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Alexander Ct-SY070629 NATHAN D. MAIER CONSULTING ENGINEffiS, INC. LETrER OF TRANSMITrAL Two NorthPark! 8000 Park Lane! Suite 600 Dallas, 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 June 29, 2007 I JOB NO. 07-026 RE Alexander Court Flood Study Letter of Map Revision Application WE ARE SENDING YOU C8J o Shop drawings o Copy ofletter Attached o For pick-up o Under separate cover via _the following items: C8J Plans 0 Samples 0 Specifications 0- o o Prints Change order COPIES DATE NO. DESCRIPTION 2 June 2007 Copies of LOMR Application THESE ARE TRANSMITTED as checked below: C8J o o o As requested by _ o FOR BIDS DUE 19 o PRINTS RETURNED AFTER LOAN TO US For approval 0 Approved as submitted F or 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 C8J For review and comment o REMARKS Ken, The attached report is an updated copy of the LOMR application based on the bridge replacement at Denton Tap Road, and newer topography within the reach that extends about 1800-feet downstream of Denton Tap Road and about 600-feet upstream of Bethel Road shown in current FEMA FIRM panel 48113C0155J. The updated report includes the revisions requested by Kimley-Horn in the letter dated May 23, 2007, and an email sent on June 26, 2007. Please review the submittal and if acceptable sign the second page of MT-2 Form 1 for the community. We can pick up one signed copy and forward on to FEMA with the required fee for processing. If you have any questions please call(214-739-4741), or email (mboyd@ndmce.com). Thank you. COpy TO Brad Pickering, EIT (IN), CFM Kimley-Hom and Associates, Inc. 12700 Park Central Dr, Suite 1800 Dallas, TX 75251 SIGNED: If encloslIres are nor as noted, kindly notify liS at once, 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 CORNER 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 i\<< :t7"1 ~ Nathan D. Maier Consulting Engineers, " ~f)?f..r.9-~ ~"'A~~. ..~~<) I- ir ~ (P'l. \.~ Id .... . . . . . . . _...._~,.. ... . " . . . .. -ir... MICHAEL H, BOVD June 2007 ..-..:....~.~.;,.;7....:;. ND,lIKC'D P t #07 026 ~r2" ~&'""ST~~ ...~" lY.I.' L rojec - .7'f'~..:--:":..:...:~~ ""~) ION A l 'C.,.... ~"......... 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 Corner 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. June 2007 NDM Job Number 07-03-024 GRAPEVINE CREEK lOMR APPLICATION CITY OF COPPEll, DALLAS COUNTY, TEXAS TABLE OF CONTENTS I. INTRODUCTION II. METHODOLOGY III. COMPUTER MODELS IV. CONCLUSIONS V. MT-2 FORMS VI. EXHIBITS 1. location Map 2. Current Effective FEMA FIRM 3. Revised FEMA FIRM 4. Floodplain Work Map 5. Copy of Denton Tap Road Bridge Plans VII. 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 Conditions Multiple Profile Model 6. HEC-RAS Revised Conditions Floodway Model VIII. ELECTRONIC COPIES OF COMPUTER MODELS GRAPEVINE CREEK LOMR APPLICATION CITY OF COPPELL, DALLAS COUNTY, TEXAS I. INTRODUCTION This report has been prepared to present a hydraulic study of a reach of Grapevine Creek that extends from Denton Tap Road to Bethel Road in the city of Coppell, Texas as shown in Exhibit 1.The study reach effective Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) is panel number 48113C0155J dated August 23, 2001 (Exhibit 2). The purpose of this study is to support a Letter of Map Revision (LOMR) application and present an updated FEMA FIRM (Exhibit 3) with revised floodplain and fIoodway limits within the study reach. The updated delineations reflect the new Denton Tap Bridge and more detailed topographic information in the area. This report contains a discussion of the study methodology, and current effective and revised effective multiple profile and floodway FEMA hydraulic computer models. FEMA LOMR certification and application forms are included under Item V. II. METHODOLOGY The current effective multiple profile and fIoodway HEC-2 models for this reach were obtained from the City of Coppell and FEMA. These models were then imported to HEC- RAS. Revised conditions models were created with new cross sections taken from 1-ft and 2-ft contour ground data, and coding of the new Denton Tap bridge coding. The multiple profiles and encroached starting water surface controls were taken from the effective models at cross section number 22600. The multiple profile discharges, the Manningn's Un" values, and the expansion and contraction coefficients were taken from the effective models as well. The 100-yr discharges used in this study are shown in Table1. 3 Cross sections either modified or added are numbers 24000, 25000, 25100, 25370, 25470, 25500, 25550, 25685, 25725, 25785, 25820, 26170, 26550, 26880, 27050, and 27400. Exhibit 4 is a floodplain work map that shows the location of these cross sections, the effective FIRM, and the proposed 100-yr floodplain and floodway delineations. Table 1 Grapevine Creek 100-yr Discharges (cfs) River Station Q 27620 10500 26880 11900 25550 11800 III. COMPUTER MODELS Computer models, input and output are included in this report as attachments under report Section VII. The description and file names are as follows: 1. HEC-2 Current Effective Multiple Profile Model........................GRAPE20.DAT 2. HEC-2 Current Effective Floodway Mode.................................GRAPE21.DAT 3. HEC-RAS Imported Multiple Profile Model...............................7026.PRJ-p01 4. HEC-RAS Imported Floodway Model....... .... ......... ............. ..... 7026.PRJ-p05 5. HEC-RAS Revised Conditions Multiple Profile Model.................7026.PRJ-p03 6. HEC-RAS Revised Conditions Floodway Model.........................7026.PRJ-p06 IV. CONCLUSIONS The results obtained by this study are in compliance with the current floodplain criteria for the City of Coppell and FEMA as shown in the summary of results in Table 2. The table shows that, with the Denton Tap bridge replacement and coding cross sections with recent aerial topography, the flood profile is lowered from downstream of Denton Tap Road to upstream of Bethel Road. Attached are exhibits and computer runs that support a LOMR application to update the effective FIRM's floodplain and f100dway limits in the reach of Grapevine Creek that extends from Denton Tap Road to Bethel Road. Graprevine Creek 100-yr Water Surface Elevations (ft) Natural Encroached HEC-2 HEC-RAS HEC-RAS HEC-2 HEC-RAS HEC-RAS River Sta. Q Total Duplicate Imported Mod ified Duplicate Imported Modified (cfs) Effective Effective 22600 11800 479.02 479.02 479.02 479.80 479.80 479.80 24000 11800 482.23 483.06 25000 11800 482.88 483.73 25100 11800 483.26 484.06 25370 11800 486.74 486.90 484.51 487.52 487.52 485.06 25470 11800 487.25 487.54 485.73 488.18 488.32 486.10 25485 Denton Tap 25500 11800 488.08 488.43 485.97 488.72 489.00 486.32 25550 11800 488.72 488.47 485.67 488.95 486.06 25685 11900 485.75 486.13 25725 11 900 486.17 486.48 25820 11900 487.11 487.29 26170 11900 487.16 487.48 26300 11 900 487.42 487.72 26700 11900 488.15 488.36 26880 11900 491.22 491.33 489.79 489.16 491.81 489.85 27050 10500 490.18 490.38 27400 10500 494.03 494.10 492.81 491.83 494.52 492.81 27540 10500 494.23 494.37 492.25 494.57 494.91 492.25 27555 Bethel Road 27570 10500 494.43 494.68 493.44 495.00 495.13 493.44 27620 10500 494.65 494.70 494.45 495.14 494.90 494.46 27900 10500 496.60 496.62 30130 10500 502.87 503.31 502.60 503.52 503.87 502.60 5 V MT -2 FORMS FEDERAL EMERGENCY MANAGEMENT AGENCY OVERVIEW & CONCURRENCE FORM O.M.B No. 3067-0148 Expires September 30, 2005 PAPERWORK BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 1 hour 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, SOO 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 Proqram. Please do not send vour completed survev to the above address. A. REQUESTED RESPONSE FROM FEMA This request is for a (check one): o CLOMR: A letter from FEMA commenting on whether a proposed project, if built as proposed. would justify a map revision, or proposed hydrology changes (See 44 CFR Ch. 1, Parts 60, 65 & 72). I2SI LOMR: A letter from FEMA offici<llly revising the current NFIP map to show the changes to floodplains, regulatory f100dway or flood elevations. (See Parts 60 & 65 of the NFIP Regulations,) B. OVERVIEW 1. The NFIP map panel(s} affected for all impacted communities is (are): CommunitY No, Community Name State MaD No. Panel No, Effective Date Ex: 480301 City of Katy TX 480301 0005D 02108/83 480287 Harris County TX 48201 C 0220G 09/28/90 480170 City of Coppell TX 48113C 0155J 8/23/01 Dallas County 2, Flooding Source: Grapevine Creek 3. Project Name/Identifier: Grapevine Creek LOMR 4, FEMA zone designations affected: AE,X (choices: A, AH, AO, A1-A30, A99, AE, AR, V, V1-V30, VE, B, C, D. X) 5. Basis for Request and Type of Revision: a, The basis for this revision request is (check all that apply) I2SI Physical Change i:2J Improved Methodology/Data i:2J Regulatory Floodway Revision o Other (Attach Description) Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review, b, The area of revision encompasses the following types offlooding and structures (check all that apply) Types of Flooding: i:2J Riverine o Coastal o Shallow Flooding (e.g., Zones AO and AH) o Alluvial fan o Lakes o Other (Attach Description) Structures: o Channelization o Levee/Floodwall i:2J Bridge/Culvert o Dam o Fill o Other, Attach Description FEMA Form 81-89, SEP 02 Overview & Concurrence Form MT-2 Form 1 Page 1 of 3 C. REVIEW FEE Has the review fee for the appropriate request category been included? i:2I Yes Fee amount: $4400 o No, Attach Explanation Please see the FEMA Web site at http://www.fema.gov/fhmlfrm fees,shtm for Fee Amounts and Exemptions. D. SIGNATURE All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Name: Michael H. Boyd, P.E, Company: Nathan D, Maier C,E., Inc. Mailing Address: Daytime Telephone No,: Fax No.: 8080 Park Lane Suite 600 214-739-4741 214-739-5961 Dallas, TX 75231 E-Mail Address: mboyd@ndmce.com Signature of Requester (required): Date: 4.U.ZLOZ- M/tuktu..{ ~~~ ~ -7.y-~..., . As the community official responsible for floodplain management, I hereby acknowledge that we have received and reviewed this Letter of Map Revision (LOMR) or conditional LOMR request. Based upon the community's review, we find the completed or proposed project meets or is designed to meet all of the community floodplain management requirements, including the requirement that no fill be placed in the regulatory f1oodway, and that all necessary Federal, State, and local permits have been, or in the case of a conditional LOMR, will be obtained, In addition, we have determined that the land and any existing or proposed structures to be removed from the SFHA are or will be reasonably safe from flooding as defined in 44CFR 65.2(c), and that we have available upon request by FEMA, all analyses and documentation used to make this determination, Community Official's Name and Title: Ken Griffin, P.E, Telephone No,: 972-304-3686 Director of Engineering/Public Works Community Name: City of Coppell Community Officiat1,ignature (required): Date: 1~ t-r-4t- ,-\0'7 CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND/OR LAND SURVEYOR This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify elevation information, All documents submitted in support of this request are correct to the best of my knowledge, I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001, Certifier's Name: Michael H, Boyd, P,E, License No.: 81847 Expiration Date: 12/07 Company Name: Nathan D. Maier C,E., Inc, Telephone No,: 214-739-4741 Fax No.: 214-739-5961 Signature: fvv1\vk~ ~e1{ tJ\ Date: IrM-rlOT ltI - 2- <i/'--7.60 -, FEMA Form 81-89, SEP 02 Overview & Concurrence Form MT -2 Form 1 Page 2 of 3 Ensure the forms that are appropriate to your revision request are included in your submittal. Form Name and (Number) Reauired if ... I:8J Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water-surface elevations I:8J Riverine Structures Form (Form 3) Channel is modified, addition/revision of bridge/culverts, addition/revision of levee/f1oodwall, addition/revision of dam o Coastal Analysis Form (Form 4) o Coastal Structures Form (Form 5) o Alluvial Fan Flooding Form (Form 6) New or revised coastal elevations Addition/revision of coastal structure Flood control measures on alluvial fans FEMA Form 81-89, SEP 02 Overview & Concurrence Form MT-2 Form 1 Page 3 of 3 FEDERAL EMERGENCY MANAGEMENT AGENCY RIVERINE HYDROLOGY & HYDRAULICS FORM a.M.B No. 3067-0148 Expires September 30,2005 PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 3 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 OMS 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. HYDROLOGY 1, Reason for New Hydrologic Analysis (check all that apply) IZ::I Not revised (skip to section 2) o Alternative methodology o No existing analysis o Proposed Conditions (CLOMR) o Improved data o Changed physical condition of watershed 2. Comparison of Representative 1 %-Annual-Chance Discharges Location Drainage Area (Sq, Mi.) FIS (ets) Revised (ets) 3, Methodology for New Hydrologic Analysis (check all that apply) B Statistical Analysis of Gage Records Regional Regression Equations B Precipitation/Runoff Model [TR-20. HEC-1, HEC-HMS etc,] Other (please attach description) Please enclose all relevant models in digital format, maps. computations (including computation of parameters) and documentation to support the new analysis. The document. "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at: http://www.fema,gov/fhm/en_modl.shtm, 4, Review/Approval of Analysis If your community requires a regional. state. or federal agency to review the hydrologic analysis. please attach evidence of approval/review, 5. Impacts of Sediment Transport on Hydrology Was sediment transport considered? 0 Yes 0 No If yes, then fill out Section F (Sediment Transport) of Form 3, If No. then attach your explanation for why sediment transport was not considered. B. HYDRAULICS 1, Reach to be Revised Description Cross Section Water-Surface Elevations (ft,) Effective Proposed/Revised 479,02 479.02 Downstream Limit Approx. 2500-ft downtream of Denton Tap 22600 Upstream Limit Approx. 2500-ft upstream of Bethel Road 30130 502,87 502,60 2, Hvdraulic Method Used Hydraulic Analysis HEC-2. HEC-RAS [HEC-2 , HEC-RAS. Other (Attach description)] FEMA Form 81-89A. SEP 02 Riverine Hydrology & Hydraulics Form MT -2 Form 2 Page 1 of 2 B. HYDRAULICS (CONTINUED) 3. Pre-Submittal Review of Hvdraulic Models FEMA has developed two review programs, CHECK-2 and CHECK-RAS. to aid in the review of HEC-2 and HEC-RAS hydraulic models, respectively, These review programs verify that the hydraulic estimates and assumptions in the model data are in accordance with NFIP requirements, and that the data are comparable with the assumptions and limitations of HEC-2/HEC-RAS, CHECK-2 and CHECK-RAS identify areas of potential error or concem, These tools do not replace engineering judgment. CHECK-2 and CHECK-RAS can be downloaded from http://www.fema.gov/fhm/frm_soft,shtm, We recommend that you review your HEC-2 and HEC-RAS models with CHECK-2 and CHECK-RAS, If you disagree with a message, please attach an explanation of why the message is not valid in this case. Review of your submittal and resolution of valid modeling discrepancies will result in reduced review time. HEC-21HEC-RAS models reviewed with CHECK-21CHECK-RAS? DYes I2l No 4, Models Submitted Duplicate Effective Model" Corrected Effective Model" Existing or Pre-Project Conditions Model Revised or Post-Project Conditions Model Other - (attach description) Natural File Name: GRAPE20.DAT Natural File Name: Natural File Name: 7026,PRJ-p01 Natural File Name: 7026.PRJ-p03 Natural File Name: Floodway File Name: GRAPE21.DAT Floodway File Name: Floodway File Name: 7026.PRJ-p05 Floodway File Name: 7026.PRJ-p06 Floodway File Name: "Not required for revisions to approximate 1 %-annual-chance floodplains (Zone A) - for details, refer to the corresponding section of the instructions. The document "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA, This document can be found at: http://www, fema,gov/fhm/en_modl.shtm, C. MAPPING REQUIREMENTS A certified topographic map must be submitted showing the following information (where applicable): the boundaries of the effective, existing. and proposed conditions 1%-annual-chance floodplain (for approximate Zone A revisions) or the boundaries of the 1%- and 0.2%-annual-chance floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); location and alignment of all cross sections with stationing control indicated; stream, road, and other alignments (e,g.. dams, levees, etc.); current community easements and boundaries; boundaries of the requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the referenced vertical datum (NGVD. NAVD, etc.). Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and/or FBFM must tie-in with the effective floodplain and regulatory floodway boundaries, Please attach a copy of the effective FIRM and/or FBFM, annotated to show the boundaries of the revised 1 %- and 0.2%-annual-chance floodplains and regulatory floodway that tie-in with the boundaries of the effective 1%- and O,2%-annual-chance floodplain and regulatory floodway at the upstream and downstream limits of the area of revision, D. COMMON REGULATORY REQUIREMENTS 1. For CLOMR requests. do Base Flood Elevations (BFEs) increase? DYes 0 No For CLOMR requests, if either of the following is true. please submit ellidence of compliance with Section 65.12 of the NFIP regulations: . The proposed project encroaches upon a regulatory floodway and would result in increases above 0,00 foot. . The proposed project encroaches upon a SFHA with BFEs established and would result in increases above 1.00 foot. 2, Does the request involve the placement or proposed placement of fill? o Ves [8J No If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the NFIP regulations set forth at 44 CFR 60,3(a)(3), 65.5(a)(4), and 65.6{a)(14), Please see the MT-2 instructions for more information. 3. For LOMR requests. is the regulatory floodway being revised? I2J Yes 0 No If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65,7(b)(1) of the NFIP Regulations, notification is required for requests involving revisions to the regulatory f1oodway, (Not required for revisions to approximate 1 %-annual-chance floodplains [studied Zone A designation] unless a regulatory f100dway is being added, Elements and examples of regulatory floodway revision notification can be found in the MT-2 Form 2 Instructions.) 4, For LOMR requests. does this request require property owner notification and acceptance of BFE increases? DYes [8J No If Yes. please attach proof of property owner notification and acceptance (if available), Elements of and examples of property owner notification can be found in the MT-2 Form 2 Instructions, FEMA Form 81-89A, SEP 02 Riverine Hydrology & Hydraulics Form MT -2 Form 2 Page 2 of 2 VI EXHIBITS 1. Location Map 2. Current Effective FEMA FIRM 3. Proposed FEMA FIRM 4. Floodplain Work Map 5. Copy of Denton Tap Bridge Plans ~\ Cc;ttonwco;.') / ./ r r\i I / \ "---JLj (- J '-../I/..//--f'\ \.- ,"<......./,-.,..,I/.A, '~""'\-", ! I / ~ ....... \ \ 'J ' 1.__________ '; )) ),,, ~'</ -----, 1--""" J ~/'o I I I I I I \ \ \ \' I "'C..q ii, r"\ \ ' \---\ ~ Rr/o.flJ. ~' i 1\. \ "lH" ~ ~ ; \.,/ i \\ \... --I /' ~'--./..'i,'~\i., / ~'-~ \ i ~ .~~i l~ i I EJct(U' ~ ! !\ \ 0\\' '~ , , 1 Q n [ i '---i I ! SANDY L--J 1 u ~ 1 1 I I I I I ~ I'"", I I i--i / (7'~, I, ,~, i I/'/ \ ,~ I c.. <t >- ! ~ !' NORTH LAkE ,,/- ~ NORTH I I BEL T LINE S?lL',-'".iAY E~.E.\/ATION 510.0' \ i ,; ~~ /C exhibit no, NATHAN D. MAIER CONSULTING ENGINEERS, INC. GRAPEVINE CREEK CLOMAR CI TY OF COPPELL DALLAS COUNTY, TEXAS LOCATION MAP e name 7026EX02 Two Northpark / 8080 Park Lane / Suite 600 Dallas, Texas 75231 / (214) 739-4741 D NATHAN D. MAIER CONSULTING ENGINEERS, INC. JTHWESTERN ) LIMIT OF DETAILED STUDY -' -' WJ 0.. Cl. o U GRAPEVINE CREEK LOMR CI TY OF COPPELL DALLAS COUNTY TEXAS ROAD ~---< KAYE BOULEVARD - LIMIT OF STUDY A ~ o a: -' -' WJ Cl. Cl. o u '-'-, "'I ~b' ~I I I I I i ZONE X MEADOW CREEK ROAD\ '--.J " o <l: o a: ZONE ZOI' AE I RM6 Graphic Scale EFFECTIVE FIRM - - I - - design drawn scale date - - - MH6 OCJ 1"=1000' 03/07 o 500 NATIONAL FlOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP DALLAS COUNTY, TEXAS AND INCORPORATED AREAS PANEL 155 OF 725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS COMMUNiTY NUMBER PANEL SUFFIX CARROLL TOf\. CiTy OF 450167 0155 J COPPELL. ,'TY OF 480.70 0155 J DALLAS. CJTY Of:: 480171 0155 J iRVING. CiT':"" OF 480180 0155 J MAP NUMBER 48113&0155 J EFFECTIVE DATE: AUGUST 23, 2001 Emergency Management Agency 000 000 2000 3000 ~ exhibit no. II jab number 07-03-026 ) ) I , IRVING )SES >- a:: o Cl. w w cr: w.. SOUTHWESTERN I t ~ LIMIT OF DETAILED STUDY ROAD 7f"\f\11l: BOULEVARD - LIMIT OF STUDY -t Uj Cl. Cl. o u ~ ~ ;.u Cl. Cl. o u A~ o 0: y ZONE DRiVE STREET AIRLINE DRIVE Two Northpark / 8080 Park Lane / Suite 600 Dallas, Texas 75231 / (214) 739-4741 ZONE x NATHAN D. MAIER CONSULTING ENGINEERS, INC. BEL TUNE ROAD l---J ! GRAPEVINE CREEK LOMR CITY OF COPPELL DALLAS COUNTY, TEXAS " 1 I MHB Federal Emergency Management Agency ./ exhibIt no. PROPOSED FIRM III - - - - drown scale date file nome job number - - OCJ 1"=1000' 06/07 6009EX03 07 -03-026 EFFECTIVE DATE: AUGUST 23, 2001 MAP NUMBER 48113C0155 J 0 500 000 2000 3000 ~ ~ ~ - . Graph ie Seal e . = 1000 '\ NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP DALLAS COUNTY, TEXAS AND INCORPORATED AREAS PANEL 155 OF 725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS COMMUNITY ",UMBER PANEL SUFFIX CARRCLLTOi\:. CLry O!= 460167 '3155 COPPELL, O;V OF 480170 0155 DALt..AS. CiTY OF 480171 0155 iRV!NG. CiTv OF 4.80180 0155 ~ -q ~ o ::E: ~ N o r-. il ..c: Ul ~ \0 N o r-. o - Ul .0 o R o o N -:: l'""l \.;....-J ,A v / v'/ \ I \ \ \ '-',,/ \.. ) R~ENCE ~AL pATUM: NGwl (FEED ./ .J '-... -, ,\ ........--.... "--.. ',.k,,5'" ~-.-/ '\ "'- ) ) ( I ) _/- ~. , j \ \ -' l/./ \ .: \ \ : J( \.. ' -------- '---./ Y ;-: J ~,- \ '; \ I ," . 't" ~f /'-.. '-) / -\ [I I 'J {\ J ( U ( \ ,...... z/ ~J ) 1'/ r .I / / ~ \ I ( ( ! \ \ ( \ \ C \ \ '" "- '- ............... \ \ \ \ ''." \ \ \....J " \. ( \ .. , / 1 / .' <... \ " , \ /......... ........-- \ J ( .I 1 I ( I '\ --- \ '~ ---\ / ) ---.... ------- / ~ ~. .. .,)7 <" \ \ \, '--- \ \ '\ ", // \ '^" \ / / / / '0 / ~j " \....... '^",-, \ \ / \ l \ ' '-) .~~ Y (<-~ J1 r,' " ~, " / .' LEGEND '----' ,,-- '"' REVISED 1 DD-VR FLOODPLAIN REVISED 50D-VR FL /ODPLAIN REVISED FLOODW REVISED CENTERLINE , ,," ~~' " " .., \ --, _/ ~. -, ", \ .......-....... .-... ./ -.- '-_"/-~ < < ~ I (; ~ ~..~...!.~~ll ~ .' ~ "~::Q) ~ f1t! I ~ \t~ (1............. ....... .... ....... ~ f1 MICHAEL H. BOYD ~ ~. :';~':"""81847"''' ?~. ~ (1~'..1>~ ~...~P l)l~!;:..~1 s i~;:~'~'~ t \~S'I ......."-~ .-I (\,9NA l -.::7 .. "'''-. '--'-~ REVISIONS DATE NATHAN D. MAIER CONSULTING ENGINEERS, INC. Two Northpark / 8080 Park Lane / Suite 600 Dallas, Texas 75231 / (214) 739-4741 EXHIBIT 5 COpy OF DENTON TAP BRIDGE PLANS ....-.. .l1..l._ Ocw...""-.... REEDCON, INC. STRUC'T1.JAAl ENCINEERS ... .._... Grief ,....-t.. __lnoCllt' _ ............ f. ......VVCUon .f Uti. ....1"- "..)Iat ...1)11. "'_.. of tR_ ~t, I' "ot .._IU. .I",~j _Itt... ...'''....t_U_ of fll-..oan. 1"0; - 335 ~102 (OO$ 8 - 00-" PIilJ/A/tf TCJ'IF IElIYFJIftf ~ + 7J.48 OARK GIlA Y SHALE BRIDGE ElEVATION S t BETWEEN BRIDGES LOOKING WEST sc.ou: r . 20' STA TICW/HG AT t !/fJ1IffJlIJI/llGCS ~pJ If) -../7 45 B VI L T 5-25'-90 .- CITY OF COPPELl. DALLAS COUNTY, TEXAS DENTON TAP ROAD IMPROVEMENTS GR - NOTE: l. 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CD N N N N ....-I .. \Q Ion \Q LJ'1 0 U"1 \Q . \Q """ 0 CD N .... .... .... 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 o co ("IiI 0 CXI N r- N a:I l.tl LO 0\ r-- 0 ("\II Lt'I .. .. r-- N Lt'l ("IiI M .. U"I U"I I.D \Q C"'- r-I 0'1 0 0 ...-4 N aJ 'III' l.tl \Q \Q r-- M a) CJ) lXI CXI co CD CXI 0\ ....-I ..... N N N .. Il1 r-- r-- f"'" ["'0 r-- CXI M M M M M M M M .. .. .. .. 0:# ... .. . .. .. .,. .. .. ...I W C o :E w ...I - LL. o 0:: n.. w ...I n.. - ~ ...I ::) :E c w ~ 0:: o n.. :E .tn ~ 0:: I (.) W J: 7026.rep HEC-RAS version 3.1.1 May 2003 u.s. Army corp of Engineers Hydrologic Engineering Cen~er 609 Second s~ree~, sui~e D Davis. california 95616-4687 (916) 756-1104 x X XXXXXX XXX)( XXX)( XX XXX)( X X X X X X X X X X X X X X X X X X X xxxxxxx XXX)( X XXX XXX)( XXXXXX XXX)( X X X X X X X X X X X X X X X X X X X X X XXXXXX XXX)( X X X X XXXXX PROJECT DATA projec~ Ti~le: Grapevine Creek proJec~ File: 7026.prj Run Da~e and Time: 4/18/2007 8:38:16 AM project in English units projec~ Descrip~ion: Grapevine Creek from Den~on Tap ~o Bethel Road PLAN DATA plan Ti~le: Imported plan 01 plan File J:\2007Jobs\07026\hh\FEMA\HEC-RAS\7026.p01 Geome~ry Title: Impor~ed Geom 01 Geome~ry File: J:\2007Jobs\07026\hh\FEMA\HEC-RAS\7026.g01 Flow Ti~le Imported Flow 01 Flow File J:\2007Jobs\07026\hh\FEMA\HEC-RAS\7026.f01 plan Summary Information: Number of: Cross Sections Culverts Bridges 11 o 2 Mulitple openings Inline Structures Lateral Structures o o o computational Information water surface calculation tolerance = Critical depth calculaton tolerance Maximum number of interations Maximum difference tolerance Flow tolerance factor 0.01 0.01 20 0.3 0.001 Computation Options Critical depth computed only where necessary conveyance calculation Method: A~ breaks in n values only Friction slope Method: Average conveyance Compu~ational Flow Regime: subcr1tical Flow FLOW DATA Flow Title: Imported Flow 01 Flow File J:\2007Jobs\07026\hh\FEMA\HEC-RAS\7026.f01 Flow Data (cfs) River YR RIVER-1 13400 RIVER-1 13400 Reach RS 10 YR 50 YR 100 YR 500 PF 5 Reach-1 30130 6700 9400 10500 11250 Reach-1 27540 6700 9400 10500 14450 page 1 7026.rep RIVER-1 Reach-1 26880 7600 10600 11900 15100 14450 RIVER-1 Reach-1 25550 7500 10500 11800 15100 15500 Boundary conditions River Reach profi 1 e upstream Downstream RIVER-1 Reach-1 10 YR Known WS = 476.63 RIVER-1 Reach-1 SO YR Known WS = 478.42 RIVER-1 Reach-1 100 YR Known WS = 479.02 RIVER-1 Reach-1 500 YR Known WS = 480.08 GEOMETRY DATA Geometry Title: Imported Geom 01 Geometry File J:\2007Jobs\07026\hh\FEMA\HEC-RAS\7026.g01 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 30130 INPUT Description: Station Elevation Data num= 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 nUIIl= 3 Sta n val Sta n val Sta n val 1500 .065 2180 .045 2222 .065 Bank Sta: Left Ri~ht Lengths: Left Channel Ri tt Coeff Contr. Expan. 2180 2 22 1600 2510 2 00 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 27620 INPUT Description: Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 511.1 1100 508.3 1200 504.6 1300 500.4 1400 498.6 1422 496.7 1443 493.9 1500 493 1600 490.6 1700 493.1 1713 493.2 1731 493.8 1746 493.6 1800 494.9 1900 494.6 1926 494.8 1955 478.2 1960 476.2 1965 475.5 1970 476 1978 479.3 1988 480.9 1992 489 2000 490.8 2026 496.8 2100 500.7 2200 500.6 2300 503.8 2400 506.4 2500 507.8 2600 508.4 2700 510 Manning's n values nUIlI= 3 Sta n val Sta n val Sta n val 1000 .065 1926 .045 1992 .07 Bank Sta: Left Ri~ht Lengths: Left Channel Right Coeff Contr. Expan. 1926 1 92 50 50 50 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 27570 INPUT Description: This is a REPEATED section. page 2 Station Elevation 7026.rep Data num= 32 Sta Elev Sta El ev Sta Elev Sta Elev Sta Elev 1000 509.9 1100 506.9 1200 503.2 1300 499.4 1400 496.3 1500 494.2 1600 492.9 1700 492.9 1731 493.1 1800 494.1 1900 496.2 1918 496.6 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 num= 3 Sta n val Sta n val Sta n val 1000 .065 1950 .045 2078 .07 Bank Sta: Left Ritt Lengths: Left Channel Right coeff Contr. Expan. 1950 2 78 30 30 30 .3 .5 BRIDGE RIVER: RIVER-1 REACH: Reach-1 RS: 27555 INPUT Description: Bridge #6 Distance from upstream XS = .1 Deck/Roadway ~idth = 29.8 ~eir Coefficient = 2.6 upstream Deck/Roadway Coordinates num= 2 Sta Hi Cord La cord Sta Hi cord Lo cord 1950 496.8 495 2078 499.4 498.5 upstream Bridge Cross Section Data Station Elevation Data num= 32 Sta Elev Sta El ev Sta Elev Sta Elev Sta Elev 1000 509.9 1100 506.9 1200 503.2 1300 499.4 1400 496.3 1500 494.2 1600 492.9 1700 492.9 1731 493.1 1800 494.1 1900 496.2 1918 496.6 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 SOL 6 2300 503 2400 504.5 2500 505.9 2600 507 2700 506.7 Manning's n values num= 3 Sta n val Sta n val Sta n val 1000 .065 1950 .045 2078 .07 Bank Sta: Left Ritt Coeff Contr. Expan . 1950 2 78 .3 .5 DOwnstream Deck/Roadway coordinates num- 2 Sta Hi cord Lo cord Sta Hi cord LO cord 1950 496.8 495 2078 499.4 498.5 DOwnstream Bridge Cross Section Data 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 492.7 1700 492.7 1731 492.9 1800 493.9 1900 496 1918 496.4 1950 496.8 1950 491. 7 1990 486.1 1992 484.3 1994 480.6 2002 477.8 2020 475 2027 475.4 2034 480.9 2036 481. 9 2063 498.2 2078 498.5 2078 499.4 2108 500.2 2200 501.4 2300 502.8 2400 504.3 2500 505.7 2600 506.8 2700 506.5 Manning's n values nUITI= 3 Sta n val Sta n val Sta n val 1000 .065 1950 .045 2078 .07 Bank Sta: Left Ritt Coeff Contr. Expan. 1950 2 78 .3 .5 Upstream Embankment side slo~e 0 horiz. to 1.0 verti ca 1 Downstream Embankment side s ope = 0 horiz. to 1.0 vertical Maximum allowable submer~ence for weir flow = .95 Elevation at which weir low begins Energy head used in spillway design page 3 sp~llway height used in design welr crest shape Number of piers = 2 7026.rep Broad Crested pier Data pier Station upstream= 1993 DOwnstream= 1993 upstream num= 2 width Elev width Elev 2 480 2 497 Downstream num= 2 width El ev width Elev 2 480.6 2 496.8 pier Data pier Station upstream- 2035 Downstream", 2035 upstream num= 2 width El ev width Elev 2 482 2 498.2 Downstream num- 2 width Elev width Elev 2 481. 9 2 498 Number of Bridge Coefficient Sets 1 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: 27540 INPUT Description: 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 492.7 1700 492.7 1731 492.9 1800 493.9 1900 496 1918 496.4 1950 496.8 1950 491.7 1990 486.1 1992 484.3 1994 480.6 2002 477.8 2020 475 2027 475.4 2034 480.9 2036 481. 9 2063 498.2 2078 498.5 2078 499.4 2108 500.2 2200 501.4 2300 502.8 2400 504.3 2500 505.7 2600 506.8 2700 506.5 Manning's n values num= 3 Sta n val Sta n val Sta n val 1000 .065 1950 .045 2078 .07 Bank Sta: Left Ritt Lengths: Left Channel Ri~ht coeff Contr. Expan. 1950 2 78 140 140 40 .3 .5 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 27400 INPUT Description: PROFILE SECTION R - SURVEY SECTION 17A Station Elevation Data nUIl1= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 509.5 1100 506.7 1200 503 1300 498.8 1400 497 1422 495.1 1443 492.3 1500 491. 4 1600 489 1700 491. 5 1713 491. 6 1731 492.2 1746 492 1800 493.3 1900 493 1926 493.2 1955 476.6 1960 474.6 1965 473.9 1970 474.4 page 4 7026.rep 1978 477.7 1988 479.3 1992 487.4 2000 489.2 2026 49S.2 2100 499.1 2200 499 2300 502.2 2400 504.8 2500 506.2 2600 506.8 2700 508.4 Manning's n values n UIl1= 3 Sta n val Sta n val Sta n val 1000 .065 1926 .045 1992 .07 Bank S1:a: Left Right Leng1:hs: Left Channel Ri~ht Coeff Contr. Expan. 1926 1 92 750 520 50 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 26880 INPUT Description: PROFILE SECTION Q - SURVEY SECTION 17 Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 508.1 1100 508.4 1200 508.1 1300 508.5 1400 508.8 1500 508.6 1508 507.4 1528 507.2 1600 504.1 1628 501.8 1700 493.5 1750 484.8 1762 473 1777 472.9 1800 479 1826 486.7 1900 490.3 2000 491. 6 2100 493 2200 494.7 2300 497.2 2400 500.2 2500 504.1 Manning's n values n UIl1= 3 Sta n val Sta n val Sta n val 1000 .07 1750 .045 1826 .075 Bank Sta: Left Ri t1: Lengths: Left Channel Ri~ht Coeff Contr. Expan. 1750 1 26 1250 1330 1 00 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 25550 INPUT oescri p1:i on: Station Elevation Data n UII1= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 509.3 1100 509.1 1200 507.7 1300 505.5 1400 502.6 1500 498.7 1516 497.6 1700 492.8 1800 490.4 1828 489.4 1865 481. 6 1900 479.8 1945 469.6 1952 469.5 1959 470.2 1973 479.5 2012 484.5 2100 483.8 2200 486 2300 488.8 2400 491. 2 2500 494.1 2600 497.4 Manning's n values num= 3 S1:a n val Sta n val Sta n val 1000 .08 1900 .045 1973 .08 Bank Sta: Left Right Lengths: Left Channel Right coeff Con1:r. Expan. 1900 1 73 50 50 50 .1 .3 CROSS SECTION RIVER: RIVER-l REACH: Reach-1 RS: 25500 INPUT Description: This is a REPEATED section. S1:ation Eleva1:ion Data nu"",", 27 S1:a El ev S1:a Elev Sta Elev Sta Elev Sta El ev 1000 497.9 1100 496.4 1200 495.2 1300 493.4 1400 491. 8 1500 489.6 1600 487.9 1700 487 1700 483.2 1728 473.7 1732 472.9 1744 471.2 1753 471.1 1760 469 1773 468.7 1777 469.1 1780 474.5 1782 475 1796 475.4 1820 481. 6 1820 486.8 1900 486.9 2000 488.3 2100 490.5 2200 493 2234 493.7 2300 495.4 Manning's n values num= 3 Sta n val Sta n val Sta n val 1000 .08 1700 .045 1820 .08 page 5 Bank Sta: Left 1700 Right 1820 Lengths: Left Channel ~o 30 7026.rep Right 30 coeff Contr. .1 Expan. .3 BRIDGE RIVER: RIVER-1 REACH: Reach-1 RS: 25485 INPUT Description: Bridge #5 Distance from Upstream XS .1 Deck/Roadway Width 29.8 weir Coefficient = 2.6 upstream Deck/Roadway coordinates num= 2 Sta Hi cord LO cord Sta Hi cord LO cord 1700 487 485 1820 486.8 485 upstream Bridge Cross Section Data station Elevation Data num= 27 Sta El ev Sta Elev Sta Elev Sta Elev Sta Elev 1000 497.9 1100 496.4 1200 495.2 1300 493.4 1400 491. 8 1500 489.6 1600 487.9 1700 487 1700 483.2 1728 473.7 1732 472.9 1744 471.2 1753 471.1 1760 469 1773 468.7 1777 469.1 1780 474.5 1782 475 1796 475.4 1820 481. 6 1820 486.8 1900 486.9 2000 488.3 2100 490.5 2200 493 2234 493.7 2300 495.4 Manning's n values num= 3 Sta n val Sta n val Sta n val 1000 .08 1700 .045 1820 .08 Bank Sta: Left Ri~ht coeff Contr. Expan. 1700 1 20 .1 .3 Downstream Deck/Roadway Coordinates num= 2 Sta Hi Cord LO cord Sta Hi cord LO cord 1700 487 485 1820 486.8 485 Downstream Bridge Cross section Data station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 497.8 1100 496.3 1200 495.1 1300 493.3 1400 491.7 1500 489.5 1600 487.8 1700 486.9 1700 483.1 1728 473.6 1732 472.8 1744 471.1 1753 471 1760 468.9 1773 468.6 1777 469 1780 474.4 1782 474.9 1796 475.3 1820 481.5 1820 486.7 1900 486.8 2000 488.2 2100 490.4 2200 492.9 2234 493.6 2300 495.3 Manning's n values num= 3 Sta n val Sta n val Sta n val 1000 .08 1700 .045 1820 .08 Bank Sta: Left Ritt coeff Contr. Expan. 1700 1 20 .1 .3 upstream Embankment side slope Downstream Embankment side slope Maximum allowable submergence for weir Elevation at which weir flow begins Energy head used in spillway design sp~llway height used in design Welr crest snape Number of piers = 2 - flow = o horiz. to 1.0 vertical o horiz. to 1.0 vertical .95 Broad Crested pier Data pier Station upstream= 1730 upstream num= 2 width Elev width Elev 4 472.9 4 485 Downstream num= 2 width Elev width Elev 4 472.8 4 484.9 pi er Data pi er station upstream= 1781 Downstream: 1730 Downstream= 1781 page 6 7026.rep Upstream nUIll= 2 width Elev width Elev 2 474.5 2 485 Downstream nUIlI= 2 width Elev width Elev 2 474.4 2 484.9 Number of Bridge Coefficient Sets 1 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: PROFILE SECTION P - SURVEY SECTION 16 DENTON TAP ROAD Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 497.8 1100 496.3 1200 495.1 1300 493.3 1400 491. 7 1500 489.5 1600 487.8 1700 486.9 1700 483.1 1728 473.6 1732 472.8 1744 471.1 1753 471 1760 468.9 1773 468.6 1777 469 1780 474.4 1782 474.9 1796 475.3 1820 481. 5 1820 486.7 1900 486.8 2000 488.2 2100 490.4 2200 492.9 2234 493.6 2300 495.3 Manning's n values nUIll= 3 Sta n val Sta n val Sta n val 1000 .08 1700 .045 1820 .08 Bank Sta: Left 1700 Right 1820 Lengths: Left channel 100 100 Right 100 coeff Contr. .1 Expan. .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 25370 INPUT Description: PROFILE SECTION 0 - SURVEY SECTION 15 Station Elevation Data nurn= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 509.1 1100 508.9 1200 507.5 1300 505.3 1400 502.4 1500 498.5 lH6 497.4 1.700 492.6 1800 490.2 1828 489.2 1865 481. 4 1900 479.6 1945 469.4 1952 469.3 1959 470 1973 479.3 2012 484.3 2100 483.6 2200 485.8 2300 488.6 2400 491 2500 493.9 2600 497.2 Manning's n values nUIll= 3 Sta n val Sta n val Sta n val 1000 .08 1900 .045 1973 .08 Bank Sta: Left 1900 Right 1973 Lengths: Left Channel Right 2100 2770 2500 coeff Contr. .1 Expan. .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 22600 INPUT Description: Station Elevation Data num= 16 Page 7 7026.rep Elev El ev Sta El ev Sta Elev Sta Elev Sta Sta 1000 487.7 1100 485.2 1200 478.6 1233 474.3 1300 472.4 1397 473 1412 458.6 1425 459 1435 461. 5 1447 474.7 1500 475.6 1600 479.3 1700 485.1 1800 490.2 1900 497.3 2000 502.2 Manning's n values nUIlI= 3 Sta n val Sta n val Sta n val 1000 .08 1397 .045 1447 .08 Bank Sta: Left Right Lengths: Left Channel Right coeff Contr. Expan. 1397 1447 0 0 0 .1 .3 SUMMARY OF MANNING'S N VALUES River:RIVER-1 Reach River Sta. n1 n2 n3 Reach-1 30130 .065 .045 .065 Reach-1 27620 .065 .045 .07 Reach-1 27570 .065 .045 .07 Reach-1 27555 Bridge Reach-1 27540 .065 .045 .07 Reach-1 27400 .065 .045 .07 Reach-1 26880 .07 .045 .075 Reach-1 25550 .08 .045 .08 Reach-1 25500 .08 .045 .08 Reach-1 25485 B ri dge Reach-1 25470 .08 .045 .08 Reach-1 25370 .08 .045 .08 Reach-1 22600 .08 .045 .08 SUMMARY OF REACH LENGTHS River: RIVER-1 Reach River Sta. Left Channel Right Reach-1 30130 1600 2510 2000 Reach-1 27620 50 50 50 Reach-1 27570 30 30 30 Reach-1 27555 Bridge Reach-1 27540 140 140 140 Reach-1 27400 750 520 250 Reach-1 26880 1250 1330 1500 Reach-1 25550 50 50 50 Reach-1 25500 30 30 30 Reach-1 25485 Bridge Reach-1 25470 100 100 100 Reach-1 25370 2100 2710 2500 Reach-1 22600 0 0 0 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: RIVER-l Reach River Sta. Contr. Expan. Reach-1 30130 .1 .3 Reach-1 27620 .1 .3 Reach-1 27570 .3 .5 Reach-1 27555 Bridge Reach-1 27540 .3 .5 Reach-1 27400 .1 .3 Reach-1 26880 .1 .3 Reach-1 25550 .1 .3 Reach-1 25500 .1 .3 Reach-1 25485 Bri dge Reach-1 25470 .1 .3 Reach-1 25370 .1 .3 page 8 Reach-1 22600 .1 7026.rep .3 page 9 0'" ... cQ o C'i ON ~ '" l8 :ri ai r-: '" ... ... ~ cO cO CO CO ~ ~ ~;i!;; ~ o 0 0 0 ~~:g~~ ~ ~ ~ C;; ~ ~'~,N II) ~ '" N -.i cQ cQ ... ... 1O 0 ('f') ... ~::!~:;;~ ~:g~N~ ...... N ,.. N ... 0') ... ... CX) ('f') C'l N ... II) C'l to cO... COCO ... II) C'l C'l o o o o~,,~'" C'l ~ CO N '" II) CO 0 II) " OC~N8~ 000 0 o 0 0 0 0 ~ ~ ~ ~ ;i!; gjgj~~:g ~~~~~ o ... ... CO ~ C'l ~ IX! ~ cQ " CO CO ~ ~ "''''''0'' ~ "If' ~ ...... ~ ~ ~ C;; ~ ~ ~~~~~ o 0 '" cQ ai cO cQ cQ ~ ~ 00000 " II) C'l C'l 0 cOaiNC'ill'i cQ cQ " " " ~~~~~ co ... II) ~ II) ~ 000 C'l CO ... N ~ cQ ~c;;g ~ ~ '" o cQ 0 q ~ ~ ~ (") LO II) cQl" ... ... ... 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"::; (I) a. ltl C5 o ~ N o o <0 N o o ~ N g N N o o o N <: .2 1ii Ui o o CXl ... g <0 ... g ~ ... o o N ... o o o III ... I"- ~ o u:; l/'l o III g III III Ol ~ ~ ~ (lJ) uO!le^aI3 lC) CXl ~ l/'l co ~ o CXl ~ o co ~ lC) I"- ~ l/'l I"- ~ o o <0 N o o ~ N o o N N o o o N o o CXl ... ~ <: ~ l!! en o o <0 ... o o ~ ... o o N ... o o o 0... I"- ~ o o CXl N o g N o o ~ g N N o o o N g <: .2 S en o o CXl ... o g o o ~ ... g N ... o o oS! I"- ~ ~ C III 01 III ....1 0:: >- o o ... 0:: 0:: j >- >- " l!! .:> 0 C (IJ S!'S! ~.~ (IJ 'E C.:l ~ ~ () C.:l w r-- o o N as : T o c: ::g 16 ,g l' c: al "0 UI Ql C t W , o '< Co uJ ,0","10 ~]T .c- ~1- Ql Ql U Ql C 'S; Ql Co <<l (5 CXl ~ g "'" 10 CXl "'" o CXl "'" o o 10 (y) uO!le^913 ~ C III CII III ...I 0:: >- o o ... O::j >- "0 l!! o C (IJ o 5."" ... 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N o o N N o o o N ~ ... g C ,g l!! (IJ o o <0 ... o o "'" ... o o N ... o o IOS! <0 "'" o o "'" N o o N N 8 o N 8 ClO g c: ,2 OJ ii5 o g 8 .,. ... o o N ... o o IOS! <0 .,. -a c: CII CI CII ...I 0::: >- o o ... 0::: \ >- -a .! o c: (J) o 5.... ... ... c: (J) " tlI 3: III " w I"'- o ~;T Q IX) ... I- 0 o U . Hi 1 ~ T"O~lO ~~ a. ~ I ~WIX) CXl...l 0 ~ u: . UO CXl 0::: c::: a. .::; CXl 0. tll ~ o c( 1"'-0 00::: 00. N c( Ci51- :~T o Cl co ~ ;1~ "CO CD - 1:: t) . o w g- (J) 'O~lO ::1 $ Q ~ U 0 . CXl W c::: (J) .~ ~ 1ij-U: ... 0 <.?If o u; o ~ ~ ~ (11) uo!~e^at3 -a c: . CI . ...I 0::: >- 8 ... 0:::1 >- -a .! o c: (J) o 5.... ... ... c: (J) " tlI 3: III C) W o IX) ~ o I'- ~ o o lO In ell ~ o lO ell co ~ ~ (11) UO!~e^aI3 o co ~ lO I'- ~ o I'- ~ o o <0 N 8 ~ N o o N N o o o N o o co ... o o <0 ... o o o~ <0 ~ r: 8 .0 lO... <0 ~ - ~ c: .2 tij Ci5 o o ~ ... 8 N ... g o N T- o c: ro 0: "C Q) 1: g 8. c: .5 .2 tij c: Ci5 tll 0: o ~ ... ~ o o ~ ... 8 N ... -a c: . CI . ...I I"'- o o N -- IX) T- -- '<t T IX) ~ 1 'O~lO T ~ Q) Q) u Q) c::: .::; Q) 0. m ~ co C! o 0 ... 0 lO lO 0::: >- o o .... " W \ 0::: >- o o ... 0:::1 >- -a .! o c: (J) o 5.... .... ... c: =E " ~ u (J) 3: g ~ o co ~ (11) uo!~e^at3 o I'- ~ 8 o N o ~ ... o as ,.. .- ~ c: .2 S (J) o o ~ ... o o N ... ~ ~ 8 o~ lO ~ ..J W C o :E ~ ~ c o o ..J LL C W I- ~ o D. :E tJ) ~ . U W :::t: 7026.rep HEC-RAS version 3.1.1 May 2003 U.s. Army corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite D Davis, california 95616-4687 (916) 756-1104 x X XXXXXX X X X X X X XXXXXXX XXX)( X X X X X X X X XXXXXX XXX)( X X X X X X X XXX)( XXX)( X X X X XXX XXX)( X X X X X X xx X X X X XXXXXX X X X X X X XXX)( X X XXX)( X X XXXXX PROJECT DATA project Title: Grapevine Creek proJect File: 7026.prj Run Date and Time: 4/18/2007 8:48:19 AM project in English units project Description: Grapevine creek from Denton Tap to Bethel Road PLAN DATA plan Title: plan File ImportedFW J:\2007Jobs\07026\hh\FEMA\HEC-RAS\7026.p05 Geometry Title: ImportedFW Geometry File: J:\2007Jobs\07026\hh\FEMA\HEC-RAS\7026.g04 Flow Title Flow Fi 1 e plan Description: updated Denton Tap Bridge FW J:\2007Jobs\07026\hh\FEMA\HEC-RAS\7026.f02 plan summary Information: Number of: Cross Sections 11 Culverts 0 Bridges 2 computa~ional Information . . Water surface calculation tolerance = Critical depth calculaton tolerance = Maximum number of interations - Maximum difference tolerance Flow tolerance factor Mulitple openings Inline Structures Lateral Structures = o o o 0.01 0.01 20 0.3 = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Metnod: At breaks in n values Friction Slope Method: Average conveyance computational Flow Regime: Subcrltical Flow Encroachment Data Equal conveyance = True Left Offset = 0 Right offset 0 only River RIVER-1 Reach = Reach-1 RS profile Method value1 value2 27620 Encroached 1 1560 1992 27570 Encroached 1 1610 2078 27540 Encroached 1 1615 2078 27400 Encroached 1 1585 2000 26880 Encroached 1 1740 1836 25550 Encroached 1 1850 2065 page 1 25500 25470 25370 22600 Encroached Encroached Encroached Encroached 1 1 1 1 1700 1700 1878 1250 7026.rep 1820 1820 2083 1447 FLOW DATA Fl ow Ti t 1 e: FW Flow File J:\2007Jobs\07026\hh\FEMA\HEC-RAS\7026.f02 Flow Data Ccfs) River RIVER-1 RIVER-1 RIVER-1 Reach Reach-1 Reach-1 Reach-1 Natural 10500 11900 11800 Encroached 10500 11900 11800 RS 30130 26880 25550 Boundary conditions River Reach Reach-1 Reach-1 profile Natural Encroached upstream RIVER-1 RIVER-1 GEOMETRY DATA Geometry Title: Im\ortedFW Geometry File : J: 2007Jobs\07026\hh\FEMA\HEC-RAS\7026.g04 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 30130 INPUT Description: Station Elevation Data num= 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 NOO 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 5ta n val 1500 .065 2180 .045 2222 .065 Bank Sta: Left Ri~ht Lengths: Left Channel Ri ght Coeff Contr. Expan. 2180 2 22 1600 2510 2 00 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 27620 INPUT Description: Station Elevation Data num= 32 Sta Elev Sta Elev sta Elev Sta Elev sta Elev 1000 511.1 1100 508.3 1200 504.6 1300 500.4 1400 498.6 1422 496.7 1443 493.9 1500 493 1600 490.6 1700 493.1 1713 493.2 1731 493.8 1746 493.6 1800 494.9 1900 494.6 1926 494.8 1955 478.2 1960 476.2 1965 475.5 1970 476 1978 479.3 1988 480.9 1992 489 2000 490.8 2026 496.8 2100 500.7 2200 500.6 2300 503.8 2400 506.4 2500 507.8 2600 508.4 2700 510 Manning's n values num= 3 Sta n val Sta n val 5ta n val 1000 .065 1926 .045 1992 .07 page 2 Downstream- Known WS = 479.02 Known WS = 479.8 7026.rep Bank Sta: Left Ri~ht Lengths: Left Channel Right Coeff Contr. Expan. 1926 1 92 50 50 50 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 27570 INPUT Description: This is a REPEATED section. Station Elevation Data num= 32 Sta El ev Sta Elev Sta Elev Sta Elev Sta Elev 1000 509.9 1100 506.9 1200 503.2 1300 499.4 1400 496.3 1500 494.2 1600 492.9 1700 492.9 1731 493.1 1800 494.1 1900 496.2 1918 496.6 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 2078 .07 Bank Sta: Left Ritt Lengths: Left: Channel Right Coeff Contr. Expan. 1950 2 78 30 30 30 .3 .5 BRIDGE RIVER: RIVER-1 REACH: Reach-1 RS: 27555 INPUT Description: Bridge #6 Distance from Upstream XS .1 Deck/Roadway width 29.8 weir Coefficient = 2.6 upstream Deck/Roadway Coordinates nurn- 2 Sta Hi Cord LO Cord Sta Hi cord LO cord 1950 496.8 495 2078 499.4 498.5 upstream Bridge Cross Section Data Station Elevation Data nUIII= 32 Sta El ev Sta Elev Sta Elev Sta Elev Sta Elev 1000 509.9 1100 506.9 1200 503.2 1300 499.4 1400 496.3 1500 494.2 1600 492.9 1700 492.9 1731 493.1 1800 494.1 1900 496.2 1918 496.6 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 50.0.4 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 2078 .07 Bank Sta: Left Right Coeff Contr. Expan. 1950 2 78 .3 .5 Downstream Deck/Roadway Coordi nates nUIII= 2 Sta Hi Cord LO cord Sta Hi cord LO cord 1950 496.8 495 2078 499.4 498.5 Downstream Bridge Cross Section Data 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 492.7 1700 492.7 1731 492.9 1800 493.9 1900 496 1918 496.4 1950 496.8 1950 491. 7 1990 486.1 1992 484.3 1994 480.6 2002 477.8 2020 475 2027 475.4 2034 480.9 2036 481. 9 2063 498.2 2078 498.5 2078 499.4 2108 500.2 2200 501.4 2300 502.8 2400 504.3 2500 505.7 2600 506.8 2700 506.5 page 3 7026.rep Manning's n values num= 3 Sta n val Sta n val Sta n val 1000 .065 1950 .045 2078 .07 Bank Sta: Left: Ri ght Coeff Contr. Expan. 1950 2 78 .3 .5 upstream Embankment side slope Downstream Embankment side slope Maximum allowable submerg~nce for weir Elevation at which weir flow begins Energy head used in spillway design sp~llway height used in design welr crest shape Number of piers = 2 - flow = o horiz. to 1.0 vertical o horiz. to 1.0 vertical .95 Broad crested pier Data pier station upstrearn= 1993 upstream nurn= 2 width Elev width Elev 2 480 2 497 Downstream nUIII= 2 width Elev width Elev 2 480.6 2 496.8 pier Data pi er Stati on upstream= 2035 upstream nUIII= 2 width Elev width Elev 2 482 2 498.2 Downstream nurn- 2 width Elev width Elev 2 481. 9 2 498 Downstream= 1993 Downstream= 2035 Number of Bridge coefficient Sets 1 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: 27540 INPUT oeseri pti on: Station Elevation Data num= 32 Sta Elev Sta "-lev Sta Elev Sta Elev Sta Elev 1000 509.7 1100 506.7 1200 503 1300 499.2 1400 496.1 1500 494 1600 492.7 1700 492.7 .1731 492.9 1800 493.9 1900 496 1918 496.4 1950 496.8 1950 491. 7 1990 486.1 1992 484.3 1994 480.6 2002 477.8 2020 475 2027 475.4 2034 480.9 2036 481. 9 2063 498.2 2078 498.5 2078 499.4 2108 500.2 2200 501.4 2300 502.8 2400 504.3 2500 505.7 2600 506.8 2700 506.5 Manning's n values nurn= 3 Sta n val Sta n val Sta n val 1000 .065 1950 .045 2078 .07 Bank Sta: Left Right Lengths: Left Channel Ri1ht coeff Contr. Expan. 1950 2 78 140 140 40 .3 .5 CROSS SECTION page 4 7026.rep RIVER: RIVER-1 REACH: Reach-1 RS: 27400 INPUT Description: PROFILE SECTION R - SURVEY SECTION 17A Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 509.5 1100 506.7 1200 503 1300 498.8 1400 497 1422 495.1 1443 492.3 1500 491.4 1600 489 1700 491.5 1713 491.6 1731 492.2 1746 492 1800 493.3 1900 493 1926 493.2 1955 476.6 1960 474.6 1965 473.9 1970 474.4 1978 477.7 1988 479.3 1992 487.4 2000 489.2 2026 495.2 2100 499.1 2200 499 2300 502.2 2400 504.8 2500 506.2 2600 506.8 2700 508.4 Manning's n values nUIII= 3 Sta n val Sta n val Sta n val 1000 .065 1926 .045 1992 .07 Bank Sta: Left Ri~ht Lengths: Left channel Ri~ht Coeff Contr. Expan. 1926 1 92 750 520 SO .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 26880 INPUT Description: PROFILE SECTION Q - SURVEY SECTION 17 Station Elevation Data num= 23 Sta Elev Sta El ev Sta Elev Sta Elev Sta Elev 1000 508.1 1100 508.4 1200 508.1 1300 508.5 1400 508.8 1500 508.6 1508 507.4 1528 507.2 1600 504.1 1628 501.8 1700 493.5 1750 484.8 1762 473 1777 472.9 1800 479 1826 486.7 1900 490.3 2000 491. 6 2100 493 2200 494.7 2300 497.2 2400 500.2 2500 504.1 Manning's n values nUIII= 3 Sta n val Sta n val Sta n val 1000 .07 1750 .045 1826 .075 Bank Sta: Left Ri ~ht Lengths: Left Channel Ri~ht Coeff Contr. Expan. 1750 1 26 1250 1330 1 00 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 25550 INPUT Description: Station Elevation Data nUIII= 23 Sta El ev Sta elev Sta Elev Sta Elev Sta Elev 1000 509.3 1100 509.1 1200 507.7 1300 505.5 1400 502.6 1500 498.7 1516 497.6 1700 492.8 1800 490.4 1828 489.4 1865 481. 6 1900 479.8 1945 469.6 1952 469.5 1959 470.2 1973 479.5 2012 484.5 2100 483.8 2200 486 2300 488.8 2400 491. 2 2500 494.1 2600 497.4 Manning's n values nurn= 3 Sta n val Sta n val Sta n val 1000 .08 1900 .045 1973 .08 Bank Sta: Left Ri~ht Lengths: Left Channel Right Coeff Contr. Expan. 1900 1 73 50 SO 50 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-l RS: 25500 INPUT Description: This is a REPEATED section. Station Elevation Data nUIII= 27 page 5 Elev 7026.rep Elev Sta Sta Elev S'ta Elev Sta S'ta Elev 1000 497.9 1100 496.4 1200 495.2 1300 493.4 1400 491.8 1500 489.6 1600 487.9 1700 487 1700 483.2 1728 473.7 1732 472.9 1744 471.2 1753 471.1 1760 469 1773 468.7 1777 469.1 1780 474.5 1782 475 1796 475.4 1820 481. 6 1820 486.8 1900 486.9 2000 488.3 2100 490.5 2200 493 2234 493.7 2300 495.4 Manning's n values num= 3 Sta n val Sta n val Sta n val 1000 .08 1700 .045 1820 .08 Bank Sta: Left Ri t't Leng'ths: Left Channel Ri gh't Coeff Con'tr. Expan. 1700 1 20 30 30 30 .1 .3 BRIDGE RIVER: RIVER-1 REACH: Reach-1 RS: 25485 INPUT Descrip't;on: Bridge #5 Distance from upstream XS .1 Deck/Roadway width 29.8 weir coefficient . = 2.6 upstream Deck/Roadway Coordina'tes nUIII= 2 Sta Hi Cord La Cord Sta Hi Cord La cord 1700 487 485 1820 486.8 485 upstream Bridge Cross Section Data Station Elevation Da'ta nurn: 27 Sta Elev Sta Elev Sta Elev Sta Elev S'ta Elev 1000 497.9 1100 496.4 1200 495.2 1300 493.4 1400 491.8 1500 489.6 1600 487.9 1700 487 1700 483.2 1728 473.7 1732 472.9 1744 471.2 1753 471.1 1760 469 1773 468.7 1777 469.1 1780 474.5 1782 475 1796 475.4 1820 481. 6 1820 486.8 1900 486.9 2000 488.3 2100 490.5 2200 493 2234 493.7 2300 495.4 Manning's n values nurn: 3 Sta n val Sta n val Sta n val 1000 .08 1700 .045 1820 .08 Bank S'ta: Left Rit't Coeff Con'tr. Expan. 1700 1 20 .1 .3 Downstream Deck/Roadway Coordina'tes nUIII= 2 Sta Hi cord La Cord Sta Hi cord Lo cord 1700 487 485 1820 486.8 485 Downstream Bridge Cross Sec'tion Da'ta S'tation Elevation Data nurn: 27 S'ta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 497.8 1100 496.3 1200 495.1 1300 493.3 1400 491. 7 1500 489.5 1600 487.8 1700 486.9 1700 483.1 1728 473.6 1732 472.8 1744 471.1 1753 471 1760 468.9 1773 468.6 1777 469 1780 474.4 1782 474.9 1796 475.3 1820 481. 5 1820 486.7 1900 486.8 2000 488.2 2100 490.4 2200 492.9 2234 493.6 2300 495.3 Manning's n values n UIl1= 3 Sta n val Sta n val S'ta n val 1000 .08 1700 .045 1820 .08 Bank Sta: Lef't Righ't Coeff Con'tr. Expan. 1700 1 20 .1 .3 ups'tream Embankmen't side slo~e 0 ho r; z . 'to 1.0 ve r'ti ca 1 Downstream Embankment side s ope = 0 hori z. to 1.0 verti cal Maximum allowable submer~ence for weir flow = .95 Eleva'tion at which weir low begins Ener1y head used in spillway design sp~l way hei~h't used in design Broad cres'ted Welr cres't s ape Number of pi ers 2 page 6 7026.rep pier Data pier Station upstream= 1730 upstream num.. 2 width Elev width Elev 4 472.9 4 485 Downstream nUIII= 2 width Elev width Elev 4 472 .8 4 484.9 pier Data pier Station upstrealll= 1781 upstream nUIII= 2 Width Elev Width Elev 2 474.5 2 485 Downstream nUIII= 2 width Elev Width Elev 2 474.4 2 484.9 Number of Bridge Coefficient Sets 1 Low Flow Methods and Data Energy Selected Low Flow Methods .. Energy High Flow Method Energy only Downstrealll= 1730 Downstream: 1781 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: PROFILE SECTION P - SURVEY SECTION 16 DENTON TAP ROAD Station Elevation Data nUIll= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 497.8 1100 496.3 1200 495.1 1300 493.3 1400 491. 7 1500 489.5 1600 487.8 1700 486.9 1700 483.1 1728 473.6 1732 472.8 1744 471. 1 1753 471 1760 468.9 1773 468.6 1777 469 1780 474.4 1782 474.9 1796 475.3 1820 481. 5 1820 486.7 1900 486.8 2000 488.2 2100 490.4 2200 492.9 2234 493.6 2300 495.3 Manning's n values num: 3 Sta n val Sta n val Sta n val 1000 .08 1700 .045 1820 .08 Bank S'ta: Ler't 1.700 Right: 1820 Lengths: Left Channel Right 100 100 100 coerr Contr. .1 Expan. .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-l RS: 25370 INPUT Description: PROFILE SECTION 0 - SURVEY SECTION 15 Station Elevation Data nUIII= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 509.1 1100 508.9 1200 507.5 1300 505.3 1400 502.4 1500 498.5 1516 497.4 1700 492.6 1800 490.2 1828 489.2 1865 481. 4 1900 479.6 1945 469.4 1952 469.3 1959 470 1973 479.3 2012 484.3 2100 483.6 2200 485.8 2300 488.6 2400 491 2500 493.9 2600 497.2 Manning's n values nUIII= 3 Sta n val Sta n val Sta n val 1000 .08 1900 .045 1973 .08 page 7 7026.rep Bank Sta: Left Ri~ht Lengths: Left Channel Ri~ht coeff Contr. Expan. 1900 1 73 2100 2770 2 00 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 22600 INPUT Description: Station Elevation Data nUI11>= 16 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 487.7 1100 485.2 1200 478.6 1233 474.3 1300 472.4 1397 473 1412 458.6 1425 459 1435 461. 5 1447 474.7 1500 475.6 1600 479.3 1700 485.1 1800 490.2 1900 497.3 2000 502.2 Manning's n values nUI11>= 3 Sta n val Sta n val Sta n val 1000 .08 1397 .045 1447 .08 Bank Sta: Left Right Lengths: Left Channel Right coeff Contr. Expan . 1397 1447 0 0 0 .1 .3 SUMMARY OF MANNING'S N VALUES River:RIVER-1 Reach River Sta. n1 n2 n3 Reach-1 30130 .065 .045 .065 Reach-1 27620 .065 .045 .07 Reach-1 27570 .065 .045 .07 Reach-1 27555 Bridge Reach-1 27540 .065 .045 .07 Reach-1 27400 .065 .045 .07 Reach-1 26880 .07 .045 .075 Reach-1 25550 .08 .045 .08 Reach-1 25500 .08 .045 .08 Reach-1 25485 Bridge Reach-1 25470 .08 .045 .08 Reach-1 25370 .08 .045 .08 Reach-1 22600 .08 .045 .08 SUMMARY OF REACH LENGTHS River: RIVER-1 Reach River Sta. Left channel Right Reach-1 30130 1600 2510 2000 Reach-1 27620 50 50 50 Reach-l 27570 30 30 30 Reach-1 27555 Bridge Reach-1 27540 140 140 140 Reach-1 27400 750 520 250 Reach-1 26880 1250 1330 1500 Reach-1 25550 50 50 50 Reach-1 25500 30 30 30 Reach-1 25485 Bridge Reach-1 25470 100 100 100 Reach-1 25370 2100 2770 2500 Reach-1 22600 0 0 0 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: RIVER-1 Reach River Sta. Contr. Expan. page 8 7026.rep Reach-1 30130 .1 .3 Reach-1 27620 .1 .3 Reach-1 27570 .3 .5 Reach-1 27555 Bridge Reach-1 27540 .3 .5 Reach-1 27400 .1 .3 Reach-1 26880 .1 .3 Reach-1 25550 .1 .3 Reach-1 25500 .1 .3 Reach-1 25485 Bri dge Reach-1 25470 .1 .3 Reach-1 25370 .1 .3 Reach-1 22600 .1 .3 page 9 ~ ... 1:. o OJ GI ex: j: o OJ GI ex: ~l~ CO I'- \~ ~ .., N ~1~ ~ .., ... N Ol It) CO It) ~ .., It) ... ~ ~ .., .., .., It) It) ~ ~ ~ ~ ~ ~ It) ~ ~ o 0 c:i c:i c:i c:i c:i c:i c:i c:i c:i c:i c:i c:i c:i c:i c:i c:i c:i c:i c:i I : - 0 0 0 0 ... 0 0 0 CO 0 }g 0 0 0 CO ~ Ol It) CO 0 ... I'- CO C! ... 0 CO 0 CO 0 Ol 0 0 "'": 0 .., I'- N ~ ~ 0 CO N cO I'- c:i .0 ~. c:i .c c:i .0 .0 .c .c ... .0 .c c:i ,..; I'- ... N ~ ~ Ol Ol 0 0 N N .., N It) N CO Ol Ol ... ~ ~ Il'l ~ Ol .., 0 .., ... ~ N .., ... ~ ... ~ N It) ~ ~ .., ~ ~ ~ C') C') I ~ It) ... I'- .., I'- 0 I'- It) .., 0 N C') 0 0 ~ 0 CO l8 N 0 0 ... ... N CO N CO C') N "': ~ ~ I'- Ol C! 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Army corp of Engineers Hydrologic Engineering Center 609 second Street, Suite D Davis, california 95616-4687 (916) 756-1104 x x xxxxxx xxxx xxxx xx xxxx X x X x X X X X X X X X X X X X X X X XXXXXXX xxxx x xxx xxxx xxxxxx xxxx X X X X X X X X X X X X X X X X X X X X X xxxxxx xxxx X X X X xxxxx PROJECT DATA project Title: Grapevine creek-submitted proJect File : 7026.prj Run Date and Time: 6/26/2007 8:08:45 AM project in English units project Description: & RGrapevine Creek from Denton Tap to Bethel Road PLAN DATA plan Title: Modified2 plan File J:\2007Jobs\07026\A\hh\Submitted\7026.p02 Geometry Title: Geometry File : Flow Title Flow Fi 1 e plan Description: updated Denton Tap Bridge Mod2 J:\2007Jobs\07026\A\hh\Submitted\7026.g02 Imported Flow 01 J:\2007Jobs\07026\A\hh\Submitted\7026.f01 Plan summary Information: Number of: Cross Sections culverts Bridges Mulitple openings Inline Structures Lateral Structures o o o 22 o 2 Computational Information water surface calculation tolerance critical depth calculaton tolerance Maximum number of interations Maximum difference tolerance Flow tolerance factor 0.01 0.01 20 0.3 0.001 computation options Critical depth computed only where necessary Conveyance calculation Method: At breaks in n values only Friction slope Method: Average conveyance computational Flow Regime: subcrltical Flow FLOW DATA Flow Title: Imported Flow 01 Flow File J:\2007Jobs\07026\A\hh\Submitted\7026.f01 Flow Data (cfs) River YR 10 YR Reach RS page 1 50 YR 100 YR 500 7026.rep RIVER-1 Reach-1 30130 6700 9400 10500 13400 RIVER-1 Reach-1 27540 6700 9400 10500 13400 RIVER-1 Reach-1 26880 7600 10600 11900 15100 RIVER-1 Reach-1 25550 7500 10500 11800 15100 Boundary Conditions River Reach profil e Upstream Downstream RIVER-1 Reach-1 10 YR Known WS = 476.63 RIVER-1 Reach-1 50 YR Known WS = 478.42 RIVER-1 Reach-1 100 YR Known WS = 479.02 RIVER-1 Reach-1 500 YR Known WS = 480.08 GEOMETRY DATA Geometry Title: Mod2 Geometry File: J:\2007Jobs\07026\A\hh\Submitted\7026.g02 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 30130 INPUT Description: Station Elevation Data nUITl= 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 2180 Right 2222 Lengths: Left Channel 1325 2010 Right 1450 Coeff Contr. .1 Expan. .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 27900 INPUT Description: Station Elevation Data Sta Elev Sta 1000 498 1033.56 1059.34 488 1061.35 1114.81 480 1119.52 1138.03 490 1142.67 1252.92 500 1301.7 num= 22 Elev Sta 496 1039.7 486 1063.32 482 1124.25 492 1147.9 502 Elev Sta 494 1049.92 484 1065.15 484 1128.91 494 1154. 56 Elev Sta 492 1057.01 482 1066.93 486 1133.47 496 1164.69 Elev 490 480 488 498 Manning's n values Sta n val Sta 1000 .065 1039.7 Bank Sta: Left Right 1039.7 1164.69 num= 3 n val Sta .045 1164.69 n val .065 Lengths: Left Channel Right 275 500 SSO coeff Contr. .1 Expan. .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 27620 page 2 7026.rep INPUT Description: Station Elevation Data Sta Elev Sta 1000 496 1106.04 1290.28 486 1294.56 1319.34 476 1337.27 1342.52 484 1344.22 1351.02 494 1354.82 1395.68 504 1671.8 nUII1= 27 Elev Sta 494 1256.89 484 1298.77 476 1338.29 486 1345.91 496 1366.8 506 Elev Sta 492 1275.7 482 1302.82 478 1339.3 488 1347.6 498 1375.61 Elev Sta 490 1285 480 1309.88 480 1340.84 490 1349.3 500 1384.83 Elev 488 478 482 492 502 Manning's n values Sta n val Sta 1000 .065 1256.89 Bank Sta: Left Right 1256.89 1395.68 nUII1= 3 n val Sta .045 1395.68 n val .07 Lengths: Left channel Right 60 60 60 Coeff Contr. Expan. .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 27570 INPUT Description: This is a REPEATED section. Station Elevation Data nUII1= 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 num= 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 Contr. Expan. 1950 2 63 60 60 60 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1960 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 weir Coefficient = 2.6 upstream Deck/Roadway Coordinates num= 2 Sta Hi cord Lo cord Sta Hi cord Lo cord 1950 496.8 495 2078 499.4 498.5 upstream Bridge Cross Section Data Station Elevation Data num= 32 Sta Elev Sta El ev 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 nUIl1= 3 Sta n val Sta n val Sta n val 1000 .065 1950 .045 2063 .07 Bank Sta: Left Right Coeff Contr. Expan. Page 3 1950 Ineffective Flow Sta L Sta R 1000 1960 2040 2700 2063 nUIl1= Elev 500 500 .3 .5 7026.rep 2 Permanent F F Downstream Deck/Roadway coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo cord 1950 496.8 495 2078 499.4 498.5 Downstream Bridge Cross Section Data Station Elevation Data num= 33 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 1918 496.4 1950 496.8 1950 491. 7 1990 486.1 1992 484.3 1994 480.6 2002 477.8 2020 475 2027 475.4 2034 480.9 2036 481. 9 2063 498.2 2078 498.5 2078 499.4 2108 500.2 2200 501.4 2300 502.8 2400 504.3 2500 505.7 2600 506.8 2700 506.5 Manning's n values nUIl1= 3 Sta n val Sta n val Sta n val 1000 .065 1950 .045 2063 .07 Bank Sta: Left Right Coeff Contr. Expan. 1950 2 63 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1960 500 F 2050 2700 500 F upstream Embankment side slope Downstream Embankment side slope Maximum allowable submergence for weir Elevation at which weir flow begins Energy head used in spillway design SP1llway height used in design Welr crest shape Number of piers = 2 - flow = o horiz. to 1.0 vertical o horiz. to 1.0 vertical .95 Broad crested pier Data pier Station upstream= 1993 Downstream= 1993 Upstream nUIl1= 2 width Elev width Elev 2 480 2 497 Downstream nUIl1= 2 width Elev width Elev 2 480.6 2 496.8 pier Data pier Station Upstreall1= 2035 Downstreall1= 2035 Upstream num= 2 width Elev width Elev 2 482 2 498.2 Downstream num= 2 Width Elev width Elev 2 481. 9 2 498 Number of Bri dge coefficient Sets 1 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 page 4 7026.rep RIVER: RIVER-1 REACH: Reach-1 RS: 27540 INPUT Description: Station Elevation Data num= 33 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 1918 496.4 1950 496.8 1950 491. 7 1990 486.1 1992 484.3 1994 480.6 2002 477.8 2020 475 2027 475.4 2034 480.9 2036 481. 9 2063 498.2 2078 498.5 2078 499.4 2108 500.2 2200 SOL 4 2300 502.8 2400 504.3 2500 505.7 2600 506.8 2700 506.5 Manning's n values num= 3 Sta n val Sta n val Sta n val 1000 .065 1950 .045 2063 .07 Bank Sta: Left Ritt Lengths: Left Channel Ri~ht coeff Contr. Expan. 1950 2 63 140 140 40 .3 .5 Ineffective Flow nUIl1= 2 Sta L Sta R Elev Permanent 1000 1960 500 F 2050 2700 500 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 27400 INPUT Description: PROFILE SECTION R - SURVEY SECTION 17A Station Elevation Data num= 29 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 498 1036.72 496 1090.55 494 1141. 36 492 1191. 33 490 1204.34 488 1213.01 486 1221.62 484 1225.55 482 1228.74 480 1232.19 478 1262.64 478 1269.57 480 1299.41 480 1311.12 478 1317.31 476 1341.12 476 1345.12 478 1349.69 480 1354.5 482 1359.53 484 1364.78 486 1378.61 488 1387.98 490 1396.97 492 1425.52 494 1507.13 495 1542.8 496 1566.79 497 Manning's n values num= 3 Sta n val Sta n val Sta n val 1000 .065 1299.41 .045 1396.97 .07 Bank Sta: Left Right Lengths: Left Channel Ri~ht Coeff Contr. Expan. 1299.41 1396.97 320 340 25 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 27050 INPUT Description: 27050 Station Elevation Data num= 29 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 504 1012.42 502 1042.87 500 1079.14 498 1081. 82 496 1084.48 494 1087.15 492 1089.82 490 1092.51 488 1095.21 486 1097.1 484 1099.12 482 1101.16 480 1103.21 478 1105.57 476 1108.91 474 1138.62 474 1141. 4 476 1144.19 478 1146.98 480 1149.76 482 1152.56 484 1193.28 486 1231. 65 489 1251. 63 490 1363.79 491 1432.16 492 1478.37 493 1535.45 494 Manning's n values num= 3 Sta n val Sta n val Sta n val 1000 .07 1079.14 .045 1152.56 .075 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1079.14 1152.56 200 140 80 .1 .3 CROSS SECTION RIVER: RIVER-1 page 5 REACH: Reach-1 RS: 26880 7026.rep INPUT Description: PROFILE SECTION Q - SURVEY SECTION 17 Station Elevation Data num= 30 Sta Elev Sta Elev Sta 1000 504 1008.73 502 1013.65 1066.51 494 1068.48 492 1070.51 1076.97 484 1079.26 482 1081.7 1092.31 474 1127.07 474 1135.08 1152.62 482 1157.45 484 1163.12 1254.01 490 1254.26 490 1397.49 Manning's n values Sta n val Sta 1000 .07 1066.51 Bank Sta: Left Right 1066.51 1163.12 CROSS SECTION RIVER: RIVER-1 REACH: 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 Manning's n values Sta n val Sta 1000 .08 1176.93 Bank Sta: Left Right 1176.93 1346.51 CROSS SECTION RIVER: RIVER-1 REACH: 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 Manning's n values Sta n val Sta 1000 .08 1129.84 Bank Sta: Left Right 1129.84 1328.04 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Description: 26170 num= 3 n val Sta .045 1163.12 Elev Sta 500 1018.96 490 1072.61 480 1084.27 476 1142.55 487 1188.2 492 1468.19 n val .075 Lengths: Left Channel Right 220 220, 200 Elev Sta 498 1051. 76 488 1074.77 478 1086.94 478 1147.98 488 1215.34 493 1511.36 Elev 496 486 476 480 489 494 Coeff Contr. Expan. .1 .3 RS: 26700 nUIII= 32 El ev Sta Elev Sta Elev Sta Elev 504 1156.98 502 1162.57 500 1165.74 498 494 1176.93 492 1197.77 490 1214.08 488 484 1261.82 482 1267.82 480 1274.92 478 474 1316.08 474 1319.47 476 1324.76 478 482 1337.97 484 1346.51 487 1374.86 488 490 1491.63 491 1543.47 492 1570.6 492 494 num= 3 n val Sta n val .045 1346. 51 .08 Lengths: Left Channel Ri~ht coeff Contr. Expan. 370 350 30 .1 .3 RS: 26300 nUIII= 40 Elev 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 num= 3 n val Sta .045 1328.04 Elev 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 Lengths: Left Channel Right 145 145 145 n val .08 RS: 26170 page 6 Elev 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 Elev 498 488 478 470 480 487 492 497 coeff Contr. Expan. .1 .3 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 Manning's n values Sta n val Sta 1000 .08 1034.21 Bank Sta: Left Right 1034.21 1171.65 CROSS SECTION RIVER: RIVER-1 REACH: 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 Manning's n values Sta n val Sta 1000 .08 1143.58 Bank Sta: Left Right 1143.58 1366.33 CROSS SECTION RIVER: RIVER-1 REACH: 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 Manning's n values Sta n val Sta 1000 .08 1068.62 Bank Sta: Left Right 1068.62 1225.35 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 nurn= 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 nU/Tl= 3 n val Sta .045 1171. 65 7026.rep Elev Sta 492 1042.77 482 1070.06 472 1140.58 483 1226.85 485 1277.44 490 1462.28 495 1551. 88 500 Lengths: Left Channel Right 360 355 220 n val .08 RS: 25820 nU/TI= 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 nurn= 3 n val Sta .045 1366.33 Elev 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 Lengths: Left Channel Right 180 155 125 n val .08 RS: 25725 Elev Sta 490 1046.15 480 1075.53 472 1148.48 482 1257.2 486 1285.13 491 1485.72 496 1572.04 Elev 488 478 474 482 487 492 497 Coeff Contr. Expan. .1 .3 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 Elev 490 480 470 478 479 484 489 495 Coeff Contr. Expan. .1 .3 nU/Tl= 30 Elev Sta Elev Sta Elev Sta Elev 490 1050.99 488 1068.62 486 1079.07 484 480 1106.61 478 1116.28 476 1123.26 474 472 1192.86 474 1199.84 476 1207.3 478 482 1225.35 484 1246.12 485 1273.78 486 488 1374.46 489 1404.71 490 1424.06 491 493 1511. 68 494 1530.84 495 1552.26 496 nurn= 3 n val Sta n val .045 1225.35 .08 Lengths: Left Channel Right Coeff Contr. Expan. 40 40 40 .1 .3 RS: 25685 INPUT Description: 25685 Station Elevation Data nurn= Sta Elev Sta Elev 31 Sta Elev Sta Page 7 Elev Sta Elev 7026.rep 1000 492 1018.22 490 1030.99 488 1041. 43 486 1049.93 484 1056.54 482 1063.18 480 1070.06 478 1078.26 476 1087.94 474 1100.43 472 1116.64 470 1131.19 470 1140.93 472 1147.47 474 1153.86 476 1159.21 478 1164.51 480 1170.56 482 1176.86 484 1195.49 486 1233.09 487 1276.91 488 1310.02 489 1338.25 490 1361.79 491 1384.88 492 1426.31 493 1449.71 494 1473.11 495 1496.5 496 Manning's n values num= 3 Sta n val Sta n val Sta n val 1000 .08 1041. 43 .045 1195.49 .08 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1041.43 1195.49 50 50 55 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 25550 INPUT Description: 25635 Station Elevation Data Sta Elev Sta 1000 492 1009.68 1030.26 482 1034.38 1068.47 472 1108.94 1135.41 478 1140.76 1209.14 487 1239.34 1348.2 492 1382.63 Manning's n values Sta n val Sta 1000 .08 1016.36 num= 27 Elev Sta Elev Sta Elev Sta Elev 490 1016.36 488 1022.3 486 1026.37 484 480 1039.16 478 1043.83 476 1052.44 474 470 1119.27 472 1124.38 474 1129.92 476 480 1148.16 482 1158.6 484 1175.64 486 488 1264.52 489 1289.71 490 1317.6 491 493 nUIl1= 3 n val Sta n val .045 1175.64 .08 Lengths: Left channel Right coeff Contr. Expan. 30 50 80 .1 .3 Bank Sta: Left Right 1016.36 1175.64 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 nUIll= 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 nUII1= 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 weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates nUIIl= 2 Sta Hi cord LO cord Sta Hi Cord Lo Cord 1000 495 490 1267 495 490 page 8 7026.rep upstream Bridge Cross Section Data Station Eleva~ion Data num= 8 Sta Elev Sta Elev S~a 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 Ri2ht Coeff Con~r. Expan. 1043 1 06 .3 .5 Ineffective Flow nUIII= 2 Sta L S~a R Elev Permanent 1000 1065 500 F 1225 1267 500 F Downstream Deck/Roadway coordinates num= 2 Sta Hi cord LO Cord Sta Hi cord Lo cord 1000 495 490 1267 495 490 Downstream Bridge Cross Section Data s~ation 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 nUIII= 3 Sta n val Sta n val S~a n val 1000 .08 1043 .045 1206 .08 Bank Sta: Left Ri2ht Coeff Cont r . Expan. 1043 1 06 .3 .5 Ineffective Flow num= 2 Sta L S~a R Elev Permanent 1000 1065 500 F 1225 1267 500 F Ups~ream Embankment side slo~e 0 horiz. to 1.0 ver~ical Downstream Embankment side s ope 0 horiz. to 1.0 ver~i ca 1 Maximum allowable submer~ence for weir flow = .95 Elevation at which weir low begins Ener~y head used in spillway design SP1l way hei~ht used in design Broad crested Welr crest s ape Number of pi ers 3 pi er Data pier station upstream= 1111 Upstream nUIII= 2 Width Elev width Elev 2.5 470 2.5 495 Downstream nUITl= 2 width Elev width El ev 2.5 470 2.5 495 pier Data pier Station ups~realll= 1179 Upstream nUITl= 2 wid~h Elev width Elev 2.5 470 2.5 495 Downstream num= 2 wid~h Elev width Elev 2.5 470 2.5 495 Pier Data Pier station Upstream= 1247 upstream nUITl= 2 wid~h Elev width Elev 2.5 470 2.5 495 Downstream num= 2 width Elev width Elev 2.5 470 2.5 495 Number of Bridge Coefficient Sets 1 Low Flow Methods and Da~a Downstream= 1111 Downstream: 1179 Downstrealll= 1247 page 9 7026.rep 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 1043 Ineffective Flow Sta L Sta R 1000 1065 1225 1267 Right 1206 num= El ev 500 500 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 500 1014.84 1175.01 490 1236.03 1245.69 480 1248.25 1320.24 472 1328.38 1368.75 482 1380.92 1533.01 492 1679.05 Manning's n values Sta n val Sta 1000 .08 1236.03 Bank Sta: Left Right 1236.03 1415.24 CROSS SECTION RIVER: RIVER-l REACH: 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 Lengths: Left Channel 200 100 Coeff Contr. .3 Expan. .5 Right 30 2 Permanent F F RS: 25370 num= 27 Elev Sta Elev Sta Elev Sta Elev 498 1030.1 496 1145.3 494 1161. 07 492 488 1238.31 486 1240.69 484 1243.19 482 478 1250.84 476 1253.47 474 1258.41 472 474 1339.15 476 1347.97 478 1356.36 480 484 1389.07 486 1399.59 488 1415.24 490 494 num= 3 n val Sta n val .045 1415.24 .08 Lengths: Left Channel Ri~ht Coeff Contr. Expan. 340 400 SO .1 .3 RS: 25100 num= 24 Elev Sta 490 1115.21 480 1170.9 470 1303.96 474 1345.29 484 1399.19 Elev Sta 488 1119.12 478 1253.96 468 1326.37 476 1349.01 486 1410.66 Elev Sta 486 1123.62 476 1281. 88 468 1334.18 478 1353.84 488 Elev 484 474 470 480 Manning's n values num= Sta n val Sta n val 3 Sta n val page 10 1000 . 08 1253. 96 Bank Sta: Left Right 1253.96 1361. 71 CROSS SECTION RIVER: RIVER-1 REACH: 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 Manning's n values Sta n val Sta 1000 .08 1245.8 Bank Sta: Left Right 1245.8 1412.19 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 488 1038.79 1150.23 478 1154.61 1174.71 468 1188.85 1254.47 468 1258.25 1307.25 478 1326.7 1405.81 488 1533.97 Manning's n values Sta n val Sta 1000 .08 1146.1 Bank Sta: Left Right 1146.1 1272.86 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Description: Station Elevation Sta Elev 1000 487.7 1397 473 1500 475.6 2000 502.2 Data Sta 1100 1412 1600 Manning's n values Sta n val 1000 .08 Sta 1397 Bank Sta: Left Right 1397 1447 SUMMARY OF MANNING'S N VALUES .045 1361. 71 Lengths: Left Channel Right 360 400 420 7026.rep .08 RS: 25000 num= 30 Elev Sta 488 1087.35 478 1267.17 468 1300.83 468 1373.09 478 1390.93 488 1528.33 num= 3 n val Sta .045 1412.19 Elev Sta 486 1146.61 476 1275.4 466 1306. 77 470 1376.81 480 1394.3 490 1646.38 Lengths: Left channel Right 250 420 500 n val .08 RS: 24000 num= 28 Elev Sta 486 1047.02 476 1159.42 466 1226.7 470 1262 480 1342.79 490 1605.57 num= 3 n val Sta .045 1272.86 Elev Sta 484 1055.55 474 1164.61 466 1242.69 472 1265.78 482 1348.41 492 Lengths: Left channel Right 1130 1500 1200 n val .08 Coeff Contr. .1 El ev Sta 484 1159.96 474 1282.13 464 1355.3 472 1380.48 482 1401.14 492 1772.44 Coeff Contr. .1 Elev Sta 482 1146.1 472 1169.73 466 1248.91 474 1272.86 484 1354.79 Coeff Contr. .1 Expan. .3 Elev 482 472 464 474 484 494 Expan. .3 Elev 480 470 466 476 486 Expan. .3 RS: 22600 num= 16 Elev Sta Elev Sta Elev Sta Elev 485.2 1200 478.6 1233 474.3 1300 472.4 458.6 1425 459 1435 461.5 1447 474.7 479.3 1700 485.1 1800 490.2 1900 497.3 nUIll= 3 n val Sta n val .045 1447 .08 Lengths: Left Channel Right Coeff Contr. Expan. 0 0 0 .1 .3 Page 11 7026.rep River:RIVER-1 Reach River Sta. n1 n2 n3 Reach-1 30130 .065 .045 .065 Reach-1 27900 .065 .045 .065 Reach-1 27620 .065 .045 .07 Reach-1 27570 .065 .045 .07 Reach-1 27555 Bri dge Reach-1 27540 .065 .045 .07 Reach-1 27400 .065 .045 .07 Reach-1 27050 .07 .045 .075 Reach-1 26880 .07 .045 .075 Reach-1 26700 .08 .045 .08 Reach-1 26300 .08 .045 .08 Reach-1 26170 .08 .045 .08 Reach-1 25820 .08 .045 .08 Reach-1 25725 .08 .045 .08 Reach-1 25685 .08 .045 .08 Reach-1 25550 .08 .045 .08 Reach-1 25500 .08 .045 .08 Reach-1 25485 Bridge Reach-1 25470 .08 .045 .08 Reach-1 25370 .08 .045 .08 Reach-1 25100 .08 .045 .08 Reach-1 25000 .08 .045 .08 Reach-1 24000 .08 .045 .08 Reach-1 22600 .08 .045 .08 SUMMARY OF REACH LENGTHS River: RIVER-1 Reach River Sta. Left channel Right Reach-1 30130 1325 2010 1450 Reach-1 27900 275 500 550 Reach-1 27620 60 60 60 Reach-1 27570 60 60 60 Reach-1 27555 Bridge Reach-1 27540 140 140 140 Reach-1 27400 320 340 225 Reach-1 27050 200 140 80 Reach-1 26880 220 220 200 Reach-1 26700 370 350 330 Reach-1 26300 145 145 145 Reach-1 26170 360 355 220 Reach-1 25820 180 155 125 Reach-1 25725 40 40 40 Reach-1 25685 50 50 55 Reach-1 25550 30 50 80 Reach-1 25500 106 106 106 Reach-1 25485 Bridge Reach-1 25470 200 100 30 Reach-1 25370 340 400 350 Reach-1 25100 360 400 420 Reach-1 25000 250 420 500 Reach-1 24000 1130 1500 1200 Reach-1 22600 0 0 0 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: RIVER-1 Reach River Sta. Contr. Expan. Reach-1 30130 .1 .3 Reach-1 27900 .1 .3 Reach-1 27620 .1 .3 Reach-1 27570 .3 .5 Reach-1 27555 Bri dge Reach-1 27540 .3 .5 Reach-1 27400 .1 .3 page 12 7026.rep Reach-1 27050 .1 .3 Reach-1 26880 .1 .3 Reach-1 26700 .1 .3 Reach-1 26300 .1 .3 Reach-1 26170 .1 .3 Reach-1 25820 .1 .3 Reach-1 25725 .1 .3 Reach-1 25685 .1 .3 Reach-1 25550 .1 .3 Reach-1 25500 .3 .5 Reach-1 25485 Bridge Reach-1 25470 .3 .5 Reach-1 25370 .1 .3 Reach-1 25100 .1 .3 Reach-1 25000 .1 .3 Reach-1 24000 .1 .3 Reach-1 22600 .1 .3 page 13 '<I"NOlr--lt)co'lcoC'!r--NIt)It)O(')(')(')O::;::co '<I" (') N '<I" It) NO: 'I ! 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(!) 0 6 0 0 0 0 0 0 0.... ;n 0 Ol co "- co 10 10 ..,. ..,. ..,. ..,. ..,. (ij) UO!le^aI3 I a::: ~j i 'tJi >- >- "0 .J!! c 0 o c CJ) II 0 o 5--'" tIl GI .... .... c: r-- ...J C) CJ) C) <Il 0 UJ ~ co 0 0 N 0 -. "- l.O .... N (0 0 T 0 N co "0 .... OJ l;::: :c 0 0 g ::; t: c: co (tl ~ il: LO g ..,. ,... c: "0 02 ~ 0 a; 0 Ci5 oE M + .... ~ " ::l (f) 10 0 ~ ..,. 0 ~ N OJ .... OJ t .... () OJ 0 0 c: .... oS; co .... OJ ~ 0- I (tl I 0 .... (!) 0 0 10 0 10 0 10 0 10.... en en co co "- "- co ..,. ..,. ..,. ..,. ..,. ..,. ..,. (ij) uO!~e^aI3 ..J W C o ::E ~ ~ c o o ..J LL. tn Z o - t- - C Z o o c W tn :> w a:= ~ I o W :I: 7026.rep HEC-RAS version 3.1.1 May 2003 u.s. Army Corp of Engineers Hydrologic Engineering Center 609 second Street, Suite D Davis, california 95616-4687 (916) 756-1104 x X xxxxxx XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX xxxx X XXX xxxx XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX xxxx X X X X xxxxx PROJECT DATA project Title: Grapevine creek-submitted ProJect File : 7026.prj Run Date and Time: 6/27/2007 11:27:13 AM project in English units project Description: & RGrapevine Creek from Denton Tap to Bethel Road PLAN DATA plan Title: ModifiedFW2 plan File J:\2007Jobs\07026\A\hh\Submitted\7026.p04 Geometry Title: Geometry File Flow Title Flow Fi 1 e plan Description: updated Denton Tap Bridge Mod2 J:\2007Jobs\07026\A\hh\Submitted\7026.g02 FW1 J:\2007Jobs\07026\A\hh\Submitted\7026.f04 plan Summary Information: Number of: Cross Sections culverts B ri dges 22 o 2 Mulitple openings Inline Structures Lateral Structures o o o Computational Information Water surface calculation tolerance = Critical depth calculaton tolerance = Maximum number of interations = Maximum difference tolerance Flow tolerance factor 0.01 0.01 20 0.3 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance computational Flow Regime: Subcrltical Flow Encroachment Data Equal Conveyance = True Left Offset 0 Right Offset 0 River RS 30130 27900 27620 27570 27540 27400 RIVER-1 Profil e Encroached Encroached Encroached Encroached Encroached Encroached Reach = Method 1 1 1 1 1 1 Reach-1 value1 value2 2100 2222 1039.7 1164.69 1140 1395.68 1950 2063 1950 2063 1120 1396.97 page 1 27050 26880 26700 26300 26170 25820 25725 25685 25550 25500 25470 25370 25100 25000 24000 22600 7026.rep 1 1079.14 1251 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 1146.1 1272.86 1 1250 1447 Encroached Encroached Encroached Encroached Encroached Encroached Encroached Encroached Encroached Encroached Encroached Encroached Encroached Encroached Encroached Encroached FLOW DATA Flow Title: FW1 Flow File J:\2007Jobs\07026\A\hh\Submitted\7026.f04 Flow Data Ccfs) r River RIVER-1 RIVER-1 RIVER-1 Reach Reach-1 Reach-1 Reach-1 Natural 10500 11900 11800 RS 30130 26880 25550 Encroached 10500 11900 11800 Boundary conditions River Reach Reach-1 Reach-1 RIVER-1 RIVER-1 profile Natural Encroached Upstream GEOMETRY DATA Geometry Title: Mod2 Geometry File J:\2007Jobs\07026\A\hh\Submitted\7026.g02 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 30130 INPUT Description: 'Station Elevation Data nUIll= 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 nUIll= 3 Sta n val Sta n val Sta n val 1500 .065 2180 .045 2222 .065 Bank Sta: Left 2180 Right 2222 Lengths: Left Channel 1325 2010 Right 1450 Coeff Contr. .1 Expan. .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Description: Station Elevation Data RS: 27900 nUIll= 22 page 2 Downstream Known WS = 479.02 Known WS = 479.8 Sta 1000 1059.34 1114.81 1138.03 1252.92 Elev Sta 498 1033.56 488 1061. 35 480 1119.52 490 1142.67 500 1301.7 Manning's n values Sta n val Sta 1000 .065 1039.7 Bank Sta: Left Right 1039.7 1164.69 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 496 1106.04 1290.28 486 1294.56 1319.34 476 1337.27 1342.52 484 1344.22 1351.02 494 1354.82 1395.68 504 1671.8 Manning's n values Sta n val Sta 1000 .065 1256.89 Bank Sta: Left Right 1256.89 1395.68 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 Elev 7026.rep Elev Sta Sta Elev Sta Elev 496 1039.7 494 1049.92 492 1057.01 490 486 1063.32 484 1065.15 482 1066.93 480 482 1124.25 484 1128.91 486 1133.47 488 492 1147.9 494 1154.56 496 1164.69 498 502 n UII1= 3 n val Sta n val .045 1164.69 .065 Lengths: Left channel Ri~ht coeff Contr. Expan. 275 500 50 .1 .3 RS: 27620 num= 27 El ev Sta 494 1256.89 484 1298.77 476 1338.29 486 1345.91 496 1366.8 506 nUIIl= 3 n val Sta .045 1395.68 Elev Sta 492 1275.7 482 1302.82 478 1339.3 488 1347.6 498 1375.61 Lengths: Left Channel Right 60 60 60 n val .07 RS: 27570 Elev Sta 490 .1285 480 1309.88 480 1340.84 490 1349.3 500 1384.83 Elev 488 478 .482 492 502 coeff Contr. Expan. .1 .3 INPUT Description: This is a REPEATED section. Station Elevation Data nUII1= 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 Sta n val 1000 .065 nUII1= Sta n val 1950 .045 3 Sta 2063 Bank Sta: Left 1950 Ineffective Flow Sta L Sta R 1000 1960 2040 2700 BRIDGE Right 2063 num= Elev 500 500 RIVER: RIVER-1 REACH: Reach-1 Lengths: Left Channel 60 60 2 Permanent F F RS: 27555 INPUT Description: Bridge #6 Distance from Upstream xs .1 Deck/Roadway width 29.8 weir Coefficient = 2.6 upstream Deck/Roadway coordinates n val .07 Ri ght 60 Page 3 Coeff Contr. .3 Expan. .5 7026.rep nUITI= 2 Sta Hi Cord Lo cord Sta Hi Cord Lo cord 1950 496.8 495 2078 499.4 498.5 Upstream Bridge Cross Section Data 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 nUITI= 3 Sta n val Sta n val Sta n val 1000 .065 1950 .045 2063 .07 Bank Sta: Left Right Coeff Contr. Expan. 1950 2 63 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1960 500 F 2040 2700 500 F Downstream Deck/Roadway Coordinates nUITI= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo cord 1950 496.8 495 2078 499.4 498.5 Downstream Bridge Cross Section Data Station Elevation Data nUITI= 33 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 1918 496.4 1950 496.8 1950 491. 7 1990 486.1 1992 484.3 1994 480.6 2002 477.8 2020 475 2027 475.4 2034 480.9 2036 481. 9 2063 498.2 2078 498.5 2078 499.4 2108 500.2 2200 501.4 2300 502.8 2400 504.3 2500 505.7 2600 506.8 2700 506.5 Manning's n values nUITI= 3 Sta n val Sta n val Sta n val 1000 .065 1950 .045 2063 .07 Bank Sta: Left Ritt Coeff Contr. Expan. 1950 2 63 .3 .5 Ineffective Flow nUII1= 2 Sta L Sta R Elev Permanent 1000 1960 500 F 2050 2700 500 F Upstream Embankment side slo~e 0 horiz. to 1.0 vertical Downstream Embankment side s ope = 0 horiz. to 1.0 vertical Maximum allowable submer~ence for weir flow = .95 Elevation at which weir low begins Enerry head used in spillway design sp~' way hei~ht used in design Broad crested welr crest s ape Number of piers = 2 pier Data pier Station Upstream= 1993 Down st realTl= 1993 upstream num= 2 width Elev width Elev 2 480 2 497 Downstream num= 2 width Elev width Elev 2 480.6 2 496.8 pier Data pier station upstream= 2035 Down st realTl= 2035 Upstream num= 2 width Elev Width Elev 2 482 2 498.2 Downstream num= 2 width Elev Width Elev page 4 2 481. 9 2 498 7026.rep Number of Bridge Coefficient Sets 1 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: 27540 INPUT Description: Station Elevation Data nUIl1= 33 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 1918 496.4 1950 496.8 1950 491.7 1990 486.1 1992 484.3 1994 480.6 2002 477.8 2020 475 2027 475.4 2034 480.9 2036 481.9 2063 498.2 2078 498.5 2078 499.4 2108 500.2 2200 501.4 2300 502.8 2400 504.3 2500 505.7 2600 506.8 2700 506.5 Manning's n Values nUIl1= 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 Contr. Expan. 1950 2 63 140 140 140 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1960 500 F 2050 2700 500 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 27400 INPUT Description: PROFILE SECTION R - SURVEY SECTION 17A Station Elevation Data nUIl1= 29 Sta Elev Sta Elev Sta 'Elev Sta Elev Sta Elev 1000 498 1036.72 496 1090.55 494 1141. 36 492 1191. 33 490 1204.34 488 1213.01 486 1221. 62 484 1225.55 482 1228.74 480 1232.19 478 1262.64 478 1269.57 480 1299.41 480 1311.12 478 1317.31 476 1341.12 476 1345.12 478 1349.69 480 1354.5 482 1359.53 484 1364.78 486 1378.61 488 1387.98 490 1396.97 492 1425.52 494 1507.13 495 1542.8 496 1566.79 497 Manning's n values nUIIl= 3 Sta n val Sta n val Sta n val 1000 .065 1299.41 .045 1396.97 .07 Bank Sta: Left Right Lengths: Left Channel Ritt coeff Contr. Expan. 1299.41 1396.97 320 340 25 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-l RS: 27050 INPUT Description: 27050 page 5 7026.rep Station Elevation Data num= 29 Sta Elev Sta El ev Sta Elev Sta Elev Sta Elev 1000 504 1012.42 502 1042.87 500 1079.14 498 1081.82 496 1084.48 494 1087.15 492 1089.82 490 1092.51 488 1095.21 486 1097.1 484 1099.12 482 1101. 16 480 1103.21 478 1105.57 476 1108.91 474 1138.62 474 1141.4 476 1144.19 478 1146.98 480 1149.76 482 1152.56 484 1193.28 486 1231. 65 489 1251. 63 490 1363.79 491 1432.16 492 1478.37 493 1535.45 494 Manning's n values nUIII= 3 Sta n val Sta n val Sta n val 1000 .07 1079.14 .045 1152.56 .075 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1079.14 1152.56 200 140 80 .1 .3 CROSS SECTION RIVER: RIVER-l REACH: Reach-1 RS: 26880 INPUT Description: PROFILE SECTION Q - SURVEY SECTION 17 Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 504 1008.73 502 1013.65 500 1018.96 498 1051.76 496 1066.51 494 1068.48 492 1070.51 490 1072.61 488 1074.77 486 1076.97 484 1079.26 482 1081. 7 480 1084.27 478 1086.94 476 1092.31 474 1127.07 474 1135. 08 476 1142.55 478 1147.98 480 1152.62 482 1157.45 484 1163.12 487 1188.2 488 1215.34 489 1254.01 490 1254.26 490 1397.49 492 1468.19 493 1511.36 494 Manning's n values num= 3 Sta n val Sta n val Sta n val 1000 .07 1066.51 .045 1163.12 .075 Bank Sta: Left Right Lengths: Left Channel Ri2ht Coeff Contr. Expan. 1066. 51 1163.12 220 220 00 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 26700 INPUT Description: Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 506 1020.23 504 1156.98 502 1162.57 500 1165.74 498 1169.05 496 1172.84 494 1176.93 492 1197.77 490 1214.08 488 1226.93 486 1249.94 484 1261.82 482 1267.82 480 1274.92 478 1282.95 476 1293.88 474 1316.08 474 1319.47 476 1324.76 478 1330.91 480 1334.75 482 1337.97 484 1346.51 487 1374.86 488 1398.37 489 1453.01 490 1491.63 491 1543.47 492 1570.6 492 1607.15 493 1636.88 494 Manning's n values num= 3 Sta n val Sta n val Sta n val 1000 .08 1176.93 .045 1346.51 .08 Bank Sta: Left Right Lengths: Left Channel Ri~ht Coeff Contr. Expan. 1176.93 1346.51 370 350 30 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 26300 INPUT Description: Station Elevation Data num= 40 Sta El ev Sta Elev Sta Elev Sta Elev Sta Elev 1000 506 1033.75 504 1076.1 502 1087.13 500 1129.84 498 1150.21 496 1161. 07 494 1170.91 492 1183.34 490 1193.29 488 1204.92 486 1216.52 484 1223.98 482 1241. 91 480 1246.04 478 1249.98 476 1253.48 474 1259.77 472 1269.2 470 1303.49 470 page 6 1307.42 1328.04 1409.63 1622.28 472 1311.41 482 1372.2 488 1506.43 493 1641. 42 Manning's n values Sta n val Sta 1000 .08 1129.84 Bank Sta: Left Right 1129.84 1328.04 CROSS SECTION RIVER: RIVER-1 REACH: 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 Manning's n values Sta n val Sta 1000 .08 1034.21 Bank Sta: Left Right 1034.21 1171.65 CROSS SECTION RIVER: RIVER-1 REACH: 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 Manning's n values Sta n val Sta 1000 .08 1143.58 Bank Sta: Left Right 1143.58 1366.33 CROSS SECTION RIVER: RIVER-1 REACH: Reach-l 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 1217.19 474 1315.47 484 1378.03 489 1554.97 494 1657.95 nUIII= 3 n val Sta .045 1328.04 7026.rep 476 1319.57 485 1386.23 490 1581. 58 495 1674.38 Lengths: Left Channel Right 145 145 145 n val .08 RS: 26170 n UIII= 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 nUIII= 3 n val Sta .045 1171. 65 Elev Sta 492 1042.77 482 1070.06 472 1140.58 483 1226.85 485 1277.44 490 1462.28 495 1551. 88 500 Lengths: Left channel Right 360 355 220 n val .08 RS: 25820 nUIl1= 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 nUIIl= 3 n val Sta .045 1366.33 Elev 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 n val .08 Lengths: Left Channel Right 180 155 125 RS: 25725 nUIl1= 30 Elev Sta 490 1050.99 480 1106.61 472 1192.86 482 1225.35 Elev Sta 488 1068.62 478 1116.28 474 1199.84 484 1246.12 page 7 478 1323.68 486 1396.17 491 1603.03 496 1690.8 480 487 492 497 Coeff Contr. Expan. .1 .3 Elev Sta 490 1046.15 480 1075.53 472 1148.48 482 1257.2 486 1285.13 491 1485.72 496 1572.04 Elev 488 478 474 482 487 492 497 Coeff Contr. Expan. .1 .3 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 Elev 490 480 470 478 479 484 489 495 Coeff Contr. Expan. .1 .3 Elev Sta 486 1079.07 476 1123.26 476 1207.3 485 1273.78 Elev 484 474 478 486 1296.39 1440. 54 487 1321.44 492 1486.13 Manning's n values Sta n val Sta 1000 .08 1068.62 Bank Sta: Left Right 1068.62 1225.35 CROSS SECTION RIVER: RIVER-1 REACH: 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 Manning's n values Sta n val Sta 1000 .08 1041.43 Bank Sta: Left Right 1041.43 1195.49 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Description: 25635 Station Elevation Data Sta Elev Sta 1000 492 1009.68 1030.26 482 1034.38 1068.47 472 1108.94 1135.41 478 1140.76 1209.14 487 1239.34 1348.2 492 1382.63 Manning's n values Sta n val Sta 1000 .08 1016.36 Bank Sta: Left Right 1016.36 1175.64 CROSS SECTION RrvER: RrVER-l REACH: Reach-1 INPUT Description: This Station Elevation Sta Elev 1000 495 1225 480 is a Data Sta 1043 1247 Manning's n values Sta n val 1000 . 08 488 1374.46 493 1511. 68 nUIlI= 3 n val Sta .045 1225.35 7026.rep 489 1404.71 494 1'; 30. 84 Lengths: Left Channel Right 40 40 40 n val .08 RS: 25685 nUIlI= 31 Elev Sta 490 1030.99 480 1070.06 470 1131.19 478 1164.51 487 1276.91 492 1426.31 num= 3 n val Sta .045 1195.49 Elev Sta 488 1041. 43 478 1078.26 470 1140.93 480 1170.56 488 1310.02 493 1449.71 Lengths: Left Channel Right 50 50 55 n val .08 RS: 25550 nUIlI= 27 Elev Sta 490 1016.36 480 1039.16 470 1119.27 480 1148.16 488 1264.52 493 num= 3 n val Sta .045 1175.64 Elev Sta 488 1022.3 478 1043.83 472 1124.38 482 1158.6 489 1289.71 Lengths: Left Channel Right 30 50 80 n val .08 RS: 25500 REPEATED section. num= 8 Elev Sta 495 1088 495 1267 num= Sta n val 1043 .045 3 Sta 1206 Bank Sta: Left 1043 Ineffective Flow Right 1206 nUIlI= Lengths: Left Channel 106 106 2 El ev 470 495 Sta 1181 n val .08 Right 106 page 8 490 1424.06 495 1552.26 Coeff Contr. .1 Elev Sta 486 1049.93 476 1087.94 472 1147.47 482 1176.86 489 1338.25 494 1473.11 coeff Contr. .1 Elev Sta 486 1026.37 476 1052.44 474 1129.92 484 1175.64 490 1317.6 Coeff Contr. .1 Elev 470 Sta 1206 Coeff Contr. .3 491 496 Expan. .3 Elev 484 474 474 484 490 495 Expan. .3 Elev 484 474 476 486 491 Expan. .3 Elev 480 Expan. .5 Sta L 1000 1225 Elev 500 500 Sta R 1065 1267 BRIDGE RIVER: RIVER-1 REACH: Reach-1 Permanent F F RS: 25485 INPUT Description: Bridge #5 Distance from Upstream xs .1 Deck/Roadway Width 99.8 weir Coefficient = 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= Sta Elev Sta Elev 1000 495 1043 495 1225 480 1247 495 Manning's n values Sta n val 1000 .08 num= Sta n val 1043 .045 Bank Sta: Left 1043 Ineffective Flow Sta L Sta R 1000 1065 1225 1267 Right 1206 num= Elev 500 500 coeff Contr. .3 2 Permanent F F 8 Sta 1088 1267 3 Sta 1206 Elev 470 495 n val .08 Expan. .5 Downstream Deck/Roadway coordinates num= 2 Sta Hi Cord LO Cord Sta Hi cord Lo cord 1000 495 490 1267 495 490 Downstream Bridge Station Elevation Sta Elev 1000 495 1225 480 Cross Section Data Data num= Sta Elev 1043 495 1247 495 Manning's n values Sta n val 1000 .08 num= Sta n val 1043 .045 Upstream Embankment side slope Downstream Embankment side slope Maximum allowable submergence for weir Elevation at which weir flow begins Energy head used in spillway design spillway height used in design Welr crest snape Number of piers 3 pier Data pier Station upstream width 2.5 Downstream width 2.5 Bank Sta: Left 1043 Ineffective Flow Sta L Sta R 1000 1065 1225 1267 Right 1206 num= Elev 500 500 Upstream= num= 2 Elev width 470 2.5 num= 2 Elev width 470 2.5 pier Data coeff Contr. .3 2 Permanent F F 1111 Elev 495 Elev 495 8 Sta 1088 1267 3 Sta 1206 Elev 470 495 n val .08 Expan. .5 flow = = Downstream= 7026.rep Sta 1181 Sta 1181 Elev 470 Elev 470 Sta 1206 Sta 1206 o horiz. to 1.0 vertical o horiz. to 1.0 vertical .95 Broad Crested 1111 page 9 Elev 480 Elev 480 7026.rep pier Station Upstream= 1179 Downstream= 1179 Upstream num= 2 width Elev width Elev 2.5 470 2.5 495 Downstream nUIII= 2 width Elev width Elev 2.5 470 2.5 495 pier Data pier Station Upstream= 1247 Down st realll= 1247 upstream nUIlI= 2 width Elev width Elev 2.5 470 2.5 495 Downstream num= 2 width Elev width Elev 2.5 470 2.5 495 Number of Bridge Coefficient Sets 1 Low Flow Methods and Data Energy Selected Low Flow Methods Energy High Flow Method Energy only Additional Bridge Parameters Add Frictio~ 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 nUIII= 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 1043 Ineffective Flow Sta L Sta R 1000 1065 1225 1267 Right 1206 num= Elev 500 500 2 Permanent F F Lengths: Left Channel 200 100 Right 30 Coeff Contr. .3 Expan. .5 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 25370 INPUT Description: Station Elevation Data Sta Elev Sta 1000 500 1014.84 1175.01 490 1236.03 1245.69 480 1248.25 1320.24 472 1328.38 1368.75 482 1380.92 1533.01 492 1679.05 nUIlI= 27 Elev Sta 498 1030.1 488 1238.31 478 1250.84 474 1339.15 484 1389.07 494 Elev Sta 496 1145.3 486 1240.69 476 1253.47 476 1347.97 486 1399.59 Elev Sta 494 1161. 07 484 1243.19 474 1258.41 478 1356.36 488 1415.24 Elev 492 482 472 480 490 Manning's n values Sta n val Sta 1000 .08 1236.03 num= 3 n val Sta .045 1415.24 n val .08 Bank Sta: Left Right Lengths: Left Channel Right page 10 coeff Contr. Expan. 1236.03 1415.24 CROSS SECTION RIVER: RIVER-1 REACH: 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 Manning's n values Sta n val Sta 1000 .08 1253.96 Bank Sta: Left Right 1253.96 1361. 71 CROSS SECTION RIVER: RIVER-1 REACH: 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 Manning's n values Sta n val Sta 1000 .08 1245.8 Bank Sta: Left Right 1245.8 1412.19 CROSS SECTION RIVER: RIVER-1 REACH: Reach""l INPUT Description: Station Elevation Data Sta Elev Sta 1000 488 1038.79 1150.23 478 1154.61 1174.71 468 1188.85 1254.47 468 1258.25 1307.25 478 1326.7 1405.81 488 1533.97 Manning's n values Sta n val Sta 1000 .08 1146.1 Bank Sta: Left Right 1146.1 1272.86 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 340 RS: 25100 num= 24 Elev Sta 490 1115.21 480 1170.9 470 1303.96 474 1345.29 484 1399.19 num= 3 n val Sta .045 1361.71 7026.rep 400 350 El ev Sta 488 1119.12 478 1253.96 468 1326.37 476 1349.01 486 1410.66 Lengths: Left Channel Right 360 400 420 n val .08 RS: 25000 num= 30 Elev Sta 488 1087.35 478 1267.17 468 1300.83 468 1373.09 478 1390.93 488 1528.33 num= 3 n val Sta .045 1412.19 Elev Sta 486 1146.61 476 1275.4 466 1306. 77 470 1376.81 480 1394. 3 490 1646.38 Lengths: Left Channel Right 250 420 500 n val .08 RS: 24000 num= 28 Elev Sta 486 1047.02 476 1159.42 466 1226.7 470 1262 480 1342.79 490 1605.57 nUIl1= 3 n val Sta .045 1272.86 Elev Sta 484 1055.55 474 1164.61 466 1242.69 472 1265.78 482 1348.41 492 Lengths: Left Channel Right 1130 1500 1200 n val .08 RS: 22600 page 11 .1 Elev Sta 486 1123.62 476 1281. 88 468 1334.18 478 1353.84 488 .3 Elev 484 474 470 480 Coeff Contr. Expan. .1 .3 Elev Sta 484 1159.96 474 1282.13 464 1355.3 472 1380.48 482 1401.14 492 1772.44 Elev 482 472 464 474 484 494 Coeff Contr. Expan. .1 .3 Elev Sta 482 1146.1 472 1169.73 466 1248.91 474 1272.86 484 1354.79 Elev 480 470 466 476 486 coeff Contr. Expan. .1 .3 7026.rep INPUT Description: Station Elevation Data nUITI= 16 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 487.7 1100 485.2 1200 478.6 1233 474.3 1300 472.4 1397 473 1412 458.6 1425 459 1435 461.5 1447 474.7 1500 475.6 1600 479.3 1700 485.1 1800 490.2 1900 497.3 2000 502.2 Manning's n values nUITI= 3 Sta n val Sta n val Sta n val 1000 .08 1397 .045 1447 .08 Bank Sta: Left Right Lengths: Left channel Right coeff Contr. Expan. 1397 1447 0 0 0 .1 .3 SUMMARY OF MANNING'S N VALUES River:RIvER-1 Reach River Sta. n1 n2 n3 Reach-1 30130 .065 .045 .065 Reach-1 27900 .065 .045 .065 Reach-1 27620 .065 .045 .07 Reach-1 27570 .065 .045 .07 Reach-1 27555 Bridge Reach-1 27540 .065 .045 .07 Reach-1 27400 .065 .045 .07 Reach-1 27050 .07 .045 .075 Reach-1 26880 .07 .045 .075 Reach-1 26700 .08 .045 .08 Reach-1 26300 .08 .045 .08 Reach-1 26170 .08 .045 .08 Reach-1 25820 .08 .045 .08 Reach-1 25725 .08 .045 .08 Reach-1 25685 .08 .045 .08 Reach-1 25550 .08 .045 .08 Reach-1 25500 .08 .045 .08 Reach-1 25485 Bridge Reach-1 25470 .08 .045 .08 Reach-1 25370 .08 .045 .08 Reach-1 25100 .08 .045 .08 Reach-1 25000 .08 .045 .08 Reach-1 24000 .08 .045 .08 Reach-1 22600 .08 .045 .08 SUMMARY OF REACH LENGTHS River: RIVER-1 Reach River Sta. Left channel Right Reach-1 30130 1325 2010 1450 Reach-1 27900 275 500 550 Reach-1 27620 60 60 60 Reach-1 27570 60 60 60 Reach-1 27555 Bridge Reach-1 27540 140 140 140 Reach-1 27400 320 340 225 Reach-l 27050 200 140 80 Reach-1 26880 220 220 200 Reach-1 26700 370 350 330 Reach-1 26300 145 145 145 Reach-1 26170 360 355 220 Reach-1 25820 180 155 125 Reach-1 25725 40 40 40 Reach-1 25685 SO SO 55 Reach-1 25550 30 SO 80 Reach-1 25500 106 106 106 Reach-1 25485 Bridge Reach-1 25470 200 100 30 Reach-1 25370 340 400 350 Reach-1 25100 360 400 420 page 12 Reach-1 Reach-1 Reach-1 7026.rep 420 1500 o 25000 24000 22600 250 1130 o SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: RIVER-1 Reach River Sta. Contr. Expan. Reach-1 30130 .1 .3 Reach-1 27900 .1 .3 Reach-1 27620 .1 .3 Reach-1 27570 .3 .5 Reach-1 27555 Bridge Reach-1 27540 .3 .5 Reach-1 27400 .1 .3 Reach-1 27050 .1 .3 Reach-1 26880 .1 .3 Reach-1 26700 .1 .3 Reach-1 26300 .1 .3 Reach-1 26170 .1 .3 Reach-1 25820 .1 .3 Reach-1 25725 .1 .3 Reach-1 25685 .1 .3 Reach-1 25550 .1 .3 Reach-1 25500 .3 .5 Reach-1 25485 Bridge Reach-1 25470 .3 .5 Reach-1 25370 .1 .3 Reach-1 25100 .1 .3 Reach-1 25000 .1 .3 Reach-1 24000 .1 .3 Reach-1 22600 .1 .3 page 13 500 1200 o ~ 1:. c.J m CD a:: .i: c.J m CD a:: ~ C"l N ~, Cl .... .... C"l 1t),0 <Xl .... <Xl ~I .... It) N 0 It) C"l It) .... 0 <Xl ~ ~! C"l C"ll N N ~ ~ It) It) N N N ~ ~ It) It) ~ ..,. N N ..,. C"l 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 , 1 I 0 0 0 <0 ~ ~ 0 ~ 0 C"l 0 C"l 0 <0 0 N C"l <0 C"l.C"l N ;;; N ~ <Xl 0 Cl .... N ~ 0 .... Cl <Xl .... Cl It) <0 Cl ~I <0 0 ~I~ N ~ cei .... cei cci <'i ~ cD 0 N .,.; <'i ~ ~ .,.; cD 0 ~ N 0 cD <'i Cl Cl <Xl N ~ It) ~ Cl ~ ~ .... .... .... .... ..,. 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"0 Q) i;::: :0 0 ~ € c Q) Cll 0 a:: c: Cll ~ U; 1:. 0 is 0 0 Cll 0 Qi "0 Q) ~ c: ~ 0:: c: ~ Cll .c E ri: u .0 W c: :;] > oiii Cf) ii:: ::E I -'" Q) Q) '- U Q) c ":; Q) c.. ro c9 0 0 0 N o ~ Il') o o Il') o Ol ~ o CO ~ o ,... ~ o CO ~ o 15 ~ (ij) uO!Je^913 € c: .S! fti > " ijj € .~ fti j > " j ijj 49O-j j j 1 485~ i i 1 I 480-: Grapevine Greek-Submitted Plan: ModifiedFW2 6127/2007 5151 j 511 I ... j 500l 1 j 1 ~51 ~J 1400 ~.~5----1~.~5----1 4 5 I , " 1600 1800 2000 2200 2400 2600 2800 3000 Station (It) Grapevine Greek-Submitted Plan: ModifiedFW2 6127/2007 ~.~5--+.045 + 5101 J I .07----1 505~ 500" I 4751 1000 I I , 1100 1200 1300 1400 Stalion (It) 1500 1600 1700 Legend EG Encroached EG Natural WS Encroached WS Natural v Ground . Bank Sla Encroachment Legend EG Encroached EG Natural WS Encroached WS Natural . Ground . Bank Sta Encroachment Grapevine Greek-Submitted Plan: ModifiedFW2 6127/2007 '.~+-- .045 505 + .~5---->j € c: .!2 fti > " ijj 50 1050 1100 1150 1200 1250 1300 1350 Station (It) Grapevine Greek-Submitted Plan: ModifiedFW2 This is a REPEATED section. .065 -I .1-- .07-----1 o 4 5 5 495 € .~ Ii > .!! w 49 ~5 ~. 1 j 475 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (It) Legend ........u......___....__. EG Encroached EG Natural WS Encroached WS Natural . Ground . Bank Sta Encroachment 612712007 Legend ..u.u................... EG Encroached EG Natural WS Encroached WS Natural Grit Natural . Grit Encroached . Ground ... Inelf . Bank Sla Encroachment Grapevine Creek-Submitted Plan: ModifiedFW2 Bridge #6 J .065 'I . L__ .07~ 510 ' or-- -I 4 5 g c: .2 iii > Gl W 500 495 4 485 48 475. 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (It) Grapevine Creek-Submitted Plan: ModifiedFW2 612712007 , ( 510J )1.~.07-1 o 4 5 .065 495 € .~ 1ii > Gl W 4 Q,j 48~ 1 475 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (It) 612712007 Legend .----.........--.--..--.. EG Encroached EG Natural WS Encroached WS Natural Crit Natural erit Encroached . Ground .. Ineff . Bank Sta Encroachment Legend .......n.....________... EG Encroached EG Natural WS Encroached WS Natural Crit Natural erit Encroached . Ground .. Inef! . Bank Sta Encroachment € c: .2 1ii > Gl W 51 Grapevine Creek-Submitted Plan: ModifiedFW2 Bridge #6 .065 'I . ~ .07-1 o 4 5 g 5 495 .~ 1ii > Gl W 475 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (It) Grapevine Creek-Submitted Plan: ModifiedFW2 612712007 PROFILE SECTION R - SURVEY SECTION 17A .065---+ .045+- .07---1 490 4J 1000 , 1100 1200 1300 Station (It) , 1400 1500 1600 612712007 Lagend ....n.......__......... EG Encroached EG Natural WS Encroached WS Natural Crit Natural ............... erit Encroached . Ground .. Ineff . Bank Sta Encroachment Legend EG Natural .____n___........_._..... EG Encroached WS Natural WS Encroached . Ground . Bank Sta Encroachment Grapevine Creek-Submitted Plan: ModifiedFW2 27050 .075 ,I f<- .07+,045+ 505i 4951 4 g c: .2 j;j > .. W 485 6/27/2007 Legend ......................... EG Encroached EG Natural WS Encroached WS Natural , Ground e Bank Sta Encroachment 47 1000 1100 1200 1300 1400 1500 1600 Station (It) Grapevine Creek-5ubmitted Plan: ModifiedFW2 6/2712007 ~.OS-+.045 >I< 510" .os---->l 500 495 g c: .2 49 g! .. W 485 48 4751 470 I 1000 , 1100 , 1400 , 1500 1200 1300 1600 Station (It) f~+-- '" Legend 51 ___.~_._n....._.n_._.u. EG Encroached __........"...u._____. EG Natural '"1\ WS Encroached WS Natural 'i Ground e Bank Sta Encroachment 495 g ~ 490 !l! .. W 485 1700 Grapevine Creek-Submitted Plan: ModifiedFW2 6/2712007 PROFILE SECTION Q - SURVEY SECTION 17 ~ .07+ .045 >I< .075 ,I 505i g Legend ..............h....__n. .:~.~~~:.~.~~~~ I EG Natural WS Encroached WS Natural . Ground . Bank Sta Encroachment .~ ii > ~ w 47 1000 1100 1200 1300 1400 1500 1600 Station (It) Grapevine Creek-Submitted Plan: ModifiedFW2 6/2712007 .os '1 Legend EG Encroached EG Natural WS Encroached WS Natural . Ground . Bank Sta Encroachment 470 1000 1100 1200 1300 1400 Station (It) 1500 1600 1700 Grapevine Creek-Submitted Plan: ModifiedFW2 6/2712007 26170 oJ - r-045 + 5 j g J I 49~ I j 49D-c s c: .2 485~ 1ii > .. w j ~ 1 475 4J 1000 , 1100 , 1400 1500 , 1600 1200 1300 Station (Ill Grapevine Creek-Submitted Plan: ModifiedFW2 25725 -500-f .08+-- .045 + j .08 495- 4 € c: _2 485 1ii > .. W 480 475- 4J 1000 1100 1200 1300 Station (It) , 1400 , 1500 Legend _'__"._~'''''.'__n_.__ EG Encroached EG Natural WS Encroached WS Natural . Ground . Bank Sta Encroachment 1700 6127/2007 , 'I Legend _n..._.n...._~___.u_ EG Encroached EG Natural WS Encroached WS Natural . Ground . Bank Sta Encroachment , 1600 Grapevine Creek-Submitted Plan: ModifiedFW2 6/2712007 25820 50 .08+ .045 + .08 € ~ 1i } w 49 485 48 475~ 47 1000 1200 1400 1600 5 Station (Il) Grapevine Creek-Submitted Plan: ModifiedFW2 6/27/2007 25685 .oat- .045 )1 .08 )1 € IS i > .! w 4 1100 1200 1300 1400 Station (Il) ,I Legend __.....n_.........__...1 EG Encroached EG Natural WS Encroached WS Natural . Ground . Bank Sta Encroachment 1800 Legend EG Encroached EG Natural WS Encroached WS Nalural . Ground . Bank Sla Encroachment 1500 Grapevine Creek-Submitted Plan: ModifiedFW2 612712007 25635 l' . r---- .045 495 0 8 I .08 'I + € c .S! 1;j > " w 490 485 480 47 1200 Station (It) Grapevine Creek-Submitted Plan: ModifiedFW2 Bridge #5 + .08-1 1100 1300 soot .08 + .045 € c .S! 1;j > " w ~I I 491 J I 1 4851 j 1 48~ J j i j 475J I 1050 1100 1150 Station (It) 1200 1250 1300 Legend EG Encroached EG Natural WS Encroached WS Natural . Ground . Bank Sta Encroachment 1400 612712007 Legend -....-.......-......... EG Encroached EG Natural WS Encroached WS Natural Crit Natural . Crit Encroached . Ground & Ineft . Bank Sta € ~ 1;j > " w 4 € c: .2 485 1;j > '" W 48 5 Grapevine Creek-Submitted Plan: ModifiedFW2 ThiS is a REPEATED section. .08 + .045 + .08-1 495 4 485 ,. 48 475 47 1000 1050 1100 1150 1200 1250 Station (It) Grapevine Creek-Submitted Plan: ModifiedFW2 Bridge #5 '" .08-1 1.08+ ~I 495 .045 I 475 47 1000 1050 1100 1150 1200 1250 1300 Station (It) 6/2712007 Legend ..........~.__..u._.. EG Encroached EG Natural WS Encroached WS Natural Crit Natural . Grit Encroached . Ground & Ineft . Bank Sta 1300 6/27/2007 Legend ................____..n. EG Encroached EG Natural WS Encroached WS Natural Grit Natural . Grit Encroached . Ground & Inelf . Bank Sta 4751 475 I Grapevine Creek-Submitted Plan: ModifiedFW2 6127/2007 !.-.OS '" 500l + .0S-1 .045 Legend EG Encroached 495 ~ J I S c:: .2 485 ~ " W 48 EG Natural WS Encroached WS Natural Crit Natural Grit Encroached . Ground .. Ineff . Bank Sta 470 1000 1050 1100 1150 1200 1250 1300 Station (ft) Grapevine Creek-Submitted Plan: ModifiedFW2 6127/2007 "I' .OS + .045-+.oa>j Legend ...................hU... EG Encroached -..--..-........,..... EG Natural 49~ , WS Encroached WS Natural . 1 Ground . Bank Sta Encroachment € c:: ". .2 1ii > " w 1 475-] 47 465 1000 1100 1200 1300 Station (ft) 1400 1500 Grapevine Creek-Submitted Plan: ModifiedFW2 612712007 +:. .045 :I( .0S-1 4 € ~ 485 .. > " w 47 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) Grapevine Creek-Submitted Plan: ModifiedFW2 612712007 495 .OS---+- .045 '" , 485-] J I j 1 € 5 ii > " W 475 47 465 j 4J 1000 , 1400 Station (ft) 1200 1600 Legend EG Encroached EG Natural WS Encroached WS Natural . Ground . Bank Sta Legend ....u..u......_________. EG Encroached WS Encroached EG Natural WS Natural . Ground . Bank Sta Encroachment 1Soo Grapevine Creek-Submitted Plan: ModifiedFW2 6/27/2007 k-- .OS~ .045 ,I, 4951 . i 1 41 !:. c: .2 16 > '" ijj 475 47 .08 ----------->' Legend EG Encroached WS Encroached EG Natural WS Natural . Ground . Bank Sta Encroachment 465 1000 1100 1200 1300 1400 1500 1600 1700 Station (It) Grapevine Creek-Submitted Plan: ModifiedFW2 6/27/2007 ~ .os---- '" ijj 4 1000 1200 1400 1600 Station (It) 1800 'I Legend u....u.................. EG Encroached EG Natural WS Encroached WS Natural Grit Natural . Grit Encroached . Ground . Bank Sta Encroachment 2000 VIII ELECTORNIC COPIES OF COMPUTER MODELS