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Home My WebLink AboutWater & Sanitary Sewer Report._ ·I ·.: i,. -... -?' -. ~ ' -., "· ..... Water & Sanitary Sewer Report FOR Christ United Methodist Church Phase III 4203 State Highway No. 6, South College Station, Texas April 24, 2006 Revision No. 1 -May 24, 2006 Prepared For: Christ United Methodist Church 4203 State Highway No. 6, South College Station, TX 77845 Prepared By: Rabon Metcalf Engineering P.O. Box 9253 College Station, TX 77845 RME No.198-0272 Water & Sanitary Sewer Report FOR Christ United Methodist Church Phase III 4203 State Highway No. 6, South College Station, Texas April 24, 2006 Revision No. 1 -May 24, 2006 Prepared For: Christ United Methodist Church 4203 State Highway No. 6, South College Station, TX 77845 Prepared By: Rabon Metcalf Engineering P.O. Box 9253 College Station, TX 77845 RME No. 198-0272 Water & Sanitary Sewer Report-Revision No. 1 Christ United Methodist Church TABLE OF CONTENTS: Phase ill 4203 State Highway No. 6, South College Station, Texas PAGE 1.0 General Information ....................................................................................................................................... 1 1.1 Scope of Report and Proposed Development ........................................................................................... 1 1.2 Site and General Location ........................................................................................................................ 1 1.3 Description ofExisting Conditions .......................................................................................................... 1 1.4 Existing Water Distribution System ......................................................................................................... 2 1.5 Existing Sanitary Sewer Collection System ............................................................................................ .3 2.0 Water System Improvements ......................................................................................................................... 3 2.1 Proposed Water System Configuration ................................................................................................... .3 2.2 Domestic Water Supply Requirements .................................................................................................... .4 2.3 Fire Flow Requirements .......................................................................................................................... .4 2.4 Hydraulic Modeling Methodology .......................................................................................................... .5 2.5 Modeling Results & Conclusions ............................................................................................................ .5 3.0 Sanitary Sewer Improvements .............................•......................................................................................... 8 3.1 Proposed Sanitary Sewer Configuration ................................................................................................... 8 3.2 Sanitary Sewer Flow Calculations ............................................................................................................ 8 3.3 Hydraulic Modeling Methodology ........................................................................................................... 8 3.4 Modeling Results & Conclusions ............................................................................................................. 8 ATTACHMENTS: Vicinity Map Existing Water & Sewer System Schematic Map (Sheet Cl.IA & Cl.lB -Existing Site, Demolition & Erosion Control Plan) Flow Test Report Water Line "Wl" -Plan/Profile (Sheet C2. l -C2.3) 2000 International Fire Code -Appendix B & C KYPIPE Hydraulic Analysis Data Sanitary Sewer Line "S l" -Plan/Profile (Sheet C2.3) WINSTORM Hydraulic Analysis Data 198-0272 Water-Sewer Report-Rev! Page -i Water & Sanitary Sewer Report-Revision No. 1 Christ United Methodist Church Phase ill 4203 State Highway No. 6, South College Station, Texas 1.0 GENERAL INFORMATION 1.1 Scope of Report and Proposed Development: This report addresses the water and sanitary sewer improvements, including associated detention facilities and structures, for the Christ United Methodist Church, Phase III development conditions. Currently, the site is developed with primarily two buildings and supporting drives, parking and sidewalks. The first is a 26,977 square-foot building that is the "Existing Sanctuary" with offices and educational classrooms. The second main structure, "Annex Building", is a 47,484 square-foot building that is used for additional educational spaces, administration, and the church's fellowship hall. The proposed Phase III is anticipated to consist of a 48,170 square-foot ''New Sanctuary" building (1,680 seats) with additional classrooms, meeting halls, and offices with associated site improvements. Associated site improvements include, but are not limited to, parking lots, drives, sidewalks, landscaping, etc ... The proposed development and correlating water and sanitary sewer improvements are designed and analyzed in accordance with the criteria outlined in the "B/CS Unified Technical Specifications and Design Guidelines" (UTSDS) manual of the City of College Station (CoCS). 1.2 Site and General Location: The proposed development, Christ United Methodist Church, Phase III, is wholly contained on Lot 1 & 2 of the Barron Park subdivision consisting of 24.82 acres. The property is bordered by State Highway No. 6 (East Bypass) to the west. All property immediately adjacent to the site (north, east, and south) is currently undeveloped. Access to the tract can be accomplished from the west by means of the East Frontage Road of State Highway No. 6. A Vicinity Map, for this project site, is provided and is located in the "Attachment" portion of this manual. This map is being provided as an aid in locating the site. Drawings describing the work and its specific locations are contained in the Construction Drawings prepared by Rabon Metcalf Engineering, College Station, Brazos County, TX. These Construction Drawings are included as part of this Drainage Report by reference. 1.3 Description of Existing Conditions: The 24.82-acre tract is a moderately well sloping (approximately 2%) developed site with area inlets and underground drainage systems that convey runoff to the head-works 198-0272 Water-Sewer Report-Rev! Page -1 Christ United Methodist Church -Phase ill Water & Sanitary Sewer Report-Rev. No. 1 Rabon Metcalf Engineering May24, 2006 of an unnamed tributary of the South Fork of Lick Creek. This unnamed tributary currently extends southeast into the property approximately 100 linear feet and departs the property approximately in the middle of the north property line. Improved areas, that consist of impervious cover, (i.e. buildings, parking/drives, sidewalks) constitute approximately 9.92-acres. Improved areas that are covered with landscaping and sod are approximately 4.30-acres. The remaining 10.60-acres is unimproved with land-cover general consists of open grassy areas with some thick brush, weeds, and trees at the upstream of the unnamed tributary. Elevations range on the site from approximately 282 ' Mean Sea Level (MSL) to approximately 298' MSL. 1.4 Existing Water Distribution System: The project site is moderately well served by existing water lines. An Existing Water & Sewer System Schematic Map is contained in the "Attachment" section and is summarized as follows: 1. An 18" water line traverses along the entire "front" of the property and parallel to State Highway No. 6 -East Frontage Road. This water line is wholly contained within a 20' Public Utility Easement (Volume 939, Page 209); 2. A 12" PVC water line extends along the south property line of Lot 1 within the "stem" portion of this lot that extends to the SH 6 East Frontage Road. This 12" water line is connected to the before mentioned 18" water line and extends to the "Annex Building". This water line is wholly contained within a 20' Public Utility Easement (Volume 939, Page 209); 3. Two 8" PVC water lines extend from the before mentioned 12" water line. The first 8" water line extends in a northerly direction along the common property line of Lot 1 and Lot 2 to an existing fire hydrant. This fire hydrant and a portion of this 8" water line will be abandoned and rerouted for construction of the ''New Sanctuary". The second 8" water line extends in an easterly direction to the rear of the "Annex Building". Portions of both water lines are covered in a 20' Public Utility Easement (Volume 939, Page 209). Flow tests were obtained from the CoCS Public Utility Department from fire hydrant T- 004. This flow test was conducted on November 2, 2005 and the Flow Test Report is provided in the "Attachment" section of this report. The flow data is summarized below in Table #1 -Flow Test Data. TABLE#l FLOW TEST DATA Flow Pilot Static Fire Static Residual Hydrant Reading Flow Hydrant Pressure Pressure No. Location <osi) (gom) No. (psi) (psi) T-004 4203 Hwy 6 South 70 1405 T-002 98 96 Note: The reported flow is from the 2.5" nozzle of the identified flow hydrant; 198-0272 Water-Sewer Report-Revl Page -2 Christ United Methodist Church -Phase ill Water & Sanitary Sewer Report -Rev. No. I 1.5 Existing Sanitary Sewer Collection System: Rabon Metcalf Engineering May24, 2006 The project site is moderately well served by existing sanitary sewer collection lines. An Existing Water & Sewer System Schematic Map is contained in the "Attachment" section as is also summarized as follows: 1. An 8" PVC sanitary sewer line traverses along the entire "front" of the property and parallel to State Highway No. 6 -East Frontage Road with a flow in a northerly direction. This sanitary sewer line is wholly contained within a 20' Public Utility Easement (Volume 939, Page 209); 2. An 8" PVC sanitary sewer line ~xtends along the south property line of Lot 1 within the "stem" portion of this lot that extends to the SH 6 East Frontage Road. This 8" sanitary sewer line conveys flow into the before mentioned 8" sanitary sewer line and extends to the "Annex Building". Flow in this line goes in a westerly direction. This sanitary sewer line is wholly contained within a 20' Public Utility Easement (Volume 939, Page 209); 2.0 WATER SYSTEM IMPROVEMENTS 2.1 Proposed Water System Configuration: The existing 18" water line that transverses along the front property line was determined to be the most feasible location to tie into and provide domestic water, irrigation and frre flow projection. For these water uses, a combination of an 12'', 8'', and 6" water line will be installed starting at the northwest property comer of Lot 2. A 12" water line will extend approximately 497 linear feet into the property to a point near the northwest comer of the "Proposed Sanctuary". A fire hydrant will be installed at this point, approximately 3' behind the curb and adjacent to the firelane for fire coverage. From this point the proposed water line reduces in size to a 6" and extends to the northwest comer of the new building at a common location with the building's mechanical closet. Located in the building's mechanical closet will be a fire riser with double check valve, backflow preventor, and wall-mounted Fire Department Connection (FDC). This FDC is approximately 68 feet from the proposed fire hydrant and is approximately 25 feet from the frrelane with an unobstructed path. Also from the terminus of the 12" water line a 8" water line will be extend an additional 342 feet east into the property to a point near the northeast comer of the "Proposed Sanctuary". A fire hydrant will be installed at this point, approximately 3' behind the curb and adjacent to the firelane for frre coverage. From this point the proposed 8" water line will extend approximately 1,225 feet to the north and east, around the "Annex Building", and tie into the existing 8" water line. As mentioned earlier this new water line will provide fire protection and domestic water as well as landscape irrigation water service. The Water Line "WI" -Plan/Profile construction drawings are included in the "Attachment" portion of this report and more fully details the proposed water system improvements. The proposed water lines, and appurtenances, will be constructed and installed in accordance with the UTSDG. Unless specifically identified on the Construction Drawings, the proposed water lines will be of type PVC AWWA C909 DR14 water line 198-0272 Water-Sewer Report-Rev I Page-3 Christ United Methodist Church -Phase ill Water & Sanitary Sewer Report -Rev. No. I Rabon Metcalf Engineering May24, 2006 pipe. Public utility lines will be installed in existing public utility easements or placed in proposed public utility easements which will be dedicated by separate instruments. 2.2 Domestic Water Supply Requirements: An average daily water consumption of 30 gpm was provided by Turner Partners Architecture, LLP (333 Cypress Run, Suite 350, Houston, TX) who are the architects for the proposed church expansion. Using this average daily water demand the peak hourly flow was determined, per the UTSDG, by implementing the following equation. Peak Hourly Flow = Average Daily Flow x 4.0 Peak Hourly Flow= 30 gpm x 4.0 = 120 gpm Average daily and peak demands for each of the existing structures are expected to be moderately near the same values of the ''New Sanctuary". Therefore, hydraulic modeling at normal flow conditions will implement three meters with a peak flow of 120 gpm each since meters or service for these structures will not be changed or modified. 2.3 Fire Flow Requirements: The fire flow demand, for the proposed development, was derived by the use of the 2000 International Fire Code. Appendix B & C of the IFC is provided in the "Attachment" section of this report. For code analysis, the following building construction parameters where obtained from the project architects and is summarized below in Table #2 - Building Information. TABLE#2 BUILDING INFORMATION Type Existing Sanctuary Annex Building New Sanctuary Construction Type IV IV IIIB Number of Stories I I 2 Building Fire Area (sq.ft.) 26,997 47,484 48,170 Building Use Sanctuary Office/Educational Sanctuary Automatic Fire Sprinkler System NO YES YES Therefore, the computed fire flow requirements were determined to be 3,500 gpm, 4,000 gpm, and 4, 750 gpm respectively for each building. A 50% reduction in fire flow assumed with buildings containing or that will contain an automatic fire sprinkler system. The minimum fire flow permitted by the IFC is 1,500 gpm. Per Table C105.l of the IFC the number of fire hydrants and spacing were assigned for each building. No one hydrant will contribute more than 1,500 gpm. This data is summarized below in Table #3 -Fire Flow Requirements. 198-0272 Water-Sewer Report-Rev I Page -4 Christ United Methodist Church -Phase ill Water & Sanitary Sewer Report -Rev. No. 1 TABLE#3 FIRE FLOW REQUIREMENTS rtre l'IOW w/Sprinkler Fire Flow System Structure (gpm) (gpm) Existing Sanctuary 3,000 3,000 Annex Building 4,000 2,000 New Sanctuary 4,750 2,375 2.4 Hydraulic Modeling Methodology: Rabon Metcalf Engineering May24,2006 :spacmg 01 Number of Fire Fire Hydrants Hydrants (ft) 3 400 2 450 3 450 As allowed in the UTSDG a water distribution computer model was used to determine pressure and flow results for the proposed water system. The hydraulic analysis and corresponding results were determined by using the KYPIPE hydraulic program, for water systems. Using the calculated domestic water demand and fire flow requirements, the proposed water system was analyzed, with KYPIPE, to determine if it met the minimum design criteria set forth in the UTSDG. These minimum criteria are summarized as follows. Since the irrigation is relatively small in comparison to other flows, and infrequent in use, it was not considered in the analysis. 1. Under normal flow conditions the residual pressures in the area, serviced by the proposed system, must meet TCEQ requirements at all times thus providing a minimum static pressure of 35 psi; 2. During fire flow conditions, the proposed system and adjacent infrastructure must provide the required fire flow with a minimum residual pressure of 20 psi; 3. At all analyzed conditions, no water line shall have a velocity greater than 12 fps in both existing and proposed mains; 2.5 Modeling Results & Conclusions: Using KYPIPE, water demands, and fire flow requirements, the proposed water system improvements and adjacent infrastructure was determined to adequately meet or positively exceed the minimum design standards. KYPIPE Hydraulic Analysis Data, resulting from both domestic water demands and fire flow conditions is contained in this report in the "Attachment" portion. Please note that a demonstration version of KYPIPE was used, RME does own a legal license for this identical modeling software. Resulting summary information for all flow conditions are illustrated below in Table #4 -Water System Summary. A brief description of the flow conditions are explained below. Domestic Flow Conditions -All three buildings at peak demand; Fire Flow Scenario #1 -"Existing Sanctuary" on fire -Flow is evenly divided by three fire hydrants (FH 1, FH 4, FH 5); Fire Flow Scenario #2 -"Annex Building" on fire -Flow is evenly divided by two fire hydrants (FH 3 & FH 4); Fire Flow Scenario #3 -"Proposed Sanctuary" on fire -Flow is evenly divided by three fire hydrants (FH 1, FH 2, FH 4); 198-0272 Water-Sewer Report-Rev I Page -5 Christ United Methodist Church -Phase III Water & Sanitary Sewer Report-Rev. No. 1 TABLE#4A WATER SYSTEM SUMMARY Rabon Metcalf Engineering May24, 2006 PIPE DATE NODE DATA Residual Pipe Pipe Size Flow Velocity Node Pressure Name (in) (wm) (fos) Name (psi) DOMESTIC FLOW CONDITIONS -1 8 18.55 0.76 FH-1 93 .09 P-2 ~ 8 1.45 O.Ql J.d._ 93.04 P-3 ...... 6 120.00 1.52 FH-2 93.09 P-4 ._ 8 1.45 0.01-J-2 90.92 P-5 8 0.00 0.00 FH-3 91.35 P-6 8 1.45 0.01 J-3 91.35 P-7 6 120.00 1.36 J-4 92.28 P-8 8 121.45 0.78 J-5 90.86 P-9 8 0.00 0.00 FH-4 92.28 P-10 12 121.45 0.34 J-7 91.42 P-11 16 121.45 0.19 J-8 92.29 P-12 6 0.00 0.00 FH-5 92.29 P-13 12 241.45 0.39 R-1 93.17 198-0272 Water-Sewer Report-Revl Page -6 Christ United Methodist Church -Phase ill Water & Sanitary Sewer Report-Rev. No. 1 TABLE#4B WATER SYSTEM SUMMARY Rabon Metcalf Engineering May24,2006 PIPE DATE NODE DATA Residual Pipe Pipe Size Flow Velocity Node Pressure Name (in) (l!Dm) (fos) Name (psi) FIRE FLOW SCENARIO #1 P-1 8 765.70 4.89 FH-1 90.50 P-2 8 234.30 1.50 J-1 90.50 P-3 6 0.00 0.00 FH-2 90.75 P-4 8 234.30 1.50 J-2 89.22 P-5 8 0.00 0.00 FH-3 89.66 P-6 8 234.30 1.50 J-3 89.80 P-7 6 0.00 0.00 J-4 90.87 P-8 8 234.30 1.50 J-5 89.37 P-9 8 1000.00 6.38 FH-4 90.15 P-10 12 1234.30 3.50 J-7 90.85 P-11 16 1234.30 1.97 J-8 91.86 P-12 6 1000.00 11.35 FH-5 90.47 P-13 12 22234.30 3.57 R-1 93.17 FIRE FLOW SCENARIO #2 P-1 8 426.96 2.72 FH-1 92.28 P-2 8 426.96 2.72 J-1 92.28 P-3 6 0.00 0.00 FH-2 91.49 P-4 8 426.96 2.72 J-2 87.35 P-5 8 1000.00 6.38 FH-3 86.89 P-6 8 573.04 3.66 J-3 88.58 P-7 6 0.00 0.00 J-4 90.52 P-8 8 573.04 3.66 J-5 88.15 P-9 8 1000.00 6.38 FH-4 89.80 P-10 12 1573.04 4.46 J-7 90.98 P-11 16 1573.04 2.51 J-8 92.07 P-12 6 0.00 0.00 FH-5 92.07 P-13 12 1573.04 2.51 R-1 93.17 FIRE FLOW SCENARIO #3 P-1 8 1077.28 6.88 FH-1 88.09 P-2 8 285.28 1.82 J-1 88.09 P-3 6 0.00 0.00 FH-2 87.72 P-4 8 506.72 3.23 J-2 88.27 P-5 8 0.00 0.00 FH-3 88.70 P-6 8 506.72 3.23 J-3 89.33 P-7 6 0.00 0.00 J-4 91.05 P-8 8 506.72 3.23 J-5 88.90 P-9 8 792.00 5.05 FH-4 90.59 P-10 12 1298.72 6.88 J-7 91.12 P-11 16 1298.72 3.68 J-8 92.14 P-12 6 0.00 0.00 FH-5 92.14 P-13 12 1298.72 3.68 R-1 93.17 198-0272 Water-Sewer Report-Rev 1 Page-7 Christ United Methodist Church -Phase III Water & Sanitary Sewer Report -Rev. No. 1 3.0 SANITARY SEWER IMPROVEMENTS 3.1 Proposed Sanitary Sewer Configuration: Rabon Metcalf Engineering May24, 2006 The existing 8" sanitary sewer line, traversing along the front of the property, is the closest sewer line that will make grade to the proposed development. Therefore, a new 8" sanitary sewer line will connect to this existing sewer line and extend approximately 215 feet, in a easterly direction so that sanitary sewer facilities are available to the new development. The sanitary sewer improvement will terminate with a standard manhole and service connections for the "Proposed Sanctuary". As mentioned earlier, this new sanitary sewer line will provide sewer collection for the proposed development. The Sanitary Sewer Line "S 1" -Plan/Profile construction drawings are included in the "Attachment" portion of this report and more fully details the proposed sanitary sewer improvements. The proposed sanitary sewer lines, and appurtenances, will be constructed and installed in accordance with the UTSDG. Unless specifically identified on the Construction Drawings, the proposed sanitary sewer lines will be of type PVC SDR-26, ASTM D3034 sewer line pipe. Public utility lines will be installed in existing public utility easements or placed in proposed public utility easements which will be dedicated by separate instruments. 3.2 Sanitary Sewer Flow Calculations: Sanitary sewer flows were considered equivalent to the average daily water consumptions and peak water demands as previously discussed in Section 2.2 of this report. Using this data, the average daily sewer flow and peak hourly flow was determined. Average Daily Water Usage= Average Daily Sewer Flows = 30 gpm = 0.07 cfs Peak Hourly Flow= Average Daily Flow x 4.0 Peak Hourly Flow= 0.07 cfs x 4.0 = 0.28 cfs 3.3 Hydraulic Modeling & Methodology: As allowed in the UTSDG, a hydraulic computer model was used to determined flow results for the proposed sanitary sewer collection lines. The hydraulic analysis and corresponding results were determined by using the WINSTORM hydraulic program, for stormwater modeling. Though this TxDOT program's typical use is for modeling gravity stormwater systems it can easily be applied for hydraulic modeling of gravity sewer systems. Peak sewer flows were directly inputted at manholes in lieu of flows being generated by hydrological equations. 3.4 Modeling Results & Conclusions: Using WINSTORM, sanitary sewer flows were input into the proposed sewer system to determine that the proposed system has adequate capacity. No evaluation was conducted for the capacity of the existing 8" sanitary sewer trunk line. WINSTORM Hydraulic Analysis DaY!, resulting from sanitary sewer analysis is contained in this report in the 198-0272 Water-Sewer Report-Rev! Page -8 Christ United Methodist Church -Phase III Water & Sanitary Sewer Report-Rev. No. I Rabon Metcalf Engineering May24, 2006 "Attachment" portion. Resulting summary information is illustrated below in Table #5 - Sanitary Sewer Summary. TABLE #S SANITARY SEWER SUMMARY Upstream Downstream Pipe Size Slope Q Capacity Velocity Element Element (in) (%) (cfs) (cfs) (fos) MH2 MHI 8 0.70 0.28 1.02 2.47 198-0272 Water-Sewer Report-Rev I Page -9 VICINITY MAP ROCK PR AIR/[ ROAD PROJECT SITE: CHRIST UNITED METHODIST CHURCH 4201 STATE HIGHWAY 6, SOUTH COLLEGE STATION, TX 77845 VICINITY MAP NOT-TO-SCALE EXISTING WATER & SEWER SYSTEM SCHEMATIC MAP (Sheet Cl.lA & Cl.lB -Existing Site, Demolition & Erosion Control Plan) FLOW TEST REPORT College S a ion Utilities e/i bl , 'fordable, Communit 0 ned 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 2 Nov 05 From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Nozzle size: 2.5 inch Location: 4203 HWY 6 SOUTH (CHRIST UNITED METHODIST CHURCH) Flow hydrant number: T-004 Pitot reading: 70 (GPM): 1405 Static hydrant number: T-002 Static PSI: 98 Residual PSI: 96 WATER LINE "Wl" -PLAN/PROFILE (Sheet C2.1 -C2.3) 2000 INTERNATIONAL FIRE CODE ( - 01/.ZJ/OJ THU 16:15 FAX 979 764 J40J CS FIRE DEPT. APPENODt B ARE-FLOW RJ:QUIREMENTS FOR BUILDINGS TABLE 8105.1 MlNll'JIU ~EQUIRED rlRE FLOW A.ND FLOW DURA.TIO~ FOR BUILDINGS -- ARE ARE!A (squ;an.t~ Type IA ain.s re• Type_llA and lllA~ Twe IV =nd V-A• Type I,!.& and 1118~ Typev.e• (1..22.700 0-12.700 o,s,200 0-5.9f.)O 1.)..3.UUO 22.701-30.200 12,701-17,0i.lO 8.101-I0.900 5.9Cll-7.900 3.61)1-4.800 3<!.201-38.700 i 7.0<il-21,800 10.901-12.900 7,901-9.800 ....J 4.80!-6 • .:WO 3tUO l-48,300 21.80t-24.2UO 12,901-17,4(\0 9,8Ul-12.600 6,201-7.700 48,301 • 59 ,l)()Q 24,201-33.200 17 ,.101-21.300 12.601-15.4-00 7.701-9,400 59.00J-70.900 ·.i.3.201-?.Y.iOO 21301-25.500 J)15,40l-18,400 9 • .401-11.300 70.901-83,71)!} 39.7(>1-4..""J.100 ::!5 .50 l -3U. 10(1 18.401-2\JsOO 11.301-13,400 83,701-97,700 47.101-54.900 .30.l 01-35,200 21,lilll-25.900 13.401-15.600 97.701-112.700 -~.901-63,400 35,20? -40.600 25,901-.'.?CJ.300 15.601-l H.000 J 12.701-128,700 63.401-72.400 40.601-46,400 ~9.301-33.500 l 8.00J-20 600 ' 128.701-145.900 72..401412.100 4t\401-S:Z_'ioO 33.501-37,900 20,601-23.300 145.901-164.200 82.101-92,400 52.501-59.100 37,901-42.700 23.301-16.300 164,201-183,400 92.4()\-103.100 59.10H6.000 42.101-41,100G ~) 16,301-29,JOO 183.401-203.700 103.101-J 14.600 66,001-13,300 .+7.701-53.001) 29,301-32.,600 203.701-225.200 114,601-1"26.700 73.3Dl-8l,100 53.001-!)g,f!OO 32.601-36.000 225.101-247,700 116.70I-LJ9,400 81.101-89,200 .58,601-65.400 36.00 J-3"9.600 2.47.701-271.100 139 . .iQl-152.600 ~9.201-97.700 65.401-70,600 ~9,601-43.AOO 271,201-295.900 15:?.601-166.$)0 97,701-106~'i00 70,601-71.000 43,JOI-47.400 \ ')95,901-Greatcr 166.501-Greater 106,501-115.800 71.001-83.700 47.401-51500 --· 115.801-125.500 83.701-90.600 51.:501-55,700 --125 '01-13.5,500 90 601-97 .900 55,701-60.200 --135,51)1-145,800 97.901-106.000 60.201-64.800 --145.801-J 56. 700 106,801-113,200 64,gfJl-69.600 --156,7()1-167.900 I 13.ZOl-121.300 69.00J-74,()00 _,_ -167.901-179,400 121,.301-129,600 7~.601-79,800 --179.401-191.,400 1.29.601-138.300 79.801-85.100 --19 1.401-Grcat<;T 138.30 l -Greaccr 85. lOJ-<ireaer Par SI: I sq~ fC>\"lf =' 0.0929 rnl, 1 gallo11 pi;r minUl.e = 3.78!1 lJm. l JXlllnd per square inch-:; 6.89:1 k.Pa. :t. Types Qf conslr!Jction are baxd Oii the-lntcmalib"4l Building C•-4£. b. Mcasu.ooed :n .!O psi. t: ')( \~l\ N ~ SPt N cl\.) 11-a. "{ AN~£:'1.. 16\J\l-t> INGr N'~w SANc,-nJPrY2."{ FIRER.OW (~nons per rrrinlJll!t" l..5UO 1.750 :?..000 2.250 2500 2.750 3.0l)I) 3.150 3.500 3.7.50 4.000 4 . .250 4,500 4.750 5,000 5.250 5,300 5.750 6.000 6,150 6,500 6.750 7,000 7.25\) 7.500 7.750 8.000 FLOW DURATION (hour.1) :! (9 3 (.;) ® - 4 358 2000 INreRNATfONAL FIRE CODE® ~vv.- ·: App di c Fl EH RA T OC :TIO S AND DI T IB TION SECTIONC101 GE ERM c101.1 Scope. F"ue hydrants shall be provided in accordance with this oppeaMIUtfcw tbopmtectionofbyildingg. orpartioo.a of buildings. bel:caft~ constructed. Cl02.l FIR by l'Yt loeadPS. Fire hydrants Gball be pro- vided ong required fire appmatus access mads and adjac:ent )\nhlic ,;treet.o;. CTI C103 NUMBER OF FIRE HVDRAMFS CIOJ.IFire.bydrants •• Theminimumnwn.l=offire hydtants avallnble to a building alm1l not be I.es& lban that listed iJl lllble CIOS. l. The DUIDbfr of fire b.ydmlls mii1able to a complex or slll:adivision 8ll9ll oot be le&& tbaD that determined byspacipgrequiremelmli&tlld.iGnbleClOS.lwhenappliedto fise ~ access mads and paimefer srublic streets from which fire operations could be condncttld. SECTIO C104 CO SIOERATIO OF extSTING FIRE HYDR NT& Cl04.! Bx~ tire .by is. &isting fire hydrants OD pub- lic sueeia are llllowql to bii W!Wdcn:d a11 av<Slliabk. ~ fire bydraua on adjacent ~ shall not ba c:on&idered available unleS& file apparatus aecess roads extend between prope:tties and easezmmts ore esmblished to prevent obstruction of such ro!!.d&. ECTIO C105 D l8UT10N OF ARE HYDR TS Cl05.1 lbcl\rant a~ Tiie average spacing between fire hydmms shall not exceed that listed in 'table ClOS.l. lxapdom: The fire chief is wthorized to aca:pt a defi- ciency of up to 10 peio!lllt where existing fire hydrants ~ vlde all or a portion of ~ required fire bydlant service. R.egardle9S af tbe L\vetage SFclng. fire hydrants shall be lo- cated such that all points on meets 2l1ld scc:ess roads adjacent to a building are within die distances lisled in Table ClOS.1. ~C105.1 NU~ER AHO Dl8TlllBUTION OF ARE HYlmAl'.mi ~~ ~· 9Ml£A OF tt'fltMlllTS !.7SO «less l 2.0DU-2.2SO 2 2..500 3 3.000 ' 3,S00-4,000 4 4,SOD-3.000 s J.SOO 6 G,000 G ~7.000 1 7.SOO or moa'8 ·-~ For SI: I fooc a 304.8 1111J1, 1 3Qllcn Jlt mlnuta "' 3. 7"S Um. II. Reducic by 1()0 (cci for dcedG 8&1'l:C\B or~ ~ lllETW&ISt ~TS'lt,a lfllell soo 430 450 400 350 300 300 250 250 200 r~·~-um ANY FOICT C»t STREET~ ROAD . TOA ... 2SO 22S 225 22S 210 180 180 150 150 120 b. WllereSll'e&ISatep«nlldedwittlmediem dlvldlnwbiclu:enbo<:RIS&Cd by IVDligtdlnpullillglw!lc line&, anrtmnsW11Wll s-anopruvidt:d Wllh rourormore 1r.illl!Jlllncsudhawatn1Mcca1111to!111arcdlcsll0,000vebil:le&pcsrdn,y,hJdnlftllJP!!lllft8Wlllovcroac$00fe«onocdulikaftlle5trectllllObemrangedonl!llal· CCl'IH!dng lr.lsis up IO fiR.RCICI mquimlleld r:l7.000 gaUans pr inimllB ~ 400 fdt fClf lligbr litMlow requ~. c. W>icN .... .,., _........u.......,--*"e!wls~ ~ b~ an: !*nccdc41fwirr-Jcm olaCNCClllU or olmilarlino PfVb~m;t, fin; bydnm1:1 llhall bo pro vicled ct $p!.!diift llOI to llllc:ecd 1,000 f=t CO p'O¥idc fin lmlllpOnldoo laozards. d. Reduce by SO~ fbt deMd-cnd -..s ar roads. •· One hYdr1u1l for tllCll 1,000 aidlom pei-mini= or fraClion dtereof. Z01(:0 39'i;fd 96P£P9L6L6 35 GS:G0 P09Z/£Z/P0 KYPIPE HYDRAULIC ANALYSIS DATA R-1 -i~ FH-5 J-7 P -10 FH-4 d.. J-4 P -8 J-5 * * * * * * * * * * * University * * K y p I P E 4 * * * * * * * * * * of Kentucky Network Modeling Software * * Copyrighted by KPFS 1998 * Version 2.000 -04/24/2003 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Wed May 24 14:27:40 2006 INPUT DATA FILENAME --------------C:\PROGRA-l\PIPE20-l\0272WlRB.DT2 TABULATED OUTPUT FILENAME --------C:\PROGRA-l\PIPE20-l\0272WlRB.OT2 POSTPROCESSOR RESULTS FILENAME ---C:\PROGRA-l\PIPE20-l\0272WlRB.RS2 ************************************************ S U M M A R Y 0 F 0 R I G I N A L DAT A ************************************************ U N I T S S P E C I F I E D FLOWRATE ............ =gallons/minute HEAD (HGL) .......... =feet PRESSURE ............ = psig +----------------------------------------------------------------+ I Pipe2000 Educational/Demo Version -Not for professional use I +----------------------------------------------------------------+ P I P E L I N E STATUS CODE: P I P E N A M E D A T A XX -CLOSED PIPE NODE NAMES #1 #2 r.'1TT '1 CV -CHECK VALVE LENGTH (ft) JI 1"'1'"7 0'"7 DIAMETER (in) ROUGHNESS COEFF. 0 "" 1 JI" """" MINOR LOSS COEFF. J:'-lU J-4 J-7 565.50 12 00 140.0000 0.57 P-J-7 J-8 360.50 1 0 140.0000 0.57 P-1 J-8 FH-5 32.00 .00 140.0000 0.57 P-13 J-8 R-1 375.00 16.00 140.0000 0.57 P-2 FH-1 FH-2 324.30 8.00 140.0000 6.57 P-3 FH-1 J-1 67.00 6.00 140.0000 0.57 P-4 FH-2 J-2 1224.50 8.00 140.0000 4.49 P-5 J-2 FH-3 62.90 8.00 140.0000 1. 67 P-6 J-2 J-3 186.90 8.00 140.0000 3.74 P-7 J-3 J-5 67.70 6.00 140.0000 1. 67 P-8 J-3 J-4 401. 30 8.00 140.0000 0.97 P-9 J-4 FH-4 74.80 8.00 140.0000 0.74 END NODE DATA NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm). (ft) (ft) --------------------------------------------------------------FH-1 Prop NW FH 0.00 292.00 FH-2 Prop NE FH 0.00 292.00 FH-3 Ex SE FH 0.00 296.00 FH-4 New S FH 0.00 294.00 FH-5 New E FH 0.00 294.00 J-1 Proposed San 120.00 292.00 J-2 0.00 297.00 J-3 0.00 296.00 J-4 0.00 294.00 J-5 Annex Buildi 120.00 297.00 J-7 0.00 296.00 J-8 Existing San 120.00 294.00 R-1 292.00 507.00 0 U T P U T 0 P T I 0 N DAT A +----------------------------------------------------------------+ I Pipe2000 Educational/Demo Version -Not for professional use I +------------------------------------------------------------~---+ ,.....T''TmT"\T''Tm ,..,MTM,...,mTl""\"'T -'7\TT 1""\,..,t""l1"'TTml""'I "T\1""\,..., T'-'Tl"""ITT''Tf"'\T"il""\ T't.'T mT'f~ r"n"ft1""\T''TT"T\mr-t,...., "T'Tm1""\1'Tm S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) = 13 NUMBER OF END NODES ............... (j) = 12 NUMBER OF PRIMARY LOOPS ........... (1) = 1 NUMBER OF SUPPLY NODES ............ (f) = 1 NUMBER OF SUPPLY ZONES ............ (z) = 1 ================================================================================ Case: 0 RESULTS OBTAINED AFTER 8 TRIALS: ACCURACY = 0.00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) M.D.W. Centre -Phase One P I P E L I N E R E S U L T S STATUS CODE: P I P E N A M E P-1 P-10 P-11 P-12 P-13 P-2 P-3 P-4 P-5 P-6 P-7 XX -CLOSED PIPE NODE NUMBERS #1 #2 R-1 J-4 J-7 J-8 J-8 FH-1 FH-1 FH-2 J-2 J-2 J-3 .... " FH-1 J-7 J-8 FH-5 R-1 FH-2 J-1 J-2 FH-3 J-3 J-5 .... . CV -CHECK VALVE FLOWRATE (gpm) 118.55 -121.45 -121.45 0.00 -241.45 -1. 45 120.00 -1. 45 0.00 -1. 45 120.00 ., ,.., .., ,, c: HEAD MINOR LOSS LOSS (ft) (ft) 0.15 0.03 0.00 0.00 0.01 0.00 0.09 0.00 0.00 0.00 0.09 ,... 1 ~ 0.03 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.05 ,... "1 LINE HL+ML/ VELO. 1000 (ft/s) (ft/ft) 0.76 0.34 0.19 0.00 0.39 0.01 1. 36 0.01 0.00 0.01 1. 36 " ..., 0 0.37 0.05 0.01 0.00 0.04 0.00 1. 52 0.00 0.00 0.00 1. 98 (\ 'J ,, HL/ 1000 (ft/ft) 0.31 0.04 0.01 0.00 0.04 0.00 1. 27 0.00 0.00 0.00 1. 27 () ":I? J-4 FH-4 0.00 0.00 0.00 0.00 +----------------------------------------------------------------+ I Pipe2000 Educational/Demo Version -Not for professional use I +----------------------------------------------------------------+ E N D N 0 D E R E S U L T s NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ FH-1 Prop NW FH 0.00 506.82 292.00 FH-2 Prop NE FH 0.00 506.82 292.00 FH-3 Ex SE FH 0.00 506.82 296.00 FH-4 New S FH 0.00 506.95 294.00 FH-5 New E FH 0.00 506.98 294.00 J-1 Proposed San 120.00 506.71 292.00 J-2 0.00 506.82 297.00 J-3 0.00 506.82 296.00 J-4 0.00 506.95 294.00 J-5 Annex Buildi 120.00 506.68 297.00 J-7 0.00 506.98 296.00 J-8 Existing San 120.00 506.98 294.00 R-1 507.00 292.00 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (gpm) R-1 NET SYSTEM INFLOW = NET SYSTEM OUTFLOW = NET SYSTEM DEMAND = 360.00 360.00 0.00 360.00 NODE TITLE 214.82 93.09 214.82 93.09 210.82 91. 35 212.95 92.28 212.98 92.29 214.71 93.04 209.82 90.92 210.82 91. 35 212.95 92.28 209.68 90.86 210.98 91. 42 212.98 92.29 215.00 93.17 0.00 v-r ~ ~ v·H:/ L·r + * * * * * * * * * * * * * * K Y P I P E 4 * * * * * * * * * University of Kentucky Network Modeling Software Copyrighted by KPFS 1998 Version 2.000 -04/24/2003 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Wed May 24 13:46:08 2006 INPUT DATA FILENAME --------------C:\PROGRA-l\PIPE20-l\0272WlRB.DT2 TABULATED OUTPUT FILENAME --------C:\PROGRA-l\PIPE20-l\0272WlRB.OT2 POSTPROCESSOR RESULTS FILENAME ---C:\PROGRA-l\PIPE20-l\0272WlRB.RS2 ************************************************ S U M M A R Y 0 F 0 R I G I N A L D A T A ************************************************ U N I T S S P E C I F I E D FLOWRATE ............ =gallons/minute HEAD (HGL) .......... =feet PRESSURE ............ = psig +----------------------------------------------------------------+ I Pipe2000 Educational/Demo Version -Not for professional use I +----------------------------------------------------------------+ P I P E L I N E STATUS CODE: P I P E N A M E D A T A XX -CLOSED PIPE NODE NAMES #1 #2 T""t .. 1' ., CV -CHECK VALVE LENGTH (ft) At'\""7 O'i DIAMETER (in) ROUGHNESS COEFF. o "" 1 An nnnn MINOR LOSS COEFF. .P-lU J-4 J-7 565.50 12.00 140.0000 0.57 P-1 J-7 J-8 360.50 1 0 140.0000 0.57 P-12 J-8 FH-5 32.00 . 0 140.0000 0.57 P-13 J-8 R-1 375.00 16.00 140.0000 0.57 P-2 FH-1 FH-2 324.30 8.00 140.0000 6.57 P-3 FH-1 J-1 67.00 6.00 140.0000 0.57 P-4 FH-2 J-2 1224.50 8.00 140.0000 4.49 P-5 J-2 FH-3 62.90 8.00 140.0000 1. 67 P-6 J-2 J-3 186.90 8.00 140.0000 3.74 P-7 J-3 J-5 67.70 6.00 140.0000 1. 67 P-8 J-3 J-4 401. 30 8.00 140.0000 0.97 P-9 J-4 FH-4 74.80 8.00 140.0000 0.74 E N D N 0 D E D A T A NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) -------------------------------------------------------------- FH-1 Prop NW FH 1000.00 292.00 FH-2 Prop NE FH 0.00 292.00 FH-3 Ex SE FH 0.00 296.00 FH-4 New S FH 1000.00 294.00 FH-5 New E FH 1000.00 294.00 J-1 Proposed San 0.00 292.00 J-2 0.00 297.00 J-3 0.00 296.00 J-4 0.00 294.00 J-5 Annex Buildi 0.00 297.00 J-7 0.00 296.00 J-8 Existing San 0.00 294.00 R-1 292.00 507.00 0 U T P U T 0 P T I 0 N D A T A +----------------------------------------------------------------+ I Pipe2000 Educational/Demo Version -Not for professional use I +----------------------------------------------------------------+ S Y S T E M C 0 N F I G U R A T I 0 N . NUMBER OF PIPES ................... (p) = 13 NUMBER OF END NODES ............... (j) = 12 NUMBER OF PRIMARY LOOPS ........... (1) = 1 NUMBER OF SUPPLY NODES ............ (f) = 1 NUMBER OF SUPPLY ZONES ............ (z) = 1 ================================================================================ Case: 0 RESULTS OBTAINED AFTER 6 TRIALS: ACCURACY = 0.00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) M.D.W. Centre -Phase One p I P E L I N E R E S U L T S STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ N A M E #1 #2 LOSS LOSS VELO. 1000 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) (ft/ft) ----------------------------------------------------------------------------------------- P-1 R-1 FH-1 765.70 4.84 1. 32 4.89 12.37 9.71 P-10 J-4 J-7 -1234.30 1. 85 0.11 3.50 3.46 3.26 P-11 J-7 J-8 -1234.30 0.29 0.03 1. 97 0.90 0.80 P-12 J-8 FH-5 1000.00 2~07 1.14 11. 35 100.25 64.65 P-13 J-8 R-1 -2234.30 0.91 0.11 3.57 2.71 2.41 P-2 FH-1 FH-2 -234.30 0.35 0.23 1. 50 1. 79 1. 08 P-3 FH-1 J-1 0.00 0.00 0.00 0.00 0.00 0.00 P-4 FH-2 J-2 -234.30 1. 33 0.16 1. 50 1. 21 1. 08 P-5 J-2 FH-3 0.00 0.00 0.00 0.00 0.00 0.00 P-6 J-2 J-3 -234.30 0.20 0.13 1. 50 1. 78 1. 08 P-7 J-3 J-5 0.00 0.00 0.00 0.00 0.00 0.00 .,. -. T A _') "'.),, -:i (\ (\ ,, ~ n ()~ 1 c:; () 1 . 1 7 l.08 P-9 J-4 FH-4 1000.00 1.19 0.47 6.38 22.18 +----------------------------------------------------------------+ I Pipe2000 Educational/Demo Version -Not for professional use I +----------------------------------------------------------------+ E N D N 0 D E R E S U L T s NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------FH-1 Prop NW FH 1000.00 500.84 292.00 FH-2 Prop NE FH 0.00 501. 42 292.00 FH-3 Ex SE FH 0.00 502.90 296.00 FH-4 New S FH 1000.00 502.04 294.00 FH-5 New E FH 1000.00 502.77 294.00 J-1 Proposed San 0.00 500.84 292.00 J-2 0.00 502.90 297.00 J-3 0.00 503.23 296.00 J-4 0.00 503.70 294.00 J-5 Annex Buildi 0.00 503.23 297.00 J-7 0.00 505.66 296.00 J-8 Existing San 0.00 505.98 294.00 R-1 507.00 292.00 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (gpm) R-1 NET SYSTEM INFLOW = NET SYSTEM OUTFLOW = NET SYSTEM DEMAND = 3000.00 3000.00 0.00 3000.00 NODE TITLE 208.84 90.50 209.42 90.75 206.90 89.66 208.04 90.15 208.77 90.47 208.84 90.50 205.90 89.22 207.23 89.80 209.70 90.87 206.23 89.37 209.66 90.85 211. 98 91. 86 215.00 93.17 15.93 R-1 ~~FH-5 + FH-4 *' J-5 J-7 P-10 d_ J-4 P-8 * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * * University of Kentucky Network Modeling Software Copyrighted by KPFS 1998 Version 2.000 -04/24/2003 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Wed May 24 14:04:46 2006 INPUT DATA FILENAME --------------C:\PROGRA-1\PIPE20-1\0272W1RB.DT2 TABULATED OUTPUT FILENAME --------C:\PROGRA-1\PIPE20-1\0272W1RB.OT2 POSTPROCESSOR RESULTS FILENAME ---C:\PROGRA-1\PIPE20-1\0272WlRB.RS2 ************************************************ S U M M A R Y 0 F 0 R I G I NA L 'DAT A ************************************************ U N I T S S P E C I F I E D FLOWRATE ............ =gallons/minute HEAD (HGL) .......... =feet PRESSURE ............ = psig +----------------------------------------------------------------+ I Pipe2000 Educational/Demo Version -Not for professional use I +----------------------------------------------------------------+ P I P E L I N E STATUS CODE: P I P E N A M E DAT A XX -CLOSED PIPE NODE NAMES #1 #2 '"' ., r.it t .., CV -CHECK VALVE LENGTH (ft) DIAMETER (in) ROUGHNESS COEFF. 0 ('\(' 1 /I(') (')(')(')(') MINOR LOSS COEFF. J:>-lU J-4 J-7 565.50 12.00 140.0000 0.57 P-1 J-7 J-8 360.50 1 0 140.0000 0.57 P-1 J-8 FH-5 32.00 . 0 140.0000 0.57 P-13 J-8 R-1 375.00 16.00 140.0000 0.57 P-2 FH-1 FH-2 324.30 8.00 140.0000 6.57 P-3 FH-1 J-1 67.00 6.00 140.0000 0.57 P-4 FH-2 J-2 1224.50 8.00 140.0000 4.49 P-5 J-2 FH-3 62.90 8.00 140.0000 1. 67 P-6 J-2 J-3 186.90 8.00 140.0000 3.74 P-7 J-3 J-5 67.70 6.00 140.0000 1. 67 P-8 J-3 J-4 4 01. 30 8.00 140.0000 0.97 P-9 J-4 FH-4 74.80 8.00 140.0000 0.74 E N D N 0 D E D A T A NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) --------------------------------------------------------------FH-1 Prop NW FH 0.00 292.00 FH-2 Prop NE FH 0.00 292.00 FH-3 Ex SE FH 1000.00 296.00 FH-4 New S FH 1000.00 294.00 FH-5 New E FH 0.00 294.00 J-1 Proposed San 0.00 292.00 J-2 0.00 297.00 J-3 0.00 296.00 J-4 0.00 294.00 J-5 Annex Buildi 0.00 297.00 J-7 0.00 296.00 J-8 Existing San 0.00 294.00 R-1 292.00 507.00 0 U T P U T 0 P T I 0 N D A T A +----------------------------------------------------------------+ I Pipe2000 Educational/Demo Version -Not for professional use I +----------------------------------------------------------------+ S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) = 13 NUMBER OF END NODES ............... (j) = 12 NUMBER OF PRIMARY LOOPS ........... (1) = 1 NUMBER OF SUPPLY NODES ............ (f) = 1 NUMBER OF SUPPLY ZONES ............ (z) = 1 ================================================================================ Case: 0 RESULTS OBTAINED AFTER 5 TRIALS: ACCURACY = 0.00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) M.D.W. Centre -Phase One p I P E L I N E R E s U L T S STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ N A M E #1 #2 LOSS LOSS VELO. 1000 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) (ft/ft) ----------------------------------------------------------------------------------------- P-1 R-1 FH-1 426.96 1. 64 0.41 2.72 4.12 3.29 P-10 J-4 J-7 -1573.04 2.89 0.18 4.46 5.43 5.12 P-11 J-7 J-8 -1573.04 0.45 0.06 2.51 1. 41 1. 26 P-12 J-8 FH-5 0.00 0.00 0.00 0.00 0.00 0.00 P-13 J-8 R-1 -1573.04 0.47 0.06 2.51 1. 41 1. 26 P-2 FH-1 FH-2 426.96 1. 07 0.76 2.72 5.63 3.29 P-3 FH-1 J-1 0.00 0.00 0.00 0.00 0.00 0.00 P-4 FH-2 J-2 426.96 4.03 0.52 2.72 3.72 3.29 P-5 J-2 FH-3 1000.00 1. 00 1. 06 6.38 32.72 15.93 P-6 J-2 J-3 -573.04 1. 06 0.78 3.66 9.83 5.68 P-7 J-3 J-5 0.00 0.00 0.00 0.00 0.00 0.00 .,. ..., T A _C::"7".> n11 ') ')Q n ?() ~ hh h _ 1 A 5.68 P-~ J-4 FH-4 1000.00 1.19 0.47 6.38 22.18 +----------------------------------------------------------------+ I Pipe2000 Educational/Demo Version -Not for professional use I +----------------------------------------------------------------+ E N D N 0 D E R E S U L T s NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------FH-1 Prop NW FH 0.00 504.95 292.00 FH-2 Prop NE FH 0.00 503.12 292.00 FH-3 Ex SE FH 1000.00 496.52 296.00 FH-4 New S FH 1000.00 501. 23 294.00 FH-5 New E FH 0 .00 506 .47 294.00 J-1 Proposed San 0.00 504 .95 292 .00 J -2 0.00 498.57 297.00 J-3 0.00 500 .41 296.00 J-4 0.00 502.89 294.00 J-5 Annex Buildi 0.00 500.41 297.00 J -7 0.00 505.96 296 .00 J-8 Existing San 0.00 506.47 294.00 R-1 507.00 292.00 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (gpm) R-1 NET SYSTEM INFLOW = NET SYSTEM OUTFLOW = NET SYSTEM DEMAND = 2000.00 2000.00 0 .00 2000.00 NODE TITLE 212.95 92.28 211.12 91. 49 200.52 86.89 207.23 89 .80 212.47 92.07 212.95 92.28 201.57 87 .35 204.41 88.58 208.89 90.52 203.41 88.15 209.96 90.98 212.47 92.07 215.00 93.17 15 .93 ("') T""" I a.. T""" T""" I a.. R-1 ~~FH-5 + J-5 J-7 P-10 P -8 * * * * * * * * * * * University * * K y p I P E 4 * * * of Kentucky Network Modeling Copyrighted by KPFS 1998 Version 2.000 -04/24/2003 * * * * * * * Software * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Wed May 24 14:20:54 2006 INPUT DATA FILENAME --------------C:\PROGRA-1\PIPE20-1\0272W1RB.DT2 TABULATED OUTPUT FILENAME --------C:\PROGRA-1\PIPE20-1\0272W1RB.OT2 POSTPROCESSOR RESULTS FILENAME ---C:\PROGRA-1\PIPE20-1\0272W1RB.RS2 ************************************************ S U M M A R Y 0 F 0 R I G I N A L DAT A ************************************************ U N I T S S P E C I F I E D FLOWRATE ............ =gallons/minute HEAD (HGL) .......... =feet PRESSURE ............ = psig +----------------------------------------------------------------+ I Pipe2000 Educational/Demo Version -Not for professional use I +----------------------------------------------------------------+ P I P E L I N E STATUS CODE: P I P E N A M E T"'\ 1 DAT A XX -CLOSED PIPE NODE NAMES #1 #2 T"> 1 t;>U_1 CV -CHECK VALVE LENGTH (ft) 110'7 0'7 DIAMETER (in) ROUGHNESS COEFF. 0 f'lf'I 1 II f'\ f'\(1(1(1 MINOR LOSS COEFF. l:'-lU J-4 J-'/ !::>6!::>. 50 12.00 140.0000 0.57 P-1 J-7 J-8 360.50 1 140.0000 0.57 P-12 J-8 FH-5 32.00 . 0 140.0000 0.57 P-13 J-8 R-1 375.00 16.00 140.0000 0.57 P-2 FH-1 FH-2 324.30 8.00 140.0000 6.57 P-3 FH-1 J-1 67.00 6.00 140.0000 0.57 P-4 FH-2 J-2 1224.50 8.00 140.0000 4.49 P-5 J-2 FH-3 62.90 8.00 140.0000 1. 67 P-6 J-2 J-3 186.90 8.00 140.0000 3.74 P-7 J-3 J-5 67.70 6.00 140.0000 1. 67 P-8 J-3 J-4 401.30 8.00 140.0000 0.97 P-9 J-4 FH-4 74.80 8.00 140.0000 0.74 E N D N 0 D E DAT A NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) -------------------------------------------------------------- FH-1 Prop NW FH 792.00 292.00 FH-2 Prop NE FH 792.00 292.00 FH-3 Ex SE FH 0.00 296.00 FH-4 New S FH 792.00 294.00 FH-5 New E FH 0.00 294.00 J-1 Proposed San 0.00 292.00 J-2 0.00 297.00 J-3 0.00 296.00 J-4 0.00 294.00 J-5 Annex Buildi 0.00 297.00 J-7 0.00 296.00 J-8 Existing San 0.00 294.00 R-1 292.00 507.00 0 U T P U T 0 P T I 0 N DAT A +----------------------------------------------------------------+ I Pipe2000 Educational/Demo Version -Not for professional use I +----------------------------------------------------------------+ S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) = 13 NUMBER OF END NODES ............... (j) = 12 NUMBER OF PRIMARY LOOPS ........... (1) = 1 NUMBER OF SUPPLY NODES ............ (f) = 1 NUMBER OF SUPPLY ZONES ............ (z) = 1 ================================================================================ Case: 0 RESULTS OBTAINED AFTER 5 TRIALS: ACCURACY = 0.00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) M.D.W. Centre -Phase One p I P E L I N E R E s U L T s STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ N A M E #1 #2 LOSS LOSS VELO. 1000 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) (ft/ft) ----------------------------------------------------------------------------------------- P-1 R-1 FH-1 1077.28 9.10 2.62 6.88 23.54 18.28 P-10 J-4 J-7 -1298.72 2.03 0.12 3.68 3.80 3.59 P-11 J-7 J-8 -1298.72 0.32 0.04 2 .07 0.99 0.88 P-12 J-8 FH-5 0.00 0.00 0.00 0.00 0.00 0.00 P-13 J-8 R-1 -1298.72 0.33 0.04 2.07 0.99 0.88 P-2 FH-1 FH-2 285 .28 0.51 0.34 1. 82 2.60 1. 56 P-3 FH-1 J-1 0.00 0.00 0.00 0.00 0.00 0.00 P-4 FH-2 J-2 -506.72 5.54 0.73 3.23 5.12 4.52 P-5 J-2 FH-3 0.00 0.00 0.00 0.00 0.00 0.00 P-6 J-2 J-3 -506.72 0.85 0.61 3.23 7.77 4.52 P-7 J-3 J-5 0.00 0.00 0.00 0.00 0.00 0.00 ~ .... .,. JI _r::At:: "7 ') 1 Q1 () 1 h ~-'~ 4 -q1 4.52 P-9 J-4 FH-4 792.00 0.77 0.29 5.05 14.26 +----------------------------------------------------------------+ I Pipe2000 Educational/Demo Version -Not for professional use I +----------------------------------------------------------------+ E N D N 0 D E R E S U L T s NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ FH-1 Prop NW FH 792.00 495.28 292.00 FH-2 Prop NE FH 792.00 494.43 292.00 FH-3 Ex SE FH 0.00 500.70 296.00 FH-4 New S FH 792.00 503.06 294.00 FH-5 New E FH 0.00 506.63 294.00 J-1 Proposed San 0.00 495.28 292.00 J-2 0.00 500.70 297.00 J-3 0.00 502.15 296.00 J-4 0.00 504.13 294.00 J-5 Annex Buildi 0 .00 502.15 297.00 J-7 0.00 506.27 296.00 J-8 Existing San 0.00 506.63 294.00 R-1 507.00 292.00 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUT FLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (gpm) R-1 NET SYSTEM INFLOW = NET SYSTEM OUTFLOW = NET SYSTEM DEMAND = 2376.00 2376.00 0.00 2376.00 NODE TITLE 203.28 88.09 202.43 87.72 204.70 88.70 209.06 90.59 212.63 92.14 203.28 88.09 203.70 88.27 206.15 89.33 210.13 91.05 205.15 88.90 210.27 91.12 212.63 92.14 215.00 93.17 10 .34 SANITARY SEWER LINE "S 1" -PLAN/PROFILE (Sheet C2.3) ., . WINSTORM HYDRAULIC ANALYSIS DATA stmOutput WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 4/24/2006 9:03:07 AM PROJECT NAME : JOB NUMBER CUMC 198-0272 PROJECT DESCRIPTION : Sanitary Sewer Analysis DESIGN FREQUENCY MEASUREMENT UNITS: 2 Years ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 2 Years =========================================== Runoff Computation for Design Frequency. ============================================================================= ID C Value MH-2 0.0 Area (acre) 0.00 Tc (min) 10.00 Tc Used (min) 0.00 Intensity (in/hr) 0.00 Supply Q ( cfs) 0.280 Total Q (cfs) 0.280 Cumulative Junction Discharge Computations Node I. D. MH-2 Node Type Weighted C-Value CircMh 0.000 CircMh 0.000 Cumulat. Cumulat. Intens. Dr.Area (acres) 0.00 0.00 Tc (min) 0.00 0.00 (in/hr) 0.00 0.00 Conveyance Configuration Data User Supply Q cfs) 0.280 0.280 Additional Q in Node (cfs) 0 .00 0.00 Total Disch. ( cfs) 0.280 0.280 ================================================================================== Run# Node I.D. US DS 1 MH-2 MH-1 Flowline Elev. US DS (ft) (ft) 282.83 281.33 Shape # Span (ft) Rise (ft) Circ 1 0.00 0.67 Conveyance Hydraulic Computations. Tailwater = 0.000 (ft) Length (ft) 214.73 Slope ( % ) 0.70 n value 0.013 ================================================================================== Hydraulic Gradeline Depth Run# US Elev DS Elev Fr.Slope Unif. Actual (ft) (ft) ( % ) (ft) (ft) 1 283.07 281.57 0.052 0.24 0.24 Velocity Unif. Actual (f/s) (f/s) 2.47 2.47 Q (cfs) 0.28 Cap (cfs) June Loss (ft) 1. 02 0. 000 ===================================END============================================ Page 1 stroOutput NORMAL TERMINATION OF WINSTORM. ning Messages for current project: Runoff Frequency of: 2 Years Tailwater set to uniform depth elevation= 281.57(ft) Page 2