Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
42 Development Permit 501 Edelweiss 6B
X 4 09 7 76 6699 MCC LU RE E HGR lH C P.0 1 Eck\wel·ss lP-0 D? ~ Barry R. McBee, Chairman R. B. "Ralph " Marquez , Commissioner John M. Baker , Commissioner Dan Pearson. Executiue Director 50\ TEXAS NATURAL RESOURCE CONSERVATION COMMISSION Protecting Texas by Reducing and Prel.)(!1}ting Pollut io n November 3, 1997 Mr. Joel J. Mitchell, P.E., Project Engineer McClure Engineering, Inc . 1722 Broad.moor, Suite 210 Bryan, Texas 77802 Re : Rule Interpretation Plans Review and Rate Design Team Log Number 710-130 Dear Mr. Mitchell : -:::::. _y • ~ • 't: Q. 'g -.I -. -'<I ~ ~ ~ ! 8 E ~ .E c:J Cl) g ~ \,I ~ ~ u c E ...,,_ D J l ... -; 'iii 8 e. ~ In response to your letter of October 20, 1997, we confirm that §290.44(e) of the TNRCC's -Rules and Reeulatjons for Public Water Systems (Rules) do not apply to water and sewer service connection lines . The Rules apply to the major components of public water systems such as main water distribution and sewer collection lines. The service lines that you refer to are generally owned by the customer and are not subject to our rules . However, these se rvice Jines may be subject to the requirements of any applicable local plumbing codes . You can download the latest revision of Chapter 290 "Rules and Reeulations for Public Water Systems " from our website. This is available on the TNRCC's homepage on the Internet at the following address : http://www.t.nrcc.state.tx.us If you have any questions please contact me at (512) 239-6960 or the Internet address: "RROBERTS@t.nrcc.state.tx.us". Sincerely, Roy E. Roberts, P.E. Plans Review and Rate Design Team Water Utilities Division, MC 153 RER/rer/bmd cc: TNRCC-POW Attn : Jame Pope, P .E. l'.O . Box 13087 • /\ustm . Texas 78711 -3087 • SJ2/2J9 .JOOO • lnlrntf l addr ess : www.tnrcc .statc .lx .us '"' J • " .r l . .. • ... DEVELOPMENT PERMIT PERMIT NO. 501 EDEL WEISS 6-B FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Edelweiss Estates Phase 6-B OWNER: Begonia Corporation 1901 San Jacinto Houston, Texas 77002 713-654-0060 DRAINAGE BASIN: North Fork of Lick Creek Drainage Basin TYPE OF DEVELOPMENT: SITE ADDRESS: Edelweiss Estates Phase 6-B This permit is valid for site construction as shown on the approved construction plans. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinanc of the City of College Station that apply. Date Co~ DEVELOPMENT PERMIT PERMIT NO . 470 EDEL WEISS 4-B FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Edelweiss Estates Phase 4-B OWNER: Begonia Corporation 1901 San Jacinto Houston, Texas 77002 713-654-0060 DRAINAGE BASIN: North Fork of Lick Creek Drainage Basin TYPE OF DEVELOPMENT: SITE ADDRESS: Edelweiss Estates Phase 4-B This permit is valid for site construction as shown on the approved construction plans. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all distUibed 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 distUibed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances fthe Ci fCollege Station that apply . Owner/ Agent ~A~ ~4 contractor Date 7 7 Date Edelwiess Estates Phase 6-B Engineer's Construction Cost Estimate November 6, 1997 Item Description Unit Quantity Unit No. Cost STREET CONSTRUCTION 1 Erosion & Sedimentation Control (Ph. 6-B & Borrow Area) L.S . 1 $ 4,000 .00 2 Clearing and Grubbing Ac. 6 .5 2,235.00 3 Excavation (Unclassified) C.Y. 6,021 4.50 4 Cellulose Fiber Mulch Seeding S.Y. 7 ,250 0 .50 5 6" Lime Stabilized Subgrade (6% Lime) S.Y. 4,298 3.15 6 Extra Lime Ton 29 58 .00 7 6" Flexi ble Base Crushed Stone S.Y. 2,948 7 .00 8 1 Y2" Hot Mix Asphaltic Concrete (Type D) S.Y. 2,948 3.76 9 Reinf. Cone . Curb (Type 3) L.F . 1,766 6 .50 10 Reinf. Cone . Pavement (6'' Thick w/curb) S.F. 5,259 3.87 11 Reinf. Cone . Apron (6'' Thick w/curb) S.F. 1,172 3.89 12 Reinf. Cone. Sidewalk (4" thick) S.F. 4 ,728 2.15 13 Remove existing cone. curb, gutter & sidewalk S .F. 966 2.50 STREET CONSTRUCTION SUBTOTAL DRAINAGE CONSTRUCTION 14 10' Std . Recessed Cone . Inlet Each 4 $ 2 ,000 .00 15 Connect to Existing Concrete Inlet L.S . 1 500.00 16 15" RCP (C -76, Cl. Ill) L.F . 31 35 .00 17 21" RCP (C-76, Cl. Ill) L.F . 326 43 .00 18 30" RCP (C-76, Cl. Ill) L.F . 70 41 .00 19 Trench Safety (Storm Drain) L.S . 1 400.00 DRAINAGE CONSTRUCTION SUBTOTAL WATER LINE CONSTRUCTION 20 6" PVC (C900 , C l. 200) Pipe L.F . 1,013 $ 11 .70 21 6" M .J . Gate Valve Each 1 435 .00 22 6"x450 . Q OVED FOR Each 4 136 .00 23 6"x 13"~n .. •-q; i CT Each 2 104 .00 - -••U ION 24 Type I F ire Hydrant Assembly Each 1 1,600.00 25 Type II Fire Hyd ~s 0nf}I Y1 997 Each 1 1,600.00 COLLEGE STATION ~~G Page 1 of 2 Amount $ 4 ,000 .00 14 ,527 .50 27 ,094 .50 3,625 .00 13,538.70 1,682.00 20,636 .00 11 ,084.48 11 ,479 .00 20,352.33 4,559 .08 10 ,165.20 2,415 .00 $ 145,158.79 $ 8,000 .00 500.00 1,085.00 14 ,018 .00 2 ,870 .00 400.00 $ 26,873.00 $ 11 ,852 .10 435 .00 544 .00 208 .00 1,600 .00 1,600 .00 Item No. 26 27 28 Edelwiess Estates Phase 6-B Engineer's Construction Cost Estimate November 6, 1997 Description Unit Quantity Unit Cost Remove Plug & Connect to Ex.6" PVC Line Each 2 500 .00 1%" Water Service (53' Avg. Length) Each 12 800.00 Trench Safety (Water Lines) L.S . 1 400 .00 WATER LINE SUBTOTAL Amount 1,000 .00 9,600.00 400 .00 $ 27,239.10 SEWER LINE CONSTRUCTION 29 Standard 4' Dia . Manhole (6 .5' TO 8.6' depth) Each 30 6" PVC (6' to 8' Oepth)(SDR-26, 03034) L.F . 31 6" PVC (8' to 10' Oepth)(SOR-26, 03034) L.F . 32 6" PVC (10' to 12' Oepth)(SOR-26, 03034) L.F. 33 Type I Sewer Service (35' Avg . Length) Each 34 Type II Sewer Service (42' Avg . Length) Each 35 Trench Safety (Sewer Lines) L.S. SEWER LINE SUBTOTAL TOTAL ESTIMATED CONSTRUCTION AMOUNT: I Page 2 of 2 3 $ 551 360 122 15 4 1 1,300 .00 $ 3,900 .00 15 .25 8,402.75 16 .25 5,850 .00 18 .00 2,196.00 575 .00 8,625 .00 750.00 3,000.00 1,200 .00 1,200 .00 $ 33,173.75 $ 232 ,444.64 APPROVED FOR CONSTRUCTIOr'J NOV 2 0 1997 COLLEGE STATION #~I RING ... ,.· Figure XU-•.· Development Permit City of College Station, Texas S~e~g~Description:_~~~~~~~I=S=S_E=S~T=~=~~s~,~P~~~=E~6---'B~-----------~ 1901 San Jacinto Site Owner: BEGONIA ffiRPORATION ~ Michael R. McClure, P.E. Engineer: _M_cCL_· _URE __ EN_G_INEER ___ IN_G_,_rn_c_. _ Contractor: Yeung Contra ctors, Inc. Date Application Filed: ________ _ Address :Houston, TX 77002 Telephone: ( 71 3) 654-0060 1722 Broadmoor, Suite 210 Address :Bryan, TX 77802 Telephone No: __ 7_7_6-_6_7_0_0 _____ _ P.O. Box 674 Address : Bryan , TX 77806 Telephone No : ---'7-'-7-=-9_-..:....11-'--1'-=2=--~---- Approved : ___________ _ Application is hereby made for the following development specific waterway alterations : Subdivision Construction along the North Fork of Lick Creek Drainage Basin Kl Application Fee ~ Signed Certifications 0 Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . 0 Site and Construction Plans, with supporting Drainage Report two (2) copies each . 0 Other: ~------------------------------ ACKNOWLEDGMENTS : L James O. Corwell, President ~wner, hereby acknowledge or affirm that: The information and conciusions contained in the above pians and supporting documents compiy with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this pennit application, I agree to construct the improvements proposed iri this application aceording to these documents and the requirements of Chapter 13 of the College Station City Code. ~O .~ ~wner(s) James o. Crowell, President BEGONIA ffiRPORATION Contractor YOUNG ffiNTRACTYORS, INC. Figure XH Continued CERTrFICATlONS: (for proposed alterations within designated flood hazard areas.) A I, certify that any nonresidential structure on or proposed to be on this site as part ofthis application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B. I, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part ofthis application is at or above the b as e flood elevation est~b!ished in the lates t Federal Insurance Administratio n Flood Hazard Study and maps, as amended . Engineer Date C . · I, Michael R. McClure, P.E. , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the wate~ay adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of . the City of College Station City Code, Chapter 13 concerning encroachments ays ancf of fl d fi · --"':€. OF .,.~ ~· oo wa~nnges. _,, ~, ......... '-..f': 11tt tlll'r:..' •" ••• "1.n • -..... J •• • \I" f'J ~ ~/J/ , • •• ,, u~ 11/;e/11 "* ·· "• * E~~, Date . f *M{CHAEL R ~ ~i~ctcr~g""i ~··························-········'it. ~1i \ ~ 327 40 ~ /f// I, do certify that the proposed altera~~.~. ~ • 'e level of the I 00 year flood above elevation established in the latest Federal Ins ~~ l'Adrrti m ation Flood Hazard Study. ~~- Engineer Date Conditions or comments as part of approval : -------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this .permit for development. AH development shall be in -accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. -. I * I' I I I I I I I I I I ,. I ' ' ' ' ,? STORM WATER POLLUTION PREVENTION CERTIFICATION EDELWEISS ESTATES, PHASE 6-B (TECHNICAL PROVISION 905 REV (12/95) I certify under penalty of law that I understand the terms and conditions of the General National Pollutant Discharge Elimination System (NPDES) permit that authorizes the storm water discharges associated with industrial activity from the construction site identified as a part of this certification . By: Signed Title (Corporate Seal) / Company Name Date .. 41230 Federal Register/ Vol. 57, No . 175 / Wednesday. September 9, 1992 /Notices Appendix C -NOi Form Instructions S.. Revera. for ln1tructlon1 Form Approwd. OMIMo.--,,_ ..... ,..._, ........ ~ EPA ------~~--N'OES · WMhinglon. DC ~ FORM 'W~ Notice of Intent (NOi) for Stonn Water Discharges Associated with Industrial Activity Under the NPDES General Pennlt ~ of !hi& Nob of hl8nl cons~ nocioe f\lf he party ldeodfled In s.aion I of lhC lotm lnlend5 t> be aJ1tlcxtzed by a NPOES permit luued lor atonn -dlad\af~ .-x:iall>d wllh ncx.trlal ~In ht St.zl8 ldendlled In s.ctlotl II ot It* lotm. ~~ ~ such dlacharQ« t> comply ....tt'I rw '9lma rod condilion& of Ile pe<mit. AUN CESSAAY INFORMATION MUST BE PROVIDED ON FOAM. I. Fadlty Operat>f lnlonnallon Hane : r{,o .U.IV, la .Co ,w,r.ie, A-rc..r.o. !!,?, 7 ,t::, ,ye, I I I I I I I I Phone : &(J tlr z1,71 /,/1I Zl- ,?,D, ,{30, x; I!&,, 7, ii I Status ol (Ij Add<eu : I I I I I I I I I I I I I I I I I I I I I Owne<iOperat><: City: 1/31,( ~I 11. 111 I I I I I I I I I I I I I I I I I State : ~ ZIP cOde : 111116..C>,lo, -, I I I I ·.·--··· ; I II. Facility/Site Localion lnlonnatioo I r/5-J>, ErL.vdfi..1 .s,5, ,f,5-;r;t.;JL5, 1 f, Jf It, 5 I€, ,&.-.B. I Is Ile Facility Local9d en ~ Na'l'll: I I Indian Lands 7 (Y or N) Addf9": I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I City: · r(\_i01LL.6l2E .s.-r.r:JJ-:Ii.l ..ew1 I I I I I I I I Stale: ~ ZIP Code: f71-:}_1 8 </, s; . I I I I I • UJlVde:,J I ~10 I~ ~ I I 15! l...alglWe : I f:i'J .lo 11 I SI o, 11 Ouaner: Li..J Secilon: Ll Township: I I I I l~:I I I I I Ill. Site AclMly lnloonallon I ~ Operat>f Name: 1G; I :T1'-\1 ,o,F-, L.ol-1 LE,.L, Ci .5.L fbT1 I I g N I I 1 I I I I I . AeoeMng Waler Body : w,~.~ r, 11. e.itJ ., /{,. K. .ot:, L-,1 e-J:, c.,,Je ,E.. E.. ~I I If You -Fiiing a.ca Co-penniaee . I I he n-e Exis~ l2lJ Is fle Fadli&,_ Required t> Submit []] Enw Slonn Water~ Permit N<..mbe<: I I I I I I I I Ouaititative Data (Y or N) Momorino ta? (1. 2 . ()( 3) I SIC or Oeclgnaled Primaty: c,o, I I I I I I I 1-dMtf Code: I 2nd: I I I 3rd : I I I •l!h : I I I If This Facllit, is a Member ol a~ I I Appllcallon. Ill( Group~ : I I I I If You t-. 00-Existing NPDES I I I I I I P9nni"· Enlllf Permit Numbers : I I I I I I I I I I I I I I I I I I I I I I I I I IV .~ lnlonnalion Aequred lor Conslndon ActvlOls OcVf Project ~'°" StartO.: 0.: Is Ile Stofm Waler Polk.cion Prewntioo Plan 11 i-1o.L12.:Z1 I .71o,L1Z:i]1 Esdmated lvA t> be I ,z, In Complanoe wllh Stale a-ldA:>r 1..oc3 5J Oioxbed (lnAaes): I I I I Sediment~ Erosion Plans? (Y or N) I V. Ce<11bllon: I oer1lfy under penalty of l:aw hat this ~ mnd all allac:tvn«lts _..prepared under mt dit9dion or supervU>n in accordanc:e wfl!l a sys'9m dKigned t> xsure hat quaied personnel propecty 031he< ~ 9Yaksale fle inlonnalion submitled. Based m mt irquiry ol hi person or persons v.tio manaoe ':Tc111m· or rae persons diteclly responsJble 1or oait*1nQ Ile inlonnabl. hi normat1oo submitled is. "' fle best ot mt ~ a-ld belel. tue. aciaxa11. complem. I an --flat flll'8 -significant penal1MK tor submit1ing false lnlormalion, including Ile possibiily ol tine Imprisonment lor I kroMng~. Print Hane: OalB : 1/~£ ,r,;J. ,::r; .f.I .. 1 £}(.s1 0 1 ~ I I l I I I I I I I I I I I I IL .L I I .~ 12.] I I Slgnaaxe : ~~ ~ EPA FO'lll 351~ (11-0 2) • ~ McCLURE ENGINEERING, INC.--------'llr' ~" "J October 9, 1997 Mr. Kent Laza, P .E. City Engineer CITY OF COLLEGE STATION P .O . Box 9960 College Station, Texas 77842 RE: EDEL WEISS ESTATES, PHASE 6-B Drainage Letter and Calculations Dear Kent : ,., ..; I y ~... j" ~ ~ o\ ~ ..t<" r< · X . \; • 'VJ' ,,,. ·'-0-..;) ~ ~ c?~~vY~ ;; fT #;I' Edelweiss Estates, Phase 6-B is located along Mortier Drive adjacent to Phase 6-A. This phase discharges storm water into an existing storm drain along Mortier Drive . The Mortier Drive storm drain discharges into the existing pond at the intersection of Mortier Drive and Victoria Avenue . The "Drainage Study for Edelweiss Estates, Phases One through Six" dated October, 1996, included the anticipated Runoff Calculations for the future development of Phase 6-B in order to properly size the large detention pond . The drainage study, however, did not include detailed inlet and storm drain design for this phase . Enclosed with this letter are the calculations to support the design of the inlets and storm drain for proposed Phase 6-B. Please include them in the above mentioned drainage study . The 100 year event will be contained within the Marielene and Mortier Drive rights-of-way . The proposed project is in compliance with the City of College Station Drainage Policy and Design Standards . Should you have any questions or need additional information, please advise . Very truly yours, i~~PLS MRM/rnlm attachments 1722 Broadmoor , Suite 210 • Bryan , Texas 77802 • (409) 776 -67 00 • FAX (409) 776-6699 ~ 3: 0 0 a:'. UJ ...J ...J <( <( Cl. <( <( u. UJ 0 UJ 0 UJ a:'. ~ a:'. <( z (!) ...J <( UJ z <( u :3 :I: <( ...J > UJ :: ...J z <( UJ <( 0 <( a:'. I-~ U5 UJ (!) I-0 UJ 0 I->z 0 z a:'. UJ 0 0 I-:::> <( a:'. a:: I-o~ NO. AC. 0.4 0.55 0.95 ft. 154 0.83 0.00 0.83 0.00 0.46 97.0 155 0.36 0.00 0.36 0.00 0.20 36.0 156A 1.97 0.00 1.97 0.00 1.08 230.0 1568 1.04 0.00 1.04 0.00 0.57 200.0 157A 1.56 0.00 1.56 0.00 0.86 160.0 1578 0.07 0.00 0.07 0.00 0.04 36.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations EDELWEISS ESTATES PHASE 68 3: 0 3: 3: ...J u. 0 0 0 ...J ...J z u. u. ~ :3 a:'. :I: a:'. (J UJ I-UJ u I-(J a:'. ...J ~ (!) I-...J 0 I-0 UJ ...J :::> z I-...J ...J UJ > <( :::> <( UJ ii (.f) N II) 0 u. (!) ~ (!) u. > u :::> £::! 0 ~ 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 1.0 358.0 2.1 1.2 6.2 6.2 7.66 3.5 9.2 4.2 0.7 218.0 1.1 1.3 3.2 5.0 8.22 1.6 9.9 2.0 2.3 188.0 0.9 0.9 7.7 7.7 7.08 7.7 8.6 9.3 2.0 10.0 0.1 0.7 4.8 5.0 8.22 4.7 9.9 5.6 1.6 607.0 5.0 1.4 9.4 9.4 6.50 5.6 7.9 6.8 0.7 10.0 0.1 1.1 0.7 5.0 8.22 0.3 9.9 0.4 0 II) 0 ..... II) N :!: 0 £::! 0 In/Hr cfs In/Hr cfs 10.3 4.7 11.7 5.4 11.0 2.2 12.5 2.5 9.6 10.4 10.9 11.8 11.0 6.3 12.5 7.2 8.8 7.6 10.1 8.7 11.0 0.4 12.5 0.5 0 ~ In/Hr 13.2 14.1 12.3 14.1 11.4 14.1 0 0 0 0 II) 0 ..... 0 :!: 0 cfs In/Hr cfs 6.1 14.8 6.8 2.8 15.8 3.1 13.4 13.8 15.0 8.1 15.8 9.0 9.8 12.8 11.0 0.6 15.8 0.6 9/12/97 9725-dra.xls Exhibit C-1 -~ ~ .c .. ~ --C!l • "O 00 <o ~ -"O ~ =s z ~ ~ .. --·s ~ ~~ ~ 0 ~ O" Q. ,...; .. ~ 0 ~< 0 -~ 00 00 cfs 154 4 .7 28 0 .1% 155 2 .2 28 0 .0% 156 A 10.4 28 0 .7% 156B 6.3 28 0 .3% 15 7A 7 .6 2 8 0 .4% 15 7B 0 .4 28 0 .0% EXHIBIT C-2 INLET COMPUTATIONS EDELWEISS ESTATES PHASE 68 i;..; ~ .. 0 ~ Pol z -~ ~ 0 -,...; < c 0 DESCRIPTION u ~ "O ~ "O -0 ·;::: C"' 0 ~ .. ~ Pol ~ ~ Curb Inlet cfs ft ft 154 4 .7 Recessed Low Point Inlet 2 .33 2 .0 2 5 155 2 .2 Recessed Low Point Inlet 2.3 3 0 .94 5 156 16 .7 Recessed Low Point Inlet 2 .3 3 7 .15 10 157 8 .0 Recessed L ow Point Inlet 2 .33 3.4 5 5 .c -Q. ~ ~ "O ~ "O c 0 Pol ft "O "O i;..; ~ ~ .. ~ ·-"O = ·;; .. O" 0 ~ ~ .. Pol ~ Pol ~ 0: 0: ~ ~ < .. .. u < < Grate Inlet cfs sq-ft sq -ft 10' on th .5 lo ' on plo..~ 5 9/12/97 9725-d ra.x ls Exh i bit C-2 0 < E--u z ~ ~ ~ E--~ ~ ~ g 0 0 C.I E--E--E-- # # A c. min 154 155 0.5 6.2 155 1568 0 .7 6 .3 1568 1578 2 .3 7 .7 1578 158 3 .2 9.4 EXHIBIT C-3 PIPE SIZE CALCULATIONS EDELWEISS ESTATES PHASE 68 c .~ c t: c:I} ~ .~ t: ~ ~ ~ e c:I} c.. c.. i.. ~ c:I} ~ 0 "O ~ ~ 0 ~ c.. 00 --"O i.. CF.J c:I} ~ ~ ~ c = -~ c . ..., c:I} t: lo. .:: Oll "O ~ .=., ~ 0 ~ -·;;; ~ C.I c 0 "O 0 c:5 0 .... ~ ~ ~ i.. ~ j;;;l <~ z r..i yr cfs cfs # cfs % " 10 4 .7 5 .9 1 5 .9 0.96 10 6 .7 8.4 1 8.4 0 .32 10 22.1 27 .7 2 13 .8 0 .88 10 28.4 28.4 1 28 .4 0 .55 *Inc lud es 25% Flo w Increase for p ip e sizes < 27" dia. • • See Pl an & Profi le fo r pipe slope used (Pip e sl ope >or = Friction slo p e) = E-- CJ ~ ~ z t:3 ~ ~ CF.J ~ fp s I 15 4 .8 32 21 3 .5 264 21 5 .8 32 30 5 .8 69 ~ e "O E= c = ~ ~ E-- ~ @ 9 ~ i.. C.I ~ E--E-- min min I 0 .11 6 .30 1.26 7 .56 0 .09 7 .77 0.20 9.63 9/12/97 9725 -dra .xls Exh ibit C-3 E-- ~ ~ ~ I DATE: TO: FROM: TRANSMITTAL LETTER McCLURE ENGINEERING, INC. November 6, 1997 I 722 BROADMOOR , SUITE 2 I 0 BRYAN , TEXAS 77802 <409) 776-6700 FAX : <409> 776-6699 Mrs. Veronica Morgan, P.E. Assistant City Engineer CITY OF COLLEGE STATION Michael R. McClure, P.E., R.P.L.S. PROJECT NAME: EDEL WEISS ESTATES, PHASE 6-B COMMENTS: Attached please find the following for Edelweiss Estates, Phase 6-B 1. One ( 1) set of revised construction plans 2 . Two (2) sets of staff red-lined construction plans 3 . Two (2) copies of Engineer's Construction Cost Estimate 4. L..e.tler ~m-..e-+o rev1CJ.U U>m11'1&1fs. Please review the revised set according to the red-lined staff comments. If the plans are approved, I will submit additional sets for your use . I would also like to have the red-lined sets returned to my office . Thank you for your assistance . ~ • McCLURE ENGINEERING, INC.------- November 7, 1997 Mr. Veronica Morgan, P.E . Development Engineer City of College Station P.O. Box 9960 College Station, TX 77842-9960 RE: Edelweiss Estates Phase 6B Review Comments. Dear Veronica: Thank you for the expedient review of the above referenced plans. This letter is intended to answer the concerns you raised and noted on the plans. CD Question: Where does the "free flow" go -Is there capacity for it? (This comment was made on a drainage area map asking about the area east and west of Phase 6A. Response: The area between Phase 6A and 6B will drain across the lots in Phase 6A and into the Chantal Court (shown as Drainage Area 129 on the master drainage area map.) Although this change increases drainage area 129 about fourteen percent, the additional area will be conveyed in sheet flow (which will increase the time of concentration) to an inlet which is oversized by fifty percent into a pipe which is oversized by thirty percent (based on slope only). The area between Phase 6B and the commercial tract to the west will flow across the committal tract, as shown on the master drainage area map. @ Question: Will we have problems at this location by not matching soffits? (Shown on sheet four) Response: No. The pipes will function in pressure flow for roughly one hundred eighty seven feet upstream of inlet no. 157, but this is acceptable per the City of College Station Design Policy and Drainage Standards because the hydraulic grade line is over .5 ' below the gutter line. @ Question: Can you please show the existing valves on the main line? (Shown on sheet six). Response: Yes. Not showing the existing valves is an oversight and will be corrected on the plans. Should you have any questions or require further clarification on any of the above issues please notify us. Very truly yours , JJM/mlm F:\VR\P6B\9725-L T2.WPD 1722 Broadmoor, Suite 21 O • Bryan , Texas 77802 • (409) 776-6700 • FAX (409) 776-6699 ~ McCLURE ENGINEERING, INC. ___ " ____ _ '-111"' \, ' ,r;,. x :v October 9, 1997 Mr. Kent Laza, P .E . City Engineer CITY OF COLLEGE STATION P .O . Box 9960 College Station, Texas 77842 RE : EDELWEISS ESTATES, PHASE 6-B Drainage Letter and Calculations DearKent: \ o--' 1\1 \, ii" ~ ~~\vr-~.~ 'tfl s~ rJ> <f'..;P # .., ~ .)~ ~ )'\. .., Edelweiss Estates, Phase 6-B is located along Mortier Drive adjacent to Phase 6-A. This phase discharges storm water into an existing storm drain along Mortier Drive . The Mortier Drive storm drain discharges into the existing pond at the intersection of Mortier Drive and Victoria A venue . The "Drainage Study for Edelweiss Estates, Phases One through Six" dated October, 1996, included the anticipated Runoff Calculations for the future development of Phase 6-B in order to properly size the large detention pond . The drainage study, however, did not include detailed inlet and storm drain design for this phase. Enclosed with this letter are the calculations to support the design of the inlets and storm drain for proposed Phase 6-B . Please include them in the above mentioned drainage study. The 100 year event will be contained within the Marielene and Mortier Drive rights-of-way. The proposed project is in compliance with the City of College Station Drainage Policy and Design Standards. Should you have any questions or need additional information, please advise . Very truly yours, 1~~~PL.S MRM/mlm attachments 1722 Broadmoor, Suite 210 • Bryan, Texas 77802 • (409) 776-6700 • FAX (409) 776-6699 ~ ;: c 0 a:: w ...J ...J <( ~ a. <( ~ u.. 0 c w a:: j:: a:: <( z (!) ...J <( w z <( (.) :5 :c <( w ...J ~~ ~ ...J z ~ c ~ a:: I-~ Ci) w (!) 0 >z 0 z a:: w ti 0 o~ c I-::::> <( a:: I-NO. AC. 0.4 0.55 0.95 ft. 154 0.83 0.00 0.83 0.00 0.46 97.0 155 0.36 0.00 0.36 0.00 0.20 36.0 156A 1.97 0.00 1.97 0.00 1.08 230.0 1568 1.04 0.00 1.04 0.00 0.57 200.0 157A 1.56 0.00 1.56 0.00 0.86 160.0 1578 0.07 0.00 0.07 0.00 0.04 36.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations EDELWEISS ESTATES PHASE 68 ;: 0 ;: ;: ...J u.. 0 0 c ...J ...J z u.. u.. ~ :5 a:: :c a:: u u w I-w I-~ a:: ...J ~ (!) ~ ...J 0 ti w ...J ::::> z ::::> ...J ...J w > <( (!) ~ (!) ~ w ii en N II) 0 u.. > (.) ::::> ~ 0 !!? 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 1.0 358.0 2.1 1.2 6.2 6.2 7.66 3.5 9.2 4.2 0.7 218.0 1.1 1.3 3.2 5.0 8.22 1.6 9.9 2.0 2.3 188.0 0.9 0.9 7.7 7.7 7.08 7.7 8.6 9.3 2.0 10.0 0.1 0.7 4.8 5.0 8.22 4.7 9.9 5.6 1.6 607.0 5.0 1.4 9.4 9.4 6.50 5.6 7.9 6.8 0.7 10.0 0.1 1.1 0.7 5.0 8.22 0.3 9.9 0.4 0 II) 0 ,... II) a !::: 0 ~ In/Hr cfs In/Hr cfs 10.3 4.7 11.7 5.4 11.0 2.2 12.5 2.5 9.6 10.4 10.9 11.8 11.0 6.3 12.5 7.2 8.8 7.6 10.1 8.7 11.0 0.4 12.5 0.5 ~ In/Hr 13.2 14.1 12.3 14.1 11.4 14.1 0 ~ 0 0 0 ,... 0 !::: 0 cfs In/Hr cfs 6.1 14.8 6.8 2.8 15.8 3.1 13.4 13.8 15.0 8.1 15.8 9.0 9.8 12.8 11.0 0.6 15.8 0.6 9/12/97 9725-dra.xls Exhibit C-1 -~ ~ ..c:: i.. ~ --{,!) • :9 r:ri <o -~ "O ~ ~z ~ c i.. -~~ -·:; ~ ~ 0 ~ O" 0. ...c J.. ~ 0 -A < 0 r:ri ~ 00 cfs 154 4 .7 28 0 .1% 155 2.2 28 0 .0% 156A 10.4 28 0 .7% 156B 6 .3 28 0 .3% 157A 7 .6 28 0 .4% 157B 0.4 28 0 .0% EXHIBIT C -2 INLET COMPUTATIONS EDELWEISS ESTATES PHASE 68 ~ ~ i.. 0 ~ ~ z -~ ~ 0 -...c < c DESCRIPTIO N .... 0 u "O ~ "O "O ·;;: O" 0 ~ i.. ~ ~ ~ ~ Curb Inlet cfs ft ft 154 4.7 Recessed Low Point Inlet 2 .33 2.02 5 155 2 .2 Recessed Low Point Inlet 2.33 0 .94 5 156 16 .7 Recessed Low Point Inlet 2 .33 7 .15 10 157 8.0 Recessed Low Point Inlet 2 .33 3.45 5 ..c:: -0. ~ A "O ~ "O c 0 ~ ft "O "O ~ ~ ~ i.. "O ·-r:ri = ·;; J.. O" 0 ~ ~ J.. ~ ~ ~ ~ ce ci: ~ ~ < J.. i.. u < < Grate Inlet cfs sq-ft sq-ft ·n' on ., ; \.... r lo ' on pf0-. '\ ': ' \0 on p [O.~\ s I 9/12/97 9725-dra .x ls Exhibit C-2 d < E--i u z ~ g ~ E--i < ~ E--i ~ 0 0 ~ (J E--i E--i E--i # # Ac. min 154 155 0 .5 6 .2 155 1568 0 .7 6 .3 1568 1578 2 .3 7 .7 1578 158 3 .2 9 .4 EXHIBIT C-3 PIPE SIZE CALCULATIONS EDELWEISS ESTATES PHASE 68 c ell "' c « cu .2.D « ~ cu cu e "' c. c. cu "' ·-0 i.. "'O ~ cu Poi 0 cu .9-00 .... .... "'O i.. 00. "' Poi cu c ::s cu c .... c.,... Poi .s: ·~ "' « .2.D "'O ~ .=., ~ 0 ~ .... "' = (J c 0 "'O 0 0 0 ·i: cu ~ <~ ~ ~ ;:J z ~ yr cfs cfs # cfs O.fo " 10 4 .7 5 .9 1 5.9 0.96 10 6 .7 8.4 1 8.4 0 .32 10 22 .1 27 .7 2 13.8 0 .88 10 28 .4 28 .4 1 28.4 0.55 •includes 25% Flow Increase for pipe sizes < 27" d ia. • • See Plan & Profile for pipe slope used (Pipe slope >or = Fr iction slope) = E--i "' ~ ,j z ~ ~ ~ 00. ~ fps ' 15 4 .8 32 21 3.5 264 21 5 .8 32 30 5 .8 69 cu e "'O ~ c E--i ~ ~ ~ ~ .... @) s = ~ ~ i.. <.I ~ = E--i E--i min min ' ' 0.11 6 .30 1 .26 7 .56 0.09 7 .77 0.20 9.63 9/12197 9725-dra .xls Exhibit C-3 DATE: TO: FROM: TRANSMITTAL LETTER MCCLURE ENGINEERING, INC. November 6, 1997 I 722 BROADMOOR, SUITE 2 I 0 BRYAN, TEXAS 77802 (409) 776-6700 FAX: C409) 776-6699 Mrs. Veronica Morgan, P.E. Assistant City Engineer CITY OF COLLEGE STATION Michael R. McClure, P.E., R.P.L.S. PROJECT NAME: EDELWEISS ESTATES, PHASE 6-B COMMENTS: Attached please find the following for Edelweiss Estates, Phase 6-B 1. One (1) set of revised construction plans 2 . Two (2) sets of staff red-lined construction plans 3. Two (2) copies of Engineer's Construction Cost Estimate 4. L.e.tfcr ~at~ -fo re.vtcw lomr71&1fs. Please review the revised set according to the red-lined staff comments. If the plans are approved, I will submit additional sets for your use . I would also like to have the red-lined sets returned to my office. Thank you for your assistance . ~ • McCLURE ENGINEERING, INC.-------- November 7, 1997 Mr. Veronica Morgan, P.E. Development Engineer City of College Station P.O. Box 9960 College Station, TX 77842-9960 RE: Edelweiss Estates Phase 6B Review Comments . Dear Veronica: Thank you for the expedient review of the above referenced plans . This letter is intended to answer the concerns you raised and noted on the plans. (!) Question: Where does the "free flow" go -Is there capacity for it? (This comment was made on a drainage area map asking about the area east and west of Phase 6A. Response: The area between Phase 6A and 6B will drain across the lots in Phase 6A and into the Chantal Court (shown as Drainage Area 129 on the master drainage area map.) Although this change increases drainage area 129 about fourteen percent, the additional area will be conveyed in sheet flow (which will increase the time of concentration) to an inlet which is oversized by fifty percent into a pipe which is oversized by thirty percent (based on slope only). The area between Phase 68 and the commercial tract to the west will flow across the committal tract, as shown on the master drainage area map. @ Question: Will we have problems at this location by not matching soffits? (Shown on sheet four) Response: No. The pipes will function in pressure flow for roughly one hundred eighty seven feet upstream of inlet no. 157, but this is acceptable per the City of College Station Design Policy and Drainage Standards because the hydraulic grade line is over .5' below the gutter line. @ Question: Can you please show the existing valves on the main line? (Shown on sheet six). Response: Yes. Not showing the existing valves is an oversight and will be corrected on the plans. Should you have any questions or require further clarification on any of the above issues please notify us. Very truly yours, JJM/mlm F:IVR\P6B\9725-LT2 .WPD 1722 Broadmoor, Suite 210 • Bryan. Texas 77802 • (409) 776-6700 • FAX (409) 776-6699 Dpt50\ STORM DRAINAGE ANALYSIS FOR EDELWEISS ESTATES, PHASES ONE THROUGH SIX ·COLLEGE STATION, BRAZOS COUNTY, TEXAS PREPARED FOR: BEGONIA CORPORATION 1901 San Jacinto Housto~ Texas 77002 OCTOBER, 1996 PREPARED BY: McCLURE ENGINEERING, INC. 1722 Broad.moor, Suite 210 Bryan, Texas 77802 CERTIFICATION I, Michael R. McClure, Registered Professional Engineer No . 32740, State of Texas, certify that this report for the drainage design of EDELWEISS ESTATES, PHASES ONE THROUGH SIX, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof EDELWEISS ESTATES DRAINAGE ANALYSIS OCTOBER, 1996 TABLE OF CONTENTS INTRODUCTION GENERAL LOCATION AND DESCRIPTION PRIMARY DRAINAGE SYSTEM SECONDARY DRAINAGE SYSTEM DRAINAGE DESIGN CRITERIA TABLE 1 ASSUMPTIONS CONCLUSION TABLE OF EXHIBITS: EXCERPT FROM FEMA F.I.R.M. DRAINAGE AREA MAP MASTER DEVELOPMENT PLAN RATIONAL DRAINAGE CALCULATIONS INLET COMPUTATIONS PIPE SIZE CALCULATIONS BOX CUL VERT ANALYSIS TRAPEZOIDAL CHANNEL ANALYSIS HEC-1 RUN INPUT DATA OVERALL DRAINAGE AREA MAP LAG TIME COMPUTATIONS HEC-1 RUN HYDROGRAPH @ SCHAFFER ROAD HEC-2RUN FLOOD PROFILES STORM RUNOFF STREET CAPACITY EDELWEISS ESTATES DRAINAGE ANALYSIS OCTOBER, 1996 PAGE NO. 1 1 2 2 4 6 7 8 "A" ''B-1" ''B-2" ''C-1" ''C-2" "C-3" "C-4" "C-5" ''D-1" ''D-2" ''D-3" ''D-4" ''D-5" ''E-1" ''E-2" ''F'' u STORM DRAINAGE ANALYSIS EDELWEISS ESTATES, PHASES ONE THROUGH SIX INTRODUCTION: This storm drainage report is intended to cover the necessary drainage improvements for the first six phases of EDELWEISS ESTATES including all of Victoria Avenue, Rock Prairie Road, and Arnold Road. This report also includes infrastructure projections for the future phases of EDELWEISS ESTATES development within the North Fork Lick Creek Drainage Basin. The parameters used for design and the existing conditions of the area are incorporated to show how the final drainage design will accomplish the desired drainage objectives per the City of College Station Drainage Policy and Design Standards (DPDS.) GENERAL LOCATION AND DESCRIPTION: Development within the subdivision will consist of · both commercial and residential construction. The project is located in the southwestern portion of College Station and has frontage on Wellborn, Schaffer, and Arnold Roads, with North Graham, the proposed extension of Rock Prairie Road, and Victoria Avenue crossing the site . The development is adjacent to Westchester Park, Rock Prairie Elementary School, William's Court and other unplatted areas as shown on Exhibit "B-2" (Master Development Plan). Phases One through Three are adjacent to Schaffer Road and Arnold Road, with William's Court Subdivision to the northwest. Phases Four, Five and Six are on the West side of Victoria Avenue (see Exhibit EDEL WEISS ESTA TES DRAINAGE ANALYSIS October, 1996 ''B-2"). The site is basically clear of wooded areas and gently rolling with an average of2% slopes. The undeveloped portions of the site are currently used for pasture. PRIMARY DRAINAGE SYSTEM: The majority of the EDELWEISS ESTATES site (193 Acres) drains to the east, into the North Fork of Lick Creek. A small portion of the site (24 .1 Acres) drains to the West, into the Hopes Creek basin. No offsite water crosses the site . Phases One through Four, most of Phase Five and all of Phase Six are in the basin draining to the North Fork of Lick Creek. A small portion of Phase Five drains into the Hopes Creek basin. SECONDARY DRAINAGE SYSTEM: Stormwater flowing from the project site is conveyed to the primary drainage basin in several ways. Water flowing to the North Fork of Lick Creek flows in an undefined natural channel to a culvert under Schaffer Road. Water to Hopes Creek flows to a culvert under Wellborn Road. No portion of the site is within the 100-year flood plain per the Federal Emergency Management Agency Flood Insurance Rate Maps for Brazos County, Texas, Map Number 48041C0182 C, effective July 2, 1992 (see Exhibit "A"). The proposed drainage patterns will not significantly alter the existing conditions. Stormwater traverses the site in several small waterways and in sheet-flow. This condition will be modified in that some of the sheet-flow will be concentrated in curb lines and captured in curb inlets and conveyed to the large detention facility via concrete pipes and box culverts. Exhibit "C-1" shows the Peak Runoff Computations by the Rational formula for the various drainage areas identified in Exhibit EDEL WEISS ESTATES DRAINAGE ANALYSIS OCTOBER, 1996 2 "B-1 ",the Drainage Area Map. Exhibit "C-2" includes the computations to verify the size of the proposed inlets. In Exhibit "C-3", the pipe flow computations are tabulated. In Exhibits "C-4" and "C-5", the capacity computations for the box culverts and open channels are presented. The large detention facility in the city park at the comer of Mortier Drive and Victoria Avenue was built to insure that the post-development flow would not exceed the predevelopment flow from the site. This pond is intended to provide detention for all the R-1 zoned areas in the Lick Creek drainage basin. It is not necessary until the fourth phase because the decrease in lag time caused by improving the hydraulic length in the first three phases decreases the peak runoff at the study point (the existing 72" culvert at Schaffer Road) during these phases. This fact is shown graphically in Exhibit "D-5". This condition changes after the first three phases of development. Note that per the Edelweiss Estates Master Development Plan the Area zoned R-5 in Phase Five, and all commercial areas (zoned C-1, C-3, and A-P) must provide detention onsite, and not use the capacity of the large stormwater detention pond at the intersection of Mortier Drive and Victoria Avenue. Future phases of development along Edelweiss Avenue will be accommodated with the storm drain system and detention facility . Note that junction boxes and pipe stubs will be provided along the Edelweiss Avenue storm drain alignment which will serve the future development on both sides of the road . Hydraulic grade line (HGL) calculations have been projected into the future inlets on the intersecting streets, but this information is preliminary and must be verified as the future phases are submitted for review. The runoff rates used in these calculations reflect all R-1 zoned areas as developed and all other areas as undeveloped. The starting point of the HGL calculations (where the 7' x 4' box culvert empties into the EDEL WEISS ESTA TES DRAINAGE ANALYSIS OCTOBER, 1996 3 detention pond) is not the ultimate water surface of the detention pond, but the elevation of the pond at the peak flow in the pipe during a I 0 year design storm. This elevation is generated by a HEC-1 routing (Exhibit ''D'') of the pond using an SCS Type II Storm selected at the appropriate time from a storage routing of the pond. Note that this is very conservative because of the larger hydrographs and longer lags generated by the SCS methods . DRAINAGE DESIGN CRITERIA: All drainage design is in accordance with the City DPDS . The design rainstorm is the I 0 year event. Flow calculations for all drainage areas less than 50 Acres are based on the Rational Method (see Exhibits ''B" & "C''). Inlet sizing is based on the calculated capacity of a standard recessed inlet forthe design street slopes. Pipe sizing is iri accordance with Manning's Equation with an "n" of .014 per the DPDS. The storm drains in the streets are designed to convey the 10-year flow without pressure flow . The Open Channel downstream from the detention facility is sized in accordance with Manning's Equation for an "n" of .02 (see Exhibit "C-5"). For calculation purposes, the full flow street capacities are shown on Exhibit ''F" in addition to Exhibit "C-2". These are computed using Manning's equation with an "n" value of .018 and all the requirements of the DPDS with respect to ponded width and depth. The capacity of Rock Prairie Road is an exception to this because an "n" value of 0 . 014 is used due to the anticipation of concrete pavement being used. Flow calculations and the required detention facilities for all drainage areas greater than 50 Acres are based on the HEC-1 (see Exhibits ''D-1" to ''D-5"). Lag times for HEC-1 are in strict EDEL WEISS ESTA TES DRAINAGE ANALYSIS OCTOBER, 1996 4 accordance with SCS TR-55 (see Exhibit ''D-3") The existing detention basin outlet control structure is designed using a combination of weirs and orifices . Weir flow is based on the equation Q = C * L * H"3/2 where C = 3 sharp crest, 2 .5 for broad crest L = length of weir H = head in feet , measured from top of weir Orifice flow is based on the equation Q = C * A * (2 * g * H )"Yz where C = .70 A = area of opening H = head in feet, measured from center of orifice · g = 32 .2 ft/ sec"2 The optimum structure contained a 10' x 1.2' orifice located at the bottom of the structure, a 10' x 0 .9' orifice located at the middle of the structure (centroid = 304 .00) and a 20' weir set at an elevation of305.5'. The outlet control structure is built around the proposed Double 5' X 5' Culvert proposed under Victoria Road . The entire drainage area was analyzed under four (4) conditions : Condition 1. Undeveloped . The drainage basin as it existed in July, 1992 includes the commercial and industrial areas around Graham Road, the Williams Court and Family Tree subdivisions developed . This condition is used as a baseline for measuring the effectiveness of future detention. Condition 2. This condition assumes that the first three phases of Edelweiss have been EDEL WEISS ESTA TES DRAINAGE ANALYSIS OCTOBER, 1996 5 I developed, including the future R-5 and M-1 areas adjacent to Phase Three as shown on the Master Development Plan. Condition 3. This condition assumes all the R-1 zoned areas in the Lick Creek drainage basin flowing to the culvert in Schaffer Road are developed and that the detention basin is in place. Computations for the commercial areas adjoining Wellborn Road and the high density residential areas assume the undeveloped condition. Condition 4 . This condition assumes condition 3 and a developed lag time in the commercial areas and high density residential areas in the drainage basin. These areas are assigned an undeveloped curve number m a very conservative approach to modeling future detained areas. The flows at the study point (the ex. 72" CMP culvert at Schaffer Road) are shown in Table 1. Storm Event lOOYr S!!..Yr Condition 1 748 644 Condition 2 655 566 Condition 3 660 592 Condition 4 694 620 EDEL WEISS ESTATE S DRAINAGE ANALYSIS OCTOB ER. I 996 TABLE 1 2S..Yr 557 491 536 559 l!lYr s..xr l.fi 438 337 200 388 301 182 448 367 253 475 388 265 6 The outfall condition at Schaffer Road and the North Fork of Lick Creek is such that the 100- year storm attains an elevation of301.3 at Schaffer Road . These calculations conservatively assume that no storage is provided to benefit the peak flow and a downstream elevation of 298 per the City Drainage System Analysis . Lot and street grading in Phases Two & Three has been designed so that the minimum building slab elevation is 304.5 . This eliminates any risk of flooding . The channel running through the drainage right of way next to Phase Three is designed to convey the 100-year storm safely away from the residences, with the pilot channel designed to convey 1/3 of the 5-year storm(= 100 CFS) (see Exhibit "C-5"). ASSUMPTIONS: · In order to plan the ultimate condition of the drainage basin the following assumptions were made. These assumptions must be adhered to in future development in this drainage basin . 1. The Ultimate Condition of the Culvert at Schaffer Road and the North Fork of Lick Creek will allow the 100-Year Storm to Pass without attaining an elevation greater than 301 . 3 feet (Old City Datum.) The existing conditions (72" CMP Culvert and top of road 300.1) allows this condition, with 1.2 feet of water over the top of the road at the deepest point. When the road and drainage structure are improved to their ultimate condition, we assume that the 25-year flood must pass under the road with a foot of free board. This will require (approximately) a double 6' x 6' Culvert . EDELWEISS ESTATES DRAINAGE ANALYSIS OCTOBER, 1996 7 I 2. All offsite areas and onsite commercial and high density residential areas will provide detention which will make their peak flows equal to or less than their existing flows . The detention calculations on this report are intended to provide detention only for the R-1 zoning of this development and the areas specifically mentioned. CONCLUSION: The first six phases of the subdivision meet the requirements as stated in the City of College Station Drainage Policy and Design Standards. Furthermore, future phases will be accommodated by the design of these phases. This report demonstrates that the detention facility successfully regulates the peak discharges from the development of the downstream study point (The Schaffer Road Culvert). Table 1 on the text identifies three storms Q2, Q5 and Q 10 as having a peak discharge greater than the existing conditions. The flows in question have been analyzed using the Army Corps of Engineers program HEC-2 (See Exhibit "E"). For this analysis, the stream station is identical to those shown in Exhibit ''E-2". The increase in flows .08' for the 5 year storm and .03' for the 10 year storm is beyond the accuracy of current analysis techniques and deem insignificant. The analysis of Q2 is not a requirement of the ordinance and is included for information only. Additionally, the analysis technique we have chosen generates the greatest volumes and peak runoffs of the available techniques . A triangular hydrograph analysis of the pond and the entire drainage shed would show that this pond has adequate capacity to detain all floods, and that the EDEL WEISS ESTA TES DRAINAGE ANALYSIS OCTOBER, 1996 8 receiving waters have much lower elevations than those shown. We intentionally use the most conservative approach to minimize the risk to human safety. EDELWEISS ESTATES DRAINAGE ANALYSIS OCTOBER, 1996 9 ------DRIVE ----- I 1--_J Excerpt From Flood Insurance . Rate Map No. 48041COl82C Effective Dates July 2, 1992 Exhibit •Au .· EXHIBITS C-1 THROUGH C-5 ~ c 0:: w ~ ..J < Q. < ~ 0 w 0:: ..J i= 0:: C> < z < w w < z ..J ~~ e~ ~ ~ ~ ~ 0:: 0 ~ z 0:: 0:: c :::> < 0:: < NO. AC. 0.4 0.55 0.87 A 6.47 0.00 6.47 0.00 B 1.69 0.00 1.69 0.00 c 0.32 0.00 0.00 . 0.32 D 0.65 0.25 o.oo b.40 E 8.75 0.00 8.75 0.00 F 1.56 0.56 1.00 0.00 G 2.64 0.00 2.64 0.00 H 3.58 0.00 3.58 b.oo I 0.54 0.54 0.00 0.00 J 2.94 0.00 2.94 0.00 K 0.91 0.31 0.00 0.60 L 3.65 0.00 3.6~ 0.00 M 3.33 0.00 3.33 0.00 N 3.20 0.00 3.20 t>.00 0 1.72 0.00 1.72 0.00 p 1.20 0.00 1.20 0.00 Q 1.10 0.00 1.10 0.00 R 7.12 0.00 5.92 1.20 s 4.19 0.00 4.19 0.00 T 0.45 0.45 0.00 0.00 u 7.54 0.00 7.54 0.00 1 0.98 0.00 0.98 0.00 2 0.96 0.00 0.96 0.00 3 0.97 0.00 0.97 0.00 4 0.87 0.00 0.87 0.00 5 1.83 0.00 1.83 0.00 8 2.62 0.00 2.62 0.00 EXHIBIT C~l Rational Formula Drainage Area Calculations Revised 10/15/96 ~ ~ Cl ~ ~ -j ..J ..J It) LL LL "' fJ c c ..J ..J ~ z z LL LL Cl) - -:3 j!: :3 0:: j!: 0:: u {:!. ..J ~ C> ~ ..J I-{:!. ~ 0:: C> 0:: ..J ·-Wz w ..J u u . w :::> z :::> ..J ~ -c 0 ~~ >< C> ~ C> Lt lJ .ff Cl) It) 0 I-0 LL :::> a !::: CA • • • • min min min cf s In/Hr 3.56 250 3.0 640 3.5 12.67 30.90 12.67 24.6 7.79 0.93 30 0.5 640 3.5 7.83 27.23 7.83 7.9 9.50 0.28 300 2.0 1 1.0 8.67 6.54 8.67 2.3 9.14 0.45 30 0.5 200 1.6 2.43 7.52 5.00 4.4 10.98 4.81 300 3.0 950 9.5 15.07 34.66 15.07 30.6 7.18 . 0.77 30 0.5 950 6.5 10.22 36.64 10.22 5.9 . 8.56 1.45 115 1.5 500 3.0 7.8i 22.97 7.81 12.3 9.51 1.97 :230 3.0 550 3.0 11.02 27.iO 11.02 14.5 . 8.29 0.22 30 2.0 200 1.0 2.65 9.82 5.00 2.1 10.98 1.62 200 1.5 1100 11.0 14.71 36.47 14.71 10.4 7.26 0.65 100 1.5 250 1.0 5.25 11.50 S.25 6.3 10.83 2.01 230 3.0 550 6.0 9.18 22.12 9.18 16.0 8.94 i.83 230 3.0 550 6.0 9.18 22.i2 9.18 14.6 8.94 1.76 230 3.0 550 4.0 10.18 25.09 10.18 13.4 8.57 0.95 ioo 2.0 500 4.0 6.37 19.27 6.37 8.6 10.20 0.66 150 2.0 350 2.0 6.96 18.62 6.96 5.8 9.90 0.61 150 2.0 350 2.0 6.96 18.62 6.96 5.4 9.90 4.30 150 1.5 1300 11.0 15.43 38.66 15.43 27.0 7.09 2.30 250 1.5 150 2.0 8.71 14.89 8.71 18.7 9.13 0.18 1 1.0 1 1.0 0.00 ·0.03 5.00 1.8 10.98 4.15 600 6.0 700 7.0 20.04 35.76 20.04 22.7 6.20 0.54 100 0.7 450 2.3 8.18 24.54 8.18 4.5 9.35 0.53 100 0.7 450 2.3 8.18 24.54 8.18 4.4 9.35 0.53 60 0.5 450 2.3 6.91 23.04 6.91 4.7 9.93 0.48 60 0.5 450 2.3 6.91 23.04 6.91 4.2 9.93 1.01 300 1.5 550 2.5 16.87 37.11 16.87 6.0 6.79 1.44 200 2.0 360 1.8 9.00 22.13 9.00 11.6 9.01 0 It) .... It) N a ~ a cf s In/Hr cf s 27.7 8.91 31.7 8.8 10.83 10.1 2.5 10.43 2.9 4.9 12.51 5.6 3(5 8.21 39.5 6.6 9.78 7.6 13.8 10.85 15.7 16.3 9.47 18.6 2.4 12.51 2.7 11.7 8.31 13.4 7.0 12.33 8.0 17.9 10.20 20.5 16.4 10.20 18.7 15.1 9.79 17.2 9.6 11.63 11.0 6.5 11.29 7.5 6.0 11.29 6.8 30.5 8.12 34.9 21.0 10.42 24.0 2.0 12.51 2.3 25.7 7.11 29.5 5.0 10.66 5.7 4.9 10.66 5.6 5.3 11.32 6.0 4.8 11.32 5.4 6.8 7.77 7.8 13.0 10.28 14.8 0 0 0 0 .... .... a In/Hr cf s 11.35 40.4 13.72 12.8 13.23 3.7 15.78 7.1 10.49 50.5 12.42 9.6 13.74 . W9 12.04 23.7 15.78 3.4 10.61 17.2 15.57 10.1 12.95 26.0 12.95 23.7 12.44 21.9 14.70 13.9 14.29 9.4 14.29 8.6 10.37 44.6 13.21 30.4 15.78 2.8 9.12 37.8 13.52 7.3 13.52 7.1 14.32 7.6 14.32 6.9 9.94 10.0 13.05 18.8 VRALLDRA.XLS EXIDBITC-1 ~ 0 0::: w ~ ..J ct 0. ct ~ 0 w 0::: ..J I= (!) z 0::: ct ct w w ct z ..J ~~ e~ ~ ~ ~ ~ 0::: 0 0 z 0::: ~ 0 I-:J ct 0::: <[ NO. AC. 0.4 0.55 0.87 9 3.72 0.00 3.72 0.00 10 1.17 0.00 1.17 0.00 11 1.52 0.00 1.52 0.00 12 1.91 0.00 1.91 0.00 13 1.72 0.00 1.72 0.00 14 0.52 0.00 o.5i 0.00 18 2.36 0.00. 2.36 . 0.00 19 1.38 0.00 1.38 0.00 20 0.44 0.00 0.44 0.00 20B 2.80 0.00 2.80 0.00 20C 1.34 0.00 1.34 0.00 200 0.51 0.00 0.51 0.00 21 3.92 3.11 0.00 0.75 22 1.08 0.00 0.00 1.08 23 2.62 0.00 2.42 0.20 23A 1.12 0.00 1.12 0.00 24 0.72 0.00 0.57 0.15 24A 2.05 0.00 2.05 0.00 25 0.95 0.00 0.00 0.95 26 1.09 0.00 1.09 0.00 27 0.72 0.00 0.52 0.20 28 0.69 0.00 0.30 0.39 29.1 1.65 0.00 1.65 0.00 29.2 2.00 0.00 2.00 0.00 30 0.72 0.00 0.55 0.17 31 0.56 0.00 0.40 0.16 33 0.57 0.00 0.00 0.57 34 0.50 0.00 0.35 0.15 EXHIBIT c~t Rational Formula Drainage Area Calculations Revised 10115/96 ~ ~ Cl ~ ~ -j ..J ..J It) u. u. II/ ~ 0 0 ..J ..J ~ z z u. u. "' --5 i= 5 0::: i= 0::: {:!. {:!. ..J ~ (!) ~ ..J {:!. ~ 0::: (!) 0::: ..J ·-Wz w ..J u u . w :J z :J ..J ~ -c 0 >w > ct (!) ~ (!) ~ cu O" "' It) 0 I-0 ..J 0 u. (J w :J a ..... CA ' ' ' ' min min min cf s In/Hr 2.05 70 0.7 700 3.5 9.98 3J.85 9.98 15.8 8.64 0.64 70 0.7 360 1.8 5.94 19.36 5.94 6.0 10.43 0.84 70 0.7 620 3.1. 9.03 29.03 9.03 . 6.7 9.00 1.05 200 2.0 250 1.3 7.69 18.01 7.69 9.0 9.56 0.95 200 2.0 250 2.~ 6.82. 15.30 6.82 8.4 9 .. 97 0.29 50 b.5 250. 1.3 4.10 14.28. 5.00 2.8. 10.98 1.30 ~35 2.0 300 1.5 9.58 21.73 9.58 10.2 8.79 0.76 l35 1.4 375. 1.9 1.62 21.l9 . 7.62 6.5 9.59 0.24 80 0.8 170 0.8 3.97 11.95 5.00 2.4 10.98 1.54 200 2.0 450 2.3 10.07 25.40 10.07 11.8 8.61 0.74 60 0.6 450 2.3 6.71 22.63 6.77 6.6 9 .. 99 0.28 30 1.4 500 2.5 6.29 20.47 6.29 2.6 10.24 1.92 600 3.5 280 1.5 21.75 38.<)5 21.75 10.0 5.93 0.94 50 0.5 850 6.0 9.70 18.45 9.70 7.3 8.74 1.51 220 1.5 250 1.0 9.61 20.93 9.61 11.8 8.78 0.62 200 0.7 300 1.5 11.54 25.10 11.S4 4.4 8.12 0.44 50 1.0 270 1.3 4.11 12.39 5.00 4.4 10.98 1.13 150 1.2 300 2.0 7.05 18.15 7.05 9.9 9.86 0.83 30 0.5 810 4.0 10.25 20.27 10.25 6.3 8.55 0.60 200 1.5 160 1.0 7.15 15.36 7.15 5.3 9.81 0.46 50 1.0 300 2.0 3.93 11.77 5.00 4.5 10.98 0.50 30 0.5 650 3.3 8.23 21.36 8.23 4.2 9.32 0.91 170 2.0 410 5.0 6.82 17.07 6.82 8.1 9.97 1.10 125 1.5 720 8.0 8.44 23.90 8.44 9.1 9.23 0.45 50 1.0 300 1.5 4.41 13.17 5.00 4.4 10.98 0.36 30 0.5 250 1.5 3.26 10.74 5.00 3.5 10.98 0.50 30 0.5 500 3.0 5.98 12.63 5.98 4.6 10.41 0.32 60 1.0 250 1.5 3.81 10.89 5.00 3.2 10.98 0 ..... It) a ~ cf s In/Hr 17.7 9.87 6.7 11.89 7.5 10.27 10.0 10.90 9.4 11.37 3.1 12.51 11.4 10.03 7.3 10.94 2.7 12.51 13.3 9.83 7.4 ll.40 2.9 11.68 11.4 6.81 8.2 9.99 13.2 10.02 5.0 9.28 4.9 12.51 11.1 11.24 7.1 9.76 5.9 11.19 5.1 12.51 4.7 10.64 9.0 11.37 10.2 10.54 4.9 12.51 3.9 12.51 5.2 11.86 3.5 12.51 It) "' a cf s 20.2 7.7 8.6 11.5 10.8 J.6 13.0 8.3 3.0 15.1 8.4 3.3 13.l 9.4 15.1 5.7 5.6 12.7 8.1 6.7 5.8 5.4 10.3 11.6 5.6 4.5 5.9 4.0 0 0 0 0 ..... !: a In/Hr cf s 12.53 25.6 15.02 9.7 13.03 10.9 13.81 14.5 14.38 13.6 15.78 4.5 12.74 16.5 13.86 10.5 15.78 3.8 12.49 19.2 14.42 10.6 14.76 4.1 8.74 16.8 12.68 11.9 12.72 19.1 11.81 7.3 15.78 7.0 14.23 16.0 12.40 10.3 14.16 8.5 15.78 7.3 13.49 6.8 14.38 13.1 13.36 14.7 15.78 7.1 15.78 5.7 14.99 7.4 15.78 5.1 VRALLDRA.XLS EXIIlBIT C-1 ~ c 0::: w ~ ..J < ll.. < 0 w 0::: i= (!) < ..J z < w w ..J ~~ z ~ e~ ;;: f3 0::: 0::: 0 ~~ c I-0::: < NO. AC. 0.4 0.66 35 1.51 0.00 0.51 36 1.21 0.00 0.60 37 1.43 0.00 1.20 38 4.14 0.00 4.14 39 6.20 Q.00 6.20 40 0.58 0.00 0.58 40B 4.27 0.70 3.57 60A 0.99 0.99 0.00 60B 2.88 2.47 0.00 65A 0.65 0.00 0.65 65B 1.18 0.00 1.18 70 0.77 o.od 0.00 75 0.35 0.00 0.00 80 8.61 8.61 0.00 81 1.89 0.00 1.89 82A 0.85 0.00 0.85 82B 1.22 0.00 1.22 83 1.35 0.00 1.35 84A 0.21 0.00 0.21 84B 0.63 0.00 0.63 85 0.88 0.00 0.88 87A 1.53 0.00 1.53 87B 1.45 0.00 1.45 88 1.54 0.00 1.54 89A 1.21 0.00 1.21 89B 0.66 0.00 0.66 90 0.98 0.00 0.98 92 10.12 10.12 0.00 EXHIBITC-1 Rational Formula Drainage Area Calculations Revised 10/15/96 ------~ -. -----~ ~ Q ~ ~ -j ..J ..J II) LL LL "? (/) ~ c c ..J ..J ~ 0 LL LL (/) 0::: z z - -< :3 j: :3 0::: j: 0::: ~ ~ ..J ~ ..J CJ ~ ~ 0::: (!) 0::: ..J ~ (!) ·-I-Wz w ..J .!:! CJ • w 0 :::::> z :::::> ..J -c et:! 0 >w >< (!) ~ (!) ~ C'D lJ Lff (/) II) 0 I-0 ..J 0 LL 0 :::::> a .... 0.87 CA ' ' ' ' min min min cf s In/Hr 1.00 1.15 150 1.0 500 3.0 9.77 18.64 9.77 8.9 8.72 0.61 0.86 30 0.5 575 3.0 7.25 19.75 7.25 7.5 9.76 0.23 0.86 140 1.0 400 4.0 7.27 16.99 7.27 7.5 9.75 0.00 2.28 1250 12.0 1 1.0 30.09 34.02 30.09 9.8 4.93 9.00 J.41 1100 8.0 700 4.0 38.22 ~6.~2 38.22 12.7 4.26 0.00 0.32 iOO, 1.0 400 4.0 5.73 16.65 . 5~73 J.0 10.55 0.00 2.24 1000 11.0 1 1.0 22.49 27.51 22.49 11.5 5.83 0.00 0.40 400 4.0 1 1.0 9.43 15.66 9.43 3.1 8.84 0.41 1.35 350 3.0 90 0.5 9.93 19.12 9.93 10.4 8.66 0.00 0.36 182 2.0 95 1.0 4.87 9.97 5.00 3.5 10.98 0.00 0.65 213 2.0 244 1.3 8.00 18.23 8.00 5.5 9.42 0.77 0.67 30 0.3 800 4.0 10.23 20.46 10.23 5.1 8.55 0.35 0.31 30 0.3 300 2.0 3.80 ·8.45 5.00 3.0 10.98 0.00 . 3.45 500 5.0 500 6.0 15.63 34.66 15.63 21.5 7.05 0.00 i.04 330 1.6 1 1.0 11.18 13 . .50 II.i8 7.6 8.24 0.00 0.47 460 5.0 20 0.2 10.57 15.48 10.57 3.5 8.44 0.00 0.67 180 2.0 470 4.0 8.32 21.37 8.32 5.6 9.29 0.00 0.74 150 1.5 470 4.0 7.83 20.99 7.83 6.3 9.50 0.00 0.12 100 1.0 1 1.0 2.36 3.29 5.00 1.2 10.98 0.00 0.35 70 0.7 300 1.5 5.22 16.96 5.22 3.4 10.85 0.00 0.49 70 0.7 330 2.5 4.84 15.57 5.00 4.8 10.98 0.00 0.84 500 5.0 1 1.0 11.79 15.24 11.79 6.0 8.05 0.00 0.80 280 4.0 450 3.0 10.16 23.01 10.16 6.1 8.58 0.00 0.85 145 1.5 450 3.0 8.00 22.00 8.00 7.1 9.42 0.00 0.67 340 3.0 40 0.2 9.01 14.56 9.01 5.4 9.00 0.00 0.36 70 0.7 300 1.5 5.22 16.96 5.22 3.5 10.85 0.00 0.54 70 0.7 350 2.0 5.55 18.06 5.55 5.2 10.65 0.00 4.05 900 9.0 1 1.0 21.23 31.75 21.23 21.5 6.01 0 II) ..... II) N a N a cfs In/Hr cf s 10.0 9.96 11.5 8.4 11.13 9.6 8.4 11.12 9.6 11.2 5.66 12.9 14.5 4.90 16.7 3.4 12.02 3.8 13.1 6 .. 68 15.0 3.5 10.09 . 4.0 11.6 9.89 13.3 3.9 12.51 4.5 6.1 10.75 7.0 5.7 9.77 6.6 3.4 12.51 3.8 24.3 8.07 27.8 8.6 9.41 9.8 4.0 9.64 4.5 6.2 10.60 7.1 7.1 10.84 8.1 1.3 12.51 1.5 3.8 12.35 4.3 5.3 12.51 6.1 6.8 9.20 7.8 6.9 9.80 7.8 8.0 10.75 9.1 6.0 10.28 6.9 4.0 12.35 4.5 5.8 12.14 6.6 24.3 6.90 27.9 0 0 0 0 .... !: a In/Hr cfs 12.64 14.5 14.10 12.1 14.08 12.1 7.31 16.6 6.35 21.7 15.19 4.8 8.58 19.3 12,81 5.1 12.56 16.9 15.78 5.7 13.62. 8.9 12.41 8.3 15.78 4.8 1031 35.5 11.97 12.5 12.25 5.7 . 13.43 9.0 13.73 10.2 15.78 1.8 15.59 5.4 15.78 7.7 11.70 9.9 12.45 9.9 13.62 11.6 13.04 8.7 15.59 5.7 15.33 8.3 8.85 35.8 VRALLDRA.XLS EXHIBIT C-1 ~ c 0:: w ~ ...I <C D.. <C ~ 0 w 0:: I= (.!) <C ...I z 0:: <C w w <C ...I > z ~ ~~ e~ ~ cc fa 0:: 0 0:: ~ z 0:: ~ c ~ <C 0:: <C NO. AC. 0.4 0.55 0.87 100 1.46 0.00 1.46 0.00 101 5.13 0.00 5.13 0.00 102 2.36 0.00 2.36 0.00 103 0.83 0.00 0.83 0.00 104 0.36 0.00 0.36 0.00 105 1.84 0.00' 1.84 0.00 107 1.60 0.00 1.60 0.00 109A 0.53 0.00 0.53 0.00 109B 1.71 0.00 1.71 0.00 110 1.32 0.00 1.32 0.00 lllA 0.54 0.00 0.54 0.00 111B 1.47 0.00 i.47 0.00 112 1.28 0.00 1.28 0.00 114A i.96 0.00 1.96 0.00 114B 1.17 0.00 1.17 0.00 115 1.21 0.00 1.21 0.00 116A 1.89 0.00 1.89 0.00 116B 1.13 0.00 1.13 0.00 117 1.33 0.00 1.33 0.00 120A 1.99 0.00 1.99 0.00 120B 1.04 0.00 1.04 0.00 121 1.89 0.00 1.89 0.00 123 0.72 0.00 0.72 0.00 124 0.27 0.00 0.27 0.00 125A 1.16 0.00 1.16 0.00 125B 2.05 0.00 2.05 0.00 126 1.28 0.00 1.28 0.00 128 0.92 0.00 0.92 0.00 EXHIBIT C-1 Rational Formula Drainage Area Calculations Revised 10/15/96 ~ ~ Cl ~ ~ -j ...I ...I ll) u. u. "I ~ c c ...I ...I f!: u. u. "' z z - -:s ~ :s 0:: ~ 0:: ~ ~ ...I ~...I u ~ 0:: (.!) 0:: ...I ~ (.!) ·-t-Wz w ...I u u . w ~z ~...I ftj -c 0 >w > <C (.!) ~ (.!) ~ cu CJ' "' ll) C) t-0 ...I 0 u. 0 ow ~ a ?: CA ' ' ' ' min ·min min cf s In/Hr 0.80 40 0.4 20 0.1 1.18 3.34 5.00 7.9 10.98 2.82 140 1.5 800 5.0 11.71 33.18 11.71 20.3 8.07 1.30 160 1.6 520 3.0 9.54 ' 25.89 9.54 10.2 8.80 0.46 80 0.8 500 2.5 7.84 24.85 i84 3.9 9.49 0.20 50 0.5 100 o.5 ' 2.31 7.78 '5.00 2.0 10.98 1.01 160 1.6 400 2.0 8.54 22.73' 8.54 8.3 9.20 0.88 250 3.0 450 3.0 10.0~ 23.54 10.02 6.8,. 8,63 0.29 200 2.0 1 1.0 4.72 6.5/ . $.00 i.9 10.98 0.94 200 2.0 450 3.0 9.36 23.42 9.36 7.4 8.87 0.73 140 1.4 450 3.0 7.94 22.01 7.94 6.1 9.45 0.30 200 2.0 1 1.0 4.72 6.57 S.00 2.9 10.98. 0.81 190 2.0 440 3.0 8.85 22.48 8.85 6.6 9.07 0.71 190 2.0 440 3.0 8.85 22.48. '8.85 ~.7 9.07 1.08 590 6.0 100 0.5 14.99 22.i9 14.99 6.9 7.20 0.64 160 1.5 450 3.0 8.54 22.72 8.54 5.3 9.19 0.67 180 2.0 450 3.0 8.67 22.48 8.67 5.4 9.14 1.04 650 6.5 100 0.5 16.52 23.84 16.52 6.3 6.86 0.62 200 2.0 400 2.0 9.48 23.59 9.48 4.9 8.82 0.73 200 2.0 450 2.5 9.80 24.68 9.80 5.7 8.71 1.10 615 6.0 100 0.5 15.88 23.25 15.88 6.8 7.00 0.57 100 1.0 470 10.0 5.07 13.31 5.07 5.6 10.94 1.04 260 3.0 200 4.0 6.90 12.63 6.90 9.2 9.93 0.40 70 0.7 100 0.7 2.66 7.74 S.00 3.9 10.98 0.15 120 2.0 1 1.0 2.19 . 3.40 5.00 1.5 10.98 0.64 100 2.0 550 4.0 7.10 21.37 7.10 5.6 9.84 1.13 200 2.0 200 1.0 7.10 16.08 7.10 9.9 9.84 0.71 250 2.0 300 1.0 10.97 24.33 10.97 5.2 8.31 0.51 80 1.0 450 5.0 5.28 16.39 5.28 4.9 10.81 C) ""'" It) a ~ cfs In/Hr 8.8 12.51 22.8 9.23 11.4 10.05 4.3 10.83 2.2 12.51 9.3 10.49 7.6 9.85 3.2 12.51 8.4 10.13 6.9 10.78 3.3 12.51 1.3 10.35 6.4 10.35 7.8 8.24 5.9 10.49 6.1 10.43 7.1 7.85 5.5 10.08 6.4 9.94 7.7 8.01 6.3 12.46 10.3 11.32 4.4 12.51 1.6 12.51 6.3 11.22 11.1 11.22 5.9 9.49 5.5 12.31 ll) a cf s 10.l 26.0 13.l 5.0 2.5 10.6 8.7 3.7 9.5 7.8 3.7 8.4 7.3 8.9 6.8 7.0 8.2 6.3 7.3 8.8 7.1 11.8 5.0 1.9 7.2 12.7 6.7 6.2 0 C) C) C) ""'" ?: a In/Hr cf s 15.78 12.7 11.74 33.1 12.76 16.6 13.72 6.3 15.78 3.1 13.31 13.5 12.52 1 l.O 15.78 4.6 12.86 12.1 13.66 9.9 15.78 4.7 13.13 10.6 13.13 9.3 10.52 11.3 13.31 8.6 13.23 8.8 10.04 10.4 12.79 8.0 12.63 9.3 10.23 11.2 15.72 9.0 14.33 14.9 15.78 6.3 15.78 2.4 14.20 9.1 14.20 16.0 12.07 8.5 15.54 7.9 VRALLDRA.XLS EXIIlBIT C-1 ~ c 0:: ~ w ..J <C 11. <C ~ 0 w 0:: I= (!) <C ..J z 0:: <C w w <C z ..J ~~ e~ ~ ~ ~ f3 0:: 0 e z 0:: ~ c :::> <C 0:: <C NO. AC. 0.4 0.55 0.87 129 2.43 0.00 2.43 0.00 130 1.67 0.00 1.67 0.00 133 2.51 0.00 2.51 0.00 134 3.15 0.00 3.15 0.00 135A 2.81 0.00 2.8i 0.00 135B 0.58 0.00' 0.58 0.00 138.4 1.30 0.00 1.30 0.00 138.2 1.20 0.00 '1.20 b.00 136 0.71 0.00 0.71 0.00 139 1.54 0.00 1.54 0.00 140 1.64 0.00 1.64 0.00 141 1.90 0.00 1.90 0.00 142 2.22 0.00 2.22 b.00 144 1.38 0.00 0.38 1.00 151 1.96 0.00 i.96 b.00 152 1.09 0.00 1.09 0.00 153 1.90 0.00 1.90 0.00 154 0.90 0.00 0.90 0.00 155A 1.63 0.00 1.63 0.00 155B 2.13 0.00 2.13 0.00 156 0.88 0.00 0.88 0.00 159 0.45 0.00 0.45 0.00 160 0.85 0.00 0.85 0.00 161 1.71 0.00 1.71 0.00 162 0.86 0.00 0.86 0.00 163 8.53 0.00 8.53 0.00 170 2.18 1.74 0.00 0.44 171 0.89 0.45 0.00 0.44 EXHIBIT C-1 Rational Formula Drainage Area Calculations Revised 10/15/96 - ----- -. -~ ~ Cl ~ ~ -~ ..J ..J It) LL. LL. W? "' c c ..J ..J J!: 0 LL. LL. "' z z --s i= s 0:: i= 0:: ~ ~ ..J ~ (!) ~ ..J ~ ~ 0:: (!) 0:: ..J u ·-Wz w ..J u . w :::> z :::> ..J ii -c e >w > <C (!) ~ (!) Lf (J .ff "' It) 0 0 ..J 0 LL 0 :::> a !: CA • • • • min min min cf s In/Hr 1.34 170 2.0 550 6.0 8.13 21.14 8.13 11.2 9.37 0.92 325 5.0 130 0.7 7.67 13.79 7.67 7.9 9.57 1.38 160 1.6 770 4.0 12.77 35.25 12.77 9.5 7.76 i.73 . 160 1.6 940 5.0 14.62 40.39 14.62 11.2 7.28 1.55 470 5.0 350 1.8 14.86 27.16 14.86 9.9 7.23 0.32 (50 0.6 300 1.5 4.99 16.76 5.00 3.2 10.98 0.72 200 2.0 330 1.5 8.84 21.47 8.84 5.8 9.07 0.66 100 2.0 330 1.5 8.84 21.47 8.84 5.3 9.07 0.39 150 1.5 340 1.7 7.59 20.27 7.59 3.4 9.61 0.85 330 4.0 170 1.0 8.94 16.65 8.94 6.8 9.03 0.90 90 0.9 850 4.3 12.18 37.09 12.18 6.4 7.93 i.05 ioo 1.0 400 2.0 7.11 21.49 7.12 9.2 9.82 i.22 60 b.6 500 2.5 7.37 24.50 7.37 10.6 9.71 i.08 50 0.5 350 2.0 5.08 12.13 5.08 10.6 10.93 i.08 i80 2.0 650 3.3 11.71 31.25 11.71 7.7 8.07 0.60 65 0.7 540 2.7 7.91 25.86 7.91 5.1 9.46 1.05 240 4.0 370 1.9 8.73 19.85 8.73 8.5 9.12 0.50 50 0.5 400 2.0 5.94 20.53 5.94 4.6 10.43 0.90 220 2.2 260 1.3 8.28 18.87 8.28 7.5 9.30 1.17 230 2.3 630 3.5 12.54 31.29 12.54 8.2 7.83 0.49 110 1.1 290 1.5 5.99 17.27 5.99 4.5 10.40 0.25 60 0.6 175 1.0 3.36 11.02 5.00 2.5 10.98 0.47 30 0.3 820 5.0 9.55 '32.23 9.55 3.7 8.80 0.94 200 3.0 1 1.0 3.85 5.69 5.00 9.3 10.98 0.47 90 0.9 450 2.3 7.42 23.00 7.42 4.1 9.68 4.69 750 8.0 1 1.0 17.13 21.06 17.13 28.0 6.73 1.08 135 2.0 500 3.0 8.05 24.71 8.05 9.1 9.40 0.56 327 2.0 1 1.0 9.86 10.93 9.86 4.4 8.68 0 It) .... It) N a !::! a cf s In/Hr cf s 12.5 10.69 14.3 8.8 10.91 10.0 10.7 8.88 12.3 12.6 8.34 14.5 11.2 8.27 12.8 3.5 12.51 4.0 6.5 10.36 7.4 6.0 10.36 6.8 3.8 10.96 4.3 7.7 10.31 8.7 7.2 9.07 8.2 10.3 11.20 11.7 11.9 11.07 13.5 11.8 12.45 13.4 8.7 9.23 10.0 5.7 10.80 6.5 9.5 10.40 10.9 5.2 11.89 5.9 8.3 10.61 9.5 9.2 8.95 10.5 5.0 11.86 5.8 2.7 12.51 3.1 4.1 10.05 4.7 10.3 12.51 11.8 4.6 11.04 5.2 31.6 7.71 36.2 10.1 10.73 11.6 4.9 9.92 5.6 0 0 0 0 .... !: a In/Hr cf s 13.54 18.1 13.82 12.7 11.31 15.6 10.64 18.4 10,56 16.3 15,78 5.1 ' 13.14 9.4 13.14 8.7 13.88 5.4 13.08 11.1 11.54 10.4 14.18 14.8 14.02 11.1 15.72 17.0 11.74 12.7 13.68 8.2 13.20 13.8 15.02 7.5 13.45 12.1 11.40 13.4 14.98 7.3 15.78 3.9 12.76 6.0 15.78 14.9 13.98 6.6 9.86 46.3 13.59 14.7 12.59 7.1 VRALLDRA.XLS EXHIBIT C-1 tS . .c: ~ .... <o "O c. ·-"O e zZ ~ ~-1-00 ~< .... ·-.... ~~ ~ = ~ = ~ C" ~ -~ 1-~ 1-~ ~< 0 .... ~ .... 0 00 00 -ds A 27.7 28 11.3% B 8.8 28 1.1% c 2.5 56 0.1% E 34.5 28 17.5% F 6.6 56 0.7% G 13.8 28 2.8% H 16.3 28 3.941/o J 11.7 28 2.0% L 17.9 28 4.7% M 16.4 28 3.941/o N 15.1 28 3.3% R 30.5 28 13.7% s 21.0 28 6.5% 1 5.0 28 0.4% 2 4.9 28 0.4% 3 5.3 28 0.4% 4 4.8 28 0.3% 8 13.0 28 2.5% 10 6.7 28 0.7% 12 10.0 28 1.5% 13 9.4 28 1.3% 14 3.1 28 0.1% 18 11.4 28 1.9% 19 7.3 28 0.8% 20 2.7 28 0.1% 20B 13.3 28 2.6% 20C 7.4 28 0.8% 20D 2.9 28 0.1% 21 11.4 66 1.941/o 22 8.2 66 1.0% 23 13.2 28 2.6% 23A 5.0 28 0.4% 24 4.9 47 2.0% 24A 11.1 28 1.8% 25 7.1 47 4.2% 26 5.9 47 2.941/o 27 5.1 47 2.1% 28 4.7 47 1.941/o 29.1 9.0 28 1.2% 29.2 10.2 28 1.5% EXHIBITC-2 INLET COMPUTATIONS Revised 10114196 e z .... ~ = -~ c 0 DESCRIPTION ~ NIA NIA EXISTING INLET 36.6 EXISTING INLET c 2.5 EXISTING INLET E 34.5 EXISTING INLET F . 6.6 EXISTING INLET G 13.8 EXISTING INLET H 16.3 EXISTING INLET J 11.7 EXISTING INLET L 17.9 EXISTING INLET M 16.4 EXISTING INLET N 15.1 EXISTING INLET R . 30.5 EXISTING INLET ·S ·21.0 SPECIAL INLET l 5.o· RECESSED INLET ON GRADE 2 4.9 RECESSED INLET ON GRADE 3 5.3 RECESSED INLET ON GRADE 4 4.8 RECESSED INLET ON GRADE 8 13.0 LOW POINT INLET 10 6.7 LOW POINT INLET 12 rn.o LOW POINT INLET 13 9.4 LOW POINT INLET 14 3.1 LOW POINT INLET 18 11.4 RECESSED INLET ON GRADE 19 7.3 RECESSED INLET ON GRADE 20 2.7 RECESSED INLET ON GRADE 20 13.3 LOW POINT INLET 20C 7.4 LOW POINT INLET 20D . 2.9 RECESSED INLET ON GRADE 21 · 11.4 LOW POINT INLET 22 8.2 LOW POINT INLET 23 13.2 EXISTING INLET 24 4.9 RECESSED INLET ON GRADE 25 7.1 RECESSED INLET ON GRADE 26 5.9 RECESSED INLET ON GRADE 27 5.1 RECESSED INLET ON GRADE 28 4.7 RECESSED INLET ON GRADE 29 9.0 RECESSED INLET ON GRADE 29 10.2 RECESSED INLET ON GRADE 1-~ ~ ~ . <~ u~ ds 0.6 0.6 0.6 0.6 2 2 2 2 2 0.6 0.6 0.6 2 2 0.6 2 2 0.6 0.6 0.6 0.6 0.6 0.6 0.6 "O ~ "O -0 ·-... C" e ~ 1-~ ~ ~ ~ ft ft 8.40 10 8.22 10 8.83 10 7.92 10 6.49 10 3.36 5 5.02 10 4.72 5 1.57 5 19.01 15 12.13 15 4.43 5 6.63 10 3.68 5 4.79 5 5.70 10 4.11 5 8.13 10 11.77 15 9.80 10 8.42 10 7.84 10 15.08 15 16.93 15 EXIIlBIT C-2 VRALLDRA.XLS ~ .c ~ -c; . "O c. <o .... "O 0 =s z ~ ~-,.. 00 ~~ -... -~ = ~ 0 ~ c:r ~ -...c ,.. ~ ,.. ::R ~< 0 -~ -Cl 00 00 - cfs 30 4 .9 47 2 .1% 31 3.9 47 1.3% 33 5 .2 47 2 .2% 34 3.5 47 1.1% 35 10 .0 47 8 .5% 36 8.4 47 5 .9% 37 8 .4 47 5 .9% 40 3.4 47 1.0% 60A 3.5 39 0 .4% 60B 11.6 66 1.9°/o 65A 3 .9 39 0.5 % 65B 6 .1 66 0.5% 70 5 .7 66 0.5% 75 3.4 66 0 .2% 80 24.3 39 18 .5% 81 8 .6 39 2.3% 82A 4.0 28 0 .2% 82B 6 .2 28 0 .6% 83 7.1 28 0 .7% 84A 1.3 28 0.0% 84B 3 .8 28 0.2% 85 5.3 28 0.4% 87A 6 .8 28 0 .7% 87B 6 .9 28 0 .7% 88 8 .0 28 0.9% 89A 6.0 28 0 .5% 89B 4 .0 28 0 .2% 90 5 .8 28 0 .5% 101 22 .8 28 7 .6% 102 11.4 28 1.9°/o 103 4.3 28 0.3% 104 2.2 28 0.1% 105 9.3 28 1.3% 109A 3 .2 28 0.2% 109B 8 .4 28 1.0% 110 6 .9 28 0 .7% lllA 3.3 28 0 .2% lllB 7.3 28 0 .8% 112 6.4 28 0 .6% 114A 7 .8 28 0 .9°/o 114B 5 .9 28 0.5% EXHIBITC-2 INLET COMPUTATIONS Revised 10/14-/% 0 z -~ 0 c ...c 0 DESCRIPTIO N ~ 30 4 .9 RECESSED INLET ON GRADE 31 3.9 RECESSED INLET ON GRADE 33 5 .2 RECESSED INLET ON GRADE 34 3 .5 RECESSED INLET ON GRADE 35 10 .0 LOW POINT INLET 36 8.4 LOW POINT INLET 37 8.4 RECESSED INLET ON GRADE 40 3.4 RECESSED INLET ON GRADE 60 15 .2 LOW POINT INLET 65 10.1 LOW POINT INLET 70 5 ;7 LOW POINT INLET 75 3 .4 LOW POINT INLET 80 ·24 .3 RECESSED INLET ON GRADE 81 8~6 RECESSED INLET ON GRADE 82 10.2 LOW POINT INLET 83 7.1 LOW POINT INLET 84 5 .1 LOW POINT1NLET 85 5.3 LOW POINT INLET 87 13.6 LOW POINT INLET 88 8 .0 LOW POINT INLET 89 10.0 LOW POINT INLET 90 5.8 LOW POINT INLET 101 22 .8 LOW POINT INLET 102 11.4 RECESSED INLET ON GRADE 103 4.3 RECESSED INLET ON GRADE 104 2.2 RECESSED INLET ON GRADE 105 9 .3 RECESSED INLET ON GRADE 109 11.6 LOW POINT INLET 110 6.9 LOW POINT INLET 111 10.6 LOW POINT INLET 112 6.4 LOW POINT INLET 114 13.7 LOW POINT INLET ,.. ~ ~ ~ . <~ u~ cfs 0 .6 0 .6 0.6 0 .6 2 2 0 .6 0.6 2 2 2 2 0 .6 0 .6 2 2 2 2 2 2 2 2 2 0 .6 0.6 0 .6 0 .6 2 2 2 2 2 "O ~ "O '° ·;;;:: c:r 0 ~ ,.. ~ ~ ~ ~ ft ft 8 .24 10 6 .57 10 8 .60 10 5 .91 10 5 .02 10 4.20 5 13.98 15 5 .61 10 7.58 10 5 .03 10 2.87 5 1.68 5 40 .48 15 14 .29 15 5 .10 10 3.53 5 2 .53 5 2 .66 5 6 .82 10 4 .00 5 4 .98 5 2 .88 5 11.39 15 19.06 15 7 .24 10 3 .65 5 15.53 15 5 .78 10 3 .44 5 5.31 10 3 .20 5 6 .85 10 EXHIBITC-2 VRALLDRA.XLS tS . .c ~ -"O Q,, <o ~ "O 0 ~~ ~- -00 -·-.... ~ = ~ Q ~ C" ~ -~~ .-1 -~ b ::R 0 -00 p:: 00 ~ cfs 115 6 .1 28 0 .5% 116A 7.1 28 0 .7% 116B 5.5 28 0.4% 117 6.4 28 0.6% 120A 7.7 28 0 .9% 120B 6.3 28 0 .6% 121 10 .3 28 1.6% 123 4 .4 28 0 .3% 124 1.6 39 0 .1% 125A 6 .3 39 1.2% 125B 11.1 28 1.8% 126 5.9 28 0 .5% 128 5.5 28 0 .4% 129 12.5 28 2.3% 130 8 .8 39 2.4% 133 10 .7 28 1.7% 134 12 .6 28 2.3% 135A 11.2 28 1.8% 135B 3.5 39 0.4% 138.4 6 .5 28 0 .6% 138 .2 6 .0 28 0 .5% 136 3.8 28 0 .2% 139 7.7 28 0 .9% 140 7.2 28 0 .8% 141 10.3 39 3.3% 142 11.9 39 4 .4% 144 11.8 39 4.4% 151 8 .7 28 1.1% 152 5.7 28 0 .5% 153 9.5 28 1.3% 154 5.2 28 0.4% 155A 8.3 28 1.0% 155B 9.2 28 1.2% 156 5.0 28 0 .4% 159 2.7 28 0 .1% 160 4.1 28 0 .3% 161 10 .3 28 1.6% 162 4 .6 28 0 .3% 163 31.6 0 164 0 .0 28 0.0% EXHIBITC-2 INLET COMPUTATIONS Revised .10/14/96 c:5 z .... ~ Q -.-1 = 0 DESCRWTION ~ 115 6 .1 LOW POINT INLET 116 12 .6 LOW POINT INLET 117 6.4 LOW POINT INLET 120 13.9 LOW POINT INLET 121 10.3 LOW POINT INLET 123 4.4 LOW POINT INLET 124 1.6 LOW POINT INLET 125 17.4 LOW POINT INLET 126 . 5.9 LOW POINT INLET 128 5.5 LOW POINT INLET 129·· 12.5 LOW POINT INLET 130 8 .8 RECESSED INLET ON GRADE 133 . 10 .1· RECESSED INLET ON GRADE 134 12 .6 RECESSED INLET ON GRADE 135 14 .7 LOW POINT INLET .138 6.5 RECESSED INLET ON GRADE 138 6 .0 RECESSED INLET ON GRADE 136-3.8 LOW POINT INLET 139 7.7 LOW POINT INLET 140 7 .2 LOW POINT INLET 141 10 .3 LOW POINT INLET 142 11.9 LOW POINT INLET 144 11.8 LOW POINT INLET 151 8 .7 RECESSED INLET ON GRADE 152 5 .7 RECESSED INLET ON GRADE 153 9.5 RECESSED INLET ON GRADE 154 5 .2 RECESSED INLET ON GRADE 155 17 .5 LOW POINT INLET 156 5.0 LOW POINT INLET 159 2 .7 RECESSED INLET ON GRADE 160 4.1 RECESSED INLET ON GRADE 161 10 .3 LOW POINT INLET 162 4 .6 LOW POINT INLET 163 31.6 RECESSED INLET ON GRADE 164 0 .0 RECESSED INLET ON GRADE -~ ~ ~ . <~ u~ cfs 2 2 2 2 2 2 2 2 2 2 2 0 .6 0 .6 0 .6 2 0.6 0.6 2 2 2 2 2 2 0.6 0 .6 0 .6 0.6 2 2 0.6 0 .6 2 2 0 .6 0.6 "O ~ -0 "O ·-... C" 0 ~ -p:: ~ ~ ~ ft ft 3.05 5 6.32 10 3.19 5 6 .97 10 5.17 10 2 .18 5 0 .82 5 8.69 10 2 .93 5 2 .74 5 6 .26 , 10 14.67 15 17 .88 15 21.05 15 7 .35 10 10.81 15 9.98 10 1.88 5 3.83 5 3.58 5 5.14 10 5.93 10 5.90 10 14 .52 15 9 .48 10 15 .90 15 8 .63 10 8 .76 10 2.52 5 4.55 5 6 .87 10 5.17 10 2 .30 5 52 .66 15 0.03 5 EXHIBIT C-2 VRALLDRA.XLS ~ g ::?J ~ r.. # A B c D E F G H I J K L M N 0 p Q R s T u 1 2 3 4 5 8 9 10 11 12 13 14 18 19 20 20B 20C 20D 21 ~ g 0 ~ # B c D I F D H I K K 0 M N 0 T R p s T u HW 2 4 4 8 HW 10 HW 12 HW 14 HW HW 19 20 20C 20C HW 20 . 22 ~ ~ ~ 0 ~ Ac. 3.6 4.5 4.8 10.8 4.8 5.6 1.5 3.4 14.4 1.6 16.7 2.0 3.8 5.6 23.2 1.3 0.6 5.6 7.9 31.3 35.4 0.5 1.1 0.5 2.1 1.0 3.5 2.0 4.2 0.8 5.2 0.9 5.5 1.3 2.1 2.6 1.5 4.9 0.3 1.9 EXHIBITC-3 PIPE SIZE CALCULATIONS e ""' .s 00 c -~ ~ u ~ ~ ~ min yr 12.7 10 13.6 10 13.8 10 16.1 10 15.1 10 15.2 10 7.8 10 11.0 10 16.8 10 14.7 10 17.7 10 9.2 10 10.0 10 10.7 10 19.8 10 7.1 10 7.0 10 15.4 10 16.7 10 20.1 25 21.5 25 8.2 10 8.3 10 6.9 10 9.7 10 16.9 10 10.3 10 10.0 10 10.4 10 9.0 10 11.3 10 6.8 10 11.5 10 9.6 10 9.7 I 10 10.2 I 10 10.1 I 10 10.4 I 10 6.3 I 10 21.7 I 10 Revised 10/15/96 "O ~ ~ 0 -= ~ .:. c "O Ci> 0: .... c :3 ;;;;J ~ cfs 27.7 33.8 35.7 74.9 .34.5 39.9 13.8 28.4 98.1 11.7 110.5 17.9 33.2 47.1 145.1 12.5 6.0 39.5 53.6 222.2 242.5 5.0 9.9 5.3 18..2 6.8 30.0-17.7 35.J 7.5 42.7 9.4 44.8 11.4 18.0 22.1 13.3 41.2 2.9 11.4 "O ~ ~~ ~ c ·-Ci> "O .... < :3 « ~ cfs 27.7 33.8 35.7 74.9 34.5 39.9 17.3 28.4 98.1 14.7 110.5 22.4 33.2 47.1 145.1 15.6 7.5 39.5 53.6 222.2 242.5 6.3 12.4 6.6 22.7 8.5 30~0 22.1 35.3 7.5 42.7 11.8 44.8 14.3 22.5 22.1 16.6 41.2 3.6 11.4 ~ 0. 0 Ci3 c 0 .... -u •t: r.. o/o 0.53 0.47 0.33 0.17 0.82 0.66 1.37 0.55 0.16 2.25 0.12 1.13 0.75 0.57 0.11 0.55 1.55 0.40 0.49 0.17 0.20 1.10 0.71 1.21 1.16 0.76 0.37 1.10 0.32 0.01 0.21 1.45 0.23 2.12 1.14 0.59 1.26 0.44 0.13 0.16 ~ ~ 00 " 30 33 36 54 30 33 21 30 60 18 66 24 30 36 75 24 15 36 39 BOX BOX 15 21 15 24 18 33 24 36 36 42 18 42 18 24 27 21 36 18 27 ~ ~ c;!l e ~ ~ ... 0: "O ~ c = = ~ ~ c;!l ""' ~ @ 9 ~ ~ ~ = z ~ ~ s: fps I ' I min I min t I t 5.6 I 320 I 0.94 I 13.61 5.7 I 60 I 0.18 I 13.79 5.0 I 200 I 0.66 I 14.45 4.7 I 193 I 0.68 I 16.83 7.0 I 60 I 0.14 I 15.21 6.7 13751 0.93116.14 7.2 I 330 I 0.77 I 8.58 5.8 I 460 I 1.33 I 12.35 5.0 I 265 I 0.88 I 17.71 8.3 1230 I 0.46 I 15.17 4.7 I 581 I 2.08 I 19.79 7.1 I 345 I 0.81 I 9.99 6.8 I 270 I 0.67 I 10.65 · 6.7 I 480 I 1.20 I 11.86 4.7 I 88 I 0.31 I 20.10 5.0 I 5 I 0.02 I 7.09 6.1 I 40 I 0.11 I 7.07 5.6 1440 I 1.31 I 16.75 6.5 I 200 I 0.52 I 17.26 6.9 16001 1.44 121.55 I 8 14 7.6 I 5 I 0.01 I 21.56 I 8 14 5.1 I 31 I 0.10 I 8.28 5.2 1440 I 1.42 I 9.70 5.4 I 31 I 0.10 I 7.00 7.2 1269 I 0.62 I 10.32 4.8 1120 I 0.41 I 17.29 5.0 I 31 I 0.10 I 10.42 7.0 1120 I 0.28 I 10.27 5.0 12741 0.91 I 11.33 1.1 I 274 I 4.29 I 13.33 4.4 I 31 I 0.12 I 11.45 6.7 I 200 I 0.50 I 7.32 4.7 11251 0.45 I 11.90 8.1 I 57 I 0.12 I 9.70 7.2 I 226 I 0.53 I 10.22 5.5 I 60 I 0.18 I 10.40 6.9 I 31 I 0.08 I 10.15 5.8 I 150 I 0.43 I 10.83 2.0 I 31 I 0.25 I 6.54 2.9 I 65 I 0.38 I 22.13 * Includes 25% Flow increase for pipe sizes <27" dia. VRALLDRA.XLS Exhibit C-3 # # 22 JB-1 JB-1 23A JB-3 24 23 JB-1 23A JB-3 24 26 24A JB-3 25 26 26 27 27 30 28 30 29.l 29.2 29.2 30 30 31 31 34 33 34 34 35 37 40 38 40 39 40 40 .HW 60B 65B 65B 75 70 75 75 81 80 81 81 86 82B 83 83 86 84B 85 85 86 86 91 87B 88 88 91 89B 90 90 91 91 108 100 108 101 106 102 103 103 104 EXHIBITC-3 PIPE SIZE CALCULATIONS Revised 10/15/96 Ac. min yr cfs cfs 2 .9 22 .l 10 16.8 16.8 4.4 22.7 10 25.3. 25.3 ~ c. 0 Ci3 = 0 ·--u ·-a.. ~ % 0.34 0 .44 " 27 30 6 .1 24.5 10 33 ~9 33.9 0.47 33 1.5 9.6 10 13.2 16.5 2 .85 18 5.0 23.7 . 10 2&-.2 28.2 0 .54 30 6 .6 24 .6 IO 36.J 36:3 0.54 33 1.1 7 .0 10 . 11.1 13 .9 2 .02 18 0.8 10.3 10 . 7.1 8 .8 ·0 .81 18 8.0 25.2 10 43 .6 43 .6 . 0 .78 33 8.4 26.0 . 10 45.4 45-4. 0.53 . . 36 0.5 8.2 . 10 0.36-18 0 .9 6.8 ·10 11 .3 0.59 21 2 .0 18.5 18.5 0.41 27 11.4 26.4 10 60-7 '60.T 0 ~29 . 45 11.8 27.1 10 61.6 61.6 0.30 45 0 .5 6 .0 10 5.2 6.5 . 0 .43 18 12.6 27 .9 10 64.9 64.9 0 .24 48 0 .9 7.3 10 8.4 10.5 1.15 18 2 .3 30 .1 10 U .2 11.2 0 .15 27 3.4 38 .2 10 . 145 18 .2 0 .74 24 9 .1 38.9 lO 38 .3• 38 .3 1.77 27 1.7 9.9 10 15 .1 15.1 0 .27 27 2.8 10 .1 10 23.6 23 .6 0.38 30 0 .7 10 .2 10 5.7 7 .2 0 .54 18 3 .7 10.5 10 31.5 31.5 1.19 27 3.4 15 .6 10 243 30.4 2.08 24 8 .2 15 .7 10 57J~ 57 .8 1.38 33 1.1 10.6 10 9 .6 12 .0 0 .66 21 1.9 10.7 10 15.8 19 .8 0 .88 24 0.5 5.5 10 5 .0 6 .2 0.40 18 0 .9 5.7 10 10 .1 12.6 0 .73 21 11.1 16 .0 10 77 .0 77.0 0.67 42 1.6 11.8 10 13.2 16.5 1.25 21 2 .5 11.9 10 20 .0 25.0 1.40 24 1.0 9.0 10 9.3 11.6 1.41 18 1.6 9.1 10 14 .1 17 .6 1.43 21 15.1 16.6 10 103.3 103 .3 0 .60 48 4 .9 24 .6 10 26 .9 33 .6 . 2 .54 24 2.8 11.7 10 22.8 28.5 1.83 24 1.3 9 .5 10 11.4 14 .3 0 .94 21 1.8 9 .6 10 15.4 19 .3 0 .84 24 • Includes 25% Flow increase for pipe sizes <27" dia . fps I min min 4 .2 155 0 .61 22 .74 5.1 290 0.94 23.68 5.7 30 0.09 24.61 9.3 260 0.46 10.08 5.7 290 0 .84 24 .52 6 .1 210 0 .57 25 .18 7 .9 155 0.33 7.38 5.0 50 0.17 10.42 7.3 340 0.77 25.95 6.4 175 0.45 26.41 3.3 50 0 .25 8.48 4.7 31 0.11 6.93 4.7 150 0.54 8 .98 5.5 230 0 .70 27.10 5.6 250 0 .75 27.85 3.6 50 0 .23 6.21 5.2 590 1.91 29.76 5.9 39 0 .11 7 .38 2.8 170 1.00 31.09 5.8 250 0 .72 38.94 9.6 100 0 .17 39 .11 3.8 42 0 .18 10 .12 4.8 120 0 .42 10.53 4 .1 42 0 .17 10.40 7.9 360 0 .76 11.29 9.7 42 0 .07 15.71 9.7 180 0.31 16.02 5.0 31 0 .10 10.68 6.3 70 0.19 10 .87 3 .5 31 0.15 5.66 5 .2 30 0.10 5 .75 8.0 290 0.60 16 .62 6.9 32 0 .08 11.87 7.9 80 0 .17 12 .04 6.6 31 0 .08 9 .10 7 .3 35 0.08 9 .17 8.2 110 0 .22 16 .84 10 .7 40 0 .06 24.70 9.1 140 0.26 11.97 5 .9 31 0.09 9 .62 6 .1 280 0 .76 10 .38 VRALLDRA .XLS Exhibit C-3 ~ :s i5 ~ ~ ~ # 104 105 107 108 109B llO lllB ll2 ll3 ll4B ll5 ll6B ll7 ll8 120B 121 122 123 124 125B 126 127 127.1 128 129 130 131 133 134 135B 138.4 138.2 136 137 139 140 141 142 143 144 145 EXHIBITC-3 PIPE SIZE CALCULATIONS ~ r-l ~ i5 0 ~ # 105 106 108 113 llO ll3 ll2 ll3 ll8 ll5 ll8 < u ~ < ~ 0 ~ Ac. 2.0 3.0 u ~ min 10.4 10.6 e -0 -00 = .~ "" ~ ~ yr 10 10 6.7 I 13.5 I 10 26.6 I 24.7 I 10 1.2 I 9.4 I 10 2.0 9.4 10 1.1 8.9 10 1.8 I 9.0 I 10 30.4 I 25.0 I 10 1.7 15.0 I 10 2.4 15.1 I 10 Revised 10/15/96 "'O ~ ~ 0 --"" ~ .:, = "'O OD « ... = :3 ;;;;;i ~ cfs 16.6 25.1 ~ "'O 0 ~ --~ ; = • ..., OD "'O ·-< :3' « ~ cfs 20.8 25.1 ~ Q. 0 fii = 0 ... -u ·;::: ~ % 0.97 0.43 . r-l ~ 00 ~ >: " fps 24 6.6 30 5.1 e: t:.:> z r-l ~ ~ e ~ "a:3 ... = -~ "'O ~ = = = r-l ~ t:.:> @ 8 ~ ~ ~ = min I min 70 I 0.18 I 10.56 120 I 0.39 I 10.95 50.6 I 50.6 I 1.75 I 30 I 10.3 I 40 I 0.06 I 13.52 147.3 I 147.3 I 0.51 I BOX I 9.2 I 174 I 0.32 I 25.011 4 14 11.0 I 13.7 I 0.86 I 21 I 5.7 I 31 I 0.09 I 9.45 17.3 21.7 1.06 24 6.9 I 45 I O.ll I 9.56 10.0 12.6 0.72 21 5.2 I 31 I 0.10 I 8.95 16.4 I 20.5 I 1.92 I 21 I 8.5 I 45 I 0.09 I 9.04 166.9 I 166.9 I 0.65 I BOX I 10.4 I 307 I 0.49 I 25.50 I 4 14 12.4 15.5 1.10 21 6.4 I 31 I 0.08 I 15.07 17.2 21.4 1.04 24 6.8 I 45 I O.ll I 15.18 ll7 1.7 I 16.5 I 10 I 11.4 I 14.3 I 0.93 I 21 I 5.9 I 31 I 0.09 I 16.61 ll8 2.4 I 16.6 I 10 I 16.4 I 20.5 I 0.95 I 24 I 6.5 I 45 I 0.12 I 16.73 122 35.2 I 25.5 I 10 I 191.1 I 191.1 ·1 0.45 I BOX I 9.6 I 278 I 0.48 I 25.99 I 5 14 121 1.7 I 15.9 I 10 I ll.7 I 14.6 I 0.48 I 24 I 4.6 :I 31 I O.ll I 15.99 122 2.7 I 16.0 I 10 I 18.9 I 23.6 I 1.26 I 24 I 7.5 I 45 I 0.10 I 16.09 127 37.9 I 26.0 I 10 I 203.6 I 203.6 I 0.52 I BOX I 10.2 11721 0.28 I 26.27 I 5 14 124 0.4 5.0 10 4.4 5.5 0.31 18 3.1 I ll5 I 0.62 I 5.62 127 0.5 5.6 10 5,8 7.3 0.55 I 18 4.1 I 20 I 0.08 I 5.70 126 1.8 7.1 10 17.4 21.7· 1.06 I 24 6.9 I 31 I 0.07 I 7.17 127.1 2.5 11.0 10 20.5 20.5 0.51 I 27 5.2 I 45 I 0.15 I 11.11 127.1 38.5 26.3 10 205:2 205.2 0.31 I BOX 8.6 I 130 I 0.25 I 26.52 I 6 I 4 131 40.9 26.5 10 217.2 217.2 0.35 I BOX 9.1 12071 0.38126.9116 14 129 0.5 5.3 10 5.5 6.9 0.49 I · 18 3.9 I 45 I 0.19 I 5.47 130 1.8 8.1 lO 17.3 21.6 1.05 I 24 6.9 I 132 I 0.32 I 8.45 131 2.8 8.4 10 25 . .5 25.5 0.78. I 27 6.4 I 20 I 0.05 I 8.50 137 43.7 26.9 10. 230.0 230 .. 0 0-.40 I BOX 9.6 I 70 I 0.12 I 27.03 I 6 I 4 134 1.4 12.8 10· 10~7-13.4· 0.83 I 21 5.6 I 31 I 0.09 I 12.86 135B 3.1 14.6 10 22.7 22.7 0.35 I 30 4.6 1360 I 1.30 I 15.92 137 5.4 15.9 10 375 37.5 0.58 I 33 6.3 I 45 I 0.12 I 16.04 139 1.4 9.0 10 12.4 15.5 0.54 I 24 4.9 1290 I 0.98 I 9.95 138.4 0.7 8.8 10 6.0 7.5 0.59 I 18 4.2 I 34 I 0.13 I 8.97 135B 0.4 7.6 10 3.8 4.7 0.23 I 18 2.7 I 31 I 0.19 I 7.78 143 I 49.1 I 27.0 I 10 257.6 I 257.6 I 0.50 I BOX I 10.7 1515 I 0.80 I 27.83 I 6 14 140 I 2.2 I 10.0 I 10 19.2 I 19.2 I 0.44 I 27 I 4.8 I 63 I 0.22 I 10.17 141 I 3.1 I 12.2 I 10 24.8 I 24.8 I 0.42 I 30 I 5.0 1217 I 0.72 I 12.90 143 I 4.2 I 12.9 I 10 32.2 I 32.2 I 0.71 I 30 I 6.6 I 20 I 0.05 I 12.95 143 I 1.2 I 7.4 I 10 11.9 I 14.8 I 1.01 I 21 I 6.2 I 20 I 0.05 I 7.42 145 I 54.5 I 27.8 I 10 281.1 I 281.1 I 0.39 I BOX I 10.0 I 75 I 0.12 I 27.95 I 7 14 145 I 1.1 I 5.1 I 10 11.8 I 14.8 I 2.27 I 18 I 8.3 I 13 I 0.03 I 5.10 HW I 55.6 I 28.0 I 10 286.0 I 286.0 I 0.40 I BOX I 10.2 I 32 I 0.05 I 28.00 I 7 I 4 VRALLDRA.XLS * Includes 25% Flow increase for pipe sizes <27" dia. Exhibit C-3 ~ g ~ ~ ~ # 151 152 153 154 155B 156 158 159 160 161 162 163 164 ·170 ~ ~ =s 0 ~ # 152 153 154 156 156 158 159 164 159 162 164 164 HW 171 c5 ~ 0 ~ Ac. 1.1 1.7 i.1 3.2 2.1 5.8 5.8 6.5 0.5 0.9 1.4 4.7 12.6 1.1 EXHIBITC-3 PIPE SIZE CALCULATIONS Revised 10/1-5196 6 "' "O iC e ~ e "O ~ ~5 ~ c:i. e 00 ~ ~-5 c .= c 1:).1) "°' 1:).1) c e a = ·-·~ =-·;;; ~ c ~ • ..., 1:).1) "O ·-< :;· -u ·;::: ~ ~ u ~ ~ -~-~ « ~ ~ 00 min I yr cfs cfs % " 11.7 I 10 8.7 10.9 1.24. 18 11.8 I .10 13.5 16_9 1.31 21 12.4 I 10. 21.4 I 26.8 I 1.62 I 24 12.5 I 10· 25.3-I 25.3 I 0.77 I 27 12.5 I 10· 16.2. I 20.3· · 1· 0.92 I 24 13.3 I 10 44:0 I 44.0 I 1.33 I 30 13.3 I 10 44.0 I 44.0 I 1.32 I 30 13.9 I 10 48.5 I 48.5 I 1.61 I 30 9.5 I 10 4.1 I 5.2 I 0.28 I 18 5.0 1.10. 1Q3 . I 12.9 . l 0.38 I 24 7.4 .1. 10 13.7 I 13.7 I 0..23 I 27 17.1 I 10 3-l.6 I 31.6 · I 1.20 I 27 17.2 I 10· 84;7 I 84.7 1· .1.86 I 36 8.0 I 10 ro:r I 10.i. J · 0.12 1 21 * Includes 25% Flow increase for pipe sizes <27" dia. ,J ~ s z ~ ~ e E::: 43 ~ "' ~ "O ~ = ~ @ ~ ~ u 8 ~ ~ ~ ~ fps I ' I min I min 6.2 I 31 I 0.08 I 11.79 7.0 1265 I 0.63 I 12.42 8.5 I 31 I 0.06 I 12.48 6.4 1310 I 0;81 I 13.29 6.4 I 31 I 0.08 I 12.62 9.0 I 30 I 0.06 I 13.35 9.0 1295 I 0.55 I 13.90 9.9 1295 I 0.50 I 14.40 2.9 I 42 I 0.24 I 9.79 4.1 I 31 I 0.13 I 5.13 3.4 I 75 I 0.36 I 7.78 7.9 I 45 I 0.09 I 17.22 12.0 1260 I 0.36 I 17.58 2.6 I 90 I 0.59 J 8.64 VRALLDRA.XLS Exhibit C-3 :it 1-w ..J ~ :E 0 0:: l.L T u 108 113 118 122 127 131 137 143 145 EXHIBITC-4 BOX CULVERT ANLYSIS 10/10/96 ---en ~ ..-.. • 'ti :... ~ ~ £ e -8. i ~ ·u .! -g =it o ~ .2 o 'S. .2 E Q) I-Ci) u:: "' u; 4) Q) :I J: w c c > z ~ ..J c c: 0 c - -·-z c Cl Cl ·-Cl ~ ~ "C u -Q) ·-·--·-Q) 0 ca 111 111 u 111 2 -0 Q. .!a a> a> 'C a> CJ U G> I-"' 0:: c c l.L c c( c( l.L > u 8 4 25 222 0.169 0.200 3.76 7.38 0.67 0.85 HW 8 4 25 242 0.201 0.320 3.37 8.98 0.86 1.25 113 4 4 10 147 0.507 1.050 2.99 12.27 1.25 2.34 118 4 4 10 167 0.652 0.892 3.55 11.82 1.10 2.17 122 5 4 10 191 0.452 0.504 127 5 4 10 203 0.513 0.578 127.1 6 4 10 205 0.314 0.375 137 6 4 10 230 0.394 0.510 143 6 4 10 257 0.494 0.510 145 7 4 10 281 0.386 0.500 HW 7 4 10 286 0.400 0.500 3.86 3.85 3.92 3.62 3.96 3.64 3.65 9.95 10.65 9.26 10.54 10.82 11.04 11.08 0.89 0.96 0.82 0.98 0.96 1.02 1.02 1.54 1.76 1.33 1.73 1.82 1.89 1.90 -E. "C ca Q) J: >-e Q) c: w 4.61 4.63 5.33 5.74 5.40 5.61 5.26 5.35 5.78 5.53 5.58 -....; ~ ca e! ct ~ u:: 30.11 27.00 11.98 14.32 19.30 19.25 23.55 21.72 23.75 25.46 25.73 EXIDBIT C-4 VRALLDRA.XLS EXlllBIT C-5 TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION September 20, 1996 EDELWEISS ESTATES 100 YEAR STORM DETENTION BASIN OUTFALL CHANNEL parrallel to Brussels Drive PROGRAM INPUT DATA: DESCRIPTION VALUE Flow Rate (cubic feet per second) ...................... . Channel Bottom Slope (feet per foot) ................... . Manning's Roughness Coefficient (n-value) .............. . Channel Side Slope -Left Side (horizontal/vertical) ... . Channel Side Slope -Right Side (horizontal/vertical) .. . Channel Bottom Width (feet) ............................ . PROGRAM RESULTS: DESCRIPTION VALUE 516.0 0.0026 0.0200 4.00 4.00 6.0 Normal Depth (feet)..................................... 3.82 Flow Velocity (feet per second)......................... 6.35 Froude Number (Flow is Sub-Critical).................... 0. 750 Velocity Head (feet).................................... 0.63 Energy Head (feet)...................................... 4.45 Cross-Sectional Area of Flow (square feet).............. 81.30 Top Width of Flow (feet)................................ 36.56 TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 ( c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. Note: This is a simplified cross section. For an exact analysis, see Exhibit E-1 Exhibit C-5 EXHIBIT C-5 TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION September 20, 1996 EDELWEISS ESTATES 1/3 OF 5 YEAR STORM DETENTION BASIN OUTFALL CHANNEL PROGRAM INPUT DATA: DESCRIPTION VALUE Flow Rate (cubic feet per second) ...................... . Channel Bottom Slope (feet per foot) ................... . Manning's Roughness Coefficient (n-value) .............. . Channel Side Slope -Left Side (horizontal/vertical) ... . Channel Side Slope -Right Side (horizontal/vertical) .. . Chann~l Bottom Width (feet) ............................• PROGRAM RESULTS : DESCRIPTION VALUE 69.0 0.0026 0.0200 2.00 2.00 6.0. Normal Depth (feet)..................................... 1.72 Flow Velocity (feet per second)......................... 4.25 Froude Number (Flow is Sub-Critical).................... 0.666 Velocity Head (feet).................................... 0.28 Energy Head (feet)...................................... 2.00 Cross-Sectional Area of Flow (square feet).............. 16.25 Top Width of Flow (feet)................................ 12.89 TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. Exhibit C-5 EXHIBITS D-1 THROUGH D-5 ,. EXHIBIT D-1 24 Hour Rainfall depths for Selected Storm Return Periods1 Storm Return Period, "t; (Years) . 2 5 10 25 50 100 24 Hour Rainfall deoth. "P" (Inches) 4.5 6.2 7.4 8.8 9.8 11.0 1 From National Weather Service Isohyetal Charts For Selected Return Periods Curve Numbers and Percent Impervious Area For Various Land Cover and Land Use2 cateaorv Percent I11oerv:ious i eurve Ntillber LAND rovER: Natural Woodlands o 75 Natural Grasslands o 75 Landscaped Areas o 77 Impervious Areas (Pave11ents,Rooftops,etc) 100 98 LAND USES: Low Density Residential 38 84 Kediu. Density Residential 52 87 High Density Residential 65 91 Business/Conercial 85 94 Industrial 72 92 2 Fro1 "Orban Hydrology For Small Watersheds, Technical Release No. 55" of the Soil Conservation Service ·_--./ . -· c ----~ '- EXHIBIT D-3 LAG TIME COMPUTATION AREA AREA AREA HYD VERT SLOPE CURVE LAG TIME EXIST PROP PROP % MOD PROP % IMP PROP PROP PROP # ACRES MILES LENGHT DROP FI'/FI' # HOURS CONC. VELOCITI CN ~ MDI ADJ. % IMP ADJ LAG Tc VELOCITY 1 25 .72 0.0402 1150 9 0.008 75 0.47 0.78 0.41 94 75 0.8 85 0.78 0.15 0.25 1.30 2 94 .05 0.1470 3600 28 0.008 75 1.17 1. 94 0' 51 · 84 90 0.54 38 0.81 0.39 0.64 1. 56 3 16 .50 0.0258 1600 17 0. 011 75 0.52 0.87 0.51 92 75 0.8 85 0.78 0.18 0.30 1. 48 4 13 .50 0.0211 2000 14 0.007 84 0.58 0.97 0.57 84 25 0.875 38 0.81 0.41 0.69 0.81 5 27 .40 0.0428 4200 24 0.006 75 1. 54 2.56 0.45 84 75 0.62 38 0.81 0.58 0.97 1. 20 6 15 .53 0.0243 2350 17 0.007 84 0.65 1. 08 0.60 84 0 1 38 0.81 0.53 0.88 0.74 7 13 .60 0.0213 1400 10 0.007 75 0.57 0.95 0.41 92 75 0.7 75 0.70 0.16 0.26 1. 50 8 31 .72 0.0496 1600 18 0. 011 75 0.51 0.84 0.53 84 85 0.58 38 0.81 0.18 0.30 1. 48 EXHIBIT D-3 • flOCI) l1'l8)CIW'll PM::UCE (llEC-1 l • 111' 1'91 • YEllSIC. «. 0 . lE • i.-..,. F17L-EIV32 ---ioa s . 01 Dad8aD ar '-1ci•t-. lac . • 11111 DI.TE 01/0l/'S TillE 13 : 26 : 12 ...................................... I I I I x x :IUDD x J: x I J: J: OBIBTT D=f :IUDD :a:uu I 1 1 I x un x J: I I I J: :IUDD :a:uu I n I uu:a: x J: J: Ill 11 . S . llllT CORPS CF EllGI1IEDiS lffDllOLOCIC EIGillEEIUllG CE¥TEI! 60, S!XDllD ST1!£ET NVIS. CALIFOl!llU 95'16 (916) SSl-17'8 TBlS PllOGIWl 1!EPUCES ill. PREVIOUS VERSlalS OF BEC-1 IOIOVll ~ 1IECl (JU 73). llECl.GS. llEClDB. llD BEClD . lllE r£FlJIIT10llS CF VARIAllIES -RTlllP-ilD -RTIOR-11.lVE Cll.lllC£D FRO« ~ DSEP nTII lllE l '73-6TTI.E llWOT 5TROCTllR£. lllE D£FIMITIOll OF -llSICIC-OM Rlf-clRD US Cll.lllGED VITB REVISIOllS DATED 28 SEP 11 . TBIS IS TBE FORTIWl77 VERSIOll 11EV OPTIONS : D!l!BRUIC OOTFlOV 51JllllERCEllCE • SINGLE EVDIT DAJU.GE CilC1lllTIOI'. DSS :VRITE STAGE FREQUEllCY . DSS :llEAD TillE SERIES AT r£SIR£D CAI.CUUTIOll IllTERV.U. l.055 llATE :GREEll llD AllPT IIFUTRATIOll ll!IEIATIC UVE : llEV FillITI: DIFFEIDCI! ALGORITllll llEC-1 IllPOT PAGE 1 LillJ: ID ....... 1. ...... 2 ....... 3 ....... « ....... S ....... 6 ....... 7 ....... 8 .. . . . . . 9 .. . . . . 10 1 I1> ELELVEISIS PCllD 1 " 2 111.nnTE CXlllDITICllS 10 TUR 5T(lll( 2 IT 2 28J11U2 0000 720 3 10 5 0 0 ' JP ' s JJI All!C 11 9 .8 8 .8 7 .4 6 .2 4 .S 6 JCJ( ARE1l 2S . 72 -=res 1llllEVELCftl) CCUllClll 7 IP 1 8 BA .0402 ' PS 1 10 r. 30 28Jlll.92 0000 11 PC .0053 .0101 .016' .0223 .028' .03'7 .0'14 .0«13 .0555 .0632 12 PC .0712 .07,7 .0887 .098' .1089 .1203 .1321 .14'7 .1'25 .1108 13 PC .20«2 .2351 .2833 .6632 .7351 .772« ·"" .81'7 .1310 .1538 1' PC . 8'76 .1101 ·"l' .,01' .,llS .,Z06 .,1'1 .'111 ·"" .,51' 15 PC .9588 ·"53 .9717 .9777 .9836 .9892 ·"" 1 .000 16 1S 0 " 0 17 ·' 1ID . «7 11 IP ' 1' 1ID .15 20 u. PIPE UG II'( 20 lll'I 21 IP 1 22 RT 0 10 23 IJC .\RD2 94 .0S ACRES Pll.lSES «-10 JllSIDEllTI.U. 24 IP 1 25 BA .1'7 26 lS 0 7S 27 1ID 17 28 KP 3 29 1S 0 64 II 30 DD .. 39 31 KP ' 32 I(){ iRE43 F1IT1IRE l!-5 16 . 5 ACRES 33 KP 1 3' BA . 0258 3S lS 0 75 36 DD .52 37 KP 3 38 lS 0 75 0 39 1ID .sz 40 KP ' H I(){ AREA« GR.lJW( ROAD VEST OF VICTORIA 13 .S ACRES 42 1<P 1 '3 BA .0211 " lS 0 8' 0 45 DD .u BEC-1 IllPllT PAGE 2 LIJE ID ... . . . . 1. . . . . 2 . . ..... 3 . . . ·'· ...... s . ...... 6 ....... 7 .... . .. 8 ....... '· ..... 10 " IJC POllD2 «7 KP 1 " BC ' " ICJ( Clll.V VICTillU4 AVE 50 KP 1 51 1111 52 KP 3 53 RS 1 FIJ)f1 -1 S« SA . 00001 .06'7 .821' 2 .089 3 .256 '.392 S .439 6 .251 6 .6S« 6 . 9U SS so . 01 10 35 85 160 230 312 37S us 660 S6 SE 300 301 302 303 JO« 305 306 307 308 309 S7 KP ' SB JCJ( iRE45 VICTOR.l RO.\.D 27 ·' ACRES ilD DEVOllSllIRE S9 KP 1 60 BA .0«29 61 lS 0 80 62 DD .58 63 KP 3 " lS 0 " 6S 1ID . SB 66 IP ' 67 ICJ( JIEADllll.L 68 BC 2 69 I(){ Cll.lM 70 KP 1 71 RT 0 EllBIBIT D-« 72 73 74 7S 76 77 7B 79 BO 81 B2 BJ 84 BS B6 B7 88 B9 90 91 9 2 J(I( Bl I.5 DD J(I( KP BA I.5 DD ICP I.5 DD KP ICP J(J( KP Bl lS UD KP LS .l.RE.l6 .0243 0 .SJ .l.RE.l7 1 .0213 0 . 57 2 0 .16 3 4 .l.RE.lB 1 .006 0 . 51 2 0 tBIIBIJ P...4 GIWW! R04D ElST OF VICTORIA 15 . SJ ACRES 84 IllDUS . 111D R-5 ElST OF VICTORIA 13. 6 ACRES 7S 0 90 31. 72 .l.CRES PliSE ONE • TVO . " TllREE 75 84 .REC-1 !KPOT PlGE J I.INE 9J 94 9S . ID .•••.•. 1. ...••• 2 ....••. J ...... 4 .••... S ...•... 6 •.•.••• 7 ••••••• B •.•.... 9 .••... 10 96 97 9B 99 UD ICP KP . lB J 4 J(I( 9:11.lFFER RO.i.D CUI. VERT KO 0 BC 4 "TI. 2 1 l••····················--······· FI.000 llYDROGIW'B PA.CKAGE (HEC-1) lllY 1991 VERSIOll 4 . 0 . lE I.abey F77I.-Ell/32 -=iao. 5. 01 Dodson. is ~iates . Inc . • RUii DlTE Ol/OJ/95 TIIG: lJ : 26 : 12 ......................................... J IO IT JP J R 96 JCIC '7 ICO EI.ELVEISS l'OllD 1 '-2 UI.Till.lTE COllDITIOICS OUTPUT COllTROI. URUBUS IPRllT 5 PllIHT CXlllTROI. !PI.OT 0 PI.OT COllTROI. QSC.ll. 0 • llYDllOGIW'll PI.OT SCilE llYDllOGIW'll nm: !l.\U lfllill 2 28J11U2 0000 720 28JUI.92 2158 19 IlllTE lllitlTES 111 COllPOTUIOR IKtEIZVll STilTIIG DlTE ITIIG: STIJ!TIIC TIIG: !IQ HDDUE l11tlllE ICEllT llUKllD! OF llYDROGIW'B ORDilfUES EllDillG DlTE illDUIG Tin: CEllTURY ll.lRI( COl!PUUTION IllTERVll 0 . 03 BOORS TOTil Til!E BASE 23 . 97 BOORS EllGI.ISH Ul!ITS DRUllAGE .l.RE.l PRECIPITUIOll DEPTH I.EIGTB . EI.EVA TION nov STOR.lGE VOLOl!E SURFACE .l.RE.l TEllPER.l TORE l!llI.11-PUll OP"r!Oll llPllll l!UI.TI-R.UIO OPTION SOU.i.RE !III.ES IllCBES FEET CUBIC FEET PER SEC0\11) ACRE-FEET ACRES DEGREES F .i.BREllllEIT 4 ll1lllBER OF PUNS R.UIOS OF PRECIPIT1TIOll 11 .00 ,.80 8 .80 ..... ,. ....... . . 9CB1FF • ER R04D CUI. VERT OUTPUT COllTROI. VlRil!IIES 7 . 40 IPRHT 5 PRIHT COl!TROI. IPlDT 0 PI.OT CXJlll1lOI. 6 . 20 QSC.ll. 0 . llTDllOGtiPll PI.OT SCilE IPHCB 0 PUllCI COlfPl7TEI) llYllROQW'B IOUT 21 SAVE llTDllOGtiPll Oii THIS UNIT 4 .50 IS1Vl 1 nRST ORDillATE PUNCBD> OR SAVED IS& V2 no UST ORDil!l TE P1IBCJIED OR SAVED Til!IllT 0 . OJJ TillE IllTERVil IN llOORS 10 U .5 . .lRllY CORPS OF EllGilfEERS HYDROI.OGIC EllGillEERING CEllTER 6 09 SECOND STREET DI.VIS . ClllFORllIA 95616 (916) 551-174B PE1IC FLOV 1llD ST1GE (EllD-OF-PERIOD) SUl!ll.lRY FOR 1!111.TIPL£ PUIHUTIO ECOllOllIC COllPO"UTIONS FI.OVS IN CUBIC FEET PER SECOllD . .l.RE.l Ill SOOARE l!II.ES TIICE 7U PU!( Ill llOORS RlTIOS .lPPI.IED TO Pl!fl:IPIT1TIOB Ol'£R1 TIOll STUIOll .l.RE.l PUN RlTIO 1 RlTIO 2 RlTIO J RlTIO 4 RlTIO 5 RlTIO 6 1 1.00 9 .80 B .80 7 .40 6 .ZO c. so llTDllOGtiPll AT + .l.RE.ll 0 .04 FLOV 123 . 106 . 91 . 71. SS . 32 . TIIG: 11 . 77 11 .80 11 .80 11.80 11 .80 11 .BO f"ItJV 1 1 3 . 106 . ,1. 71 . 55 . 31 . nm: 11 .80 11 . BO 11 .BO 11 .80 11 . BO 11 . BO nov 12J . 106 . 91 . 71. 55 . 32 . Til!E 11 . BO 11 . BO 11 .BO 11. BO 11.80 1 1. BO now . 179 . 155 . 135 . 106 . B2 . C9 . EBBIBIT D-4 'DTl"IH Tilll[ 11.53 11.U 11.U 11.Sl ll.S3 ll.S3 ~TO + PD'S 0.04 1 1lD9 123. 106. '1. 71. "· 32. TDIE 12.10 12.13 12.U 12.13 12.13 12.13 FI.OV 123. 1°'. '1. 71. SS. 32. TDIE 12.10 U.13 12.13 12.13 12.13 12.13 FI.OV 123. 106. '1. 71. SS. 32. TillE 12.10 12.13 12.lJ 12.13 12.13 12.13 n.ov 17'. 155. 135. 106. 12. n. TlllE 11.87 11.17 11.17 11.87 11.17 11.87 ~u + .&KU 8.lS 1 FUl1ll Mii. 2U . 194. 144. Hf. u. TDIE 12.U 12.53 12.S3 12.U 12.57 12.60 FI.OV 250. 21'. 18'. lU. 109. '3. Tilll 12.H 12.60 12.'° 12.60 12.60 12.60 FI.OV S60. no. C32. 350. 27'. 180. TillE 11.70 11. 70 11. l'O 11. 10 11.70 11. 10 FI.OV 560. no. n2. 3SO. 279. 110. TillE 11. 70 11. 70 11. 70 11.70 11. 70 11. 70 ITl8lGl.lPll u + llU.3 0.03 1 FUl1ll 75. 6'. SS. CJ. u. n. TI1IE 11.83 11.83 11.83 11.83 11.83 11.87 2 n.ov 7S. u. S5. (3. 33. 1'. TillE 11.87 11.87 11.87 11.87 11.87 11.87 n.ov 75. u. SS. n. 33. 19. TillE 11.83 11.IJ 11.83 11.13 11.83 11.87 nov 7S. "· SS. '3. 33. 19. TIU: 1.1.ll 1.1.ll 1.1.tl u.n u.n 11.'7 ITl8lGl.lPll u + .AllE.l4 0.02 1 n.ov 71. "· '°· "· 39. 25. TillE 11.70 11.70 11.73 11.73 11.73 11.73 2. nov 11. ''· H. 49. 1.9. 2~. TillE 11.73 11.73 11.73 11.73 11.73 11.73 nov 71. "· '°· 49. 3'. 25. TillE 11.73 11.73 11.73 11. 73 11.73 11. 73 FI.OV 71. "· '°· "· 39. 25. TUii. u.n u.n U.11 11.n u.n u.n ' CXEillll 4T + Pmll>2 0.23 1 n.ov •30. 3H. n9. 20. 1'0. 111. TDIE 12.U 12.13 12.13 12.17 12.17 12.17 2. n.ov '30. 3H. 319. 1'9. \'9. \U. TillE 12.U 12.13 12.13 12.17 12.17 12.17 FI.OV 760. 6'2. 511. '67. 369. U•. TillE 11.73 11.73 11.73 11.73 11.73 11.73 FI.OV 171. 758. "'· 532. uo. 26'. Tilll[ 11.n u.n u.n u.n U.ll 11.n ~TO + cm.v 0 .23 1 FI.OV uo. ,.,_ Jlt. 20. 190. 111. TillE 12.U U.13 12.U 12.17 12.17 12.17 2 n.ov 430. 369. 'l19. 20. 190. 111. Tilll[ 12.13 u.u 12.13 12.17 12.17 12.17 n.ov 427. 113. 1rr1 291. 2U. 151. TillE 12.23 12.20 12.13 12.13 12.07 n.ov •Sa. ..,.,_ 367. 317. 2'1. 179. Tilll 12.10 12.10 1.2.10 12.117 12.07 1.2.tn -PEil STAGIS lll JOD1" -1 STAGE 0.00 0.00 0.00 0.00 0.00 0.00 TillE 0.00 0.00 0.00 0.00 0.00 0.00 STAGE 0.00 0.00 0.00 0.00 D.OD 0.00 TillE 0.00 0.00 0.00 0.00 0.00 0.00 3 s;TU:S 301. 74 307.12 306.57 305.82 305.l~ 30C .11 TillE 12.23 12.20 12.17 12.13 12.13 12.07 STACE 308.06 307. •2 306.17 306. 08 305. 37 304. 28 TillE 12.10 U.10 12.10 12.07 12.07 12.03 llTllliOGtiPll .l T + lRE.lS 0.04 1 FI.OV 126. 109. '5. 76. 59. 37. TillE 11.90 11.90 11.'° 11.90 11. 90 11. 90 nov 126. 109. '5. 76. 5'. 37. TillE 11.90 11.90 11. 90 11.90 11. 90 11. 90 FI.OV 132. 115. 101. 82. 65. 42. TillE 11. 90 11.90 11.90 11. 90 11. 90 11. 90 FI.OV 132. llS. 101. 82. 65. 42. TillE 11. 90 11.90 11. 90 11. 90 11.90 11. 90 2 OlllBDllD .lT + llE.lDVA D. 28 1 nov 540. 46'. 402. 315. 241. 143. TillE 12.07 12.07 12.07 12. 07 12.10 12.10 FLOV 540. 4". 402. 315. 2'1. 143. TillE 12.07 12.07 12.07 12.07 12.10 12 .10 FLOV 537. C82. '37. 370. 301. 108. TillE 12.07 12.03 12.03 12.03 12.03 12 .DO ' FLOV 574. SD9. 460_ 394_ 322. 220_ TI1IE 12.07 12.03 12.00 12.0D 12.DO 12.DD llOOTED TO + ClWI 0.28 1 n.ov SCD. '"· •02. 315. 2'1. 1'3. TillE U.23 U.23 U.23 1.2.U U.27 1.2.27 FLOV 5'0. '"· 402. 315. 2'1. 1'3. TillE 12.23 12.23 12.23 12.23 12.27 12.27 FLOV 537. H2. 437. 370. 302. 208. TillE 12.23 12.20 12.20 12.20 12.20 12.17 4 FLOV ~74. $09. «O. 194. 122. 210. Tilll[ 12.23 12.20 12.17 12.17 12.17 12.17 llTmOGR1Pll AT + ilD6 0. 02 1 FLOV 79. "· '1. "· 39. 2S. TillE 11.13 11.83 11.13 ·u.n u.n 11.17 2 n.ov 79. "· 61. "· 39. 25. TillE 11.87 11.87 11.17 11.87 11.17 11.87 n.ov 79. 69. '1. "· 39. 25. TillE 11.87 11.87 11.87 11. 87 11.87 11.87 FI.Oii 1'. f.9. f.1. 4'. 39. lS. TillE 11.17 11.87 11.87 11.87 11.87 11.87 llTmOGR1Pll AT + U£1.1 D.02 1 FI.CV SI. so. '3. 3,. 26. 15. T1D 11.90 11.'IO 11.90 11 . .,0 u . .,o 11 . .,1 2 FLOV 109. 97. 86. 71. 59. 40. TillE 11. 50 11.SD 11.SO 11.53 11.53 11.53 FLOV 109. 97. 86. 71. 59. 40. TillE 11.SD 11.SO 11.SO ll .S3 11.53 11.53 Fl.OU 109. 97. u. 71. 59. 40. TUE 11.SD 11.SO 11.SD 11.53 11.53 11.53 llTDROGtiPll AT + ilD8 0.05 1 n.ov 1'6. 125. 108. 8'. "· 37. l!llBIBIT ))...4 QllBU P:-4 TillE 11.83 11 .83 11.83 11 .83 11 .83 11 .87 FLO¥ 23,. 210 . 185 . 151. 121 . 7'. TillE 11 .53 11.53 11 .53 11 .53 11 .53 11 .53 n.ov 23'. 210 . llS . 151. 121. "· TillE 11.53 11 .53 11 .53 11 .53 11 .53 11 .53 FLO¥ 23,. 210 . 185 . 151. 121. 7,. Til!E 11 .53 11.53 11 .53 11 .53 11 . SJ 11 .53 4 COllBillEI> .lT + 5Cll.lFF 0 .37 n.ov 748 . 644 . 557 . 438 . 337 . 200 . TillE 12 .07 12 .07 12 .07 12 .10 12 .10 12 .10 FLO¥ 655 . 566 . 4'1 . 388 . 301. 182 . TillE 12 .10 12 .10 12 .10 12 .10 12 .10 12 .10 3 n.ov uo . 592 . S3,. 448 . 3'1 . 2S3 . Til!E 12 .10 12 . 07 12 .07 12 .10 12 .10 12 .07 Fl.0¥ U4 . 620 . 559 . 475 . 388 . 265 . Til!E 12 .10 12 .10 12 .10 12 .10 12 .10 12 .10 ... ltORKll Em OF HEC-1 - EBBIBIT J>-4 Hydrograph @ Schaff er Rd. 1200 1000 800 100 Yr. Condition 1 600 400 1 O Yr. Condition 1 200 0.0 0 .3 0 .5 0.8 1.0 1.3 1.5 1.8 2.0 2.3 28JUL92 11 :00 Time (hours) EXHIBITS E-1 THROUGH E-2 tttttttttttttttttttttttttttttttttttttttttttttttttttttt t WATER SURFACE PROFILF.S t t DEVEWPID BY THE COE t t VERSIOH OF SEPTFXBER 1988 t t t t RUN DATE 11/15/93 TIME 9: 8: 5 t tttttttttttttttttttttttttttttttttttttttttttttttttttttt x x xxxxxxx x x x x x x xxxxxxx xxxx x x x x x x x x xxxxxxx EHD OF BAXHER 11/15/93 9: 8: 5 tttttttttttttttttttttttttttttttttttttttttttttttttt HEC2 RELF.ASE DATED SEPT 88 tttttttttttttttttttttttttttttttttttttttttttttttttt Tl IIBC 2 FOR EDELEWISS RATIHG CURVE ANALYSIS T2 COLLEGE STATION DRADIAGE SYSTEM ANALYSIS Q= 500 T3 CULV AT SCHAFFER RD Jl I CHECK IKQ KIKV !DIR STRT llE'l'RIC 0 2 0 0 0 0 J2 JIPROF I PLOT PRFVS XSECV XSF;CH FR 1 0 -1 NC .03 .03 .02 .1 .3 ar 3 449 577 791 X1 528 7 1100 1164 0 GR 302.25 750 296.57 1100 296.65 GR 296.41 1157 297.46 1164 X1 644 6 1000 1113 100 GR 302.25 650 298.18 1000 297.36 GR 300.85 . 1113 EXHIBIT E-1 xxxxx x x x x xxxxx x x x xxxxx HVIHS Q 0 !LUX: !Bi 0 0 1135 295.08 116 130 1047 295.29 xxxxx x x x xxxxx x x xxxxxxx ttttttttttttttttttttttttttttttttttttttt t OODSOK AllD ASSOCIATES, IMC. t t HYDROJAX;IST AllD CML ENGINEERS t t 7015 W TIDWELL SUITE 107 t t HOUSTON I TEXAS 77092 t t (713) 895-8322 t ttttttttttttttttttttttttttttttttttttttt PAGE 1 THIS RUii EXECUTED 11/15/93 9: 8: 5 WSEL FQ 298 0 CHNDI ITRACE 1146 295.29 1155 1065 297. 79 1075 X1 715 7 1388 1465 50 71 100 GR 302.25 1000 298.32 1388 298.42 1428 295.31 1441 295.09 1457 GR 298.24 1465 300.49 1508 NC .03 .03 .024 .03 .05 X1 750 8 1000 1072 35 35 35 X3 10 GR 302.25 600 298.45 1000 297.31 1007 296.54 1015 294.99 1032 GR 296.48 1052 297 .31 1064 298.28 1072 SB 1.25 1.6 3 6 0 24 0 295.95 295. 23 X1 815 12 1237 1340 65 65 65 X2 1 299.98 30o.1 X3 0 BT -12 390 303 303 640 301 301 887 300.1 300.1 BT 1000 302.67 299.98 1009 302.67 299.98 1058 301.98 301.98 BT 1111 301. 77 301. 77 1190 301.84 301.84 1237 302.40 302.40 BT 1250 303 303 1340 303.5 303.5 1500 304 304 GR 303 390 301 640 30Q.1 887 299 1000 299 1009 GR 299 1058 299 1111 299 1190 299 1237 295.95 1250 GR 299 1340 301.6 1500 11/15/93 9: 8: 5 PAGE 2 HC .03 .03 .014 .1 .3 X1 850 5 1242.5 1257.5 35 35 35 GR 301.5 1000 298.5 1242.5 296.05 1250 298.5 1257.5 301.7 1500 QT 3 359 465 644 X1 1100 5 157.5 172.5 250 250 250 0 0 0 GR 300 100 299.15 157.5 296.70 165 299.15 172.5 299.90 200 Xl 2112 0 0 0 1012 1012 1012 0 2.934 0 11/15/93 9: 8: 5 PAGE SECNO DEP'ffi !JSEL CRillS ilSEil EG HV BL owss BAllK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT /RIG!fr TillE VLOB VCll VROB XllL XHCll XllR Im( EUil}{ SSTA SLOPE XLOBL Ml XLOBR !TRIAL IDC I CORT CORAR TOPWID EllDST tPROF 1 0 CCllV= .100 CT.llV= .300 tSECli() 528 • 000 3280 CROSS SECTIOK 528. 00 EXTENDFJl .54 FEET 528.00 2.92 298.00 .00 298.00 298.15 .15 .00 .00 296.57 449. 80. 369. o. 63. 109. o. o. o. 297.46 .00 1.27 3.38 .00 .030 .020 .000 .000 295.08 1011.88 • 001025 o • o. o. 0 0 0 .00 152.12 1164.00 tSECHO 644. 000 3685 20 TRIAI.S A'l'l'EMPTED lfSEL,OOEL 3693 PROBABLE mIMllM SPECIFIC ENERGY 3720 CRITICAL DEP'ffi ASSUl!ED 644.00 2.99 298.28 298. 28 .oo 298.79 .52 .27 .11 298.18 449. o. 449. 0. 0. 78. o. o. o. 300.85 .01 .53 5.76 .oo .030 .020 .000 .000 295.29 991.58 .006392 100. 130. 116. 20 8 0 .00 89.47 1081.06 tSECHO 715. 000 3302 lfARNING: CONVEYANCE CllAllGE OO'l'SIDE OF ACCEPTABLE RANGE 715.00 3.78 298.87 .00 .00 299.06 .19 .24 .03 298.32 449. 11. 435. 3. 15. 123. 4. 1. 1. 298.24 .01 .74 3.54 .81 .030 .020 .030 .000 295.09 1333.24 • 001239 50. 100 • 71. 4 0 0 .00 143.89 1477.13 . CCBV= .030 CEHV= .050 tSECHO 750. 000 3280 CROSS SECTION 750.00 Em!RDID .72 FEET 3302 lfARNING: CONVEYAHCE CllAIGE otrrSIDE OF ACCEPTABLE RAHGE 750.00 4.01 299.00 .00 .00 299.09 .09 .03 .oo 298 .45 449. 7. 442. o. 16. 180. o. 1. 1. 298.28 .02 .45 2.46 .oo .030 .024 .000 .000 294.99 942.14 • 000469 35 • 35. 35. 2 0 0 .00 129.86 1072.00 11/15/93 9: 8: 5 PAGE SECHO DEPTH ClfSEL CRilfS iSELK EG BV BL OI.DSS BANK ELEV Q QWB ~ ~ AWB ACH AROB VOL m LErl'/RIGll'l' 'rI!E VLOB VCH VROB m XHCH XHR i'l'll EOOll SSTA SUlPE XWBL xu:H XUlBR I TRIAL roc IaiT CORAR TOPWID EIIDST SPECIAL ~ SB XK XKOR COFQ ROLF.If BWC BlfP BARF.A SS EU:11U EUllD 1.25 1.60 3.00 .oo 6.00 .oo 24.00 .00 295.95 295.23 tSEC!fO 815.000 6070 ,Im M BY NORMAL ~ EGPRS= . ooo me= 299.975 KW:= 299. 980 POISE= 298. 999 ELTRD= 300.100 3302 WARNlllG: COHVEYANCE CllAllGE OU'l'SIDE OF ACCEPTABLE RANGE 3370 NORMAL BRIIX;E I HRD= 12 Klll ELTRD= 300.10 !!AX KW:= 299.98 815.00 3.06 299.01 .oo .oo 299.14 .12 .05 .00 299.00 449. o. 449. o. 4. 159. o. 1. 1. 299.00 .02 .11 2.83 .02 .030 .024 .030 .000 295. 95 998.32 • 001176 65 • 65. 65. 3 0 0 .oo 342.69 1341.01 CCHV= .100 CEHV= .300 *SECNO 850. 000 3685 20 'I1UAIS A'l'l'OOlTE!l llSEL,CWSEL 3693 PROBABLE Kll!Il!Ull SPECIFIC ENERGY 3720 CRITICAL DEP'lll ASSllMED 850.00 3.76 299.81 299.81 .00 300.27 .46 .04 .10 298.50 449. 95. 265. 89. 69. 38. 65. 1. 1. 298.50 .03 1.37 6.98 1.37 .030 .014 .030 .000 296.05 1136.65 .001340 35. 35. 35. 20 11 0 .OD 220.08 1356. 73 *SECHO 1100. 000 3280 CROSS SECTIOH 1100. 00 EX'I'ERDED .50 FEET 3685 20 '!'RIALS A'l'rEllPTED llSEL,CWSEL 3693 PROBABLE !IIIllUll SPECIFIC OORGY 3720 CRITICAL DEPTH ASSUllED 1100.00 3.70 300.40 300.40 .oo 300.89 .48 .32 .01 299.15 359. 73. 247. 38. 48. 37. 24 • 2. 2. 299.15 • 04 1.54 6.65 1.59 .030 .014 .030 .000 296. 70 100.00 • 001251 250. 250 • 250. 20 6 0 .00 100.00 200.00 11/15/93 9: 8: 5 PAGE 5 SECNO DEPTH CWSEL CRIWS llSELK EG HV HL OIDSS llAHK ELEV Q QIDB (Xll QROB AWB ACll AROB VOL M LErl' /RIGHT Tm rum VCH VROB XNL XHCH XHR Im! EI1llll SSTA SWPE XWBL xu:H XWBR I'l'RIAL !DC ICO!'l' CORAR TOPWID EllDST *SDO 2112.000 3280 CROSS SECTIOH 2112. 00 EX'I'ERDED • 43 FEET 3685 20 TRIAL.5 AmllPTED llSEL,CWSEL 3693 PROBABLE mD1111 SPECIFIC ENERGY 3720 CRITICAL DEP'l'll ASS1111ED 2112.00 3.63 303 .26 303.26 .00 303.83 .56 1.37 .02 302.08 359. 68. 255. 36. 43. 36. 22. 4. 4 • 302.08 • 09 1.57 7.08 1.63 .030 .014 .030 .000 299.63 100.00 .001478 1012. 1012. 1012. 20 5 0 .oo 100.00 200.00 11/15/93 9: 8: 5 PAGE 6 Tl HEC 2FOR EDELEWISS RATDIG CURVE ANALYSIS T2 COLLEGE STATION DRADIAGE SYSTH! ANALYSIS Q= 650 T3 CULV AT SCHAFFER RD Jl I CHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 0 3 0 0 0 0 3 0 298 0 J2 NPROF IPWT PRFVS XSECV XSECH FN ALUlC IBW CHNII! I TRACE 2 0 -1 11/15/93 9: 8: 5 PAGE 7 SECJIO DEPTH CWSEL CRIWS WSELK F;(; HV HL owss BAHK ELEV Q QI.OB tx:H QROB AWB ACH AROB VOL 'l'iA Im /RIGHT mE VWB VCH VROB XliL XRCH XRR li'l'H Erm SSTA SWPE XI.DBL ru::H XI.DBR rnuAL IDC ICOHT CORAR roPilll EHDST tPROF 2 0 CCl!V= .100 CEHV= .300 tSECllO 528. 000 3280 CROSS SECTION 528. 00 EXTENDED • 54 FEET 528.00 2.92 298.00 .00 298.00 298.25 .25 .00 .00 296.57 577. 103. 474. o. 63. 109. o. o. o. 297.46 .oo 1.63 4.34 .00 .030 .020 .000 .000 295.08 1011. 88 • 001692 o . 0. o. 0 0 0 .00 152.12 1164.00 tSECJIO 644. 000 3685 20 'mIALS M'l'oo>'l'F.D WSEL,CWSEL 3693 PROBABLE llillIXlJll SPECIFIC ENERGY 3720 CRITICAL DEP'm ASSUMED 644.00 3.22 298.51 298.51 .00 299.05 .54 .35 .09 298.18 577. . 5. 572 • o. 5. 97. o. o. o. 300.85 .01 1.07 5.92 .00 .030 .020 .000 .000 295.29 971.98 .005288 100. 130. 116. 20 8 0 .oo 111.91 1083.89 tSEC!fO 715. 000 1645 INT SEC ADDED BY RAISDIG SEC 715,00 I .100 FT AND MULTIPLYDIG BY 1.093 3302 liARHIHG: CONVEYANCE CHANGE OOI'SIDE OF ACCEPTABLE RANGE 1.01 3.75 29 8.9 4 .oo .00 299.22 .28 .15 .0 3 298.42 577 . 13. 561. 4. 14. 131. 4. 1. o. 298 .34 .01 .87 4.28 .96 .03 0 .020 .03 0 .000 295.19 1368.05 • 001863 25. 50. 36 • 5 0 0 .oo 15 2.48 1520.53 1645 INT SEC ADDED BY RAISING SEC 1.01, -.100 FT AND MULTIPLYING BY .915 715.00 3.98 299 .07 .00 .00 299 . 30 .23 .08 .00 298.32 577. 26. 545. 7. 28. 138. 7. 1. 1. 298.24 .01 .94 3.96 1.00 .030 .020 .030 .000 295.09 1314.13 .001327 25. 50. 36 . 3 0 0 .oo 166.69 1480.83 11/15/93 9: 8: 5 PAGE 8 SDO DEPTH CllSEL ems llSELK EG HV HL owss BANK ELEV Q QWB ~ QROB AWB ACH AROB VOL M LEF'l'/RIGl!T Tm VIDll VCH VROB DL XRCll XHR m nm ~A SIDPE IIDBL 00 IDlBR Il'RIAL IOC ICOHT CORAR TOPWID EHDS'l' CCBV= .030 CEHV= .050 *SF.afO 750.000 3280 CROSS SECTIOK 750.00 Em:somi .93 FEET 3302 MING : CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE 750 .00 4.22 299 .21 .oo .00 299.33 .12 .03 .00 298.45 577. 19. 558. 0. 30. 195. o . 1. 1. 298. 28 .02 • 62 2.87 .00 .030 .024 .0 00 .000 294.99 920.14 .000573 35. 35. 35. 2 0 0 .oo 151.86 1072.00 SPECIAL BRIOOE SB XK XKOR COFQ RD LEH BlfC BWP BARF.A SS Kr£HU EICllD 1.25 1.60 3.0 0 .00 6.00 .00 24.00 .oo 295.95 295 .23 *SF.afO 815 . 000 3302 llARHIXG: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE PRESSURE AKD WEIR M EGPRS ~ HJ IJEIR QPR BARF.A TRAPEZOID ELU: ELmD iEIRIB AREA 313.57 300.29 • 00 368 • 211. 24. 24. 299.98 300.10 307. 815.00 5.17 301.12 .00 .00 301.12 .oo 1.79 .00 299.00 577. 278. 265. 34 • 821. 375. 138. 2. 1. 299.00 .05 .34 • 70 .25 .030 .024 .030 .000 295.95 625.01 • 000023 65 • 65. 65. 0 0 8 .oo 845.44 1470.46 CCHV= .100 CEHV= .300 *SECNO 850. 000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE 850.00 5.03 301.08 .00 .00 301.14 .06 .00 .02 298.50 577. 203. 184. 190. 269. 57. 252. 3. 2. 298.50 .06 .75 3.21 .75 .030 .014 .030 .000 296.05 1033. 88 .000165 35. 35. 35. 2 0 0 .00 419.20 1453.08 11/15/93 9: 8: 5 PAGE 9 SECNO ,DEP'l'll CWSEL CRiiS WSEIK ~ HV HL OI.DSS BAllK ELEV Q QLOB ~ QROB AWB ACH AROB VOL TWA LEFT/RIG!fi TD!E VLOB VCH VROB XHL XHCH XHR m EOOH SSTA SIDPE XI.DBL M XLOBR !TRIAL me ICOHT CORAR '1'0000 ENDST *SECNO 1100. 000 3280 CROSS SECTION · 1100. 00 EX'l'EHDED = 1.07 FEET , 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE 1100.00 4.27 300.97 .oo .00 301.29 .32 .07 .08 299.15 465. 133. 266. 66. 80. 46. 40. 5. 3. m.15 .08 1.65 5.83 1.67 .030 .014 .030 .000 296. 70 100.00 .000730 250. 250. 250. 3 0 0 .oo 100.00 200.00 *SFnfO 2112. 000 3280 CROSS SECTION 2112.00 EXTEllDED .71 FEET 3685 20 TRIALS A'l'l'EKPTED WSEL,t'llSEL 3693 PROBABLE KllUllUll SPFt!FIC ENERGY 3720 CRITICAL DEP'l'll ASSUMED 2112.00 3.91 303.54 303.54 .00 304.10 .56 .99 .07 302.08 465. 111. 297. 57. 59. 40. 30 . 8. 6 • 302.08 • 13 1.87 7.39 1.91 .030 .014 .030 .000 299.63 100.00 .001392 1012. 1012. 1012. 20 10 0 .oo 100.00 200.00 11/15/93 9: 8: 5 PAGE 10 Tl HEC 2 FOR EDELOOSS RATING CURVE AHALYSIS T2 COLLEGE STATI ON DRAIHAGE ·SYSTEll ANALYSIS Q= 800 T3 CDLV AT SCHAFFER RD Jl !CHECK IHQ NIHV IDIR STRT METRIC HVINS Q WSEL FQ 0 4 0 0 0 0 0 298 0 MULTIPLE PROFILE RUN WI'IB INTERPOIJ.TED CROSS SF.cTIONS J2 NPROF rnm PRFVS XSECV XSECH FN ALLDC IBlf CIINIM I TRACE 0 -1 11/15/93 9: 8: 5 PAGE 11 SF.CJIO DEPTH t'lfSEL CRIWS llSKLK F.G HV BL OLOSS BANK ELEV Q QWB QC!! QROB AWB AC!! AROB VOL M LEFT/RIGHT TillR VWB VCH VROB XHL XHCH XllR m KWH SSTA SWPE XWBL xu:H XWBR I TRIAL IOC ICOKT CORAR TOPWID EHDST tPROF 3 0 CCllV= .100 CFllV= .300 tSF.CJIO 528. 000 3280 CROSS SECTION 528. 00 EXmlDED .54 FEET > 528.00 2.92 298.00 .00 298.00 298.47 .47 .oo .00 296.57 791. 141. 650. 0. 63. 109. o. o . o. 297.46 • 00 2.23 5.95 .00 .030 .020 .000 .ooo 295.08 1011.88 .003180 0. 0. 0. 0 0 0 .oo 152.12 1164 .oo tSF.CJIO 644.000 3685 20 TRIMS ATTFXPTED WSKL,t'lfSKL 3693 PROBABLE llIHIKUM SPECIFIC ENERGY 3720 CRI'l'ICAL DEP'IH ASSUKED 644.00 3.50 298. 79 298.79 .oo 299.39 .61 .49 .04 298.18 791. 24. 767. o. 16. 121. o. o. o. 300.85 .01 1.55 6.35 .oo .030 .020 .000 .000 295.29 947.91 .004791 100. 130. 116. 20 11 0 .00 139.45 108 7.36 tSECHO 715.000 3302 WARNING: CONVEYANCE CHANGE OOI'SIDE OF ACCEPTABLE RANGE 715.00 4.29 299.38 .oo .00 299.65 .28 .22 .03 298.32 791. 64. 712. 15. 54. 161. 12. 1. 1. 298.24 .01 1.18 4.43 1.24 .030 .020 .030 .000 295.09 1284.65 • 001355 50 • 100. 71. 2 0 0 .oo 201.89 1486.54 CCllV= .030 CFJIV= .050 *SECHO 750.000 3280 CROSS SECTION 750.00 EXTENDED 1.24 FEET 750.00 4.53 299.52 .oo .oo 299.69 .17 .03 .00 298.45 791. 52. 739. o. 61. 217. 0. 1. 1. 298 .28 .02 .86 3.40 .oo .030 • 024 .000 .000 294.99 887.07 .000696 35. 35. 35. 2 0 0 .00 184.93 1072.00 11/15/93 9: 8: 5 PAGE 12 SECHO DEPTH CWSEL CRIWS liSELK EG HV HL OUJSS BANK ELEV Q QUJB ~ QROB AUJB ACH AROB VOL M LEFT/RIGHT TIME VUJB VCR VROB XHL XHCH XHR m EOOll SSTA SUJPE XUJBL XLCH XLOBR I TRIAL IDC I CONT CORAR TOPliID EHDST SPJX:IAL ~ SB XK XKOR COFQ RD LEH BWC BliP BARF.A SS EU:llU KUE) 1.25 1.60 3.00 .oo 6.00 .00 24.00 .00 295.95 295.23 *SECHO 815. 000 3302 liARHING: CONVEYANCE CllAHGE OUTSIDE OF ACCEPTABLE RANGE PRESSURE AHO WEIR FUlli EGPRS EGIMC HJ QWEIR QPR BARF.A TRAPEZOID ELLC ELTRD liEIRI.l{ AREA 326.51 300.65 • 00 587 • 204. 24. 24. 299.98 300.10 341. 815.00 5.37 301.32 .oo .00 301.32 .01 1.63 .00 299.00 791. 399. 341. 51. 948. 396. 166. 2. 2 • 299.00 .05 .42 • 86 .31 .030 .024 .030 .000 295. 95 599.75 .000032 65. 65. 65. 0 0 9 .oo 883.15 1482.89 CCllV= .100 CFJIV= .300 *SECNO 850.000 3302 lfARHil{G: CONVEYANCE CllAHGE OOI'SIDE OF ACCEPTABLE RANGE 850.00 5.22 301.27 .oo .00 301.35 .08 .oo .02 298.50 791. 288. 234. 270. 310. 60. 290. 3. 2 • 298.50 • 05 .93 3.90 .93 .030 .014 .030 ,000 296.05 1018.77 .000228 35. 35. 35. 2 0 0 .00 448.48 1467.25 *SECNO 1100. 000 3280 CROSS SECTIOH 1100.00 EXTENDED 1.13 FEET 3302 WAR!IDIG: CONVEYANCE CHANGE Ol1l'SIDE OF ACCEPTABLE RAHGE 1100.00 4.33 301.03 .00 .00 301.60 .56 .10 .15 299.15 644. 188. 363. 94. 84. 47. u. 6. 4. 299.15 .06 2.24 7.78 2.26 .030 .014 .030 .000 296.70 100.00 • 001267 250. 250. 250 • 4 0 0 .00 100.00 200.00 11/15/93 9: 8: 5 PAGE 13 SECHO DEPTH CllSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QUlB QC!! QROB AUlB ACH AROB VOL '!WA LEFT/RIGHT TIME VUlB VCH VROB XHL XHCH XHR Im! EOOH SSTA SUlPE XUlBL XI.CH XUlBR I TRIAL roe ICOHT CORAR 'roPWID EHDST *SDO 2112.000 3280 CROSS SECTIOB 2112.00 EXTENDED 1.04 FEET 3685 20 TRIAUi mEllPTED WSEL,ClfSEL 3693 PROBABLE mIXll! SPF.CIFIC F.HERGY 3720 CRITICAL DEP'l'll ASSOOD 2112.00 4.24 303.87 303.87 .00 304.51 .64 1.38 .02 302.08 m. 181. 372. 91. 78. 45. 39. 9 • 6. 302.08 • 11 2.31 8.22 2.34 .030 .014 .030 .000 299.63 100.00 .001476 1012. . 1012. 1012. : 20 6 • 0 .00 100.00 200.00 11/15/93 9: 8: 5 PAGE 14 THIS RUH EXECUTED 11/15/93 9: 8: 6 tttttttttttttttttttttttttttttttttttttttttttttttttt HEC2 RELEASE DATED SEPT 88 tttttttttttttttttttttttttttttttttttttttttttttttttt HOTE-ASTERISK ( t) AT LE?!' OF CROSS-SECTIO!I HUMBER INDICATES MESSAGE IH SUMMARY OF ERRORS LIST AT SCHAFFER RD SUllKARY PRINTOUT TABLE 150 SECHO XICll ELTRD ELI£ EOON Q CWSEL CRIWS EG lO*KS VCH AREA .OlK 528.000 .00 .00 .oo 295.08 449.00 298.00 .00 298.15 10.25 3.38 172.23 140. 27 528.000 .oo .00 .00 295.08 577 .00 298.00 .oo 298.25 16.92 4.34 172.23 140.27 528.000 .oo .00 .oo 295.08 791.00 298.00 .00 298.47 31.80 5.95 172.23 140. 27 t 644.000 130.00 .00 .00 295.29 449.00 298.28 298.28 298. 79 63.92 5.76 78.29 56.16 t 644.000 130.00 .00 .oo 295.29 577.00 298.51 298.51 299.05 52.88 5.92 101.25 79.35 t ·644.000 130.00 .00 .00 295.29 791.00 298.79 298.79 299 .39 47.91 6.35 136 .42 114.28 t 715.000 100.00 .00 .00 295.09 449.00 298.87 .00 299.06 12.39 3.54 141.82 127.58 715.000 100.00 .00 .00 295.09 577.00 299.07 .oo 299.30 13.27 3.96 171.87 158.37 t 715.000 100.00 .00 .00 295.09 791.00 299.38 .00 299.65 13.55 4.43 226.91 214.85 t 750.000 35.00 .oo .00 294.99 . 449.00 299.00 .oo 299.09 4.69 2.46 195.51 207.24 t 750.000 . 35.00 .oo .00 294.99 577.00 299.21 .00 299.33 5.73 2.87 224.95 241.04 750.000 35.00 .00 .00 294.99 791.00 299.52 .00 299.69 6.96 3.40 277.87 299.88 t 815.000 65.00 300.10 299.98 295.95 449.00 299.01 .oo 299.14 11.76 2.83 162.67 130.95 t 815.000 65.00 300.10 299.98 295.95 577.00 301.12 .00 301.12 .23 .70 1335.18 1197' 70 t 815.000 65.00 300.10 299.98 295.95 191.00 301.32 .00 .301.32 .32 .86 1509.87 1395.26 t 850.000 35.00 .oo .00 296.05 449.00 299.81 299.81 300.27 13.40 6.98 172.29 122.66 t 850.000 35.00 .00 .oo 296.05 577.00 301.08 .oo 301.14 1.65 3.21 578.67 449.02 t 850.000 35.00 .00 .00 296.05 791.00 301.27 .00 301.35 2.28 3.90 659. 78 523 .68 t 1100.000 250.00 .00 .00 296.70 359.00 300.40 300.40 300.89 12.51 6.65 109.03 101.49 t 1100.000 250.00 .oo .oo 296.70 465.00 300.97 .00 301.29 7.30 5.83 165.68 172.12 t 1100.000 250.00 .oo .oo 296.70 644.00 301. 03 .00 301.60 12.67 7.78 171. 91 180.92 t 2112.000 1012.00 .oo .oo 299.63 359.00 303.26 303.26 303.83 14.78 7.08 101.41 93.37 t 2112.000 1012.00 .00 .00 299.63 465.00 303.54 303.54 . 304.10 13.92 7.39 129.21 124.63 t 2112.000 1012.00 .00 .oo 299.63 644.00 303.87 303.87 304.51 14.76 8.22 162.45 167.63 11/15/93 9: 8: 5 PAGE 15 AT SCHAFFER RD SUMMARY PRINroUT TABLE 150 SECNO Q CWSEL DIFWSP DIFWSX DIFKliS TOPWID Xill! 528.000 449.00 298.00 .oo .oo .00 152.12 .oo 528.000 577.00 298.00 .00 .00 .oo 152.12 .00 528.000 791.00 298. 00 .00 .00 .oo 152.12 .00 644. 000 449.00 298.28 .00 .28 .00 89.47 130.00 644.000 577 .oo 298.51 .23 .51 .oo 111. 91 130.00 t 644.000 791.00 298.79 • 28 .79 .00 139.45 130.00 t 715.000 449.00 298.87 .00 .60 .00 143.89 100.00 715.000 577.00 299.07 .19 .13 .00 166.69 100.00 t 715.000 791.00 299.38 .31 .59 .oo 201.89 100.00 t 750.000 449.00 299.00 .00 .12 .00 129.86 35.00 t 750.000 577.00 299.21 .21 .14 .oo 151.86 35.00 750.000 791.00 299.52 .31 .14 .00 184.93 35.00 t 815.000 449.00 299.01 .00 .02 .00 342.69 65.00 t 815.000 577.00 301.12 2.10 1.91 .00 845.44 65_.oo t 815.000 791.00 301.32 .20 1.80 .00 883.15 65.00 t 850.000 449.00 299.81 .00 .79 .oo 220.08 35.00 t 850.000 577.00 301.08 1.27 -.04 .00 419.20 35.00 t 850.000 791.00 301.27 .19 -.05 .00 448.48 35.00 t 1100.000 359.00 300.40 .00 .59 .oo 100.00 250.00 t 1100.000 465.00 300.97 .56 -.11 .00 100.00 250.00 t 1100.000 644.00 301. 03 .07 -. 24 .00 100.00 250.00 t 2112.000 359.00 303.26 .00 2.86 .00 100.00 1012.00 t 2112.000 465.00 303.54 .28 2.57 .00 100.00 1012.00 t 2112.000 644 .00 303.87 .33 2.84 .oo 100.00 1012.00 11/15/93 9: 8: 5 SUMMARY OF ERRORS AND SPECIAL NarES CAUTION SECNO= CAtrl'ION SECJIO= CAUTION SECNO= CAtrrION SECJIO= CAUTION SECJIO= CAtrl'ION SECJIO= CAUTION SECJIO= CAtrl'ION SECNO= CAUTION SECNO= llARNING SECJIO= llARNING SECJIO= WARNING SF.CJIO= llARNING SECNO= llARHIHG SF.CHO= llARNING SF.Ol'O= llARIIHG SECHO= CAtrrIOlf SF.Ol'O= CAtrl'IOB SECRO= CAtrl'I(I( SF.Ol'O= llARNING SECJIO= llARNING SF.Ol'O= CAtrl'ION SECJIO= CAUTION SECNO= CAtrl'IOR SF.CJIO= llARNIRG SECNO= WARNING SECRO= CAUTION SECNO= CAtrl'IOR SECRO= CAtrl'I(I( SF.Ol'O= CAtrl'IOtl SECHO= CAtrl'IOH SF.CHO= CAtrl'IOR SECRO= CAO'l'Hlf SF.CHO= CAtrl'IOtl SECJIO= CAtrl'Itl SF.CHO= 644. 000 PROFILE= 1 CRITICAL DEP'ffi ASSOKED 644.000 PROFILE= 1 PROBABLE lURil!UK SPECIFIC ENERGY 644. 000 PROFILE= 1 20 TRIALS A'l'I'EKPTED 'ro BAIAllCE WSEL 644.000 PROFILE= 2 CRITICAL DEPTH ASSUMED 644.000 PROFILE= 2 PROBABLE !!INil!UK SPECIFIC ENERGY 644.000 PROFILE= 2 20 TRIALS ATTEMPTED 'ro BALANCE WSEL 644.000 PROFILE= 3 CRITICAL DEPTH ASSUMED 644.000 PROFILE= 3 PROBABLE lUNil!UK SPECIFIC ENERGY 644. 000 PROFILE= 3 20 TRIALS ATTOOTED 'ro BAIAllCE WSEL 715.000 PROFILE= 1 CONVEYANCE CHARGE Otrl'SIDE ACCEPTABLE RANGE 715.000 PROFILE= 3 CONVEYANCE CHARGE OUTSIDE ACCEPTABLE RANGE 750.000 PROFILE= 1 CONVEYANCE CHARGE Otrl'SIDE ACCEPTABLE RANGE 750.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 815. 000 PROFILE= 1 CONVEYAHCE CHANGE Otrl'SIDE ACCEPTABLE RANGE 815.000 PROFILE= 2 CONVEYANCE CHANGE OOI'SIDE ACCEPTABLE RANGE 815. 000 PROFILE= 3 CONVEYAHCE CHARGE Otrl'SIDE ACCEPTABLE RANGE . 850. 000 PROFILE= 1 CRITICAL DEP'ffi ASSOHED 850. 000 PROFILE= 1 PROBABLE IIlRilltJK SPF.X:IFIC ENERGY 850.000 PROFILE= 1 20 TRIALS ATTOO>TED ro BAIAllCE WSEL 850. 000 PROFILE= 2 CONVEYANCE CHANGE OOl'SIDE ACCEPTABLE RAHGE 850.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1100.000 PROFILE= 1 CRITICAL DEPTH ASSUMED 1100. 000 PROFILE= 1 PROBABLE !!INOOJK SPECIFIC ENERGY 1100.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL 1100. 000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1100.000 PROFILE= 3 CONVEYANCE CHARGE Otrl'SIDE ACCEPTABLE RANGE 2112.000 PROFILE= 1 CRITICAL DEP'ffi. ASSOKED 2112. 000 PROFILE= 1 PROBABLE lUNil!UK SPECIFIC ENERGY 2112.000 PROFILE= 1 20 TRIALS ATTOO>TED 'ro BAIAllCE WSEL 2112. 000 PROFILE= 2 CRITICAL DEP'l'll ASSOOD 2112. 000 PROFILE= 2 PROBABLE lUNIKlJll SPF.X:IFIC ENERGY 2112. 000 PROFILE= 2 20 'l'RIALS A'l'1'EKP'l'ED TO BA!AllCE WSEL 2112. 000 PROFILE= 3 CRITICAL DEP'ffi ASSOHED 2112. 000 PROFILE= 3 PROBABLE IIlRilltJK SPF.X:IFIC ENERGY 2112. 000 PROFILE= 3 20 TRIALS ATTEl!P'l'm TO BAIARCE WSEL PAGE 16 320 315 z 0 J--1 ~310 ~ w __J 305 w 300 295 -0 0::: I... v '+-'+- 0 .s:: () (f) @ Q :2 u N r--.. x w FLOOD PROFILES 10 Year Storm 25 Year Storm 100 Year Storm -----Chann e l Botto m Elev ation of Ro ad above Culvert .. -· · _ .. --------.. ----------Low Point of Schaffer Rd --. · - _ - - - I tfl 290-+------.-~~----.---~~~~-~~~----~--~------~~~----.---~-~~~N 500.0 700.0 900.0 1100.0 1300.0 1500.0 1700.0 1900.0 2100.0 2300.0 DISTANCE 20 .0 18 .0 16.0 14.0 ~ 12 .0 .!:.. ~ u:: 10.0 8 .0 ~ ,, ,, 6 .0 ,,,, . ,. 4 .0 V" ,_,.... 2 .0 0 .50% [....;"" -,.,,,. ....- - 28' BC-BC --39' BC-BC --47' BC -BC 56' BC-BC --66' w/ Median """" ..... ~ .... ..... .-6" , i.---· &i-" -~ _,,,.. .............. ,,,. , ....... / Ar ./ ,,-' _.... __ .... ----....... .... ------~ - 1.00% 1.50% McClure Engineering , Inc __ .... ~ ,,...... ,,. ... .... -- --~ 2 .00% EXHIBIT F City of College Station Standard Pavement Section Storm Runoff Street Capacity --....-::;.. .... i.....--:: --.-r-:;...----~ ....... --- -~ .-- ~ ~~ ------ ----~ -- ---'--- 2.50 % 3.00% Slope(%) .....-:. i--: ........... -----::;;...,. i.-------- ,_ -- 3.50 % -----:--------__ ......... ----.... ---. -·-_ .... ----....... 4 .00% 4 .50 % --~-- -- - -..-- - 5.00% Curb.xis 10/1 6/96 Exhibit F