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HomeMy WebLinkAboutWater and Sewer Reports (and Addedum)Water and Sewer Repo.rt FOR ED.b'L WEISS REV I EWE CARTEM')-y ~ COMPLI AUG 3 o 2 0 ... --- ~ Proposed Collector Street ;r: L "' :r "'O ., ., 8. £ Q. Barron Rood Location Map VIC/NllY MAP NTS JUNE, 2001 Prepared By: McClure Engineering, Inc. 1 008 WOODCREEK DRIVE SUITE 103 COLLEGE STATION, TEXAS 77845 (979) 693-3838 COLLEGE ST ENG I NEE Water and Sewer Report FOR EDELWEISS CARTENS 0 .... "' 0 J: L O' :i "O .. ., ~ Q. Barron Rood Location Alap GENERAL INFORMATION WATER SYSTEM ANALYSIS SEWER SYSTEM ANALYSIS EXHIBITS TABLE OF CONTENTS EDELWEISS GARTENS WATER & SEWER REPORT 1 1 3 WATER LINE SCHEMA TIC A FIRE FLOW TEST FOR CITY OF COLLEGE STATION B COMPUTER MODEL WITH 1500 GPM FIRE FLOW ALL PHASES C COMPUTER MODEL WITH 1500 GPM FIRE FLOW PHASE 1 ONLY D SEWER LINE SCHEMA TIC E SUBDIVISION SEWER ANALYSIS F WATER AND SEWER ANALYSIS FOR EDELWEISS GARTENS SUBDIVISION General Information Edelweiss Gartens is an 86 acre tract of land in south College Station located on the south side of Graham Road between Wellborn Road and the future extension of Victoria Avenue. The primary land use of the subdivision will be single and multi-family residential. There are 244 single-family lots and 136 multi-family lots planned for the eight phases .of the subdivision. Approximately 7 acres of the tract have Industrial R&D Zoning and will likely be used for businesses suitable for that classification. The area surrounding this tract is partially developed at this time. Immediately north of the site are several commercial businesses along both sides of Graham Road. The tract to the east is the Westfield Subdivision, which is a partially completed, single- family residential development. Areas to the west and south remain undeveIOped, but are planned for similar residential development according to the Comprehensive Plan of the City of College Station. Water System Analysis The Cjty of College has a 12" water line that runs parallel to Graham Road between Wellborn Road and Victoria Avenue. This line is the primary water source for the existmg business along Graham Road. The city's Comprehensive Plan shows a future 12" line along the extension of Victoria Avenue between Graham and Barron Roads. This future 12" line will run along the eastern border of the Edelweiss Gartens Subdivision. Computer modeling of the Edelweiss Gartens water system was conducted using the Kentucky Pipe Network Analysis (KYPIPES). The analysis involved two development scenarios to demonstrate adequacy of the proposed system during phased development. The first was fully developed conditions using three access points to the city's main water lines. The second was for Phase 1 only using a single connection to the city system. Subsequent phases will build upon this first phase and add connections as required to meet pressure and flowrate requirements. In order to determine the line sizes required for use by Edelweiss Gartens Subdivision, the future 12" line that will run along the Victoria Avenue extension was modeled as an 8" line. The purpose is to demonstrate that an 8" line is adequate to serve the subdivision and the cost for oversizing that line should be borne by others. Fully Developed Scenario When fully developed, the Edelweiss Gartens Subdivision will have three connections to the city water lines along Graham Road and Victoria Avenue as depicted in Exhibit A. The proposed water line sizes are also shown in that exhibit. Domestic water demand was estimated using the following assumptions: Page I of3 Residential: Industrial*: 3 gpm per residential lot Estimated Demand for Industrial Land Use Population Factor for Industrial Land Use Estimated Average Daily Flow Adjusted Daily Flow (Average x 1.5) Peak Flow (Adjusted x 3) = 50 gpd/capita = 15 people/acre = 750 gpd/acre (0.52 gpm) = 1125 gpd/acre (0.78 gpm) = 3375 gpd/acre (2.34 gpm) *Note: Water demand is computed using methodology from City of Bryan Design Guidelines Two fire hydrants flowing at a rate of 750 gpm each were added to the model at hydraulically remote locations to test the system under fire flow conditions. The hydrants were placed at the highest elevation points where the pressure is generally the lowest. Crews from the city's Public Utilities Department conducted flow and pressure tests on existing fire hydrants near the Graham/Wellborn intersection and the Graham/Victoria intersections. The results of these tests are given in Exhibit B. The residual pressures from these tests were used as the starting pressures (fixed grade nodes) for the KYPIPE model. A printout from the computer model is given in Exhibit C. As anticipated, it shows that the lowest pressure occurs at the nodes where the flowing fire hydrants are modeled. The pressure was 57 psi at Nodes 16 and 19. This pressure is still well above the minimum pressure of20 psi required by the City of College Station and TNRCC. This computer simulation demonstrates that the proposed water system in Edelweiss Gartens is of adequate size to meet domestic and fire demands under fully developed condition. It also demonstrates that an 8" line along the future extension of Victoria Avenue is adequate to provide the pressure and flowrates needed for this subdivision. Phase 1 Development Only Phase 1 of Edelweiss Gartens is in the northeast portion of the 86 acre tract and is bounded by Victoria A venue on the east and Graham Road on the north. Only one connection to the city's water main is anticipated with this phase. This connection will be made to the future line that runs along the extension of Victoria Avenue shown in Exhibit A As with the fully developed scenario above, the Victoria A venue line was modeled as an 8" line to determine if it is adequate to serve Phase 1. The same assumptions for domestic water demand and fire flows were used in this analysis. Exhibit D shows the computer printout from this model. The lowest occurring pressure under this scenario is 52 psi at Node 5. As with the previous model of fully developed conditions, this pressure is still well above the required minimum pressure of 20 psi. Therefore, one can conclude that the proposed system is adequate to provide the pressure and flowrates for Phase 1 of the subdivision. Page 2 of3 Sewer System Analysis The proposed sewer system for Edelweiss Gartens is shown in Exhibit E. It has two outfalls that are to be built in conjunction with the Westfield Subdivision that adjoins the property on the east. The first is an 8" line that will terminate at the intersection of Hartford Drive and Victoria Avenue. It is currently under design and will be built with the next phase of Westfield Subdivision. This line will serve as an outfall for the northern 2/3rd's of Edelweiss Gartens, which includes Phases 1, 3, 4 and portions of Phases 5 and 6. The remainder of Edelweiss Gartens will be served by another line that will be constructed along a tributary of Lick Creek to a point on Victoria Avenue near the southeast comer of the subdivision. This line will also serve as the primary sewer outfall for approximately 63 acres of property south of the subdivision. The sewer system analysis for Edelweiss Gartens is comprised of two spreadsheets shown on Exhibit F. The first analyzes the collection system for Edelweiss Gartens only. The second analyzes the subdivision in combination with the 63 acres south of the site and shows the increased line size needed to carry the additional flow. In both cases, the spreadsheet computes the minimum slope of the lines needed to carry water at 2 feet per second or faster. If that slope is less than the minimum slope required by TNRCC, the value appears in red and indicates that the line has adequate capacity even when laid on the minimum slope. If the required slope is greater than the required minimum, it too shown and can be incorporated into the system design. Each of the two spreadsheets is divided into separate systems for the two outfalls described above. The sewer demands were estimated using the following assumptions: Residential: 300 gpd per residential lot, or 1800 gpd/acre for undeveloped tracts Industrial: 2760 gpd/acre Peaking factors are computed by the spreadsheet, ranging from 3.0 to 4.2. AU of the lines in the proposed sewer system on Exhibit F have computed slopes shown in red that are less than the minimum required by TNRCC. Therefore, we conclude that the lines are adequately sized and will easily carry the sewage flows that are expected to pass through them. It is also evident that oversizing will be necessary in the later phases of the subdivision to provide capacity for the 63 acres south of the subdivision. Oversize participation will be addressed at a later date when those phases are developed. Page 3 of3 ····-. : • :i' ·1· .··~ .,_ . ... _:;· ·'€. EXHIBIT A Graham Rood I I ..... L ____ --_ _L --__ J ............ ...1... ... ,,· ------·------.../ Ex. 12• Water Line /!;----------~-------~-~~!-~---~------~~===.,., ~~~~-.,.i --.,..-=~~~,;_;;;;;.;.;;..-T----....,.-........,, l FGN• ~14 ft 0 / / I j 11 'I 1 ···-· : . .... . . 'b . ;--·I "j ~ '· ·:f .// r··--------_ ----·-·-----------·-_, -------_ -+-1! ~.t-:=.-.:~,--;=tr ____ . _;_:, 1 z··-· :±-~ -:---L .-.::+! I '·' 'I.!.. ·----·-· ···---·----·--·---· ·-----· ·-::i l I , ... :: /; "«>I JJ.~---W-~·a;·t.er ... U. n· .• : J L ..... --11 1 - -·_ 1 .. ; ~,' i. ~ ;__ 1 1 g;.~-i..~=..i....:;......;;~ 1--~t:c.._~~:::::::::~~;;~;~ , t~L:- .. ('! I : (:, i I I i i i I ! i -...., .-.~---t ! ; l Lill \tt: I .. L ...... I ;J.~l i .......... ~ ...... :r-~ .. 1 ·:::.·:··:.-.t:·-::-:i··~.-:-:::"·.o::~~-:~---.'.:w'::.""·.:::::. '::.~:=-t:::-:..-F.::-.t..;;·~-:f=""" --· ---.. -::::.c-:=:;. t;.:::-::_ ~------H -·-..---~· .. .. i ! I I I i ! ! I l ' i --........ :::---. ' ---ti · IT±ll ..... L .......................... L.J.. , 5 .. .L .... L .. .L .... L .... L .............. .../ ml -.., .... ~ -~- ./, ~ : j ,.' { ; ..... ~ . ·:;:-. ~.: . 8" Water Une ... ; ~: i ~ JI ; -g, . :r: ... ~; ' .... ·: 0 . : . ... ... .. i ! i .. : . .......... : .. -------~--19 . i i L . j . '· 0. ' ' e Cl. \ /; j i ! 1 s· Water 'tin~ '. I i · 1· f "\i 3 " : I j ! . I LI 11. ' l• -\-"'-L .. LL Lu.J.... I _1UJ ! i 1) ·§ ··-· ·--~--········---·---··--···----·--··-···-··· ............. : .... T. ---.. ~-···~ ·····-··--·~~·.·---.·--------···-·-·-··· . ·---·--··--~····-~---! ~ Bald Prairie Subdivison I e Future Development by others (Approx. 63 Acres) I l 3 I i: Water System Analysis Water Line Schematic Exhibit B Fire Flow Tests for City of College Station Kent Laza From: To: Sent Subject Dwight Butler <Dbutler@ci.college-station.tx.us> <Klaza@tca.net> Friday, June 15, 20011:52 PM Flow test .& UC" .a. v.a. .a. Flow hydrant Q-070 Pitot reading 80#GPM 1140 Static hydrant Q-068 Static pressure 90PSI Residual 88PSI These hydrants are on Victoria Q-070 being the closest to Grahm Rd. Flow hydrant S-013 Pitot reading70# GPM 1095 Static hydrant S-014 Static 86 PSI Residual 84 PSI These hydrants on Grahm Rd S-013 being the closest to Welborn Rd. College Station. Embracing the Past, Exploring the Future. Conversions to Total Head (ft of water) Hydrant A ·Pressure -88 lb./sq. in. X 144 sq. in./s.f. X c.f./62.4 lb. = 203 ft. Elevation -311 Total Head 514 ft . HydrantB Pressure -84 lb./sq. in. X 144 sq. in./s.f. X c.f./62.4 lb. = 194 ft . Elevation -312 Total Head 506 ft. 6/15/2001 ExhibitC * * * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * University of Kentucky Hydraulic Analysis Program * for the Distribution of Pressure and Flows in Pipe Network Systems * * * * FORTRAN VERSION -3.40 (01/02/91) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DATE: 6/19/2001 TIME: 9:46: 9 INPUT DATA FILENAME --------------edelgart.dat TABULATED OUT PUT FI LENAME --------edelgart.out ************************************************ S U M M A R Y 0 F O R IGINAL D A T A ************************************************ U N I T S S P E C I F I E D FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG P I P E L I N E A N D P U M P D A T A PIPE NO . NODE NOS. LENGTH (FEET) 1 0 1 920.0 2 1 2 240.0 3 2 3 450.0 4 2 4 300.0 5 4 5 640.0 6 4 6 250.0 7 5 6 640.0 8 6 7 270.0 9 7 8 560.0 10 8 9 290.0 11 9 10 290.0 12 9 11 510.0 1 3 10 11 510.0 14 0 10 320.0 15 9 12 450.0 16 12 13 430.0 17 13 14 340.0 18 14 15 500.0 19 8 15 480.0 20 14 16 330.0 21 16 17 480.0 22 17 18 480.0 23 16 19 600.0 24 18 20 290.0 25 19 20 680.0 26 18 23 500.0 27 20 21 500.0 28 21 22 240.0 29 22 23 490.0 30 22 24 200.0 31 24 25 610.0 32 1 25 570.0 33 25 26 130.0 34 8 18 330.0 35 20 27 140.0 DIAMETER (INCHES) 8.0 8.0 6.0 8.0 6.0 8.0 6.0 8.0 8.0 6.0 6.0 6.0 6.0 8.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 8.0 8 .0 8.0 8.0 6.0 6 .0 ROUGHNESS 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150 .0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150 .0 MINOR LOSS K 5.00 2.60 .50 2.60 1.80 2.60 1.50 .50 3.90 4.30 2.60 .80 .70 1.00 1.30 .80 2.90 .80 1.00 2.60 .80 1.30 1. 60 2.90 1. 30 .80 .80 2.60 1.80 .80 .50 3.10 .50 1.00 .50 A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED FIXED GRADE 514.00 506.00 Exhibit C (cont) J U N C T I 0 N N 0 D E DAT A JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 299.00 1 2 32 2 .00 300 .00 2 3 4 3 51.00 308.00 3 4 .00 301.00 4 5 6 5 138. 00 309.00 5 7 6 .00 301. 00 6 7 8 7 .00 302.00 8 9 8 51. 00 305.00 9 10 19 34 9 .00 306.00 10 11 12 15 10 17.00 311. 00 11 13 14 11 93.00 307.00 12 13 12 45.00 309.00 15 16 13 69.00 316.00 16 17 14 63.00 320.00 17 18 20 15 48.00 310. 00 18 19 16 816.00 320.00 20 21 23 17 48.00 312.00 21 22 18 .00 307.00 22 24 26 34 19 861. 00 317 .00 23 25 20 .00 310 .00 24 25 27 35 21 126.00 306.00 27 28 22 .00 3 0 4.00 28 29 30 23 132.00 300.00 26 29 24 99.00 3 0 3 .00 30 31 25 .00 298 .00 31 32 33 26 .00 299.00 33 27 .00 310. 00 35 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD S Y S T E M C 0 N F I G U R A T I 0 N THIS SYSTEM HAS 35 PIPES WITH 27 JUNCTIONS , 7 LOOPS AND 2 FGNS Exhibit C (cont) ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00061 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) Edelweiss Gartens Phase 1 thru 8 Res.Demand=3 GPM/Residence Fire Flow = 2 @ 750 GPM (NODES 16 & 19) Comm. Demand=2.34 GPM/AC for 7.1 AC@ Node 10 P I P E L I N E R E S U L T S PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 1 1404.50 24.19 .00 6.24 8.96 26.29 2 1 2 632.18 1. 44 .00 .66 4.03 5.99 3 2 3 51. 00 .10 .00 .00 .58 .23 4 2 4 581.18 1.54 .00 .56 3. 71 5.13 5 4 5 143.42 1.00 .00 .07 1. 63 1.56 6 4 6 437.76 .76 .00 .32 2.79 3.04 7 5 6 5.42 .00 .00 .00 .06 .00 8 6 7 443.18 .84 .00 .06 2.83 3.10 9 7 8 443.18 1. 74 .00 .48 2.83 3.10 10 8 9 -621. 22 -6.83 .00 -3.32 -7.05 -23.56 11 9 10 -758.17 -9.88 .00 -2.99 -8.60 -34.07 12 9 11 -384.33 -4.94 .00 -.24 -4.36 -9.68 13 10 11 477.33 7.38 .00 .32 5.42 14.46 14 0 10 1252.50 6.80 .00 .99 7.99 21. 27 15 9 12 521. 28 7.66 .00 . 71 5.91 17.02 16 12 13 476.28 6.19 .00 .36 5.40 14.40 17 13 14 407.28 3.66 .00 .96 4.62 10.78 18 14 15 -347.03 -4.01 .00 -.19 -3.94 -8.01 19 8 15 395.03 4.89 .00 .31 4.48 10.19 20 14 16 691.31 9.48 .00 2.48 7.84 28.72 21 16 17 -417.55 -5.42 .00 -.28 -4.74 -11. 29 22 17 18 -465.55 -6.63 .00 -.56 -5.28 -13.81 23 16 19 292.86 3.51 .00 .27 3.32 5.85 24 18 20 297.29 1. 74 .00 .51 3.37 6.02 25 19 20 -568.14 -13.58 .00 -.84 -6.45 -19.97 26 18 23 -144.47 -.79 .00 -.03 -1. 64 -1.58 27 20 21 -270.86 -2.53 .00 -.12 -3.07 -5.06 28 21 22 -396.86 -2.47 .00 -.82 -4.50 -10.27 29 22 23 276.47 2.58 .00 .28 3.14 5.26 30 22 24 -673.33 -1. 35 .00 -.23 -4.30 -6.74 31 24 25 -772.33 -5.30 .00 -.19 -4.93 -8.69 32 1 25 772. 33 4.95 .00 1.17 4.93 8.69 33 25 26 .00 .00 .00 .00 .00 .00 34 8 18 618.37 7. 71 .00 . 76 7.02 23.36 35 20 27 .00 .00 .00 .00 .00 .00 " Exhibit C (cont.) J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 483.57 299.00 2 .00 481. 48 300.00 3 51.00 481. 37 308.00 4 .00 479. 38 301. 00 5 138.00 478.31 309.00 6 .00 478.31 301 .00 7 .00 477.41 302.00 8 51. 00 475.19 305 .00 9 .00 485.34 306.00 10 17.00 498.20 311. 00 11 93.00 490.51 307.00 12 45.00 476.97 309 .00 13 69.00 470.41 316 .00 14 63.00 4 65. 7 9 320.00 15 48.00 469.99 310.00 16 816.00 453.83 320.00 17 48.00 459.52 312.00 18 .00 466 .71 307.00 1 9 861.00 450 .04 317 .00 20 .00 464.46 310 .00 21 126.00 467 .11 306.00 22 .00 470.39 304.00 23 132.00 467.54 300.00 24 99.00 471. 97 303.00 25 .00 477.45 298 .00 26 .00 477 .45 299.00 27 .00 464.46 310.00 * Denotes l owest pressures f ound i n the sys tem. s u MM ARY 0 F I N F L 0 W S AN D 0 U T (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1404. so 14 1252.50 NET SYSTEM INFLOW = 2657.00 NET SYSTEM OUTFLOW = .00 NET SYSTEM DEMAND = 2657.00 79.98 78.64 75.13 77.30 73.37 76.83 76.01 73.75 77. 71 81.12 79.52 72. 79 66.91 63 .17 69 .33 57 .99 * 63.93 69 .21 57 .65 * 66 .93 69.81 72.10 72. 60 73.22 77.76 77.33 66.93 F L 0 W S D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1.00 Exhibit D * * * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * University of Kentucky Hydraulic Analysis Program * for the Distribution of Pressure and Flows in Pipe Network Systems * * * FORTRAN VERSION -3.40 (01/02/91) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DATE: 6/18/2001 TIME: 13: 4: 58 INPUT DATA FILENAME --------------edgartl.dat TABULATED OUTPUT FILENAME --------edgartl.out ************************************************ 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 IS EXPRESSED IN GPM AND PRESSURE IN PSIG p I P E L I N E AN D p u M p DAT A PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K (FEET) (INCHES) 1 0 1 920.0 8.0 150.0 5.00 2 1 2 240.0 8.0 150.0 2.60 3 2 3 450.0 6.0 150.0 .50 4 2 4 300.0 8.0 150.0 2.60 5 4 5 640.0 6.0 150.0 1.80 6 4 6 250.0 8.0 150.0 2.60 7 5 6 640.0 6.0 150.0 1.50 8 6 7 270.0 8.0 150.0 .50 A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED J U N C T I 0 N N 0 D E DAT A JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 299.00 1 2 2 .00 300.00 2 3 4 3 51.00 308.00 3 4 .00 301. 00 4 5 6 5 888.00 309.00 5 7 6 750.00 301.00 6 7 8 7 .00 302.00 8 FIXED GRADE 514.00 Exhibit D (cont.) 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD S Y S T E M C 0 N F I G U R A T I 0 N THIS SYSTEM HAS 8 PIPES WITH 7 JUNCTIONS , 1 LOOPS AND ************************************* S I M U L A T I 0 N R E S U L T S ************************************* 1 FGNS THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY 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) .00091 Edelweiss Gartens Phase 1 Res.Demand=3 GPM/Residence Fire Flow McClure Engineering Inc. June, 2001 2 @ 750 GPM (NODES 5 & 6) p I p E L I N E R E S U L T S PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY 1 0 1 1689.00 34.04 .00 9.02 10.78 2 1 2 1689.00 8.88 .00 4.69 10.78 3 2 3 51.00 .10 .00 .00 .58 4 2 4 1638.00 10.49 .00 4.41 10.45 5 4 5 527.93 11.15 .00 1.00 5.99 6 4 6 1110. 07 4.25 .00 2.03 7.08 7 5 6 -360.07 -5.49 .00 -.39 -4.09 8 6 7 .00 .00 .00 .00 .00 J u N C T I 0 N N 0 D E R E S U L T s JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 470.94 299.00 74.51 2 .00 457.37 300.00 68.19 3 51.00 457.27 308.00 64.68 4 .00 442.47 301. 00 61.31 HL/1000 37.00 37.00 .23 34.95 17.43 17.01 -8.58 .00 5 888.00 430.32 309.00 52.57 * Lowest Pressure 6 750.00 436.20 301.00 58.58 7 .00 436.20 302.00 58.15 S U M M A R Y 0 F I N F L 0 W S AND 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER 1 FLOWRATE 1689.00 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND D A T A C H A N G E S 1689.00 .00 1689.00 F 0 R D E M A N D C H A N G E S N E X T S I M U L A T I 0 N DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR 1.00 ·-l ••• ··. ' ·-... ,.,,, J' .:/:· '; . • ~>·-: ---_J --___ J ... Graham Raad ------------· ... ~------·-------... ·-· . -~--. •i-, -.~. / ., ' ···. .: ., :!! -/-. : ry -··----·· -· ·--i I ·-···--... -· -i-·-.. ·-········--·----· ······· I --····· -------1 :::.=1 ·--·-· r .. ·1-- 1· ·~· .? .• 'b .· -~ ; ll' ·~. ' . ' ... / ,... ..... ..... .... ······· ····-... ·---·---·---i i. ·:;_ ..• :. ··-..... ! ..... . ... ·--····--........ ·-· ·-·---· -· ·----1 ,, !/ ! I ! \ ·f:l T+ i~--:··1 ::::: :::= --: ~ l, ____ J ..... LJ ...... ~---·-· A ; 6" Sewer Une . \__ ; I ; i I '\ 18' !•~--.. ! ! i \.V 11 i i ... i --1 ... ,----.,, .. ··············y···f·--.:x----~----,--·~---=-=·-=r=-=---=-...:::-:.~ t--_ -~I ...:...·:,., -1. ~,._--1,,. : ... ·························1·H .,, · ··: r· .... --·--: -:· . !--T . '. .. T i 1 i · i ·: ~<--. >-.L .. J ······------· ........ J __ J ..... L. .. L .. l .sJseL)un!--·-·-···-··-·----······j ®···--·L. ____ ·------~-----) ;---··-··----~I I . /:_,.=",._0 . I I : ; ; I I I / I I : 1~..,.--~ I } . _l. ... ...1 ...... ··-·----..... __ j ! I \:::_) ! i I i i i i I i \ I I i i "" ,-__,, E ! I Ii!!! ! • !~ ••• j .. \ l Ii O m .J .... ,_ ·:·.:.·.---.-... :·;-:;:-.:::--;-::::·11·~-=-1:;;-...:·1_=-r-r·T·~r-1. r·· :::.i,~--=-·::-=-1 l -----:~-:.:--~: ---l lt-----11 !_J I ~ . I r-,~-r~··· - J! I l:-····· ·--I ___ .. o . "'" .. i;' jll ~·: :c ..... . " : . ~ 0 l i l I : : : 1 : ~ ., '-.. ! . .. .. j ...................... .L ..... L .. .L. .... L. .. t .... L. ... L. ............ L.. . ............. ) • F e• sewer u:e J.--- 6" Sewer Une co . . . I ·i J L_ r lliUl ·1 l, !11 :_ i1illlli i i1 ! , I: i ! i : l !" i i i 1 l : \.,_ l I • ~.LI I : • j ' i l I : -- _ !·:~rrrrL_I_t l t=i .. T ...... i1 ·, i i \ I i ' j I i I i , ' i .. ~ .. L .... L .... J. l -··-··· . -J ___ .... ---· 8" Sewer Une ....... , ............ 1-·-i·····--···-:·--·r-1 ·,. · i i i I i i : : : I I . '. ! l l ; . 1 .. t·~--~.: ... :··~~:~ . .L=:I~~~---::.J~ __ -:J .. :"llTTf1n1rr···Tr···T1·r~·rrr . J l .. JU ___ _JJ_LLl.J.lJ.LL_.LL .... L . .LL -/ i \ : :''1Tf1TlTlll ! 1l ! ! ·1r· 1 r 1 1; i Ill 'i l_.tU ..... LI .LLIJ.Ll . .LL .. LL .. __ ... LL _,, ! , : · 1 i r ! I i l T i l [ i f i ; I !I i 11·1 i ~ ( / . I r TrTrrr ! i ·1 l 1 Ii ! i ! l i Iii I l' i I !e; : ( i ! ! ! : i ! i i I 1- ; '· I ' ; .i . ; . ; I ! ~ ' . ; I I : _L/ I : / .. · ' .. .! • !. !. ·' ·-·· • • ! '· 8 Sewer Une . . I ; ( . --·-.-···T·T--·--·~-.-.-,. . 1 r .. r..,-.,...__ I .. (jlt.!T'il·:1·1·:r1r11·1·1!)/;i' \_ /f1 :11; !!1!! i111 ;1_ll!Ji ~ l . ! I I ! i l i I ! / /, .. \ ! ii i I i I' l Ii. i l .. ~ ; L i l ' l l i I l . .J...c...._L_;.,., '. \.L-~ ..... i..L .. ! ...... .u......l.L.l........l ... : . -.$ -.L ..... ~:~-~::::-~:_',_:.'.:__··----~---=···················-~·~---·-··-········-···-·--·-··-'.:::· .. -r··-·--·-·-·-···-····-·········· ---1 5 Bald Prairie Subdivison I e ' ~ .z Future Development by Others (Approx. 63 Acres) (Connection Pt. not Determined) Sewer System Analysis Sewer Line Schematic Edelwolu G11rton1 Onl Line Area of Contributing Land Uses R-1 C-1 R-1 Cumulative From To Undeveloped (6 DU/Ac.) Commercial Developed Flows MH# MH# Ac. Ac. Lots GPD A D 0 7.1 12 B D 0 0 19 c D 0 0 36 D F 0 0 0 39,696 -E F 0 0 38 -~ F H 0 0 17 51,096 G H 0 0 23 H J 0 0 0 63,096 l J 0 0 23 J L 0 0 0 69,996 K L 0 0 17 L M* 0 1.5 135 75,096 N AA cc 0 0 86 -~ BB cc 0 0 76 ~ 0 cc DD 0 0 33 48,600 • Line between Land M includes offsite lots in the Westfield Subd1vis1on Line Area of Contributing Land Uses R-1 From To Undeveloped C-1 R-1 Cumulative (6DU/Ac.) Commercial Developed Flows MH# MH# Ac. Ac. Lots GPD A D 0 7.1 12 B D 0 0 19 -c D 0 0 36 D F 0 0 0 39,696 -E F 0 0 38 ~ F H 0 0 17 51,096 8 G H 0 0 23 -H J 0 0 0 63,096 l J 0 0 23 J L 0 0 0 69,996 K L 0 0 17 L M* 0 1.5 135 75,096 N AA cc 63 0 86 ~ BB cc 0 0 76 ~ cc 0 DD 0 0 33 162,000 • Line between L and M includes offsite lots in the Westfield Subd1vis1on Exhibit F Edelweiss Gartens Subdivision Sewer Analysis (Subdivision only and Ultimate Development Scenarios) Flow Calculations Average Daily Infiltration Peaking Type Peak Flows Size Material Flows(ADF) (10%ADF) Factor 2=PVC GPD CFS CFS CFS GPM MGD (in.) 23,196 0.04 0.00 3.65 0.13 60 0.087 6 2 D3034 5,700 0.01 0.00 4.19 0.04 17 0.024 6 2 D3034 10,800 0.02 0.00 3.94 0.07 30 0.044 6 2 03034 39,696 0.06 O.ot 3.46 0.22 98 0.141 6 2 D3034 11,400 0.02 0.00 3.92 0.07 32 0.046 6 2 03034 56,196 0.09 0.01 3.35 0.30 134 0.194 6 2 03034 6,900 O.ot 0.00 4.11 0.04 20 0.029 6 2 D3034 63,096 0.10 0.01 3.31 0.33 149 0.215 6 2 D3034 6,900 0.01 0.00 4.11 0.04 20 0.029 6 2 D3034 69,996 0.11 0.01 3.27 0.37 164 0.236 6 2 D3034 5,100 0.01 0.00 4.24 0.03 15 0.022 6 2 D3034 119,736 0.19 0.02 3.11 0.59 267 0.384 8 2 D3034 25,800 0.04 0.00 3.61 0.15 67 0.096 6 2 03034 22,800 0.04 0.00 3.66 0.13 59 0.086 6 2 03034 58,500 0.09 0.01 3.33 0.31 139 0.201 6 2 D3034 Flow Calculations Average Daily Infiltration Peaking Peak Flows Size Type Material Flows(ADF} (10"/oADF) Factor 2=PVC GPD CFS CFS CFS GPM MGD (in.) 23,196 0.04 0.00 3.65 0.13 60 0.087 6 2 D3034 5,700 0.01 0.00 4.19 0.04 17 0.024 6 2 D3034 10,800 0.02 0.00 3.94 0.07 30 0.044 6 2 D3034 39,696 0.06 O.ot 3.46 0.22 98 0.141 6 2 D3034 11,400 0.02 0.00 3.92 0.07 32 0.046 6 2 D3034 56,196 0.09 0.01 3.35 0.30 134 0.194 6 2 D3034 6,900 0.01 0.00 4.1 I 0.04 20 0.029 6 2 D3034 63,096 0.10 0.01 3.31 0.33 149 0.215 6 2 D3034 6,900 0.01 0.00 4.11 0.04 20 0.029 6 2 D3034 69,996 0.11 0.01 3.27 0.37 164 0.236 6 2 D3034 5,100 O.ot 0.00 4.24 0.03 15 0.022 6 2 D3034 119,736 0.19 0.02 3.11 0.59 267 0.384 8 2 D3034 139,200 0.22 0.02 3.06 0.68 305 0.440 8 2 D3034 22,800 0.04 0.00 3.66 0.13 59 0.086 6 2 D3034 171,900 0.27 0.03 3.00 0.82 370 0.532 JO 2 03034 Inside Diameter Inches 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 7.754 5.793 5.793 5.793 Inside Diameter Inches 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 7.754 7.754 5.793 9.692 Proposed Sewer Svstem Cale. Min. Cale. Min. Ave. Daily Ave. Daily Slope Slope Peak Flow Slope Slope Flow Flow Peak Peak Velooity ADF ADF Velocity Depth Flows Flows % % lbs % % tbs Inches O.o? 0.60 1.94 0.02 0.60 1.34 1.16 0.01 0.60 1.34 0.00 0.60 0.86 0.29 0.02 0.60 1.59 0.01 0.60 1.09 0.58 0.18 0.60 2.22 0.07 0.60 1.61 1.45 0.02 0.60 1.61 0.01 0.60 1.09 0.58 0.34 0.60 2.38 0.14 0.60 1.78 1.74 O.ot 0.60 1.42 0.00 0.60 0.92 0.58 0.42 0.60 2.42 0.18 0.60 1.84 2.03 0.01 0.60 1.42 0.00 0.60 0.92 0.58 0.51 0.60 2.45 0.22 0.60 1.89 2.03 0.00 0.60 1.29 0.00 0.60 0.86 0.29 0.28 0.40 2.40 0.13 0.40 1.84 2.71 0.08 0.60 2.00 0.03 0.60 1.42 1.16 O.Q7 0.60 1.94 0.02 0.60 1.34 1.16 0.37 0.60 2.39 0.15 0.60 1.80 1.74 •• Slopes Listed in Red Color are less than the Minimum Slope Allowed Refer to the next column for Minimum Slope. Prooosed Sewer Svstern Cale. Min. Cale. Min. Ave.Daily Ave. Daily Slope Slope Peak Flow Slope Slope Flow Flow Peak Peak Velooity ADF ADF Velocity Depth Flows Flows % % fps % % fps Inches O.Q7 0.60 1.94 0.02 0.60 1.34 1.16 0.01 0.60 1.34 0.00 0.60 0.86 0.29 0.02 0.60 1.59 0.01 0.60 1.09 0.58 0.18 0.60 2.22 0.07 0.60 1.61 1.45 0.02 0.60 1.61 0.01 0.60 1.09 0.58 0.34 0.60 2.38 0.14 0.60 1.78 1.74 0.01 0.60 1.42 0.00 0.60 0.92 0.58 0.42 0.60 2.42 0.18 0.60 1.84 2.03 0.01 0.60 1.42 0.00 0.60 0.92 0.58 0.51 0.60 2.45 0.22 0.60 1.89 2.03 0.00 0.60 1.29 0.00 0.60 0.86 0.29 0.28 0.40 2.40 0.13 0.40 1.84 2.71 0.37 0.40 2.44 0.18 0.40 1.92 3.10 O.Q7 0.60 1.94 0.02 0.60 1.34 1.16 0.17 0.30 2.36 0.08 0.30 1.81 3.39 •• Slopes Listed in Red Color are less than the Minimum Slope Allowed Refer to the next column for Minimum Slope. Exhibit B 0025-sewer.xls 6/20/2001 Line Area of Contributing Land Uses R-1 From To Undeveloped C-1 R·l Cumulative (6 DU/Ac.) Commercial Developed Flows M.H# MH# Ac. Ac. Lots GPO A D 0 7.1 12 B D 0 0 19 c D 0 0 36 D F 0 0 0 39,696 -E F 0 0 38 ;s F H 0 0 17 51,096 6 G H 0 0 23 H J 0 0 0 63,096 1 J 0 0 23 J L 0 0 0 69,996 K L 0 0 12 [/ . L M* 0 1.5 ( 175 )' 75,096 N AA cc 0 0 1!6 ~ BB cc 0 0 76 . '3 cc DD 0 0 0 33 48,600 • Line between Land M includes offsite lots in the Westfield Subdivision Line Area of Contributing Land Uses R-1 From To Undeveloped C-1 R·l Cumulative (6 DU/Ac.) Commercial Developed Flows M.H# M.H # Ac. Ac. Lots GPO A D 0 7.1 12 B D 0 0 19 c D 0 0 36 . D F 0 0 0 39,696 -E F 0 0 38 ~ F H 0 0 17 51,096 8 G H 0 0 23 H J 0 0 0 63,096 I J 0 0 23 J L 0 0 0 69,996 K L 0 0 11-..\i L M* 0 l.5 (175 } 75,096 N AA cc 63 0 ""81) ~ BB cc 0 0 76 :> cc DD 0 0 0 33 162,000 •Line between Land M includes offsite lots in the Westfield Subd1V1S10n Exhibit F Edelweiss Gartens Subdivision Sewer Analysis (Subdivision only and Ultimate Development Scenarios) Flow Calculations Average Daily Infiltration Peaking Peak Flows Size Type Material Flows(ADF) (10%ADF) Factor 2=PVC GPO CFS CFS CFS GPM MGD (in.) 23,196 0.04 0.00 3.65 0.13 60 0.087 6 2 03034 5,700 0.01 0.00 4.19 0.04 17 0.024 6 2 03034 10,800 0.02 0.00 3.94 0.07 30 0.044 6 2 03034 39,696 0.06 0.01 3.46 0.22 98 0.141 6 2 03034 11,400 0.02 0.00 3.92 0.o7 32 0.046 6 2 03034 56,196 0.09 0.01 3.35 0.30 134 0.194 6 2 03034 6,900 0.01 0.00 4.11 0.04 20 0.029 6 2 03034 63,096 0.10 O.Dl 3.31 0.33 149 0.215 6 2 03034 6,900 0.01 0.00 4.11 0.04 20 0.029 6 2 03034 69,996 0.11 0.01 3.27 0.37 164 0.236 6 2 03034 5,100 0.01 0.00 4.24 O.o3 15 0.022 6 2 03034 131,736 0.20 0.02 3.08 0.65 291 0.418 8 2 03034 25,800 0.04 0.00 3.61 0.15 67 0.096 6 2 03034 22,800 0.04 0.00 3.66 0.13 59 0.086 6 2 03034 58,500 0.09 0.01 3.33 0.31 139 0.201 6 2 03034 Flow Calculations Average Daily Infiltration Peaking Peak Flows Size Type Material Flows(ADF) (10%ADF) Factor 2=PVC GPO CFS CFS CFS GPM MGD (in.) 23,196 0.04 0.00 3.65 0.13 60 0.087 6 2 03034 5,700 0.01 0.00 4.19 0.04 17 0.024 6 2 03034 10,800 0.02 0.00 3.94 0.07 30 0.044 6 2 03034 39,696 0.06 0.01 3.46 0.22 98 0.141 6 2 03034 11,400 0.02 0.00 3.92 0.07 32 0.046 6 2 03034 56,196 0.09 0.01 3.35 0.30 134 0.194 6 2 03034 6,900 0.01 0.00 4.11 0.04 20 0.029 6 2 03034 63,096 0.10 0.01 3.31 0.33 149 0.215 6 2 03034 6,900 0.01 0.00 4.11 0.04 20 0.029 6 2 03034 69,996 0.11 0.01 3.27 0.37 164 0.236 6 2 03034 5,100 0.01 0.00 4.24 O.o3 15 0.022 6 2 03034 131,736 0.20 0.02 3.08 0.65 291 0.418 8 2 03034 139,200 0.22 0.02 3.06 0.68 305 0.440 8 2 03034 22,800 0.04 0.00 3.66 0.13 59 0.086 6 2 03034 171,900 0.27 0.03 3.00 0.82 370 0.532 10 2 03034 -I~ w/IJ,ouf Inside Diameter Inches 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 7.754 5.793 5.793 5.793 Inside Diameter Inches 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 7.754 7.754 5.793 9.692 Prooosed Sewer Svstem Cale. Min. Cale. Min. Ave. Daily Ave. Daily Slope Slope Peak Flow Slope Slope Flow Flow Peak Peak Velocity ADF ADF Velocity Depth Flows Flows % % fps % % fps Inches 0.o7 0.60 1.94 0.02 0.60 1.34 1.16 O.ot 0.60 1.34 0.00 0.60 0.86 0.29 0.02 0.60 l.59 0.01 0.60 1.09 0.58 0.18 0.60 2.22 0.o7 0.60 1.61 1.45 0.02 0.60 1.61 0.01 0.60 1.09 0.58 0.34 0.60 2.38 0.14 0.60 1.78 1.74 0.01 0.60 1.42 0.00 0.60 0.92 0.58 0.42 0.60 2.42 0.18 0.60 1.84 2.03 0.01 0.60 1.42 0.00 0.60 0.92 0.58 0.51 0.60 2.45 0.22 0.60 1.89 2.03 0.00 0.60 1.29 0.00 0.60 0.86 0.29 0.34 0.40 2.43 0.16 0.40 1.89 2.71 0.08 0.60 2.00 O.o3 0.60 1.42 1.16 0.07 0.60 1.94 0.02 0.60 1.34 1.16 0.37 0.60 2.39 0.15 0.60 1.80 1.74 u Slopes Listed in Red Color are less than the Minimum Slope Allowed Refer to the next column for Minimum Slope. Proposed Sewer System Cale. Min. Cale. Min. Ave. Daily Ave. Daily Slope Slope Peak Flow Slope Slope Flow Flow Peak Peak Velocity ADF ADF Velocity Depth Flows Flows % % fps % % fps Inches 0.o7 0.60 1.94 0.02 0.60 1.34 1.16 0.01 0.60 1.34 0.00 0.60 0.86 0.29 0.02 0.60 1.59 O.ot 0.60 1.09 0.58 0.18 0.60 2.22 0.o7 0.60 1.61 1.45 0.02 0.60 1.61 0.01 0.60 1.09 0.58 0.34 0.60 2.38 0.14 0.60 1.78 1.74 0.01 0.60 1.42 0.00 0.60 0.92 0.58 0.42 0.60 2.42 0.18 0.60 1.84 2.03 O.o! 0.60 1.42 0.00 0.60 0.92 0.58 0.51 0.60 2.45 0.22 0.60 1.89 2.03 0.00 0.60 1.29 0.00 0.60 0.86 0.29 0.34 0.40 2.43 0.16 0.40 1.89 2.71 0.37 0.40 2.44 0.18 0.40 1.92 3.10 0.()7 0.60 1.94 0.02 0.60 1.34 1.16 0.17 0.30 2.36 0.08 0.30 1.81 3.39 ••Slopes Listed in Red Color are less than the Minimum Slope Allowed Refer to the next column for Minimum Slope. :fr-Tli I~ n~ni lier CCl'n '/Jcre .. ~e 218 exc,.,,. ./, ~i. C 'I' 1'u ,-; :/,~ d fie 8,, /ne fhr~v,/1 w~s:if., J S'" /,./,VI ~1~'1 ' Exhibit B -:::;-f?C<./t"r 002S·sewer.xls 8/24/2001 Edelweiss Gartens Subdivison Addendum to the Water and Sewer Reports submitted in conjunction with the Revised Master Preliminary Plat September 11 , 2002 ADDENDUM TO THE WATER AND SEWER REPORTS FOR EDELWEISS GARTENS SUBDIVISION Following construction of Phase 1 of Edelweiss Gartens Subdivision, the developer chose to modify the overall masterplan to take advantage of changing demands in the residential housing market. The modified masterplan adjusts the original phase lines, zoning classifications and street alignments to address anticipated housing needs in this area. This addendum has been prepared to demonstrate that revisions to the water and sewer systems remain in accordance with the city standards and do not adversely impact existing city infrastructure. The changes covered below involve Phases 2, 3, and 4, which are generally located in the northwest quadrant of the subdivision. Phase 2 is planned for single- family residential homes, much like those found in Phase I. Phase 3 and 4 are currently planned as duplex developments. WATER ANALYSIS The realignment of streets in Phases 2, 3, and 4 dictates a realignment of the water lines. This changes the water system model from its original plan and requires that a revised model be produced. A schematic diagram of the revised water system is shown in Exhibit A. Two computer models were prepared to demonstrate the effectiveness of the proposed system. These are shown in Exhibit C. The first is a model of the entire subdivision at full development (all phases). The second is a model of Phases 1, 2, 3 and 4 only. In this second model, two pipes that connect the first four phases to all subsequent phases are shown as being closed. This effectively isolates the first four phases and demonstrates how they would work in a stand alone system if the construction of future phases is delayed. The results from both models indicate that the system will function within the requirements of TNRCC and the City of College Station. Under fire flow conditions, the following pressures and pipe velocities are computed using the KY PIPES Model: All phases Phase 1, 2, 3 and 4 only WATER AND SEWER REPORTS EDEL WEISS GARTENS SUBDIVISION Lowest Pressure (psi) 67.13 46.28 Highest Pipe Veloctiy (ft/sec) 9.16 11.79 As one would expect, the more severe scenario occurs without the pipes that provide a loop between Phase 4 and subsequent phases of the subdivision. However, even under these conditions the pressure is well above the 20 psi required by TNRCC and slightly below the 12 ft/sec in the design guidelines that College Station is considering. We therefore conclude that the proposed system will function adequately for the interim period, and its performance will be improved when subsequent phases are added. WATER AND SEWER REPORTS EDEL WEISS GARTENS SUBDIVISION r------i---G-RAHAM_R~OAD,-;::I ~Q lri-----=-----r-~...,----,---r--------r----,----___J ~ 514' FGN= 506' 8 8 6 / .• ,1~ 1 ,.., w 6 !----r---+--+----1--+---+--+-~8 ( I I I I I )· L---J 6 r---1 ~~~9 .O.U.~.U }J. 8 m . 8 6 6 8 Bold Prairie Subdivision 8 ~ .. t12 I \ _\~ ' . I ~ EXHIBIT A Water System Analysis Water Line Schematic Edelweiss Gartens Subdivision Revised Water Report, Exhibit C All Phases * * * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * University of Kentucky Hydraulic Analysis Program * * for the Distribution of Pressure and Flows in Pipe Network Systems * * FORTRAN VERSION -3. 40 ( 01/02/91) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DATE: 9/11/2002 TIME: 9:34:48 INPUT DATA FILENAME --------------edelrev.dat TABULATED OUTPUT FILENAME --------edelrev.out ************************************************ 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 IS EXPRESSED IN GPM AND PRESSURE IN PSIG p I P E L I N E AN D p u M p D A T A PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS (FEET) (INCHES) 1 0 1 920.0 •12 .0 lSO.O S.00 2 1 2 240.0 8.0 lSO.O 2.60 3 2 3 4SO.O 6.0 lSO.O .so 4 2 4 300.0 8.0 lSO.O 2.60 s 4 s 640.0 6.0 lSO.O 1.80 6 4 6 2SO.O 8.0 lSO.O 2.60 7 s 6 640.0 6.0 lSO.O 1. so 8 6 7 270.0 8.0 lSO.O .so 9 7 8 240.0 • 8. 0 lSO.O .80 10 8 9 4SO.O 8.0 lSO.O 2.60 11 9 10 290.0 .. 8. 0 lSO.O 2.30 12 10 11 4SO.O • 6. 0 lSO.O 1.10 13 8 11 290.0 I 6. Q lSO.O 1. 80 14 10 12 290.0 .8.0 lSO.O .80 15 0 12 330.0 8.0 150.0 1.00 16 12 13 430.0 ./6.0 150.0 1. 80 17 9 lS 700.0 • 6. 0 lSO.O 1. 30 18 10 14 570.0 -6.0 150.0 1.10 19 14 lS 300.0 , 6. 0 lS0.0 .so 20 9 17 290.0 8.0 150.0 3.60 21 lS 16 290 .0 • 6. 0 1 50.0 2 .30 22 16 17 710. 0 .. 6. 0 150.0 1. 80 23 17 18 620.0 ·6.0 l SO .O 2 .40 24 18 19 330.0 • 6. 0 150.0 2 .10 25 17 20 330.0 •8.0 1 50 .0 2 .60 Page I of5 K FIXED GRADE S14.00 506.00 Edelweiss Gartens Subdivision Revised Water Report, Exhibit C All Phases 26 19 20 630.0 • 6. 0 150.0 1.00 27 20 21 700.0 .6 .0 150.0 1.10 28 16 21 330.0 .. 6.0 150.0 .50 29 20 22 130.0 8.0 150.0 .30 30 12 23 750.0 "'8. 0 150.0 1.10 31 23 24 470.0 .8.0 150.0 .30 32 24 25 580.0 .. 8. 0 150.0 1.10 33 16 25 300.0 .8.0 150.0 2 .30 3 4 25 26 90.0 .8.0 150.0 1. 80 35 26 27 150.0 8.0 150.0 .50 36 26 28 370.0 8.0 150.0 .50 37 19 29 910.0 6.0 150.0 1. 00 38 1 29 570.0 12.0 150.0 3 .10 39 29 30 130. 0 12.0 150.0 .50 A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED J U N C T I 0 N N 0 D E D A T A J UNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 299.00 1 2 38 2 .00 300.00 2 3 4 3 51.00 308.00 3 4 .00 301. 00 4 5 6 5 138. 00 309.00 5 7 6 .00 301. 00 6 7 8 7 .00 302 .00 8 9 8 6.00 301. 00 9 10 13 9 69.00 306.00 10 11 17 20 10 .00 3 06.00 11 12 14 18 11 51. 00 3 06.00 12 13 12 .00 309.00 14 15 16 3 0 13 78.00 309.00 16 14 87.00 310.00 18 19 15 66.00 312 .00 17 19 21 16 B7.00 316 .00 21 22 28 33 17 .00 307.00 20 22 23 25 18 60.00 308 .00 23 24 19 120.00 306.00 24 26 37 20 54.00 309.00 25 26 27 29 21 75.00 318.00 2 7 28 22 .00 310 .00 29 23 126.00 314.00 30 31 2 4 810. 00 316 .00 31 32 25 90.00 319.00 32 33 34 26 774.00 321. 00 34 35 36 27 .00 325 .00 35 28 48.00 322.00 36 29 .00 298.00 37 38 39 30 .00 300.00 39 0 U T P U T 0 P T I 0 N D A T A Page 2 of5 Edelweiss Gartens Subdivision Revised Water Report, Exhibit C All Phases OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD S Y S T E M C 0 N F I G U R A T I 0 N THIS SYSTEM HAS 39 PIPES WITH 30 JUNCTIONS , 8 LOOPS AND ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACC URACY 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) 2 FGNS .00008 Edelweiss Gartens-Revised Masterplan Res.Demand=3 GPM/Residence Fire Flow 2 @ 750 GPM (Nodes 24 & 26) p I p E L I N E R E S U L T S PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY 1 0 1 1355.57 3.14 .00 1.15 3.85 2 1 2 859.34 2.54 .00 1. 21 5.48 3 2 3 51. 00 .10 .00 .00 .58 4 2 4 808 .34 2.84 .00 1. 0 7 5 .16 5 4 5 193.19 1. 73 .00 .13 2.19 6 4 6 615.15 1. 42 .00 . 62 3.93 7 5 6 55.19 .17 .00 .01 .63 8 6 7 670.34 1. 80 .00 .14 4.28 9 7 8 670.34 1. 60 .00 .23 4.28 10 8 9 479.66 1. 62 .00 .38 3.06 11 9 10 -278 .94 -.38 .00 -.11 -1.78 12 10 11 -133.68 -.62 .00 -.04 -1.52 13 8 11 184.68 .72 .00 .12 2.10 14 10 12 -433.26 -.86 .00 -.09 -2.77 15 0 12 1434.43 9.02 .00 1. 30 9.16 16 12 13 78.00 .22 .00 .02 .89 17 9 15 27 4.75 3.64 .00 .20 3.12 18 10 14 288 .00 3 .23 .00 .18 3.27 19 14 15 201. 00 .87 .00 .04 2.28 20 9 17 414.85 .80 .00 .39 2.65 21 15 16 409.75 3.16 .00 .77 4.65 22 16 17 -360.72 -6.11 .00 -.47 -4.09 23 17 18 -118.00 -.67 .00 -.07 -1. 34 24 18 19 -178.00 -. 77 .00 -.13 -2.02 25 17 20 1 72 .13 .18 .00 .05 1.10 26 19 2 0 198.23 1. 79 .00 .08 2.25 27 20 21 316.35 4.73 .00 .22 3.59 28 16 21 -241.35 -1. 35 .00 -.06 -2 .'74 Page 3 of5 HL/1000 3.42 10.58 .23 9. 45 2. 71 5.70 .27 6.68 6.68 3.59 -1.32 -1. 37 2.49 -2.98 27. 34 .50 5 .20 5.67 2 .91 2.75 10.90 -8.61 -1. 09 -2.33 .54 2 .84 6.75 -4.09 Edelweiss Gartens Subdivision Revised Water Report, Exhibit C All Phases 29 20 22 .00 .00 .00 .00 .00 .00 30 12 23 923.17 9.06 .00 .59 5.89 12.09 31 23 24 797.17 4.33 .00 .12 5.09 9.21 32 24 25 -12 .83 .00 .00 .00 -.08 .00 33 16 25 924.83 3.64 .00 1. 24 5.90 12 .13 34 25 26 822.00 .88 .00 . 77 5.25 9 .75 35 26 27 .00 .00 .00 .00 .00 .00 36 26 28 48 .00 .02 .00 .00 .31 .05 37 19 29 -496.22 -14.14 .00 -. 49 -5 .63 -15 .54 38 1 29 496.22 .30 .00 .10 1. 41 .53 39 29 30 .00 .00 .00 .00 .00 .00 J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 509. 71 299 .00 91. 31 2 .00 505.95 300 .00 89.25 3 51. 00 505 .85 308.00 85 .73 4 .00 502.04 301 .00 87.12 5 138.00 500.18 309 .00 82.84 6 .00 500.00 301. 00 86.23 7 .00 498 .05 302.00 84.96 8 6 .00 496 .22 301. 00 84 .60 9 69.00 494.22 306 .00 81. 56 10 .00 494 .72 306.00 81. 78 11 51. 00 495.37 306 .00 82.06 12 .00 495.68 309.00 80.89 13 78 .00 495.44 309.00 80 .79 14 87.00 491.30 310.00 78 .56 15 66.00 490.39 312.00 77 .30 16 87.00 486.45 316.00 73. 86 17 .00 493 .03 307.00 80 .62 18 60.00 493.78 308.00 80.50 19 120.00 494.68 306 .00 81. 76 20 54 .00 492 .81 309.00 79.65 21 75 .00 487.86 318.00 73.61 22 .00 492.81 310 .00 79 .22 23 126.00 486 .02 314.00 74 .54 24 810. 00 481. 57 316.00 71. 75 25 90 .00 481.57 319.00 70 .45 26 774 .00 479.93 321. 00 68 .87 27 .00 479 .93 325.00 67 .13 ** Lowest Pressure 28 48.00 479.91 322.00 68 . 43 29 .00 509.31 298 .00 91. 57 30 .00 509.31 300 .00 90.70 Page 4 of5 Edelweiss Gartens Subdivision Revised Water Report, Exhibit C All Phases S U M M A R Y 0 F INFLOWS AN D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER 1 15 FLOWRATE 1355.57 1434.43 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND 2790.00 .00 2790.00 DAT A CHANGES F 0 R D E M A N D C H A N G E S N E X T S I M U L A T I 0 N DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR 1.00 Page 5 of5 Edelweiss Gartens Subdivision Revised Water Report, Exhibit C (Phases 1,2,3 and 4 only) * * * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * University of Kentucky Hyd raulic Analysis Program * * for the Distribution of Pressure and Flows in Pipe Network Systems * * FORTRAN VERSION -3 .40 (01/02/91) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DATE: TIME: 9/11/2002 9 :42:26 INPUT DATA FILENAME --------------edelrev.dat TABULATED OUTPUT FILENAME --------edelrev.out ************************************************ 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 IS EXPRESSED IN GPM AND PRESSURE IN PSIG p I P E L I N E AN D p u M p D A T A PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K (FEET) (INCHES) 1 0 1 920 .0 12.0 150.0 5.00 2 1 2 240 .0 8.0 150.0 2 .60 3 2 3 450 .0 6 .0 150.0 .50 4 2 4 300.0 8.0 150.0 2.60 5 4 5 640 .0 6.0 150.0 1. 80 6 4 6 250.0 8 .0 150.0 2 .60 7 5 6 640 .0 6.0 150.0 1. 50 8 6 7 270 .0 8 .0 150 .0 .50 9 7 8 240 .0 8.0 150.0 .80 10 8 9 450 .0 8.0 150 .0 2 .60 11 9 10 290.0 8.0 150 .0 2.30 12 10 11 450 .0 6.0 150.0 1.10 13 8 11 290 .0 6.0 150 .0 1. 80 14 10 12 290 .0 8.0 150.0 .80 15 0 12 330.0 8.0 150.0 1. 00 16 12 13 430.0 6.0 150.0 1. 80 17 9 15 700.0 6.0 150 .0 1.30 18 10 14 570 .0 6.0 150.0 1.10 19 14 15 300 .0 6 .0 150.0 .50 20 9 17 290.0 8.0 150 .0 3 .60 LINE 20 IS CLOSED 21 15 16 290.0 6 .0 150.0 2.30 22 16 17 710 .0 6.0 150.0 1. 80 23 17 18 620.0 6 .0 150 .0 2 .40 24 18 19 330 .0 6.0 150.0 2.10 Page I of5 FIXED GRADE 514.00 506.00 Edelweiss Gartens Subdivision Revised Water Report, Exhibit C (Phases 1,2,3 and 4 only) 25 17 20 330.0 8.0 150.0 2.60 26 19 20 630.0 6.0 150.0 1. 00 27 20 21 700.0 6.0 150.0 1.10 28 16 21 330.0 6.0 150.0 .50 29 20 22 130.0 8.0 150.0 .30 30 12 23 750.0 8.0 150.0 1.10 31 23 24 470.0 8.0 150.0 .30 32 24 25 580.0 8.0 150.0 1.10 33 16 25 300.0 8.0 150.0 2.30 LINE 33 IS CLOSED 34 25 26 90.0 8.0 150.0 1.80 35 26 27 150.0 8.0 150.0 .50 36 26 28 370.0 8.0 150.0 .50 37 19 29 910.0 6.0 150.0 1. 00 38 1 29 570.0 12.0 150.0 3.10 39 29 30 130.0 12.0 150.0 .50 A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED JUNCTION N 0 D E D A T A JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 299.00 1 2 38 2 .00 300.00 2 3 4 3 51. 00 308.00 3 4 .00 301. 00 4 5 6 5 138. 00 309.00 5 7 6 .00 301.00 6 7 8 7 .00 302.00 8 9 8 6.00 301. 00 9 10 13 9 69.00 306.00 10 11 17 20 10 .00 306.00 11 12 14 18 11 51. 00 306.00 12 13 12 .00 309.00 14 15 16 30 13 78.00 309.00 16 14 87.00 310.00 18 19 15 66.00 312.00 17 19 21 16 87.00 316.00 21 22 28 33 17 .00 307.00 20 22 23 25 18 60.00 308.00 23 24 19 120.00 306.00 24 26 37 20 54.00 309.00 25 26 27 29 21 75.00 318.00 27 28 22 .00 310.00 29 23 126.00 314.00 30 31 24 810.00 316.00 31 32 25 90.00 319.00 32 33 34 26 774.00 321. 00 34 35 36 27 .00 325.00 35 28 48.00 322.00 36 29 .00 298.00 37 38 39 30 .00 300.00 39 Page 2 of5 0 U T P U T 0 P T I 0 N Edelweiss Gartens Subdivision Revised Water Report, Exhibit C (Phases 1,2,3 and 4 only) D A T A OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD S Y S T E M C 0 N F I G U R A T I 0 N THIS SYSTEM HAS 39 PIPES WITH 30 JUNCTIONS , 8 LOOPS AND ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY 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) 2 FGNS . 00011 Edelweiss Gartens-Revised Masterplan Res.Dernand=3 GPM/Residence Fire Flow 2 @ 750 GPM (Nodes 24 & 26) p I p E L I N E R E S U L T S PIPE NO. NODE NOS. FLOW RATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY 1 0 1 1279.55 2 .83 .00 1. 02 3.63 2 1 2 831. 40 2.39 .00 1.14 5.31 3 2 3 51. 00 .10 .00 .00 .58 4 2 4 780.40 2.66 .00 1. 00 4.98 5 4 5 187.36 1. 64 .00 .13 2.13 6 4 6 593.04 1. 33 .00 .58 3.79 7 5 6 49.36 .14 .00 .01 .56 8 6 7 642.40 1. 67 .00 .13 4.10 9 7 8 642.40 1. 48 .00 .21 4.10 10 8 9 422.85 1. 28 .00 .29 2.70 11 9 10 273.78 .37 .00 .11 1. 75 12 10 11 -162.55 -.89 .00 -.06 -1. 84 13 8 11 213.55 .95 .00 .16 2.42 14 10 12 415.55 .80 .00 .09 2.65 15 0 12 1510.45 9.93 .00 1. 44 9.64 16 12 13 78.00 .22 .00 .02 .89 17 9 15 80.07 .37 .00 .02 .91 18 10 14 20.79 .02 .00 .00 .24 19 14 15 -66.21 -.11 .00 .00 -.75 LINE 20 IS CLOSED 21 15 16 -52.15 -.07 .00 -.01 -.59 22 16 17 -107.38 -.65 .00 -.04 -1.22 23 17 18 -102.77 -.52 .00 -.05 -1.17 24 18 19 -162 .77 -.65 .00 -.11 -1. 85 25 17 20 -4.61 .00 .00 .00 -.03 26 19 20 165.38 1. 28 .00 .05 1. 88 Page 3 of5 HL/1000 3 .07 9. 96 .23 8.85 2 .56 5.33 .22 6.18 6.18 2.85 1. 27 -1. 97 3.26 2.76 30.08 .50 .53 .04 -.37 -.24 -.91 -.84 -1. 97 .00 2 .03 Edelweiss Gartens Subdivision Revised Water Report, Exhibit C (Phases 1,2,3 and 4 only) 27 20 21 106.77 .63 .00 .03 28 16 21 -31. 77 -.03 .00 .00 29 20 22 .00 .00 .00 .00 30 12 23 1848.00 32 .78 .00 2.38 31 23 24 1722.00 18 . 02 .00 .56 32 24 25 912.00 6.85 .00 .58 LINE 33 IS CLOSED 34 25 26 822.00 .88 .00 .77 35 26 27 .00 .00 .00 .00 36 26 28 48.00 .02 .00 .00 37 19 29 -448.15 -11. 71 .00 -. 40 38 1 29 448.15 .25 .00 .08 39 29 30 .00 .00 .00 .00 J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 510.15 299 .00 91. 50 2 .00 506.63 300.00 89 .54 3 51. 00 506 .52 3 08.00 86.03 4 .00 502.97 301.00 87 .52 5 138.00 501. 20 309.00 83.29 6 .00 501. 06 301. 00 86 .69 7 .00 499.26 302 .00 85 .48 8 6.00 497.57 301. 00 85 .18 9 69.00 495.99 306.00 82.33 10 .00 495.52 306.00 82.12 11 51.00 496.46 306.00 82.53 12 .oo 494.63 309.00 80.44 13 78.00 494.39 309 .00 80 .34 14 87 .00 495.49 310.00 80 .38 15 66.00 495.61 312.00 79.56 16 87.00 495 .69 316.00 77.87 17 .00 496.38 307.00 82.06 18 60 .00 4 96. 95 308 .00 81. 88 19 120.00 497.71 306.00 83 .08 20 54.00 4 96. 38 309.00 81. 20 2 1 75.00 495.72 318.00 77.01 22 .00 496.38 310.00 80.76 23 126 .00 459.48 314.00 63.04 24 810. 00 440 .89 316.00 54.12 25 90.00 433.46 319.00 49.60 26 774.00 431.81 321 .00 48.02 2 7 .00 431.81 325 .00 46.28 28 48.00 431. 79 322.00 47.58 29 .00 509.82 298 .00 91 .79 30 .00 509.82 300.00 90.92 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 FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES Page 4 of5 1.21 .90 -.36 -.10 .00 .00 11 . 79 43.70 10.99 38.35 5.82 11. 82 5.25 9.75 .00 .00 .31 .05 -5.08 -12.87 1. 27 . 4 4 .00 .00 ** Lowest Pres sure PIPE NUMBER 1 15 FLOWRATE 1279.55 1510.45 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND 2790.00 .00 2790 .00 DAT A C H A N G E S F 0 R D E M A N D C H A N G E S Edelweiss Gartens Subdivision Revised Water Report, Exhibit C (Phases l,2,3 and 4 only) N E X T S I M U L A T I 0 N DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR 1.00 Page 5 of5 SEWER ANALYSIS The most significant revision to the masterplan for Edelweiss Gartens involves the change to duplex development in Phases 3 and 4. The area encompassed by these two phases was originally planned for commercial and single family development. While this change does not significantly alter the flow characteristics of the sewer system in existing portions of Edelweiss Gartens, it could have an effect in Westfield Addition which adjoins Edelweiss Gartens to the east. The primary sewer outfall for Edelweiss Gartens is an 8" line that passes through Westfield Addition and provides service to that subdivision as well. Plans for the 8" sewer line in Westfield indicate that it is laid at a 0.33% slope, which is the minimum allowed by TNRCC. Until recently, the City of College Station had no requirements or guidelines for the computation of sewer flows from various land uses. In the original sewer report for Edelweiss Gartens, sewage flows were estimated using the following assumptions: #of individuals per housing unit: 3.0 GPD per individual: 100 GPD per housing unit: 300 The city's proposed new design guidelines contain the following flow assumptions: # of individuals per housing unit: 2.67 GPD per individual: 100 GPD per housing unit: 267 Exhibit E is a schematic drawing showing the revised sewer system in Edelweiss Gartens. Exhibit Fis a spreadsheet showing the sewer flow computations in Edelweiss Gartens and Westfield Addition using the new flowrates described above. Attention is directed to Line 0-P of Exhibit F that analyzes the 8" trunk line flowing through Westfield Addition. It shows that the "Calculated Slope for Peak Flows" is 0.33%. As indicated previously, that is the slope that was used for construction of the Westfield sewer system. Since the computed slope matches the actual slope of the line, we conclude that the system is capable of providing adequate sewer service for both subdivisions. WATER AND SEWER REPORTS EDEL WEISS GARTENS SUBDIVlSION EXHIBIT£ _J I Graham Road i' I lV ~ ·~-u.. ~~~(~JJ I 1 6~ ~ J (c I/I ~/ \~ '--ose- [ [tli~\d .__J>P ~ " ) (~ ,........., I I yJes d'it\ol" ':!. I u ~ ! .. • l '-,b-~ I ""--"' ::::J c 6" Sewer Line ----...... ::::J ~ I I I .. ! • '/ l ::J_ t> J-• '4.o • c ::::J IO ( \ l -h - ~ {Mj C> .. Cf2. ~ {"""' I'------- -r-- I\. K) $;;;rur • ...--6" Sewer Une o_.1 6" ie --co e· 8" Sewer Uno _/ """ I ill ha.. ,,--... GD @= @ !'---- .... , I [ I -r-© '11 ~ @~ • c ~e· lsew ~r L ~· ~ :.:::J -f -8" Se nr Uno l ,... 0 @=~ ~ . 0 OI , ..... If ' -~i 10· ,_ Une - ~ 6" Sewer Uno _...;" ., ~r-~ /0 ~ 0 ~10, ·~ t) Future Development by Othens) \_ 1 o• Sewer Une > E ::i Bald Prairie 1 Subdlvlaon ., ::i (Approx. 63 Acres) "'-(Connection Pt. not Determined) Se wer System Analysis Sewer Line Schematic -! M ~ 0 Exhibit F Edelweiss Gartens Revised Subdivision Sewer Analysis (Subdivision only and Ultimate Development Scenarios) Line Area of Contributing Land Uses Flow CaJcuJations 1~ 1 ... [; 8. 0 ~~ j Ii: ~ ~ Average Daily Infiltration Peaking T)l)C Inside From To .lJ :::> ~ Flows (ADF) (10%ADF) Peak Flows Siie 2cPVC Material = 0 Cl Factor Diam ct.er :::>"' ;;;;~ 0 ;;;; ~ Mil# Mil# Ac. Ac. l.Dts GPO GPO CFS CFS CFS GPM MGD (in.) Inches A c () () 116 30,972 0.05 0.00 3.55 0.17 78 0.113 6 2 03034 5.793 B c 0 0 26 6,942 0.01 0.00 4.11 0.05 20 0.029 6 2 03034 5.793 c E 0 0 0 37,914 37,914 0.06 0.01 3.48 0.21 94 0.136 6 2 03034 5.793 D E 0 0 27 7,209 0.01 0.00 4.10 0.05 21 0.030 6 2 03034 5.793 E G 0 0 I 45,123 45,390 O.o? O.oI 3.42 0.25 Ill 0.160 6 2 03034 5.793 F G () 0 28 7,476 O.oI 0.00 4.08 0.05 22 0.031 6 2 03034 5.793 G I 0 0 18 52,866 57,672 0.09 o.oi 3.34 0.31 138 0.198 6 2 03034 5.793 H I 0 0 18 4,806 0.01 0.00 4.26 O.oJ 15 0.021 6 2 03034 5.793 1 K 0 0 4 62,478 63,546 0.10 0.01 3.31 0.33 150 0.216 8 2 03034 7.754 l K 0 0 23 6,141 0.01 0.00 4.16 0.04 18 0.026 6 2 03034 5.793 K M 0 0 () 69,687 69,687 0.11 0.01 3.28 0.36 163 0.235 8 2 03034 7.754 L M 0 0 23 6,141 ().QI 0.00 4.16 0.04 18 0.026 6 2 03034 5.193 M 0 0 0 0 75,828 75,828 0.12 0.01 3.25 0.39 176 0.254 8 2 03034 7.754 N 0 0 0 17 4,539 0.01 0.00 4.29 O.oJ 14 0.020 6 2 03034 5.193 0 p 0 1.5 17S 80,367 131,232 0.20 0.02 3.08 0.65 290 0.417 8 2 03034 1.154 AA cc 0 0 40 10,680 0.02 0.00 3.94 0.07 30 0.043 6 2 03034 5.193 BB cc 0 0 5 1,335 0.00 0.00 4.84 0.01 5 0.007 6 2 03034 5.193 cc EE 0 0 12 12,015 15,219 o.oi 0.00 3.81 0.09 41 0.059 6 2 03034 5.193 DD EE 0 0 45 12,015 0.02 0.00 3.90 O.Q7 33 0.048 6 2 03034 5.793 EE FF 0 0 28 27,234 34,710 0.05 0.01 3.51 0.19 87 0.125 8 2 03034 7.754 • Line between 0 and P includes offsitc lots in the Westfield Subdivision. It is laid at 0.33% slope. Ultlmate Development Scenan .. Revbed for Phases 2, J, and 4 Prooosed Sewer Svstcm Cale. Min. Cale. Min. Ave. Daily Ave. Daily Slope Slope Peak Flow Slope Slope Flow Flow Peak Peak Velocity ADF ADP Velocity Depth Flows Flows % % fps % % fps Inches 0.12 0.60 2.10 0.04 0.60 1.49 1.16 0.01 0.60 1.42 0.00 0.60 0.92 0.58 0.17 0.60 2.19 0.06 0.60 1.59 1.45 0.01 0.60 1.42 0.00 0.60 0.97 0.58 0.23 0.60 2.28 0.09 0.60 1.67 1.45 0.01 0.60 1.46 0.00 0.60 0.97 0.58 0.36 0.60 2.39 0.15 0.60 1.78 1.74 0.00 0.60 1.29 0.00 0.60 0.86 0.29 0.09 0.40 2.11 0.04 0.40 1.54 1.94 0.01 0.60 1.38 0.00 0.60 0.92 0.58 0.11 0.40 2.16 0.05 0.40 1.57 1.94 0.01 0.60 1.38 0.00 0.60 0.92 0.58 0.12 0.40 2.20 0.05 0.40 1.63 1.94 0.00 0.60 1.25 0.00 0.60 0.82 0.29 0.33 0.33 2.22 0.16 0.33 1.76 3.10 0.02 0.60 1.59 0.01 0.60 1.09 0.58 0.00 0.60 0.92 0.00 0.60 0.56 0.00 O.oJ 0.60 1.76 0.01 0.60 1.19 0.87 o.oz 0.60 1.64 0.01 0.60 1.13 0.87 O.QJ 0.40 1.82 0.01 0.40 1.28 1.16 •• Slopes Listed in Red Color are less than the Minimum Slope AJlowcd Refer to the next column for Minimum Slope. Line Area of Contributing land Uses Flow Calculations Prooosed Sewer Svstem From To I~ 1 l ~ Average Daily Infiltration Peaking Peak Flows s~ Type Material Inside ~=~ :i:~ Peak Flow ~~c~ :"· Av;i!aily Av;ioi:"ly :§ ~ 8 o ~ Flows (ADF) (10% ADP) Factor 2=PVC Dialnel<r Peak Peak Velocrty ~F ~ Veloc· De th _ ....... --: § Flows Flows tty p "' u c.: u Mil# Mil# Ac. Ac. I.Du GPO GPO CFS CFS CFS GPM MGD (in.) Inches % % fps % % fps Inches A C 0 0 116 30,972 0.05 0.00 3.55 0.17 78 0.113 6 2 03034 5.793 0.12 0.60 2.10 0.04 0.60 1.49 1.16 B C 0 0 26 6,942 0.01 0.00 4.11 0.05 20 0.029 6 2 03034 5.793 0.01 0.60 1.42 0.00 0.60 0.92 0.58 C E 0 0 0 37,914 37,914 0.06 O.oI 3.48 0.21 94 0.136 6 2 03034 5.793 0.17 0.60 2.19 0.06 0.60 l.59 1.45 D E 0 0 27 7,209 0.01 0.00 4.10 0.05 21 0.030 6 2 03034 5.793 0.01 0.60 1.42 0.00 0.60 0.97 0.58 E G 0 0 1 45,123 45,390 O.o? 0.01 3.42 0.25 Ill 0.160 6 2 03034 5.793 0.23 0.60 2.28 0.09 0.60 1.67 1.45 F G 0 0 28 7,476 0.01 0.00 4.08 0.05 22 0.031 6 2 03034 5.793 0.01 0.60 1.46 0.00 0.60 0.97 0.58 ~ G I 0 0 18 52,866 57,672 0.09 0.01 3.34 0.31 138 0.198 6 2 03034 5.793 0.36 0.60 2.39 0.15 0.60 1.78 I.74 ';j H I 0 0 18 4,806 0.01 0.00 4.26 0.03 15 0.021 6 2 03034 5.793 0.00 0.60 1.29 0.00 0.60 0.86 0.29 0 1 K 0 0 4 62,478 63,546 0.10 0.01 3.31 0.33 150 0.216 8 2 03034 7.754 0.09 0.40 2.11 0.04 0.40 1.54 1.94 l K 0 0 23 6,141 O.oI 0.00 4.16 0.04 18 0.026 6 2 03034 5.793 0.01 0.60 1.38 0.00 0.60 0.92 0.58 K M 0 0 0 69,687 69,687 0.11 0.01 3.28 0.36 163 0.235 8 2 03034 7.754 0.11 0.40 2.16 0.05 0.40 1.57 1.94 L M 0 0 23 6,141 O.oI 0.00 4.16 0.04 18 0.026 6 2 03034 5.793 0.01 0.60 1.38 0.00 0.60 0.92 0.58 M 0 0 0 0 75,828 75,828 0.12 O.oI 3.25 0.39 176 0.254 8 2 03034 7.754 0.12 0.40 2.20 0.05 0.40 1.63 1.94 N 0 0 0 17 4,539 O.oI 0.00 4.29 0.03 14 0.020 6 2 03034 5. 793 0.00 0.60 1.25 0.00 0.60 0.82 0.29 0 p 0 1.5 175 80,367 131,232 0.20 0.02 3.08 0.65 290 0.417 8 2 03034 7.754 0.33 0.33 2.22 0.16 0.33 1.76 3.10 AA CC 0 0 40 10,680 0.02 0.00 3.94 0.o7 30 0.043 6 2 03034 5.793 O.OZ 0.60 1.59 0.01 0.60 1.09 0.58 M BB cc 0 0 5 1,335 0.00 0.00 4.84 0.01 5 0.007 6 2 03034 5.793 0.00 0.60 0.92 0.00 0.60 0.56 0.00 !iii CC EE 0 0 12 12,015 15,219 0.02 0.00 3.81 0.09 41 0.059 6 2 03034 S.793 0.03 0.60 1.76 0.01 0.60 1.19 0.87 cS DD EE 0 0 45 12,015 O.Q2 0.00 3.90 0.o7 33 0.048 6 2 03034 5.793 0.02 0.60 1.64 0.01 0.60 1.13 0.87 EE FF 63 0 28 27,234 148, llO 0.23 0.02 3.04 0. 72 323 0.465 10 2 03034 9.692 0.13 0.30 2.30 0.06 0.30 I. 73 2.91 • Linc between 0 and P includes offsite lots in the Westfield Subdivision. It i.s laid at 0.33% slope. •• Slopes Listed in Red Color arc less than the Minimum Slope Allowed Refer to the next column for Minimum Slope. Exhibit F 0025-sewer REV.xis 9/1112002