3 I I IOW Orr OOP ire 1rr ire 2. Time of Concentration Calculations tot +.r taw Sheet Flow* Shallow Conc.Flow** Open Channel Flow TC(min.) Area L(ft.) s(ft/ft) Tt(min.) L(ft.) V(ft/s) Tt(min.) L(ft.) s(ft/ft) r(ft)*** Tt(min.)**** Sum(Tt) SCC-1&2 300 0.04 18.3 200 4.8 0.7 0 0.020 1.0 0.0 19 to SCC-3 300 0.05 16.7 280 5.3 0.9 0 0.020 1.0 0.0 18 SCC-4 148 0.046 9.8 342 4.8 1.2 0 0.020 1.0 0.0 11 it 5CC-5 205 0.029 15.3 102 4.6 0.4 0 0.020 1.0 0.0 16 SCC-6 275 0.058 14.7 156 2.9 0.9 0 0.020 1.0 0.0 16 tra SCC-7 195 0.042 12.7 0 5.0 0.0 0 0.020 1.0 0.0 13 ale SCC-8 47 0.017 5.8 150 4.0 0.6 0 0.020 1.0 0.0 6 SCC-9 130 0.077 7.2 0 5.0 0.0 0 0.020 1.0 0.0 7 trio 5CC-10 192 0.058 11.0 209 3.4 1.0 0 0.020 1.0 0.0 12 imp *P2=3.65",from NOAA Atlas 14;n=0.80(woods,dense underbrush)for pre and n=0.011(gravel)for post **All shallow concentrated flow assumed to be over unpaved area;Figure 3-1 from TR-55 used for velocity estimate ***Assumed to be 1.0 for preliminary calcs.-needs to be verified for final calcs. ****Manning's n-values were derived from CERM,14th Ed.,Appendix 19.A,natural channels,good condition(n=0.025) ill y irr E i. fii iii too SW jai i♦ 1r +w. frr ittiP bay 3. Hydrographs IreSMI hr `rr 1�w iMr 11w 1 -Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph air No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) law 1 SCS Runoff 1.053 2 726 3,729 SCC-1 &2 2 SCS Runoff 1.027 2 726 3,995 SCC-3 Ile 3 SCS Runoff 1.256 2 722 3,712 SCC-4 4 SCS Runoff 0.645 2 724 2,075 SCC-5 5 SCS Runoff 0.764 2 724 2,397 SCC-6 6 SCS Runoff 0.726 2 722 2,058 SCC-7 7 SCS Runoff 1.286 2 718 2,596 SCC-8 8 SCS Runoff 0.396 2 720 1,018 SCC-9 9 SCS Runoff 0.618 2 722 1,739 SCC-10 rir i4r rri ire boo Un ilvar w 17 0307-Westview Hydrographs-AJH Edits. urn Period: 2 Year Thursday, 03/30/2017 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 1 SCC-1 & 2 Hydrograph type = SCS Runoff Peak discharge = 1.053 cfs Storm frequency = 2 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 3,729 cuft Drainage area = 1.170 ac Curve number = 65.9 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 19.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 I SCC-1 & 2 Q (cfs) Hyd. No. 1 --2 Year Q (cfs) 2.00 2.00 I I a 1.00 1.00 0.00 0.00 I 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 1 1 3 Hydrograph Report Sas Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 2 SCC-3 `' Hydrograph type = SCS Runoff Peak discharge = 1.027 cfs Storm frequency = 2 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 3,995 cuft to" Drainage area = 1.570 ac Curve number = 62.3 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 18.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 SCC-3 (cfs) Hyd. No. 2--2 Year Q (cfs) 2.00 2.00 tam i. 1.00 ( 1.00 it ins 0.00 — ` 0.00 i'"' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time(min) i• 4 Hydrograph Report I Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 1 Hyd. No. 3 SCC-4 Hydrograph type = SCS Runoff Peak discharge = 1.256 cfs Storm frequency = 2 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 3,712 cuft Drainage area = 1.300 ac Curve number = 63.6 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 11.00 min I Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 I SCC-4 Q (cfs) Hyd. No. 3 --2 Year Q (cfs) 2.00 2.00 I I I 1.00 1.00 I k , ......-_____ I 1 0.00 - . 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 3 5 Hydrograph Report tow Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 4 SCC-5 Hydrograph type = SCS Runoff Peak discharge = 0.645 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 2,075 cuft Drainage area = 0.740 ac Curve number = 64.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 16.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 fr SCC-5 i■. Q (cfs) Q (cfs) Hyd. No. 4--2 Year 1.00 1.00 tip. 0.90 0.90 ho 0.80 0.80 r. 0.70 0.70 trir 0.60 0.60 0.50 0.50 ir.. 0.40 0.40 0.30 0.30 0.20 0.20 as 0.10 0.10 0.00 - — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) 6 Hydrograph Report I Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 5 SCC-6 Hydrograph type = SCS Runoff Peak discharge = 0.764 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 2,397 cuft I Drainage area = 0.790 ac Curve number = 65.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 16.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 1 I SCC-6 Q (cfs) Q (cfs) Hyd. No. 5--2 Year 1.00 1.00 I 0.90 0.90 . A 0.80 0.80 0.70 0.70 0.60 0.60 II 0.50 0.50 • 0.40 0.40 0.300.30 II 0.20 0.20 0.10 i 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 6 SCC-7 Hydrograph type = SCS Runoff Peak discharge = 0.726 cfs Storm frequency = 2 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 2,058 cuft Drainage area = 0.630 ac Curve number = 65.8 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 13.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ir. SCC-7 • Q (cfs) Hyd. No. 6--2 Year Q (cfs) 1.00 1.00 0.90 0.90 Wag 0.80 0.80 ;r. 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 tor 0.30 0.30 it 0.20 0.20 w 0.10 0.10 0.00 — 0.00 MI 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time(min) 8 Hydrograph Report I Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 7 Ill SCC-8 Hydrograph type = SCS Runoff Peak discharge = 1.286 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,596 cuft I Drainage area = 0.730 ac Curve number = 69 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 I SCC-8 Q (cfs) Hyd. No. 7--2 Year Q (cfs) 2.00 2.00 I I I I 1.00 1.00 3 I I I 0.00 -' - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 9 Hydrograph Report too Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 8 SCC-9 Hydrograph type = SCS Runoff Peak discharge = 0.396 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 1,018 cuft Drainage area = 0.400 ac Curve number = 62.3 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 7.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 SCC-9 Q (cfs ) Hyd. No. 8--2 Year Q (cfs) 0.50 0.50 r.. 0.45 0.45 0.40 0.40 r 0.35 0.35 i. 0.30 0.30 0.25 f 0.25 0.20 0.20 it 0.15 0.15 it. 0.10 p 0.10 r. 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 8 Time(min) "i. 10 Hydrograph Report I Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 9 1 SCC-10 Hydrograph type = SCS Runoff Peak discharge = 0.618 cfs Storm frequency = 2 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 1,739 cuft Drainage area = 0.520 ac Curve number = 66.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min I Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 1 I SCC-10 Q (cfs) Hyd. No. 9--2 Year Q (cfs) 1.00 1.00 I 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 / •. 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 9 11 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph I* No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 2.746 2 726 8,845 SCC-1 &2 2 SCS Runoff 3.105 2 726 10,216 SCC-3 1wr 3 SCS Runoff 3.474 2 722 9,225 SCC-4 4 SCS Runoff 1.757 2 724 5,091 SCC-5 5 SCS Runoff 1.990 2 722 5,731 SCC-6 6 SCS Runoff 1.857 2 722 4,892 SCC-7 7 SCS Runoff 2.903 2 718 5,822 SCC-8 Iw 8 SCS Runoff 1.125 2 720 2,603 SCC-9 9 SCS Runoff 1.559 2 722 4,102 SCC-10 wr it r+ Irr fin it for rr 17 0307-Westview Hydrographs-AJH Edits. Vurn Period: 10 Year Thursday, 03/30/2017 >v 12 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 1 , SCC-1 & 2 Hydrograph type = SCS Runoff Peak discharge = 2.746 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 8,845 cuft Drainage area = 1.170 ac Curve number = 65.9 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 19.00 min 1 Total precip. = 5.52 in Distribution = Type II , Storm duration = 24 hrs Shape factor = 484 I I SCC-1 & 2 Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 3.00 3.00 I I 2.00 2.00 I I 1.00 1.00 I 0.00 - .]Lor .. \ - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 1 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 •. Hyd. No. 2 SCC-3 Hydrograph type = SCS Runoff Peak discharge = 3.105 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 10,216 cuft Drainage area = 1.570 ac Curve number = 62.3 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 18.00 min kft Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 SCC-3 Q (cfs) Q (cfs) Hyd. No. 2 -- 10 Year 4.00 4.00 ire 3.00 3.00 w iw 2.00 2.00 it 1.00 1.00 iw r. 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) iM. 14 Hydrograph Report I Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 3 111 SCC-4 Hydrograph type = SCS Runoff Peak discharge = 3.474 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 9,225 cuft Drainage area = 1.300 ac Curve number = 63.6 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 11.00 min II Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 I SCC-4 Q (cfs) Hyd. No. 3-- 10 Year Q (cfs) 4.00 4.00 I I 3.00 i 3.00 I 2.00 2.00 1.00 1.00 ) L. 0.00 - 0.00 I 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 3 15 Hydrograph Report lbw Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 4 SCC-5 Hydrograph type = SCS Runoff Peak discharge = 1.757 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 5,091 cuft Drainage area = 0.740 ac Curve number = 64.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 16.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 SCC-5 ti• Q (cfs) Q (cfs) Hyd. No. 4-- 10 Year 2.00 2.00 kin it ism 100 1.00 1.00 r. r. 0.00 - ` _ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) Ir r. 16 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 5 II SCC-6 Hydrograph type = SCS Runoff Peak discharge = 1.990 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 5,731 cuft Drainage area = 0.790 ac Curve number = 65.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 16.00 min I Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 1 I SCC-6 Q (cfs) Hyd. No. 5-- 10 Year Q (cfs) 2.00 2.00 I I I 1.00 1.00 I I I 0.00 - J 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 5 a Hydrograph Report 17 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 6 SCC-7 Hydrograph type = SCS Runoff Peak discharge = 1.857 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 4,892 cuft Drainage area = 0.630 ac Curve number = 65.8 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 13.00 min ism Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 t.. SCC-7 Q (cfs) Hyd. No. 6-- 10 Year Q (cfs) 2.00 2.00 i. rrr _ 1.00 - 1.00 . imp hp 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time(min) rr. 18 Hydrograph Report 1 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 if Hyd. No. 7 SCC-8 Hydrograph type = SCS Runoff Peak discharge = 2.903 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 5,822 cuft Drainage area = 0.730 ac Curve number = 69 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 I SCC-8 Q (cfs) Q (cfs) Hyd. No. 7 -- 10 Year 3.00 3.00 I I 2.00 2.00 I 1.00 1.00 1 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 1 19 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 8 SCC-9 j"' Hydrograph type = SCS Runoff Peak discharge = 1.125 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 2,603 cuft Drainage area = 0.400 ac Curve number = 62.3 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 7.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 9rr SCC-9 Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs) 2.00 2.00 i it i hot 1.00 1.00 till 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 8 Time(min) ion 20 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Thursday,03/30/2017 Hyd. No. 9 SCC-10 Hydrograph type = SCS Runoff Peak discharge = 1.559 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 4,102 cuft Drainage area = 0.520 ac Curve number = 66.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 f SCC-10 Q (cfs) Hyd. No. 9-- 10 Year Q (cfs) 2.00 2.00 1 I I 1.00 1.00 1 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 9 it Imo trm Appendix D Channel & Storm Sewer Calculations 1. Channel and Storm Sewer Calculations b. Irv Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Mar 30 2017 rM SCC-1 Triangular Highlighted Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.42 Total Depth (ft) = 1.00 Q (cfs) = 2.750 hi• Area (sqft) = 0.53 Invert Elev (ft) = 10.00 Velocity (ft/s) = 5.20 Slope (%) = 10.00 Wetted Perim (ft) = 2.66 N-Value = 0.030 Crit Depth, Yc (ft) = 0.56 Top Width (ft) = 2.52 Calculations EGL (ft) = 0.84 ivo Compute by: Known Q Known Q (cfs) = 2.75 Elev (ft) Depth (ft) Section 12.00 2.00 11.50 1.50 hir 11.00 1.00 it 10.50 0.50 iro 10.00 0.00 9.50 -0.50 0 1 2 3 4 5 6 7 8 `' Reach (ft) Channel Report 1 Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Mar 30 2017 1 SCC-2 Triangular Highlighted 1 9 Side Slopes (z:1) = 6.00, 6.00 Depth (ft) = 0.43 Total Depth (ft) = 1.00 Q (cfs) = 2.750 Area (sgft) = 1.11 Invert Elev (ft) = 10.00 Velocity (ft/s) = 2.48 Slope (%) = 2.00 Wetted Perim (ft) = 5.23 N-Value = 0.030 Crit Depth, Yc (ft) = 0.42 Top Width (ft) = 5.16 Calculations EGL (ft) = 0.53 Compute by: Known Q Known Q (cfs) = 2.75 I I Elev (ft) Depth (f ili Section 12.00 2.00 1 11.50 1.50 11.00 1.00 I 10.50 0 0.50 1 i 10.00 0.00 9.50 -0.50 1 0 2 4 6 8 10 12 14 16 f Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Mar 30 2017 it SCC-3 Triangular Highlighted Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.50 Total Depth (ft) = 1.00 Q (cfs) = 3.110 Area (sqft) = 1.00 Invert Elev (ft) = 10.00 Velocity (ft/s) = 3.11 Slope (%) = 2.90 Wetted Perim (ft) = 4.12 N-Value = 0.030 Crit Depth, Yc (ft) = 0.52 Top Width (ft) = 4.00 Calculations EGL (ft) = 0.65 Compute by: Known Q Known Q (cfs) = 3.11 v Elev (ft) Depth (ft) Section 12.00 2.00 rr 11.50 1.50 at Jim 11.00 1.00 10.50 0.50 10.00 0.00 LIN 9.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 a'" Reach (ft) Channel Report I Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Mar 30 2017 1 SCC-4 Triangular Highlighted 1 9 Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.50 Total Depth (ft) = 1.00 Q (cfs) = 3.470 Area (sqft) = 1.00 Invert Elev (ft) = 10.00 Velocity (ft/s) = 3.47 Slope (%) = 3.50 Wetted Perim (ft) = 4.12 N-Value = 0.030 Crit Depth, Yc (ft) = 0.55 Top Width (ft) = 4.00 Calculations EGL (ft) = 0.69 1 Compute by: Known Q Known Q (cfs) = 3.47 I I Elev (ft) Depth (f1 Section 12.00 2.00 1 1 11.50 1.50 I 11.00 1.00 1 I 10.50 - 0.50 1 10.00 0.00 I 9.50 -0.50 1 0 1 2 3 4 5 6 7 8 9 10 1 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Mar 30 2017 SCC-5 ,. Triangular Highlighted Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.36 Total Depth (ft) = 0.50 Q (cfs) = 1.760 Area (sqft) = 0.52 Invert Elev (ft) = 10.00 Velocity (ft/s) = 3.40 Slope (%) = 5.20 Wetted Perim (ft) = 2.97 N-Value = 0.030 Crit Depth, Yc (ft) = 0.42 Top Width (ft) = 2.88 Calculations EGL (ft) = 0.54 Flo Compute by: Known Q Known Q (cfs) = 1.76 big ism Elev (ft) Depth (ft) Section 11.00 1.00 10.75 0.75 i• 10.50 0.50 i,. 10.25 0.25 r . 6110 10.00 0.00 h. 9.75 -0.25 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 oi" Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Mar 30 2017 i SCC-6 Triangular Highlighted I Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.38 Total Depth (ft) = 0.50 Q (cfs) = 1.990 Area (sqft) = 0.58 Invert Elev (ft) = 10.00 Velocity (ft/s) = 3.45 Slope (%) = 5.20 Wetted Perim (ft) = 3.13 N-Value = 0.030 Crit Depth, Yc (ft) = 0.44 Top Width (ft) = 3.04 Calculations EGL (ft) = 0.56 Compute by: Known Q Known Q (cfs) = 1.99 I I Elev (ft) Depth (i$ Section 11.00 1.00 I I 10.75 0.75 I 10.50 0.50 O 10.25 0.25 1 I 10.00 0.00 I 9.75 -0.25 1 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 I Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Mar 30 2017 i�. SCC-7 Triangular Highlighted Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.35 Total Depth (ft) = 0.50 Q (cfs) = 1.860 Area (sqft) = 0.49 Invert Elev (ft) = 10.00 Velocity (ft/s) = 3.80 Slope (%) = 6.80 Wetted Perim (ft) = 2.89 N-Value = 0.030 Crit Depth, Yc (ft) = 0.43 Top Width (ft) = 2.80 Calculations EGL (ft) = 0.57 Ili Compute by: Known Q Known Q (cfs) = 1.86 1.11 Elev (ft) Depth (ft) Section 11.00 1.00 w 10.75 0.75 SIN `. 10.50 0.50 10.25 0.25 aim 10.00 0.00 9.75 -0.25 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 bop Reach (ft) , Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Mar 30 2017 II SCC-8 Hi hli hted i Triangular g g Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.51 Total Depth (ft) = 1.00 Q (cfs) = 2.900 Area (sqft) = 1.04 Invert Elev (ft) = 10.00 Velocity (ft/s) = 2.79 Slope (%) = 2.20 Wetted Perim (ft) = 4.21 N-Value = 0.030 Crit Depth, Yc (ft) = 0.51 Top Width (ft) = 4.08 Calculations EGL (ft) = 0.63 Compute by: Known Q Known Q (cfs) = 2.90 I I Elev (ft) Depth (4 Section 12.00 2.00 I I 11.50 1.50 11.00 z . 1.00 I 1 N7 10.50 0.50 a 10.00 0.00 9.50 -0.50 I 0 1 2 3 4 5 6 7 8 9 10 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Mar 30 2017 SCC-9 Triangular Highlighted Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.31 Total Depth (ft) = 0.50 Q (cfs) = 1.130 Ito Area (sgft) = 0.38 Invert Elev (ft) = 10.00 Velocity (ft/s) = 2.94 Slope (%) = 5.20 Wetted Perim (ft) = 2.56 N-Value = 0.030 Crit Depth, Yc (ft) = 0.35 Top Width (ft) = 2.48 Calculations EGL (ft) = 0.44 Compute by: Known Q Known Q (cfs) = 1.13 Elev (ft) Depth (ft) Section 11.00 1.00 it ale 10.75 0.75 it ami 10.50 0.50 � 0 10.25 0.25 i■ 10.00 0.00 it 9.75 -0.25 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 tam Reach (ft) i Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Mar 30 2017 ' SCC-10 Triangular Highlighted I Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.35 Total Depth (ft) = 0.50 Q (cfs) = 1.600 Area (sqft) = 0.49 Invert Elev (ft) = 10.00 Velocity (ft/s) = 3.27 Slope (%) = 4.70 Wetted Perim (ft) = 2.89 N-Value = 0.030 Crit Depth, Yc (ft) = 0.40 Top Width (ft) = 2.80 Calculations EGL (ft) = 0.52 I Compute by: Known Q Known Q (cfs) = 1.60 I I Elev (ft) Depth (II Section 11.00 1.00 I I 10.75 0.75 1 10.50 0.50 1 N7 I 10.25 0.25 I 1 10.00 0.00 1 9.75 -0.25 1 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 111 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Monday,Apr 3 2017 h. 15 IN CONCRETE CULVERT h. Circular Highlighted Diameter (ft) = 1.25 Depth (ft) = 0.70 Q (cfs) = 2.750 Area (sgft) = 0.71 Invert Elev (ft) = 521.00 Velocity (ft/s) = 3.87 Slope (%) = 0.50 Wetted Perim (ft) = 2.12 N-Value = 0.013 Crit Depth, Yc (ft) = 0.67 Top Width (ft) = 1.24 Calculations EGL (ft) = 0.93 ill Compute by: Known Q Known Q (cfs) = 2.75 Elev (ft) Section 523.00 amm 522.50 am. 522.00 521.50 521.00 ita 520.50 0 1 2 3 ` Reach (ft) r Culvert Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Wednesday,May 10 2017 ' 15 in Culvert - 10-Year Storm Invert Elev Dn (ft) = 10.00 Calculations I Pipe Length (ft) = 35.00 Qmin (cfs) = 2.90 Slope (%) = 0.29 Qmax (cfs) = 2.90 Invert Elev Up (ft) = 10.10 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 2.90 No. Barrels = 1 Qpipe (cfs) = 2.90 n-Value = 0.013 Qovertop (cfs) = 0.00 1 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 2.85 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.22 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 10.971 HGL Up (ft) = 10.78 Embankment Hw Elev (ft) = 11.11 Top Elevation (ft) = 12.00 Hw/D (ft) = 0.81I Top Width (ft) = 16.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 I 00,m •.•Dear s I I.w -eeo li I IC OC 3.50 0.6: p 15 13 15 21 25 30 15 . 45 55 55 1+wla+Calver HG, Emwne Reach;R: I I I w Appendix E Water Quality ore v 1. Virginia Runoff Reduction Method Re-Development Worksheet — v3.0 — Site Information Tab DEQ Virginia Runoff Reduction Method Re-Development Compliance.Spreadsheet-Vernon 3.0 r 0:2011 BMP Standards and Specifications 0:2013 Draft BMP Standards and Specifications •Project Name'I West View Farm • CLEAR ALL datap IIs -- 2017 r - Dater velopmen (values Linear Development Project? No 'on cells Site Information Post-Development Project(Treatment Volume and Loads) --- Enter Total Disturbed Area(acres) 41 23.00 1 Check: _ aMPD� Sp f [ List:2013 Draft Sttls&Spec _ Maximum reduction required:� Linearproject? No The site's net increase in impervious cover(acres)is: c Landover arercas enteed correctly? `/ Post-Development TP toad Reduction for Site(lb/yrj:IM2311. Toto/disturbed area entered? ,/ Pre-ReDevelopment Land Cover(acres) •Soils 85015 05016 °Soils Totals • ,est/tlpenSpace(ures(-undiourhed, Protect rest/open spat d ted land 0.00 000- Managed Turf 1=esl)-disturbed,graded for -- yards or other art to mowed/managed 20.33 20.33 Impervious Cover(acres) 268 2.66 - - -- 23.01 -- -- OW Post-Development Land Cover(acres) ---- --_-- -- ASoils BSoak CSoI. 17 Soils Totals forert/Dpen spa fades) undisturbed 0.00 protected forest/open space or reforested and tarfe (acres)-disturbed.graded for _ -- yards orother turftobemowed/managetl 20.52 20.52 Impervious Cover(mom) 2.49 2.49 Area Check OK, OIL OK. OK. 23.01 - Constants __(1 Runoff Coefficients(Cy) Annual Rainfall Itches! 43 A Soils B Sop. C Soils D Soils An Target Rainfall Event(inched 1.00 Forest/Open Space 0.02 0.03 0.04 0.05 Tow rus(TPI EMC(mg/LI 0.26 Managed Turf 0.15 0.20 0.22 0.25 Total Nitrogen(TN)EMC Img/L) 1.86 Impervious Cover 0.95 095 0.95 0.95 eiti Target TP Load(cacre/yr) 041 _... Pi turytless correction factor) 0.90 -LA • ND COVER SUMMARY--PRE-REDEVELOPMENT LAND COVER SUMMARY-POST DEVELOPMENT Land Coversummary-ere Land Cover Summary-Post/Final) Land Cover Summary-post Land Cover Summary-Post Pre-ReDeveopment Pawl Adjusted' Post ReDev.6 neva ImperviousostReDeve p est Post-Development New Impervious Fornt/Open Space Cover es[/Open space ellell Forest/Open Space Cover(acres) 0.00 0.00 (acres) 0.00 ver(anes) 0.00 Weighted Rdforestl 0.00 000 Weighted Rvlforntl 000 --_-_ weighted Rvlforestl 0.00 %Forest 0% 0% or 0% Fores 0% managed Turf Cover Worm) 20.33 20.33 Managed Turf Saver 2052 Managed Tuft Cover 20.52 (atreS) n (acres) Weighted Rulturf 0.20 0.20 Weighted Rv(turf) 0.20 we,ghted Rv hetes 0.20 SEM %Managed,urf 88% 88% %Managed Turf 89% %Ma aged Turf 89% (acres( 2.60 2.68 mood Impervious Cover New Impervious over Impervious Cover Impervious Cover(acres) 249 a res( 2.49 m(acrelosC 000 Rdiimpervious) 095 0.95 Rv(impervious) 0.95 8.3impervious) 0.95 Rvllmpenious) %Impervious 12% 12% %Impervious 11% %Impervious 11% Total Site urea Famed 23.01 23,01Tota levee site Area Frna Site (acres) 23.01 I MN (acres) 23.01 Site M 029 029 Final Post Dev site Rv 0.28 ReDev Site Re 0.28 Treatment Volume and Nutrient Load Treatment Volume and Nutrient Load Final Po:[.De.elopment Pon.Reoevelopmem Pow-Development Rnevp Treatment volume 05510 0.5510 Treatment volume 0.5391 Tr atm Volume 0.5391 TreatmentVolumeIan nlane-ftp aen) neft) FinPreReDev Treatment eveca Janet Post-Development nolua :teat!m 20,002 24002 Treatment n 23,484 23,484 Treatment Volume'cubic Tre omen[Volume Treatment Volume r pre amevelopment TP Load 15.08 15.08 kub%Metl Final Post- Development TP Load 10.76 !cubic o RaDto hetieest toad 4.]6 pin Post-Development rP has Ilblorlib/sr)pb/vrl tab/vrl' _ ass too. t au asa 09/93.883,1 MI loot bs/aereho apPieu top- gce or..,,r 5.43 a ]0% Proposed for nexomerviou:cwal a me.empmeavLwat I e ReoeveaLana Co:Iona cover minus terra. us coven co r.o.i., g - _- TP Load Reduction rover(p.esv Required for TP Load Reduction 2.69 Required for Sea 0 ruin acreope prmoseaj0 Redeveloped Area Impervious Area(Ib/yr) 6/yrl Adjusted ental acreage is cans:sten:wpm Past...Development acreage(rind.aneogr o' new MPervwus aver, I Column;snows load,0000lot mow-morn:pot new impervious aver loosed on nein development load Irma.0.41 tes/one/veaq. • Post-Development Requirement for Site Area • • TP Load Reduction Required(Ib/yr( 2.69 iNitrogen Loads(Informational Purposes Only) Final Post-D eveldpment TN Load Pre#eDevNOpmant IN ObMl IOJ.88 (PowReDevelopmem a New impervious) 105.56 111 bMl I an 1 DEQ Virginia Runoff Reduction Method Re-Development Compliance Spreadsheet-Version 3.0 U. 2..2011 BMP Standards and Specifications 62013 Draft BMP Standards and SpedficaBOos Project Na West View Farm CLEAR ALL datap t cells -- --- ---- Da I 3/31/2017 1 constant values • Linear Development Project? No !calculation cells Site Information enalregces Post-Development Project(Treatment Volume and Loads) - Enter Total Disturbed Area(acres) -I 23.01 I Check: BMP Design Spegications List,2013 Draft St ds&Specs il Maximum reduction required:/ 1Linear project? No The site's net increase in impervious cover(acres)is: '0 Landover areas entered correctly? ./ Il J Post-Development TP Load Reduction for Site(lb/yr): Total disturbed area entered? ./ • TP LOAD REDUCTION NOT REQUIRED Pre-ReDevelopment Land Cover(acres) i A5WIs BSoils CSons DSalls Totals Forest/Open Space(acres)-undisturbed, • - - protected forest/open space or reforested land 0.00 0.00 Managed Turf(acres)-disturbed,graded for I Yards or other turf to be mowed/managed 2943 29.43 Impervious Cover(acme/ 2.68 268 __ 32.11 i Post-Development Land Cover(acres) A MIN BMk CSolis DSolis Totals 1, Farest/Open Space(acres}-undisturi d, 9.10 ' protected forest/open space or reforested land 9.10 -. managed Turf(acres)-disturbed,graded for 20.52 yards or aper turf to be mowed/managed 20.52 -. lmpeMousvover(acres) 2.49 2.49 -- - -- Area Check OK. OS. OK. OK. 32.11iiii •Foresl/Open sate atmos must De Protected in accordance h Virginia runoff Reduction Method Constants Runoff Coefficients(Rs) _ Tatty Rainfall Event(Inches) 43 AS02 B.03 C.04 O Solo Target Ra nh Event(ncbes) 1.00 Forest/Open Spau 0.02 0.03 0.04 0.05 Total Phosphorus)TPI EMC Ina/LI 0.26 Managed Turf 0.15 0.20 0.22 0.25 Total Nitrogen(1N)EMC Ing/Li 0.06 - - - - mperviousCwer 0.95 0.95 0.95 0.95 Target TPLoad llb/acre/Yrl 0.41 PI Imitlers correction fetor) 0.90 1_ _ _- _ • LAND COVER SUMMARY--PRE-REDEVELOPMENT LAND COVER SUMMARY-POST DEVELOPMENT Land Caversumm°n.vre = Land cover Summary-Post rood Cove',pommy-Post t Pre-ReoDated ed Adjuated' • Post.Receveiopment Post-Development New impervious {meg/Open Space cover(acres) 0.00 0.00 Forest/Open Space Cover 910 Forest/Open Space 9,10 (acres) Cover(acres) weighted R.Iforest) 0.00 0.00 ,t, Weighted Rvlforestl 0.03 %Forest 0% 0% INE:= %Forest 28% Managedes)Cover ManagedTort Cover Managed Turf Cover)acres) 2943 29.43 20.52 20.52 Imes) acres) lanes) Weighted raIsen 0.20 0.20 weighted Rvltur0 020 Weighted Rv)curt) 0.20 %Managed Turf 92% 92% 11=311. %Managed Turf 04% Impervious Cover(acres) 2.68 2.68 Impervious Coverlacres) 2.49 50050(II0 *real cover 2.49 woo m'acreservio0 over 0.00 Rvl-mpery wzl 0.95 0.95 1.13111111 -. Rviiropervicusi 0.95 Rviimpervioual - - t %mpervous 8% 8% us 8% Total Me Area lanes) 31.11 32.11 Final site Area(acres) 32-11 To .leo.;te Area ;111 ane av 0.26 0.26 Final Port My Site Rv 023 Reoev Site Rs 0.21 Treatment Volume and Nutrient Load ' Treatment Volume and Nutrient Load ___ Final Post-Development POSNReDevelopment Pre ReDeveop < jatment Volume 03027 0.7027 Treatment volume 0.5619 Treatment Volume es619 TreatmentVolume IaenIaao-Xlxre-Xj (acre-Xl I Pina: ° n Pog-DeVelOpme Pre Snc00 ofimnt volume 10,608 30600Treatment feat enam 24,475 Treatment Volu 24,475 Treatment Volume(cubic ub<feet) jcicfeet) lcubicfeet) feet) - emmReDwelopment Tv toad D Final vast- LronD loena re load Ilb/yrl 19.23 19.23 Final TP Load 15.38 Pa ad(TP) 15. m n 38 eVGlib/yrint (Ib/Yr) lib/vrl' opn,err Tv coop pe arra aPpst int.... NW I bfacrervrl o.6a ha 2. I 1 .r. 0.4e P.4e Ob/ne/y.illbrarrerel Baseline ad Obtgrr • m eevtt p a u In,.gat/acre/yr a even u 8P nr.ru, 13,17 Rleemw Pre- 2f201,Poposen mr new',arra.,..overlReoevelopmem Load, ,Ad --1 - - - -- TP Load Reduction TP 2004 Reduction justeci Conti Coy, ommory Pre Pepe lend (Toms:room:spar o.m0 ug a Required for -1.01 Required for New 0 • tui]<eageproposedf new impervious cover.tali Area Impervious Area(Ib/Yr) PAP) Ad/urted total acreage is consistent note Post-ReDevelopmenr acreage(mews acreogcof I -- new impervious cover). Column l shows fond rectucbon repu0eenent for new inmemmos<0ver(Posed on new i • development adlime.043Ibz/one/Year). Post-Development Requirement far Site Area TP Load Reduction Required(lb/yr) -0.01 0 0 TP LOAD REDUCTION NOT REWIRED Nitrogen Loads(Informational Purposes Only) I Final Post-Devel°proem TN Load Pre-ReDevelopment TN Load(lb/yr) 137.58 lrpnReDe0elopmem 6 New Impervlwsl 110.01 (lb//r) I I