Loading...
HomeMy WebLinkAboutWPO201400094 Calculations 2015-05-18 HYDROLOGIC/HYDRAULIC CALCULATIONS FOR WHITTINGTON SUBDIVSION - PHASE B May 18, 2015 LOCATION: Tax Map 90-3 Samuel Miller District, Albemarle County, Virginia DEVELOPER: Stanley Martin Homes 11111 Sunset Hills Road, Suite 200 Reston, Virginia 20190 PREPARED BY: Dominion Engineering & Design, LLC 172 South Pantops Drive Charlottesville,VA 22911 P: 434.979.8121 Email: mmyers(a�dominioneng.com ,‘, • /*444444+44,ce' ' apt • MICS MYERS • No.33028 6s i 1 .,s'S'IO.YAL�'�'; 1 TABLE OF CONTENTS PROJECT SUMMARY AREA SUMMARY CN VALUE COMPUTATIONS SWM/BMP FINAL SUMMARY SUMMARY OF "OVERDETENTION" CALCULATIONS FOR SWM-3 NIKO 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 •• 2 ,.. PROJECT SUMMARY This application is for Phase B 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 r subject to the Part 11 C (9VAC25-870-93 et 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 9VAC25-870-10, (iii) will comply with the Part ll 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)1.iv above. ® Furthermore, on the west side of the site for points of analyses#2-#4, 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)1.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)1.iv above. 3 .. 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 .d technical requirements of the state code. IOW ..r IWO Will 4 .. AREA SUMMARY PREDEVELOPMENT semi 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) mat • DA-6 = 134.48 Acres (Point of Analysis#6) POSTDEVELOPMENT 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-1 U (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 SWM-4 • 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) 'f"' 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 dis 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 ire 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 mop 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 6 ... DA-SWM-2 (taken from approved WPO2013-00022 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 DA-SWM-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 r 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 y„f 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 sr 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) aim 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) air 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-6U (to point of analysis#6) Roads, Houses, Walks (CN=98) -2.06 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 8 ,• SWM/BMP FINAL SUMMARY Impervious Area Treated Summary a"' 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/BMP Summary •• ZMA POSTDEVELOPMENT NET CHANGE PHOS FLOW** PHOS FLOW PHOS FLOW LOAD* Q2 (cfs) Q10 (cfs) LOAD Q2 (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 dim 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. 9 .., 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 MIS 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 so2 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 „r Q1.5(allowable) = Qf(VfNpost) = 0.463 cfs (4,065 ft3/68,193 ft3) = 0.028 cfs* Q2 (allowable) = Qf(VfNpost) = 0.587 cfs (4,532 ft3/71,695 ft3) = 0.037 cfs* Q10(allowable) = Qf(VfNpost) =4.787 cfs (16,614 ft3/ 144,024 ft3) = 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(1" 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 * (h12)]°.5 *(0.6) Average h = 1'; Q = 0.040 cfs A= 0.0067 sf d = 2(A13.14)°5 = 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 = 0.72cfs Routed Flow for 1-year 24-hour storm= 0.33 cfs < 0.72 cfs. NMI 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 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-3B = 0.583 cfs 1.5 Yr. Pre-Development Volume = 5,815 ft3 i„ 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-3B = 5.936 cfs so 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) = Qf(VfNpost) = 0.583cfs(5,815 ft3/52,568 ft3) = 0.064 cfs* Q2 (allowable) = Qf(VfNpost) = 0.736 cfs (6,483 ft3/55,604 ft3) = 0.086 cfs* Qto(allowable) = Qf(VfNpost) = 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. an 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)]0 5 *(0.6) Average h = 1'; Q = 0.022 cfs A= 0.0170 sf d = 2(N3.14)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. IMO 13 all WATER QUALITY VOLUME (WQV) COMPLIANCE CALCULATIONS FOR SWM BASINS SWM-3 WQV Type of Facility: Retention Basin III .a„ Water quality volume required =4 X WQV (4) (0.5"/12) (82,898 SF Impervious Surface) = 13,816 ft3 Storage at Elev. =476.00' = 62,406 ft3> 13,816 ft3 OK Pond Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk,Inc.v10.3 Tuesday,06/2/2015 Pond No.3- SWM-3 Storage - Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=471.99 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 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 26,625 50,071 112,477 8.01 480.00 29,873 56,461 168,938 10.01 482.00 35,677 65,458 234.396 12.01 484.00 36,690 72,357 306,753 SWM-4 WQV Type of Facility: Retention Basin III Water quality volume required =4 X WQV (4) (0.5"/12) (101,396 SF Impervious Surface) = 16,900 ft3 Storage at Elev. = 500.00' =45,634 ft3> 16,900 ft3 OK Pond Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk.Inc.v10.3 Tuesday,06/2/2015 r.r 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(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 495 99 00 0 0 0.01 496.00 9,290 31 31 2.51 498.50 11,214 25,590 25,621 i 4.01 500.00 15,593 20,013 45,634 6.01 502.00 17,547 33,117 78,751 8.01 504.00 19,618 37,142 115,893 10.01 506.00 21,806 41,401 157,294 12.01 508.00 24,108 45,890 203,184 ar 14.01 510.00 26,525 50,609 253,793 MO 14 ONE O il SWM-6 WQV Type of Facility: Retention Basin Ill Water quality volume required =4 X WQV (4) (0.5"/12) (43,510 SF Impervious Surface) = 7,252 ft3 Storage at Elev. = 534.5' =42,110 ft3> 7,252 ft3 OK �- Pond Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk,Inc.v10.3 Tuesday,06/2/2015 Pond No.9- SWM-6 Storage - Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=529.99 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuff) Total storage(cuft) 0.00 529.99 00 0 0 0.01 530.00 7,763 26 26 2.01 532.00 8,921 16,669 16,695 ✓rf 4 51 534.50 11,466 25,415 42,110 6 01 536 00 19,241 22,778 64,887 8.01 538.00 21,950 41,157 106,045 10.01 540.00 24,749 46,666 152,711 .. SWM-7 WQV Type of Facility: Extended Detention Dry Pond E'° Water quality volume required =2 X WQV (2) (0.5"/12) (44,148 SF Impervious Surface) = 3,679 ft3 a Storage at Elev. = 462.00'= 13,590 ft3> 3,679 ft3 OK Pond Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk,Inc.v10.3 Sunday,05/17/2015 Pond No. 11 - SWM-7 rr Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=459.99 ft - Stage I Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 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 e. 10.01 470.00 18,758 34,383 117,943 er rr 15 HYDROGRPAHS AND TC COMPUTATIONS MO MIN cu ~ Z Pn O N Ln 01 Ln O M M ri Ln O Ln O N Ln Ln O 01 M O N 00 NC LnD M n n N tea t0 O1 L lDn M Lr-1 M O N 4 t0 N n r r +'' G N r-I Ni v-i Ni v-I N N m N %-I rI r-I N N r-I r-I r-I r-1 r-1 e-I r-I r-I H MN VZ lD N l0 cr r-1 Ln• to• t0 M r-I •Ln en 111 O co VD N Ln .4- 00 T-1 m F"' ri CO r-I r-I r-I Ln 00 CO N N 01 YO I- F- p Tr 00 Ln O Nto O CO CO 00 up N °0 01 Ln 01 yt t` O = U- ri r-I 01 m UD Cr) 00 r I r-I r-I M ri N Ol l0 00 ri ri e-1 d' Ln r+ Wilu_ Q J w Z Z LL 2 2 N O N N Ln N o0 N 0 0 Ln O in N O N Ln Ln o0 ri o m w U I- N O N O N N rt 0 a, lD 0 00 tN O it N m r-I N 01 () Ln M Cr) n n N Ln r. Ln N N N M O1 Ln 00 N 0 N lD 0 ri r-I N r-1 N ri r-I r-I c-1 r-I r-I N N N N uI -J YO U Z N M N N • ri Cr) N L ri Ln N N (N! in Ln Ln Ln Ln M M Ln F rI N ri O m .1• . N 0 0 0 0 0 0 0 0 — N Z H O LL. Cn gj LL r-1 lD 01 ,i (Ni Ln ri M 1D• vt 01 O 01 N N 00 0111 O a N T-1ri kr; •Ln cv-i ri -1 N l0 ri N N N N N N ri %-1 N CU J O 2 U J U o N illi 1- O LL = I N 0 CO M N rt 0 N 0 0 0 ct 0 00 00 0 0 0 0 0 tD. lD 0 NH ct in m Ol N 0 Tr Ln Ln 0 0 O m Ln in Ln Ln in Ln (.0Ct 0) Mm s•-i r.., N rr•-+ l L.D i r0 N 00 01 N N N N N r-I r-I N Z MINI� J Z M N in Ln M Ln ri UP UP I' cc N N s-I s-I Ct s-1 N N r• • s-I u1 %-1o0 ^ 1-1 e--I 00 00 CO 00 CO 4 4 00 G r♦ s-I N r-I ri N N I-I r-I H LL Ln Cr ri ON O W N u- uld' Ln t0 l r-i .-i N N 4 •ri Or-i ri M Ln o0 00 00 00 00 •Ul •WI 00 LJ_ O_ �' N 1-i N 0 0 Z -J g N CCW > o o o O o o Ln 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 9 LL O Ln o 0 o ri M o 0 o %i o o In o 0 0 0 0 0 ri ri o W N r-I N ri N e-4 r-IN r-I N s-I %-1r1 ri N r-I r-I r-I ri r-I r-I ri i r — J M Ln t0 N r-I N M coWIN Cr U1 t0 111 M LJJ It C7 2 — Y J 00000 � �, � � NaaQQaa ¢ a000a a a00 0 0 0 0 0 Oa OM MEI IMI PRE-DEVELOPMENT Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Monday,05/18/2015 r" 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 "1 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 DA-1 Predevelopment Q (cfs) Hyd. No. 1 --2 Year Q (cfs) 3.00 3.00 2.00 2.00 \K4**.%•••.. , 1.00 1.00 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time(hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk,Inc.v10.3 Monday,05/18/2015 rr 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 DA-1 Predevelopment • Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 24.00 24.00 M. 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 mis 4.00 4.00 0.00 - ( - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time(hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 1 .,, DA-1 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 84.66 cfs Storm frequency = 100 yrs Time to peak = 730 min "" Time interval = 2 min Hyd. volume = 327,758 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. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ,,,,,, DA-1 Predevelopment Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 90.00 90.00 80.00 80.00 iii 70.00 70.00 me 60.00 60.00 50.00 50.00 ' 40.00 El 40.00 — 30.00 30.00 20.00 20.00a. 10.00 10.00 0.00 - N - 0.00 6. 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time(min) sa I. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Monday, 05/18/2015 .. 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 'III 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 .. DA-2 Predevelopment — Q (cfs) Q (cfs) Hyd. No. 2 --2 Year 1.00 1.00 dis 0.90 — - 0.90 me 0.80 0.80 ■' 0.70 0.70 0.60 0.60 mi 0.50 0.50 am 0.40 0.40 0.30 - 0.30 min 0.20 0.20 0.10 r, 0.10 0.00 - - - ) 1 - 0.00 ma0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time (hrs) - Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Monday,05/18 I 2015 a. Hyd. No. 2 . DA-2 Predevelopment 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 — DA-2 Predevelopment •` Q (cfs) Q (cfs) Hyd. No. 2 -- 10 Year 5.00 5.00 a. 4.00 . . . .III III 4.00 II 3.00 3.00 so 2.00 2.00 I No 1.00 1.00 0.00 0.00 eim 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time(hrs) Hydrograph Report rr Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 2 .. DA-2 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 17.20 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 50,086 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. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ®, DA-2 Predevelopment Q (cfs) Q (cfs) Hyd. No. 2 -- 100 Year 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 J — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time(min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Monday,05/18/2015 Am 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 cuft 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 — DA-3 Predevelopment . Q (cfs) Q (cfs) Hyd. No. 3 --2 Year 6.00 6.00 am •• 5.00 5.00 No 4.00 4.00 mi 3.00 3.00 am i. 2.002.00 1.00 - 1.00 wil ----\ 0.00 - - 0.00 in. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 3 Time(hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 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 cuft 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 DA-3 Predevelopment Q (cfs) Hyd. No. 3-- 10 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 — - — 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 3 Time(hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 3 DA-3 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 152.58 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 553,954 cuft 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. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA-3 Predevelopment Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs) 160.00 160.00 li 140.00 140.00 120.00 120.00 ..r 100.00 100.00 me 80.00 I 80.00 60.00 60.00 ism 40.00 40.00 20.00 20.00 0.00 1 0.00 ,m, 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time(min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®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 DA-3B (Used for pre-development SWM #4 routing) Q (cfs) Hyd. No. 9 --2 Year Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 "' 0.70 0.70 • 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.1 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 9 Time(hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®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 = 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 DA-3B (Used for pre-development SWM #4 routing) Q (cfs) Q (cfs) Hyd. No. 9 -- 10 Year 6.00 6.00 Mil 5.00 r 5.00 4.00 4.00 3.00 3.00 .r 2.00 2.00 1.00 1.00 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 9 Time(hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®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 = 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 .. DA-3B (Used for pre-development SWM #4 routing) Q (cfs) Q (cfs) Hyd. No. 9-- 100 Year 24.00 24.00 - 20.00 20.00 16.00 16.00 12.00 12.00 .. 8.00 8.00 ims 4.00 4.00 0.00 - � 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 9 Time(hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Monday,05/18/2015 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 DA-4 Predevelopment Q (cfs) Q (cfs) Hyd. No. 4--2 Year 2.00 2.00 • 1.00 1.00 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) - Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Monday,05/18/2015 ass 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 DA-4 Predevelopment Q (cfs) Q (cfs) Hyd. No. 4 -- 10 Year 10.00 10.00 rr 8.00 8.00 1\ 6.00 6.00 4.00 4.00 1 2.00 2.00 0.00 - '— _-- 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 4 Time(hrs) Hydrograph Report rr Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 4 DA-4 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 34.57 cfs Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 133,823 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. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA-4 Predevelopment Q (cfs) Hyd. No. 4-- 100 Year Q (cfs) 35.00 35.00 30.00 30.00 .i. 25.00 25.00 '" 20.00 20.00 15.00 15.00 aim 10.00 10.00 5.00 5.00 0.00 - - 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 3D®2014 by Autodesk, Inc.v10.3 Thursday,05/28/2015 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 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. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA-5 Predevelopment — Q (cfs) Q (cfs) Hyd. No. 5--2 Year 4.00 4.00 .. an i III 3.00 III 1 II 3.00 ma 2.00 2.00 .. 1.00 1.00 .. 0.00 - 0.00 am 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time(hrs) .r .. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk,Inc.v10.3 Thursday,05/28/2015 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 DA-5 Predevelopment Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs) 8.00 8.00 6.00 6.00 4.00 4.00 N. 2.00 2.00 0.00 — - �� 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 dis Time (hrs) — Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 5 DA-5 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 16.88 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 47,409 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. = 9.10 in Distribution = Type ll Storm duration = 24 hrs Shape factor = 484 DA-5 Predevelopment Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs) 18.00 18.00 as 15.00 15.00 12.00 12.00 9.00 9.00 Nom .r 6.00 6.00 mei 3.00 3.00 ime 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time(min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 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 Il Storm duration = 24 hrs Shape factor = 484 DA-6 Predevelopment Q (cfs) Hyd. No. 6--2 Year Q (cfs) 90.00 90.00 nie 80.00 80.00 din 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 - 30.00 30.00 20.00 .., 20.00 10.00 10.00 0.00 — 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 6 Time(hrs) - Hydrograph Report .. Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Tuesday,06/2/2015 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 DA-6 Predevelopment . Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs) 240.00 240.00 ss I 210.00 210.00 I 180.00 180.00 so 150.00 I 150.00 us 120.00 120.00 s 90.00 90.00 .. 60.00 60.00 s. . 30.00 30.00 0.00 - 0.00 s„ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 6 Time(hrs) .. es Hydrograph Report .. Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 6 — DA-6 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 568.40 cfs Storm frequency = 100 yrs Time to peak = 730 min "' Time interval = 2 min Hyd. volume = 2,282,899 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. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ,,,, DA-6 Predevelopment Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs) 640.00 640.00 560.00 560.00 480.00 480.00 .. 400.00 400.00 320.00j L. 320.00 240.00 240.00 .. 160.00 160.00 su 80.00 80.00 0.00 - '- 0.00 .. 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time(min) ,.. r HYDROGRPAHS AND TC CALCULATIONS Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Tuesday,06/2/2015 Hyd. No. 8 DA-1U 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 DA-1 U " Q (cfs) Hyd. No. 8--2 Year Q (cfs) 3.00 3.00 ims _ A 2.00 • 2.00 ati 1.00 1.00 0.00 - .A 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 8 Time(hrs) - Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Tuesday,0612/2015 .w 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 "um 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 DA-1 U Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs) 21.00 21.00 .. 18.00 18.00 tl — 15.00 15.00 — 12.00 12.00 N. 9.00 9.00 r 6.00 6.00 3.00 3.00 0.00 - - ‘ 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 8 Time(hrs) gm in Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 rr Hyd. No. 8 ,,,■ DA-1U 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 gm air DA-1 U `"� Q (cfs) Hyd. No. 8 -- 100 Year Q (cfs) 80.00 80.00 =MEM= Mil 70.00 Inli 70.00 ma60.00 -- I- -- 60.00 0. MI 111. 50.00 IN. I �.. 50.00 Ill I MI 40.00 40.00 I 11 30.00 30.00 20.00 IIII 20.00 10.00 10.00 0.00 1111.11.1.1.1.111. 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 8 Time(hrs) me ® POINT OF ANALYSIS #2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 me 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 'r' Tc method = User Time of conc. (Tc) = 32.30 min Total precip. = 3.70 in Distribution = Type ll Storm duration = 24 hrs Shape factor = 484 DA-SWM-3 Inflow Q (cfs) Hyd. No. 3--2 Year Q (cfs) 18.00 18.00 .. `r. 15.00 15.00 .. 12.00 12.00 9.00 9.00 us .. 6.00 6.00 im j .."'"'..-----..... , 3.00 , 3.00 emu 0.00 - .\ — 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 3 Time(hrs) .. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2014 by Autodesk,Inc.v10.3 Wednesday,06/3/2015 or Hyd. No. 3 DA-SWM-3 Inflow 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 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. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA-SWM-3 Inflow .. Q (cfs) Q (cfs) Hyd. No. 3 -- 10 Year 35.00 35.00 am 1 30.00 30.00 ,-r 25.00 25.00 wi'l 20.00 20.00 15.00 15.00 j , an 10.00 10.00 5.00 5.00 ow 0.00 - - 0.00 .. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 3 Time(hrs) aim .. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 oug 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 DA-SWM-3 Inflow .. Q (cfs) Q (cfs Hyd. No. 3-- 100 Year ) 70.00 70.00 l _ 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 • IU 20.00 20.00 agi I. 10.00 10.00 1 0.00 — 0.00 w. 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 Tuesday,06/2/2015 ow Pond No.4- SWM-3 Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=475.99 ft u m Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) .. 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 No 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 MNCulvert/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 in Span(in) = 24.00 3.00 0.00 0.00 Crest El.(ft) = 480.60 481.70 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 476.00 476.00 0.00 0.00 Weir Type = 1 Rect --- --- .r Length(ft) = 47.00 0.00 0.00 0.00 Multi-Stage = Yes No No No 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 Exfil.(in/hr) = 0.000(by Wet area) o' Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00 Note Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). or Stage(ft) Stage/Discharge Elev(ft) r. 10.00 485.99 ✓r 8.00 483.99 tam 6.00 - 481.99 MN No4.00 479.99 rr 2.00 477.99 0.00 - 475.99 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 mis Total Q Discharge(cfs) OM Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk,Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 4 SWM-3 Routed Hydrograph type = Reservoir Peak discharge = 0.337 cfs Storm frequency = 2 yrs Time to peak = 24.20 hrs "• Time interval = 2 min Hyd. volume = 66,680 cuft Inflow hyd. No. = 3 - DA-SWM-3 Inflow Max. Elevation = 478.26 ft Reservoir name = SWM-3 Max. Storage = 57,525 cuft Storage Indication method used. wr SWM-3 Routed .. Q (cfs) Q (cfs) Hyd. No. 4--2 Year ) 18.00 18.00 •• 15.00 15.00 12.00 ' 12.00 9.00 9.00 •r .. 6.00 6.00 3.00 3.00 son 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 Time(hrs) Hyd No. 4 Hyd No. 3 CALL . Total storage used = 57,525 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 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 cuft 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. SWM-3 Routed Q (cfs) Hyd. No. 4-- 10 Year Q (cfs) 35.00 35.00 30.00 1 30.00 25.00 25.00 " 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 - 0.00 0 10 20 30 40 50 60 70 80 90 100 Time(hrs) Hyd No. 4 Hyd No. 3 I LLETE Total storage used = 122,992 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 arr 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 cuft 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. ■r "" Q (cfs) SWM-3 Routed Hyd. No. 4-- 100 Year Q (cfs) 70.00 70.00 60.00 60.00 50.00 50.00 40.00 - 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 —� 0.00 0 8 16 24 32 40 48 56 64 72 80 88 Time (hrs) Hyd No. 4 Hyd No. 3 _MI IT Total storage used = 150,123 cuft MIS 11111111 MIN rrr. NMI POINT OF ANALYSIS #3 MIN NMI NIS VIM Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 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 'I° Time interval = 2 min Hyd. volume = 39,075 cuft Drainage area = 34.150 ac Curve number = 52 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 Il Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA-3U Hyd. No. 21 --2 Year Q (cfs) 5.00 5.00 .r. 4.00 - 4.00 3.00 3.00 2.00 2.00 a" 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 21 Time(min) - Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Monday,05/18/2015 issi Hyd. No. 21 DA-3U Hydrograph type = SCS Runoff Peak discharge = 31.28 cfs Storm frequency = 10 yrs Time to peak = 728 min ' Time interval = 2 min Hyd. volume = 136,917 cuft Drainage area = 34.150 ac Curve number = 52 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) DA-3U Hyd. No. 21 -- 10 Year Q (cfs) 35.00 35.00 30.00 30.00 iii mi, 25.00 25.00 'rim 20.00 20.00 ins 15.00 15.00 10.00 10.00 r. 5.00 5.00 : ' in 0.00 - - 0.00 ii. 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 21 Time(min) im Hydrograph Report r Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 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 cuft Drainage area = 34.150 ac Curve number = 52 Basin Slope = 0.0 % Hydraulic length = 0 ft �. Tc method = User Time of conc. (Tc) = 23.20 min Total precip. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA-3U Q (cfs) Hyd. No. 21 -- 100 Year Q (cfs) 120.00 120.00 .. 100.00 100.00 80.00 80.00 60.00 60.00 a.. 40.00 40.00 20.00 20.00 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) - Hyd No. 21 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 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 .. .. DA-SWM-4 Inflow Q (cfs) Q (cfs)No. 5 --2 Year 14.00 14.00 .. 12.00 ow 12.00 _ I'r .. 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 .. 2.00 2.00 au 0.00 - - 0.00 di. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time(hrs) .. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 awe 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 al° 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 DA-SWM-4 Inflow Q (cfs) Q (cfs) Hyd. No. 5 -- 10 Year 30.00 30.00 .. 25.00 25.00 20.00 20.00 15.00 15.00 .. 10.00 10.00 5.00 5.00 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time(hrs) - Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 .r 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 Q (cfs) DA-SWM-4 Inflow Hyd. No. 5 -- 100 Year Q (cfs) 70.00 70.00 gii 60.00 -----I� -- 60.00 ,W. 50.00 1 111 50.00 "" 40.00 ■■■ ■ 40.00 in 30.00 30.00 am 20.00 20.00 10.00 10.00 in 0.00 11111111100"--- 0.00 ,r 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time(hrs) ...- Pond Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Tuesday,06/2/2015 w. Pond No. 6 - SWM-4 Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=499.99 ft r. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) ism 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 ,r 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 ea 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 ..r 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 = n/a No No No TW Elev.(ft) = 0.00 Note Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). on Stage(ft) Stage/Discharge Elev(ft) aw 12.00 511.99 it 10.00 - - 509.99 ww 8.00 507.99 Now 6.00 505.99 r. 4.00 503.99 ow 2.00 501.99 r 0.00 ' 499.99 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 .r Discharge(cfs) Total Q w Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®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. rr Q (cfs) SWM-4 Routed 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 Time(hrs) Hyd No. 20 Hyd No. 5 111ll_I Total storage used =40,948 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 20 SWM-4 Routed Hydrograph type = Reservoir Peak discharge = 0.533 cfs Storm frequency = 10 yrs Time to peak = 24.17 hrs "" Time interval = 2 min Hyd. volume = 111,499 cuft Inflow hyd. No. = 5 - DA-SWM-4 Inflow Max. Elevation = 505.21 ft r Reservoir name = SWM-4 Max. Storage = 97,443 cuft Storage Indication method used. air Q (cfs) SWM-4 Routed Hyd. No. 20 -- 10 Year Q (cfs) 30.00 30.00 MO 25.00 25.00 20.00 20.00 15.00 15.00 .. 10.00 10.00 5.00 5.00 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 Time (hrs) Hyd No. 20 Hyd No. 5 HILI Total storage used = 97,443 cuft am Hydrograph Report NisHydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 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 cuft 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. rr SWM-4 Routed Q (cfs) Hyd. No. 20-- 100 Year Q (cfs) 70.00 70.00 60.00 60.00 .. 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - 0.00 0 10 20 30 40 50 60 70 80 90 100 Time(hrs) - Hyd No. 20 Hyd No. 5 Ail-III Total storage used = 143,197 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®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 UM Combined SWM-4, 3U Q (cfs) Q (cfs Hyd. No. 25--2 Year ) 5.00 5.00 r. 4.00 4.00 swa 3.00 3.00 • 2.00 2.00 1.00 1.00 eik 0.00 - - '-- 0.00 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 Time(min) Hyd No. 25 Y Hyd No. 20 - H d No. 21 .. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Monday,05/18/2015 .. 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 NIII .. ,r Combined SWM-4, 3U Q (cfs) Q (cfs) Hyd. No. 25 -- 10 Year 35.00 35.00 WM 30.00 as 30.00 ,,, 25.00 25.00 20.00 I , 20.00 .. 15.00 15.00 am 10.00 10.00 .. 5.00 5.00 asi 1-L.- I 0.00 L 0.00 .., 0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 Hyd No. 25 Hyd No. 20 - H d No. 21 Time(min) Ns .. Hydrograph Report .. Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 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 Combined SWM-4, 3U Q (cfs) Q (cfs Hyd. No. 25-- 100 Year ) 120.00 120.00 11. 100.00 100.00 80.00 - 80.00 60.00 60.00 aft r - 40.00 40.00 20.00 20.00 0.00 - — 0.00 ,. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 25 Hyd No. 20 — Hyd No. 21 Time(hrs) POINT OF ANALYSIS #4 r Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk,Inc.v10.3 Wednesday,06/3/2015 me 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 . DA-SWM-1 Inflow Q (cfs) Q (cfs) Hyd. No. 1 --2 Year 18.00 18.00 — 15.00 15.00 II 12.00 12.00 no 9.00 9.00 r. •• 6.00 6.00 1 us 3.00 3.00 0.00 - J -- 0.00 •. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time(hrs) - Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®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 — Of ,., DA-SWM-1 Inflow Q (cfs) Q (cfs) Hyd. No. 1 -- 10 Year 35.00 35.00 No 1 30.00 li I I 30.00 ale I I I 25.00 I 25.00 " 20.00 20.00 wis 15.00 15.00 ■ .o. 111 10.00 �: 10.00 I- -® II IE 5.00 IIM' 5.00 we 111111111116._ 0.00 0.00 MO 0 2 4 6 8 10 12 14 16 18 20 22 24 26 -- Hyd No. 1 Time(hrs) .r .r .. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 ow 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 .r 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 .. DA-SWM-1 Inflow Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 70.00 70.00 am 60.00 60.00.. .. 50.00 50.00 �' 40.00 40.00 ow 30.00 30.00 20.00 20.00 0 10.00 � 10.00 um 0.00 - — 0.00 .,, 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time(hrs) - Pond Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 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(cuft) Total storage(cuft) am 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 on5.81 493.30 36,500 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 ms 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 Rect --- --- Length(ft) = 75.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No Slope(%) = 1.00 0.00 0.00 n/a o n 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 Yes No No TW Elev.(ft) = 0.00 OM Note:CulverVOrifice outflows are analyzed under inlet(ic)and outlet(oc)control Weir risers checked for orifice conditions(ic)and submergence(s). am Stage(ft) Stage/Discharge Elev(ft) 6.00 an 493.49 - = .r 5.00 �- , 492.49 MaM=111111 .. 4.00 "11 491.49 en3.00 .- 490.49 r 2.00 489.49 me 1.00 r- 488.49 0.00 487.49 0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00 ■++ Total Q Discharge(cfs) r. Hydrograph Report .. Hydraflow Hydrographs Extension for AutoCAD®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 cuft Inflow hyd. No. = 1 - DA-SWM-1 Inflow Max. Elevation = 489.67 ft Reservoir name = SWM-1 Max. Storage = 56,652 cuft Storage Indication method used. NMI rr SWM-1 Routed Q (cfs) Q (cfs Hyd. No. 2--2 Year ) 18.00 18.00 .. 15.00 15.00 12.00 12.00 9.00 9.00 ow 6.00 6.00 3.00 3.00 I- 0.00 -- 0.00 0 10 20 30 40 50 60 70 80 90 100 Hyd No. 2 Hyd No. 1 Time (hrs) Y Y SIIFL Total storage used = 56,652 cult .. Hydrograph Report .. Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 2 - SWM-1 Routed Hydrograph type = Reservoir Peak discharge = 0.479 cfs Storm frequency = 10 yrs Time to peak = 24.27 hrs Time interval = 2 min Hyd. volume = 113,081 cuft Inflow hyd. No. = 1 - DA-SWM-1 Inflow Max. Elevation = 491.73 ft Reservoir name = SWM-1 Max. Storage = 119,664 cuft Storage Indication method used. mg am "` Q (cfs) SWM-1 Routed Hyd. No. 2 -- 10 Year Q (cfs) 35.00 35.00 ami 30.00 30.00 Aim d. 25.00 25.00 20.00 timm. 20.00 15.00 15.00 ow 10.00 10.00 .. 5.00 5.00 m 0.00 - ' 0.00 sas 0 10 20 30 40 50 60 70 80 90 100 Hyd No. 2 Hyd No. 1 Time (hrs) Y Y Willi W Total storage used = 119,664 tuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 2 SWM-1 Routed Hydrograph type = Reservoir Peak discharge = 32.23 cfs Storm frequency = 100 yrs Time to peak = 12.57 hrs Time interval = 2 min Hyd. volume = 253,416 cuft Inflow hyd. No. = 1 - DA-SWM-1 Inflow Max. Elevation = 492.38 ft Reservoir name = SWM-1 Max. Storage = 141,607 cuft Storage Indication method used. ass rr SWM-1 Routed Q (cfs) Q (cfs) Hyd. No. 2 -- 100 Year 70.00 70.00 60.00 60.00 ®. 50.00 50.00 40.00 40.00 30.00 - 30.00 20.00 20.00 10.00 10.00 0.00 — `- 0.00 0 8 16 24 32 40 48 56 64 72 80 Time (hrs) Hyd No. 2 Hyd No. 1 1.111 L1,'J Total storage used = 141,607 cuft dill. dill IMO dir dir NMI POINT OF ANALYSIS #5 dir dir diw NIB INS dir Oil Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 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 conc. (Tc) = 16.50 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 r DA-SWM-5 Inflow Q (cfs) Hyd. No. 6--2 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - J - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 6 Time(hrs) .. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 gm 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 . DA-SWM-5 Inflow Q (cfs) Q (cfs) Hyd. No. 6-- 10 Year 10.00 10.00 am 8.00 8.00 .. 6.00 an 6.00 4.00 4.00 me ® 2.00 2.00 m 0.00 - J ...._ ' , _ 0.00 . 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 6 Time(hrs) Hydrograph Report rr Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®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 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 49,712 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. = 9.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) DA-SWM-5 Inflow Qcfs Hyd. No. 6 -- 100 Year Q-- (cfs) 18.00 I, 18.00 •• 15.00 15.00 12.00 12.00 9.00 9.00 .. 6.00 6.00 3.00 3.00 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 6 Time(hrs) -- Pond Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Tuesday,06/2/2015 in. Pond No. 7 - SWM-5 Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=613.49 ft w Stage I Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) r. 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 in 3.51 617.00 3,134 2,741 6,701 Culvert/Orifice Structures Weir Structures •• [A] [B] [C] [PrfRsr] [A] [B] [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 i 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 Rect --- --- 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 =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 err Note Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). NW Stage(ft) Stage/Discharge Elev(ft) 4.00 617.49 .r 3.00 616.49 r■ "r 2.00 615.49 rr 1.00 614.49 MN MI 0.00 613.49 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 Discharge(cfs) gm -�Total Q .r Hydrograph Report rr Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 24 .- SWM-5 Routed Hydrograph type = Reservoir Peak discharge = 3.193 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 9,186 cuft Inflow hyd. No. = 6 - DA-SWM-5 Inflow Max. Elevation = 614.85 ft Reservoir name = SWM-5 Max. Storage = 1,966 cuft Storage Indication method used. rr ims SWM-5 Routed Q (cfs) Q (cfs) Hyd. No. 24 --2 Year 4.00 4.00 3.00 3.00 2.00 2.00 aim 1.00 1.00 0.00 -- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 24 Hyd No. 6 ,111Il7 Total storage used = 1,966 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 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. SWM-5 Routed ▪ Q (cfs) Hyd. No. 24 -- 10 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 N. ▪ 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 0. Time(hrs) Hyd No. 24 Hyd No. 6 IZZZTI Total storage used =2,834 cuft N. Hydrograph Report .r Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 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 cuft 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. or SWM-5 Routed .. Q (cfs) 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 rr 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 24 Hyd No. 6 T 1 ZZ LI Total storage used = 3,941 cuft NIB 111111 MIN 11111111 NMI MIS POINT OF ANALYSIS #6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk,Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 7 DA-SWM-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 DA-SWM-2 Inflow Q (cfs) Hyd. No. 7 --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 wes 0.00 - ~-- 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 7 Time(hrs) r.. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk,Inc.v10.3 Wednesday,06/3/2015 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 DA-SWM-2 Inflow Q (cfs) Q (cfs) Hyd. No. 7-- 10 Year 30.00 30.00 •r 25.00 25.00 20.00 . 20.00 15.00 15.00 — 10.00 10.00 5.00 5.00 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 7 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 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 DA-SWM-2 Inflow Q (cfs) Q (cfs) Hyd. No. 7 -- 100 Year 60.00 60.00 r 50.00 - 50.00 40.00 40.00 l 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - 0.00 ,,w, 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 7 Time(hrs) Pond Report Hydraflow Hydrographs Extension for AutoCAD®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 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) +r 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 r 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 WANCulvert/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 14.00 0.00 0.00 i' 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 --- --- IOW 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) °"' Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(lc)and submergence(s). r Stage(ft) Stage/Discharge Elev(ft) .. 10.00 495.99 rr 8.00 493.99 SIM 6.00 , 491.99 to. 4.00 . 489.99 Y.r `r` 2.00 487.99 rr 0.00 485.99 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0 ® Total Q Discharge(cfs) NW Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 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 cuft Inflow hyd. No. = 7 - DA-SWM-2 Inflow Max. Elevation = 491.26 ft Reservoir name = SWM-2 Max. Storage = 35,046 cuft Storage Indication method used. SWM-2 Routed .. Q (cfs) Hyd. No. 12 --2 Year Q (cfs) 14.00 14.00 rim 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 Time(hrs) Hyd No. 12 Hyd No. 7 T[fI Total storage used = 35,046 cuft e• Hydrograph Report rr Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 12 — SWM-2 Routed Hydrograph type = Reservoir Peak discharge = 12.02 cfs Storm frequency = 10 yrs Time to peak = 12.53 hrs Time interval = 2 min Hyd. volume = 113,625 cuft Inflow hyd. No. = 7 - DA-SWM-2 Inflow Max. Elevation = 492.92 ft Reservoir name = SWM-2 Max. Storage = 52,559 cuft — Storage Indication method used. N NW rr SWM-2 Routed . Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs) 30.00 30.00 umk ▪ 25.00 25.00 20.0020.00 .. 15.00 15.00 .. 10.00 10.00 all 5.00 5.00 so 0.00 - - - 0.00 NM0 6 12 18 24 30 36 42 48 54 60 Time(hrs) Hyd No. 12 Hyd No. 7 TLI U.I Total storage used = 52,559 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk,Inc.v10.3 Wednesday,06/3/2015 dow 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. ,.r SWM-2 Routed Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs) 60.00 60.00 mil 50.00 50.00 40.00 40.00 30.00 30.00 .. .. 20.00 20.00 10.00 10.00 0.00 - ! 0.00 am. 0 4 8 12 16 20 24 28 32 Time(hrs) Hyd No. 12 Hyd No. 7 JJII IT Total storage used =64,350 cuft am Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 .r 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 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. = 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 DA-SWM-6 Inflow ` Q (cfs) Q (cfs) Hyd. No. 9 --2 Year 21.00 21.00 mis 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 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 9 Time(hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 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 61" 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 r Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(1.120 x 98)+(2.690 x 74)+(9.100 x 70)]/11.590 -r DA-SWM-6 Inflow Q (cfs) Q (cfs) Hyd. No. 9-- 10 Year 50.00 50.00 -- 40.00 40.00 30.00 30.00 20.00 20.00 No. 10.00 10.00 -r 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 9 Time(hrs) -- Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 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)]/11.590 rr DA-SWM-6 Inflow Q (cfs) Q (cfs) Hyd. No. 9-- 100 Year 90.00 90.00 80.00 80.00 70.00 70.00 60.00 . 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 ais 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 9 Time(hrs) r . Pond Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 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 me Stage I Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) dill 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 r. Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] - Rise(in) = 24.00 Inactive 0.00 0.00 Crest Len(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 = 1 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 Multi-Stage = Yes No No No Slope(%) = 4.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a or 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 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). MO NM Stage(ft) Stage/Discharge Elev(ft) 5.00 540.99 MI „r 4.00 539.99 o r 3.00538.99 ii. 2.00 .............;000e.oeoa0000.........e0.0..........oao.............•••''..°°"- 537.99 am am 1.00 536.99 .r 0.00 535.99 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0 140.0 .s. Total Q Discharge(cfs) ow ..' Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 13 — SWM-6 Routed Hydrograph type = Reservoir Peak discharge = 3.022 cfs Storm frequency = 2 yrs Time to peak = 12.50 hrs ® Time interval = 2 min Hyd. volume = 53,461 cuft Inflow hyd. No. = 9 - DA-SWM-6 Inflow Max. Elevation = 537.15 ft Reservoir name = SWM-6 Max. Storage = 23,700 cuft Storage Indication method used. .r ... SWM-6 Routed •` Q (cfs) Hyd. No. 13 --2 Year Q (cfs) 21.00 21.00 .. 18.00 18.00 WM iii, 15.00 15.00 "" 12.00 12.00 .. 9.00 9.00 6.00 6.00 r. 3.00 3.00 . r 0.00 0.00 0 8 16 24 32 40 48 56 64 72 Au Time(hrs) Hyd No. 13 Hyd No. 9 TI LI Total storage used = 23,700 cuft r. Hydrograph Report rr Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 13 SWM-6 Routed Hydrograph type = Reservoir Peak discharge = 27.37 cfs Storm frequency = 10 yrs Time to peak = 12.17 hrs Time interval = 2 min Hyd. volume = 112,687 cuft Inflow hyd. No. = 9 - DA-SWM-6 Inflow Max. Elevation = 537.75 ft Reservoir name = SWM-6 Max. Storage = 35,972 cuft Storage Indication method used. rr SWM-6 Routed " Q (cfs) Hyd. No. 13 -- 10 Year Q (cfs) 50.00 50.00 aim 40.00 40.00 rr 30.00 30.00 iso 20.00 20.00 .. 10.00 10.00 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 13 Hyd No. 9 _HIM Total storage used = 35,972 cuft - Hydrograph Report .r� Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 13 ,., SWM-6 Routed Hydrograph type = Reservoir Peak discharge = 61.66 cfs Storm frequency = 100 yrs Time to peak = 12.13 hrs ® Time interval = 2 min Hyd. volume = 237,223 cuft Inflow hyd. No. = 9 - DA-SWM-6 Inflow Max. Elevation = 538.83 ft r. Reservoir name = SWM-6 Max. Storage = 60,490 cuft Storage Indication method used. or .r SWM-6 Routed Q (cfs) Hyd. No. 13-- 100 Year Q (cfs) 90.00 90.00 rr 80.00 80.00 70.00 70.00 imi 60.00 60.00 50.00 50.00 40.00 40.00 .. 30.00 30.00 20.00 20.00 on 10.00 10.00 iiik,................... _ 0.00 ' - 0.00 dm 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 13 Hyd No. 9 TLT_1 II Total storage used = 60,490 cuft .r Hydrograph Report rr Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk,Inc.v10.3 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)]/5.190 DA-SWM-7 Inflow Q (cfs) Q (cfs) Hyd. No. 10 --2 Year 10.00 10.00 8.00 8.00 6.00 6.00 as 4.00 4.00 — 2.00 - 2.00 r 0.00 - `— 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 10 Time(hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk,Inc.v10.3 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)=[(1.650 x 98)+(6.730 x 74)+(2.300 x 60)]/5.190 DA-SWM-7 Inflow Q (cfs) Hyd. No. 10-- 10 Year Q (cfs) 21.00 21.00 18.00 18.00 .,, 15.00 15.00 "I 12.00 12.00 9.00 9.00 mos 6.00 6.00 3.00 3.00 0.00 -- 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) - Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk,Inc.v10.3 Wednesday,06/3/2015 rr 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 -I Time interval = 2 min Hyd. volume = 113,303 cuft Drainage area = 5.190 ac Curve number = 76* Basin Slope = 0.0 % Hydraulic length = 0 ft 61` 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)=[(1.650 x 98)+(6.730 x 74)+(2.300 x 60)]/5.190 DA-SWM-7 Inflow Q (cfs) Hyd. No. 10-- 100 Year Q (cfs) 40.00 40.00 sis 30.00 30.00 20.00 20.00 10.00 10.00 0.00 — 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 10 Time(hrs) Pond Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Tuesday,06/2/2015 am Pond No. 11 - SWM-7 Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=459.99 ft MO Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) me 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 ,- 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 r 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 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 459.00 460.00 0.00 0.00 Weir Type = 1 Rect --- --- No Length(ft) = 63.00 0.00 0.00 0.00 Multi-Stage = 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) or Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). so Stage(ft) Stage/Discharge Elev(ft) Mil 12.00 471.99 .r 10.00 T•..- 469.99 am 8.00 467.99 ram 6.00 465.99 r. 4.00 463.99 2.00 461.99 iim 0.00 459.99 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 i Total Q Discharge(cfs) r. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 ari Hyd. No. 14 SWM-7 Routed Hydrograph type = Reservoir Peak discharge = 0.351 cfs Storm frequency = 2 yrs Time to peak = 15.67 hrs "f Time interval = 2 min Hyd. volume = 27,737 cuft Inflow hyd. No. = 10 - DA-SWM-7 Inflow Max. Elevation = 462.33 ft Reservoir name = SWM-7 Max. Storage = 16,650 cuft Storage Indication method used. r- SWM-7 Routed Q (cfs) Hyd. No. 14--2 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 MIN 4.00 4.00 N. 2.00 2.00 0.00 - — - 0.00 0 6 12 18 24 30 36 42 48 54 60 Time (hrs) Hyd No. 14 Hyd No. 10 LEER Total storage used = 16,650 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 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 cuft Storage Indication method used. MIN SWM-7 Routed Q (cfs) Q (cfs) Hyd. No. 14 -- 10 Year 21.00 21.00 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 0.00 0 8 16 24 32 40 48 56 64 72 Time(hrs) Hyd No. 14 Hyd No. 10 .i I1J T I Total storage used = 37,651 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 14 SWM-7 Routed Hydrograph type = Reservoir Peak discharge = 3.587 cfs Storm frequency = 100 yrs Time to peak = 12.73 hrs Time interval = 2 min Hyd. volume = 113,264 cuft Inflow hyd. No. = 10 - DA-SWM-7 Inflow Max. Elevation = 466.86 ft Reservoir name = SWM-7 Max. Storage = 67,376 cuft Storage Indication method used. ■rr SWM-7 Routed Q (cfs) Hyd. No. 14-- 100 Year Q (cfs) 40.00 40.00 30.00 30.00 11111 20.00 20.00 10.00 10.00 0.00 - - 0.00 0 8 16 24 32 40 48 56 64 72 80 Time(hrs) - Hyd No. 14 Hyd No. 10 _DIM 1 Total storage used = 67,376 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 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 DA-SWM-8 Inflow Q(cfs) Q (cfs) Hyd. No. 11 --2 Year 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 2 4 6 8 10 12 14 16 18 20 22 24 26 age Time(hrs) — Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 rr 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)]/4.990 rr DA-SWM-8 Inflow `r Q (cfs) Q (cfs) Hyd. No. 11 -- 10 Year 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 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 Autodesk, Inc.v10.3 Wednesday,06/3/2015 rrr 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 98)+(3.130 x 74)+(1.040 x 70)]/4.990 DA-SWM-8 Inflow Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs) 50.00 50.00 40.00 40.00 mis 30.00 - 30.00 20.00 20.00 +o 10.00 10.00 J\.."*"- 0.00 - 0.00 ins0 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 Autodesk, Inc.v10.3 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 cuft 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 Modified Att-Kin routing method used. Nis 6A - SWM-2 Reach to POA 6 Q (cfs) Q (cfs) Hyd. No. 16 --2 Year 1.00 1.00 0.90 0.90 0.80 0.80 "" 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 1116.. 0.30 0.30 — 0.20 0.20 0.10 0.10 Jim 0.00 -- 0.00 0 6 12 18 24 30 36 42 48 54 60 Time(hrs) Hyd No. 16 Hyd No. 12 - Hydrograph Report " Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 Hyd. No. 16 .. 6A- SWM-2 Reach to POA 6 Hydrograph type = Reach Peak discharge = 10.67 cfs Storm frequency = 10 yrs Time to peak = 12.63 hrs . Time interval = 2 min Hyd. volume = 113,488 cuft 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 = 5.65 ft/s Routing coeff. = 0.3759 am Modified Att-Kin routing method used. . 6A - SWM-2 Reach to POA 6 Q (cfs) Q (cfs) Hyd. No. 16-- 10 Year 14.00 14.00 me 12.00 12.00 Am — 10.00 10.00 " 8.00 8.00 iii 6.00 6.00 1L.... 4.00 4.00 2.00 2.00 .. 0.00 - — 0.00 ,� 0 6 12 18 24 30 36 42 48 54 60 Time (hrs) Hyd No. 16 Hyd No. 12 " Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 rr Hyd. No. 16 6A - SWM-2 Reach to POA 6 Hydrograph type = Reach Peak discharge = 50.90 cfs Storm frequency = 100 yrs Time to peak = 12.33 hrs Time interval = 2 min Hyd. volume = 235,799 cuft 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 = 8.18 ft/s Routing coeff. = 0.5019 war Att-Kin routing method used. 6A - SWM-2 Reach to POA 6 Q (cfs) Q (cfs) Hyd. No. 16-- 100 Year 60.00 60.00 mei 50.00 50.00 40.00 40.00 30.00 - 30.00 ,.. 20.00 20.00 10.00 10.00 0.00 - 0.00 .. 0 4 8 12 16 20 24 28 32 36 Time(hrs) Hyd No. 16 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 or Hyd. No. 17 .. 6B - SWM-6 Reach to POA 6 Hydrograph type = Reach Peak discharge = 2.810 cfs Storm frequency = 2 yrs Time to peak = 12.70 hrs Time interval = 2 min Hyd. volume = 53,277 cuft Inflow hyd. No. = 13 - SWM-6 Routed Section type = Triangular Reach length = 2792.0 ft Channel slope = 3.7 yo .. 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 = 4.24 ft/s Routing coeff. = 0.2168 Modified Att-Kin routing method used. — 6B - SWM-6 Reach to POA 6 — Q (cfs) Hyd. No. 17 --2 Year Q (cfs) 4.00 4.00 r. 3.00 3.00 as r. 2.00 2.00 am ro 1.00 1.00 .r - — I L\111146 ........t. ini 0.00 - 0.00 rr 0 8 16 24 32 40 48 56 64 72 Time(hrs) Hyd No. 17 Hyd No. 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 -- Hyd. No. 17 6B - 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. 6B - SWM-6 Reach to POA 6 Q (cfs) Hyd. No. 17 -- 10 Year Q (cfs) 28.00 28.00 24.00 24.00 ® 20.00 20.00 "1 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 - �^ 0.00 ,r 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 17 Hyd No. 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 wr 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 Modified Att-Kin routing method used. 6B - SWM-6 Reach to POA 6 Q (cfs) Hyd. No. 17-- 100 Year Q (cfs) 70.00 70.00 60.00 60.00 41. 50.00 50.00 '-° 40.00 40.00 30.00 30.00 mom 20.00 20.00 10.00 10.00 0.00 --�� � 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 17 Hyd No. 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 ais Hyd. No. 18 6C - SWM-7 Reach to POA 6 Hydrograph type = Reach Peak discharge = 0.351 cfs Storm frequency = 2 yrs Time to peak = 15.77 hrs °"' Time interval = 2 min Hyd. volume = 27,547 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 = 2.37 ft/s Routing coeff. = 0.3382 me Modified Att-Kin routing method used. 6C - SWM-7 Reach to POA 6 . Q (cfs) Hyd. No. 18 --2 Year Q (cfs) 0.50 0.50 0.450.45 as 0.40 0.40 l" 0.35 0.35 0.30 0.30 0.25 0.25 ma 0.20 0.20 0.15 0.15 — 0.10 0.10 0.05 0.05 i 0.00 J 0.00 0 6 12 18 24 30 36 42 48 54 Time(hrs) Hyd No. 18 Hyd No. 14 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 w Hyd. No. 18 6C - SWM-7 Reach to POA 6 Hydrograph type = Reach Peak discharge = 0.493 cfs Storm frequency = 10 yrs Time to peak = 17.10 hrs "" Time interval = 2 min Hyd. volume = 55,569 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 = 2.58 ft/s Routing coeff. = 0.3628 Modified Att-Kin routing method used. 6C - SWM-7 Reach to POA 6 Q (cfs) Q (cfs) Hyd. No. 18 -- 10 Year 0.50 0.50 0.45 I 0.45 0.40 0.40 I" 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 iwa 0.15 0.15 0.10 0.10 0.05 0.05 0.00 - — 0.00 0 6 12 18 24 30 36 42 48 54 60 66 72 Time(hrs) Hyd No. 18 Hyd No. 14 Hydrograph Report r. Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 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 cult 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 Modified Att-Kin routing method used. mai 6C - SWM-7 Reach to POA 6 Q (cfs) Q (cfs) Hyd. No. 18-- 100 Year 4.00 4.00 3.00 ' - 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0 8 16 24 32 40 48 56 64 72 80 Time(hrs) Hyd No. 18 Hyd No. 14 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Tuesday,06/2/2015 rr 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)=[(76.550 x 60)+(1.660 x 98)+(4.030 x 74)+(10.490 x 70)]/96.030 Nor Post DA-6U Q (cfs) Hyd. No. 8 --2 Year Q (cfs) 70.00 70.00 asi rr 60.00 60.00 .. 50.00 50.00 — 40.00 40.00 rr 30.00 30.00 20.00 20.00 rr 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 8 Time(hrs) rr Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 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 Post DA-6U ` Q (cfs) Q (cfs) Hyd. No. 8 -- 10 Year 210.00 210.00 180.00 - 180.00 as, 150.00 150.00 "- 120.00 120.00 90.00 90.00 -■ l 60.00 60.00 30.00 30.00 0.00 — 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 8 Time(hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Wednesday,06/3/2015 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 = 0 ft 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)]/96.030 rr Post DA-6U Q (cfs) Q (cfs) Hyd. No. 8-- 100 Year 490.00 490.00 420.00 420.00 • 350.00 350.00 "' 280.00 280.00 210.00 210.00 ... . 140.00 140.00 70.00 70.00 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 8 Time(hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®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 Combined 6 Q (cfs) Hyd. No. 23--2 Year Q (cfs) 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 mkt 0.00 0.00 w. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) - Hyd No. 23 Hyd No. 8 Hyd No. 11 Hyd No. 16 Hyd No. 17 Hyd No. 18 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 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 Combined 6 Q (cfs) Hyd. No. 23 -- 10 Year Q (cfs) 240.00 240.00 210.00 210.00 r. 180.00 180.00 150.00 150.00 120.00 120.00 ism 90.00 90.00 60.00 60.00 30.00 30.00 0.00 - ' - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 23 Hyd No. 8 Hyd No. 11 Hyd No. 16 Hyd No. 17 Hyd No. 18 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D®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 ,® Combined 6 Q (cfs) Q (cfs) Hyd. No. 23 -- 100 Year 640.00 640.00 560.00 560.00 480.00 480.00 400.00 400.00 320.00 320.00 240.00 240.00 160.00 160.00 80.00 80.00 2 AL 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 23 Hyd No. 8 Hyd No. 11 Hyd No. 16 Hyd No. 17 Hyd No. 18 1111111 OM IN IMO 11111 NIB IIIIIIII NO BMP CALCULATIONS WM -■ PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 51) .� 8 M P 3 Worksheet 1 Page 1 of 3 STEP 1 Determine the applicable area (A) and the post-developed impervious cover / ('post)• �. Applicable area(A)* = 12 .`►0 acres Post-development impervious cover: structures = 0•S1 acres al n's+awtis spar•krivrInt = 0•yS acres wslks —� roadway = 0•$$ acres other: acres = acres Total = 1 •9 acres 'post=(total post-development impervious cover_A) x 100= 14'73 * 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 ('watershed)D.r the existing impervious cover(In;st;og). - • - . 1• • - •1• Si I atershed): If the locality has determined land cover conditions for individual watersheds within its jurisdiction, use the watershed specific value determined by the locality aswatershed I = r 1 ih % watershed Otherwise, use the Chesapeake Bay default value: 'watershed = 16% rr rr 5D-5 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX SD Worksheet I Page 2 of 3 . •' •• •-r1 • • - I xisting): Determine the existing impervious cover of the development site if present. Existing impervious cover: structures = ° acres parking lot = 0 acres roadway = b acres other: acres acres Total = 0 acres 'existing=(total existing impervious cover_A*) x 100= 0 °A) * 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: -r Situation 1: This consists of land development where the existing percent impervious cover(Fisting) is less than or equal to the average land cover condition (lwatershed) and the proposed improvements will create a total percent impervious cover(Ipos)which is less than or equal to the average land cover condition('watershed)• o < TT o/ 'post Aq watershed rr 5D-6 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(Iexisting) is less than or equal to the average land cover condition ('watershed) and the proposed improvements will create a total percent impervious cover(Ipos) which is greater than the average land cover .. condition(Iwatershed)• 'existing 4 'watershed * %; and 'post �4 13 % 'watershed IL % 5+:11 h:AA 4-0 t'c t Situation 3: This consists of land development where the existing percent impervious cover('existing) is greater than the average land cover condition('watershed). existing 04 watershed 0/O Situation 4: This consists of land development where the existing percent impervious cover(IeX1sting) 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 SD .. eMp 3 Worksheet 2 : Situation 2 Page 1 of 4 Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEP 3, Worksheet 1: Applicable area (A)* = I 1 A° acres 'post =(total post-development impervious cover_A) x 100 = %4.13 % 'watershed = N 10 % or 'watershed = 16% 'existing=(total existing impervious cover-A*) x 100= 0 'existing / < watershed IL %; and Ipost 1'1.1; %>Iwatershed 'V % s i" h t t.( STEP 4 Determine the relative pre-development pollutant load('pre). ors Lpre(watershed)_ [0.05 + (0.009 x "watershed)] x A x 2.28 (Equation 5-16) where: Lpre(watashed) = relative pre-development total phosphorous load(pounds per year) em. 'watershed = average land cover condition for specific watershed or locality Dr the Chesapeake Bay default value of 16% (percent expressed in whole numbers) A = applicable area(acres) Lpre(watershed) = [0.05 +(0.009 x (V•` )] x i2`9 x 2.28 rr = S •1 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 (Lpo„). Lpost = [0.05 + (0.009 x Ipost)] x A x 2.28 (Equation 5-21) where: Lpost = relative post-development total phosphorous load(pounds per year) Ipost = post-development percent impervious cover(percent expressed in whole numbers) A = applicable area(acres) Lpost = [0.05 + (0.009 x 1411 )] x x 2.28 = S•S/ pounds per year STEP 6 Determine the relative pollutant removal requirement(RR). RR = Lpost — Lpre(watershed) .. S.31- S•11 RR = St& - tre} 0.14 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_Lpost) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency(percent expressed in whole numbers) RR = pollutant removal requirement(pounds per year) "'� Lpost = relative post-development total phosphorous load(pounds per year) EFF = ( 0 -(05 _ 5 .11 ) x 100 11.1% 5D-10 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 Page 3 of 4 • 2. Select BMP(s) from Table 5- and locate on the site: BMP 1: E.-g4 c t eft•Nk : o (4 y W ) w I 4 BMP 2: BMP 3: 3. Determine the pollutant load entering the proposed BMP(s): LBMp = [0.05 + (0.009 x IBMp)] x A x 2.28 (Equation 5-23) where: Limp = relative post-development total phosphorous load entering proposed BMP (pounds per year) IBMp = post-development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) LBMpl = [0.05 + (0.009 x 14.13 )] x t2.°I x 2.28 = 5 . 3 1 pounds per year ... LBMP2 = [0.05 + (0.009 x )] x x 2.28 pounds per year LBMP3 = [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 = EffaNe x Lamy (Equation 5-24) where: Lremoved = Post-development pollutant load removed by proposed BMP (pounds per year) EffBmp = pollutant removal efficiency of BMP (expressed in decimal form) LBS = relative post-development total phosphorous load entering proposed BMP (pounds per year) 3 .41 Lremoved/BMP1 = O • x = pounds per year Lremoved/B11P2 = x = pounds per year Lremoved/BMP3 = x = pounds per year 5. Calculate the total pollutant load removed by the BMP(s): Lremoved/total = L'removed/BMP1 +LremovedBMP2+Lremoved/BMP3 + • • • (Equation 5-25) where: Lremovedhotat = total pollutant load removed by proposed BMPs .. LremovedBMP1 = pollutant load removed by proposed BMP No. 1 Lremoved/BMP2= pollutant load removed by proposed BMP No.2 LremovedBMP3 = pollutant load removed by proposed BMP No. 3 = s •4 NIA A Lremoved/total + + N + ... = 3• `k pounds per year • 6. Verify compliance: Lremoved/total 2 RR .� 3.14% Z 0 .34 5D-12 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D G Worksheet 1 Page 1 of 3 STEP 1 Determine/ the applicable area (A) and the post-developed impervious cover ('pest • Applicable area(A)* = 11•ay acres .. Post-development impervious cover: structures = O•6101 acres 4A4 t mtS perking-tot = •Ott acres roadway = 1• acres other: acres acres Total = 2.33 acres "post=(total post-development impervious cover_A) x 100= «• 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 ('watershed)Or the existing impervious cover(Iexisting)• 4 - ' ' . 1• • - •i• N •• i trashed): If the locality has determined land cover conditions for individual watersheds within its jurisdiction,use the watershed specific value determined by the locality as Lwatershed 'watershed = NIA % Otherwise, use the Chesapeake Bay default value: 'watershed = 16% rr rr 5D-5 -- PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX SD Worksheet 1 Page 2 of 3 Rxisting impervious cover(T xisting): Determine the existing impervious cover of the development site if present. Existing impervious cover: structures = 0 acres parking lot = 0 acres roadway = 0 acres other: = acres acres Total = 0 acres r® 'existing=(total existing impervious cover_A*) x 100= 0 * The area should be the same as used in STEP 1. STEL.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(' ;Sting) is less than or equal to the average land cover condition ("watershed)and the proposed improvements will create a total percent impervious cover(ISS)which is less than or equal to the average land cover condition(I,,atecshed)• Ipost 41/0 5 'watershed 5D-6 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(Iexisting) is less than or equal to the average land cover condition l ('watershed) and the proposed improvements will create a total percent impervious cover(Ipost)which is ,greater than the average land cover condition('watershed) 'existing o ` o�R Iwatershed ' "; and oem I ' ''To� >I post watershed t V off" Situation 3: This consists of land development where the existing percent impervious cover(Iexisting) is greater than the average land cover condition(I„atershed)• 'existing °A>Iwatershed 041 Situation 4: This consists of land development where the existing percent impervious cover(Iexisting) 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 SD 6MP Worksheet 2 : Situation 2 Page 1 of 4 Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEP 3, Worksheet 1: Applicable area (A)* = 12.01 acres 'post =(total post-development impervious cover 4-A) x 100 = 1 b.IS A 'watershed= N'^ % or 'watershed = 16% 'existing=(total existing impervious cover_A*) x 100= •- 0 'existing % watershed 1 %; and 'post Ib.15 %>'watershed Is OA STEP 4 Determine the relative pre-development pollutant load(Lpre). Lpre(watershed)= [0.05 + (0.009 x 'watershed)] X A x 2.28 (Equation 5-16) where: Lpre(watershed) = relative pre-development total phosphorous load(pounds per year) watershed = average land cover condition for specific watershed or locality i r the Chesapeake Bay default value of 16% (percent expressed in whole numbers) .,, A = applicable area(acres) Lpre(watershed)= [0.05 +(0.009 x I(0 )1X 1144 x 2.28 = S • R pounds per year aos asis 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 (Lpost). Lpost = [0.05 + (0.009 x Ipost)] x A x 2.28 (Equation 5-21) where: Lpost = relative post-development total phosphorous load(pounds per year) Ipost = post-development percent impervious cover(percent expressed in whole numbers) A = applicable area(acres) Lpost = [0.05 + (0.009 x _11,11_)] x 12.% 1 x 2.28 = 4 .7-S pounds per year STEP 6 Determine the relative pollutant removal requirement(RR). RR = Lpost — Lpre(watershec aim RR = 4.2.5 _ S.46 = 0•S/ 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-Lpost) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency(percent expressed in whole numbers) RR = pollutant removal requirement(pounds per year) Lpost = relative post-development total phosphorous load(pounds per year) EFF = ( °•4 - �s•7.5 ) x 100 to-4 5D-10 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 Page 3 of 4 • Lt 2. Select BMP(s) from Table 5-1,E(and locate on the site: BMP 1: 6". t .* kA De-6,4;7" L y c O J) w I 1'4 J t la e A Ck BMP 2: BMP3: 3. Determine the pollutant load entering the proposed BMP(s): LBMp = [0.05 + (0.009 x IBMP)] x A x 2.28 (Equation 5-23) where: LBmp = relative post-development total phosphorous load entering proposed BMP (pounds per year) IBI p = post-development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) LBMpl = [0.05 + (0.009 x I t•1 S )] x 12.141 x 2.28 _ ` •7.5 pounds per year ••,, LBMp2 = [0.05 +(0.009 x )] x x 2.28 pounds per year LBMp3 = [0.05 +(0.009 x )] x x 2.28 ® = pounds per year Eli 5D-11 �- PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX SD • Worksheet 2 : Situation 2 Page 4 of 4 /t/J 4. Calculate the pollutant load removed by the proposed BMP(s): Lremoved = Eff8MP X LB,vfP (Equation 5-24) where: Lremoved = Post-development pollutant load removed by proposed BMP (pounds per year) EffBMp = pollutant removal efficiency of BMP (expressed in decimal form) LBMP = relative post-development total phosphorous load entering proposed BMP (pounds per year) Lremoved/Mel = 0 X (O•2S = ` .06 pounds per year LremovedBMP2 = X = pounds per year loo LremovedBMP3 = X = pounds per year 5. Calculate the total pollutant load removed by the BMP(s): ®r Lremoved/total = LremovedBMP1 +LremovedBMP2+LremovedBMP3 + • • • (Equation 5-25) where: Lremoved/total = total pollutant load removed by proposed BMPs Lremoved/BMP 1 = pollutant load removed by proposed BMP No. 1 LremovedBMP2= pollutant load removed by proposed BMP No. 2 LremovedBMP3= pollutant load removed by proposed BMP No. 3 L = 4. . NI1 + t� + JIa + . . . Lremoved/total 01 �•• = L• C t' pounds per year 6. Verify compliance: Lr oved/total RR .. `'(•" Z 0.51 5D-12 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D AMPS Worksheet 1 Page 1 of 3 STEP 1 Determine the applicable area (A) and the post-developed impervious cover ('post). Applicable area(A)* = _Z•S q acres Post-development impervious cover: structures = C• 14 acres df Jt•fc..is.p kitTg of = 0.01 acres '9.ia us roadway = 0 • / acres other: = acres acres Total = 0.4 0 acres 'post=(total post-development impervious cover_A) x 100= 1S •W H * 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 ('watershed)Dr the existing `i impervious cover(Iexisting). existing • • - • s• • - •i• ••• tershed): 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 mas T N "p % watershed Otherwise, use the Chesapeake Bay default value: 'watershed = 16% 5D-5 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 1 Page 2 of 3 • • ' 1• •"• • • - -xisting): Determine the existing impervious cover of the development site if present. Existing impervious cover: structures = 0 acres parking lot = O acres roadway = O acres other: acres acres Total = acres .,, 'existing=(total existing impervious cover=A*) x 100= * 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(Iexisting) is less than or equal to the average land cover condition (Iwatershed) and the proposed improvements will create a total percent impervious cover(Ipos)which is less than or equal to the average land cover condition(Iwatershed)• o post o.R < watershed /rt 5D-6 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX SD v.. Worksheet 1 Page 3 of 3 Situation 2: This consists of land development where the existing percent impervious cover(Iexisting) is less than or equal to the average land cover condition l ('watershed) and the proposed improvements will create a total percent impervious cover(Ipost)which is greater than the average land cover condition(Iwatershed)• rr+ 'existing % Iwatershed V %; and 'post \S.4M %>=watershed .it* % $ 4;" A t e.4 t l.,•4 Situation 3: This consists of land development where the existing percent impervious cover(Iexisting) is greater than the average land cover condition(Iwatershed)• sum 'existing %>'watershed Situation 4: This consists of land development where the existing percent impervious cover(Iexisting) 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 UREA,on the ,.. appropriate worksheet. 5D-7 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX SD gneS Worksheet 2 : Situation 2 Page 1 of 4 Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEP 3, Worksheet 1: Applicable area(A)* = 2.S'1 acres 'post =(total post-development impervious cover_A) x 100 = IS•`19 04, 'watershed = N 1A % or 'watershed = 16% 'existing=(total existing impervious cover-A*) x 100= 0 % 'existing % 5 'watershed '' %; and `S•y y'Post °fin 'watershed '4 °A STEP 4 Determine the relative pre-development pollutant load(Lpre). r Lpre(watershed)_ [0.05 + (0.009 x 'watershed)] x A x 2.28 (Equation 5-16) where: Lpre(watershed) = relative pre-development total phosphorous load(pounds per year) e..r "watershed = 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(watershed) = [0.05 +(0.009 x I V )] x 2.l x 2.28 • _ I • S 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 ('-`post). Lpost = [0.05 + (0.009 x Ipost)] x A x 2.28 (Equation 5-21) where: Lpost = relative post-development total phosphorous load(pounds per year) Ipost = post-development percent impervious cover(percent expressed in whole numbers) A = applicable area(acres) Lpost = [0.05 + (0.009 x IS•�l'f )] x 2•S1 x 2.28 �„ _ • 12. pounds per year STEP 6 Determine the relative pollutant removal requirement(RR). RR = Lpost — Lpre(watershed) rr RR = I.It - I.IL �• = • 0 .03 pounds per year .. STF,P 7 Identify best management practice(BMP) for the site. 1. Determine the required pollutant removal efficiency for the site: EFF = (RR-Lpast) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency(percent expressed in whole numbers) RR = pollutant removal requirement(pounds per year) Lpost = relative post-development total phosphorous load(pounds per year) EFF = ( 0 •4S _ . L ) x100 St •04 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: aiaC'cds.�A41.0 5• 1. imQerwZipa s,rtu BMP 2: BMP3: 3. Determine the pollutant load entering the proposed BMP(s): LBMP = [0.05 + (0.009 x IBM,)] x A x 2.28 (Equation 5-23) where: LBMI, = relative post-development total phosphorous load entering proposed BMP (pounds per year) IBMp = post-development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) LBNtPi = [0.05 + (0.009 x IS . 4M)] x 2 •S1 x 2.28 .r = 1• . pounds per year LB2 = [0.05 + (0.009 x )] x x 2.28 pounds per year LBMP3 = [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 = EffBMP x LBS (Equation 5-24) where: Lremoved = Post-development pollutant load removed by proposed BMP (pounds per year) Eff8 = pollutant removal efficiency of BMP (expressed in decimal form) LBMI, = relative post-development total phosphorous load entering proposed BMP (pounds per year) LremovedBMPi = 0 •DS x i •12 = 0 .13 pounds per year Lremoved/BMP2 = x = pounds per year Lremoved/BMP3 = x = pounds per year am 5. Calculate the total pollutant load removed by the BMP(s): Lremoved/total = Lremoved/BMP1 +Lremoved/BMP2+I'removed/BMP3 + • • • (Equation 5-25) where: Lremove&total = total pollutant load removed by proposed BMPs �., Lremoved/BMP1 = pollutant load removed by proposed BMP No. 1 L removed/BMP2= pollutant load removed by proposed BMP No. 2 Lremoved/BMP3= pollutant load removed by proposed BMP No. 3 Lremoved/total = ° •13 + N 1p + N + • • • .�. = O.13 pounds per year 6. Verify compliance: Lremoved/total Z RR 0. 13 Z -°• „3 5D-12 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX SD .. (!MP � Worksheet 1 Page 1 of 3 STEP 1 Determine/ the applicable area (A) and the post-developed impervious cover ('post)• �. Applicable area(A)* = I I.5' acres Post-development impervious cover: structures = 0.31 acres a nv t•nls. ,par.l rtg-krt = O.13 acres �,.& la roadway = 0 .4S acres other: r- = acres = acres Total = • OP acres 'post=(total post-development impervious cover_A) x 100= 8•113 * 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 ('watershed)Or the existing impervious cover(I ) existing • • - • •- . 1 1 • - •1• 1 •1 atershedil • 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,r, bed. TT _ J(D % watershed Otherwise, use the Chesapeake Bay default value: 'watershed = 16% 5D-5 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 1 Page 2 of 3 mu • • . 1_ •is •"•I • • ' xisting): Determine the existing impervious cover of the development site if present. Existing impervious cover: structures = ° acres parking lot = 0 acres roadway = ° acres •` other: acres acres Total = G acres .,, 'existing=(total existing impervious cover-A*) x 100= 0 o/Q * 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(V)the appropriate development situation as follows: Situation 1: This consists of land development where the existing percent impervious cover('existing)is less than or equal to the average land cover condition (1w,atershed)and the proposed improvements will create a total percent impervious cover(IpoSt)which is less than or equal to the average land cover condition(Ia,atershea)• 'post QTR "watershed 0/2 mu 5D-6 mu PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX SD Worksheet 1 Page 3 of 3 I Situation 2: This consists of land development where the existing percent impervious cover(Iexisting) is less than or equal to the average land cover condition ('watershed) and the proposed improvements will create a total percent impervious cover('post)which is greater than the average land cover condition(Iwatershed)• a. Iexisting 0 % < Iwatershed (4 oda; and 'post t. it l %> watershed 16 % S k t ^t' ^o S ce Situation 3: This consists of land development where the existing percent impervious cover(Iexisting) is greater than the average land cover condition(Iwatershed) o mon existing �Q 'watershed on Situation 4: This consists of land development where the existing percent impervious cover(Iexisting) 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 4Mt 4, Worksheet 2 : Situation 2 Page 1 of 4 mws Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEP 3, Worksheet 1: Applicable area (A)* = 11.S i acres "post =(total post-development impervious cover_A) x 100 = $•63 % 'watershed = N Li % or Iwatershed = 16% 'existing=(total existing impervious cover-A*) x 100= 0 'existing O % < 'watershed t %; and ,r„ 'post b•v %> watersheds I % STEP 4 Determine the relative pre-development pollutant load (Lpre). ars Lpre(watershed)= [0.05 +(0.009 x 'watershed)] x A x 2.28 (Equation 5-16) where: Lpre(watershed) = relative pre-development total phosphorous load(pounds per year) watershed = average land cover condition for specific watershed or locality or the Chesapeake Bay default value of 16% (percent expressed in whole numbers) .. A = applicable area(acres) Lpre(watershed) _ [0.05 +(0.009 x l' )] x 1%.S1 x 2.28 5. I) pounds per year 5D-9 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX SD Worksheet 2 : Situation 2 Page 2 of 4 STEP 5 Determine the relative post-development pollutant load (Lpos). LP.„ = [0.05 + (0.009 x Ipost)] x A x 2.28 (Equation 5-21) where: Lpost = relative post-development total phosphorous load(pounds per year) —Post = post-development percent impervious cover(percent expressed in whole numbers) A = applicable area(acres) I'post = [0.05 + (0.009 x t.63 )] x 1151 x 2.28 ,■, = 3 .3') pounds per year ® STEP 6 Determine the relative pollutant removal requirement(RR). RR = Lpost - Lpre(watershed) .. RR 3.31 _ S'. 11 `. = —I.l t pounds per year STEP 7 Identify best management practice(BMP) for the site. 1. Determine the required pollutant removal efficiency for the site: sos EFF = (RR-Lpost) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency(percent expressed in whole numbers) RR = pollutant removal requirement(pounds per year) Lpost = relative post-development total phosphorous load(pounds per year) ..` EFF = ( 1 -1` _ 3-)/ ) x 100 `17 F = !{� •2 % r 5D-10 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 Page 3 of 4 • Lt 2. Select BMP(s) from Table 5-Wand locate on the site: BMP 1: E.r4c^ A I a 94'x' ' f q • "&i) w ' AN' ba--off► BMP 2: BMP 3: 3. Determine the pollutant load entering the proposed BMP(s): LBMP = [0.05 + (0.009 x IBMP)] x A x 2.28 (Equation 5-23) where: LBMP = relative post-development total phosphorous load entering proposed BMP (pounds per year) IBmp = post-development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) LBi = [0.05 + (0.009 x 1 -`3 )] x 1 .51 x 2.28 = 111 pounds per year ,., LBMPa = [0.05 + (0.009 x )] x x 2.28 = pounds per year Limn = [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 = EffBMP x LBMI, (Equation 5-24) where: Lremoved = Post-development pollutant load removed by proposed BMP (pounds per year) EffBmp = pollutant removal efficiency of BMP (expressed in decimal form) LBS = relative post-development total phosphorous load entering proposed BMP (pounds per year) �•�'St q mr Lremoved/BMP1 = x �� T — pounds per year Lremoved/BMP2 = x = pounds per year Lremoved/BMP3 = x = pounds per year 5. Calculate the total pollutant load removed by the BMP(s): Lremoved/total = L'removed/BMP1 +LremovedBMP2+L'removed/BMP3 + • • • (Equation 5-25) where: Lremovedhotai = total pollutant load removed by proposed BMPs ., LremovedBMP1 = pollutant load removed by proposed BMP No. 1 LremovedBMP2 = pollutant load removed by proposed BMP No. 2 LremovedBMP3 = pollutant load removed by proposed BMP No. 3 3 .t + « + Lremoved/total = A + IAA . . . • 5 pounds per year 6. Verify compliance: Lremoved/total ARR ? •11 — Vito eta 5D-12 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D BMe1 Worksheet 1 Page 1 of 3 STEP 1 Determine the applicable area (A) and the post-developed impervious cover ('post)• .. Applicable area(A)* = 5.11 acres Post-development impervious cover: structures = 0.3`1 acres d nSi"e 'lf.parking-lot = •21 acres w..11a �., roadway = 0 .4 o acres other: = acres = acres Total = 1 •C acres �•• 'post=(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 ('watershed) Dr the existing impervious cover(I ) existing G - • • - . 1 4 - oil •e tershed) 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• aro I N p watershed = % Otherwise, use the Chesapeake Bay default value: 'watershed = 16% arr 5D-5 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 1 Page 2 of 3 • •! u •'•I• • - -xisting) Determine the existing impervious cover of the development site if present. Existing impervious cover: structures = acres parking lot = 0 acres roadway = O acres other: acres acres .r Total = 0 acres Iexisting=(total existing impervious cover_A*) x 100= 0 °/R * 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('existing) is less than or equal to the average land cover condition ("watershed) and the proposed improvements will create a total percent impervious cover(Ipost)which is Jess than or equal to the average land cover condition(Iwatershea)• T Ipost o 4 'watershed 5D-6 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(Iexisting) is less than or equal to the average land cover condition (Iwatershed) and the proposed improvements will create a total percent impervious cover(I, )which is greater than the average land cover condition\'watershed)• 'existing % < 'watershed , %; and tti.46 o �V o Ipost �o>Iwatershed �O .rr Situation 3: This consists of land development where the existing percent impervious cover(Iexisting)is greater than the average land cover condition(Iwatershed)• 09 existing 0/0>'watershed Situation 4: This consists of land development where the existing percent impervious cover(Iexisting)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 3,1 1 Worksheet 2 : Situation 2 Page 1 of 4 Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEE3, Worksheet 1: Applicable area (A)* = S•( i acres 'post =(total post-development impervious cover_A) x 100 = 1•'1 L 'watershed = N I A % or 'watershed watershed = 16% 'existing=(total existing impervious cover-A*) x 100= G O (- 'existing % < 'watershed V %; and post 4>'watershed t too STEP 4 Determine the relative pre-development pollutant load (Id pre). w. Lpre(watershed)= [0.05 + (0.009 x `watershed)] x A x 2.28 (Equation 5-16) where: Lpre(watershed) = relative pre-development total phosphorous load(pounds per year) •. watershed = average land cover condition for specific watershed or locality Dr the Chesapeake Bay default value of 16% (percent expressed in whole numbers) A = applicable area(acres) Lpre(watershed) = [0.05 + (0.009 x t( )] x x 2.28 = •10 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 (Lpos). LPost = [0.05 + (0.009 x Ipost)] x A x 2.28 (Equation 5-21) where: Lpost = relative post-development total phosphorous load(pounds per year) /post = post-development percent impervious cover(percent expressed in whole numbers) A = applicable area(acres) Lpost = [0.05 + (0.009 x 11 AV )] x C% l9 x 2.28 = 2 4,4 pounds per year ,,. STEP 6 Determine the relative pollutant removal requirement(RR). RR = Lost — Lpre(watershed) RR _ Z •" _ 2.3* •• = 0 •3 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�st) x 100 (Equation 5-22) ® where: EFF = required pollutant removal efficiency(percent expressed in whole numbers) RR = pollutant removal requirement(pounds per year) Lpost = relative post-development total phosphorous load(pounds per year) EFF = ( 0.31 _ 1•44 ) x 100 13. 53 % 5D-10 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX SD Worksheet 2 : Situation 2 Page 3 of 4 .. rLi 2. Select BMP(s) from Table 5-'and locate on the site: BMP 1: Or', ‘P"'" BMP 2: BMP3: 3. Determine the pollutant load entering the proposed BMP(s): LBMP = [0.05 + (0.009 x IBMP)] x A x 2.28 (Equation 5-23) where: L . = relative post-development total phosphorous load entering proposed BMP (pounds per year) IBMP = post-development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) LBMPl = [0.05 + (0.009 x )] x 5.(1 x 2.28 pounds per year ®. LBMP2 = [0.05 +(0.009 x )] x x 2.28 pounds per year LBMP3 = [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 = EffBMP X LBMP (Equation 5-24) where: Lremoved = Post-development pollutant load removed by proposed BMP ® (pounds per year) EffBMI, = pollutant removal efficiency of BMP (expressed in decimal form) LBmp = relative post-development total phosphorous load entering proposed BMP (pounds per year) Lremoved/BMPl = O.3S x • = D J pounds per year Lremoved/BMP2 = X = pounds per year Lremoved/BMP3 = X = pounds per year smo 5. Calculate the total pollutant load removed by the BMP(s): .� Lremoved/total = LremovedBMPI +Lremoved/BMP2+Lremoved/BMP3 + • • • (Equation 5-25) where: Lremoved/totai = total pollutant load removed by proposed BMPs ,.. Lremoved/BMPI = pollutant load removed by proposed BMP No. 1 Lremoved/BMP2= pollutant load removed by proposed BMP No. 2 Lremoved/BMP3= pollutant load removed by proposed BMP No. 3 Lremoved/total = O•') + N i P + n. 1A + • • - �.. = 0 A3 pounds per year 6. Verify compliance: Lremoved/total Z RR 0"3 Z O.3%, 5D-12 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D emf Worksheet 1 Page 1 of 3 mis STEP 1 Determine the applicable area (A) and the post-developed impervious cover ('post)• Applicable area(A)* = (0•I} acres Post-development impervious cover: structures = 1143 acres 4rN a.ve7 i par,kittg-tot = 0 .3 o acres vel Its .. roadway = 0•` 1 acres other: acres acres Total = 1.3q acres Ipos,=(total post-development impervious cover_A) x 100= 21.'12 * 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 ('watershed)fi..r the existing impervious cover(I ) existing - . • - . 1 1 • - •1 1•1 . 1 atershed): 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 4.1 watershed = NIA r Otherwise, use the Chesapeake Bay default value: /watershed = 16% 5D-5 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 1 Page 2 of 3 mis Rxisting impervious cover(Lasting): Determine the existing impervious cover of the development site if present. Existing impervious cover: structures = O acres parking lot = O acres roadway = 0 acres other: acres acres Total = 0 acres 'existing=(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('existing)is less than or equal to the average land cover condition ('watershed)and the proposed improvements will create a total percent impervious cover(Hast)which is less than or equal to the average land cover condition .--watershed). 0/0 rrr Ipost % < 'watershed 5D-6 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 ("watershed) (Iexisting) is less than or equal to the average land cover condition 7 ("watershed) and the proposed improvements will create a total percent impervious cover(Ipos)which is greater than the average land cover condition(Iwatershed)• 0 'existing % 'watershed '• %; and air 'post ' ��L %>'watershed % Situation 3: This consists of land development where the existing percent impervious cover(Iexisting) is greater than the average land cover condition(Iwatershed)• arse r 0° existing 0�0 -`watershed Situation 4: This consists of land development where the existing percent impervious cover(Iexisting) 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 C Worksheet 2 : Situation 2 Page 1 of 4 tom Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEP 3, Worksheet 1: Applicable area (A)* = (0•11 acres 'post = (total post-development impervious cover_A) x 100 = Z 1.1 L % 0 'watershed N 14 or 'watershed = 16/o 'existing=(total existing impervious cover-A*) x 100= 0 o/R 'existing /q 'watershed %; and 'post 1'1•1 y%>'watershed I % aim STEP 4 Determine the relative pre-development pollutant load (' pre). .,, Lpre(watershed)= [0.05 +(0.009x 'watershed)] x A x 2.28 (Equation 5-16) where: Lpre(watershed) = relative pre-development total phosphorous load(pounds per year) 'watershed = average land cover condition for specific watershed or locality Di the Chesapeake Bay default value of 16% (percent expressed in whole numbers) .,, A = applicable area(acres) Lpre(watershed) = [0.05 +(0.009 x V )] x V• x 2.28 = 2• 3 pounds per year t 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(I.,post). Lpost = [0.05 + (0.009 x Ipost)] x A x 2.28 (Equation 5-21) where: Lpsst = relative post-development total phosphorous load(pounds per year) -Post = post-development percent impervious cover(percent expressed in whole numbers) A = applicable area(acres) �. Lpost = [0.05 + (0.009 x 21.11 )] x (.9•11 x 2.28 = 3 • M S pounds per year STEP 6 Determine the relative pollutant removal requirement(RR). RR = Lpost — Lpre(watershed) rr RR = 1• Wf - z_• •• = 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±Lpast) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency(percent expressed in whole numbers) RR = pollutant removal requirement(pounds per year) Lpost = relative post-development total phosphorous load(pounds per year) EFF = ( 0-1 _ 3•4S ) x 100 Za-731 % 5D-10 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 Page 3 of 4 • .10 I`1 2. Select BMP(s) from Table 5- and locate on the site: BMP1: tliofc441A• o ► 1. n " s -0`7• Pcrf1:.J evrt� BMP 2: BMP 3: 3. Determine the pollutant load entering the proposed BMP(s): LBMP = [0.05 + (0.009 x IBMP)] x A x 2.28 (Equation 5-23) where: Limp = relative post-development total phosphorous load entering proposed BMP (pounds per year) IBMp = post-development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) LBMPl = [0.05 + (0.009 x111:11-)] x C/•1 1 x 2.28 = 3•' S pounds per year LBMP2 = [0.05 +(0.009 x )] x x 2.28 pounds per year r. LsMP3 = [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 = EffBMP X LBMI, (Equation 5-24) where: Lremoved = Post-development pollutant load removed by proposed BMP (pounds per year) EffBmp = pollutant removal efficiency of BMP (expressed in decimal form) Limp = relative post-development total phosphorous load entering proposed BMP (pounds per year) o.�s LremovedBMPl = X 3.45 = 2.,•1.-`11pounds per year Lremoved/BMP2 = X = pounds per year Lremoved/BMP3 = X = pounds per year 5. Calculate the total pollutant load removed by the BMP(s): Lremoved/total = Lremoved/BMP1 +LremovedBMP2+LremovedBMP3 + • • • (Equation 5-25) where: Lremoved/totai = total pollutant load removed by proposed BMPs LremovedBMPi = pollutant load removed by proposed BMP No. 1 LremovedBMP2= pollutant load removed by proposed BMP No. 2 Lremoved/BMT3 = pollutant load removed by proposed BMP No. 3 Lremoved/total = `•' V'' + �'1% + N 'A + .. = Z . Z 4 pounds per year 6. Verify compliance: Lremoved/total 2 RR .. 2.Zy Z 9'71 5D-12 mr PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX SD 3 Q Me °t Worksheet 1 Page 1 of 3 STEP 1 Determine the applicable area (A) and the post-developed impervious cover (Ipost)• .. Applicable area(A)* = 1-Z..I acres Post-development impervious cover: structures = O•C 3 acres parking lot = 0 acres •.. roadway = 0 acres other: •- = acres = acres Total = 0.03 acres /post=(total post-development impervious cover=A) x 100= 2-41 * 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 ('watershed)DI the existing impervious cover(Iexisting). existing - . •• • - ••••M •• tershed�`l • atm 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' r la . TT =watershed % r Otherwise, use the Chesapeake Bay default value: watershed — 16% ■rr 5D-5 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 1 Page 2 of 3 1 - u a'r1 • • xisting) Determine the existing impervious cover of the development site if present. Existing impervious cover: structures = G acres parking lot = 4 acres roadway = C) acres other: acres = acres Total = 0 acres 'existing=(total existing impervious cover_A*) x 100= Q % * 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(Ie,dsting)is less than or equal to the average land cover condition ("watershed) and the proposed improvements will create a total percent impervious cover('post)which is less than or equal to the average land cover condition('watershed). ..r 'post % 'watershed 0/0 sow 5D-6 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('existing) is less than or equal to the average land cover condition ('watershed) and the proposed improvements will create a total percent impervious cover(Ipest)which is greater than the average land cover •` condition(Iwatershed)• ° o ' 'existing �O < 'watershed �' %; and � Ipost t.43 4>77 n watershed ' % ,7 : i f n t a.A 44. t r<.4 moo Situation 3: This consists of land development where the existing percent impervious cover('existing)is greater than the average land cover condition(Iwatershed)• isw 'existing %>"watershed 0/0 Situation 4: This consists of land development where the existing percent impervious cover(IeX1sting) 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 .r. appropriate worksheet. 5D-7 NM PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX SD 411:10 Worksheet 2 : Situation 2 Page 1 of 4 Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEP 3, Worksheet 1: Applicable area (A)* = 1'1'1 acres 'post = (total post-development impervious cover_A) x 100 = 'watershed = N,p % or 'watershed = 16% 'existing=(total existing impervious cover-A*) x 100= Z- O o 11 V 'existing /° < 'watershed %; and . /°>'4t o i % 'post ?' watershed- STEP 4 Determine the relative pre-development pollutant load (Lpre). NMI Lpre(watershed)= [0.05 +(0.009 x lwatershed)] x A x 2.28 (Equation 5-16) where: Lpre(,,,atershed) = relative pre-development total phosphorous load(pounds per year) .� 'watershed = 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(watershed)_ [0.05 +(0.009 x 1 V )] x I•?''I x 2.28 • _ C) •S4 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 (Lpost). Lpost [0.05 + (0.009 x Ipost)] x A x 2.28 (Equation 5-21) where: Lpost = relative post-development total phosphorous load(pounds per year) .. —Post = post-development percent impervious cover(percent expressed in whole numbers) A = applicable area(acres) Lpost = [0.05 + (0.009 x 1`41 Ax 1 ,t1 x 2.28 = d•Lc) pounds per year r STEP 6 Determine the relative pollutant removal requirement(RR). RR = Lpost — Lpre(watershed) air RR = D.* - 0.4 •• _ ' 0.3Y 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_Lpost) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency(percent expressed in whole numbers) RR = pollutant removal requirement(pounds per year) Lpost = relative post-development total phosphorous load(pounds per year) EFF = ( 6";N _ a. L° ) x 100 = rlo % 5D-10 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX SD Worksheet 2 : Situation 2 Page 3 of 4 • 2. Select BMP(s) from Table 5- and locate on the site: BMP 1: 4;a 1 .O" 5 '1. ��! tir"../ •y t BMP 2: BMP3: 3. Determine the pollutant load entering the proposed BMP(s): Lump = [0.05 +(0.009 x Iwo)] x A x 2.28 (Equation 5-23) where: Lump = relative post-development total phosphorous load entering r proposed BMP (pounds per year) IBmp = post-development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) LBMri = [0.05 + (0.009 x 2-41 )] x •Z I x 2.28 = 0•L pounds per year LBS = [0.05 +(0.009 x )] x x 2.28 pounds per year LBmp3 = [0.05 +(0.009 x )] x x 2.28 ® = pounds per year 5D-11 .. PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 51) Worksheet 2 : Situation 2 Page 4 of 4 4. Calculate the pollutant load removed by the proposed BMP(s): Lremoved = EffBMP X '-BMP (Equation 5-24) where: Lremoved = Post-development pollutant load removed by proposed BMP (pounds per year) EffBmi, = pollutant removal efficiency of BMP (expressed in decimal form) LBS = relative post-development total phosphorous load entering proposed BMP (pounds per year) Q'1°5 ' per Lremoved/BMPl = X �' L = O '1 pounds year Lremoved/BMP2 — X = pounds peI year X oundsyear Lremoved/BMP3 — — p per .. 5. Calculate the total pollutant load removed by the BMP(s): Lremoved/total = 1 removed/BMPI +I'removedBMP2+I'removedBMP3 + • • • (Equation 5-25) where: Lremoved/total = total pollutant load removed by proposed BMPS LremovedBMPi = pollutant load removed by proposed BMP No. 1 LremovedBMP2= pollutant load removed by proposed BMP No. 2 Lremoved/BMP3= pollutant load removed by proposed BMP No. 3 Lremoved/total O' 1 + 141 6 + N 14 + . • . .., = 0. 13 pounds per year 6. Verify compliance: Lremoved/total 2 RR a .1; � — 0.14 5D-12 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D �. Mt o Worksheet 1 Page 1 of 3 STEP I Determine the applicable area (A) and the post-developed impervious cover ('post). Applicable area(A)* = 0"it acres Post-development impervious cover: structures = 0 •0 3 acres parking lot = r' 1 acres .�. roadway = N 114 acres other: .. = acres acres Total = 0-O 3 acres .. /post=(total post-development impervious cover_A) x 100= 3•di41 % * 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 ('watershed)or the existing impervious cover(Iex;st;ag). - . s• • - •s• ••• l atershed): 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 /watershed = ,A Otherwise, use the Chesapeake Bay default value: 'watershed atershed — 16% irr 5D-5 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 1 Page 2 of 3 • •" •-r1 • • - xisting): Determine the existing impervious cover of the development site if present. Existing impervious cover: structures = acres " parking lot = O acres roadway = o acres other: acres acres w. Total = 0 acres 'existing=(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('existing)is less than or equal to the average land cover condition (1watershed) and the proposed improvements will create a total percent .. impervious cover apt.)which is less than or equal to the average land cover condition(IWatershea) ars 'post % < 'watershed % rr 5D-6 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("existing)is Jess than or equal to the average land cover condition ("watershed) and the proposed improvements will create a total percent impervious cover(Ipost)which is greater than the average land cover condition(I d) watershe 'existing % < 'watershed (V %; and � A V o L Ipost �0>I (10 /4 401 n t•{ Tf trf 1)4 woo Situation 3: This consists of land development where the existing percent impervious cover(Iexisting) is greater than the average land cover condition(Iwatershed)• i 04> 'existing ° =watershed Situation 4: This consists of land development where the existing percent impervious cover(Iexisting)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 STELA 4 on the appropriate worksheet. 5D-7 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D el‘Ar29 Worksheet 2 : Situation 2 Page 1 of 4 Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEP 3, Worksheet 1: Applicable area (A)* = 0 .1 1- acres /post =(total post-development impervious cover-A) x 100= 3- 2" r la TT Iwatershed % or `watershed — 16% /existing=(total existing impervious cover_A*) x 100= a ` /existing a % Ltr %; < /watershed and Ipost 1-IA %>/ hed % STEP 4 Determine the relative pre-development pollutant load(Lyre). Lpre(watershed)_ [0.05 +(0.009 x lwatershed)] x A x 2.28 (Equation 5-16) where: Lpre(watershed) = relative pre-development total phosphorous load(pounds per year) `watershed = average land cover condition for specific watershed or locality or the Chesapeake Bay default value of 16% (percent expressed in whole numbers) ,.. A = applicable area(acres) /'pre watershed)= [0.05 + (0.009 x (i" )] x b•g ti x 2.28 = 3 . 12 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 (Lpost). LP.„ = [0.05 +(0.009 x Ipost)] x A x 2.28 (Equation 5-21) where: Lpost = relative post-development total phosphorous load(pounds per year) 'Post = post-development percent impervious cover(percent expressed in whole numbers) A = applicable area(acres) r. Lpsst = [0.05 +(0.009 x .Z )] x O. L x 2.28 = 0 •fl pounds per year STEP 6 Determine the relative pollutant removal requirement(RR). RR = Loost — Lpre(watershed) .., RR _ 0'4 _ 3. 13 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_Lpsst) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency(percent expressed in whole numbers) RR = pollutant removal requirement(pounds per year) Loss, = relative post-development total phosphorous load(pounds per year) EFF = ( "I° _ ''! ) x 100 = N Ip % 5D-10 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 Page 3 of 4 • r � I 2. Select BMP(s) from Table 5-1.5/and locate on the site: BMP1: eierl--1 ^ ° • BMP 2: BMP3: 3. Determine the pollutant load entering the proposed BMP(s): LBMp = [0.05 +(0.009 x IBmp)] x A x 2.28 (Equation 5-23) where: L .. = relative post-development total phosphorous load entering proposed BMP (pounds per year) IBMP = post-development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) Limn = [0.05 +(0.009 x 3.Lt• )] x 0-'1 L x 2.28 = O Al" pounds per year ■- LBmEp2 = [0.05 +(0.009 x )] x x 2.28 pounds per year r LBmp3 = [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 = EffBMP X LBMP (Equation 5-24) where: Lremoved = Post-development pollutant load removed by proposed BMP (pounds per year) EffBmp = pollutant removal efficiency of BMP (expressed in decimal form) LBmp = relative post-development total phosphorous load entering proposed BMP (pounds per year) Lremoved/BMPl = O.`S x O\-1 = O. II pounds per year mee Lremoved/BMP2 = x = pounds per year r Lremoved/BMP3 = x = pounds per year 5. Calculate the total pollutant load removed by the BMP(s): Lremoved/total = Lromoved/BMPl +Lremoved/BMP2+Lremoved/BMP3 + • • • (Equation 5-25) where: Lremoved/total = total pollutant load removed by proposed BMPs Lremoved/BMPI = pollutant load removed by proposed BMP No. 1 Lremoved/BMP2= pollutant load removed by proposed BMP No. 2 pollutant load removed by proposed BMP No. 3 Lremoved/BMP3 = Lremoved/total = DI " + Nl4 + M I • + . . . pounds per year 6. Verify compliance: Lremoved/total 2 RR 0- 11 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 (sqft) = 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 i• 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) rr Elev (ft) Section Depth (ft) 468.00 3.92 r. air 467.00 2.92 466.00 1.92 465.00 0.92 v 464.00 -0.08 463.00 -1.08 -5 0 5 10 15 20 25 30 35 40 as Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Wednesday,Jun 3 2015 ar 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) Section Depth (ft) 471.00 4.43 ▪ 470.00 3.43 469.00 2.43 468.00 1.43 40. • 467.00 _ 0.43 466.00 -0.57 465.00 -1.57 -5 0 5 10 15 20 25 30 35 40 45 50 55 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Wednesday,Jun 3 2015 .r 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) err '1" Elev (ft) Section Depth (ft) 482.00 5.70 481.00 4.70 u• 480.00 3.70 479.00 2.70 478.00 1.70 477.00 V 0.70 476.00 -0.30 475.00 -1.30 -5 0 5 10 15 20 25 30 35 40 Sta (ft) Channel Report .r. Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®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 (sqft) = 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) rr Elev (ft) Section Depth (ft) 605.00 1.76 604.50 1.26 604.00 0.76 603.50 0 0.26 "" 603.00 -0.24 .00 602.50 -0.74 .. -5 0 5 10 15 20 25 30 35 40 45 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Wednesday,Jun 3 2015 rr 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 (sqft) = 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)-(45.35,515.15,0.050) rr go. — Elev (ft) Section Depth (ft) 518.00 4.24 ain 517.00 3.24 516.00 2.24 515.00 1.24 I /514.00 0.24 513.00 -0.76 512.00 -1.76 -5 0 5 10 15 20 25 30 35 40 45 50 55 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®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 (sqft) = 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) it Elev (ft) Section Depth (ft) 500.00 6.05 499.00 5.05 498.00 4.05 497.00 ' 3.05 496.00 2.05 495.00 1.05 494.00 ® 0.05 493.00 -0.95 492.00 -1.95 -5 0 5 10 15 20 25 30 35 40 45 50 55 Sta (ft) Channel Report Hydraflow 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) ANN Elev (ft) Section Depth (ft) 480.00 9.50 "" 478.00 7.50 476.00 5.50 474.00 3.50 die 472.00 1.50 i I _ 470.00 -0.50 468.00 -2.50 w„ -5 0 5 10 15 20 25 30 35 40 45 50 55 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Friday,Jun 5 2015 rr 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 (sqft) = 3.68 Velocity (ft/s) = 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) rr err "' Elev (ft) Section Depth (ft) 466.00 11.80 464.00 � �--� --- 9.80 .w 462.00 - �_ __ ------ 7.80 460.00 5.80 458.00 3.80 456.00 1.80 454.00 u � -0.20 452.00 -2.20 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®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)-(35.56,441.85,0.035)-(50.69,443.27,0.050) -(63.93,443.76,0.050) .r rr Elev (ft) Section Depth (ft) 444.00 4.58 443.00 - 3.58 442.00 2.58 441.00 1.58 440.00 0.58 439.00 -0.42 438.00 -1.42 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Wednesday,Jun 3 2015 rr 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) Section Depth (ft) 449.00 6.82 448.00 5.82 447.00 4.82 446.00 3.82 445.00 2.82 444.00 1.82 443.00 , 0.82 442.00 -0.18 441.00 -1.18 -5 0 5 10 15 20 25 30 35 40 45 50 Sta (ft) MIM Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Wednesday,Jun 3 2015 rr 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) .rr Elev (ft) Section Depth (ft) 442.00 3.54 441.00 - 1 2.54 440.00 1.54 439.00I 0.54 "" 438.00 -0.46 437.00 -1.46 ® -5 0 5 10 15 20 25 30 35 40 45 50 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, 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 (ft/s) = 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) 111111 *"' Elev (ft) Section Depth (ft) 432.00 7.47 431.00 6.47 430.00 5.47 429.00 4.47 428.00 3.47 J" 427.00 2.47 •• 426.00 1.47 - v 425.00 0.47 424.00 -0.53 423.00 -1.53 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®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 (sqft) = 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) ow r. 11" Elev (ft) Section Depth (ft) 422.00 7.65 om 421.00 , 6.65 .r 420.00 - 5.65 419.00 4.65 418.00 3.65 me 417.002.65 .. 416.00 1.65 r, 415.00 0.65 414.00 -0.35 am 413.00 -1.35 ,.,, -5 0 5 10 15 20 25 30 35 40 45 Sta (ft) Channel Report Hydraflow 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 (sqft) = 18.18 Velocity (ft/s) = 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) Section Depth (ft) 422.00 8.85 AIN 421.00 7.85 420.00 6.85 ▪ 419.00 5.85 • 418.00 4.85 417.00 3.85 416.00 2.85 r. p 415.00WOMB1.85 11" 414.00 0.85 413.00 -0.15 412.00 -1.15 ,,. -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 Sta (ft) Channel Report .r Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Wednesday,Jun 3 2015 Section 0 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, Yc (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) ..r Elev (ft) Section Depth (ft) 416.00 5.62 415.00 4.62 +w 414.00 3.62 "` 413.00 2.62 foi 412.00 1.62 411.00 0.62 410.00 -0.38 409.00 -1.38 ,.., -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Sta (ft) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 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 cult Inflow hyds. = 26, 39 Contrib. drain. area = 5.780 ac ADQ E Q (cfs) Hyd. No. 40 --2 Year Q (cfs) 8.00 I 8.00 MIN 6.00 6.00 kes 4.00 4.00 2.00 2.00 0.00 1 L 0.00 01111 0 6 12 18 24 30 36 42 48 54 Time(hrs) Hyd No. 40 Hyd No. 26 Hyd No. 39 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Friday,06/5/2015 rr 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 1111 ADQ F i` Q (cfs) Hyd. No. 38--2 Year Q (cfs) 12.00 12.00 as los 10.00 10.00 re 8.00 . 8.00 6.00 6.00 .. 4.004.00 2.00 2.00 0.00 - __ 0.00 0 4 8 12 16 20 24 28 32 36 40 44 48 52 Time(hrs) Hyd No. 38 Hyd No. 27 Hyd No. 37 Hydrograph Report .. Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 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 .. ,.. ADQ G Q (cfs) Hyd. No. 43--2 Year Q (cfs) 7.00 I 7.00 6.00 - 6.00 am u. 5.00 5.00 ! - "' 4.00 4.00 .. 3.00 3.00 2.00 ' 2.00 .60 1.00 1.00 .. 0.00 - + -- 0.00 ,,,e 0 6 12 18 24 30 36 42 48 54 60 Time(hrs) Hyd No. 43 Hyd No. 30 Hyd No. 41 Hyd No. 42 Hydrograph Report „f Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 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 ADQ H Q (cfs) Q (cfs) Hyd. No. 46 --2 Year 15.00 15.00 aim s. 12.00 12.00 ... 9.00 9.00 WIM 6.00 6.00 3.00 3.00 )(L.—m-1 0.00 - 0.00 •• 0 6 12 18 24 30 36 42 48 54 Time(hrs) Hyd No. 46 Hyd No. 31 Hyd No. 44 Hyd No. 45 I Hydrograph Report arr Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 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 Time(hrs) Hyd No. 49 Hyd No. 32 Hyd No. 47 Hyd No. 48 Hydrograph Report — Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Friday,06/5/2015 Hyd. No. 51 r•• ADQ 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 cult Inflow hyds. = 28, 50 Contrib. drain, area = 18.260 ac - ADQJ Q (cfs) Hyd. No. 51 --2 Year Q (cfs) 3.00 3.00 2.00 2.00 w 1 1.00 1.00 1111111111111111111111 0.00 •► 0.00 0 4 8 12 16 20 24 28 32 36 40 44 48 Time(hrs) Hyd No. 51 Hyd No. 28 Hyd No. 50 Hydrograph Report rr Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2014 by Autodesk, Inc.v10.3 Friday,06/5/2015 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 ADQ K Q (cfs) Hyd. No. 53 --2 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - a 0.00 .. 0 4 8 12 16 20 24 28 32 36 40 44 48 Time(hrs) Hyd No. 53 Hyd No. 29 Hyd No. 52 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 MOM MIN ,., 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 - L 0.00 E 0 4 8 12 16 20 24 28 32 36 40 44 48 Time(hrs) Hyd No. 57 Hyd No. 33 Hyd No. 54 Hyd No. 55 Hyd No. 56 DRIVEWAY CULVERT DESIGN Culvert Report .r Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 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 r. 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 i•• 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 Elev(ft) Lot 5 Hw Depth(ft) 531.00 3 00 aft 530 00 - 2 00 ,inlet-control— --- ar 529 00 100 528.00 � �'� o 1-r,, — _ 0 00 527-00 "� _ 100 526 00 - ti.,'''• - -2 00 525-00 -3.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank Reach(ft) • auk a rr Culvert Report r. Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 6 Invert Elev Dn (ft) = 532.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 ▪ Slope (%) = 13.33 Qmax (cfs) = 4.79 Invert Elev Up (ft) = 534.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 18.0 ▪ Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 4.79 No. Barrels = 1 Qpipe (cfs) = 4.79 .. n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.24 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.70 .., Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 533.17 HGL Up (ft) = 534.84 Embankment Hw Elev (ft) = 535.16 ... Top Elevation (ft) = 536.00 Hw/D (ft) = 0.77 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Elev(ft) Lot 6 Hw Depth(ft) 537.00 3 00 536 00 2.00 ---- ----------------- 535 00 re—In [-control ---- rr ?=`s t-� 1.00 A 11 534.00 --- - x x4 ---- — 0.00 sue t `r, - 533.00 ry ,•„Fp "r -1 00 --_ TECH ---. - - - - - - - _- 532.00 `':' "__ .i;1110111111� _--- -200 Noe 531.00 -3 00 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank Reach(ft) ar Culvert Report r■ Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 7 Invert Elev Dn (ft) = 546.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 Slope (%) = 13.33 Qmax (cfs) = 4.51 Invert Elev Up (ft) = 548.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 18.0 .r Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 4.51 No. Barrels = 1 Qpipe (cfs) = 4.51 . n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.08 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.60 .. Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 547.16 HGL Up (ft) = 548.81 Embankment Hw Elev (ft) = 549.11 .r Top Elevation (ft) = 550.00 Hw/D (ft) = 0.74 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 .. Elev(ft) Lot 7 Hw Depth(ft) 551 00 3 00 me ------ -------------------- —'- --------------- 550 00 2 00 54900 i.n ,T ,I---- 100 eme ---------- ----- :� :mss s 548.00 er=�;-'*'.1;:. --- 0.00 '' v r -" ® moi 547.00 '� F# r[m; - --- -- --- ---- _1.00 - — 546.00 `", s�`. ��® - - - - -- - - - -2 00 ewe �+.'r�-------------------- --------- ------------------'--------- 545 00 --- ---------------- -- ---- ------—------- —'- - ---- -- -3 00 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank .. Reach(ft) ewe am r. r. Culvert Report .r Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 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 Elev(ft) Lot 8 Hw Depth(ft) 565 00 2 75 seee 564 00 ----------- -----..------— 175 Inletevntrol 563.00 `'- rr If � z --40.75 562.00 --- r x^fi{ - -0.25 1rr 561 00 —— ' 'm"xu ,. 1 25 560.00 - - - - -2.25 ine 559.00 -3 25 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank rr Reach(ft) Culvert Report Nil Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 13 .. Invert Elev Dn (ft) = 588.50 Calculations Pipe Length (ft) = 30.00 Qmin (cfs) = 0.00 all Slope (%) = 3.33 Qmax (cfs) = 6.77 Invert Elev Up (ft) = 589.50 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 24.0 ▪ Shape = Circular Highlighted Span (in) = 24.0 Qtotal (cfs) = 6.77 No. Barrels = 1 Qpipe (cfs) = 6.77 ® n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 2.75 Culvert Entrance = Projecting Veloc Up (ft/s) = 4.79 .. Coeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9 HGL Dn (ft) = 589.96 HGL Up (ft) = 590.42 Embankment Hw Elev (ft) = 590.87 .. Top Elevation (ft) = 592.00 Hw/D (ft) = 0.69 Top Width (ft) = 20.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 ... Elev(ft) Lot 13 Hw Depth(ft) 593 00 3 50 sir 592 00 2.50 .. 591.00 InleLcontrol— - 150 590.00 --- `i" .-_4-101'.'-zr "' �" f' *s'7'-'7' �m ve,xa s ,'x11-','Y w _1 0 50 a ' me 589.00 4 t . a n vr ..�_ * .1 '''-t.. .-''''''' -0.50 58800 - - - - - -- _----- -- - - - - - -150 r. — -- ---------------- ------- — -------- ----- ----------------------- 587 00 -2 50 0 5 10 15 20 25 30 35 40 45 50 Circular Culvert HGL Embank +.n Reach(ft) ire mu r. on - Culvert Report +- Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 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 .. Elev(ft) Lot 14 lite Depth(ft) 585.00 3 50 r - _-- ----------- -- ----- -----_.----------- - -------- --------- - ------- ---------------------- 584 00 2-50 -----------—------ -- —---------------- r- 583.00 k '-inlet control 1-50 4 58200 ,.a as nT' `tt .'40 & ' . - 0.50 r ` treni ..' .:k''• .,.x"° ,�,'� °, :-'..'1'amu' ----- ----- --- -- - -- 581.00 - fir. ' a. .. a _ _ -0 50 etigt 580.00 - — -150 meet — — 579 00 -2-50 0 5 10 15 20 25 30 35 40 45 50 Circular Culvert HGL Embank r Reach(ft) an r w r Culvert Report •- Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 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 . - Elev(ft) Lot 15 Hw Depth(ft) 582.00 I 3 50 am - ---- ----- ---- - --- --- --- --- ------ ---- - - -- - ------- - ------- --- ---- ---- ------.. _._- -- 58100 2-50 — 580.00 ..- �:'5�,, -.,- fid t �I I 150 ' u'33 .. X44: <<.kd� --- 0.50 579.00 F,tr ''s?- =:,:''-;+�;.'9 ,"a � 578.00 x _ -0.50 577 00 — -1 50 Aem 576-00 -250 0 5 10 15 20 25 30 35 40 45 50 Circular Culvert HGL Embank me Reach(ft) Mr -ir on or Culvert Report .. Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 16 .. Invert Elev Dn (ft) = 569.50 Calculations Pipe Length (ft) = 30.00 Qmin (cfs) = 0.00 aim 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 (ft/s) = 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 Elev(ft) Lot 16 Hw Depth(ft) 575.00 3 50 law 574-00 1� 2 50 1.11r 573.00 . _ . _ 1.50 eso �fr '''''- 572.00 � - -- -- - - -�' �+ �.y4 }� t�4-`-- -- 0.50 571-00 C-- --ff- „ i.,:. �'� - —- — -0 50 _ i ; -F- r - ��„� � 570.00 , -- - - ---- -- — '. . a"'x .€r''� -_ -__ -1 50 um 564.00 -2.50 568 00 -3-50 0 5 10 15 20 25 30 35 40 45 50 Circular Culvert HGL Embank am Reach(ft) No r.. Me maw Culvert Report .. Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 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 ..r 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 0. 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(ft) Lot 17 Hw Depth(ft) 565.00 3 50 emi 564.00 2 50 Ittr 563.00 - ,, ._ 43,1,0,,t1 ielV wvt•vI— 1.50 1M1562.00 . 'I - --- 0.50 -- �, a _ �>zfr - — Iwo 560-00 n -1.50 ... 559-00 -2.50 -- ---- ------ ------- -------- — -------- --------------------------- 558-00 -350 0 5 10 15 20 25 30 35 40 45 50 Circular Culvert HGL Embank a.. Reach(ft) am sr ow ow wr Culvert Report - Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 18 Invert Elev Dn (ft) = 547.50 Calculations Pipe Length (ft) = 30.00 Qmin (cfs) = 0.00 Am 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 r- 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 Elev(ft) Lot 18 tiw Depth(ft) 553 00 3 50 am 552.00 2 50 -- ------------------------ 551.00r - Inlet-contror- - .150 r , �° re -- - -- _-- _--__— _ --- _ 550 00 °li0.50 544-00 ,x` � . eser 548.00 --- - ,: ;''''',j::',,-ms' -� ldi : : 1 50 r 547.00 -2 50 546.00 -350 0 5 10 15 20 25 30 35 40 45 50 Circular Culvert HGL Embank ire Reach(ft) am am rut or Culvert Report .. Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 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 Elev(ft) Lot 19 My Depth(ft) 543.00 3 50 men 542.00 --- ------------------ --------------- --- - ------------- ----------- ------ ------- -------- 2.50 541.00 rLLa,,, Inlet control -- --- - ---- a, ,40-rag 1.50 Sao-oo ' *-,4-0A 050 - .- wk ? 539.00 ow :-'it,::,:z,,!.; 4' + 538.00 V '£i'3. d-- _ -- - - -- - - -1.50 r 537 00 --- --------- ------- .2 50 ------------- -------------------------------------- 538 00 3 50 0 5 10 15 20 25 30 35 40 45 50 Circular Culvert HGL Embank ow Reach(ft) im is ow tri Culvert Report - Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 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 Elev(ft) Lot 20 Hw Depth(ft) 536.00 3 50 err .------ -- -- - - - --- ------------- --------------- ---------- - ---- ------ ---- ------ ------- ----- ---—------ 535 00 - — 2.50 - _ et ccntmL r� 534.00 --- - - ------- - _ _ -_ _. t� - — 150 s ;r gat 533.00 s z. `+�,C o-s'S^e�., �. i --- 0.50 7' 'j- x+ t + errs .r _ 4 ire 532 00 — `r,fie rk _�,- ��;��;� �.14‘.476 '�*,� '. -- --- - - 050 531.00 -1 50 �r — — — 530.00 - _2.50 0 5 10 15 20 25 30 35 40 45 50 Circular Culvert HGL Embank me Reach(ft) r• r i Culvert Report .. Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 23 .. Invert Elev Dn (ft) = 527.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 i- Slope (%) = 6.67 Qmax (cfs) = 5.11 Invert Elev Up (ft) = 528.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 r- 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 (ft/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 .. — Elev(ft) Lot 23 Hw Depth(ft) 531-00 3 00 ins 530.00 200 air -- — ----- rApsp., r r Inlet,nntrol --- 529.00 lam,. 1 1.00 528.00 0.00r `,'v"", � ?.4 .77.77,1r774—.17'; ea'(- ".,2,-.fi' iZ , "s70,'s `,- . a �4 4` 527-00 - -- ---- --_-- 1 00 526 00 -2 00 0 2 4 fi 6 10 12 14 1fi 18 20 22 24 Circular Culvert HGL Embank ONReach(ft) IIIIII WA IME .. Culvert Report r. Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 24 Invert Elev Dn (ft) = 546.25 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 MI Slope (%) = 13.33 Qmax (cfs) = 4.49 Invert Elev Up (ft) = 548.25 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 — Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 4.49 No. Barrels = 1 Qpipe (cfs) = 4.49 . n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.07 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.00 ... Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 547.30 HGL Up (ft) = 549.11 Embankment Hw Elev (ft) = 549.54 Top Elevation (ft) = 550.00 Hw/D (ft) = 1.04 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Elev(ft) Lot 24 -lw Depth(ft) 551-00 2 75 GM 550 00 1 75 let cantt61— Mil 549.00 -_-- * ` _. -- -- 0.75 ----– { ' c -- n 548.00 .c – —-- _0.25 — — a t 1 ' .. te""" —Lr ,.�4 547.00 44 1{ k E14. y# 4! -125 20?`. - 546.00 -2 25 cm 545.00 -3 25 0 2 4 6 8 10 12 14 16 18 20 22 24 Grcular Culvert HGL Embank arm Reach(ft) kimi mo or ow Culvert Report r. Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 29 Invert Elev Dn (ft) = 620.00 Calculations Pipe Length (ft) = 30.00 Qmin (cfs) = 0.00 Slope (%) = 6.67 Qmax (cfs) = 5.53 Invert Elev Up (ft) = 622.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 5.53 No. Barrels = 1 Qpipe (cfs) = 5.53 t•• n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 3.64 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) = 621.20 HGL Up (ft) = 622.91 Embankment Hw Elev (ft) = 623.45 r.. Top Elevation (ft) = 624.00 Hw/D (ft) = 0.96 Top Width (ft) = 20.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Elev(ft) Lot 29 Hw Depth(ft) 625-00 3 00 or 62400 -- -- ----___-_--- --------- ------ ----------- 2-00 ----------- - - ---- Inlet-control- .p.'4-k,w,d; ,'.� -------- wr 623.00 r-." 4a .i'c'1 r'_.,°+ — 1.00 622 00r ,' sr4 `,. -- V " 621.00 - -- -*" ..1«. �_ _ _� - --- -- - - --- _t0o 620.00 -. s." - - - - 2.00 or 619.00 -3-00 0 5 10 15 20 25 30 35 40 45 50 Circular Culvert HGL Embank ow Reach(ft) .r. ser on .r Culvert Report - Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 30 .. Invert Elev Dn (ft) = 630.00 Calculations Pipe Length (ft) = 30.00 Qmin (cfs) = 0.00 'i' Slope (%) = 6.67 Qmax (cfs) = 5.19 Invert Elev Up (ft) = 632.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 18.0 -- Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 5.19 No. Barrels = 1 Qpipe (cfs) = 5.19 -• n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 3.46 Culvert Entrance = Projecting Veloc Up (ft/s) = 4.84 .. Coeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9 HGL Dn (ft) = 631.19 HGL Up (ft) = 632.88 Embankment Hw Elev (ft) = 633.38 .. Top Elevation (ft) = 634.00 Hw/D (ft) = 0.92 Top Width (ft) = 20.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 .. Elev(ft) Lot 30 Hw Depth(ft) 635 00 3 00 NMI ---- ----- ------- 63400 - - ------ - -- --- ---- ---- ----- - ---- 200 - -. _ . Inlet cantroiass - 633 00 "a -- - '�,;,s:•-g,:=t.';,;:lse 1.00 632.00 - ;a?' 000 •.utr- .•ta�+ °s4` x c 631.00 7)r*: .14v, -1.00 -f c�. m.y.:1'1.14,0%- e3° ` ' 630.00 ✓ j H: � �: ` -- - - - 2 00 629 00 -3.00 0 5 10 15 20 25 30 35 40 45 50 Circular Culvert - HGL Embank •• Reach(ft) am ant Culvert Report .. Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 31 Invert Elev Dn (ft) = 637.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 -r 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(ft) Lot 31 Hw Depth(ft) 641 00 3 00 .. 1111 640 00 2.00 rl.. --- 639.00 -_ .. 41,1-., t:re21 100 a r.s 638.00 } e T-+- ..k 43!3'- r 1Le,Qt. .- .,«"_ — 0 00 T Rix t ... ------ ----------- -------- --------------- ---------.._--------- -- — --------------------- 636 00 -2 00 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank .. Reach(ft) talk w r. .. Culvert Report or Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 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 r. 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) Lot 52 Hw Depth(ft) 555-00 2 75 ewe 554 00 - 1 75 - net control —-- ra.r 553.00 ' Tai 0.75 11' 552.00 ,- "a ", ., . '*w .� -- -- _0.25 A a 551-00 �'; 3 ti' .' '. _ _ -1.25 S 550.00 -2 25 .. ------ ---- --------------- ------ ---------'------------------------ 549 00 -3.25 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank ..r Reach(ft) ewe r. rr .re .. Culvert Report - Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 53 Invert Elev Dn (ft) = 536.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 i.. Slope (%) = 13.33 Qmax (cfs) = 6.36 Invert Elev Up (ft) = 538.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 18.0 .. Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 6.36 No. Barrels = 1 Qpipe (cfs) = 6.36 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.08 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.24 .. Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 537.24 HGL Up (ft) = 538.97 Embankment Hw Elev (ft) = 539.43 .. Top Elevation (ft) = 540.00 Hw/D (ft) = 0.95 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 Elev(ft) Lot 53 Hw Depth(ft) 541 00 3 00 atm 54000 ------ --- - ---- - --- z.00 -- -- -. _:.., ------- 4nlet-eontrol -- ,m 53900 -- 100 538.00 _, e a - ----- --- 0 00 um 537.00 -- - -- -FxY$i� '.."'" - v:..,.4. { ^ { - - - __ - - - - - - —_-- ----- 1 00 X '-f - 536.00 ::,•. ames ------------------------ 535 00 -3 00 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank .. Reach(ft) .r ... Culvert Report .. Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 54 awi 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 MI SU Elev(ft) Lot 54 Hw Depth(ft) 531 00 300 Mill 53000 ------.__ -- ---- 200 52900 - -- - --— - _ .,^.`;.:_ :.; - -- --- 1 00 m { 528.00 - — _ r ; r `" -- --- 0 00 04 WA 527-00 is"D x:17;3*'�3 ,,,&-_,-. �-{ k __— - -". - __-_ - -__ 4 '3 c ��4 -1.00 526 00 - -2.00 rr - -- -------------- ------ 525.00 -3-00 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank ... Reach(ft) .. NM r Mr NMI Culvert Report 1•r Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 55 Invert Elev Dn (ft) = 517.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 ill 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 MA Elev(ft) Lot 55 Hw Depth(ft) 521.00 3 50 rr 520.00 2-50 519.00 - _ -_:. - - ---- -.- Inlet control 1.50 Alp— 51800 lt`� :7:,'' r - 4,''''7'-`";13''t &ai # t ti>1— 'x 1,-i::',..44' -- -- — 0.50 P gi 51700 aim050 - - -- -------- --------------------- ------ 516 00 1 -1 50 0 2 4 6 8 10 12 14 16 18 20 22 24 ear Circular Culvert HGL Embank Reach(ft) lila MI MS NM Culvert Report — Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 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 Elev(ft) Lot 59 Hw Depth(ft) 52700 3 00 me 526 00 ----- 200 -- _ - -- „ Inlet ward- ' -— 525.00 .. - --- --- -3, . _, - — 1.00 '.-"l '.rte — 524.00 - ;,��' � �4� 000 war g,1 n' . *- a 523 00 - - - ,43"c'�a YY s,.'''? * '4 - _---- - -- - -_- ._ - - - -___ 1 00 '`6M- * 4s 522 00 = '.. ,,.,- - - - - 200 r. 521.00 -3 00 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank ... Reach(ft) ... ego r r. Culvert Report .. Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 62 Invert Elev Dn (ft) = 516.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 -- Slope (%) = 13.33 Qmax (cfs) = 6.22 Invert Elev Up (ft) = 518.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 18.0 rr Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 6.22 No. Barrels = 1 Qpipe (cfs) = 6.22 ® n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.01 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.19 .. Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 517.23 HGL Up (ft) = 518.96 Embankment Hw Elev (ft) = 519.40 -- Top Elevation (ft) = 520.00 Hw/D (ft) = 0.94 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) = 10.00 .. Elev(ft) Lot 62 Hw Depth(ft) 521 00 -------------- - ------- 300 .L. - -- --- --- --- ------ - ---- - ------ - ---- 520 00 ---- --- ----- ------- - - - ---- 200 --- -- - - -- -- - 519 00 y "i, :f ir.� . '.?"1 1.00 tA- - . T� 518.00 ' f '�'`-`'-� " --- ----- a 7x'-4` £ 0.00 , F }M>.!h _ 51700 0I,- -V' x ' -- ---- -- --- —_ -1-00 516.00 2 00 ------------- ---------- 515-00 --------------- 3-00 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank ami Reach(ft) Ma re am or Culvert Report .. Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 63 arm 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) Lot 63 Hw Depth(ft) 525 00 2.75 .. 524.00 1 75 ; Inlet control --- No 523.00 4 4 0 75 4. w -0.25 522.00 ----- ^:.�r..� "'". +�''-' -� ; �`—--------- —---- IMO521 00 -1 25 ma 520 00 - - -- - --- - - - - - - ---- -- - 2 25 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank .. Reach(ft) soli .. .r Culvert Report rr Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 69 Invert Elev Dn (ft) = 486.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 N.. 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 (ft/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 Elev(ft) Lot 69 Hw Depth(ft) 489 00 2 75 48850 ----------- 2 25 488.00 ----- ---—----- —--- 1.75 alo 487 50 ---------- ------- ------------- 125 -- - - ---- ilei.. ntral - 487.00 — -- —-- 0 75 486.50 - ' '; -- - -- --- t '�x'' 3. t x-i ` a3' ",' " ma''''r Rt -- 025 rrr 48600 . , ----- --- --- ----- ---- ----- 0.25 -- -------- -------- 485.50 -0 75 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank Reach(ft) w rr Culvert Report ■+• Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 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 Elev(ft) Lot 92 Hw Depth(ft) 456 00 2 75 rr 455.00 1 75 ,40 454.00 � 0.75 453.00 { �, 3 ` , 3 ` #� ,. -0.25 r- Nom;-_?'s.. - - ---- ----- --._--- ---------452 00 -1 25 ler 451 00 -2 25 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert - HGL Embank Reach(ft) ar Culvert Report .. Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 93 Invert Elev Dn (ft) = 452.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 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 .o. 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 as Elev(ft) Lot 93 Hw Depth(ft) 456.00 3 00 rr 455.00 2 00 -- ---- ----- —inletcontror res x -- 454.00 _ ":'4 a 'rs' — 1.00 air 453.00 tr " v' s r - s° s ,, — 0 00 n:iMMIIIIMIIIMIM 45200 E - - -- --- --- --- - eere illill 451.00 100- - -- - - - -- - -- - .200 0 2 4 6 6 10 12 14 16 16 20 22 24 Circular Culvert HGL Embank Or Reach(ft) eitee trr or Culvert Report .. Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 94 .. Invert Elev Dn (ft) = 464.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 -r 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) Lot 94 Hw Depth(ft) 469-00 3 00 ------------------------ erre --- --- ---------------- --------- -—--- ----------- ----- 468 00 - - -._...---------- -------- ----------- --- 2.00 _. - fiiIMF1, ercontior - {t 467.00 d" + - -- . *w `,� 1.00 .. ,. 1 ,,a- a 466.00 — - -- ..�--"�� .,v -,cy r` --- ._ 0.00 ^� 1t;: - km §46500 - - - :.,u �.,�:,r - -yr"'FY N —1 - 2.00 464.00 � — -- - ---- ------- -------- ------ --- ------------ ow ----- ------------ 463 00 -3-00 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank .r. Reach(ft) ow .. row S .. Culvert Report - Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 Lot 95 .. Invert Elev Dn (ft) = 478.00 Calculations Pipe Length (ft) = 15.00 Qmin (cfs) = 0.00 isiu 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 .. MS Elev(ft) Lot 95 Hw Depth(ft) 483.00 3 00 So - ----------------------------- -- -------- -------- 482 00 ------------ -------------- 2.00 so 481.00 - – -- � .i4nlet-control ---- 1 00 -- --- t �. --- 4 �__ 480 00 a'"+ +Ft.3 s — 0.00 N M 47900 478 00 --- - ----- - -oro -2.00 477.00 — - -- ----- ----------- -'----------------- - -- -3 00 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank so Reach(ft) Moe .o rr. roe Culvert Report .r Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Thursday,Jun 11 2015 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 Qtotal (cfs) = 1.35 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 Elev(ft) Lot 96 Hw Depth(ft) 497.00 2 75 rue ---------- ------------ 49600 - --------------------------- 175 495.00 0.75 494eni - _0 25 493.00 a.� .„ . .; " --- ---- -- .-- — - _' -1.25 492.00 - --- -- - - - - -- - - --- -2 25 err — ---------------------------- --- 491 00 3-25 0 2 4 6 8 10 12 14 16 18 20 22 24 Circular Culvert HGL Embank Reach(ft) ee rr - - - - - - DROP INLET HAND COMPUTATIONS - - - - - - - Chapter 9- Storm Drains Appendix 9C-13 Performance Curve DI-1 in a Sump / 1 i Y C ",;/ / / ivJ T / — j , 0 /. W / u � ID, 5 •� A:.031 OPEN AREA = 2.33 FT2 PERIMETER = 9.00 FT if • 1 5 111 G10: 0 CCS (FS rr USt 1,0 c-Fc DISCHARGE_ ( L FS S+r‘Ac.iii,re 3 Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET", 1988 1 of 1 VDOT Drainage Manual Chapter 9— Storm Drains are Appendix 9C-13 Performance Curve DI-1 in a Sump 1 0 MIN i • lV C..' •t ; I— — L w 7. u r . '.. !JeF MO OPEN AREA - 2.33 FT 2 PERIMETER = 9.00 FT 1F 1n_ art 1.41,_0 = 1.33us CIISCHARGE ( CF ) StrtAc:k4cc 3A 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 10. 0 , j t �. 5. 0 i i i i — �• w d 1.9s :d 0 0. 5GGA pP. OPEN REA = 6.0 FT2 PERIM TER = 12.8 FT 0. 1 1 5 10 50 100 Qt.= llo.yo cFS DISCHARGE ( CFS ) 54-elkeitArt 4 Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET", 1988 ars mis r. 1 of 1 VDOT Drainage Manual Chapter 9—Storm Drains Appendix 9C-14 Performance Curve DI-7 in a Sump 10. 0 f t ®. 5_ 0 i i i i i = i 1. 0 a. ®- w .11111 OPEN AREA'= 6.0 FT2 a"' PERIMETER = 12.8 FT 0 . 1 I I 1 5 10 50 100 Q,0 = 1.31 c�S air DISCHARGE ( CFS ) — SkCMCVU4 r e. S Source: VDOT Transportation Research Council publication "HYDRAULIC .. EFFICIENCY OF GRATE INLET", 1988 +r 1 of 1 VDOT Drainage Manual Chapter 9—Storm Drains Appendix 9C-14 Performance Curve 01-7 in a Sump 10. 0 t .. 5. 0 r i i i i 1 .0 f o d=o 11. 0. 5 .•�� G 1�� CAC. OPEN AREA = 6.0 FT2 `s. PERIMETER = 12.8 FT 0. 1 100 ,0 1 5 1 50 Q �� •33 cFs DISCHARGE ( CFS -� Skrucc.4urt Source: VDOT Transportation Research Council publication "HYDRAULIC - EFFICIENCY OF GRATE INLET", 1988 r 1 of 1 VDOT Drainage Manual Chapter 9—Storm Drains .. Appendix 9C-13 Performance Curve DI-1 in a Sump .. 1 r I .. 5, r� ' I f fj 6,- 1 <4;4' (`- - I _j?1 ,,,,, (ii I— V./ .. LL ; / f f .)' 1--- 1ae . I. LL U u / .. 0. 5 / j i r/: .. OPEN AREA = 2.33 FT2 PERIMETER = 9.00 FT I -- -__�._ . .__.. � I _1 __ _ ..._ . ____ _ ,_ .,____ti_ 1 F, 111 50 1 H G 27Z c-Fs DISCHAPGE ( CFS ) . Stmt.#urt 1I Source: VDOT Transportation Research Council publication "HYDRAULIC "f 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 MIIIMII•MMI■■ / =111111MMINIIIIIII 111.1111•11111M1111111 / MINE M11111111•11111 �111•11111111111111111111■ 1=�_J �.ni �., •�uii j WA_•■iuu �MINEM.t. 1 MN •MUii111111111 6-i. ry- 41. 1110111 or -4";)11111 <1 •I111111.,1 III' Iii al- I. ~ o 0um CL _____ INIIV�-____ W �IIl.'y Ii��I•11111 MMIIIIIIIIMM Ei 11•111111,1111111110111110 111011111M11111111 ��a 5 1111111■111I1 ��■�1 �NII11I1 •E111 ffilU!ri11111111 ..., . . 11111 pp,- OPEN AREA = 2,33 FT2 PERIMETER = 9.00 FT - ø, i ____• ____,__ _. _ _ _ l- I i 0 50 1140 .. 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-13 Performance Curve DI-1 in a Sump .. . .- . r 1 • ` ~ I Lj W f r- r OPEN AREA = 2.33 FT2 PERIMETER = 9.00 FT _ _ i I I 1 r' 171 5 0 I lij l_1 0 1.11 c S LII' CHHF'GF_ r F FS , StAc-k &r fl Source: VDOT Transportation Research Council publication "HYDRAULIC r. 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 .. .. MIIIIIIIIIIIIIIIMMIIII / PIIMINI1111111111111111 1.11111.111111111■1111111 / 11111111E IN111111111111■ 11•111•11111111111111111111211111111111141 111111111111111111 �r'I -.■■ ii / .A-■■.., �•��iiii. •- WA •NIiii Iniiii ,c":1': .El ENE III :` DY Yr ._. H. :.,,,-;:o.'i ....:.:,, ,, N. LJ IIIMIIIIM111111111115111111MMIWAIIIIMIIIIIIMMIIIIIIIIIIIIIIIIIIIIIIMIE u 111•11111011111111111111111►I11111111111•1111111111•1111111■ 1111111111.11111111111 •1111111111111M 1/1111111111111 IIIIIIIII a'D 3(: ,9i/1111111111 or Alli11111111 . 11111 ..• OPEN AREA = 2.33 FT2 PERIMETER = 9.00 FT - I r, IIS JCI IIW 01073 .x% cFs SDI CHARGE r (=F's .. Seç,4gr 7A Source: VDOT Transportation Research Council publication "HYDRAULIC .. EFFICIENCY OF GRATE INLET", 1988 .. 1 of VDOT Drainage Manual Chapter 9—Storm Drains Appendix 9C-14 Performance Curve DI-7 in a Sump 10. 0 t ,.. 5. 0 I r I— 1 . 0 i ars W 0. 5 --T— ("1(0-t E ct VIM OPEN AREA = 6.0 FT2 PERIMETER = 12.8 FT 0. 1 1 t 5 10 50 100 Qts 3.80 css DISCHARGE ( CFS ) S'-r'.ck A r t l Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET", 1988 aims ... 1 of 1 VDOT Drainage Manual Chapter 9— Storm Drains Appendix 9C-14 Performance Curve DI-7 in a Sump 10. 0 rn j �.. 5. 0 irr � CI_ 1 . 0 t�• pP_ OPEN AREA = 6.0 FT2 PERIMETER = 12.8 FT 0, 1 I I I i' 1 t 5 10 50 100 Quo = 3 .00 c 5 DISCHARGE ( CFS ) �. SFr & rt L t 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 10. 0 f .. 5. 0 i f- i i = i a~. 1 . 0 od=o 1G. 0. 5 -T,j- fac C ionrl CHZA rIPW rEENAREA = 6.0 FT2 P RIMETER = 12.8 FT 0. 1 r. 1 5 1010%.1. 4 50 100 � 2. 3cFs DISCHARGE ( CFS } .- S k c,k r c Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET", 1988 Min 1 of 1 VDOT Drainage Manual Chapter 9- Storm Drains Appendix 9C-13 Performance Curve DI-1 in a Sump JI J I • I / I— t ;; - I I i u• L 0 W EJ l / I III�II 5�v 5 7 � ,, 413-.0 4S 1T:I1T1I ` 5 I 1.71 5 01 1140 wle= 1.1ZCFS DISCHHRG;F r CFL; Sf c ute..t v►« 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 au or sr I r / I r- a .01 r' r� i (/ r i C;)r _ ` / 41'-'?:- .r L_ / } -;'---r L ,r 1e0J r arm LL LJ I / JJ i . .. 0e 5 /i .. a _ 0.2,x ' . ,- ..... . S ., PI .. (' OPEN AREA= 2,33 FT2 PERIMETER = 9:00 FT 15 10 50 112 `'Qto- 2416 (FS iNN DISCHARGE ( CFS ) 5d (uc,j (4( ( 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 DI-1 in a Sump r 1Yr — f laid ' i awe u � i 'i • 1 ��r 4:0.14' ' OPEN AREA = 2.33 FTS PERIMETER = 9.00 FT 0, 1 io 50 1 00 Q - O6O alt 1.0(Fs DI' CHARGF r. CFS S %%6+art 34 P 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 fWHITTINGTON PROJ NO. 13.0039 fO' BASIN# SEDIMENT BASIN SB-1 DATE 6/2/2015 LOCATION I BY DEG INPUT NM DRAINAGE AREA ! __ 13.07 ac BASIN VOLUME DESIGN_ WET STORAGE 1 - - 1.MINIMUM REQUIRED VOLUME 875.69 Icy 2.AVAILABLE BASIN VOLUME i 7 NNW AVERAGE END AREA-BASIN VOLUME ESTIMATES ELEVATION I AREA VOLUME VOLUME I TOTAL ft sf cf cy cy - 471.99 0.00ow � 60.03 2.22 472 12,007.00 2.22 33,793.75 1,251.62 474.5 15,028.00 1,253.84 - 28,884.00 I 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 or 480 _ 29,873.00 _ 6,272.03 65,550.00 2,427.78 ^_ 482 35,677.00 8,699.81 -_ 72,367.00 2,680.26 484 r 36,690.00 11,380.07 wis REQUIRED WET STORAGE VOLUME 875.69 cy APPROX.ELEVATION - 1 471.80' - 3.EXCAVATE CUBIC YARDS 4.AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 446.51 cy 5.ELEVATION CORRESPONDING TO CLEANOUT LEVEL 474.00 no L 6.DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 11 INVERT DEWATERING ORIFICE R'QD 471.801 INVERT DEWATERING ORIFICE USED 476.001 so APPROX.VOLUME AT INVERT USED 2323.00;cy DISTANCE FROM INVERT TO C/O LEVEL 2.00'ft DISTANCE ACCEPTABLE'i - J WET STORAGE VOLUME ACCEPTABLE DRY STORAGE +M 7.MINIMUM REQUIRED VOLUME I 875.69 cy 1 l 8.TOTAL AVAILABLE VOLUME AT CREST OF RISER _ CREST OF RISER I _ 480.60 w APPROX.AVAILABLE TOTAL VOLUME 7432.00'cy ADEQUATE DRY STORAGE VOLUME 9.DIAMETER OF DEWATERING ORIFICE Q - 2.08 cfs d9.27 in MN I USE d - 3 i ---- i n 10.DIAMETER OF FLEXIBLE TUBING 61 in STANDARD SIZE I ow PRELIMINARY DESIGN 11.PRELIMINARY DESIGN ELEVATIONS: - irr _ _ CREST OF RISER 480.60 ft TOP OF DAM 484.00 ft _ DESIGN HIGH WATER 481.38 ft I*design of high water assumes a peak flowrate UPSTREAM TOE OF DAM 1 472.00 ft of 7.8 cfs storage volume is not considered. NM MN Page 1 WHITTINGTON-SB1.xls OM TEMPORARY SEDIMENT BASIN I PROJECT ;WHITTINGTON PROJ NO. 13.0039 "°" BASIN# SEDIMENT BASIN SB-1 DATE 6/2/2015 LOCATION I I BY DEG I 1 BASIN SHAPE 1 SO 12.LENGTH OF FLOW/EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOL 23484'sf LENGTH OF FLOW PATH 2451ft EFFECTIVE WIDTH 80 ft err _ L/We3.06;Baffles Not Required RUNOFF ! (RATIONAL METHOD CALCULATION) USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Tc VALUE all 13.FLOW FROM 2-YEAR STORM j_ - -- - - C: 0.60 Tc:' 32.3, _ I:' 3.4.in/hr IQ= _ 26.7 cfs - ,I 14.FLOW FROM 25-YEAR STORM 1 C:t 0.60 - - Tc: 32.31 I: 5.5 in/hr Q= 43.1 cfs _ PRINCIPAL SPILLWAY DESIGN 1111110 _ I I 15.REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY?(Y/N) y - REQUIRED SPILLWAY CAPACITY: 16.51 CFS MO 16.ASSUMED AVAILABLE HEAD: lL ELEV.OF CREST OF E.S.IF USED: 481.70 _ ASSUMED AVAILABLE HEAD=1 1.00 ft _ 17.RISER DIMENSIONS: I - - - RISER DIAMETER: 48.00 in (From Plate 3.14-8 or Calcs) - ACTUAL MAX.ELEV.: 478.70 ft (From Calcs if appropriate) I ACTUAL HEAD:] 0.80'ft (From Plate 3.14-8 or Calcs) 18.BARREL LENGTH: I T - -- BARREL LENGTH: 47.00 ft BARREL INVERT OUT: 475.50 ft - HEAD H ON BARREL: _ 3.20Ift _ (From Plate 3.14-7) 19.BARREL DIAMETER: II - I BARREL DIAMETER:! 241in (From Plate 3.14A or 3.143) 20.TRASH RACK AND ANTI-VORTEX DEVICE: ar DIAMETER:] 72 in (From Plate 3.14D) HEIGHT: 21 in Il EMERGENCY SPILLWAY DESIGN I F - - --.--------- ------- 21.REQUIRED SPILLWAY CAPACITY: - I Qe=Q(25)-Qp= 16.51 CFS - 22.DIMENSIONS: BOTTOM WIDTH(b): 12.00 ft (From Table 3.14-C) SLOPE OF EXIT CHANNEL(s): 3.40'ft/ft (From Table 3.14-C) _ MIN.LENGTH EXIT CHANNEL(x): 44.00Ift (From Table 3.14-C) Mil ANTI-SEEP COLLAR DESIGN _ T- 23.DIMENSIONS: - - - DEPTH WATER @ CREST OF P.S.(Y): _ 8.60 ft ,r SLOPE UPSTREAM FACE DAM(Z): 2.00 :1 SLOPE P.S.BARREL(Sb): 1.06i% - LENGTH BARREL IN SAT.ZONE(Ls): 35.00Ift (From Plate 3.14-11) FINAL DESIGN ELEVATIONS - or 25.ELEVATIONS: I - - TOP OF DAM:_ 484.00 ft DESIGN HIGH WATER: 481.38 ft EMERGENCY SPILLWAY CREST: 481.70 jftism I PRINCIPAL SPILLWAY CREST: 480.60 I ft DEWATERING ORIFICE INVERT: 476.00ft T T I CLEANOUT ELEVATION:; 474.00Ift I ins o w Page 2 WHITTINGTON-SB1.xls .r OM TEMPORARY SEDIMENT BASIN - PROJECT WHITTINGTON iPROJ NO. 13.0039 ION BASIN# SEDIMENT BASIN SB-2 DATE 1 6/2/2015 LOCATION I BY 1 DEG INPUT AM DRAINAGE AREA _ _ 12.84 ac BASIN VOLUME DESIGN L WET STORAGE 1.MINIMUM REQUIRED VOLUME 860.48 cy 2.AVAILABLE BASIN VOLUME IMO � AVERAGE END AREA-BASIN VOLUME_ESTIMATES ELEVATION AREA 1 VOLUME 1 VOLUME TOTAL ft sf cf cy cy - 495.99 1.00 �r _ - r 46.45 1.72 496 9,290.00 1.72 25,630.00 949.26 498.5 11,214.00 i 950.98 - i 20,105.25 744.64 500 15,593.00 rt 1,695.62 33,140.00 1,227.41 502 17,547.00 2,923.03 37,165.00 1,376.48 ins 504 19,618.00 4,299.51 41,424.00 1,534.22 506 21,806.00 5,833.73 45,914.00 1,700.52 all _ 508 24,108.00 - 7,534.25 33,537.731,242.14 510 9,429.73 r - 8,776.39 REQUIRED WET STORAGE VOLUME 860.28 Icy - APPROX.ELEVATION + - 500.00, 3.EXCAVATE CUBIC YARDS ______r_ 4.AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 423.72 Icy rr - - 5.ELEVATIONCORRESPONDING TO CLEANOUT LEVEL 498.001 1 I -- I ------ 6.DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL2.00 ar INVERT DEWATERING ORIFICE R'QD -7- 498.00', INVERT DEWATERING ORIFICE USED 500.00' ,APPROX.VOLUME AT INVERT USED 1.695.621cy DISTANCE FROM INVERT TO C/O LEVEL 2.00 ft DISTANCE ACCEPTABLE I M' WET STORAGE VOLUME ACCEPTABLE DRY STORAGE I 7.MINIMUM REQUIRED VOLUME 860.281cy nr 8.TOTAL AVAILABLE VOLUME AT CREST OF RISER CREST OF RISER 1 __ 506.80 APPROX.AVAILABLE TOTAL VOLUME 6210.37 cy ADEQUATE DRY STORAGE VOLUME 9.DIAMETER OF DEWATERING ORIFICE j r Q d 6.67'c�fs 3.00 in USE d _ _ 3 i11 NMI 10.DIAMETER OF FLEXIBLE TUBING 6 in !STANDARD SIZE PRELIMINARY DESIGN _ 11.PRELIMINARY DESIGN ELEVATIONS: CREST OF RISER] 506.80'ft TOP OF DAM] 509.00,ft r DESIGN HIGH WATER] 507.28 ft 1*design of high water assumes a peak flowrate I I UPSTREAM TOE OF DAM 496.001 ft 1 I I Page 1 WHITTINGTON-SB1.xls win TEMPORARY SEDIMENT BASIN PROJECT I WHITTINGTON PROJ NO. 13.0039 err BASIN# SEDIMENT BASIN SB-2 DATE 6/2/2015 LOCATION BY DEG 1 BASIN SHAPE .rr 12.LENGTH OF FLOW/EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOL 15593Isf LENGTH OF FLOW PATH, 137 ft EFFECTIVE WIDTH; 104 ft "'" ! L/We1 _ 1.32 BAFFLES REQUIRED RUNOFF I -- (RATIONAL METHOD CALCULATION) l _J - - USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Tc VALUE or 13.FLOW FROM 2-YEAR STORM C: 0.60. Tc: 27.1 _ I:; 3.4'in/hr 4=i 26.2 cfs ' ma 14.FLOW FROM 25-YEAR STORM C: 0.601 Tc: 27.1 I: 5.51in/hr 1 Q=1 42.4 cfs --" - PRINCIPAL SPILLWAY DESIGN I - 15.REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY?(YIN) REQUIRED SPILLWAY CAPACITY: 16.21,CFS .w 16.ASSUMED AVAILABLE HEAD: - - - ELEV.OF CREST OF E.S.IF USED:', 507.80 ASSUMED AVAILABLE HEAD=' 1.00 ft _ 17.RISER DIMENSIONS: RISER DIAMETER: 48.00'in (From Plate 3.14-8 or Calcs) M ACTUAL MAX.ELEV.: 506.80 ft I(From Calcs if appropriate) ACTUAL HEAD: 0.00 ftFrom Plate 3.14-8 or Calcs))__ 18.BARREL LENGTH: -- -- BARREL LENGTH:', 60.O01ft BARREL INVERT OUT:I 499.50'!ft ow - - - HEAD H ON BARREL:! -3- (From Plate 3.14-7) 19.BARREL DIAMETER: I - -- 1 BARREL DIAMETER:I 24 in I(From Plate 3.14A or 3.14B) 20.TRASH RACK AND ANTI-VORTEX DEVICE: we - DIAMETER: 72,in (From Plate 3.14D) HEIGHT: 21 _'in EMERGENCY SPILLWAY DESIGNI -� I --- 21.REQUIRED SPILLWAY CAPACITY: - Qe=Q(25)-Qp= 16.2 CFS 22.DIMENSIONS: -11-1 1 - BOTTOM WIDTH(b): B.00,ft (From Table 3.14-C) SLOPE OF EXIT CHANNEL(s): 3.10ft/ft (From Table 3.14-C) .r MIN.LENGTH EXIT CHANNEL(x): 51.00 ft (From Table 3.14-C) ANTI-SEEP COLLAR DESIGN 23.DIMENSIONS: DEPTH WATER @ CREST OF P.S.(Y):I 10.80 ft - ar SLOPE UPSTREAM FACE DAM(Z): 2.00':1 SLOPE P.S.BARREL(Sb): 0.83% LENGTH BARREL IN SAT.ZONE(Ls):` 60.00 ft (From Plate 3.14-11) FINAL DESIGN ELEVATIONS YIN 25.ELEVATIONS: TOP OF DAM: 509.00 ft DESIGN HIGH WATER: 507.28 ft - Mil EMERGENCY SPILLWAY CREST: 507.80 ft _ PRINCIPAL SPILLWAY CREST: 506.80 ft ! _ DEWATERING ORIFICE INVERT: _ 500.00 ft 1 CLEANOUT ELEVATION: 498.00 ft I .r MIN Page 2 WHITTINGTON-SB1.xls r wr _ TEMPORARY SEDIMENT BASIN PROJECT !WHITTINGTON ' PROJ NO. 13.0039 w BASIN# SEDIMENT BASIN SB-3 DATE 6/2/2015 LOCATION _ BY DEG INPUT _ w DRAINAGE AREA 11.59 ac BASIN VOLUME DESIGN WET STORAGE 1.MINIMUM REQUIRED VOLUME 776.53 'm_ 2.AVAILABLE BASIN VOLUME AVERAGE END AREA-BASIN VOLUME ESTIMATES ELEVftION l AREA I VOLUMEcE VOLUME TOcTAL �529.99 I 0.00 38.81 1.44 530 7,763.00 1.44 16,684.00 617.93 532 _ 8,921.00 619.36 ___ 25,483.75 943.84 534.5 I 11,466.00 1,563.21 23,030.25 852.97 536 19,241.00 2,416.18 41,191.00 1,525.59 w 538 21,950.00 3,941.77 22,466.50 832.09 539 22,983.00 4,773.86 23,866.00 883.93 w 540 24,749.00 5,657.79 'REQUIRED WET STORAGE VOLUME L 776.53 .cy_ APPROX.ELEVATION 532.001 rrr 3.EXCAVATE CUBIC YARDS 4.AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 382.47 cy 1 5.ELEVATION CORRESPONDING TO CLEANOUT LEVEL 532.50 6.DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 0.80 INVERT DEWATERING ORIFICE R'QD 533.00 INVERT DEWATERING ORIFICE USED 535.00 ism APPROX.VOLUME AT INVERT USED 1825.60 I cy DISTANCE FROM INVERT TO CIO LEVEL I 2.50 ft DISTANCE ACCEPTABLEWET STORAGE VOLUME ACCEPTABLE DRY STORAGE "rr 7.MINIMUM REQUIRED VOLUME 776.53 cy 8.TOTAL AVAILABLE VOLUME AT CREST OF RISER _ CREST OF RISER 537.00 APPROX.AVAILABLE TOTAL VOLUME 3307.75 cy ADEQUATE DRY STORAGE VOLUME 9.DIAMETER OF DEWATERING ORIFICE Q 1.20 cfs 6.00 in USE d - 3 in 10.DIAMETER OF FLEXIBLE TUBING 6 in STANDARD SIZE w PRELIMINARY DESIGN 11.PRELIMINARY DESIGN ELEVATIONS: CREST OF RISER' 537.001'ft _ TOP OF DAM 540.00,ft DESIGN HIGH WATER 538.84!ft *design of high water assumes a peak flowrate UPSTREAM TOE OF DAM; 530.00'ft I of 7.8 cfs storage volume is not considered. err err Page 1 WHITTINGTON-SB1.xls irr TEMPORARY SEDIMENT BASIN PROJECT T WHITTINGTON ,PROJ NO. 13.0039 MN BASIN# 1 SEDIMENT BASIN SB-3 DATE 6/2/2015 LOCATION I BY _ DEG BASIN SHAPE - i 12.LENGTH OF FLOW/EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOL] 13568 sf LENGTH OF FLOW PATH 217 ft EFFECTIVE WIDTH 50 ft ... L/We 4.34 Baffles Not Required RUNOFF 1I 71 (RATIONAL METHOD CALCULATION) ON USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Tc VALUE 13.FLOW FROM 2-YEAR STORM C: 0.60 Tc:' 15.0 I: 3.4,in/hr Q=! 23.6 cfs am 14.FLOW FROM 25-YEAR STORM 1 C: --0.60; Tc:I 15.01 I: 5.5'in/hr Q=j 38.2 cfs _ PRINCIPAL SPILLWAY DESIGN r. -- 15.REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY?(Y/N) y REQUIRED SPILLWAY CAPACITY: 14.61 CFS 16.ASSUMED AVAILABLE HEAD: OM ELEV.OF CREST OF E.S.IF USED: 538.00 ASSUMED AVAILABLE HEAD=i 1.00 ft _ 17.RISER DIMENSIONS: L - RISER DIAMETER: 48.00 in (From Plate 3.14-8 or Calcs) No ACTUAL MAX.ELEV 538.84 ft (From Calcs if appropriate) ACTUAL HEAD: 1.84,ft _ (From Plate 3.14-8 or Calcs) 18.BARREL LENGTH: 7 BARREL LENGTH: 49.00,ft ' BARREL INVERT OUT:I 530.00.ft ow HEAD H ON BARREL: 8.84 ft (From Plate 3.14-7) 19.BARREL DIAMETER: j BARREL DIAMETER: 24 in (From Plate 3.14A or 3.148) 20.TRASH RACK AND ANTI-VORTEX DEVICE: MN I DIAMETER: 72 in ,(From Plate 3.14D) l I HEIGHT: 21 in I EMERGENCY SPILLWAY DESIGN - - 21.REQUIRED SPILLWAY CAPACITY: -1 "'. Qe=Q(25)-Qp= 14.6 iCFS 22.DIMENSIONS: BOTTOM WIDTH(b): 10.001ft '(From Table 3.14-C) SLOPE OF EXIT CHANNEL(s): 3.80 ift/ft (From Table 3.14-C) MO MIN.LENGTH EXIT CHANNEL(x): 47.001ft ;(From Table 3.14-C) ANTI-SEEP COLLAR DESIGN 23.DIMENSIONS: - - - 1 DEPTH WATER @ CREST OF P.S.(Y):' 4.00 ft ow SLOPE UPSTREAM FACE DAM(Z): 2.001:1 SLOPE P.S.BARREL(Sb): 4.00% LENGTH BARREL IN SAT.ZONE(Ls):! 35.00,ft _- (From Plate 3.14-11) FINAL DESIGN ELEVATIONS - 25.ELEVATIONS: -_ TOP OF DAM:i 540.00 ft DESIGN HIGH WATER: 538.841ft _ mos EMERGENCY SPILLWAY CREST: 538.00 ft PRINCIPAL SPILLWAY CREST:j 537.00Ift _ DEWATERING ORIFICE INVERT:I 535.00Ift _ T CLEANOUT ELEVATION: 532.501ft ... ... Page 2 WHITTINGTON-SB1.xls rr am TEMPORARY SEDIMENT BASIN 1 PROJECT WHITTINGTON PROJ NO. 13.0039 r BASIN# SEDIMENT BASIN SB-4 _ DATE 6/2/2015 LOCATION _ BY DEG INPUT sir DRAINAGE AREA 5.19 ac BASIN VOLUME DESIGN I WET STORAGE 1.MINIMUM REQUIRED VOLUME 347.73 cy 2.AVAILABLE BASIN VOLUME aim AVERAGE END AREA-BASIN VOLUME ESTIMATES ELEVATION 1 AREA VOLUME VOLUME TOTAL ft sf cf cy cy IMO _ 459.99 1.00 __ 29.02 _ 1.07 460 5,803.00 1.07 12,973.00 480.48 462 7,170.00 481.56 rr -I , 3,675.00 136.11 462.5 7,530.00 617.67 ' 12,140.25 449.64 464 8,657.00 1,067.31 18,920.00 700.74 rrr _-___ 466 10,263.00 L L 1,768.05 - ___- 22,253.00 824.19 ' 468 j 11,990.00 - 2,592.23 25,888.00 958.81 ami 470 13,898.00 1 I 3,551.05 L REQUIRED WET STORAGE VOLUME _ I _I 347.73 cy' APPROX.ELEVATION 461.50 ++r 3.EXCAVATE CUBIC YARDS 4.AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 171.27 cy 5.ELEVATION CORRESPONDING TO CLEANOUT LEVEL 460.80 MIN - - _6.DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 1.75 INVERT DEWATERING ORIFICE R'QD 461.50' INVERT DEWATERING ORIFICE USED 463.50 o - APPROX.VOLUME AT INVERT USED 9462.00 cy DISTANCE FROM INVERT TO C/O LEVEL 1.75Ift DISTANCE ACCEPTABLE WET STORAGE VOLUME ACCEPTABLE __ DRY STORAGE 'W' 7.MINIMUM REQUIRED VOLUME 347.73 cy I 1 8.TOTAL AVAILABLE VOLUME AT CREST OF RISER _ -- I CREST OF RISER I 466.70 Mr APPROX.AVAILABLE TOTAL VOLUME 1956.00 cy INADEQUATE DRY STORAGE VOLUME 9.DIAMETER OF DEWATERING ORIFICE Q I 4.09 cfs d -_ 3.00.in MO USE d 3 in 10.DIAMETER OF FLEXIBLE TUBING - - _ 6 in STANDARD SIZE ow - PRELIMINARY DESIGN 11.PRELIMINARY DESIGN ELEVATIONS: - -_ I CREST OF RISER'; 466.70 ft TOP OFDAM I 470.00 ft - DESIGN HIGH WATERT 466.90,ft *design of high water assumes a peak flowrate UPSTREAM TOE OF DAM, 460.00 i ft of 7.8 cfs storage volume is not considered. N MI OM Page 1 WHITTINGTON-SB1.xls me MO TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 "r BASIN# SEDIMENT BASIN SB-4 DATE 6/2/2015 LOCATION T BY ; DEG BASIN SHAPE res 12.LENGTH OF FLOW/EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOL 9907 sf LENGTH OF FLOW PATH 154 ft ---4-- EFFECTIVE WIDTH 100 ft eir L/Wei 1.54 BAFFLES REQUIRED RUNOFF (RATIONAL METHOD CALCULATION) USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Tc VALUE MO 13.FLOW FROM 2-YEAR STORM C: 0.45 Tc: 15.7 I: 3.4 in/hr Q= 7.9 cfs ---4 - 14.FLOW FROM 25-YEAR STORM r C:, 0.451 - Tc: 15.7: I: 5.5 in/hr Q= 12.8 cfs PRINCIPAL SPILLWAY DESIGN ow - - - - 15.REQUIRED SPILLWAY CAPACITY: - EMERGENCY SPILLWAY?(Y/N) y - REQUIRED SPILLWAY CAPACITY:I 4.91 CFS re 16.ASSUMED AVAILABLE HEAD: - ELEV.OF CREST OF E.S.IF USED: 467.70, ASSUMED AVAILABLE HEAD 0.50 ft _ 17.RISER DIMENSIONS: - _ RISER DIAMETER: 48.00n __ �(From Plate 3.14-8 or Calcs) _ rw ACTUAL MAX.ELEV.: 468.30 ft (From Calcs if appropriate) ACTUAL HEAD:! 0.60 ft (From Plate 3.14-8 or Calcs) 18.BARREL LENGTH: -1 , 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: 1 - BARREL DIAMETER: 24 in (From Plate 3.14A or 3.148) 20.TRASH RACK AND ANTI-VORTEX DEVICE: - NW I 'DIAMETER:I 72;in (From Plate 3.14D) HEIGHT: 211 in _ EMERGENCY SPILLWAY DESIGN 21.REQUIRED SPILLWAY CAPACITY: rrr I Qe=Q(25)-Qp=! --- 4.9 CFS 22.DIMENSIONS: --F-- -i BOTTOM WIDTH(b): 12.00 ft (From Table 3.14-C) SLOPE OF EXIT CHANNEL(s): 3.00 ft/ft (From Table 3.14-C) MIN.LENGTH EXIT CHANNEL(x): 36.00 ft _ (From Table 3.14-C) ss ANTI-SEEP COLLAR DESIGN 23.DIMENSIONS: DEPTH WATER @ CREST OF P.S.(Y): 6.70 ft or SLOPE UPSTREAM FACE DAM(Z): 2.00 :1 SLOPE P.S.BARREL(Sb): 7.35% t LENGTH BARREL IN SAT.ZONE(Ls): 42.00 (From Plate 3.14-11) I I FINAL DESIGN ELEVATIONS -- - -- 25.ELEVATIONS: TOP OF DAM: 470.00Ift _ DESIGN HIGH WATER: 466.90'ft or EMERGENCY SPILLWAY CREST: 467.70 ft - I PRINCIPAL SPILLWAY CREST: 466.70'ft DEWATERING ORIFICE INVERT: 463.50 ft - - - CLEANOUT ELEVATION: 461.75ft r aim it Page 2 WHITTINGTON-SB1.xls No TEMPORARY SEDIMENT BASIN 7 PROJECT WHITTINGTON 'PROJ NO. 13.0039 Oil BASIN# SEDIMENT BASIN SB-5 DATE 6/16/2015 LOCATION ; _ I I i BY DEG INPUT - DRAINAGE AREA 6.04 ac BASIN VOLUME DESIGN WET STORAGE I I 1 1.MINIMUM REQUIRED VOLUME I 404.68 Icy 2.AVAILABLE BASIN VOLUME - AVERAGE END AREA-BASIN VOLUME ESTIMATES P I -_ ELEVATION AREA VOLUME VOLUME I TOTAL ft sf cf cy cy Mr ____ 457.49 0.00 1---- 13.89 0.51 457.5 2,778.00 0.51 E -- 1,444.75 53.51 458 1 3,001.00 54.02 ars _ 3,236.50 119.87 459 3,472.00 173.89 3,723.00 137.89 460 3,974.00 311.78 2,911.65 107.84 MO 460.7 4,345.00 419.62 6,123.00 226.78 462 5,075.00 646.40 5,374.00 199.04 111111463 5,673.00 845.44 5,988.50 221.80 464 6,304.00 1,067.23 4,4 13,964.00 517.19 -I-- 466 7,660.00 --1- - 1,584.42 aws - - -7 - REQUIRED WET STORAGE VOLUME 404.68 Tcy NMI _ APPROX.ELEVATION 460.70 3.EXCAVATE CUBIC YARDS 4.AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 199.32 cy rr -_T_________T___ 5.ELEVATION CORRESPONDING TO CLEANOUT LEVEL+ 459.50 1 1 6.DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL r - 1.2' INVERT DEWATERING ORIFICE R'QD 460.70 INN INVERT DEWATERING ORIFICE USED 460.70, APPROX.VOLUME AT INVERT USED _ 419.62 cy DISTANCE FROM INVERT TO CIO LEVEL 1.20 ft DISTANCE ACCEPTABLE! - WET STORAGE VOLUME ACCEPTABLE OM DRY STORAGE I___ 7.MINIMUM REQUIRED VOLUME I 404.68 cy 8.TOTAL AVAILABLE VOLUME AT CREST OF RISER NM CREST OF RISER 463.00; APPROX.AVAILABLE TOTAL VOLUME I 845.84 cy ADEQUATE DRY STORAGE VOLUME 9.DIAMETER OF DEWATERING ORIFICE Q 0.53,cfi s rr d _t_ -1-- 4.35;in USE d _ 4'in Orr 10.DIAMETER OF FLEXIBLE TUBING 6 in STANDARD SIZE _ I PRELIMINARY DESIGN I r---- WO 11.11.PRELIMINARY DESIGN ELEVATIONS: [--- CREST OF RISER' 463.00 ft TOP OF DAM I 466.00 ft J - ; DESIGN HIGH WATER 464.00 ft [`design of high water assumes a peak flowrate MN Page 1 WHITTINGTON-S81.xls ar TEMPORARY SEDIMENT BASIN PROJECT 1WHITTINGTON PROJ NO. 1 13.0039 ""' BASIN# 1SEDIMENT BASIN SB-5 'DATE 1 6/16/2015 LOCATION 1 BY DEG f LBASIN SHAPE -' 1 - - ME 12.LENGTH OF FLOW/EFFECTIVE WIDTH: - SURFACE AREA OF NORMAL POOL, 43451 LENGTH OF FLOW PATH'1 50 ftsf EFFECTIVE WIDTH' 80 ft -- - L/WeI 0.63 BAFFLES REQUIRED _- RUNOFF _ - - (RATIONAL METHOD CALCULATION) orUSE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Tc VALUE 13.FLOW FROM 2-YEAR STORM - C: 0.60, Tc: 16.0 I: 3.4 in/hr Q= _ 12.3 cfs -i - 14.FLOW FROM 25-YEAR STORM T - iC: 0.60 Tc: 16.0 I: 5.4 in/hr Q=] 19.6 cfs --- PRINCIPAL SPILLWAY DESIGN w 15.REQUIRED SPILLWAY CAPACITY: r - -- EMERGENCY SPILLWAY?(Y/N) N REQUIRED SPILLWAY CAPACITY:1 _ 19.6]CFS - sow16.ASSUMED AVAILABLE HEAD: ELEV.OF CREST OF E.S.IF USED:' N/A ASSUMED AVAILABLE HEAD=[ _0.70 ft - - 17.RISER DIMENSIONS: I - : RISER DIAMETER: 48.00 in 1(From Plate 3.14-8 or Calcs) so ACTUAL MAX.ELEV.:1 464.00 ft '(From Calcs if appropriate) ACTUAL HEAD:' 1.00'ft '(From Plate 3.14-8 or Calcs) 18.BARREL LENGTH: 1 BARREL LENGTH: 37.00 ft BARREL INVERT OUT: 457.00 ftso _ HEAD H ON BARREL: 7.00 ft (From Plate 3.14-7)1 19.BARREL DIAMETER: BARREL DIAMETER:1 24 in _____J 20.TRASH RACK AND ANTI-VORTEX DEVICE: (From Plate 3.14A�or_3.146) or 1 DIAMETER: 36 in (From Plate 3.14D) i - I HEIGHT: 13 in EMERGENCY SPILLWAY DESIGN 21.REQUIRED SPILLWAY CAPACITY: r Qe=Q(25)-Qp=• N/A CFS -- 22.DIMENSIONS: 1 BOTTOM WIDTH(b): N/A ft (From Table 3.14-C) SLOPE OF EXIT CHANNEL(s): N/A ft/ft (From Table 3.14-C) MOMIN.LENGTH EXIT CHANNEL(x): N/A ft (From Table 3.14-C) ANTI-SEEP COLLAR DESIGN - 23.DIMENSIONS: DEPTH WATER @ CREST OF P.S.(Y): 5.50 ft _ NM SLOPE UPSTREAM FACE DAM(2):1 2.00 :1 - '---- SLOPE P.S.BARREL(Sb): 1.351% LENGTH BARREL IN SAT.ZONE(Ls):_ 30.001ft (From Plate 3.14-11) FINAL DESIGN ELEVATIONS or 43 25.ELEVATIONS: J __- - TOP OF DAM:L 466.001 ft DESIGN HIGH WATER: 464.00 ft - - au EMERGENCY SPILLWAY CREST: N/A,ft PRINCIPAL SPILLWAY CREST:1 463.00 ft - DEWATERING ORIFICE INVERT:1 460.70 ft _ - I ' T CLEANOUT ELEVATION: 459.501 ft 1- -- .r MS Pages WHITTINGTON-SB1.xis Mill v..r wr+ TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN# SEDIMENT BASIN SB-1 DATE 8/14/2015 LOCATION BY DEG INPUT DRAINAGE AREA 13.07 ac BASIN VOLUMEDESIGN WET STORAGE 1.MINIMUM REQUIRED VOLUME 875.69 cy 2.AVAILABLE BASIN VOLUME AVERAGE END AREA-BASIN VOLUME ESTIMATES ELEVATION _ AREA VOLUME VOLUME _ TOTAL ft sf cf cy cy 471.99 0.00 60.03 2.22 472 12,007.00 2.22 33,793.75 1,251.62 474.5 15,028.00 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 65,550.00 2,427.78 482 35,677.00 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 cy 5.ELEVATION CORRESPONDING TO CLEANOUT LEVEL 474.00 6.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 cy DISTANCE FROM INVERT TO CIO LEVEL 2.00 ft DISTANCE ACCEPTABLE WET STORAGE VOLUME ACCEPTABLE DRY STORAGE 7.MINIMUM REQUIRED VOLUME 875.69 cy 8.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 2.08 cfs d 9.27 in USE d 3 in 10.DIAMETER OF FLEXIBLE TUBING 6 in STANDARD SIZE PRELIMINARY DESIGN 11.PRELIMINARY DESIGN ELEVATIONS: CREST OF RISER 480.60 ft TOP OF DAM 484.00 ft DESIGN HIGH WATER 481.38 ft *design of high water assumes a peak flowrate UPSTREAM TOE OF DAM 472.00 ft of 7.8 cfs storage volume is not considered. Page 1 WHITTINGTON-SB1 xls .✓ TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 • BASIN# SEDIMENT BASIN SB-1 DATE 8/14/2015 LOCATION BY DEG BASIN SHAPE 12.LENGTH OF FLOW/EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOL 23484 sf LENGTH OF FLOW PATH 245 ft EFFECTIVE WIDTH 80 ft L/We 3.06 Baffles Not 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: 32.3 I: 3.4 in/hr Q= 26.7 cfs 14.FLOW FROM 25-YEAR STORM C: 0.60 Tc: 32.3 l:' 5.5 in/hr Q= 43.1 cfs PRINCIPAL SPILLWAY DESIGN 15.REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY?(Y/N) y REQUIRED SPILLWAY CAPACITY: 16.5 CFS 16.ASSUMED AVAILABLE HEAD: ELEV.OF CREST T OF E.S.IF USED: 481.70 ASSUMED AVAILABLE HEAD= 1.00 ft 17.RISER DIMENSIONS: RISER DIAMETER: 48.00 in (From Plate 3.14-8 or Calcs) ACTUAL MAX.ELEV.: 478.70 ft (From Calcs if appropriate) 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 (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: DIAMETER: 72 in (From Plate 3.14D) HEIGHT: 21 in EMERGENCY SPILLWAY DESIGN 21.REQUIRED SPILLWAY CAPACITY: Qe=Q(25)-Qp= 16.5 CFS 22.DIMENSIONS: BOTTOM WIDTH(b): 12.00 ft (From Table 3.14-C) SLOPE OF EXIT CHANNEL(s): 3.40 ft/ft (From Table 3.14-C) MIN.LENGTH EXIT CHANNEL(x): 44.00 ft (From Table 3.14-C) ANTI-SEEP COLLAR DESIGN 23.DIMENSIONS: DEPTH WATER @ CREST OF P.S.(Y): 8.60 ft SLOPE UPSTREAM FACE DAM(Z): 2.00 :1 SLOPE P.S.BARREL(Sb): 1.06% LENGTH BARREL IN SAT.ZONE(Ls): 35.00 ft (From Plate 3.14-11) FINAL DESIGN ELEVATIONS 25.ELEVATIONS: TOP OF DAM: 484.00 ft DESIGN HIGH WATER: 481.38 ft EMERGENCY SPILLWAY CREST: 481.70 ft PRINCIPAL SPILLWAY CREST: 480.60 ft DEWATERING ORIFICE INVERT:, 476.00 ft CLEANOUT ELEVATION: 474.00 ft Page 2 WHITTINGTON-SB1 xls Nese "w✓ TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN# SEDIMENT BASIN SB-2 DATE 8/14/2015 LOCATION BY DEG INPUT DRAINAGE AREA 12.84 ac BASIN VOLUME DESIGN WET STORAGE 1.MINIMUM REQUIRE D VOLUME 860.28 cy 2.AVAILABLE BASIN VOLUME AVERAGE END AREA-BASIN VOLUME ESTIMATES ELEVATION AREA VOLUME VOLUME TOTAL ft sf cf cy cy 495.99 1.00 46.45 1.72 496 9,290.00 1.72 25,630.00 949.26 498.5 11,214.00 950.98 20,105.25 744.64 500 15,593.00 1,695.62 33,140.00 1,227.41 502 17,547.00 2,923.03 37,165.00 1,376.48 504 19,618.00 4,299.51 41,424.00 1,534.22 506 21,806.00 5,833.73 45,914.00 1,700.52 508 24,108.00 7,534.25 33,537.73 1,242.14 510 9,429.73 8,776.39 REQUIRED WET STORAGE VOLUME 860.28 cy APPROX.ELEVATION 500.00 3.EXCAVATE CUBIC YARDS 4.AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 423.72 cy 5.ELEVATION CORRESPONDING TO CLEANOUT LEVEL 498.00 6.DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 2.00 INVERT DEWATERING ORIFICE R'QD 498.00 INVERT DEWATERING ORIFICE USED 500.00 APPROX.VOLUME AT INVERT USED 1695.62 cy DISTANCE FROM INVERT TO C/O LEVEL 2.00 ft DISTANCE ACCEPTABLE WET STORAGE VOLUME ACCEPTABLE DRY STORAGE 7.MINIMUM REQUIRED VOLUME 860.28 cy 8.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 ft TOP OF DAM 509.00 ft DESIGN HIGH WATER 507.28 ft *design of high water assumes a peak flowrate UPSTREAM TOE OF DAM 496.00 ft Page 1 WHITTINGTON-SB1.xls wry° TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN# SEDIMENT BASIN SB-2 DATE 8/14/2015 LOCATION BY DEG BASIN SHAPE 12.LENGTH OF FLOW/EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOL 15593 sf LENGTH OF FLOW PATH 137 ft EFFECTIVE WIDTH 104 ft UWe 1.32 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 26.2 cfs 14.FLOW FROM M 25-YEAR STORM C: 0.60 Tc: 27.1 I: 5.5 in/hr 42.4 cfs PRINCIPAL SPILLWAY DESIGN 15.REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY?(Y/N) y REQUIRED SPILLWAY CAPACITY: 16.2 CFS 16.ASSUMED AVAILABLE HEAD: ELEV.OF CREST OF E.S.IF USED: 507.80 ASSUMED AVAILABLE HEAD= 1.00 ft 17.RISER DIMENSIONS: RISER DIAMETER: 48.00 in (From Plate 3.14-8 or Calcs) ACTUAL MAX.ELEV.: 506.80 ft (From Calcs 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: 499.50'ft HEAD H ON BARREL: 7.30 (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: DIAMETER: 72 in (From Plate 3.14D) HEIGHT: 21 in EMERGENCY SPILLWAY DESIGN 21.REQUIRED SPILLWAY CAPACITY: Qe=Q(25)-Qp= 16.2 CFS 22.DIMENSIONS: BOTTOM WIDTH(b): 8.00 ft (From Table 3.14-C) SLOPE OF EXIT CHANNEL(s): 3.10 ft/ft (From Table 3.14-C) MIN.LENGTH EXIT CHANNEL(x): 51.00 ft (From Table 3.14-C) ANTI-SEEP COLLAR DESIGN 23.DIMENSIONS: DEPTH WATER @ CREST OF P.S.(Y): 10.80 ft SLOPE UPSTREAM FACE DAM(Z): 2.00 :1 SLOPE P.S.BARREL(Sb):'' 0.83% LENGTH BARREL IN SAT.ZONE(Ls): 60.00 ft (From Plate 3.14-11) FINAL DESIGN ELEVATIONS 25.ELEVATIONS: TOP OF DAM: 509.00 ft DESIGN HIGH WATER: 507.28 ft EMERGENCY SPILLWAY CREST: 507.80 ft PRINCIPAL SPILLWAY CREST: 506.80 ft DEWATERING ORIFICE INVERT: 500.00 ft CLEANOUT ELEVATION: 498.00 ft Page 2 WHITTINGTON-SB1.xls Name • TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN# SEDIMENT BASIN SB-3 DATE 8114/2015 LOCATION BY DEG INPUT DRAINAGE AREA 11.59 ac BASIN VOLUME DESIGN WET STORAGE 1.MINIMUM REQUIRE D VOLUME 776.53 cy 2.AVAILABLE BASIN VOLUME AVERAGE END AREA-BASIN VOLUME ESTIMATES ELEVATION AREA _ VOLUME VOLUME _ TOTAL ft sf cf cy cy 529.99 0.00 38.81 1.44 530 7,763.00 1.44 16,684.00 617.93 532 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 1,525.59 538 21,950.00 3,941.77 22,466.50 832.09 539 22,983.00 4,773.86 23,866.00 883.93 540 24,749.00 5,657.79 REQUIRED WET STORAGE VOLUME 776.53 cy APPROX.ELEVATION 532.00 3.EXCAVATE CUBIC YARDS 4.AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 382.47 cy 5.ELEVATION CORRESPONDING TO CLEANOUT LEVEL 532.50 6.DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 0.80 INVERT DEWATERING ORIFICE R'QD 533.00 INVERT DEWATERING ORIFICE USED 535.00 APPROX.VOLUME AT INVERT USED 1825.60 cy DISTANCE FROM INVERT TO CIO LEVEL 2.50 ft DISTANCE ACCEPTABLE WET STORAGE VOLUME ACCEPTABLE DRY STORAGE 7.MINIMUM REQUIRED VOLUME 776.53.cy 8.TOTAL AVAILABLE VOLUME AT CREST OF RISER CREST OF RISER 537.00 APPROX.AVAILABLE TOTAL VOLUME 3307.75 cy ADEQUATE DRY STORAGE VOLUME 9.DIAMETER OF DEWATERING ORIFICE Q 1.20 cfs d 6.00 in USE d 3 in 10.DIAMETER OF FLEXIBLE TUBING 6 in STANDARD SIZE PRELIMINARY DESIGN 11.PRELIMINARY DESIGN ELEVATIONS: CREST OF RISER 537.00 ft TOP OF DAM 540.00 ft DESIGN HIGH WATER 538.84 ft 'design of high water assumes a peak flowrate UPSTREAM TOE OF DAM 530.00 ft of 7.8 cfs storage volume is not considered. Page 1 WHITTINGTON-SB1 xis Noire TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN# SEDIMENT BASIN SB-3 'DATE 8/14/2015 LOCATION BY DEG BASIN SHAPE 12.LENGTH OF FLOW/EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOL 13568 sf LENGTH OF FLOW PATH 217 ft EFFECTIVE WIDTH 50 ft L/We 4.34 Baffles Not 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: 15.0 I: 3.4 in/hr Q= 23.6 cfs 14.FLOW FROM 25-YEAR STORM C: 0.60 Tc: 15.0 I: 5.5 in/hr Q= 38.2 cfs PRINCIPAL SPILLWAY DESIGN 15.REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY?(Y/N) y REQUIRED SPILLWAY CAPACITY: 14.6 CFS 16.ASSUMED AVAILABLE HEAD: ELEV.OF CREST OF E.S.IF USED: 538.00 ASSUMED AVAILABLE HEAD= 1.00 ft 17.RISER DIMENSIONS: RISER DIAMETER: 48.00 in (From Plate 3.14-8 or Calcs) ACTUAL MAX.ELEV.: 538.84 ft (From Calcs if appropriate) ACTUAL HEAD: 1.84 ft (From Plate 3.14-8 or Calcs) 18.BARREL LENGTH: BARREL LENGTH: 49.00 ft BARREL INVERT OUT: 530.00 ft HEAD H ON BARREL: 8.84 ft (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: DIAMETER: 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): 3.80 ft/ft '(From Table 3 14-C) MIN.LENGTH EXIT CHANNEL(x): 47.00 ft (From Table 3.14-C), ANTI-SEEP COLLAR DESIGN 23.DIMENSIONS: DEPTH WATER @ CREST OF P.S.(Y): 4.00 ft SLOPE UPSTREAM FACE DAM(Z): 2.00 :1 SLOPE P.S.BARREL(Sb): 4.00% LENGTH BARREL IN SAT.ZONE(Ls): 35.00 ft (From Plate 3.14-11) FINAL DESIGN ELEVATIONS 25.ELEVATIONS: TOP OF DAM: 540.00 ft DESIGN HIGH WATER: 538.84 ft EMERGENCY SPILLWAY CREST: 538.00 ft PRINCIPAL SPILLWAY CREST: 537.00 ft DEWATERING ORIFICE INVERT: 535.00 ft CLEANOUT ELEVATION: 532.50 ft Page 2 WHITTINGTON-SB1.xls TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN# SEDIMENT BASIN SB-4 DATE 8/14/2015 LOCATION BY DEG INPUT DRAINAGE AREA 5.19 ac BASIN VOLUME DESIGN WET STORAGE 1.MINIMUM REQUIRED VOLUME 347.73 cy 2.AVAILABLE BASIN VOLUME AVERAGE END AREA-BASIN VOLUME ESTIMATES ELEVATION AREA VOLUME VOLUME TOTAL ft sf cf cy cy 459.99 1.00 29.02 1.07 460 5,803.00 1.07 12,973.00 480.48 462 7,170.00 481.56 3,675.00 136.11 462.5 7,530.00 617.67 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 2,592.23 25,888.00 958.81 470 13,898.00 3,551.05 REQUIRED WET STORAGE VOLUME 347.73 cy APPROX.ELEVATION 461.50 3.EXCAVATE CUBIC YARDS 4.AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 171.27 cy 5.ELEVATION CORRESPONDING TO CLEANOUT LEVEL 460.80 6.DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 1.75 INVERT DEWATERING ORIFICE R'QD 461.50 • 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 DRY STORAGE 7.MINIMUM REQUIRED VOLUME 347.73 cy 8.TOTAL AVAILABLE VOLUME AT CREST OF RISER CREST OF RISER 466.70 APPROX.AVAILABLE TOTAL VOLUME 1956.00 cy INADEQUATE DRY STORAGE VOLUME 9.DIAMETER OF DEWATERING ORIFICE Q 4.09 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 466.70 ft TOP OF DAM 470.00 ft DESIGN HIGH WATER 466.90 ft *design of high water assumes a peak flowrate UPSTREAM TOE OF DAM 460.00 ft of 7.8 cfs storage volume is not considered Page 1 WHITTINGTON-SB1 xls TEMPORARY SEDIMENT BASIN PROJECT _WHITTINGTON PROJ NO. 13.0039 BASIN# n SEDIMENT BASIN SB-4 DATE 8/14/2015 LOCATION BY DEG BASIN SHAPE 12.LENGTH OF FLOW/EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOL 9907 sf LENGTH OF FLOW PATH, 156 ft EFFECTIVE WIDTH 100 ft L/We 1.56 BAFFLES REQUIRED RUNOFF (RATIONAL METHOD CALCULATION) USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Tc VALUE 13.FLOW FROM 2-YEAR STORM C: 0.45 Tc: 15.7 1: 3.4 in/hr Q= 7.9 cfs 14.FLOW FROM 25-YEAR STORM C: 0.45 Tc: 15.7 I: 5.5 in/hr Q= 12.8 cfs PRINCIPAL SPILLWAY DESIGN 15.REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY?(YIN) y REQUIRED SPILLWAY CAPACITY: 4.9 CFS 16.ASSUMED AVAILABLE HEAD: ELEV.OF CREST OF E.S.IF USED: 467.70 ASSUMED AVAILABLE HEAD= 0.50 ft 17.RISER DIMENSIONS: RISER DIAMETER: 48.00 in (From Plate 3.14-8 or Calcs) ACTUAL MAX.ELEV.: 468.30 ft (From Calcs if appropriate) ACTUAL HEAD: 0.60 ft (From Plate 3.14-8 or Calcs) 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: 24 in (From Plate 3.14A or 3.14B) 20.TRASH RACK AND ANTI-VORTEX DEVICE: DIAMETER: 72 in (From Plate 3.14D) HEIGHT: 21 in EMERGENCY SPILLWAY DESIGN 21.REQUIRED SPILLWAY CAPACITY: Qe=Q(2 5)-Q p= 4.9 CFS 22.DIMENSIONS: BOTTOM WIDTH(b): 12.00 ft (From Table 3 14-C) SLOPE OF EXIT CHANNEL(s): 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 ft SLOPE UPSTREAM FACE DAM(Z): 2.00 :1 SLOPE P.S.BARREL(Sb): 7.35% LENGTH BARREL IN SAT.ZONE(Ls): 42.00 ft (From Plate 3.14-11) FINAL DESIGN ELEVATIONS 25.ELEVATIONS: TOP OF DAM: 470.00 ft DESIGN HIGH WATER: 466.90 ft EMERGENCY SPILLWAY CREST: 467.70 ft PRINCIPAL SPILLWAY CREST: 466.70 ft DEWATERING ORIFICE INVERT: 463.50 ft CLEANOUT ELEVATION: 461.75 ft Page 2 WHITTINGTON-SB1.xls verape TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN# SEDIMENT BASIN SB-5 DATE 8/14/2015 LOCATION BY DEG INPUT DRAINAGE AREA 6.04 ac BASIN VOLUME DESIGN WET STORAGE 1.MINIMUM REQUIRED VOLUME 404.68 cy 2.AVAILABLE BASIN VOLUME AVERAGE END AREA-BASIN VOLUME ESTIMATES ELEVATION AREA _ VOLUME VOLUME TOTAL _' ft sf cf cy cy 457.49 0.00 13.89 0.51 457.5 2,778.00 0.51 _ 1,444.75 53.5.1 458 3,001.00 54.02 3,236.50 119.87 459 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 _ 6,123.00 226.78 462 5,075.00 646.40 _ 5,374.00 199.04 463 5,673.00 845.44 _ 5,988.50 221.80 464 6,304.00 1,067.23 13,964.00 517.19 466 I 7,660.00 1,584.42 REQUIRED WET STORAGE VOLUME 404.68 cy APPROX.ELEVATION 460.70 3.EXCAVATE CUBIC YARDS 4.AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 199.32 cy 5.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 cy DISTANCE FROM INVERT TO CIO LEVEL 1.20 ft DISTANCE ACCEPTABLE WET STORAGE VOLUME ACCEPTABLE DRY STORAGE 7.MINIMUM REQUIRED VOLUME 404.68 cy 8.TOTAL AVAILABLE VOLUME AT CREST OF RISER CREST OF RISER 463.00 APPROX.AVAILABLE TOTAL VOLUME 845.84 cy ADEQUATE DRY STORAGE VOLUME 9.DIAMETER OF DEWATERING ORIFICE Q 0.53 cfs d 4.35 in USE d 4 in 10.DIAMETER OF FLEXIBLE TUBING 6 in STANDARD SIZE PRELIMINARY DESIGN 11.PRELIMINARY DESIGN ELEVATIONS: CREST OF RISER 463.00 ft TOP OF DAM 466.00 ft DESIGN HIGH WATER 464.00 ft *design of high water assumes a peak flowrate Page 1 WHITTINGTON-SB1 xls TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN# _SEDIMENT BASIN SB-5 DATE 8/14/2015 LOCATION BY DEG BASIN SHAPE 12.LENGTH OF FLOW/EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOL 4345 sf LENGTH OF FLOW PATH 50 ft EFFECTIVE WIDTH 70 ft UWe 0.71 BAFFLES REQUIRED ' RUNOFF (RATIONAL METHOD CALCULATION) USE MAXIMUM C VALUE DURING CONSTRUCTION AND D MINIMUM Tc VALUE 13.FLOW FROM 2-YEAR STORM C: 0.60 Tc: 16.0 I: 3.4_in/hr Q= 12.3 cfs 14.FLOW FROM 25-YEAR STORM C: 0.60 Tc: 16.0 I: 5.41 in/hr Q= 19.6 cfs PRINCIPAL SPILLWAY DESIGN 15.REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY?(Y/N) N REQUIRED SPILLWAY CAPACITY: 19.6 CFS 16.ASSUMED AVAILABLE HEAD: ELEV.OF CREST OF E.S.IF USED: N/A ASSUMED AVAILABLE HEAD= 0.70 ft 17.RISER DIMENSIONS: RISER DIAMETER: 48.00 in (From Plate 3.14-8 or Calcs) ACTUAL MAX.ELEV.: 464.00 ft (From Calcs if appropriate) ACTUAL HEAD:: 1.00 ft (From Plate 3.14-8 or Calcs) 18.BARREL LENGTH: BARREL LENGTH: 37.00,ft BARREL INVERT OUT: 457.00 ft HEAD H ON BARREL: 7.00,ft (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: DIAMETER: 36 in (From Plate 3.14D) HEIGHT: 13.in EMERGENCY SPILLWAY DESIGN 21.REQUIRED SPILLWAY CAPACITY: Qe=Q(25)-Qp= N/A CFS 22.DIMENSIONS: BOTTOM WIDTH(b): N/A ft _(From Table 3.14-C) SLOPE OF EXIT CHANNEL(s): N/A ft/ft (From Table 3.14-C) MIN.LENGTH EXIT CHANNEL(x): N/A ft (From Table 3.14-C) ANTI-SEEP COLLAR DESIGN 23.DIMENSIONS: DEPTH WATER @ CREST OF P.S.(Y): 5.50 ft SLOPE UPSTREAM FACE DAM(Z): 2.00 :1 SLOPE P.S.BARREL(Sb): 1.35'% LENGTH BARREL IN SAT.ZONE(Ls): 30.00 ft (From Plate 3.14-11) FINAL DESIGN ELEVATIONS 43 25.ELEVATIONS: TOP OF DAM: 466.00 ft DESIGN HIGH WATER: 464.00 ft EMERGENCY SPILLWAY CREST: N/A ft PRINCIPAL SPILLWAY CREST: 463.00 ft DEWATERING ORIFICE INVERT: 460.70 ft CLEANOUT ELEVATION: 459.50 ft Page 3 WHITTINGTON-SB1.xls Name • TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN# SEDIMENT BASIN SB-6 DATE 8/14/2015 LOCATION BY DEG INPUT DRAINAGE AREA 4.94 ac BASIN VOLUME DESIGN WET STORAGE 1.MINIMUM REQUIRED VOLUME 330.98 cy 2.AVAILABLE BASIN VOLUME AVERAGE END AREA-BASIN VOLUME ESTIMATES ELEVATION AREA VOLUME _ VOLUME TOTAL ft sf cf cy cy 522 1,352.00 3,392.00 125.63 524 2,040.00 125.63 4,896.00 181.33 526 2,856.00 306.96 876.75 32.47 526.3 2,989.00 339.44 5,770.65 213.73 528 3,800.00 553.16 3,205.20 118.71 528.8 4,213.00 671.87 5,451.00 201.89 530 4,872.00 873.76 5,164.00 191.26 531 5,456.00 1,065.02 REQUIRED WET STORAGE VOLUME 330.98 cy APPROX.ELEVATION 526.30 • 3.EXCAVATE CUBIC YARDS 4.AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 163.02 cy 5.ELEVATION CORRESPONDING TO CLEANOUT LEVEL 524.50 6.DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 1.80 INVERT DEWATERING ORIFICE R'QD 526.30_ INVERT DEWATERING ORIFICE USED 526.30 _APPROX.VOLUME AT INVERT USED 340.20 cy DISTANCE FROM INVERT TO CIO LEVEL 1.80 ft DISTANCE ACCEPTABLE WET STORAGE VOLUME ACCEPTABLE DRY STORAGE 7.MINIMUM REQUIRED VOLUME 330.98 cy 8.TOTAL AVAILABLE VOLUME AT CREST OF RISER _ CREST OF RISER 528.80 APPROX.AVAILABLE TOTAL VOLUME 676.95 cy ADEQUATE DRY STORAGE VOLUME • 9.DIAMETER OF DEWATERING ORIFICE Q 4.09 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 528.80 ft TOP OF DAM' 531.00 ft DESIGN HIGH WATER 530.30 ft `design of high water assumes a peak flowrate UPSTREAM TOE OF DAM 522.00 ft of 7.8 cfs storage volume is not considered. Page 1 WHITTINGTON-SB1.xls TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN# SEDIMENT BASIN SB-6 DATE 8/14/2015 LOCATION BY DEG BASIN SHAPE 12.LENGTH OF FLOW/EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOL 2989 sf LENGTH OF FLOW PATH 60 ft EFFECTIVE WIDTH 70 ft UWe 0.86 BAFFLES REQUIRED RUNOFF (RATIONAL METHOD CALCULATION) USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Tc VALUE 13.FLOW FROM 2-YEAR STORM C: 0.45 Tc: 13.0 I: 3.4 in/hr Q= 7.6'cfs 14.FLOW FROM 25-YEAR STORM C: 0.45 Tc: 13.0 I: 5.5 in/hr Q= 12.2 cfs PRINCIPAL SPILLWAY DESIGN 15.REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY?(YIN) y REQUIRED SPILLWAY CAPACITY: 7.6 CFS 16.ASSUMED AVAILABLE HEAD: ELEV.OF CREST OF E.S.IF USED: 529.80 ASSUMED AVAILABLE HEAD=, 0.55 ft 17.RISER DIMENSIONS: RISER DIAMETER: 24.00 in (From Plate 3.14-8 or Calcs) ACTUAL MAX.ELEV.: 529.35 ft (From Calcs if appropriate) ACTUAL HEAD: 0.55 ft (From Plate 3.14-8 or Calcs) 18.BARREL LENGTH: BARREL LENGTH: 35.00,ft BARREL INVERT OUT: 524.00 ft HEAD H ON BARREL: 5.35 ft (From Plate 3.14-7) 19.BARREL DIAMETER: BARREL DIAMETER: 15 in (From Plate 3.14A or 3 14B) 20.TRASH RACK AND ANTI-VORTEX DEVICE: DIAMETER: 36 in (From Plate 3.14D) HEIGHT: 13 in EMERGENCY SPILLWAY DESIGN 21.REQUIRED SPILLWAY CAPACITY: Qe=Q(25)-Qp= 4.7 CFS 22.DIMENSIONS: BOTTOM WIDTH(b): 8.00 ft (From Table 3.14-C) SLOPE OF EXIT CHANNEL(s): 3.90 ft/ft (From Table 3 14-C) MIN.LENGTH EXIT CHANNEL(x): 32.00 ft (From Table 3.14-C) ANTI-SEEP COLLAR DESIGN 23.DIMENSIONS: DEPTH WATER @ CREST OF P.S.(Y): 6.80 ft SLOPE UPSTREAM FACE DAM(Z): 2.00 :1 SLOPE P.S.BARREL(Sb): 7.35% LENGTH BARREL IN SAT.ZONE(Ls): 42.00 ft (From Plate 3.14-11) FINAL DESIGN ELEVATIONS 25.ELEVATIONS: TOP OF DAM: 531.30 ft DESIGN HIGH WATER: 530.30 ft EMERGENCY SPILLWAY CREST: 529.80 ft PRINCIPAL SPILLWAY CREST: 528.80 ft DEWATERING ORIFICE INVERT:r, 526.30 ft CLEANOUT ELEVATION: 524.50 ft Page 2 WHITTINGTON-SB1-xls Novo TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN# SEDIMENT BASIN SB-7 DATE 8/14/2015 LOCATION BY DEG INPUT DRAINAGE AREA 6.02 ac BASIN VOLUME DESIGN WET STORAGE 1.MINIMUM REQUIRED VOLUME 403.34 cy 2.AVAILABLE BASIN VOLUME AVERAGE END AREA-BASIN VOLUME ESTIMATES ELEVATION AREA VOLUME VOLUME TOTAL ft sf cf cy cy 500 1,104.00 3,104.00 114.96 502 2,000.00 114.96 2,500.85 92.62 503.1 2,547.00 207.59 5,466.60 202.47 504.9 3,527.00 410.05 4,236.65 156.91 506 4,176.00 566.97 6,975.00 258.33 507.5 5,124.00 825.30 8,451.00 313.00 509 6,144.00 1,138.30 6,504.00 240.89 510 6,864.00 1,379.19 REQUIRED WET STORAGE VOLUME 403.34 cy APPROX.ELEVATION 504.90 3.EXCAVATE CUBIC YARDS 4.AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED 198.66 cy 5.ELEVATION CORRESPONDING TO CLEANOUT LEVEL 503.10 6.DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 1.80 INVERT DEWATERING ORIFICE R'QD 504.90 INVERT DEWATERING ORIFICE USED 504.90 _APPROX.VOLUME AT INVERT USED 410.05 cy ,DISTANCE FROM INVERT TO C/O LEVEL 1.80 ft DISTANCE ACCEPTABLE WET STORAGE VOLUME ACCEPTABLE DRY STORAGE 7.MINIMUM REQUIRED VOLUME 403.34 cy 8.TOTAL AVAILABLE VOLUME AT CREST OF RISER CREST OF RISER 507.50 APPROX.AVAILABLE TOTAL VOLUME 825.30 cy ADEQUATE DRY STORAGE VOLUME 9.DIAMETER OF DEWATERING ORIFICE Q 4.09 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 507.50 ft TOP OF DAM 510.00 ft DESIGN HIGH WATER 509.00 ft *design of high water assumes a peak flowrate UPSTREAM TOE OF DAM 500.00 ft of 7.8 cfs storage volume is not considered. Page 1 WHITTINGTON-SB1.xls Nor Name TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN# ,SEDIMENT BASIN SB-7 DATE 8/14/2015 LOCATION BY DEG BASIN SHAPE 12.LENGTH OF FLOW/EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOL 3527 sf LENGTH OF FLOW PATH 48 ft EFFECTIVE WIDTH 95 ft LJWe 0.51 BAFFLES REQUIRED RUNOFF (RATIONAL METHOD CALCULATION) USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Tc VALUE 13.FLOW FROM M 2-YEAR STORM C: 0.45 Tc: 15.0 I: 3.4 in/hr Q= 9.2 cfs 14.FLOW FROM 25-YEAR STORM C: 0.45 Tc: 15.0 I: 5.5 in/hr Q= 14.9 cfs PRINCIPAL SPILLWAY DESIGN 15.REQUIRED SPILLWAY CAPACITY: EMERGENCY SPILLWAY?(Y/N) y REQUIRED SPILLWAY CAPACITY:1 9.2 CFS 16.ASSUMED AVAILABLE HEAD: ELEV.OF CREST OF E.S.IF USED: 508.50 ASSUMED AVAILABLE HEAD= 0.50 ft 17.RISER DIMENSIONS: RISER DIAMETER: 24.00 in (From Plate 3.14-8 or Calcs) ACTUAL MAX.ELEV.: 508.10 ft (From Calcs if appropriate) ACTUAL HEAD: 0.60 ft (From Plate 3.14-8 or Caics) 18.BARREL LENGTH: BARREL LENGTH: 35.00 ft BARREL INVERT OUT: 504.00 ft HEAD H O N BARREL: 4.10 ft (From Plate 3.14-7) 19.BARREL DIAMETER: BARREL DIAMETER: 15 in (From Plate 3.14A or 3.14B) 20.TRASH RACK AND ANTI-VORTEX DEVICE: DIAMETER: 36 in (From Plate 3.14D) HEIGHT: 13 in EMERGENCY SPILLWAY DESIGN 21.REQUIRED SPILLWAY CAPACITY: Qe=Q(25)-Qp= 5.7 CFS 22.DIMENSIONS: BOTTOM WIDTH(b): 8.00 ft (From Table 3.14-C) SLOPE OF EXIT CHANNEL(s): 3.90 ft/ft (From Table 3.14-C) MIN.LENGTH EXIT CHANNEL(x): 32.00 ft (From Table 3.14-C) ANTI-SEEP COLLAR DESIGN 23.DIMENSIONS: DEPTH WATER @ CREST OF P.S.(Y): 7.50 ft SLOPE UPSTREAM FACE DAM(Z): 2.00 :1 SLOPE P.S.BARREL(Sb): 7.35'0/ LENGTH BARREL IN SAT.ZONE(Ls): 42.00 ft (From Plate 3.14-11) FINAL DESIGN ELEVATIONS 25.ELEVATIONS: TOP OF DAM: 510.00 ft DESIGN HIGH WATER: 509.00 ft EMERGENCY SPILLWAY CREST: 508.50 ft PRINCIPAL SPILLWAY CREST: 507.50 ft DEWATERING ORIFICE INVERT: 504.90 ft CLEANOUT ELEVATION: 503.10 ft Page 2 WHITTINGTON-SB1.xls TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON PROJ NO. 13.0039 BASIN# SEDIMENT BASIN SB-6 'DATE 9/14/2015 LOCATION BY DEG INPUT DRAINAGE AREA 7.74 ac BASIN VOLUME DESIGN WET STORAGE 1.MINIMUM REQUIRED VOLUME 518.58 cy 2.AVAILABLE BASIN VOLUME ' AVERAGE END AREA-BASIN VOLUME ESTIMATES ELEVATION AREA VOLUME VOLUME TOTAL ft sf cf cy cy 522 _ 2,93.9.00 6,810.00 252.22 524 3,871.00 252.22 8,802.00 326.00 526 4,931.00 578.22 1,504.80 55.73 526.3 5,101.00 633.96 9,537.00 353.22 528 6,119.00 987.18 5,099.60 188.87 ' 528.8 6,630.00 1,176.05 ' 8,439.00 : 312.56 530 7,435.00 1,488.61 7,788.00 288.44 531 8,141.00 1,777.05 REQUIRED WET STORAGE VOLUME 518.58 cy APPROX.ELEVATION , 526.30 3.EXCAVATE CUBIC YARDS 4.AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED i 326.91 cy 5.ELEVATION CORRESPONDING TO CLEANOUT LEVEL 524.50 6.DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL 0.10 INVERT DEWATERING ORIFICE R'QD 526.30 INVERT DEWATERING ORIFICE USED 526.30 • APPROX.VOLUME AT INVERT USED 63.3.96 cy • DISTANCE FROM INVERT TO CIO LEVEL 1.00 ft DISTANCE ACCEPTABLE WET STORAGE VOLUME ACCEPTABLE • DRY STORAGE ' 7.MINIMUM REQUIRED VOLUME 518.58 cy 8.TOTAL AVAILABLE VOLUME AT CREST OF RISER CREST OF RISER 528.80 APPROX.AVAILABLE TOTAL VOLUME 1176.05 cy ADEQUATE DRY STORAGE VOLUME 9.DIAMETER OF DEWATERING ORIFICE Q4.09 cfs d 3.00 in USEd 3 in 10.DIAMETER OF FLEXIBLE TUBING 6'in STANDARD SIZE ' PRELIMINARY DESIGN 11.PRELIMINARY DESIGN ELEVATIONS: CREST OF RISER 528.80 ft TOP OF DAM 531.00 ft DESIGN HIGH WATER 530.30 ft *design of high water assumes a peak flowrate UPSTREAM TOE OF DAM 522.00 ft of 7.8 cfs storage volume is not considered. Page 1 WHITTINGTON-SB1 xls TEMPORARY SEDIMENT BASIN PROJECT WHITTINGTON 1 PROJ NO. 13.0039 BASIN# SEDIMENT BASIN SB-6 DATE 9/14/2015 LOCATION BY DEG BASIN SHAPE 12.LENGTH OF FLOW/EFFECTIVE WIDTH: SURFACE AREA OF NORMAL POOL 4410 sf_ 1 LENGTH OF FLOW PATH 74 ft EFFECTIVE WIDTH 75 ft UWe 0.99,BAFFLES REQUIRED_ RUNOFF (RATIONAL METHOD CALCULATION) USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Tc VALUE 13.FLOW FROM 2-YEAR STORM C: 0.45 ' Tc: 13.0 I: 3.4 in/hr Q= 11.8 cfs 14.FLOW FROM 25-YEAR STORM C: 0.45' Tc: 13.0 I: 5.5 in/hr ' Q=, 19.2 cfs PRINCIPAL SPILLWAY DESIGN r i 15.REQUIRED SPILLWAY CAPACITY: ) EMERGENCY SPILLWAY?(Y/N) Y, REQUIRED SPILLWAY CAPACITY:, 7.6 CFS 16.ASSUMED AVAILABLE HEAD: ELEV.OF CREST OF E.S.IF USED: 529.80 ASSUMED AVAILABLE HEAD=t 0.55 ft 17.RISER DIMENSIONS: RISER DIAMETER: 24.001 in (From Plate 3 14-8 or Calcs) ACTUAL MAX.ELEV.: 529.35'ft (From Calcs if appropriate) ' ACTUAL HEAD: 0.55 ft (From Plate 3.14-8 or Calcs) ' 18.BARREL LENGTH_: BARREL LENGTH:1 35.00 ft ' BARREL INVERT OUT:1 524.00 ft HEAD H ON BARREL:' 5.35,ft (From Plate 3.14-7) 19.BARREL DIAMETER: BARREL DIAMETER: 15 in (From Plate 3.14A or 3.14B) 20.TRASH RACK AND ANTI-VORTEX DEVICE: DIAMETER:' 36 in (From Plate 3.14D) ' ' HEIGHT: 13 in EMERGENCY SPILLWAY DESIGN t. 21.REQUIRED SPILLWAY CAPACITY: Qe=Q(25)-Qp=- 7.3 CFS 22.DIMENSIONS: BOTTOM WIDTH(b):II 8.00 ft :(From Table 3.14-C) SLOPE OF EXIT CHANNEL(s): 3.90,ft/ft '(From Table 3.14-C) MIN.LENGTH EXIT CHANNEL(x): 32.00 ft _(From Table 3.14-C) ANTI-SEEP COLLAR DESIGN I 23.DIMENSIONS: DEPTH WATER @ CREST OF P.S.(Y): 6.80 ft SLOPE UPSTREAM FACE DAM(Z):' 2.00.:1 SLOPE P.S.BARREL(Sb): 7.35% LENGTH BARREL IN SAT.ZONE(Ls): 42.00 ft .(From Plate 3.14-11) FINAL DESIGN ELEVATIONS 25.ELEVATIONS: ' TOP OF DAM: 531.30 ft DESIGN HIGH WATER:, 530.30 ft EMERGENCY SPILLWAY CREST: 529.80.ft PRINCIPAL SPILLWAY CREST: 528.80 ft DEWATERING ORIFICE INVERT: 526.30 ft CLEANOUT ELEVATION: 524.50 ft Page 2 WHITTINGTON-SB1.xis