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HomeMy WebLinkAbout06 - Design Report - Valley West Ph 3 - Storm ENGINEERS MORRISON SCIENTISTS INC. SURVEYORS PLANES A.A40 MERLE, INC 901 TECHNOLOGY BLVD • RO.BOX 1113 • BOZEMAN,MT 59771 . 406-587-0721 • FAX:4 6-587N 176 An Employee-Owned Company August 28, 2006 EA S-►- Stodola, P.E. 2 9 2� I , City of Bozeman, Engineering Department 20 East Olive Street Bozeman, MT 59771-1230 Re: Valley West Subdivision Phase#: Storm Drainage Modification MMI#: 3384.025 Thar S:.1c::. his'eater is in regards to quest;ons that arose dutng a phone conversation with you one-ming storm drainage along Durston Road. 'Eire ,onck m was over tl,,e use of a Manning's M1.ghncss coefficient(n) of 0.010 for P'VC. 1 have rug t th1 E ugh.some:additional.calculation►; t -,'-"ly of Bozeman's .standard of n.o,01 3 for and have addressed tl!e potential ;;i; ;,ar ;b; ssue. :.- stag._. '. i the Phase 3 Dralliage Plan update, hc.25- ;-car flovv exiting hi i rrn cL:;in manhole(SDMH) at sta. 47�-65 on.shco; Sibs-J.i:; ',28 cfs. The 15"PVCat 0.40°i 1*,e Car accommodate a flow of 5. 't cfs at a depth of 1.1 and casing a Manning's n of 0.11€0 a *;'--'`a ring's n of 0.013,the rnax flow at `).40% ,lop.> is 4.39 (J.s. Therefore the shortfall r,f I.' clf.�. (5.28 cfs-4.39 cfs) would cause a 4urv'narge in that tnanhole. This surcharge coin.-I y cause a backflow into the Ei�;.boe d..lentzP:7? nand and the roadway at.the sidewpllt. h;.;..-. i ivy rtg the surcharge condition shows that a particular head v,-ill result.in sufficient pressure t« the required flow rate(5.28 cfs) through the i.pe. Using>tn orifice:equation to model thc, ei ecI of head on the 15"PVC results in a required heed of approximately 1.5', which would push P.ppro�anatcly 7.25 cfs through the 15"PVC. Thi srarc-h,ar3c of 1.5' on the manhole at 47+65 CO-.ild potentially cause a water elevation of 56.75' rn the Frit,Foe detention pond. This elevation �;,-aulci indeed cause flooding over the centerline of F?-,ebce .11 venue.,wEl'ch is at an elevation of �6 32'. n or r to alleviate this potential siircliar, e ari:1 !i;a: 4tlow coed -,don. we are requesting that the ou-Ict pipe:from the Eneboe detention por!,a. o iri ialIe,l io d.e ;torn drain manhole at sta. 46+65. :.he 6" PVC outlet pipe from the pond would be J)Stal:'.:�d at t11e same elevation with the same orif,cc as-was previously designed(:m.-55.25' a>)d an orifice o.i 5.5"). The 18"RCPA that exits Vial.Ina::ihole at 0.30% can accommodate 6.19 cfs a.t a depth of .i.42 ft and using a Manning's it of 0.013. :his same RCPA pipe can accornmod_at,- the,25-year pc,st-development flow of 5.28 cfs at a depth of 1,14 ft,therefore-v-. surcharg-. ,x/cial,, occur in the rnac,hole. The surcharged manhole tivol ld then become the one at ;tE. 5 rr,� or.tli�° wsst slue o`. ,ri:boc. Avenge. The surcharge ort th_s manhole would result in a water clevatioi,.of 55.43' (53.!w4,3' + i.S'). 'This water elevation is l ens tha;i tlae rim elevation of the,nanho'e and is also le:=s thaii the max vwntor elevation in the Fjri.s]hoc detention pond. This re.sul;s in the wale-ei�_-vatiori bring less than the flow line of the c�.irl:; o.,-h,r!eboe Avenue. "Providing resources in Partnership with clients to achieve their goals" MORMSON MMERLE,INC. The manhole at sta.47+65 would have to be modified(concreted) so that the opening to the south no longer existed and the manhole simply would function as a change in vertical grade. The manhole at sta.46+65 would have to be modified so that the 6"outlet pipe could be inserted. Please see the enclosures for calculations and if you have any questions or concerns please call me at 587-0721. Sincerely, Morrison- aierle,Inc. Kevin Jacob en,P.E. Project Engi eer Enclosures H A33 84\025\Docs\Corres\SUE-082806.doc DA 2, MB 3A ' '5 25YR OUTLET-15" PVC (n=0.01' !M DISCHARGE) Cross Section for Circular Channei Project Description Worksheet DA 2, MB 3A&3B 25YR OUTLET-15"PVC-0 Flow Element Circular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coeffic 0.010 Channel Slope 004000 ft/ft Depth 1.18 ft Diameter 15.0 in Discharge 5.71 cfs 15.0 in 1.18 ft l V:1 HA N TS Project Engineer: Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/28/06 09:27:05 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 DA 2, MB 3A ` B 25YR OUTLET-15" PVC (n=0.01" 1,AX DISCHARGE) Cross Section for Circular Channel Project Description Worksheet DA 2, MB 3A&3B 25YR OUTLET-1 Y PVC-0 Flow Element Circular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coeffic 0.013 Channel Slope 004000 ft/ft Depth 1.18 ft Diameter 15.0 in Discharge 4.39 cfs i I i 15.0 in 1.18 ft VAN H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic talcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/28/06 09:27:48 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 DA 2, W A & 3B 25YR OUTLET-ARCP (MA,` ISCHARGE) Cross Section for Circular Channel Project Description Worksheet DA 2,MB 3A&3B 25YR OUTLET-18"Af Flow Element Circular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coeffic 0.013 Channel Slope 003000 ft/ft Depth 1.42 ft Diameter 18.0 in Discharge 6.19 cfs 18.0 in 1.42 ft H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/28/06 09:29:30 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 DA 2, MB 3A 3 25YR OUTLET-ARCP (5.28 cfs r .HARGE DEPTH) Cross Section for Circular Channel Project Description Worksheet DA 2, MB 3A&3B 25YR OUTLET-18"ARCP(5.28 c Flow Element Circular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coeffic 0.013 Channel Slope 003000 ft/ft Depth 1.14 ft Diameter 18.0 in Discharge 5.33 cfs 1 18.0 in 1.14 ft VAN HA N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 08/28/06 09:30:28 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 ■ M0M/JOl V PROJECT: BY: 'D DATE Clz�CCj� PROD.NO. 3 �_Q Z S- OMNI MAIERLE,INC. CHK: I DATE PAGE: OF A,jfi Y�,�G Tt4E suz(f-NltiZGC' en. t—% a -.j 0-.-3c)' S "Jq 'r E 1*z"U0.1 tW-h-D TW.A—i w t t L hoc-,,rpE 5�.F k c%E�pj I p(�6g c atE ?e, Pv5 W 7lhE XP- v(-LME FLcc.,-') R L� Z$��5� Tri�R�c�G►� ii+E PIPE. Fcr-- c4a CA A z-k Q= Co.6�C�o.67sZ) 7 zL�2.z)li.$) - �. z3 cis MOORMS N ENGINEERS l� SCIENTISTS INC. SUPS RVEYORS 1=1 MAIERLE, INC 901 TECHNOLOGY BLVD • P.O.BOX 1113 • BOZEMAN,MT 59771 • 406-587-0721 • FAX:4 61-587-1176 An Employee-Owned Company March 1, 2006 f Sue Stodola, P.E. (!+ MAR 0 12006 t City of Bozeman, Engineering Department 20 East Olive Street PO Box 1230 .._...._� _. Bozeman, MT 59771-1230 Re: Valley West. Subdivision—Phase 43 Supplement to Storm Drainage Report MMI 4: 3384.020 040 0310 Dear Sue: The additional storm drain piping shown on sheet SD-7 that crosses Ferguson Road just south of Durston Road is a relocation of an existing .30"RCP that crosses Ferguson.Road approximately 55 feet to the north. The existing piping and associated SDMII will b'f rexy,,oved and potentially salvaged for use to the south should it be in sound condition. Il' tl.,,,.e condition of the existing piping is suspect, n.e,v 30"RCP ,ill be installed. The. sloty, of the pipe (0.4%) matches the existing pipe slope. upon analyzing the flow from the Ferguson Drain Basin (including additional flow ffcarrl Ferguson Meadows Subdivision that may or j-nay not have been included on_ginally) a 25 year post-development flow of 4191 cfs is obtained. This flow coupled with 15.95 cf's of flow from the 24" RCP on the south side of F-))J.rston Road between the Maynard-Border Ditch and Sta. 59+22 results: in a total flow of 57.86 cfs crossing Durston Road. Please refer to the attached calculations along with the calculations that were submitted under separate cover for Maynard Border Ditch. Sincerely, Morrison-Maierle, Inc. Kevin Jac bsen, P.E. Project En ineer Enclosures H:\3384\020\DOCS\COPFESP\COB-ferg storm.doc "Providing resources in partnership with clients to achieve their goals" U) w U U w Q w 00 Q �(1- � 0 J Q _z 04 z J � o cJ o w wft 0 DLL � J l= � zr wU) n N O ( O 'Li ca J °' n �J O CV O Q O I-- O LO O 0 M q ti r r T- oo co O 00 eM N 1-- <O CM I 01 I� O N O O O O O r N_ mN Q z Z V N ...+' cu a o v (� ~ > � � aa ,�Cl �L a. W > co a- in > E o c d W m G E. V r m m � .r11cnc1 5 u W > > fn L 0 0 0pa oa O �cn cn a Culvert Calculator Report Proposed 36" RCP @0.4% flowing North under Durston @STA 59+22 Solve For:Discharge Culvert Summary Allowable HW Elevation 57.85 ft Headwater Depth/Height 1.51 Computed Headwater Elevi 57.85 ft Discharge 57.953 cfs Inlet Control HW Elev. 57.50 ft Tailwater Elevation 56.00 ft Outlet Control HW Elev. 57.85 ft Control Type Outlet Control Grades Upstream Invert 53.31 ft Downstream Invert 53.00 ft Length 79.00 ft Constructed Slope 0.003924 ft/ft Hydraulic Profile Profile PressureProfile Depth,Downstream 3.00 ft Slope Type N/A Normal Depth N/A ft Flow Regime N/A Critical Depth 2.46 ft Velocity Downstream 8.20 ft/s Critical Slope 0.007520 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft Section Size 36 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 57.85 ft Upstream Velocity Head 1.04 ft Ke 0.20 Entrance Loss 0.21 ft Inlet Control Properties Inlet Control HW Elev. 57.50 ft Flow Control Submerged Inlet Type Groove end projecting Area Full 7.1 ft2 K 0.00450 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 3 ` C 0.03170 Equation Form 1 Y 0.69000 Title:Valley West Phase 3-Maynard Border Ditch @ Durston Road Project Engineer: Morrison-Maierle,Inc h:\...\cvm\3384-020-037-revO.cvm Morrison-Maierle Inc CulvertMaster v3.0[3.0003] 02/27/06 12:18:06 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MOFMbON ENGINEERS SCIENTISTS INC. SURVEYORS PLANNE =;J1_4 ?aEaE, INC 901 TECHNOLOGY BLVD • P.O.BOX 1113 • BOZEMAN,MT 59771 • 406-587-0721 • FAX:4 6-587-1R76 An Employee-Owned Company , February 27, 2006 1 2006 Sue Stodola, P.E. .1 City of Bozeman, Engineering Departmentlt��- -� 20 East Olive Street "-- PO Box 1230 Bozeman, MT 59771-1230 Re: Valley West Subdivision—Phase 43 Supplement to Maynard Border Ditch Intake Plans MMI 4: 3384.020 040 0310 Dear Sue: The existing Maynard Border ditch originates at the Farmers Canal approximately 4 miles south of the Valley West subdivision. It flows pnrnarily towards the north and terminates on the south side of Durston Road (NW S 10 US R5E PMM) at an irrigation intake structure that feeds a pressurized irrigation. line. The existing Maynard Border Pipeline and intake works were designed and constricted-for the Maynard Border :. Pipeline Group (a loose affiliation of local irrigators) in the spring of 1993 on a MRCS cost share program; the project goal was to improve-the irrigation water management on approximately 1114 acres by replacing 3.8 miles of ditch north of Durston Road with a pressurized irrigation system. Based on MRCS standards, the design lifespan of the project was set at 20 years, of which 7 remains. The widening of Durston Road to a 45 foot right-of-way will require relocation of the exisling irrigation intake structure by moving it southeast and replacement of secondary conveyances. The existing irrigation works at.the Durston Road crossing consist of four separate pipe inlets. The primary intake is located in a gallery behifld dual rotating screens and supplies —16.lcfs of water to low-pressure .sprinkler irrigation systems through—19,300 0' feet of SDR51 plastic irrigation pipe between Durston and Valley Center Roads. The second notable intake is —40LF of 58" X 36" CSP Arch Pipe nominally sloping at 1%to the north, located east of the existing intake screens and primarily serves as a waste ditch, connecting the terminus of the Maynard Border Ditch to a ditch on the-avest side of Flanders Mill Road; with a 48" equivalent diameter, the maximum capacity of this pipe is 82.2cfs with a 5' headwater. The third pipe inlet is a 24" CMP that flows east for—135' at 0.5% where it discharges into an existing ditch on the south side of Durston Road and continues east; the full flow capacity of this 24" CMP is 8.5cfs. The fourth existing pipe is a shallow 18"CMP running for—50' across Durston Road at a slope of 0% and discharging into an unmaintained shallow swale running west on the north side of "Providing resources in Partnership with clients to achieve their goals" A MORRISON �11J1 MAIERLE,INC. Durston Road that cannot convey water to the required point of use. The water right for this 18" CMP is for—2.5cfs (41H 139923) originating from unnamed springs above the Farmer's Canal and is currently registered to DMC, Inc. who is currently amending the water right with Montana DNRC to abandon the 18" CMP as one of 3 registered points of diversion for the water right. The Maynard Border Pipeline Group has indicated that this pipe has not been used for irrigation conveyance subsequent to the intake installation in 1993. During the irrigation season, all water in the Maynard-Border ditch is diverted first into the pressurized irrigation system and second into the 24" CMP to the east; any remaining water flows under Durston Road to the Flanders Mill waste ditch. The proposed replacement structure for the relocated irrigation intake will be immediately outside the south ROW for Durston Road as shown on sheet IRG-1. It will consist of a cast in place reinforced concrete structure with a 7' bottom width and conveyance capacity equal or greater than that of the current intake. All irrigation , appurtenances will be replaced with new equivalents. The extension from the existing 5� �- 27"PIP pressurized irrigation line to the intake structure will be constructed from 119 LF 0. '� p of 30"RCP sloping nominally at 1.0%with a typical operating capacity of_33.4c4 The N,�ti�rG cis CSP Pipe Arch to.the Flanders Mill waste ditch will.be replaced by a 7'x3' RCBC that will;ponvey the post development 100-year storm event of 139,2cfs (ref Valley West PUD Drainage Plan, 2002)with a 4' headwater depth..,The 24" CMP connecting to the open ditch flowing east on the south side of Durston Road will be replaced by—70OLF of 24"RCP pipe with an operating capacity of--A5.9"? The 24"RCP will initially slope north at 0.5% for 25LF to a 4' SDMH at Durston Road station 52+45 as shown on sheet IRG-6; the pipe will then continue east along the south side of Durston Road @ 0.35% for—675LF through an intermediate 4' SDMH at station 55+72; at station 59+22, the 24" RCP will tie into a proposed SDMH junction and flow north under Durston Road through 79LF of 36"RCP at 0.4%with a capacity of 58cfs, discharging into a stream-ditch tributary of Baxter Creek as shown on sheet SD-7. Supporting information of existing and proposed pipe capacities is attached to this letter. The Maynard Border Pipeline Group plans to accept responsibility for the operation and maintenance of the constructed irrigation intake structure and upstream ditch to the south. This includes the structural components (cast in place concrete, foundation, gabions), appurtenances (dual rotating drum screens, motors,pumps, trash rack, canal gates, stop logs, 2"maintenance drain lines), and the primary 30"RCP line connecting the existing 27" SDR51 PIP to the intake structure. However, the implicit ownership by the Maynard Border Pipeline Group does not include two additional conveyances requiring replacement as a result of the Durston Road widening; specifically these are the 108LF of 7' x 3' RCBC under Durston Road(for conveyance of excess water in the Maynard � MORRISON Ab MAIERLE,INC. Border ditch to the Flanders Mill waste ditch) as shown on sheet IRG-1, and the 70OLF of 24"RCP running east from the intake structure on the south side of Durston Road as shown on sheet IRG-6. Possession of the two conveyances shall be granted to the City of Bozeman via the Certificate of Completion for Valley West Subdivision-Phase 3. The maintenance for these two conveyances will be integrated as part of the duties of the City of Bozeman maintenance personnel responsible for storm drainage facilities. Duties shall include routine inspection of lines and manholes to insure that operation is not hindered by debris, yard waste and seasonal ice. It is recommended that city inspections occur following major runoff events and on a monthly basis throughout the year. Also attached is an approval letter to the NRCS from William Tatarka. William is the Project Coordinator for the Maynard Border Pipeline group. Sincerely, Morrison-Maierle, Inc. Kevin Jac bsen, P.E. Project Engineer Enclosures H:\3384\020\DOCS\CORRESP\COB-Maynard Border.doc Culvert Calculator Report Existing - 27" SDR51 PIP @1% Under Durston from Intake to Pipeline. PipeFull. Solve For:Discharge Culvert Summary Allowable HW Elevation 57.78 ft Headwater Depth/Height 1.00 Computed Headwater Elev, 57.78 ft Discharge 16.069 cfs -®--- Inlet Control HW Elev. 57.56 ft Tailwater Elevation 55.78 ft Outlet Control HW Elev. 57.78 ft Control Type Outlet Control Grades Upstream Invert 55.53 ft Downstream Invert 53.53 ft Length 200.00 ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile M1 Depth, Downstream 2.25 ft Slope Type Mild Normal Depth 1.76 ft Flow Regime Subcritical Critical Depth 1.40 ft Velocity Downstream 4.04 ft/s Critical Slope 0.018271 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 2.25 ft Section Size 27 inch Rise 2,25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 57.78 ft Upstream Velocity Head 0.32 ft Ke 0.20 Entrance Loss 0.06 ft Inlet Control Properties Inlet Control HW Elev. 57.56 ft Flow Control Unsubmerged Inlet Toueled ring,33.7°(1.5:1)bevels Area Full 4.0 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title:Valley West Phase 3-Maynard Border Ditch @ Durston Road Project Engineer:Morrison-Maierle, Inc h:\...\cvm\3384-020-037-rev0.cvm Morrison-Maierle Inc CulvertMaster v3.0[3.00031 02/27/06 11:53:01 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Existing - 27" SDR51 PIP @1% Under Durston from Intake to Pipeline. (3.5ft Operating Check) Solve For:Discharge Culvert Summary Allowable HW Elevation 59.03 ft Headwater Depth/Height 1.56 Computed Headwater Elevi 59.03 ft Discharge 19.460 cfs Inlet Control HW Elev. 57.95 ft Tailwater Elevation 55.78 ft Outlet Control HW Elev. 59.03 ft Control Type Outlet Control Grades Upstream Invert 55.53 ft Downstream Invert 53.53 ft Length 200.00 ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile PressureProfile Depth, Downstream 2.25 ft Slope Type N/A Normal Depth N/A ft Flow Regime N/A Critical Depth 1.54 ft Velocity Downstream 4.89 ft/s Critical Slope 0.020253 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 2.25 ft Section Size 27 inch Rise 2.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 59.03 ft Upstream Velocity Head 0.37 ft Ke 0.50 Entrance Loss 0.19 ft Inlet Control Properties Inlet Control HW Elev. 57.95 ft Flow Control Unsubmerged Inlet Type Headwall Area Full 4.0 ftz K 0.00780 HDS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Title:Valley West Phase 3-Maynard Border Ditch @ Durston Road Project Engineer: Morrison-Maierle, Inc h:\...\cvm\3384-020-037-rev0.cvm Morrison-Maierle Inc CulvertMaster v3.0[3 0003] 02/27/06 11:43:47 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Existing CMPA PipeFull@l% MB Ditch to Flanders Mill Waste Ditch Solve For:Discharge Culvert Summary Allowable HW Elevation 58.49 ft Headwater Depth/Height 1.00 Computed Headwater Elev, 58.49 ft Discharge 33.771 cfs Inlet Control HW Elev. 58.09 ft Tailwater Elevation 58.09 ft Outlet Control HW Elev. 58.49 ft Control Type Outlet Control Grades Upstream Invert 55.49 ft Downstream Invert 55.09 ft Length 40.00 ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile M1 Depth, Downstream 3.00 ft Slope Type Mild Normal Depth 1.55 ft Flow Regime Subcritical Critical Depth 1.32 ft Velocity Downstream 2.97 ft/s Critical Slope 0.016110 ft/ft Section Section Shape Arch Mannings Coefficient 0.028 ,luminum 18Sedlidedd204R-i5k1 Corrugations Historic Span 4.83 ft Section Size 58 x 36 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 58.49 ft Upstream Velocity Head 0.15 ft Ke 0.90 Entrance Loss 0.13 ft Inlet Control Properties Inlet Control HW Elev. 58.09 ft Flow Control Unsubmerged IntIA i1,qieCR structural plate,projecting Area Full 11.4 f:2 K 0.03000 HDS 5 Chart 35 M 1.50000 HDS 5 Scale 1 C 0.04960 Equation Form 1 Y 0.57000 Title:Valley West Phase 3-Maynard Border Ditch @ Durston Road Project Engineer:Morrison-Maierle, Inc hA...\cvm\3384-020-037-rev0.cvm Morrison-Maierle Inc CulvertMaster v3.0[3.0003] 02/27/06 12:03:14 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Existing CMPA @1% &5' Check. MB Ditch to Flanders Mill Waste Ditch Solve For:Discharge Culvert Summary Allowable HW Elevation 60.49 ft Headwater Depth/Height 1.67 Computed Headwater Elew 60 49 ft Discharge 82.180 cfs Inlet Control HW Elev. 59.78 ft Tailwater Elevation 58.09 ft Outlet Control HW Elev. 60.49 ft Control Type Outlet Control Grades Upstream Invert 55.49 ft Downstream Invert 55.09 ft Length 40.00 ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile PressureProfile Depth, Downstream 3.00 ft Slope Type N/A Normal Depth N/A ft Flow Regime N/A Critical Depth 2.18 ft Velocity Downstream 7.23 fUs Critical Slope 0.024860 ft/ft Section Section Shape Arch Mannings Coefficient 0.028 ,luminum 183e&dedV0&i8k1 Corrugations Historic Span 4.83 ft Section Size 58 x 36 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 60.49 ft Upstream Velocity Head 0.81 ft Ke 0.90 Entrance Loss 0.73 ft Inlet Control Properties Inlet Control HW Elev. 59.78 ft Flow Control Submerged InM W)OeCR structural plate, projecting Area Full 11.4 ft2 K 0.03000 HDS 5 Chart 35 M 1.50000 HDS 5 Scale 1 C 0.04960 Equation Form 1 Y 0.57000 Title:Valley West Phase 3-Maynard Border Ditch @ Durston Road Project Engineer: Morrison-Maierle, Inc h:\...\cvm\3384-020-037-rev0.cvm Morrison-Maierle Inc CulvertMaster v3.0[3.0003] 02/27/06 12:02:16 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Existing 24" CMP, PipeFull at 0.56% Feeds East Ditch on South Side of Durston r `+' Solve For: Discharge t ? Culvert Summary Allowable HW Elevation 58 91 ft Headwater Depth/Height 1.00 Computed Headwater Elev, 58 91 ft Discharge 8.474 cfs Inlet Control HW Elev. 5841 ft Tailwater Elevation 58.15 ft Outlet Control HW Elev. 5891 ft Control Type Outlet Control Grades Upstream Invert 56.91 ft Downstream Invert 56.15 ft Length 134.66 ft Constructed Slope 0.005644 ft/ft Hydraulic Profile Profile M1 Depth,Downstream 2.00 ft Slope Type Mild Normal Depth 1.51 ft Flow Regime Subcritical Critical Depth 1 04 ft Velocity Downstream 2.70 ft/s -Critical Slope 0.016892 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 58.91 ft Upstream Velocity Head 0.12 ft Ke 0.50 Entrance Loss 0.06 ft Inlet Control Properties Inlet Control HW Elev. 58.41 ft Flow Control N/A Inlet Type Headwall Area Full 3.1 ft' K 0.00780 HDS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 069000 Title:Valley West Phase 3-Maynard Border Ditch a@ Durston Road Project Engineer:Morrison-Maierle, Inc h:\...\cvm\3384-020-037-rev0.cvm Morrison-Maierle Inc CulvertMaster v3.0[3.00031 02/27/06 11:55:55 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Existing 24" CMP at 0.56% , 3.5' Check. Feeds East Ditch on South Side of Durston Solve For:Discharge Culvert Summary Allowable HW Elevation 60.41 ft Headwater Depth/Height 1.75 Computed Headwater Elev, 60.41 ft Discharge 14.123 cfs Inlet Control HW Elev. 59.02 ft Tailwater Elevation 58.15 ft Outlet Control HW Elev. 60.41 ft Control Type Outlet Control Grades Upstream Invert 56.91 ft Downstream Invert 56.15 ft Length 134.66 ft Constructed Slope 0.005644 ft/ft Hydraulic Profile Profile PressureProfile Depth, Downstream 2.00 ft Slope Type N/A Normal Depth N/A ft Flow Regime N/A Critical Depth 1.35 ft Velocity Downstream 4.50 ft/s Critical Slope 0.020738 ft/ft Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev 60.41 ft Upstream Velocity Head 0.31 ft Ke 0.50 Entrance Loss 0.16 ft Inlet Control Properties Inlet Control HW Elev. 59.02 ft Flow Control Unsubmerged Inlet Type Headwall Area Full 3.1 ftz K 0.00780 HDS 5 Chart 2 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Title:Valley West Phase 3-Maynard Border Ditch @ Durston Road Project Engineer: Morrison-Maierle, Inc h:\...\cvm\3384-020-037-rev0.cvm Morrison-Maierle Inc CulvertMaster v3.0[3.0003] 02/27/06 11:57:22 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Proposed -30" RCP Flowing North Under Durston @1%to 27" SDR51 PIP Tie-In. (3.5ft Operating Check; Solve For:Discharge Culvert Summary Allowable HW Elevation 59.27 ft Headwater Depth/Height 1.40 Computed Headwater Elew 59.27 ft Discharge 33.354 cfs Inlet Control HW Elev. 59.27 ft Tailwater Elevation 57.08 ft Outlet Control HW Elev. 59.25 ft Control Type Inlet Control Grades Upstream Invert 55.77 ft Downstream Invert 54.58 ft Length 119.00 ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth,Downstream 1.71 ft Slope Type Steep Normal Depth 1.71 ft Flow Regime N/A Critical Depth 1.97 ft Velocity Downstream 9.30 ft/s Critical Slope 0.007172 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 2.50 ft Section Size 30 inch Rise 2.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev 59.25 ft Upstream Velocity Head 1 01 ft Ke 0.50 Entrance Loss 0.50 ft Inlet Control Properties Inlet Control HW Elev. 59.27 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 4 9 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 067000 Title:Valley West Phase 3-Maynard Border Ditch @ Durston Road Project Engineer: Morrison-Maierle, Inc h:\...\cvm\3384-020-037-rev0.cvm Morrison-Ma ierle Inc CulvertMaster v3.0[3 0003] 02/27/06 11:36:20 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Proposed 24" RCP Flowing East @0.35% on South Side of Durston (Sta 52+45 to 59+22) Capacity Solve For:Discharge Culvert Summary Allowable HW Elevation 59.27 ft Headwater Depth/Height 1.79 Computed Headwater Elew 59.27 ft Discharge 15.947 cfs Inlet Control HW Elev. 58.07 ft Tailwater Elevation 55.31 ft Outlet Control HW Elev. 59.27 ft Control Type Outlet Control Grades Upstream Invert 55.70 ft Downstream Invert 53.31 ft Length 676.00 ft Constructed Slope 0.003536 ft/ft Hydraulic Profile Profile PressureProfile Depth, Downstream 2.00 ft Slope Type N/A Normal Depth N/A ft Flow Regime N/A Critical Depth 1.44 ft Velocity Downstream 5.08 ft/s Critical Slope 0006597 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 59.27 ft Upstream Velocity Head 0.40 ft Ke 0.50 Entrance Loss 0.20 ft Inlet Control Properties Inlet Control HW Elev. 58.07 ft Flow Control Transition Inlet Type Square edge w/headwall Area Full 3.1 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Title:Valley West Phase 3-Maynard Border Ditch @ Durston Road Project Engineer: Morrison-Maierle, Inc h:\...\cvm\3384-020-037-rev0.cvm Morrison-Maierle Inc CulvertMaster v3.0[3.00031 02/27/06 11:35:58 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report ✓ Proposed Waste Ditch at Durston Crossing for Q100 POST - 7X3 BOX at 1.2% with 4' HW Solve For: Discharge Culvert Summary Allowable HW Elevation 59.77 ft Headwater Depth/Height 1.33 Computed Headwater Elew 59.77 ft Discharge 140.791 cfs Inlet Control HW Elev. 59.77 ft Tailwater Elevation 57.52 ft Outlet Control HW Elev. 59.49 ft Control Type Inlet Control Grades Upstream Invert 55.77 ft Downstream Invert 54.52 ft Length 106.00 ft Constructed Slope 0.011792 ft/ft Hydraulic Profile Profile CompositeS1 S2 Depth, Downstream 1.66 ft Slope Type Steep Normal Depth 1.55 ft Flow Regime N/A Critical Depth 2.33 ft Velocity Downstream 12.09 ft/s Critical Slope 0.003666 ft/ft Section Section Shape Box Mannings Coefficient 0.013 Section Material Concrete Span 7.00 ft Section Size 7 x 3 ft Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 59.49 ft Upstream Velocity Head 1.16 ft Ke 0.20 Entrance Loss 0.23 ft Inlet Control Properties Inlet Control HW Elev. 59.77 ft Flow Control Transition Inlet T"bheadwall w 3/4 inch chamfers Area Full 21.0 ftz K 0.51500 HDS 5 Chart 10 M 0.66700 HDS 5 Scale 1 C 0.03750 Equation Form 2 Y 0.79000 Title:Valley West Phase 3-Maynard Border Ditch @ Durston Road Project Engineer:Morrison-Maierle, Inc h:\...\cvm\3384-020-037-rev0.cvm Morrison-Maierle Inc CulvertMaster v3.0[3.00031 02/24/06 05:23:23 PM 9 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Proposed Waste Ditch at Durston Crossing for Q100 POST - 7X3 BOX at 1.2% with 5' HW Solve For:Discharge Culvert Summary Allowable HW Elevation 60.77 ft Headwater Depth/Height 1.67 Computed Headwater Elev, 60.77 ft Discharge 176.456 cfs Inlet Control HW Elev. 60.77 ft Tailwater Elevation 57.52 ft Outlet Control HW Elev. 60.09 ft Control Type Inlet Control Grades Upstream Invert 55.77 ft Downstream Invert 54.52 ft Length 106.00 ft Constructed Slope 0.011792 ft/ft Hydraulic Profile Profile CompositeS1 S2 Depth, Downstream 1.97 ft Slope Type Steep Normal Depth 1.81 ft Flow Regime N/A Critical Depth 2.70 ft Velocity Downstream 12.82 ft/s Critical Slope 0.003792 ft/ft Section Section Shape Box Mannings Coefficient 0.013 Section Material Concrete Span 7.00 ft Section Size 7 x 3 ft Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 60.09 ft Upstream Velocity Head 1.35 ft Ke 0.20 Entrance Loss 0.27 ft Inlet Control Properties Inlet Control HW Elev. 60.77 ft Flow Control Submerged Inletl"bheadwall w 3/4 inch chamfers Area Full 21.0 ft2 K 0.51500 HDS 5 Chart 10 M 0.66700 HDS 5 Scale 1 C 0.03750 Equation Form 2 Y 0.79000 Title:Valley West Phase 3-Maynard Border Ditch @ Durston Road Project Engineer:Morrison-Maierle.Inc h:\...\cvm\3384-020-037-revO.cvm Morrison-Maierle Inc CulvertMaster v3.0[3,0003] 02/24/06 05:22:51 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Performance Curves Report Proposed Waste Ditch at Durston Crossing for Q100 POST - 7X3 BOX at 1.2% Range Data: Minimum Maximum Increment Discharge 0.000 200.000 25.000 cfs Performance Curves 62.0 .-- -•---- ------------- •-----•------r------------;--•---------------------------------------------------- HW Elev. i i : I 61.5 :........ -- -- i - - -- ------ .-.�__��_ __ 61.0 ---•• ........... .f. _..... i -- - -. ••-- ----------+-------- i ------•--- ------•- -i. ----- i p60.5 --------------------------I------•----------------------------------------------------------------------•- -- ----- •------- � I i > ? i (D ; 60.0— - ---•-----------------•------------ -------------; ------------ ----- ...................... ---------------------------------- W ' _ I � I i = 59.0 ----------- ---------------------------I--•••-•-••-. .--- i i 58.0 57.5 — -- 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 Discharge (cfs) Title:Valley West Phase 3-Maynard Border Ditch @ Durston Road Project Engineer: Morrison-Maierle, Inc h:\...\cvm\3384-020-037-rev0.cvm Morrison-Maierle Inc CulvertMaster v3.0[3.0003] 11/08/05 02:06:01 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Proposed 36" RCP @0.4% flowing North under Durston @STA 59+22 Solve For: Discharge Culvert Summary Allowable HW Elevation 57.85 ft Headwater Depth/Height 1.51 Computed Headwater Elev, 57.85 ft Discharge 57.953 cfs Inlet Control HW Elev. 5750 ft Tailwater Elevation 56.00 ft Outlet Control HW Elev. 57.85 ft Control Type Outlet Control Grades Upstream Invert 53.31 ft Downstream Invert 53.00 ft Length 79.00 ft Constructed Slope 0.003924 ft/ft Hydraulic Profile Profile PressureProfile Depth, Downstream 3.00 ft Slope Type N/A Normal Depth N/A ft Flow Regime N/A Critical Depth 2.46 ft Velocity Downstream 8.20 ft/s Critical Slope 0.007520 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft Section Size 36 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 57.85 ft Upstream Velocity Head 1.04 ft Ke 0.20 Entrance Loss 0.21 ft Inlet Control Properties Inlet Control HW Elev. 57.50 ft Flow Control Submerged Inlet Type Groove end projecting Area Full 7.1 ft2 K 0.00450 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 3 C 0.03170 Equation Form 1 Y 0.69000 Title:Valley West Phase 3-Maynard Border Ditch @ Durston Road Project Engineer:Morrison-Maierle, Inc h:\...\cvm\3384-020-037-rev0.cvm Morrison-Ma ierle Inc CulvertMaster v3.0[3.0003] 02/27/06 12:18:06 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 FEB-28-2006 11 :22 AM BILL TATARKA 587 2150 P. 01 23 Feb 2006 William Tatarka 19 Lake Road Bozeman, MT 59718 Natural Resource Conservation Service Bozeman Service Center 3710 Fallon Street Bozeman, MT 59718-1911 406-522-4000 406-585-1272 fax Attention: Ron Krogstad - Senior Civil Engineer RE: Approval of Proposed Relocation of Maynard Border Pipeline Intake This document serves to signify approval of the proposed relocation design for the Maynard Border Pipeline intake structure at the Durston Road crossing(NW S10 T2S R5E PMM). The.current plan set by Morrison-Maierle, Inc. of Bozeman, Montana is dated 01/23/2006. The Maynard Border Pipeline Group understands that the start of construction is imminent and the owner and contractor purpose for the Maynard-Border pipeline to be operational by April 1", 2006. We further understand that the contractor will field locate the existing 27" SDR51 PIP on the north side of Durston Road and a final revision of the plans will be issued prior to final construction. William Tatarka Signed - -- - - -- PrQiect Coordinator--Maynard Border Pipeline Group Title Signature Date qif d 10 DRAINAGE PLAN PHASE 3 UPDATE Valley West Subdivision Planned Unit Development Bozeman, Montana Prepared for: Bozeman Lakes, L.L.C. Prepared by: Morrison-Maierle, Inc. 901 Technology Blvd. Bozeman, MT 59718 Valley West Subdivision Phase 3 Page 1 Drainage Plan Update VALLEY WEST SUBDIVISION PHASE 3 DRAINAGE PLAN UPDATE TABLE OF CONTENTS 1.0 Introduction Page 3 2.0 Drainage Area 1, Minor Basin 4 Page 3 3.0 Drainage Area 1, Minor Basin 6 Page 4 4.0 Drainage Area 1, Minor Basin 7A Page 6 5.0 Drainage Area 1, Minor Basin 7B Page 7 6.0 Drainage Area 2, Minor Basin 3A & 3B Page 9 7.0 Drainage Area 2, Minor Basin 4, 5, & 6 Page 12 8.0 Drainage Area 2, Minor Basin 7 & 8 Page 13 9.0 Curb and Gutter Spreads Page 15 Exhibits Valley West Phase 3 Drainage Area 1, Minor Basin System Valley West Phase 3 Drainage Area 2, Minor Basin System Appendix A Drainage Area 1, Minor Basin 4 Calculations B Drainage Area 1, Minor Basin 6 Calculations C Drainage Area 1, Minor Basin 7A Calculations D Drainage Area 1, Minor Basin 7B Calculations E Drainage Area 2, Minor Basin 3A & 3B Calculations F Drainage Area 2, Minor Basin 4, 5, & 6 Calculations G Drainage Area 2, Minor Basin 7 & 8 Calculations Valley West Subdivision Phase 3 Page 2 Drainage Plan Update Introduction This document updates the Drainage Plan for the Valley West Subdivision Planned Unit Development, specifically for Phase 3 of the subdivision. The purpose of this update is to verify assumptions regarding basin size, slope, and runoff coefficients used to prepare the original Valley West Drainage Report. The intent of this report is to provide a narrative to assist City of Bozeman staff during the plan and specification review process. It provides specific information relating to the design of inlets, detention facilities and appurtenances. The drainage concepts and major elements of the Drainage Plan for the Valley West Subdivision Planned Unit Development are unchanged. The Valley We Subdivi�ion—Phase 3 includes storm water drainage in Drainage Area 1, Minor Basins 4, 6,and 7 and Drainage Area 2, Minor Basins 3;4, 5,16,7,'and 8. Collection and treatment facilities will be constructed as part of the Phase 3 infrastructure to accommodate runoff from these areas. The drainage areas and infrastructure improvements are illustrated on the "Valley West Phase 3 Drainage Exhibits" included with this report. Drainage Area 1, Minor Basin 4 Runoff from Drainage Area #1, Minor Basin 4 has remained very similar to the original plan. The runoff coefficient was reduced slightly to account for the medium density housing that is being constructed in the Valley West Subdivision. The original drainage study assumed a higher housing density. The parameters used to size the drainage facilities collecting runoff from this drainage area are as follows: Total Area o-2.51 Acres Pre-development C 0.20 / Pre-development Overland Distance 530 if Pre-development Overland Slope 0.90% Post development C 0.35 Post development Overland Distance 550 if Post development Slope 1.25% Drainage worksheets calculating pre-development flows, post development flows, minimum required detention pond size, outlet structure design, and storm water conveyance facilities are included with this report. A summary is as follows: Pre-Dev Qio 0.43 cfs Post-Dev Q10 1.01 cfs Post-Dev Q25 1.22 cfs Min. Detention Required 850 cft Valley West Subdivision Phase 3 Page 3 Drainage Plan Update Outlet Pipe Size 12" diameter to handle 25 year event Orifice size 4.0"to limit discharge to Pre-Dev Qio Drainage Area 1, Minor Basin 4 will drain to two curb inlets located at the bend in Hanley Avenue. The inlets and associated piping are designed to convey the Post Development 25-year event. The 12" piping between the inlets shall be RCP. The 12" piping from the inlets to the detention pond shall be PVC. The detention pond is designed to detain the Pre-Development 10-year event. A Typical 1pt Concrete Outlet Structure constructed in accordance with City:_.of_Bozeman Design - r Standards Figure A-2 will then release runoff to th 111Iaynard Border Ditch at the Pre- Development 10-year flow rate. The discharge piping shall be 12" diameter PVC pipe with �t and overflow to accommodate the Post Development 25-year event. Flowmaster pit worksheets calculating the capacities of all facilities within this basin are included. h� Drainage Area 1, Minor Basin 6 Drainage Area 1, Minor Basin 6 has been modified slightly with respect to the basin 0Kt I"�D� boundaries. The basin was enlarged to include the Ferguson Storm Drainage Basin that encompasses a portion of the road right-of-way on Ferguson Road. The parameters used to size the drainage facilities collecting runoff from this drainage area are as follows: Total Area °�18.38 Acres Pre-development C 0.20 Pre-development Overland Distance 12201f Pre-development Overland Slope 1.30% Post development C 0.35 Post development Overland Distance 13501f Post development Slope 1.20% Drainage worksheets calculating pre-development flows, post development flows, minimum required detention pond size, outlet structure design, and storm water conveyance facilities are included with this report. A summary is as follows: Pre-Dev Qlo 2.59 cfs Post-Dev Qlo 6.06 cfs Post-Dev Q25 7.34 cfs N�� b , 1 Min. Detention Required (^6950 cft Outlet Pipe Size 15"diameter to handle 25 year event Orifice size 9.9" to limit discharge to Pre-Dev Qio Valley West Subdivision Phase 3 Page 4 Drainage Plan Update Drainage Area 1, Minor Basin 6 will drain to a detention pond located east of the Kimball/Hanley intersection via two different paths. The flow from the Valley West Subdivision will drain to a curb chase located at the above intersection. A double gutter will be at this location to convey runoff across Kimball. The curb chase will be 3 feet wide and 6" high.to convey the Post Development 25-year event and constructed in accordance with City of Bozeman Standard Drawing No. 02529-14. The chase will drain directly to the detention pond, designed to detain th&Pre-D'qvelopment 10-year event. 51 The flow from the Ferguson Road right-of way is collected in 2 existing curb inlets just north of the Cascade/Ferguson intersection. The flow will then be conveyed to the detention pond via 15"PVC piping. This piping is located in the boulevard 12.5 feet inside the Ferguson Road right-of-way. Considering the future widening of Ferguson Road the "Greater Bozeman Area Transportation Plan, Year 2001 Update" states that the widest road section would be 62 feet, TBC to TBC. The right-of-way is 90 feet so the piping would be located in the future boulevard and the pipe would not need to be relocated. The existing piping from these inlets is 15" RCP at a slope of 0.50% and the proposed 15" PVC will be extended at a minimum slope of 0.50%. The detention pond will be located in 2 separate areas of open space separated by an alley. The piping under the alley will be 15" RCP capable of conveying the Post-Development 25-year event. A Typical Concrete Outlet Structure constructed in accordance with City of Bozeman Design Standards Figure A-2 will then release runoff at the Pre-Development 10- year flow rate to the 36" PVC that will be installed from Cascade Street to Durston Road. The discharge piping shall be 15" diameter PVC pipe with an overflow to accommodate the Post Development 25-year event. Flowmaster worksheets calculating the capacities of all facilities within this basin are included. These parameters meet or exceed the requirements of the City of Bozeman Design Standards Drainage Policy. The City of Bozeman Design Standards and Specifications Policy Section IV. Roadway Design and Technical Criteria, discourages the use of Sidewalk Chases. Item C.S. of this section states that the use of sidewalk chases is limited to situations where it is not possible to use standard storm inlets and piping. We are requesting that a sidewalk chase be allowed at this location. Groundwater is very shallow throughout the Valley West Subdivision, limiting the allowable depth of treatment facilities. It is estimated at the location of this detention pond, the high groundwater elevation is approximately 4768.3 feet. As designed the pond bottom elevation is at 4769.0 feet. Road grades have already been raised in excess of 2 foot above native ground at this location to account for the wet conditions. Standard inlets and piping will result in deeper drainage facilities and a deeper detention pond. Standing water in the bottom of the detention pond will.be a concern if standard inlets and storm sewer piping were used. Valley West Subdivision Phase 3 Page 5 Drainage Plan Update Drainage Area 1, Minor Basin 7A Drainage Area 1, Minor Basin 7A was modified from the original Minor Basin 7 (There is now a MB 7A and 7B). This basin includes the flow from the Ferguson Storm Drainage Basin that encompasses a portion of the road right-of-way on Ferguson Road. The parameters used to size the drainage facilities collecting runoff from this drainage area are as follows: Total Area 13.41 Acres Pre-development C �0.20 Pre-development Overland Distance 1475 if Pre-development Overland Slope 1.35% Post development C 0.35 Post development Overland Distance 16001f Post development Slope 1.10% Drainage worksheets calculating pre-development flows, post development flows, minimum required detention pond size, outlet structure design, and storm water conveyance facilities are included with this report. A summary is as follows: Pre-Dev Qio 1.79 cfs Post-Dev Qio 4.26 cfs Post-Dev Q25 5.16 cfs Min. Detention Required 5225 cft Outlet Pipe Size 15" diameter to handle 25 year event Orifice size 7.4" to limit discharge to Pre-Dev Qio Drainage Area 1, Minor Basin 7A will drain to a detention pond located east and south of the Kimball/Durston intersection via two different paths. The flow from the Valley West Subdivision will flow to a curb chase located on Kimball Avenue. The curb chase will be 3 feet wide and 6" high to convey the Post Development 25-year event and constructed in accordance with City of Bozeman Standard Drawing No. 02529-14. The chase will drain directly to the detention pond, designed to detain the Pre-Development 10-year event. The flow from the Ferguson Road right-of-way is collected in 2 existing curb inlets just south of the Durston/Ferguson intersection. The flow will then be conveyed to the detention pond via 15" RCP piping. The existing piping from these inlets is 15" RCP at a slope of 0.50%, and the approximate 40 foot extension will be placed at a minimum slope of 0.50%. The detention pond will be located east and south of the Kimball/Durston intersection. A Typical Concrete Outlet Structure constructed in accordance with City of Bozeman Design Standards Figure A-2 will then release runoff at the Pre-Development 10-year flow rate to Valley West Subdivision Phase 3 Page 6 Drainage Plan Update the 36" PVC that will be installed from the Ferguson/Durston intersection to a culvert crossing Durston Road approximately 630 feet to the west. The discharge piping shall be 15" diameter PVC pipe with and overflow to accommodate the Post Development 25-year event. Flowmaster worksheets calculating the capacities of all facilities within this basin are included. These parameters meet or exceed the requirements of the City of Bozeman Design Standards Drainage Policy. The City of Bozeman Design Standards and Specifications Policy Section IV. Roadway Design and Technical Criteria, discourages the use of Sidewalk Chases. Item C.S. of this section states that the use of sidewalk chases is limited to situations where it is not possible to use standard storm inlets and piping. We are requesting that a sidewalk chase be allowed at this location. Groundwater is very shallow throughout the Valley West Subdivision, limiting the allowable depth of treatment facilities. It is estimated at the location of this detention pond, the high groundwater elevation is approximately 4756.5 feet. As designed the pond bottom elevation is at 4756.6 feet. The existing grade and elevation of Durston Road in this area limit the flexibility available in setting the pond bottom elevation. Standard inlets and piping will result in deeper drainage facilities and a deeper detention pond. Standing water in the bottom of the detention pond will be a concern if standard inlets and storm sewer piping were used. Drainage Area 1, Minor Basin 7B Drainage Area 1, Minor Basin 7B was modified from the original Minor Basin 7 (There is now a MB 7A and 7B). This basin includes the flow west of Kimball and north of Hanley. The parameters used to size the drainage facilities collecting runoff from this drainage area are as follows: Total Area ` 8.32 Acres Pre-development C 0.20 Pre-development Overland Distance 9601f Pre-development Overland Slope 1.30% Post development C 0.35 Post development Overland Distance 15601f Post development Slope 1.00% Valley West Subdivision Phase 3 Page 7 Drainage Plan Update Drainage worksheets calculating pre-development flows, post development flows, minimum required detention pond size, outlet structure design, and storm water conveyance facilities are included with this report. A summary is as follows: Pre-Dev Qio 1.27 cfs Post-Dev Qlo 3.34 cfs Post-Dev Q25 4.04 cfs Min. Detention Required 3050 eft Outlet Pipe Size 15" diameter to handle 25 year event Orifice size 6.3"to limit discharge to Pre-Dev Qio Drainage Area 1, Minor Basin 7B will drain to a detention pond located west and south of the Kimball/Durston intersection via 2 different paths. The flow from the Valley West Subdivision will flow to a curb chase located on Kimball Avenue. The curb chase will be 3 feet wide and 6" high to convey the Post Development 25-year event and constructed in accordance with City of Bozeman Standard Drawing No. 02529-14. The chase will drain directly to the detention pond, designed to detain the Pre-Development 10-year event. The flow from a portion of the south half of Durston Road will be collected in a new curb inlet just north of the proposed detention pond. The flow will then be conveyed to the detention pond via 15"PVC piping. The detention pond will be located west and south of the Kimball/Durston intersection. A Typical Concrete Outlet Structure constructed in accordance with City of Bozeman Design Standards Figure A-2 will then release runoff at the Pre-Development 10-year flow rate to the 36" PVC that will be installed from .the Ferguson/Durston intersection to a culvert crossing Durston Road approximately:630�eet to the west. The discharge piping shall be 15" diameter PVC pipe with ar}croverflow to accommodate the Post Development 25-year event. The existing 36" CMP that crosses under Durston Road will be upgraded to a 36" RCP as part of the Durston Road improvements. Flowmaster worksheets calculating the capacities of all facilities within this basin are included. These parameters meet or exceed the requirements of the City of Bozeman Design Standards Drainage Policy. The City of Bozeman Design Standards and Specifications Policy Section IV. Roadway Design and Technical Criteria, discourages the use of Sidewalk Chases. Item C.5. of this section states that the use of sidewalk chases is limited to situations where it is not possible to use standard storm inlets and piping. We are requesting that a sidewalk chase be allowed at this location. Groundwater is very shallow throughout the Valley West Subdivision, limiting the allowable depth of treatment facilities. It is estimated at the location of this detention pond, the high groundwater elevation is approximately 4756.0 feet. As designed the pond bottom elevation is at 4756.6 feet. The existing grade and elevation of Durston Road in this area limit the flexibility available in setting the pond bottom elevation. Standard inlets and piping will result in deeper drainage facilities and a deeper detention Valley West Subdivision Phase 3 Page 8 Drainage Plan Update pond. Standing water in the bottom of.the detention pond will be a concern if standard inlets and storm sewer piping were used. Drainage Area 2, Minor Basin 3A & 3B Drainage Area 2, Minor Basin 3A & 3B was modified from the original Minor Basins. These 2 basins are now combined and flow to two detention ponds south of Durston Road. The parameters used to size the drainage facilities collecting runoff from this drainage area are as follows: g Drainage Area for Detention Pond west and south of Clifden/Durston Intersection Total Area 10.39 Acres Pre-development C 0.20 Pre-development Overland Distance 750 If Pre-development Overland Slope 1 1.15/5% 0 Post development C 0.35 Post development Overland Distance 01 p 20101f Post development Slope 1.00% Drainage worksheets calculating pre-development flows, post development flows minimum required detention pond size, outlet structure desig n, and storm water conveyance facilities are included with this report. A summary is as follows: Pre-Dev Q 10 Post-Dev Q10 1.27cfs Post-Dev Q25 3. cfs Min. Detention Required 4.09 cfs 4300 cft Outlet Pipe Size Otl size 15" diameter to handle 25 year event 6.3" to limit discharge to Pre-Dev Qlo Drainage Area for Detention Pond east and south of Eneboe/Durston Intersection Total Area 3.03 Acres Pre-development C Pre-development Overland Distance 0.20 Pre-development Overland Slope 0% 1.1.30% Post development C 0.35 Post development Overland Distance 30 p 6301f Post development Slope 0.90% Valley West Subdivision Phase 3 Drainage Plan Update Page 9 Drainage worksheets calculating pre-development flows, post development flows, minimum required detention pond size, outlet structure design, and storm water conveyance facilities are included with this report. A summary is as follows: Pre-Dev Qlo 0.59cfs Post-Dev Qlo 1.63 cfs Post-Dev Q25 1.96 cfs Min. Detention Required 975 cft Outlet Pipe Size 6" diameter to handle 25 year event Orifice size 5.6"to limit discharge to Pre-Dev Qio Drainage Area for Private Ownership piece of land Total Area 5.89 Acres Pre-development C 0.20 Pre-development Overland Distance 4201f Pre-development Overland Slope 1.50% Post development C 0.35 Post development Overland Distance 4201f Post development Slope 1.50% Drainage worksheets calculating pre-development flows, post development flows, minimum required detention pond size, outlet structure design, and storm water conveyance facilities are included with this report. A summary is as follows: Pre-Dev Qio Not Calc'd-Private Owner Responsibility Post-Dev Qio Not Calc'd-Private Owner Responsibility Post-Dev Q25 2.88 cfs Min. Detention Required Not Calc'd-Private Owner Responsibility Outlet Pipe Size Not Calc'd-Private Owner Responsibility Orifice size Not Calc'd-Private Owner Responsibility Drainage Area 2, Minor Basin 3A & 3B will drain to two detention ponds located west and south of the Clifden/Durston intersection via 2 different paths. The flow from a portion of the Valley West Subdivision will flow to curb inlets located on Clifden Avenue. The inlets and associated piping are designed to convey the Post Development 25-year event. The 15"piping between the inlets shall be RCP. The 15"piping from the inlets to the-detention pond shall be PVC. The inlets will drain directly to the detention pond,(designed to detain �• the Pre-Development 10-year event. The flow from the remainder of the subdivision will flow to a curb chase located on Eneboe Avenue. The curb chase will be 3 feet wide and 6" high to convey the Post Valley West Subdivision Phase 3 Page 10 Drainage Plan Update Development 25-year event and constructed in accordance with City of Bozeman Standard Drawing No. 02529-14. The chase will drain directly to the detention pond,designed to`) detain the Pre-Development 10-year event. The Clifden detention pond will be located west and south of the Clifden/Durston intersection. A Typical Concrete Outlet Structure constructed in accordance with City of Bozeman Design Standards Figure A-2 will then release runoff at the Pre-Development 10- year flow rate. The discharge piping shall be 15" diameter PVC pipe with ' d' erflow to accommodate the Post Development 25-year event. The Eneboe detention pond will be located east and south of the Eneboe/Durston intersection. A Typical Concrete Outlet Structure constructed in accordance with City of Bozeman Design Standards Figure A-2 will then release runoff at the Pre-Development 10- year flow rate. The discharge piping shall be 6" diameter PVC pipe with and;overflow to accommodate the Post Development 25-year event. The piping from the Eneboe detention pond outlet structure to the discharge west of Cottonwood Road will be 15" and 18" to accommodate the anticipated flow from the piece of private land to the east and south of the Cottonwood/Durston intersection. The piping will be PVC except for that crossing under Eneboe Avenue and Cottonwood Road, which will be RCP. In addition, there are curb chases located on the west side of Eneboe Avenue and the south side of Durston Road. These curb chases will discharge onto the piece of private land south of Durston Road. This storm water will be temporarily retained on-site until the time that this piece of land is developed. The owner will be responsible for treating and releasing the water to the storm drain manhole southeast of the Cottonwood/Durston intersection at that time. Flowmaster worksheets calculating the capacities of all facilities within this basin are included. These parameters meet or exceed the requirements of the City of Bozeman Design Standards Drainage Policy. The City of Bozeman Design Standards and Specifications Policy Section IV. Roadway Design and Technical Criteria, discourages the use of Sidewalk Chases. Item C.5. of this section states that the use of sidewalk chases is limited to situations where it is not possible to use standard storm inlets and piping. We are requesting that a sidewalk chases be allowed on Eneboe Avenue(2) and Durston Road(1). Groundwater is .very shallow throughout the Valley West Subdivision, limiting the allowable depth of treatment facilities. It is estimated at the location of the Eneboe detention pond, the high groundwater elevation is approximately 4754.5 feet. As designed the pond bottom elevation is'at 4755.25 feet. The existing grade and elevation of Durston Road in this area limit the flexibility available in setting the pond bottom elevation. Standard inlets and piping will result in deeper drainage facilities and a deeper detention pond. Standing water in the bottom of the detention pond will be a concern if standard inlets and storm sewer Valley West Subdivision Phase 3 Page 11 Drainage Plan Update piping were used. In addition, the elevation of the Baxter Ditch west of Cottonwood Road limits the depth at which the 18" and 15" discharge pipes can be installed along the south side of Durston Road and still be able to convey the 25-year event. The curb chase on Durston Road is designed to convey the storm water collected on the south side of the roadway to the private piece of land east and south of the Cottonwood/Durston intersection. The storm water shall be retained on-site through the use of natural contours if possible. This curb chase is designed to be constructed over the proposed 18" storm drain that parallels Durston Road and discharges to the Baxter Ditch on the west side of Cottonwood Road. The elevation of the Baxter Ditch limits the depth at which the 18" pipe can be installed and still be abler tP convey the 25-year event. The curb chase will allow the storm water to flow over the pipe,and be treated and eventually be released at the Pre-Development 10-year flow rate to the 18" storm drain. A temporary 20' drainage easement along the south side of Durston Road through the private property will be necessary and will be included with the plan and specification submittal. DrainaLye Area 2, Minor Basins 4, 5, and 6 Drainage Area 2, Minor Basins 4, 5, and 6 has remained very similar to the original plan. The parameters used to size the drainage facilities collecting runoff from this drainage area are as follows: Total Area 22.97 Acres Pre-development C 0.20 Pre-development Overland Distance 12001f Pre-development Overland Slope 1.20% Post development C 0.35 Post development Overland Distance 2000 if Post development Slope 0.85% Drainage worksheets calculating pre-development flows, post development flows, minimum required detention pond size, outlet structure design, and storm water conveyance facilities are included with this report. A summary is as follows: Pre-Dev Qlo 3.19 cfs Post-Dev Qlo 7.35 cfs Post-Dev Q25 8.90 cfs Min. Detention Required 8700 cft Outlet Pipe Size 18"diameter to handle 25 year event Orifice size 9.9"to limit discharge to Pre-Dev Qio Valley West Subdivision Phase 3 Page 12 Drainage Plan Update Drainage Area 2, Minor Basins 4, 5, and 6 will drain to a detention pond located west of East Perry Street via 3 different paths. A portion of the flow will be piped from the Stafford/Alexander intersection to the pond. The inlets and associated piping are designed to convey the Post Development 25-year event. The 15" piping from the inlet to the pond shall be PVC and RCP, with the RCP going under Cascade Street. Another portion of the flow will converge on a curb inlet at the intersection of Stafford . Avenue and East Perry Street. The inlets and associated piping are designed to convey the Post Development 25-year event. The 15"piping from the inlet to the pond shall be PVC. The final portion of the flow is that collected by an inlet in the flow line of the north/south alley between Stafford Avenue and Cottonwood Road. The inlet and associated piping are designed to convey the Post Development 25-year event. The 15" piping from the inlet under the alley shall be RCP. The detention pond will be located west of the Stafford/East Perry intersection. A Typical Concrete Outlet Structure constructed in accordance with City of Bozeman Design Standards Figure A-2 will then release runoff at the Pre-Development 10-year flow rate to the Baxter Ditch on the west side of Cottonwood Road. The discharge piping shall be 18" diameter RCP pipe with and overflow to accommodate the Post Development 25-year event. Flowmaster worksheets calculating the capacities of all facilities within this basin are included. These parameters meet or exceed the requirements of the City of Bozeman Design Standards Drainage Policy. Drainage Area 2. Minor Basins 7 and 8 Drainage Area 2, Minor Basins 7 and 8 has remained very similar to the original plan. The parameters used to size the drainage facilities collecting runoff from this drainage area are as follows: Total Area 19.35 Acres Pre-development C 0.20 Pre-development Overland Distance 1100 if Pre-development Overland Slope 1.20% Post development C 0.35 Post development Overland Distance 1570 if Post development Slope 1.00% Valley West Subdivision Phase 3 Page 13 Drainage Plan Update Drainage worksheets calculating pre-development flows, post development flows, minimum required detention pond size, outlet structure design, and storm water conveyance facilities are included with this report. A summary is as follows: Pre-Dev Qlo 2.77 cfs Post-Dev Qlo 7.08 cfs Post-Dev Q25 8.56 cfs Min. Detention Required 7325 cft Outlet Pipe Size 18" diameter to handle 25 year event Orifice size 9.3"to limit discharge to Pre-Dev Qio Drainage Area 2, Minor Basins 7 and 8 will drain to a detention pond located east and south of the Cottonwood/Foster intersection via 3 different paths. A portion of the flow will be piped from a curb inlet on Waters Street to the pond. The inlets and associated piping are designed to convey the Post Development 25-year event. The 15" piping from the inlet to the pond shall be PVC. Another portion of the flow will be collected by a curb chase on Foster Street. The curb chase will be 3 feet wide and 6" high to convey the Post Development 25-year event and constructed in accordance with City of Bozeman Standard Drawing No. 02529-14. The chase will drain directly to the detention pond, designed to detain the Pre-Development 10- year event. The final portion of the flow is that collected by an inlet in the flow line of the north/south alley. The inlet and associated piping are designed to convey the Post Development 25- year event. The 12"piping from the inlet under the alley shall be RCP. The detention pond will be located east and south of the Cottonwood/Foster intersection. A Typical Concrete Outlet Structure constructed in accordance with City of Bozeman Design Standards Figure A-2 will then release runoff at the Pre-Development 10-year flow rate to the Baxter Ditch on the west side of Cottonwood Road. The discharge piping shall be 18" diameter RCP pipe with an overflow to accommodate the Post Development 25- year event. Flowmaster worksheets calculating the capacities of all facilities within this basin are included. These parameters meet or exceed the requirements of the City of Bozeman Design Standards Drainage Policy. The City of Bozeman Design Standards and Specifications Policy Section IV. Roadway Design and Technical Criteria, discourages the use of Sidewalk Chases. Item C.S. of this section states that the use of sidewalk chases is limited to situations where it is not possible to use standard storm inlets and piping. We are requesting that a sidewalk chase be allowed at this location. Groundwater is very shallow throughout the Valley West Subdivision, limiting the allowable depth of treatment facilities. It is estimated at the location of this detention pond, the high groundwater elevation is approximately 4757.5 feet. As designed Valley West Subdivision Phase 3 Page 14 Drainage Plan Update the pond bottom elevation is at 4758.0 feet. Road grades have already been raised in excess of 2 foot above native ground at this location to account for the wet conditions. Standard inlets and piping will result in deeper drainage facilities and a deeper detention pond. Standing water in the bottom of the detention pond will be a concern if standard inlets and storm sewer piping were used. Curb & Gutter Spreads As part of the design a general analysis of gutter flow was conducted to check the runoff spread on the roadway during the 25-year event. The general goal for inlet spacing in the Valley West Subdivision is to leave at least one travel lane free of water during the 25-year event. The 25-year runoff from each of the drainage areas is analyzed using Flowmaster to estimate the gutter spread. In some cases a sub-drainage area was used to calculate the worst case gutter spread for the basin. Flowmaster worksheets calculating the gutter capacities within these basins are included. The 25-year runoff and gutter spreads for each basin are below: Drainage Area Minor Basin QL5 Gutter Spread 1 4 1.22 cfs 6.04 ft z Cgs 1 6 (See Sub-Area Calcs) 5.97 cfs 9.74 ft 1 7A & 7B (See Sub-Area Cales) 5.16 cfs 8.98 ft 2 3A & 3B (See Sub-Area Calcs) 4.09 cfs 9.81 ft 2 4, 5, & 6 (See Sub-Area Calcs) 4.04 cfs 9.76 ft 2 7 & 8 (See Sub-Area Calcs) 4.11 cfs 9.82 ft The worst case gutter spread for these basins was 9.82 ft. The street section (33' TBC- TBC)will provide a 32' driving surface between the curb faces. A 9.82 ft spread will leave in excess of 12' of the paved road free of water. Valley West Subdivision Phase 3 Page 15 Drainage Plan Update Exhibits %� j ...�a+�-.------ _f - am_;f` - —IT�•.�d I � rn Qo 11.1!j -t- .- U, ---- I--- i RI ¢- O 51% --_ Z W m Na oz o Q Oil w 7 -j �f - - r __. `} !{ _-\'.' 'i-M' _. - - _ _ i i T r � I E"•i H II I ? w a ,ri co f \ t�+! 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(i) Storm Event: 10 yr ( r) (in/hr A B Overland Distance: 530 ft 2 0.47 0.36 0.6 Overland Slope: 0.9 % 5 0.69 0.52 0.64 Storm Coeff. A: 0.64 10 0.85 0.64 0.65 Storm Coeff. B: 0.65 25 1.03 0.78 0.64 Storm Intensity: 0.85 in/hr 50 1.23 0.92 0.66 Pre-Dev. t,: 38.6 min 100 1.36 1.01 0.67 Pre-Dev Qp: 0.43 cfs Equations Used: Qp = C i A (Modified Rational Method) i =a * (DURATION) ^-(b) (City of Bozeman) t�=((1.8)*(1.1-C)"(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS t-Dev Basin Area: 2.51 acres MIN. DETENTION REQUIRED (cft): 855.70 Post-Dev C: 0.35 Storm Event: 10 yr Post-Dev. Pre-Dev. Overland Distance: 550 ft Pond Pond Required Overland Slope: 1.25 % Duration Intensity Qpost Volume Volume Storage Storm Coeff. A: 0.64 (min) (in/hr) (cfs) (cft) (cft) (cft) Storm Coeff. B: 0.65 Storm Intensity: 1.15 in/hr 23.28 1.18 1.04 1453.06 597.36 855.70, AT: 1 min 24.28 1.15 1.01 1474.61 623.02 851.59 Post-Dev tr: 24.5 min Post-Dev QP: 1.01 cfs MIN. RETENTION REQUIRED (cft): 2581.86 Post-Dev t.(hand calc's): 119.28 0.41 0.36 2574.33 3061.22 -486.89 Overland...200'@ 1.0%=21.6min 120:28 0z41 0:36 258=1.86� 3G86.8�8 505.02. Gutter...350' @ V=2.Oft/s=2.9min 121.28 0.41 0.36 2589.35 3112.55 -523.19 0 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (single pipe-with orifice) Required Volume: 856 (cft) Required Qpre: 0.43 (cfs) . * NOTE: If Flow out on "single pipe-no orifice" Diameter: 12 (inches) is greater than required Qpre, an orifice Length of Pipe: 35 (ft) must be used to reduce flow. (see below) Head Water: 1.00 (ft) N: 0.010 Head: 1.0 (ft) Slope of Pipe: 0.005 (ft/ft) Orifice Diameter: 4.0 (inches) Ke: 0.50 Area: 0.09 (sgft) Flow Out: 1.80 (cfs) Flow Out: 0.42 (cfs) H:/3465/001/Docs/Storm/DA 1-MB 4-10YR.xls Printed 2/14/2005 MORRISON E MAIERLE, INC. i Employee-Owned Company DA 1, MB 4-25 YEAR STORM EVENT STORM SEWER FACILITIES PRE-DEVELOPMENT Pre-Dev Basin Area: 2.51 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr r (in/hr) A B Overland Distance: 530 ft 2 0.47 0.36 0.6 Overland Slope: 0.9 % 5 0.69 0.52 0.64 Storm Coeff.A: 0.78 10 0.85 0.64 0.65 Storm Coeff. B: 0.64 25 1.03 0.78 0.64 Storm Intensity: 1.03 in/hr 50 1.23 0.92 0.66 Pre-Dev. tr: 38.6 min 100 1.36 1.01 0.67 Pre-Dev Qp: 0.52 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a ' (DURATION) ^-(b) (City of Bozeman) t.=((1.8)*(1.1-C)"(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS +.-Dev Basin Area: 2.51 acres MIN. DETENTION REQUIRED (cft): ;;, i029.-W Post-Dev C: 0.35 Storm Event: 25 yr Pnst-,Dev. Pre-Dev. Overland Distance: 550 ft F'ond Pond Required Overland Slope: 1.25 % Duration Intensity c) .,:;t Volume Volume Storage Storm Coeff.A: 0.78 (mini �(in'hr) _ (:cfs) _ icfl) (cft) (cft) Storm Coeff. B: 0.64 Storm Intensity: 1.38 in/hr 26 7:9 1.08 7.32 11767.09 4449.T1 7317.38 AT: 1 min _7 79 4 1.06 7.15 11918.99 4615.81 7303.19 Post-Dev t, 24.5 min ' Post-Dev QP: 1.22 cfs M111N. RETENTION REQUIRED (cft): 3139.92 Post-Dev tc(hand talc's): 119.79 0.41 2.77 19875.85 19896.63 -20.78 Overland...200' @ 1.0%=21.6min 1'20.79,1 `0.41 2.75: 19933.77 20062.73 -128.96 Gutter...350' @ V=2.0ft/s=2.9min 121.79 0.40 2.74 19991.37 20228.83 -237.45 0 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (single:pipe-with orifice) Required Volume: 1029 (cft) Required Qpre: 0.52 (cfs) -- --- ";-_f 1i Flow out on "single pipe-no orifice" Diameter: 15 (inches) i cf i !,r:in required Qpre, an orifice Length of Pipe: 150 (ft) used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.013 Head: 1.5 (ft) Slope of Pipe: 0.006 tU:j Orifice Diameter: 3.6 (inches) Ke: 0.50 Area: 0.07 (sgft) Flow Out: 4.74 (cfs) Flow Out: 0.42 (cfs) H:/3465/001/Docs/Storm/DA 1-MB 4-25YR.xls Printed 2/11/2005 DA 1, MB 4, 25YR GUTTER CHE( Cross Section for Gutter Section Project Description Worksheet DA 1,MB 4 25YR GUT- Type Gutter Section Solve For Spread Section Data Channel Slope 005000 ft/ft Discharge 1.22 cfs Gutter Width 1.50 ft Gutter Cross Slol 0.063 ft/ft Road Cross Slop 0.030 ft/ft Spread 6.04 ft Mannings Coeffic 0.013 0.50' I � 0.25 0.00 I I f I 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 V:1 N H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rptMztorm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/14/05 10:36:53 AM 9 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1656 Page 1 of 1 G 1, MB 4 25YR HANLEY INLET PIPI; PVC Cross Section for Circular Channel Project Description Worksheet DA 1, MB 4 25YR HANLEY INLE Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.010 Channel Slope 005000 ft/ft Depth 0.42 ft Diameter 12.0 in Discharge 1.22 cfs 12.0 in l 0.42 ft t V:'I N H:1 N TS Project Engineer: Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/14/05 02:26:23 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I 1, MB 4 25YR HANLEY INLET PIPI -RCP Cross Section for Circular Channel Project Description Worksheet DA 1, MB 4 25YR HANLEY INLE Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.013 Channel Slope 005000 ft/ft Depth 0.49 ft Diameter 12.0 in Discharge 1.22 cfs 12.0 in 0.49 ft I 1 V:1N HA N TS Project Engineer: Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierie Inc FlowMaster v7.0[7.0005] 02/14/05 02:26:34 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 DA 1, MB 4 25YR OUTLET-PV( Cross Section for Circular Channel Project Description Worksheet DA 1,MB 4 25YR OU Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.010 Channel Slope 005000 ft/ft Depth 0.42 ft Diameter 12.0 in Discharge 1.22 cfs 12.0 in 0.42 ft 1 V:1I H:1 N TS Project Engineer: Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/14/05 02:26:46 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Appendix B NJMORRISON MERLE, INC. i Employee-Owned Company DA 1 , MB 6-10 YEAR STORM EVENT DETENTION POND DESIGN AT EAST END OF HANLEY AVENUE PRE-DEVELOPMENT Pre-Dev Basin Area: 18.38 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 10 yr r) in/hr A B Overland Distance: 1220 ft 2 0.39 0.36 0.6 Overland Slope: 1.3 % 5 0.57 0.52 0.64 Storm Coeff. A: 0.64 10 0.70 &64 0.65 Storm Coeff. B: 0.65 25 0.86 0.78 0.64 Storm Intensity: 0.70 in/hr 50 1.01 0.92 0.66 Pre-Dev, te: 51.8 min 100 1.11 1.01 0.67 Pre-Dev Qp: 2.59 cfs Equations Used: Qp =C i A (Modified Rational Method) i = a * (DURATION) ^-(b) (City of Bozeman) -C)*(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS r -t-Dev Basin Area: 18.38 acres MIN. DETENTION REQUIRED (cft): 6941.05 Post-Dev C: 0.35 Storm Event: 10 yr Post-Dev. Pre-Dev. Overland Distance: 1350 ft Pond Pond Required Overland Slope: 1.20 % Duration Intensity Qpost Volume Volume Storage Storm Coeff.A: 0.64 (min) (in/hr) (cfs) (cft) (Cft) cft) Storm Coeff. B: 0.65 Storm Intensity: 0.94 in/hr 31.45 0.97 6..27 11821.87 4880.82 6941.05 AT: 1 min 32.45 0.95 6.14 11952.12 5036.04 6916.08 Post-Dev t, 33.1 min Post-Dev Qp: 6.06 cfs MIN. RETENTION REQUIRED (cft): 1.891.5.56 Post-Dev t,(hand calc's), 119.45 0.41 2.63 18860.44 18539.97 320.47 Overland...300' @ 1.3%=24.3min 120.45 0.41 2.62 18,91`5_56: 1�88:9,5.19 220.37 Gutter...1050' @ V=2.Oft/s=8.8min 121.45 0.40 2.60 18970.38 18850.41 119.97 0 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (single pipe-with orifice) Required Volume: 6941 (cft) Required Qp,e: 2.59 (cfs) . * NOTE: If Flow out on "single pipe-no orifice" Diameter: 15 (inches) is greater than required Qpre, an orifice Length of Pipe: 15 (ft) must be used to reduce flow. (see below) Head Water: 1.00 (ft) N: 0.010 Head: 1.0 (ft) Slope of Pipe: 0.090 (ft/ft) j Orifice Diameter: 9.9 (inches) Ke: 0.50 Area: 0.53 (sgft) Flow Out: 7.91 (cfs) Flow Out: 2.57 (cfs) H:/3465/001/Docs/Storm/DA 1-MB 6-10YR.xls Printed 2/14/2005 NJ MORRISON 0MAIERLE, INC. Employee-Owned Company DA 1 , MB 6-25 YEAR STORM EVENT STORM SEWER FACILITIES PRE-DEVELOPMENT Pre-Dev Basin Area: 18.38 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr r in/hr A B Overland Distance: 1220 ft 2 0.39 0.36 0.6 Overland Slope: 1.3 % 5 0.57 0.52 0.64 Storm Coeff. A: 0.78 10 0.70 0.64 0.65 Storm Coeff. B: 0.64 25 0.86 0.78 0.64 Storm Intensity: 0.86 in/hr 50 1.01 0.92 0.66 Pre-Dev. t,: 51.8 min 100 1.11 1.01 0.67 Pre-Dev Qp: 3.15 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a * (DURATION) ^ -(b) (City of Bozeman) t,=((1.8)''(1.1-C)*(D"(1/2)))/(S"(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS +-Dev Basin Area: 18.38 acres MIN. DETENTION REQUIRED (cft): 837.5.30 Post-Dev C: 0.35 Storm Event: 25 yr Post-na-v. Pre-Dev. Overland Distance: 1350 ft Pwid Pond Required Overland Slope: 1.20 % Duration Intensity C.1r,;;.„ Volurne Volume Storage Storm Coeff. A: 0.78 (min) (ire!!;; ) (ifs) i cr't) _ (cft) (cft) Storm Coeff. B: 0.64 Storm Intensity: 1.14 in/hr 31,4,� 0.97 5.07 11461.68 4732.11 6729.57 AT: 1 min 32.45 0.95 5.95 11587.96 4882.60 6705.36 Post-Dev t, 33.1 min Post-Dev Qp: 7.34 cfs 111161. RETENTION REQUIRED (cft): ..23214.54 Post-Dev tc(hand calc's): 119.45 0.41 2.55 18285.80 17975.10 310.71 Overland...300' @ 1.3%=24.3min 120A5 0.41 2.54 18339.24 18125.58 213.66 Gutter...1050' @ V=2.Oft/s=8.8min 121.45 0.40 2.52 18392639 18276.07 116.32 0 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (sE;igia pipe-with orifice) Required Volume: 8375 (cft) Required Qpfe: 3.15 (cfs) a --- - -. If Flow out on "single pipe-no orifice" Diameter: 15 (inches) c;n =r . than required Qpre, an orifice Length of Pipe: 50 (ft). _,,t be used to reduce flow. (see below) Head Water: 1.50 (fl:) N: 0.013 Head: 1.5 (ft) Slope of Pipe: 0.006 (ft/ft) Orifice Diameter: 8.8 (inches) Ke: 0.50 Area: 0.42 (sgft) Flow Out: 4.48 (cfs) Flow Out: 2.49 (cfs) H:/3465/001/Docs/Storm/DA 1-MB 6-25YR.xls Printed 2/10/2005 DA 1, MB 6 25YR OUTLET-M Cross Section for Circular Channel Project Description Worksheet DA 1,MB 6 25YR OU- Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.010 Channel Slope 010000 ft/ft Depth 0.91 ft Diameter 15.0 in Discharge 7.34 cfs 15.0 in 0.91 ft V:1 N H:1 N TS Project Engineer: Morrison-Maier]e Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/14/05 04:33:28 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MORRISON 0 MAIERLE, INC. Employee-Owned Company DA 1 , MB 6-25 YEAR STORM EVENT CURB CHASE AT EAST END OF HANLEY AVENUE PRE-DEVELOPMENT Pre-Dev Basin Area: 14.94 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr ( r) (in/hr) A B Overland Distance: 1220 ft 2 0.39 0.36 0.6 Overland Slope: 1.3 % 5 0.57 0.52 0.64 Storm Coeff. A: 0.78 10 0.70 0.64 0.65 Storm Coeff. B: 0.64 25 0.86 0.78 0.64 Storm Intensity: 0.86 in/hr 50 1.01 .0:92 0.66 Pre-Dev. t,,: 51.8 min 100 1.11 1.01 0.67 Pre-Dev Qp: 2.56 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a (DURATION)^ -(b) (City of Bozeman) tv=((1.8)*(1.1-C)*(D^(1/2)))/(S^(1/3)) (FAA, USDOT,A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS r +-Dev Basin Area: 14.94 acres MIN. DETENTION REQUIRED (cft): 6807.78 Post-Dev C: 0.35 Storm Event: 25 yr Post-De:,: Pre-Dev. Overland Distance: 1350 ft Por,6 Pond Required Overland Slope: 1.20 % Duration Intensity QAost VOILIMe Volume Storage Storm Coeff. A: 0.78 (min) (in/hr. (cfs)'" (cft) (cft) (Cft) Storm Coeff. B: 0.64 Storm Intensity: 1.14 in/hr 1 .45 0.97 ':- 6i07 1 i461.68 4732.11 6729.57 AT: 1 min 14,4;15 5.95 11587.96 4882.60 6705.36 Post-Dev t, 33.1 min Post-Dev Qp: 5.97 cfs PAIN.�R.ET ELATION REQUIRED (cft): 18869.71 Post-Dev tc(hand calc's): 119.45 0.41 2.55 18285.80 17975.10 310.71 Overland...300' @ 1.3%=24.3min 120.45 0.41 2.54 18339.24 18125.58 213.66 Gutter...1050' @ V=2.0ft/s=8.8min 121.45 0.40 2.52 18392.39 18276.07 116.32 0 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) Isingle pipe-with orifice) Required Volume: 6808 (cft) Required Qpre: 2.56 (cfs) o 'If Flow out on "single pipe-no orifice" Diameter: 15 (inches) than required Qpre, an orifice Length of Pipe: 50 (ff) ,must be used to reduce flow. (see below) Head Water: 1.E0 (fl) N: 0.013 j' Head: 1.5 (ft) Slope of Pipe: 0.006 (%Ifl:) Orifice Diameter: 8.8 (inches) Ke: 0.E01 Area: 0.42 (sgft) Flow Out: 4.48 (cfs) 4 Flow Out: 2.49 (cfs) H:/3465/001/Docs/Storm/DA 1-MB 6-HANLEY CURB CHASE-25YR.xls Printed 2/9/2005 DA 1, MB 6, 25YR GUTTER CHEI Cross Section for Gutter Section Project Description Worksheet DA 1, MB 6 25YR GUT Type Gutter Section Solve For Spread Section Data Channel Slope 011000 ft/ft Discharge 5.97 cfs Gutter Width 1.50 ft Gutter Cross Slol 0.063 ft/ft Road Cross Slop 0.030 ft/ft Spread 9.74 ft Mannings Coeffic 0.013 0.00 - 0+00 0+02 0+04 0+06 0+08 0+10 0+12 v:1 H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic talcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7,0005] 02/09/05 01:46:29 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06706 USA +1-203-755-1666 Page 1 of 1 DA 1, MB 6 25YR CURB CHAS" Cross Section for Rectangular Channel Project Description Worksheet DA 1,MB 6 25YR CUI Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.013 Channel Slope 015000 ft/ft Depth 0.35 ft Bottom Width 2.83 ft Discharge 5.97 cfs 0.35 ft -- - 2.83 ft---- - V:1 N H:1 NITS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.00051 03/02/05 04:10:58 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 1, MB 6 25YR PIPE UNDER ALLL }MCP Cross Section for Circular Channel Project Description Worksheet DA 1,MB 6 25YR PIPE UNDE Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.010 Channel Slope 005000 ft/ft Depth 1.03 ft Diameter 15.0 in Discharge 5.97 cfs 15.0 in 1.03 ft r V:1 N H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/11/05 01:33:20 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MORMON 0 MAIERLE, INC. Employee-Owned Company FERGUSON DRAINAGE BASIN-25 YEAR STORM EVENT INLET PIPING NORTH OF CASCADE TO HANLEY POND PRE-DEVELOPMENT Pre-Dev Basin Area: 3.24 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr r in/hr A B Overland Distance: 1450 ft 2 0.36 0.36 0.6 Overland Slope: 1.15 % 5 0.53 0.52 0.64 Storm Coeff. A: 0.78 10 0.65 0.64 0,65 Storm Coeff. B: 0.64 25 0.79 0.78 0.64 Storm Intensity: 0.79 in/hr 50 0.93 0.92 0.66 Pre-Dev. te: 58.9 min 100 1.02 1.01 0.67 Pre-Dev Qp: 0.51 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a *(DURATION) ^-(b) (City of Bozeman) t,=((1.8)*(1.1-C)*(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS +-Dev Basin Area: 3.24 acres MIN. DETENTION REQUIRED(cft): 2725:21 Post-Dev C: 0.50 Storm Event: 25 yr Post-Dew: Pre-Dev. Overland Distance: 1350 ft Pcmd Pond Required Overland Slope: 1.20 % Duration Intensity I)PO,, VClunse Volume Storage Storm Coeff.A: 0.78 (min) (in!hr) __ ( i3) (Crt; (cft) (Cft) Storm Coeff. B: 0.64 Storm Intensity: 1.55 in/hr 31.45 0.97 6.07 11461,68 4732.11 6729.57 AT: 1 min 22 45 0.95 5.95 11587.96 4882.60 6705.36 Post-Dev tc: 20.5 min Post-Dev QP: 2.51 cfs MIN..RE 1'ENTION REQUIRED(cft): 5629.84 Post-Dev to(hand talc's): 119.45 0.41 2.55 18285.80 17975.10 310.71 Overland...55' @ 2.0%=9.Omin 120.45 0.41 2:54 1'8333R'24 18125.58 213.66 Gutter...1375' @ V=2.Oft/s=11.5min 121.45 0.40 2.52 18392.39 18276.07 116.32 0 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (singie pipe-with orifice) Required Volume: 2725 (cft) Required QPre: 0.51 (cfs) f - -- J' _: if Flow out on "single pipe-no orifice" Diameter: 15 (inches) j^ than required Qpre, an orifice Length of Pipe: 50 (ft) �: r,�st be used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.0 b 3 Head: 1.5 (ft) Slope of Pipe: 0.006 (ft/ft) Orifice Diameter: 8.8 (inches) Ke: 0.5.0 Area: 0.42 (sgft) Flow Out: 4.48 (cfs) Flow Out: 2.49 (cfs) H:/3465/001/Docs/Storm/F ERG USON-CASCADE INLET.xIs Printed 2/10/2005 F__.GUSON DB-CASCADE 25YR OUT,__f-PVC Cross Section for Circular Channel Project Description Worksheet FERGUSON DB-CASCADE-; Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.010 Channel Slope 005000 ft/ft Depth' 0.57 ft Diameter 15.0 in Discharge 2.51 cfs 15.0 in 0.57 ft 1 1 V:1 N H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic talcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/10/05 09:45:30 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Appendix C 01 MORRISON FM W MERLE, INC. Employee-Owned Company DA 1 , MB 7A-10 YEAR STORM EVENT EAST DETENTION POND DESIGN AT NORTH END OF KIMBALL AVENUE PRE-DEVELOPMENT Pre-Dev Basin Area: 13.41 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 10 yr ( r) in/hr A B Overland Distance: 1475 ft 2 0.37 0136 0:6 Overland Slope: 1.35 % 5 0.54 0.52 0.64 Storm Coeff. A: 0.64 10 0.67 0.64 0.65 Storm Coeff. B: 0.65 25 0.81 0.78 0.64 Storm Intensity: 0.67 in/hr 50 0.96 0.92 0.66 Pre-Dev. tc: 56.3 min 100 1.05 1.01 0.67 Pre-Dev Qp: 1.79 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a* (DURATION) ^-(b) (City of Bozeman) t,=((1.8)"(1.1-C)*(D"(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS t-Dev Basin Area: 13.41 acres MIN. DETENTION REQUIRED (cft):- 5224.70 Post-Dev C: 0.35 Storm Event: 10 yr Post-Dev. Pre-Dev. Overland Distance: 1600 ft Pond Pond Required Overland Slope: 1.10 % Duration Intensity Qpost Volume Volume Storage Storm Coeff. A: 0.64 ("min) (in/hr) (cfs) (Cft) (cft) (cft) Storm Coeff. B: 0.65 Storm Intensity: 0.91 in/hr 33.35 0.94 4A0 8804.14 3579.45 5224.70 AT: 1 min 34.35 0.92 4.32 8895.67 3686.79 5208.88 Post-Dev t, 35.1 min Post-Dev Qp: 4.26 cfs MIN. RETENTION REQUIRED (cft): 13796.737-1 Post-Dev tc(hand calc's), 119.35 0.41 1.92 13756.50 12811.19 945.31 Overland...300'@ 1.3%=24.3min 120:35 0.41 1:91 1.37961'73' 12918.53 878.20 Gutter...1300' @ V=2.Oft/s=10.8min 121.35 0.40 1.90 13836.75 13025.88 810.87 0 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (single pipe-with orifice) Required Volume: 5225 (cft) Required QPre: 1.79 (cfs) 4 NOTE: If Flow out on "single pipe-no orifice" Diameter: 15 (inches) is greater than required Qpre, an orifice Length of Pipe: 5 (ft) must be used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.010 Head: 1.5 (ft) Slope of Pipe: 0.005 (ft/ft) Orifice Diameter: 7.4 (inches) Ke: 0.50 Area: 0.30 (sgft) Flow Out: 4.12 (cfs) Flow Out: 1.76 (cfs) H:/3465/001/Docs/Storm/DA 1-MB 7A-10YR.xls Printed 2/15/2005 NJMORRISON ^■ MAIERLE, INC. i Employee-Owned Company DA 1, MB 7A-25 YEAR STORM EVENT STORM SEWER FACILITIES PRE-DEVELOPMENT Pre-Dev Basin Area: 13.41 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr (vr) (in/hr) A B Overland Distance: 1475 ft 2 0.37 0.36 0.6 Overland Slope: 1.35 % 5 0.54 O:52 0.64 Storm Coeff.A: 0.78 10 0.67 0`.64 0.65 Storm Coeff. B: 0.64 25 0.81 0.78 0.64 Storm Intensity: 0.81 in/hr 50 0.96 0.92 0.66 Pre-Dev. t,: 56.3 min 100 1.05 1:01 0,67 Pre-Dev Qp: 2.18 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a * (DURATION) ^-(b) (City of Bozeman) -C)*(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS t-Dev Basin Area: 13.41 acres MIN. DETENTION REQUIRED (cft): .6307.53 Post-Dev C: 0.35 Storm Event: 25 yr Post-Dev. Pre-Dev. Overland Distance: 1600 ft Puncl Pond Required Overland Slope: 1.10 % Duration Intensity Uro:,; Volr.rnlc Volume Storage Storm Coeff. A: 0.78 (min) (in/hr) (cis; (Cft'i (cft) (cft) Storm Coeff. B: 0.64 Storm Intensity: 1.10 in/hr 21:}5 0.94 41.40 8804.14 3579.45 5224.70 AT: 1 min 14.,15 0.92 4.32 8895.67 3686.79 5208.88 Post-Dev t,: 35.1 min Post-Dev Qp: 5.16 cfs MiN. RETENTION REQUIRED (cft): 16932.21 Post-Dev tc(hand calc's): 119.35 0.41 1.92 13756.50 12811.19 945.31 Overland...300' @ 1.3%=24.3min 120:35. 0 41 '`` 1.9.1 1379.6.73 129°18 53 �'>878.20 Gutter...1300' @ V=2.Oft/s=10.8min 121.35 0.40 1.90 13836.75 13025.88 810.87 0 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (singie pipe-with orifice) Required Volume: 6308 (cft) Required Qpre: 2.18 (cfs) a 1(Flow out on "single pipe-no orifice" Diameter: 15 (inches) i gets&:-,r :,ian required Qpre, an orifice Length of Pipe: 45 (ft) -l at be used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.013 %/ Head: 1.5 (ft) Slope of Pipe: 0.005 (it/ft) Orifice Diameter: 7.4 (inches) Ke: 0.50 Area: 0.30 (sgft) Flow Out: 4.26 (cfs) Flow Out: 1.76 (cfs) H:/3465/001/Docs/Storm/DA 1-MB 7A-25YR.xls Printed 2/10/2005 DA 1, MB 7A 25YR OUTLET-P% Cross Section for Circular Channel Project Description Worksheet DA 1,MB 7A 25YR Ol Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.010 Channel Slope 005000 ft/ft Depth 0.90 ft Diameter 15.0 in Discharge 5.16 cfs 1 15.0 in 0.90 ft 1 1 V:1 N H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/10/05 03:20:47 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 A 1, MB 7A &7B, 25YR GUTTER C.-_CK Cross Section for Gutter Section Project Description Worksheet DA 1,MB 7A VB 25YR Gl Type Gutter Section Solve For Spread Section Data Channel Slope 012500 ft/ft Discharge 5.16 cfs Gutter Width 1.50 ft Gutter Cross Slol 0.063 ft/ft Road Cross Slop 0.030 ft/ft Spread 8.98 ft, Mannings Coeffic 0.013 818 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 H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic talcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/10/05 03:24:54 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 DA 1, MB 7A&7B 25YR CURB C, 33E Cross Section for Rectangular Channel Project Description Worksheet DA 1, MB 7A&7B 25YR C Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.013 Channel Slope 015000 ft/ft Depth 0.32 ft Bottom Width 2.830 ft Discharge 5.16 cfs 0.32 ft 2.830 tt 7 V:1L HA N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 03/03/05 09:51:36 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Appendix D MORRISON a MAIERLE, INC. Employee Owned Company DA 1 , MB 7B-10 YEAR STORM EVENT WEST DETENTION POND DESIGN AT NORTH END OF KIMBALL AVENUE PRE-DEVELOPMENT Pre-Dev Basin Area: 8.32 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 10 yr r) (in/hr) A B Overland Distance: 960 ft 2 0.42 0.36 0.6 Overland Slope: 1.3 % 5 0.62 0.52 0.64 Storm Coeff. A: 0.64 10 0.76 0.64 0.65 Storm Coeff. B: 0.65 25 0.92 0,78 0:64 Storm Intensity: 0.76 in/hr 50 1.10 0.92 0.66 Pre-Dev. t,: 46.0 min 100 1.211 1.01 0.67 Pre-Dev Qp: 1.27 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a (DURATION) " -(b) (City of Bozeman) t,=((1.8)-(1.1-C)*(DA(1/2)))/(S"(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS `-Dev Basin Area: 8.32 acres MIN. DETENTION REQUIRED (cft): 3049.02 Post-Dev C: 0.35 Storm Event: 10 yr Post-Dev. Pre-Dev Overland Distance: 1560 ft Pond Pond Required Overland Slope: 1.00 % Duration Intensity Qpost Volume Volume Storage Storm Coeff. A: 0.64 (min) iin/hr) (cfs) (cft) (cft) (cft) Storm Coeff. B: 0.65 Storm Intensity: 1.15 in/hr 23.18 1.19 146 4809.62 1760.60 3049.02 AT: 1 min 24.18 1.16 3.36 4881.25 1836.56 3044.69 Post-Dev t,: 24.4 min Post-Dev QP: 3.34 cfs MIN. RETENTION REQUIRED (cft): 8555.83 Post-Dev tr(hand calc's): 119.18 0.41 1.19 8530.85 9052.14 -521.29 Overland...60' @ 1.0%=11.9min 1220A,8 : -0::41 1.49 855:5-83 9128.09 -572.26 Gutter...1500' @ V=2.Oft/s=12.5min 121.18 0.41 1.18 8580.68 9204.04 -623.36 0 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (single pipe-with orifice) Required Volume: 3049 (cft) Required Qpre: 1.27 (cfs) e * NOTE: If Flow out on "single pipe-no orifice" Diameter: 15 (inches) is greater than required Qpre, an orifice Length of Pipe: 5 (ft) must be used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.010 Head: 1.5 (ft) Slope of Pipe: 0.005 (ft/ft) Orifice Diameter: 6.3 (inches) Ke: 0.50 Area: 0.21 (sgft) Flow Out: 4.12 (cfs) r Flow Out: 1.26 (cfs) H:/3465/001/Docs/Storm/DA 1-MB 7B-10YR.xls Printed 2/15/2005 MORRISON MAIERLE, INC. i Employee-Owned Company DA 1 , MB 7B-25 YEAR STORM EVENT STORM SEWER FACILITIES PRE-DEVELOPMENT Pre-Dev Basin Area: 8.32 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr r in/hr A B Overland Distance: 960 ft 2 0.42 0.36 0.6 Overland Slope: 1.3 % 5 0.62 0.52 0.64 Storm Coeff. A: 0.78 10 0.76 064 0.65 Storm Coeff. B: 0.64 25 0.92 0.78 0.64 Storm Intensity: 0.92 in/hr 50 1.10 0.92 0.66 Pre-Dev. tr: 46.0 min 100 1.21 1.01 0:67 Pre-Dev Qp: 1.54 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a * (DURATION)^ -(b) (City of Bozeman) tc=((1.8)*(1.1-C)"(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS '-Dev Basin Area: 8.32 acres MIN. DETENTION REQUIRED (cft): 366620 Post-Dev C: 0.35 Storm Event: 25 yr Past-Dev, Pre-Dev. Overland Distance: 1560 ft fond Pond Required Overland Slope: 1.00 % Duration Intensity (.),:, , Volume Volume Storage Storm Coeff. A: 0.78 (min) u;rhr) (cfs) __- (rfl:)�` (cft) (cft) Storm Coeff. B: 0.64 Storm Intensity: 1.39 in/hr 2<1.18 1.19 3.46. 4809.,62 1760.60 3049.02 AT: 1 min 24.18 1.16 3.36 4881.25 1836.56 3044.69 Post-Dev t,: 24.4 min Post-Dev Qp: 4.04 cfs MIN. RETENTION REQUIRED (cft): 10500.10 Post-Dev t,(hand calc's): 119.18 0.41 1.19 8530.85 9052.14 -521.29 Overland...60' @ 1.0%=11.9min 1�0;18 '.. '.t)`:41:: '' 14:19` ,8555 8�3 912',8.09 572.26 Gutter...1500' @ V=2.Oft/s=12.5min 121.18 0.41 1.18 8580.68 9204.04 -623.36 0 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (singly pipe-with orifice) Required Volume: 3666 (cft) Required Qpre: 1.54 (cfs) o 1�.0 I E. If Flow out on "single pipe-no orifice" Diameter: 15 (inches) r than required Qpre, an orifice Length of Pipe: 20. (ft) lust be used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.01:8- Head: 1.5 (ft) Slope of Pipe: 0.006 (ft/ft) Orifice Diameter: 6.3 (inches) Ke: 0.50 Area: 0.21 (sgft) Flow Out: 4.28 (cfs) Flow Out: 1.26 (cfs) H:/3465/001/Docs/Storm/DA 1-MB 7B-25YR.xls Printed 2/10/2005 DA 1, MB 713 25YR OUTLET-P% Cross Section for Circular Channel Project Description Worksheet DA 1,MB 78 25YR Ol Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.010 Channel Slope 005000 ft/ft Depth 0.76 ft Diameter 15.0 in Discharge 4.04 cfs 1 15.0 in 0.76 ft V:1 N H:1 N TS Project Engineer: Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/10/05 03:09:34 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 41, MB 7A & 7B, 25YR GUTTER C !CK Cross Section for Gutter Section Project Description Worksheet DA 1,MB 7A&7B 25YR Gl Type Gutter Section Solve For Spread Section Data Channel Slope 012500 ft/ft Discharge 5.16 cfs Gutter Width 1.50 ft Gutter Cross Slol 0.063 ft/ft Road Cross Slop 0.030 ft/ft Spread 8.98 ft Mannings Coeffic 0.013 8.98` 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 H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/10/05 03:24:54 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 DA 1, MB 7A &7B 25YR CURB C, 3E Cross Section for Rectangular Channel Project Description Worksheet DA 1, MB 7A$713 25YR C Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.013 Channel Slope 015000 ft/ft Depth 0.32 ft Bottom Width 2.830 ft Discharge 5.16 cfs 0.32 ft 2.830 ft V:1_L HA N TS Project Engineer:Mgrrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 03/03/05 09:51:36 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Appendix E NJMORRISON MAIERLE, INC. i Employee-Owned Company DA 2, MB 3A & 3B-10 YEAR STORM EVENT DETENTION POND DESIGN AT NORTH END OF CLIFDEN DRIVE PRE-DEVELOPMENT ,� ''` Pre-Dev Basin Area: 1.0.391cres P Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 10 yr c ( r) (in/hr) A B Overland Distance: 1750 ft 2 0.34 0.36 0.6 Overland Slope: 1.15 % 5 0.50 0.52 0.64 Storm Coeff. A: 0.64 10 0.61 0.64 0.65 Storm Coeff. B: 0.65 25 0.74 0.78 0.64 Storm Intensity: 0.61 in/hr 50 0.88 0.92 0.66 Pre-Dev. t.: 64.7 min 100 0.961 1.01 0.67 Pre-Dev Qp: 1.27 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a * (DURATION) ^-(b) (City of Bozeman) tc=((1.8)*(1.1-C)*(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS Pr,+-Dev Basin Area: 10.39 acres MIN. DETENTION REQUIRED (cft): 412911,61 Post-Dev C: 0.35 Storm Event: 10 yr Post-Dev. Pre-Dev. Overland Distance: 2010 ft Pond Pond Required Overland Slope: 1.00 % Duration Intensity Qp0st Volume Volume Storage Storm Coeff. A: 0.64 (min) (inlhr} (cfs) (cft) icft) (cft) Storm Coeff. B: 0.65 Storm Intensity: 0.93 in/hr 32.21 0:96 .149 6738 86 2447.25 4291.61 AT: 1 min 33.21 0.94 3.42 6811.37 2523.23 4288.13 Post-Dev t.: 33.9 min Post-Dev Qp: 3.37 cfs MIN. RETENTION REQUIRED (cft): 1`I)686,28' Post-Dev t,,(hand calc's), 119.21 0.41 1.49 10654.09 9058.34 1595.75 Overland...145' @ 1.0%=18.4min 120.21 0':41 1.48 10685.28 9.134.33 1550.95 Gutter...1865' @ V=2.Oft/s=15.5min 121.21 0.41 1.47 10716.31 9210.32 1505.99 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (single pipe-with orifice) Required Volume: 4292 (cft) Required Qpre: 1.27 (cfs) * NOTE: If Flow out on "single pipe-no orifice" Diameter: 15 (inches) is greater than required Qpre, an orifice Length of Pipe: 23 (ft) must be used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.010 Head: 1.5 (ft) Slope of Pipe: 0.005 (ft/ft) Orifice Diameter: 6.3 (inches)) Ke: 0.50 Area: -6.21-(sgft)- Flow Out: 4.42 (cfs) � Flow Out: 1.26 (cfs) H:/3465/001/Docs/Storm/DA 2-MB 3A AND 3B-CLIFDEN DETENTION POND-10YR.xls Printed 2/15/2005 MORRISON N MAIERLE, INC. i Employee-Owned Company DA 2, MB 3A & 3B-25 YEAR STORM EVENT STORM SEWER FACILITIES FOR CLIFDEN DETENTION POND OUTLET PIPE PRE-DEVELOPMENT Pre-Dev Basin Area: 10.39 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr (vr) (in/hr) A B Overland Distance: 1750 ft 2 0.34 0.36 0.6 Overland Slope: 1.15 % 5 0.50 0.52 0.64 Storm Coeff. A: 0.78 10 0.61 0.64 0.65 Storm Coeff. B: 0.64 25 0.74 0.78 0:64 Storm Intensity: 0.74 in/hr 50 0.88 0.92 0.66 Pre-Dev. tr: 64.7 min 100 0.96 1.01 0.67 Pre-Dev Qp: 1.54 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a * (DURATION)"-(b) (City of Bozeman) tc=((1.8)*(1.1-C)*(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS P--t-Dev Basin Area: 10.39 acres MIN. DETENTION REQUIRED (cft): ;ti=F5177 Post-Dev C: 0.35 Storm Event: 25 yr Prs- re-Dev. Overland Distance: 2010 ft and Required Overland Slope: 1.00 % Duration Intensity olume Storage Storm Coeff. A: 0.78 (min) ira/ (cft) (cft) Storm Coeff. B: 0.64 c I 0738.86 yStorm Intensity: 1.12 in/hr ''3 T94 2447.25 4291.61 AT: 1 min 3.42 6811.37 2523.23 4288.13 Post-Dev tc. 33.9 min Post-Dev Qp: 4.09 cfs IU¢� . . T ION REQUIRED (cft):`"13',1`13,49 Post-Dev t.(hand talc's); 119.21 0.41 1.49 10654.09 9058.34 1595.75 Overland...145' @ 1.0%=18.4min 120.21 0.41 1.48 10685.28 9134.33 1550.95 Gutter...1865' @ V=2.Oft/s=15.5min 121.21 0.41 1.47 10716.31 9210.32 1505.99 OUTLET STRUCTURE DESIGN OUTL�T STRUCTURE DESIGN (single pipe-no orifice) a pipe-with orifice) Required Volume: 5177 (cft) r Required QPre: 1.54 (cfs) l s If Flow out on "single pipe-no orifice" trff Diameter: 15 l cfa er than required Qpre, an orifice Length of Pipe: $ must be used to reduce flow. (see below) Head Water: 1� N: 0 Head: 1.5 (ft) Slope of Pipe: 0.0 ft Orifice Diameter: 6.3 (inches) Ke: 04$0 Area: 0.21 (sgft) Flow Out: 4.42 (cfs) Flow Out: 1.26 (cfs) H:/3465/001/Docs/Storm/DA 2-MB 3A AND 3B-CLIFDEN OUTLET-25YR.xls Printed 2/15/2005 X 2, MB 3A & 3B, 25YR GUTTER C CK Cross Section for Gutter Section Project Description Worksheet DA 2, MB 3A&3B 25YR GU Type Gutter Section Solve For Spread Section Data Channel Slope 005000 ft/ft Discharge 4.09 cfs Gutter Width 1.50 ft Gutter Cross Sloi 0.063 ft/ft Road Cross Slop 0.030 fUft Spread 9.81 ft Mannings Coeffic 0.013 - 0.00 - - - 0+00 0+02 0+04 0+06 0+08 0+10 0+12 V:1 H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\stormlhydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.00051 02/10/05 12:05:11 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 DA 1 8 3A & 313 25 YR CLIFDEN INLET . .4NG-RCP Cross Section for Circular Channel Project Description Worksheet DA 2, MB 3A&313 25YR CLIFDEN IN Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.013 Channel Slope 005000 ft/ft Depth 0.92 ft Diameter 15.0 in Discharge 4.09 cfs 15.0 in 0.92 ft V:1 N H:1 N TS Project Engineer: Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/10/05 11:59:01 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 DA 2, ME :& 3B 25 YR CLIFDEN INLETIOU?.,_T PIPING-PVC Cross Section for Circular Channel Project Description Worksheet DA 2, MB 3A&3B 25YR CLIFDEN INLETX Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.010 Channel Slope 00 Oft/ft Depth 0.76 ft Diameter 15.0 in Discharge 4.09 cfs 15.0 in 0.76 ft V:1 N H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic talcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/15/05 08:09:37 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 NJ MORRISON NMAIERLE, INC. i Employee-Owned Company DA 2, MB 3A & 3B-10 YEAR STORM EVENT DETENTION POND DESIGN AT NORTH END OF ENEBEE AVENUE PRE-DEVELOPMENT Pre-Dev Basin Area: 3.03 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 10 yr (yr) in/hr) A B Overland Distance: 460 ft 2 0.53 0.36 0.6 Overland Slope: 1.3 % 5 0.78 0.52 0.64 Storm Coeff. A: 0.64 10 0.97 0.64 0.65 Storm Coeff. B: 0.65 25 1.17 0.78 0.64 Storm Intensity: 0.97 in/hr 50 1.40 0.92 0.66 Pre-Dev.tr: 31.8 min 100 1.541 0.67 Pre-Dev Qp: 0.59 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a " (DURATION) ^-(b) (City of Bozeman) t�=((1.8)-(1.1-C)"(D"(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS P--t-Dev Basin Area: 3.03 acres MIN. DETENTION REQUIRED (cft): 19:77.0 Post-Dev C: 0.35 Storm Event: 10 yr Post-Dev. Pre-Dev. Overland Distance: 630 ft Pond Pond Required Overland Slope: 0.90 % Duration Intensity Qpost Volume Volume Storage Storm Coeff. A: 0.64 (min) (in/hr) (cfs) (cft) (Cft) (cft) Storm Coeff. B: 0.65 Storm Intensity: 1.54 in/hr 14.82 1:Z9 1.68 1497,74 520.66 977.08 AT: 1 min 15.82 1.52 1.61 1532.37 555.80 976.57 Post-Dev t.. 15.6 min Post-Dev Qp: 1.63 cfs MIN. RETENTION REQUIRED (cft): Post-Dev tc(hand calc's); 119.82 0.41 0.43 3112.62 4209.57 -1096.96 Overland...50' @ 1.0%=10.8min 120:82 041 0.43 3121.68 4244:71 -1123.02 Gutter...580' @ V=2.Oft/s=4.8min 121.82 0.40 0.43 3130.70 4279.84 -1149.14 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) ( )1 (single pipe-with orifice) Required Volume: 9 ,) Required Q, [ 0. � t ! " NOTE: Pipe going to the outlet structure will have the orifice attached and the orifice is calc'd below f e: I .! .r. e V1 er: 1.C�lSO (ft) N: 0.010 Head: 0.5 (ft) :j e of Pipe: 0.000 (ft/ft) Orifice Diameter: 5.6 (inches) Ke: 0.50 Area: T sgft) Flow Out: 0.00 (cfs) Flow Out: 0.58 (cfs) H:/3465/001/Docs/Storm/DA 2-MB 3A AND 3B-ENEBEE DETENTION POND-10YR.xls Printed 2/15/2005 NJ MORRISON aMAIERLE, INC. i Employee-Owned Company DA 2, MB 3A & 3B-25 YEAR STORM EVENT ENEBEE DETENTION POND OUTLET STORM SEWER FACILITIES PRE-DEVELOPMENT Pre-Dev Basin Area: 3.03 acres Pre-Dev C: 0.20 Storm Event Intensity Storm.Coeff.:(i) Storm Event: 25 yr r) (in/hr) A B Overland Distance: 460 ft 2 0.53 0.36 016 Overland Slope: 1.3 % 5 0.78 0.52 '0:64 Storm Coeff. A: 0.78 10 0.97 0:64 065 Storm Coeff. B: 0.64 25 1.17 0.78 0.64 Storm Intensity: 1.17 in/hr 50 1.40 0.92 0.66 Pre-Dev. t.: 31.8 min 100 1.54 1.01 0.67 Pre-Dev Qp: 0.71 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a ' (DURATION) ^-(b) (City of Bozeman) tr=((1.8)*(1.1-C)*(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS -Dev Basin Area: 3.03 acres MIN. DETENTION REQUIRED (cft): 11;69.74 Post-Dev C: 0.35 Storm Event: 25 yr P re-Dev. Overland Distance: 630 ft Nd 0-nd Required W Overland Slope: 0.90 % Duration Intensity Q , olume Storage Storm Coeff. A: 0.78 (min) (cft (cft) Storm Coeff. B: 0.64 ): Storm Intensity: 1.85 in/hr 59 �11�PAf 1497.74 520:66 977.08 AT: 1 min 52 1.61 1532.37 555.80 976.57 Post-Dev tr; 15.6 min Post-Dev QP: 1.96 cfs M6I. TENTION REQUIRED (cft): = 3831.27'. Post-Dev tc(hand talc's); 119.82 0.41 0.43 3112.62 4209.57 -1096.96 Overland...50' @ 1.0%=10.8min 120.82 0.41 0.43 3121.68 4244.71 -1123.02 Gutter...580' @ V=2.Oft/s=4.8min 121.82 0.40 0.43 3130.70 4279.84 -1149.14 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (single pipe-with orifice) Required Volume: 11 , Required Q 1: 1 * NO P' oin I ct R. have i� i r: t o ed - d n �I elow g f pe: f( i e er 0 (ft) (I, N: 0.010 ( ead.' " 0.5 (ft) { e of Pipe: 0.000 (ft/ft) fic Diameter: 5.6 (inches) Ke. 0.50 Area: 0.17 (sgft) Flow Out, 0.00 (cfs) Flow Out: 0.58 (cfs) H:/3465/001/Docs/Storm/DA 2-MB 3A AND 3B-ENEBEE OUTLET-25YR.xls Printed 2/15/2005 NJMORRISON MAIERLE, INC. i Employee-Owned Company DA 2, MB 3A & 3B-25 YEAR STORM EVENT CURB CHASE AT END OF ENEBEE AVENUE-EAST SIDE PRE-DEVELOPMENT Pre-Dev Basin Area: 2.36 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (1) Storm Event: 25 yr r) (in/hr) A B Overland Distance: 460 ft 2 0.53 0.36 0.6 Overland Slope: 1.3 % 5 0.78 0.52 0.64 Storm Coeff. A: 0.78 10 0.97 0.64 0.65 Storm Coeff. B: 0.64 25 1.17 078 0.64 Storm Intensity: 1.17 in/hr 50 1.40 0.92 0.66: Pre-Dev. tr: 31.8 min 100 1.54 1.01 0.67 Pre-Dev Qp: 0.55 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a " (DURATION) ^ -(b) (City of Bozeman) tc=((1.8)"(1.1-C)*(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS r -Dev Basin Area: 2.36 acres MIN. DETENTION REQUIRED (cft):' Post-Dev C: 0.35 Storm Event: 25 yr Post-Dev Pre-Dev. Overland Distance: 630 ft Fond Fond Required Overland Slope: 0.90 % Duration Intensity CAP y, Vdiume. Volume Storage Storm Coeff. A: 0.78 (min) (in/hr) ;cfs) (rft) (cft) (cft) Storm Coeff. B: 0.64 29.16 -!,(,,2 4.70 8225:14 2800.31 5424.83 Storm Intensity: 1.85 in/hr 00 15 1:')0 4i60 3322:78 2896-134 5426A4 AT: 1 min 3' '3 )8 4.50 8418.34 2992.37 5425.97 Post-Dev t., 15.6 min Post-Dev QP: 1.53 cfs MIN. RETENTION REQUIRED (cft): ';290„2"fie Post-Dev t.(hand talc's), 119.16 0.41 1.88 13461.99 11442.94 4. 9.05 Overland...50' @ 1.0%=10.8min 120.16 0.4.1 1_87 1.3:5.01.42 11.538:97 1962A6 Gutter...580' @ V=2.Oft/s=4.8min 121.16 0.41 1.86 13540.64 11634.99 1905.65 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (-.single pipe-with orifice) Required Volume: 911 (cft) Required QPre: 0.55 (cfs) 4 - - -- -• 10TE: If Flow out on "single pipe-no orifice" Diameter: 15 (inchc-S) :s ., ter than required Qpre, an orifice Length of Pipe: 2E,-.(ft) , must be used to reduce flow. (see below) Head Water: 1..=0 (ft) N: 0.0113 Head: 1.5 (ft) Slope of Pipe: 0.'006 (ft/ft) / Orifice Diameter: 7.0 (inches) Ke: 0.50 / Area: 0.27 (sgft) Flow Out: 4.32 (cfs) �'' Flow Out: 1.58 (cfs) H:/3465/001/Does/Storm/DA 2-MB 3A AND 3B-ENEBEE EAST CURB CHASE-25YR.xls Printed 2/15/2005 D , MB 3A & 313 25YR ENEBEE CURS .'PHASE Cross Section for Rectangular Channel Project Description Worksheet DA 2, MB 3A&3B 25YR ENEBE Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefflc 0.013 Channel Slope 015000 ft/ft Depth 0.15 ft Bottom Width 2.83 ft Discharge 1.53 cfs 0.1 ft .83 ft V:1N H:1 N TS Project Engineer: Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic talcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/15/05 09:02:30 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MORRISON MERLE, INC. i Employee Owned Company DA 2, MB 3A & 3B-25 YEAR STORM EVENT STORM SEWER FACILITIES PRE-DEVELOPMENT Pre-Dev Basin Area: 13.42 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr ( r) in/hr A B Overland Distance: 1750 ft 2 0.34 0.36 0:6 Overland Slope: 1.15 % 5 0.50 0.52 0`.64 Storm Coeff. A: 0.78 10 0.61 0:64 0.65 Storm Coeff. B: 0.64 25 0.74 0.78 0.64 Storm Intensity: 0.74 in/hr 50 0.88 0.92 0.66 Pre-Dev. t,: 64.7 min 100 0.96 1.01 0.67 Pre-Dev Qp: 2.00 cfs Equations Used: Qp =C i A (Modified Rational Method) i = a * (DURATION)^-(b) (City of Bozeman) 1-C)*(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS -Dev Basin Area: 13.42 acres MIN. DETENTION REQUIRED (cft): 6687� Post-Dev C: 0.35 Storm Event: 25 yr Post-Dev- Pre-Dev. Overland Distance: 2010 ft Pond Pond Required Overland Slope: 1.00 % Duration Intensity QP091 Volume_ Volume Storage Storm Coeff. A: 0.78 (min) (in/hr) i,cfs) (cft) (cft) (cft) Storm Coeff. B: 0.64 29.16 1 02 •4.70 8225A4 2800.31 5424.83 Storm Intensity: 1.12 in/hr 30 13 1 00 4;60 3322.78 2896.34 5426.44 AT: 1 min 3' 113 0.1)8 4.50 8418.34 2992.37 5425.97 Post-Dev t, 33.9 min Post-Dev Qp: 5.28 cfs MIN. RETENTION REQUIRED (cft): 17383.76 Post-Dev to(hand talc's), 119.16 0.41 1.88 13461.99 11442.94 2019.05 Overland...145' @ 1.0%=18.4min 120.16 0;41 1.87 12501.42 1-1'5.3,8.97 1962.46 Gutter...1865' @ V=2.Oft/s=15.5min 121.16 0.41 1.86 13540.64 11634.99 1905.65 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (-,single pipe-with orifice) Required Volume: 6687 (cft) Required Qpfe: 2.00 (cfs) --- ---- -�-' =-: If Flow out on "single pipe-no orifice" Diameter: 15 (inches) it�r than required Qpre, an orifice Length of Pipe: 25. (ft) used to reduce flow (see below) Head Water: 1..50 (ft) N: O.0 1:; Head: 1.5 (ft) Slope of Pipe: C 06 (fUft) / Orifice Diameter: 7.0 (inches) Ke: 0.50 -'� Area: 0.27 (sgft) Flow Out: 4.32 (cfs) Flow Out: 1.58 (cfs) H:/3465/001/Dots/Storm/DA 2-MB 3A AND 36-25YR.xls Printed 2/10/2005 A 2, MB 3A &313 25YR OUTLET-1:. r1VC Cross Section for Circular Channel Project Description Worksheet DA 2,MB 3A&3B 25YR OUT Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefric 0.010 Channel Slope 004000 fUft Depth 1.02 ft Diameter 15.0 in Discharge 5.28 cfs 15.0 in 1.02 ft V:1 N H:1 N TS Project Engineer: Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierie Inc FlowMaster v7.0[7.0005] 02/15/05 09:49:09 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 JA 2, MB 3A & 3B 25YR OUTLET-AA,CP Cross Section for Circular Channel Project Description Worksheet DA 2,MB 3A&3B 25YR OUT[ Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.013 Channel Slope 003000 ft/ft Depth 1.13 ft Diameter 18.0 in Discharge 5.28 cfs 18.0 in 1.13 ft 1 V:1 N H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.00051 02/15/05 09:49:36 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 NJMORRISON MAIERLE, INC. .n Employee Owned Company DA 2, MB 3A & 3B-25 YEAR STORM EVENT PRIVATE OWNERSHIP PRE-DEVELOPMENT Pre-Dev Basin Area: 5.89 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (1) Storm Event: 25 yr r (in/hr A B Overland Distance: 420 ft 2 0.56 0.36 0.6 Overland Slope: 1.5 % 5 0.83 0.52 0.64 Storm Coeff. A: 0.78 10 1.03 0.64 0.65 Storm Coeff. B: 0.64 25 1.24 0.78 0.64 Storm Intensity: 1.24 in/hr 50 1.49 0.92 0;66 Pre-Dev. t,: 29.0 min 1 100 1.64 1.01 0:67. Pre-Dev Qp: 1.46 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a " (DURATION)^-(b) (City of Bozeman) t,=((1.8)"(1.1-C)"(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS `-Dev Basin Area: 5.89 acres MIN. DETENTION REQUIRED (cft):; 2080.67 Post-Dev C: 0.35 Storm Event: 25 yr Post-Dev. Pre-Dev. Overland Distance: 420 ft Fond: ., Pond Required Overland Slope: 1.50 % Duration Intensity Qposf Volume Volume Storage Storm Coeff. A: 0.78 (min) tin/hr 1 _ fcfs (cftj (eft) (cft) Storm Coeff. B: 0.64 29.16 1.r;2 4.70 . 8225-14. 2800.31 5424.83 Storm Intensity: 1.40 in/hr 30-16 1,00 4.60 ff312.78 2896:34 5426.44 AT: 1 min 31:1 5 0,98 4.50 8418.34 2992.37 5425.97 Post-Dev t, 24.2 min Post-Dev Qp: 2.88 cfs MIN. RETENTI ION REQUIRED (cft):,! 7428A8 119.16 0.41 1.88 13461.99 11442.94 2019.05 120.16 0:41 ` 1:.87 13501�42; 1153$:97 1962.46 121.16 0.41 1.86 13540.64 11634.99 1905.65 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) '.(single pipe-with orifice) Required Volume: 2081 (cft) Required Qpfe: 1.46 (cfs) a --- - --- D-, : If Flow out on "single pipe-no orifice" ;Diameter: 15 (inches) is cnfater than required Qpre, an orifice Length of Pipe: 25:(ft) must be used to reduce flow. (see below) Head Water: 1.5G'(ft) N: 0.013. Head: 1.5 (ft) Slope of Pipe: 0,005 (ftlfti / Orifice Diameter: 7.0 (inches) Ke: 0*50 �� Area: 0.27 (sgft) Flow Out: 4.32 (cfs) " Flow Out: 1.58 (cfs) H:/3465/001/Docs/Storm/DA 2-MB 3A AND 313-PRIVATE OWNERSHIP-25YR.xls Printed 2/15/2005 DA 2, _B 3A & 3B 25YR OUTLET W/PRIVY►.a-18" ARCP Cross Section for Circular Channel Project Description Worksheet DA 2, MB 3A&3B 25YR OUTLET W/F Flow Element Circular Channel Method Manning's Fonnula Solve For Channel Depth Section Data Mannings Coeffic 0.013 Channel Slope 005500 ft/ft Depth 1.31 ft Diameter 18.0 in Discharge 8.16 cfs 18.0 in 1.31 ft V:1 N H:1 N TS Project Engineer: Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic talcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/15/05 09:50:58 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MORRISON 0 MAIERLE, INC. n Employee-Owned Company CURB CHASE ON DURSTON ROAD-25YR NORTH OF PRIVATE OWNERSHIP LAND PRE-DEVELOPMENT Pre-Dev Basin Area: 1.50 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr ( r) in/hr A B Overland Distance: 350 ft 2 0.59 0.36 0.6 Overland Slope: 1.5 % 5 0.88 0.52 0.64 Storm Coeff. A: 0.78 10 1.09 0.64 0.65 Storm Coeff. B: 0.64 25 1.32 0.78 0.64 Storm Intensity: 1.32 in/hr 50 1.58 0.92 0.66 Pre-Dev. t,,: 26.5 min 100 1.75 1.01 O:67 Pre-Dev Qp: 0.40 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a * (DURATION) ^-(b) (City of Bozeman) t�=((1.8)*(1.1-C)*(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS `-Dev Basin Area: 1.50 acres MIN. DETENTION REQUIRED (cft):° 160068' Post-Dev C: 0.70 Storm Event: 25 yr Pcst-Dev. Pre-Dev. Overland Distance: 1070 ft 'Pond Pond Required Overland Slope: 0.75 % Duration Intensity C2r031 Volume Volume Storage Storm Coeff. A: 0.78 (min) •;in/hr) (cft) (cft) Storm Coeff. B: 0.64 Storm Intensity: 1.96 in/hr 33.35 0.94 4.40 8:8'04: f4 357RA& 5224.70 AT: 1 min 34;35 0.92 4.32 8895.67 3686.79 5208.88 Post-Dev tr, 14.2 min Post-Dev Qp: 2.06 cfs MIN:RETENTION REQUIRED (cft):z.z:35 J119:0, Post-Dev tc(hand calc's), 119.35 0.41 1.92 13756.50 12811.19 945.31 Overland...20' @ 1.0%=5.4min 120.35 0.41 1.91 13796.73 12918.53 87820 Gutter...1050' @ V=2.Oft/s=8.8min 121.35 0.40 1.90 13836.75 13025.88 810.87 0 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (si:`n;gi)e pipe-with orifice) Required Volume: 1601 (cft) Required Qpre: 0.40 (cfs) 4 7r_. If Flow out on "single pipe-no orifice" Diameter: 15 (inches) c -__,per than required Qpre, an orifice Length of Pipe: 5 (ft.) �'' must be used to reduce flow. (see below) Head Water: 1.5O f t) N: 0.010 Head: 1.5 (ft) Slope of Pipe: 0.005 (ft1ft) Orifice Diameter: 7.4 (inches) Ke: 0.50 Area: 0.30 (sgft) Flow Out: 4.12 (cfs) Flow Out: 1.76 (cfs) H:/3465/001/Docs/Storm/CURB CHASE ON DURSTON-25YR.xls Printed 2/16/2005 DURSTON CURB CHASE Cross Section for Rectangular Channel Project Description Worksheet DURSTON CUR Flow Element Rectangular Ch. Method Manning's Formi Solve For Channel Depth Section Data Mannings Coeffic 0.013 Channel Slope 015000 ft/ft Depth 0.18 ft Bottom Width 2.83 ft Discharge 2.06 cfs _r 0.18 ft -� 2.83 ft - —� V:1 H:1 N TS Project Engineer: Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/16/05 02:57:44 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Appendix F MORRISON MAIERLE, INC. n Employee-Owned Company DA 2, MB 4,5,6-10 YEAR STORM EVENT DETENTION POND DESIGN AT WEST END OF EAST PERRY STREET PRE-DEVELOPMENT Pre-Dev Basin Area: 22.97 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 10 yr r in/hr A B Overland Distance: 1200 ft 2 0.39 0.36 0.6 Overland Slope: 1.2 % 5 0.56 0.52 0:64 Storm Coeff. A: 0.64 10 0.70 0.64 0.65 Storm Coeff. B: 0.65 25 0.85 0.78 0.64 Storm Intensity: 0.70 in/hr 50 1.00 0.92 0.66 Pre-Dev. tr: 52.8 min 100 1.10 1.01 0.67 Pre-Dev Qp: 3.19 cfs Equations Used: Qp = C i A (Modified Rational Method) i =a * (DURATION)^ -(b) (City of Bozeman) tr=((1.8)*(1.1-C)*(D^(1/2)))/(S^(1/3)) (FAA, USDOT,A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS ,t-Dev Basin Area: 22.97 acres MIN. DETENTION REQUIRED (cft): 8701.80 Post-Dev C: 0.35 Storm Event: 10 yr Post-Dev. Pre-Dev. Overland Distance: 2000 ft Pond Pond Required Overland Slope: 0.85 % Duration Intensity Qpost Volume Volume Storage Storm Coeff. A: 0.64 (min) (in/hr) (cfs) (cft) (cft) (cft) Storm Coeff. B: 0.65 Storm Intensity: 0.91 in/hr 32.97 0.94 7'.59 15020.25 6318.45 870.1.80 AT: 1 min 33.97 0.93 7.45 15178.18 6510.13 8668.05 Post-Dev t,: 34.7 min Post-Dev QP: 7.35 cfs MIN. RETENTION REQUIRED (cft):: 23674.97 Post-Dev tc(hand calc's), 119.97 0.41 3.28 23606.29 22993.89 612.40 Overland...160' @ 1.0%=19.4min 120.:97` 0.41 3.26 23674.97 23185.56 489.42 Gutter...835' @ V=2.Oft/s=7.Omin 121.97 0.40 3.24 23743.29 23377.23 366.06 Pipe...1000' @ V=2.Oft/s=8.3min OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (single pipe-with orifice) Required Volume: 8702 (cft) Required Qpre: 3.19 (cfs) f - * NOTE: If Flow out on "single pipe-no orifice" Diameter: 18 (inches) is greater than required Qpre, an orifice Length of Pipe: 175 (ft) must be used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.013 Head: 1.5 (ft) Slope of Pipe: 0.006 (ft/ft) Orifice Diameter: 9.9 (inches) Ke: 0.50 Area: 0.53 (sgft) Flow Out: 6.72 (cfs) Flow Out: 3.15 (cfs) H:/3465/001/Docs/Storm/DA 2-MB 4,5,6-10YR.xls Printed 3/3/2005 MORRISON MAIERLE, INC. Employee-Owned Company DA 2, MB 4,5,6-25 YEAR STORM EVENT STORM SEWER FACILITIES PRE-DEVELOPMENT Pre-Dev Basin Area: 22.97 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr ( r) (in/hr) A B Overland Distance: 1200 ft 2 0.39 0.36 0.6 Overland Slope: 1.2 % 5 0.56 0.52 0.64 Storm Coeff. A: 0.78 10 0.70 0.64 0.65 Storm Coeff. B: 0.64 25 0.85 0.78 0:64 Storm Intensity: 0.85 in/hr 50 1.00 0.92 0:66 Pre-Dev. t,: 52.8 min 100 1.10 1.01 0.67 Pre-Dev Qp: 3.89 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a ' (DURATION)" -(b) (City of Bozeman) t,=((1.8)-(1.1-C)"(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS `-Dev Basin Area: 22.97 acres MIN. DETENTION REQUIRED (cft): 10505.83 Post-Dev C: 0.35 Storm Event: 25 yr Post-Dev. Pre-Dev, Overland Distance: 2000 ft Pond Pond Required Overland Slope: 0.85 % Duration Intensity rcont Volume: Volume Storage Storm Coeff.A: 0.78 (min) (in/hr) (cfs) (cft) (cft) (cft) Storm Coeff. B: 0.64 Storm Intensity: 1.11 in/hr 32.97 0.94 7;59 -i 5020.25 6318.45 8701.80 AT: 1 min '1197 0.93 7.45 15178.18 6510.13 8668.05 Post-Dev t,, 34.7 min Post-Dev QP: 8.90 cfs Iftift REi ELATION REQUIRED (cft): ,,.246,; Post-Dev tc(hand talc's); 119.97 0.41 3.28 23606.29 22993.89 612.40 Overland...160' @ 1.0%=19.4min 120.97 0.41 3.26 23674.97 23185.56 489.42 Gutter...835' @ V=2.0ft/s=7.0min 121,97 0.40 3.24 23743.29 23377.23 366.06 Pipe...1000' @ V=2.0ft/s=8.3min OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (sl xgle pipe-with orifice) Required Volume: 10506 (cft) Required Qpfe: 3.89 (cfs) 4 ---- '`NQTF, If Flow out on "single pipe-no orifice" Diameter: 15 (inches) �., ' ; cjvi°;s,;jter than required Qpre, an orifice Length of Pipe: 175 (ft) must be used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.0'3 Head: 1.5 (ft) Slope of Pipe: 0.006 (ft/ft) Orifice Diameter: 9.9 (inches) Ke: 0.50 Area: 0.53 (sgft) Flow Out: 4.77 (cfs) p' Flow Out: 3.15 (cfs) H:/3465/001/Does/Storm/DA 2-MB 4,5,6-25YR.xls Printed 2/8/2005 bA 2, MB 4,5,6 25 YR OUTLET-RC Cross Section for Circular Channel Project Description Worksheet DA 2, MB 4,5,6 25YR OL Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.013 Channel Slope 007000 ft/ft Depth 1.25 ft Diameter 18.0 in Discharge 8.90 cfs 18.0 in 1.25 ft V:1 _. HA N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\gutter spreads-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/08/05 03:07:41 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MORRISON 0 MAIERLE, INC. Employee-Owned Company DA 2, MB 4,5,6-25 YEAR STORM EVENT INLET PIPING AT WEST END OF CASCADE STREET PRE-DEVELOPMENT Pre-Dev Basin Area: 11.46 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr NO in/hr) A° B Overland Distance: 780 ft 2 0.46 0.36 0.6 Overland Slope: 1.54 % 5 0.68 0.52 .0.64 Storm Coeff. A: 0.78 10 0.84 0.64 0.65 Storm Coeff. B: 0.64 25 1.02 0.78 064 Storm Intensity: 1.02 in/hr 50 1.22 0.'92 0;66 Pre-Dev. t.: 39.2 min 100 1.34 1.01` OZ7 Pre-Dev Qp: 2.35 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a (DURATION)"-(b) (City of Bozeman) tc=((1.8)-(1.1-C)*(D^(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS '-Dev Basin Area: 11.46 acres MIN. DETENTION REQUIRED (cft): 4534.12' Post-Dev C: 0.35 Storm Event: 25 yr Post-Devi Pre-Dev. Overland Distance: 2000 ft Fond Pond Required Overland Slope: 0.85 % Duration Intensity Q;,i,S; Volume Volume Storage Storm Coeff. A: 0.78 (min) (inlhr) (;fs') (cft)_ (cft) (cft) Storm Coeff. B: 0.64 Storm Intensity: 1.17 in/hr 32.97 0.94 7.59 15020.25 631$:45 8701.80 AT: 1 min 33,97 0.93 7.45 15178.18 6510.13 8668.05 Post-Dev tc. 32.0 min Post-Dev Qp: 4.68 cfs MIN.RETENTION REQUIRED (cft): ' 14385.40 Post-Dev t,(hand talc's), 119.97 0.41 3.28 23606.29 22993.89 612.40 Overland...160' @ 1.0%=19.4min 120:97 0:4;1 3:26 236:749.7 23.185.56 489.42 Gutter...835' @ V=2.Oft/s=7.Omin 121.97 0.40 3.24 23743.29 23377.23 366.06 Pipe...670' @ V=2.0ft/s=5.6min OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (si.rlg:l pipe-with orifice) Required Volume: 4534 (cft) Required Qpfe: 2.35 (cfs) f --•--- `,NOTE:: If Flow out on "single pipe-no orifice" Diameter: 15 (inches) ctc.::, : r than required Qpre, an orifice Length of Pipe: 175 (11) must be used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.01"'i Head: 1.5 (ft) Slope of Pipe: 0.006 (ft/ft) / Orifice Diameter: 9.9 (inches) Ke: 0.60 a// Area: 0.53 (sgft) Flow Out: 4.77 (cfs) Flow Out: 3.15 (cfs) H:/3465/001/Dots/Storm/DA 2-MB 4,5,6-CASCADE INLET PIPING-25YR.xls Printed 2/9/2005 DA . ;B 4,5,6 25YR CASCADE INLET PI 'G-PVC Cross Section for Circular Channel Project Description Worksheet DA 2, MB 4,5,6 25YR CASCAC Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings C6effic 0.010 Channel Slope 005000 ft/ft Depth 0.84 ft Diameter 15.0 in Discharge 4.68 cfs 15.0 in 0.84 ft f / V:1 H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/09/05 10:04:44 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 DA 2 3 4,5,6 25YR CASCADE INLET PIF G-RCP Cross Section for Circular Channel Project Description Worksheet DA 2,MB 4,5,6 25YR CASCADE INI Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.013 Channel Slope 006000 ft/ft Depth 0.96 ft Diameter 15.0 in Discharge 4.68 cfs 15.0 in 0.96 ft V:1 H:1 N TS Project Engineer: Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/09/05 10:05:22 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MORMSON N NWERLE, INC. Employee-Owned Company DA 2, MB 4,5,6-25 YEAR STORM EVENT INLET PIPING AT WEST END OF EAST PERRY STREET PRE-DEVELOPMENT Pre-Dev Basin Area: 8.32 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr ( r) (in/hr) A B Overland Distance: 750 ft 2 0.45 0.36 0:6 Overland Slope: 1.3 % 5 0.67 0.52 0.64 Storm Coeff. A: 0.78 10 0.82 0.64 0.65 Storm Coeff. B: 0.64 25 1.00 0.78 0.64 Storm Intensity: 1.00 in/hr 50 1.19 0.92 0.66 Pre-Dev. t,: 40.7 min 100 1.31 1.01; OZ7 Pre-Dev Qp: 1.67 cfs Equations Used: Qp = C i A (Modified Rational Method) i =a * (DURATION}^-(b) (City of Bozeman) tv=((1.8) (1.1-C)"(D"(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS r `-Dev Basin Area: 8.32 acres MIN. DETENTION REQUIRED (cft):' .349xk8` Post-Dev C: 0.35 Storm Event: 25 yr Post-Dev. Pre-Dev. Overland Distance: 2000 ft f'nnd Pond Required Overland Slope: 0.85 % Duration Intensity CO15c Volume Volume Storage Storm Coeff.A: 0.78 (min) lug!;� r (cfs; _!cft) (cft) (cft) Storm Coeff. B: 0.64 Storm Intensity: 1.39 in/hr 32.97 0.94 7:59 15020.25 631.8.45 8701.80 AT: 1 min 33.97 0.93 7.45 15178.18 6510.13 8668.05 Post-Dev t,: 24.4 min Post-Dev Qp: 4.04 cfs MIN. RETENTION REQUIRED (cft): 10209.95 Post-Dev tc(hand calc's): 119.97 0.41 3.28 23606.29 22993.89 612.40 Overland...140' @ 1.0%=18.1 min 120.97 0.41 3:26 23674.97 23185.56 489.42 Gutter...750' @ V=2.Oft/s=6.3min 121.97 0.40 3.24 23743.29 23377.23 366.06 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (sirigte pipe-with orifice) Required Volume: 3490 (cft) Required Qpre: 1.67 (cfs) ?`J(TTE: if Flow out on "single pipe-no orifice" Diameter: 15 (inches) .'` cln -r;_;;r than required Qpre, an orifice Length of Pipe: 17 (It) must be used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.01 Head: 1.5 (ft) Slope of Pipe: 0.006 (fffft) Orifice Diameter: 9.9 (inches) Ke: 0.50 Area: 0.53 (sgft) Flow Out: 4.77 (cfs) Flow Out: 3.15 (cfs) H:/3465/001/Docs/Storm/DA 2-MB 4,5,6-EAST PERRY INLET PIPING-25YR.xls Printed 2/16/2005 DA 2, i4,5,6 25YR EAST PERRY INLET F `SIG-PVC Cross Section for Circular Channel Project Description Worksheet DA 2,MB 4,5,6 25YR EAST PERRY II` Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.010 Channel Slope 005000 ft/ft Depth 0.76 ft Diameter 15.0 in Discharge 4.04 cfs 1 15.0 in i 0.76 ft t t V:1 N HA N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic talcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/16/05 09:53:05 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 IA 2, MB 4,5,6, 25YR GUTTER CHI C Cross Section for Gutter Section Project Description Worksheet DA 2, MB 4,5,6 25YR GUT Type Gutter Section Solve For Spread Section Data Channel Slope 005000 ft/ft Discharge 4.04 cfs Gutter Width 1.50 ft Gutter Cross Slot 0.063 ft/ft Road Cross Slop 0.030 ft/ft Spread 9.76 ft Mannings Coeffic 0.013 0.00 0+00 0+02 0+04 0+06 0+08 0+10 0+12 V:1 N H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\gutter spreads-ph3.fm2 Morrison-Malerle Inc FlowMaster v7.0[7.0005] 02/08/05 03:03:04 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Appendix G MORRISON 0 MAIERLE, INC. n Employee-Owned Company DA 29 MB 7&8-10 YEAR STORM EVENT DETENTION POND DESIGN AT WEST END OF FOSTER STREET PRE-DEVELOPMENT Pre-Dev Basin Area: 19.35 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 10 yr ( r) (in/hr) A B Overland Distance: 1100 ft 2 0.40 0.36 0.6 Overland Slope: 1.2 % 5 0.58 0.52 0.64 Storm Coeff. A: 0.64 10 0.72 0.64 0.65 Storm Coeff. B: 0.65 25 0.87 0.78 0.64 Storm Intensity: 0.72 in/hr 50 1.03 0.92 0.66 Pre-Dev. tc: 50.6 min 100 1.13 1.01 0.67 Pre-Dev Qp: 2.77 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a (DURATION) ^-(b) (City of Bozeman) t�=((1.8)*(1.1-C)''(D^(1/2)))/(S^(1/3)) (FAA, USDOT,A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS ,t-Dev Basin Area: 19.35 acres MIN. DETENTION REQUIRED (cft): .. :7317.38" Post-Dev C: 0.35 Storm Event: 10 yr Post-Dev. Pre-Dev. Overland Distance: 1570 ft Pond Pond Required Overland Slope: 1.00 % Duration Intensity Qpost Volume Volume Storage Storm Coeff. A: 0.64 (min) (in/hr) (cfs) (cft) (cft) (cft) Storm Coeff. B: 0.65 Storm Intensity: 1.05 in/hr 26.79 1 08. 7.32 11767.09� 4449.7°f;, 7317.38 AT: 1 min 27.79 1.06 7.15 11918.99 4615.81 7303.19 Post-Dev t, 28.2 min Post-Dev Qp: 7.08 cfs MIN. RETENTION REQUIRED (cft): 19933.77 Post-Dev t,(hand calc's): 119.79 0.41 2.77 19875.85 19896.63 -20.78 Overland...140'@ 1.0%=18.1 min 120.79 0.41 2.75• 19933.77 20062.73 -128.96 Gutter...750' @ V=2.Oft/s=6.3min 121.79 0.40 2.74 19991.37 20228.83 -237.45 Pipe...680'() V=3.0ft/s=3.8min OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (single pipe-with orifice) Required Volume: 7317 (cft) Required Qpre: 2.77 (cfs) a * NOTE: If Flow out on "single pipe-no orifice" Diameter: 18 (inches) is greater than required Qpre, an orifice Length of Pipe: 150 (ft) must be used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.013 Head: 1.5 (ft) Slope of Pipe: 0.006 (ft/ft) Orifice Diameter: 9.3 (inches) Ke: 0.50 Area: 0.47 (sgft) Flow Out: 6.55 (cfs) Flow Out: 2.75 (cfs) H:/3465/001/Docs/Storm/DA 2-MB 7 & 8-10YR.xls Printed 3/3/2005 MORRISON a MAIERLE, INC. Employee-Owned Company DA 2, MB 7&8-25 YEAR STORM EVENT STORM SEWER FACILITIES PRE-DEVELOPMENT Pre-Dev Basin Area: 19.35 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr r) in/hr A B Overland Distance: 1100 ft 2 0A0 0.36 0.6 Overland Slope: 1.2 % 5 0.58 0.52 0.64 Storm Coeff.A: 0.78 10 0.72 0.64 0.65 Storm Coeff. B: 0.64 25 0.87 0.78 0.64 Storm Intensity: 0.87 in/hr 50 1.03 0.92 0.66 Pre-Dev. t,: 50.6 min 100 1.13 1.01 0:67 Pre-Dev Qp: 3.37 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a *(DURATION)^-(b) (City of Bozeman) tc=((1.8)*(1.1-C)*(D"(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS '-Dev Basin Area: 19.35 acres MIN. DETENTION REQUIRED(cft): 881z:16 Post-Dev C: 0.35 Storm Event: 25 yr Post-Dev. Pre-Dev. Overland Distance: 1570 ft Pond Pond Required Overland Slope: 1.00 % Duration Intensity Qpost Volume Volume Storage Storm Coeff. A: 0.78 (min) (in/hr) (cfs) (cft) (cft) cft) Storm Coeff. B: 0.64 Storm Intensity: 1.26 in/hr 26.79 1.08 7.32 11767.09 4449.71 7317.38 AT: 1 min 27.79 1.06 7.15 11918.99 4615.81 7303.19 Post-Dev t, 28.2 min Post-Dev Qp: 8.56 cfs MIN. RETENTION REQUIRED (cft): 24464>86 Post-Dev t.(hand calc's): 119.79 0.41 2.77 19875.85 19896.63 -20.78 Overland...140' @ 1.0%=18.1min 120.79 0.41 2.75 19933.77 20062.73 -128.96 Gutter...750' @ V=2.Oft/s=6.3min 121.79 0.40 2.74 19991.37 20228.83 -237.45 Pipe...680' @ V=3.Oft/s=3.8min OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (single pipe-with orifice) Required Volume: 8812 (cft) Required Qpre: 3.37 (cfs) •E * NOTE: If Flow out on "single pipe-no orifice" Diameter: 15 (inches) is greater than required Qpre, an orifice Length of Pipe: 150 (ft) must be used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.013 Head: 1.5 (ft) Slope of Pipe: 0.006 (ft/ft) Orifice Diameter: 9.3 (inches) Ke: 0.50 Area: 0.47 (sgft) Flow Out: 4.74 (cfs) Flow Out: 2.75 (cfs) H:/3465/001/Docs/Storm/DA 2-MB 7 & 8-25YR.xls Printed 2/9/2005 IDA 2, MB 7 & 8 25YR OUTLET-RC' Cross Section for Circular Channe, Project Description Worksheet DA 2, MB 7&8 25YR Ol Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.013 Channel Slope 006000 ft/ft Depth 1.32 ft Diameter 18.0 in Discharge 8.56 cfs 18.0 in 1.32 ft V:1 Hi:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic ca1cs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/09/05 10:12:09 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MORRISON MAIERLE, INC. i Employee-Owned Company DA 2, MB 7&8-25 YEAR STORM EVENT INLET PIPING AT WEST END OF WATERS STREET PRE-DEVELOPMENT Pre-Dev Basin Area: 5.27 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr ( r) (in1hr) A B Overland Distance: 600 ft 2 0.47 0.36 0.6 Overland Slope: 1.1 % 5 0.69 052 0.64 Storm Coeff. A: 0.78 10 0.85 0.64 0.65 Storm Coeff. B: 0.64 25 1.04 _ 078 '0.64 Storm Intensity: 1.04 in/hr 50 1.23 0 92 0.66 Pre-Dev. t,: 38.4 min 100 1.36 1.01 0.67 Pre-Dev Qp: 1.09 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a "(DURATION) ^-(b) (City of Bozeman) t�=((1.8)*(1.1-C)"(D^(1/2)))/(S^(1/3)) (FAA, USDOT,A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS `-Dev Basin Area: 5.27 acres MIN. DETENTION REQUIRED (cft):? 2157.38 Post-Dev C: 0.35 Storm Event: 25 yr Post-Dev. Pre-Dev. Overland Distance: 890 ft Fond Pond Required Overland Slope: 0.75 % Duration Intensity Qpos, Volume Volume Storage Storm Coeff. A: 0.78 (min) (in/hr) icfs) cft (cft) (cft) Storm Coeff. B: 0.64 Storm Intensity: 1.39 in/hr 26.79 1,08 7. 2 11767.09 4449.71 7317,38 AT: 1 min 2'71 79 1 06 7.15 11918.99 4615.81 7303.19 Post-Dev tc, 24.4 min Post-Dev Qp: 2.56 cfs MIN: RETENTION REQUIRED (cft): :�5PW6f5- Post-Dev tc(hand talc's), 119.79 0.41 2.77 19875.85 19896.63 -20.78 Overland...140' @ 1.0%=18.1 min 120.79 041 2.75 19.933.77 20062.73 -128 96 Gutter...750' @ V=2.Oft/s=6.3min 121.79 0.40 2.74 19991.37 20228.83 -2374 5 0 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (sin.gie'Pipe-with orifice) Required Volume: 2157 (cft) Required Qpfe: 1.09 (cfs) a- --- - i +;:-E'; li glow out on "single pipe-no orifice" Diameter: 15 (inches) an required Qpre, an orifice Length of Pipe: 150 (f±) / r_ t be used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.013 Head: 1.5 (ft) Slope of Pipe: 0.006 (ft/ft) / Orifice Diameter: 9.3 (inches) Ke: 0.50 Area: 0.47 (sgft) Flow Out: 4.74 (cfs) Flow Out: 2.75 (cfs) H:/3465/001/Dots/Storm/DA 2-MB 7 & 8-WATERS INLET PIPING-25YR.xls Printed 2/9/2005 DA.9 MB 7 & 8 25YR WATERS INLET PIPING-PVC Cross Section for Circular Chanel. Project Description Worksheet DA 2, MB 7&8 25YR WATERS INI. Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.010 Channel Slope 005000 ft/ft Depth 0.57 ft Diameter 15.0 in Discharge 2.56 cfs 1 15.0 in j� 0.57 ft t 1 V:1 N H:1 N TS Project Engineer: Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/09/05 10:27:46 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 DA 7 NIB 7 & 8 25YR WATERS INLET PIPIA�G-RCP Cross Section for Circular Chanre__ Project Description Worksheet DA 2,MB 7&8 25YR WATERS INI Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.013 Channel Slope 005000 ft/ft Depth 0.67 ft Diameter 15.0 in Discharge 2.56 cfs 1-5-.0 in - 0.67 ft 1 t V:1 H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic talcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/09/05 10:28:35 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 MORRISON 0 MAIERLE, INC. i Employee-Owned Company DA 2, MB 7&8-25 YEAR STORM EVENT INLET PIPING AT NORTH END OF ALLEY 8 PRE-DEVELOPMENT Pre-Dev Basin Area: 2.00 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr ( r) (in/hr) A B Overland Distance: 675 ft 2 0.47 0.36 0.6 Overland Slope: 1.25 % 5 0.68 0.52 0.64 Storm Coeff. A: 0.78 10 0.85 0.64 0.65 Storm Coeff. B: 0.64 25 1.03 0.78 0.64 Storm Intensity: 1.03 in/hr 50 1.22 0.92 0.66 Pre-Dev. tr: 39.1 min 100 1.35 1.01 0.67 Pre-Dev Qp: 0.41 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a " (DURATION)^-(b) (City of Bozeman) t�=((1.8)*(1.1-C)''(D"(1/2)))/(S"(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS -t-Dev Basin Area: 2.00 acres MIN. DETENTION REQUIRED (cft): 831.23 Post-Dev C: 0.35 Storm Event: 25 yr Post-Dev. Pre-Dev_ Overland Distance: 720 ft Pond Fond Required Overland Slope: 1.50 % Duration Intensity QPoy, Volume Volume Storage Storm Coeff. A: 0.78 (min) (in/hr.) _ icy (rft_ (cft) (cft) Storm Coeff. B: 0.64 Storm Intensity: 1.67 in/hr 26:79 1.08 7.32 11167,09 4449.71 7317.38 AT: 1 min 2779 1.06 7.15 11918.99 4615.81 7303.19 Post-Dev t.: 18.2 min Post-Dev QP: 1.17 cfs MIN RETEiNTION REQUIRED (cft): 2455.19 Post-Dev tc(hand calc's): 119.79 0.41 2.77 19875.85 19896.63 -20.78 Overland...70' @ 1.0%=12.8min 120.79 0.41 2.75 19933.77 20062.73 -128.96 Gutter...650' @ V=2.Oft/s=5.4min 121.79 0.40 2.74 19991.37 20228.83 -237.45 0 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (single pipe-with orifice) Required Volume: 831 (cft) Required Qpre: 0.41 (cfs) a Ifi Flow out on "single pipe-no orifice" Diameter: 15 (inches) / i !-,an required Qpre, an orifice Length of Pipe: 150 (ft) / r be used to reduce flow. (see below) Head Water: 1.50 (ft) j N: 0.013 / Head: 1.5 (ft) Slope of Pipe: 0.006 (, ,/ii) Orifice Diameter: 9.3 (inches) Ke: 0.50 /' Area: 0.47 (sgft) Flow Out: 4.74 (cfs) Flow Out: 2.75 (cfs) H:/3465/001/Docs/Storm/DA 2-MB 7 & 8-ALLEY8-FOSTER INLET-25YR.xls Printed 3/3/2005 DA 2. MB 7 &8 25YR ALLEY8 INLET PIPING-RCP Cross Section for Circular Chan, Project Description Worksheet DA 2,MB 7&8 25YR ALLEY8 INLF Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.013 Channel Slope 005000 ft/ft Depth 0.48 ft Diameter 12.0 in Discharge 1.17 cfs A j 12.0 in 0.48 ft 1 1 V:1 H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Malerle Inc FlowMaster v7.0[7.0005] 03/03/05 02:53:58 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA '+1-203-755-1666 Page 1 of 1 MORRISON 0 MAIERLE, INC. n Employee-Owned Company DA 2, MB 7&8-25 YEAR STORM EVENT CURB CHASE AT WEST END OF FOSTER STREET PRE-DEVELOPMENT Pre-Dev Basin Area: 9.14 acres Pre-Dev C: 0.20 Storm Event Intensity Storm Coeff. (i) Storm Event: 25 yr r in/hr A B Overland Distance: 750 ft 2 0.45 0.36 0.6 Overland Slope: 1.25 % 5 0.66 0.52 0.64 Storm Coeff. A: 0.78 10 0.82 0.64 0.65 Storm Coeff. B: 0.64 25 0.99 0.78 0.64 Storm Intensity: 0.99 in/hr 50 1.18 0.92 0.66 Pre-Dev. tr: 41.2 min 100 1.30 1.01 0.67 Pre-Dev Qp: 1.81 cfs Equations Used: Qp = C i A (Modified Rational Method) i = a * (DURATION)"-(b) (City of Bozeman) t�=((1.8)*(1.1-C)'(D-(1/2)))/(S^(1/3)) (FAA, USDOT, A/C 150-5320-5b, 1970) POST-DEVELOPMENT POND VOLUME CALCULATIONS -t-Dev Basin Area: 9.14 acres MIN. DETENTION REQUIRED (cft): Post-Dev C: 0.35 Storm Event: 25 yr Post-Dev.. Pre-Dev. Overland Distance: 1200 ft Ponds Fond Required Overland Slope: 1.00 % Duration Intensity Qpo,, Volumes' Volume Storage Storm Coeff. A: 0.78 (min) icfs)� cf�t (cft) (cft) Storm Coeff. B: 0.64 Storm Intensity: 1.29 in/hr 6 7 a 1.08 7.32 11767.09 4449.71 7317.38 AT: 1 min <'7 7 J 1 06 7.15 11918.99 4615.81 7303.19 Post-Dev t, 27.5 min Post-Dev Qp: 4.11 cfs MIN RETENTION REQUIRED (cft): 'ta7:533.07 Post-Dev tc(hand calc's): 119.79 0.41 2.77 19875.85 19896.63 -20.78 Overland...150'@ 1.0%=18.7min 120.79 0.41 2.755 1;9933:77 20062.73 -1`28.96 Gutter...1050' @ V=2.Oft/s=8.8min 121.79 0.40 2.74 19991.37 20228.83 -237.45 0 OUTLET STRUCTURE DESIGN OUTLET STRUCTURE DESIGN (single pipe-no orifice) (single pipe-with orifice) Required Volume: 3816 (cft) Required Qpre: 1.81 (cfs) A If ;lo,s,, out on "single pipe-no orifice" Diameter: 15 (inches) -ian required Qpre, an orifice Length of Pipe: 150 (ft) r)e used to reduce flow. (see below) Head Water: 1.50 (ft) N: 0.013 Head: 1.5 (ft) Slope of Pipe: 0.006 (fl/ft) Orifice Diameter: 9.3 (inches) Ke: 0.50 / Area: 0.47 (sgft) Flow Out: 4.74 (cfs) Flow Out: 2.75 (cfs) H:/3465/001/Docs/Storm/DA 2-MB 7& 8- FOSTER CURB CHASE-25YR.xls Printed 3/3/2005 DA,2, MB 7 & 8 25YR FOSTER CURB CHASE ,ross Section for Rectangular ChG .el Project Description Worksheet DA 2,MB 7&8 25YR FOSTEF Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.013 Channel Slope 015000 ft/ft Depth 0.28 ft Bottom Width 2.830 ft Discharge 4.11 cfs 0.28 ft 2.830 ft —� VA N H:1 N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 03/03/05 02:41:59 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 DA 2, MB 7 & 8 25YR GUTTER CHF''( Cross Section for Gutter Sectior Project Description Worksheet DA 2, MB 7&8 25YR GUI Type Gutter Section Solve For Spread Section Data Channel Slope 005000 ft/ft Discharge 4.11 cfs Gutter Width 1.50 ft Gutter Cross Slol 0.063 ft/ft Road Cross Slop 0.030 ft/ft Spread 9.82 ft Mannings Coeffic 0.013 0.00 - 0+00 0+02 0+04 0+06 0+08 0+10 0+12 V:1 HA N TS Project Engineer:Morrison-Maierle Inc h:\...\design-rpts\storm\hydraulic calcs-ph3.fm2 Morrison-Maierle Inc FlowMaster v7.0[7.0005] 02/09/05 10:59:55 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1