The URL can be used to link to this page

Home My WebLink About38 Shenandoah Ph 19 05-13 4000 Alexandria(Check one) D Amending ($300 .00) *Includes public hearing fee FINAL PLAT APPLICATION [:8J Final ($4 00 .00) D Vacating ($4 00.00) D Replat ($600 .00)* The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: [:8J Final plat rev iew 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 /cove nants for this plat. [:8J Thirteen (13 ) folded copies of plat. (A signed mylar original must be submitted after staff review.) C8J One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). C8J Paid tax certificates from City of College Station , Brazos County and College Station l.S .D. C8J A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. N/A Two (2) copies of pub li c infrastructure plans associated with this plat (if applicab le). N/A Parkland Dedication requirement approved by the Parks & Recreation Board , please provide proof of approval (if applicable). NAME OF SUBDIVISION -------~S~h~e~n~a~nd~o~a~h~P~h~a~se~19~------------ SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block) to th e east of the intersectio n of Southern Plantation and Decatur APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name Edward Freehling & Ed Freehling Builder. Inc. E-Mail -------------- Street Address 3887 High Lonesome Road City College Station State ____ T"'-'X--'------Z ip Code 77845 Phone Number 979 . 776 .8266 ----~~~~~~----FaxNumber ____ 9~7~9~._77_4_.~05~6~5 ___ _ CURRENT PROPERTY OWNER'S INFORMATION : (All owners mu st be ide ntified . Please attach an additional sheet , if necessary) Name _____ --=E=d~w=a~rd=-=-F~ro=e=h=li~n=g______ E-Mail-------------- Street Address ______________ __.(-=-s=am'-'-'-"e-'a"""s'-"'a=b"--'o'""'v"""'e_,_) __________ _ City ____________ State ________ Zip Code ________ _ Phone Number ____________ _ Fax Number ____________ _ ARCHITECT OR ENGINEER'S INFORMATION : Name McClure & Browne Engineering/Surveying, Inc . E-Mail ------'-m~i~k~em~@ ..... t~c~a~.n~e~t ___ _ Street Address 1008 Woodcreek Drive Suite 103 City College Station State TX ------'-~---Zip Code 77845 PhoneNumber _____ 9~7~9~·~69~3~·~3~83~8~----FaxNumber ____ ~97~9~·~69~3~·=25~5~4"----- 1-A ug-02 1 of 5 Application is hereby made for the following development specific waterway alterations : Subdivision construction in the Spring Creek Tributary "C" drainage basin ACKNOWLEDGMENTS : I, Michael R. McClure. P.E. , design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. Design Engineer Contractor CERTIFICATIONS: A. I, , certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100-year storm. Engineer Date B. I, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps , as amended . Engineer Date C . I, Michael R. McClure, P.E. , cer:tify that the~~~E\r ations or development covered by this permit shall not diminish the flood-carrying capacityA~w adjoining or crossing this permitted site and that such alterati s or developmen~~ '!* requirements of the City of College Station City Code, Ch t r 13 concerning e ~h of fk>i11 ays and of floodways fringes . ii • • .. ~ /J / 14: ...... " ____ .. RE I I I ' ,, ~ z MIC~~f.J;.B~~.~b\l .. ~41 4-JI~$' ,~-..~ 32740 Q//#l'~D-a-.t~l--J,'----------- 't0;. ··f.G1sr~~~··· ~ ··~~'!T!!··· c...& I, ___________ , do certif}l' umlP~ed alterations do not raise the level of the 100 year flood above elevation established in ~st Federal Insurance Administration Flood Hazard D. Study . Engineer Date Conditions or comments as part of approval:------------------------ In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction , erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . 1-Aug-02 3 of 5 Ct n O F COLLEGE STATI ON Plann ing & Development Snvius SITE LEGAL DESCRIPTION: Shenandoah , Phase 19 19 . 304 Acres DATE OF ISSUE: June 15, 2005 OWNER: DEVELOPMENT PERMIT PERMIT NO. 05-13 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: College Station , Texas, 77845 DRAINAGE BASIN: Lick Creek VALID FOR 12 MONTHS CONTRACTOR: Edward Freehling & Ed Freehling Builder, Inc . 3887 High Lonesome Road College Station, Texas 77845 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: 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 . Full Development Permit The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria . 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 City , 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 erosion , 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 facilit ies . I hereby grant this permit for development of an area outside 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 C ity of College Station that apply . I 7 Date Shenandoah Subdivision, Phase 19 Engineer's Estimate April 1, 2005 Description Unit Quantity Estimated Total Item Unit Price Pavin Construction 1 Prepare ROW Lump Sum 5000 .00 5,000 2 Roadway Excavation C.Y. 4 ,193 3.50 14 ,676 3 1.5" HMAC Surface Course S .Y. 5,721 5.75 32 ,896 4 6" Lime Stabilized Subgrade S .Y. 8 ,863 3.00 26 ,589 5 Extra Lime Ton 50 96.00 4 ,800 6 6" Crushed Limestone Base S.Y. 5,721 5.75 32 ,896 7 All Types Curb and Gutter L.F. 3,838 8.00 30 ,704 8 Concrete Aprons and Alleys S .Y. 1,706 27 .00 46,062 9 4" Sidewalk S.F. 4,896 3.00 14 ,688 10 Sidewalk Ram s S .F. 261 3.00 783 Paving Subtotal 209,093 Draina e S stem Construction 11 Channel & Pond Excavation C.Y. 6 ,052 3 .50 21 ,182 12 18" Reinf. Concrete Pipe, Str. Backfill L.F . 60 38.00 2 ,280 13 21" Reinf. Concrete Pipe, Str. Backfill L.F. 389 47.00 18 ,283 14 27" Reinf. Concrete Pipe, Str. Backfill L.F . 251 64 .00 16 ,064 15 21" HDPE Pipe, Non-Str. Backfill L.F . 99 40 .00 3 ,960 16 24" HDPE Pipe, Non-Str. Backfill L.F. 132 45.00 5,940 17 27" HDPE Pipe, Str. Backfill L.F. 20 60.00 1,200 18 27" HDPE Pipe, Non-Str. Backfill L.F. 236 50.00 11 ,800 19 30" HDPE Pipe, Non-Str. Backfill L.F. 17 55.00 935 20 36" HDPE Pipe, Non-Str. Backfill L.F. 85 60.00 5,100 21 Sloped Headwall for 21" RCP EACH 1 700.00 700 22 Sloped Headwall for 24" RCP EACH 3 800.00 2 ,400 23 Sloped Headwall for 24" RCP w/energy dissipators EACH 2 1000.00 2 ,000 24 Sloped Headwall for 30" RCP EACH 1000.00 1,000 25 Slo ed Headwall for 36" RCP EACH 1 1200.00 1,200 26 1 O' Curb inlet EACH 4 2000.00 8,000 27 5' Curb inlet EACH 7 1500.00 10 ,500 28 Standard Junction Box EACH 1 22 50.00 2 ,250 29 L.F . 396 18 .00 7,128 30 EACH 11 50.00 550 31 S.Y. 13,900 0.25 3 ,475 32 S .Y . 13 ,900 0 .25 3 ,475 33 L.F. 2 ,130 2.00 4 ,260 34 Constru E ACH 2 1700 .00 3 ,400 35 SWPPP Sum 2000 .00 2 ,000 Drainage System Subtotal 139,082 Pag e I of2 ... Item 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Shenandoah Subdivision, Phase 19 Engineer's Estimate April 1, 2005 Description Unit ater 1ys em ons rue 100 w s t c t f 3" PVC , D2241 Water Line, Str. Backfill L.F. 3" PVC , D2241 Water Line, Non-Str. Backfill L.F . 6" PVC , C909 Water Line, Str. Backfill L.F . Fire Hydrant Assembly EACH 6" Gate Valve EACH 6"x 13" Anchor Coupling EACH 6"x 6" Tee EACH 6" x 45 degree bend EACH 6" x 22.5 degree bend EACH 1" Blow Off Assembly EACH 6"x 3 " Reducer EACH 1.5" Water Service S 20 feet (avg. length= 5 ft.) EACH 1.5" Water Service> 20 feet (avg. length = 48 ft.) EACH l" Water Service.::;_ 20 feet (avg. length = 4 ft .) EACH l" Water Service> 20 feet (avg. length= 50 ft.) EACH s s ewer iystem c onstruction 6" PVC, D-3034 , Non-Str. Backfill L.F. 6" PVC, D-2241 , Non-Str. Backfill L.F. Standard Manhole, 6-8 ft. deep EACH Standard Manhole, 10-12 ft. deep EACH Standard Clean-Out EACH 4 " Sewer Service S 20 ft. (avg. length = 5 ft.) EACH 4" Sewer Service > 20 ft . (avg. length = 44 ft.) EACH Adjust manhole top EACH Connection to Existing Manhole (w/drop connection) EACH Trench Safety (sewer) L.F. Estimated Construction Cost Page 2 of 2 Quantity 90 369 1,207 2 2 3 1 6 4 1 1 10 13 5 4 Estimated Unit Price 16.00 9.00 19.00 2400.00 600.00 165.00 250 .00 180.00 180.00 450.00 175 .00 400.00 850 .00 350.00 800.00 Water System Construction 1,362 18.00 20 40.00 2 1500.00 1 1800.00 2 400.00 20 450.00 14 1500.00 1 400 .00 1 600.00 1,382 2.25 Sewer System Subtotal Total 1,440 3,321 22 ,933 4 ,800 1,200 495 250 1,080 720 450 175 4 ,000 11,050 1,750 3,200 56 ,864 24 ,516 800 3,000 1,800 800 9,000 21 ,000 400 600 3,110 65 026 470,065 DRAINAGE REPORT AND WATER & SEWER REPORTS FO R SHENANDOAH SUBDIVISION PHASE 19 March 2005 (Revised May 2005) MBESI# 1060-0002 SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 • Coll ege Station, Texas 77845 Shenandoah Subdivision, Phase 19 Drainage Report MEES! #1060-0002 CERTIFICATION I, Jeffery L. Robertson, Registered Professional Engineer No. 94745, State of Texas, certify that the report for the drainage design of Shenandoah Subdivision, Phase 19 , was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. SUMMARY ,..., .... , ........ ,,,,\\ ---~ E. OF r. 'lt ? ~-<-~.·········· ... ~~'"/. ''• :;' * .·· * ··. IS' ,, ~*.... .....,,, ~ ..... · .......................... : ... ~.i ~J~f.f.~RY L. ROBERTSON ~ 1. . ................ ~ II! "ti : 94745 .•... T .... ,., ~~·. /trJ lo ·· .. w~ ,, ;:-(\ ··. <1. 0 .·'JP jf ''• ~.S.."·f?.~t-}.?,~ ... ·&'.:!' '\\~10NAL €.~----''"'''~"'""'" The drainage system of Shenandoah Subdivision, Phase 19 meets all requirements of the City of College Station's Drainage Policy and Design Standards. It will effectively control the stormwater runoff from the site with no significant adverse impacts to the surrounding or downstream properties. The information that follows shows the parameters under which the design was prepared. Specific details are included in the applicable exhibits at the end of the report . GENERAL INFORMATION Area encompassed by this phase: Anticipated land use: Anticipated number of lots : Notes on surrounding development: FLOOD HAZARD INFORMATION 19.5 acres Single family residential 56 lots The area surrounding the site is partially developed with existing phases of Shenandoah to the north and west, undeveloped phases of Shenandoah to the east, and property owned by the K. T .H. Investments to the south. FEMA FIRM Map#: 48041C0201 D & 48041C0205 D Effective Date: February 9, 2000 Comments: No portion of the site is shown to be within the 100-year floodplain, so it is not currently regulated under the National Flood Insurance Program . Applicable Exhibits : A -Excerpt of FEMA FIRM DESCRIPTION OF DRAINAGE SYSTEMS Primary System: The site is wooded with dense undergrowth . The topography slopes toward Tributary "A" of Spring Creek which flows from the northeast to southwest through the property . Spring Creek flows to Carters Creek and eventually the Navasota River. Secondary System: Runoff from the residential lots will flow into the streets where it will be captured by inlets and conveyed through underground pipes to one of two detention ponds proposed with this phase. Drainage Report Page 1 of 3 Shenandoah, Phase 19 Applicable Exhibits: B-1 & B-2 -Drainage Area Map (Existing Conditions) B-3 & B-4 -Drainage Area Map (Proposed Conditions) SECONDARY STORM DRAIN DESIGN Design Storm : Design Methodology Hydrology: Software Model: 10-yr Return Period Time of Concentration: Rational Formula · Excel Spreadsheet 10 min. Runoff Coefficients : Hydraulics : Software Model: Manning 's N: Applicable Exhibits : C-1 C-2 C-3 C-4 C-5 D-1 D-2 E-1 E-2 F-1 0.40 -Undeveloped area 0.55 -Residential areas 0.90 -Paved areas Manning 's Equation Excel Spreadsheet 0 .014 (concrete pipe) Rational Formula Drainage Area Calculations Inlet Computations Pipe Size Calculations Hydraulic Grade Line Calculations (10 yr.) Hydraulic Grade Line Calculations (100 yr.) Proposed Detention Facility #1 Routing Hydrograph Plots for Detention Facility #1 Proposed Detention Facility #2 Routing Hydrograph Plots for Detention Facility #2 Hydraulic Grade Line Schematics DETENTION REQUIREMENTS General Note: Outlet Controls : Pond #1 Pond #2 Drainage Report Shenandoah, Phase 19 Two detention facilities will be built with this project. Detention Facility #1 will capture storm water from the development west of the existing drainage channel while Detention Facility #2 will provide detention west of the channel including drainage from future phase 18A. Outlet Pipe: 24" HDPE Pipe Emergency Spillway: 30' wide at 285.50' Berm : Elev.= 286.00' Outlet Pipe: 24" HDPE Pipe Emergency Spillway: 30 ' wide at 279 .50 ' Berm : Elev.= 280 .50' Each detention facility was analyzed independently. Detention Facility #2 'over-detains' drainage from Tiffany Trail , Windswept Drive and Phase 18A in order to release drainage from Windfree Drive without detention as shown in Exhibit B-4. Page 2 of3 Storm 5-year event 10-year event 25-year event 50-ear event 100-year event Storm 5-ear event 10-year event 25-year event 50-year event 100-year event Ta bl e 1 -Detention Facility #1 Existing Condition Proposed Conditions Detention Facility #1 Detention Facility #1 40.5 cfs 19.5 cfs 45.5 cfs 21.5 cfs 51.9 cfs 28 .1 cfs 58.7 cfs 34.1 cfs 66 .0 cfs 40.1 cfs Ta bl e 2 -D etenti o n Facility #2 Existing Condition Detention Facility #2 44.5 cfs 50.0 cfs 57 .1 cfs 64 .5 cfs 72 .5 cfs Proposed Conditions Detention Facility #2 38.1 cfs 44.0 cfs 51.5 cfs 59 .2 cfs 68.6 cfs Applicable Exhibits: D-1 Proposed Detention Facility #1 Routing Hydrograph Plots for Detention Facility #1 Proposed Detention Facility #2 Routing Hydrograph Plots for Detention Facility #2 D-2 E-1 E-2 ERO SION AND SEDIMENTATION CONTRO LS Control Measures: Silt fence Hydromulch seeding Inlet protection Construction entrance/exit Water Surface Elevation 284.78 285.02 285.19 285.36 285.52 Top of Berm = 286.00 Water Surface Elevation 279.72 279 .79 279.87 279.96 280.04 Top of Berm= 280.50 SWPPP : The contractor shall be responsible for establishing and maintaining the SWPPP in accordance with TCEQ requirements . Drainage Report Page 3 of 3 Shenandoah, Phase 19 I I WATER AND SEWER SYSTEM ANALYSIS FOR SHENANDOAH SUBDIVISION, PHASE 19 General Information Area encompassed by this phase: 19.5 acres Anticipated land use: Anticipated number of lots: Single family residential 56 lots Notes on surrounding development: The proposed site is surrounded by existing phases of Shenandoah to the north and west, undeveloped phases of Shenandoah, and property owned by KTH Investments to the south. Primary water supply line: Secondary water supply lines: Software model: Average daily flow: Peaking factor: Water System Analysis Existing 12" lines on Decatur Drive and Southern Plantation Drive . Existing 6" lines on Hunter Creek, Tiffany Trail, and Windfree Drive. PIPE2000 (Kentucky Pipe Network Model) 267 gpd (0.185 gpm) per residential lot 4.0 Estimated peak domestic demand: 0. 7 5 gpm per residential lot 1000 gpm Estimated fire demand: Pipe material: PVC (C909) Most Hydraulically Remote Point: Node J-8 (This point was determined by calculating the lowest pressure under static conditions. J-8 was chosen for subsequent fire flow modeling purposes.) (See Exhibits H & J) Table of Results Desi ned I Re uirement ! Notes 83 .3 I 20 · Fire flow conditions 6.61 12 Fire flow conditions 458 500 160 800 Dead-end line 1287 1500 1 With connections on both ends Conclusion: The proposed water system exceeds the requirements of TCEQ and the City of College Station Applicable Exhibits: Exhibit G Exhibit H Exhibit I Exhibit J PIPE2000 Model Output for Pebble Creek 9D & 9F (static) PIPE2000 Model Output for Pebble Creek 9D & 9F (fire flow) City of College Station Fire Flow Test Report Schematic Water System Layout Water & Sewer Report Shenandoah, Phase 19 Page 1 of2 Primary outfall line: Software model: Average daily flow: Peaking factor: Pipe Material : Manning's Nvalue: Spreadsheet Notes: Conclusion : Applicable Exhibits: Exhibit K Exhibit L Exhibit M Sewer System Analysis Existing 8" sewer lines along Hunter's Creek Drive and to Lift Station on south property line. Microsoft EXCEL Spreadsheet based on Manning 's Equation 267 gpd per residential lot 4 .0 PVC (D3034 and D2241) 0.013 The spreadsheet in Exhibit H computes the minimum slope of the lines needed to carry water at 2.5 feet per second or faster. If that slope is less than the minimum slope required by the City of College Station, the calculated slope value appears in red and indicates that the line has adequate capacity even when laid on the minimum slope. All of the lines in the spreadsheet on Exhibit H have computed slopes shown in red that are less than the minimum required by the Cities of Bryan and College Station. Therefore, we conclude that the lines are adequately sized and will easily carry the sewage flows that are expected to pass through them. Schematic Sewer System Layout Sewer Model Spreadsheet Copy of Letter to TCEQ Water & Sewer Report Shenandoah, Phase 19 Page 2 of2 N.T .S. EXHIBIT A Flood Insurance Rote Mop Excerpt Brazos County, Texas and Incorporated Areas Mop Numbers: 48041 C0205D t 48041C0201D Effective Dote : FEBRUARY 9, 2000 ~ ~ Q 0 er:: w ...I ...I c( ~ 0. c( LL. 0 I-Q w er:: j:: c( (!) ...I z z c( w z w (..) s :c c( ~~ w :IE z ...I Q ...I er:: I-~ ~ u; w ~ w (!) > >z e z er:: w c( 12 Q ::::><ti. er:: 0. o~ NO. AC. 0.4 0.55 0.9 ft. 1A 0.78 0.25 0.21 0.32 0.50 60.0 1B 0.86 0.30 0.18 0.38 O.S6 63.0 2A 1.06 0.56 0.00 O.SO 0.67 67.0 2B 1.31 0.61 0.00 0.70 0.87 62.0 3 2.98 0.S6 0.00 2.42 2.40 78.0 Pond 2 0.83 0.83 0.00 0.00 0.33 79.0 Ex-2 7.82 4.92 0.00 2.90 4.S8 78.0 SA 0.6S 0.21 0.19 0.2S 0.41 ss.o SB 1.41 o.so 0.67 0.24 0.78 63.0 Bypass-Ex 2.06 0.92 O.S3 0.61 1.21 63.0 Bypass-Pr 2.06 O.S9 0.86 0.61 1.26 63.0 10 1.28 0.00 1.28 0.00 0.70 144.0 11 0.71 0.00 0.71 0.00 0.39 7S.O 12 0.6S 0.00 0.6S 0.00 0.36 70.0 13 1.41 0.00 1.41 0.00 0.78 140.0 20 2.49 0.41 1.S9 0.49 1.48 182.0 22 1.34 0.00 1.34 0.00 0.74 109.0 23A 3.11 0.00 3.11 0.00 1.71 217.0 23B 0.39 0.00 0.39 0.00 0.21 91.0 24 0.14 0.00 0.14 0.00 0.08 13.0 Pond 1 0.7S 0.00 0.7S 0.00 0.41 1.0 Ex-1 12.29 10.98 0.87 0.44 S.27 1.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Shenandoah Subdivision Phase 19 & 18A ~ 0 ~ ~ ...I LL. 0 Q ...I ...I LL. LL. ~ z s er:: :c er:: g u u w I-w I-I-er:: ...I I: (!) I: ...I .; ~...I ::::> z ::::>...I ...I ~ w ~ l/J a 8 o~ (!) ~ (!) ~ ::::> ~ !!i ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 0.6 431.0 4.5 1.6 S.O 10.0 6.33 3.2 7.7 3.9 0.6 378.0 4.S 1.7 4.4 10.0 6.33 3.S 7.7 4.3 0.7 316.0 3.0 1.S 4.3 10.0 6.33 4.3 7.7 S.2 0.6 432.0 S.O 1.7 4.8 10.0 6.33 s.s 7.7 6.7 0.8 S92.0 6.0 1.6 6.8 10.0 6.33 1S.2 7.7 18.S 1.8 S93.0 7.0 1.9 S.8 10.0 6.33 2.1 7.7 2.6 0.8 668.0 7.0 1.7 7.3 10.0 6.33 29.0 7.7 3S.2 0.6 331.0 2.0 1.3 4.9 10.0 6.33 2.6 7.7 3.2 0.6 423.0 2.S 1.3 6.1 10.0 6.33 s.o 7.7 6.0 0.6 423.0 2.S 1.3 6.1 10.0 6.33 7.6 7.7 9.3 0.6 423.0 2.S 1.3 6.1 10.0 6.33 8.0 7.7 9.7 1.4 323.0 4.0 1.3 S.8 10.0 6.33 4.S 7.7 S.4 0.8 323.0 4.0 1.6 4.2 10.0 6.33 2.5 7.7 3.0 0.7 319.0 7.0 1.9 3.S 10.0 6.33 2.3 7.7 2.8 1.4 391.0 9.S 1.6 S.4 10.0 6.33 4.9 7.7 6.0 3.S 740.0 8.2 1.7 9.0 10.0 6.33 9.4 7.7 11.4 2.0 617.0 8.0 1.9 6.S 10.0 6.33 4.7 7.7 S.7 s.s S7S.O 8.S 1.8 7.2 10.0 6.33 10.8 7.7 13.2 0.9 166.0 1.0 1.1 3.9 10.0 6.33 1.4 7.7 1.7 0.1 237.0 4.0 2.3 1.8 10.0 6.33 o.s 7.7 0.6 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.6 7.7 3.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 33.3 7.7 40.S 0 II) 0 ..... II) a :: a ~ In/Hr cfs In/Hr cfs 8.6 4.3 9.9 S.O 8.6 4.8 9.9 s.s 8.6 S.8 9.9 6.6 8.6 7.S 9.9 8.6 8.6 20.7 9.9 23.7 8.6 2.9 9.9 3.3 8.6 39.S 9.9 4S.1 8.6 3.6 9.9 4.1 8.6 6.8 9.9 7.7 8.6 10.4 9.9 11.9 8.6 10.9 9.9 12.4 8.6 6.1 9.9 6.9 8.6 3.4 9.9 3.9 8.6 3.1 9.9 3.S 8 .. 6 6.7 9.9 7.6 8.6 12.8 9.9 14.6 8.6 6.4 9.9 7.3 8.6 14.8 9.9 16.9 8.6 1.9 9.9 2.1 8.6 0.7 9.9 0.8 8.6 3.6 9.9 4.1 8.6 4S.S 9.9 S1.9 :ii: In/Hr 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 1 ~ .1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 8 :ii: 8 ..... a ..... a cfs In/Hr cfs S.6 12.S 6.3 6.3 12.S 7.0 7.S 12.S 8.4 9.7 12.S 10.9 26.8 12.S 30.1 3.7 12.S 4.2 S1.0 12.S S7.3 4.6 12.S S.2 8.7 12.S 9.8 13.S 12.S 15.1 14.0 12.S 1S.8 7.8 12.S 8.8 4.4 12.5 4.9 4.0 12.S 4.S 8.6 12.S 9.7 16.S 12.S 18.S 8.2 12.S 9.2 19.1 12.S 21.4 2.4 12.S 2.7 0.9 12.S 1.0 4.6 12.S S.2 S8.7 12.S 66.0 S/19/200S 1060-0002p19-drn.xls Exhibit C-1 cfs 18 na 4 .8 28 na 7.5 3 na 20 .7 SA na 3 .6 58 na 6 .8 10 13 .0 6 .1 11 12.0 3.4 12 20B 3 .1 13 21B 6 .7 20 na 12 .8 22 na 6.4 238 na 1.9 24 21B 0 .7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0 .0 0.0 -~ ... ~ ~ 4 .8 7.5 20.7 3.6 6.8 6.1 3.4 3.4 6 .7 12 .8 6.4 1.9 0.7 EXHIBIT C-2 INLET COMPUTATIONS Shenandoah Subdivision Phase 19 & 1 SA .c ... 'O ~ 27 27 27 27 27 27 27 27 27 27 27 27 27 0.4% 0.9 % 7.0% 0.2% 0 .8% 0 .6% 0.2% 0.2% 0 .7% 2 .7% 0 .7% 0.1% 0.0% lB 9.2 2B 13.4 3 20.7 5A 5B 10.3 10 6 .1 11 3.4 12 3.4 13 6.7 20 12 .8 22 6.4 23B 16 .6 24 0 .7 DESCRIPTION Recessed Low Point Inlet Recessed Low Point Inlet Junction Box Recessed Low Point Inlet Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Curb Inlet cfs ft ft 2.33 3 .94 5 2.33 5.73 10 2 .33 4.43 5 0 .62 9 .84 10 0 .62 5.46 5 0 .62 5.45 5 0.62 10.84 10 2.33 5.47 10 2.33 2.73 5 2.33 7.12 10 0.62 1.08 5 0 0 0 0 0 0 0 .3 0 .3 0 .5 0 0 0 0 Grate Inlet ft cfs sq-ft sq-ft 5/19/2005 1060-0002p19-drn .xls Exhibit C-2 EXHIBIT C-3 PIPE SIZE CALCULATIONS Shenandoah Subdivision Phase 19 & 18A .[ii .[ii « "' ~ « E ~ "' ~ ~ 0 < ~ "' Q. Q. ~ "O ~ ~ ~ 0 u 0 ~ ;;) z r.l --"O Q. VJ "' ~ '"" ~ ~ ~ = ~ ~ = z < .[ii -~ .~ r.l . ...., "'« .... ~ ~ "O it; .2., it; 0 ~ -r.l .J ~ "' ell 0 (j N z 0 0 (j ~ =-"O 0 0 0 ·c: ~ r.l ~ ~ ~ ~ ~ ~""" <ii: z ii: """ r'1 ;;i.. # # Ac. min yr cfs cfs # cfs % " fps 1B 3 1.1 10.0 100 13.3 13.3 1 13 .3 0 .21 27 3 .3 2B 3 1.5 10 .0 100 19 .4 19 .4 1 19 .4 0.45 27 4 .9 3 HW3 5 .0 10 .7 10 42 .1 42 .1 1 42 .1 0.46 36 5 .9 SB HW5 1.2 10 .0 10 10.3 13.4 1 13.4 0.83 21 5 .6 10 11 0 .7 10.0 10 6 .1 7 .9 1 7.9 0 .65 18 4 .5 11 12 1.1 10.1 10 9 .4 12.2 1 12 .2 0 .69 21 5 .1 12 13 1.5 11 .2 10 11 .9 15 .5 1 15 .5 1.11 21 6 .5 13 HW13 2 .2 11 .3 10 18.2 23.7 1 23 .7 1.26 24 7 .5 20 24 1.5 10 .0 10 12.8 12.8 1 12 .8 0.20 27 3 .2 22 236 0 .7 10.0 10 6 .4 8 .3 1 8 .3 0.71 18 4 .7 236 24 2 .7 10.1 10 22 .9 22 .9 1 22 .9 0 .63 27 5 .8 24 HW24 4 .2 11 .0 10 35.0 35 .0 1 35.0 0.84 30 7.1 "Includes 33% Flow Increase for pipe sizes <27" dia . ••See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) ~ E = ~ ~ ~ ~ z ~ r.l '"" ~ ~ ' min 137 0 .68 119 0.41 75 0 .21 10 0 .03 30 0 .11 333 1.09 57 0.15 40 0.09 194 1.01 30 0 .11 57 0 .16 15 0.03 "O ~ = r.l ~ es (§) ~ ~ (j ~ ~ min ' ' 10.71 10.43 10.92 10.07 10 .11 11 .20 11 .35 11 .44 11 .01 10.11 10.27 11 .04 5/19/2005 1060-0002p19-drn .xls Exhibit C-3 Inlets FL FL Bea In Pipe From To Uooer Lower WS Elev 010 Dia 3 HW3 278.8 278 .37 279.80 42 .08 36 28 3 280.18 279.55 28 1.10 13 .36 27 18 3 280 .25 279.55 28 1.10 9 .18 27 13 HW13 284.41 283 .64 285.00 18.23 24 12 13 289.75 288 .65 285.70 11 .95 2 1 11 12 296 .96 289.85 290.74 9.41 2 1 10 11 297.41 297 .21 298.13 6.08 18 24 HW24 283.31 283.25 285.00 34.98 30 23 8 24 283.92 283.56 285.96 22.88 27 22 238 284 .88 284 .67 28 6.45 6.36 18 58 HW5 279.6 279.56 281 .70 10.33 21 EXHIBIT C-4 HYDRAULIC GRADE LINE - 1 OYr. Storm Shenandoah Subdivision Phase 19 & 18A Normal Normal Depth Starting Depth Velocltv Velocltv Lencth Sf Ploe S Lower WSElov un~r Hf In Out 75 0.460% 0.573% 280 .47 280.47 280.90 0.35 5.57 7.50 119 .16 0.2 16% 0.529% 280.84 28 1.10 281 .47 0.26 0.00 5.57 136.88 0.102% 0.511% 280.56 281 .10 281.26 0.14 0.00 5.01 40 1.273% 1.925% 284 .79 285.00 285.56 0.51 8 .84 9.78 56 .74 1.116% 1.939% 289 .61 289.6 1 290.71 0.63 8.61 8.84 332.62 0.692% 2.138% 290 .64 290.74 297 .75 2.30 4.96 8.61 30 .1 0.658% 0 .664% 298.19 298.19 298.39 0.20 0.00 4.96 14.7 0.843% 0.408% 285.75 285.75 285.81 0 .12 6 .58 5.65 56 .5 0.633% 0.637% 285 .36 285 ,96 285 .72 0.36 5.10 6.58 30 0.721% 0.700% 285.65 286.45 285 .86 0.22 0.00 5.10 10 0 .833% 0.400% 281 .31 28 1.70 281.35 0.08 0.00 4.41 End Ina Top Delta Hi WSElev Inlet Check 0.20 28 1.10 284 OK 0.24 28 1.71 284 .43 OK 0 .20 28 1.46 283.5 OK 0.14 285.70 292.4 OK 0.03 290 .7 4 293.6 OK 0.38 298.13 300.87 OK 0.19 298.58 300.9 1 OK 0.09 285.96 28 8.78 OK 0.13 286.45 288.38 OK 0 .20 286.87 288.38 OK 0.15 281 .93 282.35 Recheck Delta 2.9037 2.7157 2.0423 6.7037 2.8565 2.7378 2.3343 2.8177 1.9255 1.5073 0.4 156 a Ma in Full Inlet In 47 .0 28 21 .0 0 20.6 0 29 .2 12 20 .5 11 21 .6 10 8.0 0 24.4 23 8 23 .0 22 8.2 0 9.3 0 5/1912005 1060-0002p19-drn .xl s Exh lbltC-4 Inlets FL FL Be(li n Ploe From To LJnruor Lower WSElev 0100 Di a Lenath Sf 3 HW3 278.8 278.37 280 .00 61 .11 36 75 0.97% 26 3 280.18 279.55 282.27 19.38 27 119.18 0.45% 16 3 280 .25 279 .55 282.27 13.32 27 136.88 0.21% 13 HW13 284.<1 283.64 285.50 26 .50 24 40 2.69% 12 13 289.75 288.85 286.72 17 .37 21 56 .74 2.36% 11 12 296.96 289.85 291.18 13 .65 21 332.62 1.46% 10 11 297 .41 297.21 298 .46 8.82 18 30.1 1.38% 24 HW24 283.31 283.25 285 .50 50.83 30 14 .7 1.78% 23B 24 283 .92 283 .56 286 .10 33.20 27 56.5 1.33% 22 23 6 284 .88 284 .67 286 .97 9 .23 18 30 1.52% 5 6 HW5 279 .6 279 .56 282 .42 14 .98 21 10 1.75% EXHIBIT C-5 HYDRAULIC GRADE LINE -100Yr. Storm Shenandoah Subdivision Phase 19 & 18A Normal I Noonal Dooth Slorttna h Vefoclty Ve loci ty Endina Too Endlna Ploes Lower ws Elev UDDOf Hf In O\lt Hi WS Hea d lrMI WS Elev 0.57% 281 .37 281 .37 281 .80 0.73 5 .97 7.57 0.17 282.27 284 282 .27 0.53% 281 .18 282.27 281 .81 0.54 0.00 5.97 0 .28 283.08 284.43 283 .08 0.51 % 280.84 282.27 28 1.54 0.29 0 .00 5.50 0 .23 282 .79 283.5 282.79 1.93% 285.09 285.SO 285 .86 1.08 9 .55 10.50 0.15 286 .72 m .4 286.72 1.94% 289.83 289.83 290.93 1.34 9.47 9 .55 O.Q1 291.18 293.6 291 .18 2.14% 290.86 291 .18 297 .97 4.84 5 .13 9 .47 0.49 298.46 300.87 298.48 0.66% 298.7 1 298.71 298.91 0.42 0 .00 5 .1 3 0.20 299.33 300.91 299.33 0 .41 % 285.75 285.75 285.81 0.26 6 .58 5 .65 0.09 286.10 288.78 286.10 0.64% 285.81 288.10 286 .17 0 .75 5 .27 6.58 0 .12 286.97 286.38 288.97 0.70% 286 .17 286.97 286 .38 0 .46 0.00 5.27 0.22 287 .64 288.38 287 .84 0.40% 281 .31 282.42 281 .35 0.18 6.58 4.41 0.19 282 .78 282.35 282.35 Delta a Street Check De l a Surface Width OK 1.73 0.00 27 OK 1.35 0.00 27 OK 0.71 0.00 27 OK 5 .68 0 .00 27 OK 2.42 0.00 27 OK 2.41 0.00 27 OK 1.58 0.00 27 OK 2.68 0.00 27 OK 1.41 0.00 27 OK 0.7 4 0.00 27 Surcharae -0.43 1.40 27 Street ROW Slooe Caoa ci tv 0.65% 60.54 0.60% 58.16 0.94% 72.80 0.60% 58 .16 2.27% 113.13 1.08% 78 .03 1.08% 78.03 0.60% 58.16 2.00% 106.19 2.00% 106.19 0.60% 58 .16 Ma in lriet In 2B 0 0 12 11 10 0 236 22 0 23 6 5119/2005 1060-000'p 19-dm.xls F)C hibitC-5 D.A. # D.A. # ,., .s::. 0 Q. ..... w f! -0 Cl z c: iii e IL rr: :ii! 'tl ~ ti--8 Qp 76 .3 Tc 11 .5 inc 1.0 Time cfs cfs 0 .0 0.0 0 .0 1 .0 6.6 6.6 2 .0 13.3 13 .3 3 .0 19.9 19.9 4 .0 26 .5 26 .5 5 .0 33 .2 33.2 6 .0 39.8 39 .8 7 .0 46 .4 46.4 8 .0 53.1 53 .1 9 .0 59.7 59.7 10.0 66.4 66.4 11 .0 73.0 73.0 12 .0 74 .6 74.6 13.0 71 .3 71 .3 14.0 68 .0 68 .0 15.0 64.7 64 .7 16.0 61 .4 61 .4 17 .0 58 .1 58.1 18 .0 54.7 54.7 19.0 51 .4 51 .4 20 .0 48 .1 48 .1 21 .0 44.8 44 .8 22 .0 41 .5 41 .5 23 .0 38 .2 38 .2 24 .0 34.8 34 .8 25 .0 31 .5 31 .5 26 .0 28 .2 28 .2 27 .0 24 .9 24 .9 28 .0 21 .6 21 .6 29 .0 18.2 18 .2 30.0 14.9 14.9 31 .0 11 .6 11 .6 32.0 8 .3 8 .3 33.0 5 .0 5 .0 34.0 1.7 1.7 35.0 0 .0 0 .0 36.0 0.0 0.0 37.0 0 .0 0.0 38 .0 0.0 0 .0 39.0 0 .0 0 .0 40.0 0 .0 0.0 41 .0 0 .0 0 .0 42 .0 0 .0 0 .0 43.0 0 .0 0 .0 44 .0 0 .0 0 .0 45.0 0 .0 0 .0 46.0 0 .0 0.0 47.0 0 .0 0 .0 48.0 0 .0 0 .0 49 .0 0 .0 0 .0 50.0 0 .0 0 .0 PEAK FLOWS 74.6 74.6 EXHIBIT "D-1" DETENTION FACILITY #1 PROPOSED DETENTION FACILITY ROUTING Shenandoah Subdivision Phase 19 & 18A Pond Routing EVENT= 100 c: a 0 t. w c: c: en a ~ 0 ...JO + ~~ ,.!, ..... c( IL c: ~ + + c: > I-0 + c: ~ ~ c: o.!! on:: c: C1 IL W I'-IL cfs cfs cfs cfs f1 cfs 6 .64 0.00 0.00 0.00 282 .08 0 .00 19.91 0 .00 6.64 6 .19 282 .39 6 .19 33.18 0 .00 19 .91 18 .44 284.61 18 .44 46 .45 0 .00 33 .18 18 .16 284 .57 18 .16 59.72 10.71 46 .45 17.87 284.52 17.87 72 .99 35.72 70 .43 17 .35 284 .44 17.35 86 .26 75.66 108.71 16.53 284 .31 16 .53 99.53 131 .16 161 .92 15.38 284.13 15 .38 112.80 201 .05 230 .69 14.82 284.05 14.82 126.07 282 .37 313.85 15.74 284.19 15.74 139 .34 374 .88 408 .44 16 .78 284.35 16.78 147.64 478 .33 514 .22 17 .95 284.53 17.95 145.98 587.61 625.97 19.18 284.72 19.18 139 .34 692.87 733 .59 20 .36 284 .91 20 .36 132 .71 785 .85 832 .21 23 .18 285.06 23.18 126.07 863.55 918 .56 27 .50 285.18 27.50 119.44 927 .49 989 .62 31.06 285.28 31 .06 112 .80 979.06 1046.93 33.94 285.35 33.94 106 .17 1019.48 1091 .86 36.19 285 .41 36.19 99.53 1049 .89 1125.65 37.88 285 .46 37 .88 92 .89 1071.28 1149 .42 39.07 285.49 39 .07 86.26 1084.55 1164.17 39.81 285.51 39.81 79.62 1090 .52 1170.81 40.14 285.52 40 .14 72.99 1089.93 1170.15 40 .11 285 .52 40 .11 66.35 1083.42 1162 .91 39.75 285 .51 39.75 59 .72 1071 .59 1149.77 39 .09 285.49 39.09 53 .08 1054.98 1131 .31 38.16 285.47 38 .16 46.45 1034.07 1108 .07 37 .00 285.44 37.00 39.81 1009 .28 1080.52 35.62 285.40 35.62 33.18 981 .00 1049 .09 34.04 285.36 34.04 26 .54 949.59 1014.18 32 .30 285 .31 32.30 19.91 915 .35 976.13 30.39 285.26 30.39 13 .27 878 .58 935.26 28.34 285.20 28 .34 6 .64 839.52 891 .85 26 .17 285.14 26 .17 1.66 798.40 846.15 23 .88 285.08 23 .88 0 .00 756 .92 800.06 21 .57 285.02 21 .57 0 .00 715.69 756 .92 20 .62 284 .95 20 .62 0 .00 675.36 715 .69 20.16 284 .88 20.16 0 .00 635.92 675.36 19.72 284 .81 19 .72 0 .00 597.35 635 .92 19 .29 284.74 19.29 0.00 559.62 597.35 18 .86 284.67 18 .86 0.00 522.73 559 .62 18 .45 284.61 18.45 0 .00 486.65 522 .73 18 .04 284.55 18.04 0 .00 451 .37 486 .65 17.64 284.49 17.64 0 .00 416.86 451 .37 17.25 284.43 17.25 0 .00 383.12 416.86 16.87 284.37 16.87 0 .00 350.11 383.12 16.50 284 .31 16.50 0.00 317 .84 350.11 16.14 284 .25 16.14 0 .00 286.27 317.84 15.78 284.20 15.78 0 .00 255 .40 286 .27 15.44 284 .14 15.44 0 .00 225.21 255.40 15.10 284.09 15.10 40.1 285 .52 40 .1 ·o.A. PR.Pnd-1 is the combiniation of drainage areas contributing to Pond #1 0.00 indicates inital condition Cl ...J~ c( I- .... !!! e1i'J cfs 0.00 6 .60 13.19 19.79 26 .39 32 .98 39.58 46.18 52 .78 59.37 65.97 62.67 59.37 56.07 52 .78 49 .48 46.18 42 .88 39.58 36.28 32 .98 29 .69 26 .39 23.09 19.79 16 .49 13 .19 9 .90 6 .60 3 .30 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 66 .0 1060-0002p19-drn .xis Exhibit D-1 D.A.# D.A.# 'It J:. 0 Q. .... w ~ -ti z Cl c iii e II. :::!: 't:l Ii ~ !!--8 Qp 67 .8 Tc 11.5 inc 1.0 Time cfs cfs 0 .0 0 .0 0 .0 1 .0 5 .9 5 .9 2 .0 11 .8 11 .8 3 .0 17 .7 17.7 4 .0 23 .6 23 .6 5 .0 29 .5 29 .5 6 .0 35.4 35.4 7 .0 41 .3 41 .3 8 .0 47 .2 47 .2 9 .0 53.1 53 .1 10.0 59 .0 59.0 11 .0 64 .9 64.9 12.0 66.4 66 .4 13.0 63 .4 63.4 14.0 60.5 60 .5 15.0 57.5 57 .5 16.0 54.6 54.6 17.0 51.6 51 .6 18.0 48 .7 48 .7 19 .0 45 .7 45 .7 20 .0 42 .8 42 .8 21 .0 39.8 39.8 22 .0 36.9 36 .9 23 .0 33 .9 33 .9 24 .0 31 .0 31 .0 25.0 28 .0 28 .0 26 .0 25 .1 25.1 27 .0 22 .1 22 .1 28 .0 19.2 19.2 29 .0 16 .2 16.2 30.0 13.3 13.3 31 .0 10.3 10.3 32.0 7.4 7 .4 33.0 4 .4 4 .4 34 .0 1.5 1.5 35.0 0 .0 0 .0 36.0 0.0 0 .0 37.0 0 .0 0 .0 38 .0 0.0 0 .0 39.0 0 .0 0 .0 40 .0 0.0 0 .0 41 .0 0 .0 0.0 42 .0 0 .0 0 .0 43.0 0 .0 0 .0 44.0 0 .0 0 .0 45 .0 0 .0 0 .0 46.0 0 .0 0 .0 47 .0 0 .0 0 .0 4 8 .0 0 .0 0 .0 49 .0 0 .0 0.0 50.0 0 .0 0 .0 PEAK FLOWS 66.4 66.4 EXHIBIT "D-1" DETENTION FACILITY #1 PROPOSED DETENTION FACILITY ROUTING Shenandoah Subdivision Phase 19 & 18A Pond Routing EVENT= 50 c a 0 + w c ~ c I/) 0 .... a 'C :;; ....10 + .!. + .... C( II. c + '.E c + c > t-0 ~ ~ a o.!! eg: c 11.W cfs cfs cfs cfs ft cfs 5 .90 0.00 0.00 0.00 282 .08 0 .00 17.70 0 .00 5.90 5 .51 28 2 .35 5 .51 29 .50 0 .00 17.70 16.52 284 .3 1 16.52 41 .30 0.00 29 .50 18 .24 284 .58 18 .24 53.10 5 .34 41 .30 17.98 284.54 17 .98 64.90 23 .21 58.43 17.61 284.48 17 .61 76 .69 54 .16 88.10 16.97 284 .38 16.97 88.49 98 .76 130.86 16.05 284.24 16.05 100 .29 157.59 187 .25 14.83 284 .05 14.83 112.09 227.64 257 .89 15.12 284.10 15.12 123 .89 307.68 339 .73 16.02 284.23 16 .02 131 .27 397.50 431 .58 17.04 284 .39 17 .04 129.79 492 .56 528 .77 18.11 284.56 18 .11 123.89 584 .08 622 .35 19.14 284.72 19 .14 117 .99 667 .81 707 .97 20.08 284.86 20 .08 112 .09 743.93 785 .80 20.94 285.00 20.94 106.19 807 .28 856.02 24 .37 285.09 24 .37 100.29 858 .97 913.47 27 .25 285.17 27 .25 94.39 900.18 959.26 29.54 285.23 29 .54 88 .49 931 .95 994.57 31 .31 285.28 31 .31 82 .59 955.22 1020 .44 32.61 285.32 32 .61 76.69 970.86 1037.82 33.48 285.34 33.48 70 .79 979 .62 1047.55 33.97 285.35 33.97 64.90 982 .19 1050.41 34 .11 285.36 34.11 59.00 979 .20 1047.09 33.94 285 .35 33.94 53.10 971 .20 1038 .19 33.50 285.34 33.50 47.20 958 .69 1024 .29 32 .80 285.32 32.80 41.30 942 .13 1005.89 31 .88 285 .30 31.88 35.40 921 .91 983 .42 30.75 285.27 30.75 29.50 898.42 957.31 29 .45 285.23 29 .45 23.60 871 .97 927 .92 27.97 285.19 27.97 17 .70 842 .87 895.57 26 .35 285.15 26 .35 11 .80 81 1.37 860.56 24 .60 285 .10 24.60 5 .90 777 .72 823.17 22 .72 285 .05 22 .72 1.47 741 .79 783 .62 20 .91 284.99 20.91 0 .00 702 .33 743 .27 20.47 284 .92 20 .47 0.00 662 .30 702 .33 20.02 284 .85 20.02 0 .00 623.14 662.30 19.58 284.79 19.58 0.00 584.85 623.14 19.15 284 .72 19.15 0.00 547 .41 584.85 18.72 284.65 18.72 0 .00 510.79 547.41 18 .31 284.59 18 .31 0.00 474.97 510.79 17.91 284 .53 17.91 0 .00 439 .94 474 .97 17.51 284.47 17.51 0 .00 405 .69 439 .94 17.13 284.41 17.13 0 .00 372 .19 405 .69 16.75 284.35 16 .75 0 .00 339.42 372.19 16 .38 284.29 16.38 0 .00 307.38 339.42 16 .02 284 .23 16.02 0 .00 276.05 307.38 15.67 284 .18 15.67 0 .00 245.40 276.05 15.32 284.13 15.32 0 .00 215.43 245.40 14 .99 284.07 14 .99 0 .00 186 .12 215.43 14.66 284.02 14.66 34.1 285 .36 34.1 *D.A. PR.Pnd-1 is the combinialion of drainage areas contributing to Pond #1 0.00 indicates initai condition Cl ..... ~ C( .... t-111 e~ els 0 .00 5 .87 11 .74 17.61 23 .48 29 .35 35.23 41 .10 46 .97 52 .84 58 .71 55 .77 52 .84 49 .90 46.97 44.03 4 1 .10 38 .16 35.23 32 .29 29 .35 26 .42 23 .48 20.55 17 .61 14 .68 11 .74 8.81 5 .87 2 .94 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 58.7 1060-0002p19-dm.xts Exhibit D-1 D.A. # D.A. # '* .s::. c Q. ... w l!! ,; z Cl c iii e D. :E 'C a: ~ 8 ~ Qp 60 .0 Tc 11 .5 inc 1.0 Time cfs cfs 0 .0 0 .0 0 .0 1 .0 5 .2 5 .2 2 .0 10.4 10.4 3 .0 15 .6 15.6 4 .0 20.9 20 .9 5 .0 26.1 26.1 6 .0 31 .3 31 .3 7.0 36.5 36.5 8.0 41 .7 41 .7 9 .0 46 .9 46 .9 10.0 52 .2 52 .2 11 .0 57 .4 57 .4 12.0 58 .7 58.7 13.0 56.1 56.1 14.0 53.5 53 .5 15.0 50.8 50 .8 16 .0 48 .2 48 .2 17 .0 45 .6 45.6 18 .0 43 .0 43.0 19.0 40.4 40.4 20 .0 37 .8 37 .8 21 .0 35.2 35.2 22.0 32 .6 32 .6 23.0 30.0 30.0 24.0 27 .4 27.4 25.0 24 .8 24 .8 26 .0 22 .2 2 2.2 27.0 19 .6 19 .6 28 .0 16.9 16.9 29.0 14 .3 14.3 30 .0 11 .7 11 .7 31 .0 9 .1 9 .1 32 .0 6 .5 . 6 .5 33.0 3 .9 3.9 34.0 1 .3 1.3 35.0 0 .0 0 .0 36.0 0 .0 0 .0 37 .0 0 .0 0 .0 38.0 0 .0 0 .0 39.0 0 .0 0 .0 40.0 0 .0 0 .0 41 .0 0 .0 0 .0 42 .0 0 .0 0 .0 43.0 0 .0 0 .0 44 .0 0 .0 0 .0 45.0 0 .0 0 .0 46.0 0 .0 0 .0 47.0 0 .0 0 .0 48 .0 0 .0 0 .0 49.0 0 .0 0 .0 50.0 0 .0 0 .0 PEAK FLOWS 58.7 58 .7 EXHIBIT "D-1" DETENTION FACILITY #1 PROPOSED DETENTION FACILITY ROUTING Shenandoah Subdivision Phase 19 & 18A Pond Routina EVENT= 25 c a c ~ w c c II) ... ~ .2 ..JO + ... ... 'C 1ii cc D. c + + c + c > I-0 ~ f.l a o~ gf .E D. w cfs cfs cfs cfs ft cfs 5.22 0.00 0.00 0.00 282 .08 0.00 15 .65 0 .00 5.22 4 .87 282.32 4 .87 26.08 0.00 15 .65 14 .60 284 .01 14 .60 36.51 0.00 26.08 18 .31 284 .59 18 .31 46.94 0 .34 36 .51 18.08 284.55 18 .08 57.37 11 .57 47.28 17 .85 284.52 17 .85 67.80 34 .17 68 .94 17.38 284.45 17.38 78 .23 68 .63 101 .97 16.67 284.34 16.67 88 .66 115.45 146.85 15 .70 284.19 15.70 99 .09 175.05 204 .11 14 .53 284 .00 14.53 109 .52 243 .53 274 .14 15.30 284.12 15.30 116.04 320 .71 353 .05 16.17 284 .26 16.17 114 .74 402 .57 436 .75 17.09 284.40 17.09 109.52 481 .34 517.30 17.98 284.54 17.98 104.31 553.28 590.86 18 .79 284.66 18 .79 99.09 618 .54 657.59 19.52 284.78 19.52 93.87 677.26 717.63 20 .19 284.88 20 .19 88 .66 729.58 771 .13 20 .77 284 .97 20 .77 83.44 773 .29 818 .24 22.48 285 .04 22.48 78 .23 807.92 856.73 24 .41 285 .09 24 .4 1 73.01 834 .39 886.15 25 .88 285.13 25 .88 67.80 853 .51 907.40 26 .95 285.16 26.95 62 .58 866.03 921.31 27.64 285.18 27 .64 57.37 872 .59 928 .61 28 .01 285.19 28 .01 52.15 873.81 929 .96 28 .08 285 .19 28 .08 46.94 870.21 925.96 27 .88 285.19 2 7.88 41 .72 862.28 917.15 27.43 285.18 27.43 36.51 850.46 904.01 26 .77 285.16 26 .77 31 .29 835.1 2 886 .96 25 .92 285.14 25 .92 26.08 816 .63 866 .41 24 .89 285.11 24 .89 20 .86 795.30 842 .71 23 .70 285.07 23 .70 15.65 771 .41 816.16 22 .37 285 .04 22 .37 10.43 745.16 787.06 20 .95 285 .00 20.95 5 .22 7 14 .38 755.59 20 .60 284 .94 20 .60 1.30 679.18 719 .60 20 .21 284.88 20 .21 0 .00 640.93 680.49 19.78 284 .82 19 .78 0 .00 602 .25 640 .93 19.34 284.75 19.34 0 .00 564 .42 602.25 18.92 284.68 18 .92 0 .00 527 .42 564.42 18 .50 284 .62 18 .50 0 .00 491 .24 527.42 18 .09 284 .56 18.09 0 .00 455.86 491 .24 17.69 284 .49 17.69 0 .00 421 .25 455.86 17 .30 284 .43 17 .30 0 .00 387 .41 421 .25 16.92 284.37 16 .92 0 .00 354.31 387.41 16 .55 284 .32 16.55 0.00 321 .94 354.31 16.18 284 .26 16.18 0.00 290 .28 321 .94 15.83 284.20 15.83 0 .00 259 .33 290 .28 15 .48 284.15 15.48 0 .00 229 .05 259 .33 15.14 284 .10 1 5 .14 0 .00 199.44 229 .05 14 .81 284.05 14 .81 0 .00 170 .30 199.44 14.57 284.01 14.57 0.00 139.91 170.30 15 .20 284.11 15.20 28.1 285.19 28 .1 •o.A. PR.Pnd -1 is the combiniation of drainage areas contributing to Pond #1 0.00 indicates in ital cond iti on C> ..J~ cc I- I-!!! g~ cfs 0 .00 5 .19 10.39 15.58 20 .77 25.97 31 .16 36 .35 41 .55 46 .74 51.94 49 .34 46.74 44 .15 41 .55 38 .95 36 .35 33 .76 31 .16 28 .56 25 .97 23 .37 20 .77 18.18 15.58 12 .98 10.39 7.79 5 .19 2.60 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 51 .9 1060-0002p19-dm .xls Exhibit D-1 D.A .# D.A. # 'It .c 0 Q. r w ~ -b z ~ c: iii D.. ::!: "ti a: ~ l1-8 Qp 52.5 Tc 11 .5 inc 1.0 Time cfs cfs 0 .0 0 .0 0 .0 1.0 4 .6 4 .6 2 .0 9 .1 9 .1 3 .0 13 .7 13.7 4 .0 18 .3 18 .3 5 .0 22 .8 22 .8 6 .0 27 .4 27.4 7.0 31 .9 31.9 8 .0 36.5 36 .5 9 .0 41 .1 41 .1 10 .0 45 .6 45 .6 11.0 50.2 50.2 12.0 51.3 51.3 13 .0 49.1 49 .1 14.0 46.8 46 .8 15.0 44.5 44 .5 16.0 42 .2 42 .2 17.0 39.9 39.9 18 .0 37.6 37 .6 19.0 35.4 35 .4 20.0 33.1 33.1 21 .0 30.8 30.8 22 .0 28 .5 28 .5 23 .0 26 .2 26 .2 24 .0 24 .0 24.0 25.0 21 .7 21.7 26 .0 19.4 19.4 27.0 17.1 17.1 28 .0 14 .8 14.8 29 .0 12 .5 12.5 30.0 10.3 10.3 31 .0 8 .0 8 .0 32.0 5 .7 5 .7 33.0 3 .4 3 .4 34.0 1 .1 1 .1 35.0 0 .0 0 .0 36.0 0 .0 0 .0 37.0 0 .0 0 .0 38 .0 0 .0 0 .0 39.0 0 .0 0 .0 40 .0 0 .0 0 .0 4 1.0 0 .0 0 .0 42 .0 0 .0 0 .0 43 .0 0 .0 0 .0 44 .0 0 .0 0 .0 45.0 0 .0 0 .0 46.0 0 .0 0 .0 47 .0 0.0 0 .0 48 .0 0 .0 0.0 49 .0 0 .0 0 .0 50 .0 0 .0 00 PEAK FLOWS 51.3 51.3 EXHIBIT "D-1" DETENTION FAC ILITY #1 PROPOSED DETENTION FACILITY ROUTING Shenandoah Subdivision Phase 19 & 18A Pond Routing EVENT= 10 c: 0 0 ~ w c: c: Cl) .Q r 0 ..JO + ~ r "ti i;; <( D.. c: + + :E c: + c: > t-0 5 ~ ~ a ~iii e g: cfs cfs cfs cfs ft cfs 4 .56 0.00 0.00 0.00 282 .08 0 .00 13.69 0 .00 4.56 4 .26 282 .29 4 .26 22 .82 0 .00 13 .69 12 .78 282.72 12 .78 31 .94 0 .00 22 .82 18 .38 284 .60 18 .38 41 .07 0 .00 31 .94 18 .18 284 .57 18 .18 50.19 5.10 41.07 17 .99 284 .54 17.99 59.32 19 .93 55 .29 17.68 284 .49 17.68 68.45 44 .93 79.25 17.16 284.41 17 .16 77.57 80.53 113 .38 16.43 284.30 16 .43 86.70 127.18 158 .10 15.46 284.15 15.46 95 .83 184 .61 213.88 14 .64 284 .02 14.64 101 .53 249.69 280.43 15.37 284 .13 15.3 7 100.39 318 .92 351 .22 16.15 284 .25 16.15 95.83 385.51 419.31 16 .90 284 .37 16.90 91 .26 446.17 481 .34 17.58 284 .48 17.58 86.70 501.03 537.43 18 .20 284 .57 18 .20 82.14 550.22 587 .73 18 .76 284.66 18 .76 77.57 593.86 632 .36 19.25 284 .73 19.25 73 .01 632.08 671 .44 19.68 284 .80 19.68 68.45 665 .00 705 .09 20.05 284 .86 20 .05 63.88 692 .73 733 .45 20 .36 284 .91 20 .36 59,32 715 .38 756 .61 20 .61 284.95 20 .61 54 .76 733 .07 774.70 20 .81 284 .98 20 .81 50.19 745 .91 787.83 20 .96 285.00 20 .96 45 .63 753 .37 796 .11 21 .37 285 .01 2 1.37 41 .07 755.97 799.00 21 .51 285.02 21 .51 36.51 754 .21 797.04 21 .42 285.01 21 .42 31 .94 748 .52 790.72 21.10 285.00 21 .10 27 .38 738 .71 780 .46 20.88 284.99 20 .88 22 .82 724 .65 766 .09 20 .72 284.96 20.72 18 .25 706.44 747.46 20.51 284.93 20 .51 13.69 684.16 724 .69 20 .26 284 .89 20.26 9 .13 657.91 697 .85 19.97 284 .85 19.97 4 .56 627.78 667 .04 19.63 284 .79 19 .63 1.14 593.85 632 .35 19.25 284.73 19 .25 0 .00 557.32 594.99 18.84 284.67 18 .84 0 .00 520.48 557.32 18 .42 284.61 18 .42 0 .00 484.45 520.48 18 .0 1 284 .54 18 .01 0 .00 449 .22 484.45 17.62 284 .48 17.62 0 .00 414 .76 449.22 17.23 284 .42 17 .23 0 .00 381 .06 414.76 16.85 284.36 16.85 0 .00 348 .10 381 .06 16.48 284 .31 16.48 0 .00 315.87 348.10 16.12 284 .25 16.12 0 .00 284.35 315.87 15.76 284.19 15.76 0 .00 253 .52 284 .35 15.41 284.14 15.41 0 .00 22 3 .37 253.52 15.07 284.09 15.07 0 .00 193 .88 223.37 14.74 284 .04 14.74 0 .00 164 .51 193.88 14 .69 284 .03 14 .69 0 .00 133 .87 164.51 15.32 284 .13 15 .32 0 .00 101 .90 133.87 15.98 284 .23 15.98 0 .00 68 .55 101.90 16.67 284 .34 16 .67 21 .5 285.0 2 21 .5 *D.A. PR .Pnd-1 is the cornb iniation of drainage areas contributing to Pond #1 0.00 indicates inital condition C> ..J ;g; <( t- t-!!? elij els 0 .00 4 .55 9 .09 13 .64 18 .19 22 .74 27 .28 31 .83 36.38 40 .93 45 .47 43 .20 40.93 38.65 36 .38 34 .11 31 .83 29.56 27.28 25 .01 22 .74 20.46 18 .19 15 .92 13 .64 11.37 9 .09 6 .82 4 .55 2.27 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 45 .5 1060-0002p19-drn .xls Exhib it D-1 D.A.# D.A. # 'It .s::. c a. ~ w ~ TJ z 0 c iii ~ II.. :ii! -c a:: ~ !.1-8 Qp 46 .7 Tc 11.5 inc 1 .0 Time cfs cfs 0.0 0 .0 0 .0 1.0 4 .1 4 .1 2 .0 8.1 8 .1 3 .0 12 .2 12 .2 4 .0 16.2 16.2 5 .0 20.3 20.3 6 .0 24.4 24.4 7 .0 28.4 28 .4 8 .0 32 .5 32 .5 9 .0 36.5 36 .5 10.0 40.6 40 .6 11 .0 44 .6 44.6 12.0 45.7 45.7 13 .0 43 .6 43.6 14 .0 41 .6 41 .6 15.0 39.6 39.6 16.0 37.5 37.5 17.0 35.5 35.5 18.0 33.5 33.5 19.0 31 .5 31 .5 20 .0 29 .4 29.4 21 .0 27 .4 27 .4 22.0 25 .4 25 .4 23.0 23 .3 23.3 24 .0 21 .3 21 .3 25 .0 19.3 19.3 26 .0 17.2 17.2 27.0 15.2 15.2 26 .0 13.2 13 .2 29 .0 11 .2 11 .2 30.0 9 .1 9 .1 31 .0 7 .1 7 .1 32 .0 5.1 5 .1 33.0 3 .0 3 .0 34.0 1.0 1.0 35.0 0 .0 0 .0 36.0 0 .0 0 .0 37.0 0 .0 0 .0 38 .0 0 .0 0 .0 39.0 0 .0 0 .0 40.0 0 .0 0 .0 41 .0 0 .0 0.0 42 .0 0 .0 0 .0 43 .0 0 .0 0 .0 44.0 0 .0 0 .0 45 .0 0 .0 0 .0 46.0 0 .0 0 .0 47 .0 0 .0 0 .0 48 .0 0 .0 0 .0 49.0 0 .0 0 .0 50 .0 0 .0 0 .0 PEAK FLOWS 45 .7 45 .7 EXHIBIT "D-1" DETENTION FACILITY #1 PROPOSED DETENTION FACILITY ROUTING Shenandoah Subdivision Phase 19 & 18A Pond Routing EVENT= 5 c a c t. w c c fl) + a '.E .2 ..JO c ~ + ~ -c 1ii c( II.. + !! c + c > ~o ~ fl) fr o.!! ef c "' 11..W cfs cfs cfs cfs ft cfs 4 .06 0.00 0.00 0.00 262 .08 0 .00 12.18 0 .00 4.06 3 .79 262 .27 3 .79 20.29 0 .00 12 .18 11 .37 282 .65 11 .37 28 .41 0 .00 20 .29 18 .43 284 .61 18 .43 36.53 0 .00 28.41 18.26 284.58 18 .26 44.64 0 .36 36.53 18 .08 284 .55 18 .08 52 .76 9 .20 45.00 17.90 284 .53 17.90 60.88 26 .89 61 .96 17 .53 284 .47 17.53 68 .99 53.81 87.77 16.96 284 .38 16 .98 77.11 90 .36 122.81 16.22 284.27 16.22 85.23 136.96 167.48 15.26 284 .12 15.26 90.30 192.73 222.19 14.73 284 .03 14 .73 89.29 252 .23 283.03 15 .40 284 .14 15.40 85.23 309 .43 341.52 16 .04 284.24 16 .04 81 .17 361 .40 394.66 16 .63 264 .33 16.63 77.11 408 .26 442.57 17 .16 284.41 17 .16 73.05 450.12 485.37 17.63 284 .48 17.63 68.99 487.08 523.17 18 .04 284 .55 18 .04 64 .94 519.26 556.08 18 .41 284.60 18 .41 60.88 546.77 584 .20 18 .72 284 .65 18 .72 56.82 569.70 607.64 18 .97 284 .69 18.97 52.76 588 .15 626.52 19.18 284.72 19.18 48 .70 602.23 640.91 19.34 284 .75 19.34 44 .64 612.03 650.93 19 .45 284.77 19 .45 40.59 617.64 656 .67 19.51 284.78 19.51 36.53 619.17 658 .23 19.53 284.78 19.53 32.47 616 .69 655.69 19.50 284.77 19.50 26 .41 610 .29 649 .15 19.43 264.76 19.43 24 .35 600.07 638 .70 19.32 264.75 19.32 20 .29 586 .10 624 .42 19.16 284 .72 19 .16 16.23 568 .47 606.39 18 .96 264 .69 16.96 12.18 547.26 584.71 18 .72 284 .65 18 .72 6 .12 522 .55 559.44 16 .44 284.61 18.44 4 .06 494 .41 530.67 18.13 284 .56 18 .13 1 .01 462 .93 498 .47 17 .77 284.51 17.77 0.00 429 .16 463.94 17.39 284.45 17.39 0 .00 395 .14 429.16 17 .01 284 .39 17.01 0 .00 361 .87 395.14 16 .63 284 .33 16 .63 0 .00 329 .34 361 .87 16.27 284 .27 16.27 0 .00 297.52 329.34 15.91 284.22 15.91 0 .00 266.40 297.52 15.56 284.16 15.56 0 .00 235.97 266.40 15 .22 284 .11 15.22 0.00 206 .21 235.97 14.88 284.06 14.88 0.00 177 .10 206 .21 14 .55 284.01 14.55 0 .00 147 .00 177.10 15.05 284.08 15 .05 0 .00 115.60 147.00 15.70 284.18 15 .70 0 .00 82 .84 115.60 16.38 284 .29 16.38 0.00 48 .68 82 .84 17.08 284 .40 17.08 0 .00 13.03 48 .68 17.82 284 .51 17 .82 0 .00 0 .00 13.03 12.16 282 .69 12 .16 0 .00 0 .00 0 .00 0 .00 282 .08 0 .00 19.5 284.78 19.5 "DA PR.Pnd-1 is the combiniation of drainage areas contributing to Pond #1 0 .00 indicates inital condition l' ..J~ c( ~ ~!!! e~ cfs 0 .00 4 .05 6 .10 12 .15 16.21 20 .26 24.31 28.36 32 .41 36 .46 40 .51 38 .49 36.46 34 .44 32 .41 30 .39 28 .36 26 .33 24 .31 22 .28 20 .26 18 .23 16 .21 14 .18 12 .15 10.13 8 .10 6 .06 4.05 2 .03 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 40 .5 1060-0002p19-drn .xls Exh ibit 0 -1 ~ a 40.00 35.00 30.00 25.00 20.00 15.00 10.00 I 5 .00 I I I I I I I I I I I I I I I I I I I I I I I Shenandoah Subdivision Phase 19 & 1 SA 5 Year Event Hydrograph \. \. \. \. \. '\. \. \. \. \. \. ", \. ' ', ' 0 .00 _.._ ___ _.._ ________ --1-----+------1-----.Jo+------1---~ 0 .00 5 .00 10.00 15.00 20.00 Time (min.) 25.00 30.00 DETENTION FACILITY #1 35.00 40.00 ~TOTAL PROPOSED - - -TOTAL EXISTING 5/19/2005 Exhibit D-2 45 .00 40.00 35.00 30.00 i 25.00 a 20.00 15.00 10.00 5 .00 I I I I I I I I I \ \. \. \. \. Shenandoah Subdivision Phase 19 & 18A \. \. \. \. \. \. \. ' 10 Year Event Hydrograph ' \. \. \. \. \. \. \. \. \. \. \. \. \. ' \. \. \. \. \. \. \ \. ' ' 0 .00 ------------------------------------ 0 .00 5 .00 10.00 15 .00 20.00 Time(mln.) 25.00 30.00 DETENTION FACILITY #1 35.00 40.00 --·TOTA L PROPOSED - - -TOTAL EXISTING 5/19/2005 Exhibit D-2 50.00 40.00 ~ 30 .00 a 20.00 10.00 I I I I Shenandoah Subdivision Phase 19 & 18A 25 Year Event Hydrograph ,-, I \ I ' I ', I ' I ' I ', I I ', I ', I ' I ' I ' I ' I ', I ' 0.00 ..._ ________ --i--------l----+-----+-----.i+----__,----------1 0 .00 5 .00 10.00 15.00 20.00 Time(mln.) 25.00 30.00 DETENTION FACILITY #1 35.00 40.00 --TOTAL PROPOSED - - -TOTAL EXISTING 5/19/2005 Exhibit D-2 ~ ~ a Shenandoah Subdivision Phase 19 & 18A 50 Year Event Hydrograph 70 .00 -r----------------------------------. 60 .00 50.00 40 .00 30.00 20.00 10.00 ,, " " " " '\ 0 .00 ~---+----+------------------1'-------~ 0.00 5 .00 10.00 15 .00 20.00 Tlme(mln.) 25.00 30.00 DETENTION FACILITY #1 35.00 40 .00 --~TOTAL PROPOSED - - -TOTAL EXISTING 5/19/2005 Exhibit D-2 ~ a Shenandoah Subdivision Phase 19 & 18A 100 Year Event Hydrograph 70.00 .,....-----------------------------------. 60.00 50 .00 40 .00 30.00 I I 20 .00 I 10.00 I I I I I I /\ I \ I \. I \. \. I '\ I \. I \. I \.'\ I \. I \. I ', I \. I ', \. \. \. \. \. '\ \. \. \. '\ \. \. \. '\ \. \. \. '\ \. \. \ \ 0 .00 +-----+-----+-----+---------+-----+------+---~ 0 .00 5.00 10.00 15.00 20.00 Time(min.) 25 .00 30.00 DETENTION FACILITY #1 35.00 40.00 --TOTAL PROPOSED - - -TOTAL EXISTING 5/19/2005 Exhibit D-2 O.A. # D.A.# 'It .c c Q. ~ w .. g, z c iii e a.. ::iE "C Ii >-p.. 8 y Qp 40.3 Tc 10.5 inc 1.0 Time cfs cfs 0.0 0.0 0.0 1.0 3.8 3.8 2.0 7.7 7.7 3.0 11.5 11.5 4.0 15.3 15.3 5.0 19.1 19.1 6.0 23.0 23.0 7.0 26.8 26.8 8.0 30.6 30.6 9.0 34.5 34.5 10.0 38.3 38.3 11.0 39.4 39.4 12.0 37.4 37.4 13.0 35.5 35.5 14.0 33.6 33.6 15.0 31.7 31.7 16.0 29.8 29.8 17.0 27.9 27.9 18.0 26.0 26.0 19.0 24.0 24.0 20.0 22.1 22.1 21.0 20.2 20.2 22.0 18.3 18.3 23.0 16.4 16.4 24.0 14.5 14.5 25.0 12.6 12.6 26.0 10.6 10.6 27.0 8.7 8.7 28.0 6.8 6.8 29.0 4.9 4.9 30.0 3.0 3.0 31.0 1.1 1.1 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 38.0 0.0 0.0 39.0 0.0 0.0 40.0 0.0 0.0 41.0 0.0 0.0 42.0 0.0 0.0 43.0 0.0 0.0 44.0 0.0 0.0 45.0 0.0 0.0 46.0 0.0 0.0 47.0 0.0 0.0 48.0 0.0 0.0 49.0 0.0 0.0 50.0 0.0 0.0 PEAK FLOWS 39.4 39.4 EXHIBIT "E-1" DETENTION FACILITY #2 PROPOSED DETENTION FACILITY ROUTING Shenandoah Subdivision Phase 19 & 18A Pond Routing EVENT= 5 D.A.# c a t. a: c c ..... a ::!:! .2 "' + .!-..... "C • .. c + ..... .. + ::!:! c + c > ~ ~ ~ c o.!! c CJ a..w 9.7 10.0 cfs cfs cfs cfs ft cfs 3.83 0.00 0.00 0.00 277.47 0.0 11.48 0.00 3.83 2.30 278.01 1.0 19.14 6.65 11.48 2.42 278.19 1.9 26.80 20.35 25.79 2.72 278.51 2.9 34.45 38.23 47.15 4.46 278.61 3.9 42.11 59.59 72.68 6.55 278.73 4.8 49.76 83.86 101.69 8.92 278.88 5.8 57.42 111.28 133.63 11.17 279.02 6.8 65.08 144.54 168.70 12.08 279.12 7.7 72.73 183.34 209.62 13.14 279.24 8.7 77.63 227.40 256.08 14.34 279.38 9.7 76.79 271.25 305.04 16.89 279.52 9.2 72.96 300.46 348.04 23.79 279.62 8.7 69.13 317.70 373.42 27.86 279.68 8.2 65.31 326.81 386.83 30.01 279.71 7.7 61.48 330.40 392.12 30.86 279.72 7.3 57.65 330.24 391.88 30.82 279.72 6.8 53.82 327.53 387.89 30.18 279.71 6.3 49.99 323.09 381.35 29.13 279.70 5.8 46.17 317.47 373.08 27.81 279.68 5.3 42.34 311.05 363.63 26.29 279.66 4.8 38.51 304.09 353.39 24.65 279.63 4.4 34.68 296.77 342.60 22.92 279.61 3.9 30.85 289.19 331.45 21.13 279.58 3.4 27.03 281.44 320.04 19.30 279.56 2.9 23.20 273.58 308.47 17.44 279.53 2.4 19.37 265.64 296.78 15.57 279.50 1.9 15.54 254.84 285.01 15.08 279.47 1.5 11.71 240.97 270.38 14.71 279.43 1.0 7.89 224.19 252.68 14.25 279.37 0.5 4.06 204.64 232.07 13.72 279.31 0.0 1.07 182.47 208.70 13.11 279.24 0.0 0.00 158.62 183.55 12.46 279.17 0.0 0.00 134.98 158.62 11.82 279.09 0.0 0.00 112.56 134.98 11.21 279.02 0.0 0.00 92.96 112.56 9.80 278.93 0.0 0.00 76.55 92.96 8.20 278.83 0.0 0.00 62.83 76.55 6.86 278.75 0.0 0.00 51.34 62.83 5.74 278.69 0.0 0.00 41.73 51.34 4.80 278.63 0.0 0.00 33.69 41.73 4.02 278.58 0.0 0.00 26.97 33.69 3.36 278.54 0.0 0.00 21.34 26.97 2.81 278.51 0.0 0.00 16.20 21.34 2.57 278.42 0.0 0.00 11.22 16.20 2.49 278.30 0.0 0.00 6.40 11.22 2.41 278.19 0.0 0.00 1.72 6.40 2.34 278.07 0.0 0.00 0.00 1.72 1.19 277.74 0.0 0.00 0.00 0.00 0.00 277.47 0.0 0.00 0.00 0.00 0.00 277.47 0.0 0.00 0.00 0.00 0.00 277.47 0.0 30.9 279.72 9.7 •o.A. PR.Pnd-2 is the combination of drainage areas contributing to Pond #2 0.00 indicates inital condition c w "' _. 0 ct a.. ..... 0 ef cfs 0.00 3.26 4.35 5.62 8.33 11.39 14.72 17.95 19.82 21.85 24.01 26.09 32.50 36.09 37.75 38.12 37.59 36.47 34.94 33.13 31.13 29.00 26.79 24.52 22.20 19.86 17.51 16.53 15.67 14.73 13.72 13.11 12.46 11.82 11.21 9.80 8.20 6.86 5.74 4.80 4.02 3.36 2.81 2.57 2.49 2.41 2.34 1.19 0.00 0.00 0.00 38.1 D.A. # D.A. # )( w Cl "' _. ~ .. ct ..... .. N Q. ..... !!1 ;. >-e~ w m 35.2 9.3 10.0 10.0 cfs cfs cfs 0.0 0.0 0.00 3.5 0.9 4.45 7.0 1.9 8.90 10.6 2.8 13.35 14.1 3.7 17.81 17.6 4.6 22.26 21.1 5.6 26.71 24.7 6.5 31.16 28.2 7.4 35.61 31.7 8.4 40.06 35.2 9.3 44.51 33.5 8.8 42.29 31.7 8.4 40.06 29.9 7.9 37.84 28.2 7.4 35.61 26.4 7.0 33.39 24.7 6.5 31.16 22.9 6.0 28.93 21.1 5.6 26.71 19.4 5.1 24.48 17.6 4.6 22.26 15.8 4.2 20.03 14.1 3.7 17.81 12.3 3.3 15.58 10.6 2.8 13.35 8.8 2.3 11.13 7.0 1.9 8.90 5.3 1.4 6.68 3.5 0.9 4.45 1.8 0.5 -2.23 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 35.2 9.3 44.5 1060-0002p19-drn.xls Exhibit E-1 D.A. # D.A.# 'ii: .s::: 0 Q. "' w ~ -0 z O> c iii 0 IL ¥-::!: 0:: R e-Qp 45.2 Tc 10.5 inc 1.0 Time cfs cfs 0.0 0.0 0.0 1.0 4.3 4.3 2.0 8.6 8.6 3.0 12.9 12.9 4.0 17.2 17.2 5.0 21.5 21.5 6.0 25.8 25.8 7.0 30.1 30.1 8.0 34.4 34.4 9.0 38.7 38.7 10.0 43.0 43.0 11.0 44.2 44.2 12.0 42.0 42.0 13.0 39.9 39.9 14.0 37.7 37.7 15.0 35.6 35.6 16.0 33.4 33.4 17.0 31.3 31.3 18.0 29.1 29.1 19.0 27.0 27.0 20.0 24.8 24.8 21.0 22.7 22.7 22.0 20.6 20.6 23.0 18.4 18.4 24.0 16.3 . 16.3 25.0 14.1 14.1 26.0 12.0 12.0 27.0 9.8 9.8 28.0 7.7 7.7 29.0 5.5 5.5 30.0 3.4 3.4 31.0 1.2 1.2 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 38.0 0.0 0.0 39.0 0.0 0.0 40.0 0.0 0.0 41.0 0.0 0.0 42.0 0.0 0.0 43.0 0.0 0.0 44.0 0.0 0.0 45.0 0.0 0.0 46.0 0.0 0.0 47.0 0.0 0.0 48.0 0.0 0.0 49.0 0.0 0.0 50.0 0.0 0.0 PEAK FLOWS 44.2 44.2 EXHIBIT "E-1" DETENTION FACILITY #2 PROPOSED DETENTION FACILITY ROUTING Shenandoah Subdivision Phase 19 & 18A Pond Routing EVENT= 10 D.A. # c a t. Q: c c '.!:! 0 ~ ...... a 'C ~ + .!. ...... .. c + ...... .. + ~ c + c > Q. ~ ii ~ di ~ c 10.9 10.0 cfs cfs cfs cfs ft cfs 4.30 0.00 0.00 0.00 277.47 0.0 12.90 0.00 4.30 2.30 278.02 1.1 21.50 8.02 12.90 2.44 278.23 2.2 30.09 23.47 29.52 3.02 278.52 3.3 38.69 43.59 53.57 4.99 278.64 4.3 47.29 67.63 82.29 7.33 278.78 5.4 55.89 94.93 114.92 9.99 278.94 6.5 64.49 127.58 150.82 11.62 279.07 7.6 73.09 166.70 192.07 12.68 279.19 8.7 81.69 211.96 239.79 13.92 279.33 9.8 87.19 263.03 293.65 15.31 279.49 10.9 86.24 301.94 350.22 24.14 279.62 10.3 81.94 327.73 388.18 30.23 279.71 9.8 77.64 342.32 409.67 33.67 279.76 9.2 73.34 349.32 419.97 35.32 279.78 8.7 69.05 351.15 422.66 35.76 279.79 8.1 64.75 349.47 420.20 35.36 279.78 7.6 60.45 345.41 414.22 34.40 279.77 7.1 56.15 339.74 405.86 33.06 279.75 6.5 51.85 332.96 395.88 31.46 279.73 6.0 47.55 325.44 384.81 29.69 279.70 5.4 43.25 317.40 372.98 27.79 279.68 4.9 38.95 309.03 360.65 25.81 279.65 4.3 34.65 300.42 347.98 23.78 279.62 3.8 30.35 291.65 335.07 21.71 279.59 3.3 26.05 282.77 322.00 19.61 279.56 2.7 21.75 273.82 308.83 17.50 279.53 2.2 17.45 264.82 295.58 15.38 279.50 1.6 13.16 252.25 282.28 15.01 279.46 1.1 8.86 236.25 265.41 14.58 279.41 0.5 4.56 217.00 245.11 14.05 279.35 0.0 1.20 194.67 221.56 13.44 279.28 0.0 0.00 170.31 195.88 12.78 279.20 0.0 0.00 146.07 170.31 12.12 279.13 0.0 0.00 123.08 146.07 11.50 279.06 0.0 0.00 101.76 123.08 10.66 278.98 0.0 0.00 83.92 101.76 8.92 278.88 0.0 0.00 68.99 83.92 7.46 278.79 0.0 0.00 56.50 68.99 6.25 278.72 0.0 0.00 46.05 56.50 5.23 278.66 0.0 0.00 37.30 46.05 4.37 278.60 0.0 0.00 29.99 37.30 3.66 278.56 0.0 0.00 23.86 29.99 3.06 278.53 0.0 0.00 18.65 23.86 2.61 278.48 0.0 0.00 13.59 18.65 2.53 278.36 0.0 0.00 8.69 13.59 2.45 278.24 0.0 0.00 3.95 8.69 2.37 278.13 0.0 0.00 0.00 3.95 2.30 278.01 0.0 0.00 0.00 0.00 0.00 277.47 0.0 0.00 0.00 0.00 0.00 277.47 0.0 0.00 0.00 0.00 0.00 277.47 0.0 35.8 279.79 10.9 *D.A. PR.Pnd-2 is the combination of drainage areas contributing to Pond #2 0.00 indicates inital condition 0 w I/) ..JO < IL I-0 e If cfs 0.00 3.39 4.61 6.28 9.33 12.76 16.51 19.22 21.37 23.69 26.17 34.46 40.00 42.91 44.01 43.90 42.96 41.46 39.58 37.44 35.12 32.68 30.16 27.58 24.97 22.33 19.67 17.01 16.10 15.12 14.05 13.44 12.78 12.12 11.50 10.66 8.92 7.46 6.25 5.23 4.37 3.66 3.06 2.61 2.53 2.45 2.37 2.30 0.00 0.00 0.00 44.0 D.A. # D.A.# )( w C> ~ ..J~ .. < I-.. "' Q. I-I/) ~ >-e~ w m 39.5 10.4 10.0 10.0 cfs cfs cfs 0.0 0.0 0.00 4.0 1.0 5.00 7.9 2.1 9.99 11.9 3.1 14.99 15.8 4.2 19.99 19.8 5.2 24.98 23.7 6.3 29.98 27.7 7.3 34.97 31.6 8.3 39.97 35.6 9.4 44.97 39.5 10.4 49.96 37.6 9.9 47.47 35.6 9.4 44.97 33.6 8.9 42.47 31.6 8.3 39.97 29.6 7.8 37.47 27.7 7.3 34.97 25.7 6.8 32.48 23.7 6.3 29.98 21.7 5.7 27.48 19.8 5.2 24.98 17.8 4.7 22.48 15.8 4.2 19.99 13.8 3.7 17.49 11.9 3.1 14.99 9.9 2.6 12.49 7.9 2.1 9.99 5.9 1.6 7.49 4.0 1.0 5.00 2.0 0.5 2.50 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 39.5 10.4 50.0 1060-0002p19-drn.xls Exhibit E-1 O.A. # O.A.# 'It .l: 0 Q. "' w !! -0 z CD c iii ~ D.. :::?: ,, rr: >-8 J: ti- Qp 51 .7 Tc 10.5 inc 1 .0 Time cfs cfs 0 .0 0 .0 0.0 1.0 4 .9 4 .9 2 .0 9 .8 9 .8 3 .0 14.7 14.7 4.0 19.6 19.6 5 .0 24 .6 24 .6 6 .0 29 .5 29 .5 7.0 34 .4 34 .4 8 .0 39.3 39.3 9 .0 44.2 44 .2 10.0 49.1 49 .1 11 .0 50.5 50 .5 12 .0 48 .0 48 .0 13 .0 45 .6 45 .6 14 .0 43 .1 43.1 15.0 40 .7 40 .7 16.0 38 .2 38 .2 17.0 35.8 35.8 18.0 33.3 33 .3 19 .0 30.8 30.8 20 .0 28 .4 28 .4 21 .0 25 .9 25 .9 22 .0 23 .5 23 .5 23 .0 21.0 21 .0 24.0 18 .6 18.6 25.0 16.1 16.1 26.0 13.7 13 .7 27 .0 11 .2 11 .2 28 .0 8 .7 8 .7 29 .0 6 .3 6 .3 30.0 3 .8 3 .8 31 .0 1.4 1 .4 32 .0 0 .0 0 .0 33.0 0 .0 0 .0 34.0 0 .0 0 .0 35.0 0 .0 0 .0 36.0 0.0 0 .0 37 .0 0 .0 0 .0 38.0 0.0 0 .0 39.0 0 .0 0 .0 40.0 0 .0 0 .0 41 .0 0 .0 0 .0 42 .0 0 .0 0 .0 43 .0 0 .0 0 .0 44.0 0 .0 0 .0 45.0 0 .0 0 .0 46.0 0 .0 0 .0 47 .0 0.0 0 .0 48 .0 0 .0 0 .0 49.0 0 .0 0 .0 50.0 0 .0 0 .0 PEAK FLOWS 50.5 50 .5 EXHIBIT "E-1" DETENTION FACILITY #2 PROPOSED DETENTION FACILITY ROUTING Shenandoah Subdivision Phase 19 & 18A Pond Routing EVENT= 25 O.A.# c a t. Ii. c c ..... a '.!:! .g Ji + ~ ..... .. c + ..... ,, .. .. + '.!:! c + c > g; ~ ~ a o.!! c D..W m 12.4 10 .0 cfs cfs cfs cfs ft cfs 4 .9 1 0.00 0.00 0.00 277.4 7 0 .0 14 .73 0 .28 4.91 2 .31 278 .04 1 .2 24 .56 10.08 15 .02 2 .47 278 .28 2 .5 34 .38 27 .75 34 .63 3.44 278 .55 3 .7 44 .20 50 .76 62 .13 5 .69 278 .68 5 .0 54 .03 78.23 94 .96 8 .37 278 .84 6 .2 63.85 109.98 132 .26 11 .14 279.01 7.4 73.67 149.40 173.83 12 .21 279.14 8 .7 83 .49 196.11 223 .07 13.48 279.28 9 .9 93 .32 249.71 279 .60 14 .94 279.45 11 .2 99.60 297.06 343 .03 22 .99 279 .61 12 .4 98.52 333 .49 396 .66 31.59 279.73 11 .8 93.61 357.50 432 .01 37 .26 279.81 11 .2 88 .70 370.47 451 .11 40 .32 279.85 10.5 83.79 375.95 459 .17 41 .61 279.87 9 .9 78.88 376.33 459 .74 41 .70 279.87 9 .3 73.97 373.26 455 .21 40 .98 279.86 8 .7 69.05 367.83 447 .22 39.70 279.85 8 .1 64.14 360.81 436.89 38 .04 279.82 7.4 59.23 352.71 424 .95 36.12 279.80 6 .8 54.32 343.86 411 .94 34.04 279.77 6 .2 49.41 334 .52 398 .18 31 .83 279.73 5 .6 44 .50 324.84 383 .93 29 .55 279 .70 5 .0 39.59 314.92 369 .34 27 .21 279 .67 4 .3 34.67 304.85 354 .51 24 .83 279.63 3 .7 29.76 294.68 339.53 22 .43 279 .60 3 .1 24 .85 284.43 324.44 20.01 279.5 7 2.5 19 .94 274.13 309.28 17.57 279.53 1.9 15.03 263.44 294 .07 15.32 279 .50 1.2 10.12 248 .64 278.47 14.91 279 .45 0 .6 5 .21 229.94 258 .75 14 .41 279 .39 0 .0 1 .38 207 .56 235.15 13.80 279 .32 0 .0 0 .00 182 .70 208.93 13.12 279.24 0 .0 0 .00 157.82 182.70 12 .44 279.16 0 .0 0 .00 134.22 157.82 11 .80 279.09 0 .0 0 .00 111 .84 134.22 11 .19 279.02 0 .0 0 .00 92 .35 111.84 9.74 278 .92 0 .0 0 .00 76.05 92 .35 8 .15 278 .83 0 .0 0 .00 62 .40 76 .05 6.82 278 .75 0.0 0 .00 50.99 62 .40 5 .71 278 .68 0 .0 0 .00 41 .44 50.99 4.78 278 .63 0 .0 0 .00 33.45 41 .44 4 .00 278 .58 0 .0 0.00 26.76 33.45 3 .34 278 .54 0 .0 0.00 21 .16 26 .76 2 .80 278 .51 0 .0 0 .00 16.03 21 .16 2 .57 278 .42 0 .0 0 .00 11 .06 16 .03 2.49 278 .30 0 .0 0 .00 6.24 11 .06 2 .41 278.18 0 .0 0 .00 1 .57 6 .24 2 .33 278 .07 0 .0 0 .00 0 .00 1.57 1.08 277.72 0 .0 0 .00 0 .00 0 .00 0 .00 277 .47 0.0 0 .00 0 .00 0 .00 0 .00 277.47 0 .0 41 .7 279.87 12 .4 *DA PR.Pnd-2 is the combination of drainage areas contributing to Pond #2 0.00 indicates in ital condition 0 w VI ...10 < D.. I-0 e it cfs 0 .00 3 .55 4.95 7 .16 10.65 14 .57 18 .58 20 .90 23 .41 26 .11 35 .39 43.37 48.42 50.86 51 .54 51 .01 49 .66 47.76 45.48 42.95 40 .24 37 .41 34 .51 31.55 28 .55 25 .53 22 .49 19 .44 16.56 15.53 14.41 13.80 13.12 12 .44 11 .80 11.19 9 .74 8.15 6.82 5 .7 1 4 .78 4 .00 3 .34 2 .80 2 .57 2 .49 2 .41 2 .33 1 .08 0 .00 0 .00 51.5 O.A.# O.A .# )( C) w Ji .... ~ ., < I-.. "' Q. I-~ ~ >-e~ m 45 .1 11 .9 10 .0 10.0 cfs cfs cfs 0 .0 0 .0 0 .00 4 .5 1.2 5 .71 9 .0 2 .4 11.41 13 .5 3 .6 17.12 18.1 4 .8 22 .83 22 .6 6 .0 28.53 27 .1 7 .2 34 .24 31 .6 8 .3 39 .94 36 .1 9 .5 45.65 40.6 10 .7 51 .36 45 .1 11.9 57 .06 42 .9 11 .3 54 .21 40 .6 10.7 51 .36 38.4 10 .1 48 .50 36.1 9 .5 45.65 33 .9 8 .9 42 .80 31 .6 8 .3 39.94 29.3 7 .7 37.09 27 .1 7.2 34.24 24 .8 6 .6 31 .38 22 .6 6 .0 28 .53 20 .3 5 .4 25 .68 18 .1 4 .8 22 .83 15 .8 4 .2 19.97 13 .5 3 .6 17 .12 11 .3 3.0 14.27 9 .0 2 .4 11 .41 6 .8 1.8 8.56 4 .5 1.2 5 .71 2 .3 0 .6 2 .85 0 .0 0 .0 0 .00 0.0 0 .0 0 .00 0.0 0 .0 0 .00 0 .0 0 .0 0 .00 0 .0 0 .0 0 .00 0 .0 0 .0 0 .00 0.0 0 .0 0 .00 0 .0 0 .0 0 .00 0 .0 0 .0 0 .00 0 .0 0 .0 0 .00 0 .0 0 .0 0 .00 0 .0 0 .0 0 .00 0 .0 0 .0 0 .00 0 .0 0 .0 0 .00 0 .0 0 .0 0 .00 0 .0 0 .0 0 .00 0 .0 0 .0 0 .00 0 .0 0 .0 0 .00 0 .0 0 .0 0.00 0 .0 0 .0 0 .00 0 .0 0 .0 0 .00 45.1 11.9 57.1 1060-0002p19-dm.xl s Exhibit E-1 - --___________ __. D.A. # D.A. # :it .r::. 0 Q. N w .. ,; c. z 0 c iii D.. :!: .t; rr: >. 8 :c p.. Qp 58.4 Tc 10.5 inc 1.0 Time cfs cfs 0.0 0.0 0.0 1.0 5.6 5.6 2.0 11.1 11.1 3.0 16.7 16.7 4.0 22.2 22.2 5.0 27.8 27.8 6.0 33.3 33.3 7.0 38.9 38.9 8.0 44.4 44.4 9.0 50.0 50.0 10.0 55.5 55.5 11.0 57.1 57.1 12.0 54.3 54.3 13.0 51.5 51.5 14.0 48.8 48.8 15.0 46.0 46.0 16.0 43.2 43.2 17.0 40.4 40.4 18.0 37.7 37.7 19.0 34.9 34.9 20.0 32.1 32.1 21.0 29.3 29.3 22.0 26.5 26.5 23.0 23.8 23.8 24.0 21.0 21.0 25.0 18.2 18.2 26.0 15.4 15.4 27.0 12.7 12.7 28.0 9.9 9.9 29.0 7.1 7.1 30.0 4.3 4.3 31.0 1.6 1.6 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 38.0 0.0 0.0 39.0 0.0 0.0 40.0 0.0 0.0 41.0 0.0 0.0 42.0 0.0 0.0 43.0 0.0 0.0 44.0 0.0 0.0 45.0 0.0 0.0 46.0 0.0 0.0 47.0 0.0 0.0 48.0 0.0 0.0 49.0 0.0 0.0 50.0 0.0 0.0 PEAK FLOWS 57.1 57.1 EXHIBIT "E-1" DETENTION FACILITY #2 PROPOSED DETENTION FACILITY ROUTING Shenandoah Subdivision Phase 19 & 18A Pond Routing EVENT= 50 D.A.# c a t. 0:. c c ... 2 :E .2 "' + + "O 'iii .. c ... .. + "O c + c > ~ ~ ~ a o.!! c D..W 14.0 10.0 cfs cfs cfs cfs ft cfs 5.55 0.00 0.00 0.00 277.47 0.0 16.66 0.91 5.55 2.32 278.05 1.4 27.77 12.54 17.57 2.51 278.33 2.8 38.87 32.50 40.31 3.90 278.58 4.2 49.98 58.50 71.38 6.44 278.73 5.6 61.09 89.54 108.48 9.47 278.91 7.0 72.19 127.40 150.62 11.61 279.07 8.4 83.30 173.84 199.59 12.88 279.21 9.8 94.41 228.41 257.14 14.36 279.39 11.2 105.51 283.33 322.82 19.75 279.56 12.6 112.62 328.17 388.84 30.33 279.71 14.0 111.40 363.47 440.79 38.66 279.83 13.3 105.85 386.61 474.87 44.13 279.91 12.6 100.29 398.56 492.46 46.95 279.95 11.9 94.74 402.90 498.85 47.97 279.96 11.2 89.19 402.08 497.64 47.78 279.96 10.5 83.63 397.75 491.27 46.76 279.95 9.8 78.08 391.04 481.38 45.17 279.92 9.1 72.53 382.70 469.12 43.21 279.90 8.4 66.97 373.27 455.23 40.98 279.86 7.7 61.42 363.09 440.25 38.58 279.83 7.0 55.87 352.41 424.51 36.05 279.79 6.3 50.31 341.37 408.27 33.45 279.76 5.6 44.76 330.11 391.69 30.79 279.72 4.9 39.21 318.68 374.87 28.09 279.68 4.2 33.65 307.15 357.89 25.37 279.64 3.5 28.10 295.54 340.80 22.63 279.60 2.8 22.55 283.89 323.64 19.88 279.56 2.1 16.99 272.20 306.43 17.12 279.53 1.4 11.44 258.81 289.19 15.19 279.48 0.7 5.89 240.84 270.25 14.70 279.43 0.0 1.55 218.54 246.73 14.09 279.36 0.0 0.00 193.28 220.10 13.41 279.28 0.0 0.00 167.85 193.28 12.71 279.20 0.0 0.00 143.74 167.85 12.06 279.12 0.0 0.00 120.87 143.74 11.43 279.05 0.0 0.00 99.91 120.87 10.48 278.97 0.0 0.00 82.37 99.91 8.77 278.87 0.0 0.00 67.69 82.37 7.34 278.78 0.0 0.00 55.41 67.69 6.14 278.71 0.0 0.00 45.14 55.41 5.14 278.65 0.0 0.00 36.54 45.14 4.30 278.60 0.0 0.00 29.35 36.54 3.60 278.56 0.0 0.00 23.33 29.35 3.01 278.52 0.0 0.00 18.13 23.33 2.60 278.47 0.0 0.00 13.09 18.13 2.52 278.35 0.0 0.00 8.21 13.09 2.44 278.23 0.0 0.00 3.48 8.21 2.37 278.11 0.0 0.00 0.00 3.48 2.29 278.00 0.0 0.00 0.00 0.00 0.00 277.47 0.0 0.00 0.00 0.00 0.00 277.47 0.0 48.0 279.96 14.0 *D.A. PR.Pnd-2 is the combination of drainage areas contributing to Pond #2 o.oo indicates inital condition 0 w II) _J 0 <D.. I-0 gg:: cfs 0.00 3.73 5.32 8.11 12.05 16.48 20.03 22.69 25.58 32.37 44.36 51.99 56.75 58.87 59.19 58.30 56.57 54.29 51.62 48.69 45.59 42.36 39.06 35.70 32.30 28.88 25.43 21.98 18.52 15.89 14.70 14.09 13.41 12.71 12.06 11.43 10.48 8.77 7.34 6.14 5.14 4.30 3.60 3.01 2.60 2.52 2.44 2.37 2.29 0.00 0.00 59.2 D.A. # D.A.# )( w Cl "' _J ~ .. < I-.. N Q. I-!!! ~ >. gt'.i m 51.0 13.5 10.0 10.0 cfs cfs cfs 0.0 0.0 0.00 5.1 1.3 6.45 10.2 2.7 12.90 15.3 4.0 19.35 20.4 5.4 25.80 25.5 6.7 32.25 30.6 8.1 38.70 35.7 9.4 45.15 40.8 10.8 51.60 45.9 12.1 58.06 51.0 13.5 64.51 48.5 12.8 61.28 45.9 12.1 58.06 43.4 11.5 54.83 40.8 10.8 51.60 38.3 10.1 48.38 35.7 9.4 45.15 33.2 8.8 41.93 30.6 8.1 38.70 28.1 7.4 35.48 25.5 6.7 32.25 23.0 6.1 29.03 20.4 5.4 25.80 17.9 4.7 22.58 15.3 4.0 19.35 12.8 3.4 16.13 10.2 2.7 12.90 7.7 2.0 9.68 5.1 1.3 6.45 2.6 0.7 3.23 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 51.0 13.5 64.5 1060-0002p19-drn.xls Exhibit E-1 D.A. # D.A. # :it .c 0 c.. ~ w .. e;, z ~ c iii D.. :E 'D rr:: >. 8 J: ti-Qp 65.7 Tc 10.5 inc 1.0 Time cfs cfs 0.0 0.0 0.0 1.0 6.2 6.2 2.0 12.5 12.5 3.0 18.7 18.7 4.0 25.0 25.0 5.0 31.2 31.2 6.0 37.5 37.5 7.0 43.7 43.7 8.0 49.9 49.9 9.0 56.2 56.2 10.0 62.4 62.4 11.0 64.2 64.2 12.0 61.0 61.0 13.0 57.9 57.9 14.0 54.8 54.8 15.0 51.7 51.7 16.0 48.6 48.6 17.0 45.4 45.4 18.0 42.3 42.3 19.0 39.2 39.2 20.0 36.1 36.1 21.0 33.0 33.0 22.0 29.8 29.8 23.0 26.7 26.7 24.0 23.6 23.6 25.0 20.5 20.5 26.0 17.4 17.4 27.0 14.2 14.2 28.0 11.1 11.1 29.0 8.0 8.0 30.0 4.9 4.9 31.0 1.7 1.7 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 38.0 0.0 0.0 39.0 0.0 0.0 40.0 0.0 0.0 41.0 0.0 0.0 42.0 0.0 0.0 43.0 0.0 0.0 44.0 0.0 0.0 45.0 0.0 0.0 46.0 0.0 0.0 47.0 0.0 0.0 48.0 0.0 0.0 49.0 0.0 0.0 50.0 0.0 0.0 PEAK FLOWS 64.2 64.2 EXHIBIT "E-1" DETENTION FACILITY #2 PROPOSED DETENTION FACILITY ROUTING Shenandoah Subdivision Phase 19 & 18A Pond RoutinQ EVENT= 100 D.A. # c a + ,r c ~ c ..... 2 0 "' + ..... ;::: .. c + .... ~~ .. + '.!:! c + c.. ~ ~ a ~ .E ~iii 15.8 10.0 cfs cfs cfs cfs ft cfs 6.24 0.00 0.00 0.00 277.47 0.0 18.73 1.57 6.24 2.33 278.07 1.6 31.21 15.19 20.30 2.55 278.40 3.2 43.69 37.60 46.40 4.40 278.61 4.7 56.18 66.80 81.30 7.25 278.78 6.3 68.66 101.67 122.97 10.65 278.98 7.9 81.15 146.09 170.33 12.12 279.13 9.5 93.63 200.05 227.24 13.59 279.30 11.0 106.12 263.07 293.69 15.31 279.49 12.6 118.60 314.83 369.19 27.18 279.67 14.2 126.59 358.46 433.43 37.48 279.81 15.8 125.22 393.53 485.05 45.76 279.93 15.0 118.97 415.82 518.75 51.46 280.01 14.2 112.73 424.30 534.80 55.25 280.04 13.4 106.49 425.49 537.04 55.77 280.04 12.6 100.25 422.81 531.98 54.58 280.03 11.8 94.01 418.10 523.06 52.48 280.02 11.0 87.76 411.91 512.11 50.10 279.99 10.2 81.52 403.46 499.67 48.11 279.97 9.5 75.28 393.48 484.98 45.75 279.93 8.7 69.04 382.46 468.76 43.15 279.90 7.9 62.80 370.74 451.50 40.38 279.86 7.1 56.55 358.53 433.53 37.50 279.81 6.3 50.31 346.00 415.09 34.54 279.77 5.5 44.07 333.25 396.32 31.53 279.73 4.7 37.83 320.35 377.32 28.49 279.69 3.9 31.59 307.35 358.18 25.42 279.64 3.2 25.34 294.27 338.93 22.33 279.60 2.4 19.10 281.15 319.61 19.23 279.56 1.6 12.86 268.00 300.25 16.13 279.51 0.8 6.62 250.90 280.86 14.98 279.46 0.0 1.75 228.77 257.52 14.37 279.39 0.0 0.00 203.17 230.52 13.68 279.31 0.0 0.00 177.23 203.17 12.97 279.23 0.0 0.00 152.63 177.23 12.30 279.15 0.0 0.00 129.30 152.63 11.66 279.08 0.0 0.00 107.18 129.30 11.06 279.01 0.0 0.00 88.45 107.18 9.36 278.90 0.0 0.00 72.78 88.45 7.83 278.81 0.0 0.00 59.67 72.78 6.56 278.73 0.0 0.00 48.70 59.67 5.48 278.67 0.0 0.00 39.53 48.70 4.59 278.62 0.0 0.00 31.85 39.53 3.84 278.57 0.0 0.00 25.42 31.85 3.21 278.54 0.0 0.00 20.04 25.42 2.69 278.50 0.0 0.00 14.95 20.04 2.55 278.39 0.0 0.00 10.01 14.95 2.47 278.27 0.0 0.00 5.22 10.01 2.39 278.16 0.0 0.00 0.58 5.22 2.32 278.04 0.0 0.00 0.00 0.58 0.40 277.56 0.0 0.00 0.00 0.00 0.00 277.47 0.0 55.8 280.04 15.8 *DA PR.Pnd-2 is the combination of drainage areas contributing to Pond #2 0. 00 indicates in ital condition 0 w If) _J 0 <0.. I-0 8f cfs 0.00 3.91 5.70 9.13 13.55 18.53 21.58 24.62 27.91 41.36 53.24 60.73 65.64 68.64 68.38 66.40 63.51 60.34 57.56 54.42 51.03 47.47 43.80 40.06 36.26 32.43 28.57 24.69 20.81 16.91 14.98 14.37 13.68 12.97 12.30 11.66 11.06 9.36 7.83 6.56 5.48 4.59 3.84 3.21 2.69 2.55 2.47 2.39 2.32 0.40 0.00 68.6 D.A. # D.A.# )( Cl w "' _J ~ .. < I-.. N c.. I-!!! ~ >. e~ w Ill 57.3 15.1 10.0 10.0 cfs cfs cfs 0.0 0.0 0.00 5.7 1.5 7.25 11.5 3.0 14.50 17.2 4.5 21.74 22.9 6.1 28.99 28.7 7.6 36.24 34.4 9.1 43.49 40.1 10.6 50.74 45.9 12.1 57.99 51.6 13.6 65.23 57.3 15.1 72.48 54.5 14.4 68.86 51.6 13.6 65.23 48.7 12.9 61.61 45.9 12.1 57.99 43.0 11.4 54.36 40.1 10.6 50.74 37.3 9.8 47.11 34.4 9.1 43.49 31.5 8.3 39.87 28.7 7.6 36.24 25.8 6.8 32.62 22.9 6.1 28.99 20.1 5.3 25.37 17.2 4.5 21.74 14.3 3.8 18.12 11.5 3.0 14.50 8.6 2.3 10.87 5.7 1.5 7.25 2.9 0.8 3.62 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 57.3 15.1 72.5 1060-0002p19-drn.xls Exhibit E-1 Shenandoah Subdivision Phase 19 & 18A 5 Year Event Hydrograph 50.00 45.00 ,~, I I 40.00 I I I 35.00 I I I I 30.00 I I ~ 25 .00 I I a I I I 20 .00 I I I 15.00 I I I 10.00 I I I I 5 .00 I L 0 .00---~~~--~~~-+-~~~--l~~~~--~~~--~~~---~~~--l~~~---1 0 .00 5 .00 10.00 15.00 20 .00 Time (min.) 25 .00 30.00 DETENTION FACILITY #2 35.00 40.00 --TOTAL PROPOSED - - -TOTAL EXISTING 5/19/2005 Exhibit E-2 50 .00 40.00 i 30.00 C1 20.00 10.00 I I I I I I I I I I I I I I I I I I I I I I I I I r, I \ I '\ I " Shenandoah Subdivision Phase 19 & 18A , 10 Year Event Hydrograph ,, " " " " " 0 .00 .J-------------+------+------+----~'----1----~ 0 .00 5 .00 10.00 15.00 20.00 Time(mln.) 25.00 30.00 DETENTION FACILITY #2 35.00 40.00 --TOTAL PROPOSED - - -TOTAL EXISTING 5/19/2005 Exhibit E-2 50.00 40.00 -.I!! ~ 30.00 a 20 .00 10.00 I I I I I I I I I I I I I I I I I I I I I I I I I ,...\ I \ I '\ I \. Shenandoah Subdivision Phase 19 & 18A '\ \ ' \ ' \ \ \ 25 Year Event Hydrograph ' \ \ \ \ ' '\ \ ' \ ' \ \ \ \ \ \ \ \ ' '\ \ \ \ \ \ 0 .00 +-----+------+---------------------------- 0 .00 5 .00 10.00 15.00 20 .00 Time(mln.) 25.00 30.00 DETENTION FACILITY #2 35.00 40 .00 --TOTAL PROPOSED - - -TOTAL EXISTING 5/19/2005 Exhibit E-2 Shenandoah Subdivision Phase 19 & 18A 50 Year Event Hydrograph 70.00 .,...-------------------------------------. 60.00 50.00 40.00 30.00 20.00 10.00 I I /, I I I I I I I I I I I I I I I I I I I I I I I ,-\ I \ I ' I " '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ \ '\ 0 .00 +-----+-----+-----1----+-----+----~-----1-------4 0 .00 5 .00 10.00 15.00 20.00 Time (min.) 25.00 30.00 DETENTION FACILITY #2 35.00 40.00 --TOTAL PROPOSED - - -TOTAL EXISTING 5/19/2005 Exhibit E-2 70.00 60.00 50.00 .-.. J!! .g. 40 .00 CJ 30.00 20.00 10.00 I I. 0 .00 I I I I I I I I I I I I I I I I I 5.00 I I I I I I I ,-, I \ I '\ I '\ '\ 10.00 Shenandoah Subdivision Phase 19 & 18A '\ '\ '\ '\ '\ '\ 15.00 '\ 100 Year Event Hydrograph '\ '\ '\ ' '\ ' ' '\ ' ' '\ 20.00 Time (min.) ' '\ ' '\ ' '\ ' ' '\ 25.00 '\ '\ ' '\ \ \ 30.00 DETENTION FACILITY #2 35.00 40.00 --TOTAL PROPOSED - - -TOTAL EXISTING 5/19/2005 Exhibit E-2 EXHIB IT G * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * * * * University of Kentucky Network Modeling Software Copyrighted by KPFS 1998 Version 1.200 -01/26/2000 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Fri Mar 18 11:37:13 2005 INPUT DATA FILENAME --------------F:\1060-E-l\0002-S -l\Drawings\PH23AC-l\WATERA-l\1060-000.DT2 TABULATED OUTPUT FILENAME --------F:\1060 -E -l\0002-S -l\Drawing s\PH23AC -l\WATERA -l\1060-000.0T2 POSTPROCESSOR RESULTS FILENAME ---F:\1060-E-l \0002-S -l\Drawings\PH23AC-l\WATERA-l\1060-000.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 (HGL) ......... . gallons/minute feet PRESSURE ........... . 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 ROUGHNESS MINOR P I P E N A M E #1 #2 (ft) (in) COEFF . LOSS COEFF. P U M THERE E N D P-1 VP-1 J-5 P-2 J-2 J-4 P-3 J-2 J-6 P-4 J -5 J-2 P-5 J-4 J-3 P-6 J-6 J-8 P-7 J-7 J-5 P-8 J-8 J-7 P/L 0 S S E L E M E N T D A IS A DEVICE AT NODE VP-1 HEAD (ft) 230.77 22 7.8 8 219 .23 N 0 D E NODE NAME FLOWRATE (gpm) 0.00 580.00 11 60. 00 D A T A NODE TITLE EXTERNAL DEMAND Shenandoah Subdivision, Phase 19 Water Report, Exhibit G 303.59 12.09 120.0000 278 .49 6.07 120.0000 237.38 6.07 120.0000 298.07 6.07 120 .0000 337.40 3.07 120.0000 333.33 6.07 120.0000 1284.41 12 .09 120.0000 409.81 6.07 120.0000 T A DESCRIBED BY THE FOLLOWING DATA: EFFICIENCY (%) 1. 00 1. 00 1. 00 JUNCTION ELEVATION EXTERNAL GRADE 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (ID= 1) Page 1 of3 (gpm) (ft) (ft) J-2 3.00 292. 00 J-3 5.25 2 96.00 J-4 7.50 291. 00 J-5 12.75 289.00 J-6 3.75 290 .00 J-7 6.00 303.00 J-8 7.50 300.00 VP-1 286.00 286.00 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) 8 NUMBER OF END NODES ............... (j) 7 NUMBER OF PRIMARY LOOPS ........... (1) 1 NUMBER OF SUPPLY NODES ............ (f) 1 NUMBER OF SUPPLY ZONES ............ (z) 1 Case: 0 RESULTS OBTAINED AFTER 8 TRIALS: ACCURACY 0.00009 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 R E S U L T S p STATUS CODE: XX -CLOSED PIPE P I P E N A M E P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 U M P/L 0 NAME NODE NUMBERS #1 #2 VP-1 J-5 J-2 J-4 J-2 J-6 J-5 J-2 J-4 J-3 J-6 J-8 J-7 J-5 J-8 J-7 s s E L E M E N T INLET FLOWRATE HEAD (gpm) (ft) CV -CHECK VALVE FLOWRATE (gpm) 45.75 12.75 -0.02 15.73 5.25 -3. 77 -17.27 -11. 27 R E s u L T s OUTLET HEAD HEAD CHANGE (ft) (ft) HEAD LOSS (ft) 0.00 0.01 0.00 0.01 0.05 0.00 0.00 0.01 EFFIC- ENCY (%) MINOR LOSS (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 USEFUL POWER (Hp) LINE HL/ VELO. 1000 (ft/s) (ft/ft) 0.13 0.01 0.14 0.03 0.00 0.00 0.17 0.04 0.23 0.14 0.04 0.00 0.05 0.00 0 .13 0 .02 INCREMTL TOTAL COST COST ($) ($) ------------------------------------------------------------------------------- VP-1 45.75 0.00 Shenandoah Subdivision, Phase 19 Water Report, Exhibit G 230 .7 5 230 .8 Page 2 of3 E N D N 0 D E R E s u L T s NODE NODE EXTERNAL HYD RAULIC NODE PRESSURE NODE NAME TI TLE DEMAND GRADE ELEVATI ON HEAD PRESSURE (gprn ) (ft) (ft) (ft ) (psi) ------------------------------------------------------------------------------ J-2 3.00 516.74 292.00 J-3 5 .25 516.68 296.00 J-4 7.50 516.73 29 1. 00 J-5 1 2 .7 5 5 1 6 .7 5 289.00 J -6 3. 75 516.74 290.00 J-7 6.00 516.75 303 .00 J-8 7 .5 0 516.74 300 .00 VP-1 516.75 286 .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 (+) IN FLO WS INTO THE SYST EM FROM SUPPLY NODE S (-) OUTFLO WS FR OM THE SYSTEM I NT O SUPPLY NODES NODE NAME VP-1 NET SYSTEM INFLOW NET SYSTE M OU TFLO W NET SYSTEM DEMAND FLOWRATE (gprn) 45.7 5 45.75 0.00 45.75 NODE TITLE ***** HYDRAULIC ANALYSIS CO MPLETED ***** Shenandoah Subdivision, Phase 19 Water Report , Exhibit G 22 4 . 74 9 7.39 220.68 95.63 225.73 9 7.82 22 7 .75 98.69 226.74 98.25 213 .75 92.62 216.74 93 .92 230 .7 5 99.99 Page 3 of3 EXHIBIT H * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * * * * University of Kentucky Network Modeling Software Copyrighted by KPFS 1998 Version 1 .200 -01/26/2000 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Fri Mar 18 13:16:51 2 005 INPUT DATA FILENAME --------------F:\1060-E-l\0002-S-l\Drawings\PH23AC-l\WATERA-l\1060-000.DT2 TABULATED OUTPUT FILENAME --------F:\1060-E -l\0002-S-l\Drawings\PH23AC-l\WATERA-1\1060-000.0T2 POSTPROCESSOR RESULTS FILENAME ---F:\1060-E-1\0002-S -l\Drawings\PH23AC -l\WATERA -1\1060-000.RS2 ************************************************ S U M M A R Y 0 F 0 R I G I N A L D A T A ************************************************ U N I T S S P E C I F I E D FLOWRATE ........... . HEAD (HGL) ......... . PRESSURE ........... . P I P E L I N E D A T A gallons/minute feet psig STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE LENGTH DIAMETER ROUGHNESS MINOR P I P E N A M E NODE NAMES u #2 (ft) (in) COEFF. LOSS COEFF. P U M THERE E N D P-1 VP-1 J-5 P-2 J-2 J-4 P-3 J-2 J-6 P-4 J-5 J-2 P-5 J-4 J-3 P-6 J-6 J-8 P-7 J-7 J-5 P-8 J-8 J-7 P/L 0 S S E L E M E N T DA IS A DEVICE AT NODE VP-,1 HEAD (ft) 23 0 .77 227.88 2 19.23 N 0 D E NODE NAME FLOWRATE (gpm) 0.00 580.00 1160. 00 D A T A NODE TITLE EXTERNAL DEMAND (gpm) Shenandoah Subdivision, Phase 19 Water Report, Exhibit H 303.59 12.09 120.0000 278.49 6.07 120.0000 23 7 .38 6.07 120 .0000 298.07 6.07 120.0000 33 7 .40 3.07 120.0000 333.33 6.07 120.0000 1 284.41 12.09 120.0000 409.81 6.07 120.0000 T A DESCRIBED BY THE FOLLOWING DATA: EFFICIENCY (%) 1. 00 1. 00 1. 00 JUNCTION ELEVATION (ft) EXTERNAL GRADE (ft) 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 (ID= 1) Page 1 of3 J-2 3 .00 292.00 J-3 5.25 296 .00 J-4 7.50 29 1.00 J-5 12 .75 289.00 J-6 3 .75 290 .00 J -7 6.00 303 .00 J-8 1007.50 300.00 VP-1 286 .00 286 .00 0 U T P 0 T 0 P T I 0 N D A T A OUTPUT S ELECTION: 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) 8 NUMBER OF END NODES ............... (j) 7 NUMBER OF PRIMARY LOOP S ........... (1) 1 NUMBER OF SUPPLY NODES ............ (f) 1 NUMBE R OF SUPPLY ZONES ............ (z) 1 Case: 0 RESULT S OB TAINED AFTER 4 TRIALS: ACCURA CY 0.00003 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 R E S 0 L T S STATU S CO DE: XX -CLOSED PIPE P I P E N A M E P-1 P-2 P-3 P-4 P-5 P-6 P -7 P-8 NODE NUMBERS u #2 VP -1 J-5 J-2 J-4 J-2 J-6 J-5 J-2 J-4 J-3 J-6 J-8 J-7 J-5 J-8 J-7 P U M P/L 0 S S E L E M E N T INLET NAME FLOW RATE HEAD (gpm) (ft) CV -CHECK VALVE FLOW RATE (gpm) 1045.75 12.75 415 . 93 431. 68 5.25 412.18 -60 1. 32 -595 .32 R E S U L T S OUTLET HEAD HEAD CHANGE (ft) (ft) HEAD MINOR LOSS LOSS (ft) (ft) 0.94 0.00 0.01 0.00 3.82 0.00 5.13 0 .00 0.05 0.00 5.27 0.00 1. 4 2 0.00 1 2 .80 0.00 EFFI C-USEFUL ENCY POWER (%) (Hp) LINE HL / VEL O . 1000 (ft/s) (ft/ft) 2 .92 3.08 0.14 0.0 3 4. 62 16.08 4.79 17 .22 0.23 0.14 4.58 15.81 1. 68 1.11 6.61 3 1. 23 INCREMTL TOTAL COST COS T ($) ($) ------------------------------------------------------------------------------- VP-1 1045.75 0.0 0 Shenandoah Subdivision, Phase 19 Water Report, Exhibit H 221.39 22 1.4 Page 2 of3 E N D N 0 D E R E s u L T s NODE . NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ J-2 3.00 501. 32 292.00 J-3 5 .25 501. 27 296 .00 J-4 7.50 501. 32 291.00 J-5 12.75 506 .4 6 289.00 J-6 3.75 497.51 290.00 J -7 6 .00 505.04 303 .00 J-8 1007.50 492.24 300.00 VP-1 507.39 286.00 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 FR OM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (gpm) VP-1 1045.75 NET SYSTE M INFLOW 1045.75 NET SYSTEM OUTFLOW 0.00 NET SYSTEM DEMAND 1045.75 NODE TITLE ***** HYDRAULIC ANALYSIS COMPLETED ***** Shenandoah Subdivision, Phase 19 Water Report, Exhibit H 2 09.32 90 . 71 205.27 88.95 210 .32 91.14 217.46 94 .23 20 7.51 89 .9 2 202 .04 8 7 .55 192 .2 4 83.30 221. 39 95.94 Page 3 of3 ---~--- EXHIBIT I . ·--. __ ........ ..,_ . ..,, .. :'"'. Aow Test Report Date t-/.2-0:J lime /).' OQ A.M-PJl Test made by: £ Z:.<..b.t.. ~= 1-/!Jf W/MJ/441 Pwpose~~: ~. ¥rfe .. ::-' . ~z.;~::J/idc .. ' >;3ffiff/L· · flOW~mr*c kao6 ffozzleRt.e;.;;=--2~ .......... .>::......--- . . Pilll.readinQ: --;,i ...... .s=L-_ __ G.P.M.: ~t.c-'l~/"""0_._· _ 6'aUc ll)'drn IQabec' = R -&;l 6talic: Joo. p .S.l ();--P"''. Resldaal : __,'"f'..':____ ~ Faxed Grade Node C.aJculatioos Coooccting to Node 1 HGL-286 1 (9S psi /.433)-S05 ft. : Shenandoah Subdivision, Phase 19 Water Report, Exhibit I ------------------------- Exhibit L Sewer Analysis for Shenandoah Subidvision Phase 19 Outfall #1 (Ex 8 " S/L) -Serves Hunter Creek, Bluefield Court, & Kingsport Lane Line Area of Contributing Land Uses Flow Calculations l~ ., Type "' l ~ ]g ·g r;:: 2=3034 From To ~ ! ·~ Average Daily Inf titration Peaking Peak Flows Size PVC, Material Inside Ci Cl Flows (ADF) (10%ADF) Factor Type Diameter ::::> \() u ] ..... ~ ..... ;;:; 3=22 41 ~ u u PVC MH # MH # Ac. Ac. Lots GPO GPO CFS CFS CFS GPM MOD (in .) Inches COi I 0 0 JO 2,670 0.00 0 .00 4.00 0 .02 8 O.Ql I 6 2 03034 S.793 I EX! 0 0 13 2,670 6,141 O.Ql 0 .00 4.00 0 .04 17 0 .025 6 2 03034 5.793 C02 2 0 0 9 -2,403 0.00 0.00 4 .00 0,02 7 0 .010 6 2 03034 5.793 2 3 0 0 12 2,403 5,607 0.01 0.00 4.00 0.04 16 0.023 6 2 03034 5.793 Proposed Sewer System Cale. Min. Slope Slope Peak F low Peak Peak Ve locity Flows Flows % % fps 0 .00 0.80 l.17 O.Ql 0.80 1.49 0 .00 0.80 1.12 0.00 0.80 1.44 Cale. Min. Ave. Daily Ave . Daily Slope Slope Flow Flow ADF ADF Velocity Depth % % fps Inches 0.00 0.80 0 .74 0.00 0 .00 0.80 0.99 0.29 0.00 0.80 0.74 0.00 0.00 0 .80 0.99 0.29 Shenandoah Subdivision , Phase 19 Exhibit L McCLURE & BROWNE ENGINEERING/SURVEYING, INC. RB I 1008 Woodcreek Drive, Suite 103 • College Station, Texas 77845 (979) 693-3838 • Fax (979) 693-2554 • Email : mcclurebrowne@verizon.net March 21 , 2005 Mr. Louis C. Herrin, III , P.E. TCEQ-MC 148 P .O. Box 13087 Austin, TX 78711-3087 Re: Chapter 317 Summary Transmittal Letter Permittee: City of College Station Permit Number: TPDES 10024-003 Project Name: Shenandoah Subdivision, Phase 19 County: Brazos MBESI # 10600002 Dear Mr. Herrin: The purpose ofthis letter is to provide the TCEQ with the information necessary to comply with the requirements of §317. l(a)(3)(D) of the TCEQ's rules titled, Design Criteria for Sewerage Systems. The necessary information includes: 1. Engineering Firm: McClure & Browne Engineering/Surveying, Inc. 1008 Woodcreek Dr., Suite 103 College Station, Texas 77845 2. Design Engineer: Jeffery L. Robertson, P.E. # 94745 3. Facility Owner: City of College Station, Brazos County, Texas 4. The plans and specifications which describe the project identified in this letter are in substantial compliance with all requirements of Chapter 317. 5. Project Description: The wastewater improvements that are detailed within this project are located within the City of College Station in Brazos County, Texas , and are designed to connect to the existing wastewater collection system. The project involves the extension of a sewer line into a new phase of this residential subdivision located near the intersection of Southern Plantation Drive and State Highway #6. The project consists of two new gravity wastewater line and their associated appurtenances. Wastewater from this subdivision will flow to the Lick Creek Wastewater Treatment Plant. The system was designed to accommodate new lots in Phase 19. The following is a general description of the new collection system: Mr. Louis C. Herrin, III, P.E. February 11 , 2005 Page2 Gravity Wastewater Lines: 2 Number of Services: Residential -56 Amountffype of Wastewater Pipe to be Installed: Pipe Size Material Linear Feet (in.) 6 ASTM D3034, SDR 26 PVC 1,362 6 ASTM D2241, SDR 26 PVC 20 Number of Manholes: 3 Distance between manholes range from 157 LF to 499 LF. Grade(%) Min. Max. 1.08 1.90 1.27 1.27 The plans will be reviewed by the City of College Station and they will also provide construction inspection. If you have any questions regarding this project, please contact me at 979- 693-3838. Sincerely, Jeffery L. Robertson, P .E. cc: TCEQ Region 9 Office, Wastewater Program City of College Station, Development Services Department -:;i ~-;-u :J rh"''1 y 10·.3 5 v_/ !RB McCLURE & BROWNE ENGINEERING/SURVEYING, INC. ~ 1008 Woodcreek Drive , Suite 103 • College Station, Texas 77845 (979) 693-3838 • Fax (979) 693-2554 • Email : mcclurebrowne@verizon.net TRANSMITTAL LETTER TO: Bridgette George Assistant Development Manager Planning and Development Services City of College Station DATE: May 25, 2005 RE: Shenandoah Phase 19 Plans Phone: 764 -3570 Fax: 764-3496 PRJT No.: 1060-0002 ATTACH. DESCRIPTION 1. One (1) set of Revised Construction Plans for Shenandoah, Phase 19 2 . Two (2) copies of Revised Water, Sewer, and Drainage Report for Phase 19 3. One (1) copy of Response Letter to City Comments THESE ARE BEING SENT : o At your request o For your information o Per our conversation o For your signature o For further action as noted o Per contract o For review and comment o For your use 181 For your approval oFor_~~~~~~~~-o At request of ______ _ o Original will follow by mail REMARKS: Please let us know when the attached documents are approved, and we will provide additional copies for stamping. If you have any questions or need any additional information , please do not hesitate to call. Copy to: Signed:~-f-~ L.Rbertson, P.E. F:\1060 -Ed Freehling Builders\0002 -Shenandoah Subd ivis ion\Orawingslphase 19\Correspondence\COCS-George01-Tletter. wpd MB McCLURE & BROWNE ENGINEERING/SURVEYING, INC. May 25 , 2005 Bridgette George 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 (979) 693-3838 • Fax (979) 693-2554 • Email: mcclure@tca.net Assistant Development Manager Planning and Development Services City of College Station 1101 Texas Avenue College Station , Tx 77842 Re.: Shenandoah Subdivision, Phase 19 Construction Documents Review MBESI Proj No.: 1060-0002 Dear Ms. George: Below is the summary of the revisions made per the staff's comments . ENGINEERING: ~ ACTION: Verify limits of the structural backfill for the storm sewer line along Hunter Creek Drive? The limits of structural backfill for storm drain on Hunter Creek Drive (sheet 4 & 9) is shown correctly. Water Report: Is there a corresponding schematic for Exhibit G? Exhibit J (Water System Schematic) is the corresponding drawing for Exhibit G and Exhibit H. It has been updated to more closely match the pipe and node names used in Exhibits G & H. Comment #3: Drainage Report : ---r A.~e 2) Verify Applicable Exhibits Section AC-rieJN: , The report has been updated to show the correct Exhibit reference for the drainage area maps. B. ~able 2 verify 50 and 100-yr event information ACTION: The proposed condition flowrate and the existing condition flowrate for the 50 year and 100 year events were in the wrong columns. The report has been updated. age 4) Verify Table of Results AC The max 6" pipe length has been updated to reflect the correct length shown in the plans. xhi 1t C-3) Inlet 58 shows a velocity of 23 .3 fps , which is in excess of e maximum allowed , please explain . ACTION: The f/owrate to inlet 58 was incorrectly shown in Exhibit C-3 . The correct flowrate is 13 . 4 cfs which lowers the velocity in the pipe to 5. 6 fps . The report has been updated. ~nt#4 : (Sheet2) Provide detail of proposed fire hydrant on Southern Plantation. ACTION: ACTION: ~ment#6 : ACTION: ACTION: /omment#9: v ACTION: The detail for the proposed fire hydrant on Southern Plantation, is W1-01 on sheet 19 . The tee connection is shown as both a tapping sleeve and valve and a standard mechanical joint tee based on the situation . (Sheet 5) Existing sanitary sewer line labeled as 8 in. in plan and 6 in . Profile. The label in the profile has been adjusted to show 8 in . (Sheet 5) Run storm drain outside of pavement, instead of diagonal across Hunter Creek . In order to move the storm drain outside of the pavement an unnecessary structure will have to be built (inlet or junction box). After a conversation with Josh Norton at the City, it was determined that the current design was acceptable in this case . Sheet 7) Please verify the use of energy dissipaters on the storm inlet into the creek at the end of Windfree Dr. Is not needed . The velocity exiting the pipe from Inlet 58 (Windfree Dr.) is 5. 6 fps . The City's current drainage policy allows velocities of up to 6.0 fps on sodded cover. (Sheet 7) Show elevation of the existing sewer line in relationship to the proposed cul-de-sac at the end of Windfree Dr. And Tiffany Trail. In order to move the storm drain out of the pavement in this location would require an additional structure (inlet or j/box) which is unnecessary. Following a conversation with Josh Norton it was determined that the current design is acceptable . (Sheet 13) On Tiffany Trail move sanitary sewer serv ice connections to main (45 & 46) outside of pavement It is not possible to connect service #46 outside of the pavement in this case due to the location of a storm drain inlet. Service #45 has been left unchanged for consistency. mment#10: ACTION: ~11 : ACTION: ~ment#12: ACTION: r #15: ACTION: ~1#16 : ACTION: 1 (Sheet 14) On profile view the water line material type is mislabeled . The label has been updated. (Sheet 14) A gate valve is required on the proposed water line on Hunter Creek. A gate valve is required at least every 800 ft . The distance between the Bluefield and Decatur intersection with Hunter Creek is over 1000 ft . A gate valve has been added near the fire hydrant at Sta . 214+37 (Sheet 14) Verify that an air release valve is not needed at high point on the water line . According to the BCS Unified Water and Sewer Design Guidelines, water lines smaller than 12" are not required to have an air release at high points unless the "A " (algebraic change in grade) is greater than 10. In this case the "A " is only 3 .39 . (Sheet 15) On profile view the water line material type is mislabeled . The label has been updated. (Sheet 15) Verify flushing valve not needed where water line dips under storm line. According to the BCS Unified Water and Sewer Design Guidelines, if a flushing velocity of 5 fps can be provided in the proposed water line a flushing device is not required. When the fire hydrant on Bluefield Court is opened, the velocity in the 6" pipe from Southern Plantation to Bluefield Court is 7. 5°C!:..s, therefore no flushing device is provided. (See attached exhibit). 'I.? f (Sheet 16) Move water line service connections to main (21 & 22) outside of pavement. The plans have been revised per this comment. (Sheet 17) on "Typical Concrete Flume Section" profile the surrounding ground grade. Additional grading information adjacent to the flume is provided with the grading plan of the detention pond on Sheet 10. A note has been added to the detail sheet stating this . FYI: The city is discussing possible participation in the rehabilitation of the clay sanitary sewer lines. We have not been contacted by the City in regards to this issue . Sinret!)~ .J/,. ob~n P.E. :J.URE & BROWNE ENGINEERING/SURVEYING, INC. * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * * * * University of Kentucky Network Modeling Softwar e Copyrighted by KPFS 1998 Version 1 .200 -01/26/2000 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time : Thu Apr 21 10 :04 :24 2005 INPUT DATA FILENAME --------------F :\1060 -E-l\0002 - S-1 \Drawings\PH23AC-l\WATERA -1 \10 60 -000 .DT 2 TABULATED OUTPUT FILENAME--------F:\1060 -E -1 \000 2- S-l\Drawing s\PH23AC-1\WATERA-1\1060 -000 .0T2 PO STPROC ES SOR RESULTS FILENAME ---F :\106 0 -E-1\0002 - S-l\Drawings\PH23AC-1\WATERA-1\1060 -000 .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 FLOWRAT E ........... . HEAD (HGL) ......... . PRESSURE ........... . p I p E L I N E D AT A STATUS CODE : xx -CLOSED p I p E NODE N A M E #1 gallons/minute feet psig PIPE CV -CHE CK VALVE NAMES LENGTH DIAME TER #2 (ft) (in) ROUGHNESS COEFF . MINOR LOSS COEFF . ------------------------------------------------------------------------------- P -1 VP -1 J -5 303.59 1 2 .09 120.0000 0 .00 P -2 J -2 J-4 278 .49 6 .07 1 20 .0000 0 .00 P -3 J -2 J -6 237 .38 6 .07 120 .0000 0 .00 P -4 J -5 J-2 298 .07 6 .07 120 .0000 0 .00 P -5 J-4 J-3 337 .40 3 .07 120.0000 0 .00 P -6 J -6 J-8 333 .33 6 .07 1 20 .0000 0.00 P -7 J -7 J -5 1284.41 12 .09 120 .0000 0 .00 P -8 J -8 J-7 409.81 6 .07 120.000 0 0 .00 P U M P/L 0 S S E L E M E N T DA T A THERE IS A DEVICE AT NODE VP -1 DESCRIBED BY THE FOLLOWING DATA : (ID= 1) HEAD (ft) 230 .77 227.88 2 1 9 .23 E N D N 0 D E NODE NAME J -2 J -3 J -4 J -5 J -6 J-7 J-8 VP -1 FLOW RATE (gpm) 0 .00 580 .00 1160 .00 D A T A NODE TITLE EXTERNAL DEMAND (gpm) 3 .00 5 .25 1007 .50 12.75 3 .75 6.00 7 .50 0 U T P U T 0 P T I 0 N DAT A EFFICIENCY (%) 1. 00 1. 00 1. 00 JUNCTION ELEVATION (ft) 292 .00 296 . 00 291. 00 289 .00 290 .00 303 .00 300 .00 286 .00 EXTERNAL GRADE (ft) 286 .00 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 NUMB ER OF PIPES ................... (p) 8 NUMBER OF END NODES ............... (j) 7 NUMB ER OF PRIMARY LOOPS ........... (1) 1 NUMBER OF SUPPLY NODES ............ (f) 1 NUMBER OF SUPPLY ZONES ............ (z) 1 Case : 0 RESULTS OBTAINED AFTER 5 TRIALS : ACCURACY 0 . 00014 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 R E S U L T S STATUS CODE : xx -CLOSED PIPE CV -CHECK VA LV E p I p E NODE NUMB ERS FLOWRATE HEAD MINOR LINE HL/ N AM E #1 #2 LOSS LOSS VELO . 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) ------------------------------------------------------------------------------- P -1 VP -1 J -5 1045 .75 0 .94 0 .00 2 .92 3 .08 P -2 J -2 J -4 1012 .75 23 .27 0.00 11. 25 83 .55 P -3 J -2 J-6 -340 .22 2.63 0 .00 3 .78 11. 08 P -4 J-5 J -2 675 .53 11 .76 0 .00 7 .50 39 .47 P -5 J -4 J -3 5 .25 0 .05 0 .00 0 .23 0 .14 P-6 J -6 J -8 -343 .97 3 .77 0 .00 3 .82 11. 31 P -7 J -7 J-5 -357 .47 0 .54 0.00 1. 00 0 .42 P -8 J-8 J -7 -351 .47 4 .82 0 .00 3 .90 11 . 77 P U M P/L 0 S S E L E M E N T R E S U L T S INLET OUTL ET HEAD EFFIC -USEFUL INCREMT L TOTAL NAME FLOW RATE HEAD HEAD CHANGE ENCY POWER COST COST (gpm ) (ft) (ft) (ft) (%) (Hp) ($) ($) ------------------------------------------------------------------------------- VP-1 1045 .75 0 .00 221. 39 221. 4 E N D N 0 D E R E s u L T s NO DE NODE EXTERNAL HYDRAUL I C NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft ) (ft) (ft) (psi) ------------------------------------------------------------------------------ J -2 3 .00 494 .69 292.00 J -3 5 .25 4 71. 38 296 . 00 J -4 1007 .50 471.43 291 .00 J -5 12 .75 506 .46 289 .00 J -6 3 .75 497 .32 290 .00 J -7 6 .00 505 .91 303 .00 J -8 7 .50 501. 09 300 .00 VP -1 507 .39 286 .00 S U M M A R Y 0 F I N F L 0 W S AN D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLO WS FRO M T HE SYS T EM INTO SUPP LY NODES NODE NAME VP -1 NET SYS TE M INFLOW FLO WRA TE (gpm) 1045 .75 1045 .75 NODE TITLE 202 .69 87 .83 175 .38 76 .00 180.43 78 .18 217 .46 94 .23 207 .32 89 .84 202 .91 87 .93 201 .09 87 .14 221 .39 95 .94 NET SYSTEM OUTFLOW NET SYSTEM DEMAND 0 .00 1045 .75 ***** HYDRAULIC ANALYSIS COMPLETED *****