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HomeMy WebLinkAboutWater & Sanitary Report Water & Sanitary Sewer Report FOR CREEK MEADOWS SUBDIVISION Section 5, Phase Three College Station Brazos County, Texas June 27, 2014 OFTry1l i* • i * . ��f\ �. * 7 t. * / // . 411P %vs_ONAL _r N Prepared For: Creek Meadow Partners,L.P. do Oldham Goodwin Group, LLC 2800 South Texas Avenue, Suite 401 Bryan,TX 77802 Prepared By: RME Consulting Engineers Texas Firm Registration No. F-4695 P.O. Box 9253 College Station, TX 77845 RME No.260 -0532 Water & Sanitary Sewer Report FOR CREEK MEADOWS SUBDIVISION Section 5, Phase Three College Station Brazos County, Texas June 27, 2014 r . ' 14 * * 7 * •'� `� '" I. *., % PABON �n CAT jilp ktuS2ONAL ,....r„ . ........, ,,, ,,.„ Prepared For: Creek Meadow Partners, L.P. do Oldham Goodwin Group, LLC 2800 South Texas Avenue, Suite 401 Bryan, TX 77802 Prepared By: RME Consulting Engineers Texas Firm Registration No. F-4695 P.O. Box 9253 College Station, TX 77845 RME No.260 - 0532 Water & Sanitary Sewer Report CREEK MEADOWS SUBIDIVISION Section 5, Phase Three College Station 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 2 1.3 Description of Existing Conditions 2 1.4 Existing Water Distribution System 2 1.5 Existing Sanitary Sewer Collection System 3 2.0 Water System Improvements 3 2.1 Proposed Water System Configuration 3 2.2 Domestic Water Supply Requirements 4 2.3 Fire Flow Requirements 4 2.4 Hydraulic Modeling Methodology 4 2.5 Modeling Results&Conclusions 4 3.0 Sanitary Sewer Improvements 5 3.1 Proposed Sanitary Sewer Configuration 5 3.2 Sanitary Sewer Flow Calculations 5 3.3 Hydraulic Modeling Methodology 6 3.4 Modeling Results&Conclusions 6 ATTACHMENTS: Preliminary Plat Final Plat—Section 5,Phase Three Vicinity Map Proposed Water System Map KYPIPE Hydraulic Analysis Data Proposed Sanitary Sewer System Map WINSTORM Hydraulic Analysis Data 260-0532 Water-Sewer Report-S5P3.docx Page-i Water & Sanitary Sewer Report CREEK MEADOWS SUBIDIVISION Section 5, Phase Three College Station Brazos County, Texas 1.0 GENERAL INFORMATION 1.1 Scope of Report and Proposed Development: This report addresses the water and sanitary sewer improvements for the Creek Meadows Subdivision Section 5, Phase Three development conditions. This new development will consist of 26 lots. Currently, the subject site is undeveloped with rural residential subdivision surrounding most of the proposed master planned subdivision. Within the master planned subdivision of Creek Meadows, and at the time of this report, the following phases are fully built and accepted by the City of College Station or nearing construction completion: • Section 1A, Phase One & Two; • Section 1B,Phase One thru Four(all phases); • Section 2,Phase(all phases); • Section 3, Phase 1 &2; • Section 4, Phase 1, 2A, 2B, 2C, 3A&4; • Section 5, Phase 1 &2; The proposed development and correlating water and sanitary sewer improvements are designed and analyzed in accordance with the criteria outlined in the "B/CS Unified Technical Specifications and Design Guidelines" (UTSDS)manual of the City of College Station (CoCS) and Chapters 290 & 217 of the Texas Commission on Environmental Quality(TCEQ)Rules& Regulations. 1.2 Site and General Location: The master planned development, Creek Meadows subdivision, consists of 293.222 acres of land consisting of three tracts (20.179 acre tract, 176.043 acre tract, and a 96.00 acre tract). Section 5, Phase Three will consist of 9.764 acres, located within the southern 96.00 acre tract, and will consist of the platting of thirty-four (34) residential lots with the construction of their associated improvements of paving, drainage, and utilities. Subsequent future developments and phases are proposed upstream of Phase Three. The proposed and future developments and phases are depicted on the Preliminary Plat which is provided in the "Attachment" portion of this report. Also, the Final Plat of Creek Meadows — Section 5, Phase Three is provided in the same location of this report. Creek Meadows — Section 5 has access to Greens Prairie Trail along its northwest property line and Royder Road along its southwest property line (no connection provided to this county road. The 96 acre tract is bordered by Greens Prairie Trail to the 260-0532 Water-Sewer Report-S5P3.docx Page-1 Creek Meadows Subdivision—Section 5,Phase Three RME Consulting Engineers Water&Sanitary Sewer Report June 27,2014 northwest and Royder Road to the southwest. Developments adjacent to the parent tract, all of which are rural residential, consist of Royder Ridge to the northwest and Woodlake to the northeast. Land to the southeast is undeveloped and agricultural in its existing condition. A Vicinity Map, for this project site, is provided and is located in the "Attachment" portion of this manual. This map is being provided as an aid in locating the site. Drawings describing the work and its specific locations are contained in the Construction Drawings prepared by RME Consulting Engineers, College Station, Brazos County, TX. These Construction Drawings are included as part of this Water& Sanitary Sewer Report by reference. 1.3 Description of Existing Conditions: The 96-acre tract, which contains the proposed development of Creek Meadows Subdivision — Section 5, Phase Three, is a moderately well sloping (approximately 1.5%)undeveloped site with natural drainage systems that convey runoff to either Peach Creek South Tributary 20 or to Peach Creek South Tributary 16.4.3. Post-development runoff, from the site, flows through proposed and existing storm sewer, to these tributaries of Peach Creek that meanders along the subdivision's western and eastern property lines. The Creek Meadows subdivision, Section 5, Phase Three area is primarily an unimproved area that abuts Section 5, Phase Two (adjacent to the southwest). Existing land-cover general consists of open grassy areas with some thick brush, weeds, and trees along the unnamed tributary. Elevations range on the project area from approximately 298' Mean Sea Level (MSL) to approximately 303' MSL. The Brazos County soil maps indicate that this area is comprised of Type C and D soils which consist of clays or silty clay/sand mixtures. 1.4 Existing Water Distribution System: The project site is moderately well served by existing water lines. The utility provider, for water service, will be Wellborn S.U.D. The existing water supply lines are summarized as follows: 1. A 16" water line borders along the entire northeast and northwest property line of the 171.043 acre parent tract. The northwest section of this 16" water line parallels Greens Prairie Road West and is wholly contained within a 15' and 16' Public Utility Easement. A portion of this water line was relocated due to right-of-way dedication of Section 1A, Phase One of Creek Meadows. This 16" water line extends to the Wellborn elevated storage tank which is approximately 4,300 linear feet away from this location; 2. A 12" PVC water line extends along the entire east property line of the 171.043 acre parent tract and parallels Greens Prairie Trail. This 12" water line is connected to the before mentioned 16" water line and is wholly contained within a 15' Public Utility Easement; 3. A 6" PVC water line meanders along the prescriptive right-of-way of Royder Road which was installed in the fall of 2007 and replaced an existing 2"and 3"water line; 260-0532 Water-Sewer Report-S5P3.docx Page-2 Creek Meadows Subdivision—Section 5,Phase Three RME Consulting Engineers Water&Sanitary Sewer Report June 27,2014 4. In addition to these primary trunk "supply" lines numerous 8", 6", 4" and 3" supply lines have been installed through the developed portions of the Creek Meadows subdivision. The KYPIPE model reflecting these existing improvements will be expanded upon to integrate the proposed improvements scheduled for Section 5, Phase Three. Since this development is on the "south side" of the subdivision, bisected by Greens Prairie Trail, the KYPIPE model will only include improvements located within this area of the subdivision. Flow tests were obtained from the Wellborn S.U.D. from a fire hydrant installed along the 12" PVC water line that is located on the east side of Greens Prairie Trail and parallel to the subject property's west boundary line. This fire hydrant was installed at the tie-in point of the 8" PVC waterline located across from North Creek Meadow Boulevard. Since the time of the original flow test the fire hydrant has been removed and this 8" waterline extension has been installed. This flow test was conducted on December 28, 2006 by Wellborn S.U.D. by Mr. Steven Cast and witnessed by this office. The flow data is summarized below in Table#1 —Flow Test Data. TABLE#1 FLOW TEST DATA Flow Pilot Static Fire Static Residual Hydrant Reading Flow Hydrant Pressure Pressure No. Location (psi) (gpm) No. (psi) (psi) FH"A" Greens Prairie Trail 67 1360 Res. 74 70 Note: The reported flow is from the 2.5"nozzle of the identified flow hydrant; 1.5 Existing Sanitary Sewer Collection System: The proposed sanitary sewer collection system, for Section 5, Phase Three, will discharge into a proposed and/or existing collection system and ultimately to the Creek Meadow Lift Station, constructed in Section 1 B. From the Creek Meadow Lift Station sanitary sewer is then pumped, via a 6" & 8" PVC force main, to the existing collection system of the Castlegate 2 Subdivision (currently the Section 6 connection point is valved shut and will be opened during Phase 3 of the CMLS improvements — see RME study dated 9/11/13). 2.0 WATER SYSTEM IMPROVEMENTS 2.1 Proposed Water System Configuration: The proposed water system will connect to an existing 8" water line (installed and terminated with a blow-off valve at the existing north end of Cottonwood Creek Ln — Section 5, Phase 2) and to an existing 12" water line (located along Green Prairie Trail). These termini where intended for the future extensions of water distribution system into the subject development. A proposed 8" and 6" water line, within Section 5, Phase Three, will be extended and connect to the existing water distribution system to create proper looping. 260-0532 Water-Sewer Report-S5P3.docx Page-3 Creek Meadows Subdivision—Section 5,Phase Three RME Consulting Engineers Water&Sanitary Sewer Report June 27,2014 The general requirements of the UTSDG for water line design layout are briefly listed as follows: • 4" water lines will be installed where the service length is less than or equal to five hundred(500')feet; • 6" water lines may be allowed up to a maximum of 1,500 feet in length and must connect at each end to an 8 inch or larger main and shall have no more than 2 fire hydrants or flushing points. Where it is not possible to meet this requirement, a 6- inch main may be extended to a maximum of 800 feet in length and shall terminate with a fire hydrant or blow-off assembly; • Fire hydrants will be installed so that no residence is greater than five hundred (500') from a hydrant. Each fire hydrant will be analyzed to provide a fire flow of 1,000 gpm. As mentioned earlier the water distribution system will provide fire protection and domestic water service. The Water System Map is included in the "Attachment" portion of this report and more fully details the proposed water system improvements. The proposed water lines, and appurtenances, will be constructed and installed in accordance with the UTSDG and TCEQ Chapter 290. Unless specifically identified on the Construction Drawings, the proposed water lines will be of type PVC AWWA C900 DR14 water line pipe. Public utility lines will be installed in existing public utility easements or placed in proposed public utility easements which will be dedicated by plat or by separate instruments. 2.2 Domestic Water Supply Requirements: An average daily water consumption of 1.5 gpm per connection or dwelling unit will be utilized for analysis of the proposed water distribution system at normal conditions. During static conditions a minimum 35 psi pressure rating will be maintained. 2.3 Fire Flow Requirements: The fire flow demand, for the proposed development, will require that each residence be protected by a minimum 1,000 gpm. During 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. 260-0532 Water-Sewer Report-S5P3.docx Page-4 Creek Meadows Subdivision—Section 5,Phase Three RME Consulting Engineers Water&Sanitary Sewer Report June 27,2014 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 5, Phase Three water demands, and fire flow requirements, for the proposed water system improvements, and adjacent infrastructure, it was determined to adequately meet or positively exceed the minimum design standards. KYPIPE Hydraulic Analysis Data, resulting from both domestic water demands and all 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. TABLE #2 WATER SYSTEM SUMMARY PIPE DATE NODE DATA Residual Scenerio KYPIPE Section/ Pipe Size Flow Velocity Node Pressure Number Name Phase (in) (gpm) (fps) Name (psi) DOMESTIC FLOW CONDITION I P-6 I S5P1 I 3 I 12.00 I 0.54 I FH-4 I 67.11 FIRE FLOW CONDITIONS 1 P-15 S5P3 6 568.38 6.45 FH-4 64.04 2 P-16 S5P3 8 1025.5 6.55 FH-4 63.17 Domestic Flow Scenario: 1. Domestic design flows at completion of Section 5, Phase Three; Fire Flow Scenario: 1. 1,000 gpm from FH5—Section 5,Phase Three; 2. 1,000 gpm from FH6—Section 5, Phase Three; 3.0 SANITARY SEWER IMPROVEMENTS 3.1 Proposed Sanitary Sewer Configuration: The proposed sanitary sewer collection system, for Creek Meadows — Section 5, Phase Three, will consist of 8" and 6" sanitary sewer line extensions. These sanitary sewer line extensions will be expansions of the existing Creek Meadows collection system which conveys sewer in a generally southern direction to the subdivision Lift Station located on the south side of Greens Prairie Trail near the southwest corner of the master planned 260-0532 Water-Sewer Report-S5P3.docx Page-5 Creek Meadows Subdivision—Section 5,Phase Three RME Consulting Engineers Water&Sanitary Sewer Report June 27,2014 subdivision. The Sanitary Sewer System Map is included in the "Attachment"portion of this report and more fully details the proposed sanitary sewer system improvements. The proposed sanitary sewer lines, and appurtenances, will be constructed and installed in accordance with the UTSDG. Unless specifically identified on the Construction Drawings,the proposed sanitary sewer lines will be of type PVC SDR-26, ASTM D3034 sewer line pipe. Public utility lines will be installed in existing public utility easements or placed in proposed public utility easements which will be dedicated by plat or by separate instruments. 3.2 Sanitary Sewer Flow Calculations: The sanitary sewer requirements, for the master planned development, were derived by Method 2 —"Land Use Determination" of the UTSDS. Resulting average sanitary sewer flow values were calculated, for all complete or permitted phases, and the results are summarized in Table #3 — "Sanitary Sewer Flows" shown below. As calculated, the ultimate Average Daily Flow (ADF) for these section/phases of the Creek Meadows subdivision is 156,996 gpd and a 2-Hour Peak Flow(PF)at 0.97 cfs. TABLE#3 - SANITARY SEWER FLOWS Average Average 2-Hour Daily Flow Dwelling Daily Flow Peak Flow Peak Flow Section/Phase (gpd/cap) Units (gpd) (gph) (cfs) Sec. 1A,Ph. 1&2 100 96 25,632 4,272 0.16 Sec. 1B,Phase 1-4 100 112 29,904 4,984 0.19 Sec.2,Ph(Ph lA-3) 100 126 33,642 5,607 0.21 Sec.3,Ph 1&2 100 50 13,350 2,225 0.08 Sec.4,Ph 1,2A,2C,3A& 4 100 114 30,438 5,073 0.19 Sec.5,Ph 1&2 100 56 14,952 2,492 0.09 Sec.5,Ph 3 100 34 9,078 1,513 0.06 TOTAL EXPECTED FLOWS= 588 156,996 26,166 0.97 Flow Determination Notes: 1) Residential density is at 2.67 capita/Dwelling Unit; 2) Commercial uses were estimated at 30 capita/acre; 3) Average Daily flows, for each use, were assigned per Table III"Average Wastewater Generations"per the UTSDS; 4) Peaking factor of 4.0 was applied to the Average Daily Flows to determine the Peak Flow which is used for line sizing; 3.3 Hydraulic Modeling& Methodology: As allowed in the UTSDG, a hydraulic computer model was used to determined flow results for the proposed sanitary sewer collection lines. The hydraulic analysis and corresponding results were determined by using the WINSTORM hydraulic program, for stormwater modeling. Though this TxDOT program's typical use is for modeling gravity 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. 260-0532 Water-Sewer Report-S5P3.docx Page-6 Creek Meadows Subdivision-Section 5,Phase Three RME Consulting Engineers Water&Sanitary Sewer Report June 27,2014 3.4 Modeling Results& Conclusions: Using the original WINSTORM model and expanding it to include Creek Meadows - Section 5, Phase Three, sanitary sewer flows were input into the proposed sewer system and it was determined that the proposed expanded system has adequate capacity. WINSTORM Hydraulic Analysis Data, as resulting from sanitary sewer analysis, is contained in this report in the "Attachment" portion. Resulting summary information is illustrated below in Table #4-Sanitary Sewer Summary. As report above in Table #3 there are 588 dwelling units either platted or permitted for platting (which includes Section 5, Phase Three). These dwelling units will be the equivalent of 0.97 cfs (435 gpm) at Peak Flow (PF=4). Utilizing a PF=3 (Peaking Factor for design capacity of the lift station system) the flows are reduced to 327 gpm. The Creek Meadows Lift Station has a firm pumping capacity of 505 gpm (at completion of Phase 2 improvements of the CMLS - 737 D.U.s reserved for Creek Meadows) which illustrates that this flow will be acceptable at the current pumping system. TABLE #4 SANITARY SEWER COLLECTION SYSTEM Upstream Downstream Line Pipe Size Slope Q Capacity Velocity Element Element No. (in) (%) (cfs) (cfs) (fps) MH-1 EX-MH1 1 8 0.42 0.59 0.86 2.60 MH-2 MH-1 2 8 0.76 0.57 1.15 3.25 MH-3 MH-2 3 8 0.40 0.42 0.84 2.39 MH-4 MH-3 4 8 0.40 0.41 0.84 2.38 5 MH-5 MH-4 5 8 0.40 0.41 0.84 2.38 a) m MH-6 MH-5 6 8 0.40 0.39 0.84 2.36 r a MH-7 MH-6 7 8 0.40 0.39 0.84 2.34 c MH-8 MH-7 8 8 0.40 0.39 0.84 2.34 c. MH-9 MH-1 9 6 1.00 0.02 0.61 1.35 in MH-10 MH-9 10 6 1.00 0.02 0.61 1.35 MH-11 MH-10 11 6 1.00 0.01 0.61 1.25 MH-12 MH-2 12 6 0.80 0.11 0.54 2.15 MH-13 MH-6 13 6 1.50 0.00 0.74 0.96 MH-14 MH-13 14 6 0.80 0.06 0.50 1.74 N MH-15 MH-14 15 6 0.80 0.06 0.50 1.74 a MH-16 MH-15 16 6 0.80 0.06 0.50 1.74 ,-; MH-17 MH-8 17 8 0.40 0.39 0.77 2.18 o MH-18 MH-17 18 8 0.40 0.37 0.78 2.18 .cg MH-19 MH-17 19 6 1.50 0.01 0.69 0.80 cn MH-20 MH-19 20 6 1.50 0.01 0.69 1.33 MH-21 MH-18 21 8 0.40 0.37 0.77 2.16 co MH-22 MH-21 22 8 0.40 0.37 0.78 2.16 MH-23 MH-22 23 6 1.00 0.04 0.56 0.65 a MH-24 MH-23 24 6 1.00 0.04 0.56 1.58 MH-25 MH-12 25 6 1.00 0.02 0.61 1.45 O MH-26 M11-25 26 6 1.00 0.02 0.56 1.39 cn MH-27 MH-26 27 6 1.00 0.02 0.56 1.39 MH-28 MH-16 28 6 0.80 0.06 0.50 1.74 260-0532 Water-Sewer Report-S5P3.docx Page-7 Creek Meadows Subdivision—Section 5,Phase Three RME Consulting Engineers Water&Sanitary Sewer Report June 27,2014 Sanitary Sewer Notes: 1) Velocities within a proposed pipe runs (highlighted) that are below the required 2.0 fps meet or exceed the minimum required slope for a 6" sanitary sewer, but have so little Q from the upstream lots that it is impractical to achieve the required 2.0 fps. This deviation from the B/CS standards will be noted in the B/CS Acknowledgement Letter prepared by this office; 2) Manning's"N"utilized for PVC pipe is 0.013; 260-0532 Water-Sewer Report-S5P3.docx Page-8 PRELIMINARY PLAT 0 FINAL PLAT SECTION 5, PHASE TWO 0 VICINITY MAP / © , ...ft 4 L-1 a ;01 ..ii• rAtiarliw ----___ ._, ',AAing.„ ,. , ram g ,f: 49, ,Npr N .4, < . mL..,J Li.i . , / r 5 z >- ' vs, ;, ite ictq..3 Z6 *0 a 0 0 sit* �f45 rl WATER SYSTEM MAP KYPIPE HYDRAULIC ANALYSIS DATA DOMESTIC FLOW CONDITION * * * * * * * * * * K Y P I P E 5 * * * * * * * * * * * * * Pipe Network Modeling Software * * * * Copyrighted by KYPIPE LLC * * Version 5 - February 2010 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Mon Jun 23 14:56:23 2014 Master File : c:\users\rabon metcalf\rme\projects\260-0532 ogg-creek meadows- s5p3\engineering\0532w1ra.KYP\0532w1ra.P2K ************************************************ SUMMARY OF ORIGINAL DATA ************************************************ UNITS SPECIFIED FLOWRATE = gallons/minute HEAD (HGL) = feet PRESSURE = psig PIPELINE DATA STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P IPE NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N AME #1 #2 (ft) (in) COEFF. LOSS COEFF. P-1 R-1 J-6 985.00 12.00 135.4531 0.00 P-10 3-4 FH-4 133.00 8.00 140.0000 0.57 P-11 FH-4 BOV-2 333.00 4.00 140.0000 3.17 P-12 J-4 3-5 296.00 8.00 140.0000 0.74 P-13 J-5 FH-5 183.00 6.00 140.0000 0.57 P-14 J-6 J-1 423.00 12.00 135.4531 0.00 P-15 J-6 FH-5 351.00 6.00 140.0000 0.57 P-16 3-5 FH-6 566.00 8.00 140.0000 0.57 P-17 FH-6 BOV-3 340.00 4.00 140.0000 6.00 P-2 J-1 J-2 170.00 8.00 136.8736 0.74 P-3 3-2 FH-1 128.00 8.00 136.8736 0.57 P-4 J-2 3-3 79.00 6.00 136.8736 0.57 P-5 J-3 FH-2 478.00 6.00 136.8736 0.57 P-6 FH-2 BOV-1 374.00 3.00 140.0000 0.17 P-7 3-3 FH-3 600.00 6.00 136.8736 0.57 P-8 FH-3 FH-4 380.00 6.00 140.0000 6.57 P-9 FH-1 3-4 562.00 8.00 140.0000 15.80 NODE DATA NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) BOV-2 13.50 299.00 BOV-1 12.00 296.00 BOV-3 7.50 296.50 FH-1 0.00 298.00 FH-2 3.00 294.00 1 DOMESTIC FLOW CONDITION NODE RESULTS NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE gpm ft ft ft psi BOV-2 13.50 464.80 299.00 165.80 71.85 BOV-1 12.00 464.68 296.00 168.68 73.09 BOV-3 7.50 464.83 296.50 168.33 72.94 FH-1 0.00 464.90 298.00 166.90 72.32 FH-2 3.00 464.88 294.00 170.88 74.05 FH-3 19.50 464.86 299.00 165.86 71.87 FH-4 0.00 464.86 310.00 154.86 67.11 FH-5 0.00 464.89 300.50 164.39 71.24 FH-6 18.00 464.85 J-1 0.00 464.94 297.00 167.94 72.77 J-2 0.00 464.91 297.00 167.91 72.76 5-3 7.50 464.89 296.00 168.89 73.19 5-4 25.50 464.86 301.00 163.86 71.01 J-5 12.00 464.86 303.00 161.86 70.14 5-6 13.50 464.95 300.00 164.95 71.48 R-1 ---- 465.00 304.00 161.00 69.77 S U MMA R Y OF INFLOWS AND OUTFLOWS (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE FLOWRATE NODE NAME gpm TITLE R-1 132.00 NET SYSTEM INFLOW = 132.00 NET SYSTEM OUTFLOW = 0.00 NET SYSTEM DEMAND = 132.00 ***** HYDRAULIC ANALYSIS COMPLETED ***** FIRE FLOW SCENARIO#1 * * * * * * * * * * K Y P I P E 5 * * * * * * * * * * * * * Pipe Network Modeling Software * * * * Copyrighted by KYPIPE LLC * * Version 5 - February 2010 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Mon Jun 23 14:53:27 2014 Master File : c:\users\rabon metcalf\rme\projects\260-0532 ogg-creek meadows- s5p3\engineering\0532w1ra.KYP\0532w1ra.P2K ************************************************ SUMMARY OF ORIGINAL DATA ************************************************ U NITS SPECIFIED FLOWRATE = gallons/minute HEAD (HGL) = feet PRESSURE = psig P IPELINE DATA STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P IPE NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N AME #1 #2 (ft) (in) COEFF. LOSS COEFF. P-1 R-1 J-6 985.00 12.00 135.4531 0.00 P-10 J-4 FH-4 133.00 8.00 140.0000 0.57 P-11 FH-4 BOV-2 333.00 4.00 140.0000 3.17 P-12 J-4 J-5 296.00 8.00 140.0000 0.74 P-13 J-5 FH-5 183.00 6.00 140.0000 0.57 P-14 J-6 J-1 423.00 12.00 135.4531 0.00 P-15 J-6 FH-5 351.00 6.00 140.0000 0.57 P-16 J-5 FH-6 566.00 8.00 140.0000 0.57 P-17 FH-6 BOV-3 340.00 4.00 140.0000 6.00 P-2 J-1 J-2 170.00 8.00 136.8736 0.74 P-3 J-2 FH-1 128.00 8.00 136.8736 0.57 P-4 J-2 J-3 79.00 6.00 136.8736 0.57 P-5 J-3 FH-2 478.00 6.00 136.8736 0.57 P-6 FH-2 BOV-1 374.00 3.00 140.0000 0.17 P-7 J-3 FH-3 600.00 6.00 136.8736 0.57 P-8 FH-3 FH-4 380.00 6.00 140.0000 6.57 P-9 FH-1 J-4 562.00 8.00 140.0000 15.80 N ODE DATA NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) BOV-2 13.50 299.00 BOV-1 12.00 296.00 BOV-3 7.50 296.50 FH-1 0.00 298.00 FH-2 3.00 294.00 FIRE FLOW SCENARIO#1 NODE RESULTS NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE gpm ft ft ft psi BOV-2 13.50 457.72 299.00 158.72 68.78 BOV-1 12.00 460.18 296.00 164.18 71.14 BOV-3 7.50 456.43 296.50 159.93 69.30 FH-1 0.00 460.32 298.00 162.32 70.34 FH-2 3.00 460.37 294.00 166.37 72.10 FH-3 19.50 458.82 299.00 159.82 69.26 FH-4 0.00 457.78 310.00 147.78 64.04 FH-5 1000.00 453.75 300.50 153.25 66.41 FH-6 18.00 456.45 J-1 0.00 461.76 297.00 164.76 71.40 J-2 0.00 460.68 297.00 163.68 70.93 J-3 7.50 460.39 296.00 164.39 71.23 J-4 25.50 457.72 301.00 156.72 67.91 J-5 12.00 456.46 303.00 153.46 66.50 J-6 13.50 462.09 300.00 162.09 70.24 R-1 ---- 465.00 304.00 161.00 69.77 SUMMARY OF INFLOWS AND OUTFLOWS (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE FLOWRATE NODE NAME gpm TITLE R-1 1132.00 NET SYSTEM INFLOW = 1132.00 NET SYSTEM OUTFLOW = 0.00 NET SYSTEM DEMAND = 1132.00 ***** HYDRAULIC ANALYSIS COMPLETED ***** FIRE FLOW SCENARIO#2 C * * * * * * * * * * K Y PIPE 5 * * * * * * * * * * * * Pipe Network Modeling Software * * * * Copyrighted by KYPIPE LLC * * Version 5 - February 2010 * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Mon Jun 23 14:50:31 2014 Master File : c:\users\rabon metcalf\rme\projects\260-0532 ogg-creek meadows- s5p3\engineering\0532w1ra.KYP\0532w1ra.P2K ************************************************ SUMMARY OF ORIGINAL DATA ************************************************ UNITS SPECIFIED FLOWRATE = gallons/minute HEAD (HGL) = feet PRESSURE = psig PIPELINE DATA STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P IPE NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N AME #1 #2 (ft) (in) COEFF. LOSS COEFF. P-1 R-1 J-6 985.00 12.00 135.4531 0.00 P-10 3-4 FH-4 133.00 8.00 140.0000 0.57 P-11 FH-4 BOV-2 333.00 4.00 140.0000 3.17 P-12 J-4 J-5 296.00 8.00 140.0000 0.74 P-13 J-5 FH-5 183.00 6.00 140.0000 0.57 P-14 J-6 J-1 423.00 12.00 135.4531 0.00 P-15 3-6 FH-5 351.00 6.00 140.0000 0.57 P-16 3-5 FH-6 566.00 8.00 140.0000 0.57 P-17 FH-6 BOV-3 340.00 4.00 140.0000 6.00 P-2 J-1 J-2 170.00 8.00 136.8736 0.74 P-3 J-2 FH-1 128.00 8.00 136.8736 0.57 P-4 J-2 3-3 79.00 6.00 136.8736 0.57 P-5 J-3 FH-2 478.00 6.00 136.8736 0.57 P-6 FH-2 BOV-1 374.00 3.00 140.0000 0.17 P-7 3-3 FH-3 600.00 6.00 136.8736 0.57 P-8 FH-3 FH-4 380.00 6.00 140.0000 6.57 P-9 FH-1 J-4 562.00 8.00 140.0000 15.80 NODE DATA NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) BOV-2 13.50 299.00 BOV-1 12.00 296.00 BOV-3 7.50 296.50 FH-1 0.00 298.00 FH-2 3.00 294.00 FIRE FLOW SCENARIO#2 NODE RESULTS NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE gpm ft ft ft psi BOV-2 13.50 455.73 299.00 156.73 67.91 BOV-1 12.00 459.44 296.00 163.44 70.82 BOV-3 7.50 443.92 296.50 147.42 63.88 FH-1 0.00 459.54 298.00 161.54 70.00 FH-2 3.00 459.64 294.00 165.64 71.78 FH-3 19.50 457.38 299.00 158.38 68.63 FN-4 0.00 455.79 310.00 145.79 63.17 FH-5 0.00 456.69 300.50 156.19 67.68 FH-6 1018.00 443.94 J-1 0.00 461.62 297.00 164.62 71.33 3-2 0.00 460.07 297.00 163.07 70.66 J-3 7.50 459.65 296.00 163.65 70.92 J-4 25.50 455.69 301.00 154.69 67.03 J-5 12.00 453.77 303.00 150.77 65.33 J-6 13.50 462.09 300.00 162.09 70.24 R-1 ---- 465.00 304.00 161.00 69.77 SUMMARY OF INFLOWS AND OUTFLOWS (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE FLOWRATE NODE NAME gpm TITLE R-1 1132.00 NET SYSTEM INFLOW = 1132.00 NET SYSTEM OUTFLOW = 0.00 NET SYSTEM DEMAND = 1132.00 ***** HYDRAULIC ANALYSIS COMPLETED ***** SANITARY SEWER SYSTEM MAP WINSTORM HYDRAULIC ANALYSIS DATA stmOutput.txt WinStorm (STORM DRAIN DESIGN) Version 3. 05, Jan. 25, 2002 Run @ 6/23/2014 3: 47 : 42 PM PROJECT NAME : 260 JOB NUMBER : 0532 PROJECT DESCRIPTION : Creek Meadows - Section 5, Phase Three DESIGN FREQUENCY 2 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 2 Years Runoff Computation for Design Frequency. _ -_ ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) MH-2 0.0 0. 00 10. 00 0 .00 0. 00 0. 040 0 . 040 MH-3 0 . 0 0. 00 10. 00 0. 00 0. 00 0. 010 0 . 010 MH-5 0 .0 0.00 10. 00 0 . 00 0. 00 0 . 020 0 . 020 MH-13 0. 0 0. 00 10. 00 0. 00 0 . 00 0. 003 0 . 003 MH-8 0. 0 0. 00 10. 00 0. 00 0 . 00 0. 003 0 . 003 MH-10 0. 0 0.00 10 . 00 0. 00 0 . 00 0. 005 0. 005 MH-11 0 . 0 0 . 00 10 . 00 0. 00 0. 00 0. 012 0. 012 MH-12 0 . 0 0. 00 10. 00 0 . 00 0. 00 0 . 023 0 . 023 H-16 0 . 0 0. 00 10. 00 0 .00 0. 00 0 . 000 0 . 000 MH-20 0. 0 0. 00 10. 00 0 .00 0. 00 0 . 012 0 . 012 MH-18 0. 0 0.00 10. 00 0 . 00 0. 00 0 .000 0. 000 MH-28 0.0 0.00 10.00 0 . 00 0 . 00 0 . 063 0. 063 MH-22 0 . 0 0.00 10. 00 0 . 00 0. 00 0. 338 0. 338 MH-24 0. 0 0. 00 10. 00 0.00 0 . 00 0. 035 0. 035 MH-27 0. 0 0 . 00 10 . 00 0. 00 0 . 00 0. 021 0. 021 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) EX-MH1 CircMh 0 . 000 0. 00 18 .79 4 . 59 0. 585 0. 00 0. 585 MH-1 CircMh 0 . 000 0. 00 18 .79 4 . 59 0. 585 0. 00 0. 585 MH-2 CircMh 0. 000 0. 00 17 . 96 4 .71 0. 568 0. 00 0. 568 MH-3 CircMh 0. 000 0.00 16. 86 4 . 88 0. 421 0. 00 0. 421 MH-4 CircMh 0. 000 0. 00 15. 14 5. 17 0 . 411 0. 00 0 . 411 MH-5 CircMh 0. 000 0. 00 12 . 88 5. 61 0. 411 0.00 0. 411 MH-6 CircMh 0. 000 0. 00 11. 91 5. 83 0. 391 0. 00 0. 391 MH-7 CircMh 0. 000 0. 00 10. 65 6. 15 0. 388 0 . 00 0. 388 Page 1 stmOutput.txt MH-8 CircMh 0. 000 0. 00 10. 02 6. 32 0 . 388 0. 00 0. 388 '-1-9 CircMh 0. 000 0. 00 10. 00 6. 33 0. 017 0.00 0. 017 .1H-10 CircMh 0. 000 0. 00 10. 00 6. 33 0. 017 0. 00 0. 017 MH-11 CircMh 0. 000 0. 00 0. 00 0.00 0. 012 0. 00 0 . 012 MH-12 CircMh 0. 000 0.00 10 .31 6.24 0 . 107 0. 00 0. 107 MH-13 CircMh 0. 000 0.00 0 . 00 0.00 0 .003 0.00 0 . 003 MH-14 CircMh 0. 000 0 .00 10 . 00 6. 33 0.063 0 . 00 0 . 063 MH-15 CircMh 0. 000 0.00 10. 00 6.33 0. 063 0 . 00 0. 063 MH-16 CircMh 0.000 0 .00 10.00 6. 33 0 .063 0. 00 0 . 063 MH-17 CircMh 0 . 000 0. 00 10. 00 6. 33 0. 385 0. 00 0 . 385 MH-18 CircMh 0. 000 0. 00 10 . 00 6. 33 0. 373 0 . 00 0. 373 MH-19 CircMh 0 . 000 0. 00 10. 00 6. 33 0.012 0 . 00 0. 012 MH-20 CircMh 0. 000 0 . 00 0. 00 0. 00 0 .012 0. 00 0 . 012 MH-21 CircMh 0. 000 0. 00 10. 00 6. 33 0. 373 0. 00 0. 373 MH-22 CircMh 0. 000 0. 00 10 . 00 6. 33 0. 373 0. 00 0 . 373 MH-23 CircMh 0. 000 0. 00 10. 00 6. 33 0. 035 0 . 00 0 . 035 MH-24 CircMh 0. 000 0. 00 0. 00 0. 00 0. 035 0. 00 0. 035 MH-25 CircMh 0. 000 0 . 00 10. 00 6. 33 0.021 0. 00 0 . 021 MH-26 CircMh 0.000 0 . 00 10. 00 6. 33 0 . 021 0 . 00 0. 021 MH-27 CircMh 0 . 000 0. 00 0. 00 0 . 00 0. 021 0 . 00 0. 021 MH-28 CircMh 0 . 000 0. 00 0.00 0. 00 0. 063 0 . 00 0. 063 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 MH-1 EX-MH1 282. 08 281. 88 Circ 1 0. 00 0. 67 47 . 73 0. 42 0 . 012 2 MH-2 MH-1 283. 40 282 . 18 Circ 1 0 . 00 0. 67 161 . 07 0.76 0. 012 3 MH-3 MH-2 284 . 13 283 . 50 Circ 1 0 . 00 0. 67 157 .26 0 . 40 0 .012 4 MH-4 MH-3 285.22 284 .23 Circ 1 0. 00 0. 67 245. 51 0 . 40 0 . 012 5 MH-5 MH-4 286. 62 285. 32 Circ 1 0. 00 0. 67 323 . 81 0. 40 0. 012 6 MH-6 MH-5 287 .27 286.72 Circ 1 0.00 0. 67 136. 96 0 . 40 0. 012 7 MH-7 MH-6 288 . 08 287 . 37 Circ 1 0 .00 0 . 67 176. 85 0. 40 0. 012 8 MH-8 MH-7 288 . 54 288 . 18 Circ 1 0 . 00 0 . 67 88 .71 0. 41 0. 012 9 MH-9 MH-1 283. 88 282 . 19 Circ 1 0. 00 0. 50 169. 10 1. 00 0. 012 10 MH-10 MH-9 285. 53 283. 98 Circ 1 0. 00 0. 50 155. 31 1. 00 0. 012 11 MH-11 MH-10 288. 92 285. 63 Circ 1 0. 00 0. 50 328 . 76 1.00 0 . 012 12 MH-12 MH-2 287 . 44 285. 45 Circ 1 0 . 00 0 . 50 248 . 54 0. 80 0. 012 13 MH-13 MH-6 293. 13 291. 97 Circ 1 0 . 00 0. 50 77 . 61 1 . 49 0 . 012 14 MH-14 MH-12 290. 45 287 . 54 Circ 1 0 . 00 0 . 50 365. 09 0. 80 0 . 013 15 MH-15 MH-14 292 . 47 290. 55 Circ 1 0 . 00 0. 50 240. 50 0. 80 0. 013 16 MH-16 MH-15 294 . 34 292 .57 Circ 1 0. 00 0. 50 220 . 58 0.80 0 .013 17 MH-17 MH-8 289. 45 288 . 64 Circ 1 0. 00 0. 67 203. 53 0 .40 0 .013 18 MH-18 MH-17 290. 18 289. 55 Circ 1 0.00 0. 67 156. 88 0. 40 0 . 013 19 MH-19 MH-17 291.26 289.72 Circ 1 0 . 00 0. 50 102 . 66 1. 50 0 . 013 20 MH-20 MH-19 294 .09 291. 36 Circ 1 0 . 00 0. 50 181. 95 1. 50 0 . 013 21 MH-21 MH-18 290 . 93 290.28 Circ 1 0. 00 0. 67 162 . 87 0 . 40 0 . 013 Page 2 stmOutput.txt 22 MH-22 MH-21 291. 65 291 . 03 Circ 1 0 . 00 0. 67 154 . 47 0 . 40 0. 013 3 MH-23 MH-22 292 .34 291. 82 Circ 1 0. 00 0. 50 52 . 55 0. 99 0. 013 -4 MH-24 MH-23 296. 48 292. 44 Circ 1 0. 00 0. 50 404 . 62 1.00 0 . 013 25 MH-25 MH-12 288 . 13 287 . 54 Circ 1 0. 00 0 . 50 49. 82 1. 18 0. 013 26 MH-26 MH-25 290 . 92 288 .23 Circ 1 0 . 00 0. 50 269. 64 1. 00 0 . 013 27 MH-27 MH-26 294 . 80 291. 02 Circ 1 0 . 00 0. 50 377 .22 1. 00 0. 013 28 MH-28 MH-16 296. 42 294 . 44 Circ 1 0. 00 0. 50 248 . 04 0. 80 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) (o) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1 282 . 49 282.29 0 . 194 0. 41 0. 41 2 . 60 2 . 60 0 . 59 0. 86 0 . 000 2* 283.73 282. 51 0. 183 0 . 33 0. 33 3. 25 3. 25 0 . 57 1. 15 0. 000 3 284 . 47 283. 81 0. 101 0 .34 0. 33 2 . 39 2. 39 0. 42 0. 84 0 . 000 4 285. 55 284 . 54 0. 096 0.33 0. 33 2 .38 2 . 38 0. 41 0. 84 0. 000 5 286. 95 285. 63 0. 096 0. 33 0. 33 2 . 38 2. 38 0. 41 0. 84 0. 000 6 287 . 59 286. 99 0 .087 0. 32 0. 32 2 . 36 2. 36 0 . 39 0. 84 0 . 000 7 288. 40 287 . 64 0 . 086 0. 32 0. 32 2 . 34 2 . 34 0 . 39 0. 84 0 . 000 8 288 .86 288 . 45 0. 086 0 .32 0.32 2 . 34 2 .34 0. 39 0. 85 0 . 000 9* 283. 94 282 . 49 0. 001 0. 06 0. 30 1 . 35 0 . 14 0. 02 0 . 61 0 . 000 10* 285 . 59 284 . 04 0 .001 0. 06 0 .06 1 . 35 1 . 35 0. 02 0. 61 0 . 000 11* 288 . 97 285. 68 0 . 000 0. 05 0. 05 1.25 1.25 0. 01 0. 61 0. 000 2* 287 . 59 285. 60 0. 031 0. 15 0 . 15 2 . 15 2. 15 0. 11 0. 54 0. 000 13* 293. 15 291. 99 0 . 000 0.02 0. 02 0. 96 0. 96 0 . 00 0.74 0. 000 14* 290.57 287 . 66 0. 013 0 . 12 0. 12 1.74 1.74 0. 06 0.50 0 . 000 15* 292 . 59 290. 67 0. 013 0 . 12 0. 12 1 .74 1. 74 0. 06 0. 50 0. 000 16* 294 . 46 292 . 69 0. 013 0. 12 0 . 12 1. 74 1.74 0. 06 0. 50 0 . 000 17 289.79 288 . 91 0. 099 0. 34 0. 33 2. 18 2. 18 0. 39 0 . 77 0 . 000 18 290. 51 289. 82 0. 093 0. 33 0. 33 2 . 18 2 . 18 0. 37 0. 78 0. 000 19* 291. 31 289.79 0 . 000 0 .05 0. 06 1.33 0 . 80 0 . 01 0 . 69 0 . 000 20* 294 . 14 291. 41 0. 000 0 . 05 0. 05 1. 33 1. 33 0 . 01 0. 69 0. 000 21 291. 26 290. 55 0. 093 0. 33 0. 33 2. 16 2 . 16 0. 37 0. 77 0. 000 22 291. 98 291.30 0. 093 0. 33 0. 33 2. 16 2. 16 0 . 37 0 .78 0. 000 23* 292 . 42 291. 98 0 . 004 0. 08 0. 16 1. 58 0. 65 0. 04 0.56 0. 000 24* 296. 56 292. 52 0. 004 0 . 08 0. 08 1. 58 1. 58 0. 04 0. 56 0 . 000 25* 288 . 19 287 . 60 0. 001 0 . 06 0. 06 1.45 1. 45 0 .02 0 . 61 0. 000 26* 290 . 99 288 .30 0. 001 0 . 07 0.07 1. 39 1.39 0.02 0. 56 0. 000 27* 294 . 87 291.09 0.001 0.07 0.07 1 . 39 1. 39 0.02 0. 56 0 . 000 28* 296. 54 294 . 56 0.013 0. 12 0. 12 1.74 1. 74 0.06 0. 50 0 . 000 END * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Page 3 stmOutput.txt Runoff Frequency of: 2 Years _ailwater set to uniform depth elevation = 282 .29 (ft) Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 12 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 13 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 10 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 11 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 20 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# 26 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 27 Page 4