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HomeMy WebLinkAbout98 - Design Report - Valley West - Sewer Trunk Line DESIGN REPORT FOR VALLEY WEST SEWER TRUNK LINE :f BOZEMAN, MONTANA Prepared By: Morrison-Maierle, Inc. 901 Technology Boulevard P.O. Box 1113 <$ Bozeman, Montana 59771-1113 iX Prepared by: Jack R. Schunke Glenn A. Wood Morrison-Maierle, Inc. No. 2885.004.040.0310 w ' C" 7.4 : FL ar 0 9 1998, VALLEY WEST TRUNK LINE TABLE OF CONTENTS 1.0 Executive Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Pagel 2.0 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Pagel 3.0 Existing Valley Unit Sewer Trunk . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 2 4.0 Proposed Service Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 2 5.0 Predicted Population . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 3 6.0 Predicted Wastewater Generation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 4 7.0 Peaking Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 5 8.0 Sewer Trunk Line Sizing by Drainage Zone . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 6 9.0 Valley West Trunk Line . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 9 10.0 Conclusion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page10 LIST OF TABLES Table 4.1 Proposed Service Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 3 Table 5.1 Predicted Population . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 4 Table 6.1 Predicted Wastewater Generation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 5 Table 8.1 Trunk Line Computation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 7 Table 9.1 Valley West Project Percent of Total Flow . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 9 Table 9.2 Required Line Size for Valley West Project Only . . . . . . . . . . . . . . . . . . . . . . . Page 10 LIST OF FIGURES Figure 1.1 Service Area 1.2 Valley West Sewer Trunk 8.1 Valley West Sewer Trunk Drainage Zones Page 1 LIST OF APPENDICES Appendix A Line Calculations LIST OF REFERENCES Wastewater Facility Plan Bozeman, Montana -May 1997 -pp 83-87. Metcalf and Eddy 3`d Edition Wastewater Engineering, Table 2-5 pp 20, Table 2-11 pp 28. Page 2 VALLEY WEST SEWER TRUNK DESIGN REPORT 1.0 Executive Summary The 360 Ranch Corporation proposes to develop a 404 acre tract west of Ferguson Avenue and south of Durston Road to be called Valley West. At this time, this area is without sewer service, therefore the Valley West Sewer Trunk Line will be built and will serve those areas included in the Valley West Annexation, which includes the Valley West Project, Bozeman Athletic Club West Annexation and that area 300 feet north of Durston Road beginning 1,320 feet west of the proposed alignment for Cottonwood Road eastward along Durston to Flanders Mill Road and that area between Flanders Mill Road, from 400 feet north of the proposed trunk line south to Durston Road, and the connection to the City's existing wastewater system. Total area to be served is 726 acres. (See Service Area Figure 1.1). The proposed trunk line will consist of approximately 16,500 feet of eight inch,ten inch, twelve inch, eighteen inch and twenty-one inch PVC pipe. (See Valley West Trunk Line Figure 1.2). Predicted wastewater generation for the 726 acres to be served by the trunk line is 1,031,160 gpd. The entire area is subject to high groundwater therefore infiltration(I/I)will be included with the wastewater flows predicted. (I/1) into the new line is based on Bozeman's May 1997 Wastewater Facilities Plan suggestion, (150 gpd per acre), for newly constructed sewer mains or 108,900 gpd for this project. Due to the topography of the area,the trunk line will be laid at nearly minimum grade from the connection to Bozeman's sewer system westward to the future intersection of Durston Road and Cottonwood Road. Hydraulic analysis completed during the design of the trunk line indicates that each line will flow the predicted peak flows with used capacity ranging from 13%to 98%of full flow capacity. 2.0 Introduction The proposed Valley West Sewer Trunk will connect to the City's existing wastewater system's Valley Unit Trunk Line at Manhole #946, approximately 3,850 feet northeast of the intersection of Durston Road and Flanders Mill Road, and extend west and south along the future extension of Cottonwood Road to a point approximately 400 feet north of Huffine Lane. The trunk line will follow the alignment of Cottonwood Road, Durston Road and Flanders Mill Road where possible and will be centered in a 30 foot utility easement in those areas where the trunk line crosses private property. Valley West Sewer Trunk Line Design Report Page 1 3.0 Existing Valley Unit Sewer Trunk The Valley Unit Sewer Trunk,an existing 18-inch line,extends 2,640 feet north from Durston Road, approximately 2,800 feet east of Ferguson Road, to Manhole #946, the proposed point of connection. At Manhole #946, the existing trunk line increases in size from an 18-inch line to a 20-inch line. 4.0 Proposed Service Area The service are for the proposed trunk line will consist of the Valley West Annexation, the Bozeman Athletic Club West Annexation, and those properties lying 300 feet north of Durston Road beginning 1,320 feet west of the proposed alignment for Cottonwood Road, eastward along Durston to Flanders Mill Road, and that area between Flanders Mill Road from 400 feet north of the proposed trunk line south to Durston Road, and the connection to the City's existing wastewater system. (See Table 4.1). Valley West Sewer Trunk Line Design Report Page 2 Table 4.1 Proposed Service Area Area Served Area(Ac) Valley West Annexation 0 Valley West 344.5 ® Billion Auto Plaza Subdivision 19.5 e Norton Ranch Inc. 40.0 Bozeman Athletic Club West Annexation 135.0 Christian Heritage School 13.0 Area North of Durston Road • Cannon/White 6.0 • Swenson 10.0 • Tom Lane 0.5 6 Mengel Trust 4.0 ® Hanson Trust 4.5 6 Anderson/Nelson 10.0 • Metcalf 2.0 i Douglas Smith 72.0 • Douglas Smith 20.0 • Joan Lewis/MacDonald 45.0 Total 726.0 5.0 Predicted Population Population density for this report will be based on findings detailed in the Bozeman May 1997 Wastewater Facility Plan, page 87. The plan indicates that an overall density prediction of 13.3 persons per acre should be used for new development. Valley West Sewer Trunk Line Design Report Page 3 Exceptions to the plan's recommendations are: the Christian Heritage School in which the population is known. Bronken Park in which it is assumed maximum event attendance would be 1500 people. The exclusion of the 10 acre lake being constructed in the western section of Valley West. Infiltration (I/I) allowance of 150 gallons per acre per day will be assumed corresponding to the City of Bozeman's "Wastewater Facility Plan" page 87. This is equivalent to 1.3 persons per acre of wastewater generation. (See Table 5.1) Table 5.1 Predicted Population Service Area Area(Ac) Population (I/1) (Person) Persons Valley West Annexation • Valley West 292.5* 3891 381 • Billion Auto Plaza Sub. 19.5 260 25 • Norton Ranch Inc. 40.0 532 52 Bozeman Athletic Club Annexation 135.0 1796 176 Area North of Durston Road 174.0 2315 227 Christian Heritage School 13 98 students 17 8 staff Total 674 Acres 8898 878 * Less area for Bronken Park and proposed lake in western part of project. 6.0 Predicted Wastewater Generation Wastewater generation predicted in this report is based on findings detailed in the Bozeman May 1997, Wastewater Facility Plan, page 87. The plan indicates that an overall wastewater flow of 117 gpd per person should be used for new development. Wastewater generation for Bronken Park is based on 8 gpd/visitor. This information is based on Metcalf and Eddy 3`a Edition, Wastewater Engineering Table 2.5, page 20. Wastewater generation for the Christian Heritage School is 16 gpd/staff and 25 Valley West Sewer Trunk Line Design Report Page 4 gpd/student. This information is based on Metcalf and Eddy, 311 Edition, "Wastewater Engineering", Table 2-11,page 28 (See Table 6.1 for predicted wastewater generation). Table 6.1 Predicted Wastewater Generation Service Area Wastewater I/I (gpd) Generation (gpd) Valley West Annexation • Valley West 455,247 44,577 • Bronken Park 12,000 ® Billion Auto Plaza Sub. 30,420 2,925 ('2124� �3.0 -t (ajp<��,� A Norton Ranch Inc. 62,244 6,084 q,n r Bozeman Athletic Club West Annex. 210,132 20,592 Area North of Durston Road 270,855 26,559 Christian Heritage School 2,578 1,989 Subtotal 1,043,476 gpd 102,726 gpd Total 1,146,202 7.0 Peaking Factor Peaking factors will be determined using the following formula: Q (Peak/hourly)/Q (Design ave.) = 18 +IP - 4 +,rP Where Q =Flow P =Population in thousands Note: (Population will consist of predicted residential and commercial population based on 13.3 persons/acre). Valley West Sewer Trunk Line Design Report Page 5 8.0 Sewer Trunk Line Sizing by Drainage Zone Figure 8.1 "Valley West Sewer Trunk Line Drainage Zones", graphically details each drainage zone and section of sewer trunk line used in the "Trunk Line Computation Table", Table 8.1. Appendix A, Line Calculations contains the flow calculations for each of the 11 lines which make up the trunk line. Y Valley West Server Trunk Line Design Report Page 6 00 00 O N N 00 00 N c a C �Y 00 cr1 c*1 l� GO O ra 06 cl� GC�'� [r- E CO ►. 3, 00 M to to 00 116,° m 0000 O n cn d 00 N d .- E a. C:. cA cf, N O o d ri cn M M ri �Y N cz Q bA � 00 to M M to to d E o '-• N M d 0 cT lD cM fl Vr \10 M -- 06 .-, ., x0 .- a \0 N M O N G1 M �U rV �D �O C� M r- M C1 N N to [- to to M 00 ci to to O O O O O 00 O O m m O O N to C c.!: hL L LJ Q -- N M d to 00 G1 O r M et N cc c y ct N o N cn 00 00 cl� L E- E L - N m C- 00 cz V� L x 3 � •- N cf) It to t- 00 �, c O0 00 N_ c C � ... C t� cy O o, 'o CND h Ln a a w ^ w o 0 00 � M rn � r-• r -� >0. Gq 7-7 c U > ca. 00 00 Q tw M cn M N ;3 cn cn U>a, 00 N �t cn I-D In O oo w �t 00 > 0 bA <C ci cz cn O cn M 110 r- p O N 110 00 01 �10 110 00 �10 \O LD .. 00N n. a cn cn I'D O O O to ca y L L Q ai cn r- 00 C7� O N M t to 110 � — — — .-� — N N N N N N N C •cd C N CST M 00 .a U � cn � C � L [z y �_ ,� •-• ,-• as to 9.0 Valley West Trunk Line The Valley West trunk line is designed with sufficient capacity to serve areas outside the Valley West project. The flows predicted for the additional areas require that the trunk line size be increased beyond what is necessary to carry the predicted flows for the Valley West project in some portions of the trunk line. Two approaches are used to illustrate the oversizing of the trunk line. Approach number one compares the overall flow predicted for the Valley West project as a percentage of the total flow predicted. (See Table 9.1). Table 9.1 Valley West Project Percent of Total Flow Service Area Area Valley West 292.5 acres 455,160 gpd Subtotal 455,160 gpd Billion Auto Plaza Sub. 19.5 acres 30,344 gpd Norton Ranch Inc. 40.0 acres 62,244 gpd Bozeman Athletic Club West Annexation 135.0 acres 210,074 gpd Christian Heritage School 13.0 acres 2,578 gpd Area North of Durston Road 174.0 acres 270,761 gpd Subtotal 576,001 gpd Total 1,031,160 gpd Valley West contribution to the total flout 44.1%. In approach number two, each line component of the trunk line is sized to carry flow predicted for Valley West. (See Table 9.2). Valley West Sewer Trunk Line Design Report Page 9 Table 9.2 Required Line Size for Valley West Project Only Line Number Line Size Designed Line Size Designed for Valley West Trunk for Valley West Project Only 1 8" 8" 2 8" 8" 3 10" Not Required 4 12" 8" 5 12" 10" 6 18" 15" 7 18" 15" 8 18" 15" 9 18" 15" 10 21" 15" 11 21" 15" 10.0 Conclusion Using the Bozeman May 1997 Wastewater Facility Plan as a guide,the Valley West Trunk Line is designed to serve the 726 acres described in this report. At full buildout of the described area, it is predicted that up to 98% of the full flow capacity of the trunk line in several areas will be utilized. Construction of the project is expected to begin in the spring of 1998, and be completed by mid-summer of that year. The trunk line will be constructed in accordance with Montana Public Works(MPW) Fourth Edition,January, 1996, Standard Specifications in conjunction with City of Bozeman Modifications to MPW Standard Specifications prepared May, 1997. Valley West Sewer Trunk Line Design Report Page 10 FIGURE 8. 1 VALLEY WEST SEWER TRUNK LINE DRAINAGE ZONES ;I I II 1 II CK II I 2' I I I I 24 ;I I I� I 21 EXISTING MH Lu I 1 12 j 2 25 I I I� 18", t5l ! o I j I I i 3 i Fpp 19 j. 21 <`I 3 I I z 18 o c3 " DURSTON RD77 __ _ ___ _-____ _ -_ I 15 I � 1 o lI o �jQ'I LL j 13 I, Vi o l 0 .BAB000K RD� e 7- I '1 Il LEGEND: DRAINAGE ZONE NUMBER 4 I 1 ,I I i ' I i I CITY OF BOZEMAN j e a I 1 HUFFINE 'LAN ;I US HWY 191 r --------------- L__—__ ------- .. , --------------- - -------------- CITY LIMITS I I I 1 I I I I I I 1 I 'I � I FIGURE 1 . 1 VALLEY WEST SEWER TRUNK LINE SERVICE AREA I� I I� I 1 21 !EXISTING MH #946 ' W 1 -------------------------- ;I� i ;i w Q II i i 21» I i I18„ 18„i i i 11 I i L i ,I 11 I� �1 1� o 0 DURSTON RD n ; „ i „ ^ ; ---------------- ----------------- -- ------ -- ---"-- - - ------- -"- --------- -----_------- .-, ------- ------- I i------- __-_-----__-_--__--_--_-__-_•-J 1 , II I , I 1 1 oil x I I CVi o I ' 1 i I o 1 0» BABCOCK RD; 10 ''I - ✓„ -- ---------------- 1 I i I I I i i it i I� - 1 ,I � CITY OF BOZEMAN g' I HUFF LAN I US HWY 191 _ ------------ L__ ------- — ---------- ----- -------------- --------------- --- ------------ -------- -- - CITY LIMITS I 1 I I I 'I I ' I I I1 I I -------------- - ------------ I 'I 1 1 FIGURE 1 .2 _ WI/4 SEC 3 �E1/4 SEC 3 VALLEY WEST 18" N .18„ � SANITARY SEWER TRUNK MAIN CITY OF BOZEMAN, MONTANA I 1B" I � N COF�$EC 1.3 1�T ��rT -..-�.�.'- r.$1TS�C 7. -..-.. SE COR SEC 3 + 8 `.J I I LEGEND: 12 I B" TRUNK LINE 10" TRUNK LINE 12" TRUNK LINE 1 B" TRUNK LINE 21 " TRUNK LINE WI/4 SEC 10 10„ I{ SI/15 SEC 4 ,I I, u I 1. Appendix A Line Calculations Valley West Sewer Trunk Line Design Report Page 11 \ / ) � VALLEY WEST SEWER TRUNK LINE � Worksheet for Circular Channel Project Description ruUecz File coloxvnmuxme/.x/�2 VVorheheet L|NE#1 / Rovv Element Circular Channel / Method &4onning'sFonnu|o Solve For Full Flow Capacity Input Data Channel Slope 1.00000096 Diameter 8.00 in Results Depth 8.00 in Discharge 542.34 gal/min Flow Area 50.27 inc Wetted Perimeter 25.13 in Top Width 0.00 in Chbce| Depth 6.25 in Percent Full 100.00 96 Critical Slope 1.08916896 Velocity 3.48 f/s Velocity Head 0.19 ft Specific Energy FULL in FroudeNurnber FULL Maximum Discharge 583.40 gal/min Full Flow Capacity 542.34 gal/min Full Flo Slope 1 OODOOO96 ` ` Feb 2. 1998 Mvnison4Muiede.|nc FlowMaaterv4.1 0313:51 Huostad Methods, Inc. 5r Brookside Road Waterbury,CTOO7O8 (203)7554688 Page 1o[1 ! ' \ \ ' VALLEY WEST SEWER TRUNK LINE Worksheet for Circular Channel � Project Project File c:\flowmstr\linel.fm2 VVorkaheet L/NE#2 ! Flow Element Circular Channel ) Method MaDOiOg'SFDrDU|8 Solve Fo Full Flow Capacity ' | Input Data / / == .vy" C"=""'"= .t v."/^ � Channel Slope 0.700000 96 Diameter 8.00 in Results Depth 8.00 in Discharge 453.78 goKmin Flow Area 50.27 in' Wetted Perimeter 25.13 in Top Width 0.00 in ChUoa| Depth 5.73 in Percent Full 100.00 % Critical Slope 0.943225Y6 Velocity 2.90 f/s Velocity Head 0.13 ft Specific Energy FULL in FrOVdeNunnber FULL K4auinnurn Discharge 400.11 gal/min Full Flow Capacity 453.70 gal/min Full Flow Slope 070000096 ` Jun29, 1998 Murriovn4Muiede.|mc. FlowMaster v4.1 ~-1 � i ' VALLEY WEST SEWER TRUNK LINE � Worksheet for Circular Channel Project Description Project File c:\flowmstr\linel.fm2 VVorkoheet LINE#3 � Flow Element Circular Channel � Method M8DDiOg'SF000Ui8 SolveFor Full Flow Capacity Input Data � i Channel Slope 0.28000096 Diameter 10.00 in ' � Results Depth 10.00 in � Discharge 528.54 gal/min Flow Area 78.54 in' Wetted Perimeter 31.42 in Top Width 0.00 in Critical Depth 5.81 in ' Percent Full 100.00 Y6 Critical Slope 0708861 % Velocity 2.16 fUa Velocity Head 0.07 ft Specific Energy FULL in FnoudaNumber FULL Maximum Discharge 509.83 gal/min Full Flow Capacity 528.54 gal/min Full Flow Slope 029000096 ` Jan 29, 19SD Monisnn4Maiede.|nc FlowMaste, °4.1 [ / \ \ ' VALLEY WEST SEWER TRUNK LINE Worksheet for Circular Channel [ Project Project File c:\flowmstr\linel.fm2 VVorkoheat L|NE#4 � Flow Element Circular Channel � ' Method K83nniDg'sForDW|8 Solve For Full Flow Capacity ' Input Data < Channel Slope 1.000000Y6 Diameter 12.00 in Results Depth 12.00 in ` Discharge 1599.01 gal/min Flow Area 113.10 in' Wetted Perimeter 3770 in � Top Width 0.00 in Critical Depth 9.67 in Percent Full 100.00 96 Critical Slope 1.03102296 Velocity 4.54 fUa \/e|ooih/ Head 0.32 ft Specific Energy FULL in FroudeNurnber FULL Maximum Discharge 1720.07 gal/min Full Flow Capacity 1599.01 gal/min Full Flow Slope 1 OOOOOO96 ` Jan29, 1988 Inc FlowMoote, w*.1 10:11:36 Haoatad Methods, Inc. 37 Brookside Road Waterbury,CTOO7O8 (208)7551866 Page of --` '—\ VALLEY WEST SEWER TRUNK LINE Worksheet for Circular Channel Project Description Project File c:\flowmstr\linel.fm2 VVorhaheet L|yJE#5 [ Flow Barnant Circular Channel � ^ Method KAaDOiDg'sForOU|a Solve For Full Fl Capacity Input Data [ Channel Slope 0.63300096 Diameter 12.00 in Results Depth 12.00 in � Discharge ' 1272j9 gal/min Flow Area 113.10 in' Wetted Perimeter 37.70 in | Top Width 0.00 in ChUoo| Depth 8.80 in Percent Full 1OO�OO �6 | � Critical Slope 0i834590Y6 Velocity 3.61 ft/e Velocity Head 0.20 ft ! 8paoifi Energy FULL in FroudoNunnber FULL Maximum Discharge 1388.51 gal/min Full Flow [}opooitv 1272.18 0mVnnin Full Flow Slope 0633000Y6 . ` Jam29, 1990 Morrison-Maiede.|nc Flowmasterv41 10:13:03 Haostad Methods, Inc. 3r Brookside Road Waterbury,CTOO708 (203)7551866 Page of � / ) VALLEY WEST SEWER TRUNK LINE � Worksheet for Circular Channel Project Description Project File c:\flowmstr\linel.fm2 VVorkoheet L|NE#O [ Flow Element Circular Channel � Method K88OOiDg'S Formula Solve For Full Fl Capacity Input Data � Channel Slope 014000096 Diameter 18.00 in Results Depth 18.00 in i Discharge 1783.97 gal/min Flow Area 25447 in' . Wetted Perimeter 50.55 in / } Top Width [iOO in Critical Depth 9.10 in Percent Full 100.00 96 Critical Slope 0.539034Y6 Velocity 2.22 f/s Velocity Heed 0.08 ft Specific Energy FULL in FroudaNunnbor FULL K8axirnunn Discharge 1897.52 gal/min Full Flow Capacity 1763.97 gal/min Full Flow Slope 014000096 ` ` Jan 29, 1990 Morrison-Moiede.|nc. FlowMoote, v41 10:06:01 Heestad Methods, Inc. 3r Brookside Road Waterbury,CTOh7VO (203)755-1668 Page of VALLEY WEST SEWER TRUNK LINE Worksheet for Circular Channel Project Description Project File c:\flowmstr\line1.fm2 Worksheet LINE#7 Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.013 Channel Slope 0.500000 % Diameter 8.00 in Results Depth 8.00 in Discharge 383.49 gal/min Flow Area 50.27 in' Wetted Perimeter 25.13 in Top Width 0.00 in Critical Depth 5.25 in Percent Full 100.00 % Critical Slope 0.848208 % Velocity 2.45 fus Velocity Head 0.09 ft Specific Energy FULL in Froude Number FULL Maximum Discharge 412.53 gal/min Full Flow Capacity 383.49 gal/min Full Flow Slope 0.500000 % Jan 29, 1998 Morrison-Maierle,lnc. FlowMaster v4.1 10:06:19 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 | / / ^ VALLEY WEST SEWER TRUNK LINE Worksheet for Circular Channel Project Description Project File c:\flowmstr\linel.fm2 VVorkahe*t L|NE#8 � Flow B8Dl8Dt Circular Channel { ' Method K88ODiDg's Formula Solve For Full Flow Capacity i | Input Data / � -_-=- --___' _- .- / Channel Slope 0i150000Y6 Diameter 18.00 in / Results -~r~' 18.00 in Discharge 182588 gal/min Flow Area 254.47 in Wetted Perimeter 50.55 in Top Width 0.00 in Critical Depth 9.27 in Percent Full 100.00 % Critical Slope 0.543476Y6 Velocity 2.90 fUS Velocity Head 0.08 ft Specific Energy FULL in Frouda Number FULL Maximum Discharge 1964.12 gal/min Full Flow Capacity 1825.09 gal/min Full Flow Slope 015000096 ` ` Jan 29, 1S88 Morrison-Maieda.|nu FlowM*ote, v41 10:06:41 Heestad Methods, Inc. 3r Brookside Road Waterbury,CTO8708 (203)755-1666 Page of � VALLEY WEST SEWER TRUNK LINE Worksheet for Circular Channel Project Description Project File c:\flowmstr\line1.fm2 Worksheet LINE#9 Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.013 Channel Slope 0.150000 % Diameter 18.00 in Results Depth 18.00 in Discharge 1825.89 gal/min Flow Area 254.47 in'. Wetted Perimeter 56.55 in Top Width 0.00 in Critical Depth 9.27 in Percent Full 100.00 % Critical Slope 0.543476 % Velocity 2.30 fus Velocity Head 0.08 ft Specific Energy FULL in Froude Number FULL Maximum Discharge 1964.12 gal/min Full Flow Capacity 1825.89 gal/min Full Flow Slope 0.150000 % Jan 29, 1998 Morris on-M aierle,Inc. FlowMaster v4.1 10:06:59 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 VALLEY WEST SEWER TRUNK LINE Worksheet for Circular Channel Project Description Project File c:\flowmstr\line1.fm2 Worksheet LINE#10 Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.013 Channel Slope 0.150000% Diameter 21.00 in Results Depth 21.00 in Discharge 2754.22 gal/min Flow Area 346.36 in' Wetted Perimeter 65.97 in Top Width 0.00 in Critical Depth 10.96 in Percent Full 100.00 % Critical Slope 0.519594 % Velocity 2.55 ft/s Velocity Head 0.10 ft Specific Energy FULL in Froude Number FULL Maximum Discharge 2962.73 gal/min Full Flow Capacity 2754.22 gal/min Full Flow Slope 0.150000 % Jan 29, 1998 Morrison-Maierle,Inc. FlowMaster v4.1 10:03:45 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT06708 (203)755-1666 Page 1 of 1 ~` i � ) � VALLEY WEST SEWER TRUNK LINE Worksheef for Circular Channel Project Description Project File c:\flowmstr\linel.fm2 VVorkoheaL L|NE#11 � Flow Element Circular Channel � " Method K8GOOiDg'SFormU|a Solve For Full Flow Capacity Input Data � xo*mm/8suwemc'eot 0.0/3 � Channel Slope 0i15000096 Diameter 21.00 in Results Depth 21.00 in � Discharge 2754.22 gal/min Flow Area 348.38 in' Wetted Perimeter 05.97 in | Top Width 0.00 in Critical Depth 10.98 in Percent Full 100.00 96 - ' | Critical Slope 0.51959496 � Velocity 3.55 fh/S Velocity Head 0i10 ft ' Specific Energy FULL in FroudaNumbor FULL Maximum Discharge 2962.73 gal/min Full Flow Capacity 2754.22 gal/min Full Flow Slope 0150000 % ' ` Jan 2\ 19S8 FbwMasmrv41 10:0412 Hoeutad Methods, Inc. 37 Brookside Road Waterbury,CTO8rO8 (203)755-1666 Page Inf1 CASCADE STREET 47-77 STORM DRAINAGE PLAN - - INSTALL TEMP. �-- ---__... oET. POND m�o� a VOLUME-342 CF - €�"�o l Du !I 3:1 SIDE SLOPES INSTALL TEMP. I. SOT.P EL.=4775.50 4778 DET. POND (/5 TOP EL=4777.00 VOLUME=2125 CF MAX WATER EL=4777.3 3:1 SIDE SLOPES p� T. EL=4777.15 � T L.=477 ,1 1 `��9 p� MAX WATER EL.=4778.98 - _ I ' I 'I n 2 00, t 5 1 _----- r---� _.-_-- ----- --- --- — - e` 6 _ -- -- - - i I : 9 I { LOT LOT 16 INSTALL DET. POND { ______— LOT 3 LOT OT 5 LOT 7 LOT 9 LOT 12. ;LOT 13i 2 -'""` - N I LOT 6 OS 1 L T 1 1 LOT 15, s I (2) 8- PVC OUTLET PIPING j.LOT to — { I DAYLIGHT TO EX. GRADE 1 9 II a I IE OUT=4779.27 I LOT 2 I ! ! LOT - - - - 5=o.zsxL=6'-- -- - f : , I } _o ox _�} 1.sox .6`ox LE y-A DER �W I INSTALL TEMP"- - � ` 7 wHHa z .-DET."POND �j3 { VOLUME=1632 CF ( ' • - 3:1 SIDE SLOPES 1 I TOP EL=4779.90 ! m ) I :F MAX WATER EL.=4779.95 I L i8 I ! I I I I LOT 33 I ' { I I OWE L0 LOT 21 LOT 22 LOT 23 2 'LOT 24 'LOT 25 LOT 6 LOT 27 LOT 28 ; cn LOT 29 30 a o { - - I LOT 31 !LOT 32 LOT 34 i I I ALL I { f 1 LOT 35 1 '�Y N ( i J 1 LOT 37 LOT 38 i jLOT 4OI OS-3 } LOT 41 Lpr OT 43 {LOT"44 LOt 45 >8j `_ g cr. I } LOT 46 LOT 47 I LOT 4 LOT 49 ------ ! ( - 7 i 4�, a i LOT 3b I I lOT 51 a -----i i W r 3 �. I - _ CL - -_ - WE'ST BABC .CK — —INSTALL'-SDMft#2-'- �,; -- ---- 0�90-..� - �j_ ,Q � 8$--_.AIM _EL=4788.14 I = w !N=4783.61 1 INV. OUi=4783.51 Q su so z MP EL.=4782 INSTALL SDMH#I INSTALL INSTALL $ 0 EXTEND EXIST. PIPE INSTALL SDMH 3 •o STORM SEWER STORM~SEWER W RIM EN-4787.13 UNDER ROAD INV. IN=4784.66 RIM EL.=4788.09 INV. OUT=4784.56 INV. IN=4783,35 I ( SUMP EL.=4783.81 INV. OUT=4783.25' I SUMP EL=4782.50 )- { L&J W SCALE Q z t HORIZ: 1" = 50' > a ' VERT: 1" = 5' ' o 1 1 x 17 HORIZ: 1" = 100' m 11 x17 VERT: 1" = 10' PRaEc1 No. 0 - - JJ84. 4 m SHECT NUMBER n M DRAWING NUMBER DRAIN 1 4780--- �'VI moo 4 =om No ou INSTALL TEMP. a w zo DET. POND J6 STORM DRAINAGE PLAN Vi�JLUME=24 SID 3::: OPES 80 L-4777.90 P EL-4779.40 MAX WATER EL-4779.65 I Ell f i II ET. POND J7 VOLUME-2193 CF CON I IZE NATURAL DEPRESSION) ---------- EXISTING ALLE ROAD SIDE DITCH PARK- -�LOT 16 LOT 65 s OT 70 INSTALL(RE- E) S, F.E.S. (17 +00) w H RACK LOT 66 LOT 68 PER STD. DWG'S ,i / INSTALL 00 LU E=692 CIT LOT S 15" RCPA , _j LOT 64 4: SIDE`,SL PE In STOR M SEWER T. = 780 SO LOT 1 UNDER ROAD = 781.56 MAX = 782.00 9% 0 5110% rl'oss z, s RT 0 7 > Ei VOWME=Z 4: 1 SIDES 0 7 00 3 8 I �, ' ,D I '._ —. -- _- _—. ____.--_--_ -- _ : -__--_.._--_..-_--_-- --_- ----.-- 3 / .�a S ,O EL-4 —A LOT 59 LOT 33 AA C WATE EL 4 0 INSTA IbSumm#g 3 C RIM 4787.00 60 61 INV. =4782.66 OT 72 INV. UT=4782.56 J SUM EL.=4781.81 Ai 3+00 LOT 34 LOT 58 LOT 63 R j 0.50% ALLEY----3 d- L 1 ALLE !Do- z -7 0.79% OT 50 LOT 56 5 o a LOT 7 LOT 54 -7 B8 I $D.HI6 4 LOT 55 ���AJAIPL INSTALL SDMH#5 EXTEND EXIST. PIPF, EXTEND, k)ST, PIPE I c 15" CMP z IN L RIM F.�=4708.44 INV.; 4=4,785.55 75) INSTALL I s RIM EL= STORM SEWER 15* OT E 47 INV, 01 S 1785.45 OT 57 Ca S L L 51 STORM' R OT 52 --'ZM S Z n'IN 7:115 INSTALL ;�/04jo z 00 JB9 4790 0 Islul -4783.33 15- MP EL. RM-SEW U-1 ER 00! INSTALL kLL SDMH 8 OUT-4785.27 A z 0 0 WEST BABCOCK S EET i6nc sbmH-ii INS TW? < CL --lllN STALL!.S MH#7- Lu EXTE ST. PIPE m EL=4788.14 RIM�EL= #S ]N=4783.61 . = . I = 791.00 Z3 L! INV, OUT=4783.51 INV. OUT .7863i250 C>—EL:��47 7 < z .5 INV. IN:4787 0,\86:0 INV. L, OUT < SUMP EL.=4782.50 SUMP INSTALL V) W INSTALL SOMH #4 15* RCPA LLJ RIM EL-4788.60 STORM SEWER :KV. IN=4783.51 UNDER ROAD W. OUT-4783.41 SUMP EL=4782.67 LLJ Ln z SCALE < < m HORIZ: 1 50' nWi VERT: 1 5' -P' 1 47 OPES �P E WATER LUET ME U,_L ly LIZE .�NATE; LZL(REE H RACK''C� w p C.O.C'o STD. DWG'S 1 INSTALL ' RCPA STORM EWER UNDER ROAD 11x17 HORIZ: 1" = 100' ap 11x17 VERT: 1" = 10' PROJECT NO. O 3384.0(Y4 SHEET NUMBER DRAWING NUMBER DRAIN2 r W Ca Z J Z �/� z ° Zo -i �rn v) Of � z z a z� a z z Z^ z o Z \ o ~ m Ln o w _ W o w w c° in —It z W o 0^ g z ¢ aQ Q� z uj Fw- ICI H �UQ W o z a p n z CU II ¢ ¢ g �w Q m a z � w Ww mo Z Z U 0 Q z F- U W O O U O Of O U C LL M N pzmL �� zw 0- w Z � 0 3 a off 0m 3z rn w� 3 3z 3 � w Z Com N ag ��' � �� Z> J O W _Z W W O W W w Q d a z_< w Oz U O U = N JO U C9ln D JX U = V) J JX W J O w O °si x O O U c0 Z � Q a = _ wmmd� OOP - Z � O U U0 O O 0Z F U JO �O Z Q a aoraN LLJW X M a L) z 'o w z a. io a c� z io z a = _ o _ a 7� � IL O O� �Q M �Q Q � w Z M Q U moo. X o00 wQ N I M O M 2;m on)Ar— w a -� IYOVI IV 0�y�5� ONO. Z r, .-y N 0LA o DUB o Z O '. CYtpw Yi dm Or- om¢ 7 w p� I -- ! �nWX� �o U o> o>>a; n:o a --M [ 1.14% --MW 1.18% �[ 0 NZ ¢ .76% / 1.76% a �� �� 1.6% T O LU m I¢I o O W{ a cc t7 O O �9 ZOUO I 1".4 e-,. I �'.I Z 2 Q ° Tm LO N II >'`v Oyu >y� I w Q ug Lj F- o co JO _� Moll W i $ o � � � I � I � I � e W LLJ 0 oom z 0 m0� >o imp~ i za I W o$ Q z OmY Lu0o w U a Qod w� �m>00NU� m acc fn LLJ Q z x� O Ir a KN } m m � i U I OO 1W o C7 N Qw0 U o Iw I lwo ? . D J >w LLI a O � �ac)m o � woo> W a"� m w (J w O �[ %L9'0 �[ 0-56% Z �[ Z 54% ui 0W¢ ¢ OO -- ~ ° N �� k -00 HOE(], � Q Z w LU o w �1�4�108 z o w = w 4 mLLm GHVNJVV z oo Z,> Wa Z wcr p Z 3 ZU d > CO N m Q ¢¢ m 44� a O COob CA Z O ` O Z N d� z Q U OII U '� �m p� NNO W� N Q ¢ a: Z '- r,J Q O Q Q r 00 Z (D � g� o�h 0m IQI > N m 0 L 4 o Z I- $ °z w o �[ 1.2% . a ❑W Z(aa� LLJ �❑z�Wi _ J— W�No ❑w¢ � Z: o Z:2 W J r�Qm OU ogaE o o QJJ j►--- wa zs oU O Lj w� �[ 1.54% WQ a w �[ 0,56% �[ tta% Z z z `oow N P'fo' a N ❑ L1 ❑z im Q z c x J EEO W-i 71 O a ao is w J �54q° 10 U uM o n _ / �� • Q E aZ o� /�= I pO U - o vi a > \' CNSS n Q Z co z z a u I JI Q z LL, 3 � m u� ❑� � , / v o w z I O Q �— �' W uLJ� � Q Q D> w o<w \ 6° Q C) _ \.y.V ❑ O \ \\� C7 m -01 [ 0.7% Q 2 1.2% Cc C\J r I \ \ 1 I � I i a C) Er g I Z z_ Q � o^ i I n I k 'z-,..:7a� •1 ' � p I � -_--- ro I 'I ❑ � � O N ow iciiI I I I I o d o z Q O cD I � I � OC e Q Z - cc 1 ! fLLu ouo W CO 1 i o a C7 u W 0] �= 2 J aaL999 I I U g'" Q p W Q I I I C\I N o'o Q < O ¢ �/ j J cc 129' J � m rn III ❑ Q F r e � U NQInQ o 0 4 W LLI Q � W I I % I \ � ZFg aD 0 m Z ' I I ao p ❑ \\ Z CC Z Q Jj O Q CL J I I D a I ! N n u \ II H a Q L m It IL W Z o d ? �tip �� S� m C3 ❑ O ¢ z O I I I J a- N Summary Drainage Area 1 — Minor Basin 1 10 —Year Runoff 1.57 cfs 25 —Year Runoff 1.88 cfs Pipe Size 15 inch Pipe Slope 0.35% Flow Velocity @ 2.0 cfs 3.15 fps Detention Pond 1 The volume of the detention facility is calculated on the 10-year event sheet. The required volume is 609 cf. with an allowable discharge of 0.66 cfs equal to the pre-development runoff. The 25 — year piping design must pass 1.88 cfs. Design calculations and details for the outlet structure are provided at the end of the runoff calculations. PROJECT: IMORP " "SO``N BY: DATE PROD,NO. MMERLE,INC. CHK: DATE PAGE: OF -pifG o-e b I� 0veda,,,J Flobj - 13S 4 ?O:--�f eve/o() e F&J Zj c,o4), YMi F1 ( f f�Gt✓ Z- J Z� � Flow = 'I P� dk �c �lp0 � �,S�Ja � �P�tl-r 1/L°lJ ve t t=/ = (C q7�r 7 © ,d T6 41��� Estim Mean Gutter Flow Velocity on E cock Street Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Discharge l Input Data Slope 0.005000 ft/ft Gutter Width 1.50 ft Oil eO e Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.020000 ft/ft as Spread 5.00 ft Mannings Coefficient 0.013 f1 C !f7 k, S,0reAe- ✓° W5eef Results p f Discharge 0.47 cfs d e r i v 'tit 6 y c1 notY!,'k)m kvI Flow Area 0.3 ft2 ( (/Depth 0.16 ft ,,/�ID f a�� Q "� !� ��d♦{P DYt !"r e �Y Gutter Depression 0.8 in t �i,-i r 7�r e e sh7�e f.5 Velocity 1.59 ft/s C �'s`�o ,f�1`� d� � /o Cif 0 e..Jt ✓l 0.50 r� 0.25 I 0.00 - +00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 VAN HA NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\da1-mbl.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614nj 01/25/02 09:12:40 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 -- Page 1 of 1 Estim�. Mean Velocity in Babcock Parkve Storm Drain Worksheet for Circular Channel Project Description Worksheet Circular Channel-1 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth e- @ �ei?it�t'6r fneo ii �f� e /pc J Q Z C1 S ` jj��JJ C 1/ //c 191 Input Data /S dee'}Ve f i, P �Ot�`/%%�idi � Mannings Coefficient 0.013 it hIet Al oat s ee ie',�n� /d i,C)ea T r o Slope 0.003500 ft/ft Diameter 15 in )6t )e�S Oki i3k bCoc Discharge 2.00 cfs 14 -t �n/Ow ���,`,y�etFc� Results P1/e"ev, ao-6 C Depth 0.64 ft Flow Area 0.6 ftz y� e 5 X c 1- 35 Cl n p e Wetted Perimeter 2.00 ft Top Width 1.25 ft Critical Depth 0.56 ft p VC Percent Full 51.4 % Critical Slope 0.005487 ft/ft Velocity 3.15 ft/s Velocity Head 0.15 ft Specific Energy 0.80 ft Froude Number 0.78 Maximum Discharc 4.11 cfs Discharge Full 3.82 cfs Slope Full 0.000959 ft/ft Flow Type Subcritical _T 15 in 0.64 ft VA N H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\dal-mb!.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 01/25/02 10:16:14 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 02/06/2002 Drainage Area 1 - Minor Basin 1 - 10 Year Event MODIFIED RATIONAL METHOD Qp=CiA PRE-DEVELOPMENT i=a•(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 2.34 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 18.00 MIN 0.30 HR 2 0.13 0.36 0.6 5 0,18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0.31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 1.40 IN/HR PRE-DEV Qp= 0.66 CFS POST-DEVELOPMENT POND VOLUME ,anstanRelease'4 VWuinB{GFT) BASIN AREA PRE= 2.34 ACRES „ gOg POST-DEV TC= 11.10 MIN 0.19 HR RETENTION VOL (CFT) POST-DEV C= 0.35 2418 STORM INTENSITY= 1.92 IN/HR POST-DEV Op= 1.57 CFS DELTA DURATION= 1 DETETION POND SIZING City of Bozeman Method DURATION INTENSITY Op POND VOLUME (MIN) (IN/HR) (CFS) (CFT) 0 0 0 11.10 1.92 1.57 609 12.10 1.81 1.48 602 13.10 1.72 1.41 593 14.10 1.64 1.34 582 15.10 1.57 1.29 571 16.10 1.51 1.23 558 17,10 1.45 1.19 544 18.10 1.39 1.14 529 19.10 1.35 1.10 513 20.10 1.30 1.07 497 21 A 0 1.26 1.03 480 22.10 1.22 1.00 462 23.10 1.19 0.97 443 24.10 1.16 0.95 424 25.10 1.13 0.92 404 26.10 1.10 0.90 384 27.10 1,07 0.88 364 28.10 1.05 0.86 343 29.10 1.02 0.84 321 30.10 1.00 0.82 299 31.10 0.98 0.80 277 32.10 0.96 0.79 254 33.10 0.94 0.77 231 34.10 0.92 0.76 208 35.10 0.91 0.74 185 36.10 0.89 0.73 161 37.10 0.87 0.72 137 38.10 0.86 0.70 112 pond dal mb 1.As MODIFIED RATIONAL METHOD Drainage Area I - Minor Basin I - 25 Year Event Qp=CiA POST-DEVELOPMENT BASIN AREA PRE = 2.34 ACRES POST-DEV TC= 11.1 Q MIN 0.19 HR POST-DEV C= 0.35 STORM INTENSITY= 2.30 IN/HR POST-DEV Qp= 1.88 CFS DELTA DURATION = Overflow Weir Worksheet for Broad Crested Weir Project Description Worksheet Weir-1 Type Broad Crested Weii Solve For Crest Length Input Data Discharge 2.00 cfs Headwater Elevatior 4,783.70 It Crest Elevation 4,783.20 ft Tailwater Elevation 4,783.20 ft Crest Surface Type Gravel Crest Breadth 3.00 ft Results Crest Length 1.91 ft Headwater Height Above Crest 0.50 ft Tailwater Height Above Crest 0.00 ft Discharge Coefficient 2.96 US Submergence Factor 1.00 Adjusted Discharge Coefficient 2.96 US Flow Area 1.0 ft2 Velocity 2.09 ft/s Wetted Perimeter 2.91 ft Top Width 1.91 ft 0.50 ft _I r, 1.91 ft V:1 N HA NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\dal-mb!.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614nj 01/25/02 02:21:08 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 IMORRISON 'ROJEcT BY: LF [DATE 7-- PROD.NO. MMERLE,iNc. CHK. DATE PAGE: Z OF .............. 05 ODIC - k LO 10 7 OJI A S3.6 30, 7,0 Top Ao PROACT: RMORRISON BY: DATE PWJ NO. 4- MMERLE,INC, CHK. t DATE PAGE: OF GPJ P C,F-- U'j ca :mt 70 PSG C�,Coda CAS C-A A-JA-Q%tSk) L z Z- �, `/ if 6= F).'74- zs' CA A DITLt &C) c- CA c-:!% -To 0a.'Ficc-, 2 lip' A -r72 10" Az Q,= CAA -�-'A rl �3.ZTT Irl 41G L7: 48 L 431 uu W&E DET OUTLET PIPE 25YR '+,P Worksheet for Circular Channel Project Description Worksheet DET OUTLET 25 CA Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.010 Slope 0.5000 % Diameter 10 in Results Depth 0.83 ft Discharge 2.01 cfs Flow Area 0.5 ft2 Wetted Perimeter 2.62 ft Top Width 0.00 ft Critical Depth 0.64 ft Percent Full 100.0 % Critical Slope 0.5775 % Velocity 3.69 fUs Velocity Head 0.21 ft Specific Energy 1.05 ft Froude Number 0.00 Maximum Dischari 2.17 cfs Discharge Full 2.01 cfs Slope Full 0.5000 % Flow Type N/A Project Engineer:Morison-Maierle,Inc. c:\haestad\fmw\projects\vwestph1.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 01/31/02 02:20:56 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 _ Page 1 of 1 ,L-17-01 TUE 10:55 AM ANDERSON PRECAST FAX 1•10. 14065866015 P, 4 (TRfUC ::: NPRECAST&SUPPLY 1NC KI EAST BARTER LA. W W W15 (95&6-5687 FAX(4Cbi586 6015 RIM =4608 .68--� IFCO 714 INVERTED FRAME 'STORM SEWER" COVER ••7 J /' •��. . PRECAST GRADE RINGS Ip •�� '"' • . 2'''PVC: i. �. PVC '� PIPE { ECCENTRIC SLAB TOP PIP • . , _ MA PS--1--PF STEPS �R , . _• CONSEAL 202 SEALANT ,'�� - • , OVERSIZED OPENINGS g._D FOR LINE PIPE Z 33j • ' BASE IS MONOLITHIC Fi WITH 'WALLS i • - `'�' :� ` � . + � _ _1 , .t 1 •i. �r BUILT TO ASTM C-478 SPECIFICATION I ALL LIFTING EYES IN EACH SECTION MUST BE USED . 12" PVC 12" PVC PIPE NA INVERTED FRAME PIPE + N A AND COVER 0.831 ECCENTRIC FLATTOP . . : . . • • . o.00' BARREL 3.92` BARREL ' 0.00` BARREL .. 0.60 ONO-BASE SECT'I O 6.26' TOTAL HEIGHT 180* 7/ iaoc�f 1 PROJECT I TAN t' %NT , aA DRo AENGEER MORRISON - MAIERLE, INC. ' OZEMAN, MONTANA DRAWING 48" I.D. MANHOLE ASTM C-478 CONTRACTOR 4I.C.ANC. PRECAST CONCRETE STRUCTURE G E, TA Summary: Drainage Area 1 — Minor Basin 3 Flow in Babcock/Monroe Alley West of Hanley (16 —foot paved alley) Storm Interval Runoff cfs Flow Depth (ft) I Flow Width ft Velocity fus 10 — Year 0.69 0.12 18.41 1.29 25 —Year 0.83 0.13 9.01 1.35 Gutter Flow East Side of Hanley Storm Interval Runoff cfs Flow Depth ft Flow Width ft Velocity ft/s 10 — Year 2.64 0.23 8.44 3.47 25 —Year 3.18 0.25 9.12 3.62 Gutter Flow West Side of Hanley Storm Interval Runoff cfs Flow Depth ft Flow Width ft Velocity ft/s 10 —Year 1.36 0.19 6.34 3.03 25 —Year 1.61 0.2 6.83 3.13 Detention Pond 6 The volumes of the detention facilities for the east and west sides of Kimball are calculated on the 10-year event sheets. The required volume on the east side of the street is 1990 cf. with an allowable discharge of 0.95 cfs equal to the pre- development runoff. The required'volume on the west side of the street is 480 cf. with an allowable discharge of 0.1 cfs equal to the pre-development runoff. As illustrated on the Valley West Storm Drain Exhibit runoff from Hanley will be combined into a single detention pond with a total volume of 1781 cf and a release rate of 1.05 cfs. PROJECT: MORMON BY.. DATE PROJ.NO. ■® NWERLE INC. � CHK: DATE PAGE: OF Tv `le Yew ell,'6-t ; !'ate, t/elr,c �ee -• elevetop. r;rr-�t t d = c� twos` - de el o pme� 1� /1t✓ ;�lrtv,r� 1�� � /loD �@ 42 % - lS rhih CF��NY " E� Dve-k/4 d Flom► : /Ga ` ,�, 7 1 /y � r< J-o 30©J6 0.� a secs �/- 1, 3 �� � r4 ttee + T, = 3 0 0 ' 3. S TT _ f i _ t PROJECT: MOR""R1 SOSN` BY: DATE PROJ.NO. ■® MAIERLE,INC. CHK: DATE PAGE: OF I 1�Y15�+k!a�( ifi'4'k. l /i iI Ni 0 s^1 —Pre-- 4)evc)0 o i Jf� let;te post l� dJ�r ��r�.� c� �i�cac,l = 1(o0'C l,7•`�0 = Oi/n+;� �Fi�r.�✓r =- j� SeP rlowr = .ADO 0). J Y= 1.3 fps � ✓4tfac�,me^�'f F 1-1 � /. S"f. /!Ve 5j" YZ 3,.5p'pS�/4j1�ch'n�r�7`� � 1 '7 3.5 -ry /OI�'r / o- �r� - C//t?Vt_'lopwe° *t-f Bftr��r �ti limos " gel e✓e/tO ja 41 a t 2/1/02 Drainage Area 1 - Minor Basin 3 - 10 Year Event MODIFIED RATIONAL METHOD Flow in Babcock/Monroe Alley East of Hanley Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 1.4 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 18.00 MIN 0.30 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0.31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 1.40 IN/HR PRE-DEV Op= 0.39 CFS POST-DEVELOPMENT BASIN AREA PRE= 1.4 ACRES POST-DEV TC= 17.80 MIN 0.30 HR POST-DEV C= 0.35 STORM INTENSITY= 1.41 IN/HR POST-DEV Qp= 0.69 CFS DELTA DURATION= 1 pondsize.xls Flow in B. sock/Monroe Alley East of Hanle, . 10 -Year Event) Worksheet for Triangular Channel Project Description Worksheet Triangular Channel-1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.005000 ft/ft Left Side Slope 33.00 H :V Right Side Slope 33.00 H:V Discharge 0.69 cfs Results Depth 0.13 ft Flow Area 0.5 ft2 Wetted Perimeter 8.41 ft Top Width 8.41 ft Critical Depth 0.12 ft Critical Slope 0.006258 ft/ft Velocity 1.29 ft/s Velocity Head 0.03 ft Specific Energy 0.15 ft Froude Number 0.90 Flow Type Subcritical ft VA N H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\dal-mbl.fm2 Morrison-Maierte,Inc. FlowMaster v6.1 [614n] 02/01/02 03:35:20 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 2/1/02 Drainage Area 1 - Minor Basin 3 - 25 Year Event MODIFIED RATIONAL METHOD Flow in Babcock/Monroe Alley East of Hanley Qp=CiA PRE-DEVELOPMENT i=a"(DURATION)^-(b) ` (CITY OF BOZEMAN) BASIN AREA PRE= 1.4 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= ` 18.00 MIN 0.30 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.78 50 0.31 0.92 0.66 B= 0.64 100 0.34 1.01 0.67 STORM INTENSITY= 1.69 IN/HR PRE-DEV Qp= 0.47 CFS POST-DEVELOPMENT BASIN AREA PRE= 1.4 ACRES POST-DEV TC= 17.80 MIN 0.30 HR POST-DEV C= 0.35 STORM INTENSITY= 1.70 IN/HR POST-DEV Qp= 0.83 CFS DELTA DURATION= 1 pondsize.xls Flow in Bu -ock/Monroe Alley East of Hanley -Year Event) Worksheet for Triangular Channel Project Description Worksheet Triangular Channel-1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.005000 ft/ft Left Side Slope 33.00 H:V Right Side Slope 33.00 H:V Discharge 0.83 cfs Results Depth 0.14 ft Flow Area 0.6 ft2 Wetted Perimeter 9.01 ft Top Width 9.01 ft Critical Depth 0.13 ft Critical Slope 0.006105 ft/ft Velocity 1.35 ft/s Velocity Head 0.03 ft Specific Energy 0.16 ft Froude Number 0.91 Flow Type Subcritical ft V:1 N H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\dal-mbl.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 02/01/02 03:37:03 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 02/06/2002 Drainage Area 1 -Minor Basin 3 -10 Year Event MODIFIED RATIONAL METHOD Gutter Flow East Side of Hanley Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OFBOZEMAN) BASIN AREA PRE_ 5.7 ACRES - STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEVTC= 40.00 MIN 0.67 HR 2 0,13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0.31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 0.83 IN/HR PRE-DEV Op= 0.95 CFS POST-DEVELOPMENT POND VOLUMECaOstantRejease Wo(ume(CFT) BASIN AREA PRE= 5.7 ACRES ,,w 199ff .w POST-DEV TC= 19.60 MIN 0.33 HR RETENTION VOL (CFT) POST-DEV C=.- 0.35 5889 STORM INTENSITY= 1.32 IN/HR POST-DEV Op= 2.64 CFS DELTA DURATION= 1 DETETION POND SIZING City of Bozeman Method DURATION INTENSITY Qp POND VOLUME (MIN) (IN/HR) (CFS) (CFT) 0 0 0 19.60 1.32 2.64 1990 20.60 1.28 2.56 1988 21.60 1.24 2.48 1984 22.60 1.21 2.41 1978 23.60 1.17 2.34 1971 24.60 1.14 2.28 1963 25.60 1.11 2.22 1953 26.60 1.09 2.17 1942 27.60 1.06 2.12 1930 28.60 1.04 2.07 1917 29.60 1.01 2.02 1903 30.60 0.99 1.98 1888 - 31.60 0.97 1.94 1672 32.60 0.95 1.90 1855 33.60 0.93 1.86 1838 34.60 0.92 1.83 1820 35.60 0,90 1.79 1801 36.60 0.88 1.76 1781 37.60 0.87 1.73 1761 38.60 0.65 1,70 1740 39.60 0.84 1.67 1718 40,60 0.82 1.65 1696 41.60 0.81 1.62 1673 42.60 0.80 1.60 1650 43.60 0.79 1.57 1626 44.60 0.78 1.55 1602 45.60 0.76 1.53 1577 46.60 0.75 1.60 1552 47.60 0.74 1.48 1527 48.60 0.73 1.46 1501 49.60 0.72 1.44 1474 50.60 0.71 1.43 1447 51.60 0.71 1.41 1420 52.60 0.70 1.39 1393 53.60 0.69 1.37 1365 54.60 0.68 1.36 1336 55.60 0.67 1.34 1308 56.60 0.66 1.33 1279 67.60 0.66 1.31 1249 58.60 0.65 1.30 1220 59.60 0.64 1.28 1190 60.60 0.64 1.27 1160 61.60 0.63 1.26 1129 62.60 0.62 1.24 1099 63.60 0.62 1.23 1067 64.60 0.61 1.22 1036 65.60 0.60 1.20 1005 66.60 0.60 1.19 973 67.60 0.59 1.18 941 68.60 0.59 1.17 909 pond dal mb 3.xis Gutter Flow East Side of Hanley (10-) _ar Event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.015000 ft/ft Discharge 2.64 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.013 Results Spread 8.44 ft Flow Area 0.8 ft2 Depth 0.23 ft Gutter Depression 0.8 in Velocity 3.47 ft/s 0.5 0't' 0.00 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 0+09 0+10 VA N H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\da1-mb!.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n) 02/01/02 04:02:48 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 2/1/02 Drainage Area 1 - Minor Basin 3 - 25 Year Event MODIFIED RATIONAL METHOD Gutter Flow East Side of Hanley Qp=CiA PRE-DEVELOPMENT i=a"(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 5.7 ACRES STORM EVENT INTENSITY STORM i COEFF (YR) (IN/HR) A B PRE-DEV TC= 40.00 MIN 0.67 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.78 50 0.31 0.92 0.66 B= 0.64 100 0.34 1.01 0.67 STORM INTENSITY= 1.01 IN/HR PRE-DEV Op= 1.15 CFS POST-DEVELOPMENT BASIN AREA PRE= 5.7 ACRES POST-DEV TC= 19.60 MIN 0.33 HR POST-DEV C= 0.35 STORM INTENSITY= 1.60 IN/HR POST-DEV Op= 3.18 CFS DELTA DURATION= 1 pondsize.xis GUL,er Flow East Side of Hanley (25-'y .ter Event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.015000 ft/ft Discharge 3.18 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.013 Results Spread 9.12 ft Flow Area 0.9 ft2 Depth 0.25 ft Gutter Depression 0.8 in Velocity 3.62 ft/s 0.50 ; 0.00 0+00 0+02 0+04 0+06 0+08 0+10 0+12 V:1 H:1 NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\da1-mbl.fm2 Morrison-Maierie,Inc. FlowMasterv6.1 [614n] 02/01/02 04:04:41 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 ��T PROJECT: ® MOFMSON BY: DATE PROD.NO. s MAIERLE INC. � CHK. DATE PAGE: OF IBC e S r �t i'Yf � 4 t' Ci®H( C �''p� G`�P� I`✓A- yor., vt t F,avtr � ) — st GJe, C1o,j - -700 A v d v )c—z W o 3,1 m ?, O GC 7C. �r e= -- P 4 e 1're w,e -j— 02/06/2002 Drainage Area 1 -Minor Basin 3 -10 Year Event MODIFIED RATIONAL METHOD Gutter Flow East Side of Hanley Qp=CiA PRE-DEVELOPMENT i=a'(DURATION)^-(b) (CITY OF BOZEMAN) BASIN AREA PRE= 0.6 ACRES STORM EVENT INTENSITY STORM i COEFF - (YR) (IN/HR) A B PRE-DEV TC= 40.00 MIN 0.67 HR 2 0.13 0.36 0.6 5 0.18 0.52 0.64 PRE-DEV C= 0.2 10 0.22 0.64 0.65 25 0.27 0.78 0.64 STORM A= 0.64 50 0,31 0.92 0.66 B= 0.65 100 0.34 1.01 0.67 STORM INTENSITY= 0.83 IN/HR PRE•DEV Op= 0.10 CFS POST-DEVELOPMENT POND VOLUMECnhstant Release �Fwurtie(CFL� BASIN AREA PRE= 0.6 ACRES POST-DEV TC 3,90 MIN 0.07 HR RETENTION VOL (CFT) POST-DEV C= 0.6 1063 STORM INTENSITY= 3.78 IN/HR POST-DEV Op= 1.36 CFS DELTA DURATION= i DETETION POND SIZING City of Bozeman Method DURATION INTENSITY Op POND VOLUME (MIN) (IN/HR) (CFS) (CFT) 0 0 0 3.90 3.78 1.36 295 4,90 3.26 1A7 316 5.90 2.89 1.04 333 6.90 2.61 0.94 348 7.90 2,39 0.86 361 8.90 2.21 0.60 372 9.90 2.06 0.74 382 10.90 1.94 0.70 391 11.90 1.83 0,66 399 12.90 1.74 0.63 407 13.90 1.66 0.60 414 14.90 1.58 0.57 420 15.90 1.52 0.55 426 16.90 1.46 0.52 431 17.90 1.40 0.51 436 18.90 1.36 0.49 440 19.90 1.31 0.47 444 20.90 1.27 0.46 448 21.90 1.23 0.44 452 22.90 1.20 0.43 455 23.90 1.16 0.42 458 24.90 1.13 0.41 460 25.90 1.10 0.40 463 26.90 1.08 0.39 465 27.90 1.05 0.38 467 28.90 1.03 0.37 469 29.90 1.01 0.36 471 30.90 0.99 0.35 472 31.90 0.96 0.35 474 32.90 0.95 0.34 475 33.90 0.93 0.33 476 34.90 0.91 0.33 477 35.90 0.89 0.32 478 36.90 0.88 0.32 478 . 37.90 0.66 0.31 479 38.90 0.85 0.31 479 39.90 0.83 0.30 480 40.90 0.82 0.30 480 41.90 0.81 0.29 480 42.90 0.80 0.29 480 43.90 0.78 0.28 480 44.90 0.77 0.28 480 45.90 0.76 0.27 480 46.90 0.75 0.27 480 47.90 0,74 0.27 479 48.90 0.73 0.26 479 -- 49.90 0.72 0.26 478 - 50.90 0.71 0.26 478 51.90 0.70 0.25 477 52.90 0.69 0.25 476 pond dal mb 3.xis _ Gut-.r Flow -West Side of Hanley (10-_ ar event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.015000 ft/ft Discharge 1.36 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.013 Results Spread 6.34 ft Flow Area 0.4 f12 Depth 0.19 ft Gutter Depression 0.8 in Velocity 3.03 ft/s 0.5Ot 0.215 0.0 0 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 VA N H:1 NTS Project Engineer:Morrison-Maierie,Inc. h:\3384\004\drainage\dal-mbl.fm2 Morrison-Maierle,Inc. FlowMaster v6.1 [614n] 01/30/02 10:01:04 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 1/30/02 Drainage Area 1 - Minor Basin 3 - 25 - Year Event MODIFIED RATIONAL METHOD Gutter Flow West Side of Hanley Qp=CiA PRE-DEVELOPMENT i = a' (DURATION)"-(b) (CITY OF BASIN AREA PRE= 0.6 ACRES STORM EVENT INTENSITY STORK (YR) (IN/HR) A PRE-DEV TC= 40.00 MIN 0.67 HR 2 0.13 0.36 5 0.18 0.52 PRE-DEV C= 0.2 10 0.22 0.64 25 0.27 0.78 STORM A= 0.78 50 0.31 0.92 B= 0.64 100 0.34 1.01 STORM INTENSITY= 1.01 IN/HR PRE-DEV Qp= 0.12 CFS POST-DEVELOPMENT BASIN AREA PRE= 0.6 ACRES POST-DEV TC= 3.90 MIN 0.07 HR POST-DEV C= 0.6 STORM INTENSITY= 4.49 IN/HR POST-DEV Qp= 1.61 CFS DELTA DURATION = 1 pondsize.xls Gu._.:r Flow -West Side of Hanley (25 - .ar event) Worksheet for Gutter Section Project Description Worksheet Gutter Section-1 Type Gutter Section Solve For Spread Input Data Slope 0.015000 ft/ft Discharge 1.61 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.013 Results Spread 6,83 ft Flow Area 0.5 ftz Depth 0.20 ft Gutter Depression 0.8 in Velocity 3.13 ftis 0.50," 0.2 5 0.00 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 VA HA NTS Project Engineer:Morrison-Maierle,Inc. h:\3384\004\drainage\da1-mb!.fm2 Morrison-Maierie,Inc. FlowMaster v6.1 [614n] 01/30/02 10:03:00 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 ® O ^'O`` PROJECT: V BY: DATE w PROJ.NO. ■® AWERLE iNc. � CHK: DATE PAGE: OF p tom - lrJ� tL = `79. 1 7�.5� -. i _..---__ S tAAry- ul 4rc;c Crf--T-4 rY_ I S x L •' [ --ep - zt�►c. - r s 25� L M 2 Ct� pJ612 QJ �� 9© TEMP Det - Hanley Cross Section for Broad Crested Weir Project Description Worksheet TEMP Detents Type Broad Crested Weis Solve For Discharge Section Data Discharge 1.05 cfs Headwater Elevation 79.65 ft Crest Elevation 79.40 ft Tailwater Elevation 79.40 ft Crest Surface Type Gravel Crest Breadth 1.00 ft Crest Length 2.75 ft 0.25 ft 2.75 ft V:1 N H:1 NTS Project Engineer:Morrison-Maierie,Inc. c:\haestad\fmw\projects\vwestph1.fm2 Morrison-Maierie,Inc. FlowMasterv6.1 [614n] 02/01/02 04:55:58 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1