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HomeMy WebLinkAbout02 - Design Report - Valley West Ph 1 - Storm copy DESIGN REPORT FOR THE STORM DRAINAGE SYSTEM IN VALLEY WEST SUBDIVISION - PHASE 1 BOZEMAN, MONTANA ',1 6000m000�00i ! 0 � � 00 GR-GO R" T - .0 933 O�OOi00064A'\^S Z �OIV ALti ,,•`'� Prepared By: Morrison-Maierle, Inc. 901 Technology Boulevard P.O. Box 1113 Bozeman, Montana 59771-1113 Engineer: Greg J. Stratton, P.E. Date: February 6, 2002 File: 3384.004/043/0310 Valley West Subdivision — Phase #1 Storm Drainage Design Report General Design Criteria This report provides a basis for design of the Valley West Subdivision — Phase #1 storm drainage system. A comprehensive drainage plan evaluating storm runoff and drainage issues for the entire subdivision is provided with the Valley West Planned Unit Development Preliminary Plan (PUD). The plan included in the PUD provides flood hazard evaluations of the major drainage system including the Ferguson Avenue Drain Pipe, Maynard-Border Stream-Ditch, Baxter Ditch, and Baxter Creek. It also provides individual analysis of minor drainage basins throughout the subdivision. The drainage plan contained in the PUD is designed to limit stormwater runoff from the overall development to the pre-development runoff rates. The pre-developed rate calculations are included in with the PUD drainage plan. This report utilizes the recommendations of the previous drainage plan with respect to the major drainages and updates and validates the minor drainage basin assessment as it relates to the Valley West Subdivision — Phase #1. Storm Drainage Plan The Valley West Subdivision - Phase 1 Drainage Plan is an illustration showing building sites, open areas, drainage ways, ditches, culverts, bridges, storm sewers, inlets, storage ponds, roads, streets, and other drainage improvements to be installed with the Valley West Subdivision — Phase #1. Topographic contour and spot elevation data is also provided. The ultimate destination of the runoff will be primarily the Maynard-Border Stream-Ditch. The western portion of the property will eventually drain to the Baxter Ditch. Drainage from Phase #1, however, will simply drain to the open fields on the north side of the subdivision until the roads are extended during Phase #2 of the project. During Phase #2 the runoff will be routed by the extension of the streets to detention ponds for treatment prior to discharge into the Maynard-Border Stream-Ditch or Baxter Ditch. As mentioned previously the drainage plan for the overall subdivision is illustrated on the Minor Basin Exhibits included in the PUD. The existing inlets on Babcock Street will be piped from the existing retention ponds to newly constructed detention ponds located in the Maynard-Border Stream-Ditch park area. These ponds will be designed to dampen peak runoff rates and provide treatment of runoff flows. The detention/treatment ponds will drain to the Maynard-Border Stream-Ditch. Discharge structures will be designed to limit release rates to pre-development runoff rates. Calculations determining runoff quantities and storage requirements are included with this report. Valley West Storm Drainage Design Page 1 of 4 Details regarding the storm drainage improvements including storm sewers, manholes, discharge structures, and detention ponds are illustrated on the Valley West Subdivision - Phase 1 Drainage Plan, and the attached detail exhibits. Storm Drainage Facilities Maintenance Plan The maintenance of the storm water collection, detention and discharge release facilities located on within public right-of-way will be integrated as part of the duties of City of Bozeman maintenance personnel responsible for storm drainage facilities. Duties shall include routine inspection to ensure that debris, and seasonal ice does not impede operation of the detention ponds and discharge structures. It is recommended that these inspections occur after major runoff events and on a monthly basis throughout the year. The City of Bozeman parks ground maintenance crews will maintain detention ponds within parks dedicated to the City of Bozeman. Detention ponds shall be mowed on a regular basis during the growing season and be maintained free of vegetation that might impede their storage capacity by the homeowner's association. The maintenance of storm water collection, detention and discharge release facilities located within open space/parks owned by the Valley West Homeowners Association will be maintained by the Homeowner's Association. Storage/Treatment Facilities Detention ponds will be used to store runoff for treatment and gradual release to receiving streams. A total of 7 ponds, illustrated on the Valley West Subdivision - Phase 1 Drainage Plan, will receive runoff from the project area. Ponds 1 and 2 are permanent facilities serving existing inlets. Ponds 3 —7 are temporary ponds to receive runoff from Phase 1 until the streets are extended to the north during future phases of the subdivision at which time they will be routed to permanent detention facilities identified in the Valley West Subdivision Planned Unit Development Drainage Plan. Ponds 1 and 2 will be constructed to serve the existing inlets along Babcock St. The ponds are located in the park area surrounding the Maynard-Border Stream- Ditch. This park area is to be maintained by the homeowner's association for a period of at least 7-years. At the end of the 7-year period it is planned that the City of Bozeman will take over maintenance of this portion of this park area. The ponds will release water to the Maynard-Border Stream-Ditch. The release rate will be equivalent to the pre-development runoff rate at the 10-year piping system design frequency as identified for residential development on Table 1-3 of the City of Bozeman Design Standards. The pond volume is determined by subtracting the total pond release volume from the runoff volume at the design Valley West Storm Drainage Design Page 2 of 4 frequency. Minimum pond area will be 145 —square feet per 1 — cfs release rate. The ponds will be designed with a maximum water depth of 1 Y2 - feet and a maximum pond depth of 2Y2 -feet. Ponds 3-7 are temporary ponds at the end of streets and will be eliminated when the streets are extended into future phases. These ponds will discharge by overtopping into the vacant land to the north. The base of the ponds will be constructed of gravel material to allow runoff to percolate into the ground. These ponds will be sized to detain the 10-year runoff event. An overflow weir will be constructed into the dike bank to allow larger storms to flow into the vacant property adjacent to the subdivision. The ponds are designed to prevent short-circuiting with a minimum length to width ratio of 3:1. The side slopes are 4:1 on permanent ponds and 3:1 on temporary ponds. All slopes will be seeded to for erosion protection. An overflow is provided near the discharge structure to prevent overtopping of dike walls. Discharge Structures Discharge structures will be constructed in accordance with Figure A-2 of the City of Bozeman Design Standards. Discharge piping is sized to control discharge to the pre-development rate for 10-year design frequency. An overflow depression (weir) will be constructed in the dike walls to pass the 25-year storm event. Orifice calculations are provided on the individual basin worksheets to size the discharge piping. Weir calculations are provided to size the overflows. Estimation of Runoff The rational method is used to determine pre-development and post- development peak runoff rates. The modified rational method is used to compute runoff volumes. Basic assumptions used in the calculations include: a. Rainfall is uniformly distributed over the area for the duration of the storm. b. The peak runoff rate occurs when the duration of the storm equals the time of concentration. c. Runoff coefficients used in the calculations are consistent with those identified in Table 1-1 of the City of Bozeman Design Standards. Time of concentration is determined using the flow time from the most remote point in the drainage to the discharge point. Overland flow is determined using Figure 1-1 in the City of Bozeman Design Standards. Channel flow in gutters is determined by estimating velocities with the Manning equation using the roughness coefficients provided in Table 1-1 of the City of Bozeman Design Standards. Valley West Storm Drainage Design Page 3 of 4 A 10-year design rainfall frequency is used. Figures 1-2 and 1-3 in the City of Bozeman Design Standards are used to determine the storm intensity and duration. This is consistent with the design frequencies provided in Table 1-1 of the City of Bozeman Design Standards. Storm Sewers Storm sewer piping materials are identified on the Valley West Subdivision - Phase 1 Drainage Plan. Storm drain piping within street rights-of-way is RCP. PVC pipe will be used in the open space areas along Babcock Street and in the park surrounding the Maynard-Border Stream-Ditch. The Ferguson Drain will be CMP except at street crossings where RCP pipe will be utilized. Pipe sizing will be to convey the 25-year storm event. Manhole spacing, size, and location will be as required by the City of Bozeman Design Standards. Storm inlets are not proposed in the Phase 1 infrastructure plans. Curb and gutter flow calculation are provided with this report illustrating that peak runoff flows do not exceed the flow capacity of the street drainage facilities. No culverts are proposed in Phase 1. Drainage Calculations and Runoff Assessments Drainage calculations and runoff assessments for the Valley West Subdivision — Phase #1 are provided following this narrative. Each minor basin is evaluated in detail with regard to alley drainage, street drainage, and treatment/detention facilities. A summary sheet of the various runoff features within the basin precedes each minor basin assessment. H:\3384\004\Docs\Drainage Design Report.doc Valley West Storm Drainage Design Page 4 of 4 Summary: Drainage Area 1 - Minor Basin 5 Flow in Babcock/Monroe Alley East of Kimball (16 -foot paved alley) Storm Interval Runoff (cfs) Flow Depth ft Flow Width ft Velocity ft/s 10 -Year 1.05 0.14 9.03 1.7 25 -Year 1.27 0.15 9.70 1.78 Gutter Flow East Side of Kimball Storm Interval Runoff cfs Flow Depth ft Flow Width ft Velocity ft/s 10 -Year 1.71 0.2 7.02 3.17 25 -Year 2.06 0.22 7.60 3.29 Flow in Babcock/Monroe Alley West of Kimball (16 -foot paved alley) Storm Interval Runoff cfs Flow Depth ft Flow Width ft Velocity ft/s 10 -Year 0.42 0.10 6.98 1.1 25 - Year 0.50 0.11 7.45 1.2 Gutter Flow West Side of Kimball Storm Interval Runoff cfs Flow Depth ft Flow Width ft Velocity ft/s 10 -Year 1.16 0.18 5.89 2.93 25 - Year 1.40 0.19 6.42 3.04 Detention Pond 7 The volumes of the detention facilities for the east and west sides of Kimball are calculated on the 10-year event sheets. The required volume on the east side of the street is 1222 cf. with an allowable discharge of 0.58 cfs equal to the pre- development runoff. The required volume on the west side of the street is 971 cf. with an allowable discharge of 0.54 cfs equal to the pre-development runoff. As illustrated on the Valley West Storm Drain Exhibit, however, Kimball Avenue drains to an existing depression to the north. This depression will be utilized to detain or retain runoff from Drainage Area 1 - Minor Basin 5. A constructed detention facility is not proposed. TEMP. DET. POND #7 LIZE NATURAL DEPRESSION) R 'D VOLUME=2193 C EST. AVAI VOLUME=5282 CF j A DIST.=395' APPROX. S=- -. -- - -- i i i I i I i i i l —ALLEY-d_.___..—. .__----- _ OT 70 LOT 68 69 LOT 1 i r _JL _ i LOT 62 LOT 1 0T 72 i ' LOT 63 N I Ir�M+L $xlS�N DFFSITE TEMP,RETENTION VALLEY WEST SUBDIV. PHASE 1 rm mm umm s.,m wrw DRAW IR v lyn�Lme' OINrq�A� �ti OmfD YP NIOIjr PROJECT: MORRISONBY: DA1E PROJ.NO. ®® MMERLE,INC. CHK: DATE PAGE: Of /o7'G dream. f2 �tl�✓ct lEii�aLr e ©•Z© c"�a1l) 5 Co lre- dege1.)p4yf W4 A �05'1" 'ctEVE Cs'ri.m Ec� ' 1) Dvct ( ,.-( F)o,,, = 730 Rj T- ! � - - / Tc -c TdJ � C 1n(�aS'tC r� 1� i 1Ftth 1/31/02 Drainage Area 1 - Minor Basin 5 - 10 Year Event MODIFIED RATIONAL METHOD Flow in Babcock/Monroe Alley East of Kimball Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 1.4 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 22.00 MIN 0.37 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0.31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 1.23 IN/HR PRE-DEV Qp= 0.34 CFS POST-DEVELOPMENT BASIN AREA PRE= 1.4 ACRES POST-DEV TC= 16.10 MIN 0.27 HR POST-DEV C= 0.5 STORM INTENSITY= 1.51 IN/HR POST-DEV Qp= 1.05 CFS DELTA DURATION= 1 pondsize.xls Flow in BL ock/Monroe Alley East of Kimba .10 -Year Event) Worksheet for Triangular Channel Project Description Worksheet Triangular Channel-1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.007900 ft/ft Left Side Slope 33.00 H:V Right Side Slope 33.00 H:V Discharge 1.05 cfs Results Depth 0.14 ft Flow Area 0.6 ftz Wetted Perimeter 9.04 ft Top Width 9.03 ft Critical Depth 0.14 ft Critical Slope 0.005917 ft/ft Velocity 1.70 ft/s Velocity Head 0.04 ft Specific Energy 0.18 ft Froude Number 1.15 Flow Type Supercritical " ie ata. ft V:1 N H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\dal-mb!.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 (614n] 01/31/02 05:07:00 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 1/31/02 Drainage Area 1 - Minor Basin 5 - 25 Year Event MODIFIED RATIONAL METHOD Flow in Babcock/Monroe Alley East of Kimball Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 1.4 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A" B PRE-DEV TC= 22.00 MIN 0.37 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.78 50 0.31 0.92 0.66 B= ' 0.64 100 0.34 1.01 0.67 STORM INTENSITY= 1.48 IN/HR PRE-DEV Qp= 0.42 CFS POST-DEVELOPMENT BASIN AREA PRE= 1.4 ACRES POST-DEV TC= 16.10 MIN 0.27 HR POST-DEV C= 0.5 STORM INTENSITY= 1.81 IN/HR POST-DEV Qp= 1.27 CFS DELTA DURATION= 1 pondsize.xls Flow in & ock/Monroe Alley East of Kimba _25 -Year Event) Worksheet for Triangular Channel Project Description Worksheet Triangular Channel-1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.007900 ft/ft Left Side Slope 33.00 H:V Right Side Slope 33.00 H:V Discharge 1.27 cfs Results Depth 0.15 ft Flow Area 0.7 ft2 Wetted Perimeter 9.70 ft Top Width 9.70 ft Critical Depth 0.16 ft Critical Slope 0.005769 ft/ft Velocity 1.78 ft/s Velocity Head 0.05 ft Specific Energy 0.20 ft Froude Number 1.16 Flow Type Supercritical ft V:1 HA NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\dra1nage\da1-mbl.fm2 Morrison-Maierie,Inc. FlowMaster v6.1 [614n] 01/31/02 05:08:48 PM Q Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 PRO.IECT: ® O�RRT"SO BY: DATE PROJ.NO. ®® MMERLE,INC. CHK: DATE PAGE: OF i°Lllytl-E.r1 L:. /F{''c"rE ! — /ter i11�' G�Si Gi J 7 apt Pre - �eVelo,4t}>ye rf�. l� �V�e(I rY to t��Os�l r CG 1 r,°? f� /i 3/� / iti11✓ I i.+,L. If " 1jeVet0�rrtn 1) Ovell l,d Flor.,l: a3a 4.F Z) I���ry Now : Z 1 s- C F 0. 0,7q?o - � gee 7 5 /fir HA, 1,7 3, TDlit I T,- "-fire - �beue1op.v,e�,Jt t'D S J eV e°l J p m 4--%, j " YN i n 02/06/2002 Drainage Area 1 - Minor Basin 5 - 10 Year Event MODIFIED RATIONAL METHOD Gutter Flow East Side of Kimball Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 3.5 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 40.00 MIN 0.67 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0.31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 0.83 IN/HR PRE-DEV Qp= 0.58 CFS POST-DEVELOPMENT POND VOLUME.;;Consfanf.Release r uauM�(cam) BASIN AREA PRE= 3.5 ACRES 1222 POST-DEV TC= 18.10 MIN 0.30 HR RETENTION VOL (CFT) POST-DEV C= 0.35 3616 STORM INTENSITY= 1.39 IN/HR POST-DEV Qp= 1.71 CFS DELTA DURATION= 1 DETETION POND SIZING City of Bozeman Method DURATION INTENSITY Qp POND VOLUME (MIN) (IN/HR) (CFS) (CFT) 0 0 0 18.10 1.39 1.71 1222 19.10 1.35 1.65 1222 20A 0 1.30 1.60 1222 21.10 1.26 1.55 1220 22.10 1.22 1.50 1217 23.10 1,19 1.46 1213 24.10 1.16 1.42 1208 25.10 1.13 1.38 1202 26.10 1.10 1.35 1196 27.10 1.07 1.31 1189 28.10 1.05 1.28 1181 29.10 1.02 1.25 1173 30.10 1.00 1.23 1164 31.10 0.98 1.20 1154 32.10 0.96 1.18 1144 3110 0.94 1.15 1134 34.10 0.92 1.13 1123 35.10 0.91 1.11 1112 36.10 0.89 1.09 1100 37.10 0.87 1.07 1087 38.10 0.86 1.05 1075 39.10 0.85 1.04 1062 40.10 0.83 1.02 1048 41.10 0.82 1.00 1034 42.10 0.81 0.99 1020 43.10 0.79 0.97 1006 44.10 0.78 0.96 991 45.10 0.77 0.94 976 pond dal mb 5.xls Gu. ` Flow East Side of Kimball (10-N Event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.015000 ft/ft Discharge 1.71 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.013 Results Spread 7.02 ft Flow Area 0.5 ft' Depth 0,20 ft Gutter Depression 0.8 in Velocity 3.17 ft/s 0.5 0"- f 0.00 - 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 0+09 V:1L H:1 NTS Project Engineer:Morrison-Maierie,Inc. h:\3384\004\drainage\dal-mbl.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 02/01/02 02:08:06 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 2/1/02 Drainage Area 1 - Minor Basin 5 - 25 Year Event MODIFIED RATIONAL METHOD Gutter Flow East Side of Kimball Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)"-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 3.5 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 40.00 MIN 0.67 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.78 50 0.31 0.92 0.66 B= 0.64 100 0.34 1.01 0.67 STORM INTENSITY= 1.01 IN/HR PRE-DEV Qp= 0.71 CFS POST-DEVELOPMENT BASIN AREA PRE= 3.5 ACRES POST-DEV TC= 18.10 MIN 0.30 HR POST-DEV C= 0.35 STORM INTENSITY= 1.68 IN/HR POST-DEV Qp= 2.06 CFS DELTA DURATION= 1 pondsize.xis Gu r Flow East Side of Kimball (25-, x Event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.015000 ft/ft Discharge 2.06 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.013 Results Spread 7.60 ft Flow Area 0.6 ft2 Depth 0.22 ft Gutter Depression 0.8 in Velocity 3.29 ft/s 0.50- 0.00 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 0+09 V:1N H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:13384\004\drainage\da1-mb!.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 02/01/02 02:06:23 AM Q Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 MPROJECT: "'-OF""SON ' BY: DATE PROJ.NO. ® RRTAUERLE INC. CHK: DATE PAGE: Of `' FIOW !`✓i ftv Q�t�Ct^CfL / �� onece 41je Alezf,L 0� ki,, 6.% 1) -/4 Ale fe'r m 111 e /"/vw Gf1-/4,c i jy , ,die V-A , et ee 70T4 Aeet = /, fez Ile,-e s ChiAK�E'�nT�1t'{i 1�r�• ��Ve���r�e'ac7t - t'osi- - bev el opme-u f I v tom-[I GGtM Gt FI J yJ 17 FT P 1,G r ?) � 1��y F)at.1 2S0 FTO D.s'�o1 F1o,a VeIoci,ry= /, :5" �,s ��f.��x���= J, 'fie c Z cl To /� �osl' ��✓e/z,p,*',PK 23 8 mph 2/1102 Drainage Area 1 - Minor Basin 5 - 10 Year Event MODIFIED RATIONAL METHOD Flow in Babcock/Monroe Alley West of Kimball Qp=CiA PRE-DEVELOPMENT i=a*(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 1.02 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 20.00 MIN 0.33 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0.31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 1.31 IN/HR PRE-DEV Qp= 0.27 CFS POST-DEVELOPMENT BASIN AREA PRE= 1.02 ACRES POST-DEV TC= -' 23.80 MIN 0.40 HR POST-DEV C= 0.35 STORM INTENSITY= 1.17 IN/HR POST-DEV Qp= 0.42 CFS DELTA DURATION= 1 pondsize.xls Flow in Ba. ,ock/Monroe Alley West of Kimba. ,10 - Year Event) Worksheet for Triangular Channel Project Description Worksheet Triangular Channel-1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.005000 ft/ft Left Side Slope 33.00 H:V Right Side Slope 33.00 H:V Discharge 0.42 cfs Results Depth 0.11 ft Flow Area 0.4 ftz Wetted Perimeter 6.98 ft Top Width 6.98 ft Critical Depth 0.10 ft Critical Slope 0.006686 ft/ft Velocity 1.14 f/s Velocity Head 0.02 ft Specific Energy 0.13 ft Froude Number 0.87 Flow Type Subcritical ZZ - ft V:1 HA NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\dal-mb!.fm2 Morrison-Maierte,Inc. FlowMaster v6.1 [614n] 02/01/02 02:56:59 AM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 2/1/02 Drainage Area 1 - Minor Basin 5 - 25 Year Event MODIFIED RATIONAL METHOD Flow in Babcock/Monroe Alley West of Kimball Qp=CiA PRE-DEVELOPMENT i=a*(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 1.02 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 20.00 MIN 0.33 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.78 50 0.31 0.92 0.66 B= -0.64 100 0.34 1.01 0.67 STORM INTENSITY= 1.58 IN/HR PRE-DEV Qp= 0.32 CFS POST-DEVELOPMENT BASIN AREA PRE= 1.02 ACRES POST-DEV TC= 23.80 MIN 0.40 HR POST-DEV C= 0.35 STORM INTENSITY= 1A1 IN/HR POST-DEV Qp= 0.50 CFS DELTA DURATION= 1 pondsize.xls Flow in &, ock/Monroe Alley West of KimbL ,25 -Year Event) Worksheet for Triangular Channel Project Description Worksheet Triangular Channel-1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.005000 ft/ft Left Side Slope 33.00 H :V Right Side Slope 33.00 H:V Discharge 0.50 cfs Results Depth 0.11 ft Flow Area 0.4 ft$ Wetted Perimeter 7.45 ft Top Width 7.45 ft Critical Depth 0.11 ft Critical Slope 0.006532 ft/ft Velocity 1.19 ft/s Velocity Head 0.02 ft Specific Energy 0.13 ft Froude Number 0.88 Flow Type Subcritical ft V:1 N H:1 NTS Project Engineer:Morrison-Maierie,Inc. h:\3384\004\drainage\dal-mb!.fm2 Morrison-Ma ierle,Inc. FlowMaster v6.1 [614n] 02/01/02 02:38:20 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 PROJECT: MOFMSONBY: DATE PROD.NO. MMERLE,INC. CHK: DATE PAGE: Of ( ral'Y{ole AeA In;H©/' Sri K j ilvds ale jei f 6,0 lJ . 1� fr`�°�-i� JCr b t�%'� t�/G kd ,j 7 t� � I1�� %v 3�n t»I b•� C J`i�t-1 r c 7 'J os+'bPvciu+ eel E'Lt � t) ©vex P 3) 6off-, 1-1 'L i.s`` , 4 /o pt E 1 t" Pe -b`evelopyp e,,� 36 owt a, f 02/06/2002 Drainage Area 1 - Minor Basin 5 - 10 Year Event MODIFIED RATIONAL METHOD Gutter Flow West Side of Kimball Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)A-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 3 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 36.00 MIN 0.60 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0.31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 0.89 IN/HR PRE-DEV Op= 0.54 CFS POST-DEVELOPMENT POND VOLUME: Conbfan R�fease a} Volume{CPT} =. BASIN AREA PRE= 3 ACRES � 1 POST-DEV TC= 25.90 MIN 0.43 HR RETENTION VOL (CFT) POST-DEV C= 0.35 3100 STORM INTENSITY= 1A0 IN/HR POST-DEV Qp= 1.16 CFS DELTA DURATION= 1 DETETION POND SIZING City of Bozeman Method DURATION INTENSITY Op POND VOLUME (MIN) (IN/HR) (CFS) (CFT) 0 0 0 25.90 1.10 1.16 971 26.90 1.08 1.13 963 27.90 1.05 1.11 955 28.90 1.03 1.08 945 29.90 1.01 1.06 936 30.90 0.99 1.03 926 31.90 0.96 1.01 915 32.90 0.95 0.99 904 33.90 0.93 0.97 892 34.90 0.91 0.96 881 35.90 0.89 0.94 868 36.90 0.88 0.92 856 37.90 0.86 0.91 843 38.90 0.85 0.89 830 39.90 0.83 0.88 816 40.90 0.82 0.86 802 41.90 0.81 0.85 788 42.90 0.80 0.84 774 43.90 0.78 0.82 759 44.90 0.77 0.81 744 45.90 0.76 0.80 729 46.90 0.75 0.79 713 47.90 0.74 0.78 698 48.90 0.73 0.77 682 49.90 0.72 0.76 666 50.90 0.71 0.75 649 51.90 0.70 0.74 633 52.90 0.69 0.73 616 pond dal mb 5 west.xls Gu Flow -West side of Kimball (1 L ar event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0,015000 ft/ft Discharge 1.16 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.013 Results Spread 5.89 ft Flow Area 0.4 ftz Depth 0.18 ft Gutter Depression 0.8 in Velocity 2.93 ft/s 0.50- 0.25 0.00 -- 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 V:1 HA NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\da1-mb!.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 (614n] 01/29/02 04:23:52 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 1/29/02 Drainage Area 1 - Minor Basin 5 - 25 Year Event MODIFIED RATIONAL METHOD Gutter Flow West Side of Kimball(25-Year event) Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 3 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 36.00 MIN 0.60 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.78 50 0.31 0.92 0.66 B= 0.64 100 0.34 1.01 0.67 STORM INTENSITY= 1.08 IN/HR PRE-DEV Qp= 0.65 CFS POST-DEVELOPMENT BASIN AREA PRE= 3 ACRES POST-DEV TC= 25.90 MIN 0.43 HR POST-DEV C= 0.35 STORM INTENSITY= 1.34 IN/HR POST-DEV Qp= 1.40 CFS DELTA DURATION= 1 pondsize.xls Gu Flow -West side of Kimball (25 ar event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.015000 ft/ft Discharge 1.40 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.013 Results Spread 6.42 ft Flow Area 0.5 ft2 Depth 0.19 ft Gutter Depression 0.8 in Velocity 3.04 ft/s 0.50,; 0.25 _ 0.00 F; 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0±08 V:1 HA NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\dal-mbl.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 01/29/02 04:19:57 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 - Page 1 of 1 Summary Drainage Area 2 — Minor Basin 1 10 —Year Runoff 1.27 cfs 25 — Year Runoff 1.52 cfs Pipe Size 15 inch Pipe Slope 0.35% Flow Velocity @ 1.52 cfs 2.94 fps Flow Velocity @ 2.0 cfs 3.15 fps Flow Velocity @ Full Flow >3.0 fps Detention Pond 2 The volume of the detention facility is calculated on the 10-year event sheet. The required volume is 404 cf. with an allowable discharge of 0.43 cfs equal to the pre-development runoff. The 25 — year piping design must pass 1.52 cfs. Design calculations and details for the outlet structure are provided at the end of the runoff calculations. �T PROJECT: ' MORRISONBY: DATE PROJ.NO. ®® MMERLE,INC. CHK: DATE PAGE: OF 1�Eve��pme� tt l 1� v&t E Gain F l o t-J - Tc 7c 3 J'o Tc = �111e - elevelap, , e-t Estim. 'Mean Gutter Flow Velocity on B ock Street Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Discharge Input Data F�1,r, /� 41r, V Slope 0.005000 ft/ft l 5 G�s�lMel j �� Gutter Width 1.50 ft Dist d e e f Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.020000 ft/ft Spread 5.00 ft /] , Mannings Coefficient 0.013 i`� �✓1 t'C M 6A1f 5,0r e<e r I,' iq I eel - Results �u� d� 1cw1�I �;�� y � � s r Discharge 0.47 cfs (}ee e by ��SSyy�l�tU R lY/rtk �llc�.�l Flow Area 0.3 ft2 ! Depth 0.16 ft '�r�"� p `T !+� �✓�a'ra orl � c � `1- ? Gutter Depression 0.8 in 7)e ,, �� �,', S)r e e s/e7,c i s Velocity 1.59 ft/s J�l�JJ 6tvt !t d,r7 -8. 0.50', 0.25� r, 0.0 0[[[����,_______—- 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 V:1 H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\da1-mbl.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 01125/02 09:12:40 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Estima Mean Velocity in Babcock Parkw "Storm Drain Worksheet for Circular Channel Project Description Worksheet Circular Channel-1 Flow Element Circular Channel Method Manning's Formula (' Solve For Channel Depth //t ` // l l Ole<f-0-f Input Data lS 4�r{���,/�i b y -J���'�°f'��'%'t� � (1 Mannings Coefficient 0.013 �}it&t l`f 0i45 ee rP�t l n� n • Jp r�C tro"'^ `��^e Slope 0.003500 ft/ft �T y� Diameter 15 in \ l��s ok �h Discharge 2.00 cfs 1� n 1 / ,.1 tt Results 416 �i �o /E'%r i vt r a�� ` ��r 4T V e l a e " f � S Depth 0.64 ft 4-5 Flow Area 0.6 ft, 0 y e 5 X _ C 1 5 4j Wetted Perimeter 2.00 ft Top Width 1.25 It Critical Depth 0.56 ft ' Vc oc ( 7 Percent Full 51.4 % Critical Slope 0.005487 ft/ft Velocity 3.15 ft/s Velocity Head 0.15 ft Specific Energy 0.80 ft Froude Number 0.78 Maximum Dischart 4.11 cfs Discharge Full 3.82 cfs Slope Full 0.000959 ft/ft Flow Type Subcritical 15 in 0.64 ft VA N H:1 NTS Project Engineer:Morrison-Maierie,Inc. h:\3384\004\drainage\da1-mbl.fm2 Morrison-Maierie,Inc. FlowMaster v6.1 [614n] 01/25/02 10:16:14 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 02/06/2002 Drainage Area 2 - Minor Basin 1 - 10 Year Event MODIFIED RATIONAL METHOD Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)A-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 1.53 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 18,00 MIN 0.30 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0.31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 1.40 IN/HR PRE-DEV Qp= 0.43 CFS POST-DEVELOPMENT POND VOLUME: Consfdnk Release �V0Urn {CFI) BASIN AREA PRE= 1.53 ACRES 2 d POST-DEV TC= 8.00 MIN 0.13 HR RETENTION VOL (CFT) POST-DEV C= 0.35 1581 STORM INTENSITY= 2.37 IN/HR POST-DEV Qp= 1.27 CFS DELTA DURATION= 1 DETETION POND SIZING City of Bozeman Method DURATION INTENSITY Qp POND VOLUME (MIN) (IN/HR) (CFS) (CFT) 0 0 0 8.00 2.37 1.27 404 9.00 2.20 1.18 404 10.00 2.05 1.10 402 11.00 1.93 1.03 399 12.00 1.82 0.98 394 13.00 1.73 0.93 388 14.00 1.65 0.88 382 15.00 1.58 0.84 374 16.00 1.51 0.81 366 17.00 1.45 0.78 357 18.00 1.40 0.75 347 19.00 1.35 0.72 337 20.00 1.31 0.70 326 21.00 1.27 0.68 315 22.00 1.23 0.66 303 23.00 1.19 0.64 291 24.00 1.16 0.62 279 25.00 1.13 0.61 266 26.00 1.10 0.59 253 27.00 1.08 0.58 239 28.00 1.05 0.56 225 29.00 1.03 0.55 211 30.00 1.00 0.54 197 31.00 0.98 0.53 183 32.00 0.96 0.52 168 3300 0.94 0.51 153 34.00 0.93 0.50 138 35.00 0.91 0.49 122 pond da2 mb t.xls MODIFIED RATIONAL METHOD Drainage Area 2 - Minor Basin 1 - 25 Year Event Qp=CiA POST-DEVELOPMENT BASIN AREA PRE = 1.53 ACRES POST-DEV TC= 8.0O MIN 0.13 HR POST-DEV C= _0.35< STORM INTENSITY= 2.83 IN/HR POST-DEV Qp= 1.52 CFS DELTA DURATION = Overflow Weir - Pond 1 Worksheet for Broad Crested Weir Project Description Worksheet Weir-1 Type Broad Crested Weit Solve For Crest Length Input Data Discharge 1.50 cfs Headwater Elevatior 4,783.70 ft Crest Elevation 4,783.20 ft Tailwater Elevation 4,783.20 ft Crest Surface Type Gravel Crest Breadth 3.00 ft Results Crest Length 1.44 ft Headwater Height Above Crest 0.50 ft Tailwater Height Above Crest 0.00 ft Discharge Coefficient 2.96 US Submergence Factor 1.00 Adjusted Discharge Coefficient 2.96 US Flow Area 0.7 ftz Velocity 2.09 ft/s Wetted Perimeter 2.44 ft Top Width 1.44 ft Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\da1-mb!.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 01/25/02 04:08:28 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Overflow Weir Cross Section for Broad Crested Weir Project Description Worksheet Weir-1 Type Broad Crested Weii Solve For Crest Length Section Data Discharge 1.50 cfs Headwater Elevatior 4,783.70 ft Crest Elevation 4,783.20 ft Tailwater Elevation 4,783.20 ft Crest Surface Type Gravel Crest Breadth 3.00 ft Crest Length 1.44 ft 0.50 ft L -1.44 ft VAN H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\da1-mb!.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 01/25/02 04:08:42 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 D-. ign Flow in Babcock Parkway St,-.m Drain Worksheet for Circular Channel Project Description Worksheet Circular Channel-1 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.003500 ft/ft Diameter 15 in Discharge 1.52 cfs Results Depth 0.55 ft Flow Area 0.5 ftz Wetted Perimeter 1.81 ft Top Width 1.24 ft Critical Depth 0.49 ft Percent Full 43.8 % Critical Slope 0.005311 ft/ft Velocity 2.94 ft/s Velocity Head 0.13 ft Specific Energy 0.68 ft Froude Number 0.80 Maximum Discharc 4.11 cfs Discharge Full 3.82 cfs Slope Full 0.000554 ft/ft -� Flow Type Subcritical 15 in 0.55 ft V:1 N H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\dal-mb!.fm2 Morrison-Malerle,Inc. FlowMaster v6.1 [614n] 02/06/02 11:26:38 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 PROJECT: ® BY: DATE �lp y PROJ.NO. _3RL// W4 IMORRISON AWERLE INC. � CHK: DATE PAGE: � OF 4err - Z� • ��o 03 p\\ I LDS� \ 7q,35 ,�= c4s 410 MQ�Q k416N 5� Lo j s,l�E z3�f0' �N5-rnM --top 0691 r IMORRISON "'OjEc': BY: SLF DATE 6 p No. MMERLE,iNc. CHK; DATE PROD.NO. OF Z- 0 4:� 4761.5 Lo Lz I Z- CPA CA ::l co rf 4:tj St- ic) CA Az. ITL JA 5 a l ILI,fc ME DET OUTLET PIPE 25YR ,P Worksheet for Circular Channel Project Description Worksheet DET OUTLET 25 CF Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.010 Slope 0.5000 % Diameter 10 in Results Depth 0.83 ft Discharge 2.01 cfs Flow Area 0.5 ft2 Wetted Perimeter 2.62 ft Top Width 0.00 ft Critical Depth 0.64 ft Percent Full 100.0 % Critical Slope 0.5775 % Velocity 3.69 ft/s Velocity Head 0.21 ft Specific Energy 1.05 ft Froude Number 0.00 Maximum Discharc 2.17 cfs Discharge Full 2.01 cfs Slope Full 0.5000 % Flow Type N/A Project Engineer:Morrison-Maierle,Inc. c:\haestad\fmw\projects\vwestph1.fm2 Morrison-Malerle,Inc. FlowMasterv6.1 [614n] 01/31/02 02:20:56 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 ' 17-01 TUE 10:55 AM AKDERSON PRECAST FAX NO. 14065866015 P. 4 y RUCTUI f PRECAST SUPPLY I Nu INd 5K1 EA57 BWER LAB B07 M4' UT 59715 (dt *5.1S7 F 14Cb15ES915 RIM =-ivvr vv IFCO 714 INVERTED FRAME "STORM SEWER'' COVER •-7� • — /• . •�O. PRECAST GRADE RINGS lQ _ • .�� .' , `PUC: i,�6• PVC PIPE ' ECCENTRIC SLAB TOP PIP , . MA PS-1--PF STEPS - CONSEAL 202 SEALANT �,' _ OVERSIZED OPENINGS FOR LINE PIPE BASF IS MONOLITHIC F 4,0 464 WITH WALIS . • .;1' ' �t I + ' BUILT TO ASTM C--478 SPECIFICATION i ALL LIFTING EYES IN EACH SECTION MUST BE USED 3' 12"PVC 12" PVC PIPE N/A INVERTED FRAME PIPE + NIA AND COVER 0.831 ECCENTRIC FLAT TOP . . . • • • . 0.00` BARREL •y ' ' • _ 3.92` BARREL 0.00` BARREL •.••A• . .. 0.60 ONO-BASE SEC'Tt 0 6.26' TOTAL HEIGHT 180• PROJECT t=011NT"IDA ENGINEER MORRISON — MAIERLE, INC.- _ M OZEMAN, MONTANA DRAWING 481, I.D. MANHOLE ASTM C-478 CONTRACTOR C. C. PRECAST CONCRETE STRUCTURE G E, T Summary: Drainage Area 2 — Minor Basin 2 Gutter Flow West Side of Clifden Storm Interval Runoff cfs Flow Depth ft Flow Width ft Velocity ft/s 10 — Year 1.26 0.19 6.32 2.81 25 — Year 1.49 0.2 6.81 2.91 Flow in Babcock/Alexander Alley West of Clifden (16 —foot paved alley) Storm Interval Runoff cfs Flow Depth ft Flow Width ft Velocity ft/s 10 — Year 0.47 0.1 7.28 1.17 25 —Year 0.57 0.11 7.83 1.23 Gutter Flow East Side of Clifden Storm Interval Runoff (cfs) Flow Depth (ft) Flow Width (ft) Velocity ft/s) 10 —Year 1.55 0.2 6.93 2.93 25 —Year 1.87 0.21 7.52 3.05 Detention Pond 5 The volumes of the detention facilities for the east and west sides of Clifden are calculated on the 10-year event sheets. The required volume on the east side of the street is 489 cf. with an allowable discharge of 0.10 cfs equal to the pre- development runoff. The required volume on the west side of the street is 1636 cf. with an allowable discharge of 0.75 cfs equal to the pre-development runoff. As illustrated on the Valley West Storm Drain Exhibit runoff from Clifden will be combined into a single detention pond with a total volume of 1314 cf and a release rate of 0.82 cfs. IMORRN PRO.�CT:O`' BY: DATE PROD.NO. IS MAIERLE iNc. � CHK: DATE PAGE: OF �GcS S 1 Ole o e Ae--le h T fel l we ex-, - Olt, eS fie - 4c'✓e��p�T� = D �. -Pre - dery e/r "r. c� ' 84, F (1-0 Ave 5l&P-o - 4V, 02/06/2002 Drainage Area 2 - Minor Basin 2 - 10 Year Event MODIFIED RATIONAL METHOD Gutter Flow East Side of Clifden Qp=CiA PRE-DEVELOPMENT i=a"(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 0.6 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 42.00 MIN 0.70 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0.31 0.92 0.66 B= 0.66 100 0.34 1.01 0.67 STORM INTENSITY= 0.81 IN/HR PRE-DEV Qp= 0.10 CFS POST-DEVELOPMENT POND VOLUME: CgnstariRefease z BASIN AREA PRE= 0.6 ACRESVotumg{CF ) a POST-DEV TC= 4.40 MIN 0.07 HR RETENTION VOL (CFT) POST-DEV C= 0.6 1063 STORM INTENSITY= 3.50 IN/HR POST-DEV Qp= 1.26 CFS DELTA DURATION= 1 DETETION POND SIZING City of Bozeman Method DURATION INTENSITY Qp POND VOLUME (MIN) (IN/HR) (CFS) (CFT) 0 0 0 4.40 3.50 1.26 307 5.40 3.06 1.10 326 6.40 2.74 0.99 342 T40 2.49 0.90 356 8.40 2.30 0.83 368 9.40 2.14 0.77 379 10.40 2.00 0.72 389 11.40 1.88 0.68 398 12.40 1.78 0.64 406 13.40 1.70 0.61 413 14.40 1.62 0.58 420 15.40 1.55 0.56 426 16.40 1.49 0.54 431 17.40 1.43 0.52 437 18.40 1.38 0.50 442 19.40 1.33 0.48 446 20.40 1.29 0.46 450 21.40 1.25 0.45 454 22.40 1.21 0.44 457 23.40 1.18 0.42 461 24.40 1.15 0.41 464 25.40 1.12 0.40 466 26.40 1.09 0.39 469 27.40 1.07 0.38 471 28.40 1.04 0.37 473 29.40 1.02 0.37 475 30.40 1.00 0.36 477 31.40 0.97 0.35 479 pond da2 mb 2.xls Gut. .'Flow - East Side of Clifden (10 - :ar event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.013000 ft/ft Discharge 1.26 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.013 Results Spread 6.32 ft Flow Area 0.4 ft2 Depth 0.19 ft Gutter Depression 0.8 in Velocity 2.81 ft/s 0.50 0.2 5 0.0 0 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 VA N H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\da1-mbl.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 01/30/02 02:11:02 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 1/30/02 Drainage Area 2 - Minor Basin 2 - 25 - Year Event MODIFIED RATIONAL METHOD Gutter Flow East Side of Clifden Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 0.6 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 42.00 MIN 0.70 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.78 50 0.31 0.92 0.66 B= 0.64 100 0.34 1.01 0.67 STORM INTENSITY= 0.98 IN/HR PRE-DEV Qp= 0.12 CFS POST-DEVELOPMENT BASIN AREA PRE= 0.6 ACRES POST-DEV TC= 4.40 MIN 0.07 HR POST-DEV C= 0.6 STORM INTENSITY= 4.15 IN/HR POST-DEV Qp= 1.49 CFS DELTA DURATION= 1 pondsize.xls Gut. .''Flow - East Side of Clifden (25 - _ ;ar event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.013000 ft/ft Discharge 1.49 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.013 Results Spread 6.81 ft Flow Area 0.5 ft2 Depth 0.20 ft Gutter Depression 0.8 in Velocity 2.91 ft/s 0.5& 0.2 5' 0.0 0 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 V:1 N H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\dra1nage\da1-mbl.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 01/30/02 02:13:18 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 PROJECT: ®IMOFMSON gy; DATE PROJ.NO. MMERLE INC. � CNK: DATE PAGE: OF Z- F)ow i, 1u �Gtrodq�k �I7�fxeivtc7 � !71/�y ltics� p� G'i 1C'c?t� jo de al;�,le flow Ye oei�-y � ele-pf-k aid SprL--cef 7o �a i A-,ret = 4 4e-r e--s �as f-' t:� v e'rFpanI,r-,t f L 0 'S $-- ram- Zzs 3. ) . �, 7-o4,q 4 D-- e lop 2/1/02 Drainage Area 2 - Minor Basin 2 - 10 Year Event MODIFIED RATIONAL METHOD Flow in Babcock/Alexander Alley West of Clifden Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 1.4 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 19.00 MIN 0.32 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0.31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 1.35 IN/HR PRE-DEV Qp= 0.38 CFS POST-DEVELOPMENT BASIN AREA PRE= 1.4 ACRES POST-DEV TC= 32.10 MIN 0.54 HR POST-DEV C= 0.35 STORM INTENSITY= 0.96 IN/HR POST-DEV Qp= 0.47 CFS DELTA DURATION= 1 pondsize.xls _ Flow in BaL _ ck/Alexander Alley West of Clifa L (10 -Year Event) Worksheet for Triangular Channel Project Description Worksheet Triangular Channel-1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.005000 ft/ft Left Side Slope 33.00 H:V Right Side Slope 33.00 H:V Discharge 0.47 cfs Results Depth 0.11 ft Flow Area 0.4 ftz Wetted Perimeter 7.28 ft Top Width 7.28 ft Critical Depth 0.10 ft Critical Slope 0.006586 ft/ft Velocity 1.17 ft/s Velocity Head 0.02 ft Specific Energy 0.13 ft Froude Number 0.88 Flow Type Subcritical " 1LJ ft VAN H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\dal-mb!.fm2 Morrison-Maierle,Inc. F_lowMaster v6.1 [614n] 02/01/02 04:47:03 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 2/1/02 Drainage Area 2 - Minor Basin 2 - 25 Year Event MODIFIED RATIONAL METHOD Flow in Babcock/Alexander Alley West of Clifden Qp=CIA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 1.4 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 19.00 MIN 0.32 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.78 50 0.31 0.92 0.66 B= 0.64 100 0.34 1.01 0.67 STORM INTENSITY= 1.63 IN/HR PRE-DEV Qp= 0.46 CFS POST-DEVELOPMENT BASIN AREA PRE= 1.4 ACRES POST-DEV TC= 32.10 MIN 0.54 HR POST-DEV C= 0.35 STORM INTENSITY= 1.16 IN/HR POST-DEV Qp= 0.57 CFS DELTA DURATION= 1 pondsize.xls Flow in Bak._ ick/Alexander Alley West of CUM,_.'(25 -Year Event) Worksheet for Triangular Channel Project Description Worksheet Triangular Channel-1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.005000 ft/ft Left Side Slope 33.00 H:V Right Side Slope 33.00 H:V Discharge 0.57 cfs Results Depth 0.12 ft Flow Area 0.5 ftz Wetted Perimeter 7.83 ft Top Width 7.83 ft Critical Depth 0.11 ft Critical Slope 0.006419 ft/ft Velocity 1.23 ft/s Velocity Head 0.02 ft Specific Energy 0.14 ft Froude Number 0.89 Flow Type Subcritical r' ft V:1 H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\dal-mb!.fm2 Morrison-Malerie,Inc. FlowMaster v6.1 [614n] 02/01/02 04:47:37 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 ��r PROJECT: MMORRISON BY.. DATE PROJ.NO. MERLE,INC. CHK: DATE PAGE: OF L) 7or� l I�1,e M y}• ?'c�c'S r e- d e v e.lop 1r?-D4 6 = a g o '7 w(f of C prtCE'bt7�e��/!rAv+ P}ve)Oop r') t"iv�tj 0 Or- cc 'g, � u�� �� m 4. C�rar�✓r 1 1 ) z) 11 r/o� 2zs �. r 3� �11He-,k Flora = yov �= 3 �o l�vc SI l��e V T 3,0 Tc = 4/Q O r 7- , vt� t ti 7o iit 7e- = Pre ; n has fi -�1�J �f v�K����� ,��l:3 ►�, : �, i 02/06/2002 Drainage Area 2 - Minor Basin 2 - 10 Year Event MODIFIED RATIONAL METHOD Gutter Flow West Side of Clifden Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)A-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 4.8 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 44.00 MIN 0.73 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= `; 0.64 50 0.31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 0.78 IN/HR PRE-DEV Qp= 0.75 CFS POST-DEVELOPMENT POND VOLUME: ;,,,Constant Release:;! Votume(CFT) "` BASIN AREA PRE= 4.8 ACRES POST-DEV TC= 34.30 MIN 0.57 HR RETENTION VOL (CFT) POST-DEV C= 0.35 4959 STORM INTENSITY= 0.92 IN/HR POST-DEV Qp= C55 CFS DELTA DURATION= 1 DETETION POND SIZING City of Bozeman Method DURATION INTENSITY Qp POND VOLUME (MIN) (IN/HR) (CFS) (CFT) 0 0 0 34.30 0.92 1.55 1636 35.30 0.90 1.52 1623 36.30 0.89 1.49 1609 37.30 0.87 1.46 1595 38.30 0,86 1.44 1581 39.30 0.84 1.42 1566 40.30 0.83 1.39 1550 41.30 0.82 1.37 1534 42.30 0.80 1.35 1517 43.30 0.79 1.33 1500 44.30 0.78 1.31 1483 45.30 0.77 1.29 1465 46.30 0.76 1.27 1447 47.30 0.75 1.25 1428 48.30 0.74 1.24 1410 49.30 0,73 1.22 1390 50.30 0.72 1.21 1371 51.30 0.71 1.19 1351 52.30 0.70 1.18 1330 53.30 0.69 1.16 1310 54.30 0.68 1.15 1289 55.30 0.67 1.13 1268 56.30 0.67 1.12 1246 57.30 0.66 1.11 1225 58.30 0.65 1.10 1203 59.30 0.64 1.08 1181 60.30 0.64 1.07 1158 61.30 0.63 1.06 1135 pond dal mb 2 west.xls GL,.-ter Flow West Side of Clifden (10-. _ar Event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.013000 ft/ft Discharge 1.55 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.013 Results Spread 6.93 ft Flow Area 0.5 ft2 Depth 0.20 ft Gutter Depression 0.8 in Velocity 2.93 ftls 0.5 0, 0.2 5 0.00 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 V:1 HA NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\dal-mb!.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 (614nj 02101/02 05:02:33 AM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 2/1/02 Drainage Area 2 - Minor Basin 2 - 25 Year Event MODIFIED RATIONAL METHOD Gutter Flow West Side of Clifden Qp=CiA PRE-DEVELOPMENT i=a"(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 4.8 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 44.00 MIN 0.73 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.78 50 0.31 0.92 0.66 B= 0.64 100 0.34 1.01 0.67 STORM INTENSITY= 0.95 IN/HR PRE-DEV Qp= 0.91 CFS POST-DEVELOPMENT BASIN AREA PRE= 4.8 ACRES POST-DEV TC= 34.30 MIN 0.57 HR POST-DEV C= 0.35 STORM INTENSITY= 1.12 IN/HR POST-DEV Qp= 1.87 CFS DELTA DURATION= 1 pondsize.xls Gu._-r Flow West Side of Clifden (25-N, -r Event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.013000 ft/ft Discharge 1.87 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.013 Results Spread 7.52 ft Flow Area 0.6 ft2 Depth 0.21 ft Gutter Depression 0.8 in Velocity 3.05 ft/s 0.50 0.00 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 0+09 VA N HA NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\da1-mbl.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614nj 02/01/02 05:03:16 AM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 A�}T PROJECT: RMORRISON BY: DATE PROD.NO. MMERLE INc. � CHK DALE PAGE: - osr 0� . �78.�aS rzQ p _,� C S �I I ! 1 13(� `y\ ® I T� � 7��33 VJIn `7840 l t,4 r<a.33 TDET #5 -Clifden Ave. Cross Section for Broad Crested Weir Project Description Worksheet TDET5 Type Broad Crested Weii Solve For Discharge Section Data Discharge 0.82 cfs Headwater Elevation 78.78 ft Crest Elevation 78.45 ft Tailwater Elevation 78.45 ft Crest Surface Type Gravel Crest Breadth 1.00 ft Crest Length 1.40 ft -T 0.33 ft -1.40 ft V:1 N H:1 NTS Project Engineer:Morrison-Maierle,Inc. c:\haestad\fmw\projects\vwestph1.fm2 Morrison-Maierle,Inc. FJowMasterv6.1 [614n] 02/04/02 04:18:25 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Summary: Drainage Area 2 — Minor Basin 4 Flow in Babcock/Alexander Alley East of Stafford (16 —foot paved alley) Storm Interval Runoff cfs Flow Depth ft Flow Width ft Velocity ft/s 10 —Year 2.15 0.19 12.87 1.71 25 —Year 2.57 0.21 13.77 1.79 Gutter Flow South Side of Alexander West of Stafford Storm Interval Runoff cfs Flow Depth ft Flow Width ft Velocity ft/s 10 — Year 2.69 0.29 8.02 2.69 25 —Year 3.24 0.31 8.63 2.81 Gutter Flow North of Alexander West of Stafford Storm Interval Runoff (cfs) Flow Depth (ft) Flow Width (ft) Velocity (fUs) 10 — Year 0.73 0.19 4,67 2.01 25 —Year 0.87 0.2 5.04 2.09 Detention Pond 3 The volumes of the detention facilities for the north and south sides of Alexander are calculated on the 10-year event sheets. The required volume on the south side of the street is 1520 cf with an allowable discharge of 1.36 cfs equal to the pre-development runoff. The required volume on the north side of the street is 112 cf with an allowable discharge of 0.31 cfs equal to the pre-development runoff. As illustrated on the Valley West Storm Drain Exhibit runoff from Alexander will be combined into a single detention pond with a total volume of 855 cf and a maximum release rate of 1.67 cfs. PRO.�CT: - ®IM010SON BY: DATE PROJ.NO. MAIERLE iNc; � CHK: DATE PAGE: Of Flow )rtTo �t�aoc� ll��e�rFra��+ 0--y Eesf- v't 5l4 ,nd �D ele�C trs t L't z 4'.., vdee!fit°r 7 l e4pil-a ' trie r--v e--,10 C,t A {/ /i►+�c o �o iT c e �t� r�c 4- o k. �IP 1�E✓C/dj)ntc'mt`'r 7¢.- �t 7 ¢j . `y 2/1/02 Drainage Area 2 - Minor Basin 4 - 10 Year Event MODIFIED RATIONAL METHOD Flow in Babcock/Alexander Alley East of Stafford Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 2.2 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 30.00 MIN 0.50 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0.31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 1.00 IN/HR PRE-DEV Qp= 0.44 CFS POST-DEVELOPMENT BASIN AREA PRE= 2.2 ACRES POST-DEV TC= 6.20 MIN 0.10 HR POST-DEV C= 0.35 STORM INTENSITY= 2.80 IN/HR POST-DEV Qp= 2.15 CFS DELTA DURATION= 1 pondsize.xis Flow in Bab „k/Alexander Alley East of Staff(- (10 -Year Event) Worksheet for Triangular Channel Project Description Worksheet Triangular Channel-1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.005000 ft/ft Left Side Slope 33.00 H:V Right Side Slope 33.00 H:V Discharge 2.15 cfs Results Depth 0.20 ft Flow Area 1.3 ft2 Wetted Perimeter 12.88 ft Top Width 12.87 ft Critical Depth 0.19 ft Critical Slope 0.005378 fUft Velocity 1.71 ftls Velocity Head 0.05 ft Specific Energy 0.24 ft Froude Number 0.97 Flow Type Subcriticai ft V:1 L H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\da1-mb!.fm2 Morrison-Ma!erie,Inc. FlowMaster v6.1 (614n] 02/01/02 10:38:22 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 - Page 1 of 1 2/1/02 Drainage Area 2 - Minor Basin 4 - 25 Year Event MODIFIED RATIONAL METHOD Flow in Babcock/Alexander Alley East of Stafford Qp=CIA PRE-DEVELOPMENT i=a"(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE_ "2.2 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 30.00 MIN 0.50 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.78 50 0.31 0.92 0.66 B= 0.64 100 0.34 1.01 0.67 STORM INTENSITY= 1.22 IN/HR PRE-DEV Qp= 0.53 CFS POST-DEVELOPMENT BASIN AREA PRE= 2.2 ACRES POST-DEV TC= ' 6.20 MIN 0.10 HR POST-DEV C= 0.35 STORM INTENSITY= 3.33 IN/HR POST-DEV Qp= 2.57 CFS DELTA DURATION= 1 pondsize.xis Flow in Bak. ,ck/Alexander Alley East of Staff. (25 -Year Event) Worksheet for Triangular Channel Project Description Worksheet Triangular Channel-1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.005000 ft/ft Left Side Slope 33.00 H:V Right Side Slope 33.00 H:V Discharge 2.57 cfs Results Depth 0.21 ft Flow Area 1.4 ft2 Wetted Perimeter 13.77 ft Top Width 13.77 ft Critical Depth 0.21 ft Critical Slope 0.005251 ft/ft Velocity 1.79 ft/s Velocity Head 0.05 ft Specific Energy 0.26 ft Froude Number 0.98 Flow Type Subcriticai ft VA N HA NTS Project Engineer:Morrison-Maierie,Inc. h:\3384\004\drainage\dal-mbi.fm2 Morrison-Maierie,Inc. FlowMaster v6.1 [614n] 02/01/02 10:46:06 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 PROJECT: MMORRISON BY: DATE PROD.NO. MMERLE,INC. CHK: DATE PAGE: OF 7)rAf KcLj e. . 14re0, Z/ — 7Y' 11rrJ') (��cs%h l 5vKtto Sigr 'C37 11" c G���. We I G �V ,'^ i,W �pTani / A"Fl J� 7 pr-, -ej,e^v e 1 u p rY,c, J, c ` �OS'�'C�PVC�O�oMPin.,f' C D�35� Tipple Ot CONC@[n��C. IL?vt Ov 1` /o0 Z3D � �iZ �o Z3 � iv� Cli011�r I - � � eVL`1Dvir"eL--f �S A Flow yso' c--,? ©.S 1/= �� � t ,jjt��t„���-t� To �re. d0v e1 .�me.K C 0 YYt 02/06/2002 Drainage Area 2 - Minor Basin 4 - 10 Year Event MODIFIED RATIONAL METHOD South Side of Alexander West of Stafford Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 5.7 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 23.00 MIN 0.38 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0.31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 1.19 IN/HR PRE-DEV Qp= 1.36 CFS POST-DEVELOPMENT POND VOLUME Cgtistapf Release a Volume(CFT} BASIN AREA PRE= 5.7 ACRES 520 POST-DEV TC= 19.10 MIN 0.32 HR RETENTION VOL (CFT) POST-DEV C= 0.35 5889 STORM INTENSITY= 1.35 IN/HR POST-DEV Qp= 2.69 CFS DELTA DURATION= 1 DETETION POND SIZING City of Bozeman Method DURATION INTENSITY Qp POND VOLUME (MIN) (IN/HR) (CFS) (CFT) 0 0 0 19.10 1.35 2.69 1520 20.10 1.30 2.60 1494 21.10 1.26 2.52 1466 22.10 1.22 2.44 1436 23.10 1.19 2.37 1405 24.10 1.16 2.31 1373 25.10 1.13 2.25 1339 26.10 1.10 2.19 1304 27.10 1.07 2.14 1268 28.10 1.05 2.09 1231 29.10 1.02 2.04 1192 30.10 1.00 2.00 1153 31.10 0.98 1.96 1113 32.10 0.96 1.92 1072 33.10 0.94 1.88 1030 34.10 0.92 1.84 988 35.10 0.91 1.81 944 36.10 0.89 1.78 900 37.10 0.87 1.75 856 38.10 0.86 1.72 810 39.10 0.85 1.69 765 40.10 0.83 1.66 718 41.10 0.82 1.63 671 42.10 0.81 1.61 623 43.10 0.79 1.58 575 44.10 0.78 1.56 527 45.10 0.77 1.54 477 46.10 0.76 1.52 428 pond da2 mb 4 south.xls Gutter Flow L th Side of Alexander West of Sty, rd (10 - Year Event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.006000 ft/ft Discharge 2.69 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.030000 ft/ft Mannings Coefficient 0.013 Results Spread 8.02 ft Flow Area 1.0 ft2 Depth 0.29 ft Gutter Depression 0.6 in Velocity 2.69 ft/s 0.50i_ 0.00 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 0+09 0+10 V:1 N H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\da1-mb!.fm2 Morris on-Ma ierle,Inc. FlowMaster v6.1 [614n] 02/01/02 02:50:34 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 2/1/02 Drainage Area 2 - Minor Basin 4 - 25 - Year Event MODIFIED RATIONAL METHOD South Side of Alexander West of Stafford Qp=CiA PRE-DEVELOPMENT- i=a"(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 5.7 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B" PRE-DEV TC= 23.00 MIN 0.38 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.78 50 0.31 0.92 0.66 B= 0.64 100 0.34 1.01 0.67 STORM INTENSITY= 1.44 IN/HR PRE-DEV Qp= 1.64 CFS POST-DEVELOPMENT BASIN AREA PRE= 5.7 ACRES POST-DEV TC= `' 19.10 MIN 0.32 HR POST-DEV C= 0.35 STORM INTENSITY= 1.62 IN/HR POST-DEV Qp= 3.24 CFS DELTA DURATION= 1 pondsize.xls Gutter Flow S eh Side of Alexander West of Sta rd (25 -Year Event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.006000 ft/ft Discharge 3.24 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.030000 ft/ft Mannings Coefficient 0.013 Results Spread 8.63 ft Flow Area 1.2 ftz Depth 0.31 ft Gutter Depression 0.6 in Velocity 2.81 ft/s 0.50(f 0.00L ; 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 0+09 0+10 V:1 H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\da1-mbl.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 02/01/02 02:49:59 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 PROJECT: MORRISONBY: --TDATE PROD.NO. MAIERLE,iNc. CHK: DATE PAGE: OF b r,�6 KAY Ar ee-L ln"nn 4, Ac jr >re- de v c 0 w C,cJ, c I/e/0 p m r- p, o"'t P Cj = 5Co0 0 0. V= -,-.I qP6 Te 'Prt-LIT -7 02/06/2002 Drainage Area 2 - Minor Basin 4 - 10 Year Event MODIFIED RATIONAL METHOD North Side of Alexander West of Stafford Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)A-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 0.6 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 7.00 MIN 0.12 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0.31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 2.59 IN/HR PRE-DEV Op= 0.31 CFS POST-DEVELOPMENT POND VOLUME: ConatantRelease � ;VWume{CFT} BASIN AREA PRE= 0.6 ACRES 112 POST-DEV TC= 4.40 MIN 0.07 HR RETENTION VOL (CFT) POST-DEV C= 0.35 620 STORM INTENSITY= 3.50 IN/HR POST-DEV Op= 0.73 CFS DELTA DURATION= 1 DETETION POND SIZING City of Bozeman Method DURATION INTENSITY Op POND VOLUME (MIN) (IN/HR) (CFS) (CFT) 0 0 0 4.40 3.50 0.73 112 5.40 3.06 0.64 108 6.40 2.74 0.58 102 7.40 2.49 0.52 95 8.40 2.30 0.48 87 9.40 2.14 0.45 78 10.40 2.00 0.42 68 11.40 1.88 0.40 58 12.40 1.78 0.37 48 13.40 1.70 0.36 37 14.40 1.62 0.34 25 15.40 1.55 0.33 14 16.40 1.49 0.31 2 17.40 1.43 0.30 -10 18.40 1.38 0.29 -23 19.40 1.33 0.28 -35 20.40 1.29 027 -48 21.40 1.25 0.26 -61 22.40 1.21 0.25 -74 23.40 1.18 0.25 -88 24.40 1.15 0.24 -101 25.40 1.12 0.23 -115 26.40 1.09 0.23 -129 27.40 1.07 0.22 -142 28.40 1.04 0.22 -156 29.40 1.02 0.21 -171 30.40 1.00 0.21 -185 31.40 0.97 0.20 -199 pond da2 mb 4.xls Gutter Flow R ih Side of Alexander West of Sta. .,d (10 -Year Event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.006000 ft/ft Discharge 0.73 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.030000 ft/ft Mannings Coefficient 0.013 Results Spread 4.67 ft Flow Area 0.4 ft2 Depth 0.19 ft Gutter Depression 0.6 in Velocity 2.01 ft/s 0.50"L== 0.20 0.00 0+00.0 +01.0 0+02.0 0+03.0 0+04.0 0+05.0 0+06.0 V:1L H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\dal-mb!.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 02/01/02 03:10:14 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 - Page 1 of 1 2/1/02 Drainage Area 2 - Minor Basin 4 - 25 - Year Event MODIFIED RATIONAL METHOD North Side of Alexander West of Stafford Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) - (CITY OF BOZEMAN) BASIN AREA PRE= 0.6 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 7.00 MIN 0.12 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.78 50 0.31 0.92 0.66 B= 0.64 100 0.34 1.01 0.67 STORM INTENSITY= 3.08 IN/HR PRE-DEV Qp= 0.37 CFS POST-DEVELOPMENT BASIN AREA PRE= 0.6 ACRES POST-DEV TC= 4.40 MIN 0.07 HR POST-DEV C= 0.35 STORM INTENSITY= 4.15 IN/HR POST-DEV Qp= 0.87 CFS DELTA DURATION= 1 pondsize.xls Gutter Flow rth Side of Alexander West of St and (25 - Year Event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.006000 ft/ft Discharge 0.87 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.030000 ft/ft Mannings Coefficient 0.013 Results Spread 5.04 ft Flow Area 0.4 ft2 Depth 0.20 ft Gutter Depression 0.6 in Velocity 2.09 ft/s 0.5 0�'� 0.25 0.00 0+00 0+01 _.__0 0+02 0+03 0+04 +05 0 11+0g 0+- 07 V:1L H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\da 1-mb!.fm2 Morrison-Malerte,Inc. FlowMasterv6.1 (614n] 02/01/02 03:13:04 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 TDET3 CUTLET PIPES Worksheet for Circular Channel Project Description Worksheet Circular Channel-1 Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.010 Slope 0.2500 % Depth 0.63 ft Diameter 8 in Results Discharge 0.84 cfs Flow Area 0.3 ft2 Wetted Perimeter 1.78 ft Top Width 0.30 ft Critical Depth 0.44 ft Percent Full 94.5 % Critical Slope 0.4986 % Velocity 2.47 ft/s Velocity Head 0.10 ft Specific Energy 0.73 ft Froude Number 0.41 Maximum Discharc 0.84 cfs Discharge Full 0.79 cfs Slope Full 0.2891 % Flow Type Subcritical Project Engineer:Morrison-Maierle,Inc. c:\haestad\fmw\projects\vwestphl.fm2 Morrison-Maierle,Inc. F_lowMaster v6.1 [614n] 02/05/02 12:00:55 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Summary Drainage Area 2 — Minor Basin 6 10 — Year Runoff 0.58 cfs Detention Pond 4 The volume of the detention facility is calculated on the 10-year event sheet. The required volume is 342 cf. (using the minimum size of 145 cf/cfs) with an allowable discharge of 0.58 cfs equal to the pre-development runoff PROJECT: ®IMOFMSONBY: DATE PROD.NO. MERLE INC. � CHK: DATE PAGE: OF e-' /Vtiv�l� UGiSE� �j• z- n /s!D Z �o '1 (Fi d .,, 1) Dui�wf�� = lyo' Z �o = {�. C �r� -►� Tc 7 .3 ��s I, 1 I I 02/06/2002 Drainage Area 2 - Minor Basin 6 - 10 Year Event MODIFIED RATIONAL METHOD Total Flow in Stafford @ Alley 2 Qp=CiA PRE-DEVELOPMENT i=a•(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 2 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 17.00 MIN 0.28 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2. 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0.31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 1.45 IN/HR PRE-DEV Qp= 0.58 CFS POST-DEVELOPMENT POND VOLUME: ConstaRelease Vpfume BASIN AREA PRE= 2 ACRES POST-DEV TC= 23.50,MIN 0.39 HR RETENTION VOL (CFT) POST-DEV C= 0.35 2066 STORM INTENSITY= 1A8 IN/HR POST-DEV Qp= 0.82 CFS DELTA DURATION= S DETETION POND SIZING City of Bozeman Method DURATION INTENSITY Qp POND VOLUME (MIN) (IN/HR) (CFS) (CFT) 0 0 0 23.50 1.18 0.82 342 24.50 1.15 0.80 325 25.50 1.12 0.78 306 26.50 1.09 0.76 288 27.50 1.06 0.74 269 28.50 1.04 0.73 249 29.50 1.02 0.71 229 30.50 0.99 0.70 209 31.50 0.97 0.68 189 32.50 0.95 0.67 168 33.50 0.93 0.65 147 34.50 0.92 0.64 126 35.50 0.90 0.63 104 36.50 0.88 0.62 83 37.50 0.87 0.61 61 38.50 0.85 0.60 38 39.50 0.84 0.59 16 40,50 0.83 0.58 -7 41.50 0.81 0.57 -29 42.50 0.80 0.56 -52 43.50 0.79 0.55 -76 44.50 0.78 0.54 -99 45.50 0.77 0.54 -122 46.50 0.76 0.53 -146 47.50 0.74 0.52 -170 48.50 0.73 0.51 -194 49.50 0.73 0.51 -218 50.50 0.72 0.50 -242 pond da2 mb 6.xls PROJECT: .IMORRISON BY: DATE PROD.NO. MMERLE,INC. CHK: DATE PAGE: OF -r-oxr -Fr,-ft-lo 10 76 M FL -7-7,53 -1-7-50 - 3`rM MJJ� kOl qj n +of 131 az top -77,SO 010 4 TDET�'STAFFORD AVE. Cross Section for Broad Crested Weir Project Description Worksheet TDET3 Type Broad Crested Weit Solve For Discharge Section Data Discharge 0.58 cfs Headwater Elevation 1.33 ft Crest Elevation 1.00 ft Tailwater Elevation 1.00 ft Crest Surface Type Gravel Crest Breadth 1.00 ft Crest Length 0.99 ft 0.33 ft -0.99 ft VA N H:1 NTS Project Engineer:Morrison-Maierle,Inc. c:\haestad\fmw\projects\vwestph1.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 02/04/02 05:01:38 PM Q Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 - Page 1 of 1 Cross Section Cross Section for Circular Channel Project Description Worksheet Circular Channel-1 Flow Element Circular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.010 Slope 0.2500 % Depth 0.63 ft Diameter 8 in Discharge 0.84 cfs 0.63 ft 8 in V:1 N H:1 NTS Project Engineer:Morrison-Maierle,Inc. c:\haestad\fmw\projects\vwestph1.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 02/05/02 12:01:50 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 - Page 1 of 1 TDET3 (ALEXANDER) Cross Section for Broad Crested Weir Project Description Worksheet TDET3 Type Broad Crested Weii Solve For Crest Length Section Data Discharge 1.67 cfs Headwater Elevatior 1.25 ft Crest Elevation 1.00 ft Tailwater Elevation 1.00 ft Crest Surface Type Gravel Crest Breadth 1.00 ft Crest Length 4.37 ft 0.25 ft �--- -4.3 7 ft V:1 N HA NTS Project Engineer:Morrison-Maierle,Inc. c:\haestad\fmw\projects\vwestphl.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 02/05/02 10:44:21 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1