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Home My WebLink AboutWPO201400094 Calculations 2015-05-18 (2)HYDROLOGIC/HYDRAULIC CALCULATIONS FOR WHITTINGTON SUBDIVSION - PHASE B May 18, 2015 LOCATION: Tar. Map 90-3 Samuel Miiler District, Albemarle County, Virginia DEVELOPER: Staniey Martin Homes 11111 Sunset Hilts Road, Suite 200 Reston, Virginia 2.0190 PREPARED BY: Dominion Engineering & Design, LLC 172 Sout.i Pantops Drive Charlottesville, VA 22911 P: 434.979 8121 Email: mm.rersC 0mjrflwen .com lUb. No. 33028 16"t%/J -V ;C� �Q AL F``C' TABLE OF CONTENTS PROJECT SUMMARY AREA SUMMARY CN VALUE COMPUTATIONS SWM/BMP FINAL SUMMARY SUMMARY OF "OVERDETENTION" CALCULATIONS FOR SWM-3 SUMMARY OF "OVERDETENTION" CALCULATIONS FOR SWM-4 WATER QUALITY VOLUME (WQV) COMPLIANCE CALCULATIONS FOR SWM BASINS HYDROGRAPHS and Tc CALCULATIONS PRE -DEVELOPMENT DA-1.through DA-6 POINT OF ANALYSIS #1 DA-1U (Undetained) POINT OF ANALSYS #2 SWM-3 POINT OF ANALYSIS #3 SWM-4 DA-3U (Undetained) POINT OF ANALYSIS #4 SWM-1 (from approved WPO2013-00022 for phase A) POINT OF ANALSYS #5 SWM-5 POINT OF ANALSYS #6 SWM-2 (from approved WPO2013-00022 for phase A) SWM-6 SWM-7 SWM-8 DA-6U (Undetained) REACHES 6A, 6B AND 6C BMP CALCULATIONS ADEQUATE CHANNEL CROSS -SECTIONS DRIVEWAY CULVERT DESIGN DROP INLET DESIGN — HAND COMPUTATIONS SEDIMENT BASIN DESIGN COMPUTATIONS PROJECT SUMMARY This application is for Phase a of Whittington Subdivision. Phase A was approved for the construction of 17 lots and the stormwater management for Phase A was designed to meet the Technical Criteria of Part IIC of the State Stormwater Code. The site work for Phase A has been completed and houses are currently under construction. It is the developer's intention to seek approval of the remaining 79 lots in Phase B under the same Part IIC criteria as allowed by the Grandfathering clause of the state code 9VAC25-870-48, which states: a. A. Any land -disturbing activity shall be considered grandfathered by the VSMP authority and shall be subject to the Part11 C (9VAC25-870-93 at seq.) technical criteria of this chapter provided., 1. A proffered or conditional zoning plan, zoning with a plan of development, preliminary or final subdivision plat, preliminary or final site plan, or any document determined by the locality to be equivalent thereto (i) was approved by the locality prior to July 1, 2012, (ii) provided a layout as defined in 9 VA C25-870- 10 (ilf) will comply with the Part 11 C technical criteria of this chapter, and (iv) has not been subsequently modified or amended in a manner resulting in an increase in the amount of phosphorus leaving each point of discharge, and such that there is no increase in the volume or rate of runoff, i) ZMA 2006-00011 was approved on April 11, 2007 ii) ZMA 2006-00011 contains a layout as defined by 9VAC25-870-10. iii) The current plan complies with Part IIC technical criteria. iv) The current plan has not been subsequently modified or amended in a manner that results in an increase in either the amount of phosphorus leaving each point of discharge or the rate of runoff leaving the site. Analysis and Computations are provided herein indicating compliance. 2. A state permit has not been issued prior to July 1, 2014; and A state permit for Phase B has not been issued prior to July 1, 2014. 3. Land disturbance did not commence prior to July 1, 2014. Land disturbance in Phase B has not begun. The Whittington subdivision has 6 points of analysis leaving the site. There is a drainage divide that runs north -south that essentially divides the property in half. There are four outfall points (Points of Analysis #1- #4) on the west side of the site, a minor outfall at the north side of the site (Point of Analysis #5), and one outfall point on the east side (Point of Analysis #6) of the site. Based on computations provided herein, the post -developed flows leaving the site are less than the pre -development flows at each outfall point of analysis #146 for both the 2 and 10-year storm events, thereby meeting the runoff criteria of a)l.iv above. Furthermore, on the west side of the site for points of analyses #244, we have further restricted the post - development flow with "Overdetention" to pre -forested conditions to address posted complaints from an offsite landowner, and to be consistent with the approved Phase A design. We have reduced the runoff to point of analysis #1 to below predevelopment levels for the 2 and 10 year storm by virtue of reducing the overall impervious area flowing to that outfall. Please also note that we have reduced the postdeveloped impervious area that flows undetained to Point of Analysis #3. In order to meet the phosphorus reduction requirements at each outfall point per a)l.iv. above, we have reduced the phosphorus leaving the site at each outfall analysis point based on assumptions taken from the ZMA. Refer to'ZMA BMP Drainage Area Map" in the VSMP plans for assumptions. Based on this, the proposed BMPs decrease the amount of phosphorus leaving the site at each outfall point, thereby meeting the phosphorus reduction portion of part a)l.iv above. Furthermore, to indicate compliance with the state BMP regulations, we have completed the BMP worksheets from the Virginia Stormwater Handbook to ensure compliance with the state regulations, and have included the BMP worksheets in this calculations package. In summary, the attached maps and calculations predicated on Part IIC Technical Criteria indicate that the phosphorus and rate of runoff leaving the site as indicated on the approved ZMA 2006-00011 are not exceeded by the current design, thereby allowing the site to be grandfathered from meeting the new II B technical requirements of the state code. 4 AREA SUMMARY PREDEVELOPMENT Refer to Predevlopment Drainage Area Map in VSMP Plans • DA-1 = 29.88 Acres (Point of Analysis #1) • DA-2 = 4.61 Acres (Point of Analysis #2) • DA-3 = 48.84 Acres (Point of Analysis #3) • DA-4 = 12.20 Acres (Point of Analysis #4) • DA-5 = 2.47 Acres (Point of Analysis #5) • DA-6 = 134.48 Acres (Point of Analysis #6) Refer to Postdevelopment Drainage Area Map in VSMP Plans: • DA-1 = 25.57 Acres (Point of Analysis #1) Contributing Hydrographs to Point of Analysis #1: DA-1U (Undetained) • DA-2 = 12.90 Acres (Point of Analysis #2) Contributing Hydrographs to Point of Analysis #2: SWM-3 • DA-3 = 46.99 Acres (Point of Analysis #3) Contributing Hydrographs to Point of Analysis #3: DA-3U (undetained) and SWM4 • DA-4 = 12.20 Acres (Point of Analysis #4) Contributing Hydrographs to Point of Analysis #4: SWM-1 • DA-5 = 2.59 Acres (Point of Analysis #5) Contributing Hydrographs to Point of Analysis #5: SWM-5 • DA-6 = 129.96 Acres (Point of Analysis #6) Contributing Hydrographs to Point of Analysis #6: SWM-2, SWM-6, SWM-7, SWM-8, DA-6U (undetained), Reaches 6A, 6B, 6C 5 CN VALUE COMPUTATIONS SUMMARY OF PRE -DEVELOPMENT CN VALUES DA-1 (to point of analysis #1) CN = 51 pre -forested condition (used CN=51 for Overdetention purposes) DA-2 (to point of analysis #2) CN = 51 pre -forested condition. (used CN=51 for Overdetention purposes) DA-3 (to point of analysis #3) CN = 51 pre -forested condition. (used CN=51 for Overdetention purposes) DA-4 (to point of analysis #4) CN = 51 pre -forested condition. (used CN=51 for Overdetention purposes) DA-5 (to point of analysis #5) Wooded Area, Fair, soil Group C (CN=73) - 1.82 Acres Wooded Area, Fair, soil Group B (CN=60) - 0.65 Acres 1.82(73) + 0.65(60) = 70 2.47 DA-6 (to point of analysis #6) Wooded Area, Fair, soil Group C (CN=73) - 46.13 Acres Wooded Area, Fair, soil Group B (CN=60) - 88.35 Acres 36.13(73) + 98.35(60) = 64 134.48 SUMMARY OF POST -DEVELOPMENT CN VALUES Assumed House Area = 2,500 sf Assumed Driveway Area = 1,200 sf Assumed Lead Walk Area = 100 sf DA-SWM-1 (taken from approved WPO2013-00022 for phase A) (to point of analysis #4) 7.5 Houses (CN=98) - 0.430 Acres 8 Driveway and Lead Walk (CN=98) - 0.265 Acres Roads (CN=98) - 1.921 Acres Grass Yard Area (CN=74) - 3.357 Acres Typical Wooded Area (CN=70) - 6.227 Acres 2.616(98) + 3.357(74) + 6.227(70) = 77 12.20 DASWM-2 (taken from approved WP02013-00022 for phase A) (to point of analysis #6) 6.25 Houses (CN=98) - 0.359 Acres 6.25 Driveway and Lead Walk (CN=98) - 0.284 Acres Roads (CN=98) - 0.365 Acres Grass Yard Area (CN=74) - 2.798 Acres Typical Wooded Area (CN=70) - 7.174 Acres 1.008(98) + 2.798(74) + 7.174(70) = 74 10.98 DASWM-3 (to point of analysis #2) 10 Houses (CN=98) - 0.57 Acres 15 Driveway and Lead Walk (CN=98) - 0.45 Acres Roads (CN=98) - 0.88 Acres Grass Yard Area (CN=74) - 10.14 Acres Untouched Wooded Area (CN=51) - 1.03 Acres 1.90(98) + 10.14(74) + 1.03(51) = 76 12.9 DA-SWM-4 (to point of analysis #3) 12 Houses (CN=98) - 0.69 Acres 16 Driveway and Lead Walk (CN=98) - 0.48 Acres Roads (CN=98) -1.16 Acres Grass Yard Area (CN=74) - 6.71 Acres Untouched Wooded Area (CN=51) - 3.92 Acres 2.33(98) + 6.59(74) + 3.92(51) = 71 12.84 DA-SWM-5 (to point of analysis #5) 2.5 Houses (CN=98) - 0.14 Acres Roads (CN=98) - 0.17 Acres Grass Yard Area (CN=74) - 0.80 Acres Wooded Area (CN=60) - 1.29 Acres 0.40(98) + 0.80(74) + 1.29(60) = 70 2.59 DA-SWM-6 (to point of analysis #6) 6.5 Houses (CN=98) - 0.37 Acres 5 Driveway and Lead Walk (CN=98) - 0.15 Acres Roads (CN=98) - 0.48 Acres Grass Yard Area (CN=74) - 9.29 Acres Untouched Wooded Area (CN=51) - 1.30Acres 1.0(98) 9.29(74) + 1.30(51) = 73 11.59 DA-SWM-7 (to point of analysis #6) 7 6 Houses (CN=98) - 0.40 Acres 9 Driveway and Lead Walk (CN=98) - 0.30 Acres Roads (CN=98) - 0.40 Acres Grass Yard Area (CN=74) - 3.58 Acres Untouched Wooded Area (CN=51) - 0.38 Acres 1.10(98) + 3.58(74) + 0.38(51) = 76 5.19 DA-SWM-8 (to point of analysis #6) 7.5 Houses (CN=98) - 0.34 Acres 10 Driveway and Lead Walk (CN=98) - 0.30 Acres Roads (CN=98) - 0.70 Acres Grass Yard Area (CN=74) - 3.64 Acres Untouched Wooded Area (CN=51) - 1.20 Acres 1.33(98) + 3.64(74) + 1.20(51) = 75 6.17 NOTE: No SWM routing was performed on SWM-9 DA-SWM-9 (to point of analysis #6) 0.5 Houses (CN=98) - 1,250 sf NOTE: No SWM routing was performed on SWM-9 DA-SWM-10 (to point of analysis #6) 0.5 Houses (CN=98) - 1,250 sf NOTE: No SWM routing was performed on SWM-10 DA-3U (to point of analysis #3) CN = 51 pre -forested condition. DA-61.1 (to point of analysis #6) Roads, Houses, Walks (CN=98) - 2.05 Acres Wooded Area, Fair, soil Group C (CN=73) - 20.49 Acres Wooded Area, Good, soil Group B (CN=60) - 68.56 Acres Grass Yard Area (CN=68) - 4.92 Acres 2.06(98) + 4.92(68) + 20.49(73)+ 68.56(60) = 64 96.03 SWM/BMP FINAL SUMMARY Impervious Area Treated Summary As part of the overall SWM program, the proposed Best Management Practices treat more impervious area than was treated on the ZMA Plan. Refer to "Impervious Area Treated" sheets in the VSMP plan. Impervious Area Treated with ZMA Plan: 490,778 sf Impervious Area Treated with VSMP Plan: 507,420 sf OK Overall SWM/BMA Summary ZMA POSTDEVELOPMENT I NET CHANGE PHOS FLOW *' PHOS FLOW IPHOSI FLOW LOAD' QZ (cfs) Q10 (cfs) LOAD QZ (cfs) Q10 (cfs) LOAD Q2 (cfs) Q10 (cfs) POA-1 4.02 2.89 22.43 3.44 2.47 19.19 -0.58 -0.42 -3.24 POA-2 2.55 0.59 4.79 2.13 0.34 0.49 -0.42 -0.25 -4.30 POA-3 7.36 5.12 40.54 6.69 4.72 31.55 -0.67 -0.40 -8.99 POA-4 3.89 1.18 9.16 2.15 0.34 0.48 -1.74 -0.84 8.68 POA-5 0.83 3.36 7.71 0.52 3.19 7.37 -0.31 0.17 -0.34 POA-6 21.03 80.99 230.9 19.77 76.26 224.22 -1.26 4.73 -6.68 POA = POINT OF ANALYSIS In order to demonstrate no postdevelopment increase in phosphorus leaving the site over ZMA values, the following assumptions were made for the BMP facilities shown on the ZMA plan: POA-1 - no BMP shown POA-2 - BMP #1 - Raingarden -Removal Rate 65% POA-3 - BMP #2 - Retention Basin I - Removal Rate = 40% POA-4 - BMP #3 - Raingarden - Removal Rate = 65% POA-5 - no BMP shown POA-6 - BMP #4 -Raingarden - Removal Rate 65% BMP #5 - Raingarden - Removal Rate = 65% BMP #6 - Raingarden - Removal Rate = 65% BMP #7 - Retention Basin II - Removal Rate = 50% BMP #8 - Raingarden - Removal Rate = 65% ** In order to calculate maximum release rates that were used with the ZMA plan, we analyzed the predevelopment runoff hydrographs to determine allowable release rates. 0 SUMMARY OF "OVERDETENTION" CALCULATIONS FOR SWM-3 Proposed SWM - 3 is a Retention Basin III and provides both water quality and detention for point of analysis #2. Because it has been determined that there are inadequate channels downstream, the allowable release rate is determined per Albemarle County Design Standards Manual, Section F, lowering the allowable release rate to a fraction of the pre -forested conditions runoff determined by the calculation below: Q(allowable) <= Qf(Vf / VPost), where Qf is the flow from the site in a well forested condition (Cn = 51), Vf is the volume from the site in a well forested condition, and VPost is the volume from the site in post - development conditions. In addition to meeting the above release rate requirements, the following conditions will also be met: 1. Detain the WQV (1" runoff) and release over 48 hours. 2. Detain the 1 year, 24-hour storm and release over 24 hours. Pre Development Conditions 1.5 Yr. Pre -Development Run -Off = DA-2 = 0.463 cfs 1.5 Yr. Pre -Development Volume = 4,065 ft3 2 Yr. Pre -Development Run -Off = DA-2 = 0.587 cfs 2 Yr. Pre -Development Volume = 4,532 ft3 10 Yr. Pre -Development Run -Off = DA-2 = 4.787 cfs 10 Yr. Pre -Development Volume = 16,614 ft3 Post Development Conditions 1.5 Yr. Post -Development Run -Off = DA-SWM3 = 15.32 cfs 1.5 Yr. Post -Development Volume = 68,193 ft3 2 Yr. Post -Development Run -Off = DA-SWM3 = 16.15 cfs 2 Yr. Post -Development Volume = 71,695 ft3 10 Yr. Post -Development Run -Off = DA-SWM3 = 33.24 cfs 10 Yr. Post -Development Volume = 144,024 ft3 Allowable Release Rates 01.5 (allowable) = Q4VNp,,) = 0.463 cfs (4,065 ft3 / 68,193 ft3) = 0.028 cfs* Q2 (allowable) = QKVNp,a) = 0.587 cfs (4,532 ft3 / 71,695 ft) = 0.037 cfs* Q10 (allowable) = QKVfNp,*,) = 4.787 cfs (16,614 ft3 / 144,024 ft) = 0.552 cfs* * As approved with the Phase A WPO Plan, since these release rates can only be achieved with orifices that are less than 1" diameter, a minimum 3" diameter orifice is practical and has been used in the calculations. 10 Detention of the WQV 11" Runoff) and release over 48 hours: WQV = 3,454 ft3 Average Flow Rate to Achieve 48 hour drawdown: 2 x WQV = 6,908 ft3 / 172,800 seconds Q = 0.040 cfs Orifice Size needed: A = Q / [64.32 " (h/2)]"' * (0.6) Average h = 1'; Q = 0.040 cfs A = 0.0067 sf d = 2(A/3.14)05 = 0.1463 ft = 1.11 Inches Orifice provided = 3.0 in ** ** see note regarding minimum 3" orifice diameter on previous sheet Detention of the 1 year 24-hour storm and release over 24 hours: 1 year 24-hour storm volume = 62,124 ft3 Average Flow Rate to Achieve 24 hour Draw Down: Q = 71,017 ft3 / 86,400 seconds Q = 0.72 cfs Routed Flow for 1-year 24-hour storm = 0.33 cfs < 0.72 cfs. 11 SUMMARY OF "OVERDETENTION" CALCULATIONS FOR SWM-4 Proposed SWM - 4 is a Retention Basin III and provides both water quality and detention for point of analysis #3. Because it has been determined that there are inadequate channels downstream, the allowable release rate is determined per Albemarle County Design Standards Manual, Section F, lowering the allowable release rate to a fraction of the pre -forested conditions runoff determined by the calculation below: Q(allowable) <= Qf(Vf / VPost), where Qf is the flow from the site in a well forested condition (Cn = 51), Vf is the volume from the site in a well forested condition, and VPost is the volume from the site in post - development conditions. In addition to meeting the above release rate requirements, the following conditions will also be met: 1. Detain the WQV (1" runoff) and release over48 hours. 2. Detain the 1 year, 24-hour storm and release over 24 hours. Pre Development Conditions 1.5 Yr. Pre -Development Run -Off = DA-3B = 0.583 cfs 1.5 Yr. Pre -Development Volume = 5,815 ft3 2 Yr. Pre -Development Run -Off = DA-3B = 0.736 cfs 2 Yr. Pre -Development Volume = 6,483 ft3 10 Yr. Pre -Development Run -Off = DA-36 = 5.936 cfs 10 Yr. Pre -Development Volume 23,767 ft3 Post Development Conditions 1.5 Yr. Post -Development Run -Off = DA-SWM 4 12.22 cfs 1.5 Yr. Post -Development Volume = 52,568 ft3 2 Yr. Post -Development Run -Off = DA-SWM 4 =13.01 cfs 2 Yr. Post -Development Volume = 55,604 ft3 10 Yr. Post -Development Run -Off = DA-SWM 4 = 29.69 cfs 10 Yr. Post -Development Volume = 120,250 ft3 Allowable Release Rates Q1.5 (allowable) = Q1(^.m) = 0.583cfs (5,815 ft3 / 52,668 ft) = 0.064 cfs* Q2 (allowable) = Q4Vf1Vp„1) = 0.736 cfs (6,483 ft3 / 55,604 ft) = 0.086 cfs* Q10 (allowable) = Qf(Vf/Vp,*1) = 5.936 cfs (23,767 ft3 / 120,250 ft3) = 1.173 cfs* * As approved with the Phase A WPO Plan, since these release rates can only be achieved with orifices that are less than 1" diameter, a minimum 3" diameter orifice is practical and has been used in the calculations. 12 Detention of the WQV (1" Runoff) and release over 48 hours: WQV = 3,831 ft3 Average Flow Rate to Achieve 48 hour drawdown: Q = 3,831 ft3 / 172,800 seconds Q = 0.022 cfs Orifice Size needed: A = Q / [64.32 * (h/2)]°'S * (0.6) Average h = 1'; Q = 0.022 cfs A = 0.0170 sf d = 2(A/3.14)0-5 = 0.1473 ft = 1.77 inches Orifice provided = 3.0 in ** ** see note regarding minimum 3" orifice diameter on previous sheet Detention of the 1 year 24-hour storm and release over 24 hours: 1 year 24-hour storm volume = 70,140 ft3 Average Flow Rate to Achieve 24 hour Draw Down: Q = 70,140 ft3 / 86,400 seconds Q = 0.81 cfs Routed Flow for 1-year 24-hour storm = 0.40 cfs < 0.81 cfs. 13 WATER QUALITY VOLUME (WQV) COMPLIANCE CALCULATIONS FOR SWM BASINS SWM-3 WQV Type of Facility: Retention Basin III Water quality volume required = 4 X WQV (4) (0.5'712) (82,898 SF Impervious Surface) = 13,816 ft3 Storage at Elev. = 476.00' = 62,406 ft3 > 13,816 ft3 OK Pond Report Hydrahow Hydrographs Extension for AutoCAD6 Civil 306 2014 by Autodesk. Inc. v10.3 Tuesday, 06 / 2 12015 Pond No. 3 - SWM-3 Storage Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation a 471.99 It Stage / Storage Table Stage (ft) Elevation (I Contour area (sgfr) Inor. Storage (tuft) Total storage (curt) 0.00 471.99 00 0 0 0.01 472.00 12.007 40 40 2.51 474.50 15,028 33,720 33.760 4.01 476.00 23,484 28,646 62.406 6.01 478.00 20.625 50,071 112,477 B-01 480.00 29.873 56,461 168.938 10.01 482.00 35,077 65.458 234,396 12.01 484.00 30,890 72,357 306,753 SWM-4 WQV Type of Facility: Retention Basin III Water quality volume required = 4 X WQV (4) (0.5'712) (101,396 SF Impervious Surface) = 16,900 ft3 Storage at Elev. = 500.00' = 46,634 ft3 > 16,900 ft3 OK Pond Report Hydrafiow Hydrographs Extension for AutoCA06 Civil 3002014 by Autodesk, Inc. 00.3 Tuesday, 0612 / 2015 Pond No. 5 - SWM-4 Storage Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 495.99 ft Stage / Storage Table stage (ft) Elevation (ft) Contour area (sgft) [net. Storage (tuft( Total storage (tuft) 0.00 495.99 00 0 0 0.01 496.00 9,290 31 31 2.57 498.50 11,214 25,690 25,621 4.01 500.00 15,593 20,013 45,634 8.01 502.00 17,647 33,117 78,751 8.01 504.00 19,618 37,142 115,893 10.01 506.00 21,800 41,401 157,294 12.01 508.00 24,108 45,890 203,184 14.01 510.00 26,525 50,609 253,793 14 SWM-6 WQV Type of Facility: Retention Basin III Water quality volume required = 4 X WQV (4) (0.5'712) (43,510 SF Impervious Surface) = 7,252 ft3 Storage at Elev. = 534.5' as 42,110 ft3 > 7,252 ft3 OK Pond Report Hydraflow Hydrogniphs Extension for AutaCADS Civil 3D87 2014 by Aulodesk. Inc. v10.3 Tuesday, 06 / 2 12015 Pond No. 9 - SWM-6 Storage Pond Data Contours -User -defined contour areas. Conic method used for volume calculation. fiegining Elevation = 529.99 It Stage / Storage Table Stage (ft) Elevation (ft) 0.00 529.99 0.01 530.00 2.01 532.00 4.51 534.50 e.01 530.00 a.01 538.00 10.01 540.00 SWM-7 WQV Contour area (sqft) In". storage (cuft) Total storage (cult) 00 0 0 7.763 26 26 8,921 18,889 16,695 11.408 25.415 42, 110 19.241 2$778 64,987 21,950 41,157 106.045 24.749 46.666 152,711 Type of Facility: Extended Detention Dry Pond Water quality volume required = 2 X WQV (2) (0.5-712) (44,148 SF Impervious Surface) = 3,679 ft" Storage at Elev. = 462.00' = 13,590 ft3 > 3,679 ft3 OK Pond Report Hydrai Hydrographs Extension for AutoCAD® Civil 306 2014 by Autodesk, Inc. v10.3 Pond No. 11 - SWM-7 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 459.99 It Stage/ Storage Table Stage In) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult) 0-00 459.99 00 0 0 0.01 460.00 5,457 18 18 2.01 462.00 8,210 13,572 13,590 4.01 464.00 10,356 18,523 32,113 6.01 466.00 12,756 23,068 55,181 8.01 468.00 15,675 28,378 83,559 10.01 470.00 18,758 34,383 117,943 Sunday, 05 / 17 / 2015 15 HYDROGRPAHS AND TC COMPUTATIONS � 2Im14INI�njmj n F �INIei�N le-Il Nlc-1 9 sItoINI'DI--*-I-4I�I�I �sINI�ININI�I�IM LA Z O � \ N 0 a-1 CA N Ln O O a N r01 'n cCL J O N O OJ LL = N 2 H N vLnenmallo O w M 1l a 0 tc t m M M ti Z W J ~ �INlN c e Nl� si H LL ri �n 0 d. Ln 'D P, OW. N N rl O O Z J g N aC = W _ 0 0 0 0 0 0 Ln O rO In 0 0 0 ri M Z N a -I N a -I N ci ci W J ri N m m a n �o M 0 0 0 0 0 0 0 M M c-i m O Ln O N 1I1 N P �O to M rl M N M N c-1 rl c-1 N N l0 ei VI N O GO O c-1 N O M N dam' 0�1 Ln Ln O n N CO in Ln N N M c-I N rl rl rl rl N a a N O M^ a N M tno W � of O m N a V7 rl rl N r7 0if a vOi o a 0 0 m l0 N c-1 ci Iz N co CD N N N ^ rl eMi ul N V O 10 M Ln cn N O S S O u0i S M a In O r G?3¢a O Q Q Q Q Q 0 0 0 0 0 0 0 Ln O ci of N rl O a c-I m O ci M n rl O n ci N n ci W n a -I N a Ln Ii T 00 co 00 N fn N en O1 ri rl ei eel CD Ln n W In Ln r to N w e oo inr N N rl O N O N N N M m w N Un 0 In 0 V1 0 to 0 In 0 M 0 rn 0 V1 0 OR sT N W N N W. N N W N W V N N Ol rl N T c-I W rt N m N I'D N m N m N 'D a w a m N WWWWW lD D 00 W 00 a0 OD Ln L W ci O rl O rl O ei O rl O rl O rl O O rl 0 ¢ 0 a¢¢ 0 0 a a a a PRE -DEVELOPMENT Hydrograph Report HydraBow Hydrographs Extension for AutoCAD® Civil 3002014 by Autodesk, Inc. v10.3 Monday, 05 / 18 / 2015 Hyd. No. 1 DA-1 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 2.885 cfs Storm frequency = 2 yrs Time to peak = 12.30 hrs Time interval = 2 min Hyd. volume = 29,655 cuft Drainage area = 29.880 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 25.30 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 1 DA-1 Predevelopment Hyd. No. 1 -- 2 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 3.00 2.00 1.00 ---L- 0.00 26 Time (hrs) Hydrograph Report Hydreflow Hydrographs Extension forAutoCAD® Civil 3DS 2014 by Autodesk, Inc. v10.3 Monday, 05 / 18 / 2015 Hyd. No. 1 DA-1 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 22.43 cfs Storm frequency = 10 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 108,717 cuft Drainage area = 29.880 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 25.30 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 24.00 20.00 16.00 12.00 M 4.00 0.00 ' 0 2 4 Hyd No. 1 DA-1 Predevelopment Hyd. No. 1 — 10 Year 6 8 10 12 14 16 Q (cfs) 24.00 20.00 16.00 12.00 M 4.00 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2014 byAutodesk, Inc. 00.3 Hyd. No. 1 DA-1 Predevelopment Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 29.880 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 9.10 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 DA-1 Predevelopment Hyd. No. 1 —100 Year 0.00 0 120 240 360 480 600 — Hyd No. 1 Wednesday, 06 13 / 2015 = 84.66 cfs = 730 min = 327,758 cuft = 51 = Oft = 25.30 min = Type II = 484 Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 ' ' ' ' 0.00 720 840 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report HydraBow Hydrographs Extension for AutoCAD® Civil 3082014 by Autodesk, Inc. 00.3 Monday, 05 / 18 / 2016 Hyd. No. 2 DA-2 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 0.587 cfs Storm frequency = 2 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 4,532 cuft Drainage area = 4.610 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 16.00 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 2 4 Hyd No. 2 DA-2 Predevelopment Hyd. No. 2 — 2 Year Q (cfs) 1.00 0.90 0.80 0.70 D.60 1.50 1.40 M ■��riri��t��ri�IN sriTime (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3DO2014 by Autodesk, Inc, v10.3 Hyd. No. 2 DA-2 Predevelopment Monday, 05 / 18 / 2015 Hydrograph type = SCS Runoff Peak discharge = 4.787 cfs Storm frequency = 10 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 16,614 cuft Drainage area = 4.610 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 16.00 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 5.00 - 4.00 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 2 DA-2 Predevelopment Hyd. No. 2 —10 Year 6 8 10 12 14 16 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutcCAD® Civil 3DO2014 by Autodesk, Inc. v10.3 Hyd. No. 2 DA-2 Predevelopment Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 4.610 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 9.10 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 18.00 16,00 12.00 i0 . M 3.00 0.00 0 120 240 360 480 Hyd No. 2 DA-2 Predevelopment Hyd. No. 2 -- 100 Year M. Wednesday, 06 / 3 / 2015 = 17.20 cfs = 724 min = 50,086 cuft = 51 = Oft = 16.00 min = Type II = 484 Q (cfs) 18.00 15.00 12.00 19 r1 OL74 ' ' ' ' ' 0.00 720 840 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.3 Monday, 05 / 18 / 2015 Hyd. No. 3 DA-3 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 5.118 cfs Storm frequency = 2 yrs Time to peak = 12.23 hrs Time interval = 2 min Hyd. volume = 50,121 cult Drainage area = 48.840 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 23.20 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6.00 5.00 4.00 � Ml 2.00 1.00 0.00 0 2 4 Hyd No. 3 DA-3 Predevelopment Hyd. No. 3 -- 2 Year 6 8 10 12 14 16 Q (cfs) 5.00 rM 4.00 2.00 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodesk, Inc. 00.3 Monday, 05/18/2015 Hyd. No. 3 DA-3 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 40.54 cfs Storm frequency = 10 yrs Time to peak = 12.17 hrs Time interval = 2 min Hyd. volume = 183,746 tuft Drainage area = 48.840 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 23.20 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0 2 4 Hyd No. 3 DA-3 Predevelopment Hyd. No. 3 — 10 Year 6 8 10 12 14 16 Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. v10.3 Hyd. No. 3 DA-3 Predevelopment Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 48.840 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 9.10 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 160.00 140.00 120.00 100.00 40.00 20.00 DA-3 Predevelopment Hyd. No. 3 —100 Year 0.00 0 120 240 360 480 600 720 840 Hyd No. 3 Wednesday, 06 / 3 / 2015 = 152.58 cfs = 728 min = 553,954 cuft = 51 = Oft = 23.20 min = Type II = 484 Q (cfs) 160.00 140.00 120.00 100.00 80.00 40.00 20.00 ' ' 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D®2014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 9 DA-3B (Used for pre -development SWM #4 routing) Hydrograph type = SCS Runoff Peak discharge = 0.736 cfs Storm frequency = 2 yrs Time to peak = 12.17 hrs Time interval = 2 min Hyd. volume = 6,483 cuft Drainage area = 6.430 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 17.50 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 pre-developmentDA-313 (Used for e 11 -- Sri rrrrr�rrrrr�i rrrr�rrrrr�i rrrrr�rrrr�i rrrrr�rrrrr�i rrrrr�rrrrr�i rrrrr�rrrr�t rrrrr�rrrr�t rrrr�rrrrr�t 1 11 0 Hyd No. 9 �rrrr�rrrr�r�r�rr�rrrr�rrrrr�rrrr�rrrrr�rrrror ■rrrr�rrrr�rrrrr�t �� ■�rrrr�rr�i i.��r�r�� ■rrrrr�rrrrr�rrrrr�i i �� ■rrrr�rrrr�rrrrr�i t rrr�rrrr�rrrrr�rrrrirrrrr�rrrr�rrrrr� ■rrrrr�rrrrr�rrrrr�i t �� ■rrrrrrlrr�rrrrrrllrrrrrlrrrrrrlrrrrrrlrrrrrrlrrrrrrlrrrrr�rrrrr� 1 .1 rrrrrr�rrrrr�rrrrr� i �� rrrrr�rrrr�rrrr� rrr� �� ■rrrrr�rrrrr�rrrrr� ■ �� 1 1 rrrrrr�rrrrr�rrrrr� ■ �� rrrrr�rrrr�rrrr� ■ �� rrrrr�rrrrr�rrrrr� ■ rrrrrr�rrrrr�rrrrr� ■ �� , , , rrr�rrrrr�rrrrr� ■ �� rrrrrr�rrrr�rrrr� � �� rrrrrr�rrrr�rrrr�� rrrrrr�rrrrr�rrrrr� �� 1 1 rrrrr�rrrrr�rrrr� �� rrrrr�rrrrr�lrr■r� �� rrrrrr�rrrrr�rrrrr�� 1 1 rrrrrr�rrrrr�rrrr� �� rrrrrr�rrrr�rrrrr� � �� rarrrrrr■rrrrrr■rrrrr��- _�� 1 1 rarrrrr�rrrrr�rrrrr� ��—�� rarrrr�rrrr�rrrr� ��,� ra�rrrrr�rrrr� rrrrr�rrrr� rrrr�rrrr�rr■■■�trrrr� I��,rrrr�rrrrr�rrrr�rrrrr�rrrrr�rrrr� � 1 11 1 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2014 byAutodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 9 DA-3B (Used for pre -development SWM #4 routing) Hydrograph type = SCS Runoff Peak discharge = 5.936 cfs Storm frequency = 10 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 23,767 cuft Drainage area = 6.430 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 17.50 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' 0 2 4 Hyd No. 9 DA-3B (Used for pre -development SWM #4 routing) Hyd. No. 9 — 10 Year 6 8 10 12 14 16 Q (cfs) 6.00 5.00 M M 2.00 1.00 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3Di9 2014 byAutodesk, Inc. v10.3 Wednesday, 06 13 / 2015 Hyd. No. 9 DA-3B (Used for pre -development SWM #4 routing) Hydrograph type = SCS Runoff Peak discharge = 21.91 cfs Storm frequency = 100 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 71,651 cuft Drainage area = 6.430 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 17.50 min Total precip. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (ofs) 24.00 20.00 16.00 12.00 From 4.00 0.00 0 2 4 Hyd No. 9 DA-313 (Used for pre -development SWM #4 routing) Hyd. No. 9 — 100 Year 6 8 10 12 14 16 Q (cfs) 24.00 20.00 16.00 12.00 M 4.00 ' 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3DO2014 byAutadesK Inc. 00.3 Monday, 05 118 / 2015 Hyd. No. 4 DA-4 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 1.178 cfs Storm frequency = 2 yrs Time to peak = 12.30 hrs Time interval = 2 min Hyd. volume = 12,108 cuft Drainage area = 12.200 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 26.90 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 4 DA-4 Predevelopment Hyd. No. 4 — 2 Year 6 8 10 12 14 16 18 20 22 24 Q (Cfs) 2.00 1.00 0.00 26 Time (hrs) Hydrograph Report Hydreflow Hydrographs Extension forAutoCAD® Civil 3D®2014 byAutodesK Inc, v10.3 Monday, 05 / 18 / 2015 Hyd. No. 4 DA-4 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 9.158 cfs Storm frequency = 10 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 44,389 cuft Drainage area = 12.200 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 26.90 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 10.00 M .m 4.00 0.00 0 2 4 Hyd No. 4 DA-4 Predevelopment Hyd. No. 4 --10 Year 6 8 10 12 14 16 Q (cfs) 10.00 . OU 4.00 2.00 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydreflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. 00.3 Hyd. No. 4 DA-4 Predevelopment Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 12.200 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 9.10 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 35.00 25.00 r1 11 15.00 10.00 5.00 DA-4 Predevelopment Hyd. No. 4 --100 Year Wednesday, 06 / 3 / 2015 = 34.57 cfs = 730 min = 133,823 cuft = 51 = Oft = 26.90 min = Type II = 484 Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 ' I I I I— ' ' ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 2B / 2015 Hyd. No. 5 DA-5 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 3.356 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 9,911 cult Drainage area = 2.470 ac Curve number = 70 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 16.50 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 4.00 - r 81 rM 1.00 0.00 = 0 2 4 Hyd No. 5 DA-5 Predevelopment Hyd. No. 5 -- 2 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 4.00 3.00 2.00 1.00 -1- 0.00 26 Time (hrs) Hydrograph Report HydraBow Hydrographs Extension for AutoCAD® Civil 3002014 by Autodesk, Inc. v10.3 Thursday, 05 / 28 12015 Hyd. No. 5 DA-5 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 7.712 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 21,781 cuft Drainage area = 2.470 ac Curve number = 70 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 16.50 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Ir 4.00 2.00 '1LT27 0 2 4 Hyd No. 5 DA-5 Predevelopment Hyd. No. 5 —10 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 8.00 MY 4.00 WN 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCiAD® Civil 3D®2014 by Autodesk, Inc. 00.3 Hyd. No. 5 DA-5 Predevelopment Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 2.470 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 9.10 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 18.00 16.00 12.00 or AM 3.00 0.00 0 120 240 Hyd No. 5 360 480 DA-5 Predevelopment Hyd. No. 5 --100 Year Wednesday, 06 / 3 / 2015 = 16.88 cfs = 722 min = 47,409 cuft = 70 = Oft = 16.50 min = Type II = 484 Q (cfs) 18.00 15.00 12.00 • rY M 3.00 T 000 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report HydraFlow Hydrographs Extension forAutoCAD® Civil 3DO 2014 by Autodesk, Inc. 00.3 Tuesday, 06 / 2 / 2015 Hyd. No. 6 DA-6 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 80.99 cfs Storm frequency = 2 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 394,725 cuft Drainage area = 134.480 ac Curve number = 64 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 29.00 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA-6 Predevelopment Q (°fs) Hyd. No. 6 — 2 Year 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 2 4 Hyd No. 6 6 8 Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2014 by Autodesk, Inc. 00.3 Tuesday, 06 / 2 12016 Hyd. No. 6 DA-6 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 230.90 cfs Storm frequency = 10 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 967,897 cuft Drainage area = 134.480 ac Curve number = 64 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 29.00 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 240.00 210.00 180.00 150.00 120.00 30.00 0.00 L 0 2 4 Hyd No. 6 DA-6 Predevelopment Hyd. No. 6 —10 Year 6 8 10 12 14 16 Q (cfs) 240.00 210.00 180.00 150,00 120.00 •M - �s cO M 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. AM Hyd. No. 6 DA-6 Predevelopment Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 134.480 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 9.10 in Distribution Storm duration = 24 hrs Shape factor DA-6 Predevelopment Hyd. No. 6 --100 Year 560.00 480.00 F�� 320.00 240.00 160.00 0.00 0 120 240 360 480 600 Hyd No. 6 Wednesday, 06 / 3 / 2015 = 568.40 cfs = 730 min = 2,282,899 cuft = 64 = Oft = 29.00 min = Type II = 484 Q (Cfs) 640.00 560.00 480.00 400.00 320.00 240.00 160.00 0.00 720 840 960 1080 1200 1320 1440 1560 Time (min) HYDROGRPAHS AND TC CALCULATIONS Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2014 by Autodesk, Inc. 00.3 Tuesday, 06 / 2 / 2016 Hyd. No. 8 DA-1 U Hydrograph type = SCS Runoff Peak discharge = 2.469 cfs Storm frequency = 2 yrs Time to peak = 12.30 hrs Time interval = 2 min Hyd. volume = 25,377 cuft Drainage area = 25.570 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 25.30 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 3.00 2.00 1.00 0.00 a 0 2 4 Hyd No. 8 DA-1 U Hyd. No. 8 — 2 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 3.00 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.3 Tuesday, 06 / 2 / 2015 Hyd. No. 8 DA-1 U Hydrograph type = SCS Runoff Peak discharge = 19.19 cfs Storm frequency = 10 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 93,035 cuft Drainage area = 25.570 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 25.30 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 21.00 - 18.00 15.00 12.00 • rM . rr 3.00 0.00 0 2 4 Hyd No. 8 DA-1 U Hyd. No. 8 — 10 Year 6 8 10 12 14 16 Q (cfs) 21.00 18.00 15.00 12.00 • rr M 3.00 ' ' ' ' 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow.Hydrographs Extension forAuW-AM Civil 3DO2014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2016 Hyd. No. 8 DA-1 U Hydrograph type = SCS Runoff Peak discharge = 72.45 cfs Storm frequency = 100 yrs Time to peak = 12.17 hrs Time interval = 2 min Hyd. volume = 280,480 cuft Drainage area = 25.570 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 25.30 min Total precip. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 80.00 70.00 50.00 40.00 30.00 10.00 0.00 0 2 4 Hyd No. 8 G DA-1 U Hyd. No. 8 --100 Year Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 0.00 8 10 12 14 16 18 20 22 24 26 Time (hrs) POINT OF ANALYSIS #2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 3 DA-SWM-3 Inflow Hydrograph type = SCS Runoff Peak discharge = 16.15 cfs Storm frequency = 2 yrs Time to peak = 12.23 hrs Time interval = 2 min Hyd. volume = 71,695 cuft Drainage area = 12.900 ac Curve number = 76 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 32.30 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 18.00 15.00 12.00 • 11 . M 3.00 0.00 1 0 2 4 Hyd No. 3 DA-SWM-3 Inflow Hyd. No. 3 -- 2 Year 6 8 10 12 14 16 Q (cfs) 18.00 15.00 12.00 M M 'I 1 11 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D®2014 by Autodesk, Inc. v10.3 Hyd. No. 3 DA-SWM-3 Inflow Wednesday, 06 / 3 / 2015 Hydrograph type = SCS Runoff Peak discharge = 33.24 cfs Storm frequency = 10 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 144,024 cult Drainage area = 12.900 ac Curve number = 76 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 32.30 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (ofs) 35.00 30.00 26,00 20.00 15.00 10.00 5.00 0.00 0 2 4 Hyd No. 3 0 DA-SWM-3 Inflow Hyd. No. 3 —10 Year Q (Cfs) 35.00 30.00 25.00 20.00 15.00 10.00 i- — ' 0.00 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DD 2014 by Autodesk, Inc. 00.3 Wednesday, 06 / 3 12016 Hyd. No. 3 DA-SWM-3 Inflow Hydrograph type = SCS Runoff Peak discharge = 67.43 cfs Storm frequency = 100 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 292,452 cuft Drainage area = 12.900 ac Curve number = 76 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 32.30 min Total precip. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 50.00 40.00 30.00 20.00 10.00 raim11 DA-SWM-3 Inflow Hyd. No. 3 --100 Year Q (cfs) 70.00 TI r0 50.00 40.00 30.00 20.00 10.00 PLO J1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) -- Hyd No. 3 Pond Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodesk, Inc. v10.3 Pond No. 4 - SWM-3 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 475.99 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft) 0.00 475.99 00 0 0 0.01 476.00 23,469 78 78 0.51 476.50 24,241 11,926 12,004 2.01 478.00 26,610 38,121 50,125 4.01 480.00 29,858 56,431 106,556 6.01 482.00 33,224 63,046 169,602 8.01 484.00 36,630 69,819 239,421 Culvert / Orifice Structures [A] [B] [C] [PrfRsr] Rise (in) = 24.00 3.00 0.00 0.00 Span (in) 24.00 3.00 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft) 476.00 476.00 0.00 0.00 Length (ft) = 47.00 0.00 0.00 0.00 Slope (%) = 1.06 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi -Stage = n/a Yes No No Stage (ft) 10.00 8.0c 8.00 4.00 2.00 0.00 0.0 20.0 Total Q Weir Structures Tuesday, 0612 / 2015 [A] [B] [C] [D] Crest Len (ft) = 12.57 12.00 0.00 0.00 Crest El. (ft) 480.60 481.70 0.00 0.00 Weir Coeff. 3.33 3.33 3,33 3.33 Weir Type 1 Rect Multi -Stage = Yes No No No Exfil.(in/hr) = 0,000 (by Wet area) TW Elev. (ft) = 0.00 Note: CuNertlOdfice outIlms an enalt29d under Wet (ie) and millet (oe) emaoL Yyelr deers etwdeed for oriece conditions (le) and aubmergence (a). Stage / Discharge Elev (ft) 485.99 483. 481. 479. 477.1 40.0 60.0 80.0 100.0 120.0 140.0 160.0 99 I9 )9 5 475.99 180.0 Discharge (cfs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 31382014 by Autodesk, Inc. 00.3 Hyd. No. 4 SWM-3 Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 3 - DA-SWM-3 Inflow Max. Elevation Reservoir name = SWM-3 Max. Storage Storage Indication method used. SWM-3 Routed Q (cfs) Hyd. No. 4 -- 2 Year Wednesday, 06 / 3 12015 = 0.337 cfs = 24.20 hrs = 66,680 cuft = 478.26 ft = 57,525 cuft Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0 10 20 30 — Hyd No. 4 — Hyd No. 0.00 40 50 60 70 80 90 100 3 CrTT-FII Total storage used = 57,525 cuft Time (hrs) I Hydrograph Report Hydraflow Hydrographs Extension fdrAutoCAD® Civil 3DO2014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2016 Hyd. No. 4 SWM-3 Routed Hydrograph type = Reservoir Peak discharge = 0.487 cfs Storm frequency = 10 yrs Time to peak = 24.27 hrs Time interval = 2 min Hyd. volume = 114,867 tuft Inflow hyd. No. = 3 - DA-SWM-3 Inflow Max. Elevation = 480.52 ft Reservoir name = SWM-3 Max. Storage = 122,992 cuft Storage Indication method used Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 SWM-3 Routed Hyd. No. 4 — 10 Year Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 ' 0.00 10 20 30 40 50 60 70 80 90 100 Time (hrs) Hyd No. 4 —Hyd No. 3 iL=Total storage used = 122,992 tuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Ciw13D®2014 by Autodeak, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 4 SWM-3 Routed Hydrograph type = Reservoir Peak discharge = 28.41 cfs Storm frequency = 100 yrs Time to peak = 12.60 hrs Time interval = 2 min Hyd. volume = 261,759 tuft Inflow hyd. No. = 3 - DA-SWM-3 Inflow Max. Elevation = 481.38 ft Reservoir name = SWM-3 Max. Storage = 150,123 cuft Storage Indication method used Q (cfs) 70.00 40.00 30.00 20.00 10.00 0.00 0 8 Hyd No. 4 SWM-3 Routed Hyd. No. 4 --100 Year 16 24 32 40 48 56 64 72 80 — Hyd No. 3 r Total storage used = 150,123 cuft Q (cfs) 70.00 50.00 40.00 30.00 20.00 10.00 0.00 88 Time (hrs) POINT OF ANALYSIS #3 Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D®2014 by Autodesk, Inc. 00.3 Monday, 05 / 18 / 2015 Hyd. No. 21 DA-3U Hydrograph type = SCS Runoff Peak discharge = 4.552 cfs Storm frequency = 2 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 39,075 cuft Drainage area = 34.150 ac Curve number = 52 Basin Slope = 0.0 % Hydraulic length = Oft Tc method = User Time of conc. (Tc) = 23.20 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 ' ' ' 0 120 240 360 480 Hyd No. 21 -1 DA-3U Hyd. No. 21 -- 2 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 720 840 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2014 by Autodesk, Inc. A 0.3 Hyd. No. 21 DA-3U Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 34.150 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.60 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 35.00 25.00 20.00 15.00 10.00 5.06 DA-3U Hyd. No. 21 —10 Year 0.00 1 1 1 I I I I 0 120 240 360 480 600 720 840 Hyd No. 21 Monday, 05118 / 2015 = 31.28 cfs = 728 min = 136,917 cuft = 52 = Oft = 23.20 min = Type 11 = 484 Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 • 11 ' ' ' '11,' 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodesk, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 21 DA-3U Hydrograph type = SCS Runoff Peak discharge = 111.68 cfs Storm frequency = 100 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 402,756 cult Drainage area = 34.150 ac Curve number = 52 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 23.20 min Total precip. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 120.00 100.00 40.00 0.00 0 2 4 Hyd No. 21 DA-3U Hyd. No. 21 -- 100 Year 6 8 10 12 Q (cfs) 120.00 100.00 40.00 20.00 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D02014 byAubodesk, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 5 DA-SWM-4 Inflow Hydrograph type = SCS Runoff Peak discharge = 13.01 cfs Storm frequency = 2 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 55,604 cuft Drainage area = 12.840 ac Curve number = 71 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.10 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 14.00 12.00 10.00 M . Or 4.00 2.00 0.00 ' 0 2 4 Hyd No. 5 6 8 DA-SWM-4 Inflow Hyd. No. 5 -- 2 Year Q (ofs) 14.00 12.00 10.00 EEO IX 2.00 i i I 1 I 1 I I 1 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 300 2014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 5 DA-SWM-4 Inflow Hydrograph type = SCS Runoff Peak discharge = 29.69 cfs Storm frequency = 10 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 120,250 cuft Drainage area = 12.840 ac Curve number = 71 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.10 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 25.00 20.00 15.00 10.00 r1 f8TIT11 DA-SWM-4 Inflow Hyd. No. 5 —10 Year Q (cfs) 30.00 25.00 20.00 15.00 10.00 -M TiTI 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D®2014 by Autodesk, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 5 DA-SWM-4 Inflow Hydrograph type = SCS Runoff Peak discharge = 64.70 cfs Storm frequency = 100 yrs Time to peak = 12.17 hrs Time interval = 2 min Hyd. volume = 258,566 cuft Drainage area = 12.840 ac Curve number = 71 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.10 min Total precip. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 50.00 40.00 30.00 20.00 10.00 riTiT11 DA-SWM-4 Inflow Hyd. No. 5 -- 100 Year Q (Cfs) 70.00 50.00 40.00 30.00 20.00 10.00 1 11 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 5 Pond Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodesk, Inc. v10.3 Tuesday, 06 / 2 / 2015 Pond No. 6 - SWM-4 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 499.99 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (tuft) Total storage (cuft) 0.00 499.99 00 0 0 0.01 500.00 17,593 59 59 2.01 502.00 17,547 35,136 35,195 4.01 504.00 19,618 37,142 72,337 6.01 506.00 21,806 41,401 113,738 8.01 508.00 24,108 45,890 159,628 10.01 510.00 26,526 50,610 210,238 Culvert / Orifice Structures Weir Structures [A] [BJ [C] [PrMsr] [A] [B] [C] [D] Rise (in) = 24.00 3.00 0.00 0.00 Crest Len (ft) = 12.57 12.00 0.00 0.00 Span (in) = 24.00 3.00 0.00 0.00 Crest El. (ft) = 506.80 507.80 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 500.00 500.00 0.00 0.00 Weir Type = 1 Rect - - Length (ft) = 61.00 0.00 0.00 0.00 Multi -Stage = Yes No No No Slope (%) = 1.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour) Multi -Stage = We No No No TW Elev. (ft) = 0.00 Note: Culyert/Or'Rice outflows are analyzed under inlet(ic) and oulM(oc) control. Weir risers chocked for orifice conditions(ic) and submergence (a). Stage (ft) 12.00 10.00 8.00 6.00 4.00 2.00 0.00 r 1 0.0 20.0 Total 0 Stage / Discharge Elev (ft) 511.99 509.99 507.99 505.99 503.99 501.99 499.99 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 Discharge (ofs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D®2014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 20 SWM-4 Routed Hydrograph type = Reservoir Peak discharge = 0.349 cfs Storm frequency = 2 yrs Time to peak = 24.00 hrs Time interval = 2 min Hyd. volume = 54,673 cuft Inflow hyd. No. = 5 - DA-SWM-4 Inflow Max. Elevation = 502.31 ft Reservoir name = SWM-4 Max. Storage = 40,948 cuft Storage Indication method used. SWM-4 Routed Q (Cfs) Hyd. No. 20 — 2 Year Q (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 — Hyd No. 20 — Hyd No. 5 LLEEEEI, Total storage used = 40,948 cult Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2014 byAutodesk, Inc. v10.3 Hyd. No. 20 SWM-4 Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 5 - DA-SWM-4 Inflow Max. Elevation Reservoir name = SWM-4 Max. Storage Storage Indication method used Q (cfs) 30.00 25.00 20.00 15.00 10.00 mot 0.00 0 10 Hyd No. 20 SWM-4 Routed Hyd. No. 20 — 10 Year 20 30 40 — Hyd No. 5 Wednesday, 06 / 3 / 2015 = 0.533 cfs = 24.17 hrs = 111,499 cult = 505.21 ft = 97,443 cult 50 60 70 80 90 7= Total storage used = 97,443 cuft Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 -1 0.00 100 Time (hrs) Hydrograph Report Hydreflow Hydrogrephs Extension forAutoCAD® Civil3DO2014 byAutadesK Inc v10.3 Wednesday, 06 13 / 2015 Hyd. No. 20 SWM-4 Routed Hydrograph type = Reservoir Peak discharge = 14.95 cfs Storm frequency = 100 yrs Time to peak = 12.67 hrs Time interval = 2 min Hyd. volume = 238,064 tuft Inflow hyd. No. = 5 - DA-SWM-4 Inflow Max. Elevation = 507.29 ft Reservoir name = SWM-4 Max. Storage = 143,197 cuft Storage Indication method used Q (cfs) 70.00 50.00 40.00 30.00 20.00 10.00 0.00 0 10 20 Hyd No. 20 SWM-4 Routed Hyd. No. 20 --100 Year 30 40 — Hyd No. 5 50 60 70 80 90 JTF- Total storage used = 143,197 cult a (cfs) 70.00 50.00 40.00 30.00 20.00 10.00 1 0.00 100 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D®2014 by Autodesk, Inc. v10.3 Monday, 05 / 18 / 2015 Hyd. No. 25 Combined SWM-4, 3U Hydrograph type = Combine Peak discharge = 4.723 cfs Storm frequency = 2 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 93,747 cuft Inflow hyds. = 20, 21 Contrib. drain. area = 34.150 ac Q (cfs) 5.00 4.00 3.00 rM 1.00 0.00 ' ' ff 0 480 Hyd No. 25 Combined SWM-4, 3U Hyd. No. 25 — 2 Year 960 1440 1920 Hyd No. 20 2400 2880 — Hyd No. 21 3360 3840 4320 Q (cfs) 5.00 M 3.00 r'P 1.00 ==- 0.00 4800 Time (min) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Monday, 05 / 1812015 Hyd. No. 25 Combined SWM-4, 3U Hydrograph type = Combine Peak discharge = 31.55 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 248,415 cuft Inflow hyds. = 20, 21 Contrib. drain. area = 34.150 ac Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 ' 0 360 720 Hyd No. 25 Combined SWM-4, 3U Hyd. No. 25 -- 10 Year Q (cfs) 35.00 30.00 25.00 20.00 10.00 . rx 0.00 1080 1440 1800 2160 2520 2880 3240 3600 3960 Time (min) — Hyd No. 20 —Hyd No. 21 Hydrograph Report Hydra6ow Hydrographs Extension for AutoCAD® Civil 3DO2014 by Autodesk, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 25 Combined SWM-4, 3U Hydrograph type = Combine Peak discharge = 112.14 cfs Storm frequency = 100 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 640,820 cuft Inflow hyds. = 20, 21 Contrib. drain. area = 34.150 ac Q (cfs) 120.00 100.00 1 11 rl 10 40.00 0.00 ' 1' 0 2 4 Hyd No. 25 Combined SWM-4, 3U Hyd. No. 25 —100 Year 6 8 10 12 14 16 Hyd No. 20 — Hyd No. 21 Q (cfs) 120.00 100.00 40.00 20.00 0.00 18 20 22 24 26 Time (hrs) POINT OF ANALYSIS #4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 1 DA-SWM-1 Inflow Hydrograph type = SCS Runoff Peak discharge = 16.06 cfs Storm frequency = 2 yrs Time to peak = 12.23 hrs Time interval = 2 min Hyd. volume = 70,880 cuft Drainage area = 12.200 ac Curve number = 77 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 33.10 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (ofs) 18.00 15.00 12.00 • O - IO 3.00 0.00 0 2 4 Hyd No. 1 DA-SWM-1 Inflow Hyd. No. 1 — 2 Year 6 8 10 12 14 16 Q (ofs) 18.00 15.00 12.00 •A MA i 1P 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil XM 2014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 1 DA-SWM-1 Inflow Hydrograph type = SCS Runoff Peak discharge = 32.46 cfs Storm frequency = 10 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 140,452 cuft Drainage area = 12.200 ac Curve number = 77 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 33.10 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 we in 0.00 0 2 4 Hyd No. 1 6 8 DA-SWM-1 Inflow Hyd. No. 1 — 10 Year Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 . Ml 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 31392014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 1 DA-SWM-1 Inflow Hydrograph type = SCS Runoff Peak discharge = 64.95 cfs Storm frequency = 100 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 282,137 cuft Drainage area = 12.200 ac Curve number = 77 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 33.10 min Total precip. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 70.00 -I IX 50.00 40.00 C3 M 20.00 10.00 0.00 0 2 4 Hyd No. 1 DA-SWM-1 Inflow Hyd. No. 1 —100 Year 6 8 10 12 14 Q (cfs) 70.00 MO 50.00 40.00 30.00 20.00 10.00 0.00 16 18 20 22 24 26 Time (hrs) Pond Report HydreBow Hydrographs Extension for AutoCADS Civil 31382014 by Autodesk, Inc. v10.3 Monday, 05 / 18 / 2015 Pond No. 2 - SWM-1 Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 487.49 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (tuft) Total storage (tuft) 0.00 487.49 00 0 0 0.01 487.50 22,550 113 113 2.51 490.00 29,627 65,222 65,334 4.51 492.00 33,350 62,977 128,311 5.81 493.30 36,800 45,402 173,713 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 24.00 3.00 0.00 0.00 Crest Len (ft) = 12.57 12.00 0.00 0.00 Span (in) = 24.00 3.00 0.00 0.00 Crest El. (ft) = 491.80 491.90 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. 3.33 3.33 3.33 3.33 Invert El. (ft) = 484.75 487.50 0.00 0.00 Weir Type = 1 Red - Length (ft) = 75.00 0.00 0.00 0.00 Multi -Stage = Yes Yes No No Slops (%) = 1.00 0.00 C.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 C.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multistage = n/a Yes No No TW Elev. (ft) = 0.00 Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' ' 0.00 4.00 Total 0 Note.C.NorlJOrifice outflows are analyzed under inlet(ic) and "at (ac)control. Weir nears checked for orifice conditions(ic) and submergence (a) Stage / Discharge 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 Elev (ft) 493.49 492.49 491 A9 490.49 489.49 488.49 -'- 487.49 44.00 Discharge (cfs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 2 SWM-1 Routed Hydrograph type = Reservoir Peak discharge = 0.338 cfs Storm frequency = 2 yrs Time to peak = 24.17 hrs Time interval = 2 min Hyd. volume = 65,617 cult Inflow hyd. No. = 1 - DA-SWM-1 Inflow Max. Elevation = 489.67 ft Reservoir name = SWM-1 Max. Storage = 56,652 cult Storage Indication method used 15.00 12.00 • 11 . 11 3.00 rr.,'ll SWM-1 Routed Hyd. No. 2 — 2 Year 0 10 20 30 40 50 60 70 80 90 — Hyd No. 2 — Hyd No. 1 Total storage used = 56,652 cuft Q (cfs) 18.00 15.00 12.00 . 11 Cm R Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3002014 by Autodesk, Inc, 00.3 Hyd. No. 2 SWM-1 Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 1 - DA-SWM-1 Inflow Max. Elevation Reservoir name = SWM-1 Max. Storage Storage Indication method used Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 RUM 0.00 '�- 0 10 Hyd No. 2 SWM-1 Routed Hyd. No. 2 —10 Year 20 30 40 — Hyd No. 1 Wednesday, 06 / 3 / 2015 = 0.479 cfs = 24.27 hrs = 113,081 cuft = 491.73 ft = 119,664 cuft 50 60 70 80 90 FE Total storage used = 119,664 cuft Q (cfs) 35.00 30.00 25.00 20,00 15.00 10.00 5.00 1 0.00 100 Time (hrs) Hydrograph Report Hydraflow Hydrogrephs Extension for AutoCAD® Civil 3DO M14 by Autodesk, Inc. v10.3 Hyd. No. 2 SWM-1 Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 1 - DA-SWM-1 Inflow Max. Elevation Reservoir name = SWM-1 Max. Storage Storage Indication method used SWM-1 Routed Hyd. No. 2 -- 100 Year Wednesday, 06 / 3 / 2015 = 32.23 cfs = 12.57 hrs = 253,416 cuft = 492.38 ft = 141,607 cuft r r s sssssssss�sssssssss�sssssssss�s�assssssss�sss>_�ssti�� 50.00 40.00 20.00 10.00 RYMI Q (cfs) 70.00 50.00 30.00 20.00 10.00 RTl 0 8 16 24 32 40 48 56 64 72 80 Time (hrs) — Hyd No. 2 —Hyd No. 1 Total storage used = 141,607 cult POINT OF ANALYSIS #5 Hydrograph Report Hydrallow Hydrographs Extension forAutoCAD® Civil 3002014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 6 DA-SWM-5 Inflow Hydrograph type = SCS Runoff Peak discharge = 3.519 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 10,392 cuft Drainage area = 2.590 ac Curve number = 70 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conic. (Tc) = 16.50 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 4.00 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 6 DA-SWM-5 Inflow Hyd. No. 6 — 2 Year 6 8 10 12 14 16 18 20 22 24 Q (ofs) 4.00 3.00 2.00 1.00 -1- 0.00 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3DO2014 by Autodesk, Inc. v10.3 Wednesday, 0613 / 2016 Hyd. No. 6 DA-SWM-5 Inflow Hydrograph type = SCS Runoff Peak discharge = 8.087 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 22,839 cuft Drainage area = 2.590 ac Curve number = 70 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 16.50 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 10.00 Ma .M 91551 2.00 0.00 0 2 4 Hyd No. 6 DA-SWM-5 Inflow Hyd. No. 6 —10 Year 6 8 10 12 14 Q (cfs) 10.00 rl r1 4.00 2.00 0.00 16 18 20 22 24 26 Time (hrs) Hydrograph Report HydraFlow Hydrographs Extension forAutoCAD® Civil 3DO 2014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 6 DA-SWM-5 Inflow Hydrograph type = SCS Runoff Peak discharge = 17.70 ofs Storm frequency = 100 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 49,712 cult Drainage area = 2.590 ac Curve number = 70 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 16.50 min Total precip. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA-SWM-5 Inflow Hyd. No. 6 -- 100 Year • r r sssssssr.ssr_ssssssr•�IIIIIIIIIIIIIIIII�IIIIIIIIIIIIIIIIII��IIIIIIIIIIIIIIIIII�IIII�III�llllllllllllllll�lllllllllllllllll.11lllllllllllll�r 15.00 12.00 .LO 3.00 .7mml 0 (ofs) 18.00 15.00 12.00 • r1 M c r r, rm 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 6 Pond Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3DO2014 by Autodesk, Inc. v10.3 Tuesday, 06 / 2 / 2015 Pond No. 7 - SWM-5 Pond Data Contours -User-defined contour areas. Conic method used far volume calculation. Begining Elevation = 613.49 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft) 0.00 613.49 00 0 0 0.01 613.50 912 3 3 0.51 614.00 1,150 514 517 2.51 616.00 2,366 3,443 3,961 3.51 617.00 3,134 2,741 6,701 Culvert / Orifice Structures Weir Structures [A] [131 [C] [PrfRsr] [A] [Bl [C] [D] Rise (in) = 12.00 Inactive 0.00 0.00 Crest Len (ft) = 4.71 6.00 0.00 0.00 Span (In) = 12.00 0.00 0.00 0.00 Crest El. (ft) = 614.50 615.40 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. - 3.33 3.33 3.33 3.33 Invert El. (ft) = 610.50 0.00 0.00 0.00 Weir Type 1 Red - - Length (ft) 45.00 0.00 0.00 0.00 Multi -Stage = Yes No No No Slope (%) 4.44 0.00 0.00 n/a N-Value .013 .013 .013 n/a Orifice Coeff. 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (it) 4.00 3.0C 2.00 1.00 0.00 0.00 5.00 Total Q Note: Culverl/Oriftce outtlows am analysed under inlet (ic) and ovust(oc) control Weir risen, Checked for orRce conditions(ic) and submergence(s). Stage / Discharge 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 Elev (ft) 817.49 516.49 315.49 i14.49 u13.49 50.00 Discharge (cis) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. 00.3 Hyd. No. 24 SWM-5 Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 6 - DA-SWM-5 Inflow Max. Elevation Reservoir name = SWM-5 Max. Storage Storage Indication method used. Q (cfs) 4.00 - 3.00 'r J J1 Hum 0.00 0 2 4 Hyd No. 24 SWM-5 Routed Hyd. No. 24 -- 2 Year Wednesday, 08 / 3 / 2015 = 3.193 cfs = 12.10 hrs = 9,186 cuft = 614.85 ft = 1,966 cuft 6 8 10 12 14 16 18 20 22 24 Hyd No. 6 Q= Total storage used = 1,966 cuft Q (cfs) 4.00 3.00 2.00 1.00 -L-- 0.00 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3DO 2014 by Autodesk, Inc. v10.3 Wednesday, 05 / 3 / 2015 Hyd. No. 24 SWM-5 Routed Hydrograph type = Reservoir Peak discharge = 7.367 cfs Storm frequency = 10 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 21,632 cuft Inflow hyd. No. = 6 - DA-SWM-5 Inflow Max. Elevation = 615.35 ft Reservoir name = SWM-5 Max. Storage = 2,834 cuft Storage Indication method used Q (cfs) 10.00 . r� 4.00 2.00 0.00 0 2 4 Hyd No. 24 SWM-5 Routed Hyd. No. 24 --10 Year 6 8 10 — Hyd No. 6 12 Q (cfs) 10.00 8.00 . ti 4.00 — 0.00 14 16 18 20 22 24 26 Total storage used = 2,834 cult Time (hrs) Hydrograph Report Hydratlow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodesk, Inc. 00.3 Wednesday, 06 / 3 / 2016 Hyd. No. 24 SWM-5 Routed Hydrograph type = Reservoir Peak discharge = 17.44 cfs Storm frequency = 100 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 48,506 cult Inflow hyd. No. = 6 - DA-SWM-5 Inflow Max. Elevation = 615.99 ft Reservoir name = SWM-5 Max. Storage = 3,941 cuft Storage Indication method used. SWM-5 Routed Q (efs) Hyd. No. 24 -- 100 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0 2 4 6 — Hyd No. 24 0.00 8 10 12 14 16 18 20 22 24 26 — Hyd No. 6 Total storage used = 3,941 cuft Time (hrs) POINT OF ANALYSIS #6 Hydrograph Report Hydraflow Hydrographs Extension far AutoCAD® Civil 3D®2014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 7 DA-SWIM-2 Inflow Hydrograph type = SCS Runoff Peak discharge = 13.24 cfs Storm frequency = 2 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 54,996 cuft Drainage area = 10.980 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 28.50 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 14.00 12.00 10.00 wo . 61 4.00 2.00 0.00 0 2 4 Hyd No. 7 DA-SWM-2 Inflow Hyd. No. 7 — 2 Year 6 8 10 12 14 16 Q (cfs) 14.00 12.00 10.00 1.1 M 13 re 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodeak, Inc. 00.3 Wednesday, 06 / 3 / 2016 Hyd. No. 7 DA-SWM-2 Inflow Hydrograph type = SCS Runoff Peak discharge = 28.28 cfs Storm frequency = 10 yrs Time to peak = 12.17 hrs Time interval = 2 min Hyd. volume = 113,654 cuft Drainage area = 10.980 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 28.50 min Total precip. = 5.60 in Distribution = Type II Storm duration 24 hrs Shape factor = 484 Q (cfs) 30.00 - 25.00 20.00 15.00 10.00 5.00 0.00 0 2 4 Hyd No. 7 DA-SWM-2 Inflow Hyd. No. 7 -- 10 Year 6 6 10 12 14 16 Q (cfs) 30.00 25.00 20.00 15.00 10.00 4 rt ' 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2014 byAutodesk, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 7 DA-SWM-2 Inflow Hydrograph type = SCS Runoff Peak discharge = 58.93 cfs Storm frequency = 100 yrs Time to peak = 12.17 hrs Time interval = 2 min Hyd. volume = 235,965 cuft Drainage area = 10.980 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 28.50 min Total precip. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 60.00 50.00 40,00 30.00 20.00 10.00 0.00 0 2 4 Hyd No. 7 DA-SWM-2 Inflow Hyd. No. 7 -- 100 Year 6 8 10 12 14 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 16 18 20 22 24 26 Time (hrs) Pond Report os Hydraflow Hydrographs Extension forAutoCAD® Civil 3D®2014 by Autodesk, Inc. v10.3 Monday, 05 / 18 / 2015 Pond No. 8 - SWM-2 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 485.99 It Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 485.99 00 0 0 0.01 486.00 4,000 13 13 2.01 488.00 5,850 9,791 9,804 4.01 490.00 7,900 13,697 23.501 6.01 492.00 10,500 18,337 41,838 8.01 494.00 13,000 23,453 65,291 9.01 495.00 14,500 13,742 79,033 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [Bl [C] ID] Rise (in) = 24.00 3.00 0.00 0.00 Crest Len (ft) = 12.57 14.00 0.00 0.00 Span (in) = 24.00 3.00 0.00 0.00 Crest El. (ft) = 492.50 493.50 0.00 0.00 No. Barrels =1 1 0 0 Weir Coeff. =3.33 3.33 3.33 3.33 Invert El. (ft) = 486.00 486.00 0.00 0.00 Weir Type = 1 Rect -- - Length (ft) = 80.00 0.00 0.00 0.00 Multi -Stage = Yes No No No Slope (%) = 1.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multistage = n/a No No No TW Elev. (ft) = 0.00 Note: CulveMOnfice outflows are analyzed urtlx Inlet(b) and outlet(w) control. Weir dears diecked for orifice conditiors(Ic) and submerpance(a). Stage (ft) Stage I Discharge Elev(ft) 10.00 495.99 8.00 493.99 6.00 491.99 4.00 489.99 2.00 487.99 0.00 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 485.99 130.0 Total Q Discharge (cfs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 12 SWM-2 Routed Hydrograph type = Reservoir Peak discharge = 0.535 cfs Storm frequency = 2 yrs Time to peak = 17.83 hrs Time interval = 2 min Hyd. volume = 54,968 tuft Inflow hyd. No. = 7 - DA-SWM-2 Inflow Max. Elevation = 491.26 ft Reservoir name = SWM-2 Max. Storage = 35,046 cult Storage Indication method used. SWM-2 Routed Q (Cfs) Hyd. No. 12 — 2 Year Q (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 6 12 18 24 30 36 42 48 54 60 66 Hyd No. 12 —Hyd No. 7 Total storage used = 35,046 Time (hrs) tuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. v10.3 Hyd. No. 12 SWM-2 Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 7 - DA-SWM-2 Inflow Max. Elevation Reservoir name = SWM-2 Max. Storage Storage Indication method used. SWM-2 Routed Hyd. No. 12 -- 10 Year off ONE M-MMMMM-Mmmma Wednesday, 06 / 3 / 2015 = 12.02 cfs = 12.53 hrs = 113,625 cuft = 492.92 ft = 52,559 cuft 25.00 20.00 15.00 10.00 5.00 0 6 12 18 24 30 36 42 48 54 — Hyd No. 12 — Hyd No. 7 ]ate Total storage used = 52,559 tuft Q (Cfs) 30.00 25.00 ��ri ill1fill 10.00 5.00 0.00 60 Time (hrs) Hydrograph Report Hydrallow Hydrographs Extension 1brAutoCAD® Civil 31392014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 12 SWM-2 Routed Hydrograph type = Reservoir Peak discharge = 52.76 cfs Storm frequency = 100 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 235,936 cuft Inflow hyd. No. = 7 - DA-SWM-2 Inflow Max. Elevation = 493.92 ft Reservoir name = SWM-2 Max. Storage = 64,350 cuft Storage Indication method used. Q (Cfs) Cn nn -ME 40.00 30.00 20.00 10.00 4 Hyd No. 12 SWM-2 Routed Hyd. No. 12 — 100 Year 8 12 Hyd No. 7 Q (Cfs) 60.00 50.00 40.00 30.00 10.00 16 20 24 28 32 Uj= Total storage used = 64,350 cult Time (hrs) Hydrograph Report HydraOow Hydrographs Extension for AutoCAD® Civil 3138 2014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 9 DA-SWM-6 Inflow Hydrograph type = SCS Runoff Peak discharge = 18.65 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 53,983 cult Drainage area = 11.590 ac Curve number = 73' Basin Slope = 0.0 % Hydraulic length = Oft Tc method = User Time of conc. (Tc) = 15.00 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) - [(1.120 x 98) + (2.690 x 74) + (9.100 x 70)] / 11.590 Q (cfs) 21.00 - 18.00 15.00 12.00 MO 3.00 0.00 0 2 4 Hyd No. 9 DA-SWM-6 Inflow Hyd. No. 9 -- 2 Year 6 8 10 12 14 Q (cfs) 21.00 18.00 15.00 12.00 • rV . rr 3.00 0.00 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodesk, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 9 DA-SWM-6 Inflow Hydrograph type = SCS Runoff Peak discharge = 40.32 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 113,213 cuft Drainage area = 11.590 ac Curve number = 73" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 15.00 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(1.120 x 98) + (2.690 x 74) + (9.100 x 70)] / 11.590 40.00 30.00 20.00 10.00 @M 0 2 4 Hyd No. 9 DA-SWM-6 Inflow Hyd. No. 9 --10 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 50.00 40.00 30.00 OM 10.00 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3DO 2014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2016 Hyd. No. 9 DA-SWM-6 Inflow Hydrograph type = SCS Runoff Peak discharge = 84.27 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs Time interval 2 min Hyd. volume = 237,754 cuft Drainage area = 11.590 ac Curve number = 73` Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 15.00 min Total precip. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(1.120 x 98) + (2.690 x 74) + (9.100 x 70)] 111.590 Q (Cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 2 4 Hyd No. 9 l DA-SWM-6 Inflow Hyd. No. 9 — 100 Year Q (cfs) 90.00 80.00 70.00 60.00 60.00 40M 30.00 20.00 10.00 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Pond Report Hydraflow Hydrographs Extension for AutOCAD® Civil 3DO2014 by Autodesk, Inc. v10.3 Tuesday, 06 / 2 / 2015 Pond No. 10 - SWM-6 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 535.99 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult) 0.00 535.99 00 0 0 0.01 536.00 19,241 64 64 2.01 538.00 21,950 41,157 41,221 4.01 540.00 24,756 46,673 87,895 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsrl [A] [B] ICI [D] Rise (in) = 24.00 Inactive 0.00 0.00 Crest Lon (ft) = 12.57 10.00 0.00 0.00 Span (in) = 24.00 3.00 0.00 0.00 Crest El. (ft) = 537.00 538.00 0.00 0.00 No. Barrels = i 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 532.00 536.00 0.00 0.00 Weir Type = 1 Rect - - Length (ft) = 49.00 0.00 0.00 0.00 Multistage = Yes No No No Slope (%) 4.00 0.00 0.00 n/a N-Value .013 .013 .013 n/a Orifice Coeff. 0.60 0.60 0.60 0.60 Exfll.(In/hr) = 0.000 (by Wet area) Multi -Stage n/a No No No TIN Elev. (ft) = 0.00 Note: CulvartrOrinp oudlowa am analyzed uridar ntel(!a) rid raat(oc) control. Weinman Cocked for cdfics conditiora(Ic) and eutaroreance(a) LI r I I ., r I I .1 1, :I r • 1 1 11 1 I I, 1 1 .,, Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 31302014 by Autodesk, Inc. 00.3 Hyd. No. 13 SWM-6 Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 9 - DA-SWM-6 Inflow Max. Elevation Reservoir name = SWM-6 Max. Storage Storage Indication method used Q (cfs) 21.00 - 18.00 15.00 12.00 . �� 3.00 0.00 0 8 — Hyd No. 13 SWM-6 Routed Hyd. No. 13 -- 2 Year Wednesday, 05 / 3 / 2015 = 3.022 cfs = 12.50 hrs = 53,461 cuft = 537.15 ft = 23,700 cuft 16 24 32 40 48 56 64 Hyd No. 9 OT= Total storage used = 23,700 tuft Q (cfs) 21.00 18.00 15.00 12.00 • r2 3.00 ---1- 0.00 72 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. v10.3 Hyd. No. 13 SWM-6 Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 9 - DA-SWM-6 Inflow Max. Elevation Reservoir name = SWM-6 Max. Storage Storage indication method used. 40.00 30.00 20.00 10.00 Wednesday, 06 / 3 / 2015 = 27.37 cfs = 12.17 hrs = 112,687 cuft = 537.75 ft = 35,972 cuft SWM-6 Routed Hyd. No. 13 —10 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 9 Total storage used = 35,972 cuft Q (cfs) 50.00 40.00 30.00 !t out 10.00 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hyd. No. 13 SWM-6 Routed Hydrograph type = Reservoir Storm frequency = 100 yrs Time interval = 2 min Inflow hyd. No. = 9 - DA-SWM-6 Inflow Reservoir name = SWM-6 Storage Indication method used Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 2 4 Hyd No. 13 Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage SWM-6 Routed Hyd. No. 13 --100 Year Wednesday, 06 / 3 / 2016 = 61.66 cfs = 12.13 hrs = 237,223 cuft = 538.83 ft = 60,490 cuft Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 9 TIT= Total storage used = 60,490 cuft Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 10 DA-SWM-7 Inflow Hydrograph type = SCS Runoff Peak discharge = 9.759 cfs Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 27,776 cuft Drainage area = 5.190 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.50 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(1.650 x 98) + (6.730 x 74) + (2.300 x 60)]15.190 Q (Cfs) 10.00 M MY! 4.00 0.00 ' 1' 0 2 4 Hyd No. 10 DA-SWM-7 Inflow Hyd. No. 10 -- 2 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 10.00 M MIN 4.00 i ri --1 0.00 26 Time (hrs) i Hydrograph Report Hydragow Hydrogrephs Extension forAutoCAD® Civil 3DO 2014 by Autodesk, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 10 DA-SWM-7 Inflow Hydrograph type = SCS Runoff Peak discharge = 19.91 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 55,798 cuft Drainage area = 5.190 ac Curve number = 76+ Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.50 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 • Composite (Area/CN)=1(1.650 x 98) + (6.730 x 74) + (2.300 x 60)] / 5.190 Q (Cfs) 21.00 18.00 15.00 12.00 • r1 . M 3.00 0.00 0 2 4 Hyd No. 10 DA-SWM-7 Inflow Hyd. No. 10 -- 10 Year 6 8 10 12 14 16 Q (cfs) 21.00 18.00 15.00 12.00 M M cM ' 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydrafiow Hydrographs Extension fbrAutoCAD® Civil 3002014 by Autodesk, Inc. v10.3 Wednesday, 06 / 312015 Hyd. No. 10 DA-SWM-7 Inflow Hydrograph type = SCS Runoff Peak discharge = 39.89 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 113,303 CA Drainage area = 5.190 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = Oft Tc method = TR55 Time of conc. (Tc) = 13.50 min Total precip. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(1.550 x 96) + (5.730 x 74) + (2.300 x 60)] / 5.190 Q (cfs) 40.00 30.00 20.00 10.00 0.00 0 2 4 — Hyd No. 10 DA-SWM-7 Inflow Hyd. No. 10 —100 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 40.00 30.00 20.00 10.00 --10.00 26 Time (hrs) Pond Report Hydraflow Hydrographs Extension for AutoCADS Civil 3D0 2014 by Autodesk, Inc. v10.3 Tuesday, 06 / 2 / 2015 Pond No.11 - SWM-7 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Beg ining Elevation = 459.99 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (tuft) 0.00 459.99 00 0 0 0.01 460.00 5,457 18 18 2.01 462.00 8,210 13,572 13,590 4.01 464.00 10,356 18,523 32,113 6.01 466,00 12,756 23,088 55,181 8.01 468.00 15,675 28,378 83,559 10.01 470.00 18,758 34,383 117,943 Culvert / Orifice Structures Weir Structures [A] [81 [C] [PrfRsr] [A] [131 [C] [D] Rise (in) = 24.00 3.00 0.00 0.00 Crest Len (ft) = 12.57 12.00 0.00 0.00 Span (in) = 24.00 3.00 0.00 0.00 Crest El. (ft) = 466.70 467.70 0.00 0.00 No. Barrels = 1 1 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 459.00 460.00 0.00 0.00 Weir Type = 1 Red - Length (ft) = 63.00 0.00 0.00 0.00 Multistage = Yes No No NO Slope (%) = 6.30 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(In/hr) = 0.000 (by Wet area) Multistage = n/a Yes No No TW Elev. (ft) = 0.00 Stage (ft) 1 Note: Culven/Orifiaouffims am 2na1ynaurdw1rJa1(ie)adwM(w)we . Weir naaa dmkod fororMce wnaitlona(le) and submargence(a), Stage / Discharge Elev (ft) 471.99 2.00 0.00 8.00 46f 467 8.00 465 4.00 463 2.00 481. ).00 0.0 20.0 40.0 50.0 80.0 100.0 120.0 140.0 180.o 180.0 Total Q .99 U 99 99 99 459.99 200.0 Discharge (cfs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. 00.3 Hyd. No. 14 SWM-7 Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 10 - DA-SWM-7 Inflow Max. Elevation Reservoir name = SWM-7 Max. Storage Storage Indication method used. Q (cfs) 10.00 4.00 2.00 0.00 -L SWM-7 Routed Hyd. No. 14 -- 2 Year Wednesday, 06 / 3 / 2015 = 0.351 cfs = 15.67 hrs = 27,737 cuft = 462.33 ft = 16,650 cuft Q (cfs) 10.00 1 - r� ' 11 100 ).00 0 6 12 18 24 30 36 42 48 54 60 Hyd No. 14 — Hyd No. 10 Total storage used = 16,650 cuft Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension fbrAutoCAD® Civil 3DO 2014 by Autodesk, Inc. v10.3 Wednesday, 08 / 3 / 2015 Hyd. No. 14 SWM-7 Routed Hydrograph type = Reservoir Peak discharge = 0.493 cfs Storm frequency = 10 yrs Time to peak = 17.03 hrs Time interval = 2 min Hyd. volume = 55,759 cuft Inflow hyd. No. = 10 - DA-SWM-7 Inflow Max. Elevation = 464.48 ft Reservoir name = SWM-7 Max. Storage = 37,651 cult Storage Indication method used. Q (cfs) 21.00 18.00 15.00 12.00 4 11 • 11 5 11 1 11 SWM-7 Routed Hyd. No. 14 -- 10 Year Q (cfs) 21.00 18.00 15.00 12.00 . r1 ;.00 ILTel 0 8 16 24 32 40 48 56 64 72 Time (hrs) — Hyd No. 14 Hyd No. 10 I]Sr� Total storage used = 37,651 tuft Hydrograph Report Hydreflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hyd. No. 14 SWM-7 Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 10 - DA-SWM-7 Inflow Max. Elevation Reservoir name SWM-7 Max. Storage Storage Indication method used. Q (cfs) 40.00 30.00 20.00 10.00 0.00 0 8 — Hyd No. 14 SWM-7 Routed Hyd. No. 14 —100 Year 16 24 32 — Hyd No. 10 Wednesday, 06 / 3 / 2015 = 3.587 cfs = 12.73 hrs = 113,264 cuft = 466.86 ft = 67,376 cuft 40 48 56 64 72 Total storage used = 67,376 cult Q (cfs) 40.00 30.00 20.00 10.00 --� 0.00 80 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 11 DA-SWM-8 Inflow Hydrograph type = SCS Runoff Peak discharge = 10.28 cfs Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 26,996 cuft Drainage area = 4.990 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 11.60 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.990 x 98) + (3.130 x 74) + (1.040 x 70)] / 4.990 Q (cfs) 12.00 10.00 M . 11 am 2.00 0.00 ' 0 2 4 — Hyd No. 11 DA-SWM-8 Inflow Hyd. No. 11 — 2 Year 6 8 10 12 14 Q (cfs) 12.00 10.00 . ME 4.00 NU T� 0.00 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®.Civil 3D0 2014 by Autodesk, Inc. 00.3 Wednesday, 06 / 3 / 2016 Hyd. No. 11 DA-SWM-8 Inflow Hydrograph type = SCS Runoff Peak discharge = 21.21 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 54,995 cuft Drainage area = 4.990 ac Curve number = 75" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 11.60 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) - [(0.990 x 98) + (3.130 x 74) + (1.040 x 70)]14.990 • 20.00 16.00 12.00 : ON IA bAIil DA-SWM-8 Inflow Hyd. No. 11 — 10 Year Q (cfs) 24.00 20.00 16.00 12.00 4.00 iTM 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 11 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodeek, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 11 DA-SWM-8 Inflow Hydrograph type = SCS Runoff Peak discharge = 43.03 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 112,906 cuft Drainage area = 4.990 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 11.60 min Total precip. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.990 x 96) + (3.130 x 74) + (1.040 x 70)] / 4.990 Q (Cfs) 50.00 - 40.00 30.00 20.00 10.00 0.00 0 2 4 Hyd No. 11 DA-SWM-8 Inflow Hyd. No. 11 -- 100 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 50.00 40.00 30.00 20.00 10.00 . 0.00 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3CO2014 byAutodesk, Inc. A0.3 Wednesday, 06 / 3 / 2015 Hyd. No. 16 6A - SWM-2 Reach to POA 6 Hydrograph type = Reach Peak discharge = 0.535 cfs Storm frequency = 2 yrs Time to peak = 18.00 hrs Time interval = 2 min Hyd. volume = 54,830 tuft Inflow hyd. No. = 12 - SWM-2 Routed Section type = Triangular Reach length = 1953.0 ft Channel slope = 3.1 % Manning's n = 0.030 Bottom width = 0.0 ft Side slope = 2.0:1 Max. depth = 0.0 ft Rating curve x = 4.394 Rating curve m = 1.333 Ave. velocity = 2.60 ft/s Routing coeff. = 0.1922 Modifled Att-Kin routing method used 0.80 0.70 0.60 0.50 0.40 rim 12 18 24 Hyd No. 12 • ' 1 Q (Cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 30 36 42 48 54 60 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. 00.3 Hyd. No. 16 6A - SWM-2 Reach to POA 6 Hydrograph type = Reach Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 12 - SWM-2 Routed Section type Reach length = 1953.0 ft Channel slope Manning's n = 0.030 Bottom width Side slope = 2.0:1 Max. depth Rating curve x = 4.394 Rating curve m Ave. velocity = 5.65 ftts Routing coeff. Modified Att-Kin routing method used. Q (cfs) 14.00 12.00 10.00 m MY 4.00 2.00 0.00 ' 0 6 — Hyd No. 16 6A - SWM-2 Reach to POA 6 Hyd. No. 16 —10 Year 12 18 24 — Hyd No. 12 Wednesday, 06 / 3 / 2015 = 10.67 cfs = 12.63 hrs = 113,488 cuft = Triangular = 3.1 % = 0.0 ft = 0.0 ft = 1.333 = 0.3759 Q (cfs) 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 30 36 42 48 54 60 Time (hrs) f Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodesk, Inc. v10.3 Hyd. No. 16 6A - SWM-2 Reach to POA 6 Hydrograph type = Reach Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 12 - SWM-2 Routed Section type Reach length = 1953.0 ft Channel slope Manning's n = 0.030 Bottom width Side slope = 2.0:1 Max. depth Rating curve x = 4.394 Rating curve m Ave. velocity = 8.18 fUs Routing coeff. Modred Att-IQn routing method used. 50.00 40.00 30.00 20.00 10.00 r rr 0 4 Hyd No. 16 i 6A - SWM-2 Reach to POA 6 Hyd. No. 16 —100 Year 12 Hyd No. 12 16 20 24 28 Wednesday, 06 / 3 / 2015 = 50.90 cfs = 12.33 hrs = 235,799 cuft = Triangular = 3.1 % = 0.0 ft = 0.0 ft = 1.333 = 0.5019 32 Q (cfs) 60.00 50.00 •m .r We I r rr 36 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodesk, Inc. 00.3 Hyd. No. 17 6B - SWM-6 Reach to POA 6 Hydrograph type = Reach Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 13 - SWM-6 Routed Section type Reach length = 2792.0 ft Channel slope Manning's n = 0.030 Bottom width Side slope = 2.0:1 Max. depth Rating curve x = 4.752 Rating curve m Ave. velocity = 4.24 fUs Routing coeff. Modified Att-Kin routing method used. Q (cfs) 4.00 c iw 2.00 1.00 8 16 6B - SWM-6 Reach to POA 6 Hyd. No. 17 — 2 Year 24 Hyd No. 17 — Hyd No. 13 Wednesday, 06 / 3 12015 = 2.810 cfs = 12.70 hrs = 53,277 cuft = Triangular = 3.7 % = 0.0 ft = 0.0 ft = 1.333 = 0.2168 32 40 48 56 64 Q (cfs) 4.00 3.00 2.00 1.00 0.00 72 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DB 2014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 17 66 - SWM-6 Reach to POA 6 Hydrograph type = Reach Peak discharge = 24.03 cfs Storm frequency = 10 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 112,508 cuft Inflow hyd. No. = 13 - SWM-6 Routed Section type = Triangular Reach length = 2792.0 ft Channel slope = 3.7 % Manning's n = 0.030 Bottom width = 0.0 ft Side slope = 2.0:1 Max. depth = 0.0 ft Rating curve x = 4.752 Rating curve m = 1.333 Ave. velocity = 7.36 ft/s Routing coeff. = 0.3484 Modified Att-Kin routing method used Q (cfs) 28.00 - 24.00 20.00 16.00 12.00 m 4.00 0.00 0 2 4 Hyd No. 17 6B - SWM-6 Reach to POA 6 Hyd. No. 17 — 10 Year 6 8 10 Hyd No. 13 12 14 16 18 20 22 24 Q(Cfa) 28.00 24.00 20.00 16.00 12.00 �11 - M � 0.00 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodesk, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 17 6B - SWM-6 Reach to POA 6 Hydrograph type = Reach Peak discharge = 58.14 cfs Storm frequency = 100 yrs Time to peak = 12.23 hrs Time interval = 2 min Hyd. volume = 237,047 cuft Inflow hyd. No. = 13 - SWM-6 Routed Section type = Triangular Reach length = 2792.0 ft Channel slope = 3.7 % Manning's n = 0.030 Bottom width = 0.0 ft Side slope = 2.0:1 Max. depth = 0.0 ft Rating curve x = 4.752 Rating curve m = 1.333 Ave. velocity = 9.02 ft/s Routing coeff. = 0.4107 Modifled Att-Kin routing method used. Q (ofs) 70.00 50.00 40.00 30.00 20.00 10.00 0.00 ' 0 2 4 Hyd No. 17 6B - SWM-6 Reach to POA 6 Hyd. No. 17 —100 Year 6 8 10 Hyd No. 13 12 14 16 Q (Cfs) 70.00 50.00 40.00 30.00 20.00 10.00 — . 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hyd. No. 18 6C - SWM-7 Reach to POA 6 Hydrograph type = Reach Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 14 - SWM-7 Routed Section type Reach length = 930.0 ft Channel slope Manning's n = 0.030 Bottom width Side slope = 2.0:1 Max. depth Rating curve x = 4.471 Rating curve m Ave. velocity = 2.37 ft/s Routing coeff. Modified Aft -Kin routing method used. 12 18 24 30 36 42 Hyd No. 14 Wednesday, 0613 / 2015 = 0.351 cfs = 15.77 hrs = 27,547 cuft = Triangular = 3.2 % = 0.0 ft = 0.0 ft = 1.333 = 0.3382 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 31392014 by Autodesk, Inc. v10.3 Hyd. No. 18 6C - SWM-7 Reach to POA 6 Hydrograph type = Reach Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 14 - SWM-7 Routed Section type Reach length 930.0 ft Channel slope Manning's n = 0.030 Bottom width Side slope = 2.0:1 Max. depth Rating curve x = 4.471 Rating curve m Ave. velocity = 2.58 ft/s Routing coeff. Modified Att-Kin routing method used. . •• 0.50 a�a�i ri��►�e>_a�a�. s aaaaaaaa�aaa��aaaaaaaa�aaaaaaae�aaaaaaa��. aaaaaaaa�a�' aar_�a��aaaaa��aaaaaaaa�� a�� o>_aaaaaaa�aaaaaaaa�aaaa��a�� a�a� �a�aaaa�aaaaaaaa�aaaaaaa��eaaaa�� aaaaess>. aaaa� � s� aaaaaaaa� aaaaaaaa� aaaaaaaa� aa� ss� � 0 6 12 Hyd No. 18 18 24 30 Hyd No. 14 Wednesday, 06 / 3 / 2015 = 0.493 cfs = 17.10 hrs = 55,569 cuft = Triangular = 3.2 % = 0.0 ft = 0.0 ft = 1.333 = 0.3628 Q (cfs) 0.50 0.45 0.40 0.35 230 ).25 ).20 his ).10 0.05 0.00 36 42 48 54 60 66 72 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2014 by Autodesk, Inc. 00.3 Wednesday, 06 / 3 / 2015 Hyd. No. 18 6C - SWM-7 Reach to POA 6 Hydrograph type = Reach Peak discharge = 3.548 cfs Storm frequency = 100 yrs Time to peak = 12.80 hrs Time interval = 2 min Hyd. volume = 113,073 cuft Inflow hyd. No. = 14 - SWM-7 Routed Section type = Triangular Reach length = 930.0 ft Channel slope = 3.2 % Manning's n = 0.030 Bottom width = 0.0 ft Side slope = 2.0:1 Max. depth = 0.0 ft Rating curve x = 4.471 Rating curve m = 1.333 Ave. velocity = 4.23 ft/s Routing coeff. = 0.5337 Modred Aft -Kin routing method used Q (cfs) 4.00 3.00 2.00 1.00 0.00 0 8 Hyd No. 18 6C - SWM-7 Reach to POA 6 Hyd. No. 18 —100 Year 16 24 32 — Hyd No. 14 40 48 56 64 72 Q (cfs) 4.00 3.00 2.00 --k- 0.00 80 Time (hrs) Hydrograph Report Hydreflow Hydrographs Extension forAutoCAD® Civil 3D®2014 by Autodesk, Inc. v10.3 Tuesday, 06 / 2 / 2015 Hyd. No. 8 Post DA-6U Hydrograph type = SCS Runoff Peak discharge = 69.46 cfs Storm frequency = 2 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 286,900 cuft Drainage area = 96.030 ac Curve number = 64" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 21.00 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(78.550 x 80) + (1.660x98) + (4.030 x 74) + (10.490 x 70)) / 96.030 Q (Cfs) 70.00 - 40.00 cII 20.00 10.00 0.00 0 2 4 Hyd No. 8 6 8 Post DA-6U Hyd. No. 8 — 2 Year Q (cfs) 70.00 M 50.00 40.00 30.00 20.00 10.00 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. 00.3 Tuesday, 06 / 2 / 2015 Hyd. No. 8 Post DA-6U Hydrograph type = SCS Runoff Peak discharge = 195.37 cfs Storm frequency = 10 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 703,502 cuft Drainage area = 96.030 ac Curve number = 64" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 21.00 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 " Composite (Area/CN) = [(76.550 x 60) + (1.660 x 98) + (4.030 x 74) + (10.490 x 70)[ / 96.030 Q (cfs) 210.00 180.00 150.00 120.00 0.00 0 2 4 Hyd No. 8 Post DA-6U Hyd. No. 8 --10 Year 6 8 10 12 14 16 Q(Cfs) 210.00 180.00 150.00 120.00 •r 1 30.00 ' 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report ! HydreBow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodesk, Inc. 00.3 Wednesday, 061312015 Hyd. No. 8 Post DA-6U Hydrograph type = SCS Runoff Peak discharge = 478.95 cfs Storm frequency = 100 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 1,659,292 cuft Drainage area = 96.030 ac Curve number = 64' Basin Slope = 0.0 % Hydraulic length = Oft Tc method = User Time of conc. (Tc) = 21.00 min Total precip. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(76.550 x 60) + (1.660 x 98) + (4.030 x 74) + (10.490 x 70)] 196.030 Q (cfs) 490.00 420.00 350.00 280.00 210.00 140.00 0.00 ' 0 2 4 Hyd No. 8 Post DA-6U Hyd. No. 8 --100 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 490.00 420.00 350.00 280.00 210.00 140.00 70.00 —�- 0.00 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension fdrAutoCAD® Civil 3DO 2014 by Autodesk, Inc. v10.3 Tuesday, 06 / 2 / 2015 Hyd. No. 23 Combined 6 Hydrograph type = Combine Peak discharge = 76.26 cfs Storm frequency = 2 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 402,357 cuft Inflow hyds. = 8, 11, 16, 17,18 Contrib. drain. area = 101.020 ac Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 0.00 0 2 4 Hyd No. 23 Combined 6 Hyd. No. 23 -- 2 Year Q (cfs) 80.00 70.00 50.00 40.00 30.00 0 1I 10.00 0.00 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 8 —Hyd No. 11 —Hyd No. 16 Time (hrs) — Hyd No. 17 — Hyd No. 18 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. 00.3 Tuesday, 06 / 2 / 2015 Hyd. No. 23 Combined 6 Hydrograph type = Combine Peak discharge = 224.22 cfs Storm frequency = 10 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 992,868 cuft Inflow hyds. = 8, 11, 16, 17, 18 Contrib. drain. area = 101.020 ac Q (cfs) 240.00 210.00 180.00 150.00 120.00 30.00 0.00 0 2 4 Hyd No. 23 Combined 6 Hyd. No. 23 —10 Year Q (cfs) 240.00 210.00 180.00 150.00 120.00 .r l t 11 0.00 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 8 —Hyd Na. 11 —Hyd No. 16 Time (hrs) Hyd No. 17 — Hyd No. 18 Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3DO 2014 by Autodesk, Inc. v10.3 Wednesday, 06 / 3 / 2015 Hyd. No. 23 Combined 6 Hydrograph type = Combine Peak discharge = 570.12 cfs Storm frequency = 100 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 2,310,925 cuft Inflow hyds. = 8, 11, 16, 17, 18 Contrib. drain. area = 101.020 ac Q (Cfs) 640.00 560.00 480.00 400.00 320.00 240.00 160.00 0.00 0 2 4 Hyd No. 23 Combined 6 Hyd. No. 23 --100 Year Q (Cfs) 640.00 480.00 400.00 320.00 240.00 160.00 0.00 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 8 —Hyd No. 11 —Hyd No. 16 Time (hrs) Hyd No. 17 — Hyd No. 18 BMP CALCULATIONS PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D RMP 3 Worksheet 1 Pagel of 3 STEP I Determine the applicable area (A) and the post -developed impervious cover (1Po,)• Applicable area (A)* = 12 • q0 acres Post -development impervious cover: structures = 0.51 acres al e(.J t wk1$ DwWagft= 0, 4 S acres roadway = O • a a acres other: ,=-acres acres Total = ) acres 4= = (total post -development impervious cover _ A) X 100 = 14.73 d/ The area subject to the criteria may vary from locality to locality. Therefore, consult the locality for proper determination of this value. STEP I Determine the average land cover condition (lwaursned) Qr the eadsting impervious cover (I�iseog). Average land cover condition (Tµa e�; If the locality has determined land cover conditions for individual watersheds within its jurisdiction, use the watershed specific value determined by the locality as I,.t.. k..w = r1a Otherwise, use the Chesapeake Bay default value: 1.ret.d = 16% 5D-5 PERFORMANCE -BASED WATER QUALITY CALCULATIONS, ` APPENDIX SD Worksheet 1 Page 2 of 3 mail-AIMIN&VA. • a 1 Determine the existing impervious cover of the development site if present. Existing impervious cover: other: structures = acres parking lot = O acres roadway = acres acres acres Total = acres 1 _(total existing impervious cover A*) x 100 = O "/� * The area should be the same as used in STEP 1. STEP 3 Determine the appropriate development situation. The site information determined in STEP 1 and STEP 2 provide enough information to determine the appropriate development situation under which the performance criteria will apply. Check (✓) the appropriate development situation as follows: Situation 1: This consists of land development where the existing percent impervious cover (I.....d is less than or eq , 1 to the average land cover condition (Iw.s and the proposed improvements will create a total percent impervious cover (J ,•) which is le than hhan or equal to the average land cover condition IP-t % 5 lwm.b d % M PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 3D Worksheet l Page 3 of 3 JSituation 2: This consists of land development where the existing percent impervious cover (I,,s. is less than or equal to the average land cover condition (1,� and the proposed improvements will create a total percent impervious cover (IP.) which is greater than the average land cover condition (I., hd). IWd5dng O �n 5 watershed 16 %; and T 14. 13 %i itatenhe, 1L % j*s11 n«4 to tctMt Situation 3: This consists of land development where the existing percent impervious cover (IIX� is greater h n the average land cover condition (Iw.,...he). existing U �n > 7iratenhed % Situation 4: This consists of land development where the existing percent impervious cover (1.;=d is served by an existing stormwater management BMP(s) that addresses water n taL lity. If the proposed development meets the criteria for development Situation 1, than the low density development is considered to be the BMP and no pollutant removal is required. The calculation procedure for Situation 1 stops here. If the proposed development meets the criteria for development Situations 2, 3, or 4, then proceed to STEP 4 on the appropriate worksheet. 5D-7 PERFORMANCE -BASED WATER EQUALITY CALCULATIONS APPENDIX 5D ED Worksheet 2 : Situation 2 Page I of 4 Summary of Situation 2 criteria: from calculation procedure STEP I thru STEP 3, Worksheet 1: Applicable area (A)* = 11•110 acres Ipns< = (total post -development impervious cover = A) x 100 = 14.13 e/n ]wriershed = NIA d/n or 'watershed = 16% Imsting = (total existing impervious cover _ A*) x 100 = 1 0 °/n I.isting C % S 'watershed IL %; and IP-t 14.13 °/n > Iwatenhea' 1 6 % S j 11 " t r q.} STEPS Determine the relative pre -development pollutant load (L.J. Lp-(watershed) _ [0.05 + (0.009 x I„ ] x A x 218 (Equation 5-16) where: 1,*(w.a,,,,,h4 = relative pre -development total phosphorous load (pounds per year) ivaurshed = average land cover condition for specific watershed or locality nr the Chesapeake Bay default value of 16% (percent expressed in whole numbers) A = applicable area (acres) Lpre(wa4rshed> = [0.05 + (0.009 x "0, a Ix 12 -1 x 2.28 = S.11 pounds per year 5D-9 PERFORMANCE -BASED WATER QUALITY: CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 Page 2 of 4 STEP 5 Determine the relative post -development pollutant load (L.J. Lpost = [0.05 + (0.009 x 4j] x A x 2.29 (Equation 5-21) where: Lpwt = relative post -development total phosphorous load (pounds per T yam) 'po:a = post -development percent impervious cover (percent expressed in whole numbers) A = applicable area (acres) Lpo t = [0.05 + (0.009 x !! 4 )] x 11, A x 2.28 = S • 1l pounds per year STET' S Determine the relative pollutant removal requirement (RR). RR = Lp., - Lp.(av b hcd) s.3-v fool S•'►1 RR = sib- =- 0.3`I pounds per year STEPS Identify best management practice (BMP) for the site. 1. Determine the required pollutant removal efficiency for the site: EFF = (RR—* Lp.) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency (percent expressed in whole numbers) RR = pollutant removal requirement (pounds per year) Lpox = relative post -development total phosphorous load (pounds per year) EFF=(DADS -5•-11 )x100 11. -L% 5D-10 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 Situation 2 Page 3 of 4 2. Select BMP(s) from Table 5-Wand locate on the site: BMP1:_E1-14-n led Loy WQd ) wl 4hus.,h'c b.—t l 3. Determine the pollutant load entering the proposed BMP(s): LBmp _ [0.05 + (0.009 x IBw)] x A x 2.28 (Equation 5-23) where: LBw = relative post -development total phosphorous load entering proposed BMP (pounds per year) IBhe = post -development percent impervious cover ofBMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) L33mp1 = [0.05 + (0.009 x 14.1 i )] x IZ . °) x 2.28 s S • 11 pounds per year LBw _ [0.05 + (0.009 x )] x x 2.28 pounds per year LBw3 = [0.05 + (0.009 x )] x x 2.28 = pounds per year 5D-11 PERFORMANCE -BASED WATER QUALITY CALCULATIONS ; APPENDIX 5D . Worksheet 2 • Situation 2 Page 4 of 4 4. Calculate the pollutant load removed by the proposed BMP(s): Lremoved — EffBW x LBeda (Equation 5-24) where: L� w = Post -development pollutant load removed by proposed BAP (pounds per year) EfiB w = pollutant removal efficiency of BAP (expressed in decimal form) LBw = relative post -development total phosphorous load entering proposed BMP (pounds per year) Lrem0vedMNT1 = O . GS x S ' = 34- pounds per year LremavedBMP2 = x = pounds per year LremovedBW3 = - - — " = pounds per year 5. Calculate the total pollutant load removed by the BMP(s): Lmmovemotal = Lremove"hej + Lmmavedfamp2 + Lremovemjmn + • • • (Equation 5-25) where: Lremoved/mt. = total pollutant load removed by proposed BAPS L.. d/BWl = pollutant load removed by proposed BMP No, 1 LremeveASMP2 = pollutant load removed by proposed BAP No. 2 L..MM = pollutant load removed by proposed BAP No. 3 Lremoved/total — S 4 + N 1 p + AA 3• pounds per year 6. Verify compliance: LremovednoW 2 RR 1.%A% 2:- ° -34 5D-12 PERFORMANCE -BASED WATER QUALITY' CALCULATIONS APPENDIX 5D Worksheet 1 %^Q Page 1 of 3 STEP 1 Determine the applicable area (A) and the post -developed impervious cover Up"). Applicable area (A)* = Il 34 acres Post -development impervious cover: structures = 9AV acres driva«•vas pit =0•-lt acres other: roadway = 1.1 L acres acres acres Total = 1.33 acres Imo, = (total post -development impervious cover - A) X 100 = U. ( S The area subject to the criteria may vary from locality to locality. Therefore, consult the locality for proper determination of this value. STEP 2 Determine the average land cover condition (J,.,rshed) m: the existing impervious cover (I). Aver = land rover condition (J.,am): If the locality has determined land cover conditions for individual watersheds within its jurisdiction, use the watershed specific value determined by the locality as'v Wnbed. 'w .m ' = N to Otherwise, use the Chesapeake Bay default value: I.tushed =16% 5D-5 PERFORMANCE -BASED 'WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 1 Page 2 of 3 Determine the existing impervious cover of the development site if present. Existing impervious cover: structures = acres parking lot =---a—acres roadway = acres other: acres acres Total = nacres "- = (total existing impervious cover = A*) x 100 = O %, The area should be the same as used in STEP 1. STEPS Determine the appropriate development situation. The site information determined in STEP 1 and STEP 2 provide enough information to determine the appropriate development situation under which the performance criteria will apply. Check (✓) the appropriate development situation as follows: Situation 1: This consists of land development where the existing percent impervious covers is less than or equal to the average land cover condition (I.�h,d) and the proposed improvements will create a total percent impervious cover (Ipj which is less than or equal to the average land cover condition I ad % S 'watershed % M PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX SD Worksheet 1 Page 3 of '! Situation 2: This consists of land development where the existing percent impervious cover (Is;ndis less than or equal to the average land cover condition (I..h j and the proposed improvements will create a total percent impervious cover ( ..) which is greater than the average land cover condition (IK,a,p . Iexhting 0 % s I wwe hed I #A ; and IPA 1%•1L din>4wershed * o Situation 3: This consists of land development where the existing percent impervious cover (I�,;, is gm= than the average land cover condition Ie3j5dog %> watershed % Situation 4: This consists of land development where the existing percent impervious cover (ls,;,g) is served by an existing stormwater management BMP(s) that addresses water quality. If the proposed development meets the criteria for development Situation 1, than the low density development is considered to be the BMP and no pollutant removal is required. The calculation procedure for Situation 1 stops here. If the proposed development meets the criteria for development Situations 2, 3, or 4, then proceed to STEP 4 on the appropriate Worksheet. 5D-7 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 • Sitna ion 2 Page I of 4 Summary of Situation 2 criteria: from calculation procedure STEP thru STEP 3 Worksheet 1: Applicable area (A)* = 11Aj acres IP°,t = (total post -development impervious cover _ A) x 100 T= �, • 1 S %, hnrershed —NIA % or IH,a,.d =16% (total existing impervious cover _ A*) x 100 = % O o 1. o In;,d,g 1 %; and IPMt 1 .1i ° > Iw,h wed_ I is % STEP Determine the relative pre -development pollutant load (LP.). LPR(..atersheo = [0.05 + (0.009 x I.,.,hd)] x A x 218 (Equation 5-16) where: Lpa., = relative pre -development total phosphorous load (pounds per year) Im=,h,d average land cover condition for specific watershed or locality Qr the Chesapeake Bay default value of 16%° (percent expressed in whole numbers) A = applicable area (acres) Lp,,Cw,u„h,O = [0.05 + (0.009 x AV__)] )] x 11.04 x 2.28 = 5 • `l- pounds per year 5D-9 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 Page 2 of 4 STEP S Determine the relative post -development pollutant load (Lpo,). LPOM _ [0.05 + (0.009 x 4, j] x A x 2.28 (Equation 5-21) where: Lpoa = relative post -development total phosphorous load (pounds per year) Ip„t = post -development percent impervious cover (percent expressed in whole numbers) A = applicable area (acres) Lp.t _ [0.05 + (0.009 x l4. IT )] x lot x 2.28 = (OAS pounds per year STEP ( Determine the relative pollutant removal requirement (RR). RR = Lp,n - Lp,�(w„4 RR = 6.LS - S.to& = Q .S? pounds per year STEPS Identify best management practice (BMP) for the site. 1. Determine the required pollutant removal efficiency for the site: EFF = (RR+ Lp..) x 100 (Equation 5-22) where: EFF required pollutant removal efficiency (percent expressed in whole numbers) RR = pollutant removal requirement (pounds per year) Lp.t = relative post -development total phosphorous load (pounds per year) EFF = ( 0'6 S — (s.2i ) x 100 a (0-4 % 5D-10 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 51) Wark h 2 - Situation 2 Page 3 of 4 2. Select BMP(s) from Table 5-Vand locate on the site: BMP1: E-4ktAa(a ()e4c.-4Ifn (_4)c%+4v) wl 1�4��it `e, f urr I-iur-FA 3. Determine the pollutant load entering the proposed BMP(s): L8w _ [0.05 + (0.009 x IBA,)] x A x 2.28 (Equation 5-23) where: Law = relative post -development total phosphorous load entering proposed BMP (pounds per year) Iaw = post -development percent impervious cover of BNT drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) LBmp, _ [0.05 + (0.009 x 114S )] x 104 x 2.28 - `js pounds per year LBm[p2 = [0.05 + (0.009 x )] x x 2.28 pounds per year LBO _ [0.05 + (0.009 x )] x x 2.28 pounds per year 46mil PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX SD Workcheet 2 : Situation 2 �� Page 4 of 4 S 4. Calculate the pollutant load removed by the proposed BMP(s): Lmmmed — Ef a. % LBn2 (Equation 5-24) where: L,em� = Post -development pollutant load removed by proposed BMP (pounds per year) Effa 2 = pollutant removal efficiency of BMP (expressed in decimal form) Law = relative post -development total phosphorous load entering proposed BMP (pounds per year) L�medBNP1 = 0 .bS x GAS = 4.01e pounds per year LremmedBMP2 = X = pounds per year LmmowdMW3 = " = pounds per year 5. Calculate the total pollutant load removed by the BMP(s): Ln ditm — L..dBMP, + L,eo,mR"m + Lre .&amin + ... (Equation 5-25) where: Lre .dimta = total pollutant load removed by proposed BMPs L=110&BW1= pollutant load removed by proposed BMP No. 1 L.d,BMn = pollutant load removed by proposed BW No. 2 L....&Brdrs = pollutant load removed by proposed BNIP No. 3 Lrcmovedlmtal — — 4-0I. + Vila,Vila,... + Vila + = L4. C V pounds per year 6. Verify compliance: L „ 1 RR y,oa z 0.5*7 5D-12 F PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 51) STEP I Determine the applicable area (A) and the post -developed impervious cover (4J' Applicable area (A)* = 7- S1 acres Post -development impervious cover: structures = 0' ly acres d fi%f qt w yf fbt = Q20 acres roadway = C '_acres other: _= -acres acres Total = q • 4 O acres Ip,,, = (total post -development impervious cover - A) x 100 =l S N N off" The area subject to the criteria may vary from locality to locality. Therefore, consult the locality for proper determination of this value. STEP_7. Determine the average land cover condition (I,,,,,,,bJ ht the eidsting impervious cover (Iq;,h,J. Average land rover condition (I_=.h d): If the locality has determined land cover conditions for individual watersheds within its jurisdiction, use the watershed specific value determined by the locality as Imo,,,, ti d. Iwae ..d = N to % Otherwise, use the Chesapeake Bay default value: Ip t, h,d =16% 5D-5 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet t Page 2 of 3 Determine the existing impervious cover of the development site if present. Existing impervious cover: other: structures = acres parking lot = acres roadway = 0 acres - acres .=—acres Total = acres 1.,,j,„ = (total existing impervious cover—. A*) x 100 = D % * The area should be the same as used in STEP 1. STEPS Determine the appropriate development situation. The site information determined in STEP 1 and STEP 2 provide enough information to determine the appropriate development situation under which the performance criteria will apply. Check (✓) the appropriate development situation as follows: Situation 1: This consists of land development where the existing percent impervious cover (I.„d is less than or equal to the average land cover condition and the proposed improvements will create a total percent impervious cover (W which is less than or equal to the average land cover condition IP-t % 5 I.raunnea % mo PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet i Page 3 of 3 Situation 2: This consists of land development where the existing percent impervious cover (1esbng) is less than or equal to the average land cover condition (1,4 ahad) and the proposed improvements will create a total percent impervious cover (IP.) which is Preater than the average land cover condition \'vratashd. Im:eng O % < watershed 11. %; and Ipost NS.44 % > watershed I t. % S } 't I n a t d 4� 4 r t&J Situation 3: This consists of land development where the existing percent impervious cover (I.isti,,d is greater than the average land cover condition (I...h j. 0 T existing �0 %> watershed Situation 4: This consists of land development where the existing percent impervious cover (IC1,;sd g) is served by an existing stormwater management BMP(s) that addresses water .ua� lam. If the proposed development meets the criteria for development Situation 1, than the low density development is considered to be the BMP and no pollutant removal is required. The calculation procedure for Situation 1 stops here. If the proposed development meets the criteria for development Situations 2, 3, or 4, then proceed to STEP 4 on the appropriate worksheet. 5D-7 PERFORMANCF,BASED WATER QUALITY CALCULATIONS APPENDIX 5D Qnrs Worksheet 2 • Situation 2 Page 1 of 4 Summary of Situation 2 criteria: from calculation procedure STEP1 thru STEPS, Worksheet 1: Applicable area (A)* = 2 M acres TIpwt = (total post -development impervious cover - A) x 100 = _ 1 S •y 9 watershed = NIP e/n or lashed =16% Ie ,,j.g = (total existing impervious cover + A*) x 100 = O d/ IQMog O % s watershed 16 %- and IPO$t IS-44 %>Iwatershed III 0% STEP Determine the relative pre -development pollutant load (L..). LPre(w t,,w _ [0.05 + (0.009 x atershea)] x A x 2.28 (Equation 5-16) where: LPre(watershed) = relative pre -development total phosphorous load (pounds per year) Twa e.ahw = average land cover condition for specific watershed or locality er the Chesapeake Bay default value of 16% (percent expressed in whole numbers) A = applicable area (acres) LP"(watershed) _ [0.05 + (0.009 x I (I )] x I M x 2.28 1. IT pounds per year 5D-9 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 Page 2 of 4 STEPS Determine the relative post -development pollutant load (L.J. Lpwt _ [0.05 + (0.009 x 4, j] x A x 2.28 (Equation 5-21) where: Lp. = relative post -development total phosphorous load (pounds per year) IP.,, = post -development percent impervious cover (percent expressed in whole numbers) A = applicable area (acres) Lp., _ [0.05 + (0.009 x IS•44 )] x Vrl x 2.28 1.11 pounds per year STEP 6 Determine the relative pollutant removal requirement (RR). RR = LpW - Lpm(waw al ed) RR = 1.17- - ►.IS - 0.0 pounds per year STEP Z Identify best management practice (BMP) for the site. 1. Determine the required pollutant removal efficiency for the site: EFT = (RR-, Lp,,) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency (percent expressed in whole numbers) RR = pollutant removal requirement (pounds per year) Lpw = relative post -development total phosphorous load (pounds per year) EFF = ( 0 • `5 - I'll, ) x 100 S6.04 o,,, 5D-10 PERFORMANCE -BASED WATER QUALM CALCULATIONS APPENDIX 5D WorkshePSituation 2 Page 3 of 4 2. Select BN2(s) from Table 5-Wand locate on the site: ol� BMPI: �iart�aniiM 1 $-%. iwnQerv'oJ o.rtM 1:1"T17 3. Determine the pollutant load entering the proposed BNQ(s): LB,p _ [0.05 + (0.009 x I..)] x A x 2.28 (Equation 5-23) where: L,B,B. = relative post -development total phosphorous load entering proposed BMP (pounds per year) IBw = post -development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) [0.05 + (0.009 x IS 44 ] x 2.5.1 x 2.28 I.11 pounds per year LBw2 = [0.05 + (0.009 x )] x x 2.28 pounds per year L., ,, = [0.05 + (0.009 x )] x x 2.28 pounds per year 5D-11 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX SD Worksh et 2 • Situation 2 Page 4 of 4 4. Calculate the pollutant load removed by the proposed BAP(s): Lmmmed = Effahe x LBW (Equation 5-24) where: L� = Post -development pollutant load removed by proposed BMP (pounds per year) Efla w = pollutant removal efficiency of BMP (expressed in decimal form) LBja = relative post -development total phosphorous load entering proposed BMP (pounds per year) LremovedBMP1 = O . (OS x 1.14 = O '1 j pounds per year LremevedBW2 — x = pounds per year LmmovedBMe3 = — x = pounds per year 5. Calculate the total pollutant load removed by the BAP(s): Lremmed/mml = Lrom.nNe1 + L...dahm + Lremovedaw3 + • • . (Equation 5-25) where: L..ditul = total pollutant load removed by proposed BAPs Lre„l = pollutant load removed by proposed BAP No, 1 L..V1dBMs2 = pollutant load removed by proposed BAP No. 2 Leo �aB3 = pollutant load removed by proposed BAP No. 3 LRmortanow = O • 3 + I,►1 0, + my, +... 0' 1 I _ pounds per year 6. Verify compliance: Lre t RR 0.13 z —o.og 5D-12 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D aMP Wor_ ksheet 1 Page 1 of 3 STEP 1 //Determine the applicable area (A) and the post -developed impervious cover `1pon)• Applicable area (A)* = 1 I . S I acres Post -development impervious cover: structures = �__-�3acres drvI.+m,)i}13 het = C'�S acres v.4L%W roadway = ! • 4 8 acres other: acres acres Total = L 0 C acres Ip„t = (total post -development impervious cover _ A) x 100 = * The area subject to the criteria may vary from locality to locality. Therefore, consult the locality for proper determination of this value. STEPS Determine the average land cover condition (Ih� nr the existing impervious cover (Inamg)- Aver ge land cover condition G,,, av: If the locality has determined land cover conditions for individual watersheds within its jurisdiction, use the watershed specific value determined by the locality as )R,. I.ftshed = N to % Otherwise, use the Chesapeake Bay default value: I,vatenhed = 16% 5D-5 PERFORMANCE -BASED RATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 1 Page 2 of 3 11 111:1\II 1 :1 Determine the existing impervious cover of the development site if present. Existing impervious cover: structures = acres parking lot = acres roadway =--.2-acres other: acres acres Total = G acres I _(total existing impervious cover = A*) X 100 = C % The area should be the same as used in STEP 1. STEP 3 Determine the appropriate development situation. The site information determined in STEP 1 and STEP 2 provide enough information to determine the appropriate development situation under which the performance criteria will apply Check (✓) the appropriate development situation as follows: Situation 1: This consists of land development where the existing percent impervious covert is less than or equal to the average land cover condition (I V, and the proposed improvements will create a total percent impervious cover (W which is less than or equal to the average land cover condition (I,,.t h d). 77 past � S 'watershed 0 �" -Tirr PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX SD Worksheet 1 Page 3 of 3 Situation 2: This consists of land development where the existing percent impervious cover (ICX1,,id is less han or equal o the average land cover condition (Iµ ,.bed) and the proposed improvements will create a total percent impervious cover &.) which is greater than the average land cover condition (Iwa,.,hea). Iexisting 0 % S Iwatmhed 1(o %; and Iport 95.10o >'watershed 'V % Sell nlwl" kClqk Situation 3: This consists of land development where the existing percent impervious cover (1..5t J is greater than the average land cover condition (I.�. I-bmg % > `wlmbld % Situation 4: This consists of land development where the existing percent impervious cover (I.,.is&d is served by an existing stormwater management BMP(s) that addresses water q �al� 14. If the proposed development meets the criteria for development Situation 1, than the low density development is considered to be the BMP and no pollutant removal is required. The calculation procedure for Situation 1 stops here. If the proposed development meets the criteria for development Situations 2, 3, or 4, then proceed to STEP 4 on the appropriate worksheet. SD-7 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D M( b Worksheet 2, Si ration Page 1 of 4 Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEP 3, Worksheet 1: Applicable area (A)* = IL S9 acres Ip"t = (total post -development impervious cover—, A) x 100 = 9.63 %, = rlp % or I.,., =16% I.s,g = (total existing impervious cover _ A*) x 100 = 0 % Ini,fl,g O % s Iwatersnm 6 %; and IP., 003 u >I..ar��a 16 STEP Determine the relative pre -development pollutant load (Lp j. Lpra(watushed) _ [0.05 + (0.009 x Iw,t y j] x A x 2.28 (Equation 5-16) where: Lr„(a,,,,.) = relative pre -development total phosphorous load (pounds per year) average land cover condition for specific watershed or locality Qr the Chesapeake Bay default value of 16% (percent expressed in whole numbers) A = applicable area (acres) LPre(w„e„hed) _ [0.05 + (0.009 x I (e )] x h .S1 x 2.28 = 5 - 1 3 pounds per year 5D-9 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 Page 2 of 4 STEP S Determine the relative post -development pollutant load (Lp,). Lp„t = [0.05 + (0.009 x IpoJ] x A x 2.28 (Equation 5-21) where: Lpo. = relative post -development total phosphorous load (pounds per yam) Ip�,t = post -development percent impervious cover (percent expressed in whole numbers) A = applicable area (acres) LpWt = [0.05 + (0.009 x A -9 )] x 1, g x 2.28 = 3 .31 pounds per year STEP 6 Determine the relative pollutant removal requirement (RR). RR = Lp.t — Lpre(wa=1.d) RR l' - I.l L pounds per year STEPS Identify best management practice (BMP) for the site. 1. Determine the required pollutant removal efficiency for the site: EFF = ( RR + Lj,= ) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency (percent expressed in whole numbers) RR = pollutant removal requirement (pounds per year) Lp= = relative post -development total phosphorous load (pounds per year) EFF = ( I -I (A - 1*31 ) x 100 SD-10 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 -Situation 2 Page 3 of 4 2. Select BNT(s) from Table 5-Wand locate on the site: BMP1: JEr4sn A A ()*fr,fi.•, (4y. V GLV) w1 wYw BMP 3. Determine the pollutant load entering the proposed BMP(s): LB,,. p = [0.05 + (0.009 x IBw)] x A x 2.28 (Equation 5-23) where: LBhe = relative post -development total phosphorous load entering proposed BNIP (pounds per year) IBw = post -development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) LB1 = [0.05 + (0.009 x E -`S )] x 11 • S1 x 228 pounds per year LB 2 = [0.05 + (0.009 x )] x x 2.28 pounds per year LBMn _ [0.05 + (0.009 x )] x x 2.28 pounds per year 5D-11 PERFORMANCE -BASED WATER QUALITY CALCULATIONS . APPENDIX 5D' Workshee.t 2 : Situation 2 Page 4 of 4 4. Calculate the pollutant load removed by the proposed BMP(s): Lre Wed = Eff,, x LB. (Equation 5-24) where: L.Oved = Post -development pollutant load removed by proposed BAD (pounds per year) EffBw = pollutant removal efficiency of BAD (expressed in decimal form) LBI a = relative post -development total phosphorous load entering proposed BMP (pounds per year) Lremoved/BMPl 0• Ut Lien e&BMP2 = Lre Gve"W3 = x 3.32 — Z - 1 9 pounds per year x = pounds per year x = pounds per year 5. Calculate the total pollutant load removed by the BMP(s): L�,,,ed/W21 = L + L BO + L.o�&sw3 +. . - (Equation 5-25) where: L.o�ew = total pollutant load removed by proposed BMPs pollutant load removed by proposed BMP No. 1 Lie oB = pollutant load removed by proposed BMP No. 2 L..�da W3 = pollutant load removed by proposed BMP No. 3 L�uvedittA = Z -tot + 1. 1A + h +. .. Z • 15 pounds per year 6. Verify compliance: L�.,.jt,,tw t RR I tot z - 1.14. 5D-12 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Workcheet i Pagel of 3 Determine the applicable area (A) and the post -developed impervious cover (1p.). Applicable area (A)* = 5.1*1 acres Post -development impervious cover: structures =acres 4" "1(PaA4a6--lot = 0.11 acres 4J►\1d other: roadway = O.4 C acres acres acres Total = 1 • __Iacres 4m, = (total post -development impervious cover - A) x 100 = 1' At. * The area subject to the criteria may vary from locality to locality. Therefore, consult the locality for proper determination of this value. STEP 2 Determine the average land cover condition (I,,..ra d .gr the existing impervious cover (1.,.g). Average land cover cnnditinn fr: If the locality has determined land cover conditions for individual watersheds within its jurisdiction, use the watershed specific value determined by the locality as Ia,,. Iwatershea — p ° Otherwise, use the Chesapeake Bay default value: IWW.h a =16% 5D-5 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 51) Wnrksheet 1 Page 2 of 3 Determine the existing impervious cover of the development site if present. Existing impervious cover: other: structures = acres parking lot = acres roadway = ! acres acres acres Total — D acres I=bft = (total existing impervious cover— A*) X 100 = 0 % * The area should be the same as used in STEP 1. STEP 3 Determine the appropriate development situation. The site information determined in STEP 1 and STEP 2 provide enough information to determine the appropriate development situation under which the performance criteria will apply. Check (✓) the appropriate development situation as follows: Situation 1: This consists of land development where the existing percent impervious cover (I.,.d is less than or equal to the average land cover condition (Ia, d) and the proposed improvements will create a total percent impervious cover (W which is less than or equal to the average land cover condition Ipost % 5 L.U.I d % 61kri PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 51) Worksheet 1 Page 3 of 3 Situation 2: This consists of land development where the existing percent impervious cover (1,.i,,. J is less than or aQual to the average land cover condition (I,,te,,Ij and the proposed improvements will create a total percent impervious cover (lie) which is greater than the average land cover condition (I.,h d). Ie M.g 0 % 5 Iwatenhed 1 V %; and Ipost 10 • A V % > 'watershed i, k, off^ Situation 3: This consists of land development where the existing percent impervious cover (Ie,em� is ;eater than the average land cover condition > 0 0 existing ^ watershetl ^ Situation 4: This consists of land development where the existing percent impervious cover (Ie,,td is served by an existing stormwater management BMP(s) that addresses water quality, If the proposed development meets the criteria for development Situation 1, than the low density development is considered to be the BMP and no pollutant removal is required. The calculation procedure for Situation 1 stops here. If the proposed development meets the criteria for development Situations 2, 3, or 4, then proceed to S_TEP4 on the appropriate worksheet. WDNA PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D wnrKsneet L : �Jrn_annn L Page 1 of 4 Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEPS, Worksheet 1: Applicable area (A)* _ $- Iq acres IPost _ (total post -development impervious cover +A) x 100 446% k.t..hed = N Ip % or I,,t,,,,d = 16% I..;,ffng = (total existing impervious cover - A*) x 100 = % I.6d,g G % s 42ftnhed 1 V %; and I�.. 00A, 0%> � 1.f. % STEP 4 Determine the relative pre -development pollutant load (LP,j. LPnc..1.shed> _ [0.05 + (0.009 x Ir„d)] x A x 2.28 (Equation 5-16) where: LP,a = relative pre -development total phosphorous load (pounds per year) 4.,,�ha = average land cover condition for specific watershed or locality ar the Chesapeake Bay default value of 16% (percent expressed in whole numbers) A = applicable area (acres) LPrc(wat,.b.d) _ 10.05 + (0.009 x �L )l x 5. 01 x 2.28 = Z . 3o pounds per year 5D-9 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 • Situation 2 Page 2 of 4 STEP S Determine the relative post -development pollutant load (Lpo,J. LPG _ [0.05 + (0.009 x WSJ] x A x 2.28 (Equation 5-21) where: Lpms = relative post -development total phosphorous load (pounds per year) 40ss = post -development percent impervious cover (percent expressed in whole numbers) A = applicable area (acres) Lp,a = [0.05 + (0.009 x )] x S, l9 x 2.28 Z • V 6 pounds per year STET' 6 Determine the relative pollutant removal requirement (RR). RR = Lpost - Lp.(w=�b_a) RR = 2.6L _ 7"3a 0.)L pounds per year STEPS Identify best management practice (BMP) for the site. 1. Determine the required pollutant removal efficiency for the site: EFT = (RR—. Lp.) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency (percent expressed in whole numbers) RR = pollutant removal requirement (pounds per year) Lp,& = relative post -development total phosphorous load (pounds per year) EFF=(9-36 = 2.(P1Y )x100 , % 5D-10 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 11 Page 3 of 4 2. Select BNIP(s) from Table 5-Wand locate on the site: BNIP 1: Ot.1 to^ A 3. Determine the pollutant load entering the proposed BNIP(s): Law _ [0.05 + (0.009 x IBw)] x A x 2.28 (Equation 5-23) where: LBt � = relative post -development total phosphorous load entering proposed BMP (pounds per year) Iaw = post -development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BNIP (acres) LBmp, = [0.05 + (0.009 x 11 S1' )] x S t9 x 2.28 pounds per year LBO _ [0.05 + (0.009 x )] x x 2.28 pounds per year LBml.3 = [0.05 + (0.009 x )] x x 2.28 pounds per year 5D-11 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D' : Worksbeet 2 - Situation 2 Page 4 of 4 4. Calculate the pollutant load removed by the proposed BMP(s): Lremoved — EffBMP x '-BW (Equation 5-24) where: L1e mved = Post -development pollutant load removed by proposed BMP (pounds per year) EffBw = pollutant removal efficiency of BMP (expressed in decimal form) L he = relative post -development total phosphorous load entering proposed BMP (pounds per year) Lremeved/BMPl = o - 35 x 2 - G (. = D .11 pounds per year Lremoved/BMP2 = x = pounds per year Lremoved/BIMIP3 x = pounds per year 5. Calculate the total pollutant load removed by the BMP(s): Lremoved/totw — Loved/BMPI + L=oved/BMP2 +'' mmovedMW3 + - . • (Equation 5-25) where: Lmmovewmml = total pollutant load removed by proposed BMPs L.."NB,I — pollutant load removed by proposed BMP No. 1 L,m eV.YBM = pollutant load removed by proposed BNO No. 2 L.oved/BW3 = pollutant load removed by proposed BMP No. 3 LremovedAotW = 0.13 + to to + W A +. _ = O A S pounds per year 6. Verify compliance: Le ,w z RR off— z 0.310 5D-12 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D �aurtiy�.aa�� De termine the applicable area (A) and the post -developed impervious cover (IP.J. Applicable area (A)* = (A—) acres Post -development impervious cover: structures =acres JAN,t ol( paregh7t = O • o -acres v.l is other: roadway = G • ! 1 acres .=—acres acres Total = nacres Ins = (total post -development impervious cover i- A) x 100 = 2 1:11 % * The area subject to the criteria may vary from locality to locality. Therefore, consult the locality for proper determination of this value. STEP 2 Determine the average land cover condition (Iw I shed) br the existing impervious cover (1.,.g). Average land cover condition ",d): If the locality has determined land cover conditions for individual watersheds within its jurisdiction, use the watershed specific value determined by the locality as Iw,hed. 'wamshed = N 0, o�n Otherwise, use the Chesapeake Bay default value: shed =16% 5D-5 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet t Page 2 of 3 Determine the existing impervious cover of the development site if present. Existing impervious cover: structures =---2-acres parking lot =--- -acres roadway = O acres other: ,=-acres acres Total = acres IC1i1s ft = (total existing impervious cover - A*) x 100 = 0 % The area should be the same as used in STEP 1. STEP 3 Determine the appropriate development situation. The site information determined in STEP 1 and STEP 2 provide enough information to determine the appropriate development situation under which the performance criteria will apply. Check (✓) the appropriate development situation as follows: Situation 1: This consists of land development where the existing percent impervious cover (I� �,og) is less than or equal to the average land cover condition (I...j and the proposed improvements will create a total percent impervious cover (I . j which is less than or rAual to the average land cover condition IP-t % 5 L.Ml ed % PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 1 Page 3 of 3 Situation 2: This consists of land development where the existing percent impervious cover (I �,.d is less than or equal to the average land cover condition (Ia,..,j and the proposed improvements will create a total percent impervious cover (I .) which is greater than the average land cover condition (IW91e hey. I"i„ng din S watershed `& %;and Ipost Zt.'1je %>'watershed 'y % Situation 3: This consists of land development where the existing percent impervious cover (I....d is greater than the average land cover condition (I,,,,,.,j. Iesistiag din > 4.tershed % Situation 4: This consists of land development where the existing percent impervious cover (1�) is served by an existing stormwater management BMP(s) that addresses water 4 taadttr. If the proposed development meets the criteria for development Situation 1, than the low density development is considered to be the BMP and no pollutant removal is required. The calculation procedure for Situation 1 stops here. If the proposed development meets the criteria for development Situations 2, 3, or 4, then proceed to STEP on the appropriate worksheet. 5D-7 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Mr Worksheet 2: Situation 2 Page I of 4 Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEP 3, Worksheet 1: Applicable area (A)* _ (0• (3 acres IPWt = (total post -development impervious cover - A) x 100 = Z 1- 11 ^/n Lambed = N 14 (Ay or I,,hd = 16% Ie,dsdng = (total existing impervious cover _ A*) x 100 = O % o d /^ I V %/ Iexisting � '7 watershed ^; and Ipn,t •�i l ^/n Iwatershed' 14 % STEP 4 Determine the relative pre -development pollutant load (LP.). LP -(watershed) _ [0.05 + (0.009 x Ia,] x A x 2.28 (Equation 5-16) where: Lp,,(w t. be) = relative pre -development total phosphorous load (pounds per year) Iwatershed = average land cover condition for specific watershed or locality ar the Chesapeake Bay default value of 16% (percent expressed in whole numbers) A = applicable area (acres) Lpre(watershed) = [0.05 + (0.009 x ( )] x '" \ 1 x 2.28 = Z • �+ I pounds per year 5D-9 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 Page 2 of 4 STEP 5 Determine the relative post -development pollutant load (LP.). LPaa _ [0.05 + (0.009 x W] x A x 2.28 (Equation 5-21) where: Lpwt = relative post -development total phosphorous load (pounds per year) Ip�t = post -development percent impervious cover (percent expressed in whole numbers) A = applicable area (acres) LPG _ [0.05 + (0.009 x Z t-'K )] x Hi.11 x 2.28 3 W S pounds per year STEP 6 Determine the relative pollutant removal requirement (RR). RR = LP„e - LF, (— RR = 141 - 2-1 = 0 -11 pounds per year STEP 7 Identify best management practice (BMP) for the site. 1. Determine the required pollutant removal efficiency for the site: EFF = (RR _ Lp,,) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency (percent expressed in whole numbers) RR = pollutant removal requirement (pounds per year) Lp., = relative post -development total phosphorous load (pounds per year) EFF = ( QJ'- + IMS ) x 100 10-hi % 5D-10 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 Page 3 of 4 . Select BMP(s) from Table 5-Wand locate on the site: BMP1: Vief�'�l•yh`�1 �.n5.�,%.ptriliJ ev-!w BMP 2:, BMP 3. Determine the pollutant load entering the proposed BMP(s): LB„o, _ [0.05 + (0.009 x IBw)] x A x 2.28 (Equation 5-23) where: LBw = relative post -development total phosphorous load entering proposed BMP (pounds per year) 1Bw = post -development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BN2 (acres) LB l _ [0.05 + (0.009 x I 1 .l L )] x x 2.28 13.45 pounds per year LBr,02 = [0.05 + (0.009 x )] x x 2.28 pounds per year LBw3 _ [0.05 + (0.009 x )] x x 2.28 pounds per year 5D-11 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX SD Worksheet 2 : Situation 2 Page 4 of 4 4. Calculate the pollutant load removed by the proposed BMP(s): Lremoved = EffBw X LBW (Equation 5-24) where: L,. .d = Post -development pollutant load removed by proposed BMP (pounds per year) EffBw = pollutant removal efficiency of BMP (expressed in decimal form) LBAe = relative post -development total phosphorous load entering proposed BMP (pounds per year) L�m:aieasi — O. bS LremovedMW2 = Lremove"W3 = X 3. L(S pounds per year X = pounds per year X = pounds per year 5. Calculate the total pollutant load removed by the BMP(s): Lremo ewtow = L.o�dMhe, + L,® mp2 + L�o,,wB p3 + ... (Equation 5-25) where: L ®o�eano� = total pollutant load removed by proposed BMPs L..d'B I� pollutant load removed by proposed BMP No. 1 L,=1.dMMP2 = pollutant load removed by proposed BMP No. 2 L.ovemMM = pollutant load removed by proposed BMP No. 3 Lremoved/totA = + tN I Pt + pounds per year 6. Verify compliance: Lremoved/tatw 2 RR 1.2,4 z q, 71L 063PA PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPI~NDIX 5D 6 Me °l Worksheet 1 Page 1 of 3 STEP 1 Determine the applicable area (A) and the post -developed impervious cover Applicable area (A)* _ • L 1 acres Post -development impervious cover: structures = • c 3 acres parking lot = D acres roadway = acres other: acres acres Total — �'�3 acres Ip�. = (total post -development impervious cover -A) X 100 = 2 • % * The area subject to the criteria may vary from locality to locality. Therefore, consult the locality for proper determination of this value. STEP 2 Determine the average land cover condition (I ,re � Dr the existing impervious cover (ILL d- ). Age land cover conditinn�: If the locality has determined land cover conditions for individual watersheds within its jurisdiction, use the watershed specific value determined by the locality as watershed. I..hed = r 1P % Otherwise, use the Chesapeake Bay default value: I.tarshed =16% 5D-5 PERFORMANCE -BASED WATER QUALITY CALCULATIONS '` APPENDIX 5D yrsu�®� Workcheet 1 Page 2 of 3 WIi• u6-u4 Determine the existing impervious cover of the development site if present. Existing impervious cover: other: structures --Oacres parking lot = 9 acres roadway = O acres acres acres Total — acres L aos = (total existing impervious cover - A*) x 100 = O % The area should be the same as used in STEP 1. STEPS Determine the appropriate development situation. The site information determined in STEP 1 and STEP 2 provide enough information to determine the appropriate development situation under which the performance criteria will apply. Check (✓) the appropriate development situation as follows: Situation 1: This consists of land development where the existing percent impervious cover (I t d is le than than or e4 ual to the average land cover condition (J4.,.�d) and the proposed improvements will create a total percent impervious cover &J which is less than or equal to the average land cover condition (I.,, Ip"t 0% S I..tenhed % i PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 1 Page 3 of 3 Situation 2: This consists of land development where the existing percent impervious cover (I,.i,,i g) is less than or equal to the average land cover condition (1.,e hed) and the proposed improvements will create a total percent impervious cover (1�at) which is greater than the average land cover condition if o Iezistiog (% ^ �" � Iwatershed ; and Ipost ' K % % > 'watershed . (b % 51 t (( n ! a.i1 4+ \ c l Situation 3: This consists of land development where the existing percent impervious cover (I".;.a g) is greater than the average land cover condition (I„.I.J. 0 T Iezistiag ^ � 'watershed % Situation 4: This consists of land development where the existing percent impervious cover (l) is served by an existing stormwater management BMP(s) that addresses water quality. If the proposed development meets the criteria for development Situation 1, than the low density development is considered to be the BMP and no pollutant removal is required. The calculation procedure for Situation 1 stops here. If the proposed development meets the criteria for development Situations 2, 3, or 4, then proceed to STEP 4 on the appropriate worksheet. 5D-7 PERFORMANCE -BASED WATER QUALITY CALCULATIONS - APPENDIX 5D worKsneec � : a�manon � Page I of 4 Summary of Situation 2 criteria: from calculation procedure STET' 1 thru STEP 3, Worksheet 1: Applicable area (A)* _ I ""I acres IP'n _ (total post -development impervious cover = A) X 100 = % 'watershed — Ntp d/n or I.,.,hed = 16% I.tce,g = (total existing impervious cover = A*) x 100 =1- &U %n I l t. o e,d�ng Q o/n 5 Iwatershed /n, and IP t Z 41 %n > ' watenhea 14 %n STEP Determine the relative pre -development pollutant load (L,.)- Lpn(watershed) _ [0.05 + (0.009 X Iat.,he)] x A x 2.28 (Equation 5-16) where: L,.(,.,.y ) = relative pre -development total phosphorous load (pounds per year) Iµat� = average land cover condition for specific watershed or locality nr the Chesapeake Bay default value of 16%_(percent expressed in whole numbers) A = applicable area (acres) LPrs .t.h h.o _ [0.05 + (0.009 x 16 )j " 1-7' 1 X 2.28 = O • S4 pounds per year 60SO, PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Work -beet 2 : Situation 2 Page 2 of 4 STEP 5 Determine the relative post -development pollutant load (LP.). LP,rt = [0.05 + (0.009 x 4,)] x A x 2.28 (Equation 5-21) where: Lp-t = relative post -development total phosphorous load (pounds per year) 4m = post -development percent impervious cover (percent expressed in whole numbers) A = applicable area (acres) Lpw _ [0.05 + (0.009 x 1" �1 )] x i ' to x 2.28 d . L pounds per year STEPS Determine the relative pollutant removal requirement (RR). RR = Lp,n - Lp.(wa...h d) RR = o ' 1^ - 0.94 _ - o' 3 Y pounds per year STEP 7 Identify best management practice (BlAP) for the site. 1. Determine the required pollutant removal efficiency for the site: EFF = ( RR = Lp,,t ) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency (percent expressed in whole numbers) RR = pollutant removal requirement (pounds per year) 1-1-st = relative post -development total phosphorous load (pounds per yam) 00 O-Om: PERFORMANCE -BASED -WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 ( Page 3 of 4 11 2. Select BMP(s) from Table 5-Wand locate on the site: BMP 1: all 1. o" S • 1. :.�< inn` .r % 4% BMP 2:, 3. Determine the pollutant load entering the proposed BMP(s): LBm7 _ [0.05 + (0.009 x I..)] x A x 2.28 (Equation 5-23) where: Law = relative post -development total phosphorous load entering proposed BMP (pounds per year) IBw = post -development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BW (acres) LBWI = [0.05 + (0.009 x 2.4 1 )] x 21 x 2.28 O. Z o pounds per year LB n _ [0.05 + (0.009 x )] x x 2.28 pounds per year LB.W3 [0.05 + (0.009 x )] x x 2.28 pounds per year 5D-11 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Workcbeet 2 : Situation 2 Page 4 of 4 4. Calculate the pollutant load removed by the proposed BMP(s): L�"Cd = EffBw X I-,. (Equation 5-24) where: L�.,d = Post -development pollutant load removed by proposed BNP (pounds per year) EffBw = pollutant removal efficiency of BNP (expressed in decimal form) LBw = relative post -development total phosphorous load entering proposed BMP (pounds per year) Lr owdMNW1 = x 0•%° = 0.11 pounds per year L. dMMP2 = X = pounds per year L«owd/B?s3 = X = pounds per year 5. Calculate the total pollutant load removed by the BNP(s): L�Ove&wt,l = L.�&Bhel + Lam, mm + L...mmn + ... (Equation 5-25) where: L..dt,,a = total pollutant load removed by proposed BMPs L.."W1= pollutant load removed by proposed BMP No. 1 L.,,.&Bmn = pollutant load removed by proposed BNP No. 2 L.1143M = pollutant load removed by proposed BMP No. 3 LRmaved fttW = 0.13 + tr 1 % + N 16 + .. . OT pounds per year 6. Verify compliance: L, Vvem to z RR 5D-12 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Page 1 of 3 STEP 1 Determine the applicable area (A) and the post -developed impervious cover (1p..)• Applicable area (A)* = 0.O t acres Post -development impervious cover: other: structures = O •O 3 acres parking lot = ►+ I k acres roadway = N 1° acres .=-acres acres Total = • 03 acres Ivy = (total post -development impervious cover - A) X 100 = % The area subject to the criteria may vary from locality to locality. Therefore, consult the locality for proper determination of this value. STEP 2 Determine the average land cover condition (4,t,„h,d nr the eadsting impervious cover (I�d. Average land cover condition ",,,J: If the locality has determined land cover conditions for individual watersheds within its jurisdiction, use the watershed specific value determined by the locality as I... Lmrsh.d = N 1& a/„ Otherwise, use the Chesapeake Bay default value: I,anw =16% 5D-5 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 51) awl Worksheet t Page 2 of 3 t• ue-r�s � a 1 Determine the existing impervious cover of the development site if present. Existing impervious cover: other: structures = acres parking lot = acres roadway = acres acres acres Total — acres I _ (total existing impervious cover- A*) X 100 = O % The area should be the same as used in STEP 1. STEP 3 Determine the appropriate development situation. The site information determined in STEP 1 and STEP 2 provide enough information to determine the appropriate development situation under which the performance criteria will apply. Check (✓) the appropriate development situation as follows: Situation 1: This consists of land development where the existing percent impervious cover (I.,td is less than or equal to the average land cover condition (Iaat� and the proposed improvements will create a total percent impervious cover (I,,.) which is I ess than or equal to the average land cover condition (Iaa,C},hd). Ipost 0/0 < 'watershed % i PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D F Worksheet 1 Page 3 of 3 Situation 2: This consists of land development where the existing percent impervious cover hex is less than or areal to the average land cover condition (IN„ and the proposed improvements will create a total percent impervious cover (I . j which is greater than the average land cover condition (Ia,,...hed). o o Ie:htiog O /� s I,,,�,� L/ /�> and IPA •Z� %>4..hed 1/ % -4 �V ire M� Situation 3: This consists of land development where the existing percent impervious cover (I.;,, d is =ater than the average land cover condition % T % Situation 4: This consists of land development where the existing percent impervious cover (I�, is served by an existing stormwater management BMP(s) that addresses water quality. If the proposed development meets the criteria for development Situation 1, than the low density development is considered to be the BMP and no pollutant removal is required. The calculation procedure for Situation 1 stops here. If the proposed development meets the criteria for development Situations 2, 3, or 4, then proceed to STEP on the appropriate worksheet. Fj MA PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D VA r Wnrksheet 2 : Situation 2 Page 1 of 4 Summary of Situation 2 criteria: from calculation procedure STEP I thru STET' 3, Worksheet 1: Applicable area (A)* = O ,'4 L acres IpoSt _ (total post -development impervious cover +A) x 100 = T 2"4 % 4.ft.hw = NIP % or IaBC�� = 16% I.i,u.g = (total existing impervious cover - A*) x 100 = o % Iezisting e% s Iwatenhed ` %, and IP,t 3.1A °�� > h� l t. STEP Determine the relative pre -development pollutant load (LP,j. Lpm("tershed) = [0.05 + (0.009 x Iy��] x A x 2.28 (Equation 5-16) where: Lp.(.. . = relative pre -development total phosphorous load (pounds per year) m a = average land cover condition for specific watershed or locality m: the Chesapeake Bay default value of 16% (percent expressed in whole numbers) A = applicable area (acres) LPre(,,,a„6eM = [0.05 + (0.009 x �)] x G '11' x 2.28 = 3.,111 . pounds per year 5D-9 PERFORMANCE -BASED WATER QUALITY CALCULATIONS,, APPENDIX 5D Worksheet 2 : Situation 2 Page 2 of 4 STEP 5 Determine the relative post -development pollutant load (LP,j. LP„t = [0.05 + (0.009 x Ip,,,)] x A x 2.28 (Equation 5-21) where: Lp., = relative post -development total phosphorous load (pounds per year) 4.8t = post -development percent impervious cover (percent expressed in whole numbers) A = applicable area (acres) Lp"t _ [0.05 + (0.009 x 7. 7, (0)] x O. x 2.28 _ 0 400�_ pounds per year 19TEP Determine the relative pollutant removal requirement (RR). RR = Lp.t — Lp.(.=.hea) RR = b •\'+ - 3.1 3 = — I. • 9 pounds per year STEP Z Identify best management practice (BMP) for the site. 1. Determine the required pollutant removal efficiency for the site: EFF = (RR +Lpo,t) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency (percent expressed in whole numbers) RR = pollutant removal requirement (pounds per year) Lpo„ = relative post -development total phosphorous load (pounds per year) EFF = (` Z•IL _ a". ) x 100 - N to % 5D-10 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D s�zars�r-- —■ Worksheet 2 : Situation 2 11 Page 3 of 4 2. Select BMP(s) from Table 5-],Sand locate on the site: h BMP1: ;,*r44""1- I.o 5.0-1. �4%net.414W prc" BMP PEN 3. Determine the pollutant load entering the proposed BMP(s): LB w _ [0.05 + (0.009 x IB.)] x A x 2.28 (Equation 5-23) where: LBw = relative post -development total phosphorous load entering proposed BMP (pounds per year) IBw = post -development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) LBmp, _ [0.05 + (0.009 x 3 • L V )] x -'11 x 2.28 = O.1 } pounds per year LB,22 = [0.05 + (0.009 x )] x x 2.28 pounds per year LB�23 = [0.05 + (0.009 x )] x x 2.28 pounds per year SD-11 PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksbeet 2: Situation 2 Page 4 of 4 4. Calculate the pollutant load removed by the proposed BMP(s): Lremwed — EffBw X LBw (Equation 5-24) where: L,, d = Post -development pollutant load removed by proposed BMP (pounds per year) EffB w = pollutant removal efficiency of BMP (expressed in decimal form) LBw = relative post -development total phosphorous load entering proposed BNIP (pounds per year) Lmm edBMP3 Lremoved/BM02 Lremowd/BMP3 O. fps, X 0. % 1 pounds per year X = pounds per year X = pounds per year 5. Calculate the total pollutant load removed by the BMP(s): Lremevemtetw — LremovedMWI - L.oved%MM + 4temweMR3 + • • • (Equation 5-25) where: Lremoved total = total pollutant load removed by proposed BMPs Lil.m el = pollutant load removed by proposed BMP No. 1 Li IvId BMP2 = pollutant load removed by proposed BMP No. 2 Lremo .mm = pollutant load removed by proposed BMP No. 3 Lremovedttotat — ." + N 1 6 + IM I L + .. . ()j' k 1 pounds per year 6. Verify compliance: Lremoved/toul Z RR 5D-12 ADEQUATE OUTFALL CROSS -SECTIONS Channel Report Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 3 2015 Section A User -defined Highlighted Invert Elev (ft) = 464.08 Depth (ft) = 0.13 Slope (%) = 3.40 Q (Cfs) = 0.340 N-Value = 0.035 Area(sgft) = 0.28 Velocity (ft/s) = 1.23 Calculations Wetted Perim (ft) = 4.29 Compute by: Known Q Crit Depth, Yc (ft) = 0.13 Known Q (cfs) = 0.34 Top Width (ft) = 4.25 EGL (ft) = 0.15 (Sta, El, n)-(Sta, El, n)... ( 0.00, 467.69)-(7.36, 466.83, 0.050)-(11.60, 464.08, 0.035)-(15.65, 464.21, 0.035)-(17.43, 467.03, 0.035)-(34.22, 466.10, 0.050) Elev (ft) Section 468.00 467.00 466.00 iA 465.00 464.00 463.00 -5 0 5 10 15 20 25 30 35 40 Sta (ft) Depth (ft) 3.92 2.92 1.92 0.92 -1.08 Channel Report Hydraflow Express Extension forAutodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 3 2015 Section B User -defined Highlighted Invert Elev (ft) = 466.57 Depth (ft) = 0.50 Slope (%) = 1.30 Q (cfs) = 4.720 N-Value = 0.035 Area (sqft) = 2.28 Velocity (ft/s) = 2.07 Calculations Wetted Perim (ft) = 7.86 Compute by: Known Q Crit Depth, Yc (ft) = 0.43 Known Q (cfs) = 4.72 Top Width (ft) = 7.70 EGL (ft) = 0.57 (Sta, El, n)-(Sta, El, n)... (0.00, 469.64)-(12.59, 469.76, 0.050)-(19.77, 466.94, 0.035)-(26.25, 466.57, 0.035)-(33.51, 470.66, 0.035)-(47.98, 470.40, 0.050) Elev (ft) 471.00 --1 470.00 469.00 468.00 467.00 466.00 Section 465.00 ' ' -5 0 5 10 15 20 25 30 35 40 45 50 5° Sta (ft) Depth (ft) 4.43 3.43 2.43 1.43 0.43 -0.57 -1.57 Channel Report Hydraflow Express Extension farAutodesk®AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 3 2015 Section C User -defined Highlighted Invert Elev (ft) = 476.30 Depth (ft) = 0.48 Slope (%) = 1.54 Q (cfs) = 4.720 N-Value = 0.035 Area (sqft) = 2.09 Velocity (ft/s) = 2.26 Calculations Wetted Perim (ft) = 7.13 Compute by: Known Q Crit Depth, Yc (ft) = 0.42 Known Q (cfs) = 4.72 Top Width (ft) = 7.01 EGL (ft) = 0.56 (Sta, El, n)-(Sta, El, n)... (0.00, 478.04)-(10.44, 476.95, 0.050)-(14.18, 476.30, 0.035)-(18.09, 476.55, 0.035)-(24.95, 481.22, 0.035)-(32.06, 481.73, 0.050) III��_� �IIIIIII!•�_��Illlll�� 0 5 10 15 20 25 30 35 Sta (ft) Depth (ft) 5.70 4.70 3.70 2.70 1.70 0.70 -0.30 -1.30 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3170 by Autodesk, Inc. Wednesday, Jun 3 2015 Section D User -defined Highlighted Invert Elev (ft) = 603.24 Depth (ft) = 0.23 Slope (%) = 11.76 Q (Cfs) = 3.190 N-Value = 0.035 Area (sgft) = 0.94 Velocity (ft/s) = 3.39 Calculations Wetted Perim (ft) = 7.65 Compute by: Known Q Crit Depth, Yc (ft) = 0.29 Known Q (cfs) = 3.19 Top Width (ft) = 7.63 EGL (ft) = 0.41 (Sta, El, n)-(Sta, El, n)... (0.00, 604.27)-(12.47, 603.83, 0.050)-(16.21, 603.37, 0.035)-(18.56, 603.24, 0.035)-(32.94, 603.98, 0.035)-(38.37 604.72, 0.050) Elev (ft) Section 605.00 604.50 604.00 603.50 603.00 602.50 -5 0 5 10 15 20 25 30 35 40 45 Sta (ft) Depth (ft) 1.76 1.26 0.76 0.26 -0.24 -0.74 Channel Report Hydraflow Express Extension far Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 3 2015 Section E User -defined Highlighted Invert Elev (ft) = 513.76 Depth (ft) = 0.56 Slope (%) = 4.83 Q (cfs) = 7.660 N-Value = 0.035 Area (sgft) = 1.83 Velocity (ft/s) = 4.18 Calculations Wetted Perim (ft) = 5.97 Compute by: Known Q Crit Depth, Yc (ft) = 0.63 Known Q (cfs) = 7.66 Top Width (ft) = 5.71 EGL (ft) = 0.83 (Sta, El, n)-(Sta, El, n)... ( 0.00, 517.39)-(16.46, 515.83, 0.050)-(18.63, 513.76, 0.035)-(23.13, 514.16, 0.035)-(26.21, 514.95, 0.035)-(45.35, 516.15, 0.050) Elev (ft) Section 518.00 517.00 516.00 515.00 514.00 513.00 512.00 -5 0 5 10 15 20 25 30 35 40 45 50 55 Sta (ft) Depth (ft) 4.24 3.24 2.24 1.24 0.24 -0.76 -1.76 Channel Report Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3130 by Autodesk, Inc. Wednesday, Jun 3 2015 Section F User -defined Highlighted Invert Elev (ft) = 493.95 Depth (ft) = 0.66 Slope (%) = 3.08 Q (cfs) = 10.14 N-Value = 0.035 Area(sgft) = 2.80 Velocity (ft/s) = 3.63 Calculations Wetted Perim (ft) = 7.78 Compute by: Known Q Crit Depth, Yc (ft) = 0.68 Known Q (cfs) = 10.14 Top Width (ft) = 7.60 EGL (ft) = 0.86 (Sta, El, n)-(Sta, El, n)... (0.00, 499.21}(18.43, 498.64, 0.050)-(23.88, 494.49, 0.035)-(29.40, 493.95, 0.035)-(32.08, 494.87, 0.035)-(39.37, 497.69, 0.050)-(48.87, 497.71, 0.050) Elev (ft) 500.00 499.00 498.00 497.00 496.00 495.00 494.00 493.00 492.00 -5 0 5 Section Depth (ft) 6,05 5.05 4.05 3.05 2.05 1.05 0.05 -0.95 -1.95 10 15 20 25 30 35 40 45 50 55 Sta (ft) Channel Report Hydreflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jun 5 2015 Section G User -defined Highlighted Invert Elev (ft) = 470.50 Depth (ft) = 0.48 Slope (%) = 1.60 Q (Cfs) = 6.760 N-Value = 0.035 Area (sqft) = 2.37 Velocity (ft/s) = 2.86 Calculations Wetted Perim (ft) = 6.09 Compute by: Known Q Crit Depth, Yc (ft) = 0.42 Known Q (cfs) = 6.76 Top Width (ft) = 5.86 EGL (ft) = 0.61 (Sta, El, n)-(Sta, El, n)... (0.00, 479.50)-(8.00, 478.50, 0.050)-(23.00, 470.50, 0.035)-(27.00, 470.50, 0.035)-(43.00, 478.50, 0.035)-(50.00, 479.00, 0.050) Elev (ft) 480.00 --r 478.00 476.00 474.00 472.00 470.00 468.00 -5 Section 0 5 10 15 20 25 30 35 40 45 50 5° Sta (ft) Depth (ft) 9.50 7.50 5.50 3.50 1.50 -0.50 -2.50 Channel Report Hydreflow Express Extension for Autodesk®AutoCAD® Civil 3139 by Autodesk, Inc. Friday, Jun 5 2015 Section H User -defined Highlighted Invert Elev (ft) = 454.20 Depth (ft) = 0.51 Slope (%) = 2.66 Q (cfs) = 14.39 N-Value = 0.035 Area (sgft) = 3.68 Velocity (ft1s) = 3.91 Calculations Wetted Perim (ft) = 8.63 Compute by: Known Q Crit Depth, Yc (ft) = 0.53 Known Q (cfs) = 14.39 Top Width (ft) = 8.42 EGL (ft) = 0.75 (Sta, El, n)-(Sta, El, n)... ( 0.00, 464.00)-(9.00, 462.20, 0.050)-(25.00, 454.20, 0.035)-(31.00, 454.20, 0.035)-(53.00, 462.20, 0.035)-(58.00, 463.00, 0.050) Elev (ft) 466.00 464.00 462.00 460.00 458.00 456.00 454.00 452.00 -5 0 5 10 Section Depth (ft) 11.80 Ma 7.80 3.80 1.80 -0.20 -2.20 15 20 25 30 35 40 45 50 55 60 65 Sta (ft) Channel Report Hydraflow Express Extension for Autadesk®AutoCAD® Civil 306 by Autodesk, Inc. Wednesday, Jun 3 2015 Section I User -defined Highlighted Invert Elev (ft) = 439.42 Depth (ft) = 1.04 Slope (%) = 1.71 Q (cfs) = 23.53 N-Value = 0.035 Area (sqft) = 5.84 Velocity (ft/s) = 4.03 Calculations Wetted Perim (ft) = 9.35 Compute by: Known Q Crit Depth, Yc (ft) = 0.99 Known Q (cfs) = 23.53 Top Width (ft) = 9.01 EGL (ft) = 1.29 (Sta, El, n)-(Sta, El, n)... ( 0.00, 443.87)-(19.83, 442.18, 0.050)-(23.44, 439.78, 0.035)-(26.91, 439.42, 0.035)-(30.74, 440.23, 0.035)-(35.56, 441.86, 0.035)-(50.59, 443.27, 0.050) -(63.93, 443.76, 0.050) Elev (ft) 444.00 --1 443.00 442.00 441.00 440.00 439.00 438.00 Section -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Depth (ft) 4.58 3.58 2.58 0.58 -0.42 -1.42 Sta (ft) Channel Report Hydreflow Express Extension for Autodesk®AutoCAD® Civil3D® by Autodesk, Inc. Wednesday, Jun 3 2015 Section J User -defined Highlighted Invert Elev (ft) = 442.18 Depth (ft) = 0.47 Slope (%) = 3.55 Q (cfs) = 2.950 N-Value = 0.036 Area (sqft) = 1.02 Velocity (ft/s) = 2.88 Calculations Wetted Perim (ft) = 4.29 Compute by: Known Q Crit Depth, Yc (ft) = 0.48 Known Q (cfs) = 2.95 Top Width (ft) = 4.07 EGL (ft) = 0.60 (Sta, El, n)-(Sta, El, n)... (0.00, 448.00)-(12.14, 447.76, 0.050)-(17.99, 442.18, 0.035)-(21.32, 442.58, 0.035)-(28.19, 444.50, 0.050}(40.56, 444.53, 0.050) Elev (ft) 449.00 448.00 447.00 446.00 445.00 444.00 443.00 442.00 441.00 -5 no Section Depth (ft) 6.82 5.82 4.82 3.82 2.82 1.82 0.82 -0.18 -1.18 5 10 15 20 25 30 35 40 45 50 Sta (ft) Channel Report Hydraflow Express Extension forAutodesk® AutoCAD® Civil3130 by Autodesk, Inc. Wednesday, Jun 3 2015 Section K User -defined Highlighted Invert Elev (ft) = 438.46 Depth (ft) = 0.23 Slope (%) = 1.46 Q (cfs) = 3.130 N-Value = 0.036 Area (sqft) = 1.83 Velocity (ft/s) = 1.71 Calculations Wetted Perim (ft) = 9.05 Compute by: Known Q Crit Depth, Yc (ft) = 0.19 Known Q (cfs) = 3.13 Top Width (ft) = 8.95 EGL (ft) = 0.28 (Sta, El, n)-(Sta, El, n)... ( 0.00, 441.65)-(15.46, 441.07. 0.050)-(20.14, 438,46, 0.035)-(28.19, 438.49, 0.035)-(32.99, 440.47, 0.050)-(44.38, 441.11, 0.050) Elev (ft) Section 442.00 441.00 440.00 439.00 438.00 437.00 5 0 5 10 15 20 25 30 35 40 45 50 Sta (ft) Depth (ft) 3.54 2.64 1.54 0.54 -1.46 Channel Report Hydraflow Express Extension forAutodesk® AutoCAD® Civil 3D® byAutodesk, Inc. Wednesday, Jun 3 2015 Section L User -defined Highlighted Invert Elev (ft) = 424.53 Depth (ft) = 0.94 Slope (%) = 2.75 Q (cfs) = 26.93 N-Value = 0.042 Area (sqft) = 7.06 Velocity (fUs) = 3.81 Calculations Wetted Perim (ft) = 13.22 Compute by: Known Q Crit Depth, Yc (ft) = 0.91 Known Q (cfs) = 26.93 Top Width (ft) = 12.93 EGL (ft) = 1.17 (Sta, El, n)-(Sta, El, n)... (0.00, 431.35)-(7.68, 429.61, 0.050)-(19.76, 429.56, 0.040}(22.67, 425.26, 0.040)-(32.55, 424.53, 0.040)-(46.74, 429,11, 0.050)-(74.56, 431.75, 0.050) Elev (ft) 432.00 431.00 430.00 429.00 428.00 427.00 426.00 Section Depth (ft) 7.47 6.47 5.47 EI E,fl 3.47 2.47 1.47 =I�C�tttttt�,lttzi�.t:it�t�t:it:itz�t�t�tt� „ t�t�t�t�ltt�ltt�tt�filt�tt�t�t�t�t�t��t� , Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3139 by Autodesk, Inc. Wednesday, Jun 3 2015 Section M User -defined. Highlighted Invert Elev (ft) = 414.35 Depth (ft) = 2.29 Slope (%) = 1.58 Q (cfs) = 78.16 N-Value = 0.042 Area (sgft) = 17.25 Velocity (ft/s) = 4.53 Calculations Wetted Perim (ft) = 16.69 Compute by: Known Q Crit Depth, Yc (ft) = 2.05 Known Q (cfs) = 78.16 Top Width (ft) = 15.48 EGL (ft) = 2.61 (Sta, El, n)-(Sta, El, n)... ( 0.00, 418.96)-(7.26, 417.00, 0.050)-(18.26, 415.35, 0.040)-(19.26, 414.59, 0.040)-(22.48, 414.35, 0.040}(26.44, 417.76, 0.050)-(38.78, 421.54, 0,050) Elev (ft) 422.00 421.00 420.00 419.00 418.00 417.00 416.00 415.00 414.00 413.00 -5 Section 0 5 10 15 20 25 30 35 40 Sta (ft) Depth (ft) 7.65 6.65 5.65 4.65 3.65 2.65 1.65 0.65 -0.35 -1.35 45 Channel Report Hydreflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 3 2015 Section N User -defined Highlighted Invert Elev (ft) = 413.15 Depth (ft) = 1.95 Slope (%) = 1.66 Q (cfs) = 78.16 N-Value = 0.042 Area (sgft) = 18.18 Velocity (ft1s) = 4.30 Calculations Wetted Perim (ft) = 19.69 Compute by: Known Q Crit Depth, Yc (ft) = 1.75 Known Q (cfs) = 78.16 Top Width (ft) = 18.64 EGL (ft) = 2.24 (Sta, El, n)-(Sta, El, n)... (0.00, 418.01)-(19.60, 416.84, 0.050)-(25.53, 415.25, 0.050)-(37.86, 413.98, 0.040)-(38.49, 413.19, 0.040}(42.87, 413.15, 0.040)-(45.96, 415.34, 0.050) -(55.95, 416.27, 0.050)-(67.36, 421.95, 0.050) Elev (ft) 422.00 421.00 420.00 419.00 418.00 417.00 416.00 415.00 414.00 413.00 412.00 Section -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 Depth (ft) 8.85 7.85 6.85 5.85 4.85 3.85 2.85 1.85 0.85 -0.15 -1.15 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® byAutodesk, Inc. Wednesday, Jun 3 2015 Section O User -defined Highlighted Invert Elev (ft) = 410.38 Depth (ft) = 1.93 Slope (%) = 1.76 Q (Cfs) = 78.16 N-Value = 0.045 Area (sqft) = 16.27 Velocity (ft/s) = 4.80 Calculations Wetted Perim (ft) = 14.21 Compute by: Known Q Crit Depth, Ye (ft) = 1.70 Known Q (cfs) = 78.16 Top Width (ft) = 13.40 EGL (ft) = 2.29 (Sta, El, n)-(Sta, El, n)... ( 0.00, 415.88)-(26.31, 413.96, 0.050)-(32.01, 410.38, 0.040)-(36.06, 410.49, 0.040)-(46.09, 413.40, 0.050}(70.26, 415.43, 0.050) Elev (ft) 416.00 415.00 414.00 413.00 412.00 411.00 410.00 409.00 -5 0 Section Depth (ft) 5.62 4.62 3.62 2.62 1.62 0.62 -0.38 -1.38 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Sta (ft) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3DO2014 by Autodesk, Inc. v10.3 Friday, 06 / 5 / 2015 Hyd. No. 40 ADQ E Hydrograph type = Combine Peak discharge = 7.661 cfs Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 74,229 cuft Inflow hyds. = 26, 39 Contrib. drain. area = 5.780 ac Q (cfs) 8.00 .e 4.00 2.00 ADQ E Hyd. No. 40 — 2 Year 0.00 1 ' 0 6 12 18 24 30 36 — Hyd No. 40 — Hyd No. 26 — Hyd No. 39 42 48 Q (cfs) &00 M 2.00 ==- 0.00 54 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. 00.3 Friday, 06 / 5 / 2015 Hyd. No. 38 ADQ F Hydrograph type = Combine Peak discharge = 10.14 cfs Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 81,872 cuft Inflow hyds. = 27, 37 Contrib. drain. area = 8.890 ac Q (cfs) 12.00 10.00 . MM 4.00 2.00 0.00 0 4 8 Hyd No. 38 ADQ F Hyd. No. 38 — 2 Year Q (cfs) 12.00 10.00 I I, . 11 4.00 2.00 ar 0.00 12 16 20 24 28 32 36 40 44 48 52 Time (hrs) — Hyd No. 27 —Hyd No. 37 Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D®2014 by Autodesk, Inc. 00.3 Friday, 06 / 5 / 2015 Hyd. No. 43 ADQ G Hydrograph type = Combine Peak discharge = 6.762 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 131,498 cuft Inflow hyds. = 30, 41, 42 Contrib. drain. area = 10.660 ac Q (cfs) 7.00 M . is 4.00 3.00 2.00 M 0.00 -' 0 6 12 Hyd No. 43 ADQ G Hyd. No. 43 — 2 Year 18 24 Hyd No. 30 30 36 42 — Hyd No. 41 Q (cfs) 7.00 M 5.00 M 3.00 2.00 1.00 0.00 48 54 60 Time (hrs) — Hyd No. 42 Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 3D®2014 by Autodesk. Inc. 00.3 Friday, 06 / 5 / 2015 Hyd. No. 46 ADQ H Hydrograph type = Combine Peak discharge = 14.39 cfs Storm frequency = 2 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 176,107 cuft Inflow hyds. = 31, 44, 45 Contrib. drain. area = 37.990 ac Q (cfs) 15.00 - 12.00 a II . rM ADQ H Hyd. No. 46 — 2 Year 0.00 0 6 12 18 24 30 36 — Hyd No. 46 — Hyd No. 31 — Hyd No. 44 42 48 — Hyd No. 45 Q (cfs) 15.00 12.00 M . 12 3.00 M=- 0.00 54 Time (hrs) Hydrograph Report Hydreflow Hydrographs Extension for AutoCAD® Civil 31392014 by Autodesk, Inc. v10.3 Friday, 06 / 5 / 2015 Hyd. No. 49 ADQ I Hydrograph type = Combine Peak discharge = 23.53 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 205,555 cuft Inflow hyds. = 32, 47, 48 Contrib. drain. area = 43.300 ac ADQI Q (cfs) Hyd. No. 49 -- 2 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 4 8 12 16 20 24 28 32 36 40 44 48 52 Hyd No. 49 — Hyd No. 32 — Hyd No. 47 — Hyd No. 48 Time (hrs) Hydrograph Report Hydratlow Hydrographs Extension for AutoCAD® Civil 31392014 by Autodesk, Inc. 00.3 Friday, 06 / 5 / 2015 Hyd. No. 51 ADO J Hydrograph type = Combine Peak discharge = 2.948 cfs Storm frequency = 2 yrs Time to peak = 12.17 hrs Time interval = 2 min Hyd. volume = 48,089 cuft Inflow hyds. = 28, 50 Contrib. drain. area = 18.260 ac Q (cfs) 3.00 1.00 0.00 0 4 8 Hyd No. 51 ADQ J Hyd. No. 51 -- 2 Year 12 16 20 — Hyd No. 28 24 28 32 — Hyd No. 50 36 40 44 Q (cfs) 3.00 2.00 1.00 a 0.00 48 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD® Civil 313020114 by Autodesk, Inc. v10.3 Friday, 06 / 5 / 2016 Hyd. No. 53 ADQ K Hydrograph type = Combine Peak discharge = 3.131 cfs Storm frequency = 2 yrs Time to peak = 12.17 hrs Time interval = 2 min Hyd. volume = 49,546 cuft Inflow hyds. = 29, 52 Contrib. drain. area = 19.570 ac Q (cfs) 4.00 3.00 M 1.00 0.00 0 4 8 Hyd No. 53 ADQ K Hyd. No. 53 -- 2 Year 12 16 20 Hyd No. 29 24 28 32 — Hyd No. 52 36 40 44 Q (cfs) 4.00 3.00 2.00 1.00 Ma+- 0.00 48 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodesk, Inc. v10.3 Friday, 06 / 5 / 2015 Hyd. No. 57 ADQ L Hydrograph type = Combine Peak discharge = 26.93 cfs Storm frequency = 2 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 263,920 cuft Inflow hyds. = 33, 54, 55, 56 Contrib. drain. area = 71.660 ac ADQ L Q (Cfs) Hyd. No. 57 -- 2 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8•00 8.00 4.00 4.00 0.00 0 4 8 — Hyd No. 57 12 16 20 —Hyd No. 33 — Hyd No. 56 24 28 32 36 —Hyd No. 54 — 0.00 40 44 48 Hyd No. 55 Time (hrs) DRIVEWAY CULVERT DESIGN Culvert Report Hydratlow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 112015 Lot 5 Invert Elev Dn (ft) = 526.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 Slope (%) = 13.33 Qmax (cfs) = 5.03 Invert Elev Up (ft) = 528.00 Tailwater Elev (ft) _ (dc+D)/2 Rise (in) = 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 5.03 No. Barrels = 1 Qpipe (cfs) = 5.03 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.37 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.78 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 527.18 HGL Up (ft) = 528.86 Embankment Hw Elev (ft) = 529.20 Top Elevation (ft) = 530.00 Hw/D (ft) = 0.80 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Elee (ft) 531.00 530.00 520.00 528.00 527.00 53.00 525A0 Lot s H.Depth tro i� - cltuOr Lliee't HGL - EnEenIt Reach i t) Culvert Report Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc. Lot 6 Invert Elev Dn (ft) = 532.00 Pipe Length (ft) = 15.00 Slope (%) = 13.33 Invert Elev Up (ft) 534.00 Rise (in) = 18.0 Shape = Circular Span (in) = 18.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 536.00 Top Width (ft) 12.00 Crest Width (ft) = 10.00 535.00 MOO Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Thursday, Jun 112016 = 0.00 = 4.79 = (dc+D)/2 = 4.79 = 4.79 — 0.00 = 3.24 = 4.70 = 533.17 = 534.84 = 535.16 = 0.77 = Inlet Control Hr DQO (ft) 0 2 d 6 a 10 12 14 16 10 20 M GfmiOM n -HGL -Embank 0o .00 .00 00 .00 00 - .aa za Ro L (fU Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3138 by Autodesk, Inc. Lot 7 Invert Elev Dn (ft) = 546.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) Slope (%) = 13.33 Qmax (cfs) Invert Elev Up (ft) = 548.00 Tailwater Elev (ft) Rise (in) = 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) No. Barrels = 1 Qpipe (cfs) n-Value = 0.012 Qovertop (cfs) Culvert Type = Circular Concrete Veloc Dn (ft/s) Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) HGL Up (ft) Embankment Hw Elev (ft) Top Elevation (ft) = 550.00 Hw/D (ft) Top Width (ft) = 12.00 Flow Regime Crest Width (ft) = 10.00 El" (e) 551.00 550.00 sw.00 WAD 547AO 546.00 545.0u Lot 7 Thursday, Jun 112015 = 0.00 = 4.51 = (dc+D)/2 = 4.51 = 4.51 = 0.00 = 3.08 = 4.60 = 547.16 = 548.81 = 549.11 = 0.74 = Inlet Control FM+020 V* CIRYIv Duly," - HGL - Embank Reac (R) Culvert Report Hydraflow Express Extension for AutodesM AutaCAD® Civil 3D® by Autodesk, Ina Thursday, Jun 112015 Lot 8 Invert Elev Dn (ft) = 560.25 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 Slope (%) = 13.33 Qmax (cfs) = 3.94 Invert Elev Up (ft) = 562.25 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) 3.94 No. Barrels = 1 Qpipe (cfs) 3.94 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.65 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.73 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) 561.28 HGL Up (ft) 563.05 Embankment Hw Elev (ft) = 563.42 Top Elevation (ft) = 564.00 Hw/D (ft) = 0.93 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Ebv(fo 565.00 564.00 S93.00 562 00 561.00 560.00 555.00 Lot a HWo.ph(ro 2.73 _ v1 Cim2r ONeR HGL Embank Reard(a) 1.75 0.75 -025 .1.25 -225 ass Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Lot 13 Invert Elev Dn (ft) = 588.50 Calculations Pipe Length (ft) = 30.00 Qmin (cfs) Slope (%) = 3.33 Qmax (cfs) Invert Elev Up (ft) = 589.50 Tailwater Elev (ft) Rise (in) = 24.0 Shape = Circular Highlighted Span (in) = 24.0 Qtotal (cfs) No. Barrels = 1 Qpipe (cfs) n-Value = 0.012 Qovertop (cfs) Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) Culvert Entrance = Projecting Veloc Up (ft/s) Coeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9 HGL Dn (ft) HGL Up (ft) Embankment Hw Elev (ft) Top Elevation (ft) = 592.00 Hw/D (ft) Top Width (ft) = 20.00 Flow Regime Crest Width (ft) = 10.00 Elw (M 593.00 592.00 391.00 590.00 589.00 588.00 58T.00 Lot 13 Thursday, Jun 112015 = 0.00 = 6.77 (dc+D)/2 = 6.77 = 6,77 = 0.00 = 2.75 4.79 = 589.96 = 590.42 = 590.87 = 0.69 = Inlet Control w owm M 0 5 10 15 %L n au ao au ra au arwlvculved - HGL Embank R."(M Culvert Report Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 112015 Lot 14 Invert Elev Dn (ft) = 580.50 Calculations Pipe Length (ft) = 30.00 Qmin (cfs) = 0.00 Slope (%) = 3.33 Qmax (cfs) = 7.21 Invert Elev Up (ft) = 581.50 Tailwater Elev (ft) _ (dc+D)/2 Rise (in) = 24.0 Shape = Circular Highlighted Span (in) = 24.0 Qtotal (cfs) = 7.21 No. Barrels = 1 Qpipe (cfs) = 7.21 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 2.90 Culvert Entrance = Projecting Veloc Up (ft/s) = 4.88 Coeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9 HGL Dn (ft) = 581.98 HGL Up (ft) = 582.45 Embankment Hw Elev (ft) = 582.93 Top Elevation (ft) = 584.00 Hw/D (ft) = 0.72 Top Width (ft) = 20.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Ek (ft) 595.00 5".00 553.00 eea.55 551.00 580.00 5r3.00 Lot U hM 040 n 3.50 2.50 1.50 0.50 aa0 450 ,zm 00mia 0,Wn HGL Embank Ruch (h) w Culvert Report Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 112015 Lot 15 Invert Elev Dn (ft) = 577.50 Calculations Pipe Length (ft) = 30.00 Qmin (cfs) = 0.00 Slope (%) = 3.33 Qmax (cfs) = 7.57 Invert Elev Up (ft) = 578.50 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 24.0 Shape Circular Highlighted Span (in) 24.0 Qtotal (cfs) = 7.57 No. Barrels = 1 Qpipe (cfs) = 7.57 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 3.02 Culvert Entrance = Projecting Veloc Up (ft/s) = 4.96 Coeff. K,M,c,Y,k = 0.034, 1.5, 0,0553, 0.54, 0.9 HGL Dn (ft) = 578.99 HGL Up (ft) = 579.48 Embankment Hw Elev (ft) = 579.98 Top Elevation (ft) = 581.00 Hw/D (ft) = 0.74 Top Width (ft) = 20.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 El. (ft) 30200 5a1.00 500.00 570.00 57LOO 57r.00 576.00 m Lot 15 AN DV& (r0 3.30 2.50 1.50 0.50 -0SO 4.50 -2.50 circular culve0 -HGLEmbank Re (ft) Culvert Report Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 112015 Lot 16 Invert Elev Dn (ft) = 569.50 Calculations Pipe Length (ft) = 30.00 Qmin (cfs) 0.00 Slope (%) - 6.67 Qmax (cfs) 7.95 Invert Elev Up (ft) = 571.50 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 24.0 Shape = Circular Highlighted Span (in) = 24.0 Qtotal (cfs) = 7.95 No. Barrels = 1 Qpipe (cfs) = 7.95 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft1s) = 3.14 Culvert Entrance = Projecting Veloc Up (ft/s) = 5.04 Coeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9 HGL Dn (ft) = 571.00 HGL Up (ft) = 572.50 Embankment Hw Elev (ft) = 572.99 Top Elevation (ft) = 574.00 Hw/D (ft) = 0.75 Top Width (ft) = 20.00 Flow Regime = Inlet Control Crest Width (ft) 10.00 Elcv(R) 5M.00 574.00 573.00 572.00 571.00 570.00 565.00 56800 Lot 16 HW DGO (ra 3.50 L50 1.50 0.50 .0.50 .1.50 aso 150 CeaIr CLWert XGL Embank Wadi M Culvert Report Hydratlow Express Extension for Autodesk® AutOCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 112016 Lot 17 Invert Elev Dn (ft) = 559.50 Calculations Pipe Length (ft) 30.00 Qmin (cfs) 0.00 Slope (%) = 6.67 Qmax (cfs) = 8.36 Invert Elev Up (ft) = 561.50 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 24.0 Shape Circular Highlighted Span (in) = 24.0 Qtotal (cfs) = 8.36 No. Barrels = 1 Qpipe (cfs) = 8.36 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 3.28 Culvert Entrance = Projecting Veloc Up (ft/s) = 5.13 Coeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9 HGL Dn (ft) = 561.01 HGL Up (ft) = 562.53 Embankment Hw Elev (ft) = 563.05 Top Elevation (ft) = 564.00 Hw/D (ft) = 0.77 Top Width (ft) = 20.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Elev(fo 565.00 KIM 563.00 50200 56t00 560.00 MAO 550.00 Lot 17 HN Dom (fQ 350 L50 1.50 040 .0.50 -1.50 250 -&50 Circular GLWeR HGL Embank Reaeh(M Culvert Report Hydraflow Express Extension for Autodesk@ AutoCAD® Civil 309 by Autodesk, Inc. Thursday, Jun 112016 Lot 18 Invert Elev Dn (ft) = 547.50 Calculations Pipe Length (ft) = 30.00 Qmin (cfs) = 0.00 Slope (%) = 6.67 Qmax (cfs) = 9.31 Invert Elev Up (ft) = 549.50 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 24.0 Shape = Circular Highlighted Span (in) = 24.0 Qtotal (cfs) = 9.31 No. Barrels = 1 Qpipe (cfs) = 9.31 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 3.58 Culvert Entrance = Projecting Veloc Up (ft/s) = 5.32 Coeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9 HGL Dn (ft) = 549.04 HGL Up (ft) = 550.59 Embankment Hw Elev (ft) = 551.17 Top Elevation (ft) = 552.00 Hw/D (ft) = 0.83 Top Width (ft) = 20.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 El. M) 553.00 552.00 551.00 550.00 509.00 sa5.00 547.00 569.00 Lot 18 CCulveR - HOL - Embank R,04 l(it) 3.50 250 1.50 0.50 .0.50 AM as0 Reach Oft) Culvert Report Hydrallow Express Extension for Autodesk®AutoGAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 112016 Lot 19 Invert Elev Dn (ft) = 537.50 Calculations Pipe Length (ft) = 30.00 Qmin (cfs) = 0.00 Slope (%) = 6.67 Qmax (cfs) - 9.62 Invert Elev Up (ft) = 539.50 Tailwater Elev (ft) _ (dc+D)/2 Rise (in) = 24.0 Shape = Circular Highlighted Span (in) = 24.0 Qtotal (cfs) = 9.62 No. Barrels = 1 Qpipe (cfs) = 9.62 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 3.67 Culvert Entrance = Projecting Veloc Up (ft/s) = 5.39 Coeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9 HGL Dn (ft) = 539.05 HGL Up (ft) = 540.61 Embankment Hw Elev (ft) = 541.21 Top Elevation (ft) = 542.00 Hw/D (ft) = 0.85 Top Width (ft) = 20.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Elw (fq Lot 19 Circuly CLWeR HGL - Embank Ife Depth (1) 3.50 250 150 0.50 -950 -150 50 Reath (ft) 11 Culvert Report Hydrallow Express Extension for Autodssk®AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 112016 Lot 20 Invert Elev Dn (ft) = 531.50 Calculations Pipe Length (ft) = 30.00 Qmin (cfs) = 0.00 Slope (%) = 3.33 Qmax (cfs) = 9.80 Invert Elev Up (ft) = 532.50 Tailwater Elev (ft) _ (dc+D)/2 Rise (in) = 24.0 Shape = Circular Highlighted Span (in) = 24.0 Qtotal (cfs) = 9.80 No. Barrels = 1 Qpipe (cfs) = 9.80 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 3.73 Culvert Entrance = Projecting Veloc Up (ft/s) = 5.42 Coeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9 HGL Dn (ft) = 533.06 HGL Up (ft) = 533.62 Embankment Hw Elev (ft) = 534.27 Top Elevation (ft) = 535.00 Hw/D (ft) = 0.88 Top Width (ft) = 20.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Elw (ft) Lot 20 IM 000 00 7 50 C 1.c*w HGL Eobank R=*(ro 2.50 1.50 aso 4.50 t50 2.50 U Culvert Report Hydreflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 112015 Lot 23 Invert Elev Dn (ft) 527.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 Slope (%) - 6.67 Qmax (cfs) = 5.11 Invert Elev Up (ft) = 528.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 5.11 No. Barrels = 1 Qpipe (cfs) = 5.11 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.52 Culvert Entrance = Square edge w/headwall (C) Veloc Up (f /s) = 5.30 Coeff. K,M,c,Y,k = 0.0098, 2, 0,0398, 0.67, 0.5 HGL Dn (ft) = 528.08 HGL Up (ft) = 528.92 Embankment Hw Elev (ft) = 529.49 Top Elevation (ft) = 530.00 Hw/D (ft) = 1.19 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) 10.00 EW (ft) 53100 530.00 529.00 M.00 52700 526.00 �1 Lot 23 Hw 000 (R) QmJv[Llvart HGL Embank R..h (ft) 3.00 2.00 100 0.00 4.M .100 Culvert Report HydraflowExpress Extension for Autodesk®AutoCAD® Civil 3D®byAutodesk, Inc. Lot 24 Invert Elev Dn (ft) = 546.25 Calculations Pipe Length (ft) = 15.00 Om in (cfs) Slope (%) = 13.33 Qmax (cfs) Invert Elev Up (ft) = 548.25 Tailwater Elev (ft) Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) No. Barrels = 1 Qpipe (cfs) n-Value = 0.012 Qovertop (cfs) Culvert Type = Circular Concrete Veloc Dn (ft/s) Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) HGL Up (ft) Embankment Hw Elev (ft) Top Elevation (ft) 550.00 Hw/D (ft) Top Width (ft) = 12.00 Flow Regime Crest Width (ft) 10.00 L Thursday, Jun 112015 = 0.00 = 4.49 = (dc+D)/2 = 4.49 = 4.49 = 0.00 = 4.07 = 5.00 = 547.30 = 549.11 = 549.54 = 1.04 = Inlet Control HN Uaph ttc MEE 0 2 4 6 6 10 12 (Snwim CLMrt HGL Embank 275 ,.75 0.75 -0.25 -1.25 2.25 325 14 16 1s 20 22 24 Ruch (it) 0 2 4 6 6 10 12 (Snwim CLMrt HGL Embank 275 ,.75 0.75 -0.25 -1.25 2.25 325 14 16 1s 20 22 24 Ruch (it) Culvert Report Hydreflow Express Extension for Autodesk® AutoCAD® CIAI 300 by Autodesk, Inc. Lot 29 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n-Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elu (t) 525.00 526.00 023.00 522.00 021.00 020.00 010.00 = 620.00 Calculations = 30.00 Qmin (cfs) = 6.67 Qmax (cfs) = 622.00 Tailwater Elev (ft) = 18.0 = Circular Highlighted 18.0 Qtotal (cfs) = 1 Qpipe (cfs) = 0.012 Qovertop (cfs) = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = Projecting Veloc Up (fUs) = 0.034, 1.5, 0.0553, 0.54, 0.9 HGL Dn (ft) HGL Up (ft) Hw Elev (ft) = 624.00 Hw/D (ft) = 20.00 Flow Regime = 10.00 Let 20 cimularculve0 HGL - Embank Thursday, Jun 112015 = 0.00 = 5.53 = (dc+D)/2 = 5.53 = 5.53 = 0.00 = 3.64 = 4.96 = 621.20 = 622.91 = 623.45 = 0.96 = Inlet Control HwVspMfPo 3.00 2.00 1.00 0.00 -1.00 zoo 4.00 Rush (ft) Culvert Report Hydreflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Lot 30 Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n-Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Elev (ft) 630.00 = 30.00 = 6.67 = 632.00 = 18.0 = Circular = 18.0 =1 = 0.012 = Circular Corrugate Metal Pipe = Projecting = 0.034, 1.5, 0.0553, 0.54, 0.9 = 634.00 = 20.00 = 10.00 L.ot 30 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Thursday, Jun 112016 = 0.00 = 5.19 = (dc+D)/2 = 5.19 = 5.19 = 0.00 = 3.46 = 4.84 = 631.19 = 632.88 = 633.38 = 0.92 = Inlet Control Woeph (IV 300 ..� . w a iu � ru ea Ju is as as Qmiv CLlvart - HGL Embank 2.00 1.00 0.00 •1.00 -2.00 -100 50 Reach (0) Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3130 by Autodesk, Inc. Thursday, Jun 112015 Lot 31 Invert Elev Dn (ft) = 637.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 Slope (%) = 6.67 Qmax (cfs) = 3.58 Invert Elev Up (ft) = 638.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 3.58 No. Barrels = 1 Qpipe (cfs) = 3.58 n-Value = 0.012 Qovertop (cfs) 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.38 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.56 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) 638.01 HGL Up (ft) = 638.76 Embankment Hw Elev (ft) 639.13 Top Elevation (ft) = 640.00 Hw/D (ft) 0.90 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Elev (In 661.00 640.00 639.00 636.00 637.00 636.00 L Lot 31 - Ca' WrWvert - HM Em k MW Depth (ft) 3.00 2.00 1.00 too 4-00 4.00 Reach (1t) Culvert Report Hydraflow Express Extension for Autodesk®AutoCAD® Civil 300 by Autodesk, Inc. Thursday, Jun 112016 Lot 52 Invert Elev Dn (ft) = 550.25 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 Slope (%) = 13.33 Qmax (cfs) 4.35 Invert Elev Up (ft) = 552.25 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 4.35 No. Barrels = 1 Qpipe (cfs) = 4.35 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.96 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.93 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 551.30 HGL Up (ft) = 553.09 Embankment Hw Elev (ft) = 553.51 Top Elevation (ft) = 554.00 Hw/D (ft) = 1.01 Top Width (ft) = 12.00 Flow Regime Inlet Control Crest Width (ft) = 10.00 Elev (ft) moo 550.00 553.00 s5z.00 551.00 350.00 WAG LL Lot 62 Hw Depth (N 2.75 a n o N II 14 lfi 15 20 a 24 Qralar CuWerI HGL Eiebank ReaM (ft) 135 0.75 .0.25 4.25 4.25 IM Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk Inc. Lot 53 Invert Elev Dn (ft) = 536.00 Calculations Pipe Length (ft) 15.00 Qmin (cfs) Slope (%) 13.33 Qmax (cfs) Invert Elev Up (ft) 538.00 Tailwater Elev (ft) Rise (in) = 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) No. Barrels = 1 Qpipe (cfs) n-Value = 0.012 Qovertop (cfs) Culvert Type = Circular Concrete Veloc Dn (ft/s) Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) HGL Up (ft) Embankment Hw Elev (ft) Top Elevation (ft) = 540.00 Hw/D (ft) Top Width (ft) = 12.00 Flow Regime Crest Width (ft) = 10.00 L Thursday, Jun 112016 = 0.00 = 6.36 = (dc+D)/2 = 6.36 = 6.36 = 0.00 = 4.08 = 5.24 = 537.24 = 538.97 = 539.43 0.95 Inlet Control 200 1.00 0.00 4.00 -z00 -3 M 2 < 6 0 10 R 16 16 16 20 22 U circularCulvert NCi Embank Mach (fo L Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3138 by Autodesk, Inc. Thursday, Jun 112016 Lot 54 Invert Elev Dn (ft) = 526.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 Slope (%) = 13.33 Qmax (cfs) = 7.09 Invert Elev Up (ft) = 528.00 Tailwater Elev (ft) _ (dc+D)/2 Rise (in) = 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 7.09 No. Barrels = 1 Qpipe (cfs) = 7.09 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.46 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.48 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 527.27 HGL Up (ft) = 529.03 Embankment Hw Elev (ft) = 529.55 Top Elevation (ft) = 530.00 Hw/D (ft) = 1.04 Top Width (ft) = 12.00 Flow Regime = inlet Control Crest Width (ft) = 10.00 M 1.00 DAD •1.00 �w SAY 8 10 U 1! 16 16 20 M 24 -G .CuWd HGL Embank Ruch (fl) 11 J Culvert Report Hydraflow Express Extension for Autodeske AutaCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 112015 Lot 55 Invert Elev Dn (ft) = 517.00 Calculations Pipe Length (ft) 15.00 Qmin (cfs) = 0.00 Slope (%) = 3.33 Qmax (cfs) = 7.78 Invert Elev Up (ft) = 517.50 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 24.0 Shape = Circular Highlighted Span (in) = 24.0 Qtotal (cfs) = 7.78 No. Barrels = 1 Qpipe (cfs) = 7.78 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.09 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.01 Coeff. K,M,c,Y,k = 0.0098, 2, 0,0398, 0,67, 0.5 HGL Dn (ft) = 518.50 HGL Up (ft) = 518.49 Embankment Hw Elev (ft) = 518.91 Top Elevation (ft) 520.00 Hw/D (ft) = 0.70 Top Width (ft) 12.00 Flow Regime Inlet Control Crest Width (ft) = 10.00 E-k�(a) 521.00 520.00 519.00 518.00 517.00 516.00 La as - a.I.CuWn - HGL - Em k ft Deppt (iy 150 2.50 1.50 0.50 -0SO 4M Ruch (fQ Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 112015 Lot 59 Invert Elev Dn (ft) = 522.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 Slope (%) = 13.33 Qmax (cfs) = 5.08 Invert Elev Up (ft) = 524.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 5.08 No. Barrels = 1 Qpipe (cfs) = 5.08 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.50 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.29 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 523.08 HGL Up (ft) = 524.91 Embankment Hw Elev (ft) = 525.44 Top Elevation (ft) = 526.00 Hw/D (ft) = 1.15 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Ebn (M 527.00 526.00 525.00 5N.00 523.00 522.00 521.00 L. Lot as MEN 2.00 1.00 0.00 4.00 -200 0 2 d fi 0 10 12 M ifi 10 20 22 2d 300 cml.0 Wft HM Embank Ruch (0( Culvert Report Hydraflow Express Extension for AutadesM Aut6CAIM Civil 3D® by Autodask, Inc Lot 62 Invert Elev Dn (ft) 516.00 Calculations Pipe Length (ft) 15.00 Qmin (cis) Slope (%) 13.33 Qmax (cfs) Invert Elev Up (ft) 518.00 Tailwater Elev (ft) Rise (in) 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) No. Barrels = 1 Qpipe (cfs) n-Value = 0.012 Qovertop (cfs) Culvert Type = Circular Concrete Veloc Dn (ft/s) Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) HGL Up (ft) Embankment Hw Elev (ft) Top Elevation (ft) 520.00 Hw/D (ft) Top Width (ft) = 12.00 Flow Regime Crest Width (ft) 10.00 Ekv (M) Lot 62 52100 520.00 519.00 518.00 517.00 516.00 51500 Thursday, Jun 112016 = 0.00 = 6.22 = (dc+D)/2 = 6.22 = 6.22 = 0.00 = 4.01 = 5.19 = 517.23 = 518.96 = 519.40 = 0.94 = Inlet Control M. O"M (M Nor SIMON M®� 12 14 15 18 20 22 24 aw:apart HGL - Embank Rauh (ft) 5.00 2.00 1.00 9.00 •1.00 -2.00 JAO L. Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 112016 Lot 63 Invert Elev Dn (ft) = 521.25 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 Slope (%) = 6.67 Qmax (Cfs) = 4.22 Invert Elev Up (ft) = 522.25 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 4.22 No. Barrels = 1 Qpipe (cfs) = 4.22 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.87 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.87 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 522.29 HGL Up (ft) = 523.08 Embankment Hw Elev (ft) = 523.52 Top Elevation (ft) = 524.00 Hw/D (ft) = 1.02 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Elev (ft) 525.00 524.00 523.00 522,00 521.00 520.00 Lot 03 RN D*M (ft1 2.75 1.75 0.75 -025 -IM 15 a.[. c&.d -fIOL Embnt R.uh (ft) J Culvert Report Hydrafiow Express Extension for Autodesk® AutoCAD® CIA 308 by Autodeak, Inc. Thursday, Jun 112016 Lot 69 Invert Elev Dn (ft) = 486.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 Slope (%) = 1.67 Qmax (cfs) = 2.82 Invert Elev Up (ft) = 486.25 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 2.82 No. Barrels = 1 Qpipe (cfs) = 2.82 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (f /s) = 2.78 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.18 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) 486.96 HGL Up (ft) = 486.92 Embankment Hw Elev (ft) = 487.24 Top Elevation (ft) = 488.00 Hw/D (ft) = 0.79 Top Width (ft) 12.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 EW (0) 419.00 480.50 468.00 407.50 487.00 486.50 486.00 405.50' Lot 69 !Mu D401M (f0 2.75 Ly ll�- ITIIIIIIIIII��OO��T��' I�llllllll�� Gi=lw Culvert Embank 2.25 1.75 1.25 0.75 cis Q]5 a 7s Culvert Report Hydrallow Express Extension for Autodesk®AuteCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 112015 Lot 92 Invert Elev Dn (ft) = 452.25 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 Slope (%) = 6.67 Qmax (cfs) = 3.74 Invert Elev Up (ft) = 453.25 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 3.74 No. Barrels = 1 Qpipe (cfs) = 3.74 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.50 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.64 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 453.27 HGL Up (ft) = 454.03 Embankment Hw Elev (ft) = 454.41 Top Elevation (ft) = 455.00 Hw/D (ft) = 0.93 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) - 10.00 E[w lPo e55.00 455.00 454.00 45100 45200 451.00 Lot 92 HW owsl IN V5 1.75 0.75 -0.75 4M 4M Gala CLIVM -HGL - Ertank Rauh (M Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 112015 Lot 93 Invert Elev Dn (ft) = 452.00 Calculations Pipe Length (ft) = 15.00 Qmin (cis) = 0.00 Slope (%) = 6.67 Qmax (cfs) = 6.79 Invert Elev Up (ft) = 453.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 6.79 No. Barrels = 1 Qpipe (cfs) = 6.79 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.30 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.38 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 453.25 HGL Up (ft) = 454.01 Embankment Hw Elev (ft) = 454.55 Top Elevation (ft) = 455.00 Hw/D (ft) = 1.03 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 El. (ft) 455A0 455.00 454.00 453.00 45200 451A0 Lot 93 cimulnculvert - HM - Embank H4 Depth (N 3.00 2.00 1A0 4.00 4-00 -z59 Reeek (m I✓ Culvert Report Hydraflow Express Extension for Autodesk®AutoCADOD Civil 3138 by Autodesk, Inc. Thursday, Jun 112015 Lot 94 Invert Elev Dn (ft) = 464.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 Slope (%) 13.33 Qmax (cfs) = 5.86 Invert Elev Up (ft) = 466.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 5.86 No. Barrels = 1 Qpipe (cfs) = 5.86 n-Value = 0.012 Qovertop (cfs) 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.82 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.07 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) 465.22 HGL Up (ft) = 466.93 Embankment Hw Elev (ft) = 467.34 Top Elevation (ft) = 468.00 Hw/D (ft) = 0.89 Top Width (ft) = 12,00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Elev (ft) 4 .00 460.00 467.00 436.00 485.00 464.00 "3.00 J Lot 04 Hr 040 04 3.00 2.00 1.00 too 4.00 -zoo am Camtlmckda HGL Embank Reach (1q J Culvert Report Hydraflow Express Extension for Autodesk®AutaCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 112015 Lot 95 Invert Elev Dn (ft) = 478.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 Slope (%) 13.33 Qmax (cfs) = 5.13 Invert Elev Up (ft) = 480.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 5.13 No. Barrels = 1 Qpipe (cfs) = 5.13 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.42 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.82 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 479.19 HGL Up (ft) = 480.87 Embankment Hw Elev (ft) = 481.21 Top Elevation (ft) = 482.00 Hw/D (ft) = 0.81 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) 10.00 Elev (ft) 483.00 4az00 411.00 480.00 47100 478.00 477..00 a�na<c�m.rt� Lot 96 11. D"M M - 3.00 2.00 1.00 0.00 -1.00 a00 -3.00 fi 8 10 n 14 16 10 20 n 24 Embank Rna (ft) Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 308 by Autodesk, Inc. Thursday, Jun 112018 Lot 96 Invert Elev Dn (ft) = 492.25 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 Slope (%) = 13.33 Qmax (cfs) = 1.35 Invert Elev Up (ft) = 494.25 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 QtotaI (cfs) = 1.36 No. Barrels = 1 Qpipe (cfs) = 1.35 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 1.51 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.31 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 493.10 HGL Up (ft) = 494.71 Embankment Hw Elev (ft) = 494.81 Top Elevation (ft) = 496.00 Hw/D (ft) = 0.45 Top Width (ft) 12.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Ei v(ft) Lot 96 "NO40 (ft) 175 f! Rd..alven Em . k Rweh (M 1.75 0.75 -0.25 .1.75 -225 ass DROP INLET HAND COMPUTATIONS Chapter 9 — Storm Drains Appendix 9C-13 Performance Curve 13I-1 in a Sump 10 rz 5. H LL 0.5 0,1 MEMO M moll� Moll . I�� -_Mwm ■■r--��■■ --Mmmm■■�I--��■■ M■■■■F4��■■■■ �=B■■■/,IN �M ■■■ MINIOPP42111111111=111 1 5 Qlo: O.�S CFS 10 DISCHARGE (CFS) S+r%c.Akr e 3 Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET', 1988 50 1100 1 of 1 VDOT Drainage Manual Chapter 9 —Storm Drains Appendix 9C-13 Performance Curve 13I-1 in a Sump 10. LL L �. w 0.5 d :O.11' 01 l�il.i.•�i•�• Ir.•rf MEMO M■■■■MOFAMMMM�WMM��■ ' 11 1 d,. - 1.33 US i o 50 11:i DISCHARGE (CFS) StriAocu,cc 3 A Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET'+. 1988 1 of 1 VDOT Drainage Manual Chapter 9 - storm grains Appendix 9C-14 Performance Curve 13I-7 in a Sump p F- L_ w d:d01 gS a 0.5 NM �■llllll■■■llll■�■■■■Il�� ■w��lllllll■lll■■1■■■■ 5 10 \Ol.1.y05C.Fg 100 zln DISCHARGE (CFS) 5+rwLtyrl. 4 Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET", 1988 1 of 1 VDOT Drainage Manual Chapter 9 — Storm Drains Appendix 9C-14 Performance Curve DI-7 in a Sump I FA ��■■■■��[I ■■■VAN all �iC�'I2d� III�� 1 5 L 10 50 100 Q19 = 1.31 CCS DISCHARGE (CFS) Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET', 1988 1 of 1 VDOT Drainage Manual Chapter 9 — Storm Drains Appendix 9C-14 Performance Curve DI-7 in a Sump L- LL Ei d-o1: 0.5 milli 5 1kQI =It.33 CFS0 100 DISCHARGE (CFS) 51 roAc.+uto. I Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET', 1988 101 VDOT Drainage Manual Chapter 9 — Storm Drains Appendix 9C-13 Performance Curve 13I-1 in a Sump i3 4 1 WAM ■■■■MEMO ■1 ' .■■■■■■1 ---d■■■..�------- low 1111ME 10 50 ii_o DISCHARGE (EFS ) Strwc-+u re I I Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET', 1988 1011 VDOT Drainage Manual Chapter 9 — Storm Drains Appendix 9C-13 Performance Curve DI-1 in a Sump H LL 10. 5.P Pa . 5 0. 1 �Iiiiiiiillll�lllll�Il�i■■■■■aiiiiii��I��■■■ AMM�� nmul1-_=Mm WEEP, 111111111111110 1 ® 90• �� Q16= 1 •3to 1Clio cFs DISCHARGE (CFS) 5•tC1A0-+%AV-t 11 Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET", 1988 1 of 1 VDOT Drainage Manual Chapter 9 - Storm Drains Appendix 9C-13 Performance Curve DI-1 in a Sump L F-- L W u 0 E 1.0 P.F, d = 0.7,41 0. 1 WIMMEN �� 1FAMON W■■MEE II��■■ MENZ NOUN 1 ` 5 iL71 G too Q� = l ,LFs DISCHARGE fCFSi S t-r-kAL*A" 101 Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET", 1988 1 of 1 VDOT Drainage Manual Chapter 9 — Storm Drains Appendix 9C-13 Performance Curve DI-1 in a Sump I0. 5. H LL 1 i— laO L W U k=I �� ■■■■■ aIIIIII�II�I��■■■ 3.2.1 c.F s DISCHARGE ICF—S S-1 1r%k c,+% re MA Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET", 1988 1 of 1 VDOT Drainage Manual Chapter 9 — Storm Drains Appendix 9C-14 Performance Curve DI-7 in a Sump 5.12 LL d _ o A110 0.1 r e®� 1 Z 5 10 50 100 -alIGFs DISCHARGE (CFS) .5krKcf Arc It Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET', 1988 1 of 1 VDOT Drainage Manual Chapter 9—Storm Drains Appendix 9C-14 Performance Curve 13I-7 in a Sump ri 4 5.1? a 1.0 W a 0.1 �■■■■�Ili��i■■��III r �R��III�■■■■�111 111111;1e=01111111 • - . ., 1 T 5 10 50 100. 010= 3.00 CPS DISCHARGE (CFS) S4-r%k , l,re l9 Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET-, 1988 1 of 1 VDOT Drainage Manual Chapter 9 - Storm Drains Appendix 9C-14 Performance Curve DI-7 in a Sump W 0.5 0.1 ��■■■�liiiiii�iii�ra��■r�■ �Mm NOIll��i�■�� I Emma E11111111M®M1111111 . ..: 5 10101• = CF50 S 100 DISCHARGE (CFS) S} r M.c.k,Ar c a5 Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET', 1988 1 of 1 VDOT Drainage Manua/ Chapter 9 — Storm Drains Appendix 9C-13 Performance Curve DI-1 in a Sump 10. 5. L 1.0 L W u 0.5 d,o.Zs' 0< 1 ■■■■■■■■®ram■■■■■■ ■■■■■1 ,■■■■■11 ---�.�.11r,1111111 'GIs = 1.1 t CFS DISCHARGE (CFS) Str%4,rtu« 3;. Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET", 1988 1 of 1 VDOT Drainage Manual Chapter 9 — Storm Drains Appendix 9C-13 Performance Curve DI-1 in a Sump I mimn01lii IN�01111 �Ell �1V,/11111=E0�� L 5 iL71 50 1r Qto= 2.116 CFS DISCHARGE (CFS) 5{ru%&tLArv- 33 Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET", 1988 1 of 1 VDOT Drainage Manual Chapter 9— Storm Drains Appendix 9C-13 Performance Curve 13I-1 in a Sump '0. 5. IF v.5 d,o.%,4. 0i 1 i�iiiTiii■ . . . 4 is ! 5 io 50 I 2/10 Ole L 0.W kit. I.otrs DISCHARGE (CF4 ) S tr-..&twre 34 R Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET", 1988 1 of 1 VDOT Drainage Manual SEDIMENT BASIN DESIGN WORKSHEETS TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN # SEDIMENT BASIN SB-1 DATE 6/2/2015 LOCATION BY DEG INPUT DRAINAGE AREA 13.07 ac BASIN VOLUME DESIGN WET STORAGE 1. MINIMUM REQUIRED VOLUME 875.69 c 2. AVAILABLE BASIN VOLUME AVERAGE END AREA - BASIN VOLUME ESTIMATES ELEVATION AREA VOLUME VOLUME TOTAL ft of ct cy cy 471.99 1 0.00 80.03 2.22 472 12,007.00 2.22 33,793.75 1,251.82 474.5 15,026.00 1,253.84 28,884.00 1,069.78 476 23,484.00 2,323.62 50,109.00 1,855.89 478 26,625.00 4,179.51 56,498.00 2,092.52 480 29,873.00 6,272.03 66,650.00 2,427.78 482 36,677.00 8,699.81 72,367.00 2,680.26 484 36,690.00 11,380.07 REQUIRED WET STORAGE VOLUME 875.69 cy APPROX. ELEVATION 471.80' 3. EXCAVATE CUBIC YARDS 4. AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 446.51 c 5. ELEVATION CORRESPONDING TO CLEANOUT LEVEL 474.00' S. DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 1 INVERT DEWATERING ORIFICE R'QD 471.80 INVERT DEWATERING ORIFICE USED 476.00 APPROX. VOLUME AT INVERT USED 2323.00 1 cy DISTANCE FROM INVERT TO CIO LEVEL 2.001ft DISTANCE ACCEPTABLE WET STORAGE VOLUME ACCEPTABLE DRYSTORAGE 7. MINIMUM REQUIRED VOLUME 1 875.69 S. TOTAL AVAILABLE VOLUME AT CREST OF RISER CREST OF RISER 480.60 APPROX. AVAILABLE TOTAL VOLUME 7432.00 cy ADEQUATE DRY STORAGE VOLUME 9. DIAMETER OF DEWATERING ORIFICE Q 112,08 efa tl 9.27 in USE d 3 in 10. DIAMETER OF FLEXIBLE TUBING Slin STANDARD SIZE PRELIMINARY DESIGN 11. PRELIMINARY DESIGN ELEVATIONS: CREST OF RISER 480.60 It TOP OF DAM 484.00 ft DESIGN HIGH WATER 481.38 ft 'design of hi h water assumes a peak 8owrate UPSTREAM TOE OF DAM; 472.00 ft of 7.8 cfs storage volume is not considered. Page 1 WHITTINGTONSB1.As TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON' PROJ NO. 13.0039 BASIN # SEDIMENT BASIN SB-1 DATE 6122015 LOCATION BY DEG BASIN SHAPE 12. LENGTH OF FLOW / EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOLI 23484,sf LENGTH OF FLOW PATH' 245 ft EFFECTIVE WIDTH' 80 Ift LIWe 3.06. Baffles Not Required RUNOFF (RATIONAL METHOD CALCULATION) USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM To VALUE 13. FLOW FROM 2-YEAR STORM C: 1 0.60 Tc: 32.3 1:1 3.4 In/hr Q. 1 26.7 Cfs 14. FLOW FROM 25-YEAR STORM C: 1 0.60 Tc: 32.31 1:1 5.5 lnihr Q= 43.1 oft PRINCIPAL SPILLWAY DESIGN 15. REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY? YIN) REQUIRED SPILLWAY CAPACITY: I 16.5 CFS 16. ASSUMED AVAILABLE HEAD: ELEV. OF CREST OF E.S. IF USED: 1 481.70 ASSUMED AVAILABLE HEAD= 1.00 ft 17. RISER DIMENSIONS: RISER DIAMETER: 48.00 In From Plate 3.14-8 or Calm ACTUAL MAX. ELEV.: 478.70 ft (From Calm [f a ro riate) ACTUAL HEAD: 0.80 ft (From Plate 3.14-8 or Calcs) 18. BARREL LENGTH: BARREL LENGTH: 47.00 ft BARREL INVERT OUT: 475.50 ft HEAD H ON BARREL: 3.20 ft IF Plate 3.14-7 19. BARREL DIAMETER: BARREL DIAMETER: 24 in From Plate 3.14A or 3.14E 20. TRASH RACK AND ANTI -VORTEX DEVICE: DIAMETER: 1 72 in (From Plate 3.140) 1 ' HEIGHT: 21 in EMERGENCY SPILLWAY DESIGN 21. REQUIRED SPILLWAY CAPACITY: Qe = Q 25 -0 16.5 CFS 22. DIMENSIONS: BOTTOM WIDTH (b): 1 12.00 ft SLOPE OF EXIT CHANNEL (a): 3.40 ft/ft MIN. LENGTH EXIT CHANNEL x : 44.00 ft ANT14EEPC LLAR DESIGN tPlate3.14-11) 23. DIMENSIONS: DEPTH WATER CREST OF P.S. 8.60 ft SLOPE UPSTREAM FACE DAM Z : 2.00 :1 SLOPE P.S. BARREL Sb : 1.06' % LENGTH BARREL IN SAT. ZONE (Ls): 35.00ft (From FINAL DESIGN ELEVATIONS 26. ELEVATIONS: TOP OF DAM: 484.00 ft DESIGN HIGH WATER: 481.38 ft EMERGENCY SPILLWAY CREST: 481.70 ft PRINCIPAL SPILLWAY CREST: ft 480.60' DE WATERING ORIFICE INVERT: 476.00 ft CLEANOUT ELEVATION: 474.001ft Page 2 WHITTINGTONSB1.xls TEMPORARY SEDIMENT BASIN WHITTINGTON PROJ NO. 13.0039 SEDIMENT BASIN SB-2 .DATE 6/212015 ABASJN# BY DEG DRAINAGEAREA 12.84 ac BASIN VOLUME DESIGN WET STORAGE 1. MINIMUM REQUIRED VOLUME -860.28 c 2. AVAILABLE BASIN VOLUME AVERAGE END AREA - BASIN VOLUME ESTIMATES ELEVATION AREA VOLUME F VOLUME I TOTAL ft sf cf cy cy 495.99 1.00 1 46.45 1.72 496 9,290.00 1.72 25,630.00 949.26 498.5 11,214.001 960.98 20,105.25 744.64 Soo 15,593.00 1,695.62 33,140.00 1,221.41 502 17,647.00 2,923.03 37,185.00 1,376.48 504 19,618.00 4.299.51 41,424.00 1,634.22 506 21,806.00 5,833.77 45,914.00 1,700.52 _ 508 24,108.00 7,534. 55 33,537.73 1,242.14 510 9,429.73 i 8,776.39 REQUIRED WET STORAGE VOLUME I860.28 APPROX. ELEVATION 600.0�_ 3. EXCAVATE CUBIC YARDS 4. AVAILABLE VOLUME BEFORE CLEAN OUT REQUIRED 423.72 S. ELEVATION CORRESPONDING TO CLEANOUT LEVEL 498.00 6. DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL INVERT DEWATERING ORIFICE R'QD 1 0 INVERT DEWATERING ORIFICE USED 500.001 APPROX. VOLUME AT INVERT USED 1695.62 cy DISTANCE FROM INVERT TO C/O LEVEL 2.00.ft DISTANCE ACCEPTABLE' WET STORAGE VOLUME ACCEPTABLE DRYSTORAGE 7. MINIMUM REQUIRED VOLUME 860.28 cy S. TOTAL AVAILABLE VOLUME AT CREST OF RISER CREST OF RISER 506.80 APPROX. AVAILABLE TOTAL VOLUME 6210.37 cy ADEQUATE DRY STORAGE VOLUME 9. DIAMETER OF DEWATERING ORIFICE Q 6.67 cfs d 3.00 In USE d 3 in 10. DIAMETER OF FLEXIBLE TUBING 6 in STANDARD SIZE PRELIMINARY DESIGN 11. PRELIMINARY DESIGN ELEVATIONS: CREST OF RISER 506.80'ift TOP OF DAM 1 509.00 It DESIGN HIGH WATER 1 507.28 ft *design of high water assumes a peak flowrate UPSTREAM TOE OF DAM 1 496.00 ft Page 1 WHITTINGTON-SB1.Ids TEMPORARY SEDIMENT BASIN I I PROJECT WHITTINGTON jPROJ NO. 13.0039 BASIN # SEDIMENT BASIN SB-2 ' DATE 1 6/2/2015 LOCATION BY DEG BASIN SHAPE 12. LENGTH OF FLOW / EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOLI 1551 LENGTH OF FLOW PATH 137 ft EFFECTIVE WIDTH! 104 R L/Wej 1.32 1 BAFFLES REQUIRED RUNOFF RATIONAL METHOD CALCULATION USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Tc VALUE 13. FLOW FROM 2-YEAR STORM C: 0.60 Tc: 27.1 I: 3.4 in/hr Q1 26.2cfs 14. FLOW FROM 25-YEAR STORM C:1 i 0.60 To: 27.1 I: 5.5 in/hr Q= 42.4,cfs PRINCIPAL SPILLWAY DESIGN 15. REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY? (Y/N) Y j REQUIRED SPILLWAY CAPACITY: 16.21CFS 16. ASSUMED AVAILABLE HEAD: ELEV. OF CREST OF E.S. IF USED;[ 607.801 ASSUMED AVAILABLE HEAD=' 1.00ft 17. RISER DIMENSIONS: RISER DIAMETER: 1 48.00 in (From Plate 3.14-8 or Cal ACTUAL MAX. ELEV: 606.80 ft (From Calm if appropriate) ACTUAL HEAD: 0.00 ft From Plate 3.14-8 or Calcs) 18. BARREL LENGTH: BARREL LENGTH:, 60.00 ft BARREL INVERT OUT:I 499.111 HEAD H ON BARREL:I 7.30' (From Plate 3.147 19. BARREL DIAMETER: BARREL DIAMETER: 24' In From Plate 3.14A or 3.14B 20. TRASH RACK AND ANTI -VORTEX DEVICE: DIAMETER: 72IIn (From Plate 3.14D HEIGHT: 21 in EMERGENCY SPILLWAY DESIGN 21. REQUIRED SPILLWAY CAPACITY: Qe=Q25-Q = 16.2CFS 22. DIMENSIONS: BOTTOM WIDTH (b): 8.00 ft From Table 3.14-C) SLOPE OF EXIT CHANNEL (a): 3.10 ft/ft From Table 3.14-C) MIN. LENGTH EXIT CHANNEL x : 51.00 R From Table 3.14-C) ANTI• EEP COLLAR DESIGN 23. DIMENSIONS: DEPTH WATER @ CREST OF P.S. Y : 10.80 ft SLOPE UPSTREAM FACE DAM 2.00 :1 SLOPE P.S. BARREL (Sb): 0.83 % LENGTH BARREL IN SAT. ZONE (Ls): I 60.00 ft (From Plate 3.14-11 FINAL DESIGN ELEVATIONS 25. ELEVATIONS: TOP OF DAM: 609.00 It DESIGN HIGH WATER: 507.28 ft EMERGENCY SPILLWAY CREST: 507.80 ft PRINCIPAL SPILLWAY CREST: .50 DEWATERING ORIFICE INVERT: 500.00ft CLEANOUT ELEVATION: 498.00 ift Page 2 WHITTINGTONSB1.xls TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON I IPROJ NO. 13.0039 BASIN # SEDIMENT BASIN SB-3 JDATE I 6/2/2015 LOCATION BY DEG INPUT DRAINAGE AREA 11.59 ac BASIN VOLUME DESIGN WETSTORAGE 1. MINIMUM REQUIRED VOLUME 776.63 cY 2. AVAILABLE BASIN VOLUME AVERAGE END AREA - BASIN VOLUME ESTIMATES ELEVATION I AREA VOLUME VOLUME TOTAL ft I sf cf cY :y 629.99 0.00 38.81 1.44 630 7,763.00 1.44 16,684.00 617.93 632 8,921.00 619.36 25,483.75 943.84 534.5 11,466.00 1,563.21 23,030.25 852.97 536 19,241.00 2,416.18 41,191.00 1,525.69 _ 638 21,950.00 3,941.77 22,466.50 832.09 539 22,983.00 4,773.86 23,866.00 883.93 540 1 24,749.00 1 6,657.79 REQUIRED WET STORAGE VOLUME 776.53 cy APPROX. ELEVATION 1 532.00 3. EXCAVATE CUBIC YARDS 4. AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 382.47icy 5. ELEVATION CORRESPONDING TO CLEANOUT LEVEL 532.50 6. DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 0.80 'INVERT DEWATERING ORIFICE R'QD _ 633.00 INVERT DEWATERING ORIFICE USED 1 535.00 APPROX. VOLUME AT INVERT USED 1825.60 DISTANCE FROM INVERT TO C/O LEVEL 2.50 ft DISTANCE ACCEPTABLE WET STORAGE VOLUME ACCEPTABLE - DRY STORAGE 7. MINIMUM REQUIRED VOLUME 776.53 c S. TOTAL AVAILABLE VOLUME AT CREST OF RISER CREST OF RISER 537.00 APPROX. AVAILABLE TOTAL VOLUME DRY STORAGE VOLUME 9. DIAMETER OF DEWATERING ORIFICE Qcfsd k3307.75ADEQUATE inUSE d in 10. DIAMETER OF FLEXIBLE TUBING 6 In STANDARD SIZE PRELIMINARY DESIGN 11. PRELIMINARY DESIGN ELEVATIONS: CREST OF RISER 537.00A TOP OF DAM S40.00"ft DESIGN HIGH WATER' 538.84.ft `design of high water assumes a peak 0owmte UPSTREAM TOE OF DAM 530.00!ft I of 7.8 cfs store a volume is not considered. Page 1 WHITTINGTONSB1.XIs TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROD NO. 13.0039 BASIN # SEDIMENT BASIN SB-3 DATE 6/2/2015 LOCATION BY I DEG BASIN SHAPE 12. LENGTH OF FLOW / EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOLI 13568 sf LENGTH OF FLOW PATH! 217 ft EFFECTIVE WIDTH SO,R LIWe 4.34 Baffles Not Required RUNOFF RATIONAL METHOD CALCULATION) USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM To VALUE 13. FLOW FROM 2-YEAR STORM C;l 0.60' Tc: 15.0 I: 3.4 in/hr Q= 2 CIS 14. FLOW FROM 25-YEAR STORM C: 0.60 Tc: 15.0' I: 5.5 inthr Cr-- 38.2 cfs PRINCIPAL SPILLWAY DESIGN iS. REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY? Y/N REQUIRED SPILLWAY CAPACITY: 14.6 1 CFS 16. ASSUMED AVAILABLE HEAD: ELEV. OF CREST OF E.S. IF USED: 538.00 ASSUMED AVAILABLE HEAD-! 1.00 ft 17. RISER DIMENSIONS: I I _w RISER DAMETER: 48.00 1n (From Plate 3.14-8 or Calm) ACTUAL MAX. ELEV.: i 538.84 ft From Calm if appropriate) ACTUAL HEAD: 1 1.84 ft From Plate 3.148 or Calm 18. BARREL LENGTH: BARREL LENGTH: 49.00 ft BARREL INVERT OUT: 530.00 ft HEAD H ON BARREL: 8.84 It From Plate 3.14-7) 19. BARREL DIAMETER: BARREL DIAMETER: 24 in (From Plate 3.14A or 3.14B 20. TRASH RACK AND ANTI -VORTEX DEVICE: DUMETER: 72 in (From Plate 3.14D HEIGHT: 21 in EMERGENCY SPILLWAY DESIGN 21. REQUIRED SPILLWAY CAPACITY: Qe = Q(25)-Qp =, 14.6 CFS 22. DIMENSIONS: BOTTOM WIDTH (b): 10.00 ft From Table 3.14-C) SLOPE OF EXIT CHANNEL s : 3.801RRt (From Table 3.14-C) MIN. LENGTH EXIT CHANNEL Is): 47.00,R (From Table 3.14C ANTI -SEEP COLLAR DESIGN 23. DIMENSIONS: DEPTH WATER CREST OF P.S. Y : 4.00A SLOPE UPSTREAM FACE DAM (Z):, 2.00!:1 SLOPE P.S. BARREL (Sb):1 4.00 % LENGTH BARREL IN SAT. ZONE Ls): 36.00111 From Plate 3.14-11) FINAL DESIGN ELEVATIONS 25. ELEVATIONS: TOP OF DAM: 540.00 1 ft DESIGN HIGH WATER: -SPILLWAY 538.84ft Mai EMERGENCY CREST: 638.00R PRINCIPAL SPILLWAY CREST: S37.00 ft DEWATERING ORIFICE INVERT: 535.00 ft CLEANOUT ELEVATION: 1 532.50ft Page 2 WHITTINGTON-SB1.xls TEMPORARY SEDIMENT BASIN PROJECT I WHITTINGTON PROJ NO. 13.0039 BASIN # ISEDIMENT BASIN SB4 DATEfiII1212 LOCATION BY INPUT DRAINAGE AREA 5.19 BASIN VOLUME DESIGN WETSTORAGE 1. MINIMUM REQUIRED VOLUME 347.73 CY 2. AVAILABLE BASIN VOLUME AVERAGE END AREA - BASIN VOLUME ESTIMATES I ELEVATION AREA VOLUME VOLUME TOTAL ft sf I cf cy cy 459.99 1 1.00 29.02 1.07 460 5,803.00 1.07 12,973.00 480.48 462 1 7,170.00 1 481.68 3,675.00 136.11 462.5 7,630.00 617.67 12,140.25 449.64 464 8,657.00 _ 1,067.31 18,920.00 700.74 466 10,263.00 1,768.05 _ 22,253.00 824.19 468 11,990.00 1 2,592.23 25,888.00 958.81 470 13,898.00 1 3,651.06 REQUIRED WET STORAGE VOLUME j 347.73 APPROX. ELEVATION 461.50 3. EXCAVATE CUBIC YARDS 4. AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 171.27 S. ELEVATION CORRESPONDING TO CLEANOUT LEVEL 460.80 6. DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 1.75 INVERT DEWATERING ORIFICE R'QD I461.50 INVERT DEWATERING ORIFICE USED 463.50 APPROX. VOLUME AT INVERT USED 9462.00 cy DISTANCE FROM INVERT TO C/O LEVEL 1.75 ft DISTANCE ACCEPTABLE WET STORAGE VOLUME ACCEPTABLE DRYSTORAGE 7. MINIMUM REQUIRED VOLUME 347.73 S. TOTAL AVAILABLE VOLUME AT CREST OF RISER CREST OF RISER I 1 1 466.70 APPROX. AVAILABLE TOTAL VOLUME 1966.00 cy INADEQUATE DRY STORAGE VOLUME 9. DIAMETER OF DEWATERING ORIFICE Q 4.09 cis d 3.00 1 in USE d 10. DIAMETER OF FLEXIBLE TUBING 061n STANDARD SIZE PRELIMINARY DESIGN 11. PRELIMINARY DESIGN ELEVATIONS: CREST OF RISER 466.70 ft TOP OF DAM 470.00 ft DESIGN HIGH WATER' 466.90 ft 'desi n of high water assumes a peek flowrats UPSTREAM TOE OF DAM, 460.00111 o17.8 cfs storage volume is not considered. Page i WHITTINGTON-SB1.XI8 TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN # SEDIMENT BASIN SB41 DATE 6/2/2015 LOCATION IBY DEG BASIN SHAPE 12. LENGTH OF FLOW / EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOLI 9907 sf LENGTH OF FLOW PATH 154 It EFFECTIVE WIDTH 100 It LIWe 1.54 BAFFLES REQUIRED RUNOFF (RATIONAL METHOD CALCULATION USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM To VALUE 13. FLOW FROM 2-YEAR STORM C:1 0.45 Tc: 15.7 I: 3.4 INhr ozi 7.91 cfs 14. FLOW FROM 25-YEAR STORM C: 0.45 To: 15.7 L• 5.5 in/hr Q=1 112.8 cfs T- PRINCIPAL PILLWAY DESIGN �- 15. REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY? (YIN) REQUIRED SPILLWAY CAPACITY: 4.9 CPS M. ASSUMED AVAILABLE HEAD: ELEV. OF CREST OF E.S. IF USED: 467.70 ASSUMED AVAILABLE HEAD= 0.60ft 17. RISER DIMENSIONS: I RISER DIAMETER:; _ 48.00 in From Plate 3.14-8 or Calms) ACTUAL MAX. ELEV.: 1 468.30 ft (From Calms if appropriate) _ ACTUAL HEAD: j 0.60 ft (From Plate 3.14-8 or Calms 18. BARREL LENGTH: BARREL LENGTH: 68.00 ft BARREL INVERT OUT: 454.00 ft HEAD H ON BARREL: 14.30 ft (From Plate 3.14-7) 19. BARREL DIAMETER: BARREL DIAMETER: 24in From Plate 3.14A or 3.14B 20. TRASH RACK AND ANTI -VORTEX DEVICE: DIAMETER: I 72 In From Plate 3.14D) HEIGHT: 21 In EMERGENCY SPILLWAY DESIGN 21. REQUIRED SPILLWAY CAPACITY: Qe=Q(25)-Qp=l 4.8 CFS 22. DIMENSIONS: BOTTOM WIDTH b : I 12.00 ft (From Table 3.14-C) SLOPE OF EXIT CHANNEL (a): 3.00 ft/ft From Table 3.14-C) MIN. LENGTH EXIT CHANNEL (x): 36.00 ft From Table 3.14-C ANTI -SEEP COLLAR DESIGN _ 23. DIMENSIONS: DEPTH WATER @ CREST OF P.S. Y): 6.70 It SLOPE UPSTREAM FACE DAM (Z): 2.00 :1 SLOPE P.S. BARREL (Sb): 7.36 % LENGTH BARREL IN SAT. ZONE Ls : 42.00 It j (From Plate 3.14-11) FINAL DESIGN ELEVATIONS 26. ELEVATIONS: TOP OF DAM: 470.00 ft DESIGN HIGH WATER: 466.90 It _ EMERGENCY SPILLWAY CREST: 467.70 ft PRINCIPAL SPILLWAY CREST: 466.70 It DEWATERING ORIFICE INVERT: 463.50 It _ CLEANOUT ELEVATION: 461.75111 L. I Page 2 WHITTINGTONSB1.xls L, TEMPORARY SEDIMENT BASIN PROJECT li WHITTINGTON PROJ NO. 13.0039 BASIN # SEDIMENT BASIN SB-5 DATE 6/16/2015 LOCATION BY DEG INPUTll DRAINAGE AREA 6.04 ac BASIN VOLUME DESIGN _ WETSTORAGE 1. MINIMUM REQUIRED VOLUME 404.68 cy 2. AVAILABLE BASIN VOLUME AVERAGE END AREA - BASIN VOLUME ESTIMATES ELEVATION AREA VOLUME I VOLUME TOTAL ft sf I cy cy 457.49 1 0.00 13.89 0.61 457.5 2,778.00 0.51 1,444.75 6351 458 3,001.00 S"2 3,236.50 119.97 459 3,472.00 173.89 3.723.00 137.89 460 3,974.00 311.78 2,911.65 107.84 460.7 4,345.00 419.62 6,123.00 226.78 _ 482 5,075.00 646.40 5,374.00 199.04 463 5,673.00 845.44 56988.50 221.80 464 6,304.00 1,067.23 13,964,00 517.19 _ 466 7,660.00 1 1,684.42 REQUIRED WET STORAGE VOLUME 404.68 ley APPROX. ELEVATION 1 460.70 3. EXCAVATE CUBIC YARDS 4. AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 199.32 c S. ELEVATION CORRESPONDING TO CLEANOUT LEVEL 459.50 6. DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 1.2 INVERT DEWATERING ORIFICE R'QD 460.70 INVERT DEWATERING ORIFICE USED 460.70 APPROX. VOLUME AT INVERT USED 419.62 1 c DISTANCE FROM INVERT TO C/O LEVEL 1 1 1.20 ft DISTANCE ACCEPTABLE WET STORAGE VOLUME ACCEPTABLE DRYSTORAGE 7. MINIMUM REQUIRED VOLUME 404.68 8. TOTAL AVAILABLE VOLUME AT CREST OF RISER CREST OF RISER 1 463.00 APPROX. AVAILABLE TOTAL VOLUME 846.84 cy ADEQUATE DRY STORAGE VOLUME 9. DIAMETER OF DEWATERING ORIFICE Q 0.53 cfS tl 4.35 in USE tl 1 4 in 10. DIAMETER OF FLEXIBLE TUBING 6 in STANDARD SIZE PRELIMINARY DESIGN 11. PRELIMINARY DESIGN ELEVATIONS: CREST OF RISER 463.00ift TOP OF DAM I 466.00 ft DESIGN HIGH WATER', 464.00ift •tlesi n of high water assumes a peak fi w to Page 1 WHITTINGTON-SB1.xis TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 1 13.0039 BASIN # 'SEDIMENT BASIN SBS IDATE 6/16/2016 LOCATION BY DEG BASIN SHAPE 12. LENGTH OF FLOW / EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOL' 4345 sf LENGTH OF FLOW PATH La It EFFECTIVE MOTH i 80ft LNVe, 0.63 BAFFLES REQUIRED RUNOFF RATIONAL METHOD CALCULATION USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Te VALUE 13. FLOW FROM 2-YEAR STORM C: 0.60 To: 16.0 l: 3.4 in/hr Q= 12.3 cfa 14. FLOW FROM 26-YEAR STORM C: 0.60 To: 16.0 1: 5.4 In1hr Q= 19.6 CIS PRINCIPAL SPILLWAY DESIGN 15. REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY? (YIN), Ni REQUIRED SPILLWAY CAPACITY: 19.6 CFS 16. ASSUMED AVAILABLE HEAD: ELEV. OF CREST OF E.S. IF USED: N/A ASSUMED AVAILABLE HEAD=j 0.70 ft 17. RISER DIMENSIONS: RISER DIAMETER: 48.00 in rom Phd. 3.14-8 01CalOs ACTUAL MAX. ELEV.: 464.00 ft rom Cake if ro riate ACTUAL HEAD: 1.00 ft (From Plate 3.14-8 or Calm) _ 18. BARREL LENGTH; BARREL LENGTH: 37.00 ft BARREL INVERT OUT: 457.00 ft HEAD H ON BARREL: 7.00 M fflam Plate 3.14 19. BARREL DIAMETER: BARREL DIAMETER: 1 24in ran Plate 3.14A 0r 3.148) 20. TRASH RACK AND ANTI -VORTEX DEVICE: DIAMETER: I 361n I(From Plefe 3.140 HEIGHT: 13 in EMERGENCY SPILLWAY DESIGN 21. REQUIRED SPILLWAY CAPACITY: Qe = Q(25)-Op = WA CFS 22. DIMENSIONS: BOTTOM WIDTH b:"NIAft (Fran Table 3.14C) SLOPE OF EXIT CHANNEL s :Wit From Table 3.14-C) MIN. LENGTH EXIT CHANNEL (x):R rom Table 3.144;) ANTISEEP COLLAR DESIGN 23. DIMENSIONS: DEPTH WATER CREST OF P.3. (Y):.ft SLOPE UPSTREAM FACE DAM (Z): 2.00 :1 SLOPE P.S. BARREL (Sb):p 1.35 % LENGTH BARREL IN SAT. ZONE (La): 30.001ft (From Plate 3.1411) FINAL DESIGN ELEVATIONS 43 25. ELEVATIONS: MWATER: 466.00' ft DESIGN 464.00ft EMERGENCY SPILL N/Aft PRINCIPAL SPILL463.00 1 It DEWATERING ORIFICE INVERT: 460.70 ft CLEANOUT ELEVATION: i 459.50,ft Pages WHITTINGTONSB1.xl9