Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
3 DP Creek Meadows Sec 4 Ph 2 07-100084
~· ' \ " .. j ....... ~ Water & Sanitary Sewer Report FOR CREEK MEADOWS SUBDIVISION Section 4, Phase Two College Station, E.T.J. Brazos County, Texas October 1, 2007 Prepared For: Creek Meadow Partners, L.P. 230 Southwest Parkway East College Station, TX 77840 Prepared By: RME Consulting Engineers P.O. Box 9253 College Station, TX 77845 RME No. 202-0316 Water & Sanitary Sewer Report FOR CREEK MEADOWS SUBDIVISION Section 4, Phase Two College Station, E. T .J. Brazos County, Texas October 1, 2007 Prepared For: Creek Meadow Partners, L.P. 230 Southwest Parkway East College Station, TX 77840 Prepared By: RME Consulting Engineers P.O. Box 9253 College Station, TX 77845 RME No. 202-0316 Water & Sanitary Sewer Report CREEK MEADOWS SUBIDIVISION Section 4, Phase Two College Station E.T.J. Brazos County, Texas TABLE OF CONTENTS: PAGE 1.0 General Information ...................................................................................................................................... 1 1.1 Scope of Report and Proposed Development .......................................................................................... 1 1.2 Site and General Location ....................................................................................................................... I 1.3 Description of Existing Conditions .......................................................................................................... l 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 F ire Flow Requirements .......................................................................................................................... 4 2.4 Hydraulic Modeling Methodology .......................................................................................................... 4 2 .5 Modeling Results & Conclusions ............................................................................................................ 4 3.0 Sanitary Sewer Improvements ..............................................................•..........•............................................ 5 3. I 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: Vicinity Map Proposed Water System Distribution Schematic KYPIPE Hydraulic Analysis Data Proposed Sanitary Sewer Collection System Schematic Preliminary Plat WINSTORM Hydraulic Analysis Data 202-0316 Water-Sewer Report Page -i Water & Sanitary Sewer Report CREEK MEADOWS SUBIDIVISION Section 4, Phase Two College Station E.T.J. Brazos County, Texas 1.0 GENERAL INFORMATION 1.1 Scope of Report and Proposed Development: 1bis report addresses the water and sanitary sewer improvements for the Creek Meadows Subdivision, Section 4, Phase Two development conditions. 1bis development will consist of 48 lots. Currently, the subject site is undeveloped with rural residential subdivision surrounding most of the proposed subdivision. At the time of this report Section IA, Phase One & Two and Section lB (all phases) is under construction. 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, Creek Meadows Subdivision (Section 4, Phase Two) consists of 12 .03 acre tract of land wholly contained within a 171.043 acre parent tract of the master planned subdivision. The parent tract is bordered by Greens Prairie Trail to the East, Royder Road to the South and Southwest, and Greens Prairie Road West to the West. Adjacent developments, all of which are rural residential , consist ofRoyder Ridge to the South, Woodlake to the East, and Wellborn Oaks to the Northeast Access to the subdivision will be accomplished by Royder Road, Greens Prairie Trail and Greens Prairie Trail West. The subject development, Creek Meadows Subdivision -Section 4 , Phase Two , is adjacent and immediately north of Section 4, Phase One which is immediately north of the platted Section 1 B, Phase One. A Vicinity Map , for this project site , is provided and is located in the "Attachment" portion of this manual. 1bis map is being provided as an aid in locating the site . Drawings describing the wo rk 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 171.043-acre parent tract, which contains the proposed development of Creek Meadows Subdivision (Section 4, Phase Two), is a moderately well sloping (approximately 1.5%) undeveloped site with natural and improved drainage systems that convey runoff to an unnamed tributary of Peach Creek. Post-development runoff, from 202-0316 Water-Sewer Report Page -1 Creek Meadows Subdivision -Section 4, Phase Two Water & Sanitary Sewer Report RME Consulting Engineers October l , 2007 the site, flows through a series of existing tiered detention and retention ponds and then into a well-defined creek that develops along the southern property line of the subject tract. The tract is unimproved with land-cover general consists of open grassy areas with some thick brush, weeds, and trees along the unnamed tributary . Elevations range on the site from approximately 287' Mean Sea Level (MSL) to approximately 342' MSL. 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.UD. The existing water supply lines are summarized as follows : I . A I 6" water line borders along the entire northeast and northwest property line of the I 71.043 acre parent tract. The northwest section of this I6" water line parallels Greens Prairie Road West and is wholly contained within a I5 ' and I6 ' 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 ; 2 . A I2" PVC water line extends along the entire east property line of the I 71.043 acre parent tract and parallels Greens Prairie Trail. This I2" water line is connected to the before mentioned I6" water line and is wholly contained within a I5 ' Public Utility Easement ; 3. A 2" and 3" PVC water line meanders along the prescriptive right-of-way of Royder Road. With the dedication of right-of-way and also acquisition of right-of-way , by Brazos County, these two water lines are funded for relocation and upsizing to a single 6" water line. Per various phone conversations that this office has had with Mr. Steven Cast (current manager of Wellborn SUD) the proposed 6" water line is schedule for construction in the fall of 2007. The current KYPIPE model analysis this system with the proposed conditions of these two 2" and 3" water lines being replaced with a single 6" water line ; 4. In addition to these primary trunk "supply" lines numerous 8", 6" and 3" supplies have been installed through Section IA, Phase One and Two , Section IB (all phases), and Section Four, Phase One. The KYPIPE model reflecting these existing improvements will be expanded upon to integrate the proposed improvements scheduled for Section 4, Phase Two . Flow tests were obtained from the Wellborn S.UD. 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 #I -Flow Test Data. 202-0316 Water-Sewer Report Page -2 Creek Meadows Subdivision -Section 4, Phase Two Water & Sanitary Sewer Report TABLE#l FLOW TEST DATA Flow Pilot Hydrant Reading Flow No. Location (psi) (gpm) FH"A" Greens Prairie Trail 67 1360 Static Fire Hydrant No. Res. RME Consulting Engineers October I , 2007 Static Residual Pressure Pressure (psi) (psi) 74 70 Note: The reported flow 1s from the 2.5" nozzle of the identified flow hydrant; 1.5 Existing Sanitary Sewer Collection System: The proposed subdivision will be served by the existing sanitary sewer collection lines of the Castlegate Subdivision, Section 6. The proposed sanitary sewer collection system , for Section 4, Phase One, will discharge into a collection system and Regional Lift Station, constructed in Section lB. From the Regional Lift Station sanitary sewer is then pump, via a 6" PVC force main, to the existing collection system of the Castlegate Subdivision. The Section lB sanitary sewer collection system, Regional Lift Station, and associated improvements, have been approved by the CoCS-Planning and Development Services and at the time ofthis report are currently under construction. 2.0 WATER SYSTEM IMPROVEMENTS 2.1 Proposed Water System Configuration: An 8" water line was installed and terminated with a 2" blow-off valve and plug at the existing end of Lowry Lane (Section 4, Phase One). This terminus was intended for the future extension of water distribution for the subject development. For these water uses, a combination of an 8" and 6" water lines will be installed. Proposed 3" water lines will be installed where the service length is less than or equal to five hundred (500') feet. A 6" water lines with a maximum length of 1500 feet , or less , will connect at each end to an 8" water line or larger. These 6" water lines shall have no more than two fire hydrants or flushing points. Water lines, 6" in size, which do not loop into another waterline, shall not exceed a maximum length of eight hundred (800') and will 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 Proposed Water System Distribution Schematic 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. Unless specifically identified on the Construction Drawings , the proposed water lines will be of type PVC A WW A C909 DRl 4 water line pipe. Public utility lines will be installed in existing public utility easements or placed in 202-0316 Water-Sewer Report Page -3 Creek Meadows Subdivision -Section 4 , Phase Two Water & Sanitary Sewer Report RME Consulting Engineers October 1, 2007 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 can be protected by a minimum 1,000 gpm. During fire 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; 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 4, Phase One , water demands, and fire flow requirements, for 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 all fire 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. 202-03 16 Water-Sewer Report Page -4 Creek Meadows Subdivision -Section 4 , Phase Two Water & Sanitary Sewer Report TABLE#2 WATER SYSTEM SUMMARY PIPE DATE Fire Flow KYPIPE Plan Pipe Size Flow Velocity Scenerio Name Identifier m DOMESTIC FLOW CONDITION P-"W4" 6 471.33 5.35 FIRE FLOW CONDITIONS P-36 "Wl7" 8 1169 .5 7.46 2 P-36 "Wl7" 8 1169 .5 7.46 3 P-57 "W4" 6 1003 .00 11.38 Fire Flow Scenarios: 1. 1,000 gpm from FH-2A; 2. 1,000 gpm from FH-3A; 3. 1,000 gpm from FH-4A ; 3.0 SANITARY SEWER IMPROVEMENTS 3.1 Proposed Sanitary Sewer Configuration: RME Consulting E ngineers October 1, 2007 NODE DATA Residual Node Pressure Name ( si) J-4 61.37 J-32 36.08 J-29 37.14 J-32 22 .70 The proposed sanitary sewer collection system, for Creek Meadows -Section 4, Phase Two , will consist of various 6" sanitary sewer line extensions. These sanitary sewer line extensions will be an expansion of existing Creek Meadows collection system which conveys sewer in a generally southern direction to the Regional Lift Station located on the south side of Greens Prairie Trail near the southwest comer of the master planned subdivision. The Proposed Sanitary Sewer Collection System Schematic is included in the "Attachment" portion of this report and more fully details the proposed water 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. Land use coverage was assigned to the Creek Meadows subdivision based on the approved Preliminary Plat (see "Attachment" portion of report). Resulting average sanitary sewer flow values were calculated , for Sections IA thru 4, and the results are summarized in Table #3 -"Sanitary Sewer Flows" shown below. As calculated, the ultimate Average Daily Flow (ADF) for these sections of the Creek Meadows subdivision is 229 ,700 gpd and a 2-Hour Peak Flow (PF) at 1.42 cfs . Calculated sanitary sewer flow values are in conjunction with the "Regional Lift Station Study" prepared by this office on November 6, 2006. 2 02 -03 16 Water-Sewer Report Page -5 Creek Meadows Subdivision -Section 4 , Phase Two Water & Sanitary Sewer Report RME Consulting Engineers October 1, 2007 TABLE #3 -SANITARY SEWER FLOWS Average Daily Flow Dwelling Section/Phase (gpd/cap) Units IA 100 186 lB 100 296 2 100 128 3 100 199 4 100 52 T O T AL EXPECTED FLOWS= Flow Determination Notes: 1) Residential density is at 2.67 capita/Dwelling Unit; 2) Commercial uses were estimated at 30 capita/acre; Average :l-Hour Daily Flow Peak Flow Peak Flow (gpd) (gph) (cfs) 49,662 8,277 0.3 l 78 ,899 13 ,150 0.49 34,176 5,696 0.21 53 ,080 8,847 0 .33 13 ,884 2 ,314 0 .09 229,700 3 8,2 83 1.42 3) Average Daily flows , for each use, were assigned per Table ill-"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 Hydra ulic M ode ling & Meth odology: As allowed in the UTSDG, a hydraulic computer model was used to determined flow results for the proposed sanitary sewer co ll ection 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 at logical locations along the proposed sewer lines. 3.4 M odeling R es ults & Co n clusions: Using the original WINSTORM model and expanding it to include Creek Meadows - Section 4, Phase Two, sanitary sewer flows were input into the proposed sewer system and it was determine that the proposed expanded system has adequate capacity. WINSTORM Hydraulic Analysis Dam, 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. 202-0316 Water-Sewer Report Page -6 Creek Meadows Subdivision -Section 4 , Phase Two Water & Sanitary Sewer Report TABLE#4 RME Consulting Engineers October 1, 2007 SANITARY SEWER SUMMARY Upstream Uownstream Pipe Stze Slope Q Capacity Velocity Element Element (in) (%) (cfs) (cfs) (fps) MH-1 MH-2 8 2.00 0.00 1.73 0.96 MH-2 MH-3 8 0.63 0.02 0.97 1.04 MH-3 MH-4 8 0.57 0.31 0.92 2.35 MH-4 MH-5 8 0 .61 0.32 0.95 2.45 MH-5 MH-6 8 0.60 0.33 0 .95 2.43 MH-6 MH-7 8 0 .60 0.34 0.95 2.47 MH-7 MH-8 8 0.60 0.35 0 .95 2 .50 MH-8 MH-9 8 0 .60 0.37 0.95 2.52 ..-MH-9 MH-10 8 0 .60 0.37 0 .95 2 .53 ff) MH-10 MH-11 8 0 .60 0.52 0.95 2.76 Q) MH-12 8 0.60 0.54 0.95 c: MH-11 2 .77 ::i MH-12 MH-13 10 0.40 0 .56 1.37 2.38 .... Q) ~ MH-13 MH-14 10 0.40 0 .56 1.37 2.43 Q) MH-14 MH-15 10 0.40 0.67 1.37 2 .53 U) ~ MH-15 MH-16 10 0.40 0 .67 1.38 2.53 ro ~ MH-16 MH-17 10 0.40 0.68 1.37 2.53 c: ro MH-17 MH-18 10 0.40 0 .72 1.37 2.56 U) MH-18 MH-19 10 0.40 0.77 1.37 2.62 MH-19 MH-20 10 0.93 1.17 2.09 3.98 MH-20 MH-21 10 0.96 1.18 2.13 4.05 MH-21 MH-22 10 0.95 1.19 2 .11 4 .03 MH-22 MH-23 10 0.95 1.27 2.11 4.08 MH-23 MH-24 10 0.95 1.27 2.09 4 .04 MH-24 MH-25 10 0.93 1.27 2.09 4 .04 MH-25 LS 12 1.10 1.25 3 .74 4.31 -N MH-26 MH-27 8 0.40 0.26 0.77 1.97 '!' MH-27 MH-28 8 0.40 0.32 0 .77 2 .09 Q) c: MH-28 MH-29 8 0.40 0.32 0.77 2.09 ::i .... MH-29 MH-30 8 0.40 0.32 0.78 2 .09 Q) :: MH-30 MH-31 8 0.40 0.32 0.77 2.09 Q) U) MH-31 MH-32 8 0.40 0.32 0.77 2 .09 ~ MH-32 MH-33 8 0.40 0.34 0 .78 2.12 ro ..., ·c: MH-33 MH-34 8 0.40 0.35 0.77 2 .14 ro MH-34 MH-19 8 0.40 0.36 0 .78 2.15 U) "S3" MH-35 MH-18 6 0.79 0.04 0.50 1.53 -MH-36 MH-37 6 1.00 0.01 0.56 0 .97 ~ MH-37 MH-38 6 1.00 0.01 0.56 1.16 ff) MH-38 MH-17 6 1.00 0.03 0.56 1.48 -"SS" MH-39 MH-11 6 1.47 0.01 0.68 1.25 -(o MH-40 MH-41 8 0.40 0.12 0.77 1.60 ff) MH-41 MH-10 8 0.40 0 .13 0 .78 1.61 202-0316 Water-Sewer Report Page -7 Creek Meadows Subdivision -Section 4, Phase Two RME Consulting Engineers Water & Sanitary Sewer Report October l, 2007 TABLE#4 SANITARY SEWER SUMMARY ownstream Pipe Size Slope Q Capacity Velocity Element (in) (%) (cfs) (cfs) (fps) MH-42 MH-43 8 0.40 0.15 0.77 1.70 MH-43 MH-3 8 0.40 0.15 0.77 1.70 MH-44 MH-45 6 2.14 0.Q] 0.82 1.45 ~I MH-45 MH-46 6 1.00 0.05 0.56 1.76 MH-46 MH-3 6 1.00 0.09 0.56 2.10 MH-47 MH-45 6 1.01 0.01 0.56 1.16 MH-48 MH-49 6 1.00 0.Q] 0.56 0.75 0 MH-49 MH-50 6 1.00 0.Q] 0.56 0.97 ..... rp MH-50 MH-51 6 1.00 0.01 0.56 l.14 Q) MH-51 MH-52 6 1.00 0.02 0.56 1.25 c :::J MH-52 MH-32 8 0.40 0.02 0.78 0.94 MH-53 MH-29 6 1.00 0.00 0.56 0.75 "' MH-54 MH-55 6 0.80 0.01 0.50 0.95 ..... MH-55 MH-56 6 0.80 0.02 0.50 1.20 rp Q) MH-56 MH-57 6 0.80 0.03 0.50 1.39 c MH-57 MH-27 8 0.40 0.05 0.78 1.23 ::J MH-58 MH-26 8 0.40 0.26 0.78 1.97 ..... rp MH-59 MH-58 6 0.80 0.26 0.50 2.56 I MH-60 MH-59 6 0.80 0.15 0.50 2.23 ..... a.. MH-61 MH-60 6 0.80 0.14 0.50 2.17 "¢ Cl) MH-62 MH-61 6 0.40 0.01 0.56 1.10 N MH-63 MH-59 6 1.00 0.10 0.56 1.94 rp MH-65 MH-63 6 0.80 0.11 0.50 2.09 I MH-66 MH-65 6 0.80 0.11 0.50 2.07 N a.. MH-67 MH-66 6 0.80 0.05 0.50 1.65 "¢ Cl) MH-68 MH-67 6 0.80 0.04 0.50 1.57 vi MH-64 MH-61 6 0.80 0.12 0.50 2.09 N MH-73 MH-64 6 0.80 0.12 0.50 2.09 a. Ch MH-71 MH-73 6 0.80 0.09 0.50 1.96 '• MH-69 MH-66 6 0.80 0.05 0.50 1.63 N a. MH-70 MH-69 6 0.80 0.01 0.50 0.89 ..,. VJ '541'2-''55" MH-72 MH-73 6 1.00 0.02 0.56 1.45 202-0316 Water-Sewer Report Page -8 VICINITY MAP CREEK MEADOWS : SECTION 4, PHASE TWO PAVING, DRAINAGE & UTILITY IMPROVEMENTS LOCATION MAP NOT TO SCALE PROPOSED WATER SYSTEM DISTRIBUTION SCHEMATIC MAP ------ - @ © 0 WATER LINE "W5" (SEF; SHEET W-03) SECTIO N 1A PHASE TWO z ~ fD 3: 0 0 <( "" " "' "" "" Q: u \ \ KYPIPE HYDRAULIC ANALYSIS DATA * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * University of Kentucky Network Modeling Software * * * * Copyrighted by KYPIPE LLC * * Version 3 -11/01/2005 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Thu Sep 27 15:20:01 2007 INPUT DATA FILENAME--------------C:\Users\user\RME\Projects\202- 03-2\S4P2\ENGINE-l\0316WlRA .DT2 TABULATED OUTPUT FILENAME --------C:\Users\user\RME\Projects\202- 03-2\S4P2\ENGINE-l\0316WlRA .OT2 POSTPROCESSOR RESULTS FILENAME ---C :\Users\user\RME\Projects\202- 03-2\S4P2\ENGINE-l\0316WlRA.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 (HG L} = 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 NAME #1 #2 (ft} (in} COEFF. LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J-1 500 .00 16.00 139 .45 1 8 0 .74 P-10 FH-1 J-4 291. 00 8.00 139.4518 0 .00 P-11 J-7 J-8 162.00 3 .00 139.0000 0 .00 P-12 J-5 J-9 308.00 6.00 139. 0000 6.00 P-13 J-9 FH-2 108.00 6.00 139 .4518 0.74 P-14 FH-2 FH-4 812 .00 6.00 139.4 518 1.31 P-15 FH-4 J-3 291 .00 8.00 139. 4518 0.00 P-16 J-6 J-11 1670.00 16.00 139.4518 0.00 P-17 J-11 J-12 1320 .00 12.00 139.4518 0 .7 4 P-18 J-12 J-13 459.00 8.00 139. 4518 1.14 P-19 J-13 FH-7 12 6. 00 8.00 139.4518 6 .00 P-2 J-1 J-2 1900.00 16.00 139. 4518 3.57 P-20 J-13 FH-16 338.00 8 .0 0 139 .4518 3.57 P-21 J-14 J-10 146.00 3.00 139 .0000 0.00 P-22 J-14 FH-5 68.00 8.00 139 .4518 0.40 P-23 FH-5 FH -14 216.00 8.00 139.4518 0 .74 P-24 FH-14 J-16 141.00 8 .00 139.4518 0 .74 P-25 J-16 FH-6 157 .00 8 .00 139.45 1 8 0 .00 P-26 FH-14 J-17 261. 00 3.00 139.0 000 0 .00 P-27 J-16 J-18 304.00 3.00 139.0000 0.00 P-28 FH-7 FH-15 400 .00 8.00 139.4518 0.74 P-29 FH-15 FH-8 247.00 6 .00 139.4518 0.74 P-3 J-3 J-2 195 .00 16.0 0 139.4518 0.74 P-30 FH-8 J-20 176.00 6.00 139 .4518 0.00 P-31 FH-15 J-21 328 .00 6 .00 139.4518 0 .74 P-32 J-21 J-22 219.00 3.00 139 .0000 0.00 P-33 J-21 FH-9 205.00 6 .00 139.4518 0.00 P-34 FH-9 FH-13 541. 00 8.00 139 .451 8 9.91 P-35 FH-13 J-23 382 .00 8 .00 139.4 5 1 8 6.74 P-36 FH-13 FH-10 602 .00 8.00 139.4518 9 .74 P-37 FH-10 J-25 136.00 3 .00 139.0000 0.00 P-38 FH-10 FH-11 341. 00 8 .00 139.45 1 8 0.74 P-39 FH-11 J-26 2 67. 00 3.00 139 .0000 0 .00 P-4 J-3 J-4 294.00 1 6.00 139. 45 1 8 0.74 P-40 FH-11 FH-12 443.00 8 .00 139 .4518 0.00 P-41 FH-12 J-28 145 .00 3.00 139 .00 0 0 0.00 P-42 J-23 J-1 2842.00 6 .00 139.0000 0 .00 P-43 J-12 J-27 1933 .00 12 .00 139 .000 0 0 .00 P-44 J-27 J-23 164 0 .00 6 .00 139 .000 0 0 .00 P-45 J-11 R-2 500.00 16 .0 0 139 .4518 0 .00 P-46 FH-16 J-14 336.00 8.00 139 .4518 0.00 P-47 FH-11 FH-lA 175.00 8.00 139 .0000 0.74 P-48 FH-lA J-15 245.00 3.00 139.000 0 0.74 P-49 P-5 P-50 P-51 P-52 P-53 P-54 P-55 P-56 P-57 P-58 P-59 P-6 P-7 P-8 P-9 END NO D E NODE NAME FH-1 FH-10 FH-lA J-4 J-19 J-19 FH-lA FH -3A FH-3A FH-3A J-31 J-31 FH -4A FH-4A J-6 J-5 FH-3 J-7 D A T A NODE TITLE J-19 J-6 J-24 FH-2A FH -3A J-29 J-30 J-31 FH-2A FH-4A J-32 J-34 J-5 FH-3 J-7 FH-1 EXTERNAL DEMAND (gpm) 0.00 0 .00 322.00 6.00 1207 .00 16 .00 104.00 3.0 0 399 .00 6.00 473 .00 8.00 379.00 3.00 112. 00 8.00 387.00 6 .00 197.20 6.00 387.87 6 .00 99.00 8 .00 275.00 8.00 118. 00 6.00 151.00 8.00 412 .00 8 .00 228.00 8.00 JUNCTION ELEVATION (ft) 333.00 308.00 139.0000 0 .74 139.4518 2.24 139.0000 0.00 139 .00 00 0.17 139.0000 0.17 139.0000 0.74 139.0000 0.57 139 .0000 0 .00 139.0000 0.74 139.0000 1.14 139.0000 0.00 139 .0000 0.74 139 . 4518 0.91 139.4518 0.40 139 .4518 0 .74 139.4518 0.40 EXTERNAL GRADE (ft) FH-11 0.00 313.00 FH-12 0.00 313.00 FH-13 16.50 305.00 FH-14 0.00 315.00 FH-15 13.50 306.00 FH-16 0.00 307.00 FH-lA 0.00 316.00 FH-2 0.00 333.00 FH-2A 21.00 316.00 FH-3 0.00 326.00 FH-3A 0.00 320.00 FH-4 0.00 333.00 FH-4A 0.00 318.00 FH-5 0.00 313. 00 FH-6 0 .00 316.00 FH-7 0.00 309.00 FH-8 0.00 303.00 FH-9 0.00 307.00 J-1 0.00 342.00 J-2 0.00 340.00 J-3 6.00 339.00 J-4 10.50 339.00 J-5 16.50 327.00 J-6 0.00 328.00 J-7 7.50 330.00 J-8 6.00 329.00 J-9 21. 00 323.00 J-10 10.50 312.00 J-11 0.00 311.00 J-12 0.00 305.00 J-13 0.00 307.00 J-14 12.00 314.00 J-15 15.00 318.00 J-16 4.50 315.00 J-17 10.50 314.00 J-18 13.50 313.00 J-19 15.00 313.00 J-20 7.50 302.00 J-21 18.00 309.00 J-22 12.00 310 .00 J-23 0.00 305 .00 J-24 4.50 312.00 J-25 6.00 304.00 J -26 18.00 309.00 J-27 0.00 295 .00 J-28 36.00 311. 00 J-29 22.50 322.00 J-30 0.00 322.00 J-31 28.50 318.00 J-32 3.00 320.00 J-34 0.00 318.00 R-1 Wellborn Ele 342.00 497.00 R-2 Flow Test 311. 00 466.00 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M NUMBER OF NUMBER OF NUMBER OF NUMBER OF C 0 N F I G U R A T I 0 N PIPES ••••••.••.••••••••• (p) END NODES ••••••.••.••••. (j) PRIMARY LOOPS ....•..•••. (1) SUPPLY NODES •••••••••••• (f) 59 53 5 2 NUMBER OF SUPPLY ZONES ............ (z ) 1 Case: 0 RESULTS OBTAINED AFTER 6 TRIALS: ACCURACY 0.00001 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/ NAM E #1 #2 LOSS LOSS VELO. 1000 1000 (gpm) (ft) (ft ) (ft/s) (ft/ft) (ft/ft) ---------------------~------------------------------------------------------------------- P-1 R-1 J-1 3535.27 2.84 0.37 5.64 6.42 5.69 P-10 J-4 FH-1 340.32 0.63 0.00 2 .17 2.18 2.18 P-11 J-7 J-8 6.00 0.0 2 0.00 0.27 0.15 0.1 5 P-12 J-9 J-5 161. 01 0.69 0.31 1.83 3.23 2.23 P-13 FH-2 J-9 182.01 0.30 0.05 2.07 3.23 2.78 P-14 FH-4 FH-2 182.01 2.25 0.09 2 .07 2.88 2 .78 P-15 J-3 FH-4 182.01 0.20 0.00 1.16 0.68 0.68 P-16 J-6 J-11 3133.70 7.60 0.00 5.00 4.55 4.55 P-17 J-12 J-11 46.07 0.01 0.00 0.13 0.01 0.01 P-18 J-12 J-13 32.49 0.01 0.00 0.21 0.03 0.03 P-19 FH-7 J-13 18.51 0.00 0.00 0.12 0.02 0.01 P-2 J-1 J-2 3201. 20 8.99 1. 45 5.11 5.49 4.73 P-20 J-13 FH-16 51.00 0.02 0.01 0.33 0.08 0.06 P-21 J-14 J-10 10.50 0.06 0.00 0.48 0.41 0. 41 P-22 J-14 FH-5 28.50 0.00 0.00 0.18 0.03 0.02 P-23 FH-5 FH-14 28.50 0.00 0.00 0.18 0.02 0.02 P-24 FH-14 J-16 18.00 0.00 0.00 0.11 0.01 0.01 P-25 J-16 FH-6 0.00 0.00 0.00 0.00 0.00 0.00 P-26 FH-14 J-17 10.50 0.11 0.00 0.48 0.41 0.41 P-27 J-16 J-18 13.50 0 .20 0.00 0.61 0.66 0.66 P-28 FH-15 FH-7 18.51 0.00 0.00 0.12 0.01 0.01 P-29 FH-15 FH-8 7.50 0.00 0.00 0.09 0.01 0.01 P-3 J-2 J-3 3201.20 0.92 0.30 5.ll 6 .27 4.73 P-30 FH-8 J-20 7.50 0.00 0.00 0.09 0.01 0.01 P-31 J-21 FH-15 39.51 0 .05 0.00 0.45 0.17 0 .16 P-32 J-21 J-22 12.00 0 .12 0.00 0.54 0.53 0.53 P-33 FH-9 J-21 69.51 0.10 0.00 0.79 0.47 0.47 P-34 FH-13 FH-9 69.51 0.06 0.03 0.44 0.17 0.12 P-35 J-23 FH-13 255.51 0. 49 0.28 1. 63 2 .01 1.28 P-36 FH-13 FH-10 169.50 0.36 0.18 1. 08 0.89 0.60 P-37 FH-10 J-25 6.00 0.02 0.00 0.27 0.15 0.15 P-38 FH-10 FH-ll 163.50 0.19 0.01 1. 04 0.60 0.56 P-39 FH-ll J-26 18.00 0 .30 0.00 0.82 1.12 1.12 P-4 J-3 J-4 3013.19 1.24 0.27 4.81 5.13 4.23 P-40 FH-ll FH-12 36.00 0.02 0.00 0.23 0.03 0.03 P-41 FH-12 J-28 36.00 0.59 0.00 1. 63 4.06 4.06 P-42 J-1 J-23 334.07 24.44 0.00 3.79 8.60 8.60 P-43 J-27 J-12 78.56 0.04 0.00 0.22 0.0 2 0.02 P-44 J-23 J-27 78.56 0.97 0.00 0.89 0.59 0.59 P-45 J-ll R-2 3179.77 2.34 0.00 5.07 4.67 4. 67 P-46 FH-16 J-14 51. 00 0.02 0.00 0.33 0.06 0.06 P-47 FH-ll FH-lA 109.50 0.05 0.01 0.70 0.30 0.27 P-48 FH-lA J-15 15.00 0.20 0.01 0.68 0.82 0.80 P-49 FH-lA J -19 40.25 0.05 0.00 0.46 0.18 0.17 P-5 J-4 J-6 2662.37 4.06 0 .63 4.25 3.88 3.36 P-50 J-19 J-24 4.50 0.01 0.00 0.20 0.09 0.09 P-51 J-19 FH-2A 20.75 0.02 0.00 0.24 0.05 0.05 P-52 FH-lA FH-3A 54.25 0.03 0.00 0.35 0.07 0 .07 P-53 FH-3A J-29 2 2.50 0.64 0.01 1.02 1. 73 1. 70 P-54 FH-3A J -30 0.00 0 .00 0 .0 0 0.00 0.00 0.00 P-55 FH-3A J-31 31. 75 0.04 0.00 0.36 0.11 0.11 P-56 J-31 FH-2A 0.25 0.00 0.00 0.00 0 .00 0.00 P-57 J-31 FH-4A 3.00 0.00 0.00 0.03 0.00 0.00 P-58 FH-4A J-32 3.00 0 .00 0.00 0.02 0 .00 0.00 P-59 FH-4A J-34 0.00 0 .00 0.00 0.00 0.00 0 .00 P-6 J-5 J-6 471.33 1. 91 0 .40 5.35 19.59 16.1 7 +- P-7 FH-3 J-5 326.82 0.31 0.03 2.09 2.20 2.0 2 P-8 J-7 FH-3 326.82 0 .83 0.05 2.09 2.14 2 .02 P-9 FH-1 J-7 340.32 0.50 0.03 2.17 2.31 2 .18 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) (ps i) ------------------------------------------------------------------------------ FH-1 0.00 479.99 333 .00 146.99 63.69 FH -1 0 0.00 468.05 308.00 160.05 69.35 FH-11 0.00 467.84 313. 00 154.84 67 .10 FH-12 0.00 467.83 313.00 154.83 67.09 FH-13 16 .50 468.58 305.00 163.58 70.89 FH-14 0.00 468.28 315.00 153.28 66.4 2 FH-15 13.50 468.34 306.00 162.34 70.35 FH-16 0.0 0 468 .31 307.00 161. 31 69.90 FH-lA 0.00 467 .79 316.00 151.79 65 .78 FH-2 0.00 479.59 333.00 146.59 63.5 2 FH -2A 21.00 467. 71 316.00 151. 71 65.74 FH-3 0.00 478 .58 326 .00 1 52 .58 66.1 2 FH-3A 0.00 467 . 76 3 2 0.00 147 .76 64.0 3 FH -4 0 .00 481. 93 333.00 148 .93 64.54 FH-4 A 0 .0 0 467 .71 318.00 14 9.71 64.88 FH-5 0 .00 4 68. 28 313. 00 1 55.28 67.29 FH-6 0.00 4 68 . 28 316.00 152 .28 6 5 .99 FH-7 0 .00 468 .34 309 .00 159.34 69.05 FH-8 0 .00 468.34 303 .00 165.34 7 1. 65 FH-9 0 .00 468.49 307 .00 161.49 69 .98 J-1 0.00 493 .79 342 .00 151. 79 65.78 J -2 0.00 483.35 340.00 143. 35 62 .1 2 J -3 6 .00 482 .13 339 .00 143.13 62 . 02 J-4 10.50 480.62 339 .00 1 41. 62 61.37 " J -5 16.50 478.25 327 .00 1 51. 25 65.54 J -6 0.00 475 .93 328.00 1 47 .93 64.1 0 J-7 7.50 479.46 330 .00 149.46 64 .77 J -8 6.00 479 .44 329.00 1 5 0 .44 65 .19 J-9 21.00 479 .24 323.00 156.24 67.71 J-10 10.50 468.22 312.00 156 .22 67 .70 J-11 0 .00 468.34 311.00 157 .34 68.18 J-1 2 0.00 468.35 305.00 1 63.35 70.78 J-13 0 .00 468.33 307.00 1 61.33 69 .9 1 J-14 12.00 468 .28 314 .00 154.2 8 66 .86 J-15 15.00 467 .59 318.00 1 49.59 64.82 J-16 4.50 468.28 315.00 153.28 66.4 2 J-17 10.50 468 .17 314.00 154 .17 66.81 J-18 13.50 468.07 313.00 155.07 67 .20 J-19 15.00 467. 73 313.00 154.73 67.05 J-20 7.50 468.34 302 .00 166.34 72.08 J-21 18.00 468.40 309.00 159 .40 69.07 J-22 12 .00 468.28 310.00 158.28 68.59 J-23 0 .00 469.35 305 .00 164.35 71.2 2 J-2 4 4.50 467. 72 312.00 155.72 67. 48 J -2 5 6.00 468.03 304.00 164.03 71. 08 J-26 18 .00 467.54 309.00 158.54 68.70 J-2 7 0.00 468.39 295.00 173 .39 75.13 J-28 36.00 4 67. 24 311. 00 156.24 67.70 J-29 22.50 4 67 .10 322.00 145.10 62.88 J-30 0.00 467 . 76 322.00 145.76 63 .16 J-31 28.50 467. 71 318.00 149.71 64 .88 J -32 3.00 467.71 320.00 147.71 64.01 J-34 0.00 467 .71 318.00 149.71 64.88 R-1 Wellborn Ele 497.00 342 .00 155.00 67.17 R-2 Flow Test 466.00 311. 00 155.00 67.17 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 R-1 R-2 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND FLOWRATE (gpm} 3535.27 -3179.77 3535.27 -3179.77 355.50 NODE TITLE Wellborn Ele Flow Test ***** HYDRAULIC ANALYSIS COMPLETED ***** * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * Un i versity of Kentucky Network Modeling Software * * * * Copyrighted by KYPIPE LLC * * Version 3 -11/01/2005 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time : Thu Sep 27 15:29:57 2007 INPUT DATA FILENAME--------------C:\Users\user\RME\Projects\202- 03-2\S4P2\ENGINE -1\0316W1RA.DT 2 TABULATED OUTPUT FILENAME --------C:\Users\user\RME\Projects\202- 03-2\S4P2\ENGINE-1\0316W1RA.OT2 POSTPROCESSOR RESULTS FILENAME ---C:\Users\user\RME\Projects\202- 03 -2\S4P2\ENGINE -1\031 6W1RA .RS2 ************************************************ S U M M A R Y 0 F 0 R I G I N A L D A T A ************************************************ 0 N I T S S P E C I F I E D " -Qt <( 2 bl 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 AM E #1 #2 (ft) (in) COEFF. LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J-1 500 .00 16.00 139.4518 0.74 P-10 FH-1 J-4 291.00 8.00 139.4518 0.00 P-11 J-7 J-8 162.00 3.00 139.0000 0.00 P-12 J-5 J-9 308.00 6.00 139 .0000 6.00 P-13 J-9 FH-2 108.00 6.00 139.4518 0.74 P-14 FH-2 FH-4 812.00 6.00 139 .4518 1. 31 P-15 FH-4 J-3 291. 00 8.00 139.4518 0.00 P-16 J-6 J-11 1670.00 16.00 139.4518 0.00 P-17 J-11 J-12 1320.00 12.00 139.4518 0.74 P-18 J-12 J-13 459 .00 8.00 139.4518 1.14 P-19 J-13 FH-7 126.00 8 .00 139.4518 6.00 P-2 J-1 J-2 1900.00 16.00 139.4518 3.57 P-20 J-13 FH-16 338.00 8.00 139.4518 3 .57 P-21 J-14 J-10 146 .00 3 .00 139.0000 0.00 P-22 J-14 FH-5 68.00 8.00 139.4518 0.40 P-23 FH-5 FH-14 216.00 8.00 139.4518 0.74 P-24 FH-14 J-16 141. 00 8.00 139.4518 0.74 P-25 J-16 FH-6 157.00 8.00 139 .4518 0.00 P-26 FH-14 J-17 261. 00 3 .00 139.0000 0.00 P-27 J-16 J-18 304.00 3.00 139.0000 0.00 P-28 FH-7 FH-15 400.00 8.00 139.4518 0 .7 4 P-29 FH-15 FH-8 247.00 6.00 139.4518 0.74 P-3 J-3 J-2 195.00 16.00 139. 4518 0 .74 P-30 FH-8 J-20 176.00 6.00 139.4518 0.00 P-31 FH-15 J-21 328.00 6.00 139 .4518 0.74 P-32 J-21 J-22 219.00 3.00 139.0000 0.00 P-33 J-21 FH-9 205.00 6.00 139.4518 0.00 P-34 FH-9 FH-13 541. 00 8.00 139. 4518 9.91 P-35 FH-13 J-23 382.00 8.00 139 .4518 6.74 P-36 FH-13 FH-10 602.00 8.00 139. 4518 9.74 P-37 FH-10 J-25 136.00 3.00 139.0000 0.00 P-38 FH-10 FH-11 341. 00 8.00 139.4518 0.74 P-39 FH-11 J-26 267.00 3.00 139.0000 0.00 P-4 J-3 J-4 294.00 16.00 139.4518 0.74 P-40 FH-11 FH-12 443 .00 8.00 139.4518 0.00 P-41 FH-12 J-28 145 .00 3.00 139.0000 0.00 P-42 J-23 J-1 2842.00 6.00 139.0000 0.00 P-43 J-12 J-27 1933.00 12.00 139.0000 0.00 P-44 J-27 J-23 1640.00 6.00 139 .0000 0.00 P-45 J-11 R-2 500.00 16.00 139 .4518 0.00 P-46 FH-16 J-14 336.00 8 .00 139.4518 0.00 P-47 FH-11 FH-lA 175.00 8.00 139 .0000 0.74 P-48 FH-lA J-15 245.00 3.00 139.0000 0.74 P-49 FH-lA P-5 J-4 P-50 J-19 P-51 J-19 P-52 FH-lA P-53 FH-3A P-54 FH-3A P-55 FH-3A P-56 J-31 P-57 J-31 P-58 FH-4A P-59 FH-4A P-6 J-6 P-7 J-5 P-8 FH-3 P-9 J-7 E N D N 0 D E D A T A NODE NAME FH-1 FH-10 NODE TITLE J-19 J-6 J-24 FH-2A FH-3A J-29 J-30 J-31 FH-2A FH-4A J-32 J-34 J-5 FH-3 J-7 FH-1 EXTERNAL DEMAND (gpm) 0.00 0.00 322.00 6.00 1207.00 16.00 104.00 3.00 399.00 6.00 473.00 8.00 379.00 3.00 112.00 8.00 387.00 6.00 197.20 6.00 387.87 6.00 99.00 8.00 275.00 8.00 118. 00 6.00 151. 00 8.00 412.00 8.00 228.00 8.00 JUNCTION ELEVATION (ft) 333.00 308.00 139 .0000 0.74 139.4518 2 .24 139.0000 0.00 139.0000 0.17 139.0000 0.17 139.0000 0.74 139.0000 0.57 139.0000 0.00 139.0000 0.74 139.0000 1.14 139 .0000 0.00 139.0000 0.74 139 .4518 0.91 139.4518 0. 40 139.4518 0.74 139.4518 0 .40 EXTERNAL GRADE (ft) FH-11 0.00 313.00 FH-12 0.00 313.00 FH-13 16.50 305.00 FH-14 0.00 315.00 FH-15 13.50 306.00 FH-16 0.00 307.00 FH-lA 0.00 316.00 FH-2 0.00 333.00 FH-2A 1021.00 316.00 +-- FH-3 0.00 326.00 FH-3A 0.00 320.00 FH-4 0.00 333.00 FH-4A 0.00 318.00 FH-5 0.00 313.00 FH-6 0.00 316.00 FH-7 0.00 309.00 FH-8 0.00 303.00 FH-9 0.00 307.00 J-1 0.00 342.00 J-2 0.00 340.00 J -3 6.00 339.00 J-4 10.50 339.00 J-5 16.50 327.00 J-6 0.00 328.00 J-7 7.50 330.00 J-8 6.00 329.00 J-9 21.00 323.00 J-10 10.50 312.00 J-11 0.00 311.00 J-12 0.00 305.00 J-13 0.00 307.00 J-14 12.00 314 .00 J-15 15 .00 318.00 J-16 4.50 315.00 J -17 10.50 314.00 J-18 13.50 313.00 J-19 15.00 313 .00 J-20 7.50 302.00 J-21 18.00 309.00 J-22 12.00 310.00 J-23 0.00 305.00 J-24 4.50 312 .00 J-25 6 .0 0 304.00 J-26 18.00 309.00 J-27 0.00 295.00 J-28 36.00 311. 00 J-29 22.50 322.00 J -30 0.00 322 .00 J-31 28.50 318 .00 J-32 3 .00 320 .0 0 J-34 0.00 318 .00 R-1 Wellborn Ele 342.00 497 .00 R-2 Flow Test 311 . 00 466 .00 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M NUMBER OF NUMBER OF NUMBER OF NUMBER OF C 0 N F I G U R A T I 0 N PIPES ......•........•... (p) END NODES ...••....••••.• (j) PRIMARY LOOPS ••....••..• (1) SUPPLY NODES •••••••.••.• (f) 59 53 5 2 NUMBER OF SUPPLY ZONES ............ (z) 1 Case : 0 RESULTS OBTAINED AFTER 6 TRIALS: ACCURACY 0 .00001 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 0 L T S STATOS CODE: XX -CLOSED PIPE CV -CHECK VALVE p I p E NODE NOMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ NAM E #1 #2 LOSS LOSS VELO. 1000 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) (ft/ft) ----------------------------------------------------------------------------------------- P-1 R-1 J-1 3689 .96 3.08 0.40 5.89 6 .95 6.16 P-10 J-4 FH-1 345.38 0.65 0.00 2.20 2.24 2.24 P-11 J-7 J-8 6.00 0.02 0.00 0.27 0.15 0.15 P-12 J-9 J-5 163. 71 0.71 0.32 1. 86 3.34 2 .2 9 P-13 FH-2 J-9 184 . 71 0.31 0.05 2.10 3.32 2.85 P-14 FH-4 FH-2 184.71 2.32 0.09 2.10 2.96 2 .85 P-15 J-3 FH-4 184. 71 0.20 0.00 1.18 0.70 0.70 P-16 J-6 J-11 3183.47 7.82 0.00 5.08 4.68 4.68 P-17 J-11 J-12 849.01 2 .17 0.07 2.41 1. 69 1. 64 P-18 J-12 J-13 548.12 2.42 0.22 3.50 5 .74 5.27 P-19 J-13 FH-7 497 .12 0.55 0 .94 3.17 11. 84 4.40 P-2 J-1 J-2 3250.97 9.25 1. 49 5.19 5.65 4.87 P-20 J-13 FH-16 51. 00 0.0 2 0.01 0.33 0.08 0.06 P-21 J-14 J-10 10.50 0.06 0.00 0.48 0.41 0.41 P-22 J-14 FH-5 28.50 0.00 0.00 0.18 0 .03 0.02 P-23 FH-5 FH-14 28 .50 0.00 0.00 0.18 0.02 0.02 P-24 FH-14 J-16 18.00 0.00 0.00 0.11 0.01 0.01 P-25 J-16 FH-6 0 .00 0.00 0 .0 0 0.00 0.00 0.00 P-26 FH-14 J-17 10 .50 0.11 0.00 0.48 0.41 0. 41 P-27 J-16 J-18 13 .50 0.20 0.00 0.61 0.66 0.66 P-28 FH-7 FH-15 497.12 1. 76 0.12 3.17 4.69 4 .40 P-29 FH-15 FH-8 7.50 0.00 0.00 0.09 0.01 0.01 P-3 J-2 J-3 3250.97 0.95 0.31 5.19 6.45 4.87 P-30 FH-8 J-20 7.50 0.00 0.00 0.09 0.01 0.01 P -31 FH-15 J-21 476.12 5. 40 0.34 5. 40 17 .50 16 . 48 P-32 J-21 J-22 12.00 0.12 0.00 0.54 0.53 0.53 P-33 J-21 FH-9 446.12 2.99 0.00 5.06 14.60 14. 60 P-34 FH-9 FH-13 446.12 1. 95 1.25 2.85 5.90 3.60 P-35 J-23 FH-13 739.88 3.51 2.33 4. 72 15.29 9.18 P-36 FH-13 FH-10 1169.50 12 .91 8.43 7.46 35.43 21. 44 '-: P -37 FH-10 J-25 6.00 0.02 0.00 0.27 0.15 0.15 P-38 FH-10 FH-11 1163. 50 7.24 0.63 7 .43 23.09 21.23 P-39 FH-11 J-26 18.00 0.30 0.00 0.82 1.12 1.12 P-4 J-3 J-4 3060.26 1.28 0.27 4.88 5.29 4.35 P-40 FH-11 FH-12 36.00 0.02 0.00 0.23 0.03 0.03 P-41 FH-12 J-28 36.00 0.59 0.00 1. 63 4.06 4.06 P-42 J-1 J-23 438.99 40.53 0.00 4.98 14. 26 14.26 P-43 J-12 J-27 300.88 0.47 0.00 0.85 0.24 0.24 P-44 J-27 J-23 300.88 11. 62 0.00 3.41 7.08 7.08 P-45 J-11 R-2 2334.46 1.32 0.00 3. 72 2 . 64 2 .64 P-46 FH-16 J-14 51.00 0.02 0.00 0.33 0.06 0.06 P-47 FH-11 FH-lA 1109.50 3.42 0.58 7.08 22.85 19.56 P-48 FH-lA J-15 15.00 0.20 0.01 0.68 0.82 0.80 P-49 FH-lA J-19 533.88 6.60 0.42 6.06 21.80 20. 49 P-5 J-4 J-6 2704 .38 4.18 0.65 4.32 4.00 3.46 P-50 J-19 J-24 4.50 0.01 0.00 0 .20 0.09 0.09 P-51 J-19 FH-2A 514.38 7.63 0.09 5.84 19.35 19.13 P-52 FH-lA FH-3A 560. 62 2.61 0.03 3.58 5.60 5.53 P-53 FH-3A J-29 22.50 0.64 0.01 1.02 1. 73 1. 70 P-54 FH-3A J-30 0.00 0.00 0.00 0.00 0.00 0.00 P-55 FH-3A J-31 538.12 8.05 0.00 6.11 20.79 20.79 P-56 J-31 FH-2A 506.62 3.67 0.38 5.75 20.52 18.59 P-57 J-31 FH-4A 3.00 0.00 0.00 0.03 0.00 0.00 P-58 FH-4A J-32 3 .00 0.00 0.00 0.02 0.00 0.00 P-59 FH-4A J-34 0.00 0.00 0.00 0.00 0.00 0.00 P-6 J-5 J-6 479.09 1. 97 0 .42 5.44 20.20 16. 67 P-7 FH-3 J-5 331. 88 0.31 0.03 2.12 2 .26 2 .08 P-8 J-7 FH-3 331.88 0.86 0.05 2 .1 2 2.21 2.08 P-9 FH-1 J-7 345.38 0 .51 0.03 2.20 2 .37 2.24 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 0.00 479.32 333.00 146.32 63.40 FH-10 0.00 425.82 308.00 117.82 51.06 FH-11 0 .0 0 417. 95 313.00 104.95 45.48 FH-12 0.00 417.93 313 .00 104.93 45.47 FH-13 16.50 447.15 305.00 142.15 61.60 FH-14 0 .00 462. 39 315.00 147 .39 63.87 FH-15 13.50 459.08 306.00 153.08 66 .33 FH-16 0.00 462. 42 307.00 155.4 2 67.35 FH-lA 0.00 413.95 316.00 97.95 42.44 FH-2 0.00 478.91 333.00 145.91 63.23 FH-2A 1021. 00 399.21 316.00 83.21 36.06 FH-3 0.00 477.87 326.00 151. 87 65.81 FH-3A 0 .00 411.30 320.00 91. 30 39.56 FH -4 0.00 481.32 333.00 148 .32 64.27 FH-4A 0.00 403.25 318.00 85.25 36. 94 FH-5 0 .00 462. 40 313. 00 149.40 64 .74 FH-6 0.00 4 62. 39 316.00 146.39 63 .44 FH-7 0.00 460.95 309.00 151. 95 65.85 FH-8 0.00 459.08 303 .00 156 .08 67.63 FH-9 0.00 450.35 307.00 143.35 62.12 J-1 0.00 493.52 342.00 151.52 65.66 J-2 0.00 482.78 340.00 14 2.78 61. 87 J-3 6.00 481. 52 339.00 142.52 61. 76 J-4 10.50 479.97 339.00 140 .97 61.09 J-5 16.50 477.52 327.00 150.52 65.23 J-6 0.00 475.14 328.00 147.14 63 . 76 J-7 7.50 478.77 330.00 148.77 64 .47 J-8 6.00 478.75 329.00 149.75 64 .89 J -9 21. 00 478.55 323.00 155.55 67. 41 J-10 10.50 4 62. 34 312.00 150.34 65.15 J-11 0.00 467.32 311. 00 156 .32 67.74 J-12 0.00 465.08 305.00 160.08 69.37 J-13 0.00 462. 45 307.00 155.45 67.36 J-14 12.00 462. 40 314.00 148.40 64.31 J-15 15.00 413.75 318.00 95.75 41. 49 J-16 4.50 462. 39 315.00 J-17 10 .50 462.28 314.00 J-18 13 .50 462 .19 313.00 J-19 15 .00 406.93 313.00 J-20 7.50 459.08 302 .00 J-21 1 8.00 453.34 309.00 J -22 12.00 453.23 310.00 J-23 0 .00 452.99 305.00 J-24 4.50 406.92 312 .00 J-25 6.00 425.80 304.00 J-2 6 18.00 417. 65 309.00 J-27 0.00 4 64. 61 295.00 J-28 36.00 417 .34 311. 00 J-29 22.50 410.64 322.00 J-30 0.00 411.30 322.00 J-31 28.50 403 .25 318.00 J -32 3.00 403.25 320.00 J-34 0.00 403.25 318 .00 R-1 Wellborn Ele 497.00 342.00 R-2 Flow Test 466.00 311. 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 147.39 63.87 148.28 64.26 149.19 64.65 93.93 40.70 157.08 68.07 144.34 62.5 5 143.23 62.06 147.99 64 .13 94.92 41.13 121.80 52.78 108.65 47 .08 169.61 73.50 106.34 46.08 88.64 38.41 89.30 38.70 85.25 36.94 83.25 36.08 ~ 85.25 36.94 155.00 67.17 155.00 67.17 NODE NAME R-1 R-2 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND FLOWRATE (gpm) 3689 .96 -2334.46 3689.96 -2334.46 1355.50 NODE TITLE Wellborn Ele Flow Test ***** HYDRAULIC ANALYSIS COMPLETED ***** * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * University of Kentucky Network Modeling Software * * * * Copyrighted by KYPIPE LLC * * Version 3 -11/01/2005 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Thu Sep 27 15:30:59 2007 INPUT DATA FILENAME --------------C:\Users\user\RME\Projects\202- 03-2\S4P2\ENGINE-l\0316WlRA.DT2 TABULATED OUTPUT FILENAME --------C:\Users\user\RME\Projects\202- 03-2\S4P2\ENGINE-l\0316WlRA.OT2 POSTPROCESSOR RESULTS FILENAME ---C:\Users\user\RME\Projects\202- 03-2\S4P2\ENGINE-l \0316WlRA.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 < z 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 NAME #1 #2 (ft) (in) COEFF. LOSS COEFF . ------------------------------------------------------------------------------- P-1 R-1 J-1 500.00 16.00 139.4518 0.74 P-10 FH-1 J-4 291. 00 8.00 139.4518 0 .00 P-11 J-7 J-8 162 .00 3.00 139.0000 0.00 P-12 J-5 J-9 308.00 6.00 139.0000 6.00 P-13 J-9 FH-2 108.00 6.00 139.4518 0.74 P-14 FH-2 FH-4 812.00 6.00 139.4518 1. 31 P -15 FH-4 J-3 291. 00 8.00 139.4518 0.00 P-16 J-6 J-11 1670.00 16.00 139 .4518 0.00 P-17 J -11 J-12 1320.00 12.00 139.4518 0.74 P-18 J-12 J-13 459.00 8.00 139.4518 1.14 P-19 J-13 FH-7 126.00 8.00 139.4518 6.00 P-2 J-1 J -2 1900.00 16.00 139 . 4518 3.57 P-20 J-13 FH-16 338.00 8.00 139.4518 3.57 P-21 J-14 J-10 146.00 3.00 139.0000 0.00 P-22 J-14 FH -5 68 .00 8.00 139.4518 0.40 P-23 FH-5 FH-14 216.00 8.00 139.4518 0.74 P-24 FH-14 J-16 141. 00 8.00 139.4518 0 .74 P-25 J-16 FH-6 157.00 8.00 139.4518 0.00 P-26 FH-14 J-17 261.00 3.00 139.0000 0.00 P-27 J-16 J-18 304.00 3.00 139.0000 0.00 P-28 FH-7 FH-15 400.00 8.00 139.4518 0.74 P-29 FH-15 FH-8 247.00 6.00 139.4518 0.74 P-3 J-3 J-2 195.00 16.00 139 .4518 0.74 P-30 FH-8 J-20 176.00 6.00 139.4518 0.00 P-31 FH-15 J-21 328.00 6.00 139 .4518 0.74 P-32 J-21 J-22 219.00 3.00 139.0000 0.00 P-33 J-21 FH-9 205.00 6.00 139.4518 0.00 P-34 FH-9 FH-13 541. 00 8.00 139.4518 9 .91 P-35 FH-13 J-23 382.00 8.00 139.4518 6.74 P-36 FH-13 FH-10 602.00 8.00 139.4518 9.74 P-37 FH-10 J-25 136.00 3.00 139.0000 0.00 P-38 FH-10 FH-11 341. 00 8.00 139.4518 0.74 P-39 FH -11 J-26 267. 00 3.00 139.0000 0.00 P-4 J-3 J-4 294.00 16.00 139.4518 0.74 P-40 FH-11 FH-12 443.00 8.00 139 . 4518 0.00 P-41 FH-12 J-28 145.00 3.00 139 .0000 0.00 P-42 J-23 J-1 2842.00 6.00 139.0000 0.00 P-43 J-12 J-27 1933.00 12.00 139.0000 0.00 P-44 J-27 J-23 1640.00 6.00 139.0000 0 .00 P-45 J-11 R-2 500.00 16 .00 139.4518 0.00 P-46 FH-16 J-14 336.00 8.00 139.4518 0.00 P-47 FH-11 FH-lA 175.00 8.00 139.0000 0.74 P-48 FH-lA J-15 245.00 3.00 139.0000 0.74 P-49 FH-lA P-5 J-4 P-50 J-19 P-51 J-19 P-52 FH-lA P-53 FH-3A P-54 FH-3A P-55 FH-3A P-56 J-31 P-57 J-31 P-58 FH-4A P-59 FH-4A P-6 J-6 P-7 J-5 P-8 FH-3 P-9 J-7 E N D N 0 D E D A T A NODE NODE NAME TITLE FH-1 FH-10 J-19 J-6 J-24 FH-2A FH-3A J-29 J-30 J-31 FH-2A FH-4A J-32 J-34 J-5 FH-3 J-7 FH-1 EXTERNAL DEMAND (gprn) 0.00 0.00 322.00 6.00 1207.00 16.00 104 .00 3.00 399.00 6.00 473.00 8.00 379 .00 3.00 112.00 8.00 387.00 6.00 197.20 6.00 387.87 6.00 99.00 8.00 275.00 8.00 118.00 6.00 151.00 8.00 412.00 8.00 228.00 8.00 JUNCTION ELEVATION (ft) 333.00 308.00 139.0000 0.74 139.4518 2 .24 139.0000 0.00 139.0000 0.17 139.0000 0.17 139.0000 0.74 139.0000 0 .57 139 .0000 0.00 139.0000 0.74 139.00 00 1.14 139.0000 0.00 139.0 000 0.74 139 .4518 0.91 139.4518 0.40 139.4518 0.74 139 .4518 0.40 EXTERNAL GRADE (ft) FH-11 0 .00 313.00 FH-12 0.00 313 .00 FH-13 16.50 305.00 FH-14 0.00 315.00 FH-15 13.50 306.00 FH-16 0 .00 307.00 FH-lA 0.00 316.00 FH-2 0.00 333.00 FH-2A 21. 00 316.00 FH-3 0.00 326.00 FH-3A 1000.00 320.00 " FH-4 0.00 333.00 FH-4A 0.00 318.00 FH-5 0.00 313. 00 FH-6 0.00 316.00 FH-7 0 .00 309.00 FH-8 0.00 303 .00 FH-9 0.00 307.00 J-1 0.00 342.00 J-2 0 .00 340.00 J-3 6.00 339.00 J -4 10 .50 339.00 J-5 16.50 327.00 J-6 0.00 328.00 J-7 7.50 330 .00 J-8 6.00 329.00 J-9 21.00 323 .00 J-10 10.50 312 .00 J-11 0.00 311. 00 J-12 0.00 305.00 J-13 0.00 307.00 J-14 12.00 314.00 J-15 15.00 318.00 J-16 4.50 315.00 J-17 10.50 314.00 J-18 13.50 313.00 J-19 15.00 313.00 J-20 7.50 302.00 J-21 18.00 309.00 J-22 12.00 310.00 J-23 0.00 305 .00 J-24 4.50 312.00 J-25 6.00 304 .00 J-26 18.00 309.00 J-27 0.00 295 .00 J-28 36.00 311.00 J-29 22.50 322.00 J-30 0.00 322.00 J-31 28.50 318.00 J-32 3.00 320.00 J-34 0.00 318.00 R-1 Wellborn Ele 342.00 497 .00 R-2 Flow Test 311. 00 466 .00 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OU TPUT S Y S T E M NUMBER OF NUMBER OF NUMBER OF NUMBER OF C 0 N F I G U R A T I 0 N PIPES ..........•.....••• (p) END NODES •••••••••••.••• (j) PRIMARY LOOPS .•••.•.•... (1) SUPPLY NODES .....•..•..• (f) 59 53 5 2 NUMBER OF SUPPLY ZONES ............ (z) 1 Case: 0 RESULTS OBTAINED AFTER 6 TRIALS: ACCURACY 0.00001 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 0 L T S STATOS CODE: XX -CLOSED PIPE CV -CHECK VALVE p I p E NODE NOMBERS 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 J-1 3689 .96 3 .08 0 .40 5 .89 6.95 6 .16 P-10 J-4 FH-1 345.38 0.65 0.00 2.20 2 .24 2.24 P-11 J-7 J-8 6.00 0 .02 0 .00 0.27 0.15 0.1 5 P-12 J-9 J-5 163 . 71 0 . 71 0 .32 1.86 3 .34 2 .29 P-13 FH-2 J-9 184. 71 0 .31 0.05 2.10 3.32 2 .85 P-14 FH-4 FH-2 184. 71 2 .32 0 .09 2.10 2.96 2.85 P-15 J-3 FH-4 184 .71 0.20 0.0 0 1.18 0 .70 0.70 P-16 J-6 J-11 3183.47 7.82 0 .00 5 .08 4 . 68 4.68 P-17 J-11 J-12 849.01 2 .17 0 .07 2. 41 1. 69 1. 64 P-18 J-12 J-13 548.12 2 .42 0.22 3 .50 5 .74 5.27 P-19 J-13 FH-7 497.12 0 .55 0.94 3 .17 11.84 4.40 P-2 J-1 J-2 3250 .97 9.25 1.49 5.19 5.65 4.87 P-20 J-13 FH-16 51.00 0.02 0.01 0 .33 0 .08 0.06 P-21 J-14 J-10 10.50 0.06 0.00 0.48 0.41 0.41 P -22 J-14 FH-5 28 .50 0.00 0.00 0 .18 0.03 0.02 P-23 FH-5 FH-14 28.50 0 .00 0.00 0 .18 0.02 0.02 P-24 FH-14 J-16 18.00 0 .00 0.00 0.11 0.01 0 .01 P-25 J-16 FH-6 0.00 0 .00 0 .0 0 0.00 0 .00 0.00 P-26 FH-14 J-17 10.50 0.11 0 .00 0.48 0.41 0.41 P-27 J-16 J-18 13.50 0.20 0.00 0.61 0.66 0.66 P-28 FH-7 FH-15 497.12 1. 76 0.12 3.17 4.69 4 .40 P-29 FH-15 FH-8 7.50 0.00 0.00 0.09 0.01 0.01 P-3 J-2 J-3 3250.97 0.95 0.31 5.19 6. 45 4.87 P-30 FH-8 J-20 7.50 0.00 0 .00 0.09 0.01 0.01 P-31 FH-15 J-21 476.12 5.40 0.34 5.40 17.50 16 . 48 P-32 J-21 J-22 12.00 0.12 0.00 0 .54 0.53 0.53 P-33 J-21 FH-9 446.12 2.99 0.00 5.06 14. 60 14 .60 P-34 FH-9 FH-13 446 .1 2 1. 95 1.25 2.85 5.90 3.60 P-35 J-23 FH-13 739.88 3.51 2.33 4. 72 15.29 9.18 P-36 FH-13 FH-10 1169.50 12.91 8.43 7.46 35. 43 21.44 ~ P-37 FH-10 J-25 6.00 0.02 0.00 0.27 0.15 0.15 P-38 FH-10 FH-11 1163. 50 7.24 0.63 7.43 23.09 21.23 P-39 FH-11 J-26 18.00 0.30 0.00 0.82 1.12 1.12 P-4 J-3 J-4 3060.26 1. 28 0.27 4.88 5.29 4.35 P-40 FH-11 FH-12 36.00 0.02 0.00 0.23 0.03 0.03 P-41 FH-12 J-28 36.00 0.59 0.00 1. 63 4.06 4.06 P-42 J -1 J-23 438.99 40.53 0.00 4.98 14.26 14. 26 P-43 J-12 J-27 300.88 0.47 0.00 0.85 0.24 0.24 P-44 J-27 J-23 300.88 11. 62 0.00 3.41 7.08 7.08 P-45 J-11 R-2 2334.46 1. 32 0.00 3. 72 2. 64 2. 64 P-46 FH-16 J-14 51.00 0.02 0.00 0.33 0.06 0.06 P-47 FH-11 FH-lA 1109.50 3.42 0.58 7.08 22.85 19.56 P-48 FH-lA J-15 15.00 0.20 0 .0 1 0.68 0.82 0.80 P-49 FH-lA J-19 256.74 1. 70 0.10 2.91 5.58 5.28 P-5 J-4 J-6 2704 .38 4.18 0.65 4.32 4.00 3.46 P-50 J-19 J-24 4.50 0.01 0.00 0.20 0 .0 9 0.09 P-51 J-19 FH-2A 237.24 1.82 0.02 2.69 4.61 4.56 P-52 FH-lA FH-3A 837 .7 6 5.50 0.08 5.35 11. 79 11. 63 P-53 FH -3A J-29 22.50 0.64 0.01 1.02 1. 73 1. 7 0 P-54 FH-3A J-30 0.00 0.00 0.00 0.00 0.00 0.0 0 P-55 J-31 FH-3A 184 .7 4 1.11 0 .00 2 .10 2.87 2.87 P-56 FH-2A J-31 216 .24 0.76 0.07 2.45 4.19 3.84 P -57 J-31 FH-4A 3.00 0 .00 0.00 0.03 0.00 0.00 P-58 FH-4A J-32 3.00 0.00 0.00 0.02 0.00 0.00 P-59 FH-4A J-34 0.00 0.00 0.00 0.00 0.00 0.00 P-6 J-5 J-6 479.09 1. 97 0.42 5.44 20.20 16.67 P-7 FH-3 J-5 331. 88 0.31 0 .03 2.12 2.26 2 .08 P-8 J-7 FH-3 331.88 0.86 0.05 2 .12 2.21 2 .0 8 P-9 FH-1 J-7 345 .38 0 .51 0.03 2.20 2 .3 7 2.24 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 0.00 479.32 333.00 146.32 63 .40 FH -10 0 .00 425.82 308.00 117. 82 51.06 FH-11 0.00 417.95 313.00 104.95 45.48 FH-12 0.00 417.93 313.00 104.93 45.47 FH-13 16.50 447.15 305.00 142.15 61.60 FH-14 0.00 462.39 315.00 147 .39 63.87 FH -15 13.50 459 .08 306.00 153.08 66.33 FH-16 0.00 462 . 42 307.00 155.42 67. 35 FH-lA 0.00 413. 95 316.00 97.95 42.44 FH-2 0.00 478.91 333 .00 145 .91 63.23 FH-2A 21.00 410.31 316.00 94 .31 40 .87 FH-3 0.00 477 .87 326.00 151. 87 65.81 FH-3A 1000.00 408.37 320.00 88.37 38.30 FH-4 0.00 481.32 333 .00 148.32 64 .27 FH-4A 0.00 409 .48 318.00 91. 48 39.64 FH-5 0.00 462.40 313. 00 149.40 64.74 FH-6 0.00 462.39 316.00 146.39 63.44 FH-7 0.00 460 .95 309.00 151. 95 65.85 FH-8 0 .00 459.08 303.00 156.08 67.63 FH-9 0.00 450.35 307.00 143.35 62.12 J-1 0 .00 493.52 342.00 151. 52 65.66 J-2 0 .00 482.78 340.00 142.78 61.87 J-3 6.00 481. 52 339.00 142.52 61. 76 J-4 10.50 479.97 339.00 140.97 61.09 J-5 16.50 477.52 327.00 150.52 65.23 J-6 0.00 475 .14 328.00 147 .14 63.76 J-7 7.50 478.77 330.00 148.77 64.47 J-8 6 .00 478.75 329.00 149.75 64 .89 J-9 21.00 478.55 323.00 155.55 67.41 J-10 10.50 462. 34 312.00 150.34 65.15 J-11 0 .00 467.32 311. 00 156 .32 67.74 J-12 0.00 465.08 305.00 160.08 69.37 J-13 0 .00 462. 45 307.00 155.45 67.36 J-14 12 .00 4 62. 40 314.00 148.40 64.31 J-15 15.00 413.75 318.00 95.75 41. 49 J-16 4.50 462. 39 315.00 147.39 63 .8 7 J-17 10.50 462 .28 314.00 14 8 .28 64 .26 J-18 13 .50 462 .19 313.00 14 9.19 64.65 J-19 15 .00 412.15 313.00 99 .15 42.97 J-20 7 .50 459.08 302.00 157.08 68.07 J-21 18 .00 453.34 309 .00 144.34 62.55 J-22 12.00 453.23 310.00 143.23 62 . 06 J-23 0 .00 452.99 305.00 147 .99 64.13 J-24 4.50 412 .14 312 .00 100.14 43 .39 J-25 6.00 425.80 304.00 121. 80 52.78 J-26 18 .0 0 417.65 309.00 108.65 47 .08 J-27 0.00 464 .61 295.00 169.61 73 .50 J-28 36.00 417 . 34 311. 00 106.34 46 .08 J-29 22 .50 407. 72 322.00 85. 72 3 7.1 4 ~ J-30 0 .00 408 .37 322 .00 86.37 37 .43 J-31 28 .50 409 .4 8 318.00 91.48 39.64 J-32 3.00 409.48 320.00 89.48 38.78 J-34 0.00 409.48 318 .00 91. 48 39.64 R-1 Wellborn Ele 497.0 0 342 .00 155.00 67 .1 7 R-2 Flow Test 466.00 311. 00 155.00 67.17 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 R-1 R-2 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND FLOWRATE (gpm) 3689.96 -2334.46 3689.96 -2334.46 1355.50 NODE TITLE Wellborn Ele Flow Test ***** HYDRAULIC ANALYSIS COMPLETED ***** * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * University of Kentucky Network Modeling Software * * * * Copyrighted by KYPIPE LLC * * Version 3 -11/01/2005 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Thu Sep 27 15:39:43 2007 INPUT DATA FILENAME --------------C:\Users\user\RME\Projects\2 0 2- 03-2\S4P2\ENGINE-l\0316WlRA .DT2 TABULATED OUTPUT FILENAME --------C:\Users \user\RME\Projects \202- 03-2 \S4P2\ENGINE-l\0316WlRA.OT2 POSTPROCESSOR RESULTS FILENAME ---C:\Users \user\RME\Projects\202- 03-2\S4P2\ENGINE-l \0316WlRA .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 0 ...... 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 NAM E ll1 412 (ft) (in) COEFF. LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J-1 500.00 16.00 139.4518 0.74 P-10 FH-1 J-4 291. 00 8.00 139.4518 0.00 P-11 J-7 J-8 162.00 3.00 139. 0000 0.00 P-12 J-5 J-9 308 .00 6.00 139.0000 6.00 P-13 J-9 FH-2 108.00 6.00 139.4518 0.74 P-14 FH-2 FH-4 812.00 6.00 139.4518 1.31 P-15 FH-4 J-3 291. 00 8.00 139 .4518 0 .00 P-16 J-6 J-11 1670.00 16.00 139.4518 0.00 P-17 J-11 J-12 1320 .00 12.00 139.4518 0.74 P-18 J-12 J-13 459.00 8.00 139.4518 1.14 P-19 J-13 FH-7 126.00 8.00 139.4518 6.00 P-2 J-1 J-2 1900.00 16.00 139.4518 3.57 P -20 J-13 FH-16 338.00 8.00 139.4518 3 .57 P-21 J-14 J-10 146.00 3.00 139.0000 0.00 P-22 J-14 FH-5 68.00 8.00 139. 4518 0.40 P-23 FH-5 FH-14 216.00 8.00 139.4518 0 .74 P-24 FH-14 J-16 141.00 8.00 139 .4518 0.74 P-25 J-16 FH-6 157.00 8.00 139.4518 0.00 P-26 FH-14 J-17 261.00 3.00 139.0000 0.00 P-27 J-16 J-18 304.00 3.00 139.0000 0.00 P-28 FH-7 FH-15 400.00 8.00 139.4518 0 .74 P-29 FH-15 FH-8 247 .00 6 .00 139.4518 0.74 P-3 J-3 J-2 195.00 16.00 139.4518 0.74 P-30 FH-8 J-20 176.00 6.00 139.4518 0.00 P-31 FH-15 J-21 328.00 6.00 139.4518 0.74 P-32 J-21 J-22 219.00 3.00 139.0000 0.00 P-33 J-21 FH-9 205.00 6.00 139.4518 0 .00 P-34 FH-9 FH-13 541.00 8.00 139.4518 9.91 P-35 FH-13 J-23 382.00 8.00 139. 4518 6.74 P-36 FH-13 FH-10 602.00 8.00 139.4518 9.74 P-37 FH-10 J-25 136.00 3.00 139.0000 0.00 P-38 FH-10 FH-11 341.00 8.00 139.4518 0.74 P-39 FH-11 J-26 267.00 3.00 139.0000 0.00 P-4 J-3 J-4 294.00 16.00 139.4518 0.74 P-40 FH-11 FH-12 443.00 8.00 139.4518 0.00 P-41 FH-12 J-28 145.00 3.00 139.0000 0.00 P-42 J-23 J-1 2842.00 6.00 139.0000 0 .00 P-43 J-12 J-27 1933.00 12.00 139.0000 0.00 P-44 J-27 J-23 1640.00 6.00 139.0000 0.00 P-45 J-11 R-2 500.00 16.00 139.4518 0.00 P-46 FH-16 J-14 336.00 8.00 139.4518 0.00 P-47 FH-11 FH-lA 175.00 8.00 139.0000 0.74 P-48 FH-lA J-15 245.00 3.00 139.0000 0.74 P-49 P-5 P-50 P-51 P-52 P-53 P-54 P-55 P-56 P-57 P-58 P-59 P-6 P-7 P-8 P-9 E N D N 0 D E NODE NAME FH-1 FH-10 FH-lA J-4 J-19 J-19 FH-lA FH-3A FH-3A FH-3A J-31 J-31 FH-4A FH-4A J-6 J-5 FH -3 J-7 DAT A NODE TITLE J-19 J-6 J-24 FH-2A FH-3A J-29 J-30 J-31 FH-2A FH-4A J-32 J-34 J-5 FH-3 J-7 FH-1 EXTERNAL DEMAND (gpm) 0.00 0.00 322.00 6.00 1207.00 16.00 104.00 3.00 399.00 6.00 473.00 8.00 379.00 3.00 112. 00 8 .00 387.00 6.00 197.20 6.00 387.87 6.00 99.00 8 .00 275.00 8.00 118 . 00 6.00 151. 00 8.00 412.00 8.00 228.00 8.00 JUNCTION ELEVATION (ft) 333.00 308.00 139.0000 0.74 139.4518 2.24 139.0000 0.00 139.0000 0.17 139. 0000 0.17 139.0000 0.74 139.0000 0.57 139.0000 0.00 139 . 0000 0.74 139.0000 1.14 139.0000 0.00 139.0000 0.74 139.4518 0.91 139. 4518 0.40 139.4518 0.74 139. 4518 0. 40 EXTERNAL GRADE (ft) FH-11 0.00 313.00 FH-12 0 .00 313.00 FH-13 16.50 305.00 FH-14 0.00 315.00 FH-15 13.50 306 .00 FH-16 0.00 307.00 FH-lA 0.00 316.00 FH-2 0 .00 333.00 FH-2A 21.00 316.00 FH-3 0.00 326 .00 FH-3A 0.00 320.00 FH-4 0.00 333.00 FH-4A 1000.00 318 .00 ~ FH-5 0.00 313.00 FH-6 0 .00 316 .00 FH-7 0.00 309.00 FH-8 0 .00 303.00 FH-9 0.00 307.00 J-1 0 .00 342.00 J-2 0 .00 340.00 J-3 6.00 339 .00 J-4 10.50 339.00 J-5 16.50 327.00 J-6 0.00 328.00 J-7 7 .50 330.00 J-8 6.00 329 .00 J-9 21. 00 323.00 J-10 10.50 312.00 J-11 0.00 311.00 J-12 0 .00 305 .00 J-13 0 .00 307 .00 J-14 12 .00 314 .00 J-15 15.00 318 .00 J-16 4.50 315 .00 J-17 10 .50 314 .00 J-18 13.50 313 .00 J-19 15.00 313.00 J-20 7.50 302 .00 J-21 18.00 309 .00 J-22 12 .00 310.00 J-23 0 .00 305 .00 J-24 4.50 312 .00 J-25 6.00 304.00 J-26 18.0 0 309.00 J-27 0.00 295.00 J-28 36.00 311. 00 J-29 22 .50 322.00 J-30 0.00 322.00 J-31 28.50 318.00 J-32 3 .00 320.00 J-34 0 .00 318.00 R-1 Wellborn El e 342 .00 497.00 R-2 Flow Test 311.00 466 .00 0 U T P U T 0 P T I 0 N D A T A 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) 59 NUMBER OF END NODES ............... (j) 53 NUMBER OF PRIMARY LOOPS ........... (1) 5 NUMBER OF SUPPLY NODES ............ (f) 2 NUMBER OF SUPPLY ZONES ............ (Z) 1 Case: 0 RESULTS OBTAINED AFTER 6 TRIALS: ACCURACY 0.00001 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 J -1 3689.96 3.08 0.40 5.89 6.95 6.16 P-10 J-4 FH-1 345 .38 0 .65 0.00 2.20 2 .24 2.24 P-11 J-7 J-8 6.00 0.0 2 0.00 0.27 0.15 0.15 P-12 J-9 J-5 163.71 0. 71 0.32 1. 86 3.34 2.29 P-13 FH-2 J-9 184 .71 0.31 0 .05 2.10 3.32 2.85 P-14 FH-4 FH-2 184.71 2.32 0.09 2 .10 2.96 2.85 P-15 J-3 FH-4 184.71 0.20 0 .00 1.18 0.70 0.70 P-16 J-6 J-11 3183 .47 7 .82 0.00 5.08 4 .68 4. 68 P-17 J-11 J-12 849.01 2.17 0.0 7 2.41 1. 69 1. 64 P-18 J-12 J-13 548.12 2.42 0.22 3.50 5.74 5.27 P-19 J-13 FH-7 497.12 0.55 0.94 3.17 11.84 4 .40 P-2 J-1 J-2 3250.97 9 .25 1.49 5.19 5.65 4.87 P-20 J-13 FH-16 51. 00 0.02 0.01 0.33 0.08 0.06 P-21 J-14 J-10 10.50 0.06 0 .00 0.48 0.41 0.41 P-22 J-14 FH-5 28 .5 0 0.00 0.00 0.18 0.03 0.02 P-23 FH-5 FH-14 28.50 0.00 0 .00 0.18 0.02 0.02 P-24 FH-14 J-16 18.00 0.00 0.00 0.11 0.01 0 .01 P-2 5 J-16 FH-6 0.00 0.00 0.00 0.00 0.00 0.00 P-26 FH -14 J-17 10 .50 0.11 0 .00 0 .48 0 .41 0 .41 P-27 J-16 J-18 13.50 0.20 0.00 0 .61 0.66 0.66 P-28 FH-7 FH-15 497.12 1. 76 0 .12 3.17 4 .6 9 4.40 P-29 FH-15 FH-8 7.50 0.00 0.00 0.09 0.01 0.01 P-3 J-2 J-3 3250.97 0.95 0.31 5.19 6.45 4.87 P-30 FH-8 J-20 7.50 0.00 0.00 0.09 0.01 0.01 P-31 FH-15 J-21 476 .12 5 .40 0.34 5.40 17.50 16. 48 P-32 J-21 J-22 12.00 0.12 0.00 0.54 0.53 0.53 P-33 J-21 FH-9 446.12 2.99 0.00 5.06 14. 60 14.60 P-34 FH-9 FH-13 446.12 1. 95 1.25 2.85 5.90 3.60 P-35 J-23 FH-13 739.88 3.51 2.33 4. 72 15.29 9.18 P-36 FH-13 FH-10 1169 .50 12.91 8.43 7. 46 35.43 21. 44 P-37 FH-10 J-25 6.00 0.02 0.00 0.27 0.15 0.15 P-38 FH-10 FH-11 1163.50 7.24 0.63 7.43 23 .0 9 21.23 P-39 FH-11 J-26 18 .00 0.30 0.00 0.82 1.12 1.12 P-4 J-3 J-4 3060 .26 1.28 0.27 4.88 5.29 4.35 P-40 FH-11 FH-12 36.00 0.0 2 0.00 0.23 0.03 0 .03 P-41 FH-12 J-28 36 .0 0 0.59 0.00 1.63 4.06 4.06 P-42 J-1 J-23 438.99 40.53 0.00 4.98 14.26 14. 26 P-43 J-12 J-27 300.88 0.47 0.00 0.85 0.24 0.24 P-44 J-27 J-23 300.88 11. 62 0.00 3.41 7.08 7.08 P-45 J-11 R-2 2334.46 1.32 0.00 3. 72 2.64 2.64 P-46 FH-16 J-14 51.00 0.02 0.00 0.33 0.06 0 .06 P-47 FH-11 FH-lA 1109.50 3.42 0.58 7.08 22.85 19.56 P-48 FH-lA J-15 15.00 0.20 0.01 0.68 0.82 0.80 P-49 FH-lA J-19 455 .80 4.92 0.31 5.17 16.24 15 .29 P-5 J-4 J-6 2704.38 4.18 0.65 4.32 4.00 3.46 P-50 J-19 J-24 4.50 0.01 0.00 0.20 0.09 0.09 P-51 J-19 FH-2A 436.30 5.63 0 .06 4.95 14.26 14.10 P-52 FH-lA FH-3A 638.70 3.33 0 .04 4.08 7.13 7.0 3 P-53 FH-3A J-29 22.50 0.64 0.01 1.02 1. 73 1. 70 P-54 FH-3A J-30 0.00 0.00 0 .00 0.00 0.00 0.00 P-55 FH-3A J-31 616.20 10.34 0.00 6.99 26. 72 26. 72 P-56 FH-2A J-31 415.30 2.54 0 .26 4.71 14.16 12.87 P-57 J-31 FH-4A 1003.00 25 .55 2.29 11. 38 71. 78 65.87 P-58 FH-4A J-32 3.00 0 .00 0.00 0 .02 0.00 0.00 P-59 FH-4A J-34 0.00 0.00 0.00 0.00 0.00 0.00 P-6 J-5 J-6 479.09 1. 97 0 .42 5 .44 20.20 16.67 P-7 FH-3 J-5 331.88 0.31 0.03 2.12 2.26 2.08 P-8 J-7 FH-3 331. 88 0.86 0.05 2.12 2 .21 2.08 P-9 FH-1 J-7 345.38 0.51 0.03 2.20 2.37 2.24 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 0.00 479.32 333.00 146.32 63. 40 FH-10 0 .00 425.82 308.00 117. 82 51. 06 FH-11 0.00 417. 95 313.00 104 .95 45.48 FH-12 0.00 417.93 313. 00 104.93 45.47 FH-13 16.50 447.15 305.00 142.15 61 .60 FH-14 0.00 462. 39 315.00 14 7.39 63.87 FH-15 13.50 459.08 306.00 153.08 66.33 FH-16 0.00 462.42 307 .00 155.42 67 .35 FH-lA 0 .00 413.95 316.00 97.95 42 .44 FH-2 0.00 478.91 333.00 1 45.91 63.2 3 FH-2A 21. 00 403 .03 316.00 87.03 37.71 FH -3 0.00 477.87 326.00 151.87 65.81 FH-3A 0.00 410 .58 320.00 90 .58 39.25 FH-4 0 .00 481.32 333.00 148 .32 64 .27 FH-4A 1000.00 372.39 318.00 54.39 23.57 FH-5 0 .00 4 62. 40 313.00 149.40 64 .74 FH-6 0.00 462 .39 316.00 146 .39 63.44 FH-7 0 .00 460.95 309.00 151.95 65.85 FH-8 0 .00 459.08 303 .00 156 .08 67 . 63 FH-9 0.00 450.35 307.00 143.35 62.12 J-1 0.00 493.52 342 .00 151.52 65 .66 J-2 0.00 482.78 340 .00 142.78 61 .8 7 J-3 6.00 481.52 339.00 142.52 61. 76 J-4 10.50 479.97 339.00 1 40.97 61. 09 J-5 16.50 477.52 327 .0 0 150.52 65.23 J-6 0.0 0 475.14 328.00 1 47 .14 63 .76 J-7 7.50 478.77 330.00 148 .77 64 .47 J-8 6.00 478.75 329 .00 1 49.75 64.8 9 J-9 21.00 478.55 323 .00 155.55 67 . 41 J-10 10 .50 4 62. 34 312.00 150.34 65.15 J-11 0.00 467.32 311. 00 1 56.32 67 .74 J-12 0.00 465.08 305.00 160.08 69.37 J-13 0.00 4 62. 45 307.00 1 55 .45 67.36 J-14 12.00 4 62 . 40 314.00 148.40 64.31 J-15 15.00 413.75 318.00 95.75 41. 49 J-16 4.50 462.39 315.00 J-17 10.50 462.2B 314.00 J-lB 13 .50 462 .19 313.00 J-19 15.00 40B.72 313 .00 J-20 7 .50 459.0B 302.00 J-21 lB.00 453.34 309.00 J-22 12.00 453.23 310.00 J-23 0.00 452.99 305.00 J-24 4.50 40B.71 312.00 J-25 6 .00 425.BO 304.00 J-26 lB.00 417.65 309.00 J-27 0.00 464. 61 295.00 J-2B 36.00 417.34 311.00 J-29 22.50 409 .92 322 .00 J-30 0.00 410.SB 322.00 J-31 2B.50 400.24 31B .OO J-32 3.00 372. 39 320 .00 J-34 0.00 372.39 31B.OO R-1 Wellborn Ele 497 .00 342.00 R-2 Flow Test 466 .00 311. 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 SYS TEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SY STEM INTO SUPPLY NODES 1 47.39 63 .B7 14B.2B 64.26 149.19 64 .65 95 .72 41. 4B 157 .0B 6B.07 144.34 62.55 143.23 62 .06 147.99 64.13 96. 71 41. 91 121.BO 52.7B lOB.65 47.0B 169.61 73 .50 106.34 46 .0B B7.92 3B.10 BB.SB 3B .3B B2.24 35.64 52 .39 22.7 0 ~ 54.39 23.57 155 .00 67.17 155.00 67 .17 NODE NAME R-1 R-2 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND FLOWRATE (gpm) 3689.96 -2334 .46 3689.96 -2334.46 1355.50 NODE TITLE Wellborn Ele Flow Test ***** HYDRAULIC ANALYSIS COMPLETED ***** PROPOSED SANITARY SEWER COLLECTION SYSTEM SCHEMATIC MAP I I - @ @ SECTION 1A PHASE TWO SANITARY SEWER LINE "S 2" (Sti,E SHEET S-01 z ~ _, CD 3: 0 0 < "' " " "' "' "' u \ \ PRELIMINARY PLAT WINS TORM HYDRAULIC ANALYSIS DATA stmOutput WinStorm (STORM DRAIN DESIGN) PROJECT NAME : 202 JOB NUMBER 0316 PROJECT DESCRIPTION : Section 4, Phase Two DESIGN FREQUENCY MEASUREMENT UNITS: 2 Years ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 2 Runoff Computation for Design Frequency. Years Version 3.05, Jan. 25, 2002 Run @ 9/27/2007 5:01:36 PM ============================================================================= ID C Value MH-1 0.0 MH-2 0.0 MH-3 0.0 MH-4 0.0 MH-5 0.0 MH-6 0.0 MH-7 0.0 -8 0.0 9 0.0 MH-10 0.0 MH-11 0.0 MH-12 0.0 MH-13 0.0 MH-14 0.0 MH-16 0.0 MH-17 0.0 MH-18 0.0 MH-19 0.0 MH-20 0.0 MH-21 0.0 MH-23 0.0 MH-26 0.0 MH-27 0.0 MH-29 0.0 MH-33 0.0 MH-34 0.0 MH-35 0.0 MH-36 0.0 MH-37 0.0 MH-38 0.0 MH-39 0.0 MH-40 0.0 Area (acre) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tc (min) 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 Tc Used (min) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Intensity (in/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 1 Supply Q (cfs) 0.003 0.013 0.046 0.013 0.007 0.013 0.013 0.012 0.010 0.020 0.007 0.018 0.010 0.105 0.015 0.008 0.007 0.043 0.010 0.005 0.079 0.000 0.012 0.003 0.007 0.013 0.040 0.007 0.007 0.013 0.010 0.117 Total Q (cfs) 0.003 0.013 0.046 0.013 0.007 0.013 0.013 0.012 0.010 0.020 0.007 0.018 0.010 0.105 0.015 0.008 0.007 0.043 0.010 0.005 0.079 0.000 0.012 0.003 0.007 0.013 0.040 0.007 0.007 0.013 0.010 0.117 MH-41 0.0 0.00 10.00 0.00 0.00 0.008 0.008 MH-42 0.0 0.00 10.00 0.00 0.00 0.152 0.152 44 0.0 0.00 10 .00 0.00 0.00 0.010 0.010 ;,.,-45 0.0 0.00 10.00 0 .00 0.00 0.026 0.026 MH-46 0.0 0.00 10.00 0.00 0.00 0.043 0.043 MH-47 0.0 0.00 10.00 0.00 0.00 0.013 0.013 MH-48 0.0 0.00 10.00 0.00 0.00 0.003 0.003 MH-49 0.0 0.00 10.00 0.00 0.00 0.003 0.003 MH-50 0.0 0.00 10.00 0 .00 0.00 0.005 0.005 MH-51 0.0 0.00 10.00 0.00 0.00 0.005 0.005 MH-52 0.0 0.00 10.00 0.00 0.00 0.003 0.003 MH-53 0.0 0.00 10.00 0.00 0.00 0.003 0.003 MH-54 0.0 0.00 10.00 0.00 0.00 0.008 0.008 MH-55 0.0 0.00 10.00 0.00 0.00 0.010 0.010 MH-56 0.0 0.00 10.00 0.00 0.00 0.012 0.012 MH-57 0.0 0.00 10.00 0.00 0.00 0.018 0.018 MH-58 0.0 0.00 10.00 0.00 0.00 0.003 0.003 MH-59 0.0 0.00 10.00 0.00 0.00 0.005 0.005 MH-60 0.0 0.00 10.00 0.00 0.00 0.015 0.015 MH-61 0.0 0.00 10.00 0.00 0.00 0 .007 0.007 MH-62 0.0 0.00 10.00 0.00 0.00 0.010 0.010 MH-63 0.0 0.00 10.00 0.00 0.00 0.015 0.015 MH-64 0.0 0.00 10.00 0.00 0.00 0.002 0.002 MH-65 0.0 0.00 10.00 0.00 0.00 0.005 0.005 MH-66 0.0 0.00 10.00 0.00 0.00 0.005 0.005 MH-67 0.0 0.00 10.00 0.00 0.00 0 .008 0.008 MH-68 0.0 0.00 10.00 0.00 0.00 0.044 0.044 -69 0.0 0.00 10.00 0.00 0.00 0.044 0.044 0.0 0.00 10.00 0.00 0.00 0.007 0.007 0.0 0.00 10.00 0.00 0.00 0.092 0. 092 MH-72 0.0 0.00 10.00 0.00 0.00 0.025 0.025 ----------------------------------------------------------------------------- Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Curnulat. Intens. User Additional Total I. D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- MH-1 CircMh 0.000 0.00 0.00 0.00 0.003 0.00 0.003 MH-2 CircMh 0.000 0.00 10.09 6.30 0.017 0.00 0.017 MH-3 CircMh 0.000 0.00 18.11 4.69 0.307 0.00 0.307 MH-4 CircMh 0.000 0.00 19.55 4.49 0.320 0.00 0.320 MH-5 CircMh 0.000 0.00 20.38 4.38 0.327 0.00 0.327 MH-6 CircMh 0.000 0.00 22.03 4.19 0.340 0.00 0.340 MH-7 CircMh 0.000 0.00 23.70 4.01 0.353 0.00 0.353 MH-8 CircMh 0.000 0.00 24.68 3.91 0.365 0.00 0.365 MH-9 CircMh 0.000 0.00 25.98 3.79 0.375 0.00 0.375 MH-10 CircMh 0.000 0.00 28.76 3 .56 0.520 0.00 0.520 MH-11 CircMh 0.000 0.00 29.65 3.49 0.537 0.00 0.537 Page 2 stmOutput MH-12 CircMh 0.000 0.00 31. 43 3.36 0.555 0.00 0.555 13 CircMh 0.000 0.00 33.22 3.24 0 .565 0.00 0.565 14 CircMh 0.000 0.00 34.52 3.16 0.670 0.00 0.670 MH-15 CircMh 0.000 0.00 35.51 3.11 0.670 0.00 0.670 MH-16 CircMh 0.000 0.00 37.48 3.00 0.685 .0.00 0.685 MH-17 CircMh 0.000 0.00 38.63 2.94 0.719 0.00 0.719 MH-18 CircMh 0.000 0.00 39.44 2.90 0.766 0.00 0.766 MH-19 CircMh 0.000 0.00 41. 34 2.81 1. 201 0.00 1. 201 MH-20 CircMh 0.000 0.00 41. 92 2.78 1. 211 0.00 1.211 MH-21 CircMh 0.000 0.00 42.69 2.75 1. 216 0.00 1. 216 MH-22 CircMh 0.000 0.00 43.35 2.72 1. 216 0.00 1 .216 MH-23 CircMh 0.000 0.00 45.20 2.64 1. 295 0.00 1. 295 MH-24 CircMh 0.000 0.00 45.73 2.62 1. 295 0.00 1. 295 MH-25 CircMh 0.000 0.00 46.04 2 .61 1. 295 0.00 1. 295 MH-26 CircMh 0.000 0.00 11. 51 5.93 0.287 0.00 0.287 MH-27 CircMh 0.000 0.00 12.85 5.62 0.346 0.00 0.346 MH-28 CircMh 0.000 0.00 13.97 5.39 0.346 0.00 0.346 MH-29 CircMh 0.000 0.00 14.87 5.22 0.353 0.00 0.353 MH-30 CircMh 0.000 0.00 17.65 4.76 0.353 0.00 0.353 MH-31 CircMh 0.000 0.00 19.12 4.55 0.353 0.00 0.353 MH-32 CircMh 0.000 0.00 19.80 4.46 0.373 0.00 0.373 MH-33 CircMh 0.000 0.00 21. 47 4.25 0.380 0.00 0.380 MH-34 CircMh 0.000 0.00 23.78 4.00 0.393 0.00 0.393 MH-35 CircMh 0.000 0.00 0.00 0.00 0.040 0.00 0.040 MH-36 CircMh 0.000 0.00 0.00 0.00 0.007 0.00 0.007 MH-37 CircMh 0.000 0.00 10.00 6.33 0.013 0.00 0.013 MH-38 CircMh 0.000 0.00 10.00 6.33 0. 026 0.00 0.026 -3 9 CircMh 0.000 0.00 0.00 0.00 0.010 0.00 0.010 ,,,,.-40 CircMh 0.000 0.00 0.00 0.00 0.117 0.00 0.117 MH-41 CircMh 0.000 0.00 10.00 6.33 0 .126 0.00 0.126 MH -42 CircMh 0.000 0.00 0.00 0.00 0.152 0.00 0.152 MH-43 CircMh 0.000 0.00 10.00 6.33 0.152 0.00 0.152 MH-44 CircMh 0.000 0.00 0.00 0.00 0.010 0.00 0.010 MH-45 CircMh 0.000 0.00 10.00 6.33 0.050 0.00 0.050 MH-46 CircMh 0.000 0.00 10.00 6.33 0.093 0.00 0.093 MH-47 CircMh 0.000 0.00 0.00 0.00 0.013 0.00 0.013 MH-48 CircMh 0.000 0.00 0.00 0.00 0.003 0.00 0.003 MH-49 CircMh 0.000 0.00 10.00 6.33 0.007 0.00 0.007 MH-50 CircMh 0.000 0.00 10.00 6.33 0.012 0.00 0.012 MH-51 CircMh 0.000 0.00 10.00 6.33 0.017 0.00 0.017 MH-52 CircMh 0.000 0.00 10.00 6.33 0 .020 0.00 0.020 MH-53 CircMh 0.000 0.00 0.00 0.00 0 .003 0.00 0.003 MH-54 CircMh 0.000 0.00 0.00 0.00 0.008 0.00 0.008 MH-55 CircMh 0.000 0.00 10.00 6.33 0.018 0.00 0.018 MH-56 CircMh 0.000 0.00 10.00 6.33 0.030 0.00 0.030 MH-57 CircMh 0 .000 0.00 10.00 6.33 0.048 0.00 0.048 LS CircMh 0.000 0.00 46.04 2.61 1. 295 0.00 1. 295 MH-58 CircMh 0.000 0.00 10.54 6.18 0.287 0.00 0.287 MH-59 CircMh 0.000 0.00 10.00 6.33 0 .284 0.00 0.284 MH-60 CircMh 0.000 0.00 10.00 6.33 0.151 0.00 0.151 MH-61 CircMh 0.000 0.00 10.00 6.33 0.136 0.00 0.136 Page 3 MH-62 63 64 MH-65 MH-66 MH-67 MH-68 MH-69 MH-70 MH-71 MH-73 MH-72 CircMh 0.000 CircMh 0.000 CircMh 0.000 CircMh 0.000 CircMh 0.000 CircMh 0.000 CircMh 0.000 CircMh 0.000 CircMh 0.000 CircMh 0.000 CircMh 0.000 CircMh 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Conveyance Configuration Data stmOutput 0.00 10.00 10.00 10.00 10.00 10.00 0.00 10.00 0.00 0.00 10.00 0.00 0.00 6.33 6.33 6.33 6.33 6.33 0.00 6.33 0.00 0.00 6.33 0.00 0.010 0.127 0.119 0.112 0.107 0.052 0.044 0.051 0.007 0.092 0.117 0.025 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.010 0.127 0.119 0.112 0.107 0.052 0.044 0.051 0.007 0.092 0.117 0.025 ================================================================================== Run# Node I.D. 1 2 3 4 5 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 US OS MH-1 MH-2 MH-2 MH-3 MH-3 MH-4 MH-4 MH-5 MH-5 MH-6 MH-6 MH-7 MH-7 MH-8 MH-8 MH-9 MH-9 MH-10 MH-10 MH-11 MH-11 MH-12 MH-12 MH-13 MH-13 MH-14 MH-14 MH-15 MH-15 MH-16 MH-16 MH-17 MH-17 MH-18 MH-18 MH-19 MH-19 MH-20 MH-20 MH-21 MH-21 MH-22 MH-22 MH-23 MH-23 MH-24 MH-24 MH-25 MH-25 LS MH-26 MH-27 MH-27 MH-28 MH-28 MH-29 MH-29 MH-30 MH-30 MH-31 Flowline Elev. US OS (ft) (ft) 328.39 316.64 313.40 312.15 311. 31 309.77 308.19 307.20 305.93 303.29 302.30 300.37 299.25 298.40 297.70 296.40 295.60 295.00 293.70 292.30 290.40 288.76 284.39 283.05 271.11 302.64 301.89 301. 22 300.66 299.13 316.74 313.50 312.25 311.41 309.87 308.29 307.30 306.03 303.39 302.40 300.54 299.35 298.50 297.80 296.50 295.70 295.10 293.80 292.40 290.50 288.86 284.49 283.15 282.36 271.00 301.99 301.32 300.76 299.23 298.38 Shape # Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Page 4 Span Rise (ft) (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 1. 00 0.67 0.67 0.67 0.67 0.67 Length (ft) 582.37 499.00 202.24 121.99 241. 44 246.37 147.45 196.23 422.47 147.73 295.04 256.72 188.82 149.65 298.28 175.36 124.67 298.65 139.67 186.82 161.35 450.41 130.50 74.19 10.00 162.75 143.59 115.30 355.67 187.88 Slope n value ( % ) 2.00 0.63 0.57 0.61 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.93 0.96 0.95 0.95 0.95 0.93 1.10 0.40 0.40 0.40 0.40 0.40 0.013 0.013 0.013 0.013 0.013 0. 013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0. 013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 stmOutput 31 MH-31 MH-32 298.28 297.94 Circ 1 0.00 0.67 86.22 0.39 0.013 MH-32 MH-33 297.84 296.96 Circ 1 0.00 0.67 218.72 0.40 0.013 MH-33 MH-34 296.86 295.65 Circ 1 0.00 0.67 304.23 0.40 0.013 34 MH-34 MH-19 295.55 293.86 Circ 1 0.00 0.67 421. 50 0.40 0.013 35 MH-35 MH-18 295.96 295.33 Circ 1 0.00 0.50 79.73 0.79 0.013 36 MH-36 MH-37 303.59 300.78 Circ 1 0.00 0.50 280.68 1. 00 0.013 37 MH-37 MH-38 300.68 298.00 Circ 1 0.00 0.50 267.72 1. 00 0.013 38 MH-38 MH-17 297.90 295.93 Circ 1 0.00 0.50 197.55 1. 00 0. 013 39 MH-39 MH-11 308.00 304.28 Circ 1 0.00 0.50 252.96 1. 47 0. 013 40 MH-40 MH-41 305.15 304.35 Circ 1 0.00 0.67 200.60 0.40 0.013 41 MH-41 MH-10 304.25 303.39 Circ 1 0.00 0.67 214.24 0.40 0.013 42 MH-42 MH-43 314.59 314.26 Circ 1 0.00 0.67 82.72 0.40 0.013 43 MH-43 MH-3 314.16 313.50 Circ 1 0.00 0.67 166.00 0.40 0.013 44 MH-44 MH-45 330.30 321.81 Circ 1 0.00 0.50 396.50 2.14 0.013 45 MH-45 MH-46 321. 71 316.71 Circ 1 0.00 0.50 499.51 1. 00 0.013 46 MH-46 MH-3 316.61 313.67 Circ 1 0.00 0.50 294.82 1. 00 0.013 47 MH-47 MH-45 322.89 322.20 Circ 1 0.00 0.50 68.50 1. 01 0.013 48 MH-48 MH-49 303.30 302.59 Circ 1 0.00 0.50 71.12 1. 00 0.013 49 MH-49 MH-50 302.49 301. 01 Circ 1 0.00 0.50 147.95 1. 00 0.013 50 MH-50 MH-51 300.91 299.44 Circ 1 0.00 0.50 147.46 1. 00 0.013 51 MH-51 MH-52 299.34 297.87 Circ 1 0.00 0.50 147.05 1. 00 0.013 52 MH-52 MH-32 297.60 296.96 Circ 1 0.00 0.67 159.13 0.40 0.013 53 MH-53 MH-29 302.46 300.92 Circ 1 0.00 0.50 153.25 1. 00 0.013 54 MH-54 MH-55 308.74 307.67 Circ 1 0.00 0.50 136.07 0.79 0.013 55 MH-55 MH-56 307.57 305.87 Circ 1 0.00 0.50 216.39 0.79 0.013 56 MH-56 MH-57 305.77 303.12 Circ 1 0.00 0.50 338.40 0.78 0.013 MH-57 MH-27 302.95 301. 99 Circ 1 0.00 0.67 239.11 0.40 0.013 MH-58 MH-26 303.37 302.89 Circ 1 0.00 0.67 118.88 0.40 0.013 MH-59 MH-58 304.86 303.54 Circ 1 0.00 0.50 166.18 0.79 0.013 MH-60 MH-59 306.34 304.96 Circ 1 0.00 0.50 172.27 0.80 0.013 61 MH-61 MH-60 308.46 306.44 Circ 1 0.00 0.50 251.99 0.80 0.013 62 MH-62 MH-61 310.10 308.56 Circ 1 0.00 0.50 154.44 1. 00 0.013 63 MH-63 MH-59 307.00 304.96 Circ 1 0.00 0.50 204.68 1. 00 0.013 64 MH-64 MH-61 309.96 308.56 Circ 1 0.00 0.50 175.68 0.80 0.013 65 MH-65 MH-63 308.37 307.11 Circ 1 0.00 0.50 157.35 0.80 0.013 66 MH-66 MH-65 310.13 308.47 Circ 1 0.00 0.50 208.26 0.80 0.013 67 MH-67 MH-66 311.73 310.23 Circ 1 0.00 0.50 187.39 0.80 0.013 68 MH-68 MH-67 313.11 311. 83 Circ 1 0.00 0.50 159.41 0.80 0.013 69 MH-69 MH-66 311. 95 310.23 Circ 1 0.00 0.50 214.88 0.80 0.013 70 MH-70 MH-69 313.20 312.05 Circ 1 0.00 0.50 145.01 0.79 0.013 71 MH-73 MH-64 311.49 310.06 Circ 1 0.00 0.50 178.61 0.80 0.013 72 MH-71 MH-73 312.51 311.59 Circ 1 0.00 0.50 114.50 0.80 0.013 73 MH-72 MH-73 314.57 311.59 Circ 1 0.00 0.50 297.94 1. 00 0. 013 ----------------------------------------------------------------------------------Conveyance Hydraulic Computations. Tailwater = 0.000 (ft) ================================================================================== Hydraulic Gradeline Depth Velocity June Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) ( % ) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) Page 5 stmOutput ---------------------------------------------------------------------------------- 328.41 316.76 0.000 0.02 0.02 0.96 0.96 0.00 1. 73 0.000 316.70 313.67 0.000 0.06 0.17 1. 04 0.24 0.02 0.97 0.000 3* 313.67 312.52 0.063 0.27 0.27 2.35 2.35 0.31 0.92 0.000 4* 312.42 311. 68 0.068 0.27 0.27 2.45 2.45 0.32 0.95 0.000 5* 311. 58 310.14 0.071 0.27 0.27 2.43 2.43 0.33 0.95 0.000 6* 310.05 308.57 0.077 0.28 0.28 2.47 2.47 0.34 0.95 0.000 7 308.47 307.58 0.083 0.28 0.28 2.50 2.50 0.35 0.95 0.000 8 307.49 306.30 0.089 0.29 0.29 2.52 2.52 0.37 0.95 0.000 9 306.22 303.66 0.094 0.29 0.29 2.53 2.53 0.37 0.95 0.000 10* 303.64 302.75 0.180 0.35 0.35 2.76 2.76 0.52 0.95 0.000 11* 302.66 300.90 0.192 0.36 0.36 2.77 2.77 0.54 0.95 0.000 12 300.74 299.68 0.066 0.37 0.37 2.38 2.38 0.56 1. 37 0.000 13 299.62 298.82 0.068 0.37 0.37 2.43 2.43 0.56 1. 37 0.000 14 298.81 298.14 0.095 0.41 0.41 2.53 2.53 0.67 1. 37 0.000 15 298.11 296.84 0.095 0.41 0.41 2.53 2.53 0.67 1. 38 0.000 16 296.82 296.09 0.100 0.42 0.42 2.53 2.53 0.68 1. 37 0.000 17 296.03 295.47 0.110 0.43 0.43 2.56 2.56 0.72 1. 37 0.000 18 295.44 294.18 0.125 0.44 0.44 2.62 2. 62 0.77 1. 37 0.000 19* 294.15 292.85 0.307 0.45 0.45 4.00 4.00 1. 20 2.09 0.000 20* 292.75 290.95 0.312 0.45 0.45 4.07 4.07 1. 21 2.13 0.000 21* 290.85 289.31 0.315 0.45 0.45 4.05 4.05 1. 22 2.12 0.000 22* 289.21 284.94 0.315 0.45 0.45 4.05 4.05 1. 22 2.11 0.000 23* 284.86 283.62 0.357 0.47 0.47 4.10 4.10 1. 30 2.11 0.000 24* 283.52 282.83 0.357 0.47 0.47 4.06 4.06 1. 30 2.09 0.000 25* 271.52 271.41 0.132 0.41 0.41 4.32 4.32 1. 30 3.74 0.000 302.92 302.20 0.055 0.28 0.28 2.03 2.03 0.29 0.77 0.000 302.20 301.60 0.080 0.31 0.31 2.14 2.14 0.35 0.77 0.000 301.53 301.04 0.080 0.31 0.31 2.14 2.14 0.35 0.77 0.000 29 300.98 299.51 0.083 0.32 0.32 2.13 2.13 0.35 0.78 0.000 30 299.45 298.66 0.083 0.32 0.32 2.13 2.13 0.35 0.77 0.000 31 298.60 298.22 0.083 0.32 0.32 2.13 2.13 0.35 0.77 0.000 32 298.17 297.23 0.093 0.33 0.33 2.18 2.18 0.37 0.78 0.000 33 297.19 295.92 0.096 0.33 0.33 2.20 2.20 0.38 0.77 0.000 34 295.89 294.15 0.103 0.34 0.34 2.21 2.21 0.39 0.78 0.000 35* 296.05 295.44 0.005 0.09 0.11 1. 53 1. 22 0.04 0.50 0.000 36* 303.63 300.82 0.000 0.04 0.04 0.97 0.97 0.01 0.56 0.000 37* 300.73 298.05 0.001 0.05 0.05 1.16 1.16 0.01 0.56 0.000 38* 297.97 296.03 0.002 0.07 0.10 1. 48 0.97 0.03 0.56 0.000 39* 308.04 304.32 0.000 0.04 0.04 1. 25 1. 25 0.01 0.68 0.000 40* 305.33 304.53 0.009 0.18 0.18 1. 60 1. 60 0.12 0.77 0.000 41* 304.43 303.64 0.011 0.18 0.25 1. 61 1. 03 0.13 0.78 0.000 42* 314.79 314.46 0.015 0.20 0.20 1. 70 1. 70 0.15 0.77 0.000 43* 314.36 313.70 0.015 0.20 0.20 1. 70 1. 70 0.15 0.77 0.000 44* 330.34 321. 85 0.000 0.04 0.04 1. 45 1. 45 0.01 0.82 0.000 45* 321.81 316.81 0.008 0.10 0.10 1. 76 1. 76 0.05 0.56 0.000 46* 316.75 313.81 0.027 0.14 0.14 2.10 2.10 0.09 0.56 0.000 47* 322.94 322.25 0.001 0.05 0.05 1.16 1.16 0.01 0.56 0.000 48* 303.33 302.62 0.000 0.03 0.03 0.75 0.75 0.00 0.56 0.000 49* 302.53 301.05 0.000 0.04 0.04 0.97 0.97 0.01 0.56 0.000 50* 300.96 299.49 0.000 0.05 0.05 1.14 1.14 0.01 0.56 0.000 Page 6 stmOutput 51* 299.40 298.17 0.001 0.06 0.30 1. 25 0.14 0.02 0.56 0.000 298.17 298.17 0.000 0.07 0.67 0.94 0.06 0.02 0.78 0.000 302.49 300.98 0.000 0.03 0.06 0.75 0.25 0.00 0.56 0.000 54* 308.78 307.71 0.000 0.04 0.04 0.95 0.95 0.01 0.50 0.000 55* 307.64 305.94 0.001 0.07 0.07 1. 20 1. 20 0.02 0.50 0.000 56* 305.85 303.20 0.003 0.08 0.08 1. 39 1. 39 0.03 0.50 0.000 57* 303.06 302.20 0.002 0.11 0.21 1. 23 0.49 0.05 0.78 0.000 58 303.65 303.10 0.055 0.28 0.28 2.03 2.03 0.29 0.78 0.000 59* 305.13 303.81 0.255 0.27 0.27 2.63 2.63 0.28 0.50 0.000 60* 306.53 305.15 0.073 0.19 0.19 2.23 2.23 0.15 0.50 0.000 61* 308.64 306.62 0.059 0.18 0.18 2.17 2.17 0.14 0.50 0.000 62* 310.15 308.64 0.000 0.05 0.08 1.10 0.52 0.01 0.56 0.000 63* 307.16 305.13 0.051 0.16 0.17 2.31 2.17 0.13 0.56 0.000 64* 310.13 308.73 0.045 0.17 0.17 2.09 2.09 0.12 0.50 0.000 65* 308.53 307.27 0.040 0.16 0.16 2.07 2.07 0.11 0.50 0.000 66* 310.29 308.63 0.036 0.16 0.16 2.03 2.03 0.11 0.50 0.000 67* 311.84 310.34 0.008 0.11 0.11 1. 65 1. 65 0.05 0.50 0.000 68* 313.21 311. 93 0.006 0.10 0.10 1. 57 1. 57 0.04 0.50 0.000 69* 312.06 310.34 0.008 0.11 0.11 1. 63 1. 63 0.05 0.50 0.000 70* 313.24 312.09 0.000 0.04 0.04 0.89 0.89 0.01 0.50 0.000 71* 311.65 310.22 0.043 0.16 0.16 2.09 2.09 0.12 0.50 0.000 72* 312.65 311.73 0.027 0.14 0.14 1. 96 1. 96 0.09 0.50 0.000 73* 314.64 311. 66 0.002 0.07 0.07 1. 45 1. 45 0.02 0.56 0.000 ===================================END============================================ * Super critical flow. RMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 2 Years Tailwater set to uniform depth elevation = 271.4l(ft) Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 24 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 37 Drop flow line elevation. Downstream HGL set to uniform depth elevation at Run# 36 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 50 Drop flow line elevation. Downstream HGL set to uniform depth elevation at Run# 49 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 48 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 39 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 55 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 54 Drop flow line elevation. Downstream HGL set to uniform depth elevation at Run# 46 Drop flow line elevation. Downstream HGL set to uniform depth elevation at Run# 1 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 47 Page 7 -, ... DATE SUBMITTED: CITY OF COLLEGE STATION Planning & De11el.op ment Services (Check one) D Minor ($300.00) FINAL PLAT APPLICATION D Amending ($300.00) ~Final ($400.00) D Vacating ($400 .00) Is this plat in the ETJ? i:g) Yes D No D Replat ($600 .00)* *Includes publ ic hearing fee The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: N/A Fi ling Fee (see above) NOTE: Multiple Sheets -$55.00 per additional sheet N/A Variance Request to Subdivision Regulations -$100 (if applicable) ~Development Permit Application Fee of $200 .00 (if applicable). N/A Infrastructure Inspection Fee of $600 .00 (applicable if any public infrastructure is being constructed) ~ Application completed in full. NIA Copy of original deed restrictions/covenants for replats (if app licable). ~Fourteen (14) folded copies of plat. (A signed mylar original must be submitted after staff review .) ~ Paid tax certificates from City of College Station , Brazos County and College Station l.S .D. ~ A copy of the attached checklist with all items checked off or a brief e~planation as to why they are not. ~Two (2) copies of public infrastructure plans associated with this plat (if applicable). NIA Parkland Dedication requirement approved by the Parks & Recreation Board , please provide proof of approval (if appl icable). Date of Preapplication Conference:_..;;..J=u;;..;;.ne..;;;......;;.7.......,;;;;2;..;;.0..;;..0..;;..6 _________________ _ NAME OF SUBDIVISION Creek Meadows -Section 4, Phase Two SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block) Greens Prairie Rd West & Greens Prairie Trail APPLICANT/PROJECT MANAGER 'S INFORMATION (Primary Contact for the Project): Name Rabon A. Metcalf, P.E. (RME Consulting Engineers) Street Address P.O. Box 9253 State TX Zip Code _7~8=-4=2'------ Phone Number (979) 690-0329 City College Station E-Mail Add ress rabon@rmengineer.com Fax Number (979) 690-0329 PROPERTY OWNER 'S INFORMATION (ALL owners must be identified . Please attach an additional sheet for mu ltiple owners): Name Creek Meadow Partners, LP. -c/o Todd Carnes (Managing Partner) Street Address 230 Southwest Parkway East City College Station State TX Zip Code ~77~8~4~0 ____ _ Phone Number (979) 693-7835 ARCHIT ECT OR ENGINEER 'S INFORMATION : Name Same As Applicant E-Mail Add ress toddcarnes@tconline.net Fax Number (979) 693-7839 Do any deed restrictions or covenants exist for this property? Yes __ No _X __ Is there a temporary blanket easement on this property? If so, please provide the Volume 7863 and Page # 72 ~-- Acreage -Total Property 12.03 Total# of Lots 48 R-0-W Acreage-=-0~.0=0 ____ _ Existing Use: Vacant ----------Proposed Use: Urban Residential --------- Number of Lots By Zoning District 48 I A-0 ---'---___ ! __ _ Average Acreage Of Each Residential Lot By Zoning District: --=---I ! __ _ _ __ / __ _ _ __ ! __ _ Floodplain Acreage _o_.o _____ _ A statement addressing any differences between the Final Plat and approved Master Plan and/or Preliminary Plat (if applicable): NIA Requested Variances To Subdivision Regulations & Reason For Same:---------------- NIA Requested Oversize Participation :----------------------------- NIA Total Linear Footage of Proposed Public: 2,044 Streets Sidewalks Sanitary Sewer Lines Water Lines Channels Storm Sewers Bike Lanes I Paths Parkland Dedication due prior to filing the Final Plat: ACREAGE: ___ # of acres to be dedicated + $ ____ development fee ___ # of acres in floodplain # of acres in detention --- ___ # of acres in greenways OR FEE IN LIEU OF LAND: ___ # of Single-Family Dwelling Units X $556 = $ ___ _ _______ (date) Approved by Parks & Recreation Board NOTE: DIGITAL COPY OF PLAT MUST BE SUBMITTED PRIOR TO FILING. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true, correct, and complete. The undersigned hereby requests approval by the City of College Station of the above-identffied final plat and attests that this re est does not amend any covenants or restrictions associated with this plat. Date/# SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for the following development specific site/waterway alterations: ACKNOWLEDGMENTS: I, Rabon A. Metcalf, P.E. . design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of Colle e Station , Texas City Code , Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of ap oval of this permit application , I agree to construct the improvements proposed in this · · ·ng to these d uments and the requirements of Chapter 13 of the College Station City Code. 0 I lcrz Contractor CERTIFICATIONS : (for proposed alterations within designated flood hazard areas.) A. I, N/A certify that any nonresidential structure on or proposed to be on this site ,., as part of this application is designated to prevent damage to the structa're or its contents as a result of flooding from the 100 year storm . Engineer Date B. I, NIA certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this ·application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended . Engineer Date C. I, N/A , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodway fringes . Engineer Date D. I, N/A , do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval : --------------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure t hat debris from construction , erosion, and sedimentation shall not be deposited in city streets , or existing drainage facilities . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. 1 2 3 4 5 6 7 8 9 10 ENGINEER'S COST ESTIMATE-10/23/2007 CREEK MEADOWS (SECTION 4, PHASE TWO) SANITARY SEWER IMPROVEMENTS BRYAN, BRAZOS COUNTY, TEXAS SANITARY SEWER IMPROVEMENTS Mobilization.Staking, Trench Safety & TV Inspection 1 LS (Sewer Line) 6" PVC Sanitary Sewer (SDR-26 , D3034) -Non 1,407 LF Structural Backfill 6" PVC Sanitary Sewer (SDR-26, D3034) -234 LF Structural Backfill 6" PVC Sanitary Sewer (SDR-26, Class 160)wfTransition Gaskets & Couplings -Structural 18 LF Backfill 4' Diameter Standard Manhole w/32" Opening (Ring 9 EA & Cover) Structural Bedding (Cement Stabilized Sand) 60 LF Dual Sanitary Sewer Service (Long Side) 12 EA Dual Sanitary Sewer Service (Short Side) 11 EA Single Sanitary Sewer Service (Long Side) 1 EA Single Sanitary Sewer Service (Short Side) 1 EA Th is Engineer's Cost Estimate was prepared in our office , at the date shown, and is released for the purpose of public infrastructure cost projections. Rabon A Metcalf, P.E CD1 -202-0316-E08 COLLEGE ST A TION, TEXAS 77842 OFF/FAX: (979) 690-0329 E-mail: civil@rmengineer.com $7,000.00 $16.00 $26.00 $40.00 $2 ,800.00 $15.00 $700.00 $400 .00 $600.00 $300.00 $7 ,000.00 $22,512.00 $6,084.00 $720.00 $25,200.00 $900.00 $8,400.00 $4 ,400.00 $600.00 $300.00 $76 , 116.00 $7 ,611 .60 $83,727.60 1of1 October 24, 2007 David Loflin Texas Commission of Environmental Quality Water Supply Division MC 153 P.O. Box 13087 Austin, TX 78711 P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 690-0329 email: civil@rmengineer.com RE: Creek Meadows (Section 4, Phase Two)-College Station, TX TCEQ Exception Letter for Utility Improvements RME No. 202-0316 Mr. Dav id Loflin: The above referenced project will install the following improvements within the distribution system of the Wellborn S.U.D .: •!• Approximately 1,811 linear feet of 6" and 8" PVC (C-909 , Class 200) water line ; •!• Approximately 385 linear feet of 3" PVC (SDR 21 , Class 200) water line ; •!• Applicable fire hydrants , services, valves & fittings . Design and construction of these improvements will be in accordance with the latest Bryan/College Station Unified Water & Sewer Design Guideline Manual, Standard Details, and Specifications and Chapter 290 of the TCEQ Rules & Regulations . This quantity of water line is less than 10% of the total length of water line within the City 's current distribution system. Therefore, an exception for plan review is being requested for this project and its water system improvements. Sincerely, Page I ofl ----------------------' • PUBLIC WATER SYSTEM PLAN REVIEW SUBMITI AL FORM (Complete and Attach to Submittal Package) Date : October 24, 2007 TCEQ PWS Identification No .*: .;:;.0:::.21.:..;0;;..;0;....:1..;::.6 ______ CCN No. or Application No . **:...;..1..;...13"-4.:...:0;..._ _____ _ Water System Name: ..;;..W;;..;e=l=lb;..;:o;.;..r"""n....;:S=.U=.D;;..;.'---------------------------- Water System Owner :_W~e;.:.:ll=b-=-o.:...:rn..:....=S.:...:.U"".=D"""". ________ Type of Entity._: """'S"""'.U:;..;.=D..;.... --------- Address: P.O. Box 250, Wellborn, TX 77881 Phone : (979) 690-9799 Responsible Official : Steven Cast Title: Manager County (system location): Brazos County Subdivision Sec., Phase, Unit, etc. Creek Meadows (Section 4, Phase Two Mechanism & Source of Financing :.....;...P..;..;ri:..;.v..:::a~te"------------ Engineer: Rabon A. Metcalf, P .E. Registration Number:.....::;.88=-5=8;;..;3'----------------- Firm Name: RME Consulting Engineers Phone : (979) 690-0329 Firm Address: P.O. Box 9253, College Station, TX 77842 Fax: (979) 690-0329 • If no PWS Number exists, the owner must submit a business plan , if required , in accordance with §290 .39(f) and (g). ** If a required CCN number does not exist, an acceptable application to obtain a CCN number must be made before a project submittal can be technically reviewed . In addition , if a submittal is for a project located outside the CCN area , a CCN amendment application must be submitted before a project may be reviewed for construction approval. Please refer to 30 TAC Chapter 291 for additional information regarding CCNs. If this is a new (proposed) system, you must attach the following with this submittal : NOT APPLICABLE D Attach a list of all water utilities within Y:z mile of the proposed service area boundaries D Copies of formal applications for service from each of the following D any municipality if the system is within its ET J ; D any district or other political subdivision whose corporate boundaries are within Y:z mile of the proposed service area boundaries D any other water service provider whose certificated service area boundary is within Y:z mile of the proposed service area boundaries D Documentation that all application requirements including payment of fees were complied with . D Copies of written responses from each of the entities listed above. D Business plan, if required by 30 TAC 290 .39(f) & (g). The business plan financial requirements for non-community water systems must confirm capital availability to construct the system according to TCEQ requirements . This would consist of a balance sheet that shows liabilities as well as assets , not just a bank confirmation of a deposit account. Alternatively, if the project is being constructed with loan funds, then a loan commitment letter from the lender specific to that project will suffice . D Justification for constructing a separate system (unless none of the entities listed above exist) D Plans and specifications with an engineering report all sealed by design engineer. Type of Project (please check the appropriate boxes): ./ Distribution System Modifications D Well completion data on previously approved well D Pressure Maintenance Facilities Modifications D Disinfection Facilities or Other Modifications D Preliminary Engineering Report w/o plans D Modification of Surface Water Treatment Plant D D D D D D D Storage Capacity Modifications Water Well Construction , Proposed Proposed Innovative Process Study Ground Water Treatment Plant, New Surface Water Treatment Plant, New Tex. Water Dev. Board Proj . No . _____ _ Other(PleaseExplain) _______________________________ _ Rabon A. Metcalf, P.E. Printed Engineer's Name Revised 9/12/02 October 24, 2007 Date C:\USERS \USER\RME\PROJECTS \202-0316 CMP -SECTION 1A-PH3 -4 \S4P2 \ENGINEERING \ TCEQ FORM 102 October 24 , 2007 Louis Heron III, P .E. Texas Commission of Environmental Quality Plans & Specification Review MC 148 P .O . Box 13087 Austin, TX 78711-3087 RE: Chapter 317 Summary Transmittal Letter Permittee: City of College Station P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 690-0329 email: civil@rmengineer.com Permit Number: Lick Creek WWTP: WQ0010024-006 Project Name: Creek Meadows (Section 4, Phase Two)-College Station, TX County: Brazos County Grant No.: NIA Mr . Louis Heron: The purpose of this letter is to provide the TCEQ with the information necessary to comply with the requirements of Chapter 317.l(a)(3)(D) of the TCEQ's rules entitled, Design Criteria for Sewerage Systems. The necessary information includes: 1. Engineering Firm: RME Consulting Engineers 1391 Seamist Lane <77845> P.O. Box 9253 College Station, TX 77842 2. Design Engineer: Rabon A. Metcalf, P .E. Off/Fax: (979) 690-0329 3. Operator: City of College Station 4. Variances from Chapter 317: Design and construction of these improvements are in accordance with the Bryan/College Station Unified Water & Sewer Specifications, Design Guidelines Manual, and Chapter 317 of the TCEQ Rules & Regulations. This sanitary sewer improvement project will be constructed with the City of College Station performing a technical review as specified in Chapter 3 l 7(a)(3)(A). Therefore, an exception for plan review is being requested for this project and its sanitary sewer improvements. CDI-202-0316-Ll 8 Page I of2 Creek Meadows (Section 4, Phase Two) TCEQ Chap 317 Summary Transmittal Letter October 24, 2007 5. Innovative and/or Nonconforming Technologies: NIA 6. Certification: The plans and specifications which describe the project identified in this letter are in substantial compliance with all the requirements of Chapter 31 7. 7. Project Scope: The above referenced project will install the following sanitary sewer improvements within the CCN of the City of College Station (CoCS): •!• Approximately 1,264 linear feet of gravity sewer: o 1,659 L.F. of 6" PVC (SDR 26, D3034) & (DIP, Class 250); •!• Applicable manholes, cleanouts, and service leads; If you have any questions regarding this project, please contact Mr. Rabon A. Metcalf, P.E. (Off/Fax: 979.690.0329 or rabon@rmengineer.com). Sincerely, rabon @ rmengineer.co xc: CDl-202-0316-Ll 8 Page 2 of2 October 24 , 2007 Carol Cotter, E.l.T. Graduate Civil Engineer City of College Station 1101 Texas A venue South College Station, TX 77842 RE: Creek Meadows -Section 4, Phase Two Supplemental Fire Flow Analysis No.1 RME No. 202-0316 Carol Cotter: P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 690-0329 Email: civil@rmengineer.com Please find attached documentation illustrating the proposed water system improvements, for the above referenced project, with the following modifications Section 1.4 -Existing Water Distribution System: 3. A 2" and 3" PVC water line meanders along the prescriptive right-of-way Royder Road . With the dedication of right-of-way and also acquisition of right-of-way , by Brazos County, these two water lines are funded for replacement by a single 4" water line. Per various phone conversations with Mr. Steven Cast (current manager of Wellborn S.U.D.) the construction of the 4" water line is scheduled to begin no later than October 25, 2007. The attached KYPIPE model analysis this system with the replacement of the 2" and 3" lines with a single 4" water line; In lieu of these modifications Table #2-"Water System Summary" has been revised accordingly and is reported below. Technical report summaries, generated by the KYPIPE program, for each Fire Flow Scenario is attached to this letter. Section 2.5 -Mode/in Results & Conclusions: TABLE#2 WATER SYSTEM SUMMARY ------..... -------------t PIPE DATE NODE DATA Residual Fire Flow KYPIPE Plan Pipe Size Flow Velocity Node Pressure Scenerio Name Identifier (in m (fos) Name (psi) 01--1eooBY DOMESTIC FLOW COND ITION P-6 "W4" 6 471.33 5.35 J-4 61.37 FIRE FLOW CONDITIO NS ll-1-01 P-31 "Wl3" 6 821.19 9.32 FH-2A 34.39 '1:§ 2 P-31 "W13" 6 821.19 9.32 J-29 35.48 3 P-57 "W4" 6 1003.00 11.38 J-32 2 1.04 Ac Page 1 of 2 CD 1-202-0316-L 19 ( -' Fire Flow Scenarios: 1. 1,000 gpm from FH-2A; 2. 1,000 gpm from FH-3A; 3. 1,000 gpm from FH-4A; Creek Meadows -Section 4, Phase Two Supplemental Fire Flow Analysis No.1 October 24, 2007 As illustrated the proposed water distribution system adequately serves the proposed subdivision for both domestic and fire flow conditions in accordance with the latest B/CS Unified Design Guideline Manual. Please do not hesitate to call if you have any questions. Sincerely, CD1-202-0316-Ll9 Page2 of 2 * * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * * * University of Kentucky Network Modeling Software Copyrighted by KYPIPE LLC Version 3 -11/01/2005 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Thu Oct 25 09:30:34 2007 INPUT DATA FILENAME --------------C:\Users\user\RME\Projects\202- 03-2 \S4 P2\ENGINE-l\0316WlRA. DT2 TABULATED OUTPUT FILENAME --------C :\Users\user\RME\Projects\202- 03-2 \S4 P2\ENGINE-1\0316W1RA. OT2 POST PROCESSOR RESULTS FILENAME C:\Users\user\RME\Projects\202- 03-2\S4P2\ENGINE-1\0316W1RA.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 p FLOWRATE ........... . HEAD (HGL) ......... . PRESSURE ........... . I P E L I N E D AT A STATUS CODE: xx -CLOSED gallons/minute feet psig PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER NAME Jn #2 (ft) (in) ROUGHNESS COEFF. MINOR LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J-1 500.00 16 .00 139 .4518 0.74 P-10 FH-1 J-4 291. 00 8.00 139.4518 0 .00 P-11 J-7 J-8 162. 00 3.00 139.0000 0.00 P-12 J-5 J-9 308.00 6.00 139 .00 00 6.00 P-13 J-9 FH-2 108 .00 6.00 139.4518 0.74 P-14 FH-2 FH-4 812.00 6.00 139.4518 1. 31 P-15 FH-4 J-3 291. 00 8.00 139.4518 0.00 P-16 J-6 J-11 1670.00 16.00 139 .4518 0.00 P-17 J-11 J-12 1320.00 12.00 139 .4518 0.74 P-18 J-12 J-13 459 .00 8.00 139.4518 1.14 P-19 J-13 FH-7 126.00 8 .00 139.4518 6.00 P-2 J-1 J-2 1900.00 16.00 139.4518 3.57 P-20 J-13 FH-16 338.00 8 .00 139 .4518 3.57 P-21 J-14 J-10 146.00 3.00 139.0000 0.00 P-22 J-14 FH-5 68.00 8.00 139.4518 0.40 P-23 FH-5 FH-14 216.00 8.00 139.4518 0 .74 P-24 FH-14 J-16 141. 00 8.00 139.4518 0.74 P-25 J-16 FH-6 157.00 8.00 139.4518 0.00 P-26 FH-14 J-17 261 .0 0 3.00 139.0000 0.00 ~". "" '~" l"\.1\1"\I"\ P-28 FH-7 P-29 FH-15 P-3 J-3 P-30 FH-8 P-31 FH-15 P-32 J-21 P-33 J-21 P-34 FH-9 P-35 FH-13 P-36 FH-13 P-37 FH-10 P-38 FH-10 P-39 FH-11 P-4 J-3 P-40 FH-11 P-41 FH-12 P-42 J-23 P-43 J-12 P-44 J-27 P-45 J-11 P-46 FH-16 P-47 FH-11 P-48 FH-lA P-49 FH-lA P-5 J-4 P-50 J-19 P-51 J-19 P-52 FH-lA P-53 FH-3A P-54 FH-3A P-55 FH-3A P-56 J-31 P-57 J-31 P-58 FH-4A P-59 FH-4A P-6 J-6 P-7 J-5 P-8 FH-3 P-9 J-7 E N D N 0 D E D A T A NODE NAME FH-1 FH-10 FH-11 FH-12 FH-13 FH-14 FH-15 FH-16 FH-lA FH-2 FH-2A FH-3 FH-3A FH-4 NODE TITLE FH-15 FH-8 J-2 J-20 J-21 J-22 FH-9 FH-13 J-23 FH-10 J-25 FH-11 J-26 J-4 FH-12 J-28 J-1 J-27 J-23 R-2 J-14 FH-lA J-15 J-19 J-6 J-24 FH-2A FH-3A J-29 J-30 J-31 FH-2A FH-4A J-32 J-34 J-5 FH-3 J-7 FH-1 EXTERNAL DEMAND (gpm) 0 .00 0.00 0.00 0.00 16.50 0.00 13.50 0.00 0.00 0 .00 1021.00 0.00 0.00 0.00 400.00 8 .00 247.00 6 .0 0 195.00 16 .00 176 .00 6.00 328.00 6.00 219.00 3.00 205.00 6.00 541. 00 8.00 382 .00 8.00 602 .00 8.00 136.00 3.00 341.00 8.00 267 . 00 3.00 294 .00 16 .00 443.00 8.00 145.00 3.00 2842 .00 4. 00 1933 .00 12.00 1640.00 4.00 500 .00 16 .00 336.00 8.00 175 .00 8 .0 0 245.00 3.00 322.00 6.00 1207.00 16 .00 104.00 3 .00 399 .0 0 6.00 473.00 8.00 379.00 3.00 112. 00 8.00 387.00 6 .00 197.20 6.00 387.87 6 .00 99.00 8.00 275.00 8.00 118. 00 6.00 151 .00 8.00 412 .00 8.00 228.00 8.00 JUNCTION ELEVATION (ft) 333.00 308.00 313 .00 313. 00 305.00 315.00 306 .00 307.00 316.00 333 .00 4--316.00 326.00 320.00 333.00 139.4 518 139.4518 139.4518 139 .4518 139.4518 139.0 00 0 139 .4518 139.4518 139.4518 139.4518 139.0000 139.4518 139.0 000 139 .4 518 139 .4 518 139.0000 139.0000 139.0000 139.0000 139.4518 139.4518 139.0000 139.0000 139.0000 139 .4518 139 .0000 139.0000 139.0 000 139 .0000 139 .0000 139.0000 139 .0000 139.0000 139 .00 00 139 .0000 139 .4518 139 .4518 139.4 518 139.4518 EXTERNAL GRADE (ft) 0.74 0.74 0.74 0.00 0.74 0.00 0.00 9.91 6.74 9 .74 0.00 0 .74 0.00 0.74 0 .00 0.00 0.00 0 .00 0.00 0.00 0 .00 0.74 0.74 0.74 2 .24 0.00 0.17 0.17 0 .74 0.57 0.00 0.74 1.14 0.00 0.74 0 .91 0. 40 0 .74 0.40 FH-4A 0.00 318 .00 FH-5 0 .00 313 .00 FH-6 0 .00 316.00 FH-7 0.00 309 .00 FH-8 0.00 303 .00 FH-9 0.00 307 .00 J-1 0.00 342 .00 J-2 0 .00 340.00 J-3 6.00 339.00 J-4 10.50 339 .00 J -5 16 .50 327 .00 J-6 0.00 328.00 J-7 7.50 330 .00 J-8 6.00 329 .00 J-9 21. 0 0 323 .00 J-10 10 .50 312.00 J-11 0 .00 311. 00 J-12 0 .00 305 .00 J-13 0.00 307.00 J-14 12.00 314.00 J-15 15.00 318 .00 J-16 4.50 315.00 J-17 10 .50 314.00 J-18 13 .50 313.00 J-19 15.00 313 . 00 J-20 7 .50 302 .00 J-21 18.0 0 309.00 J-22 12.00 310.00 J-23 0.00 305 .00 J-24 4.50 312 .00 J-25 6 .00 304.00 J-26 18.00 309.00 J-27 0 .00 295.00 J-28 36.00 311. 00 J-29 22.50 322.00 J-30 0.00 322.00 J-31 28 .50 318 .00 J-32 3.00 320.00 J-34 0.00 318.00 R-1 Wellborn Ele 342.00 497.0 0 R-2 Flow Test 311. 00 4 97. 00 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION : ALL RESULTS ARE INCLUDED IN THE TABULATED OU TPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) 59 NUMBER OF END NODES ............... (j) 53 NUMBER OF PRIMARY LOOPS ........... (1) 5 NUMBER OF SUPPLY NODES ............ (f) 2 NUMBER OF SUPPLY ZONES ............ (z) 1 Case: 0 RESULTS OBTAINED AFTER 8 TRIALS: ACCURACY 0.0000 1 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/ NAME #1 #2 LOSS LOS S VELO. 1000 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) (ft/ft) ----------------------------------------------------------------------------------------- P-1 R-1 J-1 423 .04 0.06 0.01 0.67 0.12 0.11 P-10 J-4 FH-1 37.74 0.01 0.00 0.24 0.04 0.04 P-11 J-7 J-8 6.00 0.02 0.00 0 .27 0.15 0.15 P-12 J-5 J-9 2.48 0.00 0.00 0.03 0.00 0.00 P-13 FH-2 J-9 18 .52 0 .00 0 .00 0.21 0.04 0.04 P-14 FH-4 FH-2 18.52 0.03 0.00 0.21 0.04 0.04 P-15 J-3 FH-4 18.52 0.00 0.00 0.12 0.01 0.01 P-16 J-6 J-11 182.85 0.04 0.00 0.29 0.02 0.02 P-17 J-11 J-12 1115. 31 3.60 0 .11 3 .16 2.81 2.73 P-18 J-12 J-13 893 .19 5.97 0.58 5.70 14.27 13.01 P-19 J-13 FH-7 842.19 1. 47 2.69 5.38 33.03 11. 67 P-2 J-1 J-2 250.35 0.08 0.01 0.40 0.05 0.04 P-20 J-13 FH-16 51.00 0.02 0.01 0.33 0.08 0.06 P-21 J-14 J-10 10 .50 0.06 0.00 0.48 0.41 0.41 P-22 J-14 FH-5 28.50 0 .00 0.00 0.18 0.03 0.02 P-23 FH-5 FH-14 28.50 0 .00 0.00 0.18 0 .02 0.02 P-24 FH-14 J-16 18.00 0.00 0 .00 0.11 0.01 0.01 P-25 J-16 FH-6 0 .00 0 .00 0.00 0.00 0.00 0.00 P-26 FH-14 J-17 10 .50 0 .11 0.00 0.48 0.41 0.41 P-27 J-16 J-18 13.50 0.20 0 .00 0.61 0.66 0.66 P-28 FH-7 FH-15 842.19 4.67 0.33 5.38 12.50 11. 67 P-29 FH-15 FH-8 7.50 0.00 0.00 0 .09 0 .01 0.01 P-3 J-2 J-3 250.35 0.01 0.00 0.40 0.05 0 .04 P-30 FH-8 J-20 7.50 0.00 0.0 0 0 .09 0.01 0.01 ~ P-31 FH-15 J-21 821.19 14 .83 1. 00 9.32 48.25 45.21 P-32 J-21 J-22 12.00 0.12 0.00 0.54 0.53 0.53 P-33 J-21 FH-9 791.19 8.65 0.00 8.98 42.20 42.20 P-34 FH-9 FH-13 791.19 5.62 3.92 5.05 17.65 10. 40 P-35 J-23 FH-13 394.81 1.10 0 .66 2 .52 4.61 2.87 P-36 FH-13 FH-10 1169 .50 12.91 8.43 7.46 35.43 21. 44 P-37 FH-10 J-25 6.00 0.02 0.00 0.27 0.15 0.15 P-38 FH-10 FH-11 1163 .50 7.24 0 .63 7.43 23.09 21. 23 P-39 FH-11 J-26 18.00 0.30 0.00 0.82 1.12 1.12 P-4 J-3 J-4 225.83 0.01 0.00 0.36 0.04 0 .03 P-40 FH-11 FH-12 36.00 0.02 0.00 0.23 0 .03 0.03 P-41 FH-12 J-28 36.00 0.59 0.00 1. 63 4.06 4 .06 P-42 J-1 J-23 172 . 69 51. 87 0.0 0 4.41 18 .25 18.25 P-43 J-12 J-27 222.12 0.27 0.00 0.63 0.14 0 .14 P-44 J-27 J-23 222.12 47. 71 0 .00 5.67 29.09 29.09 P-45 R-2 J-11 932.46 0.24 0 .00 1. 49 0.48 0 .48 P-46 FH-16 J-14 51.00 0.02 0.00 0.33 0.06 0.06 P-47 FH-11 FH-lA 1109. 50 3.42 0.58 7.08 22 .85 19.56 P-48 FH-lA J-15 15.00 0 .20 0.01 0.68 0.82 0.80 P-49 FH-lA J-19 533.88 6.60 0.42 6.06 21. 80 20 .49 P-5 J-4 J-6 177.59 0.03 0.00 0.28 0.02 0 .02 P-50 J-19 J-24 4.50 0 .01 0.00 0.20 0.09 0.09 P-51 J-19 FH-2A 514.38 7.63 0.09 5.84 19.35 19.13 P-52 FH-lA FH-3A 560.62 2.61 0.03 3.58 5 .60 5.53 P-53 FH-3A J-29 22.50 0.64 0.01 1. 02 1. 73 1. 70 P-54 FH-3A J-30 0 .00 0.00 0.00 0.00 0 .00 0.00 P-55 FH-3A J-31 538.12 8.05 0 .00 6.11 20.79 20.79 P-56 J-31 FH-2A 506 .62 3. 67 0.38 5.75 20.52 18.59 P-57 J-31 FH-4A 3.00 0.00 0 .00 0.03 0.00 0.00 P-58 FH-4A J-32 3.00 0.00 0.00 0.02 0.00 0.00 P-59 FH-4A J-34 0 .00 0.00 0.0 0 0 .00 0 .00 0.00 P-6 J-5 J-6 5.26 0.00 0.0 0 0.06 0 .00 0.00 P-7 FH-3 J-5 24.24 0.00 0.0 0 0.15 0.02 0.02 P-8 J-7 FH-3 24.24 0.01 0.00 0 .15 0.02 0.02 P-9 FH-1 J-7 37.74 0.01 0.0 0 0 .24 0.04 0.04 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 0 .0 0 496.82 333 .00 163.82 70.99 FH-10 0.00 421. 98 308.00 113. 98 49.39 FH-11 0 .0 0 414.10 313.00 101.10 43 .81 FH-12 0 .00 414.09 313.00 101. 09 43.81 FH-13 16 .50 443.31 305.00 138.31 59.93 FH-14 0.00 486 .44 315.00 171.44 74.29 FH-15 13 .50 477 .34 306.00 171. 34 74.25 FH-16 0.00 486.47 307.00 179.47 77.77 FH-lA 0.00 410 .11 316.00 94 .11 40.78 FH-2 0.00 496.80 333.00 163.80 70.98 ~ FH-2A 1021.00 395.37 316.00 79 .37 34.39 FH-3 0.00 496.80 326.00 170. 80 7 4.01 FH-3A 0.00 407.46 320.00 87.46 37.90 FH-4 0.00 496.84 333.00 163.84 71. 00 FH-4A 0 .00 399.41 318.00 81. 41 35 .28 FH-5 0.00 486 .45 313.00 173.45 75.16 FH-6 0.00 486 .44 316.00 170 .44 73.86 FH-7 0.00 482.34 309.00 173.34 75.11 FH-8 0 .00 477.33 303.00 174.33 75.54 FH-9 0.00 452.86 307.00 145.86 63.21 J-1 0.00 496.94 342.00 154.94 67.14 J-2 0.00 496.85 340.00 156.85 67.97 J-3 6 .00 496.84 339.00 157.84 68.40 J-4 10 .50 496.83 339.00 157.83 68.39 J-5 16.50 496.80 327.00 169.80 73.58 J-6 0.00 496.80 328.00 168.80 73.15 J-7 7.50 496.81 330.00 166.81 72.28 J-8 6 .00 496.78 329.00 167.78 72. 71 J-9 21.00 496.80 323.00 173.80 75.31 J-10 10 .50 486.39 312 .00 174.39 75.57 J-11 0.00 496. 76 311. 00 185.76 80.50 J-12 0 .00 493.05 305.00 188.05 81. 49 J-13 0.00 486.50 307.00 179.50 77.78 J-14 12.00 486.45 314. 00 172. 45 74.73 J-15 15.00 409.90 318 .00 91.90 39 .82 J-16 4.50 486.44 315.00 171. 44 74.29 J-17 10.50 486.33 314.00 172.33 74.68 J-18 13.50 486.24 313.00 173.24 75.07 J-19 15.00 403 .09 313 .00 90.09 39.04 J-20 7.50 477 .33 302.00 175.33 75.98 J-21 18.00 4 61. 51 309.00 J-22 12.00 461.39 310 .00 J-23 0.00 445 .07 305.00 J-24 4.50 403.08 312.00 J-25 6.00 421. 96 304.00 J-26 18.00 413 .80 309.00 J-27 0.00 492.78 295.00 J-28 36.00 413.50 311. 00 J-29 22 .50 406.80 322.00 J-30 0.00 407.46 322.00 J-31 28.50 399.41 318.00 J-32 3.00 399.41 320 .00 J-34 0.00 399.41 318 .00 R-1 Wellborn Ele 497 .00 342 .00 R-2 Flow Test 497.00 311. 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 NET NET NET NODE NAME R-1 R-2 SYSTEM SYSTEM SYSTEM INFLOW FLOW RATE (gpm) 423.04 932.46 = 1355.50 OUTFLOW = 0.00 DEMAND = 1355.50 NODE TITLE Wellborn Ele Flow Test ***** HYDRAULIC ANALYSIS COMPLETED ***** 152.51 66.09 151. 39 65.60 140 .07 60 .70 91. 08 39.47 117. 96 51 .12 104.80 45.42 197 .78 85.70 102.50 44.42 84.80 36.75 85.46 37.03 81. 41 35.28 79.41 34.41 81. 41 35.28 155 .00 67.17 186.00 80.60 * * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * * * University of Kentucky Network Modeling Software Copyrighted by KYPIPE LLC Version 3 -11/01/2005 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Thu Oct 25 09:27 :21 2007 INPUT DATA FILENAME --------------C:\Users\user\RME\Projects\202- 03-2\S4P2 \ENGINE-l \0316WlRA. DT2 TABULATED OUTPUT FILENAME --------C:\Users\user\RME\Projects\202- 03-2 \S4 P2\ENGINE-l\0316WlRA. OT2 POST PROCESSOR RESULTS FILENAME C:\Users\user\RME\Projects\202- 03-2\S4P2\ENGINE-l\0316WlRA.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 ........... . HEAD (HGL) ......... . PRESSURE ........... . p I p E L I N E D AT A STATUS CODE: xx -CLOSED p I p E NODE NAME #1 gallons/minute feet psig PIPE CV -CHECK VALVE NAMES LENGTH DIAMETER #2 (ft) (in) ROUGHNESS COEFF . MINOR LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J-1 500.00 16 .00 139 .4 518 0.74 P-10 FH-1 J-4 291. 00 8.00 139. 4518 0.00 P-11 J-7 J-8 162.00 3.00 139.0000 0.00 P-12 J-5 J-9 308.00 6.00 139 .0000 6.00 P-13 J-9 FH-2 108.00 6.00 139.4518 0.74 P-14 FH-2 FH-4 812.00 6.00 139.4518 1. 31 P-15 FH-4 J-3 291. 00 8.00 139 .4518 0.00 P-16 J-6 J-11 1670.00 16 .00 139.4518 0.00 P-17 J-11 J-12 1320.00 12 .0 0 139.4518 0.74 P-18 J-12 J-13 459 .00 8.00 139.4518 1.14 P-19 J-13 FH-7 126 .00 8.00 139 .4 518 6 .00 P-2 J-1 J-2 1900.00 16.00 139.4518 3.57 P-20 J-13 FH-16 338.00 8.00 139 . 4518 3.57 P-21 J-14 J-10 146.00 3 .0 0 139 .000 0 0.00 P-22 J-14 FH-5 68.00 8.00 139.4518 0.40 P-23 FH-5 FH-14 216.00 8.00 139.4518 0.74 P-24 FH-14 J-16 141. 00 8.00 139.4518 0.74 P-25 J-16 FH-6 157.00 8.00 139 .4 518 0.00 P-26 FH-14 J-17 261. 00 3.00 139.0000 0.00 P-27 J-16 J-18 304.00 3.00 139 .00 00 0.00 0 -~ < z ~ P-28 P-29 P-3 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-38 P-39 P-4 P-40 P-41 P-42 P-43 P-44 P-45 P-46 P-47 P-48 P-49 P-5 P-50 P-51 P-52 P-53 P-54 P-55 P-56 P-57 P-58 P-59 P-6 P-7 P-8 P-9 E N D N 0 D E NODE NAME FH-7 FH-15 J-3 FH-8 FH-15 J-21 J-21 FH-9 FH-13 FH-13 FH-10 FH-10 FH-11 J-3 FH-11 FH-12 J-23 J-12 J-27 J-11 FH-16 FH-11 FH-lA FH-lA J-4 J-19 J-19 FH-lA FH-3A FH-3A FH-3A J-31 J-31 FH-4A FH-4A J-6 J-5 FH-3 J-7 DAT A NODE TITLE FH-15 FH-8 J-2 J-20 J-21 J-22 FH-9 FH-13 J-23 FH-10 J-25 FH-11 J-26 J-4 FH-12 J-28 J-1 J-27 J-23 R-2 J-14 FH-lA J-15 J-19 J-6 J-24 FH-2A FH-3A J-29 J-30 J-31 FH-2A FH-4A J-32 J-34 J-5 FH-3 J-7 FH-1 EXTERNAL DEMAND (gpm) 400.00 8 .00 247 .00 6 .00 195.00 16.00 176 .00 6 .00 328 .00 6 .00 219.00 3.00 205.00 6.00 541. 00 8.00 382.00 8.00 602.00 8.00 136.00 3 .0 0 341. 00 8.00 267.00 3.00 294.00 16 .00 443 .00 8.00 145 .00 3.00 2842.00 4.00 1933 .0 0 12.00 1640.00 4. 00 500 .00 16.00 336 .00 8.00 175.00 8.00 245.00 3.00 322.00 6.00 1207 .00 16.00 104 .00 3.00 399 .00 6.00 473.00 8.00 379 .00 3.00 112.00 8.00 387.00 6 .0 0 197.20 6 .00 387.87 6 .0 0 99.00 8.00 275.00 8.00 118. 00 6.00 151 .00 8.00 412.00 8.00 228.00 8.00 JUNCTION ELEVATION (ft) 139.4518 139 .4518 139.4518 139.4518 139.4518 139.0000 139.4518 139 .4518 139.4518 139.4518 139 .00 00 139 .4518 139 .0000 139 .4518 139. 4518 139.0000 139.0000 139.0000 139.0000 139 .4518 139.4518 139 .0000 139.0000 139.0000 139.4518 139.0000 139.0000 139.0000 139.0000 139 .0000 139.0000 139.0000 139.0000 139.0000 139.0000 139.4518 139.4518 139.4518 139.4518 EXTERNAL GRADE (ft) -------------------------------------------------------------- FH-1 0.00 333.00 FH-10 0.00 308.00 FH-11 0.00 313.00 FH-12 0.00 313.00 FH-13 16.50 305.00 FH-14 0.00 315.00 FH-15 13.50 306.00 FH-16 0.00 307.00 FH-lA 0.00 316.00 FH-2 0.00 333 .00 FH-2A 21. 00 316 .00 FH-3 0.00 326.00 FH-3A 1000.00 320.00 ~ -FH-4 0 .00 333 .00 0.74 0 .74 0.74 0.00 0.74 0.00 0.00 9.91 6.74 9.74 0.00 0.74 0.00 0.74 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 0.74 0.74 0.74 2.24 0.00 0.17 0.17 0.74 0.57 0.00 0.74 1.14 0 .00 0.74 0 .91 0.40 0.74 0.40 FH-4A 0.00 318.00 FH-5 0.00 313 .00 FH-6 0 .00 316.00 FH-7 0.00 309.00 FH-8 0.00 303.00 FH-9 0.00 307.00 J-1 0.00 342.00 J-2 0.00 340 .00 J-3 6.00 339.00 J-4 10.50 339.00 J-5 16 .50 327.00 J-6 0.00 328.00 J-7 7.50 330.00 J-8 6.00 329 .00 J-9 21 .00 323.00 J-10 10 .50 312.00 J-11 0.00 311. 00 J-12 0.00 305.00 J-13 0 .00 307.00 J-14 12 .00 314. 00 J-15 15.00 318.00 J-16 4.50 315.00 J-17 10.50 314. 00 J-18 13.50 313.00 J-19 15 .00 313.00 J-20 7.50 302.00 J-21 18 .00 309.00 J-22 12.00 310.00 J-23 0 .00 305.00 J-24 4.50 312.00 J-25 6.00 304 .00 J-26 18.00 309.00 J-27 0.00 295.00 J-28 36.00 311. 00 J-29 22.50 322.00 J-30 0.00 322.00 J-31 28 .50 318.00 J-32 3.00 320.00 J-34 0.00 318.00 R-1 Wellborn Ele 342.00 497.00 R-2 Flow Test 311. 00 497.00 0 U T P U T 0 P T I 0 N D A T A 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) 59 NUMBER OF END NODES ............... (j) 53 NUMBER OF PRIMARY LOOPS ........... (1) 5 NUMBER OF SUPPLY NODES ............ (f) 2 NUMBER OF SUPPLY ZONES ............ (z) 1 Case: 0 RESULTS OBTAINED AFTER 8 TRIALS: ACCURACY 0 .00001 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 FLOW RATE HEAD MINOR LINE HL+ML/ HL/ NAME #1 #2 LOSS LOS S VELO . 1000 1000 (gpm) (ft) (ft ) (ft/s) (ft/ft) (ft/ft) ------------------------------------------------------------------------------------- P-1 R-1 J-1 423.03 0.06 0.01 0.67 0.12 0.11 P-10 J-4 FH-1 37.74 0.01 0 .00 0.24 0 .04 0.04 P-11 J-7 J-8 6.00 0.02 0.0 0 0.27 0.15 0 .15 P-12 J-5 J-9 2 .48 0 .00 0.0 0 0 .03 0.00 0.00 P-13 FH-2 J-9 18.52 0.00 0.00 0 .21 0.04 0.04 P-14 FH-4 FH-2 18.52 0 .03 0.00 0.21 0.04 0.04 P-15 J-3 FH-4 18.52 0 .00 0.00 0.12 0.01 0.01 P-16 J-6 J-11 182.85 0.0 4 0 .00 0 .29 0 .02 0.02 P-17 J-11 J-12 1115. 31 3 .60 0 .11 3.16 2.81 2.73 P-18 J-12 J-13 893.19 5.97 0 .58 5.70 14.27 13 .01 P-19 J-13 FH-7 842.19 1. 47 2 .69 5 .38 33 .03 11. 67 P-2 J-1 J-2 250 .35 0.08 0.0 1 0.40 0.05 0.04 P-20 J-13 FH-16 51.00 0.02 0.01 0.33 0.08 0 .06 P-21 J-14 J-10 10 .50 0 .0 6 0.00 0.48 0.41 0.41 P-22 J-14 FH-5 28 .50 0.00 0.00 0.18 0.03 0.02 P-23 FH-5 FH-14 28.50 0.00 0.0 0 0.18 0.02 0.02 P-24 FH-14 J-16 18 .00 0.00 0 .00 0 .11 0 .01 0.01 P-25 J-16 FH-6 0 .00 0 .00 0 .0 0 0.00 0.00 0.00 P-26 FH-14 J-17 10 .50 0.11 0 .00 0.48 0.41 0.41 P-27 J-16 J -18 13.50 0.20 0 .00 0 .61 0.66 0.66 P-28 FH-7 FH-15 842 .19 4 .67 0.33 5 .3 8 12.50 11. 67 P-29 FH-15 FH-8 7 .50 0 .00 0.00 0 .09 0.01 0 .01 P-3 J-2 J-3 250.35 0.01 0 .00 0 .40 0 .05 0.04 P-3 0 FH-8 J -20 7.50 0 .00 0 .00 0.09 0 .01 0.01 P-31 FH-15 J-21 821.19 14.83 1. 00 9.32 48 .25 45 .21 ~ P-32 J-21 J-22 12 .00 0.12 0.00 0 .54 0.53 0.53 P-33 J-21 FH-9 791.19 8 .65 0.00 8.98 42 .20 42.20 P-34 FH-9 FH-13 791.19 5 .62 3.92 5 .05 17.65 10.40 P-35 J-23 FH-13 394.81 1.10 0.66 2.52 4 .61 2 .87 P-36 FH-13 FH-10 1169.50 12.91 8 .43 7.46 35.43 21. 44 P-37 FH-10 J-25 6 .00 0.0 2 0 .00 0.27 0.15 0 .15 P-38 FH-10 FH-11 1163. 50 7.24 0 .63 7.43 23 .09 21. 23 P-39 FH-11 J-26 18 .0 0 0.30 0.00 0.82 1.12 1.12 P-4 J-3 J-4 225 .83 0.01 0.00 0.36 0.04 0.03 P-40 FH-11 FH-12 36 .0 0 0.02 0.00 0 .23 0 .03 0 .03 P-41 FH-12 J-28 36 .00 0.59 0.00 1. 63 4 .06 4 .06 P-42 J-1 J-23 172. 69 51.87 0.00 4.41 18.25 18.25 P-43 J-12 J-27 222.12 0 .27 0 .00 0.63 0.14 0.14 P-44 J-27 J-23 222 .12 47. 71 0 .00 5.67 29.09 29.09 P-45 R-2 J-11 932.47 0.24 0.00 1. 49 0 .48 0.48 P-46 FH-16 J-14 51 .00 0.02 0.0 0 0.33 0.06 0 .06 P-47 FH-11 FH-lA 1109. 50 3 .42 0.58 7.08 22.85 19.56 P-48 FH-lA J-15 15.00 0.20 0.01 0. 68 0.82 0 .80 P-49 FH-lA J-19 256.74 1. 70 0.10 2.91 5 .58 5 .28 P-5 J-4 J-6 177 .59 0.03 0 .00 0 .28 0.02 0 .02 P-50 J-19 J-24 4.50 0.01 0.0 0 0.20 0 .09 0.09 P-51 J-19 FH-2A 237.24 1. 82 0.02 2.69 4.61 4.56 P-52 FH-lA FH-3A 837.76 5 .50 0.08 5.35 11. 79 11. 63 P-53 FH-3A J-29 22.50 0 . 64 0.01 1.02 1. 73 1. 70 P-54 FH -3A J-30 0 .00 0 .00 0 .00 0.00 0.00 0.00 P-55 J-31 FH-3A 184.74 1.11 0 .00 2 .10 2.87 2.87 P-56 FH-2A J-31 216.24 0 .76 0.07 2 .45 4 .19 3 .84 P-57 J -31 FH-4A 3.00 0 .00 0.0 0 0.03 0 .00 0.00 P-58 FH-4A J-32 3.00 0 .00 0.00 0.02 0 .00 0 .00 P-59 FH-4A J-34 0 .00 0 .00 0 .0 0 0.00 0 .00 0 .00 P-6 J-5 J-6 5 .26 0.00 0.00 0.06 0.00 0.00 P-7 FH-3 J-5 24.24 0.00 0.00 0 .15 0.02 0.02 P-8 J-7 FH-3 24 .24 0.0 1 0.00 0.15 0.02 0.02 P-9 FH-1 J-7 37.74 0.01 0.00 0.24 0 .04 0 .04 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 0.00 496.82 333.00 163 .82 70 .99 FH-10 0 .00 421. 98 308.00 113 . 98 49 .39 FH-11 0.00 414.10 313 .00 101.10 43.8 1 FH-12 0.00 414.09 313 .00 101. 09 43.81 FH-13 16.50 443.31 305.00 138.31 59.93 FH-14 0 .00 486. 44 315.00 171.44 74.29 FH-15 13 .50 477 .34 306.00 171 . 34 74.25 FH-16 0.00 486 . 47 307 .00 179.47 77 .77 FH-lA 0.00 410 .11 316.00 94 .11 40.78 FH-2 0 .00 496.80 333.00 163 .80 70.98 FH-2A 21.00 406 .47 316 .00 90.47 39.20 FH-3 0 .00 496 .80 326.00 170 .80 74 .01 FH-3A 1000.00 404 .53 320.00 84.53 36 .63 FH-4 0.00 496 .84 333 .00 163.84 71. 00 FH-4A 0 .00 405.64 318.00 87.64 37 .98 FH-5 0 .00 486.45 313 .00 173.45 75.16 FH-6 0 .00 486.44 316.00 170 .44 73.86 FH-7 0.00 482.34 309.00 173.34 75.11 FH-8 0.00 477.33 303.00 174 .33 75.54 FH-9 0.00 452 .86 307.00 145.86 63.21 J-1 0 .00 496 .94 342 .00 154 .94 67 .14 J-2 0.00 496.85 340.00 156.85 67 .97 J-3 6.00 496 .84 339.00 157.84 68.40 J-4 10.50 496.83 339.00 157.83 68.39 J-5 16 .50 496.80 327.00 169 .80 73.58 J-6 0 .00 496.80 328.00 168.80 73.15 J-7 7.50 496.81 330 .00 166.81 72.28 J-8 6 .00 496 .78 329.00 167.78 72. 71 J-9 21. 00 496 .80 323.00 173.80 75.31 J-10 10 .50 486.39 312.00 174.39 75.57 J-11 0.00 496.76 311. 00 185.76 80.50 J-12 0.00 493.05 305.00 188.05 81. 49 J-13 0.00 486.50 307 .00 179.50 77.78 J-14 12 .00 486.45 314. 00 172. 45 74 .73 J-15 15.00 409.90 318.00 91. 90 39.82 J-16 4.50 486 .44 315.00 171. 44 74 .29 J-17 10.50 486.33 314.00 172. 33 74.68 J-18 13 .50 486.24 313.00 173.24 75.07 J-19 15.00 408.31 313.00 95.31 41. 30 J-20 7.50 477 .33 302.00 175.33 75.98 J-21 18 .00 461. 51 309.00 J-22 12 .00 461. 39 310. 00 J-23 0.00 445 .07 305 .00 J-24 4 .50 408 .30 312.00 J-25 6 .00 421 .96 304.00 J-26 18 .00 413.80 309.00 J-27 0.00 492 .78 295 .00 J-28 36 .00 413 .50 311. 00 J-29 22 .50 403.87 322 .00 J-30 0 .00 404 .53 322.00 J-31 28 .50 405.64 318.00 J-32 3.00 405.64 320.00 J-34 0 .00 405 .64 318 .00 R-1 Wellbo rn Ele 497.00 342.00 R-2 Flow Test 497.00 311 . 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 SY STEM INTO SUP PLY NO DES NET NET NET NODE NAME FLOWRATE (gpm) NODE TITLE -------------------------------------------- R-1 423.03 Wellborn Ele R-2 932.47 Flow Test SYSTEM INFLOW 1355.50 SYSTEM OUTFLOW 0.00 SYSTEM DEMAND 1355.50 ***** HYDRAULIC ANALYSIS COMPLETED ***** 152 .51 66.09 151. 39 65.60 140.07 60.70 96 .30 41.73 117. 96 51.12 104 .80 45.42 197 .78 85.70 102.50 44.42 81 .87 35.48 .(, -82 .53 35. 76 87.64 37 .98 85.64 37 .11 87.64 37.98 1 55 .00 67.17 186.00 80.60 * * * * * * * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * University of Kentucky Network Modeling Software Copyrighted by KYPIPE LLC Version 3 -11/01/2005 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Tue Oct 23 08:22:27 2007 INPUT DATA FILENAME --------------C:\Users\user\RME\Projects\202- 03-2\S4P2\ENGINE-l\0316WlRA.DT2 TABULATED OUTPUT FILENAME --------C:\Users\user\RME\Projects\202- 03-2\S4P2\ENGINE-l \0316WlRA.OT2 POSTPROCESSOR RESULTS FILENAME C:\Users\user\RME\Projects\202- 03-2\S4P2\ENGINE-l\0316WlRA.RS2 ************************************************ SUMMARY 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 N A M E #1 #2 (ft) (in) COEFF. MINOR LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J-1 500.00 16.00 139.4518 0.74 P-10 FH-1 J-4 291. 00 8.00 139.4518 0.00 P-11 J-7 J-8 162.00 3.00 139.0000 0.00 P-12 J-5 J-9 308.00 6.00 139 .0000 6.00 P-13 J-9 FH-2 108.00 6.00 139 .4518 0.74 P-14 FH-2 FH-4 812.00 6.00 139 .4518 1.31 P-15 FH-4 J-3 291. 00 8.00 139.4518 0.00 P-16 J-6 J-11 1670 .00 16.00 139.4518 0.00 P-17 J-11 J-12 1320.00 12.00 139. 4518 0 .74 P-18 J-12 J-13 459.00 8.00 139.4518 1.14 P-19 J-13 FH-7 126.00 8.00 139.4518 6.00 P-2 J-1 J-2 1900.00 16 .00 139.4518 3.57 P-20 J-13 FH-16 338.00 8.00 139.4518 3.57 P-21 J-14 J-10 146.00 3.00 139.0000 0.00 P-22 J-14 FH-5 68.00 8.00 139.4518 0.40 P-23 FH-5 FH-14 216.00 8.00 139.4518 0.74 P-24 FH-14 J-16 141. 00 8.00 139 .4518 0.74 P-25 J-16 FH-6 157.00 8.00 139 .4518 0.00 P-26 FH-14 J-17 261.00 3.00 139.0000 0.00 P-27 J-16 J-18 304.00 3.00 139 .0000 0.00 P-28 FH-7 FH-15 400.00 8.00 139.4518 0.74 P-29 FH-15 FH-8 247 .00 6.00 139 .4518 0.74 P-3 J-3 J-2 195.00 16.00 139 .4518 0.74 P-30 FH-8 J-20 176.00 6.00 139.4518 0.00 P-31 FH-15 J-21 328.00 6.00 1 39.4518 0.74 P-32 J-21 J-22 219.00 3 .00 139 . 0000 0.00 P-33 J-21 FH-9 205.00 6.00 139 .4518 0.00 P-34 FH-9 FH-13 541. 00 8.00 139.4518 9.91 P-35 FH-13 J-23 382 .00 8.00 139.4518 6.74 P-36 FH-13 P-37 FH-10 P-38 FH-10 P-39 FH-11 P-4 J-3 P-40 FH-11 P-41 FH-12 P-42 J-23 P-43 J-12 P-44 J-27 P-45 J-11 P-46 FH-16 P-47 FH-11 P-48 FH-lA P-49 FH-lA P-5 J-4 P-50 J-19 P-51 J-19 P-52 FH-lA P-53 FH-3A P-54 FH-3A P-55 FH-3A P-56 J-31 P-57 J-31 P-58 FH-4A P-59 FH-4A P-6 J-6 P-7 J-5 P-8 FH-3 P-9 J-7 E N D N 0 D E D A T A NODE NAME FH-1 FH-10 FH-11 FH-12 FH-13 FH-14 FH-15 FH-16 FH-lA FH-2 FH-2A FH-3 FH-3A FH-4 FH-4A 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 J-10 J-11 NODE TITLE FH-10 J-25 FH -11 J -26 J-4 FH-12 J-28 J-1 J-27 J-23 R-2 J-14 FH-lA J -15 J-19 J-6 J-24 FH-2A FH-3A J-29 J-30 J-31 FH-2A FH-4A J-32 J-34 J-5 FH-3 J -7 FH-1 EXTERNAL DEMAND (gpm) 0 .00 0.00 0 .00 0.00 16.50 0.00 13.50 0 .00 0.00 0 .00 21.00 0 .00 0.00 0.00 1000 .00 0.00 0 .00 0.00 0 .00 0.00 0 .00 0.00 6.00 10 .50 16.50 0.00 7.50 6.00 21.00 10.50 0 .00 602.00 8.00 136.00 3.00 341.00 8.00 267.00 3 .00 294.00 16.00 443.00 8.00 145.00 3 .00 2842.00 4 .00 1933.00 12.0 0 1640.00 4.0 0 500 .00 16 .00 336 .00 8.00 175 .00 8 .00 245.00 3.00 322.00 6.00 1207.00 16 .00 104.00 3 .00 399.00 6 .00 473.00 8.0 0 379 .00 3.0 0 112 .00 8 .00 387.00 6 .0 0 197.20 6.0 0 387 .87 6 .00 99 .00 8.00 275 .0 0 8 .0 0 118.00 6.00 151.00 8.00 412.00 8.00 228 .00 8.00 JUN CTION ELEVATION (ft) 333.00 308.00 313 .00 313.00 305.00 315 .00 306.00 307.00 316 .00 333.00 316.00 326 .00 320.00 139.4518 139.0000 139.451 8 139 .0000 139.4518 139 .4518 139.000 0 139.000 0 139 .0 000 139 .0 000 139. 4518 139 . 4518 139 .0 000 139.0000 139 .0000 139 .45 1 8 139.0000 139.000 0 139.000 0 139.000 0 139.000 0 139.000 0 139.0000 139.0000 139.0000 139.0000 139.4518 139.4518 139. 4518 139.4518 EXTERNAL GRADE (ft) 333.00 ~ 318 .00 313.00 316 .00 309 .00 303.00 307.00 342.00 340.00 339.00 339 .00 327.00 328.00 330 .00 329.00 323.00 312.00 311. 00 9.74 0.00 0.74 0.00 0 .74 0.00 0 .00 0 .00 0.00 0.00 0.00 0 .00 0.74 0.74 0 .74 2 .24 0.00 0.17 0 .17 0.74 0.57 0 .00 0.74 1.14 0.00 0.74 0 .91 0.40 0 .74 0. 40 J-12 0.00 305.00 J-13 0.00 307 .00 J-14 12.00 314 .00 J-15 15.00 318.00 J-16 4.50 315.00 J-17 10 .50 314.00 J-18 13.50 313 .00 J-19 15.00 313.00 J-20 7.50 302.00 J-21 18 .00 309.00 J-22 12.00 310.00 J-23 0.00 305.00 J-24 4.50 312.00 J-25 6.00 304 .00 J-26 18.00 309.00 J-27 0.00 295 .00 J-28 36.00 311.00 J-29 22.50 322.00 J-30 0.00 322 .00 J-31 28.50 318.00 J-32 3.00 320.00 J-34 0.00 318.00 R-1 Wellborn Ele 342.00 497.00 R-2 Flow Test 311. 00 497.00 0 0 T P 0 T 0 P T I 0 N D A T A OOTPOT SELECTION: ALL RESOLTS ARE INCLUDED IN THE TABULATED OOTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p} 59 NUMBER OF END NODES ............... (j) 53 NOMBER OF PRIMARY LOOPS ........... (1) 5 NUMBER OF SUPPLY NODES ............ (f) 2 NUMBER OF SUPPLY ZONES ............ (z) 1 Case: O RESULTS OBTAINED AFTER 8 TRIALS: ACCURACY 0.00001 S I M 0 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 NAME P-1 P-10 P-11 P-12 P -13 P-14 P-15 XX -CLOSED PIPE NODE NUMBERS #1 #2 R-1 J-1 J-4 FH-1 J-7 J-8 J-5 J-9 FH-2 J-9 FH-4 FH-2 J-3 FH-4 CV -CHECK VALVE FLOWRATE (gpm) 423.03 37.74 6.00 2.48 18.52 18.52 18.52 HEAD MINOR LINE HL+ML/ LOSS LOSS VELO. 1000 (ft) (ft} (ft/s) (ft/ft) 0.06 0.01 0.67 0.12 0.01 0.00 0.24 0 .04 0.02 0.00 0.27 0.15 0.00 0.00 0.03 0.00 0.00 0.00 0.21 0.04 0.03 0.00 0.21 0.04 0.00 0.00 0.12 0.01 HL/ 1000 (ft/ft) 0.11 0.04 0.15 0.00 0.04 0.04 0.01 P-16 J-6 J-11 182.85 0.04 0.00 0.29 0.02 0.02 P-17 J-11 J-12 1115 .31 3.60 0.11 3.16 2 .81 2.73 P-18 J-12 J-13 893.19 5 .97 0.58 5 .70 14 .27 13 .01 P-19 J-13 FH-7 842 .19 1. 47 2.69 5 .38 33.03 11. 67 P-2 J-1 J-2 250.35 0.08 0.01 0.40 0.05 0 .04 P-20 J-13 FH-16 51.00 0.02 0.01 0.33 0.08 0.06 P-21 J-14 J-10 10.50 0.06 0.00 0.48 0.41 0. 41 P-22 J-14 FH-5 28 .50 0.00 0.00 0.18 0.03 0.02 P-23 FH-5 FH-14 28.50 0 .0 0 0.00 0.18 0.02 0.02 P-24 FH-14 J-16 18.00 0.00 0 .00 0.11 0.01 0.01 P-25 J-16 FH-6 0.00 0.00 0.00 0 .00 0.00 0.00 P-26 FH-14 J-17 10.50 0.11 0.00 0.48 0.41 0.41 P-27 J-16 J-18 13.50 0 .20 0.00 0.61 0 .66 0.66 P-28 FH-7 FH-15 842.19 4.67 0.33 5 .38 12 .50 11 . 67 P-29 FH-15 FH-8 7 .50 0.00 0 .00 0.09 0.01 0.01 P-3 J-2 J-3 250 .35 0.01 0 .00 0.40 0.05 0 .04 P-30 FH-8 J-20 7.50 0.00 0.0 0 0.09 0.01 0.01 P-31 FH-15 J-21 821 .19 14.83 1.00 9.32 48.25 45 .21 P-32 J-21 J-22 12.00 0.12 0.00 0.54 0 .53 0.53 P-33 J-21 FH-9 791.19 8.65 0.00 8 .98 42.20 42 .20 P-34 FH-9 FH-13 791.19 5.62 3 .92 5.05 17 .65 10.40 P-35 J-23 FH-13 394.81 1.10 0 .66 2.52 4. 61 2.87 P-36 FH-13 FH-10 1169.50 12.91 8.43 7. 46 35. 43 21. 44 P-37 FH-10 J-25 6.00 0.02 0.00 0.27 0 .15 0.15 P-38 FH-10 FH-11 1163.50 7.24 0.63 7.43 23 .0 9 21.23 P-39 FH-11 J-26 18.00 0.30 0.00 0.82 1.12 1.12 P-4 J-3 J-4 225.83 0.01 0 .00 0.36 0 .04 0.03 P-40 FH-11 FH-12 36.00 0.02 0.00 0 .23 0.03 0.03 P-41 FH-12 J-28 36.00 0.59 0.00 1. 63 4.06 4.06 P-42 J-1 J-23 172. 69 51.87 0.00 4.41 18.25 18.25 P-43 J-12 J-27 222.12 0.27 0.00 0.63 0.14 0 .14 P-44 J-27 J-23 222.12 47 .71 0.00 5.67 29.09 29.09 P-45 R-2 J-11 932.47 0.24 0.00 1. 49 0.48 0 .48 P-46 FH -16 J-14 51. 00 0.02 0.00 0.33 0.06 0.06 P-47 FH-11 FH-lA 1109.50 3.42 0.58 7.08 22.85 19 .56 P-48 FH-lA J-15 15.00 0.20 0.01 0.68 0.8 2 0.80 P-49 FH-lA J-19 455.80 4 .92 0 .31 5.17 16 .24 15 .29 P-5 J-4 J-6 177. 59 0.03 0.00 0.28 0.02 0.0 2 P-50 J-19 J-24 4.50 0.01 0.00 0.20 0.09 0.09 P-51 J-19 FH-2A 436.30 5 .63 0.06 4.95 14 .26 14.10 P-52 FH-lA FH-3A 638.70 3.33 0.04 4.08 7.13 7.03 P-53 FH-3A J-29 22.50 0.64 0.01 1.02 1. 73 1. 70 P-54 FH-3A J-30 0.00 0 .00 0.00 0.00 0 .0 0 0.00 P-55 FH-3A J-31 616.20 10.34 0 .0 0 6.99 26 . 72 26 . 72 P-56 FH-2A J-31 415.30 2.54 0.26 4.71 14.16 12.87 ~ P-57 J-31 FH-4A 1003.00 25.55 2.29 11.38 71. 78 65 .87 P-58 FH-4A J-32 3.00 0.00 0.0 0 0.02 0.00 0.00 P-59 FH-4A J-34 0.00 0 .00 0.0 0 0 .00 0.00 0.00 P-6 J-5 J-6 5.26 0.00 0.00 0.06 0.00 0.00 P-7 FH-3 J-5 24.24 0.00 0.00 0.15 0.02 0.02 P-8 J-7 FH-3 24.24 0.01 0.00 0.15 0.02 0.02 P-9 FH-1 J-7 37 .74 0.01 0.0 0 0.24 0.04 0.04 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 PRESS ORE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ FH-1 0.00 496 .82 333.00 163 .82 70.99 FH-10 0.00 421. 98 308 .00 113.98 49.39 FH-11 0.00 414.10 313 .00 101.10 43.81 FH-12 0.00 414.09 313.00 101.09 43.81 FH-13 16.50 443.31 305 .00 138.31 5 9.93 FH-14 0.00 486.44 315.00 171.44 74.29 FH-15 13.50 477.34 306.00 171. 34 74.25 FH-16 0.00 486.47 307.00 179.47 77 .77 FH-lA 0.00 410.11 316.00 94.11 40 .78 FH-2 0.00 496.80 333 .00 163.80 70.98 FH-2A 21.00 399.19 316.00 83.19 36.0S FH-3 0 .00 496.80 326 .00 170 . 80 74.01 FH-3A 0.00 406.73 320.00 86. 73 37 .S8 FH-4 0 .0 0 496.84 333 .00 163.84 71. 00 FH-4A 1000.00 368.SS 318.00 SO .SS 21. 90 FH-S 0.00 486.4S 313. 00 173.4S 7S.16 FH-6 0.00 486.44 316.00 170 . 44 73.86 FH-7 0 .00 482 .34 309 .00 173 .34 7S. ll FH-8 0.00 477.33 303.00 174.33 7S.S4 FH-9 0.00 4S2.86 307.00 14S.86 63.21 J-1 0 .00 496.94 342.00 1S4.94 67 .14 J-2 0.00 496.8S 340.00 1S6.8S 67 .97 J-3 6.00 496.84 339.00 1S7.84 68.40 J-4 10.SO 496.83 339.00 1S7 .83 68.39 J-S 16.SO 496.80 327.00 169.80 73 .S8 J-6 0.00 496.80 328.00 168.80 73.lS J-7 7 .SO 496.81 330.00 166.81 72.28 J-8 6.00 496.78 329.00 167.78 72 . 71 J-9 21.00 496 .80 323.00 173 .80 7S .31 J-10 10.SO 486 .39 312.00 174 .39 7S.S7 J-11 0.00 496.76 311.00 18S.76 80.SO J-12 0.00 493.0S 30S.OO 188.0S 81.49 J-13 0.00 486.SO 307.00 179.SO 77.78 J-14 12.00 486.4S 314.00 172. 4S 74.73 J-lS lS.00 409.90 318.00 91.90 39.82 J-16 4.SO 486.44 31S.00 171. 44 74.29 J-17 10.SO 486 .33 314.00 172 .33 74 .68 J-18 13.SO 486.24 313.00 173 .24 7S.07 J-19 lS.00 404.88 313 .00 91.88 39.81 J-20 7.SO 477.33 302.00 17S.33 7S.98 J-21 18 .00 461.Sl 309.00 1S2.Sl 66 .09 J-22 12.00 461.39 310.00 lSl.39 6S.60 J-23 0 .00 44S.07 30S.OO 140.07 60.70 J-24 4.SO 404.87 312.00 92.87 40.24 J-2S 6.00 421.96 304.00 117. 96 Sl.12 J-26 18.00 413.80 309.00 104.80 4S. 42 J-27 0 .00 492.78 29S.OO 197.78 8S.70 J-28 36.00 413.SO 311.00 102 .SO 44.42 J-29 22.SO 406 .08 322.00 84.08 36. 43 J-30 0.00 406 .73 322.00 84.73 36. 72 J-31 28.SO 396 .39 318.00 78.39 33.97 at- J-32 3 .00 368.SS 320.00 48.SS 21.04 J-34 0.00 368.SS 318.00 SO.SS 21.90 R-1 Wellborn Ele 497.00 342.00 lSS.00 67.17 R-2 Flow Test 497.00 311.00 186 .00 80.60 S U M M A R Y 0 F I N F L 0 W S A N D OUTFLOWS (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE FLOWRATE NODE NAME (gpm) TITLE -------------------------------------------- R-1 423.03 Wellborn Ele R-2 932.47 Flow Test NET SYSTEM INFLOW = 13SS.SO NET SYSTEM OUTFLOW = 0.00 NET SYSTEM DEMAND = 13SS.SO ***** HYDRAULIC ANALYSIS COMPLETED ***** f ' ., ,.~ 1, ... ,,. ! '• "· .·· 11'' Drainage Study F OR CREEK MEADOWS SUBDIVISION Section 4, Phase Two College Station, E.T.J. Brazos County, Texas October 1, 2007 Revised: October 24, 2007 Prepared For: Creek Meadow Partners, L.P. 230 Southwest Parkway East College Station, TX 77840 Prepared By: RME Consulting Engineers P.O. Box 9253 College Station, TX 77845 · RME No. 202-0316 Drainage Study FOR CREEK MEADOWS SUBDIVISION Section 4, Phase Two College Station, E.T.J. Brazos County, Texas October 1, 2007 Revised: October 24, 2007 Prepared For: Creek Meadow Partners, L.P. 230 Southwest Parkway East College Station, TX 77840 Prepared By: RME Consulting Engineers P.O. Box 9253 College Station, TX 77845 RME No. 202-0316 Drainage Study CREEK MEADOWS SUBIDIVISION Section 4, Phase Two College Station E.T.J. Brazos County, Texas TABLE OF CONTENTS: PAGE 1.0 General Information ....................................................................•.....................................•........................... 1 1.1 Scope of Report ....................................................................................................................................... 1 1.2 Site and General Location ....................................................................................................................... 1 1.3 Description of Existing Conditions and Drainage Patterns ..................................................................... I 1.4 FEMA Information .................................................................................................................................. 2 2.0 Watersheds & Drainage Areas .......•..........................•..........................................................•........................ 3 2 .1 Detention Facility Watershed .................................................................................................................. 3 2.2 Sub-Drainage Basins for Storm Sewer Collection System ...................................................................... 3 3.0 Hydrologic Modeling ............•.•.................••.............................................•.......................•............................. 4 3. I Rational Formula and Methodology ........................................................................................................ 4 3.2 Stormwater Runoff Quantities ................................................................................................................. 5 4.0 Storm Drainage System ......•••.....•.....................................•.................................................................•.......... 5 4.1 Street Drainage ........................................................................................................................................ 5 4 .2 Storm Drain Inlets ................................................................................................................................... 8 4.3 Storm Drain Conduits .............................................................................................................................. 9 5.0 Certification ..............................................................................................................................................•... 12 202-0316 Drainage Report-Rev l Page -i LIST OF TABLES: PAGE Section 4.0 -Stotm Drainage System Table # 1: Street Drainage Summary ...................................................................................................................... 7 Table #2 : Curb Inlet Summary ............................................................................................................................... 9 T a ble #3 : Stonn Drainage Summary .................................................................................................................... 11 202-0316 Drainage Report-Rev 1 Page -ii ATTACHMENTS: Section LO -General Information Vicinity Map FIRM Panel Maps Proposed I 00-YR Floodplain Map Section 2.0 -Watersheds & Drainage Areas Proposed Conditions Drainage Area Map Storm Drainage -Drainage Area Map I Section 4 .0 -Storm Drainage System Winstorm -Hydraulic Computations 202-0316 Drainage Report-Rev 1 Page -iii Drainage Study CREEK MEADOWS SUBIDIVISION Section 4, Phase Two College Station E.T.J. Brazos County, Texas 1.0 GENERAL INFORMATION 1.1 Scope of Report: This report addresses the existing conditions and proposed drainage improvements for the Creek Meadows Subdivision, Section 4, Phase Two . This development will consist of 48 urban residential lots. This drainage study's scope comments on the existing detention facilities currently being construction and designed/reported for under the engineering phase of Section IA (Phase One & Two) & Section IB (All phases), and also thi s drainage report outlines the internal storm drainage system improvements design and analysis for the subject development. The proposed development and drainage improvements are designed and analyzed in accordance with the criteria outlined in the "Unified Stormwater Design Guidelines" (USDG) manual of the City of College Station (CoCS). 1.2 Site and General Location: The proposed development, Creek Meadows Subdivision -Section 4, Phase Two , consists of 12.03 acres ofland wholly contained within a 171.043 acre tract. The parent 171.043 acre tract is bordered by Greens Prairie Trail to the East, Royder Road to the South and Southwest, and Greens Prairie Road West to the West. Developments adjacent t o the parent tract, all of which are rural residential , consist of Royder Ridge to the South, Woodlake to the East, and Wellborn Oaks to the Northeast Access to the subdivision will be accomplished by Royder Road , Greens Prairie Trail and Greens Prairie Trail West. The subject development, Creek Meadows Subdivision -Section 4 , Phase Two , is adjacent and immediately north of Section 4, Phase One which is immediately north of the platted Section lB, Phase One . A Vicinity Map , for this project site, is provided and is located in the "Attachment - Section 1" 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, Brazo s County, TX . These Construction Drawings are included as part of this Drainage Study by reference. 1.3 Description of Existing Conditions and Drainage Patterns: The 171.043 -acre tract, which contains the proposed development of Creek Meadows Subdivision -Section 4, Phase Two , is a moderately well sloping (approximately 1.5%) undeveloped site with natural and improved drainage systems that conve ys runoff to the 202-0316 Drainage Report-Rev 1 Page -1 Creek Meadows -Section 4 , Phase Two Drainage Study -Revision No . l RME Consulting Engineers October 24 , 2007 unnamed tributary of Peach Creek. Pre-development runoff, from the si te, flowed through a series of existing stock ponds and then into a well-defined creek that de velop s along the southern property line of the subject parent tract. This unnamed tributary is well defined and pristine in nature downstream of these existing stock ponds. At current or post-development conditions , runoff is conveyed by means of overland flow or by systems of underground storm drainage that discharges runoff into Pond 1. Pond 1 is a retention/detention pond with a normal pool elevation of 308.00 ' and a maximum berm or ponding elevation of 312.50 '. Runoff is routed through Pond 1, via a trapezoidal shaped weir, and into Pond 2. Pond 2 is "dry" pond with a bottom elevation of 303.00 ' and a maximum berm or ponding elevation of 309.34 '. Runoff routed through Pond 2 is discharged through a double barren box culvert and into Pond 3. Pond 3 is a retention/detention pond with a normal pool elevation of 302 .00' and a maximum berm or ponding elevation of 306.64 '. Runoff routed through Pond 3 is discharged through a double barren box culvert and into Pond 4. Pond 4 is "dry" pond with a bottom elevation of 295.50' and a maximum berm or ponding elevation of 301.00'. Runoff routed through Pond 4 is discharged through a trapezoidal weir and into the unnamed tributary of Peach Creek. A more descriptive analysis and explanation of these tiered detention facility networks is provided in Section 6 of the original Drainage Study (prepared by RME on March 8, 2007). Both pre-and post-runoff then drains southwesterly, under Greens Prairie Trail , via a 9' CMP, and ultimately into Peach Creek, thence to the Navasota River, thence to the Brazos River and ultimately to the Gulf of Mexico. It should be noted that the existing 9' CMP, that conveys runoff under Greens Prairie Trail, has historical evidence that it is undersized and that Royder Road upstream and downstream of this drainage structure frequently is inundated with floodwater and backwater from the drainage structure. The 171.043 acre parent tract is unimproved , with the exception of development occurring in Section lA and lB and foreseeable future development of Section 4, Phase One , with land-cover general consists of open grassy areas with some thick brush , weeds , and trees along the unnamed tributary. Elevations range on the site from approximately 287' Mean Sea Level (MSL) to approximately 342' 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 FEMA Information: The entire master planned Creek Meadow Subdivision does not lie within mapped 100- year floodplain as graphically depicted by the Federal Emergency Management Agency (FEMA)-Flood Insurance Rate Map (FIRM) Community/Panel number 480083 0201D , with an effective date of February 9, 2000 and Panel number 48041 C 0200C with an effective date of July 2, 1992. A portion of these FIRM Panel Maps are located in the "Attachment -Section l" section of the Drainage Report. However, with the original Drainage Study (3 /8/07), RME performed a hydraulic analysis of the unnamed tributary downstream of Pond 4. The resulting proposed 100- 202-0316 Drainage Report-Rev 1 Page-2 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No. 1 RME Consulting Engineers October 24, 2007 year floodplain is illustrated in plan view on the Proposed 100 YR Floodplain Map and contained in the "Attachment-Section I" portion of the report. 2.0 WATERSHEDS & DRAINAGE AREAS 2.1 Detention Facility Watershed: As previously discussed, the Creek Meadow Subdivision and subject development (Section 4, Phase Two) is located in a watershed of an unnamed tributary that drains into the Peach Creek Drainage Basin. This drainage study will not include the hydrologic/hydraulic modeling of detention facilities and floodplain evaluation. Detailed analysis and reports of these detention facilities can be examined in the original Drainage Study (prepared by RME on 3/8/07) for SectionlA and lB. However, considerations for detention and development requirements were provided for this development in the existing detention facilities. As reported in the original Drainage Study (see Section 2.2) Drainage Area "Pl", as illustrated on the Proposed Conditions Drainage Area Map , contains Section 4, Phase One (see Attachment -Section 2). Proposed runoff conditions for this drainage area, and subject development, were evaluated and ultimate development conditions. 2.2 Subdrainage Basins for Storm Sewer Collection System: For analysis of the internal storm drainage system the proposed drainage basin Pl was further broken into smaller sub-drainage areas so that individual curb inlets, grate inlets , and conveyance elements could properly be designed and analyzed. The Storm Drainage -Drainage Area Map 1, illustrates these sub-drainage areas, and are located in the "Attachment-Section 2" section of this Drainage Study. The sub-drainage areas , per system, are briefly described below. Please note that when sub-drainage areas abutted or received runoff from future phases the hydrologic model reflected the worse-case scenario for that receiving node. Dependent upon location dictated whether existing drainage conditions were modeled or future development conditions were modeled. This is due to the fact that at future development conditions some receiving system's node areas will be significantly decreased. • System A -Section 4, Phase One and west half of Phase Two (includes conveyance elements installed for Phase One and additional phases upstream of Section 4, Phase Two); • System B -East half of Section 4, Phase Two; • (Original Report) System A -Creek Meadow Blvd. along Section 4, Phase Two and drainage area upstream in Section IA, Phase Three and Four (includes conveyance elements installed for Section IA, Phase One and Two); • Section C -Creek Meadow Blvd. along Section 4, Phase Two and future development area of north end of Section 2, Phase Two; • Section D -Creek Meadow Blvd. along Section 4, Phase Two and future development area of south end of Section 2, Phase Two; 202-0316 Drainage Report-Rev 1 Page -3 Creek Meadows -Section 4 , Phase Two Drainage Study -Revision No. I 3.0 HYDROLOGIC MODELING 3.1 Rational Formula and Methodology: RME Consulting Engineers October 24, 2007 The Rational Method (Q=CIA) is one of the more frequently used methods to determine the peak runoff from a watershed and is typically reliable for small watersheds ( < 50 acres). The Rational Method generates hydrologic data based on drainage area geometrics, surface conditions, and rainfall intensities. The Rational Method will be employed to determine these sizes of watershed's runoff values , for the sub-drainage areas for the internal storm drain systems, and it is explained further as: Q=CIA where , Q = peak runoff rate (cubic feet per second); C = runoff coefficient -This represents the average runoff characteristics of the land cover within the drainage area and is a dimensionless coefficient. Runoff coefficients are interpolated from either Table C-2 or C-3 of the USDG; I= average rainfall intensity (in/hr); A = area of land that contributes storm water runoff to the area of study (acres); RUNOFF COEFFICIENT CC): The runoff coefficient (C) for various sub-drainage basins was estimated from the USDG , Table C-2 and C-3 by comparison of runoff surface types to percentage of land coverage and total drainage area. Calculations for these weighted runoff coefficients are included in the "Attachment-Section 4" section ofthis Drainage Study. TIME OF CONCENTRATION "Tc": The Time-of-Concentration (Tc), for each sub-drainage, is used to determine the intensity of the rainfall event for the corresponding drainage basin. Time-of-Concentration is defined as the time required for the surface runoff to flow from the most remote point in a watershed to the point of analysis. The Tc is the summation of the flow time for shallow overland flow and/or concentrated flow to the lower reach of the watershed. Overland sheet flow is a method developed by Overton and Meadows and is typically used for flow distances of 300 feet or less. Concentrated flows are estimated by velocities determined by use of the Manning's Equation. These two types of flow time calculations are further explained as follows. Calculations for these Tc's are included in the relative Section contained with the "Attachment -Section 4" section of this Drainage Study. The minimum Tc used for any drainage area will 10.0 minutes. Overland Sheet Flow, T = {0.007 (n L)6'8 } I {Pi 112 S6.4} where, T =travel time (hours); n =Manning 's roughness coefficient -This represents the flow-ability of runoff across and surface and is a dimensionless coefficient. These coefficients are obtained from Table C-5 of the USDG ; 202-0316 Drainage Report-Rev 1 Page-4 Creek Meadows -Section 4 , Phase Two Drainage Study -Revision No. I RME Consulting Engineers October 24, 2007 Pi = ith-year recurrence interval for the 24-hour rainfall depth (inches) -Rainfall depths are obtained from Table C-6 of the USDG; S =land slope (feet/foot) Shallow Concentrated Flow, T = D/(60V) where, T =Travel time (minutes); D =Flow distance (feet); V = Average velocity of runoff (ft/sec) -These values are determined from interpolation velocities recorded in Table C-4 of the USDG ; RAINFALL INTENSITY (I): Rainfall intensities (I) are the average rate of rainfall in inches per hour for a given rainfall event. The duration of "I" is assumed to occur at the computed Time-of- Concentration for each respective drainage basin. Rainfall intensities can be determined by use of intensity-duration-frequency (IDF) curves or from intensity equations which are provided in the TxDOT Hydraulic Manual. 3.2 Stormwater Runoff Quantities: Stormwater runoff quantities were calculated, using the Rational Method, with the assistance of the Hydrologic/Hydraulic stormwater modeling program WINSTORM , produced by TxDOT. These runoff conditions are at post-development conditions and their supporting data are contained the "Attachment -Section 4" of this Drainage Report. 4.0 STORM DRAINAGE SYSTEM The "system criteria" listed below in the follow sub-sections are only the main highlights of the CoCS -USDG. The proposed development and drainage improvements are designed and analyzed in full accordance with the criteria outlined in this manual. 4.1 Street Drainage SYSTEM CRITERIA : 1. The maximum velocity of street flow shall not exceed 10 fps. At "T" street intersection the flow velocity will be checked on the stem of the "T". The minimum velocity shall be maintained by keeping a gutter slope of 0.60% or greater; 2. The depth of flow shall be limited to the top of the curb for the design flow (10-year rainfall event) and shall be contained within the right-of-way during the 100-year rainfall event: a. Local Streets -The design storm in local streets shall be limited to the top of crown or the top of curb , whichever is less ; b. Collector Streets -Design storm flow in collector streets shall be limited so that one 12-foot wide are at the center of the street will remain clear of water ; 3. Curb inlets shall be placed in a manner to ensure that the design storm flows are intercepted along street legs in advance of the curb returns. For intersection types of Collector to Local the curb inlets shall be placed along the local legs. For 202-0316 Drainage Report-Rev 1 Page-5 Creek Meadows -Section 4 , Phase Two Drainage Study -Revision No. I RME Consulting Engineers October 24, 2007 intersection types of Local to Local it is preferred that the curb inlets be located along two legs. METHODOLGY & CONCLUSIONS: The hydraulic analysis, for street drainage with straight crowns, and corresponding results were determined by using the following equation for triangular channels. Corresponding flows for the studied locations were extracted from the WINSTORM hydraulic program, for storm water modeling. This TxDOT program's typical use is for modeling gravity stormwater systems. The Winstorm data is summarized, for each system, under the Winstorm -Hydraulic Computations (reference "Attachment -Section 4" portion of the report). Flow Depth, Y ={QI (0.56 x z/n x s0·5)} 318 where, Y =depth of flow (ft); Q = gutter discharge (cubic feet per second); z =reciprocal of the crown slope (ft/ft); S =street or gutter slope (ft/ft); n =Manning's roughness coefficient (typically 0.12); Flow Velocity, V = 1.49/n x R 213 x S 112 where, V =velocity of flow (fps); R =hydraulic radius (cross-sectional area/wetted perimeter); S =street or gutter slope (ft/ft); n =Manning's roughness coefficient (typically 0.12); Street drainage depths, for the both the design storm and 100-year rainfall event, are summarized below in Table #1 -"Street Drainage Summary". 202-0316 Drainage Report-Rev 1 Page-6 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No . 1 TABLE#l STREET DRAINAGE SUMMARY RME Consulting Engineers October 24, 2007 10-YR 100-YR 10-YR 100-YR Gutter Flow Flow 10-YR 100-YR RunoffQ RunotfQ Slope Depth Depth Velocity Velocity Location (cfs) (cfs) (ft/ft) (ft) (ft) ffns) (fns) Carnes Ct. South -North side of street, west of intersection with Lowry Meadow Lane 9.429 12 .710 0 .01 0 .30 0 .34 4 .03 Carnes Ct. South -South side of street, west of intersection with Lowry Meadow Lane 3 .691 4 .976 0 .01 0 .21 0 .24 3.19 Cedar Creek Ct. -North side of street, west of intersection with Lowry Meadow Lane 2 .150 2.900 0.006 0 .19 0.21 2.30 Cedar Creek Ct. -South side of street, west of intersection with Lowry Meadow Lane 2 .150 2.900 0 .006 0 .19 0.21 2 .30 Lowry Meadow Lane -West side of street, north of Carnes Ct. N . and curb inlet 17 .900 24 .400 0 .015 0 .35 0 .40 5.51 Lowry Meadow Lane -East side of street, north of CarnesCt. N. and curb inlet 17 .900 24 .400 0 .015 0 .35 0.40 5 .51 Lowry Meadow Lane -West side of street, north of Cedar Creek Ct. and curb inlet 4 .3 72 5.922 0 .0125 0 .22 0.24 3.62 Lowry Meadow Lane -East side of street, north of Cedar Creek Ct. and curb inlet 6 .582 8.873 0 .0125 0 .25 0.28 4 .01 Cedar Creek Ct. -North side of street, west of intersection with Meadow Pass 9 .143 13 .579 0 .008 0 .31 0.36 3.68 Cedar Creek Ct. -South side of street, west of intersection with Meadow Pass 4 .372 4 .452 0 .008 0 .23 0 .24 3 .06 Meadow Pass -West side of stree, north of insersection with Cedar Creek Ct. 7.441 10 .072 0 .0075 0 .29 0 .32 3.41 Meadow Pass -East side of stree, north of insersection with Cedar Creek Ct. 3 .303 4 .452 0 .0075 0 .21 0.24 2 .79 Carnes Loop -North side of street, west of W. Flint Creek Dr. & curb inlets 13 .682 18 .443 0 .006 0.38 0 .42 3.66 Carnes Loop -South side of street, west of W. Flint Creek Dr. & curb inlets 5.815 7 .839 0 .006 0 .28 0 .31 2 .95 W. Flint Creek Dr. -North side of street, west ofN. Creek Meadow Blvd . @ curb inlets 4 .600 6.200 0 .006 0 .25 0 .28 2 .78 W. Flint Creek Dr. -South side of street, west ofN. Creek Meadow Blvd . @ curb inlets 1.127 1.519 0 .006 0 .15 0 .17 1.96 N. Creek Meadow Blvd. -West side of street, north of W. Flint Creek Dr. intersection 4 .600 6 .200 0 .0089 0 .23 0.26 3.23 N. Creek Meadow Blvd. -East side of street, north of W . Fl int Creek Dr. intersection 6 .320 8.520 0 .0089 0 .26 0.30 3.49 N. Creek Meadow Blvd. -West side of street, north of Section I B, Ph 2 @ & curb inlets 2.590 3 .492 0.0076 0 .19 0 .22 2.64 N . Creek Meadow Blvd. -East side of street, north of Section I B, Ph 2 @ & curb inlets 3.756 5 .063 0 .0076 0 .22 0 .25 2 .89 Street Drainage Notes: 1. Design calculations are with a n=0.12 and z=50 (traverse slope of2.00%); 2 . Flows for Cedar Creek Ct., west of Lowry Meadow Lane, were generated in the Drainage Study for Section lB, Phase One ; 3. Flows for Lowry Meadow Lane, north of Carnes Court N., is 50% of drainage area "AlO" for each side of the street and reduced by approximately 1/3 since the calculated flows are at post- development conditions of alJ upstream drainage area ; 4 . Flow for the north side of W. Flint Creek Dr. and the west side ofN. Creek Meadows Blvd are each 50% of drainage area "B2"; 5. N. Creek Meadows Blvd., this project 's only ColJector Street, can provide a 12 ' wide "clear zone" so long as the curb depth does not exceed 0.25'. This depth restriction is based on a 2.00% traverse slope; 202-0316 Drainage Report-Rev 1 Page -7 4 .35 3 .44 2 .48 2 .48 5.96 5 .96 3 .91 4 .3 2 4 .07 3 .08 3.68 3 .00 3 .94 3 .18 3.00 2 .11 3 .48 3 .77 2 .84 3.12 Creek Meadows -Section 4 , Phase Two Drainage Study -Revision No . l RME Consulting Engineers October 24, 2007 4.2 Storm Drain Inlets SYSTEM CRITERIA: 1. All curb inlets within this project are specified as recessed curb inlets with gutter depressions. Curb inlets that are located on streets with less than a 1 % longitudinal slope shall be analyzed as curb inlets at sumps; 2. At any developments scenario and analyzed rainfall event, up to the 100-year frequency , the ponding depth at the inlet shall not exceed 24"; METHODOLGY & CONCLUSIONS: The hydraulic analysis, for curb inlet sizing, and corresponding results were determined by using the following equation from the USDG, Table C-8 of Appendix C. Corresponding flows for the studied locations were extracted from the WINSTORM hydraulic program, for stormwater modeling. This TxDOT program's typical use is for modeling gravity stormwater systems. The Winstorm data is summarized, for each system, under the Winstorm -Hydraulic Computations (reference "Attachment -Section 4" portion of the report). Required Curb Length (on grade), L =Kc Q0•42s0.J(l/(nSe))0•6 where, Se= Sx + (a/W x Eo) L =calculated curb length requirement (ft); Se = Substitution for Sx which is the cross slope of the road (ft/ft); Kc= 0.6 (coefficient); S =street or gutter slope (ft/ft); a = gutter depression depth (ft); W =width of gutter depression (ft); Eo = ratio of frontal flow to total gutter flow (estimated at 0.50); Required Curb Length (at sag), L =QI (3.0*y1.s) where, L =calculated curb length requirement (ft); Q = gutter discharge (cubic feet per second); y =total depth of water or head on the inlet (ft); Curb inlet sizing, for the both the design storm and 100-year rainfall event, are summarized below in Table #2-"Curb Inlet Summary". 202-0316 Drainage Report-Rev 1 Page -8 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No. 1 TABLE#2 CURB INLET SUMMARY 10-YR 100-YR Drainage RunoffQ RunoffQ Location Area l.D. (cfs) (cfs) Carnes Ct. South -North side of street, west of intersection with Lowry Meadow Lane Al 9 .429 12 .710 Carnes Ct. South -South side of street, west of intersection with Lowry Meadow Lane A7 3.691 4.976 Lowry Meadow Lane -East side of street, north ofCarnesCt. N. and curb inlet A9 17 .900 24 .400 Lowry Meadow Lane -West side of street, north of Cedar Creek Ct. and curb inlet A6 4 .372 5 .922 Lowry Meadow Lane -East side of street, north of Cedar Creek Ct. and curb inlet AS 6 .582 8.873 Cedar Creek Ct. -North side of street, west of inte.rsection with Meadow Pass Al 9 .143 13.579 Cedar Creek Ct. -South side of street, west of intersection with Meadow Pass A2 4 .372 4.452 Meadow Pass -West side of street, north of insersection with Cedar Creek Ct. A4 7.441 10 .072 Meadow Pass -East side of stree, north of insersection with Cedar Creek Ct. A3 3.303 4.452 Carnes Loop -North side of street, west ofW. Flint Creek Dr. & curb inlets BJ 13 .682 18.443 Carnes Loop-South side of street, west ofW. Flint Creek Dr. & curb inlets 84 5.815 7.839 W. Flint Creek Dr. -North side of street, west of N . Creek Meadow Blvd. @curb in lets B2 4 .600 6 .200 W. Flint Creek Dr. -South side of street, west of N . Creek Meadow Blvd. @ curb inlets Bl 1.127 1.519 N . Creek Meadow Blvd. -West side of street, north ofW. Flint Creek Dr. intersection Cl 4 .600 6 .200 N . Creek Meadow Blvd . -East side of street, north ofW. Flint Creek Dr. intersection C2 6.320 8.520 N. Creek Meadow Blvd . -West side of street, north of Section IB, Ph 2@& curb inlets DI 2.590 3.492 N. Creek Meadow Blvd. -East side of street, north of Section IB, Ph 2 @ & curb inlets D2 3 .756 5.063 Curb Inlet Notes: Gutter Slope (ft/ft) 0 .01 0 .01 0.015 0 .0125 0.0125 0 .008 0 .008 0.0075 0 .0075 0 .006 0.006 0 .006 0 .006 0 .0089 0 .0089 0.0076 0 .0076 RME Consulting Engineers October 24, 2007 10-YR 100-YR Required Required Provide Length Length Length (ft) (ft) (ft) 8.89 11.98 15 3.48 4 .69 5 8.00 9 .12 10 4.19 4 .76 10 4.98 5 .64 5 8.62 12 .80 15 4.12 4 .20 5 7 .02 9 .50 10 3 .11 4 .20 5 12.90 17 .39 15 5.48 7.39 5 4 .34 5.85 10 1.06 1.43 5 4 .34 5 .85 5 5 .96 8.03 5 2 .44 3 .29 10 3.54 4 .77 10 l. Design calculations are with a standard gutter depression depth (a) of 0.33' and standard depression width (W) of2'; 2. Design calculations are with a n=0.12 and a standard cross-sectional slope of2.0% (0 .02 ft/ft); 3. Curb inlets analyzed at sags will utilized the depth (y) of6" unless otherwise noted; 4.3 Storm Drain Conduits SYSTEM CRITERIA: 1. Storm drainage systems are designed to convey the design storm and analyzed during the 100-year rainfall event. An gravity over-flow route, contained within the right-of- way or public drainage easement, has been provided so that conduits that are unable to convey the 100-year storm can "spill" over into these over-flow systems so that situations that are hazardous to live, property, or public infrastructure is prevented; 2. For the design storm the minimum flow velocity in a conveyance element shall not be less than 2.5 fps and not greater than 15.0 fps; 3. Roughness coefficients for storm sewer pipes were assigned at 0.012 for smooth-lined High Density Poly-Ethylene (HDPE) pipe and 0.013 for RCP; 202-0316 Drainage Report-Rev 1 Page -9 Creek Meadows -Section 4 , Phase Two Drainage Study -Revision No. l RME Consulting Engineers October 24, 2007 4. Junction boxes were provided at all changes in conduit size and grade or alignment changes. Where junction box spacing exceeded 300 feet for 54" diameter pipe, or smaller, and 500' for pipes exceeding 54" in diameter, additional manhole holes were provided to maintain the desired spacing; 5. Storm sewer conduits with a diameter of 18" through 24" were hydraulically analyzed with a 25% reduction in cross-sectional area to compensate for potential partial blockage ; 6. Conveyance elements were sized so that the design storm's hydraulic grade line would equal to or less than 12 " below the respective curb inlet curb elevation; TAIL WATER CONSIDERATIONS: Tailwater for the storm drainage system was set at a free-discharge condition equal to the outlet pipe soffit elevation unless the downstream receiving system's tailwater surcharged the pipe. In this case the tail water was set to equal that of the downstream system. For storm drainage systems that discharge into a primary system, with a size ratio of I: 100 , the 5-year tailwater was utilized for the design storm model of the drainage system (TW=310.30 '). For the analyzed 100-year event, modeled with the storm drainage system, the primary drainage basin's 25-year tailwater was utilized (TW=310 .87'). These tailwater elevations (TW) are the equivalent water surface elevations in Pond 1 for the described rainfall event. METHODOLGY & CONCLUSIONS: The hydraulic analysis , for strom drain conduits , and corresponding results were determined by using the WINSTORM hydraulic program, for stormwater modeling. This TxDOT program 's typical use is for modeling gravity stormwater systems . The Winstorm data is summarized, for each system, under the Winstorm -Hydraulic Computations (reference "Attachment -Section 4" portion of the report). Storm drain conveyance elements and system, for the design storm, are summarized below in Table #3 -"Storm Drainage Summary". 202-0316 Drainage Report-Rev 1 Page -10 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No. 1 TABLE#3 STORM DRAINAGE SUMMARY Pipe Size 10-YR US Node DS Node Diameter Velocity Capacity RunoffQ USHGL ID ID (in) (fps) (cfs) (cfs) (ft) RME Consulting Engineers October 24, 2007 US Top of Curb Diff Elev. (ft) (ft) SYSTEM "A" -SECTION 4 , PHASE ONE & TWO Al OUTI 2-36 6.00 122 .73 84.80 310.43 312.S6 2.13 A2 Al 2-36 S.69 126 .7S 80.43 310.9S 313.82 2.87 A3 A2 24 4.3S 1S .S2 10.09 311.13 314.S8 3.4S A4 A3 18 6 .86 11.38 7.44 311.67 314.58 2.91 JI A2 36 10.71 67 .22 71.19 312 .68 31S.18 2.SO J2 Jl 36 10 .71 67.43 71.19 314.20 316.61 2.41 AS J2 36 10.07 65.13 71.19 315.18 317.66 2.48 A6 AS 18 2.47 10.00 4.37 315 .23 317.66 2.43 J3 AS 36 8.99 72.79 63.56 315.87 318.79 2.92 J4 J3 36 9.29 72 .23 63 .56 316.45 319.63 3 .18 A7 J4 24 6.39 21.14 13.07 316.88 319.79 2.91 A8 A7 24 5.08 17.33 9.43 316.96 319.79 2 .83 A9 J4 36 9.71 71.76 S4.9S 317 .16 320.75 3.59 AIO A9 36 10.61 71.78 S3.82 317.99 322 .08 4.09 SYSTEM "B" -SECTION 4 , PHASE TWO Bl OUT2 36 8.01 50.66 40.96 313.53 317 .30 3.77 B2 Bl 18 7.19 11.46 9.20 314.36 317.30 2.94 JI Bl 30 7.92 34.38 31 .27 314.77 317.73 2 .96 B5 Jl 24 7.S9 23.76 12.10 315.52 319.75 4 .23 B3 Jl 24 7.68 21.23 19.42 315 .43 317.25 1.82 B4 B3 18 6.12 IO.SS S.82 315.54 317.2S 1.71 SYSTEM "C" -SECTION 4 , PHASE TWO Cl OUT3 30 6.81 31.42 21.02 312.7S 317.20 4.45 C2 Cl 30 6.78 31.77 19.9S 313.03 317.20 4 .17 C3 C2 30 6.68 31.42 18.3S 313.10 317 .20 4.10 SYSTEM "D" -SECTION 4 , PHASE TWO DI OUT4 30 6.11 38.49 2S.48 310.50 315 .17 4 .67 D2 Dl 30 6 .3S 38.63 22.99 310.54 315 .17 4.63 D3 D2 30 S.17 39.7S 19.2S 310.56 31 S.17 4.61 SYSTEM "A" -SECTION IA, PHASE ONE & TWO A28 JS 2-42 8.56 148.46 116.12 315.95 321.72 5 .77 J8 J9 2-48 8.00 199.40 116.12 313.90 319.18 S.28 J9 01 2-48 8.16 194.09 124.82 313.63 317.SS 4.22 A31 J9 30 8.0S 38.42 21.33 314.52 318.50 3.98 A32 A31 24 7.98 24.51 13.S3 314.SS 318.50 3 .65 A30 A31 18 6.63 11.38 6.32 3 lS.33 318.SO 3.17 Storm Drainage System Notes: 1. All storm sewer system outfaJJs are specified with velocity dissipaters at the headwall with addition rock rip-rap erosion control; 2 . The conveyance elements shown for System "A"-Section IA, Phase One & Two are only new items that have been added. Hydraulic impacts upstream are non-existent or negligible; 3. Pipe Run 34 (A28 to JS) is modeled as 2-42" pipes which is the hydraulic equivalent of l-48" and 1-36" pipe as illustrated on the Construction Drawings; 202-0316 Drainage Report-Rev 1 Page -11 Creek Meadows -Section 4 , Phase Two Drainage Study -Revision No. I 5.0 CERTIFICATION RME Consulting Engineers October 24, 2007 "This report for the drainage design of Creek Meadows -Section 4, Phase Two was prepared by me (or under my supervision) in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage improvements have been issued." 202-0316 Drainage Report-Rev 1 Page -12 Section 1.0 GENERAL INFORMATION CREEK MEADOWS: SECTION 4, PHASE TWO PAVING, DRAINAGE & UTILITY IMPROVEMENTS LOCATION MAP NOT TO SCALE APPROXIMATE SCALE 1000 0 E:L:E3 E3 1000FEET I llATIOllAL FLOOD lllSURAllCE PROGRAM FLOOD INSURANCE RATE MAP BRAZOS COUNTY, TEXAS AND INCORPORATED AREAS (BE& MAP INDEX FOR PANELS NOT PAINTED) 410013 020S 411195 D20S MAP NUMBER 48041C0205 D MAP REVISED : FEBRUARY 9, 2000 Federal Emergency Management Agency Th is Is an official copy of a portion of the above referenced nood map. It was extracted using F-MIT Version 1.0. This map does not renect changes or amendments which may have been made subsequent to the date on the Ullo block . Futher Information •!!!!!!!!i!!!!!!!!!!i!i!llM~----------1--_l_--::.:....-__.!:LJ_ _________ ~--...L---1 =~f~~t~~!!ifvt~~~surance Program ftood hazard maps ts available at PDF Cre1te 01te: 7/11/200e (cteated 1t 1c11t 1nd type A) Q ZONE X 0 0 f) l)CIU UI \..Gii Ul'I: l "IGUUllGI I IUVU lfl.)UIGlllt.C: I IUt;HU.-Ql \UUVJ IJ.K.l•UU'-V• APPROXIMATE SCALE 2000 0 E3 E3 E3 2000FEET I NATIONAL FLOOD INSURANCE PROGRAM FLOOD INSURANCE RA TE MAP BRAZ9S COUNTY, TEXAS AND INCORPORATED AREAS (SEE MAP INDEX FOR PANELS NOT PAINTED) !Mm ~ ill!!! 480013 ozoo 4111K OZOG Ntdu to Um: T\t MAP 1'UYIER ,..._ boltw •NaN M atC wh1t1 Jltclll1 • ., 011h11 : !lie COMMUNITY llUMIEA 111iaw1 Mott ~ollld N •Sid tn IM»f1t1ee lfpl codellt IN tbt sallitc1 -· MAP NUMBER 48041 C0200 C EFFECTIVE DATE: JULY 2, 1992 Federal Eme?JCncy Management Aaency Th is ls an official copy of a portion of tho above referenced nood map . It was extracted using F-MIT Version 1.0. This map does not reftact changes or amendments which may hava been made subsaquent to the date on the title block . Fulher lnlormaUon about National Flood Insurance Program flood hazard maps la available at www.lema . vlmlll\sd . PDF Cr11ts Oat•: 7111120015 (created at scaJe and type A) Section 2.0 WATERSHEDS & DRAINAGE AREAS ) r I Section 4.0 STORM DRAINAGE SYSTEM WinStorm (STORM DRAIN DESIGN) PROJECT NAME : 202 JOB NUMBER 316 PROJECT DESCRIPTION DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS: S4-Pl-System A 10 Years 100 Years ENGLISH stmOutput OUTPUT FOR DESIGN FREQUENCY of: 10 Years Version 3.05, Jan. 25, 2002 Run @ 9/27/2007 9:22:19 AM =========================================== Runoff Computation for Design Frequency. ============================================================================= ID C Value A-1 0.63 A-2 0.75 A-3 0.75 A-4 0.63 A-5 0.63 -6 0.6 0.75 0.6 A-9 0.75 A-10 0.58 Area (acre) 1. 39 0.51 0.51 1. 69 1. 21 1. 07 0.57 1. 82 0.30 15.91 Tc (min) 10.00 10.00' 10.00 15.91 10.00 16.75 10.00 10.00 10.00 22.44 On Grade Inlet Configuration Data Tc Used (min) 10.00 10.00 10.00 15.91 10.00 16.75 10.00 10.00 10.00 22.44 Intensity (in/hr) 8.63 8.63 8.63 6.99 8. 63 6.81 8.63 8.63 8.63 5.83 Supply Q (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total Q (cfs) 7.561 3.303 3.303 7.441 6.582 4.372 3.691 9.429 1. 943 53.817 =============================================================================== Inlet ID Inlet Type Inlet Slopes Length Long Trans (ft) ( % ) ( % ) Gutter n Depr. (ft) Grate Width Type (ft) Pond Width Allowed (ft) Critic Elev. (ft) ------------------------------------------------------------------------------- A-2 Curb 5.00 0.80 2.00 0.014 0.83 n/a n/a 12.00 313.32 A-3 Curb 5.00 0.75 2.00 0.014 0.83 n/a n/a 12.00 314.08 A-4 Curb 10.00 0.75 2.00 0.014 0.83 n/a n/a 12.00 314.08 A-5 Curb 5.00 1. 24 2.00 0.014 0.83 n/a n/a 12.00 317.16 A-6 Curb 10.00 1. 24 2.00 0.014 0.83 n/a n/a 12.00 317.16 A-9 Curb 10.00 1. 50 2.00 0.014 0.83 n/a n/a 12.00 320.25 On Grade Inlets Conmputation Data. ================================================================================= Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded Page 1 stmOutput ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft) -------------------------------------------------------------------------------- A-2 Curb 3.303 3 .252 2 .000 0 .051 A-1 5 .54 5.00 11. 20 A-3 Curb 3 .303 3.265 2.000 0.037 A-1 5 .45 5.00 11. 30 A-4 Curb 7.441 7 .441 2 .000 0 .000 A-1 8 .50 10.00 15.35 A-5 Curb 6 .582 5.089 2.000 1. 494 A-1 8 .91 5.00 13 .35 A-6 Curb 4.372 4.372 1 .000 0 .000 A-2 7.16 10.00 11.45 A-9 Curb 1.943 1. 943 2 .000 0.000 A-5 5.03 10.00 8.15 --------------------------------------------------------------------------------- Sag Inlets Configuration Data. ================================================================================== Inlet Inlet Length/ Grate ID Type Perim. Area A-1 A-7 A-8 (ft ) (sf) Curb 15 .00 Curb 5.00 Curb 15 .00 n/a n/a n/a Sag Inlets Computation Data. Left-Slope Long Trans ( % ) ( % ) 0 .80 2.00 1.00 2 .00 1.00 2 .00 Right-Slope Long Trans ( % ) ( % ) Gutter n DeprW (ft ) 0 .80 0.60 0.60 2.00 0.0 14 2 .00 0.014 2.00 0.014 2.00 2.00 2 .00 Depth Allowed (ft) 0.50 0.50 0.50 Critic Elev . (ft) 312.06 319.29 319.29 ================================================================================ Inlet Inlet ID Type R-1 A-7 A-8 Curb Curb Curb Length Grate Perim Area (ft) (ft) (sf) 15.00 5.00 15.00 n/a n/a n/a n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 9 .143 3 .691 9.429 15.125 6.993 15.125 Cumulative Junction Discharge Computations Total Head (ft) 0.357 0.327 0.365 Ponded Width Left Right (ft) (ft) 12 .65 8.60 12.25 12 .65 9 .50 13.50 ================================================================================= Node Node Weighted Cumulat . Cumulat. Intens . Us er Additional Total I. D . Type C-Value Dr.Area Tc Sup ply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- A-1 Curb 0 .604 24.98 23.96 5 .62 0.000 0.00 84.801 A-2 Curb 0 .602 23.59 23.66 5 .66 0.000 0 .00 80.434 A-3 Curb 0.658 2.20 15 .99 6.97 0 .000 0.00 10.088 A-4 Curb 0 .630 1. 69 15 .91 6.99 0 .000 0.00 7.441 A-5 Curb 0.593 20 .88 23.01 5.75 0.000 0.00 71.190 A-6 Curb 0.600 1. 07 16 .75 6.81 0 .000 0.00 4.372 A-7 Curb 0.636 2.39 10.10 8 .60 0.000 0.00 13 .066 A-8 Curb 0 .600 1. 82 10 .00 8 .63 0 .000 0.00 9.429 A-9 Curb 0 .583 16.21 22.57 5.81 0 .000 0.00 54.947 A-10 JnctBx 0.580 15.91 22.44 5 .83 0.000 0.00 53.817 Jl JnctBx 0.593 20.88 23.01 5 .75 0 .000 0 .00 71. 190 J2 JnctBx 0.593 20 .88 23 .01 5.75 0.000 0.00 71.190 Page 2 stmOutput J3 JnctBx 0.590 18.60 22 .72 5.79 0.000 0 .00 63.560 JnctBx 0.590 18.60 22.72 5.79 0.000 0 .00 63 .560 OTl JnctBx 0.604 24.98 23.96 5 .6 2 0.000 0.00 84.801 --------------------------------------------------------------------------------- Conveyance Configuration Data ================================================================================== Run# Node I. D. Flow line Elev. us OS us DS Shape # Span Rise Length Slope n value (ft) (ft) (ft) (ft) (ft) ( % ) ---------------------------------------------------------------------------------- 1 A-1 OUTl 307.28 307.00 Circ 2 0.00 3.00 38.83 0.72 0.012 2 A-2 A-1 308 .57 307.28 Circ 2 0.00 3.00 167.73 0.77 0.012 3 A-3 A-2 309.95 309 .57 Circ 1 0 .00 2.00 94.74 0 .40 0.012 4 A-4 A-3 310.79 310.45 Circ 1 0.00 1. 50 34.00 1. 00 0.012 5 Jl A-2 310 .0 1 308 .57 Circ 1 0.00 3.00 166.46 0 .87 0.012 6 J2 Jl 311.55 310.01 Circ 1 0.00 3.00 176.87 0.87 0.012 7 A-5 J2 312 .18 311. 55 Circ 1 0.00 3.00 77.57 0.81 0.012 8 A-6 A-5 313.95 313.68 Circ 1 0.00 1. 50 35.00 0.77 0.012 9 J3 A-5 313.09 312.18 Circ 1 0.00 3.00 89.7 1 1. 01 0.012 10 J4 J3 314 .21 313.09 Circ 1 0 .00 3.00 112.13 1. 00 0.012 11 A-7 J4 315 .74 315.21 Circ 1 0 .00 2.00 71. 25 0.74 0 .012 12 A-8 A-7 315 .9 1 315.74 Circ 1 0 .00 2.00 34.00 0 .50 0.012 13 A-9 J4 315.14 314 .21 Circ 1 0.00 3 .00 94.32 0 .99 0.012 14 A-10 A-9 316.03 315.14 Circ 1 0.00 3 .0 0 90.21 0.99 0.012 Conveyance Hydraulic Computations . Tail water = 310.300 (ft) ================================================================================== Hydraulic Gradeline Depth Velocity June Run# us Elev OS Elev Fr.Slope Unif. Actual Unif . Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) ( f/s) (cfs) (cfs) (ft) ---------------------------------------------------------------------------------- 1* 310.43 310.30 0.344 1. 83 3.00 9.40 6.00 84.80 122.73 0.000 2* 310.95 310.43 0.310 1. 73 3.00 9.50 5.69 80.43 126.75 0.000 3 311.13 310.95 0.169 1.17 1. 38 5.27 4.35 10.09 15 .52 0.000 4* 311.67 311.33 0.427 0.88 0.88 6.86 6.86 7.44 11. 38 0.000 5* 312.68 311.24 0.970 2 .67 2 .67 10.71 10 .71 71.19 67 .22 0.000 6* 314.20 312.68 0.970 2.63 2.67 10 .85 10 .71 71.19 67.43 0.000 7 315.18 314.22 0.970 3.00 3.00 10 .07 10.07 71.19 65.13 0.000 8* 315.23 315.18 0.148 0.69 1. 50 5.46 2.47 4 .37 10 .00 0 .000 9* 315.87 315.18 0.774 2.17 3.00 11. 62 8.99 63.56 72.79 0.000 10* 316.45 315.87 0.774 2 .18 2.78 11.55 9.29 63.56 72.23 0.000 11* 316.88 316.45 0.284 1.14 1. 24 7.06 6.39 13.07 21 .14 0.000 12* 316.96 316.88 0.148 1. 05 1.14 5 .66 5.08 9.43 17.33 0.000 13* 317.16 316.45 0.578 1. 97 2 .24 11.17 9.71 54.95 71.76 0.000 14* 317 .99 317.16 0.555 1. 93 2.02 11.17 10 .61 53.82 71.78 0.000 ================================================================================== Page 3 stmOutput OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Runoff Computation for Analysis Frequency. ============================================================================= ID C Value A-1 0.63 A-2 0.75 A-3 0.75 A-4 0.63 A-5 0.63 A-6 0.6 A-7 0.75 A-8 0.6 A-9 0.75 A-10 0.58 Area (acre) 1. 39 0.51 0.51 1. 69 1. 21 1. 07 0.57 1. 82 0.30 15.91 Tc (min) 10.00 10.00 10.00 15.91 10.00 16.75 10.00 10.00 10.00 22.44 On Grade Inlet Configuration Data Tc Used (min) 10.00 10.00 10.00 15.91 10.00 16.75 10.00 10.00 10.00 22.44 Intensity (in/hr) 11. 64 11.64 11. 64 9.46 11.64 9.22 11.64 11.64 11. 64 7.93 Supply Q (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0 .000 0.000 0.000 0.000 Total Q (cfs) 10.192 4.452 4.452 10.072 8.873 5.922 4.976 12.710 2.619 73.191 =============================================================================== Inlet Type Inlet Slopes Length Long Trans (ft) (%) ( % ) Gutter n Depr. (ft) Grate Width Type (ft) Pond Width Allowed (ft) Critic Elev. (ft) ------------------------------------------------------------------------------- A-2 Curb 5.00 0.80 2 .00 0.014 0.83 n/a n/a 12.00 313.32 A-3 Curb 5.00 0.75 2.00 0.014 0.83 n/a n/a 12.00 314.08 A-4 Curb 10.00 0.75 2.00 0.014 0.83 n/a n/a 12.00 314.08 A-5 Curb 5.00 1. 24 2.00 0.014 0.83 n/a n/a 12.00 317.16 A-6 Curb 10.00 1. 24 2.00 0.014 0.83 n/a n/a 12.00 317.16 A-9 Curb 10.00 1. 50 2.00 0.014 0.83 n/a n/a 12.00 320.25 On Grade Inlets Conmputation Data. ================================================================================= Inlet ID Inlet Type Total Q (cfs) Intercept Capacity (cfs) Q Bypass Allow Actual (cfs) (cfs) To Inlet Required ID Length (ft) Actual Length (ft) Ponded Width (ft) --------------------------------------------------------------------------------- A-2 Curb 4.452 4.138 2 .000 0.314 A-1 6.49 5.00 12.50 A-3 Curb 4.452 4.167 2.000 0.285 A-1 6.39 5.00 12 .65 A-4 Curb 10.072 10.068 2.000 0.005 A-1 10.15 10.00 17.20 A-5 Curb 8.873 6.089 2.000 2.784 A-1 10.53 5.00 14.95 A-6 Curb 5.922 5.922 1. 000 0.000 A-2 8.41 10.00 12.85 A-9 Curb 2.619 2.619 2.000 0.000 A-5 5 .8 1 10.00 9.10 --------------------------------------------------------------------------------- Page 4 stmOutput g Inlets Configuration Data. -================================================================================ Inlet ID Inlet Length/ Grate Type Perim. Area (ft) (sf) Left-Slope Long Trans ( % ) ( % ) Right-Slope Long Trans ( % ) (%) Gutter n DeprW (ft) Depth Allowed (ft) Critic Elev. (ft) ---------------------------------------------------------------------------------- A-1 Curb 15.00 n/a 0.80 2.00 0.80 2.00 0.014 2 .00 0.50 312.06 A-7 Curb 5.00 n/a 1. 00 2.00 0.60 2.00 0.014 2.00 0.50 319.29 A-8 Curb 15.00 n/a 1. 00 2.00 0.60 2.00 0.014 2 .00 0.50 319.29 Sag Inlets Computation Data. ================================================================================ Inlet Inlet ID Type A-1 A-7 A-8 Curb Curb Curb Length Grate Perim Area (ft) (ft) (sf) 15.00 5.00 15.00 n/a n/a n/a n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 13.579 4 .976 12.710 15.125 6.993 15.125 Cumulative Junction Discharge Computations Total Head (ft) 0.465 0.398 0.445 Ponded Width Left Right (ft) (ft) 14.65 9.65 13.70 14.65 10.60 15.10 ================================================================================= Node I. D. A-1 A-2 A-3 A-4 A-5 A-6 A-7 A-8 A-9 A-10 Jl J2 J3 J4 OUTl Node Type Curb Curb Curb Curb Curb Curb Curb Curb Curb JnctBx JnctBx JnctBx JnctBx JnctBx JnctBx Weighted C-Value 0.604 0.602 0.658 0.630 0.593 0.600 0.636 0.600 0.583 0.580 0.593 0.593 0.590 0.590 0.604 Cumulat. Cumulat. Intens. Dr.Area Tc (acres) (min) (in/hr) 24.98 23.77 7.69 23.59 23.49 7.74 2.20 15.99 9.44 1. 69 15.91 9.46 20.88 22.98 7.83 1. 07 16.75 9.22 2.39 10.09 11.59 1. 82 10.00 11. 64 16.21 22.57 7.91 15.91 22.44 7.93 20 .88 22.98 7.83 20.88 22 .98 7.83 18.60 22.71 7.88 18.60 22.71 7.88 24.98 23.77 7.69 User Supply Q cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Addit i onal Q in Node (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Disch. (cfs) 115.947 109.914 13.658 10.072 96.910 5.922 17.618 12.710 74.741 73.191 96.910 96.910 86.475 86.475 115.947 --------------------------------------------------------------------------------- Conveyance Configuration Data ================================================================================== Run# Node I. D. Flow line Elev. us DS us OS Shape # Span Rise Length Slope n value Page 5 stmOutput (ft) (ft) (ft) (ft) (ft) ( % ) -------------------------------------------------------------------------------- A-1 OUTl 307.28 307.00 Circ 2 0.00 3.00 38.83 0.72 0.012 2 A-2 A-1 308.57 307.28 Circ 2 0.00 3.00 167.73 0.77 0.012 3 A-3 A-2 309.95 309.57 Circ 1 0.00 2.00 94.74 0.40 0.012 4 A-4 A-3 310.79 310.45 Circ 1 0.00 1. 50 34.00 1. 00 0.012 5 Jl A-2 310.01 308.57 Circ 1 0.00 3.00 166.46 0.87 0.012 6 J2 Jl 311. 55 310.01 Circ 1 0.00 3.00 176.87 0.87 0.012 7 A-5 J2 312.18 311.55 Circ 1 0.00 3.00 77.57 0.81 0.012 8 A-6 A-5 313.95 313.68 Circ 1 0.00 1. 50 35.00 0.77 0.012 9 J3 A-5 313.09 312.18 Circ 1 0.00 3.00 89.7 1 1. 01 0.012 10 J4 J3 314.21 313.09 Circ 1 0.00 3.00 112.13 1. 00 0.012 11 A-7 J4 315.74 315.21 Circ 1 0.00 2.00 71. 25 0.74 0.012 12 A-8 A-7 315.91 315.74 Circ 1 0.00 2.00 34.00 0.50 0.012 13 A-9 J4 315.14 314.21 Circ 1 0.00 3.00 94.32 0.99 0.012 14 A-10 A-9 316.03 315.14 Circ 1 0.00 3.00 90.21 0.99 0.012 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tailwater = 310.870 (ft) ================================================================================== Hydraulic Gradeline Depth Run# US Elev DS Elev Fr.S lo pe Unif. Actual (ft) (ft) (%) (ft) (ft) 1* 311.12 310.87 0.644 2.32 3.00 312.09 311.12 0.578 2.16 3.00 312.38 312.09 0.311 1. 47 2.00 312.65 312.38 0.783 1.10 1. 50 5 315.08 312.09 1. 798 3.00 3.00 6 318.26 315.08 1.798 3.00 3.00 7 319.66 318.26 1.798 3.00 3.00 8* 319.75 319.66 0.271 0.83 1. 50 9 320.94 319.66 1.432 3.00 3.00 10 322.55 320.94 1. 432 3.00 3.00 11* 322 .92 322.55 0.517 1. 39 2.00 12* 323.01 322.92 0.269 1. 28 2.00 13* 323.56 322.55 1. 070 2.58 3.00 14* 324.48 323.56 1.026 2.53 3.00 Velocity Unif. Actual (f/s) (f/s) 9.88 8.20 10.11 7.77 5.52 4.35 7.24 5.70 13.71 13.71 13.71 13.71 13.71 13.71 5.88 3.35 12.23 12.23 12 .23 12.23 7.56 5.61 5.98 4.05 11.56 10.57 11. 50 10.35 Q (cfs) 115.95 109.91 13.66 10.07 96.91 96.91 96.91 5.92 86.47 86.47 17. 62 12.71 74.74 73.19 Cap (cfs) 122.73 126.75 15.52 11. 38 67 .22 67.43 65.13 10.00 72.79 72.23 21.14 17.33 71.76 71. 78 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 0.000 0.000 ===================================END============================================ * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years capacity of grade inlet exceeded at inlet Id= A-2 capacity of grade inlet exceeded at inlet Id= A-3 Computed ponded width exceeds allowable width at inlet Id= A-4 Page 6 stmOutput Capacity of grade inlet exceeded at inlet Id= A-5 mputed ponded width exceeds allowable width at inlet Id= A-5 otal flow is <= then allowable carryover flow at inlet Id= A-9 A minimum drain size was assigned to this inlet. Computed right ponded width exceeds allowable width at inlet Id= A-1 Computed left ponded width exceeds allowable width at inlet Id= A-1 Computed right ponded width exceeds allowable width at inlet Id= A-8 Computed left ponded width exceeds allowable width at inlet Id= A-8 Discharge decreased downstream node Id= J3 Previous intensity used . Discharge decreased downstream node Id= J2 Previous intensity used. Discharge decreased downstream node Id= Jl Previous intensity used. Run# 5 Insufficient capacity. Run# 6 Insufficient capacity. Run# 7 Insufficient capacity. Runoff Frequency of: 100 Years Capacity of grade inlet exceeded at inlet Id= A-2 Computed ponded width exceeds allowable width at inlet Id= A-2 Capacity of grade inlet exceeded at inlet Id= A-3 Computed ponded width exceeds allowable width at inlet Id= A-3 Capacity of grade inlet exceeded at inlet Id= A-4 Computed ponded width exceeds allowable width at inlet Id= A-4 Capacity of grade inlet exceeded at inlet Id= A-5 Computed ponded width exceeds allowable width at inlet Id= A-5 Computed ponded width exceeds allowable width at inlet Id= A-6 Computed right ponded width exceeds allowable width at inlet Id= A-1 Computed left ponded width exceeds allowable width at inlet Id= A-1 mputed right ponded width exceeds allowable width at inlet Id= A-8 omputed left ponded width exceeds allowable width at inlet Id= A-8 Discharge decreased downstream node Id= J3 Previous intensity used. Discharge decreased downstream node Id= J2 Previous intensity used. Discharge decreased downstream node Id= Jl Previous intensity used. Run# 5 Insufficient capacity. Run# 6 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= J2 Run# 7 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= A-5 Upstream hydraulic gradeline exceeds critical elevation at node Id= A-6 Run# 9 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= J3 Run# 10 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= J4 Upstream hydraulic gradeline exceeds critical elevation at node Id= A-7 Upstream hydraulic gradeline exceeds critical elevation at node Id= A-8 Run# 13 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= A-9 Run# 14 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= A-10 Page 7 WinStorm (STORM DRAIN DESIGN) PROJECT NAME : 202 JOB NUMBER 316 PROJECT DESCRIPTION DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS : S4-P2-System B 10 Years 100 Years ENGLISH stmOutput OUTPUT FOR DESIGN FREQUENCY of : 10 Years =========================================== Runoff Computation for Design Frequency . Version 3 .05 , Jan . 25, 2002 Run @ 9/27/2007 9:22 :48 AM ============================================================================= ID C Value Area (acre) Tc (min) Tc Used (min) Intensity (in/hr) Supply Q (cfs) Total Q (cfs) B-1 0.75 0.17 10.00 10.00 8.63 0 .000 1 .127 B-2 0.6 1. 78 10.00 10.00 8.63 0.000 9.196 B-3 0.6 2 .64 10.00 10 .00 8.63 0.000 13.682 B-4 0.75 0.90 10.00 10.00 8.63 0.000 5.815 B-5 0.63 2.22 10 .00 10 .00 8 .63 0.0 00 12.098 Sag Inlets Configuration Data. ================================================================================== Inlet Inlet Length/ Grate ID Type Perim. Area B-1 B-2 B-3 B-4 (ft) (sf) Curb 5 .00 Curb 10.00 Curb 15.00 Curb 10 .00 n/a n/a n/a n/a Left-Slope Long Trans ( % ) ( % ) 0 .61 2 .00 0 .60 2 .00 0.58 2.00 0.58 2.00 Right-Slope Long Trans Gutter n DeprW (ft) ( % ) ( % ) 1. 64 1. 24 0.75 0.75 2.00 0.014 2 .00 0.014 2 .00 0.014 2.00 0 .014 2.00 2.00 2.00 1. 50 Depth Allowed (ft) 0.50 0.50 0.50 0.50 Critic Elev . (ft) 316.80 316.80 316 .72 316.72 ---------------------------------------------------------------------------------- Sag Inlets Computation Data. ================================================================================ Inlet ID Inlet Type Length (ft) Grate Perim Area (ft) (sf) Total Q Inlet Capacity (cfs) (cfs) Total Head (ft) Ponded Width Left Right (ft) (ft) -------------------------------------------------------------------------------- B-1 B-2 B-3 B-4 Curb Curb Curb Curb 5 .00 1 0.00 15 .00 10 .00 n/a n /a n/a n/a n/a n/a n/a n/a 1.127 9.196 13.682 5.815 Page 1 6 .993 11.059 15 .125 10.327 0.148 0.442 0.468 0 .341 6 .05 13.35 15 .60 11. 35 5 .05 11. 65 14.90 10 .80 stmOutput mulative Junction Discharge Computations ======================================================================= ========== Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I. D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- B-1 Curb 0.630 7.71 10.57 8 .44 0.000 0 .00 40 .964 B-2 Curb 0.600 1. 78 10 .00 8.63 0.000 0.00 9.196 B-3 Curb 0.638 3.54 10.09 8.60 0.000 0.00 19.422 B-4 Curb 0.750 0.90 10 .00 8.63 0.000 0.00 5 .815 B-5 JnctBx 0.630 2.22 10 .00 8.63 0.000 0.00 12.098 Jl JnctBx 0.635 5 .76 10 .25 8.55 0.000 0.00 31.274 OUT2 JnctBx 0.630 7.71 10.57 8.44 0.000 0.00 40.964 Conveyance Configuration Data ================================================================================== Run# 1 2 6 Node I.D . US OS B-1 OUT2 B-2 B-1 Jl B-1 B-5 Jl B-3 Jl B-4 B-3 Flowline Elev. US OS (ft) (ft) 311.49 311. 25 313.34 312.99 312.89 311 .99 314 .50 313.39 313.93 313.39 314.28 313 .93 Shape # Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Span (ft) 0.00 0.00 0.00 0.00 0.00 0.00 Rise (ft) 3 .00 1. 50 2 .50 2 .00 2 .00 1. 50 Length (ft) 48.83 34.50 150.42 100.63 72.01 34.50 Conveyance Hydraulic Computations . Tailwater = 310.300 (ft) Slope ( % ) 0.49 1. 01 0.60 1.10 0.75 1. 01 n value 0.012 0.012 0.012 0 .013 0.012 0.013 ================================================================================== Hydraulic Gradeline Depth Run# US Elev OS Elev Fr.Slope Unif. Actual (ft) (ft) (%) (ft) (ft) Velocity Unif. Actual (f/s) (f/s) Q (cfs) Cap (cfs) June Loss (ft) ---------------------------------------------------------------------------------- 1* 313. 53 313.29 0.321 2.04 2 .04 8 .01 8.01 40.96 50.66 0.000 2* 314 .36 314.01 0.653 1. 02 1. 02 7 .19 7.19 9.20 11 .46 0.000 3* 314.77 313.87 0.495 1. 88 1. 88 7 .92 7.92 31 .27 34.38 0.000 4* 315 .52 314 .77 0.286 1. 01 1. 38 7.59 5.25 12 .10 23 .76 0 .000 5* 315.43 314.89 0.628 1. 50 1. 50 7.68 7.68 19 .42 21. 23 0.000 6* 315 .54 315.43 0.306 0.79 1. 50 6.12 3 .29 5.82 10.58 0.000 ================================================================================== OUTPUT FOR ANALYSYS FREQUENCY of: 100 Ye a rs ============================================= Page 2 stmOutput anoff Computation for Analysis Frequency. ============================================================================= ID C Value Area (acre) Tc (min) Tc Used (min) Intensity (in/hr) Supply Q (cfs) Total Q (cfs) B-1 0.75 0.17 10.00 10.00 11. 64 0.000 1.519 B-2 0.6 1. 78 10.00 10.00 11. 64 0.000 12.396 B-3 0.6 2 .64 10.00 10.00 11. 64 0.000 18.443 B-4 0.75 0.90 10.00 10.00 11. 64 0.000 7.839 B-5 0.63 2.22 10.00 10.00 11. 64 0.000 16.308 Sag Inlets Configuration Data. ================================================================================== Inlet ID Inlet Length/ Grate Type Perim. Area (ft) (sf) Left-Slope Long Trans ( % ) ( % ) Right-Slope Long Trans ( % ) ( % ) Gutter n DeprW (ft) Depth Allowed (ft) Critic Elev. (ft) ---------------------------------------------------------------------------------- B-1 Curb 5.00 n/a 0.61 2.00 1. 64 2.00 0.014 2.00 0.50 316.80 B-2 Curb 10.00 n/a 0.60 2.00 1. 24 2.00 0.014 2 .00 0.50 316.80 B-3 Curb 15 .00 n/a 0.58 2.00 0.75 2.00 0.014 2.00 0.50 316.72 B-4 Curb 10.00 n/a 0.58 2.00 0.75 2.00 0.014 1. 50 0.50 316.72 Inlets Computation Data. ================================================================================ Inlet Inlet ID Type B-1 B-2 B-3 B-4 Curb Curb Curb Curb Length Grate Perim Area (ft) (ft) (sf) 5.00 10.00 15.00 10.00 n/a n/a n/a n/a n/a n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 1. 519 12.396 18.443 7.839 6.993 11.059 15.125 10.327 Total Head (ft) 0.181 0.540 0.571 0.416 Ponded Width Left Right (ft) (ft) 6.80 14.95 17.45 12.65 5.65 13.05 16.65 12.05 -------------------------------------------------------------------------------- Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- B-1 Cu rb 0.630 7.71 10.52 11. 40 0.000 0.00 55.335 B-2 Curb 0.600 1. 78 10.00 11. 64 0.000 0.00 12.396 B-3 Curb 0.638 3.54 10.09 11.60 0.000 0.00 26.189 B-4 Curb 0.750 0.90 10.00 11.64 0.000 0.00 7.839 B-5 JnctBx 0.630 2.22 10.00 11.64 0.000 0.00 16.308 Jl JnctBx 0.635 5.76 10.23 11. 53 0.000 0.00 42.195 Page 3 stmOutput OUT2 JnctBx 0.630 7.71 10.52 11. 40 0.000 0.00 55.335 Conveyance Configuration Data ================================================================================== Run# Node I.D. Flowline Elev. us DS us DS Shape # Span Rise Length Slope n value (ft) (ft) (ft) (ft) (ft) ( % ) ---------------------------------------------------------------------------------- 1 B-1 OUT2 311.49 311.25 Circ 1 0.00 3.00 48.83 0.49 0.012 2 B-2 B-1 313.34 312.99 Circ 1 0.00 1. 50 34.50 1. 01 0.012 3 Jl B-1 312.89 311.99 Circ 1 0.00 2.50 150.42 0.60 0.012 4 B-5 Jl 314.50 313.39 Circ 1 0.00 2.00 100.63 1.10 0.013 5 B-3 Jl 313.93 313.39 Circ 1 0.00 2.00 72.01 0.75 0.012 6 B-4 B-3 314.28 313.93 Circ 1 0.00 1. 50 34.50 1. 01 0.013 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tailwater = 310.870 (ft) ================================================================================== Hydraulic Gradeline Depth Run# US Elev DS Elev Fr.Slope Unif. Actual (ft) (ft) (%) (ft) (ft) 1 314.54 314.25 0.586 3.00 3 .00 314.95 314.54 1.186 1. 50 1. 50 315.89 314.54 0.901 2.50 2.50 316.42 315.89 0.520 1. 22 2.00 5 316.71 315.89 1.142 2.00 2.00 6* 316.91 316.71 0.557 0.96 1. 50 Velocity Unif. Actual (f/s) (f/s) 7.83 7.83 7.01 7.01 8.60 8.60 8.13 5.19 8.34 8.34 6.56 4.44 Q (cfs) 55.34 12.40 42.19 16.31 26.19 7.84 Cap (cfs) 50.66 11. 46 34.38 23.76 21. 23 10.58 June Loss (ft) 0.000 0.000 0.000 0.000 0.000 0.000 ===================================E ND============================================ * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Computed left ponded width exceeds allowable width at inlet Id= B-2 Computed right ponded width exceeds allowable width at inlet Id= B-3 Computed left ponded width exceeds allowable width at inlet Id= B-3 Tailwater set to uniform depth elevation= 313.29(ft) Runoff Frequency of: 100 Years Computed right ponded width exceeds allowable width at inlet Id= B-2 Computed left ponded width exceeds allowable width at inl et Id= B-2 Capacity of sag inlet exceeded at inlet Id= B-2 Computed right ponded width exceeds allowable width at inlet Id= B-3 Computed left ponded width exceeds allowable width at inlet Id= B-3 Page 4 stmOutput Capacity of sag inlet exceeded at inlet Id= B-3 mputed right ponded width exceeds allowable width at inlet Id= B-4 omputed left ponded width exceeds allowable width at inlet Id= B-4 Tailwater set to uniform depth elevation= 314.25(ft) Run# 1 Insufficient capacity. Run# 2 Insufficient capacity. Run# 3 Insufficient capacity. Run# 5 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= B-4 Page 5 stmOutput WinStorm (STORM DRAIN DESIGN) PROJECT NAME : 202 JOB NUMBER 0286 PROJECT DESCRIPTION : Section lA, System A DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS: 10 Years 100 Years ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 10 Years =========================================== Runoff Computation for Design Frequency. Version 3.05, Jan. 25, 200 2 Run @ 9/27/2007 9:24:01 AM ============================================================================= ID A-1 A-2 A-3 A-5 A-6 A-17 A-8 A-9 A-10 A-11 A-7 A-12 A-13 C Value 0.55 0.55 0.55 0.55 0.55 0.755 0.96 0.55 0.503 0.96 0.35 0.55 0.55 0.35 0.35 0.55 0.55 0.35 0.35 0.55 0.55 0.55 0.55 0.653 0.96 0.55 0.755 0.96 0.55 0.55 Area (acre) 0.83 0.69 0.69 1. 39 1. 39 0.17 0.08 0.08 0.46 0.12 0.35 0.83 0.83 1. 84 1. 84 0.94 0.94 0.59 0.59 0.24 0.24 0.63 0.63 0.75 0.19 0.56 0.16 0.08 0.08 0.78 Tc (min) 13.97 13.53 Single 12.41 Single 5.89 Tc Used (min) 13.97 13.53 family 12.41 family 10.00 Pavement Single family 9.46 10.00 Pavement Undeveloped 9.80 10.00 Single family 24.15 24.15 Undeveloped 18.64 18.64 Single family 12.54 12.54 Undeveloped 9.38 10.00 Single family 15.95 15.95 Single family 14.84 14.84 Pavement Single family 6.72 10.00 Pavement Single family 12.32 12.32 Intensity (in/hr) 7.44 7.56 7.86 8.63 8.63 8.63 5.60 6.45 7.83 8.63 6.98 7.23 8.63 7.89 Page 1 Supply Q (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total Q (cfs ) 3.398 2.868 6.012 1.095 1.996 3.942 3.605 3.332 1. 616 1.140 2.418 3.539 1.043 3.385 stmOutput 0.55 0.78 Single family 14 0.55 0.49 11. 20 11. 20 8.23 0.000 2.218 0.55 0.49 Single family A-15 0.282 28.24 46.73 46. 73 3.75 0.000 29.829 0.55 5.29 Single family 0.22 22.95 Undeveloped A-19 0.55 1. 33 12.49 12.49 7.84 0.000 5.736 0.55 1. 33 Single family A-20 0.263 9.83 31. 96 31. 96 4.75 0.000 12.285 0.55 1.28 Single family 0.22 8.55 Undeveloped A-21 0.96 0.48 2.00 10.00 8.63 0.000 3.979 0.96 0.48 Pavement A-18 0.703 0.69 16.45 16.45 6.87 0.000 3.332 0.82 0.39 Concrete 0.55 0.30 Single Family A-22 0.755 0.69 7.72 10.00 8.63 0.000 4.498 0.96 0.35 Pavement 0.55 0.35 Single family A-23 0.65 0.34 10.00 10.00 8.63 0.000 1. 908 0.65 0.34 Multi family A-24 0.687 0.15 7.33 10.00 8.63 0.000 0.889 0.96 0.05 Pavement 0.55 0.10 Single family A-25 0.755 0. 43 1. 39 10.00 8.63 0.000 2.803 0.96 0.22 Pavement 0.55 0.22 Single family 26 0.755 0.36 1. 31 10.00 8.63 0.000 2.347 0.96 0.18 Pavement 0.55 0.18 Single family A-27 0.755 0.40 1. 07 10.00 8.63 0.000 2.608 0.96 0.20 Pavement 0.55 0.20 Single family A-28 0.63 0.69 1. 06 10.00 8.63 0.000 3.755 0.96 0.14 Pavement 0.55 0.56 Single family A-29 0.732 1. 36 10.00 10.00 8.63 0.000 8.597 0.96 0.36 Pavement 0.65 1. 00 Multi family A-30 0.6 1. 22 10.00 10.00 8.63 0.000 6.320 A-31 0.75 0.33 10.00 10.00 8.63 0.000 2.137 A-32 0.63 2.69 12.00 12.00 7.98 0.000 13.531 A-33 0.63 16.49 16.00 16.00 6.97 0.000 72.396 ----------------------------------------------------------------------------- On Grade Inlet Configuration Data =============================================================================== Inlet ID Inlet Type Inlet Slopes Length Long Trans (ft) (%) (%) Gutter n Depr. (ft) Page 2 Grate Width Type (ft) Pond Width Allowed (ft) Critic Elev. (ft) 1 A-9 A-2 A-10 A-6 A-5 A-7 A-8 A-13 A-14 A-22 A-21 A-25 A-26 Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb 5.00 10.00 5.00 10.00 5.00 5.00 10.00 10.00 10.00 10.00 10.00 10.00 5.00 5.00 2.14 0.95 2.14 0.95 2.22 2.22 1. 42 1. 42 0.72 0.72 1. 54 1. 54 0.89 0.89 stmOutput 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 On Grade Inlets Conmputation Data. n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 331.10 327.70 331.10 327.70 330.14 330.14 325.87 325.87 321. 69 321.69 329.13 329.13 323.19 323.19 ================================================================================= Inlet ID A-1 A-9 A-2 -10 6 A-5 A-7 A-8 A-13 A-14 A-22 A-21 A-25 A-26 Inlet Type Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Total Q (cfs) 3.398 3.422 2.868 1.140 3.942 1.996 5.417 3.332 4.863 2.218 4.498 3.979 2.803 2.347 Intercept Capacity (cfs) 1. 592 3.082 1. 448 1.140 1.714 1.163 3.938 2. 862 4.102 2.214 3.453 3.189 1.712 1.539 Q Bypass Allow Actual (cfs) (cfs) 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 1. 806 0.340 1. 420 0.000 2.227 0.833 1. 478 0.470 0.761 0.004 1. 045 0.790 1. 091 0.808 To Inlet Required ID Length A-9 A-15 A-3 A-11 A-3 A-7 A-13 A-11 A-18 A-18 A-7 A-23 A-27 A-28 (ft) 16.88 13.84 15.46 7.88 18.40 13.00 19.46 15.08 15.55 10.30 18.00 16.87 12.26 11.18 Actual Length (ft) 5.00 10.00 5.00 10.00 5.00 5.00 10.00 10.00 10.00 10.00 10.00 10.00 5.00 5.00 Ponded Width (ft) 7.30 8.53 6.83 5.63 7.67 5.93 9.40 7.83 10.23 7.63 8.63 8.23 8.00 7.50 --------------------------------------------------------------------------------- Sag Inlets Configuration Data. ================================================================================== Inlet Inlet Length/ Grate Left-Slope Right-Slope Gutter Depth Critic ID Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) ( % ) ( % ) (%) ( % ) (ft) (ft) (ft) ---------------------------------------------------------------------------------- A-15 Curb 15.00 n/a 0.60 3.00 0.60 3.00 0.014 2 .00 0.39 323.88 A-17 Grate 12.30 3.00 1. 00 3.00 0.50 3.00 0.014 n/a 0.50 327.00 A-3 Curb 15.00 n/a 0.60 3.00 0.60 3.00 0.014 2 .00 0.39 328.85 A-4 Curb 5.00 n/a 0. 60 3.00 0.60 3.00 0.014 2.00 0.39 328.85 A-11 Curb 10.00 n/a 0.60 3.00 1.11 3.00 0.014 2.00 0.39 324.74 A-12 Curb 5.00 n/a 1.11 3.00 0.60 3.00 0.014 2.00 0.39 324.73 Page 3 A-27 28 ..,-19 A-20 A-23 A-24 A-18 A-29 A-30 A-31 Curb S.00 Curb S.00 Grate 12.30 Grate 12.30 Curb 10.00 Curb S.00 Curb lS.00 Grate 12.30 Curb 10.00 Curb S.00 n/a n/a 3.00 9.00 n/a n/a n/a 3.00 n/a n/a Sag Inlets Computation Data. 0.89 3.00 a.so 3.00 l.SO 3.00 l.SO 3.00 0.60 3.00 2.69 3.00 0.7S 3.00 1.00 3.00 0.7S 3.00 0.7S 3.00 stmOutput a.so 3.oo 0.014 0.89 3.00 0.014 a.so 3.00 0.014 l.SO 3.00 0.014 2.69 3.00 0.014 0.60 3.00 0.014 0.7S 3.00 0.014 1.00 3.00 0.014 0.7S 3.00 0.014 0.7S 3.00 0.014 2.00 2.00 n/a n/a 2.00 2.00 2.00 n/a 2.00 2.00 0.39 0.39 a.so a.so 0. 3'9 0.39 0.39 a.so 0.39 0.39 320.72 320.72 321.00 329.7S 326.S2 326.S2 321.S6 322.94 317.8S 317.8S ================================================================================ Inlet Inlet ID Type A-lS A-17 A-3 A-4 A-11 A-12 A-27 A-28 -19 20 A-24 A-18 A-29 A-30 A-31 Curb Grate Curb Curb Curb Curb Curb Curb Grate Grate Curb Curb Curb Grate Curb Curb Length Grate Perim Area (ft) (ft) (sf) lS.00 n/a lS.00 S.00 10.00 S.00 S.00 S.00 n/a n/a 10.00 S.00 lS.00 n/a 10.00 S.00 n/a 12.30 n/a n/a n/a n/a n/a n/a 12.30 12.30 n/a n/a n/a 12.30 n/a n/a n/a 3.00 n/a n/a n/a n/a n/a n/a 3.00 9.00 n/a n/a n/a 3.00 n/a n/a Total Q Inlet Capacity (cfs) (cfs) 30.169 3.60S 9.6S9 1. 09S 2.888 1.043 3.699 4.S62 S.736 12.28S 2.698 0.889 4.097 8.S97 6.320 2.137 20.648 8.SSl 10.419 4.818 7.618 4.818 4.818 4.818 8.SSl 10.068 7.618 4.818 10.419 8.SSl 7.618 4.818 Total Head (ft) 0.706 0.208 0.371 0.14S 0.204 0.141 0.327 0.376 0.284 0.471 0.19S 0.126 0.209 0.371 0.344 0.227 Ponded Width Left Right (ft) (ft) 20.20 48.38 4.47 S.93 2.83 S.20 8.87 8.27 9.SO 12.64 1.17 4.23 7.60 9.20 8.6S S.7S 8.87 7.SS 13.43 1. 97 7.63 1. 93 7.63 9.60 9.00 9.7S 6.40 0.73 7.07 9.20 8.6S S.7S -------------------------------------------------------------------------------- Cumulative Junction Discharge Computations ================================================================================= Node I. D. Node Type Weighted C-Value Cumulat. Cumulat. Intens. Dr.Area Tc (acres) (min) (in/hr) User Supply Q cfs) Additional Q in Node (cfs) Total Disch. (cfs) --------------------------------------------------------------------------------- A-1 A-9 A-lS A-17 A-2 A-10 A-3 A-4 A-11 Curb Curb Curb Grate Curb Curb Curb Curb Curb o.sso 0.3SO 0.286 0.3SO o.sso 0.408 O.S42 O.SS3 O.S46 0.83 O.S9 30.08 1. 84 1. S2 0.83 2.68 4.37 7.S2 13.97 12.S4 46.73 24.lS 14.10 12.66 12.41 14.84 18.7S 7.44 7.83 3.7S S.60 7.41 7.79 7.86 7.23 6.43 Page 4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.398 1.616 32.243 3.60S 6.197 2.638 11.420 17.46S 26.38S stmOutput A-12 Curb O.SSl 7. 68 18.81 6.41 0.000 0.00 27.llS 6 Curb O.S33 1. 29 10.00 8.63 0.000 0.00 S.938 tt-S Curb O.S03 0.46 10.00 8.63 0.000 0.00 1. 996 A-7 Curb 0.6S3 0.7S 14.84 7.23 0.000 0.00 3.S39 A-8 Curb O.S6S 6.06 18.64 6.4S 0.000 0.00 22.0S2 A-13 Curb o.sso 0.78 12.32 7.89 0.000 0.00 3.38S A-14 Curb o.sso 8.9S 19.Sl 6.29 0.000 0.00 30.996 A-22 Curb 0.7SS 0.69 10.00 8.63 0.000 0.00 4.498 A-21 Curb 0.324 11. 00 32.08 4.74 0.000 0.00 16.912 A-2S Curb 0.7SS 0.43 10.00 8.63 0.000 0.00 2.803 A-26 Curb 0.365 12.28 32.90 4.67 0.000 0.00 20.954 01 CircMh 0.44S 76.Sl 48.31 3.67 0.000 0.00 124.819 A-27 Curb 0.37S 42.81 47.S2 3.71 0.000 0.00 S9.480 A-28 Curb 0.434 72.27 47.60 3.70 0.000 0.00 116.121 A-19 Grate 0.371 42.41 47.41 3.71 0.000 0.00 S8.44S A-20 Grate 0.263 9.83 31. 96 4.7S 0.000 0.00 12.28S A-23 Curb 0.6SO 0.34 10.00 8.63 0.000 0.00 1.908 A-24 Curb 0.661 0.49 10.16 8.S8 0.000 0.00 2.779 Jl JnctBx O.S50 1. S2 14.10 7.41 0.000 0.00 6.197 J2 JnctBx O.SS3 4.37 14.84 7.23 0.000 0.00 17.46S J3 JnctBx O.SSl 7.68 18.81 6.41 0.000 0.00 27.115 J4 JnctBx 0.408 0.83 12.66 7.79 0.000 0.00 2.638 JS JnctBx 0.339 11. 49 32.24 4.73 0.000 0.00 18.393 J6 JnctBx 0.339 11. 49 32.24 4.73 0.000 0.00 18.393 JS JnctBx 0.434 72.27 47.60 3.70 0.000 0.00 116.121 A-33 JnctBx O.S17 28.77 33.19 4.6S 0.000 0.00 69.104 JnctBx 0.44S 76.Sl 48.31 3.67 0.000 0.00 124.819 18 Curb 0.36S 41. 08 47.11 3.73 0.000 0.00 SS.9S7 A-29 Grate 0.30S 31. 44 46.84 3.74 0.000 0.00 35.920 A-30 Curb 0.600 1. 22 10.00 8.63 0.000 0.00 6.320 A-31 Curb 0.631 4.24 12.02 7.98 0.000 0.00 21.334 A-32 JnctBx 0.630 2.69 12.00 7.98 0.000 0.00 13.S31 --------------------------------------------------------------------------------- Conveyance Configuration Data ================================================================================== Run# Node I. D. Flow line Elev. us OS us OS Shape # Span Rise Length Slope n value (ft) (ft) (ft) (ft) (ft) ( % ) ---------------------------------------------------------------------------------- 1 A-1 A-2 327.68 327.50 Circ 1 0.00 1. 50 34.00 O.S3 0.012 2 A-2 Jl 327.40 327.0S Circ 1 0.00 1. so 71. 00 0.49 0.012 3 Jl A-4 326.9S 324.SS Circ 1 0.00 1. so 202.00 1. 04 0.012 4 A-S A-6 32S.92 32S.75 Circ 1 0.00 1. so 34.00 0.50 0.012 s A-6 A-3 325.SO 32S.02 Circ 1 0.00 1. so 48.79 0.98 0.012 6 A-3 A-4 324.S2 324.3S Circ 1 0.00 2.00 34.00 0.50 0.012 7 A-4 J2 324.2S 323.93 Circ 1 0.00 2.00 43.00 0.74 0.012 8 J2 A-8 323.83 321.30 Circ 1 0.00 2.00 179.SO 1. 41 0.012 9 A-7 A-8 321.86 321. 69 Circ 1 0.00 1. so 34.00 o.so 0.012 10 A-8 A-11 321.20 320.43 Circ 1 0.00 2.00 63.24 1.22 0.012 Page S stmOutput 11 A-9 A-10 324.27 323.S9 Circ 1 0.00 1. so 34.00 1.12 0.012 A-10 J4 323.79 323.30 Circ 1 0.00 1. so 42.99 1.14 0.012 J4 A-11 323.20 320.93 Circ 1 0.00 1. so 202.00 1.12 0.012 14 A-11 A-12 319.93 319.SS Circ 1 0.00 2.SO 34.7S 1. 01 0.012 lS A-12 J3 319.4S 319.0S Circ 1 0.00 2.SO 42.SO 1. 01 0.012 16 J3 A-14 31S.9S 317.SS Circ 1 0.00 2.SO 270.2S O.Sl 0.012 17 A-13 A-14 31S.41 31S.23 Circ 1 0.00 1. so 34.00 O.S3 0.012 lS A-14 A-lS 316.9S 316.19 Circ 1 0.00 3.00 160.SO 0.49 0.012 19 A-17 A-lS 322.19 320.SO Circ 1 0.00 1. so 169.49 1. 00 0.012 20 A-lS A-29 319.SO 31S.70 Circ 1 0.00 2.SO 69.46 1. lS 0.012 21 A-lS A-19 316.09 314.S7 Circ 1 0.00 3.00 174.Sl 0.70 0.012 22 A-19 A-27 314.77 314.34 Circ 1 0.00 3.00 62.00 0.69 0.012 23 A-27 A-2S 314.24 313.92 Circ 1 0.00 3.00 46.SO 0.69 0.012 24 A-20 A-21 32S.6S 324.23 Circ 1 0.00 2.00 73.90 1. 96 0.012 2S A-22 A-21 324.S6 324.63 Circ 1 0.00 1. so 42.2S O.S4 0.012 26 A-21 JS 324.13 321. 70 Circ 1 0.00 2.00 109.17 2.23 0.012 27 A-23 A-24 323.42 323.2S Circ 1 0.00 1. so 3S.OO 0.49 0.012 28 A-24 JS 323.lS 322.10 Circ 1 0.00 1. so 44.71 2.3S 0.012 29 JS J6 321.10 320.39 Circ 1 0.00 2.SO 92.93 0.76 0.012 30 J6 A-26 320.29 31S.SS Circ 1 0.00 2.SO 219.39 0.79 0.012 31 A-2S A-26 319.6S 319.4S Circ 1 0.00 1. so 4S.SO O.Sl 0.012 32 A-26 A-33 31S.4S 317.33 Circ 1 0.00 2.SO 140.01 o.so 0.012 33 A-33 A-2S 316.S3 314.13 Circ 2 0.00 3.00 137.94 1. 96 0.012 34 A-2S JS 313.63 312.31 Circ 2 0.00 3.SO 2S4.67 0.46 0.012 3S JS J9 311.71 311. 39 Circ 2 0.00 4.00 77.9S 0.41 0.012 36 J9 01 311.29 311.10 Circ 2 0.00 4.00 4S.S7 0.39 0.012 A-29 A-lS 31S.70 316.69 Circ 1 0.00 2.SO 174.S4 1. lS 0.012 A-31 J9 313.19 312.39 Circ 1 0.00 2.SO 107.0S 0.7S 0.012 A-32 A-31 313.79 313.69 Circ 1 0.00 2.00 10.00 1. 00 0.012 40 A-30 A-31 314.S3 314.19 Circ 1 0.00 1. so 34.00 1. 00 0.012 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tail water = 310.300 (ft) ================================================================================== Hydraulic Gradeline Depth Velocity June Run# us Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) ( % ) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) ---------------------------------------------------------------------------------- 1* 328.43 32S.40 O.OS9 0.67 0.90 4.47 3.09 3.40 S.2S 0.000 2 32S.40 328.01 0.296 1. 00 1. 00 4.97 4.97 6.20 7.99 0.000 3* 327.73 32S.64 0.296 0.78 0.79 6.68 6.S6 6.20 11. 60 0.000 4* 326.43 326.27 0.031 O.Sl O.S2 3.77 3.64 2.00 s.os 0.000 S* 326.27 32S.79 0.272 0.77 0.77 6.46 6.46 S.94 11. 29 0.000 6* 32S.71 32S.64 0.217 1.19 1. 29 s.ss S.33 11. 42 17 .33 0.000 7* 32S.64 32S.32 o.sos 1. 39 1. 39 7.49 7.49 17.46 21.14 0.000 S* 324.9S 322.SS o.sos 1.12 1. 27 9.6S S.26 17.46 29.10 0.000 9* 322.61 322.S8 0.097 0.70 O.S8 4.40 3.26 3.S4 s.os 0.000 10* 322.SS 321.Sl O.S09 1. 3S 1. 3S 9.SS 9.S8 22.0S 27.0S 0.000 11* 324.64 324.27 0.020 0.37 0.3S 4.73 4.67 1. 62 12.03 0.000 12* 324.27 323.77 O.OS4 0.47 0.47 s.so s.so 2.64 12.lS 0.000 Page 6 13* * 16 17* 18* 19* 20* 21* 22* 23* 24* 25* 26* 27* 28* 29* 30* 31* 32* 33* 34* 35* 36* 37* 38* * * 323.68 321.32 320.97 320.73 319.08 318.68 322.77 321.04 318.37 317.16 316.68 326.51 325.65 325.09 323.92 323.56 322.31 321.49 320.29 319.74 318.08 315.95 313.90 313.63 320.32 314.52 314.85 315.33 321.41 320.97 320.73 319.36 318.90 318.37 321.08 320.32 317.16 316.73 316.36 325.09 325.42 322.66 323.75 322.51 321.60 319.75 320.06 318.62 315.95 314.63 313.63 313.44 318.37 313.72 314.75 314.99 0.054 0.352 0.372 0.372 0.088 0.184 0.100 0.526 0.600 0.654 0.677 0.251 0.156 0.476 0.028 0.060 0.171 0.171 0.061 0.222 0.229 0.284 0.139 0.161 0.653 0.230 0.305 0.308 stmOutput 0.48 1. 39 1. 41 1. 78 0.67 1. 69 0.58 1. 50 2.27 2.39 2.44 0.83 0.79 0.96 0.50 0.41 1. 21 1. 20 0.61 1. 29 1. 21 2.32 2.19 2.34 1. 62 1. 33 1. 06 0.80 0.48 1. 39 1. 68 1. 78 0.67 2.18 0.58 1. 62 2.29 2.39 2.44 0.86 0.79 0.96 0.50 0.41 1. 21 1. 20 0.61 1. 29 1. 82 2.32 2.24 2.34 1. 68 1. 33 1. 06 0.80 5.45 9.44 9.53 7.26 4.45 7.57 5.71 10.45 9.74 9.68 9.67 10.03 4.80 11. 42 3.69 7.22 7.80 7.89 4.16 8.21 12.94 8.56 8.26 8.16 10.66 8.05 7.98 6.63 5.45 9.43 7.74 7.26 4.45 5 .63 5.71 9.55 9.66 9.68 9 .67 9.57 4.80 11.42 3.69 7.22 7.80 7.89 4.16 8.21 7.68 8.56 8.00 8.16 10.24 8.05 7 .98 6.63 2.64 26.39 27.11 27.11 3.38 31. 00 3.60 32.24 55.96 58.45 59.48 12.29 4.50 16.91 1. 91 2.78 18.39 18.39 2.80 20.95 69.10 116.12 116.12 124.82 35.92 21.33 13.53 6.32 12.07 44.60 44 .70 31 .64 8.28 50.70 11. 37 47.70 60.42 60.18 59.95 34.34 8.40 36.57 7.93 17.44 38.85 39.58 8.09 39 .75 202.23 148.46 199.40 194.09 47.69 38 .42 24 .51 11. 38 0.000 0.000 0.000 0.000 0 .000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ================================================================================== OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Runoff Computation for Analysis Frequency. ============================================================================= ID A-1 A-2 A-3 A-4 A-5 C Value 0.55 0.55 0.55 0.55 0.55 0.755 0.96 0.55 0.503 0.96 Area (acre) 0.83 0.69 0.69 1. 39 1. 39 0.17 0.08 0.08 0.46 0.12 Tc (min) 13.97 13.53 Tc Used (min) 13.97 13.53 Single family 12.41 12.41 Single family 5.89 10.00 Pavement Single family 9.46 10.00 Pavement Intensity (in/hr) 10.06 10.21 10.62 11.64 11. 64 Page 7 Supply Q (cfs) 0.000 0.000 0.000 0.000 0.000 Total Q (cfs) 4.594 3.876 8.118 1. 476 2.690 stmOutput 0.35 0.35 Undeveloped 6 0.55 0.83 9.80 10.00 11. 64 0.000 5.313 0.55 0.83 Single family A-17 0.35 1. 84 24.15 24.15 7.62 0.000 4.908 0.35 1. 84 Undeveloped A-8 0.55 0.94 18.64 18.64 8.74 0.000 4.520 0.55 0.94 Single family A-9 0.35 0.59 12.54 12.54 10.57 0.000 2.183 0.35 0.59 Undeveloped A-10 0.55 0.24 9.38 10.00 11. 64 0.000 1.536 0.55 0.24 Single family A-11 0.55 0.63 15.95 15.95 9.45 0.000 3.274 0.55 0.63 Single family A-7 0.653 0.75 14.84 14.84 9.78 0.000 4.787 0.96 0.19 Pavement 0.55 0.56 Single family A-12 0.755 0.16 6.72 10.00 11. 64 0.000 1. 406 0.96 0.08 Pavement 0.55 0.08 Single family A-13 0.55 0.78 12.32 12.32 10.65 0.000 4.570 0.55 0.78 Single family A-14 0.55 0.49 11. 20 11. 20 11.10 0.000 2.992 0.55 0.49 Single family A-15 0.282 28.24 46.73 46.73 5.17 0.000 41. 134 0.55 5.29 Single family 0.22 22.95 Undeveloped 0.55 1. 33 12.49 12.49 10.59 0.000 7.746 0.55 1. 33 Single family 0.263 9.83 31. 96 31. 96 6.50 0.000 16.809 0.55 1. 28 Single family 0.22 8.55 Undeveloped A-21 0.96 0.48 2.00 10.00 11.64 0.000 5.363 0.96 0.48 Pavement A-18 0.703 0.69 16.45 16.45 9.31 0.000 4.512 0.82 0.39 Concrete 0.55 0.30 Single Family A-22 0.755 0.69 7.72 10.00 11.64 0.000 6.063 0.96 0.35 Pavement 0.55 0.35 Single family A-23 0.65 0.34 10.00 10.00 11. 64 0.000 2.572 0.65 0.34 Multi family A-24 0.687 0.15 7.33 10.00 11. 64 0.000 1.199 0.96 0.05 Pavement 0.55 0.10 Single family A-25 0.755 0.43 1. 39 10.00 11.64 0.000 3.779 0.96 0.22 Pavement 0.55 0.22 Single family A-26 0.755 0.36 1. 31 10.00 11. 64 0.000 3.164 0.96 0.18 Pavement 0.55 0.18 Single family A-27 0.755 0.40 1. 07 10.00 11. 64 0.000 3.515 Page 8 stmOutput 0.96 0.20 Pavement 0.55 0.20 Single family -28 0 .63 0.69 1. 06 10.00 11. 64 0.000 5.061 0.96 0.14 Pavement 0.55 0.56 Single family A-29 0.732 1. 36 10.00 10 .00 11.64 0 .000 11. 588 0.96 0.36 Pavement 0.65 1. 00 Multi family A-30 0 .6 1. 22 10 .00 10 .00 11.64 0 .000 8.520 A-31 0.75 0.33 10.00 10.00 11 .64 0.000 2.881 A-32 0 .63 2.69 12 .00 12.00 10.78 0.000 18.265 A-33 0 .63 16.49 16.00 16 .00 9 .43 0 .000 98.012 ----------------------------------------------------------------------------- On Grade Inlet Configuration Data =============================================================================== Inlet Inlet Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Trans n Depr. Width Type Allowed Elev . (ft) (%) ( % ) (ft) (ft) (ft) (ft) ------------------------------------------------------------------------------- A-1 Curb 5.00 2.14 3 .00 0.014 0.18 n/a n/a 13.00 331 .10 A-9 Curb 10.00 0.95 3.00 0 .014 0 .18 n/a n/a 13.00 327.70 A-2 Curb 5 .00 2.14 3.00 0.014 0.18 n/a n/a 13 .00 331.10 A-10 Curb 10.00 0 .95 3 .00 0.014 0.18 n/a n/a 13 .00 327.70 A-6 Curb 5.00 2 .22 3 .00 0.014 0.18 n/a n/a 13.00 330.14 -5 Curb 5 .00 2 .22 3.00 0.014 0.18 n/a n/a 13.00 330.14 7 Curb 10.00 1. 42 3.00 0.014 0 .18 n/a n/a 13.00 325 .87 A-8 Curb 10 .00 1. 42 3 .00 0.014 0 .18 n/a n/a 13 .00 325.87 A-13 Curb 10.00 0.72 3.00 0.014 0.18 n/a n/a 13.00 321.69 A-14 Curb 10.00 0.72 3.00 0.014 0.18 n/a n/a 13.00 321. 69 A-22 Curb 10 .00 1. 54 3 .00 0 .014 0.18 n/a n/a 13 .00 329 .13 A-21 Curb 10.00 1. 54 3.00 0 .014 0 .18 n/a n/a 13 .00 329.13 A-25 Curb 5.00 0.89 3.00 0.014 0.18 n/a n/a 13.00 323.19 A-26 Curb 5.00 0.89 3.00 0.014 0 .18 n/a n/a 13.00 323.19 ------------------------------------------------------------------------------- On Grade Inlets Conmputation Data . ================================================================================= Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft) --------------------------------------------------------------------------------- A-1 Curb 4.594 1. 879 10 .000 2.715 A-9 19.74 5.00 8.17 A-9 Curb 4.898 3.951 10.000 0.947 A-15 16.70 10.00 9.73 A-2 Curb 3.876 1. 713 10.000 2.163 A-3 18 .07 5.00 7.67 A-10 Curb 1. 536 1 .536 10.000 0 .000 A-11 9 .15 10.00 6.30 A-6 Curb 5.313 2.014 10.000 3.299 A-3 21. 50 5.00 8.57 A-5 Curb 2.690 1. 385 10 .000 1. 305 A-7 15 .11 5.00 6.63 A-7 Curb 7.994 4 .978 10.000 3.015 A-13 23.91 10.00 10 .87 A-8 Curb 4.520 3.512 10.000 1. 007 A-11 17.68 10.00 8 .77 Page 9 stmOutput A-13 il 4 K-22 A-21 A-25 A-26 Curb Curb Curb Curb Curb Curb 7.586 2.992 6.063 5.363 3.779 3.164 5.466 2.870 4.162 3.860 2.032 1. 837 10.000 10.000 10.000 10.000 10.000 10.000 2.120 0.122 1. 901 1 .503 1. 747 1. 327 A-18 A-18 A-7 A-23 A-27 A-28 19.71 12.03 21.05 19.73 14.34 13.06 10.00 10.00 10.00 10.00 5.00 5.00 12.10 8.53 9.63 9.20 8.97 8.37 --------------------------------------------------------------------------------- Sag Inlets Configuration Data. ================================================================================== Inlet Inlet Length/ Grate ID Type Perim. Area (ft) (sf) Left-Slope Long Trans ( % ) ( % ) Right-Slope Long Trans ( % ) ( % ) Gutter n DeprW (ft) Depth Allowed (ft) Critic Elev. (ft) ---------------------------------------------------------------------------------- A-15 A-17 A-3 A-4 A-11 A-12 A-27 A-28 A-19 A-20 A-23 A-24 -18 9 A-30 A-31 Curb 15 .00 Grate 12 .30 Curb 15.00 Curb 5.00 Curb 10.00 Curb 5.00 Curb 5.00 Curb 5.00 Grate 12.30 Grate 12.30 Curb 10.00 Curb 5.00 Curb 15.00 Grate 12.30 Curb 10.00 Curb 5.00 n/a 3.00 n/a n/a n/a n/a n/a n/a 3.00 9.00 n/a n/a n/a 3.00 n/a n/a Sag Inlets Computation Data. 0.60 3.00 1.00 3.00 0.60 3.00 0.60 3.00 0.60 3.00 1.11 3.00 0.89 3.00 0.50 3.00 1.50 3.00 1.50 3.00 0.60 3.00 2.69 3.00 0.75 3.00 1.00 3.00 0.75 3.00 0.75 3.00 0.60 0.50 0.60 0.60 1.11 0.60 0.50 0.89 0.50 1. 50 2.69 0.60 0.75 1. 00 0.75 0.75 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 2.00 n/a 2.00 2.00 2.00 2.00 2.00 2.00 n/a n/a 2.00 2.00 2.00 n/a 2.00 2.00 0.39 0.50 0.39 0.39 0.39 0.39 0.39 0.39 0.50 0.50 0.39 0.39 0.39 0.50 0.39 0.39 323.88 327.00 328.85 328.85 324.74 324.73 320. 72 320.72 321.00 329.75 326.52 326.52 321. 56 322.94 317.85 317.85 ================================================================================ Inlet Inlet ID Type A-15 A-17 A-3 A-4 A-11 A-12 A-27 A-28 A-19 A-20 A-23 A-24 A-18 Curb Grate Curb Curb Curb Curb Curb Curb Grate Grate Curb Curb Curb Length Grate Perim Area (ft) (ft) (sf) 15.00 n/a 15.00 5.00 10.00 5.00 5.00 5.00 n/a n/a 10.00 5.00 15.00 n/a 12.30 n/a n/a n/a n/a n/a n/a 12.30 12.30 n/a n/a n/a n/a 3.00 n/a n/a n/a n/a n/a n/a 3.00 9.00 n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 42.080 4.908 13.581 1.476 4.281 1. 406 5.262 6.388 7.746 16.809 4.075 1.199 6.754 Page 10 20.648 8.551 10.419 4.818 7.618 4.818 4.818 4.818 8.551 10.068 7.618 4.818 10.419 Total Head (ft) 1.100 0.256 0.465 0.177 0.266 0.172 0.414 0.471 0.347 0.581 0.257 0.154 0.292 Ponded Width Left Right (ft) (ft) 22.87 54.28 5.07 6.63 3.30 5.80 10.13 9.37 10.60 14.19 1. 37 4.73 9.20 10.03 8.50 15.27 2.20 8.83 2.17 8.70 10.90 10.05 10.95 7.47 0.83 8.53 stmOutput A-29 Grate n/a 12.30 3.00 11. 588 8.551 0.516 10.30 10.30 30 Curb 10.00 n/a n/a 8.520 7.618 0.420 9.65 9.65 -31 Curb 5.00 n/a n/a 2.881 4.818 0.277 6.45 6.45 -------------------------------------------------------------------------------- Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs ) --------------------------------------------------------------------------------- A-1 Curb 0.550 0.83 13.97 10.06 0.000 0.00 4.594 A-9 Curb 0.350 0.59 12.54 10.57 0.000 0.00 2.183 A-15 Curb 0.286 30.08 46.73 5 .17 0.000 0.00 44.462 A-17 Grate 0.350 1. 84 24.15 7.62 0.000 0.00 4.908 A-2 Curb 0.550 1. 52 14.09 10.02 0.000 0.00 8.380 A-10 Curb 0.408 0.83 12.65 10 .53 0.000 0.00 3.564 A-3 Curb 0.542 2.68 12.41 10.62 0.000 0.00 15.420 A-4 Curb 0.553 4.37 14.79 9.80 0.000 0.00 23.661 A-11 Curb 0.546 7.52 18.75 8 .72 0.000 0.00 35.791 A-12 Curb 0.551 7.68 18.81 8.70 0.000 0.00 36.786 A-6 Curb 0.533 1. 29 10.00 11.64 0.000 0.00 8.004 A-5 Curb 0.503 0.46 10.00 11. 64 0.000 0.00 2.690 A-7 Curb 0.653 0.75 14.84 9.78 0.000 0.00 4.787 A-8 Curb 0.565 6.06 18.64 8.74 0.000 0.00 29.911 A-13 Curb 0.550 0.78 12.32 10.65 0.000 0.00 4.570 -14 Curb 0.550 8.95 19.48 8.55 0.000 0.00 42.098 22 Curb 0.755 0.69 10.00 11.64 0.000 0.00 6.063 A-21 Curb 0.324 11. 00 32.07 6.49 0.000 0.00 23.145 A-25 Curb 0.755 0.43 10.00 11.64 0.000 0.00 3.779 A-26 Curb 0.365 12.28 32.83 6.40 0.000 0.00 28.722 01 CircMh 0.445 76.51 48.22 5.07 0.000 0.00 172.445 A-27 Curb 0.375 42.81 47.46 5.12 0.000 0.00 82.121 A-28 Curb 0.434 72.27 47.52 5.11 0.000 0.00 160.357 A-19 Grate 0.371 42.41 47.36 5.13 0.000 0.00 80.671 A-20 Grate 0.263 9.83 31. 96 6.50 0.000 0.00 16.809 A-23 Curb 0.650 0.34 10.00 11. 64 0.000 0.00 2.572 A-24 Curb 0.661 0.49 10.15 11 .57 0.000 0.00 3.749 Jl JnctBx 0.550 1. 52 14.09 10.02 0.000 0.00 8.380 J2 JnctBx 0.553 4.37 14.79 9.80 0.000 0.00 23.661 J3 JnctBx 0.551 7.68 18.81 8.70 0.000 0.00 36.786 J4 JnctBx 0.408 0.83 12.65 10.53 0.000 0.00 3.564 JS JnctBx 0.339 11.49 32.22 6.47 0.000 0.00 25.180 J6 JnctBx 0.339 11. 49 32.22 6.47 0.000 0.00 25.180 J8 JnctBx 0.434 72.27 47.52 5.11 0.000 0.00 160.357 A-33 JnctBx 0.517 28.77 33.10 6.37 0.000 0.00 94.772 J9 JnctBx 0.445 76.51 48.22 5.07 0.000 0.00 172.445 A-18 Curb 0.365 41. 08 47.10 5.14 0.000 0.00 77.193 A-29 Grate 0.305 31. 44 46.84 5.16 0.000 0.00 49.539 A-30 Curb 0.600 1. 22 10.00 11. 64 0.000 0.00 8.520 A-31 Curb 0.631 4.24 12.02 10.77 0.000 0.00 28.801 Page 11 stmOutput A-32 JnctBx 0.630 2.69 12.00 10.78 0.000 0.00 18.26S -------------------------------------------------------------------------------Conveyance Configuration Data ================================================================================== Run# Node I.D. Flowline Elev. us DS us DS Shape # Span Rise Length Slope n value (ft) (ft) (ft) (ft) (ft) ( % ) ----------------------------------------------------------------------------------1 A-1 A-2 327.68 327.SO Circ 1 0.00 1. so 34.00 0.53 0.012 2 A-2 Jl 327.40 327.0S Circ 1 0.00 1. so 71. 00 0.49 0.012 3 Jl A-4 326.9S 324.8S Circ 1 0.00 1. so 202.00 1. 04 0.012 4 A-S A-6 32S.92 32S.7S Circ 1 0.00 1. so 34.00 o.so 0.012 s A-6 A-3 32S.SO 32S.02 Circ 1 0.00 1. so 48.79 0.98 0.012 6 A-3 A-4 324.52 324.35 Circ 1 0.00 2.00 34.00 0.50 0.012 7 A-4 J2 324.25 323.93 Circ 1 0.00 2.00 43.00 0.74 0.012 8 J2 A-8 323.S3 321.30 Circ 1 0.00 2.00 179.SO 1. 41 0.012 9 A-7 A-8 321. 86 321.69 Circ 1 0.00 1. so 34.00 o.so 0.012 10 A-8 A-11 321.20 320.43 Circ 1 0.00 2.00 63.24 1. 22 0.012 11 A-9 A-10 324.27 323.89 Circ 1 0.00 1. so 34.00 1.12 0.012 12 A-10 J4 323.79 323.30 Circ 1 0.00 1. so 42.99 1.14 0.012 13 J4 A-11 323.20 320.93 Circ 1 0.00 1. so 202.00 1.12 0.012 14 A-11 A-12 319.93 319.S8 Circ 1 0.00 2.SO 34.7S 1. 01 0.012 lS A-12 J3 319.48 319.0S Circ 1 0.00 2.SO 42.SO 1. 01 0.012 16 J3 A-14 31S.9S 317.SS Circ 1 0.00 2.SO 270.2S O.Sl 0.012 A-13 A-14 31S.41 31S.23 Circ 1 0.00 1. so 34.00 O.S3 0.012 A-14 A-lS 316.9S 316.19 Circ 1 0.00 3.00 160.SO 0.49 0.012 A-17 A-lS 322.19 320.SO Circ 1 0.00 1. so 169.49 1. 00 0.012 20 A-lS A-29 319.SO 31S.70 Circ 1 0.00 2.SO 69.46 1. lS 0.012 21 A-lS A-19 316.09 314.S7 Circ 1 0.00 3.00 174.Sl 0.70 0.012 22 A-19 A-27 314.77 314.34 Circ 1 0.00 3.00 62.00 0.69 0.012 23 A-27 A-2S 314.24 313.92 Circ 1 0.00 3.00 46.SO 0.69 0.012 24 A-20 A-21 32S.6S 324.23 Circ 1 0.00 2.00 73.90 1. 96 0.012 2S A-22 A-21 324.S6 324.63 Circ 1 0.00 1. so 42.2S O.S4 0.012 26 A-21 JS 324.13 321.70 Circ 1 0.00 2.00 109.17 2.23 0.012 27 A-23 A-24 323.42 323.2S Circ 1 0.00 1. so 3S.OO 0.49 0.012 2S A-24 JS 323.lS 322.10 Circ 1 0.00 1. so 44.71 2.3S 0.012 29 JS J6 321.10 320.39 Circ 1 0.00 2.SO 92.93 0.76 0.012 30 J6 A-26 320.29 31S.SS Circ 1 0.00 2.SO 219.39 0.79 0.012 31 A-2S A-26 319.6S 319.4S Circ 1 0.00 1. so 4S.SO 0.51 0.012 32 A-26 A-33 31S.4S 317.33 Circ 1 0.00 2.SO 140.01 o.so 0.012 33 A-33 A-2S 316.S3 314.13 Circ 2 0.00 3.00 137.94 1. 96 0.012 34 A-2S JS 313.63 312.31 Circ 2 0.00 3.SO 2S4.67 0.46 0.012 3S JS J9 311.71 311.39 Circ 2 0.00 4.00 77.9S 0.41 0.012 36 J9 01 311.29 311.10 Circ 2 0.00 4.00 4S.S7 0.39 0.012 37 A-29 A-lS 31S.70 316.69 Circ 1 0.00 2.SO 174.S4 1. lS 0.012 3S A-31 J9 313.19 312.39 Circ 1 0.00 2.SO 107.0S 0.7S 0.012 39 A-32 A-31 313.79 313.69 Circ 1 0.00 2.00 10.00 1. 00 0.012 40 A-30 A-31 314.S3 314.19 Circ 1 0.00 1. so 34.00 1. 00 0.012 ----------------------------------------------------------------------------------Page 12 strnOutput onveyance Hydraulic Computations . Tail water = 310 .8 7 0 (ft) ================================================================================== Hy d raulic Grade line Depth Ve l ocity June Run# us Elev OS Elev Fr.Slope Unif. Actual Unif . Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) ---------------------------------------------------------------------------------- 1* 328 .73 328.71 0.163 0.80 1. 21 4 .82 3.00 4 .59 8.28 0 .000 2 328 .71 328 .17 0 .542 1. 31 1. 31 5.11 5 .11 8.38 7.99 0 .000 3* 328 .07 326.51 0.542 0.94 1. 5 0 7.16 4 .74 8.38 11 .60 0.000 4* 326 .89 326.89 0 .056 0 .60 1.14 4 .10 1. 87 2 .69 8.05 0 .000 5* 32 6 . 89 326.65 0 .495 0 .93 1. 50 6 .94 4.53 8 .00 11. 29 0.000 6 326 .65 326.51 0 .396 1. 47 2.00 6 .24 4.91 15 .42 17.33 0.000 7 326.51 326.11 0 .932 2 .00 2 .00 7 .53 7 .53 23 .66 21 .14 0 .000 8* 326.11 324.44 0 .932 1. 37 2.0 0 10 .34 7.53 23 .66 2 9.1 0 0 .000 9* 324.50 324.44 0 .177 0 .83 1. 5 0 4 .76 2.71 4 .79 8 .05 0 .000 10 324.44 323.50 1. 489 2.00 2 .00 9.52 9 .52 29 .91 27.05 0.000 11* 324 .71 324 .35 0.037 0.43 0 .46 5.15 4 .71 2 .18 12 .03 0.000 12* 324 .35 323.92 0 .098 0.56 0.62 5 .97 5.16 3 .56 12 .15 0 .000 13* 323 .92 323.50 0.098 0 .56 1. 5 0 5.93 2.02 3.56 12.07 0.000 14* 323 .50 323.27 0.649 1. 70 2.50 10 .07 7.29 35.79 44 .60 0.000 15* 323.27 322 .98 0.685 1. 73 2.50 10.16 7 .49 36 . 79 44 .70 0.000 16 322.98 321. 13 0 .685 2.50 2 .50 7.49 7 .49 36 .79 31. 64 0 .000 17 * 321.19 321 .13 0 .161 0.80 1. 50 4 .79 2.59 4 .57 8.28 0 .000 18* 321.13 320 .59 0 .339 2.09 3 .0 0 8.0 2 5.96 42.10 50 .70 0 .00 0 * 323 .77 323 .45 0.186 0 .69 1. 5 0 6.20 2.78 4 .91 11 . 37 0 .000 * 323.45 322 .76 1. 001 1. 91 2.50 11. 03 9.06 44 .46 47 .70 0 .000 21 320.59 318.60 1.141 3.00 3.00 10.92 10.92 77 .19 60 .42 0 .000 22 318.60 317 .82 1. 246 3 .00 3.00 11. 41 11. 41 80 .67 60 .18 0.000 23 317.82 316 .91 1. 291 3.00 3.0 0 11. 62 11. 62 82 .12 59 .95 0.000 24* 326 .68 325.29 0 .470 0.99 1. 06 10 .86 9.99 16.81 34 .34 0 .000 25* 325.81 325.58 0.284 0 .95 0 .95 5 .14 5.14 6.06 8.40 0.000 26* 325 .29 322.86 0.892 1.16 1.16 12 .30 12.30 23.15 36.57 0.000 27* 324 .01 323.84 0 .051 0 .59 0.59 4.02 4 .02 2 .57 7.93 0.000 28* 323.62 322.57 0 .109 0.47 0 .4 7 7 .86 7 .86 3 .75 17 .44 0 .000 29* 322.57 321. 85 0.321 1. 46 1. 46 8.42 8.42 25.18 38.85 0 .000 30* 321 .74 320.02 0.321 1. 45 1. 47 8.56 8 .37 25.18 39.58 0 .000 31* 320.40 320.17 0 .110 0.72 0.72 4 .50 4 .50 3.78 8 .09 0 .000 32* 320 .02 318 .90 0 .418 1. 57 1. 57 8 .83 8 .83 28 .7 2 39.75 0 .000 33* 318 .35 316.91 0 .430 1. 44 2.78 14 .0 7 6.93 94 .77 202.23 0 .000 34 316.91 315 .11 0.541 3 .28 3.2 8 8.56 8.56 160.36 148 .46 0.000 35 314.43 314.23 0.265 2.72 2 .84 8.82 8.41 160 .36 199.40 0.000 36 314.23 314 .04 0 .307 2.94 2 .94 8 .72 8.72 172 .45 194 .09 0.000 37* 322.76 320.59 1. 243 2 .15 2.50 11. 04 10.09 49 .54 47.69 0 .000 38* 314.81 314.23 0.420 1. 62 1. 84 8.55 7.45 28.80 38.42 0 .00 0 39* 315.08 3 14.98 0.555 1. 29 1. 29 8 .53 8.53 18 .26 24 .51 0.00 0 40* 315.50 315.16 0.560 0 .97 0 .97 7 .08 7.08 8.52 11. 38 0.000 ===================================END============================================ * Super critical flow. Page 1 3 stmOutput ORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Capacity of grade inlet exceeded at inlet Id= A-1 Total flow is <= then allowable carryover flow at inlet Id= A-1 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-9 Total flow is <= then allowable carryover flow at inlet Id= A-9 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-2 Total flow is <= then allowable carryover flow at inlet Id= A-2 A minimum drain size was assigned to this inlet. Total flow is <= then allowable carryover flow at inlet Id= A-10 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-6 Total flow is <= then allowable carryover flow at inlet Id= A-6 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-5 Total flow is <= then allowable carryover flow at inlet Id= A-5 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-7 Total flow is <= then allowable carryover flow at inlet Id= A-7 A minimum drain size was assigned to this inlet. pacity of grade inlet exceeded at inlet Id= A-8 tal flow is <= then allowable carryover flow at inlet Id= A-8 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-13 Total flow is <= then allowable carryover flow at inlet Id= A-13 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-14 Total flow is <= then allowable carryover flow at inlet Id= A-14 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-22 Total flow is <= then allowable carryover flow at inlet Id= A-22 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-21 Total flow is <= then allowable carryover flow at inlet Id= A-21 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-25 Total flow is <= then allowable carryover flow at inlet Id= A-25 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-26 Total flow is <= then allowable carryover flow at inlet Id= A-26 A minimum drain size was assigned to this inlet. Computed left ponded width exceeds allowable width at inlet Id= A-15 Capacity of sag inlet exceeded at inlet Id= A-15 Grate inlet in sag Id=A-17 has a % reduction safety factor= 25 Computed left ponded width exceeds allowable width at inlet Id= A-17 Page 14 stmOutput Computed right ponded width exceeds allowable width at inlet Id= A-3 ate inlet in sag Id=A-19 has a % reduction safety factor 25 rate inlet in sag Id=A-20 has a % reduction safety factor 25 Capacity of sag inlet exceeded at inlet Id= A-20 Grate inlet in sag Id=A-29 has a % reduction safety factor 25 Capacity of sag inlet exceeded at inlet Id= A-29 Discharge decreased downstream node Id= Jl Previous intensity used. Discharge decrea s ed downstream node Id= J2 Previous intensity used. Discharge decreased downstream node Id= J4 Previous intensity used. Discharge decreased downstream node Id= J3 Previous intensity used. Discharge decreased downstream node Id= J6 Previous intensity used. Discharge decreased downstream node Id= JS Previous intensity used. Tailwater set to uniform depth elevation 313.44(ft) Runoff Frequency of: 100 Years Capacity of grade inlet exceeded at inlet Id= A-1 Total flow is <= then allowable carryover flow at inlet Id= A-1 A minimum drain size was assigned to this inlet . Capacity of grade inlet exceeded at inlet Id= A-9 Total flow is <= then allowable carryover flow at inlet Id~ A-9 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-2 Total flow is <= then allowable carryover flow at inlet Id= A-2 A minimum drain size was assigned to this inlet. Total flow is <= then allowable carryover flow at inlet Id= A-10 A minimum drain size was assigned to this inlet. pacity of grade inlet exceeded at inlet Id= A-6 tal flow is <= then allowable carryover flow at inlet Id= A-6 A minimum drain size was assigned to this inlet . Capacity of grade inlet exceeded at inlet Id= A-5 Total flow is <= then allowable carryover flow at inlet Id= A-5 A minimum drain size was assigned to this inlet . Capacity of grade inlet exceeded at inlet Id= A-7 Total flow is <= then allowable carryover flow at inlet Id= A-7 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-8 Total flow is <= then allowable carryover flow at in l et Id= A-8 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-13 Total flow is <= then allowable carryover flow at inlet Id= A-13 A minimum drain size was assigned to this inlet . Capacity of grade inlet exceeded at inlet Id= A-14 Total flow is <= then allowable carryover flow at inlet Id= A-14 A minimum drain size was assigned to this inlet . Capacity of grade inlet exceeded at inlet Id= A-22 Total flow is <= then allowable carryover flow at inlet Id= A-22 A minimum drain size was assigned to this inlet . Capacity of grade inlet exceeded at inlet Id= A-21 Total flow is <= then allowable carryover flow at inlet Id= A-21 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-25 Page 15 stmOutput otal flow is <= then allowable carryover flow at inlet Id= A-25 A minimum drain size was assigned to this inlet . apacity of grade inlet exceeded at inlet Id= A-26 Total flow is <= then allowable carryover flow at inlet Id= A-26 A minimum drain size was assigned to this inlet . Computed left ponded width exceeds allowable width at inlet Id= A-15 Capacity of sag inlet exceeded at inlet Id= A-15 Grate inlet in sag Id=A-17 has a % reduction safety factor = 25 Computed left po n ded width exceeds allowable width at inlet Id= A-17 Computed right ponded width exceeds allowable width at inlet Id= A-3 Capacity of sag inlet exceeded at inlet Id= A-3 Capacity o f sag inlet exceeded at inlet Id= A-27 Capacity of sag inlet exceeded at inlet Id= A-28 Grate inlet in sag Id=A-19 has a % reduction safety factor = 25 Grate inlet in sag Id=A-20 has a % reduction safety factor = 25 Computed left ponded width exceeds allowable width at inlet Id= A-20 Capacity of sag inlet exceeded at inlet Id= A-20 Grate inlet in sag Id=A-29 has a % reduction safety factor = 25 Capacity of sag inlet exceeded at inlet Id= A-29 Capacity of sag inlet exceeded at inlet Id= A-30 Discharge decreased downstream node Id= Jl Previous intensity used. Discharge decreased downstream node Id= J2 Previous intensity used . Discharge decreased downstream node Id= J4 Previous intensity used . Discharge decreased downstream node Id= J3 Previous intensity used. Discharge decreased downstream node Id~ J6 Previous intensity used. Discharge decreased downstream node Id= JB Previous intensity used. ilwater set to uniform depth elevation 314 .04(ft) In# 34 Insufficient capacity . Run# 23 Insufficient capacity . Run# 22 Insufficient capacity. Run# 21 Insufficient capacity . Run# 37 Insufficient capacity. Run# 16 Insufficient capacity . Run# 10 Insufficient capacity. Run# 7 Insufficient capacity . Run# 2 Insufficient capacity. Page 16 . Storm (STORM DRAIN DESIGN) PROJECT NAME : 202 JOB NUMBER 316 PROJECT DESCRIPTION DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS: S4-P2-System C 10 Years 100 Years ENGLISH stmOutput OUTPUT FOR DESIGN FREQUENCY of : 10 Runoff Computation for Design Frequency . Years Version 3.05, Jan. 25 , 2002 Run @ 9/27/2007 9:25 :46 AM ============================================================================= ID C-1 C-2 C-3 C Value 0 .75 0.75 0.65 Area (acre) 0.18 0 .25 3 .27 Tc (min) 10.00 10 .00 10.00 Tc Used (min) 10 .00 10.00 10.00 Intensity (in/hr) 8 .63 8 .63 8.63 Supply Q (cfs) 0.000 0.000 0.0 0 0 Total Q (cfs) 1.166 1. 619 18.353 g Inlets Configuration Data. ================================================================================== Inlet ID C-1 C-2 Inlet Length/ Grate Type Perim. Area Cu rb Curb (ft) (sf) 5.00 5.00 n/a n/a Sag Inlets Computation Data . Left-Slope Long Trans ( % ) ( % ) 0 .90 2 .00 0.90 2 .00 Right-Slope Long Trans ( % ) ( % ) Gutter n DeprW (ft) 0.50 0.50 2.00 0 .014 2.00 0 .014 2.00 2.00 Depth Allowed (ft) 0 .50 0 .50 Critic Elev. (ft) 316 .70 316.70 ================================================================================ Inlet ID Inlet Type Length (ft) Grate Perim Area (ft) (sf) Total Q Inlet Capacity (cfs) (cfs) Total Head (ft) Ponded Width Left Right (ft) (ft) -------------------------------------------------------------------------------- C-1 C-2 Curb Curb 5.00 5.00 n/a n/a n/a n/a 1 .166 1.619 6 .993 6.993 0 .151 0.189 5.70 6.45 6.35 7.20 -------------------------------------------------------------------------------- Cumulative Junction Discharge Computations ================================================================================= Node I. D. Node Type Weighted C-Value Cumulat . Cumulat . Intens. Dr .Area Tc Page 1 User Supply Q Additional Q in Node Total Disch . stmOutput (acres) (min) (in/hr) cfs) (cfs) (cfs) ------------------------------------------------------------------------------- Curb 0.662 3.70 10.14 8.59 0.000 0.00 21.020 Curb 0.657 3.52 10.02 8.63 0.000 0.00 19.951 JnctBx 0.650 3.27 10.00 8.63 0.000 0.00 18.353 OUT3 JnctBx 0.662 3.70 10.14 8.59 0.000 0.00 21.020 Conveyance Configuration Data ================================================================================== Run# 1 2 3 Node I.D. US DS C-1 C-2 C-3 OUT3 C-1 C-2 Flowline Elev. US DS (ft) (ft) 311.25 311.58 311.73 311.00 311.35 311.68 Shape # Span (ft) Circ 1 0.00 Circ 1 0.00 Circ 1 0.00 Rise (ft) 2.50 2.50 2.50 Length (ft) 50.00 45.00 10.00 Conveyance Hydraulic Computations. Tailwater = 310.300 (ft) Slope ( % ) 0.50 0.51 0.50 n value 0.012 0.012 0.012 ================================================================================== Hydraulic Gradeline Depth Run# US Elev DS Elev Fr.Slope Unif. Actual 2* 3* (ft) (ft) ( % ) (ft) (ft) 312.75 313.03 313.10 312.50 312.80 313.05 0.224 0.202 0.171 1. 50 1. 45 1. 37 1. 50 1. 45 1. 37 Velocity Unif. Actual (f/s) (f/s) Q (cfs) 6.81 6.78 6.68 6.81 21.02 6.78 19.95 6.68 18.35 Cap (cfs) 31. 42 31. 77 31. 42 June Loss (ft) 0.000 0.000 0.000 ================================================================================== OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Runoff Computation for Analysis Frequency. ============================================================================= ID C Value Area (acre) Tc (min) Tc Used (min) Intensity (in/hr) Supply Q (cfs) Total Q (cfs) ----------------------------------------------------------------------------- C-1 C-2 C-3 0.75 0.75 0.65 0.18 0.25 3.27 10.00 10.00 10.00 10.00 10.00 10.00 11. 64 11.64 11.64 0.000 0.000 0.000 1.571 2.182 24.739 ----------------------------------------------------------------------------- Sag Inlets Configuration Data. ================================================================================== Page 2 stmOutput Inlet Length/ Grate Left-Slope Right-Slope Gutter Depth Critic Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) (%) ( % ) ( % ) (%) (ft ) (ft) (ft) ---------------------------------------------------------------------------------- C-1 Curb 5.00 n/a 0.90 2 .00 0.50 2.00 0.014 2 .00 0.50 316.70 C-2 Curb 5 .00 n/a 0.90 2 .00 0.50 2.00 0.0 14 2 .00 0.50 316.70 Sag Inlets Computation Data. ================================================================================ Inlet Inlet ID Type C-1 C-2 Curb Curb Length Grate Perim Area (ft) (ft) (sf) 5.00 5.00 n/a n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 1. 571 2 .182 6 .993 6 .993 Cumulative Junction Discharge Computations Total Head (ft) 0.185 0.230 Ponded Width Left Right (ft) (ft) 6. 40 7.20 7.15 8.05 ================================================================================= Node I.D. C-1 C-2 3 T3 Node Type Weighted C-Value Curb 0.662 Curb 0 .657 JnctBx 0.650 JnctBx 0 .662 Cumulat . Cumulat. Intens . Dr.Area Tc (acres) (min) (in /hr) 3 .70 3.52 3 .27 3 .70 10.13 10 .02 10.00 10.13 11. 58 11. 63 11.64 11. 58 Conveyance Configuration Data User Supply Q cfs) 0.000 0.000 0 .000 0 .000 Additional Q in Node (cfs) 0 .00 0.00 0 .00 0 .00 T otal Disch . (cfs) 28 .347 26 .896 24.739 28.347 ================================================================================== Run# Node I.D. Flowline Elev . US DS US DS (ft) (ft) Shape # Span (ft) Rise (ft) Length (ft) Slope ( % ) n value ---------------------------------------------------------------------------------- 1 2 3 C-1 C-2 C-3 OUT3 C-1 C-2 311.25 311 .58 311.73 311. 00 311.35 311. 68 Circ 1 Circ 1 Circ 1 0.00 0.00 0 .00 2.50 2.50 2.50 50.00 45.00 10.00 0 .50 0.51 0.50 0.012 0.012 0.012 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tailwater = 310 .870 (ft) ================================================================================== Hydraulic Gradeline Depth Run# US Elev DS Elev Fr.Slope Unif. Actual (ft) (ft) (%) (ft) (ft) Velocity Unif. Actual (f/s ) (f/s) Q (cfs) Cap (cfs) June Loss (ft) ---------------------------------------------------------------------------------- 1 2* 313.11 313 . 34 312 .86 313 . 11 0.407 0.366 1. 86 1. 76 1. 86 1. 76 Page 3 7 .26 7.29 7 .26 7 .29 28 .35 26 .90 31. 42 31 .77 0.000 0.000 stmOutput 313.41 313.36 0.310 1. 68 1. 68 7.05 7.05 24.74 31.42 0.000 -================================END============================================ * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Tailwater set to uniform depth elevation Runoff Frequency of: 100 Years Tailwater set to uniform depth elevation 312.50(ft) 312.86(ft) Page 4 (STORM DRAIN DESIGN) PROJECT NAME : 202 JOB NUMBER 316 PROJECT DESCRIPTION DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS: S4-P2-System D 10 Years 100 Years ENGLISH stmOutput OUTPUT FOR DESIGN FREQUENCY of: 10 Years =========================================== Runoff Computation for Design Frequency. Version 3.05, Jan. 25, 2002 Run @ 9/27/2007 9:27:42 AM ============================================================================= ID D-1 D-2 D-3 C Value 0.75 0.75 0.65 Area (acre) 0.40 0.58 3.43 Tc (min) 10.00 10.00 10.00 g Inlets Configuration Data. Tc Used (min) 10.00 10.00 10.00 Intensity (in/hr) 8.63 8.63 8.63 Supply Q (cfs) 0.000 0.000 0.000 Total Q (cfs) 2.590 3.756 19.251 ================================================================================== Inlet ID Inlet Length/ Grate Type Perim. Area (ft) (sf) Left-Slope Long Trans ( % ) ( % ) Right-Slope Long Trans ( % ) ( % ) Gutter n DeprW (ft) Depth Allowed (ft) Critic Elev. (ft) D-1 D-2 Curb 10.00 Curb 10.00 n/a n/a 0.60 2.00 0.60 2.00 0.90 2.00 0.014 2.00 0.90 2.00 0.014 2.0 0 0.50 0.50 314.67 314.67 Sag Inlets Computation Data. ================================================================================ Inlet ID D-1 D-2 Inlet Type Curb Curb Length (ft) 10.00 10.00 Grate Perim Area (ft) (sf) n/a n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 2.590 3.756 11.059 11.059 Total Head (ft) 0.190 0.243 Ponded Width Left Right (ft) (ft) 8.30 9.55 7.70 8.85 Cumulative Junction Di scharge Computations ================================================================================= Node I.D. Node Type Weighted C-Value Cumulat. Cumulat. Intens. Dr.Area Tc Page 1 User Additional Supply Q Q in Node Total Disch. stmOutput (acres) (m i n) (in/hr) cfs) (cfs) (cfs ) ------------------------------------------------------------------------------ 1 Curb 0.672 4.41 10.11 8.59 0.000 0.00 25.479 D-2 Curb 0.664 4.01 10.02 8.63 0.000 0.00 22.987 D-3 JnctBx 0.650 3.43 10.00 8.63 0.000 0.00 19.251 OUT4 JnctBx 0.672 4.41 10.11 8.59 0.000 0.00 25.479 Conveyance Configuration Data ================================================================================== Run# Node I.D. Flowline Elev. US DS US OS Shape # Span (ft) Rise (ft) Length (ft) Slope ( % ) n value 1 2 3 D-1 D-2 D-3 OUT4 D-1 D-2 (ft) (ft) 308.77 309.11 308.85 308.32 308.77 308.77 Circ 1 Circ 1 Circ 1 0.00 0.00 0.00 2.50 2.50 2.50 Conveyance Hydraulic Computations. Tailwater = 310.300 (ft) 60.00 45.00 10.00 0.75 0.76 0.80 0.012 0.012 0.012 ================================================================================== Run# 3 * Hydraulic Gradeline Depth US Elev OS Elev Fr.Slope Unif. Actual (ft) (ft) (%) (ft) (ft) 310.50 310.54 310.56 310.30 0.329 310.50 0.268 310.54 0.188 1. 48 1. 39 1. 23 1. 98 1. 73 1. 77 Velocity Unif. Actual (f/s) (f/s) 8.39 8.22 8.00 6.11 6.35 5.17 Q (cfs) Cap (cfs) 25.48 38.49 22.99 38.63 19.25 39.75 June Loss (ft) 0.000 0.000 0.000 ================================================================================== OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Runoff Computation for Analysis Frequency. ============================================================================= ID C Value Area (acre) Tc (min) Tc Used (min) Intensity (in/hr) Supply Q (cfs) Total Q (cfs) ----------------------------------------------------------------------------- D-1 D-2 D-3 0.75 0.75 0.65 0.40 0.58 3 .43 10.00 10.00 10.00 10.00 10.00 10.00 11. 64 11.64 11. 64 0.000 0.000 0.000 3.492 5.063 25.950 ----------------------------------------------------------------------------- Sag Inlets Configuration Data. ================================================================================== Page 2 stmOutput Inlet Inlet Length/ Grate Left-Slope Right-Slope Gutter Depth Critic Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (s f) ( % ) ( % ) ( % ) ( % ) (ft) (ft) (ft) ---------------------------------------------------------------------------------- D-1 Curb 10.00 n/a 0.60 2 .00 0.90 2 .00 0.014 2 .00 0.50 314.67 D-2 Curb 10.00 n/a 0.60 2 .00 0.90 2.00 0.014 2 .00 0 .50 314 .67 Sag Inlets Computation Data. ================================================================================ Inlet Inlet Length Grate Total Q Inlet Total Ponded Width ID Type Pe rim Area Capacity Head Left Right (ft) (ft) (sf) (cfs) (cfs) (ft) (ft) (ft) -------------------------------------------------------------------------------- D-1 Curb 10.00 n/a n/a 3.492 11 .059 0.232 9 .30 8.60 D-2 Curb 10.00 n/a n/a 5.063 11. 059 0 .297 10.70 9.90 Cumulative Junction Discharge Computations ================================================================================= Node I. D. D-1 D-2 3 r4 Node Type Weighted C-Value Curb 0.67 2 Curb 0.664 JnctBx 0.650 JnctBx 0.672 Cumulat . Cumulat. Intens. Dr.Area (acres) 4.41 4.01 3.43 4 .41 Tc (min) 10.11 10 .0 2 10.00 10 .11 (in /hr) 11 .59 11.63 11.64 11. 59 Conveyance Configuration Data User Supply Q cfs) 0.000 0.000 0.000 0.000 Additional Q in Node (cfs) 0.00 0.00 0.00 0.00 Total Disch . (cfs) 34.358 30 .988 25.950 34.358 ================================================================================== Run# Node I.D. Flowline Elev. US DS US DS Shape # (ft) (ft) Span (ft) Rise (f t) Length (ft) Slope (%) n value ---------------------------------------------------------------------------------- 1 2 3 D-1 D-2 D-3 OUT4 D-1 D-2 308.77 309.11 308.85 308.32 308 .77 308.77 Circ 1 0 .00 Circ 1 0.00 Circ 1 0.00 2.50 2 .50 2 .50 60.00 45.00 10.00 0.75 0.76 0.80 0.012 0.012 0.012 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations . Tailwater = 310 .870 (ft) ================================================================================== Hydraulic Gradeline Depth Run# US Elev DS Elev Fr.Slope Unif . Actual (ft) (ft ) (%) (ft) (ft) Velocity Unif. Actual (f/s) (f/s) Q (cfs) Cap (cfs) June Loss (ft) ---------------------------------------------------------------------------------- 1* 2* 311 .23 311. 35 310 .87 311. 23 0.598 0 .486 1. 84 1. 70 2.50 2.46 Page 3 8.89 8.72 7.00 6.34 34 .36 38.49 30.99 38.63 0.000 0 .000 stmOutput 311. 38 311.35 0.341 1. 47 2.50 8.61 5.29 25.95 39.75 0.000 =================================END============================================ * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Runoff Frequency of: 100 Years Page 4