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Home My WebLink About35 Shenandoah Ph 14 04-69Cf V DEVELOPMENT PERMIT PERMIT NO. 04-69 Project: SHENANDOAH PHASE 14 COLllGl STATION FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: SHENANDOAH PHASE14 ALL LOTS DATE OF ISSUE: 03/19/05 OWNER: ED FROEHLING 3887 HIGH LONESOME ROAD CS , TX 77845 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: ALEXANDRIA AT MARTINSVILLE LANE DRAINAGE BASIN: Spring Creek VALID FOR 9 MONTHS CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance , prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as, but not limited to , paint, oil , solvents , asphalt , concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . TCEQ PHASE II RULES IN EFFECT . The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immed iate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Cr iteria. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet C ity, State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as eros ion , siltation or sedimentation resulting from the permitted work. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets , or existing drainage facilities . I hereby grant this permit for development of an area inside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Stat ion that apply. Administrator/Representative Date Owner/ AgenUContractor Date 7 Item 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 Shenandoah Subdivision, Phase 14 Engineer's Estimate December 6, 2004 Description Unit Quantity Estimated Unit Price Paving Construction Prepare ROW Lump Sum 1 3000 .00 Excavation C.Y. 1,965 3.50 1.5'' HMAC Surface Course S.Y. 3,880 5 .50 6" Lime Stabilized Subgrade S.Y . 5,000 2 .75 Extra Lime Ton 30 96 .00 6" Crushed Limestone Base S.Y. 3,880 5.75 All Types Curb and Gutter L.F . 2 ,582 7.50 Concrete Apron S.Y. 237 25 .00 4" Sidewalk S .F. 4 ,106 2 .80 Sidewalk Ram s S .F. 277 2.80 Paving Subtotal Drainage System Construction 18" Reinf. Concrete Pipe, Str. Backfill L.F. 30 31.00 21" Reinf. Concrete Pipe, Str. Backfill L.F. 278 33.00 21" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 36 36 .00 27" Reinf. Concrete Pipe, Non-Str. Backfill L.F . 71 45 .00 Sloped Headwall for 27" RCP EACH 1 1000 .00 1 O' Curb inlet EACH 4 1900 .00 5' Curb inlet EACH 1 1300 .00 Standard Junction Box EACH 1 2000 .00 Hydromulch Seeding S.Y. 5,733 0 .30 Backfill and Shaping behind curbs S.Y. 5,733 0 .30 Inlet Protection EACH 5 50 .00 Silt Fence L .F . 855 2 .00 Construction Exit EACH 1 1680 .00 Trench Safety (storm drain) L.F . 135 1.00 SWPPP Lump Sum 1 2000.00 Drainage System Subtotal Water System Construction 3" PVC, ASTM 2241 , Water Line, Non Str. Backfill L.F . 307 8 .00 6" PVC, C909 Water Line, Str. Backfill L.F . 20 19.00 6" PVC , C909 Water Line, Non-Str. Backfill L.F . 163 11.00 8" PVC, C909 Water Line, Str. Backfill L.F. 895 21.00 8" PVC, C909 Water Line, Non-Str. Backfill L.F . 5 18 .00 Fire Hydrant Assembly EACH 2 1900 .00 8" Gate Valve EACH 3 530.00 6" Gate Valve EACH 1 475 .00 l" Blow-Off Assembly EACH 1 400 .00 6" x 13" Anchor Coupling EACH 2 75 .00 Page 1 of2 Total 3,000 .00 6,877 .50 21 ,340 .00 13 ,750 .00 2,880 .00 22 ,310 .00 19 ,365 .00 5,925 .00 11 ,496 .80 775 .60 107 ,719 .90 930 .00 9,174 .00 1,296.00 3,195.00 1,000 .00 7,600.00 1,300 .00 2,000 .00 1,719.90 1,719 .90 250 .00 1,710 .00 1,680 .00 135 .00 2,000 .00 35 ,709 .80 2,456 .00 380 .00 1,793 .00 18 ,795 .00 90.00 3,800 .00 1,590 .00 475 .00 400.00 150 .00 Item 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 Shenandoah Subdivision, Phase 14 Engineer's Estimate December 6, 2004 Description Unit Quantity 8" x 13" Anchor Coupling EACH 8"x 8" Tee EACH 8"x 6" Tee EACH 8 "x 3" Reducer EACH 8" x 45 degree bend EACH 6" x 45 degree bend EACH 1.5'' Water Service :S 20 feet (avg . length= 4 ft.) EACH 1.5'' Water Service> 20 feet (avg. length= 44 ft.) EACH l" Water Service :S 20 feet (avg . length = 4 ft.) EACH l" Water Service> 20 feet (avg . lenm:h = 44 ft.) EACH Estimated Unit Price 5 110 .00 1 250 .00 1 175 .00 1 200 .00 2 180.00 2 180.00 5 400 .00 7 825 .00 3 350 .00 3 800 .00 Water System Construction Sewer System Construction 6" PVC, D-3034, Str. Backfill L.F. 372 33.00 6" PVC, D-3034, Non-Str. Backfill L.F. 791 18 .00 6" PVC, D-2241 , Str. Backfill L.F. 40 42.50 Standard Manhole, 8-10 ft. deep EACH 2 1600 .00 Connect to existing manhole EACH 1 500 .00 Adjust manhole top EACH 1 300.00 Standard Clean-Out EACH 3 400 .00 4" Sewer Service :S 20 ft. (avg . length= 4 ft.) EACH 10 450.00 4" Sewer Service> 20 ft. (avg . length= 44 ft.) EACH 6 1350.00 Trench Safe (sewer) L.F. 1,203 2.00 Sewer Sl'.stem Subtotal Estimated Construction Cost Page 2 of2 Total 550 .00 250.00 175.00 200.00 360.00 360 .00 2,000 .00 5,775.00 1,050.00 2 ,400 .00 43 ,049 .00 12,276 .00 14 ,238 .00 1,700 .00 3,200.00 500.00 300 .00 1,200.00 4,500.00 8,100 .00 2,406 .00 48l420 .00 $234,898. 70 } / :1 ' / / / / / / ........... _(_ ... / / / / / 0;'1- '\- ' rf> / / / / / / O;() .'\- / / co°> .rv / / / / / / I ,/ ~ //~ ,,,// .. ' . Limits · ;f \ \ . \ ,/ Cale. 100 Year Floodplain / I .... / /14 I _, I / r , i ,. , ,"" /'"/ ·' , A' 7 / / ' I / / Sta . 10+00.00 Const. 1 O' Rec . Inlet " ) .. ( ADDENDUM#l TO PHASE 10-17 DRAINAGE REPORT FOR SHENANDOAH SUBDIVISION PHASE 14 November 2004 SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 64---uct ADDENDUM#! TO PHASE 10-17 DRAINAGE REPORT FOR SHENANDOAH SUBDIVISION PHASE 14 November 2004 SUBMITTED BY: 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 ADDENDUM#lTOTHEDRAINAGEREPORTFOR SHENANDOAH PHASE 10-17: PHASE 14 DRAINAGE SYSTEM DESIGN The original drainage report for Phases 10-17 of the Shenandoah Subdivision was submitted with Phases 12-13 , which were the first two phases developed out of this section of the subdivision. This addendum to that report provides details regarding inlet lengths, storm drain sizes and hydraulic grade lines for the drainage system in Phase 14 . Shenandoah Subdivision Phase 14 has two distinct drainage areas . The west end of the development drains into North Fork of Spring Creek. The east end drains into the existing detention pond that was constructed with Shenandoah Phase 8A. Both of these areas were included in the HEC-1 & HEC-RAS models and detention pond calculations submitted in previous reports (see reports for Phases 8 & 9, Phases 10-17). As with the previous phases, the system for Phase 14 is designed for a 10-yr storm event as required by the City of College Station. The following exhibits are provided to show the revisions to the drainage system . Exhibit A -Excerpt from FEMA map Exhibit B -Drainage Area Map Exhibit C-1 -Rational Formula Drainage Area Calculations Exhibit C-2 -Inlet Computations Exhibit C-3 -Pipe Size Calculations Exhibit C-4 -10-year Hydraulic Grade Line Computations Exhibit C-5 -100-year Hydraulic Grade Line Computations Exhibit D-1 -Hydraulic Grade Lines Shenandoah, Phase 14 Drainage Report Addendum Page 1 ZONEX N.T.S . EXHIBIT A Flood Insurance Rote Mop Excerpt Brazos County, Texas and Incorporated Areas Mop Numbers : 48041 C0205D Effective Dote : FEBRUARY 9 , 2000 () < s: w c 0 0:: w _J _J < < Cl.. < u. w w 0 I= f-c (!) 0:: _J z < z < w z w () :5 i= < _J > w :E _J z ~ W< c w ~ 0:: (!) ~ iii cw > Wz 0 z 0:: w < 0 >w c f-::> < 0:: Cl.. f-0 _J NO. AC. 0.4 0.55 0.9 ft. 35 1.10 0.00 1.10 0.00 0.61 138.0 36 0.98 0.00 0.98 0.00 0.54 128.0 44 1.90 0.00 1.90 0.00 1.05 299.0 45 0.66 0.00 0.66 0.00 0.36 67.0 46 0.00 0.00 0.00 0.00 0.00 1.0 47A 1.59 0.00 1.59 0.00 0.87 208.0 478 0.53 0.00 0.53 0.00 0.29 71.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Shenandoah Subdivision Phases 14 s: 0 s: s: _J u. 0 0 c _J _J z u. u. ~ :5 0:: i= 0:: ~ _J (3 ~ ~ 0:: _J ~ (!) 0 u w _J ::> z ::> _J _J w >< w .. II) N in 0 u. (!) ~ (!) ~ > () ::> !::! C1 !!! C1 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 1.4 263.0 6.1 1.4 4.7 10.0 6.33 3.8 7.7 4.7 1.3 263.0 6.1 1.5 4.5 10.0 6.33 3.4 7.7 4.1 4.0 184.0 1.4 1.0 7.9 10.0 6.33 6.6 7.7 8.0 0.7 334.4 2.6 1.4 4.8 10.0 6.33 2.3 7.7 2.8 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 5.0 286.0 8.5 1.8 4.6 10.0 6.33 5.5 7.7 6.7 0.7 281.0 9.5 2.0 3.0 10.0 6.33 1.8 7.7 2.2 0 0 .... in in N !: C1 !::! C1 In/Hr cfs In/Hr cfs 8.6 5.2 9.9 6.0 8.6 4.7 9.9 5.3 8.6 9.0 9.9 10.3 8.6 3.1 9.9 3.6 8.6 0.0 9.9 0.0 8.6 7.6 9.9 8.6 8.6 2.5 9.9 2.9 0 ~ in C1 In/Hr cfs 11.1 6.7 11.1 6.0 11.1 11.6 11.1 4.0 11.1 0.0 11.1 9.7 11.1 3.2 0 0 !: In/Hr 12.5 12.5 12.5 12.5 12.5 12.5 12.5 0 0 .... C1 cfs 7.6 6.8 13.1 4.5 0.0 11.0 3.7 10/26/2004 Phase14-dra.xls Exhibit C-1 EXHIBIT C-2 INLET COMPUTATIONS Shenandoah Subdivision Phases 14 0 ---co: co: ,,_ ~ ~ ~ • ,,_ ~ ~ 4.1 4.1 = .c: ,,_ = ~ 4.1 ri. • ~ i.. > ~ -ci) ~ ~ "O > '--'O ~ co: 0 --o -4.1 0 < ~ 4.1 4.1 co: ·-"O "";" co: ,,_ "O z z 0 ~ ~ t' 0 ~ ~ ~ Q 0 ~ "ti '> t' ~ < c = = ,,_ -·-4.1 z E" 0 ,,_ < ~ ,,_ ·-·-co: -; 4.1 = c. --; ~ ,., ,,_ co: ~~~co: co: U -~ i::r0 ~ -< ~ ~ U ~ < O ~ ~ O ~ ci5 ~ 00 :S ~ DESCRIPTION U ~ ~ O Curb Inlet cfs cfs ft ft 35 na 5.2 0.0 5.2 27 0.4% 35 5.2 Recessed Inlet on Grade 0.62 8.45 10 0 36 na 4.7 0.0 4.7 27 0.4% 36 4.7 Recessed Inlet on Grade 0.62 7.53 10 0 44 47A 9.0 0.0 9.0 27 1.3% 44 9.0 Recessed Inlet on Grade 0.62 14.60 10 2.8 45 47B 3.1 0.0 3.1 27 0.2% 45 3.1 RecessedinletonGrade 0.62 5.07 5 0 46 na 0.0 0.0 0.0 27 0.0% 46 0.0 Junction Box 0 47A na 7.6 2.8 10.4 27 1.8% NIA 0 478 na 2.5 0.0 2.6 27 0.1% 47 13.0 RecessedLowPointinlet 2.33 5.55 10 0 10/26/2004 Phase14-dra.xls Exhibit C-2 .. e < 0 E-; i.. u 0 z ~ .... 00 ~ ~ E-; ~ < . §i ~ ~ E-; 0 0 ~ z ~ ~ .... E-; E-; E-; ~ # # Ac. min yr 35 36 0.6 10.0 10 36 36.1 1.1 10.1 10 44 45 1.0 10.0 10 45 46 1.4 10.1 10 46 47B 1.4 10.6 10 47A 47B 0.9 10.0 10 47B HW47 2.6 10.9 10 *Includes 33% Flow Increase for pipe sizes <27" dia. EXHIBIT C-3 PIPE SIZE CALCULATIONS Shenandoah Subdivision Phases 14 = .~ = « ~ ~ 0.() « ~ ·-~ ~ ~ Q. Q. ~ ~ "O ~ ~ ~ 0 ~ Q. {;_j .... i.. "O ~ ~ ~ ~ = = ........ .... .... ~ 0 ~it; ~ « 0 ·.;:: ~ ,j .2, it; it; ~ = 0 "O 0 0 0 •t: N ~ .... ;;;;:i fi: < fi: z fi: ~ r'-1. ;> cfs cfs # cfs O/o " fps 5.2 6.8 1 6.8 0.48 18 3.8 9.8 12.8 1 12.8 0.37 24 4.1 9.0 11.7 1 11.7 0.63 21 4.9 12.1 15.7 1 15.7 1.13 21 6.5 11.9 15.4 1 15.4 1.09 21 6.4 7.6 9.8 1 9.8 5.71 13 10.6 21.5 21.5 1 21.5 0.55 27 5.4 ~See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) ·--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~----~~ ~ e = E:::: E-; ~ 'ii z ~ ~ i.. ~ E-; . min 30.00 0.13 67.64 0.28 39.37 0.13 173.02 0.44 111.95 0.29 13.00 0.02 70.22 0.22 "O E-; = = = ~ E-; ~ (§) ~ .... ~ ~ ~ E-; = min . I 10.13 10.41 10.13 10.58 10.87 10.02 11.08 10/26/2004 Phase14-dra.xls Exhibit C-3 Inl ets FL FL 6eQ ln Pipe From To Uooer Lower WS Elev 010 Dia 36 36.1 287.46 287 .12 288.81 9.83 24 35 36 288.59 288.44 289 .12 5.22 18 476 HW47 277.95 277.1 283 .39 21 .46 27 46 476 289 .62 283.04 284 .59 11 .88 21 45 46 292 .87 289 .7 2 291 .12 12 .09 21 44 45 293 .23 29 2.97 294 .18 9.02 21 EXHIBIT C-4 HYDRAULIC GRADE LINE - 1 OYr. Storm Shenandoah Subdivision Phases 14 Normal Normal Depth Startin g Depth Velocity Velocity Lencth Sf Ploe S Lower WS Elev Uooer HI In Out 67 .64 0.370% 0.503 % 288 .27 288.81 288 .6 1 0.25 4.29 5.05 30 0.486% 0.500% 289 .38 289.38 289.53 0.15 0.00 4.29 70 .22 0.557% 1.210% 278 .45 283.39 279.30 0.39 13.31 8.53 111 .95 1.102% 5.878% 283.74 284 .59 290.32 1.23 8.63 13 .31 173.02 1.142% 1.821% 290 .68 29 1.12 293 .83 1.98 5.46 8.63 39.37 0.636% 0.660% 294 .06 294 .18 294 .32 0.25 0.00 5.46 En d ine Too Delta HI WS Elev In let Check 0.06 289.12 292 OK 0.14 289 .67 292.13 OK 0.81 284 .59 286.88 OK 0 .80 29 1.12 293.47 OK 0 .35 294 .18 296.62 OK 0.23 294 .66 296.98 OK a Delta Full 2.8846 14.9 2.4597 6.9 2.2897 31 .7 2.3539 35.8 2.4405 19.9 2.3184 12.0 Main Inl et In 35 0 46 45 44 0 10126/2004 Phase14-dra .xl s Exhi bit C-4 Inlets FL FL Bea ln Pioe From To Uooer lower WS Elev 0100 Dia Lenath Sf 36 36 .1 28H6 287 .12 290.95 14 .26 24 67 .64 0.78% 35 36 288.59 288.44 291 .55 7.58 18 30 1.02°.4 476 HW47 277 .95 277.1 284 .03 31 .18 27 70.22 1.17% 46 476 289 .62 283.04 285.89 17 .24 21 111 .95 2.32°.4 45 46 292 .87 289.72 291 .45 17.54 21 173.02 2.41 % 44 45 293 .23 292 .97 296 .04 13.09 21 39.37 1.34°.4 EXHIBIT C-5 HYDRAULIC GRADE LINE -100Yr. Storm Shenandoah Subdivision Phases 14 Normal Normal OeDlh Start lna Oeoth Velocltv Velocity Endlna Too Pipe S Lower WS Elev Upoer Hf In Out HI WSHe1d Inlet 0.50% 288.62 290.95 288.96 0 .53 4.<5 5 .40 0.07 291 .55 292 0.50% 289.94 291 .55 290.09 0 .31 0.00 4.45 0.15 292.01 292 .13 1.21% 278.90 284 .03 279.75 0.82 14 .69 9 .07 1.04 285.89 286.88 5.88% 283 .87 285 .89 290.45 2.60 9.32 14 .69 1.00 291 .45 293.47 1.82% 290 .95 291.45 294 .10 4.16 5 .67 9 .32 0.42 296.04 296.62 0.66% 294.72 296.04 294 .98 0.53 0.00 5 .67 0.25 296.81 296.98 Endlna Delta a WSElev Check Delta Surface 291 .55 Surcharoe 0.45 0 .00 292.01 Surcharge 0 .12 0.00 285 .89 OK 0.99 0.00 291 .45 OK 2.02 0.00 296 .04 OK 0 .58 0 .00 296 .81 Surcharae 0 .17 0.00 Street Street Width Sloce 27 2.04% 27 1.69% 27 3.11 % 27 1.65% 27 1.65% 27 1.65% ROW Capacity 107 .25 97 .62 132 .42 96.45 96 .45 96 .45 Ma in Inlet ln 35 0 46 45 44 0 10/2612004 Ph11e14-cfnl .xls ExtilbltC-5 ADDENDUM#! TO PHASE 10-17 DRAINAGE REPORT FOR SHENANDOAH SUBDIVISION PHASE 14 RB November 2004 SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 ADDENDUM#l TO PHASE 10-17 DRAINAGE REPORT FOR SHENANDOAH SUBDIVISION PHASE 14 November 2004 SUBMIITED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 -------------- ADDENDUM #1 TO THE DRAINAGE REPORT FOR SHENANDOAH PHASE 10-17: PHASE 14 DRAINAGE SYSTEM DESIGN The original drainage report for Phases 10-17 of the Shenandoah Subdivision was submitted with Phases 12-13 , which were the first two phases developed out of this section of the subdivision. This addendum to that report provides details regarding inlet lengths, storm drain sizes and hydraulic grade lines for the drainage system in Phase 14 . Shenandoah Subdivision Phase 14 has two distinct drainage areas . The west end of the development drains into North Fork of Spring Creek. The east end drains into the existing detention pond that was constructed with Shenandoah Phase 8A. Both of these areas were included in the HEC-1 & HEC-RAS models and detention pond calculations submitted in previous reports (see reports for Phases 8 & 9, Phases 10-17). As with the previous phases, the system for Phase 14 is designed for a 10-yr storm event as required by the City of College Station. The following exhibits are provided to show the revisions to the drainage system. Exhibit A -Excerpt from FEMA map Exhibit B -Drainage Area Map Exhibit C-1 -Rational Formula Drainage Area Calculations Exhibit C-2 -Inlet Computations Exhibit C-3 -Pipe Size Calculations Exhibit C-4 -10-year Hydraulic Grade Line Computations Exhibit C-5 -100-year Hydraulic Grade Line Computations Exhibit D-1 -Hydraulic Grade Lines Shenandoah, Phase 14 Drainage Report Addendum Page 1 0 ZONE X N.T.S. EXHIBIT A Flood Insurance Rate Map Excerpt Brazos County, Te xas and Incorporated Areas Map Numbers: 48041 C0205D Effective Date: FEBRUARY 9 , 2000 () < ~ w c 0 Ir: w ...J ...J < < D.. < LL w w 0 I= I-c Cl Ir: ...J z < z < w z w () j i!: < ...J > w :;: ...J z ~ W< c w ~ Ir: Cl ~ iii cw > Wz g z Ir: w < g >w c :::> < Ir: D.. 0 ...J NO. AC. 0.4 0.55 0.9 ft. 35 1.10 0.00 1.10 0.00 0.61 138.0 36 0.98 0.00 0.98 0.00 0.54 128.0 44 1.90 0.00 1.90 0.00 1.05 299.0 45 0.66 0.00 0.66 0.00 0.36 67.0 46 0.00 0.00 0.00 0.00 0.00 1.0 47A 1.59 0.00 1.59 0.00 0.87 208.0 478 0.53 0.00 0.53 0.00 0.29 71.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Shenandoah Subdivision Phases 14 ~ 0 ~ ~ ...J LL 0 0 c ...J ...J z LL LL ~ j Ir: i!: Ir: ~ ...J 0 ~ 0 Ir: ...J ~Cl 0 I-c.i w ...J :::> z :::> ...J ...J w >< w ii I/) N It) 0 LL Cl~ Cl~ > () :::> !::! a !!! a ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 1.4 263.0 6.1 1.4 4.7 10.0 6.33 3.8 7.7 4.7 1.3 263.0 6.1 1.5 4.5 10.0 6.33 3.4 7.7 4.1 4.0 184.0 1.4 1.0 7.9 10.0 6.33 6.6 7.7 8.0 0.7 334.4 2.6 1.4 4.8 10.0 6.33 2.3 7.7 2.8 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 5.0 286.0 8.5 1.8 4.6 10.0 6.33 5.5 7.7 6.7 0.7 281.0 9.5 2.0 3.0 10.0 6.33 1.8 7.7 2.2 0 0 .... It) It) N !: a !::! a In/Hr cfs In/Hr cfs 8.6 5.2 9.9 6.0 8.6 4.7 9.9 5.3 8.6 9.0 9.9 10.3 8.6 3.1 9.9 3.6 8.6 0.0 9.9 0.0 8.6 7.6 9.9 8.6 8.6 2.5 9.9 2.9 0 !?! It) a In/Hr cfs 11.1 6.7 11.1 6.0 11.1 11.6 11.1 4.0 11.1 0.0 11.1 9.7 11.1 3.2 0 0 !: In/Hr 12.5 12.5 12.5 12.5 12.5 12.5 12.5 0 0 .... a cfs 7.6 6.8 13.1 4.5 0.0 11.0 3.7 10/26/2004 Phase14-dra.xls Exhibit C-1 EXHIBIT C-2 INLET COMPUTATIONS Shenandoah Subdivision Phases 14 0 ---~~a..~ ~ ~ • a.. r_, 4i 4i 4i C .C I-C ~ 4i ~· .!: ""' ........ -Ci5 ..... ~ "O o> '-'O "" ~ 0 -"O -4i < i:t 4i 4i ~ ·-"O "";" • ~ a.. "O z z 0 : : Q 0 ~ f: ~ 0 0 ~ "O ·s:: Q ~ < i;:: c c a.. -·-4i z ~ 0 a.. < ~ ~ ·; ·; ~ '3 ~ g. Q. ~ '3 ~ ~ ~ u ~~>a.. a.. U o a.. 4io - o < .. ~ < 0 ~ ~ O ~ Ci) ~ oo ~ ~ DESCRIPTION U ~ ~ O Curb Inlet cfs cfs ft ft 35 na 5.2 0.0 5.2 27 0.4% 35 5.2 Recessed Inlet on Grade 0.62 8.45 10 0 36 na 4.7 0.0 4.7 27 0.4% 36 4.7 Recessed Inlet on Grade 0.62 7.53 10 0 44 47A 9.0 0.0 9.0 27 1.3% 44 9.0 Recessed Inlet on Grade 0.62 14.60 10 2.8 45 47B 3.1 0.0 3.1 27 0.2% 45 3.1 RecessedinletonGrade 0.62 5.07 5 0 46 na 0.0 0.0 0.0 27 0.0% 46 0.0 Junction Box 0 47A na 7.6 2.8 10.4 27 1.8% NIA 0 478 na 2.5 0.0 2.6 27 0.1% 47 13.0 Recessed Low Point Inlet 2.33 5.55 10 0 10/26/2004 Phase14-dra.xls Exhibit C-2 e < 0 ~ i.. u 0 z ~ -~ ~ en ~ z < c: ~ ..... ~ -~ ~ 0 0 "' z u 4.1 ..... ~ ~ ~ ~ # # Ac. min yr 35 36 0.6 10.0 10 36 36.1 1.1 10.1 10 44 45 1.0 10.0 10 45 46 1.4 10.1 10 46 476 1.4 10.6 10 47A 476 0.9 10.0 10 476 HW47 2.6 10.9 10 *Includes 33% Flow Increase for pipe sizes <27" dia. EXHIBIT C-3 PIPE SIZE CALCULATIONS Shenandoah Subdivision Phases 14 c: -~ c: « "' 4.1 ell « ~ ·-4.1 4.1 "' Q. Q. 4.1 "' "O ~ 4.1 ~ 0 4.1 v:i -"O Q. i.. "' 4.1 ~ 4.1 c: = -~ .s: ._, "'« ._ -g a-; .=. ~ 0 a-; -~ ,...j u c: 0 "O 0 0 0 ·c N ~ ~ fi: < fi: fi: ..... z ~ en ;;;.... cfs cfs # cfs O/o " fps 5.2 6.8 1 6.8 0.48 18 3.8 9.8 12.8 1 12.8 0.37 24 4.1 9.0 11.7 1 11.7 0.63 21 4.9 12.1 15.7 1 15.7 1.13 21 6.5 11.9 15.4 1 15.4 1.09 21 6.4 7.6 9.8 1 9.8 5.71 13 10.6 21.5 21.5 1 21.5 0.55 27 5.4 **See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) 4.1 e = E::: ~ "' 'ii z ~ ~ i.. ~ ~ . min 30.00 0.13 67.64 0.28 39.37 0.13 173.02 0.44 111.95 0.29 13.00 0.02 70.22 0.22 "O ~ c: = = ~ ~ "' (§) ~ ..... ~ ~ u = ~ min . . 10.13 10.41 10.13 10.58 10.87 10.02 11.08 10/26/2004 Phase14-dra.xls Exhibit C-3 Inlets FL FL Beg in P ipe From To Upper Lower WSElev 010 Dia 36 36 .1 287.46 28 7.12 288.81 9.83 24 35 36 288 .59 288.44 289 .1 2 5.22 18 476 HW47 277.95 277.1 283 .39 21 .46 27 46 476 289 .62 283.04 284 .59 11 .88 21 45 46 292.87 289.72 291 .12 12.09 21 44 45 293.23 292.97 294 .18 9.02 21 EXHIBIT C-4 HYDRAULIC GRADE LINE -10Yr. Storm Shenandoah Subdivision Phases 14 Normal Normal Depth Startina Depth Velocity Velocitv Length Sf Pipe S Lower WS Elev Upper Hf In Out 67 .64 0.370% 0 .503% 288.27 288 .8 1 288.61 0.25 4.29 5.05 30 0.486% 0.500% 289.38 289 .38 289.53 0.15 0.00 4.29 70.22 0.557% 1.210% 278 .45 283.39 279 .30 0.39 13 .31 8.53 111 .95 1.102% 5.878% 283 .74 284.59 290 .32 1.23 8.63 13.31 173 .02 1.142% 1.821% 290 .68 291 .12 293.83 1.98 5.46 8.63 39.37 0.636% 0.660% 294 .06 294 .18 294 .32 0.25 0.00 5.46 End ing Top De lta HI WS Elev Inlet Check 0.06 289 .12 292 OK 0.14 289 .67 292.13 OK 0 .81 284 .59 286 .88 OK 0.80 291 .12 293.47 OK 0.35 294 .18 296 .62 OK 0.23 294 .66 296 .98 OK a Delta Full 2.8846 14.9 2.4597 6.9 2.2897 31 .7 2.3539 35.8 2.4405 19.9 2.3184 12.0 Main Inlet In 35 0 46 45 44 0 10/26/2004 Phase14-d ra .xl s ExhlbltC-4 Inl ets FL FL Bea ln Pipe From To '""er Lower WS Elev Q100 Dia Lenoth Sf 36 36.1 287.46 287 .12 290.95 14 .26 24 67 .64 0.78°.4 35 36 288.59 288.44 291 .55 7.58 18 30 1.02% 478 HW47 277.95 277 .1 284 .03 31 .18 27 70 .22 1.17% 46 478 289.82 283 .04 285 .89 17.24 21 111 .95 2.32% 45 46 292.87 289.72 291 .45 17 .54 21 173 .02 2.41% 44 45 293 .23 292.97 296.04 13 .09 21 39.37 1.34% EXHIBIT C -5 HYDRAULIC GRADE LINE -100Yr. Storm Shenandoah Subdivision Phases 14 ~oe':~I Starting ~oe':~I Velo city Velocity End!no Too Ploe S Lower WS Elev Uooer Hf In Out HI WSHead Inlet 0.50% 268.62 290.95 288 .96 0 .53 4.45 5.40 0.07 291 .55 292 0.50% 269.94 29 1.55 290.09 0 .31 0.00 4.45 0.15 292 .01 292.13 1.21% 278 .90 284 .03 279 .75 0.82 14.69 9.07 1.04 285 .89 286.88 5.88% 283 .87 285 .89 290 .45 2.60 9.32 14 .69 1.00 291 .45 293.47 1.82% 290.95 291 .45 294 .10 4.16 5.67 9.32 0.42 296.04 296.62 0.66% 294.72 296 .04 294.98 0.53 0.00 5.67 0.25 296.81 296.98 Endino Delta Q WS Elev Check Delta Surface 291 .55 Surcharae 0.45 0.00 292.01 Sixcharoe 0 .12 0.00 285 .89 OK 0.99 0.00 291 .45 OK 2.02 0.00 296 .04 OK 0.58 0.00 296 .81 Surcharae 0.17 0 .00 Street Street Width Slope 27 2.04% 27 1.69% 27 3.11 % 27 1.65% 27 1.65% 27 1.65% ROW Capac ity 107 .25 97 .82 132.42 96.45 98 .45 96.45 Main Inlet In 35 0 46 45 44 0 10/26/2004 Phase14-dra.xls Exhibit C-5 WATER & SEWER SYSTEM ANALYSIS FOR SHENANDOAH SUBDIVISION PHASE 14 November 2004 SUBMIITED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 778 5 WATER & SEWER SYSTEM ANALYSIS FOR SHENANDOAH SUBDIVISION PHASE 14 November 2004 SUBMITTED BY : McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 WATER AND SEWER ANALYSIS FOR SHENANDOAH SUBDIVISION, PHASE 14 General Information Shenandoah Subdivision, Phases 14 encompasses appro ximately 7.2 acres of land in southern College Station. The site is located on the south side of Southern Plantation Drive near its intersection with Alexandria Drive. There are 31 single-family residential lots planned for the phase . The area surrounding the site is rapidly developing with existing phases of Shenandoah to the north and east, undeveloped phases of Reatta Meadows subdivision on the west, and undeveloped phases of the Shenandoah Subdivision on the south . Water System Analysis The City of College has a 12" water line that serves the Shenandoah Subdivision and runs the entire length of Southern Plantation Drive from SH 6 eastward to it terminus just east of Alexandria Drive . This line is looped to an 18 " line along Barron Road in several locations . This 12" line will serve as the primary water source for Phase 14 . Since two previous phases (12, & 13) of the subdivision are also served by this primary water source, the analysis that follows includes the pipe network that serves those phases as well . Computer modeling of the proposed water system was conducted using the Kentucky Pipe Network Analysis (KYPIPES). A schematic drawing of the system in Phase 14 is shown in Exhibit A. Domestic water demand was estimated assuming 0.75 gpm per residential lot according to the BCS Unified Water Design Guidelin es. A fire flow of 1500 gpm was split between two adjacent hydrants located at Node #37 (500 gpm) and #39 (1000 gpm). These two nodes were determined to be the most hydraulically remote locations in the full demand scenario model (See Exhibit B). Crews from the city 's Public Utilities Department conducted pressure tests on the existing line along Southern Plantation Drive. The results of this test are given in E xhibit D . 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 for Phases 12 , 13 , and 14 under fully developed conditions is provided in Exhibits B & C. The lowest pressure under fire flow conditions was 61.95 psi at Node 39 . This is well above the minimum pressure of 20 psi required by the City of College Station and TCEQ . Therefore, one can conclude that the proposed system is adequate to provide the pressure and flowrates for this phase of the subdivision. Shenandoah, Pha se 14 Water and Sewe r Report Page 1 Sewer System Analysis The sewer system for Phase 14 was analyzed with the Phase 10-17 Sewer Analysis dated May 2004 . The proposed system does not deviate from the layout in that report . Shenandoah, Phase 14 Water and Sewer Re port Page 2 EXHIBITB Full Demand Scenario KYPIPE4 University of Kentucky Network Model ing Software Copyrighted by KPFS 1 998 Version 1 .200 -01/26/2000 Date & Time : Fri Oct 22 14:19:24 2004 INPUT DATA FILENAME --------------C: \Haestad\GHECl \Proj e cts\SHENAN-1 \She n_p14 . DT2 TABULATED OUTPUT FILENAME--------C:\Haestad\GHEC1 \Projects\SHENAN-l \Shen_pl4.0T2 POSTPROCESSOR RESULTS FILE NAME ---C : \Haestad\GHECl \Pro j ec ts\SHENAN-1 \Shen_pl4. RS2 S U M M A R Y 0 F 0 R I G I N A L D A T A U N I T S S P E C I F I E D FLOWRATE ... -. . . . . . . . = gallons/minute HEAD (HGL) .......... -feet PRESSURE . . . . . . . . . . . . -psig P I P E L I N E DAT A STATUS CODE : XX -CLOSED PIPE CV -CHECK VALVE NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR P I P E N A M E #1 #2 (ft) (in) COEFF . LOSS COEFF . P-1 VP -1 J -28 118 . 74 8. 07 120. 0000 P-10 J-44 J -42 129 . 07 8.07 120. 0000 P-11 J -35 J -2 5 39L85 8. 0 7 1 2 0. 0000 P-12 J -26 J -36 389 .63 6.07 120. 0000 P-13 J -37 J-38 32L90 3.07 120. 0000 P-14 J -39 J -40 4 68. 05 3.07 120 . 0000 P-15 J-42 J -43 592. 59 3. 07 120. 0000 P-16 J -44 J -45 55L97 12. 09 120. 0000 P-17 J -25 J-26 280 . 22 8. 07 1 2 0 . 0000 P-2 J -27 J-41 396 .59 3. 07 1 2 0. 0000 P-3 J -27 J-26 280 .06 8. 07 120 . 0000 P-4 J -28 J -27 148.93 8 . 07 120. 0000 P-5 J -28 J-44 666 . 63 12 .09 1 2 0. 0000 P-6 J -35 J-36 276. 38 6.07 120 . 0000 P-7 J -37 J-35 278 .37 . 8. 07 1 2 0 . 0000 P-8 J -39 J-37 276 .84 8 . 07 120 .0000 P-9 J -4 2 J -39 295.4 5 8. 07 120 . 0000 P U M P/L 0 S S E L E M E N T DAT A THERE IS A DEVICE AT NODE VP -1 DESCRIBED BY THE FOLLOWING DATA: HEAD FLOWRATE EFFICIENCY (ft) (gpm) (%) 229-2 3 o.'oo LO O ~io. 58 580. 00 LO O 194 . 62 1160.0Q LOO E N D N 0 D E DAT A NODE NODE EXTERNAL JUN CTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) -------------------------------------------------------------- J-25 5.00 J -2 6 9 .00 J -27 9 . 00 J-28 0 .0 0 J-35 8.00 J -36 1 2 .00 J -37 5 .00 J -3 8 7 .4 0 J -39 5.0 0 J -40 23 .0 0 Shenand oah Phase 14 Kentucky Pipe Analysis 293. 0 0 294 . 0 0 295.00 296.00 300. 00 301 . 00 2 9 9 .00 2 90.00 30 2 . 00 2 91. 0 0 0.60 L 70 L 70 2. 4 0 0.60 L 70 0.60 LlO LlO LlO LlO 0. 00 LlO LlO LlO 2 .20 LlO (ID-= 1) Page 1 J-41 12.00 300 . 00 J-4 2 8.00 301.00 J-4 3 27 .00 290.00 J-44 0.00 300.00 J-4 5 0.00 295 .00 VP-1 296 .00 296.00 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RES ULTS ARE INCLUDED IN THE TABULATED OUTPU T S Y S T E M C 0 N F I G U R A T I 0 N NUMBE R OF PIPES ..........•........ (p) 17 NUMBER OF END NODES ............... (j ) 15 NUMBER OF PRIMARY LOOPS .......•... (1) 2 NUMBER OF SUPPLY NODES ............ (f) 1 NUMBER OF SUPPLY ZO NES ............ (z) Case: RESULTS OB TAINED AFTER 7 TRIALS: ACCURACY 0. 00008 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) P I P E L I N E STATUS CODE : P I P E N A M E P-1 P-1 0 P-11 P-1 2 P-13 P-14 P-15 P-16 P-17 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P U M P/L 0 S S RESULTS llX -CLOSE D PIPE NODE NUMBERS #1 #2 VP-1 J -28 J -44 J -42 J-35 J-25 J-26 J-36 J-3 7 J-38 J-39 J-40 J-42 J-43 J-4 4 J-45 J-25 J-26 J-27 J-41 J-27 J-26 J-28 J-27 J -2 8 J -44 J -35 J-36 J-37 J -35 J-39 J -37 J -42 J -39 ELEMENT CV -CHECK VALVE FLOWRATE HEAD MIN OR LOSS LOSS (gpm) (ft) (f t) 1 3 0 .40 0 .06 0 .01 66. 82 0 .02 0. 00 -16 .66 0 . 00 0.00 11.92 0 . 0 1 0 .00 7 . 40 0.08 0 .00 23.00 0. 98 0 .03 27.00 1.66 0 .01 0 . 00 0. 00 0 . 00 -21. 66 0 .00 0 .00 1 2.00 0.25 0 . 00 4 2 .58 0. 02 0 .00 63 . 58 0 . 02 0.00 66. 82 0.01 0 . 00 0 .08 0 .00 0 . 00 -8.58 0 . 00 0 . 00 3.82 0.00 0 .00 3 1. 8 2 0 . 01 0 .00 R E S U L T S LINE HL / VELO. 1000 (ft/s) (ft/ft) 0 .82 0.52 0. 42 0 .17 0 .10 0 . 0 1 0 .1 3 0. 02 0 .32 0.26 L OO 2 .14 1.17 2 .83 0. 00 0 . 00 0.14 0. 02 0.52 0 . 6 4 0.27 0.06 0. 40 0.12 0 .19 0 .02 0. 00 0 .00 0. 05 0.00 0 .02 0.00 0. 20 0. 04 INLET OU TLET HEAD EFFIC-USEFUL INCREMTL TOTAL NAME FLOWRATE HEAD HEAD (gpm) (ft) (ft) VP -1 130. 40 0.00 228 .79 E N D N 0 D E RESULTS NODE NAME J -25 J -26 J -2 7 J-28 J -35 J -36 J-37 J-38 J-39 J -40 J -41 J -4 2 NOD E TITLE Shenandoah Phase 14 EXTERNAL DEMAND (gpm) 5 . 00 9 . 00 9 . 00 o. 00 8.00 12. 00 5 . 00 7. 40 5 . 00 23 . 00 12 . 00 8 . 00 Kentucky Pipe Analysis CHANGE ENCY POWER COST COST (ft) (I) (Hp) ($) ($) 228 .8 HYD RAULIC NODE PRESSURE NOD E GRADE ELEVATION HEAD PRESSU RE (ft) (ft) (ft) (ps i ) 52 4 . 69 293.0 0 231. 69 100. 4 0 524. 70 294 .00 230. 70 99. 97 524. 71 295. 00 229 . 71 99. 54 52 4. 73 296 .00 228 . 73 99.1 2 524. 69 300 . 00 224. 69 97 .36 524 . 69 301. 00 223 . 69 96 . 93 524 . 69 299.00 225 . 69 97.80 52 4 . 60 290.00 234 . 60 101.66 524 . 69 302 .00 222 . 69 96.50 523. 68 291. 0 0 23 2 .68 100. 83 524. 4 6 300 .00 224 . 4 6 97 . 27 524. 70 301. 00 223 . 70 96. 9 4 f-Low Pressure Page2 J-43 27 .00 5 23 . 02 290 . 00 J-44 0.00 524. 72 300 . 00 J-45 0.00 5 2 4. 72 295. 00 VP -1 5 24. 79 296.00 s u M M A R y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES ( -) OUTFLOWS FROM THE SYST EM INTO SUPPLY NODES NODE NAME VP-1 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND FLOWRATE (gpm) 130. 40 130. 4 0 0.0 0 130. 4 0 NODE TITLE +++++ HYDRAULIC ANALYSIS COMPLE TED +++++ Shenandoah Phase 14 Kentucky Pipe Analysis 233 . 02 100.98 22 4. 72 97 .38 229. 72 99. 54 228 .79 99 .14 Page 3 EXHI BITC F ire F low and F ull Demand Sc e nario KYPIPE4 University of Ken t uc ky Network Mcxl e ling Softwar e Copyrighte d by KPFS 1 998 Ve r s i o n 1.2 0 0 -01 /26/2 000 Date & Time: Tue Oct 26 09 : 53: 2 0 2 004 INPUT DATA FILENAME --------------C :\PROGRA-l\PIPE2 0-l\Proj e cts\SHENAN -l \Shen_pl4 .DT2 TABULAT ED OU TPUT FILENAM E --------C: \PROGRA-1 \PIPE20-l \Projects\S HENAN -1 \Shen pl4 .OT2 POS TPROCESSOR RE SULTS FILENAME ---C: \PROGRA-1 \PIPE20-l \Proj ects\S HENAN -1 \S h e n yl4. RS 2 S U M M A R Y 0 F 0 R I G I N A L D A T A U N I T S S P E C I F I E D FLOWRATE ........... . HEAD (H GL) ......... . gallons/minute feet PRESSURE ........... . psig IP ELI NE DAT A STATUS CODE : XX -CLOSE D PIPE CV -CHECK VALVE NODE NAMES LE NGTH DIAMETER ROUGHNE SS MINOR P I P E N A M E #1 #2 (ft) (in ) COEFF. LOS S COEFF. P-1 VP -1 J -2 8 118 . 74 8. 07 12 0.0000 P-10 J-44 J -42 129 . 07 8 . 07 12 0 . 0000 P -11 J-35 J -25 391. 85 8 . 07 1 2 0 . 0000 P-12 J -2 6 J -36 389 . 63 6 .07 1 2 0.0000 P-13 J -37 J -3 8 321. 90 3. 0 7 1 2 0 . 0000 P-14 J -39 J-40 4 68. 05 3.07 120 .0000 P-15 J -42 J-43 592 . 59 3. 07 120. 0000 P-16 J -44 J-45 551. 97 1 2 .09 120 . 0000 P-17 J -2 5 J -2 6 280 . 22 8. 07 120 . 0000 P-2 J -27 J-41 396.59 3 . 07 120 .0000 P-3 J -27 J -26 280.06 8 . 07 120 .0000 P-4 J -2 8 J -27 148.93 8 . 07 120. 0000 P-5 J -2 8 J-44 666. 63 12 . 09 120. 0000 P-6 J -3 5 J -36 276.38 6 . 07 120. 0000 P-7 J -37 J-35 278 . 37 8 . 07 1 2 0.0000 P-8 J -39 J-37 276 .84 8. 07 12 0. 0000 P-9 J -4 2 J -39 2 95 . 4 5 8 . 07 1 2 0 . 0000 P U M P/L 0 S S E L E M E N T D A T A THERE IS A DEVICE AT NODE VP-1 DESCRIBED BY THE FOLLOWING DATA: HEAD FLOWRATE EFFICIENCY (ft) (gpm) (%) 2 2 9 .2 3 0.00 1. 00 220 . 58 580 .00 1. 00 194. 6 2 1160 .00 LOO E N D N 0 D E DAT A NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm ) (ft) (ft) -------------------------------------------------------------- J -25 5 .00 J -2 6 9 .0 0 J-27 9 .00 J-28 0 .00 J-35 8 .00 J-36 12 . 0 0 J -37 505 .00 J -3 8 7.4 0 Shena nd oah Phase 14 Kentucky Pipe Analysis 2 9 3 . 0 0 294. 0 0 295.00 2 9 6 .00 3 00 . 00 3 0 1. 00 2 99. 00 2 90. 00 0 .60 1. 70 1. 70 2 . 40 0 . 60 1. 70 0 .60 1.10 1.10 1.10 1.10 0. 00 1.10 1.1 0 1.10 2 .20 1.10 (I~ 1) Page I J -39 1005.00 3 0 2 .00 J-40 23 . 00 29 1. 00 J-41 1 2.00 300 . 00 J-42 8. 00 301. 00 J -4 3 27 .00 290.00 J -44 0.00 300.00 J -45 0.00 295.00 VP-1 296.00 2 96.0 0 0 U T P U T 0 P T I 0 N D A T A OU TPUT SELECTION: ALL RE SULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p ) 17 NUMBER OF END NOD ES ......•.•..•... (j) 15 NUMBER OF PRIMARY LOOPS ........... (1) 2 NUMBER OF SUPPLY NOD ES ............ ( f) NUMBER OF SUPPLY ZO NES ............ (z) Case : RESULTS OB TAINED AFTER 4 TRIALS : ACCURACY 0.0 013 0 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) P I P E L I N E RESU L TS STATUS CODE: XX -CLOSED PIPE CV -CHEC K VALVE p E N A M E NODE NUMBERS #1 #2 FLOWRATE HEAD MINOR LINE HL / LOSS LOSS VELO . 1000 (gpm) (ft ) (ft) (ft/s) (ft/f t) ------------------------------------------------------------------------------- P-1 VP -1 J -2 8 1630 . 40 5. 96 0.97 1 0 .22 58 . 38 P-10 J-44 J -42 9 42.25 2 .35 0.92 5 .91 25 . 32 P-11 J -35 J-25 -438.27 1. 73 0 . 20 2 . 75 4. 91 P-12 J -26 J -36 21 4.88 1. 84 0. 2 1 2 . 39 5. 28 P-1 3 J -37 J -38 7 . 40 0 . 08 0. 00 0.32 0 .26 P-14 J-39 J -40 23. 00 o. 98 0. 03 1. 00 2 .14 P-15 J -4 2 J-4 3 27.00 1. 66 0 .01 1.17 2 . 83 P-16 J-44 J-45 0. 00 0 . 00 0 . 00 0 .00 0.00 P-17 J-25 J -26 -H3 .2 7 1.26 0 .13 2 . 78 4.97 P-2 J-27 J -41 12 .00 0 .25 0 . 00 0 .52 0. 64 P-3 J-27 J-26 667 .15 2 .69 0. 30 4.18 10.66 P-4 J-28 J-27 688 .1 5 1. 51 0. 00 4.32 10.16 P-5 J-2 8 J -44 94 2. 25 1. 69 0 .1 2 2. 63 2 . 7 2 P-6 J-35 J -36 -20 2 .88 1.18 0 . 09 2 .25 4. 57 P-7 J -37 J -35 -633.15 2 .42 0 .27 3. 97 9. 67 P-8 J -39 J -3 7 -120.75 0 .11 0.0 2 0. 76 0 . 48 P-9 J -42 J -39 907. 25 5 .01 0.55 5 .69 18.82 P U M P/L 0 S s E LEMENT R E S U L T s INLET OUTL ET HEAD EFFIC-USEFUL INCREMT L TOTAL NAME FLOWRATE HEAD HEAD CHANGE EN CY POW ER COST COS T (gpm) (ft ) (ft) (ft) (%) (Hp) {$) ($) PUMP VP-1 VP-1 IS OPERATING OUT OF RANGE .... 1630.40 0 .00 166 .54 1 66.5 E N D N 0 D E NODE NAME J -25 J-26 J-27 J -28 J -35 J -36 J -3 7 J -38 RES ULTS NOD E TITLE EXTERNAL DEMAND (gpm) 5.00 9. 00 9 . 00 0 . 00 8 .00 12 . 00 505. 00 7. 40 Shenandoah Phase 14 Kentucky Pipe Analysis HYDRAULIC NODE PRESSURE NOD E GRADE ELEVATION HEAD PRESSURE (ft) (ft) (ft) (psi) 449 .72 293 . 00 1 56 . 72 67 . 91 451.11 2 94 .00 157 . 11 68 . 08 4 54.10 295.00 1 59 .10 68 . 94 4 55 .6 1 2 96.00 1 59 . 61 69 .1 6 447 -79 300 .0 0 147 . 7 9 6 4.04 44 9 .06 301. 00 148 . 06 64 .16 445.10 2 99.00 14 6 .1 0 63 .3 1 4 4 5. 0 2 2 90 .00 1 5 5 . 0 2 67 .17 Page 2 .. J-39 1005 . 00 444.97 302. 00 J-40 23 .00 4 4 3 . 97 291. 00 J -41 12.00 4 53 . 8 4 300. 00 J -42 8 .00 4 50.53 301. 00 J -43 27 .00 448.85 2 90.00 J -44 0 .00 4 53 .80 300 .00 J -45 0.00 4 53 . 80 295 . 00 VP -1 4 62 . 54 296 .00 s u M M A R y 0 F I N F L 0 W S A ND 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODE S NODE NAME FLOWRATE (gpm) VP -1 1 630.4 0 NET SYSTEM INFLOW 1 630 . 4 0 NET SYSTEM OUTFLOW 0 .00 NET SYSTEM DEMAND 1630 . 40 NODE TITLE ***** HYDRAULIC ANALYSIS COMPLETED ***** Shenandoah Phase 14 Kentucky Pipe Analysis 14 2 .97 61. 95 ~ Low Pressure 1 52 . 97 66 .29 153. 84 66 . 67 149. 53 64. BO 158.85 68. 84 153 .80 66 . 65 158 . 80 68 . 81 1 66 .54 72 .17 Page 3 ... ' --'7 Exhibit D ····-----·--·-·--------------------------F1ow -TesrReport Date i -1.-2 · 03 Time /t2.' CO ' ... Test made by: L zu~ ) Location: /,?a/ ~t2d/! ol:<f I . Purpo5e of test : Representatrte : Witness : --------- A.M-P .M. Flow hY4mnl number. __ £'-'----"""t2~ ........ lL.,.. -'-f _ ..... _Nozzle slze : 2 :.. S- Pilot reading : _....._K#....>.L.So--: __ G.P .M.: J/6.0 . stauc hydrant number: , f -0 YD ' static: ~5-.· P.S.I. Residual : r O ' p .S.I. -.. ---·· -------------. -------- · R~marks: ~~~~~~~~~~~~~~~~~~~~~~~--~~~ Assume: Fixed Grade Node Calculations Connecting to Node 28 Elevation= 296 ft. Residual Pressure = 80 psi HGL = 296 + (80 psi /.433) = 481 ft . . • WATER & SEWER SYSTEM ANALYSIS FOR SHENANDOAH SUBDIVISION PHASE 14 November 2004 SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 WATER & SEWER SYSTEM ANALYSIS FOR SHENANDOAH SUBDIVISION PHASE 14 - November 2004 SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive , Suite 103 •College Station, Texas 77845 WATER AND SEWER ANALYSIS FOR SHENANDOAH SUBDIVISION, PHASE 14 General Information Shenandoah Subdivision, Phases 14 encompasses approximately 7 .2 acres of land in southern College Station . The site is located on the south side of Southern Plantation Drive near its intersection with Alexandria Drive . There are 31 single-family residential lots planned for the phase . The area surrounding the site is rapidly developing with existing phases of Shenandoah to the north and east, undeveloped phases of Reatta Meadows subdivision on the west, and undeveloped phases of the Shenandoah Subdivision on the south. Water System Analysis The City of College has a 12" water line that serves the Shenandoah Subdivision and runs the entire length of Southern Plantation Drive from SH 6 eastward to it terminus just east of Alexandria Drive. This line is looped to an 18 " line along Barron Road in several locations . This 12" line will serve as the primary water source for Phase 14 . Since two previous phases (12, & 13) of the subdivision are also served by this primary water source, the analysis that follows includes the pipe network that serves those phases as well . Computer modeling of the proposed water system was conducted using the Kentucky Pipe Network Analysis (KYPIPES). A schematic drawing of the system in Phase 14 is shown in Exhibit A Domestic water demand was estimated assuming 0 .75 gpm per residential lot according to th e BCS Unified Water Design Guid elin es. A fire flow of 1500 gpm was split between two adjacent hydrants located at Node #37 (500 gpm) and #39 (1000 gpm). These two nodes were determined to be the most hydraulically remote locations in the full demand scenario model (See Ex hibit B). Crews from the city 's Public Utilities Department conducted pressure tests on the existing line along Southern Plantation Drive . The results of this test are given in Exhibit D . The residual pressures from these tests were used as the starting pressures (fi x ed grade nodes) for the KYPIPE model. A printout from the computer model for Phases 12 , 13 , and 14 under fully developed conditions is provided in Exhibits B & C. The lowest pressure under fire flow conditions was 61.95 psi at Node 39 . This is well above the minimum pressure of 20 psi required by the City of College Station and TCEQ . Therefore, one can conclude that the proposed system is adequate to provide the pressure and flowrates for this phase of the subdivision. Shenandoah, Phase 14 Water and Sewer Report Page 1 Sewer System Analysis The sewer system for Phase 14 was analyzed with the Phase 10-17 Sewer Analysis dated May 2004. The proposed system does not deviate from the layout in that report . Shenandoah, Phase 14 Water and Sewer Report Page 2 EXHIBITB Full Demand Scenario KYPIPE4 University of Kentucky Network Modeling S o ftware Copyrighted by KPFS 1998 Version 1.200 -01/26/2000 Date & Time : Fri Oct 22 14:19 :2 4 2004 INPUT DATA FILENAME--------------C :\Haestad\GHEC1\Projec ts\SHENAN-l \She n_p14.DT2 TA8U LAT ED OUTPUT FILE NAME --------C: \Haestad\GHE Cl \Projects\S HENAN-1 \Shen_pl 4 .OT2 POSTPROCESSOR RESULTS FILENAME ---C : \Haestad\GHECl \Projec ts\SHENAN -1 \Shen_pl4 . RS2 ......... +•+ ..... ++ + + ... ++++ ++• + +++. + "+++ + ++++++. + +. +++ S U M M A R Y 0 F 0 R I G I N A L D A T A • ++++ .................. + ................................................... + +++ ++ +++++•• U N I T S S P E C I F I E D FLOWRATE ............ =gallons/minute HEAD (HGL) . • . . . . . . . . feet PRESSURE .•.•........ = psig P I P E L I N E DAT A STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR P I P E N A M E #1 #2 (ft) (in) COEFF. LOSS COEF F . P-1 VP-1 J -2 8 118 . 74 8.07 120 . 0000 P-10 J-44 J -42 1 29. 07 8 . 07 120. 0000 P-11 J-35 J -25 391. 85 8 .07 120 . 0000 P-12 J-26 J -36 389.63 6.07 120 .0000 P-13 J -37 J-38 321. 90 3.07 120.0000 P-1 4 J-39 J -40 4 68 . 05 3.07 120. 0000 P-15 J-42 J -43 592 . 59 3 .07 120.00 00 P-16 J -44 J -45 551. 97 12 .09 i20 . 0000 P-17 J -25 J-26 280 .22 8 .07 120 . 0000 P-2 J -27 J-4 1 396.59 3.07 120 . 0000 P-3 J -27 J-26 280. 06 8 .07 120. 0000 P-4 J -2 8 J-27 14 8. 93 8 .07 120 . 0000 P-5 J -28 J-44 666. 63 12 . 09 120 . 0000 P-6 J -35 J-36 276 .38 6 .07 120 . 0000 P-7 J -37 J-35 278. 37 8.07 120. 0000 P-8 J -39 J-37 276.84 8.07 120 . 0000 P-9 J -4 2 J-39 295.45 8.07 120. 0000 P U M P/L 0 S S E L E M E N T D A T A THERE IS A DEVICE AT NODE VP -1 DESCR I BED BY THE FOLLOWING DATA: HEAD FLOWRATE EFFICIE NCY (ft) (gpm) (%) 229-2 3 o.'oo 1. 00 220 . 58 580.00 1. 00 1 94. 62 1160.0Q 1. 00 E N D N 0 D E DAT A NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) ---------- --- - - -- - - - ----- ----- - - ----- ---------- - -------------- J-25 5 . 00 J -26 9 .00 J -27 9 . 00 J-28 0 . 00 J-35 8 . 00 J -36 12. 00 J -37 5. 00 J -38 7 . 40 J -39 5.0 0 J -40 23.00 She nando ah Phase 14 Kent ucky Pipe Ana lysis 293 . 00 294 . 00 2 95 . 00 2 96 .00 300 . 00 301 . 00 2 99 . 00 2 90 . 00 302.00 291. 0 0 0.60 1. 70 1. 70 2 . 4 0 0.60 1. 70 0.60 1.10 1.10 1.10 1.10 0.00 1.10 1.10 1.10 2 .20 1.10 (ID= 1) Page I J-41 12.00 300. 00 J-42 8.00 301.00 J-43 27 .00 290. 00 J-44 0.00 300 . 00 J-45 0.00 295. 00 VP-1 296 .00 296.00 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) -17 NUMBER OF END NODES ............... ( j) 15 NUMBER OF PRIMARY LOOPS .....••.... (1) 2 NUMBER OF SUPP LY NODE S ............ (f) NUMBER OF SUPPLY ZONES .......••... (z) Case : RESULTS OBTAINED AFTER 7 TRIALS: ACCURACY 0. 00008 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) PIPELINE RESULTS STATUS CODE : XX -CLO SED PIPE CV -CHE CK VALVE P p E N A M E NOD E NUMBE RS 11 #2 FLOWRATE HEAD MINOR LINE HL/ LOSS LOSS VELO. 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) P-1 VP-1 J-28 130.40 0. 06 0. 01 0. 82 0 . 52 P-10 J -44 J-42 66. 82 0. 02 0.00 0. 42 0.17 P-11 J-35 J-25 -1 6 .66 0 .00 0 .00 0.10 0 . 01 P-1 2 J-26 J-36 11.92 0.01 0 .00 0.13 0 . 02 P-13 J-37 J-38 7. 40 0.08 0 .00 0 . 32 0 .26 P-14 J-39 J-40 23. 00 0 .98 0.0 3 LOO 2.14 P-15 J-42 J-43 27.00 1.66 0. 01 1-17 2. 83 P-16 J-4 4 J-45 0. 00 0 . 00 0. 00 0.00 0. 00 P -17 J-2 5 J-26 -2 1.66 0. 00 0. 00 0.14 0.02 P-2 J-27 J-41 1 2 .00 0.25 0.00 0.52 o. 64 P-3 J-27 J -2 6 4 2 .58 0 . 02 0.00 0.27 0.06 P-4 J-28 J-27 63.58 0 . 02 0.00 0 . 40 0.1 2 P-5 J -2 8 J -44 66.82 0.01 0. 00 0.19 0. 02 P-6 J-3 5 J-36 0.08 0.00 0. 00 0. 00 0 . 00 P-7 J-37 J -35 -8.58 0.00 0 . 00 0. 05 0.00 P-8 J-39 J-37 3 . 82 0. 00 0 .00 0. 02 0.00 P-9 J -42 J-39 3 1.82 0.01 0. 00 0 . 20 0.04 P U M P/L 0 S S ELEMENT RESULTS INLET OUTLET NAME FLOWRATE HEAD HEAD (gpm) (ft) (ft) VP -1 130.40 0.00 228.79 E N D N 0 D E RES UL TS NODE NAM E J -2 5 J -26 J -27 J -2 8 J -35 J-36 J -37 J -38 J -39 J -40 J -41 J -42 NODE TITLE Shenandoah Phase 14 EXTERNAL DEMAND (gpm) 5 . 00 9.00 9 . 00 0 . 00 8 .00 12.00 5.00 7. 40 5. 00 23 . 00 12. 00 8. 00 Kentucky Pipe Analy s is HEAD EFFIC-USEFUL INCREMTL TOTAL CHANGE ENCY POWER COST COST (ft ) (%) (Hp ) ($) ($) 228 . 8 HYDRAULI C NODE PRESSURE NODE GRADE ELEVAT I ON HEAD PRESSURE (ft) (ft) (ft) (psi) 52 4 -69 293.00 231. 69 100.40 524 -70 294. 00 230 . 70 99 . 97 524 -71 295 .00 229 . 71 99 . 54 524 -7 3 296 .00 228. 73 99 .1 2 524 -69 300.00 224. 69 97. 36 524 -69 301. 00 223.69 96.93 52 4.69 299 . 00 225. 69 97.80 524 .60 290 . 00 234 -60 101.66 524 .69 302 .00 222. 69 96.50 523. 68 291. 00 232 -68 100 .83 524 . 4 6 300 . 00 224. 4 6 97 . 27 524.70 30 1. 00 223 . 70 96. 94 ~ Low Pressure Page 2 J -43 27 .00 523. 02 290 .00 J-44 0. 00 524. 72 300. 00 J-45 0.00 524. 72 295. 00 VP -1 524 .79 296 .00 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 SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (gpm) VP-1 130 .4 0 NET SYSTEM INFLOW 130.40 NET SYSTEM OUTFLOW 0.00 NET SYSTEM DEMAND 130 .40 NODE TITLE +++++ HYDRAULIC ANALYSIS COMPLETED +++++ Shenandoah Phase 14 Kentucky Pipe Analysis 233.02 100 .98 224. 72 97. 38 229. 72 99 .54 228.79 99.14 Page 3 EXHIBITC Fire Flow and F ull Demand Scenario KYPIPE4 University of Kentucky Network Modeling Software Copyrighted by KPFS 1998 Version 1.200 -01/26/2000 Date & Time : Tue Oct 26 09 : 53: 20 2004 INPUT DATA FILENAME --------------C: \PROGRA-1 \PIPE20-1 \Projects\SHENAN -1 \S hen_p14. DT2 TABULATED OUTPUT FILENAME --------C: \PROGRA-1 \PIPE20-1 \Projects\SHENAN -1 \Sh e n_p14 .OT2 POSTPROC ESSOR RESULTS FILENAME ---C : \PROGRA-1 \PIPE20-1 \Projects\SHENAN-1 \S h e n_pl4 . RS2 S U M M A R Y 0 F 0 R I G I N A L D A T A U N I T S S P E C I F I E D FLOWRATE ........... . HEAD (HGL) •....•.••. PRESSURE .......•.••. gallons/minute feet psig P I P E L I N E D A T A STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE NODE NAMES LENGTH DIAMETER ROUG HNESS MINOR P I P E N AM E #1 #2 (ft) (in) COEFF. LOSS COEFF. P-1 VP -1 J-28 118. 74 8.07 120. 0000 P-10 J-44 J -42 129 . 07 8.07 120. 0000 P-11 J-35 J -25 391. 85 8. 07 120. 0000 P-1 2 J-26 J-36 389 . 63 6.07 120. 0000 P-13 J -37 J -38 321. 90 3.07 120 . 0000 P-14 J -39 J-40 4 68 . 05 3 .07 120. 0000 P-15 J-42 J -43 592.59 3 .07 120. 0000 P-16 J -44 J-45 551. 97 12 . 09 120. 0000 P-17 J-25 J-26 280. 22 8.07 120 . 0000 P-2 J -27 J-41 396 . 59 3 .07 120. 0000 P-3 J -27 J-26 280 . 06 8.07 120 . 0000 P-4 J-28 J-27 14 8 . 93 8.07 120 . 0000 P-5 J -28 J-44 666. 63 12. 09 120. 0000 P-6 J -35 J-36 276 .38 6. 07 120. 0000 P-7 J -37 J-35 278.37 8 .07 120 . 0000 P-8 J-39 J-37 276. 84 8.07 1 2 0. 0000 P-9 J -42 J-39 295 .45 8 . 07 120. 0000 P U M P/L 0 S S E L E M E N T D A TA THERE IS A DEVICE AT NODE VP-1 DESCRIBED BY THE FOLLOWING DATA: HEAD FLOWRATE EFFICIENCY (ft) (gpm) (%) 229 . 23 0.00 1.00 220. 58 580. 00 1.00 194. 62 1160.00 1. 00 E N D N 0 D E DAT A NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) -------------------------------------------------------------- J-25 5 .00 J -26 9.00 J-27 9. 00 J-28 0. 00 J-35 8.00 J-36 12.00 J-37 505.00 J-38 Shena ndoah Phase 14 Kent uc ky Pipe Ana lysis 1 . 40 293. 00 294. 00 295. 00 2 96.00 300. 00 301. 00 299.00 290. 00 0.60 1. 70 1. 70 2 . 40 0 . 60 1. 70 0. 60 1.10 1.10 1.10 1.10 o. 00 1.10 1.10 1.10 2 .20 1.10 (ID ~ 1) Page I J -39 1005 . 00 302.00 J-40 23.00 29 1.00 J-41 1 2 .00 300 . 00 J-42 8 .00 301.00 J -43 27 .00 290.00 J -44 0. 00 300 . 00 J-45 0 .00 295 . 00 VP-1 296.00 296 .00 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULT S ARE INCLU DED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) 17 NUMBER OF END NOD ES ............... (j) 15 NUMBER OF PRIMARY LOOPS ...•••....• (1) 2 NUMBER OF SUPPLY NODES ....••...... (f) -1 NUMBER OF SUPPLY ZO NES ....•.•••... (z ) -1 Case: RESULTS OBTAINED AFTER 4 TRIALS: ACCURACY 0 .00130 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) P I P E L I N E RESULTS STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE I P E N A M E P-1 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P U M P/L 0 S s E NODE NUMBERS #1 #2 VP -1 J -2 8 J-44 J -4 2 J -3 5 J-25 J -2 6 J -3 6 J -37 J -3 8 J -3 9 J -40 J-42 J-43 J-44 J-45 J-25 J-26 J-27 J-41 J-27 J-26 J-28 J-27 J-28 J-44 J-35 J -36 J -37 J -3 5 J -39 J -37 J -42 J-39 LEMENT INLET NAME FLOWRATE HEAD (gpm) (ft) FLOWRATE (gpm) 163 0 . 40 94 2. 25 -4 38.27 214 . 88 7. 40 23. 00 27 .00 0. 00 -443.2 7 12 .00 667 .15 688.15 94 2. 25 -202 . 88 -633 .15 -120.75 907. 25 R E S U L T s OUTLET HEAD HEAD CHANGE (ft) (ft) HEAD MINOR LINE HL / LOSS LOSS VE LO . 1000 (ft) (ft) (ft/s) (ft /ft) 5.96 0. 97 10.22 58 . 3 8 2 .35 0. 92 5. 91 25 . 32 1.73 0.20 2 .7 5 4. 91 1.84 0. 2 1 2 .39 5. 28 0.08 0. 00 0 .32 0.26 0. 98 0. 03 L OO 2.14 1. 66 0. 01 1.17 2. 83 0.00 0.00 0.00 0. 00 1.26 0.13 2 .78 4. 97 0.25 0. 00 0.52 0. 64 2 .69 0. 30 4.18 10 . 66 1. 51 0. 00 4.32 10 .1 6 1.69 0.12 2 .63 2 . 72 1.18 0 . 09 2 .25 4. 57 2 .4 2 0.27 3 . 97 9. 67 0.11 0.0 2 0.76 0. 48 5. 0 1 0.55 5.69 18 . 82 EFFIC-USEFUL IN CREMTL TOTAL ENCY POWER COS T COST (%) (Hp) ($) ($) ------------------------------------------------------------------------------- PUMP VP -1 VP-1 IS OPERATING OUT OF RANGE .... 1630 .4 0 0 .00 166 .5 4 166.5 E N D N 0 D E NODE NAME J-25 J-26 J-27 J-2 8 J -35 J-36 J-3 7 J-3 8 RE S ULTS NODE TITLE EXTERNAL DEMAND (gpm) 5.00 9. 00 9 .00 o. 00 8. 00 12. 00 505 .00 7 . 40 Shenandoah Phase 14 Kentucky Pipe Analysis HYDRAULIC NOD E PRESSURE NOD E GRADE ELEVATION HEAD PRESSURE (ft) (ft) (ft) (ps i) 44 9 .72 293 . 00 156 .72 67 . 91 451.11 294 . 00 157 .11 68 . 08 4 54 .1 0 295. 00 159.10 68 . 94 455.61 296 .00 159. 61 69 .1 6 44 7 .79 300 .00 14 7. 79 64. 04 44 9 .06 301. 00 148. 06 64 .1 6 445 .10 299 .00 1 46 .1 0 63 . 31 445.02 290 . 00 155 .02 67 .1 7 Page2 J-39 1005 .00 444. 97 302. 00 J-40 23.00 443.97 291. 00 J-41 12.00 453. 84 300 . 00 J-42 8.00 450.53 301. 00 J-43 27.00 448.85 290 . 00 J -44 0 . 00 453 . 80 300 . 00 J-45 0. 00 4 53. 80 295. 00 VP-1 4 62 . 54 296 .00 s u M M A R y 0 F I N F L 0 W S AND OUTFLO W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (gpm) VP-1 1630.40 NET SYSTEM INFLOW 1630.40 NET SYS TEM OUTFLOW 0 . 00 NET SYSTEM DEMAND 1630.40 NODE TITLE ***** HYDRAULIC ANALYSIS COMPLETED ***** Shenandoah Phase 14 Kentucky Pipe Analysis 142. 97 61.95 ~ Low Pressure 152. 97 66 . 29 153. 84 66. 67 14 9. 53 64 .80 158. 85 68. 84 153.80 66. 65 158. 80 68 . 81 166. 54 72 .17 Page 3 .· --;;::::7 Exhibit D ------···------·-------------------·--···-F1ovTTe srReport --------· ---····-------·-·· oate b -( --2 . 0 3 Time 112. I ro ' ;I Test made by: L £~ 7 A .M-P -M. Location: /,?a/ ~c?d/J o/:5 ~ . Purp05e of test : Representa.frle : Witness: Flow hy(lranl numbec:___,£........__-_..O"-• ..,. lt.... ,.L-f_ ...... _Nozzle slz.e: 2 ",. S-- . Pit.al reading : -..w..?........,S'--: __ G-P.M.: //t·o . stauc hydrant number : , f -() YD static: 9~5-.· P.S.I. Residual: ro-P.S.I. --·· -·-··-------····---------·---·--··- ·Re.marks: ~~~~~~~~~~~~~~~~~~~~~~~~~~~ Assume: Fixed Grade Node Calculations Connecting to Node 28 Elevation = 296 ft. Residual Pressure = 80 psi HGL = 296 + (80 psi /.433) = 481 ft . . • (Check one) 0 Amending ($300 .00) *Includes public hearing fee FOR OFFICE USE ONLY P&ZCaseNo.: 04 ~~ :-< • ! Date Submitted: I a -() 11>~ FINAL PLAT APPLICATION ~Final ($400 .00) D Vacating ($400.00) D Replat ($600.00)* The following items must be consideration. submitted by an established filing deadline date for P&Z Commission MINIMUM SUBMITTAL REQUIREMENTS: ~ Final plat review and filing fee (see above) NOTE: Multiple Sheets -$55.00 per additional sheet N/A Variance Request to Subdivision Regulations -$100 (if applicable) ~ Development permit fee of $200.00 (if applicable). ~ Infrastructure inspection fee of $600.00 (applicable if any public infrastructure is being constructed) N/A All replats must be accompanied with a copy of the deed restrictions/covenants for this plat. ~ Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) N/A One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). ~ Paid tax certificates from City of College Station , Brazos County and College Station l.S .D. ~ A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. ~ Two (2) copies of public infrastructure plans associated with this plat (if applicable). N/A Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). NAME OF SUBDIVISION --------=-S"""'"he=n=a"'""n-=do=a=h-'-'-'-P-'-'h=as=e"--'-14_,__ ___________ _ SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block) to the east of the intersection of Southern Plantation and Decatur APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name Edward Freehling: Ed Freehling Builder. Inc. E-Mail N/A Street Address --------------~3~8~8_7_H_ig __ h_Lo~n~e~s~o_m~e_R~o~a~d _______ _ City College Station State TX Zip Code 77845 Phone Number 979.776.8266 Fax Number 979.774.0565 CURRENT PROPERTY OWNER'S INFORMATION: (All owners must be identified. Please attach an additional sheet, if necessary) Name _____ ___...,(s=a~m~e~a=s~a=b~o~v~e~) _____ _ E-Mail ------------- Street Address ------------------------------~ City ____________ State _______ _ Zip Code ________ _ Phone Number ____________ _ Fax Number ____________ _ ARCHITECT OR ENGINEER'S INFORMATION: Name McClure & Browne Engineering/Surveying. Inc. E-Mail ---~m=ik~e~m~@~tc=a~.n~e'"""t ___ _ Street Address 1008 Woodcreek Drive Suite 103 City College Station State ____ T.:....:X....:...____ Zip Code 77845 PhoneNumber ____ -=-9~79=·-=-69=3=·-=-38=3~8'-----FaxNumber ____ 9~7~9~.6~9~3~.2=5~5~4 ___ _ 1-Aug-02 1 of 5