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HomeMy WebLinkAbout008 Stormwater Management Design Report STORMWATER MANAGEMENT DESIGN REPORT FOR: NEXUS POINT MASTER SITE PLAN 3747 SOUTH 19TH AVENUE BOZEMAN, MT Prepared By: MADISON ENGINEERING Madison Engineering 895 Technology Drive, Suite 203 Bozeman, MT 59718 (406) 586-0262 FEBRUARY 2020 REVISED DULY 2020 STORMWATER MANAGEMENT DESIGN REPORT FOR: NEXUS POINT MASTER SITE PLAN 3747 SOUTH 19TH AVENUE BOZEMAN, MT o CHRIS G. • • B�IOCSKI NO.1082 P • w Madison Engineering 895 Technology Blvd Ste 203 Bozeman, MT 59718 (406) 586-0262 FEBRUARY 2020 REVISED DULY 2020 NEXUS POINT MASTER SITE PLAN 3747 SOUTH 19TH AVENUE, BOZEMAN, MT STORMWATER DESIGN REPORT A. Introduction The proposed development for the Nexus Point Master Site Plan will be constructed at 3747 South 19th Avenue in Bozeman, MT. The site will be developed in phases consisting of residential and office buildings and associated infrastructure and parking facilities. The infrastructure will be installed for the entire site during Phase 1 of development. The site will contain stormwater infrastructure including curb inlets throughout the site that drain to a stormwater detention basin with underground R Tank chamber system located underneath. Said basin and R Tank system is located in the northwest portion of the site. The following references were used in the preparation of this report: a. COB Design Standards and Specifications Policy, 2004 (DSSP). Addendum #6 b. COB Modifications to Montana Public Works Standard Specifications (MPWSS) B. Stormwater Management Stormwater from the proposed parking lot areas and roads will be graded to flow into various curb inlets and area drains throughout the site. An underground pipe network consisting of 15- inch to 21-inch diameter Advanced Drainage Systems (ADS) plastic corrugated pipe will carry stormwater to the proposed detention basin with underground R Tank chamber system located underneath. Stormwater will enter the R Tank system first. When the R Tank becomes full, it will overflow into the at-grade detention basin through a 24-inch by 36-inch area drain overflow structure. Stormwater run-off was calculated based on the Rational Method and the detention basin was sized per the City of Bozeman's design standards for a storm intensity of 10-year frequency and a 2-hour duration. Additionally, the stormwater runoff from the first half inch of rainfall from a 24-hour storm preceded by 48 hours of no measurable precipitation was calculated by multiplying 0.5 inches by the total impervious area within the site (per Bozeman DSSP II.A.4). The difference between the required detention volume and the volume of the first half inch of rainfall is detained within the detention basin. The volume of the first half inch of rainfall is retained within an underground R Tank chamber system located underneath the detention basin. A summary table of the detention system is provided in Table 1. Basin A—H flow to the proposed stormwater facility, located on the west end of Arnold Street. Due to grade restraints a storm water facility will be required for Basin J on the lot. Nexus Point Stormwater Design Report Page 1 of 2 Property Detention R Tank Basin Side slopes 4:1 (H:V) N/A Water design depth ft 1.0 2.17 Freeboard ft 1.0 N/A Bottom elevation (ft) 4949.33 4953.0 Storage volume c 3,438 14,577 Number of chambers N/A 2,297 Table 1 Detention basin and R Tank summary C. Gutter and curb inlet adequacy check The gutters and curb inlets located in the streets that received surface flow from the site were checked for capacity. All gutters and standard Neenah Foundry R-3067-L 24-inch by 36-inch curb inlet grates are adequate to handle the runoff from a 25-year storm event. The curb inlets located in low points within the parking lots were check for capacity using a capacity chart provided by Neenah Foundry for the typical R-3067-L inlet grate. See Appendix B for more information. D. Pipe sizing All ADS storm drain pipes were sized to accommodate the 25-year storm event per Bozeman design standards. See Appendix C for more information. Appendices A. Stormwater basin calculations B. Gutter and curb inlet adequacy check C. Pipe sizing calculations D. Stormwater Maintenance Plan E. Drainage Exhibit Nexus Point Stormwater Design Report Page 2 of 2 Appendices Appendix A — Stormwater Basin Calculations Nexus Point Lot 1 Minor Sub 235 Stormwater Detention/Retention Calculations (Reference: Bozeman Stormwater Master Plan-1982) Design Rainfall Freq 10 year(see page III-5 of master plan) IDF coefficient a 0.64 IDF coefficient b IDF coefficient n 0.65 Pre-development Calculations Post-development Calculations C C Areas(ft): open space 649,794 0.20 Areas(ft): Impervious 346,954 0.90 med.res. 0.35 Building 120.281 0.90 dense res. 0.50 Landscaped 182,559 0.20 Total: 649.794 Total: 649,794 total area: 14.92 acres total area: 14.92 acres composite C: 0.20 composite C: 0.70 Overland tc Overland 1< average slope: 0.9 percent average slope: 1 percent travel distance: 1186 feet travel distance: 1320 feet 1": 60 minutes t�: 27 minutes Channel tc Channel tc channel t�: minutes channel tc: minutes Total It,: 60 minutes Total tc: 27 minutes intensity at(.(fig 23): 0.64 in/hr intensity at tc(fig 23): 1.08 in/hr pre-devel peak runoff: 1.91 cfs post-devel peak runoff: 11.30 cfs Storm Duration Intensity Future Runoff Runoff Release Required (minutes) (in/hr) Rate(cfs) Volume(cf) Volume(cf) Storage(cf) 67 0.60 6.25 25118 7670 17449 69 0.58 6.13 25379 7899 17480 71 0.57 6.02 25634 8128 17506 73 0.56 5.91 25884 8357 17528 75 0.55 5.81 26131 8586 17545 77 0.54 5.71 26373 8815 17557 79 0.54 5.62 26610 9044 17566 81 0.53 5.53 26844 9273 17571 83 0.52 5.44 27075 9502 17572 85 0.51 5.36 27301 9732 17570 87 0.50 5.28 27525 9961 17564 89 0.50 5.20 27745 10190 17555 91 0.49 5.12 27961 10419 17543 93 0.48 5.05 28175 10648 17527 95 0.47 4.98 28386 10877 17509 97 0.47 4.92 28594 11106 17488 99 0.46 4.85 28799 11335 17463 required detention storage(ft)a 17,572 Nexus Point-Stormwater Calculations.As Nexus Point Lot 1 Minor Sub 236 Stormwater DetentionfRetention Calculations 0.5 Inch Retention Calculation Impervious Area 346,954 sf Required Retention Rainfali 0.5 inches 0.04 feet Required Retention 14,456 cf Required Detention 3,116 cf Detention Pond Calculations: design depth of pond 2,30 feet max side slope 4:00 horizontal to 1.00 vertical length/width ratio '3.00 min.particle removed 40 microns(1 micron=1 x 10-6 meters) settling velocity of particle 0.0089 feet/second min.pond to settle particle 1637 square feet Volume held between contours: Cumulative Contour Area(ft) Delta V(ft) Volume(ft') 4953.00 26 4953.5 2,710 683 683 4954.0 8,912 2,756 3,438 4M,00 7op;t Design storage at 1.0'depth(ft) R-Tank HD Module Calculation Length 28.15 Inches 2.35 ft Width 15.75 inches 1.31 ft Height-Single+Mini 25.98 inches 2.17 ft *of Modules Area A Horizontally Length 124.55 sf 53 Width 34.06 sf 26 Area 4242.17 sf 1378 Area B Length 89.06 sf 38 Width 22.27 sf 17 Area 1983.37 sf 644 Area C Length 53.80 sf 23 Width 15.72 sf 12 Area 845.74 sf 275 Total Area 7071.3 sf 2297 R-Tank Module Height 2.17 ft Single+Mini R-Tank HD Volume 16344.7 sf (Gross Volume) R-Tank Efficieny 95% Total R-Tank HD Volume 14,677 sf (Net Volume) Total Volume Provided 18,015 cf Exceeds both Required Detention and 0.5"rainfall Retention Volumes Nexus Point-Stormwater Calculations.xls Appendix B — Gutter and Curb inlet adequacy check Nexus Point Peak flow calculations Post Development Peak Flow Summary(cfs) Basin No. Area(Ac.) Weiahled C 100 Yr 25 Yr 10 Yr_ A 2.00 0.66 34 2.1 1.6 B 0.85 0.78 58 2.6 1.8 C 0.50 0.83 3.6 1.7 1.1 D 046 0.75 2.1 1.1 0.8 E1 1.09 0.56 1.6 1.0 0.8 E2 0.44 0.73 1.6 0.9 0.6 F 0.65 0.56 1.1 0.7 0.6 G 3.11 0.75 8.5 4.5 3.2 H 1.08 0.62 1.6 1.0 08 1-1 2.17 0.65 6.2 3.7 28 1-2 2.91 0.65 7.4 4.4 3.3 J 0.57 0.62 1.5 0.9 0.7 OF Equations from Bozeman Stormwater Master Plan for City of Bozeman,March 1982 General Equation: i=a/(b+D)"where D is duration in hours,i=intensity in inches/hour Storm Information Design Rainfall Freq. 100 25 10 OF coefficient a 1.01 0.78 0.64 OF coefficient b 0 0 0 OF coefficient n 0.67 0.64 0.65 Adjustment Factor Cf: 1.25 1.1 1 Page 1 of 5 Nexus Point Peak flow calculations Post Development Peak Q values _ Basin A Area C Impervious Area 1.310 acres 0.90 Landscaped Area 0.690 acres 0.20 Total 2.000 acres Weighted C 0.66 Average slope 0.75 percent Travel Distance 660 feet Design Rainfall Freq. 100 25 10 years C'Cf 0.82 0.72 0.66 (Shall not exceed 1.00) Total tc: 14.53 19.71 23.17 minutes intensity at tc 2.61 1.59 1.19 in/hr peak runoff: 3.4 2.1 1.6 cfs Basin B Area C Impervious Area 0.710 acres 0.90 Landscaped Area 0.140 acres 0.20 Total 0.850 acres Weighted C 0.78 Average slope 1.60 percent Travel Distance 150 feet Design Rainfall Freq. 100 25 10 years C'Cf 0.98 0.86 0.78 (Shall not exceed 1.00) Total t�: 2.38 4.74 6.31 minutes intensity at t. 8.77 3.96 2.77 in/hr peak runoff: 5.8 2.6 1.8 cfs Basin C Area C Impervious Area 0.450 acres 0.90 Landscaped Area 0.050 acres 0.20 Total 0.500 acres Weighted C 0.83 Average slope 1.50 percent Travel Distance 220 feet Design Rainfall Freq. 100 25 10 years C'Cf 1.00 0.91 0.83 (Shall not exceed 1.00) Total tc: 2.42 4.53 6.54 minutes intensity at tc 8.67 4.08 2.70 in/hr peak runoff: 3.6 1.7 1.1 cfs Page 2 of 5 Nexus Point Peak flow calculations Post Development Basin D Area C _ Impervious Area 0.360 acres 090 Landscaped Area 0.100 acres 0.20 Total 0.460 acres Weighted C 0.75 Average slope percent Travel Distance feet Design Rainfall Freq. 100 25 10 years C'Cf 0.93 0.82 0.75 (Shall not exceed 1.00) Total t,: 4.00 6.72 8.53 minutes intensity at tc 6.20 3.17 2.27 in/hr peak runoff: 2.1 1.1 0.3 cfs Basin E1 Area C _ Impervious Area 0.560 acres 0.90 Landscaped Area 0.530 acres 0.20 Total 1.090 acres Weighted C 0.56 Average slope 1.25 percent Travel Distance 4"' feet Design Rainfall Freq. 100 25 10 years C'Cf 0.70 0.62 0.56 (Shall not exceed 1.00) Total tc: 14.50 17.54 19.56 minutes intensity at t� 2.62 1.71 1.33 in/hr peak runoff: 1.6 1.0 0.8 cfs Basin E2 Area C Impervious Area 0.330 acres 0.90 Landscaped Area 0.110 acres 0.20 Total 0.440 acres Weighted C 0.73 Average slope 1.86 percent Travel Distance 320 feet Design Rainfall Freq. 100 25 10 years C'Cf 0.91 0.80 0.73 (Shall not exceed 1.00) Total tc: 5.28 8.24 10.22 minutes intensity at tc 5.15 2.78 2.02 in/hr peak runoff: 1.6 0.9 0.5 cfs Basin F Area C Impervious Area 0.330 acres 0.90 Landscaped Area 0.320 acres 0.20 Total 0.650 acres Weighted C 0.56 Average slope 1.50 percent Travel Distance 315 feet Design Rainfall Freq. 100 25 10 years C'Cf 0.69 0.61 0.56 (Shall not exceed 1.00) Total tc: 11.76 14.18 15.79 minutes intensity at tc 3.01 1.96 1.52 in/hr peak runoff: 1.1 0.7 0.6 cfs Page 3 of 5 Nexus Point Peak flow calculations Post Development Basin G Area _ _ C Impervious Area 2.430 acres 0.90 Landscaped Area 0.680 acres 0.20 Total 3.110 acres Weighted C 0.75 Average slope percent Travel Distance feet Design Rainfall Freq. 100 25 10 years C'Cf 0.93 0.82 0.75 (Shall not exceed 1.00) Total tc: 8.73 14.61 18.53 minutes intensity at tc 3.68 1.93 1.37 in/hr peak runoff: 8.5 4.5 3.2 cfs Basin H Area C Impervious Area 0.650 acres 0.90 Landscaped Area 0.430 acres 0.20 Total 1.080 acres Weighted C 0.62 Average slope 0.70 percent Travel Distance 625 feet Design Rainfall Freq. 100 25 10 years C•Cf 0.78 0.68 0.62 (Shall not exceed 1.00) Total t�: 17.03 21.93 25.20 minutes intensity at t, 2.35 1.49 1.12 in/hr peak runoff: 1.6 1.0 0.8 cfs Basin 1-1 Area C Impervious Area 1.413 acres 0.90 Landscaped Area 0.761 acres 0.20 Total 2.173 acres Weighted C 0.65 Average slope 1.70 percent (Estimated) Travel Distance 235 feet Design Rainfall Freq. 100 25 10 years C'Cf 0.82 0.72 0.65 (Shall not exceed 1.00) Total t�: 6.75 9.11 10.68 minutes intensity at tc 4.36 2.61 1.96 in/hr peak runoff: 6.2 3.7 2.8 cfs Basin 1-2 Area C Impervious Area 1.88E acres 0.90 Landscaped Area 1.017 acres 0.20 Total 2.905 acres Weighted C 0.65 Average slope 2.17 percent (Estimated) Travel Distance 391 feet Design Rainfall Freq. 100 25 10 years C`Cf 0.82 0.72 0.65 (Shall not exceed 1.00) Total tc: 8.03 10.83 1270 minutes intensity at tc 3.89 2.33 1.76 in/hr peak runoff: 7.4 4.4 3.3 cfs Page 4 of 5 Nexus Point Peak flow calculations Post Development Basin J _ Area C Impervious Area 0.340 acres 0.90 Landscaped Area 0.230 acres 0.20 Total 0.570 acres Weighted C 0.62 Average slope 1.50 percent (Estimated) Travel Distance 176 feet Design Rainfall Freq. 100 25 10 years C•Cf 0.77 0.68 0.62 (Shall not exceed 1.00) Total tc: 7.09 9.09 10.43 minutes intensity at tc 4.22 2.61 2.00 inlhr peak runoff: 1.5 0.9 0.7 Us Page 5 of 5 Nexus Point Gutter Capacity Calculations Allowable Pavement Encroachment Given T= 9 feet(max per city) T W= 1.5 feet M _ _ Ts= 7.5 feet SW= 0.0625 ft/ft i Sx= 0.03 ft/ft a= 0.59 inches S d= 3.24 inches e - , n= 0.015 i al , Sw,Sx= 2.08 T/W= 6 Capacity for Gutter equations: Q=Q, +Q5 Where: Q", =E.Q Qs= Discharge within the Roadway above the depressed section(cfs) QS Qw= Discharge within the depressed Q— I_E,, (gutter)section(cfs) Cf= 0.56 for English units Qs _Cr S.sTs;so Z Sx= Pavement cross slope(ft/ft) n Ts= Width of flow in the roadway above depressed section So= Gutter longitudinal slope(ft/ft) SW/Sx Sw= Gutter depression cross slope(ft/ft) Eo = 1+ lPVa T= Spread(ft) lL+�T/W) I J —i W= Width of gutter depression(ft) Capacity solution Gutter Capacity-Inlet 1 (Arnold) Gutter Capacity-Inlet 2(Arnold) So= 0.0075 So= 0.0075 Qs= cfs Qs= 2.02 cfs Eo= cfs Eo= 0.42 cfs [ Q= cfs [ Q= 3.50 cfs [ Gutter Capacity-Inlet 5(S 21st) Gutter Capacity-Inlet 6(S 21st) So= 0.0185 So= 0.0186 Qs= cfs Qs= 3.17 cfs Eo= cfs Eo= 0.42 cfs [ Q= cfs [ —Q-- 5.50 cfs [ Gutter Capacity-Inlet 7(Arnold) Gutter Capacity-Inlet 8(Arnold) So= 0.0125 So= 0.0126 Qs= cfs Qs= 4.01 cfs Eo= cfs Eo= 0.42 cfs Q= cfs [ Q= 4.52 cfs Gutter Capacity-Inlet 9(Arnold) Gutter Capacity-Inlet 10(Arnold) So= 0.0150 So= 0.0150 Qs= cfs Qs= 2.85 cfs Eo= cfs Eo= 0.42 cfs [ Q= cfs [ Q= 4.85 cfs Page 1 of 2 Gutter Capacity-Inlet 12(Arnold) Gutter Capacity-Inlet 13(Arnold) So= 0.0160 So= 0.0150 Qs= 2.85 cfs Qs= 2.85 cfs Eo= 0.42 cfs Eo= 0.42 cfs GI= cfs � � Q= 4.95 cfs Gutter Capacity-Inlet 14(Lantern) Gutter Capacity-Inlet 15(Lantern) So= 0.0070 So= 0.0070 Qs= 1.95 cfs Qs= 1.95 cfs Eo= 0.42 cfs Eo= 0.42 cfs [ Q= 3.36 cfs - Q= 3.38 cfs Gutter 25 Yr Design Capacity Curb inlet Capacity(cfs) Flow(cfs) greater than 25-yr flow? 1 3.50 2.09 Yes 2 3.50 2.09 Yes 5 5.50 0.89 Yes 6 5.50 0.89 Yes 7 4.62 1.05 Yes 8 4.52 1.06 Yes 9 4.96 0.71 Yes 10 4.95 0.71 Yes 12 4.95 0.71 Yes 13 4.96 0.71 Yes 14 3.38 1.00 Yes 15 3.38 1.00 Yes Summary The gutter capacity is adequate upstream of each curb inlet in a roadway Page 2 of 2 Nexus Point Inlet Capacity Calculations Gutter Section Given: T= 9.0 feet T I W= 1.50 feet Ts= 7.50 feet W '` Sw= 0.0626 ft/ft Sx= 0.03 ft/ft _ a = 0.59 inches d= 3.24 inches o. /�S.d n = 0.015 s. Where Qs= Discharge within the Roadway above the depressed section (cfs) Qw= Discharge within the depressed (gutter) section (cfs) Capacity for Inlets on Grade Cf= 0.56 for English units (Standard 24x36 Curb inlet) Sx= Pavement cross slope (ft/ft) Ts= Width of flow in the roadway above Inlet 1 (Arnold) depressed section So= Gutter longitudinal slope (ft/ft) Qw= 1.48 cfs Sw= Gutter depression cross slope (ft/ft) Qs = 2.02 cfs T= Spread (ft) Cross-sectional area of flow W= Width of gutter depression (ft) A= 1.22 ft' Gutter Velocity V= 2.88 ft/sec Fraction of side flow intercepted Rs = 0.27 Total flow capacity intercepted b the inlet Qint= 2.07 cfs Qbypass= 1.43 cfs. Design Q for inlet#1 Q25 = 2.09 cfs Basin A Q25 = 1.05 cfs Approx half of Basin A contributes to inlet 1 Single Inlet Sufficient Inlet 2(Arnold) Qw= 1.48 cfs Qs= 2.02 cfs Cross-sectional area of flow A= 1.22 ftz Gutter Velocity V= 2.88 ft/sec Fraction of side flow intercepted Rs= 0.27 Total flow capacity intercepted by the inlet Page 1 of 5 Glint= 2.07 cfs Qbypass = 1.43 cfs Design Q for inlet#2 Q25= 2.09 cfs Basin A 025= 1.05 cfs Approx half of Basin A contributes to inlet 2 Single Inlet Sufficient Inlet 5 (S 21st) Qw= 2.33 cfs Qs= 3.17 cfs Cross-sectional area of flow A= 1.22 ft2 Gutter Velocity V= 4.53 ft/sec Fraction of side flow intercepted Rs= 0.14 Total flow capacity intercepted by the inlet Qint= 2.86 cfs Qbypass= - cfs Design Q for inlet#5 Q25= 0.89 cfs Basin E2 Q25= 0." cfs Half of Basin E2 contributes to inlet 5 Single Inlet Sufficient Inlet 6 (S 21st) Qw= 2.33 cfs Qs= 3.17 cfs Cross-sectional area of flow A= 1.22 ft2 Gutter Velocity V= 4.53 ft/sec Fraction of side flow intercepted Rs= - Total flow capacity intercepted b the inlet Glint= 2.86 cfs Qbypass= 2.64 cfs Design Q for inlet#6 025= 0.89 cfs Basin E2 025= 0." cfs Half of Basin E2 contributes to inlet 6 Single Inlet Sufficient Inlet 7(Arnold) Qw= 1.92 cfs Qs= 2.61 cfs Cross-sectional area of flow A= 1.22 ft2 Gutter Velocity Page 2 of 5 V= ft/sec Fraction of side flow intercepted Rs = 0.19 Total flow capacity intercepted b the inlet Qint= 2.47 cfs Qbypass = 2.0F cfs Design Q for inlet#7 025= 1.06 cfs Basin E1 Q25= 0.52 cfs Half of Basin E1 contributes to inlet 7 Single Inlet Sufficient Inlet 8 (Arnold) Qw= 1.92 cfs Qs= 2.61 cfs Cross-sectional area of flow A= 1.22 ftz Gutter Velocity V= 3.72 ft/sec Fraction of side flow intercepted Rs= 0.19 Total flow capacity inlerce ted by the inlet Qint= 2.47 cfs Qbypass = 2.05 cfs Design Q for inlet#8 Q25= 1.05 cfs Basin E1 Q25= 0.52 cfs Half of Basin E1 contributes to inlet 8 Single Inlet Sufficient Inlet 9(Arnold) Qw= 2.10 cfs Qs= 2.85 cfs Cross-sectional area of flow A= 1.22 ftz Gutter Velocity V= 4.08 fUsec Fraction of side flow intercepted Rs= 0.17 Total flow capacity interce ted b the inlet Qint= 2.64 cfs Qbypass= 2.31 cfs Design Q for inlet#9 Q25= 0.71 cfs Single Inlet Sufficient Inlet 10 (Arnold) Qw= 2.10 cfs Qs = 2.85 cfs Cross-sectional area of flow Page 3 of 5 A= 1.22 ft2 Gutter Velocity V= 4.08 ft/sec Fraction of side flow intercepted Rs= 0.17 Total flow capacity intercepted b the inlet Qint= 2.64 cfs Qbypass= 2.31 cfs Design Q for inlet#10 Q25= 0.71 cfs Single Inlet Sufficient Inlet 12 (Arnold) Qw= 2.10 cfs Qs= 2.85 cfs Cross-sectional area of flow A= 1.22 ft2 Gutter Velocity V= 4.08 ft/sec Fraction of side flow intercepted Rs= 0.17 Total flow capacity intercepted by the inlet Clint= 2.64 1 cfs Qbypass= 2.31 cfs Design Q for inlet#12 025= 0.71 cfs Single Inlet Sufficient Inlet 13 (Arnold) Qw= 2.10 cfs Qs= 2.85 cfs Cross-sectional area of flow A= 1.22 ft2 Gutter Velocity V= 4.08 ft/sec Fraction of side flow intercepted Rs= 0.17 Total flow capacity intercepted by the inlet Clint= 2.64 cfs Qbypass= 2.31 cfs. Design Q for inlet#13 025= 0.71 cfs Single Inlet Sufficient Inlet 14(Lantern) Qw= 1.43 cfs Qs= 1.95 cfs Cross-sectional area of flow Page 4 of 5 A= 1.22 ftZ Gutter Velocity V = !.78 ft/sec Fraction of side flow intercepted Rs = 0.28 Total flow capacity intercepted by the inlet Qint= 2.031 cfs Qbypass= 1.36 cfs Design Q for inlet#14 025= 1.00 cfs Basin H Q25= 0.50 cfs Half of Basin H contributes to inlet 14 Single Inlet Sufficient Inlet 15 (Lantern) Qw= 1.43 cfs Qs= 1.95 cfs Cross-sectional area of flow A= 1.22 ft2 Gutter Velocity V= 2.78 ft/sec Fraction of side flow intercepted Rs= 0.28 Total flow capacity intercepted by the inlet Qint= 2.03 1 cfs Qbypass = 1.36 cfs Design Q for inlet#15 Q25= 1.00 cfs Basin H 025= 0.50 cfs Half of Basin H contributes to inlet 15 Single Inlet Sufficient Inlets located in parking lots are in a sump condition (at a low point). To check the capacity for these inlets, the 25-year flow from the contributing drainage basin was compared to the capacity chart for a Neenah inlet grate R-3067-L with water at 0.35 feet above the inlet. For a Neenah R-3067-L with 0.35 feet of water above the grate the capacity of the inlet is 4.0 cfs. Curb Inlet#3 Q25= 1.69 cfs Basin C Inlet capacity=0cfs Single Inlet Sufficient Curb Inlet#4 Q25= 1.09 cfs Basin D Inlet capacity=F______1 cf s Single Inlet Sufficient Curb Inlet# 11 Q25= 4.48 cfs Basin G Page 5 of 6 Inlet capacity= 4.00 cfs Double Inlet Required Curb Inlet# 16 025= 4.44 cfs Basin 1-2 Inlet capacity= 4.00 cfs Double Inlet Required Curb Inlet# 17 025= 3.71 cfs Basin 1-1 Inlet capacity= 4.00 cfs Single Inlet Sufficient Page 6 of 6 0 o 0 IJ �Oo O i 60 0 0 co t o Q d c �• a C o � ° fs a Q. 0 0 0 060 � o a �O M rah. � m O• m r�ro WZ Wo ZLL ICJP O O O Q O O 4 Sgs O O O V O C_• O U d' L ry Z, (V O OD f0 (V O ` v m� gc;f (sp)948!moo mul a;eip H E Appendix C — Pipe Sizing Calculations Nexus Point Lot 1 Minor Sub 235 Stormwater Pipe Capacity Summary Inflow Pipe Pipe Contributing Basin QjZs)(cfs) Pipe Size Pipe Slope Capacity(cfs) 1 A 2.10 15" 0.50% 4.9 A portion of Basin A 2 A 2.10 15" 2.69% 11.4 3 B 2.60 15" 0.30% 3.8 4 B 2.60 15" 0.30% 3.8 5 B&C 4.30 15" 0.50% 4.9 6 B.C&D 5.40 15" 0.75% 6.0 7 E2 0.90 15" 5.24% 15.9 A portion of Basin E2 8 B,C,D&E2 6.30 15" 2.85% 11.7 9 A,B,C,D&E2 8.40 18" 0.75% 9.8 10 E1 1.60 15" 1.88% 9.5 A portion of Basin El 11 A,B,C,D,E1 &E2 9.40 18" 1.13% 12.0 12 A,B,C,D,El &E2 9.40 18" 1.81% 15.2 13 G 4.50 15" 0.50% 4.9 14 A,B,C,D,El,E2,F&G 14.60 18" 2.26% 18.2 15 F 0.70 15" 0.50% 4.9 16 A,B,C,D,E l,E2,F&G 14.60 21" 1.00% 17.0 17 A,B,C,D,El,E2,F&G 14.60 21" 1.00% 17.0 18 A,B,C,D,El,E2,F&G 14.60 21" 0.50% 12.0 Reverse flow to basin 19 H 1.00 15" 0.50% 4.9 20 H 1.00 15" 1.70% 9.1 21 H&1-1 4.70 15" 1.63% 8.9 22 H&I-1 4.70 15" 0.50% 4.9 23 I-2 4.40 15" 0.50% 4.9 24 1-1 3.70 15" 0.50% 4.9 Basin Q(25)(cfs) A 2.10 B 2.60 C 1.70 D 1.10 El 1.00 E2 0.90 F 0.70 G 4.50 H 1.00 I-1 3.70 1-2 4.40 J 0.90 Pipe#1 15"pipe from Curb Inlet 1 to Curb Inlet 2 CIRCULAR CHANNEL � T- 1 Manning's Eqn. Q= 1.486 A R"S" n �I Diameter,do(in)= 16.0 f- Enter Value >. / Diameter,do(ft)= 1.26 I � THETA Units= 1.486 1 `� n= 0.013 Slope,S(ft/ft) 0.006 Wetted Hydraulic Hydraulic becti011 C11w9y,c Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V212g Depth,y(ft) Theta(red) Area,A(ft2) (ft) (ft) T(ft) (ft) (fte2) Q(cfs) Q(gpm) hour day) 'V(ft1s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.0 00 00 0.0 0.00 0.06 0.90 0.02 0.56 0,04 0.64 0.04 O.ul, 0.0 98 47253 1.0 0.01 0.13 1.29 0.06 0.80 0.08 0.76 0.09 0.02 0.1 428 20543 9 1.6 0.03 0.19 1.69 0.12 0.99 0.12 0.89 0.13 0.04 0.2 996 47831 9 1.9 0.06 0.25 1.85 0.17 1.16 0.16 1.00 0.17 0.07 0.4 1795 661707 2.3 0.08 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.6 260.8 134790.9 2.6 0.11 0.38 2.32 0.31 1.45 0.21 1.16 0.27 0.16 0.9 4015 192699.1 2.9 0.13 0." 2.63 0.38 1.68 0.24 1.19 0.32 0.22 1.2 5390 258734.4 3.1 0.16 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.6 6908 3315980 3.4 0.18 0.56 2.94 0.64 1.84 0.29 1.24 0.43 0.36 1.9 8539 4098677 3.6 0.20 0.63 3.14 0.61 1.96 0.31 1.26 0.49 0.43 2.3 10250 4920031 3.7 0.22 0.69 3.34 0.69 2.09 0.33 1.24 0.56 0.62 2.7 1200.7 576343.1 3.9 0.23 0.76 3.64 0.77 2.22 0.36 1.22 0.63 0.61 3.1 1377.3 661094.9 4.0 0.26 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 3.6 15506 7443105 4.1 0.26 0.88 3.96 0.92 2.48 0.37 1.16 0.80 0.82 3.8 17163 8238470 4.2 0.27 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 4.2 18694 8972932 4.2 0.28 1.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 4.6 2003.8 961833.4 4.2 0.28 1.06 4.69 1.11 2.93 0.38 0.89 1.26 1.24 4.7 2112.4 10139597 4.2 0.28 1.13 6.00 1.16 3.12 0.37 0.76 1.66 1.45 4.9 21849 1048751.1 4.2 0.27 1.19 6.38 1.20 3.36 0.36 0.64 2.21 119 4.9 22028 105732B 9 4.1 0.26 1.25 6.28 1.23 3.93 0.31 0.00 1 4.6 20507 984338.8 1 3.7 1 0.22 60 - 5 0 40 t _ --- 30 POE -- Ole i i 20 f 10 � 0.0 r --- T 0.00 0.20 040 060 080 1.00 1.20 140 Depth(ft) I� Pipe#2 15"pipe from Curb Inlet#2 to SDMH#1 CIRCULAR CHANNEL T -{ Manning's Eqn. Q= 1.486 A R"'S"2 n "Tmr-TA� Diameter,do(In)= 16.0 4- Enter Value >Diameter,do(ft)= 1.26 Units= 1.486 _- �- n= 0.013 Slope,S(ft/ft) 0.0269 Wetted Hydraulic Hydraulic nergy, Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V'12g Depth,y(ftl Theta(rad) Area,A(ft) (H) (h) T(ft) (ft) vlt ') 0(cfs) 0(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.0 00 00 0.0 0.00 0.06 0.90 0.02 0.66 0.04 0.54 0.04 0.0'. 0.1 228 109602 2.2 0.08 0.13 1.29 0.06 0.80 0.08 0.76 0.09 0.02 0.2 993 47651.2 3.6 0.19 0.19 1.69 0.12 0.99 0.12 0.89 0.13 0.04 0.6 231 1 1109453 4.6 0.31 0.26 1.85 0.17 1.16 0.16 1.00 0.17 0.07 0.9 4164 199871 5 6.3 0." 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 1.6 651 3 3126452 6.0 0.67 0.38 2.32 0.31 1.45 0.21 1.16 0.27 0.16 2.1 931.2 4469622 6.7 0.70 0.44 2.63 0.38 1.68 0.24 1.19 0.32 0.22 2.8 12503 600130.0 7.3 0.82 0.60 2.74 0.46 1.71 0.27 1.22 0.37 0.28 3.6 16024 7691359 7.8 0.94 0.66 2.94 0,64 1.84 0.29 1.24 0.43 0.36 4.4 19806 950681 0 8.2 1.05 0.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 6.3 23775 11411926 8.6 1.16 0.69 3.34 0.69 2.09 D.33 1.24 0.66 0.62 6.2 2785.0 13368179 9.0 1.25 0.76 3.64 0.77 2.22 0.36 1.22 0.63 0.61 7.1 31946 1533398 1 9.3 1.33 0.81 3.76 0.84 2.34 0.36 1.19 0.71 0.71 8.0 35967 1726415A 9.6 1.40 0.88 3.96 0.92 2.48 0.37 1.16 0.80 0.82 8.9 39810 1910898.8 9.7 1.46 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 9.7 43360 20812561 9.8 1.49 1.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 10.4 46478 2230955.9 9.8 1.60 1.06 4.69 1.11 2.93 0,38 0.89 1.25 1.24 10.9 4899.7 23518620 9.8 1.50 1.13 6.00 1.16 3.12 0.37 0.76 1.65 1.45 11.3 50678 24325601 9.7 1.46 1.19 5.38 1.20 3.36 0.36 0.64 2.21 1.79 11.4 5109.3 24524561 9.6 1.39 1.26 6.2B 1.23 3.93 0.31 0.00 1 10.6 47566 2283156.9 1 8.6 1 1.16 140 - -- 120 100 8 0 6.0 4.0 20 0 0 -000 020 040 060 0.80 1.00 120 1.40 Depth(ft) Pipe#3 15"pipe from Area Drain 1 to Area Drain 2 CIRCULAR CHANNEL T -� Manning's Eqn. Q= 1.486 A R"'S'n n Diameter,do(in)= 16.0 4- Enter Value i nikilt Diameter,do(ft)= 1.25 Units= 1.486 n= 0.013 Slope,S(ftlft) 0.003 Wetted Hydraulic Hydraulic Energy,r Perimeter,P Radius,R Top Width, Depth,D Factor,Z 0(gpd-8 =V212g Depth,y(ft) Theta(rad) Area,A(ft) (it) (ft) T(ft) (ft) (ftw) Q(cfs) 0(gpm) hour day) 'V(ftls) (ft) D.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 00 00 0.0 0.00 0.06 0.90 0.02 0.66 0.04 0.54 0.04 0.01) 0.0 7.6 36602 0.7 0.01 0.13 1.29 0.06 0.80 0.08 0.76 0.09 O.D2 0.1 332 159132 1.2 0.02 0.19 1.69 0.12 0.99 0.12 0.89 D.13 0.04 0.2 77.2 370504 1.6 0.03 0.26 1.85 0.17 1.16 0.15 1.00 0.17 0.07 0.3 1391 66747 5 1.8 0.06 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.5 217.5 1044006 2.0 0.06 0.36 2.32 0.31 1.46 0.21 1.16 D.27 0.16 0.7 311.0 1492641 2.2 0.08 0.44 2.53 0.38 1.58 0.24 1.19 0.32 0.22 0.9 417.5 200414.8 2.4 0.09 0.60 2.74 0.46 1.71 0.27 1.22 D.37 0.28 1.2 535.1 2568547 2.6 0.11 0.66 2.94 0.64 1.84 0.29 1.24 0.43 0.35 1.6 6614 3174821 2.8 0.12 0.63 3.14 0.61 1.96 0.31 1.26 0.49 0.43 1.8 794.0 3811039 2.9 0.13 0.69 3.34 0.69 2.09 0.33 1.24 0.66 0.52 2.1 9301 4464335 3.0 0.14 0.76 3.64 0.77 2.22 0.36 1.22 0.63 0.64 2.4 1066.8 5120619 3.1 0.16 0.81 3.76 0.84 2.34 0.36 1.19 0.71 0.71 2.7 1201-1 5765404 3.2 0.16 0.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 3.0 1329.5 6381491 3.2 0.16 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 3.2 14480 695040.3 3.3 0.17 1.00 4.43 1.06 2.77 0.38 1.00 1.05 1.08 3.5 1552.2 745032.9 3.3 0.17 1.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 3.6 1636.3 785409.8 3.3 0.17 1.13 6.00 1.16 3.12 0.37 0.76 4.66 1.46 3.8 1692.4 812359.1 3.2 0.16 1.19 6.38 1.20 3.36 0.38 0.64 2.21 1.79 3.8 17063 819003.4 3.2 OAS 6.28 1.23 3.93 0.31 0.00 1 3.6 15885 762465.E 1 2.9 1 0.13 4.5 4.0 3.5 30 25 20 15 / - i 1.0 0.5 0.D 0 0D 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Depth(ft) Pipe#4 15 pipe from Area Drain#2 to Area Drain#3 CIRCULAR CHANNEL 'r T Manning's Eqn. Q= 1.486 A Ry'S'a n -- 1 Diameter,do(in)= 15.0 4- Enter Value Diameter,do(ft)= 1.26 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.003 Wetted Hydraulic Hydraulic nergy, Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V 12g Depth,y(ft) Theta(rad) Area,A(ft) (ft) (ft) T(ft) (ft) (ftn) Q(cfs) Q(gpm) hour day) V(ft/9) (ft) 11 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.0 00 00 0.0 0.00 0.06 0.90 0.02 0.66 0.04 0.64 0.04 0.00 0.0 76 3660.2 0.7 0.01 0.13 1.29 D.06 DID 0.08 0.76 0.09 0.02 0.1 332 159132 1.2 0.02 0.19 1.69 0.12 0.99 0.12 0.89 0.13 0.04 0.2 772 37050.4 1.6 0.03 0.26 1.86 0.17 1.16 0.15 1.00 D.17 0.07 0.3 139.1 667475 1.8 0.0E 0,31 2.09 0.24 1.31 0.18 1.08 D.22 0.11 0.6 217.5 1044066 2.0 0.06 0.38 2.32 0.31 1.46 0.21 1.16 0.27 0.16 0.7 3110 149264.1 2.2 0.08 0.44 2.63 0.38 1.58 0.24 1.19 0.32 0.22 0.9 417.5 200414.6 2.4 0.09 0.60 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.2 535.1 2568547 2.6 0.11 0.66 2.94 0.64 1.84 0.29 1.24 0.43 0.35 1.6 661.4 317482.1 2.8 0.12 0.63 3.14 0.61 1.96 0.31 1.26 0.49 0.43 1.8 794.0 381103.9 2.9 0.13 0.69 3.34 0.69 2.09 0.33 1.24 0.66 0.52 2.1 930.1 4464335 3.0 0.14 0.76 3.64 0.77 2.22 0.3E 1.22 0.63 0.61 2.4 1066.8 512081.9 3.1 0.16 0.81 3,76 0.84 2.34 0.36 1.19 0.71 0.71 2.7 1201.1 5765404 3.2 0.16 0.88 3.96 0.92 2.48 0.37 1.1E 0.80 0.82 3.0 1329.5 6381491 3.2 0.16 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 3.2 14480 6950403 3.3 0.17 1.00 4.43 1.06 2.77 0.38 1.00 1.06 1.08 3.5 1552.2 745032.9 3.3 0.17 1.06 4.69 1.11 2.93 0.38 0.89 1.26 1.24 3.6 1636.3 785409.8 3.3 0.17 1.13 6.00 1.16 3.12 0.37 0.76 1.66 1.46 3.8 1692.4 812359.1 3.2 0.16 1.19 6.38 1.20 3.36 0.36 0.64 2.21 1.79 3.8 1706.3 8190034 3.2 0.16 1.26 6.28 1.23 3.93 0.31 0.00 3.6 1688.5 762465.E 1 2.9 1 0.13 4.5 4.0 3.5 i 30 � �i 20 1.5 ----� 10 0.5 0.0 T� 0 OD 020 040 060 080 1.00 120 1.40 Depth(ft) Pipe 45 15 pipe from Curb Inlet 3 to Curb Inlet 4 CIRCULAR CHANNEL _ T Manning's Eqn. Q= 1.486 A R"'S11 ' n r � Diameter,do(in)= 15.0 -0- Enter Value 3. (, Diameter,do(ft)= 1.26 THETA Units= 1.486 n= 0.013 Slope,S(ftlft) 0.006 wetted HydraulicMye- Hydraulic lulu ner y, Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V212g Depth,y(ft) Theta(rad) Area,A(ft) (ft) (ft) T(ft) (ft) (ft"') Q(cfs) Q(gpm) hour day) V(ft/9) (ft) 0.00 0.00 0.00 0.00 .0 0.00 0.0 00 00 0.0 0.00 0.06 0.90 0.02 0.66 0.04 0.64 j.04 0.00 0.0 9.8 47253 1.0 0.01 0.13 1.29 0.06 0.80 0.08 0.76 0.09 0.02 0.1 428 20543 9 1.5 0.03 0.19 1.69 0.12 0.99 0.12 0.89 0.13 0.04 0.2 99.6 47831.9 1.9 0.06 0.25 1.85 0.17 1.16 0.16 1.00 0.17 0.07 OA 1795 861707 2.3 0.08 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.6 2808 1347909 2.6 0.11 0.38 2.32 0.31 1.45 0.21 1.16 0.27 0.16 0.9 4015 192699.1 2.9 0.13 0." 2.63 0.38 1.66 0.24 1.19 0.32 0.22 1.2 539.0 250734 4 3.1 0.16 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.6 690.8 331598.0 3.4 0.18 0.66 2.94 0.64 1.94 0.29 1.24 0.43 0.36 1.9 8539 4098677 3.6 0.20 0.63 3.14 0.61 1.96 0.31 1.26 0.49 0.43 2.3 1025.0 4920031 3.7 0.22 0.69 3.34 0.69 2.09 0.33 1.24 0.66 0.62 2.7 12007 576343.1 3.9 0.23 0.75 3.64 0.77 2.22 0.36 1.22 0.63 0.61 3.1 1377.3 661094.9 4.0 0.26 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 3.5 15506 7443105 4.1 0.26 0.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 3.8 1716.3 0238470 4.2 0.27 0.94 4.19 0.99 2.62 0.38 1.06 0.91 0.94 4.2 18694 897293.2 4.2 0.28 1.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 4.6 2003.8 961833.4 4.2 0.26 1.06 4.69 1.11 2.93 0.39 0.89 1.26 1.24 4.7 21124 1013959.7 4.2 0.28 1.13 5.00 1.16 3.12 0.37 0.76 1.66 1.45 4.9 2184.9 1048751.1 4.2 0.27 1.19 5.38 1.20 3.36 0.36 0.64 2.21 1.79 4.9 2202.8 1057328.9 4.1 0.26 1.26 6.20 1.23 3.93 0.31 0.00 4.6 20507 984338.8 1 3.7 1 0.22 60 T 5.0 4.0 i i 3 0 �. / ' i i� 2 0 01 1.0 -' 00 0.00 020 040 0.60 0.80 100 1.20 140 Depth(ft) Pipe#6 15 pipe from Curb Inlet 4 to Curb Inlet 5 CIRCULAR CHANNEL T-- Manning's Eqn. Q= 1.486 A R2n S112 n - Diameter,do(in)= 15.0 -4- Enter Value Diameter,do(ft)= 1.25 I II THETA Units= 1.486 n= 0.013 Slope,S(fUft) 0.0075 wettea Hyarauuc Hydraulic bect'011 Enargy,n Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V212g Depth,y(ft) Theta(red) Area,A(ft2) (ft) (ft) T(ft) (ft) (ft61) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.0 00 00 0.0 0.00 U.M. u.nu 0.02 0.66 0.04 0.54 0.04 0.00 0.0 121 5787.3 1.2 0.02 0.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.1 52.4 25161.0 1.8 0.06 0.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.3 1220 58581 9 2.4 0.09 0.26 1.85 0.17 1.16 0.16 1.00 0.17 0.07 0.6 2199 105537.1 2.8 0.12 0.31 2,09 0.24 1.31 0.18 1.08 0.22 0.11 0.8 3439 1650845 3.2 0.16 0.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 1.1 491 7 2360072 3.6 0.19 0.44 2.63 0.38 1.68 0.24 1.19 0.32 0.22 1.6 660-2 3168836 3.6 0.23 0.60 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.9 8461 4061230 4.1 0.26 0.66 2.94 0.64 1.84 0.29 1.24 0.43 0.35 2.3 1045.0 501983.3 4.4 0.29 0.63 3.14 0.61 1.96 0.31 1.26 0.49 0.43 2.8 12554 602578.2 4.6 0.32 0.69 3.34 0.69 2.09 0.33 1.24 0.66 0.62 3.3 14706 705873.3 4.7 0.36 0.76 3.64 0.77 2.22 0.35 1.22 0.63 0.61 3.8 1686.8 8096726 4.9 0.37 0.81 3.75 0.84 2.34 0.36 1,19 0.71 0.71 4.2 1099.1 9115905 6.0 0.39 0.88 3.96 0.92 2.48 0.37 1.15 0.60 0.82 4.7 21021 10090024 6.1 0.40 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 6.1 2289.5 1098955.3 6.2 0.41 1.00 4.43 1.06 2.77 0.38 1.00 1.05 1.08 6.6 2454.2 1178000 5 5.2 0.42 1.06 4.69 1.11 2.93 0.38 0.89 1.26 1.24 6.8 2587.2 12418419 6.2 0.42 1.13 5.00 1.16 3.12 0.37 0.75 1.66 1.45 6.0 2675.9 12844525 6.1 0.41 1.19 6.38 1.20 3.36 0.36 0.64 2.21 1.79 6.0 2697.8 12949501 6.0 0.39 1.26 6.28 1.23 3.93 0.31 0.00 1 5.6 2511.6 1205563 91 4.6 1 0.32 70 60 - - - - 50 ------ 40 i i i 30 - i 2 0 10 00 000 0.20 0 40 060 0.80 1 00 1 20 1.40 Depth(ft) Pipe#7 15"pipe from Curb Inlet 6 to Curb Inlet 5 CIRCULAR CHANNEL _ T - Manning's Eqn. Q= 1.486 A R2JSW / Diameter,do(in)= 16.0 Enter Value Diameter,do(ft)= 1.25 ` TH'E Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.0624 Wetted Hydraulic Hydraunc. Je6Lo i nergy. Perimeter,P Radius,R Top Width, Depth,D Factor,Z p(gpd-8 =V2/2g Depth,y(ft) Thets(red) Area,A(ft) (ft) (ft) T(ft) (ft) (ft512) O(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.0D 0.00 D.00 0.00 0,0a 0.0 00 00 0.0 0.00 0.06 0.90 0.02 0.66 0.04 0.64 0.04 0.00 0.1 319 152971 3.1 0.16 0.13 1.29 0.06 0.80 0.08 0.76 0.09 0.02 0.3 1386 66506.4 4.8 0.36 0.19 1.69 0.12 0.99 0.12 0.89 0.13 0.04 0.7 3226 1546454 6.2 0.60 0.25 1.85 0.17 1.16 0.16 1.00 0.17 0.07 1.3 581.2 2789590 7.4 0.86 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 2.0 9091 4363564 8.4 1.11 0.38 2.32 0.31 1.45 0.21 1.16 0.27 0.16 2.9 1299 6 623821 4 9.4 1.36 0.44 2.63 0.38 1.68 0.24 1.19 0.32 0.22 3.9 17450 837596.5 10.2 1.60 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 6.0 22364 10734766 10.9 1.84 0.66 2.94 0.64 1.84 0.29 1.24 0.43 0.35 6.2 27643 1326857 6 11.5 2.06 0.63 3.14 0.61 1.96 0.31 1.26 0.49 0.43 7.4 33182 15927531 12.0 2.26 0.69 3.34 0.69 2.09 0.33 1.24 0.66 0.62 8.7 3867 1 18657857 12.5 2.44 0.76 3.64 0.77 2.22 0.35 1.22 0.63 0.61 9.9 44686 2140151 1 12.9 2.59 0.81 3.76 0.84 2.34 0.36 1.19 0.71 0.71 11.2 5019.9 2409543.6 13.2 2.72 0.88 3.96 0.92 2.48 0.37 1.16 0.80 0.82 12.4 55563 26670257 13.6 2.83 0.94 4.19 0.99 2.62 0.38 /.08 0.91 0.94 13.6 6051.6 2904791,9 13.7 2.90 1.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 14.5 6486 9 3113726.7 13.7 2.93 1.06 4.69 1.11 2.93 0.38 0,89 1.26 1.24 16.2 6838.5 32824743 13.7 2.92 1.13 6.00 1.16 3.12 0.37 0.76 1.66 1.46 15.8 70731 3395103 9 13.6 2.66 1,19 6.38 1.20 3.36 0.36 0.64 2.21 1.79 16.9 7131.0 34228727 13.2 2.70 1.26 6.28 1.23 3.93 0.31 0.00 1 14.8 6638.7 3186583.2 1 12.1 1 2.26 18.0 16.0 14.0 120 i i 8.0 / i i 4 0 20 0.0 0.00 0-20 0.40 0.60 0.80 1,00 1.20 1.40 Depth(ft) Pipe#8 15"pipe from Curb Inlet 5 to SDMH q1 CIRCULAR CHANNEL nTHE7A Manning's Eqn. Q= 1.486 A Ry'S112 n Diameter,do(in)= 16.0 4- Enter ValueDiameter,do(ft)= 1.25 Units= 1.486 1 -J n= 0.013 Slope,S(ft/ft) 0.0286 Wetted Hydraulic hyarauilc 6OLU611, energy,c Perimeter,P Radius,R Top Width, Depth,D Factor,Z 0(gpd-8 =V212g Depth,y(ft) Theta(rad) Area,A(ft) (ft) (ft) T(ft) (ft) (fts") 0(cfs) 0(gpm) hour day) V(tt/s) (ft) 6..r0 0.00 0.00 0.00 0.00 O.OD _.__ 0.0 00 00 0.0 0.00 0.06 D.90 0.02 0.56 0.04 0.64 D.04 0.00 0.1 235 11281 5 2.3 0.08 D.13 1.29 0.06 0.80 0.08 0.76 0.09 0.D2 0.2 1022 49047.9 3.6 0.20 0.19 1.59 0.12 0.99 OA2 0.89 0.13 0.04 0.6 237.9 1141971 4.6 0.33 0.25 1.85 0.17 1.16 0.16 1.00 0.17 0.07 1.0 4286 2057296 6.6 0.46 0.31 2.09 0.24 1.31 0.18 1.08 0,22 0.11 1.6 6704 3218089 6.2 0.60 0.36 2.32 0.31 1.45 0.21 1.16 0.27 0.16 2.1 9585 4600628 6.9 0.74 0.44 2.53 0.38 1.68 0.24 1.19 0.32 0.22 2.9 1286.9 617719 9 7.6 0.87 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 3.7 16493 7916794 8.0 1.00 0.66 2.94 0.64 1.84 0.29 1.24 0.43 0.36 4.6 2038.6 9785457 8.6 1.12 0.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 6.6 24472 1174641.2 8.9 1.23 0.69 3.34 0.69 2.09 0.33 1.24 0.56 0.62 6.4 28667 13760004 9.2 1.32 0.76 3.64 0.77 2.22 0.36 1.22 0.63 0.61 7.3 3288.2 15783424 9.6 1.41 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 8.2 37021 1777017 0 9.8 1.48 0.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 9.1 4097.7 1966907.7 10.0 1.54 0.94 4.19 0.99 2.62 D.38 1.08 0.91 0.94 9.9 4463.0 21422582 10.1 1.58 1.D0 4.43 1.05 2.77 0.38 1.00 1.06 1.08 10.7 4784.1 22963458 10.1 1.59 1.06 4.69 1.11 2.93 0.38 0.89 1.25 1.24 11.2 5043.3 24207956 10.1 1.59 1.13 6.00 1A6 3.12 0.37 0.76 1.65 1.45 11.6 5216.4 25038590 10.0 1.66 1.19 6.38 1.20 3.36 0.36 0.64 2.21 1.79 11.7 52590 25243381 9.7 1.47 1.26 6.28 1.23 1 10.9 4896.0 23500767 1 8.9 1 1.23 140 12.0 i 100 80 Owl 6.0 40 20 00 0.00 0.20 0.40 060 0.80 1.00 1.20 1 40 Depth(ft) Pipe#9 18"pipe from SDMH#1 to Curb Inlet 8 CIRCULAR CHANNEL T Manning's Eqn. Q= 1-4-8-6-1-4-8-6-A R7/3 SVi n - Diameter,do(in)= 18.0 f- Enter Value Diameter,do(ft)= 1.50 T-HfTA Units= 1.486 \ n= 0.013 Slope,S(tUft) 0.0076 Wetted Hydraulic Hydraulic Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V212g Depth,y(ft) Theta(red) Area,A(ft) (ft) (ft) T(ft) (ft) (ft ) Q(cfs) Q(gpm) hour day) V(Ws) (ft) 0.00 0.00 0.00 0.00 0.00 0.013 D.00 0.0 0.0 0.0 0.0 0.00 0.08 0.90 0.03 0.68 0.05 0.66 0.06 0.0- 0.0 19.6 94108 1.3 0.03 0.15 1.29 0.09 0.97 0.10 0.90 0.10 0.03 0.2 852 409146 2.1 0.07 0.23 1.69 0.17 1.19 0.14 1,07 0.16 0.07 0.4 1985 952606 2.7 0.11 0,30 1.86 0.26 1.39 0.18 1.20 0.21 0.12 0.8 3575 171615.0 3.2 0.16 0.38 2.09 0.36 1.67 0.22 1.30 0.27 0.18 1.2 5593 2684456 3.6 0.20 0.45 2.32 0.46 1.74 0.26 1.37 0.32 0.26 1.6 799.6 383773.8 4.0 0.25 0.63 2.63 0.66 1.90 0.29 1.43 0.39 0.34 2.4 10735 515287.7 4.3 0.29 0.60 2.74 0.66 2.06 0.32 1.47 0.45 0.44 3.1 1375.8 6604007 4.6 0.33 0.68 2.94 0.77 2.21 0.35 1.49 0.62 0.65 3.8 17006 816280.2 4.9 0.37 0.75 3.14 0.86 2.36 0.38 1.60 0.59 D,68 4.6 20414 979858.6 5.1 0.41 0.83 3.34 1.00 2.61 0.40 1.49 0.67 0.81 6.3 2391 3 11478276 5.4 0.44 0.90 3.64 1.11 2.66 0.42 1.47 0.76 0.96 6.1 27430 13166168 5.6 0.47 0.98 3.75 1.22 2.81 0.43 1.43 0.85 1.12 6.9 30882 14823466 6.7 0.60 1.05 3.96 1.32 2.97 0.44 1.37 0.96 1.30 7.6 3418.2 16407491 5.8 0.62 1.13 4.19 1.42 3.14 0.45 1.30 1.09 1.49 8.3 37230 17870224 6.8 0.63 1.20 4.43 1.62 3.32 0." 1.20 1.26 1.70 9.9 3990.7 19155587 6.9 0.63 1.28 4.69 1.60 3.52 0.46 1.07 1.49 1.96 9.4 4207.0 2019371.9 6.9 0.63 1.35 6.00 1.68 3.76 0.45 0.90 1.86 2.29 9.7 4351.4 20886615 5.8 0.62 1.43 6.38 1.73 4.04 0.43 0.66 2.65 2.82 9.8 4387.0 21057447 6.6 0.49 1.90 6.28 1.77 4.71 0.38 0.00 1 9.1 4084.1 19603799 1 5.1 1 0.41 120 10.0 80 i i i --- 60 40 20 00 0.00 020 040 0.60 0.80 100 120 140 160 Depth(ft) Pipe#10 15"pipe from Curb Inlet 8 to Curb Inlet 7 CIRCULAR CHANNEL T Manning's Eqn. Q= 1.406 A RW sV2 n I Dlameter,do(in)= 16.0 Enter Value Diameter,do(ft)= 1.25 r WF TA Units= 1.486 n= 0,013 Slope,S(ft/ft) 0.0188 Wetted Hydraulic Hydraulic aec run rnergy,c Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V=/2g Depth,y(ft) Theta(red) Area,A(ft) (ft) (ft) T(ft) (ft) (fts") Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 00 0.0 0.0 0.00 0.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.0 191 91627 1.9 0.06 OA3 1.29 0.06 0.80 0.08 0,75 0.09 0.02 0.2 83.0 398361 2.9 0.13 0.19 1.69 0.12 0.99 0.12 0.89 0.13 0.04 OA 193.2 92749.5 3.7 0.22 0.25 1.85 0.17 1.16 0.16 1.00 0.17 0.07 0.8 348.1 1670912 4.4 0.31 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 1.2 544.5 2613693 6.1 0.40 0.38 2.32 0.31 1.45 0.21 1A6 0.27 0.16 1.7 778.5 3736574 6.6 0.49 0.44 2.63 0.38 1.68 0.24 1.19 0.32 0.22 2.3 10452 5017046 6.1 0.67 0.60 2.74 0.46 1.71 0.27 1.22 0.37 0.28 3.0 1339,6 6429924 6.6 0.66 0.66 2.94 0.64 1.84 0.29 1.24 0.43 0.36 3.7 1655.6 794762 9 6.9 0.74 0.63 3.14 0.61 1.96 0.31 1,26 0.49 0.43 4A 1987.6 954029.3 7.2 0.81 0.69 3.34 0.69 2.09 0.33 1.24 0.66 0.62 6.2 2328.3 11175708 7.6 0.87 0.76 3.64 0.77 2.22 0.35 1.22 0.63 0.61 6.0 26706 1281910,5 7.7 0.93 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 6.7 3006.8 14432716 7.9 0.98 0.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 7.4 33281 1597498.6 8.1 1.01 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 8.1 3624.8 17399161 8.2 1.04 1.00 4.43 1.06 2.77 0,38 1.00 1.05 1.08 8.7 3885.6 18650642 8.2 1.06 1.06 4.69 1.11 2.93 0.38 0.89 1.26 1.24 9.1 4096.1 1966140.8 8.2 1.06 1.13 6.00 1.16 3.12 0.37 0.76 1.66 1.45 9.4 4236.7 20336039 8.1 1.02 1.19 6.38 1.20 3.36 0.36 0.64 2.21 1.79 9.5 4271.3 2050236.8 7.9 0.97 1.25 6.28 1.23 3.93 0.31 0.00 1 8.9 39765 1908703.8 1 7.2 1 0.81 120 100 _ 4 0 f �l 20 - / l 00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 140 Depth(ft) Pipe#11 18"pipe from Curb Inlet 7 to Curb Inlet 9 CIRCULAR CHANNEL - T - Manning's Eqn. Q= 1.486 A R713 S'n l n Diameter,do(In)= 18.0 ♦- Enter Value Diameter,do(ft)= 1.50 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.0113 Wetted Hydraulic Hydraulic cnergy, Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V212g Depth,y(ft) Theta(rad) Area,A(ft') (ft) (ft) T(ft) (ft) (tte") Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 00 00 0.0 0.00 0.08 0.90 0.03 0.68 0.06 0.65 0.06 0.01 0.1 24.1 115514 1.6 0.04 0.15 1.29 0.09 0.97 0.10 0.90 0.10 0.03 0.2 1046 50221.2 2.6 0.10 0.23 1.69 017 1.19 0.14 1.07 OA6 0.07 0.5 2436 116928 9 3.3 0.17 0.30 1.85 0.26 1.39 0.18 1.20 0.21 0.12 1.0 4389 210651 2 3.9 0.23 0.38 2.09 0.36 1.67 0.22 1.30 0.27 0.18 1.6 6865 3295072 4.4 0.30 0.46 2.32 0.46 1.74 0.26 1.37 0.32 0.26 2.2 9814 4710603 4.9 0.37 0.63 2.63 0.66 1.90 0.29 1.43 0.39 0.34 2.9 13177 6324969 6.3 0.44 0.60 2.74 0.66 2.06 0.32 1.47 0.45 0." 3.8 1688.8 8106178 6.7 0.60 0.68 2.94 0.77 2.21 0.36 1.49 0.62 0.66 4.7 20874 10019542 6.0 0.56 0.76 3.14 0.88 2.36 0.38 1.60 0.59 0.68 5.6 25057 12027407 6.3 0.62 0.83 3.34 1.00 2.61 0.40 1.49 0.67 0.84 6.5 29352 14089168 6.6 0.67 0.90 3.64 1.11 2.66 OA2 1.47 0.76 0.96 7.5 33669 16160991 6.8 0.71 0.98 3.76 1.22 2.81 0.43 1.43 0.86 1,12 8.4 37907 18195264 6.9 0.76 1.05 3.96 1.32 2.97 0.44 1.37 0.96 1.30 9.3 41957 20139596 7.1 0.78 1.13 4.19 1.42 3.14 DA6 1.30 1.09 1.49 10.2 45698 21935048 7.2 0.80 1.20 4A3 1.62 3.32 0.46 1.20 1.26 1,70 10.9 4698.5 23512784 7.2 0.81 1.28 4.69 1.60 3.62 0.46 1.07 1.49 1.96 11.6 51640 2478705.3 7.2 0.80 1.35 6.00 1.68 3.75 0.45 0.90 1.86 2.29 11.9 5341.2 2563755.7 7.1 0.78 1.43 6.38 1.73 4.04 0.43 0.66 2.66 2.82 12.0 53848 2584724.8 6.9 0.74 1.60 6.28 1.77 4.71 0.38 0.00 1 11.2 5013.1 2406294.81 6.3 1 0.62 14.0 12.0 - 10.0 ....... 8.0 ' 6.0 \ 4.0 2,0 / 0.0 000 0.20 040 0.60 0.80 1 00 1.20 1.40 1.60 Depth(ft) Pipe#12 18"pipe from Curb Inlet 9 to Curb Inlet 10 CIRCULAR CHANNEL Manning's Eqn. Q=1.486 A R213S11= tEl n Diameter,do(In)= 18.0 4- Enter Value Diameter,do(ft)= 1.60 Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.0181 Wetted Hydraulic Hydraulic Qecoon oergy, Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V2129 Depth,y(ft) Theta(red) Area,A(ft) (ft) (ft) T(ft) (ft) (ft') Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 00 00 0.0 0.00 0.08 0.90 0.03 0.68 0.05 0.66 0.06 0.01 0.1 305 146195 2.1 0.07 0.16 1.29 0.09 0.97 0.10 0.90 0.10 0.03 0.3 1324 63560.5 3.2 0.16 0.23 1.69 0.17 1.19 0.14 1.07 0.16 0.07 0.7 3083 1479864 4.1 0.27 0.30 1.85 0.25 1.39 0.18 1.20 0.21 0.12 1.2 5554 266602 3 4.9 0.38 0.38 2.09 0.36 1.67 0.22 1.30 0.27 0.18 1.9 8668 4170270 5.6 0.49 0.46 2.32 0.46 1.74 0.26 1.37 0.32 0.26 2.8 1242.1 596189.0 6.2 0.60 0.63 2.53 0.66 1.90 0.29 1A3 0.39 0.34 3.7 1667.7 800494-7 6.7 0.71 0.60 2.74 0.66 2.06 0.32 1.47 0.46 0.44 4.8 2137.3 1025926.4 7.2 0.81 0.68 2.94 0.77 2.21 0.36 1.49 0.62 0.66 6.9 2641.8 1268083.8 7.6 0.90 0.76 3.14 0.88 2.36 0.38 1.60 0.69 0.68 7.1 3171.3 1522201.3 8.0 0.99 0.83 3.34 1.00 2.61 0.40 1.49 0.67 0.81 8.3 3714.9 1783139.8 8.3 1.07 0.90 3.64 1.11 2.66 0.42 1.47 0.76 0.96 9.6 4261.2 2045352 0 8.6 1.14 0.98 3.76 1.22 2.81 OA3 1.43 0.85 1.12 10.7 4797.5 2302811-7 8.8 1.20 1.06 3.96 1.32 2.97 0.44 1.37 0.96 1.30 11.8 5310,2 2548888.4 9.0 1.25 1.13 4.19 1A2 3.14 0.46 1.30 1.09 1.49 12.9 5783.6 2776122 7 9.1 1.28 1.20 4.43 1.62 3.32 0.46 1.20 1.26 1.70 13.6 6199.6 29758027 9.1 1.29 1.28 4.69 1.60 3.62 0.46 1.07 1.49 1.96 14.6 6535.6 3137075-4 9.1 1.28 1.35 6.00 1.68 3.76 0.46 0.90 1.86 2.29 15.1 67598 32447161 9.0 1.26 1.43 5.38 1.73 4.04 0.43 0.65 2.65 2.82 16.2 6815.1 3271254 8 8.8 1.19 1.60 6.28 1.77 4.71 0.38 0.00 1 14.1 63446 3045431-91 8.0 1 0.99 F 180 - 16.0 140 J 12.0 i 8.0 r 60 r- 40 2.0 •L 00 - 0.00 0.20 0.40 0.60 0.80 100 1.20 1.40 160 Depth(ft) Pipe#13 15"pipe from Curb Inlet 11 to Curb Inlet 10 CIRCULAR CHANNEL T Manning's Eqn. Q= 1.486 A Rya S'r= NI n Diameter,do(In)= 16.0 4- Enter Value Diameter,do(ft)= 1.26 THETA Units= 1.486 n= 0.013 Slope,S(fUft) 0.006 wettea Hyaraube Hydraulic ec an energy,c Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V'/2g Depth,y(ft) Theta(rad) Area,A(ft) (ft) (ft) T(ft) (ft) (ftw2) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.0 00 00 0.0 0.00 0.06 0.90 0.02 0.66 0.04 0.64 0.: 0.00 0.0 9.8 47253 1.0 0.01 0.13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.1 42.8 20543 9 1.6 0.03 0.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.2 996 47831.9 1.9 0.06 0.25 1.86 0.17 1.16 0.15 1.00 0.17 0.07 0.4 1795 861707 2.3 0.08 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.6 2808 1347909 2.6 0.11 0.38 2.32 0.31 1.45 0.21 1.15 0.27 0.16 0.9 401.5 192699.1 2.9 0.13 0.44 2.53 0.38 1.68 0.24 1.19 0.32 0.22 1.2 5390 256734.4 3.1 0.15 0.60 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.6 690.8 3315980 3.4 0.18 0.66 2.94 0.64 1.84 0.29 1.24 0.43 0.36 1.9 853.9 4098677 3.6 0.20 0.63 3.14 0.61 1.96 0.31 1.26 0.49 0.43 2.3 10250 492003 1 3.7 0.22 0.69 3.34 0.69 2.09 0.33 1.24 0.66 0.62 2.7 12007 5763431 3.9 0.23 0.76 3.64 0.77 2.22 0.36 1.22 0.63 0.61 3.1 1377.3 6610949 4.0 0.26 0.81 3.76 0.84 2.34 0.36 1.19 0.71 0.71 3.6 1550.6 744310.5 4.1 0.26 0.88 3.96 0.92 2.48 0.37 1.15 0.80 0.82 3.8 1716.3 823847.0 4.2 0.27 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 4.2 18694 8972932 4.2 0.28 1.00 4.43 1.05 2.77 0.39 1.00 1.06 1.08 4.6 2003.8 961833.4 4.2 0.28 1.06 4.69 1.11 2.93 0.38 0.89 1.26 1.24 4.7 2112.4 1013959 7 4.2 0.28 1.13 6.00 1.16 3.12 0.37 0.76 1.65 1.46 4.9 2184.9 1048751.1 4.2 0.27 1.19 5.38 1.20 3.36 0.36 0.64 2.21 1.79 4.9 2202.8 10573269 4.1 0.26 6.28 1.23 3.93 0.31 0.00 4.6 20507 984338 8 1 3.7 1 0.22 1 - 5.0 4.0 t - i / -- 3.0 , / 2.0 �i 1.0 � 0.0 - 0.00 0.20 040 0.60 080 1.00 120 1.40 Depth(ft) Pipe#14 18"pipe from Curb Inlet 10 to Curb Inlet 12 CIRCULAR CHANNEL _ T_ Manning's Eqn. Q= 1.486 A R S 112 Diameter,do(In)= 18.0 -4- Enter Value > J Diameter,do(ft)= 1.60 THETA J Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.026 Wetted ydraUlit hydraulic �'c ��� umyy,t Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V212g Depth,y(ft) Theta(rad) Area,A(ft) (ft) (ft) T(ft) IN (ftw) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 O OU 0,00 0.00 0.00 0.0 00 0.0 0.0 0.00 0.08 0.9D 0.03 0.68 0.05 0.66 0.05 O.D1 0.1 365 17521.9 2.5 0.09 0.16 1.29 0.09 0.97 0.10 0.9D 0.10 D.D3 0.4 1587 76178.9 3.8 0.23 0.23 1.59 0.17 1.19 0.14 1.07 0.16 0.07 0.8 3695 1773655 6.0 0.38 0.30 1.85 0.25 1.39 0.19 1.20 0.21 0.12 1.6 6657 3195298 6.9 0.64 0.36 2.09 0.36 1.67 0.22 1.30 0.27 0.18 2.3 1041.3 4998185 6.7 0.70 0.46 2.32 0.45 1.74 0.26 1.37 0.32 0.26 3.3 1488.6 714547.9 7.4 0.86 0.63 2.63 0.66 1.90 0.29 1.43 0.39 0.34 4.6 19988 9594136 8.1 1.01 0.60 2.74 0.66 2.05 0.32 1.47 0.46 0.44 5.7 2561.7 12295993 8.6 1.16 0.68 2.94 0.77 2.21 0.36 1.49 0.62 0.65 7.1 31663 1519831 1 9.1 1.30 0.75 3.14 0.88 2.36 0.39 1.60 0.69 0.68 8.5 38008 18243975 9.6 1.43 0.83 3.34 1.00 2.61 0.40 1.49 0.67 0.81 9.9 44524 21371391 10.0 1.64 0.90 3.64 1.11 2.66 0.42 1.47 0.76 0.96 11.4 51071 24514072 10.3 1.64 0.98 3.76 1.22 2.81 OA3 1.43 0.86 IIA2 12.8 57500 2759979.3 10.6 1.72 1.05 3.96 1.32 2.97 0.44 1.37 0.96 1.30 14.2 63644 3054908.6 10.7 1.79 1.13 4.19 1.42 3.14 0,45 1.30 1.09 4.49 16.4 6931 8 33272547 10.9 1.83 1.20 4.43 1.62 3.32 0.46 1.20 1.26 1.70 16.6 7430.4 35665763 10.9 1.86 1.28 4.69 1.60 3.62 0.45 1.07 1.49 1.96 17.6 78331 3759865 B 10.9 1.86 1.36 5.00 1.68 3.76 0.46 0.90 1.86 2.29 18.1 8101-8 38888760 10.8 1.80 1.43 6.36 1.73 4.04 OA3 0.66 2.65 2.82 18.2 8168 1 39206833 10.6 1.71 1.60 6.7t 1.77 4.71 0.36 0.00 16.9 76042 36500287 1 9.6 1 1.43 200 - 18.0 160 14.0 ,= 120 01 --- 100 / 7 6 0 � 01 i 4 0 - 2 0 T�r i 00 000 0.20 0.40 0.60 0.80 1.00 120 140 160 Depth(ft) Pipe#15 15"pipe from Curb Inlet 13 to Curb Inlet 12 CIRCULAR CHANNEL T - - Manning's Eqn. Q= 1.486 A R'!'S"' ` n Diameter,do(in)= 16.0 -0- Enter Value 1, Diameter,do(ft)= 1.26 THETA Units= 1.486 ' n= 0.013 Slope,S(ft/ft) 0.005 Wetted Hydraulic Hydraulic ec ion energy, Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V'12g Depth,y(ft) Theta(rad) Area,A(ft) (ft) (ft) T(ft) (ft) (fts") Q(cfs) Q(gpm) hour day) V(f/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 00 00 0.0 0.00 0.06 0.90 0.02 0.66 0.04 0.54 0.04 O.OD 0.0 98 4725.3 1.0 0.01 0,13 1.29 0.06 0.80 0.08 0.75 0.09 0.02 0.1 428 205439 1.6 0.03 0.19 1.69 0.12 0.99 0,12 0.89 0.13 D.04 0.2 99.6 47831.9 1.9 0.06 0.25 1.86 0.17 1.16 0.15 1.0D 0.17 0.07 0.4 1795 861707 2.3 0.08 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.6 2808 134790 9 2.6 0.11 0.38 2.32 0.31 1.45 0.21 1.16 0.27 0.16 0.9 4015 1926991 2.9 0.13 0.44 2.63 0.38 1.68 0.24 1.19 0.32 0.22 1.2 5390 2587344 3.1 0.16 0.60 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.5 690.8 331598.0 3.4 0.18 0.66 2.94 0.64 1.64 0.29 1.24 0.43 0.35 1.9 8539 4098677 3.6 0.20 0.63 3.14 0.61 1.96 0.31 1.26 0.49 0.43 2.3 1025.0 4920031 3.7 0.22 0.69 3.34 0.69 2.09 0.33 1.24 0.66 0.62 2.7 12007 5763431 3.9 0.23 0.76 3.64 0.77 2.22 0.36 1.22 0.63 0.61 3.1 1377.3 6610949 4.0 0.26 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 3.6 1550.6 7443105 4.1 0.26 0.88 3.96 0.92 2.48 0.37 1.16 0.80 D.82 3.8 1716.3 8238470 4.2 0.27 0.94 4.19 0.99 2.62 0.38 1.08 0.91 D.94 4.2 16694 8972932 4.2 0.28 1.00 4.43 1.05 2.77 0.38 1.00 1.05 1.08 4.6 2003.8 9618334 4.2 0.28 1.06 4.69 1.11 2.93 0.38 0.89 1.26 1.24 4.7 2112.4 10139597 4.2 0.28 1.13 5.00 1.16 3.12 0.37 0.75 1.66 1.45 4.9 2184.9 10487511 4.2 0.27 1.19 6.38 1.20 3.36 0.36 0.64 2.21 1.79 4.9 22028 10573209 4.1 0.26 1.26 6.28 1.23 3.93 0.31 0.00 1 4.6 20507 9843388 1 3.7 1 0.22 60 50 40 - 30 04 , 20 10 00 0.00 020 0.40 0 60 0.80 100 1.20 1.40 Depth(ft) Pipe#16 21"pipe from Curb Inlet 12 to 60"Dia Flow Control MH CIRCULAR CHANNEL Manning's Eqn. Q= 1.486 A R2"SIn Dfameter,do(in)= 21.0 Enter Value tt Diameter,do(ft)= 1.76 I I THETA Units= 1.406 I �- n= 0.013 Slope,S(tuft) 0.01 Wettea Hydraulic Hydraulic bOCU011 iial9r. Perimeter,P Radius,R Top Width, Depth,D Factor,2 Q(gpd-8 =V212g Depth,y(ft) Theta(red) Area,A(ft) (ft) (ft) T(ft) (ft) (ft612) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 J 0.00 0.00 0.00 0.00 0.0 00 0.0 0.0 0.00 0.09 0.90 v.J4 0.79 0.D6 0.76 v.06 0.01 0.1 34.1 163915 1.7 0.04 0.18 1.29 D.13 1.13 0.11 1.05 0.12 0.04 0.3 1485 71264.4 2.6 0.11 0.26 1.59 0.23 1.39 0.16 1.26 0.18 0.10 0.8 345.7 165923.3 3.4 0.18 0.36 1.86 0.34 1.62 0.21 1.40 0.24 0.17 1.4 6227 298916.2 4.1 0.26 0.44 2.09 0.47 1.83 0.26 1.62 0.31 0.26 2.2 974.1 467574.1 4.6 0.33 0.63 2.32 0.61 2.03 0.30 1.60 0.30 0.37 3.1 13926 668450.8 5.1 0.41 0.61 2.63 0.75 2.22 0.34 1.67 0.45 0.60 4.2 1869.8 897519.6 6.6 0.46 0.70 2.74 0.90 2.40 0.37 1.71 0.52 0.65 6.3 2396.4 1150275.0 5.9 0.66 0.79 2.94 1.06 2.67 0.41 1.74 0.60 0.82 6.6 2962.0 1421783.4 6.3 0.61 0.88 3.14 1.20 2.75 0.44 1.76 0.69 1.00 7.9 35556 1706701.5 6.6 0.67 0.96 3.34 1.36 2.92 0.46 1.74 0.78 1.20 9.3 4165.1 1999267.4 6.8 0.73 1.05 3.64 1.61 3.10 0.49 1.71 0.88 1.41 10.6 47776 2293261.3 7.1 0.77 1.14 3.76 1.66 3.28 0.60 1.67 0.99 1.66 12.0 5379.0 25819267 7.2 0.81 1,23 3.96 1.80 3.47 0.62 1.60 1.12 1.9D 13.3 5953.8 2857829.5 7.4 0.84 1.31 4.19 1.94 3.67 0.53 1.62 1.28 2.19 14A 64114,6 3112606.0 7.6 0.87 1.40 4.43 2.06 3.88 0.63 1.40 1.47 2.60 16.6 6951.0 3336488.3 7.6 0.88 1.49 4.69 2.18 4.11 0.63 1.26 1.74 2.88 16.3 7327.7 3517308.4 7.6 0.87 1.68 6.00 2.28 4.37 0.62 1.06 2.17 3.36 16.9 75792 3637995.8 7.4 0.86 1,66 6.38 2.36 4.71 0.60 0.76 3.09 4.1E 17.0 76411 3667751.1 7.2 0.81 1.75 6.28 2.41 5.60 0.44 0.00 1 16.9 7113-7 3414557.1 1 6.6 1 0.67 18.0 160 i 140 - i 12,0 i v. 10.0 - - i BO6.0 t / f 4.0 2.0 0.0 0.00 0.50 1.00 1.5D 2.00 Depth(ft) Pipe#17 21"pipe from 60"DIA Flow Control MH to 21"ADS SD CIRCULAR CHANNEL - F�TF�!-ET�A� Manning's Eqn. Q 1.486 A RyaS1+2 Diemeter,do(in)= 21.0 4- EnterValueDlameter,do(ft)= 1.75 Units= 1.486 ` - n= 0.013 Slope,S(ft/ft) 0.01 ettea Hydrauuc Hydraulic Lnergy, Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V2/2g Depth,y(ft) Theta(rad) Area,A(ft) (ft) (ft) T(ft) (ft) (el) Q(cfs) Q(gpm) hour day) V(ft/s) (ft) D.OD 0.00 0.00 0.00 0.00 0.00 0.00 0.0 00 00 0.0 0.00 0.09 0.90 D.04 0.79 0.06 0.76 0.06 O.D1 0.1 34.1 16391.5 1.7 0.04 0.18 1.29 0.13 1.13 0.11 1 05 0.12 0.04 0.3 1485 71264.4 2.6 0.11 0.26 1.69 0.23 1.39 0.16 1.26 0.18 0.10 0.8 3457 1659233 3.4 0.18 0.36 1.86 0.34 1.62 0.21 1.40 0.24 0.17 1.4 6227 2969162 4.1 0.25 0.44 2.09 0.47 1.83 0.26 1.62 0.31 0.2E 2.2 9741 4675741 4.6 0.33 0.63 2.32 0.61 2.03 0.30 1.60 0.38 0.37 3.1 13926 6684508 6.1 0.41 0.61 2.63 0.76 2.22 0.34 1.67 0.45 0.6C 4.2 18698 8976196 6.6 0.48 0.70 2.74 0.90 2.40 0.37 1.71 0.62 0.6' 6.3 2396.4 11502750 6.9 0.66 0,79 2.94 1.06 2.67 0.41 1.74 0.60 0.82 6.6 29620 14217034 6.3 0.61 0.88 3.14 1.20 2.76 0.44 1.75 0.69 1- 7.9 3555.6 1706701 5 6.6 0.67 0.96 3.34 1.36 2.92 0.46 1.74 0.78 9.3 41651 19992674 6.8 0.73 1.06 3.64 1.61 3.10 0.49 1.71 0.88 10.6 47776 2293261.3 7.1 0.77 1.14 3.76 1.66 3.28 0.60 1.67 0.99 12.0 53790 25819267 7.2 0.81 1.23 3.96 1.80 3.47 0.62 1.60 1.12 1.90 13.3 5953.8 2857829.5 7.4 0.84 1.31 4.19 1.94 3.67 0.63 1.62 1,28 2.19 14.4 64846 3112606,0 7.6 0.87 1.40 4.43 2.06 3.88 0.53 1.40 1.47 2.60 16.6 6951.0 3336488.3 7.6 0.88 1.49 4.69 2.18 4.11 0.63 1.26 1,74 2.88 16.3 7327.7 3517308.4 7.6 0.87 1.68 6.00 2.28 4.37 0.62 1.05 2.17 3.36 16.9 7579.2 3637995.8 7.4 0.86 1.66 6.38 2.36 4.71 0.60 0.76 3.09 4.16 17.0 7641.1 3667751.1 7.2 0.81 1.76 6.28 2.41 6.60 0.44 0.00 15.9 71137 3414557.1 1 6.6 1 0.67 180 16.0 14.0 120 i i ....... 100 i 8.0 6.0 1 i 0000 40 20 ram. 0.0 0.00 0.50 1 00 1.50 200 Depth(ft) Pipe#18 21"pipe from 60"DIA Flow Control MH to Outlet Structure w/Trash Rack CIRCULAR CHANNEL T - - Manning's Eqn. Q= 1.486 A R71S1f2 N n Diameter,do(in)= 21.0 ♦- Enter Value � \ 1 / Diameter,do(ft)= 1.76 I THETA / Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.005 Wetted Hydraulic Hydraulic LnvrWy, Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V212g Depth,y(ft) Theta(rad) Area,A(ft) (ft) (ft) T(ft) (ft) (ft12) Q(cfs) Q(gpm) hour day) V(f 1s) (ft) 0.00 0.00 0.00 0.00 0.0 00 0.0 0.0 0.00 O.G. D.90 u.Ua y 0.06 0.76 G.L. 0.01 0.1 241 115905 1.2 0.02 0.18 1.29 0.13 1.13 0.11 1.05 0.12 0.04 0.2 1050 50391 5 1.9 0.05 0.26 1.59 0.23 1.39 0.16 1.26 0.18 0.10 0.5 2444 117325.5 2.4 0.09 0.35 1.85 0.34 1.62 0.21 IIAD 0.24 0.17 1.0 440.3 2113657 2.9 0.13 0.44 2.09 0.47 1.83 0.26 1.62 0.31 0.26 1.6 6888 330624.8 3.3 0.17 0.53 2.32 0.61 2.03 0.30 1.60 0.38 0.37 2.2 9847 4726661 3.6 0.20 0.61 2.63 0.75 2.22 0.34 1.67 0.46 0.50 2.9 13222 634642.2 3.9 0.24 0.70 2.74 0.90 2.40 0.37 1.71 0.62 0.66 3.8 1694 5 813367.3 4.2 0.27 0.79 2.94 1.06 2.57 0.41 1.74 0.60 0.82 4.7 2094 5 1005352.7 4.4 0.31 0.88 3.14 1.20 2.76 0.44 1.75 0.69 1.00 6.6 25142 12068202 4.7 0.34 0.96 3.34 1.36 2.92 0.46 1.74 0.78 1.20 6.6 2945.2 1413695.5 4.8 0.36 1.06 3.64 1.61 3A0 0.49 1.71 0.88 1.41 7.6 3378.3 16215606 6.0 0.39 1.14 3.76 1.66 3.28 0.60 1.67 0.99 1.65 8.6 3803.5 1025697.9 6.1 0.41 1.23 3.96 1.80 3.47 0.62 1.60 1.12 1.90 9.4 4210 0 20207906 6.2 0.42 1.31 4.19 1.94 3.67 0.63 1.62 1.28 2.19 10.2 4585.3 22009448 6.3 0.43 1.40 4.43 2.06 3.88 0.53 1.40 1.47 2.50 11.0 4915.1 2359253.5 6.3 0." 1.49 4.69 2.18 4.11 0.63 1.26 1.74 2.88 11.6 5181.5 24871126 5.3 0.44 1.58 5.00 2.28 4.37 0.62 1.06 2.17 3.36 11.9 5359.3 25724515 6.2 0.43 1.66 6.36 2.36 4.71 0.60 0.76 3.09 4.16 12.0 5403.1 2593491.7 5.1 0.40 1.75 6.26 2.41 6.60 0.44 0.00 1 11.2 50301 2414456 5 1 4.7 1 0.34 140 120 i 10.0 r 80 i i i 6 001 i 4 0 20 00 0.00 0.50 1.00 1.50 200 Depth(ft) Pipe#19 15"Pipe from Curb Inlet 14 to Curb Inlet 15 CIRCULAR CHANNEL Manning's Eqn. Q= 1.486 A R71 Sin _ Diameter,do(in)= 15.0 f- Enter Value Diameter,do(ft)= 1.26 THETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.005 Wetted Hydraulic Hydraulic bectlull cneryy,t Perimeter,P Radius,R Top Width, Depth,D Factor,Z 0(gpd-8 =V212g Depth,y(ft) Theta(red) Area,A(ft) (ft) (ft) T(ft) (ft) W12) 0(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0. )0 0.D0 0.00 D.00 0.0 00 00 0.0 0.00 0.06 0.90 0.02 0.6o u.04 0.64 0.04 0.00 0.0 9.8 47253 1.0 0.01 0.13 1.29 0.06 0.80 0.08 D.75 0.09 0.02 0.1 428 205439 1.6 0.03 0.19 1.69 0.12 0.99 0.12 0.89 0.13 0.04 0.2 996 47831.9 1.9 0.06 0.25 1.85 0.17 1.16 0.15 1.00 0.17 0.07 0.4 1795 86170.7 2.3 0.08 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.6 280.6 134790 9 2.6 0.11 0.38 2.32 0.31 1.46 0.21 1.16 0.27 0.16 0.9 4015 192699.1 2.9 0.13 0.44 2.63 0.38 1.58 0.24 1.19 0.32 0.22 1.2 539.0 258734.4 3.1 0.16 0.60 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.5 6908 3315960 3.4 0.18 0.66 2.94 0.64 1.84 0.29 1.24 0.43 0.36 1.9 8539 409867-7 3.6 0.20 0.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 2.3 1025.0 4920031 3.7 0.22 0.59 3.34 0.69 2.09 0.33 1.24 0.66 0.62 2.7 12007 576343.1 3.9 0.23 0.76 3.64 0.77 2.22 0.35 1.22 0.63 0.61 3.1 1377.3 661094.9 4.0 0.26 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 3.6 1550-6 744310.5 4.1 0.26 0.88 3.96 0.92 2.48 0.37 1.16 0.80 0.82 3.8 1716.3 823847.0 4.2 0.27 0.94 4.19 0.99 2.62 0.38 1.09 0.91 0.94 4.2 1869.4 897293.2 4.2 0.28 1.00 4.43 1.06 2.77 0.38 1.00 1.06 1.08 4.6 2003.8 961833.4 4.2 0.28 1.06 4.69 1.11 2.93 0.38 0.89 1.26 1.24 4.7 21124 1013959.7 4.2 0.28 1.13 6.00 1.16 3.12 0.37 0.76 1.56 1.45 4.9 21849 1048751 1 4.2 0.27 1.19 6.38 1.20 3.36 0.36 0.64 2.21 1.79 4.9 22028 1057328 9 4.1 0.26 1.26 6.28 1.23 3.93 0.31 0.00 1 4.6 2050.7 984338.8 1 3.7 1 0.22 6.0 5.0 -r - - 4.0 wow� - - 30 Poe i 20 ' 10 ' 0.0 , 0.00 0.20 040 0.60 080 1.00 120 140 Depth(ft) _ N Pipe#20 15 pipe from Curb Inlet 15 to 36"Area Drain CIRCULAR CHANNEL _ T_ Manning's Eqn. Q=1.486 A R2138111 n Diameter,do(in)= 16.0 4- Enter Value Diameter,do(ft)= 1.26 I THETA I Units= 1.486 '- n= 0.013 Slope,S(ftlft) 0.017 Wetted Hydraulic Hydraulic ec ron k1lergy,c Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V2129 Depth,y(ft) Theta(rad) Area,A(ft) (ft) (ft) T(ft) (ft) (fte2) Q(cfs) Q(gpm) hour day) 'V(ftls) (ft) 1 0.00 ( 0.00 0.00 0.00 0.00 0.0 0.0 00 0.0 0.00 0.06 0.90 O.V2 0.66 0.04 0.64 0.04 0.00 0.0 182 8713.0 1.8 0.05 0.13 1.29 D.06 0.80 0.08 0.76 D.09 0.02 0.2 789 37881.1 2.8 0.12 0.19 1.69 0.12 0.99 0.12 0.89 0.13 0.04 OA 1837 88197.7 3.5 0.20 0.25 1.86 0.17 1.16 0.16 1.00 0.17 D.0' 0.7 3310 1588909 4.2 0.20 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.1' 1.2 5178 2485422 4.8 0.36 0.36 2.32 0.31 1.46 0.21 1.15 0.27 OAS 1.6 7402 355319.6 5.3 0.44 0." 2.63 0.38 1.68 0.24 1.19 0.32 0.22 2.2 993-9 4770827 6.8 0.62 0.60 2.74 0.46 1.71 0.27 1.22 0.37 0.28 2.8 12738 6114365 6.2 0.60 0.66 2.94 0.64 1.94 0.29 1.24 0.43 0.35 3.5 1574.5 7557587 6.6 0.67 0.63 3.14 0.61 1.96 0.31 1.26 0.49 0.43 4.2 18900 907208 8 6.9 0.73 0.69 3.34 0.69 2.09 0.33 1.24 0.66 0.62 4.9 22140 10627242 7.1 0.79 0.75 3.64 0.77 2.22 0.36 1.22 0.63 0.61 5.7 25396 12189987 7.4 0.84 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 GA 2859.3 1372440 8 7.5 0.88 0.88 3.96 0.92 2.48 0.37 1.16 0.80 0.82 7.1 3164.8 15190988 7.7 0.92 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 7.7 3446.9 16545270 7.8 0.94 1.00 4.43 1.06 2.77 0.38 1.00 1.05 1.08 8.2 36949 17735332 7.8 0.96 1.06 4.69 1.11 2.93 0.38 0.89 1.26 1.24 8.7 3895.1 18696493 7.8 0.95 1.13 6.00 1.16 3.12 0.37 0.76 1.66 1.45 9.0 40288 1933801 5 7.7 0.92 1.19 6.38 1.20 3.36 0.36 0.64 2.21 1.7P 9.1 4061.7 19496181 7.6 0.88 1.26 6.26 1.23 3.93 0.31 0.00 8.4 3781.3 1815031.1 1 6.9 1 0.73 100 9.0 8.0 ' 7.0 6.0 -- 5.0 4-0 r' 3.0 ' -- i 20 10 0.0 r 0.00 0.20 0.40 0.60 0 e0 100 120 140 Depth(ft) Pipe 421 15"pipe from 36"Area Drain to 36"Area Drain CIRCULAR CHANNEL - T Manning's Eqn. Q= 1.486 A R2"S"2 n Diameter,do(in)= 16.0 Enter Value LT Diameter,do(ft)= 1.25 HETA Units= 1.486 n= 0.013 Slope,S(ft/ft) 0.0163 Wetted tiydrauuc Hydraulic L"cryY,L Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V'12g Depth,y(ft) Theta(rad) Area,A(ft) (ft) (ft) T(ft) (ft) (ft"") Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 L 0.00 0.00 0.00 0 0.00 0.0 00 0.0 0.0 0.00 0.06 0.90 0.02 0.66 0,04 0.64 O.u< 0.00 0.0 170 8531.7 1.7 0.06 0.13 1.29 0.06 0.80 0.06 0.76 0.09 0.02 0.2 77.3 370930 2.7 0.11 0.19 1.69 0.12 0.99 OA2 0.89 0.13 0.04 0.4 1799 863627 3.6 0.19 0.26 1.85 0.17 1.16 0.16 1.00 0.17 0.07 0.7 324 1 1555853 4.1 0.27 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 1.1 507.0 2433714 4.7 0.34 0.38 2.32 0.31 1.46 0.21 1.16 0.27 0.16 1.6 7248 3479273 6.2 0.42 OA4 2.63 0.38 1.58 0.24 1.19 0.32 0.22 2.2 973.2 4671571 5.7 0.60 0.60 2.74 0.46 1.71 0.27 1.22 0.37 0.28 2.8 12473 5987158 6.1 0.67 0.66 2.94 0.64 1.84 0.29 1.24 0.43 0.36 3.4 1541 7 7400354 6.4 0.64 0.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 4.1 18507 888334.7 6.7 0.70 0.69 3.34 0.69 2.09 0.33 1.24 0.66 0.62 4.8 21679 1040614.6 7.0 0.76 0.76 3,64 0.77 2.22 0.36 1.22 0.63 0.61 5.5 24867 1193637.9 7.2 0.81 0.81 3,75 0.84 2.34 0.36 1.19 0.71 0.71 6.2 27996 13438876 7.4 0.86 0.86 3.96 0.92 2.48 0.37 1.15 0.80 0.82 6.9 3098.9 1487494 5 7.6 0.88 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 7.6 3375.2 1620105.1 7.6 0.90 1.00 4.43 1.05 2.77 0.38 i.OD 1.05 1.08 6.1 3618,0 1736635.4 7.7 0.91 1.06 4.69 1.11 2.93 0.38 0.89 1.26 1.24 8.6 3814.1 1830751.9 7.6 0.91 1.13 6.00 1.16 3.12 0.37 0.75 1.65 1.45 6.6 3944.9 18935694 7.6 0.89 1.19 6.38 1.20 3.36 0.36 0.64 2.21 1.79 6.9 3977.2 1909057A 7.4 0.84 1.26 6.28 1.23 3.93 0.31 O.DO 1 8.3 37026 1777270.0 1 6.7 1 0.70 10.0 8.0 7.0 - -\ i 6.0 i 5.0 - 40 - ,� - i 3.0 2.0 01 1.0 0 �''0 0.00 0.20 0.40 060 0.80 1.00 1.20 1.40 Depth(ft) Pipe#22 1 S'pipe from 36"Area Drain to basin CIRCULAR CHANNEL _ T-- Manning's Eqn, am 1.486 A R213SIR n - Diameter,do(in)= 15.0 -0- Enter Value 1 Diameter,do(ft)= 1.26 THETA Units= 1.486 "'- n= 0.013 Slope,S(Rift) 0.005 Wetted Hydraulic Hydraulic bection Lneigy. Perimeter,P Radius,R Top Width, Depth,D Factor,Z O(gpd-8 =V2129 Depth,y(ft) Theta(red) Area,A(ft) (ft) (ft) T(ft) (ft) (ft612) 0(cfs) Q(Opm) hour day) V(ftls) (ft) 0.00 D.00 0.00 O.DO 0.00 O.DO 0.0 0.0 0.0 0.0 0.00 0.06 0.90 0.02 0.66 0.04 0.64 0.04 0.00 0.0 90 4725.3 1.0 0.01 0.13 1.29 0.06 0.80 0.09 0.76 0.09 0.02 0.1 42.8 20543.9 1.6 0.03 0.19 1.69 0.12 0.99 0.12 0.89 0.13 0.04 0.2 996 47831.9 1.9 0.06 0.26 1.86 0.17 1.16 0.16 1.00 0.17 0.07 OA 1795 86170.7 2.3 0.08 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.6 280.8 134790.9 2.6 0.11 0.38 2.32 0.31 1.46 0.21 1.16 0.27 0.16 0.9 401.5 192699.1 2.9 0.13 0.44 2.63 0.38 1.68 0.24 1.19 0.32 0.22 1.2 539.0 258734.4 3.1 0.16 0.60 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.6 690.8 331598.0 3.4 0.18 0.66 2.94 0.64 1.84 0.29 1.24 0.43 0.36 1.9 853,9 409867.7 3.6 0.20 0.63 3.14 0.61 1.96 0.31 1.26 OA9 0.43 2.3 1025.0 492003,1 3.7 0.22 0.69 3.34 0.69 2.00 0.33 1.24 0.66 0.62 2.7 1200.7 576343.1 3.9 0.23 0.76 3.64 0.77 2.22 0.36 1.22 0.63 0.61 3.1 1377.3 661094.9 4.0 0.26 0.81 3.76 0.84 2.34 0.36 1.19 0.71 0.71 3.5 1550.6 744310.5 4.1 0.26 0.88 3.96 0.92 2.48 0.37 1.16 0.80 0.82 3.8 1716.3 823847.0 4.2 0.27 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 4.2 1869.4 897293.2 4.2 0.28 1.00 4.43 1.06 2.77 0.38 1.00 1.06 1.08 4.6 2003.8 961833.4 4.2 0.28 1.06 4.69 1.11 2.93 0.38 0.89 1.26 1.24 4.7 2112.4 1013959.7 4.2 0.28 1.13 6.00 1.16 3.12 0.37 0.76 1.66 1.46 4.2 21849 1048751.1 4.2 0.27 1.19 6.38 1.20 3.36 0.36 0.64 2.21 1.79 4.9 2202.8 1057328-9 4.1 0.26 1.26 6.28 1.23 3.93 0.31 0.00 1 4.6 20507 984338.8 1 3.7 1 0.22 6.0 5.0 4,0 j -- 3.0 i 20 1.0 0.0 -r-- 0.00 0.20 0.40 0,60 0.80 1.00 120 1.40 Depth(ft) Pipe#23 15"pipe from double Curb inlet#16 to detention basin CIRCULAR CHANNEL T Manning's Eqn. Q= 1.486 A Ry'SM n Diameter,do(in)= 16.0 f- Enter Value Dlameter,do(ft)= 1.26 I I (LfH-ET)A Units= 1.486 J n= 0.013 Slope,S(ft/ft) 0.005 Wetted Hydraulic Hydraulic Section Lilif(gy, Perimeter,P Radius,R Top Width, Depth,D Factor,Z Q(gpd-8 =V'12g Depth,y(ft) Theta(red) Area,A(h) (ft) (it) T(ft) (ft) (fts') Q(cfs) Q(gpm) hour day) V(ft/s) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 00 0.0 0.0 0.00 0.06 0.90 0.02 0.56 0.04 0.54 0.04 0.00 0.0 9.8 4725.3 1.0 0.01 0.13 1.29 0.0E 0.80 0.08 0.75 0.09 0.02 0.1 42.8 20543-9 1.6 0.03 0.19 1.69 0.12 0.99 0.12 0.89 0.13 0.04 0.2 996 47631.9 1.9 0.06 0.25 1.95 0.17 1.16 0.16 1.00 0.17 0.07 0.4 1795 861707 2.3 0.08 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.6 280.8 1347909 2.6 0.11 0.38 2.32 0.31 1.45 0.21 1.16 0.27 0.16 0.9 4015 1926991 2.9 0.13 0.44 2.63 0.38 1.68 0.24 1.19 0.32 0.22 1.2 5390 258734.4 3.1 0.16 0.60 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.6 690.8 331598.0 3.4 0.18 0.66 2.94 0.64 1.84 0.29 1.24 0.43 0.36 1.9 8539 409867.7 3.6 0.20 0.63 3.14 0.61 1.96 0.31 1.25 0.49 0.43 2.3 10250 492003.1 3.7 0.22 0.69 3.34 0.69 2.09 0.33 1.24 0.66 0.62 2.7 1200.7 576343.1 3.9 0.23 0.76 3.54 0.77 2.22 0.35 1.22 0.63 0.61 3.1 13773 661094.9 4.0 0.26 0.81 3.75 0.84 2.34 0.36 1.19 0.71 0.71 3.6 1550.6 744310.5 4.1 0.26 0.88 3.96 0.92 2.48 0.37 1.16 0.80 0.82 3.8 17163 823847.0 4.2 0.27 0.94 4.19 0.99 2.62 0.38 1.08 0.91 0.94 4.2 1869A 897293.2 4.2 0.28 1.00 4.43 1.06 2.77 0.38 1.00 1.05 1.08 4.6 2003.8 961833.4 4.2 0.28 1.06 C69 1.11 2.93 0.38 0.89 1.26 1.24 4.7 2112.4 1013959.7 4.2 0.28 1.13 6.00 1.16 3.12 0.37 0.76 1.66 1.46 4.9 2184.9 10487511 4.2 0.27 1.19 6.38 1.20 3.36 0.36 0.64 2.21 1.79 4.9 2202.8 10573289 4.1 0.26 1.26 6.28 1.23 3.23 0.31 0.00 1 4.6 20507 984336 8 3.7 0.22 6.0 - 5.0 4.0 \ 3.0 J / ' 2.0 1.0 ' 0.0 0.00 0.20 0.40 0.60 0.80 100 1.20 1.40 Depth(ft) Pipe#24 15"pipe from Curb inlet#17 to area drain#3 CIRCULAR CHANNEL tTiHiE-TIAI) Manning's Eqn. Q= 1.486 A ReaS'f2 n =" Diameter,do(in)= 16.0 -0- Enter Value Diameter,do(ft)= 1.26 Units= 1.486 n= 0.013 Slope,S(fttft) 0.006 Wetted Hydraulic Hy7058011C Section energy,t Perimeter,P Radius,R Top Width, Depth,D Factor,Z 0(gpd-8 =V2129 Depth,y(ft) Theta(rad) Area,A(ft2) (ft) (ft) T(ft) (ft) (ftW2) O(cfs) Q(gpm) hour day) 'V(f/s) A 0.00 0.00 0.00 0.00 0.00 0 0.01) O.0 0.0 o.0 0.0 0.0 O.UO 0.06 0.90 0.02 0.66 D.04 0.64 0.04 0.00 0.0 98 4725.3 1.0 0.01 0.13 1.29 0.06 0.80 0.08 0.76 O.Op 0.02 0.1 428 20543.9 1.6 0.03 0.19 1.59 0.12 0.99 0.12 0.89 0.13 0.04 0.2 99.6 47831.9 1.9 0.06 0.26 1.86 0.17 1.16 0.16 1.00 0.17 0.07 0.4 179.5 86170.7 2.3 0.08 0.31 2.09 0.24 1.31 0.18 1.08 0.22 0.11 0.6 2806 1347909 2.6 0.11 0.38 2.32 0.31 1.46 0.21 1.16 0.27 0.16 0.9 401.5 192699.1 2.9 0.13 0.44 2.63 0.38 1.58 0.24 1.19 0.32 0.22 1.2 539.0 258734.4 3.1 0.16 0.50 2.74 0.46 1.71 0.27 1.22 0.37 0.28 1.6 690.8 331598.0 3A 0.16 0.56 2.94 0.64 1.84 0.29 1.24 0.43 0.36 1.9 853.9 409867.7 3.6 0.20 0.63 3.14 0.61 1.96 0.31 1.26 0.49 0.43 2.3 1025.0 492003.1 3.7 0.22 0.69 3.34 0.69 2.09 0.33 1.24 0.66 0.62 2.7 1200.7 576343.1 3.9 0.23 0.76 3.64 0.77 2.22 0.35 1.22 0.63 0.61 3.1 1377.3 661094.9 4.0 0.26 0.81 3.76 0.84 2.34 0.36 1.19 0.71 0.71 3.6 1550.6 7443105 4.1 0.26 0.88 3.96 0.92 2.48 0.37 1.16 0.80 0.82 3.8 1716.3 8238470 4.2 0.27 0.94 4A9 0.90 2.62 0.33 1.08 0.91 0.94 4.2 1869.4 897293.2 4.2 0.28 1.00 4.43 1.06 2.77 0.38 1.00 1.06 1.08 4.5 2003.8 961833.4 4.2 0.28 1.D6 4.69 1.11 2.93 0.38 0.89 1.26 1.24 4.7 2112.4 1013959.7 4.2 0.28 1.13 6.01) 1.16 3.12 0.37 0.75 1.65 1.46 4.9 2184.9 1048751.1 4.2 0.27 1.10 6.38 1.20 3.36 0.36 0.64 2.21 1.79 4.9 2202.8 1057328.9 4.1 0.26 1.26 6.28 1.23 3.93 0.31 0.00 1 4.6 2050.7 9843388 1 3.7 1 0.22 6.0 - 5.0 4.0 3.0 20 1.0 -f 0.0 ,- - 0.00 0.20 040 0.60 0.80 1.00 1.20 1.40 Depth(ft) Appendix D — Stormwater Maintenance Plan STORMWATER MAINTENANCE PLAN Nexus Point Owner's responsibility for routine inspection and maintenance 1. Keep the inlets of the facilities free of leaves, rocks, and other debris. 2. The storm water basin is to be mowed regularly. During the summer, approximately once every two weeks, the grass is to be mowed and the cuttings are to be promptly removed and disposed of Unless visibly tainted, dispose of lawn clippings in the same manner as yard waste. Otherwise, bag and take to a sanitary landfill. 3. Re-sod damaged or maintained areas immediately, or use grass plugs from the adjacent up-slope area. 4. See that litter and other debris are removed from inlets, swales, and vegetated and paved areas. 5. Maintenance of the underground systems are as follows: • Minimum required maintenance includes a quarterly inspection during the first year of operation and a yearly inspection thereafter. Utilize inspection ports for inspections. • The inspection ports can be used to pump water into the system and re- suspend accumulated sediment so that is may be pumped out. Flush and pump as inspections deem necessary. • Utilize the adjacent upstream storm sewer manhole or cleanout for removal (vacuuming) of debris from the end of the storm drain at the connection point with the underground chamber. 6. Owner to maintain and fund Operation and Maintenance of storinwater facilities. Z, ,' e M are, Owner's Representative G:\MADISON ENGINEERING\PROJECTS\2018\18-127 Nexus Point\Stomi\STORM WATER MAINTENANCE PLAN.doc Appendix E — Drainage Exhibit I - — — 6r.p•�ia,;�{_u,spp•_601��;�e,ur3\E•C\7uc�fn.■u�r,=i:1B;Oc GY.::s ':. �1 N FI m _ p m \VFa 7 t3 .Mh �� f'°! :I rri■.yam--I�'1 C + L-'JJ 1111J �• fit I `, w�•• ' / /,. ��� r �� I�� rti $PPP 5 IC — i u 'i 1 -� 04 va]CD I �- r-- • j_ - 0r. J. WtitD - , fist o iaas'zmo lr-- - - I (� r +I tl 1 CA7+CiJ C'_' :3 C=-7TCJ=7 Cj_� " Will fin '. js+f - P 111I� iiII I t - lit� nv f► __y� 1' ' Ri 'po Jill .� — `_ L; • — _ `��r1—.. r.�_� IIII II —I P I Alll I. L—_ II �' LLL 11 1 1 I j ------------ Kill i i�� [c` It! 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