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Basis of Design Report
U.S. HIGHWAY 93 SOUTH UTILITY EXTENSION BASIS OF DESIGN REPORT JANUARY 2006 Prepared By: � MORRISON FIFI - MAIERLE, INC, An Employee -Owned Company MMI #: 4081.006 rF.m;;-� 1 2 3 INTRODUCTION 1.1 PROJECT BACKGROUND...........................................................................................1 1.2 REPORT ORGANIZATION...........................................................................................1 FLOW ESTIMATES AND PLANNING AREA 2.1 GENERAL.....................................................................................................................2 2.2 OLD SCHOOL STATION SERVICE AREA...................................................................2 2.2.1 Old School Station Wastewater Flow Estimates...........................................2 2.2.2 Old School Station Water Demand Estimates..............................................2 2.3 POTENTIAL FUTURE EXPANDED SERVICE AREA..................................................3 2.3.1 General..........................................................................................................3 2.3.2 Future Expanded Service Area Wastewater Flow Estimates ........................3 2.3.3 Future Expanded Service Area.....................................................................4 2.3.4 Future Expanded Service Area Water Demand Estimates ...........................5 WATER AND SEWER EXTENSION DESIGN CRITERIA 3.1 SEWER MAIN DESIGN CRITRIA............... 3.2 WATER MAIN DESIGN CRITERIA ............. 3.2.1 Fire Flow Analysis ........................ 4 SEWAGE LIFT STATION .......................................................... 7 .......................................................... 8 .......................................................... 9 4.1 GENERAL...................................................................................................................11 4.2 SERVICE AREA AND WASTE WATER FLOWS.......................................................11 4.3 LIFT STATION DESIGN..............................................................................................12 4.3.1 Wet Well......................................................................................................12 4.3.2 Valve Vault...................................................................................................13 4.3.3 Submersible Sewage Pumps......................................................................13 4.3.4 Electrical and Controls.................................................................................14 4.4 FORCE MAIN..............................................................................................................14 4.5 STANDBY GENERATOR............................................................................................15 List of Tables Table 2-1 Domestic, Industrial and Irrigation Water Demands..........................................3 Table 2-2 Wastewater Flow Estimate Assumptions...........................................................4 Table 2-3 Estimated Service Area Size..............................................................................4 Table 2-4 Domestic Water and Fire Flow Demands..........................................................6 Table 3-1 Water Modeling Results -Peak Hourly Water Demands.....................................9 Table 3-2 Water Modeling Results -Peak Hourly Water Demands...................................10 Table 4-1 Estimated Wastewater Flows South of Ashley Creek......................................11 Table 4-2 Proposed Wastewater Lift Station Phasing and Pumping................................12 Table 4-3 Pump Design Criteria.......................................................................................14 List of Figures Figure2.1............................................................................................................................2 Figure2.2............................................................................................................................5 List of Appendices Appendix A Water System Modeling Data Appendix B Sanitary Sewer Data U.S. Highway 93 South Water and Sewer Extensions Basis of Design Report This report outlines the proposed extension of water and sanitary sewer utilities from the intersection of US Highway 93 and Willow Glen Drive south to the intersection of US 93 and Rocky Cliff Drive south of Kalispell, Montana. This extension is being constructed to accommodate future development in the area south of the city. 1.1 PROJECT BACKGROUND In 2005, the City of Kalispell, Montana was approached by local developers regarding the possibility of extending water and sanitary sewer south to the Old School Station subdivision. Old School Station is a 55 acre industrial/commercial development located near the intersection of US Highway 93 and Rocky Cliff Drive. The subdivision is approximately two miles away from the existing City of Kalispell water and sewer system. The City of Kalispell has annexed this subdivision and will allow the developer to extend public water and sewer utilities to serve the subdivision. However, the utilities need to be planned carefully to not only account for the demands from the Old School Station Subdivision, but also surrounding properties which may be developed in the near future. As a result, both the water and the sewer mains have been oversized to provide greater capacity than what is required for the Old School Station Subdivision. 1.2 REPORT ORGANIZATION This report is broken into four chapters. Each chapter is summarized below: Chapter 1 introduces and identifies the purpose of this report. Chapter 2 discusses the size of the area which can be served by the project. Chapter 3 describes the water and sewer design criteria. Chapter 4 discusses the design criteria for the new lift station to be constructed. UA40811006 US 93 Final Design and ConstructionMesign DocslReports\Design Report - FinalWasign Report.doc U.S. Highway 93 South Water and Sewer Extensions Basis of Design Report This chapter introduces the area to be served by the water and sewer extensions proposed in this design report. The utilities were sized to meet the required water demands and wastewater flow rates for the Old School Station Subdivision. Also, consideration was given to "oversizing" the utilities so that service to currently undeveloped properties in the area can be provided without near -term replacement of the utilities to be installed. 2.2 OLD SCHOOL STATION SERVICE AREA Old School Station is a 55-acre industrial/commercial development located in the SE 1/4 of Section 33, Township 28 North, Range 21 West, P.M.M. South of Kalispell, Montana and is located directly northeast of the intersection of Highway 93 and Rocky Cliff Road. Specifically, Old School Station is being developed in one phase, which includes four large industrial lots and thirteen smaller accessory commercial lots. The Vicinity Map (Figure 2-1) on the following page shows the location of the proposed subdivision relative to the City of Kalispell. 2.2.1 Old School Station Wastewater Flow Estimates As discussed in the Old School Station Basis of Design Report (Appendix A), several methods of estimating wastewater flow rates were reviewed. The method of choice consisted of using a standard published planning level wastewater flow rate measured in gallons per day per acre of development. Other standard published values that provide wastewater flow estimates based on the number of employees or customers was not used since the type of future businesses are not exactly known at this time. Based on reported data, the City of Kalispell Water, Sewer and Storm Drainage System Facility Plan estimates an average daily wastewater flow rate of 0.297 gallons per minute per acre. Assuming a total development area of 55 acres, the total wastewater flow from this light industrial development is estimated to be approximately 16 gallons per minute, or about 23,000 gallons per day. 2.2.2 Old School Station Water Demand Estimates Also as presented in the Old School Station Basis of Design Report, the domestic, industrial, and irrigation water demands have been estimated using planning level per acre water demand values due to the unknown factors associated with the future structures such as structure use and occupancy. The domestic, industrial and irrigation demand was calculated to be 0.596 gallons per minute per acre based on information from the City of Kalispell Facility Plan. K UA4081t006 US 93 Final Design and ConstructionMesign Docs\Reports\Design Report - FinallDesign Report.doc v L_ _ - _ ... ,.'r 41 r _i / ,' � m _ f 1 T�s d9 _ x y 909% --- -- ('y. I I 291 •- � I M1 :i, I r AL �, cad . r y eo a '+-. fM1 ,., / 9 / /� ��/ 90 �+ I I P J:,'I {. 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I I I I 'KaGspei7 i I City Airport B 22\&\ o I zg2GO�. iJ own irn-r AocAi<� em Y � r � �.:.36 � /�'o arsV - ji ' 1 \ ]a2 � 1. � � �'�J \ ' $forage B SS .I , � 2916 n h r•��J,. \ / 292 KGV); p Radia r: ' - V' \ ✓ OPOS SHLEY' CREEK LIFT ATIO --- ' 7. 1 l ls 3 Bend \ 1 l o Toner I 1 I b11 s 1 34 OLD HOOL .STATION SUBDIVISION j o 1 I /� ���r° � ����� `°� �/- �'' V �I I ��, v azoo� v��•. b �� pl 1500 750 0 1500 30100 1 /� Ii �1�1i ��4::�. � '/ : ! iil , Ill t `H-��'s... _ I �C `i � � _, /•'�. \ I \ R 1 0 1 SCALE IN FEET VERIFY SCALEI REVISIONS DRAWN BY: 'PS PROJECT NUMBER THESE PRINTS MAY BE NO. DESCRIPTION DATE BY J 1Engineering Place CHK'D. BY: WWW WATER AND SANITARY SEWER EXTENSTION 4061.006 REDUCED. LINE BELOW CHO JMORRISON Engle Helena, MT 59602 SHEETNUMBER MEASURES ONE INCH ONORIGINAL DRAWING. Surveyors APPR. BY: Vtrgg KAtISPELL MONTANA x scientists DATE: 07/2008MODIFYSCALEACCORDINGLY! _j_jMERLE, INC. Planners Phone: (40')442-3050 VICINITY MAP DRAWING NUMBER Fax:(408 442-7862 Q.A. REVIEW FIG. 2.1 An SmPloyee-Owned ComP�Y BY: U:\4081\006 US 93 Final Design and Construction\Design Docs\ReportsTesign Report - Final\FIG 2.1-2.3.dwg Plotted by:dbenefield on Jan125/2006 COPYRIGHT 0 MORRI50N-MAIERLE, INC.. ZII06 DATE: U.S. Highway 93 South Water and Sewer Extensions Basis of Design Report Assuming a peak hourly to average day peaking factor of 4.0 and a maximum day to average day peaking factor of 2.7, the estimated peak hourly and maximum daily water demands are estimated to be 2.38 gpm/acre and 1.61 gpm/acre, respectively. The corresponding water demands have been computed for the 55 acre service area and are shown in Table 2-1. TABLE 2-1 DOMESTIC, INDUSTRIAL AND IRRIGATION WATER DEMANDS Service Area ServicePeak Area Flow Hour Max. Day Estimated Peak Daily Service Flow Rate- Rate -Max Water Water Needed Fire Flow Area (acre) Peak Hourly Demand Demand (gpm) (gpm/acre) (gpm/acre) (gpm) (gpm) 55 2.38 1.61 1 130 89 2,500 The City of Kalispell Water, Sewer, and Storm Drainage Facility Plan, Table 3-9 estimates commercial corridors at 2,000-gpm and residential corridors at 1,000- gpm. However, it is already known that several large industrial buildings are to be constructed within Old School Station with a fire flow demand of approximately 2,500 gpm, thus necessitating the need for the higher fire flow assumption. Since the domestic demands for the Old School Station will be a fraction of the fire flow requirements for the structures, the controlling design factors are the fire flow requirements. 2.3 POTENTIAL FUTURE EXPANDED SERVICE AREA 2.3.1 General Though the water and sewer extensions proposed in this report are being constructed to serve the 55 acre Old School Station development, the City of Kalispell recognized that as water and sewer service is provided to the south, development that was previously unable to occur in the area may be more viable. As a result, the City has requested that the developer oversize the water and sewer mains that are being installed so that service can be provided not only to Old School Station, but to other future development in the area. At the direction of the City of Kalispell, the sewer main diameter is to be 15 inches in diameter and the water main is to be sized as necessary to provide domestic and fire flow demands to the area that can be served by the 15-inch sewer main. 2.3.2 Future Expanded Service Area Wastewater Flow Estimates The quantity of wastewater that can be handled by a 15-inch sewer main was established assuming that the main was flowing at 75% full at the minimum slope stipulated by DEQ Circular 2. Based on these assumptions, a wastewater flow of 1,330 gpm was calculated. Table 2-2 outlines the maximum capacity for the 15- inch sewer main. 3 U:\4081\006 US 93 Final Design and Construction\Design Docs\Reports\Design Report - Final\Design Report.doc U.S. Highway 93 South Water and Sewer Extensions Basis of Design Report TABLE 2-2 WASTEWATER FLOW ESTIMATE ASSUMPTIONS Main Size (inches) Minimum Slope (ft/ft)' Percent Full N Velocity (ft/sec) Flow Depth (inches) Main Capacity (gpm) 15 0.0015 75 3.00 11.25 _J7 1,330 Montana Department of Environmental Quality Circular 2 2.3.3 Future Expanded Service Area Using Table 4-1 from the 2002 City of Kalispell Water, Sewer, and Storm Drainage Facility Plan, values for total acres served (3,765-acres) and average dry weather flow (1.61-mgd) were used to compute an average flow per acre of 0.297-gpm/acre as previously discussed. In addition to the average flow, the sewer main should be designed to carry the peak hourly flow. This flow rate is determined using a peak flow factor of approximately 3.05, as recommended by the Montana Department of Environmental Quality Circular 2. The peak hourly flow per acre rate of 0.906-gpm/acre was then used with the main flow capacities previously developed to compute the serviceable area for each main. The inverse of the peak hourly flow rate per acre yields a main capacity multiplier. Table 2-2 shows the projected acreage that each main size could service. TABLE 2-3 ESTIMATED SERVICE AREA SIZE Main Size Main Capacity Peak Daily Multiplier Estimated Service Area (inches) (gpm) (acre/gpm)* ( acre) 15 1,330 1 1.104 1 1,468 " City of Kalispell Water, Sewer, and Storm Drainage Facility Plan, July 2002 It is important to note that this method of determining a service area for the differing main sizes is based on the average dry weather flow rate and acres served values that were stated in the City of Kalispell Water, Sewer, and Storm Drainage Facility Plan dated July 2002. These values take into account the existing residential, commercial, and industrial flows. The estimated service area size developed and illustrated in Table 2-3 are reasonable for a similar combination of residential, commercial, and industrial development within the study area. It is also important to note that infiltration and inflow were not incorporated into the main capacities or serviceable area computations since a dry weather flow was utilized. This assumption is reasonable since the study area does not include any existing sewer areas which are more susceptible to infiltration and inflow than newer sewer mains. With the proposed sewer main piping consisting of gasketed PVC that is hydrostatically tested per the Montana Public Work Standard Specifications, and the implementation of design standards disallowing storm water and sanitary sewer connections, infiltration and inflow into the proposed sewer mains should be essentially non-existent. 0 U:\4051\006 US 93 Final Design and Construction\Design Docs\Reports\Design Report - Final\Design Report.doc U.S. Highway 93 South Water and Sewer Extensions Basis of Design Report A service area of approximately 1,468 acres as presented in Table 2-3 is shown graphically in Figure 2-2. The potential service area for this report is the corridor bordering both the east and west sides of U.S. Highway 93 south of the City of Kalispell. The northern boundary of the study area begins at the intersection of U.S. Highway 93 and Cemetery Road/Willow Glen Drive. The southern boundary of the potential service area is located at the intersection of U.S. Highway 93 and Rocky Cliff. The western boundary of the study area is limited by the existing ground topography. The western boundary was determined to be the topographic transition from relatively flat land to steeper mountainous terrain. The eastern boundary of the study area is also limited by existing topographic features including the Flathead River. The potential service area described above can be seen on Figure 2-2. It is important to note that this area is intended to provide an estimated maximum limit (in area) for the service areas that will be developed later in this report, and not specifically define where development can or cannot occur. It is also important to note that not all the land within the described potential service area would actually be developed. Ashley Creek, which bisects the area, will limit the amount of developable land, as will the floodplain of the Flathead River. Furthermore, land outside of the shaded area (e.g. south of Old School Station) shown in Figure 2-1 may possibly be developed and tie into the utilities defined in this report. However, it is not within the scope of this design report, to identify all specific development limitations such as flood plains, so the potential service area described is a depiction of the gross developable land. 2.3.4 Future Expanded Service Area Water Demand Estimates The water demand for the service area described above was estimated in the same manner as the domestic water demand for the Old School Station Subdivision. Using the values for total acres served (3,475-acres) and total water demand (2.98-mgd) defined in the City of Kalispell Water, Sewer, and Storm Drainage Facility Plan, an average flow per acre was computed (0.596- gpm/acre). The City of Kalispell Water, Sewer, and Storm Drainage Facility Plan also defined an average day/peak hour peaking factor of 4.0. This factor produces a peak hour flow per acre of 2.38-gpm/acre. Using the future expanded service area of 1,468 acres the corresponding domestic water demands were computed to be 3,494 gpm and are shown in Table 2-4. The minimum required fire flows for the service area were estimated to be 2,500- gpm based on the first known tenant in the Old School Station Subdivision. This estimated fire flow exceeds that stated in the City of Kalispell Water, Sewer, and Storm Drainage Facility Plan. Table 3-9 of the Facility Plan estimates commercial corridors at 2,000-gpm and residential corridors at 1,000-gpm, however it is already known that several very large commercial buildings are 5 UA4081\006 US 93 Final Design and Construction\Design Docs\Reports\Design Report - Final\Design Report.doc 1 am 21. t " . I '___ _ .v. ,1'• \ 1 `'i.. (; .iisan47d x.. }� j \ ��J� •�I r / SERVICE AREA LEGEND L--i ,-. woe I _ \'. ! u{ SERVICE AREA C. z9� . ree . • I � _ � " e �� '` IA s -. /l t �='� r I o ;' ... i t. - 1919 � •e•.:,1f ,._...-:. A n �� • t _ - b I ,, �� / / \ . t � 10 I -. __ _ ;'ft _ _. 12 A'Q IV Pam_ THE SHADED SERVICE AREA SHOWN 11tt"" GRAPHICALLY ILLUSTRATES THE SIZE OF -68 r 9 h .1 i, ��y THE AREA THAT CAN BE SERVED BY THE V' PROPOSED WATER AND SEWER MAINS. •I• r _ 1 'I i•.. .: '' I ,�,I. _ :�. _ fir. _ _} ��^ -- THIS AREA IS NOT INTENDED TO a zsbe �R !�` ar '.n �fa REPRESENT A DEFINED PLANNING AREA NOR IS IT INTENDED TO ILLUSTRATE THE '1 ' + d m m ri�1 \\ 1!,i . �\ ` 15 / - = %I fj LIMITS OF DEVELOPMENT IN THIS AREA. I SEE TEXT FOR FURTHER EXPLANATION. r....-. Ilia• ) .., A s • ' 1 11 � II I L't,Y A T E R `�� `i•. f��/ "`�:E \ 16 15 15 REST N - 4 n -�t6a .i� `� � 1�:1�• � � :� i �I I'i /��1 � _/ �; I / __ �I!.\�)I; \,. I` ,� �J// n/ /`J�` `\� _ i• � I Pf 13 \ 4 � '' {°'I L_._\ - :� 1'--�1 .:--3--�'.�1 �,�+4 �.J jjj /l/�J. Foote aee'l+-t.,r e� .,;: �5 - � : e i ii/'� • I \. � f" _` / 7� J s•IARY, PA 1iF � •��� i R�. �:KalispE(I . I � x 4 d / I� / V� / / .I �\ ._� .i City Airport ' a • / : r' - !�`� KS� - (- ; �- y , �� J - i (. I,. l ! I � a BM \� _ ` � .� �' � Yls ` '� • 22 Ie BM 441" �"{ I h�i,i /,.. f/ (`✓ �'It l t -'- .+I �- e _f-__ v�� `.. .... �—.i�.-.. 1 I _._ _ , r r ji' yIt Ill 1. A °• z {'� /„ ii / r 111 .- ..:. - —�- 51 ,. ee 8 nS ^` G� Iz -- `- z9 e .,\ r i Rdmp (HC,E's2a) ' Ramo lower 2�27 Rad'u 2934 owe, v///�\J1,1%�IU,,I,• (a.111'"���•f - \ r-4•-XyI✓/,/(.J/ tD n,� I I I •� � IL _ / a:: � _ _ 293S__. Bend 1Hun1 ,of � � �`:�� ar. ,'� _/.(��+ �'y \ �-� / ' �'°t'•9� R!V I34 35 3 N �,,`\I t \ ` = li 33 _ .1� (0 x;", I \ o' `vim .:�<• t' �� \�;. \ N /i \ li.-�'\\�\�� e.� 11 //2�P \ �� J i 11�1 !1 a\c \ ��� co \;• �.. -. II �_'\� , 1500 750 0 1500 3000 - . �. �% (••."` I , . ��. I 1 �� ''� ' eC� � •. \ �\`� `�, � � 1 , l I �. ,:, J � \\` ei li.z9v _� l\y��-90 .`-_ o� � \ lif Ii 'l �,. 11 I1! 1 I \' `t� ''�' ao4 0� F .� ��. tl i •I -r'" / 1 SCALE IN FEET '•\II�1I II I� �� VERIFY SCALE! REVISIONS DRAWN BY: JPS PROJECT NUMBER THESE PRINTS MAY BE N0. DESCRIPTION DATE BY 4081.006 REDUCED. LINEBELOW MORR.ISON 1 elena,eIT 59ace CHK'D.BV: WWW WATER AND SANITARY SEWER EXTENSTION MEASURES ONE INCH ON E^91^�rs Helena, MT 59602 SHEET NUMBER ORIGINALDRAWING. Sm ym APPR.BY: WAB KALISPELL MONTANA x J• MAIERLE INC. DATE 07/2005 MODIFY SCALE ACCORDINGLY! ) Planners PFaxe(406) 442786 °0 DRAWING NUMBER O.A. REVIEW SERVICE AREA MAP FIf'! • 2.2 An Employee-Owaed ComP-Y BY: 1lVJ G UA40811006 US 93 Final Design and Construction\Design DocslReports\Design Report - FinahFIG 2.1-2.3.dwg Plotted by:dbeneileld on Jan/25/2006 COPYRIGHT 9 MORRISON-MAIERLE. INC.. 2006 DATE: U.S. Highway 93 South Water and Sewer Extensions Basis of Design Report anticipated to be constructed within Old School Station, thus necessitating the need for the higher fire flow assumption. TABLE 2-4 DOMESTIC WATER AND FIRE FLOW DEMANDS Peak Daily Service Service Area Flow Peak Hour Water Estimated Area (acre) Rate Demand (gpm) Minimum Fire (gpm/acre}* Flow (gpm) 55** 2.38 130 2,500 1,468 2.38 1 3,494 2,500 City of Kalispell Water, Sewer, and Storm Drainage Facility Plan, July 2002 ** Old School Station Service Area It is important to note that this method of determining peak hour domestic water demands for the service areas is based on the average water demand and acres served values that were stated in the City of Kalispell Water, Sewer, and Storm Drainage Facility Plan dated July 2002. These values take into account the existing residential, commercial, and industrial flows. The peak hour water demands developed in Table 2-4 are reasonable for a similar combination of residential, commercial, and industrial development within the study area. N UA4081\006 US 93 Final Design and Construction\Design Docs\Reports\Design Report - Final\Design Report.doc U.S. Highway 93 South Water and Sewer Extensions Basis of Design Report 3. WATER AND SEWER EXTENSION DESIGN CRITERIA Chapter 3 provides documentation on the assumptions used to develop the final design criteria for the water and sewer mains proposed as part of this project. 3.1 SEWER MAIN DESIGN CRITERIA As described in detail above, the wastewater flow from the Old School Station Subdivision is relatively small and can easily be handled by an 8-inch sewer main, the smallest allowed by MDEQ standards. The City of Kalispell recognizes, however, that as sewer service is provided to the south, development that was previously unable to occur in the area may be more viable. As a result, the City after careful study has requested that the developer oversize the water and sewer mains that are being installed so that service can be provided not only to Old School Station, but to other future potential development in the area. At the direction of the City of Kalispell, the sewer main diameter is to be 15 inches in diameter. Generally the wastewater will flow north from the Old School Station Subdivision to the City of Kalispell. However, due to the slope of the land just north of Ashley Creek, there is a section of the new sewer main that will flow south to the lift station at Ashley Creek. Since the service area of this sewer main is confined, this section of sewer main does not have to be 15-inches in diameter. The estimated service area for this sewer main which begins at station 15+46 and ends at the lift station is approximately 690 acres. Assuming 0.906 gpm/acre as described earlier as the estimated peak hourly flow per acre, the total estimated peak hourly flow generated in the area just north of Ashley Creek is 625 gpm. Based on this flow, a 12-inch sewer main which has a total capacity of 725 gpm assuming it is constructed at minimum grade and is 75 percent full is required. The two sewer main sizes for the project and the locations are summarized as follows: • Between Station 0+00 and the high point located at Station 13+67, a 15" gravity sewer main will be constructed. This main is sized to handle all of the wastewater from the entire service area described previously is Paragraph 2.3.3 • From Station 15+46 to the lift station located at Station 65+50, a 12" gravity sewer main will be constructed. • From the lift station to the end of the project at Station 102+50, a 15" gravity sewer main will be constructed. rl UA4081\006 US 93 Final Design and Construction\Design Docs\Reports\Design Report - Final\Design Report.doc U.S. Highway 93 South Water and Sewer Extensions Basis of Design Report In accordance with the DEQ requirements, the minimum grades for the sewer mains are as follows: • For 15" sewer main, minimum grade = 0.15% • For 12" sewer main, minimum grade = 0.22% Also in accordance with DEQ requirements, all manholes are spaced a maximum of 400-feet apart. 3.2 WATER MAIN DESIGN CRITERIA The water main for this project was sized using the existing City of Kalispell EPAnet water model and assuming the domestic and fire flow demands summarized in Table 2-4. The water modeling for this project was performed by the City of Kalispell. The water model analyzed the appropriate water main size to supply the peak hour domestic demand while maintaining a 35-psi residual pressure. The peak hour domestic demands were appropriated along the modeled water main on a per foot percentage. If the water main were sized to only provide service to the Old School Station Subdivision it is anticipated that a 10-inch or 12-inch main would be sufficient. However, again recognizing that as water service is provided to the south, development that was previously unable to occur in the area may be more viable. As a result, the City has requested the developer to oversize the water main to provide service to the 1,468 acres that can be served by the proposed 15-inch sewer main. Once the service area was defined, the proposed water mains analyzed started in size with an 18-inch main. This main size was used as a minimum because it has a similar hydraulic cross sectional area to that of the two existing 12-inch mains that terminate at the intersection of Cemetery RoadMillow Glen Drive and US Highway 93. The model showed water main sizes in excess of 24-inches yielded negligible improvement in either the flow capacities or residual pressures. The water model analysis also showed the existing City of Kalispell water storage and supply system as it exists today could not deliver the flows needed to satisfy the peak hour domestic demands for the entire 1,468 service area while maintaining the minimum 35 psi residual. The model did indicate the existing system could adequately meet peak hour demands for Old School Station. The next step was to analyze the water supply deficiencies for domestic demands that will not be adequately supplied by the existing water distribution system once build out of the planning area occurs. A supplemental flow (or supply) was added to the southern termination of the proposed water main. This is the additional flow rate, which is needed to supply the peak hour domestic demands along the new water main, in conjunction with the flow rate that can be U14081\006 US 93 Final Design and Construction\Design Docs\Reports\Design Report- Final\Design Report.doc U.S. Highway 93 South Water and Sewer Extensions Basis of Design Report supplied by the existing water distribution system. Table 3-1 shows the results of the peak hour domestic demand analysis with supplemental flow and residual pressure information. TABLE 3-1 WATER MODELING RESULTS — PEAK HOURLY WATER DEMANDS Peak Daily Peak Hour Proposed Domestic Supplement Supplement Service Domestic Main Size Residual FIOW Residual Area Demand (inches) pressure (gpm) Pressure (acres) (gpm) (psi) (psi) 55 130 18 69.6 0 0.0 24 69.6 0 0.0 1,468 3,494 18 35.0 783 37.3 24 35.0 580 37.2 The analysis results illustrated in Table 3-1 show in order for a 35 psi residual to be maintained for the ultimate service areas during peak hour demands, flows from 580 gpm to 780 gpm from either a well or storage reservoir will need to be added to the system by ultimate build out. The analysis also illustrates that a 24- inch water main has very little impact on the system hydraulics and therefore provides very little benefit compared to the additional cost of installing a 24-inch water main in lieu of an 18-inch water main. As a result, the 18-inch water main will be utilized for this project. It should be noted that additional water supply is being planned as part of the Old School Station project and has been submitted to MDEQ as part of the Old School Station project. 3.2.1 Fire Flow Analysis The next step in the water main sizing was to analyze the effects of fire flow. The City of Kalispell Water, Sewer, and Storm Drainage Facility Plan shows the fire flow analysis for the existing City of Kalispell EPAnet water model being done under a maximum day demand scenario. The Facility Plan also shows commercial corridors having a 2,000-gpm fire flow value with downtown commercial and hospitals having a 3,000-gpm fire flow. For this analysis, a fire flow value of 2,500-gpm was utilized under maximum day demand conditions. This fire flow value was deemed a reasonable assumption because it was in excess of both the commercial corridor and residential flows stated in the Facility Plan, yet only 500-gpm less than that used for downtown commercial corridors and hospitals. Also, this proposed fire flow is similar to that required in recent commercial developments on the north side of Kalispell including Mountain View Plaza and Spring Prairie Center. To analyze the 2,500-gpm fire flow on the proposed water main, the previously established peak hour domestic demands were reduced to a maximum day domestic demand. Table 3-3 of the City of Kalispell Water, Sewer, and Storm Drainage Facility Plan states the peak hour to average day peaking factor to be 4.0, and the maximum day to average day peaking factor to be 2.7. With these 0 UA4081\006 US 93 Final Design and Construction\Design Docs\Reports\Design Report - Final\Design Report.doc U.S. Highway 93 South Water and Sewer Extensions Basis of Design Report factors, the peak hour domestic demands were converted to maximum day domestic demands. The water model was again analyzed with the maximum day domestic demands with the addition of the 2,500-gpm fire flow located at the southern terminus of the proposed water main. The residual pressures during fire flow events must be maintained at a minimum of 20-psi as required by the Uniform Fire Code and MDEQ. Table 3-2 shows the supplemental flow and residual pressure required at the southern terminus of the proposed water main to deliver both the maximum day domestic demand in addition to the 2,500-gpm fire flow at a residual pressure of 20-psi. Since this analysis used the southern terminus of the proposed water main as the focus point, all points north along the proposed water main will also be able to supply the maximum day domestic demands in addition to the 2,500- gpm fire flow with residual pressures greater than 207psi. TABLE 3-2 WATER MODELING RESULTS - PEAK HOURLY WATER DEMANDS Peak Daily Max Day Proposed Domestic Supplement Supplement Domestic Domestic + Fire Service Domestic Main Size Residual Flow Residual +Fire Flow Area Demand (inches) Pressure (gpm) Pressure Flow Residual (acres) (gpm) (psi) (psi) (gpm) (psi)* 88 18 69.8 0 NA 2588 35.8 [=5=5 1,468 2,358 18 44.3 1,580 22 4,858 20 NFPA 1 Uniform Fire Code Annex H Section H.2.2 As presented in Tables 3-1 and 3-2, at ultimate build out supplemental flows from either storage or a well ranging from 580 gpm to 1,580 gpm would be required for the service areas at ultimate build -out. However, supplemental flows are not required for the Old School Station project. For this project the maximum day fire flow condition is the controlling factor having the largest supplemental flow necessary to achieve both domestic demands and fire flows. The most reasonable method of increasing the water flow and residual pressure for the service areas is to employ the use of wells and pumps. Depending on the existing aquifer conditions and availability of ground water in the area, water storage may be required to supply the supplemental flow. im UA4081\006 US 93 Final Design and Construction\Design Docs\Reports\Design Report - Final\Design Report.doc U.S. Highway 93 South Water and Sewer Extensions Basis of Design Report 4. SEWAGE LIFT STATION 4.1 GENERAL The wastewater generated within the service area flows by gravity to a low point near Ashley Creek through a 12-inch sewer main from the north and a 15-inch sewer main from the south. A new submersible sewage lift station will be installed on the south side of Ashley Creek to pump the wastewater northward to the existing sewer collection system near the Four Corners intersection. This section of the report discusses the criteria used in designing the sewage lift station located on the south side of Ashley Creek. 4.2 SERVICE AREA & WASTEWATER FLOWS As previously discussed in Chapter 2, the potential service area is a corridor bordering the east and west sides of US Highway 93 south of the City of Kalispell. The service area is bounded by mountainous terrain to the west, the Flathead River to the east, Rocky Cliff Drive to the south, and Cemetery Road/Willow Glen Drive to the north. It is understood that not all the land within the described potential service area would actually be developed. The ultimate wastewater flows used for this lift station were determined by two different methods. The wastewater flows south of Ashley Creek were established by determining the capacity of a 15-inch sewer flowing at 75% full at the minimum slope stipulated by DEQ Circular 2. A calculated wastewater flow of 1,330 gpm was used as the peak hourly flow rate from the southern portion of the service area. Table 5-1 outlines the maximum capacity for the 15-inch sewer main. TABLE 4-1 ESTIMATED WASTEWATER FLOW SOUTH OF ASHLEY CREEK Main Size (inches) Minimum Slope (ft/ft)' Percent Full N Velocity (ft/sec) Normal Depth (inches) Main Capacity (gpm) 15 0.0015 75 3.00 11.25 1,330 Montana Department of Environmental Quality Circular 2 The wastewater flow generated north of Ashley Creek was estimated to be 625 gpm as discussed in Paragraph 3.1. When these flows are combined, the peak hourly flow rate used for sizing the lift station at full build -out is 1,955 gpm. However, it is expected that these ultimate flow rates will not occur until some time in the future. The initial wastewater flows to the lift station will come from the Old School Station development located to the south of Ashley Creek. Based on information provided by the developer, the peak hourly flow rate from this subdivision will be 67 gpm. In order to 11 UA4081\006 US 93 Final Design and Construction\Design Docs\Reports\Design Report - Final\Design Report.doc U.S. Highway 93 South Water and Sewer Extensions Basis of Design Report accommodate this wide range of wastewater flows, the lift station has been designed for four phases of development within the service area. The flow rates associated with each phase are listed in Table 4-2 below. TABLE 4-2 PROPOSED WASTEWATER LIFT STATION PHASING AND SIZE Average Daily EstimatedPeak Pumping Phase Flow (gpm) Hourly [--Firm Capacity (gpm) Flow (gpm) 1 16 67 250 2 145 475 500 3 290 950 1,000 4 590 1,955 2,000 4.3 LIFT STATION DESIGN The following sections of this report will discuss the various design considerations for the submersible pump lift station located at Ashley Creek. Although the lift station will only pump the Phase 1 wastewater flows now, it was decided that the buried infrastructure required for all of the phases would be installed during the initial construction. Electrical and mechanical egpipment required for future phases will be installed as the service area develops and wastewater flows increase. Design calculations for the lift station can be found in Appendix B. 4.3.1 Wet Well The lift station design will incorporate two different wet well structures for the varying wastewater flows. Both of the wet wells are rectangular in shape and constructed from precast concrete sections. All pipe penetrations in the wet well structures will use mechanical seals to make them watertight. The wet well structure utilized for Phases 1 and 2 will be 8 feet wide by 10 feet long and hold 598 gallons of wastewater per foot. Based on the amount of storage between the pump off and pump on levels, the fill time for both phases will meet the DEQ maximum allowable time of 30 minutes. For Phases 3 and 4, an additional 8-foot by 12-foot wet well structure will be used in combination with the wet well previously discussed for Phases 1 and 2. This will provide a total wet well volume of 1,316 gallons per foot. The wet well fill times for Phases 3 and 4 will be range between five and ten minutes according to estimated average daily flow rates. The wet well floor is sloped at a 1:1 slope to the hopper bottom to prevent solids accumulation around the perimeter. Aluminum hatches will be cast into the concrete lids for each of these structures to allow for removal of the submersible pumps. Each wet well is equipped with a screened vent pipe. 12 UA4081\006 US 93 Final Design and Construction\Design Docs\Reports\Design Report - Final\Design Report.doc U.S. Highway 93 South water and Sewer Extensions Basis of Design Report 4.3.2 Valve Vault Like the wet wells, there are two separate valve vaults for the different phases. Phases 1 and 2 will utilize an 8-foot diameter precast manhole for the valve vault structure. The two pump discharge lines will enter the valve vault side by side and eventually be connected prior to leaving the vault. Other items installed in the valve vault include a pressure gauge, swing check valve, and isolation plug valve. For Phases 3 and 4, an 8-foot by 10-foot precast concrete box will be used for the other valve vault. As mentioned previously, the valves and piping in this valve vault will be installed at a later date when the larger pumps are needed. Access hatches will be provided in each of these structures to allow for maintenance of the equipment. A floor drain with a backwater valve is located in the center of each of the valve vaults to allow dewatering of the vault. 4.3.3 Submersible Sewage Pumps In order to design a lift station that will operate efficiently with the varying wastewater flows, the submersible pumps will be controlled by variable frequency drives. The drive alters the speed of the submersible pump so it can operate at different design conditions for greater flexibility. The pumps are designed specifically for domestic wastewater and are capable of handling a 3-inch sphere. To facilitate installation and removal of the pumps from the wet well, each pump will have a set of stainless steel rails that guide the pump into position. A discharge connection elbow for each pump will be securely bolted to the floor of the wet well. Sealing of each pump to the discharge connection elbow is accomplished with a simple linear downward motion. Each pump will be equipped with a submersible motor and sealed electrical cable leads. Two submersible pumps of the same size will be installed in the smaller wet well structure for Phases 1 and 2. The 4-inch discharge for these pumps will connect to the 6-inch discharge piping in the wet well. Each of these submersible pumps will come equipped with a 60 horsepower motor. As discussed earlier, the two submersible pumps for Phases 3 and 4 will not be installed at this time. The future sewage pumps have an 8-inch discharge that will connect to the 12-inch discharge piping in the larger wet well structure. The two future pumps will have a 75 horsepower motor to handle the increased flows during Phases 3 and 4. The design criteria for each of the pumps are listed in Table 4-3 below. 1M UA4081\006 US 93 Final Design and Construction\Design Docs\Reports\Design Report - Final\Design Report.doc U.S. Highway 93 South Water and Sewer Extensions Basis of Design Report TABLE 4-3 PUMP DESIGN CRITERIA Phase Pumping Rate (gpm) Total Dynamic Head (ft) Minimum Efficiency (%) Pump Speed (rpm) 1 250 66 50 1110 2 500 154 60 1780 3 1000 50 65 800 4 2000 100 80 1185 4.3.4 Electrical and Controls The electrical power service for this lift station will be routed underground from the south. There is an existing Flathead Electric Cooperative (FEC) underground Primary power line that will be intercepted, and spliced into a new concrete, 3 phase junction vault per FEC requirements. From this vault, a new underground primary feeder will be extended to a 480Y/277V, 3P, 4W transformer near the lift station. A Secondary power feeder will be routed underground from the transformer to the generator enclosure where a CT Can, Meter and NEMA 3R rated Main disconnect will be surface mounted on the exterior wall. The Electrical overcurrent protection and motor controls will be combined into a single Motor Control Center (MCC). This MCC will be located in the generator enclosure to protect against weather and vandalism. Each pump (new and future) will have a separate MCC bucket complete with a fused switch and reduced voltage, non -reversing, solid state starter, with and HOA switch. Branch circuits are then fed underground to the respective pumps (including the future pumps), via seal off devices and class 1 Division 1 rated junction boxes near the lift station. A SCADA system will be used to monitor and control the operation of these pumps based on the sequence of operation required. 4.4 FORCE MAIN Two force mains will be installed during the initial construction to accommodate the wide range of flows for the different phases of development. A 6-inch force main will be utilized for Phases 1 and 2, while a 12-inch force main will be needed for Phases 3 and 4. The force main is roughly a mile long from the lift station to the terminating manhole near the Four Conners intersection. To minimize deposition of solids in the force main, it is important to maintain a minimum velocity of at least 2 ft/s. The velocity in the 6-inch force main during Phase 1 will be 2.6 ft/s at a flow rate of 250 gpm and 5.3 ft/s for a flow rate of 500 14 UA4081\006 US 93 Final Design and Construction\Design Docs\Reports\Design Report - Final\Design Report.doc U.S. Highway 93 South Water and Sewer Extensions Basis of Design Report gpm for Phase 2. The velocity in the 12-inch force main will be 2.7 ft/s for a flow rate of 1,000 gpm for Phase 3 and during Phase 4 will be 5.3 ft/s at a flow rate of 2,000 gpm. The force main will be configured to maintain a positive grade from the lift station to eliminate the need for air relief and vacuum valves. The force main will be installed with a minimum of 6 feet of cover to prevent freezing. 4.5 STANDBY GENERATOR Should the power provided by the utility company fail, an Automatic Transfer Switch (ATS) will initiate a start signal to a Standby Generator and switch to the generator source for power supplied to the lift station until it has determined that the utility has provided adequately reliable power. The generator is mounted to a concrete pad, and enclosed in a drop over enclosure that will also mount to the concrete pad. The exhaust muffler wrapped with insulation and an engine mounted radiator will be mounted inside the enclosure. The enclosure will be built large enough to house the MCC equipment, ATS, 480V-120/240V transformer, and a 120/240V Panelboard for lighting, block heaters, battery chargers, receptacles, and space heaters. 15 UA4081\006 US 93 Finai Design and Construction\Design Docs\Reports\Design Report - Final\Design Report.doc APPENDIX A OLD SCHOOL STATION SUBDIVISION BASIS OF DESIGN REPORT OLD SCHOOL STATION BASIS OF DESIGN REPORT NOVEMBER 2005 Prepared By: MORRISON nFil MAIERLEq INC. An Employee -Owned Company MMI #: 0387.044.0410 TABLE OF CONTENTS 1 INTRODUCTION................................................................. ...................................................................1 1.1 INFRASTRUCTURE PLAN............................................................................................................................... I 1.1.1 Sewerr.......................................................................................................................................................1 i 1.1.2 Water....................................................................................................................................................... 5 1.1.3 Storm Water.................................................................................................... ..........................................5 1.1.4 Roads.......................................................................................................................................................5 2 SEWER..................................................................................................................................................6 2.1 DESIGN CONDITIONS....................................................................................................................................6 F3 WATER..................................................................................................................... .........................8 i 3.1 DOMESTIC, COMMERCIAL, AND IRRIGATION WATER DEMANDS.................................................................. 8 3.2 FIRE FLOW REQUIREMENTS AND BUILDING SQUARE FOOTAGE LIMITS........................................................9 3.3 HYDRANT PLACEMENT...............................................................................................................................10 3.4 STORAGE....................................................................................................................................................10 3.5 WATER SUPPLY AND DISTRIBUTION........................................................................................................... 10 3.6 PUBLIC SUPPLY WELL................................................................................................................................ I1 ..., 3.7 WATER DISTRIBUTION SYSTEM MODELING...............................................................................................12 3.8 WATER DISTRIBUTION SYSTEM DESIGN AND MODEL RESULTS.................................................................12 3.8.1 Water Distribution System Design and Model Results Without Well....................................................13 3.8.2 Water Distribution System Design and Model Results With Proposed Well.........................................13 4 STORM WATER.................................................................................................................................16 4.1 MAJOR DRAINAGE SYSTEM ..................... 4.1.1 Drainage Basins....................................................................................................................................16 4.2 COLLECTION SYSTEM.................................................................................................................................19 4.3 GRADING....................................................................................................................................................19 4.4 SUMMARY OF RUNOFF FLOWS ............................................... ......20 ............................................................. . LIST OF FIGURES Figure1-1 Vicinity Map...............................................................................................................2 Figure1-2 Aerial Map.................................................................................................................3 Figure1-3 Site Plan....................................................................................................................4 Figure 3-1 Water Layout for Model............................................................................................15 I E Figure 4-1 Drainage Basin Layout.................................................................................. ...........18 _ Figure 4-2 Kalispell, MT IDF Curve ............................ ....19 Figure 4-3 Collection System Layout LIST OF TABLES Table 3-1 Domestic Water Demands..........................................................................................9 Table 3-2 Required Fire Flows, Number and Distribution of Fire Hydrants................................11 Table 3-3 Available Fire Flow.....................................................................................14 Table 4-1 Old School Station Upstream Drainage Basins.................................................17 Table 4-2 Old School Station Drainage Basins...............................................................20 APPENDICES Appendix A Water System Modeling Data Appendix B Storm Water Data i 1 INTRODUCTION Old School Station is a 55-acre industrial park located in the SE'/4 of Section 33, Township 28 North, Range 21 West, P.M.M. South of Kalispell, Montana and is located directly northeast of the intersection of Highway 93 and Rocky Cliff Road. Specifically, Old School Station is being developed in one phase, which includes four large industrial lots and thirteen smaller accessory commercial lots. Figures 1-1, 1-2 and 1-3 depict a Vicinity Map, Aerial Map, and Site Plan, for Old School Station. i The report is divided into four major sections. This section, Introduction, summarizes the overall Infrastructure Plan. The proceeding sections review the basis of design for sewer, water and storm water improvements. Appendices for each of these sections are included to contain calculations and project information. 1.1 INFRASTRUCTURE PLAN This section summarizes the water, sewer, and storm water drainage infrastructure improvements associated with this project. 1.1.1 Sewer Sanitary sewer service for Old School Station will be provided by a 10-inch main installed in a landscape buffer along the east side of Demersville Road and an 8-inch sewer main installed within the Old School Station subdivision. The 10-inch sewer main will be extended to the north end of the development to allow for future expansion. Manholes will be provided at a maximum of 400' intervals and at all changes in alignment and grade. Sanitary sewer installation is l designed to meet the requirements of the industrial and commercial units which will occupy these lots. In conjunction with Old School Station project, the developer of Old School Station is l extending a sewer main from the existing city system currently located at the intersection of Willow Glen and US Highway 93 south approximately two miles to Rocky Cliff Road for service to Old School Station and surrounding developments. The sewer main extension along US Highway 93 is a separate project and is addressed in a separate design report. 1 i f mw Ilk .t- 1 4 u.� r I `� • ti OLD SC OL TATIO . 0 ' ' ti% upk N It jMORRIS�N Engineers 1228 Whitefish Stage Road DRAWN BY: A.P.F. PROJECT NO. Kalispell MT 59901 OLD SCHOOL STATION 0387.044 senero s CNK�D. BY: M.H.P. KALISPELL MONTANA INC.Sdent/sts Phone: (408) 752-2216 APPR. BY: W.A.B. MAIERLE, INCscl s Fax: (406) 752-2391 FIGURE NUMBER An Employro0u•ncd Cmnpnny DATE: 0912005 covvnicxrseronnisar wens, wc, zacc TOPO / VICINITY MAP IG. 1-1 U9038A044 - Old School SlalionlACAD1CivllXFig. 1-1 Vicinity Map.dvig Plotted hy:efemiui on Nm/1612005 5:7 ' 7 �u +.21. ;qt s �f 9 v `zt GRAPHIC SCALE N MONTANA PROJECT NO. 4001.005 ,-JiYIORRI1JOl7 Engie— smvarors sc annsts sci"t 1228 Whitefish Stage Road KalispollMT59901 DRAWN BY: A.P.F. crIKD.Br: M.H.P. OLD SCHOOL STATION KALIS P ELL MAIERLE INC. s Phone: 406 752.2216 ( 752-2391 APPR, BY: W,A B FIGURE NUMBER �nn�• Fax: (406 ) DATE: 0912005 a t..e. 400n An [npluver-O,vned Car COPYR1elli � MCRRi5Cf4MAFRlF..'lIC,1W5 AERIAL MAP 1 —2 UA0387W44 - Old School StationlACADVCivilWig. 1-2 Wedands ExhibiLdwg Plotted by:a(emzzi on NovA6/2005 WATER MAIN S cw,ISl t� LO}' 12 LU T �' L0" t6 STORM SEWER MAIN LOT LOY1u LOY ?5 t OT 13 I �..� SGii(?i)4.1101 _---SANITARY SEWER MAIN i-OT 1 JCfY��CJ LO T3 ' MORRISON Engineers Road 1228 Kalispell MT Kalispell MT 59901 DRAWN BY: APF II Surveyors CHK'D, BY: MHP ;', LA����33�� sdamrsra MAIERLE INC.Planners Phone: (406) 752-2216 752-2391 APPR. BY: WAB KALISPELL � � An Employee-O—ed Company Fax: (406) C WYR12W 0 MORRISWWIERLE, INC., 2005 DATE: 1112005 U:103B71044 - Old School SlationlACADICNIRp to Piandwg Plotted by aferruzzi on Nov/7/20D5 GRAPHIC SCALE OLD SCHOOL STATION SITE PLAN PROJECT NO. 0387044 FIGURE NUMBER 1-3 1.1.2 Water Water service to the subdivision in general and specifically Lot 1 will be provided by a 14-inch water main that will be installed from a future 18-inch water main just outside the subdivision boundaries to the new public water supply well. A looped system consisting of a 10-inch water main will serve the remainder of the subdivision. A 10-inch water main will also be extended within the landscape buffer to the northern boundary of the property and was sized to allow service to future potential development in that area. In addition a new public water supply well, designed as a separate phase of this project, is planned to be drilled within the boundaries of Old School Station adjacent to Lot 1. The water mains are designed to meet the City of Kalispell requirements and serve the industrial and commercial dwellings anticipated for this project. As mentioned above, the Old School Station water system will be connected to a future 18-inch water main that is being constructed in conjunction with this project. 1.1.3 Storm Water The storm water improvements for Old School Station will consist of a stormwater collection system sized to carry to the 10 year, 6-hour storm as required by the City of Kalispell. This collection system will consist of a storm sewer trunk main with inlets spaced at appropriate intervals and at low points within the streets. The excess runoff will utilize an existing wetland east of the Old School Station development as a detention pond. 1.1.4 Roads Three new streets, currently known as Schoolhouse Loop, Schoolhouse Drive, and Schoolhouse Court will be constructed as part of the infrastructure improvements. A layout of the proposed streets is shown in Figure 1-3. Demersville Road will be paved from the intersection of Highway 93 to the northern property line of Old School Station. It should be noted the paving of Demersville Road is not a part of SID 344 and Old School Station. 5 2 SEWER 2.1 DESIGN CONDITIONS As stated previously, sanitary sewer service will be installed to service all lots in Old School Station. All sewer mains will be installed in either a new street or in the landscape buffer along Demersville Road. Each lot will have a 6" sanitary sewer service stubbed from the main to the property line. Each stub is located 15 feet from the downstream property line of each lot. DEQ requires sewer mains be capable of carrying the peak hourly flow. Determination of flows from the development, however, is difficult due to the fact that only one business for the subdivision as a whole has been clearly identified. This business is Fun Beverage, which is a beverage distribution complex located in Lot 1. Old School Station is currently zoned as 1-1 for light industrial. Under this zoning classification, the following types of businesses that can be constructed include, but are not limited to, manufacturing, distributing, wholesale dealerships, automobile, cleaning and renovating services, gunsmiths, and woodworking shops and mills. Retail lots are restricted in the 1-1 zoning districts. Generally, these types of businesses create small amounts of wastewater compared to a commercial and heavy industrial business. The goal of this design is to plan in general terms for the potential businesses that could be developed. However, recognizing that as the future construction begins, the size of the sewer main will have to be evaluated and could become a limitation of the type or size of future business in future development. There are several methods that can be used to estimate the average daily wastewater flow from developments such as Old School Station. First, assumptions can be made regarding which types of businesses will be constructed. For example, we can assume that in addition to Fun Beverage, a gunsmith, bakery, and a small wholesale dealership will be constructed. Based on this assumption, the wastewater flow can be estimated based on published "typical values" or the metered winter water usage (which is assumed to be equal to wastewater flows since irrigation is not used in the winter) from other similar businesses in the Kalispell area. Based on the inconsistency on what types of businesses will be in the subdivision, this technique will not be used for this project. The second method of estimating the wastewater flow rate is to apply a standard published planning level wastewater flow rate of measured in gallons per acre of development. Based on n reported data, the City of Kalispell Water, Sewer and Storm Drainage System Facility Plan estimates an average daily wastewater flow rate of 0.297 gallons per minute per acre. The Facility Plan also provides an estimated average daily wastewater flow value of 20 gallons per day per employee. However, since the final scope of the development, and therefore the number of employees, is unknown, the 0.297 gpm/acre value will be used as the basis of design for this project. Assuming a total development area of 55 acres, the total wastewater flow from light industrial development estimated using this method is approximately 16 gallons per minute, or approximately 23,000 gallons per day. The Montana Department of Environmental Quality (DEQ) requires that collection systems be designed to carry the peak hourly flow. One equation provided by DEQ for estimating the peak hourly flow is as follows: QPeak Hourly/QDesign Average - (1 8+P1/2 )/(4+ P 112 ) Since QDesign Average is 16 gallons per minute (23,000 gallons per day) and P is the equivalent residential population in thousands of people. Assuming a residential per capita flow rate of 100 gallons per person per day, the equivalent population for this development is 230 people. Using this population, the peak hourly flow is estimated to be 66 gallons per minute. The capacity of a sewer main is a function of, among other things, the pipe slope, friction factor, and pipe diameter. A minimum slope (S) of 0.004 ft/ft (the minimum allowed by DEQ) was used to calculate the most conservative flow rate for an 87inch, assuming a pipe full flow. Using Manning's Formula with a friction factor (n) of 0.013, hydraulic radius (R) of 0.16 feet and an area (A) of 0.32 ft2, the maximum capacity of an 8-inch sewer main is 306.8 gallons per minute (gpm). Manning's Formula is summarized as follows: Q = (1.49/n)(AR2/3)(S112) Since the 8-inch main has a total minimum capacity of 306.8 gpm, it appears that the proposed sewer improvements can handle the peak hourly flow of 66 gpm generated from Old School Station. However, it should be noted that a 10-inch main will be installed along Demersville Road to the northern boundary of the property to allow for future sewer connections to be made adjacent to and north of Old School Station. 7 3 WATER The Old School Station water distribution system is planned for development during the construction of the subdivision layout and will not be constructed in phases. The Old School Station water distribution system will provide water for both domestic use and fire protection. Design of the system was based on the 2003 International Building Code, City of Kalispell "Water, Sewer, and Storm Water Facility Plan 2000", State of Montana Department of Environmental Quality Circular DEQ 1, Standards for Water Works, and City of Kalispell standards for design and construction. 3.1 DOMESTIC, COMMERCIAL, AND IRRIGATION WATER DEMANDS For this report, domestic, industrial, and irrigation water demands were estimated and incorporated into the design. Due to the unknown factors associated with the future structures (as discussed in detail in Section 2 of this Report), such as structure use and occupancy, the domestic, industrial and irrigation demand was calculated to be 0.596 gallons per minute per acre based on information from the City of Kalispell Facility Plan. The City of Kalispell also defined a peak hourly to average day peaking factor of 4.0, which produces a peak hour flow of 2.38-gpm/acre. Also defined was a maximum day to average day peaking factor of 2.7, which produces a maximum daily flow of 1.61-gpm/acre. Using the service area for Old School Station, the corresponding water demands were computed and are shown in Table 3-1. Fire flows for the subdivision are estimated per lot and modeled for design. These estimated fire flows exceed those stated in the City of Kalispell Water, Sewer, and Storm Drainage Facility Plan. Table 3-9 of the Facility Plan estimates commercial corridors at 2,000-gpm and residential corridors at 1,000-gpm. However, it is already known that several large industrial buildings are to be constructed within Old School Station, thus necessitating the need for the higher fire flow assumption. Since the domestic demands for the Old School Station will be a fraction of the fire flow requirements for the structures, the controlling design factors are the fire flow requirements. E�3 TABLE 3-1 DOMESTIC, INDUSTRIAL AND IRRIGATION WATER DEMANDS Service Area ServicePeak Area Flow Hour Max. Day Estimated Peak Daily Service Flow Rate- Rate -Max Water Water Needed Fire Flow Area (acre) Peak Hourly Daily Demand Demand (gpm) (gpm/acre) gpm/acre (gpm) (gpm) 55 2.38 1.61 130 89 2,500 3.2 FIRE FLOW REQUIREMENTS AND BUILDING SQUARE FOOTAGE LIMITS As previously stated, the available fire flow in the Old School Station water distribution system is the controlling factor for design. The water distribution system design focuses on maximizing the available fire flow while taking into account economical considerations such as main sizing and location. The first step in designing the distribution system is developing the improvements required to achieve the needed fire hydrant and sprinkler system flow for the first known major tenant. The remainder of the design focuses on maximizing the available fire flow to the rest of the subdivision. With the maximum available fire flow being quantified, the future structures in Old School Station may be designed around the available fire flow values. As a result, construction type, square footage, and automatic sprinkler systems will be key parts of future building design to ensure satisfactory fire flow and hydrant coverage can be provided to each structure as required by the 2003 International Fire Code. It should be noted that per Appendix B, Section B105 of the 2003 International Fire Code, a reduction in required fire flow of up to 50 percent is allowed when the building is provided with an approved automatic sprinkler system. However, the City of Kalispell has allowed a 67 percent reduction for similar commercial developments such as Spring Prairie Center and Mountain View Plaza. Regardless, the resulting reduction shall not result in fire flows less than 1,500-gpm. It is assumed that a 50 percent reduction in fire flow for buildings with an approved automatic sprinkler system will be allowed. To date, the only building with a defined building construction is Fun Beverage which is a mixed use design. This building will be Type III-B, which along with the building size will determine the required fire flow. All other lots are of unknown building construction and are assumed to be $1 Type V-B. Table 3-2 shows each proposed structure, footprint in square feet and required fire flow. 3.3 HYDRANT PLACEMENT Proposed hydrant placement, as presented in Table 3-2, was adapted from Appendix B, Table C105.1 of the 2003 International Fire Code. Hydrant locations are shown in Figure 3-1. Proposed hydrant locations within the development have been both reviewed and preliminarily approved by the City of Kalispell Fire Department. All hydrants will be placed within 30-feet of a proposed street or road frontage. 3.4 STORAGE Storage will be provided by existing tanks and reservoirs within the existing City of Kalispell water distribution system. No additional storage is required for the Old School Station development. 3.5 WATER SUPPLY AND DISTRIBUTION Water will be supplied to Old School Station through the City of Kalispell water distribution system at one location as shown in Figure 3-1. This connection will be made at the proposed future water main in the southwest corner of the subdivision. Plans are currently being completed to extend water service from the existing city system to the connection point for Old School Station as part of a separate project. In addition to the city water connection, a new well will be drilled on Lot 1 of Old School Station. This well will provide water for the subdivision and will eventually become part of the city water supply extending out to provide water supply for future city growth. This well has been approved by MDEQ and will be constructed as part of a separate bid and contract from the remaining infrastructure improvements of Old School Station. Both 14-inch and 10-inch water mains are proposed in Old School Station. All water main materials will be PVC. 14-inch water main will run from the connection to the city system to the proposed well. All other water supply mains will be 10-inch throughout the subdivision and north of the south entrance to Old School Station. 10 TABLE 3-2 REQUIRED FIRE FLOW, NUMBER AND DISTRIBUTION OF FIRE HYDRANTS Assumed With 50 Percent Average Spacing Assumed Building Flow Reduction For Use Fire Minimum No. Between fStructure Footprint Type' Fire FlowZ Duration Sprinklers Flow Of Hydrants Hydrants''''' (sq.ft.) (gpm) (hrs) (gpm) (gpm) (No.) (ft) FUN BEVERAGE 90,000 Type Ill -A 4,250 4 2,125 2,125 2 --450-- Lot 2 60,000 _Type V-B 6,500 4 3,250 3,250 3 400 Lot 3 90,000 Type V-B 8,000 4 4,000 4,000 4 350 ILot 4 62,000 _Type V-B 6,750 4 3,375 3,375 3 400 Lot 5 24,000 Type V-B 4,250 4 2,125 2,125 2 450 Lot 6 20,000 Type V-B 3,750 3 1,875 3,750 4 350 (Lot 7 20,000 _Type V-B 3,750 3 1,875 3,750 4 350 Lot 8 35,000 V-B 5,000 4 2,500 2,500 3 450 Lot 9 _Type 36,000 Type V-B 5,000 4 2,500 2,500 3 450 (Lot 10 16,000 V-B 3,500 3 1,750 3,500 4 350 Lot 11 _Type 14,000 Type V-13 3,250 3 1,625 3,250 3 400 Lot 12 13,000 V-B 3,000 3 1,500 3,000 3 400 ' Lot 13 _Type 13,350 Type V-B 3,000 3 1,500 3,000 3 400 Lot 14 31,000 T e V-B 4,750 4 2,375 2,375 3 450 Lot 15 25,000 _Type V-B 4,250 4 2,125 2,125 2 450 (Lot 16 12,000 V-13 3,000 3 11500 3,000 3 400 :Lot 17 _Type 12,300 IType V-13 1 3,000 3 1,500 1 3,000 1 3 400 Types of construction are based upon the Building Code. Measured at 20 psi (137.9kPa). See Appendix III -A, Section 2 of the Uniform Fire Code. a Reduce by 100 feet (30480 mm) for dead-end streets or roads. a Where streets are provided with median dividers which can be crossed by firefighters pulling hose lines, or arterial streets are provided with four or more traffic lanes and have a traffic count of more than 30,000 vehicles per day, hydrant spacing shall average 500 feet (152.4 m) on each side of the street and be arranged on an alternating basis up to a fire -flow requirement of 7,000 gallons per minute (26495 Umin.) and 400 feet (122 m) for higher fire -flow requirements. Where new water mains are extended along streets where hydrants are not needed for fire protection of structure or similar fire problems, fire hydrants shall be provided at spacing not to exceed 1,000 feet to provide for transportation hazards. 3.6 PUBLIC SUPPLY WELL As stated above, a new public supply well will be drilled as a part of the Old School Station development, but part of a different phase. This well will be located in the northeast corner of Lot 1. It is anticipated the well will provide approximately 1200 - 1500 gpm. Although the well is not necessary to meet the water demands of Old School Station, it is being drilled to provide a back-up water supply in case service from the main city system in suddenly taken out of service. The well has been submitted to DEQ and has been approved. 11 3.7 WATER DISTRIBUTION SYSTEM MODELING The proposed water system was evaluated using Haestad Methods WaterCAD v7.0 water distribution software. In December 2003, the City of Kalispell Engineering Department provided Morrison-Maierle, Inc. with a pre -calibrated EPANET model of the City water distribution system. The EPANET model database was imported into WaterCAD v7.0, and used to analyze piping alternatives for the Old School Station development. During the database importing process, WaterCAD v7.0 performed the following element modifications. • Each EPANET valve and pump link is replaced by two pipes and one pump or valve element. This modification will not affect the model behavior. • If the EPANET inactive volume parameter is omitted from the input file or a zero is entered for this parameter, the EPANET numerical engine will compute an inactive volume based on the tank's diameter and the minimum level. To mimic this behavior, WaterCAD calculates the inactive volume and displays it in the tank data upon import of the file. ® The 2.7 average day to maximum day peaking factor was not imported from EPANET to WaterCAD, and was applied after the import. The following assumptions were implemented during model analysis. ® Hazen -Williams head loss equation. • All new mains will be PVC with a Hazen -Williams coefficient of C=150. ® Analysis was completed assuming maximum day demands with a 0-hour (scheduled time for the start of operation or action) 0.6 diurnal curve multiplier applied to the City domestic demands. • Minor losses were not applied. • Steady state analysis. • Domestic demands of 130-gpm were used. Domestic demand was set to 0-gpm when generating fire flow reports. • All hydrant lead pipes greater than 50-feet were modeled to account for friction loss. 3.8 WATER DISTRIBUTION SYSTEM DESIGN AND MODEL RESULTS The modeled piping plan is presented in Figure 3-1. WaterCAD v7.0 output associated with the hydraulic model is presented in Appendix A. The 14-inch main was designed for placement from the 18-inch water main to the proposed well. The remaining mains distribution system are 10- 12 inch to maximize the available fire flow and to reduce friction losses. Main sizes larger than 14- inch were analyzed, but not selected for design do to minimal improvement in available fire flow and residual pressure. Distribution system main sizes and lengths are as follows: 4,280-feet of 10-inch PVC water main • 1,360-feet of 14-inch PVC water main The Old School Station water distribution system will be capable of providing static pressures greater than 76-psi during maximum day 0-hour conditions. 3.8.1 Water Distribution System Design and Model Results Without Well The proposed distribution system design incorporates fire hydrants providing fire protection to both Fun Beverage and the remainder of the subdivisions lot structures. The total available fire flow, not including what the proposed well will enhance, ranges from 2,550 to 2,870-gpm at a residual pressure of 20-psi, during a maximum day demand event in the City's distribution system. These fire flow values can be reviewed in the model output in Appendix A. If the range average of 2,500-gpm is assumed to be the available fire flow to the Fun Beverage building, the required fire flow reduction would only need 41 percent relative to the allowable 50 percent allowed by the City of Kalispell. The Old School Station water distribution systems will be capable of providing static pressures between 55 to 66-psi during maximum day 0-hour conditions. Hydraulic model output showing these values is presented in Appendix A. 3.8.2 Water Distribution System Design and Model Results With Proposed Well Due to the unknown of how much flow the well will produce, three scenarios were modeled assuming a worst case scenario with respect to flow from the new well. When the well is drilled and the actual flow rates are measured, fire flow could become a limitation of the type or size of future business in future development that can be constructed. 13 All analysis were done under 0-hour, steady state, maximum day system demands with peak hour demands for the Old School Station. These results do not account for the suction side of the pump and are shown in fire flow output. See Table 3-3 for results. TABLE 3-3 AVAILABLE FIRE FLOW Model Assumption Available Fire Flows (gpm) No Well 2,550 to 2,870 Well — 500 gpm 3170 to 3750 Well — 750 gpm 3460 to 4200 Well —1000 gpm 3730 to 4650 14 1.1.)7'... - — LOT 8 C\Ol} LINE• Sc110OL) IOusl: LOOP LANs., I -- I a \ 8 I LOT i 1 LOT 17 sue 10' WATER MAIN ' CJ LOT 14 Alt �' LOT I's (6d I I _ 14' WATER MAIN LOT? LOT 16 LOI 7 LOT6 LOT 5 10' WATER MAIN LOT 15 LOT4 SC f'r 4 �T, yb L0T 2 LOT3 MORRISON Englnoers 1228 Whitefish Stag. Road DRAWN BY: APF " ' Survnyers Kalispell MT 59901 CHK'D. BY: MHP INC.o7onlisls MAIERLE, I1Vl P/nnnors Phone: 406 752-2216 APPR. BY: WAB Fax: (406) 752-2391 Aa Employcc-O,vncd Compnny COPYRIGHT . IAORRISON-ANIEaE. DATE: 11/2005 INC.,2005 UA03871044 - Old School SlatioMACADICivihFig. 2-1 Water Layout Model.dwg Plotted by:a(eu=i on Nov116/2005 GRAPHIC SCALE 1 *.& . 200m N OLD SCHOOL STATION WATER LAYOUT MODEL PROJECT NO. 03870" 'ANA FIGURE NUMBER 3-1 4 STORM WATER As stated above, stormwater improvements will include a collection system, to convey runoff from the streets and interior lots to the wetland on the east end of the site. This wetland will be used as a retention pond and will allow for treatment of the stormwater prior to its discharge into Ashley Creek. 4.1 MAJOR DRAINAGE SYSTEM 4.1.1 Drainage Basins Old School Station consists of two drainage basins labeled Basin A and B. Drainage basin A covers the north half of the site, and Drainage basin B covers the south half. Both basins are drained by a collection system which will route runoff to the east end of the site to the wetland. Specifically, Basin A will drain -the street runoff between Station 0+00 and Station 8+50 in Schoolhouse Loop and Station 1+75 to Station 10+52 of Schoolhouse Drive. All stormwater will be routed through the collection system to an inlet located at Station 5+25 of Schoolhouse Loop, and then routed to the wetland. Runoff from Schoolhouse Loop between Stations 0+00 and 1+75 will drain off -site to the ditch and be routed around the site Basin B will drain the street runoff between Stations 8+50 and Station 20+50 in Schoolhouse Loop and Station 0+00 to Station 1+75 of Schoolhouse Drive. All runoff will also be routed through the collection system to an inlet located at Station 5+25 of Schoolhouse Loop, and then routed to the wetland. Runoff from Schoolhouse Loop between Stations 20+57 and 23+40 will drain off -site to the ditch and be routed around the site. A layout of the detention basins is shown in Figure 4-1. Table 4-1 shows a breakdown of each drainage basin, area, estimated runoff coefficient, and estimated time of concentration to the inlet draining the basin. Due to the size of the development, all calculations were completed using the rational method. The storm intensity of the post -development and pre -development runoff rates were determined using the Intensity -Duration -Frequency Curve shown in Figure 4-2, using the 10-year, 6-hour storm event. Since the drainage basin contains lots that will be developed in the future, some assumptions needed to be made to determine the amount of runoff from the lots. These assumptions are: 16 • 70% of the property will be covered in hardscaping (rooftop and asphalt), 30% in landscaping. • A C factor of 0.95 was used for the hardscape area • A C factor of 0.25 was used for the landscape area. Using these assumptions and adding the lot areas into the remainder of the streets, a weighted C factor of 0.74 was established using post -development conditions for the Old School Station site, with a total area of 16.65 acres. Using this information, a runoff volume of approximately 35,400 cubic feet was calculated for the 10-year, 6 hour storm. TABLE 4-1 OLD SCHOOL STATION DRAINAGE BASINS Upstream Runoff Basin Inlet Area (sf) Area (ac.) Tc Basins Coefficient (min) A-1 1 21978 0.50 0.95 5.0 A-2 2 22040 0.51 0.95 5.0 A-3 3 21045 0.48 0.95 5.0 A-4 4 21169 0.49 0.95 5.0 A-5 5 21616 0.50 0.95 5.0 A-6 6 21437 0.49 0.95 5.0 A-7 7 16317 0.37 0.95 5.0 A-8 8 16251 0.37 0.95 5.0 A-9 9 63857 1.47 0.83 5.0 A-10 10 8807 0.20 0.83 5.0 A-11 NA 14312 0.33 0.95 5.0 A-12 NA 14305 0.33 0.95 5.0 B-1 13 25320 0.58 0.95 5.0 B-2 14 17910 0.41 0.95 5.0 B-3 15 12607 0.29 0.95 5.0 B-4 16 12454 0.29 0.95 5.0 B-5 17 66536 1.53 0.95 5.0 B-6 18 16224 0.37 0.95 5.0 B-7 19 12541 0.29 0.95 5.0 B-8 20 12567 0.29 0.95 5.0 B-9 21 149986 3.44 0.83 5.0 B-10 NA 27400 0.63 0.95 5.0 B-11 NA 20722 0.48 0.95 5.0 * A minimum Tc of 5.0 minutes is assumed. 17 i o i I I a♦, 1 ✓ G�oo�Pt II i F 40' r �♦ II f- I �qu o I I � .+q .T 1 o M u' ; r 1 ` Oy — — —.— — — — — — — �i i ALL o II c 1 1 1 1 Io 1 o�4- 00I 1 B-9 a; t A ♦ 1 0 '� 9 ♦ o T i F- o � HANG ORTU1ii±J v e%i{�ti'�bOFPJS n . I` 0.202 �i' 0.506 AG a / Fa _ p_2 i — �......� �..�a"I 1 'INLET- 0.505 A�CA-1' N < 1 ODI 1 n / 0 � 1 0 1 1 I G 1 1 1 1�. n I N 1 ♦fir 1 � 1 � __ __ w.axr � — x � � __ ._. �J � 0<�1•== - - - - - - - - - - - - - - - ----------------------------- ------------------- -------------------------------- i z I 1 VERIFY SCALE! REVISIONS �+ ' j� %j T-�T-� ll/1 O F1 LlISON Yl 1\1�11J MAIERLE, INC. n..V.,ploycc-On-nedC—pany E .91—rs sUrvOyDIG scientists Planners i228 Whitefish Slago Roatl Kalispell, MT 59901 Phone: (406)752.2216 Fax:(406)752.2391 DRAWN BY: CG CHK'D. BY: GILL APPR.BY: GILL DATE: ii/2005 Q.A. REVIEW BY. OLD SCHOOL STATION KALISPELL MONTANA PROJECT NUMBER 0387.644 THESE PRWTS MAY aE REDuceD. BELOW NO. DESCRIPTION DATE 8Y LWE MEASURES CNEINCHON SHEET NUMBER 3 ORIGINAL DRAW WO. DRAINAGE BASINS DRAWINGNUMBER FIG. 4-1 MODIFY SCALE ACCORDINGLY! U:103871044 -Old School SfalionlACADICivilkdminago amas.dwg Planed by:glukasikon Nov/152005 COPYRIGHT- M, DATE: 7 6 5 i7 Figure 4-2 Kalispell, MT IDF Curve R2 = O'9856 0 20 40 60 80 100 120 140 Duration (min) 4.2 COLLECTION SYSTEM The collection system will consist of reinforced concrete pipe (RCP), ranging in size from 15" in Schoolhouse Loop to 30" entering the outlet structure. Curb inlets are located at all low points in the street and at intervals averaging approximately 300 feet apart. All runoff routed through the collection system will enter the wetland through an outlet structure located above the wetland on the east side of the property. This outlet structure is designed to allow storm water runoff to enter the wetland without any erosion occurring in or on the wetland boundary. 4.3 GRADING The individual lots of Old School Station are planned to be constructed in phases, with the schedule depending on when the lots are occupied. Therefore, an overlot grading plan of the entire subdivision was created to balance the site and create a finish surface where the lots are easily constructed upon. The overlot grading will likely take place in conjunction with the construction of the new streets, which will allow the areas of large cut and fill in the streets to be constructed without any noticeable impacts to the surrounding lots. Finish grading of all lots will take place as the lots are constructed. 19 The design methods for the overlot grading plan included conforming to the City of Kalispell's standards and to create a plan that was effective and simple to construct. The key design constraints imposed by the site plan were: 1. Grade the site to minimize cut/fill. 2. Grade site to allow pre -development runoff quantity not to be exceeded and damage property off -site. 4.4 SUMMARY OF RUNOFF FLOWS Table 4-2 below shows a summary of the 10-year and 50-year stormwater flows for the collection system. A layout of the collection system is shown in Figure 4-2. TABLE 4-2 OLD SCHOOL STATION DRAINAGE BASINS Node Node Tc (min) 10-Year Runoff 50-Year (cfs) Runoff (cfs) Inlet-1 5 1.70 2.70 Inlet-2 5 1.71 2.70 MH-1 5.13 3.64 5.69 Inlet-3 5 1.62 2.56 Inlet-4 5 1.88 2.97 M H-2 5.15 3.73 5.82 MH-3 5.55 7.07 11.06 MH-4 6.28 7.07 10.30 Inlet-5 5 7.55 11.95 Inlet-6 5 2.89 4.57 MH-5 18.51 19.10 30.38 Inlet-11 5 1.74 2.75 Inlet-12 5 1.17 1.85 MH-12 5.07 3.13 4.89 Inlet-10 5 12.20 19.08 Inlet-9 5 2.73 4.32 11 MH-11 11.64 11.72 18.52 MH-10 11.73 11.72 18.52 MH-9 11.82 11.72 18.52 MH-8 11.98 11.72 18.52 Inlet-7 5 1.22 1.90 Inlet-8 5 1.16 1.84 MH-7 12.27 10.43 16.57 M H-6 18.51 10.43 16.22 Outfall 19.21 1 18.70 29.76 All piping for the collection system is sized to pass the 50-year storm event. . 20 VERIFY SCALEI THESE PRINTS MAY BE REDUCED. LWE BELOW MEASURES ONE INCH ON ORIGINAL DRAWING. t I MODIFY SCALE ACCORDWGLYI UA0367044 -Old School S a C 1-4 HAFJG A-4 o -2j_ 00 I I— I —1 — 1 '71— —1 - 4- 0,11111 1— A-1° aD M 1 W._ C/] 2T0 CD � T FJ— O 1 O a O I U (Ioo REVISIONS '.IPTION DATE I BY by.glukasikon J �fo MH-I( op 0 \x,� 7 I 8 A-( SC 0 pp wo L z �D B-9 I a 0121 O � ! -9 E'- OOT6 L ° o J A-10 I• 00 oz 9AMG 9MOMOOMS -1 < A N o OI 00 L Z r r N r CY r It } O O O 00 ZZ , I t DRAWN BY: CG En12261WiPhSlog. sagineors S-11,MT59901 YGLL BY:MORRISONers GLL OLD SC 00LSTATION KALISPELL MAIERLE INC. M L•nrploycc-OHncAConrpany ScfenfJsls PTannes Pha no: (406) 752-2216 Fax:(406)752-2391 DATE: N/2005 _ O.A. REVIEW 8Y: COLLECTION SYSTEM LAYOUT . OOPYa1GNT OMOM'30nMMERLE, ING, zoo, DATE: F- O J N O J PROJECT NUMBER 0367.044 SHEETNUMBER MONTANA 3 DRAWING NUMBER FIG. 4-3 Appendix A Water Systems Data City of Kalispell Water Model Well — Not Included 0-hour, Steady State Analysis Max Day System Demands with Peak Hour Demands Used Scenario: Base Fire Flow Analysis Fire Flow Report Label Zone Fire Flow Iterations Fire Flow Balanced? Satisfies Fire Flow onstraints. Needed Fire Flow (gpm) Available Fire Flow (gpm) Total Flow Needed (gpm) Total Flow Available (gpm) Residual Pressur (psi) alculate Residual Pressure (psi) inimum Zon Pressure (psi) alculated Minimum Zone Pressure (psi) OSS-215 Zone-OSS 13 true true 1,500.00 2,549.65 1,500.00 2,549.65 20.00 20.02 20.00 23.22 OSS-135 Zone-OSS 14 true true 1,500.00 2,634.69 1,500.00 2,634.69 20.00 20.01 20.00 22.49 OSS-210 Zone-OSS 14 true true 1,500.00 2,652.34 1,500.00 2,652.34 20.00 20.01 20.00 20.44 OSS-180 Zone-OSS 14 true true 1,500.00 2,663.89 1,500.00 2,663.89 20.00 20.01 20.00 21.66 OSS-185 Zone-OSS 14 true true 1,500.00 2,695.45 1,500.00 2,695.45 20.00 20.01 20.00 21.30 OSS-130 Zone-OSS 32 true true 1,500.00 2,700.80 1,500.00 2,700.80 20.00 20.45 20.00 20.01 OSS-190 Zone-OSS 14 true true 1,500.00 2,708.72 1,500.00 2,708.72 20.00 20.01 20.00 21.32 OSS-145 Zone-OSS 14 true true 1,500.00 2,717.51 1,500.00 2,717.51 20.00 20.01 20.00 22.02 OSS-175 Zone-OSS 14 true true 1,500.00 2,717.67 1,500.00 2,717.67 20.00 20.01 20.00 20.44 OSS-165 Zone-OSS 14 true true 1,500.00 2,732.48 1,500.00 2,732.48 20.00 20.01 20.00 21.53 OSS-200 Zone-OSS 14 true true 1,500.00 2,733.99 1,500.00 2,733.99 20.00 20_.01 20.00 21.53 OSS-155 Zone-OSS 14 true true 1,500.00 2,738.34 1,510.83 2,749.17 20.00 20.01 20.00 20.01 OSS-150 Zone-OSS 14 true true 1,500.00 2,751.79 1,510.83 2,762.62 20.00 20.01 20.00 20.01 OSS-225 Zone-OSS 14 true true 1,500.00 2,765.35 1,500.00 2,765.35 20.00 20.01 20.00 21.46 OSS-125 Zone-OSS 32 true true 1,500.00 2,779.56 1,510.83 2,790.39 20.00 20.45 20.00 20.01 OSS-160 Zone-OSS 14 true true 1,500.00 2,783.30 1,510.83 2,794.13 20.00 20.01 20.00 20.01 OSS-205 Zone-OSS 14 true true' 1,500.00 2,783.59 1,510.83 2,794.42 20.00 20.01 20.00 20.01 OSS-195 Zone-OSS 14 true true 1,500.00 2,784.88 1,510.83 2,795.71 20,00 20.01 20.00 20.01 OSS-140 Zone-OSS 17 true true 1,500.00 2,784.98 1,510.83 2,795.81 20.00 20.06 20.00 20.00 OSS-220 Zone-OSS 32 true true 1,500.00 2,785.82 1,510.83 2,796.65 20.00 20.17 20.00 20.02 OSS-170 Zone-OSS 32 true true 1,500.00 2,797.93 1,510.83 2,808.76 20.00 20.47 20.00 20.01 OSS-230 Zone-OSS 14 true true 1,500.00 2,810.67 1,500.00 2,810.67 20.00 20.01 20.00 20.33 OSS-120 Zone-OSS 32 true true 1,500.00 2,820.43 1,500.00 2,820.43 20.00 20.18 20.00 20.02 OSS-115 Zone-OSS 32 true true 1,500.00 2,821A6 1,500.00 2,821.16 20.00 20.28 20.00 20.02 OSS-110 Zone-OSS 32 true true 1,500.00 2,821.62 1,510.83 2,832.45 20.00 20.40 20.00 20.01 OSS-100 Zone-OSS 32 true true 1,500.00 2,838.86 1,510.83 2,849.69 20.00 20.45 20.00 20.01 OSS-235 Zone-OSS 16 true true 1,500.00 2,870.72 1,500.00 2,870.72 20.00 20.87 20.00 20.00 OSS-240 Zone-OSS N/A false false 1,500.00 N/A N/A N/A 20.00 N/A 20.00 N/A Title: City of Kalispell Water System Project Engineer: D71RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 11:34:09 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 I Scenario: Base Fire Flow Analysis Fire Flow Report Zone Junction OSS-21 1 OSS-131 OSS-21: OSS-17: OSS-15: OSS-13: OSS-151 OSS-13: OSS-181 OSS-161 OSS-19: OSS-18: OSS-191 OSS-221 OSS-13: OSS-16: OSS-13: OSS-22: OSS-22: N/A Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00,028.00) 09/13/05 11:34:09 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 Scenario: Base Fire Flow Analysis Junction Report Label Elevation (ft) Zone Type Base Flow (gpm) Pattern Demand (Calculated) (gpm) Calculated Hydraulic Grade (ft) Pressure (psi) OSS-160 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,076.21 66.42 OSS-170 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,076.21 66.85 OSS-150 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,076.21 66.42 OSS-155 2,924.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,076.21 65.99 OSS-220 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,076.21 66.42 OSS-240 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,076.21 66.85 OSS-195 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,076.21 66.42 OSS-205 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,076.21 66.42 OSS-125 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,076.21 66.85 OSS-110 2,924.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,076.21 65.99 OSS-140 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,076.21 66.85 OSS-100 2,924.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,076.22 65.99 OSS-210 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 66.42 OSS-115 2,924.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 65.99 OSS-200 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 66.42 OSS-215 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 66.85 OSS-225 2,925.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 65.55 OSS-230 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 66.85 OSS-235 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.22 66.42 OSS-130 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 66.85 OSS-165 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 66.42 OSS-145 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 66.85 OSS-135 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 66.42 OSS-175 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 66.42 OSS-190 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 66.42 OSS-120 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 66.42 OSS-180 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 66.85 OSS-185 2,924.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,076.21 65.99 Title: City of Kalispell Water System Project Engineer: D71RMR41 c:\...\ass watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 11:31:03 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 i Scenario: Base Fire Flow Analysis Pipe Report Label Length (ft) Diameter (in) Material Hazen- Williams C Control Status Discharge (gpm) Upstream Structur Hydraulic Grade (ft) ownstream Structu Hydraulic Grade (ft) ressure Pipe Headlos (ft) Velocity (ft/s) OSSP-105 48.00 14.0 PVC 150.0 Open 85.90 3,076.22 3,b76.22 0.00 0.18 OSSP-110 209.00 14.0 PVC 150.0 Open 85.90 3,076.22 3,076.21 0.00 0.18 OSSP-115 58.00 14.0 PVC 150.0 Open 46.61 3,076.21 3,076.21 0.00 0.10 OSSP-120 300.00 14.0 PVC 150.0 Open 46.61 3,076.21 3,076.21 0.00 0.10 OSSP-125 150.00 14.0 PVC 150.0 Open 46.61 3,076.21 3,076,21 0.00 0.10 OSSP-130 183.00 10.0 PVC 150.0 Open 0.00 3,076.21 3,076.21 0.00 0.00 OSSP-135 166.00 10.0 PVC 150.0 Open 0.00 3,076.21 3,076.21 0.00 0.00 OSSP-140 59.00 10.0 PVC 150.0 Open 24.94 3,076.21 3,076.21 0.00 0.10 OSSP-145 54.00 8.0 PVC 150.0 Open 0.00 3,076.21 3,076.21 0.00 0.00 OSSP-150 295.00 10.0 PVC 150.0 Open 14.11 3,076.21 3,076.21 0.00 0.06 OSSP-155 300.00 10.0 PVC 150.0 Open 3.28 3,076.21 3,076.21 0.00 0.01 OSSP-160 361.00 10.0 PVC 150.0 Open -7.55 3,076.21 3,076.21 0.00 0.03 OSSP-165 39.00 8.0 PVC 150.0 Open 0.00 3,076.21 3,076.21 0.00 0.00 OSSP-170 96.00 10.0 PVC 150.0 Open -18.38 3,076.21 3,076.21 0.00 0.08 OSSP-175 185.00 10.0 PVC 150.0 Open 0.00 3,076.21 3,076.21 0.00 0.00 OSSP-180 166.00 10.0 PVC 150.0 Open 0.00 3,076.21 3,076.21 0.00 0.00 OSSP-185 34.00 8.0 PVC 150.0 Open 0.00 3,076.21 3,076.21 0.00 0.00 OSSP-190 34.00 8.0 PVC 150.0 Open 0.00 3,076.21 3,076.21 0.00 0.00 OSSP-195 205.00 10.0 PVC 150.0 Open -11.58 3,076.21 3,076.21 0.00 0.05 OSSP-200 39.00 8.0 PVC 150.0 Open 0.00 3,076.21 3,076.21 0.00 0.00 OSSP-205 52.00 10.0 PVC 150.0 Open -22.41 3,076.21 3,076.21 0.00 0.09 OSSP-210 312.00 10.0 PVC 150.0 Open 0.00 3,076.21 3,076.21 0.00 0.00 OSSP-215 313.00 10.0 PVC 150.0 Open 0.00 3,076.21 3,076.21 0.00 0.00 OSSP-220 136.00 10.0 PVC 150.0 Open -17.63 3,076.21 3,076.21 0.00 0.07 OSSP-225 214.00 10.0 PVC 150.0 Open -28.46 3,076.21 3,076.21 0.00 0.12 OSSP-230 352.00 10.0 PVC 150.0 Open -28.46 3,076.21 3,076.21 0.00 0.12 OSSP-235 343.00 10.0 PVC 150.0 Open -33.24 3,076.21 3,076.21 0.00 0.14 OSSP-240 359.00 10.0 PVC 150.0 Open -33.24 3,076.21 3,076.22 0.00 0.14 OSSP-245 303.00 14.0 PVC 150.0 Open 129.97 3,076.22 3,076.22 0.01 0.27 OSSP-250 289.00 14.0 PVC 150.0 Open 129.97 3,076.23 3,076.22 0.01 0.27 OSSP-255 208.00 10.0 PVC 150.0 Open 35.78 3,076.21 3,076.21 0.00 0.15 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00) 09/13/05 11:32:01 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 0670E USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Pump Report Label Elevation Control Intake Discharge Discharge Pump Calculated (ft) Status Pump Pump (gpm) Head Water Grade Grade (ft) Power (ft) (ft) (Hp) PMP-408 3,070.00 On 3,073.77 3,200.74 724.03 126.97 23.26 PMP-409 3,070.00 On 3,073.77 3,200.74 724.03 126.97 23.26 PMP-553 3,070.00 On 3,073.77 3,200.74 724.03 126.97 23.26 OSS-Well Pu 2,922.00 Off 2,921.00 3,076.21 0.00 0.00 0.00 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 11 :32:34 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Reservoir Report Label Elevation (ft) Zone Inflow (gprn) Calculated Hydraulic Grade (ft) 248 3,220.00 Zone-1 0.00 3,220.00 254 3,085.00 Zone-1 0.00 3,085.00 247 3,220.00 Zone-1 -1,100.00 3,220.00 257 3,080.00 Zone-1 0.00 3,080.00 246 3,083.00 Zone-1 0.00 3,083.00 245 3,078.00 Zone-1 0.00 3,078.00 R-1 2,921.00 Zone-1 0.00 1 2,921.00 Title: City of Kalispell Water System Project Engineer: D71RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 11:32:55 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Tank Report Label Zone Base Minimum Initial Maximum Inactive Tank Inflow Current Calculated Calculated Elevation Elevation HGL Elevation Volume Diameter (gpm) Status Hydraulic Grade Percent (ft) (ft) (ft) (ft) (gal) (ft) (ft) Full N 10 Zone-1 3,185.00 3,185.00 3,200.00 3,212.00 0.00 30.00 387.66 Filling 3,200.00 55.6 11 Zone-1 3,054.00 3,054.00 3,075.00 3,077.00 0.00 140.00 -2,290.16 Draining 3,075.00 91.3 12 Zone-1 3,054.00 3,054.00 3,075.00 3,077,00 0.00 118.00 38.63 Filling 3,075.00 91.3 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00) 09/13/05 11:33:14 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Valve Report Label Elevation (ft) Diameter (in) Minor Loss Coefficient Control Status Discharge (gpm) From HGL (ft) To HGL (ft) Headloss (ft) FCV-459 2,957.00 10.0 0.00 FCV cannot deliver flow. 771.60 3,075.07 3,075.07 0.00 FCV-466 2,928.00 10.0 0.00 FCV cannot deliver flow. 1,045.00 3,077.31 3,077.31 0.00 FCV-550 3,008.00 10.0 0.00 Throttling 1,100.00 3,219.78 3,201.53 18.25 FCV-551 3,009.00 10.0 0.00 Closed 0.00 3,220.00 3,201.51 0.00 FCV-560 3,060.00 8.0 0.00 FCV cannot deliver flow. -0.00 3,075.00 3,075.00 0.00 FCV-561 1 2,943.001 8.01 0.00 1 Closed 0.001 3,080.001 3,075.001 0.00 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 11:33:45 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 City of Kalispell Water Model Well - 500 gpm 0-hour, Steady State Analysis Max Day System Demands with Peak Hour Demands Used Scenario: Base Fire Flow Analysis Fire Flow Report Label Zone Fire Flow Balanced? Satisfies Fire Flow onstraints. Needed Fire Flow (gpm) Available Fire Flow (gpm) Total Flow Needed (gpm) Total Flow Available (gpm) Residual Pressure (psi) Calculated Residual Pressure (psi) Ainimum Zon(Calculatec Pressure (psi) Minimum Zone Pressure (psi) Minimum Zone Junction OSS-215 Zone-OSS true true 1,500.00 3,170.44 1,500.00 3,170.44 20.00 20.01 20.00 25.01 OSS-211 OSS-135 Zone-OSS true true 1,500.00 3,346.12 1,500.00 3,346.12 20.00 20.01 20.00 23.63 OSS-131 OSS-210 Zone-OSS true true 1,500.00 3,355.98 1,500.00 3,355.98 20.00 20.01 20.00 20.44 OSS-21: OSS-180 Zone-OSS true true 1,500.00 3,370.94 1,500.00 3,370.94 20.00 20.02 20.00 22.81 OSS-17: OSS-185 Zone-OSS true true 1,500.00 3,453.08 1,500.00 3,453.08 20.00 20.01 20:00 22.06 OSS-15: OSS-130 Zone-OSS true true 1,500.00 3,467.03 1,500.00 3,467.03 20.00 20.43 20.00 20.00 OSS-13: OSS-190 Zone-OSS true true 1,500.00 3,473.15 1,500.00 3,473.15 20.00 20.01 20.00 22.08 OSS-151 OSS-175 Zone-OSS true true 1,500.00 3,477.14 1,500.00 3,477.14 20.00 20.01 20.00 20.44 OSS-181 OSS-145 Zone-OSS true true 1,500.00 3,485.83 1,500.00 3,485.83 20.00 20.02 20.00 23.33 OSS-141 OSS-200 Zone-OSS true true 1,500.00 3,504.03 1,500.00 3,504.03 20.00 20.01 20,00 22.43 OSS-19: OSS-165 Zone-OSS true true 1,500.00 3,506.04 1,500.00 3,506.04 20.00 20.01 20.00 22.43 OSS-161 OSS-155 Zone-OSS true true 1,500.00 3,532.43 1,510.83 3,543.26 20.00 20.01 20.00 20.01 OSS-18: OSS-150 Zone-OSS true true 1,500.00 3,552.88 1,510.83 3,563.71 20.00 20.01 20.00 20.01 OSS-191 OSS-225 Zone-OSS true true 1,500.00 3,587.07 1,500.00 3,587.07 20.00 20.00 20.00 21.80 OSS-221 OSS-205 Zone-OSS true true 1,500.00 3,595.60 1,510.83 3,606.43 20.00 20.00 20.00 20.00 OSS-211 OSS-195 Zone-OSS true true 1,500.00 3,598.77 1,510.83 3,609.60 20.00 20.00 20.00 20.00 OSS-201 OSS-160 Zone-OSS true true 1,500.00 3,600.96 1,510.83 3,611.79 20,00 20.00 20.00 20.00 OSS-16: OSS-220 Zone-OSS true true 1,500.00 3,614.82 1,510.83 3,625.65 20.00 20.00 20.00 20.29 OSS-22: OSS-125 Zone-OSS true true 1,500.00 3,614.92 1,510.83 3,625.75 20.00 20.43 20.00 20.00 OSS-13: OSS-140 Zone-OSS true true 1,500.00 3,615.91 1,510.83 3,626.74 20.00 20.00 20.00 20.00 OSS-14: OSS-170 Zone-OSS true true 1,500.00 3,628.68 1,510.83 3,639.51 20.00 20.43 20.00 20.00 OSS-17: OSS-230 Zone-OSS true true 1,500.00 3,632.08 1,500.00 3,632.08 20.00 20.00 20.00 20.83 OSS-211 OSS-115 Zone-OSS true true 1,500.00 3,697.24 1,500.00 3,697.24 20.00 20.24 20.00 20.01 OSS-2Z OSS-110 Zone-OSS true true 1,500.00 3,697,64 1,510.83 3,708.47 20.00 20.35 20.00 20.00 OSS-22: OSS-120 Zone-OSS true true 1,500.00 3,699.94 1,500.00 3,699.94 20.00 20.15 20.00 20.00 OSS-22: OSS-100 Zone-OSS true true 1,500.00 3,715.52 1,510.83 3,726.35 20.00 20.39 20.00 20.00 OSS-22: OSS-235 Zone-OSS true true 1,500.00 3,749.42 1,500.00 3,749.42 20.00 20.75 20,00 20.00 OSS-22: OSS-240 Zone-OSS false false 1,500.00 N/A N/A N/A 20.00 N/A 20.00 N/A N/A Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 01:51:33 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Junction Report Label Elevation (ft) Zone Type Base Flow (gpm) Pattern Demand (Calculated) (gpm) Calculated Hydraulic Grade (ft) Pressure (psi) OSS-160 2,923.D0 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,081.61 68.76 OSS-170 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,081.61 69.19 OSS-150 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,081.64 68.77 OSS-155 2,924.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,081.63 68.33 OSS-220 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,081.61 68.76 OSS-240 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,081.69 69.23 OSS-195 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,081.60 68.76 OSS-205 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,081.60 68.76 OSS-125 2,922.00 Zane-OSS Demand 10.83 Pattern - 1 10.83 3,081.67 69.22 OSS-110 2,924.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,081.61 68.33 OSS-140 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,081.66 69.22 OSS-100 2,924.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,081.58 68.32 OSS-210 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.60 68.76 OSS-115 2,924.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.62 68.33 OSS-200 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.60 68.76 OSS-215 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.60 69.19 OSS-225 2,925.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.61 67.89 OSS-230 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.59 69.19 OSS-235 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.54 68.73 OSS-130 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0,00 3,081.67 69.22 OSS-165 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.61 68.76 OSS-145 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.66 69.22 OSS-135 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.67 68.78 OSS-175 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.61 68.76 OSS-190 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.64 68.77 OSS-120 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.66 68.78 OSS-180 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.61 69.19 OSS-185 2,924.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,081.63 1 68.33 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00) 09/13/05 01:52:07 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-756-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Pipe Report Label Length (ft) Diameter (in) Material Hazen- Williams C Control Status Discharge (gpm) Upstream Structur Hydraulic Grade (ft) ownstream Structui Hydraulic Grade (ft) Pressure Pipe Headlos (ft) Velocity (ft/s) OSSP-105 48.00 14.0 PVC 150.0 Open -326.43 3,081.58 3,081.59 0.01 0.68 OSSP-110 209.00 14.0 PVC 150.0 Open -326.43 3.081.59 3,081.61 0.02 0.68 OSSP-115 58.00 14.0 PVC 150.0 Open -368.07 3,081.61 3,081.62 0.01 0.77 OSSP-120 300.00 14.0 PVC 150.0 Open -368.07 3,081.62 3,081.66 0.04 0.77 OSSP-125 150.00 14.0 PVC 150.0 Open -368.07 3,081.66 3,081.69 0.02 0.77 OSSP-130 183.00 10.0 PVC 150.0 Open 0.00 3,081.67 3,081.67 0.00 0.00 OSSP-135 166.00 10.0 PVC 150.0 Open 0.00 3,081.67 3,081.67 0.00 0.00 OSSP-140 59.00 10.0 PVC 150.0 Open 110.34 3,081.67 3,081.68 0.00 0.45 OSSP-145 54.00 8.0 PVC 150.0 Open 0.00 3,081.66 3,081.66 0.00 0.00 OSSP-150 295.00 10.0 PVC 150.0 Open 99.51 3,081.66 3,081.64 0.02 0.41 OSSP-165 300.00 10.0 PVC 150.0 Open 88.68 3,081.64 3,081.63 0.02 0.36 OSSP-160 361.00 10.0 PVC 150.0 Open 77.85 3,081.63 3,081,61 0.02 0.32 OSSP-165 39.00 8.0 PVC 150.0 Open 0.00 3,081.61 3,081.61 0.00 0.00 OSSP-170 96.00 10.0 PVC 150.D Open 67.01 3,081.61 3,081.61 0.00 0.27 OSSP-175 185.00 10.0 PVC 150.0 Open 0.00 3,081.61 3,081.61 0.00 0.00 OSSP-180 166.00 10.0 PVC 150.0 Open 0.00 3,081.61 3,081.61 0.00 0.00 OSSP-185 34.00 8.0 PVC 150.0 Open 0.00 3,081.63 3,081.63 0.00 0.00 OSSP-190 34.00 8.0 PVC 150.0 Open 0.00 3,081.64 3,081.64 0.00 0.00 OSSP-195 205.00 10.0 PVC 150.0 Open 76.16 3,081.61 3,081.60 0.01 0.31 OSSP-200 39,00 8.0 PVC 150.0 Open 0.00 3,081.60 3,081.60 0.00 0.00 OSSP-205 52.00 10.0 PVC 150.0 Open 65.33 3,081.60 3,081.60 0.00 0.27 OSSP-210 312.00 10.0 PVC 150.0 Open 0.00 3,081.60 3,081.60 0.00 0.00 OSSP-215 313.00 10.0 PVC 150.0 Open 0.00 3,081.60 3,081.60 0.00 0.00 OSSP-220 136.00 10.0 PVC 150.0 Open -19.98 3,081.61 3,081.61 0.00 0.08 OSSP-225 214.00 10.0 PVC 150.0 Open -30.81 3,081.61 3,081.61 0.00 0.13 OSSP-230 352.00 10.0 PVC 150.0 Open -30.81 3,081.61 3,081.61 0.00 0.13 OSSP-235 343.00 10.0 PVC 150.0 Open 54.50 3,081.60 3,081.59 0.01 0.22 OSSP-240 359.00 10.0 PVC 150.0 Open 54.50 3,081.59 3,081.58 0.01 0.22 OSSP-245 303.00 14.0 PVC 150.0 Open -370.09 3,081.54 3,081.58 0.04 0.77 OSSP-250 289.00 14.0 PVC 150.0 Open -370.09 3,081.50 3,081.54 0.04 0.77 OSSP-255 208.00 10.0 PVC 150.0 Open 121.17 3,081.69 3,081.67 0.02 0.49 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 01:52:38 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Pump Report Label Elevation Control Intake Discharge Discharge Pump Calculated (ft) Status Pump Pump (gpm) Head Water Grade Grade (ft) Power (ft) (ft) (Hp) PMP-408 3,070.00 On 3,073.77 3,200.74 724.03 126.97 23.26 PMP-409 3,070.00 On 3,073.77 3,200.74 724.03 126.97 23.26 PMP-553 3,070.00 On 3,073.77 3,200.74 724.03 126.97 23.26 OSS-Well Pump 1 2,922.00 On 2,921.00 3,081.69 500.06 160.69 20.33 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 01:53:32 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flog Analysis Reservoir Report Label Elevation (ft) Zone Inflow (gpm) Calculated Hydraulic Grade (ft) 248 3,220.00 Zone-1 0.00 3,220.00 254 3,085.00 Zone-1 0.00 3,085.00 247 3,220.00 Zone-1 -1,100.00 3,220.00 257 3,080.00 Zone-1 0.00 3,080.00 246 3,083.00 Zone-1 0.00 3,083.00 245 3,078.00 Zone-1 0.00 3,078.00 R-1 2,921.00 Zone-1 -500.06 2,921.00 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 01:53:58 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Tank Report Label Zone Base Minimum Initial Maximum Inactive Tank Inflow Current Calculated Calculated Elevation Elevation HGL Elevation Volume Diameter (gpm) Status Hydraulic Grade Percent (ft) (ft) (ft) (ft) (gal) (ft) (ft) Full N 10 Zone-1 3,185.00 3,185.00 3,200.00 3,212.00 0.00 30.00 387.67 Filling 3,200.00 55.6 11 Zone-1 3,054.00 3,054.00 3,075.00 3,077.00 0.00 140.00 -2,040.58 Draining 3,075.00 91.3 12 Zone-1 3,054.00 3,054.00 3,075.00 3,077.00 0.00 118.00 289.12 Filling 3,075.00 91.3 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 01:54:15 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Valve Report Label Elevation (ft) Diameter (in) Minor Loss Coefficient Control Status Discharge (gpm) From HGL (ft) To HGL (ft) Headloss (ft) FCV-459 2,957.00 10.0 0.00 FCV cannot deliver flow. 771.60 3,075.29 3,075.29 0.00 FCV-466 2,928.00 10.0 0.00 FCV cannot deliver flow. 1,045.00 3,080.38 3,080.38 0.00 FCV-550 3,008.00 10.0 0.00 Throttling 1,100.00 3,219.78 3,201.53 18.25 FCV-551 3,009.00 10.0 0.00 Closed 0.00 3,220.00 3,201.51 0.00 FCV-560 3,060.00 8.0 0.00 FCV cannot deliver flow. -0.00 3,075.00 3,075.00 0.00 FCV-561 2,943.00 8.0 0.00 Closed 0,00 3,080.00 3,075.00 0.00 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 01:54:39 PM p Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 City of Kalispell Water Model Well - 750 gpm 0-hour, Steady State Analysis Max Day System Demands with Peak Hour Demands Used Scenario: Base Fire Flow Analysis Fire Flow Report Label Zone Fire Flow Balanced? Satisfies Fire Flow onstraints . Needed Fire Flow (gpm) Available Fire Flow (gpm) Total Flow Needed (gpm) Total Flow Available (gpm) Residual Pressure (psi) Calculated Residual Pressure (psi) Ainimum Zoni Pressure (psi) CalculatecMinimum Minimum Zone Pressure (psi) Zone Junction OSS-215 Zone-OSS true true 1,500.00 3,468.04 1,500.00 3,458.04 20.00 20.00 20.00 25.95 OSS-211 OSS-135 Zone-OSS true true 1,500.00 3,686.39 1,500.00 3,686.39 20.00 20.00 20.00 24.24 OSS-131 OSS-210 Zone-OSS true true 1,500.00 3,691.50 1,500.00 3,691.50 20.00 20.00 20.00 20.43 OSS-21: OSS-180 Zone-OSS true true 1,500.00 3,708.65 1,500.00 3,708.65 20.00 20.00 20.00' 23.42 OSS-17: OSS-185 Zone-OSS true true 1,500.00 3,821.20 1,500.00 3,821.20 20.00 20.00 20.t00 22.47 OSS-15: OSS-130 Zone-OSS true true 1,500.00 3,839.50 1,500.00 3,839.50 20.00 20.43 20.00 20.00 OSS-13: OSS-190 Zone-OSS true true 1,500.00 3,844.84 1,500.00 3,844.84 20.00 20.00 20.00 22.50 OSS-151 OSS-175 Zone-OSS true true 1,500.00 3,846.19 1,500.00 3,846.19 20.00 20.00 20.00 20.43 OSS-181 OSS-145 Zone-OSS true true 1,500.00 3,860.28 1,500.00 3,860.28 20.00 20.00 20.00 24.00 OSS-141 OSS-200 Zone-OSS true true 1,500.00 3,879.54 1,500.00 3,879.54 20.00 20.00 20.00 22.92 OSS-19: OSS-165 Zone-OSS true true 1,500.00 3,883.46 1,500.00 3,883.46 20.00 20.00 20.00 22.92 OSS-161 OSS-155 Zone-OSS true true 1,500.00 3,922.86 1,510.83 3,933.69 20.00 20.00 20.00 20.00 OSS-18: OSS-150 Zone-OSS true true 1,500.00 3,947.37 1,510.83 3,958.20 20.00 20.00 20.00 20.00 OSS-191 OSS-225 Zone-OSS true true 1,500.00 3,995.48 1,500.00 3,995.48 20.00 20.00 20.00 22.00 OSS-221 OSS-205 Zone-OSS true true 1,500.00 3,996.64 1,510.83 4,007.47 20.00 20.00 20.00 20.00 OSS-211 OSS-195 Zone-OSS true true 1,500.00 4,000.94 1,510.83 4,011.77 20.00 20.00 20.00 20.00 OSS-20, OSS-160 Zone-OSS true true 1,500.00 4,005.22 1,510.83 4,016.05 20.00 20.00 20.00 20.00 OSS-16: OSS-220 Zone-OSS true true 1,500.00 4,023.05 1,510.83 4,033.88 20.00 20.00 20.00 20.55 OSS-22: OSS-140 Zone-OSS true true 1,500.00 4,027.12 1,510.83 4,037.95 20.00 20.00 20.00 20.00 OSS-14: OSS-125 Zone-OSS true true 1,500.00 4,030.49 1,510.83 4,041.32 20.00 20.43 20.00 20.00 OSS-13: OSS-230 Zone-OSS true true 1,500.00 4,038.77 1,500.00 4,038.77 20.00 20.00 20.00 21.13 OSS-20: OSS-170 Zone-OSS true true 1,500.00 4,040.73 1,510.83 4,051.56 20.00 20.43 20.00 20.00 OSS-17: OSS-115 Zone-OSS true true 1,500.00 4,140.66 1,500.00 4,140.66 20.00 20.20 20.00 20.01 OSS-22: OSS-110 Zone-OSS true true 1,500.00 4,141.20 1,510.83 4,152.03 20.00 20.31 20.00 20.00 OSS-22: OSS-120 Zone-OSS true true 1,500.00 4,144.75 1,500.00 4,144.75 20.00 20.14 20.00 20.01 OSS-22: OSS-100 Zone-OSS true true 1,500.00 4,159.82 1,510.83 4,170.65 20.00 20.33 20.00 20.00 OSS-22: OSS-235 Zone-OSS true true 1,500.00 4,197.05 1,500.00 4,197.05 20.00 20.60 20.00 20.00 OSS-22: OSS-240 Zone-OSS false false 1,500.00 N/A N/A N/A 20.00 N/A 20.00 N/A N/A Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00) 09/13/05 01:55:25 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Junction Report Label Elevation (ft) Zone Type Base Flow (gpm) Pattern Demand (Calculated) (gpm) Calculated Hydraulic Grade (ft) Pressure (psi) OSS-160 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,086.45 _ 70.86 OSS-170 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,086.44 71.29 OSS-150 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,086.52 70.89 OSS-155 2,924.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,086.49 70.44 OSS-220 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,086.44 70.85 OSS-240 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,086.61 71.36 OSS-195 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,086.42 70.85 OSS-205 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,086.42 70.84 OSS-125 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,086.57 71.35 OSS-110 2,924.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,086.44 70.42 OSS-140 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,086.56 71.34 OSS-100 2,924.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,086.37 70.39 OSS-210 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,086.42 70.84 OSS-115 2,924.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,086.46 70.43 OSS-200 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,086.42 70.85 OSS-215 2,922.00 Zone-OSS Demand 0.00 Pattern -1 0.00 3,086.42 71.28 OSS-225 2,925.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,086.44 69.99 OSS-230 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,086.39 71.27 OSS-235 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,086.26 70.77 OSS-130 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,086.57 71.35 OSS-165 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,086.45 70.86 OSS-145 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,086.66 71.34 OSS-135 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,086.57 70.91 OSS-175 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,086.44 70.85 OSS-190 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,086.52 70.89 OSS-120 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,086.56 70.91 OSS-180 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,086.44 71.29 OSS-185 2,924.00 Zone-OSS Demand 0,00 Pattern - 1 0.00 3,086.49 70.44 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 01:55:51 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Pipe Report Label Length (ft) Diameter (in) Material Hazen- Williams C Control Status Discharge (gpm) Upstream Structur Hydraulic Grade (ft) ownstream Structu Hydraulic Grade (ft) (Pressure Pipe Headlos (ft) Velocity (ft/s) OSSP-105 48.00 14.0 PVC 150.0 Open -531.78 3,086.37 3,b86.38 0.01 1.11 OSSP-110 209.00 14.0 PVC 150.0 Open -531.78 3,086.38 3,086.44 0.06 1.11 OSSP-115 58.00 14.0 PVC 150.0 Open -569.60 3,086.44 3,086.46 0.02 1.19 OSSP-120 300.00 14.0 PVC 150.0 Open -569.60 3,086.46 3,086.56 0.10 1.19 OSSP-125 150.00 14.0 PVC 150.0 Open -569.60 3,086.56 3,086.61 0.05 1.19 OSSP-130 183.00 10.0 PVC 150.0 Open 0.00 3,086.57 3,086.57 0.00 0.00 OSSP-135 166.00 10.0 PVC 150.0 Open 0.00 3,086.57 3,086.57 0.00 0.00 OSSP-140 59.00 10.0 PVC 150.0 Open 159,00 3,086.57 3,086.56 0.01 0.65 OSSP-145 54.00 8.0 PVC 150.0 Open 0.00 3,086.56 3,086.56 0.00 0.00 OSSP-150 295.00 10.0 PVC 150.0 Open 148.17 3,086.56 3,086.52 0.04 0.61 OSSP-155 300.00 10.0 PVC 150.0 Open 137.34 3,086.52 3,086.49 0.04 0.56 OSSP-160 361.00 10.0 PVC 150.0 Open 126.51 3,086.49 3,086.45 0.04 0.52 OSSP-165 39.00 8.0 PVC 150.0 Open 0.00 3,086.45 3,086.45 0.00 0.00 OSSP-170 96.00 10.0 PVC 150.0 Open 115.67 3,086.45 3,086.44 0.01 0.47 OSSP-175 185.00 10.0 PVC 150.0 Open 0.00 3,086.44 3,086.44 0.00 0.00 OSSP-180 166.00 10.0 PVC 150.0 Open 0.00 3,086.44 3,086.44 0.00 0.00 OSSP-185 34.00 8.0 PVC 150.0 Open 0.00 3,086.49 3,086.49 0.00 0.00 OSSP-190 34.00 8.0 PVC 150.0 Open 0.00 3,086.52 3,086.52 0.00 0.00 OSSP-195 205.00 10.0 PVC 150.0 Open 121.00 3,086.44 3,086.42 0.02 0.49 OSSP-200 39.00 8.0 PVC 150.0 Open 0.00 3,086.42 3,086.42 0.00 0.00 OSSP-205 52.00 10.0 PVC 150.0 Open 110.17 3,086.42 3,086.42 0.00 0.45 OSSP-210 312.00 10.0 PVC 150.0 Open 0.00 3,086.42 3,086.42 0.00 0.00 OSSP-215 313.00 10.0 PVC 150.0 Open 0.00 3,086.42 3,086.42 0.00 0.00 OSSP-220 136.00 10.0 PVC 150.0 Open -16.16 3,086.44 3,086.44 0.00 0.07 OSSP-225 214.00 10.0 PVC 150.0 Open -26.99 3,086.44 3,086.44 0.00 0.11 OSSP-230 352.00 10.0 PVC 150.0 Open -26.99 3,086.44 3,086.44 0.00 0.11 OSSP-235 343.00 10.0 PVC 150.0 Open 99.33 3,086.42 3,086.39 0.02 0.41 OSSP-240 359.00 10.0 PVC 150.0 Open 99.33 3,086.39 3,086.37 0.02 0.41 OSSP-245 303.00 14.0 PVC 150.0 Open -620.29 3,086.26 3,086.37 0.11 1.29 OSSP-250 289.00 14.0 PVC 150.0 Open -620.29 3,086.15 3,086.26 0.11 1.29 OSSP-255 208.00 10.0 PVC 150.0 Open 1 169.84 3,086.61 3,086.67 1 0.04 1 0.69 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00) 09113/05 01:56:14 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base (Fire Flow Analysis Plump Report Label Elevation Control Intake Discharge Discharge Pump Calculated (ft) Status Pump Pump (gpm) Head Water Grade Grade (ft) Power (ft) (ft) (Hp) PMP-408 3,070.00 On 3,073.77 3,200.74 724.03 126.97 23.26 PMP-409 3,070.00 On 3,073.77 3,200.74 724.03 126.97 23.26 PMP-553 3,070.00 On 3,073.77 3,200.74 724.03 126.97 23.26 OSS-Well Pump 1 2,922.00 On 2,921.00 3,086.61 750.27 165.61 31.43 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 01:56:50 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Reservoir Report Label Elevation (ft) Zone Inflow (gpm) Calculated Hydraulic Grade (ft) 248 3,220.00 Zone-1 0.00 3,220.00 254 3,085.00 Zone-1 0.00 3,085,00 247 3,220.00 Zone-1 -1,100.00 3,220.00 257 3,080.00 Zone-1 0.00 3,080.00 246 3,083.00 Zone-1 0.00 3,083.00 245 3,078.00 Zone-1 0.00 3,078.00 R-1 2,921.00 Zone-1 -750.27 2,921.00 Title: City of Kalispell Water System Project Engineer: D71RMR41 c:\...\oss watercad\old school station 2.wcd Morris on-Maierle Inc WaterCAD v7.0 [07.00.028,00] 09/13/05 01:57:12. PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Tank Report Label Zone Base Minimum Initial Maximum Inactive Tank Inflow Current Calculated Calculated Elevation Elevation HGL Elevation Volume Diameter (gpm) Status Hydraulic Grade Percent (ft) (ft) (ft) (ft) (gal) (ft) (ft) Full N 10 Zone-1 3,185.00 3,185.00 3,200.00 3,212.00 0.00 30.00 387.63 Filling 3,200.00 55.6 11 Zone-1 3,054.00 3,054.00 3,075.00 3,077.00 0.00 140.00 -1,894.37 Draining 3,075.00 91.3 12 1 Zane-1 3,054.00 3,054.00 3,075.00 3,077.00 0.00 118.00 393.05 Filling 3,075.00- 91.3 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 (07.00.028.001 09/13/05 01:57:33 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Valve Report Label Elevation (ft) Diameter (in) Minor Loss Coefficient Control Status Discharge (gpm) From HGL (ft) To HGL (ft) Headloss (ft) FCV-459 2,957.00 10.0 0.00 FCV cannot deliver flow. 771.60 3,075.45 3,075.45 0.00 FCV-466 2,928.00 10.0 0.00 FCV cannot deliver flow. 1,045.00 3,082.54 3,082.54 0.00 FCV-550 3,008.00 10.0 0.00 Throttling 1,100.00 3,219.78 3,201.53 18.25 FCV-551 3,009.00 10.0 0.00 Closed 0.00 3,220.00 3,201.51 0.00 FCV-560 3,060.00 8.0 0.00 FCV cannot deliver flow. -0.00 3,075.00 3,075.00 0.00 FCV-561 2,943.00 8.0 0.00 Closed 0.00 3,080.00 1 3,075.00 1 0.00 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 01:68:03 PM 0 Haestad Methods, Inc., 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 City of Kalispell Water Model Well - 1000 gpm 0-hour, Steady State Analysis Max Day System Demands with Peak Hour Demands Used Scenario: Base Fire Flow Analysis Fire Flow Report Label Zone Fire Flow Balanced? Satisfies Fire Flow onstraints. Needed Fire Flow (gpm) Available Fire Flow (gpm) Total Flow Needed (gpm) Total Flow Available (gpm) Residual Pressure (psi) Calculated Residual Pressure (psi) Ainimum Zon(Calculatec Pressure (psi) Minimum Zone Pressure (psi) Minimum Zone Junction OSS-215 Zone-OSS true true 1,500.00 3,733.74 1,500.00 3,733.74 20.00 20.00 20.00 26.93 OSS-211 OSS-135 Zone-OSS true true 1,500.00 4,018.16 1,500.00 4,018.16 20.00 20.01 20.00 24.91 OSS-131 OSS-210 Zone-OSS true true 1,500.00 4,018.56 1,500.00 4,018.56 20.00 20.01 20.00 20.44 OSS-21: OSS-180 Zone-OSS true true 1,500.00 4,037.53 1,500.00 4,037.53 20.00 20.01 20.00 24.08 OSS-17: OSS-185 Zone-OSS true true 1,500.00 4,183.52 1,500.00 4,183.52 20.00 20.01 20:00 22.93 OSS-15: OSS-130 Zone-OSS true true 1,500.00 4,206.93 1,500.00 4,206.93 20.00 20.44 20.00 20.01 OSS-13: OSS-175 Zone-OSS true true 1,500.00 4,209.76 1,500.00 4,209.76 20.00 20.01 20.00 20.44 OSS-181 OSS-190 Zone-OSS true true 1,500.00 4,210.98 1,500.00 4,210.98 20.00 20.01 20.00 22.97 OSS-151 OSS-145 Zone-OSS true true 1,500.00 4,228.93 1,500.00 4,228.93 20.00 20.01 20.00 24.75 OSS-141 OSS-200 Zone-OSS true true 1,500.00 4,250.23 1,500.00 4,250.23 20.00 20.01 20.00 23.46 OSS-19: OSS-165 Zone-OSS true true 1,500.00 4,256.23 1,500.00 4,256.23 20.00 20.01 20.00 23.47 OSS-161 OSS-155 Zone-OSS true true 1,500.00 4,310.05 1,510.83 4,320.88 20.00 20.01 20.00 20.01 OSS-18: OSS-150 Zone-OSS true true 1,500.00 4,338.75 1,510.83 4,349.58 20.00 20.01 20.00 20.01 OSS-191 OSS-205 Zone-OSS true true 1,500.00 4,396.15 1,510.83 4,406.98 20.00 20.01 20.00 20.01 OSS-211 OSS-195 Zone-OSS true true 1,500.00 4,401.76 1,510.83 4,412.59 20.00 20.01 20.00 20.01 OSS-201 OSS-225 Zone-OSS true true 1,500.00 4,404.09 1,500.00 4,404.09 20.00 20.00 20.00 22.23 OSS-221 OSS-160 Zone-OSS true true 1,500.00 4,408.34 1,510.83 4,419.17 20.00 20.01 20.00 20.01 OSS-16: OSS-220 Zone-OSS true true 1,500.00 4,430.73 1,510.83 4,441.56 20.00 20.01 20.00 20.84 OSS-22: OSS-140 Zone-OSS true true 1,500.00 4,437.62 1,510.83 4,448.45 20.00 20.01 20.00 20.01 OSS-14: OSS-230 Zone-OSS true true 1,500.00 4,444.06 1,500.00 4,444.06 20.00 20.01 20.00 21.45 OSS-20: OSS-125 Zone-OSS true true 1,500.00 4,446.67 1,610.83 4,457.50 20.00 20.43 20.00 20.00 OSS-13: OSS-170 Zone-OSS true true 1,500.00 4,453.18 1,510.83 4,464.01 20.00 20.43 20.00 20.00 OSS-17: OSS-110 Zone-OSS true true 1,500.00 4,589.05 1,510.83 4,599.88 20.00 20.28 20.00 20.01 OSS-22: OSS-115 Zone-OSS true true 1,500.00 4,589.99 1,500.00 4,589.99 20.00 20.14 20.00 20.00 OSS-22: OSS-120 Zone-OSS true true 1,500.00 4,594.85 1,500.00 4,594.85 20.00 20.12 20.00 20.00 OSS-22: OSS-100 Zone-OSS true true 1,500.00 4,609.26 1,510.83 4,620.09 20.00 20.26 20.00 20.01 OSS-22: OSS-235 Zone-OSS true true 1,500.00 4,651.54 1,500.00 4,651.54 20.00 20.38 20.00 20.00 OSS-22: OSS-240 Zone-OSS false false 1,500.00 N/A N/A N/A 20.00 N/A 20.00 1 N/A I N/A Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.001 09/13/05 01 :59:03 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Junction Report Label Elevation (ft) Zone Type Base Flow (gpm) Pattern Demand (Calculated) (gpm) Calculated Hydraulic Grade (ft) Pressure (psi) OSS-160 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,092.89 73.65 OSS-170 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,092.87 74.08 OSS-150 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,093.02 73.71 OSS-155 2,924.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,092.96 73.25 OSS-220 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,092.88 .73.64 OSS-240 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,093.17 74.20 OSS-195 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,092.84 73.63 OSS-205 2,923.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,092.83 73.63 OSS-125 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,093.11 74.18 OSS-110 2,924.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,092.88 73.21 OSS-140 2,922.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,093.09 74.17 OSS-100 2,924.00 Zone-OSS Demand 10.83 Pattern - 1 10.83 3,092.74 73.15 OSS-210 2,923.00 Zone-OSS Demand 0.00 Pattern -1 0.00 3,092.83 73.63 OSS-115 2,924.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,092.91 73.23 OSS-200 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,092.84 73.63 OSS-215 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,092.83 74.06 OSS-225 2,925.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,092.88 72.78 OSS-230 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,092.79 74.04 OSS-235 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,092.53 73.49 OSS-130 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,093.11 74.18 OSS-165 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,092.89 73.65 OSS-145 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,093.09 74.17 OSS-135 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,093.11 73.74 OSS-175 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,092.87 73.64 OSS-190 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,093.02 73.71 OSS-120 2,923.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,093.08 73.73 OSS-180 2,922.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,092.87 74.08 OSS-185 2,924.00 Zone-OSS Demand 0.00 Pattern - 1 0.00 3,092.96 73.25 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 01:59:20 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Pipe Report Label Length (ft) Diameter (in) Material Hazen- Williams C Control Status Discharge (gpm) Upstream StructurEE Hydraulic Grade (ft) ownstream Structul Hydraulic Grade (ft) Epressure Pipe Headlos (ft) Velocity (ft/s) OSSP-105 48.00 14.0 PVC 150.0 Open -738.32 3,092.74 3,b92.77 0.03 1.54 OSSP-110 209.00 14.0 PVC 150.0 Open -738.32 3,092.77 3,092.88 0.11 1.54 OSSP-115 58.00 14.0 PVC 150.0 Open -770.67 3,092.88 3,092.91 0.03 1.61 OSSP-120 300.00 14.0 PVC 150.0 Open -770.67 3,092.91 3,093.08 0.17 1.61 OSSP-125 150.00 14.0 PVC 150.0 Open -770.67 3,093.08 3,093.17 0.08 1.61 OSSP-130 183.00 10.0 PVC 150.0 Open 0.00 3,093.11 3,093.11 0.00 0.00 OSSP-135 166.00 10.0 PVC 150.0 Open 0.00 3,093.11 3,093.11 0.00 0.00 OSSP-140 59.00 10.0 PVC 150.0 Open 207.94 3,093.11 3,093.09 0.02 0.85 OSSP-145 54.00 8.0 PVC 150.0 Open 0.00 3,093.09 3,093.09 0.00 0.00 OSSP-150 295.00 10.0 PVC 150.0 Open 197.11 3,093.09 3,093.02 0.07 0.81 OSSP-155 300.00 10.0 PVC 150.0 Open 186.28 3,093.02 3,092.96 0.06 0.76 OSSP-160 361.00 10.0 PVC 150.0 Open 175.44 3,092.96 3,092.89 0.07 0.72 OSSP-165 39.00 8.0 PVC 150.0 Open 0.00 3,092.89 3,092.89 0.00 0.00 OSSP-170 96.00 10.0 PVC 150.0 Open 164.61 3,092.89 3,092.87 0.02 0.67 OSSP-175 185.00 10.0 PVC 150.0 Open 0.00 3,092.87 3,092.87 0.00 0.00 OSSP-180 166.00 10.0 PVC 150.0 Open 0.00 3,092.87 3,092.87 0.00 0.00 OSSP-185 34.00 8.0 PVC 150.0 Open 0.00 3,092.96 3,092.96 0.00 0.00 OSSP-190 34.00 8.0 PVC 150.0 Open 0.00 3,093.02 3,093.02 0.00 0.00 OSSP-195 205.00 10.0 PVC 150.0 Open 164.47 3,092.87 3,092.84 0.03 0.67 OSSP-200 39.00 8.0 PVC 150.0 Open 0.00 3,092.84 3,092.84 0.00 0.00 OSSP-205 52.00 10.0 PVC 150.0 Open 153.64 3,092.84 3,092.83 0.01 0.63 OSSP-210 312.00 10.0 PVC 150.0 Open 0.00 3,092.83 3,092.83 0.00 0.00 OSSP-215 313.00 10.0 PVC 150.0 Open 0.00 3,092.83 3,092.83 0.00 0.00 OSSP-220 136.00 10.0 PVC 150.0 Open -10.69 3,092.87 3,092.88 0.00 0.04 OSSP-225 214.00 10.0 PVC 150.0 Open -21.52 3,092.88 3,092.88 0.00 0.09 OSSP-230 352.00 10.0 PVC 150.0 Open -21.52 3,092.88 3,092.88 0.00 0.09 OSSP-235 343.00 10.0 PVC 150.0 Open 142.81 3,092.83 3,092.79 0.04 0.58 OSSP-240 359.00 10.0 PVC 150.0 Open 142.81 3,092.79 3,092.74 0.05 0.58 OSSP-245 303.00 14.0 PVC 150.0 Open -870.30 3,092.53 3,092.74 0.22 1.81 OSSP-250 289.00 14.0 PVC 150.0 Open -870.30 3,092.32 3,092.63 0.20 1.81 OSSP-255 208,00 10.0 PVC 150.0 Open 218.77 3,093.17 3,093.11 0.06 0.89 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 01:59:37 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Pump Report Label Elevation Control Intake Discharge Discharge Pump Calculated (ft) Status Pump Pump (gpm) Head Water Grade Grade (ft) Power (ft) (ft) (Hp) PMP-408 3,070.00 On 3,073.77 3,200.74 724.03 126.97 23.26 PMP-409 3,070.00 On 3,073.77 3,200.74 724.03 126.97 23.26 PMP-553 3,070.00 On 3,073.77 3,200.74 724.03 126.97 23.26 OSS-Well Pump 2,922.00 On 2,921.00 3,093.17 1,000.27 172.17 43.57 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 01:59:56 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA + 1 -203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Reservoir Report Label Elevation (ft) Zone Inflow (gpm) Calculated Hydraulic Grade (ft) 248 3,220.00 Zone-1 0.00 3,220.00 254 3,085.00 Zone-1 0.00 3,085.00 247 3,220.00 Zone-1 -1,100.00 3,220.00 257 3,080.00 Zone-1 0.00 3,080.00 246 3,083.00 Zone-1 0.00 3,083.00 245 3,078.00 Zone-1 0.00 3,078.00 R-1 2,921.00 Zone-1 -1,000.27 2,921.00 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 02:00:21 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Tank Report Label Zone Base Minimum Initial Maximum Inactive Tank Inflow Current Calculated Calculated Elevation Elevation HGL Elevation Volume Diameter (gpm) Status Hydraulic Grade Percent (ft) (ft) (ft) (ft) (gal) (ft) (ft) Full N 10 Zone-1 3,185.00 3,185.00 3,200.00 3,212.00 0.00 30.00 387.63 Filling 3,200.00 55.6 11 Zone-1 3,054.00 3,054.00 3,075.00 3,077.00 0.00 140.00 -1,760.50 Draining 3,075.00 91.3 L. 12 1 Zone-1 3,054.00 3,054.00 3,075.00 3,077.00 0.00 118.00 509,20 Filling 3,075.00 91.3 Title: City of Kalispell Water System Project Engineer: D71RMR41 c:\...loss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00) 09/13/05 02:00:40 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Valve Report Label Elevation (ft) Diameter (in) Minor Loss Coefficient Control Status Discharge (gpm) From HGL (ft) To HGL (ft) Headloss (ft) FCV-459 2,957.00 10.0 0.00 FCV cannot deliver flow. 771.60 3,075.65 3,075.65 0.00 FCV-466 2,928.00 10.0 0.00 FCV cannot deliver flow. 1,045.00 3,085.07 3,085.07 0.00 FCV-550 3,008.00 10.0 0.00 Throttling 1,100.00 3,219.78 3,201.53 18.25 FCV-551 3,009.00 10.0 0.00 Closed 0.00 3,220.00 3,201.51 0.00 FCV-560 3,060.00 8.0 0.00 FCV cannot deliver flow. -0.00 3,075.00 3,075.00 0.00 FCV-561 1 2,943.001 8.01 0.00 1 Closed 0.001 3,080.00 3,075.00 0.00 Title: City of Kalispell Water System Project Engineer: D71 RMR41 c:\...\oss watercad\old school station 2.wcd Morrison-Maierle Inc WaterCAD v7.0 [07.00.028.00] 09/13/05 02:01:02 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Appendix B Storm'Water Data Precipitation Intensity Values, inches/ hr from MDT H draulics Manual) FREQUENCY Minutesi 2 1 5 j 10 1 25 50 100 5 2.06 2.95 3.55 4.36 4.99 1 5.62 10 1.60 2.24 2.66 3.25 3.70 4.15 15 1.32 1.87 2.24 2.74 3.14 3.52 30 0.82 1.20 1.45 1.79 2.06 2.32 60 0.48 0.71 0.86 1.08 1.24 1.40 Rntinnal Mathnrl pavement Velocity Slope 1.5 0.5 2.0 0.8 3.0 2.25 4.0 3.9 5.0 6 10.0 24 y= 2.1155x0AB19 2-yr: y= 5.9535X-0.5938 5-yr: y= 8.1'369x-0.5758 10-yr: y= 9.6437x-0.5709 25-yr: y= 11.58x-0.5616 50-yr: y= 13.166x-0.559 100-yr y= 14.744x-0.5574 Slope vs. Velocity 30 25 20 Y 0 a -o- Seriesl rn 10 5 -Power (Series 1) ' F Y x.= 0 0.0 2.0 4.0 6.0 8.0 10.0 12.0 y = 0.2125x2o7a5 Rz = 0.9977 Velocity (ft/sec) Project: Old School Title: Inlet Hydrology/Hydraulics (RATIONAL METHOD) Date: 11 /15/05 PROPOSED CONDITIONS 1 PAVEMENT LOT LENGTH OF DRAINAGEWAY, ft = 360 LENGTH OF DRAINAGEWAY, ft = HIGH ELEVATION, ft = 2924.2 HIGH ELEVATION, ft = LOW ELEVATION, ft = 2922.2 LOW ELEVATION, ft = SLOPE OF DRAINAGE % = 0.56 SLOPE OF DRAINAGE % = 0.00 AVERAGE VELOCITY, fps = 1.59 AVERAGE VELOCITY, fps = TIME OF CONCENTRATION, min= 3.76 TIME OF CONCENTRATION, min= 0.00 TIME OF CONCENTRATION, min= 3.76 PAVEMENT AREA, acres = 0.51 C value = 0.95 LOT AREA, acres = C value = 0.75 TOTAL AREA, acres = 0.51 C value = 0.95 6-HR 6HR-HOUR FLOOD RECURRENCE RAINFALL FLOOD INTERVALS INTENSITY PEAK RAINFAL VOLUME in/hr cfs inches cf 0.80 1,393 a-f 0.03 2-YEAR 2.06 0.99 5-YEAR 2.95 1.42 1.10 1,916 0.04 10-YEAR 3.55 1.70 1.20 2,090 0.05 25-YEAR 4.36 2.09 1.50 2,612 0.06 50-YEAR 4.99 2.39 1.75 3,048 0.07 100-YEAR 5.62 2.70 1.80 3,135 0.07 PROPOSED CONDITIONS 2 PAVEMENT LOT LENGTH OF DRAINAGEWAY, ft = 360 LENGTH OF DRAINAGEWAY, ft = HIGH ELEVATION, ft = 2924.2 HIGH ELEVATION, ft = LOW ELEVATION, ft = 2922.2 LOW ELEVATION, ft = SLOPE OF DRAINAGE % = 0.56 SLOPE OF DRAINAGE % = 0.00 AVERAGE VELOCITY, fps = 1.59 AVERAGE VELOCITY, fps = TIME OF CONCENTRATION, min= 3.76 TIME OF CONCENTRATION, min= 0.00 TIME OF CONCENTRATION, min= 3.76 PAVEMENT AREA, acres = 0.51 C value = 0.95 LOT AREA, acres = C value = 0.75 TOTAL AREA, acres = 0.51 C value = 0.95 6-HR 61HR-HOUR FLOOD RAINFALL FLOOD RECURRENCE INTENSITY PEAK RAINFAL VOLUME INTERVALS inches cf 0.80 1,396 a-f 0.03 in/hr cfs 2-YEAR 2.06 0.99 5-YEAR 2.95 1.42 1.10 1,919 0.04 10-YEAR 3.55 1.71 1.20 2,094 0.05 25-YEAR 4.36 2.10 1.50 2,617 0.06 50-YEAR 4.99 2.40 1.75 3,054 0.07 100-YEAR 5.62 2.70 1.80 3,141 0.07 PROPOSED CONDITIONS PAVEMENT LOT LENGTH OF DRAINAGEWAY, ft = 378 LENGTH OF DRAINAGEWAY, ft = HIGH ELEVATION, ft = 2925.3 HIGH ELEVATION, ft = LOW ELEVATION, ft = 2922.9 LOW ELEVATION, ft = SLOPE OF DRAINAGE % = 0.63 SLOPE OF DRAINAGE % = 0.00 AVERAGE VELOCITY, fps = 1.70 AVERAGE VELOCITY, fps = TIME OF CONCENTRATION, min= 3.71 TIME OF CONCENTRATION, min= 0.00 TIME OF CONCENTRATION, min= 3.71 PAVEMENT AREA, acres = 0.48 C value = 0.95 LOT AREA, acres = C value = 0.75 TOTAL AREA, acres = 0.48 C value = 0.95 RECURRENCE INTERVALS RAINFALL INTENSITY FLOOD PEAK 6-HR RAINFAL 6HR-HOUR FLOOD VOLUME in/hr cfs inches cf a-f 2-YEAR 5-YEAR 10-YEAR 25-YEAR 50-YEAR 100-YEAR 2.06 2.95 3.55 4.36 4.99 5.62 0.94 1.35 1.62 1.99 2.28 2.56 0.80 1,324 1,821 1,986 2,483 2,897 2,980 0.03 0.04 0.05 0.06 0.07 0.07 1.10 1.20 1.50 1.75 1.80 PROPOSED CONDITIONS 4 PAVEMENT LOT LENGTH OF DRAINAGEWAY, ft = 378 LENGTH OF DRAINAGEWAY, ft = HIGH ELEVATION, ft = 2925.3 HIGH ELEVATION, ft = LOW ELEVATION, ft = 2922.9 LOW ELEVATION, ft = SLOPE OF DRAINAGE % = 0.63 SLOPE OF DRAINAGE % = 0.00 AVERAGE VELOCITY, fps = 1.70 AVERAGE VELOCITY, fps = TIME OF CONCENTRATION, min= 3.71 TIME OF CONCENTRATION, min= 0.00 TIME OF CONCENTRATION, min= 3.71 PAVEMENT AREA, acres = 0.40 C value = 0.95 LOT AREA, acres = 0.20 C value = 0.75 TOTAL AREA, acres = 0.60 C value = 0.88 6-HR 6HR-HOUR FLOOD RAINFALL FLOOD RECURRENCE INTENSITY PEAK RAINFAL VOLUME INTERVALS inches cf 0.80 1,535 a f 0.04 in/hr cfs 2-YEAR 2.06 1.09 5-YEAR 2.95 1.56 1.10 2,111 0.05 10-YEAR 3.55 1.88 1.20 2,303 0.05 25-YEAR 4.36 2.30 1.50 2,878 0.07 50-YEAR 4.99 2.64 1.75 3,358 0.08 100-YEAR 5.62 2.97 1.80 3,454 0.08 PROPOSED CONDITIONS 5 PAVEMENT LOT LENGTH OF DRAINAGEWAY, ft =b2921.8 42 LENGTH OF DRAINAGEWAY, ft = 342 HIGH ELEVATION, ft = HIGH ELEVATION, ft = 2924.5 LOW ELEVATION, ft =20.3 LOW ELEVATION, ft = 2921.8 SLOPE OF DRAINAGE % = 3.55 SLOPE OF DRAINAGE % = 0.79 AVERAGE VELOCITY, fps = 3.89 AVERAGE VELOCITY, fps = 1.70_ TIME OF CONCENTRATION, min= 0.18 TIME OF CONCENTRATION, min= 3.35 TIME OF CONCENTRATION, min= 3.53 PAVEMENT AREA, acres = 1.07 C value = 0.95 LOT AREA, acres = 1.48 C value = 0.75 TOTAL AREA, acres = 2.55 C value = 0.83 RECURRENCE INTERVALS RAINFALL INTENSITY FLOOD PEAK 6-HR RAINFAL 6HR-HOUR FLOOD VOLUME in/hr cfs inches cf a-f 2-YEAR 5-YEAR 10-YEAR 25-YEAR 50-YEAR 100-YEAR 2.06 2.95 3.55 4.36 4.99 5.62 4.38 6.27 7.55 9.27 10.61 11.95 0.80 6,175 8,491 9,263. 11,579 13,509 13,895 0.14 0.19 0.21 0.27 0.31 0.32 1.10 1.20 1.50 1.75 1.80 PROPOSED CONDITIONS 6 PAVEMENT LOT LENGTH OF DRAINAGEWAY, ft = 386 LENGTH OF DRAINAGEWAY, ft = HIGH ELEVATION, ft = 2921.7 HIGH ELEVATION, ft = LOW ELEVATION, ft = 2920.3 LOW ELEVATION, ft = SLOPE OF DRAINAGE % = 0.36 SLOPE OF DRAINAGE % = 0.00 AVERAGE VELOCITY, fps = 1.30 AVERAGE VELOCITY, fps = TIME OF CONCENTRATION, min= 4.96 TIME OF CONCENTRATION, min= 0.00 TIME OF CONCENTRATION, min= 4.96 PAVEMENT AREA, acres = 0.86 C value = 0.95 LOT AREA, acres = C value = 0.75 TOTAL AREA, acres = 0.86 C value = 0.95 6-HR 6HR-HOUR FLOOD RAINFALL FLOOD RECURRENCE INTENSITY PEAK RAINFAL VOLUME INTERVALS inches cf T 0.80 2,362 a-f 0.05 in/hr cfs 2-YEAR 2.06 1.68 5-YEAR 2.95 2.40 1.10 3,247 0.07 10-YEAR 3.55 2.89 1.20 3,542 0.08 25-YEAR 4.36 3.55 1.50 4,428 0.10 50-YEAR 4.99 4.06 1.75 5,166 0.12 100-YEAR 5.62 4.57 1.80 5,313 0.12 PROPOSED CONDITIONS 7 PAVEMENT LOT LENGTH OF DRAINAGEWAY, ft = 313 LENGTH OF DRAINAGEWAY, ft = HIGH ELEVATION, ft = 2923.0 HIGH ELEVATION, ft = LOW ELEVATION, ft = 2922.4 LOW ELEVATION, ft = SLOPE OF DRAINAGE % = 0.19 SLOPE OF DRAINAGE % = 0.00 AVERAGE VELOCITY, fps = 0.95 AVERAGE VELOCITY, fps =� TIME OF CONCENTRATION, min= 5.47 TIME OF CONCENTRATION, min= 0.00 TIME OF CONCENTRATION, min= 5.47 PAVEMENT AREA, acres = 0.35 C value = 0.95 LOT AREA, acres = C value = 0.75 TOTAL AREA, acres = 0.35 C value = 0.95 RECURRENCE INTERVALS RAINFALL INTENSITY FLOOD PEAK 6-HR RAINFAL 6HR-HOUR FLOOD VOLUME in/hr cfs inches cf a-f 2-YEAR 5-YEAR 10-YEAR 25-YEAR 50-YEAR 100-YEAR 2.17 3.06 3.66 4.46 5.09 5.72 0.72 1.02 1.22 1.48 1.69 1.90 0.80 966 1,328 1-,448 1,810 2,112 2,173. 0.02 0.03 0.03 0.04 0.05 0.05 1.10 1.20 1.50 1.75 1.80 PROPOSED CONDITIONS 8 PAVEMENT LOT LENGTH OF DRAINAGEWAY, ft = 333 LENGTH OF DRAINAGEWAY, ft = HIGH ELEVATION, ft = 2923.5 HIGH ELEVATION, ft = LOW ELEVATION, ft = 2922.4 LOW ELEVATION, ft = SLOPE OF DRAINAGE % = 0.33 SLOPE OF DRAINAGE % = 0.00 AVERAGE VELOCITY, fps = 1.24 AVERAGE VELOCITY, fps = TIME OF CONCENTRATION, min= 4.47 TIME OF CONCENTRATION, min= 0.00 TIME OF CONCENTRATION, min= 4.47 PAVEMENT AREA, acres = 0.35 C value = 0.95 LOT AREA, acres = C value = 0.75 TOTAL AREA, acres = 0.35 C value = 0.95 6-HR 6HR-HOUR FLOOD RECURRENCE RAINFALL FLOOD INTERVALS INTENSITY PEAK RAINFAL VOLUME in/hr cfs inches cf T 0.80 952 a-f 0.02 2-YEAR 2.06 0.68 5-YEAR 2.95 0.97 1.10 1,309 0.03 10-YEAR 3.55 1.16 1.20 1,428 0.03 25-YEAR 4.36 1.43 1.50 1,785 0.04 50-YEAR 4.99 1.64 1.75 2,082 0.05 100-YEAR 5.62 1.84 1.80 2,142 0.05 PROPOSED CONDITIONS 9 PAVEMENT LOT LENGTH OF DRAINAGEWAY, ft = 471 LENGTH OF DRAINAGEWAY, ft = HIGH ELEVATION, ft = 2923.5 HIGH ELEVATION, ft = LOW ELEVATION, ft = 2920.3 LOW ELEVATION, ft = SLOPE OF DRAINAGE % = 0.68 SLOPE OF DRAINAGE % = 0.00 AVERAGE VELOCITY, fps = 1.76 AVERAGE VELOCITY, fps = TIME OF CONCENTRATION, min= 4.47 TIME OF CONCENTRATION, min= 0.00 TIME OF CONCENTRATION, min= 4.47 PAVEMENT AREA, acres = 0.81 C value = 0.95 LOT AREA, acres = C value = 0.75 TOTAL AREA, acres = 0.81 C value = 0.95 RECURRENCE INTERVALS RAINFALL INTENSITY FLOOD PEAK 6-HR RAINFAL 6HR-HOUR FLOOD VOLUME in/hr cfs inches cf a-f 2-YEAR 5-YEAR 10-YEAR 2.06 2.95 3.55 1.59 2.27 2.73 0.80 2,235 3,073 3,352 0.05 0.07 0.08 1.10 1.20 25-YEAR 4.36 3.36 50-YEAR 4.99 3.84 100-YEAR 5.62 4.32 1.50 4,190 0.10 1.75 4,888 0.11 1.80 5.028 0.12 PROPOSED CONDITIONS 10 PAVEMENT LOT LENGTH OF DRAINAGEWAY, ftt = 80 LENGTH OF DRAINAGEWAY, Ft= 480 HIGH ELEVATION, = 2920.8 HIGH ELEVATION, 2924.5 LOW ELEVATION, ft = 2920.3 LOW ELEVATION, ft = 2920.8 SLOPE OF DRAINAGE % = 0.63 SLOPE OF DRAINAGE % = 0.77 AVERAGE VELOCITY, fps = 1.69 AVERAGE VELOCITY, fps = 1.70 TIME OF CONCENTRATION, min= 0.79 TIME OF CONCENTRATION, min= 4.71 TIME OF CONCENTRATION, min= 5.50 PAVEMENT AREA, acres = 0.80 C value = 0.95 LOT AREA, acres = 3.45 C value = 0.75 TOTAL AREA, acres = 4.25 C value = 0.79 6-HR 6HR-HOUR FLOOD RECURRENCE RAINFALL FLOOD INTERVALS INTENSITY PEAK RAINFAL VOLUME in/hr cfs inches cf T 0.80 9,721 a-f 0.22 2-YEAR 2.16 7.24 5-YEAR 3.05 10.21 1.10 13,367 0.31 10-YEAR 3.65 12.20 1.20 14,582 0.33 25-YEAR 4.45 14.89 1.50 18,227 0.42 50-YEAR 5.08 17.00 1.75 21,265 0.49 100-YEAR 5.70 19.09 1.80 21,873 0.50 PROPOSED CONDITIONS 11 PAVEMENT LOT LENGTH OF DRAINAGEWAY, ft =L2925.3 275 LENGTH OF DRAINAGEWAY, ft = HIGH ELEVATION, ft = HIGH ELEVATION, ftLOW ELEVATION, ft =022.4 LOW ELEVATION, ft = SLOPE OF DRAINAGE % = 328.33 SLOPE OF DRAINAGE % = 0.00 AVERAGE VELOCITY, fps = 34.52 AVERAGE VELOCITY, fps = TIME OF CONCENTRATION, min= 0.13 TIME OF CONCENTRATION, min= 0.00 TIME OF CONCENTRATION, min= 0.13 PAVEMENT AREA, acres = 0.52 C value = 0.95 LOT AREA, acres = C value = 0.75 TOTAL AREA, acres = 0.52 C value = 0.95 6-HR 6HR-HOUR FLOOD RECURRENCE RAINFALL FLOOD INTERVALS INTENSITY PEAK RAINFAL VOLUME in/hr cfs inches cf 0.80 1,424 a-f 0.03 2-YEAR 2.06 1.01 5-YEAR 2.95 1.45 1.10 1,957 0.04 10-YEAR 3.55 1.74 1.20 2,135 0.05 25-YEAR 4.36 2.14 1.50 2,669 0.06 50-YEAR 4.99 2.45 1.75 3,114 0.07 100-YEAR 5.62 2.75 1.80 3,203 0.07 PROPOSED CONDITIONS 12 PAVEMENT LOT LENGTH OF DRAINAGEWAY, ft = 198 LENGTH OF DRAINAGEWAY, ft = HIGH ELEVATION, ft = 2924.0 HIGH ELEVATION, ft = LOW ELEVATION, ft = 2022.4 LOW ELEVATION, ft = SLOPE OF DRAINAGE % = 455.35 SLOPE OF DRAINAGE % = 0.00 AVERAGE VELOCITY, fps = 40.41 AVERAGE VELOCITY, fps = TIME OF CONCENTRATION, min= 0.08 TIME OF CONCENTRATION, min= 0.00 TIME OF CONCENTRATION, min= 0.08 PAVEMENT AREA, acres =F--0-35-7 C value = 0.95 LOT AREA, acres = C value = 0.75 TOTAL AREA, acres = 0.35 C value = 0.95 RAINFALL FLOOD 6-HR 6HR-HOUR FLOOD RECURRENCE INTENSITY PEAK RAINFAL VOLUME INTERVALS in/hr cfs inches cf a-f 2-YEAR 2.06 0.68 0.80 955 0.02 5-YEAR 2.95 0.97 1.10 1,312 0.03 10-YEAR 3.55 1.17 1.20 1,432 0.03 25-YEAR 4.36 1.43 1.50 1,790 0.04 50-YEAR 4.99 1.64 1.75 21088 0.05 100-YEAR 5.62 1.85 1.80 2,148 0.05 6.98 5.13 12.11 Project: Fun Beverage Title: Inlet Hydrology/Hydraulics (RATIONAL METHOD) Date: 11/15/05 RATIONAL METHOD EXISTING CONDITIONS EX LENGTH OF DRAINAGEWAY, ft = 542.41 HIGH ELEVATION, ft = 2925.5 LOW ELEVATION, ft = 2918.0 SLOPE OF DRAINAGE % = 1.38 AVERAGE VELOCITY, fps = 0.75 TIME OF CONCENTRATION, min= 12.05 ROOF AREA, acres = C value = 0.95 PAVEMENT AREA, acres = C value = 0.90 GRASS/NATURAL AREA, acres = 16.65 C value = 0.25 TOTAL AREA, acres = 16.65 C value = 0.25 RECURRENCE INTERVALS RAINFALL INTENSITY FLOOD PEAK 6-HR RAINFAL 1-HOUR VOLUME FLOOD in/hr cfs inches cf T a-f 2-YEAR 5-YEAR 10-YEAR 25-YEAR 50-YEAR 100-YEAR 1.36 1.94 2.33 2.86 3.27 3.68 5.65 8.08 9.69 11.91 13.63 15.32 0.80 12,088 16,621 18,132 22,665 26,442 27,198 0.28 0.38 0.42 0.52 0.61 0.62 1.10 1.20. 1.50 1.75 1.80 PROPSED CONDITIONS PR LENGTH OF DRAINAGEWAY, ft = 815 HIGH ELEVATION, ft = 2525.5 LOW ELEVATION, ft = 2516.0 SLOPE OF DRAINAGE % = 1.17 AVERAGE VELOCITY, fps = 0.75 TIME OF CONCENTRATION, min= 18.11 ROOF AREA, acres = 6.00 C value = 0.95 PAVEMENT AREA, acres = 6.03 C value = 0.90 GRASS/NATURAL AREA, acres = 4.62 C value = 0.25 TOTAL AREA, acres = 16.65 C value = 0.74 RECURRENCE RAINFALL I FLOOD 6-HR I 6HR-HOUR FLOOD INTERVALS INTENSITY1 PEAK RAINFAL VOLUME in/hr I cfs inches I cf I a-f 2-YEAR 5-YEAR 10-YEAR 25-YEAR 50-YEAR 100-YEAR 1.07 1.54 1.85 2.28 2.61 2.93 13.09 18.85 22.66 27.96 32.03 36.03 0.80 35,667 49,042 53,500 66,875 78,021 80,251 0.82 1.13 1.23 1.54 1.79 1.84 1.10 1.20 1.50 1.75 1.80 VOLUME RECURRENCE INTERVALS 6-HR RAiNFAL 6HR-HOUR FLOOD VOLUME inches cf a-f 2-YEAR 5-YEAR 10-YEAR 25-YEAR 50-YEAR 100-YEAR 0.80 23,579 32,421 35X9 44,211 51,579 53,053 0.54 0.74 0.81 1.01 1.18 1.22 1.10 1.20 1.50 1.75 1.80 Project: Fun Beverage Title: Inlet Hydrology/Hydraulics (RATIONAL METHOD) Date: 11 /15/05 RATIONAL METHOD EXISTING CONDITIONS EX LENGTH OF DRAINAGEWAY, ft = 542.41 HIGH ELEVATION, ft = 2925.5 LOW ELEVATION, ft = 2918.0 SLOPE OF DRAINAGE % = 1.38 AVERAGE VELOCITY, fps = 0.75 TIME OF CONCENTRATION, min= 12.05 ROOF AREA, acres = C value = 0.95 PAVEMENT AREA, acres = C value = 0.90 GRASS/NATURAL AREA, acres = 16.65 C value = 0.25 TOTAL AREA, acres = 16.65 C value = 0.25 RECURRENCE INTERVALS RAINFALL INTENSITY FLOOD .. PEAK 6-HR RAIN FAL 1-HOUR FLOOC VOLUME in/hr cfs inches cf a-f 2-YEAR 5-YEAR 10-YEAR 25-YEAR 50-YEAR 100-YEAR 1.36 1.94 2.33 2.86 3.27 3.68 5.65 8.08 9.69 11.91 13.63 15.32 0.80 12,088 16,621 18,132 22,665 26,442 27,198 0.28 0.38 0.42 0.52 0.61 0.62 1.10 1.20 1.50 1.75 1.80 PROPSED CONDITIONS PIS LENGTH OF DRAINAGEWAY, ft = 815 HIGH ELEVATION, ft = 2525.5 LOW ELEVATION, ft = 2516.0 SLOPE OF DRAINAGE % = 1.17 AVERAGE VELOCITY, fps = 0.75 TIME OF CONCENTRATION, min= 18.11 ROOF AREA, acres = 6.00 C value = 0.95 PAVEMENT AREA, acres = 6.03 C value = 0.90 GRASS/NATURAL AREA, acres = 4.62 C value = 0.25 TOTAL AREA, acres = 16.65 C value = 0.74 RECURRENCE INTERVALS RAINFALL INTENSITY FLOOD PEAK 6-HR RAINFAL 6HR-HOUR FLOC VOLUME in/hr cfs inches cf a-f 2-YEAR 5-YEAR 10-YEAR 25-YEAR 50-YEAR 100-YEAR 1.07 1.54 1.85 2.28 2.61 2.93 13.09 18.85 22.66 27.96 32.03 36.03. 0.80 35,667 49,042 53,500 66,875 78,021 80,251 0.82 1.13 1.23 1.54 1.79 1.84 1.10 1.20 1.50 1.75 1.80 VOLUME RECURRENCE INTERVALS 6-HR RAINFAL 6HR-HOUR FLOOD VOLUME inches cf a-f 2-YEAR 5-YEAR 10-YEAR 25-YEAR 50-YEAR 100-YEAR 0.80 23,579 32,421 35,369 44,211 51,579 53,053 0.54 0.74 0.81 1.01 1.18 1.22 1.10 1.20 1.50 1.75 1.80 Project: Old School Title: Inlet Hydrology/Hydraulics (RATIONAL METHOD) Date: 11 /15/05 Area (acres) Runoff Coefficient Pipe Characteristics Travel Times, Tc 10-Year 50-Year Inlet # Inlet Total Inlet Cweighted Pipe Vel. in Length Pipe (ft) (ft/sec) Pipe Travel Inlet Tc Time Total Tc (min) (min) (min) Inlet Intensity (in/hr) Total Intensity (in/hr) Inlet Peak Flow (cfs) Total Peak Flow (cfs) Inlet Total Intensity Intensity (in/hr) (in/hr) Inlet T-oFaT- Peak Peak Flow Flow (cfs) (cfs) 1 MH,-1; 2 MH 1 MH" 1 MH-3 3 MH-2 4 M1-1-2 MH-2 MH,3 W-3 MH-4 5 MH-5 6 MH-5 MH-4 MH-5 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 1.01 1.01 1.01 1.01 0.40 0.40 0.40 0.40 0.60 0.60 0.60 0.60 1.00 1.00 1.00 1.00 2.01 2.01 2.01 2.01 2.55 2.55 2.55 2.55 0.86 0.86 0.86 0.86 2.01 2.01 5.42 5.42 0.95 0.95 0.95 77.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.88 0.88 0.88 0.91 0.91 0.93 0.93 0.83 0.83 0.83 0.95 0.95 0.95 0.93 0.89 5.00 5.00 0.13 5.13 5.00 5.00 0.04 5.04 5.13 0.40 5.53 5.00 5.00 0.15 5.15 5.00 5.00 0.05 5.05 5.15 0.40 5.55 5.53 0.75 6.28 5.00 5.00 0.07 5.07 5.00 5.00 0.06 5.06 6.28 0.23 6.50 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.79 3.55 3.83 3.79 3.63 3.55 3.78 3.55 3.83 3.78 3.63 3.63 3.55 3.82 3.55 3.82 3.38 3.31 1.70 0.00 1.71 0.00 0.00 0.00 1.35 0.00 1.88 0.00 0.00 0.00 0.00 7.55 0.00 2.89 0.00 0.00 0.00 1.70 1.82 1.71 1.84 3.64 3.49 1.35 1.44 1.88 2.02 3.44 3.29 6.79 6.79 7.55 8.12 2.89 3.11 6.79 15.92 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.92 5.62 5.98 5.92 5.68 5.62 5.92 5.62 5.98 5.92 5.67 5.68 5.30 5.62 5.97 5.62 5.97 5.30 5.19 1 2.70 0.00 2.70 0.00 0.00 0.00 2.14 0.00 2.97 0.00 0.00 0.00 0.00 0.00 11.95 0.00 4.57 0.00 0.00 0.00 2.70 2.84 2.70 2.88 5.69 5.46 2.14 2.25 2.97 3.16 5.37 5.15 10.62 9.90 11.95 12.69 4.57 4.86 9.90 24.97 25.5 3.18 8.5 3.18 80 3.37 26.5 2.99 9.3 3.26 80 3.32 154 3.44 16.8 4.14 12 3.22 68 4.95 11 MH "112 12 _" MHM 10 MH 11 9 MH 1=1 r 0.52 J 0.52 0.52 0.52 0.35 0.35 0.35 0.35 4.25 4.25 4.25 4.25 0.81 0.81 0.81 0.81 0.86 0.86 0.95 0.95 0.95 0.95 0.95 0.95 0.79 0.79 0.79 0.95 0.95 0.95 0.95 5.00 5.00 0.07 5.07 5.00 5.00 0.07 5.07 5.50 5.50 0.05 5.55 5.00 5.00 0.06 5.06 5.07 3.55 3.55 3.55 3.55 3.64 3.55 3.55 3.55 3.55 3.55 3.82 3.55 3.82 3.64 3.63 3.55 3.82 3.82 1.74 0.00 1.17 0.00 12.20 0.00 2.73 0.00 0.00 1.74 1.87 1.17 1.26 12.20 12.14 2.73 2.94 3.13 5.62 5.62 5.62 5.62 5.70 5.62 5.62 5.62 5.62 5.62 5.97 5.62 5.97 5.70 5.67 5.62 5.97 5.97 2.75 0.00 1.85 0.00 19.08 0.00 4.32 0.00 0.00 2.75 2.93 1.85 1.96 19.08 19.00 4.32 4.60 4.89 12.5 3.19 12.5 3.11 17.5 6.40 12.7 3.57 MH `11 MH-10 MH-9 MH-8 MH-7 7 MH.-7 8 i MH-7 . MH7 MH-6 MH-5 OUTFALL 5.92 5.92 5.92 5.92 5.92 5.92 5.92 5.92 5.92 5.92 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 6.62 6.62 6.62 6.62 12.03 12.03 12.03 12.03 0.83 0.83 0.83 0.83 0.83 0.95 0.95 0.95 0.95 0.95 0.95 0.85 0.85 0.86 0.86 244 3.94 1.03 11.64 0.08 11.73 0.09 11.82 0.16 11.98 0.29 12.27 5.47 5.47 0.07 5.54 5.00 5.00 0.07 5.07 17.81 0.70 18.51 0.76 18.51 0.70 19.21 3.55 3.55 3.55 3.55 3.55 3.66 3.55 3.55 3.55 3.55 3.55 3.55 3.55 2.37 3.66 3.63 3.55 3.82 1.86 1.82 1.78 0.00 1.22 0.00 1.16 0.00 0.00 0.00 0.00 11.72 11.72 11.72 11.72 11.72 1.22 1.21 1.16 1.25 10.43 10.43 18.96 18.57 5.62 5.62 5.62 5.62 5.62 5.72 5.62 5.62 5.62 5.62 5.62 5.62 5.62 3.75 5.72 5.68 5.62 5.97 2.96 2.90 2.90 .2.84 0.00 1.90 0.00 1.84 0.00 0.00 0.00 0.00 0.00 18.52 18.52 18.52 18.52 18.52 1.90 1.89 1.84 1.96 16.57 16.22 30.16 29.54 42.2 8.38 46.2 8.38 82.6 8.38 146.7 8.38 13 3.15 13 3.11 270 6.44 294.E 6.44 313 7.46 RCP Pipe Pipe Depth of Length Pipe Pipe Wall inside Depth to Flowline Elevation Cover Rim of Pipe Size Thickness Diameter Flowline Slope of (TOP) to out Inlet # Elevation ft ft in in in in Pie % (ft) (ft) ft LyLL.LU 2916.96 4.00 MH-1 25.5 15 0.44 14.43 14.87 0.4 2916.86 2916.76 -2918.10 2 2922.20 26.36 26.36 2916.96 4.00 MH-1 8.5 15 0.44 14.43 14.87 0.40 -0.10 -1.24 MH-1 26.36 26.36 -6.26 4.00 MH-3 80 0.8 26.36 27.16 -0.10 -2.26 3 2922.90 26.36 26.36 0.00 2917.12 4.00 MH-2 26.5 21 0.63 20.79 21.42 2917.12 2917.02 -2918.90 4 2922.90 26.36 26.36 2917.39 4.00 MH-2 9.3 18 0.53 17.63 18.16 2917.39 2917.29 -2918.90 MH-2 26.36 26.36 MH-3 80 21 0.63 20.79 21.42 0.00 MH-3 26.36 26.36 MH-4 154 12 0.36 11.79 12.15 �� 0.00 26.36 26.36 5 2920.3 0.00 2915.29 4.00 MH-5 16.8 12 0.36 11.79 12.15 C� 2915.29 2915.19 -2916.30 26.36 26.36 6 2920.30 2915.29 4.00 MH-5 12 12 0.36 11.79 12.15 2915.29 2915.19 -2916.30 MH-4 26.36 26.36 MH-5 68 12 0.36 11.79 12.15 0.00 PVC Pipe Thicknesses wa din} 1.U. m+c►mes; 12 11.79 0.36 15 14.43 0.44 18 17.63 0.53 21 20.79 0.63 24 23.39 0.71 2.7 26.36 0.80 :oncrete Pipe Thicknesse dia (in) I.D. thickness 12 2 15 2.25 18 2.5 1 2.75 24 3 27 3.25 ,30 3 5 (in) ; (in) 11 2022.4 26.36 26.36 2016.14 4.00 MH-12 12.5 0.8 26.36 27.16 -0.10 -2.26 12 2022.4 26.36 26.36 2016.14 4.00 MH-12 12.5 0.8 26.36 27.16 -0.10 -2.26 10 2920.3 26.36 26.36 2914.04 4.00 MH-11 17.5 0.8 26.36 27.16 -0.10 -2.26 9 2920.3 26.36 26.36 2914.04 4.00 MH-11 12.7 0.8 26.36 27.16 -0.10 -2.26 MH-12 26.36 26.36 MH-11 244 0.8 26.36 27.16 MH-10 42.2 0.8 26.36 27.16 MH-9 46.2 0.8 26.36 27.16 MH-8 82.6 0.8 26.36 27.16 MH-7 146.7 0.8 26.36 27.16 7 2922.4 26.36 26.36 2916.14 4.00 MH-7 13 0.8 26.36 27.16 -0.10 -2.26 8 2922.4 26.36 26.36 2916.14 4.00 MH-7 13 0.8 26.36 27.16 -0.10 -2.26 MH-7 26.36 26.36 MH-6 270 0.8 26.36 27.16 MH-5 294.6 0.8 26.36 27.16 OUTFALL 313 0.8 26.36 27.16 APPENDIX B LIFT STATION DESIGN CALCULATIONS US 93 Utilities - Kalispell Pump Station Design System Curve Flow Flow per Pump = Static Head Pump Off Level = Manhole Discharge Level = Static Head = Friction Head Friction losses (C=120)* _ Friction losses (C=145)* _ Total Dynamic Head (TDH) Adequate Flow TDH Adequate HP TDH 250 gpm 2885.00 2916.89 31.9 feet 33.9 feet 23.9 feet 250 gpm at 66 feet 250 jgpm at 1 56 1 feet Net Positive Suction Head Available NPSH avail = Bar. Press. + Static Suction lift - fric. losses - Vap. Press of Liquid Pumps are located at 2882 feet Barometric Pressure = 30 feet Static Suction Lift = 3.00 feet @ low pumping level Fric. Losses in Suc. Pipe* = 0.0 feet Vap. Pressure of Liquid = 0.6 feet therefore NPSH avail = Hp Required Water Hp = Pump Efficiency = Brake Hp = Motor Efficiency = Motor Hp = Motor Hp for design = * See friction calculation sheet 32.4 feet 4.2 Hp 45% estimate 9.2 80% estimate 11.5 Lift Station Design Final 1/24/2006 O Y c � N O � (p N U Co 0 Y W m Q N ci f6 S V O = O o a LL LL V N M C W v J 7 N II Cr (n O� 2 2 Q C N .a Q O O O O to N 00 (O O 10 N N ID N O> N r (o O Cl) N U v CD N� N G V' (p C U E a N(O OO �TNeN- 0) �X to O N U Fo v ti a O m N N 9pX O MNr O O 0 N N Co N (O N O 'at (o (OO N Co W O (o C U C 6 >' M (Off N N u N Nr(CO O (V N (n c O O C Q� N > oo)E > 0)N (OONN(t? N co a o (p 0)-2 7 N r (G O (V O. y Fo M .d N.0 Y > E 0, U 6 > «OjNN(Op N r( p C O N U c O Co p �C) a N N O MNr(!7O M N N (o N 1p N O V (D N U c0 N .. m C N Q W N O CD LoNN N (o Un N V O mCL Q N O N c m ID CD Lo Lq rNr'd'Ci O N N U) <O x V E U 00u�ivoCo N n O> N r (p O N N Co a co v N Co N O t0 �o p c) a N �Nr(0O Lo N io .poN Mtt7 V'N(O NrcD O O N OOX O co N E U C >� O M(O ON N(o r V' (D m N r= N r w O O N N � u) c O O G 'a Lo > c m N N> pt E O) ^ N O N Lo a N O N t0 r �t (O f6 0 7 N r (O 0 0 (V .0 N O- N N CO Y N= 5 rMaN� N (D U > (N to 0 0 cV u O v c, N 1O0 O M E s (� 0) O X C\l W 0 cQ U io N G1 ID E •Q aZ N O (o N tT N co N to r sP CO O Q r (C O O N U7 co c aD O tI to M T p) v r N r d• p 0 (ri N C O x d II 11 II = II 2 2 2 U it � I I ._. C II U II C d paj N O S C LU U N C N N G O N N O N N m p O U E U O U G N !� O .� N N N v C N � 0 S O U O S > Q D 0 11 II 11 u S 2 2 II a 'a N C N N O p> N U N CU O 9 N N � 0 0 0 2> US 93 Utilities - Kalispell Wet Well Design IAvg. Q = Peak Hour Q = 14 gpm 51 gpm Pump 1 Flowrate = Pump 2 Flowrate = 250 gpm 250 gpm Minimum pump running time = 2 minutes Volume for peak hour Q = 500 gallons Minimum cycle time = 10 minutes Fill rate at average Q = Effective pump down rate avg. Q = Volume for average Q = 14 gpm 236 gpm 132 gallons Controlling volume = 500 gallons Grade Elevation = Invert In = Depth of Wetwell = 2902.00 2887.50 21 feet Wetwell Bottom = 2881.00 Wetwell Width = Wetwell Length = 8 feet 10 feet Gallons per foot = Required submergence = Pumps Off Elevation = Pump 1 On Elevation = Pump 2 On Elevation = 598 gallons/foot 4 feet 2885.00 2885.75 2886.75 Average u Fill Rate at Avg. Q = 0.02 feet/minute Time to Pump 1 On = 32.06 minutes Pump Down Rate 1 = -0.42 feet/minute Combined Pump Down Rate = -0.39 feet/minute Combined Time to Pump Down = 1.90 minutes Total Cycle Time = 33.96 minutes Peak Hour Q Fill Rate at Peak Hour Q = 0.09 feet/minute Time to Pump 1 On = 8.80 minutes Pump Down Rate 1 = -0.42 feet/minute Combined Pump Down Rate = -0.33 feet/minute Combined Time to Pump Down = 2.26 minutes Total Cycle Time = 11.06 minutes Starts per Hour per pump = 2.71 Lift Station Design Final 1/24/2006 i US 93 Utilities - Kalispell Pump Station Design System Curve Flow Flow per Pump = 500 gpm Static Head Pump Off Level = 2885.00 Manhole Discharge Level = 1 2916.89 Static Head = 31.9 feet Friction Head Friction losses (C=120)* = 122.2 feet Friction losses (C=145)* = 86.1 Ifeet Total Dynamic Head (TDH) Adequate Flow TDH 5 00 gpm at 154 feet Adequate HP TDH 500 gpm at 118 1 feet Net Positive Suction Head Available NPSH avail = Bar. Press. + Static Suction lift - fric. losses - Vap. Press of Liquid Pumps are located at 2882 feet Barometric Pressure = 30 feet Static Suction Lift = 3.00 feet @ low pumping level Fric. Losses in Suc. Pipe* = 2.6 feet Vap. Pressure of Liquid = 0.6 feet therefore NPSH avail = F 2-9—.8-1 feet Hp Required Water Hp = 19.5 Hp Pump Efficiency = 60% estimate Brake Hp = 32.4 Motor Efficiency = 80% estimate Motor Hp = 40.5 Motor Hp for design = 50 * See friction calculation sheet Lift Station Design Final 1/24/2006 V O Y c ^ N _ 0 O co C0 N U • � p Y M U M m W 2 �t o —�� Oa O 0 N M C W J 7 II QOT @ O 2 ( = Q 6) � a) E U OONO� to �a v N Nam- O O N OD O E a N to O V X N r tt) 1n U) c0 v oto N N .�- O p N n O a N N O M m IDX r to LO U) co (O V C E -Q 30 O M o N N .�- O N r (0 r O to N � U) _ to T C aLO N : a m > t`a N CD N N O N (6 m to O N C U Q Mn c0 N N � O Y L> 0) U t>6 O N 1n r tt) .- r LO U) ID v D N N N .r- O O 00 N co O a C N N O M � O X )f) r to .- tt) U) c0 N O a a) O_ 00 N p N N .- Cli t0 00 N 0) Q LO r w O to U) cp N C N S] p OOOt�r cr 00 Ern rtpnrd:� r r ate) � m x V v v $ to N tt) to Oi C U_ Y U Q W O p � - R� 00 M «) O) > to N d co v N� O W eb C a C 0) tr) 1c, V�'N to r to � O N ui U) c0 v Op N '? p N ti C O>O � NN o t'')u)rto.- .QmoX ui n_ o U) rn _ o) O C U Q 3O M pLo O r rcl,.�-Nto to a) U) e (fl lf) j N O N O A p V N N o 00 N c tp LO � Q U) co 0m C14 � 00 � 0 Y 0 U (>6 tto r tp O N to U) O a NN O OOO�N �; maX M nr(o� r p N to U) c0 tT C N tT OCQ E N O V N r CD N O cm10 r to to N _ U) N C) N N U) CO D 'd 11 II II = 11 = = S U tT 0) $ II C II O II 'Q 'a o M EL f_, O a � G C V$ II C Q) N _ ^ U N O U (0 O S C O W ! (0 C N N _ O U N_ N C O O 0) m p NJ C E O _o _ U C (U N O .@ .N 0) 0) a C N U )F5Q60= > Q U O II II 11 II = = 2 I II O o II II 'a aa o � OC C U II C (U U WU = w O rn m N C N N U) N O m N m J« w U N N O .@ N O N J 0 00 0 Z> LLL O `o m US 93 Utilities - Kalispell Wet Well Design Avg. Q = Peak Hour Q = 145 gpm 475 gpm Pump 1 Flowrate = Pump 2 Flowrate = 500 gpm 500 gpm Minimum pump running time = 2 minutes Volume for peak hour Q = 1000 gallons Minimum cycle time = 10 minutes Fill rate at average Q = Effective pump down rate avg. Q = Volume for average Q = 145 gpm 355 gpm 1030 gallons Controlling volume = 1030 gallons Grade Elevation = Invert In = Depth of Wetwell = 2902.00 2887.50 21 feet Wetwell Bottom = 2881.00 Wetwell Width = 8 feet Wetwell Length = 10 feet Gallons per foot = 598 gallons/foot Required submergence = 4 feet Pumps Off Elevation = 2885.00 Pump 1 On Elevation = 2887.00 Pump 2 On Elevation = 2888.00 Average u Fill Rate at Avg. Q = 0.24 feet/min Time to Pump 1 On = 8.25 minutes Down Rate 1 = -0.84 feet/minute I ned Pump Down Rate = -0.59 feet/minute ned Time to Pump Down = 3.37 minutes cycle Time = 11.63 minutes Peak Hour Q Fill Rate at Peak Hour Q = 0.79 feet/minute Time to Pump 1 On = 2.52 minutes Pump Down Rate 1 = -0.84 feet/minute Combined Pump Down Rate = -0.04 feet/minute Combined Time to Pump Down = 47.87 minutes Total Cycle Time = 50.39 minutes Starts per Hour per pump = 2.58 Lift Station Design Final 1 /24/2006 US 93 Utilities - Kalispell Pump Station Design System Curve Flow Flow per Pump = Static Head Pump Off Level = Manhole Discharge Level = Static Head = Friction Head Friction losses (C=120)* _ Friction losses (C=145)* _ Total Dynamic Head (TDH) Adequate Flow TDH Adequate HP TDH Net Positive Suction Head Available 1,000 gpm 2885.50 2916.89 31.4 feet 19.1 feet 13.5 1 feet 1,000 gpm at 50 feet 1,000 gpm at 1 45 Ifeet NPSH avail = Bar. Press. + Static Suction lift - fric. losses - Vap Pumps are located at 2882.5 feet Barometric Pressure = 30 feet Static Suction Lift = 3.00 feet @ low pumping level Fric. Losses in Suc. Pipe* = 0.6 feet Vap. Pressure of Liquid = 0.6 feet therefore NPSH avail = Hp Required Water Hp = Pump Efficiency = Brake Hp = Motor Efficiency = Motor Hp = Motor Hp for design = * See friction calculation sheet —31—.9-1 feet 12.7 Hp 65% estimate 19.6 80% estimate 24.5 Press of Liquid Lift Station Design Final 1/24/2006 C O 7 w U) E .T C N m M ( < 0 O U UJ N S V O 0 LU J 11 Owl = N v E- > S O. N O N O p IR N N M 6 7 ti N 0 NN 'p r `�" r. N r M M r W 'O N .00 X 00 O p N N M N N o O (O rn N fV C V OO E L M O O M r N 0 to C1 .Q 5� r N N O fV a N N N OJ `m co c N C O 3 o O M N (D L 0 0 N N c0 N M � N L` 0) a> o o N cm `- Cc w c E @ vo�N r N y O N 0)) a)U r N > d" Y O N N t> O 0 0 O a �% N M c0 tooN E U (6 to O M N O N > N -0 N COD p"M N N to E 0 X O O N N O N O U) N r T a w a ro a a voaacM.l •- to C O 0) NO`�NN O N. N 7 V% <V co c O M D O p M 00 M N G O 00 In 0) N X 9 r u y II N 3 IL > _� C c U U 6C�UQCi= d 0 9 O fy W N C N y O O N 0 p -C m U N (6 y ... N U 0 E 0(5F -0 O Q 7 00 J�0C)02 4f $ 9 U II II II = 2 S 2 U To E C a O N N O O d M N t0 N N O CV .— p r N r M M r W � r �vLo.X cCO�NN O N M � r � E aEl N r (00 .a M M O N O N d � N N 21 c m 3 N N 0 L O O �N r c00 O) N c o a— N O N a)r M N m �> o N E vo`1NNc'co N> r N O N M r d y U7 U p N E > > p N r cpD N N M r c: M a)N .O N O p p V M N N r cD c0 mCld W X c D O i.. r N O N U c N T _Cc,C m ° n. E a 'cL V O N coO f00 O E Q N OPNCV O CV N 3 V% - N r � E N N N O M N W cV C o L m M X Q W r � ctf r Lq O r � I I II II 11 S S 2 II 'C •a •a II II � a. 'a O N j 00j C C U II c N _ - U O• C3 V CJ = N O m U L C O W a)C� a)U% Nj � N 'a U O N J w C a).� C N ID !� .n N N O J U O S > US 93 Utilities - Kalispell Wet Well Design Q = 290 gpm IAvg. Peak Hour Q = 950 gpm Pump 1 Flowrate = 1000 gpm Pump 2 Flowrate = 1000 gpm Minimum pump running time = 2 minutes Volume for peak hour Q = 2000 gallons Minimum cycle time = 10 minutes Fill rate at average Q = 290 gpm Effective pump down rate avg. Q = 710 gpm Volume for average Q = 2059 gallons Controlling volume = 2059 gallons Grade Elevation = 2902.00 Invert In = 2887.50 Depth of Wetwell = 21 feet Wetwell Bottom = 2881.00 Average Q Fill Rate at Avg. Q = 0.22 feet/minute Time to Pump 1 On = 9.08 minutes Pump Down Rate 1 = -0.76 feet/minute Combined Pump Down Rate = -0.54 feet/minute Combined Time to Pump Down = 3.71 minutes Total Cycle Time = 12.79 minutes Peak Hour Q Fill Rate at Peak Hour Q = 0.72 feet/minute Time to Pump 1 On = 2.77 minutes Pump Down Rate 1 = -0.76 feet/minute Combined Pump Down Rate = -0.04 feet/minute Combined Time to Pump Down = 52.66 minutes Total Cycle Time = 55.43 minutes Wetwell Width = 8 feet Starts per Hour per pump = 2.35 Wetwell Length = 22 feet Gallons per foot = 1316 gallons/foot Required submergence = 4.5 feet Pumps Off Elevation = 2885.50 Pump 1 On Elevation = 2887.50 Pump 2 On Elevation = 2888.50 Lift Station Design Final 1/24/2006 US 93 Utilities - Kalispell Pump Station Design System Curve Flow Flow per Pump = Static Head Pump Off Level = Manhole Discharge Level = Static Head = Friction Head Friction losses (C=120)* _ Friction losses (C=145)* _ Total Dynamic Head (TDH) Adequate Flow TDH Adequate HP TDH 2,000 gpm 2885.50 2916.89 31.4 feet 68.9 feet 48.6 1 feet 2,000 gpm at 100 feet 2,000 Igpm at 80 feet Net Positive Suction Head Available NPSH avail = Bar. Press. + Static Suction lift - fric. losses - Vap. Press of Liquid Pumps are located at 2882.5 feet Barometric Pressure = 30 feet Static Suction Lift = 3.00 feet @ low pumping level Fric. Losses in Suc. Pipe* = 2.0 feet Vap. Pressure of Liquid = 0.6 feet therefore NPSH avail = Hp Required Water Hp = Pump Efficiency = Brake Hp = Motor Efficiency = Motor Hp = Motor Hp for design = * See friction calculation sheet 30.4 feet 50.7 Hp 65% estimate 78.0 80% estimate 97.4 F Lift Station Design Final 1/24/2006 C 0 .m 3 W V) E yR 3 C N m Z U cm > C ,' O. NV N 00 O O N ro V t0 q M O 0)<V ._ Lo C14 O tC a r W c C E� a V X O O N O O N o N N N N 'n M O O OV O M N C) O) 'a W N t\j p d 0 N rn r N O o 2 L 0 0 p) cV C O N N N Cn d )n G 7 N O O N O 0 V N M E (6 d' O r CV V O 0) N> r N r U V Y N .� > 000 tY L! M o) U> N r N o �j O N 'C co C- N N 0 O O 0 N O O N 1. 0)X O N.- N V 0 1 A O � N r O C N ZT C a C a o 0 OE _ t7 p N c04 ' r V O tt1 O cV O h � N O N M U II Y I n 'c (D u 3 II II IFU o W ! N o a rn m 0 w _UcuJ N 17• _ •p C (� Q) m L � � -p U .N O (D U) Q p J p U O p 2 > T U > C N O to to Lo M E d 'a N O d r d v t0 O N._ r N N c CO C N 'O V LO d' p 0-It �o 'cf M o) VX ON `-N V 0 0 O M N � 'O C tT E N 00 C N 'd O M C) M N T' r <t -n a�ZN a r c° o U 0 t M p E O N C ttoO`�N N r r V O N � fl T V M toco c E m n@ N > cF C, N r V O N Cf) r � Y G N N OtnC O N E U@ > to O r N iN„ V 0 0 N cV � M N- N O N 0 0 0 C P M 0) cli O � r 0) C N m C LL N O_ ,a O0 In N M p mp NNrN I"zt V �'D O IN U � (n - cV c 4-- 4:! � r O II II II II S 2 2 I w rn tT a� IIc n .a .a O t- ^ _ U .Um O p W N G N N V% N .0 O 01 lU p`� m 0 T U J p +. N E m U U@ O p -1 p U p p 2 > US 93 Utilities - Kalispell Wet Well Design Avg. Q = 579 gpm Peak Hour Q = 1917 gpm Pump 1 Flowrate = 2000 gpm Pump 2 Flowrate = 2000 gpm Minimum pump running time = 2 minutes Volume for peak hour Q = 4000 gallons Minimum cycle time = 10 minutes Fill rate at average Q = 579 gpm Effective pump down rate avg. Q = 1421 gpm Volume for average Q = 4114 gallons Controlling volume = 4114 gallons Grade Elevation = 2902.00 Invert In = 2887.50 Depth of Wetwell = 21 feet Wetwell Bottom = 2881.00 Average Q Fill Rate at Avg. Q = 0.44 feet/minute Time to Pump 1 On = 4.55 minutes Pump Down Rate 1 = -1.52 feet/minute Combined Pump Down Rate = -1.08 feet/minute Combined Time to Pump Down = 1.85 minutes Total Cycle Time = 6.40 minutes Peak Hour Q Fill Rate at Peak Hour Q = 1.46 feet/minute Time to Pump 1 On = 1.37 minutes Pump Down Rate 1 = -1.52 feet/minute Combined Pump Down Rate = -0.06 feet/minute Combined Time to Pump Down = 31.72 minutes Total Cycle Time = 33.10 minutes Wetwell Width = 8 feet I Starts per Hour per pump = 4.69 Wetwell Length = 22 feet Gallons per foot = 1316 gallons/foot Required submergence = 4.5 feet Pumps Off Elevation = 2885.50 Pump 1 On Elevation = 2887.50 Pump 2 On Elevation = 2888.50 Lift Station Design Final 1/24/2006