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HomeMy WebLinkAbout17 - Design Report - J & D Family MaSub Ph 2 - Stormwater E ENGINEERING --- IsCONSULTING PLANNING NGINEERING, INC DESIGN 204 NORTH 11th AVENUE,BOZEMAN,Mrs971s 204N.1PAve. • BOZEMAN,MT 59715 406-581-3319 • WWW.g-a-,.net June 6,2017 �10.62017 Shawn Kohtz, P.E. Review Engineer City of Bozeman Engineering Re: Phase 2 of the J&D Family Subdivision-Storm Water Improvements—Resubmittal for Storm Infrastructure Plans&Specifications Dear Shawn, Please find enclosed our updated storm water design report that corrected the model incongruences in pipe capacity as well as a discussion of the groundwater level within the storm pond. Also attached is the storm water 0&M Manual. Please find below our narrative response to your June 5th review letter. 1. The geotechnical report indicates 10 test pits located south of the detention pond, and the groundwater elevations in those test pits ranges from 4,788'to 4,795'.The bottom of the pond is listed as 4780.25'. Detention volume that is located above the seasonal high groundwater elevation cannot be counted in the volume calculation. Verify the seasonal high groundwater elevation at the existing pond,which may not be accurately reflected by the test pits to the south. The test pits within the Geotechnical report are more than 700 feet up-gradient of the existing storm pond so they will be considerably higher in elevation than the pond bottom but not applicable. The subject pond has been functioning for 6 years without high groundwater effecting the pond storage volume. Genesis has taken recent survey shots of the outlet structure inlet and weir and found them to be at elevation 80.15 as shown on the submitted plans. Please see the attached photograph from 6/5/17 showing the existing water level and a trickle through the outlet structure of the subject pond. Based on this empirical evidence,the water in the pond is essentially at elevation 80.15 even during periods of seasonally high groundwater. These findings support the pond volume starting at elevation 80.15. Furthermore,the existing pond has an underdrain along the majority of the toe of the pond. The underdrain consists of a 6"perforated pipe surrounded by washed rock and then wrapped in filter fabric. The underdrain captures any groundwater that may come up from below the pond and then empties into the outlet structure. Since the groundwater has been historically handled within the existing storm pond by the underdrain and the level of groundwater is visually apparent in the attached photos,we do not believe additional groundwater monitoring would produce any new or different findings than we have observed over the last 6 years. 2. The design calculations for"Pipe P-1" indicate the capacity of the pipe is 9.9 cfs,and the 25-year design storm flow for this pipe is 10.2 cfs. This is in conflict with Table 3,which indicates the capacity of the 24-inch pipe is 13.4 cfs. Review the design calculations for the 24-inch pipe,and size the pipe appropriately. Pipe P-1 has been updated within the StormCAD model and now the report shows the correct pipe capacity of 10.34 cfs which is greater than the 25-year storm. Table 3 has also been updated accordingly. ' 204 N. 11"Ave.,Bozeman,MT 59715 Cell:(406)581-3319 www.q-e-i.net "' Page 1 of 3 NESIS NGINEERING,INC /5r9rymi.,�efa^:n•Srav fe/('r..isnr 3. Advise the owner that the proposed facilities will be maintained by the owner,including the storm drainage piping and manholes in addition to the detention pond and outlet. Operations and maintenance instructions were not included in the maintenance section of the report for storm manholes. The storm water O&M manual that will be filed with the Subdivision Covenants is attached. If you have any questions or need anything else,please contact me at 581-5730. Sincerely, Jere ay, P.E. Genesis Engineering, Inc. www.g-e-i.net Enclosures H:\1134\002\D0CS\City of Bozeman\Storm Submittal\resubmittal-cover letter.doc QJ 204 N. 11'h Ave.,Bozeman,MT 59715 Cell:(406)581-3319 www.q-e-i.net Page 2 of 3 NESIS NGINEERING,INC "r lF,Mrpe.vieg fa;1',a•Ju.lvelef@*.t.nt r ..7 ,ti ti i8r' i. �' J• ,r k Photo 1.0-Picture of groundwater 6/5/17 in existing Billion outlet structure. Flow is approximately%"deep from left to right and verifies the elevation of existing groundwater at approximately 80.15. 204 N. 11`h Ave.,Bozeman,MT 59715 Cell:(406)581-3319 www.q-a-i.net Page 3 of 3 ENGINEERING ---•� � ��C CONSULTING NG NGINEERING, INC FL DESIGN -J• 204 NORTH 11th AVENUE,BOZEMAN,MT 59715 204 N.11'°Ave. BOZEMAN,MT 59715 406-581-3319 eAm.g-a-i.net Storm Water Management Design Report J & D Family Major Subdivision Phase 2 NE%SE%Sec 9 T2S R5E Bozeman, Montana January 2017 Revisions May 2017 Revised June 6, 2017 Prepared By: Genesis Engineering, Inc. GEI Project#: 1134.002.040 Prepared For: J & D Family Limited Partnership 270 Automotive Ave Bozeman, MT 59718 �? 204 N. 11'h Ave.,Bozeman, MT 59715 Cell:(406)581-3319 www.o-a-i.net "°� Page 1 of 9 NGINEERING,INC Storm Water Management Design Report Table of Contents I. Project Background.................................................................................................................. 3 1. Introduction............................................................................................................................... 3 2. Soil and Groundwater.............................................................................................................. 3 3. Land Use..................................................................................................................................... 3 II. Existing Conditions.................................................................................................................. 4 1. Drainage Basins and Pre-Development Peak Flows............................................................ 4-5 III. Proposed Drainage Plan and Post-Development Peak Flows........................................ 5 1. Major Drainage System........................................................................................................... 6 2. Minor Drainage System........................................................................................................... 6-7 3. Maintenance............................................................................................................................. 8 IV. Conclusion................................................................................................................................ 8 List of Tables Table 1. Estimated Pre-Development Peak Flows................................................................................... 5 Table 2. Estimated Post-Development Peak Flows................................................................................. 5 Table 3. Required Pond Volumes.............................................................................................................. 6 Table 4. Estimated Existing Structure Available Capacity...................................................................... 7 Appendix—Calculations Basin Exhibits Runoff Coefficient Calculations Time of Concentration Calculations Peak Flow and Pond Calculations StormCAD Model Report List of References City of Bozeman Design Standards and Specifications Policy, March 2004, and all addenda. Q� 204 N. 11'h Ave.,Bozeman,MT 59715 Cell:(406)581-3319 www.q-a-i.net 'ail Page 2 of 9 NGINEERING,INC �ua�.+aa�•a•wsu.t t�cw�i.,, I. Project Background 1-1. Introduction The J&D Family Subdivision Phase 2, herein referred to as the Project,is a proposed 1-lot commercial/retail development and a remainder lot in Section 9,T2S, RSE, PMM in Bozeman,Gallatin County, Montana. The property lies immediately west of Cottonwood Road and between West Babcock Street and Fallon Street. This report outlines the stormwater analysis conducted for the site and describes the stormwater drainage and management facilities required for the Project by state and local regulations. The stormwater plan follows the design standards set forth by the City of Bozeman in Design Standards and Specifications Policy,March 2004 and three subsequent addenda. 1-2. Soil and Groundwater The NRCS Soil Survey identifies four major soil types within Project areathe proposed subdivision: Lamoose silt loam(537A), Meadowcreek loam(510B),Turner loam(457A),and Enbar loam(509B). These soils belong to hydrologic soil group B as they are comprised primarily of loams and silt loams with moderately high saturated hydraulic conductivity. A geotechnical investigation by Rimrock Engineering in March and April,2007 found static water levels between three(3)and five(5)feet below existing grade in test pits and bore holes. Rimrock's investigation was conducted on the J&D Family Major Subdivision as part of the GM Site Plan to the south. 1-3. Land Use The pre-development land use on the proposed major subdivision is open fields and the land is not currently being used for grazing or any agricultural production. Owners anticipate that, upon development,the Project will consist of commercial and retail space. QJ 204 N. 11'h Ave.,Bozeman,MT 59715 Cell:(406)581-3319 www.q-a-i.net Page 3 of 9 I 1 NGINEERING,INC mn.d.�la AivJudn!Jce..n..,i II. Existing Conditions The Project lies between Baxter Creek and Cottonwood Road,north of Huffine Lane. The land slopes generally to the north-northwest at a grade of approximately 1.0%-1.2%. The high point of the property is located in the southeast corner,with slightly higher ground continuing through the approximate middle of the property to the north-northwest. This natural feature shunts pre-development runoff overland in two directions either into Baxter Creek to the west or into roadside ditches along Cottonwood Road to the east. The northeastern corner of the Project contains an existing storm manhole and existing storm pond that also receives runoff from the previous phase of the subdivision. The resulting boundary is shown in Figure 1.0 below and in Appendix A. .- [�II]�_�A�:I%�A147(UI111 U_:ICsWII-_ WCli�p�Gf'X,ttAPET �•--- ."--,�. �,i,;'. J� SubArea ~� u ` -2.32 ACRES ub�Area /^ 2.47 ACRES B 25.2 ACRES SubArea B6-2 2 66 ACRES _ bA 63 _ ��_•— �1 0.9 2 w VALLwMN j -- Figure 1.0—Contributing Drainage Basins and proposed detention pond expansion. a� 204 N. 11'h Ave.,Bozeman,MT 59715 Cell:(406)581-3319 www.q-a-i.net ;i� Page 4 of 9 h (G',,ENGINEERING, E ESIS INC II-1. Drainage Basins and Pre-development Peak Flows Genesis identified the existing drainage basins on the property,as shown in Figure 1.0 above. The GM and Nissan Lots also provide off-site drainage into and through the proposed Lot 1 by means of an existing 18 inch storm main and easements. Sub-area 65-1 drains northwest to the corner of West Babcock and Automotive Way,and sub-areas B6-1 through B6-3 drain north to the corner of West Babcock and Cottonwood Road. Runoff calculations for all sub-areas were completed using the Modified Rational Method with a pre- development runoff coefficient of 0.20. The 10-year,25-year,and 100-year storm events were computed and used in the analysis and design of the stormwater conveyance facilities within the Project. A summary of estimated pre-development peak runoff rates can be found in Table 1 and detailed calculations with drainage basin illustrations are available in the Appendix. Table 1. Estimated Pre-Development Peak Flows(see basin map) Sub Area Description Area Tc Q10 Q25 Q100 (acres) (min) (cfs) (cfs) (cfs) 135-1 W%Lot 1,PH2 2.3 20 0.6 0.7 1.0 85 W Yi TOTAL 19.0 37 3.4 4.0 5.3 136-1 E%Lot 1,PH2 2.3 19 0.6 0.7 1.0 66-2 E'/:GM 2.6 20 0.7 0.8 1.1 136-3 E%Nissan 0.9 17 0.3 0.3 0.4 136 E Y.TOTAL 6.1 32 1.2 1.4 1.9 B TOTAL 25.2 41 4.2 5.0 6.6 III. Proposed Drainage Plan and Estimated Post-Development Peak Flows Our proposed drainage plans always consists of two drainage systems-Major and Minor. First,the Major drainage system is designed to have a much higher capacity and shall convey the excess runoff from large storm events such as the 100-year storm without inundating any building structures. Secondly,the Minor drainage system is then designed to fit within the Major system and accommodate moderate and relatively frequent storm events without inconveniencing the public. The Minor system is comprised of the streets, inlets,and swales designed to convey runoff from the 25-year event,and retention or detention ponds designed for the 10-year storm event. Table 2 presents a summary of expected post-development peak flow rates passing through the Project. Table 2. Estimated Post-Development Peak Flows(see basin map) Sub Area Description Area C Tc Q10 Q25 Q100 (acres) (min) (cfs) (cfs) (cfs) BS-1 W Y:Lot 1,PH2 2.6 0.71 13 2.9 3.4 4.6 B5 W%TOTAL 19.0 0.71 31 13A 16.1 21.2 86-1 E A Lot 1,PH2 2.3 0.70 13 2.8 3.3 4.4 86-2 E Y:GM 2.6 0.75 14 3.2 3.8 5.2 136-3 E Y.Nissan 0.9 0.62 11 1.1 1.3 1.8 136 E Y:TOTAL 6.1 0.71 20 5.7 6.8 9.1 B TOTAL 25.2 0.71 35 16.3 19.7 25.9 204 N. 11'h Ave., Bozeman.MT 59715 Cell:(406)581-3319 www.q-e-i.net Page 5 of 9 NGINEERING,INC III-1. The Major Drainage System The Site's Major drainage system includes Baxter Creek to the west,a drainage swale along the creek,as well as street flow conveyance down Cottonwood and Automotive Way,and internal parking lot drainage swales. The Project's site grading shall be completed so that runoff resulting from storm events greater than the 25- year and more typically described as the 100-year will flow through parking lots and down conveyance swales without inundating any structures or causing significant erosion. Such large runoff events will likely overflow into Baxter Creek,West Babcock or Cottonwood Road to the north. A second overflow Swale referred to as the East Swale,will convey large event runoff from the GM and Nissan Lots to the north east corner of the Project where it joins the East Baxter Creek drainage via an existing 29"X44"arch pipe under W. Babcock and into irrigation and roadside ditches to the north where it currently flows. III-2. The Minor Drainage System The proposed Minor drainage system includes shallow street flow into Automotive Avenue,the parking lots and gutter inlets as needed,and swales to direct runoff to the existing storm detention pond. Two existing storm ponds currently attenuate runoff from the Project. In the previous Phase of the J&D Family Major Subdivision,it was already contemplated that the existing regional pond to the west would receive over half of the runoff generated from the proposed Project Lot 1 while the existing detention pond to the east would receive the remaining. This can be seen in Genesis'approved storm water design report dated May 2010 for the previous Phase. The prosed drainage area,anticipated ground cover,and percentage of impervious area has been specifically refined but has not significantly changed. The proposed Lot 1 of the Project has an average runoff coefficient of 0.71 which also matches the current development ground cover as empirically measured. In order to eliminate the building setbacks that stem from a separate storm water out-lot being created on the proposed Lot 1,we are completing a new storm main that will convey peak flows from the 25- year event to the existing regional pond to the west side of Automotive Avenue. The existing and proposed structure capacities can be seen in Table 3. Table 3. Existing and Proposed Structure Capacities Structure Location Contributing QCap Q25post Passes Design Subareas (cfs) (cfs) Storm Existing 12"A2000 West side Cottonwood B6-3 4.0 1.3 Yes Existing 15"A2000 West side Cottonwood B6-2&3 5.4 5.1 Yes Existing 18"A2000 West side Cottonwood B6-2&3 7.9 5.1 Yes NEW 18"A2000 South side of W.Babcock B6 7.9 6.8 Yes NEW 24"A2000 South side of W.Babcock B6&B5-1 10.34 10.2 Yes Therefore,all of the runoff generated by storm events equal to or less than the 25-year event for the locations of the existing Nissan,existing GM,and the proposed Lot 1 of Phase 2 will be conveyed to the existing Regional Pond in the northwest corner of the Project. The existing Regional Detention Pond will be cleaned and expanded to the south to accommodate these new contributing,post-development drainage areas. All pond side slopes will be sloped to a finished grade of 4H:1V with the outlet structure weir plate sized to convey the 10-year pre-development flow rate for the entire contributing area. The calculated detention pond volumes and modifications to the existing regional pond can be found in Table 4 below. a� 204 N. 11'h Ave.,Bozeman,MT 59715 Cell:(406)581-3319 www.q-a-i.net Page 6 of 9 - PSIS NGINEERING,INC Table 4. Estimated Pond Volumes Required Actual Pond Contributing Q10Pre Q25post Qrelease Volume Volume Subareas (cfs) (cfs) (cfs) (eft) (cft) Existing Reg.Det.Pond B5 2.8 14.5 2.8 19,996* 23,000 New Reg.Det.Pond B aka(B5&B6) 4.2 19.7 4.2 20,800** 23,000 *reduced due to refinement of actual runoff coefficients **Volume using strict adherence to COB Design Standards&min Volume Calculation in Current edition. The outlet structure weir will be widened from 5.5 inches to a dimension of 8.2 inches and all other dimensions and elevations shall remain the same. Storm events greater than the 10-year event will overtop the existing outlet structure just as before and flow through the existing discharge pipe and also overtop the existing armored overflow and directly into the W. Baxter Creek.The pond has operated for over 6 years without groundwater effecting the pond storage volume. Recent measurements and photographs prove that the water in the pond is essentially equal to the outlet elevation of 80.15. The pond also has an existing underdrain that captures any groundwater that may come up from below the pond and empties into the outlet structure. The street flow capacity of the road running through the center of the development has been calculated for various grades using the standard integral curb and gutter section and the maximum water depth and spread requirements outlined in the City of Bozeman Design Standards and Specifications Policy. No changes have been proposed that require any additional inlets to be installed on any side streets. Update Existing Outlet Structure New Storm Main Inlet I _ - Figure 2.0—Existing Pond Modifications. 204 N. 11'h Ave.,Bozeman,MT 59715 Cell:(406)581-3319 www.q-a-i.net a, Page 7 of 9 NGINEERING,INC IV-3. Maintenance Regular maintenance of stormwater facilities is necessary for proper functioning of the drainage system. In general,regular mowing of grass swales and storage ponds and unclogging of inlets and outlet works will be required to prevent standing water,clogging,and the growth of weeds and wetland plants. More substantial maintenance,such as sediment removal with heavy equipment, may be required in coming decades to restore detention and retention pond volumes. All maintenance and repair should be prioritized and scheduled in advance. Inlets should be visually inspected yearly. Typical maintenance items include removing obstructions,cleaning and flushing pipes,mowing grass and weeds,tree maintenance to prevent limbs from falling and blocking swales,and establishing groundcover on bare ground. V. Conclusion This design report offers an update to the existing Regional Detention Pond. The remainder of the storm water system within the subdivision will function as described and shown in the Phase 1 design reports. The proposed modifications to the existing storm water management plan for Lot 1 of Phase 2 of the J&D Family Major Subdivision will adequately convey the 10-year to 100-year storm events through the subdivision. The timing and final configuration of the existing Regional Detention Pond will ultimately be determined during the site plan process for the proposed Lot 1 to assure that all siteplan details have been taken into consideration and mitigated. The proposed modifications will still utilize surface grading and downstream overflow elevations to prevent inundation of structures during the 100-year event. H:\1134\002\DOCS\DESIGN\STORM\Phase 2 J&D\Work Product\DR-Phase 2-update-060617.doc 204 N. 1111 Ave.,Bozeman,MT 59715 Cell:(406)581-3319 www.q-e-i.net Page 8 of 9 : SIS NGINEERING,INC Appendix Basin Exhibits Runoff Coefficient Calculations Time of Concentration Calculations Peak Flow and Pond Calculations StormCAD model Report �" 204 N. 111"Ave., Bozeman, MT 59715 Cell:(406)581-3319 www.q-e-i.net Page 9 of 9 J&D Family Subdivision — Phases 1 & 2 Appendix A Storm Water Facilities Operation & Maintenance Manual Overview The Property Owners Association is responsible for maintaining all of the Storm Water Facilities,including culverts, storm pond outlet structure,parking lot curb cuts,storm swales,and the storm water detention ponds located within open space areas within the subdivision.The individual lot owners are responsible for maintaining all of the Storm Water Facilities, including culverts,storm pond outlet structure,parking lot curb cuts,storm swales,and the storm water detention ponds located on their respective lots unless responsibility is otherwise directed by an agreement or easement. Maintenance Any storm culverts are to be monitored yearly for sediment or trash build-up.The culverts should be self-cleaning,and therefore maintenance schedule will be directly correlated to the yearly inspection findings. The pond outlet structures and any storm manholes or inlets are to be monitored yearly to check for build-up of sediment that may hinder operation of the structure. If sediment build-up is found to be affecting the function of the outlet structure,the sediment shall be removed and hauled offsite. Curb cuts in the parking lots which allow the storm water to leave the parking lot and flow into the applicable storm conveyance are to be monitored every 6 months. A common issue with the curb cuts is that grass or sediment builds up below the curb cut and backs water into the parking lot. The plans call for small landscape rock and weed barrier to be installed below the curb cuts to reduce the chance of vegetation building up. The curb cuts should be cleaned out yearly or more frequently if deem necessary,with any sediment and vegetation being removed and hauled offsite. Storm swales collect storm runoff from parking lots and buildings,and should be monitored yearly for excessive sediment or trash build-up. Maintenance on the Swale should occur if the yearly inspection finds that sediment build- up has caused ponding within the swale or blocked the entrance into any storm culverts,etc. If necessary,the sediment should be removed mechanically and hauled offsite. The storm water detention/retentions ponds shall be monitored every five years for sediment build-up. When the sediment build-up exceeds 6"deep,the sediment shall be removed mechanically and hauled from the site. If the extraction of the sediment removes the vegetation from the bottom of the pond, it should be reseeded or re-sodded and appropriate storm water BMPs are to be installed until the vegetation is stabilized. Contact Information Property Manager: POA President: WESt-$ABCOCK, - -� )) - GIONAL DETENTION f D I I EXISTI�'1' N� r( P A TO BE REMOV 1 }� I i0 L�l O SatrAreaSubAre LOT 1 B6-1%�_B5-1 z I w � O ,;5i �,A es —g.47 es ; 'Acr '� N �' 0 � I O ui ------------ 1 { I U kzuI > m V IN GM I l SubArea I B6-2 l 2.68 Acres L, I 1 N I CHRYSLER u� _J B5-1 0.92 Ac -- FALLOI-S1,� GRAPHIC SCALE �r! &V� ��SIS `��° J &CTTD�TSTUiBDIVISION 0 1`50 300 t` � NEERING.INC BAJ11v SUB AREAS & �•i 1- ' GRADING PLAN CLIENT:1 134.002 ( IN FEET FIELD WORK. DATE: 1/25!17 PLOTTED DATE: May/31/2017 — 09:44:32 am DRAWING NAME: 1 inch = 300 ft. DRAWN BY: CMW SCALE: .:ins.ooa�ncw�Exn eirs�sHe -aas ns-aes.e.y CHECKED BY:CMW PRO' � SHEET OF PLormo BY:Chrls Wass WES�f-B BC l O E EINTION `'•� � 1 � --`- �OND V 1 , i iO1 is O Ld a j.0T 1 i Z O Lu uj U / �;QI I :r U f� - Q � I - basin - B5 19.0 Act I GM o Basin - B6 "a I � " 6.1 Acres 1 Uk '41?�/ a Df Df CHRYSLER - = FALLO GRAPHIC SCALE ENI~SIS °°�"° J &CTD�T SUBDIVISION pp� 0 150 300 ENGINEERINGANC% Baw�.cEm BASIN S V B AREAS (X "' ' 1- GRADING PLAN CLIENT:1134.002( IN FEET ) PLOTTED DATE: May/31/2017 — 09:44:47 am FIELD WORK. DATE:1/25/17 DRAWING NAME: 1 inch = 300 ft. DRAWN BY: CMW SCALE: H\II3t\wi\f; \uHieiTS\SHEET-BANS-PH1.dwg CHECKED BY:CMW PRO, SHEET OF PLOTTED BYiChi.warm I WES ABCOCKI� - NTION 1 /POND 10 I ;O Lu I a " /\ > LOT 1 f l �,• Z � O W ui Basin - B 1 O 2a-1'Acres 1 �— ;Q Sy GM � I� I I V _ 1 / I ff CHRYSLER 1# �— �/ GRAPHIC SCALE EI`IESIS ° ° J & D SUBDIVISION p 0 150 300 �c.:-> EN GI NEE RING.INC BASIN SIJB Ai�LAJ IX GRADING PLAN CLIENT:1134002 ( IN FEET ) PLOTTED DATE: May/31/2017 — 09:45:06 om FIELD WORK: DATE: i/25/17 1 inch = DRAWING NAME: 3�� ft. DRAWN BY: CMW SCALE: :\ii��\ooz\nc.vn\[wuoirs\sNEer-aorta-VHza.y CHECKED BY:CMW PROJ SHEET --OF PtarreD ar:cwis W-i. Typical Values for the Rational C Coefficient (McCuen, Richard H., Hydrologic Analysis and Design, 3rd Ed.,Pearson Prentice Hall, 2005. TABLE7.9 Runoff Coefficients for the Rational Formula versus Hydrologic Soil Group iA,B.C.Di and Slope Range - A _B C D Land Use 0-2:i 24% 6%" 0-2% 2-6% 654,' 0-2% 7,-6% 6%' t1,-2:o 2-6% 6%1 Cultivated latid. 0,W 0.13 O.i6 0..11 015 fill 0,14 0.14 0.26 0.18 0.23 031 0.14b 0.18 0.22 0.16 0.21. 0,28 020 0.25 0.34 024 0.29 0.41 Nsture 0,12 0.20 0.30 0.13 0.28 0.37 0,24 0.34 0,44 0.30 0.40 0,50 0.15 0.25 0." 0.23 034 0.45 030 0.42 OZ2 037 060 0.62 Meadow 0,10 0.16 025 034 0.22 0.:0 020 018 0,36 0.24 0.30 040 0,14 0.22 030 0.20 0.29 0.37 0,26 035 0,44 0.30 0.40 0.50 Forest 0.05 0.08 0.ti 0.09 0.11 0.14 0.10 0.13 0.16 02 0,16 020 0.08 0.11 0.14 0.1.0 0.14 0.18 0,12 0.16 0.20 0.1$ 0,20 0.15 Residential lilt OZ WS 0.31 0.27 0,30 0.35 0.30 0.33 038 0.33 0.36 0.42 size Its acre 0:33 0.37 0.40 0.35 039 0.44 018 0.42 OA9 0.41 0.45 054 Residential lot 022 0.26 029 0.24 0.29 033 0.27 0.31 036 0.30 0,34 0.40 size 114 acre 030 034 0.37 0.31 0,37 0,42 0.36 0.40 OX 0.38 0A2 0,52 Residential fat 0.19 0,23 0.26 0.22 016 0.30 015 0.29 0-44 0.28 0.32 0.39 size were 0.29 0.32 O35 0.30 0.35 0.39 0.33 0,38 OAS 0.36 0.40 0.50 Residential lot 016 020 0.24 0.19 0.23 0.28 022 0.27 0.32 R26 0.30. 037 size 12 acre 0.25 029 0.32 0.28 0.32 0.36 0.31 0.35 0.42 0,34 0,38, 0A8 Residential lot 0.14 OA9 022 0,17 0.21 0.26 0.20 0,25 0.31 0,24 0.29 0.35 sbW I acre 0.22 0.26 029 0.24 0,28 0.34 0.28 0.32 0.40 0.31 0.35 0.46 Industrial 0.67 0.68 0.68 0.63 0.68 0.69 0.68 0.69 0.0 0,69 OA9 0.70 0,85 0,85 0.86 0,85 O.S6 0,86 0.36 0.86 0.87 0.86 0.86 0.88 Commercial 0,71 0.71 0.72 0.71 0.72 0.72 0.72 0.72 0,72 0.72 0,72 0.72 0,88 0.88 089 0.99 0.99 0.89 0.99 0.89 0.90 039 0.89 0.90 Streets 0.70 071. 0.72 0.71 0.72 0,74 0.72 0.73 076 0.73 0,75 0.78 0.76 0.77 0.19 0.80 0.82 0.84 0.94 0.85 0.89 0.89 001 0.95 Open space a05 0,10 0,14 0.08 013 0.19 0.12 0,17 0.24 0.16 0.21 018 0.11 0.16 0.20 0.14 0.19 0.26 0.18 0.23 032 0.22 0.27 0.39 parking 0.95 0.86 087 0.85 0.86 0,87 0,85 0.86 0,87 085 0.86 0,87 0.95 0.96 0.97 0.95 0.96 0.97 0.95 0.96 097 0.95 0.96 0.97 'Runoff coefficients for storm-recurrence intervals less than 25 years "Runoff coefficients for stornt•recurrenee intervals of25 years or longer U N O1 O o 0 5 E N N � M m a > O E u m o p h N m m p N a L7 v v a o D. > O H Vn m O K m N � V O M -zr N 0 CO > O £ V LD N i r LO O N N Oti IDD r, h r p O H m a > d N M u1 p. �•' N N N N N I, h O o o 0 o 0 �� oN C N V V lf1 tIt d' lD V M M 00 N V1 Ql Ln M M � ' A O N O Q� Ol Ql M M .-i a-i .-i •-1 a-I .-1 N N O 1� Ol .-1 .-1 Cl M Ol M M 111 V M m N OMp CN N N N N r1 ri M rl M M M fYl m W N N N N N .-7 N e-1 .-i N �-1 Ol M W h n H O W v m Cn > w £ u co In 00 .� ��-I w M O co m o rp m o o ti o a o N m �t � v o h M n o N � ° h y� N Q7 V V t0 ri N a-V N N Ql N h N h O N H m O. > N . N N h M 0 0 I� W l0 IaA M N O in w ,�' m O h m N W O m O 'n m Ip V to .zr m 0 m m 00 V N o d' Q1 1, N N T i M O M r1 'n a N Q) m Ln m rO Q) H C' N m M M U3 W w N O c-I m W M h �.A Vl H M O �,y N 01 M M I� r•1 `-1 I� N M N N N N l0 M M � ^ N N E m M > m +� E v w V � 00 H m u i ,�' h O1 GO O O r, '� c-+ N O b N W V O zr ti Co m lOD W � m rn ON m N � O O O N m M o a) v m ru v u Time of Concentration Calcs Basin Pre Post Overland Shallow Concentrated Concentrated Flow Total Overland Shallow Concentrated Concentrated Flow Total (min) (min) (min) (min) (min) (min) (min) (min) B5-1 14 5.8 0 19.8 9 4.3 0 13.3 B5 18 19.4 0 37.4 15 14.6 0 29.6 86-1 1.3 5.8 0 18.8 9 4.3 0 1.3.3 86-2 14 5.8 0 19.8 9 5.2 0 1.4.2 86-3 12 4.7 0 16.7 7 4.3 0 1.1..3 B6 17 15.0 0 32.0 9 11..3 0 20.3 B 20 21.1 0 41.1 18 16.7 0 34.7 NESIS NGINEERING, INC 4Jit iBrginniug of a%rwStundjrd of Comaritmnt J&D Family Subdivision Engineer: C. Wasia June 1, 2017 36" Round Outlet Structure - Pond 1 10 year pre 4.2 cfs 25 year post 19.7 cfs Using COB Weir Equation 10 yr flow through slot = CLHA(3/2) Q= 3.33*L"1.5A(3/2) = 4.2 cfs L = 8.24 inches During storms greater than the 10 year, some additional flow will overtop the weir and flow through the outlet pipe. Remainder of flow up to 100 year storm will leave the pond through an armored overflow. GE14: 1134.02 DATE: 2/28/2017 ENGINEER: Chris Wasia BASIN 65-1 - 10yr r MODIFIED RATIONAL METHOD NGINEERING, INC Qp=CiA .....:Y.ettx�lV?r �: "9uzuin+a 6Yf 39i!S a -i�U:`„�373319 PRE-DEVELOPMENT RAINFALL FREQ= 10 YR(DURATION=1) i=A*(Tc/60) (CITY OF BOZEMAN) BASIN AREA PRE= 2.32 AC STORM EVENT STORM i COEFF INTENSITY YR A B IN FIR PRE-DEVTc= 20.0 MIN 2 0.36 0.6 0.70 5 0.52 0.64 1.05 PRE-DEV C= 0.20 10 0.64 0.66 1.32 25 0.78 0.64 1.58 STORM A= 0.64 50 0.92 0.66 1.90 B= 0.66 100 1.01 0.67 2.11 STORM INTENSITY= 1.32 IN/FIR PRE-DEV Qp= 0.61 CF5 POST-DEVELOPMENT BASIN AREA PRE= 2.32 AC POST-DEVTc= 13.0 MIN POST-DEV C= 0.71 STORM INTENSITY= 1.76 IN/HR POST-DEV Qp= 2.89 CFS H:\l134\002\DOCS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGION ALIPOND\Basin 135-1-10yr.xls PRINTED: 5/31/2017 GEIM 1134.02 DATE: 2/28/2017 ENGINEER: Chris Wasia BASIN 135-1 - 25yrIAKL s I s MODIFIED RATIONAL METHOD NGINEERING, INC Qp=CiA PRE-DEVELOPMENT RAINFALL FREQ= 25 YR(DURATION=1) i=A'(Tc/60) " (Cl FY OF BOZEMAN) BASIN AREA PRE= 2.32 AC STORM EVENT STORM i COEFF INTENSITY YR A B IN IIR PRE-DEVTc= 20.0 MIN 2 0.36 0.6 0.70 5 0.52 0.64 1.M PRE-DEV C= 0.20 10 0.64 0.66 1.32 2S 0.78 0.64 1.58 STORM A= 0.78 50 0.92 0.66 1.90 B= 0.64 100 1.01 0.67 2.11 STORM INTENSITY= 1.58 IN/HR PRE-DEV Qp= 0.73 CFS POST-DEVELOPMENT BASIN AREA PRE= 2.32 AC POST-DEVTc= 13.0 MIN POST'-DEV C-= 0.71 STORMINTENSI'TY= 2.08 IN/11R POST-DEV Qp= 3.42 US HA1134\0D2\D0GS\DESIGN\ST0RM\Phase 2 J&D\HYD-CALCS-REGIONAL1POND\Basin B5-1-25yr.xls PRINTED: 5/31/2017 GEW 1134.02 DATE: 2/28/2017 ENGINEER: Chris Wasia ..xr BASIN 65-1 - 100yr NESIS MODIFIED RATIONAL METHOD NGINEERING, INC Qp=CiA 7,JG^i 571fi AYti. +" i3oza:r.+•v.siT J97iv a •506�^31335J PRE-DEVELOPMENT RAINFALL FREQ= 100 YR(DURATION=1) i=A*(Tc/60)'" (CITY OF BOZEMAN) BASIN AREA PRE= 2.32 AC STORM EVENT STORM i COEFF INTENSITY YR A B IN HR PRE-DEVTc= 20.0 MIN 2 0.36 0.6 0.70 5 0.52 0.64 1.05 PRE-DEV C= 0.20 10 0.64 0.66 1.32 25 0.78 0.64 1.58 STORM A= 1.01 50 0.92 0.66 1.90 B= 0.67 100 1.01 0.67 2.11 STORM INTENSITY= 2.11 IN/HR PRE-DEV Qp= 0.98 CFS POST-DEVELOPMENT BASIN AREA PRE= 2.32 AC POST-DEVTc= 13.0 MIN POST-DEV C= 0.71 STORM INTENSITY= 2.81 IN/HR POST-DEV Qp= 4.64 CFS i H:\1134\002MOCS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGImf L1POND\Basin B5-1-100ycxls PRINTED: 5I31/2017 GE I H: 1134.02 DATE: 2/28/20.17 ENGINEER: Chris Wasia f BASINB5 - 1Oyr �. MODIFIED RATIONAL METHOD NGINEER` ING, INC Qp=CiA 204N.111rx AVL" AHo2FMnh.0.1?5971g -«t 4a6.561.�33t_« PRE-DEVELOPMENT RAINFALL FREQ= 10 YR(DURATION=1) i=A-(Tc/60) (CITY OF B07_EMAN) BASIN AREA PRE= 19 AC STORM EVENT STORM i COEFF INTENSITY JYRJ A B IN FIR PRE-DEVTc= 37.0 MIN 2 0.36 0.6 0.48 S 0.52 0.64 0.71 PRE-DEV C= 0.20 10 0.64 0.66 0.88 25 0.78 0.64 1.06 STORM A= 0.64 50 0.92 0.66 1.27 B= 0.66 100 1.01 0.67 1.40 STORM INTENSITY= 0.88 IN/HR PRE-DEV Qp= 3.35 CFS POST-DEVELOPMENT BASIN AREA PRE= 19 AC POST-DEVTc= 31.0 MIN POST-DEV C= 0.71 STORM INTENSITY= 0.99 IN/HR POST-DEV Qp= 13.35 US HAl134\002\DOCS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGIOI®id1POND\Basin 65-10yr.xls PRINTED: 5/31/2017 GEIH: 1134.02 DATE: 2/28/2017 ENGINEER: Chris Wasia BASIN B5 - 25yr 's MODIFIED RATIONAL METHOD NGINE]»RING, INC Qn=CiA ?64N.if ira nVc. � '43t;rxnp,ly,+.71'.�3;ili ..'� 47O'�3733�J PRE-DEVELOPMENT RAINFALL FREQ= 25 YR(DURATION=1) i=A*(Tc/60).s (CITY OF BOZEMAN) BASIN AREA PRE= 19 AC STORM EVENT STORM i COEFF INTENSITY YR A 8 IN HR PRE-DEVTc= 37.0 MIN 2 0.36 0.6 0.48 5 0.52 0.64 0.71 PRE-DEV C= 0.20 10 0,64 0.66 0.88 25 0.78 0.64 1.06 STORM A= 0.78 50 0.92 0.66 1.27 B= 0.64 100 1.01 0.67 1.40 STORM INTENSITY= 1.06 IN/HR PRE-DEV Qp= 4.04 CFS POST-DEVELOPMENT BASIN AREA PRE= 19 AC POST-DEVTc= 3.1.0 MIN POST-DEV C= 0.71 S1ORfv11NT'ENSITY= 1.19 IN/HR POST-DEV Qp= 16.06 CFS H:\l134\002\DOCS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGICDKALlPOND\Basin B5-25yr.xls PRINTED: 5/31/2017 R GET#: 1134.02 DATE: 2/2.8/2017 ENGINEER: Chris Wasia s BASIN B5 - 100yr N MODIFIED RATIONAL METHOD fr NGINEERING, INC Op=CiA PRE-DEVELOPMENT RAINFALL FREQ= 100 YR(DURAT'ION=1) i-A 4'(Tc/60) " (CITY OF B07_EMAN) BASIN AREA PRE= 19 AC STORM EVENT STORM i COEFF INTENSITY YRI A B IN FIR) PRE-DEVTc= 37.0 MIN 2 0.36 0.6 0.48 5 052 0.64 0.71 PRE-DEV C= 0.20 10 0.64 0.66 0.88 25 0.78 0.64 1.06 STORM A= 1.01 SO 0.92 0.66 1.27 B= 0.67 100 1.01 0.67 1.40 STORM INTENSITY= 1.40 IN/HR PRE-DEV Qp= 5.31 CFS POST-DEVELOPMENT BASIN AREA PRE= 19 AC POST-DEVTc= 31.0 MIN POST-DEV C= 0.71 STORM INTENSITY= L57 IN/HR POST-DEV Qp= 21.21 CF5 HAI134\002\DOCS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGImNAL1POND\Basin 135-100yr.xls PRINTED: 5/31/2017 GEIH: 1134.02 DATE: 2/28/20.17 ENGINEER: Chris Wasia BASIN 136-1 - 10yr NESIS MODIFIED RATIONAL METHOD NGINEERING, INC Qp=CiA 7U�.4.•.i.E+nvt'. p�2suxn.t.7T'�'971Li an 4J6-:i51337F} PRE-DEVELOPMENT RAINFALL FREQ= 10 YR(DURATION=1) !=A"(Tc/60) (CITY OF B07.EMAN) BASIN AREA PRE= 2.25 AC STORM EVENT STORM i COEFF INTENSIFY YR A B IN/I!R PRE-DEV Tc= 19.0 MIN 2 0.36 0.6 0.72 5 052 0.64 1.09 PRE-DEV C= 0.20 10 0.64 0.66 1.37 25 0.78 0.64 1.63 STORM A= 0.64 50 0.92 0.66 1.97 B= 0.66 100 1,01 0.67 2.18 STORM INTENSITY= 1.37 IN/FIR PRE-DEV Qp= 0.62 CFS POST-DEVELOPMENT BASIN AREA PRE= 2.25 AC POST-DEVTc= 13.0 MIN POST-DEV C= 0.7 STORM INTENSITY= 1.76 IN/IiR POST-DEV Qp= 2.77 CFS HAl134\002\DOGS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGIOKDIx LlPOND\Basin B6-1-10yr.xls PRINTED: 5/31/2017 GEIri: 1134.02 DATE: 2/28/2017 ENGINEER: Chris Wasia BASIN 66-1 - 25yr MODIFIED RATIONAL METHOD NGINEERING, INC Qp=CiA ?.C.>N. f ns nvc s t3+.YUMnr:,l.ii;i�+:!J d! a0852313319 PRE-DEVELOPMENT RAINFALL FREQ= 25 YR(DURATION=1) i=A*(Tc/60).s (CITY OF BOZEMAN) BASIN AREA PRE= 2.25 AC STORM EVENT STORM i COEFF INTENSITY YR A B IN IIR PRE-DEVTc= 19.0 MIN 2 0.36 0.6 0.72 5 0.52 0.64 1.09 PRE-DEV C= 0.20 10 0.64 0.66 1.37 25 0.78 0.64 1.63 STORM A= 0.78 50 0.92 0.66 1.97 B= 0.64 100 1.01 0.67 2.18 STORM INTENSITY= 1.63 IN/HR PRE-DEV Qp= 0.73 CF5 POST-DEVELOPMENT BASIN AREA PRE= 2.25 AC POST-DEV'Tc= 13.0 MIN POST-DEV C= 0.7 STORM INTENSITY= 2.08 IN/FIR POST-DEV Qp= 3.27 CFS H:\l134\002\DOGS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGIONAL1POND\Basin B6-1-25yr.xis PRINTED: 5/31/2017 GEI4: 1134.02 DATE: 2/28/2017 ENGINEER: Chris Wasia BASIN 136-1 - 100yr Is t p� �-g MODIFIED RATIONAL METHOD NGINEERING, INC Qp=CiA 204 N.:1 tHAVE 0 P.ou_-,,,NIT591::i PRE-DEVELOPMENT RAINFALL FREQ= 100 YR(DURATION=1) 1=A*(Tc/60) ° (CITY OF BOZEMAN) BASIN AREA PRE= 2.25 AC STORM EVENT STORM i Cl INTENSITY YR A 8 IN HR PRE-DEVTc= 19.0 MIN 2 0.36 0.6 0.72 S 0.52 0.64 1.09 PRE-DEV C= 0.20 10 0.64 0.66 1.37 25 0.78 0.64 1.63 STORM A= 1.01 50 0.92 0.66 1.97 8= 0.67 100 1.01 0.67 2.18 STORM INTENSITY= 2.18 IN/FIR PRE-DEV Qp= 0.98 CFS POST-DEVELOPMENT BASIN AREA PRE= 2.25 AC POST-DEVTc= 13.0 MIN POST-DEV C= 0.7 STORM INTENSITY= 2.81 IN/HR POST-DEV Qp= 4.43 CFS H:\1134\002\DOGS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGIO)KDWL1POND\Basin B6-1-100yr.xis PRINTED: 5/31/2017 GEI#: 1134.02 DATE: 2/28/2017 ENGINEER: Chris Wasia f` 6 P BASIN 136-2 - 10yr MODIFIED RATIONAL METHODGENEERIt , INC Qp=CiA 2L4N.nkts«A,:. n 'SlAEaAl%1T 59'715 -0 406IM1Li319 PRE-DEVELOPMENT RAINFALL FREQ= 10 YR(DURATION=1) i=A*(Tc/60)'" (CITY OF B07_EMAN) BASIN AREA PRE= 2.57 AC STORM EVENT STORM i COEFF INTENSITY YR A B IN HR PRE-DEV Tc= 20.0 MIN 2 0.36 0.6 0.70 5 052 0.64 1.05 PRE-DEV C= 0.20 10 0.64 0.66 1.32 2S 0.78 0.64 1.58 STORM A= 0.64 50 0.92 0.66 1.90 B= 0.66 100 1.01 0.67 2.11 STORM INTENSITY= 1.32 IN/HR PRE-DEV Qp= 0.68 CFS POST-DEVELOPMENT BASIN AREA PRE= 2.57 AC POST-DEVTc= 14.0 MIN POST-DEV C= 0.75 STORM INTENSITY= 1.67 IN/HR POST-DEV Qp= 3.22 CFS HAI134\002\DOCS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGIONAMPOND\Basin B6-2-10yr.xls PRINTED: 5131/2017 GEI#: 1134.02 DATE: 2/28/2017 ENGINEER: Chris Wasia BASIN 86-2 - 25yr l 'K YESIS MODIFIED RATIONAL METHOD NGINEERIN[G, INC Qp=CIA ..%:.N.ti T1tAVL: J' tI�LCM,1`:.�1'T'S97!5 fi 40f�°;l3733�9 PRE-DEVELOPMENT RAINFALL FREQ= 25 YR(DURATION=1) i=A*(Tc/60) (CITY OF BOZEMAN) BASIN AREA PRE= 2.57 AC STORM EVENT STORM i COEFF INTENSITY (-YR) A B IN HR PRE-DEVTc= 20.0 MIN 2 0.36 0.6 0.70 5 0.52 0.64 1.05 PRE-DEV C= 0.20 10 0.64 0.66 1.32 2S 0.78 0.64 1.58 STORM A= 0.78 50 0.92 0.66 1.90 B= 0.64 100 1.01 0.67 2.11 STORM INTENSITY= 1.58 IN/HR PRE-DEV Qp= 0.81 CFS POST-DEVELOPMENT BASIN AREA PRE= 2.57 AC POST-DEVTc= 14.0 MIN POST-DEV C= 0.75 STORM INTENSITY= 1.98 IN/HR POST-DEV Qp= 3.82 CFS HAl 1 34\002\DOCS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGIONAL1POND\Basin B6-2-25yr.xis PRINTED: 5/31/2017 i GEI#: 1134.02 DATE: 2/28/20.17 ENGINEER: Chris Wasia BASIN 136-2 - 100yrNE S IS � ....� MODIFIED RATIONAL METHOD NGIN ERING, INC Qp=CiA 1;4 AJ.nit,AVc F1,.11,M,l ATT S97 SS 1 406 13311) PRE-DEVELOPMENT RAINFALL FREQ= 100 YR(DURAFION=1) i=A' (Tc/60) (CITY OF BOZEMAN) BASIN AREA PRE= 2.57 AC S FORM EVENT STORM i COEFF INTENSITY ____LYRL A B IN FIR PRE-DEVTc= 20.0 MIN 2 0.36 0.6 0.70 5 0.52 0.64 1.05 PRE-0EV C= 0.20 10 0.64 0.66 1.32 25 0.78 0.64 LS8 STORM A= 1.01 50 0.92 0.66 1.90 0= 0.67 100 1.01 0.67 2.11 STORM INTENSITY= 2.11 IN/FIR PRE-DEV Qp= 1.08 US POST-DEVELOPMENT BASIN AREA PRE= 2.57 AC POST-DEVTc= 14.0 MIN POST-DEV C= 0.75 STORM INTENSITY= 2.68 IN/HR POST-DEV Qp= 5.16 CFS H:\1134\002\DOCS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGIONAL1POND\Basin 136-2-100yr xls PRINTED: 5/31/2017 i GEM: 1134.02 DATE: 2/28/2017 ENGINEER: Chris Wasia BASIN 66-3 - 10yr MODIFIED RATIONAL METHOD GINEERING( INC QP=CiA Po f9 UMAH..&ITK97'3 .x 409.Sj31.33,9 PRE-DEVELOPMENT RAINFALL FREQ= 10 YR(DURATION=1) i=A*(Tc/60)'a (CITY OF B07_EMAN) BASIN AREA PRE= 0.92 AC STORM EVENT STORM i COEFF INTENSITY YR A B IN HR PRE-DEVTc= 17.0 MIN 2 0.36 0.6 0.77 5 0.52 0.64 1.17 PRE-DEV C= 0.20 10 0.64 0.66 1.47 25 0.76 0.64 1.75 STORM A= 0.64 50 0.92 0.66 2.11 B= 0.66 100 1.01 0.67 2.35 STORM INTENSITY= 1.47 IN/HR PRE-DEV Qp= 0.27 CFS POST-DEVELOPMENT BASIN AREA PRE= 0,92 AC POST-DEVTc= 11.0 MIN POST-DEV C= 0.62 STORM INTENSITY= 1.96 IN/IiR POST-DEV Qp= 1.12 CFS I. H:\1134\002\DOCS\DESIGN\STORM\Phase 2 J&D\HYD-CALLS-REGImfQL1POND\Basin B6-3-10yr.xls PRINTED: 5/31/2017 GEIN: 1134.02 DATE: 2/28/2017 ENGINEER: Chris Wasia / BASIN 66-3 - 25yr �. �, r W MODIFIED RATIONAL METHOD NGINEERII G, INC Qp=C1A 204K!ily AW. 0 :60al AN,MY5971S 1A4 -106 al3319 PRE-DEVELOPMENT RAINFALL FREQ= 25 YR(DURATION=1) i=A*(Tc/60) (CITY OF BOZEMAN) BASIN AREA PRE= 0.92 AC STORM EVENT STORM i COEFF INTENSITY YR A B IN FIR P RE-DEV Tc= 17.0 MIN 2 036 0.6 0.77 5 0.52 0.64 1.17 PRE-DEV C= 0.20 10 0.64 0.66 1.47 25 0.78 0.64 1.75 STORM A= 0.78 50 0.92 0.66 2.11 B= 0.64 100 1.01 0.67 2.3S STORM INTENSITY= 1.75 IN/FIR PRE-DEV Qp= 0.32 CF5 POST-DEVELOPMENT BASIN AREA PRE= 0.92 AC POST-DEV Tc= 11.0 MIN POST-DEV C= 0.62 STORM INTENSITY= 2.31 IN/HR POST-DEV Qp= 1.32 CFS HAl134\002\DOCS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGIONAL1POND\Basin B6-3-25ytxls PRINTED: 5/31/2017 GEW 1134,02 DATE: 2/28/2017 ENGINEER: Chris Wasia BASIN 86-3 - 100yr MODIFIED RATIONAL METHOD NGINEERINGy INC Qp=CiA ),04 N.:7irs AW ;" 'F3ou.4n fAT 347+s . .soot t3,33iq PRE-DEVELOPMENT RAINFALL FREQ= 100 YR(DURATION=1) i=A*(Tc/60) " (CITY OF BOZ.EMAN) BASIN AREA PRE= 0.92 AC STORM EVENT STORM i COEFF INTENSITY YR A B IN FIR PRE-DEVTc= 17.0 MIN 2 0.36 0.6 0.77 5 0.52 0.64 1.17 PRE-DEV C= 0.20 10 0.64 0.66 1.47 25 0.78 0.64 1.75 STORM A= 1.01 50 0.92 0.66 2.11 B= 0.67 100 1.01 0.67 2.35 STORM INTENSITY= 2.35 IN/HR PRE-DEV Qp= 0.43 CFS POST-DEVELOPMENT BASIN AREA PRE= 0.92 AC POST-DEVTc= 11.0 MIN POST-DEV C= 0.62 STORM INTENSITY= 3.15 IN/HR POST-DEV Qp= 1.80 CFS H:\1134\002\DOCS\DESIGN\STORM\Phase 2 J&D\HYD- AL C CS REGImKDiLc 1POND\Basin 86-3-100yr.xls PRINTED: 5131l2017 GEI#: 1134,02 DATE: 2/28/2017 ENGINEER: Chns Wasia ` BASIN B6 - 10yr MODIFIED RATIONAL METHOD NGI[ EERING, INC Qp=CIA N.!1 n4 AVC A -flora—N l.1T v!!"/^ 406 h"413318 PRE-DEVELOPMENT RAINFALL FREQ= 10 YR(DURATION=1) i=A*(Tc/60).A (CITY OF BOZEMAN) BASIN AREA PRE= 6,07 AC STORM EVENT STORM i COEFF INTENSITY YR A B IN HR) PRE-DEVTc= 32.0 MIN 2 0.36 0.6 0.52 5 0.52 0.64 0.78 PRGDEV C= 0.20 10 0.64 0.66 0.97 25 0,78 0.64 1.17 STORM A= 0.64 50 0.92 0.66 1.39 8= 0.66 100 1.01 0,67 1.54 STORM INTENSITY= 0.97 IN/HR PRE-DEV Qp= 1.18 US POST-DEVELOPMENT BASIN AREA PRE= 6.07 AC POST-DEVTc= 20.0 MIN POST-DEV C= 0.71 STORM INTENSITY= 1.32 IN/HR POST-DEV Qp= 5.70 US HM134\002\DOGS\DESIGN\STORMIPhase 2 J&D\HYD-CALCS-REGIOKDWL1POND\Basin 136-10yr.xis PRINTED: 5/31/2017 I GEI#: 1134.02 DATE: 2/28/2017 ENGINEER: Chris Wasia BASIN B6 - 25yr NESIS MODIFIED RATIONAL METHOD NI INEEt ING, INC Qp=CiA 2t7k N.'f its Avr i" 9aztmah,M'i"L4.F7!:i ,x rc5d�1S3!3 PRE-DEVELOPMENT RAINFALL FREQ= 25 YR(DURATION=1) i=A*(Tc/60)'� (CITY OF BOZEMAN) BASIN AREA PRE= 6.07 AC STORM EVENT STORM i COEFF INTENSITY YR A B IN HR PRE-DEVTc= 32.0 MIN 2 0.36 0.6 0.52 5 0.52 0.64 0.78 PRE-DEV C= 0.20 10 O.G4 0.66 0.97 25 0.78 0.64 1.17 STORM A= 0.78 SO 0.92 0.66 1.39 B= 0.64 100 1.01 0.67 1.54 STORM INTENSITY= 1.17 IN/HR PRE-DEV Qp= 1.42 CFS POST-DEVELOPMENT BASIN AREA PRE= 6.07 AC POST-DEVTc= 20.0 MIN POST-DEV C= 0.71 STORM INTENSITY= 1.58 IN/HR POST-DEV Qp= 6.79 CFS HM134\002\DOGS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGIOKRLc 1P0ND\Basin B6-25yr.xis PRINTED: 5/31/2017 GEI#: 1134.02 DATE: 2/28/2017 ENGINEER: Chris Wasia 'a BASIN B6 - 100yr MODIFIED RATIONAL METHOD NGINEERING, INC Qp=CiA err.N,t1:f+xvs- � t9ioxcr+aM,l.Yi 15971:5 � �b�t?::�+ PRE-DEVELOPMENT RAINFALL FREQ= 100 YR(DURATION=1) 1=A (Tc/60) " (CITY OF BOZEMAN) BASIN AREA PRE= 6.07 AC STORM EVENT STORM i COEFF INTENSITY (YR _ A B _ IN HR PRE-DEVTc= 32.0 MIN 2 0.36 0.6 0.52 5 0,52 0.64 0.78 PRE-DEV C= 0.20 10 0.64 0.66 0.97 25 0.78 0.64 1.17 STORM A= 1.01 50 0,92 0.66 1.39 B= 0.67 100 1,01 0.67 1.54 STORM INTENSITY= 1.54 IN/FIR PRE-DEV Qp= 1.87 CFS POST-DEVELOPMENT BASIN AREA PRE= 6,07 AC POST-DEV Tc= 20.0 MIN POST-DEV C= 0.71 STORM INTENSITY= 2A1 IN/HR POST-DEV Qp= 9.09 CFS HM134\002\DOGS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGImKDWL1P0ND\Basin 136-100yr.xis PRINTED: 5/31/2017 n GEI#; 1134.02 DATE: 5/20/2017 ENGINEER: Chris Wasia BASIN B - 10yr t MODIFIED RATIONAL METHOD NGINEE,RING, INC Qp=CiA 20t N.;t zN AV'(:. [4auaaan:.�1'T 597;5 « aOd@i3h331� PRE-DEVELOPMENT RAINFALL FREQ= 10 YR(DURATION=1) 1=A`(Tc/60)'� (CITY OF BOZEMAN) BASIN AREA PRE= 25.2 AC STORM EVENT STORM i COEFF INTENSITY YR A B IN/HR PRE-DEVTc= 41.0 MIN 2 0.36 0.6 0.45 S 0.52 0.64 0.66 PRE-DEV C= 0.20 10 0.64 0.66 0.82 25 0.78 0.64 1.00 STORM A= 0.64 50 0.92 0.66 1.18 B= 0.66 100 1.01 0.67 1.30 STORM INTENSITY= 0.82 IN/FIR PRE-DEV Qp= 4.15 CFS POST-DEVELOPMENT BASIN AREA PRE= 25.2 AC POST-DEVTc= 35.0 MIN POST-DEV C= 0.71 STORM INTENSITY= 0.91 IN/HR POST-DEV Qp= 16.34 CFS H:\1134\002\DOGS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGIC)NDa L1POND\Basin B-10yr.xls PRINTED: 5/31/2017 GEW 1134.02 DATE: _i/20/2017 ENGINEER: Chris Wasia BASIN B - 25yr NESIS MODIFIED RATIONAL METHOD 1 GINEERINGG INC Qp=CIA rocN,>>„+nvs� s r�:i>nah-rarysv+s �+ aos.:�+t�sr;� PRE-DEVELOPMENT RAINFALL FREQ= 25 Ylt(DURATION=1) i=A"'(Tc/60) (CITY OF BOZE..MAN) BASIN AREA PRE= 25.2 AC STORM EVEN' STORM i COEFF INTENSi rY YR _ A B IN -IR) PRE-DEVTc= 41.0 MIN 2 0.36 0.6 0.45 5 0.52 0.64 0.66 PRE-DEV C= 0.20 10 0,64 0.66 0.82 25 0,78 D.64 1.00 STORM A= 0.78 50 0.92 0.66 1.18 B= 0.64 100 1.01 0.67 1.30 STORM INTENSITY= 1.00 IN/1-II1 PRE-DEV Qp= 5.02 CFS POST-DEVELOPMENT BASIN AREA PRE= 25.2 AC POST-DEV Tc= 35.0 MIN POST-DEV C= 0.71 STORM IN FENS]IY= 1.10 IN/HR POST-DEV Qp= 19.70 CFS HAI134\002\DOCS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGICDtZ�kL1POND\Basin B-25yr.xls PRINTED: 5/31/2017 GEW: 1134.02 DATE: 5/20/2017 ENGINEER: Chris Wasia p t BASIN B - 100yr MODIFIED RATIONAL METHOD NGINEERING, INC Qp=C i A 2C4N.4I7NAYL: +T t4•.J.'_4„�+nth}.i'i'3H 7!:i .F;�6�'",31 33:� PRE-DEVELOPMENT RAINFALL FREQ= 100 YR(DURATION=1) i=A*(Tc/60) " (CITY OF BOZEMAN) BASIN AREA PRE= 25.2 AC STORM EVENT STORM i COEFF INTENSITY YR A B IN HR PRE-DEV Tc= 41.0 MIN 2 0.36 0.6 0.45 5 0.52 0.64 0.66 PRE-DEV C= 0.20 10 0.64 0.66 0.82 25 0.78 0.64 1,00 STORM A= 1.01 50 0.92 0.66 1.18 8= 0.67 100 1.01 0.67 1.30 STORM INTENSITY= 1.30 IN/FIR PRE-DEV Qp= 6.57 CF5 POST-DEVELOPMENT BASIN AREA PRE= 25.2 AC POST-DEV Tc= 35.0 MIN POST-DEV C= 0.71 STORM INTENSITY= 1.45 IN/FIR POST-DEV Qp= 25.93 CFS H:\1134\002\DOCS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGIONAL1POND\Basin B-100yr.xis PRINTED: 5/31/2017 t GET#: 1134.002 DATE: 5/28/2017 ENGINEER: CMW REG. POND NEW (B) MODIFIED RATIONAL METHOD Qp=CiA PRE-DEVELOPMENT RAINFALL FREQ 10 YR(DURATION=1) i=A*(Tc/60) " (CITY OF BOZEMAN) BASIN AREA PRE= 25.2 AC STORM EVENT STORM i COEFF INTENSITY (YR A B (IN/HR PRE-DF..V1 .= 41.0 MIN 2 0.36 0.6 0AS S 0.52 0,64 0,66 PRE-DEV C= 0.20 10 0.64 0.66 0.82 25 0.78 0.64 1.00 STORM A= 0.64 50 0.92 0.66 1.18 B= 0.66 100 1.01 0.67 1.30 STORM INTENSITY= 0.82 IN/FIR PRE-DEV Qp= 4.15 CFS POST-DEVELOPMENT POND VOLUME: CONSTAELEASE (CF) BASIN AREA POST= 25.20 AC 20811.33 POST-DEV Tc-= 35.0 MIN 'TRIANGLE RELEASE DETENTION (CF) POST-DEV C 0.71 33283.55 STORM INTENSITY= 0.91 N/FIR AVERAGE VOLUME (CF) POST-DEV Qp= 16.34 CFS 27047.44 OUTLET STRUCTURE DESIGN RETENTION (CF) POND: REG.POND NEW(B) 52817.18 REQUIRED VOL= 27047.44 CF (AVG.R/W CONST.&TRIANGLE RELEASE) DIAMETER= 15.OD IN LENGTH OF PIPE= 130.00 F'T QPRE= 4.15 CFS HEAD WATER= 1.00 FT AREA= 0.85 SF N= 0.010 ORIFICE= 12 1/2 IN Ke= OSO ORIFICE FLOW= 4.10 CFS SLOPE OF PIPE= 0.008 FT/FT FLOW OUT= 4.71 CFS -NEED ORIFICE AVE SURF AREA= 20811.13 SF HAl134\002\DOCS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGImf®#1_-OND\REG-POND-NEW.xls PRINTED. 5/31/2017 REG. POND NEW (B) POND VOLUME CALC'S OUTLET STRUCUTRE CALC'S Triangle Release Constant Release SLOPE OF ENERGY ORIFICE DURATION INTENSITY Qp POND VOLUME POND VOLUME PIPE FLOW OUT (MIN) (IN/HR) (CFS) (CF) (CF) (FT/FT) (CFS) (CFS) 33.25 0.94 16.91 25235.75 18880.83 0.000 #NUM! 4.103 34.25 0.93 16.58 25452.85 19015.71 0.001 #NUM! 35.25 0.91 16.27 25663.43 19143.65 0.002 0.544 36.25 0.89 15.97 25867.79 19264.97 0.003 2.035 37.25 0.88 15.68 26066.22 19379.97 0.004 2.826 38.25 0.86 15.41 26258.98 19488.93 0.005 3.440 39.25 0.85 15.15 26446,31 19592.10 0,006 3.960 40.25 0.83 14.90 26628.44 19689.73 0.007 4.419 41.25 0.82 14.66 26805.59 19782.04 0,008 4.834 42.25 0.81 14.43 26977.95 19869.23 0.009 5.217 43.25 0.79 14.21 27145.71 19951.51 0.010 5.573 44.25 0.78 14.00 27309.04 20029.06 0.011 5.908 45.25 0.77 13.79 27468.11 20102.05 0.012 6.225 46.25 0.76 13.60 27623.08 20170.65 0,013 6.527 47.25 0.75 13,41 27774.09 20235.01 0.014 6.815 48.25 0.74 13.22 27921.28 20295,28 0.015 7.092 49.25 0.73 13.04 28064.78 20351.60 0.016 7.358 50.25 0.72 12.87 28204.71 20404.09 0.017 7.615 51.2S 0.71 12.71 28341.19 20452.88 0.018 7.863 52.25 0.70 12.55 28474.33 20498.10 0.019 8.104 53.25 0.69 12.39 28604.24 20539.84 0.020 8.338 54.25 0.68 12.24 28731.02 20578.22 0.021 8.566 55.25 0.68 12.09 28854.76 20613.34 0.022 8,787 56.25 0.67 11.95 28975.55 20645.29 0,023 9.003 57.25 0.66 11.81 29093.48 20674.16 0.024 9.214 58.25 0,65 11.68 29208.63 20700.05 0.025 9.421 59.25 0.65 11.55 29321.09 20723.04 0.026 9.623 60.25 0.64 11.42 29430,92 20743.20 0.027 9.821 61.25 0.63 11.30 29538.20 20760.61 0.028 10.014 62.25 0.62 11.18 29642.99 20775.35 0.029 10.205 63.25 0.62 11.06 29745.37 20787.48 0.030 10,391 64.25 0.61 10.95 29845.39 20797.07 0.031 10.575 65.25 0.61 10,83 29943.12 20804.20 0.032 10.755 66.2S 0.60 10.73 30038.61 20808,91 0.033 10.932 67.25 0.59 10.62 30131.93 20811.27 0.034 11.107 68.25 0.59 10.52 30223.11 20811.33 0.035 11.279 69.25 0.58 10.42 3031122 20809.15 0.036 11.448 70.25 0.58 10.32 30399.31 20804.79 0.037 11.615 71.25 0.57 10.22 30484.42 20798.29 0.038 11.779 72.25 0.57 10.13 30567.59 20789.70 0.039 11.941 73.25 0.56 10.04 30648.88 20779.07 0.040 12.101 HA1134\002\DOGS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGIONAL40OND\REG-POND-NEW.x!s PRINTED: 5/31/2017 GE14: 1134.002 DATE: 5/28/2017 ENGINEER: cMW REG. POND EXISTING (65) MODIFIED RATIONAL METHOD Qp=CiA PRE-DEVELOPMENT RAINFALL FREQ= 10 YR(DURATION=1) i=A-(Tc/60) (CITY OF BOZEMAN) BASIN AREA PRE= 19.2 AC STORM EVENT' STORM i COEFF INTENSITY (YR) A B IN/HR PRE-DEV-1'c.= 37.0 MIN 2 0.36 0.6 0.48 5 0.52 0.64 0.71 PRE-DEV C 0.20 10 0.64 0.66 0.88 25 0.78 0.64 1,06 STORM A_ 0.64 50 092 0.66 1.27 B= 0.66 100 1.01 0.67 1.40 STORM INTENSITY== 0.88 IN/IIR PRE-DEV Qp= 3.38 CFS POST-DEVELOPMENT POND VOLUME: C.ONST.RELEASE (CF) BASIN AREA POST= 19.20 AC 1538d:54 POST-DEV Tc== 31.0 MIN TRIANGLE RELEASE DETENTION (CF) POST-DEV C 0.71 24548,48 STORM INTENSITY= 0.99 IN/FIR AVERAGE VOLUME (CF) POST-DEV Qp= 13,49 CF5 19966,51 OUTLET STRUCTURE DESIGN RETENTION (CF) POND: REG.POND EXISTING (135) 40241,66 REQUIRED VOL= 19966.51 CF (AVC.R/wCONST.,,TRIANGLE RELW.E) DIAMETER= 15.00 IN LENG'T II OF PIPE= 130,00 FT QPRE= 3.38 CFS HEAD WATER= 1.OD FT AREA= 0.70 SF N= 0.010 ORIFICE= 11 3/10 IN Ke= O.SO ORIFICE FLOW= 3.35 CFS SLOPE Of PIPE= 0.008 FT/FF FLOW OUT= 4.71 CFS "NEED ORIFICE AVE SURF AREA= 15384.54 SF H:\1134\0O2\DOCS\DESIGN\STORM\Please 2 J&MHYD-CALLS-REG IO)ItELPOND\REG-POND-EXISTING.xls PRINTED: 5/3 112 0 1 7 REG. POND EXISTING (135) POND VOLUME CALC'S OUTLET STRUCUTRE CALC'S Triangle Release Constant Release SLOPE OF ENERGY ORIFICE DURATION INTENSITY QP POND VOLUME POND VOLUME PIPE FLOW OUT (MIN) (IN/HR) (CFS) (CF) (CF) (FT/FT) (CFS) (CFS) 29.45 1.02 13.95 18526.20 13918.15 0.000 #NUM! 3.353 30.45 1.00 13.65 18706.30 14030.78 0.001 #NUM! 31.45 0.98 13.36 18880.37 14136.99 0,002 0.544 32.45 0.96 13.09 19048.72 14237.12 0.003 2.035 33.45 0.94 12.83 19211.64 14331.47 0.004 2.826 34.45 0.92 12.58 19369.39 14420.32 0.005 3.440 35.45 0.91 12.35 19522.22 14503.93 0.006 3.960 36.45 0.89 12.12 19670.35 14582.55 0.007 4.419 37.45 0.87 11.91 19814.01 14656.39 0.008 4.834 38.45 0.86 11.70 19953.39 14725.66 0.009 5.217 39.45 0.84 11.51 20088.67 14790.55 0.010 5.573 40.45 0.83 11,32 20220.02 14851.25 0.011 5.908 41.45 0.82 11.14 20347.60 14907.93 0.012 6.225 42.45 0.80 10.96 20471.57 14960.74 0.013 6.527 43.45 0.79 10.80 20592.05 15009.82 0.014 6.815 44.45 0.78 10.63 20709.19 15055.33 0.015 7.092 45.45 0.77 10.48 20823.11 15097.39 0.016 7.358 46.45 0.76 10,33 20933.93 15136.12 0.017 7.615 47.45 0.75 10.19 21041.75 15171.65 0.018 7.863 48.45 0.74 10.05 21146.67 15204.08 0.019 8.104 49.45 0.73 9.91 21248.81 15233.51 0.020 8.338 50.45 0.72 9.78 21348.25 15260.04 0.021 8.566 51.45 0.71 9.66 21445.07 15283.77 0,022 8.787 52.45 0.70 9.53 21539.37 15304.79 0.023 9.003 53.45 0.69 9.42 21631.22 15323.18 0.024 9.214 54.45 0.68 9.30 21720.70 15339.02 0.025 9.421 55.45 0.67 9.19 21807.88 15352.38 0.026 9.623 56.45 0.67 9.08 21992.82 15363.35 0,027 9.821 57.45 0,66 8.98 21975.60 15371.98 0.028 10.014 58.45 0.65 8.88 22056.28 15378.35 0.029 10.205 59.45 0.64 8.78 22134.91 15382.52 0.030 10.391 60.45 0.64 8.68 22211.55 15384.54 0.031 10.575 61.45 0.63 8.59 22286.26 15384.48 0.032 10.755 62.45 0.62 8.50 22359.08 15382.39 0.033 10.932 63.45 0.62 9.41 22430.08 15378.32 0.034 11.107 64.45 0.61 8.32 22499.29 15372.33 0.035 11.279 65.45 0.60 8.24 22566.76 15364.46 0.036 11,448 66.45 0.60 8.16 22632.53 15354.77 0.037 11.615 67.45 0.59 8.08 22696.66 15343.28 0.038 11.779 68.45 0.59 8.00 22759.17 15330.06 0.039 11.941 69.45 0.58 7,92 22820.11 15315.13 1 0.040 12.101 HAI134\002\DOCS\DESIGN\STORM\Phase 2 J&D\HYD-CALCS-REGIOI)CIa'OND\REG-POND-EXISTING.xis PRINTED: 5/31/2017 } \ E - ....... .� ! e� a..:::&a \ &} , 0 75 * 0 i \1 / \ � - . � I : $ i \ ) / \ \ \� E............. : \ � C ; ( (L % , ® a � Nw ( -C Qf/ /j10 Detailed Report for 1-6 Watershed Information No watershed data entered for this inlet. Flows Total Discharge 5.10 cfs Known Flow 0.00 cfs Upstream Additional+Carryover 0.00 cfs Total Watershed(CIA) 0.00 cfs Carryover 0.00 cfs Additional Flow 5.10 cfs Watershed Data System Intensity 0.00 in/hr Upstream CA 0.00 acres Total CA 0.00 acres Inlet CA 0.00 acres External CA 0.00 acres Flow Times System Flow Time 0.00 min Upstream Flow Time 0.00 min Inlet TC 0.00 min External TC 0.00 min Elevations HGL In 4,784.78 ft HGL Out 4.784.78 ft Ground Elevation 4,785.50 ft Rim Elevation 4,785.50 ft Sump Elevation 4,783.13 ft Other Properties X 10,438.14 ft Y 10,140.38 ft Velocity 4.80 f/s Headloss 0.00 ft Headloss Coefficient 0.00 Station 6+42 ft External Flow 0.00 cfs Project Title:Phase 2 Project Engineer:wasia h:\...\phase 2 j&d\work prod uct\stormcad\p2-25.stm StormCAD v1.5[160] 06/05/17 01:49:14 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 Detailed Report for Outlet Flows Total Discharge 10.20 cfs Known Flow 0.00 cfs Upstream Additional+Carryover 10.20 cfs Total Watershed(CIA) 0.00 cfs Watershed Data System Intensity 0.00 in/hr Upstream CA 0.00 acres Total CA 0.00 acres Flow Times System Flow Time 2.23 min Upstream Flow Time 2.23 min Elevations HGL In 4,781.29 ft HGL Out 4,781.29 ft Ground Elevation 4.784.00 ft Rim Elevation 4,784.00 ft Sump Elevation 4,780.15 ft Other Properties X 9,802.31 ft Y 10,023.04 ft velocity 0.00 ft/s Headloss 0.00 ft Headloss Coefficient 0.00 Station 0+00 ft External Flow 0.00 cfs Message List Information:Sump elevation must be at or below minimum pipe invert elevation(adjusted) Project Title:Phase 2 Project Engineer:wasia hA...\phase 2 j&d\work product\stormcad\p2-25.stm StormCAD v1.5[1601 06/05/17 01:49:14 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 2 Detailed Report for Pipe P-1 Section Material:PVC Section Shape:Circular Section Size:24 inch Number Sections:1 Pipe Discharge 10.20 cfs Capacity 10.34 cfs Mannings Coefficient 0.013 Hydraulic Drop 0.59 ft Length 124.00 ft Energy Slope 0.003076 ft/ft Constructed Slope 0.002089 ft/ft Upstream Velocity 4.12 ft/s Upstream Flow Time 1.80 min Average Velocity 4.81 ft(s Pipe Flow Time 0.43 min Downstream Velocity 5.49 ft/s System Flow Time 2.23 min Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 4,780.40 4,783,60 4,782.40 1.20 1 A7 4,781.88 4,782.14 Downstream 4,780.15 4,784.00 4,782.15 1.85 1.14 4,781.29 4.781.76 Message List Profile:Mild subcritical drawdown profile(M2). Violation:does not meet minimum cover constraint at downstream en, Project Title:Phase 2 Project Engineer:wasia h:\...\phase 2 j&d\work prod uct\stormcad\p2-25.stm StormCAD v1.5[160] 06/05/17 01:49:14 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 3 Detailed Report for Pipe P-2 Section Material:PVC Section Shape:Circular Section Size:18 inch Number Sections:1 Pipe Discharge 6.80 cfs Capacity 7.78 cfs Mannings Coefficient 0.013 Hydraulic Drop 1.38 ft Length 237.00 ft Energy Slope 0,005528 ft/ft Constructed Slope 0,005485 ft/ft Upstream Velocity 4.96 ft/s Upstream Flow Time 1.04 min Average Velocity 5.17 ft/s Pipe Flow Time 0.76 min Downstream Velocity 5.38 ft/s System Flow Time 1.80 min Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 4,782.20 4,784.20 4,783.70 0.50 1.09 4,783.29 4,783.67 Downstream 4,780.90 4,783.60 4,782.40 1.20 1.01 4,781.91 4,782.36 Message List Profile:Mild subcritical drawdown profile(M2). Profile:Critical depth assumed downstream. Profile:Normal depth achieved upstream. Violation:does not meet minimum cover constraint at downstream ent Project Title:Phase 2 Project Engineer:wasia h:\...\phase 2 j&d\work prod uct\stormcad\p2-25.stm Storm CAD v1.5[1601 06/05/17 01:49:14 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 4 Detailed Report for Pipe P-3 Section Material:PVC Section Shape:Circular Section Size:18 inch Number Sections:1 Pipe Discharge 5.95 cfs Capacity 7.33 cfs Mannings Coefficient 0.013 Hydraulic Drop 0.87 ft Length 191.00 ft Energy Slope 0.004756 ft/ft Constructed Slope 0.004869 ft/ft Upstream Velocity 4.62 ft/s Upstream Flow Time 0.33 min Average Velocity 4.48 ft/s Pipe Flow Time 0.71 min Downstream Velocity 4.34 ft/s System Flow Time 1.04 min Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 4,783.13 4,785.64 4,784.63 1.01 1.03 4,784.16 4,784.49 Downstream 4,782.20 4.784.20 4,783.70 0.50 1.09 4,783.29 4,783.58 Message List Profile:Mild subcritical backwater profile(M1). Profile:Normal depth achieved upstream. Violation:does not meet minimum cover constraint at downstream eni Project Title:Phase 2 Project Engineer:wasia h:\...\phase 2 j&d\work prod uct\stormcad\p2-25.stm StormCAD v1.5[160) 06/05/17 01:49:14 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 5 Detailed Report for Pipe P-4 Section Material:PVC Section Shape:Circular Section Size: 18 inch Number Sections:1 Pipe Discharge 5.10 cis Capacity 7.14 cfs Mannings Coefficient 0.013 Hydraulic Drop 0.17 ft Length 52.00 ft Energy Slope 0.004058 ft/ft Constructed Slope 0,004615 ft/ft Upstream Velocity 4.32 ft/s Upstream Flow Time 0.12 min Average Velocity 4.14 ft/s Pipe Flow Time 0.21 min Downstream Velocity 3.96 ft/s System Flow Time 0.33 min Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 4,783.37 4,786.90 4,784.87 2.03 0.95 4,784.32 4,784.61 Downstream 4,783.13 4,785.64 4,784.63 1.01 1.03 4,784.16 4.784.40 Message List Profile:Mild Subcritical backwater profile(M1). Violation:does not meet minimum cover constraint at downstream eni Project Title:Phase 2 Project Engineer:wasia h:\...\phase 2 j&d\work prod ucAstormcad\p2-25.stm StormCAD v1.5[160] 06/05/17 01:49:14 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 6 r � Detailed Report for Pipe P-5 Section Material:PVC Section Shape:Circular Section Size:18 inch Number Sections:1 Pipe Discharge 5.10 cfs Capacity 10.91 cfs Mannings Coefficient 0.013 Hydraulic Drop 0.55 ft Length 38.00 ft Energy Slope 0.009238 ft/ft Constructed Slope 0.010789 ft/ft Upstream Velocity 4.80 ft/s Upstream Flow Time 0.00 min Average Velocity 5.40 ft/s Pipe Flow Time 0.12 min Downstream Velocity 6.00 ft/s System Flow Time 0.12 min Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (f) (ft) (ft) (ft) (ft) (ft) Upstream 4,783.91 4,785.50 4,785.41 0.09 0.87 4,784.78 4,785.14 Downstream 4,783.50 4,786.90 4,785.00 1.90 0.73 4,784.23 4.784.79 Message List Profile:Steep supercritical frontwater profile(S2). Profile:Critical depth assumed upstream. Violation:does not meet minimum cover constraint at downstream ern Project Title:Phase 2 Project Engineer:wasia h:\...\phase 2 j&d\work prod uct\stormcad\p2-25.stm StornCAD v1.5[160] 06/05/17 01:49:14 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 7 Detailed Report for SDMH#2 Watershed Information No watershed data entered for this inlet. Flows Total Discharge 10.20 cfs Known Flow 0.00 cfs Upstream Additional+Carryover 6.80 cfs Total Watershed(CIA) 0.00 cfs Carryover 0,00 cfs Additional Flow 3.40 cfs Watershed Data System Intensity 0.00 in/hr Upstream CA 0,00 acres Total CA 0.00 acres Inlet CA 0.00 acres External CA 0.00 acres Flow Times System Flow Time 1.80 milt Upstream Flow Time 1.80 min Inlet TC 0.00 min External TC 0.00 min Elevations HGL In 4,781.88 ft HGI-Out 4,781.88 ft Ground Elevation 4,783.60 ft Rim Elevation 4,783.60 ft Sump Elevation 4,780.39 ft Other Properties X 9,929.71 ft Y 10,044.80 ft Velocity 4.12 ft/s Headloss 0.00 ft Headloss Coefficient 0.00 Station 1+24 ft External Flow 0.00 cfs Project Title:Phase 2 Project Engineer:wasia h:\...\phase 2 j&d\work prod uct\stormcad\p2-25.stm StornCAD v1.5[160] 06/05/17 01:49:14 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 8 Detailed Report for SDMH#3 Watershed Information No watershed data entered for this inlet. Flows Total Discharge 6.80 cfs Known Flow 0.00 cfs Upstream Additional+Carryover 5.95 cfs Total Watershed(CIA) 0.00 cfs Carryover 0.00 cfs Additional Flow 0.85 cfs Watershed Data System Intensity 0,00 in/hr Upstream CA 0.00 acres Total CA 0.00 acres Inlet CA 0.00 acres External CA 0,00 acres Flow Times System Flow Time 1.04 min Upstream Flow Time 1.04 min Inlet TC 0.00 min External TC 0.00 min Elevations HGL In 4,783.29 ft HGL Out 4,783.29 ft Ground Elevation 4.784.20 ft Rim Elevation 4,784.20 ft Sump Elevation 4,780.20 ft Other Properties X 10,162.38 ft Y 10,087.98 ft Velocity 4.96 ft/s Headloss 0.00 ft Headloss Coefficient 0.00 Station 3+61 ft External Flow 0.00 cfs Project Title:Phase 2 Project Engineer:wasia h:\...\phase 2 j&d\work prod uct\stormcad\p2-25.stm StormCAD 0.5[160] 06/05/17 01:49:14 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 9 Detailed Report for SDMH#4 Watershed Information No watershed data entered for this inlet. Flows Total Discharge 5.95 cfs Known Flow 0.00 cfs Upstream Additional+Carryover 5.10 cfs Total Watershed(CIA) 0.00 cfs Carryover 0.00 cfs Additional Flow 0.85 cfs Watershed Data System Intensity 0.00 in/hr Upstream CA 0.00 acres Total CA 0.00 acres Inlet CA 0.00 acres External CA 0.00 acres Flow Times System Flow Time 0.33 min Upstream Flow Time 0.33 min Inlet TC 0.00 min External TC 0.00 min Elevations HGL In 4,784.16 ft HGL Out 4.784.16 ft Ground Elevation 4,785.64 ft Rim Elevation 4,785.64 ft Sump Elevation 4,781,64 ft Other Properties X 10,350.25 ft Y 10,122.52 ft Velocity 4.62 ft/s Headloss 0.00 ft Headloss Coefficient 0.00 Station 5+52 ft External Flow 0.00 cfs Project Title:Phase 2 Project Engineer:wasia h:\...\phase 2 j&d\work prod uct\stormcad\p2-25.stm StonnCAD v1.5[160] 06/05/17 01:49:14 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 10 Detailed Report for SDMH#5 Watershed Information No watershed data entered for this inlet. Flows Total Discharge 5.10 cfs Known Flow 0.00 cfs Upstream Additional+Carryover 5.10 cfs Total Watershed(CIA) 0.00 cfs Carryover 0.00 cfs Additional Flow 0.00 cfs Watershed Data System Intensity 0.00 in/hr Upstream CA 0.00 acres Total CA 0.00 acres Inlet CA 0.00 acres External CA 0.00 acres Flow Times System Flow Time 0.12 min Upstream Flow Time 0.12 min Inlet TC 0.00 min External TC 0.00 min Elevations HGL In 4,784.32 ft HGL Out 4.784.32 ft Ground Elevation 4,786.90 ft Rim Elevation 4,786.90 ft Sump Elevation 4,782.90 ft Other Properties X 10,401.10 ft Y 10,133.47 ft Velocity 4.32 ft/s Headloss 0.00 ft Headloss Coefficient 0.00 Station 6+04 ft External Flow 0.00 cfs Project Title:Phase 2 Project Engineer:wasia h:\...\phase 2 j&d\work product\stormcad\p2-25.stm StormCAD v1.5[1601 06/05/17 01:49:14 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 11