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Alexander Ct-SY070924 NATHAN D. MAIER CONSULTING ENGINEERS, INC. LETTER OF TRANSMITTAL 07 Two NorthPark / 8080 Park Lane / Suite 600 [killas,Texas 75231 (214) 739-4741 / FAX (214) 739-5961 TO Ken Griffin, PE City of Coppell Engineering 255 Parkway Boulevard Coppell, Texas 75019 972-304-3679 DATE September 24, 2007 I JOB NO. 07-026 RE Alexander Court Flood Study Letter of Map Revision Application WE ARE SENDING YOU I2J o Shop drawings o Copy ofletter Attached o For pick-up Under separate cover via _the following items: o o Prints Change order o o I2J Plans 0 Samples LOMR Revision o Specifications COPIES DATE NO. DESCRIPTION I September 2007 Copies ofLOMR Application Revision THESE ARE TRANSMITTED as checked below: I2J o o o As requested by _ o FORBlDSDUE 19_ o PRINTS RETURNED AFTER LOAN TO US For approval 0 Approved as submitted For your use 0 Approved as noted As requested 0 Returned for corrections o Resubmit _ copies for approval o Submit _ copies for distribution o Return _ corrected prints I2J For review and comment o REMARKS Ken, The attached report is a revision to the Grapevine Creek LOMR application for Alexander Court in the reach that extends from about 1,400-feet downstream of Denton Tap Road to about 600-feet upstream of Bethel Road, and is shown in the current FEMA FIRM panel 48113C0155J. This revision addresses the comments made by FEMA in their August 15, 2007 letter regarding our LOMR request submittal based on the replacement of the bridge at Denton Tap Road, and updated topography in the area. It includes the MT-2 form 3, which was omitted from our previous submittal, the effective HEC-2 modeling obtained from the FEMA library,. and a copy of the floodway revision notice published on the Coppell Citizens Advocate newspaper. Please review this submittal, and if you have any questions, don't hesitate to contact us at 214-739-4741, or email (ojohnson@ndmce.com). Thank you. SIGNED: k~ ) 01a1 q. Ohnso~, Eo 1. T. COpy TO ,-" '1 ...i . rll\j~ If enclosures are nor as noted. kindly norifY us at once. _--~OM NATHAN D. MAIER CONSULTING ENGINEERS, INC. September 21, 2007 Mr. Syed Qayum, CFM National LOMR Technical Manager Michael Baker Jr., Inc. 3601 Eisenhower Avenue Alexandria, VA 22304 CJ/ ~'d h e~loe'1~Cf )(;) 'p "'-'0 d.h; ~~~ b,.'X" & ,,\. U -.. ~ f.;.J vi '.{I e ,J-:-. " VI' \4/.I'J" (!., Q.,r Re: FEMA Letter of Map Revision (LOMR) Application - Grapevine Creek NDMCE Project No. 07-026 LOMR Case No. 07-06-2203P Dear Mr. Qayum: This is in response to your letter dated August 15, 2007 regarding the above referenced LOMR request. Three items of additional information were requested in your letter and we have made revisions to the submittal accordingly. Your comments are in bold with our responses following. Uem 1;. Please submit Application/Certification Form 3, entitled "Riverine Structures Form", which was omitted from your previous submittal. We have included a copy of the "R.iverine Structures Form" for your review. Item 2: The submitted application did not include a duplicate effective hydraulic model. The effective model used to produce the FIRM must be obtained, reproduced on your equipment, and submitted as the duplicate effective model. In addition please provide paper and digital copies of the input and output files for this model. We obtained the effective hydraulic model from FEMA and have included paper and electronic copies of it in this package. Modifications were made to the Modified Effective HEC-RAS model and the Floodplain Work Map to match the effective model at cross sections 23900 in the downstream end and 30130 in the upstream end. The following changes were made to the Modified Effective Model downstream of Denton Tap: Cross section 24000 was removed since the Modified Model now ties to the Effective at cross section 23900. Cross section 25000 is now 24100 and 25100 is now 24500 to better represent their position with respect to the Effective Model's cross sections. Two Park Lane Place / 8080 Park Lane / Suite 600 / Dallas. Texas 75231 / (214) 739-4741 Item 3: In accordance to paragraph 65.7(b){1) of the National Flood Insurance (NFIP) regulations, please submit a copy of the public notice distributed by City of Coppell community officials to state their intent to revise the regulatory flooclway. Please follow the example of the notice on page 12 of the instructions for the MT-2 application/certification forms, which may be accessed at http://www.fema.aov/pdf/fom/mt2 instr.pdf. Alternatively you may submit individual legal notices, as shown on page 13 of the above-referenced instructions, along with a statement by the community that all affected property owners have been notified. A f100dway revision public notice was published in the August 31st of 2007 issue of the Citizens Advocate newspaper. A copy of the published notice is included in this package. Don't hesitate to contact me if you have any questions regarding the information listed above. Thank you for your assistance. Sincerely, NATHAN D. MAIER CONSULTING EF~ a~, crc:;:;?f/'---/ Oda.lys . . hns~rr - Design nglne P: (214) 739-4741 F: (214) 739-5961 E: oiohnson@ndmce.com Cc: Ken Griffin, P.E. GRAPEVINE CREEK LOMR APPLICATION In The Reach UPSTREAM OF BETHEL ROAD TO DOWNSTREAM OF DENTON TAP ROAD For ALEXANDER COURT RESIDENTIAL DEVELOPMENT Property Located In The Northwest Comer Of Denton Tap Road And Bethel Road CITY OF COPPELL, DALLAS COUNTY, TEXAS Prepared for MIRA MAR DEVELOPMENT CORPORATION 6003 Sunderland Drive Colleyville, Texas 76034 Prepared by Nathan D. Maier Consulting Engineers, Inc. Revison September 2007 NDM Job Number 07-03-024 TABLE OF CONTENTS I. MT -2 FbRM 3 II. EXHIBITS 1. Summary of Hydraulic Results 2. Floodplain Work Map 3. Copy of Floodway Revision Public Notice III. COMPUTER RUNS 1. HEC-2 Effective Multiple Profile Model 2. HEC-2 Effective Floodway Model 3. HEC-RAS Imported Multiple Profile Model 4. HEC-RAS Imported Floodway Model 5. HEC-RAS Revised Effective Multiple Profile Model 6. HEC-RAS Revised Effective Floodway Model IV. ELECTRONIC COPIES OF COMPUTER MODELS I MT-2 FORM 3 FEDERAL EMERGENCY MANAGEMENT AGENCY RWE~NESTRUCTURESFORM a.M.B. No. 3067-0148 Expires September 30, 2005 PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 7 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right comer of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street. SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: Grapevine Creek Note: Fill out one form for each flooding source studied A. GENERAL Complete the appropriate section(s) for each Structure listed below: Channelization................ complete Section B Bridge/Culvert.................complete Section C Dam ...............................complete Section D LeveelFloodwall .............complete Section E Sediment Transport........complete Section F (if required) Description Of Structure 1. Name of Structure: Denton Tap Bridge Type (check one): o Channelization [2J Bridge/Culvert o Levee/Floodwall o Dam Location of Structure: Denton Tap Downstream limit/Cross Section: 25470 Upstream limit/Cross Section: 25500 2. Name of Structure: Type (check one): o Channelization o Bridge/Culvert o Levee/Floodwall o Dam Location of Structure: Downstream limit/Cross Section: Upstream limit/Cross Section: 3. Name of Structure: Type (check one) o Channelization o Bridge/Culvert o Levee/Floodwall o Dam Location of Structure: Downstream limit/Cross Section: Upstream limit/Cross Section: NOTE: For more structures, attach additional pages as needed. FEMA Form 81-89B, SEP 02 Riverine Structures Form MT-2 Form 3 Page 1 of 10 B. CHANNELIZATION Flooding Source: Name of Structure: 1. Accessory Structures The channelization includes (check one): o Levees [Attach Section E (Levee/Floodwall)] o Superelevated sections o Debris basin/detention basin o Other (Describe): o Drop structures o Transitions in cross sectional geometry o Energy dissipator 2. Drawino Checklist Attach the plans of the channelization certified by a registered professional engineer, as described in the instructions. 3. Hvdraulic Considerations The channel was designed to carry (cfs) and/or the -year flood. The design elevation in the channel is based on (check one): o Subcritical flow o Critical flow o Supercritical flow o Energy grade line If there is the potential for a hydraulic jump at the following locations, check all that apply and attach an explanation of how the hydraulic jump is controlled without affecting the stability of the channel. o Inlet to channel 0 Outlet of channel 0 At Drop Structures 0 At Transitions o Other locations (specify): 4. Sediment Transport Considerations Was sediment transport considered? 0 Yes 0 No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. C. BRIDGE/CULVERT Flooding Source: Grapevine Creek Name of Structure: Denton Tap Bridge 1. This revision reflects (check one): o New bridge/culvert not modeled in the FIS I:8J Modified bridge/culvert previously modeled in the FIS o New analysis of bridge/culvert previously modeled in the FIS 2. Hydraulic model used to analyze the structure (e.g., HEC-2 with special bridge routine, WSPRO, HY8): HEC-RAS If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the structures. Attach justification. 3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following (check the information that has been provided): I:8J Dimensions (height, width, span, radius, length) o Shape (culverts only) o Material o Beveling or Rounding o Wing Wall Angle I:8J Skew Angle I:8J Distances Between Cross Sections I:8J Erosion Protection I:8J Low Chord Elevations - Upstream and Downstream I:8J Top of Road Elevations - Upstream and Downstream o Structure Invert Elevations - Upstream and Downstream o Stream Invert Elevations - Upstream and Downstream I:8J Cross-Section Locations 4. Sediment Transport Considerations Was sediment transport considered? 0 Yes I:8J No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. FEMA Form 81-89B, SEP 02 Riverine Structures Form MT-2 Form 3 Page 2 of 10 II EXHIBITS 1. Summary of Hydraulic Results 2. Floodplain Work Map 3. Copy of Floodway Revision Public Notice Natural Floodway Cross Effective Imported Mod-Eff Effective Imported Mod-Eff Section HEC-2 HEC-RAS HEC-RAS HEC-2 HEC-RAS HEC-RAS (FEMA) 23900 482.51 482.51 482.51 482.90 482.90 482.90 24000(3) 24100 483.10 483.11 483.39 483.39 483.40 483.67 24200(4) 483.95 483.99 484.23 484.24 24300(5) 484.53 484.55 484.79 484.81 24500 485.16 485.17 483.72 485.43 485.44 484.00 24930 484.98 485.01 485.21 485.22 25000( 6) 25085 484.00 484.07 483.98 484.03 25100 25135 485.91 485.96 485.77 485.79 25185 486.76 486.63 486.88 486.88 25235 487.10 487.09 487.41 487.42 25285 486.07 485.81 486.18 486.19 25335 488.60 488.67 489.03 489.05 25370 484.76 485.03 25385 488.75 488.82 489.18 489.20 25470 488.80 488.86 485.89 489.31 489.32 486.08 Denton Tap Denton Tap 25500 489.54 489.80 486.13 490.28 490.69 486.30 25550 Denton Tap 485.85 Denton Tap '.\ ' 486.03 25585 489.49 489.73 490.26\,'" i\ 490.66 25635 489.14 489.40 489.97 490.39 25685 489.79 490.09 485.93 490.5 490.90 486.11 25725 489.99 490.23 486.32 490.65 491.02 486.4 7 25785 490.43 490.63 491.09 491.43 25820 490.47 490.7 487.21 491.14 491.48 487.26 26170 490.59 490.82 487.25 491.21 491.54 487.44 26300 487.50 487.69 26550 491.16 491.48 491.71 492.01 26700 488.21 4 .L .\,,' 488.33 26880 491.83 492.09 489.81 492.32~,\ t9 492.56 489.84 27050 492.42 492.56 490.22 492.79.t 493.00 490.38 27400 494.68 494.94 492.79 495.33 ~. .' 495.4~ 9" 1 492.79 27540 494.67 495.07 492.00 495.56 495.67 492 Bethel Road 27570 494.91 495.27 493.65 495.67 495.81 493.65 27620 495.60 495.29 494.79 495.71 495.81 494.79 27900 496.61 496.66 30130 502.19 502.95 502.43 502.94 503.12 502.46 EXHIBIT 1. 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'. ,e' ."( 'I. ,,_,,' i,.., ,,,' ," LEGEND ",..""A',' ~ ,^, "~ ,W " i',"; ",~..,., ' ',' " ~/,:, .. .;"'71~ " ,. -~," , " , ' .;~ ,,:."~>, "~:',~~ '. 'f{" ~~{J;.,j . ",~~:r .,,;:~:::,, , ," .:, , , ',": . ,'. ", .' ,;,'~f{...i::':;:;' . ,', . .. .' ,~:i);" " ,> .:~;):. i ~ ':'i'C), ' '. :\ ~c A ' '. ",,~;~l ,.~~~;~ i " ,. '" .. , , ; \ -, _/ REVISED 100-VR FLpODPLAIN REVISED SOO-VR FLtODPLAIN REVISED FLOODW,4,,' REVISED CENTERLINE -J ~ " \ .""""---, .~ ./ --.- ~ ~~ ~~, ~>>I;\"t ~~ ~o.. : ;,. 1; '--_"/-~ ., ,} "''''''''''4'".\~ ,<.t' ,'''' n..,\ ,."d~. ',~" jA~1I(,. ~,.{ ,~ v I" ~~Y:\."""!.~.fJl 17<0/ ~ ....Qll> 8;: ~ ...~?) :1"'~icHAE'L"H~"BOY~'" ~ ~ ~'~'::""'8fe;47""7i~ () ~.'9~ ~ "<V~ (t~ ~~~:.~.:~~~'~'~ , I-.. ~"'~'ONAL ~~...c-' , - '}t - ,- ~\k'-,-,-"'~ ,~, ."".. REVISIONS DATE \ ~IV '- ../ NATHAN D. MAIER CONSULTING ENGINEERS, INC. Two Northpark / 8080 Park Lane / Suite 600 Dallas, Texas 75231 / (214) 739-4741 :: ,~" "" "~ "';' , .......~b; , " ';r,,,.}..., C;~:) .: ~ ~ ,~ , " ,,~ ' ,. .'. '. ~ :' : ,,: ;<' 'i[ , ""'" , ,Jll , :', .. , , ;4i:,,~ . '.' .. ::, /;;.t';.,.,,, :.:i~:':' . . ' " ,:-' i;' '. .' , ~ ;: l. DESIGN MHB ,;~ \ ,\'.~, " . . .:' , .,. ''; .', .. . ',:,' . ;:;.; 0;;-;;:;' , .,',"... ..:;: . , ':",'i:C"', - ' · ';'f;~1;'i,:~,:: , i, , " ~ . '1;/1',';;;'" ~" r~ /, I, FLOODPLAIN WORK MAP GRAPEVINE CREEK - LOMR CITY OF COPPELL, DALLAS COUNTY, TEXAS DRAWN SCALE OCJ 1" = 200' DATE 09/07 " , I " " 1 .~" ,,' , ."!i " ' > '. '."' " 'c' ',<, "<:1,"7,,~; , " ,,~!,i ,,' ':,;! , '< c,'::' ,:',- , ?' , " \"~kf~~~~.; , FILE 7026WM01 , .'. /' , ",."i' , ::: ;;,,:.'" ,i:"" , .' " ,".' ',":' , .. " "..~:~~:;ft #/ ,. . '" -, i > . ~) SHEET NO. /: JOB NUMBER 07-03-026 EXHIBIT 3 COpy OF FLOODWAY REVISION PUBLIC NOTICE <lIitil!erts'j\li&lJcnte.. CLASSIFIEDS. AUGUST 31,2007 EGAL NOTICE 51FIEDS ] ,~oon Call 972-462-8192 J I HELP WANTED I ;( 1 Teacher for 2-year olds and afternoon staff for all ages needed. J Call 972-304-1818 '( Nursery laborers Wanted Unloading Receiving Trucks, Load- ing Customers. $8.50/hour. Please in- quire in person. Southwest Wholesale Nursery, 2220 Sandy Lake Road, Carrollton, TX 75006. 972.245-4557 -::J . ~ I( , WANTED r ~ Want to Purchase minerals and other oil/gas interests. Send details to: P. O. Box 13557, Denver, CO 80201. .....-----------.. r.dE TODAY! ~ ' Advocate OUR '- Newspaper r- 18841 ing and the maximum narrowing of 200-feet is approximately 500- feet upstream of Bethel Road Bridge. Maps and detailed analysis of the tloodway revision can be reviewed at NDMCE, Inc., 8080 Park Lane, Dallas, Texas 75231, Interested persons may call Mike Boyd at 214- 739-4741 for additional information relating to this FEMA map revision, FLOODWAY REVISION NOTICE The CItY of Coppell is accepting bids for Q-0907-01 POLICE UNI- FORMS. Specifications may be ob- tained from Onvia.com or RFPdepot.com, Bids can be sub- mitted electronically through RFP Depot and sealed paper bids can be submitted I.Int1l10:00 A.M. lo- cal time, TUESDAY, SEPTEMBER 11, 2007, at the Purchasing Office at Coppell Town Center, at which time they will be publicly opened. All bids received will be presented to the City Council, at which time the City reserves the right to accept or reject any or all bids, The City of Coppell, in accordance with National Flood Insurance Pro- gram regulation 65.7(b)(1), hereby gives notice of the City's intent to revise the Grapevine Creek flood- way, generally located north of Bethel Road and west of Denton Tap Road, Specifically, the flood- way shall be revised from about 2,500-feet downstream of Denton Tap to a stream reach that extends about 2,50Q-feet south of Bethel Road. As a result of the tloodway revision, the floodway shall shift northerly and vary from the current adopted width. There's no widen- Citizens' Advocate Your Hometown Newspaper Since 1984! TEXAS STATEWIDE CLASSIFIED ADVERTISING NETWORK ~ - -.. .. -.. I'!!!tifiI ~ J. __ T _w~. ,....... - ' - -.- , ---- - - - ,-, - , .. _.., ~ - I _ , -. ~ - . ~ - .....-. --- - _ ... -- .,., - --- -...J'aJ -.J' &. . ..... ...".1 _.. w ~ _.~~ ~---., '- DRIYERS: CALL TODAY! Great NATIONAL SPORT AND fash- CENTRAL' MONTANA L\ND bonllsopportllnity. 36t043 cpm/$l.20 Ion firm has IIDmediate openings bargains 40 AC with pond- $8l)1)(JO. pm. $0 Lease on new trucks. CDL- for ,harp energetic people. Great I60AC-Elkmeadows-$139,9Oi.' 160 A + 3 months OTR Melton Truck earning potentIal. Must be 18 AC with new log cabin- $189.900. lilies. 1-800-635-8669. and able to travel entire USA 640 AC with beautiful log comp- Note: It is illegal to be paid for DRI 'ERS LA E E' 1-877 -646-5050. $649.900. Unbelievable view, 350 anything beyond medical and legal 'f7:3 ~'O7 T$~OOODSN W I:Y class elk. huge muleys & whitt:l:lils, expenses in Te"as adoption. rates;::.~ I / . 40 _ or-ond 0- _ great pheasant & grouse hunts "By CONSIDERING ADOPTION? nus. I vacatIons, 1K, reell er FREE. GLUCOSE METER farthebestlandinvestmentop\,ortu- . program. 379 long 1I0se Petes. 1-866- WIth fIrst order of stripS 111 . . th . ,. C II V' . so. WE match borthmnthers with "'90-1568 . .' . mty In ewest. a .~esteln ....Ie5 famil ies na tionwide Living ~_.~_...:_\~~~.~~~r=:~~I1l____ most cases Medicare, MedIcaid Land Co. 888-36l-3006orvlsil \\ww. e' enses aid. Toll Free 24/7- DRIVERS- GET TilE respect and insurance pay 100%. Call montanalandandcamps.com I 'bPb' 0 Pr G'f 'd . ' vou earned' $5000 Sign-on w,th l Med Care, 1-800-606-9860 for G~;;I-;~'R~"E";-A"D"Y"""FOR-"-I-'" " y s ne ru~ It" opl1ons, '. ...... 1 U 1111 n g 1 866 910 5615 yrOTRexpenence.Rcgoonal&48 vour d,abetlc suppltes. Wh I' h .. _ _ _ .' season. y ease w en VOII can -5;:{~;;;:e:7;:r~iI~;. ~e~la~~~!d ~~.~~ ~{~.'~~\~i:'~I~ ~s 8hJ?o'7.'\'t,;!:;:;;;.} Ichmti ng..;~ n,,\:' IdOO u e r~s- . FOR S,\ J. E AT A uct ion: 1968 FFE, 1-800-569-9232. in most ca~es Medi~are, 'Medicaid tat 9GPOeordacrce:e rop oYII' eer ,:1"/1"- . S I I b G" 00 R I S 7 I A' . . a e ss, rIng II 5, le y .1) K - q Be.' or DRIVERS NEEDED. OWNER and Ins~rance pay 100% of the good brush, rock outcropplngs I Convertlble- 1970 Superbord operators & company, Home eostO Call Meltssa or Jon for EZ terms. ]-877-542-6642 . The Branson Auction, Oct. most weekends and good pay. details. 1:800-606-9860 www. I 19-20 Call now to bid or Must have hazmat license re- medcaremedicalsupply.com. NEW TO MARKET 3-5 acre consign 1-800-335-3063 www. quired. K Truck Lines, 1-800- ranch home SItes. Startill~ at I branso11aUchl1n com 359.7303 or 713.674.4154 $39,900 Outside Ruidoso \1M I TRUCK DRIVF:RS' CDI . _ AJRLrNES ARE HIRING - Locatco 30 minutes outs I dc' Ru- . U $'0 -()I)O' b ,.tra^l~ Train for high paying aviation Idoso. Affordable lIVIng wnh flO I IIlg. P to ~, onus c- "A . St . 1 ! I d celerale your career as a soldier. maintenance career. L' A ap. co~prollllscs., unnl~~ an<. lar ALL C f\ S II CAN DY Roule Drive out terrorism by keepin!( the proved program Financial aId if surlaced roads,. tIll1ll1Clpal \',ll~r. On you ea I'll $800 in a day" Army National GlIard supplied 1_ qualtfle?, Job, placement aSSIS- adjacent to golf, convclllcnt [..1 all Your own local candy route 800-GO-Gt.lARDcom/truck tance. Call. AVlallon Institute of RUldosa has, but morcaflordable. 30 machines and candv All Maintenance, 1-888-349~5J87. bogger & prettier. Call NMI&R. for $9,995. 1-888-625-'5481 ,\TTENDC(lii<F:i;[ONI,INE fne 1-888-276-6350. Multi Vend. LLC from home Medical, Business. RANCH L1QIJlDATIO". 200 BUILD CASH TilE easy wayl GET CRANE TR,o\INlm! Cranei Paralegal. Computers, Criminal acres- $79,900. Perfect for IHlIlt- Earn SIX figure income super Heavy eqUIp Iraill1ng. Placement J_ustice: Job placement assistance ing rctrent. Big'buck area plus fast uSIng our unIque lead gen- & financial assistance. $12-$30/hr Ftnanclalaodand cnmputer provided lurkey, dove, quat! & more Very erations system No e'perience startlllg pay. Oklahoma College if qualified Call 1-866-858-2121, private with EZ access. F,nane- reqUIred. Get more informa- of Constructoon, 6125 W Reno, wwwOnlineTidewaterTech.com ing available. 1-866-899-':63. tion PM Money Webcenter OKC. wwwheavy9.com Use code 1ST TIME OF~-ERED. 'Jew 1-800-401-3018. "NTCNH" 1-888-381-2429 _" . ., ., Ivle"icoRanchDisIJersaI.140acres- ._.__~________.._______m_m'_ S E Ii: KIN G H 0 S I FA M ! L I Ii: S . VENDING ROUTE: SNACK/ for exchange students. Have own $99,900 Rlve.r access Northern soda All brands, all sizes OSF' . . i lsurance and spending monev NewMexlco (.0016,500 ele\.atJ.on H I I & I G p, TO FICE NOW hlflng. Av- I , -' . h . . G ea t I energy too. reat $ 'h Promotes world peace American Wit stunlllng views real llee t uti t I eralle pay 20, our or $57K annu- . . . .' -I d' P d II equlpmen. orea oea Ions. all'; IlldudlTlQ federal benefits &. Intercultural Student E,change, covel me II mg on erosa.r,' mg l'1I1allc,ng a\ailal:le w~lh $7';(j1J O\ertlllle. Paid traimn '. vacatIOns. I.R(jO-SIBLl~G (1-800-742- grassland and rock olllcropl"ngs down 1-877-84J-8h6, www.PTiFT 1-866-918-llg8o USWA 5464) _ www.aise.com Abundant wIldlife. great hUllllng. SnackSodaVendlllgRoutes.com. , . _. . EZ Terms Call NfI,tL&R Ille ]- ExamiFee reqlllfed. 877-877-6621 ' HAPPY JACK@ MANGE medl- 144.64ACRE5- HllNTING C<1l1nll'i --- ~ ~ .,-- ...... , - , - - - - - - - - - . ~- v_ ~ - -' TexSCAN Week of August 26, 2007 ADOPTION DRIVERS HELP WANTED III COMPUTER RUNS 1. HEC-2 Effective Multiple Profile Model 2. HEC-2 Effective Floodway Model 3. HEC-RAS Imported Multiple Profile Model 4. HEC-RAS Imported Floodway Model 5. 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C .2 iii en ~ ~ ~ '" ..... ... :5 o o~ ..... ... r: r~ ~~ ~ =. C .2 iii en o o '" ..... ... ~~ r~ to :5 o~ ..... ... Grapevine Creek-Submitted Plan: ModEff 9/21/2007 Grapevine Creek-Submitted Plan: ModEff 9/21/2007 RS = 25470 RS = 25370 " ,08 ,045 --- ,08--1 08-+- ,045-+' ,08--1 500 Legel1d~ 500 E~~~~~~~l 495 EG l00-yr 495 - - WS 100-yr WS 100-yr . 490 Crill00-yr 490 Ground € ---- € . C ..h.......... Ground c Bank Sta 2 485 ---A---- :8 485 Oi Inelf .. > ~ '" . ill Bank Sla w -L 480 475 475 470 , , 470 , , , T""r.',-,- I , , 1000 1050 1100 1150 1200 1250 1300 1000 1100 1200 1300 1400 1500 1600 1700 Slation (11) Slation(l1) Grapevine Creek-Submitted Plan: ModEff 9/21/2007 Grapevine Creek-Submitted Plan: ModEff 9/21/2007 RS = 24500 RS = 24100 -08--+-,045-+,08~ .08-+ ,045-+ .08-- -1 495 Legend 495 , Legend ...un. ___n... --- 490 \ EG l00-yr 490 EG 100-yr - I WS 100-yr 485 WS 100-yr . . 485 Ground - Ground € . € 480 ............., . c Bank Sla c Bank Sta g 480 L- 0 .. 'Iii > > 475 '" \ .. ill ill 475 470 470 465 465 -, ,-. , , --,-. --, 460 -,- --.--,-,- --.- --, 1000 100 1200 1300 1400 1500 1000 1200 1400 1600 1800 Station (11) Slation (II Grapevine Creek-Submitted Plan: ModEff 9/21/2007 RS = 23900 490 .08-+-.045- r.08 ( Legend 485 EG loo-YI - ................... WS loo-yr 480 Crilloo,yr g ~ --- c Ground Q 475 . 1;j > Bank Sla ., iU 470 465 460 ----.-.-----,----T ,--,-- , , ---,--.- -.-, 1000 1100 1200 1300 1400 1500 Station (ft) 0.33 ----- 0.28 TQ WiQth {~ 366.31 248.35 . Vel eMI (fila) . 0.001518 6.07 0.001001 5.70 8.24 9.02 5.88 Reach: Reach- Q T 0181 (cis) ". 1800.00 1800.00 RIVER-l P!Q!iI!.;. HEC-RAS Plan: ME" River: ~I, RiverS\! Q.,~~ 0.53 0.28 256.71 144.24 74.25 2246.11 1895.00 1308.84 2080.99 484.6 0.002683 - - ~8!l:~~jl:Q.04137 486.421 0.000991 482.51 483.39 483.72 484.76 485.89 463.00 464.00 468.00 472.00 470.00 1800.00 11800.00 11800.00 _Jlrld!l~ 11800.00 loo.~ 'OCl-vr. 10 175.02 0.27 151.72 0.46 - --- 15~:~_~ 215.34 0.43 2118.45 1453.15 11~._ 1596.41 0.24 0.39 0.43 0.72 0.53 0.59 0.32 0.72 365.20 240.33 206.74 167.44 175.88 186.29 287.06 203.14 3178.01 1914.27 1677.21 1059.05 1223.60 1131.76 2384.11 791.29 5.78 8.12 8.60 7.65 4.54 7.58 7.95 1.44 0.51 11.90 0.000937 0.003099 0.003776 0.002637 0.000793 0.002142 0.002545 0.008166 0.004068 0.005280 0.001384 0.007816 486.64 486.87 487.08 487.23 487.49 488.07 488.45 490.24 491.50 492.22 493.18 494.74 477.46 477.46 48l!: 14-. 485.85 485.93 486.32 487.21 487.25 487.50 488.21 489.81 490.22 492.79 492.00 470.00 470.00 470.00 472.00 470.00 472.00 470.00 474.00 474.00 474.00 476.00 475.00 _ 37~.~ .__~~ 288.55 0.50 134.34 255.32 ----~ 0.52 899.54 1342.69 1324.79 1507.70 5.92 13.27 11.67 9.44 8.06 11 --- 0.005098 0.003883 0.002365 0.004585 495.76 496.11 497.62 503.74 489.92 490.12 493.65 494.79 496.61 502.43 475.20 476.00 480.00 483.70 11800.00 11800.00_ 11900.00 ~O.OO ~ 11900.00 ~ .....119Oo...OQ loG-n 10500.00 loo.y! .....10500.00 l~fr 10500.00 ...._ Bridge loo.yr 10500.00 100. r : 10500.00 100- r . . ,:;. .1.Q5OO.00 130' .. . loo.YI ';r:;,- 10500_00 RIlel ReI!' Reacl1~ Reacl1- Reach- ReaCh- Reach-1 Reach: 1 RIlach-l 11800.00 -.....----- 11800.00 RIlach- Rellcti- RIl, Reacl1- Reacti; Rel\.cI1. 27555 j~7570 Reecl1-1; Reech-1 Reach-1 Re~c!1.1 Legend u. ........_. EG 100-yr WS 100-yr Crit 100-yr . Ground ~ 7000 -1 Cl .., C; '" 6000 Grapevine Creek-Submitted Plan: ModEff 9/21/2007 510i--- - RIVER-1 Reach- --_..-- , 500J I ------ .' .' 490 ... .... .' .' .., g c: ~ '" > j! w --- 480 470 ~ 0 0 0 "''''0 00 0 00 000 0 0 0 .... CONN ....0 0 CO'" ~ ~lll 0 :; '" '" ~ln~ ~ '" .... COO Ol ... '" coco co co.... .... ........ .... "I "I "I "INN "IN "I "I "I "I "IN "I 460 ----,- -----,------.--------, , , , ---r- 0 1000 2000 3000 4000 5000 Main Channel Distance (It) REVISED CONDITIONS FLOODWAY MODEL HEC-RAS rep 7026 HEC-RAS version 3.1.1 May 2003 u.s. Army Corp of Engineers Hydrologic Engineering center 609 Second Street Suite 0 Davis, california 95616-4687 (916) 756-1104 xxxx x x xxxx x X XXXXX xx x x x x XXXXXX x x x X X X xxxx X X X X xxxx X X X X X X Xxx xxxx X X X X X X X xxxx xxxxxx X X xxxx X X XXXXXX X X X X X X XXXXXXX X X X X X X PROJ ECT DATA project Title: Grapevine creek-submitted proJect File: 7026.prj Run Date and Time: 9/21/2007 1:37:31 PM RoadGRAPEVINE CREEK FIS 1987 MAY Bethel COUNTY, TEXAS (El RUN) GRAPENC) Tap to STUDY project English project Description: & RGrapevine Creek from Denton CDPPELL. DALLAS COUNTY, TEXAS 10 YEAR EXTENDED FLOOD INSURANCE GRAPEVINE CREEK ( GREXIST) GRAPEVINE CREEK, CDPPELL,DALLAS 100 YEAR FREQUENCE EXTENDED FLOOD INSURANCE STUDY MODIFIED 9/7/89 GRAPEVINE CREEK units PLAN DATA plan Title plan File pH ModEffFW J:\2007Jobs\07026\A\hh\submitted\7026 ModEff J:\2007Jobs\07026\A\hh\submitted\7026.g08 Geometry Title Geometry File ModEffFW J:\2007Jobs\07026\A\hh\submitted\7026.f08 Flow Title Flow File page 1 o o - Sept 07 Mulitple openings Inline Structures submitted to FEMA 21 o Plan summary Information: Number of: Cross Sections = cul verts = pl an Descri pti on: Modified effective mode 7026.rep o Structures 0.01 0.01 20 0.3 0.001 Lateral - Bridges computational Information Water surface calculation tolerance Critical depth calculaton tolerance Maximum number of interations Maximum difference tolerance Flow tolerance factor computation options critical depth computed only where necessary Conveyance calculation Method: At breaks in n values Friction slope Method: Average Conveyance computational Flow Regime subcrltical Flow only Encroachment Data Equal Conveyance = True Left offset = Right offset = o o Reach = Reach-1 Method value1 value2 1 2094.81 2222 1 1039.7 1147.9 1 1145 1395.68 1 1950 2063 1 1950 2063 1 1120 1396 1 1079.14 1260 1 1066.51 1163.12 1 1176.93 1346.51 1 1129.84 1386 1 1034.21 1260.56 1 1143.58 1400.6 1 1068.62 1225.35 1 1041.43 1195.49 1 1016.36 1175.64 1 1043 1247 1 1043 1247 1 1236.03 1415.24 1 1171 1361.71 1 1245.8 1412.19 1 1041 1391 River = RIVER-1 RS profile 30130 Encroached 27900 Encroached 27620 Encroached 27570 Encroached 27540 Encroached 27400 Encroached 27050 Encroached 26880 Encroached 26700 Encroached 26300 Encroached 26170 Encroached 25820 Encroached 25725 Encroached 25685 Encroached 25550 Encroached 25500 Encroached 25470 Encroached 25370 Encroached 24500 Encroached 24100 Encroached 23900 Encroached Encroached 10500 11900 11800 page 2 FLOW DATA Flow Title: ModEffFW Flow File J:\2007Jobs\07026\A\hh\submitted\7026.f08 Natural 10500 11900 11800 RS 30130 26880 25820 Flow Data (cfs) River Reach RIVER-1 Reach-1 RIVER-1 Reach-1 RIVER-1 Reach-1 Boundary Conditions 7026.rep Rlver Reach Profile Upstream Downstream RIVER-l Reach-l Natura 1 Known WS = 482.51 RIVER-l Reach-l Encroached Known WS 482.9 GEOMETRY DATA Geometry Title: ModEff Geometry File: J:\2007Jobs\07026\A\hh\submitted\7026.g08 CROSS SECTION RIVER: RIVER-l REACH: Reach-l RS: 30130 INPUT Description: Station Elevation Data nu",", 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1500 512.7 1600 512.9 1700 512 1800 509.9 1900 506.2 2000 501. 7 2066 500.7 2100 495.6 2180 492.3 2200 484.4 2207 483.7 2212 484.7 2222 501. 9 2300 504.3 2400 507 2500 510.8 2600 511. 3 2700 512.1 2800 512.4 2900 513 Manning's n Values num= 3 Sta n val Sta n val Sta n val 1500 .065 2180 .045 2222 .065 Bank Sta: Left Ri2ht Lengths: Left Channel Ri~ht coeff Contr. Expan. 2180 2 22 1325 2010 1 50 .1 .3 CROSS SECTION RIVER: RIVER-l REACH: Reach-l RS: 27900 INPUT Desc ri pti on: Station Elevation Data num... 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 498 1033.56 496 1039.7 494 1049.92 492 1057.01 490 1059.34 488 1061. 35 486 1063.32 484 1065.15 482 1066.93 480 1114.81 480 1119.52 482 1124.25 484 1128.91 486 1133.47 488 1138.03 490 1142.67 492 1147.9 494 1154.56 496 1164.69 498 1252.92 500 1301.7 502 Manning's n values num= 3 Sta n Val Sta n val Sta n val 1000 .065 1039.7 .045 1147.9 .065 Bank Sta: Left Ri~ht Lengths: Left Channel Ri~ht coeff Contr. Expan. 1039.7 114 .9 275 500 50 .1 .3 CROSS SECTION page 7026.rep RIVER: RIVER-1 REACH: Reach~l RS: 27620 INPUT Description: Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 4'96 1106.04 494 1256.89 492 1275.7 490 1285 488 1290.28 486 1294.56 484 1298.77 482 1302.82 480 1309.88 478 1319.34 476 1337.27 476 1338.29 478 1339.3 480 1340.84 482 1342.52 484 1344. 22 486 1345.91 488 1347.6 490 1349.3 492 1351.02 494 1354.82 496 1366.8 498 1375.61 500 1384.83 502 1395.68 504 1671. 8 506 Manning's n Values num= 3 Sta n val Sta n val Sta n Val 1000 .065 1256.89 .045 1395.68 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Cont r . Expan. 1256.89 1395.68 60 60 60 .1 .3 CROSS SECTION RIVER: RIVER~l REACH: Reach~l RS: 27570 INPUT Description: This is a REPEATED section. station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 509.7 1100 506.7 1200 503 1300 499.2 1400 496.1 1500 494 1600 492 1650 491 1700 492 1731 492.7 1800 493.9 1900 496 1950 497 1950 491.9 1990 486.3 1992 484.5 1994 480.8 2002 478 2020 475.2 2027 475.6 2034 481.1 2036 482.1 2063 498.4 2078 498.7 2078 499.6 2108 500.4 2200 501. 6 2300 503 2400 504.5 2500 505.9 2600 507 2700 506.7 Manning's n values nUIII= 3 Sta n val Sta n val Sta n val 1000 .065 1950 .045 2063 .07 Bank Sta: left Right Lengths: Left Channel Right Coeff Cont r . Expan. 1950 2 63 60 60 60 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1965 500 F 2040 2700 500 F BRIDGE RIVER: RIVER-1 REACH: Reach-1 RS: 27555 INPUT Description: Bridge #6 Distance from upstream XS = .1 Deck/Roadway width = 29.8 page 4 rep 7026 = 2.6 coordinates weir coefficient Upstream Deck/Roadway num= 2 5 ta Hi Cord 1950 496.8 Elev 496.1 492.7 486.3 475.6 499.6 505.9 Sta 1400 1731 1990 2027 2078 2500 Elev 499.2 492 491. 9 475.2 498.7 504.5 Sta 1300 1700 1950 2020 2078 2400 Hi Cord Lo cord 499.4 498.5 Elev 503 491 497 478 498.4 503 32 sta 1200 1650 1950 2002 2063 2300 Sta 2078 Upstream Bridge cross section Data Station Elevation Data num= Sta Elev Sta Elev 1000 509. 7 1100 506. 7 1500 494 1600 492 1800 493.9 1900 496 1992 484.5 1994 480.8 2034 481.1 2036 482.1 2108 500.4 2200 501. 6 2600 507 2700 506.7 Lo cord 495 n val 07 Expan 5 3 Sta 2063 Right Coeff Contr 2063 .3 num= 2 Elev permanent 500 F 500 F nurn;;; n val 045 Sta 1950 values val 065 Bank 5 ta: Left 1950 Ineffective Flow Sta L Sta R 1000 1965 2040 2700. Manni ng' s sta 1000 Deck/Roadway coordinates 2 Cord Lo cord Sta Hi Cord LO cord 496.8 495 2078 499.4 498.5 Downs t ream num= Sta Hi 1950 Elev 496.1 492.7 491. 7 475 498.5 504.3 Sta 1400 1731 1950 2020 2078 2400 Elev 499.2 492 496.8 477 .8 498.2 502.8 sta 1300 1700 1950 2002 2063 2300 Elev 503 491 496.4 480.6 481. 9 501.4 506.5 Data H Sta 1200 1650 1918 1994 2036 2200 2700 Section nurn= Elev 506.7 492 496 484.3 480.9 500.2 506.8 Downstream Bridge Cross station Elevation Data Sta Elev Sta 1000 509. 7 1100 1500 494 1600 1800 493.9 1900 1990 486. 1 1992 2027 475.4 2034 2078 499.4 2108 2500 505.7 2600 n val .07 Expan 5 3 Sta 2063 Contr 3 2 permanent F F nurn= n val .045 coeff Sta 1950 Right 2063 nurn= Elev 500 500 values val 065 Bank Sta: Left 1950 Ineffective Flow sta L Sta R 1000 1965 2040 2700 Manni ng I s sta 1000 to 1.0 vertical to 1.0 vertical Page o horiz o horiz 95 - flow = upstream Embankment side slope Downstream Embankment side slope Maximum allowable submergence for wei Elevation at which weir flow begins Energy head used in spillwa~ design spillway height used in deslgn 7026.rep = Broad crested 1993 Downstream= 1993 Elev 497 Elev 496.8 weir crest shape Number of Piers on Upstream= num= 2 Elev width 480 2 nurn= Elev width 480.6 2 pier Data Pier Stat upstream width 2 Downstream width 2 2035 Downstream= 2035 Elev 498.2 2 Elev 498 Upstream= num= 2 Elev Width 482 2 nu El ev dth 481. 9 2 on pier Data Pier Stat Upstream width 2 Downstream width 2 1 Sets Wi Number of Bridge coefficient Low Flow Methods and Data Energy Selected Low Flow Methods High IIl= = Energy onal Bridge parameters Add Friction component to Momentum Do not add weight component to Momentum Class B flow critical depth computations use cr inside the bridge at the upstream end Criteria to check for pressure flow = Upstream F I ow Method Energy only Addit 1 ine depth energy grade cal ti CROSS SECTION Elev 496.1 492.7 491. 7 475 498.5 504.3 Sta 1400 1731 1950 2020 2078 2400 Elev 499.2 492 496.8 477 .8 498.2 502.8 Sta 1300 1700 1950 2002 2063 2300 Elev 503 491 496.4 480.6 481. 9 501.4 506.5 B Sta 1200 1650 1918 1994 2036 2200 2700 27540 num= Elev 506.7 492 496 484.3 480.9 500.2 506.8 RS RIVER-1 Reach-1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 509.7 1100 1500 494 1600 1800 493.9 1900 1990 486.1 1992 2027 475.4 2034 2078 499.4 2108 2500 505.7 2600 RIVER REACH Expan Coeff Contr Page 6 Right n val .07 channe 1 3 Sta 2063 Left num= n Val .045 Lengths Sta 1950 Right n values n val .065 Left Manning's Sta 1000 Bank Sta rep 3 7026 140 140 140 2 Permanent F F 2063 nurn= Elev 500 500 1950 Ineffective Flow Sta L Sta R 1000 1965 2040 2700 CROSS SECTION Elev 490 480 478 482 492 El ev Sta 492 1191. H 482 1228.74 480 1311.12 480 1354.5 490 1396.97 497 27400 INPUT oescription: PROFILE SECTION R SURVEY SECTION 17A station Elevation Data nurn= 29 Sta Elev Sta Elev Sta Elev Sta 1000 498 1036.72 496 1090.55 494 1141.36 1204.34 488 1213.01 486 1221.62 484 1225.55 1232.19 478 1262.64 478 1269.57 480 1299.41 1317.31 476 1341.12 476 1345.12 478 1349.69 1359.53 484 1364.78 486 1378.61 488 1387.98 1425.52 4941507.13 495 1542.8 4961566.79 RS RIVER-1 Reach-1 RIVER REACH n val 07 3 Sta 1396.97 nurn= n val .045 Lengths Manning's n values Sta n val Sta 1000 .065 1299.41 Bank Sta: Left Right 1299.41 1396.97 Expan 3 Coe ff Con tr 1 Right 225 Left Channel 320 340 5 ECTION CROSS Elev 496 486 476 480 490 El ev Sta 498 1081. 82 488 1095.21 478 1105.57 478 1146.98 489 1251.63 494 El ev Sta 500 1079.14 490 1092.51 480 1103.21 476 1144.19 486 1231. 65 493 1535.45 27050 nurn- 29 El ev Sta 502 1042.87 492 1089.82 482 1101.16 474 1141. 4 484 1193.28 492 1478.37 RS RIVER-1 Reach-1 INPUT Deseri ption: 27050 station Elevation Data Sta Elev Sta 1000 504 1012.42 1084.48 494 1087.15 1097,1 484 1099.12 1108.91 474 1138.62 1149.76 482 1152.56 1363.79 491 1432 .16 RIVER REACH n val 07 3 Sta 1152.56 nURl= n val .045 Lengths values Val Sta 065 1079.14 Manning - s sta 1000 Expan .3 Coeff Contr 1 Right 80 Left Channel 200 140 Bank Sta: Left Ri ght 1079.14 1152.56 CROSS SECTION page 26880 RS RIVER-1 Reach-1 RIVER REACH INPUT Elev 496 486 476 480 489 494 rep El ev Sta 498 1051. 76 488 1074.77 478 1086.94 478 1147.98 488 1215.34 493 1511. 36 7026 Description: PROFILE SECTION Q SURVEY SECTION 17 Station Elevation Data num= 30 sta Elev sta Elev Sta Elev sta 1000 504 1008.73 502 1013.65 500 1018.96 1066.51 494 1068.48 492 1070.51 490 1072.61 1076.97 484 1079.26 482 1081.7 480 1084.27 1092.31 474 1127.07 474 1135.08 476 1142.55 1152.62 482 1157.45 484 1163.12 487 1188.2 1254.01 490 1254.26 490 1397.49 492 1468.19 n val .075 3 sta 1163.12 num= n val .045 Mannlng's n values Sta Val Sta 1000 07 1066.51 Expan .3 Coeff Contr 1 Right 200 Left Channel 220 220 Lengths Bank Sta: Left Right 1066.51 1163.12 CROSS SECTION Elev 498 488 478 478 488 492 El ev Sta 500 1165.74 490 1214.08 480 1274.92 476 1324.76 487 1374.86 492 1570.6 El ev Sta 502 1162.57 492 1197.77 482 1267.82 474 1319.47 484 1346.51 491 1543.47 26700 nURI= 32 Elev Sta 504 1156.98 494 1176.93 484 1261. 82 474 1316.08 482 1337.97 490 1491. 63 494 RS RIVER-1 Reach-1 INPUT Description: station Elevation Data sta Elev Sta 1000 506 1020.23 1169.05 496 1172.84 1226.93 486 1249.94 1282.95 476 1293.88 1330.91 480 1334.75 1398.37 489 1453.01 1607.15 493 1636.88 RIVER REACH n Val 08 3 sta 1346.51 nurn= n val .045 Lengths Manning's n Values 5ta val Sta 1000 08 1176.93 Expan .3 Coeff Contr 1 Right 330 Left Channel 370 350 Bank Sta: Left Right 1176.93 1346.51 CROSS SECTION Elev 498 488 478 470 480 487 492 497 El ev Sta 500 1129.84 490 1193.29 480 1246.04 470 1303.49 478 1323.68 486 1396.17 491 1603.03 496 1690.8 page 8 El ev sta 502 1087.13 492 1183.34 482 1241. 91 472 1269.2 476 1319.57 485 1386.23 490 1581.58 495 1674.38 26300 num= 40 El ev sta 504 1076.1 494 1170.91 484 1223.98 474 1259.77 474 1315.47 484 1378.03 489 1554.97 494 1657.95 RS RIVER-1 Reach-1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 506 1033.75 1150.21 496 1161.07 1204.92 486 1216.52 1249.98 476 1253.48 1307.42 472 1311.41 1328.04 482 1372.2 1409.63 488 1506.43 1622.28 493 1641.42 RIVER REACH rep 7026 n val .08 channel 145 3 Sta 1328.04 Left 145 nurn= n val .045 Lengths n values n val Sta 08 1129.84 Mannlng.s Sta 1000 Expan .3 Coeff Contr 1 Right 145 Bank Sta: Left Right 1129.84 1328.04 CROSS SECTION Elev 488 478 474 482 487 492 497 Elev Sta 490 1046.15 480 1075.53 472 1148.48 482 1257.2 486 1285.13 491 1485.72 496 1572.04 El ev Sta 492 1042.77 482 1070.06 472 1140.58 483 1226.85 485 1277.44 490 1462.28 495 1551. 88 500 26170 num= 38 Elev Sta 494 1039.52 484 1061. 9 474 1092.96 478 1171. 65 484 1271.1 489 1416.46 494 1538.93 499 1650.75 RS RIVER-1 Reach-1 INPUT Description: 26170 Station Elevation Data Sta Elev Sta 1000 496 1034.21 1049.84 486 1054.42 1080.71 476 1085.58 1156.63 476 1164.69 1260.56 483 1264.75 1295.92 488 1370.22 1505.86 493 1523.19 1597.17 498 1620.52 RIVER REACH 3 Sta n val 1171.65 .08 Left Channel 360 355 num= n val .045 Lengths n Values n val Sta 08 1034.21 Manning.s Sta 1000 Expan .3 Coeff Contr 1 Right 220 Bank Sta: Left Right 1034.21 1171. 65 CROSS SECTION Elev 490 480 470 478 479 484 489 495 Elev Sta 492 1143.58 482 1216.13 472 1288.47 476 1354.63 479 1459.76 483 1490.26 488 1565.75 494 1738.73 El ev Sta 494 1097.76 484 1200.65 474 1275,23 474 1352.23 480 1423.74 482 1483.23 487 1543.18 493 1709.91 25820 num= 42 Elev Sta 496 1059.05 486 1187.97 476 1259.21 472 1349.6 481 1398.91 481 1475.48 486 1521.71 491 1680.74 497 RS RIVER-1 Reach-1 INPUT Description: 25820 Station Elevation Data Sta Elev Sta 1000 498 1019.58 1154.33 488 1171.12 1226.18 478 1238.02 1327.35 470 1346.18 1357.37 480 1366.33 1464.96 480 1470.16 1497.74 485 1505.5 1599.12 490 1623.14 1760.23 496 1781.34 RIVER REACH Expan .3 coeff Contr 1 Page 9 Right 125 n val 08 Left Channel 180 155 3 Sta 1366. 33 nurn= n val .045 Lengths Mannlng's n values sta n val Sta 1000 08 1143.58 Bank Sta: Left Right 1143.58 1366.33 CROSS SECTION 7026.rep Elev 484 474 478 486 491 496 Elev sta 486 1079.07 476 1123.26 476 1207.3 485 1273.78 490 1424.06 495 1552.26 Elev Sta 488 1068.62 478 1116.28 474 1199.84 484 1246.12 489 1404.71 494 1530.84 25725 nUIl1= 30 El ev Sta 490 1050.99 480 1106.61 472 1192.86 482 1225.35 488 1374.46 493 1511. 68 RS RIVER-1 Reach-1 INPUT Description: 25725 Station Elevation Data Sta Elev Sta 1000 492 1024.17 1091.39 482 1097.46 1141. 24 472 1186.4 1212.26 480 1217.19 1296.39 487 1321.44 1440.54 492 1486.13 RIVER REACH val 08 3 Sta 1225.35 num= n val .045 Lengths sta 1068.62 n values n Val 08 Manni ng. s Sta 1000 Bank Expan 3 coeff Contr 1 Right 40 Left Channel 40 40 Right 1225.35 Sta: Left 1068.62 CROSS SECTION Elev 484 474 474 484 490 495 El ev Sta 486 1049.93 476 1087.94 472 1147.47 482 1176.86 489 1338.25 494 1473.11 El ev Sta 488 1041. 43 478 1078.26 470 1140.93 480 1170.56 488 1310.02 493 1449.71 25685 num= 31 El ev sta 490 1030.99 480 1070.06 470 1131.19 478 1164.51 487 1276.91 492 1426.31 RS RIVER-1 Reach-1 INPUT Description: 25685 station Elevation Data Sta Elev sta 1000 492 1018.22 1056.54 482 1063.18 1100.43 472 1116.64 1153.86 476 1159.21 1195.49 486 1233.09 1361.79 491 1384.88 1496.5 496 RIVER REACH n val 08 3 Sta 1195.49 num= n val .045 Lengths Mannlng's n values Sta n val Sta 1000 08 1041.43 Expan .3 coeff Contr 1 Right 55 Left Channel 50 50 Bank Sta: Left Right 1041. 4 3 1195.49 CROSS SECTION Elev 484 474 476 El ev Sta 486 1026.37 476 1052.44 474 1129.92 page 10 Elev Sta 488 1022.3 478 1043.83 472 1124.38 25550 nUIl1= 27 Elev Sta 490 1016.36 480 1039.16 470 1119.27 RS RIVER-1 Reach-1 INPUT Description: 25635 Station Elevation Data Sta El ev Sta 1000 492 1009.68 1030.26 482 1034.38 1068.47 472 1108.94 RIVER REACH 7026.rep 1135.41 478 1140.76 480 1148.16 482 1158.6 484 1175.64 486 1209.14 487 1239.34 488 1264.52 489 1289.71 490 1317.6 491 1348.2 492 1382.63 493 Manning's n values num= 3 Sta n val sta n val Sta n val 1000 .08 1016.36 .045 1175.64 .08 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1016.36 1175.64 30 50 80 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 25500 INPUT Description: This is a REPEATED section. Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev sta Elev Sta Elev 1000 495 1043 495 1088 470 1181 470 1206 480 1225 480 1247 495 1267 495 Manning's n Values num= 3 Sta n val Sta n val Sta n val 1000 .08 1043 .045 1206 .08 Bank sta: Left Ri~ht Lengths: Left Channel Ri~ht coeff Contr. Expan. 1043 1 06 106 106 06 .3 .5 Ineffective Flow nURl= 2 Sta L Sta R Elev permanent 1000 1065 500 F 1225 1267 500 F BRIDGE RIVER: RIVER-1 REACH: Reach-1 RS: 25485 INPUT Description: Bridge #5 Distance from upstream xs = .1 Deck/Roadway width = 99.8 wei r Coeffi ci ent = 2.6 upstream Deck/Roadway coordinates num= 2 Sta Hi cord Lo cord Sta Hi cord LO Cord 1000 495 490 1267 495 490 Upstream Bridge cross Section Data Station Elevation Data num= 8 Sta Elev sta Elev Sta Elev Sta Elev Sta Elev 1000 495 1043 495 1088 470 1181 470 1206 480 1225 480 1247 495 1267 495 Manning's n values nurn: 3 Sta n val Sta n val Sta n val 1000 08 1043 .045 1206 08 page 11 rep 7026 Expan 5 Contr 3 Right 1206 num= 2 Elev Permanent 500 F 500 F Coeff Bank sta: Left 1043 Ineffective Flow Sta L Sta R 1000 1065 1225 1267 coordinates Hi Deck/Roadway 2 cord La Cord 495 490 Downstream nurn= sta Hi 1000 cord La cord 495 490 8 Sta 1088 1267 Data Sta 1267 Section nUIll= Elev 495 495 Downstream Bridge Cross Station Elevation Data Sta Elev Sta 1000 495 1043 1225 480 1247 Elev 480 Sta 1206 Elev 470 Sta 1181 Elev 470 495 n val .08 Expan 5 3 Sta 1206 Contr 3 2 Permanent F F num= n val .045 Coeff sta 1043 Right 1206 num= Elev 500 500 values val 08 Bank Sta: Left 1043 Ineffective Flow sta L sta R 1000 1065 1225 1267 n n Mannlng's Sta 1000 to 1.0 vertical to 1.0 vertical = = Broad Crested horiz horiz o o 95 flow Upstream Embankment side slope Downstream Embankment side slope Maximum allowable submergence for wei Elevation at which weir flow begins Energy head used in spillway design spjllway height used in design Welr crest shape Number of piers 1111 Downstream= 1111 Elev 495 Elev 495 2 upstream= num= 2 El ev wi dth 470 2. 5 num= Elev width 470 2. 5 on pier Data Pier Stat Upstream width 2.5 Downstream Width 2.5 1179 Downstream= 1179 Elev 495 Elev 495 upstream= num= 2 Elev width 470 2 . 5 num= Elev width 470 2 . 5 pier Data pier Station Upstream width 2.5 Downstream width 2.5 Page 12 1247 Downstream: 1247 Elev Ups t ream= num= 2 El ev wi dth pier Data pier Station upstream width 7026.rep 2.5 470 2.5 495 Downstream nurn= width Elev width Elev 2.5 470 2.5 495 Number of Bridge Coefficient sets LOW Flow Methods and Data Energy selected Low Flow Methods: Energy High Flow Method Energy only Additional Bridge parameters Add Friction component to Momentum DO not add weight component to Momentum Class B flow critical depth computations use critical depth inside the bridge at the upstream end Criteria to check for pressure flow = Upstream energy grade line CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 25470 INPUT Description: Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 495 1043 495 1088 470 1181 470 1206 480 1225 480 1247 495 1267 495 Manning's n Values num= 3 Sta n val Sta n val Sta n val 1000 .08 1043 .045 1206 .08 Bank Sta: Left Ri~ht Lengths: Left Channel Right Coeff Contr. Expan. 1043 1 06 200 100 30 .3 .5 Ineffective Flow num: 2 Sta L Sta R Elev Permanent 1000 1065 500 F 1225 1267 500 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 25370 INPUT Description: Station Elevation Data num: 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 500 1014.84 498 1030.1 496 1145.3 494 1161. 07 492 1175.01 490 1236.03 488 1238. 31 486 1240.69 484 1243.19 482 1245.69 480 1248.25 478 1250.84 476 1253.47 474 1258.41 472 1320.24 472 1328.38 474 1339.15 476 1347.97 478 1356.36 480 1368.75 482 1380.92 484 1389.07 486 1399.59 488 1415.24 490 1533.01 492 1679.05 494 page 13 7026.rep n val 08 3 Sta 1415.24 num= n val .045 Lengths Manning's n values Sta n val Sta 1000 .08 1236.03 Bank Sta: Left Right 1236.03 1415.24 Expan 3 Coeff Contr 1 Right 350 Left Channel 340 400 CROSS SECTION Elev 484 474 470 480 El ev Sta 486 1123. 62 476 1281. 88 468 1334.18 478 1353. 84 488 Elev Sta 488 1119.12 478 1253.96 468 1326.37 476 1349.01 486 1410.66 24500 num= 24 Elev Sta 490 1115.21 480 1170.9 470 1303.96 474 1345.29 484 1399.19 RS RIVER-1 Reach-1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 492 1107.62 1133.79 482 1155.12 1289.33 472 1296.5 1337.64 472 1341.46 1361.71 482 1384.98 RIVER REACH n Val 08 3 Sta 1361. 71 num= n val .045 Lengths values n val Sta 08 1253.96 n Manning's Sta 1000 Expan 3 coeff Contr 1 Ri~~~ Left Channel 360 400 Bank Sta: Left Right 1253.96 1361. 71 CROSS SECTION Elev 482 472 464 474 484 494 El ev Sta 484 1159.96 474 1282.13 464 1355.3 472 1380.48 482 1401.14 492 1772.44 El ev Sta 486 1146.61 476 1275.4 466 1306. 77 470 1376.81 480 1394.3 490 1646.38 24100 n um= 30 El ev Sta 488 1087.35 478 1267.17 468 1300.83 468 1373.09 478 1390.93 488 1528.33 RS RIVER-1 Reach-1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 490 1072.33 1245.8 480 1257.96 1288.5 470 1294.75 1364.66 466 1369.14 1384.03 476 1387.51 1412.19 486 1442.81 RIVER REACH 3 Sta n val 1412.19 .08 Left Channel 370 700 nURl= n Val .045 Lengths Sta 1245.8 Manning's n Values Sta n val 1000 08 Expan 3 coeff Contr 1 Right 815 Bank Sta: Left Right 1245.8 1412 .19 page 14 23900 RS CROSS SECTION RIVER-1 Reach-1 RIVER REACH >0\0 " ......00 .."" ~........ c.. w )( W 0. ..""n .: '" .. 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'" ::J ~~<<~<<~<<~~<<~~~<<<<<<<<<<<<<<<<<<<< .;< a::<<c.:::~c.::: ....CVl ::E '" III '" III 7026.rep 140 225 80 200 330 145 220 125 40 55 80 106 30 350 420 815 o 140 340 140 220 350 145 355 155 40 50 50 106 100 400 400 700 o 140 320 200 220 370 145 360 180 40 50 30 106 Bridge 200 340 360 370 o Reach-1 27540 Reach-1 27400 Reach-1 27050 Reach-1 26880 Reach-1 26700 Reach-1 26300 Reach-1 26170 Reach-1 25820 Reach-1 25725 Reach-1 25685 Reach-1 25550 Reach-1 25500 Reach-1 25485 Reach-1 25470 Reach-1 25370 Reach-1 24500 Reach-1 24100 Reach-1 23900 SUMMARY OF CONTRACTION ANO River: RIVER-1 F low Area (sq ft) vel chn (ft/s) E.G. Slope (ft/ft) Elev (ft) E.G Crit w.S (ft) Elev (ft) w.S. Page 16 Min ch El (ft) EXPANSION COEFFICIENTS Expan 3 3 3 5 5 3 3 3 3 3 3 3 3 3 3 5 5 3 3 3 3 Q Total (cfs) Reach River Sta. Cont r . Reach-1 30130 .1 Reach-1 27 900 .1 Reach-1 27620 .1 Reach-1 27570 .3 Reach-1 27555 Bridge Reach-1 27 540 .3 Reach-1 27400 .1 Reach-1 27050 .1 Reach-1 26880 .1 Reach-1 26700 .1 Reach-1 26300 .1 Reach-1 26170 .1 Reach-1 25820 .1 Reach-1 25725 .1 Reach-1 25685 .1 Reach-1 25550 .1 Reach-1 25500 .3 Reach-1 25485 Bridge Reach-1 25470 .3 Reach-1 25370 .1 Reach-1 24500 .1 Reach-1 24100 .1 Reach-1 23 900 .1 profile output Table - Standard Table 1 Reach River Sta Profil e Top width Froude II chl (ft) 2376.90 2498.99 6.07 79 0.001518 0.001315 483.04 483.38 476.89 476.89 7026.rep 00 482.51 00 482.90 463 463 11800.00 11800.00 Natura 1 23 900 0.33 23 900 0.31 Reach-1 366.31 Reach-1 348.83 10 24 2246 2078 5.70 68 0.001001 0.001005 483.88 484.17 483.39 483.67 464.00 464.00 11800.00 11800.00 Encroached Natura 1 24100 0.28 24100 0.27 Reach-1 248.35 Reach-1 154.22 1895.00 1790.83 24 8.16 0.002683 0.002607 484.61 484.90 72 00 483 484 468.00 468.00 11800.00 11800.00 Encroached Natural 24500 0.44 24500 0.43 Reach-1 256.71 Reach-1 190.71 1308.84 1347.50 9.02 8.76 0.004137 0.003806 486.02 486.22 484.76 485.03 00 00 472 472 11800.00 11800.00 Encroached Natural 25370 0.53 25370 0.51 Reach-1 144.24 Reach-1 145.65 2080.99 2110.20 88 81 0.000991 0.000948 486.42 486.59 477.46 477 . 46 485.89 486.08 470.00 470.00 11800.00 11800.00 Encroached Natural 25470 0.28 25470 0.27 Reach-1 174.25 Reach-1 174.85 Encroached 2118.45 2146.06 5.78 5.71 0.000937 0.000899 486.64 486.80 477.46 477 .46 486. 13 486.30 470.00 470.00 Bridge 11800.00 11800.00 Natural Encroached 25485 25500 0.27 25500 0.27 Reach-1 Reach-1 175.02 Reach-1 175.58 1453.15 1481.79 8.12 7.96 0.003099 0.002948 486.87 487.02 85 03 485 486 470.00 470.00 11800.00 11800.00 Natural 25550 0.46 25550 0.45 Reach-1 151.72 Reach-1 153.44 1371. 87 1400.10 B.60 0.003776 0.003564 487.08 487.22 485.93 486. 11 470.00 470.00 11800.00 11800.00 Encroached Natural 256B5 0.51 25685 0.49 Reach-1 153.10 Reach-1 154.06 1596.41 1556.26 43 7.65 7.58 8 0.002637 0.002603 487.23 487.36 486.32 486.47 00 00 472 472 11800.00 11800.00 Encroached Natural 25725 0.43 25725 0.42 Reach-1 215.34 Reach-1 156.73 3178.01 4.54 0.000793 487.49 487.21 page 17 470.00 11800.00 Encroached Natural 25820 0.24 Reach-1 365.20 2502.67 1914.27 1903.90 01 58 46 0.000963 0.002142 0.002036 487.64 488.07 488.23 7026.rep 470.00 487.26 487.25 487.44 472.00 472 .00 11800.00 11900.00 11900.00 Encroached Natura 1 25820 0.27 26170 0.39 26170 0.39 Reach-l 240.07 Reach-l 240.33 Reach -1 213.38 21 16 1677 1700 7.95 7.78 0.002545 45 488 488 487.50 487.69 470.00 470.00 11900.00 11900.00 Encroached Natural 26300 0.43 26300 0.41 Reach-l 206.74 Reach-l 190.88 1059.05 1054.91 11.44 11.28 0.002405 0.008166 0.007956 59 24 31 490 490 488.21 488.33 474.00 474.00 11900.00 11900.00 Encroached Natural 26700 0.72 26700 0.71 Reach-l 167.44 Reach-l 135.15 1223.60 1120.29 51 62 10 10 0.004068 0.004303 491.50 491. 59 489.81 489.84 474.00 474.00 11900.00 11900.00 Encroached Natural 26880 0.53 26880 0.54 Reach-l 175.88 Reach-l 92.44 un.76 U58.92 U.90 0.005280 22 492 492 22 38 490 490 474.00 474.00 10500.00 10500.00 Encroached Natural 27050 0.59 27050 0.57 Reach-l 186.29 Reach-l 170.69 2384.11 2378.26 57 92 92 U 0.004927 0.001384 0.001388 25 18 18 493 493 492.79 492.79 476.00 476.00 10500.00 10500.00 Encroached Natural 27400 0.32 27400 0.31 Reach-l 287.06 Reach-l 274.73 791. 29 791. 21 13.27 0.007816 74 494 494 489.92 489.93 00 00 492 492 00 00 475 475 10500.00 10500.00 Encroached Natura 27540 0.72 27540 0.72 Reach-l 203.14 Reach-l 102.74 13.27 0.007819 74 Encroached 54 51 899 899 11. 67 11.67 0.005098 0.005098 76 76 495 495 490.12 490.14 493.65 493.65 475.20 475.20 Bridge 10500.00 10500.00 Natural 27555 27570 0.59 27570 0.59 Reach-l Reach-l 372.99 Reach-l 105.13 1342.69 1283.34 9.44 9.46 0.003883 0.003901 U 11 496 496 494.79 494.79 page 18 476.00 476.00 10500.00 10500.00 Encroached Natural Encroached 27620 0.50 27620 0.50 Reach-l 288.55 Reach-l 207.51 497.62 0.002365 8.06 1324.79 497.66 0.002490 8.04 1305.28 503.74 0.004585 11.11 1507.70 503.73 0.004244 10.63 1308.15 7026.rep Reach-l 27900 Natural 10500.00 480.00 496.61 134.34 0.41 Reach-l 27900 Encroached 10500.00 480.00 496.66 108.20 0.41 Reach-l 30130 Natural 10500.00 483.70 502.43 255.32 0.52 Reach-l 30130 Encroached 10500.00 483.70 502.46 127.19 0.50 Page 19 9/21/2007 ModEffFW Grapevine Creek-Submitted Plan: RS = 27900 .065- 9/21/2007 Grapevine Creek-Submitted Plan: RS = 30130 ~ -~.~-~ .065----1 o ~ ---------- ModEffFW !~gel1d_ uuuu.. ......... EG Encroached WS Encroached Ground . Bank Sta Encroachment WS Natural EG Natural ----oj --f-- .045 06Sr-- 505 500 490 495 g c: .2 ~ .!! w iTigend EG Natural EG Encroached I WS Encroached WS Natural ----+----- Ground . Bank SIa Encroachment .065 495~ 490 515 500 510 505 g c: .2 10 > " iij 485 485 Station (II) Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 RS = 27570 This is a REPEATED section. .065 ,I . r-- .07----1 o 4 5 350 300 250 1200 50 100 1050 480 1000 2800 3000 Slalion( Grapevine Creek-Submitted Plan: ModEffFW RS = 27620 .045-+--- 2600 2400 2200 480 1 , ,--.---,- 1400 1600 1800 2000 9/21/2007 .07---1 -----+ .065 C!="egend EG Natural .............. EG Encroached WS Natural . WS Encroached . Grit Encroached 510 505 510 505 Grit Natural . Ground .t. Inelf . Bank Sta Encroachment 500 495 490 g c: o ii ,. .!! w EG Encroached WS Natural WS Encroached Ground . Bank SIa Encroachment 500 495 490 g c: o ~ > .9! w 485 485 2800 2600 2400 1400 1600 1800 2000 2200 Stalion (II) 1200 480 475 1000 r~~ 1600 1700 500 1300 1400 Station (II) 200 00 480 475 1000 Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 RS = 27555 BR Bridge #fJ RS = 27555 BR Bridge #6 .065 ----1 . .07~ .065 ;1. r--.07~ 510 0 legend 510 0 legend 4 4 5 EG Natural 5 EG Natural 505 ....... ........ 505 ...... .......... ...... EG Encroached EG Encroached 500 WS Natural 500 WS Natural g . g . 495 WS Encroached 495 WS Encroachad c: c: 0 Grit Natural ~ Grit Natural fii . co . ~ > 490 ,._~ j1 490 Grit Encroached [j] . W . Ground Ground 485 ~-- 485 ... Ineff Ineff . . 480 t Bank Sta 480 Bank Sta -:,nc~oachment Encroachment 475 475 ,----,----.-r-- , I----.-----.----,-~-.-r._'~.,-.~I 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (It) Station (It) Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 RS = 27540 RS = 27400 PROFILE SECTION R - SURVEY SECTION 17A .065 1 . f<-- .07--- ~ .065 +- .045 +- .07-->j 510 0 legend 500 Legend 4 5 ............................ 505 EG Natural EG Natural ..... ......... 495 ..........-.4-.. EG Encroached E G Encroached 500 WS Natural g . g WS Natural WS Encroached 490 . c: 495 . c: WS Encroached 0 Crit Encroached 0 . co 1i Ground > 490 . ~ j1 Grit Natural 485 . w . w Bank Sta Ground 485 ... Encroachment Ineff . 480 L__ 480 Bank Sta Encroachment 475 ~,---,---,- I -.----, , , , 475 ......-~-~,......,-'-.---.-----,----r- --r-y-'---,---,-, 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 1000 1100 1200 1300 1400 1500 1600 Station (It) Station (It) Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 RS = 26880 PROFILE SECTION Q - SURVEY SECTION 17 .07t .045-+ .075 'I 9/21/2007 Grapevine Creek-Submitted Plan: ModEffFW RS = 27050 27050 .07 'I t- .045 065+ Legend EG Encroached WS Encroached WS Natural Encroachl1l~d EG Natural Ground . Bank Sla 505 495 480 490 485 500 g c: B .. i; w ~egend EG Encroached WS Encroached l~cro::~menl WS Natural EG Natural Ground . Bank Sta 505 480 500 495 490 485 g c: ~ .. > .9! UJ 475 475 1600 1500 200 300 1400 Station (Il) Grapevine Creek.Submitted Plan: RS = 26300 --+--- 00 470 1000 600 500 1400 Station (Il) Grapevine Creek-Submitted Plan: RS = 26700 .08 300 200 1100 470 1000 9/21/2007 Legend ModEffFW .08 'I 510 9/21/2007 Legend ModEffFW .045 510 EG Encroached E G Natural 505 E G Encroached EG Natural 505 500 500 ? I WS Encroached WS Natural 495 490 485 g c: o ~ > '" w WS Encroached WS Natural 495 490 g c: .2 10 > .9! UJ Ground . Bank Sta Ground . Bank Sta 485 Encroachmen 700 600 500 1400 Stalion(1l 300 1200 1100 480 470 1000 475 Encroachment '.."1 1700 -T~ 1600 500 1400 300 Station (Il) 1200 100 480 470 1000 475 Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 RS = 26170 26170 RS = 25820 25820 . r- .045 -+ .08 .08--+- .045-+ .08 I SOO 0 Legend 500 I:8gend 8 ............-."-... ..m.__............. 495 E G Encroached EG Encroached EG Natural E G Natural , , 490 WS Encroached WS Encroached g g c WS Natural c WS Natural 0 485 . 0 . i i :> Ground > Ground ., . .9/ . iii Bank Sta UJ Bank Sta 480 Encroachment Encroachment 475 470 , , , .-,-.'~-----'--~ 1000 1100 1200 1300 1400 1500 1600 1700 1200 1400 1600 1800 Station (II) Station (ft) Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 RS = 25725 25725 RS = 25685 25685 soot .08+-- .045-+ .08 .1 J.08f -.045--+ .08 ,I Legend 500 Legend nn..un.......... -............................. 495 / EG Encroached 495 ..... EG Encroached EG Natural EG Natural . 490 WS Encroached 490 ~ WS Encroached g .......... g ......~ c - WS Natural c --' WS Natural 0 485 . :8 485 . 1i \ Ground .. Ground ~ . l . iii Bank Sta UJ Bank Sta 480 Encroachment Encroachment ~ 475 ~ T"T~ '--l-'---T , ,---,-r , -, 1100 1200 1300 1400 1500 600 100 1200 1300 1500 Station (II) Slation (II) Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 RS = 25550 25635 RS = 25500 This is a REPEATED section. . r-- .045 -+--~ .08-------1 .08->1, .045 ; 1<----; .08--1 495 0 Legend 500 r-l:8gend 8 -_...t._.. .....n.............. EG Encroached 495 EG Encroached 490 ...n........... EG Natural EG Natural . WS Encroached 490 WS Encroached g g c: WS Natural c: WS Natural .2 . .2 485 10 10 > Ground > Crit Natural " 480 l · III . W Bank Sta W Crit Encroached 480 . Encroa~hrT1~ Ground 475 ... 475 Inelf . Bank Sta 4 70 -~. , 1000 1100 1200 1300 1400 1050 1100 1150 1250 1300 Station (ft) Station (ft) Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 RS = 25485 BR Bridge #5 RS = 25485 BR Bridge #5 .08+ .045 +-~ .08--1 .08-+ .045 '~.08--1 500 ... 500 Legend Legend .................... 'uun ............. 495 r EG Encroached 495 r EG Encroached ~ EG Natural EG Natural i! . . 490 WS Encroached 490 WS Encroached g g c: ..... ...... ............. ........... WS Natural c: WS Natural 0 485 0 485 ~ 1; > Crit Natural > Crit Natural " . .91 . W Crit Encroached w Crit Encroached 480 . 480 . . Ground Ground ... ... 475 Inelf 475 Inelf . . Bank Sta Bank Sta 470 ,..,..,- ,.,---r ,- 470 -T , ,..,--,- " 1000 1050 100 1150 1250 300 1000 1050 1100 1150 1250 1300 Station (ft) Station (ft 9/21/2007 L_Legerld I'::"i:~ I WS Encroached I WS N.atural I Ground I Ban: Sta I --1 ModEffFW .08 Grapevine Creek-Submitted Plan: RS = 25370 .045 . + 485 480Ll, 475 470 ~~- 1000 1050 1100 .L T 500 495 490 485 g <:: :8 OJ > 4> ill 9/21/2007 Legend EG Encroached WS Encroached WS Natural EG Natural ModEffFW .08 Grapevine Creek-Submitted Plan: RS = 25470 + .045 500 495 490 g <:: 2 iO > .9! w 480 Crit Natural . Crtt Encroached Ground ~ Inelf . Bank Sla 475 700 600 Station (It) Grapevine Creek-Submitted Plan: RS =24100 .045+- .08 -I 500 400 300 200 100 470 1000 300 250 Station (It) Grapevine Creek-Submitted Plan: ModEffFW RS = 24500 .08 +- .045-+.08~ 1200 50 9/21/2007 Legend EG Encroached EG Natural . WS Encroached 1800 WS Natural Ground . Bank Sta - Encroachment ModEffFW 1600 1400 Station (It) -+ 1200 460 1000 495 490 485 480 475 470 465 g <:: :8 OJ > 4> ill 9/21/2007 Legend EG Encroached E G Natural . WS Encroached 500 WS Natural Ground . Bank Sla Encroachment 1400 1300 Slation (It) 200 100 495 465 1000 490 485 480 475 470 g <:: .2 iO > 4> ill Grapevine Creek-Submitted Plan: ModEffFW 9/21/2007 R~ 39( .08 .+- 45 r.08 .. 490 -=-L!!Ie,,<C] ( ...un......."n. 485 EG Encroached uun....._. __n_.......__ 0:.:.:.:.. .:.:.:..:.:..:. - EG Natural , 480 - WS Encroached € ~ co WS Natural 0 475 7i > erit Natural j! '\ . w erit Encroached 470 . Ground . 465 Bank Sta Encroachment 460 ~ c-r-r-r- ,., ---.--. -,--, 1000 00 1200 1300 1400 1500 Station (ft) Reach: Reach- o Total (cfs) HEC-RAS Plan: MEffFW River: RIVER-. Reach Ri;~tsta-T --Ptofi;';-~ Fi(l~d. # Chi T oE..'!!dlh Iftl Flow Area (sq II)' 2376 Vel CMI IftlsL 6.07 5.79 482.51 476.89 483.04 0.001518 482.90 476.89 48338 0.001315 Mln Ch EI (II) 463.00 463.00 0.33 0.31 366.31 34883r-- .90 2498.99 800.00 800.00 Natural Encroached 23900 23900 Reach- Reach- 0.26 0.27 246.35 154.22 2246.10 2076.24 ~7Qj 5.66 0.001001 0.001005 463.66 464.17 463.:l~- 483.67 i 464.00 464.00 1600.00 ~OO()OL Natural Encroached 0.44 0.43 256.7 190.7 1695.00 790.63 8.24 6.16 0.002663 0.002607 464.61 464.90 463.72 464.00 466.00 466.00 600.00 600.00 Natural 0.53 0.51 0.26 0.27 =-~.'.....- -~_:_.:-~ 0.27 0.27 144.24 145.65 174.25 74.85 75.02 75.56 306.64 347.50 2060.99 2110.20 Bridlle 7] 11600.00 11600.00 11600.00 472.00 11600.00 472.00 11600.00 11600.00 11900.00 11900.00 11900.00 11900.00 '().4~ 0.45 -I 151.72 153.44 2116.45 2146.06 5.76 5.7 0.000937 0.000699 486.64 466.60 477.46 477.46 466.13 486.30 470.00 470.00 1800.00 1600.00 Natural lalural 1453.15 1481.79 8.12 7.96 0.003099 0.002948 486.87 467.02 465.65 486.03 470.00 470.00 600.00 1600.00 ~ 124100 24100 Reach- Reach- Reach-l Reach,l 24500 24500 902 8.76 5.68 5.61 0.004137 0.003606 0.000991 0.000946 486.02 486.22 466.42 466.59 477.46 477.46 484.76 485.03 465.69 486.08 472.00 472.00 470.00 470.00 1600.00 1600.00 1800.00 1600.00 1 1 Natural Natural 0.5 0.49 53.10 54.06 1371.67 1400.10 6.60 8.43 0.003776 0.003564 467.08 487.22 485.93 486. 470.00 470.00 0.43 0.42 215.34 156.73 ---- 1596.41 1556.26 7.65 7.56 0.002637 0.002603 467.23 487.36 486.32 486.47 0.24 0.27 365.20 240.07 4.~j 317801 5,Q1j. . ~~2.67 0.000793 0.000963 467.49 467.64 487.21 487.26 470.00 470.00 0.39 0.39 0.43 0.4 240.33 213.36 206.74 190.66 1914.27 1903.90 1677.2 1700 16 7.56 7.46 7.95 7.76 0.002142 0.002036 0.002545 0.002405 486.07 468.23 466.45 466.59 487.25 467.44 467.50 467.69 472.00 472.00 470.00 470.00 (Continued) Mlnch!:1 (It) Reach: Reach- QTQIllI (c(s) > 1900.00 1900.00 . Vel Chnl .. (WsL 11 11 Slope (Wit) 0.008166 0.007956 ~lev '"\ 0.72 0.7 167.44 35.15 .4 .28 490.24 490.31 488.2 488.33 -- 489.81 489.84 490.22 490.38 0.53 0.54 175.88 92.44 223.60 1120.29 10.51 ~~- 0.004068 0.004303 491.50 491.59 11900.00 11900.00 0.59 0.57 0.32 0.31 0.72 0.72 203.14 102.74 2384.11 2378.26 791.29 791.21 -', Bridge 0.59 -~'---- 0.59 0.50 0.50 474.00 474.00 -------- ..--- 474.00 474.00 186.29 170.69 28706 274.73 3.27 3.27 0.007816 0.007819 494.74 494.74 489.92 489.93 492.00 492.00 476.00 476.00 475.00 475.00 31.76 58.92 11.90 11.57 5.92 5.92 0500.00 10500.00 10500.00 10500.00 10500.00 10500.00 River: RIVER- Profile Natural Encroached Natural HEC.RAS Plan: MEIfFW -- Reach River Sill 0.005280 0.004927 492. 79..i~3,1~L~.Q.Q013a4-r-- .~1l2Xll ____+-~93.181 o.oo~ 492.22 492.25 474.00 474.00 ~9!l~ 3721111 899.51 105.13 34~ 288.55 1283.34 _~()~51 11.67 11.67 9.44 9.46 0.005098 0.005098 0.003883 0.003901 495.76 495.76 11 496. 496. 490.12 490.14 ~----- -.- 475.20 493.65 .475.:~___,__ 493.65 494.79 494.79 476.00 476.00 10500.00 10500.00 10500.00 10500.00 0.4 0.4 0.52 0.50 134.34 108.20 255.32 127.19 324.79 305.28 1507.70 308.15 8.06 804 11 10.63 0.002365 0.002490 0.004585 0.004244 497.62 497.66 503.74 503.73 496.61 496.66 502.43 502.46 480.00 480.00 483.70 483.70 10500.00 10500.00 10500.00 10500.00 Natural 9/21/2007 Plan: ModEffFW Grapevine Creek-Submilled RIVER-1 Reach- Legend EG Encroached EG Natural . WS Encroached WS Natural Crit Natural . Cril Encroached ----- Ground 510 490 € 0:: o ~ > .. Ui 480 470 --'I 7000 o '" o '" 6000 5000 o 5l I'- N o 00 o CD II'> ...... a:J a CD CD I'- N N N ,--.---,-------.- 3000 4000 Main Channel Distance (It 000 ~ ~l!l I'- 1'-1'- N NN 00 I'- 0 ~ '" CD CD N N o 1,() Ii') 0 ...... co N N ~ ;1; t; ffl N N N N ----. 2000 o g ... N 000 IV ELECTORNIC COPIES OF COMPUTER MODELS