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HomeMy WebLinkAbout49 DP Shenandoah Ph 12513 04-23 DeCatice Dr.02/14/2005 MON 9:50 Fi\l 979 693 2554 McClure & Browne , Inc. 777 Development Servic ~002 /003 Item I 2 3 4 5 6 7 8 9 JO 11 12 13 14 15 16 17 18 19 20 Shenandoah Subdivision, Phase 12 & 13 Engineer's Estimate May 20, 2004 Description Unit Quantity Pavi.82 Comtruction Prepare ROW Lump Sum 1 Excavation C.Y. ,3,345 1.5" HMAC Surface Course S .Y . 9,788 6" Lime Stabilized Subgrade S.Y. 12,325 Extra Lime Ton 100 .. ..,. .......... 6" Crushed Limestone Base S.Y. 9,788 All Types Curb and Gutter L.F. 5,738 Concrete Apron and Knuckle S.Y. 522 4" Sidewalk S.F. 11,056 Sidewalk Ramps S.F. 218 Estimat.ed Unit Price 5000 .00 3.50 4.90 2 .75 96.00 5.75 7.50 22 .50 2.80 2.80 Paving Subtotal Drainae:e System Coostrw:tion 15" Reinf. Concrete Pipe, Str. Backfill L.F. 42 36.00 18" Reinf. Concrete Pipe, Str. Backfill L.F. ll4 37 .00 21" Reinf. Concrete Pipe, Str. Backfill L.F. 30 40.00 24" Reinf. Concrete Pi~ Str. Backfill L.F. 237 46.00 24" Reinf. Concrete Pipe, Non Str. Backfill L.F. 38 30.00 ~·-~-·--27" Reinf. Concrete Pipe, Str. Backfill L.F. 312 49.00 42" Reinf. Concrete Pipe, Str. Baclqi11 L.F . 68 95.00 42" Reinf. Concrete Pipe, Non Str. Backfill L.F. 365 68.00 Sloped Headwall for 24" RCP EACH J 1500.00 EACH I 2500.00 ,_ ___ ~Headwall for 42" RCP .. _ 21 1 O' Curb inlet EACH 5 1850.00 22 5' Curb inlet EACH 6 1250.00 23 Standard Junction Box EACH 1 2000.00 24 42"x 30 degree RCP Bend EACH 1 650 .00 25 Inlet Protection EACH 12 50.00 ... ,• .... ~ 26 Fibermulch Seeding S.Y. 7,070 0.25 27 Dry Rock Rip Rap S.F. 331 8.00 28 Backfill and shaping behind curbs S.Y. 7,070 0.25 29 Trench Safuty (storm sewer) EACH 1,206 LOO 30 Stormwater Pollution Prevention Plan LunmSwn 1 7000 .00 . Drainage System Subtotal Water System Construction 31 3" PVC, ASTM 2241, Water Line, Str. Backfill L.F. 184 12.00 32 3" PVC, ASTM 2241, Water Line. Non Str. Backfill L.F. J,102 8.00 33 6" PVC, C909 Water Line, Str. Backfill L.F. 330 19 .00 34 6" PVC, C909 Water Linc, Non-Str. Backfill L.F. 798 11.00 35 8" PVC, C909 Water Line, Str. Backfill L.F. 72 21.00 -36 12" PVC, C909 Water Line, Str. Backfill L.F. 675 30.00 37 Fire Hydrant Assembly EACH 3 1900.00 38 6" Gate Valve EACH 4 410.00 39 8" Gate Valve EACH 1 530.00 40 12" Gate Valve EACH 2 1110 .00 .. ·~ .... Page 1 of2 Total 5,000.00 11,707.50 47,961.20 33,893.75 9,600 .00 56,281.00 43,035 .00 11,745.00 30,956.80 610.40 250,790.65 1.,512.00 4,218 .00 1,200.00 I0,902.00 1,140.00 ·~ 15,288.00 6,460.00 24,820.00 l,500 .00 2,500.00 9,250.00 7,S00.00 2,000.00 650.00 600 .00 l,767.50 2,648 .00 1,767 .50 I ,206.00 7,000.00 103,929.00 2,208.00 8,816.00 6,270.00 8,778.00 1,512.00 20~250.00 5,700.00 1,640.00 530.00 2,220.00 02/14/2005 MON 9:50 FAX 979 693 2554 McClure & Browne, Inc. 777 Development Servic ~003/003 Item 41 42. 43 44 45 46 47 48 49 50 ~~ ........... 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 Shenandoah Subdivision, Phase 12 & 13 Engineer's Estimate M 20 2004 ay ' Description Unit Quantity 2" Blow-Off Assembly EACH 6 6" x 13" Anchor C~mpling EACH 11 8" x 13" Anchor Coupling EACH 1 l2''x 13" Anchor Coupling EACH 2 l2"x 6" Tee EACH 1 Estimated Total Unit Price 450.00 2,700.00 75.00 825.00 110.00 110.00 264.00 528.00 350.00 350.00 ·~ .,~ ..... ............. --~ ••. ~ .. ,.J" ... 12"x 8" Tee EACH 1 400.00 400.00 6" x 6"Tee EACH 2 160.00 320.00 6"x 3" Reducer EACH 3 100.00 300.00 6" x 45 degree bend EACH 8 180.00 1,440.00 ~:-~ 45 degree bend EACH 2 75.00 150.00 ....-.-· 1.5" Water Service~ 20 feet (avg. length"" 6 ft.) EACH 14 400.00 5,600.00 1.5" Water Service > 20 feet (avg. length = 44 ft.) EACH 20 825.00 16,500.00 1" Water Service::; 20 feet (avg. length"" 7 ft.) EACH 2 450.00 900.00 1" Water Service> 20 feet (avg. length-44 ft.) EACH 3 800.00 2,400.00 Trench Safetv (water) L.F. 3,161 0.50 1,580.50 Water System Construction 92,027.SO Sewer Sygt.em Coostruction 6 11 PVC, D-3034, Str. Backfill L.F. 1,080 31.00 33,480.00 6" PVC, D~3034, Non-Str. BackfiU L.f. 1,777 16.00 28,432.00 6" PVC, D-2241, Str. Backfill L.F. 80 40.00 3,200.00 Standard Manhole, 6-8 ft. deep EACH 1 1375.00 1,375.00 Standard Manhole, 8-1_0 ft . deep EACH 3 1600.00 4,800.00 I-·----Standard Manhole, 10-12 ft. deep EACH 3 1700.00 5,100.00 Drop Manhole, 16-18 fl deep EACH 1 2200.00 2,200.00 Standard Clean~Out EACH 5 300.00 1,500.00 6" Plug EACH 2 100.00 200 .00 4" Sewer S~icc :'.S :ZO fl (avg. length= 6 ft.) EACH 24 450.00 10.800.00 ·--4" Sewer Service> 20 ft. (avg. lmgth = 47 ft.) EACH 16 1500.00 24,000.00 Adjust manhole top EACH 1 300.00 300.00 Connection to Existing Manhole EACH 1 400.00 400.00 Trench Safetv (sewer) L.F. 2,937 1.00 2;937.00 Sewer System Subtotal l 18.724.00 Estimated Construction Cost $565,471.15 Page2 of2 -·-!Y !! ---... .. TCEQ IMPORTANT: Not!ce of Intent (NOi) for Storm Water isch~arges Associated with Construction Activi.ty under the TPDES General Permit •Use the attached INSTRUCTIONS when completing this form . TCEQ Office Use Only TPDE8i Permit Nu mber : TXR15 \_J_J_J_J GIN.\1Number : 1--1 --1--1--1--1--1--1 FeerRepeipt No . ________ _ •After completing this form, use the attached CUSTOMER CHECKLIST to make certain all items are p mplete and accurate . •Missing , illegible, or inaccurate items may delay final acknowledgment or coverage under the general pe npit. A pplication Fee: You must submit the $100 NOI Application Fee to TCEQ under separate cover (see i Js~ct ion s) using the attached Application Fee 1 submittal form. (DO NOT SEND A COPY OF THE NOI WITH THE APPLICATION FEE SUBMIT ~A rL FORM) Tell u s how you paid for this fee: A. OPERATOR 1. TCEQ Issued Customer Number (CN) (if avai lable): 2. Legal Name (spelled exactly as filed with the Texas Secretary of State , County, or legal document that \\vas used in forming the entity): \c~s 1 3. Mailing Address : ? O 60 X. V\ 9i S City: t)(\ .. l\ 4 . Phone No.: <4 1[ ) Z.. 5? -39 1 5. FAXNo. c'.1~(.p 3q°\ ·lD \7..- state: T lXa 5 Extension : E-mail Address: emo i" Suite No./Bldg .1\10.: 6. Type of Operator : • Individual G Corporation G Sole Proprietorship-D.B .A. G Federal Government I I G Par'f ers hip G Stat' Government G Oth ~r : 1 G County Government G City Government 7 . Independent Operator : •Yes G No (If governmental entity or a subsidiary or part df a larger corporation, check "NO") 8. Number ofEmployees: G 0-20 ; • 21-100; G 101-250 ; G 251-500; or G 501 or hi gher 9. Busine ss Tax and Filing Numbers (not applicable to Individuals , Government, General Partnerships, an ~ S 1 le Proprietorship -D.B.A): State Franchise Tax ID Number: Federal Tax ID : 1 ~ · Z.. 9] 75 CRS G TX SOS Charter (fi ling) Number: DUNS Number: I (If known) 3. BILLING ADDRESS (The Operator is responsible for paying the annual fee .) I Same As Operator (check if address is the same, then proceed with Section C .) Billing Mailing Address: "P 0 60 )\ City: State: Billin g Contact (Attn or C/O): . Country Mailing Information (if outside USA) Territory : Country Code : . Phone No.: Extension: . FAX No . E-mail Addre ss : '.Q-20022 (07/12 /2004) Suite No./Bldg .N ~.: 1ir ZIP Coae: Postal 1C ode: Page I of 3 ~ I C. APPLICATION CpNT AC~ (IfTCEQ needs additional information regarding this application, who sttould be contacted? I. Name : e. \c,\2.-\. Cd Cl '5 0 t--C\. Title: 0 I.A) \I e{'" 2. PhoneNo.: CGil9 ) Z,55 -~11 Extension: FAX No. Vj3(_p · 3crt · 10 \ z._ D. REGULATED ENTITY (RE) INFORMATION ON PROJECT OR SITE I. TCEQ Issued RE Reference Number (RN) (if available): 2. Name of Project or Site: Ed.wa. f"cl ~O e.,\\ l in 12. ii I~ 3. Physical Address of Project or Site: (enter in spaces below) Ale XO. rde ( iO.. 'i Street Number : Street Name: I ZIP Code (nearest to the site): Counw ~ounties if >!): "11<lY0 ffi>r~~s 4. Ifno physical address (Street Number & Street Name), provide a written location access description ttll t 9an be used for locating the site : (Ex .: 2 miles west from intersection of Hwy 290 & IH35 on Hwy 290 South) :, I I 0 l •• 5. Latitude : 30 3i 4 N 6. Standard Industrial Classification (SIC) code: 1 LRI I Longitude : ?J (p 0 I (p ' ,, <3 w \, II 7 . Describe the activity related to the need for this authorization at this site (do not rep eat the SIC and J.A Jds code): r\ tr u.c+ · e e.-~ s ;~ 8 . ls the project/site lo cated on Indian Country Lands? G Yes eNo If Yes , you must obtain authorization through EPA, Region VI. E. SITE MAILING ADDRESS (address for receiving mail at the site) I a Same As Operator (check if address is the same, then proceed with Section F .) i\; •I Mailing Address: I~ Suite No ./Bldg .~o.: F. GENERAL CHARACTERISTICS l . Has a Pollution Prevention Plan been prepared as required in the general pennit? e Yes G No If No , coverage may be denied as the PPP is required at the time the NOi is submitted to TCEQ. 2. Provide the estimated area of land disturbed (to the nearest acre): _ __,_(-"'Q'--__ .Ac res l. Provide the name of the receiving water body (local stream, lake , drainage ditch), MS4 Operator (ifappl l ca~le) and the segment number where stonn water runoff will flow from the construction site . \\\ , -r . b 1. c of ts1· .ord10. crect__, MS4 Operator : Receiving Water Body: I (I U \<? f L{ ·, I Segment: ------- 11\: EQ-20022 (07 /12/2 004) Page 2 of 3 G. CERTIFICATION I, Typed or printed name Dwoe( I Title (Require~ ,\ certify under penal ty of law that this document and all attachments were prepared under my direction ow supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted . Based on m ~~inquiry of the person or persons who manage the system , or those persons directly responsible for gathering the information, the information submitted is, t o ti\e best of my knowledge and belief, true, accurate, and complete . I am aware there are significant penalties for submitting false information, including th ~ p ~ssibility of fine and imprisonment for knowing ~~-I I further certify that I am authorized under 30 Texas Administrative Code §305.44 to sign and sb bmit this document , an d can provide documentation ::~:,''.Jll~E o .. , rA)'I ', (Use Bl e Ink) t II I ii EQ-20022 (07 /12/2004) Page 3 of 3 ~RAZOS VALLEY S~R>J~CES Invoice# Check Date 8/6 /04 Acct#: Description Taxes & Licens es Invoice Date Invoice Amount Payable to Check# 10738 Texis Gommission on Environmental Quali I Discount Total Discounts PLANTERS AND MERCHANTS STATE BANK 88-381-1119 10738 Amount Paid 100.00 Check Amount $100 .00 10738 AMOUNT DATE Aug6, 2004 ******** ** ******$100 .00 PAY T O THE ORDER OF One Hundred and 00 /l 00 Dollars i · Texas Commission on Environme ta l!Quali P.O. Box 13088 . Cashier's Office, MC-214 :1 Austin, TX 78711-3088 1 'I, 'I' 11 1 0 • 0 7 3i 8 11 1 I ;1, • • • 9 0 3i 8 • 8 I: 11 1 b 0 9 7 3i 5 9 11 1 BRAZOS VALLEY SERVICES Invoice# Description ; Invoice Date Invoice Amount Taxes & Licenses I [ Check Date Check# Payable To 8/ 6 1~ oEwxE aus1NEss FORMS! q]~§.a2a.oao4 www.de1uT.fi.1Mlf!;oQ omm i ssion on Environmental Qua Ii Discount Total Discounts 10738 Amount Paid 100 .00 Check Amount $100 .0 WATER SYSTEM ANALYSIS FOR SHENANDOAH SUBDIVISION PHASES 12 -13 July 2004 SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Wood creek Drive, Suite 103 •College Station, Texas 77845 WATER SYSTEM ANALYSIS FOR SHENANDOAH SUBDIVISION, PHASES 12 & 13 General Information Shenandoah Sulxlivision, Phases 12 & 13 encompasses approximately 17 acres of land in southern College Station. The site is located on the south side of Southern Plantation Drive near its intersection with Alexandria Drive. There are 68 single-family residential lots planned for the two phases. The area surrounding the site is rapidly developing with existing phases of Shenandoah to the north and east, undeveloped phases ofReatta Meadows sulxlivision on the west, and undeveloped phases of the Shenandoah Sulxlivision on the south. Water Svstem Analysis The City of College has a 12" water line that serves the Shenandoah Sulxlivision and runs the entire length of Southern Plantation Drive from SH 6 eastward to it terminus just east of Alexandria Drive. This line is looped to an 18" line along Barron Road in several locations. This 12" line will serve as the primary water source for Phases 12 & 13. Since two previous phases (8 & 9) of the subdivision are also served by this primary water source, the analysis that follows includes the pipe network that serves those phases as well. Computer modeling of the proposed · water system was conducted using the Kentucky Pipe Network Analysis (KYPIPES). A schematic drawing of the system in Phases 12 & 13 is shown in Exhibit A. Domestic water demand was estimated assuming 1.5 gpm per residential lot. A single hydrant flowing at a rate of 1500 gpm each was added to the model at hydraulically remote location to test the system under fire flow conditions. That node was #39 in Exhibit A. Crews from the city's Public Utilities Department conducted pressure tests on the existing line along Southern Plantation Drive in three locations. The results of these tests are given in Exhibits B, C and D. The residual pressures from these tests were used as the starting pressures (fixed grade nodes) for the KYPIPE model. A printout from the computer model for Phases 8a, 8b, 9, 12, and 13 under fully developed conditions is provided in Exhibit E. The lowest pressure under fire flow conditions was 67 psi at Node 39, which is where the flowing hydrant is located. This is well above the minimum pressure of 20 psi required by the City of Colle &._~and TCEQ. Therefore, one can conclude that the proposed system -~~ provide the pressure and Oowrates for this phase of the subdivisio * "> ~ Shenandoah Subdivi sion -.,r::\_ Phases 6 & 7 §t~ ~ itL L L ___ U __ ~ Li ___ _l_ _i _ J_ l _ -~' __ i ___ L __ JJ LJ I · ~ Ex. 12 .. W/L Southern Plantation Drive · N ©r-· _";---L.-.-J -;-_-;-=,. · ..=..J-.---;-~~ l---~ 0 1-.JJ~~-l ~_m ' I 1 Petersburg Court · ' I ---\ Spartanburg Court I~ 1--( --1--1,--,,--1:1 1~ ~ ~ ' --r--~ --1 -~f i I I ~' :::::--! ·I I --I I I I ,. I ~,~/-~l~~~'~1 l=_LJ ~i :--:~©-.~l ___ °1 l~ I ~ [I -........._ __ I · Waynesboro Lane . 1 ---~1 j Martlnsv1/le Lane I ~· 1 14 ~-----, ---. ]-,--I O> ( . r-1--i]--1 --------. I I \,,>< I I I J' 1---------~\L_ I I 11 i I I ~ \-I j I ----------l I I 1, c:: · · ""'"' \-.....l--i-t l-1 ~----+----: ---r-+, -------,--t~,., ~ : ! , ' I , , 1 8 ~ Y°) ~ '®,· , ~ ,:£'. §_ ~ :::!-~ "' EXHIBIT A WATER LINE SCHEMATIC SHENANDOAH SUBDIVISION PHASES ! 2-! 3 0204-SL-EXHIB.DWG ~· ~ ~· ~ :3 Q ""' Cl). " 0 g: Q g· Y'> ~~ ~" ~ :-.... ......... ~ o(()~t::l ........ Q ~ s ~~ §- Ci). "' Cl) Q ::)- ··-----__ ,,, ___ _. ... ·--.... ·-··!4· Exhibit B ------~------------------Ffow Test Report Date ~ ~ /2-o:J nme Test made by : &Z:~~ Loeqlion : Purpose of test : Representative: Witness: Flow hydnlnt number: f!'.-00 6 Nozzle stz.e~:;_.....,2=...:..... """"' >~-- Pilat reading : --tg:.,,._........,£ ____ G.P.M.: 1/ 6 [J Static hydrant number: R za Static: Assume: Joo P.s.1. . Residual : <)._5 P .S.t. Fixed Grade Node Calculations Connecting to Node 1 Elevation = 286 ft . Residual Pressure = 95 psi HGL = 286 + (95 psi /.433) = 505 ft. --------- Exhibit C -----·----------------·-------- Flow Test Report Dale b. -/ _2.-0 3 Time /(;: C/O ' @p_M_ Test made by: L Z-&~ LocqUon: -Purpose of test : -Representative : Witness: Fl¢w hydrant number. ;(-0 / .2. Nozzle slze: ;;?' ... L Pitot reading : ~£ . 11/0 G.P .M.: static hydrant number: ff-0,// Static: LCO .· P .S.I. Residual : @O P .S.I. Assume: Fixed Grade Node Calculations Connecting to Node 6 Elevation = 296 ft _ Residual Pressure = 80 psi RGL = 296 + (80 psi /.433) = 481 ft_ -·--------· ---·---· Exhibit D . -------------------------------FlowTesff<epod --- Date b -/ .,2. 03 Time ft?..' <(0 ' ., Test made by: L & .,& 7 Location : 1 /, ?a/ ;{!c?d/! o/:5 Purpose of test : RepresentatNe : Witness: --------- A .M-P.M. Flow hydrant number.--.£._.___-..... O"-......... 1[_.. ,L_f _ ....... _Nozzle slz.e : 2 :... S- . Pilot reading : -~?...lo....£1 S: ___ G.P .M.: J/ 6 0 . staUc hydrant number: I r -a ,Y"o a~-static: .:p.d. .• P.S.l. Residual: -~o P.S.I. Assume: Fixed Grade Node Calculations Connecting to Node 28 Elevation = 296 ft. Residual Pressure = 80 psi HGL = 296 + (80 psi/.433) = 481 ft . ----·-------------------- Exhibit E KYPIPES Model for Shenandoah Subdivision Phases 12 & 13 * * * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * University of Kentucky Hydraulic Analysis Program * * for the Distribution of Pressure and Flows in Pipe Network Systems * * FORTRAN VERSION -3.40 (01/02/91) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DATE: 7/ 1/2004 TIME: 14:23:52 INPUT DATA FILENAME --------------shen12.dat TABULATED OUTPUT FILENAME --------shen12.out ************************************************ S U M M A R Y 0 F 0 R I G I N A L D A T A ************************************************ U N I T S S P E C I F I E D FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG p I P E L I N E AN D p u M p DA TA PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS (FEET) (INCHES) 1 0 1 290.0 6.0 150.0 2 .30 2 1 2 320.0 6.0 150.0 2.30 3 2 3 350.0 6.0 150.0 .30 4 1 4 300.0 6.0 150.0 1. 70 5 4 5 790.0 6.0 150.0 3.10 6 5 6 330.0 8.0 150.0 .50 7 0 6 250.0 8.0 150.0 3.10 8 6 7 540.0 6.0 150.0 ,2.30 9 7 8 310.0 6.0 150.0 .80 10 8 9 75.0 6.0 150.0 2.30 11 9 10 320.0 6.0 150.0 .30 12 8 11 350 .0 6.0 150.0 1. 60 13 11 12 510.0 6.0 150.0 2 .60 14 5 12 240.0 8.0 150.0 .80 15 12 13 290.0 8.0 150.0 .80 16 13 14 400.0 6.0 150.0 2.30 17 14 15 240.0 6.0 150.0 .30 18 13 16 450.0 8.0 150.0 .80 19 16 17 190.0 8.0 150.0 .30 20 16 18 620.0 8.0 150.0 2.30 21 18 19 350.0 6.0 150.0 3 .50 22 19 20 265.0 6.0 150.0 .30 23 18 21 435.0 8.0 150.0 1.10 24 21 22 170.0 6 .0 150.0 2 .30 25 21 23 300.0 8 .0 150.0 1. 70 26 23 24 200 .0 8.0 150.0 1.40 27 24 25 325.0 8.0 150.0 .80 28 25 26 280.0 8 .0 150.0 .80 Page 1 of5 K FIXED GRADE 505.00 481.00 Exhibit E KYPIPES Model for Shenandoah Subdivision Phases 12 & 13 29 26 27 280.0 8.0 150.0 .80 30 27 28 140.0 8.0 150.0 3.10 31 26 36 396.0 6.0 150.0 2.90 32 39 40 480.0 3.0 150.0 2.10 33 39 42 300.0 8.0 150.0 .60 34 42 43 600.0 3.0 150.0 2.30 35 42 44 120.0 8.0 150.0 4.40 36 28 44 684.0 12.0 150.0 .80 37 44 45 661.0 12.0 150.0 1.30 38 27 41 396.0 3.0 150.0 2.30 39 0 28 50.0 12.0 150.0 .50 481.00 A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED J U N C T I 0 N N 0 D E D A T A JUN CT ION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 9.00 288.00 1 2 4 2 15.00 292.00 2 3 3 20.00 296.00 3 4 20.00 292.00 4 5 5 18.00 303.00 5 6 14 6 .00 297.00 6 7 8 7 29.00 299.00 8 9 8 12.00 296.00 9 10 12 9 .00 297.00 10 11 10 20.00 302.00 11 11 30.00 295.00 12 13 12 .00 302.00 13 14 15 13 .00 298.00 15 16 18 14 15.00 294.00 16 17 15 15.00 290.00 17 16 .00 290.00 18 19 20 17 .00 287.00 19 18 15.00 285.00 20 21 23 19 12.00 289.00 21 22 20 17.00 292.00 22 21 6.00 287.00 23 24 25 22 2.00 289.00 24 23 .00 292.00 25 26 24 .00 292.00 26 27 25 9.00 292.00 27 28 26 9.00 293.00 28 29 31 27 9.00 295.00 29 30 38 28 .00 295.00 30 36 39 36 12.00 300.00 31 39 1505.00 300.00 32 33 40 23.00 290.00 32 41 12.00 300.00 38 42 8.00 300.00 33 34 35 43 27.00 288.00 34 44 .00 298.00 35 36 37 45 .00 294.00 37 Page 2 of5 Exhibit E KYPIPES Model for Shenandoah Subdivision Phases 12 & 13 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD S Y S T E M C 0 N F I G U R A T I 0 N THIS SYSTEM HAS 39 PIPES WITH 36 JUNCTIONS , 1 LOOPS AND 3 FGNS ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY .00079 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) Shenandoah Subdivision Phases Sa, SB, 9, 12, 13 Res.Demand=l.5 GPM/Residence Fire Flow = 1 @ 1500 GPM (Node 39) June 2004 McCLURE & BROWNE ENGINEERING p I p E L I N E R E S U L T S PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY 1 0 1 524.45 4.99 .00 1.26 5.95 2 1 2 35.00 .04 .00 .01 .40 3 2 3 20.00 .01 .00 .00 .23 4 1 4 4S0.45 4.39 .00 .7S 5. 45 5 4 5 460.45 10.69 .00 1. 31 5.22 6 5 6 230.29 .30 .00 .02 1. 47 7 0 6 -194.96 -.17 .00 -.07 -1.2 4 s 6 7 35.34 .06 .00 .01 .40 9 7 s 6.34 .00 .00 .00 .07 10 s 9 20.00 .00 .00 .00 .23 11 9 10 20.00 .01 .00 .00 .23 12 s 11 -25.66 -.02 .00 .00 -.29 13 11 1 2 -55.66 -.14 .00 -.02 -.63 14 5 12 212.16 .19 .00 .0 2 1. 35 15 12 13 156.49 .13 .00 .01 1. 00 16 13 14 30.00 .03 .00 .00 . 34 17 14 15 15.00 .01 .00 .00 .17 lS 13 16 126. 4 9 .14 .00 .01 .Sl 19 16 17 .00 .00 .00 .00 .00 20 16 lS 126.49 .19 .00 .02 .Sl 21 lS 19 29.00 .03 .00 .01 .33 22 19 2 0 17.00 .01 .00 .00 .19 23 lS 2 1 S2.49 .06 .00 .00 .5 3 24 2 1 22 2 .00 .00 .00 .00 .02 25 2 1 23 74.49 .03 .00 .01 .4 S Page 3 of5 HL/1000 17.2 2 .11 .04 14.64 13.53 .92 -.6S .12 .00 .04 .04 -.06 -.27 .79 .45 .09 .02 .30 .00 .30 .OS .03 .14 .00 .11 Exhibit E KYPIPES Model for Shenandoah Subdivision Phases 12 & 13 26 23 24 74.49 .02 .00 .00 .48 .11 27 24 25 74.49 .04 .00 .00 .48 .11 28 25 26 65.49 .03 .00 .00 .42 .09 29 26 27 44.49 .01 .00 .00 .2 8 .04 30 27 28 23.49 .00 .00 .00 .15 .01 31 26 36 12.00 .01 .00 .00 .14 .02 32 39 40 23.00 .74 .00 .04 1. 04 1. 54 33 39 42 -1528.00 -9.22 .00 -.89 -9 .75 -30.73 34 42 43 27.00 1. 24 .00 .05 1.23 2.07 35 42 44 -1563.00 -3.85 .00 -6.80 -9.98 -32.05 36 28 44 1563.00 3 .0 4 .00 .24 4.43 4.45 37 44 45 .00 .00 .00 .00 .00 .00 38 27 41 12.00 .18 .00 .01 .54 .46 39 0 28 1 539.51 .22 .00 .15 4 .37 4.33 J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 9.00 498.74 288.00 91.32 2 15.00 498.70 292.00 89 .5 7 3 2 0.00 498.69 296.00 87.83 4 20.00 493.57 292.00 87.35 5 18.00 481.57 303.00 77.38 6 .00 481. 24 297.00 79.84 7 29.00 481.18 299.00 78.94 8 12.00 481.17 296 .00 80.24 9 .00 481.17 297.00 79.81 10 20 .00 481.16 302 .00 77.63 11 30.00 481. 20 295.00 80.69 12 .00 481. 35 302.00 77.72 13 .0 0 481. 21 298.00 79.39 14 15.00 481.17 294.00 81.11 15 15.00 481.16 290.00 82 .84 16 .00 481.06 290 .0 0 82.79 17 .00 481.06 287.00 84.09 18 15.00 480.85 285.00 84.87 19 12.00 480.82 289.00 83.12 20 17.00 480.81 292.00 81. 82 21 6.00 480.79 287.00 83 .9 7 22 2.00 480.79 289 .00 83 .11 23 .00 480.75 292 .00 81.79 24 .00 480.72 292.00 81.78 25 9.00 480.68 292.00 81.76 26 9.00 480.65 293.00 81.32 27 9.00 480.64 295.00 80 .44 28 .00 480.64 295.00 80.44 36 1 2.00 480.64 300.00 78.28 39 1505.00 456.60 300.00 67.86 * Lowest Pressure 40 23.00 455.83 290.00 71. 86 41 12.00 480.45 300.00 78.19 42 8.00 466.70 300.00 72 . 24 43 27.00 465.41 288.00 76 . 88 44 .00 477.35 298.00 77. 72 45 .00 4 77. 35 294.00 79.45 Page 4 of5 Exhibit E KYPIPES Model for Shenandoah Subdivision Phases 12 & 13 S U M M A R Y 0 F INFLOWS A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYS TEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER 1 7 39 FLOWRATE 524 .4 5 -194. 96 1539.51 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND 2063. 96 -194.96 1869.00 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR 1.00 Page 5 of5 WATER SYSTEM ANALYSIS FOR SHENANDOAH SUBDIVISION PHASES 12 -13 July 2004 SUBMITTED BY: M c CLURE & BROWNE ENGINEERING /SURVEYIN G , INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 WATER SYSTEM ANALYSIS FOR SHENANDOAH SUBDIVISION, PHASES 12 & 13 General Information Shenandoah Subdivision, Phases 12 & 13 encompasses approximately 17 acres of land in southern College Station. The site is located on the south side of Southern Plantation Drive near its intersection with Alexandria Drive. There are 68 single-family residential lots planned for the two phases. The area surrounding the site is rapidly developing with existing phases of Shenandoah to the north and east, undeveloped phases of Reatta Meadows subdivision on the west, and undeveloped phases of the Shenandoah Subdivision on the south. Water System Analysis The City of College has a 12" water line that serves the Shenandoah Subdivision and runs the entire length of Southern Plantation Drive from SH 6 eastward to it terminus just east of Alexandria Drive. This line is looped to an 18" line along Barron Road in several locations. This 12" line will serve as the primary water source for Phases 12 & 13. Since two previous phases (8 & 9) of the subdivision are also served by this primary water source, the analysis that follows includes the pipe network that serves those phases as well. Computer modeling of the proposed water system was conducted using the Kentucky Pipe Network Analysis (KYPIPES). A schematic drawing of the system in Phases 12 & 13 is shown in Exhibit A. Domestic water demand was estimated assuming 1.5 gpm per residential lot. A single hydrant flowing at a rate of 1500 gpm each was added to the model at hydraulically remote location to test the system under fire flow conditions. That node was #39 in Exhibit A. Crews from the city's Public Utilities Department conducted pressure tests on the existing line along Southern Plantation Drive in three locations. The results of these tests are given in Exhibits B, C and D. The residual pressures from these tests were used as the starting pressures (fixed grade nodes) for the KYPIPE model. A printout from the computer model for Phases 8a, 8b, 9, 12, and 13 under fully developed conditions is provided in Exhibit E. The lowest pressure under fire flow conditions was 67 psi at Node 39, which is where the flowing hydrant is located. This is well above the minimum pressure of 20 psi required by the City of College Station and TCEQ. Therefore, one can conclude that the proposed system i~'~ ~ ate to provide the pressure and flow rates for this phase of the subdivisio ~~ ~~ pilii''fm~~~~· ~ ~ l~~~!--7/0~~ EXHIBIT A WATER LINE SCHEMATIC SHENANDOAH SUBDIVISION PHASES 12-13 0204-SL-EXHIB.DWC . ·------.. -----·· ... _ . ..., .. ---~· Exhibit B --------·-------------------------------·----Ffo\v-Test Report Date 6-/.2-o:J Time ____.f:-..:/,__,,'---'r O~Q......__A.M -P .M. Test made by : &Z:~il Location : Purpose of test : RepresentatiVe : Witness: --Flow hydmnt number. /!'.-00 6 Nozzle siz.e-;....;:;;.._ ..... 2=-.:.. . ..:..·· """-) __ _ Pitat reading : ---j?~£~~--G.P.M .: 11£!2 Static hydrant number : R. rfiJt Static: loo P.s.1. Residual: ~ P.S.I . Assume: . Fixed Grade Node Calculations Connecting to Node 1 Elevation = 286 ft . Residual Pressure = 95 psi HGL = 286 + (95 psi /.433) = 505 ft . Exhibit C ---------------·------- Flow Test Report Dale t -/ 2--0 3 Time /(;: )t'O . <iJj)_ P.M . Test made by: L ?;~ LocqUon: · Purpose of lest : Representative : Witness: Flow hydrant number. ;f-O/ .2.. Nozzle slz.e : ;?, L Pitol reading : ? S: G.P.M.: !/JO static hydrant number: /f-0,/,/ Static: LCO . · P .S.l. Residual : @O P .SJ. Fixed Grade Node Calculations Connecting to Node 6 Assume: Elevation = 296 ft . Residual Pressure = 80 psi ~ fIGL = 296 + (80 psi /.433) = 481 ft. --:::::7' ...__. -·--------· ---·---· Exhibit D -------------·-·----------------------FrowT esrR-eport ------------- Date b -/ ,,2 · 0 3 Time /t2.' }""O A.M-P _M_ . ,. Test made by : L £~ I Location : /,?a/ ~t2dli o/:6c Purpose of test : Representati'le : Witness : Flow hydrant number.---.£.._,___-_..t20--......... lt-_L-1_-_Noz:zle slze: 2 :. S- -Pilot reading : ?s: G .P .M. : j/ 6 0 . static hydrant numooc : I f -t2 r D . Residual : · ~ 0 P .S.I. --------------------------- static: 9, 5-.· P.S.I. · ·Remarks : ~~-~~~~~~~~~~~~~~~~~~~~~~~~ Assume: Fixed Grade Node Calculations Connecting to Node 28 El~vation = 296 ft . Residual Pressure = 80 psi HGL = 296 + (80 psi /.433) = 481 ft . Exhibit E KYPIPES Model for Shenandoah Subdivision Phases 12 & 13 * * * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * University of Kentucky Hydraulic Analysis Program * for the Distribution of Pressure and Flows in Pipe Network Systems * * * FORTRAN VERSION -3.40 (01/0 2/91 ) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DATE: 7/ 1/2004 TIME: 14:23 :5 2 INPUT DATA FILENAME --------------shen12.dat TABULATED OUTPUT FILENAME --------shen12.out ************************************************ S U M M A R Y 0 F 0 R I G I N A L D A T A ************************************************ U N I T S S P E C I F I E D FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG p I P E L I N E AN D p u M p DA TA PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS (FEET) (INCHES) 1 0 1 290.0 6.0 150.0 2.30 2 1 2 320.0 6.0 150.0 2.30 3 2 3 350.0 6.0 150.0 .30 4 1 4 300.0 6.0 150.0 1. 70 5 4 5 790.0 6.0 150.0 3.10 6 5 6 330.0 8.0 150.0 .50 7 0 6 250.0 8.0 150.0 3.10 8 6 7 540.0 6.0 150.0 .2.30 9 7 8 310.0 6.0 150.0 .80 10 8 9 75.0 6.0 150.0 2.30 11 9 10 320.0 6.0 150.0 .30 12 8 11 350.0 6.0 150.0 1. 60 13 11 12 510.0 6.0 150.0 2.60 14 5 12 240.0 8.0 150.0 .80 15 12 13 290.0 8.0 150.0 .80 16 13 14 400.0 6.0 150.0 2 .30 17 14 15 240.0 6.0 150.0 .30 18 13 16 450.0 8.0 150.0 .80 19 16 17 190 .0 8.0 150.0 .30 20 16 18 620.0 8.0 150.0 2.30 21 18 19 350.0 6.0 150.0 3.50 22 19 20 265.0 6.0 150.0 .30 23 18 21 43 5.0 8.0 150.0 1.10 24 21 22 170. 0 6.0 150.0 2 .30 25 21 23 300.0 8.0 150.0 1. 70 26 23 24 200.0 8.0 150.0 1. 40 27 24 25 325.0 8.0 150.0 .80 28 25 26 280.0 8.0 150.0 .80 Page 1 of5 K FIXED GRADE 505.00 481. 00 Exhibit E KYPIPES Model for Shenandoah Subdivision Phases 12 & 13 29 26 27 280.0 8.0 150.0 .80 30 27 28 140.0 8 .0 150.0 3.10 31 26 36 396 .0 6.0 150.0 2.90 32 39 40 480.0 3.0 150.0 2.10 33 39 42 300.0 8.0 150.0 . 60 34 42 43 600.0 3.0 150.0 2.30 35 42 44 120.0 8.0 150.0 4.40 36 28 44 684.0 12.0 150.0 .80 37 44 45 661.0 12.0 150.0 1.30 38 27 41 396.0 3.0 150.0 2.30 39 0 28 50.0 12.0 150.0 .50 481. 00 A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED J U N C T I 0 N N 0 D E D A T A JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 9.00 288.00 1 2 4 2 15.00 292 .00 2 3 3 20.00 296.00 3 4 20.00 292 .00 4 5 5 18.00 303.00 5 6 14 6 .00 297.00 6 7 8 7 29.00 299.00 8 9 8 12.00 296.00 9 10 12 9 .00 297.00 10 11 10 20.00 302 .00 11 11 30.00 295.00 12 13 12 .00 302.00 13 14 15 13 .00 298.00 15 16 18 14 15.00 294.00 16 17 15 15.00 290.00 17 16 .00 290.00 18 19 20 17 .00 287 .00 19 18 15.00 285.00 20 21 23 19 12.00 289.00 21 22 20 17.00 292.00 22 21 6.00 287.00 23 24 25 22 2.00 289 .00 24 23 .00 292.00 25 26 24 .00 292.00 26 27 25 9.00 292 .00 27 28 26 9.00 293.00 28 29 31 27 9 .00 295.00 29 30 38 28 .00 295.00 30 36 39 36 12.00 300.00 31 39 1505.00 300.00 32 33 40 23.00 290.00 32 41 12.00 300.00 38 42 8 .00 300.00 33 34 35 43 27.00 288.00 34 44 .00 298.00 35 36 37 45 .00 294.00 37 Page 2 of5 Exhibit E KYPIPES Model for Shenandoah Subdivision Phases 12 & 13 0 U T P U T 0 P T I 0 N DAT A OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD S Y S T E M C 0 N F I G U R A T I 0 N THIS SYSTEM HAS 39 PIPES WITH 36 JUNCTIONS , 1 LOOPS AND 3 FGNS ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY .00079 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) Shenandoah Subdivision Phases Sa, SB, 9, 12, 13 Res.Demand=l.5 GPM/Residence Fire Flow = 1 @ 1500 GPM (Node 39) June 2004 McCLURE & BROWNE ENGINEERING p I p E L I N E R E S U L T S PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY 1 0 1 524.45 4.99 .00 1.26 5.95 2 1 2 35.00 .04 .00 .01 .40 3 2 3 20.00 .01 .00 .00 .23 4 1 4 480.45 4.39 .00 .78 5.45 5 4 5 460.45 10.69 .00 1.31 5.22 6 5 6 230.29 .30 .00 .02 1. 47 7 0 6 -194.96 -.17 .00 -.07 -1.24 8 6 7 35.34 .06 .00 .01 .40 9 7 8 6.34 .00 .00 .00 .07 10 8 9 20 .00 .00 .00 .00 .23 11 9 10 20.00 .01 .00 .00 .23 12 8 11 -25.66 -.02 .00 .00 -.29 13 11 12 -55.66 -.14 .00 -.0 2 -.63 14 5 12 212.16 .19 .00 .02 1. 35 15 12 13 156.49 .13 .00 .01 1. 00 16 13 14 30.00 .03 .00 .00 .34 17 14 15 15.00 .01 .00 .00 .17 18 13 16 126 .49 .14 .00 .01 .81 19 16 17 .00 .00 .00 .00 .00 20 16 18 126.49 .19 .00 .0 2 .81 21 18 19 29.00 .03 .00 .01 .33 22 19 20 17.00 .01 .00 .00 .19 23 18 21 82.49 .06 .00 .00 .53 24 2 1 22 2.00 .00 .00 .00 .02 25 2 1 23 74.49 .03 .00 .01 .48 Page 3 of5 HL/1000 17.22 .11 .04 14.64 13.53 .92 -.68 .12 .00 .04 .04 -.06 -.27 . 7 9 .45 .09 .02 .30 .00 .30 .08 .03 .14 .00 .11 Exhibit E KYPIPES Model for Shenandoah Subdivision Phases 12 & 13 26 23 24 74.49 .02 .00 .00 .48 .11 27 24 25 74.49 .04 .00 .00 .48 .11 28 25 26 65.49 .03 .00 .00 .42 .09 29 26 27 44.49 .01 .00 .00 .28 .04 30 27 28 23 .49 .00 .00 .00 .15 .01 31 26 36 12.00 .01 .00 .00 .14 .02 32 39 40 23.00 .74 .00 .04 1. 04 1. 54 33 39 4 2 -1528.00 -9.22 .00 -.89 -9.75 -30.73 34 42 43 27.00 1.24 .0 0 .05 1.23 2 .07 35 42 44 -1563.00 -3 .85 .00 -6.80 -9 .98 -32 .05 36 28 44 1563.00 3 .04 .0 0 .24 4.43 4.45 37 44 45 .00 .00 .00 .00 .00 .00 38 27 41 1 2 .00 .18 .00 .01 .54 .46 39 0 28 1539.51 .22 .00 .15 4.37 4.33 J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMB ER DEMAND GRADE LINE ELEVATION PRESSURE 1 9 .00 498.74 288.00 91.32 2 15.00 498.70 292 .00 89.5 7 3 20 .00 498.69 296 . 00 8 7 .83 4 20.00 493 .5 7 292.00 87 .35 5 1 8 .0 0 481. 5 7 303.00 77.38 6 .0 0 481. 24 29 7.0 0 79 .84 7 29.00 481.18 299.00 78.94 8 12.00 481.17 296.00 80.2 4 9 .00 481.17 29 7.00 79.81 10 20.00 481.16 302 .00 77 .63 11 3 0.00 481. 20 295 .00 80 .69 12 .00 481. 35 302.00 77.72 13 .00 481. 21 298.00 79.39 14 15.00 481.17 294.00 81.11 15 15.00 481.16 290 .00 82.84 16 .00 481 .06 290 .00 82.79 17 .0 0 481.06 287 .00 84.09 18 15.00 480.85 285 .00 84.87 19 12.00 480.82 289.00 83.12 20 17.00 480 .81 292 .00 81.82 21 6.00 480.79 287.00 83.9 7 22 2.00 480 .79 289 .00 83 .11 23 .00 480 .7 5 292.00 81.7 9 24 .00 48 0 .72 292.00 81.78 25 9.00 480.68 292 .0 0 81. 76 26 9.00 480.65 293.00 81.32 27 9.00 480.64 295.00 80 .44 28 .00 480.64 295.00 80 .44 36 12.00 480.64 300.00 78.28 39 1505.00 456.60 300.00 67.86 * Lowest Pressure 40 23 .0 0 455.83 290.00 71. 86 41 12.00 480 .45 300.00 78.19 42 8 .00 466.70 300 .00 72 .24 43 27.00 465.41 288 .00 76.88 44 .00 4 77 . 35 298 .00 77.72 45 .00 477.35 294.00 79.45 Page 4 of5 Exhibit E KYPIPES Model for Shenandoah Subdiv is ion Phases 12 & 13 S U M M A R Y 0 F INFLOWS A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUT FLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER 1 7 39 FLOWRATE 5 2 4.45 -194 .96 1539 .51 NET SYS T EM INFLOW NET SYSTEM OUTF LOW NET SYSTEM DEMAND 2 063.96 -194.96 1869.00 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S DEMAN DS ARE CH ANGED FRO M ORIGINAL VALUES BY A FACTOR = 1.00 Page 5 of5 ~-v DEVELOPMENT PERMIT PERMIT NO . 04-23 Project: SHENANDOAH PHASE 12 & 13 COLLl(;l ~TAHON FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: SHENANDOAH PHASE 12 & 13 DATE OF ISSUE: 8/10/04 OWNER: ED FROEHLING 3887 HIGH LONESOME ROAD CS , TX 77845 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: ALEXANDRIA AT SOUTHERN PLANTATION DRAINAGE BASIN: Spring Creek VALID FOR 9 MONTHS CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in acco rdance wi th Section 7.5.E., Landscape/Streetscape Plan Requ irements of the City 's Un ified Development Ordinance , prior to any ope rat ions of this permit. The cleaning of equ ipment 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 proh ibited . EROSION CONTROL. SLOPED AREAS 3:1 MAX . SILT FENCE REQUIRED . TCEQ PERMITS REQUIRED . CONSTRUCTION OF STORM SEWER NOT TO IMPACT PRIVATE PROPERTY WITHOUT WRITTEN PERMISSION . PUE DOES NOT COVER STORM DRAIN . The Contracto r shall take all necessary precaut ions to prevent silt and debris from leaving the immediate construct ion site in accordance with the approved eros ion control plan as well as the City of College Stat ion Dra inage Pol icy and Des ign Crite ri a. If it is de termined the prescribed erosion control measures are ineffective to retain all sed iment onsite , it is the contractors responsibility to implement measures that w ill meet City , State and Federal requ irements . 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 vegeta ti on be ret urned to its original condit ion , placement and state . The Owner and/or Cont ractor shall be respo nsible for any damage to adjacent properties , city streets or infrastructure due to heavy mach inery and/or equ ipment as well as eros ion , siltation or sedimentation resulting from the perm itted work . In acco rdance w ith Chapte r 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construct ion , erosion , and sedimentation shall not be depos ited in city streets , or ex ist ing drainage fac ili ties . I hereby grant this permit for development of an area inside the special flood hazard area. All development shall be in accordance w ith the plans and specifications submitted to and approved by the C ity Engineer in the development perm it app li cat ion for th e above named project and all of the codes and ordinances of the City of College Stat ion that apply . Dfu e I June 9 , 2004 Bridgette George M cCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 • College Station, Texas 77845 (979) 693-3838 • Fax (979) 693-2554 • Email: mcclure@ tca.net Assistant Development Manager Development Services , City of College Station College Station , TX 77840 Re.: Shenandoah Subdivi sion, Phase 12 Final Plat Revisions per City comments Summary Letter Dear Ms . George: Below is the summary of the revisions made per the staff's comments . ENGINEERING: COMMENT#1 : ACTION : COMMENT#2 : ACTION : SANITATION: COMMENT#1 : ACTION : This site is in the Spring Creek Sewer Impact Fee Area. Impact Fees are due at the time of filing plat. Fees will be submitted when the final plat is filed. Plat needs to incorporate any required easements to accommodate street lighting as per subdivision regulat ions. The plat has been adjusted to show easements required for street lighting . Temporary Turnaround is required at the end of Martinsville Lane . Show on plat and in construction plans. A turnaround w i ll be shown on the construct ion plans and a field note description for a temporary publ ic access easement on Lot 5, Block 36 will be provided . We are currently designing the next phase of Shenandoah (Phase 14) which will connect Martinsville Lane with the next local street to the south . This will eliminate the need for the turnaround on Martinsville Lane . ELECTRICAL: COMMENT#1: ACTION : COMMENT#2: ACTION: COMMENT#3: ACTION: COMMENT#4 : ACTION: COMMENT#5: ACTION : COMMENT#6: ACTION: COMMENT#?: ACTION : Sincerely , Developer installs conduit per city specs and design. The electrical infrastructure installation will comply with this requirement. Developer installs pull boxes as per city specs and design.(pull boxes provided by the city . The electrical infrastructure installation will comply with this requirement. Developer provides dig ital AutoCAD 14 version of plat and/or site plan . email to tmichals@cstx.gov A copy of the final plat will be sent once the requested revisions have been made. Developer provides easements for electric infrastructure as installed for electric lines (including street lights). Contact Tony Michalsky (979-690-3438) for a copy of electric design plan so additional easements can be added to Final Plat. The plat has been adjusted to show all required easements for electrical installation . Off site easements may be necessary between Blk 40 Ph 12 and Blk 38 Ph 13 to provide service to lot in Blk 40 . We have discussed the need for this easement with Tony Micha/sky and will be providing the field notes and exhibits for his review and processing. Developer to install street lighting per city design and specs . (Dark Bronze Pole w/ cobra head cutoff type fixtures.) The electrical infrastructure installation will comply with this requirement. College Station Utilities will provide Electric Distribution design plan to developer for installation of electric infrastructure. Contact Tony Michalsky at (979-764 -3438) for copies . Tony Micha/sky was contacted on June 8, 2004 for a copy of the electrical design . It was sent on June 8, 2004 . _j~. Jeff · obertson , E.l.T. Gra uate Engineer McCLURE & BROWNE ENGINJ;-ERIN,G/SURVEYING, INC. WATER SYSTEM ANALYSIS FOR SHENANDOAH SUBDIVISION PHASES 10 -17 MAY2004 ~ I SUBMITTED B Y: l_l_f~:-McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 100 8 Woodcreek Drive, Suite 103 • Coll ege Station, Texas 77845 WATER SYSTEM ANALYSIS FOR SHENANDOAH SUBDIVISION, PHASES 10-17 General Information Shenandoah Subdivision, Phases 10-17 encompasses approximately 76 acres of land in southern College Station. It is located on the south side of Barron Road near its intersection with Newport Lane. There are 260 single-family residential lots planned for the eight phases. The area surrounding the site is rapidly developing with Alexandria subdivisions on the north, older phases of Shenandoah to the east, Reatta Meadows subdivision being constructed on the west, and undeveloped phases of the Castlegate Subdivision on the south. Water System Analysis The City of College has a 12" water line that serves the Shenandoah Subdivision and runs the entire length of Southern Plantation Drive from SH 6 eastward to it terminus just east of Alexandria Drive. This line is looped to an 18" line along Barron Road in several locations. These two lines will serve as the primary water sources for Phases 10- 17. Since two previous phases (8 & 9) of the subdivision are also served by these primary water sources, the analysis that follows includes the pipe network that serves those phases as well. The computer model from those phases was expanded to incorporate Phases 10 through 17. Computer modeling of the proposed water system was conducted using the Kentucky Pipe Network Analysis (KYPIPES). A schematic drawing of the system in Phases 10-17 is shown in Exhibit A. Domestic water demand was estimated assuming 3 gpm per residential lot. Two fire hydrants flowing at a rate of750 gpm each were added to the model at hydraulically remote locations to test the system under fire flow conditions. These were located at Nodes 29 and 31 in Exhibit A. Crews from the city's Public Utilities Department conducted pressure tests on the existing line along Southern Plantation Drive in three locations. The results of these tests are given in Exhibits B, C, D and E . The residual pressures from these tests were used as the starting pressures (fixed grade nodes) for the KYPIPE model. A printout from the computer model for Phases 8-17 under fully developed conditions is provided in Exhibit F. The lowest pressure under fire flow conditions was 61 psi at Node 30, which is at the end of a cul-de-sac just beyond one of the flowing hydrants. This is still well above the minimum pressure of 20 psi required by the City of College Station and TCEQ. Therefore, one can conclude that the proposed system is adequate to provide the pressure and flowrates for this phase of the subdivision. VU/l.U ZVVJ l.V:l.ll l'.AA ~rtll 7 ts4 34 5 Z COLLEGE STATION PUB .llT~. l4l 00 2 ;e ·--·006 Exhibit B ···--Ffow Test Report _________ ----· Date Test made by : Location : Purpose of test : RepresentatWe : Witness: --Flow hydmnt number. kOO 6 Non:.te stz.e_:_ ... 2:::.....:....· -'M')"'---- Pilot reading : ---i~~,£~ ___ G.P.M.: 1/ i tJ Static hydrant number : R. z{iit Static : Assume: /00. P.S.L . Residual : 95 P.S.I. Fixed Grade Node Calculations Connecting to Node 1 Elevation = 286 ft . Residual Pressure = 95 psi HGL = 286 + (95 psi /.433) = 505 ft . vVLLn~C ~J.l\.J.J.U l~ ruo .UJ.L • . - Exhibit C -------------- Flow Test Report Dale t -/ .2-0 3 Time J(J: t:/O ' Test made by: L Z-~ LocaUon : · Purpose of test : Representative : Witness: Flow hydrant number: /{-0 / 2-Nozzle size: ;?,. L Pitol reading : ?£ G.P _M.: 11/0 static hydrant number : ,£-12,//' Static : /CO . . P .s.1. Residual : @O P .S.I. Fixed Grade Node Calculations Connecting to Node 6 Assume: Elevation = 296 ft. Residual Pressure = 80 psi ,,.. fIGL = 296 + (80 psi /.433) = 481 ft. .. ·---· Exhibit D -----------------------------------Fl o w-Test Report ----- -------·--- Date b -/ _,2 · 03 Time /a_.' [O A .M -P.M. . ? Testmadeby : Lfu~ ) Location : 1 /, ?a/ ,.(7t2dli o/5 Purpose of test : RepresentatNe : Witness: Row hydrant number.~.£.......___-_t? __ ........ !.._.. f.__--_Noz:zle size : 2 :... S- Pilat reading : _ ......... ? ...... S_: __ G.P.M.: J/ tt 0 static hydrant number: , f -t? YD . static: ~ 5-.' P.S.I. Residual : ?"o P.s.1. Remarks: t..t!;.I vvv -------------------- ~~-~~-~~~~-~~-~~~~~--~~~~~~ Assume: Fixed Grade Node Calculations Connecting to Node 28 Ele'vation = 296 ft . Residual Pressure = 80 psi HGL = 296 + (80 psi /.433) = 481 ft . Exhibit E -·-·----------------------------------·-------------------------------------------------------------·----------·------------ Flow Test Report Date i l -I ~ -g 9 Time --'-'-----CVJ-P .M. ------ Test made by":' ,. BA (All 0 wsh' Location : Be<'r-oY'\ %J. Purpose of test : (I {) lµ lest ...!--~~~:..:::..:..-------~--~------- < Rep~nlative : c ,-ty o{ C.£. Witness : ~13""-.~5~)~£~n~1z=-~~-~-~----~~~~.,-- Flow hydrant number. Q ..,'-ft.J Nozzle slz.e: J , SD Pitot reading: . q Q G.P.M .: } 17 5 Static hydrant number: Q -7 b Static : I 0 8 . P.S.I. Residual : I 0 8 P _$.I. Assume: Fixed Grade Node Calculations Connecting to Node 66 Elevation = 282 ft. Residual Pressure = 108 psi HGL = 282 + (108 psi /.433) = 531 ft. Exhibit F KYPIPES Model for Shenandoah Subdiv ision, Pha ses 10-17 * * * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * University of Kentucky Hydraulic Analysis Program * * for the Distribution of Pressure and Flows in Pipe Network Systems * * FORTRAN VERSION -3 .40 (01/02/91) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DATE: 4 / 6/2004 TIME: 13:59:39 INPUT DATA FILENAME --------------shenall.dat TABULATED OUTPUT FILENAME --------shenall.out ************************************************ S U M M A R Y 0 F 0 R I G I N A L D A T A ************************************************ U N I T S S P E C I F I E D FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG p I P E L I N E AN D p u M p DAT A PIPE NO. NODE NOS . LENGTH DIAMETER ROUGHNESS MINOR LOSS (FEET) (INCHES) 1 0 1 290.0 6.0 150 .0 2.30 2 1 2 320 .0 6.0 150 .0 2.30 3 2 3 350 .0 6 .0 150.0 .30 4 1 4 300 .0 6.0 150.0 1. 70 5 4 5 790 .0 6.0 150.0 3.10 6 5 6 330 .0 8.0 150.0 .so 7 0 6 250 .0 8 .0 150.0 3.10 8 6 7 540.0 6.0 150.0 2.30 9 7 8 310 .0 6.0 150 .0 .80 10 8 9 75.0 6.0 150 .0 2.30 11 9 10 320.0 6.0 150.0 .30 12 8 11 350.0 6.0 150.0 1. 60 13 11 12 510.0 6.0 150.0 2 .60 14 5 12 240.0 8.0 150.0 .80 15 12 13 290.0 8.0 150 .0 .80 16 13 14 400.0 6.0 150 .0 2.30 17 14 15 240 .0 6.0 150.0 .30 18 13 16 450.0 8.0 150.0 .80 19 16 17 190.0 8.0 150.0 .30 20 16 18 620.0 8.0 150.0 2 .30 21 18 19 350.0 6.0 150 .0 3.50 22 19 20 265.0 6.0 150 .0 .30 23 18 21 435 .0 8 .0 150.0 1.10 24 21 22 170.0 6.0 150 .0 2 .30 25 21 23 300.0 8.0 150.0 1. 70 26 23 24 200.0 8.0 150.0 1. 40 27 24 25 325 .0 8.0 150.0 .80 28 25 26 280.0 8.0 150 .0 .80 29 26 27 280.0 8.0 150.0 .80 K FIXED GRADE 505.00 481.00 Exhibit F KYPIPES Model for Shenandoah Subdivision, Phases 10-17 30 27 28 140.0 8.0 150.0 3.10 31 22 29 552 .0 6.0 150.0 .50 32 29 30 456 .0 3.0 150.0 .00 33 23 31 636.0 6 .0 150 .0 1. 90 34 31 32 276 .0 3.0 150.0 .00 35 24 33 564. 0 6.0 150.0 2.80 36 33 34 288 .0 3.0 150.0 .00 37 25 35 408.0 6.0 150.0 2.60 38 26 36 396. 0 6.0 150.0 2.90 39 35 36 288.0 6 .0 150 .0 3.90 40 35 37 276.0 6.0 150.0 .30 41 37 38 324.0 3.0 150.0 .80 42 37 39 288.0 6.0 150.0 4.20 43 39 40 480.0 3.0 150.0 2.10 44 39 42 300.0 6 .0 150.0 .60 45 42 43 600.0 3.0 150.0 2.30 46 42 44 120.0 6.0 150 .0 4.40 47 28 44 684.0 12.0 150.0 .80 48 44 45 588.0 12.0 150 .0 1. 30 49 45 46 26 4. 0 8.0 150.0 .80 50 46 47 36.0 6 .0 150.0 3.90 51 47 48 444.0 3 .0 150.0 .50 52 46 49 312.0 8.0 150.0 .80 53 49 50 36 .0 6.0 150 .0 3.90 54 50 51 444.0 3.0 150.0 .50 55 49 52 312.0 8 .0 150.0 .80 56 52 53 36.0 6.0 150 .0 3 .90 57 53 54 444.0 3 .0 150.0 .50 58 52 55 312.0 8.0 150 .0 .80 59 55 56 36.0 6.0 150.0 3.90 60 56 57 444.0 3.0 150 .0 .50 61 55 58 312.0 8.0 150.0 .80 62 58 59 36.0 6.0 150.0 3.90 63 59 60 444.0 3.0 150.0 .50 64 61 58 144 .0 8.0 150.0 .50 65 27 41 396.0 3.0 150.0 2 .30 66 0 61 4475.0 18.0 120.0 3.20 531. 00 67 0 28 50.0 12.0 150.0 .50 481. 00 A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED J U N C T I 0 N N 0 D E DAT A JUN CT ION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 18.00 288.00 1 2 4 2 30 .00 292 .00 2 3 3 39.00 296 .00 3 4 39.00 292.00 4 5 5 36.00 303.00 5 6 14 6 .00 297.00 6 7 8 7 57.00 299.00 8 9 8 24.00 296.00 9 10 12 9 .00 297.00 10 11 10 39.00 302.00 11 11 60.00 295.00 12 13 12 .00 302.00 13 14 15 13 .00 298 .00 15 16 18 14 30.00 294.00 16 17 15 30.00 290 .00 17 Exhibit F KYPIPES Model for Shenandoah Subdivision, Phases 10-17 16 .00 290.00 18 19 20 17 .00 287.00 19 18 30.00 285.00 20 21 23 19 24.00 289.00 21 22 20 33.00 292.00 22 21 12.00 287.00 23 24 25 22 3.00 289.00 24 31 23 .00 292. 00 25 26 33 24 .00 292.00 26 27 35 25 18.00 292.00 27 28 37 26 18.00 293.00 28 29 38 27 18.00 295.00 29 30 65 28 .00 295.00 30 47 67 29 804.00 283.00 31 32 30 30.00 284.00 32 31 807.00 287.00 33 34 32 24.00 286.00 34 33 54.00 291.00 35 36 34 21. 00 287.00 36 35 27.00 299.00 37 39 40 36 24.00 300.00 38 39 37 18.00 297.00 40 41 42 38 27.00 292.00 41 39 9.00 300.00 42 43 44 40 45.00 290.00 43 41 24.00 300.00 65 42 15.00 300.00 44 45 46 43 54.00 288.00 45 44 .00 298.00 46 47 48 45 .00 294.00 48 49 46 .00 299.00 49 50 52 47 .00 299.00 50 51 48 48.00 302.00 51 49 .00 307.00 52 53 55 50 .00 307.00 53 54 51 48.00 307.00 54 52 .00 311. 00 55 56 58 53 .00 311. 00 56 57 54 48.00 311. 00 57 55 .00 318.00 58 59 61 56 .00 318.00 59 60 57 48.00 316.00 60 58 .00 320.00 61 62 64 59 .00 320.00 62 63 60 48.00 320.00 63 61 .00 314. 00 64 66 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD S Y S T E M C 0 N F I G U R A T I 0 N THIS SYSTEM HAS 67 PIPES WITH 61 JUNCTIONS , 3 LOOPS AND 4 FGNS Exhibit F KYPIPES Model for Shenandoah Subdivision, Phases 10-17 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY .00190 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) Shenandoah Subdivision Phases 8 through 17 Res.Demand=3 GPM/Residence Fire Flow = 2 @ 750 GPM (Nodes 29 & 31) April 2004 McCLURE ENGINEERING P I P E L I N E R E S U L T S PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 1 598.13 6.37 .00 1. 64 6.79 21. 96 2 1 2 69.00 .13 .00 .02 .78 .40 3 2 3 39.00 .05 .00 .00 .44 .14 4 1 4 511.13 4.92 .00 .89 5.80 16.42 5 4 5 472.13 11.20 .00 1.38 5.36 14.17 6 5 6 -334.55 -.61 .00 -.04 -2.14 -1. 84 7 0 6 551.30 1.16 .00 . 60 3.52 4.65 8 6 7 216.74 1. 81 .00 .22 2.46 3.35 9 7 8 159.74 .59 .00 .04 1.81 1. 90 10 8 9 39.00 .01 .00 .01 .44 .14 11 9 10 39.00 .04 .00 .00 .44 .14 12 8 11 96.74 .26 .00 .03 1.10 .75 13 11 12 36.74 .06 .00 .01 .42 .13 14 5 12 770.69 2.08 .00 .30 4.92 8.65 15 12 13 807.43 2.73 .00 .33 5.15 9.43 16 13 14 60.00 .12 .00 .02 . 68 .31 17 14 15 30.00 .02 .00 .00 .34 .09 18 13 16 747.43 3.68 .00 .28 4.77 8.17 19 16 17 .00 .00 .00 .00 .00 .00 20 16 18 747.43 5.07 .00 .81 4.77 8.17 21 18 19 57.00 .10 .00 .02 .65 .28 22 19 20 33.00 .03 .00 .00 .37 .10 23 18 21 660.43 2.83 .00 .30 4.22 6.50 24 21 22 837.00 6. 96 .00 3.22 9.50 40.92 25 21 23 -188.57 -.19 .00 -.04 -1.20 -.64 26 23 24 -1019.57 -2.91 .00 -.92 -6.51 -14.53 27 24 25 -1094.57 -5.38 .00 -.61 -6.99 -16.57 28 25 26 -828.04 -2.77 .00 -.35 -5.28 -9.88 29 26 27 -934.52 -3.46 .00 -.44 -5.96 -12.36 30 27 28 -976.52 -1.88 .00 -1. 87 -6.23 -13.41 31 22 29 834.00 22.44 .00 .70 9.46 40.65 32 29 30 30.00 1.15 .00 .00 1.36 2.52 33 23 31 831. 00 25.68 .00 2.62 9.43 40.38 34 31 32 24.00 . 46 .00 .00 1. 09 1. 66 35 24 33 75.00 .26 .00 .03 .85 .47 36 33 34 21.00 .37 .00 .00 .95 1.30 37 25 35 -284.53 -2.26 .00 -. 42 -3.23 -5.55 38 26 36 88.48 .25 .00 .05 1.00 . 64 39 35 36 -64.48 -.10 .00 -.03 -.73 -.35 40 35 37 -247.05 -1.18 .00 -.04 -2.80 -4.27 41 37 38 27.00 . 67 .00 .02 1.23 2.07 42 37 39 -292.05 -1. 68 .00 -.72 -3.31 -5.82 Exhibit F KYPIPES Model for Shenandoah Subdivision, Phases 10-17 43 39 40 45.00 2 .56 .00 .14 2.04 5.33 44 39 42 -346.05 -2.39 .00 -.14 -3.93 -7.97 45 42 43 54 .00 4.48 .00 .21 2.45 7.47 46 42 44 -415.05 -1.34 .00 -1. 52 -4. 71 -11.16 47 28 44 -787.04 -.85 .00 -.06 -2.23 -1.25 48 44 45 -1202.10 -1. 61 .00 -.23 -3.41 -2.74 49 45 46 -1202.10 -5.20 .00 -.73 -7.67 -19.71 50 46 47 48.00 .01 .00 .0 2 .54 .21 51 47 48 48.00 2. 67 .00 .04 2.18 6.01 52 46 49 -1250.10 -6.61 .00 -.79 -7.98 -21.19 53 49 50 48.00 .0 1 .00 .0 2 .54 .21 54 50 51 48.00 2 .6 7 .00 .04 2.18 6 .01 55 49 52 -1 298 .10 -7.09 .00 -.85 -8.28 -22. 72 56 52 53 48.00 .01 .00 .02 .54 .21 57 53 54 48.00 2 .67 .00 .04 2.18 6 .01 58 52 55 -1346.10 -7.58 .00 -.92 -8.59 -24.30 59 55 56 48.00 .01 .00 .0 2 .54 .21 60 56 57 48.00 2. 6 7 .00 .0 4 2 .1 8 6.01 61 55 58 -1394.10 -8.09 .00 -.98 -8.90 -25.93 62 58 59 48.00 .01 .00 .02 .54 .21 63 59 60 48.00 2.6 7 .00 .04 2.18 6.01 64 61 58 1442.10 3.98 .00 .66 9 .20 27.61 65 27 41 24.00 .66 .00 .04 1.09 1. 66 66 0 61 1442 .10 3.60 .00 .16 1. 82 .80 67 0 28 189.47 .00 .00 .00 .54 .09 J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 18.00 496.99 288.00 90.56 2 30 .00 496.84 292.00 88.76 3 39.00 496.79 296 .00 87 .01 4 39.00 491.17 292 .00 86.31 5 36.00 478.60 3 03.00 76.09 6 .00 479.24 29 7.0 0 78.97 7 5 7.00 477.22 299.00 77.23 8 24.00 476.58 296.00 78.25 9 .00 476.57 29 7.00 77.81 10 39 .00 476.52 302 .00 75.63 11 60.00 476.29 295.00 78.56 1 2 .00 476.22 302.00 75.50 13 .00 473.16 298.00 75.90 14 30.00 473.01 29 4.00 77.57 1 5 30.00 472.99 290 .00 79.30 1 6 .00 469.19 29 0.00 77.65 17 .00 469.19 28 7.00 78.95 18 30 .00 463.31 285.00 77 .27 1 9 24.00 463 .19 289.00 75.48 20 33.00 463.16 292.00 74.17 21 12.00 460.18 287 .00 75.05 22 3.00 450.01 289 .00 69. 77 23 .00 460.41 292 .0 0 72 . 98 24 .00 464.24 292 .00 74 . 64 25 18.00 470.23 292.00 77 .23 26 18.00 473 .3 4 293.00 78 .1 5 27 18.00 4 77. 25 295 .00 78.97 28 .00 480.99 295.00 80.60 29 804.00 426.87 283.00 62.34 30 30.00 425.73 284.00 61.41 * Lowest Pressure • Exhibit F KYPIPES M odel for Shenandoah Subdivision, Phases 10-17 31 807.00 432 .11 287.00 62.88 32 24.00 431. 65 286.00 63.11 33 54.00 4 63. 94 291.00 74.94 34 21.00 46 3.5 7 2 87.00 76.51 35 27.00 4 72. 91 299.00 75.36 36 24.00 473.04 300.00 74.99 37 18.00 474.13 297.00 76. 75 38 27.00 473.44 292.00 78.62 39 9.00 476.52 300.00 76.49 40 45.00 473.82 290.00 79.66 41 24.00 476.54 300.00 76.50 42 15.00 479.05 300.00 77.59 43 54.00 474.36 288.00 80.75 44 .00 481.91 298.00 79.69 45 .00 483.75 294.00 82.23 46 .00 489.69 299.00 82.63 47 .00 489.66 299.00 82.62 48 48.00 486.96 302.00 80.15 49 .00 497.09 307.00 82.37 50 .00 497.06 307.00 82 .36 51 48.00 494.36 307.00 81.19 52 .00 505.03 311. 00 84. 08 53 .00 505.01 311. 00 84.07 54 48.00 502.30 311. 00 82.90 55 .00 513.53 318.00 84.73 56 .00 513.50 318.00 84. 72 57 48.00 510.80 316.00 84.41 58 .00 52 2 .60 320.00 87.79 59 .00 522.58 320.00 87.78 60 48.00 519.87 320.00 86.61 61 .00 527.24 3 14.00 92.40 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 598 .13 7 551.30 66 1442 .10 67 189.47 NET SYSTEM INFLOW 2781.00 NET SYSTEM OUTFLOW .00 NET SYSTEM DEMAND = 2781.00 D A T A C H A N G E S FOR NEXT S I M U L A T I 0 N D E M A N D C H A N G E S DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1.00 SEWER ANALYSIS FOR SHENANDOAH SUBDIVISION PHASES 10 -17 MAY 2004 SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Wood creek Drive, Suite 103 •College Station, Texas 77845 SEWER ANALYSIS FOR SHENANDOAH SUBDIVISION, PHASES 10-17 General Information Shenandoah Subdivision, Phases 10-17 encompasses approximately 14 7 acres of land in southern College Station. It is located on the south side of Barron Road near its intersection with Newport Lane. There are 260 single-family residential lots planned for the eight phases. The area surrounding the site is rapidly developing with Alexandria subdivisions on the north, older phases of Shenandoah to the east, Reatta Meadows subdivision being constructed on the west , and undeveloped phases of the Castlegate Subdivision on the south. Sewer System Analysis Subdivision Collection System The primary sewer outfall for Shenandoah Subdivision, Phases 10-17 is a 21" line that was constructed with the Reatta Meadows Subdivision immediately west of the site. That line is an extension of the Spring Creek Sewer Trunk Line that was built by the City of College Station approximately 3 years ago. A secondary outfall is the 8" line along Alexandria Boulevard that was installed with Phase 7. It also flows to the Spring Creek Sewer Trunk Line. The sewer system m the subdivision is divided into three sections, two of which flow into the 21" line and the third into the 8" line . Exhibit A is a sketch of the proposed sewer system for Phases 10-17 of Shenandoah Subdivision. Using this layout, the spreadsheets in Exhibits B, C and D were prepared to compute the minimum slope of the lines needed to carry water at 2 feet per second or faster. The sewer demands were estimated assuming 267 gpd per residential lot and peaking factors were set at 4.0 as required by the Design Guidelines for the City of College Station. If the computed slope was less than the minimum slope required by TCEQ, the value appears in red and indicates that the line has adequate capacity even when laid on the minimum allowable slope. All of the lines in the spreadsheets on Exhibits B, C and D have computed slopes shown in red that are less than the minimum required by TCEQ. Therefore, we conclude that the lines are adequately sized and will easily carry the sewage flows that are expected to pass through them. Trunk Line Analysis As part of the sewer system analysis for the future phases of Shenandoah Subdivision, an analysis of the 21" sewer trunk line was also made to determine its capacity for this additional flow. A previous study associated with the development of Reatta Meadows indicated that a section of this line should be oversized to a 24" pipe to accommodate anticipated flows. The final decision was to leave it as a 21" line, which brought into question its ability to carry addition flows from Shenandoah. Page 1 of2 The original Reatta Meadows study makes assumptions regarding future development in the sewer drainage basin. These assumptions include fully developed conditions with a mixture of commercial and residential development. Residential development is anticipated at a density of 6 housing units per acre. This density assumption does not match the type of residential development that is occurring in the area. Development in nearby subdivisions such as Shenandoah, Castlegate, Westfield Village, and Alexandria are between 3 to 4 units per acre when land for parks, greenways, detention facilities, and other common areas are included in the computation. Therefore, it is reasonable to reduce the anticipated residential density to 4 units per acre for purposes of the sewer analysis. Another factor not included in the Reatta Meadows study is the 65 acre tract owned by College Station ISD that is planned for a future high school. Estimates of sewage flow from such a facility is significantly less than the flows from the residential development in the Reatta Meadows study. When these factors are incorporated into the analysis, the anticipated flow through the line is reduced to a rate that can be carried by the 21" line. Even when additional flows from the Shenandoah Subdivision are added to the trunk line as proposed, the line is still capable of serving the basin. This is demonstrated in Exhibit E where all segments of the 21" line have computed slopes shown in red, which means they are capable of carrying the anticipated flows if laid at the minimum slope required by TCEQ. Therefore, we conclude that the line is adequately sized and has capacity to carry the sewage flows that are expected to pass through it. Page2 of2 Outfall #1 -Serves Phases 10, 11, 13 and a portion of 14 • Line Area of Contnbuting Land Uses l~ ... l ~ J 0 ]g Ii; ~ ·~ Average Daily From To :S e .. Flows (ADF) ] ..... ~ 3 ~ ~ MH# MH# Ac. Ac. Lots GPD GPD CFS A c 0 0 10 2,670 0.00 B c 0 0 6 -1,602 0.00 c F 0 0 0 4,272 4,272 0.01 D F 0 0 10 -2,670 0.00 E F 0 0 6 -1,602 0.00 F 1 0 0 0 8,544 8,544 0.01 G I 0 0 10 -2,670 0.00 H 1 0 0 6 -1,602 0.00 I L 0 0 0 12,816 12,816 0.02 J L 0 0 10 -2,670 0.00 K L 0 0 6 -1,602 0.00 L 0 0 0 0 17,088 17,088 0.03 M 0 0 0 10 -2,670 0.00 N 0 0 0 6 -1,602 0.00 0 R 0 0 0 21,360 21,360 0.03 p Q 0 0 5 -1,335 0.00 Q R 0 0 13 1,335 4,806 0.01 R s 0 0 8 26,166 28,302 0.04 s z 0 0 22 28,302 34,176 0.05 u v 0 0 3 -801 0.00 T v 0 0 3 -801 0.00 v w 0 0 10 1,602 4,272 0.01 w y 0 0 0 4,272 4,272 0.01 x y 0 0 10 -2,670 0.00 y z 0 0 5 6,942 8,277 0.01 z JJ 0 0 0 42,453 42,453 0.07 Exhibit B Shenandoah Subdivision Phases 10-17 Sewer Analysis Outfall 1 Flow Calculations Type 2=3034 Infiltration Peaking PVC, Peak Flows Size Material (10%ADF) Factor Type 3=2241 PVC CFS CFS GPM MOD (in) 0.00 4.00 0.02 8 0.011 6 2 03034 0.00 4.00 0.01 5 0.007 6 2 D3034 0.00 4.00 0.03 12 0.Q18 6 2 D3034 0.00 4.00 0.02 8 0.011 6 2 03034 0.00 4.00 O.QI 5 0.007 6 2 03034 0.00 4.00 0.05 24 O.Q35 6 2 D3034 0.00 4.00 0.02 8 0.011 6 2 D3034 0.00 4.00 0.01 5 0.007 6 2 D3034 0.00 4.00 0.08 36 0.053 6 2 D3034 0.00 4.00 0.02 8 0.011 6 2 03034 0.00 4.00 0.01 5 0.007 6 2 D3034 0.00 4.00 0.11 49 0.070 6 2 D3034 0.00 4.00 0,02 8 O.QI 1 6 2 D3034 0.00 4.00 0.01 5 0.007 6 2 03034 0.00 4.00 0.14 61 0.088 6 2 D3034 0.00 4.00 0.01 4 0.005 6 2 D3034 0.00 4.00 O.o3 14 0.020 6 2 D3034 0.00 4.00 0.18 81 0.116 6 2 D3034 0.01 4.00 0.22 97 0.140 6 2 D3034 0.00 4.00 0.01 2 0.003 6 2 D3034 0.00 4.00 O.QI 2 0.003 6 2 03034 0.00 4.00 O.Q3 12 O.D18 6 2 D3034 0.00 4.00 O.Q3 12 O.D18 6 2 03034 0.00 4.00 0.02 8 0.011 6 2 03034 0.00 4.00 0.05 24 0.034 6 2 D3034 0.01 4.00 0.27 121 0.174 21 3 D2241 Inside Diameter Inches 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 20.25 Proposed Sewer System Cale. Min. Slope Slope Peak Flow Peale Peak Velocity Flows Flows % % fus 0.00 0.60 1.05 0.00 0.60 0.92 0.00 0.60 1.19 0.00 0.60 1.05 0.00 0.60 0.92 0.01 0.60 1.49 0.00 0.60 1.05 0.00 0.60 0.92 0.03 0.60 1.69 0.00 0.60 1.05 0.00 0.60 0.92 0.04 0.60 1.84 0.00 0.60 1.05 0.00 0.60 0.92 0.07 0.60 1.96 0.00 0.60 0.86 0.00 0.60 1.25 0.12 0.60 2.11 0.18 0.60 2.21 0.00 0.60 0.74 0.00 0.60 0.74 0.00 0.60 1.19 0.00 0.60 1.19 0.00 0.60 1.05 0.01 0.60 1.49 0.00 0.09 1.06 Cale. Min. Slope Slope ADF ADF % % 0.00 0.60 0.00 0.60 0.00 0.60 0.00 0.60 0.00 0.60 0.00 0.60 0.00 0.60 0.00 0.60 0.01 0.60 0.00 0.60 0.00 0.60 0.01 0.60 0.00 0.60 0.00 0.60 0.02 0.60 0.00 0.60 0.00 0.60 0.04 0.60 0.05 0.60 0.00 0.60 0.00 0.60 0.00 0.60 0.00 0.60 0.00 0.60 0.00 0.60 0.00 0.09 Ave. Daily Ave. Daily Flow Flow Velocity Depth fps Inches 0.69 0.00 0.56 0.00 0.82 0.29 0.69 0.00 0.56 0.00 1.02 0.58 0.69 0.00 0.56 0.00 1.13 0.87 0.69 0.00 0.56 0.00 1.25 0.87 0.69 0.00 0.56 0.00 1.34 0.87 0.56 0.00 0.86 0.29 1.46 1.16 1.53 1.45 0.46 0.00 0.46 0.00 0.82 0.29 0.82 0.29 0.69 0.00 1.02 0.58 0.70 1.01 Page 1of1 Exhibit B OutfaU #2 -Serves Phases 16 and 17 and a portion of Phase 15 Line Area of Contributing Land Uses l~ " '3 l ~ -" ·g ri: ., < ~ ~ ., Average Daily From To .8 :3 ·~ :3 ~ ~ Flows(ADF) ..... ..... .._, 3 ~ ~ MH# MH# Ac. Ac. Lots GPO GPO CFS AA cc 0 0 7 1,869 0.00 BB cc 0 0 18 -4,806 0.01 cc FF 0 0 0 6,675 6,675 0.01 DD FF 0 0 19 -5,073 0.01 EE FF 0 0 8 -2,136 0.00 FF HH 0 0 0 13,884 13,884 0.o2 GO HH 0 0 22 -5,874 O.oJ HH II 0 0 5 19,758 21,093 0.o3 II JJ 0 0 0 21,093 21,093 0.03 JJ KK 0 0 0 21,093 21,093 0.03 Exhibit C Shenandoah Subdivision Phases 10-17 Sewer Analysis Outfall 2 Flow Calculations Type 2=3034 Infiltration Peaking PVC, Peak Flows Size Material (10% ADF) Factor Type 3=2241 PVC CFS CFS GPM MOD (in.) 0.00 4.00 0.01 5 0.008 6 2 03034 0.00 4.00 0.03 14 0.020 6 2 03034 0.00 4.00 0.04 19 0.027 6 2 03034 0.00 4.00 0.03 14 0.021 6 2 03034 0.00 4.00 0.01 6 0.009 6 2 03034 0.00 4.00 0.09 40 0.057 6 2 03034 0.00 4.00 0.04 17 0.024 6 2 03034 0.00 4.00 0.13 60 0.086 6 2 03034 0.00 4.00 0.13 60 0.086 6 2 03034 0.00 4.00 0.13 60 0.086 21 3 02241 Inside Diameter Inches 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 5.793 20.25 Proposed Sewer System Cale. Min. Slope Slope Peak Flow Peak Peak Velocity Flows Flows % % fps 0.00 0.60 0.92 0.00 0.60 1.25 0.01 0.60 1.38 0.00 0.60 1.29 0.00 0.60 0.97 0.03 0.60 1.74 0.01 0.60 1.34 0.o7 0.60 1.94 0.07 0.60 1.94 0.00 0.09 0.86 Cale . Min. Slope Slope ADF ADF % % 0.00 0.60 0.00 0.60 0.00 0.60 0.00 0.60 0.00 0.60 0.01 0.60 0.00 0.60 0.02 0.60 0.02 0.60 0.00 0.09 Ave. Daily Ave. Daily Flow Flow Velocity Depth fps Inches 0.64 0.00 0.86 0.29 0.92 0.58 0.86 0.29 0.64 0.00 1.16 0.87 0.92 0.58 1.34 0.87 1.34 0.87 0.57 0.00 Page I of 1 ExlubitC Outfall #3 -Serves Phases Phase 12 and portions of Phases 14 and 15 Line Area of Contnbuting Land Uses l~ ;;! 1 ~ ]g ·g Q Ii; From To ~ ~ ·~ Average Daily :3 ~ .. Flows(ADF) .... ] .... ~ .... ~ ~ u MH# MH# Ac. Ac. Lots GPD GPD CFS AAA BBB 0 0 14 3,738 0.01 CCC DDD 0 0 8 -2,136 0.00 BBB DDD 0 0 90 3,738 27,768 0.04 EEE FFF 0 0 14 -3,738 0.01 DDD FFF 0 0 0 29,904 29,904 0.05 GOG HHH 0 0 6 -1,602 0.00 FFF HHH 0 0 0 33,642 33,642 0.05 HHH ill 0 0 0 35,244 35,244 0.05 Exhibit D Shenandoah Subdivision Phases 10-17 Sewer Analysis Outfall 3 Flow Calculations Type 2=3034 Inf titration Peaking Peak Flows Size PVC, Material (10% ADF) Factor Type 3=2241 PVC CFS CFS GPM MOD (in.) 0.00 4.00 0.02 11 O.DIS 6 2 D3034 0.00 4.00 0.01 6 0.009 6 2 03034 0.00 4.00 0.18 79 0.114 8 2 03034 0.00 4.00 0.02 11 O.Dl5 6 2 D3034 0.00 4.00 0.19 85 0.123 8 2 D3034 0.00 4.00 0.01 5 0.007 6 2 03034 0.01 4.00 0.21 96 0.138 8 2 03034 0.01 4.00 0.22 100 0.144 8 2 03034 Inside Diameter Inches S.793 S.793 7.754 5.793 7.754 5.793 7.754 7.754 Proposed Sewer System Cale. Min. Slope Slope Peak Flow Peak Peak Velocity Flows Flows % % fps 0.00 0.60 1.16 0.00 0.60 0.97 0.02 0.40 1.76 0.00 0.60 1.16 0.03 0.40 1.80 0.00 0.60 0.92 0.04 0.40 1.88 0.04 0.40 1.89 Cale. Min. Slope Slope ADF ADF % % 0.00 0.60 0.00 0.60 0.01 0.40 0.00 0.60 0.01 0.40 0.00 0.60 0.01 0.40 0.01 0.40 Ave. Daily Ave. Daily Flow Flow Velocity Depth fps Inches 0.79 0.29 0.64 0.00 1.18 1.16 0.79 0.29 1.24 1.16 0.56 0.00 1.28 1.16 1.28 1.16 Page 1of1 ExlubitD Exhibit E 21" Sewer Trunk Line Analysis ............ ~ -·--·--------------------,-------~-----Line Area of Contributing Land Uses Flow Calculations Proposed Sewer System l0 I>: j Type .. 1! i 0. ~ 2=3034 Cale. Min. Min. ]~ ..9 Cale. Ave. Daily Ave. Daily .. " " Average Daily Flows Infiltration Peaking PVC, Inside Slope Slope Peak Flow To 0 ~ -~ Peak Flows Size Material Slope Slope Flow Flow From 1l B ~ .. (ADF) {10%ADF) Factor Type Diameter Peak Peak Velocity ::i .... 0 "3 3=2241 Flows Flows ADF ADF Velocity Depth -~ 0 ~ ~ ~ ..c: PVC u "' MH# MH# Ac. Students Lots GPO GPO CFS CFS CFS GPM MOD (in.) lncbes % % fps % % fps Inches 9 8 207.679 221,801 0.34 0.03 4.00 1.41 632 0.909 15 2 03034 14.124 0.06 0.15 2.09 0.02 0.15 1.46 3.53 8 7 40.945 2500 221,801 315,530 0.49 0.05 4.00 2.00 898 1.294 18 3 02241 16.616 0.06 0.11 2.02 0.02 0.11 1.44 4.15 7 6 74.643 315,530 395,249 0.61 0.06 4.00 2.51 1125 1.620 21 3 02241 20.25 0.03 0.09 1.99 001 0.09 1.39 5.06 6 5 39.459 395,249 437,391 0.68 0.07 4.00 2.77 1245 1.793 21 3 02241 20.25 0.04 0.09 2.05 0.01 0.09 1.44 5.06 5 4 10.988 217 437,391 507,066 0.78 0.08 4.00 3.22 1444 2.079 21 3 02241 20.25 0.05 0.09 2.11 0.01 0.09 1.49 6.08 4 3 12.7 507,066 520,629 0.81 0.08 4.00 3.30 1482 2.135 21 3 02241 20.25 0.05 0.09 2.12 0.02 0.09 1.51 6.08 3 2 14.926 520,629 536,570 0.83 0.08 4.00 3.40 1528• 2200 21 3 02241 20.25 0.06 0.09 2.14 0.02 0.09 1.53 6.08 2 I 25.859 536,570 564,188 0.87 0.09 4.00 3.58 1606 2.313 21 3 02241 20.25 006 0.09 2.15 0.02 0.09 1.55 6.08 Exhibit E Date Submitted: 06.-.. - (Check one) D Amending ($300.00) *Includes public hearing fee FINAL PLAT APPLICATION [gl 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: [gl Final plat review and filing fee (see above) NOTE: Multiple Sheets -$55.00 per additional sheet NIA Variance Request to Subdivision Regulations -$100 (if applicable) [gl Development permit fee of $200.00 (if applicable). [gl 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. [gl Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) [gl One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). ~ Paid tax certificates from City of College Station, Brazos County and College Station l.S.D. [gl A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. [gl Two (2) copies of public infrastructure plans associated with this plat (if applicable). NIA Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). NAME OF SUBDIVISION _______ S=h'"'"'e=n=a'-'-'n-=do=-a=h-'-'-'-P-'-'h=a=-se::;.......;..:12=-------------- 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~--Zip Code 77845 Phone Number 979.776.8266 -----~-------Fax Number ___ ___;9=-..:7-=9c:...;. 7'--'7-'4'-'-'.0=5::...;:6:....:=5 ___ _ CURRENT PROPERTY OWNER'S INFORMATION : (Af[ owners must be identified. Please attach an additional sheet, if necessary) Name Edward Froehling E-Mail ------------- Street Address ______________ ...._(s=a=m'"""e"-=as"'-=a=-bo"'--v"-'e'""'") __________ _ City ____________ State________ Zip Code ________ _ Phone Number ____________ _ Fax Number ____________ _ ARCHITECT OR ENGINEER'S INFORMATION : Name McClure & Browne Engineering/Surveying, Inc. E-Mail ------=-=-m=ik=e:.:...:m=@=tca=.n=e=t ___ _ Street Address 1008 Woodcreek Drive Suite 103 City College Station Zip Code 77845 State TX -------- PhoneNumber ____ ~9~7~9~.6~9~3~.3~8~3_8 ___ _ Fax Number -----'9"-'7-=9;.:,,;:.6=-=9=3=.2=5:..=5:......:4 ___ _ Drainage .Report FOB SHENANDOAH SUBDIVISION PHASE 10-17 VICINITY MAP NTS May 2004 Prepared By: McClure c!c Browne Engineering/Surveying, Inc. 1 008 Woodcreek Drive, Suite 103 College Station, Texas 77845 (979) 693-3838 CERTIFICATION I, Kent M. Laza, Registered Professional Engineer No. 65923, State of Texas, certify that the Drainage Report for the SHENANDOAH SUBDNISION, PHASES 10-17, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. DRAINAGE REPORT INTRODUCTION TABLE OF CONTENTS DRAINAGE REPORT SHENANDOAHPHASES10THROUGH17 GENERAL LOCATION AND DESCRIPTION FLOOD HAZARD INFORMATION PRIMARY DRAINAGE BASIN DESCRIPTION STORM DRAIN DESIGN CRITERIA STORM DRAIN FACILITY DESIGN FLOODPLAIN ANALYSIS AND DESIGN CRITERIA CONCLUSION EXHIBITS DRAINAGE AREA AND X-SECTIONS FOR HEC-1 AND HEC-RAS DRAINAGE AREA MAP -PROPOSED CONDITIONS HEC-1 ANALYSIS SCS LAG CALCULATIONS HEC-RAS INPUT DATA HEC-RAS OUTPUT DATA FLOOD WAY AND FLOODPLAIN DRAWING RATIONAL FORMULA DRAINAGE AREA CALCULATIONS INLET COMPUTATIONS PIPE SIZE CALCULATIONS HYDRAULIC GRADE LINE ANALYSIS -10 YEAR STORM HYDRAULIC GRADE LINE ANALYSIS -100 YEAR STORM HYDRAULIC GRADE LINE DRAWINGS 1 1 2 2 2 3 3 6 A-1 A-2 B c D E F G-1 G-2 G-3 G-4 G-5 H DRAINAGE REPORT SHENANDOAH SUBDIVISION, PHASES 10 THROUGH 17 INTRODUCTION: The purpose of this report is to study the effects of the development of Phases 10 through 17 of the Shenandoah Subdivision that drain into the North Fork of Spring Creek The existing conditions of the site and the parameters used for this design are incorporated into the analysis to demonstrate that the drainage system design achieves the desired objectives of the College Station Drainage Policy and Design Standards (DPDS.) A portion of the area encompassed by Phases 10-17 lies within the drainage basin of Spring Creek Tributary C. The drainage reports for Phases 6-9 accounted for the additional runoff and detention requirements from this small area. This report includes computations for inlet and pipe size calculations for that portion of the subdivision, but the area is not included in the runoff and :floodplain computations for the North Fork of Spring Creek described below. GENERAL LOCATION AND DESCRIPTION: The 146.72 acre site is located immediately west of Shenandoah Subdivision, Phases 6-9. The property is bounded by Barron Road to the north, undeveloped sections of the Castlegate Subdivision to the south, and the Reatta Meadows Subdivision to the west. The southern half of the site is densely wooded, and the northern half is a moderately wooded pasture surrounding a small residential home that will be removed. The site is gently rolling with an average slope of2.0% to 2 .5%. DRAINAGE REPORT SHENANDOAHPHASES10THROUGH17 1 FLOOD HAZARD INFORMATION: A small portion of Phase 17 is located in a 100-Year Flood Hazard Area according to the Flood Insurance Rate Maps prepared by the Federal Emergency Management Agency for the City of College Station. The shaded area of the Master Preliminary Plat represents the approximate Flood Hazard Area per FEMA FIRM No. 48041 C0205 D (Revised Feb. 9, 2000). The Flood Hazard Area is within the stream channel and also encroaches into Lot 10 of Phase 17. A topographic survey of the area shows the flood limits on Lot 10 to be substantially different than depicted the FEMA map. A Letter of Map Amendment (LOMA) will be submitted prior to filing the Final Plat . PRIMARY DRAINAGE BASIN DESCRIPTION: The site naturally drains to the south into the North Fork of Spring Creek, which generally lies just outside of the site in the ReattaMeadows and Castlegate developments. A short segment of the creek flows through the southern comer of the Shenandoah Sulxlivision. STORM DRAIN DESIGN CRITERIA: The drainage system is designed in accordance with the Drainage Policy and Design Standards (DPDS) of the City of College Station. The design storm is the 10-year rainfall event. Flow calculations for all drainage areas are based on the Rational Method. The time of concentration for each drainage area is computed using the guideline provided in TR-55 . The storm intensity is computed using the IDF equations in the DPDS. Curb capacity is computed using Manning's Equation with a Roughness Coefficient (n) of0.018. Storm drain capacity is based on Manning 's DRAINAGE REPORT SHENANDOAHPHASES10THROUGH17 2 Equation with a 25% increase in flow for pipes less than or equal to 24" in diameter. The Roughness Coefficient for reinforced concrete pipe is 0.014. STORM DRAIN FACILITY DESIGN: Stormwater runoff from the site will be captured in the curbs and gutters and conveyed by underground storm drains to the primary drainage system. Exhibit A-2 is a Drainage Area Map for the subdivision. Exhibit F-1 shows the rational calculations for the various drainage areas shown on the Drainage Area Map. Exhibit F-2 shows the inlet computations and Exhibit F-3 shows the pipe siz.e calculations. Exhibits F-4 and F-5 show the hydraulic grade line (HGL) calculations for the storm drain system of Phases 12 and 13, which are the first two phases planned for construction Hydraulic grade line calculations will be submitted for subsequent phases as they are designed. FLOODPLAIN ANALYSIS AND DESIGN CRITERIA The DPDS designates the North Fork of Spring Creek as one of the channels in the City's primary system. The policy of the City is to "encourage the rapid conveyance of stormwater through and out of the City within the primary system." It has also been the City's policy not to detain water that flows directly into a primary channel as long as it can be demonstrated that the peak flows are not increased. The DPDS requires the minimum finished floor elevation of homes along the North Fork of Spring Creek to be 3 feet above the I 00-year floodplain, or 0.5 feet above the 100-year floodplain for DRAINAGE REPORT SHENANDOAHPHASES10THROUGH17 3 ultimate development of the drainage basin. There are no previous floodplain studies for the channel through the Shenandoah Sulxlivision that establish these floodplain levels. As a result, a study was conducted for this segment of stream to determine the 100-year pre-development, post-development, and ultimate development flows and elevations. Flow calculations were prepared using the U.S. Army Corp of Engineer's HEC-1 program, SCS Method (Type II, 24-hour storm, Curve Number losses, SCS Unit Hydrograph for distribution, and SCS Lag). Three plans were studied for the 10, 25, 50, 100 and 500-year storm events. Plan 1 is the Pre-development conditions. Plan 2 is the Post-development conditions which includes the development of phases 10 through 17. Plan 3 is the Ultimate development, which assumes the drainage area upstream of the Shenandoah Sulxlivision to be fully developed. Data from the HEC-1 model was used as input for the HEC-RAS model for determining floodplain elevations. Exhibit A-1 is the drainage area and cross-section map for the HEC-1 and HEC-RAS study. Exhibit B is the input and output data from the HEC-1 study. Exhibit C shows the lag time data for HEC-1. Exhibit D is the HEC-RAS input data and Exhibit E is the HEC-RAS output data. Exhibit F shows the Floodway and Floodplain for that segment of the North Fork of Spring Creek that flows through the development. Table I is a summary of the output from HEC-1 that shows the Pre, Post and Ultimate development flowrates at the confluence of North and South Forks of Spring Creek. Table II is a summary of the output from HEC-RAS that shows the Pre, Post, and Ultimate development water surface elevations for the 100-year floodplain and the minimum finished floor elevation for the lots along the channel. DRAINAGE REPORT SHENANDOAHPHASES10THROUGH17 4 Table I Flowrates at the Confluence of North and South Forks ofSDring Creek Design Event Pre-Development Post-Development Ultimate Development Q s 652 cfs 655 cfs 1076 cfs Q10 864 cfs 864 cfs 1362 cfs Qis 1112 cfs 1108 cfs 1679 cfs Q so 1325 cfs 1317 cfs 1897 cfs Q100 1584 cfs 1573 cfs 2150 cfs Table II Water Surface Elevations and Minimum Finish Floor Elevations of Lots along North Fork of Spring Creek X-Sect Phase Block Lot Station 13 37 10 46+55.57 13 38 7 46+55.57 14 38 8 43+13.39 14 41 14 43+13.39 15 41 15 43+13.39 15 43 4 37+25 .17 16 43 5 37+25.17 16 45 3 33+02.88 17 45 4 33+02.88 17 46 14 30+92.13 17 46 10-13 27+59.57 DRAINAGE REPORT SHENANDOAHPHASES10THROUGH17 Pre-Dev Post-Dev Water Water Surface Surface 285 .80 285 .79 285.80 285.79 284.04 284.03 284.04 284 .03 284.04 284 .03 282.72 282.71 282 .72 282.71 280.29 280.28 280.29 280 .28 280 .06 280.05 278 .71 278.71 Ult-Dev Water Min.FF Surface 286.48 288.79 286.48 288 .79 284.45 287 .03 284.45 287.03 284.45 287.03 283.64 285.71 283.64 285.71 281.02 283 .28 281.02 283.28 280.96 283.05 278.22 281.71 5 CONCLUSION: The HEC-1 Analysis shows that direct discharge of stormwater from the Shenandoah Subdivision into the primary channel quickly conveys it downstream. The model shows that this quick conveyance results in a slight reduction of the Post-Development flows for the 25 , 50 and I 00- year storm events. The 5-year Post-Development flow is increased slightly but remains within the creek boundaries and the I 0-year Post-Development flow remains unchanged. Table II establishes the minimum Finished Floor elevations of the lots along the channel. The drainage design for this development meets the requirements stated in the City of College Station Drainage Policy and Design Standards. DRAINAGE REPORT SHENANDOAHPHASESIOTHROUGH17 6 !***************************************** * * FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4.0.lE Lahey F77L-EM/32 version 5.01 Dodson & Associates, Inc. RUN DATE 10/27/03 TIME 1 3:03:11 ***. *** •• ** * **. * * •• **. * •• * * ** ** * ** •• * *** * x x x x x x xxxxxxx x x x x x x Exhibit B Hec-1 Analysis xxxxxxx xxxxx x x x x x xxxx x xxxxx x x x x x xxxxxxx xxxxx x xx x x x x xxx U.S. 1\RMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 551-1748 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKli . THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FRaf THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: Dl\MBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT Dl\MAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND l\MPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM l!EC-1 INPUT PAGE LINE ID ......• 1. ....•. 2 ••....• 3 ....... 4 ....... 5 .•..... 6 ......• 7 •..••.• 8 .••..•. 9 •..... 10 ID TRIB THROUGH PROP. SUBDIVISION IT 3 01Jan01 0000 481 3 IO 5 0 0 4 JP 3 5 JR PREC 13.5 11 9.8 8.8 7.4 6.2 4.5 EVENT 500 100 50 25 10 5 2Yr. Storm 6 KK DAl 7 KM FILE SpringCR. ihl 8 KM Pl Original Conditions No Shenandoah Development 9 KM P2 Proposed Condiition -Development of Shenandoah 10 KM P3 Ultimate Development of Entire Drainage Basin 11 BA .1326 12 PB 1 13 IN 30 01FEB98 0000 14 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 15 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1 625 .1808 16 PC .2042 .2351 .2833 . 6632 .7351 . 7724 . 7989 . 8197 . 8380 . 8538 17 PC .8676 . 8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 18 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.000 19 LS 0 75 0 20 UD .81 21 KP 2 22 LS 0 75 0 23 UD .81 24 KP 3 25 LS o . 87 52 26 UD .55 27 KK DA2 28 BA .0486 29 LS 0 75 0 30 UD .37 31 KP 2 32 LS 0 75 33 UD .37 34 KP 3 35 LS 0 87 52 36 UD .25 37 KK PT.A 38 HC 2 39 KK RTE A 40 RS 1 STOR -1 41 SQ 1 250 500 750 1000 1250 1500 1750 2000 2250 42 SQ 2500 2750 3000 3250 3500 3750 4000 4250 4500 4750 43 SV .07 3.93 6.46 8. 74 10.86 12. 82 14.76 1 6.59 18. 42 20.29 44 SV 22 .14 23.88 25.57 27.23 28.83 30.45 32 33.59 35.15 36. 67 HEC-1 INPUT PAGE 2 LINE ID .•.•... 1. .•.... 2 .....•. 3 ....... 4 ..•.... 5 ....... 6 .....•. 7 .....•. 8 •...... 9 .•.•.. 10 45 KK DA3 46 BA .0672 47 LS 0 75 0 Exhibit B 1 of7 Exhibit B Hec-1 Analysis 48 UD .52 49 KP 2 50 LS 0 75 51 UD .52 52 KP 3 53 LS 0 87 54 UD .35 55 KK DA4 56 BA .0713 57 LS 0 75 58 UD .58 59 KP 2 60 LS 0 75 61 UD .58 62 KP 63 LS 0 87 52 64 UD .4 65 KK PT.B 66 HC 67 KK RTE B 68 RS 1 STOR -1 69 SQ 1 250 500 750 1000 1250 1500 1750 2000 2250 70 SQ 2500 2750 3000 3250 3500 3750 4000 4250 4500 4750 71 SV .07 4.33 7 .83 11.02 14 .14 17 .81 20.49 23.08 25 .6 28.08 72 SV 30.55 32 .98 35.32 37.63 39 .96 42.4 9 44.69 46.83 4 8 .95 51.05 73 KK DA5 74 BA .0766 75 LS 0 75 76 UD . 64 77 KP 2 78 LS 0 75 0 79 UD . 64 80 KP 81 LS 87 52 82 UD . 44 83 KK DA6 84 BA .1204 85 LS 0 75 0 86 UD . 94 87 KP 2 88 LS 0 75 0 89 OD .94 90 KP 91 LS 87 52 92 UD .64 HEC-1 INPUT PAGE 3 LINE ID ..•.... 1. ....•• 2 .....•. 3 ..•.... 4 .•.•..• 5 ....... 6 ....... 7 •...•.. 8 ....... 9 ...... 10 93 KK PT .C 94 HC 3 95 KK RTE C 96 RS STOR -1 97 SQ 250 500 750 1000 1250 1500 1750 2000 2250 98 SQ 2500 2750 3000 3250 3500 3750 4000 4250 4500 4750 99 SV .03 2.47 5.44 9. 73 10.57 13.11 15.59 17.96 20.81 23.27 100 SV 25.76 26.47 28. 31 30 .28 32 33.66 35.34 37 .09 38. 73 40. 34 10 1 KK DA? 102 BA .0954 103 LS 0 75 104 OD .84 105 KP 2 106 LS 0 75 107 UD . 84 108 KP 3 109 LS 0 87 52 110 UD .57 111 KK PT.D 112 HC 2 113 KK RTE D 114 RS STOR -1 115 SQ 1 250 500 750 1000 1250 1500 1750 2000 2250 116 SQ 2500 2750 3000 3250 3500 3750 4000 4250 4500 4750 117 sv .04 2.8 4. 71 6.52 8.5 10 .38 12.18 14 .18 17 .84 20. 89 118 SV 23. 71 26.44 28.84 3 1.14 33.36 35.57 37.75 39. 94 42 .29 44 .64 119 KK DAS 120 BA .0854 121 LS 0 7 5 122 UD .5 123 KP 2 124 LS 0 75 0 125 UD .5 126 KP 3 127 LS 0 87 52 Exhibit B 2 of7 Exhibit B Hec-1 Analysis 128 UD .34 129 KK PT.E 130 HC 2 131 KK RTE E 132 RS l STOR -1 133 SQ l 250 500 750 1000 1 250 1500 1750 2000 2250 134 SQ 2500 2750 3000 3250 3500 3750 4 0 00 4250 4500 4 750 135 SV .06 4.41 7.45 10.3 1 3 .1 16 .12 18.91 21.50 24.52 2 7 . 77 136 sv 30 .46 33. 35 36.66 40.02 42.76 45.42 48 .08 50.84 53.58 56.41 HE C-1 INPUT PAGE 4 LINE ID ....... 1. ...... 2 ....•.• 3 ....... 4 .•••••• 5 ....... 6 ....... 7 ....... 8 ....... 9 ...••• 10 137 KK llA9 138 BA .0389 139 LS 0 75 0 140 UD .41 141 KP 2 142 LS 0 75 0 143 UD .41 144 KP 3 145 LS 0 87 5 2 146 UD .28 147 KK DAlO 148 BA .0696 149 LS 0 7 5 0 150 UD .86 151 KP 2 152 LS 0 76 5 153 UD .84 154 KP 3 155 LS 0 87 5 2 156 UD .59 157 KK PT.F 158 HC 3 1 5 9 KK RTE F 160 RS STOR -1 161 SQ 1 250 500 750 1000 12 50 1500 1750 2000 2 2 50 162 SQ 2500 2750 3000 3250 3500 3750 4000 4250 4 500 4750 163 SV .06 5. 44 10 .29 14.5 4 19.01 22 .57 25.85 28.53 31.18 34 .0 5 164 SV 36 . 71 39.22 41.58 43 .75 45.68 47. 78 49.85 51. 61 53.48 55 .34 165 KK DAll 166 BA .0752 167 LS 0 75 0 168 UD .5 169 KP 2 170 LS 0 82 28 171 UD .41 172 KP 3 173 LS 0 87 52 174 UD . 34 175 KK PT.G 1 76 HC 2 177 KK RTE G 178 RS 1 STOR -1 179 SQ 1 250 50 0 750 1000 1250 1500 1750 2000 2250 180 SQ 250 0 2750 3000 3250 3500 3750 4000 4250 4500 4750 181 sv .05 3 .31 6 .68 9.93 1 2.41 14. 7 16.6 19.69 22 .84 26.13 182 sv 29.56 33.27 36.9 4 0 . 37 42.7 45.69 48. 7 9 50 .09 52.4 .54.57 HEC-1 INPUT PAGE 5 LINE ID ....... 1. ....•• 2 •...••• 3 .•.•.•• 4 .•••••• 5 •.•..•• 6 ....... 1 ..•..•. 8 ..••.•• 9 •••..• 10 183 KK DA12 184 BA .0392 185 LS 0 75 0 186 UD .47 187 KP 2 188 LS 0 78 15 189 UD .43 190 KP 3 191 LS 0 87 52 192 UD .32 193 KK PT.H 194 HC 2 195 KK RTE H 196 RS 1 STOR -1 197 SQ 1 2 50 500 7 50 1 0 00 1 250 1500 1750 2 000 2250 198 SQ 2500 2750 3000 3250 3500 3750 4000 4250 4500 4750 199 SV .06 3.59 6 .53 9.36 12 .37 15.19 17 .87 20 .44 23.l 2 5.78 2 00 sv 28 .47 31.17 34.23 37 .63 41.61 4 4 .98 48.29 56.02 52.4 54 .57 201 KK DA13 Exhibit B 3 of7 Exhibit B Hee-I Analysis 202 BA .0431 203 LS 0 204 UD • 67 205 KP 2 206 LS 0 207 uo .58 208 KP 3 209 LS 210 UD .46 211 KK PT .I 212 HC 2 213 zz 1 •••••• *** **** ** * ** *** *** * ** •• ** * * * ** *** ** . FLOOD HYDROGRAPH PACKAGE (HEC-1) ~y 1991 VERSION 4. 0. lE Lahey F77L-EM/32 version 5.01 Dodson & Associates, Inc. RUN DATE 10/27 /03 TIME 13: 03: 11 ***************************************** 75 0 80 22 87 52 TRIB THROUGH PROP. SUBDIVISION 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 I PLOT 0 QSCAL 0. IT HYDROGRAPH TIME DATA NMIN I DATE !Jan 1 I TIME 0000 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE MINUTES IN COMPUTATION STARTING DATE START ING T IKE INTERVAL NQ 481 NUMBER OF HYDROGRAPH ORDINATES JP JR NDDATE 1 ENDING DATE NDTIME 0000 ENDING TIME I CENT 19 CENTURY MARK COHPUTATION INTERVAL 0.05 HOURS TOTAL TIME BASE 24. 00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOll CUBIC FEET PER SECOND STORAGE VOLUME ACRE -FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT MULTI-PLAN OPTION NP LAN 3 NUMBER OF PLANS MULTI-RATIO OPTION RATIOS OF PRECIPITATION 13.50 11.00 9.80 8.80 7 .40 6 .20 4.50 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 551-1748 ** * ***** •••• **** * * ** *** * * •••• *. ** •• * * * * PEAK FLOll AND STAGE (END-OF-PERIOD) SOMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COHPUTATIONS FLOllS IN CUBIC FEET PER SECOND , AREA IN SQUARE MILES TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPERATION STATION AREA PLAN RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 RATIO 7 13.50 11.00 9.80 8.80 7 .40 6.20 4.50 HYDROGRAPR AT + DAl 0.13 FLOll 374. 289. 247. 213. 166. 127. 73. TIME 12.10 12.10 12.10 12 .10 12.10 12.10 12.15 FLOll 374. 289. 247. 213. 166. 127. 73. TIME 12.10 12.10 12 .10 12 .10 12.10 12.10 12.15 FLOW 552 . 446. 395. 352. 292. 241. 168. TIME 11.80 11.80 ll.80 11.80 11.80 11.80 11.80 HYDROGRAPH AT + DA2 0.05 FLOW 216 . 167. 143 . 124. 97. 74. 43. TIME 11.65 ll.65 11.65 11.65 11.65 11.65 11.65 FLOW 216. 167. 143. 1 24. 97. 74. 43 . TIME 11. 65 11.65 11.65 11.65 11.65 11 . 65 11. 65 FLOW 283. 229. 203 . 1 81. 150. 124. 87. TIME 11.50 11. 50 11.50 11.50 11.50 11.55 11.55 2 COHBINED AT + PT.A 0.18 FLOW 500. 385. 330. 284. 221. 168. 97. TIME 11.85 11.85 11.90 11. 90 11.90 11.90 11.95 FLOW 500. 385. 330. 284. 221. 168. 97. TIME 11.85 11.85 11.90 11.90 11. 90 11.90 11. 95 FLOW 748. 604. 535. 477 . 396. 326. 228. TIME 11.65 11. 65 11.65 11.65 11.65 11. 65 11. 65 Exhibit B 4 of7 ROUTED TO + RTE A HYDROGRAPH AT + DA3 HYDROGRAPH AT + DA4 3 COMBINED AT + PT .B ROUTED TO + RTE B HYDROGRAPH AT + DA5 HYDROGRAPH AT + DA6 3 COMBINED AT + PT.C ROUTED TO + RTE C HYDROGRAPH AT + DA7 2 COMBINED AT + PT.D ROUTED TO + RTE D 0 .18 0 .07 0. 07 0.32 0.32 0.08 0.12 0.52 0 .52 0.10 0. 61 0. 61 2 2 2 2 2 2 FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOlil TIME FLOlil TIME FLOW TIME FLOW TIME . FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOlil TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOlil TIME FLOil TIME FLOW TIME FLOW TIME FLOlil T IME FLOW TIME FLOlil TIME FLOlil TIME 2 FLOW TIME 3 FLOlil TIME FLOW TIME 2 FLOW TIME 3 FLOW 2 TIME FLOW TIME FLOlil TIME FLOlil TIME FLOlil TIME FLOW TIME FLOW Exhibit B Hec-1 Analysis 486. 12.00 4 86 . 12.00 713. 11.80 250. 11.80 250. 11.80 342 . 11.60 249. 11. 85 249. 11.85 351. 11. 65 960. 11 .85 960. 11.85 1366 . 11. 70 906. 12.05 906. 12.05 1238. 11.85 252. 11.90 252. 11 .90 360. 11 . 70 307. 12 . 20 307. 12.20 4 57. 11.90 1438. 1 2.05 14 38. 12.05 2013. 11.80 1397 . 12.15 1397. 12.15 1923. 11.95 263 . 12.10 263. 12.10 388. 11.80 1659. 12.15 1 659. 12.15 2289. 11.90 1633. 12.25 1633. 12.25 2183. 373. 12.05 373. 12.05 574. 11.80 193 . 11.80 193. 11.80 27 4. 11.60 192. 11.85 1 92. 11.85 284. 11.65 737. 11. 90 737. 11.90 1097. 11. 70 692. 12 .05 692 . 12 .05 1004 . 11.85 194. 11. 90 194. 11. 90 291. 11. 70 237. 12 . 25 237. 12.25 369. 11.90 1102. 12.05 1102 . 12.05 1632. 11.80 1077. 12.15 1077. 12.15 1564. 11.95 202. 12.10 202. 12 .10 314. 11.80 1280. 12.15 1280. 12.15 1863. 11.90 1261. 12.25 1261. 12 .25 1796. 319. 12.05 319. 12 .05 506. 11. 80 166. 11.80 166. 11.80 241. 11.60 165. 11.85 165. 11.85 251. 11.65 628. 11.90 628. 11.90 966. 11. 70 588 . 12.10 588. 12.10 884 . 11.85 167. 11.90 167 . 11.90 257. 11. 70 203. 12.25 203. 12.25 327. 11.90 939. 12 .05 939 . 12.05 14 38. 11. 80 933. 12.15 933. 12.15 1379. 11.95 174. 12.15 174. 12.15 278. 11 .80 1106. 12.15 1106. 12 .15 1643. 11.90 1074. 12.25 1074. 12.25 1603. 273. 12.10 273 . 12.1 0 450. 11.80 143. 11.80 143 . 11.80 213. 11.60 142 . 11.85 142. 11.85 224. 11.65 532. 11.95 532. 11.95 858. 11. 70 500 . 12.10 500. 12 .10 784 . 11.85 144. 11.90 144. 11.90 230. 11. 70 175. 12 . 25 175. 12.25 291. 11.90 802. 12 .10 802. 12 .10 1276. 11. 80 757. 12.30 757. 12.30 1227. 11.95 150. 12.15 150. 1 2 .15 248. 11.80 900. 12.30 900. 12. 30 1463 . 11.90 886. 12.35 886. 12.35 1430. 209. 12.10 209. 12.10 372. 11.80 112. 11.80 112. 11.80 175. 11.60 111. 11.85 111. 11.85 186. 11. 65 413. 11.90 413. 11.90 706. 11. 70 386. 12.10 386. 12.10 642. 11.85 112. 11.90 112. 11.90 191. 11 . 70 136. 12 .25 136. 12.25 242. 11.90 621. 12 .10 621. 12.10 1051. 11.85 588 . 12.30 588. 12 .30 1025. 11.90 117 . 12.15 117. 1 2.15 205 . 11.80 701. 12 .25 701. 12 .25 1226. 11.90 694. 12.35 694. 1 2.35 1187. 160 . 12.15 160 . 1 2.15 303. 11.80 85. 11.80 85. 11.80 141. 11.60 85. 11. 85 85 . 11. 85 153 . 1 1.65 314. 11.90 314. 11.90 571. 11. 70 292. 12 .1 5 292. 12.15 517. 11.85 85. 11.95 85 . 11.95 157 . 11. 70 104. 12.25 1 04 . 12.25 199. 11.90 471. 12 .10 471. 12.10 854. 11 .85 454. 12.25 454. 12.25 809. 12.00 89. 12.15 89. 12.15 169. 11.80 541. 1 2.25 541. 12.25 963 . 11.95 534. 12.35 534. 12 .35 928. 92. 12.15 92. 12.15 206. 11.85 49 . 11. 80 49. 11.80 94. 11.60 49. 11.90 49. 11.90 107. 11.65 182. 11.95 182 . 11. 95 387. 11. 70 167. 12.20 167. 12.20 350 . 11. 90 so. 11.95 so. 11 .95 110. 11. 70 60. 12 .30 60. 12.30 139. 11.90 270. 12.15 270. 12.15 584. 11.85 263. 12.30 263. 12.30 5 43 . 12.00 52 . 12 .20 52. 12.20 118. 11. 80 314. 12.25 314. 12.25 650. 11.95 309. 12.40 309. 12.40 640 . Exhibit B 5 of7 HYDROGRAPH AT + 2 COMBINED AT + ROUTED TO + HYDROGRAPH AT + HYDROGRAPH AT + 3 CCMIHNED AT + ROUTED TO + HYDROGRAPH AT + 2 COMBINED AT + ROUTED TO + l!YDROGRAPH AT 2 COMBINED AT + DAS 0.09 PT.E 0.70 RTE E 0.10 DA9 0 .04 DAlO 0 .01 PT.F a. s1 RTE F 0.Sl DAll a.as PT.G a.SS RTE G a.SS DA12 a. 04 PT.H 0.92 2 2 TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME 2 FLOll TIME 3 FLOW TIME FLOW T IME FLOW TIME 3 FLOW TIME FLOW TIME FLOW TIME 3 FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME 2 FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW T IME FLOW TIME FLOW TIME 3 FLOW TIME FLOW TIME 2 FLOW TIME Exhibit B Hec-1 Analysis 12 .05 326 . 11. 75 326. 11. 75 451. 11 . 60 1Sl2. 12 .20 1Sl2. 12.20 2373. 12 .00 1765. 1 2.35 1765 . 12.35 2301. 12 .15 165 . 11.65 165 . 11.65 220. 11.55 1S9. 12.15 196 . 1 2 .1 0 27S. ll.S5 2001. 12.30 2005. 12.30 25SO . 12.10 1951. 12.45 1 955 . 12.45 2520. 12.25 2S7. 11. 75 352. 11. 65 397. 11.60 2063 . 12 .40 2050. 12.40 2641. 12.20 2007. 12.55 1995. 12.55 2558. 12 .35 155. 11. 75 171. 11. 70 211. 11. 60 2052. 12.55 2037. 12.55 12.05 251. 11. 75 251. 11. 75 364. 11.60 1400. 12.20 1400. 12.20 1969. 11.95 1354. 12.35 1354. 12 .35 1901. 12.15 127. 11. 65 127. 11. 65 17S. 11.55 145. 12.15 152. 12.1 0 22 4 . ll.S5 1533. 12 .35 1537. 12.30 213S. 12.05 1474. 12.50 1477 . 12 .50 2074. 12.20 221. 1 1. 75 280. 11.65 321. 11.60 1555. 12.45 1547. 12.4 5 2174. 12.20 1529. 12 .60 1522. 12.60 2104. 12.35 119. 11. 75 134. 11. 70 170. 11. 60 1563. 12.55 1556. 12.55 12.00 216. 11. 75 216. 11. 75 322 . 11. 60 1192 . 12.20 1192. 12.20 1756 . 11.95 1142. 12 .35 1142. 12.35 1694. 12 .10 109 . 11. 70 109. 11. 70 157. 11.55 125. 12.15 131. 12 .10 199. ll.S5 1296. 12.35 1300 . 12.35 1906. 12.05 1234. 12.50 123S. 12.50 1836. 12 .20 190. 11. 75 246. 11.65 2S4. 11.60 1303. 12.50 129S. 12.50 1925. 12.20 12S5. 12 .60 1280. 12 .60 1857. 12 .35 102. 11 . 75 117. 11. 70 151. 11. 60 1313. 12.60 13 07. 12.60 12.00 1S6. 11. 75 1S6. 11. 75 2SS. 11.60 975. 12.30 975. 12. 30 1567. 11.95 954. 12 . 45 954. 12 .4 5 1502. 12 .10 94 . 11 . 70 94. 11 . 70 14 0 . 1 1.55 108 . 12 .15 113. 12.1 5 177. ll.S5 lOSl. 12.40 10S4. 12.40 1690 . 12 .10 1037. 12.60 1040 . 12.60 1618. 12.25 1 64. 11. 75 217 . 11.65 253. 11.60 1090. 12.55 lOSS. 12.55 1696. 12.20 1076. 12.65 1 074. 12.65 1644. 12.35 SB. 11. 75 102. 11 . 70 135. 11.60 1099. 12.65 1097. 12.65 12.00 145. 11. 75 145. 11. 75 239. 11. 60 765 . 12.30 765 . 12. 30 1300. 12 . 00 74S . 12.45 74S . 12.45 1232. 12.10 73 . ll. 70 73. 11. 70 117. 11.55 S4. 12.15 89. 12 .15 147 . ll.S5 S4B. 12.40 S51. 12.40 13SB. 12.10 BOS. 12.60 Sll. 12 .60 1307. 12.25 12S. 11. 75 177. 11. 65 210 . 11.60 S50 . 12.55 S50. 12.55 1366. 12.20 B3S. 12.70 B3S . 12.70 1341. 12.30 69. 11. 75 S2. 11. 7 0 112. 11.60 S55. 12. 7 0 S55. 12.70 12.05 110 . 11.SO 110. 11.SO 197. 11. 60 590. 12.30 590. 12.30 1012. 12.05 574. 12.45 574. 1 2.45 973. 12.15 56. 11. 70 56. 11. 70 96. 11.55 64. 12.20 69. 12.15 121. ll.S5 651. 12.40 654. 12.40 1 097. 12.10 616. 12 .60 619. 1 2.60 1031. 12.30 97. 11 .SO 143. 11. 65 174 . 11.60 648. 12.60 650. 12.60 1075 . 12 .30 632. 12.75 634. 12 .75 1057 . 12 .40 53. 1 1. 75 64. 11. 70 92. 11.60 645. 12.75 647. 12.75 12.05 64. 11.SO 64. 11. BO l3S. 11. 60 342. 12.30 342. 12.30 100. 12 .00 330. 12 .50 330. 12.50 677. 12.15 33. 11. 70 33. 11. 70 67. 11.55 37. 12 .20 41. 12.15 85. 11.85 313. 12.45 376. 12.45 763. 12.10 34S. 12.70 351. 12.70 716. 12.30 57. 11.BO 94. 11. 65 121. 11.60 366. 12.70 370. 12 .65 141. 12.30 357. 12 .S5 361. 12.S5 725. 12.45 31. 11. 75 40. 11. 70 65. 11. 60 364. 12 .85 369. 12.BO Exhibit B 6of 7 Exhibit B Hec-1 Analysis 3 FLOW 2603 . 2141. 1892. TIME 12.35 12.30 12.30 ROUTED TO + RTE H 0.92 FLOW 2017. 1537. 1 284. TIME 12 .71) 12.70 12. 75 FLOW 2003. 1530. 1279. TIME 1 2. 70 12. 70 1 2.70 3 FLOW 2560 . 2099. 1852. TIME 12.4 5 12 . 45 12.45 HYOROGRAPH AT + OA13 0. 04 FLOW 138 . 106. 91. TIME 11.95 11. 95 11.95 FLOW 163. 129. 113 . TIME 11 .85 11.85 11.85 3 FLOW 198. 160. 142. TIME 11. 70 11. 70 11. 70 2 CCMBINEO AT + PT .I 0.96 FLOW 2081. 1584. 1325. TIME 12.65 12.70 12 . 7 0 2 FI.Oii 2060. 1573. 1317. TIME 12.65 12.70 12.70 3 FI.Oii 2622. 2150. 1897. TIME 12.45 12.45 12.40 *** NORMAL END OF HEC-1 *** 1673. 1368. 12.30 12.30 1081. 839. 12.80 12.85 1078. 840. 12.80 12.85 1639. 1328. 12. 45 12 .45 79. 61. 11.95 11.95 99. 80. 11.85 11.85 126. 105. 11. 70 11. 70 1112. 864. 12.80 12 .80 1108. 864. 12.75 12.80 1679. 1362. 12.45 12.45 1075 . 12.40 634. 12.90 637. 12 .85 1051. 12. 50 47 . 11.95 64. 11.85 87. 11. 70 652. 12.85 655 . 12.85 1076. 12.50 737. 12 .45 358. 13.00 363. 12.95 722. 12.55 27. 12 .00 41. 11.85 60. 11. 70 368. 12.95 373. 12.95 738. 12.55 Exhibit B 7 of7 General AREA AREA AREA HYD # ACRES MILES LENGTH 1 84.85 0.1326 3392 2 31.10 0 .0486 1701 3 43.00 0.0672 2231 4 45.63 0 .0713 2795 5 49.02 0 .0766 2604 6 77.08 0.1204 4287 7 61.04 0.0954 3353 8 54.64 0 .0854 2259 9 24.90 0 .0389 1616 IO 44.54 0 .0696 3170 11 48.14 0.0752 2199 12 25 .08 0.0392 1907 13 27.59 0 .0431 2467 Exhibit C SCS Lag Calculations PLAN 1 VERT SLOPE ICURVI LAG DROP Ff/Ff # HOURS 49.88 0 .015 75 0 .81 39.68 0.023 75 0.37 40.86 0.018 75 0.52 58.16 0.021 75 0.58 39.61 0.015 75 0.64 68.41 0 .016 75 0.94 45 .18 0.013 75 0.84 45.2 0 .020 75 0.50 28.19 0.017 75 0.41 36.69 0.012 75 0.86 41.87 0.019 75 0.50 32.78 0.017 75 0.47 31.32 0.013 75 0.67 PLAN2 ICURVI # 75 75 75 75 75 75 75 75 75 76 82 78 80 PLAN3 LAG ICURVI LAG HOURS # HOURS 0.81 87 0.55 0.37 87 0 .25 0 .52 87 0.35 0.58 87 0.40 0.64 87 0 .44 0.94 87 0.64 0 .84 87 0.57 0 .50 87 0.34 0.41 87 0.28 0.84 87 0.59 0.41 87 0.34 0.43 87 0.32 0.58 87 0.46 Exhibit C Drainag e Area Parameters 0317-Floodplain-lag .xis Exhibit D REC-RAS Data HEC-RAS September 1998 Ve rsion 2.2 U.S. Army Corp of Engineers Hydrologic Engineering Center x x x x x x 609 Second Street, Suite D Davis, California 95616-4687 (916) 756-1104 xxxxxx xxxx xx xx x x x x x x x x x x x xx x x xxxxxxx xx xx x xxx xx xx xxx xxx x x x x x x x x x x x x x x x x x xxxxxx xxxx x x x PROJECT DATA Project Title: Shendandoah Phase 11 Flood Plain Analysi Project File 0317-2.prj Run Date and Time: 4/1/2004 2:30:49 PM Project in English units PLAN DATA Plan Title: NF Spring Creek Analysis x x x xx xx x x xx xx x x xxxxx Plan File f:\Shenandoah\phase 11\Flood Plain Analysis\Hec-Ras\0317-2.p04 Geometry Title: Existing Conditions Geometry File : f:\Shenandoah\phase 11\Flood Plain Analysis\Hec-Ras\0317- 2.gOl North Fork Spring Creek Analysis Flow Title Flow File f:\Shenandoah\phase 11\Flood Plain Analysis\Hec-Ras\0317- 2.fOl Plan Summary Information: Number of: Cross Sections Culverts Bridges 26 0 0 Mulitple Openings Inline Weirs Computational Information Water surface calculation tolerance = Critical depth calculaton tolerance Maximum number of interations Maximum difference tolerance Flow tolerance factor Computa t i on Options 0.01 0.01 20 0.3 0.001 Critical depth computed only where necessary 0 0 Conveyance Calculation Me thod: At breaks in n values o nly Exhibit D 1of14 FLOW Flow Friction Slope Method: Computational Flow Regime: DATA Exhibit D HEC-RAS Data Average Conveyance Subcritical Flow Title: North Fork Spring Creek Analysis Flow File f:\Shenandoah\phase 11\Flood Plain Analysis\Hec-Ras\0317-2.fOl Flow Data (cfs) River Reach RS 500yr Ex. 500yr Pr. 500yr Ult. lOOyr Ex. lOOyr Pr. lOOyr Ult. 50yr Ex. 50yr Pr. N.F. Spring CreeReach A 12650.45 500 500 784 385 385 604 330 N.F . Spring CreeReach A 11306.79 960 960 1366 737 737 1097 628 N.F. Spring CreeReach A 9686.47 1438 1438 2013 1102 1102 1632 939 N.F. Spring CreeReach A 8697.48 1659 1659 2289 1280 1280 1863 1106 N.F. Spring CreeReach A 7318.65 1812 1812 2373 1400 1400 1969 1192 N.F. Spring CreeReach A 5716.37 2001 2005 2580 1533 1537 2138 1296 N.F. Spring Cree Reach A 4655 .57 2063 2050 2641 1555 1547 2174 1303 N.F. Spring CreeReach A 3725.17 2052 2037 2603 1563 1556 2141 1313 River Reach RS 50yr Ult. 25yr Ex. 25yr Pr. 25yr Ult. lOyr Ex. lOyr Pr. lOyr Ult. N.F. Spring CreeReach A 12650.45 535 284 284 477 221 221 396 N.F. Spring CreeReach A 11306. 79 966 532 532 858 413 413 706 N.F. Spring CreeReach A 9686.47 1438 802 802 1276 621 621 1051 N.F. Spring CreeReach A 8697 .48 1643 900 900 1463 701 701 1226 N.F. Spring CreeReach A 7318.65 1756 975 975 1567 765 765 1300 N. F. Spring CreeReach A 5716.37 1906 1081 1084 1690 848 851 1388 N.F. Spring CreeReach A 4655.57 1925 1090 1088 1696 850 850 1366 N.F. Spring CreeReach A 3725 .17 1892 1099 1097 1673 855 855 1368 Boundary Conditions 330 628 939 1106 1192 1300 1298 1307 Exhibit D 2of14 Exhibit D HEC-RAS Data River Reach Profile Upstream Downstream N.F. Spring CreeReach A 500yr Ex . Normal s .0765 Normal s = . 0179 N.F. Spring CreeReach A 500yr Pr. Normal s .0765 Normal s = .0179 N.F. Spring CreeReach A 500yr Ult. Normal s .0765 Normal s = .0179 N.F. Spring CreeReach A lOOyr Ex. Normal s .076 5 Known WS = 279 N.F. Spring CreeReach A lOOyr Pr. Normal s .076 5 Known WS = 279 N.F. Spring CreeReach A lOOyr Ult. Normal s .0765 Known WS = 279 N.F. Spring CreeReach A 50yr Ex. Normal s .0765 Normal s = .0179 N.F. Spring CreeReach A 50yr Pr. Normal s .0765 Normal s = .0179 N.F. Spring CreeReach A 50yr Ult. Normal s .0765 Normal s = .0179 N. F. Spring CreeReach A 25yr Ex. Normal s .0765 Normal s = .0179 N.F. Spring CreeReach A 25yr Pr. Normal s .0765 Normal s = .0179 N.F. Spring CreeReach A 25yr Ult. Normal s .0765 Normal s = .0179 N.F. Spring CreeReach A lOyr Ex. Normal s .0765 Normal s = .0179 N.F. Spring CreeReach A lOyr Pr. Normal s .0765 Normal s = .0179 N.F. Spring CreeReach A lOyr Ult. Normal s .0765 Normal s = .0179 GEOMETRY DATA Geometry Title: Existing Conditions Geometry File f:\Shenandoah\phase 11\Flood Plain Analysis\Hec-Ras\0317-2 .gOl CROSS SECTION REACH: Reach A INPUT Description: Station Elevation Sta Elev 500 323.2 910 318 1207 324 Manning's n Values Sta n Val 500 .075 RIVER: N.F. Spring Cree RS: 12650.45 Data num = 12 Sta Elev Sta Elev 565 322 635 321.5 945 317. 3 1018 318 1314 326 num= 3 Sta n Val Sta n Val 910 .035 1018 .07 5 Sta Elev Sta Elev 787 320 848 319.6 1032 320 1103 32 2 Exhibit D 3 of14 Exhibit D HEC-RAS Data Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan . 910 1018 168.23 169.86 171.24 .1 . 3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 12480.59 INPUT Description: Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 372 324 419 323.4 500 322 612 320 832 318 878 316 905 318 966 320 1025 322 1118 324 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 372 .075 832 .035 905 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 832 905 334.51 349.03 347.07 .1 .3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 12131. 56 INPUT Description: Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 500 324 588 322 647 320 744 318 833 316.8 910 316 997 315 .73 1089 316 1186 318 1266 320 1361 322 1444 324 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 500 .075 910 .035 1089 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 910 1089 395.32 377.53 368.27 .1 .3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 11754.03 INPUT Description: Station Elevation Data num= 16 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 500 324 627 322 721 320 776 318 898 316 958 314 990 313. 72 1015 314 1059 314.25 1158 314 1277 315.1 1350 316 1427 318 1512 320 1584 322 1685 324 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 500 .075 958 .035 1015 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 958 1015 454.41 447.24 431. 89 .1 . 3 Exhibit D 4 of14 Exhibit D HEC-RAS Data CROSS SECTION RIVER: N. F . Spring Cree REACH: Reach A RS: 11306.79 INPUT Description: Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 500 320 668 318 853 316 1033 314 1179 312 1194 310 1245 309.14 1255 310 1356 311. 8 14 64 310 1528 312 1620 314 1695 316 1767 318 1841 320 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 500 .075 1194 .035 1255 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1194 1255 465.98 479.44 473.4 .1 .3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 10827.35 INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 500 320 583 318 657 317 755 316 854 314 950 313.2 1036 312 1152 310 1206 309.5 1248 310 1296 309 1344 308 1452 309 1558 310 1631 312 1724 314 1782 316 1873 318 1926 320 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 500 .075 1296 .035 1452 .075 Bank Sta: Left Right Lengths: Left Channel Right Coef f Contr. Expan. 1296 1452 363.31 368.81 369.02 .1 .3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 10458.54 INPUT Description: Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 500 320 611 318 73 6 316 816 314 916 312 1022 310 1244 308 1267 306 1277 305.82 1282 306 1297 307.4 1422 307.8 1507 306 1613 304 1630 302.32 1637 304 1642 306 1650 308 1678 310 1718 312 1804 314 1890 316 1951 318 2000 320 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 500 .075 1267 .035 1282 .075 Bank Sta: Left Right Lengths: Left Channel Right Coef f Contr. Expan. 1267 1282 389.39 392.88 380.45 .1 .3 Exhibit D 5 ofl4 Exhibit D HEC-RAS Data CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 10065.66 INPUT Description: Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 316 1067 314 1158 312 1278 310 1349 308 1528 306 1664 304 1675 302.73 1687 304 1755 306 1779 306.25 1791 306 1842 304 1973 302 1978 300 1983 299.05 1989 300 1994 302 1998 304 2058 306 2100 308 2156 310 2203 312 2283 314 2359 316 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 100 .075 1664 .035 1687 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1664 1687 388.77 379 .19 369.65 .1 .3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 9686.47 INPUT Description: Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 318 1075 316 1183 314 1291 312 1403 310 1498 309.3 1662 308 1775 306 1962 304 2020 302 2029 300 2050 298.89 2078 300 2187 302 2277 303 2348 302 2369 300 2382 298.2 2393 300 2403 302 2409 304 2457 306 2509 308 2563 310 2616 312 2711 314 2793 315.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .075 2029 .035 2078 .075 Bank Sta: Left Right Lengths: Left Channel Right Coef f Contr. Expan. 2029 2078 575.24 610.14 584.85 .1 .3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 9076.33 INPUT Description: Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 500 310 568 308 699 306 863 304 1133 302 1339 300 1400 298 1409 296.54 1414 298 1418 300 1655 302 1775 304 1868 306 1957 308 2048 310 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 500 .075 1400 .035 1414 .075 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. Exhibit D 6ofl4 Exhibit D REC-RAS Data 1400 1414 372 .4 378.85 384.61 .1 .3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 8697.48 INPUT Description: Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 500 310 628 308 705 306 881 304 1106 30 2 1240 300 1293 299.75 1381 300 1487 298 1508 298.5 1587 298 1590 296 1595 294 1599 293. 72 1603 294 1608 296 1616 298 1659 298 1667 300 1685 300.25 1705 300 1763 298 1775 300 1883 302 1967 304 2044 306 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 500 .075 1590 .035 1608 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1590 1608 74 .23 76.02 67. 72 .1 . 3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 8621.46 INPUT Description: Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 500 310 584 308 697 306 856 304 972 302 1225 300 1482 298 1490 297. 5 1497 298 1517 298.5 1534 298 1543 296 1550 294 1555 293.9 1560 294 1586 296 1622 297.4 1652 296 1659 294 1666 293 .56 1673 294 1708 296 1774 300 1884 302 1970 304 2042 306 2125 308 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 500 .075 1659 .035 1673 .075 Bank Sta: Left Right Lengths: Left Channel Right Coetf Contr. Expan. 1659 1673 1206.4 1302.81 1243 .98 .1 . 3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 7318.65 INPUT Description: Station Elevation Data num = 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 300 1045 299.5 1183 298 1258 296 1272 295.5 1296 296 1321 296.5 1342 296 1348 294 1415 293.8 1462 294 1489 294 .2 1519 294 1528 292 1543 290 1573 288.39 1604 290 1624 292 1635 294 1684 294.5 1740 294 1764 293.8 1782 294 1839 296 1974 2 98 2067 300 2130 302 Exhibit D 7 of14 Exhibit D HEC-RAS Data Manning's n Values num = 3 Sta n Val Sta n Val Sta n Val 1000 .075 1543 .035 1604 .075 Bank Sta: Left Right Lengths: Left Channel Right Coef f Contr. Expan . 1543 1604 255.41 248.4 251.61 .1 . 3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 7070.25 INPUT Description: Station Elevation Data num = 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 297 1059 296 1085 294 1096 292 ll08 290 1251 288 1259 287.61 1263 288 1269 290 1308 292 1353 294 1423 294.5 1487 294 1516 293.8 1545 294 1608 294.5 1695 296 1789 298 1832 300 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .075 1251 .035 1263 .075 Bank Sta: Left Right Lengths: Left Channel Right Coef f Contr. Expan . 1251 1263 741.68 768.77 652.7 .1 . 3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 6301. 48 INPUT Description: Station Elevation Data num= 28 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 300 ll82 298.5 1353 298 1418 296 1590 294 1652 292 1691 291. 5 1730 292 1744 292.2 1758 292 1808 290 1833 288 1842 286 1847 285.86 1852 286 1865 288 1883 290 2012 292 2040 292.5 2068 292 2079 290 2091 289.8 2106 290 2123 292 2247 294 2358 296 2425 298 2506 300 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .075 1833 .035 1865 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan . 1833 1865 569.1 585. ll 544.19 .1 . 3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 5716.37 INPUT Description: Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 300 ll40 298 1235 296 1329 294 1496 292 1569 290 1579 288 1592 286 1594 284 1617 283.81 Exhibit D 8 of14 Exhibit D HEC-RAS Data 1629 284 1655 286 1674 288 1701 290 1803 291.4 1930 290.8 1986 290 2000 288 2050 286 2087 288 2155 290 2169 292 2277 294 2362 296 2420 298 2459 300 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 . 075 1592 .035 1629 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1592 1629 285.33 324.89 325.59 .1 . 3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 5391. 48 INPUT Description: Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 300 1112 298 1172 296 1285 294 1432 292 1540 290 1561 288 1620 286 1632 284 1645 283.01 1659 284 1701 285 1732 284 1764 282.98 1796 284 1846 286 1913 284.5 1974 286 2131 288 2162 290 2173 292 2288 294 2349 296 2393 298 2427 300 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .075 1632 .035 1659 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1632 1659 384 .13 393.99 374.89 .1 . 3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 4997.49 INPUT Description: Station Elevation Data num= 16 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 292 1136 290 1228 288 1407 286 1423 284 1434 282.07 1450 284 1474 286 1529 288 1659 288.9 1756 290 1868 292 1972 294 2015 296 2085 298 2149 300 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .075 1423 .035 1450 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1423 1450 258.49 208.06 205.49 .1 .3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 4789.43 INPUT Description: Station Elevation Data num= 32 Exhibit D 9 ofl4 Exhibit D HEC-RAS Data Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 296 1063 294.8 1164 294 1183 292 1201 290 1249 288 1292 287.6 1341 288 1355 290 1377 290.2 1395 290 1454 288 1491 286 1498 284 1506 282 1583 280 1592 279.46 1596 280 1607 282 1660 284 1686 285.5 1705 284 1742 282 1744 280 1747 279.8 1753 280 1772 282 1784 284 1789 286 1915 287.3 1954 288 2132 290 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .075 1583 .035 1596 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1583 1596 194.38 134.05 123.49 .1 .3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 4655.57 INPUT Description: Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 296 1018 294 1076 292 1114 290 1130 288 1157 286 1173 284 1189 282 1218 280 1229 278.83 1236 280 1244 282 1255 284 1324 285.8 1389 286 1434 286.5 1474 286 1485 285.8 1499 286 1668 287 1750 288 1883 290 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .075 1218 .035 1236 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1218 1236 364.38 343.49 312.53 .1 .3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 4313.39 INPUT Description: Cross Section from Survey Field Data Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 297.85 1038 296. 53 1099 294.79 1143 292.95 1174 291.1 1193 290.2 1227 288.58 1274 284.71 1292 282.68 1305 281. 85 1311 281. 02 1313 277.46 1320 277.68 1322 280.13 1345 282.35 1385 282.87 1439 282.07 1465 281. 58 1499 284.31 1513 285.12 1520 285.73 1580 286.39 1622 287.15 1728 288 1855 290 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .075 1311 .035 1322 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1311 1322 601 588 425 .1 .3 CROSS SECTION RIVER: N.F. Spring Cree Exhibit D IO of 14 Exhibit D HEC-RAS Data REACH: Reach A RS: 3725.17 INPUT Description: Cross Section from Survey Field Data Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 812 290 848 288 1000 286.45 1079 2 84.84 1130 284.39 1171 283 .72 1214 283.78 1217 278 .77 1231 276.93 1234 278 .94 1271 279.15 1298 277.86 1314 281. 07 1370 2 79.34 1418 279 .06 1453 277.87 1476 280.02 1514 284.81 1557 287.47 1643 288 1730 290 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 812 .075 1217 .03 5 1234 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1217 1234 350 423 360 .1 .3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 3302.88 INPUT Description: Cross Section from Survey Field Data Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 284.27 82 284.6 155 284. 72 164 284 195 279 232 278 242 275 255 275 266 280.56 308 283.17 404 282.7 551 285.7 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .075 232 .035 266 .075 Bank Sta: Left Right Lengths: Left Channel Right Coef f Contr. Expan. 232 266 220 210 180 .1 .3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 3092.13 INPUT Description: Cross Section from Survey Field Data Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 329 288 410 286 508 284 610 282 .8 785 282.3 876 282 898 280 926 278 1000 277.81 1041 277.34 1079 276.18 1131 275.19 1139 272. 78 1151 274.59 1157 282.68 1190 282.81 1237 283.29 1298 284.62 1364 286 1460 288 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 329 .075 1131 .03 5 1151 .075 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1131 1151 335.36 332.56 361.25 .1 .3 CROSS SECTION RIVER: N.F. Spring Cree Exhibit D 11of14 Exhibit D HEC-RAS Data REACH: Reach A RS: 2759.57 INPUT Description: Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 515 286 606 284 717 282.8 908 282.3 944 282 1000 280.8 1089 280 1113 278 1132 276 1146 274 1156 272 1164 271. 65 1175 272 1182 274 1188 280 1258 280.75 1333 282 1440 283.3 1522 284 1584 284.6 1679 286 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 515 .075 1156 .035 1175 .07 5 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Con tr. Expan . 1156 1175 539.93 547.51 483.15 .1 . 3 CROSS SECTION RIVER: N.F. Spring Cree REACH: Reach A RS: 2212.06 INPUT Description: Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 280.5 1046 280 1077 278 1110 276 1122 274 1169 272 1187 270.67 1241 272 1247 274 1279 276 1284 278 1309 280 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .07 5 1169 .035 1241 .075 Bank Sta: Left Right Coe ff Contr. Expan. 1169 1241 .1 . 3 SUMMARY OF MANNING'S N VALUES River:N.F. Spring Cree Reach River Sta. nl n2 n3 Reach A 12650.45 .075 .035 .075 Reach A 12480.59 .075 .035 .075 Reach A 12131. 56 .075 .035 .075 Reach A 11754.03 .075 .035 .075 Reach A 11306. 79 .075 .035 .075 Reach A 10827.35 .075 .035 .075 Reach A 10458.54 .075 .035 .075 Reach A 10065.66 .075 .035 .075 Reach A 9686.47 .075 .035 .075 Reach A 9076.33 .075 .035 .075 Reach A 8697.48 .075 .035 .075 Reach A 8621.46 .075 .035 .075 Exhibit D 12of14 Exhibit D HEC-RAS Data Reach A 7318.65 .075 .035 Reach A 7070.25 .075 .035 Reach A 6301. 48 .075 .035 Reach A 5716.37 .075 .035 Reach A 5391.48 .075 .035 Reach A 4997.49 .075 .035 Reach A 4789.43 .075 .035 Reach A 4655.57 .075 .035 Reach A 4313.39 .075 .035 Reach A 3725.17 .075 .035 Reach A 3302.88 .075 .035 Reach A 3092 .13 .075 .035 Reach A 2759.57 .075 .035 Reach A 2212.06 .075 .035 SUMMARY OF REACH LENGTHS River: N.F. Spring Cree Reach River Sta. Left Channel Reach A 12650.45 168.23 169.86 Reach A 12480.59 334.51 349.03 Reach A 12131. 56 395.32 377.53 Reach A 11754.03 454.41 447.24 Reach A 11306. 79 465.98 479.44 Reach A 10827.35 363.31 368.81 Reach A 10458.54 389.39 392.88 Reach A 10065.66 388.77 379.19 Reach A 9686.47 575.24 610.14 Reach A 9076.33 372 .4 378.85 Reach A 8697.48 74.23 76.02 Reach A 8621.46 1206.4 1302. 81 Reach A 7318.65 255.41 248.4 Reach A 7070.25 741. 68 768.77 Reach A 6301. 48 569.1 585 .11 Reach A 5716.37 285.33 324.89 Reach A 5391. 48 384.13 393.99 Reach A 4997.49 258.49 208.06 Reach A 4789.43 194.38 134. 05 Reach A 4655.57 364.38 343.49 Reach A 4313. 39 601 588 Reach A 3725.17 350 423 Reach A 3302.88 220 210 Reach A 3092.13 335.36 332.56 Reach A 2759.57 539.93 547.51 Reach A 2212.06 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: N.F. Spring Cree .075 .075 .075 .075 .075 .075 .075 .075 .075 .075 .075 .075 .075 .075 Right 171. 24 347.07 368.27 431.89 473.4 369.02 380.45 369.65 584.85 384.61 67.72 1243.98 251.61 652.7 544.19 325.59 374.89 205.49 123.49 312.53 425 360 180 361. 25 483.15 Exhibit D 13of14 Reach River Sta. Reach A 12650.45 Reach A 12480.59 Reach A 12131. 56 Reach A 11754.03 Reach A 11306.79 Reach A 10827.35 Reach A 10458.54 Reach A 10065.66 Reach A 9686.47 Reach A 9076.33 Reach A 8697.48 Reach A 8621.46 Reach A 7318 .65 Reach A 7070.25 Reach A 6301. 48 Reach A 5716.37 Reach A 5391.48 Reach A 4997.49 Reach A 4789.43 Reach A 4655.57 Reach A 4313.39 Reach A 3725.17 Reach A 3302.88 Reach A 3092 .13 Reach A 2759.57 Reach A 2212.06 Exhibit D HEC-RAS Data Contr. Expan . .1 . 3 .1 .3 .1 .3 .1 .3 .1 .3 .1 .3 .1 . 3 .1 .3 .1 .3 .1 .3 .1 . 3 .1 .3 .1 . 3 .1 .3 .1 . 3 .1 . 3 .1 .3 .1 .3 .1 .3 .1 .3 .1 .3 .1 .3 .1 .3 .1 . 3 .1 . 3 .1 .3 Exhibit D 14of14 Exhibit E HEC-RAS Output Profile Output Table -Standard Table 1 HEC-RAS Plan : Spring Cr River: N.F. Spring Cree Reach : Reach A #Rivers= 1 # Hydraul ic Reaches = 1 # River Stations = 26 #Plans= 1 # Profiles= 15 Reach River Sta Profi le Q Total Min Ch El W .S. Elev Grit W .S . E.G . Elev E.G . Slope Vet Chnt Flow Area Top Width Froude #Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach A 12650.45 500yr Ex. 500 317.3 319.3 319.41 0.002003 2.66 217.36 167.61 0.36 Reach A 12650.45 500yr Pr. 500 317 .3 319 .3 319.41 0.002003 2.66 217 .36 167 .61 0.36 Reach A 12650.45 500~r Ult. 784 317.3 319.82 319 .96 0.001907 3.11 313.12 216.46 0.37 Reach A 12650.45 100yr Ex. 385 317 .3 319.06 319.15 0.002055 2.42 178.44 156 .63 0.36 Reach A 12650.45 100yr Pr. 385 317 .3 319.06 319 .15 0.002055 2.42 178.44 156.63 0.36 Reach A 12650.45 100~r Ult. 604 317 .3 319.51 319.62 0.001942 2.83 252.41 176.92 0.37 Reach A 12650.45 50yr Ex. 330 317.3 318 .94 319.02 0.002094 2.3 158.93 150.82 0.36 Reach A 12650.45 50yr Pr. 330 317.3 318 .94 319 .02 0.002094 2.3 158.93 150.82 0.36 Reach A 12650.45 50~r Ult. 535 317 .3 319.37 319 .48 0.001983 2.72 229.18 170.81 0.36 Reach A 12650.45 25yr Ex. 284 317 .3 318 .82 318 .89 0.002145 2.18 141.87 145.55 0.36 Reach A 12650.45 25yr Pr. 284 317.3 318.82 318 .89 0.002145 2 .18 141.87 145.55 0.36 Reach A 12650.45 .25~r Ult. 477 317.3 319.26 319.36 0.001998 2 .61 210.24 165.66 0.36 Reach A 12650.45 10yr Ex. 221 317 .3 318 .64 318.7 0.002304 2.03 116.43 137.33 0.36 Reach A 12650.45 10yr Pr. 221 317 .3 318 .64 318 .7 0.002304 2.03 116.43 137.33 0.36 Reach A 12650.45 1 Oyr Ult. 396 317 .3 319.09 319.18 0.002047 2.45 182.32 157.76 0.36 Reach A 12480.59 500yr Ex. 500 316 318 .31 318 .14 318 .72 0.010509 5.2 102.08 116 .19 0.8 Reach A 12480.59 500yr Pr. 500 316 318.31 318 .14 318 .72 0.010509 5.2 102 .08 116.19 0.8 Reach A 14480.59 500yr Ult. 784 316 318.59 318.59 319.24 0.012879 6.55 140.29 155.68 0.92 Reach A 12480.59 100yr Ex . 385 316 318.16 317 .93 318.48 0.009465 4 .55 86 .25 95 .14 0.75 Reach A 12480.59 1 OOyr Pr. 385 316 318 .16 317 .93 318.48 0.009465 4 .55 86 .25 95.14 0.75 Reach A 12480.59 100~r Ult. 604 316 318 .42 318 .31 318.92 0.011595 5.76 115.47 131 .39 0.85 Reach A 12480.59 50yr Ex. 330 316 318.06 317 .82 318 .34 0.009218 4 .25 78 .01 82.08 0.73 Reach A 12480.59 50yr Pr. 330 316 318 .06 317 .82 318 .34 0.009218 4 .25 78 .01 82 .08 0.73 Reach A 12480.59 50yr Ult. 535 316 318 .35 318.2 318 .79 0.010775 5.38 107 .07 122 .08 0.82 Hee-Ras Output.xis 5/4/04 Exhibit E 1of 13 Exhibit E HEC-RAS Output Reach R iver Sta Profile Q Total M i n Ch El W .S . Elev Crit W .S. E.G . Elev E.G . Slope Vel Chnl Flow Area Top Width Froude #Chi (cfs) (ft) {ft~ (ft~ {ft) (ft/ft) (ft/s) (sq ft) (ft) Reach A 12480.59 25yr Ex. 284 316 317.99 317.71 318.23 0.008702 3.94 72 .09 72 .54 0 .7 Reach A 12480.59 25yr Pr. 284 316 317.99 317.71 318.23 0 .008702 3 .94 72 .09 72 .54 0 .7 Reach A 12480.59 25~r Ult. 477 316 318.28 318.11 318.68 0.010319 5 .08 98.85 112.22 0 .79 Reach A 12480.59 10yr Ex. 221 316 317.84 317 .55 318 .04 0 .007851 3 .56 62.08 67.32 0 .65 Reach A 12480.59 10yr Pr. 221 316 317.84 317.55 318.04 0 .007851 3.56 62.08 67.32 0 .65 Reach A 12480.59 10yr Ult. 396 316 318.17 317.95 318.5 0 .009586 4 .62 87 .69 97 .24 0.75 Reach A 12131 .56 500yr Ex. 500 315.73 316.99 317.06 0 .002469 2 .28 270.43 317.54 0.38 Reach A 12131 .56 500yrPr. 500 315.73 316.99 317.06 0.002469 2 .28 270.43 317.54 0.38 Reach A 12131 .56 500~r Ult. 784 315.73 317.3 317.4 0 .002478 2 .69 377.35 356.45 0.4 Reach A 12131 .56100yrEx. 385 315.73 316.83 316.89 0 .002462 2 .06 223.57 298.89 0 .37 Reach A 12131 .56 100yr Pr. 385 315 .73 316 .83 316 .89 0 .002462 2 .06 223.57 298.89 0 .37 Reach A 12131.56100~rUlt. 604 315.73 317.11 317.2 0 .002438 2.43 312.48 333.38 0 .38 Reach A 12131.56 50yr Ex. 330 315.73 316.76 316.81 0.002388 1.93 202 .06 289.04 0 .36 Reach A 12131.56 50yr Pr. 330 315.73 316.76 316.81 0 .002388 1.93 202.06 289.04 0 .36 Reach A 12131 .56 50~r Ult. 535 315.73 317.03 317.1 0 .002479 2.34 283.86 322 .68 0 .38 Reach A 12131.56 25yr Ex. 284 315.73 316.69 316.74 0 .002372 1.82 181 .7 278.65 0 .35 Reach A 12131 .56 25yr Pr. 284 315.73 316.69 316.74 0.002372 1.82 181 .7 278.65 0.35 Reach A 12131 .56 25~rUlt. 477 315.73 316.96 317.03 0 .002465 2 .23 261 .38 314.02 0 .38 Reach A 12131 .56 10yr Ex. 221 315.73 316.58 316 .62 0 .002362 1.65 152.12 262 .84 0.34 Reach A 12131 .56 10yr Pr. 221 315.73 316.58 316.62 0.002362 1.65 152.12 262.84 0.34 Reach A 12131 .56 10yr Ult. 396 315.73 316.85 316.91 0.002458 2 .08 228.33 300 .83 0 .37 Reach A 11754.03 500yr Ex. 500 313 .72 314.73 314.73 315 .02 0 .020847 5 .58 172.43 300 .65 1.06 Reach A 11754.03 500yr Pr. 500 313 .72 314 .73 314 .73 315 .02 0 .020847 5 .58 172.43 300 .65 1.06 Reach A 11754.03 500~r Ult. 784 313.72 314.94 314.94 315.31 0.021024 6.48 239.16 329.89 1.1 Reach A 11754.03 100yr Ex. 385 313.72 314.63 314.63 314.88 0.020524 5 .1 143.05 286.82 1.03 Reach A 11754.03 100yr Pr. 385 313.72 314.63 314.63 314.88 0.020524 5.1 143.05 286.82 1.03 Reach A 11754.03 100~r Ult. 604 313 .72 314.81 314.81 315.13 0.021026 5.95 197.48 311 .95 1.08 Reach A 11754.03 50yr Ex. 330 313.72 314.58 314.58 314.81 0.020049 4.82 128.72 279.84 1 Reach A 11754.03 50yr Pr. 330 313.72 314.58 314.58 314.81 0.020049 4 .82 128.72 279.84 1 Reach A 11754. 03 50~r Ult. 535 313.72 314.76 314.76 315.06 0 .020905 5.71 181 .04 304.58 1.06 Reach A 11754.03 25yr Ex. 284 313.72 314.53 314 .53 314 .74 0 .019963 4 .59 115 .28 273.12 0 .99 Reach A 11754.03 25yr Pr. 284 313.72 314.53 314.53 314.74 0 .019963 4 .59 115.28 273.12 0 .99 Reach A 11754. 03 25yr Ult. 477 313.72 314.71 314.71 314.99 0.020793 5.49 166.72 298.01 1.05 Hee-Ras Output.xis 5/4/04 Exhibit E 2of13 Exhibit E HEC-RAS Output Reach River Sta Profile Q Total M in Ch El W.S. Elev Crit W .S . E.G . Elev E.G . Slope Vel Chnl Flow Area Top Width Froude #Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach A 11754.03 10yr Ex. 221 313 .72 314.46 314 .46 314 .65 0 .019069 4 .18 97 .08 263.75 0 .95 Reach A 11754.03 10yr Pr. 221 313 .72 314.46 314 .46 314.65 0.019069 4.18 97.08 263.75 0 .95 Reach A 11754.0310yrUlt. 396 313 .72 314.64 314 .64 314 .89 0.020584 5.15 145.9 288.19 1.03 Reach A 11306. 79 500yr Ex. 960 309 .14 312 .1 311 .34 312 .25 0.002453 3.9 491 .07 360.39 0.43 Reach A 11306. 79 500yr Pr. 960 309.14 312 .1 311.34 312 .25 0.002453 3.9 491 .07 360.39 0.43 Reach A 11306. 79 500}'.r Ult. 1366 309.14 312 .44 312 .63 0 .002789 4 .52 621 .17 401 .05 0.47 Reach A 11306. 79 1 OOyr Ex. 737 309.14 311 .88 311.11 312 .01 0.002194 3.47 414.68 344 .16 0.4 Reach A 11306. 79 1 OOyr Pr. 737 309 .14 311.88 311 .11 312 .01 0 .002194 3.47 414.68 344.16 0.4 Reach A 11306. 79 100}'.r Ult. 1097 309.14 312 .22 312 .39 0.002576 4.12 536.8 375.18 0.45 Reach A 11306. 79 50yr Ex. 628 309.14 311.75 310.99 311 .86 0.00208 3.25 370 .44 332 .94 0.39 Reach A 11306. 79 50yr Pr. 628 309.14 311.75 310.99 311.86 0.00208 3.25 370.44 332 .94 0.39 Reach A 11306. 79 50}'.r Ult. 966 309.14 312 .1 311 .35 312 .26 0.002456 3.91 493.39 361 .15 0.43 Reach A 11306. 79 25yr Ex. 532 309 .14 311 .61 310.87 311.72 0.001962 3.03 327.64 312 .29 0.37 Reach A 11306. 79 25yr Pr. 532 309.14 311.61 310.87 311 .72 0.001962 3.03 327.64 312 .29 0.37 Reach A 11306. 79 25}'.r Ult. 858 309.14 312 311.24 312 .14 0.002335 3.7 456.66 348 .95 0.42 Reach A 11306. 79 1 Oyr Ex. 413 309.14 311.42 310.69 311 .5 0.001836 2 .74 268.46 281 .26 0.35 Reach A 11306. 79 1 Oyr Pr. 413 309 .14 311.42 310.69 311 .5 0 .001836 2.74 268.46 281 .26 0 .35 Reach A 11306. 79 1 Oyr Ult. 706 309 .14 311 .85 311 .08 311 .97 0.002153 3.41 403.55 342 .88 0.4 Reach A 10827.35 500yr Ex. 960 308 309.68 310 .05 0.011251 5.02 222.12 294.49 0.82 Reach A 10827.35 500yr Pr. 960 308 309.68 310.05 0.011251 5.02 222 .12 294.49 0.82 Reach A 10827.35 500}'.r Ult. 1366 308 310 .02 310.42 0 .008844 5.28 343.43 407.96 0.75 Reach A 10827.35 100yr Ex. 737 308 309.45 309.81 0.014205 4 .89 163.58 225.16 0.88 Reach A 10827.35 100yr Pr. 737 308 309.45 309.81 0 .014205 4 .89 163.58 225 .16 0.88 Reach A 10827.35 100}'.r Ult. 1097 308 309 .8 310 .19 0.010219 5 .11 261.13 337.22 0.79 Reach A 10827.35 50yr Ex. 628 308 309 .34 309.3 309 .68 0.015946 4 .76 139.26 207.86 0.92 Reach A 10827.35 50yr Pr. 628 308 309.34 309.3 309 .68 0.015946 4 .76 139.26 207 .86 0.92 Reach A 10827. 35 50~r Ult. 966 308 309.68 310 .06 0.011232 5.03 223.49 296.09 0.82 Reach A 10827. 35 25yr Ex. 532 308 309.23 309 .2 1 309 .56 0.018213 4 .65 118.03 191 .48 0.96 Reach A 10827.35 25yr Pr. 532 308 309.23 309.21 309.56 0.018213 4 .65 118.03 191 .48 0.96 Reach A 10827.35 25~r Ult. 858 308 309 .58 309.95 0.012326 4 .95 194.45 259.95 0.84 Reach A 10827.35 10yr Ex. 413 308 309 .1 309.1 309.4 0.02172 4.43 93 .8 170.88 1.01 Reach A 10827.35 10yr Pr. 413 308 309 .1 309 .1 309.4 0.02172 4.43 93 .8 170.88 1.01 Reach A 10827.35 10yr Ult. 706 308 309.42 309.37 309 .78 0.014764 4 .86 156.14 220.01 0 .9 Hee-Ras Output.xis 5/4/04 Exhibit E 3 of 13 Exhibit E HEC-RAS Output Reach River Sta Profile Q Total Min Ch El W.S. Elev Grit W .S . E.G. Elev E.G . Slope Vel Chnl Flow Area T op W idth Froude #Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach A 10458.54 500yr Ex . 960 305 .82 307 .32 307.4 0.004715 3.67 443.03 247.1 0.54 Reach A 10458.54 500yr Pr. 960 305 .82 307 .32 307.4 0.004715 3.67 443 .03 247.1 0.54 Reach A 10458.54 500~r Ult. 1366 305 .82 307 .74 307.85 0.005313 4 .63 570 .21 380.48 0.6 Reach A 10458.54 100yr Ex. 737 305 .82 307.04 307 .1 0.004325 3.02 375.11 226.01 0.5 Reach A 10458 .. 54 1 OOyr Pr. 737 305 .82 307.04 307.1 0.004325 3.02 375 .11 226.01 0.5 Reach A 10458. 54 1 OO~r Ult. 1097 305 .82 307 .49 307.57 0.004906 4 .03 485.41 284 .82 0.57 Reach A 10458.54 50yr Ex. 628 305.82 306 .87 306.92 0.004125 2.65 338 .54 213.8 0.48 Reach A 10458.54 50yr Pr. 628 305.82 306 .87 306 .92 0.004125 2.65 338 .54 213.8 0.48 Reach A 10458.54 50~r Ult. 966 305 .82 307 .33 307.41 0.004708 3.68 445 .37 247.79 0.54 Reach A 10458.54 25yr Ex. 532 305 .82 306 .71 306 .75 0.003915 2 .28 304.74 201 .86 0.45 Reach A 10458.54 25yr Pr. 532 305 .82 306 .71 306.75 0.003915 2.28 304 .74 201.86 0.45 Reach A 10458.54 25~r Ult. 858 305.82 307 .2 307 .27 0.004531 3.38 413 .23 238.08 0.53 Reach A 10458.54 10yr Ex. 413 305.82 306.49 306 .53 0.0035 1.74 262.62 185.9 0.4 Reach A 10458.54 10yr Pr. 413 305 .82 306.49 306 .53 0.0035 1.74 262.62 185.9 0.4 Reach A 10458.54 10yr Ult. 706 305.82 306 .99 307 .05 0.004268 2.92 364 .98 222 .69 0.49 Reach A 10065.66 500yr Ex. 960 302.73 304 .35 304 .52 0.013845 4 .92 300.6 233.77 0.87 Reach A 10065.66 500yr Pr. 960 302 .73 304 .35 304 .52 0.013845 4 .92 300 .6 233 .77 0.87 Reach A 10065.66 500~r Ult. 1366 302 .73 304 .86 305 .05 0.010747 5.74 442 .2 315.04 0.83 Reach A 10065.66 100yr Ex . 737 302 .73 303.99 304.15 0.017308 4.08 226.78 178.02 0.91 Reach A 10065.66 1 OOyr Pr. 737 302 .73 303.99 304 .15 0.017308 4 .08 226.78 178.02 0.91 Reach A 10065.66 100~r Ult. 1097 302 .73 304.54 304 .72 0.012578 5.27 347 .14 263.27 0.86 Reach A 10065.66 50yr Ex . 628 302 .73 303 .77 303.17 303 .94 0.019958 3.86 189.67 159.17 0.94 Reach A 10065.66 50yr Pr. 628 302 .73 303.77 303.17 303 .94 0.019958 3 .86 189.67 159.17 0.94 Reach A 10065.66 50~r Ult. 966 302 .73 304 .35 304 .53 0.013949 4 .94 301 .19 234 .16 0.88 Reach A 10065.66 25yr Ex. 532 302 .73 303 .53 303 .02 303.71 0.024409 3.58 153.7 138.48 1 Reach A 10065.66 25yr Pr. 532 302 .73 303.53 303 .02 303 .71 0.024409 3.58 153.7 138.48 1 Reach A 10065.66 25~r Ult. 858 302 .73 304.19 304 .36 0.015345 4 .59 264 .98 208.4 0.89 Reach A 10065.66 10yr Ex. 413 302 .73 303 .14 302.74 303 .37 0.036121 2.77 106.07 104.99 1.09 Reach A 10065.66 1 Oyr Pr. 413 302.73 303.14 302 .74 303 .37 0.036121 2.77 106 .07 104.99 1.09 Reach A 10065.66 10yr Ult. 706 302 .73 303 .93 304.1 0.017989 4 .03 216.19 172.85 0.92 Reach A 9686.47 500yr Ex. 1438 298.89 303.45 303.58 0.001303 3.86 850.89 429.3 0.34 Reach A 9686.47 500yr Pr. 1438 298.89 303.45 303 .58 0.001303 3.86 850 .89 429.3 0.34 Hee-Ras Output.xis 5/4/04 Exh ibit E 4of 13 Exhibit E HEC-RAS Output Reach R iver Sta Profile Q Total Min Ch El W .S . Elev Crit W .S . E.G . Elev E.G . Slope Vel Chnl Flow Area Top Width Froude #Chi (cfs) (ft) (ft) (ft) (ft) (fUft) (fUs) (sq ft) (ft) Reach A 9686.47 500}'.r Ult. 2013 298.89 303.91 304.07 0.001444 4 .37 1054.86 444.24 0 .36 Reach A 9686.47 100yr Ex. 1102 298.89 303.12 303.24 0.001198 3.5 713.98 418.97 0.32 Reach A 9686.47 1 OOyr Pr. 1102 298.89 303.12 303.24 0 .001198 3.5 713.98 418.97 0.32 Reach A 9686.47 100}'.r Ult. 1632 298.89 303.61 303.74 0 .00137 4.06 919.26 434.36 0.35 Reach A 9686.47 50yr Ex. 939 298.89 302.93 303.04 0 .001143 3.3 634.14 401 .69 0 .31 Reach A 9686.47 50yr Pr. 939 298.89 302.93 303.04 0.001143 3.3 634.14 401.69 0 .31 Reach A 9686.47 50}'.r Ult. 1438 298.89 303.45 303.58 0.0013 3.86 851.62 429.35 0 .34 Reach A 9686.47 25yr Ex. 802 298.89 302.75 302.85 0 .001051 3.05 565.56 367.27 0 .3 Reach A 9686.47 25yr Pr. 802 298 .89 302.75 302 .85 0 .001051 3 .05 565.56 367 .27 0 .3 Reach A 9686.47 25}'.r Ult. 1276 298.89 303.29 303.42 0.001259 3.7 786 424.43 0 .33 Reach A 9686.47 1 Oyr Ex. 621 298.89 302.35 302 .44 0.001066 2.82 434.38 290 .26 0.29 Reach A 9686.47 10yr Pr. 621 298.89 302.35 302.44 0.001066 2 .82 434.38 290 .26 0 .29 Reach A 9686.47 1 Oyr Ult. 1051 298.89 303.07 303.18 0.001182 3.44 690.89 417.2 0.32 Reach A 9076. 33 500yr Ex. 1438 296.54 302 .04 302.34 0.003781 7.28 722.87 528.92 0.59 Reach A 9076.33 500yr Pr. 1438 296.54 302 .04 302 .34 0 .003781 7 .28 722 .87 528.92 0 .59 Reach A 9076 .33 500}'.r Ult. 2013 296.54 302 .79 302 .97 0 .00246 6.47 1175.17 675.39 0.49 Reach A 9076 .33 100yr Ex. 1102 296.54 301 .61 301.98 0 .004473 7.44 515.99 434.85 0.63 Reach A 9076 .33 100yr Pr. 1102 296.54 301.61 301 .98 0 .004473 7.44 515.99 434.85 0.63 Reach A 9076.33 100}'.r Ult. 1632 296.54 302.36 302.59 0.002974 6 .74 903.32 591 .72 0.53 Reach A 9076.33 50yr Ex. 939 296.54 301 .4 301.79 0.004617 7.31 431.34 389.36 0.63 Reach A 9076.33 50yr Pr. 939 296.54 301.4 301 .79 0 .004617 7 .31 431.34 389.36 0 .63 Reach A 9076.33 50}'.r Ult. 1438 296.54 302.02 302.33 0 .003847 7.33 717.07 526.78 0 .59 Reach A 9076.33 25yr Ex. 802 296.54 301 .13 301.6 0 .005377 7 .55 335.32 330.24 0.68 Reach A 9076.33 25yr Pr. 802 296.54 301.13 301 .6 0 .005377 7 .55 335.32 330.24 0 .68 Reach A 9076.33 25}'.r Ult. 1276 296.54 301 .85 302.17 0.003996 7.29 629.18 489.12 0.6 Reach A 9076.33 10yr Ex. 621 296.54 301.45 301 .61 0 .001843 4 .66 452.28 401 .09 0.4 Reach A 9076.33 10yr Pr. 621 296.54 301.45 301 .61 0 .001843 4 .66 452.28 401 .09 0.4 Reach A 9076 .33 10yr Ult. 1051 296.54 301.54 301 .92 0 .004563 7.43 487.13 419.9 0 .63 Reach A 8697.48 500yr Ex. 1659 293.72 299.85 299.85 300.59 0 .005334 9.23 529.34 401.49 0 .7 Reach A 8697.48 500yr Pr. 1659 293.72 299.85 299.85 300.59 0 .005334 9 .23 529.34 401.49 0 .7 Reach A 8697.48 500}'.r Ult. 2289 293.72 299.93 299.93 301 .18 0 .009167 12.21 561.9 451 .58 0 .92 Reach A 8697.48 100yr Ex. 1280 293.72 299.58 299.58 300.23 0 .004642 8 .31 434.29 316.95 0 .65 Reach A 8697.48 100yr Pr. 1280 293.72 299.58 299.58 300 .23 0.004642 8.31 434.29 316.95 0 .65 Hee-Ras Output.xis 5/4/04 Exhibit E 5of 13 Exhibit E HEC-RAS Output Reach River Sta Profile Q Total Min Ch El W .S. Elev Crit W.S. E .G . Elev E.G. Slope Vel Chnl Flow Area Top Width Froude #Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach A 8697.48 100~r Ult. 1863 293.72 299.8 299.8 300.8 0.00723 10.67 508.65 366.13 0.82 Reach A 8697.48 50yr Ex. 1106 293.72 299.38 299.38 300.03 0.00457 8 .03 374.47 299 .08 0 .64 Reach A 8697.48 50yr Pr. 1106 293.72 299.38 299.38 300.03 0.00457 8.03 374.47 299.08 0.64 Reach A 8697.48 50~r Ult. 1643 293.72 299.84 299.84 300.57 0.005304 9.19 525.27 394.78 0 .7 Reach A 8697.48 25yr Ex. 900 293.72 299.13 299.13 299.77 0 .004368 7 .59 303.26 276.31 0.62 Reach A 8697.48 25yr Pr. 900 293.72 299.13 299.13 299.77 0.004368 7.59 303.26 276.31 0 .62 Reach A 8697.48 25~r Ult. 1463 293.72 299.69 299.69 300.41 0.005149 8.89 472.46 327.84 0.69 Reach A 8697.48 10yr Ex. 701 293.72 297.79 297.79 299.78 0 .015772 11.48 68.19 27 .85 1 .11 Reach A 8697.48 1 Oyr Pr. 701 293.72 297.79 297.79 299.78 0.015772 11.48 68.19 27.85 1.11 Reach A 8697.48 10yr Ult. 1226 293.72 299.52 299.52 300.17 0 .004573 8.19 418.3 312.27 0.64 Reach A 8621.46 500yr Ex. 1659 293.56 298.12 298.63 0 .006614 9 .18 485.03 248.88 0 .78 Reach A 8621.46 500yr Pr. 1659 293.56 298.12 298.63 0 .006624 9 .18 484.68 248.57 0.78 Reach A 8621.46 500~r Ult. 2289 293.56 298.79 299.41 0 .007175 10.51 695.12 372.92 0.83 Reach A 8621 .46 100yr Ex. 1280 293.56 297.53 298.13 0 .008529 9.45 357 .74 198.11 0 .86 Reach A 8621.46 100yr Pr. 1280 293.56 297.53 298.13 0.008529 9.45 357 .74 198.11 0 .86 Reach A 8621.46 100~r Ult. 1863 293.56 298.35 298.87 0.006457 9.39 548.42 299.51 0.77 Reach A 8621 .46 50yr Ex. 1106 293.56 297.21 297.87 0.009845 9.57 296.85 181.68 0 .91 Reach A 8621.46 50yr Pr. 1106 293.56 297.21 297.87 0 .009845 9.57 296.85 181 .68 0.91 Reach A 8621.46 50~r Ult. 1643 293.56 298.06 298.59 0.00697 9 .33 469.44 234.77 0.79 Reach A 8621.46 25yr Ex. 900 293.56 296.87 297.53 0 .010688 9.3 238.73 158.38 0 .93 Reach A 8621 .46 25yr Pr. 900 293.56 296.87 297.53 0.01068 9.3 238.81 158.42 0.93 Reach A 8621.46 25~r Ult. 1463 293.56 297.81 298.36 0 .007594 9.35 413.94 212 .09 0 .82 Reach A 8621.46 1 Oyr Ex. 701 293.56 296.55 297.15 0 .010734 8.66 190.77 136.2 0 .92 Reach A 8621.46 1 Oyr Pr. 701 293.56 296.55 297.15 0 .010731 8 .65 190.8 136.21 0 .92 Reach A 8621.4610yrUlt. 1226 293.56 297.42 298.06 0 .009259 9.65 335.67 194.8 0.89 Reach A 7318.65 500yr Ex. 1812 288.39 294.18 294 .59 0 .001915 5.41 489.7 364 .61 0.43 Reach A 7318.65 500yr Pr. 1812 288.39 294 .18 294.59 0.00191 5.41 490 .98 366.46 0 .43 Reach A 7318 .65 500~r Ult. 2373 288.39 294.83 295.27 0.00185 5 .78 774 .35 460.25 0.43 Reach A 7318.65 100yr Ex. 1400 288.39 293.52 293.85 0 .001822 4 .81 363.54 111 .2 0.41 Reach A 7318.65 100yr Pr. 1400 288.39 293.52 293.85 0 .001822 4 .81 363.54 111 .2 0.41 Reach A 7318.65 100~r Ult. 1969 288.39 294.4 294.83 0 .001909 5.57 579 425.64 0.43 Reach A 7318 .65 50yr Ex. 1192 288.39 293.2 293.48 0.00174 4.46 328.51 108 0 .39 Reach A 7318.65 50yr Pr. 1192 288.39 293.2 293.48 0.00174 4.46 328.51 108 0 .39 Hee-Ras Output.xis 5/4/04 Exhibit E 6of13 Exhibit E HEC-RAS Output Reach River Sta Profile Q Total Min Ch El W .S. Elev Crit W .S. E.G . Elev E.G. Slope Vet Chnl Flow Area Top W idth Froude #Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach A 7318 .65 50l'.r Ult. 1756 288 .39 294 .12 294.51 0.001865 5.3 468 .67 332 .86 0.42 Reach A 7318 .65 25yr Ex. 975 288.39 292.77 293.02 0.001751 4 .15 282 .83 103.68 0.39 Reach A 7318.65 25yr Pr. 975 288.39 292.77 293.02 0.001752 4.15 282.78 103.68 0.39 Reach A 7318 .65 25l'.r Ult. 1567 288.39 293 .75 294 .12 0.001887 5.07 389 .91 113.54 0.42 Reach A 7318 .65 10yr Ex. 765 288 .39 292 .27 292 .49 0.001838 3.85 232 .67 98 .73 0.39 Reach A 7318 .65 10yr Pr. 765 288.39 292 .27 292.49 0.001838 3.85 232 .65 98 .73 0.39 Reach A 7318 .65 10yr Ult. 1300 288.39 293.37 293 .68 0.001781 4.64 347 .1 109.71 0.4 Reach A 7070.25 500yr Ex . 1812 287 .61 294 .08 294 .17 0.000916 4 .37 1063.01 360 .24 0.31 Reach A 7070 .25 500yr Pr. 1812 287 .61 294.09 294.17 0.000914 4.36 1064.42 361 .83 0.31 Reach A 7070 .25 500l'.r Ult. 2373 287 .61 294 .71 294.82 0.001069 5.03 1363.5 544 .76 0.34 Reach A 7070 .25 1 OOyr Ex. 1400 287 .61 293.38 293.46 0.000912 4.02 867.98 250.69 0.3 Reach A 7070.25 100yr Pr. 1400 287.61 293.38 293.46 0.000912 4.02 867 .98 250.69 0.3 Reach A 7070 .25 1 OOl:r Ult. 1969 287.61 294 .31 294.4 0.000948 4.55 1154.8 452 .21 0.31 Reach A 7070 .25 50yr Ex. 1192 287 .61 293 .05 293 .12 0.000867 3.77 787 .11 241 .49 0.29 Reach A 7070.25 50yr Pr. 1192 287.61 293.05 293 .12 0.000867 3.77 787.11 241.49 0.29 Reach A 7070 .25 50l'.r Ult. 1756 287.61 294 .02 294 .11 0.000888 4.27 1041 .7 335.3 0.3 Reach A 7070 .25 25yr Ex. 975 287 .61 292 .6 292.66 0.00087 3.56 680.43 228.78 0.29 Reach A 7070 .25 25yr Pr. 975 287 .61 292 .6 292.66 0.000871 3.56 680 .29 228 .76 0.29 Reach A 7070 .25 25l'.r Ult. 1567 287 .61 293 .62 293 .71 0.000945 4.22 929 .63 257 .48 0.31 Reach A 7070.25 1 Oyr Ex. 765 287 .61 292.07 292 .13 0.000911 3.36 563 .39 213 .98 0.29 Reach A 7070 .25 1 Oyr Pr. 765 287 .61 292 .07 292 .13 0.000911 3.37 563 .33 213 .97 0.29 Reach A 7070 .25 1 Oyr Ult. 1300 287 .61 293 .23 293 .3 0.00089 3.9 829.91 246.4 0.3 Reach A 6301.48 500yr Ex . 1812 285 .86 291 .06 292.48 0.008717 10.54 317.67 211 .22 0.89 Reach A 6301.48 500yr Pr. 1812 285 .86 291 .05 292.48 0.008783 10.57 316.2 210 .5 0.89 Reach A 6301 .48 500l'.r Ult. 2373 285 .86 291 .69 293 .02 0.007593 10 .77 475 .91 306 .99 0.85 Reach A 6301 .48 100yr Ex . 1400 285 .86 290 .78 290.78 291 .88 0.007005 9.06 264 .25 183.18 0.79 Reach A 6301 .48 100yr Pr. 1400 285.86 290 .78 290.78 291 .88 0.007005 9.06 264 .25 183.18 0.79 Reach A 6301 .48 100l'.r Ult. 1969 285.86 291 .2 292 .66 0.008778 10 .82 349 .83 226.43 0.89 Reach A 6301.48 50yr Ex . 1192 285.86 290.33 290.33 291 .52 0.008435 9.19 191 .25 135.82 0.85 Reach A 6301.48 50yr Pr. 1192 285 .86 290.33 290.33 291 .52 0.008435 9.19 191 .25 135.82 0.85 Reach A 6301.48 50l'.r Ult. 1756 285.86 290 .95 292.42 0.009173 10.64 296.23 200.44 0.91 Reach A 6301 .48 25yr Ex. 975 285 .86 289 .83 291 0.009783 8.98 137.24 75 .22 0.89 Reach A 6301 .48 25yr Pr. 975 285.86 289.83 291 0.009744 8.97 137.49 75 .75 0.89 Hee-Ras Output.xis 5/4/04 Exh ibit E 7of13 Exhibit E HEC-RAS Output Reach R iver Sta Profile Q Total Min Ch El W .S . Elev Crit W.S. E .G . Elev E.G . Slope Vel Chnl Flow Area Top Width Froude #Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach A 6301.48 25~r Ult. 1567 285.86 291.04 291 .04 292.12 0 .00661 . 9 .16 315 209.91 0 .77 Reach A 6301.48 10yr Ex. 765 285.86 289.48 290.45 0.009285 8.09 113.56 63.8 0.85 Reach A 6301.48 1 Oyr Pr. 765 285.86 289.48 290.45 0 .009264 8.08 113.67 63.84 0 .85 Reach A 6301.48 1 Oyr Ult. 1300 285.86 290.6 290.6 291 .71 0 .007437 9.05 231 .67 163.74 0 .8 Reach A 5716.37 500yr Ex. 2001 283.81 289.31 289.75 0 .002605 6 .53 635.01 259.76 0.5 Reach A 5716 .37 500yr Pr. 2005 283.81 289.33 289.76 0.00257 6 .5 640.37 260.99 0.49 Reach A 5716.37 500~r Ult. 2580 283.81 289.82 290.33 0 .002825 7.22 775.6 290.19 0 .53 Reach A 5716.37 100yr Ex. 1533 283.81 288.8 289.18 0.002404 5.87 511 .69 229.79 0.47 Reach A 5716.37 100yr Pr. 1537 283.81 288.81 289.19 0 .002406 5.87 512 .74 230.06 0.47 Reach A 5716.37 100~r Ult. 2138 283.81 289.47 289.91 0.002597 6 .64 676.93 269.19 0 .5 Reach A 5716.37 50yr Ex. 1296 283.81 288.51 288.85 0.00228 5.48 445.98 2 12 .09 0 .45 Reach A 5716.37 50yr Pr. 1300 283.81 288.51 288.85 0 .002282 5.48 447.14 212.42 0.45 Reach A 57 16 .37 50~r Ult. 1906 283.81 289.21 289.64 0 .002578 6.41 609.45 253.84 0.49 Reach A 5716.37 25yr Ex. 1081 283.81 288.18 288.49 0.002188 5 .11 380.73 192.92 0.44 Reach A 5716.37 25yr Pr. 1084 283.81 288.19 288.49 0.002189 5.11 381 .68 193.21 0 .44 Reach A 5716 .37 25~r Ult. 1690 283.81 288.98 289.38 0.002477 6 .1 553 .87 240.46 0.48 Reach A 5716.37 10yr Ex. 848 283.81 287.71 287.99 0.002229 4.77 296.6 164.95 0 .43 Reach A 5716 .37 10yr Pr. 851 283.81 287.72 288 0.002224 4 .77 297.94 165.43 0.43 Reach A 5716.37 10yr Ult. 1388 283.81 288.63 288.98 0 .002323 5 .63 472.47 219.4 0.46 Reach A 5391.48 500yr Ex. 2001 283.01 289.39 289.42 0 .00028 2.31 2239.28 606.24 0 .17 Reach A 5391.48 500yr Pr. 2005 283.01 289.41 289.44 0 .000276 2 .3 2251 .38 606.76 0.17 Reach A 5391.48 500~r Ult. 2580 283.01 289.93 289.96 0 .000308 2 .57 2568.61 620.2 0.18 Reach A 5391 .48 100yr Ex. 1533 283.01 288.86 288.88 0.000259 2.09 1920.94 592.43 0.16 Reach A 5391 .48 1 OOyr Pr. 1537 283.01 288.87 288.89 0.00026 2 .09 1923.81 592.56 0.16 Reach A 5391.48 100~r Ult 2138 283.01 289.56 289.58 0 .00028 2 .36 2338.81 6 10 .49 0 .17 Reach A 5391 .48 50yr Ex. 1296 283.01 288.55 288.57 0 .000251 1.97 1735.41 584.23 0 .15 Reach A 5391.48 50yr Pr. 1300 283.01 288.55 288.57 0.000251 1.98 1738.8 584 .38 0 .15 Reach A 5391.48 50~r Ult. 1906 283.01 289.29 289.31 0.000276 2 .27 2176.24 603.53 0 .17 Reach A 5391 .48 25yr Ex. 1081 283.0 1 288.2 288.22 0.00025 1.88 1536.63 575.32 0.15 Reach A 5391 .48 25yr Pr. 1084 283.01 288.21 288.23 0.00025 1.88 1539 .69 575.46 0 .15 Reach A 5391.48 25~r Ult. 1690 283.01 289.05 289.07 0 .000266 2 .17 2033.7 597.36 0.16 Reach A 5391.48 1 Oy r Ex. 848 283.01 287.71 287.72 0.000267 1.8 1257.13 538.36 0.15 Reach A 5391.48 10yr Pr. 851 283.01 287.72 287.73 0 .000266 1.8 1261 .73 539 .28 0 .15 Hee-Ras Output.xis 5/4/04 Exhibit E 8of13 Exhibit E HEC-RAS Output Reach River Sta Profile Q Total Min Ch El W .S . Elev Crit W .S . E.G. Elev E.G . Slope Vel Chnl Flow A rea Top W idth Froude #Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach A 5391.48 10yr Ult. 1388 283.01 288 .68 288.7 0.000253 2.02 1811 .64 587.61 0.16 Reach A 4997.49 500yr Ex. 2001 282 .07 287.99 287.99 289.02 0.006525 9.9 485.85 300 .14 0.78 Reach A 4997.49 500yr Pr. 2005 282 .07 287.93 287.93 289.03 0.007007 10.18 468 .09 293 .14 0.81 Reach A 4997.49 500}'.r Ult. 2580 282 .07 288.59 288.59 289.55 0.005881 10.14 697 .71 412.86 0.76 Reach A 4997.49 100yr Ex. 1533 282 .07 287.58 287.58 288.52 0 .006112 9 .05 372 .55 252.14 0.75 Reach A 4997.49 100yr Pr. 1537 282.07 287.59 287.59 288.52 0.006104 9 .05 373 .98 252 .8 0.75 Reach A 4997.49 100}'.r Ult. 2138 282 .07 288.01 288 .01 289.17 0.007325 10.52 490.92 302 .81 0.83 Reach A 4997.49 50yr Ex. 1296 282 .07 287.23 287.23 288.2 0.006583 8.9 291.43 211 .16 0 .77 Reach A 4997.49 50yr Pr. 1300 282 .07 287.24 287.24 288.21 0.006574 8.9 292.78 211 .91 0 .77 Reach A 4997.49 50}'.r Ult. 1906 282 .07 287.95 287.95 288.93 0.006231 9.62 472.3 294.81 0.76 Reach A 4997.49 25yr Ex. 1081 282.07 286.84 286.84 287.85 0.007291 8.78 217 .92 165.5 0.79 Reach A 4997.49 25yr Pr. 1084 282 .07 286.85 286.85 287 .85 0.007278 8 .78 218 .95 166.22 0.79 Reach A 4997.49 25}'.r Ult. 1690 282 .07 287.75 287.75 288.7 0.006147 9.29 415.58 271 .37 0.75 Reach A 4997.49 1 Oyr Ex. 848 282 .07 285.95 285.95 287.28 0.012772 9.72 116.65 65.98 1 Reach A 4997.49 1 Oyr Pr. 851 282.07 285.95 285.95 287.29 0 .012801 9 .74 116.89 66.05 1 Reach A 4997.49 1 Oyr Ult. 1388 282 .07 287.37 287.37 288.33 0.006454 9 320.58 226.74 0 .76 Reach A 4789.43 500yr Ex. 2001 279 .46 287.3 287.37 0.000576 3.92 1566.15 448 .31 0.25 Reach A 4789.43 500yr Pr. 2005 279.46 287.29 287.35 0.000584 3 .94 1559.44 446.72 0.25 Reach A 4789.43 500}'.r U lt. 2580 279.46 287.88 287.95 0.000656 4 .39 1845.62 555 .31 0 .27 Reach A 4789.43 100yr Ex. 1533 279.46 286.54 286.6 0.000525 3.49 1259.02 360.84 0.24 Reach A 4789.43 100yr Pr. 1537 279 .46 286.53 286.59 0.000532 3.5 1254.58 359.42 0.24 Reach A 4789.43 100}'.r Ult. 2138 279.46 287.42 287.49 0.000608 4 .07 1619.39 457.04 0.26 Reach A 4789.43 50yr Ex. 1296 279 .46 286.13 286.17 0 .000468 3.16 1118.12 312 .54 0 .22 Reach A 4789.43 50yr Pr. 1300 279.46 286.12 286.16 0.000473 3.17 1115.69 311 .64 0 .22 Reach A 4789.43 50}'.r Ult. 1906 279.46 287.14 287.2 0.000578 3.87 1492.38 429.05 0.25 Reach A 4789.43 25yr Ex. 1081 279.46 285.72 285.76 0 .000439 2 .93 996 .41 296.32 0.21 Reach A 4789.43 25yr Pr. 1084 279.46 285.73 285.77 0.000438 2.92 999.08 296.37 0.21 Reach A 4789.43 25~r Ult. 1690 279.46 286.82 286.87 0.000548 3.66 1361 .22 392.18 0.24 Reach A 4789.43 10yr Ex. 848 279.46 285.23 285.26 0.000415 2.69 852 .21 285.17 0.2 Reach A 4789.43 10yr Pr. 851 279.46 285.23 285.26 0.000418 2.7 852 .26 285.18 0.2 Reach A 4789.43 10yr Ult. 1388 279.46 286.23 286.27 0.000511 3.33 1149.69 323 .99 0.23 Reach A 4655.57 500yr Ex. 2063 278 .83 286.38 287.12 0.003458 9.05 609.42 391 .74 0 .6 Hee-Ras Output.xis 5/4/04 Exhibit E 9of13 Exhibit E HEC-RAS Output Reach River Sta Profile Q Total Min Ch El W .S . Elev Crit W .S . E.G . Elev E .G. Slope Vel Chnl Flow Area Top W idth Froude #Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach A 4655.57 500yr Pr. 2050 278.83 286.37 287.11 0 .003459 9.04 603.49 386 .37 0 .6 Reach A 4655.57 500~r Ult. 2641 278.83 286.91 287.69 0 .003647 9.76 850.01 507 .73 0 .63 Reach A 4655.57 100yr Ex. 1555 278.83 285.8 286.38 0.00294 7 .87 442 .41 165.18 0.55 Reach A 4655.57 100yr Pr. 1547 278.83 285.79 286.37 0 .002932 7 .85 440.8 164.73 0 .55 Reach A 4655.57 100~r Ult. 2174 278.83 286.48 287.23 0 .003537 9.24 648.81 425.71 0 .61 Reach A 4655.57 50yr Ex. 1303 278.83 285.47 285.98 0.002633 7 .2 391 .74 150 .3 0 .52 Reach A 4655.57 50yr Pr. 1298 278.83 285.47 285.98 0 .002623 7 .18 390.92 150.04 0 .51 Reach A 4655.57 50~r Ult. 1925 278 .83 286.22 286.95 0.003434 8.89 551 .63 335.73 0 .6 Reach A 4655.57 25yr Ex. 1090 278.83 285.15 285.59 0 .002369 6 .58 345.42 135.27 0.48 Reach A 4655.57 25yr Pr. 1088 278.83 285.17 285.6 0 .002329 6.54 347.75 136.06 0.48 Reach A 4655.57 25~r Ult. 1696 278.83 285.97 286.64 0.003246 8.42 476 .78 241 .09 0 .58 Reach A 4655.57 10yr Ex. 850 278.83 284.77 285.11 0 .001942 5 .7 297.79 117.83 0.43 Reach A 4655.57 10yr Pr. 850 278.83 284.77 285.11 0 .001942 5.7 297.79 117.83 0.43 Reach A 4655.57 10yr Ult. 1366 278 .83 285.54 286.07 0.002754 7.41 401 .53 153.29 0 .53 Reach A 4313.39 500yr Ex. 2063 277.46 284.36 284.36 285.29 0 .009442 11 .77 484.12 222.79 0.83 Reach A 4313.39 500yr Pr. 2050 277.46 284.36 284.36 285.28 0 .009388 11 .73 482.78 222.64 0.83 Reach A 4313.39 500~r Ult. 2641 277.46 284.75 284.75 285.75 0 .010176 12.72 571 .83 232.98 0 .87 Reach A 4313.39 100yr Ex. 1555 277.46 284.04 284.04 284 .83 0.007928 10.41 413 .61 215.69 0 .75 Reach A 4313.39 100yr Pr. 1547 277.46 284.03 284.03 284.82 0 .007907 10.39 412 .32 215.56 0.75 Reach A 4313.39 100~r Ult. 2174 277.46 284.45 284.45 285.38 0.009446 11.89 504.81 225.21 0.83 Reach A 4313.39 50yr Ex. 1303 277.46 283.84 283.84 284 .57 0 .007267 9 .74 370.24 211 .36 0 .72 Reach A 4313.39 50yr Pr. 1298 277.46 283.83 283.83 284.57 0 .007272 9 .74 368 .93 2 11.22 0 .72 Reach A 4313.39 50~r Ult. 1925 277.46 284.29 284.29 285.17 0.008938 11 .37 468.16 221 .01 0.81 Reach A 4313.39 25yr Ex. 1090 277.46 283.67 283.67 284.33 0 .006363 8.94 336.34 207.91 0.67 Reach A 4313.39 25yr Pr. 1088 277.46 283.64 283.64 284.33 0.006659 9 .11 329.17 207 .17 0.68 Reach A 4313.39 25~r Ult. 1696 277.46 284.14 284.14 284.96 0 .008323 10.79 435.18 217 .81 0 .77 Reach A 4313.39 10yr Ex. 850 277.46 283.39 283.39 284.02 0.005861 8.29 278.88 201.93 0.64 Reach A 4313.39 10yr Pr. 850 277.46 283.39 283.39 284.02 0.005861 8 .29 278.88 201.93 0 .64 Reach A 4313.39 10yr Ult. 1366 277.46 283.92 283.92 284.64 0.007154 9 .76 387.73 213.11 0 .71 Reach A 3725.17 500yr Ex. 2052 276.93 283.5 283.58 0 .000938 4 .01 1187.86 289.47 0 .3 Reach A 3725.17 500yr Pr. 2037 276.93 283.48 283.56 0.00094 4 1181 .24 289.28 0.3 Reach A 3725. 17 500~r Ult. 2603 276.93 284.29 284.38 0 .000866 4 .2 1452.55 374 .02 0 .29 Reach A 3725 . 17 1 OOyr Ex. 1563 276.93 282.72 282.79 0.001036 3.81 964.54 282.82 0 .3 Hee-Ras Output.xis 5/4/04 Exhibit E 10 of 13 Exhibit E HEC-RAS Output Reach R iver Sta Profile Q Total M in Ch El W .S . Elev Crit W .S . E.G . Elev E .G . Slope Vel Chnl Flow Area Top Width Froude #Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach A 3725.17 1 OOyr Pr. 1556 276.93 282.71 282 .78 0 .001038 3.81 961 .17 282 .71 0.3 Reach A 3725.17 1 OO~r Ult. 2141 276.93 283.64 283.72 0.000924 4 .04 1226.77 290.62 0 .3 Reach A 3725 .17 50yr Ex. 1313 276.93 282 .29 282.36 0.001109 3.71 842.77 279.12 0.31 Reach A 3725.17 50yr Pr. 1307 276.93 282.28 282 .35 0 .001111 3 .7 839 .76 279.03 0 .31 Reach A 3725.17 50~r Ult. 1892 276.93 283.26 283.33 0.000966 3.94 1116.38 287.36 0.3 Reach A 3725 .17 25yr Ex. 1099 276.93 281 .89 281 .95 0.001203 3 .62 731.38 275.69 0 .32 Reach A 3725.17 25yr Pr. 1097 276.93 281 .88 281 .95 0 .001204 3.62 730.3 275.66 0.32 Reach A 3725.17 25~r Ult. 1673 276.93 282.91 282 .98 0 .00101 3 .86 1016.21 284.37 0.3 Reach A 3725.17 1 Oyr Ex. 855 276.93 281.4 281 .47 0 .001343 3.51 598.9 271 .56 0.33 Reach A 3725.17 10yr Pr. 855 276.93 281.4 281 .47 0 .001343 3.51 598.9 271 .56 0.33 Reach A 3725.17 1 Oyr Ult. 1368 276.93 282.39 282.46 0 .001091 3 .73 870.07 279.95 0 .31 Reach A 3302 .88 500yr Ex. 2052 275 280.91 280.91 282.57 0 .009758 11.16 256.77 88.46 0 .92 Reach A 3302 .88 500yr Pr. 2037 275 280.89 280.89 282.54 0 .009766 11.14 255.16 88 .05 0 .92 Reach A 3302 .88 500~r Ult. 2603 275 281 .54 281 .54 283.4 0 .009523 12.02 316.64 102.44 0.93 Reach A 3302. 88 1 OOyr Ex. 1563 275 280.29 280.29 281 .73 0.009727 10.23 205.6 78.45 0 .9 Reach A 3302 .88 100yr Pr. 1556 275 280.28 280.28 281 .72 0.009721 10.22 204.87 78.37 0 .9 Reach A 3302.88 100~r Ult. 2141 275 281 .02 281 .02 282.71 0.009712 11 .31 266.38 90.85 0 .92 Reach A 3302 .88 50yr Ex. 1313 275 279.91 279.91 281 .25 0 .009749 9 .75 176.42 75 .35 0.89 Reach A 3302.88 50yr Pr. 1307 275 279.9 279.9 281 .24 0 .009751 9.74 175.69 75.27 0.89 Reach A 3302.88 50~r Ult. 1892 275 280.71 280.71 282.3 0.009836 10.88 239.73 84.06 0 .92 Reach A 3302 .88 25yr Ex. 1099 275 279.57 279.57 280.8 0.009624 9 .23 151 .06 72 .54 0.87 Reach A 3302 .88 25yr Pr. 1097 275 279.56 279.56 280.79 0 .009623 9 .22 150.81 72 .51 0 .87 Reach A 3302.88 25~r Ult. 1673 275 280.44 280.44 281 .93 0 .009748 10.43 217.71 79.7 0.9 Reach A 3302 .88 10yr Ex. 855 275 279.07 279.07 280.21 0 .010086 8.72 115.78 68.45 0.88 Reach A 3302.88 10yr Pr. 855 275 279.07 279.07 280.21 0 .010086 8 .72 115.78 68.45 0 .88 Reach A 3302.88 10yr Ult. 1368 275 280 280 281 .36 0 .009727 9 .85 183.12 76 .07 0 .89 Reach A 3092. 13 500yr Ex. 2052 272 .78 280.79 280.98 0 .00124 5.38 971 .83 266.31 0 .36 Reach A 3092.13 500yr Pr. 2037 272.78 280.76 280.95 0.00125 5 .38 964.12 265.97 0 .36 Reach A 3092.13 500~r Ult. 2603 272 .78 281 .77 281 .94 0 .001012 5.3 1238.74 277.83 0 .33 Reach A 3092 .13 1 OOyr Ex. 1563 272.78 280.06 280 .25 0 .001315 5 .14 780 .06 257.71 0 .36 Reach A 3092.13 1 OOyr Pr. 1556 272 .78 280.05 280.24 0 .001313 5.13 777.77 257.61 0.36 Reach A 3092 .13 1 OO~r Ult. 2141 272.78 280.96 281 .14 0.001193 5.36 1016.07 268.25 0.35 Reach A 3092. 13 50yr Ex. 1313 272 .78 279.28 279.55 0 .001979 5 .77 583 .86 246.42 0.43 Hee-Ras Output.xis 5/4/04 Exhi bit E 11 of 13 Exhibit E HEC-RAS Output Reach River Sta Profile Q Total Min Ch El W .S . Elev Crit W.S. E.G . Elev E.G . Slope Vet Chnl Flow Area Top W idth Froude #Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach A 3092 .13 50yr Pr. 1307 272.78 279.27 279.53 0.001991 5.78 580.31 246.21 0.44 Reach A 3092.13 50~r Ult. 1892 272.78 280.49 280.68 0.00134 5.42 891 .03 262.72 0 .37 Reach A 3092.13 25yr Ex. 1099 272.78 278.77 279.1 0 .002501 6 .08 459.74 238.88 0.48 Reach A 3092. 13 25yr Pr. 1097 272.78 278.76 279.09 0.00251 6 .09 458 .35 238.79 0.48 Reach A 3092 .13 25~r Ult. 1673 272.78 280.05 280.27 0.001519 5.52 777 .54 257 .6 0 .39 Reach A 3092 .13 1 Oyr Ex. 855 272.78 278.08 278.59 0.003919 6.89 298.39 228.71 0.59 Reach A 3092. 13 1 Oyr Pr. 855 272.78 278.08 278.59 0.003919 6.89 298.39 228.71 0 .59 Reach A 3092.13 1 Oyr Ult. 1368 272.78 279.4 279.66 0.001887 5.72 614.24 248.23 0.43 Reach A 2759.57 500yr Ex. 2052 271 .65 278.42 277.81 280.04 0.006277 11.83 303.48 78.52 0.81 Reach A 2759.57 500yr Pr. 2037 271.65 278.4 277.79 280.01 0.00629 11 .81 301 .27 78 .15 0.81 Reach A 2759.57 500~r Ult. 2603 271.65 278.97 278.64 281.03 0 .007352 13.5 348.67 85.67 0 .89 Reach A 2759.57 100yr Ex. 1563 271 .65 278.71 279.54 0 .003086 8.53 326.23 82.2 0 .57 Reach A 2759.57 100yr Pr. 1556 271 .65 278.71 279.53 0 .003052 8.49 326.51 82.24 0 .57 Reach A 2759.57 100~r Ult. 2141 271 .65 278.22 280.14 0.007716 12.85 287.86 75.89 0 .89 Reach A 2759.57 50yr Ex. 1313 271.65 277.46 276.43 278.49 0.004744 9.26 233.65 67.36 0.69 Reach A 2759.57 50yr Pr. 1307 271 .65 277.45 276.42 278.48 0 .004749 9.25 232.65 67.21 0 .69 Reach A 2759.57 50~r Ult. 1892 271 .65 278.24 277.55 279.73 0.005968 11.32 289.06 76.09 0 .79 Reach A 2759.57 25yr Ex. 1099 271 .65 277.1 275.96 277.97 0.004286 8.42 210.05 63.58 0 .65 Reach A 2759.57 25yr Pr. 1097 271 .65 277.09 275.96 277.96 0 .004299 8.42 209.48 63.48 0 .65 Reach A 2759.57 25~r Ult. 1673 271 .65 277.96 277.14 279.28 0 .005529 10.58 268.64 72.61 0.75 Reach A 2759.57 10yr Ex. 855 271 .65 276.63 275.42 277.31 0.003701 7.35 181 .26 58.63 0 .59 Reach A 2759.57 1 Oyr Pr. 855 271 .65 276.63 275.42 277.31 0.003701 7.35 181 .26 58 .63 0 .59 Reach A 2759.57 10yr Ult. 1368 271 .65 277.54 276.55 278.62 0 .004888 9.48 238.82 68.16 0.7 Reach A 2212.06 500yr Ex. 2052 270.67 274.22 274.22 275.43 0.011286 9 .14 273.42 129.93 0 .95 Reach A 2212.06 500yr Pr. 2037 270.67 274.21 274.21 275.42 0.011253 9.11 272.21 129.72 0.95 Reach A 2212 .06 500~r Ult. 2603 270.67 274.67 274.67 276.04 0 .010766 9.82 333.41 139.72 0 .95 Reach A 2212 .06 100yr Ex. 1563 270.67 279 273.75 279.06 0 .000175 2 .18 1135.88 235 0 .14 Reach A 2212.06 100yr Pr. 1556 270.67 279 273.75 279.06 0 .000174 2 .17 1135.88 235 0 .14 Reach A 2212.06 100~r U lt. 2141 270.67 279 274.31 279.11 0.000329 2.99 1135.88 235 0.19 Reach A 2212.06 50yr Ex. 1313 270.67 273.5 273.5 274.47 0 .012946 8.08 185.52 111 . 71 0.97 Reach A 2212 .06 50yr Pr. 1307 270.67 273.5 273.5 274.46 0 .01284 8.04 185.46 111 .69 0 .96 Reach A 2212 .06 50~r Ult. 1892 270.67 274.08 274.08 275.24 0 .01151 8.93 255.25 126.81 0 .95 Reach A 2212.06 25yr Ex. 1099 270.67 273.26 273.26 274.15 0 .01355 7 .65 160.08 105.5 0 .97 Hee-Ras Output.xis 5/4/04 Exh ibi t E 12 of 13 Reach River Sta Profile Reach A 2212.06 25yr Pr. Reach A 2212.06 25yr Ult. Reach A 2212 .06 10yr Ex . Reach A 2212.06 10yr Pr. Reach A 2212 .08 10yr Ult. Exhibit E HEC-RAS Output Q Total Min Ch El W.S. Elev Crit W .S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude #Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) 1097 270.67 273.27 273.27 274 .14 0.01344 7.63 160.34 105.57 0.97 1673 270 .67 273.87 273 .87 274.97 0.011928 8.83 229.39 121.67 0.95 855 270 .67 272 .97 272.97 273 .74 0.014526 7.1 130.32 97 .74 0.98 855 270.67 272.97 272.97 273.74 0.014526 7.1 130 .32 97 .74 0.98 1368 270.67 273 .57 273.57 274 .55 0.012541 8.12 193.53 113 .59 0.96 Hee-Ras Output.xis 5/4/04 Exhibit E 13 of 13 i'.5 ~ c 0 a: w ...I ...I < i'.5 a. ~ LL w 0 I-c C> a: ...I I-z < z < < w z w (J :5 ::c ...I ~~ w :E ...I z ~ c ~ < a: I-~ u; I-w~ e z a: w ~ e ~~ c ::I< a: NO. AC. 0.4 0.55 0.9 ft. 3A 0.16 0.00 0.16 0.00 0.09 87.0 38 1.03 0.00 1.03 0.00 0.57 92.0 4A 0.20 0.00 0.20 0.00 0.11 59.0 48 0.92 0.00 0.92 0.00 0.51 68.0 5 0.00 0.00 0.00 0.00 0.00 1.0 6A 0.64 0.00 0.64 0.00 0.35 208.0 68 2.14 0.00 2.14 0.00 1.18 185.0 7A 0.14 0.00 0.14 0.00 0.08 10.0 78 0.68 0.00 0.88 0.00 0.48 77.0 8 0.45 0.00 0.45 0.00 0.25 62.0 9A 0.72 0.00 0.72 0.00 0.40 211.0 98 2.06 0.00 2.06 0.00 1.13 170.0 10A 0.15 0.00 0.15 0.00 0.08 70.0 108 0.91 0.00 0.91 0.00 0.50 78.0 11 0.00 0.00 0.00 0.00 0.00 1.0 12 0.64 0.00 0.64 0.00 0.35 60.0 13A 0.42 0.00 0.42 0.00 0.23 66.0 138 2.51 0.00 2.51 0.00 1.38 194.0 14A 0.03 0.00 0.03 0.00 0.02 10.0 148 1.04 0.00 1.04 0.00 0.57 77.0 15 0.58 0.00 0.58 0.00 0.32 64.0 16A 0.45 0.00 0.45 0.00 0.25 75.0 168 2.44 0.00 2.44 0.00 1.34 178.0 17A 0.03 0.00 0.03 0.00 0.02 10.0 178 1.11 0.00 1.11 0.00 0.61 90.0 18 0.00 0.00 0.00 0.00 0.00 1.0 19 0.73 0.00 0.73 0.00 0.40 68.0 20 0.18 0.00 0.18 0.00 0.10 68.0 20 1.58 0.00 1.58 0.00 0.87 560.0 21 1.80 0.00 1.80 0.00 0.99 206.0 22 0.53 0.00 0.53 0.00 0.29 80.0 23 0.53 0.00 0.53 0.00 0.29 80.0 24 0.57 0.00 0.57 0.00 0.31 80.0 25 0.54 0.00 0.54 0.00 0.30 80.0 26 0.00 0.00 0.00 0.00 0.00 1.0 40A 1.15 0.00 1.15 0.00 0.63 66.0 408 2.04 0.00 2.04 0.00 1.12 135.0 42A 1.69 0.00 1.69 0.00 0.93 130.0 428 0.88 0.00 0.88 0.00 0.48 70.0 EXHIBIT G-1 Rational Fonnula Drainage Area Calculations Shenandoah Subdivision Phases 10 Through 13 ~ ~ ~ ...I LL 0 c ...I ...I z LL LL ~ :5 a: ::c a: u w I-w 0 I-u a: ...I I= C> I= ...I 0 I-~...I ::>z ::I ...I ...I u w ~ ~ (/) a ~ o~ C> ~ C> ~ ::I ~ ~ ft. ft. ft. ftls min min In/Hr cfs In/Hr cfs 0.9 43.0 0.4 0.9 2.4 10.0 6.33 0.6 7.7 0.7 0.9 382.0 2.3 1.2 6.3 10.0 6.33 3.6 7.7 4.4 0.6 52.0 0.3 0.9 1.9 10.0 6.33 0.7 7.7 0.8 0.7 382.0 2.3 1.3 5.8 10.0 6.33 3.2 7.7 3.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 2.0 25.0 0.2 0.7 5.3 10.0 6.33 2.2 7.7 2.7 2.0 338.0 2.0 1.1 7.9 10.0 6.33 7.4 7.7 9.1 0.1 10.0 0.1 1.0 0.3 10.0 6.33 0.5 7.7 0.6 0.8 338.0 2.0 1.3 5.5 10.0 6.33 3.1 7.7 3.7 0.6 240.0 3.7 1.6 3.1 10.0 6.33 1.6 7.7 1.9 4.0 25.0 0.2 1.0 3.9 10.0 6.33 2.5 7.7 3.0 3.0 332.0 2.0 1.3 6.6 10.0 6.33 7.2 7.7 8.7 0.7 26.0 0.3 0.9 1.9 10.0 6.33 0.5 7.7 0.6 0.8 332.0 2.0 1.3 5.4 10.0 6.33 3.2 7.7 3.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 0.6 275.0 4.6 1.7 3.2 10.0 6.33 2.2 7.7 2.7 0.7 187.0 4.0 1.6 2.6 10.0 6.33 1.5 7.7 1.8 2.0 367.0 2.2 1.1 8.5 10.0 6.33 8.7 7.7 10.6 0.1 10.0 0.1 1.0 0.3 10.0 6.33 0.1 7.7 0.1 0.8 367.0 2.2 1.3 5.8 10.0 6.33 3.6 7.7 4.4 0.6 282.0 6.0 1.8 3.1 10.0 6.33 2.0 7.7 2.5 0.8 170.0 3.0 1.4 2.8 10.0 6.33 1.6 7.7 1.9 4.0 406.0 2.4 1.3 7.2 10.0 6.33 8.5 7.7 10.3 0.1 10.0 0.1 1.0 0.3 10.0 6.33 0.1 7.7 0.1 0.9 406.0 2.4 1.3 6.6 10.0 6.33 3.9 7.7 4.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 0.7 356.0 7.0 1.9 3.7 10.0 6.33 2.5 7.7 3.1 0.7 356.0 7.0 1.9 3.7 10.0 6.33 0.6 7.7 0.8 7.0 45.0 0.5 0.8 12.2 12.2 5.77 5.0 7.1 6.1 2.0 172.0 2.0 1.0 6.3 10.0 6.33 6.3 7.7 7.6 0.8 217.0 3.1 1.4 3.4 10.0 6.33 1.8 7.7 2.2 0.8 217.0 3.1 1.4 3.4 10.0 6.33 1.8 7.7 2.2 0.8 217.0 1.5 1.2 4.1 10.0 6.33 2.0 7.7 2.4 0.8 217.0 1.5 1.2 4.1 10.0 6.33 1.9 7.7 2.3 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 0.7 552.0 9.6 2.0 5.1 10.0 6.33 4.0 7.7 4.9 1.4 552.0 9.6 1.7 6.7 10.0 6.33 7.1 7.7 8.6 1.3 494.0 8.0 1.6 6.3 10.0 6.33 5.9 7.7 7.2 0.7 494.0 8.0 1.9 4.9 10.0 6.33 3.1 7.7 3.7 0 .,, 0 a .,, a :!: ~ In/Hr cfs In/Hr cfs 8.6 0.8 9.9 0.9 8.6 4.9 9.9 5.6 8.6 0.9 9.9 1.1 8.6 4.4 9.9 5.0 8.6 0.0 9.9 0.0 8.6 3.0 9.9 3.5 8.6 10.2 9.9 11.6 8.6 0.7 9.9 0.8 8.6 4.2 9.9 4.8 8.6 2.1 9.9 2.4 8.6 3.4 9.9 3.9 8.6 9.8 9.9 11.2 8.6 0.7 9.9 0.8 8.6 4.3 9.9 4.9 8.6 0.0 9.9 0.0 8.6 3.0 9.9 3.5 8.6 2.0 9.9 2.3 8.6 11.9 9.9 13.6 8.6 0.1 9.9 0.2 8.6 4.9 9.9 5.6 8.6 2.8 9.9 3.1 8.6 2.1 9.9 2.4 8.6 11.6 9.9 13.2 8.6 0.1 9.9 0.2 8.6 5.3 9.9 6.0 8.6 0.0 9.9 0.0 8.6 3.5 9.9 4.0 8.6 0.9 9.9 1.0 7.9 6.9 9.1 7.9 8.6 8.5 9.9 9.8 8.6 2.5 9.9 2.9 8.6 2.5 9.9 2.9 8.6 2.7 9.9 3.1 8.6 2.6 9.9 2.9 8.6 0.0 9.9 0.0 8.6 5.5 9.9 6.2 8.6 9.7 9.9 11.1 8.6 8.0 9.9 9.2 8.6 4.2 9.9 4.8 :& ~ a In/Hr cfs 11.1 1.0 11.1 6.3 11.1 1.2 11.1 5.6 11.1 0.0 11.1 3.9 11.1 13.1 11.1 0.9 11.1 5.4 11.1 2.8 11.1 4.4 11.1 12.6 11.1 0.9 11.1 5.6 11.1 0.0 11.1 3.9 11.1 2:6 11.1 15.4 11.1 0.2 11.1 6.4 11.1 3.6 11.1 2.8 11.1 15.0 11.1 0.2 11.1 6.8 11.1 0.0 11.1 4.5 11.1 1.1 10.3 8.9 11.1 11.0 11.1 3.2 11.1 3.2 11.1 3.5 11.1 3.3 11.1 0.0 11.1 7.1 11.1 12.5 11.1 10.4 11.1 5.4 8 :!: In/Hr 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 11.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 8 .... a cfs 1.1 7.1 1.4 6.3 0.0 4.4 14.7 1.0 6.1 3.1 5.0 14.2 1.0 6.3 0.0 4.4 2.9 17.3 0.2 7.2 4.0 3.1 16.8 0.2 7.6 0.0 5.0 1.2 10.0 12.4 3.7 3.7 3.9 3.7 0.0 7.9 14.1 11.6 6.1 5/13/2004 0317-dra.xls Exhibit G-1 cfs 38 na 4.9 48 na 4.4 68 na 10.2 78 na 4.2 8 12 .0 2.1 98 na 9.8 108 na 4.3 12 15 .0 3.0 138 na 11.9 148 na 4 .9 15 19 .0 2.8 168 na 11.6 178 na 5.3 19 na 3.5 19.5 na 0 .9 20 22 .0 6.9 21 23 .0 8.5 22 24 .0 2.5 23 25 .0 2.5 24 na 2 .7 25 na 2 .6 408 na 9.7 428 na 4 .2 EXHIBIT G-2 INLET COM PUT AT IONS Shenandoah Subdivision Phases 10 Through 13 DESCRIPTION 0.0 4 .9 27 0.4% 3 5.7 Recessed Low Point Inlet 0.0 4.4 27 0.3% 4 5.3 Recessed Low Point Inlet 0 .0 10.2 27 1.7% 6 13.2 Recessed Low Point Inlet 0.0 4 .2 27 0 .3% 7 4.8 Recessed Low Point Inlet 0.0 2.1 38 0.2% 8 2.1 Recessed Inlet on Grade 0.0 9 .8 27 1.6% 9 13 .2 Recessed Low Point Inlet 0.0 4 .3 27 0.3% 10 5.0 Recessed Low Point Inlet 0.0 3.0 38 0.3% 12 3.0 Recessed Inlet on Grade 0.0 11.9 27 2.3% 13 13.9 Recessed Low Point Inlet 0.0 4 .9 27 0.4% 14 5.1 Recessed Low Point Inlet 0.0 2.8 38 0.3% 15 2 .8 Recessed Inlet on Grade 0.0 11.6 28 2.0% 16 13.7 Recessed Low Point Inlet 0.0 5.3 27 0.5% 17 5.4 Recessed Low Point Inlet 0.0 3.5 38 0.4% 19 3.5 Recessed Inlet on Grade 0.0 0.9 38 0.0% 20 0.9 Recessed Inlet on Grade 0.0 6 .9 39 1.5% 20 6.9 Recessed Inlet on Grade 0.0 8 .5 39 2.3% 21 8.5 Recessed Inlet on Grade 0.7 3 .2 39 0.3% 22 3.2 Recessed Inlet on Grade 2.4 4 .9 39 0.7% 23 4.9 Recessed Inlet on Grade 0.1 2 .8 39 0.3% 24 2.8 Recessed Low Point Inlet 0.0 2.6 39 0.2% 25 2.6 Recessed Low Point Inlet 0.0 9 .7 27 1.5% 40 15 .1 Recessed Low Point Inlet 0.0 4 .2 27 0.3% 42 12 .2 Re cessed Low Point Inlet Curb Inlet cfs ft ft 2.33 2.42 5 0 2.33 2.28 5 0 2.33 5.66 10 0 2.33 2.08 5 0 0.62 3.46 5 0 2 .33 5.66 10 0 2.33 2.16 5 0 0.62 4.92 5 0 2.33 5.96 10 0 2.33 2.18 5 0 0.62 4.46 5 0 2.33 5.88 10 0 2 .33 2 .32 5 0 0.62 5.61 5 0.4 0.62 1.38 5 0 0.62 11.16 10 0 .7 0.62 13.83 10 2.4 0.62 5.23 5 0 .1 0.62 7.91 10 0 2.33 1.22 5 0 2.33 1.10 5 0 2.33 6.49 10 0 2.33 5.23 10 0 Grate Inlet ft cfs sq-ft sq-ft 5/13/2004 0317-dra .xls Exhibit G-2 0 < ~ u z ~ ..;i ..;i ~ z < ~ ~ ~ ..;i z 0 0 ~ ~ ~ # # Ac. 38 48 0 .7 48 5 1.3 5 8 1.3 68 78 1.5 78 8 2 .1 8 12 3 .6 98 108 1.5 108 11 2 .1 11 12 2.1 12 15 6 .1 138 148 1.6 148 15 2.2 15 18 8.6 168 178 1.6 178 18 2 .2 18 19 10 .8 19 26 11 .3 19 .5 19 0 .1 20 21 0.9 21 23 1.9 22 23 0.3 23 25 2 .4 24 25 0 .3 25 26 3.1 26 408 14.4 408 HW41 16.1 428 HW42 1.4 EXHIBIT G-3 PIPE SIZE CALCULATIONS Shenandoah Subdivision Phases 10 Through 13 Q ·-Q « "' QJ « E Q ·;; QJ QJ QJ "' Q, Q, 'Cl Q QJ is:: 0 0 QJ ti) --'Cl Q, ""' = Vl "' is:: ~ = QJ QJ c -~ -~ 0 ~ .... "' « .... ~ jr;: .=. jr;: 0 ~ ;: ~ ..j z "' (.I N (.I QJ c 0 'Cl 0 0 ·c ~ ~ ~ f;i; < f;i; f;i; ~ ~ Q z liJ;;c Vl > ..;i min yr cfs cfs # cfs % " fps ' 10 .2 10 5.6 7 .3 1 7.3 0 .55 18 4 .1 31 .05 10 .3 10 10 .8 14.1 1 14.1 0.91 21 5.8 133.04 10.7 10 10 .7 13.9 1 13 .9 0 .88 21 5.8 305.85 10.1 10 13 .2 17 .1 1 17 .1 0 .66 24 5.4 30 .60 10.2 10 17.9 17.9 1 17 .9 0 .38 27 4 .5 130.02 11 .6 10 29.3 29 .3 1 29 .3 1.03 27 7 .4 349 .56 10.0 10 13 .2 17 .1 1 17 .1 0 .66 24 5 .4 31 .50 10 .2 10 18 .1 18.1 1 18 .1 0 .39 27 4 .5 61 .02 10.4 10 17 .9 17.9 1 17 .9 0 .39 27 4 .5 78 .64 12 .4 10 47 .8 47.8 1 47.8 1.57 30 9.7 260 .62 10.1 10 13.9 18 .0 1 18.0 0 .73 24 5 .7 30.00 11 .1 10 18.2 18.2 1 18.2 0 .40 27 4 .6 70.18 12.8 10 66.5 66.5 1 66 .5 1.82 33 11 .2 306.26 10 .1 10 13.7 17.8 1 17.8 1.45 21 7 .4 30.00 11 .1 10 18 .3 18.3 1 18 .3 0 .40 27 4 .6 70 .17 13.3 10 82.4 82.4 1 82 .4 1.76 36 11 .6 125 .29 13.5 10 85.6 85 .6 1 85 .6 0 .84 42 8 .9 68.65 10.0 10 0.9 1.1 1 1.1 0 .03 15 0 .9 68.65 12 .2 10 6 .9 9 .0 1 9.0 0 .84 18 5.1 42.00 12 .3 10 14 .7 19.1 1 19 .1 0.82 24 6 .1 236 .62 10.0 10 2.5 3 .3 1 3.3 0.30 15 2.7 42.00 13.0 10 18.8 18.8 1 18.8 0 .43 27 4 .7 237 .97 10.0 10 2 .7 3 .5 1 3.5 0 .13 18 2 .0 42.00 13 .8 10 22 .9 22 .9 1 22 .9 0 .63 27 5.7 73 .74 14 .0 10 106.8 106.8 1 106.8 1.30 42 11 .1 153.71 14.2 10 118.9 118.9 1 118.9 1.61 42 12 .3 234.95 10 .0 10 12 .2 15.9 1 15 .9 0 .57 24 5 .0 53.62 *Includes 33% Flow Increase for pipe sizes <2 7" d ia. ••See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) QJ e E:::: "aj ' ""' ~ min 0.13 0 .38 0 .89 0.09 0 .48 0 .79 0 .10 0.22 0.29 0.45 0.09 0 .26 0.46 0.07 0.25 0.18 0 .13 1.26 0.14 0.65 0.26 0 .84 0.35 0.21 0 .23 0 .32 0 .18 'Cl c ~ @ (.I ~ min 10 .33 10 .71 11 .59 10 .14 10 .71 12 .38 10.14 10 .44 10 .73 12 .83 10.1 6 11 .33 13 .29 10 .14 11 .33 13 .47 13 .60 11.26 12 .31 12 .96 10.26 13.79 10.35 14 .01 14 .24 14 .56 10 .20 ~ = E; ~ Q ~ ~ ~ = ' I 5/13/2004 031 7-dra .xls Exh ibit G -3 Inlets FL FL """In From To Uccer Lower WSElev 010 408 HW40 286 278.88 284.n 118.88 26 408 289.17 286.1 289.38 106.76 25 26 290.36 289.91 293.02 22.ae 24 25 292.08 291.11 293.58 2.71 23 25 291.48 290.48 293.58 18.83 22 23 292.69 292.48 294.80 2.52 21 23 294.5 291.94 294,80 14.67 20 21 296.31 295.96 296.95 6.89 19 26 289.95 289.27 293.02 85.65 428 HW42 279.54 279 284.77 12.20 EXHIBIT G-4 HYDRAULIC GRADE LINE - 1 OYr. Storm Shenandoah Subdivision Phases 10 Through 13 Normal Namal Plce l"lAnth Startin a rlAnth Velocltv Velocltv Dia Lena th Sf PipeS Lower WS Elev Uooer Hf In Out Hi 42 229.72 1.613% 3.099% 281.07 284.n 288.19 3.71 15.27 18.62 0.88 42 153.71 1.301% 1.997% 288.48 289.36 291.53 2.00 6.44 15.27 1.49 27 73.74 0.632% 0.610% 291.71 293.02 292.16 0.47 5.40 6.44 0.10 18 42 0.130% 2.310% 291.52 293.58 292.49 0.05 0.00 8.36 0.31 27 237.97 0.428% 0.429% 292.26 293.58 293.28 1.02 7.44 5.40 0.20 15 42 0.299% 0.500% 293.17 294.80 293.38 0.13 0.00 3.60 0.10 24 238.62 0.825% 1.082% 293.09 294.80 295.65 1.95 5.56 7.44 0.19 18 42 0.846% 0.833% 296.94 296.95 297.29 0.36 0.00 5.56 0.24 42 68 0.838% 1.000% 291.81 293.02 292.49 0.57 0.00 11.01 0.94 24 53.62 0.570% 1.007% 280.10 284.n 280.64 0.31 0.00 6.93 0.37 Endlna Too Delta WS Elev Inlet Check Delta 289.36 292 OK 2.8428 293.02 295.25 OK 2.2301 293.58 295.59 OK 2.0065 293.95 295.59 OK 1.6395 294.80 297.06 OK 2.2556 295.03 297.06 OK 2.0295 296.95 299.81 OK 2.8643 297.54 299.81 OK 2.2685 294.53 295.84 OK 1.3102 285.45 288 OK 2.5512 a Full 164.9 132.4 22.5 14.9 18.9 4.3 21.9 8.9 93.7 21.1 Main Inlet In 26 25 23 0 21 0 20 0 0 0 5117/04 0317-dre.xls Exhibit G-4 Inlets FL FL Beoln Pico Fro m To tJooo r Lowe r WSElev 0100 Dia Lenath 408 HW40 286 278.88 285.79 173 .52 42 229 .72 26 408 289 .17 288.1 Noca~r~ 155 .79 42 153 .71 25 28 290.38 289 .91 295.25 33.35 27 73 .74 24 25 292 .08 291.11 295.59 3.93 18 42 23 25 291 .48 29 0.48 295 .59 27 .44 27 237 .97 22 23 292 .89 292.48 297.08 3.85 15 42 21 23 294 .5 29 1.94 297.08 21.38 24 238 .82 20 21 298 .31 295.96 299 .81 10.04 18 42 19 26 289 .95 289.27 295.25 124.89 42 88 428 HW42 279 .54 27 9 17.89 24 53 .82 EXHIBIT G-5 HYDRAULIC GRADE LINE -100Yr. Storm Shenandoah Subdivision Phases 10 Through 13 I NolTNI h Start lna I :,,,..1 Ve locltv Velocity Endlna Too Endlna Sf Ploe S Lower WSElev uooer Hf In Out HJ WS Head Inlet WSElev 3.44% 3.10% 28 1.88 285.79 288 .98 7.90 15.85 19 .49 1.05 294 .74 292 ~Capa clt 2.77% 2 .00 % 28 9.80 289 .80 292.e7 4 .28 8 .44 15.85 1.58 295 .44 295.25 295.25 1 .34% 0.81% 29 2.18 295 .25 292.81 0.99 5.40 8 .44 0 .10 298 .34 295 .59 295 .59 0.27 % 2.31 % 291.84 295 .59 292 .8 1 0.12 0.00 7.08 0.39 298 .09 295.59 295 .59 0.91 % 0.43% 292.71 295 .59 293 .73 2.17 7.93 5.40 0.28 298.02 297 .08 297 .08 0.83% 0.50% 293.38 297.08 293 .57 0.28 0.00 3.88 0.12 297 .44 297.08 297 .08 1.75% 1.08 % 293.49 297.08 298 .05 4.14 5.75 7.93 0.23 30 1.43 299.81 299 .81 1.79% 0.83% 297 .48 299 .81 297 .81 0.75 0 .00 5.75 0.28 300.82 299.81 299 .81 1.78% 1.00% 292 .77 295 .25 293 .45 1.21 0.00 11.07 0.95 297.41 295.84 295 .84 285 .79 280.89 0.84 0 .00 7.51 0 .44 286.87 288 286 .87 De l a Q Street Check Oele Surface Width Surchame ·2.74 83 .82 27 Surcharoe ·0.19 85 .13 39 StKChame ..Q .75 0 .00 39 StKC haroe ..Q .50 0.00 39 SlKChame ·0.96 0 .00 39 Suro ha roe ·0.38 0.00 39 Surcharge ·1 .82 0 .00 39 Surcharoe ·1 .01 0 .00 39 Surchame ·1.57 38 .51 38 OK 1.13 0.00 27 Sire et ROW Sloce Caceclty 0.80% 87 .1 8 1 .~ 88.02 0.80% 58 .87 0.80% 58 .87 1.08% 78 .71 1.08% 78 .71 2.39% 11 7.09 2.39% 117.09 102.39% 784 .89 0.75% 85.03 Main Inlet In 28 25 23 0 21 0 20 0 0 5117/04 0317-<lra .xls Exhibit G-5