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ST0701-SY100902 �p � ti �CY � l/�' Request for a �� ,..c B MfF iT " .�L� 'w A. 1, 1- W Letter of Ma p Revision 1111111 , 4 t t k ai 7 ' • on Grapevine Creek 0 for The City of Coppell, TX R*pi ,...i . ,, .......„ ,,o. "tom° .x�+ *fi ___ ,.': x D , T V , ...„ , . „ , � .„.„, � .,. 4 ' Y 4 AVX September 2010 Letter of Map Revision Request for City of Coppell Southwestern Boulevard on Grapevine Creek In the City of Coppell Dallas County, Texas Prepared for: City of Coppell By: Ha Iff Associates, Inc. 1201 North Bowser Road Richardson, TX 75081 . ar OF . reN0Q/414 , 17 ( MARIA C. MARTINEZ ; : 5 -o% -p-. 106159 „„,.... „. v iiiiiiiii TBPE FIRM # F-312 AVO 25816 August 20 C:: HALFF September 2, 2010 AVO 25816 Federal Emergency Management Agency C/O Michael Baker Jr., Inc. 3601 Eisenhower Avenue Alexandria, Virginia 22304 -6425 Re: Request for a Letter of Map Revision for Southwestern Boulevard on Grapevine Creek in the City of Coppell, Dallas County, Texas. LOMR Depot: Enclosed you will find a technical report for the As -Built Southwestern Boulevard Bridge in the City of Coppell, Dallas County, Texas. This report, submitted by Halff Associates, Inc. on behalf of The City of Coppell, contains the technical data required for issuance of a Letter of Map Revision. Hard copies of the required Hydraulic models can be found in Appendices C through E. A disk containing the required HEC -RAS hydraulic models and the floodplain and floodway mapping files can be found in Appendix F. Application and Certification forms are included in Section II. The analysis updates and refines the FEMA effective models based on new hydraulics resulting from the As -Built Southwestern Boulevard Bridge. If you have any technical questions on this report, please contact me at 214 -217 -6650. Administrative questions should be directed to Ken Griffin, Director of Engineering and Public Works, City of Coppell at 972 - 304 -3686. Thank you for your consideration of this request. Sincerely, HALFF ASSOCIATES, INC. / .rr Maria C. Martinez, P.E., CFM Water Resources Engineer Enclosures cc: Ken Griffin, Director of Engineering and Public Works HALFF ASSOCIATES, INC. 1201 NORTH BOWSER ROAD TEL (214) 346 -6200 WWW. HALFF .COM RICHARDSON, TX 75081 -2275 FAX (214) 739 -0095 Letter of Map Revision Request Southwestern Boulevard, City of Coppell, Dallas County, Texas Table of Contents I. INTRODUCTION A. General 1 B. Site Description 1 C. Purpose 1 D. Survey 1 E. Hydrology 2 F. Hydraulics 2 1. Duplicate Effective Models 2 2. Corrected Effective Models 3 3. As -built Conditions Models 3 4. Floodway Models 4 5. Channel Velocity 5 G. Mapping 5 H. Conclusions and Recommendations 5 II. APPLICATION /CERTIFICATION FORMS WITH ATTACHMENTS A. Grapevine Creek Forms • MT -2 Form 1 — Overview & Concurrence Form • MT -2 Form 2 — Riverine Hydrology & Hydraulics Form • MT -2 Form 3 — Riverine Structures Form • Evidence of Public Notification of Floodway Revision Letter of Map Revision Request Southwestern Boulevard, City of Coppell, Dallas County, Texas I11. APPENDICES Appendix A Exhibits and Maps Exhibit 1 Location Map Exhibit 2 Annotated FIRM (Panel # 48113C0135J) Exhibit 3 Annotated FIRM (Panel # 48113C0155J) Exhibit 4 LOMR Workmap with Revised Preliminary DFIRM Appendix B Record Drawings Appendix C Duplicate Effective Model 1. Effective Multi - Profile HEC -2 Model 211 ProM.dat 2. Effective Floodway HEC -2 Model 211 ProFW.dat & 211 proFW.out 3. Effective Multiple - Profile HEC -RAS Model 7026.p08 4. Effective Floodway HEC -RAS Model 7026.p11 Appendix D Corrected Effective Model (Revised Existing) 1. Revised Existing Multiple Profile HEC -RAS Model SW.p04 2. Revised Existing Floodway HEC -RAS Model SW.p03 Appendix E As -built Conditions Model (Post- Project) 1. As -Built Multiple Profile HEC -RAS Model SW.p06 2. As -Built Floodway HEC -RAS Model SW.p01 Appendix F CD with Digital Files o Effective Models o LOMR HEC -RAS v3.1.3 Models o GIS Shapefile for Revised 100 -Yr and 500 -Yr Floodplains and Floodway o As -built Survey ii Letter of Map Revision Request Southwestern Boulevard, City of Coppell, Dallas County, Texas List of Tables Table 1 Summary of Discharges 2 Table 2 Base Flood Elevation Comparisons 6 Table 3 High Flood Elevation Comparisons 7 Table 4 Floodway Data Comparisons 8 iii Section 1 Introduction p■; HALFF Letter of Map Revision Request Southwestern Boulevard, City of Coppell, Dallas County, Texas A. General This study was undertaken to provide the necessary technical data for issuance of a Letter of Map Revision (LOMR) for the Southwestern Boulevard Bridge crossing of Grapevine Creek in the City of Coppell, Dallas County, Texas. A location map for the site is shown on Exhibit 1 in Appendix A. The required forms for this Letter of Map Revision (LOMR) request are included in Section II of this report. Additional information is provided as attachments to these forms. B. Site Description The Southwestern Boulevard project is located in the southern portion of the City of Coppell, between Interstate 635 and upstream of the Southern Pacific Railroad. The limits of the project are from cross - section 31750 (upstream of Southwestern Boulevard) to cross - section 30130 (downstream of Southern Pacific Railroad). Grapevine Creek is designated as Zone AE on the Federal Emergency Management Agency (FEMA) effective Flood Insurance Rate Map (FIRM) Community Panel in Dallas County, Texas and Incorporated Areas; Maps # 48113C0135J and # 48113C0155J effective date August 23, 2001 and Maps # 48113C0010L and 48113C0030L for the Revised Preliminary Digital Flood Insurance Rate Map (DFIRM) Panel (2007). C. Purpose Halff Associates, Inc. was hired by the City of Coppell to model the as -built conditions of the Southwestern Boulevard Bridge (Post- Project) over Grapevine Creek. The objective of this study is to provide all necessary information for obtaining a Letter of Map Revision (LOMR) from the Federal Emergency Management Agency (FEMA) for this constructed project. D. Survey The as -built Southwestern Boulevard bridge grading was surveyed in August 2010 by Halff Associates, Inc. Deck information and piers location are input from design plans. For the Revised Existing conditions (corrected effective model), the existing bridge and channel geometry was supplemented with surveys conducted in 2008 by Halff Associates, Inc., during the design process. In addition to the survey data. the primary source of terrain data used in the Revised Existing (Corrected Effective Model) and Post- Project (As -Built Conditions Model) are 2 foot contours provided by the North Central Texas Council of Governments (NCTCOG) 2001. I: \25000s\ 25816 \HH \LOMR \report \25816Report.doc Page 1 Letter of Map Revision Request Southwestern Boulevard, City of Coppell, Dallas County, Texas The 2008 and 2010 survey data are included on CD in Appendix F. The files contain data for each survey shot in the following order: point number, y coordinate, x coordinate, elevation, and description. E. Hydrology Discharges from the approved LOMR case # 07- 06 -2203P and LOMR -F case # 02- 06 -2315P are used for this study. The flood discharges used for Grapevine Creek can be viewed in Table 1. Table 1 Summary of Discharges t ,: F1aod V��� [.p •, a Downstream of Freeport Parkway 34780 6700 9400 10500 13400 Upstream of Southwestern Boulevard. 31750 6700 9400 10500 13400 Approx. 675 feet downstream of Bethel Rd. 26880 7600 10600 11900 15100 Approx. 1735 feet downstream of Bethel Rd. 25820 7500 10500 11800 15100 F. Hydraulics 1. Duplicate Effective Models Hydraulic models were requested from FEMA in August 2010. On August 20, 2010, we received from FEMA the following models: - HEC -2 models dated 1989. - LOMR case # 99- 06 -479P (HEC -2 models, as well as PDF file). - LOMR -F case # 01- 06 -1643P (HEC -2 models, as well as PDF file). - LOMR -F case # 02- 06 -2315P (HEC -2 models, as well as PDF file). One (1) additional LOMR (case # 07- 06- 2203P) was found on the FEMA website which updates the mapping downstream of Southwestern Boulevard from cross - section 30130 to cross - section 23900. This LOMR was obtained from Nathan D. Maier Consulting Engineers (NDM). The FEMA effective model and floodway model used in this study for the Grapevine Creek were: - The HEC -2 models from LOMR -F case # 02- 06 -2315P called 211 ProM.dat and 211 ProFW.dat. These models were used from cross - section 34870 to cross - section 30189 and, I:\25000s\ 25816 \HH \LOMR \report\ 25816 Page 2 Letter of Map Revision Request Southwestern Boulevard, City of Coppell, Dallas County, Texas - The HEC -RAS v3.1.3 model from LOMR case # 07- 06 -2203P provided by (NDM). This model was used from cross - section 30130 to cross section 23900. FEMA provided the input data for the effective model (LOMR -F case # 02-06 - 2315P). Therefore, the model was executed using HEC -2 to create the duplicate effective model. Results of this execution for the multiple profiles model are included on CD in Appendix F (called 211 PROM.OUT) of this report. The duplicate effective model is a combination of the HEC -2 model from cross - section 34870 to cross - section 30189 and the HEC- RASv3.1.3 model from cross - section 30130 to cross - section 23900. 2. Corrected Effective Model (Revised Existing) The Duplicate Effective model was further modified to produce the Corrected Effective model. The Southwestern Boulevard Bridge as well as bounding sections are input using survey data acquired in 2008 by Halff Associates, Inc. There is a utility crossing the creek just downstream of the Southwestern Boulevard Bridge, not contained in the duplicate effective model. This structure is included in the corrected effective model. The utility is input per field reconnaissance and 2008 surveys. Three (3) cross - sections were added to the corrected effective model; two of them were required due to the addition of the utility crossing (cross- sections 31471, and 31451) and the other was added to reflect survey data (cross- section 31675). Cross - section 31750 was extended in the left overbank to contain the high flow. Also, the left bank station for cross - section 31310 was adjusted. The contraction and expansion coefficients were set at 0.1 and 0.3 respectively at all added cross - sections. Due to missing spatial location of the cross - sections, locations of additional cross - sections were assumed based upon the location of the Southwestern Boulevard Bridge and the best available stream centerline. The data for the new cross - sections was pulled from survey data and the NCTCOG topography (2 -foot contour interval) dated 2001. The model water surface elevation results tie in with the duplicate effective model water surface elevation results within 0.1 foot at the downstream end and 0.4 at the upstream limit of the LOMR reach (LOMR reach: cross - section 31750 - 30130). Appendix D contains the revised existing conditions results from the HEC -RAS v3.1.3 model. 3. As -Built Conditions Model (Post- Project) The Corrected Effective hydraulic model was further modified in the as -built condition model for the Southwestern Boulevard Bridge improvements. Cross sections 31471 and 31451 were updated with 2010 survey data by Halff Associates, Inc. The I: \25000s\ 25816 \HH \LOMR \report \25816_Report.doc Page 3 Letter of Map Revision Request Southwestern Boulevard, City of Coppell, Dallas County, Texas Southwestern Boulevard bridge geometry was updated per design plans and survey data dated in August 2010. The contraction and expansion coefficients were set at 0.3 and 0.5 respectively at the bounding cross - sections of the Southwestern Boulevard Bridge (cross- section 31675 and 31471). Cross - section 31550 was excluded from the as -built conditions model because the bridge alignment was shifted approximately 15 feet upstream. A comparison of the 1- and 0.2- percent - annual- chance flood profiles of the Corrected Effective model and As -Built conditions model show no increase in the water surface elevations due to the bridge improvements. Table 3 and Table 4, show the water surface elevation comparisons for 1- and 0.2- percent - annual- chance flood profile respectively. An increase of 0.1 foot at cross - section 31471 for the low flow is considered insignificant. The Southwestern Boulevard grading plan is shown in Appendix B. Appendix E contains the as -built conditions results from the HEC -RAS v3.1.3 model. 4. Floodway Models a) Duplicate Effective Floodway Model A floodway is shown on FEMA's effective Flood Insurance Rate Map (FIRM) panels # 48113C0135J and # 48113C0155J dated August 23, 2001 and Revised Preliminary Digital Flood Insurance Rate Map (DFIRM) panels # 48113C0010L and 48113C0030L for Dallas County, Texas and Incorporated Areas. The effective floodway models used in this study for Grapevine Creek were the HEC -2 model from LOMR -F case # 02- 06 -2315P called 211 ProFW.dat provided by FEMA and the HEC -RAS v3.1.3 model from LOMR case # 07- 06 -2203P provided by (NDM). FEMA provided the input data for the effective floodway model. Therefore. the model was executed using HEC -2 to create the duplicate effective model. Results of this execution can be found in Appendix C of this report. The duplicate effective floodway model is a combination of the HEC -2 model from cross - section 34870 to cross - section 30189 and the HEC -RAS v3.1.3 model from cross - section 30130 to cross - section 23900. b) Corrected Effective Model (Revised Existing) The effective floodway encroachment stations at cross - section 30130 were modified on the left over bank from 2095 to 2097 in order to eliminate the negative surcharge (> -0.04) at cross - section 30189 downstream of Southern Pacific Railroad. I: \25000s \25816 \HH \LOMR \report \25816_Report.doc Page 4 Letter of Map Revision Request Southwestern Boulevard, City of Coppell, Dallas County, Texas For the added cross - sections (31675, 31471 and 31451) floodway encroachments were adjusted accordingly. c) As -built Conditions Model (Post - Project) The floodway alignment was modified in the as -built conditions model at cross - sections, 30250, 30201, 30189 and 30130 in order to eliminate the negative surcharges (> -0.04) upstream of Southern Pacific Railroad. For the added cross - sections (31675, 31741 and 31751) floodway encroachments remain the same as designated in the corrected effective model. Water surface elevations and encroached floodway comparisons can be found in Table 4 of this report and as shown have no increase larger than one foot. 5. Channel Velocity As -built Grapevine Creek channel velocities within the project limits are virtually the same when compare with the revised existing conditions (corrected effective model) ranging between 3.46 ft /s to 11.68 ft/s. The velocities through the proposed bridge are approximately 8 ft /s for the 1- percent - annual- chance flood profile; therefore the channel was lined with rock riprap to avoid erosion underneath the bridge. G. Mapping 1- and 0.2- perecent - annual- chance floodplain boundaries were delineated using 2010 survey grading along the road and NCTCOG 2001 topography. The floodplain for the Post - Project was delineated automatically using GIS methods. Mapping cross - sections were located manually, due to missing spatial location of the cross - sections for the project area. H. Conclusions and Recommendations Based on the results of this LOMR floodplain study, the as -built Southwestern Boulevard Bridge has no adverse affect to the Grapevine Creek and will not raise the base flood water surface levels on this property or the adjoining properties as shown on Table 2. Annotated FIRM and Floodplain Workmap with revised floodplains and floodway are included in Appendix A. On the Floodplain Workmap, please note that the Revised Preliminary DFIRM floodplains and floodway are used to compare the revision for this LOMR. In conclusion, this request should fulfill all FEMA requirements to warrant a Letter of Map Revision (LOMR) for this project. I: \25000s\ 25816 \HH \LOMR \report \25816Report.doc Page 5 d a m W III 7 o O J 0 0 d N m • d O Q N W O - o a J Q > j W y W a y,- d - .. 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N N O Ts 3 3 01 N a N > d > N A iX ID ; '- i r-a ° I a. —i om m ccn E E y ^ m LO N O N V CONN.-I-1- V O t' Ca' c7 c>M M ;;z ch m mm O U 0 co > > y a� d m 1 d O m m O O O O O O N O O V 2 a Y U r 2 Tr a M N N O� CJ M d t 6 o 0 M M MM M Mc c9) c9) c5-; PI 0O To O W a N o 2 N o o N o .— cn N N 6 Section 11 Application /Certification Forms with Attachments !•E HALFF U.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY 0.:t1.B No. 1660 -0016 OVERVIEW & CONCURRENCE FORM Expires: 12/31/2010 PAPERWORK BURDEN DISCLOSURE NOTICE P ublic 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 corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burdeh to: Information Collections Management, U.S. Department of Homeland Security. Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (1660- 0016). 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 DHS - FEMA This request is for a (check one): ❑ CLOMR: A letter from DHS -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 DHS -FEMA officially revising the current NFIP map to show the changes to floodplains, regulatory floodway or flood elevations. (See 44 CFR Ch. 1, Parts 60, 65 & 72) 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, Dallas County TX 4113C 0135J 08/23/01 80170 City of Coppel, Dallas County TX 4113C 0155J 08/23/01 2. a. Flooding Source: Grapevine Creek b. Types of Flooding: ® Riverine ❑ Coastal ❑ Shallow Flooding (e.g., Zones AO and AH) ❑ Alluvial fan ❑ Lakes ❑ Other (Attach Description) 3. Project Name /Identifier: Southwestern Boulevard 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 0 Regulatory Floodway Revision ❑ Base Map Changes ❑ Coastal Analysis ❑ Hydraulic Analysis ❑ Hydrologic Analysis ❑ Corrections ❑ Weir -Dam Changes ❑ Levee Certification ❑ Alluvial Fan Analysis ❑ Natural Changes ❑ New Topographic Data ❑ 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 structures (check all that apply) Structures: ❑ Channelization ❑ Levee /Floodwall 0 Bridge /Culvert ❑ Dam ❑ Fill ❑ Other (Attach Description) DHS- FEMA Form 81- 89,DEC 07 Overview & Concurrence Form MT -2 Form 1 Page 1 of 2 C. REVIEW FEE Has the review fee for the appropriate request category been included? I 121 Yes Fee amount: $5.300 ❑ No, Attach Explanation ' Please see the DHS -FEMA Web site at http: / /www.fema.gov /plan /prevent/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: Maria C. Martinez, P.E., CFM Company: Halff Associates, Inc. Mailing Address: Daytime Telephone No.: 214 - 217 -6650 Fax No.: 214 - 739 -0095 1201 North Bowser Road - Richardson, TX 75081 -2275 ,r E -Mail Address: mcmartinez @halff.com Signature of Requester (required): / '�'� %/ Date: a F/02 / r , r,- �i..w�r ?.p/ 0 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. - Director of Engineering and Public Community Name: City of Coppell Works Mailing Address: Daytime Telephone No.: 972 - 304 -3679 Fax No.: 972 - 304 -3570 255 Parkway Blvd opell, TX 75019 E -Mail Address: kgriffin @coppelltx.gov Community Official's Signature (required): Date: 10 , ¢ f CERTIFICATION BY REGISTERED P OFESSIONAL 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 data, hydrologic and hydraulic analysis, and any other supporting data. All documents submitted in support of this request are correct to the best of my knowledge. All analyses have been performed correctly and in accordance with sound engineering practices. All project works are designed in accordance with sound engineering practices to provide protection from the 1% annual chance flood. If "as- built" conditions data /plan provided, then the structure(s) has been built according to the plans being certified, is in place, and is fully functioning. 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: Maria C. Martinez, P.E., CFM License No.: 106159 Expiration Date: 3/31/2011 Company Name: Halff Associates, Inc. Telephone No.: 214- 217 -6650 Fax No.: 214 - 739 -0095 Signature: Date: r fbzAl ©l6 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) Channel is modified, addition /revision of bridge /culverts, addition /revision of levee /floodwall, addition /revision of dam ❑ Coastal Analysis Form (Form 4) New or revised coastal elevations 1 Coastal Structures Form (Form 5) Addition /revision of coastal structure Seal (Optional) 1 ❑ Alluvial Fan Flooding Form (Form 6) Flood control measures on alluvial fans DHS- FEMA Form 81- 89,DEC 07 Overview & Concurrence Form MT -2 Form 1 Page 2 of 2 U.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B No. 1660 -0016 RIVERINE HYDROLOGY & HYDRAULICS FORM Expires:12 /31/2010 / PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 3.25 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, U.S. Department of Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (1660- 0016). 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. I Flooding Source: Grapevine Creek Note: Fill out one form for each flooding source studied I A. HYDROLOGY 1. Reason for New Hydrologic Analysis (check all that apply) ® Not revised (skip to section B) ❑ 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.) Effective /FIS (cfs) Revised (cfs) 3. Methodology for New Hydrologic Analysis (check all that apply) ] Statistical Analysis of Gage Records E Precipitation /Runoff Model • Regional Regression Equations [ Other (please attach description) Please enclose all relevant models in digital format, maps, computations (including computation of parameters) and documentation to support the new analysis. 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 Downstream of Southern Pacific 30130 502.1 502.1 Railroad Upstream Limit Upstream of Southwestern 31750 507.8 508.1 Boulevard 1 2. Hydraulic Method /Model Used HEC -RAS 3.1.3 DHS - FEMA Form 81 -89A, DEC 07 Riverine Hydrology & Hydraulics Form MT -2 Form 2 Page 1 of 2 B. HYDRAULICS (CONTINUED) 3. Pre - Submittal Review of Hydraulic Models DHS -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 may help 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 /plan /prevent/fhm /frm soft.shtm. We recommend that you review your HEC -2 and HEC -RAS models with CHECK -2 and CHECK -RAS. Review of your submittal and resolution of valid modeling discrepancies may result in reduced review time. 4. Models Submitted Natural Run Floodway Run Datum Duplicate Effective Model* File Name: 211 ProM.dat Plan Name: File Name: 211ProFW.dat Plan Name: F ;Ie PJ m e :WZ6• Quo (✓amt : 10267'Vq f, let;ame: 4016.f . Ti," 1,,ame:t026.c) 1 1 Corrected Effective Model* File Name: SW.prj Plan Name: p04 File Name: SW.prj Plan Name: p03 Existing or Pre - Project Conditions Model File Name: Plan Name: File Name: Plan Name: Revised or Post - Project Conditions Model File Name: SW.prj Plan Name: p06 File Name: SW.prj Plan Name: p01 Other - (attach description) File Name: Plan Name: File Name: Plan Name: * For details, refer to the corresponding section of the instructions. ® Digital Models Submitted? (Required) 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.). ® Digital Mapping (GIS /CADD) Data Submitted 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. ® Annotated FIRM and /or FBFM (Required) D. COMMON REGULATORY REQUIREMENTS* 1. For LOMR/CLOMR requests, do Base Flood Elevations (BFEs) increase? ❑ Yes ® No a. 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 or without BFEs established and would result in increases above 1.00 foot. b. 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. 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/CLOMR requests, does this request have the potential to impact an endangered species? ❑ Yes ® No If Yes, please submit documentation to the community to show that you have complied with Sections 9 and 10 of the Endangered Species Act (ESA). Section 9 of the ESA prohibits anyone from "taking" or harming an endangered species. If an action might harm an endangered species, a permit is required from U.S. Fish and Wildlife Service or National Marine Fisheries Service under Section 10 of the ESA. I For actions authorized, funded, or being carried out by Federal or State agencies, please submit documentation from the agency showing its compliance with Section 7(a)(2) of the ESA. * Not inclusive of all applicable regulatory requirements. For details, see 44 CFR parts 60 and 65. DHS - FEMA Form 81 -89A, DEC 07 Riverine Hydrology & Hydraulics Form MT -2 Form 2 Page 2 of 2 U.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY O.MB No. 1660 -0016 RIVERINE STRUCTURES FORM Expires: 12/31/2010 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, U.S. Department of Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (1660 - 0016). 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. I Flooding Source: Grapevine Creek Note: Fit out one form for each flooding source studied I A. GENERAL Complete the appropriate section(s) for each Structure listed below: Channelization complete Section B Bridge /Culvert complete Section C Dam /Basin complete Section D Levee /Floodwall complete Section E Sediment Transport complete Section F (if required) Description Of Structure 1. Name of Structure: Southwestern Boulevard Type (check one): ❑ Channelization ® Bridge /Culvert ❑ Levee /Floodwall ❑ Dam /Basin Location of Structure: Between Interstate 635 and upstream of Southern Pacific Railroad Downstream Limit /Cross Section: 30130 Upstream Limit/Cross Section: 31750 2. Name of Structure: Type (check one): ❑ Channelization ❑ Bridge /Culvert ❑ Levee /Floodwall ❑ Dam /Basin Location of Structure: Downstream Limit /Cross Section: Upstream Limit/Cross Section: 3. Name of Structure: Type (check one) ❑ Channelization ❑ Bridge /Culvert ❑ Levee /Floodwall ❑ Dam /Basin Location of Structure: Downstream Limit /Cross Section: Upstream Limit /Cross Section: NOTE: For more structures, attach additional pages as needed. • DHS - FEMA Form 81 -89B, DEC 07 Riverine Structures Form MT -2 Form 3 Page 1 of 10 B. CHANNELIZATION I Flooding Source: • Name of Structure: 1. Accessory Structures The channelization includes (check one): ❑ Levees [Attach Section E (Levee /Floodwall)] ❑ Drop structures ❑ Superelevated sections ❑ Transitions in cross sectional geometry ❑ Debris basin /detention basin [Attach Section D (Dam /Basin)] ❑ Energy dissipator ❑ Other (Describe): 2. Drawing Checklist Attach the plans of the channelization certified by a registered professional engineer, as described in the instructions. 3. 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 ❑ At Drop Structures ❑ At Transitions ❑ Other locations (specify): 4. Sediment Transport Considerations 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. C. BRIDGE /CULVERT Flooding Source: Grapevine Creek Name of Structure: Southwestern Boulevard 1. This revision reflects (check one): ❑ Bridge /culvert not modeled in the FIS O Modified bridge /culvert previously modeled in the FIS ❑ Revised 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 3.1.3 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) ® Erosion Protection ❑ Shape (culverts only) 0 Low Chord Elevations — Upstream and Downstream ❑ Material 0 Top of Road Elevations — Upstream and Downstream ❑ Beveling or Rounding ❑ Structure Invert Elevations — Upstream and Downstream ❑ Wing Wall Angle ❑ Stream Invert Elevations — Upstream and Downstream ❑ Skew Angle ❑ Cross- Section Locations ❑ Distances Between Cross Sections 4. Sediment Transport Considerations Was sediment transport considered? ['Yes 0 No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. DHS - FEMA Form 81 -89B, DEC 07 Riverine Structures Form MT -2 Form 3 Page 2 of 10 Appendix A Exhibits and Maps HALFF Appendix A (Exhibit 1) Location Map Eli HALFF o a + � • STrAN / - ?O C: y • 0, 'i- N / ' ` • .- c EDMONDSON .8 �,. .._ -- -- . RA ILROAD _. 4, SOUTHERN `� • w"` li . = _ - t o � J CO SOUTHWESTERN 4 ^ i .." �t � w SA - - - fis-N 1 ' - � .yes , + ., Mi x C:' t _ _ - - ] i p 4, + f , - Q ,* .. k ,,., t 1 IRS ' ,, ": , ce 4 N Southwestern Boulevard Bridge UUN w E Letter of Map Revision Request Mill HALFF City of Coppell, II. s Dallas County, Texas 0 250 500 � ,000 Exhibit 1 Feet Location Map Appendix A (Exhibit 2) Annotated FIRM Panel # 48113C0135J •; HALFF N m d m 21 p a M O � 4 ca. In 0 0 - r -, lad 1..47 H O y O w LL I- r � - - cc M 4 yr W O L c. !++ Z w G N .. O 10 LL 7 ,, �M �� v p O 7 Z O 2. se LIJ cn °, * OQ .r, t u E� a � ,, +- I o ca Ca = H w VI v a a ° z ° L C E o � ; LL 2 C !) ^ o PJn - , '' -:c '� Q c I S F C cr I N U • r, 4 Y F N N N 35 N W N N W O F d CO cv s 0 O CV CV CO cD ( A ( - i ,, ,,, ,,,,., ,-.) .-, , . opor... d,.. , et ,,, k „.,3„...,,,, Y o ,,,, " Lu z Luj 0- it, „4.4, _ Ts: d I c- get cD It c CD 8 n "66 U Q N w Et O W U W � c c Q `'� z O m (13 O N Z + -' J p p ? 4i 4 A N ��� ( ! l3ddOJ T k o a / 111 -c >- >- -c o o >- -� ` t m N to ° o ° o a O I ''4 LL LL w 00 m z O Q < < O '.',1 i . 1- LL ^ 3 T �b,vaavd '.I 1.80d331 , 1:\:1--c)v) \' ,,,.. ‘,„ ,,,, z .... 1 t 0 cc 0 z ce a i o i i --.1 i..-.' a. J in 1- C MI az� 1 7C U LL0 X 24 0 i t f6 Z u �` N O • r� � , N h Z w pt10d UIaVN 8 n i ' Appendix A (Exhibit 3) Annotated FIRM Panel # 48113C0135J E ! HALFF v� wsga d c y 0 mmY m T Wil \1 LL e c r~'' z z1 Sao IL.) v�oi � a 7 z 6C -; CO LL er 3..s o a m wes m nym^g -J c .Q .ec i E o z , .. oc?11 I ; � E ar- v ,,, O 6+? Q u x y■, W "p m � w 8 � a..w ...3 i ~ g 2 z W O W Y c W 'd QW a.. I Q /� / % r- `,' o I I ! I I �. 4. A E-4 a te- ^ _ S _ _ /� :, � � y t • 1 x & o_ s 4 tt R ) — o p U —__— _ _ —'___ -- — 'Et Cl O es., C 0 E N d N a N N N W B) O 1= 0. / co , Ott z N O Ti 3`Oood szniNfH ( v N w m ii, ',sai.) Avo 0 is / t cp s 783 o \ + 1 CZ v U . w A' CS J Es cT3 u LL. O Q Q . �` � \ . . 9 \ ---------"--/ '-?:' .:°- (5) LCa�1 v I ' ' _ U U co �� , 1 LL L _ 'O `!e- `�' e 28P Q CC CC o .� a`�+''p 68t - 0 - 0 , N ■-• -11- - -I- t) o m m m ,__ - ---.- -- 4.'itti.,:: k tz r - T v , " N �', Q cn cn co ,r^ :INV1 PliN11U3 . A 4 oy co Q Q Q • > � G c r� \ CD CD b 4 : 4,.. ,498 q °— - • �.F r r, o .n C / . N y LSI J 3 U a' d U 0 CD c 2 zli Ca.1 ., L Legend Cross Sections ® Grapevine Creek Centerline As-Built Floodway As -Built 100 -YR Floodplain As -Built 500 -YR Floodplain Floodway - Revised Preliminary DFIRM Q 100 -YR Floodplain - Revised Preliminary DF RM 500 -YR Floodplain - Revised Preliminary DF RM -- Effective 100 -YR - LGMR case # 07 -06 -2203 FIRM Flodway FIRM 100 -YR Floodplain FIRM 500 -YR Floodplain NCTC ®G 2001 Contours U C M LL �0 .R ■rw Z3 L 0 J 0 U MC o� ce) m� :ggo e 0 L 0 Q°p Un N 4) x .Im 4) Qi M = 0 > 0 t� °_' 'gin U) 0 �. r a� a) � CL 0 0 .�+ 0 t� yc 7 4" r�j�O 74 q 1 021lV • : ......:...'..tl .............. . MARIA C MARTINEZ s \Q� 106159 LL LL J " MC o� ce) :ggo C-4 H ® CO L Q°p o^ co ■■■ ZaNN r- N 1U .. J Uj Exh i lort it 4 Appendix A (Exhibit 4) LOMR Workmap with Revised Preliminary DFIRM HALFF Appendix C Duplicate Effective Model Eli HALFF Appendix C.1 Duplicate Effective Model Multiple Profiles HEC -2 Model: 211 ProM.dat Please find output on the CD of this report •E HALFF NOTE: SEE UNIT PRICE SCHEDULE FOR TEMPORARY CSB (TYPE 1), REACT (N), ,MBGF (TL2), & TAS QUANTIES. 201 BAS -C (MIN) BEGIN BRIDGE C ABUTMENT #1 STA 13+56.00 EL = 510.61' TEMPORARY--'\ NARROW IELCT 350____�= SOUTHWESTERN BLVD & PGL Ii II Uj EXISTING z RIPRAP 51, EXISTING EX STRUCTURE ILIJ RIPRAP TO BE REMOVED < w r-r CD LU fr- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 T - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - BENT #2 C BENT #3 STA 14+01.00 STA 14+47.00 II I I I !I iI II Ii A NI BM #1 Ln - - - - - - - - N Lu T --------- "lq- TEMPORAR _ j + 0 CSB (TYPE,' 1) I < �-� III `� I NOM FACE OF TY C411 (MOD) RAIL ----------- if -- ------ - - - - -- - - - - - - - - 1 / - l-\! ABUTMENT#A' STA 14+92.00 EL = 511.29' N- N rn V) BEAT-SSC SEE CIVIL PLANS FOR SIDEWALK. ADJUST SIDEWALK ALIGNMENT AS NECESSARY FOR BEAT-SSCC. o� 11 1\1 - V) 90*00 EX. 36 CMP U < CL V (UNO) TO BE REMOVED . . . . . . . . . . . . V) .. ... ..... FA 0 --ASIJI BKWL -- - - - - - - - _ CD < = < S81*4235 15 00 0 , R: 1 14+00 CURVE 2 - ('r STAGE CONST. LINE TY A JOINT .1 _ PROP 42" 0 RCP A CURVE 3 SGT(7) OR TY A JQKT PROP. TEMPORARY SGT(8) 36" 0 RCP NARROW REACT WOOD POST 7 TY A JOINT - - - - - - - - - - - - - 35Q_ --:= - _j FACE OF I �- 2:1 BM #10 ABUT BKWL I� I I NOM FACE OF 2:1 TY 41 APPROACH T1 RAIL SLAB - - - - - - - IIII I MBGF (TL2) - - - - - - - - - - - - ° -°- - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - --- /1. 1 APPROACH - - - - - - - - - - - - - - - - - - - - - - - - - - - - K A /- APPROXIMATE 20 SLAB (A I LOCATION < < LU BAS-C w 0 TEST HOLE o i - -- - -- IMIN) NO. 2 CC EXISTING 24 APPROXIMATE WATER LINE LOCATION E XIST R U VV TO REMAIN TEST HOLE wil & i = I I I ki E 0 0 1 WTI I I i ki I M 10 1 0 1 6 U_ LL _j ti 1 4 cc L 05*44'44" NOTE: ADJUST GRADING ON THE SOUTH SIDE OF MBGF (TL2) AND SGT AND THE NORTH SIDE OF BEAT-SSCIC AS NECESSARY FOR MINIMUM OF 2' AT A MAXIMUM OF 27. 1 02 °52'50" LIMITS OF RIPRAP (RR8) PLAN SCALE- I" = 10'-0" NO. 1 LIMITS OF RIPRAP (RR8) 0 5 10 15 20 SCALE: V=10' END - BRIDGE OVERALL LENGTH OF C411 (MOD) RAIL = T4 9.18 ` CURVE 2 END BRIDGE OVERALL LENGTH OF T411 RAIL 149�'16 HORIZONTAL CURVE DATA .......... 540 RAIL. FOR PAYMENT RAIL FOR PAYMENT ...... .................. ........... ....... ...... ............. ........... ...... ...... ....... ............ ...... .............. ............ ........... ........... .............. ...... ....... .... ... . . ... . .. ... . -54.0... ......... PIS A­13 OVERALL :LENGTH OF BRIDGE =1 0 36'-O"(AL: NG SOUTHWESTERN BLVD) T . 09*35 .00"(LT) D = 06*21'58.31" R 900.000 BEGIN BRIDGE 45 T� 4SB15 AND 5SB15 111 91" TY 4SB15 AND :5SB15_ PCB : T 75.446" 530 ABUT #1 .............. ....... ...... S-PAN. -1 ..... ................ ...... ....... .............. -LJNIT. -1 -(46� ......... ......... ........... ......... .. ........... ........ .............. ............ ......... L� -=.1.50-539' ' .......... ........ :.53.0... S TA':'1'3 4� 5 G.'00 ......... ....... '7 PC STA 12+95.71 PGL :EL = 510.61' PT STA 14+46.' END BRIDGE SG OR ABUT #4 STA 14+92.00: S G:T (8) 520 IL- R VE 3 ........... ................ ............. ......... ............ ............. ......... ........... ....... .......... ... PGL. E L . .511.2 9' ICU ...... ........ 520 -W -POST� - .............. .............. ......... ....... ............ ... ....... 54't�'br ............... ... IEX ... S C T U R E OF TO OF RAIL HORIZONTAL CURVE DATA FACE MBGF ABUT BKWL TO BE REMOVEDT _PGL 0.507. ABUT BKWL BEAT-SSCC PI STA 15+66.47 (TL2 . ' - -_ A 091038 - - - - - - - - - - - - - - * " bo"(LT) - -- - -- - . - - - -- - - - - I] =: 06*21'58.31 510 D ........ ....... ...... R, .=.:.900.00.0'. .......... ...... ...... ......... .... ... ........... ............ ............. ...... 510 4 F- ........ T =*:72.232" TEST HOLE #2 �- .; ! i /-PROPOSED 17 PROPOSED TEST HOLE #1 L -:144.156/ f ps 2-7 C RIPRAP RIPR:AP -- - - _ - -- - - - - - 7/: CLAY, slightly silty, stif to PC STA 14+94.: -- *n - � - , - sff gFf Fy s ITIT w tr :1 SLOPE 100:YR 2.1 SLOPE 2 .'39 of calcareous nodules, stif f {RR8) Z/ - very stiff, dark brown PT STA 16+38 very -own YR 5074'00' 8) 500 : 50 ........ ...... 500 L ......... ...... ......... ........ ..................... ......... ...... ......... �505 ......... .......... ... :� ... ­ - ­:� � 1 1. ­.... ­: .............. .............. ........... Ln CLAY - ,t1lTqp - with - trace d CLAY, slightly silty, with trace of calcareous nodules, very of 'calcareous nodules, very -- - - -- 1 4- - -- - -- -- - --- -4- - stif f,light: brown and: gray stiff,light brown and gray - - - - - - - -- - - - CLAY, sandy, very stiff, CLAY, sandy, very stif light brow.n and gray: light brown and gray ........... .............. ........ ............. ........ .......... ......... ...... ....... ............. ........... ......... ...... ....... ....... 490 Z U ......... .............. ........ ........ ............. ........ ......... ........ 490 '7 ... ........ ............................. .............. SHALE, calcareous, f irm, dark gray SHALE, calcareo0s, f irm, dark gray EXISTING GRADE �: I i i : I I _ Ill II (l __ GRAPEVINE: CREEK PROP' SED HYDRAULIC: DATA PROPOSED 480 ....... ....... :0 480 ....... ......... 36`0 ---------- ........ ........ 4 2 0 - RC R ............ ... *.. .. 11 1 ........... ........... ...... ....... ....... ...... ...... .......... ........ ......... ........ ...... 50 YEAR FLOOD :100 YEAR :FLOOD 5 DIA. 5 DIA. 5 DIA. 6 DI:A. DRILLED DRILLED': DRILLED DRILLEDRILLED: Q 9,400 CfS 0 = 10,50,0 cf s SHAFTS SHAFTS: SHAFTS SHAFTS: 8.07 V: 470 7.2 fps V 8.0 X 24' X 12' X 12 X 24" ....... ........... ...... ............ ...... ...... ........... 470 .7 ........... ............. ........... H . .... ........ .............. .............. ... 5-05.8'0 ............ HW- - ... 507aO.O! ...... ........ ............ ............ ............ ........... .......... 460 ............. ......... ...... ...... ........... ............ ------ R 2 ...... ........ 'ELEVATION SCALE: 11' = 10' 13+00 14+00 15+00 01i • i i W z W > W W Z ZO W Z2 F- W _j LLJ 0 W o W w > zu) 01 W 0 LLJ oil 01 - 17 CL < z Q� um og L L Q ;;R§ U m om~ o LA < 1 mz Ljj 0 LL_ 0 00 C\j 11 1\1 - V) 90*00 EX. 36 CMP U < CL V (UNO) TO BE REMOVED . . . . . . . . . . . . V) .. ... ..... FA 0 --ASIJI BKWL -- - - - - - - - _ CD < = < S81*4235 15 00 0 , R: 1 14+00 CURVE 2 - ('r STAGE CONST. LINE TY A JOINT .1 _ PROP 42" 0 RCP A CURVE 3 SGT(7) OR TY A JQKT PROP. TEMPORARY SGT(8) 36" 0 RCP NARROW REACT WOOD POST 7 TY A JOINT - - - - - - - - - - - - - 35Q_ --:= - _j FACE OF I �- 2:1 BM #10 ABUT BKWL I� I I NOM FACE OF 2:1 TY 41 APPROACH T1 RAIL SLAB - - - - - - - IIII I MBGF (TL2) - - - - - - - - - - - - ° -°- - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - --- /1. 1 APPROACH - - - - - - - - - - - - - - - - - - - - - - - - - - - - K A /- APPROXIMATE 20 SLAB (A I LOCATION < < LU BAS-C w 0 TEST HOLE o i - -- - -- IMIN) NO. 2 CC EXISTING 24 APPROXIMATE WATER LINE LOCATION E XIST R U VV TO REMAIN TEST HOLE wil & i = I I I ki E 0 0 1 WTI I I i ki I M 10 1 0 1 6 U_ LL _j ti 1 4 cc L 05*44'44" NOTE: ADJUST GRADING ON THE SOUTH SIDE OF MBGF (TL2) AND SGT AND THE NORTH SIDE OF BEAT-SSCIC AS NECESSARY FOR MINIMUM OF 2' AT A MAXIMUM OF 27. 1 02 °52'50" LIMITS OF RIPRAP (RR8) PLAN SCALE- I" = 10'-0" NO. 1 LIMITS OF RIPRAP (RR8) 0 5 10 15 20 SCALE: V=10' END - BRIDGE OVERALL LENGTH OF C411 (MOD) RAIL = T4 9.18 ` CURVE 2 END BRIDGE OVERALL LENGTH OF T411 RAIL 149�'16 HORIZONTAL CURVE DATA .......... 540 RAIL. FOR PAYMENT RAIL FOR PAYMENT ...... .................. ........... ....... ...... ............. ........... ...... ...... ....... ............ ...... .............. ............ ........... ........... .............. ...... ....... .... ... . . ... . .. ... . -54.0... ......... PIS A­13 OVERALL :LENGTH OF BRIDGE =1 0 36'-O"(AL: NG SOUTHWESTERN BLVD) T . 09*35 .00"(LT) D = 06*21'58.31" R 900.000 BEGIN BRIDGE 45 T� 4SB15 AND 5SB15 111 91" TY 4SB15 AND :5SB15_ PCB : T 75.446" 530 ABUT #1 .............. ....... ...... S-PAN. -1 ..... ................ ...... ....... .............. -LJNIT. -1 -(46� ......... ......... ........... ......... .. ........... ........ .............. ............ ......... L� -=.1.50-539' ' .......... ........ :.53.0... S TA':'1'3 4� 5 G.'00 ......... ....... '7 PC STA 12+95.71 PGL :EL = 510.61' PT STA 14+46.' END BRIDGE SG OR ABUT #4 STA 14+92.00: S G:T (8) 520 IL- R VE 3 ........... ................ ............. ......... ............ ............. ......... ........... ....... .......... ... PGL. E L . .511.2 9' ICU ...... ........ 520 -W -POST� - .............. .............. ......... ....... ............ ... ....... 54't�'br ............... ... IEX ... S C T U R E OF TO OF RAIL HORIZONTAL CURVE DATA FACE MBGF ABUT BKWL TO BE REMOVEDT _PGL 0.507. ABUT BKWL BEAT-SSCC PI STA 15+66.47 (TL2 . ' - -_ A 091038 - - - - - - - - - - - - - - * " bo"(LT) - -- - -- - . - - - -- - - - - I] =: 06*21'58.31 510 D ........ ....... ...... R, .=.:.900.00.0'. .......... ...... ...... ......... .... ... ........... ............ ............. ...... 510 4 F- ........ T =*:72.232" TEST HOLE #2 �- .; ! i /-PROPOSED 17 PROPOSED TEST HOLE #1 L -:144.156/ f ps 2-7 C RIPRAP RIPR:AP -- - - _ - -- - - - - - 7/: CLAY, slightly silty, stif to PC STA 14+94.: -- *n - � - , - sff gFf Fy s ITIT w tr :1 SLOPE 100:YR 2.1 SLOPE 2 .'39 of calcareous nodules, stif f {RR8) Z/ - very stiff, dark brown PT STA 16+38 very -own YR 5074'00' 8) 500 : 50 ........ ...... 500 L ......... ...... ......... ........ ..................... ......... ...... ......... �505 ......... .......... ... :� ... ­ - ­:� � 1 1. ­.... ­: .............. .............. ........... Ln CLAY - ,t1lTqp - with - trace d CLAY, slightly silty, with trace of calcareous nodules, very of 'calcareous nodules, very -- - - -- 1 4- - -- - -- -- - --- -4- - stif f,light: brown and: gray stiff,light brown and gray - - - - - - - -- - - - CLAY, sandy, very stiff, CLAY, sandy, very stif light brow.n and gray: light brown and gray ........... .............. ........ ............. ........ .......... ......... ...... ....... ............. ........... ......... ...... ....... ....... 490 Z U ......... .............. ........ ........ ............. ........ ......... ........ 490 '7 ... ........ ............................. .............. SHALE, calcareous, f irm, dark gray SHALE, calcareo0s, f irm, dark gray EXISTING GRADE �: I i i : I I _ Ill II (l __ GRAPEVINE: CREEK PROP' SED HYDRAULIC: DATA PROPOSED 480 ....... ....... :0 480 ....... ......... 36`0 ---------- ........ ........ 4 2 0 - RC R ............ ... *.. .. 11 1 ........... ........... ...... ....... ....... ...... ...... .......... ........ ......... ........ ...... 50 YEAR FLOOD :100 YEAR :FLOOD 5 DIA. 5 DIA. 5 DIA. 6 DI:A. DRILLED DRILLED': DRILLED DRILLEDRILLED: Q 9,400 CfS 0 = 10,50,0 cf s SHAFTS SHAFTS: SHAFTS SHAFTS: 8.07 V: 470 7.2 fps V 8.0 X 24' X 12' X 12 X 24" ....... ........... ...... ............ ...... ...... ........... 470 .7 ........... ............. ........... H . .... ........ .............. .............. ... 5-05.8'0 ............ HW- - ... 507aO.O! ...... ........ ............ ............ ............ ........... .......... 460 ............. ......... ...... ...... ........... ............ ------ R 2 ...... ........ 'ELEVATION SCALE: 11' = 10' 13+00 14+00 15+00 01i • i i W z W > W W Z ZO W Z2 F- W _j LLJ 0 W o W w > zu) 01 W 0 LLJ oil 01 - 17 CL < z Q� um og L L Q ;;R§ U m om~ 0 !2 mz oix z 1 C-4 WR&2LLI LL U� ONE MEN ENO CIL 41 .26 6 I l I I RECORD DRAW14G suamITTAL OCTOBER,2M THIS RECORD DRAWM ISS BASED UPON •- O. PROVEED Ely L.H. LACY COMPANY LTD. T14S WORMATION fOLUDES MODIFICATIONS BY ADDENDA. CHANGE ORDERS, AND WORMATION FURNISHED BY THE OONTRACTOR OR OTHERS AND THE DESM -•- n.• HAS NOT VERIFIED THE ACCURACY AND/OR COMPLETENESS OF THE fFORMATfON. THE ORIGINALSEALED CONSTIRLICTION DRAWINGS ARE ON FILE AT THE OFFICE OF HALFF ASSOCIATES W. TBPE FIRM *M Project No.: 25816 Issued: OCTOBER, 2010 Drawn By: CAD Checked By: JLR Scale: AS NOTED Sheet Title BRIDGE LAYbUT sci .01 Sheet Number 111100110=01M @M 1. BRIDGE DESIGNED FOR HL93 LOADING AND 25 PSF FUTURE OVERLAY PER AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS (2004) AND INTERIM SPECIFICATIONS THERETO. 2. DESIGN SPEED = 45 MPH. 3. FUNCTIONAL CLASSIFICATION = MAJOR COLLECTOR/MINOR ARTERIAL (S-2-4). 4. TEST HOLE DATA PROVIDED BY HENLEY JOHNSTON &. ASSOCIATES, INC, DATED MAY 16, 2008. _j 0 LU > 0 FOUNDATION NOTES0- 1. ALL DRILLED SHAFTS AT ABUTMENTS AND BENTS ARE DESIGNED FOR COMBINED SKIN FRICTION AND POINT BEARING. 2. FOUND DRILLED SHAFTS AT THE ELEVATION SHOWN OR DEEPER AS NECESSARY TO, PENETRATE DARK GRAY SHALE THE FOLLOWING MINIMUM DEPTHS: ABUTMENTS - 8.00 FT. BENTS - 10.00 FT. REMOVE EXISTING FOUNDATION ELEMENTS TO TWO FEET MINIMUM BELOW GRADE. ALLOWABLE BEARING .................. 16,000 PSF SKIN FRICTION (COMPRESSION) ..... 5,000 PSF SKIN FRICTION (TENSION) ............. 2,400 PSF REFER TO PLAN SET "COPPELL ROAD TO GRAPEVINE CREEK" SHEET C4.02 FOR ROCK RIPRAP PROTECTION OF BENT 2 AND PLAN SET "GRAPEVINE CREEK TO BELTLINE ROAD" SHEET C4.02 FOR ROCK RIPRAP PROTECTION OF BENT 3. r� 0 10 20 30 40 SCALE: V =20' PROPOSED UTILITY LEGEND 12 "W WATER 8 !1 SS SANITARY SEWER ' l 18 "RCP / — - - STORM / 2 9UE ELECTRICAL CONDUIT T EXISTING UTILITY LEGEND 507.75 507.50 ° -•v _ _ ' 08.57 — _. _.... — _.._ ...._ - - ��aV� v =a iv.4M I � � 507.75 — — — — 510.29 � OF BRIDGE �_ — — _ _ — _ ✓ 50 .90 --------- $- .__ —_ - - - -- _ — _ - -rc -- G F �`.I V —�� -- is S1 14 4 - J_511.07 VJ 508.05 11 oo W — — — — __ _ 1 510.84 W - - - - Ia Ex TEZ BW 505.2 - - ©5 — 50 4 =w•'a b ,� - -'" / -- `— ...-• ."" 2 �� _ � J � � � I _ � � � E BW W 505 50 _ B.3 .0 ando�ed 5 O _. J J mzo , - -- 7.0 SWALE / J J J J J ° ism ?, -/ -- - - - - \ GRADING UNDER BRIDGE f -506 — — 505.56 �aAr -°i ,3 Taut Y 65 TW 5 . 3 , 504.88 / r / / J J J I m BW BII6: -° $W 506.30 t - ° -. 8 505.01 TW506.51 W50 ' �� Bw s .� MATCH EXISTING GRADE -- - , AT PROPERTY LINE Sour e of JFloodpl4in JData 1 2467 J 1 FEM Pr9limin4i 13411as C un1'y J DFIRM D tabas� lolled Junk 22 007 ,/ � I r / l / I / / / ► I J I ! I J / i � l LL U. �Q r . r aC a LO ry 0 N cn 7' MIN. VARIABLE mylat RETAINING WALL TYPICAL SECTION N.T.S. TSB TRAFFIC SIGNAL BOX EM ELECTRIC METER TMH TELEPHONE MANHOLE FH FIRE HYDRANT ICV IRRIGATION CONTROL VALVE MB MAIL BOX GM GAS METER GW GUY WIRE PP POWER POLE LP LIGHT POLE TP TELEPHONE POLE SDMH STORM DRAIN MANHOLE SSMH SANITARY SEWER MANHOLE SSW SANITARY SEWER CLEANOUT TCS TELEPHONE CABLE SIGN TRIS TELEPHONE RISER TPED TELEPHONE PEDESTAL TS TRAFFIC SIGN TL TRAFFIC LIGHT WMH WATER MANHOLE WM WATER METER WV WATER VALVE T TELEPHONE LINE OE OVERHEAD ELECTRIC — EX. G — GAS LINE —EX. W — WATER LINE — - - PROPERTY LINE - EASEMENT LINE Existing utility locations shown are generally schematic in nature and may not accurately reflect the size and location of each particular utility. Some utility lines and surface locations may not be shown. Contractor shall assume responsibility for actual field location and protection of )Asting utilities whether shown or not. Contractor shall also assume responsibility for repairs to existing utilities, whether shown or not, damaged by Contractor's activities. Differences in horizontal or vertical location of existing utilities shall not be a basis for additional compensation. 517.65 x 519.23 (EST.) EXISTING SPOT ELEVATION I I i f': N I'C ONTOURS ARE BASED ON - DA 2'CONTOURS ARE BASED ON NCTCOG MAP a �i s i i LL 0 L L Mar. Zwo mmi 0 " g i, Vj �ZdNC`7 a a °�-' IM 4; Pro No.: 258 _ Issued: OCTOBER, 2010 Drawn By: CAD Checked By: JLR Scale: AS NOTED Sheet Title GRADING PLAN 0102 Sheet Number 0 a Pro No.: 258 _ Issued: OCTOBER, 2010 Drawn By: CAD Checked By: JLR Scale: AS NOTED Sheet Title GRADING PLAN 0102 Sheet Number C. Uj HAS NOT ■ Z ( ... i�' ! W m � Z)W Z W LL `� W LU O �►.■! tL, 11 - - W Wp ° WV �O _ �►- L ?� / i.i.._ c� Q c.) Z CL t� O �� N § ~ Wto = J � �o DO;; � `��'arU ®N■ ■NE a 0 o- O O U 0 0 1 O N 0 W� -•s a> O U ..� o _N P- C N as U a . . . . . . Z 3 z 0 OC O A owe BIrrAt U THIS RECORD DRAYJM IS BASED UPON WORMATION W FR ONDED BY tH.lACY COMPA LTD. THIS CHANGE ORDEORDERS, AM WORMATION B Rk ASHED BY d THE CONTRACTOR OR OTHERS AND THE DESIC1 FROFESSMAI. VERFED THE ACCURACY AMIOR COMPLETENESS OF THE t TF11 �i SEAT LSE L CE O A CIA ON CG TBPE F82M #312. DO 1[} t�J) u_ Project Na.: 24 Issued: OCTOBER, 2010 N Drawn By: CAD Checked By: JR / RG Scale: AS NOTED C5 1 P Q Sheet Title w STORM DRAINAGE c PLAN /PROFILE r O r 4 4.02 Sheet Number i TRACT 2$ i TRACT 13,14, 3Q, 31, 32, 33 TRACT 27 TRACT 1 N � DANIEL G. SOTO � DA PAL BOX050 LAG 96 REV. ! V TR 5T \ i � COPPEL! I SRA 19 P.Q. BOX 151 � COPPElL, TX 75Q19 -0.151 � VOL. 95Q33, P . 27 � COPPELl, TX 75Q19 -0151 , REMOVE AND REPLACE EXISTING 6237 ALPHA ROAD DAME! G. OTO \\ i VOL$7004, PG.137i � VOL 94002, PG, 2212 X 12 " RCP WITH 22 LF 12" RCP DALLAS, TX 75240 P.O. BO X151 CONSTRUCT SLOPED CONCRETE VOL 20431Q6, PG. 25504 GOPPELL, TX 750 (1151 EXISTING CULVERT APRON ON EACH END ► � VQVOL. 2QOOQ43, PG 70Q2 � 20 SF 6 " -8° DIA. ROCK RIP RAP WITH � I Z Ile. I ' CAUTION !!! i TO REMAIN _ x i N N -WOVEN FILTER FABRIC � EXIST. 12" S ITARY SEWER ' CAUTION!!! AnD PROP SED 18" STORM STA 0 +38.4 LAT A -1 PROPOSED 42" STORM DRAIN CL PAV, STA. 5 +83.0 (20.0' �} I SING BETWEEN BRIDGE DRAIN CR SS1NG. ' CAUTION!!! INSTALL 10 G RB INLET � FL 12 "SS 01.70 +1 -(PER PLANS) � TOP APRON = 512.32 EXIST. GAS LINE IN AREA. COCA E TC= 511.25 m TOP APRON = 512.43 PRIOR TO CONSTRUCTION AND FL 18 "= 508.75 � FL 12 "= 511.03 0 10 20 30 40 • S EXISTI G CULVERT FL 12 = 511.15 NOTIFY ENGINEER OF ANY PP GM Ct, = $.2 cfs I '•`' TO RE AIN ICV CONFLICTS, MAIN IN ADEQU E � WM I i SCALE:1 " =20' -- -- ..._. • - ' `'- ° AS \ ICV W SPACING AND I PER i Ip� __ _ 2TB 1 - -- - - WM O GAS CO. � PP W/ PP WM -- - �-- ---_ IGN Ex. rs� P � PRPROPOSED UTILITY LEGEND '° -- GRGRAVEL MB Mg _ SS f-! GRAVEL �_ -- -- -- -- -- -_ -- -- --- -- -- 8 "SS " WM GM CON RETE o � 12 W WATER �,PIER SSMH B ONCRETE 8 SS GRAVEL S H EXIS . 24" WATER MAIN MB a a MB W ._.{ 8 "SS SANITARY SEWER AND PROPOSED 18" STORM 1 DRAIN GROSSING GL RAIN, STA.1 +5 .0 LINE _ � 18'RCP �_ °10 38 1 � 1 2 "UE STORM 24" = 499.75 + / -(PER P ANS) � R_ 5 O�p� P TPAV. STA.16 8.9 (14.5` RT) s = ELECTRICAL CONDUIT W r' EXISTING UTILITY LEGEND �m TSB TRAFFIC SIGNAL BOX 1 i 1 Z EM ELECTRIC METER TMH TELEPHONE MANHOLE +pp g "W FH ' - " FH FIRE HYDRANT X. 19 +00 - I (D ICV IRRIGATION CONTROL VALVE 1 +00 17 +00 1 00 �- MB MAIL BOX W 7 - - - - - - - - - - - - - -- ---- - - - - - 0 GM GAS METER EX. 24 "W X. 24" � ^ � GW GUY WIRE LINE A + PP POWER POLE WATE 2 3 4 LP LIGHT POLE - - - - - - TP TELEPHONE POLE � 98,51 36" RCP SDMH STORM DRAIN MANHOLE SSMH SANITARY SEWER MANHOLE 0I SSW SANITARY SEWER GLEANOUT 0 TCS TELEPHONE CABLE SIGN TRIS TELEPHONE RISER CAUTION !!! _ TPED TELEPHONE PEDESTAL PROPOSED 42" STORM DRAIN SMH "'-- ---._ CAUTION !i! � INSTALL 2 THICK TXDOT AND EXISTING 24" WATER PROPOSED 1 WATER AN 2Q' U_TI�,.I EASEMENT TS TRAFFIC SIGN ' TYPE "A" ROCK RIP RAP CROSSING. RZ�1 ?USED- 38"�fiO�DRAIN (VOL. 90218, PG. 3264) TL TRAFFIC LIGHT STA. 1+31.0 LINE A = (COMMON STONE) WITH FL 24 "W= 497.90 +/- (PER PLANS GROSSING. ADJUST 1 "` WATER WMH WATER MANHOLE NON -WOVEN FILTER FABRIC (FIELD VERIFY) GL PAV. STA 15 +85.3 (13.7' RT) AS REQUIRED. WM WATER METER P.C. WV WATER VALVE CAUTION !!! T TELEPHONE LINE STA 0 +00.0 LINE A= STA 1 +08.1 LINE A= CAUTION 1!! m GL PAV. STA 14 +55.5 (8.24' R ) STA 0 +00.0 LAT A -1= CAUTION ... PROPOSED 1 "WATER AND OE OVERHEAD ELECTRIC EXIST. 12" SANITARY SEWER PROPOSED 36" STORM DRAIN MW, Zo - EX. G -GAS LINE PROPOSED 12 WATER AND CONSTRUCT 42" GL PAV. STA 15 +60.9 (11.5' RT) / AND PROPOSED 36 "' STORM �� GROSSING, ADJUST 1" WATER 2:1 SCORED END SECTION CONSTRUCT 6' DIA. DROP SDMH PROPOSED 36 STORM DRAIN AS REQUIRED. - EX. W -WATER LINE BEGIN 42" RCP TOP= 511.33 +/- ADJUST TO GRADE. � ti DRAIN GROSSING. CROSSING. ADJUST 12" WATER - -- PROPERTY LINE FL 42 "= 494.00 FL 36" (IN )= 504.55 / FL 12 "SS= 501.91 +/ -(PER PLANS) AS REQUIRED. PWGC - EASEMENT LINE, N= 7032371.12 FL 18" (IN)= 505.98 � f LOT 1 BLOCK i E�astin utility locations shown are generally E= 2428800.55 FL 42" (OUT )= 503.12 INSTALL CONCRETE ENCASEMENT 11.57 ACRES schematic in ature and may not acwarately N= 7032355.06 10' ON EACH SIDE OF STORM reflect the size and location of each particular E= 2428905.48 f DRAIN CENTERLINE. EXISTING 24" WATER MAIN IN THE AREA. utility. Some utility lines and surface locations " CONTRACTOR TO USE EXTREME may not be shown. Contractor shalt assume CAUTION!!! responsibility for actual field location and CARE. protection of existin utilities whether shown PROPOSED MANHOLE, or not. Contractor shall also assume EXISTING 12 SAN. SEWER AND EXISTING 24" WATER IN THE AREA. / responsibility for repairs to existing utilities, CONTRACTOR TO USE EXTREME GARS. / whther shon crr t, damaged b Contractor's activities. Differences in horizontal or vertical location of e�asting utilities shall not be a basis for additional compensation. 0 h- Z Z Z © ¢ � U) to U') N f=. Z �� r <( � O W b . Gv c u n , W --j W W W D W O d Imo- T`. O :5 m Cfl W � W 520 ¢o-Z C9 Q Q 'cC� QQ Z[L d� T- T- a© QO . CA U U (1) to t1? 0. U) D. W W f� Cry U h- co W ~ ~ co CL fn a. 515 AT CL l PIPER G R O UND ■ 515 ° PR GRA E HGL ��� 1„W A CL PI RE 510 34 LF 36' CL.II(R Pan o 505 36 FL 505 0 42' CL .I{ 0 0 � . a o 0 o� '12 SS 500 500 � ENCA EMEN - ti V= .04fp 495 50 LF 2 n . o � 1� 6 2 .9 cfs V / g =1.01 ft " F - t t CAP L�, 2 CAP O O + N 4.0 2' TY A ROCK °• Q = 62.9 fs r o �n -^• co ao rn r N r tc� RIPR P rn S 0.003 ft /ft vi C:) Z ° P n � z o a o o a o a „ A u - n n a n u n SC LE: C14 - � 't N tY d' � i° � � M c� co CO m m c� H: 1" 20' ' u_ LL L!_ u - LL LL tL +..• Ll. LL LL LL ti u_ LL 0 1 2 3 4 !t N Oq Lo LU ) 5 . 18 .. w- CAUTIONII -romp - 1: 1! .� ---- — • - – Ewa �.. •- -,� 1W wall Source of Floodplain Data is 2007 FEMA Preliminary Dallas County DFIRM Database dated June 22, 2007 INSTALL 48 LF TWIN 12" SCH. 40 PVC SE BEDDING DETAIL THIS SHEET INSTALL 25 SQ. "- 151A F CK RIP RAP Jl�: OV - OVEN FILTER FABRIC L 12 "= 504.70 LIMITS OF PROPOSED CONCRETE RIP RAP (SEE SHEET C9.01 FOR DETAILS) CAUTION 11 PROPOSED 36" STORM DRAIN CROSSING BETWEEN BRIDGE PIERS. CONTRACTOR SHALL USE EXTREME CARE IN THIS AREA. 1355 �§M _ a.j -_ _lam... ---- • - _ . _ ►� * � Y ��;� - - - 10 STA 4 +613 LINE 'A'= - L PAV. STA 9 +31.51 (2.48' RT.) O C P.C. �� - _ _ _ q S72007'34' 1 - 0 CAUTION 11 STA 2 +83 NE'A= EXISTING 8" WATER LINE IN AREA. CL =PAV. STA 11 +09.00 (2.53' RT.) STA 2 9.8 LINE A= -- -- CONTRACTOR TO USE EXTREME CARE. END 36" RCP STA 0 +00.00 A`r A=h= — — BEGIN 24" RCP CL PAV. STA 11 +13.00 (2.53' RT.) ---__ —"/ CAUTIONII CONSTRUCT CONCRETE COLLAR INSTALL 36 "X14" 60 WYE t PROPOSED WATER SERVICE AND FL 36 "= 500.60 CONNECTION 36" STORM DRAIN. ADJUST FL 24 "= 501.60 FL 36 "= 500.58 / WATER AS REQUIRED. FL 24 "= 501.08 EASEMENT 1 0 ASPHALT PER COPPEL STD. DETAILS CEMENT SAND (2 SACKS PER 1 CY SAND) COMPACTED SUBGRADE r yJ h ■ ■ R 'r J • r .r r ■ 1 i ■ r i • S 1 r r r r • l P Source of Floodplain Data is 2007 FEMA Preliminary Dallas County STA 0 +64.1 LINE A= DFIRM Database dated �-- June 22, 2007 / / CL PAV. STA 13 +28.69 (3.18' RT.) -� INSTALL 6' STORM DRAIN MANHOLE TOP= 510.50 +l- (ADJUST TO GRADE) FL 36" IN= 499.50 FL 36" OUT = 494.64 s 0 10 20 30 40 60 SCALE: 1 " =20' PROPOSED UTILITY LEGEND A:1 tea. III ��i� 1t �' �����::�, � ►?:��' • ■ ;. 0110 M W�l I I STA 0 +00.00 LINE A= CL PAV. STA 13 +89.39 (2.17' RT.) CONSTRUCT 36" 2:1 SLOPED END SECTION BEGIN 36" RCP FL 36 "= 494.00 Q.F= 34.61 cfs V ino = 4.90 fps N= 7032387.76 E= 2428739.20 INSTALL 2' THICK TXDOT TYPE 'A' ROCK RIP RAP (COMMON STONE) WITH NON -WOVEN FILTER FABRIC 12 "W WATER 8 "SS SANITARY SEWER 18"RCP — - - STORM 2 "UE ELECTRICAL CONDUIT EXISTING UTILITY LEGEND TSB TRAFFIC SIGNAL BOX EM ELECTRIC METER TMH TELEPHONE MANHOLE FH FIRE HYDRANT ICV IRRIGATION CONTROL VALVE MB MAIL BOX GM GAS METER GW GUY WIRE PP POWER POLE LP LIGHT POLE TP TELEPHONE POLE SDMH STORM DRAIN MANHOLE SSMH SANITARY SEWER MANHOLE SSW SANITARY SEWER CLEANOUT TCS TELEPHONE CABLE SIGN TRIS TELEPHONE RISER TPED TELEPHONE PEDESTAL TS TRAFFIC SIGN TL TRAFFIC LIGHT WMH WATER MANHOLE WM WATER METER WV WATER VALVE 7 TELEPHONE LINE 4E OVERHEAD ELECTRIC — EX. G — GAS LINE — EX. W — WATER LINE — - - PROPERTY LINE EASEMENT LINE Existing utility locations shown are generally schematic in nature and may not accurately reflect the size and location of each particular utility. Some utility lines and surface locations may not be shown. Contractor shall assume responsibility for actual field location and protection of existing utilities whether shown or not. Contractor shall also assume responsibility for repairs to existing utilities, whether shown or not, damaged by Contractor's activities. Differences in horizontal or vertical location of existing utilities shall not be a basis for additional compensation. d I• J ULJ Z Z W2 wo_ Uji Z U) ii i 0 wo -W L) LL i r i 0 W% 0 Ii f 0 . • i11 LL n WT We"10101 "i m LIMITS OF PROPOSED CONCRETE RIP RAP (SEE SHEET C9.01 FOR DETAILS) CAUTION 11 PROPOSED 36" STORM DRAIN CROSSING BETWEEN BRIDGE PIERS. CONTRACTOR SHALL USE EXTREME CARE IN THIS AREA. 1355 �§M _ a.j -_ _lam... ---- • - _ . _ ►� * � Y ��;� - - - 10 STA 4 +613 LINE 'A'= - L PAV. STA 9 +31.51 (2.48' RT.) O C P.C. �� - _ _ _ q S72007'34' 1 - 0 CAUTION 11 STA 2 +83 NE'A= EXISTING 8" WATER LINE IN AREA. CL =PAV. STA 11 +09.00 (2.53' RT.) STA 2 9.8 LINE A= -- -- CONTRACTOR TO USE EXTREME CARE. END 36" RCP STA 0 +00.00 A`r A=h= — — BEGIN 24" RCP CL PAV. STA 11 +13.00 (2.53' RT.) ---__ —"/ CAUTIONII CONSTRUCT CONCRETE COLLAR INSTALL 36 "X14" 60 WYE t PROPOSED WATER SERVICE AND FL 36 "= 500.60 CONNECTION 36" STORM DRAIN. ADJUST FL 24 "= 501.60 FL 36 "= 500.58 / WATER AS REQUIRED. FL 24 "= 501.08 EASEMENT 1 0 ASPHALT PER COPPEL STD. DETAILS CEMENT SAND (2 SACKS PER 1 CY SAND) COMPACTED SUBGRADE r yJ h ■ ■ R 'r J • r .r r ■ 1 i ■ r i • S 1 r r r r • l P Source of Floodplain Data is 2007 FEMA Preliminary Dallas County STA 0 +64.1 LINE A= DFIRM Database dated �-- June 22, 2007 / / CL PAV. STA 13 +28.69 (3.18' RT.) -� INSTALL 6' STORM DRAIN MANHOLE TOP= 510.50 +l- (ADJUST TO GRADE) FL 36" IN= 499.50 FL 36" OUT = 494.64 s 0 10 20 30 40 60 SCALE: 1 " =20' PROPOSED UTILITY LEGEND A:1 tea. III ��i� 1t �' �����::�, � ►?:��' • ■ ;. 0110 M W�l I I STA 0 +00.00 LINE A= CL PAV. STA 13 +89.39 (2.17' RT.) CONSTRUCT 36" 2:1 SLOPED END SECTION BEGIN 36" RCP FL 36 "= 494.00 Q.F= 34.61 cfs V ino = 4.90 fps N= 7032387.76 E= 2428739.20 INSTALL 2' THICK TXDOT TYPE 'A' ROCK RIP RAP (COMMON STONE) WITH NON -WOVEN FILTER FABRIC 12 "W WATER 8 "SS SANITARY SEWER 18"RCP — - - STORM 2 "UE ELECTRICAL CONDUIT EXISTING UTILITY LEGEND TSB TRAFFIC SIGNAL BOX EM ELECTRIC METER TMH TELEPHONE MANHOLE FH FIRE HYDRANT ICV IRRIGATION CONTROL VALVE MB MAIL BOX GM GAS METER GW GUY WIRE PP POWER POLE LP LIGHT POLE TP TELEPHONE POLE SDMH STORM DRAIN MANHOLE SSMH SANITARY SEWER MANHOLE SSW SANITARY SEWER CLEANOUT TCS TELEPHONE CABLE SIGN TRIS TELEPHONE RISER TPED TELEPHONE PEDESTAL TS TRAFFIC SIGN TL TRAFFIC LIGHT WMH WATER MANHOLE WM WATER METER WV WATER VALVE 7 TELEPHONE LINE 4E OVERHEAD ELECTRIC — EX. G — GAS LINE — EX. W — WATER LINE — - - PROPERTY LINE EASEMENT LINE Existing utility locations shown are generally schematic in nature and may not accurately reflect the size and location of each particular utility. Some utility lines and surface locations may not be shown. Contractor shall assume responsibility for actual field location and protection of existing utilities whether shown or not. Contractor shall also assume responsibility for repairs to existing utilities, whether shown or not, damaged by Contractor's activities. Differences in horizontal or vertical location of existing utilities shall not be a basis for additional compensation. d I• J ULJ Z Z W2 wo_ Uji Z U) ii i 0 wo -W L) LL i r i 0 W% 0 Ii f 0 . • i11 LL n m LL V MWW J Z wo �W� s Q 0 0 h wo W ����� ONE ONE NON '.; RECORD DRAY44G SUBMITTAL OCTOSM THIS RECORD DRAWNO IS BASED UPON FFORMATION PROVDED BY Lli. LACY COMPANY LTD. THS WORMATION INCLUDES MODMATIONS BY ADDENDA, CHANGE ORDERS, AND NFORMATION FURNISHED BY THE CONTRACTOR OR OTHERS AND THE DESGN PROFESSION& HAS NOT VERIFIED THE ACCLRACY AND/OR COWFLE ENESS OF THE FORMATION. THE OR)GNALS CONSTRUCTION DRAWNGS ARE ON F9E AT THE OFFICE OF HALFF ASSOCIATES INC. TBPE FIRM #912. Pr o j ect ! i • Issue O 2 010 Checked By: JLR • M. N C4- 02 Sheet • r , r a a r , • . Num Q CL W A .0 6 '.; RECORD DRAY44G SUBMITTAL OCTOSM THIS RECORD DRAWNO IS BASED UPON FFORMATION PROVDED BY Lli. LACY COMPANY LTD. THS WORMATION INCLUDES MODMATIONS BY ADDENDA, CHANGE ORDERS, AND NFORMATION FURNISHED BY THE CONTRACTOR OR OTHERS AND THE DESGN PROFESSION& HAS NOT VERIFIED THE ACCLRACY AND/OR COWFLE ENESS OF THE FORMATION. THE OR)GNALS CONSTRUCTION DRAWNGS ARE ON F9E AT THE OFFICE OF HALFF ASSOCIATES INC. TBPE FIRM #912. Pr o j ect ! i • Issue O 2 010 Checked By: JLR • M. N C4- 02 Sheet • r , r a a r , • . Num Oq ,t +01 Uj Vj Uj LU 0 /./ +t . ' S SMN r • f i w ' :• C �, ,• � ! is Ii i i - • f► i • f - f '� •' -� .'tea_ . � l 01 00� EXISTING 18" RC ■ . i • • ! R= 200 !' ld A V F T" 0 !r i i i ♦ \� a n � .:` i � i • � ii FH 10 STA 4 +61.3 LINE 'A'= CL PAV. STA 9 +31.51 (2.48` RT.) P.C. S72 °07'34' CAUTION ii EXISTING 8" WATER LINE IN AREA. CONTRACTOR TO USE EXTREME CARE. ASPHALT PER COPPEC STD. DETAILS CEMENT SAND (2 SACKS PER 1 CY SAND) COMPACTED SUBGRADE ;F 4 R F irl + J, • > i r t r• > r r „ l 0, 10 �t Cq CO Ll i i ♦i ,1 � �Z .I V 2r.M j;'yJvi� LL rLYh �i EX. 24( - w Source of Floodplain Data is 2007 FEMA Preliminary Dallas County DFIRM Database dated June 22, 2007 II I t 1 1 �1� i o LIMITS OF PROPOSED CONCRETE RIP RAP (SEE SHEET C9.01 FOR DETAILS) STA 0 +64.1 LINE A= CL PAV. STA 13 +28.69 (3.18' RT.) INSTALL 6' STORM DRAIN MANHOLE TOP= 510.50 +/- (ADJUST TO GRADE) FL 36" IN= 499.50 FL 36" OUT = 494.64 STA 0 +00.00 LINE A= CL PAV. STA 13 +89.39 (2.17' RT.) CONSTRUCT 36" 2:1 SLOPED END SECTION BEGIN 36" RCP FL 36 "= 494.00 Q.,.= 34.61 cfs V = 4.90 fps N= 7032387.76 E= 2428739.20 (COMMON STONE) WITH NON -WOVEN FILTER FABRIC Existing utility locations shown are generally schematic in nature and may not accurately reflect the size and location of each particular utility. Some utility lines and surface locations may not be shown. Contractor shall assume responsibility for actual field location and protection of existing utilities whether shown or not. Contractor shall also assume responsibility for repairs to existing utilities, whether shown or not, damaged by Contractor's activities. Differences in horizontal or vertical location of existing utilities shall not be a basis for additional compensation. U 0 �t Cq CO Ll i i ♦i ,1 � �Z .I V 2r.M j;'yJvi� LL rLYh �i .. " - � �ei�ill ►_�11 __ • • r r ii® N®N »:•or ���� �sr�irr��sir :� r. �_ c•r- ;.•. .. .. .. ° out • • F •�: •�:,�'�t'.' `�,� MR ,e��� —.� -- 1, �� �'�t)'�•..,. •� ■ ■■ tit ■■ ,, {. _..• �. .• ; , = 1 � �' •:.ti tar JIM c 00 � NMI s.�.��.r�•.•.w••...,w.•�rw, *r`� rir��ylf�}:�1i7j}:� k Z - , i ' !• (COMMON STONE) WITH NON -WOVEN FILTER FABRIC Existing utility locations shown are generally schematic in nature and may not accurately reflect the size and location of each particular utility. Some utility lines and surface locations may not be shown. Contractor shall assume responsibility for actual field location and protection of existing utilities whether shown or not. Contractor shall also assume responsibility for repairs to existing utilities, whether shown or not, damaged by Contractor's activities. Differences in horizontal or vertical location of existing utilities shall not be a basis for additional compensation. U 0 L Cq CO 0 �Z Wpm jv X ZQNN 2r.M j;'yJvi� LL rLYh �i ii® N®N RECORD IDI :, ; .: , � � MIS RECORD ORAWM IS PROVUED BY L.H. LACY .: WORMATION INCLUDES MODF)CAT"4613Y ADDENDA CHANGE ORDERS, AND WORMATION THE CONTRACTOR OR • ER • e•. .t. • \ i HAS NOT VERF ! COW OF • R FLE AT THE • •' RALFF AS SOMTES r Project No.: 25816 _...,_._ Issued: OCTOBER, 2010 Drawn By. CAD Checked By: JLR Scale: AS NOTED Sheet Title STORM DRAINAGE PLANIPROFILE C4.02 Sheet Number Source of Floodplain Data is 2007 FEMA Preliminary Dallas County DFIRM Database dated June 22, 2007 ALL 48 LF TWIN 12" SCH. 40 PVC BEDDING DETAIL THIS SHEET INSTALL 25 SQ. 1 IA RQCK RIP RAP OV - OVEN FILTER FAB L 12 "= 504.70 CAUTION 11 PROPOSED 36" STORM DRAIN CROSSING BETWEEN BRIDGE PIERS. CONTRACTOR SHALL USE EXTREME CARE IN THIS AREA. PAVING CL CP S -- E 11W - -- _ — — 4 8-W A. 0 c 00 � k Z RECORD IDI :, ; .: , � � MIS RECORD ORAWM IS PROVUED BY L.H. LACY .: WORMATION INCLUDES MODF)CAT"4613Y ADDENDA CHANGE ORDERS, AND WORMATION THE CONTRACTOR OR • ER • e•. .t. • \ i HAS NOT VERF ! COW OF • R FLE AT THE • •' RALFF AS SOMTES r Project No.: 25816 _...,_._ Issued: OCTOBER, 2010 Drawn By. CAD Checked By: JLR Scale: AS NOTED Sheet Title STORM DRAINAGE PLANIPROFILE C4.02 Sheet Number Source of Floodplain Data is 2007 FEMA Preliminary Dallas County DFIRM Database dated June 22, 2007 ALL 48 LF TWIN 12" SCH. 40 PVC BEDDING DETAIL THIS SHEET INSTALL 25 SQ. 1 IA RQCK RIP RAP OV - OVEN FILTER FAB L 12 "= 504.70 CAUTION 11 PROPOSED 36" STORM DRAIN CROSSING BETWEEN BRIDGE PIERS. CONTRACTOR SHALL USE EXTREME CARE IN THIS AREA. PAVING CL CP S -- E 11W - -- _ — — 4 8-W A. 211ProM.dat C C 81 C 27620 * * ** *NOTE:SB CARD WEIR COEFF. CHG'D. TO -2.5 TO MATCH FIS * * * ** C 27620 STARTING WSEL FROM KIMLEY HORN FIS UPDATE MAY 1990 C 30130 PROFILE SECTION T - SURVEY SECTION 19 C 30190 PROFILE SECTION U - SURVEY SECTION 20 ST.LOUIS- SOUTHWESTERN R.R. C 31480 PROFILE SECTION V - SURVEY SECTION 21 SOUTHWESTERN BLVD. C 31750 HALFF ASSOC. SURV. SECN. AA C 32740 HALFF ASSOC. SURV. SECN. BB C 34045 HALFF ASSOC. SURV. SECN. CC C 34330 HALFF ASSOC. SURV. SECN. DD C 34870 HALFF ASSOC. SURV. SECN. EE C 35450 HALFF ASSOC. SURV. SECN. FF MOVED 120' D.S. TO FACE FREEPORT PKWY C 35570 HALFF ASSOC. SURV. SECN. FF U.S. FACE FREEPORT PKWY C 35970 HALFF ASSOC. SURV. SECN. GG (TRANSITION BACK TO NATURAL CHANNEL)- - C 35970 -- APPROX. NEAR OLD COE STA. 37550. C 35970 BEGIN IMPROVED CHANNEL C 36070 36070 =36140 MOVED 70' D.S. C 36070 HALFF ASSOC. SURV. SECN. "A" (1- 29 -85) BAF C 36070 EXTENDED FROM TOPO C 36360 HALFF ASSOC. SURV. SECN. "B" (1- 29 -85) BAF C 38220 BEGIN CONCRETE LINING C 38232 BOTTOM OF 6.5' DROP STRUCTURE C 38235 X3 USED TO REFLECT INEFFECTIVE FLOW C 38235 TOP OF 6.5' DROP STRUCTURE, END CONCRETE C 38255 CROSS SECTION EXTENSION ALLOWED TO REFLECT INEFFECTIVE FLOW C 38255 HALFF ASSOC. SURV. SECN. C 38315 APPROXIMATE CITY LIMITS OF COPPELL C 38380 DS FACE W BOUND I.H.635 C 38380 ('n' Values, Channel stations and enCroaChments have been C 38380 Corrected through 635 by A.H.H.) C 38420 U.S. FACE W. BOUND IH 635 C 38500 VALLEY SECT BTWN I.H. 635 BRIDGES C 38580 DS FACE E. BOUND I.H.635 C 38620 US FACE E. BOUND I.H.635 C 38670 50' U.S. E. BOUND I.H.635 (REVISED FOR THIS MODEL PER 2 -2000 C 38670 HALFF ASSOCIATES TOPO (KHH) C 38889 NDM XSECTION - BEGIN BERM(REVISED FOR THIS MODEL PER 2 -2000 C 38889 HALFF ASSOCIATES TOPO (KHH) C 39016 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 39016 HALFF ASSOCIATES TOPO (KHH) & LEFT BANK ENCROACHMENT C 39403 EW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 39403 HALFF ASSOCIATES TOPO (KHH) & LEFT BANK ENCROACHMENT + SWALE C 39753 EX 39768 PROFILE SECTION Z - SURVEY SECTION 25 (REVISED FOR THIS C 39753 MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH)+ LEFT ENCROACH + SWALE C 39785 EX 39800 DOWNSTREAM OF PROPOSED REGENT ROAD BRIDGE C 39850 EX 39865 UPSTREAM OF PROPOSED REGENT ROAD BRIDGE C 39900 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 39900 HALFF ASSOCIATES TOPO (KHH) CHANNEL IMPROVEMENT C 40086 EX 40208 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 40086 HALFF ASSOCIATES TOPO (KHH) C 40304 EX 40408 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 40304 HALFF ASSOCIATES TOPO (KHH) C 40519 EX 40635 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 40519 HALFF ASSOCIATES TOPO (KHH) & LEFT BANK SWALE C 40579 EX 40698 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 40579 HALFF ASSOCIATES TOPO (KHH) & LEFT BANK SWALE C 40989 EX 41138 CHANNEL IMPROVEMENT DATA (REVISED FOR THIS C 40989 MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH) ADD SWALE C 41389 EX 41340 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 41389 HALFF ASSOCIATES TOPO (KHH) C 41455 EX 41471 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 41455 HALFF ASSOCIATES TOPO (KHH) C 41675 EX 41703 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 41675 HALFF ASSOCIATES TOPO (KHH) C 41950 EX 42040 100' DS LOYAL LANE (REVISED FOR THIS MODEL PER 2 -2000 C 41950 HALFF ASSOCIATES TOPO (KHH) C 42050 DS FACE LOYAL LN, PROFILE SECTION AA - SURVEY SECTION 26 C 42050 (REVISED FOR THIS MODEL PER 9 -2000 HALFF ASSOCIATES TOPO C 42090 US FACE LOYAL LN SECT #26 C 42170 FIS SECTION "J" C 42690 DS FACE RR NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000 C 42720 US FACE RR NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000 C 43060 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000 C 43280 FIS SECTION 44200 REVISED PER 9 -2000 C 45600 FIS SECTION 45820 REVISED PER 9 -2000 (DFW TOPO) C 47140 FIS SECTION 47450 ( "K ") REVISED PER 9 -2000 C 47360 D.S. FACE COUNTY LINE RD, NEW SURVEY SECTION PER 9 -2000 C 47390 U.S. FACE COUNTY LINE RD, NEW SURVEY SECTION PER 9 -2000 Page 1 211ProM.dat C 47600 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000 C 47800 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000 FIS SEC "L" C 48100 DS FACE SH114 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000 C 48400 US FACE SH114 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000 T1 GRAPEVINE CREEK, COPPELL &IRVING,DALLAS COUNTY,TX FIS 10 YEAR DISCHARGE T2 POST PROJECT MODEL NO ENCROACHMENTS FREEPORT CORPORATE CNT LOMR T3 GRAPEVINE CREEK PROPOSED COND. MULTI - PROFILE 211PROM.DAT BY A.H.H 2/15/2002 71 2 492.50 32 1 0 -1 73 150 38 1 43 26 8 4 67 69 QT 6 6700 9400 10500 13400 11300 10500 NC .065 .070 .045 .1 .3 X1 27620 32 1926 1992 50 50 50 1.6 GR 509.5 1000 506.7 1100 503.0 1200 498.8 1300 497.0 1400 GR 495.1 1422 492.3 1443 491.4 1500 489.0 1600 491.5 1700 GR 491.6 1713 492.2 1731 492.0 1746 493.3 1800 493.0 1900 GR 493.2 1926 476.6 1955 474.6 1960 473.9 1965 474.4 1970 GR 477.7 1978 479.3 1988 487.4 1992 489.2 2000 495.2 2026 GR 499.1 2100 499.0 2200 502.2 2300 504.8 2400 506.2 2500 GR 506.8 2600 508.4 2700 NC .065 .065 .045 .1 .3 X1 30130 20 2180 2222 1600 2000 2510 -0.1 GR 512.8 1500 513.0 1600 512.1 1700 510.0 1800 506.3 1900 GR 501.8 2000 500.8 2066 495.7 2100 492.4 2180 484.5 2200 GR 483.8 2207 484.8 2212 502.0 2222 504.4 2300 507.1 2400 GR 510.9 2500 511.4 2600 512.2 2700 512.5 2800 513.1 2900 NC .3 .5 • ET 90.2 X1 30189 42 2138 2263 59 59 59 GR 517.3 1000 516.9 1100 516.5 1200 516.2 1300 515.8 1400 GR 515.3 1500 515.0 1600 514.6 1700 514.2 1800 513.7 1900 GR 513.4 2000 513.2 2100 513.3 2138 510.2 2138 503.9 2153 GR 502.0 2154 494.1 2166 494.1 2167 492.5 2173 491.5 2180 GR 491.5 2181 487.2 2194 487.2 2195 486.8 2207 486.8 2208 GR 487.1 2221 487.1 2222 494.5 2234 494.5 2235 500.2 2248 GR 500.2 2249 507.2 2260 510.4 2263 513.4 2263 513.7 2400 GR 514.0 2500 514.4 2600 514.5 2700 514.7 2800 515.1 2900 GR 515.4 3000 515.6 3100 • ET 90.21 X1 30190 58 2138 2263 1 1 1 BT 2 2138 513.3 510.2 2263 513.4 510.4 GR 517.3 1000 516.9 1100 516.5 1200 516.2 1300 515.8 1400 GR 515.3 1500 515.0 1600 514.6 1700 514.2 1800 513.7 1900 GR 513.4 2000 513.2 2100 513.3 2138 510.2 2138 503.9 2153 GR 510.4 2153 510.4 2154 502.0 2154 494.1 2166 510.4 2166 GR 510.4 2167 494.1 2167 492.5 2173 491.5 2180 510.4 2180 GR 510.4 2181 491.5 2181 487.2 2194 510.4 2194 510.4 2195 GR 487.2 2195 486.8 2207 510.4 2207 510.4 2208 486.8 2208 GR 487.1 2221 510.4 2221 510.4 2222 487.1 2222 494.5 2234 GR 510.4 2234 510.4 2235 494.5 2235 500.2 2248 510.4 2248 GR 510.4 2249 500.2 2249 507.2 2260 510.4 2263 513.4 2263 GR 513.7 2400 514.0 2500 514.4 2600 514.5 2700 514.7 2800 GR 515.1 2900 515.4 3000 515.6 3100 • ET 90.21 x1 30200 10 10 10 x2 1 • ET 90.2 X1 30201 42 2138 2263 1 1 1 GR 517.3 1000 516.9 1100 516.5 1200 516.2 1300 515.8 1400 GR 515.3 1500 515.0 1600 514.6 1700 514.2 1800 513.7 1900 GR 513.4 2000 513.2 2100 513.3 2138 510.2 2138 503.9 2153 GR 502.0 2154 494.1 2166 494.1 2167 492.5 2173 491.5 2180 GR 491.5 2181 487.2 2194 487.2 2195 486.8 2207 486.8 2208 GR 487.1 2221 487.1 2222 494.5 2234 494.5 2235 500.2 2248 GR 500.2 2249 507.2 2260 510.4 2263 513.4 2263 513.7 2400 GR 514.0 2500 514.4 2600 514.5 2700 514.7 2800 515.1 2900 GR 515.4 3000 515.6 3100 NC .1 .3 • ET 8.1 2067 2222 X1 30250 20 2180 2222 49 49 49 GR 512.8 1500 513.0 1600 512.1 1700 510.0 1800 506.3 1900 GR 501.8 2000 500.8 2066 495.7 2100 492.4 2180 484.5 2200 GR 483.8 2207 484.8 2212 502.0 2222 504.4 2300 507.1 2400 GR 510.9 2500 511.4 2600 512.2 2700 512.5 2800 513.1 2900 • ET 8.1 1734 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 Page 2 211ProM.dat 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 Xl 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 1829.1 GR 488.7 1845 488.0 1849 491.1 1884 506.1 1884 506.1 1887 GR 491.1 1887 494.6 1889 505.6 1913 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 x1 31500 20 20 20 x2 1 ET 8.1 1666 1920 Xl 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 X1 31750 10 1000 1268 180 220 200 GR 509.6 1000 492.74 1071 492.34 1150 490.54 1158 490.74 1173 GR489.94 1189 488.64 1192 489.34 1196 493.04 1203 513.06 1268 x1 32740 13 1000 1293.5 990 990 990 GR511.47 1000 495.57 1067 493.77 1089 493.57 1106 495.77 1117 GR493.27 1128 493.07 1132 493.17 1137 494.37 1157 493.67 1203 GR510.37 1272.5 511.17 1286.5 512.67 1293.5 X1 34045 19 1000 1351 1305 1305 1305 GR 518.5 1000 499.9 1069 499.3 1081 498.3 1093 499.3 1101 GR 499.3 1128 497.6 1142 493.1 1162 496.1 1182 499.5 1197 GR 499.6 1207 497.7 1216 495 1226 497.8 1237 498.9 1244 GR 498.9 1268 512.93 1310 513.73 1324 516.53 1351 x1 34330 16 1000 1334 285 285 285 GR518.23 1000 502.47 1065 499.17 1092 498.67 1097 498.87 1117 GR499.47 1123 500.57 1133 499.17 1176 498.07 1187 499.17 1194 GR500.37 1202 502.27 1225 502.57 1271 514.63 1313 515.53 1326 GR517.83 1334 X1 34870 10 1000 1332 540 540 540 GR519.25 1000 501.96 1066 502.36 1144 501.76 1148 501.26 1158 GR501.76 1166 502.76 1175 502.06 1262 518.85 1316 520.25 1332 x1 35450 13 1002 1302 580 580 580 BT 2 1000 521.5 515.8 1302 520.3 514.1 GR 521.5 1000 515.8 1000 514.2 1002 512.1 1029 505.6 1049 GR 503.1 1075 500.9 1150 505.3 1225 504.8 1249 512.1 1271 GR 512.8 1300 514.1 1302 520.3 1302 X1 35570 120 120 120 x2 1 QT 6 7300 10000 11200 14200 17000 11200 x1 35770 14 1000 1316 200 200 200 0.8 GR520.11 1000 505.81 1057 504.01 1083 501.71 1093 499.01 1100 GR502.11 1108 504.71 1114 504.31 1159 503.71 1168 503.61 1174 GR503.41 1189 504.71 1204 507.01 1258 522.01 1316 Xl 35970 10 1000 1264.9 200 200 200 CI 1131 503.2 .040 3 3 -180 CI 1131 501.2 .040 4 4 20 GR519.01 1000 510.31 1071 509.11 1096.4 504.51 1116.4 499.41 1131.4 GR505.01 1144.4 507.51 1158.4 508.11 1186.9 520.41 1257.9 521.21 1264.9 NC .3 .5 X1 36070 14 1128 1204 130 60 100 CI 1166 503.42 .040 3 3 -120 CI 1166 501.42 .040 4 4 20 GR 520.5 1000 518.1 1078 514.8 1096 512.9 1113 512.7 1128 GR 505.6 1142 501 1168 504.7 1193 513.8 1204 514.3 1228 GR 516.3 1258 516.6 1264 520 1300 522 1450 Xl 36360 9 1125 1162 290 290 290 CI 1145 504 .035 3 3 -120 CI 1145 502 .035 4 4 20 GR 522 1000 517.4 1093 513.4 1125 504.4 1135 501.4 1145 GR 504.4 1159 511.7 1162 514.5 1196 517.6 1245 NC .05 .050 .015 X1 38220 8 1056 1107 40 40 40 .4 CI -1 504 .015 .01 .01 -100 CI .01 GR 522.4 1000 514 1056 504.1 1065 502 1082 504.1 1098 GR514.54 1107 516.7 1207 520 1250 x1 38232 12 12 12 CI -1 504 .015 .01 .01 X1 38235 3 3 3 Page 3 211ProM.dat CI -1 510.5 .015 .01 .01 X3 1021.5 525 1141.5 525 X1 38255 20 20 20 CI -1 510.5 .035 3 3 -90 X3 1006.5 525 1156.5 525 X1 38315 8 2670 2860 60 60 60 CI -1 510.5 .035 10 10 -45 GR 525.8 2630 515 2670 514 2740 510.5 2752 510.5 2772 GR 514 2784 515 2860 524.7 2890 NC .015 .015 .045 .1 .3 X1 38380 15 2670 2860 65 65 65 .4 CI .01 X3 2630 529.2 2890 529.2 GR 559.4 0 548.5 300 531.5 1400 525.8 2630 515 2670 GR 514 2740 511 2752 511 2772 514 2784 515 2860 GR 524.7 2890 521.2 3800 521.2 4200 526 5400 534.3 5500 SB 1.05 1.2 -2.5 105 4 3920 7.5 511 511 X1 38420 40 40 40 .1 X2 1 528.7 532.8 X3 2630 529.2 2890 529.2 BT 6 559.5 300 556.5 1400 539.5 BT 3800 529.2 4200 529.2 5500 534.3 Xl 38500 80 80 80 .3 X3 2630 529.2 2890 529.2 NC .015 .015 .045 X1 38580 80 80 80 .4 X3 2630 529.2 2890 529.2 SB 1.05 1.2 -2.5 105 4 3920 7.5 512.2 512.2 Xl 38620 40 40 40 .1 X2 1 528.7 532.8 X3 2630 529.2 2890 529.2 BT 6 559.5 300 556.5 1400 539.5 BT 3800 529.2 4200 529.2 5500 534.3 • NC .065 .060 .045 NH 5 0.05 1721 0.065 1732 0.045 1776 0.065 1794 0.05 NH 1846 X1 38670 15 1717 1813 50 50 50 x3 1339 532.8 GR 530 1000 528 1508 524 1551 522 1569 518 1657 GR 516 1717 515 1721 507 1732 505.09 1746 506 1760 GR 514 1776 515 1785 516 1794 517 1813 530 1846 * NC .065 .070 .045 NH 5 0.05 1363 0.08 1378 0.045 1404 0.08 1424 0.05 NH 1716 SECTION 38889 IS OLD NDM SECTION 38850 xl 38889 17 1378 1424 268 216 219 X3 1648 532.8 GR 530 1000 529 1159 522 1203 521 1256 520 1281 GR 519 1318 518 1360 517 1378 509 1388 505.86 1396 GR 510 1404 515 1424 516 1447 519 1524 520 1567 GR 523 1647 529 1716 39016 AND 39403 ARE NEW CROSS SECTIONS 2 -2000 FROM HAI TOPO • NC .050 .070 .045 NH 5 0.05 1447 0.08 1475 0.045 1479 0.08 1510 0.05 NH 1867 X1 39016 15 1428 1743 183 70 127 X3 1360 527.0 1782 532.80 x4 3.0 514.0 1432.0 514.0 1447.0 514.0 1460.0 GR 527 1009 526 1017 525 1090 524 1310 523 1348 GR 520 1417 514 1447 510 1475 506.34 1477 510 1479 GR 514 1510 520 1646 523 1743 523 1807 529 1867 NH 5 0.04 1774 0.08 1900 0.045 1908 0.08 1972 0.05 NH 2115 NEW REGENT BLVD AND OVERFLOW SWALE Xl 39403 18.0 1660 1972 278. 216 387 X4 3.0 515.0 1705.0 515.0 1755.0 516.0 1761.0 GR 527.0 1595.0 527.5 1635.0 527.0 1660.0 516.0 1855.0 516.0 1888.0 GR 507.5 1899.0 508.0 1900.0 509.0 1903.0 515.0 1908.0 519.0 1922.0 GR 521.0 1934.0 522.0 1950.0 523.0 1957.0 524.0 1972.0 524.0 2051.0 GR 524.0 2065.0 524.0 2090.0 528.0 2115.0 • SECTION 39753 TO 40519 NEW CHANNEL IMPROVEMENT AND REACH LENGTH & KEEP XS NO. Page 4 211ProM.dat NC 0.040 0.040 0.040 0.1 0.3 X1 39753 6.0 1000.0 1210.6 148 405 350 X4 4.0 514.9 1082.8 511.9 1091.8 511.9 1118.8 514.9 1127.8 GR 530.0 950.0 528.0 1000.0 514.9 1039.3 514.9 1171.3 528.0 1210.6 GR 530.0 1260.6 * DS FACE OF PROPOSED NEW ROAD BRIDGE NC 0.3 0.5 Xl 39785 6.0 1000 1172 32 32 32 X3 10 X4 4.0 515.0 1064.5 512 1073.5 512 1100.5 515.0 1109.5 GR 532.3 1000.0 528.5 1000.0 515.0 1028.0 515.0 1148.0 527.0 1172.0 GR 532.3 1172.0 SB 1.05 2.268 2.5 0 116 4.0 2000. 2 515.00 515.15 US FACE OF PROPOSED NEW ROAD BRIDGE X1 39850 65 65 65 .15 X2 1 528.5 532.3 X3 10 532.3 532.3 X4 4.0 515.0 1064.5 512 1073.5 512 1100.5 515.0 1109.5 BT 4 1000 532.3 528.5 1028 532.5 528.5 1144 532.5 528.5 BT1164.0 532.3 528.5 X1 39900 6.0 1000 1191.8 50 50 50 X4 4.0 515.2 1073.4 512.2 1082.4 512.2 1109.4 515.2 1118.4 GR 530.0 950.0 528.0 1000.0 515.2 1038.4 515.2 1160.4 527.0 1191.8 GR 530.0 1241.8 NC 0.1 0.3 X1 40086 6.0 1000 1202.6 179 179 186 X4 4.0 515.9 1078.8 512.9 1087.8 512.9 1114.8 515.9 1123.8 GR 530.0 950.0 528.0 1000.0 515.9 1036.3 515.9 1166.3 528.0 1202.6 GR 530.0 1252.6 X1 40304 6.0 1000 1202.8 200 214 218 X4 4.0 516.4 1077.3 513.4 1086.3 513.4 1113.3 516.4 1122.3 GR 530.0 950.0 528.0 1000.0 516.4 1034.8 516.4 1170.8 527.0 1202.8 GR 530.0 1248.8 NH 5 .050 1865 .045 1995 .055 2093 .045 2240. 0.050 NH2250.0 xl 40519 12.0 1890 2240.0 205 148 215 GR 530.0 1715.0 528.0 1890.0 517.5 1925.0 517.5 1995.0 517.0 2020.0 GR 516.0 2027.0 516.0 2055.0 517.0 2093.0 514.8 2110.0 514.8 2210.0 GR 525.0 2240.0 528.0 2250.0 NH 8 .050 1750 0.045 1855 0.050 2041 .060 2078 .055 NH 2185 .050 2210 0.045 2240 0.05 2300 X1 40579 19.0 1795 2280.0 164 100 60 GR 530.0 1625.0 528.0 1795.0 518.40 1825.0 518.40 1905.0 521.0 1915.0 GR 521.0 1945.0 520.0 2015.0 519.0 2027.0 518.0 2041.0 518.0 2070.0 GR 519.0 2088.0 520.0 2108.0 521.0 2137.0 522.0 2172.0 521.0 2185.0 GR 515.1 2210.0 515.1 2240.0 525.0 2280.0 528.0 2300.0 SECTION 40989 IS OLD NDM SECTION 41180 QT 6 5100 7000 7900 9900 6200 7900 NH 7 0.05 1875 0.045 1925 0.05 2164 0.08 2212 0.045 NH 2234 0.07 2404 0.05 2431 X1 40989 23.0 1848 2404.0 96 440 410 GR 530.0 1775.0 528.0 1848.0 518.9 1875.0 518.9 1950.0 525.5 1952.0 GR 525.0 2016.0 525.0 2016.0 524.0 2106.0 523.0 2164.0 522.0 2208.0 GR 519.0 2212.0 518.2 2218.0 520.0 2225.0 521.0 2234.0 521.0 2322.0 GR 520.0 2327.0 519.0 2330.0 519.0 2339.0 520.0 2348.0 521.0 2362.0 GR 523.0 2404.0 527.0 2416.0 529.0 2431.0 • 41389, 41455 AND 41675 ARE NEW CROSS SECTIONS 2 -2000 FROM HAI TOPO (KHH) • 41389 BOTTOM WIDTH = 90 FEET NC 0.040 0.040 0.040 xl 41389 6.0 1000 1176.0 200 420 400 GR 532.0 950.0 530.0 1000.0 518.8 1033.0 518.8 1143.0 530.0 1176.0 GR 532.0 1226.0 Page 5 211ProM.dat xl 41455 6.0 1000 1156.0 81 36 66 GR 532.0 950.0 530.0 1000.0 519.13 1033.0 519.13 1123.0 530.0 1156.00 GR 532.0 1206.0 X1 41675 6.0 1000 1156.0 205 205 220 GR 532.0 950.0 530.0 1000.0 519.7 1033.0 519.7 1123.0 530.0 1156.0 GR 532.0 1206.0 x1 41950 6.0 1000 1200.0 250 280 275 GR 532.0 950.0 530.0 1000.0 520.5 1030.0 520.5 1170.0 530.0 1200.0 GR 532.0 1250.0 UPSTREAM OF THIS SECTION IS FROM NEW EFFECTIVE DFW ICP LOMR BY HALFF ASSOCIATES. NC .065 .06 .035 0.3 0.5 xl 42050 19 1745 1824 100 100 100 x3 10 527.8 527.8 GR 532.7 950 527.8 1000 528.7 1300 530.1 1600 529.9 1720 GR530.85 1745 528.76 1753 523 1755 523.31 1767 520.22 1781 GR521.83 1791 522.12 1805 522.64 1816 527.76 1824 530.86 1824 GR 530.1 1850 530 2130 532 2300 533 2430 • Upstream of Royal Lane Bridge with new survey data NC .065 .06 .035 SB 1.25 2.0 2.6 0 47 4 496 2 520.2 520.6 X1 42090 40 40 40 x2 1 528.8 530.85 x3 10 527.80 530.86 BT -5 1600 530.1 1745 530.85 528.8 1791 531.03 528.8 BT 1824 530.86 528.8 2300 532.00 • DFW TOPO NC .065 .06 .045 xl 42170 15 1720 1900 80 80 80 GR 532 700 530.5 1000 530 1600 528 1720 526 1740 GR 524 1750 521.2 1752 521.2 1855 524 1862 526 1875 GR 528 1882 530 1900 531.1 1935 532 2280 532.2 2345 • DFW TOPO NC .065 .06 .045 0.1 0.3 X1 42450 14 1985 2138 315 250 280 x3 1730 533 GR 534 1000 532 1230 530 1985 528 1995 526 2005 GR 524 2010 521.6 2010 521.6 2112 524 2112 526 2120 GR 528 2130 530 2138 532 2144 534 2285 • BRIDGE NODE ENCOUNTERED AT RM =42705 • D.S. OF RR BRIDGE NEW SURVEY DATA NC .065 .06 .035 0.3 0.5 X1 42690 17 1550 1680 240 240 240 x3 10 530.8 530.8 GR 536.0 1000 534.98 1550 531.47 1550 529.34 1553 525.46 1560 GR524.71 1573 525.33 1591 524.44 1611 524.52 1626 523.59 1632 GR521.95 1636 523.32 1641 524.65 1659 529.46 1669 530.98 1680 GR535.01 1680 535.30 1750 • U.S. OF RR BRIDGE DUPLICATED FROM D.S NC .065 .06 .035 SB 1.25 2.0 2.6 120 80 6 810 2 522.2 521.9 xl 42720 30 30 30 x2 1 530.9 534.98 x3 10 534.98 534.98 BT -6 1000 536.00 1550 534.98 1553 535.01 BT 1669 535.01 1680 535.01 1750 535.30 • DFW TOPO NC .065 .06 .045 xl 42820 16 1500 1632 100 100 100 x3 1350 536 GR 536 830 534 1000 532.3 1190 532 1275 530.8 1385 GR 530 1500 528 1508 526 1540 522.1 1555 522.1 1570 GR 526 1590 528 1630 530 1632 532 1638 534 1650 GR 536 1760 • NEW SURVEY DATA NC .065 .06 .045 0.1 0.3 X1 43060 23 1500 1682 240 240 240 GR 538 850 536 1000 534 1190 532 1410 535.43 1500 GR530.18 1517 527.41 1533 526.29 1538 525.9 1544 522.24 1548 GR524.18 1560 526.72 1572 525.68 1584 526.12 1600 525.97 1632 GR525.93 1649 530.19 1667 533.11 1682 530.24 1725 534.75 1777 GR535.05 1790 536 1840 536.5 1840 • NEW SURVEY DATA Page 6 211ProM.dat NC .065 .06 .045 xl 43280 20 1446 1651 390 100 220 GR 538 770 536 1000 534 1265 533.8 1285 534.05 1415 GR535.65 1424 535.59 1434 532.17 1446 529.5 1456 527.54 1483 GR526.62 1498 524.53 1517 524.63 1525 527.92 1552 530.99 1592 GR532.36 1651 534.59 1698 535.05 1715 536 1765 536.5 1765 • DFW TOPO NC .065 .06 .045 xl 44200 14 1500 1694 730 760 920 GR 538 690 536 1000 534.5 1130 534 1463 534.2 1500 GR 532 1562 530 1660 528 1670 528 1682 530 1686 GR 532 1689 534 1694 536 1720 538 1810 • DFW TOPO NC .065 .06 .045 X1 45050 21 1965 2420 580 580 850 GR 540 1000 538 1270 537.05 1335 538 1380 538 1420 GR 536 1570 536.7 1620 536 1788 536 1965 534 2000 GR 532.6 2022 534 2070 536 2090 536 2212 534 2245 GR 532 2315 532 2335 534 2395 536 2420 538 2460 GR 540 2532 • DFW TOPO NC .065 .06 .045 XI 45600 18 2110 2440 430 530 550 GR 542 1000 540 1200 539.4 1280 538 1870 537.6 1980 GR 538 2010 538 2110 536 2140 534 2143 532 2145 GR 532 2172 532 2223 534 2245 536 2300 538 2440 GR 540 2545 542 2610 544.4 2740 * DFW TOPO NC .065 .06 .045 xl 45950 15 1430 1850 320 160 350 GR 542 1000 540 1130 538 1290 538 1430 536 1450 GR 536 1480 534 1595 534 1615 536 1700 536 1780 GR 538 1850 538.3 1960 540 2100 542 2165 543.5 2230 • DFW topo NC .065 .06 .045 xl 46750 19 1930 2396 420 700 800 GR 544 1000 542 1335 540 1450 538 1595 538 1630 GR 540 1760 542 1872 542 1930 540 2110 538 2138 GR 536 2219 534 2221 534 2235 536 2240 538 2265 GR 540 2280 542 2396 544 2550 546 2730 • DFW TOPO NC .065 .06 .045 xl 47140 16 2000 2168 260 330 390 GR 544 1000 542 1390 540 1490 540 1600 541.1 1670 GR 540 2000 538 2020 536 2070 534 2078 534 2090 GR 536 2095 538 2120 540 2168 542 2200 544 2400 GR 546 2515 • DFW TOPO NC .065 .06 .045 xl 47230 18 1910 2180 90 90 90 GR 544 1000 542 1440 540.5 1540 541.4 1750 542 1880 GR 542 1910 540 1980 538 2030 536 2050 534.2 2060 GR 534.2 2070 536 2080 538 2092 540 2125 542 2180 GR 544 2360 546 2470 548 2590 • D.S. OF COUNTY LINE RD BRIDGE. DUPLICATED FROM D.S NC .065 .06 .035 0.3 0.5 x1 47360 23 1970 2220 70 160 160 x3 10 533.0 533.0 GR 546 760 544 1000 542 1475 542.1 1850 542 1920 GR 542 1940 542 1970 540 1990 538.52 1995 534.65 2012 GR532.54 2017 534.88 2023 535.98 2034 536.44 2044 535.84 2056 GR536.62 2066 538 2070 540 2072 540 2140 542 2220 GR 544 2380 546 2500 548 2630 • U.S. OF COUNTY LINE RD BRIDGE. DUPLICATED FROM D.S NC .065 .06 .035 SB 1.25 2.0 2.6 0 30 4 390 3 xl 47390 23 1970 2220 30 30 30 x2 1 540.4 541.80 x3 10 541.8 541.8 BT -12 760 546 1000 544.0 1475 542.0 BT 1850 542.1 1920 542.0 1940 542 BT 1970 542 2000 541.8 2220 542 BT 2380 544.0 2500 546.0 2630 548 GR 546 760 544 1000 542 1475 542.1 1850 542 1920 GR 542 1940 542 1970 540 1990 538.52 1995 534.65 2012 6R532.54 2017 534.88 2023 535.98 2034 536.44 2044 535.84 2056 GR536.62 2066 538 2070 540 2072 540 2140 542 2220 Page 7 211ProM.dat GR 544 2380 546 2500 548 2630 • DFW TOPO NC .065 .06 .045 Xl 47470 19 1920 2220 70 70 80 GR 546 765 544 1000 542 1470 541.9 1590 542 1890 GR 542.3 1910 542 1920 540 1940 538 1980 536 2000 GR 534 2005 534 2025 536 2030 538 2140 540 2150 GR 542 2220 544 2390 546 2525 548 2650 • DFW TOPO NC .065 .06 .045 0.1 0.3 Xl 47600 19 1900 2240 250 100 130 GR 546 1000 544 1190 542 1830 542 1900 540 1950 GR 538 1970 536 1975 534.26 1978 534.49 1995 536 2000 GR 538 2042 540 2070 540 2120 540 2150 542 2240 GR 544 2370 546 2500 546 2540 548 2650 • DFW TOPO NC .065 .06 .045 X1 47800 19 1675 1880 210 150 200 GR 550 1000 546 1030 544 1120 542 1675 540 1690 GR 538 1697 536 1705 535.36 1710 534.16 1763 535.77 1775 GR 536 1780 538 1800 540 1820 542 1880 542.7 2075 GR 544 2150 546 2265 548 2412 550 2525 • D.S. HWY114 FROM TXDOT PLAN NC .045 .045 .045 X1 48100 21 1470 1690 220 380 300 GR 550 470 545 800 544 1000 543.5 1100 543 1200 GR 545 1300 543.5 1400 542.5 1470 540 1500 536.7 1510 GR 538 1520 533.5 1522 533.5 1597 539 1600 540 1670 GR 542.5 1690 542.16 1700 543.1 1800 544.2 1900 546 2000 GR 550 2200 E3 T1 GRAPEVINE CREEK, COPPELL, DALLAS COUNTY, TEXAS T2 50 YEAR T3 GRAPEVINE CREEK 71 3 494.68 72 2 0 -1 T1 GRAPEVINE CREEK, COPPELL, DALLAS COUNTY, TEXAS T2 100 YEAR T3 GRAPEVINE CREEK 31 4 495.60 72 3 0 -1 T1 GRAPEVINE CREEK, COPPELL, DALLAS COUNTY, TEXAS T2 500 YEAR T3 GRAPEVINE CREEK 31 0 5 499.50 72 15 0 -1 ER Page 8 Appendix C.2 Duplicate Effective Model Floodway HEC -2 Model 211 ProFW.dat & 211 ProFW.out !•! HALFF 211proFW.dat C C 81 C 27620 * * * * *NOTE:SB CARD WEIR COEFF. CHG'D. TO -2.5 TO MATCH FIS * * * ** C 27620 STARTING WSEL FROM KIMLEY HORN FIS UPDATE MAY 1990 C 30130 PROFILE SECTION T - SURVEY SECTION 19 C 30190 PROFILE SECTION U - SURVEY SECTION 20 ST.LOUIS- SOUTHWESTERN R.R. C 31480 PROFILE SECTION V - SURVEY SECTION 21 SOUTHWESTERN BLVD. C 31750 HALFF ASSOC. SURV. SECN. AA C 32740 HALFF ASSOC. SURV. SECN. BB C 34045 HALFF ASSOC. SURV. SECN. CC C 34330 HALFF ASSOC. SURV. SECN. DD C 34870 HALFF ASSOC. SURV. SECN. EE C 35450 HALFF ASSOC. SURV. SECN. FF MOVED 120' D.S. TO FACE FREEPORT PKWY C 35570 HALFF ASSOC. SURV. SECN. FF U.S. FACE FREEPORT PKWY C 35970 HALFF ASSOC. SURV. SECN. GG (TRANSITION BACK TO NATURAL CHANNEL)- - C 35970 -- APPROX. NEAR OLD COE STA. 37550. C 35970 BEGIN IMPROVED CHANNEL C 36070 36070 =36140 MOVED 70' D.S. C 36070 HALFF ASSOC. SURV. SECN. "A" (1- 29 -85) BAF C 36070 EXTENDED FROM TOPO C 36360 HALFF ASSOC. SURV. SECN. "B" (1- 29 -85) BAF C 38220 BEGIN CONCRETE LINING C 38232 BOTTOM OF 6.5' DROP STRUCTURE C 38235 X3 USED TO REFLECT INEFFECTIVE FLOW C 38235 TOP OF 6.5' DROP STRUCTURE, END CONCRETE C 38255 CROSS SECTION EXTENSION ALLOWED TO REFLECT INEFFECTIVE FLOW C 38255 HALFF ASSOC. SURV. SECN. C 38315 APPROXIMATE CITY LIMITS OF COPPELL C 38380 DS FACE W BOUND I.H.635 C 38380 ('n' values, Channel stations and encroachments have been C 38380 CorreCted through 635 by A.H.H.) C 38420 U.S. FACE W. BOUND IH 635 C 38500 VALLEY SECT BTWN I.H. 635 BRIDGES C 38580 DS FACE E. BOUND I.H.635 C 38620 US FACE E. BOUND I.H.635 C 38670 50' U.S. E. BOUND I.H.635 (REVISED FOR THIS MODEL PER 2 -2000 C 38670 HALFF ASSOCIATES TOPO (KHH) C 38889 NDM XSECTION - BEGIN BERM(REVISED FOR THIS MODEL PER 2 -2000 C 38889 HALFF ASSOCIATES TOPO (KHH) C 39016 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 39016 HALFF ASSOCIATES TOPO (KHH) & LEFT BANK ENCROACHMENT C 39403 EW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 39403 HALFF ASSOCIATES TOPO (KHH) & LEFT BANK ENCROACHMENT + SWALE C 39753 EX 39768 PROFILE SECTION Z - SURVEY SECTION 25 (REVISED FOR THIS C 39753 MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH)+ LEFT ENCROACH + SWALE C 39785 EX 39800 DOWNSTREAM OF PROPOSED REGENT ROAD BRIDGE C 39850 EX 39865 UPSTREAM OF PROPOSED REGENT ROAD BRIDGE C 39900 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 39900 HALFF ASSOCIATES TOPO (KHH) CHANNEL IMPROVEMENT C 40086 EX 40208 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 40086 HALFF ASSOCIATES TOPO (KHH) C 40304 EX 40408 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 40304 HALFF ASSOCIATES TOPO (KHH) C 40519 EX 40635 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 40519 HALFF ASSOCIATES TOPO (KHH) & LEFT BANK SWALE C 40579 EX 40698 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 40579 HALFF ASSOCIATES TOPO (KHH) & LEFT BANK SWALE C 40989 EX 41138 CHANNEL IMPROVEMENT DATA (REVISED FOR THIS C 40989 MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH) ADD SWALE C 41389 EX 41340 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 41389 HALFF ASSOCIATES TOPO (KHH) C 41455 EX 41471 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 41455 HALFF ASSOCIATES TOPO (KHH) C 41675 EX 41703 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 C 41675 HALFF ASSOCIATES TOPO (KHH) C 41950 EX 42040 100' DS LOYAL LANE (REVISED FOR THIS MODEL PER 2 -2000 C 41950 HALFF ASSOCIATES TOPO (KHH) C 42050 DS FACE LOYAL LN, PROFILE SECTION AA - SURVEY SECTION 26 C 42050 (REVISED FOR THIS MODEL PER 9 -2000 HALFF ASSOCIATES TOPO C 42090 US FACE LOYAL LN SECT #26 C 42170 FIS SECTION "J" C 42690 DS FACE RR NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000 C 42720 US FACE RR NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000 C 43060 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000 C 43280 FIS SECTION 44200 REVISED PER 9 -2000 C 45600 FIS SECTION 45820 REVISED PER 9 -2000 (DFW TOPO) C 47140 FIS SECTION 47450 ( "K ") REVISED PER 9 -2000 C 47360 D.S. FACE COUNTY LINE RD, NEW SURVEY SECTION PER 9 -2000 C 47390 U.S. FACE COUNTY LINE RD, NEW SURVEY SECTION PER 9 -2000 Page 1 211proFW.dat C 47600 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000 C 47800 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000 FIS SEC "L" C 48100 DS FACE SH114 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000 C 48400 US FACE SH114 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000C T1 GRAPEVINE CREEK, COPPELL &IRVING,DALLAS COUNTY,TX FIS 100 YEAR DISCHARGE T2 POST PROJECT FLOODWAY FREEPORT CORP CENTER LOMR FLOODWAY BY A.H.A T3 GRAPEVINE CREEK PROPOSED COND. 211PROFW.DAT LAST UPDATE 02 -05 -02 J1 4 495.60 J2 1 0 -1 J3 110 115 200 J5 -10 -10 QT 6 6700 9400 10500 13400 11300 10500 NC .065 .070 .045 .1 .3 ET 4.4 Xl 27620 32 1926 1992 50 50 50 1.6 GR 509.5 1000 506.7 1100 503.0 1200 498.8 1300 497.0 1400 GR 495.1 1422 492.3 1443 491.4 1500 489.0 1600 491.5 1700 GR 491.6 1713 492.2 1731 492.0 1746 493.3 1800 493.0 1900 GR 493.2 1926 476.6 1955 474.6 1960 473.9 1965 474.4 1970 GR 477.7 1978 479.3 1988 487.4 1992 489.2 2000 495.2 2026 GR 499.1 2100 499.0 2200 502.2 2300 504.8 2400 506.2 2500 GR 506.8 2600 508.4 2700 NC .065 .065 .045 .1 .3 xl 30130 20 2180 2222 1600 2000 2510 -0.1 GR 512.8 1500 513.0 1600 512.1 1700 510.0 1800 506.3 1900 GR 501.8 2000 500.8 2066 495.7 2100 492.4 2180 484.5 2200 GR 483.8 2207 484.8 2212 502.0 2222 504.4 2300 507.1 2400 GR 510.9 2500 511.4 2600 512.2 2700 512.5 2800 513.1 2900 NC .3 .5 ET 90.2 X1 30189 42 2138 2263 59 59 59 GR 517.3 1000 516.9 1100 516.5 1200 516.2 1300 515.8 1400 GR 515.3 1500 515.0 1600 514.6 1700 514.2 1800 513.7 1900 GR 513.4 2000 513.2 2100 513.3 2138 510.2 2138 503.9 2153 GR 502.0 2154 494.1 2166 494.1 2167 492.5 2173 491.5 2180 GR 491.5 2181 487.2 2194 487.2 2195 486.8 2207 486.8 2208 GR 487.1 2221 487.1 2222 494.5 2234 494.5 2235 500.2 2248 GR 500.2 2249 507.2 2260 510.4 2263 513.4 2263 513.7 2400 GR 514.0 2500 514.4 2600 514.5 2700 514.7 2800 515.1 2900 GR 515.4 3000 515.6 3100 ET 90.21 x1 30190 58 2138 2263 1 1 1 BT 2 2138 513.3 510.2 2263 513.4 510.4 GR 517.3 1000 516.9 1100 516.5 1200 516.2 1300 515.8 1400 GR 515.3 1500 515.0 1600 514.6 1700 514.2 1800 513.7 1900 GR 513.4 2000 513.2 2100 513.3 2138 510.2 2138 503.9 2153 GR 510.4 2153 510.4 2154 502.0 2154 494.1 2166 510.4 2166 GR 510.4 2167 494.1 2167 492.5 2173 491.5 2180 510.4 2180 GR 510.4 2181 491.5 2181 487.2 2194 510.4 2194 510.4 2195 GR 487.2 2195 486.8 2207 510.4 2207 510.4 2208 486.8 2208 GR 487.1 2221 510.4 2221 510.4 2222 487.1 2222 494.5 2234 GR 510.4 2234 510.4 2235 494.5 2235 500.2 2248 510.4 2248 GR 510.4 2249 500.2 2249 507.2 2260 510.4 2263 513.4 2263 GR 513.7 2400 514.0 2500 514.4 2600 514.5 2700 514.7 2800 GR 515.1 2900 515.4 3000 515.6 3100 ET 90.21 x1 30200 10 10 10 X2 1 ET 90.2 xl 30201 42 2138 2263 1 1 1 GR 517.3 1000 516.9 1100 516.5 1200 516.2 1300 515.8 1400 GR 515.3 1500 515.0 1600 514.6 1700 514.2 1800 513.7 1900 GR 513.4 2000 513.2 2100 513.3 2138 510.2 2138 503.9 2153 GR 502.0 2154 494.1 2166 494.1 2167 492.5 2173 491.5 2180 GR 491.5 2181 487.2 2194 487.2 2195 486.8 2207 486.8 2208 GR 487.1 2221 487.1 2222 494.5 2234 494.5 2235 500.2 2248 GR 500.2 2249 507.2 2260 510.4 2263 513.4 2263 513.7 2400 GR 514.0 2500 514.4 2600 514.5 2700 514.7 2800 515.1 2900 GR 515.4 3000 515.6 3100 NC .1 .3 ET 8.1 2067 2222 X1 30250 20 2180 2222 49 49 49 GR 512.8 1500 513.0 1600 512.1 1700 510.0 1800 506.3 1900 GR 501.8 2000 500.8 2066 495.7 2100 492.4 2180 484.5 2200 GR 483.8 2207 484.8 2212 502.0 2222 504.4 2300 507.1 2400 GR 510.9 2500 511.4 2600 512.2 2700 512.5 2800 513.1 2900 ET 8.1 1734 1920 Page 2 211proFW.dat 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 8.1 1000 2700 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 1829.1 GR 488.7 1845 488.0 1849 491.1 1884 506.1 1884 506.1 1887 GR 491.1 1887 494.6 1889 505.6 1913 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 8.1 1000 2700 X1 31500 20 20 20 X2 1 ET 8.1 1666 1920 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 8.1 1000 1268 xl 31750 10 1000 1268 180 220 200 GR 509.6 1000 492.74 1071 492.34 1150 490.54 1158 490.74 1173 GR489.94 1189 488.64 1192 489.34 1196 493.04 1203 513.06 1268 ET 8.1 1000 1293.5 X1 32740 13 1000 1293.5 990 990 990 GR511.47 1000 495.57 1067 493.77 1089 493.57 1106 495.77 1117 GR493.27 1128 493.07 1132 493.17 1137 494.37 1157 493.67 1203 GR510.37 1272.5 511.17 1286.5 512.67 1293.5 ET 8.1 1000 1351 X1 34045 19 1000 1351 1305 1305 1305 GR 518.5 1000 499.9 1069 499.3 1081 498.3 1093 499.3 1101 GR 499.3 1128 497.6 1142 493.1 1162 496.1 1182 499.5 1197 GR 499.6 1207 497.7 1216 495 1226 497.8 1237 498.9 1244 GR 498.9 1268 512.93 1310 513.73 1324 516.53 1351 ET 8.1 1000 1334 X1 34330 16 1000 1334 285 285 285 GR518.23 1000 502.47 1065 499.17 1092 498.67 1097 498.87 1117 GR499.47 1123 500.57 1133 499.17 1176 498.07 1187 499.17 1194 GR500.37 1202 502.27 1225 502.57 1271 514.63 1313 515.53 1326 GR517.83 1334 ET 8.1 1000 1332 xl 34870 10 1000 1332 540 540 540 GR519.25 1000 501.96 1066 502.36 1144 501.76 1148 501.26 1158 GR501.76 1166 502.76 1175 502.06 1262 518.85 1316 520.25 1332 ET 8.1 1000 1302 xl 35450 13 1002 1302 580 580 580 BT 2 1000 521.5 515.8 1302 520.3 514.1 GR 521.5 1000 515.8 1000 514.2 1002 512.1 1029 505.6 1049 GR 503.1 1075 500.9 1150 505.3 1225 504.8 1249 512.1 1271 GR 512.8 1300 514.1 1302 520.3 1302 ET 8.1 1000 1302 x1 35570 120 120 120 x2 1 QT 6 7300 10000 11200 14200 17000 11200 ET 8.1 1000 1316 X1 35770 14 1000 1316 200 200 200 0.8 GR520.11 1000 505.81 1057 504.01 1083 501.71 1093 499.01 1100 GR502.11 1108 504.71 1114 504.31 1159 503.71 1168 503.61 1174 GR503.41 1189 504.71 1204 507.01 1258 522.01 1316 ET 8.1 1000 1264.9 xl 35970 10 1000 1264.9 200 200 200 CI 1131 503.2 .040 3 3 -180 CI 1131 501.2 .040 4 4 20 GR519.01 1000 510.31 1071 509.11 1096.4 504.51 1116.4 499.41 1131.4 GR505.01 1144.4 507.51 1158.4 508.11 1186.9 520.41 1257.9 521.21 1264.9 NC .3 .5 ET 8.1 1000 1300 X1 36070 14 1128 1204 130 60 100 CI 1166 503.42 .040 3 3 -120 CI 1166 501.42 .040 4 4 20 GR 520.5 1000 518.1 1078 514.8 1096 512.9 1113 512.7 1128 GR 505.6 1142 501 1168 504.7 1193 513.8 1204 514.3 1228 GR 516.3 1258 516.6 1264 520 1300 522 1450 Page 3 211proFw.dat ET 8.1 1000 1245 X1 36360 9 1125 1162 290 290 290 CI 1145 504 .035 3 3 -120 CI 1145 502 .035 4 4 20 GR 522 1000 517.4 1093 513.4 1125 504.4 1135 501.4 1145 GR 504.4 1159 511.7 1162 514.5 1196 517.6 1245 NC .05 .050 .015 ET 8.1 1000 1250 xl 38220 8 1056 1107 40 40 40 .4 CI -1 504 .015 .01 .01 -100 CI .01 GR 522.4 1000 514 1056 504.1 1065 502 1082 504.1 1098 GR514.54 1107 516.7 1207 520 1250 ET 8.1 1000 1250 xl 38232 12 12 12 CI -1 504 .015 .01 .01 xl 38235 3 3 3 CI -1 510.5 .015 .01 .01 x3 1021.5 525 1141.5 525 xl 38255 20 20 20 CI -1 510.5 .035 3 3 -90 x3 1006.5 525 1156.5 525 ET 8.1 2630 2890 xl 38315 8 2670 2860 60 60 60 CI -1 510.5 .035 10 10 -45 GR 525.8 2630 515 2670 514 2740 510.5 2752 510.5 2772 GR 514 2784 515 2860 524.7 2890 NC .015 .015 .045 .1 .3 ET 5.1 2630 2890 8.1 2660 3500 xl 38380 15 2670 2860 65 65 65 .4 CI .01 • x3 2630 529.2 2890 529.2 GR 559.4 0 548.5 300 531.5 1400 525.8 2630 515 2670 GR 514 2740 511 2752 511 2772 514 2784 515 2860 GR 524.7 2890 521.2 3800 521.2 4200 526 5400 534.3 5500 SB 1.05 1.2 -2.5 105 4 3920 7.5 511 511 ET 5.1 2630 2890 8.1 2660 3400 x1 38420 40 40 40 .1 x2 1 528.7 532.8 • X3 2630 529.2 2890 529.2 BT 6 559.5 300 556.5 1400 539.5 BT 3800 529.2 4200 529.2 5500 534.3 ET 5.1 2630 2890 8.1 2670 2870 X1 38500 80 80 80 .3 • X3 2630 529.2 2890 529.2 NC .015 .015 .045 ET 5.1 2630 2890 8.1 2670 2870 X1 38580 80 80 80 .4 • x3 2630 529.2 2890 529.2 SB 1.05 1.2 -2.5 105 4 3920 7.5 512.2 512.2 ET 5.1 2630 2890 8.1 2650 3390 x1 38620 40 40 40 .1 x2 1 528.7 532.8 • x3 2630 529.2 2890 529.2 BT 6 559.5 300 556.5 1400 539.5 BT 3800 529.2 4200 529.2 5500 534.3 • NC .065 .060 .045 NH 5 0.05 1721 0.065 1732 0.045 1776 0.065 1794 0.05 NH 1846 ET 5.1 1339 1846 8.1 1580 1813 x1 38670 15 1717 1813 50 50 50 X3 1339 532.8 GR 530 1000 528 1508 524 1551 522 1569 518 1657 GR 516 1717 515 1721 507 1732 505.09 1746 506 1760 GR 514 1776 515 1785 516 1794 517 1813 530 1846 NH 5 0.05 1363 0.08 1378 0.045 1404 0.08 1424 0.05 NH 1716 SECTION 38889 IS OLD NDM SECTION 38850 ET 5.1 1000 1648 8.1 1199 1580 X1 38889 17 1378 1424 268 216 219 X3 1648 532.8 GR 530 1000 529 1159 522 1203 521 1256 520 1281 GR 519 1318 518 1360 517 1378 509 1388 505.86 1396 GR 510 1404 515 1424 516 1447 519 1524 520 1567 GR 523 1647 529 1716 Page 4 211proFW.dat 39016 AND 39403 ARE NEW CROSS SECTIONS 2 -2000 FROM HAI TOPO NC .050 .070 .045 NH 5 0.05 1447 0.08 1475 0.045 1479 0.08 1510 0.05 NH 1867 ET 5.1 1360 1782 8.1 1400 1744 X1 39016 15 1428 1743 183 70 127 X3 1360 527.0 1782 532.80 X4 3.0 514.0 1432.0 514.0 1447.0 514.0 1460.0 GR 527 1009 526 1017 525 1090 524 1310 523 1348 GR 520 1417 514 1447 510 1475 506.34 1477 510 1479 GR 514 1510 520 1646 523 1743 523 1807 529 1867 NH 5 0.04 1774 0.08 1900 0.045 1908 0.08 1972 0.05 NH 2115 NEW REGENT BLVD AND OVERFLOW SWALE ET 8.1 1680 1972 X1 39403 18.0 1660 1972 278. 216 387 X4 3.0 515.0 1705.0 515.0 1755.0 516.0 1761.0 GR 527.0 1595.0 527.5 1635.0 527.0 1660.0 516.0 1855.0 516.0 1888.0 GR 507.5 1899.0 508.0 1900.0 509.0 1903.0 515.0 1908.0 519.0 1922.0 GR 521.0 1934.0 522.0 1950.0 523.0 1957.0 524.0 1972.0 524.0 2051.0 GR 524.0 2065.0 524.0 2090.0 528.0 2115.0 SECTION 39753 TO 40519 NEW CHANNEL IMPROVEMENT AND REACH LENGTH & KEEP XS NO. NC 0.040 0.040 0.040 0.1 0.3 ET 8.1 1000 1210.6 X1 39753 6.0 1000.0 1210.6 148 405 350 X4 4.0 514.9 1082.8 511.9 1091.8 511.9 1118.8 514.9 1127.8 GR 530.0 950.0 528.0 1000.0 514.9 1039.3 514.9 1171.3 528.0 1210.6 GR 530.0 1260.6 DS FACE OF PROPOSED NEW ROAD BRIDGE NC 0.3 0.5 ET 5.1 1000 1172 8.11 1000 1164 xl 39785 6.0 1000 1172 32 32 32 x3 10 X4 4.0 515.0 1064.5 512 1073.5 512 1100.5 515.0 1109.5 GR 532.3 1000.0 528.5 1000.0 515.0 1028.0 515.0 1148.0 527.0 1172.0 GR 532.3 1172.0 SB 1.05 2.268 2.5 0 116 4.0 2000. 2 515.00 515.15 US FACE OF PROPOSED NEW ROAD BRIDGE ET 8.1 1000 1164 xl 39850 65 65 65 .15 X2 1 528.5 532.3 x3 10 532.3 532.3 X4 4.0 515.0 1064.5 512 1073.5 512 1100.5 515.0 1109.5 BT 4 1000 532.3 528.5 1028 532.5 528.5 1144 532.5 528.5 BT1164.0 532.3 528.5 ET 8.1 1000 1190 xl 39900 6.0 1000 1191.8 50 50 50 x4 4.0 515.2 1073.4 512.2 1082.4 512.2 1109.4 515.2 1118.4 GR 530.0 950.0 528.0 1000.0 515.2 1038.4 515.2 1160.4 527.0 1191.8 GR 530.0 1241.8 NC 0.1 0.3 ET 8.1 1000 1200 X1 40086 6.0 1000 1202.6 179 179 186 X4 4.0 515.9 1078.8 512.9 1087.8 512.9 1114.8 515.9 1123.8 GR 530.0 950.0 528.0 1000.0 515.9 1036.3 515.9 1166.3 528.0 1202.6 GR 530.0 1252.6 ET 8.1 1000 1198 X1 40304 6.0 1000 1202.8 200 214 218 X4 4.0 516.4 1077.3 513.4 1086.3 513.4 1113.3 516.4 1122.3 GR 530.0 950.0 528.0 1000.0 516.4 1034.8 516.4 1170.8 527.0 1202.8 GR 530.0 1248.8 Page 5 211proFW.dat NH 5 .050 1865 .045 1995 .055 2093 .045 2240. 0.050 NH2250.0 ET 8.1 1888 2210 X1 40519 12.0 1890 2240.0 205 148 215 GR 530.0 1715.0 528.0 1890.0 517.5 1925.0 517.5 1995.0 517.0 2020.0 GR 516.0 2027.0 516.0 2055.0 517.0 2093.0 514.8 2110.0 514.8 2210.0 GR 525.0 2240.0 528.0 2250.0 NH 8 .050 1750 0.045 1855 0.050 2041 .060 2078 .055 NH 2185 .050 2210 0.045 2240 0.05 2300 ET 8.1 1790 2280 Xl 40579 19.0 1795 2280.0 164 100 60 GR 530.0 1625.0 528.0 1795.0 518.40 1825.0 518.40 1905.0 521.0 1915.0 GR 521.0 1945.0 520.0 2015.0 519.0 2027.0 518.0 2041.0 518.0 2070.0 GR 519.0 2088.0 520.0 2108.0 521.0 2137.0 522.0 2172.0 521.0 2185.0 GR 515.1 2210.0 515.1 2240.0 525.0 2280.0 528.0 2300.0 SECTION 40989 IS OLD NDM SECTION 41180 QT 6 5100 7000 7900 9900 6200 7900 NH 7 0.05 1875 0.045 1925 0.05 2164 0.08 2212 0.045 NH 2234 0.07 2404 0.05 2431 ET 8.1 1845 2410 X1 40989 23.0 1848 2404.0 96 440 410 GR 530.0 1775.0 528.0 1848.0 518.9 1875.0 518.9 1950.0 525.5 1952.0 GR 525.0 2016.0 525.0 2016.0 524.0 2106.0 523.0 2164.0 522.0 2208.0 GR 519.0 2212.0 518.2 2218.0 520.0 2225.0 521.0 2234.0 521.0 2322.0 GR 520.0 2327.0 519.0 2330.0 519.0 2339.0 520.0 2348.0 521.0 2362.0 GR 523.0 2404.0 527.0 2416.0 529.0 2431.0 • 41389, 41455 AND 41675 ARE NEW CROSS SECTIONS 2 -2000 FROM HAI TOPO (KHH) • 41389 BOTTOM WIDTH = 90 FEET NC 0.040 0.040 0.040 ET 8.1 1000 1175 x1 41389 6.0 1000 1176.0 200 420 400 GR 532.0 950.0 530.0 1000.0 518.8 1033.0 518.8 1143.0 530.0 1176.0 GR 532.0 1226.0 ET 8.1 1000 1150 x1 41455 6.0 1000 1156.0 81 36 66 GR 532.0 950.0 530.0 1000.0 519.13 1033.0 519.13 1123.0 530.0 1156.00 GR 532.0 1206.0 ET 8.1 1000 1150 X1 41675 6.0 1000 1156.0 205 205 220 GR 532.0 950.0 530.0 1000.0 519.7 1033.0 519.7 1123.0 530.0 1156.0 GR 532.0 1206.0 ET 8.1 1000 1190 x1 41950 6.0 1000 1200.0 250 280 275 GR 532.0 950.0 530.0 1000.0 520.5 1030.0 520.5 1170.0 530.0 1200.0 GR 532.0 1250.0 UPSTREAM OF THIS SECTION IS FROM NEW EFFECTIVE DFW ICP LOMR BY HALFF ASSOCIATES. NC .065 .06 .035 0.3 0.5 ET 8.1 1280 1880 xl 42050 19 1745 1824 100 100 100 x3 10 527.8 527.8 GR 532.7 950 527.8 1000 528.7 1300 530.1 1600 529.9 1720 GR530.85 1745 528.76 1753 523 1755 523.31 1767 520.22 1781 GR521.83 1791 522.12 1805 522.64 1816 527.76 1824 530.86 1824 GR 530.1 1850 530 2130 532 2300 533 2430 • Upstream of Royal Lane Bridge with new survey data NC .065 .06 .035 SB 1.25 2.0 2.6 0 47 4 496 2 520.2 520.6 ET 8.11 1280 1880 x1 42090 40 40 40 X2 1 528.8 530.85 X3 10 527.80 530.86 BT -5 1600 530.1 1745 530.85 528.8 1791 531.03 528.8 BT 1824 530.86 528.8 2300 532.00 • DFW TOPO NC .065 .06 .045 ET 8.1 1300 1930 xl 42170 15 1720 1900 80 80 80 GR 532 700 530.5 1000 530 1600 528 1720 526 1740 GR 524 1750 521.2 1752 521.2 1855 524 1862 526 1875 Page 6 211proFW.dat GR 528 1882 530 1900 531.1 1935 532 2280 532.2 2345 • DFW TOPO NC .065 .06 .045 0.1 0.3 ET 5.1 1730 2285 8.1 1730 2180 X1 42450 14 1985 2138 315 250 280 • X3 1730 533 GR 534 1000 532 1230 530 1985 528 1995 526 2005 GR 524 2010 521.6 2010 521.6 2112 524 2112 526 2120 GR 528 2130 530 2138 532 2144 534 2285 .. .......... *..s.........* * * * ** *** *........ *,.* ****......* *lock',....... • BRIDGE NODE ENCOUNTERED AT RM =42705 .. kk ock. c ..............******* ............s...........*** **** **** ** *a. * D.S. OF RR BRIDGE NEW SURVEY DATA NC .065 .06 .035 0.3 0.5 ET 8.1 1550 1680 X1 42690 17 1550 1680 240 240 240 X3 10 530.8 530.8 GR 536.0 1000 534.98 1550 531.47 1550 529.34 1553 525.46 1560 GR524.71 1573 525.33 1591 524.44 1611 524.52 1626 523.59 1632 GR521.95 1636 523.32 1641 524.65 1659 529.46 1669 530.98 1680 GR535.01 1680 535.30 1750 * U.S. OF RR BRIDGE DUPLICATED FROM D.S NC .065 .06 .035 SB 1.25 2.0 2.6 120 80 6 810 2 522.2 521.9 ET 8.11 1550 1680 X1 42720 30 30 30 X2 1 530.9 534.98 X3 10 534.98 534.98 BT -6 1000 536.00 1550 534.98 1553 535.01 BT 1669 535.01 1680 535.01 1750 535.30 * DFW TOPO NC .065 .06 .045 ET 5.1 1350 1759 8.1 1450 1700 X1 42820 16 1500 1632 100 100 100 • X3 1350 536 GR 536 830 534 1000 532.3 1190 532 1275 530.8 1385 GR 530 1500 528 1508 526 1540 522.1 1555 522.1 1570 GR 526 1590 528 1630 530 1632 532 1638 534 1650 GR 536 1760 * NEW SURVEY DATA NC .065 .06 .045 0.1 0.3 ET 8.1 1480 1740 Xl 43060 23 1500 1682 240 240 240 GR 538 850 536 1000 534 1190 532 1410 535.43 1500 6R530.18 1517 527.41 1533 526.29 1538 525.9 1544 522.24 1548 GR524.18 1560 526.72 1572 525.68 1584 526.12 1600 525.97 1632 6R525.93 1649 530.19 1667 533.11 1682 530.24 1725 534.75 1777 GR535.05 1790 536 1840 536.5 1840 • NEW SURVEY DATA NC .065 .06 .045 ET 8.1 1440 1652 X1 43280 20 1446 1651 390 100 220 GR 538 770 536 1000 534 1265 533.8 1285 534.05 1415 GR535.65 1424 535.59 1434 532.17 1446 529.5 1456 527.54 1483 GR526.62 1498 524.53 1517 524.63 1525 527.92 1552 530.99 1592 GR532.36 1651 534.59 1698 535.05 1715 536 1765 536.5 1765 • DFW TOPO NC .065 .06 .045 ET 8.1 1400 1710 X1 44200 14 1500 1694 730 760 920 GR 538 690 536 1000 534.5 1130 534 1463 534.2 1500 GR 532 1562 530 1660 528 1670 528 1682 530 1686 GR 532 1689 534 1694 536 1720 538 1810 * DFW TOPO NC .065 .06 .045 ET 8.1 1820 2420 X1 45050 21 1965 2420 580 580 850 GR 540 1000 538 1270 537.05 1335 538 1380 538 1420 GR 536 1570 536.7 1620 536 1788 536 1965 534 2000 GR 532.6 2022 534 2070 536 2090 536 2212 534 2245 GR 532 2315 532 2335 534 2395 536 2420 538 2460 GR 540 2532 • DFW TOPO NC .065 .06 .045 ET 8.1 1850 2440 X1 45600 18 2110 2440 430 530 550 GR 542 1000 540 1200 539.4 1280 538 1870 537.6 1980 GR 538 2010 538 2110 536 2140 534 2143 532 2145 GR 532 2172 532 2223 534 2245 536 2300 538 2440 Page 7 211proFW.dat GR 540 2545 542 2610 544.4 2740 • DFW TOPO NC .06S .06 .045 ET 8.1 1430 1930 X1 45950 15 1430 1850 320 160 350 GR 542 1000 540 1130 538 1290 538 1430 536 1450 GR 536 1480 534 1595 534 1615 536 1700 536 1780 GR 538 1850 538.3 1960 540 2100 542 2165 543.5 2230 DFW topo NC .065 .06 .045 ET 8.1 1760 2396 X1 46750 19 1930 2396 420 700 800 GR 544 1000 542 1335 540 1450 538 1595 538 1630 GR 540 1760 542 1872 542 1930 540 2110 538 2138 GR 536 2219 534 2221 534 2235 536 2240 538 2265 GR 540 2280 542 2396 544 2550 546 2730 DFW TOPO NC .065 .06 .045 ET 8.1 1750 2250 X1 47140 16 2000 2168 260 330 390 GR 544 1000 542 1390 540 1490 540 1600 541.1 1670 GR 540 2000 538 2020 536 2070 534 2078 534 2090 GR 536 2095 538 2120 540 2168 542 2200 544 2400 GR 546 2515 • DFW TOPO NC .065 .06 .045 ET 8.1 1800 2200 xl 47230 18 1910 2180 90 90 90 GR 544 1000 542 1440 540.5 1540 541.4 1750 542 1880 GR 542 1910 540 1980 538 2030 536 2050 534.2 2060 GR 534.2 2070 536 2080 538 2092 540 2125 542 2180 GR 544 2360 546 2470 548 2590 • D.S. OF COUNTY LINE RD BRIDGE. DUPLICATED FROM D.S NC .065 .06 .035 0.3 0.5 ET 8.1 1810 2220 X1 47360 23 1970 2220 70 160 160 x3 10 533.0 533.0 GR 546 760 544 1000 542 1475 542.1 1850 542 1920 GR 542 1940 542 1970 540 1990 538.52 1995 534.65 2012 GR532.54 2017 534.88 2023 535.98 2034 536.44 2044 535.84 2056 GR536.62 2066 538 2070 540 2072 540 2140 542 2220 GR 544 2380 546 2500 548 2630 • U.S. OF COUNTY LINE RD BRIDGE. DUPLICATED FROM D.S NC .065 .06 .035 SB 1.25 2.0 2.6 0 30 4 390 3 ET 8.11 1780 2240 X1 47390 23 1970 2220 30 30 30 X2 1 540.4 541.80 x3 10 541.8 541.8 BT -12 760 546 1000 544.0 1475 542.0 BT 1850 542.1 1920 542.0 1940 542 BT 1970 542 2000 541.8 2220 542 BT 2380 544.0 2500 546.0 2630 548 GR 546 760 544 1000 542 1475 542.1 1850 542 1920 GR 542 1940 542 1970 540 1990 538.52 1995 534.65 2012 GR532.54 2017 534.88 2023 535.98 2034 536.44 2044 535.84 2056 GR536.62 2066 538 2070 540 2072 540 2140 542 2220 GR 544 2380 546 2500 548 2630 • DFW TOPO NC .065 .06 .045 ET 8.1 1900 2220 xl 47470 19 1920 2220 70 70 80 GR 546 765 544 1000 542 1470 541.9 1590 542 1890 GR 542.3 1910 542 1920 540 1940 538 1980 536 2000 GR 534 2005 534 2025 536 2030 538 2140 540 2150 GR 542 2220 544 2390 546 2525 548 2650 DFW TOPO NC .065 .06 .045 0.1 0.3 ET 8.1 1900 2240 X1 47600 19 1900 2240 250 100 130 GR 546 1000 544 1190 542 1830 542 1900 540 1950 GR 538 1970 536 1975 534.26 1978 534.49 1995 536 2000 GR 538 2042 540 2070 540 2120 540 2150 542 2240 GR 544 2370 546 2500 546 2540 548 2650 DFW TOPO NC .065 .06 .045 ET 8.1 1600 1930 Page 8 211proFW.dat X1 47800 19 1675 1880 210 150 200 GR 550 1000 546 1030 544 1120 542 1675 540 1690 GR 538 1697 536 1705 535.36 1710 534.16 1763 535.77 1775 GR 536 1780 538 1800 540 1820 542 1880 542.7 2075 GR 544 2150 546 2265 548 2412 550 2525 D.S. HWY114 FROM TXDOT PLAN NC .045 .045 .045 ET 8.1 1470 1690 Xl 48100 21 1470 1690 220 380 300 GR 550 470 545 800 544 1000 543.5 1100 543 1200 GR 545 1300 543.5 1400 542.5 1470 540 1500 536.7 1510 GR 538 1520 533.5 1522 533.5 1597 539 1600 540 1670 GR 542.5 1690 542.16 1700 543.1 1800 544.2 1900 546 2000 GR 550 2200 EJ T1 GRAPEVINE CREEK, COPPELL, DALLAS COUNTY, TEXAS T2 100 YEARFIS ENCROACHMENT RUN T3 GRAPEVINE CREEK J1 7 495.72 J2 15 0 -1 ER Page 9 211PROFW.txt 1******************************************** * *x ** ** **t***** **** *a* * ** **is x *** ::*n*** HEC -2 WATER SURFACE PROFILES •• U.S. ARMY CORPS OF ENGINEERS " HYDROLOGIC ENGINEERING CENTER " Version 4.6.2; May 1991 •• * 609 SECOND STREET, SUITE D * * DAVIS, CALIFORNIA 95616 -4687 " RUN DATE 23AUG10 TIME 16:53:45 * (916) 756 -1104 " s *: *** „ *::>: ,: **** *** *,: * ** ,:*:: ** * * ::* * ** 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 1 23AUG10 16:53:45 PAGE 1 THIS RUN EXECUTED 23AUG10 16:53:45 HEC -2 WATER SURFACE PROFILES version 4.6.2; May 1991 T1 GRAPEVINE CREEK, COPPELL &IRVING,DALLAS COUNTY,TX FIS 100 YEAR DISCHARGE T2 POST PROJECT FLOODWAY FREEPORT CORP CENTER LOMR FLOODWAY BY A.H.A T3 GRAPEVINE CREEK PROPOSED COND. 211PROFW.DAT LAST UPDATE 02 - - J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 4 495.60 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 1 0 -1 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 110 115 200 J5 LPRNT NUMSEC ********REQUESTED SECTION NUMBERS******** -10 -10 QT 6 6700 9400 10500 13400 11300 10500 NC .065 .070 .045 .1 .3 ET 4.4 Page 1 211PROFW.txt "•'°''`NOTE:SB CARD WEIR COEFF. CHG'D. TO -2.5 TO MATCH FIS***** STARTING WSEL FROM KIMLEY HORN FIS UPDATE MAY 1990 X1 27620 32 1926 1992 50 50 50 1.6 GR 509.5 1000 506.7 1100 503.0 1200 498.8 1300 497.0 1400 GR 495.1 1422 492.3 1443 491.4 1500 489.0 1600 491.5 1700 GR 491.6 1713 492.2 1731 492.0 1746 493.3 1800 493.0 1900 GR 493.2 1926 476.6 1955 474.6 1960 473.9 1965 474.4 1970 GR 477.7 1978 479.3 1988 487.4 1992 489.2 2000 495.2 2026 GR 499.1 2100 499.0 2200 502.2 2300 504.8 2400 506.2 2500 GR 506.8 2600 508.4 2700 NC .065 .065 .045 .1 .3 PROFILE SECTION T - SURVEY SECTION 19 xl 30130 20 2180 2222 1600 2000 2510 -0.1 GR 512.8 1500 513.0 1600 512.1 1700 510.0 1800 506.3 1900 GR 501.8 2000 500.8 2066 495.7 2100 492.4 2180 484.5 2200 GR 483.8 2207 484.8 2212 502.0 2222 504.4 2300 507.1 2400 GR 510.9 2500 511.4 2600 512.2 2700 512.5 2800 513.1 2900 1 23AUG10 16:53:45 PAGE 2 NC .3 .5 ET 90.2 xl 30189 42 2138 2263 59 59 59 GR 517.3 1000 516.9 1100 516.5 1200 516.2 1300 515.8 1400 GR 515.3 1500 515.0 1600 514.6 1700 514.2 1800 513.7 1900 GR 513.4 2000 513.2 2100 513.3 2138 510.2 2138 503.9 2153 GR 502.0 2154 494.1 2166 494.1 2167 492.5 2173 491.5 2180 GR 491.5 2181 487.2 2194 487.2 2195 486.8 2207 486.8 2208 GR 487.1 2221 487.1 2222 494.5 2234 494.5 2235 500.2 2248 GR 500.2 2249 507.2 2260 510.4 2263 513.4 2263 513.7 2400 GR 514.0 2500 514.4 2600 514.5 2700 514.7 2800 515.1 2900 GR 515.4 3000 515.6 3100 ET 90.21 PROFILE SECTION U - SURVEY SECTION 20 ST.LOUIS- SOUTHWESTERN R.R. xl 30190 58 2138 2263 1 1 1 BT 2 2138 513.3 510.2 2263 513.4 510.4 GR 517.3 1000 516.9 1100 516.5 1200 516.2 1300 515.8 1400 GR 515.3 1500 515.0 1600 514.6 1700 514.2 1800 513.7 1900 GR 513.4 2000 513.2 2100 513.3 2138 510.2 2138 503.9 2153 GR 510.4 2153 510.4 2154 502.0 2154 494.1 2166 510.4 2166 GR 510.4 2167 494.1 2167 492.5 2173 491.5 2180 510.4 2180 GR 510.4 2181 491.5 2181 487.2 2194 510.4 2194 510.4 2195 GR 487.2 2195 486.8 2207 510.4 2207 510.4 2208 486.8 2208 GR 487.1 2221 510.4 2221 510.4 2222 487.1 2222 494.5 2234 GR 510.4 2234 510.4 2235 494.5 2235 500.2 2248 510.4 2248 GR 510.4 2249 500.2 2249 507.2 2260 510.4 2263 513.4 2263 GR 513.7 2400 514.0 2500 514.4 2600 514.5 2700 514.7 2800 GR 515.1 2900 515.4 3000 515.6 3100 ET 90.21 x1 30200 10 10 10 x2 1 ET 90.2 xl 30201 42 2138 2263 1 1 1 GR 517.3 1000 516.9 1100 516.5 1200 516.2 1300 515.8 1400 GR 515.3 1500 515.0 1600 514.6 1700 514.2 1800 513.7 1900 Page 2 211PROFW.txt GR 513.4 2000 513.2 2100 513.3 2138 510.2 2138 503.9 2153 GR 502.0 2154 494.1 2166 494.1 2167 492.5 2173 491.5 2180 GR 491.5 2181 487.2 2194 487.2 2195 486.8 2207 486.8 2208 GR 487.1 2221 487.1 2222 494.5 2234 494.5 2235 500.2 2248 GR 500.2 2249 507.2 2260 510.4 2263 513.4 2263 513.7 2400 GR 514.0 2500 514.4 2600 514.5 2700 514.7 2800 515.1 2900 GR 515.4 3000 515.6 3100 NC .1 .3 ET 8.1 2067 2222 xl 30250 20 2180 2222 49 49 49 GR 512.8 1500 513.0 1600 512.1 1700 510.0 1800 506.3 1900 GR 501.8 2000 500.8 2066 495.7 2100 492.4 2180 484.5 2200 GR 483.8 2207 484.8 2212 502.0 2222 504.4 2300 507.1 2400 GR 510.9 2500 511.4 2600 512.2 2700 512.5 2800 513.1 2900 1 23AUG10 16:53:45 PAGE 3 ET 8.1 1734 1920 xl 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 8.1 1000 2700 PROFILE SECTION V - SURVEY SECTION 21 SOUTHWESTERN BLVD. xl 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 1829.1 GR 488.7 1845 488.0 1849 491.1 1884 506.1 1884 506.1 1887 GR 491.1 1887 494.6 1889 505.6 1913 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 8.1 1000 2700 xl 31500 20 20 20 x2 1 ET 8.1 1666 1920 xl 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 8.1 1000 1268 HALFF ASSOC. SURV. SECN. AA xl 31750 10 1000 1268 180 220 200 GR 509.6 1000 492.74 1071 492.34 1150 490.54 1158 490.74 1173 GR 489.94 1189 488.64 1192 489.34 1196 493.04 1203 513.06 1268 ET 8.1 1000 1293.5 HALFF ASSOC. SURV. SECN. BB xl 32740 13 1000 1293.5 990 990 990 GR 511.47 1000 495.57 1067 493.77 1089 493.57 1106 495.77 1117 Page 3 211PROFW.txt GR 493.27 1128 493.07 1132 493.17 1137 494.37 1157 493.67 1203 GR 510.37 1272.5 511.17 1286.5 512.67 1293.5 ET 8.1 1000 1351 HALFF ASSOC. SURV. SECN. CC Xl 34045 19 1000 1351 1305 1305 1305 GR 518.5 1000 499.9 1069 499.3 1081 498.3 1093 499.3 1101 GR 499.3 1128 497.6 1142 493.1 1162 496.1 1182 499.5 1197 GR 499.6 1207 497.7 1216 495 1226 497.8 1237 498.9 1244 GR 498.9 1268 512.93 1310 513.73 1324 516.53 1351 1 23AUG10 16:53:45 PAGE 4 ET 8.1 1000 1334 HALFF ASSOC. SURV. SECN. DD x1 34330 16 1000 1334 285 285 285 GR 518.23 1000 502.47 1065 499.17 1092 498.67 1097 498.87 1117 GR 499.47 1123 500.57 1133 499.17 1176 498.07 1187 499.17 1194 GR 500.37 1202 502.27 1225 502.57 1271 514.63 1313 515.53 1326 GR 517.83 1334 ET 8.1 1000 1332 HALFF ASSOC. SURV. SECN. EE x1 34870 10 1000 1332 540 540 540 GR 519.25 1000 501.96 1066 502.36 1144 501.76 1148 501.26 1158 GR 501.76 1166 502.76 1175 502.06 1262 518.85 1316 520.25 1332 ET 8.1 1000 1302 HALFF ASSOC. SURV. SECN. FF MOVED 120' D.S. TO FACE FREEPORT PKWY xl 35450 13 1002 1302 580 580 580 BT 2 1000 521.5 515.8 1302 520.3 514.1 GR 521.5 1000 515.8 1000 514.2 1002 512.1 1029 505.6 1049 GR 503.1 1075 500.9 1150 505.3 1225 504.8 1249 512.1 1271 GR 512.8 1300 514.1 1302 520.3 1302 ET 8.1 1000 1302 HALFF ASSOC. SURV. SECN. FF U.S. FACE FREEPORT PKWY xi 35570 120 120 120 X2 1 QT 6 7300 10000 11200 14200 17000 11200 ET 8.1 1000 1316 xl 35770 14 1000 1316 200 200 200 0.8 GR 520.11 1000 505.81 1057 504.01 1083 501.71 1093 499.01 1100 GR 502.11 1108 504.71 1114 504.31 1159 503.71 1168 503.61 1174 GR 503.41 1189 504.71 1204 507.01 1258 522.01 1316 ET 8.1 1000 1264.9 HALFF ASSOC. SURV. SECN. GG (TRANSITION BACK TO NATURAL CHANNEL) -- -- APPROX. NEAR OLD COE STA. 37550. BEGIN IMPROVED CHANNEL X1 35970 10 1000 1264.9 200 200 200 CI 1131 503.2 .040 3 3 -180 CI 1131 501.2 .040 4 4 20 GR 519.01 1000 510.31 1071 509.11 1096.4 504.51 1116.4 499.41 1131.4 GR 505.01 1144.4 507.51 1158.4 508.11 1186.9 520.41 1257.9 521.21 1264.9 NC .3 .5 ET 8.1 1000 1300 Page 4 211PROFW.txt 36070 =36140 MOVED 70' D.S. HALFF ASSOC. SURV. SECN. "A" (1- 29 -85) BAF 1 23AUG10 16:53:45 PAGE 5 EXTENDED FROM TOPO xl 36070 14 1128 1204 130 60 100 CI 1166 503.42 .040 3 3 -120 CI 1166 501.42 .040 4 4 20 GR 520.5 1000 518.1 1078 514.8 1096 512.9 1113 512.7 1128 GR 505.6 1142 501 1168 504.7 1193 513.8 1204 514.3 1228 GR 516.3 1258 516.6 1264 520 1300 522 1450 ET 8.1 1000 1245 HALFF ASSOC. SURV. SECN. "B (1- 29 -85) BAF X1 36360 9 1125 1162 290 290 290 CI 1145 504 .035 3 3 -120 CI 1145 502 .035 4 4 20 GR 522 1000 517.4 1093 513.4 1125 504.4 1135 501.4 1145 GR 504.4 1159 511.7 1162 514.5 1196 517.6 1245 NC .05 .050 .015 ET 8.1 1000 1250 BEGIN CONCRETE LINING xl 38220 8 1056 1107 40 40 40 .4 CI -1 504 .015 .01 .01 -100 CI .01 GR 522.4 1000 514 1056 504.1 1065 502 1082 504.1 1098 GR 514.54 1107 516.7 1207 520 1250 ET 8.1 1000 1250 BOTTOM OF 6.5' DROP STRUCTURE xl 38232 12 12 12 CI -1 504 .015 .01 .01 X3 USED TO REFLECT INEFFECTIVE FLOW TOP OF 6.5' DROP STRUCTURE, END CONCRETE xl 38235 3 3 3 CI -1 510.5 .015 .01 .01 x3 1021.5 525 1141.5 525 CROSS SECTION EXTENSION ALLOWED TO REFLECT INEFFECTIVE FLOW HALFF ASSOC. SURV. SECN. X1 38255 20 20 20 CI -1 510.5 .035 3 3 -90 x3 1006.5 525 1156.5 525 ET 8.1 2630 2890 APPROXIMATE CITY LIMITS OF COPPELL xl 38315 8 2670 2860 60 60 60 CI -1 510.5 .035 10 10 -45 GR 525.8 2630 515 2670 514 2740 510.5 2752 510.5 2772 GR 514 2784 515 2860 524.7 2890 1 23AUG10 16:53:45 PAGE 6 NC .015 .015 .045 .1 .3 ET 5.1 2630 2890 8.1 2660 3500 Page 5 211PROFw.txt D5 FACE W BOUND I.H.635 ('n' values, channel stations and enCroaChments have been CorreCted through 635 by A.H.H.) x1 38380 15 2670 2860 65 65 65 .4 CI .01 x3 2630 529.2 2890 529.2 GR 559.4 0 548.5 300 531.5 1400 525.8 2630 515 2670 GR 514 2740 511 2752 511 2772 514 2784 515 2860 GR 524.7 2890 521.2 3800 521.2 4200 526 5400 534.3 5500 SB 1.05 1.2 -2.5 105 4 3920 7.5 511 511 ET 5.1 2630 2890 8.1 2660 3400 U.S. FACE W. BOUND IH 635 xl 38420 40 40 40 .1 x2 1 528.7 532.8 x3 2630 529.2 2890 529.2 BT 6 559.5 300 556.5 1400 539.5 BT 3800 529.2 4200 529.2 5500 534.3 ET 5.1 2630 2890 8.1 2670 2870 VALLEY SECT BTWN I.H. 635 BRIDGES xl 38500 80 80 80 .3 x3 2630 529.2 2890 529.2 NC .015 .015 .045 ET 5.1 2630 2890 8.1 2670 2870 DS FACE E. BOUND I.H.635 xl 38580 80 80 80 .4 x3 2630 529.2 2890 529.2 SB 1.05 1.2 -2.5 105 4 3920 7.5 512.2 512.2 ET 5.1 2630 2890 8.1 2650 3390 US FACE E. BOUND I.H.635 X1 38620 40 40 40 .1 x2 1 528.7 532.8 x3 2630 529.2 2890 529.2 BT 6 559.5 300 556.5 1400 539.5 BT 3800 529.2 4200 529.2 5500 534.3 NC .065 .060 .045 NH 5 0.05 1721 0.065 1732 0.045 1776 0.065 1794 0.05 NH 1846 ET 5.1 1339 1846 8.1 1580 1813 50' U.S. E. BOUND I.H.635 (REVISED FOR THIS MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH) x1 38670 15 1717 1813 50 50 50 x3 1339 532.8 GR 530 1000 528 1508 524 1551 522 1569 518 1657 GR 516 1717 515 1721 507 1732 505.09 1746 506 1760 GR 514 1776 515 1785 516 1794 517 1813 530 1846 1 23AUG10 16:53:45 PAGE 7 NH 5 0.05 1363 0.08 1378 0.045 1404 0.08 1424 0.05 NH 1716 SECTION 38889 IS OLD NDM SECTION 38850 Page 6 211PROFW.txt ET 5.1 1000 1648 8.1 1199 1580 NDM XSECTION - BEGIN BERM(REVISED FOR THIS MODEL PER 2 - 2000 HALFF ASSOCIATES TOPO (KHH) xl 38889 17 1378 1424 268 216 219 x3 1648 532.8 GR 530 1000 529 1159 522 1203 521 1256 520 1281 GR 519 1318 518 1360 517 1378 509 1388 505.86 1396 GR 510 1404 515 1424 516 1447 519 1524 520 1567 GR 523 1647 529 1716 39016 AND 39403 ARE NEW CROSS SECTIONS 2 - 2000 FROM HAI TOPO NC .050 .070 .045 NH 5 0.05 1447 0.08 1475 0.045 1479 0.08 1510 0.05 NH 1867 ET 5.1 1360 1782 8.1 1400 1744 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 - 2000 HALFF ASSOCIATES TOPO (KHH) & LEFT BANK ENCROACHMENT xl 39016 15 1428 1743 183 70 127 x3 1360 527.0 1782 532.80 X4 3.0 514.0 1432.0 514.0 1447.0 514.0 1460.0 GR 527 1009 526 1017 525 1090 524 1310 523 1348 GR 520 1417 514 1447 510 1475 506.34 1477 510 1479 GR 514 1510 520 1646 523 1743 523 1807 529 1867 NH 5 0.04 1774 0.08 1900 0.045 1908 0.08 1972 0.05 NH 2115 NEW REGENT BLVD AND OVERFLOW SWALE ET 8.1 1680 1972 EW SECTION ADDED TO REVISED EXISTING MODEL PER 2 - 2000 HALFF ASSOCIATES TOPO (KHH) & LEFT BANK ENCROACHMENT + SWALE xl 39403 18.0 1660 1972 278. 216 387 X4 3.0 515.0 1705.0 515.0 1755.0 516.0 1761.0 GR 527.0 1595.0 527.5 1635.0 527.0 1660.0 516.0 1855.0 516.0 1888.0 GR 507.5 1899.0 508.0 1900.0 509.0 1903.0 515.0 1908.0 519.0 1922.0 GR 521.0 1934.0 522.0 1950.0 523.0 1957.0 524.0 1972.0 524.0 2051.0 GR 524.0 2065.0 524.0 2090.0 528.0 2115.0 SECTION 39753 TO 40519 NEW CHANNEL IMPROVEMENT AND REACH LENGTH & KEEP XS NO. 1 23AUG10 16:53:45 PAGE 8 NC 0.040 0.040 0.040 0.1 0.3 ET 8.1 1000 1210.6 EX 39768 PROFILE SECTION Z - SURVEY SECTION 25 (REVISED FOR THIS MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH)+ LEFT ENCROACH + SW xl 39753 6.0 1000.0 1210.6 148 405 350 x4 4.0 514.9 1082.8 511.9 1091.8 511.9 1118.8 514.9 1127.8 GR 530.0 950.0 528.0 1000.0 514.9 1039.3 514.9 1171.3 528.0 1210.6 GR 530.0 1260.6 DS FACE OF PROPOSED NEW ROAD BRIDGE Page 7 211PROFW.txt NC 0.3 0.5 ET 5.1 1000 1172 8.11 1000 1164 EX 39800 DOWNSTREAM OF PROPOSED REGENT ROAD BRIDGE xl 39785 6.0 1000 1172 32 32 32 x3 10 X4 4.0 515.0 1064.5 512 1073.5 512 1100.5 515.0 1109.5 GR 532.3 1000.0 528.5 1000.0 515.0 1028.0 515.0 1148.0 527.0 1172.0 GR 532.3 1172.0 SB 1.05 2.268 2.5 0 116 4.0 2000. 2 515.00 515.15 US FACE OF PROPOSED NEW ROAD BRIDGE ET 8.1 1000 1164 EX 39865 UPSTREAM OF PROPOSED REGENT ROAD BRIDGE xl 39850 65 65 65 .15 x2 1 528.5 532.3 x3 10 532.3 532.3 x4 4.0 515.0 1064.5 512 1073.5 512 1100.5 515.0 1109.5 BT 4 1000 532.3 528.5 1028 532.5 528.5 1144 532.5 528.5 BT 1164.0 532.3 528.5 ET 8.1 1000 1190 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH) CHANNEL IMPROVEMENT xl 39900 6.0 1000 1191.8 50 50 50 x4 4.0 515.2 1073.4 512.2 1082.4 512.2 1109.4 515.2 1118.4 GR 530.0 950.0 528.0 1000.0 515.2 1038.4 515.2 1160.4 527.0 1191.8 GR 530.0 1241.8 NC 0.1 0.3 ET 8.1 1000 1200 1 23AUG10 16:53:45 PAGE 9 EX 40208 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH) xl 40086 6.0 1000 1202.6 179 179 186 x4 4.0 515.9 1078.8 512.9 1087.8 512.9 1114.8 515.9 1123.8 GR 530.0 950.0 528.0 1000.0 515.9 1036.3 515.9 1166.3 528.0 1202.6 GR 530.0 1252.6 ET 8.1 1000 1198 EX 40408 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH) xl 40304 6.0 1000 1202.8 200 214 218 X4 4.0 516.4 1077.3 513.4 1086.3 513.4 1113.3 516.4 1122.3 GR 530.0 950.0 528.0 1000.0 516.4 1034.8 516.4 1170.8 527.0 1202.8 GR 530.0 1248.8 NH 5 .050 1865 .045 1995 .055 2093 .045 2240. 0.050 NH 2250.0 Page 8 211PROFW.tXt ET 8.1 1888 2210 EX 40635 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH) & LEFT BANK SWALE xl 40519 12.0 1890 2240.0 205 148 215 GR 530.0 1715.0 528.0 1890.0 517.5 1925.0 517.5 1995.0 517.0 2020.0 GR 516.0 2027.0 516.0 2055.0 517.0 2093.0 514.8 2110.0 514.8 2210.0 GR 525.0 2240.0 528.0 2250.0 NH 8 .050 1750 0.045 1855 0.050 2041 .060 2078 .055 NH 2185 .050 2210 0.045 2240 0.05 2300 ET 8.1 1790 2280 EX 40698 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH) & LEFT BANK SWALE xl 40579 19.0 1795 2280.0 164 100 60 GR 530.0 1625.0 528.0 1795.0 518.40 1825.0 518.40 1905.0 521.0 1915.0 GR 521.0 1945.0 520.0 2015.0 519.0 2027.0 518.0 2041.0 518.0 2070.0 GR 519.0 2088.0 520.0 2108.0 521.0 2137.0 522.0 2172.0 521.0 2185.0 GR 515.1 2210.0 515.1 2240.0 525.0 2280.0 528.0 2300.0 SECTION 40989 IS OLD NDM SECTION 41180 QT 6 5100 7000 7900 9900 6200 7900 NH 7 0.05 1875 0.045 1925 0.05 2164 0.08 2212 0.045 NH 2234 0.07 2404 0.05 2431 ET 8.1 1845 2410 EX 41138 CHANNEL IMPROVEMENT DATA (REVISED FOR THIS MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH) ADD SWALE x1 40989 23.0 1848 2404.0 96 440 410 GR 530.0 1775.0 528.0 1848.0 518.9 1875.0 518.9 1950.0 525.5 1952.0 GR 525.0 2016.0 525.0 2016.0 524.0 2106.0 523.0 2164.0 522.0 2208.0 GR 519.0 2212.0 518.2 2218.0 520.0 2225.0 521.0 2234.0 521.0 2322.0 GR 520.0 2327.0 519.0 2330.0 519.0 2339.0 520.0 2348.0 521.0 2362.0 GR 523.0 2404.0 527.0 2416.0 529.0 2431.0 1 23AuG10 16:53:45 PAGE 10 41389, 41455 AND 41675 ARE NEW CROSS SECTIONS 2 -2000 FROM HAI TOPO (KHH) 41389 BOTTOM WIDTH = 90 FEET NC 0.040 0.040 0.040 ET 8.1 1000 1175 EX 41340 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH) xl 41389 6.0 1000 1176.0 200 420 400 GR 532.0 950.0 530.0 1000.0 518.8 1033.0 518.8 1143.0 530.0 1176.0 GR 532.0 1226.0 ET 8.1 1000 1150 EX 41471 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH) X1 41455 6.0 1000 1156.0 81 36 66 GR 532.0 950.0 530.0 1000.0 519.13 1033.0 519.13 1123.0 530.0 1156.0 GR 532.0 1206.0 ET 8.1 1000 1150 Page 9 211PROFW.txt EX 41703 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 2 -2000 HALFF ASSOCIATES TOPO (KHH) xl 41675 6.0 1000 1156.0 205 205 220 GR 532.0 950.0 530.0 1000.0 519.7 1033.0 519.7 1123.0 530.0 1156.0 GR 532.0 1206.0 ET 8.1 1000 1190 EX 42040 100' DS LOYAL LANE (REVISED FOR THIS MODEL PER 2 - 2000 HALFF ASSOCIATES TOPO (KHH) xl 41950 6.0 1000 1200.0 250 280 275 GR 532.0 950.0 530.0 1000.0 520.5 1030.0 520.5 1170.0 530.0 1200.0 GR 532.0 1250.0 UPSTREAM OF THIS SECTION IS FROM NEW EFFECTIVE DFW ICP LOMR BY HALFF ASSOCIA NC .065 .06 .035 0.3 0.5 ET 8.1 1280 1880 DS FACE LOYAL LN, PROFILE SECTION AA - SURVEY SECTION 26 (REVISED FOR THIS MODEL PER 9 - 2000 HALFF ASSOCIATES TOPO xl 42050 19 1745 1824 100 100 100 x3 10 527.8 527.8 GR 532.7 950 527.8 1000 528.7 1300 530.1 1600 529.9 1720 GR 530.85 1745 528.76 1753 523 1755 523.31 1767 520.22 1781 GR 521.83 1791 522.12 1805 522.64 1816 527.76 1824 530.86 1824 GR 530.1 1850 530 2130 532 2300 533 2430 UpStream of Royal Lane Bridge with new survey data 1 23AUG10 16:53:45 PAGE 11 NC .065 .06 .035 SB 1.25 2.0 2.6 0 47 4 496 2 520.2 520.6 ET 8.11 1280 1880 US FACE LOYAL LN SECT #26 x1 42090 40 40 40 x2 1 528.8 530.85 x3 10 527.80 530.86 BT -5 1600 530.1 1745 530.85 528.8 1791 531.03 528.8 BT 1824 530.86 528.8 2300 532.00 DFW TOPO NC .065 .06 .045 ET 8.1 1300 1930 FIS SECTION "3" x1 42170 15 1720 1900 80 80 80 GR 532 700 530.5 1000 530 1600 528 1720 526 1740 GR 524 1750 521.2 1752 521.2 1855 524 1862 526 1875 GR 528 1882 530 1900 531.1 1935 532 2280 532.2 2345 DFW TOPO NC .065 .06 .045 0.1 0.3 ET 5.1 1730 2285 8.1 1730 2180 xl 42450 14 1985 2138 315 250 280 X3 1730 533 GR 534 1000 532 1230 530 1985 528 1995 526 2005 GR 524 2010 521.6 2010 521.6 2112 524 2112 526 2120 GR 528 2130 530 2138 532 2144 534 2285 Page 10 211PROFW.txt BRIDGE NODE ENCOUNTERED AT RM =42705 D.S. OF RR BRIDGE NEW SURVEY DATA NC .065 .06 .035 0.3 0.5 ET 8.1 1550 1680 DS FACE RR NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 - 2000 xl 42690 17 1550 1680 240 240 240 x3 10 530.8 530.8 GR 536.0 1000 534.98 1550 531.47 1550 529.34 1553 525.46 1560 GR 524.71 1573 525.33 1591 524.44 1611 524.52 1626 523.59 1632 GR 521.95 1636 523.32 1641 524.65 1659 529.46 1669 530.98 1680 GR 535.01 1680 535.30 1750 U.S. OF RR BRIDGE DUPLICATED FROM D.S NC .065 .06 .035 SB 1.25 2.0 2.6 120 80 6 810 2 522.2 521.9 ET 8.11 1550 1680 US FACE RR NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 x1 42720 30 30 30 x2 1 530.9 534.98 x3 10 534.98 534.98 BT -6 1000 536.00 1550 534.98 1553 535.01 BT 1669 535.01 1680 535.01 1750 535.30 DFW TOPO 1 23AUG10 16:53:45 PAGE 12 NC .065 .06 .045 ET 5.1 1350 1759 8.1 1450 1700 xl 42820 16 1500 1632 100 100 100 x3 1350 536 GR 536 830 534 1000 532.3 1190 532 1275 530.8 1385 GR 530 1500 528 1508 526 1540 522.1 1555 522.1 1570 GR 526 1590 528 1630 530 1632 532 1638 534 1650 GR 536 1760 NEW SURVEY DATA NC .065 .06 .045 0.1 0.3 ET 8.1 1480 1740 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 - 2000 xl 43060 23 1500 1682 240 240 240 GR 538 850 536 1000 534 1190 532 1410 535.43 1500 GR 530.18 1517 527.41 1533 526.29 1538 525.9 1544 522.24 1548 GR 524.18 1560 526.72 1572 525.68 1584 526.12 1600 525.97 1632 GR 525.93 1649 530.19 1667 533.11 1682 530.24 1725 534.75 1777 GR 535.05 1790 536 1840 536.5 1840 NEW SURVEY DATA NC .065 .06 .045 ET 8.1 1440 1652 FIS SECTION 44200 REVISED PER 9 - 2000 xl 43280 20 1446 1651 390 100 220 GR 538 770 536 1000 534 1265 533.8 1285 534.05 1415 GR 535.65 1424 535.59 1434 532.17 1446 529.5 1456 527.54 1483 GR 526.62 1498 524.53 1517 524.63 1525 527.92 1552 530.99 1592 GR 532.36 1651 534.59 1698 535.05 1715 536 1765 536.5 1765 DFW TOPO Page 11 211PROFW.txt NC .065 .06 .045 ET 8.1 1400 1710 X1 44200 14 1500 1694 730 760 920 GR 538 690 536 1000 534.5 1130 534 1463 534.2 1500 GR 532 1562 530 1660 528 1670 528 1682 530 1686 GR 532 1689 534 1694 536 1720 538 1810 DFW TOPO NC .065 .06 .045 ET 8.1 1820 2420 xl 45050 21 1965 2420 580 580 850 GR 540 1000 538 1270 537.05 1335 538 1380 538 1420 GR 536 1570 536.7 1620 536 1788 536 1965 534 2000 GR 532.6 2022 534 2070 536 2090 536 2212 534 2245 GR 532 2315 532 2335 534 2395 536 2420 538 2460 GR 540 2532 DFW TOPO 1 23AuG10 16:53:45 PAGE 13 NC .065 .06 .045 ET 8.1 1850 2440 FIS SECTION 45820 REVISED PER 9 -2000 (DFW TOPO) xl 45600 18 2110 2440 430 530 550 GR 542 1000 540 1200 539.4 1280 538 1870 537.6 1980 GR 538 2010 538 2110 536 2140 534 2143 532 2145 GR 532 2172 532 2223 534 2245 536 2300 538 2440 GR 540 2545 542 2610 544.4 2740 DFW TOPO NC .065 .06 .045 ET 8.1 1430 1930 xl 45950 15 1430 1850 320 160 350 GR 542 1000 540 1130 538 1290 538 1430 536 1450 GR 536 1480 534 1595 534 1615 536 1700 536 1780 GR 538 1850 538.3 1960 540 2100 542 2165 543.5 2230 DFW topo NC .065 .06 .045 ET 8.1 1760 2396 xl 46750 19 1930 2396 420 700 800 GR 544 1000 542 1335 540 1450 538 1595 538 1630 GR 540 1760 542 1872 542 1930 540 2110 538 2138 GR 536 2219 534 2221 534 2235 536 2240 538 2265 GR 540 2280 542 2396 544 2550 546 2730 DFW TOPO NC .065 .06 .045 ET 8.1 1750 2250 FIS SECTION 47450 ( " ") REVISED PER 9 -2000 xl 47140 16 2000 2168 260 330 390 GR 544 1000 542 1390 540 1490 540 1600 541.1 1670 GR 540 2000 538 2020 536 2070 534 2078 534 2090 GR 536 2095 538 2120 540 2168 542 2200 544 2400 GR 546 2515 DFW TOPO NC .065 .06 .045 ET 8.1 1800 2200 Page 12 211PROFW.txt xl 47230 18 1910 2180 90 90 90 GR 544 1000 542 1440 540.5 1540 541.4 1750 542 1880 GR 542 1910 540 1980 538 2030 536 2050 534.2 2060 GR 534.2 2070 536 2080 538 2092 540 2125 542 2180 GR 544 2360 546 2470 548 2590 D.S. OF COUNTY LINE RD BRIDGE. DUPLICATED FROM D.S NC .065 .06 .035 0.3 0.5 ET 8.1 1810 2220 1 23AuG10 16:53:45 PAGE 14 D.S. FACE COUNTY LINE RD, NEW SURVEY SECTION PER 9 -2000 xl 47360 23 1970 2220 70 160 160 x3 10 533.0 533.0 GR 546 760 544 1000 542 1475 542.1 1850 542 1920 GR 542 1940 542 1970 540 1990 538.52 1995 534.65 2012 GR 532.54 2017 534.88 2023 535.98 2034 536.44 2044 535.84 2056 GR 536.62 2066 538 2070 540 2072 540 2140 542 2220 GR 544 2380 546 2500 548 2630 U.S. OF COUNTY LINE RD BRIDGE. DUPLICATED FROM D.S NC .065 .06 .035 SB 1.25 2.0 2.6 0 30 4 390 3 ET 8.11 1780 2240 U.S. FACE COUNTY LINE RD, NEW SURVEY SECTION PER 9 -2000 xl 47390 23 1970 2220 30 30 30 x2 1 540.4 541.80 x3 10 541.8 541.8 BT -12 760 546 1000 544.0 1475 542.0 BT 1850 542.1 1920 542.0 1940 542 BT 1970 542 2000 541.8 2220 542 BT 2380 544.0 2500 546.0 2630 548 GR 546 760 544 1000 542 1475 542.1 1850 542 1920 GR 542 1940 542 1970 540 1990 538.52 1995 534.65 2012 GR 532.54 2017 534.88 2023 535.98 2034 536.44 2044 535.84 2056 GR 536.62 2066 538 2070 540 2072 540 2140 542 2220 GR 544 2380 546 2500 548 2630 DFW TOPO NC .065 .06 .045 ET 8.1 1900 2220 xl 47470 19 1920 2220 70 70 80 GR 546 765 544 1000 542 1470 541.9 1590 542 1890 GR 542.3 1910 542 1920 540 1940 538 1980 536 2000 GR 534 2005 534 2025 536 2030 538 2140 540 2150 GR 542 2220 544 2390 546 2525 548 2650 DFW TOPO NC .065 .06 .045 0.1 0.3 ET 8.1 1900 2240 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 -2000 xl 47600 19 1900 2240 250 100 130 GR 546 1000 544 1190 542 1830 542 1900 540 1950 GR 538 1970 536 1975 534.26 1978 534.49 1995 536 2000 GR 538 2042 540 2070 540 2120 540 2150 542 2240 GR 544 2370 546 2500 546 2540 548 2650 DFW TOPO Page 13 211PR0FW.tXt NC .065 .06 .045 ET 8.1 1600 1930 1 23AUG10 16:53:45 PAGE 15 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 - 2000 FIS SEC "L" X1 47800 19 1675 1880 210 150 200 GR 550 1000 546 1030 544 1120 542 1675 540 1690 GR 538 1697 536 1705 535.36 1710 534.16 1763 535.77 1775 GR 536 1780 538 1800 540 1820 542 1880 542.7 2075 GR 544 2150 546 2265 548 2412 550 2525 D.S. HWY114 FROM TXDOT PLAN NC .045 .045 .045 ET 8.1 1470 1690 DS FACE SH114 NEW SECTION ADDED TO REVISED EXISTING MODEL PER 9 - 200 xl 48100 21 1470 1690 220 380 300 GR 550 470 545 800 544 1000 543.5 1100 543 1200 GR 545 1300 543.5 1400 542.5 1470 540 1500 536.7 1510 GR 538 1520 533.5 1522 533.5 1597 539 1600 540 1670 GR 542.5 1690 542.16 1700 543.1 1800 544.2 1900 546 2000 GR 550 2200 1 23AUG10 16:53:45 PAGE 16 T1 GRAPEVINE CREEK, COPPELL, DALLAS COUNTY, TEXAS T2 100 YEARFIS ENCROACHMENT RUN T3 GRAPEVINE CREEK 71 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 7 495.72 32 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 15 0 -1 1 23AUG10 16:53:45 PAGE 17 THIS RUN EXECUTED 23AUG10 16:53:46 HEC - 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 PROPOSED SUMMARY PRINTOUT TABLE 110 Page 14 211PROFW.txt SECNO CWSEL DIFKWS EG TOPWID QLOB QCH QROB PERENC STENCL STCHL STCHR STENCR 27620.000 495.60 .00 496.42 590.55 2714.63 7542.12 243.25 .00 .00 1926.00 1992.00 .00 27620.000 495.72 .12 496.68 443.92 2469.98 8030.02 .00 .09 1548.08 1926.00 1992.00 1992.00 30130.000 502.18 .00 503.30 242.29 4499.36 6000.09 .55 .00 .00 2180.00 2222.00 .00 30130.000 502.93 .75 504.05 127.51 4378.38 6121.62 .00 .07 2094.49 2180.00 2222.00 2222.00 30189.000 502.14 .00 503.88 98.13 .00 10500.00 .00 .00 .00 2138.00 2263.00 .00 30189.000 502.94 .80 504.48 90.00 .00 10500.00 .00 90.00 2155.50 2138.00 2263.00 2245.50 30190.000 501.97 .00 504.07 90.75 .00 10500.00 .00 .00 .00 2138.00 2263.00 .00 30190.000 502.80 .83 504.64 84.00 .00 10500.00 .00 90.00 2155.50 2138.00 2263.00 2245.50 30200.000 502.40 .00 504.32 91.46 .00 10500.00 .00 .00 .00 2138.00 2263.00 .00 30200.000 503.09 .69 504.84 84.00 .00 10500.00 .00 90.00 2155.50 2138.00 2263.00 2245.50 w 30201.000 502.98 .00 504.46 99.89 .00 10500.00 .00 .00 .00 2138.00 2263.00 .00 - 30201.000 503.56 .58 504.95 90.00 .00 10500.00 .00 90.00 2155.50 2138.00 2263.00 2245.50 30250.000 504.02 .00 504.68 337.50 5056.66 5371.24 72.11 .00 .00 2180.00 2222.00 .00 30250.000 504.43 .41 505.15 155.00 4980.43 5519.57 .00 155.00 2067.00 2180.00 2222.00 2222.00 31310.000 506.15 .00 506.65 419.11 6288.79 4211.21 .00 .00 .00 1863.00 1920.00 .00 31310.000 506.56 .41 507.15 180.55 6086.36 4413.64 .00 186.00 1734.00 1863.00 1920.00 1920.00 31480.000 506.44 .00 507.45 118.84 .00 10500.00 .00 .00 .00 1795.00 1915.00 .00 31480.000 506.91 .47 507.92 119.05 .00 10500.00 .00 1700.00 1000.00 1795.00 1915.00 2700.00 31500.000 506.60 .00 507.61 118.91 .00 10500.00 .00 .00 .00 1795.00 1915.00 .00 31500.000 507.07 .47 508.08 119.12 .00 10500.00 .00 1700.00 1000.00 1795.00 1915.00 2700.00 31550.000 507.48 .00 507.83 513.93 6576.35 3923.65 .00 .00 .00 1863.00 1920.00 .00 31550.000 507.89 .41 508.29 250.47 6396.34 4103.66 .00 254.00 1666.00 1863.00 1920.00 1920.00 1 23AUG10 16:53:45 PAGE 18 SECNO CWSEL DIFKWS EG TOPWID QLOB QCH QROB PERENC STENCL STCHL STCHR STENCR 31750.000 507.79 .00 507.98 243.25 .00 10500.00 .00 .00 .00 1000.00 1268.00 .00 31750.000 508.27 .48 508.45 246.82 .00 10500.00 .00 268.00 1000.00 1000.00 1268.00 1268.00 32740.000 508.26 .00 508.49 250.16 .00 10500.00 .00 .00 .00 1000.00 1293.50 .00 32740.000 508.69 .43 508.90 253.76 .00 10500.00 .00 293.50 1000.00 1000.00 1293.50 1293.50 34045.000 509.11 .00 509.37 263.71 .00 10500.00 .00 .00 .00 1000.00 1351.00 .00 34045.000 509.45 .34 509.69 265.99 .00 10500.00 .00 351.00 1000.00 1000.00 1351.00 1351.00 34330.000 509.30 .00 509.73 257.60 .00 10500.00 .00 .00 .00 1000.00 1334.00 .00 34330.000 509.62 .32 510.02 260.04 .00 10500.00 .00 334.00 1000.00 1000.00 1334.00 1334.00 34870.000 510.28 .00 510.80 254.20 .00 10500.00 .00 .00 .00 1000.00 1332.00 .00 34870.000 510.49 .21 510.98 255.68 .00 10500.00 .00 332.00 1000.00 1000.00 1332.00 1332.00 35450.000 511.53 .00 512.05 238.52 .00 10500.00 .00 .00 .00 1002.00 1302.00 .00 35450.000 511.65 .12 512.15 239.24 .00 10500.00 .00 302.00 1000.00 1002.00 1302.00 1302.00 35570.000 511.81 .00 512.29 240.15 .00 10500.00 .00 .00 .00 1002.00 1302.00 .00 35570.000 511.91 .11 512.38 240.85 .00 10500.00 .00 302.00 1000.00 1002.00 1302.00 1302.00 Page 15 211PROFW.txt " 35770.000 512.10 .00 512.98 239.48 .00 11200.00 .00 .00 .00 1000.00 1316.00 .00 '° 35770.000 512.19 .09 513.04 240.18 .00 11200.00 .00 316.00 1000.00 1000.00 1316.00 1316.00 ' 35970.000 512.99 .00 513.43 238.73 .00 11200.00 .00 .00 .00 1000.00 1264.90 .00 * 35970.000 513.04 .06 513.48 239.07 .00 11200.00 .00 264.90 1000.00 1000.00 1264.90 1264.90 • 36070.000 512.92 .00 513.83 177.01 .00 11200.00 .00 .00 .00 1060.33 1266.15 .00 ' 36070.000 512.98 .06 513.87 177.35 .00 11200.00 .00 300.00 1000.00 1060.33 1266.15 1300.00 36360.000 513.59 .00 514.47 177.47 .00 11200.00 .00 .00 .00 1036.40 1245.00 .00 36360.000 513.63 .04 514.51 177.71 .00 11200.00 .00 245.00 1000.00 1036.40 1245.00 1245.00 38220.000 512.84 .00 515.33 100.18 .00 11200.00 .00 .00 .00 1031.36 1131.61 .00 38220.000 512.89 .05 515.35 100.18 .00 11200.00 .00 250.00 1000.00 1031.36 1131.61 1250.00 38232.000 512.87 .00 515.35 100.18 .00 11200.00 .00 .00 .00 1031.36 1131.61 .00 38232.000 512.92 .05 515.37 100.18 .00 11200.00 .00 250.00 1000.00 1031.36 1131.61 1250.00 * 38235.000 517.79 .00 521.41 110.07 .00 11156.63 43.37 120.00 1021.50 1031.42 1131.55 1141.50 ' 38235.000 517.79 .00 521.41 110.07 .00 11156.62 43.38 120.00 1021.50 1031.42 1131.55 1141.50 '° 38255.000 520.97 .00 522.17 150.00 .00 10938.89 261.11 150.00 1006.50 1000.00 1142.09 1156.50 '° 38255.000 520.97 .00 522.17 150.00 .00 10938.89 261.11 150.00 1006.50 1000.00 1142.09 1156.50 38315.000 521.96 .00 522.48 260.00 .00 11200.00 .00 .00 .00 2630.00 2890.00 .00 38315.000 521.96 .00 522.48 260.00 .00 11200.00 .00 260.00 2630.00 2630.00 2890.00 2890.00 • 38380.000 521.84 .00 522.71 233.77 856.65 9634.92 708.42 260.00 2630.00 2670.00 2860.00 2890.00 • 38380.000 521.81 -.03 522.72 219.83 639.56 9840.98 719.45 840.00 2660.00 2670.00 2860.00 3500.00 1 23AuG10 16:53:45 PAGE 19 SECNO CWSEL DIFKWS EG TOPWID QLOB QCH QROB PERENC STENCL STCHL STCHR STENCR 38420.000 521.89 .00 522.77 233.42 849.22 9648.49 702.29 260.00 2630.00 2670.00 2860.00 2890.00 38420.000 521.86 -.03 522.79 219.68 638.18 9848.50 713.32 740.00 2660.00 2670.00 2860.00 3400.00 38500.000 522.11 .00 523.01 232.92 838.68 9667.75 693.56 260.00 2630.00 2670.00 2860.00 2890.00 38500.000 522.09 -.02 523.08 200.00 .00 10553.85 646.15 200.00 2670.00 2670.00 2860.00 2870.00 38580.000 522.32 .00 523.27 231.69 812.72 9715.18 672.09 260.00 2630.00 2670.00 2860.00 2890.00 38580.000 522.37 .04 523.40 200.00 .00 10560.98 639.02 200.00 2670.00 2670.00 2860.00 2870.00 38620.000 522.39 .00 523.35 231.36 805.70 9728.01 666.29 260.00 2630.00 2670.00 2860.00 2890.00 38620.000 522.44 .05 523.40 228.98 842.16 9687.20 670.64 740.00 2650.00 2670.00 2860.00 3390.00 38670.000 522.76 .00 523.53 265.48 2632.11 8433.31 134.57 - 1339.00 1339.00 1717.00 1813.00 1846.00 38670.000 522.83 .07 523.58 266.24 2663.15 8400.00 136.84 - 1339.00 1339.00 1717.00 1813.00 1846.00 38889.000 523.80 .00 524.20 456.34 2603.87 3749.47 4846.66 1648.00 .00 1378.00 1424.00 1648.00 38889.000 523.84 .04 524.24 456.59 2617.47 3727.83 4854.70 1648.00 .00 1378.00 1424.00 1648.00 39016.000 524.17 .00 524.51 422.00 487.35 10640.74 71.92 422.00 1360.00 1417.00 1743.00 1782.00 39016.000 524.21 .03 524.54 422.00 492.00 10633.43 74.58 422.00 1360.00 1417.00 1743.00 1782.00 39403.000 525.17 .00 525.46 430.43 .00 10964.97 235.03 .00 .00 1660.00 1972.00 .00 39403.000 525.19 .02 525.51 292.00 .00 11200.00 .00 292.00 1680.00 1660.00 1972.00 1972.00 Page 16 211PR0FW.txt 39753.000 525.62 .00 526.18 196.30 .00 11200.00 .00 .00 .00 1000.00 1210.60 .00 39753.000 525.67 .05 526.22 196.60 .00 11200.00 .00 210.60 1000.00 1000.00 1210.60 1210.60 39785.000 525.57 .00 526.32 163.05 .00 11200.00 .00 172.00 1000.00 1000.00 1172.00 1172.00 39785.000 525.61 .05 526.37 158.01 .00 11200.00 .00 164.00 1000.00 1000.00 1172.00 1164.00 39850.000 525.62 .00 526.39 162.66 .00 11200.00 .00 .00 .00 1000.00 1172.00 .00 39850.000 525.67 .05 526.43 157.81 .00 11200.00 .00 164.00 1000.00 1000.00 1172.00 1164.00 39900.000 525.85 .00 526.51 182.32 .00 11200.00 .00 .00 .00 1000.00 1191.80 .00 39900.000 525.91 .05 526.55 182.61 .00 11200.00 .00 190.00 1000.00 1000.00 1191.80 1190.00 40086.000 526.17 .00 526.80 191.59 .00 11200.00 .00 .00 .00 1000.00 1202.60 .00 40086.000 526.22 .05 526.84 191.87 .00 11200.00 .00 200.00 1000.00 1000.00 1202.60 1200.00 40304.000 526.54 .00 527.14 197.01 .00 11200.00 .00 .00 .00 1000.00 1202.80 .00 40304.000 526.57 .04 527.17 193.72 .00 11200.00 .00 198.00 1000.00 1000.00 1202.80 1198.00 - 40519.000 527.20 .00 527.35 354.63 .00 11194.67 5.33 .00 .00 1890.00 2240.00 .00 - 40519.000 527.22 .03 527.40 317.41 .00 11200.00 .00 322.00 1888.00 1890.00 2240.00 2210.00 40579.000 527.25 .00 527.39 497.62 .00 11185.64 14.36 .00 .00 1795.00 2280.00 .00 40579.000 527.30 .06 527.44 482.82 .00 11200.00 .00 490.00 1790.00 1795.00 2280.00 2280.00 • 40989.000 527.63 .00 527.73 571.61 .00 7843.31 56.69 .00 .00 1848.00 2404.00 .00 40989.000 527.68 .05 527.78 561.04 .00 7861.73 38.27 565.00 1845.00 1848.00 2404.00 2410.00 1 23AUG10 16:53:45 PAGE 20 SECNO CWSEL DIFKWS EG TOPWID QLOB QCH QROB PERENC STENCL STCHL STCHR STENCR 41389.000 527.83 .00 528.47 163.21 .00 7900.00 .00 .00 .00 1000.00 1176.00 .00 41389.000 527.87 .04 528.50 163.44 .00 7900.00 .00 175.00 1000.00 1000.00 1176.00 1175.00 41455.000 527.77 .00 528.73 142.49 .00 7900.00 .00 .00 .00 1000.00 1156.00 .00 41455.000 527.82 .04 528.76 142.74 .00 7900.00 .00 150.00 1000.00 1000.00 1156.00 1150.00 41675.000 528.57 .00 529.45 146.85 .00 7900.00 .00 .00 .00 1000.00 1156.00 .00 41675.000 528.59 .02 529.47 145.50 .00 7900.00 .00 150.00 1000.00 1000.00 1156.00 1150.00 • 41950.000 529.60 .00 530.01 197.48 .00 7900.00 .00 .00 .00 1000.00 1200.00 .00 - 41950.000 529.60 .00 530.02 188.74 .00 7900.00 .00 190.00 1000.00 1000.00 1200.00 1190.00 • 42050.000 530.56 .00 531.49 1187.01 2401.33 5347.04 151.62 .00 .00 1745.00 1824.00 .00 • 42050.000 531.00 .44 532.45 600.00 1360.77 6481.88 57.34 600.00 1280.00 1745.00 1824.00 1880.00 • 42090.000 532.64 .00 532.77 1432.84 3644.25 3137.64 1118.12 .00 .00 1745.00 1824.00 .00 42090.000 533.17 .52 533.52 600.00 2952.98 4687.04 259.98 600.00 1280.00 1745.00 1824.00 1880.00 42170.000 532.70 .00 532.81 1645.00 2186.39 5388.77 324.84 .00 .00 1720.00 1900.00 .00 42170.000 533.50 .80 533.64 630.00 1837.94 5966.01 96.05 630.00 1300.00 1720.00 1900.00 1930.00 42450.000 532.75 .00 533.09 467.14 874.96 7003.37 21.67 555.00 1730.00 1985.00 2138.00 2285.00 42450.000 533.60 .84 533.84 450.00 1182.10 6657.18 60.72 450.00 1730.00 1985.00 2138.00 2180.00 • 42690.000 532.82 .00 533.87 130.00 .00 7900.00 .00 .00 .00 1550.00 1680.00 .00 ' 42690.000 533.58 .76 534.45 130.00 .00 7900.00 .00 130.00 1550.00 1550.00 1680.00 1680.00 42720.000 534.90 .00 535.54 130.00 .00 7900.00 .00 .00 .00 1550.00 1680.00 .00 Page 17 211PROFW.txt • 42720.000 535.66 .77 536.21 130.00 .00 7900.00 .00 130.00 1550.00 1550.00 1680.00 1680.00 42820.000 535.46 .00 535.76 380.20 1579.11 6182.40 138.49 409.00 1350.00 1500.00 1632.00 1759.00 42820.000 535.99 .53 536.37 250.00 679.78 7002.68 217.55 250.00 1450.00 1500.00 1632.00 1700.00 43060.000 535.80 .00 536.00 810.52 1126.32 6150.57 623.10 .00 .00 1500.00 1682.00 .00 43060.000 536.35 .55 536.64 260.00 21.05 7279.32 599.63 260.00 1480.00 1500.00 1682.00 1740.00 43280.000 535.98 .00 536.30 762.14 729.94 6923.98 246.08 .00 .00 1446.00 1651.00 .00 43280.000 536.54 .56 536.93 212.00 33.65 7862.84 3.51 212.00 1440.00 1446.00 1651.00 1652.00 44200.000 537.44 .00 537.63 1008.11 2815.56 4938.73 145.71 .00 .00 1500.00 1694.00 .00 44200.000 538.13 .69 538.50 310.00 1016.87 6756.22 126.91 310.00 1400.00 1500.00 1694.00 1710.00 45050.000 538.58 .00 538.70 1288.81 1763.59 6058.23 78.18 .00 .00 1965.00 2420.00 .00 • 45050.000 539.47 .89 539.60 600.00 798.31 7101.69 .00 600.00 1820.00 1965.00 2420.00 2420.00 45600.000 539.45 .00 539.75 1242.17 1097.01 6742.46 60.53 .00 .00 2110.00 2440.00 .00 • 45600.000 540.10 .65 540.35 590.00 991.71 6908.29 .00 590.00 1850.00 2110.00 2440.00 2440.00 .; 45950.000 540.28 .00 540.44 997.60 682.01 6697.58 520.40 .00 .00 1430.00 1850.00 .00 45950.000 540.72 .44 540.91 500.00 .00 7549.31 350.69 500.00 1430.00 1430.00 1850.00 1930.00 1 23AUG10 16:53:45 PAGE 21 SECNO CWSEL DIFKWS EG TOPWID QLOB QCH QROB PERENC STENCL STCHL STCHR STENCR " 46750.000 541.91 .00 542.12 979.06 3480.85 4419.15 .00 .00 .00 1930.00 2396.00 .00 ' 46750.000 542.53 .63 542.97 636.00 453.98 7446.02 .00 636.00 1760.00 1930.00 2396.00 2396.00 °° 47140.000 542.98 .00 543.23 1099.13 3104.67 4639.96 155.37 .00 .00 2000.00 2168.00 .00 * 47140.000 543.90 .92 544.21 500.00 2029.07 5536.86 334.07 500.00 1750.00 2000.00 2168.00 2250.00 47230.000 543.20 .00 543.52 1112.44 2206.14 5621.47 72.39 .00 .00 1910.00 2180.00 .00 47230.000 544.03 .83 544.49 400.00 537.21 7279.88 82.90 400.00 1800.00 1910.00 2180.00 2200.00 47360.000 543.59 .00 544.00 1249.76 1457.84 6335.09 107.07 .00 .00 1970.00 2220.00 .00 47360.000 544.45 .86 544.88 410.00 667.87 7232.13 .00 410.00 1810.00 1970.00 2220.00 2220.00 ' 47390.000 543.59 .00 544.00 1250.09 1458.83 6333.97 107.20 .00 .00 1970.00 2220.00 .00 47390.000 544.64 1.05 545.00 460.00 813.54 7003.75 82.72 460.00 1780.00 1970.00 2220.00 2240.00 47470.000 544.04 .00 544.20 1397.72 1561.08 6187.08 151.84 .00 .00 1920.00 2220.00 .00 47470.000 544.90 .86 545.14 320.00 76.11 7823.89 .00 320.00 1900.00 1920.00 2220.00 2220.00 47600.000 544.22 .00 544.43 1214.62 1146.64 6558.59 194.77 .00 .00 1900.00 2240.00 .00 47600.000 545.06 .84 545.33 340.00 .00 7900.00 .00 340.00 1900.00 1900.00 2240.00 2240.00 47800.000 544.53 .00 544.78 1084.24 1013.89 6092.01 794.09 .00 .00 1675.00 1880.00 .00 47800.000 545.33 .80 545.65 330.00 438.34 7142.05 319.61 330.00 1600.00 1675.00 1880.00 1930.00 48100.000 544.96 .00 545.16 1129.54 860.36 6372.33 667.31 .00 .00 1470.00 1690.00 .00 48100.000 545.74 .78 546.04 220.00 .00 7900.00 .00 220.00 1470.00 1470.00 1690.00 1690.00 1 23AUG10 16:53:45 PAGE 22 Page 18 211PROFW.tXt SUMMARY OF ERRORS AND SPECIAL NOTES WARNING SECNO= 30190.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 30190.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 30201.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 30201.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 31480.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 31480.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 31550.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 31550.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 31750.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 31750.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 34330.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 34330.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 35770.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 35770.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 35970.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 35970.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 36070.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 36070.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 38235.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 38235.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 38235.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 38235.000 PROFILE= 2 CRITICAL DEPTH ASSUMED CAUTION SECNO= 38235.000 PROFILE= 2 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 38235.000 PROFILE= 2 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 38255.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 38255.000 PROFILE= 2 20 TRIALS ATTEMPTED TO BALANCE WSEL WARNING SECNO= 38380.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 38380.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 39753.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 40519.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 40519.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 40989.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 40989.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 41950.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 41950.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 23AUG10 16:53:45 PAGE 23 CAUTION SECNO= 42050.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 42050.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY Page 19 211PROFW.txt 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 CAUTION SECNO= 42090.000 PROFILE= 1 HYDRAULIC JUMP D.S. WARNING SECNO= 42090.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42090.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42170.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42450.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42690.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42690.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42720.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 42720.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 45050.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 45600.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 45600.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 45950.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 46750.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 46750.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 47140.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 47140.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 47390.000 PROFILE= 1 HYDRAULIC JUMP D.S. WARNING SECNO= 47470.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 23AUG10 16:53:45 PAGE 24 Floodway width summary: GRAPEVINE CREEK PROPOSED Profile No. 2 Left sta Right Sta Left Distance Distance Right Section Elevation Top Encroach From Center From Encroach Number Increase width Station Center Station center station 27620.000 .12 443.93 1548.08 410.92 1959.00 33.00 1992.00 30130.000 .75 127.51 2094.49 106.51 2201.00 21.00 2222.00 30189.000 .80 90.00 2155.50 45.00 2200.50 45.00 2245.50 30190.000 .83 90.00 2155.50 45.00 2200.50 45.00 2245.50 30200.000 .69 90.00 2155.50 45.00 2200.50 45.00 2245.50 30201.000 .58 90.00 2155.50 45.00 2200.50 45.00 2245.50 30250.000 .41 155.00 2067.00 134.00 2201.00 21.00 2222.00 31310.000 .41 186.00 1734.00 157.50 1891.50 28.50 1920.00 31480.000 .47 1700.00 1000.00 855.00 1855.00 845.00 2700.00 31500.000 .47 1700.00 1000.00 855.00 1855.00 845.00 2700.00 31550.000 .41 254.00 1666.00 225.50 1891.50 28.50 1920.00 31750.000 .48 268.00 1000.00 134.00 1134.00 134.00 1268.00 32740.000 .43 293.50 1000.00 146.75 1146.75 146.75 1293.50 Page 20 211PROFW.txt 34045.000 .34 351.00 1000.00 175.50 1175.50 175.50 1351.00 34330.000 .32 334.00 1000.00 167.00 1167.00 167.00 1334.00 34870.000 .21 332.00 1000.00 166.00 1166.00 166.00 1332.00 35450.000 .12 302.00 1000.00 152.00 1152.00 150.00 1302.00 35570.000 .11 302.00 1000.00 152.00 1152.00 150.00 1302.00 35770.000 .09 316.00 1000.00 158.00 1158.00 158.00 1316.00 35970.000 .06 264.90 1000.00 132.45 1132.45 132.45 1264.90 36070.000 .06 300.00 1000.00 163.24 1163.24 136.76 1300.00 36360.000 .04 245.00 1000.00 140.70 1140.70 104.30 1245.00 38220.000 .05 250.00 1000.00 81.49 1081.49 168.51 1250.00 38232.000 .05 250.00 1000.00 81.49 1081.49 168.51 1250.00 38235.000 .00 120.00 1021.50 59.99 1081.49 60.01 1141.50 38255.000 .00 150.00 1006.50 64.55 1071.05 85.45 1156.50 38315.000 .00 260.00 2630.00 130.00 2760.00 130.00 2890.00 38380.000 -.03 840.00 2660.00 105.00 2765.00 735.00 3500.00 38420.000 -.03 740.00 2660.00 105.00 2765.00 635.00 3400.00 38500.000 -.02 200.00 2670.00 95.00 2765.00 105.00 2870.00 38580.000 .04 200.00 2670.00 95.00 2765.00 105.00 2870.00 38620.000 .05 740.00 2650.00 115.00 2765.00 625.00 3390.00 38670.000 .07 507.00 1339.00 426.00 1765.00 81.00 1846.00 38889.000 .04 1648.00 .00 1401.00 1401.00 247.00 1648.00 39016.000 .03 422.00 1360.00 220.00 1580.00 202.00 1782.00 39403.000 .02 292.00 1680.00 136.00 1816.00 156.00 1972.00 39753.000 .05 210.60 1000.00 105.30 1105.30 105.30 1210.60 39785.000 .05 164.00 1000.00 86.00 1086.00 78.00 1164.00 39850.000 .05 164.00 1000.00 86.00 1086.00 78.00 1164.00 39900.000 .05 190.00 1000.00 95.90 1095.90 94.10 1190.00 40086.000 .05 200.00 1000.00 101.30 1101.30 98.70 1200.00 40304.000 .04 198.00 1000.00 101.40 1101.40 96.60 1198.00 40519.000 .03 322.00 1888.00 177.00 2065.00 145.00 2210.00 40579.000 .06 490.00 1790.00 247.50 2037.50 242.50 2280.00 40989.000 .05 565.00 1845.00 281.00 2126.00 284.00 2410.00 41389.000 .04 175.00 1000.00 88.00 1088.00 87.00 1175.00 41455.000 .04 150.00 1000.00 78.00 1078.00 72.00 1150.00 1 23AUG10 16:53:45 PAGE 25 41675.000 .02 150.00 1000.00 78.00 1078.00 72.00 1150.00 41950.000 .00 190.00 1000.00 100.00 1100.00 90.00 1190.00 42050.000 .44 600.00 1280.00 504.50 1784.50 95.50 1880.00 42090.000 .52 600.00 1280.00 504.50 1784.50 95.50 1880.00 42170.000 .80 630.00 1300.00 510.00 1810.00 120.00 1930.00 42450.000 .84 450.00 1730.00 331.50 2061.50 118.50 2180.00 42690.000 .76 130.00 1550.00 65.00 1615.00 65.00 1680.00 42720.000 .77 130.00 1550.00 65.00 1615.00 65.00 1680.00 42820.000 .53 250.00 1450.00 116.00 1566.00 134.00 1700.00 43060.000 .55 260.00 1480.00 111.00 1591.00 149.00 1740.00 43280.000 .56 212.00 1440.00 108.50 1548.50 103.50 1652.00 44200.000 .69 310.00 1400.00 197.00 1597.00 113.00 1710.00 45050.000 .89 600.00 1820.00 372.50 2192.50 227.50 2420.00 45600.000 .65 590.00 1850.00 425.00 2275.00 165.00 2440.00 45950.000 .44 500.00 1430.00 210.00 1640.00 290.00 1930.00 46750.000 .63 636.00 1760.00 403.00 2163.00 233.00 2396.00 47140.000 .92 500.00 1750.00 334.00 2084.00 166.00 2250.00 47230.000 .83 400.00 1800.00 245.00 2045.00 155.00 2200.00 47360.000 .86 410.00 1810.00 285.00 2095.00 125.00 2220.00 47390.000 1.05 460.00 1780.00 315.00 2095.00 145.00 2240.00 47470.000 .86 320.00 1900.00 170.00 2070.00 150.00 2220.00 47600.000 .84 340.00 1900.00 170.00 2070.00 170.00 2240.00 47800.000 .80 330.00 1600.00 177.50 1777.50 152.50 1930.00 Page 21 211PROFW.tXt 48100.000 .78 220.00 1470.00 110.00 1580.00 110.00 1690.00 1 23AUG10 16:53:45 PAGE 26 FLOODWAY DATA, GRAPEVINE CREEK PROPOSED PROFILE NO. 2 FLOODWAY WATER SURFACE ELEVATION STATION WIDTH SECTION MEAN WITH WITHOUT DIFFERENCE AREA VELOCITY FLOODWAY FLOODWAY 27620.000 444. 1830. 5.7 495.7 495.6 .1 30130.000 128. 1370. 7.7 502.9 502.2 .7 30189.000 90. 1053. 10.0 502.9 502.1 .8 30190.000 90. 965. 10.9 502.8 502.0 .8 30200.000 90. 989. 10.6 503.1 502.4 .7 30201.000 90. 1110. 9.5 503.6 503.0 .6 30250.000 155. 1710. 6.1 504.4 504.0 .4 31310.000 181. 1793. 5.9 506.6 506.2 .4 31480.000 119. 1300. 8.1 506.9 506.4 .5 31500.000 119. 1300. 8.1 507.1 506.6 .5 31550.000 250. 2204. 4.8 507.9 507.5 .4 31750.000 247. 3066. 3.4 508.3 507.8 .5 32740.000 254. 2818. 3.7 508.7 508.3 .4 34045.000 266. 2650. 4.0 509.4 509.1 .3 34330.000 260. 2077. 5.1 509.6 509.3 .3 34870.000 256. 1875. 5.6 510.5 510.3 .2 35450.000 239. 1840. 5.7 511.6 511.5 .1 35570.000 241. 1903. 5.5 511.9 511.8 .1 35770.000 240. 1514. 7.4 512.2 512.1 .1 35970.000 239. 2119. 5.3 513.1 513.0 .1 36070.000 177. 1477. 7.6 513.0 512.9 .1 36360.000 178. 1488. 7.5 513.6 513.6 .0 38220.000 100. 890. 12.6 512.8 512.8 .0 38232.000 100. 892. 12.6 512.9 512.9 .0 38235.000 110. 752. 14.9 517.8 517.8 .0 38255.000 150. 1303. 8.6 521.0 521.0 .0 38315.000 260. 1937. 5.8 522.0 522.0 .0 38380.000 220. 1545. 7.2 521.8 521.8 .0 38420.000 220. 1535. 7.3 521.9 521.9 .0 38500.000 200. 1456. 7.7 522.1 522.1 .0 38580.000 200. 1429. 7.8 522.3 522.3 .0 38620.000 229. 1506. 7.4 522.5 522.4 .1 38670.000 266. 1747. 6.4 522.9 522.8 .1 38889.000 457. 2367. 4.7 523.8 523.8 .0 39016.000 422. 2475. 4.5 524.2 524.2 .0 39403.000 292. 2467. 4.5 525.2 525.2 .0 39753.000 197. 1877. 6.0 525.7 525.6 .1 39785.000 158. 1604. 7.0 525.6 525.6 .0 39850.000 158. 1595. 7.0 525.6 525.6 .0 39900.000 183. 1739. 6.4 526.0 525.9 .1 40086.000 192. 1767. 6.3 526.2 526.2 .0 40304.000 194. 1801. 6.2 526.5 526.5 .0 1 23AUG10 16:53:45 PAGE 27 Page 22 211PROFW.txt FLOODWAY DATA, GRAPEVINE CREEK PROPOSED PROFILE NO. 2 FLOODWAY WATER SURFACE ELEVATION STATION WIDTH SECTION MEAN WITH WITHOUT DIFFERENCE AREA VELOCITY FLOODWAY FLOODWAY 40519.000 317. 3319. 3.4 527.2 527.2 .0 40579.000 483. 3741. 3.0 527.3 527.2 .1 40989.000 561. 3063. 2.6 527.6 527.6 .0 41389.000 163. 1240. 6.4 527.8 527.8 .0 41455.000 143. 1011. 7.8 527.8 527.8 .0 41675.000 145. 1054. 7.5 528.6 528.6 .0 41950.000 189. 1524. 5.2 529.6 529.6 .0 42050.000 600. 1313. 6.0 531.0 530.6 .4 42090.000 600. 2615. 3.0 533.1 532.6 .5 42170.000 630. 3463. 2.3 533.5 532.7 .8 42450.000 450. 2445. 3.2 533.6 532.8 .8 42690.000 130. 1058. 7.5 533.6 532.8 .8 42720.000 130. 1329. 5.9 535.7 534.9 .8 42820.000 250. 1776. 4.4 536.0 535.5 .5 43060.000 260. 1952. 4.0 536.3 535.8 .5 43280.000 212. 1592. 5.0 536.6 536.0 .6 44200.000 310. 1769. 4.5 538.1 537.4 .7 45050.000 600. 2851. 2.8 539.5 538.6 .9 45600.000 590. 2197. 3.6 540.1 539.4 .7 45950.000 500. 2343. 3.4 540.7 540.3 .4 46750.000 636. 1567. 5.0 542.5 541.9 .6 47140.000 500. 2132. 3.7 543.9 543.0 .9 47230.000 400. 1576. 5.0 544.0 543.2 .8 47360.000 410. 1714. 4.6 544.5 543.6 .9 47390.000 460. 1918. 4.1 544.6 543.6 1.0 47470.000 320. 2044. 3.9 544.9 544.0 .9 47600.000 340. 1903. 4.2 545.0 544.2 .8 47800.000 330. 1907. 4.1 545.3 544.5 .8 48100.000 220. 1785. 4.4 545.8 545.0 .8 Page 23 M ��O L LL L V p p �- -J c., 2 Z7 a) w O c > Q N ••• a) • 0. 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Z �� = aA 0 SM 061 aA - OS SM 061 aA - 001 SM JA SM A JA - 005 SM 5617 aA - 005 SM 5617 pue6oi 005 puabei 005 80' ,.,{ 510' > -< 80' y 80' ) Sb0' 03893 = Sa 0L 493 = Ski 113Pon :mold 113Pow :woe° 113 Pow :mold 113Pon :woad 113poW :ueld pa}T!wgns leoJQ eu!nedeiD 1opoW :ueld pe pgns4{ealo eu!nedalD (11) uoIleiS (11) uollelS 00E1 09Z1 0031 091-1 0011 0901 0001- 00E1 0934 00Z 0911 0011 0901 0001 i i OL17 ii i '' ' OLP EIS >peg z - 9L17 elS >IUeB_ 9L17 • • haul }lain • 0817 m • 081 m I ill pun; ao ! < punoJo ; E AA-0 1- SM 9817 0 JA -01- SM 1 1 9817 o imomi i J - 09 SM " DC -09 SM -0617 . 0617 - .. r 0 5 ; JA - 004 SM �A OOI SM'` . 9617 a� - 00 SM k�.�- =ra r •; 9617 JA-009 SM . . puebei 009 puebe- 009 H 80' ( 9170' >-< 80' s• k 80' 9170' -< 80' E18 981792 = SU LI8 98179Z = SU 113pon :Mold 113pon :woad 113pon :Mold 113 pow :woa0 jopon :ueld pa } }lwgnglaaa3 eulnadaie jopon :ueld pawwgnS4{eeJ3 eulnedeJD (11) uollelS (11) uoilelS 00E1 09Z1 00Z1 0911 0011 0901 0001- 00171 00E1 0034 001-1 0001 elS >pea 9L17 SL17 • — ; 0817 m elg:ue8 m punoa9 m punoao 0817 c[ w • w J - 01- SM e 9817 0' -- - 0 1- SM o JA - 09 SM 0617 JA-09 SM 1 9817 AA SM JA - 001 SM 0617 JA SM 9617 JA-009 SM ua6a 8 P l 009 Pua6a 0 9617 < 80' - < 9170' - - -80' 80' ,,.< 9170• }> • 00993 = Sid 0999Z = SU 113 Pon :Mold 113pon :woad 113pon :Mold 113pon :woe9 113poj :uald paiuwgns -lee o eulnadeJD lJ3poI :ueld pe 1!wgn3- )iaaJo eulnadeJD (11) uollels (u) uollels 0081 0091 0014 0021 0001- 0091- 00171 00£1 0031 0011 0001 lik 99 09 e1S 4 5917 OLb e1S >IUeB b �IUeB 9L17 • 0L m • • m pua� 9L17 < P UJ J < 23 DC 01 SM o JA-01 SM 08 17 a 0817 ' J / - 09 SM a / - 09 SM 9817 `. IA SM 9817 DC-001 SM J" - 009 SM 0617 J" - 009 SM 0617 puabe- 5617 pueba- 9617 < 80' 9170' < 80' 80•t< 9170 80' 001173 =Sa 009173 =SU 1J3pon :nnold 113pow :woo° 113 Pow :mold 113poW :woag 113poj :Ueld pa111wgns -weJ aulnadeJO 113pon :ueld pe111ulgns- Nee.10 eulnadelD (11) uollelS (11) uollels 00L1 0091 0091 00171 00E1 0031 0011 0001 00E1 0931 0031 0911 0011 0901 0001 OLb OLb 9Lb m els � UeB 9L17 • e1S WIUeB • 0817 }laul 0817 • punoag oa pung < ,___ 81111111111.1 JA-0 SM M 9 817 o JA - 01 SM �� 9 817 - JA-09 m 0617 i DEC -09 SM 0617 JA-001. SM DC-001. SM J" - 009 SM 9617 DC-009 SM 9617 puebei 009 pua6ai 009 80' 9170' 80 < 80' < 9170' _ 80' 0LE93 = SEI OL1793 = SE1 113pon :Mold 113 pow :woeD 113pon :Mold 113 pow :woa0 lopoy :ueld pa111 lwgns -weJ aulnedeag 113pow :ueld powwgns- waao eul■adBJO (11) uo11s1S 0091 OObI 00£1 OM- 0011 0001 9917 �1S iuee Ott?. OL punoD m m • a� O1 SM 9L17 0 . z JA SM 0817 aA - 001 SM IMMO JA-009 SM 9817 pueba- 0617 80' + 9170' 80'. 006£Z =S» 113pon :Mold inpow :woe9 iopoV :uuid pai!wgn9- ){aaJ3 euinadi?JO V -a Q u_ o o J R; < = c > Q 0 ■•■ a) Q w w .0 >, CO ca z - C C 3 0 LI a) c.) a) in • 8 8 8 8 8 8 8 8 8 8 G 8 8 8 8 8 3; 8 8 8 8 S 'n 8 8 2 w 88 p 8 p C 8 p C 8 C p O O p 8 8 8 8 8 8 88 8 8 8 8 88 n 8 88 88 ^ ^ gg S 28 88 8 8 $ 8. 8 8 8 88 N " N gg N N -H << HH ii ii li gg r� V8- gg g AR AR ff �F. gg Ag gg gg ' RR 'ss RR 5 88 g8 88 88 88 88 88 ;; 8.8. - G 88 SS _H 88 88 88 88 88 88 8 8 88 88 88 88 88 g _mE EE AR, AA AA AA AA gg EE IA 88 5g as EA as EE i? ER i? EE AH RE EE 8 8 8 8 8 8 G 8 8 8 8 8 8 8 8 8 8 8 § 8 8 8 N S § R g g 8 E E E r 4' S N z N V 8V w Y �p VV t� �p 8 �y W G m I 8 N 8 8 b 8 8 8 8 i; � y q 2 8 V 28 p � 8 8 8 Q F.' • O � - 8i N N N N O' ,0 Ef b O N N R N N N ;ix; O; ,-1 N 0 ��pO pO m y� p p p p p p p pG OO1I pO pO m pp�� �p p p O ��pp p p y� pO �tyV tt�� • h b n 8 YS 8 8 8 8 8 8 8 8 8 8 Y 8 O Z 8 m 8 ,';',8 N b 8 8 8 8 8 8 N 2 m O� O O� m V 8 8 8 8 N 8 O 8 87 8 08 8s 88 88 88 8g Eg IG , ! - A EA Ug H 8m gg gg gg EN A< =A AA AA V AA 4 0 88 m_ 88 88 8 O� 8 Sal l N N O 0 0 8 N Oni 2 88 :::- 88. L'^ gg 82 88 88 83 8 2 Rm 82 8n m8 8 ' 88 88 88 88 g8 ' 88 ^ g� 88 88 88 88 88 NN %2 28 88 rW F,E FiN m8 rs 88 88 88 88 S.1 88 $X §/ ,.-a- N r I 81 88 S 22 G 88 48 R `RR �n `8 82 ES V4 8 G8 8 8 88 S 28 8 8 24 G 8 '.= SR w f f ax f a as . f f f f ff f ff f f f f f f f f 0 0 8 8 0 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N R 8 a o a o 0 0 0 V d .0 .. .. .. .. N V .. . V b' .. d b .. ^. " M .. ,0 d o .. 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Q_ Q Q . 2 ¢ 2 Q R Q c m 2 m. -65 i 2 tt 0 0 0 0 0 0 0 0 2 tp EE w m ro ro ro ro m ro m 8 `tl m m d ro T ' t ro N (11) uollejS (1}) uollejS 0083 0093 00173 0033 0003 0081 0091 00171 003 1 0001 00L1 0091 0091 00171 00E1 0021 0011 0001 i ' 9Lb 9Lb 0817 081' luawyoeoaou3 981' 9817 e1S >peg 0617 (. luawyoeoaou3 0617 • } }� _�r�`� 9617 elS:ueB - a. unoa 961 p J punoao IeanleN SM 009 IeanleN SM 009 payoeo.ou3 SM 909 payoeoaau3 SM 909 uebe 17 P l 15 puobai 0 0 019 F LO' > • 990' >. L0' >>< 9170' > 990' :,. OL9L3 = SH 039L3 = Sa M3} }3PoW :nno13 } }3PoW :woad MA113poW :mo13 } }31301AI :woo° Mdfl3PoiN :Ueld pawuagngleaa3 euinadeJO MdloPoW :ueld powwgng- >{eeio eul■adeae (1}) uollelS (11) uollelS 09£1 00£1 0931. 0031 0911 0011 0901 0001. 0006 0083 0093 00173 0033 0003 0081. 0091 00171 0817 081' 9817 9817 -0617 luawyoeoaou3 061 < luaw aeoaau 9617 a y 3 eIS )IUe8 5 elS >lUeB o. • = • 009 punoao ) 9617 = punoa j . ■ leinleN SM IeanleN SM 505 009 payoeoaou3 SM payoeoaou3 SM 019 . puaba3 b 505 puebei 515 < 990' > >: 9170' a <990' { 990' r 990' > 006L3 = Sa 0£ 10£ = Sid M3} }3PoW :nnolJ 1 }3PoW :woe° M3 }}3PoW :mo13 } }3PoW :wooD Md1J3PoV :ueld peWwgng- ){aaa3 eulnadeJO Mdjt3Pon :ueld pewwgnns- )lealo eulnedeao (4) uollelS (4) uollelS 0094 0094 00•4 0064 00Z4 0044 0004 008Z 009Z 00173 0033 000Z 0084 0094 00174 0034 0004 ' 9L17 1 4L17 0817 0817 it • luawyoeoaou3 ::: m luewyouwou3 9817 c e1S >lUeB �, w • e1S �1Ue8 0' } }aul o • ' • 96t punoao 0617 ,= punoJD • • lemleN SM lemleN SM 009 payoeonu3 SM 9617 payoeoaou3 SM S 904 pue6ei p , 17 p 004 uaBa 0 0[9 l < L0' = .t 9170' a -:: 990' ;. < LO' > • -< 990' > OO17L3 = Sid 0174L3 = Sid M3}}3P01A1 :mold }}3PolN :woe° Md } }3pool :mold } }3Pow :woog MdHb3PoV :Ueld pa }ilwgnslaaa3 aulnadaio MdlopoV :ueld palllwgnsleaa3 eulnadeJO (Ili uollelS (4) uollelS 008Z 009Z 00173 00ZZ 000Z 0084 0094 00174 0024 0004 008Z 0092 00173 00ZZ 000Z 0084 0094 00174 0024 0004 9L17 SLb 0817 0817 luew4oeoaou3 L 9817 luewyoeoaou3 9817 e1S >lUe m rn 8 e1S �1 0617 H 0617 • w • w 481.11 4617 sl amt. 5 unoa to S69617 P J ° } } � punoa lmN SM - 009 lemeN SM 009 payoeoaou3 SM 9O9 Payoeoiou3 SM y SOS puabai 044 pueboi e 044 LO' _ ,, • _< 990 < LO' ' • 990' r18 999LZ = Sid 1718 999LZ = S13 Md}13PoV :nno13 } }3PolN :woad Md } }3poN :mo13 } }3Pow :woa0 Mdn3Pov :Ueld pewwgns -ieei3 eul■adeig Mdll2PoV :Ueld pa}Hwgns- ileaa3 eul■adaie (11) uollelS (11) uollelS OOL1 0091 0091. 00171 00£1- 0021 0011 0001. OOL1 0091 0091 00171 00£1. 0021 0011 0001. 9L17 5L17 0817 0817 T m luawyoeoaou3 5817 < luaw — 5817 e1S �iUe8 0617 o eis >pea 0617 - • = • punoaj 9617 _, punoag 9617 . ■ IeanleN SM 005 IeanleN SM 009 payoeoaou3 SM ay 909 poeoaou3 SM 909 pua6a3 019 pue6ai OLS 80' >- }, 9170' z 80' 9170' _ gp• ,_,; 80' 00£92 = SId 00L9Z = Ski M31HPoV :mold 113PoJ :111089 M3113Pon :MOI3 113Poy :woe° MdIHPoJ :Ueld Pall!ulgnslaaao au!Aode.D MdI3PoW :Ueld penlwgnglaalo au!nadeJO (11) uollelS (11) uollelS 0091 0091. 00171 00£1 0021 0011 0001 0091 0091. 00171 00£1 0021 0011 0001. Ilril OLb ' "'''' '''''' ' ' OL17 SL17 9L17 0817 0817 m m luawyoeoaou3 9817 < luawyoeoaou 9817 < elS NUe8 _ad I ' elS )lUee o. 0617 punoao _, punoao IeanleN SM 9617 IeanleN SM 9617 payoeoaou3 SM 009 Payoeoaou3 SM _ . 009 puabe- 505 pua6a3 505 9L0' ' < 5170• <LO' K _ LO' >.<S170'> ><990'> 0889Z = SEI 090LZ = SId M3113PON :mo13 113polni :w0a0 MdI.Po1N :Mold 113Pon :W000 Mdil3PoV :ueld papwgns -) eeio aulnadeJO Md1l3poW :ueld po !wgns- >{aaJo aulnadeio (1 4) uollels (11) uollels 0094 00174 00£4 00Z 0044 0004 0094 0094 00174 00£4 00Z 0044 0004 Ott Ott 9L17 11 9L17 0817 0817 T m luewyoeoaau3 luew elS >iUeB 9817 0' wag elS ag 9817 0 . • • D oa p un . J 0617 PUn. aJ 0617 ," iiii IeanleN SM IeanleN SM pagoeoaou3 SM 9617 pagoeoaou3 SM 9617 . pue6e- 009 pue6ai 009 80' > < 9170' 430„ 80' < 9170' > 80' ,. 9899Z = Sid 9ZLSZ = S}I M31}3PoVV :mold lispoj :woad M3 } }3Pon :mo13 g3Pon :woad MdJJ3poV :ueld paWwgflg -'1e l eulnedeiD Mdl3poV :ueld Pamwgng 4eai eulnadeag (1 1) uollels (1 }) uolleis 0084 0094 00174 00Z 0004 OOLI 0094 0094 00174 00C I- 00Z 0044 0004 9LP 9L17 081 0817 m m luawgoewau3 < luewgoewou3 < BIS wag 9817 a - MS Wes 9817 - • = • unoa p ■ 0617 v pu . oAo 0617 IeanleN SM IeanleN SM pagoewou3 SM 9617 pagoewou3 SM 9617 P l pua6a ue6a - 8 009 0 009 •_: 80' >r 9170' he 80' > 80' :-K< 9170 > . OZ893 = SE 0L 49Z = S}I M3 } }3PoN :Mold } }3po j :woa0 M3113Pov :mold } }3poj :woad Mdli3poV :ueld peulwgng- )jeei3 eulnadeJD Mdk poL :ueld pawwgng- )leei3 eulnadeJO (11) uollelS (11) uollelS 00£4 09Z1 00Z I- 0944 0011- 0901 0004 0064 09Z I. 0031 0944 0044 0901 0004 " -0117 . 9Lb 9Lb 0 -0817 m 08t elS:ueB ; elS �IUeB 1 < 11 8U 1 \ • 9 817 0 haul 9817 ~ 1 ■ o' • punwe punaao • 0617 ■ 0 617 leanleN SM leanleN SM k ,i u : „u - 1 - 4 . a t fir . � .._ . < payoeoaou3 SM 961 payoeoaou3 SM 9617 pua6ai 009 pue6a7 009 h 80' s 9170' ,,.< 80' .. < 80' > 9170' < 80' >-, 1:18 98179Z = SH H8 98179Z = SH M3113Pon :mo1d 113POIN : w000 M311p°1/\J :Mo13 113Poj : woaD Md pOn :Ueld pepwgns- ieeJ3 aulnedeJO MdlopoV :ueld papwgnS -lealo au!Aadaie 01) uollelS (11) uollelS 0064 0921 00Z 0914 0041 0904 0001 00171 00£1 00Z1 0014 0001 0Lb OL17 9Lb II 9Lb 0817 e #S �iUeB m luewyoeoaau3 0817 m ;lain �_ ..._ _ 1 9817 o elS �IUeEl o ♦ • • = Pu .o�� 0617 Pun; �J 9817 =, leanleN SM leanleN SM payoeoaou3 SM 9617 payoeoaou3 SM 0617 puobei 009 pue601 8 9617 < 80' z r. 9170' > ,< 80' < _ 80• > . 9170 • 0099Z = SH 0999Z = SEI M3113Po1N :mo13 113Pow :woe° M3113Po1N :mo13 113 pop :woa0 M3113poV :ueld pe14! agns4{eeJ3 aulnedeJD Mdil3poL :ueld papwgnns- )1eOJ3 eulnadBJO (11) UOIle1S (11) uoijelS 0084 0094 00174 00E4 0004 009 4 0017 4 00£4 00E4 0044 0004 091' 9917 5917 0L17 OL17 luawgoeoiou3 m 9L17 m 9z17, < luewyoeoaou3 els >PUea 5' els >lUeEi 0817 w. • 0817 E • o punoiD x punoAD A — ■ v • 9817 IeanleN SM 99V IeanleN SM pagoeoaou3 SM 0617 pagoeoaou3 SM 0617 pue6al puebei 9617 9617 ,< 80' + 9170' >< 80' v <80•> < 9170' >- 80' 00 417Z = Sa 009173 = Sa Md119Pow :Mold 113Pow :woeD Md113Pow :Mold 113Po1A1 :woad Mdiopov :Ueld penlwgng- aaJo eulnadeJO Mdiopok :ueld pa }Tlwgng- maaa3 aulnadeJD (11) uoIe1S (11) uoRelS 00L4 0094 0094 0017 4 00E4 00Z4 0044 0004 00£4 09 Z4 0024 0944 0044 0904 0004 OL17 E BIS >Pee m i m • `< elS �IUeB — 9817 11auI 1 ∎ S 8b o. • • 5 pun■ aD 0617 pun. ao 0617 IeanleN SM IeanleN SM pagoeoaou3 SM 9617 pagoeoaou3 SM 9617 pueba3 009 puebai 009 80' , < 9170' > 80' - 80' 9170' - < 80' -> OLESZ = SCI OL179Z = al Md113Pow :Mold 1131 :woad Md119Pow :Mold 113 Pow :woe° Mdll3poW :ueld pawwgng- �laaa3 aulnadeag MdUU3poV :ueld pawwgng- Neaao aulnadeJD Grapevine Creek - Submitted Plan: ModEffFW Grapevine Creek - Submitted Plan: ModEffFW Geom: ModEff Flow: ModEffFW Geom: ModEff Flow: ModEffFW RS = 27555 BR RS = 27555 BR .r .065 .07 r .065 _ .07 510 0 Le end 4 g 510 Legend 505 5 WS Encroached 505 WS Encroached 500 WS Natural 500 rili WS Natural Ground Ground c 49 • — - c 495 TO W Ineff Ineff w 490 Bank Sta m 490 Bank Sta w 485 Encroachment 485 Encroachment 480 = 480 475 . 1 , , , , ; , , 475 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) Station (ft) Grapevine Creek - Submitted Plan: ModEffFW Grapevine Creek - Submitted Plan: ModEffFW Geom: ModEff Flow: ModEffFW Geom: ModEff Flow: ModEffFW RS = 27540 RS = 27400 .065 = . .07 % - .065 , -c .045 >.x .07 )1 510 0 Legend 4 g 500 Legend 505 5 ` WS Encroached WS Encroached 495 _ 500 ♦ WS Natural WS Natural Ground c 490 Ground cc 495 ♦ ___ m Ineff _o Bank Sta w 490 as m Bank Sta 485 Encroachment w 485 ■ Encroachment ■ 480 480 ' ■�■ 475 1 , ,II , , 1 , , 475 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 1000 1100 1200 1300 1400 1500 1600 Station (ft) Station (ft) Appendix D Corrected Effective Model Ei HALFF Appendix D.1 Corrected Effective Model Revised Existing Multiple Profiles HEC -RAS Model SW. p04 ;■p HALFF HEC -RAS Plan: Correct Eft. River RIVER -1 Reach: Reach -1 Reach River Ste i Profile 0 Total Min Ch El W.S. Elev Grit W.S. E.G. Elev E.G. Slope. Vet Chnl FIow Area Top Width Froude 8 Chl (cfs) (ft) (ft) (ft) (ft) (tuft) (ft/s) (s9 ft) (ft) Reach -1 34870 10 -yr 6700.00 501.26 507.92 508.37 0.002975 5.40 1241.61 237.60 _ 0.42 Reach -1 34870 50 -yr 9400.00 501.26 509.76 510.24 0.002256 __ 5.56 1689.45 250.51 0.38 Reach -1 34870 100 -yr _ 10500.00 501.26 510.44 510.94 0.002084 5.63 1863.37 255.35 0.37 Reach -1 34870 500 -yr 13400.00 501.26 512.43 512.92 0.001607 5.62 2383.57 269.29 0.33 Reach -1 34330 10 -yr 6700.00 498.07 506.45 506.87 0.002593 5.19 1289.91 235.90 0.39 Reach -1 34330 50 -yr 9400.00 498.07 508.77 509.17 0.001664 5.05 1859.71 253.61 0.33 Reach -1 34330 100 -yr 10500.00 498.07 509.55 509.95 0.001528 5.10 2058.10 259.49 0.32 Reach -1 34330 500 -yr 13400.00 498.07 511.76 512.15 0.001168 5.06 2649.99 276.30 0.29 Reach -1 34045 10 -yr 6700.00 493.10 506.19 506.40 0.000875 3.68 1819.53 244.18 0.24 Reach -1 34045 50-yr 9400.00 493.10 508.59 508.82 0.000722 3.88 2423.89 260.24 0.22 Reach -1 34045 1100-yr 10500.00 493.10 509.37 509.62 0.000706 3.99 2629.64 265.49 0.22 Reach -1 34045 500 -yr 13400.00 493.10 511.61 511.88 0.000617 4.13 3241.55 280.51 0.21 Reach -1 32740 110 -yr 6700.00 493.07 505.32 505.49 0.000561 3.33 2010.57 225.54 0.20 Reach -1 32740 i50 -yr 9400.00 493.07 507.81 508.01 0.000529 3.62 2598.62 246.41 0.20 Reach -1 32740 100 -yr 10500.00 493.07 508.59 508.81 0.000537 3.76 2794.24 252.97 0.20 Reach -1 '32740 500 -yr 13400.00 493.07 510.89 511.13 0.000519 3.94 3400.44 27923 020 1 Reach -1 31750 ' 10-yr 6700.00 488.64 504.90 505.03 0.000366 2.94 2276.98 221.71 0.16 Reach-1 31750 50 -yr 9400.00 488.64 507.39 507.56 0.000379 3.29 2852.88 240.30 0.17 Reach -1 31750 100 -yr 10500.00 488.64 508.16 508.35 0.000395 3.45 3040.13 246.05 0.17 Reach-1 31750 __- 500 -yr 13400.00 488.64 510.48 510.69 0.000381 3.68 3760.76 519.61 0.17 I Reach -1 31675 10 -yr 6700.00 489.29 504.85 505.00 0.000444 3.14 2133.94 216.30 0.18 Reach -1 31675 _ 50 -yr 9400.00 489.29 507.34 507.53 0.000446 3.49 2694.26 233.71 0.18 'I. Reach -1 31675 100-yr 10500.00 489.29 508.11 508.31 0.000459 3.65 2877.80 255.72 0.19 ', Reach -1 31675 500 -yr 13400.00 489.29 510.43 510.66 0.000423 3.87 3710.01 557.13 0.18 Reach -1 31550 110 -yr _ 6700.00 488.20 504.07 498.75 504.84 0.001952 7.22 1079.46 191.82 0.37 Reach -1 31550 150-yr 9400.00 488.20 506.51 500.39 507.36 0.001783 7.84 1466.86 384.09 0.37 Reach -1 31550 100 -yr 10500.00 488.20 507.22 501.00 508.14 0.001820 8.18 1582.65 423.14 0.38 Reach -1 31550 500 -yr 13400.00 488.20 510.03 503.20 510.55 0.001018 6.88 3461.50 552.30 0.29 Reach -1 31510 Bridge Reach -1 31471 10 -yr 6700.00 488.74 503.35 499.18 504.43 0.002875 8.60 893.32 187.42 0.45 Reach -1 31471 150-yr 9400.00 488.74 505.43 500.88 506.78 0.002974 9.80 1128.09 331.05 0.47 Reach -1 31471 100 -yr 10500.00 488.74 506.03 501.50 507.53 0.003141 10.36 1197.79 375.83 0.49 Reach -1 31471 500-yr 13400.00 488.74 508.01 503.39 509.01 0.002146 9.36 2587.95 504.85 0.41 Reach -1 31468.25 Bridge Reach -1 31451 10-yr 6700.00 48827 503.37 504.08 0.001702 7.16 1203.84 183.50 0.36 Reach -1 31451 50 -yr 9400.00 488.27 505.52 506.37 0.001735 8.05 1748.96 351.71 0.37 Reach -1 31451 100 -yr 10500.00 488.27 506.23 507.07 0.001690 8.20 2025.89 433.25 0.37 Reach -1 31451 500 -yr 13400.00 488.27 507.85 508.71 0.001629 8.61 2833.70 543.53 0.37 Reach -1 31310 10 -yr 6700.00 487.80 503.27 503.77 0.001849 5.68 1212.64 184.32 0.35 Reach -1 31310 50_yr 9400.00 487.80 505.50 506.04 0.001581 6.03 1828.66 378.99 0.33 , Reach -1 31310 100 -yr 10500.00 487.80 _ 506.21 506.76 0.001517 6.14 2112.04 424.64 0.33 Reach -1 31310 500 -yr 13400.00 487.80 507.87 508.40 0.001354 6.28 2941.09 551.38 0.32 Reach -1 30250 10 -yr 6700.00 483.80 500.48 501.32 0.003246 8.62 1098.37 153.01 0.43 Reach -1 30250 50 -yr 9400.00 483.80 502.90 503.83 0.003214 9.46 1606.25 275.63 0.44 1 Reach -1 30250 100 -yr 10500.00 483.80 503.88 504.74 0.002826 9.27 1904.52 329.57 0.42 Reach -1 30250 500 -yr 13400.00 483.80 506.07 506.77 0.002167 8.87 2763.60 456.98 0.37 Reach -1 30201 10 -yr 6700.00 486.80 500.00 496.16 501.12 0.003992 8.48 790.38 90.50 0.51 Reach -1 30201 50 -yr 9400.00 486.80 502.25 497.90 503.61 0.003991 9.36 1004.59 98.36 0.52 Reach -1 30201 100-yr 10500.00 486.80 503.06 498.52 504.51 0.003978 9.68 1084.36 100.05 0.52 Reach -1 30201 500 -yr 13400.00 486.80 504.76 500.08 506.52 0.004255 10.65 1258.51 10522 0.541 Reach -1 30195 Bridge Reach -1 30189 10 -yr 6700.00 486.80 499.37 500.66 0.004919 9.13 733.92 88.10 0.56 Reach -1 30189 _ 50 -yr 9400.00 486.80 501.49 503.07 0.004992 10.11 929.94 96.24 0.57 Reach - 1 30189 100 - yr 10500.00 486.80 502.24 503.94 0.005001 10.47 1003.17 98.33 0.58 Reach -1 30189 500 -yr 13400.00 486.80 503.68 505.80 0.005502 11.69 1146.63 101.35 0.61 Reach -1 30130 10-yr 6700.00 483.70 499.08 500.35 0.005231 10.36 905.63 143.59 0.54 Reach -1 30130 50 -yr 9400.00 483.70 501.27 502.69 0.005265. 11.34 1245.64 192.96 0.55 Reach -1 30130 100 -yr 10500.00 483.70 502.05 503.52 0.005261 11.68 1415.34 234.69 0.56 Reach -1 30130 500 -yr 13400.00 483.70 503.73 505.14 0.004692 11.92 1886.62 326.59 0.53 REC -RAS Plan: Correct Eff. River: RIVER -1 Reach: Reach -1 (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vet Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (f1/6) (Ws) (sq ft) (ft) Reach -1 27900 10 -yr a 6700.00 480.00 493.48 ■ 494.23 0.002513 6.96 962.15 104.17 0.40 Reach -1 27900 50-yr 9400.00 480.00 495.73 496.67 0.002454 7.80 1213.83 119.24 0.41 Reach -1 27900 100 -yr 10500.00 480.00 496.40 497.45 0.002509 8.20 1297.37 129.81 0.42 1 Reach -1 27900 500 -yr 13400.00 480.00 497.96 499.26 0.002667 9.18 1525.84 163.81 0.44 Reach -1 27620 10-yr 6700.00 476.00 490.97 492.37 0.005508 9.52 703.71 81.82 0.57 I Reach -1 27620 50 -yr 9400.00 476.00 493.20 494.84 0.005497 10.32 958.78 183.65 0.58 Reach -1 27620 100 -yr 10500.00 476.00 493.97 495.64 0.005200 10.50 1124.20 242.83 0.57 i Re8ch -1 27620 500 -yr 13400.00 476.00 496.59 497.78 0.003365 9.38 1940.70 358.34 0.47 I Reach -1 27570 10 -yr 6700.00 475.20 490.63 487.03 492.02 0.006043 9.48 706.38 91.03 0.60 Reach -1 27570 50 -yr - 9400.00 475.20 492.89 489.45 494.47 0.005678 10.09 931.35 290.23 0.59 Reach -1 27570 100 -yr 10500.00 475.20 493.63 490.21 495.32 0.005559 10.40 1009.25 371.61 0.59 Reach -1 27570 500 -yr 13400.00 475.20 495.32 491.89 497.29 0.005548 11.27 1188.66 538.32 0.60 Reach -1 27555 Bridge I 4 Reach-1 27540 I10 -yr 6700.00 475.00 489.28 486.84 491.17 0.008586 11.02 608.10 80.98 0.71 Reach -1 27540 50 -yr 9400.00 475.00 491.50 489.25 493.60 0.008568 11.61 809.41 150.78 0.72 Reach -1 27540 100 -yr 10500.00 475.00 492.31 490.02 494.46 0.008084 11.78 891.62 232.06 0.71 � �, Reach -1 27540 500 -yr 13400.00 475.00 493.88 491.71 496.38 0.007896 12.69 1056.28 398.78 0.71 Reach -1 27400 10 -yr 6700.00 476.00 489.72 490.00 0.001249 4.90 1661.53 193.48 0.29 Reach -1 27400 _ 50-yr . 9400.00 476.00 491.97 _ 492.33 0.001408 5.67 2161.25 254.71 0.31 _ Reach -1 27400 100 -yr _ 10500.00 476.00 492.80 493.19 0.001382 5.91 2385.84 287.30 0.32 Reach -1 27400 500 -yr 13400.00 476.00 494.52 494.98 0.001379 6.51 2947.29 391.08 0.32 Reach-1 27050 10 -yr 6700.00 474.00 487.69 489.16 0.004545 9.96 771.05 121.95 0.53 Reach -1 27050 50 -yr 9400.00 474.00 489.57 491.39 0.005005 11.31 1026.28 152.59 0.57 Reach-1 27050 100 -yr 10500.00 474.00 490.23 492.23 0.005269 11.90 1133.64 187.43 0.59 Reach -1 27050 500 -yr 13400.00 474.00 491.74 493.99 0.005567 12.90 1536.50 327.08 0.61 Reach -1 26880 10 -yr 7600.00 474.00 487.41 488.52 0.003355 8.45 901.23 100.19 0.47 Reach -1 26880 50 -yr 10600.00 474.00 489.19 490.70 0.003847 9.92 1121.75 151.14 0.51 Reach -1 26880 100 -yr 11900.00 474.00 489.82 491.51 0.004053 10.49 1225.91 176.40 0.53 Reach -1 26880 500-yr 15100.00 474.00 491.22 493.26 0.004446 11.67 1535.89 272.25 0.56 Reach -1 26700 _ _ 10 -yr 7600.00 474.00 485.40 487.27 0.009723 10.97 692.61 108.16 0.76 Reach -1 26700 50 -yr 10600.00 474.00 487.49 489.45 0.008501 11.22 947.62 143.19 0.73 Reach -1 26700 100-yr 11900.00 474.00 488.26 490.26 0.008019 11.36 1067.49 169.03 0.72 Reach -1 26700 500-yr 15100.00 474.00 490.05 492.04 0.006966 11.44 1436.49 257.44 0.68 Reach -1 26300 ,10 -yr 7600.00 470.00 484.74 485.47 0.002313 6.88 1169.45 164.30 0.39 Reach -1 26300 150 -yr 10600.00 470.00 486.80 487.67 0.002451 7.63 1536.64 193.91 0.41 Reach -1 26300 -- 100 -yr 11900.00 470.00 487.57 488.50 0.002499 7.90 1691.09 208.03 0.42 Reach -1 26300 1500 -yr 15100.00 470.00 489.30 490.37 0.002586 8.52 2147.07 334.09 0.44 Reach -1 26170 I10 -yr 7600.00 472.00 484.44 485.12 0.002290 6.76 1276.17 214.10 0.39 Reach -1 26170 15011 10600.00 472.00 486.54 487.31 0.002125 7.29 1746.95 232.79 0.39 Reach -1 26170 100 -yr 11900.00 472.00 487.33 488.13 0.002095 7.52 1932.02 241.26 0.39 Reach -1 26170 500 -yr - _ 15100.00 472.00 - 489.04 489.99 0.002143 8.21 2399.84 327.91 0.40 Reach -1 25820 110 -yr 7500.00 470.00 484.33 484.56 0.000763 4.01 2219.56 307.51 0.23 Reach -1 25820 50 -yr 10500.00 470.00 486.49 486.75 0.000767 4.36 2921.60 346.35 0.24 Reach -1 25820 100 -yr 11800.00 470.00 487.28 487.56 0.000777 4.51 3205.98 367.48 0.24 Reach -1 25620 500 -yr 15100.00 470.00 489.07 489.39 0.000791 4.86 3908.32 419.47 0.25 Reach -1 25725 10 -yr 7500.00 472.00 483.62 484.31 0.002658 6.66 1126.04 142.43 0.42 Reach -1 25725 50 -yr 10500.00 472.00 485.67 486.50 0.002608 7.32 1461.61 194.17 0.42 Reach -1 125725 100 -yr 11800.00 472.00 486.42 487.31 0.002548 7.57 1617.61 218.41 0.42 Reach -1 25725 500 -yr 15100.00 472.00 488.11 489.12 0.002397 8.16 2033.37 277.88 0.42 Reach -1 25685 10 -yr 750800 470.00 483.34 484.18 8003061 7.35 101984 _ 122.69 _ 0.45 9leach -1 25685 i 50 -yr 10500.00 470.00 485.31 486.35 0.003503 8.21 1279.35. 144.67 0.49 11each -1 25685 100 -91 11800.00 470.00 486.04 487.16 0.003653 8.50 1389.08 155.81 0.50 Reach -1 25685 500 -yr 15100.00 470.00 487.69 488.98 0.003395 9.16 1704.78 230.52 0.49 Reach -1 25550 10 -yr 7500.00 470.00 483.29 484.01 0.002514 6.83 1098.33 127.11 0.41 Reach -1 25550 50 -yr 10500.00 470.00 485.24 486.16 0.002871 7.71 1362.46 145.28 0.44 11each -1 25550 100 -yr 11800.00 470.001 485.96 486.96 0.003010 8.02 1470.47 152.92 0.46 Reach -1 25550 500 -yr 15100.00 470.00 487.61 488.79 0.003003 8.72 1769.81 210.01 0.47 Reach -1 25500 10 -yr 750080 470.00 483.42 475.61 483.74 0.000779 4.58 1685.56 166.18 0.24 Reach -1 25500 50 -yr 10500.00 470.00 485.40 476.95 485.85 0.000888 5.44 2001.64 172.63 0.26 Reach -1 25500 100 -91 11800.00 470.00' 486.13:. 477.46 486.64 0. 000937 5.78 2118.45 175.02 0.27 Reach -1 25500 500 -91 15100.00 470.00 487 78 478.72 488.45 0.001052 6.60 2383.33 180.42 0.29 HEC -RAS Plan: Correct_Eft. River: RIVER -1 Reach: Reach -1 (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude 8 Chl I (efs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach -1 25485 Bridge Reach -1 25470 10 -yr 7500.00 470.00 483.25 475.61 483.58 0.000821 4.66 1657.26 165.60 0.24 Reach -1 25470 50 -yr 10500.00 470.00 485.18 476.95 485.65 0.000939 5.53 1967.03 171.92 _ 0.27 r Reach -1 25470 100 -yr 11800.00 470.00 485.89 477.46 486.42 0.000991 5.88 2080.99 174.25 0.28 Reach -1 25470 500 -yr 15100.00 470.00 487.50 478.72 488.19 0.001118 6.72 2338.69 179.51 0.30 Reach -1 25370 10 -yr 7500.00 472.00 482.34 483.25 0.003755 7.67 977.48 128.04 0.49 Reach -1 25370 50 -yr 10500.00 472.00 484.12 485.27 0.004041 8.63 1216.67 140.84 0.52 Reach -1 25370 100-yr 11800.00 472.00 484.76 486.02 0.004137 9.02 1308.84 144.24 0.53 Reach -1 25370 500-yr 15100.00 472.00 486.22 487.75 0.004385 9.90 1525.16 152.19 0.55 1 Reach -1 24500 10 -yr 7500.00 468.00 481.16 481.90 0.002889 7.31 1291.13 215.63 0.44 Reach -1 24500 50 -yr 10500.00 468.00 483.04 483.88 0.002727 7.96 1722.97 245.25 0.44 Reach -1 24500 100 -yr 11800.00 468.00 483.72 484.61 0.002683 8.24 1895.00 256.71 0.44 Reach -1 24500 - 500 -yr 15100.00 468.00 485.27 486.28 0.002615 8.88 2307.04 273.26 0.44 Reach -1 24100 10 -yr 7500.00 464.00 480.93 481.24 0.000767 4.50 1685.33 186.48 0.24 Reach -1 24100 50 -yr 10500.00 464.00 482.73 483.17 0.000933 5.37 2084.25 241.68 0.26 I Reach -1 24100 100-yr 11800.00 464.00 483.39 483.88 0.001001 5.70 2246.10 248.35 0.28 Reach -1 _ 24100 500-yr 15100.00 464.00 484.87 485.50 0.001178 6.45 2635.16 285.17 0.30 Reach -1 23900 _ _ _ _ 10 -yr 7500.00 463.00 480.03 474.85 480.47 0.001678 5.34 1526.81 310.80 0.33 Reach -1 23900 50 -yr 10500.00 463.00 481.84 476.32 482.35 0.001550 5.87 2133.04 359.07 0.33 Reach -1 23900 100 -yr 11800.00 463.00 482.51 476.89 483.04 0.001518 6.07 2376.90 366.31 0.33 Reach -1 23900 500 -yr 15100.00 463.00 484.00 478.11 484.60 0.001480 6.54 2929.17 375.00 0.33 Grapevine Creek - Submitted 2010 Plan: Corrected Effective Grapevine Creek - Submitted 2010 Plan: Corrected Effective Geom: Corrected Effective Flow: ModEff_Corrected Effective Geom: Corrected Effective Flow: ModEff_Corrected Effective RS = 31750 RS= 31675 515 .065 .045 > .065 _ .045 > .06> Legend 515 Legend 510 WS 500 -yr 510 - — WS 500-yr 1111.11111.111111, WS .00 -yr �� WS 100 -yr 505 505 WS 50 -yr WS 50 -yr c 500 Ground 500 WS 10 yr WS 10 tz Y °' Ground w w 495 Bank Sta 495 Bank • Sta r 490 490 485 - 485 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: Corrected Effective Grapevine Creek - Submitted 2010 Plan: Corrected Effective Geom: Corrected Effective Flow: ModEff_Corrected Effective Geom: Corrected Effective Flow: ModEff Corrected Effective RS =31550 RS =31510 BR .065 .065 A .065 - . . . .065 )- 515 - _ 4 Legend 520 4 1 Legend 510 �- WS 500 -yr 515 3 5 3 WS 500-yr 505 � \ \ \ \�\� WS 100-yr 510 WS 100 -yr v WS 50 -yr F ® W S 50 r c c 505 IIi, y g 500 WS 10 yr .2 .� Ground Ground ■ ound .a .1 WS 10 yr w r 500 495 • w Ineff 495 Ineff • • 490 Bank Sta 490 Bank Sta 485 485 Th I 1200 1400 1600 1800 2000 2200 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: Corrected Effective Grapevine Creek - Submitted 2010 Plan: Corrected Effective Geom: Corrected Effective Flow: ModEff_Corrected Effective Geom: Corrected Effective Flow: ModEff_Corrected Effective RS =31510 BR RS =31471 < .065 , . ..- .065 ;, .065 t .065 520 1 0 4 - 1 Legend 515 4 Legend 515 V., 3 5 3 WS 500 -yr 510 5 WS 500 -yr 510 WS 100 -yr WS 100 -yr -- '' � � WS 50 -yr 505 ����;� WS 50 -yr 0 505 ii�i WS 10 -yr g ` WS 10 r o 500 Y a ', 500 I Ground Ground in w 495 Ineff 495 Ineff • • Bank Sta 490 Bank Sta 490 485 1000 1200 1400 1600 1800 2000 2200 1000 1200 1400 1600 1800 2000 2200 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: Corrected Effective Grapevine Creek - Submitted 2010 Plan: Corrected Effective Geom: Corrected Effective Flow: ModEff_Corrected Effective Geom: Corrected Effective Flow: ModEff_Corrected Effective RS = 31468.25 BR RS = 31468.25 BR .065 .,., , .065 < .065 f .065 515 4 Legend 515 4 Legend 5 5 510 WS 500 -yr 510 WS 500 -yr ' linallr WS 100-yr -. ally•••••••••••, WS 100 yr E. 505 ���� \� WS 50-yr $ 505 WS 50 -yr C ` C .0 500 I WS 10 yr ° 500 WS 10 yr w Ground 0 Ground • w • 495 1 1 Ineff 495 Bank Sta • 490 Bank Sta 490 1 485 485 1000 1200 1400 1600 1800 2000 2200 1000 1200 1400 1600 1800 2000 2200 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: Corrected Effective Grapevine Creek - Submitted 2010 Plan: Corrected Effective Geom: Corrected Effective Flow: ModEff_Corrected Effective Geom: Corrected Effective Flow: ModEff_Corrected Effective RS = 31451 RS = 31310 < _ _ .065 .065 > .065 , S.045 , _ .065 515 Legend 520 4 Legend 510 5 WS 500 -yr 515 WS 500 -yr 505 , .�� WS 100 -yr 510 WS 100 -yr WS 50 -yr WS 50 -yr °— 500 WS 10 -yr 2 505 "� � WS 10 -yr ra w Ground u ', 500 Ground 495 • w • Bank Sta 495 Bank Sta 490 490 485 485 1000 1200 1400 1600 1800 2000 2200 1000 1200 1400 1600 1800 2000 2200 2400 2600 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: Corrected Effective Grapevine Creek - Submitted 2010 Plan: Corrected Effective Geom: Corrected Effective Flow: ModEff_Corrected Effective Geom: Corrected Effective Flow: ModEff_Corrected Effective RS = 30250 RS = 30201 .065 , z _ _ .065 a < .065 ' . .065 515 : 520 Legend 520 : Legend 510 5 WS 500 -yr 515 WS 500 -yr 505 MIIIIIIIIIIIrr WS 100 -yr 510 WS 100 -yr WS 50 -yr WS 50 -yr cc 500 c 505 WS 10-yr s WS 10-yr m 495 --.-- w Ground 500 Ground w • • 490 Bank Sta 495 Bank Sta 485 490 480 485 1400 1600 1800 2000 2200 2400 2600 2800 3000 1000 1500 2000 2500 3000 3500 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: Corrected Effective Grapevine Creek - Submitted 2010 Plan: Corrected Effective Geom: Corrected Effective Flow: ModEff_Corrected Effective Geom: Corrected Effective Flow: ModEff Effective RS = 30195 BR RS = 30195 BR .065 .065 .065 > . < .065 520 4 Legend 520 4 Legend 5 5 515 WS 500 -yr 515 WS 500 -yr 510 I I WS :00 yr 510 I ~4 WS 100-yr c 505 II II WS 50 -yr I WS 50 -yr c 505 a 111111 WS 10 -yr .2 1111111 WS 10 -yr .� a ' , 5 1111 Ground m 500 I11II1 Ground • • w w 495 Bank Sta 495_ I Bank Sta 490 490 485 485 1000 1500 2000 2500 3000 3500 1000 1500 2000 2500 3000 3500 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: Corrected Effective Grapevine Creek - Submitted 2010 Plan: Corrected Effective Geom: Corrected Effective Flow: ModEff_Corrected Effective Geom: Corrected Effective Flow: ModEff Effective RS = 30189 RS = 30130 .065 > . e .065 < .065 > .065 520 Legend 515 4 Legend 515 WS 500 -yr 510 5 WS 500 -yr 510 WS 100 -yr 505 WS 100 -yr • F WS 50 -yr E. WS 50 -yr c 505 c 500 AIM . WS 10-yr WS 10-yr as a', 500 Ground 495 Gr w • w • ound 495 Bank Sta 490 Bank Sta 490 485 485 480 1000 1500 2000 2500 3000 3500 1400 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) Station (ft) • Appendix D.2 Corrected Effective Model Revised Existing Floodway HEC -RAS Model SW.p03 is; HALFF REC -RAS Plan: CE_FW River: RIVER -1 Reach: Reach -1 Reach River Sta Profile - W.S. Elev Prof Delta WS E.G. Elev Top Wdth Act ()Left C Channel O Right Enc Sta L Ch Sta L Ch Sta R Enc Sta R (10 I 01) (ft) (ft) (cls) (01s) (cfs) (5) . (ft) (ft) (ft) Reach -1 34870 100 -94 510.41 51094 255.35 10500.00 1000.00 133200 Reach -1 34870 Encroached 510.5 001 510.94 255.41 10500.00 1000.00 1000.00 133200 1332.00 Reach -1 34330 100 -yr 509.5 509.95 259.49 10500.00 1000.00 1334.00 Reach -1 34330 Encroached 509.6 0.01 509.96 259.60 10500.00 1000.00 1000.00 1334.00 1334.00 Reach -1 34045 100 -yr 509.4 509.62 265.49 10500.00 1000.00 1351.00 . Reach -1 34045 Encroached 509.4 0.01 50063 265.59 10500.00 1000.00 1000.00 1351.00 1351.00 Reach -1 32740 100 -yr 508.6 508,81 252.97 10500.00 1000.00 1293.50 Reach -1 32740 Encroached 508.6 0.02 508,83 253.13 10500.00 1000.00 1000.00 1293.50 1293.50 Reach -1 31750 100 -yr 508.2 508.35 246.05 10500.00 1000.00 1268.00 Reach -1 31750 Encroached 508.2 0.02 508.37 246.20 10500.00 1000.00 1000.00 1268.00 1268.00 Reach -1 31675 100 -91 508.1 508.31 255.72 0.29 10499.71 1712.00 1958.80 Reach -1 31675 Encroached 508.1 0.02 508.33 237.95 10500.00 1712.00 1712.00 1958.80 1958.80 Reach -1 31550 100-yr 507.2 508.14 163.10 1156.36 9123.76 219.88 1820.38 1896.15 Reach -1 31550 Encroached 507.2 0.03 508,16 163.16 1161.22 9118.04 220.74 1666.00 1820.38 1896.15 1920.00 Reach -1 31510 BR 100-yr 506.6 507.99 61.19 847.40 8847.88 804.72 1800.47 1889.57 Reach -1 31510 BR U Encroached 506.6 0.01 508.01 59.55 851.03 8836.24 812.72 166600 1800.47 1889.57 1920.00 Reactol 31510 BRD 100-yr 505.6 507.77 58.59 2203.63 7041.60 1254.77 1818.00 1882.19 Reach-1 31510 BRD Encroached 505.7 0.01 507.79 57.63 2210.20 7027.76 1282.05 1690.00 1818.00 1882.19 1920.00 Reach -1 31471 _ _100-yr 506.0 507.53 117.54 1011.73 9266.20 222.07 1818.00 1882.19 Reac5-1 31471 Encroached 506.0 0.02 507.54 117.87 1013.95 9265.21 220.84 1690.00 1818.00 1882.19 1920.00 Reach -1 31468.2588 U 100 -yr 505.9 507.50 11066 1344.56 8779.84 375.61 1818.00 1882.19 Reach -1 31460.2509 U _ Encroac94d 505.9 0.02 507.51 116.71 1348.59 8774.06 377.35 1890.00 1818.00 1882.19 1920.00 Reach-1 31468.2589 0 100 -yr 5069 507.15 47067 3379.82 6600.88 519.29 1803.00 1870.00 Reach -1 31468.2589 D Encroached 506.6 -0.01 507.18 281.00 3300.57 6661.75 537.68 1635.00 1803.00 1870.00 1916.00 Reach -1 31451 100-yr 5092 50707 433.25 1857.44 8365.63 27693 180300 1870.00 ' Reach -1 31451 Encroached 506.3 0.03 507.10 281.00 1856.20 8359.20 284.60 1635.00 1803.00 1870.00 1916.00 'Reach -1 31310 100-yr 5062 50076 424.64 690.93 9809.07 176000 1920.00 Reach -1 31310 Encroached 506.2 - 0.03 506.80 179.78 289.69 10210.31 1734.00 1766.00 1920.00 1920.00 Reach -1 30250 100-yr 503.9 504.74 329.57 4410.78 6021.83 67.39 2180.00 2222.00 Reach -1 30250 Encroached 503.9 0.05 504.73 227.00 4710,84 5789.16 1995.00 2180.00 2222.00 2222.00 Reach 30201 100-yr 503.1 504.51 100.05 10500.00 2138.00 2263.00 Reach.1 30201 Encroached 503.0 -0.02 504.50 100.00 10500.00 2153.44 2138.00 2263.00 2253.49 • Reacht 1 30195 BRU 100-yr 502.5 504.37 91.62 10500.00 2138.00 2263.00 Reach -1 30195 BR Encroached 502.4 -0.03 504.35 91.57 10500.00 2153.44 2138.00 2263.00 2253.49 Reach -1 30195 BRD 100-yr 502.1 504.12 9098 10500.00 2138.00 2263.00 Reach -1 _ 30195 BRD Encroached 502.0 -0.03 504.10 9091 10500.00 2153.87 2138.00 2263.00 2252.20 . Reach -1 30189 100-yr 502.2 503.94 98.33 10500.00 2138.00 2263.00 Reach -1 30189 Encroached 502.2 -0.03 50392 98.26 10500.00 2153.87 2138.00 2263.00 2252.20 Reach -1 30130 100-yr 502.1 503.52 234.69 3761.31 6738.59 0.11 2180.00 2222.00 Reach -1 30130 Encroached 502.1 0.02 50148 12900 4057.43 6442.57 2097.00 2180.00 222200 2222.00 [Reach -1 27900 100-yr 496.4 497.45 129.81 9.47 10478.77 11.76 1039.70 1147.90 Reach -1 27900 Encroached 496.4 0.04 497.49 107.90 10500.00 1040.00 1039.70 1147.90 1147.90 Reach -1 27620 100-yr 494.0 495.64 242.83 239.42 10260.58 _ 1256.89 139968 Reach -1 27620 Encroached 494.0 0.03 495.65 206.02 267.72 10232.28 114500 1256.89 1395.68 1395.68 Reach-1 27570 100-yr 493.6 495.32 105.11 10500.00 1950.00 2063.00 Reach -1 27570 Encroached 493.6 0.00 495.32 105.11 10500.00 1950.00 1950.00 2063.00 2063.00 Reach -1 27555 BRU 100-yr 493.2 495.21 100.33 10500.00 1950.00 2063.00 Reach -1 27555 BR Encroached __. 493.2 0.00 495.21 100.34 10500.00 1950.00 1950.00 2063.00 2063.00 Reach -1 27555 BRD 100 -p 492.6 494.80 99.67 10500.00 1950.00 2063.00 Reach -1 27555 BRD _ Encroached 4926 0.00 494,80 99.67 10500.00 1950.00 1950.00 2063.00 2063.00 Reach -1 27540 100-yr 492.3 494,46 103.24 10500.00 1950.00 2063.00 Reach -1 27540 Encroached 492.3 0.00 494.46 103.24 -.- 10500.00 1950.00 1950.00 2063.00 2063.00 Reach-1 27400 100-yr 4929 493.19 28730 4202.63 6295.42 1.95 1299.41 1396.97 Reach -1 27400 Encroached 492.8 0.00 493.19 274.97 4207.18 6292.82 1121.00 1299.41 1396.97 1396.00 Reach -1 27050 100-yr 490.2 492.23 187.43 9503.19 996.81 1079.14 1152.56 Reac5-1 27050 Encroached 490.4 0.17 492.26 172.70 9361.46 1138.54 1079.00 1079.14 1152.56 1262.00 Reach-1 - -- 26880 100 r 489.8 491.51 176.40 11741.16 158.84 1066.51 1163.12 Reach -1 26880 Encroached 489.9 0.03 491.60 92.45 11900.00 1067.00 1066.51 1163.12 1163.12 HEC -RAS Plan: CE_FW River: RIVER -I Reach: Reach -1 (Continued) Reach River Sta Profile W.S. Elev Prof Della WS E.G. Elev Top Wdth Act Q Len O Channel Q Right Enc Sta L Ch Sta L Ch Sta R Enc Sta R (11) i (11) (n) (n) (cfs) (cfs) (cfs) (5) (11) on (n) Reach -1 26700 100 -yr 488.3 490.26 169.03 11872.14 2786 1176.93 1346.51 Reach -1 26700 Encroached 488.4 0.12 490.33 135.54 11900.00 1177.00 1176.93 1346.51 1346.51 Reach-1 26300 100 -91 487.6 488.50 208.03 11388.76 511.24 1129.84 1328.04 Reach -1 26300 Encroached 487.7 0.18 488.64 191.25 11327.75 572.25 1130.00 1129.84 1328.04 1386.00 Reach -1 26170 100 -yr 487.3 488.13 241.26 10795.97 1104.03 103421 1171.65 Reach -1 26170 Encroached 487.5 0.18 488.29 213.50 10794.57 1105.43 1034.00 103421 1171.65 1260.56 Reach -1 25820 100 -yr 487.3 487.56 367.48 10253.39 1546.61 1143.58 1366.33 Reach -1 25820 Encroached 487.3 0.05 487.71 240.68 11374.70 425.30 1144,00 1143.58 1366.33 1400.60 Reach-1 25725 100 -yr 1 486.4 _ 487.31 218.41 0.26 11729.88 69.86 1068.62 1225.35 i Reach -1 25725 Encroached 486.6 0.13 487.43 156.35 11800.00 1069.00 1068.62 1225.35 1225.35 Reach -1 25685 100 -yr 486.0 487.16 155.81 0.00 11800.00 0.00 1041.43 1195.49 Reach -1 25685 Encroached 486.2 0.18 487.29 154.49 0.02 11799.98 1041.00 1041.43 1195.49 1195.49 Reach -1 25550 100 -yr 486.0 486.96 152.92 11800.00 1016.36 1175.64 Reach -1 25550 Encroached 486.1 0.18 487.10 153.76 11800.00 1016.00 1016.36 1175.64 1175.64 Reach -1 25500 100 -91 486.1 486.64 160.00 11578.39 221.61 1043.00 1206.00 r IR Reach-1 25500 Encroached 486.3 0.17 486.80 160.00 11572.64 227.36 104300 1043.00 1206.00 1247.00 L _ each-1 25485 BR U 100 -yr - 486.1 486.63 155.00 11506.37 293.63 1043.00 1206.00 I- Reach -1 25485 BR U Encroached 486.3 0.17 486.79 155.00 11497.99 302.02 1043.00 1043.00 1206.00 1247.00 Reach -1 25485 BR D 100 -9r 485.9 486.45 155.00 11515.81 284.19 1043.00 1206.00 Reach4 25485 BR D Encroached 486.1 0.18 486.62 155.00 11506.92 293.08 1043.00 1043.00 1206.00 1247.00 Reach -1 25470 100 -91 485.9 486.42 160.00 11586.34 213.65 1043.00 1206.00 Reach -1 25470 Encroached 486.1 0.18 486.59 160.00 11580.14 219.86 1043.00 1043.00 1206.00 1247.00 Reach -1 25370 100- yr 484.8 486.02 144.24 11800.00 1236.03 1415.24 Reach -1 25370 Encroached 485.0 0.27 486.22 145.65 11800.00 1236.00 1236.03 1415.24 1415.24 Reach -1 24500 100 -yr 483.7 484,61 256.71 2068.18 9716.85 14.98 1253.96 1361.71 `Reach -1 24500 _ Encroached_ 484.0 0.28 484.90 190.71 1925.31 9874.69 1171.00 1253.96 1361.71 1361.71 I L I 9each -1 24100 - -__ 100 -91 483.4 48188 248 -35 211.49 1158851 1245.80 141219 Reach -1 24100 Encroached 483.7 0.28 484.17 154.01 11800.00 1246.00 1245.80 1412.19 1412.19 Reach.1 23900 100 -yr 482.5 483.04 366.31 844.99 10951.02 3.99 1215.00 1385.00 Reach -1 23900 ___ Encroached 482.9 0.39 483.38 348.10 972.04 10822.43 5.52 1041.00 1215.00 1385.00 1389.10 • Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Geom: Corrected Effective Flow: ModEff_Corrected EffectiveFW Geom: Corrected Effective Flow: ModEff_Corrected EffectiveFW RS = 31750 RS = 31675 .065 > .045 ,, .065 a , .045 > z.06> 515 Legend 515 Legend 510 WS Encroached 510 WS Encroached WS 100 -yr WS 100 -yr 505 Ground 505 Ground c • c • . 500 Bank Sta .> 500 Bank Sta al m a) Encroachment E 495 w 495 490 490 485 485 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Geom: Corrected Effective Flow: ModEff_Corrected EffectiveFW Geom: Corrected Effective Flow: ModEff_Corrected EffectiveFW RS = 31550 RS = 31510 BR .065 >I . .c .065 >. .065 >. .‘ .065 515 4 Legend 520 0 41 Legend 5 3 53 510 WS Encroached 515 WS Encroached • • N 1b WS 100-yr 510 WS 100-yr • 505 �'`\ Ground aka - Ground c • c 505 Ni • o 500 Inef 4 Ineff a al Bank Sta m as t 500 Ban Sta El 495 Encroachment w 495 I Encroachment 490 490 485 485 I r , 1 i 1 1200 1400 1600 1800 2000 2200 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Geom: Corrected Effective Flow: ModEff_Corrected EffectiveFW Geom: Corrected Effective Flow: ModEff_Corrected EffectiveFW RS = 31510 BR RS = 31471 .065 ¢ .065 .065 a . c .065 520 0 0 Legend 515 141 9 4 Legend 515 3 5 3 WS Encroached 510 5 WS Encroached 510 WS 100 -yr WS 100 -yr • Ground • 505 Ground c 505 i ° In eff s Ineff .� 500 as m 500 I Ban Sta Bank Sta w w 495 Encroachment 495 Encroachment 490 490- 485 485 1000 1200 1400 1600 1800 2000 2200 1000 1200 1400 1600 1800 2000 2200 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Geom: Corrected Effective Flow: ModEff_Corrected EffectiveFW Geom: Corrected Effective Flow: ModEff Corrected EffectiveFW RS = 31468.25 BR RS = 31468.25 BR .065 _ .065 ,. .065 . ` .065 515 4 Legend 515 4 Legend 510 5 WS Encroached 510- 5 WS 100 -yr WS 100 -yr WS Encroached ▪ 505 \\ • • 505 �r • �� Ground Ground c o • 500 Ineff ° 500 Bank Sta Er �l Bank Sta w Encroachment ' 495 1 Encroachment 495 490 490 I 485 485 1000 1200 1400 1600 1800 2000 2200 1000 1200 1400 1600 1800 2000 2200 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Geom: Corrected Effective Flow: ModEff_Corrected EffectiveFW Geom: Corrected Effective Flow: ModEff_Corrected EffectiveFW RS =31451 RS =31310 .065 > .065 .065 .045 < .065 515 4 Legend 520 Legend • 510 5 WS Encroached 515 WS 100 -yr IIP WS 100-yr 510 WS Encroached - 505 Ground F Ground cc • c 505 • 500 Bank Sta g Bank Sta cz a Encroachment I 500 Encroachment w 495 w 495 490 490 485 485 1000 1200 1400 1600 1800 2000 2200 1000 1200 1400 1600 1800 2000 2200 2400 2600 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Geom: Corrected Effective Flow: ModEff_Corrected EffectiveFW Geom: Corrected Effective Flow: ModEff_Corrected EffectiveFW RS = 30250 RS = 30201 < .065 ,, c .065 > .065 _ f .065 >� 515 Legend 520 4 4 Legend 510 5 A 5 — WS Encroached 515 WS 100 -yr 505 WS 100 -yr 510 WS Encroached Ground Ground c 500 • c 505 • ° Bank Sta 0 Bank Sta T 495 Encroachment (D 5 490 495 485 490 480 485 1400 1600 1800 2000 2200 2400 2600 2800 3000 1000 1500 2000 2500 3000 3500 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Geom: Corrected Effective Flow: ModEff_Corrected EffectiveFW Geom: Corrected Effective Flow: ModEff Corrected EffectiveFW RS = 30195 BR RS = 30195 BR .065 .065 _ .065 '- .065 520 Legend 520 Legend 515 WS 100 -yr 515 WS 100-yr y 510 I WS Encroached 510�� WS Encroached Ground g Ground 0 505 I • c 505 • Bank Sta g 1111111 Bank Sta , 1 500 a ', 500 i w w II CZ 495 495 Il it 490 490 485 485 1000 1500 2000 2500 3000 3500 1000 1500 2000 2500 3000 3500 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Grapevine Creek - Submitted 2010 Plan: Corrected Effective_FW Geom: Corrected Effective Flow: ModEff_Corrected EffectiveFW Geom: Corrected Effective Flow: ModEff_Corrected EffectiveFW RS = 30189 RS = 30130 < .065 > . H .065 d .065 .065 520 4 515 Legend 4 Legend 5 515 5 WS 100 -yr 510 WS Encroached 510 WS Encroached 505 - WS 100 -yr Ground w Ground 0 505 • c 500 • Bank Sta s • Bank Sta vs 500 > 495 w w Encroachment 495 490 490 485 485 480 1000 1500 2000 2500 3000 3500 1400 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) Station (ft) Appendix E As -built Conditions Model H HALFF Appendix E.1 As -built Conditions Model As -Built Multiple Profile HEC -RAS Model SW.p06 •; HALFF HEC -RAS Plan: As -built River: RIVER -1 Reach: Reach -1 Reach River Sta Profile 0 Total Min Ch El W.S. Elev Crit W.S. I E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (h) (ft) (ft) (ft) (ft/ft) (Ws) (sq ft) (ft) Reach -1 34870 10-yr 6700.00 501.26 507.91 508.37 0.002986 5.40 1240.13 237.56 0.42 Reach -1 1 34870 50 -yr 9400.00 501.26 509.72 510.20 0.002296 5.60 1679.77 250.24 0.38 Reach -1 134870 100 -yr 10500.00 501.26 510.43 __ 510.93 0.002096 5.65 1859.98 255.25 _ 0.37 Reach -1 34870 500 -yr 13400.00 501.26 512.17 512.69 0.001758 5.79 2313.77 267.46 0.35 Reach -1 34330 110 -yr 6700.00 498.07 506.43 506.85 0.002619 5.21 1285.65 235.76 0.39 Reach -1 34330 150 -yr 9400.00 498.07 508.71 509.11 0.001709 5.10 1843.75 253.13 0.33 Reach -1 34330 100 -yr 10500.00 498.07 509.53 509.93 0.001540 5.11 2052.96 259.34 0.32 Reach -1 34330 500 -yr 13400.00 498.07 511.42 511.85 0.001298 5.24 2557.78 273.75 0.30 Reach -1 34045 10 -yr 6700.00 493.10 506.17 506.38 0.000882 3.69 1814.51 244.04 0.24 Reach -1 _ 34045 50 -yr 9400.00 493.10 508.52 508.76 0.000738 _ 3.91 2406.28 259.78 0.23 Reach -1 34045 100 -yr 10500.00 493.10 509.35 509.60 0.000710 4.00 2624.03 265.34 0.22 Reach -1 34045 500 -yr 13400.00 493.10 511.26 511.54 0.000676 4.26 3143.61 278.16 0.22 Reach -1 32740 10-yr 6700.00 493.07 505.29 505.46 0.000566 3.34 2004.13 225.30 0.20 Reach -1 32740 50 -yr 9400.00 493.07 507.72 507.93 0.000542 3.65 2577.44 245.69 0.20 _Reach -1 32740 100 -yr 10500.00 493.07 508.57 508.79 0.000541 3.77 2787.56 252.75 0.20 Reach -1 32740 500 -yr 13400.00 493.07 510.48 510.74 0.000557 4.08 3287.25 27028 021 Reach-1 31750 10 -yr 6700.00 488.64 504.87 505.00 0.000369 2.95 2269.79 221.47 0.16 Reach -1 31750 50 -yr 9400.00 488.64 507.30 507.47 0.000387 3.32 2829.85 239.59 0.1 Reach -1 31750 100 -yr 10500.00 488.64 508.13 508.32 0.000397 3.46 3032.901 245.83 0.17 Reach-1 31750 500 -yr 13400.00 488.64 510.02 510.25 0.000424 3.82 3530.04 486.41 0.18 Reach -1 31675 10 -yr 6700.00 489.29 504.82 496.57 504.97 0.000449 3.15 2126.79 216.07 0.18 Reach -1 31675 50 -yr 9400,00 489.29 507.24 497.63 507.43 0.000457 3.52 2671.58 233.03 0.18 Reach -1 31675 100 -yr 10500.00 489.29 508.08 498.01 508.28 0.000462 3.66 2870.22 25422 0.19 Reach -1 31675 500-yr _ - _ 13400.00 489.29 509.97 498.96 510.21 0.000473 4.02 3388.74 388.43 0.19 Reach -1 31522 Bridge Reach -1 31471 10 -yr 6700.00 488.27 503.56 498.33 504.47 0.002088 7.97 991.09 119.60 0.40 Reach-1 31471 50-yr 9400.00 488.27 505.60 500.07 506.84 0.002377 9.41 1271.01 292.82 0.44 Reach -1 31471 100 -yr 10500.00 488.27 506.35 500.80 507.67 0.002407 9.79 1401.55 349.05 0.44 Reach -1 31471 500 -yr 13400.00 488.27 508.04 502.53 509.54 0.002480 10.66 1725.90 529.58 0.46 Reach -1 31468.25 Bridge Reach -1 31451 10 -yr 6700.00 488.27 503.37 504.08 0.001702 7.16 1202.24 182.49 0.36 Reach -1 31451 50 -yr 9400.00 488.27 505.51 506.37 0.001749 8.08 1692.65 278.68 0.37 Reach -1 31451 100-yr 10500.00 488.27 506.20 507.09 0.001766 8.37 1921.14 399.22 0.38 Reach -1 31451 500 -yr 13400.00 488.27 507.79 508.75 0.001771 8.96 2686.74 540.42 0.39 Reach-1 10- yr - - - -- 6700.00 487.80 503.27 503.77 0.001849 5.68 1212.64 184.32 0.35 Reach -1 31310 50 -yr 9400.00 487.80 505.50 506.04 0.001581 6.03 1828.66 378.99 0.33 Reach -1 31310 100 -yr 10500.00 487.80 506.21 - 506.76 0.001517 6.14 2112.04 424.64 0.33 , Reach -1 31310 500 -yr 13400.00 487.80 507.87 508.40 0.001354 628 2941.09 551.38 0.32 Reach -1 30250 10 -yr 6700.00 483.80 500.48 501.32 0.003246 8.62 1098.37 153.01 0.43 Reach-1 30250 50 -yr 9400.00 483.80 502.90 503.83 0.003214 9.46 1606.25 275.63 0.44 Reach -1 130250 100 -yr 10500.00 483.80 503.88 504.74 0.002826 9.27 1904.52 329.57 0.42 Reach -1 30250 500 -yr 13400.00 483.80 506.07 506.77 0.002167 8.87 2763.60 456.98 0.37 Reach -1 30201 10 -yr 6700.00 486.80 500.00 496.16 501.12 0.003992 8.48 790.38 90.50 _ 0.51 Reach -1 30201 50 -yr 9400.00 486.80 502.25 497.90 503.61 0.003991 9.36 1004.59 98.36 0.52 Reach -1 30201 _ 100-yr 10500.00 486.80 503.06 498.52 504.51 0.003978 9.68 1084.36 100.05 0.52 Reach -1 30201 500 -yr 13400.00 486.80 504.76 500.08 506.52 0.004255 10.65 1258.51 105.22 0.54 Reach -1 30195 Bridge Reach -1 30189 10 -yr 6700.00 486.80 499.37 500.66 0.004919 9.13 733.92 88.10 0.56 Reach -1 30189 50 -yr 9400.00 486.80 501.49 _- 503.07 0.004992 10.11 929.94 96.24 0.57 Reach -1 30189 100 -yr 10500.00 486.80 _ 502.24 503.94 0.005001 10.47 1003.17 98.33 0.58 Reach -1 30189 500 -yr 13400.00 486.80 503.68 505.80 0.005502 11.69 1146.63 101.35 0.61 Reach -1 30130 10 -yr 6700.00 483.70 499.08 500.35 0.005231 10.36 905.63 143.59 0.54 Reach-1 30130 50 -yr 9400.00 483.70 501.27 502.69 0.005265 11.34 1245.64 192.96 0.55 Reach - 1 30130 100 10500.00 483.70 502.05 __ 503.52 0.005261 11.68 1415.34 234.69 0.56 Reach -1 30130 500 -yr 13400.00 483.70 503.73 505.14 0.004692 11.92 1886.62 326.59 0.53 Reach -1 27900 10 -yr 6700.00 480.00 493.48 494.23 0.002513 6.96 962.15 104.17 0.40 Reach -1 27900 50-yr 9400.00 480.00 495.73 496.67 0.002454 7.80 1213.83 119.24 0.41 Reach -1 27900 100-yr 10500.00 480.00 496.40 497.45 0.002509 8.20 1297.37 129.81 0.42 Reach -1 27900 500 -yr 13400.00 480.00 497.96 499.26 0.002667 9.18 1525.84 163.81 0.44 HEC -RAS Plan: As -built River: RIVER -1 Reach: Reach -1 (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev ' Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude 8 Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (Ws) (sq ft) (ft) Reach -1 27620 10 -yr 6700.00 476.00 490.97 492.37 0.005508 9.52' 703.71 81.82 857 Reach -1 27620 50 -yr 9400.00 476.00 493.20 494.84 0.005497 _ 10.32 958.78 183.65 _ 0.58 Reach -1 27620 _ 100 -yr 10500.00 476.00 493.97 495.64 0.005200 10.50 1124.20 242.83 0.57 Reach -1 27620 500 -yr 13400.00 476.00 496.59 497.78 0.003365 9.38 1940.70 358.34 0.47 Reach -1 27570 1 10 -yr 6700.00 475.20 490.63 487.03 492.02 0.006043 9.48 706.38 91.03 0.60 Reach -1 27570 150 -5r 9400.00 475.20 492.89 489.45 494.47 0.005678 10.09 931.35 290.23 0.59 Reach -1 27570 1100 -yr 10500.00 475.20 493.63 490.21 495.32 0.005559 10.40 1009.25 371.61 0.59 Reach -1 27570 150 0 -yr 13400.00 475.20 495.32 491.89 497.29 0.005548 11.27 1188.66 538.32 0.60 ,Reach -1 27555 Bridge Reach -1 27540 10 -yr 6700.00 475.00 489.28 486.84 491.17 0.008586 11.02 608.10 80.98 0.71 ,Reach-1 27540 50 -yr 9400.00 475.00 491.50 489.25 493.60 0.008568 11.61 809.41 150.78 0.72 Reach -1 27540 100 -yr 10500.00 475.00 492.31 490.02 494.46 0.008084 _ 11.78 891.62 232.06 0.71 Reach -1 27540 500 -yr 13400.00 475.00 493.88 491.71 496.38 0.007896 12.69 1056.28 398.78 0.71 Reach -1 27400 10 -yr 6700.00 476.00 489.72 490.00 0.001249 4.90 1661.53 193.48 0.29 Reach -1 27400 50 -yr 9400.00 476.00 491.97 492.33 0.001408 5.67 2161.25 254.71 0.31 Reach -1 27400 100 -yr 10500.00 476.00 492.80 493.19 0.001382 5.91 2385.84 287.30 0.32 Reach -1 27400 500-yr _,. 13400.00 476.00 494.52 494.98 0.001379 6.51 2947.29 391.08 0.32 Reach -1 27050 10 -yr 6700.00 474.00 487.69 489.16 0.004545 9.96 771.05 121.95 0.53 Reach -1 27050 50 -yr 9400.00 474.00 489.57 491.39 0.005005 11.31 1026.28 152.59 0.57 Reach -1 27050 100-yr 10500.00 474.00 490.23 492.23 0.005269 11.90 1133.64 187.43 0.59 Reach -1 27050 500 -yr 13400.00 474.00 491.74 493.99 0.005567 12.90 1536.50 327.08 0.61 Reach -1 26880 10 -yr 7600.00 474.00 487.41 488.52 0.003355 8.45 901.23 100.19 0.47 l Reach -1 26880 50 -yr 10600.00 474.00 489.19 490.70 0.003847 9.92 1121.75 151.14 0.51 Reach -1 26880 100 -yr 11900.00 474.00 489.82 491.51 0.004053 10.49 1225.91 176.40 0.53 Reach -1 ,26880 500 -yr 15100.00 474.00 491.22 493.26 0.004446 11.67 1535.89 272.25 0.56 Reach -1 26700 _ 10 -yr 7600.00 474.00 485.40 487.27 0.009723 10.97 692.61 108.16 0.76 Reach -1 26700 50 -yr 10600.00 474.00 487.49 489.45 0.008501 11.22 947.62 143.19 0.73 Reach-1 26700 100 -yr 11900.00 474.00 488.26 490.26 0.008019 11.36 1067.49 169.03 0.72 Reach -1 26700 .500 -yr 15100.00 474.00 490.05 492.04 0.006966 11.44 1436.49 257.44 0.68 Reach -1 26300 _ 10 -yr 7600.00 470.00 484.74 485.47 0.002313 6.88 1169.45 164.30 0.39 Reach-1 26300 50 -yr 10600.00 470.00 486.80 487.67 0.002451 7.63 1536.64 193.91 0.41 Reach -1 26300 100 -yr 11900.00 470.00 487.57 488.50 0.002499 7.90 1691.09 208.03 0.42 Reach -1 26300 500 -yr 15100.00 470.00 489.30 490.37 0.002586 8.52 2147.07 334.09 0.44 Reach -1 26170 10 -yr 7600.00 472.00 484.44 485.12 0.002290 6.76 1276.17 214.10 0.39 Reach -1 26170 50 -yr 10600.00 472.00 486.54 487.31 0.002125 7.29 1746.95 232.79 0.39 Reach -1 26170 100 -yr 11900.00 472.00 487.33 488.13 0.002095 7.52 1932.02 241.26 0.39 • Reach -1 26170 500 -yr 15100.00 472.00 489.04 489.99 0.002143 8.21 2399.84 327.91 0.40 Reach -1 25820 _ 10 -yr 7500.00 470.00 484.33 484.56 0.000763 4.01 2219.56 307.51 0.23 Reach -1 25820 50 -yr 10500.00 470.00 486.49 486.75 0.000767 4.36 2921.60 346.35 0.24 Reach -1 25820 100 -yr 11800.00 470.00 487.28 487.56 0.000777 4.51 3205.98 367.48 0.24 Reach -1 25820 500 -yr 15100.00 470.00 489.07 489.39 0.000791 4.86 3908.32 419.47 0.25 Reach -1 25725 10 -yr 7500.00 472.00 483.62 484.31 0.002658 6.66 1126.04 142.43 0.42 Reach -1 25725 50 -yr 10500.00 472.00 485.67 486.50 0.002608 7.32 1461.61 194.17 0.42 Reach -1 25725 100 -yr 11800.00 472.00 486.42 487.31 0.002548 7.57 1617.61 218.41 0.42 Reach -1 .25725 500 -yr 15100.00 472.00 488.11 489.12 0.002397 8.16 2033.37 277.88 0.42 Reach -1 25685 10 -yr 7500.00 470.00 483.34 484.18 0.003061 7.35 1019.84 122.69 0.45 Reach -1 25685 50 -yr 10500.00 470.00 485.31 486.35 0.003503 8.21 1279.35 144.67 0.49 Reach -1 25685 100 -yr 11800.00 470.00 486.04 487.16 0.003653 8.50 1389.08 155.81 0.50 Reach -1 25685 500 -yr 15100.00 470.00 487.69 488.98 0.003395 9.16 1704.78 230.52 0.49 Reach -1 25550 10 -yr 7500.00 470.00 483.29 484.01 0.002514 6.83 1098.33 127.11 0.41 Reach -1 25550 50 -yr 10500.00 470.00 485.24 486.16 0.002871 7.71 1362.46 145.28 0.44 Reach -1 25550 _ 100-yr 11800.00 470.00 485.96 486.96 0.003010 8.02 1470.47 152.92 0.46 Reach -1 25550 500 -yr 15100.00 470.00 487.61 488.79 0.003003 8.72 1769.81 210.01 0.47 Reach -1 25500 10-yr 7500.00 470.00 483.42 475.61 483.74 0.000779 4.58 1685.56 166.18 0.24 Reach - 25500 50 - yr 10500.00 470.00 485.40 47295 48525 0.000888 5.44 200124 172.63 0.26 Reach -1 25500 100 -yr 11800.00 470.00 486.13 477.46 486.64 0.000937 5.78 2118.45 175.02. 027 Reach -1 25500 500 -yr - 15100.00 470.00 487.78 478.72 488.45 0.001052 6.60 2383.33 180.42 0.29 Reach -1 25485 Bridge Reach -1 25470 10 -yr 7500.00 470.00 483.25 475.61 483.58 0.000821 4.66 1657.26 165.60 0.24 Reach -1 25470 50 -yr 10500.00 470.00 485.18 476.95 485.65 0.000939 5.53 1967.03 171.92 027 HEC -RAS Plan: As -built River: RIVER -1 Reach: Reach -1 (Continued) Reach River Sta Profile 0 Total Min Ch El W.S. Elev Crft W.S. i E.G. Elev E.G. Slope Vel Chnl FIow Area Top Width Froude # Chi (cts) (ft) (ft) (ft) (11) (0111) (ftJs) (sq 11) (ft) Reach -1 25470 100 -yr 11800.00 470.00 485.89 477.46 486.42 0.000991 5.88 2080.99 174.25 0.28 Reach -1 25470 500 -yr 15100.00 470.00 487.50 478.72 488.19 0.001118 6.72 2338.69 179.51 - 0.30 Reach -1 25370 10 -yr 7500.00 472.00 482.34 483.25 0.003755 7.67 977.48 128.04 0.49 Reach -1 25370 50 -yr 10500.00 472.00 484.12 485.27 0.004041 8.63 1216.67 140.84 0.52 Reach -1 25370 100 -yr 11800.00 472.00 484.76 486.02 0.004137 9.02 1308.84 144.24 0.53 Reach -1 25370 500-yr 15100.00 472.00 486.22 487.75 0.004385 9.90 1525.16 152.19 0.55 I Reach -1 24500 110 -yr 7500.00 468.00 481.16 481.90 0.002889 7.31 1291.13 215.63 0.44 Reach -1 24500 r 50 -yr 10500.00 468.00 483.04 483.88 0.002727 7.96 1722.97 245.25 0.44 Reach -1 24500 100 -yr 11800.00 468.00 483.72 484.61 0.002683 8.24 1895.00 256.71 0.44 Reach -1 24500 _ 500 -yr 15100.00 468.00 485.27 486.28 0.002615 8.88 2307.04 273.26 0.44 Reach -1 24100 10 -yr 7500.00 464.00 480.93 481.24 0.000767 4.50 1685.33 186.48 0.24 Reach -1 24100 50 -yr _ 10500.00 464.00 482.73 483.17 0.000933 5.37 2084.25 241.68 0.26 Reach -1 24100 100 -yr 11800.00 464.00 483.39 483.88 0.001001 5.70 2246.10 248.35 0.28 Reach -1 24100 500 -yr 15100.00 464.00 484.87 485.50 0.001178 6.45 2635.16 285.17 0.30 i Reach -1 23900 10 -yr 7500.00 463.00 480.03 474.85 480.47 0.001678 5.34 1526.81 310.80 0.33 Reach -1 23900 50 -yr - 10500.00 463.00 481.84 476.32 482.35 0.001550 5.87 2133.04 359.07 0.33 i Reach -1 23900 100 -yr 11800.00 463.00 482.51 476.89 483.04 0.001518 6.07 2376.90 366.31 0.33 1 Reach -1 23900 500 -yr 15100.00 463.00 484.00 478.11 484.60 0.001480 6.54 2929.17 375.00 0.33 Grapevine Creek - Submitted 2010 Plan: As -built Grapevine Creek - Submitted 2010 Plan: As -built Geom: As -Built Flow: ModEff_Corrected Effective Geom: As -Built Flow: ModEff_Corrected Effective RS = 31750 RS = 31675 .065 a _ .045 _ .065 s.z .045 f ' -.06= 515 Legend 515 Legend 510 WS 500-yr 510 _ ` ` WS 500-yr �� WS 10 0 -yr 11111111111111111 WS 100 yr V 505 WS 50 -yr • 505 WS 50 -yr c c 500 WS 10 -yr ° 500 WS 10 -yr ■ f • Ineff Ground Ground w • w A 495 Bank Sta 495 • 490 490- Bank Sta 485 485 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: As -built Grapevine Creek - Submitted 2010 Plan: As -built Geom: As -Built Flow: ModEff_Corrected Effective Geom: As -Built Flow: ModEff_Corrected Effective RS = 31522 BR RS = 31522 BR .065 a-1 . ... .065 . ,> .065 a .065 31 515 0 0 1 e 0 00; .' F. 0 Legend Legend 510 '''1,,!!, ,,., • WS 500 -yr 510 , °v, WS 500 -yr 1!! WS 10 0 -yr INS WS 100 -yr 505 WS 50 yr 505 WI WS 50 yr 500 WS 10 -yr ° Ground Ground • 500 WS 10 -yr w w 495 Ineff 495 Ineff • • 490 Bank Sta 490 Bank Sta r 485 , 485 1200 1400 1600 1800 2000 2200 1000 1200 1400 1600 1800 2000 2200 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: As -built Grapevine Creek - Submitted 2010 Plan: As -built Geom: As -Built Flow: ModEff_Corrected Effective Geom: As -Built Flow: ModEff Corrected Effective RS = 31471 RS = 31468.25 BR .065 .065 < .065 .065 515 4 Legend 515 4 Legend 5 5 510 WS 500 -yr 510- WS 500 -yr N. 'w-n..1� WS 100 -yr ` \N- ∎.� \.�� WS 100 -yr 505 ` M WS 50 -yr F 505 A WS 50 yr 500 WS 10 yr ° 500 WS 10 -yr a) > Ground w 495 • w Ground �ouff 495 1 I I �ff 490 Bank Sta 490 Bank oun Sta i 485 485 1000 1200 1400 1600 1800 2000 2200 1000 1200 1400 1600 1800 2000 2200 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: As -built Grapevine Creek - Submitted 2010 Plan: As -built Geom: As -Built Flow: ModEff_Corrected Effective Geom: As -Built Flow: ModEff Corrected Effective RS = 31468.25 BR RS = 31451 .065 , < .065 > < .065 j < .065 515 4 Legend 515 4 Legend 5 5 510 WS 500 -yr 510 WS 500 -yr WS 100 yr ', WS 100 -yr 505 WS 50 -yr w 505 W S 50 -yr 500 WS 10 -yr 2 500 - WS 10 -yr rs I Ground a) Ground 495 w Bank Sta 495 Bank Sta 490 i 490 485 485 1000 1200 1400 1600 1800 2000 2200 1000 1200 1400 1600 1800 2000 2200 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: As -built Grapevine Creek - Submitted 2010 Plan: As -built Geom: As -Built Flow: ModEff_Corrected Effective Geom: As -Built Flow: ModEff_Corrected Effective RS = 31310 RS = 30250 .065 :c.045 .065 x < .065 .065 520 Legend 515 4 Legend 515 • WS 500 -yr 510 5 WS 500 -yr 510 WS 100 -yr 505 '� WS 100 -yr WS 50 -yr 'M' WS 50 -yr c 505 c 500 ° WS 10 -yr s WS 10 -yr t a ', 500 Ground 495 Ground w • in • 495 Bank Sta 490 Bank Sta 490 485 485 ■r ■ r 1 1 [ 1 1 1 480 1000 1200 1400 1600 1800 2000 2200 2400 2600 1400 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: As -built Grapevine Creek - Submitted 2010 Plan: As -built Geom: As -Built Flow: ModEff_Corrected Effective Geom: As -Built Flow: ModEff_Corrected Effective RS = 30201 RS = 30195 BR • .065 ( _ .065 > ; .065 ›- .065 > 520 Legend 520 4 Legend 515 WS 500-yr 515 5 -t _. --.f - WS 500 -yr • • 510 WS 100 -yr 510 WS 100 -yr F. WS 50 -yr I WS 50 -yr c 505 c 505 ° a WS 10 -yr .2 111 WS 10 -yr a') 500 500 11ri Ground Ground � w 495 Bank Sta w 495 I Bank Sta 490 490 • 485 485 1000 1500 2000 2500 3000 3500 1000 1500 2000 2500 3000 3500 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: As -built Grapevine Creek - Submitted 2010 Plan: As -built Geom: As -Built Flow: ModEff_Corrected Effective Geom: As -Built Flow: ModEff_Corrected Effective RS = 30195 BR RS = 30189 .065 .065 .065 > .065 > 520 Legend 520 Legend 515 WS 500 -yr 515 WS 500 -yr 510 WS 100-yr 510 WS 100 -yr l WS 50 -yr g WS 50 -yr c 505 c 505 °- 11W WS 10 yr WS 10 r a ', 500 IIIIII Ground _� ■• ' 50 Ground w III • w • Bank Sta 495 Bank Sta 495 i 490 1 490 485 485 1000 1500 2000 2500 3000 3500 1000 1500 2000 2500 3000 3500 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: As -built Geom: As -Built Flow: ModEff_Corrected Effective RS = 30130 .065 < . t .065 515 : 4 Legend 510 5 WS 500 -yr 505 WS 100 -yr F 11111111111W WS 50 -yr c 500 - i ° WS 10 -yr a ', 495 Ground w • 490 Bank Sta 485 480 1400 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) Appendix E.2 As -built Conditions Model As -Built Floodway HEC -RAS Model SW.p01 : •p HALFF HEC -RAS Plan: FW River: RIVER -1 Reach: Reach-1 Reach River Sta Profile W.S. Elev Prof Delta WS E.G- Elev Top Wdth Act 0 Left 0 Charnel 0 Right Ste L Ch Sta L Ch Sta R Enc Sta 9 (5) (ft) (0) (ft) (cfs) (cfs) (cfs) (9) (ft) (ft) (ft) Reach -1 34870 100 -yr 510.4 510.93 255.25 10500.00 1000.00 1332.00 Reach -1 34870 Encroached 510.4 -0.01 510.92 255.20 10500.00 1000.00 1000.00 1332.00 1332.00 Reach -1 34330 100 -yr 509.5 50993 259.34 10500.00 1000.00 1334.00 Reach.1 34330 Encroached 509.5 -0.01 509.92 259.25 10500.00 1000.00 1000.00 1334.00 1334.00 Reach -1 34045 100-yr 509.4 509.60 265.34 10500.00 1000.00 1351.00 Reach -1 34045 Encroached 509.3 -0.01 509,59 265.26 10500.00 1000.00 1000.00 1351.00 1351.00 Reach.1 32740 100-yr 508.6 508.79 252.75 10500.00 1000.00 1293.50 Reach -1 32740 Encroached 508.5 -0.02 508.77 252.62 10500.00 1000.00 1000.00 1293.50 1293.50 Reach -1 31750 100-yr _ 508.1 508.32 245.83 10500.00 1000.00 1268.00 Reach -1 31750 Encroached 508.1 -0.02 508.30 245.70 10500.00 1000.00 1000.00 1268.00 1268.00 Reach -1 31675 100-yr 508.1 508.28 254.22 0.20 10499.80 1712.00 1958.80 Reach -1 31675 Encroached 508.1 -0.02 508.27 237.74 10500.00 1712.00 1712.00 1958.80 1958.80 Reach -1 31522 BR U 100-yr 506.9 507.95 125.71 10500.00 1785.00 1944.42 Reach.1 31522 BR U _ Encroached 506.9 -0.02 507.93 125.59 10500.00 171200 1785.00 1944.42 1958.80 Reach -1 31522 BRD 100-yr 506.9 507.84 128.22 10500.00 1762.00 1919.96 Reach -1 31522 BRD Encroached 506.8 -0.02 507.82 128.08 10500.00 1690.00 1762.00 1919.96 1920.00 Reach -1 31471 100-yr 506.3 507.67 179.57 786.12 926128 452.59 1815.00 1877.00 Reach -1 31471 Encroached 506.3 -0.03 507.65 179.00 779.50 9288.03 452.47 1690.00 1815.00 1877.00 1920.00 Reach -1 ,31468.255R3J 100-yr 506.4 507.61 179.95 1296.17 8425.32 778.51 1815.00 1877.00 Reach-1 131468.25581J i , 506.4 0.01 507.56 179.00 1272.34 8252.01 975.65 1690.00 1815.00 1877.00 1920.00 Reach -1 31468.25B5 D 100 -yr 506.7 507.25 451.18 3358.16 6607.63 534.22 1803.00 1870.00 Reach -1 31468.25B5 D Encroached 506.7 -0.04 507.25 281.00 3260.42 6688.35 551.23 1635.00 1803.00 1870.00 1916.00 Reach -1 31451 100-yr 506.2 50709 399.22 1697.31 8521.82 280.87 1803.00 1870.00 Reach -1 31451 Encroached 506.3 0.06 507.11 281.00 1803.07 8411.64 285.30 1635.00 1803.00 1870.00 1916.00 9e300-1 31310 _._. 100-yr 5062 506.76 424.64 690.93 9809.07 1766.00 1920.00 Reach -1 31310 Encroached 506.2 -0.03 506.80 179.76 289.69 10210.31 1734.00 1766.00 1920.00 1920.00 Reach -1 30250 100-yr 503.9 504.74 329.57 4410.78 6021.83 67.39 2180.00 2222.00 Reach -1 30250 503.9 0.05 504.73 227.00 4710.88 5789.12 1995.00 2180.00 2222.00 2222.00 i Reach -1 30201 100-yr _., 503.1 504.51 100.05 10500.00 2138.00 2263.00 Reach -1 30201 Encroached 503.0 -0.02 504.50 100.00 10500.00 2138.00 2138.00 2263.00 2263.00 Reach -1 30195 BR U 100-yr 502.5 504.37 91.62 10500.00 2138.00 2263.00 Reach -1 _30195 BR U Encroached 502.4 -0.03 504.35 91.58 10500.00 2138.00 2138.00 2263.00 2263.00 III 30195 BRD 100-yr 502.1 504.12 90.98 10500.00 2138.00 2263.00 Reach-1 ,30195 BRD Encroached 502.0 -0.03 504.10 90.91 10500.00 2138.00 2138.00 2263.00 2263.00 Reach -1 30189 100 -fir 502.2 503.94 98.33 10500.00 2138.00 2263.00 Reach -1 30189 Encroached 502.2 -0.03 503.92 98.26 10500.00 2138.00 2138.00 2263.00 2263.00 Reach -1 30130 100-yr 502.1 50352 234.69 376111 6738.59 0.11 218600 2222.00 Reach.1 30130 Encroached 502.1 0.02 503.48 125.00 4057.43 6442.57 2097.00 2180.00 2222.00 2222.00 Reach -1 27900 100-yr 496.4 497.45 129.81 9.47 10478.77 11.76 1039.70 1147.90 Reach -1 27900 Encroached 496.4 0.04 497.49 107.90 10500.00 1040.00 1039.70 1147.90 1147.90 5each -1 27620 100-yr 494.0 .49264 24283 23942 10260.58 125589, Reach -1 27620 Encroached 494.0 063 495.65 206.02 267.72 10232.28 1145.00 1256.89 1395.68 1395.68 - %Reach -1 27570 100 -yr 4916 495.32 10611 10500.00 195600 206100 i Reach -1 27570 Encroached 493.6 0.00 495.32 105.11 10500.00 1950.00 1950.00 2063.00 2063.00 Reach-l_ 27555 BRU__ 100-yr 493.2 495.21 100.33 10500.00 1950.00 2063.00 Reach -1 27555 BR U Encroached 493.2 0.00 495.21 100.34 10500.00 1950.00 1950.00 206100 2063.00 Reach -1 27555 BRD 100-yr 492.6 494.80 99.67 10500.00 1950.00 2063.00 Reach -1 27555 BRD Encroached 492.6 0.00 494.80 99.67 10500.00 195000 195600 206100 2063.00 Reach -1 27540 100 -yr 492.3 494.46 10324 10500.00 1950.00 2063.00 i Reach -1 27540 Encroached 492.3 0.00 494.46 103.24 10500.00 1950.00 1950.00 2063.00 2063.00 Reach -1 27400 100-yr 492.8 i 493.19 287.30 4202.63 6295.42 1.95 1299.41 1396.97 Reach -1 27400 Encroached __ 492.8 0.00 493.19 274.97 4207.18 6292.82 1121.00 1299.41 1396.97 1396.00 Reach-1 27050 _ 100-yr _ 490.2 492.23 187.43 9503.19 996.81 1079.14 1152.56 Reach -1 27050 Encroached 490.4 0,17 492.26 172.70 9361.46 1138.54 1079.00 1079.14 1152.56 1262.00 Reach-1 126880 100-yr 4896 491.51 176.40 11741.16 15864 1066.51 116112 Reach -1 26880 Encroached 4899 0.03 491.60 92.45 11900.00 1067.00 1066.51 1163.12 1163.12 Reach -1 26700 .._.__ 100 -yr 488.3 490.26 169.03 11872.14 27.86 1176.93 1346.51 Reach -1 26700 _ Encroached 488.4 0.12 490.33 135.54 11900.00 1177.00 1176.93 1346.51 1346.51 HEC -RAS Plan: FW River: RIVER -1 Reach: Reach -1 (Continued) Reach River Sta Profile W.S. Elev Prof Delta WS E.G. Elev Top Wdth Act 0 Left 0 Channel 0 Right Enc Sta L Ch Sta L Ch Sta R Enc Sta R (f) (it) (11) (ft) (cfs) (cis) (cis) (ft) (8) (ft) (ft) Reach.l 26300 100 -yr 487.6 488.50 208.03 11388.76 511.24 1129.84 132804 Reach-1 26300 Encroached 487.7 0.18 488.64 191.25 11327.75 572.25 1130.00 1129.84 1328.04 1386.00 Reach-1 26170 100 -yr 487.3 488.13 241.26 10795.97 1104.03 1034.21 1171.65 Reach -1 26170 Encroached 487.5 0.18 488.29 213.50 10794.57 1105.43 1034.00 103421 1171.65 1260.56 Reach -1 25820 100 -yr 487.3 487.56 367.48 10253.39 1546.61 1143.58 1366.33 Reach -1 25820 Encroached 487.3 0.05 487.71 240.68 11374.70 425.30 1144.00 1143.58 1366.33 1400.60 Reach -1 25725 100 -yr 486.4 487.31 218.41 0.26 11729.88 69.86 1068.62 1225.35 Reach -1 25725 Encroached 486.6 0.13 487.43 156.35 11800.00 1069.00 1068.62 1225.35 1225.35 • Reach -1 25685 100 -yr 486.0 487.16 155.81 0.00 11800.00 0.00 1041.43 1195.49 Reach -1 25685 Encroached 486.2 0.18 487.29 154.49 0.02 11799.98 1041.00 1041.43 1195.49 1195.49 Reach.1 25550 100 -yr 486.0 48696 152.92 11800.00 1016.36 1175.64 Reach.l 1 25550 Encroached 486.1 0.18 487.10 153.76 11800.00 1016.00 1016.36 1175.64 1175.64 Reach-1 25500 100 -yr 486.1 486.64 160.00 11578.39 221.61 1043.00 1206.00 Reach -1 25500 _ ... Encroached 486.3 0.17 486.80 160.00 11572.64 227.36 1043.00 1043.00 1206.00 1247.00 Reach -1 25485 BR U 100 -yr 486.1 486.63 155.00 11506.37 293.63 1043.00 1206.00 Reac8-1 25485 BR U Encroached 486.3 0.17 486.79 155.00 11497.99 302.02 1043.00 1043.00 1206.00 1247.00 • Reach -1 25485 BR D_ -_ 100 -yr 485.9 486.45 155.00 11515.81 284.19 1043.00 1206.00 Reach -1 25485 BR 0 Encroached 486.1 0.18 486.62 155.00 11506.92 293.08 1043.00 1043.00 1206.00 1247.00 Reach -1 25470 100 -yr 4850 486.42 160.00 11586.34 213.65 1043.00 1206.00 Reach-1_ 25470 Encroached 486.1 0.18 486.59 160.00 11580.14 219.86 1043.00 1043.00 1206.00 1247.00 Reach-1 25370 100 -yr 484.8 486.02 144.24 11800.00 1236.03 1415.24 Reach-1 25370 Encroached 485.0 0.27 48622 145.65 11800.00 1236.00 1236.03 1415.24 1415.24 Reach-1 24500 - -_ 100 -yr 483.7 484.61 256.71 2068.18 9716.85 14.98 1253.96 1361.71 Reach-1 24500 Encroached 484.0 0.28 484.90 190.71 1925.31 9874.69 1171.00 1253.96 1381.71 1361.71 Reach -1 __. 24100 100 -yr 483.4 483.88 248.35 211.49 11588.51 1245.80 1412.19 Reach -1 24100 Encroached 483.7 0.28 484.17 154.01 11800.00 1246.00 1245.80 1412.19 1412.19 Reach-1 23900 _ 100 - 482.5 483.04 366.31 844.99 10951.02 3.99 1215.00 1385.00 , Reach-1 23900 ___ Encroached 482.9 0.39 483.38 348.10 972.04 10822.43 5.52 1041.00 1215.00 1385.00 1389.10 • • Grapevine Creek - Submitted 2010 Plan: As- built_FW Grapevine Creek - Submitted 2010 Plan: As- built_FW Geom: As -Built Flow: ModEff_Corrected EffectiveFW Geom: As -Built Flow: ModEff Corrected EffectiveFW RS = 31750 RS = 31675 .065 .045 <i .065 >-< .045 -.06)] 515 Legend 515 Legend 510 WS 100 -yr 510 • WS 100 -yr WS Encroached WS Encroached 505 Ground 505 Ground cc • c .- • 500 •Bank Sta .= 500 Ineff • Bank Sta w 495 w 495 Encroachment 490 490 485 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: As- built_FW Grapevine Creek - Submitted 2010 Plan: As- built_FW Geom: As -Built Flow: ModEff_Corrected EffectiveFW Geom: As -Built Flow: ModEff Corrected EffectiveFW RS = 31522 BR RS = 31522 BR -: .065 . z .065 > ( .065 > ..... .065 ' 515 0 00! I Legend 515 • ' • Legend 510 c ♦ WS 100 -yr 510 WS 100 -yr 4 14 l • WS Encroached WS Encroached 505 Ground 505 Ground c ♦ c o 500 Ineff ° 500 Ineff a'> Bank Sta m Bank Sta w 495 w 495 490 490 , 485 485 1200 1400 1600 1800 2000 2200 1000 1200 1400 1600 1800 2000 2200 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: As- built_FW Grapevine Creek - Submitted 2010 Plan: As- built_FW Geom: As -Built Flow: ModEff_Corrected EffectiveFW Geom: As -Built Flow: ModEff_Corrected EffectiveFW RS = 31471 RS = 31468.25 BR .065 . z .065 ) .065 ( .065 ,, 515 4 Legend 515 4 Legend 5 5 • 510 WS 100 -yr 510 WS Encroached " :.%1 WS Encroached WS 100 -yr 505 • 505 , Wil Ground Ground cc • c • 500 Ineff °— 500 Ineff a Bank Sta Bank Sta w 495 w Encroachment 495 • Encroachment 490 490 485 485 1000 1200 1400 1600 1800 2000 2200 1000 1200 1400 1600 1800 2000 2200 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: As- built_FW Grapevine Creek - Submitted 2010 Plan: As- built_FW Geom: As -Built Flow: ModEff_Corrected EffectiveFW Geom: As -Built Flow: ModEff_Corrected EffectiveFW RS = 31468.25 BR RS = 31451 • .065 > . ,_ .065 -f < .065 _ .065 515 4 Legend 515 4 Legend 5 5 • 510 WS 100 -yr 510- WS Encroached • WS Encroached — WS 100 -yr ••••••-. 1w 505 Ground v 505 Ground o 500 Bank Sta ° 500 Bank Sta c m Encroachment w w Encroachment 495 i 495 490 I 490 485 485 1000 1200 1400 1600 1800 2000 2200 1000 1200 1400 1600 1800 2000 2200 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: As- built_FW Grapevine Creek - Submitted 2010 Plan: As- built_FW Geom: As -Built Flow: ModEff_Corrected EffectiveFW Geom: As -Built Flow: ModEff Corrected EffectiveFW RS =31310 RS =30250 <_ _ .065 , ;04 .065 > < .065 , f. < .065 520 Legend 515 4 Legend 5 515 WS 100 -yr 510 WS Encroached 510 WS Encroached 505 WS 100 -yr Ground Ground •c 505 • c 500 • Bank Sta 2 Bank Sta w 500 Encroachment ro 495 Encroachment w 495 490 490 485 485 480 1000 1200 1400 1600 1800 2000 2200 2400 2600 1400 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: As- built_FW Grapevine Creek - Submitted 2010 Plan: As- built_FW Geom: As -Built Flow: ModEff_Corrected EffectiveFW Geom: As -Built Flow: ModEff_Corrected EffectiveFW RS = 30201 RS = 30195 BR .065 c .065 > .065 . .065 ,, 520 L e 4 Legend 520 end Legend 515 5 WS 100 -yr 515 WS 100 -yr 510 WS Encroached 510 1 WS Encroached Ground Ground c 505 • c 505 • ° Bank Sta 9 1 Bank Sta . is (T) 500 ro 500 D W 495 495 490 490 485 485 1000 1500 2000 2500 3000 3500 1000 1500 2000 2500 3000 3500 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: As- built_FW Grapevine Creek - Submitted 2010 Plan: As- built_FW Geom: As -Built Flow: ModEff_Corrected EffectiveFW Geom: As -Built Flow: ModEff Corrected EffectiveFW RS = 30195 BR RS = 30189 f z .065 .065 _ >- .065 ;� . -< .065 >1 520 4 Legend 520 4 Legend 5 5 515 WS 100 -yr 515 .-.- .-•'•'"' WS 100 -yr 510 I WS Encroached 510 • WS Encroached Ground w ■ Ground 0 505 • c 505 • i Bank Sta g Bank Sta is as a', 500 > 500 w w 495 I 495 490 490 485 485 1000 1500 2000 2500 3000 3500 1000 1500 2000 2500 3000 3500 Station (ft) Station (ft) Grapevine Creek - Submitted 2010 Plan: As- built_FW Geom: As -Built Flow: ModEff_Corrected EffectiveFW RS = 30130 .065 .065 > 515 4 Legend 4 510 5 WS Encroached 505 WS 100 -yr Ground 0 500 • - Bank Sta 495 Encroachment w 490 485 480 1400 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) Appendix F CD with Digital Files o Effective Models o HEC -RAS v3.1.3 Models o GIS Shapefile for Revised 100 -Yr and 500 -Yr Floodplains and Floodway o As -built Survey • •■ HALFF