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HomeMy WebLinkAbout98 - Design Report - Stoneridge Minor #2 - Water, Sewer, Street DESIGN REPORT ' for STONERIDGE MINOR SUBDIVISION 42 Water, Sewer, and Street Improvements July, 1998 Prepared by: ENGINEERS MORRISON SCIENTIST? SURVEYOR:: AwJwii MAIERLE,INC. PLANNER A-n E`rnploycv-Domed RECEIVED JUL 2 9 1998 S TONERIDGE MINOR SUBDIVISION 42 INTRODUCTION Stoneridge Minor Subdivision 92 contains 11.60 acres and is located just east of North 19"Avenue between the future Tschache Lane and Baxter Lane. The purpose of this report is to provide the basis for the design of the water, sewer, and streets improvements. WATER SUPPLY The proposed four lot Minor Subdivision is to be served by the City of Bozeman's water distribution network. The following discussion on water supply shall analyze the domestic and fire protection demands for Stoneridge Minor Subdivision#2 taking into account Stoneridge Minor Subdivision #1,the Northwest Waterline SID and the waterline for the Cape, Saccoccia, and Perkins properties. Stoneridge Minor#2 was modeled as part of the Cape , Saccoccia, aand Perkins project. As part of the Cape, Saccoccia, and Perkins waterline project, a 12" watermain will be installed on the east and a portion of the north boundary of this project. See the attached plans for locations of interior waterline locations. A hydraulic analysis of the proposed waterline layouts for the three mentioned projects was performed using CYBERNET, a water distribution model by Haestad Methods. The existing topography of northwest Bozeman consistently drops in elevation as one proceeds north. The objective is to reduce the increasing water distribution pressures in a step-like mamier without reducing capacity as Bozeman expands to the northwest. If this is done effectively, fire flow requirements can be met and the possible need for a future booster station or pressure tower can be reduced. The analysis has shown that pressure reduction valves (PRV) should be installed at the location shown on the Cape, Saccoccia, & Perkins water main plans to bring pressures down to acceptable levels. The pressure boundary is consistent with the City of Bozeman's updated Water Facility Plan and the city's review of the Cape, Saccoccia, and Perkins waterline project. Stoneridge Minor Subdivision #2 will be located within the new pressure zone. The following discussion on water supply shall describe the domestic and fire protection demands taking into account the three projects. The design of the water supply system will provide capacity for business and commercial consumptive use (including landscape irrigation for future developments) along with fire protection. Water usage is based on the following criteria: Stoneridge Minor Subdivision #2 1 TABLE A.1 - Water Usage ZONING CONSUMPTIVE IRRIGATION DEMAND (gpd/acre) (gpd/acre) (gpd/acre) Light Manufacturing District 2000* 1160** 3160 (M-1) Community Business District 3000* 1160** 4160 (B-2) * Values from the City of Bozeman Sewer Master Plan ** Assume 1.5" of water per week over an acre: (1.5 in/wk)x (1 ft/12 in)x(43560 sf/acre)x(7.48 gal/cf)x(1 wk/7 days)=5818.4 g.p.d./acre Assume 20%of an acre is irrigated: (.20)x(5818.4 g.p.d./acre)= 1160 gal/day/acre In order to model the system, each junction node was assessed a demand based on its service area (in acres) and the type of zoning in that area. Below is a table showing the demands placed at the junction nodes and how they were formulated (see Exhibit 1-1 for the System Layout included in the Appendix for the approximate location of each node). TABLE A.2 - Water Model Demands NORTHWEST TRUNK WATERLINE Cybernet Demand Formulation WATER DEMAND BASED ON ZONING M-1 (gpd)= 3160 B-2(gpd)= 4160 JUNCTION NODE ZONING ACRES G.P.D. GPM 20 B-2 521 21673.6 15.05 30 B-2 5.21 21673.6 15.05 40 B-2 5.21 21673.6 15.05 50 B-2 5.21 21673.6 15.05 60 B-2 5.21 21673.6 15.05 70 B-2 7.66 31865.6 22.13 110 B-2 10.57 43971.2 30.54 120 B-2 10.57 43971.2 30.54 130 B-2 20.9 86944 60.38 330 B-2 24 99840 69.33 Stoneridge Minor Subdivision #2 2 320 B-2 22.57 93891.2 65,20 325 - 0 0 0.00 300 B-2 26.42 109907.2 76.32 290 B-2 26.42 109907.2 76.32 280 B-2 22.1 91936 6384 M-1 17.3 54668 3796 270 B-2 22.1 91936 63.84 M-1 8 1 25596 1777 260 B-2 27.7 115232 80.02 M-1 4 12640 878 250 --- 0 0 000 240 B-2 33.2 138112 95.91 230 B-2 27.7 115232 80.02 220 M-1 20.13 63610,8 44.17 210 M-1 20.13 636108 44.17 200 M-1 20.13 63610.8 44.17 190 M-1 20.13 63610.8 44.17 180 M-1 20.13 63610.8 44A 7 160 M-1 20.13 63610.8 44.17 150 B-2 15.6 64896 45.07 M-1 20 63200 43.89 -140 B-2 12.8 53248 36.98 510 B-2 25.7 106912 74-24 520 B-2 25.7 106912 74.24 530 B-2 25.7 106912 74.24 M-1 24.5 77420 53.76 450 B-2 12.8 53248 36.98 340 B-2 6 24960 17.5 380 B-2 6 24960 17.5 'TOTALS= 633 2438350 169 TOTAL MgaINR= 890.00 H:/2605/009/demand.wb3 • The highlighted cells are junctions located in Stoneridge Minor Subdivision #2. See the attached Exhibit 1-1. ANALYSIS Before the CYBERNET analysis for the three projects could be completed.input data was collected. Flow data, residual and static pressures at existing hydrants were collected by the City of Bozeman Stoneridge Minor Subdivision 92 3 Fire Department. From this data the existing system fire flow capacity is computed. A relationship between flow and residual pressure is established using the following formulae: Qf= 29.873 * c * d'- * (p)°-5 and Qr= Qf* (hr/hf)'-" Where: c = 0.90 Qf=hydrant flow(gpm) d = outlet connection dia (in) hr= static pressure - req. residual pressure (psi) p = pito pressure (psi) hf= static pressure -test flow residual (psi) Please see the Appendix for the existing fire flow capacity curves created by the above equations. In order to dynamically model the pressure vs. flow relationship as inputs from the existing distribution system, a pump with a performance curve matching the fire flow capacity curve was inserted at each connection to existing water main. This allowed for a closer representation of the true capacity of the existing system to be modeled. This method more accurately represents the real system and alleviates the misuse of flow control valves at constant pressures. Static and residual pressure readings, flow data and locations of fire hydrants near the points of connection are as follows: • Hydrant at intersection of Wheat Dr. and Mandeville Ln. Static Pressure = 134 psi Residual Flow= 1720 gpm @ 114 psi Fire Flow=4400 gpm @ 20 psi • Hydrant at intersection of No. 20`h and Durston Rd. Static Pressure= 140 psi Residual Flow= 1760 gpm @ NA Fire Flow= 3000 gpm @ 20 psi • Hydrant at the west end of Oak St. Static Pressure = 155 psi Residual Flow= 1838 gpm @ 146 psi Fire Flow= 7933 gpm @ 20 psi • Hydrant located north of Oak St. and south of Baxter Ln. (for the Hampton Inn) Static Pressure = 160 psi Residual Flow= 1950 gpm @ 145 psi Fire Flow= 6514 gpm @ 20 psi Surveyed elevations for each junction node and Hazen-Williams roughness coefficients(C)for each pipe were appropriately assigned. The "C" values were conservatively estimated using values for 20 year-old cast iron pipe (i.e. 92.50 for 8" dia., 94 for 10"dia. and 96 for 12" dia.) Minor losses were accounted for by attaching the required fittings and valves to the network layout. Please see the Appendix the summary of input data and Exhibit 1-1. Fire flows were conservatively estimated using the 1991 Uniform Fire Code (1991UFC). The building category selected was Type III(exterior protected-combustible)with a foot print of 125,000 Stoneridge Minor Subdivision 42 4 sft.. From Table A-III-Al the required fire flow of 5000 gpm was obtained. For buildings with fire sprinkler systems installed, a reduction up 75% may be taken as approved by the Fire'Chief. However this value may never be less than 1500 gpm. A summarization of the fire flow is as follows: Required Fire Flow= 1500 gpm Fire Sprinkler Sys. Demand = 1500 gpm Total = 3000 gpm If a building did not have a fire sprinkler system installed, the available fire flow would be 3000 gpm. From Table A-III-A-1 the largest allowable building is 47,100 sft.. For the purpose of this analysis it is assumed that all buildings greater than 47,100 sft. will have a fire sprinkler system installed. The distribution system shall be scrutinized using design flows of Maximum Daily Demand plus the required fire flow. Therefore, a fire flow of 3000 gpm in addition to the Maximum Day Demand was modeled. The analysis is composed of three trials and a fire flow simulation. The distribution system must account for peak periods of daily use. This is accomplished with the use of peaking factors applied to the Average Day Demand. Peak factors are a function of land use, present population and the population growth rate. The three trials are as follows: 1. Average Day Demand (ADD) ( Peaking Factor= 1)* 2. Maximum Day Demand (MDD) ( Peaking Factor=2.5)* 3. Peak Hour Demand (PHD) ( Peaking Factor= 3.1)* *Peak Factors from the City of Bozeman, 1997. Compared with residential peak demand, commercial peak demand is considerably less and definitely not as varied. The peaking factors used here are for residential land use and are considered very conservative values when applied to a commercial land use. RESULTS Cybernet modeled the proposed distribution system using the estimated demands and generated flows and pressures that the existing distribution system will provide. See the Appendix for the complete results of the three different runs. Exhibit 1-2 illustrates the pressure distribution throughout the network given Peak Hour Demands. Table A.4 is a summary of model results Stoneridge Minor Subdivision 42 5 TABLE AA - Summary of Cybernet Model Results Location of Connection ADD* MDD* PHD* Wheat Dr.and Mandeville Ln. +531 gpm +1327 gpm +1646 gpm No.20"St.and Durston Rd. +281 gpm +621 gpm +738 gpm West Oak St.just west ofN. 19"Avenue +424 gpm +1538 gpm +1968 gpm N.of Oak St.&S.of Baxter Ln(Hampton Inn) +344 gpm +750 gpm +900 gpm Highest Pressure 158 psi,J-390 160 psi,J-410 158 psi,J-410 Lowest Pressure 77 psi,J-325 70 psi,J-325 66 psi.J-325 *ADD-Average Day Demand,MDD-Maximum Day Demand,PHD-Peak Hour Demand Fire Flow requirements were then modeled. Cybernet utilizes afire flow simulation algorithrn which will compute the required and available fire flow at all junctions within the system. At each junction node the Maximum Day Demand was added to the Fire Flow demand and applied This results in a demand between 3000-3250 gpm at that node. Please see exhibit 1-3 for Fire Flow distribution throughout the network. The effects of the Fire Flow demands are as follows: TABLE A.5 - Fire Flow Model Data& Results Cybernet Version: 2.18 SN: 1132184074 19-02-1998 Description: FIREFLOW Drawing: H:\2605\009\CYBERDWG\NWPIPE Fire Flow Summary. Page 1 JCT Avg. Day Avg. Day Zone Needed Available @Residual Min. Zone @JCT No. Demand Pressure No. Fire Flow Fire Flow Pressure Pressure No. (gpm) (psi) (gpm) (gpm) (psi) (psi) ------------------------------------------------------------------------------ 10 0.0 137.6 1 3000.0 7109.5 20.0 29.0 20 20 37.5 143.0 1 3037.5 6108.6 20.0 34.7 30 30 37.5 143.7 1 3037.5 4987.7 20.0 36.8 40 40 37.5 143.3 1 3037.5 4523.9 20.0 45.9 50 50 37.5 142.1 1 3037.5 4376.7 20.0 56.8 40 60 37.5 143.1 1 3037.5 4750.7 20.0 47.9 50 70 55.3 143.9 1 3055.3 8962.5 20.0 21.2 60 80 0.0 143.6 1 3000.0 8470.5 20.0 20.0 90 90 0.0 143.5 1 3000.0 8284.6 20.0 23.7 80 100 0.0 74.0 1 3000.0 8328.5 20.0 22.5 90 110 76.3 76.7 1 3076.3 7897.8 20.0 24.7 120 120 76.3 77.8 1 3076.3 7639.6 20.0 24.3 130 130 151.0 78.3 1 3151.0 7471.6 20.0 26.1 140 140 92.5 76.3 1 3092.5 7234.0 20.0 25.6 150 150 222.5 78.1 1 3222.5 5906.1 20.0 22.3 180 160 110.5 79.0 1 3110.5 5426.4 21.0 20.0 180 170 0.0 78.5 1 3000.0 5008.9 23.0 20.0 180 180 110.4 74.7 1 3110.4 3987.4 20.0 22.2 190 190 110.4 76.0 1 3110.4 3568.9 20.0 26.9 200 200 110.4 81.4 1 3110.4 3375.1 20.0 25.2 210 Stoneridge Minor Subdivision #2 6 210 110.4 85.0 1 3110.4 3326.7 20.0 22.6 220 220 110.4 85.6 1 3110.4 3245.9 20.0 25.8 210 230 110.4 90.1 1 3110.4 3347.9 20.0 20.7 220 240 239.8 97.3 1 3239.8 2807.5• 20.0 34.1 250 250 0.0 89.7 1 3000.0 3161.1 20.0 26.4 260 260 222.0 90.7 1 3222.0 3331.9 21.0 20.0 250 270 204.0 85.4 1 3204.0 3275.8 20.0 23.6 280 280 254.5 83.0 1 3254.5 3303.9 20.0 23.7 270 290 190.8 77.9 1 3190.8 3547.9 20.0 26.9 280 300 190.8 74.4 1 3190.8 3990.4 20.0 24.8 290 310 0.0 71.9 1 3000.0 4785.8 20.0 21.8 325 320 163.0 72.7 1 3163.0 4802.5 21.7 20.0 325 325 0.0 70.9 1 3000.0 3761.7 20.0 36.3 310 330 173.3 75.5 1 3173.3 5562.4 21.4 20.0 325 340 43.8 78.8 1 3043.8 6199.8 21.5 20.0 325 350 0.0 79.3 1 3000.0 7742.6 20.0 21.9 325 360 0.0 147.4 1 3000.0 7771.1 20.0 23.3 370 370 0.0 147.5 1 3000.0 7921.7 20.0 20.0 360 380 43.8 148.1 1 3043.8 8481.7 20.0 20.2 360 390 0.0 149.0 1 3000.0 9903.6 20.0 20.2 325 400 0.0 149.6 1 3000.0 7429.4 20.0 57.0 70 410 0.0 159.8 1 3000.0 11876.2 20.0 26.9 420 420 0.0 159.8 1 3000.0 5109.9 20.0 20.0 430 430 0.0 159.8 1 3000.0 5044.9 20.0 21.5 420 440 0.0 113.2 1 3000.0 5247.4 20.0 20.0 420 450 92.5 115.6 1 3092.5 5728.0 22.4 20.0 420 460 0.0 114.3 1 3000.0 5788.5 20.0 20.0 536 480 0.0 116.9 1 3000.0 5764.1 22.9 20.0 420 490 0.0 118.0 1 3000.0 6043.2 20.0 24.1 420 500 2.5 118.9 1 3002.5 6152.4 20.0 21.8 490 510 185.5 77.0 1 3185.5 6305.9 20.0 28.7 520 520 185.5 79.5 1 3185.5 5954.6 20.0 27.9 530 530 320.0 79.4 1 3320.0 5698.8 20.0 29.5 520 535 0.0 82.3 1 3000.0 5783.8 20.0 20.7 536 536 0.0 114.1 1 3000.0 5696.9 20.0 21.9 460 * NEEDED FIRE FLOW NOT ATTAINED. All junctions satisfy the Fire Flow requirement except junction 240. This junction is located at the north end of the proposed water distribution system (Northwest Waterline S.I.D.) and has a flow that is 432 gpm below what is required. Once additional looping is established to the west with more connections to the existing system,greater flow at higher pressures may be provided. Another way to mitigate this concern may be through increasing the size of the waterline that serves this area. This would reduce the headloss in the transmission line thus increasing the pressure and flow to junction 240. For the junctions located within Stoneridge Minor Subdivision#2(junctions 140& 150)the average available fire flow at 20 psi is 6570 gpm. CONCLUSION Based on this analysis, the proposed waterline along with the existing mains provide adequate Stoneridge Minor Subdivision #2 7 service to meet the consumptive demands for future development. SEWAGE DISPOSAL Sewage shall be collected in a central collection system installed by the applicant and carried to the City of Bozeman's Wastewater Treatment Plant located at Moss Bridge and Springhill Roads,where it shall be treated. City sewer mains currently exist in Baxter Lane and along the east property line. The proposal is to install approximately 665 LF 8" sewer main in Commerce Way (see the plans). Eventually, Stoneridge Major P.U.D. Subdivision to the west will connect into this proposed sewer main(bore and jack under North 19`h Ave.). Sewer grades and capacity have been designed to allow for this connection. The following assumptions are the basis for our discussion: • wastewater flowrate for a motel is 95 gal/room-day (table 2-9 Metcalf& Eddie) • wastewater flowrate for a restaurant(including toilet)is 3 gal/meal-day(table 2-10 Metcalf& Eddie) • wastewater flowrate for an office is 16 gal/person-day(table 2-10 Metcalf&Eddie) • assume 200 meals per day per restaurant • assume 20 employees per office building • Peaking Factor from Figure 1, WQB 2 PF = 18 + ✓P where P = population in thousands 4 + ✓P TABLE 3 - Wastewater Demands (GPM) WASTEWATER FLOW (GPM) UNITS #UNITS AVE. FLOW PEAK FLOW' LOT 1 PERSON 20 0.222 0.88, LOT 2 ROOM 100 6.603 26.40 LOT 3 MEAL 200 0.424 1.68 LOT 4 ROOM 100 6.603 26.40 TOTALS 420 13.84 55.36 Stoneridge Minor Subdivision #2 8 NOTES: 1. PF = 18 + ✓0.420 =4.0 4 + ✓0.420 2. 20 employees x 16 gpd/employee-day = 320 gpd= 0.22 gpm 3. 100 rooms x 95 gpd/room-day= 9500 gpd= 6.60gpm 4. 200 customers x 3 gal/meal-day = 600 gpd = 0.42 gpm 5. Peak Flow=Ave. Day Flow * PF Capacity Calculation Manning's Equation Qcfs=(1.49/n)*(A)(R)^.6667(S)^'/2 Qcfs=(1.49/0.013)(3.14*.667^2/4)(.667/4)".667(.004)^'/z n = 0.013 (PVC) S = 0.4% minimum slope d = 8 inches Q.m = 344 gpm Therefore,an 8"PVC sewer installed at minimum grade has the capacity to carry 344 gallons per minute. The peak wastewater flow generated by the four lots is much less than the capacity of a minimum grade 8" PVC sewer: Qmax= 344 gpm ««< 55.36 gpm The future Stoneridge Major P.U.D. Subdivision has an estimated peak wastewater flow of 101.63 gpm (see Stoneridge Subdivision Planned Unit Development Preliminary Plan submitted under separate cover). Qmax= 344 gpm ««< (55.36 + 101.63) = 157 gpm The City of Bozeman's preliminary Wasterwater Facility Plan prepared by HKM/MSE Engineers analyzed the city's current sewer system. Data generated by the SANSYS Sanitary Sewage Analysis program shows the 24" line that runs along the old North 19`h right-of-way has a maximum capacity of 22.05 cfs (see the attached SANSYS report junction I0106-10107). The 24" main in Baxter Lane,where Stoneridge Minor Subdivision#2 proposes to tie in,has a maximum capacity of 10.37 cfs (see junction 10105-10106). The current peak flows in these lines are 8.31 cfs and 1.4 cfs respectfully. In other words, the North 19`h main is operating at 37% of total capacity with the Stoneridge Minor Subdivision #2 9 Baxter Lane main operating at 14% of total capacity. Stoneridge Minor Subdivision#2 will only add 0.12 cfs to the existing system and with Stoneridge Major Subdivision attached 0.35 cfs'will be added. In light of these new flows the North 19`h and Baxter Lane mains will be operating at 40% and 18% of total capacity respectively. Ample capacity is available in the existing lines to handle the wastewater generated by the proposed subdivision. TRAFFIC A traffic study for North 19`h Avenue and Baxter Lane was prepared by Gaston Engineering, Inc, April 1998 and is incorporated by reference. PAVEMENT SECTION DESIGN On June 1, 1998 three test pits were dug along the proposed Commerce Way. These test pits revealed approximately 1.5'-2.5' of topsoil overlaying 3' -4' of very soft, wet silty clay,followed by 6" minus native gravels. Ground water was encountered in all test pits at about 3.5' below the surface. All road sections will be sub-excavated to the native gravel layer. A pavement section design was performed using Amoco, a pavement section design program that is based upon the AASHTO Guide for Design of Pavement Structures. The recommended section is as follows: 1) 3" - Hot Plant Mix Asphalt Concrete (type B) Surface Course 2) 3" - 1" Minus Crushed Base Course 3) 12" - 3" Minus Select Sub-Base Course See the Appendix for the Amoco design parameters and results. SITE GRADING & DRAINAGE PLAN The site grading and drainage plan for this area was performed as part of the Stoneridge P.U.D Subdivision and is incorporated by reference. Also, see sheet E-1 of the plans. H:\2605\008\DSGNR982.WPD Stoneridge Minor Subdivision 42 10 Appendix Stoneridge Minor Subdivision 42 Appendix Stoneridbe Minor Subdivision 92 Location Map for Cape, Saccoccia, Perkins Water Main 1 ` 4 S 6 �! 7 fl z ey•t:ysla-Cs See ?%y _ s—..-l-) Tra inset A L N.W. Waterline S.I.D. V. 8 a Ci 3 :r S .-►t.Y_ tcrc.H dal dt ' I y •.:Inset µ B-:r Pd A1,yr,'.n£�c lT ` Gr..[7 ¢ 3' 'i{^sC0 In�� ti• Dr Minor Sub. #2 C, S ,&P Water Maim Qr+ntsl - sl tc V Minor Sub.#9 / Qw film P4;^ PntCA. - < 3$I<' 3 > - ^• t.. •,>�� < .: 9.�� �z�sll^ s..��_ < ��-c,� ;<"<'.,<"�,;•r'�,IJ E !L'f�Ct� �. 1 `� - i' - ►urartd 1< •�^' flaw.l .'13t �� i"' yi', 'T%•%l._�I �1�.�-:•n.-c.e - ? i ��I/1� Lr.:�:;� YI.1...1. ^k1 � L 1 i.L n•t �jn ".r` � V/ • �I,QI.x 4.r• •4� � Y •/X� - 02c•c1A 1 Cl pp q �< CsDeeex .,1 ,fir d 14 C ""'�a� •.>c yc<.�I - Mt S �/�� �, gi' •!� K -Ty 91 & 5 _• UPI t�ny76 > .>c F yY.Sat �,V=- aj Sit •3 �'� Sl�t•': <1 �rl cliGlv,�ritc 1 S ( �'. - . � )r ��^ .. � In•:u ' - to�J Cr• 'f�r '� _I�sr 51 � � • � _ t 91 til,._, F �• •. it % < C� �r h`�".tr In Lacy Ra v Vet : f ct Df 21 ` > J 10.WeryL+ Wei m 33 ar0,.ri 1°r"�i.•la= *`- 4� - F7.Q '.r e� Ti ~ l7cAd yar.-r - r Pa+url w �1 •cam Pi :�,tiv! IFjd a. < 39 Arr L ad�231j-1 rs� GikCl '�i Steldwt D Cr�f$'� .a ' s }A Ei.Ywv1'Cr 1> Y.-. r w � � t=� C1���&crtcrc,. w.-..:rc• • �.'''-��a"G �i > �I Y ` CO K �1 ,J 3 LA, C, Fa�+a1 ly r— J .try Cr,+r.>,•n>7 y Cf �o` � �•�;/ Ia].ae�w.•.,e J:r.nY:�� t� G•1__s:o-n RJ i SYSTEM LAYOUT Exhibit I-1 System Layout 54 Oak PRV '-- g a L ci r-11 LH- i LU Z O Perkins PRV / w t s r W lk cc it• e Hampton PRV ,�' i6 f gl/ _ SCALE 1' - 800' -- F4�,,.�.•t••' [,-. r SYSTEM PRESSURES Exhibit 1-2 PEAK HOUR DEMANDS Peak Hour _ ( ) Pressure Contours IN P 5 I 7 N /Y of U ES a _ 140 85 ~. 0 o w� O *80 a 70 70 75 >A y �r w _ , _ 7 5 i .y I00 0 �rn �80QO � � 85 i 0 cJ'� 0 90 w 95 w �- N Z x 100 c/) z w 105 2 w N Z SCALE, 1' - 800' o ,_ FIRE FLOWS _ MAX DAY + FIRE FLOW IN GPM Exhibitit 1-3 " ) ]Fire Flows hO gDUN a � a � N �/.• b, Ie yy VZ O �•� w 3000 '41ci 4000 3 50 b LJI'L�KcL_iJl _ �_. ! 4500 s ' „ 5000 4500 500 r 5500 5500 : 9 L! 6500 __j 7 i w 7000 a w 7500 «. x T 6000 o et 6000 SCALE- 1' - 600' r _, 2. 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LI� } { C� __ } .... .... ........ ....... ........F. .... ......... ........._.........{......... .......� i. 1 CD u- LU i {. O i { j = O} = i { i i}i i 2 i (Cl) LLppg = O ..... _ .. .j....................... ...... ...... 1 .......p.........:.....................j...........j...........t..........j...........�.........�..........j...........j........... O i i t jS 2 i N S } 2• _ ��pij i 1 I ..... ... _....:...................... 0 • ii _ _ j i {F { } 2 S O i 0 0 0 0 0 0 0 p 0p O 0 0 0 C� C� 0 T T r T r T T Osd) Ednss3ud 3. Results and Input Data Design Report, C, S, & P Water Alain 3. Results Average Daily Demand Cybernet version 2.18. SN: 1132184074-250 Extended Description: U TI I T S S P E C I F I E D FLO'14MTE . ..... . .. . .. = gallons/minute HEAD (HGL) .......... = feet PRESSURE ...... ...... = Psig O U T P U T O P T I O N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C O N F I G U R A T I O N NUMBER OF PIPES ... .. .......... . ... (p) = 61 NUMBER OF JUNCTION NODES ...... .. .. (j) - 52 NUMBER OF PRIMARY LOOPS ....... .... (1) = 6 NUMBER OF BOUNDARY NODES ...... . ... (f) = 4 NUMBER OF SUPPLY ZONES ...... .. .. . . (Z) = 1 S I M U L A T I O N R E S U L T S S I MU L A T I O N D E S C R I P T I O N CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc. Run Description: AVERAGE DAILY DEMAND Drawing: NAPIPE2 P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK• PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gPm) (ft) (ft) (ft) (ft/s) (ft/ft) ------------------------------------------------------------------------------- 10-BNPU 0 10 280.90 0.26 321.87 0.00 1.79 3.27 20 10 20 280.90 0.38 0.00 0.00 1.79 3.27 30 20 30 280.90 1.34 0.00 0.00 1.79 3.27 40 30 40 280.90 1.37 0.00 0.00 1.79 3.27 50 40 50 280.90 1.78 0.00 0.04 1.79 3.27 60 50 60 280.90 1.99 0.00 0.00 1.79 3.27 70 60 70 280.90 2.04 0.00 0.05 1.79 3.27 Design Report, C, S, & P Water Plain 80 70 80 475.40 0.26 0.00 0.00 1.35 1.12 90 80 90 475.40 0.04 0.00 0.00 3.03 8.66 100-RV 90 100 475.40 0.04 0.00 0.00 3.03 8.66 110 100 110 475.40 0.47 0.00 0.01 1.35 1.12 120 110 120 444.90 0.36 0.00 0.00 1.26 0.99 �) 130 120 130 414.40 0.28 0.00 0.02 1.18 0.87 140 130 140 354.00 0.39 0.00 0.00 1.00 0.65 150 140 150 533.33 1.19 0.00 0.01 1.51 1.39 160 ISO 160 444.33 0.52 0.00 0.01 1.26 0.99 170 160 170 400.13 0.38 0.00 0.01 1.14 0.82 180 170 180 377.14 0.52 0.00 0.00 1.07 0.73 190 180 190 332.97 0.42 0.00 0.00 0.94 0.58 200 190 200 288.80 0.53 0.00 0.00 0.62 0.45 210 200 210 244.63 0.29 0.00 0.00 0.69 0.33 220 210 220 200.46 0.19 0.00 0.00 0.57 0.23 230 220 230 156.29 0.11 0.00 0.00 0.44 0.14 240 230 240 48.89 0.09 0.00 0.00 0.20 0.04 250 240 2S0 -47.01 0.08 0.00 0.00 0.19 0.04 260 250 260 -47.01 0.01 0.00 0.00 0.13 0.02 265 260 230 -27.40 0.00 0.00 0.00 0.08 0.01 270 260 270 -108.41 0.07 0.00 0.00 0.31 0.07 280 270 280 -190.01 0.14 0.00 0.00 0.54 0.21 290 280 290 -291.81 0.61 0.00 0.01 0.83 0.45 300 290 300 -368.11 0.61 0.00 0.01 1.04 0.70 310 300 310 -444.41 0.60 0.00 0.00 1.20' 0.99 315 310 170 -22.99 0.01 0.00 0.00 0.07 0.00 320 310 320 -421.42 0.14 0.00 0.00 1.20 0.90 325 320 325 0.00 0.00 0.00 0.00 0.00 0.00 330 320 330 -466.G2 0.60 0.00 0.01 1.33 1.17 340 330 340 -555.92 0.96 0.00 0.00 1.58 1.50 350 340 350 -573.42 1.72 0.00 C.01 1.63 1.59 360-RV 360 350 573.42 0.06 0.00 0.00 3.66 12.25 370 360 370 -573.42 0.06 0.00 0.00 3.66 12.25 380 370 380 -573.42 0.33 0.00 0.00 1.63 1.59 390 380 390 573.42 0.51 0.00 0.02 1.63 1.59 393-BNPU 0 390 424.00 0.22 364.57 0.00 1.20 0.91 397 390 70 -149.41 0.38 0.00 0.00 0.61 0.33 400 70 400 -343.92 0.83 0.00 0.00 0.72 0.26 410 400 410 -343.92 4.23 0.00 0.00 2.20 4.76 415-B:iPU 0 410 343.92 0.31 367.52 0.00 1.40 1.56 460 450 480 -529.73 0.09 0.00 0.00 1.50 1.37 490 480 490 -529.73 1.12 0.00 0.03 1.50 1.37 500 490 500 -529.73 0.40 0.00 0.00 1.50 1.37 505-BNPU 0 500 530.73 0.31 304.85� 0.00 1.51 1.38 510 140 510 -216.33 0.19 0.00 0.00 0.61 0.26 520 510 520 -290.53 0.29 0.00 0.00 0.62 0.45 530 520 530 -364.73 0.47 0.00 0.00 1.03 0.69 535 530 535 -492.73 0.57 0.00 0.01 1.40 1.20 53'o-RV 536 535 492.73 0.05 0.00 0.00 3.14 9.25 537 460 536 492.73 0.05 0.00 0.00 3.14 9.25 536-XXCV 535 460 539 450 460 492.73 0.25 0.00 0.00 1.40 1.20 560-XXCV 100 80 570-XXCV 350 370 J U 11 C T I 0 N N O D E R E S U L T S JUNCTION JUNCTION EXTERINAL HYDRAULIC JUNCTION PRESSURE JUNCTION NUMBER TITLE DMAND GRADE ELEVATION HEAD PRESSURE (4Pm) (ft) (ft) (ft) (Psi) ----------------------- ---------------- 10-1 20TH & DURST 0.00 5091.71 4770.10 321.61 139.36 20-1 0.00 5091.33 4756.00 335.33 145.31 30-1 0.00 5089.99 4749.30 340.69 147.63 40-1 0.00 5088.62 4745.70 342.92 148.60 50-1 0.00 5086.80 4743.30 343.50 149.85 60-1 0.00 5084.81 4736.00 348.81 151.15 70-1 0.00 5082.73 4729.70 353.03 152.98 Design Report, C, S, R P Water Main 80-1 0.00 5082.47 4729.00 353.47 153.17 90-1 PRV 0.00 5082.43 4729.00 353.43 153.15 100-1 0.00 4899.96 4729.00 170.96 74.08 110-1 30.50 4899.48 4720.30 179.18 77.65 120-1 30.50 4899.11 4715.70 183.41 79.48 130-1 60.40 4898.82 4713.20 185.62 80.43 140-1 37.00 4898.43 4715.70 182.73 79.18 150-1 89.00 4897.24 4705.50 191.74 83.09 160-1 44.20 4896.71 4700.70 196.01 84.94 170-1 0.00 4896.31 4700.00 196.31 85.07 180-1 44.17 4895.80 4706.00 189.80 82,25 190-1 44.17 4895.38 4701.00 194.38 84.23 200-1 44.17 4894.85 4686.00 208.85 90.50 210-1 44.17 4894.55 4676.30 218.25 94.57 220-1 44.17 4894.36 4674.00 220.36 95.49 230-1 80.00 4894.25 4663.00 231.25 100.21 240-1 COSTCO SPRIN 95.90 4894.15 4646.00 248.15 107.53 250-1 0.00 4894.23 4664.00 230.23 99.77 260-1 88.80 4894.24 4661.60 232.64 100.61 270-1 81.60 4694.32 4674.11 220.21 95.42 280-1 101.60 4894.46 4680.38 214.08 92.77 290-1 76.30 4895.09 4695.20 199.89 86.62 300-1 76.30 1695.71 4706.30 189.41 82.0B' 310-1 0.00 4896.31 4715.00 181.31 78.57 320-1 65.20 4896.45 4714.00 182.45 79.06 325-1 0.00 4896.45 4718.00 178.45 77.33 330-1 69.30 4897.25 4711.50 185.75 80.49 340-1 17.50 4898.21 4709.00 189.21 81.99 350-1 0.00 4899.94 4716.75 183.19 79.38 360-1 PRV 0.00 5081.42 4716.75 364.67 158.03 370-1 0.00 5081.49 4716.75 364.74 158.05 380-1 0.00 5081.B1 4717.00 364.81 158.08 390-1 W. OAK 0.00 5082.35 4716.00 364.35 157.88 400-1 0.00 5083.56 4720.00 363.56 157.54 410-1 0.00 5087.79 4713.50 374.29 162.19 450-1 37.00 5003.90 4708.OD 295.90 128.23 460-1 0.00 5003.65 4709.72 293.93 127.37 480-1 0.00 5004.00 4705.50 298.50 129.35 490-1 0.00 5005.14 4709.00 296.14 126.33 500-1 1.00 5005.54 4709.00 296.54 128.50 510-1 74.20 4898.62 4715.00 183.62 79.57 520-1 74.20 4898.91 4710.90 188.01 61.47 530-1 128.00 4899.38 4713.50 185.88 80.55 535-1 0.00 4699.95 4709.72 190.23 62.43 536-1 PRV-PERKINS 0.00 5003.61 4709.72 293.89 127.35 R E G U L A T I N G V A L V E R E P O R T VALVE POSITION CONTROLLED VALVE VALVE UPSTREA,1 DOWNSTREAM THROUGH TYPE NODE PIPE SETTING STATUS GRADE GRADE FLOW (ft or gpm) (ft) (ft) (gpm) --------------------------------------------------------------------------- PRV-1 90 100 4900.00 THROTTLED 5OB2.43 4899.96 475.40 PRV-1 360 360 4900.00 THROTTLED 5081.42 4899.94 573.42 PRV-1 536 536 4900.00 THROTTLED 5003.61 4899.95 492.73 S U M M A R Y O F I N F L O W S A N D O U T F L O W S (+) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES (-) OUTFLOWS FRO`d THE SYSTEM INTO BOUNDARY NODES PIPE FLOWRATE NULMBER (gpm) -------------------- 10 280.90 393 424.00 415 343.92 505 530.73 Design Report, C, S, & P IYater plain NET SYSTEM INFLOW 1579.55 NET SYSTEM OUTFLOW = 0.00 NET SYSTEM DEMAND = 1579.55 r **** CYBERNET SIMULATION COMPLETED **** DATE: 2/19/1998 TIME: 12:33:37 3. Results (cont'd) Maximum Day Demand Cybernet version 2.18. SN: 1132184074-250 Extended Description: U N I T S S P E C I F I E D FLOWRATE ..... ....... = gallons/minute HEAD (HGL) ... .... ... = feet PRESSURE ......... ... - psig O U T P U T O P T I O N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C O N F I G U R A T I O N NUMBER OF PIPES .. .... ...... ... . . . . (p) = 66 NUMBER OF JUNCTION NODES .. . . .. . . . . (j) = 55 NU14BER OF PRIMARY LOOPS ...... .. . .. (1) - 8 NUMBER OF BOUNDARY NODES .. .. . ... . . (f) = 4 NUMBER OF SUPPLY ZONES ... . ... . .. .. (z) = 1 #+aaaaa+####aa#aaaaa#aaaa#aa+aaa+aaa# S I M U L A T I O N R E S U L T S The results are obtained after 13 trials with an accuracy 0.00002 The regulating valves required 2 adjustments. S I M U L A T I O N D E S C R I P T I O N CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc. Run Description: MAX DAY DEM11D Drawing: NWPIPE Design Report, C, S, & P jVater]Main P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LI:;3 CV -CHECK VALVE RV -REGULATING VILVE TK -STORAGE PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LII HL/ NUMBER #1 #2 LOSS HEAD LOSS VELD. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/ft) ------------------------------------------------------------------- 10-BNPU 0 10 620.74 1.15 316.52 0.00 3.9E 14.19 20 10 20 620.74 1.65 0.00 0.00 3.95 14.19 30 20 30 583.24 5.17 0.00 0.00 3.72 12.64 40 30 40 545.74 4.68 0.00 0.00 3.45 11.18 50 40 50 508.24 5.34 0.00 0.13 3.24 9.80 60 50 60 470.74 5.18 0.00 0.00 3.00 8.50 70 60 70 433.24 4.54 0.00 0.12 2.77 7.29 80 70 80 1187.70 1.40 0.00 0.00 3.37 6.11 90 BO 90 1187.70 0.24 0.00 0.00 7.55 47.18 100-RV 90 100 1187.70 0.24 0.00 0.00 7.56 47.18 110 100 110 1187.70 2.56 0.00 0.04 3.37 6.11 120 110 120 1111.45 1.97 0.00 0.03 3.15 5.41 130 120 130 .1025.20 1.52 C.C3 C.09 2.54 4.74 140 130 140 884.20 2.10 0.00 0.02 2.51 3.54 150 140 150 1332.77 6.47 0.00 0.04 3.72 7.57 160 150 160 1110.27 2.83 0.00 0.08 3.15 5.40 170 160 170 999.77 2.07 0.00 0.09 2.6, 4.44 1?0 170 180 943.13 2..81 0.00 0.00 2.6? 3.99 3.90 180 190 832.70 2.28 C.00 0.02 2.35 3.17 200 190 200 722.28 2.89 0.00 0.01 2.05 2.43 210 200 210 611.85 1.61 0.00 0.02 1.74 1.79 220 210 220 501.43 1.04 0.00 0.00 1.42 1.24 230 220 230 391.00 0.61 0.00 0.00 1.11 0.78 240 230 240 122.22 0.50 0.00 0.01 0.5C 0.23 250 240 250 -117.53 0.44 0.00 0.00 0.45 0.21 260 250 260 -117.53 0.04 0.00 0.00 0.33 0.08 265 260 230 -68.78 0.03 0.00 0.00 0.2C 0.03 270 260 270 -270.75 0.41 0.00 0.00 0.77 0.40 2B0 270 280 -474.75 0.77 0.00 0.01 1.35 1.12 290 280 290 -729.25 3.34 0.00 0.09 2.C7 2.48 300 290 300 -920.00 3.35 0.00 0.04 2.61 3.81 310 300 310 -1110.75 3.25 0.00 0.03 3.15 5.40 315 310 170 -56.65 0.03 0.00 0.00 0.15 0.02 320 310 320 -1054.10 0.76 0.001• 0.00 2.55 4.90 325 320 325 0.00 0.00 0.00 0.00 O.C2 0.00 330 320 330 -1217.10 4.34 0.00 0.04 3.45 6.40 340 330 340 -1390.35 5.24 0.00 0.00 3.>: 8.19 350 340 350 -1434.10 9.41 0.00 0.05 4.C7 8.67 360-RV 360 350 1434.10 0.33 0.00 0.00 9.15 66.90 370 360 370 -1434.10 0.33 0.00 0.00 9.15 66.90 380 370 380 -1434.10 1.78 0.00 0.00 4.C7 8.67 390 380 390 -1477.65 2.97 0.00 0.14 4.14 9.17 393-BNPU 0 390 1538.05 2.43 345.17 0.00 4.35 9.87 397 390 70 60.20 0.07 0.00 0.00 0.25 0.06 400 70 400 -749.51 3.52 0.00 0.00 1.55 1.10 410 400 410 -749.51 17.90 0.00 0.00 4.7B 29.16 415-BNPU 0 410 749.51 1.32 362.83 0.00 3.C6 6.59 420-BNPU 410 420 0.00 0.00 0.00 0.00 0.00 0.00 430 420 430 0.00 0.00 0.00 0.00 0.00 0.00 440-XXRV 430 440 450 440 450 0.00 0.00 0.00 0.00 C.CC 0.00 460 450 490 -1324.57 0.52 0.00 0.00 3.75 7.48 490 480 490 -1324.57 6.10 0.00 0.18 3.76 7.48 500 490 500 -1324.57 2.16 0.00 0.00 3.76 7.48 505-BNPU 0 500 1327.07 1.70 283.26 0.00 3.75 7.51 510 140 510 -541.07 1.02 0.00 0.00 1.53 1.43 520 510 520 -726.57 1.59 0.00 0.01 2.C6 2.46 530 520 530 -912.07 2.55 0.00 0.00 2.59 3.75 Desi;n Report, C, S, & P N'ater Main 535 530 535 -1232.07 3.11 0.00 0.04 3.49 6.54 536-RV 536 535 1232.07 0.25 0.00 0.00 7.86 50.50 537 460 536 1232.07 0.25 0.00 0.00 7.86 50.50 538-XXCV 535 460 539 450 460 1232.07 1.38 0.00 0.00 3.99 6.59 550-XXCV 440 420 560-XXCV 100 BO 570-XXCV 350 370 J U N C T I O N N O D E R E S U L T S JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE Ju:*.CTION NUMBER TITLE D3*Lu`1D GR.P�DE ELEVATION HEAD PRnSS UP,E (9pm) (ft) (ft) (ft) (psi) -------------------------------------------------•------------- ------------ 10-1 20TH & DURST 0.00 5087.47 4770.10 317.37 137.53 20-1 37.50 5085.83 4756.00 329.83 142.93 30-1 37.50 5080.66 4749.30 331.36 143.59 40-1 37.50 5075.97 4745.70 330.27 143.12 50-1 37.50 5070.50 4743.30 327.20 141.79 60-1 37.50 5065.33 47?6.00 323.33 7 0-1 55.25 5060.67 4729.70 330.97 143.42 80-1 0.00 5059.27 4729.00 330.27 143.12 90-1 PRV 0.00 5059.03 4729.00 330.03 143.01 3.00-1 0.00 4899.76 4729.00 170.76 74.00 110-1 76.25 4897.17 4720.30 176.87 76.64 120-1 '16.25 4995.16 4715.70 179.46 77.77 130-1 151.00 4893.55 4713.20 180.35 78.15 140-1 92.50 4891.43 4715.70 175.73 76.15 150-1 222.50 4884.91 4705.50 179.41 77.75 160-1 110.50 4882.01 4700.70 181.31 78.57 170-1 0.00 4879.85 4700.00 179.65 77.94 180-1 110.43 4377.04 4706.00 171.04 74.12 190-1 110.43 4874.774 4701.00 173.74 75.29 200-1 110.43 4871.84 4696.00 185.84 80.53 210-1 110.43 4870.21 4676.30 193.91 E4.03 220-1 110.43 4869.17 4674.00 195.17 E_.57 " 230-1 200.00 4868.56 4E63.00 205.55 69.07 240-1 COSTCO SPRIN 239.75 4869.05 4646.00 222.05 55.22 250-1 0.00 4868.49 4664.00 204.49 68.61 260-1 222.00 4868.53 4661.60 206.93 89.67 270-1 204.00 4868.94 4674.11 194.83 E4.43 280-1 254.50 4869.72 4680.38 189.34 62.05 290-1 150.75 4873.16 4695.20 177.96 77.11 300-1 190.75 4876.55 4706.30 170.25 73.77 310-1 0.00 4879.82 4715.00 164.82 71.42 320-1 163.00 4880.59 4714.00 166.59 72.19 325-1 0.00 4880.59 4716.00 162.59 70.45 330-1 173.25 4884.97 4711.50 173.47 75.17 340-1 43.75 4890.21 4709.00 181.21 78.52 350-1 0.00 4899.67 4716.75 182.92 79.26 360-1 PRV 0.00 5055.52 4716.75 338.77 146.60 370-1 0.00 5055.86 4716.75 339.11 146.95 380-1 43.75 5057.63 4717.00 340.63 14.7•.61 390-1 W. OAK 0.00 5060.74 4718.00 342.74 148.52 400-1 0.00 5064.19 4720.00 344.19 149.15 410-1 0.00 5082.08 4713.50 368.58 159.72 420-1 0.00 5082.09 4713.50 368.58 159.72 430-1 PRV 0.00 5082.08 4713.50 368.58 159.72 440-1 0.00 4973.60 4713.50 260.10 112.71 450-1 92.50 4973.60 4708.00 265.60 115.10 460-1 0.00 4972.22 4709.72 262.50 113.75 480-1 0.00 4974.12 4705.50 268.62 116.40 490-1 0.00 4990.39 4709.00 271.39 117.60 500-1 2.50 4982.56 4709.00 273.56 118.54 510-1 185.50 4892.45 4715.00 177.45 76.89 Desi;n Report, C, S, & P Water Alain 520-1 185.50 4894.06 4710.90 183.16 79.37 530-1 320.00 4896.60 4713.50 183.10 79.34 535-1 0.00 4899.75 4709.72 190.03 82.35 536-1 PRV-PERKINS 0.00 4971.97 4709.72 262.25 113.64 s R E G U L A T I N G V A L V E R E P O R T VALVE POSITION CONTROLLED VALVE VALVE UPSTREAM DOWNSTREAM TFROUGH TYPE NODE PIPE SETTING STATUS GRADE GRADE FLAW (ft or gpm) (ft) (ft) (cpm) -------------------------------------------- PRV-1 90 100 4900.00 THROTTLED 5059.03 4899.76 1187.70 PRV-1 360 360 4900.00 THROTTLED 5055.52 4899.67 1434.10 PPV-1 430 440 4945.00 CLOSED 5082.08 4973.60 0.00 PRV-1 536 536 4900.00 THROTTLED 4971.97 4899.75 1232.07 S U M M A R Y O F I N F L 0 W S A N D O U T F L O W S ( ) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES (-) OUTFLOWS FROM THE SYSTEM INTO BOUNDARY NODES PIPE FLOWRATE NUMBER (gpm) -------------------- 10 620.74 393 1538.05 415 749.51 505 1327.07 NET SYSTEM INFLOW = 4235.38 NET SYSTEM OUTFLOW = 0.00 NET SYSTEM DEMAND = 4235-.38 **** CYBERNET SIMULATION COMPLETED DATE. 2/20/1998 TIME: 16:27:32 3. Results (cont'd) Peak Hour Demand Cybernet version 2.18. SN: 1132184074-250 Extended Description: U N I T S S P E C I F I E D FLOWRATE ..... .. .. ... = gallons/minute HEAD (HGL) .... . . .. .. - feet PRESSURE ... .... . . ... = psig O U T P U T O P T I O N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT Design Report, C, S, & P Water Alain S Y S T E M C O N F I G U R A T I O N NUMBER OF PIPES . . . . . .. . .... . . . . . . . (P) = 66 NUMBER OF JUNCTION NODES . . . . . . .. . . (j) = 55 _ NUMBER OF PRIMARY LOOPS . .. . .. .. . . . (1) = 8 NUMBER OF BOUNDARY NODES . . . . .. . . . . (f) = 4 NUMBER OF SUPPLY ZONES .. .. .. . . . . .. (z) = 1 •*:r���.+*r►a*++a�.*,►mow****�***��+►**+* S I M U L A T I O N R E S U L T S The results are obtained after 12 trials with an accuracy = 0.00439 The regulating valves required 2 adjustments. S I M U L A T I O N D E S C R I P T I O N CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc. Run Description: PEAK HOUR DEMAND Drawing: NWPIPE P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NU,IBER #1 ¢,2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/ft) ------------------------------ ---------------------------- 10-BNPU 0 10 738.37 1.58 316.99 0.00 4.71 19.56 20 10 20 738.37 2.27 0.00 0.00 4.71 19.56 30 20 30 691.87 7.09 0.00 0.00 4.42 17.34 40 30 40 645.37 6.39 0.00 0.00 4.12 15.25 50 40 50 598.87 7.24 0.00 0.18 3.E2 13.28 60 50 60 552.37 6.96 0.00 0.00 3.53 11.43 70 60 70 505.87 6.05 0.00 0.16 3.23 9.71 60 70 80 1472.50 2.08 0.00 0.00 4.1E 9.10 90 80 90 1472.50 0.35 0.00 0.00 9.40 70.25 100-RV 90 100 1472.50 0.35 0.00 0.00 9.40 70.25 110 100 110 1472.50 3.81 0.00 0.05 4.18 9.10 120 110 120 1377.95 2.94 0.00 0.05 3.91 8.05 130 120 130 1283.40 2.27 0.00 0.14 3.64 7.06 140 130 140 1096.16 3.13 0.00 0.03 3.11 5.27 150 140 150 1652.47 9.64 0.00 0.07 4.69 11.27 160 150 160 1376.57 4.21 0.00 0.12 3.90 8.04 170 160 170 1239.55 3.08 0.00 0.13 3.52 „6.62 180 170 180 1169.56 4.19 0.00 0.00 3.32 5.94 190 180 190 1032.64 3.40 0.00 0.03 2.93 4.72 200 190 200 895.71 4.31 0.00 0.02 2.54 3.63 210 200 210 758.78 2.40 0.00 0.03 2.15 2.67 220 210 220 621.85 1.55 0.00 0.00 1.75 1.64 230 220 230 484.93 0.91 0.00 0.01 1.38 1.16 240 230 2Y3 151.55 0.74 0.00 0.01 0.E2 0.34 250 240 250 -145.74 0.66 0.00 0.00 0.60 0.32 260 250 260 -145.74 0.05 0.00 0.00 0.41 0.13 265 260 230 -85.37 0.04 0.00 0.00 0.24 0.05 270 260 270 -335.64 0.61 0.00 0.00 0.95 0.59 280 270 280 -588.60 1.14 0.00 0.02 1.67 1.67 Design Report, C,S, & P Water Alain 290 280 290 -904.18 4.98 0.00 0.14 2.56 3.69 300 290 300 -1140.71 4.99 0.00 0.07 3.24 5.67 310 300 310 -1377.24 4.83 0.00 0.05 3.91 8.04 315 310 170 -69.98 0.04 0.00 0.00 0.20 0.03 320 310 320 -1307.26 1.14 0.00 0.00 3.71 7.30 325 320 325 0.00 0.00 0.00 0.00 0.00 0.00 330 320 330 -1509.38 6.47 0.00 0.06 4.28 9.53 340 330 340 -1724.21 7.80 0.00 0.00 4.89 12.19 350 340 350 -1778.46 14.01 0.00 0.08 5.04 12.91 360-RV 360 350 1778.46 0.50 0.00 0.00 11.35 99.66 370 360 370 -1778.46 0.50 0.00 0.00 11.35 99.66 380 370 380 -1778.46 2.65 0.00 0.00 5.04 12.91 390 380 390 -1832.71 4.42 0.00 0.21 5.20 13.65 393-BNPU 0 390 1967.85 3.83 335.29 0.00 5.58 15.5E 397 390 70 135.14 0.32 0.00 0.00 0.55 0.28 400 70 400 -900.00 4.94 0.00 0.00 1.88 1.54 410 400 410 -900.00 25.12 0.00 0.00 5.74 28.28 415-BNPU 0 410 900.00 1.86 360.47 0.00 3.68 9.24 420-B:TPU 410 420 0.00 0.00 0.00 0.00 0.00 0.00 430 420 430 0.00 0.00 0.00 0.00 0.00 0.00 440-XXRV 430 440 000 450 440 450 0.00 0.00 0.00 0.00 4. . 460 450 430 -1642.54 0.77 0.00 0.00 4.6666 111.1155 490 480 490 -1642.54 9.08 0.00 0.27 4.66 11.15 500 490 500 -1642.54 3.22 0.00 0.00 4.66 11.15 505-BNPU 0 500 1645.64 2.54 269.73 0.00 4.67 11.19 510 140 510 -671.00 1.52 0.00 0.00 1.90 2.12 520 510 520 -901.02 2.38 0.00 0.02 2.56 3.67 530 520 530 -1131.04 3.79 0.00 0.00 3.21 5.59 535 530 535 -1527.84 4.63 0.00 0.06 4.33 9.75 536-RV 536 535 1527.84 0.38 0.00 0.00 9.75 75.22 537 460 536 1527.84 0.38 0.00 0.00 9.75 75.22 538-XXCV 535 460 539 450 460 1527.84 2.06 0.00 0.00 4.33 9.75 550-XXCV 440 420 560-XXCV 100 80 570-XXCV 350 370 J U N C T I O N N 0 D E R E S U L T S JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gom) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ 10-1 20TH & DURST 0.00 5085.50 4770.10 315.40 136.67 20-1 46.50 5083.23 4756.00 327.23 141.80 30-1 46.50 5076.13 4749.30 326.83 141.63 40-1 46.50 5069.74 4745.70 324.04 140.42 50-1 46.50 5062.31 4743.30 319.01 138.24 60-1 46.50 5055.35 4736.00 319.35 138.39 70-1 68.51 5049.14 4729.70 319.44 138.42 80-1 0.00 5047.09 4729.00 318.09 137.84 90-1 PRV 0.00 5046.74 4729.00 317.74 137.69 100-1 0.00 4899.65 4729.00 170.65 73..95 110-1 94.55 4895.78 4720.30 175.48 706.04 120-1 94.55 4892.79 4715.70 177.09 76.74 130-1 187.24 4890.3E 4713.20 177.18 76.78 140-1 114.70 4987.23 4715.70 171.53 74.33 150-1 275.90 4877.52 4705.50 172.02 74.54 160-1 137.02 4873.20 4700.70 172.50 74.75 170-1 0.00 4859.98 4700.00 169.93 73.66 180-1 136.93 4855.79 4706.00 159.79 69.24 190-1 136.93 4862.37 4701.00 161.37 69.93 200-1 136.93 4858.04 4686.00 172.04 74.55 210-1 136.93 4855.62 4676.30 179.32 77.70 220-1 136.93 4854.07 4674.00 180.07 78.03 Desi. n Report, C, S, & P Water Alain 230-1 248.00 4853.IS 4663.00 190.15 82.40 240-1 COSTCO SPRIN 297.29 4852.40 4646.00 206.40 89.44 250-1 0.00 4853.06 4664.00 189.06 81.93 260-1 275.28 4853.11 4661.60 191.51 82.99 270-1 252.96 4853.72 4674.11 179.61 77.83 280-1 315.58 4854.88 4680.38 174.50 75.62 290-1 236.53 4860.01 4695.20 164.81 71.42 300-1 236.53 4865.06 4706.30 158.76 68.80 310-1 0.00 4869.94 4715.00 154.94 67.14 320-1 202.12. 4871.08 4714.00 157.08 68.07 325-1 0.00 4871.08 4718.00 153.08 66.33 330-1 214.83 4877.61 4711.50 166.11 71.98 340-1 54.25 4885.41 4709.00 176.41 76.44 350-1 0.00 4899.50 4716.75 182.75 79.19 360-1 PRV 0.00 5041.69 4716.75 324.94 140.81 370-1 0.00 5042.18 4716.75 325.43 141.02 380-1 54.25 5044.62 4717.00 327.82 142.06 390-1 W. OAK 0.00 5049.46 4718.00 331.46 143.63 400-1 0.00 5054.07 4720.00 334.07 144.77 410-1 0.00 5079.19 4713.50 365.69 158.47 420-1 0.00 5079.19 4713.50 365.69 158.47 430-1 PRV 0.00 5079.20 4713.50 365.70 158.47 440-1 0.00 4954.85 4713.50 241.35 104.58 450-1 114.70 4954.85 4708.00 246.85 106.97 460-1 0.00 4952.79 4709.72 243.07 105.33 480-1 0.00 4955.62 4705.50 250.12 108.38 490-1 0.00 4964.97 4709.00 255.97 110.92 500-1 3.10 4968.19 4709.00 259.19 112.32 510-1 230.02 4888.75 4715.00 173.75 75.29 520-1 230.02 4891.14 4710.90 180.24 78.11 530-1 396.80 4894.94 4713.50 181.44 78.62 535-1 0.00 4899.62 4709.72 189.90 62.29 536-1 PRV-PERKINS 0.00 4952.42 4709.72 242.70 105.17 R E G U L A T I N G V A L V E R E P O R T VALVE POSITION CONTROLLED VALVE VALVE UPSTREAM DOWNSTREAM THROUGH - TYPE NODE PIPE. SETTING STATUS GRADE GRADE FLOW (ft or gpm) (ft) (ft) (gpm) ------------------------------------------------------------------- PRV-1 90 100 4900.00 THROTTLED 5046.74 4899.65 1472.50 PRV-1 360 360 4900.00 THROTTLED 5041.6.9 4899.50 1778.46 PRV-1 430 440 4945.00 CLOSED 5079.20 4954.85 0.00 PRV-1 536 536 4900.00 THROTTLED 4952.42 4899.62 1527.84 S U M M A R Y O F I N F L O W S A N D O U T F L O W S (+) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES (-) OUTFLOWS FROM THE SYSTEM INTO BOUNDARY NODES PIPE FLOWRATE NUMBER (gpm) -- 10 738.37 393 1967.85 415 900.00 505 1645.64 NET SYSTEM INFLOW = 5251.86 NET SYSTEM OUTFLOSi = 0.00 NET SYSTEM DEMAND = 5251.87 **** CYBERNET SIMULATION COMPLETED **** DATE: 2/19/1998 TIME: 12:27:26 Design Report, C, S, & P Water Alain 4. Input Data Average Daily Demand S U M M A R Y O F O R I G I N A L D A T A CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc. Run Description: AVERAGE DAILY DE%AND Drawing: NWPIPE2 R E G U L A T I 11 G V A L V E D A T A VALVE POSITION CONTROLLED VALVE TYPE JUNCTION PIPE SETTING (ft or gpm) -------------------------------------------- PRV-1 90 100 4900.00 PRV-1 360 360 4900.00 PRV-1 536 536 4900.00 P I P E L I N E D A T A STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE PIPE NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS BND-HGL ITUMBER fI n2 (ft) (in) COEFF. COEFF. (ft) ------------------------------------------------------ 10-ENPU 0 10 81.0 8.0 92.50 0.00 4770.10 20 10 20 116.0 8.0 92.50 6.00 30 20 30 409.0 8.0 92.50 0.00 40 30 40 419.0 8.0 92.50 0.00 50 40 50 545.0 8.0 92.50 0.60 60 50 60 609.0 8.0 92.50 0.00 70 60 70 623.0 8.0 92.50 1.00 80 70 80 229.0 12.0 96.00 0.00 90 80 90 5.0 8.0 92.50 0.00 100-P.V 90 100 5.0 8.0 92.50 0.00 110 100 110 419.0 12.0 96.00 0.20 120 110 120 365.0 12.0 96.00 0.20 130 120 130 321.0 12.0 96.00 C.70 140 130 140 593.0 12.0 96.00 0.20 150 140 150 855.0 12.0 96.00 0.20 160 150 160 524.0 12.0 96.00 0.50 170 160 170 465.0 12.0 96.00 0.70 180 170 180 705.0 12.0 96.00 0.00 „ 190 180 190 720.0 12.0 96.00 0.20 200 190 200 1188.0 12.0 96.00 0.20 210 200 210 899.0 12.0 96.00 0.40 220 210 220 840.0 12.0 96.00 0.00 230 220 230 782.0 12.0 96.00 0.20 240 230 240 2178.0 10.0 94.00 1.40 250 240 250 2068.0 10.0 94.00 0.70 260 250 260 416.0 12.0 96.00 0.50 265 260 230 806.0 12.0 96.00 0.20 270 260 270 1031.0 12.0 9'0.00 0.20 280 270 280 685.0 12.0 96.00 0.40 290 280 290 1350.0 12.0 96.00 1.40 Design Report, C,S, & P Water Alain 300 290 300 879.0 12.0 96.00 0.40 310 300 310 601.0 12.0 96.00 0.20 315 310 170 1359.0 12.0 96.00 0.50 320 310 320 156.0 12.0 96.00 0.00 325 320 325 661.0 12.0 96.00 0.00 � i 330 320 330 679.0 12.0 96.00 0•23 340 330 340 640.0 12.0 96.00 0.00 350 340 350 10655.0 12.0 96.00 0.20 360-RV 360 350 5.0 8.0 92.50 0.00 370 360 370 5.0 8.0 92.50 0.00 380 370 360 205.0 12.0 96.00 0.00 390 380 390 324.0 12.0 96.00 0.50 393-BNPU 0 390 246.0 12.0 96.00 0.00 4718.00 397 390 70 1149.0 10.0 94.00 0.00 400 70 400 3198.0 14.0 102.00 0.00 410 400 410 888.0 8.0 92.40 0.00 415-BNPU 0 410 201.0 10.0 94.00 0.00 4720.58 460 450 480 69.0 12.0 96.00 0.00 490 480 490 815.0 12.0 96.00 0.80 S00 490 500 289.0 12.0 96.00 0.00 505-BNPU 0 500 227.0 12.0 96.00 0.00 4701.00 510 140 510 715.0 12.0 96.00 0.00 520 510 520 648.0 12.0 96.00 0.20 530 520 530 679.0 12.0 96.00 0.00 535 530 535 475.0 12.0 96.00 0.20 536-RV 536 535 5.0 6.0 92.50 0.00 537 460 536 5.0 8.0 92.50 0.00 538-CV 535 460 10.0 8.0 92.50 0.00 539 950 460 211.0 12.0 9'0.00 0.00 560-CV 100 80 10.0 8.0 92.50 0.00 570-CV 350 370 10.0 8.0 92.50 0.00 P U M P D A T A THERE IS A PUMP IN LINE 10 DESCRIBED BY THE FOLLOWING DATA: HEAD FLOPTRATE (ft) (gnm) -------------------- 323.40 0.00 277.20 2319.00 231.00 3372.00 184.80 4197.00 138.60 4902.00 92.40 5530.00 46.20 6102.00 0.00 6632.00 THERE IS A PUMP IN LINE 393 DESCRIBED BY THE FOLLOWING DATA: HEAD FLOWRATE (ft) (5Pm) -------------------- 369.60 0.00 323.40 2422.00 277.20 3827.00 231.00 4885.00 184.80 5776.00 138.60 6562.00 92.40 7275.00 46.20 7933.00 0.00 8548.00 THERE IS A'PUMP IN LINE 415 DESCRIBED BY THE FOLLOWING DATA: HEAD FLOWRATE (ft) (9Pm) ------------- 369.60 0.00 Design Report, C, S, & P Water Alain 323.40 2277.00 277.20 3311.00 231.00 4121.00 184.80 4814.00 138.60 5431.00 92.40 5993.00 46.20 6513.00 0.00 7000.00 THERE IS A PUMP IN LI17E 505 DESCRIBED BY THE FOLLOWING DATA: HEAD FLOWRATE (ft) (9Pm) -------------------- 309.54 0.00 277.20 1478.00 231.80 2321.00 184.80 2980.00 138.60 3533.00 92.40 4020.00 46.20 4461.00 0.00 4868.00 J U N C T I O N N 0 D E D A T A JUNCTION JUNCTION EXTERNAL JUNCTION NU;3ER TITLE DEMAND ELEVATION CONNECTING PIPES (4Pm) (ft) ------------------------------------------------------------------------------ 10-1 20TH & DURST 0.00 4770.10 10 20 20-1 15.00 4756.00 20 30 30-1 15.00 4749.30 30 40 40-1 15.00 4745.70 40 50 50-1 15.00 4743.30 50 60 60-1 15.00 4736.00 60 70 70-1 22.10 4729.70 70 80 397 400 80-1 0.00 4729.00 BO 90 560 90-1 PRV 0.00 4729.00 90 100 100-1 0.00 4729.00 100 110 560 110-1 30.50 4720.30 110 120 120-1 30.50 4715.70 120 130 130-1 60.40 4713.20 130 140 140-1 37.00 4715.70 140 150 510 150-1 89.00 4705.50 150 160 " 160-1 44.20 4700.70 160 170 170-1 0.00 4700.00 170 180 315 180-1 44.17 4706.00 180 190 190-1 44.17 4701.00 190 200 200-1 44.17 46B6.00 200 210 210-1 44.17 4676.30 210 220 220-1 44.17 4674.00 220 230 230-1 80.00 4663.00 230 240 265 240-1 COSTCO SPRIN 95.90 4646.00 240 250 250-1 0.00 4664.00 250 260 260-1 88.60 4661.60 260 265 270 270-1 81.60 4674.11 270 280 280-1 101.80 4680.38 280 290 290-1 76.30 4695.20 290 300 300-1 76.30 4706.30 300 310 310-1 0.00 4715.00 310 315 320 320-1 65.20 4714.00 320 325 330 325-1 0.00 4718.00 325 330-1 69.30 4711.50 330 340 340-1 17.50 4709.00 340 350 350-1 0.00 4716.75 350 360 570 360-1 PRV 0.00 4716.75 360 370 370-1 0.00 4-716.75 370 380 570 Design Report, C, S, P TYater Alain 380-1 17.50 4717.00 380 390 390-1 W. OAK 0.00 4718.00 390 393 397 400-1 0.00 4720.00 400 410 410-1 0.00 4713.50 410 415 450-1 37.00 4708.00 460 539 460-1 0.00 4709.72 537 538 539 480-1 0.00 4705.50 460 490 490-1 0.00 4709.00 490 500 500-1 1.00 4709.00 500 505 510-1 74.20 4715.00 510 520 520-1 74.20 4710.90 520 530 530-1 128.00 4713.50 530 535 535-1 0.00 4709.72 535 536 538 536-1 PRV-PERKINS 0.00 4709.72 536 537 4. Input Data Maximum Daily Demand S U M M A R Y O F O R I G I N A L D A T A CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc. Run Description: MA.X DAY DE�,IA D Drawing: N'APIPE R E G U L A T I N G V A L V E D A T A VALVE POSITION CONTROLLED VALVE TYPE JUNCTION PIPE SETTING (ft or gpm) -------------------------------------------- PRV-1 90 100 4900.00 PRV-1 360 360 4900.00 PRV-1 430 440 4945.00 PRV-1 536 536 4900.00 P I P E L I N E D A T A STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE PIPE NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS BND-HGL NUMBER #1 #2 (ft) (in) COEFF. COEFF. (ft) ---------------------------------------------------- -------------------------- 10-BNPU 0 10 81.0 8.0 92.50 0.00 17,7 0.10 20 10 20 116.0 8.0 92.50 0.00 30 20 30 409.0 8.0 92.50 0.00 40 30 40 419.0 8.0 92.50 0.00 50 40 50 545.0 6.0 92.50 0.80 60 50 60 609.0 8.0 92.50 0.00 70 60 70 623.0 8.0 92.50 1.00 80 70 80 229.0 12.0 96.00 0.00 90 80 90 5.0 8.0 92.50 0.00 100-RV 90 100 5.0 8.0 92.50 0.00 110 100 110 419.0 12.0 96.00 0.20 120 110 120 365.0 12.0 96.00 0.20 130 120 130 321.0 12.0 96.00 0.70 Desi,; t Report, C, S, & P Water Alain 140 130 140 593.0 12.0 96.00 0.20 150 140 150 855.0 1.2.0 96.00 0.20 160 150 160 524.0 12.0 96.00 0.50 170 160 170 4G5.0 12.0 96.00 0.70 180 170 180 705.0 12.0 96.00 0.00 190 180 190 720.0 12.0 96.00 0.20 200 190 200 1188.0 12.0 96.00 0.20 210 200 210 899.0 12.0 96.00 0.40 220 210 220 640.0 12.0 96.00 0.00 230 220 230 782.0 12.0 96.00 0.20 240 230 240 2178.0 10.0 94.00 1.40 250 240 250 20,008.0 10.0 94.00 0.70 260 250 260 416.0 12.0 96.00 0.50 265 260 230 806.0 12.0 96.00 0.20 270 260 270 1031.0 12.0 96.00 0.20 280 270 280 685.0 12.0 96.00 0.40 290 280 290 1350.0 12.0 96.00 1.40 300 290 300 679.0 12.0 96.00 0.40 310 300 310 601.0 12.0 96.00 0.20 315 310 170 1359.0 12.0 96.00 0.50 320 310 320 156.0 12.0 96.00 0.00 325 320 325 661.0 12.0 96.00 0.00 330 320 330 679.0 12.0 96.00 0.20 340 330 340 640.0 12.0 96.00 0.00 350 340 350 1085.0 12.0 96.00 0.20 360-RV 360 350 5.0 8.0 92.50 0.00 370 360 370 5.0 8.0 92.50 0.00 380 370 380 205.0 12.0 96.00 0.00 390 380 390 324.0 12.0 96.00 0.50 393-BNPU 0 390 246.0 12.0 96.00 0.00 4718.00 397 390 70 1149.0 10.0 94.00 0.00 400 70 400 3198.0 14.0 102.00 0.00 410 400 410 888.0 8.0 92.40 0.00 415-ENPU 0 410 201.0 10.0 94.00 0.00 4720.58 420-XX 410 420 229.0 12.0 94.00 0.00 430 420 430 5.0 8.0 92.50 0.00 440-RV 430 440 5.0 8.0 92.50 0.00 450 440 450 229.0 12.0 96.00 0.00 490 450 480 69.0 12.0 56.00 0.00 490 480 490 815.0 12.0 96.00 0•EO 500 490 500 289.0 12.0 96.00 O.CO 505-B42U 0 500 227.0 12.0 96.00 0.00 4701.00 510 140 510 715.0 12.0 96.00 0.00 520 510 520 648.0 12.0 96.06 0.20 530 520 530 679.0 12.0 96.00 0.00 535 530 535 475.0 12.0 96.00 0•20 536-RV 536 535 5.0 8.0 92.50 0.00 537 460 536 5.0 8.0 92.50 0.00 538-CV 535 460 10.0 8.0 92.50 0.00 539 450 460 211.0 12.0 96.00 0.00 550-CV 440 420 10.0 8.0 92.50 0.00 560-CV 100 80 10.0 8.0 92.50 0.00 570-CV 350 370 10.0 8.0 92.50 0.00 P U M P D A T A THERE IS A PUMP IN LINE 10 DESCRIBED BY THE FOLLOWING DATA: HEAD FLOWRATE (ft) (4Pm) 323.40 0.00 • 277.20 2319.00 231.00 3372.00 184.80 4197.00 138.60 4902.00 92.40 5530.00 Deskii Report, C, S, & P JT"ater Main PRV-1 90 100 4900.00 PRV-1 360 360 4900.00 PRV-1 430 440 4945.00 PRV-1 536 536 4900.00 P I P E L I N E D A T A STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE PIPE NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS BND-HGL NUMBER #pl #2 (ft) (in) COEFF. COEFF. (ft) ------------------------------------------------------------------------------- 10-BNPU 0 10 81.0 8.0 92.50 0.00 4770.10 20 10 20 116.0 8.0 92.50 0.00 30 20 30 409.0 8.0 92.50 0.00 40 30 40 419.0 8.0 92.50 0.00 50 40 50 545.0 8.0 92.50 0.80 60 50 60 609.0 8.0 92.50 0.00 70 60 70 623.0 8.0 92.50 1.00 80 70 60 229.0 12.0 96.00 0.00 90 80 90 5.0 8.0 92.50 0.00 100-RV 90 100 5.0 8.0 92.50 0.00 110 100 110 419.0 12.0 96.00 0.20 120 110 120 365.0 12.0 96.00 0.20 130 120 130 321.0 12.0 96.00 0.70 140 130 140 593.0 12.0 96.00 0.20 ISO 140 150 855.0 12.0 96.00 0.20 160 150 160 524.0 12.0 96.00 0.50 170 160 170 465.0 12.0 96.00 0.70 180 170 180 705.0 12.0 96.00 0.00 190 180 190 720.0 12.0 96.00 0.20 200 190 200 1188.0 12.0 96.00 0.20 210 200 210 899.0 12.0 96.00 0.40 220 210 220 840.0 12.0 96.00 0.00 230 220 230 782.0 12.0 96.00 0.20 240 230 240 2178.0 10.0 94.00 1.40 250 240 250 2068.0 10.0 94.00 0.70 260 250 260 416.0 12.0 96.00 0.50 2055 260 230 806.0 12.0 96.00 0.20 270 260 270 1031.0 12.0 96.00 0.20 260 270 280 685.0 12.0 96.06 0.40 290 280 290 1350.0 12.0 56.00 1.40 300 290 300 879.0 12.0 96.00 0.40 310 300 310 601.0 12.0 96.00 0.20 315 310 170 1359.0 12.0 96.00 0.50 320 310 320 156.0 12.0 96.00 0.00 325 320 325 661.0 12.0 96.00 0.00 330 320 330 679.0 12.0 96.00 0.20 340 330 340 640.0 12.0 96.00 0.00 350 340 350 1025.0 12.0 96.00 0.20 360-RV 360 350 5.0 8.0 92.50 0.00 370 360 370 5.0 8.0 92.50 0.00 380 370 380 205.0 12.0 56.00 0.00 390 380 390 324.0 12.0 96.00 0.50 393-BNPU 0 390 246.0 12.0 96.00 0.00 4718.00 397 390 70 1149.0 10.0 94.00 0.00 400 70 400 3198.0 14.0 102.00 0.00 410 400 410 888.0 8.0 92.40 0.00 415-BNPU 0 410 201.0 10.0 94.00 0.00 4720.58 420-XX 410 420 229.0 12:0 94.00 0.00 430 420 430 5.0 8.0 92.50 0.00 440-RV 430 440 5.0 8.0 92.50 0.00 450 440 450 229.0 12.0 96.00 0.00 460 450 490 69.0 12.0 96.00 0.00 490 480 490 815.0 12.0 96.00 0.80 Design Report, C, S, & P Jkater Alain 500 490 500 289.0 12.0 96.00 0.00 505-BNPU 0 500 227.0 12.0 96.00 0.00 4701.00 510 140 510 715.0 12.0 96.00 0.00 520 510 520 648.0 12.0 96.00 0.20 530 520 530 679.0 12.0 96.00 0.00 535 530 535 475.0 12.0 96.00 0.20 536-RV 536 535 5.0 8.0 92.50 0.00 537 460 536 5.0 6.0 92.50 0.00 538-CV 535 460 10.0 8.0 92.50 0.00 539 450 460 211.0 12.0 96.00 0.00 550-CV 440 420 10.0 8.0 92.50 0.00 560-CV 100 80 10.0 8.0 92.50 0.00 570-CV 350 370 10.0 8.0 92.50 0.00 P U M P D A T A THERE IS A PUMP IN LINE 10 DESCRIBED BY THE FOLLOWING DATA: HEAD FLOWRATE (ft) (9Pm) -------------------- 323.40 0.00 277.20 2319.00 231.00 3372.00 184.80 4197.00 138.60 4902.00 92.40 5530.00 46.20 6102.00 0.00 6632.00 THERE IS A PUMP IN LINE 393 DESCRIBED BY THE FOLLOWING DATA: HEAD FLOWRATE (ft) (9Pm) -------------------- 369.60 0.00 323.40 2422.00 277.20 3827.00 231.00 4885.00 16_60 5776.00 138.60 6562.00 92.40 7275.00 46.20 7933.00 0.00 8548.00 THERE IS A PUMP IN LINE 415 DESCRIBED BY THE FOLLOWING DATA: HEAD FLOWRATE (ft) (9Pm) -------------------- 369.60 0.00 323.40 2277.00 277.20 3311.00 231.00 4121.00 184.80 4814.00 138.60 5431.00 92.40 5993.00 46.20 6513.00 0.00 7000.00 THERE IS A PUMP IN LINE 505 DESCRIBED BY THE FOLLOWING DATA: HEAD FLOWRATE (ft) (gpm) -------------------- 309.54-- 0.00 277.20 1478.00 231.80 2321.00 184.80 2980.00 138.60 3533.00 Design Report, C, S, & P Water Main 92.40 4020.00 46.20 4461.00 0.00 4868.00 J U PI C T I O N 11 O D E D A T A JUNCTION JUNCTION EXTERNAL JUNCTION NMMBER TITLE DEMAND ELEVATION CONNECTING PIPES (4Pm) (ft) ------------------------------------------------------------------------------ 10-1 20TH & DURST 0.00 4770.10 10 20 20-1 46.50 4756.00 20 30 30-1 46.50 4749.30 30 40 40-1 46.50 4745.70 40 50 50-1 46.50 4743.30 50 60 60-1 46.50 4736.00 60 70 70-1 68.51 4729.70 70 80 397 400 80-1 0.00 4729.00 80 90 560 90-1 PRV 0.00 4729.00 90 100 100-1 0.00 4729.00 100 110 560 110-1 94.55 4720.30 110 120 120-1 94.55 4715.70 120 130 130-1 187.24 4713.20 130 140 140-1 114.70 4715.70 140 150 510 150-1 275.90 4705.50 150 160 160-1 137.02 4700.70 160 170 170-1 0.00 4700.00 170 180 315 180-1 136.93 4706.00 180 190 190-1 136.93 4701.00 190 200 200-1 136.93 4686.00 200 210 210-3 136.93 4676.30 210 220 220-1 136.93 4674.00 220 230 230-1 136.93 4663.00 230 240 265 240-1 COSTCO SPRIN 297.29 4646.00 240 250 250-1 0.00 4664.00 250 260 260-1 275.28 4661.60 260 265 270 270-1 252.96 4674.11 270 280 280-1 315.58 4680.38 280 290 290-1 236.53 4695.20 290 300 300-1 236.53 4706.30 300 310 310-1 0.00 4715.00 310 315 320 320-1 202.12 4714.00 320 325 330 325-1 0.00 4718.00 325 330-1 214.83 4711.50 330 340 340-1 54.25 4709.00 340 350 350-1 0.00 4716.75 350 360 570 360-1 PRV 0.00 4716.75 360 370 370-1 0.00 4716.75 370 380 570 380-1 54.25 4717.00 380 390 390-1 W. OAK 0.00 4718.00 390 393 397 400-1 0.00 4720.00 400 410 410-1 0.00 4713.50 410 415 420 420-1 0.00 4713.50 420 430 550 430-1 PRV 0.00 4713.50 430 440 440-1 0.00 4713.50 440 450 550 450-1 114.70 4708.00 450 460 539 460-1 0.00 4709.72 537 538 539 480-1 0.00 4705.50 460 490 490-1 0.00 4709.00 490 500 500-1 3.10 4709.00 500 505 510-1 230.02 4715.00 510 520 520-1 230.02 4710.90 520 530 530-1 396.80 4713.50 530 535 535-1 0.00 4709.72 535 536 538 536-1 PRV-PERKINS 0.00 4709.72 536 537 Design Report, C, S, & P Water Main 46.20 6102.00 0.00 6632.00 THERE IS A PUMP IN LINE 393 DESCRIBED BY THE FOLLOWING DATA: HEAD FLO`riRATE s (ft) (gpm) w -------------------- 369.60 0.00 323.40 2422.00 277.20 3827.00 231.00 4885.00 184.80 5776.00 138.60 6562.00 92.40 7275.00 46.20 7933.00 0.00 8548.00 THERE IS A PUMP IN LINE 415 DESCRIBED BY THE FOLLOWING DATA: HEAD FL04iRATE (ft) (gpm) -------------------- 369.60 0.00 323.40 2277.00 277.20 3311.00 231.00 4121.00 184.80 4814.00 138.60 5431.00 92.40 5993.00 46.20 6513.00 0.00 7000.00 THERE IS A PUMP IN LINE 505 DESCRIBED BY THE FOLLOWING DATA: HEAD FLOWRATE (ft) (gpm) --- 309.54 0.00 277.20 1478.00 231.80 2321.00 164.80 2960.00 138.60 3533.00 92.40 4020.00 46.20 4461.00 0.00 4868.00 J U N C T I 0 N Pi 0 D E D A T A JUNCTION JUNCTION EXTERNAL JUNCTION NUMBER TITLE DEMAND ELEVATION CONNECTING PIPES (gpm) (ft) ------------------------------------------------------------------------------ 10-1 20TH & DURST 0.00 4770.10 10 20 20-1 37.50 4756.00 20 30 30-1 37.50 4749.30 30 40 40-1 37.50 4745.70 40 50 50-1 37.50 4743.30 50 60 60-1 37.50 4736.00 60 70 70-1 55.25 4729.70 70 80 397 400 80-1 0.00 4729.00 80 90 560 90-1 PRV 0.00 4729.00 90 100 100-1 0.00 4729.00 100 110 560 110-1 76.25 4720.30 110 120 1-20-1 76-.2-5 4-715-.-7-0 120 130 130-1 151.00 4713.20 130 140 140-1 92.50 4715.70 140 150 510 150-1 222.50 4705.50 150 160 160-1 110.50 4700.70 160 170 Design Report, C, S, & P Water Alai" 170-1 0.00 4700.00 170 180 315 180-1 110.43 4706.00 1B0 190 190-1 110.43 4701.00 190 200 200-1 110.43 4686.00 200 210 210-1 110.43 4676.30 210 220 c ? 220-1 110.43 4674.00 220 230 230-1 110.43 4663.00 230 240 265 240-1 COSTCO SPRIN 239.75 4646.00 240 250 250-1 0.00 4664.00 250 260 260-1 222.00 4661.60 260 265 270 270-1 204.00 4674.11 270 280 280-1 254.50 4680.38 280 290 290-1 190.75 4695.20 290 300 300-1 190.75 4706.30 300 310 310-1 0.00 4715.00 310 315 320 320-1 163.00 4714.00 320 325 330 325-1 0.00 4718.00 325 330-1 173.25 4711.50 330 340 340-1 43.75 4709.00 340 350 350-1 0.00 4716.75 350 360 570 360-1 PRV 0.00 4716.75 360 370 370-1 0.00 4716.75 370 380 570 380-1 43.75 4717.00 330 390 390-1 W. OAK 0.00 4718.00 390 393 397 400-1 0.00 4720.00 400 410 410-1 0.00 4713.50 410 `415 420 420-1 0.00 4713.50 420 430 550 430-1 PRV 0.00 4713.50 430 440 440-1 0.00 4713.50 440 450 550 450-1 92.50 4708.00 450 460 539 460-1 0.00 4709.72 537 538 539 480-1 0.00 4705.50 460 490 490-1 0.00 4709.00 490 500 500-1 2.50 4709.00 500 505 510-1 185.50 4715.00 510 520 520-1 185.50 4710.90 520 530 530-1 320.00 4713.50 530 535 535-1 0.00 4709.72 535 536 538 536-1 PRV-PERKINS 0.00 4709.72 536 537 4. Input Data Peak Hour Demand S U M bl A R Y O F O R I G I N A L D A T A CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc. Run Description: PEAK HOLM DEMAND Drawing: N'APIPE R E G U L A T I N G V A L V E D A T A VALVE POSITION CONTROLLED VALVE TYPE JUNCTION PIPE SETTING (f t or g.0m) ------------------------------------------- .Design Report, C, S, & P Water Main i �� a.� '���� '� o� s t� ��� ��� ��� ��� ������� i� 1 �� r sanitary Sewerage Analysis Copyright (C) 1993 by Expertware CivilSystems Corporation 17-JUL-97 14:29 Page 16 'Criteria File: BOZI.DCT e Model File: BOZ4.SAN ' s -,2esidential Flow= 117.0 gpcd .tration= 0 gpad + 0 g/in/mi/d Peaking Factor= Harmon formula* 1.00 <=5.00, Industrial Peaking Factor=1.00 Pipe Manholes External Purp Heas Hannings Area+Addnl Up Down Description File Rate Flow Grade n Dia Population .........-.......................................gpm- cfs-----G - ----ln------------ ,,.:,•., :r..... ..... ... 0.980 0.013 24 0+ 0 10008 •10009j 0.970 0.013 24 0+ 0 0009 ;::z, ti-- 0 I0011 � I��Y �� 1.020 0.013 24 � 0+ 0 010 G � 1.000 0.013 24 0+ 0 r�c3r � s � 410012••-�:��:?10013J f �� • 0.950 0.013 24 0+ 0 �� 1.800 0.013 30 0+ 0 A�� � �SYS /v' � SS)�'J S IU 0.500 0.013 30 0+ D 5Q` h ' VS BOZ2 0.950 0.013 24 0+ 0 0106'•: :^ 107' 0.950 0.013 24 0+ 0 N 1 �1 .":, .;.�101.09.- _ 0.950 0.013 24 C+ 0 08 0.950 0.013 24 � 0 0 d110�° 0.950 0.013 24 — 0+ 0 1.060 0.013 24 i C+ 0 .101.11 ti d 0001 MAP ZONING: R1 R2 R3 R3A P.4 RO RS R`1H FUT H1 M2 B2 ---------population density (pers/acre) / Industrial flow (gal/acre/ ay)----••••--- Infiltr 3.8 7.6 12.2 12.2 12.2 12.2 2.5 0.9 13.3 0.0 0.0 0.0 Code 0 0 0 0 0 0 0 0 0 2020 2020 3495 - -------------- +-area in acres - -- - - -- - - IC003 10009 10010 10011 10012 10013 10014 10106 10107 10108 10109 10110 '.0111 r07O5A EXISTING.... REO'D PROPOSED......................... DESIGN FLOWS............. pI [)is Capacity Die Die Capacity Vfull Vpart 0/of lnfiltr Average ' Peak inch------cfs--inch--inch------cfs---fps---fps----------- --- cfs------cfs------cfs 10008 24 22.40 16.5 24 22.40 7.1 6.6 0.37 1.11 3.94 8.31 ))09 24 22.28 16.6 24 22.28 7.1 6.6 0.37 1.11 3.94 8.31 10010 24 22.85 16.4 24 22.85 7.3 6.7 0.36 1.11 3.94 8.31 10011 24 22.62 16.5 24 22.62 7.2 6.7 0.37 1.11 3.94 8.31 10012 24 22.05 16.6 24 22.05 7.0 6.5 0.38 1.11 3.94 8.31 10013 30 55.03 14.8 30 55.03 11.2 8.1 0.15 1.11 3.94 8.31 10014 30 29.00 18.8 30 29.00 5.9 5.1 0.29 1.11 3.94 8.31 �14106--,-2-4 -;22.05 �16.6�m11'24' > 22.05 7.0 6.5 0.38 v>- 1.11 -3.94 •. "8.31 .�10107 24 22.05 16.6 24 22.05 7.0 6.5 0.38 1.11 3.94 8.31 10108 24 22.05 16.6 24 22.05 7.0 6.5 0.38 1.11 3.94 8.31 10109 24 22.05 16.6 24 22.05 7.0 6.5 0.38 1.11 3.94 8.31 10110 24 22.05 16.6 24 22.05 7.0 6.5 0.38 1.11 3.94 8.31 10111 24 23.29 16.3 24 23.29 7.4 6.8 0 0 . 0.03 .13 6 111 3.94 8.31 F0705A 8 0.00 0.0 8 0.00 0.0 EXISTING.... REQ'D PROPOSED......................... DESIGN FLOWS............. Up Dia Capacity Dia Dia Capacity Vfull Vpart Q/Qf Infiltr Average Peak -------------inch------cfs--inch--inch------cfs---fps---fps---------------cfs------cfs------cfs 956 24 7.15 13.0 24 7.15 2.3 1.8 0.20 0.07 0.44 1.40 957 24 7.15 13.0 24 7.15 2.3 1.8 0.20 0.07 0.44 1.40 958 24 7.15 13.0 24 7.15 2.3 1.8 0.20 0.07 0.44 1.40 974 8 0.76 2.2 8 0.76 2.2 0.9 0.03 0.00 0.01 0.02 I0101 24 11.08 11.1 24 11.08 3.5 2.4 0.13 0.07 0.44 1.40 10102 24 11.08 11.1 24 11.08 3.5 2.4 0.13 0.07 0.44 1.40 10103 24 11.08 11.1 24 11.08 3.5 2.4 0.13 0.07 0.44 1.40 10104 24 11.08 11.1 24 11.08 3.5 2.4 0.13 0.07 0.44 1.40 I0105' 24 " 10:37-11.3 24 10.37 3.3 2.3 0.14 0.07 0.44 1.40' J0401 18 8.27 9.3 18 8.27 4.7 3.5 0.17 0.07 0.44 1.40 K0405 8 0.76 2.6 8 0.76 2.2 1.1 0.05 0.00 0.01 0.04 K0406 8 1.08 2.9 8 1.08 3.1 1.7 0.07 0.00 0.02 0.07 K0407 8 1.08 3.4 8 1.08 3.1 2.0 0.10 0.01 0.03 0.11 K0408 8 1.08 3.7 8 1.08 3.1 2.2 0.13 0.01 0.04 0.14 K0409 8 1.35 3.7 8 1.35 3.9 2.7 0.13 0.01 0.05 0.17 lo 0 Lj-j Vol-v, L-7—v J V rUU I a L _ — N yv OpQ _J 4. --�z t _� a Q c �-------t 4 x a. F/� --- OO CD C7 ' N 0 Cc 'o !J :r l ; xi _I O O M �1 J CO f� to Ln N O Q to fn to S S S S S 24_ S 24" S 24" A6� - - $ - - - - - -E�- - - -8- - -- —.—M; -e- Q' =i i I O 0 oQ. ol _ COO N J, 8" 9lb-O�H S I-�OH o — /' o / Ce IN C2 Cam) O T- X 00ro M " r co 0 . I�b@to ob _ M �� 81voto -02 0 0 0 0 0 �i n 8" VC o Q-- 0 0 0 0 0 0 . 0 0 _ 1 I{� 11 C —I` r Q S = S S 1 rt 0 - _ _� O III. 0� i ( LO IM M +1 1 O y0 if? 1 O O 7I r, L Di `_' it {71��--'^ -- , �� CN uli .0 O v� L / •\- O ilk r!' ISJ CA �I _ M M MO �� ! t -7,� � � M • W� +'I N �- o < 1 11� 1 I 1 11. 1 1 1 i� 1 1 1 1 1 1 1 1 1 Project: minor#2 This is the Amospec paved road design output. This output is made up of two parts. The first part provides the pavement section design. The second part provides the geotextile selection based on survivability criteria. The pavement design parameters are: 1. Estimated total traffic = 500000 18-kip ESALS 2. Standardized normal deviate =-1.645 3. Standard deviation= .35 4. Subgrade resilient modulus= 15 ksi 5. Initial serviceability = 4 PSI 6. Terminal serviceability= 2 PSI This is a flexible pavement design. The unit cost of the pavement is $ 16.17/sq. yd. The cross-section is as follows: 1. 3 inches of asphalt surface course Unit cost of asphalt concrete= $ 35.00/ton In-place density of asphalt concrete = 145 pcf Layer coefficient for surface = .4 Drainage modifier for surface= 1 2. 3 inches of graded crushed aggregate Unit cost of base = $ 10.00/ton In-place density of base = 135 pcf Resilient modulus of base = 22.5 ksi Layer coefficient for base == .13 Drainage modifier for surface= .8 3. 12 inches of subbase Unit cost of base = $ 10.00/ton In-place density of subbase= 132 pcf Resilient modulus of subbase = 15 ksi Layer coefficient of subbase= .1 Drainage modifier of subbase= .8 The geotextile design parameters are: 1. The max. contact pressure is 8 - 35 psi. 2. The minimum lift thickness is 18 inches. 3. The size of the fill aggregate is 3 inches.