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Alexander Ct-SY070426NATHAN D. MAIER _N CONSULTING ENGINEERS, INC. Two NorthPark / 8080 Park Lane / Suite 600 Dallas, Texas 75231 (214) 739 -4741 / FAX (214) 739 -5961 TO Ken Griffin, PE City of Coppell Engineering 255 Parkway Boulevard. Coppell, Texas 75019 972- 304 -3679 WE ARE SENDING YOU ® Attached ❑ Shop drawings ❑ ❑ Copy of letter ❑ LETTER OF TRANSMITTAL DATE April 26, 2007 JOB NO. 07-026 NO. RE Alexander Court Flood Study Letter of Map Revision Application Aril 2007 ❑ Approved as noted ❑ For pick -up ❑ Under separate cover via Prints ® Plans ❑ Samples Change order ❑ _the following items: ❑ Specifications COPIES DATE NO. I DESCRIPTION 2 Aril 2007 ❑ Approved as noted Copies of LOMR Application As requested ❑ Returned for corrections ❑ As requested by 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 ❑ Resubmit — copies for approval ❑ Submit _ copies for distribution ❑ Return _ corrected prints ® For review and comment Ken, The attached report that includes an application for a FEMA Letter of Map Revision based on the bridge replacement at Denton Tap Road and more up to date topography with in the study reach. The mapping revision ties to current FEMA FIRM 48113CO155J about 1800 -feet downstream of Denton Tap Road and about 600 -feet upstream of Bethel Road. Within this reach the current mapping does not match the alignment of the creek and has several structures the flood hazard area. The proposed re- mapping along this reach removes these structures from the Zone AE area. This LOMR also will have a floodway modification that matches the revised floodplain alignment. Please review the submittal and if acceptable sign 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 SIGNED: Michael H. Boyd, P.E. 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 Property Located In the Northwest Corner of Denton Tap Road and Bethel Road Prepared For Mira Mar Development Corporation 6003 Sunderland Drive Colleyville, Texas 76034 Prepared by Nathan D. Maier Consulting Engineers,, I"C. : MICHAEL . H. BOYD' April 2007 .. ............* .. 81P,,47 ;• NDMCE Project #07-026 'x'• _' I GRAPEVINE CREEK LOMR APPLICATION from DENTON TAP ROAD TO BETHEL ROAD Located in the 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. April 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 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 Table 1 Cross sections either modified or added are numbers 24000, 25000, 25100, 25370, 25470, 25500, 25550, 25685, 25725, 25785, 25820, 26170, 26550, 26880, 27050, and 27400. Exhibit 4 is a floodplain work map that shows the location of these cross sections, the effective FIRM, and the proposed 100 -yr floodplain and floodway delineations. Table 1 Grapevine Creek 100 -yr Discharges (cfs) River Station Q 27620 10500 26880 11900 25550 11800 III. COMPUTER MODELS Computer models, input and output are included in this report as attachments under report Section VII. The description and file names are as follows: 1. HEC -2 Current Effective Multiple Profile Model .... ....................GRAPE20.DAT 2. HEC -2 Current Effective Floodway Mode ............. ....................GRAPE21.DAT 3. HEC -RAS Imported Multiple Profile Model ............ ...................7026.PRJ -p01 4. HEC -RAS Imported Floodway Model ................... ...................7026.PRJ -p05 5. HEC -RAS Revised Conditions Multiple Profile Model .................7026.PRJ -p03 6. HEC -RAS Revised Conditions Floodway Model ...... ...................7026.PRJ -p06 IV. CONCLUSIONS The results obtained by this study are in compliance with the current floodplain criteria for the City of Coppell and FEMA as shown in the summary of results in Table 2. The table shows that, with the Denton Tap bridge replacement and coding cross sections with recent aerial topography, the flood profile is lowered from downstream of Denton Tap Road to upstream of Bethel Road. Attached are exhibits and computer runs that support a LOMR application to update the effective FIRM's floodplain and floodway limits in the reach of Grapevine Creek that extends from Denton Tad Road to Bethel Road. Graprevine Creek 100 -yr water Surface Elevations (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 486.74 486.89 484.51 487.52 487.52 485.06 25470 11800 487.25 487.54 485.66 488.18 488.32 486.04 25485 Denton T 25500 11800 488.08 488.43 485.81 488.72 489.00 486.19 25550 11800 488.72 488.47 485.44 488.95 485.85 25685 11900 485.51 485.92 25725 11900 485.97 486.31 25820 11900 486.95 487.15 26170 11900 487.02 487.34 26300 11900 487.29 487.6 26700 11900 488.05 488.27 26880 11900 491.22 491.33 489.77 489.16 491.81 489.82 27050 10500 490.14 490.33 27400 10500 494.03 494.10 492.83 491.83 494.52 492.83 27540 10500 494.23 494.37 492.16 494.57 494.91 492.16 27555 Bethel Road 27570 10500 494.43 494.68 493.54 495.00 495.13 493.54 27620 10500 494.65 494.70 494.36 495.14 494.90 494.37 27900 10500 496.58 496.59 30130 1 10500 502.87 1 503.31 502.59 j 503.52 503.87 502.60 V MT -2 FORMS FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B No. 3067 -0148 OVERVIEW & 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 Foodway 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 Harris County TX 48201C 0220G 09/28/90 480170 City of Coppell TX 48113C 0155J 8/23/01 Dallas Count 2. Flooding Source: Grapevine Creek 3. Project Name /Identifier: Grapevine Creek LOMR 4. FEMA zone designations affected: AE,X (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 / Floodwal ® Bridge /Culvert ❑ Darn ❑ 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: 4/17/07 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 Official's Signature (required): Date: 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: 4/17/07 � ¢ � O-K-A�\ FEMA Form 81 -89, SEP 02 Overview & Concurrence Form MT -2 Form 1 Page 2 of 3 Ensure the forms that are appropriate to your revision request are included in your submittal. Form Name and (Number) Required if ... ® Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water - surface elevations ® Riverine Structures Form (Form 3) Channei is modified, addition /revision of bridge /culverts, addition /revision of levee /floodwall, addition /revision of c ❑ Coastal Analysis Form (Form 4) ❑ Coastal Structures Form (Form 5) ❑ Alluvial Fan Flooding Form (Form 6) New or revised coastal elevations Addition /revision of coastal structure Flood control measures on alluvial fans OF f'% ri MICHAEL H. BM 81847 1 8 4 7 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 2. Comparison of Representative 1 %- Annual- Chance Discharges Location Drainage Area (Sq. Mi.) 3. Methodology for New Hydrologic Analysis (check all that apply) FIS (cfs) ❑ Statistical Analysis of Gage Records ❑ Precipitation /Runoff Model [TR -20, HEC -1, HEC -HMS etc.] ❑ Regional Regression Equations ❑ Other (please attach description) Revised (cfs) 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. B. HYDRAULICS 1. Reach to be Revised Description Cross Section Water- Surface Elevations (ft.) Effective Proposed /Revised Downstream Limit Approx. 2500 -ft downtream of 22600 479.02 479.02 Denton Tap Upstream Limit 2. Hydraulic Method Used Approx. 2000 -ft upstream of Bethel Road 27620 Hydraulic Analysis HEC -2, HEC -RAS [HEC -2 , HEC -RAS, Other (Attach description)] 494.65 494.25 FEMA Form 81 -89A, SEP 02 Riverine Hydrology & Hydraulics Form MT -2 Form 2 Page 1 of 2 B. HYDRAULIG5 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: GRAPE21.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—modl.shtm. C. MAPPING REQUIREMENTS A certified topographic map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and proposed conditions 1 %- annual- chance floodplain (for approximate Zone A revisions) or the boundaries of the 1 %- and 0.2 %- annual- chance floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); location and alignment of all cross sections with stationing control indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the referenced vertical datum (NGVD, NAVD, etc.). Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and /or FBFM must tie -in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and /or FBFM, annotated to show the boundaries of the revised 1 %- and 0.2 %- annual- chance floodplains and regulatory floodway that tie -in with the boundaries of the effective 1 %- and 0.2 %- annual- chance floodplain and regulatory floodway at the upstream and downstream limits of the area of revision. 1). 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 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067 -0148 RIVERINE STRUCTURES FORM Expires September 30, 2005 PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 7 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067- 0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: Grapevine Creek Note: Fill out one form for each flooding source studied A. GENERAL Complete the appropriate section(s) for each Structure listed below: Channelization ................complete Section B Bridge /Culvert ................. complete Section C Dam ........ .......................complete Section D Levee /Floodwall .............complete Section E Sediment Transport ......... complete Section F (if required) Description Of Structure 1. Name of Structure: Denton Tap Bridge Type (check one): ❑ Channelizat:ion ® Bridge /Culvert ❑ Levee /Floodwall ❑ Dam Location of Structure: Denton Tap Downstream Limit/Cross Section: 25470 Upstream Limit/Cross Section: 25500 2. Name of Structure: Type (check one): ❑ Channelizat:ion ❑ Bridge /Culvert ❑ Levee /Floodwall ❑ Dam Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: 3. Name of Structure: Type (check one) ❑ Channelizat:ion ❑ Bridge /Culvert ❑ Levee /Floodwall ❑ Dam Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: NOTE: For more structures, attach additional pages as needed. FEMA Form 81 -89B, SEP 02 Riverine Structures Form MT -2 Form 3 Page 1 of 10 Flooding Source: Name of Structure: 1. Accessory Structures The channelization includes (check one): ❑ Levees [Attach Section E (Levee /Floodwall)] ❑ Superelevated sections ❑ Debris basin /detention basin ❑ Other (Describe): 2. Drawing Checklist 9 4. v� ��1`ICLILA 1 IUN ❑ Drop structures ❑ Transitions in cross sectional geometry ❑ Energy dissipator Attach the plans of the channelization certified by a registered professional engineer, as described in the instructions. Hydraulic Considerations The channel was designed to carry (cfs) and /or the -year flood. The design elevation in the channel is based on (check one): ❑ Subcritical flow ❑ Critical flow ❑ Supercritical flow ❑Energy grade line If there is the potential for a hydraulic jump at the following locations, check all that apply and attach an explanation of how the hydraulic jump is controlled without affecting the stability of the channel. ❑ Inlet to channel ❑ Outlet of channel ❑ Other locations (specify): Sediment Transport Considerations ❑ At Drop Structures ❑ At Transitions Was sediment transport considered? ❑ Yes ❑ No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. G. BRIDGE /CULVERT Flooding Source: Grapevine Creek Name of Structure: Denton Tap Bridge 1. This revision reflects (check one): ❑ New bridge /culvert not modeled in the FIS ® Modified bridge /culvert previously modeled in the FIS ❑ New analysis of bridge /culvert previously modeled in the FIS 2. Hydraulic model used to analyze the structure (e.g., HEC -2 with special bridge routine, WSPRO, HY8): HEC -RAS If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the structures. Attach justification. 3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following (check the information that has been provided): ® Dimensions (height, width, span, radius, length) ❑ Shape (culverts only) ❑ Material ❑ Beveling or Rounding ❑ Wing Wall Angle ® Skew Angle ® Distances Between Cross Sections 4. Sediment Transport Considerations ® Erosion Protection ® Low Chord Elevations — Upstream and Downstream ® Top of Road Elevations — Upstream and Downstream ❑ Structure Invert Elevations — Upstream and Downstream ❑ Stream Invert Elevations — Upstream and Downstream ® Cross- Section Locations Was sediment transport considered? ❑ Yes ® No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. FEMA Form 81 -89B, SEP 02 Riverine Structures Form MT -2 Form 3 Page 2 of 10 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 -i o 0 -a n x pippp N O f7 Wg oZ �a c� D W° 4Z L� �§ gm v D D o o N� o °rs 0 ZODm -�� r F m x D cn a r a O a nf D n Q m O W Z a V � V a 3 ID s c _ Q � m o PLANTATION SPANISH MOSS KAYE COOPER n COZBY BROOKS W Z DILLARD <F ix c� 4 BETHEL 0 NORTH D M mm a � OAK-f Z BROOK 0 �? PROJECT °_LOCATION ZONE Q ZON 05 ONE AE U EDOOL ( i v9 n� z V I'v N DRIVE 0 s 0 ROAD w Cr 0 Co L ZONE X ZONE AE A6 R M 611 ZONE X AIRLINE DRIVE I E v NATHAN D. MAIER CONSULTING ENGINEERS, INC. Two Northpark / 8080 Park Lane /Suite 600 Dallas, Texas 75231 / (214) 739 -4741 R M198 Q _z Q O � Li 1 LL 010 ki NORTH C� / NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP DALLAS COUNTY, TEXAS AND INCORPORATED AREAS PANEL 155 OF 725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUN11Y CARRCLLTOk. CI?'r O. COPPELL, CiTV OF DALLAS, CITY OF IRVi1G, CT, ' OF Grape; NUMBER PANEL SUFFIX 480167 0155 J 480170 0155 480171 0155 480130 0155 J MAP NUMBER 48113CO155 1 EFFECTIVE DATE: AUGUST 23, 2001 CITY Federal Emergency Management Agency j ( I`II"ill � 4 0 500 1000 2000 3000 ZO Graphic Scale : 1" =1000' GRAPEVINE CREEK LOMB CITY OF COPPELL DALLAS COUNTY, TEXAS exhibit no. EFFECTIVE FIRM I) design I drawn Scale I date I file name ob number MHB OCJ 1" =1000' 03/07 7026EX02 07 -03 -026 SAt11 � DV LAKE ROAD iJ 1 ID 0 a c o= ZONE LX_, ZONE X 484 I SAN FRANCISCO ST LO vIS GLENDALE DRIVE 14 AE i1 - BELTLINE ROAD ZONE X ZONE X AIRLINE DRIVE I ZONE X I I CONTAINS: COMMUNi Y NUMBER PANEL SUFFIX CARROLLTON C:-1' OF 480167 0155 J �j6 COPP C,.Y OF 480170 0155 J E DALLAS. C r 0.° 480171 0155 RM601 RViNG, C T OF 480180 0155 J ZONE X EWA • • O i CREEK ROAD ZONE LX_, ZONE X 484 I SAN FRANCISCO ST LO vIS GLENDALE DRIVE 14 AE i1 - BELTLINE ROAD ZONE X ZONE X AIRLINE DRIVE I ZONE X I I CONTAINS: COMMUNi Y NUMBER PANEL SUFFIX CARROLLTON C:-1' OF 480167 0155 J �j6 COPP C,.Y OF 480170 0155 J E DALLAS. C r 0.° 480171 0155 RM601 RViNG, C T OF 480180 0155 J ZONE X NATHAN D. MAIER CONSULTING ENGINEERS. INC. Two Northpark / 8080 Park Lane / Suite 600 Dallas, Texas 75231 / (214) 739 -4741 i NORTH 0 0 500 1000 2000 3000 Graphic Scale 1" =1000' NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP DALLAS COUNTY, TEXAS AND C INCORPORATED AREAS q PANEL 155 OF 725 �q4n (SEE MAP INDEX FOR PANELS NOT PRINTED) P LANE I I CONTAINS: COMMUNi Y NUMBER PANEL SUFFIX CARROLLTON C:-1' OF 480167 0155 J COPP C,.Y OF 480170 0155 J DALLAS. C r 0.° 480171 0155 RViNG, C T OF 480180 0155 J Grapes GRAPEVINE CREEK LOM R CITY OF COPPELL DALLAS COUNTY, TEXAS MAP NUMBER 48113CO155 1 EFFECTIVE DATE: AUGUST 23, 2001 Federal Emergency Management Agency j exhibit no. PROPOSED FIRM III design drawn scale date file name job number MHB OCJ 1" =1000' 03/07 6009EX03 07 -03 -024 Ct'[LIIVC t`��F "sTE`::,�'- LMSH N dRnwN ` ! 1`SS��NAL Er Two Northpark / 8080 Park Lane / Suite 600 SCALE DATE FILE JOB NUMBER d Dallas, Texas 75231 / (214) 739 -4741 OCJ i" = t o0 03!07 7o26wM 3 07 -03 026 r i 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 OCJ 1" =100' 03/07 7026 IM03i SHEET NO. M 2 2 JOB NUMBER 07 -03 -026 S OEVEIAPMEM ""' coPPOnnnon `Master Planned Living, John Hawkins President O/F (817) 329 -1792 M (817) 996 - 6698, H (817) 488-8662- 6003 Sunderland Drive Colleyville, Texas 76034 11 rel NJ ,,�`7 % \ xz- I --,-j L\A YK O ---�- 9 f ` (�O l i r 2�D soy % - -RIOAD - - - - - - I 4 r' ,velT 0 Curb F. P, (Re V. ) 4,E —Ot? CD /i NO 4 AN 20 IPF 1/2- LP.F. Cl 00( Sei 9 9 9 s � � I.P.F\ Soo � \ � � \ � \ \ � � � �\ >> � / ob ^ / / � / \ / �/ 1 \ \ \ \ \ � � •Ili I.P.F. 1 502- � � � � \ "D � � ( �✓ � curb inle � �- -504 - � 1 /z- LP.. I .P.F. 1/20 I.P.F. 1j2 a RECEIVED PLANNING DFPARTM ; i 0 L N O 1� 0 sn 0 n 0 0 N i n REVISIONS DATE OF r5�p +9 j r* O .1 s MIBHAEL H'BYD * 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, DENTON COUNTY, TEXAS DESIGN DRAWN SCALE DATE FILE MHB OCJ V= 100, '2 7026WM01 Wr 'f v V : a x i 5$r di ¢ /5�,�t 4• jr,� �_ ✓ �' 4a^+y „�, y k HS 14 b'A e f 6& 3 �l 1 �'E33`Y�j,,` J��„ 4 °s' f " "f�8 r,A '� #' f � �� ” 4r i -; k iii t � �k.(e l v s ^� i, k'n? Rip '`°y`f` ,t ' wY }• R �d�%eug * t, t f ;�ga�y,t. � �m n iu f ei° „' . "f'i�;?•7 _ � k $'s, "+ � p fi y F' I 4 1 a "+'M y .. ��f..L. �'4ii �� 6 � '�j y. y � ,G �l h y tl � M/B- •�'?jv.)J` a� + -` P:�, rf r.R dm'� arc TAd1� � :• %''Ffr' � '�° i'c'y yn,. A 4. � FiP yfsi ti ism � 0.� A,m t. r `esS r °t1' :e ka p k �V 3. �'j'"0` •ry �Y3 � � ��$�1a4¥ ors y �� E'}. R. yrl�1 r±'iv �` Y` �X .'> £ '�% (�,!*?F' 4' ' ^�d i�F 0 L N O 1� 0 sn 0 n 0 0 N i n REVISIONS DATE OF r5�p +9 j r* O .1 s MIBHAEL H'BYD * 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, DENTON COUNTY, TEXAS DESIGN DRAWN SCALE DATE FILE MHB OCJ V= 100, 03/07 7026WM01 SHEET NO. 1 I JOB NUMBER 07 -03-026 2 L L I a 4J W V u_y z t c Q n. EXHIBIT 5 COPY OF DENTON TAP BRIDGE PLANS NOM M`i1L 1OF II MTIR it t1 "TTSPW TI! A BRIDGE LAYOUT PLAN — 30e SKEW REFERENCE SOILS REPORT NO J198 BY.OHTI N HAW/ES � Twi�1�- , 4 k ASSOCMTES INC GE07ECWICAL ENGINEERS SCALE I' . 20' DALLAS, TEXAS DATED APRIL 1, 7987 FOR BORING /NFLNMATIOV be I'll WILL INS � ,� T , OTMOIM111 ' ANIMISM ON PLAINS O[: � IO MTO T.,oA oot /wD IRD w M OF MIL MIIOI t �M0.ETAIL f u wluc 4C LI . mvw.,v SI018a IOtt L171MII I - MwAARgum 7AM1117I17PLWn NOW. M' a a .•. OF "Am _ 204' -0' BRIDGE L L - 68 " -0" SPAN r 1uTTM A IO.111110 . Um S.I".z VC 68'-0' SPAN Ow.7A0T ►xh zy.f 68 " -0• SPAN OJ' -2 1/4' MAX SAM. a 1 7 M MY9 MALL 1017. ICE OF ABUTMENT NACKWALL E BENT Na 1 ( BENT Na 2 SLA8 © e 0 M PNW [� 1 W NF E BRIDGE RACY OF ABUTMENT BACKWALL NOR: COMMIM ALT MIMIUTZa 1�111w1 A.1AYM "/ � MAMWAS lYIM A 71118 MM' L sins rvul). LAY DOWN TERMI 741[ A 71. A ®® I ®® NAL wMAI m sMlwru7olaweMlMaLAMTOMr1u.' 2 . MO.O YMI17M11 ' TO AS L90 <T'111M 10LT _ WM 1 MIL II13I1EM M AO1R011T Vohs OAT CWRNE7E RAILING ( ALTERNATE) /" MBCF FENCE ALL MAIL suer. SONPT 'C -201• RAILING ( BASE 810 ) / I 1h91EA DETAIL SIA 114 + J7.46 I STA. 115 + 05.46 STA 115 + 73.46 BRIDGE ELEVATION ®k BETWEEN BRIDGES LOOKING WEST — SMDONING AT It BETIWEN BRIDGES SCALE I• = 20' MM Mlp..l Ax., m O PnW. M Il.rt 4e REEDCON, INC. STRUCTURAL ENGINEERS m.w Plane en wmtw w.ew.euon. were PrFeree Ter PneWCtlen e1 MI. sPeelllc weJwt on1Y. Reeve of Mw. aeeumente I. nel Pennl +tee wit written autnarlxetlm er Rwevon, inc. METAL BEAM GUARD FENCE AND TERMINAL ANCHOR SECTION DETAIL N.T.S PAY ITEMS 540,540.1 4-,6; !o -6-6 7 9u1L r : -2� -Bo GRAPEVINE CREEK BRIDGE BRIDGE LAYOUT j 100158 - cc-6 e 't Jr IJ' -T . APPROACH SLAB 68•_0• DIAN 68' -0' SPAN 68•_0• SPAN 20' -0. BEGIN RIPRAP ALPE ._ -0• TIRAIMAL .SECDOL 75• -0' MWF APPROACH 9. LIMITS LIMITS a RIPRAP V \ EXISTING SS MA/IIIXF I UYIA CY RIPRAP \\ - -- r EXISTING It 0. W. EXISTING GROUND LINE _ I .. � moo , Y 4'ly. LIO _ • : J /8" I ANOIOR ROD I LIMITS OF RIPRAP MELDED TO SLEEVE _EXIST GTE COVW11 - Alow.._- ... 'L -- r n..P,,,,• • B I � / / ..115+ A •'- ,. IDLY DRAWS SEE - •••�+- r .. - 'may/ AE MEAD OE�--A+ - -'� L RIPRAP -' SNEEi FLIP LC'ADON 1 1 + 1/ 6LME 1 1 /2• I NOMINAL Posts T a }!�� S WATER LINE TO 8f RELOCATED - - -. ---__. /-._ _ - i ..: _.. [ IS +O9 IE R�tt -�� _,. r L g ' __:8A15TING WA 10 BE RLIOCAI�"- i / -...- e--= �.,..� .. STANDARD STEEL PIPE of -0' aG Mad •' ri / r 115 +77i o _ - -_- - • ___ ___ � _-._. _____ __ �--f —• •,, r J r r 1 PROP 6 "x 10'RfbC /y ......; .. .. ..., ... ..:� .. ` . , r Sl BORING 0-2 ' __ ... ... /.... .. � GRIND ALL ' n Ai it ;.... \ \J\ .. �. /T -.... ..n .. ....... �� MELDS SAIOO7H i r % RIP -RAP HAMI)RAIL / IP- RAP STA. 115 + 05.16 � 0��_ r ' PR(P. PULL BOX STA 114 + J746 AT BENT & 1 �71:4ij64 1 -6• 6" SEA Ai FACE OF AbU T RACXWAU! STA. 11 - / STA FLOOR RANGE ^ 2 - 2' PROP. CDVWITS AT BENT Na 1 AT FA NE ABUT BACXWALL o. SPAN E 2 Am POLL BOX 2 1 o S 116 +60 ! ^ WATER LINE TO �.... NERR Oa T PROP SS MAQ ......... �-.w^,4 8 7 NIQ' 8' /r �ffREi,OLCN.1E ID T,O EXIST SS MANHQf - __ is � L11 �- - _ 114+32.3 113 +00 15+ 15 +22.6 r CP9—.EE£ ? 1 12• I -1 + O .5 '' / A PROP. SS 6' LONG EMSEWED IN CCMCREE FILL WlR1 NON -9MIM( GROUT. .EXISTING R.O.W - _ IXISI. I2• SS k ' ' .... I I LIMITS ..... .. ...._ .... _. -•• ... ... N L HANDRAIL ND APPURTENANCES TO BE HOT -DIP GALVANIZED AFTER FABRICATION. - 121 LF. NANORAR REWIRED LIMITS OF RIPRAP. 1_ SS MANHOLE 9 ._ CIr MPRM . LIMITS OF RIPRAP c _,. HANDRAIL At RIPRAP TS -0' 75 =0' MBLF TTPICAI. "- .' PROP. IS MANHOLE - 4190 COYCRE7E RIPRAP SOUR ROPE (GY.) J170 N.T.S. SECT SECTION ) (11P. .. ...... LMIlS O RIPRA P .; EXISLWG S ............ �. S CLWCREIE RIPRAP NORM SLOE (GY.) IJOT PAY ITEM 450.1 NOM M`i1L 1OF II MTIR it t1 "TTSPW TI! A BRIDGE LAYOUT PLAN — 30e SKEW REFERENCE SOILS REPORT NO J198 BY.OHTI N HAW/ES � Twi�1�- , 4 k ASSOCMTES INC GE07ECWICAL ENGINEERS SCALE I' . 20' DALLAS, TEXAS DATED APRIL 1, 7987 FOR BORING /NFLNMATIOV be I'll WILL INS � ,� T , OTMOIM111 ' ANIMISM ON PLAINS O[: � IO MTO T.,oA oot /wD IRD w M OF MIL MIIOI t �M0.ETAIL f u wluc 4C LI . mvw.,v SI018a IOtt L171MII I - MwAARgum 7AM1117I17PLWn NOW. M' a a .•. OF "Am _ 204' -0' BRIDGE L L - 68 " -0" SPAN r 1uTTM A IO.111110 . Um S.I".z VC 68'-0' SPAN Ow.7A0T ►xh zy.f 68 " -0• SPAN OJ' -2 1/4' MAX SAM. a 1 7 M MY9 MALL 1017. ICE OF ABUTMENT NACKWALL E BENT Na 1 ( BENT Na 2 SLA8 © e 0 M PNW [� 1 W NF E BRIDGE RACY OF ABUTMENT BACKWALL NOR: COMMIM ALT MIMIUTZa 1�111w1 A.1AYM "/ � MAMWAS lYIM A 71118 MM' L sins rvul). LAY DOWN TERMI 741[ A 71. A ®® I ®® NAL wMAI m sMlwru7olaweMlMaLAMTOMr1u.' 2 . MO.O YMI17M11 ' TO AS L90 <T'111M 10LT _ WM 1 MIL II13I1EM M AO1R011T Vohs OAT CWRNE7E RAILING ( ALTERNATE) /" MBCF FENCE ALL MAIL suer. SONPT 'C -201• RAILING ( BASE 810 ) / I 1h91EA DETAIL SIA 114 + J7.46 I STA. 115 + 05.46 STA 115 + 73.46 BRIDGE ELEVATION ®k BETWEEN BRIDGES LOOKING WEST — SMDONING AT It BETIWEN BRIDGES SCALE I• = 20' MM Mlp..l Ax., m O PnW. M Il.rt 4e REEDCON, INC. STRUCTURAL ENGINEERS m.w Plane en wmtw w.ew.euon. were PrFeree Ter PneWCtlen e1 MI. sPeelllc weJwt on1Y. Reeve of Mw. aeeumente I. nel Pennl +tee wit written autnarlxetlm er Rwevon, inc. METAL BEAM GUARD FENCE AND TERMINAL ANCHOR SECTION DETAIL N.T.S PAY ITEMS 540,540.1 4-,6; !o -6-6 7 9u1L r : -2� -Bo GRAPEVINE CREEK BRIDGE BRIDGE LAYOUT j 100158 - cc-6 e 't Jr 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. HE:C -RAS Revised Conditions Multiple Profile Model 6. I-IEC -RAS Revised Conditions Floodway Model HEC -2 EFFECTIVE MULTIPLE PROFILE MODEL k * HEC -2 WATER SURFACE PROFILES * * * * Version 4.6.2; May 1991 * * RUN DATE 1SAPR07 TIME 08:21:19 x x x X XXXXXXX X XXXXX xxxxx x x x x x x x X x xxxxxxx XXXX x XXXXX xXXXX X x x x X x X X x x n x x X.Yyyx)c C xxxxx XXXXXXX * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET, SUITE D * * DAVIS, CALIFORNIA 95616 -4687 w (916) 756 -1104 ******** * ** * * * * *t * * * * * * * * * * * * * * *t * * * * ** 18APR07 08:21:19 PAGE 1 THIS RUN EXECUTED 18APR07 08:21:19 HEC -2 WATER SURFACE PROFILES Version 4.6.2; May 1991 +«««+« + « + « « + + « + « + « + « + + « « + + « « + + « + « « + +« T1 GRAPEVINE CREEK COPPELL,DALLAS COUNTY,TEXAS 10 YEAR FREQUENCE T2 FLOOD INSURANCE STUDY AUGUST 1978 T3 GRAPEVINE CREEK( E086 -- GRAP.K20 ) J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 2 .0013 434.82 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 1 -1 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 150 J5 LPRNT NUMSEC * * * * * ** *REQUESTED SECTION NUMBERS * * * * * * ** -10 -10 NC .06 .06 .055 .1 .3 QT 4 5900 8600 9700 12700 PROFILE SECTION A - SURVEY SECTION 1 X1 2500 21 11278 11344 5900 435.7 6100 435.1 7000 433.8 9000 GR 449.7 5800 438.4 11100 434.2 11200 433.6 11278 422.7 11291 GR 433.5 11000 433.8 11300 427.0 11313 428.1 11337 433.7 11344 GR 422.2 11295 422.9 433.1 11600 435.0 12000 440.0 15000 GR 433.5 11400 432.1 11500 GR 450.0 15300 X1 4930 20 9500 9564 2400 2430 2430 -0.2 GR 449.7 5700 438.4 5800 435.7 6000 435.1 7000 434.4 8000 GR 433.8 9000 433.7 9100 433.5 9200 432.9 9300 432.6 9400 GR 435.8 9500 428.5 9510 425.2 9524 425.5 9536 427.7 9546 GR 435.7 9564 435.4 9576 438.6 9586 440.0 11900 450.0 12250 NC .025 PROFILE SECTION B - SURVEY SECTION 2 LED BETTER ROAD X1 5030 27 9520 9540 100 100 100 -0.1 BT 2 9520 436.4 434.4 9540 436.6 434.4 GR 449.7 5700 438.4 5800 435.7 6000 435.1 7000 433.8 8900 GR 435.0 9000 435.3 9100 434.8 9200 434.4 9300 433.6 9344 GR 434.1 9400 436.1 9500 436.4 9520 425.6 9520 425.6 9529 GR 434.4 9529 434.4 9531 425.6 9531 425.6 9540 436.6 9540 GR 436.5 9600 435.8 9700 435.6 9800 435.7 9900 435.9 10000 GR 440.0 11700 450.0 12100 PAGE 2 18APR07 08:21:19 40 40 40 0.1 Xl 5070 1 X2 NC .055 PROFILE SECTION C - SURVEY SECTION 3 80 X1 5150 20 9500 9564 80 60 6000 435.1 7000 434.4 8000 GR 449.7 5700 438.4 5800 435.7 9200 432.9 9300 432.6 9400 GR 433.9 9000 433.7 9100 433.5 9524 425.5 9536 427.7 9546 GR 435.8 9500 428.5 9510 425.2 9586 440.0 11900 450.0 12250 GR 435.7 9564 435.4 9576 438.6 PROFILE SECTION D - SURVEY SECTION 4 X1 8950 47 2276 2348 4000 3500 3600 443.6 1040 443.0 1051 GR 449.8 1000 447.7 1010 447.5 1011 439.9 1141 435.3 1170 GR 441.8 1065 440.2 1100 440.5 1110 ---- 1300 438.1 1400 437.7 1500 GR e38,8 1189 438.0 1200 438.1 437.5 1900 43 ?.5 2000 GR 437.5 1600 436.4 1700 437.1 1800 432.5 2309 432.7 2314 GR 438.1 2100 438.5 2200 439.2 2276 434.7 2332 433.7 2337 GR 428.6 2318 427.1 2323 428.2 2327 437.1 2600 437.4 2700 GR 439.2 2348 437.5 2400 437.8 2500 436.6 3100 437.0 3200 GR 437.2 2800 437.0 2900 436.3 3000 440.8 3600 439.8 3636 GR 438.0 3300 438.3 3400 438.6 3500 GR 445.7 3700 451.6 3800 PROFILE SECTION E - SURVEY SECTION 5 X1 11300 25 1986 2062 2350 2330 2350 443.1 1096 443.5 1107 GR 451.1 1000 441.8 1030 440.0 1061 441.3 1200 44.2 1300 GR 443.4 1119 439.6 1151 441.6 1168 443.3 1700 4444.0 1800 GR 441.8 1400 443.3 1500 444.7 1600 435.0 2007 435.2 2019 GR 444.7 1900 443.9 1986 437.5 2000 443.9 2131 455.2 2200 GR 438.1 2041 441.9 2062 442.4 2100 QT 4 6900 9700 11000 14200 PROFILE SECTION F - SURVEY SECTION 6 Xi 14170 28 1782 1847 2700 2900 2870 456.2 1255 459.6 1304 GR 469.3 1000 463.6 1100 459.6 1200 455.5 1380 455.0 1400 GR 459.7 1309 457.5 1321 456.0 1340 448.9 1489 451.4 1504 GR 453.7 1432 454.1 1444 454.0 1458 439.8 1800 440.4 1826 GR 451.1 1600 451.1 1700 450.2 1782 449.7 2100 449.0 2131 GR 450.4 1847 449.2 1900 450.3 2000 GR 458.0 2200 467.6 2300 477.1 2400 NC .07 .07 .05 PROFILE SECTION G - SURVEY SECTION 7 - Xi 15350 36 1527 1588 1200 1300 1180 463.8 1249 459.1 1258 GR 480.9 1000 475.0 1100 470.5 1200 460.0 1326 459.7 1344 GR 458.3 1271 462.7 1295 462.7 1300 459.8 1437 459.5 1450 GR 459.6 1352 459.6 1390 459.5 1426 441.4 1545 441.3 1569 GR 454.7 1482 455.1 1500 454.8 1527 453.1 1800 453.6 1882 GR 454.6 1588 454.7 1600 454.1 1700 455.0 1941 455.2 1949 GR 456.7 1898 456.9 1909 457.0 1919 467.7 2300 474.0 2400 GR 456.5 2000 458.2 2100 461.5 2200 GR 481.1 2500 PAGE 3 18APR07 08:21:19 PROFILE SECTION H - SURVEY SECTION 8 BELTLINE ROAD X1 15440 46 1125 1272 25 350 90 BT 2 1125 460.5 458.9 1272 460.5 459.0 GR 480.9 658 470.5 758 463.8 807 463.5 829 462.7 853 990 GR 461.0 879 459.7 897 459.6 943 459.5 979 459.8 GR 459.7 1000 460.5 1100 460.5 1125 457.2 1125 454.9 1136 1136 459.0 1137 454.9 1137 450.0 1145 442.2 1160 OR 459.0 1177 459.0 1179 439.7 1179 441.1 1222 GR 439.7 1177 459.0 1224 441.1 1224 441.6 1230 446.4 1240 GR 459.0 1222 459.0 1248 459.0 1249 450.1 1249 456.2 1270 GR .' 450.1 1248 459.0 1272 460.5 1300 460.2 1400 460.2 1461 GR 457.4 1272 460.5 462.5 1700 464.6 1800 466.4 1900 GR 460.2 1500 460.8 1600 GR 469.1 2000 30 30 30 X1 15470 1 X2 X1 15520 18 1527 1608 50 50 1200 50 463.8 1249 459.1 1258 GR 480.9 1000 475.0 1100 470.5 1300 460.5 1326 459.7 1344 GR 458.3 1271 462.7 1295 462.7 1585 455.6 1608 455.2 1700 GR 453.6 1527 441.3 1560 441.8 GR 460.0 2230 470.0 2400 475.0 2600 PROFILE SECTION I - SURVEY SECTION 9 ST. LOUIS SOUTHWESTERN R.R. X1 15600 40 1321 1450 50 100 80 459.4 1349 462.7 457.4 BT 6 1321 462.7 459.4 1333 462.6 BT 1410 462.5 457.4 1423 462.2 459.4 1450 461.7 459.4 GR 462.7 1000 462.6 1100 462.6 1200 462.8 1300 462.7 1321 GR 455.0 1321 448.4 1333 459.4 1333 459.4 1334 448.4 1334 GR 442.4 1349 457.4 1349 457.4 1350 442.4 1350 442.3 1378 GR 457.4 1378 457.4 1379 442.3 1379 441.6 1392 445.5 1400 GR 446.0 1410 457.4 1410 457.4 1411 446.0 1411 449.0 1423 GR 459.4 1423 459.4 1424 449.0 1424 452.6 1437 459.4 1437 GR 459.4 1438 452.6 1438 456.4 1450 461.7 1450 462.9 1500 GR 463.4 1600 463.8 1700 464.2 1800 464.8 1900 465.4 2000 10 10 10 X1 15610 1 X2 X1 15660 12 1518 1579 50 50 1200 50 463.8 1249 460.0 1400 GR 480.9 1000 475.0 1100 470.5 455.0 1579 456.1 2200 GR 455.2 1518 441.8 1534 441.7 1560 GR 455.3 2216 465.4 2246 PROFILE SECTION J - SURVEY SECTION 10 X1 16480 24 1634 1722 900 100 1200 820 466.5 1300 458.7 1400 GR 485.5 1000 480.4 1100 473.9 1634 445.0 1665 442.7 1683 GR 456.3 1500 454.9 1600 457.1 1800 455.6 1900 455.6 2000 GR 443.8 1700 457.2 1722 455.9 2146 465.4 2151 464.0 2170 GR 456.1 2100 455.3 2116 465.4 GR 463.5 2200 465.0 2261 468.6 2300 469.2 2322 18APR07 08:21:19 NC .075 .075 .05 1140 QT 4 7500 10500 11800 15100 X1 17600 14 1535 1610 1160 GR 480.0 950 470'0 980 460.0 GR 457.5 1535 445.8 1561 445.0 GR 459.6 1710 460.8 1820 461.5 447.5 PROFILE SECTION K - SURVEY SECTION 11 463.1 X1 18500 32 1805 1868 1000 GR -' 482.6 1100 478.3 1200 469.2 GR 467.3 1384 466.8 1400 466.5 GR 462.3 1600 461.6 1700 462.4 GR 448.1 1853 462.0 1868 462.3 GR 472.3 2133 473.2 2134 472.7 .ten GR 476.4 2200 477.0 2250 478.2 GR 476.2 2321 478.3 2349 2078 30 PROFILE SECTION L - SURVEY SECTION 12 MOORE ROAD X1 18570 27 1700 1820 70 50 2 1700 467.1 464.0 1820 BT GR 467.1 1400 466.3 1500 466.6 GR 461.2 1705 455.9 1731 449.7 GR 449.7 1743 447.7 1754 449.1 GR 464.0 1782 455.7 1782 456.0 GR 464.0 1820 467.1 1820 468.3 GR 473.7 2100 471.1 2200 1300 468.3 1400 1552 468.4 1579 30 X1 18600 481.5 1750 481.0 1763 X2 480.0 1900 483.2 1930 1982 X1 18650 32 1805 1868 50 GR 482.6 1100 478.3 1200 469.2 GR 467.3 1384 466.8 1400 466.5 GR 462.3 1600 461.6 1700 462.4 GR 440.1 1853 462.0 1868 462.3 GR 472.3 2133 473.2 2134 472.7 GR 476.4 2200 477.0 2250 478.2 GR 476.2 2321 478.3 2349 PROFILE SECTION M - SURVEY SECTION 13 X1 20540 24 1508 1579 1500 GR 476.4 1000 473.7 1100 469.0 GR 469.7 1508 452.8 1529 452.6 GR 470.2 1691 480.4 1733 481.0 GR 479.4 1770 474.0 1800 479.6 GR 483.8 1948 483.3 1961 482.0 NC .08 .08 .045 PAGE 4 1000 1120 1140 459.0 1410 458.7 1520 1572 446.0 1590 459.5 1610 1870 471.4 1900 900 900 1300 465.2 1372 463.3 1376 1416 463.4 1434 463.6 1500 1805 447.5 1830 446.8 1841 1900 463.1 2000 467.3 2100 2140 470.7 2157 475.6 2185 9.263 478.6 2284 477.7 2300 70 70 467.1 464.0 1600 467.1 1700 464.0 1700 1741 464.0 1741 464.0 1743 1769 455.7 1780 464.0 1780 1787 460.2 1002 462.2 1818 1900 471.6 2000 473.9 2078 30 30 .1 1 50 50 •7 1300 465.2 1372 463.3 1376 1416 463.4 1434 463.6 1500 1805 447.5 1830 446.8 1841 1900 463.1 2000 467.3 2100 2140 470.7 2157 475.6 2185 2263 478.6 2284 477.7 2300 1300 1890 1200 469.4 1300 468.3 1400 1552 468.4 1579 469.5 1600 1747 481.5 1750 481.0 1763 1843 480.0 1900 483.2 1930 1982 485.1 2000 PAGE 5 18APR07 08:21:19 PROFILE SECTION N - SURVEY SECTION 14 X1 22600 16 1397 1447 1800 2060 2060 474.3 1233 472.4 130 GR 487.7 1000 485.2 1100 478.6 1200 461.5 1435 474.7 1447 GR 473.0 1397 458.6 1412 459.0 1425 490.2 1800 497.3 1900 GR 475.6 15.00 479.3 1600 485.1 1700 GR 502.2 2000 PROFILE SECTION O - SURVEY SECTION 15 2770 -0.1 X1 25370 23 1900 1973 2100 2500 1200 505.4 1300 502.5 140 GR 509.2 1000 509.0 1100 507.6 1700 490.3 1800 489.3 1828 GR '498.6 1500 497.5 1516 492.7 1945 469.4 1952 470.1 1959 GR 481.5 1865 479.7 1900 469.5 2100 485.9 2200 488.7 2300 GR 479.4 1973 484.4 2012 483.7 GR 491.1 2400 494.0 2500 497.3 2600 DENTON TAP Rnpn PROFILE SECTION P - SURVEY SECTION 16 100 100 -0.1 xi_ 25470 31 1700 1820 100 486.8 485.0 BT 2 1700 487.0 485.0 1820 1200 493.4 1300 491.8 1400 GR 497.9 1000 496.4 1100 495.2 483.2 1700 473.7 1728 GR 489.6 1500 487.9 1600 487.0 1700 471.2 1744 471.1 1753 GR 485.0 1728 485.0 1732 472.9 1732 474.5 1780 485.0 1780 GR 469.0 1760 468.7 1773 469.1 1777 481.6 1820 486.8 1820 GR 5.0 485.0 1782 475.0 1782 475.4 1796 493.0 2200 493.7 2234 GR 485 1900 488.3 2000 490.5 2100 GR 495.4 2300 30 30 30 .1 X1 25500 1 X2 Xl 25550 23 1900 1973 50 50 1200 50 505.4 1300 .1 502.5 1400 GR 509.2 1000 509.0 1100 507.6 1700 490.3 1800 489.3 1828 GR 498.6 1500 497.5 1516 492.7 1945 469.4 1952 470.1 1959 GR 481.5 1865 479.7 1900 469.5 485.9 2200 488.7 2300 GR 479.4 1973 484.4 2012 483.7 2100 GR 491.1 2400 494.0 2500 497.3 2600 NC .07 .075 .045 QT 4 7600 10600 11900 15100 PROFILE SECTION Q - SURVEY SECTION 17 X1 26880 23 1750 1826 1250 1500 1330 508.5 1300 508.8 1400 GR 508.1 1000 508.4 1100 508.1 1200 504.1 1600 501.8 1628 GR 508.6 1500 507.4 1508 507.2 1528 472.9 1777 479.0 1800 GR 493.5 1700 484.8 1750 473.0 1762 493.0 2100 494.7 2200 GR 486.7 1826 490.3 1900 491.6 2000 GR 497.2 2300 500.2 2400 504.1 2500 NC .065 .07 .045 QT 4 6700 9400 10500 13400 PROFILE SECTION R - SURVEY SECTION 17A X1 27400 32 1926 1992 750 250 520 498.8 1300 49 .0 1400 GR 509.5 1000 506.7 1100 503.0 1200 489.0 1600 4911.5 1700 GR 495.1 1422 492.3 1443 491.4 1500 493.3 1800 493.0 1900 GR 491.6 1713 492.2 1731 492.0 1746 473.9 1965 474.4 1970 rR 493.2 1926 476.6 1955 474.6 1960 PAGE 6 18APR07 08:21:19 GR 515.1 2900 515.4 3000 515.6 3100 487.4 1 1992 4 489.2 2 2000 4 495.2 2 2026 GR 4 477.7 1 1978 4 479.3 1 1988 4 2300 5 504.8 2400 5 506.2 2 2500 GR 4 499.1 2 2100 4 499.0 2200 5 502.2 2 GR 5 506.8 2 2600 5 508.4 2 2700 PROFILE S SECTION S - - SURVEY SECTION 17B B BETHEL ROAD 1 36 1 1950 2 2078 1 140 140 1 140 Xi 2 27540 3 495.0 2 2078 4 499.4 4 498.5 BT 2 1 1950 4 496.8 4 1200 4 499.2 1 1300 4 496.1 1 1400 GR 5 509.7 1 1000 5 506.7 1 1100 5 503.0 1 1700 4 492.9 1 1731 4 493.9 1 1800 GR 4 494.0 1 1500 4 492.7 1 1600 4 492.7 1 1950 4 491.7 1 1950 4 486.1 1 1990 GR 4 496.0 1 1900 4 496.4 1 1918 4 496.0 1994 4 480.6 1 1994 4 477.8 2 2002 GR X X484.3 1 1992 4 496.8 1 1992 - 4 496.8 1 2034 4 498.0 2 2034 4 498.0 2 2036 GR 4 475.0 2 2020 4 475.4 2 2027 4 480.9 2 2078 4 499.4 2 2078 5 500.2 2 2108 GR 4 481.9 2 2036 4 498.2 2 2063 4 498.5 2 2400 5 505.7 2 2500 5 506.8 2 2600 GR 5 501.4 2 2200 5 502.8 2 2300 5 504.3 GR 5 506.5 2 2700 30 3 30 3 30 . .2 Xt 2 27570 1 1 X2 Xl 2 27620 3 32 1 1926 1 1992 50 5 50 5 50 1 1300 4 1.6 1400 GR 5 509.5 1 1000 5 506.7 1 1100 5 503.0 1 1200 4 409.0 1 1600 4 491.5 1 1700 GR 4 495.1 1 1422 4 492.3 1 1443 4 491.4 1 1500 4 493.3 1 1600 4 493.0 1 1900 GR 4 491.6 1 1713 4 492.2 1 1731 4 492.0 1746 4 473.9 1 1965 4 474.4 1 1970 GR 4 493.2 1 1926 4 476.6 1 1955 4 474.6 1 1960 4 489.2 2 2000 4 495.2 2 2026 GR 4 7 1 1978 4 479.3 1 1988 4 487.4 1 1992 4 504.8 2 2400 5 506.2 2 2500 GR 4 499.7 2100 4 499.0 2 2200 5 502.2 2 2300 5 GR 5 506.8 2 2600 5 508.4 2 2700 NC . .065 . .065 . .045 PROFILE S SECTION T T - SURVEY S SECTION 19 2 2510 - -0.1 X1 3 30130 2 20 2 2180 2 2222 1 1600 2 2000 510.0 1 1800 5 506.3 1 1900 GR 5 512.8 1 1500 5 513.0 1 1600 5 512.1 1 2100 4 492.4 2 2180 4 484.5 2 2200 GR 5 501.8 2 2000 5 500.8 2 2066 4 495.7 2 2222 5 504.4 2 2300 5 507.1 2 2400 GR 4 483.8 2 2207 4 484.8 2 2212 5 502.0 2 2700 5 512.5 2 2800 5 513.1 2 2900 GR 5 510.9 2 2500 5 511.4 2 2600 5 512.2 PROFILE S SECTION U U - SURVEY S SECTION 20 S ST.LOUIS- S SOUTHWESTERN R R.R. 6 X1 3 30190 5 58 2 2138 2 2263 6 60 60 BT 2 2 2 2138 5 513.3 5 510.2 2 2263 5 513.4 5 516.2 1 1300 5 515.8 1 1400 GR 5 517.3 1 1000 5 516.9 1 1100 5 516.5 1 1200 5 514.2 1 1800 5 513.7 1 1900 GR 5 515.3 1 1500 5 515.0 1 1600 5 514.6 2 1700 5 510.2 2 2130 5 503.9 2 2153 GR 5 513.4 2 2000 5 513.2 2 2100 5 513.3 2 2138 5 494.1 2 2166 5 510.4 2 2166 GR 5 510.4 2 2153 5 510.4 2 2154 5 502.0 2 2154 4 491.5 2 2180 5 510.4 2 2180 GR 5 510.4 2 2167 4 494.1 2 2167 4 492.5 2173 4 510.4 2 2194 5 510.4 2 2195 GR 5 510.4 2 2181 4 491.5 2 2181 4 487.2 2 2194 5 510.4 2 2208 4 486.8 2 2208 GR 4 487.2 2 2195 4 486.8 2 2207 5 510.4 2 2207 5 487.1 2 2222 4 494.5 2 2234 GR 4 487.1 2 2221 5 510.4 2 2221 510.4 2 2235 5 500.2 2 2248 5 510.4 2 2248 GR 5 510.4 2 2234 5 510.4 2 2235 4 494.5 510.4 2 2263 5 513.4 2 2263 GR 5 510.4 2 2249 5 500.2 2 2249 5 507.2 2 2260 5 514.5 2700 5 514.7 2 2800 GR 5 513.7 2 2400 5 514.0 2 2500 5 514.4 2600 5 18APR07 08:21:19 PAGE 7 10 1 10 10 X1 30200 510.0 1800 X2 1900 492.4 2180 484.5 2200 504.4 Xl 30250 20 2180 2222 50 50 GR 512.8 1500 513.0 1600 512.1 506.5 GR 501.8 2000 500.8 2066 495.7 2100 GR 483.8 2207 484.8 2212 502.0 2222 2500 511.4 2600 512.2 2700 GR 510.9 504.5 1797 506.1 1829 493.3 X1 '31310 19 1863 1920 750 500 GR 515.3 1000 515.3 1100 512. 0 1200 GR 504.7 1600 504.7 1700 501.8 1766 GR 488.2 1869 488.3 1876 509.6 1920 GR 514.8 2200 515.8 2300 516.4 2400 513.2 PROFILE SECTION V - SURVEY SECTION 21 COPPELL ROAD X1 31480 33 1795 1915 170 i7C 1400 2 1795 509.1 506.1 1915 509.1 ET GR 517.3 1000 516.7 1100 515.3 1200 GR 508.5 1500 508.1 1600 508.4 1700 GR 495.2 1816 493.3 1826 506.1 1826 GR 488.7 1845 488.0 1849 491.1 1884 GR 491.1 1887 494.6 1889 505.6 1913 GR 511.1 2000 513.1 2100 514.9 2200 GR 517.1 2500 517.1 2600 516.8 2700 20 20 X1 31500 X2 PROFILE SECTION W - SURVEY SECTION 22 X1 31550 19 1863 1920 50 50 GR 515.3 1000 515.3 1100 512. 0 1200 GR 504.7 1600 504.7 1700 501.8 1766 GR 488.2 1869 488.3 1876 509.6 1920 GR 514.8 2200 515.8 2300 516.4 2400 NC .065 .06 .045 .1 .3 PROFILE SECTION X - SURVEY SECTION 23 X1 34730 22 1586 1628 2000 2300 GR 518.9 1000 519.2 1100 519.5 1200 GR 518.3 1500 517.7 1547 508.9 GR 500.5 1608 507.9 1628 508.1 1700 GR 513.7 2000 515.8 2100 518.6 2200 GR 523.8 2500 525.2 2600 QT 4 7300 10000 11200 14200 PROFILE SECTION Y - SURVEY SECTION 24 X1 37100 25 2227 2238 1250 1650 GR 521.6 1700 521.5 1730 521.4 1760 GR 522.2 1889 521.5 1900 519.3 2000 GR 506.9 2229 506.3 2236 508.7 2238 GR 519.1 2400 521.0 2500 522.0 2600 GR 521.5 2900 522.2 3000 523.4 3100 PAGE 7 10 1 50 510.0 1800 506.3 1900 492.4 2180 484.5 2200 504.4 2300 507.1 2400 512.5 2800 513.1 2900 1060 -0.4 507.5 1400 506.5 1500 497.3 1800 491.1 1863 511.4 2000 513.2 2100 516.8 2500 inn 506.1 512.9 1300 510.3 1400 509.1 1795 504.5 1797 506.1 1829 493.3 1829 506.1 1884 506.1 1887 505.9 1915 509.1 1915 516.1 2300 516.6 2400 20 1 50 507.5 1400 506.5 1500 497.3 1800 491.1 1863 511.4 2000 513.2 2100 516.8 2500 3180 519.3 1300 519.3 1400 500.2 1596 499.0 1606 510.3 1800 512.9 1900 521.0 2300 522.7 2400 2370 521.3 1800 521.9 1865 515.9 2100 510.4 2227 512.6 2300 517.9 2352 520.4 2700 520.2 2800 524.0 3200 523.9 3300 PAGE 8 18APR07 08:21:19 180' DS. W. BOUND I.H.635 -0.2 X1 38200 13 2750 2775 1150 1000 110 52300 2400 515.0 2580 GR 546.0 500 529.0 975 525.0 1425 515 2950 522 3050 GR 515 2750 511 2760 515 2775 GR 526 3650 530 4850 532 5500 DS FACE W BOUND I.H.635 4 X1 38380 15 2740 2784 180 180 180 514.4 514.4 X3 10 531.5 1400 525.8 2630 515.0 2670 GR , 559.4 548.5 300 2772 514.0 2784 515.0 2860 GR 514.0 2740 511.0 2752 511.0 526.0 5400 534.3 5500 GR 524.7 2890 521.2 3800 521.2 4200 4 3920 7.5 511.0 511. SB 1.05 1.2 2.5 105 U.S.FACE W. BOUND IH 635 1 40 40 40 X1 38420 X2 1 528.7 532.8 514.5 514.5 X3 10 300 556.5 1400 539.5 BT 6 559.5 529.2 5500 534.3 BT 3800 529.2 4200 VALLEY SECT BTWN BRIDGES 3 80 80 80 X1 38500 DS FACE E BOUND I.H.635 4 80 80 80 X1 38580 515.2 515.2 X3 10 105 4 3920 7.5 512.2 512.2 SB 1.05 1.2 2.5 US FACE E BOUND I.H.635 1 40 40 40 Xl 38620 1 528.7 532.8 X2 515.3 515.3 X3 10 300 556.5 1400 539.5 BT 6 559.5 529.2 5500 534.3 BT 3800 529.2 4200 50' US E BOUND I.H.635 1 50 50 50 X1 38670 PROFILE SECTION Z - SURVEY SECTION 25 X1 39720 23 1713 1726 25 750 1050 525.9 1300 525.7 1400 GR 526.5 1000 526.3 1100 526.2 1200 519.0 1713 517.1 1715 GR 525.7 1500 519.5 1600 519.3 1700 522.4 1900 522.5 2000 GR 517.0 1723 510.8 1726 521.4 1800 526.7 2400 526.9 2500 GR 524.4 2100 526.0 2200 526.4 2300 GR 527.3 2600 528.0 2700 528.6 2800 QT 4 5100 7000 7900 9900 PAGE 9 18APR07 08:21:19 100' DS RADIO RD 3800 2230 0.1 X1 41950 29 1791 1810 1500 200 537.0 300 536.0 400 GR 540.0 539.0 100 538.0 1200 528.6 1300 529.4 1 GR 529.5 1000 529.4 1100 529.4 1700 524.5 1713 522.0 1791 GR 529.4 1500 529.7 1600 527.9 1808 522.5 1810 525.8 1900 GR 521.7 1797 520.7 1800 521.7 530.2 2300 530.4 2400 GR 520.2 2000 529.7 2100 529.8 2200 3700 550.0 4400 GR 530.6 2500 530.8 2600 540.0 PROFILE SECTION AA - SURVEY SECTION 26 DS FACE RADIO RD, 100 100 X1 .' 42050 35 1788 1834 100 529.8 528.6 BT 2 1763 529.7 528.6 1842 400 534.0 600 532.0 800 GR 540.0 538.0 200 536.0 1200 530.1 1300 530.0 1400 GR 530.2 1000 530.1 1100 530.3 1700 529.7 1763 527.1 1763 GR 529.8 1500 529.6 1600 529.7 521.5 1819 522.1 1826 GR 523.5 1771 522.3 17 .1 ° G�i n .8 1793 1842 529.5 1900 529.3 2000 GR 523.0 1834 527.0 1842 529.8 529 531.2 2400 531.5 2500 GR 529.9 2100 530.7 2200 531.1 2300 2800 540.0 3800 550.0 4500 GR 531.8 2600 532.1 2700 532.5 US FACE RADIO RD SECT #26 40 40 40 X1 42090 1 X2 PROFILE SECTION BB - SURVEY SECTION 27 X1 42170 28 1791 1810 80 80 200 80 537.0 300 536.0 400 GR 540 539.0 100 538.0 1200 528.6 1300 529.4 1400 GR 529.5 1000 529.4 1100 529.4 524.5 1713 522.0 1791 GR 529.4 1500 529.7 1600 527.9 1700 522.5 1810 525.8 1900 GR 521.7 1797 520.7 1800 521.7 1808 530.2 2300 530.4 2500 GR 528.2 2000 529.7 2100 529.8 2200 GR 530.6 2500 530.8 2600 540.0 3800 PROFILE SECTION CC - SURVEY SECTION 28 X1 44200 32 1740 1786 1800 1300 54430 750 542.0 800 GR 550.0 600 548.0 650 546.0 700 1.200 534.1 1300 533.8 1400 GR 535.9 1000 535.2 1100 534.3 1644 527.7 1700 526.8 1740 GR 533.2 1500 530.8 1600 528.8 1786 531.9 GR 524.9 1757 525.4 1768 531.9 2200 532.0 2300 532.2 2400 GR 532.3 2000 532.6 2100 532.5 532.9 2800 533.3 2900 GR 531.8 2500 532.3 260.0 532.5 2700 GR 533.5 3000 550.0 3500 PROFILE SECTION DD - SURVEY SECTION 29 X1 45820 26 2160 2187 1400 1000 1620 538.8 1300 538.6 1400 GR 541.7 1000 540.7 1100 539.6 1200 537.8 1600 537.7 1700 OR 538.2 1500 538.8 1548 538.7 1562 538.4 2000 533.4 2094 GR 538.2 1800 53 7.8 1900 538.2 2000 533.1 2187 533.7 2200 GR 533.0 2160 537.8 2182 531.8 2185 538.6 2600 539.2 2700 GR 537.2 2300 537.3 2400 537.5 2500 GR 540.0 2800 PAGE 10 18APR07 08:21:19 PROFILE SECTION EE - SURVEY SECTION 30 X1 47450 26 2349 2369 1250 1350 1200 1630 543.6 1300 542.8 1400 GR 545.7 1000 544.9 1100 544.3 541.1 1800 541.0 1900 GR 542.5 1500 542.1 1600 541.7 1700 541.6 2182 541.4 2200 GR 540.8 2000 541.2 2100 541.6 2166 532.1 2363 535.4 2369 GR 540.3 2269 536.9 2300 535.8 2349 542.5 2600 543.5 2700 GR 536.8 2400 542.0 2475 541.6 2500 GR 544.6 2800 100'DS COUNTY LINE RD 90 +.5 Xl 47540 35 1511 1591 10 200 250 542.5 350 542.1 450 GR 544.3 50 543.6 150 542.8 750 540.8 850 541.2 950 GR 541.7 550 541.1 650 541.0 1300 541.7 1400 541.7 1500 GR 541.3 1100 541.3 1200 541.2 1525 530.7 1529 534.0 1535 GR 541.8 i5ii c�a c 538.6 1511 - 1544 531.0 535.6 1591 GR 534.5 1542 534.9 1700 541.4 1800 541.5 1900 GR 541.7 1591 541.4 1600 542• 2100 544.0 2200 545.7 2300 GR 543.0 2000 542.8 2012 542.4 DS FACE COUNTY LINE RD, PROFILE SECTION FF - SURVEY SECTION 31 X1 47640 41 1511 1591 100 100 100 BT 2 1511 541.8 540.4 1591 541.7 540.4 350 542.1 450 GR 544.3 50 543.6 150 542.8 250 542.5 540.8 850 541.2 950 GR 541.7 550 541.1 650 541.0 750 1300 541.7 1400 541.7 1500 GR 541.3 1100 541.3 1200 541.2 530.7 1529 534.0 1535 GR 541.8 1511 538.6 1511 531.0 1525 534.5 1542 534.9 1544 GR 540.4 1535 540.4 1537 534.0 1537 535.3 1567 536.4 1584 GR 535.3 1565 540.4 1565 540.4 1567 541.6 1700 541.4 1800 GR 538.4 1591 541.7 1591 541.4 1600 542.4 2100 544.0 2200 GR 541.5 1900 543.0 2000 542.8 2012 GR 545.7 2300 US FACE COUNTY LINE RD SECT #31 30 30 30 X1 47670 1 X2 50'US COUNTY LINE RD 3 X1 47720 35 1511 1591 50 50 250 50 542.5 350 542.1 450 GR 544.3 50 543.6 150 542.8 750 540.8 850 541.2 950 GR 541.7 550 541.1 650 541.0 1300 541.7 1400 541.7 1500 GR 541.3 1100 541.3 1200 541.2 530.7 1529 534.0 1535 GR 541.8 1511 538.6 1511 531.0 1525 536.4 1584 538.4 1591 GR 534.5 1542 534.9 1544 535.3 1565 541.4 1800 541.5 1900 GR 541.7 1591 541.4 1600 541.6 1700 544.0 2200 545.7 2300 GR 543.0 2000 542.8 2012 542.4 2100 PROFILE SECTION GG - SURVEY SECTION 32 X1 48350 25 2130 2300 600 300 630 545.7 1300 544.9 1400 GR 549.5 1000 546.9 1100 546.8 1200 544.2 1800 544.0 1900 GR 544.1 1500 544.5 1600 544.1 1700 537.9 2154 535.4 2200 GR 543.9 2000 544.2 2100 543.4 2130 539.6 2423 543.2 2451 GR 537.7 2257 539.1 2300 539.6 2400 546.6 2800 547.7 2900 GR 544.1 2500 544.5 2600 545.9 2700 18APR07 08:21:19 T1 GRAPEVINE CREEK COPPELL,DALLAS COUNTY,TEXAS 50 YEAR FREQUENCE T2 FLOOD INSURANCE STUDY AUGUST 1978 T3 GRAPEVINE CREEK J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL 3 .0013 435.19 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM 2 0 -1 FQ ITRACE PAGE 11 18APR07 08:21:19 T1 GRAPEVINE CREEK COPPELL,DALLAS COUNTY,TEXAS 100 YEAR FREQUENCE T2 FLOOD INSURANCE STUDY AUGUST 1978 T3 GRAPEVINE CREEK J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL 4 .0013 435.31 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM 1. 3 0 -1 FQ ITRACE PAGE 12 18APR07 08:21:19 T1 GRAPEVINE CREEK COPPELL,DALLAS COUNTY,TEXAS. 500 YEAR FREQUENCE T2 FLOOD INSURANCE STUDY AUGUST 1978 T3 GRAPEVINE CREEK J1 ZCHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL 0 5 .0013 -1 435.60 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM '15 0 -1 FQ ITRACE PAGE 13 PAGE 14 18APR07 08:21:19 THIS RUN EXECUTED 18APR07 08:21:20 x++++ x +xxxx +x +x +x +x +x +x +x +x +x +x +x +x +x HEC -2 WATER SURFACE PROFILES Version 4.6.2; May 1991 x+ xxx+ +x +x +xx + + + + +xxxxx +x +x +xxx +x +x +x NOTE= ASTERISK ( *) AT LEFT OF CROSS - SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST GRAPEVINE CREEK SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10 *KS VCH AREA .01K * * * * 2500.000 2500.000 2500.000 2500.000 4930.000 4930.000 4930.000 4930.000 .00 .00 .00 .00 2430.00 2430.00 2430.00 2430.00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 422.20 422.20 422.20 422.20 425.00 425.00 425.00 425.00 5900.00 8600.00 9700.00 12700.00 5900.00 8600.00 9700.00 12700.00 434.82 435.19 435.31 435.60 436.29 436.77 436.92 437.32 .00 .00 .00 .00 .00 .00 .00 .00 434.90 435.26 435.38 435.66 436.31 436.7 8 436.95 437.35 13.03 12.97 13.02 13.12 3.28 3.73 3.89 4.34 3.66 3.76 3.80 3.91 1.83 2.03 2.10 2.29 4742.62 6545.78 7190.75 8874.40 7252.70 8987.70 9609.05 11072.35 1634.20 2388.17 2688.00 3506.28 3258.91 4453. 4920.80 6099.66 5030.000 5030.000 5030.000 5030.000 100.00 100.00 100.00 100.00 436.40 436.40 436.40 436.40 434.40 434.40 434.40 434.40 425.50 425.50 425.50 425.50 5900.00 8600.00 9700.00 12700.00 436.33 436.81 436.97 437.38 00 .00 .00 .00 436.35 436.83 436.9 9 437.40 6.41 6.09 6.07 5.98 2.49 2.13 2.15 2.20 6322.91 8422.19 9153.25 11045.75 2329.96 3485.30 3936.76 5191.39 * 5070.000 5070.000 5070.000 5070.000 5150.000 5150.000 5150.000 5150.000 40.00 40.00 40.00 40.00 80.00 80.00 80.00 80.00 436.40 436.40 436.40 436.40 .00 .00 .00 .00 434.50 434.50 434.50 434.50 00 .00 .00 .00 425.60 425.60 425.60 425.60 425.20 425.20 425.20 425.20 5900.00 8600.00 9700.00 12700.00 5900.00 8600.00 9700.00 12700.00 436.36 436.84 437.00 437.40 436.40 436.88 437.04 437.44 .00 .00 .00 .00 .00 .00 .00 .00 436.38 436.86 437.02 437.43 436.42 436.90 437.06 437.47 7.47 6.91 6.83 6.63 3 .69 4.12 4.29 4.70 2.69 2.27 2.29 2.32 1.93 2.12 2.19 2.37 5987.71 8063.12 8789.25 10669.28 6952.54 8688.76 9296.25 10782.44 2158.72 3272.61 3711.18 4934.13 3069.84 4235.5 4682.86 5857.69 * * * * 8950.000 8950.000 8950.000 8950.000 3800.00 3800.00 3800.00 3800.00 .00 .00 .00 .00 00 .00 .00 .00 427.10 427.10 427.10 427.10 5900.00 8600.00 9700.00 12700.00 439.00 439.57 439.77 440.27 .00 .00 .00 .00 439.06 439.62 439.82 , 440.33 16.62 14.66 14.17 13.24 3.06 3.05 3.07 3.13 3718.38 5048.58 5530.99 6746.95 1447.22 2246.4 2576.70 3489.63 * * * 11300.000 11300.000 11300.000 11300.000 2350.00 2350.00 2350.00 2350.00 .00 .00 .00 .00 .00 .00 .00 .00 435.00 435. 00 435.00 435.00 5900.00 8600.00 9700.00 12700.00 444.19 444.72 444.90 445.34 .00 443.57 443.77 444.33 444.41 445.00 445.20 445.69 32.59 39.52 41.64 46.43 5.08 5.90 6.17 6.79 1882.40 2419.72 2620.84 3107.77 1033.52 1368.08 1503.15 1863.89 PAGE 15 18APR07 08:21:19 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10 *KS VCH AREA .OIK * * 14170.000 14170.000 14170.000 14170.000 2870.00 2870.00 2870.00 2870.00 .00 .00 .00 .00 .00 .00 .00 .00 439.80 439.80 439.80 439.80 6900.00 9700.00 11000.00 14200.00 452.60 453.56 453.92 454.73 .00 .00 .00 .00 452.95 453.90 454.27 455.09 28.33 26.48 26.43 26.10 6.11 6.30 6.44 6.72 1977.14 2646.13 2903.65 3514.27 1296.26 1885.09 2139.56 2779.41 15350.000 15350.000 15350.000 15350.000 1180.00 1180.00 1180.00 1180.00 .00 .00 .00 .00 .00 .00 .00 .00 441.30 441.30 441.30 441.30 6900.00 9700.00 11000.00 14200.00 456.17 457.13 457.53 458.38 .00 .00 .00 .00 456.92 457.96 458.37 459.25 35.65 39.44 40.24 41.79 7.92 8.83 9.11 9.72 1452.96 1956.24 2188.51 2718.92 1155.57 1544.49 1733.96 2196.66 * 15440.000 15440.000 15440.000 1544V.VV0 90.00 90.00 90.00 ��.vv 460.50 460.50 460.50 X60 50 z��•�� 459.00 459.00 459.00 45o 00 - - -� -- 439.70 439.70 439.70 439.70 6900.00 9700.00 11000.00 14200.00 456.95 457.91 458.27 459.17 .00 .00 .00 .00 457.25 458.42 458.88 460.09 17.04 27.17 32.33 84.74 4.41 5.70 6.28 7.69 1565.05 1700.82 1751.05 1847.10 1671.68 1861.03 1934.50 1542.61 15470.000 15470.000 15470.000 15470.000 30.00 30.00 30.00 30.00 460.50 460.50 460.50 460.50 459.00 459.00 459.00 459.00 439.70 439.70 439.70 439.70 '0900.00 9700.00 11000.00 14200.00 457.00 " 458.00 458.38 459.43 _o " - 0 .00 .00 .00 47.30 5-- 458.50 458.98 460.34 16.85 26.61 31.59 84.74 4.39 5.66 6.23 7.69 1572.54 1714.14 1766.37 1847.10 1681.15 1880.47 1957.00 1542.61 * 15520.000 15520.000 15520.000 15520.000 50.00 50.00 50.00 50.00 .00 .00 .00 .00 .00 .00 .00 .00 441.30 441.30 441.30 441.30 6900.00 9700.00 11000.00 14200.00 456.79 457.85 458.29 459.85 .00 .00 .00 .00 457.54 458.77 459.25 460.58 27.54 32.63 33.80 25.88 7.27 8.42 8.78 8.32 1294.37 1845.62 2118.79 3334.95 1314.77 1698.16 1892.17 2791.54 * * * 15600.000 15600.000 15600.000 15600.000 80.00 80.00 80.00 80.00 461.70 461.70 461.70 461.70 459.40 459.40 459.40 459.40 441.60 441.60 441.60 441.60 6900.00 9700.00 11000.00 14200.00 457.44 458.44 458.76 459.75 .00 .00 .00 .00 457.85 459.19 459.70 461.27 44.44 83.74 106.83 200.37 5.15 6.94 7.79 9.87 1340.52 1397.19 1412.16 1438.41 1035.06 1059.98 1064.28 1003.17 15610.000 15610.000 15610.000 15610.000 10.00 10.00 10.00 10.00 461.70 461.70 461.70 461.70 459.40 459.40 459.40 459.40 441.60 441.60 441.60 441.60 6900.00 9700.00 11000.00 14200.00 457.49 458.53 458.87 459.95 .00 .00 .00 .00 457.90 459.27 459.81 461.47 44.35 83.53 106.60 200.37 5.14 6.92 7.76 9.87 1342.42 1401.53 1417.22 1438.41 1036.06 1061.35 1065.42 1003.17 * * * * 15660.000 15660.000 15660.000 15660.000 50.00 50.00 50.00 50.00 .00 .00 .00 .00 .00 .00 .00 .00 441.70 441.70 441.70 441.70 6900.00 9700.00 11000.00 14200.00 457.60 459.15 459.73 461.52 .00 .00 .00 .00 458.06 459.47 460.02 461.73 20.99 15.16 13.99 9.49 6.52 6.00 5.93 5.29 2112.60 3335.00 3809.97 5346.21 1505.92 2491.63 2940.99 4609.38 16480.000 16480.000 16480.000 16480.000 820.00 820.00 820.00 820.00 .00 .00 .00 .00 .00 .00 .00 .00 442.70 442.70 442.70 442.70 6900.00 9700.00 11000.00 14200.00 458.80 459.95 460.45 461.97 .00 .00 .00 .00 459.03 460.19 460.69 462.19 11.28 11.42 11.34 9.30 4.68 5.04 5.16 5.04 2662.18 3515.80 3886.66 5054.69 2054.83 2870.56 3266.19 4655.56 * * * * 17600.000 17600.000 17600.000 17600.000 1120.00 1120.00 1120.00 1120.00 .00 .00 .00 .00 .00 .00 .00 .00 445.00 445.00 445.00 445.00 7500.00 10500.00 11800.00 15100.00 460.40 461.58 462.06 463.31 .00 .00 .00 .00 461.37 462.50 462.92 464.00 36.59 35.65 33.90 27.95 8.32 8.80 8.81 8.52 1377.35 2212.69 2578.64 3548.23 1239.95 1758.67 2026.77 2856.20 PAGE 16 18APR07 08:21:19 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10 *KS VCH AREA .OIK 18500.000 18500.000 18500.000 18500.000 900.00 900.00 900.00 900.00 .00 .00 .00 .00 .00 .00 .00 .00 446.80 446.80 446.80 446.80 7500.00 10500.00 11800.00 15100.00 463.83 464.99 465.38 466.23 .00 .00 .00 .00 464.85 465.98 466.38 467.25 39.70 39.78 40.48 42.01 8.75 9.33 9.60 10.20 1397.04 2102.62 2347.26 2914.19 1190.35 1664.84 1854.57 2329.58 * 18570.000 * 18570.000 * 18570.000 * 18570. -000 70.00 70.00 70.00 70.00 467.10 467.10 467.10 467.10 464.00 464.00 464.00 464.00 447.70 447.70 447.70 447.70 7500.00 10500.00 11800.00 15100.00 464.39 464.98 465.08 465.01 .00 .00 .0 463.660 465.33 466.81 467.39 468.80 133.01 260.70 329.25 539.16 7.76 10.86 12.21 15.62 966.45 966.45 966.45 966.45 650.31 650.31 650.31 650.31 18600.000 18600.000 18600.000 i8ov0.v ^v ^v 30.00 30.00 30.00 n nn ��•�� 467.10 467.10 467.10 46� to - -�• -- 464.10 464.10 464.10 464.10 447.80 447.80 447.80 447.80 7500.00 10500.00 11800.00 15100.00 464.79 465.76 466.07 466.64 .00 .00 .00 463.70 465.73 467.59 468.38 470.42 133.01 260.70 329.25 538.22 7.76 10.86 12.21 15.61 966.45 966.45 966.45 978.52 650.31 650.31 650.31 650.87 * 18650.000 * 18650.000 * 18650.000 * 18650.000 50.00 50.00 50.00 50.00 .00 .00 .00 .00 •00 .00 .00 .00 447. 50 447.50 447.50 447.50 7500.00 " n 10500.00 11800.00 15100.00 465.39 467.58 468.46 470.71 .00 .00 .00 .00 466.00 467.93 468.75 470.90 24.10 14.59 12.16 7.76 7.15 6.20 5.88 5.14 1915.54 3379.85 4044.13 5850.66 1527.75 2748.77 3384.09 5419.23 20540.000 * 20540.000 * 20540.000 * 20540.000 1890.00 1890.00 1890.00 1890.00 .00 .00 .00 .00 .00 .00 .00 .00 452.60 452.60 452.60 452.60 7500.00 10500.00 11800.00 15100.00 470.22 471.03 471.40 472.55 .00 .00 .00 .00 471.17 472.30 472.73 473.80 32.59 42.95 45.43 42.87 8.14 9.76 10.23 10.51 1301.62 1729.97 1925.20 2573.21 1313.71 1602.08 1750.64 2306.22 22600.000 22600.000 22600.000 22600.000 2060.00 2060.00 2060.00 2060.00 .00 .00 .00 .00 .00 .00 .00 .00 458.60 458.60 458.60 458.60 7500.00 10500.00 11800.00 15100.00 476.63 478.42 479.02 480.08 .00 .00 .00 .00 477.61 479.39 480.01 481.20 30.95 29.38 29.51 32.51 8.90 9.44 9.71 10.65 1375.42 1990.42 2221.53 2666.95 1348.16 1937.07 2172.22 2648.31 25370.000 25370.000 25370.000 25370.000 2770.00 2770.00 2770.00 2770.00 .00 .00 .00 .00 .00 .00 .00 .00 469.30 469.30 469.30 469.30 7500.00 10500.00 11800.00 15100.00 484.60 486.16 486.74 488.11 .00 .00 .00 .00 485.62 487.35 487.97 489.38 28.84 30.55 30.70 30.23 8.48 9.53 9.85 10.44 1161.87 1683.44 1908.30 2484.47 1396.57 1899.64 2129.63 2746.33 25470.000 * 25470.000 * 25470.000 * 25470.000 100.00 100.00 100.00 100.00 486.80 486.80 486.80 486.80 485.00 485.00 485.00 485.00 468.60 468.60 468.60 468.60 7500.00 10500.00 11800.00 15100.00 485.44 486.67 487.25 488.62 .00 .00 .00 .00 486.06 487.89 488.65 490.03 57.23 112.18 196.36 179.67 6.32 8.84 9.54 9.92 1187.25 1187.25 1282.68 1806.67 991.36 991.36 842.08 1126.53 25500.000 25500.000 25500.000 25500.000 30.00 30.00 30.00 30.00 486.80 486.80 486.80 486.80 485.10 485.10 485.10 485.10 468.70 468.70 468.70 468.70 7500.00 10500.00 11800.00 15100.00 485.61 487.15 488.08 489.54 .00 .00 .00 .00 486.23 488.29 489.18 490.51 57.23 162.28 142.35 118.90 6.32 8.61 8.56 8.49 1187.25 1242.86 1540.94 2234.62 991.36 824.25 989.02 1384.78 * 25550.000 * 25550.000 * 25550.000 * 25550.000 50.00 50.00 50.00 50.00 .00 .00 .00 .00 .00 .00 .00 .00 469.50 469.50 469.50 469.50 7500.00 10500.00 11800.00 15100.00 485.66 487.81 488.72 489.96 .00 .00 .00 .00 486.43 488.54 489.40 490.71 20.49 17.59 15.99 17.00 7.52 7.78 7.73 8.41 1436.32 2261.29 2669.20 3285.78 1656.85 2503.20 2951.24 3662.07 18APR07 08:21:19 PAGE 17 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10 *KS VCH AREA .OIK 472.90 7600.00 488.89 .00 490.16 36.51 9.15 909.55 1257.81 26880.000 1330.00 .00 .00 472.90 10600.00 490.59 .00 492.25 40.48 10.64 1195.51 1666.03 * 26880.000 1330.00 .00 .00 472.90 11900.00 491.22 .00 493.01 41.44 11.13 1343.39 1848.56 * 26880.000 1330.00 .00 .00 472.90 15100.00 492.55 .00 494.56 43.04 12.10 1757.05 2301.70 * 26880.000 1330.00 .00 .00 473.90 6700.00 490.84 .00 492.14 39.16 9.34 855.37 1070.68 27400.000 520.00 .00 .00 473.90 9400.00 493.20 .00 494.18 29.32 8.84 1692.42 1735.91 27400.000 520.00 .00 .00 473.90 10500.00 494.03 .00 494.83 24.21 8.37 2176.63 2133.86 27400.000 520.00 .00 .00 473.90 13400.00 495.62 .00 496.23 18.56 7.89 3125.99 3110.82 27400:000 520.00 .00 .00 27540.000 140.00 496.80 498.50 475.00 6700.00 491.77 .00 492.87 66.14 8.40 797.79 823.84 * 27540.000 140.00 496.80 498.50 475.00 9400.00 493.56 .00 494.90 70.70 9.40 1127.63 1117.92 * 27540.000 140.00 496.80 498.50 475.00 10500.00 494.23 .00 495.50 66.33 9.34 1393.58 1289.28 * 27540.000 140.00 496.80 498 -50 475.00 13400.00 495.86 .00 496.74 61.27 8.44 2207.88 1711.95 coon nn 491.97 .00 493.07 66.34 8.41 796.93 822.59 27570.000 30.00 30.00 496.80 496.80 498.7v 498.70 475.20 475.20 �•��•�- 9400.00 - - ---� 493.78 -- .00 495.11 70.23 9.37 1133.54 1121.67 27570.000 496.80 498.70 475.20 10500.00 494.43 .00 495.70 66.49 9.35 1391.25 1287.72 27570.000 27570.000 30.00 30.00 496.80 498.70 475.20 13400.00 496.04 .00 496.93 61.71 8.49 2193.19 1705.86 475.50 6700.00 491.96 .00 493.46 46.00 9.92 756.85 987.88 27620.000 50.00 .00 .00 475.50 9400.00 493.97 .00 495.41 42.43 10.32 1326.72 1443.07 27620.000 50.00 .00 .00 475.50 10500.00 494.65 .00 495.96 39.09 10.15 1618.26 1679.48 27620.000 50.00 .00 .00 475.50 13400.00 496.17 .00 497.17 30.19 9.60 2499.06 2438.97 * 27620.000 50.00 .00 .00 30130.000 2510.00 .00 .00 483.70 6700.00 500.82 .00 501.52 26.48 7.91 1166.61 1302.03 30130.000 2510.00 .00 .00 483.70 9400.00 502.49 .00 503.31 29.04 8.87 1522.99 1744.21 30130.000 2510.00 .00 .00 483.70 10500.00 502.87 .00 503.78 31.56 9.41 1627.57 1869.15 30130.000 2510.00 .00 .00 483.70 13400.00 503.52 .00 504.74 40.88 11.02 1820.72 2095.79 30190.000 60.00 513.30 510.40 486.80 6700.00 500.84 .00 501.92 114.90 8.33 804.27 625.04 * 30190.000 60.00 513.30 510.40 486.80 9400.00 502.30 .00 503.87 158.22 10.05 935.07 747.29 60.00 513.30 510.40 486.80 10500.00 502.58 .00 504.44 184.94 10.93 960.81 772.10 * 30190.000 * 30190.000 60.00 513.30 510.40 486.80 13400.00 502.89 .00 505.74 280.99 13.55 989.02 799.40 30200.000 10.00 513.30 510.40 486.80 6700.00 501.00 .00 502.04 110.59 8.20 817.40 637.10 30200.000 10.00 513.30 510.40 486.80 9400.00 502.53 .00 504.03 150.11 9.84 955.76 767.22 30200.000 10.00 513.30 510.40 486.80 10500.00 502.87 .00 504.63 173.50 10.64 986.69 797.14 30200.000 10.00 513.30 510.40 486.80 13400.00 503.48 .00 506.04 246.78 12.83 1044.06 853.01 * 50.00 483.80 6700.00 501.74 .00 502.29 19.91 7.07 1323.59 1501.59 30250.000 .00 .00 483.80 9400.00 503.76 .00 504.34 19.15 7.59 1865.75 2148.17 * 30250.000 50.00 .00 .00 483.80 10500.00 504.37 .00 504.96 19.35 7.83 2072.08 2387.28 * 30250.000 50.00 .00 .00 483.80 13400.00 505.86 .00 50.6.46 18.89 8.21 2664.81 3082.77 * 30250.000 50.00 .00 .00 31310.000 1060.00 .00 .00 487.80 6700.00 503.72 .00 504.20 22.00 6.77 1297.68 1428.45 31310.000 1060.00 .00 .00 487.80 9400.00 505.67 .00 506.15 21.19 7.10 1893.52 2042.08 31310.000 1060.00 .00 .00 487.80 10500.00 506.29 .00 506.76 20.89 7.19 2144.61 2297.24 31310.000 1060.00 .00 .00 487.80 13400.00 507.71 .00 508.16 19.61 7.27 2852.38 3025.83 18APR07 08:21:19 PAGE 18 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10-KS VCH AREA .01K 31480.000 170.00 509.10 506.10 488.00 6700.00 504.06 .00 504.66 27.88 6.21 1078.56 1268.93 31480.000 170.00 509.10 506.10 488.00 9400.00 505.87 .00 506.71 35.45 7.37 1274.99 1578.76 31480.000 170.00 509.10 506.10 488.00 10500.00 506.53 .00 507.54 80.71 8.07 1300.86 1168.79 * 31480.000 170.00 509.10 506.10 488.00 13400.00 507.56 .00 509.21 131.44 10.30 1300.86 1168.79 31500.000 20.00 509.10 506.10 488.00 6700.00 504.12 .00 504.71 27.56 6.18 1083.41 1276.34 31500.000 20.00 509.10 506.10 488.00 9400.00 505.95 .00 506.79 34.77 7.32 1284.38 1594.09 31500.000 20.00 509.10 506.10 488.00 10500.00 506.69 .00 507.70 80.71 8.07 1300.86 1168.79 31500.000 20.00 509.10 506.10 488.00 13400.00 507.83 .00 509.47 131.44 10.30 1300.86 1168.79 31550.000 50.00 .00 .00 488.20 6700.00 504.40 .00 504.84 19.92 6.51 1353.63 1501.00 * 31550.000 50.00 .00 .00 488.20 9400.00 506.55 .00 506.95 17.60 6.57 2089.78 2240.79 * 31550.000 50.00 .00 .00 488.20 10500.00 507.58 .00 507.92 14.73 6.20 2576.25 2735.45 3i55v.00 ^v nn ��.Oo nn •-- _nn 488.20 13400.00 509.48 .00 509.75 11.68 5.83 3641.80 3921.03 cis 26 00 513.25 54.00 9.92 1101.31 911.72 * 34730.000 3180.00 .00 .OU 499.00 0700.00 9400.00 ��•�� 513.44 • -- .00 - - -- -- 514.45 51.91 10.54 1501.66 1304.63 * 34730.000 3180.00 .00 .00 499.00 10500.00 513.69 .00 514.79 56.21 11.13 1602.91 1400.56 * 34730.000 3180.00 .00 .00 499.00 499.00 13400.00 514.47 .00 515.65 58.35 11.89 1960.98 1754.16 * 34730.000 3180.00 .00 .00 * 37100.000 2370.00 .00 .00 506.30 7300.00 519.16 .00 519.47 23.83 7.14 1815.84 1495.30 * 37100.000 2370.00 .00 .00 506.30 10000.00 520.28 .00 520.62 24.87 7.74 2319.69 2005.17 * 37100.000 2370.00 .00 .00 506.30 11200.00 520.74 .00 521.07 24.54 7.87 2622.31 2260.95 * 37100.000 2370.00 .00 .00 506.30 14200.00 521.63 .00 521.95 24.51 8.20 3387.65 2868.38 * 38200.000 1100.00 .00 .00 510.80 7300.00 520.96 .00 521.07 9.90 4.07 3032.69 2320.33 * 38200.000 1100.00 .00 .00 510.80 10000.00 522.13 .00 522.25 9.98 4.47 3758.15 3165.23 * 38200.000 1100.00 .00 .00 510.80 11200.00 522.57 .00 522.70 10.05 4.63 4079.11 3533.60 * 38200.000 1100.00 .00 .00 510.80 14200.00 523.47 .00 523.61 10.42 5.00 4936.54 4399.98 * 38380.000 180.00 .00 .00 511.40 7300.00 520.93 .00 521.51 32.90 7.93 1367.46 1272.78 * 38380.000 180.00 .00 .00 511.40 10000.00 522.06 .00 522.71 34.99 8.88 1876.06 1690.56 * 38380.000 180.00 .00 .00 511.40 11200.00 522.55 .00 523.14 32.68 8.86 2357.44 1959.21 * 38380.000 180.00 .00 .00 511.40 14200.00 523.53 .00 524.00 26.78 8.52 3707.54 2743.81 38420.000 40.00 532.80 528.70 511.50 7300.00 520.96 .00 521.55 34.13 8.03 1350.66 1249.48 38420.000 40.00 532.80 528.70 511.50 10000.00 522.10 .00 522.78 36.52 9.02 1811.66 1654.70 38420.000 40.00 532.80 528.70 511.50 11200.00 522.57 .00 523.20 34.39 9.04 2269.48 1909.88 38420.000 40.00 532.80 528.70 511.50 14200.00 523.55 .00 524.04 28.50 8.74 3567.96 2660.04 38500.000 80.00 .00 .00 511.80 7300.00 521.23 .00 521.83 34.69 8.08 1343.41 1239.48 38500.000 80.00 .00 .00 511.80 10000.00 522.38 .00 523.07 36.81 9.05 1800.02 1648.22 38500.000 80.00 .00 .00 511.80 11200.00 522.84 .00 523.48 35.09 9.11 2235.37 1890.79 38500.000 80.00 .00 .00 511.80 14200.00 523.76 .00 524.29 30.14 8.95 3444.52 2586.47 38580.000 80.00 .00 .00 512.20 7300.00 521.49 .00 522.12 36.92 8.25 1315.70 1201.49 80.00 512.20 10000.00 522.65 .00 523.39 39.57 9.30 1695.26 1589.78 38580.000 .00 .00 512.20 11200.00 523.09 .00 523.80 38.59 9.46 2077.88 1802.89 38580.000 80.00 .00 .00 14200.00 523.95 524.57 35.03 9.52 3126.70 2399.34 38580.000 80.00 .00 .00 512.20 .00 18APR07 08:21:19 PAGE 19 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10 *KS VCH AREA .OIK 38620.000 40.00 532.80 528.70 512.30 7300.00 521.53 .00 522.17 38.36 8.36 1298.92 1178.68 38620.000 40.00 532.80 528.70 512.30 10000.00 522.69 .00 523.46 40.85 9.41 1650.18 1564.58 38620.000 40.00 532.80 528.70 512.30 11200.00 523.12 .00 523.86 40.14 9.61 2014.97 1767.86 38620.000 40.00 532.80 528.70 512.30 14200.00 523.98 .00 524.64 36.86 9.73 3022.65 2338.78 38670.000 50.00 .00 .00 512.40 7300.00 521.74 .00 522.36 36.13 8.19 1325.16 1214.41 38670.000 50.00 .00 .00 512.40 10000.00 522.97 .00 523.66 36.96 9.07 1794.01 1644.87 38670.000 50.00 .00 .00 512.40 11200.00 523.40 .00 524.06 35.92 9.20 2196.15 1868.86 3.8670:000 50.00 .00 .00 512.40 14200.00 524.23 .00 524.82 33.12 9.31 3242.89 2467.37 39720.000 1050.00 .00 .00 517.00 7300.00 524.47 .00 524.80 51.57 8.21 1750.14 1016.49 39720.000 1050.00 .00 .00 517.00 10000.00 525.55 .00 525.86 39.42 7.90 2431.03 1592.73 39720.000 1050.00 .00 .00 517.00 11200.00 525.89 .00 526.20 38.42 8.01 2689.02 1806.96 39720.000 1050.00 .00 .00 517.00 14200.00 526.54 .00 526.85 37.67 8.33 3407.94 2313.52 * 41950 000 2230.00 .00 .00 520.80 5100.00 530.42 .00 530.51 9.83 4.36 2688.65 1626.41 41950.000 2230.00 .00 .00 520.80 7000.00 531.06 .00 531.14 10.04 4.62 3719.20 2209.12 41950.000 2230.00 .00 .00 520.80 7900.00 531.33 .00 531.41 9.94 4.68 4193.86 2505.45 41950.000 2230.00 .00 .00 520.80 9900.00 531.87 .00 531.95 9.57 4.76 5207.30 3200.11 * 42050.000 100.00 529.70- 999999.00 521.00 5100.00 529.27 .00 531.40 277.28 12.65 473.95 306.27 * 42050.000 100.00 529.70- 999999.00 521.00 7000.00 531.15 .00 531.43 90.50 6.23 2074.77 735.82 * 42050.000 100.00 529.70- 999999.00 521.00 7900.00 531.44 .00 531.66 71.60 5.67 2526.40 933.65 * 42050.000 100.00 529.70- 999999.00 521.00 9900.00 532.00 .00 532.16 48.94 4.88 3497.18 1415.21 * 42090.000 40.00 529.70- 999999.00 521.00 5100.00 531.74 530.48 531.80 18.86 2.97 3029.35 1174.44 42090.000 40.00 529.70- 999999.00 521.00 7000.00 531.55 .00 531.70 46.96 4.63 2714.83 1021.48 42090.000 40.00 529.70- 999999.00 521.00 7900.00 531.75 .00 531.89 44.30 4.56 3054.30 1186.88 42090.000 40.00 529.70- 999999.00 521.00 9900.00 532.21 .00 532.33 36.72 4.29 3893.42 1633.68 * 42170.000 80.00 .00 .00 520.70 5100.00 531.82 .00 531.84 2.41 2.40 5335.03 3285.47 * 42170.000 80.00 .00 .00 520.70 7000.00 531.76 .00 531.80 4.81 3.37 5207.96 3193.37 * 42170.000 80.00 .00 .00 520.70 7900.00 531.95 .00 531.99 5.18 3.54 5586.60 3470.89 * 42170.000 80.00 .00 .00 520.70 9900.00 532.38 .00 532.43 5.71 3.82 6458.29 4142.80 * 44200.000 2030.00 .00 .00 524.90 5100.00 532.62 .00 533.11 51.43 7.55 1289.23 711.13 * 44200.000 2030.00 .00 .00 524.90 7000.00 533.31 .00 533.67 40.24 7.19 2174.06 1103.46 * 44200.000 2030.00 .00 .00 524.90 7900.00 533.57 .00 533.89 36.57 7.03 2565.83 1306.41 * 44200.000 2030.00 .00 .00 524.90 9900.00 534.06 .00 534.32 31.39 6.82 3361.89 1767.08 45820.000 1620.00 .00 .00 531.80 5100.00 538.57 .00 538.78 33.09 6.37 1744.87 886.58 45820.000 1620.00 .00 .00 531.80 7000.00 538.89 .00 539.15 41.62 7.39 2155.01 1085.01 45820.000 1620.00 .00 .00 531.80 7900.00 539.00 .00 539.29 46.17 7.87 2308.07 1162.61 45820.000 1620.00 .00 .00 531.80 9900.00 539.24 .00 539.58 54.26 8.73 2647.42 1343.97 47450.000 1630.00 .00 .00 532.10 5100.00 542.43 .00 542.65 24.63 6.56 1877.16 1027.56 47450.000 1630.00 .00 .00 532.10 7000.00 543.07 .00 543.27 23.29 6.69 2641.75 1450.58 * 47450.000 1630.00 .00 .00 532.10 7900.00 543.33 .00 543.52 22.67 6.73 2984.98 1659.37 * 47450.000 1630.00 .00 .00 532.10 9900.00 543.82 .00 544.00 22.06 6.86 3666.77 2107.97 18APR07 08:21:19 PAGE 20 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10-KS VCH AREA .01K * 47540.000 90.00 .00 .00 531.20 5100.00 542.20 540.37 543.18 58.86 8.41 1029.70 664.76 47540.000 90.00 .00 .00 531.20 7000.00 543.09 .00 543.56 33.87 6.93 2379.23 1202.83 47540.000 90.00 .00 .00 531.20 7900.00 543.39 .00 543.76 28.76 6.55 2934.43 1473.00 47540.000 90.00 .00 .00 531.20 9900.00 543.91 .00 544.19 23.68 6.20 3938.62 2034.42 * 47640.000 100.00 541.70 540.40 530.70 5100.00 543.47 .00 543.49 11.25 1.82 3905.30 1520.49 * 47640.000 100.00 541.70 540.40 530.70 7000.00 543.77 .00 543.81 13.87 2.08 4513.48 1879.72 * 47640.000 100.00 541.70 540.40 530.70 7900.00 543.95 .00 543.99 13.95 2.12 4887.76 2115.00 47640.000 100.00 541.70 540.40 530.70 9900.00 544.34 .00 544.39 13.56 2.17 5739.15 2688.74 47670.000 30.00 541.70 540.40 530.70 5100.00 543.50 .00 543.53 10.69 1.78 3975.11 1560.13 47670.000 30.00 541.70 540.40 530.70 7000.00 543.81 .00 543.85 13.06 2.03 4605.79 1936.81 47670.000 30.00 541.70 540.40 530.70 7900.00 543.99 .00 544.03 13.20 2.08 4979.41 2174.13 47670.000 30.00 541.70 540.40 530.70 9900.00 544.39 .00 544.43 12.83 2.12 5845.45 2764.20 50.00 nn nn 531.00 5700.00 543.50 .00 543.60 8.22 3.59 3502.42 1778.56 47720.000 50.00 .00 .00 531.00 7000.00 543.81 .00 543.93 10.64 4.19 4120.18 2145.80 47720.000 50.00 .00 .00 531.00 7900.00 543.99 .00 544.12 11.03 4.32 4486.52 2379.06 47720.000 50.00 .00 .00 531.00 9900.00 544.39 .00 544.52 11.27 4.50 5321.03 2948.78 48350.000 630.00 .00 .00 535.40 5100.00 543.96 .00 544.12 9.78 3.52 1732.35 1630.81 48350.000 630.00 .00 .00 535.40 7000.00 544.40 .00 544.64 13.89 4.40 2084.79 1878.16 48350.000 630.00 .00 .00 535.40 7900.00 544.60 .00 544.87 15.39 4.72 2314.05 2013.51 48350.000 630.00 .00 .00 535.40 9900.00 545.02 .00 545.35 18.07 5.31 2804.07 2329.25 18APR07 08:21:19 GRAPEVINE CREEK SUMMARY PRINTOUT TABLE 150 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 2500.000 5900.00 434.82 .00 .00 .00 4531.35 .00 2500.000 8600.00 435.19 .37 .00 .00 5248.99 .00 2500.000 9700.00 435.31 .12 .00 .00 5500.98 .00 .2500:000 12700.00 435.60 .29 .00 .00 6110.00 .00 * 4930.000 5900.00 436.29 .00 1.47 .00 3638.02 2430.00 * 4930.000 8600.00 436.77 .48 1.58 .00 3674.65 2430.00 * 4930.000 9700.00 436.92 .16 1.61 .00 3687.68 2430.00 * 4930.000 12700.00 437.32 .40 1.72 .00 3718.19 2430.00 5030.000 5900.00 436.37 ,00 .04 .00 4205.37 100.00 5030.000 8600.00 436.81 .48 .05 .00 4509.79 100.00 5030.000 9700.00 436.97 .16 .05 .00 4588.32 100.00 5030.000 12700.00 437.38 .40 .05 .00 4785.65 100.00 5070.000 5900.00 436.36 .00 .03 .00 4151.26 40.00 5070.000 8600.00 436.84 .48 .02 .00 4470.49 40.00 5070.000 9700.00 437.00 .16 .02 .00 4549.17 40.00 5070.000 12700.00 437.40 .40 .02 .00 4746.85 40.00 * 5150.000 5900.00 436.40 .00 .05 .00 3631.64 80.00 5150.000 8600.00 436.88 .48 .04 .00 3668.36 80.00 5150.000 9700.00 437.04 .16 .04 .00 3681.13 80.00 5150.000 12700.00 437.44 .40 .04 .00 3712.16 80.00 * 8950.000 5900.00 439.00 .00 2.60 .00 2343.94 3800.00 * 8950.000 8600.00 439.57 .56 2.69 .00 2400.85 3800.00 * 8950.000 9700.00 439.77 .20 2.73 .00 2411.23 3800.00 * 8950.000 12700.00 440.27 .50 2.82 .00 2475.59 3800.00 11300.000 5900.00 444.19 .00 5.19 .00 911.38 2350.00 * 11300.000 8600.00 444.72 .53 5.15 .00 1115.44 2350.00 * 11300.000 9700.00 444.90 .18 5.13 .00 1117.12 2350.00 * 11300.000 12700.00 445.34 .44 5.08 .00 1121.18 2350.00 14170.000 6900.00 452.60 .00 8.40 .00 692.14 2870.00 14170.000 9700.00 453.56 .96 8.84 .00 705.30 2870.00 * 14170.000 11000.00 453.92 .36 9.02 .00 722.45 2870.00 * 14170.000 14200.00 454.73 .81 9.38 .00 768.42 2870.00 15350.000 6900.00 456.17 .00 3.57 .00 481.70 1180.00 15350.000 9700.00 457.13 .97 3.57 .00 571.37 1180.00 15350.000 11000.00 457.53 .40 3.61 .00 597.40 1180.00 15350.000 14200.00 458.38 .85 3.65 .00 649.62 1180.00 PAGE 21 18APR07 08:21:19 SECNO Q CWSEL DIFWSP DIFWSX DIFWSS TOPWID XLCH * 15440.000 6900.00 456.95 .00 .78 .00 139.04 90.00 15440.000 9700.00 457.91 .97 .78 .00. 141.00 90.00 15440.000 11000.00 458.27 .36 .74 .00 141.00 90.00 15440.000 14200.00 459.17 .90 .80 .00 147.00 90.00 15470.000 6900.00 457.00 .00 .05 .00 139.38 30.00 15470.000 9700.00 458.00 1.00 .09 .00 141.00 30.00 15470.000 11000.00 458.38 .37 .11 .00 141.00 30.00 15470.000 14200.00 459.43 1.05 .25 .00 147.00 30.00 15520.000 6900.00 456.79 .00 -.21 .00 443.94 50.00 15520.000 9700.00 457.85 1.06 -.15 .00 593.21 50.00 15520.000 11000.00 458.29 .44 -.09 .00 654.68 50.00 * 15520.000 14200.00 459.85 1.56 .42 .00 895.82 50.00 15600 000 6900 nn 457.44 .00 .66 .00 126.00 80.00 * 15600.000 9700.00 458.44 1.00 .59 .00 126.00 80.00 * 15600.000 11000.00 458.76 .31 .47 .00 126.00 80.00 * 15600.000 14200.00 459.75 1.00 -.09 .00 129.00 80.00 15610.000 6900.00 457.49 .00 .05 .00 126.00 10.00 15610.000 9700.00 458.53 1.04 .09 .00 126.00 10.00 15610.000 11000.00 458.87 .34 .11 .00 126.00 10.00 15610.000 14200.00 459.95 1.08 .20 .00 129.00 10.00 * 15660.000 6900.00 457.60 .00 .11 .00 763.72 50.00 * 15660.000 9700.00 459.15 1.56 .62 .00 806.62 50.00 * 15660.000 11000.00 459.73 .58 .86 .00 822.69 50.00 * 15660.000 14200.00 461.52 1.79 1.57 .00 895.22 50.00 16480.000 6900.00 458.80 .00 1.21 .00 727.62 820.00 16480.000 9700.00 459.95 1.15 .80 .00 745.92 820.00 16480.000 11000.00 460.45 .49 .72 .00 753.73 820.00 16480.000 14200.00 461.97 1.52 .45 .00 777.81 820.00 * 17600.000 7500.00 460.40 .00 1.60 .00 649.74 1120.00 * 17600.000 10500.00 461.58 1.18 1.62 .00 755.53 1120.00 * 17600.000 11800.00 462.06 .48 1.61 .00 764.69 1120.00 * 17600.000 15100.00 463.31 1.25 1.33 .00 788.45 1120.00 18500.000 7500.00 463.83 .00 3.43 .00 588.00 900.00 18500.000 10500.00 464.99 1.16 3.41 .00 627.16 900.00 18500.000 11800.00 465.38 .39 3.32 .00 642.96 900.00 18500.000 15100.00 466.23 .85 2.92 .00 685.31 900.00 * 18570.000 7500.00 464.39 .00 .56 .00 120.00 70.00 * 18570.000 10500.00 464.98 .59 -.01 .00 120.00 70.00 * 18570.000 11800.00 465.08 .10 -.30 .00 120.00 70.00 * 18570.000 15100.00 465.01 -.07 -1.22 .00 120.00 70.00 PAGE 22 18APR07 08:21:19 SECNO Q CWSEL DIFWSP DIFWSX DIFWSS TOPWID XLCH 18600.000 7500.00 464.79 .00 .40 .00 120.00 30.00 18600.000 10500.00 465.76 .97 .78 .00 120.00 30.00 18600.000 11800.00 466.07 .30 .99 .00 120.00 30.00 18600.000 15100.00 466.64 .57 1.63 .00 225.19 30.00 * 18650.000 7500.00 465.39 .00 .60 .00 617.02 50.00 * 18650.000 10500.00 467.58 2.19 1.82 .00 734.56 50.00 * 18650.000 11800.00 468.46 .88 2.39 .00 777.12 50.00 * 18650.000 15100.00 470.71 2.25 4.07 .00 826.75 50.00 20540.000 7500.00 470.22 .00 4.83 .00 517.08 1890.00 * 20540.000 10500.00 471.03 .82 3.45 .00 537.71 1890.00 * 20540.000 11800.00 471.40 .36 2.94 .00 546.85 1890.00 * 20540.000 15100.00 472.55 1.15 1.84 .00 576.16 1890.00 22600.000 7500.00 476.63 .00 6.41 .00 312.77 2060.00 22600.000 10500.00 478.42 1.79 7.39 .00 374.84 2060.00 22600.000 11800.00 479.02 .60 7.62 .00 398.73 2060.00 22600.000 15100.00 480.08 1.06 7.54 .00 435.97 2060.00 25370.000 7500.00 484.60 .00 7.97 .00 295.59 2770.00 25370.000 10500.00 486.16 1.56 7.74 .00 370.40 2770.00 25370.000 11800.00 486.74 .58 7.72 .00 394.20 2770.00 25370.000 15100.00 488.11 1.37 8.02 .00 449.46 2770.00 25470.000 7500.00 485.44 .00 .84 .00 120.00 100.00 * 25470.000 10500.00 486.67 1.23 .51 .00 120.00 100.00 * 25470.000 11800.00 487.25 .58 .51 .00 270.62 100.00 * 25470.000 15100.00 488.62 1.37 .51 .00 467.47 100.00 25500.000 7500.00 485.61 .00 .17 .00 120.00 30.00 25500.000 10500.00 487.15 1.54 .47 .00 233.06 30.00 25500.000 11800.00 488.08 .94 .84 .00 394.88 30.00 25500.000 15100.00 489.54 1.46 .92 .00 552.52 30.00 * 25550.000 7500.00 485.66 .00 .05 .00 339.01 50.00 * 25550.000 10500.00 487.81 2.14 .66 .00 428.90 50.00 * 25550.000 11800.00 488.72 .91 .63 .00 465.79 50.00 * 25550.000 15100.00 489.96 1.24 .42 .00 535.84 50.00 26880.000 7600.00 488.89 .00 3.23 .00 144.26 1330.00 * 26880.000 10600.00 490.59 1.70 2.78 .00 204.96 1330.00 * 26880.000 11900.00 491.22 .64 2.51 .00 257.79 1330.00 * 26880.000 15100.00 492.55 1.33 2.59 .00 362.55 1330.00 27400.000 6700.00 490.84 .00 1.95 .00 227.09 520.00 27400.000 9400.00 493.20 2.37 2.62 .00 544.12 520.00 27400.000 10500.00 494.03 .83 2.81 .00 590.91 520.00 27400.000 13400.00 495.62 1.58 3.07 .00 617.67 520.00 PAGE 23 18APR07 08:21:19 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 27540.000 6700.00 491.77 .00 .93 .00 98.36 140.00 * 27540.000 9400.00 493.56 1.79 .35 .00 343.46 140.00 * 27540.000 10500.00 494.23 .68 .20 .00 429.77 140.00 * 27540.000 13400.00 495.86 1.63 .25 .00 587.50 140.00 27570.000 6700.00 491.97 .00 .20 .00 98.34 30.00 27570.000 9400.00 493.78 1.81 .22 .00 345.99 30.00 27570.000 10500.00 494.43 .65 .20 .00 429.24 30.00 2.7570.000 13400.00 496.04 1.61 .17 .00 584.93 30.00 27620.000 6700.00 491.96 .00 -.01 .00 185.14 50.00 27620.000 9400.00 493.97 2.01 .19 .00 405.13 50.00 27620.000 10500.00 494.65 .69 .22 .00 468.37 50.00 * 27620.000 13400.00 496.17 1.52 .13 .00 597.34 50.00 30130,000 6700.00 500.82 ,nn 8.86 ,nn 163,42 2510_nn 30130.000 9400.00 502.49 1.67 8.52 .00 258.58 2510.00 30130.000 10500.00 502.87 .38 8.21 .00 279.83 2510.00 30130.000 13400.00 503.52 .66 7.35 .00 315.35 2510.00 * 30190.000 6700.00 500.84 .00 .02 .00 87.26 60.00 * 30190.000 9400.00 502.30 1.46 -.18 .00 91.31 60.00 * 30190.000 10500.00 502.58 .28 -.28 .00 91.75 60.00 * 30190.000 13400.00 502.89 .31 -.63 .00 1 92.24 60.00 30200.000 6700.00 501.00 .00 .15 .00 87.72 10.00 30200.000 9400.00 502.53 1.54 .23 .00 91.67 10.00 30200.000 10500.00 502.87 .34 .28 .00 92.20 10.00 30200.000 13400.00 503.48 .61 .58 .00 93.17 10.00 * 30250.000 6700.00 501.74 .00 .75 .00 218.20 50.00 * 30250.000 9400.00 503.76 2.02 1.23 .00 323.07 50.00 * 30250.000 10500.00 504.37 .60 1.50 .00 356.31 50.00 * 30250.000 13400.00 505.86 1.49 2.38 .00 443.98 50.00 31310.000 6700.00 503.72 .00 1.97 .00 195.44 1060.00 31310.000 9400.00 505.67 1.95 1.91 .00 388.72 1060.00 31310.000 10500.00 506.29 .62 1.92 .00 432.40 1060.00 31310.000 13400.00 507.71 1.42 1.85 .00 543.85 1060.00 31480.000 6700.00 504.06 .00 .34 .00 105.76 170.00 31480.000 9400.00 505.87 1.81 .20 .00 112.40 170.00 ' 31480.000 10500.00 506.53 .66 .25 .00 118.88 170.00 * 31480.000 13400.00 507.56 1.03 -.15 .00 119.33 170.00 31500.000 6700.00 504.12 .00 .06 .00 105.96 20.00 31500.000 9400.00 505.95 1.84 .08 .00 112.63 20.00 31500.000 10500.00 506.69 .74 .16 .00 118.95 20.00 31500.000 13400.00 507.83 1.13 .26 .00 119.45 20.00 PAGE 24 18APR07 08:21:19 SECNO Q CWSEL DIFWSP DIFWSX DIFWSS TOPWID XLCH 31550.000 6700.00 504.40 .00 .28 .00 202.42 50.00 * 31550.000 9400.00 506.55 2.15 .60 .00 419.26 50.00 * 31550.000 10500.00 507.58 1.03 .09 .00 519.70 50.00 * 31550.000 13400.00 509.48 1.89 1.65 .00 607.62 50.00 * 34730.000 6700.00 512.26 .00 7.86 .00 304.24 3180.00 * 34730.000 9400.00 513.44 1.10 6.88 .00 401.17 3180.00 * 34730.000 10500.00 513.69 .25 6.10 .00 432.60 3180.00 * 3.4730:000 13400.00 514.47 .78 4.99 .00 475.19 3180.00 * 37100.000 7300.00 519.16 .00 6.91 .00 399.31 2370.00 * 37100.000 10000.00 520.28 1.11 6.84 .00 549.40 2370.00 * 37100.000 11200.00 520.74 .46 7.06 .00 714.37 2370.00 * 37100.000 14200.00 521.63 .89 7.16 .00 1096.29 2370.00 * 30200.000 7300.00 520.96 .00 1.80 .00 596.94 1100.00 * 38200.000 10000.00 522.13 1.16 1.85 .00 684.53 1100.00 * 38200.000 11200.00 522.57 .44 1.83 .00 761.13 1100.00 * 30200.000 14200.00 523.47 .90 1.84 .00 1228.40 1100.00 * 38380.000 7300.00 520.93 .00 -.04 .00 227.58 180,00 * 38380.000 10000.00 522.06 1.14 -.06 .00 875.18 180.00 * 38300.000 11200.00 522.55 .48 -.03 .00 1124.05 180.00 * 30380.000 14200.00 523.53 .98 .06 .00 1630.63 180.00 30420.000 7300.00 520.96 .00 .03 .00 227.08 40.00 38420.000 10000.00 522.10 1.14 .03 .00 836.20 40.00 38420.000 11200.00 522.57 .48 .03 .00 1082.85 40.00 38420.000 14200.00 523.55 .97 .02 .00 1585.77 40.00 30500.000 7300.00 521.23 .00 .27 .00 226.86 80.00 30500.000 10000.00 522.38 1.16 .29 .00 029.06 80.00 38500.000 11200.00 522.84 .46 .27 .00 1066.45 80.00 . 38500.000 14200.00 523.76 .92 .21 .00 1545.02 80.00 38580.000 7300.00 521.49 .00 .27 .00 226.03 80.00 38580.000 10000.00 522.65 1.16 .26 .00 760.96 80.00 38580.000 11200.00 523.09 .44 .25 .00 987.18 80.00 30580.000 14200.00 523.95 .87 .20 .00 1434.78 80.00 38620.000 7300.00 521.53 .00 .03 .00 225.52 40.00 38620.000 10000.00 522.69 1.16 .04 .00 729.70 40.00 38620.000 11200.00 523.12 .43 .04 .00 953.69 40.00 38620.000 14200.00 523.98 .86 .03 .00 1396.80 40.00 38670.000 7300.00 521.74 .00 .22 .00 226.31 50.00 38670.000 10000.00 522.97 1.23 .28 .00 825.31 50.00 38670.000 11200.00 523.40 .43 .28 .00 1047.27 50.00 38670.000 14200.00 524.23 .83 .25 .00 1476.03 50.00 PAGE 25 18APR07 08:21:19 SECNO Q CWSEL DIFWSP DIFWSX DIFWSS TOPWID XLCH 39720.000 7300.00 524.47 .00 2.72 .00 584.31 1050.00 39720.000 10000.00 525.55 1.09 2.58 .00 669.70 1050.00 39720.000 11200.00 525.89 .34 2.49 .00 888.22 1050.00 39720.000 14200.00 526.54 .65 2.31 .00 1347.96 1050.00 * 41950.000 5100.00 530.42 .00 5.96 .00 1437.39 2230.00 41950.000 7000.00 531.06 .64 5.51 .00 1753.83 2230.00 41950.000 7900.00 531.33 .27 5.44 .00 1810.26 2230.00 41950.000 9900.00 531.87 .54 5.33 .00 1925.22 2230.00 * 42050.000 5100.00 529.27 .00 -1.15 .00 79.00 100.00 * 42050.000 7000.00 531.15 1.88 .09 .00 1455.93 100.00 * 42050.000 7900.00 531.44 .29 .11 .00 1618.46 100.00 * 42050.000 9900.00 532.00 .56 .13 .00 1866.10 100.00 * 42090.000 5100.00 531.74 .00 2.47 .00 1751.14 40.00 42090.000 7000.00 531.55 -.19 .41 .00 1669.40 40.00 42090.000 7900.00 531.75 .20 .31 .00 1757.46 40.00 42090.000 9900.00 532.21 .45 .21 .00 1947.21 40.00 * 42170.000 5100.00 531.82 .00 .08 .00 1947.53 80.00 * 42170.000 7000.00 531.76 -.07 .20 .00 1932.94 80.00 * 42170.000 7900.00 531.95 .19 .20 .00 1976.09 80.00 * 42170.000 9900.00 532.38 .43 .17 .00 2072.02 80.00 * 44200.000 5100.00 532.62 .00 .80 .00 1207.77 2030.00 * 44200.000 7000.00 533.31 .69 1.55 .00 1418.94 2030.00 * 44200.000 7900.00 533.57 .26 1.62 .00 1562.65 2030.00 * 44200.000 9900.00 534.06 .49 1.68 .00 1701.82 2030.00. 45820.000 5100.00 538.57 .00 5.95 .00 1151.02 1620.00 45820.000 7000.00 538.89 .32 5.57 .00 1360.14 1620.00 45820.000 7900.00 539.00 .12 5.44 .00 1392.58 1620.00 45820.000 9900.00 539.24 .24 5.19 .00 1460.23 1620.00 47450.000 5100.00 542.43 .00 3.86 .00 1075.25 1630.00 47450.000 7000.00 543.07 .64 4.19 .00 1290.79 1630.00 * 47450.000 7900.00 543.33 .26 4.33 .00 1349.30 1630.00 * 47450.000 9900.00 543.82 .49 4.57 .00 1459.55 1630.00 * 47540.000 5100.00 542.20 .00 -.24 .00 1251.37 90.00 47540.000 7000.00 543.09 .89 .02 .00 1707.65 90.00 47540.000 7900.00 543.39 .30 .06 .00 1880.84 90.00 47540.000 9900.00 543.91 .52 .09 .00 1990.62 90.00 * 47640.000 5100.00 543.47 .00 1.27 .00 1999.65 100.00 * 47640.000 7000.00 543.77 .30 .68 .00 2058.80 100.00 * 47640.000 7900.00 543.95 .18 .56 .00 2095.80 100.00 47640.000 9900.00 544.34 .40 .43 .00 2170.20 100.00 PAGE 26 18APR07 08:21:19 SECNO Q CWSEL DIFWSP DIFWSX DIFWSS TOPWID XLCH 47670.000 5100.00 543.50 .00 .03 .00 2006.18 30.00 47670.000 7000.00 543.81 .31 .04 .00 2067.99 30.00 47670.000 7900.00 543.99 .18 .04 .00 2104.76 30.00 47670.000 9900.00 544.39 .40 .04 .00 2173.08 30.00 47720.000 5100.00 543.50 .00 .00 .00 1949.10 50.00 47720.000 7000.00 543.81 .31 .00 .00 2007.65 50.00 47720.000 7900.00 543.99 .18 .00 .00 2043.15 50.00 47720.000 9900.00 544.39 .40 .00 .00 2125.04 50.00 48350.000 5100.00 543.96 .00 .46 .00 457.91 630.00 48350.000 7000.00 544.40 .44 .59 .00 1066.05 630.00 48350.000 7900.00 544.60 .20 .61 .00 1170.81 630.00 48350.000 9900.00 545.02 .42 .63 .00 1250.32 630.00 PAGE 27 18APR07 08:21:19 SUMMARY OF ERRORS AND SPECIAL NOTES WARNING SECNO= 4930.000 WARNING SECNO= 4930.000 WARNING SECNO= 4930.000 WARNING SECNO= 4930.000 WARNING SECNO= 5150.000 WARNING SECNO= 8950.000 WARNING SECNO= 8950.000 WARNING SECNO= 8950.000 WARNING SECNO= 8950.000 WARNING SECNO= 11300.000 WARNING SECNO= 11300.000 WARNING SECNO= 11300.000 WARNING SECNO= 14170.000 WARNING SECNO= 14170.000 WARNING SECNO= 15440.000 WARNING SECNO= 15520.000 WARNING SECNO= 15600.000 WARNING SECNO= 15600.000 WARNING SECNO= 15600.000 WARNING SECNO= 15660.000 WARNING SECNO= 15660.000 WARNING SECNO= 15660.000 WARNING SECNO= 15660.000 WARNING SECNO= 17600.000 WARNING SECNO= 17600.000 WARNING SECNO= 17600.000 WARNING SECNO= 17600.000 WARNING SECNO= 18570.000 WARNING SECNO= 18570.000 WARNING SECNO= 18570.000 WARNING SECNO= 18570.000 WARNING SECNO= 18650.000 WARNING SECNO= 18650.000 WARNING SECNO= 18650.000 WARNING SECNO= 18650.000 WARNING SECNO= 20540.000 WARNING SECNO= 20540.000 WARNING SECNO= 20540.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PAGE 28 18APR07 08:21:19 WARNING SECNO= 25470.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 25470.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 25470.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 25550.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 25550.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 25550.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 25550.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 26880.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 26880.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 26880.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 27540.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 27540.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 27540.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 27620.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 30190.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 30190.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 30190.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 30190.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 30250.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 30250.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 30250.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 30250.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 31480.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 31480.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 31550.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 31550.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 31550.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 34730.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 34730.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 34730.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 34730.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 37100.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 37100.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 37100.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 37100.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 38200.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 38200.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 38200.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 38200.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 38380.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 38380.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 38380.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PAGE 29 18APR07 08:21:19 WARNING SECNO= 38380.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 41950.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42050.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42050.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42050.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42050.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42090.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42170.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42170.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42170.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42170.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 44200.000 WARNING SECNO= 44200.000 WARNING SECNO= 44200.000 WARNING SECNO= 44200.000 WARNING SECNO= 47450.000 WARNING SECNO= 47450.000 WARNING SECNO= 47540.000 WARNING SECNO= 47640.000 WARNING SECNO= 47640.000 WARNING SECNO= 47640.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PAGE 30 HEC -2 EFFECTIVE FLOODWAY MODEL * HEC -2 WATER SURFACE PROFILES * Version 4.6.2; May 1991 + + * RUN DATE 18APR07 TIME 08:21:42 x x xxxxxxx xxxxx xxxxx x x x x x x x x x x x x xxxxxxx xxxx x xxxxx xxxxx x x x x x x x x x x x x x xxxxxxx xxxxx xxxxxxx * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616 -4687 * (916) 756 -1104 18APR07 08:21:42 PAGE 1 THIS RUN EXECUTED 18APR07 08:21:42 w+++++ + + + + + +ww +wwww +wwwwwww + + + + +wwww+ HEC -2 WATER SURFACE PROFILES Version ++++++ 4.6.2; May 1991 +wwwwww +w + + + + + + + + + + + + + +wwww + + ++ T1 GRAPEVINE CREEK COPPELL, DALLAS COUNTY, TEXAS T2 FLOODWAY DETERMINATION NATURAL CHANNEL T3 GRAPEVINE CREEK 100 YEAR FREQUENCY J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 2 435..31 J2 NPROF !PLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM !TRACE 1 0 -1 0 0 0 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 110 200 J5 LPRNT NUMSEC * * * * * ** *REQUESTED SECTION NUMBERS * * * * * * ** _ -10 -10 NC .06 .06 .055 .1 .3 QT 2 9700 9700 ET 0 0 4.1 10050 12180 PROFILE SECTION A - SURVEY SECTION 1 X1 2500 21 11278 11344 GR 449.7 5800 438.4 5900 435.7 6100 435.1 7000 433.8 9000 GR 433.5 11000 433.8 11100 434.2 11200 433.6 11278 422.7 11291 GR 422.2 11295 422.9 11300 427.0 11313 428.1 11337 433.7 11344 GR 433.5 11400 432.1 11500 433.1 11600 435.0 12000 440.0 15000 GR 450.0 15300 ET 0 0 4.1 7850 9564 X1 4930 20 9500 9564 2400 2430 2430 -0.2 GR 449.7 5700 438.4 5800 435.7 6000 435.1 7000 434.4 8000 GR 433.8 9000 433.7 9100 433.5 9200 432.9 9300 432.6 9400 GR 435.8 9500 428.5 9510 425.2 9524 425.5 9536 427.7 9546 GR 435.7 9564 435.4 9576 438.6 9586 440.0 11900 450.0 12250 NC .025 ET 0 0 4.1 7850 9540 PROFILE SECTION B - SURVEY SECTION 2 LED BETTER ROAD X1 5030 27 9520 9540 100 100 100 -0.1 BT 2 9520 436.4 434.4 9540 436.6 434.4 GR 449.7 5700 438.4 5800 435.7 6000 435.1 7000 433.8 8900 GR 435.0 9000 435.3 9100 434.8 9200 434.4 9300 433.6 9344 GR 434.1 9400 436.1 9500 436.4 9520 425.6 9520 425.6 952.9 PAGE 2 18APR07 08:21:42 GR 434.4 9529 434.4 9531 425.6 9531 425.6 9540 436.6 9540 GR 436.5 9600 435.8 9700 435.6 9800 435.7 9900 435.9 10000 GR 440.0 11700 450.0 12100 ET 0 .0 4.1 7850 9540 X1 5070 40 40 40 0.1 X2 1 NC .055 ET 0 0 4.1 7750 9564 PROFILE SECTION C - SURVEY SECTION 3 X1 5150 20 9500 9564 80 80 80 GR 449.7 5700 438.4 5800 435.7 6000 435.1 7000 434.4 8000 GR 433.8 9000 433.7 9100 433.5 9200 432.9 9300 432.6 9400 GR 435.8 9500 428.5 9510 425.2 9524 425.5 9536 427.7 9546 GR 435.7 9564 435.4 9576 438.6 9586 440.0 11900 450.0 12250 ET 0 0 4.1 1660 3019 PROFILE SECTION D - SURVEY SECTION 4 X1 8950 47 2276 2348 4000 3500 3800 GR 449.8 1000 447.7 1010 447.5 1011 443.6 1040 443.0 1051 GR 441.8 1065 440.2 1100 440.5 1119 439.9 1141 435.3 1170 GR 438.8 1189 438.0 1200 438.1 1300 438.1 1400 437.7 1500 GR 437.5 1600 436.4 1700 437.1 1800 437.5 1900 437.5 2000 GR 438.1 2100 438.5 2200 439.2 2276 432.5 2309 432.7 2314 GR 428.6 2318 427.1 2323 428.2 2327 434.7 2332 433.7 2337 GR 439.2 2348 437.5 2400 437.8 2500 437.1 2600 437.4 2700 GR 437.2 2800 437.0 2900 436.3 3000 436.6 3100 437.0 3200 GR 438.0 3300 438.3 3400 438.6 3500 440.8 3600 439.8 3636 GR 445.7 3700 451.6 3800 ET 0 0 4.1 1250 2080 PROFILE SECTION E - SURVEY SECTION 5 X1 11300 25 1986 2062 2350 2330 2350 GR 451.1 1000 441.8 1030 440.0 1061 443.1 1096 443.5 1107 GR 443.4 1119 439.6 1151 441.6 1168 441.3 1200 441.2 1300 GR 441.8 1400 443.3 1500 444.7 1600 443.3 1700 444.0 1800 GR 444.7 1900 443.9 1986 437.5 2000 435.0 2007 435.2 2019 GR 438.1 2041 441.9 2062 442.4 2100 443.9 2131 455.2 2200 QT 2 11000 11000 ET 0 0 4.1 1600 2070 PROFILE SECTION F - SURVEY SECTION 6 X1 14170 28 1782 1847 2700 2900 2870 GR 469.3 1000 463.6 1100 459.6 1200 456.2 1255 459.6 1304 GR 459.7 1309 457.5 1321 456.0 1340 455.5 1380 455.0 1400 GR 453.7 1432 454.1 1444 454.0 1458 448.9 1489 451.4 1504 GR 451.1 1600 451.1 1700 450.2 1782 439.8 1800 440.4 1826 GR 450.4 1847 449.2 1900 450.3 2000 449.7 2100 449.0 2131 GR 458.0 2200 467.6 2300 477.1 2400 NC ET X1 GR GR GR GR GR GR GR GR ET %1 BT GR GR GR GR GR GR GR GR GR GR ET X1 X2 ET X1 GR GR GR GR ET X1 BT BT GR GR GR GR GR GR GR GR 18APR07 08:21:42 PAGE 3 .07 .07 .05 0 0 4.1 1500 1850 PROFILE SECTION G - SURVEY SECTION 7 15350 36 1527 1588 1200 1300 1180 480.9 1000 475.0 1100 470.5 1200 463.8 1249 459.1 1258 458.3 1271 462.7 1295 462.7 1300 460.0 1326 459.7 1344 459.6 1352 459.6 1390 459.5 1426 459.8 1437 459.5 1450 454.7 1482 455.1 1500 454.8 1527 441.4 1545 441.3 1569 454.6 1588 454.7 1600 454.1 1700 453.1 1800 453.6 1882 456.7 1898 456.9 1909 457.0 1919 455.0 1941 455.2 1949 456.5 2000 458.2 2100 461.5 2200 467.7 2300 474.0 2400 481.1 2500 0 0 4.1 1125 1272 PROFILE SECTION H - SURVEY SECTION 8 BELTLINE ROAD 79440 46 1125 1272 75 350 90 2 1125 460.5 458.9 1272 460.5 459.0 480.9 658 470.5 758 4633.8 807 463.5 829 462.7 853 461.0 879 459.7 897 459.6 943 459.5 979 459.8 990 459.7 1000 460.5 1100 460.5 1125 457.2 1125 454.9 1136 459.0 1136 459.0 1137 454.9 1137 450.0 1145 442.2 1160 439.7 1177 459.0 1177 459.0 1179 439.7 1179 441.1 1222 459.0 1222 459.0 1224 441.1 1224 441.6 1230 446.4 1240 450.1 1248 459.0 1248 459.0 1249 450.1 1249 456.2 1270 457.4 1272 460.5 1272 460.5 1300 460.2 1400 460.2 1461 460.2 1500 460.8 1600 462.5 1700 464.6 1800 466.4 1900 469.1 2000 0 0 4.1 1125 1272 15470 30 30 30 1 0 0 4.1 1470 1780 15520 18 1527 1608 50 50 50 480.9 1000 475.0 1100 470.5 1200 463.8 1249 459.1 1258 458.3 1271 462.7 1295 462.7 1300 460.5 1326 459.7 1344 453.6 1527 441.3 1560 441.8 158.5 455.6 1608 455.2 1700 460.0 2230 470.0 2400 475.0 2600 0 0 4.1 1321 1450 PROFILE SECTION I - SURVEY SECTION 9 ST. LOUIS SOUTHWESTERN R.R. 15600 40 1321 1450 50 100 80 6 1321 462.7 459.4 1333 462.6 459.4 1349 462.7 457.4 1410 462.5 457.4 1423 462.2 459.4 1450 461.7 459.4 462.7 1000 462.6 1100 462.6 1200 462.8 1300 462.7 1321 455.0 1321 448.4 1333 459.4 1333 459.4 1334 448.4 1334 442.4 1349 457.4 1349 457.4 1350 442.4 1350 442.3 1378 457.4 1378 457.4 1379 442.3 1379 441.6 1392 445.5 1400 446.0 1410 457.4 1410 457.4 1411 446.0 1411 449.0 1423 459.4 1423 459.4 1424 449.0 1424 452.6 1437 459.4 1437 459.4 1438 452.6 1438 456.4 1450 461.7 1450 462.9 1500 463.4 1600 463.8 1700 464.2 1800 464.8 1900 465.4 2000 18APR07 08:21:42 PAGE 4 ET 0 0 4.1 1321 1450 X1 15610 10 10 10 X2 1 ET 0 0 4.1 1470 2160 X1 15660 12 1518 1579 50 50 50 GR 480.9 1000 475.0 1100 470.5 1200 463.8 1249 460.0 1400 GR 455.2 1518 441.8 1534 441.7 1560 455.0 1579 456.1 2200 GR 455.3 2216 465.4 2246 ET 0 0 4.1 1560 1980 PROFILE SECTION J - SURVEY SECTION 10 X1 16480 24 1634 1722 900 100 820 GR 485.5 1000 480.4 1100 473.9 1200 466.5 1300 458.7 1400 GR 456.3 1500 454.9 1600 457.1 1634 445.0 1665 442.7 1683 GR 443.8 1-700 457.2 1777 455.9 1800 455.6 1900 455.6 2000 GR 456.1 2100 455.3 2116 465.4 2146 465.4 2151 464.0 2170 GR 463.5 2200 465.0 2261 468.6 2300 469.2 2322 NC .075 .075 .05 QT 2 11800 11800 ET 0 0 4.1 1270 1690 X1 17600 14 1535 1610 1160 1000 1120 GR 480.0 950 470.0 980 460.0 1140 459.0 1410 458.7 1520 GR 457.5 1535 445.8 1561 445.0 1572 446.0 1590 459.5 1610 GR 459.6 1710 460.8 1820 461.5 1870 471.4 1900 ET 0 0 4.1 1600 1868 PROFILE SECTION K - SURVEY SECTION 11 X1 18500 32 1805 1868 1000 900 900 GR 482.6 1100 478.3 1200 469.2 1300 465.2 1372 463.3 1376 GR 467.3 1384 466.8 1400 466.5 1416 463.4 1434 463.6 1500 GR 462.3 1600 461.6 1700 462.4 1805 447.5 1830 446.8 1841 GR 448.1 1853 462.0 1868 462.3 1900 463.1 2000 467.3 2100 GR 472.3 2133 473.2 2134 472.7 2140 470.7 2157 475.6 2185 GR 476.4 2200 477.0 2250 478.2 2263 478.6 2284 477.7 2300 GR 476.2 2321 478.3 2349 ET 0 0 4.1 1700 1820 PROFILE SECTION L - SURVEY SECTION 12 MOORE ROAD X1 18570 27 1700 1820 70 70 70 BT 2 1700 467.1 464.0 1820 467.1 464.0 GR 467.1 1400 466.3 1500 466.6 1600 467.1 1700 464.0 1700 GR 461.2 1705 455.9 1731 449.7 1741 464.0 1741 464.0 1743 GR 449.7 1743 447.7 1754 - 449.1 1769 455.7 1780 464.0 1780 GR 464.0 1782 455.7 1782 456.0 1787 460.2 1802 462.2 1818 GR 464.0 1820 467.1 1820 468.3 1900 471.6 2000 473.9 2078 GR 473.7 2100 477.1 2200 PAGE 5 18APR07 08:21:42 ET 0 0 4.1 1700 1820 X1 18600 30 30 30 .1 1 X2 ET 0 0 4.1 1520 1935 X1 18650 32 1805 1868 50 - 50 50 •7 GR 482.6 1100 478.3 1200 469.2 1300 465.2 1372 463.3 1376 GR 467.3 1384 466.8 1400 466.5 1416 463.4 1434 463.6 1500 GR 462.3 1600 461.6 1700 462.4 1805 447.5 1830 446.8 1841 GR 448.1 1853 462.0 1868 462.3 1900 463.1 2000 467.3 2100 GR 472.3 2133 473.2 2134 472.7 2140 470.7 2157 475.6 2185 GR 476.4 2200 477.0 2250 478.2 2263 478.6 2284 477.7 2300 GR 476.2 2321 478.3 2349 ET 0 0 4.1 1330 1579 PROFILE SECTION M - SURVEY ,SECTION 13 X1 20540 24 1508 1579 1500 1300 1890 GR 476.4 1000 473.7 1100 469.0 1200 469.4 1300 468.3 1400 GR 469.7 1508 452.8 1529 452.6 1552 468.4 1579 469.5 1600 GR 470.2 1691 480.4 1733 481.0 1747 481.5 1750 481.0 1763 GR 479.4 1770 474.0 1800 479.6 1843 480.0 1900 483.2 1930 GR 483.8 1948 483.3 1961 482.0 1982 485.1 2000 NC .08 .08 .045 ET 0 0 4.1 1250 1447 PROFILE SECTION N - SURVEY SECTION 14 X1 22600 16 1397 1447 1800 2060 2060 GR 487.7 1000 485.2 1100 478.6 1200 474.3 1233 472.4 1300 GR 473.0 1397 458.6 1412 459.0 1425 461.5 1435 474.7 1447 GR 475.6 1500 479.3 1600 485.1 1700 490.2 1800 497.3 1900 GR 502.2 2000 ET 0 0 4.1 1878 2083 PROFILE SECTION 0 - SURVEY SECTION 15 X1 25370 23 1900 1973 2100 2500 2770 -0.1 GR 509.2 1000 509.0 1100 507.6 1200 505.4 1300 502.5 1400 GR 498.6 1500 497.5 1516 492.7 1700 490.3 1800 489.3 1828 GR 481.5 1865 479.7 1900 469.5 1945 469.4 1952 470.1 1959 GR 479.4 1973 484.4 2012 483.7 2100 485.9 2200 488.7 2300 GR 491.1 2400 494.0 2500 497.3 2600 PT 0 0 4.1 1700 1820 PROFILE SECTION P - SURVEY SECTION 16 DENTON TAP ROAD X1 25470 31 1700 1820 100 100 100 -0.1 BT 2 1700 487.0 485.0 1820 486.8 485.0 GR 497.9 1000 496.4 1100 495.2 1200 493.4 1300 491.8 1400 GR 489.6 1500 487.9 1600 487.0 1700 483.2 1700 473.7 1728 GR 485.0 1728 485.0 1732 472.9 1732 471.2 1744 471.1 1753 GR 469.0 1760 468.7 1773 469.1 1777 474.5 1780 485.0 1780 GR 485.0 1782 475.0 1782 475.4 1796 481.6 1820 486.8 1820 GR 486.9 1900 488.3 2000 490.5 2100 493.0 2200 493.7 2234 GR 495.4 2300 18APR07 08:21:42 ET 0 0 4.1 1700 1820 508.8 X1 25500 1600 .1 1628 30 30 X2 1400 490.3 1800 489.3 1828 469.4 ET 0 0 4.1 1850 2065 2300 X1 25550 23 1900 1973 50 - 50 GR 509.2 1000 509.0 1100 507.6 1200 GR 498.6 1500 497.5 1516 492.7 1700 GR 481.5 1865 479.7 1900 469.5 1945 GR 479.4 1973 484.4 2012 483.7 2100 GR 491.1 2400 494.0 2500 497.3 2600 NC .07 .075 .045 QT 2 11900 11900 ET 0 0 4.1 1740 1836 PROFILE SECTION Q _ SURVEY SECTION 17 X1 26880 23 1750 1826 1250 1500 GR 508.1 1000 508.4 1100 508.1 1200 GR 508.6 1500 507.4 1508 507.2 1528 GR 493.5 1700 484.8 1750 473.0 1762 GR 486.7 1826 490.3 1900 491.6 2000 GR 497.2 2300 500.2 2400 504.1 2500 NC .065 .07 .045 QT 2 10500 10500 ET 0 0 4.1 1585 2000 PROFILE SECTION R - SURVEY SECTION 17A X1 27400 32 1926 1992 750 250 GR 509.5 1000 506.7 1100 503.0 1200 GR 495.1 1422 492.3 1443 491.4 1500 GR 491.6 1713 492.2 1731 492.0 1746 GR 493.2 1926 476.6 1955 474.6 1960 GR 477.7 1978 479.3 1988 487.4 1992 GR 499.1 2100 499.0 2200 502.2 2300 GR 506.8 2600 508.4 2700 ET 0 0 4.1 1615 2078 PROFILE SECTION S - SURVEY SECTION 17B BETHEL ROAD X1 27540 36 1950 2078 140 140 BT 2 1950 496.8 495.0 2078 499.4 GR 509.7 1000 506.7 1100 503.0 1200 GR 494.0 1500 492.7 1600 492.7 1700 GR 496.0 1900 496.4 1918 496.8 1950 GR 484.3 1992 496.8 1992 496.8 1994 GR 475.0 2020 475.4 2027 480.9 2034 GR 481.9 2036 498.2 2063 498.5 2078 GR 501.4 2200 502.8 2300 504.3 2400 GR 506.5 2700 PAGE 6 30 .1 1 1300 508.8 1400 50 1600 .1 1628 505.4 1300 502.5 1400 490.3 1800 489.3 1828 469.4 1952 470.1 1959 485.9 2200 488.7 2300 1330 508.5 1300 508.8 1400 504.1 1600 501.8 1628 472.9 1777 479.0 1800 493.0 2100 494.7 2200 520 498.8 1300 497.0 1400 489.0 1600 491.5 1700 493.3 1800 493.0 1900 473.9 1965 474.4 1970 489.2 2000 495.2 2026 504.8 2400 506.2 2500 140 498.5 499.2 1300 496.1 1400 492.9 1731 493.9 1800 491.7 1950 486.1 1990 480.6 1994 477.8 2002 498.0 2034 498.0 2036 499.4 2078 500.2 2108 505.7 2500 506.8 2600 1BAPR07 08:21:42 .PAGE 7 ET 0 0 4.1 1610 2078 X1 27570 30 30 30 .2 X2 1 ET 0 0 4.1 1560 1992 X1 27620 32 1926 1992 50 50 50 1.6 OR 509.5 1000 506.7 1100 503.0 1200 498.8 1300 497.0 1400 OR - 495.1 1422 492.3 1443 491.4 1500 489.0 1600 491.5 1700 OR 491.6 1713 492.2 1731 492.0 1746 493.3 1800 493.0 1900 OR 493.2 1926 476.6 1955 474.6 1960 473.9 1965 474.4 1970 OR 477.7 1978 479.3 1988 487.4 1992 489.2 2000 495.2 2026 OR 499.1 2100 499.0 2200 502.2 2300 504.8 2400 506.2 2500 OR 506.8 2600 508.4 2700 NC .065 .065 .045 ET 0 0 4.1 2100 2222 PROFILE SECTION T - SURVEY SECTION 19 X1 30130 20 2180 2222 1600 2000 2510 -0•1 OR 512.8 1500 513.0 1600 512.1 1700 510.0 1800 506.3 1900 OR 501.8 2000 500.8 2066 495.7 2100 492.4 2180 484.5 2200 OR 483.8 2207 484.8 2212 502.0 2222 504.4 2300 507.1 2400 OR 510.9 2500 511.4 2600 512.2 2700 512.5 2800 513.1 2900 ET 0 0 4.1 2138 2263 PROFILE SECTION U - SURVEY SECTION 20 ST.LOUIS- SOUTHWESTERN R.R. X1 30190 58 2138 2263 60 60 60 BT 2 2138 513.3 510.2 2263 513.4 510.4 OR 517.3 1000 516.9 1100 516.5 1200 516.2 1300 515.8 1400 OR 515.3 1500 515.0 1600 514.6 1700 514.2 1800 513.7 1900 OR 513.4 2000 513.2 2100 513.3 2138 510.2 2138 503.9 2153 OR 510.4 2153 510.4 2154 502.0 2154 494.1 2166 510.4 2166 OR 510.4 2167 494.1 2167 492.5 2173 491.5 2180 510.4 2180 OR 510.4 2181 491.5 2181 487.2 2194 510.4 2194 510.4 2195 OR 487.2 2195 486.8 2207 510.4 2207 510.4 2208 486.8 2208 OR 487.1 2221 510.4 2221 510.4 2222 487.1 2222 494.5 2234 OR 510.4 2234 510.4 2235 494.5 2235 500.2 2248 510.4 2248 OR 510.4 2249 500.2 2249 507.2 2260 510.4 2263 513.4 2263 OR 513.7 2400 514.0 2500 514.4 2600 514.5 2700 514.7 2800 OR 515.1 2900 515.4 3000 515.6 3100 ET 0 0 4.1 2138 2263 X1 30200 10 10 10 X2 1 ET 0 0 4.1 2095 2222 X1 30250 20 2180 2222 50 50 50 OR 512.8 1500 513.0 1600 512.1 1700 510.0 1800 506.3 1900 OR 501.8 2000 500.8 2066 495.7 2100 492.4 2180 484.5 2200 OR 483.8 2207 484.8 2212 502.0 2222 504.4 2300 507.1 2400 OR 510.9 2500 511.4 2600 512.2 2700 512.5 2800 513.1 2900, 18APR07 08:21:42 PAGE 8 ET 0 0 4.1 1690 1920 X1 31310 19 1863 1920 750 500 1060 -0.4 GR 515.3 1000 515.3 1100 512.0 1200 507.5 1400 506.5 1500 GR 504.7 1600 504.7 1700 501.8 1766 497.3 1800 491.1 1863 GR 488.2 1869 488.3 1876 509.6 1920 511.4 2000 513.2 2100 GR 514.8 2200 515.8 2300 516.4 2400 516.8 2500 ET 0 0 4.1 1795 1915 PROFILE SECTION V - SURVEY SECTION 21 COPPELL ROAD X1 31480 33 1795 1915 170 170 170 BT 2 1795 509.1 506.1 1915 509.1 506.1 GR 517.3 1000 516.7 1100 515.3 1200 512.9 1300 510.3 1400 GR 508.5 1500 508.1 1600 508.4 1700 509.1 1795 504.5 1797 GR 495.2 1816 493.3 1826 506.1 1826 506.1 1829 493.3 1829 GR 488.7 1845 488.0 1849 491.1 1884 506.1 1884 506.1 1887 GR 491.1 1oo, 494.6 1080 505.6 1017 505,9 1915 509.1 1915 GR 511.1 2000 513.1 2100 514.9 2200 516.1 2300 516.6 2400 GR 517.1 2500 517.1 2600 516.8 2700 ET 0 0 4.1 1795 1915 X1 31500 20 20 20 X2 1 ET 0 0 4.1 1630 1920 PROFILE SECTION W - SURVEY SECTION 22 X1 31550 19 1863 1920 50 50 50 GR 515.3 1000 515.3 1100 512.0 1200 507.5 1400 506.5 1500 GR 504.7 1600 504.7 1700 501.8 1766 497.3 1800 491.1 1863 GR 488.2 1869 488.3 1876 509.6 1920 511.4 2000 513.2 2100 GR 514.8 2200 515.8 2300 516.4 2400 516.8 2500 NC .065 .06 .045 .1 .3 ET 0 0 4.1 1586 1780 PROFILE SECTION X - SURVEY SECTION 23 X1 34730 22 1586 1628 2000 2300 3180 GR 518.9 1000 519.2 1100 519.5 1200 519.3 1300 519.3 1400 GR 518.3 1500 517.7 1547 508.9 1586 500.2 1596 499.0 1606 GR 500.5 1608 507.9 1628 508.1 1700 510.3 1800 512.9 1900 GR 513.7 2000 515.8 2100 518.6 2200 521.0 2300 522.7 2400 GR 523.8 2500 525.2 2600 QT 2 11200 11200 ET 0 0 4.1 2050 2350 - PROFILE SECTION Y - SURVEY SECTION 24 X1 37100 25 2227 2238 1250 1650 2370 GR 521.6 1700 521.5 1730 521.4 1760 521.3 1800 521.9 1865 GR 522.2 1889 521.5 1900 519.3 2000 515.9 2100 510.4 2227 GR 506.9 2229 506.3 2236 508.7 2238 512.6 2300 517.9 2352 GR 519.1 2400 521.0 2500 522.0 2600 520.4 2700 520.2 2800 GR 521.5 2900 522.2 3000 523.4 3100 524.0 3200 523.9 3300 18APR07 08:21:42 PAGE 9 ET 0 0 4.1 2525 2925 180' DS. W. BOUND I.H.635 X1 38200 13 2750 2775 1150 1000 1100 -0.2 GR 546.0 500 529.0 975 525.0 1425 523.0 2400 515.0 2580 GR 515 2750 511 2760 515 2775 515 2950 522 3050 GR 526 3650 530 4850 532 5500 ET 0 0 4.1 2660 3500 DS FACE W BOUND I.H.635 X1 38380 15 2740 2784 180 180 180 .4 X3 10 514.4 514.4 GR 559.4 548.5 300 531.5 1400 525.8 2630 515.0 2670 GR 514.0 2740 511.0 2752 511.0 2772 514.0 2784 515.0 2860 GR 524.7 2890 521.2 3800 521.2 4200 526.0 5400 534.3 5500 SB 1.05 1.2 2.5 105 4 3920 7.5 511.0 511. ET 0 0 4.1 2660 3400 U.S.FACE W. BOOU14D !H 635 X1 38420 40 40 40 .1 X2 1 528.7 532.8 X3 10 514.5 514.5 BT 6 559.5 300 556.5 1400 539.5 BT 3800 529.2 4200 529.2 5500 534.3 ET 0 0 4.1 2670 2870 VALLEY SECT BTWN BRIDGES X1 38500 80 80 80 .3 ET 0 0 4.1 2670 2870 DS FACE E BOUND I.H.635 X1 38580 80 80 80 .4 X3 10 515.2 515.2 SB 1.05 1.2 2.5 105 4 3920 7.5 512.2 512.2 CT 0 0 4.1 2650 3390 US FACE E BOUND I.H.635 X1 38620 40 40 40 .1 X2 1 528.7 532.8 X3 10 515.3 515.3 BT 6 559.5 300 556.5 1400 539.5 BT 3800 529.2 4200 529.2 5500 534.3 ET 0 0 4.1 2675 2865 50' US E BOUND I.H.635 X1 38670 50 50 50 .1 ET 0 0 4.1 1592 1995 PROFILE SECTION Z - SURVEY SECTION 25 X1 39720 23 1713 1726 25 750 1050 GR 526.5 1000 526.3 1100 526.2 1200 525.9 1300 525.7 1400 GR 525.7 1500 519.5 1600 519.3 1700 519.0 1713 517.1 1715 GR 517.0 1723 518.8 1726 521.4 1800 522.4 1900 522.5 2000 GR 524.4 2100 526.0 2200 526.4 2300 526.7 2400 526.9 2500 PAGE 10 1460 525 2264 523 2420 521.2 2552 522 2612 529 2944 530 3096 770 18APR07 08:21:42 537.0 300 536.0 GR 527.3 2600 528.0 2700 528.6 2800 QT 2 7900 7900 525.8 1900 530.2 ET 0 0 4.1 2010 2610 X1 41180 16 2536 2552 1300 1600 GR 532 430 527.5 1000 528.2 1740 GR 521.2 2536 519.4 2542 519.4 2546 GR 525 2754 526 2759 528 2781 GR 530.5 3444 2500 540.0 3800 550.0 ET 0 0 4.1 1435 1945 100' DS RADIO RD X1 41950 29 1791 1810 770 770 GR 540.0 539.0 100 538.0 200 GR 529.5 1000 529.4 1100 529.4 1200 GR 529.4 1500 529.7 1600 527.9 1700 GR 521.7 1797 520.7 1800 521.7 1808 GR 528.2 2000 529.7 2100 529.8 2200 GR 530.6 2500 530.8 2600 540.0 3700 ET 0 0 4.1 1362 1970 DS FACE RADIO RD, PROFILE SECTION AA - SURVEY SECTION 26 X1. 42050 35 1788 1834 100 100 BT 2 1763 529.7 528.6 1842 529.8 GR 540.0 538.0 200 536.0 400 GR 530.2 1000 530.1 1100 530.3 1200 GR 529.8 1500 529.6 1600 529.7 1700 GR 523.5 1771 522.3 1788 521.0 1793 GR 523.0 1834 527.0 1842 529.8 1842 GR 529.9 2100 530.7 2200 531.1 2300 GR 531.8 2600 532.1 2700 532.5 2800 ET 0 0 4.1 1390 1960 US FACE RADIO RD SECT #26 X1 42090 40 40 X2 ET 0 0 4.1 1200 2210 PROFILE SECTION BB - SURVEY SECTION 27 X1 42170 28 1791 1810 80 80 GR 540 539.0 100 538.0 200 GR 529.5 1000 529.4 1100 529.4 1200 GR 529.4 1500 529.7 1600 527.9 1700 GR 521.7 1797 520.7 1800 521.7 1808 GR 528.2 2000 529.7 2100 529.8 2200 GR 530.6 2500 530.8 2600 540.0 3800 ET 0 0 4.1 1620 2200 PROFILE SECTION CC - SURVEY SECTION 28 X1 44200 32 1740 1786 1800 1300 GR 550.0 600 548.0 650 546.0 700 GR 535.9 1000 535.2 1100 534.3 1200 GR 533.2 1500 530.8 1600 528.8 1644 GR 524.9 1757 525.4 1768 531.9 1786 PAGE 10 1460 525 2264 523 2420 521.2 2552 522 2612 529 2944 530 3096 770 0.1 537.0 300 536.0 400 528.6 1300 529.4 1400 524.5 1713 522.0 1791 522.5 1810 525.8 1900 530.2 2300 530.4 2400 550.0 4400 100 528.6 534.0 600 532.0 800 530.1 1300 530.0 1400 529.7 1763 527.1 1763 521.5 1819 522.1 1826 529.5 1900 529.3 2000 531.2 2400 531.5 2500 540.0 3800 550.0 4500 40 1 80 537.0 300 536.0 400 528.6 1300 529.4 1400 524.5 1713 522.0 1791 522.5 1810 525.8 1900 530.2 2300 530.4 2500 2030 544.0 750 542.0 800 534.1 1300 533.8 1400 527.7 1700 526.8 1740 531.9 1800 532.2 1900 18APR07 08:21:42 GR 532.3 2000 532.6 2100 532.5 2200 532.0 GR 531.8 2500 532.3 2600 532.5 2700 532.9 GR 533.5 3000 550.0 3500 2200 545.7 2300 ET 4.1 1774 2404 PROFILE SECTION DD - SURVEY SECTION 29 X1 45820 26 2160 2187 1400 1000 1620 GR 541.7 1000 540.7 1100 539.6 1200 538.8 GR 538.2 1500 538.8 1548 538.7 1562 537.8 GR 538.2 1800 537.8 1900 538.2 2000 538.4 GR 533.0 2160 531.8 2182 531.8 2185 533.1 GR 537.2 2300 537.3 2400 537.5 2500 538.6 GR 540.0 2800 ET 0 0 4.1 1980 2400 PROFILE SECTION EE - SURVEY SECTION 30 X1 47450 26 2349 2369 1250 1350 1630 GR 545.7 1000 544.9 1100 544.3 1200 543.6 GR 542.5 1500 542.1 1600 541.7 1700 541.1 GR 540.8 2000 541.2 2100 541.6 2166 541.6 GR 540.3 2269 536.9 2300 535.8 2349 532.1 GR 536.8 2400 542.0 2475 541.6 2500 542.5 GR 544.6 2800 ET 0 0 4.1 990 1591 100'DS COUNTY LINE RD X1 47540 35 1511 1591 10 200 90 GR 544.3 50 543.6 150 542.8 250 542.5 GR 541.7 550 541.1 650 541.0 750 540.8 GR 541.3 1100 541.3 1200 541.2 1300 541.7 GR 541.8 1511 538.6 1511 531.0 1525 530.7 GR 534.5 1542 534.9 1544 535.3 1565 536.4 GR 541.7 1591 541.4 1600 541.6 1700 541.4 GR 543.0 2000 542.8 2012 542.4 2100 544.0 ET 0 0 4.1 645 1755 qS FACE COUNTY LINE RD, PROFILE SECTION FF - SURVEY SECTION 31 X1 47640 41 1511 1591 100 100 100 BT 2 1511 541.8 540.4 1591 541.7 540.4 GR 544.3 50 543.6 150 542.8 250 542.5 GR 541.7 550 541.1 650 541.0 750 540.8 GR 541.3 1100 541.3 1200 541.2 1300 541.7 GR 541.8 1511 538.6 1511 531.0 1525 530.7 GR 540.4 1535 540.4 1537 534.0 1537 534.5 GR 535.3 1565 540.4 1565 540.4 1567 535.3 GR 538.4 1591 541.7 1591 541.4 1600 541.6 GR 541.5 1900 543.0 2000 542.8 2012 542.4 GR 545.7 2300 2300 532.2 2800 533.3 PAGE 11 2400 2900 1300 538.6 1400 1600 537.7 1700 2000 533.4 2094 2187 533.7 2200 2600 539.2 2700 1300 542.8 1400 1800 541.0 1900 2182 541.4 2200 2363 535.4 2369 2600 543.5 2700 350 +.5 450 350 542.1 450 850 541.2 950 1400 541.7 1500 1529 534.0 1535 1584 538.4 1591 1800 541.5 1900 2200 545.7 2300 350 542.1 450 850 541.2 950 1400 541.7 1500 1529 534.0 1535 1542 534.9 1544 1567 536.4 1584 1700 541.4 1800 2100 544.0 2200 18APR07 08:21:42 ET 0 0 4.1 684 1702 542.5 350 US FACE COUNTY LINE RD SECT #31 750 Xi 47670 541.2 950 1300 30 X2 541.7 1500 1525 530.7 1529 ET 0 0 4.1 750 1622 1591 1700 50'US COUNTY LINE RD 541.5 1900 X1 47720 35 1511 1591 50 GR 544.3 50 543.6 150 542.8 GR 541.7 550 541.1 650 541.0 GR 541.3 1100 541.3 1200 541.2 GR 541.8 1511 538.6 1511 531.0 GR 534.5 1542 534.9 1544 535.3 GR 541.7 1591 541.4 1600 541.6 GR 543.0 2000 542.8 2012 542.4 ET 0 0 4.1 2130 2370 - PROFILE SECTION GG - SURVEY SECTION 32 X1 48350 25 2130 2300 600 GR 549.5 1000 546.9 1100 546.8 GR 544.1 1500 544.5 1600 544.1 GR 543.9 2000 544.2 2100 543.4 GR 537.7 2257 539.1 2300 539.6 GR 544.1 2500 544.5 2600 545.9 PAGE 12 30 30 1 50 50 .3 250 542.5 350 542.1 450 750 540.8 850 541.2 950 1300 541.7 1400 541.7 1500 1525 530.7 1529 534.0 1535 1565 536.4 1584 538.4 1591 1700 541.4 1800 541.5 1900 2100 544.0 2200 545.7 2300 300 630 1200 545.7 1300 544.9 1400 1700 544.2 1800 544.0 1900 2130 537.9 2154 535.4 2200 2400 539.6 2423 543.2 2451 2700 546.6 2800 547.7 2900 18APR07 08:21:42 T1 GRAPEVINE CREEK COPPELL,DALLAS COUNTY,TEXAS T2 FLOODWAY DETERMINATION ENCROACHMENT T3 GRAPEVINE CREEK 100 YEAR FREQUENCY J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL 3 -1 435.99 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM 15 0 -1 FQ ITRACE PAGE 13 PAGE 14 18APR07 08:21:42 THIS RUN EXECUTED 18APR07 08:21:42 ++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ HEC -2 WATER SURFACE PROFILES Version 4.6.2; May 1991 ++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ NOTE - ASTERISK ( *) AT LEFT OF CROSS - SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST GRAPEVINE CREEK 100 YE SUMMARY PRINTOUT TABLE 110 SECNO CWSEL DIFKWS EG TOPWID QLOB QCH QROB PERENC STENCL STCHL STCHR STENCR 2500.000 435.31 .00 435.38 5500.98 6028.55 2131.07 1540.38 .00 .00 11278.00 11344.00 .00 2500.000 435.99 .68 436.08 2130.00 4573.21 2418.22 2708.57 2130.00 10050.00 11278.00 11344.00 12180.00 * 4930.000 436.92 .00 436.95 3687.68 8553.97 1131.39 14.63 .00 .00 9500.00 9564.00 .00 * 4930.000 437.70 .78 437.74 1714.00 8362.10 1337.90 .00 1714.00 7850.00 9500.00 9564.00 9564.00 5030.000 436.97 .00 436.99 4588.32 8841.70 365.49 492.81 .00 .00 9520.00 9540.00 .00 5030.000 437.75 .78 437.80 1690.00 9226.62 473.38 .00 1690.00 7850.00 9520.00 9540.00 9540.00 5070.000 437.00 .00 437.02 4549.17 8852.56 389.22 458.21 .00 .00 9520.00 9540.00 .00 5070.000 437.78 .79 437.83 1690.00 9208.00 492.00 .00 1690.00 7850.00 9520.00 9540.00 9540.00 5150.000 437.04 .00 437.06 3681.13 8517.10 1168.95 13.95 .00 .00 9500.00 9564.00 .00 * 5150.000 437.84 .80 437.88 1814.00 8396.41 1303.59 .00 1814.00 7750.00 9500.00 9564.00 9564.00 * 8950.000 439.77 .00 439.82 2411.23 3682.36 1274.43 4743.21 .00 .00 2276.00 2348.00 .00 * 8950.000 440.52 .76 440.61 1359.00 3542.87 1604.89 4552.23 1359.00 1660.00 2276.00 2348.00 3019.00 * 11300.000 444.90 .00 445.20 1117.12 6025.60 3217.12 457.28 .00 .00 1986.00 2062.00 .00 * 11300.000 445.75 .85 446.11 830.00 5625.40 3849.68 224.93 830.00 1250.00 1986.00 2062.00 2080.00 * 14170.000 453.92 .00 454.27 722.45 2452.86 4500.40 4046.74 .00 .00 1782.00 1847.00 .00 * 14170.000 454.68 .76 4.55.10 470.00 2109.59 5041.10 3849.31 470.00 1600.00 1782.00 1847.00 2070.00 15350.000 457.53 .00 458.37 597.40 342.72 6744.94 3912.34 .00 .00 1527.00 1588.00 .00 15350.000 458.16 .63 459.02 350.00 225.53 7012.18 3762.29 350.00 1500.00 1527.00 1588.00 1850.00 15440.000 458.27 .00 458.88 141.00 .00 11000.00 .00 .00 .00 1125.00 1272.00 .00 15440.000 459.08 .81 459.63 147.00 .00 11000.00 .00 147.00 1125.00 1125.00 1272.00 1272.00 15470.000 458.38 .00 458.98 141.00 .00 11000.00 .00 .00 .00 1125.00 1272.00 .00 15470.000 459.23 .85 459.78 147.00 .00 11000.00 .00 147.00 1125.00 1125.00 1272.00 1272.00 1BAPR07 08:21:42 PAGE 15 SECNO CWSEL DIFKWS EG TOPWID QLOB QCH QROB PERENC STENCL STCHL STCHR STENCR 15520.000 458.29 .00 459.25 654.68 717.86 8748.64 1533.50 .00 .00 1527.00 1608.00 .00 * 15520.000 459.23 .95 460.03 310.00 766.23 8581.65 1652.13 310.00 1470.00 1527.00 1608.00 1780.00 * 15600.000 458.76 .00 459.70 126.00 .00 11000.00 .00 .00 .00 1321.00 1450.00 .00 * 15600.000 459.54 .78 460.45 129.00 .00 11000.00 .00 129.00 1321.00 1321.00 1450.00 1450.00 15610.000 458.87 .00 459.81 126.00 .00 11000.00 .00 .00 .00 1321.00 1450.00 .00 15610.000 459.66 .79 460.57 129.00 .00 11000.00 .00 129.00 1321.00 1321.00 1450.00 1450.00 * 15660.000 459.73 .00 460.02 822.69 346.46 5124.33 5529.21 .00 .00 1518.00 1579.00 .00 * 15660.000 460.53 .80 460.76 690.00 364.04 4827.25 5808.71 690.00 1470.00 1518.00 1579.00 2160.00 16480.000 460.45 .00 460.69 753.73 1731.99 5679.22 3588.79 .00 .00 1634.00 1722.00 .00 16480.000 461.07 .62 461.45 420.00 972.50 6910.43 3117.06 420.00 1560.00 1634.00 1722.00 1980.00 * 17600.000 462.06 .00 462.92 764.69 2592.02 8265.54 942.45 .00 .00 1535.00 1610.00 .00 17600.000 462.95 .89 463.76 420.00 2714.11 8452.70 633.20 420.00 1270.00 1535.00 1610.00 1690.00 18500.000 465.38 .00 466.38 642.96 2801.11 7980.13 1018.76 .00 .00 1805.00 1868.00 .00 18500.000 465.93 .56 467.27 268.00 2768.42 9031.58 .00 268.00 1600.00 1805.00 1868.00 1868.00 * 18570.000 465.08 .00 467.39 120.00 .00 11800.00 .00 .00 .00 1700.00 1820.00 .00 * 18570.000 465.96 .88 468.27 120.00 .00 11800.00 .00 120.00 1700.00 1700.00 1820.00 1820.00 18600.000 466.07 .00 468.38 120.00 .00 11800.00 .00 .00 .00 1700.00 1820.00 .00 18600.000 466.94 .88 469.26 120.00 .00 11800.00 .00 120.00 1700.00 1700.00 1820.00 1820.00 * 18650.000 468.46 .00 468.75 777.12 4278.01 5768.86 1753.13 .00 .00 1805.00 1868.00 .00 * 18650.000 469.26 .80 469.63 415.00 4380.78 6456.02 963.20 415.00 1520.00 1805.00 1868.00 1935.00 * 20540.000 471.40 .00 472.73 546.85 1837.51 9584.85 377.64 .00 .00 1508.00 1579.00 .00 * 20540.000 472.35 .95 473.67 249.00 1795.54 10004.46 .00 249.00 1330.00 1508.00 1579.00 1579.00 22600.000 479.02 .00 480.01 398.73 3491.79 7570.73 737.48 .00 .00 1397.00 1447.00 .00 22600.000 479.80 .78 480.88 197.00 3782.82 8017.18 .00 197.00 1250.00 1397.00 1447.00 1447.00 25370.000 486.74 .00 487.97 394.20 895.27 9478.55 1426.19 .00 .00 1900.00 1973.00 .00 25370.000 487.52 .78 488.82 205.00 506.43 10043.97 1249.60 205.00 1878.00 1900.00 1973.00 2083.00 * 25470.000 487.25 .00 488.65 270.62 5.45 11722.58 71.97 .00 .00 1700.00 1820.00 .00 * 25470.000 488.18 .94 489.39 120.00 .00 11800.00 .00 120.00 1700.00 1700.00 1820.00 1820.00 25500.000 488.08 .00 489.18 394.88 103.03 11369.09 327.88 .00 .00 1700.00 1820.00 .00 25500.000 488.72 .63 489.81 120.00 .00 11800.00 .00 120.00 1700.00 1700.00 1820.00 1820.00 * 25550.000 488.72 .00 489.40 465.79 1039.03 8438.16 2322.81 .00 .00 1900.00 1973.00 .00 * 25550.000 489.16 .44 490.02 215.00 1149.82 9301.36 1348.83 215.00 1850.00 1900.00 1973.00 2065.00 * 26880.000 491.22 .00 493.01 257.79 348.96 11025.84 525.20 .00 .00 1750.00 1826.00 .00 * 26880.000 491.83 .60 493.71 96.00 205.69 11559.22 135.09 96.00 1740.00 1750.00 1826.00 1836.00 18APR07 08:21:42 SECNO CWSEL DIFKWS 27400.000 494.03 .00 27400.000 494.57 .54 * 27540.000 494.23 .00 * 27540.000 495.00 .77 27570.000 494.43 .00 27570.000 495.14 .71 27620.000 494.65 .00 27620.000 495.21 .55 30130.000 502.87 .00 30130.000 503.49 .62 * 30190.000 502.58 .00 * 30190.000 503.52 .94 30200.000 502.87 .00 30200.000 503.73 .86 * 30250.000 504.37 .00 * 30250.000 504.74 .37 31310.000 506.29 .00 31310.000 506.95 .67 * 31480.000 506.53 .00 * 31480.000 507.16 .63 31500.000 506.69 .00 31500.000 507.32 .63 * 31550.000 507.58 .00 * 31550.000 508.18 .60 * 34730.000 513.69 .00 * 34730.000 514.07 .38 * 37100.000 520.74 .00 * 37100.000 521.27 .53 * 38200.000 522.57 .00 38200.000 523.18 .61 * 38380.000 522.55 .00 * 38380.000 523.14 .59 38420.000 522.57 .00 38420.000 523.17 .60 EG TOPWID QLOB QCH QROB 494.83 590.91 495.50 415.00 495.50 429.77 496.01 341.55 495.70 429.24 496.17 343.37 495.96 468.37 496.46 432.00 503.78 279.83 504.57 122.00 504.44 91.75 505.08 93.22 504.63 92.20 505.24 93.55 504.96 356.31 505.54 127.00 506.76 432.40 507.44 225.36 507.54 118.88 508.17 119.15 507.70 118.95 508.33 119.22 507.92 519.70 508.53 287.08 514.79 432.60 515.37 194.00 521.07 714.37 521.66 300.00 522.70 761.13 523.37 400.00 523.14 1124.05 523.84 323.91 523.20 1082.85 523.90 223.72 2742.86 2249.89 736.82 1023.45 732.12 1007.78 1841.92 1932.01 4734.90 4266.14 .00 .00 .00 .00 5149.17 4696.46 6329.09 6261.59 .00 .00 .00 .00 6608.98 6534.16 152.53 .00 5017.68 5139.06 4976.30 5638.89 3001.00 3164.66 3021.73 3163.64 7512.82 244.32 8123.29 126.82 9763.18 .00 9476.55 .00 9767.88 .00 9492.22 .00 8452.60 205.48 8567.99 .00 5752.79 12.31 6233.86 .00 10500.00 .00 10500.00 .00 10500.00 .00 10500.00 .00 5247.72 103.11 5803.55 .00 4170.92 .00 4238.41 .00 10500.00 .00 10500.00 .00 10500.00 .00 10500.00 .00 3891.02 .00 3965.84 .00 5004.18 5343.29 5302.70 5197.30 1177.61 5004.71 1197.64 4863.10 1130.66 5093.05 1342.60 4218.51 4027.50 4171.51 4247.59 3787.75 4078.54 4099.73 4261.20 3775.16 PAGE 16 PERENC STENCL STCHL STCHR STENCR .00 .00 1926.00 1992.00 .00 415.00 1585.00 1926.00 1992.00 2000.00 .00 .00 1950.00 2078.00 .00 463.00 1615.00 1950.00 2078.00 2078.00 .00 .00 1950.00 2078.00 .00 468.00 1610.00 1950.00 2078.00 2078.00 .00 .00 1926.00 1992.00 .00 432.00 1560.00 1926.00 1992.00 1992.00 .00 .00 2180.00 2222.00 .00 122.00 2100.00 2180.00 2222.00 2222.00 .00 .00 2138.00 2263.00 .00 125.00 2138.00 2138.00 2263.00 2263.00 .00 .00 2138.00 2263.00 .00 125.00 2138.00 2138.00 2263.00 2263.00 .00 .00 2180.00 2222.00 .00 127.00 2095.00 2180.00 2222.00 2222.00 .00 .00 1863.00 1920.00 .00 230.00 1690.00 1863.00 1920.00 1920.00 .00 .00 1795.00 1915.00 .00 120.00 1795.00 1795.00 1915.00 1915.00 .00 .00 1795.00 1915.00 .00 120.00 1795.00 1795.00 1915.00 1915.00 .00 .00 1863.00 1920.00 .00 290.00 1630.00 1863.00 1920.00 1920.00 .00 .00 1586.00 1628.00 .00 194.00 1586.00 1586.00 1628.00 1780.00 .00 .00 2227.00 2238.00 .00 300.00 2050.00 2227.00 2238.00 2350.00 .00 .00 2750.00 2775.00 .00 400.00 2525.00 2750.00 2775.00 2925.00 .00 .00 2740.00 2784.00 .00 840.00 2660.00 2740.00 2784.00 3500.00 .00 .00 2740.00 2784.00 .00 740.00 2660.00 2740.00 2784.00 3400.00 18APR07 08:21:42 PAGE 17 SECNO CWSEL DIFKWS EG TOPWID QLOB QCH QROB PERENC STENCL STCHL STCHR STENCR 38500.000 522.84 .00 523.48 1066.45 3029.54 4098.48 4071.98 .00 .00 2740.00 2784.00 .00 38500.000 523.36 .52 524.19 200.00 2880.64 4470.57 3848.79 200.00 2670.00 2740.00 2784.00 2870.00 38580.000 523.09 .00 523.80 987.18 3063.37 4191.36 3945.27 .00 .00 2740.00 2784.00 .00 38580.000 523.63 .54 524.49 200.00 2875.24 4488.50 3836.26 200.00 2670.00 2740.00 2784.00 2870.00 38620.000 523.12 .00 523.86 953.69 3075.59 4228.64 3895.77 .00 .00 2740.00 2784.00 .00 38620.000 523.63 .51 524.49 232.81 3232.64 4261.57 3705.79 740.00 2650.00 2740.00 2784.00 3390.00 38670.000 523.40 .00 524.06 1047.27 3038.33 4121.50 4040.17 .00 .00 2740.00 2784.00 .00 38670.000 523.79 .39 524.73 190.00 2751.69 4621.88 3826.43 190.00 2675.00 2740.00 2784.00 2865.00 39720.000 525.89 .00 526.20 888.22 4684.77 884.11 5631.12 .00 .00 1713.00 1726.00 .00 39720.000 526.62 .73 527.01 403.00 4341.21 971.11 5887.68 403.00 1592.00 1713.00 1726.00 1995.00 * 41180.000 528.68 .00 528.74 2040.37 4629.90 533.34 2736.76 .00 .00 2536.00 2552.00 .00 41180.000 529.56 .88 529.66 600.00 5914.29 680.79 1304.92 600.00 2010.00 2536.00 2552.00 2610.00 * 41950.000 529.67 .00 530.10 1045.90 3052.04 1382.64 3465.32 .00 .00 1791.00 1810.00 .00 41950.000 530.59 .92 530.94 510.00 3323.02 1314.31 3262.67 510.00 1435.00 1791.00 1810.00 1945.00 * 42050.000 530.87 .00 531.47 1317.34 2926.07 3258.23 1715.70 .00 .00 1788.00 1834.00 .00 * 42050.000 531.06 .18 531.94 608.00 3009.92 3740.77 1149.30 608.00 1362.00 1788.00 1834.00 1970.00 * 42090.000 531.71 .00 531.86 1736.90 3729.83 1936.56 2233.61 .00 .00 1788.00 1834.00 .00 * 42090.000 532.14 .44 532.48 570.00 3855.85 2656.47 1387.68 570.00 1390.00 1788.00 1834.00 1960.00 * 42170.000 531.92 .00 531.96 1968.76 3718.93 709.99 3471.07 .00 .00 1791.00 1810.00 .00 * 42170.000 532.55 .63 532.61 1010.00 3699.00 749.54 3451.45 1010.00 1200.00 1791.00 1810.00 2210.00 * 44200.000 533.57 .00 533.89 1563.21 3293.11 2192.15 2414.73 .00 .00 1740.00 1786.00 .00 * 44200.000 534.07 .49 534.59 580.00 3487.45 2688.99 1723.56 580.00 1620.00 1740.00 1786.00 2200.00 45820.000 539.00 .00 539.29 1392.01 3743.38 1417.01 2739.60 .00 .00 2160.00 2187.00 .00 45820.000 539.61 .61 539.92 630.00 3816.31 1443.40 2640.29 630.00 1774.00 2160.00 2187.00 2404.00 * 47450.000 543.33 .00 543.52 1349.50 4517.93 1269.90 2112.16 .00 .00 2349.00 2369.00 .00 47450.000 544.11 .78 544.53 420.00 4959.70 1727.89 1212.41 420.00 1980.00 2349.00 2369.00 2400.00 47540.000 543.39 .00 543.76 1881.11 2900.91 4179.27 819.83 .00 .00 1511.00 1591.00 .00 47540.000 544.20 .81 544.77 601.00 2738.61 5161.39 .00 601.00 990.00 1511.00 1591.00 1591.00 * 47640.000 543.95 .00 543.99 2095.84 4934.23 1258.39 1707.39 .00 .00 1511.00 1591.00 .00 * 47640.000 544.94 1.00 544.99 1110.00 5581.19 1325.25 993.56 1110.00 645.00 1511.00 1591.00 1755.00 47670.000 543.99 .00 544.03 2104.81 4944.13 1236.18 1719.69 .00 .00 1511.00 1591.00 .00 47670.000 544.97 .98 545.03 1018.00 5740.18 1423.64 736.18 1018.00 684.00 1511.00 1591.00 1702.00 47720.000 543.99 .00 544.12 2043.20 3650.28 3029.12 1220.60 .00 .00 1511.00 1591.00 .00 47720.000 544.95 .96 545.11 872.00 4253.98 3486.00 160.02 872.00 750.00 1511.00 1591.00 1622.00 18APR07 08:21:42 PAGE 18 SECNO CWSEL DIFKWS EG TOPWID QLOB QCH QROB PERENC STENCL STCHL STCHR STENCR 48350.000 544.60 .00 544.87 1170.84 180.68 5601.52 2117.80 .00 .00 2130.00 2300.00 .00 48350.000 545.54 .94 545.88 240.00 .00 6582.94 1317.06 240.00 2130.00 2130.00 2300.00 2370.00 18APR07 08:21:42 SUMMARY OF ERRORS AND SPECIAL NOTES WARNING SECNO= 4930.000 WARNING SECNO= 4930.000 WARNING SECNO= 5150.000 WARNING SECNO= 8950.000 WARNING SECNO= 8950.000 WARNING SECNO= 11300.000 WARNING SECNO= 11300.000 WAuNINGSECNO- 14770.000 WARNING SECNO= 14170.000 WARNING SECNO= 15520.000 WARNING SECNO= 15600.000 WARNING SECNO= 15600.000 WARNING SECNO= 15660.000 WARNING SECNO= 15660.000 WARNING SECNO= 17600.000 WARNING SECNO= 18570.000 WARNING SECNO= 18570.000 WARNING SECNO= 18650.000 WARNING SECNO= 18650.000 WARNING SECNO= 20540.000 WARNING SECNO= 20540.000 WARNING SECNO= 25470.000 WARNING SECNO= 25470.000 WARNING SECNO= 25550.000 WARNING SECNO= 25550.000 WARNING SECNO= 26880.000 WARNING SECNO= 26880.000 WARNING SECNO= 27540.000 WARNING SECNO= 27540.000 WARNING SECNO= 30190.000 WARNING SECNO= 30190.000 WARNING SECNO= 30250.000 WARNING SECNO= 30250.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE- 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PAGE 19 18APR07 08:21:42 WARNING SECNO= 31480.000 WARNING SECNO= 31480.000 WARNING SECNO= 31550.000 WARNING SECNO= 31550.000 WARNING SECNO= 34730.000 WARNING SECNO= 34730.000 WARNING SECNO= 37100.000 WARNING SECNO= 37100.000 WARNING SECNO= 38200.000 WARNING SECNO= 38380.000 4)TDN'INC SECNO= 38380.000 WARNING SECNO= 41180.000 WARNING SECNO= 41950.000 WARNING SECNO= 41950.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE� 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 42050.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 42050.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 42050.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 42050.000 PROFILE= 2 CRITICAL DEPTH ASSUMED CAUTION SECNO= 42050.000 PROFILE= 2 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 42050.000 PROFILE= 2 20 TRIALS ATTEMPTED TO BALANCE WSEL WARNING SECNO= 42090.000 WARNING SECNO= 42090.000 WARNING SECNO= 42170.000 WARNING SECNO= 42170.000 WARNING SECNO= 44200.000 WARNING SECNO= 44200.000 WARNING SECNO= 47450.000 WARNING SECNO= 47640.000 WARNING SECNO= 47640.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PAGE 20 18APR07 08:21:42 FLOODWAY DATA, GRAPEVINE CREEK 100 YE PROFILE NO. 2 PAGE 21 - - - - - -- FLOODWAY - - - - - -- WATER SURFACE ELEVATION STATION WIDTH SECTION MEAN WITH WITHOUT DIFFERENCE AREA VELOCITY FLOODWAY FLOODWAY 2500.000 2130. 5218. 1.9 436.0 435.3 .7 4930.000 1714. 7119. 1.4 437.7 436.9 .8 5030.000 1690. 5988. 1.6 437.8 437.0 .8 5070.000 1690. 5862. 1.7 437.8 437.0 .8 5150.000 1814. 7348. 1.3 437.8 437.0 .8 8950.000 1359. 4417. 2.2 440.6 439.8 .8 11300.000 Ain, 24a3, a,n 445.0 ,=A.o 9 14170.000 470. 2511. 4.4 454.7 453.9 .8 15350.000 350. 1983. 5.5 458.1 457.5 .6 15440.000 147. 1847. 6.0 459.1 458.3 .8 15470.000 147. 1847. 6.0 459.3 458.4 - .9 15520.000 310. 1986. 5.5 459.2 458.3 .9 15600.000 129. 1438. 7.6 459.6 458.8 .8 15610.000 129. 1438. 7.6 459.7 458.9 .8 15660.000 690. 4039. 2.7 460.5 459.7 .8 16480.000 420. 2886. 3.8 461.0 460.4 .6 17600.000 420. 2319. 5.1 463.0 462.1 .9 18500.000 268. 1678. 7.0 466.0 465.4 .6 18570.000 120. 966. 12.2 466.0 465.1 .9 18600.000 120. 966. 12.2 467.0 466.1 .9 18650.000 415. 3262. 3.6 469.3 468.5 .8 20540.000 249. 1624. 7.3 472.4 471.4 1.0 22600.000 197. 1841. 6.4 479.8 479.0 .8 25370.000 205. 1649. 7.2 487.5 486.7 .8 25470.000 120. 1342. 8.8 488.1 487.2 .9 25500.000 120. 1405. 8.4 488.7 488.1 .6 25550.000 215. 2047. 5.8 489.1 488.7 .4 26880.000 96. 1147. 10.4 491.8 491.2 .6 27400.000 415. 1900. 5.5 494.5 494.0 .5 27540.000 443. 1530. 6.9 495.0 494.2 .8 27570.000 448. 1519. 6.9 495.1 494.4 .7 27620.000 432. 1561. 6.7 495.3 494.7 .6 30130.000 122. 1399. 7.5 503.5 502.9 .6 30190.000 100. 1047. 10.0 503.5 502.6 .9 30200.000 101. 1067. 9.8 503.8 502.9 .9 30250.000 127. 1584. 6.6 504.8 504.4 .4 31310.000 225. 2006. 5.2 507.0 506.3 .7 31480.000 119. 1301. 8.1 507.1 506.5 .6 31500.000 119. 1301. 8.1 507.3 506.7 .6 31550.000 287. 2404. 4.4 508.2 507.6 .6 34730.000 194. 1309. 8.0 514.1 513.7 .4 37100.000 300. 2379. 4.7 521.2 520.7 .5 PAGE 21 18APR07 08:21:42 FLOODWAY DATA, GRAPEVINE CREEK 100 YE PROFILE NO. 2 - - - - - -- FLOODWAY - - - - - -- WATER SURFACE ELEVATION STATION WIDTH SECTION MEAN WITH WITHOUT DIFFERENCE AREA VELOCITY FLOODWAY FLOODWAY 38200.000 400. 3336. 3.4 523.2 522.6 .6 38380.000 840. 1859. 6.0 523.1 522.5 .6 38420.000 224. 1824. 6.1 523.2 522.6 .6 38500.000 200. 1709. 6.6 523.3 522.8 .5 38580.000 200. 1682. 6.7 523.6 523.1 .5 38620.000 233. 1792. 6.3 523.6 523.1 .5 38670.000 190. 1615. 6.9 523.8 523.4 .4 39720.000 403. 2342. 4.8 526.6 525.9 .7 41180.000 600. 3313. 2.4 529.6 528.7 .9 41950.000 510. 1883. 4.2 530.6 529.7 .9 42050.000 608. 1289. 6.1 531.1 530.9 .2 42090.000 570. 1864. 4.2 532.1 531.7 .4 42170.000 1010. 4697. 1.7 532.5 531.9 .6 44200.000 580. 1769. 4.5 534.1 533.6 .5 45820.000 630. 2072. 3.8 539.6 539.0 .6 47450.000 420. 1873. 4.2 544.1 543.3 .8 47540.000 601. 1902. 4.2 544.2 543.4 .8 47640.000 1110. 4436. 1.8 544.9 543.9 1.0 47670.000 1018. 4135. 1.9 545.0 544.0 1.0 47720.000 872. 3451. 2.3 545.0 544.0 1.0 48350.000 240. 1785. 4.4 545.5 544.6 .9 PAGE 22 HEC -RAS IMPORTED MULTIPLE PROFILE MODEL 7026.rep HEC -RAS version 3.1.1 May 2003 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite D Davis, California 95616 -4687 (916) 756 -1104 X x xxxxxx x;Koa 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 8:38:16 AM Project in English units Project Description: Grapevine Creek from Denton Tap to Bethel Road PLAN DATA Plan Title: Impported Plan 01 Plan File : J:\2007Jobs \07026 \hh \FEMA \HEC - RAS \7026.pO1 Geometry Title: Impported Geom 01 Geometry File J: \2007Jobs \07026 \hh \FEMA \HEC - RAs \7026.gO1 Flow Title ImF(�orted Flow 01 Flow File J: \2007Jobs \07026 \hh \FEMA \HEC- RAS \7026.f01 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 Convey ante Computational Flow Regime: subcritical Flow FLOW DATA Flow Title: Imported Flow 01 Flow File : J: \2007Jobs \07026 \hih \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 RIVER -1 Reach -1 RIVER -1 Reach -1 RIVER -1 Reach -1 RIVER -1 Reach -1 Profile 10 YR 50 YR 100 YR 500 YR GEOMETRY DATA Geometry Title: Imported Geom 01 Geometry File : 7: \20077obs \07026 \hh \FEMA \HEC- RAS \7026.g01 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: Station Elevation Data Sta Elev Sta 1500 512.7 1600 2000 501.7 2066 2207 483.7 2212 2500 510.8 2600 Manning's n values Sta n Val Sta 1500 .065 2180 Bank Sta: Left Right 2180 2222 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 511.1 1100 1422 496.7 1443 1713 493.2 1731 1926 494.8 1955 1978 479.3 1988 2100 500.7 2200 2600 508.4 2700 Manning's n values Sta n Val Sta 1000 .065 1926 Bank Sta: Left Right 1926 1992 CROSS SECTION RS: 30130 num= Elev 20 Sta Elev 512.9 1700 512 500.7 2100 495.6 484.7 2222 501.9 511.3 2700 512.1 num= n Val 3 Sta n Val 045 2222 .065 Lengths: Left Channel 503.8 1600 2510 RS: 27620 num= 32 Sta Elev Sta Elev 508.3 1200 504.6 493.9 1500 493 493.8 1746 493.6 478.2 1960 476.2 480.9 1992 489 500.6 2300 503.8 51.0 506.4 2500 num= n Val 3 Sta n Val . 04.5 1992 .07 Lengths: Left Channel 50 50 RIVER: RIVER -1 REACH: Reach -1 RS: 27570 INPUT Description: This is a REPEATED section. Upstream Downstream Sta Elev Sta Elev 1800 509.9 1900 506.2 2180 492.3 2200 484.4 2300 504.3 2400 507 2800 512.4 2900 513 Rig0 hhtt Coeff Contr. Expan. .1 .3 Sta Elev Sta Elev 1300 500.4 1400 498.6 1600 490.6 1700 493.1 1800 494.9 1900 494.6 1965 475.5 1970 476 2000 490.8 2026 496.8 2400 506.4 2500 507.8 Right Coeff Contr. Expan. 50 .1 .3 Page 2 Known WS = 476.63 Known WS = 478.42 Known WS = 479.02 Known WS = 480.08 7026.rep 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 BRIDGE RIVER: RIVER -1 REACH: Reach -1 RS: 27555 INPUT Description: Bridge #6 Distance from upst.ream XS = 1 Deck /Roadway width = 22.6 weir Coefficient = 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 480.81 2002 478 2020 475.2 2027 475.6 2034 481.1 2036 482.3. 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 .0411 2078 .07 Bank Sta: Left Right Coeff Contr. ExpaS. 1950 2078 •3 Downstream Deck /Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi cord Lo Cord 1950 496.8 495 2078 499.4 498.5 Downstream Bridge Cross Section Data Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 509.7 1100 506.7 1200 503 1300 499.2 1400 496.1 1500 494 1600 492.7 1700 492.7 1731 492.9 1800 493.9 1900 496 1918 496.4 1950 496.8 1950 491.7 1990 486.1 1992 484.3 1994 480.6 2002 477.8 2020 475 2027 475.4 2034 480.9 2036 481.9 2063 498.2 2078 498.5 2078 499.4 2108 500.2 2200 501.4 2300 502.8 2400 504.3 2500 505.7 2600 506.8 2700 506.5 manning's n values 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 = Page 3 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 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 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 RS: 27540 num= 32 Elev Sta Elev Sta Elev Sta Elev 506.7 1200 503 1300 499.2 1400 496.1 492.7 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 475.4 481.9 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 Sta n Val .045 2078 .07 Lengths: Left Channel Right coeff Contr. Expan. 140 140 140 .3 .5 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 1000 509.5 1100 506„7 1200 503 1300 1422 495.1 1443 492.3 1500 491.4 1600 1713 491.6 1731 492..2 1746 492 1800 1926 493.2 1955 476„6 1960 474.6 1965 Page 4 Elev Sta 7026.rep Spillway height used in design 1400 = weir crest shape 1700 = Broad Crested Number of Piers = 2 1900 493 Pier Data 1970 474.4 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 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 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 RS: 27540 num= 32 Elev Sta Elev Sta Elev Sta Elev 506.7 1200 503 1300 499.2 1400 496.1 492.7 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 475.4 481.9 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 Sta n Val .045 2078 .07 Lengths: Left Channel Right coeff Contr. Expan. 140 140 140 .3 .5 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 1000 509.5 1100 506„7 1200 503 1300 1422 495.1 1443 492.3 1500 491.4 1600 1713 491.6 1731 492..2 1746 492 1800 1926 493.2 1955 476„6 1960 474.6 1965 Page 4 Elev Sta Elev 498.8 1400 497 489 1700 491.5 493.3 1900 493 473.9 1970 474.4 1978 477.7 1988 2100 499.1 2200 2600 506.8 2700 manning's n values Sta n Val Sta 1000 .065 1926 Bank Sta: Left Right 1926 1992 CROSS SECTION 7026.rep 479.3 1992 487.4 2000 489.2 2026 495.2 499 2300 502.2 2400 504.8 2500 506.2 508.4 num= 3 n Val Sta n Val .045 1992 .07 Lengths: Left Channel Right Coeff Contr. Expan. 750 520 250 .1 .3 RIVER: RIVER -1 REACH: Reach -1 RS: 26880 INPUT Description: PROFILE SECTION IQ - 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 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 471.1 1760 469 1773 468.7 1777 469.1 1780 474..5 1782 475 1796 475.4 1820 481.6 1820 486.8 1900 486..9 2000 488.3 2100 490.5 2200 493 2234 493.7 2300 495.4 manning's n values num= 3 sta n Val Sta n Val Sta n Val 1000 .08 1700 .045 1820 .08 Page 5 Bank Sta: Left Right 1700 1820 BRIDGE RIVER: RIVER -1 7026.rep Lengths: Left Channel Right Coeff Contr. Expan. 30 30 30 .1 .3 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 487.23 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 4953 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 Pier Data Pier Station upstream= 1.730 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 = 1.781 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 INPUT Description: PROFILE SECT Station Elevation Data Sta Elev Sta 1000 497.8 1100 1500 489.5 1600 1732 472.8 1744 1777 469 1780 1820 486.7 1900 2234 493.6 2300 Manning's n values Sta n Val Sta 1000 .08 1700 RS: 25470 'ION P - SURVEY SECTION 16 DENTON TAP ROAD num= 27 Elev Sta Elev Sta Elev Sta Elev 496.3 1200 495.1 1300 493.3 1400 491.7 487.8 1700 486.9 1700 483.1 1728 473.6 471.1. 1753 471 1760 468.9 1773 468.6 474.4 1782 474.9 1796 475.3 1820 481.5 486.8 2000 488.2 2100 490.4 2200 492.9 495.3 num= 3 n va'I Sta n Val .045 1820 .08 Bank Sta: Left Right Lengths: Left Channel Righhtt Coeff Contr. Expan. 1700 1820 100 100 11 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: PROFILE SECT Station Elevation Data Sta Elev Sta 1000 509.1 1100 1500 498.5 1516 1865 481.4 1900 1973 479.3 2012 2400 491 2500 Manning's n values Sta n Val Sta 1000 .08 1900 Bank Sta: Left Right 1900 1973 CROSS SECTION RS: 25370 -ION 0 - SURVEY SECTION 15 num= 23 Elev Sta Elev 508.9 1200 507.5 497.4 1700 492.6 479.6 1945 469.4 484.3 2100 483.6 493.9 2600 497.2 num= 3 n Val Sta n Val . 04.5 1973 .08 Lengths: Left Channel 2100 2770 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 Sta Elev Sta 1000 487.7 1100 1397 473 1412 1500 475.6 1600 2000 502.2 Manning's n values Sta n Val Sta 1000 .08 1397 Bank Sta: Left Right 1397 1447 Elev 485.2 458.6 479.3 num= n Val .045 Lengths: SUMMARY OF MANNING'S N VALUES River:RIVER -1 Reach River Sta. 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 27620 27570 27555 27540 27400 26880 25550 25500 25485 25470 25370 22600 SUMMARY OF REACH LENGTHS River: RIVER -1 Reach River Sta. Reach -1 30130 Reach -1 27620 Reach -1 27570 Reach -1 27555 Reach -1 27540 Reach -1 27400 Reach -1 26880 Reach -1 25550 Reach -1 25500 Reach -1 25485 Reach -1 25470 Reach -1 25370 Reach -1 22600 Sta 1200 1425 1700 3 Sta 1447 Left 0 7026.rep Elev Sta Elev Sta Elev 478.6 1233 474.3 1300 472.4 459 1435 461.5 1447 474.7 485.1 1800 490.2 1900 497.3 n Val .08 :hannel Right Coeff Contr. Expan. 0 0 .1 .3 n1 n2 n3 .065 .045 .065 .065 .045 .07 .065 .045 .07 Bridge 140 140 .065 .045 .07 .065 .045 .07 .07 .045 .075 .08 .045 .08 .08 .045 .08 Bridge 100 100 .08 .045 .08 .08 .045 .08 .08 .045 .08 Left Channel Right 1600 2510 2000 50 50 50 30 30 30 Bridge .1 .3 140 140 140 750 520 250 1250 1330 1500 50 50 50 30 30 30 Bridge Reach -1 26880 100 100 100 2100 2770 2500 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 HEC -RAS Plan: Reach Imported River Sta River: RIVER Profile. -1 Reach: hieacn Q Total -1 vrome: Min Ch El luu YK W,S..Elev - Crlt W.S 'T .E.G• Elev '; .G, Shope vei Chnl . " Flow Area Top Width "- Frdude # Ghl (cfs ft ', fi) {ft) '. ft ff) :(ft/s .: eq ft) ft) -.".. Reach-1 " 32600 " " 100 YR ,'. 11800.00 458.60 479.02 476.50 480.07 0.003078 9.91 2222.14 398.80 0.44 Reach -1, 25370 ° -;,." 100YR _ 11800.00 469.30 486.89 488.13 0.003028 9.86 1966.21 400.10 0.48 25470 100;YR ; ". , 11800.00 468.60 487.54 488.41 0.001995 7.53 1664.23 323.61 0.37 Reach -1 25485 " Bridge Reach -1, 25500 100 YR <; 11800.00 468.70 488.43 481.10 489.17 0.001590 6.99 1969.01 436.80 0.33 Reach =l. 25550 100 YR " ` 11800.00 469.50 488.47 489.27 0.001844 8.21 2557.25 455.96 0.38 Reach -1 " 26860 100`YR 11900.00 472.90 491.33 493.12 0.004087 11.11 1371.50 266.65 0.54 Reach 1 - 27400, 100'YR 10500.00 473.90 494.10 494.96 0.002524 8.58 2215.73 591.70 0.41 Reach -,1 ; 2754v 1u0 YR 10500.00 A- nn �, ADA 17 AQF 5A n nn3733 - - -- -- 8.93 - 1500.01 446.36 0.49 Reach -1 „ " 27555 Bridge Reach -1 27570 . -, .; 100 YR "r 10500.00 475.20 494.68 490.18 495.80 0.003562 8.77 1551.00 457.29 0.48, Reach -1 """ ,. 27620 " ,, u,- 100'YR ; , " , 10500.00 475.50 494.70 496.06 0.004006 10.29 1639.56 491.38 0.51 Reach -1 30130 100'YR " "- , 10500.00 483.70 503.31 504.30 0.003342 9.87 1754.30 303.61 0.45 Grapevine Creek Plan: Imported Plan 01 4/18/2007 065 .065 515 0 500 0 iu 495 w C 0 a� w Legend --------------------- EG 100 YR WS 100 YR ■ Ground Bank Sta o M T m w 1400 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) Grapevine Creek Plan: Imported Plan 01 4/18/2007 This is a REPEATED section. Legend ........ ...... EG 100 YR WS 100 YR Crit 100 YR Ground o Bank Sta > m w 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) Grapevine Creek Plan: Imported Plan 01 4/18/2007 Legend ...................... EG 100 YR WS 100 YR Ground • Bank Sta 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) Grapevine Creek Plan: Imported Plan 01 4/18/2007 Bridge #6 Legend EG 100 YR WS 100 YR Crit 100 YR Ground • Bank Sta 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 0 a� w 0 ca m S. w Grapevine Creek Plan: Imported Plan 01 4/18/2007 Bridge #6 Legend - -------------------- EG 100 YR WS 100 YR Crit 100 YR Ground 0 • Bank Sta > w 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) Grapevine Creek Plan: Imported Plan 01 4/18/2007 PROFILE SECTION R - SURVEY SECTION 17A Legend ................ .. .... EG 100 YR WS 100 YR Ground • s Bank Sta 0 m w 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) Grapevine Creek Plan: Imported Plan 01 4/18/2007 Legend .................. EG 100 YR WS 100 YR Ground • Bank Sta 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) Grapevine Creek Plan: Imported Plan 01 4/18/2007 PROFILE SECTION Q - SURVEY SECTION 17 Legend EG 100 YR WS 100 YR ■ Ground • Bank Sta 1000 1200 1400 1600 1800 2000 2200 2400 2600 Station (ft) 0 w I c 0 m c T1 Grapevine Creek Plan: Imported Plan 01 4/18/2007 Legend EG 100 YR WS 100 YR F Ground • E; Bank Sta 0 cc w 1000 1200 1400 1600 1800 2000 2200 2400 2600 Station (ft) Grapevine Creek Plan: Imported Plan 01 4/18/2007 Bridge #5 Legend ............... EG 100 YR WS 100 YR ............... _ Crit 100 YR Ground 0 • Bank Sta m w 1000 1200 1400 1600 1800 2000 22OU 2400 Station (ft) Grapevine Creek Plan: Imported Plan 01 4/18/2007 This is a REPEATED section. Legend ...................... EG 100 YR WS 100 YR Crit 100 YR ■ Ground • Bank Sta 1000 1200 1400 1600 1800 2000 220U 2400 Station (ft) Grapevine Creek Plan: Imported Plan 01 4/18/2007 Bridge #5 Legend EG 100 YR WS 100 YR Crit 100 YR ■ Ground • Bank Sta 1000 1200 1400 1600 1800 2000 2200 2400 Station (ft) 0 a� w ip c 0 m a>> w Grapevine Creek Plan: Imported Plan 01 4/18/2007 PROFILE SECTION P - SURVEY SECTION 16 DENTON TAP ROAD Legend EG 100 YR WS 100 YR F Ground Bank Sta o .6 w 1000 1200 1400 1600 1800 2000 2200 2400 Station (ft) Grapevine Creek Plan: Imported Plan 01 4/18/2007 Legend ............... .. . EG 100 YR WS 100 YR . ..........:............... Crit 100 YR Ground • Bank Sta 1000 1200 1400 1600 1800 2000 Station (ft) Grapevine Creek Plan: Imported Plan 01 4/18/2007 PROFILE SECTION O - SURVEY SECTION 15 Legend ...................... EG 100 YR WS 100 YR Ground • Bank Sta 1000 1200 1400 1600 1800 2000 2200 2400 2600 Station (ft) HEC -RAS IMPORTED FLOODWAY MODEL 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 X}:XX X X X X XXXXX PROJECT DATA Project Title: Grapevine Creek Project File : 7026.prJ Run Date and Time: 4/18/2007 8:48:19 AM Project in English units Project Description: Grapevine Creek from Denton Tap to Bethel Road PLAN DATA Plan Title: ImpportedFw Plan File : J: \2007Jobs \07026 \hh \FEMA \HEC - RAS \7026.pO5 Geometry Title: ImpportedFW Geometry File J: \2007Jobs \07026 \hh \FEMA \HEC- RAS \7026.gO4 Flow Title Fw Flow File J: \2007Jobs \07026 \hh \FEMA \HEC - RAS \7026.f02 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 Conve ance 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 27620 Encroached 1 1560 1992 27570 Encroached 1. 1610 2078 27540 Encroached 1. 1615 2078 27400 Encroached 1. 1585 2000 26880 Encroached 1. 1740 1836 25550 Encroached 1. 1850 2065 Page 1 25500 Encroached 1 1700 1820 7026.rep 25470 Encroached 25370 Encroached 1 1700 1820 22600 Encroached 1 1 1878 1250 2083 1447 FLOW DATA 504.3 2400 507 Flow Title: FW 512.4 2900 513 Flow File : 3: \2007JObs \07026 \hh \FEMA \HEC - RAS \7026.f02 Flow Data (cfs) 493.1 1746 493.6 River Reach RIVER -1 Reach -1 494.9 RS 30130 Natural RIVER -1 Reach -1 476.2 26880 10500 11900 RIVER -1 Reach -1 476 25550 11800 Boundary Conditions 490.8 2026 496.8 River Reach 503.8 Profile 506.4 RIVER -1 Reach -1 507.8 Natural RIVER -1 Reach -1 Encroached GEOMETRY DATA Geometry Title: Im ortedFw Geometry File : 3: \20077obs \07026 \hh \FEMA \HEC- RAS \7026.gO4 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 30130 INPUT Description: Station Elevation Data Sta Elev Sta 1500 512.7 1600 2000 501.7 2066 2207 483.7 2212 2500 510.8 2600 manning's n values Sta n Val Sta 1500 .065 2180 Bank Sta: Left Right 2180 2222 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 511.1 1100 1422 496.7 1443 1713 493.2 1731 1926 494.8 1955 1978 479.3 1988 2100 500.7 2200 2600 508.4 2700 Manning's n values Sta n Val Sta 1000 .065 1926 num= El ev 512.9 500.7 484.7 511.3 num= n Val .045 Lengths: RS: 27620 num= Elev 508.3 493.9 493.8 478.2 480.9 500.6 510 num= n Val .045 20 Sta El e,. 1700 512 2100 495.E 2222 501.5 2700 512.1 3 Sta n Val 2222 .065 Left Channel 1600 2510 Encroached 10500 11900 11800 Upstream Downstream Known WS = 479.02 Known WS = 479.8 Sta Elev Sta Elev 1800 509.9 1900 506.2 2180 492.3 2200 484.4 2300 504.3 2400 507 2800 512.4 2900 513 Right Coeff Contr. Expan 2000 .1 .3 32 Sta Elev Sta Elev Sta Elev 1200 504.6 1300 500.4 1400 498.6 1500 493 1600 490.6 1700 493.1 1746 493.6 1800 494.9 1900 494.6 1960 476.2 1965 475.5 1970 476 1992 489 2000 490.8 2026 496.8 2300 503.8 2400 506.4 2500 507.8 3 Sta n Val 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 INPUT Description: This is a RI 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 RS: 27570 _PEATED section. num= 32 Elev Sta Elev Sta Elev Sta Elev 506.9 1200 503.2 1300 499.4 1400 496.3 492.9 1700 492.9 1731 493.1 1800 494.1 496.6 1950 497 1950 491.9 1990 486.3 480.8 2002 478 2020 475.2 2027 475.6 482.1 2063 498.4 2078 498.7 2078 499.6 501.6 2300 503 2400 504.5 2500 505.9 506.7 num= 3 n Val Sta n Val .045 2078 .07 Lengths: Left Channel Right Coeff Contr. Expan. 30 30 30 .3 .5 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 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 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. Expan. 1950 2078 .3 .5 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 RIVER: RIVER -1 REACH: Reach -1 RS: 27540 INPUT Description: Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 509.7 1100 506.7 1200 503 1300 499.2 1400 496.1 1500 494 1600 492.7 1700 492.7 1731 492.9 1800 493.9 1900 496 1918 496.4 1950 496.8 1950 491.7 1990 486.1 1992 484.3 1994 480.6 2002 477.8 2020 475 2027 475.4 2034 480.9 2036 481.9 2063 498.2 2078 498.5 2078 499.4 2108 500.2 2200 501.4 2300 502.8 2400 504.3 2500 505.7 2600 506.8 2700 506.5 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 1000 .065 1950 .045 2078 .07 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1950 2078 140 140 140 .3 .5 CROSS SECTION Page 4 RIVER: RIVER -1 REACH: Reach -1 INPUT Description: PROFILE Station Elevation Data Sta Elev Sta 1000 509.5 1100 1422 495.1 1443 1713 491.6 1731 1926 493.2 1955 1978 477.7 1988 2100 499.1 2200 2600 506.8 2700 manning's n values Sta n Val Sta 1000 .065 1926 Bank Sta: Left Right 1926 1992 CROSS SECTION RS: 27,4( iECTION R num= Elev 506.7 492.3 492.2 476.6 479.3 499 508.4 num= n Val .045 Lengths: 7026.rep 10 - SURVEY SECTION 17A 32 Sta Elev Sta 1200 503 1300 1500 491.4 1600 1746 492 1800 1960 474.6 1965 1992 487.4 2000 2300 502.2 2400 3 Sta n Val 1992 .07 Left Channel Right 750 520 250 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 1000 508.1 1100 508.4 1200 508.1 1300 1500 508.6 1508 507.4 1528 507.2 1600 1700 493.5 1750 484.8 1762 473 1777 1826 486.7 1900 490.3 2000 491.6 2100 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 Elev Sta Elev 498.8 1400 497 489 1700 491.5 493.3 1900 493 473.9 1970 474.4 489.2 2026 495.2 504.8 2500 506.2 Coeff Contr. Expan. .1 .3 Elev Sta Elev 508.5 1400 508.8 504.1 1628 501.8 472.9 1800 479 493 2200 494.7 sank 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 INPUT Description: Station Elevation Data Sta Elev Sta 1000 509.3 1100 1500 498.7 1516 1865 481.6 1900 1973 479.5 2012 2400 491.2 2500 manning's n values Sta n Val Sta 1000 .08 1900 Bank Sta: Left Right 1900 1973 CROSS SECTION RS: 25550 num= 23 Elev Sta Elev 509.1 1200 507.7 497.6 1700 492.8 479.8 1945 469.6 484.5 2100 483.8 494.1 2600 497.4 num= 3 n Val Sta n Val .045 1973 .08 Lengths: Left Channel 50 50 RIVER: RIVER -1 REACH: Reach -1 RS: 25500 INPUT Description: This is a REPEATED section. Station Elevation Data num= 27 Sta Elev Sta Elev 1300 505.5 1400 502.6 1800 490.4 1828 489.4 1952 469.5 1959 470.2 2200 486 2300 488.8 Right Coeff Contr 50 1 Page 5 Expan. .3 Sta Elev 1000 497.9 1500 489.6 1732 472.9 1777 469.1 1820 486.8 2234 493.7 manning's n values Sta n Val Sta 1000 .08 1700 Bank Sta: Left Right 1700 1820 BRIDGE num= 3 n Val Sta n Val .045 1820 .08 Lengths: Left Channel 30 30 Right Coeff Contr. Expan. 30 .1 .3 RIVER: RIVER -1 Sta Elev 493.4 7026.rep 491.8 REACH: Reach -1 1728 Sta Elev Sta Elev Sta Elev Sta Elev 1100 496.4 1200 495.2 1300 493.4 1400 491.8 1600 487.9 1700 487 1700 483.2 1728 473.7 1744 471.2 1753 471.1 1760 469 1773 468.7 1780 474.5 1782 475 1796 475.4 1820 481.6 1900 486.9 2000 488.3 2100 490.5 2200 493 2300 495.4 Sta Hi Cord Lo Cord 1700 487 Sta n Val Sta 1000 .08 1700 Bank Sta: Left Right 1700 1820 BRIDGE num= 3 n Val Sta n Val .045 1820 .08 Lengths: Left Channel 30 30 Right Coeff Contr. Expan. 30 .1 .3 RIVER: RIVER -1 Sta Elev 493.4 1400 491.8 REACH: Reach -1 1728 RS: 25485 469 1773 468.7 INPUT 1820 481.6 490.5 2200 493 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 1000 497.9 1100 496.4 1200 495.2 1300 1500 489.6 1600 487.9 1700 487 1700 1732 472.9 1744 471.2 1753 471.1 1760 1777 469.1 1780 474.5 1782 475 1796 1820 486.8 1900 486.9 2000 488.3 2100 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 1000 497.8 1100 496.3 1200 495.1 1300 1500 489.5 1600 487.8 1700 486.9 1700 1732 472.8 1744 471.1 1753 471 1760 1777 469 1780 474.4 1782 474.9 1796 1820 486.7 1900 486.8 2000 488.2 2100 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 Elev Sta Elev 493.4 1400 491.8 483.2 1728 473.7 469 1773 468.7 475.4 1820 481.6 490.5 2200 493 Elev Sta Elev 493.3 1400 491.7 483.1 1728 473.6 468.9 1773 468.6 475.3 1820 481.5 490.4 2200 492.9 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 INPUT Description: PROFILE SEC Station Elevation Data Sta Elev Sta 1000 497.8 1100 1500 489.5 1600 1732 472.8 1744 1777 469 1780 1820 486.7 1900 2234 493.6 2300 Manning's n values Sta n Val Sta 1000 .08 1700 B k RS: 25470 PION P - SURVEY SECTION 16 DENTON TAP ROAD num= 27 Elev Sta Elev Std Elev Sta Elev 496.3 1200 495.1 1300 493.3 1400 491.7 487.8 1700 486.9 1700 483.1 1728 473.6 471.1 1753 471 1760 468.9 1773 468.6 474.4 1782 474.9 1796 475.3 1820 481.5 486.8 2000 488.2 2100 490.4 2200 492.9 495.3 num= 3 n Val Sta n Val .045 1820 .08 an 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 INPUT Description: PROFILE SEC Station Elevation Data Sta Elev Sta 1000 509.1 1100 1500 498.5 1516 1865 481.4 1900 1973 479.3 2012 2400 491 2500 manning's n values Sta n Val Sta 1000 .08 1900 RS: 25370 PION 0 - SURVEY SECTION 15 num= 23 Elev Sta Elev 508.9 1200 507.5 497.4 1700 492.6 479.6 1945 469.4 484.3 2100 483.6 493.9 2600 497.2 num= 3 n Val Sta n Val .045 1973 .08 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 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 num= 16 Sta Elev Sta Elev Sta Elev 1000 487.7 1100 485.2 1200 478.6 1397 473 1412 458.6 1425 459 1500 475.6 1600 479.3 1700 485.1 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 1397 1447 0 0 SUMMARY OF MANNING'S N VALUES River :RIVER -1 Sta Elev Sta Elev 1233 474.3 1300 472.4 1435 461.5 1447 474.7 1800 490.2 1900 497.3 Right Coeff Contr. Expan. 0 .1 .3 Reach River Sta. n1 n2 n3 Reach -1 30130 .065 .045 .065 Reach -1 27620 .065 .045 50 Reach -1 27570 .065 .045 .07 .07 Reach -1 27555 Bridge Reach -1 27540 .065 .045 140 Reach -1 27400 .065 .045 .07 .07 Reach -1 26880 .07 .045 .075 Reach -1 25550 .08 .045 50 Reach -1 25500 .08 .045 .08 .08 Reach -1 25485 Bridge Reach -1 25470 .08 .045 .08 Reach -1 25370 .08 .045 2500 Reach -1 22600 .08 .045 .08 .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. Page 8 Page 9 7026.rep Reach -1 30130 .1 .3 Reach -1 27620 .1 .3 Reach -1 27570 .3 .5 Reach -1 27555 Bridge Reach -1 27540 .3 .5 Reach -1 27400 .1 .3 Reach -1 26880 .1 .3 Reach -1 25550 .1 .3 Reach -1 25500 .1 .3 Reach -1 25485 Bridge Reach -1 25470 .1 .3 Reach -1 25370 .1 .3 Reach -1 22600 .1 .3 Page 9 HEC -RAS Plan: FW River: RIVER -1 Reach: Reach -1 Keacn•1 22600: Natural 11800.00 458.60 479.02 476.51 480.07 0.003078 9.91 2222.141 398.80 0.44 Reach -1 22600 Encroached . ' 11800.00 458.60 479.80 476.26 480.88 0.003131 9.80 1842.151 197.00 0.43 Reach -1 25370 ! Natural 11800.00 469.30 486.89 488.13 0.003028 9.86 1966.21 400.10 0.48 Reach -1 25370: . ' Encroached 11800.00 469.30 487.52 488.84 0.002869 9.89 1652.87 205.00 0.47 Reach -1 25470 Natural - 11800.00 468.60 487.54 488.41 0.001995 7.53 1664.23 323.61 0.37 Reach -1 25470 ! Encroached 11800.001 468.60 488.321 1 489.111 0.0017091 7.14 j 1652.87 120.00 0.34 Reach -1 125500 Natural 11800.00 468.70 488.431 481.101 489.17 0.001590 6.991 1969.01 436.80 0.33 Reach -1 , 25500 Encroached 11800.00 468.70 489.00 481.10 489.73 0.001506 6.85 1722.37 120.00 0.32 Reach -1 25550 Natural 11800.00 469.50 488.47 489.27 0.001844 8.21 2557.25 455.96 0.38 Reach -1 25550 Encroached 11800.00 469.50 488.95 489.87 0.001895 8.51 2001.43 215.00 0.38 Reach -1 26880 Natural 11900.00 472.90 491.33 493.12 0.004087 11.11 1371.50 266.65 0.54 Reach,11 26880 r Encroached'; 11900.00 472.90 491.81 493.69 0.003935 11.16 1145.42 96.00 0.53 Reach -I 27400 Natural . ' 10500.00 473.90 494.10 494.96 0.002524 8.58 2215.73 591.70 0.41 ReachA, 27400 Encroached 10500.00 473.90 494.52 495.53 0.002663 8.99 1881.90 415.00 0.42 Reach -1 27540 '` Natural 10500.00 475.00 494.37 495.54 0.003733 8.93 1500.01 446.36 0.49 Reach -1 27540 Encroached' 10500.00 475.00 494.91 495.95 0.003154 8.42 1548.51 340.74 0.45 Reach -1 27570 Natural 10500.00 475.20 494.68 490.18 495.80 0.00356_2 8.77 1551.00 457.29 0.48 ReachA 27570 Encroached 10500.00 475.20 495.14 490.18 496.16 0.003102 8.36 1570.88 347.35 0.45 Reach -1 27620 Natural 10500.00 475.50 494.70 496.06 0.004006 10.29 1639.56 491.38 0.51 Reach -1 27620 Encroached 10500.00 475.50 494.91 496.54 0.004856 10.88 1431.72 432.00 0.53 Roach -1 301130'1 Natural 10500.00 483.70 503.31 504.30 0.003342 9.87 1754.30 1 303.611 0.45 Reach -1 30130 Encroached 10500.00 483.701 503.87 504.70 0.002742 9.17 1933.01 1 334.271 0.41 Grapevine Creek Plan: ImportedFW 4/18/2007 RIVER -1 Reach -1 510 Legend -------- ------- • ----------- .. -. EG Encroached -------------------- _ ........ EG Natural WS Encroached 500 WS Natural Crit Natural A Crit Encroached Ground 490 m. kL O 480 " w 470 460 450 Tom— r 0 2000 4000 6000 8000 Main Channel Distance (ft) 515 510 505 500 0 495 w c 0 m uw Grapevine Creek Plan: ImportedFW 4/18/2007 0650= - .065 Legend EG Encroached - - - - - - -- -- -..._. EG Natural WS Encroached WS Natural o - ■ Ground > Bank 5ta 480 1400 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) Grapevine Creek Plan: ImportedFW 4/18/2007 This is a REPEATED section. Legend --------------------- EG Encroached EG Natural WC Fncrnacharl vva rvauual Crit Natural Crit Encroached Ground • Bank Sta Encroachment�� 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) +i= C 0 M a+ w Grapevine Creek Plan: ImportedFW 4/18/2007 Legend EG Encroached EG Natural WS Encroached WS Natural Ground 0 c +� i Encroachment�� I L � 1000 1200 1400 1600 1800 2000 2200 2400 2600 28UU Station (ft) Grapevine Creek Plan: ImportedFW 4/18/2007 Bridge #6 Legend - - - - -- ... -- . ----- -------- . EG Encroached EG Natural WS Fncroached "01 111awiai Crit Natural Crit Encroached Ground • Bank Sta Encroachment�� 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) C 0 .m m w F C 0 M a>i n Grapevine Creek Plan: ImportedFW 4/18/2007 Grapevine Creek Plan: ImportedFW 4/18/2007 Bridge #6 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 _._- ---' -- ---------- - - -... EG Encroached EG Natural WS Encroached WS Natural Crit Natural . .. .......... Crit Encroached Ground • Bank Sta Encroachment Station (ft) Grapevine Creek Plan: ImportedFW 4/18/2007 PROFILE SECTION R - SURVEY SECTION 17A F r- 0 CD 111 Legend ---------- ---- A ----- -- --.--- EG Encroached .......... - -- -- - -- - - -- -- EG Natural WS Encroached WS Natural c 0 Ground Bank Sta w Encroachment 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Legend --- ---- - - -- 4. _....- ----- EG Encroached --- --------- -- --- -- - EG Natural WS Encroached WS Natural ■ Ground • Bank Sta Encroachment Station (ft) Grapevine Creek Plan: ImportedFW 4/18/2007 PROFILE SECTION Q - SURVEY SECTION 17 Legend ---- ......... -------------- . EG Encroached EG Natural WS Encroached WS Natural ■ Ground • Bank Sta Encroachment�� 1000 1200 1400 1600 1800 2000 2200 2400 2600 C 0 WI I 0 0 m w Grapevine Creek Plan: ImportedFW 4/18/2007 Legend ----- " - -- - -4 --- ----- -- - - -- EG Encroached EG Natural WS Encroached WS Natural c o Ground f0 = Bank Sta m w Encroachment 1000 1200 1400 1600 1800 2000 2200 2400 2600 Station (ft) Grapevine Creek Plan: ImportedFW 4/18/2007 Bridqe #5 Legend -------------- + .... ..... . . . ... EG Encroached ---- - . .............----- EG Natural + WS Encroached WS Natural Crit Natural Crit Encroached ■ Ground • Bank Sta Encroachment�� 1000 1200 1400 1600 1800 2000 2200 2400 Station (ft) c 0 w Grapevine Creek Plan: ImportedFW 4/18/2007 This is a REPEATED section. Legend - ---- - -- - +.-------------- EG Encroached - -- - - - -.... EG Natural WS Fnrmnnhad VVO IMdwrdI Crit Natural Crit Encroached ■ Ground • Bank Sta Encroachment��. Iuuu 1ZUU 1400 1600 1800 2000 2200 2400 Station (ft) Grapevine Creek Plan: ImportedFW 4/18/2007 Bridge #5 1000 1ZUU 1400 1600 1800 2000 2200 2400 Station (ft) -------------- + ------ __.... EG Encroached EG Natural WS FnrrnarhP.d VVo ivdwidl Crit Natural Crit Encroached Ground • Bank Sta Encroachment Fn C 0 m w 0 c .8 D L Grapevine Creek Plan: ImportedFW 4/18/2007 PROFILE SECTION P - SURVEY SECTION 16 DENTON TAP RnAn Legend --------------A....-"'--...-- EG Encroached EG Natural WS Encroached WS Natural c .0 Ground f0 • Bank Sta d w Encroachment�� iuvu 1ZUU 1400 1600 1800 2000 2200 2400 Station (ft) Grapevine Creek Plan: ImportedFW 4/18/2007 . ...... . ..... ........ .... .. EG Encroached EG Natural NS Encroached vvo rvawrai Crit Natural ........................ _................. Crit Encroached Ground • Bank Sta Encroachment��. 1uuu 12UU 1400 1600 1800 2000 Station (ft) Grapevine Creek Plan: ImportedFW 4/18/2007 PROFILE SECTION O - SURVEY SECTION 15 1000 1200 1400 1600 1800 2000 2200 2400 2600 Station (ft) Legend - ------------- A------ ....... EG Encroached EG Natural WS Encroached WS Natural ■ Ground Bank • Sta Encroachment HEC -RAS REVISED CONDITIONS MULTIPLE PROFILE MODEL 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 xxxxXcx 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 8:49:51 AM Project in English units Project Description: Grapevine Creek from Denton Tap 1:0 Bethel Road PLAN DATA Plan Title: Modifiedi Plan File : J: \2007Jobs \07026 \hh \,FEMA \HEC- RAS \7026.pO3 Geometry Title: Modl Geometry File : J: \20Ci7jobs \07026 \hh \FEMA \HEC - RAS \7026.903 Flow Title Im ort:ed Flow 01 Flow File J:�20C17jobs \07026 \hh \FEMA \HEC - RAS \7026.fO1 Plan Description: updated Denton Tap Bridge Plan Summary Information: Number of: Cross Sections = 22 Mulitple Openings = 0 Culverts = 01 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: Im orted Flow 01 Flow File : J:�2007Jobs \07026 \hh \FEMA \HEC- RAS \7026.fO1 Flow Data (cfs) YR River PF 5 Reach RS 10 YR 50 YR Page 1 100 YR 500 RIVER -1 13400 Reach -1 11250 30130 7026.rep 6700 9400 10500 RIVER -1 13400 Reach -1 14450 27540 6700 9400 10500 RIVER -1 15100 Reach -1 14450 26880 7600 10600 11900 RIVER -1 15100 Reach -1 15500 25550 7500 10500 11800 Boundary Conditions River Reach Profile Upstream Downstream RIVER -1 Reach -1 10 YR 506.2 RIVER -1 Reach -1 50 YR Known WS = 476.63 RIVER -1 Reach -1 100 YR Known WS = 478.42 RIVER -1 Reach -1 500 YR Known WS = 479.02 Known WS = 480.08 GEOMETRY DATA Geometry Title: Modl Geometry File : 7: \20077obs \07026 \hh \FEMA \HEC- RAS \7026.gO3 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: Station Elevation Data Sta Elev Sta 1500 512.7 1600 2000 501.7 2066 2207 483.7 2212 2500 510.8 2600 Manning's n values Sta n Val Sta 1500 .065 2180 Bank Sta: Left Right 2180 2222 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 498 1033.56 1059.34 488 1061.35 1114.81 480 1119.52 1138.03 490 1142.67 1252.92 500 1301.7 Manning's n values Sta n Val Sta 1000 .065 1039.7 Bank Sta: Left Right 1039.7 1164.69 CROSS SECTION RS: 30130 num= 20 Elev Sta Elev 512.9 1700 512 500.7 2100 495.6 484.7 2222 501.9 511.3 2700 512.1 num = 3 n Val Sta n Val .045 2222 .065 Lengths: Left Channel 1325 2010 RS: 27900 num= 22 Elev Sta Elev Sta 496 1039.7 494 1049.92 486 1063.32 484 1065.15 482 1124.25 484 1128.91 492 1147.9 494 1154.56 502 num= 3 n Val Sta n Val .045 1.164.69 .065 Lengths: Left channel 275 500 Sta Elev Sta Elev 1800 509.9 1900 506.2 2180 492.3 2200 484.4 2300 504.3 2400 507 2800 512.4 2900 513 Right Coeff Contr 1450 .1 RIVER: RIVER -1 REACH: Reach -1 RS: 27620 Elev Std 492 1057.01 482 1066.93 486 1133.47 496 1164.69 Expan. .3 Elev 490 480 488 498 Right Coeff Contr. Expan. 550 .1 .3 Page 2 INPUT 7026.rep 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 .065 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 .05 1950 .045 2063 .05 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 1965 500 F 2045 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 .05 1950 .045 2063 .05 Bank Sta: Left Right Coeff Contr. Expan. Page 3 1950 2063 .3 .5 7026.rep Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1965 S00 F 2045 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 .05 1950 .045 2063 .05 Bank Sta: Left Right Coeff Contr. Expan. 1950 2063 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1965 500 F 2045 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 Spilllway height used in design - weir crest Shape Broad Crested Number of Piers = 2 Pier Data Pier Station Upstream= 19913 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 RIVER: RIVER -1 REACH: Reach -1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 509.7 1100 1500 494 1600 1800 493.9 1900 1990 486.1 1992 2027 475.4 2034 2078 499.4 2108 2500 505.7 2600 M RS: 27540 num= Elev 506.7 492 496 484.3 480.9 500.2 506.8 anning s n values num= Sta n Val Sta n Val 1000 .05 1950 .045 Bank Sta: Left Right Lengths: 1950 2063 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1965 500 F 2045 2700 500 F CROSS SECTION 33 Sta Elev 1200 503 1650 491 1918 496.4 1994 480.6 2036 481.9 2200 501.4 .2700 506.5 3 Sta n Val 2063 .05 Left Channel 140 140 7026.rep Sta Elev Sta Elev 1300 499.2 1400 496.1 1700 492 1731 492.7 1950 496.8 1950 491.7 2002 477.8 2020 475 2063 498.2 2078 498.5 2300 502.8 2400 504.3 Right Coeff Contr. Expan. 140 .3 .5 RIVER: RIVER -1 Sta Elev 492 1191.33 REACH:. Reach -1 REACH: Reach -1 1228.74 RS: 27400 INPUT 1311.12 INPUT 480 1354.5 Description: 27050 490 1396.97 Description: PROFILE SECTION R - Station Elevation SURVEY SECTION 17A 29 Data num= 29 Elev Sta Sta Elev 1000 498 Sta 1036.72 Elev 496 Sta 1090.55 Elev 494 Sta 1141.36 1204.34 488 1232.19 478 1213.01 1262.64 486 1221.62 484 1225.55 1317.31 476 1341.12 478 476 1269.57 1345.12 480 478 1299.41 1349.69 1359.53 484 1425.52 494 1364.78 1507.13 486 1378.61 488 1387.98 3 495 1542.8 496 1566.79 Manning's n values num= 3 Lengths„ Left Channel Sta n Val Sta n Val Sta n Val 140 1000 .065 1299.41 .045 1396.97 .08 Bank Sta: Left Right Lengths: Left Channel Rig25 1299.41 1396.97 320 340 22 CROSS SECTION RIVER: RIVER -1 Sta Elev 492 1191.33 REACH:. Reach -1 RS: 27050 1228.74 480 INPUT 1311.12 478 480 1354.5 Description: 27050 490 1396.97 492 497 Station Elevation Data num= 29 Contr. Expan. Sta Elev Sta Elev Sta Elev Sta 108448 494 1087.15 1097.1 484 1099.12 492 1089.82 490 1092.51 1108.91 474 1138.62 482 474 :1101.16 1141.4 480 476 1103.21 1144.19 1149.76 482 1152.56 1363.79 491 1432.16 484 1193,.28 486 1231.65 492 1478„37 493 1535.45 Manning's n values num= 3 Sta n Val Sta 1000 .065 1079.14 n Val .045 Sta 1152.56 n Val .08 Bank Sta: Left Right Lengths„ Left Channel 1079.14 1152.56 200 140 CROSS SECTION RIVER: RIVER -1 Elev Sta Elev 492 1191.33 490 482 1228.74 480 480 1311.12 478 480 1354.5 482 490 1396.97 492 497 Coeff Contr. Expan. .1 .3 Elev Sta Elev 498 1081.82 496 488 1095.21 486 478 1105.57 476 478 1146.98 480 489 1251.63 490 494 Right Coeff Contr 80 .1 Page 5 Expan. .3 REACH: Reach -1 32 RS: 26880 7026.rep INPUT Sta Elev Sta Elev Sta Elev 504 Description: PROFILE SECTION Q - SURVEY SECTION 17 1162.57 500 Station Elevation Data num= 30 492 1197.77 490 1214.08 Sta Elev Sta Elev Sta Elev Sta Elev Sta 1000 504 1008.73 502 1013.65 500 1018.96 498 1051.76 1066.51 494 1076.97 484 1068.48 1079.26 492 482 1070.51 1081.7 490 480 1072.61 1084.27 488 478 1074.77 1086.94 1092.31 474 1127.07 474 1135.08 476 1142.55 478 1147.98 1152.62 482 1157.45 484 1163.12 487 1188.2 488 1215.34 1254.01 490 1254.26 490 1397.49 492 1468.19 493 1511.36 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 1000 .08 1066.51 .045 1163.12 .08 sank Sta: Left Right Lengths: Left Channel Rigght Coeff Contr. 1066.51 1163.12 220 220 Z00 .1 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 sank 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 sank Sta: Left Right 1129.84 1328.04 CROSS SECTION RS: 26700 Elev 496 486 476 480 489 494 Expan. .3 num= 32 Elev Sta Elev Sta Elev Sta Elev 504 1156.98 502 1162.57 500 1165.74 498 494 1176.93 492 1197.77 490 1214.08 488 484 1261.82 482 1267.82 480 1274.92 478 474 1316.08 474 1319.47 476 1324.76 478 482 1337.97 484 1346.51 487 1374.86 488 490 1491.63 491 1543.47 492 1570.6 492 494 num= 3 n Val Sta n Val .045 1346.51 .08 Lengths: Left Channel 370 350 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 Right0 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 Station Elevation Data Sta Elev Sta 1000 496 1034.21 1049.84 486 1054.42 1080.71 476 1085.58 1156.63 476 1164.69 1260.56 483 1264.75 1295.92 488 1370.22 1505.86 493 1523.19 1597.17 498 1620.52 manning's n values 1092.96 Sta n Val Sta 1000 .08 1034.21 Bank Sta: Left Right 1034.21 1171.65 484 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: 25820 Station Elevation Data Sta Elev Sta 1000 498 1019.58 1154.33 488 1171.12 1226.18 478 1238.02 1327.35 470 1346.18 1357.37 480 1366.33 1464.96 480 1470.16 1497.74 485 1505.5 1599.12 490 1623.14 1760.23 496 1781.34 manning's n values Sta n Val Sta 1000 .08 1143.58 Bank Sta: Left Right 1143.58 1366.33 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: 25725 Station Elevation Data Sta Elev Sta 1000 492 1024.17 1091.39 482 1097.46 1141.24 472 1186.4 1212.26 480 1217.19 1296.39 487 1321.44 1440.54 492 1486.13 manning's n values Sta n Val Sta 1000 .08 1068.62 Bank Sta: Left Right 1068.62 1225.35 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: 25685 Station Elevation Data Sta Elev Sta num = 3 n Val Sta n Val .045 :1171.65 .08 Lengths: Left Channel 360 355 RS: 25820 Ri22t0 Coeff Contr Elev 488 478 474 482 487 492 497 Expan. .3 num= 42 Elev 7026.rep 1079.07 484 num= 38 Sta Elev Sta Elev Elev Sta Elev Sta Elev Sta 494 1039.52 492 1042.77 490 1046.15 484 1061.9 482 1070.06 480 1075.53 474 1092.96 472 1140.58 472 1148.48 478 1171.65 483 1226.85 482 1257.2 484 1271.1 485 1277.44 486 1285.13 489 1416.46 490 1462.28 491 1485.72 494 1538.93 495 1551.88 496 1572.04 499 1650.75 500 491 1680„74 493 num = 3 n Val Sta n Val .045 :1171.65 .08 Lengths: Left Channel 360 355 RS: 25820 Ri22t0 Coeff Contr Elev 488 478 474 482 487 492 497 Expan. .3 num= 42 Elev 486 1079.07 484 476 Elev Sta Elev Sta Elev Sta Elev 496 1059,.05 494 1097.76 492 1143.58 490 486 1187,.97 484 1200.65 482 1216.13 480 476 1259„21 474 1275.23 472 1288.47 470 472 1349.6 474 1352.23 476 1354.63 478 481 1398..91 480 1423.74 479 1459.76 479 481 1475„48 482 1483.23 483 1490.26 484 486 1521„71 487 1543.18 488 1565.75 489 491 1680„74 493 1709.91 494 1738.73 495 497 num= 3 n Val Sta n Val .045 1366., 33 .08 Lengths: Left Channel 180 155 RS: 25725 num= 30 Elev Sta 490 1050.99 480 1106.61 472 1192.86 482 1225.35 488 1374.46 493 1511.68 num = 3 n Val Sta n Val .045 :1225.35 .08 Lengths:: Left Channel 40 40 Right Coeff Contr. Expan. 125 .1 .3 Elev Sta 488 1068.62 478 1116.28 474 1199.84 484 1246.12 489 1404.71 494 1530.84 RS: 256EIS Elev Sta Elev 486 1079.07 484 476 1123.26 474 476 1207.3 478 485 1273.78 486 490 1424.06 491 495 1552.26 496 Right Coeff Contr 40 .1 Expan. .3 num= 31. Elev Sta Elev Sta Elev Sta Elev Page 7 1000 492 1018.22 1056.54 482 1063.18 1100.43 472 1116.64 1153.86 476 1159.21 1195.49 486 1233.09 1361.79 491 1384.88 1496.5 496 474 manning's n values Sta n Val Sta 1000 .08 1041.43 Bank Sta: Left Right 1041.43 1195.49 CROSS SECTION 484 RIVER: RIVER -1 REACH: Reach -1 INPUT Description: 25635 Station Elevation Data Sta Elev Sta 1000 492 1009.68 1030.26 482 1034.38 1068.47 472 1108.94 1135.41 478 1140.76 1209.14 487 1239.34 1348.2 492 1382.63 manning's n values Sta n Val Sta 1000 .08 1016.36 Bank Sta: Left Right 1016.36 1175.64 CROSS SECTION num= 3 n Val Sta n Val .045 1195.49 .08 Lengths: Left Channel 50 50 RS: 25550 Right Coeff Contr 55 .1 Expan. .3 num= 27 7026.rep 490 1030.99 488 1041.43 486 1049.93 484 480 1070.06 478 1078.26 476 1087.94 474 470 1131.19 470 1140.93 472 1147.47 474 478 1164.51 480 1170.56 482 1176.86 484 487 1276.91 488 1310.02 489 1338.25 490 492 1426.31 493 1449.71 494 1473.11 495 num= 3 n Val Sta n Val .045 1195.49 .08 Lengths: Left Channel 50 50 RS: 25550 Right Coeff Contr 55 .1 Expan. .3 num= 27 Elev Sta Elev Sta Elev Sta Elev 490 1016.36 488 1022.3 486 1026.37 484 480 1039.16 478 1043.83 476 1052.44 474 470 1119.27 472 1124.38 474 1129.92 476 480 1148.16 482 1158.6 484 1175.64 486 488 1264.52 489 1289.71 490 1317.6 491 493 num= 3 n Val Sta n Val .045 1175.64 .08 Lengths: Left Channel 30 50 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 1000 495 1043 495 1088 470 1225 480 1247 495 1267 495 manning's n Values num = 3 Sta n Val Sta n Val Sta n Val 1000 .013 1043 .03 1206 .013 Bank Sta: Left Right Lengths: Left Channel 1043 1206 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 Right Coeff Contr 80 .1 Expan. .3 Sta Elev Sta Elev 1181 470 1206 480 Right Coeff Contr. Expan. 106 .3 .5 Page 8 Elev Sta Elev 470 1206 480 Elev Sta Elev 470 1206 480 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 = 7026.rep Upstream Bridge Cross Section Data Pier Data Station Elevation Data num= 8 Upstream num= 2 Sta Elev Sta Elev Sta Elev Sta 1000 495 1043 495 1088 470 1181 1225 480 1247 495 1267 495 1179 manning's n values num= 3 Elev Sta n Val Sta n Val Sta n Val width Elev width 1000 .013 1043 .03 1206 .013 Bank Sta: Left Right Coeff Contr. Upstream num= 2 Expan. Width Elev width 1043 1206 2.5 470 2.5 .3 .5 Downstream num= 2 Ineffective Flow num= 2 2.5 470 2.5 495 Sta L Sta R Elev Permanent Low Flow Methods and Data 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 .013 1043 .03 1206 .013 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 Elev Sta Elev 470 1206 480 Elev Sta Elev 470 1206 480 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 = 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 7026.rep Energy Selected Low Flow Methods = Energy High Flow Method Energy Only Additional Bridge Parameters Add Friction component to Momentum Do not add weight component to Momentum Class B flow critical depth computations use critical depth inside the bridge at the upstream end Criteria to check for pressure flow = upstream energy grade line CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 25470 INPUT Description: Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 495 1043 495 1088 470 1181 470 1206 480 1225 480 1247 495 1267 495 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 1000 .013 1043 .03 1206 .013 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 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 Page 10 1000 .08 1253.96 Bank Sta: Left Right 1253.96 1361.71 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 490 1072.33 1245.8 480 1257.96 1288.5 470 1294.75 1364.66 466 1369.14 1384.03 476 1387.51 1412.19 486 1442.81 Manning's n values Sta n Val Sta 1000 .08 1245.8 Bank Sta: Left Right 1245.8 1412.19 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 488 1038.79 1150.23 478 1154.61 1174.71 468 1188.85 1254.47 468 1258.25 1307.25 478 1326.7 1405.81 488 1533.97 Manning's n values Sta n Val Sta 1000 .08 1146.1 Bank Sta: Left Right 1146.1 1272.86 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 487.7 1100 1397 473 1412 1500 475.6 1600 2000 502.2 Manning's n values Sta n Val Sta 1000 .08 1397 Bank Sta: Left Right 1397 1447 .045 1361.71 .08 7026.rep Lengths: Left Channel Right Coeff Contr. Expan. 360 400 420 .1 .3 RS: 25000 num= 30 Sta Elev Sta Elev 488 1087.35 486 478 1267.17 476 468 1300.83 466 468 1373.09 470 478 1390.93 480 488 1528.33 490 num= 3 1772.44 n Val Sta n Val .045 1412.19 .08 Lengths: Left Channel .3 250 420 RS: 24000 Sta Elev Sta Elev 1146.61 484 1159.96 482 1275.4 474 1282.13 472 1306.77 464 1355.3 464 1376.81 472 1380.48 474 1394.3 482 1401.14 484 1646.38 492 1772.44 494 Right Coeff Contr. Expan. 500 .1 .3 num= 28 Elev Elev Sta Elev Sta 486 1047.02 484 1055.55 476 1159.42 474 1164.61 466 1226.7 466 1242.69 470 1262 472 1265.78 480 1342.79 482 1348.41 490 1605.57 492 num= :3 n Val Sta n Val .045 1272.86 .08 Lengths: Left Channel 11:30 1500 RS: 22600 num= 16 Elev Sta Elev 485.2 1200 478.6 458.6 1425 459 479.3 1700 485.1 num= 3 n Val Sta n Val .045 1447 .08 Lengths: Left Channel 0 0 SUMMARY OF MANNING'S N VALUES Elev Sta 482 1146.1 472 1169.73 466 1248.91 474 1272.86 484 1354.79 Elev 480 470 466 476 486 Right Coeff Contr. Expan. 1200 .1 .3 Sta Elev Sta Elev 1233 474.3 1300 472.4 1435 461.5 1447 474.7 1800 490.2 1900 497.3 Right Coeff Contr. Expan. 0 .1 .3 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 Std. 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 7026.rep n1 n2 n3 .065 .045 .065 .065 .045 .065 .065 .045 .065 05 .045 .05 Bridge 140 140 05 .045 .05 .065 .045 .08 .065 .045 .08 .08 .045 .08 .08 .045 .08 .08 .045 .08 .08 .045 .08 .08 .045 .08 .08 .045 .08 .08 .045 .08 .08 .045 .08 .013 .03 .013 Bridge 100 30 013 .03 .013 .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 Reach -1 27900 .1 .3 Reach -1 27620 .1 .3 Reach -1 27570 .3 .3 Reach -1 27555 Bridge .5 Reach -1 27540 .3 Reach -1 27400 .1 .5 .3 Page 12 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 Page 13 3026.rep 1 1 .3 1 .3 1 .3 1 .3 1 .3 1 .3 1 .3 1 .3 .3 .5 Bridge 3 .5 1 .3 1 .3 1 .3 1 .3 1 .3 Page 13 HEC -RAS Plan: MOD1 River: RIVER -1 Reach: Reach -1 Profile: 100 YR Reach . ` River $to Prgfilo Q Total Min Ch EI 1N,S Elev ` ' Crlt IN,S F G. be ` "E.G. Sloe " Vol Chnl "" Flow Area ° ; ?o " Width ,•: f do' # Chl (cfs ft 'ft r" ft) ft/ft) (ft/0) (sq ft) ft) Reach-1 22600 100 YR 11800.00 458.60 479.02 476.51 480.07 0.003078 9.91 2222.14 398.80 0.44 Roach71 • "" ;: 24000 100 YR 11800.00 4_66.00 482.23 482.89 0.001342 6.65 2070._56 288.90 0.32 Reach 1 . "" 25000 r 100 YR, :: '' 11800.00 464.00 482.88 483.42 0.001135 5.95 2120.89 243.21 0.29 25100 ,; 100 YR 11800.00 468.00 483.26 484.26 0.003168 8.70 1778.47 249.00 0.47 Reach 1 25370 ••" `, .,,. 100 YR,., 11800.00 472.00 484.51 485.84 0.004490 9.28 1272.08 142.90 0.55 Reach =1 ?5470 "� 100 YR "; . • ;• 1180_0.00 470.00 485.66 477.46 486.18 0.000421 5.68 2043.05 173.48 0.27 Reach -1 ' 25485 Bridge Reach,1 ` 25500 100 YR 11800.00 470.00 485.81 477.46 486.33 0.000404 5.61 206_7.81 173.98 0.27 Roach 1 100 YR 11800.001 470.00 485.44 486.55 0.003444 8.481 1391.611 147.38 0.49 Reach A' Reach 1, Y 25685" 25725 " -- °' 100 YR ; '100 YR : 11900.00 11900.00 470._00 472.00 485.51 485.97 486.79 486.97 0.004275 _003039 0.000864 9.09 8.02 4.70 1308_.81 1522.2204.18 147.41 0.54 0.46 Reach 1, "" 25820 100 YR " ° ' 11900.00 470.00 48_6.95 487.26 3086.311 357.86 0.25 Reach -I ° 26170 100 YR 11900.00 472.00 487.02 487.88 0.002303 7.77 1857.90 237.34 0.41 Reach 1 " , 26300 100 YR 11900.00 470.00 487.29 488.28 0.002697 8.13 1633.69 202.65 0.44 Reach -1, ; " 26700 _`, 100 YR , - 11900.00 474.00 488.05 490.17 0.008639 11.68 1033.32 162.50 0.74 Reach -1 . , 26880 S 100 YR 11900.00 474.00 4_89.77 491.48 0.004121 10.56 1216.54 174.28 0.54 Reach 1 ..;27050 „100 YR 10500.00 474.00 490.14 492.24 0.005490 12.11 1118.51 178.03 0.60 Reach 4,,I ; 27400 . - ".' 100 YR 10500.00 476.00 492.83 493.21 0.001371 5.90 2393.72 288.39 0.31 Reach 1 ", 27546,,," "` 100 YR ; . 10500.00 475.00 492.16 489.85 494.62 0.007167 12.58 834.91 218.39 0.69 Reach 1 27555 Bridge Rea "ch -1 27570 ; < 100 YR _ . 10500.00 475.20 493.54 490.04 495.52 0.005017 11.30 929.17 361.41 0.58 Reaeh -1 27620" ; " 106 YR 10500.001 476.00 494.36 495.86 0.004534 9.99 1222.19 264.62 0.54 Reach -1 ,, 27900 f; ,' , • x 100 YR ' . ": ;';' 10500.001 480.00 496.58 497.57 0.002595 8.02 1320.19 133.59 0.42 Reaeh 1 ;3Q10 :, r 100YR `` 10500.00 483.70 502.59 503.84 0.004316 10.86 1551.15 264.47 0.51 Grapevine Creek Plan: Modified1 4/18/2007 RIVER -1 Reach -1 510 Legend EG 100 YR WS 100 YR Crit 100 YR 500 ' Ground j 490 ZZ 480 m w 470 460- 450 -- 0 2000 4000 6000 8000 Main Channel Distance (ft) F- I c 0 m a� w F- 0 m (CD w Grapevine Creek .065 515-1 411 490 Plan: Modified1 4/18/2007 �- .065 1400 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) Grapevine Creek Plan: Modified1 4/18/2007 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) Legend ---------------------- EG 100 YR WS 100 YR Ground Bank Sta o m a� w Legend ........ - - -- - -- - -- EG 100 YR WS 100 YR ■ Ground Bank Sta c 0 m m w Grapevine Creek Plan: Modified1 4/18/2007 1000 1050 1100 1150 1200 1250 1300 1350 Station (ft) Grapevine Creek Plan: Modified1 4/18/2007 This is a REPEATED section. 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) Legend .............. EG 100 YR WS 100 YR ■ Ground • Bank Sta Legend - ............ EG 100 YR WS 100 YR Crit 100 YR Ground Ineff • Bank Sta Grapevine Creek Plan: Modifiedl 4/18/2007 Grapevine Creek Plan: Modifiedl 4/18/2007 Bridge #6 Bridge #6 510 05 0 .05 510 ` .05 0 .05 4 Legend 4 Legend 5 .................... 5 500 - - -- 505 EG 100 YR 505 EG 100 YR 500 WS 100 YR WS 100 YR Crit 100 YR Crit 100 YR 495 - • --+ o Ground o 495 Ground `0 _ m 490 I eff >� 490 Ineff � _ I... 485 Bank Sta J w 485 Bank Sta 480- 480 475 475 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 1000 1200 14,00, 1600 1800 2000 2200 2400 2600 2800 Station (ft) Station (ft) Grapevine Creek Plan: Modifiedl 4/18/2007 Grapevine Creek Plan: Modifiedl 4118/2007 PROFILE SECTION R - SURVEY SECTION 17A 510 •05 0 -05 500 -065 .045 — .08 4 Legend Legend 5 -------- - - - - -- --------------- 505 EG 100 YR EG 100 YR 495 500 WS 100 YR ---------------.-- .--- .--- ---- ------------ - - -- -- -- WS 100 YR Crit 100 YR 5§ -- `- �° Ground 495 —' c: 490 • o Ground 1 Bank Sta A _m' 490 Ineff > W • w 485 Bank Sta 485 - 480 480 475 475 1000 1200 1400 1600 1800 2000 2200 2400 2600'2800 1000 11,00. 1200 1300 1400 1500 1600 Station (ft) Station (ft) N c 0 m �Ti c 0 m M Grapevine Creek Plan: Modified1 4/18/2007 27050 1000 1100 1200 1300 1400 1500 1600 Station (ft) Grapevine Creek Plan: Modified1 4/18/2007 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) Legend EG 100 YR WS 100 YR Ground Bank Sta c 0 .5 Lu N Legend ................ EG 100 YR WS 100 YR . Ground s Bank Sta c 0 d w Grapevine Creek Plan: Modified1 4/18/2007 PROFILE SECTION Q - SURVEY SECTION 17 1000 1100 1200 1300 1400 1500 1600 Station (ft) Grapevine Creek Plan: Modified1 4/18/2007 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) Legend ...................... EG 100 YR WS 100 YR Ground • Bank Sta Legend EG 100 YR WS 100 YR ■ Ground • Bank Sta Grapevine Creek Plan: Modified1 4/18/2007 Grapevine Creek Plan: Modified1 4/18/2007 26170 25820 500 0 � '045 - .08 .08 — .045 — .08 8 Legend ---------------- 500 495 - - -- -- EG 100 YR 495 [EG 7G=round WS 100 YR 490 Ground 490 485 " '`" Bank Sta o ` Bank Sta > 485 ED ,- m I 480 a: , w 480 I 475 4751 470- 470 1000 1100 1200 1300 1400 1500 1600 1700 1000 1200 1400 1600 1800 Station (ft) Station (ft) Grapevine Creek Plan: Modified1 4/18/2007 Grapevine Creek Plan: Modified1 4/18/2007 25725 25685 500 08 + .045 08 — OS'- .045 ............ Legend 500 Legend 495 .... ... EG 100 YR 495 - EG 100 YR WS 100 YR WS 100 YR 490 Ground 490 Ground o 485«° • Bank Sta c ........... - • Bank Sta -� 485 d w > 480 w 480 475 475 470 470 - 1000 1100 1200 1300 1400 1500 1600 1000 1100 1200 1300 1400 1500 Station (ft) Station (ft) I c 0 m a>i a c 0 m m J Grapevine Creek Plan: Modified1 4/18/2007 25635 1000 1100 1200 1300 1400 Station (ft) Grapevine Creek Plan: Modified1 4/18/2007 Bridge #5 1000 1050 1100 1150 1200 1250 1300 Station (ft) Legend EG 100 YR WS 100 YR ■ Ground • Bank Sta c .' m w Legend .................... EG 100 YR WS 100 YR Crit 100 YR ■ Ground o Ineff > Bank Sta w Grapevine Creek Plan: Modified1 4/18/2007 This is a REPEATED section. T-, 1000 1050 1100 1150 1200 1250 1300 Station (ft) Grapevine Creek Plan: Modified1 4/18/2007 Bridge #5 1000 1050 1100 1150 1200 1250 1300 Station (ft) Legend EG 100 YR WS 100 YR Crit 100 YR Ground Ineff Bank Sta Legend ...................... EG 100 YR WS 100 YR Crit 100 YR Ground Ineff • Bank Sta c 0 m c 0 a� W Grapevine Creek Plan: Modifiedl 4/18/2007 —,--rte 1000 1050 1100 1150 1200 1250 1300 Station (ft) Grapevine Creek Plan: Modifiedl 4/18/2007 1000 1100 1200 1300 1400 1500 Station (ft) Legend ...................... EG 100 YR WS 100 YR Crit 100 YR Ground o I eff > Bank Sta w Legend .. . . . . .. ........... EG 100 YR- WS 100 YR ■ Ground • Bank Sta c 0 a� W Grapevine Creek Plan: Modifiedl 4/18/2007 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) Grapevine Creek Plan: Modifiedl 4/18/2007 1000 1200 1400 1600 1800 Station (ft) Legend EG 100 YR WS 100 YR Ground • Bank Sta Legend ...................... EG 100 YR WS 100 YR Ground • Bank Sta Grapevine Creek Plan: Modifiedl 4/18/2007 Grapevine Creek Plan: Modifiedl 4/18/2007 .08 — +045—+—.08 •08 .08 495 Legend 510-. 0 4 Legend ............ - -------- 5 ...................... 490 EG 100 YR 500- EG 100 YR WS 100 YR WS 100 YR r. 485- 0 Ground 490 - Crit 100 YR : ----------------------------------------------- 0 Bank Sta Ground 480 r 480 > A? All A? > Bank Sta 475] w 470 470- 460 465 - - 4501, - 1000 1100 1200 1300 1400 1500 1600 1700 1000 1200 1400 1600 1800 2000 Station (ft) Station (ft) HEC -RAS REVISED CONDITIONS FLOODWAY MODEL 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 PH Run Date and Time: 4/18/2007 8:51 :37 AM Project in English units Project Description: Grapevine Creek from Denton Tap to Bethel Road PLAN DATA Plan Title: ModifiedFw Plan File : J: \2007Jobs \07026 \hh \FEMA \HEC- RAS \7026.p06 Geometry Title: Modl Geometry File 3: \2007Jobs \07026 \hh \FEMA \HEC- RAS \7026.gO3 Flow Title FW1 Flow File 3: \2007Jobs \07026 \hh \FEMA \HEC- RAS \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 1128 1396.97 Page 1 FLOW DATA Flow Title: Fwl Flow File : 7026.rep 27050 Encroached 1 1079.14 1251 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: \2007Jobs \07026 \hh\FEMA \HEC- RAS \7026.fO4 Flow Data (cfs) River Reach RS Natural RIVER -1 Reach -1 30130 10500 RIVER -1 Reach -1 26880 11900 RIVER -1 Reach -1 25550 11800 Boundary Conditions River Reach Profile RIVER -1 Reach -1 Natural RIVER -1 Reach -1 Encroached GEOMETRY DATA Geometry Title: Modl Geometry File : 7: \20077obs \07026 \hh \FEMA \HEC - RAS \7026.gO3 CROSS SECTION Encroached 10500 11900 11800 upstream Downstream Known WS = 479.02 Known WS = 479.8 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 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 num= 3 n Val Sta n Val .045 1164.69 .065 Lengths: Left Channel 275 500 RS: 27620 Elev 490 480 488 498 Right Coeff Contr. Expan. 550 .1 .3 num= Elev 27 Sta Elev 7026.rep Elev Sta Elev. Sta Elev Sta Elev Sta 496 1039.7 494 1049.92 492 1057.01 486 1063.32 484 1065.15 482 1066.93 482 ]L124.25 484 1128.91 486 1133.47 492 1147.9 494 1154.56 496 1164.69 502 498 1375.61 500 1384.83 502 num= 3 n Val Sta n Val .045 1164.69 .065 Lengths: Left Channel 275 500 RS: 27620 Elev 490 480 488 498 Right Coeff Contr. Expan. 550 .1 .3 num= Elev 27 Sta Elev Sta Elev Sta Elev 494 1256.89 492 1275.7 490 1285 488 484 1298.77 482 1302.82 480 1309.88 478 476 1338.29 478 1339.3 480 1340.84 482 486 1345.91 488 1347.6 490 1349.3 492 496 1366.8 498 1375.61 500 1384.83 502 506 1000 509.7 1100 506.7 1200 503 1300 num= 3 496.1 1500 494 1600 492 1650 n Val Sta n Val 1731 492.7 1800 493.9 1900 .045 1395.68 .065 1950 491.9 1990 486.3 Lengths: Left Channel Right Coeff Contr. Expan. 2020 60 60 60 2034 481.1 .1 .3 RIVER: RIVER -1 REACH: Reach -1 RS: 27570 INPUT Description: This is a REPEATED :section. Station Elevation Sta Elev Data Sta num= Elev 32 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 .05 1950 .045 2063 .05 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 1965 500 F 2045 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 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 1000 509.7 1100 506.7 1200 503 1300 1500 494 1600 492 1650 491 1700 1800 493.9 1900 496 1950 497 1950 1992 484.5 1994 480.8 2002 478 2020 2034 481.1 2036 482.1 2063 498.4 2078 2108 500.4 2200 501.6 2300 503 2400 2600 507 2700 506.7 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 1000 .05 1950 .045 2063 .05 Bank Sta: Left Right Coeff Contr. Expan. 1950 2063 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1965 500 F 2045 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 1000 509.7 1100 506.7 1200 503 1300 1500 494 1600 492 1650 491 1700 1800 493.9 1900 496 1918 496.4 1950 1990 486.1 1992 484.3 1994 480.6 2002 2027 475.4 2034 480.9 2036 481.9 2063 2078 499.4 2108 500.2 2200 501.4 2300 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 .05 1950 .045 2063 .05 Bank Sta: Left Right Coeff contr. Expan. 1950 2063 .3 .5 Ineffective Flow num= 4 Sta L Sta R Elev Permanent 1000 1965 500 F 2045 2700 500 F Elev Sta Elev 499.2 1400 496.1 492 1731 492.7 491.9 1990 486.3 475.2 2027 475.6 498.7 2078 499.6 504.5 2500 505.9 Elev Sta Elev 499.2 1400 496.1 492 1731 492.7 496.8 1950 491.7 477.8 2020 475 498.2 2078 498.5 502.8 2400 504.3 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 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 2 481.9 2 498 7026.rep Number of Bridge Coefficient Sets = :1 Low Flow Methods and Data Energy Selected Low Flow Methods = Energy High Flow Method Energy only Additional Bridge Parameters Add Friction component to Momentum Do not add weight component to Momentum Class B flow critical depth computations use critical depth inside the bridge at the upstream end Criteria to check for pressure flow = upstream energy grade line CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 RS: 27540 INPUT Description: Station Elevation Data 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 .05 1950 .045 2063 .05 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 1965 500 F 2045 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 .08 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: 270150 INPUT Description: 27050 Page 5 Station Elevation Data Sta Elev Sts 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 .065 1079.14 Bank Sta: Left Right 1079.14 1152.56 CROSS SECTION RIVER: RIVER -1 32 7026.rep REACH: Reach -1 num= 29 Elev Sta INPUT Sta Elev Elev Sta Elev Sta Elev Sta Elev 502 :1042.87 5001079.14 Data 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 1535.45 494 484 1163.12 num= .3 1254.01 490 1254.26 490 1397.49 492 n Val Sta n Val num= 3 .045 1152.56 .08 Sta n Val 1000 .08 Lengths: Left Channel Right coeff Contr. Expan. 200 140 80 Channel .1 .3 RIVER: RIVER -1 32 REACH: Reach -1 Elev RS: 26880 Elev Sta INPUT Sta Elev 504 1156.98 502 Description: PROFILE SECTION Q - SURVEY SECTION 17 Station Elevation Data num= 30 488 484 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 .08 1066.51 .045 1163.12 .08 Bank Sta: Left Right Lengths: Left Channel Right 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 RS: 26700 Elev Sta 498 1051.76 488 1074.77 478 1086.94 478 1147.98 488 1215.34 493 1511.36 Elev 496 486 476 480 489 494 coeff contr. Expan. .1 .3 num= 32 Elev Sta Elev Sta Elev Sta Elev 504 1156.98 502 1162.57 500 1165.74 498 494 1176.93 492 1197.77 490 1214.08 488 484 1261.82 482 1267.82 480 1274.92 478 474 1316.08 474 1319.47 476 1324.76 478 482 1337.97 484 1346.51 487 1374.86 488 490 1491.63 491 1543.47 492 1570.6 492 494 num= 3 n Val Sta n Val .045 1346.51 .08 Lengths: Left Channel 370 350 RS: 26300 Rig3t0 Coeff Contr. Expan. num= 40 Elev Sta Elev Sta Elev Sta Elev 504 1076.1 502 1087.13 500 1129.84 498 494 1170.91 492 1183.34 490 1193.29 488 484 1223.98 482 1241.91 480 1246.04 478 474 1259.77 472 1269.2 470 1303.49 470 Page 6 1307.42 472 1311.41 1328.04 482 1372.2 1409.63 488 1506.43 1622.28 493 1641.42 manning's n values Sta n Val Sta 1000 .08 1129.84 Bank Sta: Left Right 1129.84 1328.04 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: 26170 Station Elevation Data Sta Elev Sta 1000 496 1034.21 1049.84 486 1054.42 1080.71 476 1085.58 1156.63 476 1164.69 1260.56 483 1264.75 1295.92. 488 1370.22 1505.86 493 1523.19 1597.17 498 1620.52 manning's n values Sta n Val Sta 1000 .08 1034.21 Bank Sta: Left Right 1034.21 1171.65 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: 25820 Station Elevation Data Sta Elev Sta 1000 498 1019.58 1154.33 488 1171.12 1226.18 478 1238.02 1327.35 470 1346.18 1357.37 480 1366.33 1464.96 480 1470.16 1497.74 485 1505.5 1599.12 490 1623.14 1760.23 496 1781.34 manning's n values Sta n Val Sta 1000 .08 1143.58 Bank Sta: Left Right 1143.58 1366.33 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: 25725 Station Elevation Data Sta Elev Sta 1000 492 1024.17 1091.39 482 1097.46 1141.24 472 1186.4 1212.26 480 1217.19 num= 3 n Val Sta n Val .045 1328.04 .08 Lengths: Left Channel 145 145 RS: 26170 Right Coeff Contr 145 .1 480 487 492 497 Expan. .3 num= 38 7026.rep 474 1315.47 476 1319.57 478 1323.68 484 1378.03 485 1386.23 486 1396.17 489 1554.97 490 1581.58 491 1603.03 494 1657.95 495 1674.38 496 1690.8 num= 3 n Val Sta n Val .045 1328.04 .08 Lengths: Left Channel 145 145 RS: 26170 Right Coeff Contr 145 .1 480 487 492 497 Expan. .3 num= 38 Elev Sta Elev Sta Elev Sta Elev 494 1039.52 492 1042.77 490 1046.15 488 484 1061.9 482 1070.06 480 1075.53 478 474 1092.96 472 1140.58 472 1148.48 474 478 1171.65 483 1226.85 482 1257.2 482 484 1271.1 485 1277.44 486 1285.13 487 489 1416.46 490 1462.28 491 1485.72 492 494 1538.93 495 1551.88 496 1572.04 497 499 1650.75 500 1709.91 494 1738.73 495 num= 3 n Val Sta n Val .045 1171.65 .08 Lengths: Left Channel 360 355 RS: 25820 Rig2t0 Coeff Contr. Expan. num= 42 Elev Sta Elev Sta Elev Sta Elev 496 1059.05 494 1097.76 492 1143.58 490 486 1187.97 484 1200.65 482 1216.13 480 476 1259.21 474 1275.23 472 1288.47 470 472 1349.6 474 1352.23 476 1354.63 478 481 1398.91 480 1423.74 479 1459.76 479 481 1475.48 482 1483.23 483 1490.26 484 486 1521.71 487 1543.18 488 1565.75 489 491 1680.74 493 1709.91 494 1738.73 495 497 num= 3 n Val Sta n Val .045 1366.33 .08 Lengths: Left Channel 1.80 155 RS: 25725 Right Coeff Contr. Expan. 125 .1 .3 num= 30 Elev Sta Elev Sta Elev Sta Elev 490 1050.99 488 1068.62 486 1079.07 484 480 1106.61 478 1116.28 476 1123.26 474 472 1192.86 474 1199.84 476 1207.3 478 482 1225.35 484 1246.12 485 1273.78 486 Page 7 1296.39 487 1321.44 1440.54 492 1486.13 manning's n values Sta n Val Sta 1000 .08 1068.62 Bank Sta: Left Right 1068.62 1225.35 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: 25685 Station Elevation Data Sta Elev Sta 1000 492 1018.22 1056.54 482 1063.18 1100.43 472 1116.64 1153.86 476 1159.21 1195.49 486 1233.09 1361.79 491 1384.88 1496.5 496 manning's n values Sta n Val Sta 1000 .08 1041.43 Bank Sta: Left Right 1041.43 1195.49 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: 25635 Station Elevation Data Sta Elev Sta 1000 492 1009.68 1030.26 482 1034.38 1068.47 472 1108.94 1135.41 478 1140.76 1209.14 487 1239.34 1348.2 492 1382.63 manning's n values Sta n Val Sta 1000 .08 1016.36 Bank Sta: Left Right 1016.36 1175.64 CROSS SECTION 7026.rep 488 1374.46 489 1404.71 490 1424.06 491 493 1511.68 494 1530.84 495 1552.26 496 num= 3 n Val Sta n Val .045 1225.35 .08 Lengths: Left Channel 40 40 RS: 25685 Right Coeff Contr. Expan. 40 .1 .3 num= 31 Elev Sta Elev Sta Elev Sta Elev 490 :1030,.99 488 1041.43 486 1049.93 484 480 1070.06 478 1078.26 476 1087.94 474 470 1131.19 470 1140.93 472 1147.47 474 478 1164.51 480 1170.56 482 1176.86 484 487 1276.91 488 1310.02 489 1338.25 490 492 1426.31 493 1449.71 494 1473.11 495 num= 3 n Val Sta n Val .045 1195.49 .08 Lengths: Left Channel 50 50 RS: 25550 Right Coeff Contr. Expan. 55 .1 .3 num= 27 Elev Sta Elev Sta Elev Sta Elev 490 1016.36 488 1022.3 486 1026.37 484 480 1039.16 478 1043.83 476 1052.44 474 470 1119.27 472 1124.38 474 1129.92 476 480 1148.16 482 1158.6 484 1175.64 486 488 1264.52 489 1289.71 490 1317.6 491 493 num= 3 n Val Sta n Val .045 1175.64 .08 Lengths: Left Channel Right Coeff Contr. Expan. 30 50 80 .1 .3 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 1000 495 1043 495 1.088 470 1225 480 1247 495 1267 495 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 1000 .013 1043 .03 1206 .013 Bank Sta: Left Right Lengths: Left Channel 1043 1206 106 106 Ineffective Flow num= 2 Sta Elev Sta Elev 1181 470 1206 480 Right Coeff Contr. Expan. 106 .3 .5 Page 8 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 .013 1043 .03 1206 .013 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 .013 1043 .03 1206 .013 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 Elev Sta Elev 470 1206 480 Elev Sta Elev 470 1206 480 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 = 3 Pier Data Pier Station upstream= 111.1 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 7026.rep 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 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 27 REACH: Reach -1 494 INPUT REACH: Reach -1 Elev RS: 25470 498 Station Elevation Data INPUT Elev Sta 1000 500 Description: 1175.01 490 1236.03 1245.69 Station Elevation Data num= 8 1328.38 Sta Elev Sta Elev Sta Elev 1000 495 1043 495 1088 470 1225 480 1247 495 1267 495 manning's n values Right num= 3 Lengths: Sta n Val Sta n Val Sta n Val 1000 .013 1043 .03 1206 .013 Bank Sta: Left Right Lengths: Left Channel 1043 1206 200 100 ineffective Flow num= 2 Sta L Sta R Elev Permanent 1000 1065 500 F 1225 1267 500 F CROSS SECTION RIVER: RIVER -1 27 REACH: Reach -1 494 INPUT Sta Elev Description: 498 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 Sta Elev Sta Elev 1181 470 1206 480 Right Coeff Contr. Expan. 30 .3 .5 num= 27 Elev 494 Elev Sta Elev Sta 498 1030.1 496 1145.3 488 1238.31 486 1240.69 478 1250.84 476 1253.47 474 1339.15 476 1347.97 484 1389.07 486 1399.59 494 num= 3 n Val Sta n Val .045 1415.24 .08 Lengths: Left Channel Right Page 10 Elev Sta Elev 494 1161.07 492 484 1243.19 482 474 1258.41 472 478 1356.36 480 488 1415.24 490 Coeff Contr. Expan. 1236.03 1415.24 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 492 1107.62 1133.79 482 1155.12 1289.33 472 1296.5 1337.64 472 1341.46 1361.71 482 1384.98 manning's n values Sta n Val Sta 1000 .08 1253.96 Bank Sta: Left Right 1253.96 1361.71 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 490 1072.33 1245.8 480 1257.96 1288.5 470 1294.75 1364.66 466 1369.14 1384.03 476 1387.51 1412.19 486 1442.81 manning's n values Sta n Val Sta 1000 .08 1245.8 Bank Sta: Left Right 1245.8 1412.19 CROSS SECTION RIVER: RIVER -1 REACH: Reach -1 INPUT Description: Station Elevation Data Sta Elev Sta 1000 488 1038.79 1150.23 478 1154.61 1174.71 468 1188.85 1254.47 468 1258.25 1307.25 478 1326.7 1405.81 488 1533.97 manning's n values Sta n Val Sta 1000 .08 1146.1 Bank Sta: Left Right 1146.1 1272.86 CROSS SECTION 7026.rep 340 400 350 .1 .3 RS: 25100 num= 24 Elev Sta Ele 490 1115.21 488 480 1170.9 478 470 1303.96 468 474 1345.29 47 6 484 1399.19 48 6 num= 3 n Val Sta n Val .045 1361.71 .08 Lengths: Left Channel 360 400 RS: 25000 num= 30 Elev Sta Ele 488 1087.35 48 6 478 1267.17 47 6 468 1300.83 46 6 468 1373.09 47 0 478 1390.93 48 0 488 1528.33 49 0 num= 3 n Val Sta n Val .045 1412.19 .08 Lengths: Left Channel 250 420 RS: 24000 v Sta Elev Sta Elev 1119.12 486 1123.62 484 1253.96 476 1281.88 474 1326.37 468 1334.18 470 1349.01 478 1353.84 480 1410.66 488 Right Coeff Contr. Expan. 420 .1 .3 v Sta 1146.61 1275.4 1306.77 1376.81 1394.3 1646.38 Elev Sta 484 1159.96 474 1282.13 464 1355.3 472 1380.48 482 1401.14 492 1772.44 Elev 482 472 464 474 484 494 Right Coeff Contr. Expan. num= 28 Elev Sta Elev Sta 486 1047.02 484 1055.55 476 1159.42 474 1164.61 466 1226.7 466 1242.69 470 1262 472 1265.78 480 1342.79 482 1348.41 490 1605.57 492 num= 3 n Val Sta n Val .045 1272.86 .08 Lengths: Left Channel 1130 1500 RIVER: RIVER -1 REACH: Reach -1 RS: 22600 Elev Sta 482 1146.1 472 1169.73 466 1248.91 474 1272.86 484 1354.79 Elev 480 470 466 476 486 Right Coeff Contr. Expan. 1200 .1 .3 Page 11 RS: 24000 v Sta Elev Sta Elev 1119.12 486 1123.62 484 1253.96 476 1281.88 474 1326.37 468 1334.18 470 1349.01 478 1353.84 480 1410.66 488 Right Coeff Contr. Expan. 420 .1 .3 v Sta 1146.61 1275.4 1306.77 1376.81 1394.3 1646.38 Elev Sta 484 1159.96 474 1282.13 464 1355.3 472 1380.48 482 1401.14 492 1772.44 Elev 482 472 464 474 484 494 Right Coeff Contr. Expan. num= 28 Elev Sta Elev Sta 486 1047.02 484 1055.55 476 1159.42 474 1164.61 466 1226.7 466 1242.69 470 1262 472 1265.78 480 1342.79 482 1348.41 490 1605.57 492 num= 3 n Val Sta n Val .045 1272.86 .08 Lengths: Left Channel 1130 1500 RIVER: RIVER -1 REACH: Reach -1 RS: 22600 Elev Sta 482 1146.1 472 1169.73 466 1248.91 474 1272.86 484 1354.79 Elev 480 470 466 476 486 Right Coeff Contr. Expan. 1200 .1 .3 Page 11 v Sta 1146.61 1275.4 1306.77 1376.81 1394.3 1646.38 Elev Sta 484 1159.96 474 1282.13 464 1355.3 472 1380.48 482 1401.14 492 1772.44 Elev 482 472 464 474 484 494 Right Coeff Contr. Expan. num= 28 Elev Sta Elev Sta 486 1047.02 484 1055.55 476 1159.42 474 1164.61 466 1226.7 466 1242.69 470 1262 472 1265.78 480 1342.79 482 1348.41 490 1605.57 492 num= 3 n Val Sta n Val .045 1272.86 .08 Lengths: Left Channel 1130 1500 RIVER: RIVER -1 REACH: Reach -1 RS: 22600 Elev Sta 482 1146.1 472 1169.73 466 1248.91 474 1272.86 484 1354.79 Elev 480 470 466 476 486 Right Coeff Contr. Expan. 1200 .1 .3 Page 11 num= 3 n Val Sta n Val .045 1272.86 .08 Lengths: Left Channel 1130 1500 RIVER: RIVER -1 REACH: Reach -1 RS: 22600 Elev Sta 482 1146.1 472 1169.73 466 1248.91 474 1272.86 484 1354.79 Elev 480 470 466 476 486 Right Coeff Contr. Expan. 1200 .1 .3 Page 11 INPUT Description: Station Elevation Data Sta Elev Sta 1000 487.7 1100 1397 473 1412 1500 475.6 1600 2000 502.2 Manning's n values Sta n Val Sta 1000 .08 1397 Bank Sta: Left Right 1397 1447 num= 16 Elev Sta 485.2 1200 458.6 1425 479.3 1700 num= 3 n Val Sta .045 1447 Lengths: Left 0 SUMMARY OF MANNING'S N VALUES River:RIVER -1 7026.rep Elev Sta Elev Sta Elev 478.6 1233 474.3 1300 472.4 459 1435 461.5 1447 474.7 485.1 1800 490.2 1900 497.3 n Val .08 :hannel Right Coeff Contr. Expan. 0 0 .1 .3 Reach River Sta. n1 n2 n3 Reach -1 30130 .065 .045 .065 Reach -1 27900 .065 .045 .065 Reach -1 27620 .065 .045 .065 Reach -1 27570 .05 .045 .05 Reach -1 27555 Bridge 140 140 Reach -1 27540 .05 .045 .05 Reach -1 27400 .065 .045 .08 Reach -1 27050 .065 .045 .08 Reach -1 26880 .08 .045 .08 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 .013 .03 .013 Reach -1 25485 Bridge 100 30 Reach -1 25470 .013 .03 .013 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 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 Fitt. -KAJ man: Moamearw Klver: Kiv CK -i Keaun: Keawi-1 Reach River Sta Profile Q total Min Ch frl W,S. lev „Grit VY;S< ...E G, Elev E.G. Slq a Yel Chnl Flow Area 'Top Width Frove # 11800.00 458.60 479.02 476.51 480.07 _0.003_078 9.91 222_2.14 398.80 0.44 11800.00 458.60 479.80 476.28 480.88 0.003131 9.80 1842.15 197.00 0.43 0.003850 357.86 0.25', 486.97 0.27 0.003039 487.24 237.3_4 0.002786 11800.00 466.0_0 482.23 487.26 482.89 0.00_1342 6.65 2070.56 288.90 0.32 11800.00 466.00 483.06 483.73 0.001326 6.55 1800.70 126.76 0.31 11800.00 464.00 482.88 483.42 0.001135 5.95 2120.89 243.21 0.29 11800.00 464.00 483.73 484.22 0.000994 5.65 2087.03 154.41 0.27 11800._00 468.00 483.26 484.20 y.vv3100 8.7v 1778.47 249.00 0.47 11800.00 468 00 484 06 484 94 0.002564 8.12 1800.90 190.71 0.43 11800.00 472.00 484.51 485.84 0.004490 9.28 1272.0_8 142.90 0.55 11800.00 472.00 485.06 486.25 0.003765 8.72 1352.58 145.83 0.50 11800.00 470.00 485.66 477.46 486.18 0.000421 5.68 2043.05 173.48 0.27 11800.001 470.001 486.04 477.461 486.541 0.0003801 5.501 2104.271 174.73 0.26 11800.00 11800.00 11800.00 11800.00 11900.00 11900.00 11900.00 11900.00 11900.00 11900.00 11900.00 11900.00 470.00 470.00 470.00 470.00 470.00 470.00 472.00 472.00 470.00 472.00 472.00 485.81 486.19 485.44 485.85 485.51 485.92 485.97 486.31 486.95 487.15 487.02 487.34 477.46 477.46 486.33 486.67 0.27 0.25 0.000404 0.000366 147.38 0.49 486.55 0.46 0.003444 486.88 147.41 0.003094 152.97 0.51' 486.79 204.18 0.004275 487.09 0.44 0.003850 357.86 0.25', 486.97 0.27 0.003039 487.24 237.3_4 0.002786 213.20 0.39'i 487.26 0.000864 487.54 0.001008 487.88 0.002303 488.15 0.002096 5.61 2067.81 5.44 2127.84 8.48 1391.61 8.11 1454.13 9.09 1308.81 8.68 1370.45 8.02 1522.26 7.77 1531.43 4.70 3086.31 5.11 2475.69 7.77 1857.90 7.53 1883.41 173.98 175.21 0.27 0.25 147.38 0.49 151.79 0.46 147.41 0.541, 152.97 0.51' 204.18 0.46 156.73 0.44 357.86 0.25', 239.12 0.27 237.3_4 0.41 213.20 0.39'i HEC -RAS Plan: ModifiedFW River: RIVER -1 Reach: Reach -1 (Continued) Reach River Sta Profile _ -, t1 Total Min Ch f 1 W,. Elev ' Crit V1t:5. E(3. Elev, ti E,G. Flo e _ , llel Chnl ' " FIoYV Area, To � Width Froude Al Ohl �._. (cfa) (ft) ° ;. (ft (ft).., "_. (ft) s Oft) � . Ot/s) ', >(sq ft) (ft)' . Reach -1 26300 Natural 11900.00 470.00 487.29 488.28 0.00269_7 8.13 1633.69 202.65 0.44 Reach -1 .,: 26300 Encroached 11900.00 470.00 487.60 488.51 0.002464 7.85 1683.43 190.37 0.42 Reach -1 26700 Natural" 11900.00 474.00 488.05 490.17 0.008639 11.68 1033.32 162.50 0.74 Reach -1 26700 Encroached 11900.00 474.00 488.27 490.28 0.008137 11.38 1046.01 134.61 0.72 Reach -1 26880 Natural 11900.00 474.00 489.77 491.48 0.004121 10._56 1216.54 174.28 0.54 Reach -1 26880 Encroached 11900.00 474.00 489.82 491.58 0.004324 10.64 1118.49 92.42 0.54 Reacrri Reach -I 27050 27050 " "- Natural Encroached ��,00..,�} 10500.00 A9A nn 474.00 490 14 490.3 egg 24 492.27 n nn5aon _ 0.005107 12 11 11.75 111R_51 1146.76 17,.03 _ 161.61 0.60 0.58 Reach -1 27400 Natural 10500.00 476.00 492.83 493.21 0.001371 5.90 2393.721 288.39 0.31 Reach-. 1 27400 ° >,, Encroached 10500.00 476.00 492.83 493.211 0.001350 5.821 2388.721 268.97 0.31 "Reach -1 27540 Natural 10500.00 475.00 492.16 489.85 494.62 0.007167 12.58 834.91 218.39 0.69 Reach -1 27540 ° Encroached 10500.00 475.00 492.16 489.85 494.62 0.007180 12.58 834.46 102.99 0.69 Reach -1 27555 .. Bridge ,: z Reach-11' 27570 Natural 10_500.00 475.20 493.5_4 490.04 495.52 0.005017 11.30 929.17 361.41 0.58 Reach 1 ; ", .27570 Encroached 10500.00 475.20 493.54 490.04 495.52 0.005021 11.30 928.97 104.95 0.58 Reach -1 27620 Natural 10500.00 476.00 494.36 495.86 0.004534 9.99 1222.19 264.62 0.54 Reach -1 27620 Encroached 10500.00 476.00 494.37 495.85 0.004503 9.96 1201.15 211.72 0.54 Reach -1 27900 Natural 10_500.00 480.00 496.58 497.57 0.002595 8.02 1320.19 133.59 0.42 Reach 1,: 27900 Encroached 10500.00 480.00 496.59 497.59 0.002663 8.02 1309.64 117.86 0.42 Reach -1 . 30130 Natural 10500.00 483.70 502.59 503.84 0.004316 10.86 1551.15 264.47 0.51 Reach =i ., 30130 "" Encroache 10500.00 483.70 502.60 503.89 0.004233 10.67 1292.19 122.00 0.50 Grapevine Creek Plan: ModifiedFW 4/18/2007 RIVER -1 Reach -1 510 Legend EG Encroached EG Natural WS Encroached 500 WS Natural Crit Natural . Crit Encroached ...... Ground ll kll ^: 490 C 480 -" ca d w 470 460 450- TT 0 2000 4000 6000 8000 Main Channel Distance (ft) 0 a� w C 0 N w 51 51 Grapevine Creek Plan: ModifiedFW 4/18/2007 Grapevine Creek Plan: ModifiedFW 4/18/2007 .065 101 .065 Legend ---- ---- ---------------- EG Encroached ------------------ ............ EG Natural 4 WS Encroached WS Natural o 0 ■ Ground > 0 w Bank Sta Encroachment 1400 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) Grapevine Creek Plan: ModifiedFW 4/18/2007 Legend EG Natural EG Encroached WS Encroached WS Natural o — --t-- Ground > • m w Bank Sta Encroachment 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) Legend EG Encroached _......_------ ------ -..... EG Natural WS Encroached WS Natural ■ Ground • Bank Sta I Encroachment ill 1000 1050 1100 1150 1200 1250 1300 1350 Station (ft) Grapevine Creek Plan: ModifiedFW 4/18/2007 This is a REPEATED section. Legend ............... . EG Natural - - - -- ------- .. ----------- EG Encroached WS Natural WS Encroached Crit Natural Crit Encroached Ground . Ineff • Bank Sta Encroachment 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) c 0 .6 a� w x c 0 m W Grapevine Creek Plan: ModifiedFW 4/18/2007 Bridge #6 Legend ............................ EG Natural ............. 4............. EG Encroached WS Natural • WS Encroached Crit Natural Crit Encroached ■ Ground Ineff • Bank Sta Encroachment 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) Grapevine Creek Plan: ModifiedFW 4/18/2007 Legend EG Natural EG Encroached WS Natural WS Encroached Crit Natural Crit Encroached Ground Ineff • Bank Sta Encroachment 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) It c 0 m n r- .2 a>i w Grapevine Creek Plan: ModifiedFW 4/18/2007 Bridge #6 Legend ............. ----------- .... EG Natural ------------- • ----- --- EG Encroached WS Natural WS Encroached Crit Natural • Crit Encroached ■ Ground l Ineff • Bank Sta Encroachment 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) Grapevine Creek Plan: ModifiedFW 4/18/2007 PROFILE SECTION R - SURVEY SECTION 17A Legend EG Natural EG Encroached WS Encroached WS Natural ■ Ground • Bank Ste Encroachment 1000 1100 1200 1300 1400 1500 1600 Station (ft) C 0 d u• F- 0 0 o m w Grapevine Creek Plan: ModifiedFW 4/18/2007 27050 Legend --- ---- ------ - - -- .... EG Encroached _. _--- ----- - -- -.. _.- - - - - -- EG Natural WS Encroached +K WS Natural c 0 Ground > Bank Sta w Encro -- w 1000 1100 1200 1300 1400 1500 1600 Station (ft) Grapevine Creek Plan: ModifiedFW 4/18/2007 Legend EG Encroached ............................. EG Natural WS Encroached WS Natural c 0 Ground > • °' Bank Sta w Encroachment 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) Grapevine Creek Plan: ModifiedFW 4/18/2007 PROFILE SECTION Q - SURVEY SECTION 17 Legend EG Encroached ------ - ------------- --_...... EG Natural WS Encroached WS Natural ■ Ground • IBank Sta Encroachment I 1000 1100 1200 1300 1400 1500 1600 Station (ft) Grapevine Creek Plan: ModifiedFW 4/18/2007 Legend - --- - - -- _...-- - -- - -- EG Encroached EG Natural WS Encroached WS Natural Ground • Bank Sta Encroachment�� 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) c 0 1 16 W iR r- 0 m w Grapevine Creek Plan: ModifiedFW 4/18/2007 Grapevine Creek Plan: ModifiedFW 4/18/2007 26170 25820 Legend ---- ... 4--- -- -- - - - - -- EG Encroached .......... - ----------------- .. EG Natural WS Encroached WS Natural o +-- Ground M > w Bank Sta encroachment 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) Grapevine Creek Plan: ModifiedFW 4/18/2007 25725 Legend --- --- ---------- .. -. EG Encroached ._ ........................... EG Natural WS Encroached WS Natural o Ground > w Bank Sta Encroachment 1000 1100 1200 1300 1400 1500 1600 Station (ft) 1000 1200 Grapevine Creek Legend EG Encroached - - - -- --- ------- EG Natural WS Encroached WS Natural Ground • Bank Sta Encroachment 1400 1600 1800 Station (ft) Plan: ModifiedFW 4/18/2007 25685 Legend --------- 4 - - EG Encroached ......"I .. ................ EG Natural WS Encroached WS Natural F Ground • Bank Sta 1000 1100 1200 1300 1400 1500 Station (ft) 0 w c 0 m w Grapevine Creek Plan: ModifiedFW 4/18/2007 Grapevine Creek Plan: ModifiedFW 4/18/2007 25635 This is a REPEATED section. 1000 1100 Grapevine Creek Legend .-...---4--- ------------ EG Encroached ...... - - ............. EG Natural WS Encroached iK WS Natural 0 0 t Ground > • GI Bank Sta J "' 1200 1300 1400 Station (ft) Plan: ModifiedFW 4/18/2007 Bridge #5 Legend ------ - - - - -- A- ...- ... ..... EG Encroached EG Natural WS Encroached WS Natural c 0 Crit Natural > .. GI Crit Encroached w Ground i Ineff • Bank Sta 1000 1050 1100 1150 1200 1250 1300 Station (ft) Legend ... A ...... .-- - -- -.. EG Encroached .................... EG Natural a Crit Natural I I Crit Encroached Ground Ineff • Bank Sta 1000 1050 1100 1150 1200 1250 1300 Station (ft) Grapevine Creek Plan: ModifiedFW 4/18/2007 Bridge #5 Legend ----- -- - - -- J........ ----- EG Encroached ------------- - - -. -. EG Natural . .. ......... ......... . Crit Natural Crit Encroached 1000 1050 1100 1150 1200 1250 1300 Station (ft) Ground Ineff Bank Sta .c 0 m i W 0 d w Grapevine Creek Plan: ModifiedFW 4/18/2007 Legend ------------ -- J ---------- ' --.. EG Encroached ................... _ ...... EG Natural . WS Encroached WS Natural c s Crit Natural > ! Bank Sta (D Crit Encroached w Ground Ineff • Bank Sta 1000 1050 1100 1150 1200 1250 1300 Station (ft) Grapevine Creek Plan: ModifiedFWV 4/18/2007 Legend EG Encroached EG Natural WS Encroached WS Natural 0 s Ground > ! Bank Sta a) w Encroachment 1000 1100 1200 1300 1400 1500 Station (ft) Grapevine Creek Plan: ModifiedFW 4/18/2007 Legend --- -- - --- -- EG Encroached EG Natural WS Encroached WS Natural Ground ! IBank Sta 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) Grapevine Creek Plan: ModifiedFW 4/18/2007 Legend EG Encroached WS Encroached ............. .. ... . -- - -- .. - EG Natural WS Natural ■ Ground Bank Sta Encroachment 1000 1200 1400 1600 1800 Station (ft) F- i .m 0 (D Grapevine Creek Plan: ModifiedFW 4/18/2007 Grapevine Creek Plan: ModifiedFW 4/18/2007 � I 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) Legend EG Encroached WS Encroached --------------------------- EG Natural WS Natural c 0 Ground > Bank Sta °J L Encroachment EG Encroached ........................... EG Natural WS Encroached vvs Naturai Crit Natural ... ... .............................._ Crit Encroached Ground • Bank Sta Encroachment 1000 1200 1400 1600 1800 2000 Station (ft) V111 ELECTORNIC COPIES OF COMPUTER MODELS NNATHAN D. MAIER v CONSULTING ENGINEERS, INC. TVNO PARK LANE PLACE / 8080 PARK LANE / SUITE 600 DALLAS, TEXAS 75231 / (214) 739 -4741 / FAX (214) 739 -5961