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Alexander Ct-SY070629
NATHAN D. MAIER CONSULTING ENGINEERS, INC. LETTER OF TRANSMITTAL Two NorthPark i 8080 Park [ane / 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 JOB NO. 07-026 RE Alexander Court Flood Study Letter of Map Revision Application WE ARE SENDING YOU ® Attached ❑ For pick-up ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ® Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION 2 June 2007 Copies of LOMR Application THESE ARE TRANSMITTED as checked below: ® For approval ❑ Approved as submitted ❑ For your use ❑ Approved as noted ❑ As requested ❑ Returned for corrections ❑ As requested by ❑ FOR BIDS DUE 19_ ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS Ken, ❑ Resubmit _ copies for approval ❑ Submit _ copies for distribution ❑ Return _ corrected prints ® For review and comment 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 SIGNED: Kimley-Horn and Associates, Inc. 12700 Park Central Dr, Suite 1800 / Dallas, TX 75251 Odalys Jo `son, E.I.T. If enclosures are not as noted, kindly notify us at once. GRAPEVINE CREEK EOMR APPEICATION 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, (�-./ti`7. �•�yyA• r June 2007 MICHAf_l i.. BOD 81847 , NDMCE Project #07-026p d — 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 floodway 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 floodway 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 "n" 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 Tablel. 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 (cls) 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 floodway limits in the reach of Grapevine Creek that extends from Denton Tap Road to Bethel Road. Graprevine Creek 100 -yr Watar Surfar_a Elpvatinns (ft) River Sta. Natural Encroached Q Total cfs HEC -2 Duplicate Effective HEC -RAS Imported HEC -RAS Modified HEC -2 Duplicate Effective HEC -RAS Imported HEC -RAS Modified 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 1 488.32 486.10 25485 Denton Ta 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 11900 486.17 486.48 25820 11900 487.11 487.29 26170 11900 487.16 487.48 26300 11900 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 1 503.52 503.87 502.60 5 V MT -2 FORMS FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B No. 3067-0148 OVERVIEW 8r. CONCURRENCE FORM 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, 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. A. REQUESTED RESPONSE FROM FEMA This request is for a (check one): ❑ 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). ® LOMR: A letter from FEMA officially revising the current NFIP map to show the changes to floodplains, regulatory floodway 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 Map No. Panel No. Effective Date Ex: 480301 City of Katy TX 480301 0005D 02/08/83 480287 Hams County TX 48201 C 0220G 09/28/90 480170 City of Coppell TX 48113C 0155J 8/23101 Dallas County 2. Flooding Source: Grapevine Creek 3. Project Name/Identifier: Grapevine Creek LOMR 4. FEMA zone designations affected: AEA (choices: A, AH, AO, Al -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) ® Physical Change ® Improved Methodology/Data ® Regulatory Floodway Revision ❑ 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 of flooding and structures (check all that apply) Types of Flooding: ® Riverine ❑ Coastal ❑ Shallow Flooding (e.g., Zones AO and AH) ❑ Alluvial fan ❑ Lakes ❑ Other (Attach Description) Structures: ❑ Channelization ❑ Levee/Floodwall ® Bridge/Culvert ❑ Dam ❑ Fill ❑ 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? ® Yes Fee amount: $4400 ❑ No, Attach Explanation Please see the FEMA Web site at hftp://www.fema.gov/fhm/frm 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: 44Zl07._ kAAvL^-A_� t7 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 floodway, 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 Officia?"nature (required): Date: Lwc::: x•10.7 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: Date: 401-7 - kk� 1� - ZS` -Z,0%0 -T 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. Fore Name and (Number) Required if ... .......�, ® Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water-surface elevations ® Riverine Structures Form (Form 3) Channel is modified, addition/revision of bridge/culverts, addition/revision of levee/floodwall, addition/revision of dam WHAL _ 1t. t3-ON") ❑ Coastal Analysis Form (Form 4) New or revised coastal elevations 8 1 8 4 7 s ❑ Coastal Structures Form (Form 5) Addition/revision of coastal structure,C�s + ❑ Alluvial Fan Flooding Form (Form 6) 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 O.M.B No. 3067-0148 RIVERINE HYDROLOGY & HYDRAULICS FORM 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 OMB control number appears in the upper right comer of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: Grapevine Creek Note: Fill out one form for each flooding source studied A. HYDROLOGY 1. Reason for New Hydrologic Analysis (check all that apply) ® Not revised (skip to section 2) ❑ No existing analysis ❑ Improved data ❑ Alternative methodology ❑ Proposed Conditions (CLOMR) ❑ Changed physical condition of watershed 12. Comparison of Representative 1% -Annual -Chance Discharges Location Drainage Area (Sq. Mi.) FIS (cfs) Revised (cfs) 3. Methodology for New Hydrologic Analysis (check all that apply) ❑ Statistical Analysis of Gage Records❑ Precipitation/Runoff Model [TR -20, HEC -1, HEC -HMS etc.] ❑ Regional Regression Equations ❑ 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? ❑ Yes ❑ 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. 1. Reach to be Revised B. HYDRAULICS Description Cross Section Downstream Limit Approx. 2500 -ft downtream of 22600 Denton Tap Upstream Limit 1 2. Hydraulic Method Used Water -Surface Elevations (ft.) Effective Proposed/Revised 479.02 479.02 Approx. 2500 -ft upstream of 30130 502.87 502.60 Bethel Road Hydraulic Analysis HEC -2, HEC -RAS [HEC -2, HEC -RAS, Other (Attach description)] FEMA Form 81-89A, SEP 02 Riverine Hydrology 8 Hydraulics Form MT -2 Form 2 Page 1 of 2 5. HYUKAULI(:5 3. Pre -Submittal Review of Hydraulic 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 concern. 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-2/HEC-RAS models reviewed with CHECK-2/CHECK-RAS? 4. Models Submitted Duplicate Effective Model* Natural File Name: Corrected Effective Model* Natural File Name: Existing or Pre -Project Conditions Model Natural File Name: Revised or Post -Project Conditions Model Natural File Name: Other - (attach description) Natural File Name: ❑ Yes ® No GRAPE20.DAT Floodway File Name: GRAPE2I.DAT Floodway File Name: 7026.PRJ-p01 Floodway File Name: 7026.PRJ-p05 7026.PRJ-p03 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: hftp://www.fema.gov/fhm/en—modi.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 I%- and 0.2% -annual -chance floodplains and regulatory floodway that tie-in with the boundaries of the effective 1%- and 0.2% -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? ❑ Yes ❑ No For CLOMR requests, if either of the following is true, please submit evidence 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? ❑ Yes ® 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? ® Yes ❑ 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 floodway. (Not required for revisions to approximate 1 %-annual-chance floodplains [studied Zone A designation] unless a regulatory floodway 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? ❑ Yes ® 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 exhibit no. NATHAN D. MAIER GRAPEVINE CREEK LOCATION MAP CONSULTING o GWEERS, 9C. C L O M A R Epv CITY OF COPPELL resign drown scale date file name ob number Two Northpark / 8080 Park Lane / Suite 600 DALLAS COUNTY, TEXAS —� Dallas. Texas 75231 / (214) 73914741 HB OCJ NTS 03/07 6095EX01 07-03-026 BCH _NUE JTH'WESTERN E[vNATHAN D. MAIER CONSULTING ENGINEERS, INC. Two Northpark / 8080 Park Lane / Suite 600 Dallas, Texas 75231 / (214) 739-4741 ZONE GRAPEVINE CREEK LOM R CITY OF COPPELL DALLAS COUNTY, TEXAS t RM6 zon NORTH C� NATIONAL ROOD 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: COMMUIN in CARROLLTON CITY OF COPPELL. CTv OF DALLAS, CITY OF :RVI:4G. CiTY OF NUMBER PANEL SUFFIX 480167 0155 J 480170 0155 480171 0155 480180 0155 j MAP NUMBER 48113CO155 1 EFFECTIVE DATE: AUGUST 23, 2001 Federal Emergency Management Agency 0 500 1000 2000 3000 Graphic Scale : 1"=1000' exhibit no. EFFECTIVE FIRM II design drawn stole I date file name job number MH6 OCJ 1"=1000' 03/07 7026EX02 07-03-026 I IRVING USES a 3 a 0 a w cc ROAD J J Q- 0 U KAYE STREET Tributary G-1 of Grapevine _ Creek n LIMIT OF DETAILED STUDY ZONE AE ZONE a LOCH �o� a "495 n AVENUE y` " :. m BETHEL ROAD W ZONE A a nNF k Grapevine Creekp 1- , • r STUDY505 LIMIT O l so 9 7nll x 0 m DRIVE 486 USN BETHE LLJN O ¢ 03ID MEADOW CREEK a z ROAD\ ZONE X 484 ISCO SAN FRANC SUIS T LO - ZONE X J GLENDALE DRIVE li i BELTLINE ROAD ZO SCHOOL ROAD LU¢ 0 0 ZONE X J AIRLINE DRIVE NATHAN D. MAIER CONSULTING ENGINEERS, INC. Two Northpark / 8080 Park Lane / Suite 600 Dallas, Texas 75231 / (214) 739-4741 GRAPEVINE CREEK LOMR CITY OF COPPELL DALLAS COUNTY, TEXAS NORTH 0 500 1000 2000 3000 Graphic Scale : 1"=1000' ffilNATIONAL 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 CARROL! TO-\. C-1 OF 460167 0155 COPPELL, Ci?v OF 480170 0155 DALLAS, CITY OF 480171 0155 iRV!:NG. i.;TY OF 480180 0155 ., MAP NUMBER 48113CO155 J EFFECTIVE DATE: AUGUST 23, 2001 �I Federal Emergency Management Agency I exhibit no. PROPOSED FIRM III E ssign drawn stole dote file name job number IAH8 oci 1"=1000' 06/07 6009EX03 07-03-026 CD C) r'4 I,�T ItH, 0 100 ��o 600 I_v, IG a p h i c c a e 1 =200' Il It0) 0 II0) % IENCE VERJICALDATUM: _�6. \16LE Sj /-'R.R SPW-IN OF DENTO� TAP 1.35*,\ NOR� PF M��OW CREEK. EL 494. IlIII4�3 L I0 0 . . . . . . . . . . . . . . lIco CC14 IItItIIfog%: __j ItIt9 — I49 J IIt-99 I0 I__50, Vl\ ttIIII IIII-275 IIIIIIIIIII IIIIIr r\I IIIIIIIItIIItIIIlIItIIIIab II7ao IIII........... lI0 I(p ........... IMICHAEL ............................... I7 8184, t10 ItS IIItII REVISED 1 00 -YR FLOODPLAIN REVISED 500 -YR FLQIODPLAIN REVISED FLOOD REVISED CENTERLINE It t NATHAN D. MAIER CONSULTING ENGINEERS, INC. Two Northpark / 8080 Park Lane / Suite 600 Dallas, Texas 75231 / (214) 739-4741 EXHIBIT 4 FLOODPLAIN WORK MAP GRAPEVINE CREEK - LOMR CITY OF COPPELL, DALLAS COUNTY, TEXAS DESIGN DRAWN SCALE DATE FILE MHB Oci 1 200' 06/07 7026WMOI JOB NUMBER 07-03-026 EXHIBIT 5 COPY OF DENTON TAP BRIDGE PLANS Im, I/1• DOSNNG SS MANHOLE 6B•-0' SPAN 68'-0' STAR TO' -0' ExrsnMtc Xar EXISTING fAOlAlo LINE ON SAB —..—.EXIST CIF COPWIT .. .. .... . t: t METAL BEAM ALW PENCE_. . _ .... A RAM? LME TO BE RELOCA RD TN•« olm• me ..I.Iw .. Doom. .� ye.P>.1 Ir W¢llm •1 pl. yrlM .•}vl m1Y. 'R•u« •1 1N••. LIMITS LIMITH RIPRAP 0 r UWIS tE RM'RM I 1 - _ a. N,• PROP. PLU 60 Y STA Tia + 95 I 2 - 2• FRCP. COCUIIS LUIS OF RIPRAP .., - SOX ea ow 9-1 • :. r I IIARIt �' LNF "N' TO BE REL .. •r114+32.3 R_+ A / llSi Wfl DRAINS, 3E r�-r.. SEE rKADR'N1'OE1--AF-� T 66 F ) :. EpR � I - \ . ` I. r-.`•'- . y'CagOK1E R�1 IS_+'0`9�•. r , g-•:..•-••--.FIISDNC _ LIMITS OF RLPRAP I I: daw"L 7r -d mW hPICAI' SECIIOI (TIP.) LIMNS OF RgTAP Im, I/1• 6e'-0' SPAN 6B•-0' SPAN 68'-0' STAR TO' -0' OEM WRAP S.OPE ON SAB ._ A h TN•« olm• me ..I.Iw .. Doom. .� ye.P>.1 Ir W¢llm •1 pl. yrlM .•}vl m1Y. 'R•u« •1 1N••. LIMITS LIMITH RIPRAP r UWIS tE RM'RM I 1 407 a. N,• .: . N� '�.. "1 Y .YB' r ANGER ROD •: I LUIS OF RIPRAP I r I .. R_+ A / llSi Wfl DRAINS, 3E r�-r.. 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IS MAMMAE SOX BMW 9-J = r—•— BROW`g 'Ii RA�RR LRE ro BE MDC41M , • EkIST. SS MAMIO!£ L1TSE 6' SS CACP® POE $ff1£ 2 112' R .1 1�X13+ 22, rlls+eB w i..— 17+90.7 6LW(; EMGEWm RI COVgE1E. •/ ,r �._•... PRCIP. IS - FILM NTTTI NON-5WmW GMT NOTE NANORAA AIC APPLAPIENANLES ID BE 121 L.f. HHAMORAX REOTpIED ! - LUIS 7 RIPRAP HOT -ON GALVANIM AFTER FABRICATIM LONTS OF RIPRAP $HANDRAIL AT RIPRAP FRCP. SS MYrILEE ...490 cows R RIPRAP SOUIN SLOPE ( CY.) J47.0 iLTSITEM 470,1 CaMCIFIE "MAP ARAM ALOE 0. Y. 230.1 PAY NOTE. ML Mw'T . r ra'T". pw oft - 30' SKEW WEW4CE SOILS ft"T Na J19e BY "N N MAIMS w BRIDGE LAYOUT PLAN ! AS=AIES INC GEOIECNNICIL 09/ M SCALL' 1• - 20 DALLAI TEXAS DAZED APRIL 1, 1907 FOR BMW IWORMATION i; 7. 41 L I mRol.l:moo nw. aIL' 1 7.9Pawma"on owwRAlLI.e son FAIL DETAIL r 1♦gX•.INEiasRr IY11 �A•sum aw1EQaRsn - a }{/cn RUAK W- "_ L w 204 -0* BRIDGE . YFlpl M sow ra3MOP a4 a Vr YIM 68'-0' SPAN wi4 60'-0' SPAN 60'-0' SPAN IJ• -2 I/1' MAX /4 SAM. Id/ I APPRDA(N r r E11.IR1� BENT Na i 4BRIMBENT Na 2 SAR As.l A w"M e. FACE OF ABUTMENT BAd•MALL ® X•I�IILIL 4.0r.M'r 4�R7! E BFACE OF ABUTMENT BACKWALLp�=.Lm m7i 7w—K V �yyy =;U lm LA QMN TERMINAL RIINWJL 17T�p.RX�m. K..Iwo Ra[:rwrf OR'ONf •RMKM .7 Lw FEW ALL RML fUCXX -• CIINCAETE R ' RA (ALTE7BASE) .Mylpl DETAIL SaSPT'C-101' RAXNNT (BASE BC) . 500 METAL BEAM GUARD FENCE AND TERMINAL ANCHOR SECTION DETAIL • Y y Y Y Y Y Y Y 490 N.TS PAY ITEMS 540,740.1 NOTE' 1 SIT DET 100 TE�r tl- dr1- _ - 1. _ REFERENC'E SHEET 6I FOR TABLES OF "I COLUMN ! DRILLED SHAFT LENCINS WET =B D USTTM: man UNE 2 APERENQ SHEET 60 FOR TABLE ar ABUTMENT DRILLED SHAFT LENGINS Rry" r'T%� LL e E FAST BITCQ g Jo' A COL MNS (TTP.) 3 10• N DRILLED SHAFTS AT AWUNT *,GMALLS NOT SHOWN FOR CLARITY REFERIXE BEET 90 FOR TARE OF ABUTMENT ORATED SHAFT LENGINICNAMNIEL —' 1. RORAP SECTION 90IM CUT AT EAST EDGE of NEST BNOOL SEE SHT. 35 FOR CONC.RO-RAP IN CHANNEL BOTTOM STA 114 + J746 STA. ITS + M. STA 115 + 73.46 BRIDGE ELEVATION BETWEEN BRIDGES LOOKING WEST SCALE I' . 10 — MMOL -1.— OI .—w TLP (f 1ERY FIRM DARN CRAY WALE STA IN + 41.46 STADONN6 AT E B'IMEEN BRIDGES REEDCON, INC. STRUCTURAL ENGINEERS TN•« olm• me ..I.Iw .. Doom. .� ye.P>.1 Ir W¢llm •1 pl. yrlM .•}vl m1Y. 'R•u« •1 1N••. 6Q L 1SIX 4M r11C.4 PAL A/11Yt IWPIE IA.MPA1�1pUlplMT9 Xlt 4. t aviL T' 5--25-!5o GRAPEVINE CREEK BRIDGE BRIDGE LAYOUT I j 100,99 – 00-6 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. 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H J M O w O 0- 2 2 Q w 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 Project File : 7026.prI Run Date and Time: 4/18/2007 8:38:16 AM Project in English units - Project Description: Grapevine Creek from Denton Tap to Bethel Road PLAN DATA Plan Title: Imported Plan 01 Plan File : J:\2007]obs\07026\hh\FEMA\HEC-RAS\7026.pO1 Geometry Title: Impported Geom 01 Geometry File ]:\20073obs\07026\hh\FEMA\HEC-RAS\7026.gO1 Flow Title Imported Flow 01 Flow File ]:\2007]obs\07026\hh\FEMA\HEC-RAs\7026.fO1 Plan summary Information: Number of: Cross sections = 11 Mulitple openings - 0 Culverts = 0 inline structures = 0 Bridges = 2 Lateral structures = 0 Computational Information water surface calculation tolerance = 0.01 Critical depth calculaton tolerance =0.01 Maximum number of interations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 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: subcritical Flow FLOW DATA Flow Title: Imported Flow 01 Flow File : 3:\20077obs\07026\hh\FEMA\HEC-RAs\7026.fO1 Flow Data (cfs) River Reach RS 10 YR 50 YR 100 YR 500 YR PF 5 RIVER -1 Reach -1 30130 6700 9400 10500 13400 11250 _ RIVER -1 Reach -1 27540 6700 9400 10500 13400 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 Profile Upstream Downstream -- RIVER -1 Reach -1 10 YR Known WS = 476.63 Known WS = 478.42 RIVER -1 Reach -1 RIVER -1 Reach -1 50 YR 100 YR Known WS = 479.02 RIVER -1 Reach -1 500 YR Known wS = 480.08 GEOMETRY DATA Geometry Title: Imported File ]:\20077obs\07026\hh\FEMA\HEC-RAS\7026.g01 Geom 01 Geometry : CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 30130 INPUT Description: _ Station Elevation Data Sta Elev Sta num- Elev 20 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 Right Lengths: left Channel Right Coeff contr. Expan. 2180 2222 1600 2510 2000 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 27620 -' INPUT Descripti on: station Elevation Data Sta Elev Sta num= Elev 32 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 1978 479.3 1988 478.2 480.9 1960 1992 476.2 489 1965 2000 475.5 490.8 1970 2026 476 496.8 2100 500.7 2200 500.6 2300 503.8 2400 506.4 2500 507.8 2600 508.4 2700 510 Manning's n values Sta n Val Sta num-- n Val 3 Sta n Val 1000 .065 1926 .045 1992 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1926 1992 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 Data - Sta Elev Sta 1000 509.9 1100 1500 494.2 1600 1900 496.2 1918 1992 484.5 1994 2034 481.1 2036 2108 500.4 2200 2600 507 2700 manning's n values Sta n Val Sta 1000 .065 1950 Bank Sta: Left Right 1950 2078 BRIDGE 7026.rep num= 32 Elev 499.4 Elev Sta Elev Sta 506.9 1200 503.2 1300 492.9 1700 492.9 1731 496.6 1950 497 1950 480.8 2002 478 2020 482.1 2063 498.4 2078 501.6 2300 503 2400 506.7 num-- 3 n Val Sta n Val .045 2078 .07 Lengths: Left Channel 30 30 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 Elev Sta Elev 1000 509.9 1100 506.9 1200 503.2 1500 494.2 1600 492.9 1700 492.9 1900 496.2 1918 496.6 1950 497 1992 484.5 1994 480.8 2002 478 2034 481.1 2036 482.1 2063 498.4 2108 500.4 2200 501.6 2300 503 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 Right coeff Contr. Expan. 1950 2078 .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 1000 509.7 1100 506.7 1200 503 1500 494 1600 492.7 1700 492.7 1900 496 1918 496.4 1950 496.8 1992 484.3 1994 480.6 2002 477.8 2034 480.9 2036 481.9 2063 498.2 2108 500.2 2200 501.4 2300 502.8 2600 506.8 2700 506.5 manning's n values num= 3 Sta nVal Sta n Val Sta n Val 1000 .065 1950 .045 2078 .07 Bank Sta: Left Right coeff contr. Expan. 1950 2078 .3 .5 upstream Embankment side slope = Downstream Embankment side slope = Maximum allowable submergence for weir flow = Elevation at which weir flow begins = Energy head used in spillway design = Elev Sta Elev 499.4 1400 496.3 493.1 1800 494.1 491.9 1990 486.3 475.2 2027 475.6 498.7 2078 499.6 504.5 2500 505.9 Right Coeff Contr. Expan. 30 .3 .5 Sta Elev Sta Elev 1300 499.4 1400 496.3 1731 493.1 1800 494.1 1950 491.9 1990 486.3 2020 475.2 2027 475.6 2078 498.7 2078 499.6 2400 504.5 2500 505.9 Sta Elev Sta Elev 1300 499.2 1400 496.1 1731 492.9 1800 493.9 1950 491.7 1990 486.1 2020 475 2027 475.4 2078 498.5 2078 499.4 2400 504.3 2500 505.7 0 horiz. to 1.0 vertical 0 horiz. to 1.0 vertical .95 Page 3 7026.rep Spillway height used in design = Broad Crested weir crest shape Number of Piers = 2 Pier Data Pier Station upstream= 1993 Downstream= 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 Downstream= 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 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 2002 477.8 2020 5 207 475.4 2034 480.9 2036 4801.9 2063 498.2 2078 4985 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 Right Lengths: Left Channel Right coeff Contr. ExpSn. - 1950 2078 140 140 140 •3 CROSS SECTION 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 42.2 1746 42 1800 43.343 1926 493.2 1955 476.6 1960 47496 1965 473.9 19701900 9070 47494 Page 4 7026.rep 1978 477.7 1988 1992 487.4 2000 489.2- 493.2 2100 499.1 2200 479.3 499 2300 502.2 2400 504.8 20500 506.2 2600 506.8 2700 508.4 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 1000 .065 1926 .045 1992 .07 Bank sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1926 1992 750 520 250 .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 num-- 3 Sta n Val Sta n Val sta n Val 1000 .07 1750 .045 1826 .075 Bank Sta: Left Right Lengths: Left Channel Right 1750 1826 1250 1330 1500 CROSS SECTION Coeff Contr. Expan. .1 .3 RIVER: RIVER -1 REACH: Reach -1 RS: 25550 INPUT Description: station Elevation Data num= 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 Sta n Val Sta n val Sta n Val 1000 .08 1900 .045 1973 .08 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 1900 1973 50 50 50 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 25500 INPUT Description: This is a REPEATED section. Station Elevation Data num= 27 Sta Elev 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 1760 49 1773 1777 469.1 1780 474.5 1782 471.1 475 1796 47564 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 7026.rep Bank Sta: Left Right Lengths: Left channel Right 1700 1820 30 30 30 BRIDGE coeff Contr. Expan. .1 .3 RIVER: RIVER -1 = - Energy head used in spillway design = spillway height used in design REACH: Reach -1 RS: 25485 Number of Piers = 2 INPUT Downstream= 1730 upstream num= 2 width Elev width Elev Description: Bridge #5 - 4 472.9 4 485 Downstream num= 2 Distance from upstream XS = 1 4 472.8 4 484.9 - Pier Data Pier Station Upstream= 1781 Deck/Roadway width 29.8 Page 6 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 Sta Elev Sta num= Elev 27 Sta Elev Sta Elev 1000 497.9 1100 496.4 1200 495.2 1300 493.4 1500 489.6 1600 487.9 1700 487 1700 483.2 1732 472.9 1744 471.2 1753 471.1 1760 469 1777 469.1 1780 474.5 1782 475 1796 475.4 1820 486.8 1900 486.9 2000 488.3 2100 490.5 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 Right Coeff Contr. Expan. 1700 1820 .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 Sta Elev Sta num-- Elev 27 Sta Elev Sta Elev 1000 497.8 1100 496.3 1200 495.1 1300 493.3 1500 489.5 1600 487.8 1700 486.9 1700 483.1 1732 472.8 1744 471.1 1753 471 1760 468.9 1777 469 1780 474.4 1782 474.9 1796 475.3 1820 486.7 1900 486.8 2000 488.2 2100 490.4 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 Right Coeff Contr. Expan. 1700 1820 .1 .3 sta Elev 1400 491.8 1728 473.7 1773 468.7 1820 481.6 2200 493 sta Elev 1400 491.7 1728 473.6 1773 468.6 1820 481.5 2200 492.9 Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical 11 til timer enc. for weir flow = .95 Maximum a owa a su Elevation at which weir flow begins = - Energy head used in spillway design = spillway height used in design = Broad Crested weir crest shape Number of Piers = 2 Pier Data Pier station upstream= 1730 Downstream= 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 - Pier Data Pier Station Upstream= 1781 Downstream= 1781 Page 6 7026.rep upstream num= 2 width Elev width Elev 2 474.5 2 485 Downstream num= 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 num= 3 Sta n Val Sta n Val Sta n Val 1000 .08 1700 .045 1820 .08 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 1700 1820 100 100 100 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 25370 INPUT Description: PROFILE SECTION 0 - SURVEY SECTION 15 Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev 1000 509.1 1100 508.9 1200 507.5 1500 498.5 1516 497.4 1700 492.6 1865 481.4 1900 479.6 1945 469.4 1973 479.3 2012 484.3 2100 483.6 2400 491 2500 493.9 2600 497.2 manning's n values num-- 3 Sta n Val Sta n Val Sta n Val 1000 .08 1900 .045 1973 .08 Bank Sta: Left Right Lengths: Left Channel 1900 1973 2100 2770 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 22600 INPUT Description: Station Elevation Data num= 16 Sta Elev Sta Elev 1300 505.3 1400 502.4 1800 490.2 1828 489.2 1952 469.3 1959 470 2200 485.8 2300 488.6 Right Coeff Contr. Expan. 2500 .1 .3 Page 7 7026.rep 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 num-- 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. nl 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 -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 2770 2500 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 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 Bridge Reach -1 25470 .1 .3 Reach -1 25370 .1 .3 Page 8 7026.rep Reach -1 22600 .1 .3 Page 9 � ..� '� '�� �' as � � tb� r ��,r� 3 t a �' � -' r � ae, , _ +' x � ���a �� �� �� a� �" � �� s f � a � ri i ` _ � �� �, t •• 1 � an ,�, � �t �• • rt � � 1 �:'. ` F 9 J �Y; .,(. .....Y ., Sd (� .� �a' %`. � h+ � "^��% ��si`� �d,.st cr- c o c c <n y o 0 o c cn ��c aO1i� J UIm ' m J : C7 - m m W 2r U o W p ti O O N O co N N N OD O 4 N N O C O N C N Q. N d N N � O # OR O �c N •�n � p ... E•Ov Ln N CO C N C O Cc C m -00 O :a r a � d $ Y LC) Y QJ CD m O m O O O (CD v U CD c N m N CN m r p_ CL m m O � o C7 O 0 �n o cn o 0 o rn �i o m err o o o rn $i co co ,n u� LO v v v v v Ln �n Ln in v v v v v (4) u01;ena13 (}}) u014enal3 CA =o C o g m m i O �Y OlC W U m ! 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U) Q w 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 Project File : 7026.pr7 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: ImportedFw Plan File : J:\2007)obs\07026\hh\FEMA\HEC-RAs\7026.pOS Geometry Title: ImportedFw Geometry File J:\2007Jobs\07026\hh\FEMA\HEC-RAs\7026.gO4 Flow Title FW Flow File J:\2007Jobs\07026\hh\FEMA\HEC-RAS\7026.fO2 Plan Description: updated Denton Tap Bridge Plan summary information: Number of: Cross Sections = 11 Mulitple openings = 0 Culverts = 0 Inline structures = 0 Bridges = 2 Lateral Structures - 0 Computational Information water surface calculation tolerance = 0.01 Critical depth calculaton tolerance =0.01 Maximum number of interations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 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: Subc n tical Flow Encroachment Data -- Equal Conveyance = True Left offset = 0 Right offset 0 River = RIVER -1 Reach = Reach -1 RS Profile Method valuel 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 7026.rep 25500 Encroached 1 1700 1820 - 25470 Encroached 1 1700 1820 25370 Encroached 1 1878 2083 22600 Encroached 1 1250 1447 FLOW DATA Flow Title: Fw - Flow File : ]:\2007]obs\07026\hh\FEMA\HEC-RAS\7026.f02 Flow Data (cfs) River - RIVER -1 Reach Reach -1 RS Natural 30130 10500 RIVER -1 Reach -1 26880 11900 11800 RIVER -1 Reach -1 25550 - Boundary Conditions River Reach Profile RIVER -1 Reach -1 Natural RIVER -1 Reach -1 Encroached Encroached 10500 11900 11800 Upstream Downstream Known wS 479.02 Known wS 479.8 GEOMETRY DATA Geometry Title: ImportedFw Geometry File : ]:\2007]obs\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. 1700 52 1800 509.9 1900 506.2 2000 501.7 2066 500.7 2100 49516 2180 492.3 2200 484.4 2212 484.7 2222 51.9 23002500 510.8 2600 511.3 2700 52207 483.7012.1 2800 5012.4 4.3 2900 52-400 �3 manning's n values num= 3 Sta n Val Sta n Val sta n Val 1500 .065 2180 .045 2222 .065 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan 2180 2222 1600 2510 2000 .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 Sta n Val - 1000 .065 1926 .045 1992 .07 Page 2 7026.rep Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1926 1992 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 Elev 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 num= 3 Sta n Val Sta n Val Sta n Val 1000 .065 1950 .045 2078 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1950 2078 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 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 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 num= 3 Sta n Val Sta n Val Sta n Val 1000 .065 1950 .045 2078 .07 Bank Sta: Left Right Coeff Contr. Expan. 1950 2078 .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 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 Right Coeff Contr. ExpaS. 1950 2078 .3 upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope - 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Broad Crested weir crest shape Number of Piers = 2 Pier Data Pier station upstream= 1993 Downstream= 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 Downstream= 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 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 a 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 Sta Elev Sta 1000 509.7 1100 1500 494 1600 1900 496 1918 1992 484.3 1994 2034 480.9 2036 481.9 2108 500.2 2200 2600 506.8 2700 Manning's n values Sta n Val Sta 1000 .065 1950 Bank Sta: Left Right 1950 2078 CROSS SECTION num= 32 Elev Sta Elev Sta Elev Sta Elev 506.7 1200 503 1300 499.2 1400 496.1 a92.7 1700 492.7 '1731 492.9 1800 493.9 496.4 1950 496.8 1950 491.7 1990 486.1 480.6 2002 477.8 2020 475 2027 475.4 2063 498.2 2078 498.5 2078 499.4 501.4 2300 502.8 2400 504.3 2500 505.7 506.5 num= 3 n Val Page 4 Sta n Val 045 2078 .07 Lengths: Left Channel Right Coeff contr. ExpSn. 140 140 140 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 num-- 3 Sta n Val Sta n Val Sta n Val 1000 .065 1926 .045 1992 .07 Bank Sta: Left Right Lengths: Left Channel Rigght Coeff contr. Expan. 1926 1992 750 520 Z50 .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 num-- 3 Sta n Val Sta n Val Sta n Val 1000 .07 1750 .045 1826 .075 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1750 1826 1250 1330 1500 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 25550 INPUT Description: Station Elevation Data num-.- 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 Sta n Val Sta n Val Sta n Val 1000 .08 1900 .045 1973 .08 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. - 1900 1973 SO 50 50 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 25500 INPUT Description: This is a REPEATED section. Station Elevation Data num-- 27 Page 5 7026.rep Sta Elev 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 5 1796 475.4 1820 1820 486.8 1900 486.9 2000 4883 2100 490.5 2200 48493 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 Right Lengths: Left Channel Right coeff contr. Expan. 1700 1820 30 30 30 .1 .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 Elev 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 Right Coeff Contr. Expan. 1700 1820 .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 Right Coeff Contr. Expan. 1700 1820 .1 .3 upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = weir crest shape = Broad Crested Number of Piers = 2 Page 6 7026.rep Pier Data Pier Station upstream= 1730 Downstream= 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 Pier Data Pier Station upstream- 1781 Downstream- 1781 upstream num= 2 width Elev width Elev 2 474.5 2 485 Downstream num= 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 num= 3 Sta n Val Sta n Val Sta n Val 1000 .08 1700 .045 1820 .08 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1700 1820 100 100 100 .1 .3 CROSS SECTION _ RIVER: RIVER -1 REACH: Reach -1 RS: 25370 INPUT Description: PROFILE SECTION 0 - SURVEY SECTION 15 Station Elevation Sta Elev Data Sta num-- Elev 23 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 num= 3 Sta n Val Sta n Val Sta n Val 1000 .08 1900 .045 1973 .08 Page 7 7026.rep Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1900 1973 2100 2770 2500 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 22600 INPUT Description: Station Elevation Data nue= 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 num 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. Exp3n. 1397 1447 0 0 0 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 .04S .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 50 2000 50 - Reach -1 Reach -1 27620 27570 50 30 30 30 Reach -1 Reach -1 27555 27540 Bridge 140 140 140 Reach -1 - 27400 750 1250 520 1330 250 1500 Reach -1 Reach -1 26880 25550 50 50 50 Reach -1 25500 30 30 30 Reach -1 Reach -1 25485 25470 Bridge 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 Reach -1 Reach -1 Reach -1 Reach -1 Reach -1 Reach -1 Reach -1 Reach -1 Reach -1 Reach -1 Reach -1 Reach -1 Reach -1 30130 .1 27620 .1 27570 .3 27555 Bridge 27540 .3 27400 .1 26880 .1 25550 .1 25500 .1 25485 Bridge 25470 .1 25370 .1 22600 .1 7026.rep .3 .3 .5 .5 .3 .3 .3 .3 .3 .3 .3 Page 9 Q M M N CD M co M O O M W) N K 0, v LL'7 W R O 7 M cA {n O et a v Cl) O M O M O O O 0 0 O O O O O O O O O O m e y .emir s o o O O o 0 o cD 0 O Inw7 O o f` O M Il 0 N Ln M co 0 M O cD N a0 O r' O cD O GO wO O 0) Ln I cD c0 Ln O O r n N M 4 GO n OI O M O N Cn N LD N O Ln 7 'V m Ln � f'7 en w? M cn M �i v N M v v N P- u ty V N O N M 7 O In v I.- C) O IA O co co _ N m N W O Of N I� LL7 O co M N v cD O N O v /D N O O N O O f` ^ GO O In LL7 LL) c+01 M cD 1� O ' N GO O c0I cD O O t` N N M N GD N U? T S Cn Of S N m GD . Of O0D COO' 00 1n O7 GO co Go co co GO 00 c0 co O O Of w cD GD a0 O) ii'f O) O Cf CD O Q 7 �n C) I� a0 �n e0 R Cn N co ch cif O �n N S N O t0 t O N Nv n M N c0 CO O1 O cn cn CO aD S Ln co M C7 cn cn 00 7 < I� M N fl§ O O O O O O O O O O O N O O O O O O O O O O O C O O O C O O O O O O C O O O 0 0 :- O O O O n co ? to of CO O Lb CO1�- An y O a0 c aD Q n N m m c0 cn O) In ui L6 In 1.6 cD eD Q O O o coGO co co coO GO Of GO Of C1 00 0 aD 01 O 0) Of O O) Of v O1 v Of v O] v 01 O v v O O In 0 v v v v v a v v v v v v v i N 0 o Gr° G0 [: - M O I- Ln M M GD O N U' r M of Of M m O 000 000 cn Ci Q O 7 GD Df co <' '7 m 0 O O a D> of (D Go I. 00 00 Go Go co 00 4m GO 00 G0 O) o Q) O) Os v v Off Obi v v In 0 v q 0 0 0 0 o o co 0 0 0 0 01 0 0 O) Of 0 o O 0 O 0 N o 0 N 0 0 LL7 O 0 0 n •. qaV' cD cD M M cD cD I� n coO b W LL7 ns O) N N M m LL) Y7 to cn u] u] M M O GD to a0 V7 O) cD OT a0 cc coO cD cD c0 tD cD I� v n R IT <f 7 V o V f• 7 v R v 7 of v v to v <' v t O p O m O O pp O co O Oi 0 o O O O O O O O O O o 0 S O O 47 J GDt c0 co a0 m C0 G0 G0 O o o p O O O O O O O O O J a eWA n. y !n4. i > cty� Y< Z LU, z 2,w Buz w 'o a � o Go- � s o � mr a• r ,A a r.. N. LLs a0 op ICY o Kk : o• W a�Gf 0� aD V £� a o � ,LL7t � you, GQ , � �. ..LLT ,ICt - v cr v to v v Gs ca v cr ' v tr cT :: OL ...ea . ca,cm m�u r sa e� a m ar <ar�r ex r _l a ; as All rff � l. _ , L f6 U N l` U p! V i z U c Z' Z' O O m -j c i W 0W W lc (n !, W o Go I 0 coo 0 N r LL N�.. O CL m U c � m I L _ U Y cl: CD W c {p U c ;. C cc 0 0 0 N O O O O O O O O V tLn LO LO 7 (u) UOIIBA813 O O N r m m c E m d r 7 f0 L @ V N Ly N fC -.. 7 L fCl o .7. C cnco L GI ? CZ C Z O•C (� co O` O A C c6 J i W C.� Wm Z m U cc O W N m WW (n W i C9 w W w = w U O O N (u) UOIIBA013 (:g) U011en813 r m m c E m d r 7 c m t0 7 RI e Z O- � C (A 7 o c Ly N fC -.. 7 f0 _ U 7-� � aci N C Cn L � 1 U N Z C � L U O A C c6 Nom, C Z C Z Z• C O•C cc O W N m O` J W i C9 w W = w U Co a _ O p ;w U U o N_ 0 o N O O W co co N co e- ON Q N G � z LU ov'u� O O O tD N � O CO c N N O LL d O p N f� (CI N c c 0 � y O N N G it C O N O QO v -p •O7u7 N Y F- v N C O O CL O co - O U o 0 cn CD m c O m in o U to (Op C, c Ca � (7 N O i O 0 pp Ifi d O T (D m O O fJ1 m a v r M v v Q In ul Ln v (4) UOIJOAal3 (u) UO136n013 (u) UOIIBA013 (:g) U011en813 0 0 In LO r m m c cn Cc 7 c m t0 7 RI e Z O- N Z C (A 7 o c 0 J w i W f0 m C/) m 0 0 In LO r m N c cn F Oti f0 m f6 r7, N C Cn L � 1 U N Z U Z Z U O A C c6 C J j C E C U) .6 W N m O` p iU' iW (n U _ W CD i w U 0 o N O O W N co r N cn F Oti O O CO co N N C O O LL O n U R N N00 O O W N ON Q z LU ov'u� C v O CO c N CO d O - N f� (CI c c c � y O O N Y F- m O co U o 0 a� c N (Op D Ca (7 O i O pp Ifi O tf] O T (D m O O fJ1 m a v co n c v M v v Q In ul Ln v (4) UOIJOAal3 (u) UO136n013 k \ k C \ § � � E ( \ LU $ w § k� _E/ ( eo o ) ƒ §_ c § o � $ § / kU- 0 % k \ � UuIBAa � \ - 7 a \ .) 2 a M _ \ U) 7 &J®, j &i):) m m k -j 2 j « « ul�o ui w n 5 2 e I $ ! \i 2 \ ¥ w . k \ k C \ § � � E ( \ LU $ w § k� _E/ ( eo o ) ƒ §_ c § o � $ § / kU- 0 % k \ � muoileAm3 mu■3 UuIBAa \ - }\ \ .) 2 a E u 7 &J®, j &i):) m m k -j 2 j « « § /] � .3 o I $ .= 3 0 m 2 \ ¥ .\ ��� U) «;d.. muoileAm3 mu■3 UuIBAa - }\ \ \ E 'k �2 \ u 2 ] &i):) &;2) m k 22 2:2'o w �o 2 m 2 i 0 2 2 � .3 o I .= 3 0 m u \ ¥ .\ ��� U) «;d.. @ ul o E co co �- + � oZ _ \ F - LL f \ \ % 2» 0E c4 E\ / . o cm o .o Ln § ca .. 2 � - E % 2 2 _ ® `§ o w f / 2\ U § § L) _ « ƒ 2 ) j k f muoileAm3 mu■3 UuIBAm3 - }\ \ \ E 2 :) u 2 ] &i):) £ cc w �o = 0 2 2 j §� \ UuIBAm3 U plBA .2 : a m pIBA a 2 M ° ]:§:a CD �i « 2` 2 §\ z ° f : ) c ;, �2 a ) m I j2 \ 2 \ \ § § 2 & 2 Im z 7 }£CO FUOWI 2 f\3ƒmc , .�.o:z z`z-� e c 2 '� \ �\ § j :U 3 q = 2 O ¥ '� ƒ / k i� 2� ) � \ o �� �� G o -� 2 N $ co _ . § \ §% T T q ƒ 04 % ƒ \ j 8 7 C%4 E 7 k B c c 8 �2� R CLLu }2 0 \ k k a _ § LU r w zw: . co e .oqT U) !: + >» c _to» « » « :�. - c ■ £ / 2 E t ° § / - \ to L q - ƒ�� \ / } - o � CN CL Q § R E o c E 7 0 E . § 2 1- \ � / \ E a 2 U plBA UpjeA■3 .2 : a m pIBA a 2 M ° ]:§:a 2 m « 2` ) §\ z ° z c w a 2 m & 2 UpjeA■3 (4) UOIIBAQ13 muga m pIBA a \} - & 2 FUOWI 2 f\3ƒmc $ o a % co §% T 0 04 % ƒ $ 8 C%4 B c a \ k k § / 0 k k � t � 7 \ L q \ / } � CN CL o E 0 E a 1- (4) UOIIBAQ13 muga ti O O N — r r Z > O i u U U- cnw O O } r w O > a0: E v=) _ CO m Z Fl o H U W Y U) N ui U U- 0 a N a fc (14) U011BA813 i D U C p Y O cC L tx 1 U Z U L O C f0 -j i LuW u C o c W 7 7 o c U) a J E Z W i C7 W Z (n c6 m w moo iZ v W o�C ca w LU CQ W W 2 (14) U011BA813 Y a. N O OF c w Q w a� Cc LL V O CL (4) UOl;enal3 i D U C p Y O C V1 L tx 1 U Z U Z O C f0 -j i LuW C m W 7 7 o c U) cwJ) 3 w moo iZ v w, Y a. N O OF c w Q w a� Cc LL V O CL (4) UOl;enal3 (4) UOgena13 i D C cc :.2 W 7 7 o c U) L moo iZ v Z Z'o o�C ca J LU CQ W to m 2 ~ w if7 ;M U) U W o •W � '� O 0 04 co N N O N N 3 a O LL O O W O N ` O O a Q o o � v ED C � C (C O to (n • O'V O O U) Y O O � � � r U o o 0 5 � N � a cc L � Q 0 O m O Ur (4) UOgena13 J W G O m w J O w a LU J a. H J Z _O H Z O U D W U) W w Q W 2 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 xxxxXc 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 : ]:\2007]obs\07026\A\hh\Submitted\7026.pO2 - Geometry Title: Mod2 Geometry File ]:\2007Jobs\07026\A\hh\Submitted\7026.g02 Flow Title Imported Flow 01 Flow File J:\2007]obs\07026\A\hh\submitted\7026.f01 Plan Description: updated Denton Tap Bridge Plan Summary Information: Number of: Cross Sections = 22 Mulitple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 2 Lateral Structures = 0 Computational Information water surface calculation tolerance = 0.01 Critical depth calculaton tolerance = 0.01 Maximum number of interations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 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: subcritical Flow FLOW DATA Flow Title: Impported Flow 01 Flow File : 3:\2007Jobs\07026\A\hh\submitted\7026.fO1 Flow Data (cfs) River Reach RS 10 YR 50 YR 100 YR 500 YR Page 1 Page 2 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 Profile 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 : 7:\20077obs\07026\A\hh\Submitted\7026.gO2 - 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 num= 3 Sta n Val Sta n Val Sta n Val 1500 .065 2180 .045 2222 .065 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2180 2222 1325 2010 1450 .1 .3 CROSS SECTION _ RIVER: RIVER -1 REACH: Reach -1 RS: 27900 INPUT Description: Station Elevation Data num= 22 _ Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 498 1033.56 496 1039.7 494 1049.92 492 1057.01 490 1059.34 488 1061.35 486 1063.32 484 1065.15 482 1066.93 480 1114.81 480 1119.52 482 1124.25 484 1128.91 486 1133.47 488 1138.03 490 1142.67 492 1147.9 494 1154.56 496 1164.69 498 _ 1252.92 500 1301.7 502 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 1000 .065 1039.7 .045 1164.69 .065 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 1039.7 1164.69 275 500 550 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 27620 Page 2 7026.rep INPUT Description: station Elevation Data num-- 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 496 1106.04 494 1256.89 492 1275.7 490 1285 488 1290.28 486 1294.56 484 1298.77 482 1302.82 480 1309.88 478 1319.34 476 1337.27 476 1338.29 478 1339.3 480 1340.84 482 _ 1342.52 484 1344.22 486 1345.91 488 1347.6 490 1349.3 492 1351.02 494 1354.82 496 1366.8 498 1375.61 500 1384.83 502 1395.68 504 1671.8 506 manning's n values num-- 3 Sta n Val Sta n Val Sta n Val 1000 .065 1256.89 .045 1395.68 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1256.89 1395.68 60 60 60 .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 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 2063 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 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 coeff Contr. Expan. Page 3 7026.rep 1950 2063 .3 .5 Ineffective Flow num-- 2 Sta L Sta R Elev Permanent 1000 1960 500 F 2040 2700 500 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 num-- 3 Sta n Val Sta n Val Sta n Val 1000 .065 1950 .045 2063 .07 Bank Sta: Left Right Coeff Contr. Expan. 1950 2063 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1960 500 F 2050 2700 500 F upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = weir crest shape = Broad crested Number of Piers = 2 Pier Data Pier Station upstream= 1993 Downstream= 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 Downstream= 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 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 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 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 2063 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1950 2063 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 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 Rig25 Coeff Contr. Expan. 1299.41 1396.97 320 340 zz 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 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 RS: 26700 num-- 32 Elev Sta 504 1156.98 494 1176.93 484 1261.82 474 1316.08 482 1337.97 490 1491.63 494 num= 3 n Val Sta n Val .045 1346.51 .08 Lengths: Left Channel 370 350 Elev Sta 502 1162.57 492 1197.77 482 1267.82 474 1319.47 484 1346.51 491 1543.47 RS: 26300 num= 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 n Val .045 1328.04 .08 Lengths: Left Channel 145 145 Elev Std 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 Elev Sta Elev 500 1165.74 7026.rep REACH: Reach -1 1214.08 RS: 26880 480 1274.92 INPUT 476 1324.76 478 487 1374.86 - Description: PROFILE SECTION Q - SURVEY SECTION 17 Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta 1000 504 1008.73 502 1013.65 500 1018.96 1066.51 494 1068.48 492 1070.51 490 1072.61 1076.97 484 1079.26 482 1081.7 480 1084.27 1092.31 474 1127.07 474 1135.08 476 1142.55 1152.62 482 1157.45 484 1163.12 487 1188.2 1254.01 490 1254.26 490 1397.49 492 1468.19 - 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, - 1066.51 1163.12 220 220 200 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 RS: 26700 num-- 32 Elev Sta 504 1156.98 494 1176.93 484 1261.82 474 1316.08 482 1337.97 490 1491.63 494 num= 3 n Val Sta n Val .045 1346.51 .08 Lengths: Left Channel 370 350 Elev Sta 502 1162.57 492 1197.77 482 1267.82 474 1319.47 484 1346.51 491 1543.47 RS: 26300 num= 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 n Val .045 1328.04 .08 Lengths: Left Channel 145 145 Elev Std 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 Elev Sta Elev 500 1165.74 498 490 1214.08 488 480 1274.92 478 476 1324.76 478 487 1374.86 488 492 1570.6 492 Rig3t0 Coeff Contr 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 RIVER: RIVER -1 REACH: Reach -1 RS: 26170 INPUT Description: 26170 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 Expan. .3 Elev 498 488 478 470 480 487 492 497 Right Coeff Contr. Expan. 145 .1 .3 Page 6 RIVER: RIVER -1 REACH: Reach -1 RS: 25685 INPUT Description: 25685 Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev Page 7 7026.rep station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev _ 1000 496 1034.21 494 1039.52 492 1042.77 490 1046.15 488 1049.84 486 1054.42 484 1061.9 482 1070.06 480 1075.53 478 1080.71 476 1085.58 474 1092.96 472 1140.58 472 1148.48 474 1156.63 476 1164.69 478 1171.65 483 1226.85 482 1257.2 482 1260.56 483 1264.75 484 1271.1 485 1277.44 486 1285.13 487 - 1295.92 488 1370.22 489 1416.46 490 1462.28 491 1485.72 492 1505.86 493 1523.19 494 1538.93 495 1551.88 496 1572.04 497 1597.17 498 1620.52 499 1650.75 500 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 1000 .08 1034.21 .045 1171.65 .08 Bank sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1034.21 1171.65 360 355 220 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 25820 INPUT Description: 25820 Station Elevation Data num-- 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev --- 1000 498 1019.58 496 1059.05 494 1097.76 492 1143.58 490 1154.33 488 1171.12 486 1187.97 484 1200.65 482 1216.13 480 1226.18 478 1238.02 476 1259.21 474 1275.23 472 1288.47 470 1327.35 470 1346.18 472 1349.6 474 1352.23 476 1354.63 478 1357.37 480 1366.33 481 1398.91 480 1423.74 479 1459.76 479 - 1464.96 480 1470.16 481 1475.48 482 1483.23 483 1490.26 484 1497.74 485 1505.5 486 1521.71 487 1543.18 488 1565.75 489 1599.12 490 1623.14 491 1680.74 493 1709.91 494 1738.73 495 1760.23 496 1781.34 497 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 1000 .08 1143.58 .045 1366.33 .08 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1143.58 1366.33 180 155 125 .1 .3 CROSS SECTION RIVER: RIVER -1 _ REACH: Reach -1 RS: 25725 INPUT Description: 25725 Station Elevation Data num= 30 _ Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 492 1024.17 490 1050.99 488 1068.62 486 1079.07 484 1091.39 482 1097.46 480 1106.61 478 1116.28 476 1123.26 474 1141.24 472 1186.4 472 1192.86 474 1199.84 476 1207.3 478 1212.26 480 1217.19 482 1225.35 484 1246.12 485 1273.78 486 1296.39 487 1321.44 488 1374.46 489 1404.71 490 1424.06 491 1440.54 492 1486.13 493 1511.68 494 1530.84 495 1552.26 496 manning's n values num= 3 Sta n Val Sta n Val Sta n Val i 1000 .08 1068.62 .045 1225.35 .08 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1068.62 1225.35 40 40 40 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 25685 INPUT Description: 25685 Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev Page 7 7026.rep 1000 492 1018.22 490 1030.99 488 1041.43 1056.54 482 1063.18 480 1070.06 478 1078.26 1100.43 472 1116.64 470 1131.19 470 1140.93 1153.86 476 1159.21 478 1164.51 480 1170.56 1195.49 486 1233.09 487 1276.91 488 1310.02 1361.79 491 1384.88 492 1426.31 493 1449.71 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 1041.43 1195.49 50 50 55 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 25550 INPUT Description: 25635 Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta 1000 492 1009.68 490 1016.36 488 1022.3 1030.26 482 1034.38 480 1039.16 478 1043.83 1068.47 472 1108.94 470 1119.27 472 1124.38 1135.41 478 1140.76 480 1148.16 482 1158.6 1209.14 487 1239.34 488 1264.52 489 1289.71 1348.2 492 1382.63 493 manning's n values num-- 3 Sta n Val Sta n Val Sta n Val 1000 .08 1016.36 .045 1175.64 .08 Bank Sta: Left Right Lengths: Left Channel Right 1016.36 1175.64 30 50 80 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 1000 495 1043 495 1088 470 1181 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 Right Lengths: Left Channel Right 1043 1206 106 106 106 Ineffective Flow num-- 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 num-- 2 Sta Hi Cord Lo cord sta Hi Cord Lo cord 1000 495 490 1267 495 490 Page 8 486 1049.93 484 476 1087.94 474 472 1147.47 474 482 1176.86 484 489 1338.25 490 494 1473.11 495 Coeff Contr. Expan. .1 .3 Elev Sta Elev 486 1026.37 484 476 1052.44 474 474 1129.92 476 484 1175.64 486 490 1317.6 491 Coeff Contr. Expan. .1 .3 Elev Sta Elev 470 1206 480 Coeff Contr. Expan. .3 .5 Elev Sta Elev 470 1206 480 Elev Sta Elev 470 1206 480 to 1.0 vertical to 1.0 vertical 7026.rep upstream Bridge Cross Section Data Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta 1000 495 1043 495 1088 470 1181 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 Right coeff Contr. Expan. 1043 1206 .3 .5 Ineffective Flow num-- 2 Sta L Sta 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 Station Elevation Data num= 8 Sta Elev sta Elev Sta Elev Sta 1000 495 1043 495 1088 470 1181 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 Right Coeff Contr. Expan. 1043 1206 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1065 500 F 1225 1267 500 F Upstream Embankment side slope = 0 horiz Downstream Embankment side slope = 0 horiz Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = weir crest shape = Broad Crested Number of Piers = 3 Pier Data Pier Station Upstream= 1111 Downstream= 1111 Upstream num= 2 width Elev width Elev 2.5 470 2.5 495 Downstream num= 2 width Elev width Elev 2.5 470 2.5 495 Pier Data Pier Station upstream= 1179 Downstream= 1179 Upstream num-- 2 width Elev width Elev 2.5 470 2.5 495 Downstream num= 2 width Elev width Elev 2.5 470 2.5 495 Pier Data Pier Station Upstream= 1247 Downstream= 1247 upstream num= 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 Page 9 Elev Sta Elev 470 1206 480 Elev Sta Elev 470 1206 480 to 1.0 vertical to 1.0 vertical RIVER: RIVER -1 REACH: Reach -1 Sta RS: 25100 7026.rep Elev Energy 1119.12 486 Description: 484 Selected LOW Flow Methods = Energy Station Elevation Data num= 24 High Flow Method Elev Sta Elev Sta Energy only 492 1107.62 490 1115.21 Additional Bridge Parameters 482 1155.12 480 1170.9 _ Add Friction component to Momentum 1296.5 470 1303.96 Do not add weight component to Momentum 1341.46 474 Class B flow critical depth computations use critical depth inside the bridge at the upstream end 1399.19 manning's Criteria to check for pressure flow = upstream energy grade line CROSS SECTION Sta n Val Sta 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 Right Lengths: Left channel Right Coeff contr. Expan. 1043 1206 200 100 30 .3 .5 Ineffective Flow num= 2 _- Sta L Sta R Elev Permanent 1000 1065 500 F 1225 1267 500 F CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 25370 - INPUT Description: Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 500 1014.84 498 1030.1 496 1145.3 494 1161.07 492 -- 1175.01 490 1236.03 488 1238.31 486 1240.69 484 1243.19 482 1245.69 480 1248.25 478 1250.84 476 1253.47 474 1258.41 472 1320.24 472 1328.38 474 1339.15 476 1347.97 478 1356.36 480 1368.75 482 1380.92 484 1389.07 486 1399.59 488 1415.24 490 1533.01 492 1679.05 494 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 1000 .08 1236.03 .045 1415.24 .08 _ Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1236.03 1415.24 340 400 350 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 Sta RS: 25100 INPUT Elev 488 1119.12 486 Description: 484 478 1253.96 Station Elevation Data num= 24 Sta Elev Sta Elev Sta 1000 492 1107.62 490 1115.21 1133.79 482 1155.12 480 1170.9 1289.33 472 1296.5 470 1303.96 1337.64 472 1341.46 474 1345.29 1361.71 482 1384.98 484 1399.19 manning's n values num= 3 Sta n Val Sta n Val Sta Elev Sta Elev Sta Elev 488 1119.12 486 1123.62 484 478 1253.96 476 1281.88 474 468 1326.37 468 1334.18 470 476 1349.01 478 1353.84 480 486 1410.66 488 n Val Page 10 1000 .08 1253.96 .045 1361.71 .08 7026.rep Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1253.96 1361.71 360 400 420 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 25000 INPUT Description: Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 490 1072.33 488 1087.35 486 1146.61 484 1159.96 482 1245.8 480 1257.96 478 1267.17 476 1275.4 474 1282.13 472 1288.5 470 1294.75 468 1300.83 466 1306.77 464 1355.3 464 1364.66 466 1369.14 468 1373.09 470 1376.81 472 1380.48 474 1384.03 476 1387.51 478 1390.93 480 1394.3 482 1401.14 484 1412.19 486 1442.81 488 1528.33 490 1646.38 492 1772.44 494 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 1000 .08 1245.8 .045 1412.19 .08 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 1245.8 1412.19 250 420 500 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 24000 INPUT Description: Station Elevation Data num= 28 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 488 1038.79 486 1047.02 484 1055.55 482 1146.1 480 1150.23 478 1154.61 476 1159.42 474 1164.61 472 1169.73 470 1174.71 468 1188.85 466 1226.7 466 1242.69 466 1248.91 466 1254.47 468 1258.25 470 1262 472 1265.78 474 1272.86 476 1307.25 478 1326.7 480 1342.79 482 1348.41 484 1354.79 486 1405.81 488 1533.97 490 1605.57 492 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 1000 .08 1146.1 .045 1272.86 .08 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1146.1 1272.86 1130 1500 1200 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 22600 - INPUT Description: Station Elevation Data num= 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 num-- 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 Page 11 River:RIVER-1 Reach River Sta. Reach -1 30130 Reach -1 27900 Reach -1 27620 Reach -1 27570 Reach -1 27555 Reach -1 27540 Reach -1 27400 Reach -1 27050 Reach -1 26880 �- Reach -1 26700 Reach -1 26300 Reach -1 26170 Reach -1 25820 Reach -1 25725 Reach -1 25685 Reach -1 25550 Reach -1 25500 Reach -1 25485 Reach -1 25470 - Reach -1 25370 Reach -1 25100 Reach -1 25000 Reach -1 24000 Reach -1 22600 SUMMARY OF REACH LENGTHS River: RIVER -1 Reach River Sta Reach -1 30130 Reach -1 27900 Reach -1 27620 Reach -1 27570 Reach -1 27555 Reach -1 27540 Reach -1 27400 Reach -1 27050 Reach -1 26880 Reach -1 26700 Reach -1 26300 Reach -1 26170 Reach -1 25820 Reach -1 25725 Reach -1 25685 Reach -1 25550 Reach -1 25500 Reach -1 25485 Reach -1 25470 Reach -1 25370 Reach -1 25100 Reach -1 25000 Reach -1 24000 Reach -1 22600 Left channel Right 1325 7026.rep 1450 n1 n2 n3 .065 .045 .065 .065 .045 .065 .065 .045 .07 .065 .045 .07 Bridge 340 225 .065 .045 .07 .065 .045 07 .07 .04S .075 .07 .04S .075 .08 .045 .08 .08 .04S .08 .08 .045 .08 .08 .045 .08 .08 .045 .08 .08 .04S .08 .08 .045 .08 .08 .045 .08 Bridge 400 350 .08 .045 .08 .08 .045 .08 .08 .045 .08 .08 .045 .08 .08 .045 .08 .08 .045 .08 Left channel Right 1325 2010 1450 275 500 550 60 60 60 60 60 60 Bridge 27620 .1 140 140 140 320 340 225 200 140 80 220 220 200 370 350 330 145 145 145 360 355 220 180 155 125 40 40 40 50 50 55 30 50 80 106 106 106 Bridge 200 100 30 340 400 350 360 400 420 250 420 500 1130 1500 1200 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 Bridge Reach -1 27540 .3 .5 Reach -1 27400 .1 .3 Page 12 Reach -1 27050 .1 Reach -1 26880 .1 Reach -1 26700 .1 Reach -1 26300 .1 Reach -1 26170 .1 Reach -1 25820 .1 Reach -1 25725 .1 Reach -1 25685 .1 Reach -1 25550 .1 Reach -1 25500 .3 Reach -1 25485 Bridge Reach -1 25470 .3 Reach -1 25370 .1 Reach -1 25100 .1 Reach -1 25000 .1 Reach -1 24000 .1 Reach -1 22600 .1 7026.rep .3 .3 .3 .3 .3 .3 .3 .3 .3 .5 .5 .3 .3 .3 .3 .3 Page 13 } O m O a t t, m m cc m ir W L: N 0 0 C m Ln LL U W 2 V N 1 m h to co ! co � N (o (o O M M M 0 m M N 'T M N 7 to N N 7 to � N R R h O t0 M (O (O O R tt') 0 O O 0 I O 0 .0 G O O O O C O O C O O O O C O O OO O O O O M M N O hl 0 1., MM b 1. r 0 00 O. 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IT IT Up m3 Up s > 2 / G®c ® ; 2 = \ 'E / o \ % a a § " 7 ' e k J k � § 0 7 § ( j c 2 \ / C . » / § f § § _ n F m « \ § \ § � 2 ® ° i D ) % D LO8 c - c 7 - \ � o � c ` U o o o Lo o/ 0 6 o c = a) £ co � P, g o E__< r- K � r � � G LO � - � - - - - m u i m3 m p� 0 V &�/ / keg � �E d ) :E \ 3 �E d ) \ C , 2 \ _ \ �,.E 2 o 2 / q E & & / o ) 5 � / 5 § / 2 7 k k \ E § F E 2 \ E § CO § 2 2 ) k e p o e / § / \ / § \ $ / � o / k o ` E g E 2 2 ( ^ 8 g E 2 E r/ ® - - - - - ® - - 'r � - - U p m2 U p �3 2� G (n E ® �E ƒ k § / N N a a C ) N / / k 0 ) k o � e 7 / a ) Eco m R k q k § ) \ 2 k 2 2 \ e r CD \ e e k \ � a - 3 / r \ 7 g .o CO / o \ E g @ g E $ m- E § E 2 8 ( - � � - - - - - - (); p� mg U p 2 CO k®� � �2 0 / 2 � �§ ) 2 2 2 CO k®� � �2 0 / 2 2 �cr Ix \ i / / o cc i ;/ .o o U) Jed ] 2 d 2 § \ e C \ ) o ] E U U01leAG13 V \ ) w )«o m o 2 ? \w « \ k e2 wcc \ _\ B _j \ \ \ k \ \ § o @ � / S _ ) @ $ \ I / \ § \ g \ i .� e 0 co/ J � @ ƒ § cc ) / k � / U U01leAG13 U UOIIBA012 UpjeAm3 r &:/ 0 / w k e2 wcc \ _\ _j \ \ U UOIIBA012 UpjeAm3 &:/ 0 / w \ _j \ \ ;w \ § o @ � S _ ) @ I § \ g c i .� e J @ § cc ) / k � / ( / § / 7 E F p o n E 0 co E \ - f C9 CL 8 a k } `a 6 LO o L o L§ / / ƒ $ � � cc \ m b LO c , U UOIIBA012 UpjeAm3 U p a _j \ \ ;w \ § o @ � S _ @ I § \ c i .� e @ cc / / / § / m p o n E R_ \ - f CL } `a 6 LO o L o L§ U p a c C N C �p N N N N O opo O co C Cc p O CL O C O N }) r ORLO O In 7 i Y Y 5D p U o N c n cc o C7 0 0 o (D m o 0 t Ln Ln c T � v v (g) UOIIBA813 Oc O 2 �m w >YC N ONdw_dUC��•dc�y� O p nO�OCroo NOM OoCo co ;0 �IIli MLO aN CD o CL o o rnmmno ^ mm v IT vL (4) UOIIBA013 J w G O a 0 O O J LL U) Z O I - Z O V w CO w w W dl w 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 : 3:\2007Jobs\07026\A\hh\Submitted\7026.pO4 - Geometry Title: Mod2 Geometry File 3:\20077obs\07026\A\hh\submitted\7026.g02 Flow Title FW1 Flow File 3:\2007Jobs\07026\A\hh\Submitted\7026.fO4 Plan Description: updated Denton Tap Bridge Plan Summary Information: Number of: Cross Sections = 22 Mulitple Openings = 0 Culverts = 0 Inline structures = 0 Bridges = 2 Lateral Structures = 0 Computational Information water surface calculation tolerance = 0.01 Critical depth calculaton tolerance = 0.01 Maximum number of interations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 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: Subcritical Flow Encroachment Data Equal Conveyance = True Left Offset = 0 Right offset = 0 River = RIVER -1 Reach = Reach -1 RS Profile Method valuel value2 30130 Encroached 1 2100 2222 27900 Encroached 1 1039.7 1164.69 27620 Encroached 1 1140 1395.68 27570 Encroached 1 1950 2063 27540 Encroached 1 1950 2063 27400 Encroached 1 1120 1396.97 Page 1 27050 Encroached 1 1079.14 1251 7026.rep 26880 Encroached 1 1066.51 1163.12 26700 Encroached 1 1176.93 1346.51 26300 Encroached 1 1129.84 1386 26170 Encroached 1 1034.21 1260.56 25820 Encroached 1 1143.58 1400.6 25725 Encroached 1 1068.62 1225.35 _ 25685 Encroached 1 1041.43 1195.49 25550 Encroached 1 1016.36 1175.64 25500 Encroached 1 1043 1247 25470 Encroached 1 1043 1247 25370 Encroached 1 1236.03 1415.24 25100 Encroached 1 1171 1361.71 25000 Encroached 1 1245.8 1412.19 24000 Encroached 1 1146.1 1272.86 22600 Encroached 1 1250 1447 FLOW DATA Flow Title: Fwl Flow File : 7:\20077obs\07026\A\hh\submitted\7026.f04 Flow Data (cfs) River Reach RS Natural Encroached - RIVER -1 Reach -1 30130 10500 10500 RIVER -1 Reach -1 26880 11900 11900 RIVER -1 Reach -1 25550 11800 11800 Boundary Conditions River Reach Profile Upstream RIVER -1 Reach -1 Natural RIVER -1 Reach -1 Encroached GEOMETRY DATA Geometry Title: Mod2 Geometry File : 7:\20077obs\07026\A\hh\Submitted\7026.g02 - 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 num-- 3 Sta n Val sta n Val sta n Val 1500 .065 2180 .045 2222 .065 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2180 2222 1325 2010 1450 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 27900 INPUT Description: Station Elevation Data num-- 22 Page 2 Downstream Known WS = 479.02 Known WS = 479.8 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 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 Elev Sta 496 1039.7 486 1063.32 482 1124.25 492 1147.9 502 num= 3 n Val Sta n Val .045 1164.69 .065 Lengths: Left Channel 275 500 7026.rep Elev Sta 494 1049.92 484 1065.15 484 1128.91 494 1154.56 RS: 27620 num= 27 Elev Std 494 1256.89 484 1298.77 476 1338.29 486 1345.91 496 1366.8 506 num= 3 n Val Sta n Val .045 1395.68 .07 Lengths: Left Channel 60 60 Elev Sta Elev 492 1057.01 490 482 1066.93 480 486 1133.47 488 496 1164.69 498 Right Coeff Contr 550 .1 Elev Sta 492 1275.7 482 1302.82 478 1339.3 488 1347.6 498 1375.61 RIVER: RIVER -1 Sta Elev 490 1285 REACH: Reach -1 480 RS: 27570 478 480 INPUT 482 490 1349.3 492 Description: This is a REPEATED section. 502 Station Elevation Data num-- 32 Sta Elev Sta Elev Sta Elev 1000 509.7 1100 506.7 1200 503 1500 494 1600 492 1650 491 1800 493.9 1900 496 1950 497 1992 484.5 1994 480.8 2002 478 2034 481.1 2036 482.1 2063 498.4 2108 500.4 2200 501.6 2300. 503 _ 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 1950 2063 60 60 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 x5 = 1 Deck/Roadway width = 29.8 weir Coefficient - 2.6 upstream Deck/Roadway Coordinates Expan. .3 Elev Sta Elev 490 1285 488 480 1309.88 478 480 1340.84 482 490 1349.3 492 500 1384.83 502 Right Coeff Contr 60 .1 Sta Elev 1300 499.2 1700 492 1950 491.9 2020 475.2 2078 498.7 2400 504.5 Expan. .3 Sta Elev 1400 496.1 1731 492.7 1990 486.3 2027 475.6 2078 499.6 2500 505.9 Right Coeff Contr. Expan. 60 .3 .5 Page 3 num-- 2 7026.rep 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 num= 3 Sta n Val sta n Val Sta n Val 1000 .065 1950 .045 2063 .07 Bank Sta: Left Right coeff contr. Expan. 1950 2063 .3 .5 Ineffective Flow num= 2 Sta L sta R Elev Permanent 1000 1960 500 F 2040 2700 500 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 num= 3 Sta n Val Sta n Val Sta n Val 1000 .065 1950 .045 2063 .07 Bank sta: Left Right coeff contr. Expan. 1950 2063 .3 .5 _ Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1960 500 F 2050 2700 500 F Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = weir crest shape = Broad crested Number of Piers = 2 Pier Data Pier Station Upstream= 1993 Downstream= 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 Downstream= 2035 Upstream num= 2 width Elev width Elev 2 482 2 498.2 Downstream num= 2 width Elev width Elev Page 4 Page 5 7026.rep 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= 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 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 2063 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 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 Right Coeff Contr. Expan. 1299.41 1396.97 320 340 225 .1 .3 CROSS SECTION - RIVER: RIVER -1 REACH: Reach -1 RS: 27050 INPUT Description: 27050 Page 5 Station Elevation Data Sta Elev Sta 1000 504 1012.42 1084.48 494 1087.15 1097.1 484 1099.12 1108.91 474 1138.62 1149.76 482 1152.56 1363.79 491 1432.16 manning's n values Sta n Val Sta 1000 .07 1079.14 Bank Sta: Left Right 1079.14 1152.56 CROSS SECTION 7026.rep num= 29 Elev Description: Elev _ Station Elevation REACH: Reach -1 Elev Sta Elev Sta Elev Sta Elev 502 1042.87 500 1079.14 498 1081.82 496 492 1089.82 490 1092.51 488 1095.21 486 482 1101.16 480 1103.21 478 1105.57 476 474 1141.4 476 1144.19 478 1146.98 480 484 1193.28 486 1231.65 489 1251.63 490 492 1478.37 493 1535.45 494 476 1142.55 num= 3 484 1163.12 487 1188.2 1254.01 490 n Val Sta n Val 492 1468.19 - manning's n values num= .045 1152.56 .075 Sta n Val Sta n Val Sta Lengths: Left Channel Right Coeff Contr. Expan. .075 200 140 80 Lengths: Left Channel .1 .3 RIVER: RIVER -1 32 Elev Description: Elev _ Station Elevation REACH: Reach -1 Sta RS: 26880 Sta 1000 INPUT 1020.23 1169.05 496 1172.84 1226.93 - Description: PROFILE SECTION Q - SURVEY SECTION 17 Station Elevation Data num= 30 1334.75 1398.37 Sta Elev Sta Elev Sta Elev Sta 1000 504 1008.73 502 1013.65 500 1018.96 1066.51 494 1068.48 492 1070.51 490 1072.61 - 1076.97 484 1079.26 482 1081.7 480 1084.27 1092.31 474 1127.07 474 1135.08 476 1142.55 1152.62 482 1157.45 484 1163.12 487 1188.2 1254.01 490 1254.26 490 1397.49 492 1468.19 - 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 Right - 1066.51 1163.12 220 220 200 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT 32 Elev Description: Elev _ 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 RS: 26700 num= 32 Elev 498 Elev Sta Elev Std 504 1156.98 502 1162.57 494 1176.93 492 1197.77 484 1261.82 482 1267.82 474 1316.08 474 1319.47 482 1337.97 484 1346.51 490 1491.63 491 1543.47 494 num= 3 n Val Sta n Val .045 1346.51 .08 Lengths: Left Channel 370 350 RS: 26300 Elev Sta Elev 498 1051.76 496 488 1074.77 486 478 1086.94 476 478 1147.98 480 488 1215.34 489 493 1511.36 494 Coeff Contr. Expan. 1269.2 .1 .3 Elev Sta 500 1165.74 490 1214.08 480 1274.92 476 1324.76 487 1374.86 492 1570.6 Elev 498 488 478 478 488 492 Rig3t0 Coeff Contr. Exp3n. num= 40 Elev Sta Elev Sta 504 1076.1 502 1087.13 494 1170.91 492 1183.34 484 1223.98 482 1241.91 474 1259.77 472 1269.2 Page 6 Elev Sta 500 1129.84 490 1193.29 480 1246.04 470 1303.49 Elev 498 488 478 470 7026.rep 1307.42 472 1311.41 474 1315.47 476 1319.57 478 1323.68 480 1328.04 482 1372.2 484 1378.03 485 1386.23 486 1396.17 487 1409.63 488 1506.43 489 1554.97 490 1581.58 491 1603.03 492 - 1622.28 493 1641.42 494 1657.95 495 1674.38 496 1690.8 497 Manning's n values num 3 Sta n Val Sta n Val Sta n Val - 1000 .08 1129.84 .045 1328.04 .08 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 1129.84 1328.04 145 145 145 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 26170 - INPUT Description: 26170 Station Elevation Data num 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 496 1034.21 494 1039.52 492 1042.77 490 1046.15 488 - 1049.84 486 1054.42 484 1061.9 482 1070.06 480 1075.53 478 1080.71 476 1085.58 474 1092.96 472 1140.58 472 1148.48 474 1156.63 476 1164.69 478 1171.65 483 1226.85 482 1257.2 482 1260.56 483 1264.75 484 1271.1 485 1277.44 486 1285.13 487 1295.92 488 1370.22 489 1416.46 490 1462.28 491 1485.72 492 1505.86 493 1523.19 494 1538.93 495 1551.88 496 1572.04 497 1597.17 498 1620.52 499 1650.75 500 manning's n values num 3 Sta n Val Sta n Val Sta n Val - 1000 .08 1034.21 .045 1171.65 .08 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1034.21 1171.65 360 35S 220 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 25820 INPUT Description: 25820 Station Elevation Data num 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 498 1019.58 496 1059.05 494 1097.76 492 1143.58 490 - 1154.33 488 1171.12 486 1187.97 484 1200.65 482 1216.13 480 1226.18 478 1238.02 476 1259.21 474 1275.23 472 1288.47 470 1327.35 470 1346.18 472 1349.6 474 1352.23 476 1354.63 478 1357.37 480 1366.33 481 1398.91 480 1423.74 479 1459.76 479 1464.96 480 1470.16 481 1475.48 482 1483.23 483 1490.26 484 - 1497.74 485 1505.5 486 1521.71 487 1543.18 488 1565.75 489 1599.12 490 1623.14 491 1680.74 493 1709.91 494 1738.73 495 1760.23 496 1781.34 497 manning's n values num-- 3 - Sta n Val Sta n Val Sta n Val 1000 .08 1143.58 .045 1366.33 .08 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 1143.58 1366.33 180 155 125 .1 .3 CROSS SECTION RIVER: RIVER -1 - REACH: Reach -1 RS: 25725 INPUT Description: 25725 Station Elevation Data num 30 - Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 492 1024.17 490 1050.99 488 1068.62 486 1079.07 484 1091.39 482 1097.46 480 1106.61 478 1116.28 476 1123.26 474 1141.24 472 1186.4 472 1192.86 474 1199.84 476 1207.3 478 1212.26 480 1217.19 482 1225.35 484 1246.12 485 1273.78 486 Page 7 7026.rep 1296.39 487 1321.44 488 1374.46 489 1404.71 490 1424.06 491 1440.54 492 1486.13 493 1511.68 494 1530.84 495 1552.26 496 manning's n values num= 3 Sta n Val sta n Val Sta n Val 1000 .08 1068.62 .045 1225.35 .08 Bank Sta: Left Right Lengths: Left Channel Right coeff Contr. Expan. "- 1068.62 1225.35 40 40 40 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 25685 INPUT Description: 25685 - station Elevation Data num-- 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 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 num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 492 1009.68 490 1016.36 488 1022.3 486 1026.37 484 1030.26 482 1034.38 480 1039.16 478 1043.83 476 1052.44 474 1068.47 472 1108.94 470 1119.27 472 1124.38 474 1129.92 476 1135.41 478 1140.76 480 1148.16 482 1158.6 484 1175.64 486 ` 1209.14 487 1239.34 488 1264.52 489 1289.71 490 1317.6 491 1348.2 492 1382.63 493 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 1000 .08 1016.36 .045 1175.64 .08 Bank Sta: Left Right Lengths: Left channel Right coeff Contr. Expan. 1016.36 1175.64 30 50 80 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 25500 INPUT Description: This is a REPEATED section. Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -- 1000 495 1043 495 1088 470 1181 470 1206 480 1225 480 1247 495 1267 495 manning's n Values num= 3 Sta n Val sta n Val sta n Val - 1000 .08 1043 .045 1206 .08 Bank sta: Left Right Lengths: Left channel Right coeff Contr. Expan. 1043 1206 106 106 106 .3 .5 Ineffective Flow num-- 2 Page 8 Elev Sta Elev 470 1206 480 Elev Sta Elev 470 1206 480 to 1.0 vertical to 1.0 vertical 7026.rep 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 num-- 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord — 1000 495 490 1267 495 490 Upstream Bridge Cross Section Data Station Elevation Data num-- 8 Sta Elev Sta Elev Sta Elev Sta — 1000 495 1043 495 1088 470 1181 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 Right Coeff Contr. Expan. 1043 1206 .3 .5 Ineffective Flow num= 2 — Sta L Sta 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 _ Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta 1000 495 1043 495 1088 470 1181 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 Right Coeff Contr. Expan. _ 1043 1206 .3 .5 Ineffective -Flow num= 2 Sta L Sta R Elev Permanent 1000 1065 500 F 1225 1267 500 F Upstream Embankment side slope = 0 horiz Downstream Embankment side slope = 0 horiz Maximum allowable submer ence for weir flow = .95 Elevation at which weir low begins = Energy head used in spillway design = _ spillway height used in design = weir crest shape = Broad Crested Number of Piers = 3 — Pier Data Pier Station Upstream= 1111 Downstream= 1111 Upstream num= 2 width Elev width Elev 2.5 470 2.5 495 — Downstream num= 2 width Elev width Elev 2.5 470 2.5 495 Pier Data Page 9 Elev Sta Elev 470 1206 480 Elev Sta Elev 470 1206 480 to 1.0 vertical to 1.0 vertical RIVER: RIVER -1 REACH: Reach -1 �. INPUT 7026.rep Pier Station upstream= 1179 Downstream= 1179 Sta Upstream num= 2 Sta 1000 500 width Elev width Elev 1175.01 490 1236.03 2.5 470 2.5 495 480 1248.25 1320.24 Downstream num= 2 1328.38 1368.75 482 width Elev width Elev 1533.01 492 1679.05 2.5 470 2.5 495 n values Sta n Val Pier Data 1000 .08 1236.03 Pier Station Upstream= 1247 Downstream= 1247 1347.97 Upstream num-- 2 1356.36 480 484 width Elev width Elev 486 1399.59 488 2.5 470 2.5 495 490 494 Downstream num= 2 width Elev width Elev num= 3 2.5 470 2.5 495 _ Number of Bridge Coefficient Sets = 1 n Val Low Flow Methods and Data .045 Energy .08 Selected Low Flow Methods = Energy Lengths: Left Channel Right High Flow Method Contr. Expan. Energy Only Page 10 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 Right Lengths: Left channel Right Coeff Contr. Expan. 1043 1206 200 100 30 .3 .5 Ineffective Flow num= 2 - Sta L Sta R Elev Permanent 1000 1065 500 F 1225 1267 500 F CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 �. INPUT 27 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 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 Right Coeff Contr. Expan. Page 10 Page 11 7026.rep 1236.03 1415.24 340 400 350 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 25100 INPUT Description: Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev _ 1000 492 1107.62 490 1115.21 488 1119.12 486 1123.62 484 1133.79 482 1155.12 480 1170.9 478 1253.96 476 1281.88 474 1289.33 472 1296.5 470 1303.96 468 1326.37 468 1334.18 470 1337.64 472 1341.46 474 1345.29 476 1349.01 478 1353.84 480 1361.71 482 1384.98 484 1399.19 486 1410.66 488 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 1000 .08 1253.96 .045 1361.71 .08 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1253.96 1361.71 360 400 420 .1 .3 CROSS SECTION - RIVER: RIVER -1 REACH: Reach -1 RS: 25000 INPUT Description: - Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 490 1072.33 488 1087.35 486 1146.61 484 1159.96 482 1245.8 480 1257.96 478 1267.17 476 1275.4 474 1282.13 472 1288.5 470 1294.75 468 1300.83 466 1306.77 464 1355.3 464 - 1364.66 466 1369.14 468 1373.09 470 1376.81 472 1380.48 474 1384.03 476 1387.51 478 1390.93 480 1394.3 482 1401.14 484 1412.19 486 1442.81 488 1528.33 490 1646.38 492 1772.44 494 manning's n values num= 3 - Sta n Val Sta n Val Sta n Val 1000 .08 1245.8 .045 1412.19 .08 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1245.8 1412.19 250 420 500 .1 .3 CROSS SECTION RIVER: RIVER -1 _ REACH: Reach -1 RS: 24000 INPUT Description: Station Elevation Data num= 28 r Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 488 1038.79 486 1047.02 484 1055.55 482 1146.1 480 1150.23 478 1154.61 476 1159.42 474 1164.61 472 1169.73 470 1174.71 468 1188.85 466 1226.7 466 1242.69 466 1248.91 466 1254.47 468 1258.25 470 1262 472 1265.78 474 1272.86 476 _. 1307.25 478 1326.7 480 1342.79 482 1348.41 484 1354.79 486 1405.81 488 1533.97 490 1605.57 492 manning's n values num= 3 Sta n Val Sta n Val Sta n Val - 1000 .08 1146.1 .045 1272.86 .08 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1146.1 1272.86 1130 1500 1200 .1 .3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 22600 Page 11 7026.rep INPUT Description: Station Elevation Data num= 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 num-- 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. nl 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 i 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 Page 12 Page 13 7026.rep 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 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 R M! tD N O 1• t` Cl) co tO 1 0 00 I4 7 of LO cD C! t7 N N U) ttpp tD 1q: 10 N N O� O O I�. 00 00 co Co ! co co O O W O co O O M O M coO 0 I- N K O O t` O tT to O t• 0 00 r- Col co c"I O O Oi O 1 N I6 m of M OI O N N In N O O O O N N O N N N A f` 1` tD O Os tO n t• O ! 00 W tp 7 .�- N N O u� n O O olo O P� v CDI rn' O o N LO N 0 1 17 0 N co N O 0 N c O o Ni O O O N ! O O N O O O O O O OO CD O N O 0 I O LO tO IO; CA O N co N O CA 0 to cD tO . (0 ,r N (*.! Of 1• 0 M co CD IA to 'i, co to 0) m tCi tO 00 I N CD' 0 7 00 R O i O P7 M 7 N Cl)I' c7 T 0 (O co LO 0 wC, 0 7 t'7 O O O O O O O Ch O N O 7 OI M O O� 0 O 0 0 O O O O O O I O O O� O 1. a0 0� M N N to 7 7 IO 1` O O O R N N 0 to N N O O; O N j C7 M R 7 7 tO CO w tO to co 00 O 00 co O 0p co 00 CO tO CD O co lA N V fnO lnD r A R 7 I R 7 N O I C7 c0 O Cr) (D O tD M O O O N O O� N O to O f- CA O) N th N M ! c7 V 7 CO in cD t• I- ! O 00 co co !. 00 O 00 CO, tD co O O O O O O O O O O O O (D tD O O O O O O 010 O O co CD t0 tO v V CO 00 N! N O O W) to, O co O CD O D R O O O O O O O O I O O O O O O O O 00 O O 0 O O O c o c o 0 0 o c o 0 0 0 O O a0 aD O O O O O 0 O 0 O 0 O 0 O O O O O 0 O' O tO 1- tt'1 N O tci C7 tO 1. O 00 O O O O O O O O O O O O li t0O. 001 N % O O t�D N t+7 N 7 lO CA M O R O_ co NO 0 M h 7 ^ LCY tO tO w7 cn NI m N N N ! O LOO � to1 � ! 00 thO) � i W) R N ? 0 Cn M! r 0, R N co K O wO R O 0 N N M 7 tO O P1 NLO 00 to a0 G^ N 0 O c0 tD O co IV In in tD 1-� CO co f• t` 4 tO I� n M V 0 0 7 CD aD N O N f-- CD m N N O N m N f- O 0 co N CD O to a0 to co CA N O O O c7 N ? M N N O O N N O. OI O O O O O O O O O O O OI O O O O O O O O O O O Oi O O O O O O O O O O 07 N Q cO v 0 O r- im O O Of N m R tD O N tO0 CD n I fD � 1-- 1` f� n O OD Go Gj 7 OV co R co R co Q V 00 co 0 cN'J tD O n co .- N 'o 0000 LO cD IO cD U) ttpp tD CO co co co 00 00 co Co ! co co co W O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N N O O N N A f` 1` P, n n n O OI O OI O 0 O 0 O O O O O O O O c of o 0 0 0 0 0 o c c o O O O O ! O O O O O O O O OO CD O tp i 0 O) 01 CA 0 0 to to M m M vl. O nl o 0 tD W) to th t0 t0 0 0 0 c o o c o !, o c 0 0 I Il I iD iD to LO v v U) C) c o c o o. 0 0 0 co n o �- (M! 0 0 co n. n C) O1 U� O O1 V Oi�_ 7 nl IT N OSI N N M �1 N N O M 04 O N O m LUA m cq O O f, O " N N O C) N N tN7 m Lf) N to tD GO co O O OR (00 0) O GD tp O O N ^ 00 tLo GOD LO LA v 7 N N v v O O O O O O O O O O O O O O O O LQ � (3) C) UO tD G"D GOD LO to v Cf v 'Ir O O v v � v v LO LA N N Q ? v v C v toD tot0 t0oo v v v 7 7 LOO LOA Ili CD N N Ci O O O �; OI ull Ln coi co 0 CO OD co co vi v vi v v v v� v I i o0 0 0 0 0 0p 0 Lon Lon Lon Lon Lon Lon Lin Lon of of 0 0 0 0 0 0 on N O n Lo LO M o MI L -t n N C) t0 m O N m O M Ln Ul) N N n to n Cl) O C) O M n O O fD OD n N O N 10 C) -' OI O 0 co C) n v N 0 0 N m n t0 O (D - f0 C) CD O to O j i O O t0tpp O LO N co co tD O N NI to CO i O O64 Ci D7 O O co n n O tD O O N (D Lo L61 N N R OD GoCM) GOD r- co 000 co M co O N m MM_ I M N N N N GD n v v to O' v O O O n O n O O (D 0 0 O O O O O O O O C M 1 n l0 N M � U N1 N N N LO O ad aD O O _ _ 041 N Cl) m v v to GD O M to O O)j C) O O Cf C) v v v v v v v! v v v v v I 7 (D :t• ... »'.: N N CD C) LO O O LO LA v nM n I O m O GO N N n 00 00 Qf O O O N N N N tD 7 / a� 0 0 O O O� O OI O OI O O O C co Lo n n n v v v U t0 0 0 0 0 0:1 0 0 0 0 0 0 00 0 0 o LO 0 Lo LO1 0l 0 0 0 Lo 0 0 I ' Fio a a ; Aw, O iD iD to LO v v U) C) c o c o o. 0 0 0 co n o �- (M! 0 0 co n. n C) O1 U� O O1 V Oi�_ 7 nl IT N OSI N N M �1 N N O M 04 O N O m LUA m cq O O f, O " N N O C) N N tN7 m Lf) N to tD GO co O O OR (00 0) O GD tp O O N ^ 00 tLo GOD LO LA v 7 N N v v O O O O O O O O O O O O O O O O LQ � (3) C) UO tD G"D GOD LO to v Cf v 'Ir O O v v � v v LO LA N N Q ? v v C v toD tot0 t0oo v v v 7 7 LOO LOA Ili CD N N Ci O O O �; OI ull Ln coi co 0 CO OD co co vi v vi v v v v� v I i o0 0 0 0 0 0p 0 Lon Lon Lon Lon Lon Lon Lin Lon of of 0 0 0 0 0 0 gid:_ a a C CD m mC Oli O O Z "Z C O J Z i W i C7 C W c (n .` W C7 w V W 3 U 0 0 o 0 r f` 0 0 N 0 ti o N � (O � >N LL O C N Co i c IL i a ••l D) U � 0 fC N 75 � w � Y U aD Q U ' o 0 o 04 i` 0 0 0 0 0 0 0 0 LO v v v v v (4) UOIJen813 Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 .065 .1)65 '1 Station (ft) 4 Legend 6/27/2007 1 .065 --+F .045— .07—� 510 EG Encroached Legend .................. EG Natural WS Encroached ( WS Natural -------------- Ground EG Natural • 505 - WS Encroached Bank Sta .......... 1a J1 WS Natural Encroachment 11 c 0 W 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 612712007 Legend.. EG Encroached ------ ---------------- EG Natural WS Encroached WS Natural Ground • Bank Sta Encroachment 1000 1050 1100 1150 1200 1250 1300 1350 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 This is a REPEATED section. Legend EG Encroached ...................... EG Natural WS Encroached WS Natural Crit Natural Crit Encroached Ground --a Ineff • Bank Sta Encroachment 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1400 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 .065 --+F .045— .07—� 510 Legend ----- ........... EG Encroached -------------- EG Natural 505 - WS Encroached - WS Natural Ground 500. Bank Sta Encroachment --------------------------•- 4951 _ m w o w 490-1 1 J 1 4851 1 1 480,� 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 612712007 Legend.. EG Encroached ------ ---------------- EG Natural WS Encroached WS Natural Ground • Bank Sta Encroachment 1000 1050 1100 1150 1200 1250 1300 1350 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 This is a REPEATED section. Legend EG Encroached ...................... EG Natural WS Encroached WS Natural Crit Natural Crit Encroached Ground --a Ineff • Bank Sta Encroachment 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 5 m w Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 Bridge #6 I— .065 a .07 4 Legend Grapevine Creek -Submitted Plan: ModifiedFW2 5 - --------•---------- EG Encroached 1 4 ---------------------- EG Natural i WS Encroached WS Natural Crit Natural I Crit Encroached Ground Inaff Crit Encroached • Ground Bank St. Encroachment m w 000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 �rt .065-0 O �.07– 1 4 Legend 5 �---------- EG Encroached ....................... EG Natural WS Encroached WS Natural >. Crit Natural Crit Encroached Ground • Ineff • Bank Sta ............ .• Encroachmtxtt r 0 • w 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) Grapevine Creek -Submitted Plan: ModiWFW2 6/27/2007 Bridge #6 Legend EG Encroached ................ EG Natural WS Encroached WS Natural Crit Natural Crit Encroached Ground a Ineff • Bank St. Encroachment 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6127/2007 PROFILE SECTION R - SURVEY SECTION 17A Legend EG Natural EG Encroached WS Natural WS Encroached Ground • Bank Sta Encroachment 475 1000 1100 1200 1300 1400 1500 1600 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 27050 ' 07+.045t—.075 Legend ........... EG Encroached ......-•'---------- EG Encroached, EG Natural ----- --------------- EG Natural WS Encroached _ WS Natural Ground Ground S Bank Sta • Encroachment S Bank Sta Encroachment it w Grapevine Creek -Submitted Plan: ModifiedFW2 6127!2007 PROFILE SECTION 0 - SURVEY SECTION 17 t .07 -- .045 � —— .075 1 Legend ......-•'---------- EG Encroached, ----- --------------- EG Natural WS Encroached WS Natural Ground • S Bank Sta f Encroachment 47 47 1000 1100 1200 1300 1400 1500 1600 1000 1100 1200 1300 1400 1500 1600 Station (ft) Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 612712007 Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 —.08--+—.045 .08 .08—.045—.08—� 510% Legend 51 Legend EG Encroached EG Encroached ........... - EG Natural EG Natural 505 505 WS Encroached WS Encroached WS Natural WS Natural 500 Ground SOOJT Ground • • Bank Sta Bank Sta Encroachment 1 Encroachment 495 495 z z 49r......... ................ 490 W................. w I 4701 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) 1000 1100 1200 1300 1400 1500 1600. 1700 Station (ft) c 0 w Grapevine Creek -Submitted Plan: ModifiedFW2 6127/2007 26170 O .045 .08 8 Legend Station (ft) EG Encroached Grapevine Creek -Submitted Plan: ModifiedFW2 6727/2007 EG Natural 25725 WS Encroached 500 .08+—.045 — .08 WS Natural Ground Legend • Bank Sta Encroachment c 'Y w 1000 1100 1200 1300 1400 1500 1600 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 25820 ---Legend .. EG Encroached -------------- EG Natural WS Encroached WS Natural Ground • Bank Sta Encroachment 1000 1200 1400 1600 1800 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 25685 Legend EG Encroached ....................... EG Natural WS Encroached WS Natural Ground • Bank Sta Encroachment Station (ft) JO 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6727/2007 25725 500 .08+—.045 — .08 Legend ------------------- EG Encroached ----------- EG Natural 495 - WS Encroached WS Natural Ground • Bank Sta 4 Encroachment z --........-. �................ W 485 e w w 1000 1100 1200 1300 1400 1500 1600 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 25820 ---Legend .. EG Encroached -------------- EG Natural WS Encroached WS Natural Ground • Bank Sta Encroachment 1000 1200 1400 1600 1800 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 25685 Legend EG Encroached ....................... EG Natural WS Encroached WS Natural Ground • Bank Sta Encroachment Station (ft) JO c O m LU Grapevine Creek -Submitted Plan: ModifiedFW2 6!2712007 25635 .045 — .08 612712007 ' 0 8 Legend N Legend EG Encroached Legend - --------'---------- EG Encroached EG Natural EG Natural WS Encroached i Y WS Natural WS Natural Ground Crit Encroached Crit Natural • Cnt Encroached Bank Sta j ,il ..............•................ Encroachment i 'm m Lu 000 1100 1200 1300 1400 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 612712007 Bridge #5 IF.08—.045-—.08_� N Legend Legend - --------'---------- EG Encroached - ------............ EG Encroached EG Natural i WS Encroached 1 WS Natural WS Natural Crit Encroached Crit Natural Ground Cnt Encroached j ,il Ground a Ineft 1 11 1 - Bank Sta C y{I � m W 1000 1050 1100 1150 1200 1250 1300 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 This is a REPEATED section. Legend EG Encroached ............... EG Natural WS Encroached WS Natural Crit Natural Crit Encroached Ground a Inelf • Bank Sta 1000 1050 1100 1150 1200 1250 1300 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 Bridge #5 08 .045 .08—� Legend - ------............ EG Encroached EG Natural WS Encroached 1 WS Natural Crit Natural Crit Encroached Ground I.ft Bank Sta 1000 1050 1100 1150 1200 1250. 1300 Station (ft) c 0 W m w Grapevine Creek -Submitted Plan: ModifiedFW2 6127/2007 .08-- .045 —.08 1k Legend --------------- EG Encroached -------------- EG Natural i, WS Encroached WS Natural Crit Natural Crit Encroached Ground A- 1000 1050 1100 1150 1200 1250 1300 Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 Legend EG Encroached ................ EG Natural WS Encroached WS Natural Ground Ban•k Sta Encroachment c m 0 Lu 465 1000 1100 1200 1300 1400 1500 Station (ft) Grapevine Creek -Submitted Plan: ModiWFW2 6/27/2007 Legend ..................... EG Encroached EG Natural WS Encroached WS Natural Ground • Bank Sta DO Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6127=7 Legend ........---------- EG Encroached WS Encroached --------------- EG Natural WS Natural Ground Bank Sta Encroachment Station 00 Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 r�_ .08— .045 .08 Legend ..... --- EG Encroached Legend 5E6 WS Encroached a j ..................... EG Natural ...................... EG Natural WS Natural WS Natural Ground Crit Natural • Ground Bank Ste • Encroachment c Encroachment m LU Station (ft) Grapevine Creek -Submitted Plan: ModifiedFW2 6/27/2007 �- .08� D8 .08 0 4 Legend 5E6 a Encroached j ...................... EG Natural WS Encroached WS Natural Crit Natural Crit Encroached Ground • Bank St. Encroachment 1000 1200 1400 1600 1800 2000 Station (ft) VIII ELECTORNIC COPIES OF COMPUTER MODELS