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Water & Sanitary Sewer ReportWater & Sanitary Sewer Report FOR CREEK MEADOWS SUBDIVISION Section 7, Phase One & Two College Station Brazos County, Texas March 27, 2015 Prepared For: Creek Meadow Partners, L.P. c/o Oldham Goodwin Group, LLC 2800 South Texas Avenue, Suite 401 Bryan, TX 77802 Prepared By: RME Consulting Engineers Texas Firm Registration No. F-4695 P.O. Box 9253 College Station, TX 77845 RME No. 260 -0551 Water & Sanitary Sewer Report CREEK MEADOWS SUBIDIVISION Section 7, Phase One & Two College Station Brazos County, Texas TABLE OF CONTENTS: PAGE 1.0 General Information ..........................•....................................•...................................................................... 1 1.1 Scope of Report and Proposed Development .......................................................................................... l 1.2 Site and General Location ....................................................................................................................... 2 1.3 Description of Existing Conditions .......................................................................................................... 2 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 .......................................................................................................... 4 2.5 Modeling Results & Conclusions ............................................................................................................ 4 3.0 Sanitary Sewer Improvements ...................................................................................................................... 5 3 .1 Proposed Sanitary Sewer Configuration .................................................................................................. 5 3 .2 Sanitary Sewer Flow Calculations ........................................................................................................... 5 3.3 Hydraulic Modeling Methodology .......................................................................................................... 6 3.4 Modeling Results & Conclusions ............................................................................................................ 6 ATTACHMENTS: Preliminary Plan Final Plat -Section 7, Phase One Final Plat -Section 7, Phase Two Vicinity Map Proposed Water System Map KYPIPE Hydraulic Analysis Data Proposed Sanitary Sewer System Map WINSTORM Hydraulic Analysis Data 260-0551 Water-Sewer Report-S7Pl .docx Page -i Water & Sanitary Sewer Report CREEK MEADOWS SUBIDIVISION Section 7, Phase One & Two College Station Brazos County, Texas 1.0 GENERAL INFORMATION 1.1 Scope of Report and Proposed Development: This report addresses the water and sanitary sewer improvements for the Creek Meadows Subdivision Section 7, Phase One & Two development conditions. This new development will consist of 48 lots. Currently, the subject site is undeveloped with rural residential subdivision surrounding most of the proposed master planned subdivision. Within the master planned subdivision of Creek Meadows, and at the time of this report, the following phases are fully built and accepted by the City of College Station or nearing construction completion: • Section lA, Phase One & Two; • Section lB, Phase One thru Four (all phases); • Section 2, Phase (all phases); • Section 3, Phase (all phases); • Section 4, Phase (all phases); • Section 5, Phase (all phases); 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) and Chapters 290 & 217 of the Texas Commission on Environmental Quality (TCEQ) Rules & Regulations. 1.2 Site and General Location: The master planned development, Creek Meadows subdivision, consists of293.222 acres of land consisting of three tracts (20.179 acre tract, 176.043 acre tract, and a 96.00 acre tract). Section 7, Phase One & Two will consist of 28.414 acres, located within the southern 96.00 acre tract, and will consist of the platting of forty-eight ( 48) residential lots with the construction of their associated improvements of paving, drainage, and utilities. Subsequent future developments and phases are proposed upstream of Phase Three. The proposed and future developments and phases are depicted on the Preliminary Plan which is provided in the "Attachment" portion of this report. Also, the Final Plat of Creek Meadows -Section 7, Phase One & Two is provided in the same location of this report. Creek Meadows -Section 7 has access to Greens Prairie Trail along its northwest property line and Royder Road along its southwest property line (no connection provided to this county road. The 96 acre tract is bordered by Greens Prairie Trail to the northwest and Royder Road to the southwest. Developments adjacent to the parent tract, all of which 260-0551 Water-Sewer Report-S7Pl.docx Page -I Creek Meadows Subdivision -Section 7, Phase One & Two Water & Sanitary Sewer Report RME Consulting Engineers March 27, 2015 are rural residential, consist of Royder Ridge to the northwest and Woodlake to the northeast. Land to the southeast is undeveloped and agricultural in its existing condition. 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 RME Consulting Engineers, College Station, Brazos County, TX. These Construction Drawings are included as part of this Water & Sanitary Sewer Report by reference. 1.3 Description of Existing Conditions: The 96-acre tract, which contains the proposed development of Creek Meadows Subdivision -Section 7, Phase One & Two, is a moderately well sloping (approximately 1.5%) undeveloped site with natural drainage systems that convey runoff to Peach Creek South Tributary 16.4.3. Post-development runoff, from the site, flows through proposed and existing storm sewer, to these tributary of Peach Creek that meanders along the subdivision's eastern property lines. The Creek Meadows subdivision, Section 7, Phase One & Two area is primarily an unimproved area that abuts Section 5, Phase Three (adjacent to the southwest -via Cottonwood Creek Lane). Existing land-cover general consists of open grassy areas with some thick brush, weeds, and trees along the unnamed tributary. Elevations range on the project area from approximately 283' Mean Sea Level (MSL) to approximately 311 ' MSL. The Brazos County soil maps indicate that this area is comprised of Type C and D soils which consist of clays or silty clay/sand mixtures. 1.4 Existing Water Distribution System: The project site is moderately well served by existing water lines. The utility provider, for water service, will be Wellborn S.U.D. The existing water supply lines are summarized as follows: 1. A 16" water line borders along the entire northeast and northwest property line of the 171.043 acre parent tract. The northwest section ofthis 16" water line parallels Greens Prairie Road West and is wholly contained within a 15' and 16 ' Public Utility Easement. A portion of this water line was relocated due to right-of-way dedication of Section IA, Phase One of Creek Meadows. This 16" water line extends to the Wellborn elevated storage tank which is approximately 4,300 linear feet away from this location; 2. A 12" PVC water line extends along the entire east property line of the 171.043 acre parent tract and parallels Greens Prairie Trail. This 12" water line is connected to the before mentioned 16" water line and is wholly contained within a 15 ' Public Utility Easement; 3. A 6" PVC water line meanders along the prescriptive right-of-way of Royder Road which was installed in the fall of 2007 and replaced an existing 2" and 3" water line; 4. In addition to these primary trunk "supply" lines numerous 8", 6", 4" and 3" supply lines have been installed through the developed portions of the Creek Meadows subdivision. The KYPIPE model reflecting these existing improvements will be 260-0551 Water-Sewer Report-S7PI .docx Page -2 Creek Meadows Subdivision -Section 7, Phase One & Two Water & Sanitary Sewer Report RME Consulting Engineers March 27, 2015 expanded upon to integrate the proposed improvements scheduled for Section 5, Phase Three. Since this development is on the "south side" of the subdivision, bisected by Greens Prairie Trail, the KYPIPE model will only include improvements located within this area of the subdivision. Flow tests were obtained from the Wellborn S.U.D. from a fire hydrant installed along the 12" PVC water line that is located on the east side of Greens Prairie Trail and parallel to the subject property's west boundary line. This fire hydrant was installed at the tie-in point of the 8" PVC waterline located across from North Creek Meadow Boulevard. Since the time of the original flow test the fire hydrant has been removed and this 8" waterline extension has been installed. This flow test was conducted on December 28, 2006 by Wellborn S.U.D. by Mr. Steven Cast and witnessed by this office. The flow data is summarized below in Table #1 -Flow Test Data. TABLE #1 FLOW TEST DATA Flow Pilot Static Fire Static Residual Hydrant Reading Flow Hydrant Pressure Pressure No. Location (psi) (gpm) No. (psi) (psi) FH"A" Greens Prairie Trail 67 1360 Res. 74 70 Note: The reported flow is from the 2.5" nozzle of the identified flow hydrant; 1.5 Existing Sanitary Sewer Collection System: The proposed sanitary sewer collection system, for Section 7, Phase One & Two, will discharge into a proposed and/or existing collection system and ultimately to the Creek Meadow Lift Station, constructed in Section 1 B. From the Creek Meadow Lift Station sanitary sewer is then pumped, via a 6" & 8" PVC force main, to the existing collection system of the Castlegate 2 Subdivision (currently the Section 6 connection point is valved shut and will be opened during Phase 3 of the CMLS improvements -see RME study dated 9/11/13). 2.0 WATER SYSTEM IMPROVEMENTS 2.1 Proposed Water System Configuration: The proposed water system will connect to an existing 8" water line (installed and terminated with a blow-off valve at the existing north end of Cottonwood Creek Ln - Section 5, Phase 2) and to an existing 12" water line (located along Green Prairie Trail). These termini where intended for the future extensions of water distribution system into the subject development. A proposed 8" and 6" water line, within Section 7, Phase One & Two, will be extended and connect to the existing water distribution system to create proper looping. The general requirements of the UTSDG for water line design layout are briefly listed as follows: 260-0551 Water-Sewer Report-S7Pl.docx Page -3 Creek Meadows Subdivision -Section 7, Phase One & Two Water & Sanitary Sewer Report RME Consulting Engineers March 27, 2015 • 4" water lines will be installed where the service length is less than or equal to five hundred (500') feet; • 6" water lines may be allowed up to a maximum of 1,500 feet in length and must connect at each end to an 8 inch or larger main and shall have no more than 2 fire hydrants or flushing points. Where it is not possible to meet this requirement, a 6- inch main may be extended to a maximum of 800 feet in length and shall terminate with a fire hydrant or blow-off assembly; • Fire hydrants will be installed so that no residence is greater than five hundred (500') from a hydrant. Each fire hydrant will be analyzed to provide a fire flow of 1,000 gpm. As mentioned earlier the water distribution system will provide fire protection and domestic water service. The Water System Map is 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 and TCEQ Chapter 290. Unless specifically identified on the Construction Drawings, the proposed water lines will be of type PVC A WW A C900 DR14 water 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 plat or by separate instruments. 2.2 Domestic Water Supply Requirements: An average daily water consumption of 1.5 gpm per connection or dwelling unit will be utilized for analysis of the proposed water distribution system at normal conditions. During static conditions a minimum 35 psi pressure rating will be maintained. 2.3 Fire Flow Requirements: The fire flow demand, for the proposed development, will require that each residence be protected by a minimum 1,000 gpm. During frre flow conditions the minimum static pressure shall not be less than 20 psi. 2.4 Hydraulic Modeling Methodology: 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; 260-0551 Water-Sewer Report-S7P l .docx Page -4 Creek Meadows Subdivision -Section 7, Phase One & Two Water & Sanitary Sewer Report RME Consulting Engineers March 27, 2015 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: Utilizing the original KYPIPE model and expanding it to include Section 5, Phase Three water demands, and fire flow requirements, for the proposed water system improvements, and adjacent infrastructure, it was determined to adequately meet or positively exceed the minimum design standards. KYPIPE Hydraulic Analysis Data, resulting from both domestic water demands and all frre flow conditions are contained in this report in the "Attachment" portion. Resulting summary information for both conditions are illustrated below in Table #2-Water System Summary and identify the "worse-case" location in the proposed distribution system (lowest pressure node or highest velocity in pipe). The entire water system model, for each scenario is fully contained with the KYPIPE Hydraulic Analysis Data. TABLE#2 WATER SYSTEM SUMMARY PIPE DATE NODE DATA Residual Scenerio KYPIPE Section I Pipe Size Flow Velocity Node Pressure Number Name Phase (in) (gpm) (fos) Name (psi) DOMESTIC FLOW CONDITION P-1 NIA 12 204.00 0.58 FH-4 67.09 FIRE FLOW CONDITIONS 1 P-23 S7P2 8 589.49 5.98 FH-4 65.15 2 P-23 S7P2 8 847.62 5.41 FH-4 66.28 3 P-22 S7P2 8 1042 6.65 FH-4 65.64 4 P-22 S7P2 8 1042 6.65 FH-4 65.64 5 P-26 S7P2 6 1012 11.48 J-9 63 .74 Domestic Flow Scenario: 1. Domestic design flows at completion of Section 7, Phase One & Two; Fire Flow Scenario: 1. 1,000 gpm from FH7 -Section 7, Phase One; 2. 1,000 gpm from FH8 -Section 7, Phase Two; 3. 1,000 gpm from FH9 -Section 7, Phase Two; 4. 1,000 gpm from FHlO -Section 7, Phase Two; 5. 1,000 gpm from FHl 1 -Section 7, Phase Two; 3.0 SANITARY SEWER IMPROVEMENTS 3.1 Proposed Sanitary Sewer Configuration: The proposed sanitary sewer collection system, for Creek Meadows -Section 7, Phase One & Two, will consist of 8" and 6" sanitary sewer line extensions along with a the Creek Meadows Southside Liftstation (see separate report by RME -dated 3/27 /15). These 260-0551 Water-Sewer Report-S7Pl .docx Page -5 Creek Meadows Subdivision -Section 7, Phase One & Two Water & Sanitary Sewer Report RME Consulting Engineers March 27, 2015 sanitary sewer line extensions will be expansions of the existing Creek Meadows collection system which conveys sewer in a generally south eastern direction to the new lift station and then to the main subdivision Lift Station located on the south side of Greens Prairie Trail near the southwest comer of the master planned subdivision. The Sanitary Sewer System Map is included in the "Attachment" portion of this report and more fully details the proposed sanitary sewer system 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 plat or by separate instruments. 3.2 Sanitary Sewer Flow Calculations: The sanitary sewer requirements, for the master planned development, were derived by Method 2 -"Land Use Determination" of the UTSDS. Resulting average sanitary sewer flow values were calculated, for all complete or permitted phases, and the results are summarized in Table #3 -"Sanitary Sewer Flows" shown below. As calculated, the ultimate Average Daily Flow (ADF) for these section/phases of the Creek Meadows subdivision is 212, 799 gpd and a 2-Hour Peak Flow (PF) at 1.32 cfs. TABLE #3 -SANITARY SEWER FLOWS Average Average 2-Hour Daily Flow Dwelling Daily Flow Peak Flow Peak Flow Section/Phase (gpd/cap) Units (gpd) (gph) (cfs) Sec. IA, Ph. I & 2 100 96 25,632 4,272 0.16 Sec. IB, Phase 1-4 100 112 29,904 4,984 0.19 Sec. 2, Ph (Ph IA -3) 100 126 33,642 5,607 0.21 Sec. 3, Ph I -3 100 71 18,957 3,160 0.12 Sec. 4, (All Phases) 100 138 36,846 6,141 0.23 Sec. 5, Ph I -3 100 90 24,030 4,005 0.15 Southside CM LS 100 164 43,788 7,298 0.27 TOTAL EXPECTED FLOWS= 797 212,799 35,467 1.32 Flow Determination Notes: 1) Residential density is at 2.67 capita/Dwelling Unit; 2) Commercial uses were estimated at 30 capita/acre; 3) Average Daily flows, for each use, were assigned per Table III-"Average Wastewater Generations" per the UTSDS; 4) Peaking factor of 4.0 was applied to the Average Daily Flows to determine the Peak Flow which is used for line sizing; 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 stonnwater systems it can easily be applied for hydraulic modeling of gravity sewer 260-0551 Water-Sewer Report-S7P l.docx Page -6 Creek Meadows Subdivision -Section 7, Phase One & Two Water & Sanitary Sewer Report RME Consulting Engineers March 27, 2015 systems. Peak sewer flows were directly inputted at manholes in lieu of flows being generated by hydrological equations at logical locations along the proposed sewer lines. 3.4 Modeling Results & Conclusions: Using the original WINSTORM model and expanding it to include Creek Meadows - Section 5, Phase Three, sanitary sewer flows were input into the proposed sewer system and it was determined that the proposed expanded system has adequate capacity. WINSTORM Hydraulic Analysis Dat~ as resulting from sanitary sewer analysis, is contained in this report in the "Attachment" portion. Resulting summary information is illustrated below in Table #4 -Sanitary Sewer Summary. As report above in Table #3 there are 797 dwelling units either platted or permitted for platting (which includes Section 7, Phase Two). These dwelling units will be the equivalent of 1.32 cfs (592 gpm) at Peak Flow CPF=4). Utilizing a PF=3 (Peaking Factor for design capacity of the lift station system) the flows are reduced to 444 gpm. The Creek Meadows Lift Station has a firm pumping capacity of 505 gpm (at completion of Phase 2 improvements of the CMLS -737 D.U.s reserved for Creek Meadows) which illustrates that this flow will be acceptable at the current pumping system. TABLE#4 SANITARY SEWER COLLECTION SYSTEM Upstream Downstream Lme Pipe Size Slope Q capacity Velocity Element Element No. (in) (%) (cfs) (cfs) (fps) MH-1 SS LS 1 8 0.60 0.27 0.98 2.39 MH-2 MH-1 2 8 0 0.60 0.12 0.94 1.82 ~ MH-3 MH-1 3 6 1.03 0.16 0.57 2.48 I- ~ MH-4 MH-3 4 6 0.90 0.14 0.53 2.29 Q) c: MH-5 MH-4 5 6 0.90 0.13 0.53 2.24 0 Q) MH-6 MH-5 6 6 0.90 0.12 0.53 2.19 "' t1) MH-7 MH-6 7 6 0.90 0.12 0.53 2.19 .s:: a.. ...... -MH-8 MH-7 8 6 0.80 0.10 0.50 1.97 c: MH-9 MH-8 9 6 0.60 0.08 0.43 1.70 0 ~ MH-10 MH-9 10 6 1.50 0.05 0.69 1.99 Q) (/) MH-11 MH-10 11 6 1.25 0.02 0.67 1.42 MH-12 MH-9 12 6 0.50 0.03 0.40 1.13 Sanitary Sewer Notes: l) Velocities within a proposed pipe runs (highlighted) that are below the required 2.0 fps meet or exceed the minimum required slope for a 6" sanitary sewer, but have so little Q from the upstream lots that it is impractical to achieve the required 2.0 fps . This deviation from the B/CS standards will be noted in the B/CS Acknowledgement Letter prepared by this office; 2) Manning's ''N" utilized for PVC pipe is 0.013; 260-0551 Water-Sewer Report-S7Pl .docx Page -7 PRELIMINARY PLAN FINAL PLAT SECTION 7, PHASE ONE & TWO VICINITY MAP WE CREEK MEADOWS: SECTION 7, PH . 1 VICINITY MAP NOT TO SCALE GID N NOTTO SCALE WATER SYSTEM MAP KYPIPE HYDRAULIC ANALYSIS DATA DOMESTIC FLOW CONDITIONS * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * * * * * * * Pipe Network Modeling Software CopyRighted by KYPIPE LLC (www.kypipe.com) Version: 7.003 09/15/2014 Serial #: 8-10088948 Interface: Classic Licensed for Pipe2008 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Mon Apr 06 14:30:03 2015 Master File : c :\users\rabon metcalf\rme\projects\260-0551 ogg-creek meadows- s7pl\engineering\0551wlra.KYP\0551wlra.P2K ************************************************ 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 p I P E L I N E D AT A STATUS CODE : xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E #1 #2 (ft) (in) COEFF. LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J-7 130.00 12.00 135.0000 0 .91 P-10 J-4 FH-4 133.00 8 .00 139. 0000 0 .57 P-11 FH-4 BOV-2 333 .00 4 .00 139.0000 3 .17 P-12 J-4 J-5 296.00 8 .00 139 .0000 0 .74 P-13 J-5 FH-5 183.00 6.00 140.0000 0 .57 P-14 J-6 J-1 423.00 12.00 135.0000 0 .00 P-15 J-6 FH-5 351.00 6 .00 139.0000 0.57 P-16 J-5 FH-6 566.00 8 .00 139. 0000 0 .57 P-17 FH-6 BOV-3 340 .00 4 .00 139.0000 6 .00 P-18 J-5 FH-7 883 .93 8 .00 140 .0000 1. 54 P-19 FH-7 J-8 587 .64 8 .00 140.0000 0 .57 P-2 J-1 J-2 170.00 8 .00 136.0000 0 .74 P-20 J-7 J-6 2187 .00 12 .00 135 .0000 0 .00 P-21 J-8 FH-8 677 .00 8 .00 140.0000 0 .00 P-22 J-8 FH-9 219.85 8 .00 140.0000 0.00 P-23 FH-8 J-7 160.00 8 .00 140.0000 3 .57 P-24 FH-9 F-10 445.86 8.00 140 .0000 0 .00 P-25 F-10 J-9 364.42 8.00 140.0000 0 .74 P-26 J-9 FH-11 194 .48 6 .00 140 .0000 1. 67 P-27 FH-11 BOV-4 404 .00 4 .00 140 .0000 3 .17 P-3 J-2 FH-1 128 .00 8 .00 136.0000 0 .57 P-4 J-2 J-3 79 .00 6 .00 136.0000 0 .57 P-5 J-3 FH-2 478.00 6 .00 136.0000 0 .57 P-6 FH-2 BOV-1 374 .00 3 .00 140 . 0000 0 .17 P-7 J-3 FH-3 600 .00 6 .00 136.0000 0 .57 P-8 FH-3 FH-4 380 .00 6 .00 139.0000 6.57 P-9 FH-1 J-4 562.00 8.00 139.0000 15.80 DOMESTIC FLOW CONDITIONS N 0 D E NODE NAME BOV-2 BOV-4 BOV-1 BOV-3 F-10 FH-1 FH-11 FH-2 FH-3 FH-4 FH-5 FH-6 FH-7 FH-8 FH-9 J-1 J-2 J-3 J-4 J-5 J-6 J-7 J-8 J-9 R-1 DAT A NODE TITLE FH-7 0 U T P U T 0 P T I 0 N EXTERNAL DEMAND (gpm) 13 .50 12 .00 12.00 7 .50 9.00 0.00 0 .00 3.00 19.50 0 .00 0 .00 18.00 0 .00 15.00 12 .00 0 .00 0.00 7.50 25.50 12 .00 13.50 0.00 15.00 9.00 DAT A JUNCTION ELEVATION (ft) 299.00 289.00 296. 00 296.50 0 .00 298.00 292 .00 294 .00 299.00 310.00 300.50 0 .00 299.00 307.50 299.00 297.00 297.00 296. 00 301. 00 303.00 300 .00 310 .00 301. 00 292 .00 304.00 EXTERNAL GRADE (ft) 465 .00 OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y s T E M c 0 N F I G u RA T I 0 N NUMBER OF PIPES ................... (P) 27 NUMBER OF END NODES ............... (J) 24 NUMBER OF PRIMARY LOOPS ........... (L) 3 NUMBER OF SUPPLY NODES ............ (F) 1 NUMBER OF SUPPLY ZONES ............ (Z) 1 Case: 0 RESULTS OBTAINED AFTER 8 TRIALS: ACCURACY 0.80661E-07 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 STATUS CODE: P I P E N A M E R E S U L T S XX -CLOSED PIPE NODE NUMBERS u #2 CV -CHECK VALVE FLOWRATE gpm HEAD MINOR LINE HL+ML/ LOSS LOSS VELO. 1000 ft ft ft/s ft/f HL/ 1000 ft/f DOMESTIC FLOW CONDITIONS ----------------------------------------------------------------------------------------- P-1 R-1 J-7 204.00 0.02 0.00 0.58 0 .16 0.12 P-10 J -4 FH-4 17.76 0 .00 0.00 0.11 0.01 0 .01 P-11 FH-4 BOV-2 13.50 0 .05 0.01 0 .34 0 .18 0 .16 P-12 J -4 J-5 -11.45 0 .00 0.00 0 .07 0.00 0.00 P-13 J-5 FH-5 -30.98 0 .02 0.00 0 .35 0.11 0.10 P-14 J-6 J -1 69.55 0 .01 0.00 0 .20 0.02 0.02 P-15 J-6 FH-5 30.98 0 .04 0.00 0.35 0 .11 0.11 P-16 J-5 FH-6 25.50 0 .01 0.00 0.16 0 .02 0.02 P-17 FH-6 BOV-3 7.50 0 .02 0.00 0 .19 0 .06 0 .05 P-18 J -5 FH-7 -17.97 0 .01 0.00 0.11 0.01 0.01 P-19 FH-7 J -8 -17 .97 0.01 0.00 0 .11 0.01 0 .01 P-2 J -1 J -2 69.55 0 .02 0.00 0 .44 0.13 0.12 P-20 J-7 J-6 114. 03 0 .09 0.00 0 .32 0.04 0 .04 P-21 J -8 FH-8 -74 .97 0 .09 0 .00 0 .48 0.13 0 .13 P-22 J -8 FH-9 42 .00 0 .01 0 .00 0 .27 0 .04 0 .04 P-23 FH-8 J-7 -89.97 0 .03 0 .02 0 .57 0 .30 0 .18 P-24 FH-9 F-10 30.00 0 .01 0 .00 0 .19 0 .02 0 .02 P-25 F-10 J -9 21. 00 0 .00 0.00 0 .13 0 .01 0 .01 P-26 J -9 FH-11 12.00 0 .00 0 .00 0 .14 0 .02 0 .02 P-27 FH-11 BOV-4 12.00 0 .05 0.00 0.31 0.14 0 .13 P-3 J -2 FH-1 31. 82 0 .00 0.00 0 .20 0 .03 0 .03 P-4 J-2 J -3 37.74 0 .01 0.00 0 .43 0.18 0 .16 P-5 J-3 FH-2 15.00 0 .01 0.00 0 .17 0.03 0 .03 P-6 FH-2 BOV-1 12.00 0 .20 0 .00 0 .54 0 .53 0 .52 P-7 J -3 FH-3 15.24 0 .02 0.00 0 .17 0.03 0 .03 P-8 FH-3 FH-4 -4.26 0.00 0 .00 0 .05 0.00 0 .00 P-9 FH-1 J-4 31.82 0 .02 0.01 0 .20 0.05 0 .03 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 f t ft ft psi ------------------------------------------------------------------------------ BOV-2 13.50 464 .77 299 .00 165.77 71. 83 BOV-4 12 .00 464 .76 289 .00 175.76 76.16 BOV-1 12 .00 4 64. 63 296.00 168 .63 73 .07 BOV-3 7 .50 464 .80 296.50 168.30 72 . 93 F-10 9 .00 464 .82 FH-1 0 .00 464 .85 298 .00 166.85 72 .30 FH-11 0 .00 464 .81 292 .00 172 . 81 74 .89 FH-2 3.00 464 .83 294 .00 170 .83 74 .03 FH-3 19.50 464.82 299 .00 165.82 71. 86 FH-4 0 .00 464 .83 310.00 154 .83 67 .09 FH-5 0 .00 464 .85 300 .50 164 .35 71.22 FH-6 18 .00 464 .82 FH-7 FH-7 0 .00 464 .84 299 .00 165 .84 71. 86 FH-8 15.00 464.93 307 .50 157 .43 68.22 FH-9 12 .00 4 64 . 83 299 .00 165.83 71. 86 J -1 0.00 464 .88 297 .00 167.88 72 . 75 J -2 0.00 464 .86 297 .00 167 .86 72 . 74 J-3 7 .50 464 .84 296 .00 168 .84 73 .17 J-4 25.50 464.83 301. 00 163 .83 70 .99 J -5 12 .00 464.83 303 .00 161. 83 70 .13 J -6 13.50 464 .89 300 .00 164 .89 71 . 45 J -7 0 .00 464.98 310 .00 154.98 67.16 J -8 15.00 464 .84 301. 00 163 .84 71. 00 J-9 9 .00 464 .82 292.00 172. 82 74.89 R-1 465.00 304 .00 161.00 69 .77 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 FLOWRATE NODE NAME R-1 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND gpm 204 .00 204.00 0.00 204.00 DOMESTIC FLOW CONDITIONS TITLE ***** HYDRAULIC ANALYSIS COMPLETED ***** FIRE FLOW SCENARIO #1 * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * * * * * * * Pipe Network Modeling Software CopyRighted by KYPIPE LLC (www.kypipe .com) Version : 7.003 09/15/2014 Serial #: 8-10088948 Interface: Classic Licensed for Pipe2008 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Mon Apr 06 14:35:36 2015 Master File : c :\users\rabon metcalf\rme\projects\260-0551 ogg-creek meadows- s7pl\engineering\0551wlra.KYP\0551wlra.P2K ************************************************ 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 p I P E L I N E D A T A STATUS CODE : xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E #1 #2 (ft) (in) COEFF. LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J-7 130.00 12 .00 135 .0000 0 .91 P-10 J-4 FH-4 133 .00 8 .00 139. 0000 0 .57 P-11 FH-4 BOV-2 333 .00 4.00 139.0000 3 .17 P-12 J-4 J-5 296.00 8 .00 139.0000 0.74 P-13 J-5 FH-5 183.00 6 .00 140.0000 0 .57 P-14 J-6 J-1 423 .00 12 .00 135.0000 0 .00 P-15 J-6 FH-5 351.00 6 .00 139.0000 0 .57 P-16 J -5 FH-6 566.00 8 .00 139.0000 0 .57 P-17 FH-6 BOV-3 340.00 4.00 139.0000 6 .00 P-18 J-5 FH-7 883.93 8 .00 140.0000 1. 54 P-19 FH-7 J-8 587.64 8 .00 140.0000 0 .57 P-2 J-1 J -2 170 .00 8.00 136.0000 0.74 P-20 J-7 J-6 2187 .00 12.00 135 . 0000 0.00 P-21 J-8 FH-8 677 .00 8.00 140.0000 0.00 P-22 J-8 FH-9 219 .85 8 .00 140.0000 0.00 P-23 FH-8 J-7 160.00 8 .00 140 .0000 3.57 P-24 FH-9 F-10 445 .86 8.00 140.0000 0.00 P-25 F-10 J-9 364.42 8.00 140.0000 0.74 P-26 J-9 FH-11 194.48 6.00 140.0000 1. 67 P-27 FH-11 BOV-4 404 .00 4 .00 140.0000 3.17 P-3 J-2 FH-1 128 .00 8 .00 136.0000 0.57 P-4 J-2 J-3 79 .00 6.00 136.0000 0.57 P-5 J-3 FH-2 478 .00 6.00 136.0000 0.57 P-6 FH-2 BOV-1 374 .00 3 .00 140.0000 0 .17 P-7 J-3 FH-3 600 .00 6 .00 136 .0000 0 .57 P-8 FH-3 FH-4 380 .00 6 .00 139 .0000 6.57 P-9 FH-1 J-4 562 .00 8 .00 139.0000 15.80 FIRE FLOW SCENARIO #1 N 0 D E NODE NAME BOV-2 BOV-4 BOV-1 BOV-3 F-10 FH-1 FH-11 FH-2 FH-3 FH-4 FH-5 FH-6 FH-7 FH-8 FH-9 J-1 J -2 J -3 J -4 J-5 J-6 J -7 J-8 J-9 R-1 DAT A NODE TITLE FH-7 0 U T P U T 0 P T I 0 N EXTERNAL DEMAND (gpm) 13.50 12 .00 12 .00 7 .50 9 .00 0 .00 0 .00 3.00 19.50 0 .00 0 .00 18.00 1000.00 15.00 12 .00 0 .00 0 .00 7 .50 25 .50 12 .00 13.50 0 .00 15.00 9.00 D A T A JUNCTION ELEVATION (ft) 299.00 289.00 296 .00 296.50 0.00 298.00 292.00 294.00 299.00 310 .00 300.50 0.00 299.00 307 .50 299.00 297.00 297 .00 296 .00 301. 00 303 .00 300 .00 310.00 301. 00 292 .00 304 .00 EXTERNAL GRADE (ft) 465 .00 OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y s T E M c 0 N F I G u RA T I 0 N NUMBER OF PIPES ................... (P) 27 NUMBER OF END NODES ............... (J) 24 NUMBER OF PRIMARY LOOPS ........... (L) 3 NUMBER OF SUPPLY NODES ............ (F) 1 NUMBER OF SUPPLY ZONES ............ (Z) 1 Case : 0 RESULTS OBTAINED AFTER 5 TRIALS: ACCURACY 0.27623E-06 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 STATUS CODE : P I P E N A M E R E S U L T S XX -CLOSED PIPE NODE NUMBERS u #2 CV -CHECK VALVE FLOWRATE HEAD MINOR LINE HL+ML/ LOSS LOSS VELO . 1000 gpm ft ft ft/s ft/f HL/ 1000 ft/f FIRE FLOW SCENARIO #1 ----------------------------------------------------------------------------------------- P-1 R-1 J-7 1204.00 0 .43 0.16 3 .42 4. 60 P-10 J-4 FH-4 -79.00 0 .02 0.00 0 .50 0 .16 P-11 FH-4 BOV-2 13.50 0 .05 0.01 0 .34 0 .18 P-12 J-4 J-5 286.07 0 .47 0.04 1. 83 1. 72 P-13 J-5 FH-5 -233.94 0 .80 0.06 2.65 4 .73 P-14 J-6 J-1 367.07 0.16 0.00 1. 04 0 .37 P-15 J -6 FH-5 233.94 1. 56 0.06 2. 65 4 . 62 P-16 J-5 FH-6 25.50 0.01 0.00 0.16 0 .02 P-17 FH-6 BOV-3 7.50 0.02 0.00 0.19 0.06 P-18 J-5 FH-7 482.51 3.65 0.23 3.08 4 .39 P-19 FH-7 J -8 -517.49 2 .76 0.10 3.30 4 .87 P-2 J-1 J-2 367.07 0 .45 0.06 2.34 3.00 P-20 J-7 J-6 614 .51 2.10 0.00 1. 74 0 .96 P-21 J-8 FH-8 -574 .49 3 .86 0.00 3.67 5 . 71 P-22 J-8 FH-9 42.00 0 .01 0.00 0.27 0 .04 P-23 FH-8 J-7 -589.49 0 .96 0.78 3.76 10 .89 P-24 FH-9 F-10 30 .00 0 .01 0.00 0.19 0 .02 P-25 F-10 J-9 21. 00 0.00 0.00 0.13 0 .01 P-26 J-9 FH-11 12.00 0 .00 0.00 0 .14 0 .02 P-27 FH-11 BOV-4 12.00 0.05 0.00 0.31 0.14 P-3 J-2 FH-1 232.57 0 .14 0.02 1. 48 1. 28 P-4 J-2 J-3 134.50 0.13 0.02 1.53 1. 92 P-5 J-3 FH-2 15.00 0 .01 0.00 0 .17 0 .03 P-6 FH-2 BOV-1 12 .00 0.20 0.00 0.54 0 .53 P-7 J-3 FH-3 112. 00 0.71 0.01 1.27 1. 21 P-8 FH-3 FH-4 92.50 0.30 0.11 1. 05 1. 09 P-9 FH-1 J-4 232.57 0.61 0.54 1. 48 2 .04 N 0 D E RE S U L T S NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE gpm ft ft ft psi ------------------------------------------------------------------------------ BOV-2 13 .50 460 .29 299.00 BOV-4 12 .00 458 .71 289 .00 BOV-1 12.00 461.27 296.00 BOV-3 7.50 459 .78 296.50 F-10 9.00 458.78 FH-1 0.00 4 61. 4 7 298.00 FH-11 0.00 458.77 292.00 FH-2 3.00 4 61. 4 7 294 .00 FH-3 19.50 460.76 299.00 FH-4 0.00 460.35 310 .00 FH-5 0.00 460.68 300.50 FH-6 18 .00 459.80 FH-7 FH-7 1000.00 455 .94 299.00 FH-8 15.00 462 .66 307 .50 FH-9 12 .00 458.79 299 .00 J-1 0.00 462.15 297 .00 J-2 0.00 461. 64 297.00 J-3 7.50 4 61. 4 9 296.00 J -4 25 .50 460 .32 301. 00 J-5 12 .00 459.82 303.00 J-6 13 .50 462.30 300.00 J-7 0.00 464.40 310.00 J-8 15.00 458.80 301.00 J-9 9.00 458.77 292 .00 R-1 465.00 304.00 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 FLOWRATE NODE 161.29 69 .89 169.71 73.54 165.27 71. 62 163.28 70 .76 163.47 70 .84 166.77 72 .27 167.47 72 . 57 161.76 70.10 150.35 65.15 160.18 69.41 156.94 68 .01 155.16 67 .24 159.79 69 .24 165.15 71. 56 164. 64 71. 34 165.49 71 . 71 159.32 69 .04 156.82 67 .95 162.30 70 .33 154.40 66 .91 157.80 68 .38 166.77 72 .27 161. 00 69 .77 3.33 0 .15 0.16 1. 59 4.39 0.37 4.45 0 .02 0.05 4 .13 4.70 2 .63 0 .96 5 .71 0 .04 5 .98 0.02 0.01 0 .02 0 .13 1.13 1. 66 0 .03 0 .52 1.18 0.80 1. OB FIRE FLOW SCENARIO #1 NAME gpm TITLE R-1 1204.00 NET SYSTEM INFLOW 1204 .00 NET SYSTEM OUTFLOW 0 .00 NET SYSTEM DEMAND 1204 .00 ***** HYDRAULIC ANALYS IS COMPLETED ***** FIRE FLOW SCENARIO #2 * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * * * * * * Pipe Network Modeling Software CopyRighted by KYPIPE LLC (www .kypipe.com) Version: 7.003 09/15/2014 Serial #: 8-10088948 Interface: Classic Licensed for Pipe2008 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Mon Apr 06 14:40:12 2015 Master File : c :\users\rabon metcalf\rme\projects\260-0551 ogg-creek meadows- s7pl\engineering\055lwlra.KYP\0551wl ra.P2K ************************************************ 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 ............ gallon s/minute HEAD (HGL) ........... feet PRESSURE ............ psig p I P E L I N E D A T A STATUS CODE : xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E #1 #2 (ft) (in) COEFF. LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J-7 130.00 12 .00 135.0000 0.91 P-10 J-4 FH-4 133.00 8 .00 139.0000 0 .57 P-11 FH-4 BOV-2 333 .00 4 .00 139 . 0000 3 .17 P-12 J -4 J-5 296.00 8 .00 139.0000 0 .74 P-13 J-5 FH-5 183.00 6.00 140.0000 0 .57 P-14 J-6 J-1 423 .00 12.00 135 .0000 0 .00 P-15 J -6 FH-5 351 .00 6.00 139.0000 0 .57 P-16 J-5 FH-6 566.00 8.00 139.0000 0.57 P-17 FH-6 BOV-3 340 .00 4 .00 139.0000 6.00 P-18 J-5 FH-7 883 .93 8 .00 140 .0000 l. 54 P-19 FH-7 J-8 587 . 64 8 .00 140.0000 0 .57 P-2 J -1 J -2 170.00 8 .00 136.0000 0 .74 P-20 J-7 J-6 2187 .00 12 .00 135.0000 0 .00 P-21 J -8 FH-8 677.00 8 .00 140 .0000 0 .00 P-22 J-8 FH-9 219.85 8 .00 140 .0000 0 .00 P-23 FH-8 J-7 160.00 8 .00 140 .0000 3 .57 P-24 FH-9 F-10 445 .86 8 .00 140 .0000 0.00 P-25 F-10 J -9 364.42 8.00 140 .0000 0.74 P-26 J -9 FH-11 194 .48 6 .00 140.0000 l. 67 P-27 FH-11 BOV-4 404.00 4.00 140.0000 3.17 P-3 J-2 FH-1 128 .00 8.00 136.0000 0.57 P-4 J -2 J -3 79.00 6.00 136. 0000 0.57 P-5 J -3 FH-2 478 .00 6.00 136.0000 0 .57 P-6 FH-2 BOV-1 374 .00 3 .00 140 .0000 0.17 P-7 J -3 FH-3 600 .00 6.00 136.0000 0.57 P-8 FH-3 FH-4 380 .00 6 .00 139.0000 6 .57 P-9 FH-1 J -4 562 .00 8 .00 139.0000 15.80 N 0 D E NODE NAME BOV-2 BOV-4 BOV-1 BOV-3 F-10 FH-1 FH-11 FH-2 FH-3 FH-4 FH-5 FH-6 FH-7 FH-8 FH-9 J-1 J-2 J-3 J-4 J-5 J-6 J-7 J-8 J-9 R-1 D A T A NODE TITLE FH-7 0 U T P U T 0 P T I 0 N FIRE FLOW SCENARIO #2 EXTERNAL DEMAND (gpm) 13 .50 12.00 12 .00 7.50 9 .00 0 .00 0 .00 3 .00 19 .50 0 .00 0 .00 18 .00 0 .00 1015 .00 12 .00 0 .00 0 .00 7.50 25 .50 12 .00 13 .50 0 .00 15 .00 9 .00 DA T A JUNCTION ELEVATION (ft) 299.00 289.00 296.00 296.50 0 .00 298.00 292 .00 294 .00 299.00 310 .00 300 .50 0 .00 299.00 307.50 299.00 297 .00 297.00 296.00 301. 00 303.00 300.00 310 .00 301. 00 292 .00 304 .00 EXTERNAL GRADE (ft) 465.00 OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y s T E M c 0 N F I G u RA T I 0 N NUMBER OF PIPES ................... (P) 27 NUMBER OF END NODES ............... (J) 24 NUMBER OF PRIMARY LOOPS ........... (L) 3 NUMBER OF SUPPLY NODES ............ (F) 1 NUMBER OF SUPPLY ZONES ............ (Z) 1 Case: 0 RESULTS OBTAINED AFTER 5 TRIALS: ACCURACY 0 .34389E-04 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 STATUS CODE : P I P E N A M E R E S U L T S XX -CLOSED PIPE NODE NUMBERS #1 #2 CV -CHECK VALVE FLOW RATE gpm HEAD MINOR LOSS LOSS ft ft LINE HL+ML/ VELO. 1000 ft/s ft/f HL/ 1000 ft/f FIRE FLOW SCENARIO #2 ----------------------------------------------------------------------------------------- P-1 R-1 J-7 1204.00 0 .43 0 .16 3.42 4 . 60 P-10 J -4 FH-4 -30 .79 0 .00 0 .00 0 .20 0 .03 P-11 FH-4 BOV-2 13.50 0 .05 0 .01 0.34 0 .18 P-12 J -4 J-5 134.76 0 .12 0 .01 0 .86 0 .42 P-13 J-5 FH-5 -127 .11 0 .26 0.02 1. 44 1. 52 P-14 J -6 J-1 215.76 0 .06 0 .00 0 .61 0 .14 P-15 J-6 FH-5 127 .11 0 .50 0 .02 1. 44 1. 49 P-16 J -5 FH-6 25.50 0 .01 0 .00 0 .16 0 .02 P-17 FH-6 BOV-3 7 .50 0 .02 0.00 0 .19 0 .06 P-18 J -5 FH-7 224 .38 0 .88 0 .05 1. 43 1. 06 P-19 FH-7 J-8 224 .38 0 .59 0.02 1. 43 1.03 P-2 J -1 J -2 215 .76 0 .17 0.02 1. 38 1.11 P-20 J -7 J -6 356 .38 0 .77 0 .00 1. 01 0 .35 P-21 J -8 FH-8 167.38 0 .39 0.00 1. 07 0.58 P-22 J -8 FH-9 42.00 0 .01 0 .00 0 .27 0 .04 P-23 FH-8 J-7 -847.62 1. 88 1. 62 5.41 21. 86 P-24 FH-9 F-10 30 .00 0 .01 0 .00 0 .19 0 .02 P-25 F-10 J -9 21. 00 0 .00 0 .00 0.13 0 .01 P-26 J-9 FH-11 12.00 0 .00 0.00 0 .14 0 .02 P-27 FH-11 BOV-4 12.00 0 .05 0 .00 0 .31 0.14 P-3 J -2 FH-1 129.47 0 .05 0 .01 0 .83 0.43 P-4 J-2 J -3 86.29 0 .06 0.01 0 .98 0 .84 P-5 J -3 FH-2 15.00 0 .01 0 .00 0 .17 0.03 P-6 FH-2 BOV-1 12.00 0 .20 0.00 0 .54 0.53 P-7 J -3 FH-3 63.79 0 .25 0 .00 0 . 72 0 .42 P-8 FH-3 FH-4 44 .29 0 .08 0 .03 0 .50 0.27 P-9 FH-1 J -4 129.47 0 .21 0 .17 0 .83 0.66 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 ------------------------------------------------------------------------------ BOV-2 13.50 462 .91 299.00 BOV-4 12.00 461. 21 289.00 BOV-1 12 .00 4 63 .11 296.00 BOV-3 7 .50 462.80 296.50 F-10 9 .00 461.28 FH-1 0 .00 463 .33 298 .00 FH-11 0 .00 461.27 292 .00 FH-2 3 .00 463 .31 294 .00 FH-3 19 .50 463.07 299.00 FH-4 0.00 462 .97 310.00 FH-5 0.00 4 63 .11 300 .50 FH-6 18.00 462 .83 FH-7 FH-7 0 .00 461 .90 299.00 FH-8 1015.00 460 .90 307 .50 FH-9 12.00 461.29 299.00 J -1 0 .00 463 .58 297 .00 J-2 0 .00 463 .39 297 .00 J -3 7 .50 463 .32 296.00 J-4 25.50 462 .96 301. 00 J -5 12 .00 462.84 303 .00 J -6 13.50 4 63.64 300 .00 J-7 0 .00 464.40 310 .00 J-8 15 .00 461.30 301. 00 J-9 9 .00 461.27 292 .00 R-1 465 .00 304 .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 FLOWRATE NODE 163.91 71. 03 172.21 74 .62 167 .11 72 . 42 166.30 72 .06 165.33 71. 64 169.27 73.35 169.31 73 .37 164.07 71.10 152.97 66.28 162 . 61 70 .47 162.90 70 .59 153.40 66 .47 162.29 70.32 166.58 72 .18 166.39 72 .10 167 .32 72.51 161.96 70 .18 159.84 69.26 163.64 70.91 154 .40 66.91 160.30 69.46 169.27 73 .35 161.00 69.77 3.33 0 .03 0 .16 0 .39 1. 42 0 .14 1. 44 0 .02 0.05 1. 00 1. 00 0.98 0 .35 0 .58 0 .04 11.73 0 .02 0 .01 0 .02 0 .13 0.38 0 .73 0 .03 0 .52 0 .42 0.20 0.37 FIRE FLOW SCENARIO #2 NAME gpm TITLE R-1 1204.00 NET SYSTEM INFLOW 1204.00 NET SYSTEM OUTFLOW 0.00 NET SYSTEM DEMAND 1204.00 ***** HYDRAULIC ANALYSIS COMPLETED ***** FIRE FLOW SCENARIO #3 * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * * * * * * * Pipe Network Modeling Software CopyRighted by KYP I PE LLC (www .kypipe .com) Version: 7 .003 09/15/2014 Serial #: 8-10088948 Interface: Classic Licensed for Pipe2008 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time : Mon Apr 06 14 :43 :48 2015 Master File : c :\users\rabon metcalf\rme\projects\260-0551 ogg-creek meadows- s7pl\engineering\055lwlra.KYP\055lwlra.P2K ************************************************ 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 p I P E L I N E D A T A STATUS CODE : xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E #1 #2 (ft) (in) COEFF. LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J -7 130 . 00 12.00 135. 0000 0.91 P-10 J-4 FH-4 133 .00 8.00 139.0000 0.57 P-11 FH-4 BOV-2 333.00 4.00 139. 0000 3.17 P-12 J-4 J -5 296 .00 8 .00 139. 0000 0.74 P-13 J -5 FH-5 183.00 6.00 140.0000 0.57 P-14 J-6 J -1 423 .00 12.00 135. 0000 0.00 P-15 J -6 FH-5 351.00 6.00 139 .0000 0.57 P-16 J -5 FH-6 566 .00 8.00 139 .0000 0.57 P-17 FH-6 BOV-3 340 .00 4.00 139 .0000 6.00 P-18 J -5 FH-7 883 .93 8 .00 140 .0000 1. 54 P-19 FH-7 J -8 587 .64 8 .00 140 . 0000 0.57 P-2 J -1 J -2 170 .00 8 .00 136 .0000 0.74 P-20 J-7 J -6 2187 .00 12.00 135 .0000 0.00 P-21 J -8 FH-8 677 .00 8 .00 140.0000 0.00 P-22 J -8 FH-9 219 .85 8 .00 140 .0000 0.00 P-23 FH-8 J -7 160 .00 8 .00 140 .0000 3.57 P-24 FH-9 F-10 445 .86 8 .00 140 . 0000 0.00 P-25 F-10 J-9 364 .42 8 .00 140.0000 0.74 P-26 J -9 FH-11 194.48 6.00 140 .0000 1. 67 P-27 FH-11 BOV-4 404 .00 4.00 140 .0000 3.17 P-3 J-2 FH-1 128.00 8 .00 136.0000 0.57 P-4 J -2 J -3 79.00 6.00 136 .0000 0.57 P-5 J -3 FH-2 478.00 6.00 136.0000 0.57 P-6 FH-2 BOV-1 374 .00 3.00 140.0000 0.17 P-7 J -3 FH-3 600.00 6.00 136.0000 0.57 P-8 FH-3 FH-4 380 .00 6.00 139 .0000 6.57 P-9 FH-1 J -4 562.00 8.00 139 .0000 15.80 FIRE FLOW SCENARIO #3 N 0 D E NODE NAME BOV-2 BOV-4 BOV-1 BOV-3 F-10 FH-1 FH-11 FH-2 FH-3 FH-4 FH-5 FH-6 FH-7 FH-8 FH-9 J-1 J-2 J-3 J-4 J-5 J-6 J-7 J -8 J-9 R-1 DAT A NODE TITLE FH-7 0 U T P U T 0 P T I 0 N EXTERNAL DEMAND {gpm) 13 .50 12 .00 12 .00 7 .50 9 .00 0 .00 0 .00 3 .00 19 .50 0.00 0 .00 18 .00 0 .00 15 .00 1012 .00 0 .00 0 .00 7 .50 25 .50 12 .00 13.50 0.00 15.00 9 .00 DAT A JUNCTION ELEVATION {ft) 299 .00 289.00 296.00 296.50 0 .00 298 .00 292.00 294.00 299 .00 310.00 300.50 0.00 299.00 307.50 299.00 297 .00 297 .00 296.00 301. 00 303.00 300.00 310.00 301.00 292.00 304.00 EXTERNAL GRADE {ft) 465 .00 OUTPUT SELECTION : ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... {P) 27 NUMBER OF END NODES ............... (J) 24 NUMBER OF PRIMARY LOOPS ........... {L) 3 NUMBER OF SUPPLY NODES ............ {F) 1 NUMBER OF SUPPLY ZONES ............ (Z) 1 Case : 0 RESULTS OBTAINED AFT ER 5 TRIALS : ACCURACY 0.43878E-06 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 STATUS CODE: P I P E N A M E R E S U L T S XX -CLOSED PIPE NODE NUMBERS #1 #2 CV -CHECK VALVE FLOWRATE gpm HEAD MINOR LINE HL+ML/ LOSS LOSS VELO. 1000 ft ft ft/s ft/f HL/ 1000 ft/f FIRE FLOW SCENARIO #3 ----------------------------------------------------------------------------------------- P-1 R-1 J -7 1204 .00 0 .43 0 .16 3.42 4 . 60 3 .33 P-10 J -4 FH-4 -60 .94 0 .01 0 .00 0.39 0 .10 0 .09 P-11 FH-4 BOV-2 13 .50 0 .05 0 .01 0.34 0 .18 0 .16 P-12 J -4 J-5 229.38 0 .31 0 .02 1. 46 1.14 1. 06 P-13 J-5 FH-5 -193 .70 0 .57 0 .04 2.20 3 .33 3 .09 P-14 J-6 J-1 310 .38 0 .11 0.00 0.88 0 .27 0.27 P-15 J-6 FH-5 193 .70 1.10 0.04 2 .20 3 . 26 3.13 P-16 J -5 FH-6 25 .50 0 .01 0 .00 0.16 0 .02 0.02 P-17 FH-6 BOV-3 7 .50 0 .02 0 .00 0.19 0 .06 0 .05 P-18 J -5 FH-7 385 .57 2 .41 0 .14 2. 46 2 .89 2 .73 P-19 FH-7 J -8 385 .57 1. 60 0.05 2. 46 2.82 2 .73 P-2 J-1 J -2 310 .38 0 .33 0 .05 1. 98 2 .19 1. 92 P-20 J-7 J -6 517 .57 1. 53 0 .00 1. 47 0 .70 0 .70 P-2 1 J-8 FH-8 -671 . 43 5 .16 0.00 4.29 7 . 62 7 . 62 P-22 J-8 FH-9 1042 .00 3.78 0 .00 6.65 17.19 17 .19 P-23 FH-8 J -7 -686 .43 1. 27 1. 06 4.38 14.58 7 .93 P-24 FH-9 F-10 30 .00 0 .01 0 .00 0 .19 0 .02 0.02 P-25 F-10 J -9 21. 00 0 .00 0 .00 0.13 0 .01 0 .01 P-26 J-9 FH-11 12 .00 0 .00 0 .00 0.14 0.02 0 .02 P-27 FH-11 BOV-4 12 .00 0 .05 0 .00 0.31 0.14 0 .13 P-3 J -2 FH-1 193 .93 0 .10 0 .01 1. 24 0.91 0 .81 P-4 J-2 J -3 116 .44 0 .10 0 .02 1. 32 1. 47 1. 27 P-5 J -3 FH-2 15 .00 0 .01 0 .00 0.17 0 .03 0.03 P-6 FH-2 BOV-1 12 .00 0 .20 0.00 0.54 0 .53 0.52 P-7 J-3 FH-3 93 .94 0 .51 0 .01 1. 07 0 .87 0.85 P-8 FH-3 FH-4 74 .44 0 .20 0 .07 0.84 0 . 72 0 .53 P-9 FH-1 J -4 193 .93 0 .43 0 .38 1.24 1. 44 0 .77 N 0 D E R E S U L T S NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TI TLE DEMAND GRADE ELEVATION HEAD PRESSURE gpm f t ft ft psi ------------------------------------------------------------------------------ BOV-2 13 .50 461.41 299.00 162.41 70 .38 BOV-4 12 .00 453 .06 289.00 164 .06 71. 09 BOV-1 12 .00 462 .06 296.00 166.06 71 . 96 BOV-3 7 .50 4 61. 09 296.50 164 .59 71. 32 F-10 9 .00 453 .12 FH-1 0 .00 462 . 27 298 .00 164.27 71 .18 FH-11 0 .00 453 .12 292 .00 161.12 69 .82 FH-2 3 .00 462 . 26 294.00 168. 2 6 72 . 91 FH-3 19 .50 4 61. 7 5 299.00 162 .75 70 .52 FH-4 o.oo 461.47 310.00 151.47 65.64 FH-5 0.00 461.73 300.50 161.23 69 .87 FH-6 18 .00 461.11 FH-7 FH-7 0.00 458 .57 299.00 159 .57 69.15 FH-8 15 .00 462 .07 307.50 154.57 66.98 FH-9 1012 .00 453 .13 299.00 154 .13 66.79 J-1 0 .00 462 . 76 297 .00 165 . 76 71. 83 J-2 0 .00 462 .39 297 .00 165 .39 71 . 67 J-3 7 .50 462 .27 296.00 166.27 72 .05 J-4 25 .50 4 61. 4 6 301. 00 160.46 69 .53 J-5 12 .00 461.12 303.00 158 .12 68 .52 J-6 13 .50 462 .87 300.00 162 .87 70.58 J-7 0.00 464 .40 310 .00 154 .40 66.91 J-8 15 .00 456.91 301. 00 155 .91 67 . 56 J-9 9 .00 453 .12 292.00 161 .12 69 .82 R-1 465 .00 304 .00 161.00 69 .77 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 FLOWRATE NODE FIRE FLOW SCENARIO #3 NAME gpm TITLE R-1 1204.00 NET SYSTEM INFLOW 1204 .00 NET SYSTEM OUTFLOW 0 .00 NET SYSTEM DEMAND 1204 .00 ***** HYDRAULIC ANALYSI S COMPLETED ***** FIRE FLOW SCENARIO #4 * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * * * * * * * Pipe Net work Modeling Software CopyRighted by KYPIPE LLC (www.kypipe.com) Version : 7 .003 09/15/2014 Serial #: 8-10088948 Interface: Classic Licensed for Pipe2008 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Mon Apr 06 14:47 :24 2015 Master File : c :\user s\rabon metcalf\rme\proj ects\260-0551 ogg-creek meadows- s7pl\engi neering\055lwlra.KYP\055lwlra .P2K ************************************************ 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 ............ gall on s/minute HEAD (HGL) .......... feet PRESSURE ............ psig p I P E L I N E D A T A STATUS CODE : xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E #1 #2 (ft) (in) COEFF . LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J-7 130 .00 12.00 135 .0000 0.91 P-10 J -4 FH-4 133. 00 8.00 139 .0000 0.57 P-11 FH-4 BOV-2 333 .00 4 .00 139.0000 3.17 P-12 J-4 J-5 296 .00 8.00 139.0000 0.74 P-13 J-5 FH-5 183 .00 6.00 140 .0000 0 .57 P-14 J-6 J -1 423 .00 12.00 135 .0000 0.00 P-15 J -6 FH-5 351. 00 6.00 139 .0000 0.57 P-16 J-5 FH-6 566 .00 8 .00 139 .0000 0.57 P-17 FH-6 BOV-3 340.00 4 .00 139 .0000 6 .00 P-18 J-5 FH-7 883 .93 8 .00 140 .0000 1. 54 P-19 FH-7 J -8 587 .64 8.00 140 .0000 0 .57 P-2 J -1 J-2 170 .00 8 .00 136.0000 0.74 P-20 J-7 J -6 2187 .00 12.00 135 .0000 0 .00 P-21 J -8 FH-8 677 .00 8 .00 140.0000 0 .00 P-22 J -8 FH-9 219 .85 8 .00 140.0000 0 .00 P-23 FH-8 J-7 160.00 8 .00 140 .0000 3 .57 P-24 FH-9 F-10 444 .02 8 .00 140 .0000 0 .00 P-25 F-10 J -9 368 .0 4 8 .00 140.0000 0.74 P-26 J-9 FH-11 194 .48 6.00 140.0000 1. 67 P-27 FH-11 BOV-4 404 .00 4 .00 140.0000 3 .17 P-3 J-2 FH-1 128 .00 8.00 136.0000 0 .57 P-4 J -2 J-3 79 .00 6.00 136. 0000 0.57 P-5 J -3 FH-2 478 .00 6.00 136. 0000 0 .57 P-6 FH-2 BOV-1 374 .00 3.00 1 40 .0000 0.17 P-7 J-3 FH-3 600 .00 6.00 136.0000 0 .57 P-8 FH-3 FH-4 380 .00 6.00 139. 0000 6.57 P-9 FH-1 J-4 562 .00 8.00 139.0000 15 .80 FIRE FLOW SCENARIO #4 N 0 D E DAT A NODE NAME BOV-2 BOV-4 BOV-1 BOV-3 F-10 FH-1 FH-11 FH-2 FH-3 FH-4 FH-5 FH-6 FH-7 FH-8 FH-9 J -1 J-2 J -3 J-4 J-5 J-6 J-7 J-8 J-9 R-1 0 U T P U T NODE TITLE FH-7 0 P T I 0 N EXTERNAL DEMAND (gpm) 13.50 12 .00 12 .00 7 .50 1009.00 0 .00 0 .00 3 .00 19.50 0.00 0 .00 18 .00 0 .00 15.00 12.00 0.00 0.00 7.50 25 .50 12.00 13 .50 0.00 15.00 9 .00 D A T A JUNCTION ELEVATION (ft) 299 .00 289 .00 296.00 296 .50 0.00 298 .00 292 .00 294.00 299 .00 310 .00 300 .50 0 .00 299 .00 307 .50 299 .00 297 .00 297.00 296.00 301.00 303.00 300.00 310.00 301. 00 292.00 304 .00 EXTERNAL GRADE (ft) 465 .00 OUTPUT SELECTION : ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y s T E M c 0 N F I G u RA T I 0 N NUMBER OF PIPES ................... (P) 27 NUMBER OF END NODES ............... (J) 24 NUMBER OF PRIMARY LOOPS ........... (L) 3 NUMBER OF SUPPLY NODES ............ (F) 1 NUMBER OF SUPPLY ZONES .•••...••.•• ( z) 1 Case: 0 RESULTS OBTAINED AFTER 5 TRIALS : ACCURACY 0.39117E-06 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 STATUS CODE : P I P E N A M E R E S U L T S XX -CLOSED PIPE NODE NUMBERS #1 #2 CV -CHECK VALVE FLOWRATE HEAD MINOR LINE HL+ML/ LOSS LOSS VELO. 1000 gpm ft ft ft/s ft/f HL/ 1000 ft/f FIRE FLOW SCENARIO #4 ----------------------------------------------------------------------------------------- P-1 R-1 J-7 1204 .00 0. 43 0.16 3.42 4.60 P-10 J-4 FH-4 -60 .94 0.01 0 .00 0 .39 0 .10 P-11 FH-4 BOV-2 13.50 0.05 0.01 0.34 0.18 P-12 J-4 J-5 229 .38 0.31 0 .02 1. 46 1.14 P-13 J-5 FH-5 -193.70 0.57 0 .04 2.20 3 .33 P-14 J-6 J-1 310.38 0 .11 0 .00 0.88 0 .27 P-15 J-6 FH-5 193.70 1.10 0.04 2 .20 3 .26 P-16 J-5 FH-6 25 .50 0 .01 0.00 0.16 0 .02 P-17 FH-6 BOV-3 7.50 0 .02 0 .00 0.19 0 .06 P-18 J-5 FH-7 385 .57 2 .41 0.14 2. 46 2.89 P-19 FH-7 J-8 385.57 1. 60 0.05 2 .46 2 .82 P-2 J-1 J-2 310 .38 0.33 0 .05 1. 98 2.19 P-20 J-7 J-6 517.57 1. 53 0 .00 1. 47 0.70 P-21 J-8 FH-8 -671 . 43 5.16 0.00 4.29 7 . 62 P-22 J-8 FH-9 1042 .00 3.78 0 .00 6 .65 17.19 P-23 FH-8 J-7 -686.43 1.27 1. 06 4.38 14.58 P-24 FH-9 F-10 1030.00 7 .47 0 .00 6 .57 16. 82 P-25 F-10 J-9 21. 00 0.00 0 .00 0.13 0.01 P-26 J-9 FH-11 12.00 0.00 0.00 0.14 0.02 P-27 FH-11 BOV-4 12.00 0.05 0.00 0.31 0 .14 P-3 J-2 FH-1 193.93 0.10 0.01 1. 24 0.91 P-4 J-2 J-3 116.44 0.10 0.02 1. 32 1. 47 P-5 J-3 FH-2 15.00 0.01 0.00 0.17 0 .03 P-6 FH-2 BOV-1 12.00 0.20 0 .00 0 .54 0.53 P-7 J-3 FH -3 93 .94 0.51 0 .01 1.07 0.87 P-8 FH-3 FH-4 74 .44 0 .20 0.07 0.84 0. 72 P-9 FH-1 J-4 193.93 0 . 43 0.38 1.24 1. 44 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 ------------------------------------------------------------------------------ BOV-2 13.50 4 61. 41 299 .00 BOV-4 12.00 445.60 289 .00 BOV-1 12.00 462.06 296 .00 BOV-3 7.50 461. 09 296 .50 F-10 1009.00 445.67 FH-1 0.00 462.27 298 .00 FH-11 0.00 445.66 292.00 FH-2 3.00 462.26 294 .00 FH-3 19.50 461.75 299 .00 FH-4 0 .00 4 61. 4 7 310 .00 FH-5 0.00 461.73 300.50 FH-6 18.00 461.11 FH-7 FH-7 0 .00 458.57 299.00 FH-8 15.00 462.07 307.50 FH-9 12.00 453 .13 299 .00 J-1 0 .00 462.76 297.00 J-2 0 .00 462.39 297 .00 J-3 7.50 462.27 296.00 J-4 25.50 4 61. 4 6 301.00 J-5 12.00 461.12 303 .00 J-6 13.50 462.87 300 .00 J-7 0 .00 464.40 310 .00 J-8 15.00 456.91 301 .00 J-9 9 .00 445.66 292.00 R-1 465.00 304 .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 FLOWRATE NODE 162.41 70.38 156.60 67 .86 166.06 71. 96 164.59 71. 32 164.27 71.18 153.66 66.58 168. 2 6 72 . 91 162.75 70.52 151.47 65.64 161.23 69 .87 159.57 69.15 154.57 66.98 154 .13 66 .79 165.76 71. 83 165.39 71 .67 166.27 72. 05 160.46 69 .53 158.12 68 .52 162.87 70.58 154.40 66 .91 155.91 67.56 153.66 66 .59 161. 00 69 .77 3.33 0.09 0.16 1. 06 3.09 0.27 3.13 0.02 0.05 2.73 2.73 1. 92 0.70 7 . 62 17 .19 7 .93 16. 82 0 .01 0 .02 0 .13 0.81 1. 27 0 .03 0 .52 0 .85 0 .53 0 . 77 NAME R-1 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND gpm 1204.00 1204.00 0 .00 1204.00 FIRE FLOW SCENARIO #4 TITLE ***** HYDRAULIC ANALYSIS COMPLETED ***** FIRE FLOW SCENARIO #5 * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * * * * * * * Pipe Network Modeling Software CopyRighted by KYPIPE LLC (www.kypipe.com) Version: 7 .003 09/15/2014 Serial #: 8-10088948 Interface: Classic Licensed for Pipe2008 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time : Mon Apr 06 14:50:40 2015 Master File : c :\users\rabon metcalf\rme\projects\260-0551 egg-creek meadows- s7pl\engineering\055lwlra.KYP\055lwlra.P2K ************************************************ 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 p I p E L I N E D A T A STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E #1 #2 (ft) (in) COEFF . LOSS COEFF . ------------------------------------------------------------------------------- P-1 R-1 J-7 130.00 12.00 135.0000 0.91 P-10 J-4 FH-4 133 . 00 8.00 139.0000 0.57 P-11 FH-4 BOV-2 333 .00 4.00 139.0000 3.17 P-12 J-4 J-5 296.00 8.00 139.0000 0.74 P-13 J-5 FH-5 183.00 6.00 140.0000 0 .57 P-14 J-6 J-1 423 .00 12 .00 135.0000 0.00 P-15 J-6 FH-5 351.00 6 .00 139.0000 0.57 P-16 J-5 FH-6 566.00 8 .00 139.0000 0.57 P-17 FH-6 BOV-3 340.00 4.00 139.0000 6.00 P-18 J-5 FH-7 883.93 8.00 140.0000 1. 54 P-19 FH-7 J-8 587. 64 8.00 140.0000 0 .57 P-2 J-1 J-2 170.00 8.00 136.0000 0 .74 P-20 J-7 J-6 2187.00 12.00 135.0000 0 .00 P-21 J-8 FH-8 677 .00 8 .00 140.0000 0 .00 P-22 J-8 FH-9 219.85 8.00 140.0000 0.00 P-23 FH-8 J-7 160.00 8 .00 140.0000 3 .57 P-24 FH-9 F-10 444 .02 8.00 140.0000 0.00 P-25 F-10 J-9 368.04 8.00 140.0000 0.74 P-26 J-9 FH-11 201.46 6.00 140.0000 1. 67 P-27 FH-11 BOV-4 404 .00 4.00 140.0000 3 .17 P-3 J-2 FH-1 128.00 8 .00 136.0000 0.57 P-4 J-2 J-3 79.00 6.00 136.0000 0.57 P-5 J-3 FH-2 478.00 6.00 136.0000 0.57 P-6 FH-2 BOV-1 374.00 3.00 140.0000 0.17 P-7 J-3 FH-3 600 .00 6.00 136. 0000 0.57 P-8 FH-3 FH-4 380.00 6 .00 139.0000 6.57 P-9 FH-1 J-4 562.00 8 .00 139.0000 15.80 N 0 D E NODE NAME BOV-2 BOV-4 BOV-1 BOV-3 F-10 FH-1 FH-11 FH-2 FH-3 FH-4 FH-5 FH-6 FH-7 FH-8 FH-9 J-1 J-2 J-3 J-4 J-5 J-6 J-7 J-8 J-9 R-1 D A T A NODE TITLE FH-7 0 U T P U T 0 P T I 0 N FIRE FLOW SCENARIO #5 EXTERNAL DEMAND (gpm) 13 .50 12 .00 12 .00 7 .50 9.00 0.00 1000 .00 3.00 19 .50 0.00 0 .00 18 .00 0 .00 15.00 12.00 0.00 0.00 7.50 25.50 12 .00 13 .50 0 .00 15 .00 9 .00 D A T A JUNCTION ELEVATION (ft) 299 .00 289 .00 296 .00 296 .50 0.00 298.00 292 .00 294.00 299.00 310.00 300.50 0.00 299.00 307 .50 299 .00 297.00 297.00 296.00 301. 00 303.00 300.00 310.00 301.00 292 .00 304 .00 EXTERNAL GRADE (ft) 465 .00 OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y s T E M c 0 N F I G u RA T I 0 N NUMBER OF PIPES ................... {P) 27 NUMBER OF END NODES ............... (J) 24 NUMBER OF PRIMARY LOOPS ........... (L) 3 NUMBER OF SUPPLY NODES ............ (F) 1 NUMBER OF SUPPLY ZONES ............ {Z) 1 Case: 0 RESULTS OBTAINED AFTER 5 TRIALS : ACCURACY 0.32142E-06 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 STATUS CODE : P I P E N A M E R E S U L T S XX -CLOSED PIPE NODE NUMBERS #1 #2 CV -CHECK VALVE FLOWRATE gpm HEAD MINOR LOSS LOSS ft ft LINE HL+ML/ VELO. 1000 ft/s ft/f HL/ 1000 ft/f FIRE FLOW SCENARIO #5 ----------------------------------------------------------------------------------------- P-1 R-1 J -7 1204.00 o. 43 0.16 3.42 4 .60 3 .33 P-10 J-4 FH-4 -60 .94 0 .01 0.00 0.39 0 .10 0 .09 P-11 FH-4 BOV-2 13 .50 0 .05 0.01 0.34 0 .18 0 .16 P-12 J-4 J-5 229.38 0 .31 0.02 1. 46 1.14 1. 06 P-13 J-5 FH-5 -193.70 0 .57 0.04 2.20 3 .33 3 .09 P-14 J-6 J-1 310.38 0.11 0.00 0.88 0 .27 0 .27 P-15 J-6 FH-5 193 .70 1.10 0.04 2.20 3 . 26 3 .13 P-16 J -5 FH-6 25 .50 0 .01 0.00 0.16 0.02 0 .02 P-17 FH-6 BOV-3 7 .50 0 .02 0.00 0.19 0.06 0.05 P-18 J -5 FH-7 385 .57 2 .41 0.14 2.46 2 .89 2 .73 P-19 FH-7 J-8 385 .57 1. 60 0 .05 2. 4 6 2 .82 2 .73 P-2 J -1 J -2 310 .38 0.33 0.05 1. 98 2.19 1. 92 P-20 J-7 J-6 517 .57 1. 53 0 .00 1. 47 0.70 0.70 P-21 J-8 FH-8 -671. 43 5 .16 0 .00 4 .29 7 . 62 7 .62 P-22 J-8 FH-9 1042 .00 3 .78 0 .00 6.65 17 .19 17.19 P-23 FH-8 J -7 -686 .43 1. 27 1. 06 4.38 14.58 7 .93 P-24 FH-9 F-10 1030 .00 7.47 0 .00 6.57 16.82 16.82 P-25 F-10 J -9 1021.00 6.09 0 .49 6.52 17 .88 16.55 P-26 J-9 FH-11 1012.00 13.31 3 .42 11. 48 83.06 66.09 P-27 FH-11 BOV-4 12.00 0.05 0.00 0 .31 0.14 0 .13 P-3 J-2 FH-1 193.93 0.10 0 .01 1. 24 0.91 0.81 P-4 J -2 J-3 116.44 0.10 0.02 1. 32 1. 47 1. 27 P-5 J-3 FH-2 15 .00 0 .01 0.00 0.17 0.03 0.03 P-6 FH-2 BOV-1 12.00 0 .20 0.00 0.54 0.53 0.52 P-7 J -3 FH-3 93 .94 0 .51 0.01 1. 07 0.87 0.85 P-8 FH-3 FH-4 74 .44 0 .20 0.07 0.84 0 . 72 0.53 P-9 FH-1 J -4 193 .93 0 .43 0.38 1. 24 1. 44 0.77 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 ------------------------------------------------------------------------------ BOV-2 13.50 4 61. 41 299.00 162 . 41 70 .38 BOV-4 12 .00 422 .30 289.00 133 .30 57 .76 BOV-1 12.00 462.06 296.00 166.06 71. 96 BOV-3 7.50 461.09 296.50 164.59 71.32 F-10 9.00 445.67 FH-1 0 .00 462 .27 298.00 164 .27 71 .18 FH-11 1000.00 422.35 292 .00 130.35 56 . 49 FH-2 3.00 462. 26 294.00 168 .26 72 . 91 FH-3 19 .50 461.75 299 .00 162 .75 70 .52 FH-4 0 .00 461.47 310.00 151.47 65 .64 FH-5 0.00 461.73 300.50 161. 23 69 .87 FH-6 18.00 461.11 FH-7 FH-7 0 .00 458.57 299 .00 159.57 69 .15 FH-8 15.00 4 62 . 07 307.50 154.57 66.98 FH-9 12 .00 453 .13 299 .00 154.13 66 .79 J -1 0 .00 462 . 76 297.00 165. 76 71. 83 J-2 0 .00 462.39 297 .00 165.39 71. 67 J-3 7 .50 462 .27 296 .00 166.27 72.05 J-4 25.50 461 .46 301. 00 160.46 69 .53 J-5 12.00 461.12 303.00 158.12 68 .52 J -6 13 .50 462 .87 300.00 162.87 70 .58 J -7 0 .00 464 .40 310 .00 154.40 66.91 J-8 15 .00 456.91 301. 00 155.91 67 .56 J-9 9 .00 439.09 292.00 147.09 63.74 R-1 465.00 304.00 161. 00 69.77 s u MM ARY 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 FLOWRATE NODE FIRE FLOW SCENARIO #5 NAME gpm TITLE R-1 1204.00 NET SYSTEM INFLOW 1204 .00 NET SYSTEM OUTFLOW 0 .00 NET SYSTEM DEMAND 1204 .00 ***** HYDRAULIC ANALYSIS COMPLETED ***** SANITARY SEWER SYSTEM MAP WINSTORM HYDRAULIC ANALYSIS DATA stmOutput .txt WinStorm (STORM DRAIN DESIGN) Version 3.05 , Jan . 25 , 2002 Run @ 4/6/2015 3 :21 :33 PM PROJECT NAME : 260 JOB NUMBER 0532 PROJECT DESCRIPTION : Creek Meadows -Section 7 , Phase One & Two DESIGN FREQUENCY MEASUREMENT UNITS : 2 Years ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 2 Years =========================================== Runoff Computation for Design Frequency . ============================================================================= ID C Value Area (acre) Tc (min) MH-2 0.0 0 .00 10 .00 MH-3 0 .0 0 .00 10 .00 MH-5 0 .0 0.00 10.00 MH-7 0 .0 0 .00 10 .00 MH-8 0 .0 0.00 10 .00 MH-9 0.0 0 .00 10 .00 MH-10 0 .0 0 .00 10 .00 H-11 0 .0 0 .00 10 .00 H-12 0.0 0 .00 10.00 MH-4 0 .0 0 .00 10 .00 Cumulati ve Junction Discharge Tc Used (min) 0.00 0 .00 0 .00 0.00 0.00 0.00 0 .00 0 .00 0 .00 0.00 Computations Intensity (in/hr) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 Supply Q (cfs ) 0 .117 0 .015 0 .012 0 .025 0 .012 0 .012 0 .030 0 .017 0 .025 0 .008 Total Q (cfs ) 0.117 0 .015 0 .012 0.025 0 .012 0 .012 0 .0 30 0 .017 0 .025 0 .008 ================================================================================= Node Node Weighted Cumulat. Cumulat . Intens . User Additional Total I. D. Type C-Value Dr.Area Tc Su pply Q Q in Node Disch . (acres) (min) (in/hr) cfs) (cfs ) (cfs) --------------------------------------------------------------------------------- CMLS CircMh 0 .000 0.00 19.07 L55 0 .273 0 .00 0 .273 MH-1 CircMh 0.000 0 .00 19.07 4 .55 0 .2 73 0 .00 0 .273 MH-2 CircMh 0 .000 0.00 0.00 0 .00 0 .117 0 .00 0 .117 MH-3 CircMh 0 .000 0.00 18 .09 4 .69 0.156 0 .00 0 .156 MH-4 CircMh 0 .000 0.00 16.97 4 .86 0 .141 0 .00 0 .141 MH-5 CircMh 0 .000 0.00 15 .35 5 .13 0 .133 0 .00 0 .133 MH-6 CircMh 0 .000 0.00 14.44 5 .30 0 .121 0 .00 0 .121 MH-7 CircMh 0 .000 0.00 13.57 5.47 0 .121 0 .00 0 .121 MH-8 CircMh 0.000 0 .00 10 .00 6 .33 0 .096 0 .00 0.096 MH-9 CircMh 0 .000 0 .00 10 .00 6.33 0 .084 0 .00 0 .084 MH-10 CircMh 0.000 0.00 10.00 6 .33 0 .047 0 .00 0 .047 MH-11 CircMh 0 .000 0 .00 0 .00 0 .00 0 .017 0 .00 0 .017 MH-12 CircMh 0 .000 0 .00 0 .00 0 .00 0 .025 0 .00 0 .025 --------------------------------------------------------------------------------- Page 1 stmOutput .txt onveyance Configuration Data -================================================================================= Run# Node I. D. Flowline Elev. us OS us OS Shape # Span Rise Length Slope n value (ft) (ft) (ft) (ft) (ft) ( % ) ---------------------------------------------------------------------------------- 1 MH-1 CMLS 274 .48 274.28 Circ 1 0.00 0.67 31 .14 0 .64 0 .013 2 MH-2 MH-1 275 .89 274.58 Circ 1 0 .00 0 .67 221 .39 0 .59 0 .013 3 MH-3 MH-1 276 .41 274.91 Circ 1 0 .00 0.50 145 .50 1. 03 0.013 4 MH-4 MH-3 277 .90 27 6 .51 Circ 1 0 .00 0.50 154 .41 0.90 0 .013 5 MH-5 MH-4 279 .96 278 .00 Circ 1 0 .00 0.50 218 .27 0 .90 0 .013 6 MH-6 MH-5 281 .14 280 .06 Circ 1 0.00 0.50 119 .40 0.90 0.013 7 MH-7 MH-6 282 .27 281.24 Circ 1 0.00 0.50 114.61 0 .90 0 .013 8 MH-8 MH-7 286 .36 282 .37 Circ 1 0.00 0.50 498.51 0.80 0 . 013 9 MH-9 MH-8 287 .95 286 .46 Circ 1 0 .00 0.50 249.34 0 .60 0.013 10 MH-10 MH-9 293 .58 288 .55 Circ 1 0.00 0 .50 335 .46 1. 50 0 .013 11 MH-11 MH-10 298 .61 293 .68 Circ 1 0 .00 0.50 349 .43 1. 41 0.013 12 MH-12 MH-9 289 .36 288.05 Circ 1 0.00 0.50 262 .28 0 .50 0.013 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tailwater = 0.000 (ft) ================================================================================== Hydraulic Gradeline Depth Run# US Elev OS Elev Fr.Slope Unif . Actual (ft) (ft) ( % ) (ft) (ft) 1 274 .72 274 .52 0.050 0 .24 0 .24 2* 276 .05 274 .74 0.009 0 .16 0.16 3* 276 .59 275.09 0 .077 0 .18 0.18 4* 278 .08 276.69 0 .063 0 .18 0 .18 5* 280.13 278.17 0 .056 0.17 0.17 6* 281 .30 280 .22 0.046 0 .16 0.16 7* 282 .4 3 281.40 0 .046 0 .16 0.16 8* 286.51 282.52 0.029 0 .15 0.15 9* 288 .1 0 286.61 0 .022 0 .15 0.15 10* 293 .67 288.64 0 .007 0.09 0.09 11* 298.67 293.74 0 .001 0 .06 0.06 12* 289 .44 288 .13 0 .002 0.08 0 .08 Velocity Unif. Actual (f/s) (f/s) 2 .39 2 .39 1. 82 1. 82 2 .48 2 .48 2 .29 2.29 2 .24 2 .24 2 .19 2.19 2 .19 2 .19 1. 97 1. 97 1. 70 1. 70 1. 99 1. 99 1. 42 1. 42 1.13 1.13 Q (cfs) 0.27 0.12 0 .16 0.14 0.13 0.12 0.12 0.10 0.08 0 .05 0 .02 0.03 Cap (cfs) 0 .98 0.94 0.57 0.53 0 .53 0.53 0.53 0.50 0.43 0.69 0.67 0.40 June Loss (ft) 0.000 0 .000 0.000 0.000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 ===================================END============================================ * Super critical flow . NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of : 2 Years Tail water set to uniform depth elevation = 274 .52(ft) Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 3 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 10 rop flowline elevation . Downstream HGL set to uniform depth elevation at Run# 11 Page 2