The URL can be used to link to this page

Home My WebLink About1 Final Plat(Check one) 0 Amending ($300 .00) *In cl udes public hearing fee FINAL PLAT APPLICATION ~Final ($400 .00) D Vacating ($400 .00) D Replat ($600 .00)* The following items must be consideration. submitted by an established filing deadline date for P&Z Commission MINIMUM SUBMITTAL REQUIREMENTS: ~ Final plat review and filing fee (see above) NOTE: Multiple Sheets -$55.00 per additional sheet N/A Variance Request to Subdivision Regulations -$100 (if applicable) Development permit fee of $200 .00 (if applicable). Infrastructure inspection fee of $600.00 (applicable if any public infrastructure is being constructed) N/A All replats must be accompanied with a copy of the deed restrictions/covenants for this plat. ~ Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) [2J One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). [2J Paid tax certificates from City of College Station , Brazos County and College Station l.S .D . [2J 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 public infrastructure plans associated with this plat (if applicable). N/A Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). NAME OF SUBDIVISION --------'S""'"h"'""e'-'-n=a~nd~o~a~h~P-'h=a~se~1 ~9 ____________ _ SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block) to the east of the intersection of Southern Plantation and Decatur APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name Edward Froehling & Ed Froehling 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 ----~~-~~~----Fax Number 979 .774.0565 ----~~~~~---- CURRENT PROPERTY OWNER'S INFORMATION : (All owners must be identified. 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=a'-'-m'"""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 Phone Number 979.693 .3838 Fax Number 979.693.2554 1-Aug-02 1 of 5 SUPPLEMENTAL EVcLOPMENT PERMIT INFO MATION 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 8. 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. D. I, Michael R. McClure. P.E. , cer:tify that th~,~ll~ations or development covered by this permit shall not diminish the flood-carrying capacity~~w adjoining or crossing this permitted site and that such alterati s or developmentA'°~ ~ requirements of the City of College Station City Code, Ch t r 13 concerning enlfi>~h of~~ ays and of floodways fringes. ii* : .__...:. ... , .. <!... ~ ...... ""..... WRE i I I ,, z MIC~~F,}..t:Ut1.qg ....... ~f 4 JI ~5" ,~ ... ~ 32740 Q//tl',._o_a_,t~,__,,~----------- 't0;· .. ~o,sT~~~ .. · ~ 4 I, ___________ , do certif~~~~~d alterations do not raise the level of the 100 year flood above elevation established i~,~~st Federal Insurance Administration Flood Hazard 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 CITY O F C OLLEGE STATI ON Plan ning cf DewWpmmt Sa11iu1 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 Froehling & Ed Froehling 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 Requ irements 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 requ ired to remain is strictly prohibited . The disposal of any waste material such as , but not lim ited to , paint, oil , solvents , asp halt , concrete , mortar, or other harmful liquids or materials within the drip line of any tree requ ired to remain is also proh ibited . Fu ll Developme nt Permit The Contracto r shall take a ll necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance wi th the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criter ia. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the cont ractors responsibility to implement measures that will meet City , State and Federal requirements . The Owner and/or Contractor sha ll assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any s il t fencing or hay bales used for temporary erosion control. The Owner and /or Contractor shall also insure that any distu rbed vegetat ion be returned to its orig inal condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as eros ion , siltation or sedimentation resulting from the permitted work . In accordance w ith Chapter 13 of the Code of Ordinances of the City of College Stat ion , measures shall be taken to insure that debris from construct ion , erosion , and sedimentation shall not be depos ited in city streets , or exist ing drainage facilit ies . I he reby grant thi s perm it for development of an area outs ide the spec ial flood hazard area . All deve lopment shall be in accordance w ith the plans and spec ificat ions submitted to and approved by the C ity Engineer in the development perm it app li cation for the above named project and all of the codes and ordinances of the City of College Station that apply . 7 7 Date Item 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 Shenandoah Subdivision, Phase 19 Engineer's Estimate April 1, 2005 Description Unit Quantity Estimated Unit Price p . c t f av mg ons rue 100 Prepare ROW Lump Sum 1 5000.00 Roadway Ex cavation C.Y. 4 ,193 3 .50 1.5" HMAC Surface Course S.Y. 5,721 5.75 6" L ime Stabilized Subgrade S .Y. 8,863 3 .00 E xtra Lime Ton 50 96.00 6" Crushed Limestone Base S.Y. 5,721 5.75 All Types Curb and Gutter L.F. 3,838 8.00 Concrete Aprons and Alleys S.Y. 1,706 27.00 4" Sidewalk S.F. 4 ,896 3 .00 Sidewalk Ramps S .F. 261 3.00 Paving Subtotal Draina e S stem Construction Channel & Pond Excavation C.Y. 6,052 3.50 18" Reinf. Concrete Pipe, Str. Backfill L.F . 60 38.00 21" Reinf. Concrete Pipe, Str. Backfill L.F . 389 47.00 27" Reinf. Concrete Pipe, Str. Backfill L.F . 251 64.00 21" HDPE Pi e, Non-Str. Backfill L.F. 99 40 .00 24 " HDPE Pipe, Non-Str. Backfill L.F. 132 45.00 27 " HDPE Pipe, Str . Backfill L.F. 20 60 .00 27" HDPE Pipe, Non-Str. Backfill L.F. 236 50.00 30 " HDPE Pipe, Non-Str. Backfill L.F. 17 55 .00 36" HDPE Pi e, Non-Str. Backfill L.F. 85 60 .00 Sloped Headwall for 21" RCP EACH 1 700 .00 Sloped Headwall for 24" RCP EACH 3 800 .00 Sloped Headwall for 24" RCP w/energy dissipators EACH 2 1000 .00 Sloped Headwall for 30" RCP EACH 1000 .00 Sloped Headwall for 36" RCP EACH 1 1200.00 1 O' Curb inlet EACH 4 2000.00 5' Curb inlet EACH 7 1500.00 Standard Junction Box EACH 1 2250.00 4' F lume L.F . 396 18.00 EACH 11 50.00 S .Y. 13 ,900 0.25 S.Y. 13 ,900 0 .25 L.F . 2 ,130 2.00 Constru E ACH 2 1700.00 SWPPP Sum 2000.00 Drainage System Subtotal Page I of2 Total 5,000 14 ,676 32 ,896 26 ,589 4 ,800 32 ,896 30 ,704 46,062 14 ,688 783 209,093 21 ,182 2 ,280 18 ,283 16 ,064 3,960 5,940 1,200 11 ,800 935 5,100 700 2 ,400 2 ,000 1,000 1,200 8,000 10 ,500 2 ,250 7,128 550 3,475 3,475 4 ,260 3,400 2 ,000 139 ,082 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 w s ater ;ystem c onstruchon 3 11 PVC, D2241 Water Line, Str. Backfill L.F. 3 11 PVC, D2241 Water Line, Non-Str. Backfill L.F . 6 11 PVC, C909 Water Line, Str. Backfill L.F. F ire Hydrant Assembly EACH 6 11 Gate Valve EACH 6 11 x 13 11 Anchor Coupling EACH 6 11 x 6 11 Tee EACH 6 11 x 4 5 degree bend EACH 6 11 x 22 .5 degree bend EACH l 11 Blow Off Assembly EACH 6 11 x 3 11 Reducer EACH 1.5 11 Water Service :S 20 feet (avg. length= 5 ft.) EACH 1.5 11 Water Service> 20 feet (avg. length= 48 ft.) EACH 1 11 Water Service :S 20 feet (avg. length = 4 ft .) EACH l 11 Water Service> 20 feet (avg. length= 50 ft.) EACH s s ewer ;ystem c onstruction 6 11 PVC, D-3034 , Non-Str. Backfill 6" PVC, D-2241 , Non-Str. Backfill Standard Manhole, 6-8 ft . deep Standard Manhole, 10-12 ft. deep Standard Clean-Out 4 11 Sewer Service :S 20 ft . (avg. length = 5 ft.) 4 11 Sewer Service> 20 ft. (avg. length = 44 ft.) Adjust manhole top Connection to Existing Manhole (w/drop connection) Trench Safety (sewer) Estimated Construction Cost _...._,,,,,,,,, ---=;.~OF rE=".i..\\\ : .... ············~ .... .::-~' .... * ·· .. ~ .. , ~* .·· ··. iC ,,, ""*... ... * ~ ~ : .................. ~ :t····················. JSON ~ ~ JEFFERY L. ~R~~~ .......... ~ ~··.;:;r ·········9474s .:r:r: ~ ~~.... ..:/fl~ l1I 04 ... ~ICENS'i;,,~-·~§ ,5 It ''& ·•········· ~~v ..::-J'JJ~f/1-WJ 4-1--0~ Page 2 of 2 L.F. L.F. EACH EACH EACH EACH EACH EACH EACH L.F. Quantity 90 369 1,2 07 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 Svstem Subtotal Total 1,440 3,321 2 2,93 3 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 11.lf • , h JI ~g JO ~~ r~ ~~ : . S: . • t}. ···1)1 ~,,,ct--·-·- ' • ~.. \, II ~ l 10 ~ i 9 I·.. f' II.tr ti ;i ; ! l - u rur t ~~ 5 ~l ~~ , ! r ! ~ : ; . l . t • -· un ·~ tlW isc1rt • "'4'11' t -~it Wi' rud ,,_ 'C ·I., , , • • 15 ~8 16 ~~ ;a h ~? ?! ,, ~ ! 16 '. ; . . ; ' ! : • l ) 28 H 21 ~~ 28 H ~~ h. JS ~ 1 ! t ; . J • ~I I" • ll'IZ11't --.. ,!,C'------,.~(t---11 ,,.., • h ~~ z~ 8 . ' ' ~; I lf !1; Bloc 48 ~ ft- to.II: .... , 24 ~~ pf :· l~ J "1 :- 11!0' '>, ~ g ~~~ ·r • I . " l • s• • ' Wit c' ) • ~' ~~ . ~ J ~ t )"I~ : . ; . • I ~ I • ~ ""!~ --,IQ'--, s~·r-1•'1 ~ll-llC'l!OO'l>< ST\'t ill' 117'1 ~ill'~ ~ ~. h ~tiTC ~~; ,~ ua •• -~ ie-::'f;!'l ~=-:: :=:::-~e~,lid.~ .. ~"',, 1;:' ,,.::::.:": =~r--r;;.~,.....,_...,,., .. ~~'::~~~~n:.~:. ~fl~~tt ... ~~·~t:i.iM'f'• """"Br" ~~~ .. ~ ... _:::__..w,,; '!t.*lt ~ . ., w eJt -*'I ~ 1J 1 .... ~if -·~,..,,~ ·~,.1•1 JI / ' ,;~.tr·~ ,, /\. ~ \. ( L--·-- Vicinity Mop -"'I> ~ ~~lt+,tCfr$1\t h'u#f".A'U~- "'.W11!1.fbt~~-~·tlt'!tl1~trtt·\"'1(' ~l!A'1($1i.1'.,1 •~~!1'44'1fi1' .,, .... MdCll~'>*'llf!'.fbi.Jr'•)I J9f!~;IJ l, 4::~ ki ,.,. .. lt-.ftl''3: JN 19" ~tt~ • w •~• ,,_, -. .h'li,. .t.0~r:un :i ~M'~\kt°"J~»'"ttk:'.d iit ;~~-~ m. J.111 ;tlG:'1)'>tM&M.11 ·1 "-~J!t·.~fl-ttrft«l~~l!'t 'C~fl !:tilt;' S\t~ ~ ~*1 ~t'I:' u . .. Mlttnt~d-ifU,fcwttltciJI"~* i ·tltft·--·~.,.. ... lftit~ ., iibll"rii:t• ~-~~C.tl~t.«"'ll!l:r1 ~•'~Ui°'IKlib&, 0 · Jft'~'1t;.ttt1 • -ftft~ 'l/'' )? l\:f r.v~ REPLAT SHENANDOAH PHASE 19 19.304 ACRES P{}f][RT Si[,ftl~ L£4~J[, ~-S' COit£G[ STATION, &fAlOS CCl\VTY, t!J'AS .~l(t)! !ifAt-,~ ~ ,,. >.4 I rt--------------· / DRAINAGE REPORT AND WATER & SEWER REPORTS FO R SHENANDOAH SUBDIVISION PHASE 19 March 2005 (Revised May 2005) MBESI# 1060-0002 SUBMITTED BY: M c CLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 • College 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 ............... ,,,,,,,\ ---~€.OF r~ ''t .:? ~'\~ ... ············ :..r-"1. ''• f* ...... * ··· ... 1S1_.1,, ~ *: ·. 'I. ~ ...... · .......................... : ... ~.~ ~J~f.F.~~x.~ ... ~9.~.~RrsoN I ~ ~ \ 94745 ·····-.:"'"I "'" ~a·· /!!; !! I ~ I ~ 11,~··.~f.CcNS~?./§" 5 ., 1$1~ ··•··••·•• ~<::>.: \\\ "IONAL e ---\'"'''~ .. -..'" 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 D es ign Storm : D es ign 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 l 8A. 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 l 8A in order to release drainage from Windfree Drive without detention as shown in Exhibit B-4. Page 2 of3 Table 1 -Detention Facility #1 Storm Existing Condition Proposed Conditions Detention Facility #1 Detention Facility #1 5-year event 40.5 cfs 19.5 cfs 10-year event 45.5 cfs 21.5 cfs 25-year event 51.9 cfs 28 .1 cfs 50-year event 58.7 cfs 34.1 cfs 100-year event 66 .0 cfs 40.1 cfs Table 2 -Detenti o n Facility #2 Storm Existing Condition Proposed Conditions Detention Facility #2 Detention Facility #2 5-year event 44.5 cfs 38.1 cfs 10-year event 50.0 cfs 44.0 cfs 25-year event 57.1 cfs 51.5 cfs 50-year event 64.5 cfs 59.2 cfs 100-year event 72.5 cfs 68 .6 cfs Applicable Exhibits: D-l 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 SIO N AND SEDIMENTATION CONTROLS 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 WATER AND SEWER SYSTEM ANALYSIS FOR SHENANDOAH SUBDIVISION, PHASE 19 General Information Area encompassed by this phase: Anticipated land use: Anticipated number of lots: Notes on surrounding development : 19.5 acres Single family residential 56 lots 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. Water System Analysis Primary water supply line: Secondary water supply lines: Software model: Average daily flow: Peaking factor : Estimated peak domestic demand: Estimated fire demand: Pipe material: Most Hydraulically Remote Point: 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 0.75 gpmper residential lot 1000 gpm PVC (C909) 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.) (Se e Exhibits H & J) Table of Results Desi ned Re uirement Notes 83 .3 20 i Fire flow conditions I 6.61 12 1 Fire flow conditions 458 500 160 800 I Dead-end line 1287 1500 I With connections on both ends Conclusion : The proposed water system exceeds the requirements of TCEQ and the City of College Station Applicable Ex hibits: 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 N value : 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 Map Numbers: 48041 C0205D t 48041C0201D Effective Dote : FEBRUARY 9, 2000 i5 ;t c 0 a:: w ..J ..J c( i5 Q. c( LL w 0 j:: I-c (.!) a:: ..J z c( z c( c( w z w (.) :'.3 :c ..J ~ i5 w ::& ..J z c a:: I-~ c( iii w ~ w (.!) I-> >z e ~~ w c( e o~ c a:: Q. 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 0.56 63.0 2A 1.06 0.56 0.00 0.50 0.67 67.0 2B 1.31 0.61 0.00 0.70 0.87 62.0 3 2.98 0.56 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 4.58 78.0 SA 0.65 0.21 0.19 0.25 0.41 55.0 SB 1.41 0.50 0.67 0.24 0.78 63.0 Bypass-Ex 2.06 0.92 0.53 0.61 1.21 63.0 Bvoass-Pr 2.06 0.59 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 75.0 12 0.65 0.00 0.65 0.00 0.36 70.0 13 1.41 0.00 1.41 0.00 0.78 140.0 20 2.49 0.41 1.59 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 0.75 0.00 0.75 0.00 0.41 1.0 Ex-1 12.29 10.98 0.87 0.44 5.27 1.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Shenandoah Subdivision Phase 19 & 18A ;t 0 ;t ~ ..J LL 0 c ..J ..J z LL LL ~ :'.3 a:: :c a:: u w I-w 8 I-u I-a:: ..J ~ (.!) ~ ..J .; w ..J ::> z ::::> ..J ..J w > c( (.!) ~ (.!) ~ ~ iii ti) a It) 0 LL (.) ::::> !:::! ~ a ft. ft. ft. fUs min min In/Hr cfs In/Hr cfs 0.6 431.0 4.5 1.6 5.0 10.0 6.33 3.2 7.7 3.9 0.6 378.0 4.5 1.7 4.4 10.0 6.33 3.5 7.7 4.3 0.7 316.0 3.0 1.5 4.3 10.0 6.33 4.3 7.7 5.2 0.6 432.0 5.0 1.7 4.8 10.0 6.33 5.5 7.7 6.7 0.8 592.0 6.0 1.6 6.8 10.0 6.33 15.2 7.7 18.5 1.8 593.0 7.0 1.9 5.8 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 35.2 0.6 331.0 2.0 1.3 4.9 10.0 6.33 2.6 7.7 3.2 0.6 423.0 2.5 1.3 6.1 10.0 6.33 5.0 7.7 6.0 0.6 423.0 2.5 1.3 6.1 10.0 6.33 7.6 7.7 9.3 0.6 423.0 2.5 1.3 6.1 10.0 6.33 8.0 7.7 9.7 1.4 323.0 4.0 1.3 5.8 10.0 6.33 4.5 7.7 5.4 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 3.5 10.0 6.33 2.3 7.7 2.8 1.4 391.0 9.5 1.6 5.4 10.0 6.33 4.9 7.7 6.0 3.5 740.0 8.2 1.7 9.0 10.0 6.33 9.4 7.7 11.4 2.0 617.0 8.0 1.9 6.5 10.0 6.33 4.7 7.7 5.7 5.5 575.0 8.5 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 0.5 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 40.5 0 It) 0 ... It) l"4 :!: a !:::! a In/Hr cfs In/Hr cfs 8.6 4.3 9.9 5.0 8.6 4.8 9.9 5.5 8.6 5.8 9.9 6.6 8.6 7.5 9.9 8.6 8.6 20.7 9.9 23.7 8.6 2.9 9.9 3.3 8.6 39.5 9.9 45.1 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 3.5 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 45.5 9.9 51.9 § 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 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 g s: 0 0 a a :!: cfs In/Hr cfs 5.6 12.5 6.3 6.3 12.5 7.0 7.5 12.5 8.4 9.7 12.5 10.9 26.8 12.5 30.1 3.7 12.5 4.2 51.0 12.5 57.3 4.6 12.5 5.2 8.7 12.5 9.8 13.5 12.5 15.1 14.0 12.5 15.8 7.8 12.5 8.8 4.4 12.5 4.9 4.0 12.5 4.5 8.6 12.5 9.7 16.5 12.5 18.5 8.2 12.5 9.2 19.1 12.5 21.4 2.4 12.5 2.7 0.9 12.5 1.0 4.6 12.5 5.2 58.7 12.5 66.0 5/19/2005 1060-0002p19-drn.xls Exhibit C-1 ~ . ~o g~ ~~ ~< 18 28 3 SA 58 10 11 12 13 20 22 238 24 ~ i. < ~ ~ 0 t)l) = ~ i. ... ~ co: ... i. o~ 0 co: ~ i. co: ~ t)l) co: = ·; i. ~ cfs na I 4.8 na I 7.5 na I 20.7 na I 3.6 na I 6.8 13.0 I 6.1 12.0 I 3.4 20B I 3.1 21B I 6.7 na I 12.8 na I 6.4 na I 1.9 21B I 0.7 i. ~ 0 t' i. co: u 0 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 -~ = ~ -co: 0 'i -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 -= -"O ~ -~ ~ i. -00 27 27 27 27 27 27 27 27 27 27 27 27 27 -~ ~ i. -00 -. "O ,o ~ o" i. .._ ·= ~ C"' Q., ~ 0 ~ Ci5 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% 0 z tl -= ~ tl = ~ -co: 0 'i -0 ~ 1B I 9.2 2B I 13.4 3 120.7 5A 5B 110.3 10 I 6.1 11 I 3.4 12 I 3.4 13 I 6.7 20 112.8 22 I 6.4 23BI 16.6 24 I 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 ~ ~ i. ~ ~ ~ . "O C"' ~ ~ ~ "O ~ "O ·:;: 0 i. ~ ~ Curb Inlet cfs I ft I ft 2.33 I 3.94 I 5 2.33 I 5.73 I 10 2.33 I 4.43 I 5 0.621 9.84 I 10 0.621 5.46 I 5 0.621 5.45 I 5 0.62110.841 10 2.33 I 5.47 I 10 2.33 I 2.73 I 5 2.331 7.121 10 0.62 I 1.08 I 5 i. -= . ~ -~ ... Q., • 0 ~ 00 >. ~ t i.. "O ~ i. ~ • co: "O ~ u § < 0 ~ u "O ~ i. ·= C"' ~ ~ co: ~ i. < Grate Inlet "O ~ "O ·~ i. ~ co: ~ i. < ft I cfs I sq-ft I sq-ft 0 0 0 0 0 0 0.3 0.3 0.5 0 0 0 0 5/19/2005 1060-0002p19-drn.xls Exhibit C-2 EXHIBIT C-3 PIPE SIZE CALCULATIONS Shenandoah Subdivision Phase 19 & 18A .§i = « ~ ~ !:)!) « E Q ... ~ ~ ~ Q. Q. 0 < ~ ~ E-< "O Q ... 0 u 0 ~ ~ ~ ~ z r.l .... .... "O Q. i.. ,..;i ,..;i IJJ ~ ~ ~ ~ = E-< z < .§i = .... ~ 0 r.l :e ~ ~ « .... t r.l ~ ~ E-< -~ ~ 0 ~ ,..;i 0 0 ~ ell 0 "O 0 0 0 ·c: N r.l z CJ ~ =-~ ~ E-< E-< E-< Q j,;;J ~ <S z s ~ r:n > # # Ac. min yr cfs cfs # cfs o/o " 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 5B 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 23B 0.7 10.0 10 6.4 8.3 1 8.3 0.71 18 4.7 23B 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 == ~ E-< ~ Cl z ~ r.l i.. ,..;i E-< I 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 = E-< == ~ r.l E-< @) ~ ~ CJ E-< min I t 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 In lets FL FL 8ealn Pipe From To Uppe r Lower WS Elev 010 Dia 3 HW3 278.8 278 .37 279 .80 42.08 36 2 8 3 280.18 279 .55 281.10 13 .36 27 18 3 280.25 279.55 281 .10 9.18 27 13 HW 13 28 4.41 283.64 285.00 18.23 24 12 13 289.75 288 .65 285 .70 11 .95 21 11 12 296.96 289.85 290.74 9.41 21 10 11 297.41 297 .21 298.13 6.08 18 24 HW24 283.31 283.25 285.00 34 .98 30 238 24 283.92 263 .56 285.96 22.88 27 22 23 8 28 4.88 284 .67 286.45 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 startlna Depth Velocltv Velocltv Le nath Sf P loe S Lowe r WS Elev un~r Hf In Out 75 0.460% 0.573% 280.47 280.47 280.90 0.35 5.57 7.50 119 .16 0.216% 0.529% 280.84 281.10 28 1.47 0.26 0.00 5.57 136.88 0.102% 0.511% 280.66 281 .10 28 1.26 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 .61 290 .71 0.63 8.61 8.84 332.62 0.692% 2.138% 290 .64 290.74 29 7. 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 28 5.72 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 .31 281 .70 281 .35 0.08 0.00 4.41 End Ina Too Delta Hi WSElev Inlet Check 0.20 281 .10 284 OK 0.24 281 .71 284.43 OK 0.20 281 .46 28M OK 0 .14 285.70 292.4 OK 0 .03 290.74 293.6 OK 0.38 298.13 300.87 OK 0.19 298.58 300.91 OK 0.09 285.96 288.78 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 0.41 56 a Main Full Inlet In 47.0 28 21 .0 0 20.6 0 29 .2 12 20.5 11 21.6 10 8.o 0 24.4 238 23 .0 22 8.2 0 9.3 0 5/19/2005 1000-0002p1 S-drn .xls ExhlbltC-4 lriets FL FL Benin Pine From To Uooer Lower W SElev 0100 Di a L~h 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 27 119.16 0.4 5% 18 3 280.25 279.55 282.27 13.32 27 136.88 0.21% 13 HW13 284.41 283.64 285.50 26.50 24 40 2.69% 12 13 289.75 288.65 286.72 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 .4 1 297.21 298 .46 8 .82 18 30.1 1.38% 24 HW24 283.31 283.25 285.50 50.83 30 14 .7 1.78% 238 24 283 .92 283.56 286 .10 33.20 27 58.5 1.33% 22 236 284.88 284.87 286 .97 9.23 18 30 1.52% 58 HW5 279 .6 279 .56 282 .42 14 .98 21 10 1.75% EXHIBIT C-5 HYDRAULIC GRADE LINE -1 OOYr. Storm Shenandoah Subdivision Phase 19 & 18A Normal ~ Denth Slarttno Oenth Ve locitv Velocitv Endinn Too Endlna Ploe S Lower ws Elev Unoer Hf In Out HI WS Head Inlet WS Elev 0 .57% 281 .3 7 281 .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 0.5 1% 280.84 282.27 28 1.54 0.29 0.00 5 .50 0.23 282 .79 283.5 282.79 1.93% 265 .09 285.SO 285 .86 1.06 9 .55 10.50 0.15 266 .72 292.4 28e.72 1.94% 269.83 289.83 290.93 1.34 9.47 9.55 0 .01 29 1.18 293.8 291 .18 2.14% 290 .86 291.18 297 .97 4.84 5 .13 9 .47 0 .49 298.46 300.87 298 .411 0.66% 298.7 1 298.71 298.91 0 .42 0.00 5.13 0.20 299.33 300.91 299.33 0.41% 285.75 285 .75 285.81 0.28 6.58 5 .65 0.09 286.10 288.78 2ee.10 0.64% 285.8 1 286.10 286.17 0.75 5 .27 6.58 0.12 286.97 2&e .38 288.97 0.70% 286 .17 288.97 286.36 0.4 6 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 Delt a a St reet Check Delta Surfac e Width OK 1.73 0.00 27 O K 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• 0.00 27 Surch1rae -0.43 1.40 27 Street ROW ~~. Caoac it v 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% 108.19 2.00% 108.1 9 0.60% 58 .16 Main Inlet In 26 0 0 12 11 10 0 23 6 22 0 238 5119/2005 106(}.000?p 19-dm .xls F~hl bit c~s D.A. # D.A. # 'It ~ 0 Q. ~ w f! -0 z Cl c iii e II.. ::!! "tJ a!. ~ p.. 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 0 0 t. w c c II) '.!:! 0 + 0 "CJ~ ..JO c .!. + ~ c( II.. + '.!:! c + c > .... 0 l(l l!? a o.!! 00:: c a.. w i:;. o.. cfs cfs cfs cfs ft 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 .3 1 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 11 08 .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 *D.A. PR.Pnd-1 is the combiniation of drainage areas contributing to Pond #1 0.00 indicates in ital condition C> ..J~ c( .... .... ~ ox i:;.w 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-dm.xls Exhibit D-1 O.A. # O.A. # :it .l:. 0 a. :;i; w ~ z Cl c: m ~ IL :E -g, Ii R .,.. p. 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 3 1 .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 4 7 .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 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 t; w c: c: fl) '.!2 .2 + ~ ..JO c: + ..... ,, ... < IL + c: + c: > I-0 ~ fl) ii o.!! 00:: c: ..... IL W i:;.. IL 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 .51 282.35 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 28 5.00 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 .3 1 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 .80 811 .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 .00 623.1 4 662 .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 21 5 .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 *O.A. PR.Pnd-1 is the combiniation of drainage areas contributing to Pond #1 0.00 indicates inital condition Cl ..J~ < I-I-fl) ox 1-W cfs 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 41 .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.xls Exhibit 0 -1 D.A. # D.A .# 'It .:: 0 Q. ~ w .. -c z c. c iii 2 a.. ::!: "Cl a: >-p.. 8 :r 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 22.2 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 Routing EVENT= 25 c a 0 ~ w c c II) ~ ~ .2 ....I 0 + ~ "Cl 1ii ca:a.. c + + + c c > I-0 ~ ~ c o.!! 0 Ir c CJ a..w "'"a.. 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 24.41 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 27 .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 .29 835.12 886.96 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 5.22 714 .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 15.14 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 *D.A. PR.Pnd-1 is the combiniation of drainage areas contributing to Pond #1 0.00 indicates inital cond ition (!) ....I~ < I-I-II) 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. # 'II: r. c Q. -w !.'! -0 z en c iii 0 IL -l; a:: :E ~ 8 ti- 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 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 51 .3 51 .3 EXHIBIT "D-1" DETENTION FACILITY #1 PROPOSED DETENTION FACILITY ROUTING Shenandoah Subdivision Phase 19 & 18A Pond Routing EVENT= 10 c a c ~ w c c (/) 0 -a 'tJ i ...JO + ~ --< IL c :E + + c > I-0 + c !!l !!l fy o.!! e g: .E ti. w 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 15.37 100.39 318.92 351 .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 21.37 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 18.01 284.54 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 .00 223.37 253.52 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 .5 285.02 21.5 "D.A. PR .Pnd-1 is the combiniation of drainage areas contributing to Pond #1 0.00 indicates inital condition CJ ...J~ < I-I-(/) e~ cfs 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 Exhibit D-1 O.A.# O.A.# 'It ~ 0 a. -w .. -c z c. c: iii ~ D.. ::?: ,, Ii ~ p.. 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 16 .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: II) + a '.E .2 ..J 0 c: .!. + + ,, J c( D.. + '.E c: c: .. t-0 l.!? l.!? c: 0-00:: c: CJ D..W .... a.. cfs cfs cfs cfs ft cfs 4 .06 0.00 0.00 0.00 282 .08 0 .00 12.18 0 .00 4.06 3.79 282 .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 16.98 284 .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 69.29 252 .23 263.03 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 17.16 264.41 17.16 73.05 450.12 465.37 17 .63 264 .48 17 .63 68 .99 487 .06 523.17 16 .04 284 .55 18 .04 64 .94 519.26 556 .08 16 .41 284 .60 16 .41 60.66 546.77 564.20 16 .72 284 .65 16 .72 56.62 569.70 607 .64 16 .97 264 .69 18 .97 52.76 566.15 626.52 19.18 264.72 19 .18 46 .70 602 .23 640.91 19 .34 264.75 19 .34 44 .64 612 .03 650.93 19.45 264 .77 19.45 40.59 617 .64 656.67 19.51 284 .76 19.51 36.53 619.17 658 .23 19 .53 284.76 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 16 .96 264 .69 16.96 12 .16 547.26 564.71 16.72 284 .65 16.72 8 .12 522 .55 559.44 16.44 284 .61 16 .44 4 .06 494 .41 530 .67 18.13 284 .56 16.13 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 15.22 264 .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 17.08 264 .40 17.08 0 .00 13.03 48 .68 17.82 264 .51 17 .62 0 .00 0.00 13 .03 12.16 262 .69 12 .16 0 .00 0 .00 0 .00 0.00 282 .06 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 C> ..J~ c( t-t-II) 0 )( t--W cfs 0 .00 4 .05 8 .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 26 .36 26 .33 24 .31 22 .26 20.26 16 .23 16.21 14.16 12 .15 10.13 6 .10 6 .08 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 Exhibit D-1 ~ CJ 40.00 35.00 30.00 I I I 25.00 I I I 20.00 I I 15.00 10.00 5.00 I I I I I I I I \ ' \. \. \. Shenandoah Subdivision Phase 19 & 18A \. \. \. \. "\ \. \. \. 5 Year Event Hydrograph \. \. \. \. \. \. ' \. \. \. \. \. \. \. \. \. \. \. \. \. \ "\ \ \ 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 0-2 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 ------------------------------------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 0-2 50 .00 40 .00 i 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--~~~--~~~--~~~--+~~~~---~~~--~~~~'--~~~--~~~-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 ~ ~ Cl 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 -f-----+-----+-----+-----+-----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 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. # O.A. # 'It .:;;; 0 Q. "' w l! -c z Cl c: iii ~ Q. ::!: "O ~ ~ 8 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 RoutinQ EVENT= 5 O.A.# c: a t. 0:. c: c: :E 0 "' ..... a + ~ + "O Oi .. c: ..... .. + c: + c: > ~ l!! l!! c: ~i?i .!:: CJ 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 0 w V) ...rO < Q. t-0 e g: 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 O.A. # O.A.# )( w 0 "' .... ~ .. < t-.. ('I Q. t-V) x >. 81i'.i 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. # 'It .r:. 0 a. ... w f! -0 z Cl c iii !:! IL ::E ~ Ii 8 !.I-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 ~ Q: c c 0 "' ..... a ,, ~ + ii .. c + ..... .. + c + c > a. ill a if i?l ~ E: le 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 II) ...10 < IL I-0 8 g: 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> "' _,~ .. < I-.. ... a. I-II) ~ >. e~ w m 39.5 10.4 10.0 10.0 els cfs els 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 D.A. # D.A. # :it .r:. 0 Q. N w .. -0 z c. c iii e D.. ::!! -g, rr: 8 J: ~ 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 D.A. # c a t. it c c ..... ~ '.E 0 cli 'tJ ~ + + .. c ..... .. + c + c > Q. !!! !!! a o.!! >-c D..W ID 12 .4 10.0 cfs cfs cfs cfs ft cfs 4 .91 0.00 0.00 0.00 277.47 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 .57 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 •o.A. PR.Pnd-2 is the combination of drainage areas contributing to Pond #2 0.00 indicates inital condition 0 w II) ...10 <( D.. 1-0 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 5.71 4 .78 4 .00 3 .34 2 .80 2 .57 2.49 2 .41 2 .33 1.08 0 .00 0 .00 51.5 D.A. # D.A. # >< Cl w cli .... ~ ., <( .... .. N Q. .... !!! ~ >-0 )( w ID "-W 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.xls Exhibit E-1 - D.A.# D.A. # 'It J:; 0 Q. N w e -b Cl z 0 c iii a.. :ii! .t; rr: >-~ 8 :J: Qo 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 + ii c ~ c ~ 0 ~ + + "C ~ .. c .... .. c + c > Q. + ~ ~ c 0 .!! >-~ CJ a..w m 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 0.00 indicates inital condition 0 w II) ..J 0 <C a.. I-0 on:: I-0. 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~ ., <C I-.. N Q. I-II) .~ >-e~ m 51.0 13.5 10.0 10.0 els cfs els 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 0.A. # O.A.# ,. .r:. c Q. N w f! -ti z Cl c iii 0 0. -c ::!! Ii 8 >. p.. J: 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 Routin!I EVENT= 100 O.A. # c a ~ ii c c 0 .i. ... 2 ;::; + ... ., c + ... -g ~ .. !! + + c Q. c ~ ~ a if 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 inital condition c w (/) ..JO < 0. I-0 e~ 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 O.A. # O.A. # )( C> w .i. ... ~ ., < I-.. N I-!!! .:c Q. >. e~ w m 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 1060-0002p 19-drn .xis Exhibit E-1 45.00 40 .00 35.00 30.00 i 25 .00 0 20.00 15 .00 10 .00 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 I I I I r, I Shenandoah Subdivision Phase 19 & 18A 5 Year Event Hydrograph 0 .00+-~~~--~~~-+-~~~--+~~~~--~~~-+-~~~--~~~--~~~----i 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 EXIST ING 5/19/2005 Exh ibit 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 r, I \ I '\ I "" Shenandoah Subdivision Phase 19 & 18A , 10 Year Event Hydrograph ' 0 .00 -1'----------..,__ ___________ -__ ----llii--------+---~ 0 .00 5 .00 10.00 15.00 20.00 Tlme(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 ------+----------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 i' ~ a 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 r, I \ I '\ I ' ' '\ ' ' ' '\ '\ '\ ' ' '\ '\ '\ ' '\ ' '\ ' '\ ' ' '\ ' ' ' ' ' ' ' ' '\ '\ '\ \ ' 0 .00 -----------+--------------------------~ 0.00 5 .00 10.00 15.00 20.00 Tlme(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 ~ ~ 40 .00 a 30.00 20 .00 10 .00 L 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 & 1 SA '\ '\ '\ '\ '\ '\ '\ 100 Year Event Hydrograph '\ '\ '\ '\ '\ '\ '\ '\ '\'\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\. '\. '\ '\ '\ \ \ 0 .00 ........ ----+------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 tnB McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 • College Station, Texas 77845 (979) 693-3838 •Fax (979) 69 3-2554 •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 of this letter is to provide the TCEQ with the information necessary to comply with the requirements of§ 317 .1 (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 . F ebruary 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 :: ~7-()':J rh"'i'f' NB /Q·.35 V--' McCLURE & BROWNE ENGINEERING/SURVEYING, INC. ~ I 'I 1008 Woodcreek Drive, Suite 103 • College Station, Texas 77845 (979) 693-3838 • Fax (979) 693-2554 • Email : rncclurebrowne@verizon.net TRANSMITTAL LETTER T 0: Bridgette George DATE: May 25 , 2005 Assistant Development Manager Planning and Development Services City of College Station RE: Shenandoah Phase 19 Plans Phone: 764-3570 Fax: 764-3496 ATTACH . PRJT No.: 1060-0002 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 signature 181 For your approval o For your information o For further action as noted o For review and comment o Per our conversation o Per contract o For your use o For _________ _ 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:~l. I= e L R bertson , P.E. F:\1060 -Ed Freehling Builders\0002 -Shenandoah Subdillision\Drawingslphase 19\Correspondence\COCS-George01-11.etter.wpd HB McCLURE & BROWNE ENGINEERING/SURVEYING, INC. I 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: ~ Verify limits of the structural backfill for the storm sewer l i ne along Hunter Creek Drive? ACTION: The limits of structural backfill for storm drain on Hunter Creek Drive (sheet 4 & 9) is shown correctly. l C~2 : -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 . ACTION: Drainage Report: age 2) Verify Applicable Exhibits Section AC 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. -· 1t C-3) Inlet 58 shows a velocity of 23.3 fps, which is in excess of e maximum allowed , please explain. ACTION: The flowrate to inlet 58 was incorrectly shown in Exhibit C-3. The correct f/owrate 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: £mment#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 ofWindfree 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 service 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: ~#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 i n the rehabilitation of the clay sanitary sewer lines . We have not been contacted by the City in regards to this issue. SincetiJ~ .)./Ji o/l</.:n P.E fckuRE & BROWNE ENGINEERING/SURVEYING, INC. * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * * * * Univers i ty of Ken tu cky Ne twork Mode l i n g Soft wa r e Copyr i g h ted by KP FS 1 998 Vers i on 1 .200 -01/26/2000 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Da t e & Time : Thu Apr 21 10 :04 :24 2005 INPUT DATA F ILENAME --------------F :\1060 -E-1 \0002 - S-1\Dr awings \PH23AC-l \WA T ERA -1\1 0 6 0-0 00 .DT 2 TAB ULA TED OUT PU T FILENAME--------F :\1 0 60-E -1 \00 0 2 - S-1 \Drawi n gs \PH23AC-l \WAT ERA -1\1 060 -000 .0 T 2 PO ST PROC E SSOR RE SU LT S F I LE NAME ---F :\1060 -E-1\0002 - S-l \Drawings\PH23AC-l \WAT ERA-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 A T A STATUS CODE : xx -CLOS E D p I p E NODE N A M E #1 ga l lon s/minute feet psig P I P E CV -CHE CK VALVE NAME S LEN GTH DIAME TER #2 (f t ) (in) RO UGHN E SS COEFF . MINOR LOSS COE F F . ------------------------------------------------------------------------------- P -1 VP -1 J -5 303 .59 1 2 .09 120 .0000 0 .00 P -2 J -2 J -4 278 .49 6 .07 120 .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 1 20 .0000 0 .00 P -6 J -6 J -8 333 .33 6 .07 120 .0000 0 .00 P -7 J -7 J -5 1284 .41 1 2 .09 1 20 .0000 0 .00 P -8 J -8 J -7 4 09 .81 6 .07 1 20 .0000 0 .00 P U M P /L 0 S S E L E M E N T D A T A THERE IS A DEVICE AT NOD E VP -1 DES CRIBED BY T HE FOL LOWING DATA : (ID= 1) E N D HEAD (ft) 23 0 .77 227 .88 219 .23 N 0 D E NODE NAME J -2 J -3 J -4 J-5 J -6 J-7 J -8 VP -1 FLOWRATE (gpm) 0 .00 580 .00 1160 . 00 D A T A NODE TITLE EXTERNAL DEMAND (gpm) 3 .00 5 .25 1007 . 50 12.7 5 3 .75 6 .00 7.50 0 U T P U T 0 P T I 0 N D A T 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 TAB ULATED OUTPUT s y s T E M c 0 N F I G u RAT 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 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 VALVE p I p E NODE NUMBERS FLO WRATE HEAD MINOR LINE HL/ NAM 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 . 4 7 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 -35 1. 4 7 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 OUTLET HEAD E F FIC-USEFUL INCREMTL 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 NODE NODE EXTERNAL HYDRAULIC 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 .25 471.38 296 .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 A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTF LOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME VP -1 NET SYSTEM INFLOW FLOWRATE (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 *****