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HomeMy WebLinkAboutWater ReportWater & Sanitary Sewer Report FOR F.S. KAPCHINSKI -BLOCK ONE Lot 17Rl-18R2, 24Rl, 28Rl-32Rl College Station Brazos County, Texas Decem her 3, 2008 Prepared For: FI Partners, Ltd. 5727 Richmond Ave., Apt. 202 Dallas, TX 75206 Prepared By: RME Consulting Engineers P.O. Box 9253 College Station, TX 77845 RME No. 220-0321 TABLE OF CONTENTS: Water & Sanitary Sewer Report F.S. KAPCHINSKI -BLOCK ONE Lot 17Rl-18R2, 24Rl, 28Rl-32Rl College Station Brazos County, Texas PAGE 1.0 General Information ...................................................................................................................................... I 1.1 Scope of Report ....................................................................................................................................... I 1.2 Site and General Location ....................................................................................................................... I 1.3 Description of Existing Conditions .......................................................................................................... 2 1.4 Existing Water Distribution System ........................................................................................................ 2 1.5 Existing Sanitary Sewer Collection System ............................................................................................ 3 2.0 Water System Improvements ........................................................................................................................ 3 2.1 Proposed Water System Configuration .................................................................................................... 3 2.2 Domestic Water Supply Requirements .................................................................................................... 4 2.3 Fire Flow Requirements .......................................................................................................................... 4 2.4 Hydraulic Modeling Methodology .......................................................................................................... 4 2.5 Modeling Results & Conclusions ............................................................................................................ 4 3.0 Sanitary Sewer Improvements ...................................................................................................................... 5 3.1 Proposed Sanitary Sewer Configuration .................................................................................................. 5 3.2 Sanitary Sewer Flow Calculations ........................................................................................................... 5 3.3 Hydraulic Modeling Methodology .......................................................................................................... 6 3.4 Modeling Results & Conclusions ............................................................................................................ 6 ATTACHMENTS: Rep lat Vicinity Map Water -Key Map KYPIPE Hydraulic Analysis Data Sewer -Key Map WINSTORM Hydraulic Analysis Data 202-0321 Water-Sewer Report Page - i Water & Sanitary Sewer Report F .S. KAPCHINSKI -BLOCK ONE Lot 17Rl-18R2, 24Rl, 28Rl-32Rl College Station Brazos County, Texas 1.0 GENERAL INFORMATION 1.1 Scope of Report: This report addresses the water and sanitary sewer improvements for the F.S. Kapchinski subdivision (Block One) replat of Lots 17Rl-18R2, 24Rl, 28Rl-32Rl. This subdivision is located within the city limits of College Station, Texas. All of this development is in the College Station water and sewer service area and will be provided utility service by the city. The proposed development's water system and sanitary sewer improvements are analyzed in accordance with the criteria outlined in the "B/CS Unified Technical Specifications and Design Guidelines" (UTSDS) manual of the City of College Station (CoCS) and Chapter 290 & 217 of the Texas Commission on Environmental Quality (TCEQ) Rules & Regulations. 1.2 Site and General Location: The replat development of this portion ofF.S. Kapchinski consists of2.956 acres of land consisting of ten (10) residential lots with the construction of their associated improvements of paving, drainage, and utilities. The existing and proposed developments are depicted on the Replat which is provided in the "Attachment -Section 1.0" portion of this report. F.S. Kapchinski (Block One) has access to Park Place along its northwest and northeast property line. Developments adjacent to these lots are all residential consisting of single- family residential to the north and east and Scandia Apartments to the west and south. A Vicinity Map, for this project site, is provided and is located in the "Attachment - Section 1.0" portion of this manual. This map is being provided as an aid in locating the site. Drawings describing the work and its specific locations are contained in the Construction Drawings prepared by RME Consulting Engineers, College Station, Brazos County, TX. These Construction Drawings are included as part of this Drainage Report by reference. 1.3 Description of Existing Conditions: The 2.956 acres of land, which contains the proposed development, is a moderately well sloping (approximately 4.0%) substantially undeveloped site with natural overland drainage that conveys runoff to a secondary drainage system of Wolf Pen Creek. This secondary system consist of curb inlets that receive runoff from Park Place, conveyed in 202-0321 Water-Sewer Report Page -1 F.S. Kapchinski -Block One Water & Sanitary Sewer Report RME Consulting Engineers December 3, 2008 a 18" diameter storm sewer pipe, and then discharges into an unnamed tributary that is well defined. The headworks/subdivision discharge point of unnamed tributary is approximately 540 linear feet from its confluence with Wolf Pen Creek. The subject development area is primarily an unimproved area with the exception of the construction of three (3) residential development on original lots 24 and 28, and two existing metal structures, to be removed, on lots 31 and 32. Existing land-cover general consists of open grassy areas with some thick brush, weeds, and trees along the fence lines. Elevations range on the site from approximately 301 ' Mean Sea Level (MSL) to approximately 315' MSL. The Brazos County soil maps indicate that this area is comprised of Type C and D soils which consist of clays or silty clay/sand mixtures. 1.4 Existing Water Distribution System: The project site is moderately well served by an existing water line. The existing water supply lines are summarized as follows: 1. A 8" PVC water line extends parallel and within the right-of-way of Park Place; Flow tests were obtained from the City of College Station -Public Utilities Department from a frre hydrant installed along the 8" PVC water line that is located on the northwest side of Park Place close to the subject property's northwest comer. This flow test was conducted on February 28, 2008 by Wellborn S.U.D. by Mr. Butch Willis. The flow data is summarized below in Table #1 -Flow Test Data. TABLE#l FLOW TEST DATA Flow Pilot Static Fire Static Residual Hydrant Reading Flow Hydrant Pressure Pressure No. Location (psi) (wm) No. (psi) (psi) J-011 1505 Park Place 65 1350 J-012 96 94 Note: The reported flow is 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 8" sewer line located along the properties southwest property line and located in the parking area of the Scandiva Apartments. 2.0 WATER SYSTEM IMPROVEMENTS 2.1 Proposed Water System Configuration: An 6" water line will tap the existing 8"public water line near the northwest comer of the subject property. For the development domestic and fire water uses, a combination of an 6" and 3" water lines will be installed. 202-0321 Water-Sewer Report Page -2 F.S. Kapchinski -Block One Water & Sanitary Sewer Report RME Consulting Engineers December 3, 2008 Proposed 3" water lines will be installed where the service length is less than or equal to five hundred (500') feet. All 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 feet (800') and will terminate with a fire hydrant or blow-off assembly. In residential areas fire hydrants will be installed so that no residence is greater than five hundred feet (500') from a hydrant. Each fire hydrant will be analyzed to provide a fire flow of 1,000 gpm. Fire hydrants in commercial areas will be installed at approximately six hundred feet (600') spacing or less. All proposed water lines will terminate with a standard frre hydrant or a blow-off assembly. As mentioned earlier the water distribution system will provide fire protection and domestic water service. The Water -Key Map is included in the "Attachment" portion of this report and more fully details the proposed water system improvements. The proposed water lines, and appurtenances, will be constructed and installed in accordance with the UTSDG. Unless specifically identified on the Construction Drawings, the proposed water lines will be of type PVC AWWA C909 DR14 water line pipe. Public utility lines will be installed in existing public utility easements or placed in proposed public utility easements which will be dedicated by plat or by separate instruments. 2.2 Domestic Water Supply Requirements: With residential developments, 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. Commercial development's domestic flow requirements will be evaluated on a case-by-case basis at the time of site development. These estimated domestic flows should be generated in accordance with the UTSDG with one of the three (3) preset methods. At static conditions, whether residential or commercial, a minimum 35 psi pressure rating will be maintained. 2.3 Fire Flow Requirements: The fire flow demand, for residential developments, will require that each residence can be protected by a minimum 1,000 gpm. The fire flow demand, for commercial developments, will require that the development can be protected by a minimum 2,500 gpm (this flow will be split between two fue hydrants that have a separation distance of 600' or less). During fire flow conditions, whether residential or commercial, the minimum static pressure shall not be less than 20 psi. 202-0321 Water-Sewer Report Page -3 F.S. Kapchinski -Block One Water & Sanitary Sewer Report 2.4 Hydraulic Modeling Methodology: RME Consulting Engineers December 3, 2008 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 KYPIPE model program, water demands and fire flow requirements, for the proposed water system improvements of University Summit, Phase One, and adjacent infrastructure, was determined to adequately meet or positively exceed the minimum design standards. KYPIPE Hydraulic Analysis Data, resulting from all fire flow conditions are contained in this report in the "Attachment" portion. Resulting summary information for each fire flow scenario are illustrated below in Table #2 -Water System Summary and identify the "worse-case" location in the proposed distribution system (lowest pressure node or highest velocity in pipe). The entire water system model, for each scenario, is fully contained with the KYPIPE Hydraulic Analysis Data. TABLE#2 WATER SYSTEM SUMMARY PIPE DATE NODE DATA Residual Fire Flow KYPIPE Plan Pipe·Size Flow Velocity Node Pressure Scenerio Name Identifier (in m) Name ( si DOMESTIC FLOW CONDITION P-2 Wl 6 9.00 0.10 J-4 90.13 FIRE FLOW CONDITIONS P-2 WI 6 1009 11.45 J-4 74.67 Fire Flow Scenarios: l. 1,000 gpm from FH-1 ; 202-0321 Water-Sewer Report Page -4 F.S. Kapchinski -Block One Water & Sanitary Sewer Report RME Consulting Engineers December 3, 2008 3.0 SANITARY SEWER IMPROVEMENTS 3.1 Proposed Sanitary Sewer Configuration: The proposed sanitary sewer collection system will consist of various 6" line extension. This collection system will convey sewer in a generally westerly direction to the existing 8" PVC sanitary sewer line. The Sewer -Key Map is included in the "Attachment" portion of this report and more fully details the proposed sanitary sewer collection 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 subdivision based on the Replat (see "Attachment" portion of report). Resulting average sanitary sewer flow values were calculated and are summarized in Table #3 - "Sanitary Sewer Flows" shown below. As calculated, the proposed Average Daily Flow (ADF) for this subdivision is 2,670 gpd and a 2-Hour Peak Flow (PF) at 0.02 cfs. TABLE #3 -SANITARY SEWER FLOWS Average Average 2-Hour Daily Flow Dwelling Daily Flow Peak Flow Peak Flow Section/Phase (gpd/cap) Units (gpd) (gph) (cfs) NIA 100 10 2,670 445 0.02 TOTAL EXPECTED FLOWS= 2,670 445 0.02 Flow Determination Notes: 1) Residential density is at 2.67 capita/Dwelling Unit; 2) Commercial uses were estimated at 30 capita/acre; 3) Average Daily flows, for each use, were assigned per Table lll-"Average Wastewater Generations" per the UTSDS; 4) Peaking factor of 4.0 was applied to the Average Daily Flows to determine the Peak Flow which is used for line sizing; 3.3 Hydraulic Modeling & Methodology: As allowed in the UTSDG, a hydraulic computer model was used to determined flow results for the proposed sanitary sewer collection lines. The hydraulic analysis and corresponding results were determined by using the WINSTORM hydraulic program, for stormwater modeling. Though this TxDOT program's typical use is for modeling gravity stormwater systems it can easily be applied for hydraulic modeling of gravity sewer systems. Peak sewer flows were directly input at manholes in lieu of flows being generated by hydrological equations at logical locations along the proposed sewer lines. 202-0321 Water-Sewer Report Page -5 F.S. Kapchinski -Block One Water & Sanjtary Sewer Report 3.4 Modeling Results & Conclusions: RME Consulting Engineers December 3, 2008 Using the WINSTORM model for the subject development, at ultimate development conditions, sanitary sewer flows were input into the proposed sewer system and it was determine that the proposed sanitary sewer collection system, and adjacent downstream major trunk line, has adequate capacity. WINSTORM Hydraulic Analysis Data, 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. u; TABLE #4 SANITARY SEWER COLLECTION SYSTEM Upstream Downstream Lme Pipe Size Slope Q Capacity Velocity Element Element No. (in) (%) (cfs) (cfs) (fps) MH-2 MH-1 1 6 0.60 0.02 U.54 1.32 Hydraulic Analysis Notes: I. A roughness coefficient of0.013 was used; 2. Peak flows where applfod at reasonable location, at manholes, along the trunk line at respective development areas; As demonstrated above, the proposed sanitary sewer system will be sufficient and meet the requirements of the UTSDS and the TCEQ Rules & Regulations. It should be noted that as future development actually occurs, within the proposed service area, new sanitary sewer studies should be performed to illustrate adequate ability of the existing sanitary sewer system to accommodate the expected sewer loadings. 202-0321 Water-Sewer Report Page -6 REPLAT F.S. KAPCH!NSK! SUBDIVISION: LOTS 17, NE ~ OF 18, 24, 38-32 PARK PLACE, COLLEGE STATION College Sta ion Utilities Reliable, Affordable, Community Owned WATER SERVICES DEPARTMENT P.O . BOX 9960 COLLEGE STATION TEXAS 77842 BUTCH WILLIS, FIELD SERVICES DIVISION PHONE 979-764-3435 FAX: 979-764-3452 FLOW TEST REPORT Date 28-Feb-08 Nozzle size 2.5 Location 1505 PARK PLACE Flow Hydrant Number J-011 Pitot Reading 65 GPM 1350 Static Hydrant Number J-012 Static PSI 96 Residual PSI 94 COMMENTS -N- ~ 0 60 , ' ' ~ WATER • KEY MAP ~ / / / / / DOMESTIC FLOW CONDITIONS * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * * * * * University of Kentucky Network Modeling Software Copyrighted by KYPIPE LLC Version 3 -11/01/2005 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Wed Dec 03 08 :54:48 2008 INPUT DATA FILENAME --------------C :\Users\user\RME\Projects\220-03-l\ENGINE-l\0321WlRA.DT2 TABULATED OUTPUT FILENAME --------C:\Users\user\RME\Projects\220-03-l\ENGINE-l\0321WlRA.OT2 POSTPROCESSOR RESULTS FILENAME ---C:\Users\user\RME\Projects\220-03-l\ENGINE-l\0321WlRA.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 A T A gallons/minute feet psig STATUS CODE : XX -CLOSED PIPE CV -CHECK VALVE P I P E N A M E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR ltl #2 (ft) (in) COEFF. LOSS COEFF . P-1 R-1 J -1 345 .06 8 .00 128.4481 P-2 J-1 FH-1 316 .00 6 .00 140.0000 P-3 FH-1 J -4 137 . 00 3 .00 140. 0000 E N D N 0 D E D A T A NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) -------------------------------------------------------------- FH-1 J-1 J-4 R-1 0 U T P U T 0 P T I 0 N 6.00 0 .00 3 .00 DAT A 309.00 301 .00 310.00 301.00 518 .00 OUTPUT SELECTION : ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y s T E M c 0 N F I G u RA T I 0 N NUMBER OF PIPES ................... (p) 3 NUMBER OF END NODES ............... (j) 3 NUMBER OF PRIMARY LOOPS ........... (1) 0 1.14 3 .74 0.00 DOMESTIC FLOW CONDITIONS NUMBER OF SUPPLY NODES ............ (f) 1 NUMBER OF SUPPLY ZONES ............ (z) 1 ================================================================================ Case: O RESULTS OBTAINED AFTER 3 TRIALS : ACCURACY 0 .00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) M.D.W. Centre -Phase One P I P E L I N E STATUS CODE: P I P E N A M E P-1 P-2 P-3 E N D N 0 D E R E S U L T S XX -CLOSED PIPE NODE NUMBERS #1 ll2 R-1 J-1 FH-1 J-1 FH-1 J-4 R E S U L T S CV -CHECK VALVE FLOWRATE (gpm) 9.00 9.00 3.00 HEAD MINOR LOSS LOSS (ft) (ft) 0 .00 0 .00 0.01 0.00 0 .00 0 .00 LINE HL+ML/ VELO . 1000 (ft/s) (ft/ft) 0.06 0 .10 0 .14 0.00 0.01 0.04 NODE NAME NODE TITLE EXTERNAL DEMAND (gpm) HYDRAULIC NODE PRESSURE NODE GRADE ELEVATION HEAD PRESSURE (ft) (ft) (ft) (psi) FH-1 J-1 J-4 R-1 6 .00 0 .00 3 .00 517.99 518.00 517.99 518.00 309.00 301.00 310.00 301.00 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME R-1 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND FLOWRATE (gpm) 9 .00 9 .00 0.00 9 .00 NODE TITLE ***** HYDRAULIC ANALYSIS COMPLETED ***** 208 .99 217 .00 207 .99 217 .00 90.56 94.03 90.13 94 .03 HL / 1000 (ft/ft) 0.00 0 .01 0 .04 FIRE FLOW SCENARIO #1 * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * * * * * Uni versity of Kentucky Network Modeling Soft ware Copyri gh ted by KYPIPE LLC Version 3 -11/01/2005 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Wed Dec 03 08 :50:22 2008 INPUT DATA FILENAME --------------C:\Users\u ser\RME\Projects\220-03-l\ENGINE-l\0321WlRA .DT2 TABULATED OUTPUT FILENAME --------C:\Users\user\RME\Projects\220-03-l\ENGINE-l\0321WlRA.OT2 POSTPROCESSOR RESULTS FILENAME ---C:\Users\user\RME\Projects\220-03-l\ENGINE-l\0321WlRA.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 A T A gallons/minute feet psig STATUS CODE : XX -CLOSED PIPE CV -CHECK VALVE P I P E N A M E NODE NAMES LENGTH DIAMET ER ROUGHNESS MINOR #1 #2 (ft) (in) COEFF . LOSS COEFF . P-1 R-1 J-1 345 .06 8 .00 128.4481 P-2 J -1 FH-1 316 .00 6 .00 140.0000 P-3 FH-1 J-4 137 .00 3 .00 140 .0000 E N D N 0 D E D A T A NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) -------------------------------------------------------------- FH-1 J-1 J-4 R-1 0 U T P U T 0 P T I 0 N 1006 .00 0 .00 3 .00 D A T A 309.00 301. 00 310 .00 301 .00 518 .00 OUTPUT SELECTION : ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y s T E M c 0 N F I G u RA T I 0 N NUMBER OF PIPES ................... (p) 3 NUMBER OF END NODES ............... (j) 3 NUMBER OF PRIMARY LOOPS ........... (1) 0 1. 14 3 .74 0 .00 FIRE FLOW SCENARIO #1 NUMBER OF SUPPLY NODES ............ (f) 1 NUMBER OF SUPPLY ZONES ............ (z) 1 ================================================================================ Case : O RESULTS OBTAINED AFTER 3 TRIALS: ACCURACY 0 .00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) M.D.W . Centre -Phase One p I P E L I N E STATUS CODE: p I p E N A M E E N D P-1 P-2 P-3 N 0 NODE NAME D E RE S U L xx -CLOSED NODE #1 R-1 J-1 FH-1 T S PIPE NUMBERS #2 J-1 FH-1 J-4 CV RE s u L T s NODE EXTERNAL TITLE DEMAND (gpm) -CHECK VALVE FLOW RATE (gpm) 1009.00 1009.00 3 .00 HYDRAULIC GRADE (ft) HEAD LOSS (ft) 6 .55 20.77 0.01 NODE MINOR LINE LOSS VELO . (ft) (ft/s) 0 .73 6 .44 7.61 11.45 0.00 0 .14 PRESSURE ELEVATION HEAD (ft) (ft) HL+ML/ 1000 (ft/ft) 21.12 89.81 0.04 NODE PRESSURE (psi) ------------------------------------------------------------------------------ FH-1 1006.00 482 .33 309 .00 J-1 0 .00 510 . 71 301.00 J-4 3 .00 482 .33 310 .00 R-1 518 .00 301. 00 S U M M A R Y 0 F INFLO W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (gpm) R-1 1009 .00 NET SYSTEM INFLOW 1009.00 NET SYSTEM OUTFLOW 0.00 NET SYSTEM DEMAND 1009.00 NODE TITLE ***** HYDRAULIC ANALYSIS COMPLETED ***** 173.33 75.11 209 .71 90.88 172 . 33 74. 67 217 .00 94 .03 HL/ 1000 (ft/ft) 18.99 65 .73 0.04 -N- ~ 0 60 / / / / // ~ ' ' /~ ', ' ~ ' ~ ' ~ ' ~ ' ' ' ' ' ' ~ ~ © ' ' ' ' ~ SEWER· EYMAP s. / ~ / • / / / / / stmOutput WinStorm (STORM DRAIN DE SIGN) Version 3.05, Jan . 25 , 2002 Run @ 12/3/2008 9 :09 :13 AM PROJECT NAME : 220 JOB NUMBER 0321 PROJECT DESCRIPTION : Park Place DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS : 2 Years 5 Years ENGLISH OUTPUT FOR DESIGN FREQUENCY of : 2 Years =========================================== Runoff Computation for Design Frequency. ============================================================================= ID C Value Area (acre) Tc (min) Tc Used (min) Intensity (in/hr) Supply Q (cfs) Total Q (cfs) MH-2 0 .0 0 .00 10 .00 0.00 0 .00 0 .020 0.020 Cumulative Junction Discharge Computations ================================================================================= Node I. D . MH-1 MH-2 Node Type Weighted C-Value CircMh 0 .000 CircMh 0 .000 Cumulat. Cumulat . Dr .Area (acres) 0 .00 0 .00 Tc (min ) 0 .00 0 .00 Conveyance Configuration Data Intens . (in/hr) 0 .00 0 .00 User Supply Q cfs) 0.020 0 .020 Additional Q in Node (cfs) 0 .00 0 .00 Total Disch . (cfs) 0.020 0.020 ================================================================================== Run# Node I .D. US DS 1 MH-2 MH-1 Flowline Elev . US DS (ft) (ft) 305 .41 302 .61 Shape # Span (ft) Rise (ft) Circ 1 0 .00 0 .50 Conveyance Hydraulic Computations . Tailwater = 0 .000 (ft) Length (ft) 350 .00 Slope ( % ) 0 .80 n value 0 .012 ================================================================================== Hydraulic Gradeline Depth Run# US Elev DS Elev Fr.Slope Unif . Actual (ft) (ft) ( % ) (ft) (ft) Page 1 Velocity Unif . Actual (f/s) (f/s) Q (cfs) Cap (cfs) June Loss (ft) stmOutput 1* 305.48 302.68 0 .001 0.07 0 .07 1. 32 1. 32 0 .02 0.54 0.000 ================================================================================== OUTPUT FOR ANALYSYS FREQUENCY of : 5 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) MH-2 0 .0 0 .00 10 .00 0 .00 0.00 0 .020 0 .020 Cumulative Junction Discharge Computations ================================================================================= Node I. D . MH-1 MH-2 Node Type CircMh CircMh Weighted C-Value 0.000 0.000 Cumulat . Cumulat . Dr .Area (acres ) 0.00 0.00 Tc (min) 0 .00 0 .00 Conveyance Configuration Data Intens . (in/hr) 0 .00 0 .00 User Supply Q cfs) 0 .020 0.020 Additional Q in Node (cfs) 0 .00 0 .00 Total Disch . (cfs) 0.020 0 .020 ================================================================================== Run# Node I .D. US OS 1 MH-2 MH-1 Flowline Elev. US OS (ft) (ft) 305 .41 302 .61 Shape # Span (ft) Rise (ft) Circ 1 0 .00 0 .50 Conveyance Hydraulic Computations . Tailwater = 0 .000 (ft) Length (ft) 350 .00 Slope ( % ) 0.80 n value 0 .012 ================================================================================== 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 ) l* 305.48 302.68 0 .001 0 .07 0.07 1.32 1 .32 0.02 0 .54 0 .000 ===================================END============================================ * Super critical flow . Page 2