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Riverview Estates-SY 960502d Y R P y r f -F" i0 FLOOD STUDY IN SUPPORT OF CONDITIONAL LETTER OF MAP REVISION FOR THE JOHNNY THOMPSON PROPERTY SOUTH OF SANDY LAKE ROAD AND WEST OF THE ELM FORK OF THE TRINITY RIVER IN THE CITY OF COPPELL, TEXAS BY MORRISON HYDROLOGY /ENGINEERING, INC. 210 ARNOLD ARLINGTON, TEXAS 76010 DATE MAY 1996 ^ TABLE OF CONTENTS Introduction Coordination ^ Hydrology Hydraulics ^ Summary Figures 1. Location Map .._ 2. FEMA Location Map 3. Cross section Plots of Proposed Fill Tables _ 1. Comparison Table Between FEMA Approved Existing Condition and Proposed Condition and Between Corps of Engineers (NCTCOO) -- Existing Conditions and Proposed Conditions Appendices ^ Appendix 1: FEMA Approved CLOMR for Elm Fork of the Trinity River by Halff and Associates of Dallas -- Appendix 2: Existing Condition from FEMA Approved CLOMR a. Multiple Profile Model b. Floodway Model ^ C. Cross Sections d. Water Surface Profiles Appendix 3: Existing Condition Model Prepared by Corps of is the Latest Engineers for Project Area (This Hydraulic Model) ^ Appendix 4: Proposed Condition from FEMA Approved CLOMR with Johnny Thompson Fill a. Floodway Model b. Multiple Profile Model C. Cross Sections Showing Proposed Condition d. Water Surface Profiles e. Delineation Appendix 5: Proposed Condition Model Prepared by Corps of Engineers for Project Area with Johnny Thompson Fill — Appendix 6: FEMA Forms Introduction Mr. Johnny Thompson owns approximately 25 acres south of Sandy Lake Road and West of the Elm Fork of the Trinity River in the City of Coppell, Texas. Figure 1 shows the location of this property in more detail on the City of Coppell topographic map. Figure 2 shows the location of the property on the Federal Emergency Management Agency (FEMA) map. From this map it is obvious that the property is within the 100 year floodplain of the Elm Fork of the Trinity River and outside the defined floodway. According to FEMA National Flood Insurance Program Regulations this area can be filled as long as it does not result in more than a one foot increase in flood levels. However, the City of Coppell regulations require that any fill in this area must not increase 100 year flood levels at all. This report shows that this more restrictive requirement is met. It is proposed to fill the entire site to an elevation of 447 feet. Which is approximately two feet above the effective FEMA flood elevations. _ Coordination Recognizing the importance of coordination before beginning this project, the following agencies were contacted and a brief summary of their response is ._ included herein: 1. City of Coppell Mr. Ken Griffen confirmed the following regarding the property: a. A Corps of Engineers wetland permit is not required according to information from the Corps b. if a flood study is submitted to the city before May 14, 1996 it will fall under the 1991 ordinance requirements which will not require Corridor Development Certificate requirements C. Mr. Griffen provided a copy of the Conditional Letter of Map Revision Study for Sandy Lake'Road approved by the Corps of Engineers. Halff and Associates was also contacted and they confirm that this report was the one approved by FEMA g. Corps of Engineers Mr. Mike Denella who has recently prepared a restudy of the Elm Fork of the Trinity River was contacted. Mr. Denella provided a copy of the latest information that was prepared for the North Central Texas Council of Governments. Mr. Danella believes that this information represents the most recent existing condition hydraulic model of the area. Page -2- 3. Federal Emergency Management Agency Mr. Jack Quarles was contacted about the project. A specific decision was made by Mr. Quarles in conference with headquarters that the current FEMA model should be used for this project, but that the Corps study should also be considered to make sure that the project works in both cases. Hydrology FEMA Effective models Discharges determined in the FEMA FIS were used without ... alteration. The following is a summary of the discharges through the project area: Frequency Discharge 10 year 24400 cfs 50 year 39900 cfs 100 year 48600 cfs .� 500 year 91200 cfs The Corps modal: Discharges determined by the Corps were used without alteration. The following is a summary of the discharge used through the project. Frequency Discharge 100 year 43500 cfs Hydraulic Analysis This hydraulic analysis is based on the Corps of Engineers HEC -2 Computer ^- Model. The HEC -2 program is intended for calculating water surface profiles for steady gradually varied flow in natural or man -made channels. Both subcritical and supercritical flow profiles can be calculated. The effects of various obstructions such as bridges, culverts, weirs, and structures in the floodplain may be considered in the computations. the computational procedure is based on the solution of the one- dimensional energy equation with energy loss due to friction evaluated with Manning's equation. Two analysis were completed for this study based on the FEMA effective FIS and the Corps of Engineers recent model for the North Central Texas Council of Governments (NCTCOG). These will be referred to as the "FEMA FIS" and "Corps" models throughout this report. Page -3- The FEMA FIS existing condition analysis was taken from the approved CLOMR entitled: "Request for Conditional Letter of Map Revision on the Elm Fork of the •- Trinity River Sandy Lake Road Bridge Hydraulic study in The Cities of Carrollton, Coppell and Dallas, Texas" Prepared for Dallas County, Texas by Halff Associates, Inc. 8616 Northwest Plaza Drive Dallas, Texas 75225 Dated: 6 -30 -94 The corrected effective model was used from the above report. The existing condition analysis for the Corps study was used as presented ^„ without alteration. The existing condition FIS model is included in appendix 2 and the existing condition Corps model is included in appendix 3. The proposed condition FIS model was obtained by including the proposed fill for the Johnny Thompson property. Figure 3 shown this plotted fill. This same fill was included in the Corps model for the proposed conditions. Summary This report has shown that the proposed fill would cause no increase in 100 year flood levels in either the FIS or Corps models when compared to existing conditions. Table 1 is a summary of the computer models and shows that the proposed condition results in no increase in flood levels. This study has shown a d FEMA proposed ments. No recommend submittal of this the City of Coppell report to FEMA in support of a CLOMR. This study has been designed based on a 100 year flood in an unclogged _ channel. In the event, clogging occurs or a flood in excess of a 100 year 'event, or if any structures fail, this study is not valid. Also this study assumed that the fill is constructed and maintained exactly as shown in this report. Any variation invalidates this study. PROJECT .. n . .. �..� i •i, ..�.1 7 _ rte. i�t *.....r> j�l w... i\ .�.... �J� / /, /.�. {,, r. AT _ ti I x . I ° 441 .4 � \ x.,5.5 ` 1 1� SANOM I. AxE 0• x x1 rJ 139 x J 9 1111.3 441 .4 x144. ixt• 8 11 x. 9 _ . 7 I? , x44 .9 px 44760 I ® 6 13 441 .2 4 x.39.2 5 x 19. 15 x113.3 ` ® a x 111.7 x 115.6 1 ` +Y. 1 \ 1 /\ 2 / .r. 415.0 I x.,3.7 1 x1.3.2 L P i .► IIJ.1 x17.7 �+. ®1 113 , + i y y 1 x111.3 115.7 } 8 A 40 11 %7 a � x++8.7 4 37 34 31 + 3 . i 1 10 i 39 6 A x� 107 6 2 2 24 2 113. x 1 +9. � 47.6 . 3 8 3 p 23 4 22 0 19 18 17 6 15 +�+ 3 8 x.,7.9 a 4 _ _J xq9. 7 2 pgx a10. I I 12 i 14 I 2 x 13F 13 16 17 18 19 v7 , o•e x „3• 116.9 414.8 ,ys.r e / y — x. e _ • x445.1 V x , N,3 .J,., J _ ./ x133.7 0 1 \ II 5 8 FIGURE R1 'Halional LiL!ollL!UC Veilical Datum of 1919. i a' O U, 11 ZONE X � DRIVE ki I � S fro .,PROJECT TON ONE X 44 ONE X ONE X FIGURE• [W ZONE X r� ONE q r 1} 5 r AS41 -��[+II Q ZONE _- X HOLLYWOOQ to LANE. I ,1 ZONE �( s� i r ; x � l 1 +� za i a' O U, 11 ZONE X � DRIVE ki I � S fro .,PROJECT TON ONE X 44 ONE X ONE X FIGURE• [W ZONE X r� A. .i ,n f 100 F IS I00 THOMPSUr lf I jO14 i 9PB90 L H F [IRK TRINI FY RIVER 450 44D I J is 410 CHE 100 YP= 443,16' f IS 100 YP= 445,6t?' T MPSON FILL T PSON FILL THOMPS❑N FILL= 447' 4PO 5t Tnvo 90 to 11010 13 150 170W STATION SECTION 93660 46( 45( 44, is 43, 4� al Lt C❑E 100 YR= 443 FIS 100 YP= 445.60' TH❑MPS❑N FILL= 447' H❑MPS❑N FILL TABLE 1 COMPARISON OF 100 YEAR FLOOD LEVELS BETWEEN EXISTING MODEL AS PER APPROVED CLOMI THE EXIST114C MODEL AS PER APPROVED CLOW WITH THOMPSON FILL. THE CORPS OF _ ENGINEERS EXISTING CONDITION MODEL (THE LATEST HYDRAULIC MODEL). AND CORPS OF ENGINEERS EXISTING CONDITION MODEL WITH THE THOMPSON FILL HALFF EXISTING CLOMR HALFF EXISTING CLOML CORPS EXISTING MODEL CORPS EXISTING MODEL APPROVED MODEL APPROVED MODEL WITH (LATEST HVDRAULIC MODEL) (LATEST HYDRAULIC MODEL) THOMPSON FILL WITH THOMPSON FILL ... SEC. FLOOD 0 VEL. SEC. FLOOD 0 VEL. SEC. FLOOD Q VEL. SEC. FLOOD Q VEL. NO. LEVEL NO. LEVEL NO. LEVEL NO. LEVEL 85000 439.26 44200 2.1S 85000 439.26 44200 2.15 86560 439.49 44200 1.56 86560 439.49 44200 1.58 87530 439.54 48600 5.73 87530 439.54 48600 5.73 87800 439.64 48600 7.06 87800 439.64 46600 7.06 87869 439.74 48600 7.82 67869 439.74 48600 7.82 87870 439.74 48600 7.62 67870 439.74 46600 7.82 87960 440.26 48600 7.41 87960 440.26 48600 7.41 67961 440.26 48600 7.4 87961 440.26 46600 7.4 88000 440.35 48600 7.84 88000 440.35 46600 7.84 68030 440.49 48600 7.78 88030 440.49 48600 7.78 88050 440.56 48600 7.72 88050 440.56 48600 7.72 68160 440.82 48600 8.85 88160 440.82 46600 8.65 68450 442.23 48600 6.52 88450 442.23 48600 6.52 69230 443.28 48600 3.14 89230 443.28 48600 3.14 90210 443.62 48600 3.08 90210 443.62 46600 3.08 89694 442.43 43500 3.34 89694 442.43 43500 3.34 91050 443.98 48600 3.86 91050 443.96 46600 3.86 90532 442.63 43500 4.47 90532 442.63 43500 4.47 ^ 92050 444.65 48600 2.74 92050 444.65 46600 2.74 91530 442.97 43500 1.99 91530 442.97 43500 1.99 92880 445.02 48600 3.09 92880 445.02 48600 3.09 92351 443.04 43500 3.36 92351 443.04 43500 3.36 93660 445.62 48600 5.04 93660 445.62 48600 S.04 93141 443.16 43500 6.67 93141 443.16 43500 6.67 r� TABLE 1 ^ COMPARISON OF 100 YEAR FLOOD LEVELS BETWEEN EXISTING MODEL AS PER APPROVED CLOMI ' THE EXISTING MODEL AS PER APPROVED CLOMI WITH THOMPSON FILL. THE CORPS OF ENGINEERS EXISTING CONDITION MODEL (THE LATEST HYDRAULIC MODEL). AND CORPS OF ENGINEERS EXISTING CONDITION MODEL WITH THE THOMPSON FILL HALFF EXISTING CLOMI HALFF EXISTING CLOMI CORPS EXISTING MODEL CORPS EXISTING MODEL APPROVED MODEL APPROVED MODEL WITH (LATEST HYDRAULIC MODEL) (LATEST HYDRAULIC MODEL) ^ THOMPSON FILL WITH THOMPSON FILL SEC. FLOOD 0 VEL. SEC. FLOOD 0 VEL. SEC. FLOOD 0 VEL. SEC. FLOOD 0 VEL. ,.� N0. LEVEL NO. LEVEL NO. LEVEL NO. LEVEL 93190 443.19 43500 6.83 93190 443.19 43500 6.63 93710 445.6 48600 6.44 93710 445.6 46600 8.44 93191 442.43 43500 14.95 93191 442.43 43500 14.95 93196 442.45 43500 14.93 93196 442.45 43500 14.93 ^ 93197 443.63 43500 7.15 93197 443.63 43500 7.18 93212 443.72 43500 6.62 93212 443.72 43500 6.62 ^ 93750 446 48600 6.36 93750 446 48600 6.36 93213 443.63 43500 7.79 93213 443.63 43500 7.79 93780 446.29 46600 5.63 93780 446.29 48600 5.63 93296 443.71 43500 7.71 93296 443.71 43500 7.71 93297 443.73 43500 7.64 93297 443.73 43500 7.64 93359 443.66 43500 8.07 93359 443.66 43500 8.07 93840 446.68 46600 3.22 93840 446.68 48600 3.22 ^ 93890 446.71 48600 4.4 93890 446.71 48600 4.4 93940 444.87 43500 5.61 93940 444.67 43500 5.61 rte. 97178 446.7 42900 4.83 97176 446.7 42900 4.83 97710 447.34 48600 1.78 97710 447.34 48600 1.78 97919 447.16 42900 3.36 97919 447.16 42900 3.38 •'�' 98884 447.42 42900 3.06 98884 447.42 42900 3.06 r� 1 STCt3o Request For Conditional Letter of Map Revision On The Elm Fork of the Trinity River - Sandy Lake Road Bridge Hydraulic Study In the Cities of Carrollton, Coppell and Dallas, Texas Prepared for: Dallas County, Texas By: Halff Associates, Inc. 8616 Northwest Plaza Drive Dallas, Texas 75225 This document is for permitting purposes only and is not intended for Bidding or Construction. .�-i:.8................. � .. 69365 v ,�= G A 12687 June 1994 0— DRAFT Federal Emergency Management Agency 1725 I. Street N. Washington, DC 20472 June, 1994 Attn: Mr. Alan Johnson Re: Request for Conditional Letter of Map Revision on the Elm Fork of the Trinity River in the Cities of Carrollton, Coppell and Dallas, Texas Sandy Lake Road Bridge Hydraulic Study Dear Mr. Johnson: Enclosed you will find a technical report on proposed improvements to Sandy Lake Road on the _ Elm Fork - Trinity River. This report, prepared by Halff Associates, Inc. for Dallas County Public Works Department, contains the technical data required for issuance of a Conditional Letter of Map Revision. An analysis of fully developed watershed conditions is also included as required by the City of Coppell's Flood Plain Ordinance No. 87390, City of Carrollton's Flood Plain Ordinance No. 1964, and City of Dallas Flood Plain Ordinance No. 19686. Hard copies of the required HEC -2 hydraulic models, a diskette containing input data files, and flood plain and floodway mapping can be found in Appendices A through J. Application/Certification Forms are included in Section II. The base hydraulic models utilized for this study are as approved by FEMA for the City of Carrollton preliminary FIS update maps published May 27, 1993. The preliminary PIS model was obtained through the FEMA Project Library and verified through Dewberry and Davis _ Consulting Engineers for this FIS update. This control the public benefit, therefore no County and the Cities of Dallas, Carrollton, and pp ell for review fee is included as specified in Section 72.5 of the FEMA regulations. If you have any technical questions on this report, please contact Dallas County's technical consultant, Ms. Jean Hansen, Halff Associates, Inc. (214- 739 - 0094). Administrative questions should be directed to Mr. Ben Cernosek, P.E. at the City of Dallas (214- 948 - 4688). Thank you for your consideration �. of this request. Yours very truly, CITY OF DALLAS Enclosure cc: Mr. Jack Quarles, FEMA Region VI Ms. Jean Hansen, Halff Associates, Inc. Mr. Bill Jessup, Dallas County Public Works Mrs. Jill Jordan, P.E Interim Director of Public Works SANDY LAKE ROAD HYDRAULIC STUDY TABLE OF CONTENTS Pape # I -1 I. Introduction II. Application/Certification Forms with Attachments Form 1 - Revision Requestor and Community Official Form u' H -6 Attachment IA - Proposed Encroachments Form 2 - Certification by Registered Professional Engineer U -7 Form 4 - Riverine Hydraulic Analysis Form -13 -13 Attachment 4A - Summary of Hydraulic Models II -18 U Attachment 4B - Analysis of 'n' values U -20 Photographs Form 5 - Riverine /Coastal Mapping Form Attachment 5A - Revised flood plain and Foodway boundaries -28 II U -31 II -32 Form 6 - Channelization Form II -35 Form 7 - Bridge/Culvert Form APPENDICES Appendix A. Figures Appendix B. Revision Request Acknowledgements City of Carrollton •- City of Coppell Appendix C. Geotechnical Report Appendix D. FIS Exist. Conditions (multi - profile) Hec -2 Model (Replication - SHELREV2) — Appendix E. FIS Exist. Conditions Floodway Hec -2 Model (Replication - SHFDWY -2) Appendix F. Corrected Exist. Conditions (multi- profile) Hec -2 Model (REVBASE) Appendix G. Corrected Exist. Conditions Floodway Hec -2 Model (RVEXFDW2) Appendix H. Proposed Conditions (multi- profile) Hec -2 Model (SHELPRO) Appendix I. Proposed Conditions Floodway Hec -2 Model (PROPFDWY) Appendix J. HEC -2 Input Data Files ... LIST OF TABLES - Table 4A -1 High Water Data - 1989 & 1990 Floods II -14 -- Table 4A -2 Comparison of Recorded vs. Computed Water Surface Elevations II -15 Table 4A -3 Flow Distribution - 100 -year Flood II -16 ^ II -18 Table 4A -4 Manning's 'n' Value Comparison Table 4A -5 FEMA Form 4 - Water Surface Elevation (WSEL) Check II -22 Table 4A -6 Duplicate vs. Corrected Effective Water Surface Elevations II -24 •- Table 4A -7 Comparison of WSEL's and Velocities - Existing Landuse Discharges II -25 ^ Table 4A -8 Comparison of 100 -year WSEL's - Fully Developed Landuse Discharges II -26 Table 4A -9 Comparison of SPF WSEL's - Fully Developed Land use II -27 LIST OF FIGURES IN APPENDIX A Figure 1 Location Map ^ Figure 2 1994 Revised Base vs. 1991 FIS Cross Sections 2G Section 93710 (93670) 2A Section 88160 (88150) 2B Section 89230 (89050) 2H Section 93750 (93730) ^- 2C Section 90210 (90000) '2I -Section 93840 (938 10) 2D Section 91050 (90880) 2J Section 97710 (97570) 2E Section 92050 (92090) 2K Section 98460 (98450) 2F Section 93660 (93620) 21, Section 99420 (99280) Figure 3 Flood Plain Information - Revised Base (Corrected Effective) ^ Figure 4 Proposed Flood Plain and Floodway Figure 5 Revised Base vs. Proposed Condition Cross Sections Figure 6 Proposed Condition Profile Figure 7 FEMA FIRM Maps dated 4 -92 7A City of Carrollton FIRM (preliminary) ^ 7B City of Carrollton FIRM (preliminary) dated 5 -93 7C City of Coppell FIRM dated 4 -94 7D City of Dallas FIRM dated 7 -91 ^ Figure 8 Plan View and Cross Section of Proposed Sandy Lake Road Bridge I. Introduction REQUEST FOR CONDITIONAL L ETTER OF MAP REVISION ELM FORK - TRINITY RIVER •- SANDY LAKE ROAD BRIDGE HYDRAULIC STUDY ^' I. Introduction This study was undertaken to provide the necessary technical data for issuance of a FEMA Conditional Letter of Map Revision (CLOMR) for proposed improvements to Sandy Lake Road from III 35E to MacArthur Boulevard in the cities of Carrollton, Coppell and Dallas, Texas. This roadway is a major thoroughfare from IH 35 into the City of Coppell. The existing street is two lane blacktop and frequently closed due to flooding. The proposed improvements were approved as part of the 1/ Q� Dallas County Bond Program. Halff Associates, Inc., has been retained by Dallas County for hydraulic design of the proposed bridge structure including any downstream compensating excavation. The Elm Fork of the Trinity River flows in a southerly direction from its headwaters north of Lewisville, Texas to its confluence with the West Fork at the Trinity River floodway at the Irving/Dallas city limits. The proposed improvements are located in the reach from north of Belt Line Road through Sandy Lake Road, approximately 16 river miles upstream. In this reach the Elm Fork forms the corporate boundary between the cities of Carrollton and Coppell. In addition, the area at the Sandy Lake Road crossing. of the Elm Fork from the Carrollton Dam upstream approximately 1500 feet (see Figure 1) is owned by and within the City limits of Dallas. Dallas Water Utilities diverts raw water in this area to the Elm Fork Treatment Plant for public water supply. The Carrollton Dam is owned and operated by the City of Dallas. Approximately 5000 feet of the existing Sandy Lake Road embankment would be inundated by the 100 year frequency event. Several sections of roadway are also overtopped for lower frequency events such as the 10 -year flood. The proposed improvements will remove Sandy Lake Road from the 100 -year flood plain with minimum of one (1) foot 'of freeboard to the top of curb in the overbank areas. The proposed 1040 foot long bridge will span the main channel and immediate left overbank area with two (2) foot of freeboard to the minimum low beam elevation. Downstream of the bridge structure a swale/pond is proposed to mitigate the effects of raising the overbank embankment. The pond and downstream excavation is in the grassland areas of McInnish Park which is owned and operated by the City of Carrollton Parks Department. No modifications are proposed for the Elm Fork channel. The proposed improvements will alleviate street flooding on this major thoroughfare in both the cities of Carrollton and Coppell. Potential increases in water surface elevation and loss of valley of storage due to the road embankment are compensated for with downstream excavation within an existing park. The majority of the downstream improvements ( swale/pond) are within the City of Carrollton. However, the bridge itself is in the City of Dallas. Therefore, Dallas is sponsoring the project as Flood Plain Administrator. Letters are provided from the cities of Coppell and Carrollton indicating their support of the project (see Appendix B). Public notification will be submitted upon completion of construction and submittal for a Final Letter of Map Revision. I -1 During the late 1970's and early 1980's numerous reclamation projects were constructed in the Trinity River flood plain including several projects along the Elm Fork. Hydraulic modelling was prepared for each individual project, however, an analysis of the cumulative effects of the many reclamation projects was needed throughout the watershed. In 1984 the Fort Worth District, U.S. Army Corps of Engineers (COE) began preparation of a Regional Environmental Impact Statement (REIS) to address the cumulative impacts of development within the Trinity River flood plains in the Dallas - Fort Worth metroplex. This study utilized existing hydraulic models, looking at existing fills /encroachments and future development scenarios within the watershed. One of the conclusions was that intense flood plain development upstream could imperil the Dallas levees. Recognizing the need for a comprehensive plan the Senate Committee on Environment and Public Works authorized an 18 -month Reconnaissance Study on the Upper Trinity River corridor. This study has been completed and the COE has now preceded to the Feasibility Study phase which includes the preparation of new hydrologic and hydraulic modelling based on updated topography for the entire Trinity River corridor within the Dallas - Ft. Worth metroplex. Aerial Mapping for this effort was performed in February 1991. The new aerial mapping is utilized in this "Sandy Lake Road Bridge Hydraulic Study ". One of the results of the Trinity River REIS was the joint adoption of a common permit process and criteria known as the Corridor Development Certificate (CDC). This project will require a Corridor Development Certificate (CDC) permit. This is a cooperative flood plain management program developed as a response to the Corps of Engineers (COE), Fort Worth District, Final Regional Environmental Impact Statement (REIS) for the Trinity River. The CDC permit process has been adopted by most of the communities along the Trinity corridor including the cities of Carrollton, Coppell and Dallas. The proposed improvements comply with the CDC Common Permit Criteria and are being submitted to the COE and adjacent municipalities for review in conjunction with this submittal for a Conditional Letter of Map Revision. The required forms for this "Request for Conditional Letter of Map Revision" are included in Section H of this report. The November 1992 forms are utilized for this submittal, as approved by the FEMA review consultant, Michael Baker, Jr., Consulting Engineers. Additional information is provided on Attachments to these forms. I -2 r � 0- 0- P- P- 0 P- II. Application/Certification Forms with Attachments 1r FORM I REVISION RBQUESTOR AND COMMUNITY OFFICIAL FORM 1. The basis for this revision request is (are): (check all that apply) N Physical change o Existing s Proposed o improved methodology N improved data s Floodway revision o Other _ Explain 2. Flooding Source: Elm Fork of die Trinity River 3. Project Name/ldentifier. Sandy Lake Road at Elm Fork Trinity River 4. FEMA zone designations affected: Zones AB and X ( example: A,AHAO,AI- A30,A99,AB,V,V I- V30.VB.B,C,D,X) .., 5. The NFIP map panel(s) affected for all impacted communities is (are): Community Community Map Panel Effective No. Name C ounty S ate No. Dift 4NI67 Carroliton,City RAW TX 481 �OIOB 04/17_ City 480171 Dallas, C1 City Dallas �� 480171 Dllaa. Cihr �" - 04/15/94 480170 Co�uel� Dallas X— 480170 -- — * Preliminary 6. The submitted request encomPasses the following types of flooding, structures. and associated disciplines: (check all that apply) Tym of Flooding Stru cures Disc= E Riverine o Channelization s Water Resources D Coastal a LeveetlFloodwall a Hydrology o Alluvial Fan s BridgetCulvert s Hydraulics D Dam a Sediment Transport o Shallow Flooding o Interior Drainage o Lakes t7 Coastal Affected by s Fill (Embankment) v Structural wind/wave action t] Pump Station D ae:otechnical o Yes o None o Land Surveying o No s Other (describe) o Other (describe) D Other (describe) Compensating Excavation * Attach completed "Certification by Registered Professional and/or Land Surveyor" Form for each discipline checked. (Form 2) - October 1992 Page 1 of 5 II -1 AMXATtOtt MTl4GTW pona p= OOW"MAt, tar= txr ~ RRVUNW. tATM OF MAr "VISMW Attu Mtr SPM W" Rsv1SM , REVISION REQUESTOR AND COMMUNPI'Y OFFICIAL FORM Floodway Information • Does the affected flooding source have a floodway designated on the effective FIRM or FBFM? a Yes n No • Does the revised floodway delineation differ from that shown on the effective FIRM or FBFM? M Yes a No If yes, give reason Revised data and fill for wommed road: txo wwA floodway set at effective flow limits downstream of Sandy Late Road. I#— 1 r IF— Attach request to revise the floodway from community CEO or designated official. Condidonal CLOMR Attach copy of either a public notice distributed by the community stating the community's intent to revise the floodway or a statement by the community that it has notified ail affected property owners and affected adjacent jurisdictions. NIA Conditional LOMB Requested Does the State have jurisdiction over the floodway or it's adoption by communities participating in the NFIP? D Yes a No If yes, attach a copy of a letter notifying the appropriate State agency of the floodway revision and documentation of the approval of the revised flood by t h e appropriate State agency. 1 Proposed Encroachments IF- I� I� 1 '^- With floodways: IA. Does the revision request involve fill, new construction, substantial improvement, or other development in the floodway? ■ Yes o No 1B. If yes, does the development cause the 100 -year water surface elevation increase at any location by more than 0.000 feet? Max increase 0.03 feet a Yes a No (See Attaelunent IA and Table 4A -7) Without floodways: (not applicable) 2A. Does the revision request involve fill, new construction. substantial improvement, or other development in the 100 -year flood plain? o Yes o No 2B. If yes, does the cumulative effect of all development that has occurred since the effective SFHA was originally identified cause the 100 -year water surface elevation increase at any location by more than one foot (or other surcharge limit if community or state has adopted more stringent criteria)? C3 Yes a No If answer to either Items 1B or 2B is yes, please provide documentation that all requirements of Section 65.12 of the NFIP regulations have been met. Revision Reouestor Acknowledgement • Having read NFIP Regulations. 44 CFR Ch. I, parts 59, 60. 61, 65, and 72. I believe that the proposed revision ■ is o is not in compliance with the requirements of the aforementioned NFIP Regulations. Community Official Acknowledgement • Was the revision request reviewed by the community for compliance with the community's adopted flood plain management ordinances? a Yes . o No • Does this revision request have the endorsement of the community? a Yes o No If no to either of the above questions, please explain: Please note that community acknowledgement and/or notification is required for all requests as outlined in Section 65.4 (b) of the NFIP Regulations. November 1992 Page 2 of 5 II -2 j A"ucATION�C MrAT1oN PoRm pm commoNAL LeTm oP MAP RavisioN, tzrr R op MAP RB umm AND ntysica MAP RflviswN REVISION REQUESTOR AND COMMUNITY OFFICIAL FORM —A Ma;numsinra P_ Does the physical change involve a flood control structure (e.g., le vees, food a No hannelizallon, basins, dams)? Relief swalelcompensating excavation. No channel work, no modification to existing structures except for construction of a new bridge. If yes, please provide the following information for each of the new flood control structures: Swale within the City of Carrollton Wdnnish Park' A. Inspection of the flood control project will be conducted periodically by City of Carrollton (wtity) Parks Department with a maximum interval of 12 months between inspections. B. Based on the results of scheduled periodic inspections, appropriate maintenance of the flood control facilities will be conducted by the City of Carrollton Parka Detmrtment (entity) - to ensure the integrity and degree of flood protection of the struchae. C. A formal plan of operation, including documentation of the flood warning system, specific actions and assignments of responsibility by individual name or title, and Provisions for testing the plan at intervals not less than one year, o has ■ has not been prepared for the flood control structure. Conditional Letter of Map Revision D. The community is willing go assume responsibility for s performing t] overseeing compliance with the maintenance and operation plans of the City of 9rrollton Par c 1 Department flood control structure. If not performed pro mptly by an owner other than the community, the community will provide the necessary services without cost to the Federal government. Attach operation and maintenance Plans N/A ._a in— ..— Frnm FRMA • After examining the pertinent NFIP regulations and reviewing the document entitled "Appeals. Revisions, and Amendments to Flood Insurance Maps: A Guide for Community Officials." dated January 1990, this request is for a: X a. CLOMR A letter from FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision (LOMR or PMR), or proposed hydrology changes (see 44 CFR Ch.I., Parts 60.65 and 72). b. LOMR A letter from FEMA officially revising the current NFIP �y depict changes flood plains, floodways, or flood elevations. LOMR's typically flood hazards. (See 44 CFR Ch. I, Parts 60 and 65). c. PMR A reprinted NFIP map incorporating changes to flood plains, floodways, or flood '— elevations. Because of the time and cost involved to change, reprint, and redistribute an NFIP map, a PMR is usually processed when a revision reflects increased flood hazards or large -scope changes. (See 44 CFR Ch. 1, Parts 60 and 65). d. Other: Describe Page 3 of 5 October 1992 11 -3 AMKAT,Olgxm mTm PORm FOR coNDrrMAL Larr= Ot' ~ R"MN• LBT OF ~ RRVt3M AND W IYSICJN. t M" RRVLSION REVISION REQUESTOR AND COMMUNITY OFFICIAL FORM Forms Included Form 2 entitled "Certification By Registered Professional Engineer And/Or Land Surveyor" must be submitted. The following forms should be included with this request if (check the included forms): • Hydrologic analysis for riverine flooding differs from that o Hydrologic Analysis Form used to develop FIRM (Form 3) • Hydraulic analysis for riverine flooding differs from that ■ Rvverine Hydraulic Analysis used to develop FIRM (Form 4) • This request is based solely on updated topographic a Riverine)Coaslal Mapping information (Form 5) • The request involves any type of channel modification w Channelizadon (Form 6) • The request involves new bridge or culvert or revised a Bridge)Culvert Form analysis of an existing midge or culvert (Form 7) • The request involves a new or revised levee/floodwall o LeveelFkrodwall System system Analysis (Form g) • The request involves analysis of coastal flooding o Coastal Analysis Form (Form 9) • The request involves coastal structures credited as providing o Coastal Structures Form protection from the 100 -year flood (Form 10) • The request involves an existing, proposed, or 0 Dam Form (Form 11) modified dam • This request involves structures credited as providing o Alluvial Fan Flooding Form protection from the 100 -year flood on an alluvial fan (Form 12) =I Initial Review Fee U yes, the amount submitted is $ or • This request is for a project that is for public benefit and is intended to reduce the flood hazard to existing development in identified flood hazard areas as opposed to planned flood plain development. s Yes o No • The minimum initial review fee for the appropriate request category has been included. o Yes o No November 1992 Page 4 of 5 APPUCATIONAZtTFIGTM FORMS POR CONDMONM, LM= OP MAP RBYr MK. WMW OP MAP MIStoM AND niYSR'.M. MAP MUM REVISION REQUESTOR AND COMMUNITY OFFICIAL FORM Note: I understand that my signature indicates that all information submitted in support of this request is correct, to the best of my knowledge and belief. Signature of Revision Requester Mr Allen Bud Beene P E Director of Pu Works Printed Name and Title of Revision Requester Da ft county. Texas Company Name Date: Note: Signature indicates that the community understands, from the revision Reuuestor, the Impacts Of the revision on flooding conditions in the community. Signature of Community Official M rs. All Jordan P.E. Interim Dife= of Public Works Printed Name and Title of Community Official City of Dallas Texas Community Name Date: * Request for Conditional LOMR. Letters from the cities of Coppell and Carrollton, Texas are included in Appendix B. Additional notifications will be handled through the Corridor Development Certpcate Process (see Section 1) and provided as part of the Post construction submittal for a Final LOMB. Attach letters from all affected Jurisdictions acknowledging revision request and approving changes to fioodway, ff applicable. Note: Although a photograph of physical changes is not required, it may be helpful for FEMA's review. See Attachment 4B for photographs of existing conditions. Page 5 of 5 October 1992 II -5r. enrue n[fA ev*MMMAL LH M op MAP ll BMM. L5TM OF MAP MUM AND PIMVAL MAP MVISM FORM 1 - REVISION REQUESTOR AND COMMUNITY OFFICIAL ATTACHMENT 1A - PROPOSED ENCROACHMENTS The proposed improvements to Sandy Lake Road will provide significant benefits to the citizens of the cities of Carrollton and Coppell by relieving flooding of this major thoroughfare from IH 35. Flood plain management ordinances for both cities require that all projects receive conditional approval from FEMA prior to construction pr oo f ra y hydraulic fully developed sis t hat the project will cause no increase in the 100 -year water surf ace elevatioo The proposed Sandy Lake Road embankment and downstream excavation causes a 0.03 foot rise -� in 100 -year computed water surface elevation at Cross Section 88450 approximately 300 feet upstream of the Belt Line Road crossing. This rise is caused by non - effective now in the left overbank due to the proposed Sandy Lake Road embankment. Immediately upstream (Section 89230) the water surface elevation decreases by 0.11 feet. No additional flooding is caused by this minor rise (<0.05 feet). Both Cities have reviewed and accepted this modelling and support this revision request (see Appendix B). U-6 June 1994 Attachment to Force 1 0 r LL' c r� CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER ,. I A Aril Ci M VRVOR FORM 2 1. This - certification is in accordance with 44 CFR Ch. I, Section 65.2. 2. 1 am licensed with an expertise in Civil Engineering interior drainage)* structural, [example: water resources (hydrology, hydraulics. sediment transport, geotechnical. land surveying.) 3. 1 have 9 years experience in the expertise listed above. 4. 1 have 17 prepared a reviewed the attached supporting data and analyses related to my expertise. 5. 1 17 have a have not visited and physically viewed the project. Proposed Project CLOMR. 6. In my opinion, the following analyses and/or design, were performed in accordance with sound engi neering practices: H draullc Analys for aroyosed Sandy Lake Road with d ownstream overbank compensating excavation. N /A7. Based upon the following review. the modifications in place have been constructed in general accordance with plans and specifications. Basis for above statement: (check all that apply) a, o Viewed all phases of actual construction. b, o Compared plans and specifications s p ec ifications and compared with completed projects. c. o Examined plans and spec d, o Other g, All information submitted in support of this request is correct to the best Of my my knowledge- 18 of the understand that any false statement may be punishable by fine or imprisonment United States Code, Section 1001. Name: C. Jean Hansen P.E. (please point a type) Title: Pro'ect Manager (please print or type) Expiration Date: Annual renewal 12/'94 Registration No. 69365 See Texas Type of License Professional Engineer Lo sed Date (Optional) * Specify Subdiscipline Note: Insert not applicable (N /A) when statem does not a Page I of 1 October 1992 11 -7 APPUCATIONXERTIFICATION FORMS FOR CONDMONAL LUrrEER OF MAP REVISION, tEITER OF MAP REVISION AND PIIYSICAL MAP REVISION w w r r r w r i Y� i l ,4 . y J� FORM 4 RIVERINE HYDRAULIC ANALYSIS FORM Community Name: City of Carrollton Texas - Flooding Source: Elm Fork of Trirlit River Project NameAdentifler. Lake Road at Elro Fork, Trinity River Rawh to be Revised Downstream limit Section 88160 _ Upstream limit Section 99420 Effective FIS o Not studied o Studied by approximate methods Downstream limit of study Upstream limit of study M Studied by detailed methods Downstream limit of study Section 3270 (Irving. Texas) Upstream limit of study Section 135000 tLewisvd Ia. Texas) s Floodway delineated Downstream limit of floodway Section 3270 (IrAN Texas) Upstream limit of floodway Section 13 0 0AWI M2 Texas) Hydraulic Analysis Why is the hydraulic analysis different from that used to develop the FIRM. (Check all that apply) o Not studied in FIS o Improved hydrologic date/analysis. Explain: - s Improved hydraulic analysis. Explain: Updated cross sections based on COE "Feasibility Stu dy" more detailed t000raacthic inf (flown February 1991). cross section 88160 to doss section 99420 - o Flood control structure. Explain: s Other. Explain: Propowd protect: fill as necessary to raise Sandy Lake Road above t he 100 flood plain Compensatinx excavation included in the form of a relief Swale in am left ov November 1992 II -8 Page 1 of 5 AMCATWtV=TMCATION FORM MR cON MMML t rrMt OF NAP RRVISM IBTTM OP NAP REVISION AND MSICM. NAP REV010N 6 13 RIVERINE HYDRAULIC ANALYSIS FORM Models Submitted Full input and output listings along with files on diskette (if available) for each of the models listed below and a summary of the source of input parameters used in the models must be provided The summary must include a complete description of any changes made from model to model (e.g. duplicate effective model to corrected effective model). Only the Duplicate Effective and the Revised or Post-Project Conditions models must be submitted. See Instructions for directions on when other models may be required. Only the 100 -year flood profile is required for SPHAs with a Zone A designation. See Attachment 4A. a Duplicate Effective Model - From City of Coppell FIS update 4 -94 and City Natural Floodway of Carrollton update Preliminary 4 -92 and 5 -93. ■ ■ Copies of the hydraulic analysis used in the effective FIS, referred to as the effective models (10-. 50-. 100 and 500 -year multi- profile runs and the Foodway run) must be obtained and then reproduced on the requestor's equipment to _ produce the dupicate effective model This is required to assure that the effective model input data has been transferred correctly to the requestor's equipment and to assure that the revised data will be integrated into the effective data to provide a continuous FIS model upstream and downstream of the revised reach. Natural Floodway ■ Corrected Effective Model a ■ The corrected effective model is the model that corrects any errors that occur in the duplicate effective model adds any additional cross sections to the duplicate effective model, or incorporates more detailed'topographic information than that used in the currently effective model. The corrected effective model must not reflect any man -made physical changes since the date of the eflecave model. An error could be a technical error In the modeling procedures, or any construction in the flood plain that occurred prior to the date of the effective model but was not incorporated into the effective model. Natural Floodway C1 Existing or Pre - Project Conditions Model 17 0 The duplicate effective or corrected effective model is modified to produce the existing or pre-project conditions model to reflect any modifications that have occurred within the flood plain since the date of the effective 4wM but prior to the construcdon of the project for which the revision is being requested. If no modification has occurred since the date of the effective model, then this model would be identical to the corrected effective or duplicate effective model Natural Floodway ■ Revised or Post- Project Conditions Model is ■ The existing or me- protect conditions model (or duplicate effective or corrected effective model, as app opciate) is revised to reflect revised or post- project conditions. This model must incorporate any physical changes to the flood plain since the effective model was produced as well as the affects of the project. Natural Floodway 13 D o Other. Please attach a sheet describing all other models submitted See Attachment 4A - Summary of Hydraulic Models for Additional Information. Hard copies of NEC -2 models are included in Appendices D through L Appendix J contains a diskette with the input data fries for these models. October 1992 Page 2 of 5 11 -9 AffwATwKczR1mmTm tuna roe ca m noNAL t.trme oa mm mum. tame op mp rmveswN Am rtt r-*.. w►e ReVlsm RIVERINE HYDRAULIC ANALYSIS FORM Model Parameters (from model used to revise 100 -year water surface elevations) 1. Discharges: Upstream Limit Downstream Limit 10 -year 24400 24400 50 -year 39900 39900 100 -year 48600 48600 500 -year 91200 9,1200 (SPF as shown in hydraulic model provided by the FEMA Project Library) Attach diagram showing changes in 100 -year discharge No change in 100 year discharge. 2. Explain how the starting water surface elevations were determined Starting WSEL's are identical to WSEL's at cross section 85000 in FIS duplicate effective HEC -2 Model Starting Water Surface Elevation * Duplicate model only. 10 -year 435.81 Revised in subsequent models. 50 -year 438.17 See Attachment 4A 100 -year 439.25* (439.28) Floodway 439.28 500 -year 444.50 3. Give range of friction loss coefficients overbank 0.035 to 0.13 Chan 0.03 to 0.075 If friction loss coefficients are different anywhere along the revised reach from those used to develop the FIRM, give location, value used in the effective PIS, and revised values and an explanation as to how the revised values were determined. * Channel 'n' values assigned in the field Location - channel* 88450 Mm 90210 93660 thm 93815 FIS 0.075 0.060 Revised (Proposed) 0.060 + 0.065 (cleared channel banks) 0.030 to 0.055 ( concrete dam: clear channel) Explain: Base 'n' values from SHELREV2 utilized for starting conditions. Modifications made during calibration (see Attachment 4A) Attachment 4B describes the corrected Effective and Proposed Condition 'n' values 4. Describe how the cross section geometry data were determined (e.g., field survey, topographic map, taken from previous study) and list cross sections that were added. greeted Effective Cross section geometry supplied by COE from topography flown in Feb 1991 Cross sections obtained by photogrammetic methods as discussed in Attachment 4A Sandy Lake Road existing bridge at cross sections 93750 and 93780 from ELMREV2 model (effective FIS model) with overbank modifications from 1991 two. FIS Model cross section 88150 -99280 replaced by cross sections 88160 -99420 except at Sandy Lake Rd. November 1992 Page 3 of 5 II -10 APPIMATIONXERtERCATION PORMS FOR CONDMONAL LEfl1Et OF MAP REVISION. UMM OP MAP REVISION AND PHYSICAL MAP REVISION I '� RIVERINE HYDRAULIC ANALYSIS FORM Model Parameters (Cont'd) 5. Explain how reach lengths for channel and overbanks were determined: - ,be n ; -' cross swtion locadcos were provided by the C O &reach lengths and -^ ' statio is from this aerial topographY flown Februm 1991 ( See Attach 4A and Figure 3 Appendix A). Results .....ae, .,mA to muiaa ltht year wafer surface elevatiM) 1. Do the results indicate: 0— a. Water surface elevations higher than end points of cross sections? a Yes o No Sections allowed to extend in non-effective flow areas for duplicate. corrected effective and proposed conditions (See Figure 2 and S, Appendix A). b. Supercritical depth? o Yes 9 No c. Nicol depth? o Yes a No d. Other unique situations? a Yes a No If yes to any of the above, attach an explanation that discusses the situation and how it is pmwntod on the profits. tables and maps. 2. What is the maximum head loss between cuss- sections? h,, =100ft WSEG=137 ft Proposed condition : revised reach (88160- 99420) 3. What is the distance between the cross - sections in 2 above? 3820 tt 4. What is the maximum distance between cross - sections? 3820 ft Proposed condition - project reach 5. Floodway determination a. What is the maximum surcharge allowed by the community or State? 10 foot b. What is the maximum surcharge for the revised conditions? 0.0 - foot within project reach. upstream a 028 foot rise occurs c. What is the maximum velocity? Average channel velocity 8.8 fps d. What type of erosion protection is provided? Explain: Maximum v elocity occurs in natural cross section at the downstre limit of to p ro j ect. No improvements are proposed in this area. At Sandy L ake Road, concrete side $loves are p roposed at the bridge abutments (Ave me- char velocities 5. to 72 fps). R ip -rap is propos in the swale area under the new bridge structure (overbank velociti 5.7 to 6.3 rrQ) Soils are generally clay (see Appendix Q I' October 1992 II -11 Page 4 of 5 AMWAThO2N/G7RTWWAMN Pona FOR aormtnOML UMIR OF MAP RtivtstON. tErrOt OF MAP RRVISION AND FiffWAL MAP R"BION RIVERINE HYDRAULIC ANALYSIS FORM Results (Cont'd) 6. Is the discharge value used to determine the floodway anywhere different from that used to determine the natural 100 -year flood elevations? 0 Yes a No H yes, explain: Attach a Floodway Data Table showing data for each cross section listed in the published floodway data table in the FIS report. See Table 4A-5. 7. Do 100 -year water surface elevations increase at any location? a Yes o No max increase 0.03 foot at Section 88450 If yes, please attach a list of the locations where the increases occur, state whether or not the increases are located on the requestor's property. and provide an explanation of the reason for the increases. See Fo rm 1 Attachment IA and Tables 4A-5.4A-6 and 4A -7 -- Please attach a completed comparison table entitled: Water Surface Elevation Checlr. Table 4A -5. Also see Tables 4A-6 and 4A -7. v..A., -A ummIMFM and Flood Profdes A. The revised water surface elevations tie into those computed by the effective FIS Model (10-. 50-, 100-, and 500-year). downstream of the project at cross - section 88050 within 110 __ feet and upstream of the project at cross section 110580 within 11,000 feet. * B. The revised floodway elevations tie into those computed by the effective PIS model. wn sscross section the project at cross section 8_ ,_ within 110 feet and upstream of the project at 110580 * within 11,000 feet. * This is the last cross section in the current effective FIS models. Upstream, the City 0 . f Lewisville has not been updated. Computed WSEL's are within 0.50 foot at this upstream Study limit for all models. See Tables 4A-5, 4A-6 and 4A -7. C. Attach profiles, at the same vortical and horizontal scale as the profiles in the effective FIS report, slowing stream bed and profiles of all floods studied (without encroachment). Also, label all cross sections, road crossings (including low chord and top -of -road data). culverts, tributaries, corporate limits. and study limits. See Figure 6. Appendix A Proceed to Riverine,ICoastal Mapping Form. November 1992. Page 5 of 5 II -12 APp1 ICATWKXZ tTrWA1rJW FORMS MR CONDMONAL tBrl M OF MAP WMISM. IFFIER OF MAP RMSION AND M MCAT. MAP REVISION FORM 4 - RI VERINE HYDRAULIC ANALYSIS ATTACHMENT 4A - SUMMARY OF HYDRAULIC MODELS Duplicate Effective Models (Appendix D and Appendix E): The digital file for the Elm Fork hydraulic model was obtained from Ron Morrison, P.E., the consulting engineer who prepared the City of Coppell FIS update. This is the model utilized to update Coppell's FIRM dated April 15, 1994. Computed water surface elevations (WSEL's) match the FIS update currently in process for the city of Carrollton as provided by the FEMA Project Library. This update is being handled by the FEMA review consultant, Dewberry and Davis, Inc. and was confirmed by their office. The duplicate floodway model was recreated utilizing the hard copy output provided by •— the FEMA Project Library. The FIS update floodway model (hard copy) provided by the FEMA Project Library begins at Cross Section 64820 with a starting WSEL's of 433.88 for the natural condition run and 434.05 for the floodway encroachment run. The multi- profile run (also provided by the Project Library) computes a WSEL of 434.04 at Cross Section 64820. This error is incorporated into the duplicate effective models utilized as a base for the Sandy Lake Road Hydraulic Study. The duplicate effective models were shortened to begin at Cross Section 85000, primarily because a digital file was not available for the floodway model. The starting water surface elevation error is reflected in the effective and duplicate effective floodway models as shown on Table 4A -5, Water Surface Elevation Check. The natural (multi- profile) condition run does not include this error as shown on Table 4A -6 under Base model. The correct (multi - profile) computed water surface elevation is utilized in the Corrected Effective floodway model as discussed below. Corrected Effective Models (Appendix F and Appendix G): The corrected effective model incorporates new aerial topography from Cross Section 88160 through Section 99420. This topography was flown in February 1991 for the Upper Trinity River Feasibility Study. The Upper Trinity River Feasibility Study is a projected five -year study and updated hydrologic and hydraulic modelling for the Elm Fork will not be completed by the COE until late 1994. Since the Feasibility Study is ongoing and the new topography is available, Halff Associates prepared an updated existing condition model in the Sandy Lake Road area. This new hydraulic model is based on the best currently available data (1991 aerial topography). Digital Photogrametric cross section data was provided by the Corps of Engineers (COE), Ft. Worth District, along with the "in- house" COB computer program "FINTER ", which reduces the number of ground points in each cross section to 100 or less. The digital cross - section data provided by the COE was reduced in steps by cross section to develop hydraulic model cross sections with less than 100 ground points as required by HEC -2. Sandy Lake Road bridge sections and existing "n" values were inserted from the base model (effective) for the �- Elm Fork. Reach lengths and bank stations were input utilizing the digital files containing section locations as provided by the COE. The revised base hydraulic model was then calibrated to high water marks from the 1989 and 1990 floods. Other engineering studies were also reviewed for applicable modelling notes or corrections. Attachment to Form 4 II -13 June 1994 r ,� .. The Elm Fork flood plain is partially urbanized through this reach restricting flows through four main passages: two routes within the east overbank, the main channel and the west overbank. Noneffective flow areas were modelled by establishing encroachment limits in a revised base model ^. based on a delineation of the 100 -year water surface elevation and the standard practice of 4:1 expansion downstream and 1:1 contraction upstream of an obstruction. The ET option was utilized to model different encroachments for high and low flows. "OR" points were modified, where necessary, to model ,., encroachments and non- effective flow areas within the flood plain. These non - effective flow limits are shown on the Figure 2 Comparison Cross Sections and on Figure 3. As can be seen from these cross sections, the duplicate effective model showed flow in some areas beyond the current effective flow limits. In addition, the revised base hydraulic model was calibrated to recent floods. Severe flooding occurred in the Dallas/Ft.Worth area in the spring of 1989 and 1990. High water marks at the existing USGS Gage No. 08055500, immediately downstream of Sandy Lake Road and along Sandy Lake Road in the City of Carrollton were utilized as a comparison for calibration to the revised base hydraulic model. Table 4A -1 shows a list of the high water elevations and recorded discharges for these floods. TABLE 4A -1 HIGH WATER DATA 1989 AND 1990 FLOODS ELM FORK OF THE TRINITY RIVER DATE AGENCY ELEVATION DISCHARGE NOTES (MSL) (CPS) 05 -17 -89 USGS - gage 441.13 8,720 05 -05 -90 USGS - gage 444.88 27,600 Discharge measured at Belt Line Rd: 2605 cfs right bridge, 18916 cfs main bridge, 4097 cfs left bridge. 05 -08 -90 COE - City 444.82 Road sign on Sandy Lake Rd. west of of IH 35, east of Nursery; 2.6' from Carrollton bottom of sign. Water surface elevations and flow distributions were also compared to: • C.O.E. model EF -CDC and the FEMA duplicate effective model SHELREV2; • "Alignment Study of Belt Line Road from Coppell City Limits to IH -35E Project No. 490 -402" prepared for the County of Dallas, January 1986; and • "Proposed Sandy Lake Road Improvements at Elm Fork Trinity River" prepared for the City of Carrollton, March 1993. The fully developed watershed discharges developed by the Corps of Engineers for the Reconnaissance Study were utilized for the Calibration model. The recorded discharge at Belt Line Road, May 1990 (Q =27600 cfs, Table 4A -2) is within one percent of the 10 -year discharge used in the COE HEC 2 model, therefore the 10 -year profile was utilized for calibration to this high water mark. A low flow of 8720 cfs was inserted into the model for calibration to the May 1989 high water mark. Attachment to Form 4 II -14 June 1994 1-7 Mannings 'n' values (roughness coefficients) and effective flow areas were utilized to calibrate to the high water marks and balance the flows through the obstructed flood plain areas. It was determined that the two recorded floods (1989 and 1990) were not large enough to cause the entire overbank area downstream of Sandy Lake Road to be effective. In fact, for the low flow (1989, Q=8720 cfs) conveyance is confined to the main channel throughout the model. The effective now limits utilized for calibration to the 1990 flood are shown on Figure 3. Table 4A -2 shows a comparison of the high .— water marks and the computed water surface elevations at Sandy Lake Road. TABLE 4A -2 COMPARISON OF RECORDED VS COMPVPED WATER SURFACE ELEVATIONS ELM FORK OF THE TRINITY RIVER DISCHARGE RECORDED RECORDED EFEXIST COMPUTED WSEL RECORDED DATE Sandy Lake Road 8,720 441.13 441.70 05 -89 Sandy Lake Road 27,600 444.88 444.12 05 -90 Sandy Lake Road (93750)' 24,400' 443.78 See Note 1 24.4002 442.451 1 See Note 2 Sandy Lake Road (93750)' ' FEMA 10 -year discharge from revised base model REVBASE. 1 FEMA 10 -year discharge - Duplicate effective model SHELREV2. In addition to the calibration, flows in the two left overbank paths are balanced utilizing the results of the split flow analysis. prepared for Dallas County in January 1986 for the Belt Line Road Improvements. A 100 year flood discharge of 55,800 cfs based on a fully developed watershed was utilized for that study with a flow of 9500 cfs through' the east (left) Belt Line Road Relief Bridge. Flows for the 100 -year FIS discharge of 48600 cfs are balanced within 10% through existing Sandy Lake Road as shown in Table 4A -3. Attachment to Form 4 II -15 June 1994 1 `t TABLE 4A -3 FLOW DISTRIBUTION - 100 YEAR FLOOD ELM FORK - TRINrrY RIVER BELT LINE THROUGH SANDY LAKE ROADS SECTION LEFT OVER BANK MAIN CHANNEL & ROB (cFs) NOTES 88160 7421 41.179 u/s, Belt Line Rd 88450 7893 40.707 89230 8274 40,326 90210 8611 39,989 91050 8338 40,262 92050 7193 41,407 92880 7825 40,775 93660 7973 40,627 93710 8699 39,901 93750 8724 39,876 Sandy Lake Read 93780 8933 39,667 Sandy Lake Road 93840 8895 39,705 93890 8928 39,672 Average 8285 40,314 Adjustments to Manning 's n values, along with varying effective flow areas are utilized to balance these flows. Generally a 0.20 "n" value is utilized in the left bank flat area with a 0.18 in the small channel bordering the east City of Dallas property line. Flows are allowed to cross the levee along this channel downstream of Section 92880. The 'n' values transition to 0.10 in the left overbank downstream of Sandy Lake Road. Low areas such as the Dallas Water Utilities (DWU) sludge lagoons are modified with GR points to reflect non - effective flow below the top of the levees. GR points are •— also modified within the cross sections for non - effective flow areas such as the City of Carrollton Landfill area. The existing dam and Sandy Lake Road cross sections are from the FIS duplication model. The overbank areas are modified using the new topography. Sandy Lake Road sections are also modified to reflect the top of the road shown on the new maps. As with previous models, the culverts under Sandy Lake Road at the DWU channel (east t 6000') are assumed to be non - effective for the 100 -year flow. Comparison sections (Figure 2) are attached to this report which show the differences between SHELREV2 and the updated hydraulic model REVBASE. A diskette containing the revised existing condition HEC -2 file is enclosed at the back of the report. Table 4A -6 shows a comparison of the 100 - year water surface elevations for the duplicate and revised base hydraulic models. Attachment to Form 4 II -16 June 1994 11, In general, the revised existing conditions model reflects higher computed water surface elevations for the 100 year flood. This appears to be primarily the result of the more detailed modelling with all fills and encroachments included in the topography. The revised modelling was submitted to the Fort Worth District Corps of Engineers (COE) in the report entitled "Sandy Lake Road Design Study, Hydraulic Analysis - Existing Conditions ", August 1993. The COE has reviewed the HEC -2 model, but has made no comments. The updated modelling is.utilized as the base hydraulic conditions for the .— proposed Sandy Lake Road improvements discussed in the following section. Proposed Condition Models (Appendix H and Appendix I): The Corrected Effective Hydraulic model with proposed Sandy Lake Road and downstream compensating excavation. The proposed flood plain and floodway is shown on Figure 4. Comparison cross sections are shown on Figure 5. Attachment to Form 4 11-17 June 1994 no FORM 4 - RIVERWE HYDRAULIC ANALYSIS ATTACHMENT 411 - ANALYSIS OF 'N' VALUES Corrected Effective Models: Mannings 'n' values are modelled with NH cards in the corrected effective and proposed condition HEC -2 models to provide more detail in the extensive overbank areas (left overbank approximately 7000 feet wide downstream of Sandy Lake Road). Table 4A -4 shows a comparison of the FIS duplication model 'n' values and the channel and average overbank 'n' values from the revised base model. Mannings 'n' values are also shown on the Figure 2 comparison cross sections. TABLE 4A -4 MANNINGS 'N' VALUE COMPARISON ELM FORK - TRINITY RIVER BELT LINE THROUGH SANDY LAKE ROADS Revised Base FIS Duplication Section Left Overbank Channel Right Overbank Section Left r Channel Right benk 0.070 0.120 88160 0.130 0.070 0.130 88150 0.150 88450 0.170 0.065 0.090 0.075 0.060 89230 0.076 0.060 0.035 89050 0.080 0.075 0.060 90210 0.075 0.060 0.130 90000 0.080 0.075 0.060 91050 0.088 0.075 90880 0.080 0.075 0.060 92050 0.068 0.075 L0.1 92090 0.080 0.075 0.060 92300 0.080 '92880 0.062 0.075 0.100 0.060 0.060 93660 0.064 0.060 0.045 93620 0.070 0.060 0.100 93710 0.075 0.033 0.045 93670 0.070 0.060 0.100 93750 0.081 0.060 0.060 0 0.070 0.060 0.100 93780 0.079 0.060 0.060 0 E 9381 9373 0.070 0.060 0.070 93840 0.068 0.060 0.045 0 0.070 93890 0.067 0.060 0.045 0.060 0.090 97710 0.054 0.060 0.045 97570 0.070 0.060 0.090 98460 0.070 0.060 0.090 98450 0.070 0.060 0.090 0.070 0.060 0.090 99420 0.070 0.060 0.090 E98650 99280 0.070 ^ Attachment to Form 4 II -18 June 1994 a1 In general, the averaged left overbank (LOB) 'n' values are similar to the composite values (NC card) utilized in the FIS duplication model. The channel 'n' values are also similar except in two areas. These areas are: �. Sections 88450 through 90210 - the right channel banks have been cleared in this area by the Riverchase Development along the west bank of the Elm Fork; and • Section 93710 - 'n' value lowered to 0.033. This is the existing concrete dam downstream of Sandy Lake Road. The right overbank 'n' values are significantly different in the revised base. Manning's 'n' values were lowered in this area due to the Riverchase Development which included clearing the area for a golf course and the construction of three lakes. However, the ground around these lakes is high causing obstructions, thereby limiting the conveyance capacity of the lake areas. In the reach including the Carrollton Dam and Sandy Lake Road 'n' values are lower because in this reach the right overbank is cleared immediately adjacent to the channel. In addition, Manning 'n' values were used as part of the calibration process to balance the overbank flows as discussed in Attachment 4A. Representative photographs are attached to show the current Elm Fork channel and flood plain. Manning's 'n' values were generally kept the same for the revised base and proposed conditions except in the excavated areas and the reach containing the new bridge. However, since the proposed Sandy Lake Road embankment is above the 100 -year water surface elevation flow in the far left overbank becomes non - effective, ie, the immediate left overbank becomes more effective. Since all flow is blocked east of the Carrollton Landfill, average 'n' values on the left bank are lower than those computed for the revised base hydraulic model. The 'n' values for propsoed conditions are shown on the Figure 5 cross sections. Attachment to Form 4 II -19 June 1994 D__L 1 ►un► 1 A1lachnn1nl Ali tc►►n'tl I'I►i►Ir1I!ra1►h` F.Im Mork Main Channel Near Belt Line Road Riverchase (ioll• Cou►se Attachment 10 F01111 4 11 20 June 1994 Edsting Sandy Lake Road and Carrollton Oan► him) 1 nuachment .Ili tcc►n'tl I'h�►�c►gral►hs �: _ ;:,`� �► ,;,-- Near left (East) ovcrbank. Proposed Swale area. Carrollton L ;uulfill in background. A A A 4 r� 1. i Far lent (East) overbank. .�,...,,. "" � c�,�"'"' "''`'r,':'" .• �- Local Drainage Channel Dallas Water Utilities !Attachment to I olm '1 II I June 1994 i Community Name: Cities of Carrollton. Connell. Dallas TABLE 4A -5 Flooding Source: Elm Fork of the Trinitv River Project Name/ldentifier. Sandy Lake Road 1 l 1 1 1 1 1 1 i WATER SURFACE ELEVATION CHECK Note: Effective and Duplicate Effective WSEL's from Elm Fork Trinity River floodway model as provided by FEMA Project Library. This model includes an incorrect starting WSEL at Section 64820 (see Attachment 4A). II -22 Effective * Duplicate Effective Corrected Effective Existing/Pre- Project I Revised/Project SEC40 NCWSEL' FCWSEL' SURC.' NCWSEL FCWSEL SURC. NCWSEL FCWSEL SURC. NCWSM. FCWSEL SURC. , NCWSEL FCWSEL SURC. 85000 439.25 439.28 0.03 439.25 439.28 0.03 439.28 439.28 I a00 I 439.28 439.28 0.00 86560 439.47 439.49 am 439.47 439.49 0.02 439.49 439.49 I a00 I I 439.49 � 439.49 I 0.00 � 87530 43952 439.54 am 439.52 439.54 am 439.54 439.54 � 0.00 ( f 439.54 439.54 I 0.00 � 87800 439.62 439.64 a02 439.62 439.64 0.02 439.64 439.64 I (100 i 439.64 I 439.64 I 0.00 I 87869 439.72 I 439.74 a02 439.72 439.74 am 439.74 439.74 I 0.00 ( I 439.74 439.74 0.00 87870 439.72 ( 439.74 0.02 1 439.72 439.74 am 439.74 I 439.74 � 0.00 I I I 439.74 I 439.74 I 0.00 87960 i 440.74 I 440.26 0.02 I 440.24 440.26 Q02 ( 440.26 440.:b 0.00 I 440.26 440.26 I 0.00 t 87961 440. 440.26 I ao l I 44 0.74 I 440.26 am 44426 aao. 0.00 I � aa0.26 440. � 0.00 88000 440.34 440.35 I 0.01 I 440.33 I 440.35 am 440.35 440.35 I 0.00 ( I 440.35 440.35 I 0.00 i 88030 440.47 4x0.48 0.01 440.47 440.49 0.02 440.49 440.49 0.00 440.49 440.49 0.00 I •. 88050 440.55 410.56 0.01 I 440.54 I 440.56 0.02 440.56 4x0.56 Q00 I I 440.56 I 440.56 I 0.00 8815088160 441.09 I "1.:0 I 0.01 441.09 441.10 QOl 440.82 440.79 -0.03 440.82 ( 440.82 0.00 /88450 441.44' 441.45' I 0.01 441.45' 441.45' 0.01 4423 44232 I 0.09 I 44226 44226 0.00 SMO/892M I 442.37 x42.39 am I "2.37 44239 0.02 443.28 443.41 � 0.13 443.16 443.16 0.00 90000190210 44283 44286 0.03 44283 442.86 0.03 443.62 443.78 0.16 I 443.61 443.61 1 0.00 90880N1050 443.67 I 443.68 0.01 413.67 443.68 0.01 443.98 444.17 0.19 443.90 443.90 0.00 1 92090/97450 444.14 414.15 0.01 444.14 444.15 a01 444.65 444.86 0.21 444.30 444.30 I 0.00 Comments " Eiie=ve model as provided by FERIA Projea Library - Canollton FIS Update, December 18, 1991. ` 100 -year (nanaal) water Surface Elevation ' Encroachment (floadway) water SMdM Ekvaien ' surcharge value ` Effeaive / Revised semen nunea. aspectively ' lawpolated Elevation Note: Effective and Duplicate Effective WSEL's from Elm Fork Trinity River floodway model as provided by FEMA Project Library. This model includes an incorrect starting WSEL at Section 64820 (see Attachment 4A). II -22 I I 1 1 1 1 1 ! 1 ! 1 I 1 1 I 1 1 1 Community Name: Cities of Carrollton, Coppell, Dallas TABLE 4A -5 front.! WATER SURFACE ELEVATION CHECK Flooding Source: Elm Fork of the Trinity River Project Name/Identifier. Sandy Lake Road II -23 Effective * Duplicate Effective Corrected Effective Existing/Pre- Project Revised/Project SEG-10' NCWSEL' FCWSEL' SURC.' NCWSEL FCWSEL I SURC. I NCWSEL I FCWSEL SURC. NCWSEL FCWSEL SURC. NCWSEL FCWSEL SUMC. 92300/ 444.22 444.22 ( 0.00 444.21 I 444.22 a01 /92880 I 445.02 445.74 I 0.22 �II 444.43 l 4;.4.43 I 0.00 936MM660 445.02 445.51 I 0.49 I 445.02 445.51 I 0.49 I x45.37 I 0.2 ( f I I 44.75 I 44475 I 0.00 jl 93670193710 445.14 I 445.70 I 0.56 I 445.14 445.70 0.56 I x45.60 I 445.82 I 0.22 I 444.72 444.',2 I 0.00 93730193750 445.22 445.37 0.65 445.22 445.87 0.65 446.00 ( 446.56 I 0.56 I I I 445.01 445.01 I 0.00 93760/93780 445.36 4460] I 0.65 445.36 446.01 0665 446..,"9 446.80 0.51 I 445.12 445.12 0.00 �I 9381003840 x45.51 446.08 0.57 445.51 446.08 I 0.57 446.68 447.22 0.54 445.25 I 445.25 0.00 �I f 193890 445.52' 16.09' I 0.57 I 445.52' I 446.09' I 037 ( 446.71 447.2 I 0.54 , I ( 445.29 445.29 I 0.00 97570/97710 ( 446.31 16.95 I 0.64 446.31 446.95 0.64 ( 447.34 ( 447.86 I 0.52 i I I I 446.66 446.66 I 0.00 II 4 98450/98460 446.50 447.09 I 0.59 I 446.50 I 447,09 039 I 44733 I 448.02 I 0.49 I I I 447.01 I 447.01 0.00 II 98650/ I 446.56 447.14 I 0.58 I 446.56 447.14 i a58 9928089420 446.74 447.-0 ( 0.56 446.74 447.30 I 036 447.89 448.33 I 0.44 I I I I 44734 447.54 I 0.00 100040 447.01 447.56 0.55 ( 447.01 ( 44736 035 I 448.04 449.49 0.45 I 447.73 447.77 0.04 104600 448.11 448.42 0.31 I 448.11 448.42 I 0.31 I 448.70 I 4x9.21 I 0.51 I 448.50 448.78 0.28 i 105530 448.69 18.94 ` 0.2 448.69 I 448.94 0.25 ( 449.13 I 449.56 I 0.43 I I 448.97 449.22 0.25 �I I 106080 449.08 449.29 0.21 449.08 449.29 0.21 449.45 449.84 0.39 449.32 44933 0.21 ' 110580 450.74 450.85 0.11 450.74 450.85 all 450.88 451.16 0.29 450.83 451.03 0.20 Comments ' Effective model as provided by FEMA project Library II ' 100 -yw (mnuap water Surface Elevation ' Eaawdireent (noodway) Water Suffice Elevation ' Surcharge value 'Effective /Revised section n®ea. respectively ' Intecpoleted Elevation II -23 TABLE 4A -6 COMPARISON OF COMPUTED BASE FLOOD ELEVATIONS FEMA (EXISTING LANDUSE) DISCHARGES SANDY LAKE ROAD BRIDGE Note: [1) Shortened version of I IEC -2 model provided by FEMA PROJECT LIBRARY - CARROLLTON FIS update 12- 18 -91. This model is also the effective model for the City of Coppell FIRM dated 4 -15 -1994. Note: [2) Revised base model with X- sections 88160 tluvugh 99420 from 1991 -- Feasibility Study topographic mapping. 06129/94 17:30:29 11 -24 TABLE 4A -7 COMPARISCN OF COMPUTED BASE FLOOD ELEVATIONS AND CHANNEL VELOCITIES FEMA (EXISTING LANDUSE) DISCHARGES SANDY LAKE ROAD BRIDGE il-25 Note: 111 Shortened version of HEC-2 model provided by FEMA PROJECT LIBRARY - CARROLLTON FIS update 121 &91. 1731:42 Note: [2] Revised base model with X- sections 88160 through 99420 from 1991 FeasbTdy Study topographic mapping. 06raw Note: [3] dWSEL comparison to revised base model REVBASE �• I ABLE 4A 8 COMPARISON OF COMPUI ED 100 -YEAR FLOOD WATER SURFACE ELEVATIONS FULLY DEVELOPED L ANDUSE DISCHARGES SANDY LAKE ROAD BRIDGE A. 17:33:20 Imle 11: SHORIENED VERSION OF COE TRINITY RIVER RECONN STUDY MODEL., EF -CDC. (oiolo 21: REVISED BASE MODEL WITI I X•SECTIONS 88160 TFIROUGH 99420 FnOM 1991 FEASIBILITY STUDY TOPOGRAPHIC MAPPING. dWSEL COMPARISON TO BASE MODEL EF -CDC. 1126 Inote 1J: REVISED BASF. MODEL WITH X- SECTIONS 881601 HROUGl 1 99420 FROM 1991 FEASIBILITY STUDY TOPOGRAPHIC MAPPING. 06/29/94 17:35:16 11 -27 'I ABLE 4A 9 COMPARISON OF COMPU (ED SPF WAl ER SURFACE ELEVATIONS FULLY DEVELOPED LA14DUSE DISCHARGES SANDY LAKE ROAD BRIDGE SPF FLOWS ~ J n c k1 �c RIVERINE/COASTAL MAPPING FORM ri r r I 121 ON L I] L FORM 5 Community Name: City of Carrollton Texas Flooding Source: Elm Fork of Trinity River Project Name/Identifier: Sandy Lake Road at Elm Fork Trinity River Mapping Changes 1. A topographic work map of suitable scale, contour interval, and planimetric definition must be submitted showing (insert N/A when not applicable): 2. What is the source and date of the updated topographic information (example: orthophoto maps, July 1985; Geld survey, May 1979, beach profiles, June 1987, etc.) ? Aerial topography flown February 1991 3. What is the scale and contour interval of lie following workmaps? a. Effective FIS 1" =1000' scale - - - -- Contour interval b. Revision Request 1 "=400' scale 2 it Contour interval Note: Revised topographic information must be of equal or greater detail. November 1992 11 -213 Page 1 of 3 API ACAT10KATRIMATION F[ RAM MR C ONO"10NM. LiilTRtt OP MAP RRVISION. I M I1 t11' MAP RINISION AN13 MYSICA1. MAP RRVIRION Included A. Revised 100-year flood plain boundaries (Zone A) Figures 4 & 7 a Yes o No o N/A B. Revised 100 - and 500 -year flood plain boundaries Figures 4 & 7 ® Yes o No o N/A C. Revised 100 -year floodway boundaries Figures 4 & 7 a Yes o No o N/A D. Location and alignment of all cross sections used in the revised hydraulic model with stationing control indicated Figure 3 & 4 n Yes E7 No o N/A E. Stream alignments, road and dam alignments Figure 4 e Yes o No o N/A F. Current community boundaries Figure 1 e Yes U No 13 N/A G. Effective 100 - and 500 -year flood plain and 100 -year floodway boundaries from the FIRM/FBFM reduced or enlarged to the scale of the topographic work map Figure 7 e Yes o No o N/A H. Tie -ins between the effective and revised 100 - and 500 -year flood plains and 100 -year floodway boundaries Figure 7 ® Yes o No o N/A I. The requestor's properly boundaries and community easements Fig.] a Yes o No o N/A J. The signed certification of a registered professional engineer Form ] to Yes a No o N/A K. Location and description of reference marks Figure 3 e Yes o No o N/A L. Vertical Datum (example: NGVD 1929, NAVD 1988, etc.) Figure 3 ® Yes o No o N/A M. Coastal zone designations tie into adjacent areas not being revised o Yes o No a N/A N. Location and alignment of all coastal transects used to revise the coastal analyses o Yes ❑ No ® N/A If any of the items above are marked no or N /A, please explain: Not in Coastal Zone 2. What is the source and date of the updated topographic information (example: orthophoto maps, July 1985; Geld survey, May 1979, beach profiles, June 1987, etc.) ? Aerial topography flown February 1991 3. What is the scale and contour interval of lie following workmaps? a. Effective FIS 1" =1000' scale - - - -- Contour interval b. Revision Request 1 "=400' scale 2 it Contour interval Note: Revised topographic information must be of equal or greater detail. November 1992 11 -213 Page 1 of 3 API ACAT10KATRIMATION F[ RAM MR C ONO"10NM. LiilTRtt OP MAP RRVISION. I M I1 t11' MAP RINISION AN13 MYSICA1. MAP RRVIRION RIVERINE /COASTAL MAPPING I.ORM Manning Chanlcs (Cont'd) 4. Attach an annotated FIRM and FBFM at tite scale of die effective FIRM and FBFM showing the revised 100 -year and 500 -year flood plains and the 100 -year floodway boundaries and how they tie into those shown on the effective FIRM and FBFM downstream and upstream of the revision. or adjacent to the area of revision for coastal studies. figures 7A thru 7D Attach additional pages if needed. 5. Flood Boundaries and 100 -year water surface elevations: Has the 100 -year flood plain been shifted or increased or the IOU -year water surface elevation increased at any location on property other than the requestor's or community's? maximum increase 0.03 feet ® Yes ❑ No If yes, please give the location of shift or increase and aft explanation for the increase. WSEL increase of 0.03 feet at Section 88450 due to non - effective flow caused by Sandy Lake Road embankment. a. Have the affected property owners been notified of this shift or increase and the effect it will have on their property? ❑ Yes a No If yes, please attach letters from these property owners stating they have no objections to the revised flood boundaries. Conditional LOMB requested. Adjacent property owners will be notified prior to construction. Adjacent community notifications are included in Appendix B. b. What is the number of insurable structures that will be impacted by this shift or increase? U 6. Have the floodway boundaries shifted or increased at any location compared to those shown on the effective FBFM or FIRM? a Yes ❑ No if yes, explain: Proposed floodway (left overbank) set at effective flow limits due to Sandy La R oad embankment. 7. If a V -zone has been designated, has it been delineated to extend landward to the heel of the primary frontal dune? NIA ❑ Yes o No if no, explain: 8. Manual or digital trap submission: H Manual ❑ Digital Digital map submissions may be used to update digital FuU& (DFIRMs). For updating DFIRMs. these submissions must be coordinated with FEMA Headquarters as far in advance of submission as possible. November 1992 11- 29 Page 2 of 3 APPf.IGTION/CTRTRIGTION FORMS FYM coNwIlONAI.I.RTIPR MI MAP RRVISION, IM'rPR OP MAP RIWISION ANI) P!IYSICAL MAP RRVISK)N RIVERING /COASTAL MAPPING DORM Earth Fill Placement 1. Has fill been placed in the regulatory floodway? IN Yes o No Sandy Lake Road Embankment If yes, please attach completed Riverine Hydraulic Form. 2. Has fill been placed in floodway fringe (area between the floodway and 100 -year flood plain boundaries)? ® Yes 13 No Sandy Lake Road Embankment If yes, then complete A, B, C, and D below. A. Are fill slopes for granular materials steeper than one vertical on one - and -one -half horizontal? ❑ Yes a No If yes, justify steeper slopes B. Is adequate erosion protection provided for fill slopes exposed to moving flood waters? (Slopes exposed to flows with velocities of up to 5 feet per second (fps) during the 100-year flood must, at a minimum, be protected by a cover of grass, vines, weeds, or similar vegetation; slopes exposed to flows with velocities greater than 5 fps during the I00 -year flood must, at a minimum, be protected by stone or rock riprap). ® Yes ❑ No If no, describe erosion protection provided Concrete side slopes at bridge abutments slid rip rap erosion protection under bridge C. Has all fill placed in revised Ito -year flood plain been compacted to 95 percent of the maximum density obtainable with the Standard Proctor Test Method or acceptable equivalent method? NIA, CLOMR. Compaction tests will be provided with Final LOMB submittal. ❑ Yes ❑ No D. Can structures conceivably be constructed on die fill at any time tit the future? Fill for road embankment only. 17 Yes a No If yes, provide certification of fill compaction (item C. above) by the community's NFIP permit official, a registered professional engineer, or an accredited soils engineer. 3. Has fill been placed in a V -zone? NIA ❑ Yes ® No If yes, is the fill protected from erosion by a flood control structure such as a revelinent or seawall? o Yes ❑ No If yes, attach die coastal structures form. November 1992 11- 30 Page 3 of 3 AMACATIONICRRI'R'ICATION "Mt MS FOR CONDMONM. I,R1111R OP MAP RIIVISION, I I'll SIR 1M' KIAP R11MMON AND MYSK - Al, MAP RRVIMON Form 5 - Riverine /Coastal Mapping Attachment 5A - Mapping Changes _ Revised Flood Plain and Floodway Boundaries The change in die 100 -year water surface elevation within the project reach is less than one (1) foot. At the scale of the FIS traps (1" =1000 feet) this change in. water surface elevation is not mappable. However, there are numerous stnall islands (high areas) within the Elm Fork flood plain which are not shown on the current FIRM. These areas are shown in detail on Figure 4, Appendix A. The revised foodway within this reach is set at die effective flow limits in the left (east) overbank. This effective flow limit is determined by the proposed bridge opening since the Sandy Lake Road embankment will be above the 100 -year water surface elevation. All flow in the far east overbank (east of the Carrollton Landfill) will be non- effective because of the proposed road embankment. The proposed Floodway is shown on Figures 7A, 7B, 7C, and 7D. Attachment to Form 5 11 -31 June 1994 r r r F F t 4 L n� n c� kl c FORM 6 CIIANNELTLATION FORM Community Name: City of Carrollton Texas - Flooding Source: Elm Fork of Trinity River Project Name/Identifier. Sandy Lake Road at Elm Fork Trinity River - Extent of Channelization - Overbank only Downstream limit Section 88160 (excavation only) Proposed swale starts at Section 90210. Upstream limit Section 93890 Channel Description 1. Describe the inlet to the channel Compensating excavation in left overbank. Inlet is an existing ditch. approximately 5 ft doep and 15 ft wide. along City of Carrollton Athletic field at Section 93890. 2. Briefly describe the shape of the channel (both cross sectional and planimetric configuration) and its fining (channel bottom and sides) Grass -lined linear swale (bottom elevation 430.0. effective side slope 4.1) from Section 90210 to ±640 ft downstream of section 93660; grass -lined longated swale (bottom slope 0.5%. side slope 4 from ±640 ft downstream of Sectio 9 3660 to 200 ft upstream of Section 93890; Brass -lined excavation along east edge of swale (bottom elevation 437.0. side slope 4 from ±400 It downstream of Section 93660 to Section 938 (see Figure 5 Cross Sections) 3. Describe the outlet from the channel Overflow draining, into Elm Fork of Trinity River at Section 92880. 4. The channelization includes: ❑ Levees ❑ Drop structures ❑ Superelevated sections ❑ Transitions in cross sectional geometry ❑ Debris basin/detention basin ❑ Energy dissipater ® Other Swale/Pond compensating excavation 5. Attach the following: a. Certified engineering drawings showing channel alignment and locations of inlet, outlet, and items checked in Item 4. Figure 4 b. Typical cross sections and profiles of channel banks and invert. Figures S & 6 t c. Certified engineering dr awings o f i checked in Item 4. Figure 4 L October 1992 Page I of 3 II -32 AMACATION/CRRTHICATION MNtMS MR CONDrf1ONA1. .ur1m OI' N1AP mms1ON. LRi7PR Oil MAP RRV191ON AND MYSICA1. MAP IUMMON CHANNELIZATION DORM Hydraulic Considerations 1. What is the 100 -year discharge? 48600 cfs 2. Do the cross sections in the hydraulic model match die typical cross sections in die plans? a Yes o No 3. Are die channel banks higher dian die 100 -year flood elevations everywhere? no change to main channel, compensating 13 Yes a No excavation only 4. Are die channel banks higher than die 100-year flood energy grade lines everywhere? o Yes a No 5. Is die land on both sides of the channel above die adjacent 100-year flood elevation at all points along the channel? o Yes a No 6. What is the range of freeboard? compensating Swale only 0 feet 7. What is die range of die 100-year flood velocities? 3.8-7.6 ft/sec 8. What is the lining type? (both bottom and sides) grass, rock rip -ran as needed Explain how die channel lining prevents erosion and maintains channel stability (attach documentation) Recommended rock rip -rap at all locations where velocities exceed 5 ft/sec (max V =5.7 fps in swale under bridge) 9. What is die design elevation in die channel based on ?: a Subcritical flow 13 Critical flow L3 Supercritical flow E3 Energy grade line Is the 100 -year flood profile based on die above type of flow? a Yes ❑ No If no, explain: 10. Is there die potential for a hydraulic jump at die following locations? Inlet to channel o Yes a No Outlet of cliannel 13 Yes a No At Drop Structures o Yes a No At Transitions o Yes a No Other location. Explain: If die answer to any of die above is yes, please explain how die hydraulic jump is controlled and the effects of the hydraulic jump on die stability of die channel. Explain: October 1992 Page 2 of 3 I1 -33 APIR.ICATIONAMRIVICATION R)RMS TOR CONDMONAL 1.10 OF MAP RRVISION, IRTI PR (11' MAP RHVISION AND MIYSR'Al. MAP P.HVISION i ti 4 4 t L L L L L L L t 6 6 CIIANNELIZATION FORM Sediment 'Iiansport Considerations 1. A. Is there any indication from historical records that sediment transport (including scour and deposition) can affect the 100 -year water - surface elevations and/or the capacity of the channel? o Yes ® No B. Based on the conditions of the watershed and sueam bed, is there a potential for sediment transport (including scour and deposition) to affect the 100 -year water - surface elevations and/or the capacity of the channel? E3 Yes H No 2. If the answer to either IA or 1B is yes: A. What is the estimated sediment (bed) load? cfs (attach gradation curve) Explain method used to estimate load B. is the 100 -year flood velocity anywhere within the channel less than the IOU -year flood velocity of the inlet? C. Will sediment accumulate anywhere within the channel? D. Will deposition or scour occur at or near the uilet? E. Will deposition or scour occur at or near the outlet? o Yes o No o Yes o No o Yes o No E3 Yes o No October 1992 II -34 Page 3 of 3 APPLICATIONX'PR M ICATION I FOR CONDITIONAL, I.RTI PR W MAP RIIVISION, LMI RR fill MAP RPVISION AND PI►YSICAL MAP RRVISION E4 MA USU UNLY r FORM 7 A BRIDGE/CULVER7' FORM Community Nanie:City of Carrollton 'Texas Flooding Source: Elm Fork of Trinity River Project Name/ldentifer. Sandy Lake Road at Elm Fork Trinity River Identifier 1 ! 1. Name of roadway, railroad, etc.: Sandy Lake Road 2. Location of bridge /culvert along flooding source (in terms of stream distance or cross - section identifier): proposed b r i dge replaces existing bridge currently located at s ection 93730 - 93760_ in FIS Model. 3. This revision (check one of the following): El New bridge /culvert not modeled in the FIS a 0 11 L 1 L o Modified bridge /culvert previously modeled in die FIS 9 New bridgelculvert previously modeled in the FIS (Explain why new analysis was performed.) N ew bridge with low beam 2' above 100 -vr WSEL as part of im rovem to raise Sandy Lake Road out of 100 - r flood lam. nnriramnnd Provide the following information about the structure: 1. Dimension, material, and shape (e.g. two 10 x 15 feet reinforced concrete box culvert; three 30 -foot span bridge with 2 rows of two 3 -foot diameter circular piers; 40 -foot wide ogee shape spillway) T wo 120 ft span and ten 8U ft span bridge with 3 -ft diameter c ircula r piers 2. Entrance geometry of culvert/type of bridge opening (e.g. 3(P - 75° wing walls with square top edge, sloping embankments and vertical abutments) Bridge wide circular piers aliened with flo w. 3. Hydraulic model used to analyze the structure (e.g., 14EC -2 with special bridge routine, WSPRO,HY8) HEC -2 with normal bride routine If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the structure(s). (Attach explanation) Note: If any items do not apply to submitted hydraulic analysis, indicate by N /A. One form per new /revised bridge /culvert i n October 1992 II -35 Page 1 of 6 L APPIACATIONXIIRM' CATION PORMS FOR commONAI. LRrrRR OP MAP RPVISION. IrITUM Or MAP RVVISION AM MIYSICAI. MAP RRVBION .�..�i BRIDGE /CULVERT FORM Analysis Sketch the downstream face of die structure together with the road profile. Show, at a minimum, the maximum low chord elevation, invert elevation, and minimum top of road elevation. See Figure 8 - Plan View and Cross Section of Proposed Sandy Lake Road Bridge. Sketch the upstream face of the structure together with die road profile. Show, at a minimum, the maximum low chord elevation, invert elevation, and minimum top of road elevation. See Figure 8 - Plan View and Cross Section of Proposed Sandy Lake Road Bridge. Note: Downstream and Upstream face are identical. October 1992 II -36 Page 2 of 6 APPIJCATION/CTiRM CATION FORMS FOR CONDITIONAL IZITFR OP MAP REVISION, IJITIPR OP MAF RRVISION AND PIIYSICAL MAP REVISION 1 1 1 L L, ti 4 t l 4 I BRIDGE/CULVERT FORM Analysis (Cont'd) Sketch the plan view of the structure(s). Show, at a minimum, the skew angle, cross- section locations, distances between cross sections, and length of structure(s). NOTE: PIERS AU ONED _ WITH I'LOV1. SKEW ANGLE; O' =O E— flow 50 25 80 ` 5 50` 0 o to to a m Q rn a Attach plans of the structure(s) certified by a registered Professional Engineer. NIA Conditional LOMB Preliminary layout shown on Figure 8, Appendix A. Culvert length or bridge width (ft.) Calculated culvert/bridge area (fe) by the hydraulic model, if applicable (@ IOU -year WSEL) Tout culvert/bridge area (W) 8011 Area= 9241.57 fe d/s, 934321 fe u/s 12.211. fe Bridge length 1040 feet. See Figure 8. L L L October 1992 II_37 Page 3 of 6 AM JCATIONXMTR'ICATION FORMS FOR CONDUIONAL UTI FA OP MAP RRV ISION. INI - 11M Oil MAP RRVISION AND PI IYSICAI. MAP RRVISION BRIDGEJCULVERT FORM ' Analysis (Cont'd) ' Elevations Above Which Flow is Effective for Overbanks Left Overbank Right Overbank ' Upstream face 433.5 448.0/452.0 Downstream face 433.5 448.0/452.0 ' Minimum Top of Road Elevation Left Overbank Right Overbank ' Upstream face 447.0 (far left) 452.0 (lot) of road) Downstream face 447.0 (far left) 452.0 (top of road) ' 100 -Year Elevations Water - Surface Energy Gradient Elevations Elevations Upstream face 445.12 445.54 Downstream face 445.01 445.44 ' Discharge Low Flow Pressure Flow Weir Flow Total Flow Amount of flow ' throughlover die structure(s) (cfs) 48600 N/A N/A 48600 The maximum depth of ' How over the roadway/ railroad (ft.) N/A Weir length (ft.) N/A Top Widths FloodpWn Floodway ' Upstream face 1013 1i 1013 R Downstream face 1013 ft 1013 fl ' Topwidth at Low Chord elevation = 1040 feet with 2 feet of freeboard. Top Widths Effective and ' Effective Flow Ineffective Flow Upstream face 980 ft 1013 ft ' Downstream face 980 ft 1013 ft includes bridge piers ' October 1992 II -38 Page 4 of 6 , A.ITUCATIONICIMM CATION FORMS POR CONDI IONAI.IZnMR OP MAP RRVISION, LIITTFR OF MAP RRVISION AND PIIYSICAL MAP RRVISION A6 Alm rim r Id r F F L 1 L 11 ML BRIDGE/CULVERT FORM Annlvcic trtmedl Loss Coefficients Entrance loss coefficient Manning's "n" value assigned to Ilse structure(s) Friction loss coefficient through structure(s) Other loss coefficients (e.g., bend, manhole, etc.) Total loss coefficient Weir coefficient Pier coefficient Contraction loss coefficient Expansion loss coefficient C...l:mnnt Trettcnnrt r'nnRiderations 1. A. Is there any indication from historical records that sediment transport (including scour and deposition) can affect the 100 -year water - surface elevations? M Yes a No B. Based on the conditions (such as geomorphology, vegetative cover and development of the watershed and stream bed, and bank conditions), is there a potential for debris and sediment transport (including scour and deposition) to affect the 100 -year water- surface elevations and/or conveyance capacity through the bridge(culvert? r3 Yes ® No 2. If the answer to either IA or 1B is yes: A. What is the estimated sediment (bed material) load? cfs (attach gradation curve) Explain method used to estimate the sediment transport and the depth of scour and/or deposition B. Will sediment accumulate anywhere through lie bridge/C111MV O Yes ® No If yes, explain what is the impact on the conveyance capacity through the bridge /culvert? N/A (�40 dry Swale/ 035 deep swale/ .050 channel N/A N/A N/A N/A .5 .7 October 1992 II - 39 Page 5 of 6 APPI.ICATION/CERTE•ICATION FORMS FOR CONDrIIONAL LurrHR OF MAP REVISION, Is"I'M OF WJAP REVISION AND PHYSICAL MAP REVISION BRIDGE/CULVER'I' FORM Floodway Analysis I. Explain method of bridge encroachment (foodway run) Bridge encroachment defined by cross section geometry . — Continents (explain any unusual situations): Attach Analysis October 1992 Page 6 of 6 II -40 MPUCATION/MTJnC&TION FORMS FOR CONDUIONAI, t,"m.R OP MAP RIIVISION, mn - P.R OF MAP RRVISION AND PIIYSICAL MAP RRVISION P- A P- Appendix A Figures rn tr m iLo 0 CD 0 c ,v cu Ii a 0 a z 100 50 0 100 200 1' 100 450 - CCN TeRLIN e �c 3� � r nt. 7 z �I L U QI SITE D ISTANCE DETAIL R - 1 96 D - 14'13 27' - 13812 L - 27481 R - 1 055 00 p 1 - 52 9 6 3 L - 303 74 o 45 VISIBILITY ESM T + I -A 0 25 FRONT B L \ 15 SIDE YARD I ` I AT STREET I 1 1 BC 8 SIDE YARD '5 ALLEY 15 VISIBILITY ESM T \ t5 VIS151LITY EA88'MENT ONT -41L n t 6 Johnny J E Thompson VICINITI' MAP i r - -- �TURC 15 ROW DeDICATION - _ -- - - - ---I -�} ?----- �A�L_��_ �_o G A_ - - - - - -- i - 0 _ 120 7' DEDI CATION -- -- -- - - - -- - -- - -- - o 0 1 9533 I = ---+ - - -- - - - - -- - -- 67093 - - -- - -- -- -- I4 io N00'04'54'E ti 4y IU '"� 00'04'S4'W -- — ---1 _ -- 25 00' M1 y `,, 25 00' to ID R - 40 00' .� 7 to s �rn 1D D - 89'03'55' N44'56'44' , 1 •�, N.1 !m T - 39 35' 35 2 6' W 3 s 545'08'10'W 1j; IN CH 62 6 11' ZONED "R" �o i �� 35 51' ZONED "R" , 1°0 CB - 545'15'03'E R E A i m 41q -� R E T A Cb I 2 3399 AC �O > ^ =1 tp 3 3806 AC aM $89'47'00'E 44923' ro �' e ' s 4 to ,� e ' S89'47'00'E 743 88' a 15 ALLEY _ _ ' aria visa -- `eo0o - - - 6 0 - - -- --- ° 15 AL-EY c �75 00 40 07 _ _ _ U E I 62 83 I p ' I 46 00 'S 00 '5 00 7500 75 00 40 OO X e0 �i 86 EB 3 I o ( �e U e ° D \v Q I IO �� o o�q ° Lo (A} 6Z 83 , o i rn7� \ I° 8 0l° ° 10 n n �� 1 o o �� Ola � In N �I� I - 3 I 4 ° 5 ° 6 0 7 - \ 46 J O _ 2 3 a 2 5 D L 2 O O O g CA O 4308 75 CC N l - -- 2S DL Z O Z 5 80oc P � 10 3 73 OC ,M 6 + Q �T� 3 OO 1 75 00 �73 CO L V75 00 L i 75 00 D l R ' ` -- 4- Q �c° 12 C1� 80 00 is 111 /� O ZONED R" Cb 580 18 53 - - - -- - O N89 47 00 W x 104309 373 95 - -- _ _ -�/ o, 1O _ -- -- - -- 66' 14 - - - -- - - -- - -- / J�� T / / 10510 r '� - -- - - R1 0 i 7500 - 'S OC - 7 5 00 ! 75 00 73 00 80 00 15 8G 0 I i w� 00 27 0 75 00 7;9 J0 75 00 I 75 OC 7 5 0G 6 N, �'� ° 4 �{ F --- -� - -! - - -- -- - -I 0 o-) F - - -- -- - 32 a -f n I o m i 25 5 L I - 1 . - - - I 1? 20 D o o ° )o Ic ° o o II - 25 UL 0 0 -t- -- - -- 0 I r �°, 1 n ° 2 0 I o � �- 21 �- 0 3 0 4 o o ° " �" D a 10 11 iC 1,2 nIC, V ► , � rn 24 ° - , , GC V n ( ^ I 8304 I 7500 7500 7500 i 7500 40 00 6M1 �` 40 00 I 7C 00 I 75 qG 17 I w� O 5 00 75 00 1 7500 00 85 � � 7 12 O eeo6 - is 42 - - __ - - 79 -4 2-1 15 ALLEY _ 5 u e I ! ?8 4? 78 42 - - - -- _ - - - - - � 78 42 7 42 la Z I I IF -� I 8 �8 41 7g 4? s8 43 7 y4 �j� 0 � ��N c• �� 0 I {; 2 { m o o 0 0 0 O I I I -5 u e I I j �, 120 28 ku f U 'I ^ 5 0 !� 26 O n 25 O 24 O 23 100 22 I O 21 I' 01U - 1 0 ° O I O O I O `i fll: #i cv S84) 1 15 5 I ° - I� !� I� "� 20 1D n 18 V 17. {° 16 15 �!0 14 m'* "i 13 3234 Z 25 SL --� -- -- -� -- j ) {� I �- 811 ' O n n n 12000 8 -- 25 9 � z i ~ p1� 171 0 8718 4 0[ CO ! O� ca 886 - - -1 ( -- - -- - - -- - - t - -- vi 1�. 25 Rn O ( J" 78 42 78 42 I 78 4 i - +- — °' i '�+ly p O 0) J NIA n O) , " .� 4' 6 78 4 78 42 � I 7.842 1 842 7842 78 42 7842 78 42 � 73 00 ° 87 �� • - - ��_ - O A - 9 470 - C 978 44 O ,o — — -- — - -- 14 <z oQ {� / 44 90 G 2 -- - - - - - -- - -- r0 J E o 1 4 �t ,. 6 $- 0 16 73 -2 0 - 8 7 5 0 r o 4 - - {- - -i -- LOUD "�OVD - -- =� P 3 -- X20 7500 _ 7.5 00 TS O °O �4 * T - -- - I - bk,� O O W O t o A 1 0 / V L 25 B L h i° I L A� D L° N ; t- - - D R 1 — n0 A I I O ,p 10 �O /,o °�� 28 of ° 28 2 7 ry 2 6 25 10 ' 30 I I t ; _ _° 24 23 i 22 21 i o 2O 10 i o 18 ° 17 �I� 16 15 - -- — - - - - -- - - - -- - - -- I i + t80 30 76 ?5 7 I - - - -- - - _. � INA OG e5M 1 5 DO 87 00 I T - - - - L - - -- } - - -- + - - I� !O - _ ` O 7 5 00 'S 00 75 00 75 OC 7 600 ) 75 CO 73 On 7500 BLDG L:Ne PCR ' 75 CO � 7500 i � 71 �- 72 �y -- N ,1 Pe NCe CONS' N89'47'00'W 1362 70' � 1 ONLY STREET C L TANGENT DATA TANGENT NO BEARING LENGTH TI N22'00 2 19 64 v v ,x Y , „i 't y STREET C L CURVE DATA CURVE RADIUS DELTA TANGENT LENGTH CHORD BI_`ARING C - 1 200 00' 15'31'53' 2727 5421 5405 505'04 36'E C -2 22500 32'4419' 6609 12856 126 82 N73'50 51 E C -3 15000 21'17'16' 28 10 5573 55 41' N11'21 43 Ad v Y 580 SACK OP CURS hl C AA -K Or C LIRA NOTES 1 MINIMUM FINISH FLOOR ELEVATION IS 447 CO UTILITY CERTIFICATE Tht- plar oorr•atly r•pr•s•nt- M• r•qutr•d utility •a.•m•rns for this d•v•lopm•nt UTILITi' COMPANY DATe AUTHORIZED SIGNATURE LONE STAR GAS CO GENERAL TELCPHONE TEXAS LTIL ELEC CABLEVISION STATE OF TEXAS ;r COUNTY OF DALLAS ); Before me the unaer5i9ned a Notary Publ c In cnd for said County and State on +h 5 day persorally appeared uo' J E - *'hompsor known to me to be the person whose mane .a subscr bed to the foregoing Inatrumen+ and ackrowledgec to me that re executed -he same for the purpose and consideration therein expressed Given under my hcra and sealed of o` Chia .s the _ _.aay of ---------- A D 1996 - -- - - -- �o +an Public In and for the State of Texas STATE LF TEXAS ;( COUNTY OF DALLAS KNCW A MEN 5 - r-I=SE PRESENTS That I 5epenr Parnian or PCC ara accura'e surve of the land ' tre corner morur^en +e 5rcwr were properly placed .'der ^^ personal super ,/iaion .n accordance with the p,ctt -g rul and reCUuiO'lo^a of the C t of COpDe ' T axaa Sepehr Parniar Registered pr ofeas,onaf -Ord Surveyor '�io 3466 Consulting Engineers do he -ecy cert,fy 'ha• : prepared * „, 5 plat f' - ar act;.el c TA,TF O F T EXAS COUNTY 0” DALLAS Before rre the uraer51gred a "JO +pry °ub, n ara for said Count,' and State on t"s ra persora,ly appeared Sepehr Parn,on Known to me to be the person whose mare s subscribed to the foregoing inatrument and acknowledged to me that he executed the same for the purpose and conaideratfor therein expressed Given under my hand and sealed of office this la the of ---- - - - - -- A D 1996 > Notar Public r and for State o` Texas F'oodp;ain Development Permit Appoaatior iJO ------- - - - - -- I^as beer filed with the Glry °" Coppell Piooap air Adr or --- ------ - - - - -- '993 Ro W > r BE LINE ROAD FOOD PLAIN ADMINISTRATOR EI1 0 Q O 2 H Ir Q U Q � �°lQOJECT SITS � \'�F I I j RIVERCHASE DRIVE i NOW THEREFORE KNOW ALL MEN BY THESE PRESENTS THAT Johnny J E Thompson does hereby adopt this plot designating the herein above described property as RIVERVIEW ESTATES an addition to the City of Coppell Texas and does hereby dedicate to the public use forever the streets alleys and easements shown thereor The easements shown hereon are hereby reserved for purposes as indicated No buildings fences trees shrubs or other improvements or growths shall be constructed or placed upon over or across +he 'Utility Easements' as shown Said Utility Easements' being hereby reserved for the mutual use and accommodation of ail public utilities desiring to use or using same All and any public utility shall have the right +o remove and keep removed ali or any bw1dinga Fences trees shrubs or other Improvements or growths which may m any way endanger or nterfore with the construction maintenance or efficiency of its respective system on the 'Utility Easements' and aC public utilities 'shall at all times have the full right of ingress and egress to or from and upon the sold 'Utility Easements' for the purpose of constructing reconstructing i nspecting patrolling r arntain ng and adding to or removing from all or parts of Its respective system without the necessity at any time or procuring the permiss on of anyone WIneas my hand at Dallas Texas this the _ _ day of A D 1996 -- LEGEND U E - UTILITY EASEMENT PE - PEDESTRIAN EASEMENT T U I E - TU ELECTRIC EASEMENT DE - DRAINAGE EASEMENT MIN F F - MINIMUM FINISH FLOOR ELEVATION IRS - IRON ROD SET WITH YELLOW PLASTIC CAP I R F - IRON ROD FOUND B L - BUILDING LINE ® - 10x 10 TU ELECTRIC TRANSFORMER PAD EASEMENT STREET NAME CHANGE r� a _ ` ~a - ---- --- ----- Date 'The developer builder 5e'ier or aCUert shall irr'orm In writing each prospective buyer of suodivision lots or property located within 5peCICi flood hazard areas of th,s Site that such property 1s in Or identified flood hazard area and rhat all development must conform to •ne proves ors of the City of Coppell Floodpla r, Management Ord nance The wrer not shay be filed for record I n the County Deed of Reco -da and a copy of the rotice must accompany the application for deveiopmert permit' �iQB C�RTI�IC.LITS BEING A TRACT OF LAND IN THE W PERRY ABSTRACT NO 1152 IN DALLAS COUNTY "ERAS AND BEING A PART OF THE CALLED 250488 ACRE TRACT DESCRIBED IN A DEED FROM JEAN HUDNALL MARSH AND JOHN WESLEY HUDNALL III TO JOHNNY U E THOMPSON ADRIAN F MOOP.E AND STEVE KIMBREL DATED SEPTEMBER 13 1983 RECORDED IN VOLUME 83134 PAGE 2397 OF THE DEED RECORDS OF DALLAS COUNTY TEXAS (D R O C T) AND BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS COMMENCING AT A 112 INCH IRON ROD FOUND FOR A CORNER IN THE SOUTH RIGHT -OF -WAY LINE OF SANDY LAKE ROAD (A VARIABLE WIDTH ROW) SAID POINT ALSO BEING THE NORTHEAST CORNER OF SAID 250489 ACRE TRACT AND ALSO BEING THE NORTHWEST CORNER OF A CALLED 7 316 ACRE TRACT DESCRIBED TO FLOYD C 6 EARL K FARROW BY DEED RECORDED IN VOLUME 76'27 PAGE 2568 D R D C T THENCE S 12 E DEPARTING THE SOUTH RIGHT -OF -WAY LINE OF SAID SANDY LAKE ROAD AND WITH TH? COMMON LINE OF SAID 250488 ACRE TRACT AND 7 316 ACRE TRACT A DISTANCE OF 212 14 FEET TO A 1/2 INCH IRON ROD SET AT THE POINT OF BEGINNING THENCE S 1 2'5033 E WITH THE COMMON LINE= OF SAID 250488 ACRE TRACT AND 7 316 ACRE TRACT A DISTANCE OF 360 18 FEET TO A 1 /2 INCH IRON ROD FOUND FOR CORNER TI- ENCE S 02'4 W WITH THE COMMON LINE OF SAID 25 0488 ACRE TRACT AND 7 316 ARCS - RACT PASSING A 1 INCH IRON ROD FOUND AT 256 88 FEET IN ALL A DISTANCE OF 259 38 FEET TO A 1/2 INCH IRON ROD FOUND FOR CORNER IN THE NORTH LINE OF EAGLE POINT VILLAGE AT RIVERCHASE A PLATTED ADDITION TO THE CITY OF COPPEL TEXAS OUT OF THE DAVID MYERS SURVEY ASST NO 866 AND THE W PERRY SURVEY ASST NO 1152 AS RECORDED IN THE PLAT RECORDS OF DALLAS COUNTY TEXAS VOLUME 93055 PAGE 0043 - HENCE N 89'4700 W WITH THE COMMON LINE OF SAID 250488 ACRE T RACT AND SAID EAGLE POINT VILLAGE AT RIVERCHASE ADDITION A DISTANCE OF 136270 FEET TO A 1 /2 INCH IRON ROD FOUND FOR CORNER BEING THE SOU' - HWEST CORNER OF SAID 250488 ACRE TRACT AND ALSO BEING IN THE WEST LINE OF THE W PERRY SURVEY ABST NO 1 152 AND - HE EAST LINE OF T HE DAVID MYERS SURVEY ABST NO 866 HENCE N 00 43 05 W WITH THE COMMON LINE OF SAID 25 0488 ACRE 'RACY AND SAID EAGLE POINT VILLAGE AT RIVERCHASE A DISTANCE OF 649 44 FEET TO A 1/2 INCH IRON ROD SET FOR CORNER AND BEING THE BEGINNING OF A NON - TANGENT CURVE TO THE _EFT HAVING A RADIUS OF 40 00 FEET A CHORD BEARING OF S 45 15 03 E AND A CHORD DISTANCE OF 5611 F eel CONTINUI ^1G ALONG SAID NON - TANGENT CURVE TO THE LEFT THROUGH A CENTRAL ANGLE OF 89'0355 FOR AN ARC LENGTH OF 6218 FEET TO A 1 /2 INCH IRON ROD SET FOR CORivER THENCE S 89'47 00 E A DISTANCE OF 449 23 FEET TO A 1/2 INCH IRON RCD SET FOR CORNER - HENCE N 00'1300 E A DISTANCE OF 1 54 93 FEET TO A 1/2 INCH IRON ROD SET FOR CORNER THENCE N 44'56 44 W A DISTANCE OF 35 26 FEET 'O A 1/2 INCH IRON ROD SET FOR CORNER - HENCE N 000454 E A DISTANCE OF 2500 FEE'' TO A 1/2 INCH IRON RCD SET FOR CORNER IN THE SOUT RIGHT_OF -WAY LINE OF SAID SAr,DY LAKE ROAD THENCE S 89 5506 E ALONG THE SOUTH R,IGHT_OF -V1AY LINE OF SAID SAND` LAKE ROAD A DISTANCE OF 120 07 FEET TO A 1/2 INCH IRON ROD SET FOR CORNER IN THE SOUTH RiGt -OF -WAY LiNE OF SAID SANDY LAKE ROAD THENCE S 00'0454 W DEPARTING THE SOUTH RIGH -OF -WAY LINE OF SAID SAND` LAKE ROAD A DISTANCE OF 25 00 FEET 'r0 A 1/2 INCH IRON ROD SE'' FOR CORNER THENCE 5 45'0810 W A DISTANCE OF 35 51 FEET TO A 112 INCH IRON ROD SET FOR CORNER THENCE S 00".3 00 W A DISTANCE OF '54 93 FEET TO A 1/2 INCH IRON ROD SET FOR CORNER T�tiCE S 89 4700 E A DISTANCE GF 743 88 FEE- TO THE POINT OF E�GiNNING AND COtJTAIiJIt1G 841 938'000 SQUARE FEET OR 19 3282 ACRES O, LAND MORE OR LESS RECOMMENCED FOR APPROVAL CHAIRPERSON MARSHA TUNNELL Sate of Approval Plarring and Zoning Corrmi5s on C ty of Coppell Texas AFPRO ✓ED Af,D ACCEPTED -------------------- Mayor TOM MORTON 'y --------- - - - - -- 'y o' Coppell Texas Date or Approval T he urd era gnea the C +y Secretary of the City Of CO e1 T eKaS I - iereb certif r t Copp y e5 hat ne forego.ng Final Plat or River Ridge Adaitiar a subdiv or Addition to the Cit or Coppei( was sub^ tted to the City Counc I on the ____ day of 1 993 and the Counc,( by forrra; action then and there accepted e dedlcat -on of 5t - eels ar'ey5 parks ea58 -en" public p10ce5 Ora water and sewer Imes as shown and set forth in and n eon said Plat and sold Counc) further authorized the Mayor to ate the acceptance thereof by s,grInq h name as herein above subscr bed W moss my hard this do of , Y _________A D 99_ - -- - - - -- — — - -- — -- -- -- - - -- — Clty Secretary DOROTHY TIMMONS �(0)11 1 Z 7 G 7<-1 J �� A P L A N i Revised (' I r & Z N I r ot g �ZZ9Z 52 BEING A 1 9 3.282 ACRE ADDITION TO TAE CITY OF COPpE! TEXAS OUT 0;= THE �� BERRY SURVEY, ABSTRACT No 1152 THE FOLLOWIN VARIAN F� ARE REnrIFS7ED DALLA COUNTY TEXAS I NO ALLEYS BEHIND LOTS 9 thru 30 BLOCK A AS SHOWN HEREON OWNED B DEVELOPER B Y 2 NO A =_EY BEHIND LOT i BLOCK C AS SHOWN HEREON JOHNNY J. E. THOMPSON HUFFINES & PARTNER. INC. 1780 EAST BELTLINE 8222 DOUGLAS SUITE 660 COPPELL TEXAS 75019 DALLAS TEXAS 75225 1 526 -3000 CURRENT ZONING PLATTED AREA - 78 3282 AC TOTAL LOTS ■ 66 SURVEYOR PCC CONSULTING ENGINEERS, INC. 1120 EMPIRE CENTRAL PLACE SUITE 308 DALLAS TEXAS 75247 (2141 63C -5200 PREPARED BY CCA01F a i /on 1 120 EMPIRE CENTRAL PLACE • S' iTE 308 DALLAS TEXAS 75247 (2 1 4) 630 -5200 NOVEMBER 1 2 1996 1 100 SHEET 1 Or 1 RV -B2 /m 7relm1 y 1 MAILS U� -�--c= • . - - -- - - - - - -- - ' 1 � Vii. 1 � f' 17 ' /:• 11` 4 \. • ill• 1 N .� Ix � '\ ! • \. A %. ' >�� m Fork o n5 a 1 ~• CITY OF . -" ErF_;_ \, " ^ \ IIIra[in.. Mani n ! CARROLLTON n S,rrt 10Ar�_ 449\ • .1 \ i. ( - � i� It � 4 _ �f 1 . ) ',� ' r • ", I II }3 0 \ n I)l :N 1 0 N) I r, f r i�,.. i tilcr' „• Iqt ky u h / n II A� FS� ,• °• \ 1 nw 1ra 111! / SITE LOCATION /.. /' I i � P °\ � � r, (i,� � , n i• 1 .1 -. ,. f. 1- � ' l l f 1 1 III . r, ~- \ •� • � ' 1 � '' :j( ell /�� i' � „ - :. '' \.(' r , ' S \ . ": / \ I -K ti ON 1 1 CITY OF �i Palk / \rf f'l`';, COPPELL t, YI `� I '7 � j + �� r s . r 1�r {��l'f 1, }� � I \ \� �/ -. 4 gg n 1 OF , h•' ° `• '�.. =i i I CAFIROLL �healArS u .�.- •-� i 'zz =F� - == F_ 7 _ i � . , . _ � . _. ! I (680) X1 n% BELT LINE '1 Nlvrn • CAI ( I (1(111 I i(-'w' .101I .IYtI! 60( K) ..".7. - -.5- Y,ILl1MF lEp CONTOUR 1N1t =RVAI. If) 11 FI ft011ln UWFS Rtl•RI!;(tJI �� flgti C1tuul!.t!::: NA11ONAL GEOOEIIC Vrl ?lICAI- DAIUM Or (929 ROAD CLASSIFICATION CARROLLTON, TEX. NW/ 4 CARROLLTON I:i OUADPAN(;I_F N3252.5--W9652. 1959 pt-IOTOREVISEO 198 ..n i Ilcavy duty Liehl •duty Medium duty ... Unimproved dirt C ' ) Inlcrclate Route 0 U.S. Route 0 State Route DMA 6649 Iv N w- SERI @S a FIGURE 1 LOCATION MAP : ` DISK; EL 445.91, W •r• 2 v;l LEGE" , 4 t' tH �� #*tA i.a \a •-r ,' i �/ - .r./ tf + t., a 1 2. ♦1, 1 4411 f. \ a r / /i• 1 4 t 1 W I . a .t =_'111 1 r :, ` �`• l J ; a , / ' ; HS L �" 1 •a , J i ` * i r `^ 9366 NEW CROSS SE CTION (1 1 ► • I -.r ,� y >�,E9 ' 147.% rata, / Y ,,�,~ ,•al SE 99 AERIAL TOPOi • ` 1 4 � ,,? -s? ,f �a t i r' 5 ��'�d 100 YR. FLOODPLAIK EX CONDITIONS Y t" , t t` ,�� ` !Q ! '� �,•'f '' �� »`'1 r as l: •K' 1'r 4, f \ l �`� ` � ' f � � �� V" ,l FiS CROSS SECTIONS T / 1 / h r1 M r ^ t n •ta • 1 •a2.S t Jua, n s• 7 •t I r ♦t, '', �'1 ( . ❑ 9 1 I C , TP s ` 1 `\ , 1 \ / ! - • Y N' L mot. as a� TS -., � _>.' ,t r / 'T EF �• •- .- -�s�i� .,' EFFECTIVE FLOW LIMN //'�� • •'` '' a• ,• •1 -`• / t a ,� •ry ` 1 /�\ 4471 t r r • ' \ ` ` \ fC♦.,S ! 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' *, GENERAL NOTES: •+ 44'.0 S ' r �i 4 ' Y' 1 �\ 1 I 4M 4 1 PROPERTY OWNERSHIP FR ` \ :' b ;� • ` OMk DALLAS COUNTY ABSTRACT MAPS RIGHT-OF-WAY ST 1991. 1 ' + ` '• ! ' p . 4,~�� b r r .� .. 3 1 ) I ' - ,,';`. , a.. , ' , ~ ` ' ! ` ' t } ' • � � �� •`xL 1` i� V ��'�`:' � ( sa. +u • i{ aaa • ` r�.) 1 � ` . • • STUDY, AHHA,1993 i 4r r ♦ ` 444, \ oLP t • ,,�,! _ . .. - - 1 OL a ` ' /• < `\ f;1/ • i ; , s��.. • ' yj�'�4_' .., • ' 1 1 , , � t „ ,� ,�. ' T att 7 r \ t`�SlTE ELM FORK WATER TREATMENT PLANT, k Y ` `\ 4 r a'Y`' 4" t' "j #'' •t '' SLUDGE LAGOON IMPROVEMENTS, STUDY REPORT, OCT. 1993. s i. .+� =w -- "�— •+•• •ul+ '�-' '� ` -- " ` ' ... w r••. «... a •r war• •arw •r.. P + p ` \ •f•1 t 1 • 7 ALL PROPERTY LINES ARE APPROXIMATE. ,� , ' � /•. �' "�' � '-� ` .�. 4 ., 49 1 y ` a \ 1 1 l ♦ ,• • •.•• , a ''r,• \.•. •••, ••rar i -,... a4�• art �.. ••sr ! 1 '• l,\ ` `` 1� •-•.' t ♦ �� ', 3444 ± f 1 .I*_ __ � ' rs ,•�\ • / {i ' . f ffLU ` r . ....w _.__ r-- �.,,_ -� / i ' �•� � � . � p' . 2 ItMAPPM�G PREPARED BY, .� �. % 1 ! ^ � 1 ` \` _' , ' 1 R , s • . ' 1 r` t 41S . a , • S! _ M r r y t a+, 4 ` \ •, T -1• , .+ ♦ '� +`' ��► , INC. " 1 '"" �`` •� `~ 1 �'' �. [�y�P • ` ,, i � "r�-4✓ / -'"� , \ �+..•�- � 474'1 1 {� •r!<= ♦ ' ��. t \ • ` '.• t \ f 'I,.� +� `t` � r 1 \ •� t ` ti, a I � • �. MAPPING OPERATIONS CENTER GREENHORNE A O'MARA : r "• ^ `r' \ �. i ! i +1,3• `. w + ( i i 4"a .4tlerf trr \a..., a a / BRECKINRIOGE BLVD. SUITE 415 ' , • f . GA 30136 (404) 564 -9843 ' . 1 '• J T 30T5 � .• _ * t •"�'�'' �• ? DULUTH ; f - - � '• t . • � \2, �� ♦ ` � r _ r 111AnAA.... ! � 4 t ~ l x � a , � � ` - er r v s ` .• a ... ___ •`• a 1 - /Mif {'� , 1,., J ,� �S ''4 \ '� I ,t♦► Q� \mil .' � a! 1 t1 1 MAP oA TAt l, '.t +, ar k \ 4t!. -""•• RTP a. `II �4MA .1 y , •• .y `a.. ' I \ a b .M 'JF 3JFF� Y fl { t�►• IAL PHOTOGRAPHY OBTAINED �► "'` • L FROM 1 900 AER - _ \ �, «, y -••�.� _ r ( .`r , r • ' r '; .♦ COMPILED - ._ _ Tr 'a?• , 4444 � •`1 wl ► , � . � -• . �• \ N `,�c .� J i„ } 16_" c, A r CENTER `' ' ? ON. FEBRUARY 22 AND 23, 1991. - - , _ _ _ _ "i'� HORIZONTAL CONTROL BASED ON NGVD 1929. - ��. ` ,,.,,�, — -- -- -- ''"' .''; - - `• I p !� P ' •-;•.. •. � 1 •_44 •� ,. -.� �� " •� CONTROL BASED ON NAD 1927. fi ��;�' '''' `` � � I � � .•y''"% 4 - 'h P _ w�..L1At�i G. f�IOM 54N • � r. _ r ♦ VERTICAL W i A !1 91 .`� -f • r' / Y ,� �, • .. 1 4 • as ' 4 1, NM• ! • d T 4 ,'• • / , 1 �.// "- r. , ', 71M1A�l 'J , • - `.� r , I N .M•r M211 t' aj VL 1 ,' fi,, • • : +, MAP COMPLIES WITH NATIONAL MAP ACCURACY STDS. *� f , ,'-' <�� t' P . !� ' �`� `\'"• � ti r r ! 1 r �� .A ' � `�' , „ {." � . ( l l ♦ ` "• � 1 � r M� 1 • APPROXIMATE " l I / " �\ ' ♦� •Ji;�V l 1 ' .�►. ` �� s ~ a a ' \. +t f Ot: t A 4• 3 'ALL EXISTING UTILITIES SHOWN ARE APPROXIMATE ' I f►nrJ 4 i 'MAY• _ ` BASED ON ENGINEERING STUDIES AND CONSTRUCTION ,�_,_ - � � � � ` j ► � � r � S �. r ' PLANS BY OTHERS. TRINITY RIVER AUTHORITY \ - �,� �� '"� ` �'^u 1 �,�` !1' A� •4444» - _ a ` AND EXPLORER PIPELiN , ONLY SHOWN AT BELT LINE I , \ 1, !A4• • YJIy i �„�' irll'M.n .,r. 1,ir .•► t.aM r� •r ..4rww. ± 1 •f, ROAD. OTHER UTLITIES, SOUTH OF THE TRA SEWER 4 p it t C�'• 1 *' • N? 1f �. "\ T , \ / ` a ,r. 4444 .• • •'q' t,r s , Z. I> • t t � y,�r 11 z a4w . ♦, I a , f .�l Kt • Ze ♦ i l • t e 1 •T • �'�`,; � � I' � � � �.� 'S•+.• + N � �' • , art / �,,, �' r 4.5. 1 ♦•n ►, a \ a' \� >, � I. t . A +� i � � R2 r T," ► 'Y 1 � PARALLEL TO THE RAILROAD INCLUDE, BUT MAY NOT BE _ •. _ # LIMITED TOt / ."`-, - tx '''°' r , .. ! i' :. ,�. ;.' �c..: .. .; �, _ .'.+.1 L t, 1 • t 414 1 ..� + • ! ; . i t . r'1 1 t4 &4 .. 1 ' • i'' j• 413, •I"` , d t , S`' • • L r � i ►��• , a G 1' ' t w, 4LS UIS SPRINT FIBER OPTIC CABLE • X413 Y• . . r t : �`- `" - �`• � �{ - • lr� . 1 ..r. a C r ._ .r. - , + a r \ ` r{ j `�`•a 1. J M j I ;� ` • + 'l p 1 } + ` t 1 + J 0 TEXAS POWER AND LIGHT COMPANY � a� a `� r 1 «_ �`: • , . 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N , � - »_..."'a a *7 t•,M: J ,• •„i.� a � i.+ ,iG•• _ +.'�� , t/' � ^ `, � • 'r4r •,� `'• t 1 !I Al - file IQ •�Y J i '►„ -' 1 f:' � t ; 1 v � ? 1 • ,/- 4 /� ~l•� •, a J.,:., f /s• a _ \ + / !il t t NJ.L Fal« 1 j �•�•Q t' .�' \ 'foi t � r t "` �+ , ,�:a \ a . 1 ' ' ' •1• \ t S i - .. FLOODWAY LIMITS r MA «�,i r r 1 '« • # �► GENERAL NOTES, ' «. ! "b j,�, :cdt i 1 1` r - r.,r :cl , • ..+;� tt 1 PROPERTY OWNERSHIP FROM: ~'+ ---_•" „!. ,�,, ;t ` ' ' r Y / �G � DALLAS COUNTY ABSTRACT MAPS, 1991. ~ ''�� /L�4 f••1 i f 4,r a ! / a , d+.� a +: + `� _ ,7J.. • •w`a... • / �'....+... • 3 �•� ' 1 • 't Jw . - • / RIGHT -OF -WAY STUDY, AHHA 1993 r.� t!' '�' . s ELM FORK WATER TREATMENT PLANT. t r �; �� i ;..r i ` 1, ' ROAD AL1 SLUDGE LAGOON IMPROVEMENTS, STUDY REPORT, OCT. 1993. ,' t �" ( = L �'h""; IY =""' �["" �""""�""' "' '� '•- � -- -- 9 t ` ALL PROPERTY LINES ARE APPROXIMATE. ,-• , _• \ i '� 1 K, � - j w•r ,tw JM �. •••M ..+ ytlh r •w w •`' .d. •ar• w• w _ \ '' a\ \, �.-` �.• 7 ..�`"�+..�_�..�.�- .-..._ +Nf t s �. 1 :, t (/ J ••- •'`"► AV �L R1 • i � ,; >� \ t , t 2 MAPPING PREPARED BYi >1~ . � �,� � �►i -a `� GREENHORNS O'MARA, INC. - �. '� � � t t � .r. s t ,, •'1: •'�` +3� e, ' ` r � - 1 t ... , • ^' . ^' +1 ��,' -tir� %. +? .`•• , ( 1/� S, • 1 ( R \� {. t 1 f t a 1 ' t :1 +tt l I • ` , • r a ` MAPPING OPERATIONS CENTER =-"'� .•_-.w tl �., �a- �, �� R - l./,i '\ '\ ._.. � { .� R�'..s 1 4 -h ' � f:1�h • L 1 w �i S •.. •' 4 � Iil•11 - ' 3075 BRECKINRIDGE BLVD. SUiTE 415 / .• . \ `� 't ''' ,� ` `' ` /Fi.l ac,l� !•7t, J 7* � '� `` ' J • ` , r a • • r•✓ 'T, • J •rr• ,.••j ."aJ ^ r+,� t t pP ,: ; �! n 1 DULUTH GA. 30136 (404) 564 _ ' . . •< swa. Inlr � ..1. �� wr o�.....� J ` •� 1 • _ i •a1.` i S � - / �,• ` l7 • t •R y F ,,. a - !, iI�] .,'R'' d' �'t•`►L -..l l../ •t `` l a 'a' 1 i i i . !i 1 '�� , ,.� •i 1 i•�"/ ,p, MAP DATA: , COMPILED FROM 1' =800' AERIAL PHOTOGRAPHY OBTAINED �� t "' b •'�'�- E ir �.. .,f `t, t!x. - --•-.. .n. •�`� s � r' t / � a „ ��a� i # � G�P•t !'F} r R i ` ti.. +w+ Y AND 23 1991. -- _ - . - _ _ _ �% t<! s • `� ` _ 4 # 22 i- :� :.. ,,. :, - "``` y , •�f _� ON FEBRUARY ' HORIZONTAL CONTROL BASED ON NAD 1983. '*� �- w ,... ••_. "' " �' °" ,,..�'�'� 1,. M G. Th0 a ► _� / � >1f \ r r • { � , - � �? .. .� 1 1 s"1' LIA MPSON ► 1 y, �` i �,,, VERTICAL CONTROL BASED ON NAD 1927. •- - a t • �.' I '� tT �, MAP COMPLIES WITH NATIONAL MAP ACCURACY STDS. •� `~ '« �.,� �' \ `'� �r 1.�/s/ 1 \ '� 1 _ z- - - -�,. f r � 1' j + f ; a714• t 1 - J a • r . �s.a . _ �, � lw , a .. , _. � «`� rf �v. XiM '`- `:' ' � �,,; L y ' ,.� � 1 1 . �J� _ � '•' � J � J _ , .-.�.. 3 ALL EXISTING UTILITIES SHOWN ARE APPRO - \:. 'tl :µre ~ 7 y \ 1 1 /'�` � ` r �' n C � ,� tx * •/• 1' ,�• ! � { � � � • + �+• , f ', � i ,, + • • I. i r � (l - • `, ' BASED ON ENGINEERING STUDIES AND CONSTRUCTION ,,..__ � � � � .�, ,,•.+ �,,� .__ �, 1 ,� �' _'� { I f . PLANS BY OTHERS. TRINITY RI AUTHORITY VER - t CIS t.:' _ .�X- .•� ... ,r„ ,tr, ,r..w•t1+r •w••.i.,t. $ 9Q +5 4z, , P ' i � T 1 � < � � � I M , 4t - . • a. �► AND EXPLORER PiPEL INE. ONLY SHOWN AT BELT LIVE ;� �, _ •' a. ,.,. .... a...... a............ �► ;� • , ROAD. OTHER UTLITIES SOUTH OF THE TRA SEWER c, •• a J a' "'�`: ``• t "` • ` - ! � 'a 1' } T 1 art i J•Cj,j �,• • 1. M1i ss1 `o PARALLEL TO THE RAILROAD INCLUDE, BUT MAY NOT BE ,i ✓ _ t p,fl��, - Y F k r LIMITED TOa l ' t •z.' r .._� a�a. _ v /�'`;,i::z. �'' I.t► '•, s ,� « i •� • z� U.S. SPRINT FIBER OPTIC CABLE / ••� ^ w. •y „�• r� P rte• ,t.,w wr, ar. , ,[I - r �# ti•• •w+ 4 7t , • , r + , 1 w • , t 1 , , ! d ' '- 4 tC LONE STAR GAS MAIN - s► wr TEXAS POWER AND LIGHT COMPANY ALL U r r•s ,� � {, �';�� 11• _r \ ` . �\ � % •sT -f ;' •k �''� ','.- t °` • �. � , a. � fir }. ra� .•l+"'"` , t •w , TILITY COMPANIES SHOULD BE CONTACTED t r 11ff 1 - , • '' 3 r ' ' + L + t - rr !n, + ` - „i,, � +�,� ./. q3.7 JOS��H �� i *+• ' � y � ' • � ` ,� PRIOR TO EXCAVATION IN THIS AREA. ; 4! Q r ki ' y` , ; i f• ! }7 f,1 COT S - \ R C"� C 17 .- • ► ,, A t. ` � .•• 1 } Ex ft •JRR' �"� L�.F • • M .� ' fK.* a: x J + a II THE DIMENSIONS ON THIS DRAWING ` "-�- 1 " ?' ri! •J � � � ', '_� �_ "' "' Y , 1 «..., ° ' �. t �•, • • � „ 1 , r """�•ff y•, , ; i RiCMi ALLEN' 3) 0 1-0 ARE TO BE USED AS DESIGN GUIDELINES ONLY. FIELD a to '`� 4. CAUT ,r,�,�• �•. t '•.r x.r.�+ .•� ►,� .� .. M� `° PRIt1R TO . T •, t .'� CONDITIONS MAY DICTATE CHANGES TO THE INDICATED •°,�i .0 • V IA wl.a, < M r1; . • ' �,� �. • a : { ' DIMENSIONS. BRIDGE HYDRAULICS SHOULD BE CHECKED BOTH AFTER CONSTRUCTION DOCUMENTS ARE COMPLETE "`'• AND FOR THE 'AS- BUiLT' CONDITION. ' + r • ..r+rR•iY+M' � t1�,Q •1 1 ms s ^ ' , . )��. , J �Y � i �C ri r „' "! C �y ` • • . E • i r II ' • ► ,..• `� t,1r 0 , •..t -,`t • ( t �r tot I . '•' *, • •MM, '';• I ` 1 . j 1 1 i / It'• ' ' �, w, a '' - ' • t t 1 re k ` • 4N,Q `�•. i • W /ii +i _�a . t ',tA! /,tn .�rK.. ' IF X' '' 1 / a ' iy [ , t • y s ' a ~� r } t 22 +� . t S ♦ . s a. 1 ` t� •- h ' j lr�`r i � ` � 4 i► • IM+ , L � 'R �r' + s• + a a ' • ' MrAw efflA - Ir i r = 1 • i p' `•�, t ./' 1 f • „ • ' t , ' '�+ y4 \p , L •M� •,y'„ w '� ' - at ' • yF # .t• A 4i ri 1 .'r • r • ` P } •ir •• ' y � + � •t w t x,46„ t• t �. .1 k, F� - ` •" i t • 1!' •;t -� ^' t' • t t • w i ' �r'4ry - -.-_ .- -- `--- -'• - - -- - - - -- -- - • .�, Ir , , ii /I ` ,T '�. ' . �`". 1 t • 1, = t 1 .y , • .�✓ , • ,1 �i , SY' t+ ' \ .+, +.,, , tRl , •. ` . , . , • X11' < 4 1. �r to O� 0 U CP U) tL W 0- 4 Q_ d V• O W i W W Q a_ _ rn a� v v N F u 7 rz . ..� Section 68450.00 480.00 ).00 470 .00 ■�i�ii■�iN�iNN�lw�i■ ■� Samo HIM ■■ ■ N ■■NN - - - - - - - - - / WIN ■■■ ■ ■ uNN - - -- - - - - N ■/■N ■N ■ ■ N■N■ ■ ■NN N ■NNN■N ■N ___ NN ■■/ /■■ ■ //NN ■NNN 1 ■■ NN ■N ■N N ■N ■�■N. Nh■N - A NN ■N■NNN ==am ■■■■ iii ■ N■■p� NNN■N ■N/■■■ ■NN■ ■■ ■N■■ ■■■ ■■ ■ ■ / ■N ■Iiii■ ■NNN■N■wN ■NIIN ■�N / � A NN ■NN ■ ■ ■/■ ■ ■N ■ /N • • • ■NN ■■■ ■ ■ ■NN■N /NN ■ ■N /N ■■ ■NN NNN■■ N■■ ■NNN■N ■■�■N ■ ■ ■ ■ ■ ■ ■ ■N ■ ■N ■■■ ■ ■ ■ ■■N■■■■ ■N ■•NNI■■N ■ N■ ■N ■N ■ ■N ■N■ w/N ■ ■ ■ ■ ■w ■NN N ■N ■■■NN■ ■■ 1 ■■■ ■NN ■ ■■N ■NN N■■■ ■ ■ ■N ■N ■ ■ ■N■ ■NNN /■■■■■■■■■ ■ ■■■ on N wN■ ■■■ ■ ■N N■ ■■N■ N ■N■ N ■ ■NN N NHNNN IN■ ■■ ■N N■ N ■ ■ ■Nw■ N ■/N ■/ ■NNN■ ■■ /0 Sam ■NNN nm■NN ■N / /N N■■ ■N /N N■N ■■/ ■NN /N /N ■N ■N ■■■■N■ N■NN■N ■w■■■iiiiN■ii■�ii■�i■■ /■■■ ■ ■ ■NN■ ■NN N n■�i■N�N■■i■i/Nw ■N ■ ■ ■■N ■N ■N ■ ■■■ � ■■ ■N ■ =N�i■/iiii■ ■Ni.��■■NN NN ■ 440. ■■■ ■NN■ ■ ■NN■ ■N /■■■ NNNNN N N/■N/ ■/■ oiling ■ ■N ■ ■N ■NN ■■■NwA`N ■w ■/■ ■NNNN■ N ■I I■N■■■■ ■ ■■■NNN ■■ ■■■■ /NN ■N ■ ■ /N ■N'N ■■�N�N�N ■N ■ /NNN■ ■■■ NN ■N ■NN ■N■N ■NN ■ ■ ■■ ■uNNN■ _ . .. ■N ■NNN NNNNNN NN■■■ ■ ■ //■■/■N ■N ■ ■N ■■■■ ■■■NN ■NN ■■■�NN NN ■N■ NNNN�NN■ NN■N ■ ■\ ■�� • • • mu ms - ■N ■■N■ ■N■■� NN■NN■ was ■ - mm� ■NN ■NNM•N ■ ■■ ■ ■ ■ ■ ■N ■■■ NN H NN�/■I ■ ■■■ M %i N ■ ■N N ■N ■■ ■ ■ ■NN ■ ■Nn ■■ M� NMN■ ■w ■�I ■N■NNI�■ NNN ■ ■N■1 ■NI��I•■■■iwNNN / ■N ■N ■ ■N■ ■ /N� �� ■ ■■ ■ ■ wN■M ■NNNNNNNN■NN■ I ■M■ Ni /N was ■ ■■■ ■ ■■/■■N■■ ■■NN ■N ■■■■■■■■■■ K �m I�NNN■ :N■IIN■ N ■■NNN ■a wN ■N /N■NNNN ■NM�■N ■N■� ■ ■■ ■N ■NI ■N ■ ■ ■N/ NNN / ■N ■N / ■NN ■ ■/■ ■■N an ■ / ■■ ■HN ■NN MN� ■NN■■■N ■NN■■w■ ■M ■A'■■I■N■■■ ■NNN■w■ 4 ■N■■ a N ■N ■/NN ■NNN ■ ■qN ■ ■ ■■ /N ■ ■M/��N ■ ■■ . .. ■■ N:N ■ N ■ N■■■N■ an ■ N�■■■■wo ■N ■N■■■ ■■■■■■ / ■ ■ NNN■ ■N ��. ■NNNq ■■ ■ww■■NN■■■N■ 1 ■/11■■ ■ ■ N ■ ■NN� ■ ■N ■ ■.■ ■N ■ on ■■■■M■N■ N■■N ■wl■N ■■■w■nNN■N N ■...■p■ ■N ■■ ■ ■NN ■■ N ■N�■q ■■■ ■■ ■NNN' ■■ go ■N■■N ■N ■■ Ems NNNNN wasommusse N ■ ■■■ ■ ■u ■NNNq■ ■N ■NN N `�■ ■ ■N ■NNI I i mesa on i■■NN ■N IN■11 NN . .. N■■■■■N■ ■N■ ■NN■N■■NN oil milli IN I i iw""i/ ■ ■I■ ■ ■11■NN■ ■ ■N■ ■ ii� ■ Q ■ I N�p ■ / ■ NN■■ ■ ■NNN ■M■N ■ ■N ■■ � �� ■N ■N ■ ■■/■ /N q ■N ■ ■N Nw ■ ■N■■1!■ ■■ �1■■■ ■■■A N■� ■NN■N■■ ■N ■N N N ■/■ NN ■■ ■■■ ■NN■■■ om� ■NN ■ ■ ■NNN■N■N ■ ■■■N■ AN ■N ■N � ■N■ ■ ■NNNN�■ ■ ■NN. ■N■■NNNN■ ■ ■ ■N�■ ■NNN■■ ■NN ■NN ■ ■ ■■ NNNNN ■N/NI■■ ■ ■ ■ ■■/ ■N ■/■ NN / /NM ■ ■■■■MILAN ■/■NN/N/N ■NIA/■ ■■ ■■■ ■■■ ■NN ■/� N ■ ■N■:/� . .. ■ � M ■/■1■ ■ ■■ NN ■■/■N■■'N ■1f ►AtN■ ■■11■■■N ■ NN■■■ ■1 �■■■ ■N ■N■■ memo .. ■ ■N■/■ ■�N ■Nq ■ ■■N ■N ■ ■■ ■ 3800.00 4000.00 4400.00 4800.00 5200.00 Section 68450.00 480.00 ).00 470 .00 4150.00 Section 92680.00 ■�i�ii■�iN�iNN�lw�i■ ■� ■ ■■ ■ ■ ■ ■■ ■NNaas - - - - - - - - - / WIN ■■■ ■ ■ - - - -- - - - - N ■/■N ■N ■ ■ N■N■ ■ ■NN N ■NNN■N ■N ___ __ nsommumm N N 1 ■N■ ■N ■■N■■NIN■NM 'Now N ■N ■�■N. Nh■N - A NN ■N■NNN ==am ■■■■ iii ■ N■■p� ■ / ■, ■■ ■N■■ ■■■ ■■ ■ ■ / ■N ■Iiii■ ■NNN■N■wN ■NIIN • • • ■N / ■w■NN�7�/■ • • • ■q� N�■ /■■N ■ ■NN NNN■■ N■■ ■NNN■N ■■�■N ■ ■ ■ ■ ■ ■ ■ ■N ■ ■N ■■■ ■ ■ ■ ■■N■■■■ ■N ■•NNI■■N ■ N■ ■N■N ■ ■ ■ N'N NNN ■NN■ ■NN■N ■ ■N ■ ■N ■■■■NYN■w N ■N ■ /N ■ ■ ■N ■ ■N ■ ■■■N ■■■ 1 ■■■ ■NN ■N■ ■ ■■N■ ■■N ■NN ■ ■■q w■N■■ ■ ■y /■■■■■■■■■ on N wN■ ■■■ ■ ■N N■ ■■N■ N ■N■ N ■ ■NN N NHNNN IN■ ■■ ■N ■N■ N ■ ■ ■Nw■ ■■ ■N■NN ■q ■■■ ■■■ ■M■ ■■ /0 Sam o nm■NN ■N / /N ■■■■ ■■N ■'M Np� N■N �0 N■NN■N ■w■■■iiiiN■ii■�ii■�i■■ ■■ ■NNN■ NNN■■ ■ ■NN■ ■NN N ■ ■■■■ ■N ■ ■ ■■N ■N ■N ■ ■■■ � ■■ ■N ■ ■ ■Nw■ ■Ni.��■■NN NN ■ 440. ■■■ ■■ ■ ■NN■ ■N ■■■■ NNNN■ N ■ oiling ■ ■N ■NN ■■■NwA`N v ■■ N■! ■ ■■ ■■ N ■I I■N■■■■ ■ ■N ■■ ■■■■ M ■ wN ■N■N■■� 111■M■■ ■ ■�N■ ■■�N�N�N ■N N.E■ ■■■ NN ■N ■NN ■ ■ ■ ■■ ■uNNN■ l �►. N■N ■■N ■1■I ■■ �� NN■ ■■ • w�■■w■■■ ■w� ■■ �■a■ ■■■ ■NI/■■NwN■ ■q ■N ■NNN NN■N ■ ■\ ■�� • • • mu ms - ■■■/■■■■■ ■N■■■■/■■g NN■NN■ was ■ - mm� ■NN ■NNM•N ■ ■■ ■ ■ ■ ■ ■N ■■■ /■ H N■NN ■NNN ■ ■N M %i N ■ ■NN ■ ■N■■al■ N ■N ■■ ■ ■ ■NN h ■ ■■ M� NMN■ ■w ■�I ■N■NNI�■ NNN ■ ■N■1 ■NI��I•■■■iwNNN / ■N ■N ■ ■N■ ■ /N� �� ■ ■■ ■ ■ ■ ■N I ■M■ Ni /N was �a� ■N ■■■■■■■■■■ K �m I�NNN■ :N■IIN■ ■a 1 N�■� ■N■� ■ ■ ■ ■N ■NI ■N ■ ■ ■N/ ■N■ ■NNN N ■■ ■ N � an N ■NN 001 ■�•■■ MN� ■N■■NNN ■NN■■w■ ■M ■A'■■I■N■■■ 4 ■N■■ a N ■ ■N N ■■■ ■ ■ ■qN ■ ■■ H■N■■■NNr,N■N an ■ N�■■■■wo ■N ■N■■■ ■■■■■■ = ■ ■ NNN■ � ■NNNq ■ ■■■■■■ ■ww■■NN■■■N■ ■ ■N ■/11■■ ■ ■ N ■ ■NN� ■ ■N ■ ■.■ ■ ■ on :: N■■N ■wl■N ■■■w■nNN■N N ■...■p■ ■N ■■ ossonap•Nos\■mo ■ ■ ■N ■N�■q ■■■ ■■ ■NNN' ■■ H ■N■■N ■N ■■ NNNNN wasommusse N ■ ■■■ ■ ■u ■NNNq■ N ■ ■ .: / ■ w■ ■N u N ■■■■■■■■ ■ ■ NNN■■ ■ ■ ■N■■■ ■N■ • •• oil milli IN I i iw""i/ ■NN ■■ ■ /■■■■N ■ ii� ■■ Q ■ ■ ■ ■N.■ I N�p ■ / • • • NN■■ ■ ■NNN ■M■N ■ ■N ■■ � �� ■N ■N ■ ■■■■■/■■w■ q 68.0 .. 7200 .. 7800 6000 .. 6000 .. 6600 .. 9200 .. 4150.00 Section 92680.00 Section 93890.00 ).00 Section 89230.00 480.00 N �i■ N MEN i ■ ■ ■N:: 450.00 1 440.00 430.00 420.00 t 410 . 00 8400.00 8800 00 9200 00 9600.00 Section 91050.00 470.00 ■�i�ii■�iN�iNN�lw�i■ ■� ■ ■■ ■ ■ ■ ■■ ■NNaas 1001 / ■■■ ■ N■11■ ■ ■a IIN �IIN■ ■N ■ /N ■■■■ N ■/■N ■N ■ ■ N■N■ ■ ■NN N ■NNN■N ■N No nsommumm /■■■■■■■ ■I 1 ■N ■■N■■NIN■NM 'Now iir�ii ■N ■�■N. N■N ■N■NNN ■NNN■■ ■NN■ iii ■ ■ ■ N■■p� ■ / ■, ■■ ■N■■ ■■■ NN ■ ■ l�i�il�ii ■Iiii■ • • • ■NIIN • • • ■N / ■w■NN�7�/■ ■N ■q� ■NnN � ■ ■N ■ ■NN ■N■■ ■■ ■■�■N N■ ■ ■N■NNNp • ��MM ■■NNSr/!•N ■N ■N ■•NNI■■N ■ ■N■N ■ ■ ■N 4 80.00 ■ / ��N■NN■NN��N■1 1 ■�N� N■ ■ ■■q w■N■■ ■ ■y /■■■■■■■■■ on N wN■ ■■■ ■ ■N N■ ■■N■ ■■ ■N■ N ■ ■NN N NHNNN IN■ ■■ ■N ■N■ N ■ ■ ■Nw■ ■■ ■N■NN ■q ■■■ ■■■ ■M■ ■■ /0 Sam o nm■NN ■N / /N ■N■a ■■N ■'M Np� N■N �0 N■NN■N ■ ■ ■■ I ■■ ■NNN■ NNN■■ ■ ■NN■ ■NN N ■ ■■■■ ■N ■ ■ ■■N ■N ■N ■ ■■■ � ■■ ■N ■ ■ ■Nw■ ■Ni.��■■NN NN ■ ■ ■ ■■■ ■■ ■ ■NN■ ■N ■■■■ NNNN■ N M.NN 101111 v ■■ N■! ■ ■■ ■■ ■N ■■ ■N ■■ ■■■■ ■ ■N ■ N ■■ ■■■■■■■■■■ N.E■ ■■■ NN ■N ■NN ■ ■ ■ ■■ ■uNNN■ l NN ■ ■N ■■ �� NN■ ■■ N ■w� ■■ �Nq ■q ■N ■NNN NN■N ■ ■\ ■�� • • • mu ms - ■■■/■■■■■ ■N■■■■/■■g NN■NN■ was ■ N ■ ■ / ■NN ■N ■ ■N ■ ■■ ■ ■ ■ ■ ■N ■■■ /■ H N■NN ■NNN ■ ■N ■ ■ ■ ■NN ■ ■N■■al■ N ■N ■■ ■ ■ ■NN h ■ ■■ M� tNN ■�I ■ ■/■ ■NNN��N� t■■ ■■ ■ ■N ■ ■ ■■ ■ /N� �� ■■ : am km Ni /N NN �a� ■N ■■■■■■■■■■ K �m I�NNN■ .. ■a 1 N�■� ■N■� ■� /■■ ■N■ ■NNN ■ ■■■ ■N N N N ■�•■■ ■N■■NNN N ■ ■ �1�� ■N ■7■■ ■ ■N■■ ■N■■ a N ■ ■N N ■■■ ■ ■ ■qN ■ ■■ H■N■■■NNr,N■N NN■■■■■■ ■■ ■■■■■ ■N ■N ■N■■■ N = ■ ■ NNN■ ■NNNq ■ ■q �2 ■ ■N ■N ■ ■ ■N■■. ■ ■N ■ ■.■ ■ ■ ■ ■IN■N■N■■ : :: ■ ■■ N ■...■p■ ■N ■ ossonap•Nos\■mo ■ ■ ■N ■N�■q ■■■ ■■ ■NNN' ■■ H ■N■■N ■N ■■ NNNNN wasommusse N ■ ■■■ ■ ■u ■NNNq■ ■ ■ ■ ■NN / ■ N■NN■■■ u N ■■■■■■■■ ■ ■ ■ ■NNNNNN ■N■■■ ■N■ • •• no i iw""i/ ■NN ■ ■■ ■ ii� Q ■ ■ ■ ■N.■ I N�p / i 7500 00 8000 00 8400 00 8800 00 9200 00 Section 93890.00 ).00 Section 89230.00 480.00 N �i■ N MEN i ■ ■ ■N:: 450.00 1 440.00 430.00 420.00 t 410 . 00 8400.00 8800 00 9200 00 9600.00 Section 91050.00 470.00 1 470.00 1 460.00 1 450.00 1 440.00 --+ , a , 11 u _4_ 410.00 7600.00 8000 00 8400 00 8800.00 9200.00 Section 93660.00 .430 fit 88 00..00 7200 00 7800.00 8000.00 8400.00 8800.00 9200.00 9800.00 1 450.00 1 440 00 1 430.00 420.00 4400.00 4800.00 5200.00 5600 00 8000.00 6400 00 8800 00 7200.00 Section 97710.00 Section 93710.00 LEGEND: - - - - EXISTING PROPOSED DOTES: �N 1. SOLID LINE CODE UTUX!ED WHERE EXISTING GRADE a PROPOSED GRADE. 2. NON- EFFECTIVE FLOW AREAS NOT SHOWN. 3. SEE PMURE 8 FOR BRIDGE SECTION. Section 92050.00 4so.oe ■�i�ii■�iN�iNN�lw�i■ ■� ■ri■�i■■ ■w ■■■N ■ ■� ■NN■■N ■ ■ ■■NN■ ■ ■N■N ■N ■NN NNNNN ■ ■ ■ ■Nq ■N ■■■NN NNNq ■■ ■ ■■ ■NN■■ ■N N■N ■N■NNN ■NNN■■ ■NN■ / ■■/■ ■ ■ ■ N■■p� ■ / ■, ■■ ■N■■ ■■■ NN ■ ■ ■ ■■■ N ■NN ■■■ • • • N ■■■N■� ■ ■N ■N■■ M� ■■�■N ■N■■■■■N■■N■■N ■ ■N■NNNp ■ ■N�N/■ 4 80.00 ■ / q�■ ■■N■�■ ■�N� ■N ■ ■■q w■N■■ ■ ■y /■■■■■■■■■ ■N ■■■■■■■■■■■ wN■ ■■■ ■ ■N N■ ■■N■ ■■ ■N■ ■■N=N N Nw■■■■ IN■ ■■ ■N ■N■ 1•N■■■■/N ■q ■�■ ■N ■■ /0 Sam o nm■NN ■N / /N ■N■a ■■N ■'M Np� N■N �0 ■NNN ■ ■ ■■ I ■■ ■NNN■ NNN■■ ■ ■NN■ ■■■wN N ■ ■ ■ ■ ■ ■■■N ■■■ ■!1/1N NNN ■ ■■■ � ■■ ■N ■ ■ ■Nw■ ■Ni.��■■NN NN ■ ■ ■ ■■■ ■■ ■ ■NN■ ■N ■■■■ NNNN■ N M.NN 101111 v ■■ N■! ■ ■■ ■■ ■N ■■ ■N ■■ ■■■■ ■ ■N ■ N ■■ ■■■■■■■■■■ N.E■ ■■■ NN ■N ■NN ■ ■ ■ ■■ ■uNNN■ l NN ■ ■N ■■ �� NN■ ■■ N ■w� ■■ �Nq ■q ■N ■NNN NN■N ■ ■\ ■�� • • • ■■■/■■■■■ ■N■■■■/■■g NN■NN■ was ■ N ■ ■ / ■NN ■N ■ ■N ■ ■■ ■ ■ ■ ■ ■N ■■■ /■ H N■NN ■NNN ■ ■N ■ ■ ■ ■NN ■ ■N■■al■ N ■N ■■ ■ ■ ■NN h ■ ■■ M� N N ■ ■/■ ■NNN��N� �j ■N NN� ■■ ■ ■ ■ /N� am km Ni /N NN km ■N ■■■■■■■■■■ K �m I�NNN■ .. ■a ■■■■■■■■■■ N�■� /■■ /■■ ■NNN ■ ■■■ ■N ■ � ■■■N■■■NNN■N N ■ ■ �1�� ■N ■7■■ ■ ■N■■ ■N■■ ■■ ■ ■ ■qN ■ ■■ H■N■■■NNr,N■N M��■ N = ■ ■ NNN■ ■NNNq ■ ■q ■ ■■ ■ ■N ■N ■ ■ ■ ■■■ ■ ■N ■ ■/■■ ■■■ / ■ ■ ■ ■IN■N■N■■ NN■ ■ ■ ■N ■N�■q ■■■ ■■ ■NNN' / H ■N ■N ■■ NNNNN N ■ ■■■ ■ ■u ■NNNq■ ■ ■ ■ ■NN / ■ N■NN■■■ u N ■■■■■■■■ ■ ■ ■ ■NNNNNN ■N■■■ ■N■ i/ w ■■■■n 41 0 . 00 I■ N■NN/■■ ■NN ■ ■■ N N E ■■ ■ ■ ■ ■N.■ I N�p / ■N ■■ ■NMM■ ■ ■NNN ■■ � �� ■N ■N ■ ■■■■■/■■w■ ■NN _.. .. 6000 .. 8400 .. 8800 .. ■ ■N ■ ■N■■1!■ ■■ �1■■■ ■■■A ■NN■N■■ ■N ■N ■ ■u■N■�l%H■ ■/■ NN ■■ ■■■ ■NN■■■ ■NN ■ ■ ■NNN■N■N ■■SJNNN ■� NNN �NM ■N ■N ■N■ ■ ■NNNN�■ ■N■/ ■ ■ ■N�■ ■NNN■■ ■ ■ ■■ ■■HNNNNNN ■ ■�Ii■■■NNN■ ■ ■■■■MILAN Ma■ w ■ ■ ■■■ ■■■ ■NN 1 1 /MN ■N■■ ■■/■N■■'N ■1f ►AtN■ ■■11■■■N ■Nlf■IIM /�N ■ ■N ■■ memo ■�N ■Nq ■■N ■N ■ ■■ ■ ■N ■■� �� r ■ M■ =o H■■■■NN ■N■ N■ N■Nw ■■■■ ■N ■NN ■Ni■■ ■qN■ ■N NNNNNM■■ N M ■ ■ �■■N��■ ■�N■■ ■N / ■■■■�NII�N p■■ N■ .. MIUMU ■■NNN■■ ■ ■ ■■�� ■a Sa m p�u�s■■■■■ u■■■■■N■■NNi■■■■� M■N :I■;II■MNN■N'■N■ MZ 71 500 .. 8000 8400 8800 0200 1 470.00 1 460.00 1 450.00 1 440.00 --+ , a , 11 u _4_ 410.00 7600.00 8000 00 8400 00 8800.00 9200.00 Section 93660.00 .430 fit 88 00..00 7200 00 7800.00 8000.00 8400.00 8800.00 9200.00 9800.00 1 450.00 1 440 00 1 430.00 420.00 4400.00 4800.00 5200.00 5600 00 8000.00 6400 00 8800 00 7200.00 Section 97710.00 Section 93710.00 LEGEND: - - - - EXISTING PROPOSED DOTES: �N 1. SOLID LINE CODE UTUX!ED WHERE EXISTING GRADE a PROPOSED GRADE. 2. NON- EFFECTIVE FLOW AREAS NOT SHOWN. 3. SEE PMURE 8 FOR BRIDGE SECTION. Section 92050.00 4so.oe Section 93840.00 12887\HOH\FEMA\FZ99EC . MPG Tu• May 24 14: 28: 16 1994 1 460.00 1 450.00 1 440.00 0.00 1 460.00 1 450.00 1 440.00 1 430.00 420.00 1 430.00 420.00 410.00 8400.00 8800 9200 00 9600.00 F:Mk E 5 Cross sections ELM FORK - TRINITY RIVER Albert H. Haltt Aeeociatee. Inc. ■t ale Na. 5& ■�i�ii■�iN�iNN�lw�i■ ■� ■ri■�i■■ ■w ■■■N ■ ■� ■at ■N NNNNN ■N ■■■NN ■■ ■NNN■ ■ ■■ ■NN■■ ■N N■N ■N ■ ■ ■� ■ ■ ■ ■� ■■■■N� ■ ■ ■ ■■ • • • N ■■■N■� ■ ■N ■N■■ ■N ■N■■■■■N■■N■■N ■■ w■N■■ ■I■ ■� /N■■ /■■■■■■■■■ wN■ ■LAIN ■■ ■■N ■■N=N IN■ ■■ ■N ■N■ 1•N■■■■/N ■q ■�■ ■N ■■ /0 Sam o /N■■■ ■N'�N■ NNN■ ■'M N■N ■NNN ■ ■ ■■ I IN■ NNN■■ ■ ■NN■ ■■■wN ■ ■ ■ ■ ■ ■■■N ■■■ ■!1/1N .. ■/ � NN N. ■Ni.��■■NN ~�� N M.NN 1 ■N_■N■■�■/ v ■■ N■! ■ �■�� ■ ■N N N.E■ ■MIN. i sm NN■■NNw■■M l ■NNN■■■iN■N■/■N NN■ �■/'� ■N■M■N ■MN■N■■ • • • ■■■/■■■■■ ■N■■■■/■■g was NN■■ ■N ■NN ■/■ ■N ■N ■ ■N ■ ■■ ■ ■ ■ ■ ■N ■■■ N■N ■ ■ ■N ■NM■■■N■ ■■N■ ■ ■N ■■■NN ■N ■O N ■N ■■ h ■ ■/■ w moMan . :■■■N■ 'NNNN ;N�n N N �j ■N NN� ■■ ■ ■NN am km Ni /N NN km ■N ■■■■■■■■■■ K �m I�NNN■ .. ■■■■■■■■■■ ■ ■I �w■■■■■ �N�� ■■ ■■■■ ■N ■ � N ■ ■ �1�� ■N■■ ■ ■N ■ ■ ■qN ■ ■■ M��■ N ■N ■ ■ ■N ■■■ ■ ■q ■ ■■ ■ ■ ■N ■ ■N■ 2 W ■ ■ ■N NNNNN N ■ ■■■ ■ ■u ■NNNq■ ■ ■ ■ ■NN / ■ ■ ■■ u ■ ■ ■ ■ ■NNNNNN 41 0 . 00 ■ / ■ ■ / ■NN ■ ■■ NN/■NN ■ ■ ■ ■N.■ ■. ■ ■N ■N ■ ■■ ■ ■NNN ■■ ■N■■N ■N ■N ■ ■NN■ _.. .. 6000 .. 8400 .. 8800 .. Section 93840.00 12887\HOH\FEMA\FZ99EC . MPG Tu• May 24 14: 28: 16 1994 1 460.00 1 450.00 1 440.00 0.00 1 460.00 1 450.00 1 440.00 1 430.00 420.00 1 430.00 420.00 410.00 8400.00 8800 9200 00 9600.00 F:Mk E 5 Cross sections ELM FORK - TRINITY RIVER Albert H. Haltt Aeeociatee. Inc. ■t ale Na. 5& : � j*zA�JG 7i1 y �0 L' t r d t a i a 4 { F , �! 0 f 1 �- l i F F 1.1G c j i F 3 :�i . F -. 1 •?5 -r � .- s � -'<;% 213 25 13 G a ' :t• � "a��,� AA1 '�� I s G R A P E V I N E C R e E 1C 0 R. 4 > i 450 s � � � � I � F 4_4-a 4 W F c 4,4e t 7 5 a 10 CI iii � � t fY C� I i r ` F tu 2e 23 24 23 22 21 20 10 j Ti A' 1 0 a G 2 >3 4 5 f, t i } BANDY LAKE ROAD C ` Y 1 45 4-7 i � a s y J 4 t I , F r- 44e I Kt k yyyb 1 G . r - - - O L D L° PO D R 1 VE - - - - -- '> - - - - - -- — - - - A - - - 0 - - -- — +- -- - 3 ` f N I I` tp" I I r 1 i d ' _ I F r 4-..; 3 , i ! 1 d , d 2 ° >28 2 28 25 ( 24 - -- 23 22 21 ` 20 I N5' fiREA -- d ; , TALL 0 " PVG REAR OF T � I `G v f;NER i — — AE t5 -�� Y!N OF t i ALL PAD ELEVATIONS =dEL : ) .�..�... .......... M. VERFIE a,;'.:;_° 144 1 .Er CRA 0E", P E h`1„ z H w u- z z 0 H Q W _1 W ELM FORK — TRINITY RIVER SANDY LAKE ROAD PROPOSED CONDITION MODEL EXISTING LANDUSE JUNE 29, 1994 COMP M WAIM SWAM PFKHM FIGURE 6 DALLAS, TX - AL �F - SS.nr T A-TE-S,- INC 490 z J Q W a: Q . 480 w Y , J 0 cl) co Z W z Fn < W Z N 470 J W 0 cc � j J N W J CL 0a (9 ¢ 0 o a Q 2FE w z 100 -YEA v am ¢ W 460 SPF w � m c 450 D 440 10 -YEAR 0 50 -YEAR 430 90 420 20 410 110 400 t00 91000 92000 93000 94000 95000 96000 97000 98000 99000 100000 88000 89000 90000 DISTANCE IN FEET z H w u- z z 0 H Q W _1 W ELM FORK — TRINITY RIVER SANDY LAKE ROAD PROPOSED CONDITION MODEL EXISTING LANDUSE JUNE 29, 1994 COMP M WAIM SWAM PFKHM FIGURE 6 .... rr— Ar- r - llt - T ATCC FIRM FLOOD INSURANCE RATE MAP CITY OF CARROLLTON, TEXAS DALLAS, DENTON AND COLLIN COUNTIES COMMUNITY -PANEL NUMBER 480167 0010 E LEGEND W3 `I'I( IAl Ii()()I)11 \ /WI \RlA lit lw - \' \R f I ()()I) ZONE AE d.,. „I ..b ..,i,•,,,<,i,•v•.........1 W _ -a f I U(.)l7N '1\ • \RI. \5 IN LC >NF •\E -- /PROPOSED FLOODWAY REVISED FLOODPLAIN AND FLOODWAY FIGURE 7A i HAI PF ASSOCIATES FIRM FLOOD INSURANCE RATE MAP CITY OF , CARROLLTON, TEXAS DALLAS, DENTON AND COLLIN COUNTIES COMMUNITY -PANEL NUMBER 480167 0015 E LEGEND g t CORRECTED / PROPOSED FLOODWAY REVISED FLOODPLAIN AND FLOODWAY FIGURE 713 SPECIAL FLOOD HAZARD AREAS INUNDATED .' BY 100 -YEAR FLOOD ZONE AE Base flood elevations determtnetf. FLOODWAY AREAS IN ZONE NE OTHER FLOOD AREAS u ZONE X Areas of 506 -year rood: arras of 100 -vear flood with average depths of less than 1 foot or with drainage areas less than 1 square mile: and areas prntetted by ievecs from 100 -vear flood. OTHER AREAS u ZONE ireasdeeermrnetltnbrnutstde5l )(1v1-jril-a1(i- p1dtn g t CORRECTED / PROPOSED FLOODWAY REVISED FLOODPLAIN AND FLOODWAY FIGURE 713 7 Cf) U) 0 m cn C, m -4 0 t=7 U Ll M m > 1140 0 0 O o 2 C"a co > 7 it Z T 0 9 m ac 0 T 1. r' r-ri )w -n 0 0 0 0 0 L Z O 0 0 33 ° n 0 MO 0 r -n Z 00 0 3D O0 ? 0 0 V V 0 r CA m z 3c Xb C2 rri rn rri E/I t=7 --i n 0 - 'm > c) G, C"a co > rrs c:p ac :z ac M IC ..& O co CD 3c Xb C2 rri rn rri E/I HhIFF AggnCIATES HsPf II,•�II I ih , u I M I'nlrr` III IH/%II ► 'i 1!1 l lll APPROXIMATE SCALE 1000 0 1000FEET KEY TO NIAP 'il1U - \e•ar Ikrrrd Boundv\ �_..... .... ZONE B 11K) - \icn Ifood Fit um1.11% - - - L nnr f h•aicn.tl �i ;11lf IINI -1 r,p llrw +d lluunclaw - ' ZONE B i(MI -\t•.0 IlrNnl Htwntlatt "EXPLANATION OF ZONE DESIGNATIONS Al-A30 Ate.K of 100-\e at IlrKtd: ham• flood elt•vationc and flood hazard Im tole dcte+rmined. ----- --T--• CORRECTION TO 100 - YEAR FLOOOPLAIN -- ---- -- I CORRECTED / PROPOSED FLOODWAY FIRM FLOOD INSURANCE HATE MAP CITY OF DALLAS, TEXAS DALLAS, DENTON, COLLIN, ROCKWALL AND KAUFMAN COUNTIES COMMUNITY -PANEL NUMBER 480171 0020 0 REVISED FLOODPLAIN AND FLOODWAY FIGURE 7D . . . . ........... ..... . ... 7 . .. ............ - - --- - ---- - ---- --------- . ...... McINNISH PARK A TO +437.0 EWAVATE AW ..... . .. . .......... 0 Q 7. y �I• � � I umm w 0: ROAD 0 QSAWMW SEPWCV �� '�.�� j�lq � .� - 777" A �� III uw ��i�� 11 �� ,.,_. E �I�Ill�llllllll��i��i �� I r�i�. �__ _ _ pill mmsm I. mm mm "mu" moo& wx ft L MAPPING PREPAFED BYs nw- GFEEWUM & OW% M war lmmm W- mopm apmrm cem ammum - xxm� 3M &RACRIUDGE &VO. SUM 41fs Robirm SLY OUUJM QL MU - (404P-564-SM rot IW OATAi CONKS FROM I%GWAEM& PHOTOORMW OBTAWD ON FEMOff 22 AM = IM. r- Nm ..��... Ems HOMMAL COMMOL DAM ON WD 190 or WW Mm Daft %VFW.& CONMOL MWO ON No MT NO COMM In PA70" MAP ACCURACY VDS- 3. TW 014MONS ON TW ORWM AM TO BE LWO IMP" OPLY. FW F�y EM111MENN WAMETS ra ON WAM Hyclumcs Sma K MCI= am wm CMSTMX11M DOCLWENn JUK CMFLETE AND FOR MEN THE *AS-4LLr A ' I CONOMOIL ■ ■■■■■■ FKM8 4 f J ==93 Appendix F Corrected Exist. Conditions (multi - profile) HEC -2 Model (REVBASE) I(q (ffflf ►ff ►ff ►••f• ♦i► ► ► ►•f ♦.f .•f ►. ►.ff.f .• ► ► ►• • EEC -2 WATER SURFACE PROFILES �' • version 4.6.21 May 1991 • RUN DATE 23JUM94 TIMS 16t41t14 •1f.if +.ar.f• ►fff..... •f .....,i..a.ra ♦•f r ►.• 1 23JUM94 1614ls24 ••,. f. ............ •.►•••.•.••.r.rrrr• SEC -2 WATER BURFACE PROFILES version 4.6.21 May 1991 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 PAGE 1 THIS RUN EXECUTED 23JUM94 16/41114 T1 U.S. ARMY CORPS OF ENGINEERB - FORT WORTH DISTRICT T3 UPPER TRINITY RRCON STUOT -ELM FORK TRZNITT RIVER+ RRVISRD BASE MODEL '• TZ •• 10 TRAIL + + + + ++ DZBCHAROREt 10 -TR 50 -TR 100 -TR SPP T4 AREA 3/94 FILE REVERSE JI ICRECK INQ HIRV IDIR STRT METRIC RVINS Q WSEL PQ -1 2 0.00000 435.81 J2 NPROF IPIOT PRFVS XSECV XSECH PH ALL.DO ISW CHNIM ITRACE 1 -1 NC 0.070 0.070 0.040 0.1 0.3 THIS FILE CONTAINS ONLY THE 4 018 RUN FOR THE EFFECTIVE FIB TO LEAVE ENOUGH SPACE ON THE ET CARDS FOR FOUR ET VALUES QT 4 22400 36500 44200 84300 NH 0 .05 1220 .05 2260 .10 2325 .075 2625 .10 •"` NE 2900 .05 3000 .08 4762 .035 5199 X1 85000 32 2325 2625 390 200 250 OR 438 990 439 loss 426.5 1200 436 1320 436 2125 OR 438 2260 439 2325 430 2350 412 2390 412 2450 OR 421 2470 430 2540 432 2555 434 2575 436 2590 OR 43s 2610 439 2625 438 2900 437.4 3000 436.5 3500 OR 436 3650 436 4000 435.6 4200 435 4500 436 4742 OR 425.7 4903 424.3 4944 424.3 4996 425.7 $109 433.8 5145 OR 435 5169 446.6 5199 NE 7. 0.050 4430. 0.10 4740. 0.06 4991. 0.10 5042. 0.09 NB 5762. 0.05 6071. 0.035 7513. 11 lasso 62 4740. 4997. 1200. 900. 1560. X3 2000. 7100. OR 442.3 1000. 442.3 1999. 438.2 2023. 439. 2080. 436. 2100. ' OR 434. 2110. 432. 2130. 412. 2160. 430. 2170. 428. 2199. OR 427. 2210. 428. 2233. 430. 2245. 432. 2260. 434. 2270. ^, OR 434 2300 430 2316 430 2776 436 2100 460 2821 OR 460. 4430. 438. 4440. 436. 4740. 434. 4765. 432. 4790. OR 430. 4790. 428. 4000. 410. 4175. 410. 4905. 428. also. OR 430. 4990. 438. 4997. 419. 5042. 437.8 5235. 439. 5290. OR 436. $286. 416. 5292. 436. 3311. 436. 5117. 439. 5345. OR 439. 3354. 438. 5386. 416. 5400. 436. 5447. 439.1 5509. ,.., OR 431. 5564. 436. 5504. 436. 5603. 435.3 5696. 435.5 5782. GR 435.2 6071. 425.9 6300. 424.5 6250. 424.5 6262. 426. 5402. OR 420. 6590. 429. 7295. 430. 7304. 435. 7322. 436. 7352. OR 442. 7373. 442.1 7513. 1 23JUM94 16t42t14 PACE 2 NR S. 0.05 4895. 0.10 4943. 0.06 5110. 0.10 5200. 0.05 NH 7712. f U.B. ARMY CORPS OF ENGINEERS • HYDROLOGIC ENGINEERING CENTER • 609 SECOND STREET, SUITE D • DAVIS, CALIFORNIA 95616 -4667 • • (916) 756 -1104 •.if...•...1.f.ff.iff •• ►f •f ►f,f•,if.f I V QT 4 21400 39900 48600 91200 970. 600. 1035. xl .7530 61 4157. 5110. D 0 2000 0 7620 2120. 13 0 436.5 20]6. 436. 2100. 134. 429. 2290. OR 412.9 1 030. 442.6 2233. 2265. 429. 2271. 4 3$. 2142. 132. OR /32. 2220. 130. 2213. 2345. 414. 2354. OR 430. 2303. 432. 2314. 440 2639 440 2418 430 2444 436.2 2419 4914. OR 4494 43..4 4090. 410. 5079. OR 0. 4760. 440. 4770. 438'1 1971. 410. 5040. 5302. OR 110. 4031. 110. 4963. 419. 5093. 420. 5096. 112. OR 414. 5004. 416. 5089. 4f8• 430. 5200. 432. 5240. 439. 515.. 5300. 438. 5390. OR 424. 5105. 426. 5110. 438. 5290. 438. 444.3 6223. OR 434. 5265. 436. 5286. 444.3 6163. 444.3 6203. 435.2 7070. OR 437.2 5640. 44 5562. 6652. 115.3 6790. 7620. OR 141.3 6626. 411. 6628. 4]6. 7380. 130.5 7590. 442• OR 434. 7185. 434. 7205. 411.2 OR 442.8 7712. 4250 .OS NH 5 .05 1365 .OS 3810 .06 1030 .OS NB feel ,00 .OD xl 97800 40. 3840.0 4030.0 250.00 23`;;0 770.00 3150 X3 0 0 O 0 138 1100 436 1130 411 1305 138 1090 428 1290 430 OR 419.5 1080 430 1250 429 1270 160 3000 OR 132 1220 434 1765 436 1525 460 1530 OR 132 1325 OR 140.00 3805.0 110.00 3830.0 430.00 3960.0 410.00 3900.0 410.00 3929• 160.00 5675.0 _437.00 4600.0 OR 4 3!00.3 430.00 ♦030.0 131:00 4050.0 436.00 4100.0 /36.00 4170. 6200.0 432.00 6210.0 OR 410.00 4190.0 440.30 -4250.0 460.00 4255.0 OR 4 37.00 34.00 6220.0 436.00 6340.0 437.00 6341.0 437.00 6880.0 150.00 6891.0 NC .08 .09 .07 .60 .00 1865 69 69 69 xl 87869 71 2295 7470 D 0 0 1835 0 1870 138 1881.1 13 430 1834.9 447.95 1833 443.65 130.59 2031.2 OR 450 1500 1948.7 413.97 1951.2 4/2779 20 20.7 2070 428.3 2071 OR 430 1927 131906 430.1 2043 429 2067 428.3 2069 435 2160 OR 2215 450.00 224620 OR 14.9 450.00 OR 4219• 2074 4]0.1 J093 /31.48 2108.7 131.65 2111. 435.4 2169.4 443.65 2190.0 448.15 22 4539 413.65 4550 417 4681 O R 450 2293 450 4524.9 448.10 416.! 4477 411.3 49.3 31.5 OR 417 4624 416.99 4628.5 416/10 441724 113.4 47]3 422'71 17 4795 -99 OR 410 4693 410 4490 4770 431.5 424.6 4758 424.1 450 6399.9 OR 423.9 4751 423.95 4701.5 450 4945 434 4802.5 443.63 4730 447 435 4776.4 131.68 $833.7 434.64 $64950 OR OR 444.4 4390 443.65 1]4 6956 433.3 434.21 6913.7 434.22 6915 434.22 6969.] 434 6984 434.14 6993.7 OR OR •31.! $960 431.9 6980 433.2 7075 412.5 OR 434.17 6996.2 435 7469.9 4S0 7053.3 413.60 OR 450 7500 PRO• 1 23JUN94 16t41t14 DZLT LINK ROAD 0 1 1 1 xl 87970 0 0 7470 1035 417.90 447.95 0 p 1835 O 150 X3 0 450 1834.9 450 OT 63 1543 4so 2020.7 450.30 449.34 OT 3970 440.85 443.65 1070 433.!7 1951.2 449.34 141.34 144.32 44 ST 41!.12 431.08 1851.2 BT 115930 2328.7 153933 410.70 2031.2 453.33 403.49 2031.2 453.33 415. 44 2138.7 4 49.]4 440.34 813•.7 3.45 2214.9 440.15 9r 2070 419.67 144.47 149.32 11/.32 21 !0.0 448.65 295 4 53.33 /5 440.34 431.48 2111. NT 440.32 431.65 2111.2 :is�s tT 448.15 2215.0 450.00 450.00 2294.9 450. 3 45440 430 450 450 443.65 4628.5 449.40 BT 2295.0 450.00 /x0.00 .25 4550 449.65 OT 450 450 4525 4186.15 468.15 4151 9T 444.40 1629.5 449 445 4748'0 4/9143 444.43 4748.5 44!'11 42 2.71 4830 118.65 BT 4690 460 ISO 7.95 8T 41!.41 423.9 4751.5 /19.10 423.96 175450 149 450 6389.9 450 ST 443.65 4864.9 447.95 /1 ♦865 683].7 449.31 444.31 6833.7 9T 6390 444.4 444.4 6755 418.65 143.45 82 149.13 194.69 6836.2 449.33 43 4.66 6!13 603 650 434.22 6916.2 449394 431.22 BT 444.!8 6913.7 449.98 434.23 419.31 444.3] 69!3.7 449.33 437075 148 65 BT 6916.2 449.99 444.98 6993.7 7070 149..7 /43.65 150 460 BT 449.11 434.47 s9f4.2 149.31 44 7470 450 450 ST 443.65 7469.9 442.5 7600 ♦42.5 p 90 90 90 xl 97960 O 0 0 0 1 0 0 p 0 X2 0 0 1635 0 7470 X3 0 1 1 1 xl 87961 D 0 0 x3 3 0 0 1B35 0 7470 '3 .0 39 11 3740 4035 39 39 xl 88000 40 1000. 6500. X3 440. 440. 3415. X4 3. 440. 1125. 434.5 OR 14!.50 3000.0 /49.50 0 430.00 1250. 1075.0 435.80 1076.0 4]4.00 1200. 4/9.50 1476.0 OR 430.00 1300.0 434.00 1370.0 436.00 1400.0 440.00 1470.0 3 110.00 3760.0 436.00 3800.0 4010.0 442.00 3710.0 3729.0 142.00 3730.0 ]190.0 110.00 430.00 4000.0 Sb10.0 474.00 4410.00 5615.0 20. 119.30 410.00 3900.0 OR 430.00 3840.0 44!.50 4050.0 4045.0 450.00 433.00 6200.0 4]3.00 6250.0 0350.0 ^ 4190.0 OR ♦38.00 6035.0 178.00 434.00 6110.0 131,00 450.00 6435.0 450.00 650.00 10265.0 OR 440.00 711.0 61]0.0 6310.0 110.00 6 !280.0 450.00 !285.0 OR 4]3.90 479.00 8355.0 438.00 !000.0 OR 637.50 ^ ' OTLaW RAILROAD 30 30 58 8580 8810 114849.5 30 44417 x1 88030 416.3 8590 131!0 X3 446.5 6300 447 8 5900 449'3 150 11480 450 BT 10460 BT 8840 449.5 446.9 450 447 436 5940 436 6200 DT 450 447 14100 438 5930 5900 146.5 5900.1 6090 430 6150 432 446.5 6300 �+ OR 449.5 6020 170 434 5980 432 438 6270 440 6280 8590 410 6650 OR 6290 OR 434 6220 436 446.5 8580 449.5 8580 41 0 PAGE 4 OR 448.5 6300 1 23JUN94 16141o14 - 8840 ^ 8770 438 8800 446.5 410 10840 810 8700 447 104 60 440 10470 11020 832 11030 OR ISO 10460 OR 44!•5 8840 10811 436.7 10!50 435 410 11301 110 11445 13220 OR 439.9 10810 t]6 439.9 11101 431 11100 13100 447 13190 440 147 13610 31080 ^ OR 434 11480 450 11480 450 440 17�i3 142 139!0 13970 4]9.2 14020 OR 417 13460 4]8 1]]10 478 440 1]730 440 OR - 13700 OR 440 13670 439.5 14100 450 14100 OR 440 14070 447 20 20 20 1 �, X1 88050 11460. 13 13 NC 15 .12 .07 r.. BEGIN COB FEASIBILITY STUDY CROSS BSCTIONB rrrrrrrrrr COB SECTION 111 BELT LINE RD) HIGH GROUND DOWNSTREAM TO apt CARDS MODIFIED TO RgpRESENT MODEL MON- EFFECTIVE FLOW ARM" FLOWa /HIDE FLOWS DIFFE0.BSTL•Y. To MODEL LOW E1 AND ET CARDS USED CE OVERSAMR FLOWS ROD UTILI8E3 H F0.0M N- VALUES IN Ip1 TO EF Q.DAT ^ FOR THIS .URVEY NC 1S PER CITY OF CARROLLTON CARROLLTOII (NONCE) ADD CHANNEL SECTION DATA AT BELT LIMB x- SECTION (1 -94) USED BECAUSE INCONSISTENT WITH FLOW LIMB (402.0 EL•) NOT AND U/8 OF aECT 111 (1 -94) VALUES UPSTREAM IS -!9) 13709 12175 VAIAW TO TRANSITION TO H 9728 ,11 N -- 6755 12175 6755 ^. .07 off 3 .13 9510.0 9.1 9.1 7.1 '• IC DATA. 88160 TO 99420 PHOTOGRAHETR ST WEN CR08S- SECTIONS PER 1991 COX MODEL Woyl ECTIVE FLo AREAS 130 OR CAROB MODIFIED To 110 728i xi 86160 93 9510.0 438.7 3213 437.6 3220 4195 n x7 10 436.5 3082 30 44 435.4 3073 3790 435.2 4353 476,0 440.3 4678 OR 126.7 3516 439.0 436.6 4226 436.9 5226 439.4 1353 6013 441.3 6070 437.8 4223 OR OR 432.6 4208 437.1 438.! 5013 4168 137.7 435.7 6596 875.0 1711 7003 140.1 6329 OR 412.6 4778 6270 434.6 675.1 6711 1]].0 6983 431.7 950.0 7243 6080 477.6 OR 477.8 6727 436.6 6755 724] 436.2 7265 177.3 9460 ^ OR 438.! 435.7 7073 470.3 7017 1251 OR 4]1.7 8559 450.0 450.0 428,01 9460 9542 427.56 9543 1372 450.0 :539 OR 450.0 75 9524 42!.67 434.76 9558 438.71 9 564 413.01 4 17.71 1647 9510 420.71 OR 476.26 9519 7642 9544 424.21 416.16 417.71 1447 1687 1 450 9728 OR 429.71 9632 f 381 410.0 9471 OR 410.0 9665 427'86 420.91 450.0 10091 0 150.0 10]13 11453 425.21 9703 OR 421.21 9655 9795 450.0 439.0 11290 430.0 11304 150.0 436.0 11923 9742 OR 108'56 450.0 10388 160'0 11560 10344 137.7 11560 430.2 122!7 OR 65O.O 11508 450.0 450.0 11479 450.0 435.3 121!8 435.6 1220] 12510 446.0 12519 OR 12175 OR 435.3 11927 435.3 443.1 12391 443.6 447.5 126 444.9 19022 13709 OR 441.4 12327 442.6 446.0 12625 12619 447.3 13685 443.1 136997 7 445.3 ^ 12554 OR 816.7 13042 813.0 445.2 OR 443.0 12034 CRAMNBL FLOWLINS losERTED tIa M ODEL 5 CROSS SECTION FROM 1991 TOPO - PAGE ADDITIONAL 3 23JUN91 16t41118 ^ TOPO AND ALSO MATCHES . STA 4600 6 EL. 136.0 MATCHES EL 436.0 ON MCOMPLExSOCCER FIELDS YER CITY OF CARROLLTON (NDIICX 9 m L • FOR 4.0 IN 60CQE aTA 2915 -312 AND 5370 -6950 BELT LINE ROAD ENCROACHHBHTS OR MODIFIED ^ 5000 .065 59.1 .09 8100 2550 7920 1850 7420 ] ,17 NH 7.1 9.1 9.1 400.0 120.0 290.0 1950 439.0 2160 ICT 00 5230 78 50 X1 88450 3720 436.6 1810 437,0 444.0 2380 439.0 2305 OR 476.0 1650 138.0 432.0 2390 431.7 2350 .Ila ^. OR 431.7 2220 n.. 6 ]915 450.0 ]91S 450.0 3690 4305 438.0 2565 438.0 2710 138.0 138.8 4130 438.0 4290 436.0 /35.0 4770 OR 1920 138.1 7920 OR 450.0 4395 436.0 4600 416.0 4190 5025 430,0 5030 OR 174.0 4330 436.0 434.0 5000 5015 432.0 5112 415.4 5135 OR 436.0 4870 436.0 5075 410.0 5079 410.0 5200 138.0 5210 115.4 OR 424.0 5180 434.0 5190 411.0 450.0 5370 5175 432.0 OR 430.0 444.0 5250 444.2 6 70 450.0 6300 OR 440.0 5220 442.0 5750 150.0 6030 150.0 6690 450.0 6690 OR 450,0 5600 450.0 6570 450.0 6645 450.0 6650 436.0 6870 OR 450.0 6520 450.0 450.0 1900 6950 440.0 73]0 436.0 7150 OR 450.0 6800 150.0 7250 436.0 7290 136.0 7590 138.0 7610 OR 135.9 7075 438. 7550 414.0 7SSS 476.0 7690 148.0 7110 7415 432 8 OR 132.9 7660 444.0 7660 116.0 OR 444.0 7625 442.0 8050 450.0 8100 GA 449.5 7950 419.4 COX SECTION 112 FILL) TO BIOX GROUND OPB3:RHAM l OR. CARDS MODIPIHD TO REPRESENT LOW AREAS MODEL NON - EFFECTIVE FLO AREA IN LOS HIGH GROUND D OWN STREAIL TO OR CARDS MODIFIED TO REPRESENT MODEL MOM- EFlBCTIVB FLOW AR8A8 IN ROO /EIOB FLOWS DIFFERENTLY• X3 AND BT CARDS USED TO MODEL LOW PLOWS UTILISED TO SALRNCB FLOWS IN OVERRAMX LOB H- VALUES IN LOX EL. 437.0 BTA 4745 - 6057 FAR INEFFECTIVE FLAW BELOW POND LEVEE .075 FROM SP- CDC.DAT NC .09 .06 WSBL MODIFIED PER EF -CDC (1-141 CXANNEL SECTION BELOW 1123 .060 4745 .20 7800 .035 MH 6 ,20 3925 .10 11110 3900 11110 NB 9386 .035 13612 9.1 9.1 7800 7.1 9.1 ET 9361 1380 1123 510 780 437.3 410, 13 99270 92 444.5 2989 44].4 3000 X3 30 445.5 2704 447.7 ]732 2745 3941 436.6 4005 434.5 4129 4772 OR 443.5 1925 436.5 3041 431.6 4296 442.9 4337 416.3 3719 OR 134.1 433.3 4149 440.8 4200 5694 437.0 571] 137.0 5931 OR 442.2 437.0 4726 437.0 4745 5975 477.0 5911 437.0 6629 OR 440.1 5764 439.8 5645 437.0 139.7 437.2 6076 438.4 6121 439.0 450.0 7001 OR 6057 OR 437.0 5937 137.0 6682 •60.0 6682 460.0 6705 7640 432.2 7850 OR 476.5 6640 437.6 7800 433.1 7800 432.4 8667 411.4 6812 460.0 7550 460.0 9363 436.8 6176 441.2 9268 409.! 9275 ON 437.9 6333 434.8 9237 109.9 � 9210 409.! 9361 150.0 9346.1 OR 437,3 9123 415.6 9300 411.1 9380 442.3 9671 450.0 9734 OR 415.4 9279 425.3 9191 450.0 9539 450,0 10436 4l]./ 10439 OR 450.0 9120 450.0 10060 141.7 10120 439.7 OR 450.0 10060 442.1 PAGE 1 23JUM94 16t41t14 136.5 10931 . 4397 10920 436.4 It7. 11009 11601 OR 412.9 30781 436.9 30864 31176 119.3 13745 11750 12132 446.2 1]308 OA 411.0 31110 417.! 1]067 440.2 110!7 113.0 1]907 443.9 12992 OR 448.3 11807 443.5 12719 444.4 12798 11]•7 13262 438.4 13404 (at 446.5 12555 442.4 13089 456.1 23107 454.3 OR 449.4 13011 450.7 443.2 13612 OR 439.4 13462 Co SECTION 113 XIGH GROUND UPB AN TRE TO MODEL NON- EYPECTI OR CARDS MODIFIED TO REPRESENT FL0W AREAS IN LOS /SIOH FLAWS DIFFERENTLY• E3 AND ET CARDS USED TO MODEL LOW PLOWS TO BALANCE FLOWS IN O FRO 6F- N- VALUES IN LAB UTILISED CDC.DAT HC .09 .06 .075 .1 • NC XL. 437.0 STA 5242 -5854 FLOW BELOW POND LSVXE INEFFECTIVE PLOW BXIAW POND tJ=8 EL. 439.5 STA 4077 -5179 INEFFECTIVE FLOW BELOW ROAD BYES EL. 437.0 STA 7825 -6467 THIS X- EECTI (1_91) INBPFXCTLVE ADD CEAIINEL SECTION PER CABAOLLTON (pOMCi) SURVEY VCR FLAW 1•p ELEV9„TA 981] -1083 (1- !17925 .010 9799.9 .06 LOWER RIVRACRASE FORD ElFXCTIVB B8 7 .20 7841 .045 12326 10380 7835 10369 3200 10319 NH• 9625 .13 7.1 9.1 9.1 9.1 750 980 ET ' 9625 800 11 90210 95 1399.9 43 8, 111.0 445,4 2752 X3 30 141.9 1857 442.9 1867 2910 476.9 3006 OR 411.2 1715 412.5 2842 439.1 2850 439.5 3915 431.8 3943 OR 437.2 3393 437.2 3843 .1 111.4 433 7876 443.0 410.1 1]76 139.5 4205 OR 137.! 3554 444.0 4036 439.5 4077 440.6 SIB, 437.0 3242 OR 436.2 7196 1559 439.5 4594 431.5 5179 440.0 600s 430.5 6022 6433 OR 439.5 5869 431.0 431.0 418.9 6108 6100 6270 450.0 7639 OR 6100 450.0 4 OR 131.7 6100 150.0 160 7400 450.0 IS0.0 7100 450.0 438.1 0167 OR 450.0 6500 460.0 1500 .0 7825 437.0 0136 437.0 6467 9228 432.0 9371 OR 430.0 7880 437.0 437.0 410.1 6662 9010 437.6 4]7.56 !488.50 417.67 9477. OR 117.0 8580 1313.00 433.40 9391.10 431.12 9414.10 111.67 1172.60 114.17 010!659 OR 433.64 412.67 1446.30 430.67 1161.10 424 151 2.30 44381 9573.40 OR 415.67 1436.30 919920 421.15 115.7! !193.00 417.64 . 9507.20 9625 . 1640 1 9825 OR 9579 441.0 OR 9557.10 440.5 415.3 9717 447.0 1790 438.0 145.3 10380 OR 440.0 9678 440.5 9688 440.0 438.0 30331 445,2 10369 OR 432.0 9832 432.0 10183 6 10971 145.3 11030 446.6 :R 447.4 10714 146.6 429.09 9045.70 , ... COB SECTION 114 HIGH GROUND UPSTREAM TO MODEL HOH-HFFXCTI OR CARDS MODIFIED TO REPRESENT 1730 442.2 FLOW AREAS IN LOB /HIOH FLOWS DIPPERSNTLY. 10980 Z3 AND ET CARD$ USED TO MODEL LOW PLOWS TO BALANCE !IAMB IN OVEABANR M- VALUES IN LAB UTILIZED MAW BELOW FOND LEVEE EL. 430.5 ETA 4035 -17 INEPIECTIVS CHANNEL SECTION BELOW WSZL MODIFIED PER E! -CDC (1 -91) BTA 9055 -1012 (1 -94) POND EFFECTIVE FLAW TO 432.0 ELEV.• LONER HIVERCBASE 23JUN94 16/41/14 3420 .18 3508 .20 7780 NH 07 .20 30200 .045 12310 7780 .1• NH 9468 9, 1 9.1 7.1 9•I 040 040 ET 620 f0 9220 9468 X1 91050 X3 10 443.1 1368 441.6 GR 451.6 1173 446.6 1290 4]7.2 2310 2]60 440.5 OR 437.2 2039 137.2 444.3 3122 442.3 OR 4]6.6 2151 1]9.3 ]356 442.5 3420 433.8 GR 443.6 3340 440.0 138.7 3855 440.2 3999 442.4 439.5 OR 442.3 4035 . 4165 440.6 4395 4176 1599 439.5 OR 139.5 4568 419.5 430.5 4517 439.5 439.5 4774 442.7 OR OR 439.5 4712 439.3 4764 138.7 5423 441.0 OR 438.1 1956 440.2 $37E 450.0 5620 5861 450.0 OR 430.0 5605 450.0 7100 450.0 7100 450.0 OR 460.0 6210 460.0 440.1 7780 441.5 OR 450.0 7388 450.0 8546 439.5 8684 439.5 OR 440.9 0494 437.5 433.6 9220 9292 415.8 OR 441.0 9031 437.0 415.8 9379 430.8 OR 412.6 9353 412.6 9624 445.7 9645 441.9 OR 445.3 9604 449.3 9817 432.0 436.0 9855 432.0 452.2 ,.., OR 438.5 9798 450.! 445.5 10200 10977 OR 445.5 10193 Cos BECTIO19 315 HIGH GROUND UPSTREAM To MODEL NON- BPPSCTI OR CARDS MODIFIED TO REPRESENT FLOW AREAS IN LOS /SIGH ►LOMB DIFFERENTLY- ... X3 A ET CARDS USED TO MODEL Low FLONs FLAME IN OVERBANE N- VALUES IN LAB UTILIZED TO BALANCE INEFFECTIVE FLAW EELOW POND LEVEE sL�„9�5 ETA 7650 -6660 LEVER INEFFECTIVE FLOW BELOW ROAD SURVEY FOR THIS X- SECTION (1 -94) ADD CHANNEL SECTION PER CARROLLTON (NDMCE) ETA 9409 -9650 (1 -94) POND EFFECTIVE FLAW TO 432.0 ELEV., LOWER RIVSRCNASE 3101 .10 3238 .12 7850 NH 6 .20 NH 9180 .10 10980 9.1 9 7850 RT 7.1 9.1 950 7180 980 1000 X1 92050 94 8837 X3 10 445.3 1302 417.2 2190 2608 441.8 439.1 OR 451.6 25]6 435.9 OR 439.3 2526 435.9 410.0 ]007 439.7 2992 OR 437.5 2660 1]5.9 443.6 3139 3190 438.5 OR 442.3 2101 434.9 ]367 441.8 3577 440.4 GR 445.3 3267 441.7 3982 439.5 4030 439.5 OR 412.! 3860 •]9.5 4583 43l.5 4643 439.5 OR 439.5 4249 439.5 450.0 1960 4960 450.0 OR 439.5 4924 439.5 5269 450.0 5321 450.0 OR 450.0 5256 450.0 5400 460.0 6269 460.0 OR 150.0 5100 460.0 460.0 460.0 6733 7750 150.0 437.0 OR 490.0 6727 450.0 6969 450.0 7550 7050 8115 437.0 OR 450.0 437.0 437.0 7905 437.0 436.6 6656 441.2 GR 8650 OR 437.0 8344 437.0 1 23JUN94 16111/14 ... 426.94 8690.00 8922.00 417.69 OR 4]4.0! 0667.00 432.39 8997.70 410.19 !011.00 1443`0 OR 410.69 0902.00 410.1! 129.42 !07940! 1172'0 !15 !650 444.3 OR 430.60 9054.20 7353 432.0 10977 443.7 OR 41].6 444.7 10372 443.2 30738 OR 446.2 COs SECTION 116 HIGH GROUND UPSTREAM TO MODEL NOM- EPlECTIVB OR CARDS MODIFIED TO REPRESENT FLAN AREAS IN LAB NIN FLOWS DIlFERENTL !IAMBW 313 AND ST CARDS U SED TO MODEL LAX I.5 TO BALANCE FIAS N OVERBA N- VALUEB IM LAS UTILIZED INEFFECTIVE FLOW BELOW POND LEVEE 437.0 ETA 7500-2339 INEFFECTIVE FLOW BELOW ROAD LEVEE EL. 2940 .12 TSOO .20 2792 .OS NH 7 ,10 1086] 0815 7910 NB 9347 .075 9 1 7.1 9.1 9.1 ... ET 11040 .045 10200 439. 1955 2427 3150 3471 4000 4259 4664 4659 5560 6043 7226 7880 8970 9327 9420 9679 10120 11311 .045 9800 441.2 2200 2610 3041 3209 3603 4175 4899 S10s 5316 6300 6750 7850 6203 8837 447.7 9220 2650 441.0 442.3 437.9 445.1 443.3 439.5 439.5 439.5 441.2 430.0 450.0 450.0 437.2 440.2 412.6 442.1 441.2 446.5 444.7 6837 2810 440.0 442.5 430.8 442.7 444.3 440.6 439.5 439.5 450.0 450.0 460.0 450.0 437.0 437.0 438.8! 12326 PAGE 7 .075 10200 2024 2442 3293 3508 4035 4269 4704 4923 5560 6210 7369 8369 8980 9328 9468 9736 10187 12]10 .075 9800 2454 2652 3063 3238 3840 4204 4911 5248 5379 6411 6757 7079 8218 8852.00 PAGE 0 8950.00 413.69 8955.00 0021.00 429.09 9045.70 , 9180 445.6 92 4 1730 442.2 921!6 10980 .045 8506 .30 9120 2730 9120 DO XI 92880 66 8517 9845 700 790 830 X3 10 453.2 1194 451.7 1427 443.5 1548 /11.3 1622 2025 /44.1 445.4 2096 OR OR 145.1 1817 141.6 1870 441.3 4 1940 2039 441.0 444.7 2607 440.3 2909 OR 42.5 2347 441.6 2792 436.1 3350 439.5 3944 439.5 3909 OR 445. 294 442.0 3000 439.4 439.5 4011 439.5 4213 110.2 1293 OR 439.5 3900 441.4 3937 450.0 4706 450.0 4935 450.0 5127 OR 431.5 ISiO 450.0 1560 439.7 7500 437.6 7537 437.0 7117 OR 450.0 7416 450.0 7500 437.0 9212 437.0 9217 437.0 8330 OR 437.0 7772 437.0 7910 441.2 9534 441.4 9539 440.6 9543 OR 437.! 9506 436.! 8519 433.1 $559 429.4 eSso 425.9 0597 OR 437.1 9548 435.9 9552 415.9 8734 423.3 8752 132. 9799 OR 434.2 8613 415.9 9696 /14.3 8961 444.3 1135 14/.1 4 !/t8 OR 110.7 8745 440.8 8953 443.0 10405 412.2 10532 /12.2 107 /0 OR 442.3 9501 441.1 9920 OR 445.3 10863 COB SECTION 117 UPSTREAM TO MODEL NON- BFFECTIVE OR CARDS MODIFIED TO RBPRESENT HIGB GROUND FLOW AREAS IN LOB TO MODEL LOW FLOWS /NIGH FLOWS DIFFERENTLY. X3 AND ET CARDS USED M- VALUES IN LOS UTILIZED TO BALANCE FLAWS IN OVERBANX IWEFFSCTI" FLOW BELOW POND LEVSE EL. 439.5 BTA 3862 IWBFFECTIVS FLOW AT DITCH STA 0020 -6329 NC .07 .06 .06 FROM BF- CDC.DAT 2595_ 2731 .12 6450 • 6861 .040 NE NE 09 .20 .OS 8020 .035 8000 .06 9102 •045 1 6117 1130 2520 9130 ET 7.1 9.1 9.1 9.1 9102 1150 690 700 X1 93660 90 B900 440. 441.0 X3 OR 10 451.3 1000 444.5 1272 445.2 1602 444.2 442.6 1740 2149 4/]./ 442.6 Iti 2159 OR 443.0 1066 444.9 1976 445.0 2017 2595 443.0 2664 437.6 2685 OR 442.5 2531 442.5 2560 442.5 444.6 2773 440.7 2794 441.3 3149 OR 4]7.6 2709 444.7 2731 439.5 3661 443.0 3675 442.8 3600 OR 444.1 3149 439.7 3210 441.1 3874 444.5 4130 450.0 1130 OR 441.1 3952 439.5 3862 l PAGE ! 23JUN94 16f41t1.4 450.0 1365 450.0 1378 450.0 4426 450.0 5092 5390 450.0 450.0 5173 5110 OR OR /50.0 5197 150.0 5228 450.0 5337 6190 450.0 450.0 6221 /50.0 6150 OR 450.0 5946 450.0 6090 450.0 6861 443.5 7511 //5.0 7592 OR 4/3,6 6450 445.8 6e61 445.8 8293 441.9 0329 441.9 8320 OR 442. 8020 4/2.8 8229 142.E 8652 439.0 0000 438.1 Ms OR 441.9 8329 411.9 8329 440.2 8950 416.6 8f i1 411.5 9002 OR .437.4 9874 436.8 $915 118.2 9130 445.9 9154 445.! 0051 OR 416.8 9041 441.7 9102 444.0 10382 445.5 10401 1 / /.l 1061! OR /43.2 9628 444.9 10366 443.4 11046 442.3 11083 441.9 11108 OR 445.9 10908 446.9 10916 449.2 11267 443.1 11467 447.9 11720 OR 445.2 111!] 147.2 •112/7 444.4 443.9 12530 442.8 12550 /4t.! 13171 OR 444.5 11726 44l.S. 12158 93670 AT CARROLLTON DAM FROM xF -CDC MODEL SECTION OF EF -CDC SECTION MODIFIED PRR 1991 TOPo LEFT OVERBANX GROUND DoWMBTREAM TO MODEL NON- BFFECTIVS OR CARDS MODIFIED To REPRESENT RIGS FLOW AREAS IN LOB TO MODEL LAW FLOWS/HIGH FLOWS DIFFERENTLY. X3 AMD ET CARDS USED IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANX B- VALUES IMBFFECTIVB FLAW SALON EL. 440.0 SIR 3010 -3300 DUE TO BIGH GROUND NC .07 .1' .06 FROM EF- CDC.DAT . NC .5 .7 2067 .19 2997 .12 5706 .15 NE NE 6 .20 1931 .05 6197 .040 8200 .033 8470 .045 10220 7650 9500 1830 9500 ST 7.1 9.1 9.1 9.1 TOP OF CARROLLTON DAM 1 434 SO S0. X1 93710 52 8200 9470 SO 441. 441 X3 OR 10 -445 1000 445 1090 444 1180 446 437.6 1210 2045 412.6 444.7 14 2047 OR 442.6 1931 443.! 2000 437.6 2021 2485 444.1 2495 439.7 25/6 Olt 2109 440.7 2130 441.3 3026 441.1 3188 439.3 3198 OR 439.5 2997 413.0 3011 442.8 3466 450.0 S7Bi 450.0 5783 OR 441.1 3210 444.5 3466 450.0 443.5 6847 445.0 $920 116.1 6!/] OR 443.6 5786 445.8 6197 442.9 7500 442.8 7610 442.9 7630 OR 442.8 7345 442.8 7428 440.5 7030 441 7040 439 8200 OR 442.8 7670 441.5 7690 434 9275 474.3 9370 437.2 8301. OR 437.5 9225 437.5 9274 443.5 8620 444.5 9620 143.3 10000. OR 437.5 0420 439 8470 OR 442 10140 445 10220 Cox SECTION lie BI EXISTING SANDY LARE ROAD BRIDGE SECTION SANDY L.ARE ROAD SECTION REPLACED REVISED TO MATCH TOP of ROAD PER 1991 TOPO. 93730 FROM By-CDC MODEL. SECTION DOWNSTREAM To MODEL NON- 6FFECTLVE OR CARDS MODIFIED TO REPRESENT HIGB GROUND FLOW ABBAS IN LOB X7 AND xT CARDS USBD TO MODEL LAW FLOWS /BIoH FLOWS DIFFERENTLY. N- VAINER IN LAB UTILIZED TO BALANCE FLAWS IN OVERRAN' .3 .5 FROM Et- CDC.DAT NC PAGE 10 a 23JUM94 16:41:14 3300 .09 6100 .15 6600 .040 dS 7 .20 2480 .20 0570 .060 8800 •045 9 270 7900 0800 2200 /Boo NN 7.1 9.1 9.1 s 1 VT SAND! LAKE ROAD BRIDOB 4D 10 11 93750 59 8510 0800 40 443 L3 10 2 8510 447.43 443.53 8800 447.65 413.15 442.5 2160 OR OR 446,6 1031 117.3 1200 443•3 3299 442.3 3300 442.3 9301 3R 442.5 2370 442.55 2180 I12.]O 3/50 450.0 5800 444.30 5600 2R 413.0 3550 446. 70 3850 450.0 6435 444.9 4900 443.52 6894 OR 443.90 6015 444.90 6100 443'3 7036 444.45 7085 444.41 7139 OR 443.69 6941 444.05 6991 444.15 7379 444.32 7425 OR 444.69 7189 444.92 7238 444.21 7565 443.!9 7613 443.73 7663 OR 444,11 7473 444.33 7518 443.93 7560 443.5° 7970 443.64 8023 OR !43.67 7710 443.46 7763 443.65 8140 443.30 924] 443.44 8284 OR 443.73 0061 443.59 0131 443.50 8510 443.53 451° 436.00 6640 OR 444.61 8351 446.09 8471 417'43 6700 443.95 8000 417.85 4000 OR 416.00 0650 420.00 6670 414.90 443.90 0953 475.90 9270 OR 447.49 0829 446.66 8953 COE SECTION 119 BAND! LARE ROAD BRIDGE SECTION BANDY LAKE ROAD SECTION REPLACED By EXISTING TOP OF ROAD PER 1991 TOPO. 93760 FROM EF -CDC MODEL. SECTION REVISED TO MATCH TO MODEL NON - EFFECTIVE OR CAS MODIFIED TO REPRESENT NIGH GROUND DOWNSTREAM RD FLOW AREAS IN LOB LOW FLOWS /HIGH FLOWS DIFFERENTLY. X3 AND ST CARDS USED TO MODEL N- VALUES IH LOB UTILIZED TO BALANCE FLOWS IN OVERSANX 6600 .040 7 .20 2480 .20 330° .Df 6100 .15 NH NH 0510 .060 8800 .045 9270 790° BB00 2200 8800 ET 7.1 9.1 9.1 9.1 SANDY LARB ROAD BRIDGE 30 30 X1 30 93780 1 X2 443 X3 10 MODEL 60• WATER LINE AS A BRIDGE SECTION 93840 ADDED TO EFBXREV•DAT TO NEW DATA FROM 1991 TOPO STA 8560 -9075 DATA COPIED FROM SECTION 93090 BE14N X1 CARDS ADJUSTED REMAINING (NDMCE) SURVEY YOH THIS I- SECTION (1 -94) ADD CHANNEL 9BCTION YEA CARROLLTON LEVEE DOWNSTREAM RAISE GROUND BLEV. TO 443.0 "A 6433 -0560, ROAD RA18E GROUND ELEV. TO 442.3 STA 2700 -4200, ROAD LEVEE DOWNSTREAM 5500 .13 6833 .04 07]5 .Oi NN 6 .16 3450 .07 NN 8989 .045 .11302 9.1 8050 9100 2450 9100 BT 7.1 9.1 9.1 60• WATER LINE AERIAL CROSSING so 60 X1 93010 91 8735 8988 60 442, 442.0 X3 10 8733 452.4 146.0 454.2 446.0 ST 6 0720 439.6 139.8 152.1 416.0 4005 39.0 439.° 435.0 112! BT 8988 454.2 446.0 6990 450.4 107] 449 .2 1117 445.6 1532 OR 459.2 1070 459.2 1070.1 442.0 1307 445.8 1328 446.6 OR 444.0 1262 442.2 1272 • PAGE 11 l 23JUM94 16 :41:14 1663 442.0 1026 440.0 2411 439.9 442.3 2700 3596 OR 445.0 1632 441.4 2700 442.3 3015 443.2 321! 112.] 3450 4146 442.3 4200 OR OR 442.3 445.7 3950 442.3 3846 442.3 4117 450.0 4467 450.0 4471 OR 1,50.0 4201 450.0 4414 450.0 3527 442.0 . 4400 5742 443.0 5093 6141 OR 1'50.0 4492 450.0 5500 6042 455.1 6125 442.5 443.0 6833 OR 5896 443.4 414.4 6753 445.4 6736 443.1 443.7 67 5/ 7439 443.0 7457 OR 447.4 6347 74]4 7167 443.0 7241 443.0 443.0 0590 OR OR 443.0 443.0 8220 It].O 6225 443.0 47]5 441.22 0746.00 440040 9757.70 GR 439.8 872° 439.7 8733 419.6 433.42 8790.10 4]0.42 4797.40 425.42 0902. OR 437.62 8770.20 436.22 0786.00 14.42 9641.10 410.92 9699.70 8951.40 OR 437.92 0932./0 437.42 0943.30 139.42 9043 O R 429.42 9913.9° 434.32 8924.70 4]9'0 444.2 9110 OR 438.4 9988 438.9 sf90 9075 440.1 soft 440.1 9095 442.5 412.3 102! OR 441,1 9053 440.9 9385 4A6.1 9608 444.7 10231 Go. 442.7 9140 444.3 OR 445.6 11302 COS SECTION 120 DOWNSTREAM TO MODEL NON- SYFBCTIVE OR CARDS MODIFIED TO REPRESENT EICH GROUND FLOW AREAS IN LOB MODEL LOW FLOWB/BIGH FLOWS DIFFERENTLY. X3 AND ET CARDS USED TO LOS UTILISED TO BALANCE FLOWS IN OVERBANR N- VALUER IN NC .07 .07 .06 FROM EF- CDC.DAT FOR THIS %- SECTION (1 -9t) ADD CHANNEL SECTION PER CARROLLTON (MDMCE) SURVEY AN RAISE GROUND BLEV. TO 443.0 STA 6833 -8247, ROAD LEVEE DOWNSTREAM p1 1�0 RAISE GROUND SLEV. TO 142.3 STA 2000-42 00, ROAD LEVER DOWHSTREkH 5500 .15 6833 .Ot 8770.] .06 NB 6 .13 3150 .07 NH 9007 .045 12631 9.1 4050 9100 2450 9100 ET Z1 7.1 9.1 93890 97 8770.2 9.1 9001 50 50 50 442. 442.0 Y3 30 459.2 1070 459.2 1070 150.1 1073 445.2 1117 1328 445.6 146.6 112 1002 OR OR 444.0 1262 442.2 1272 442.0 1307 2926 445.4 440.0 2411 439.! 2800 OR 145.0 1632 441.4 1663 442.8 32 442.3 3150 42.3 3508 OR 442.3 2800 442.3 3015 443.2 41 ]6 452.3 442.0 46 4 4 1! 4100 ... OR 445.7 3859 442.3 3086 442.3 4417 150.0 44467 450.0 1171 OR 450.0 4200 450.0 4414 450.0 55 00 110.7 5762 413.0 143 OR 450.0 4492 450.0 $500 442.0 455.1 6087 15].2 6115 412.5 6141 6 OR 444.4 5496 443.4 6042 413.1 3 6757 413.7 6754 443.0 64 OR 447.4 6347 445.6 6736 7434 443.0 7439 113.0 , 74357 OR 443.0 7167 443.0 7241 443.0 8247 442.5 8633 442.28 8746.00 OR 140.0 8220 413,0 8225 443.0 437.20 8786.00 434.48 . 879040 431.48 8791.10 OR 411.14 8757.70 438.68 8770.20 48]7.10 417.48 8868.10 419.98 8988.70 OR 446.!6 8002.40 423.48 8821.90 420.10 0924.70 418.98 4972.80 138.14 8913.13 OR 424.44 8902.50 430.48 4913.90 430.38 9007 440.7 9010 444.1 9071 OR 110.48 4931.80 440.0 9002 440.8 9110 442.7 9140 111.1 1140 OR 110.1 9091 440.1 9095 442.5 442.3 02 144 t /S.6 11302 443.4 11303 OR 446.1 9608 444.7 10231 437.4 11330 436.2 11331 433.1 116]3 OR 438.8 11309 439.3 11323 443.7 11700 445.7 11703 146.6 11781 OR 437.9 11629 439.6 11639 OR 444.0 12303 445.7 12631 1 PAGE 12 23JUM94 16341t14 COE SECTION 121 ET CARD USED TO MODEL LOW FLOWS /NIGH FLOWS DIFFERENTLY. INEFFECTIVE FLOW FELON POND LEVEE EL. 442.0 STA 2603 -3364. N -VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK NC .07 .09 .06 .1 .3 FROM EF- CDC.DAT CHASNEL SECTION BELOW WSEL MODIFIED PER BF -CDC (1 -94) NC •1 •3 4743 .040 5841 •0 6055 .045 NE S .11 2783 .07 NE 115 9.1 4743 10019 2300 10019 ET 7.1 9.1 9.1 DRMI CREEK CONFLUENCE 680 1670 3910 E1 97710 97 5814 6055 449.2 1165 141.0 1178 47.5 1153 OR 452.5 1000 448.6 1072 445.0 1800 442.1 2091 4 442.8 2114 ^' OR 446.8 1262 445.0 1313 442.0 2601 442.0 2707 442.0 2716 OR 111.3 2390 445.3 2577 442.0 3306 112.0 1317 3168 OR 442.0 2783 442.0 2817 446.9 3537 447.3 3547 4 44642.0 .7 342 OR 411.1 3494 445.! 3332 442.0 4134 443.2 4222 444.3 4167 4 OR 4 159! 444.5 4 .0 4 45.2 3432 44S.f 4714 444.3 4733 441.5 4743 OR 4602 440.7 4690 444.9 $144 430.4 0475 423.5 OR 441.4 5110 443.7 5738 435.4 $991 439.9 6007 112.2 6 013 6055 OR 123.5 5133 113.5 5950 443.4 6537 442.9 70tH 439.0 7221 OR 443.0 6174 441.6 6321 435.2 7530 430.3 7560 419.4 7661 OR 439.1 7262 439.1 7509 440.5 7757 439.7 7764 435.3 7718 _ OR 111.9 7740 441.3 7754 438.4 7470 444.0 7918 441.4 8117 ,.� OR 435.3 7858 436.4 7462 435.3 BdSl 441.1 1365 443. 4810 OR 444.6 8540 405.3 8587 443.6 9372 445.0 1392 412.7 7 9519 OR 442.6 9231 441.9 9216 445.! 10019 435.7 10035 435.7 10084 Got 412.4 1744 414.9 9992 441.1 10553 444.9 10613 444.7 10617 OR 445.1 10119 447.7 10523 445.4 11125 446.0 11144 449.7 11171 OR 446.6 10630 447. 8 10823 446.1 11486 445.8 11512 442.3 11530 ^' OR 147.7 11186 417.7 11476 OR 442.0 11540 447.8 11573 CG E SECTION 122 IT CARD USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY• N- VALUNS RETURNED TO 2F-CDC VALUES. _ R WRONG _ N (1 -94) _ AED�IOlT OWTION AT pl►T NOT aCTION TOM LOCATION CaRumm ONLY S ( NOT NTWITH O ED BECAUSE INCONSISTENT O/S AND /S NC .07 .09 .06 9.1 4100 10030 2200 10030 ET E1 7.1 9.1 99460 90 9606.5 9.1 5856 730 750 750 447.9 1071 114.0 1084 OR 451.6 1000 451.2 1031 446.4 1059 1524 446.4 1537 445.9 1581 OR 447.5 1094 444.5 1113 444.5 445.7 2567 446.1 2590 445.5 2734 OR 447.7 1900 446.7 2288 444.0 3626 443.7 3636 443.1 3893 OR 416.1 2940 116.7 3115 443.2 5130 444.3 5109 346.5 3506 OR 442.9 3901 441.7 4224 439.71 $618.30 430.61 5648.80 118.21 365].40 OR 444.0 5514 443.05 5606.50 426.00 5674.00 426.00 5735.00 434.81 5753.20 OR 435.51 5655.20 418.21 5666.90 440.3 5798 442.8 5422 445.0 3906 OR 439.3 5767 431.3 5767 6793 441.4 6844 441.2 5850 OR 445.2 5946 444.8 5965 441.2 1 PAGE 13 23JUN94 16t41t14 6862 441.6 6873 442.2 6960 441.8 6960 7280 439.3 413.7 7023 7332 OR 435.9 437.7 7076 436.6 7159 137.3 7175 437.5 7514 439.2 7728 OR OR 443.3 7143 1/2.1 7461 1/2.] 7/77 7925 441.6 8336 442.2 8610 ' OR 439.9 7775 441.5 7799 442.5 8735 441.8 9972 441.6 9606 OR 443.7 8639 444.1 8658 442.2 9791 416.0 9909 446.5 95 OR 145.3 9627 446.2 9755 444.1 441.9 10296 444.4 10339 , 10921 ^ OR 442.4 10034 441.2 10230 1067! 446.2 10716 447.5 10778 415.7 10867 OR 445.8 10551 10929 4/5./ 440.6 10848 439.9 10851 4]7.0 10863 I10I1 475. 147.1 11050 OR 443.9 435.7 10924 446.7 10928 447.6 10912 141.! OR COE SECTION 123 ET CARD USED TO MODEL LOW FLOWS /UIGE FLOWS DIFFERENTLY. ^ FLAN EEI.OW POND LEVEE EL. 445.0 STA 1375 -2443. INEFFECTIVE CHANNEL SECTION BEAN NEEL MODIFIED PER EF -CDC 11 - 94) 9.1 3060 9790 1300 9790 ET I1 99420 7.l 97 9.1 4728 9.1 4935 960 960 960 1129 449.1 1142 OR 43I.V 1422 445.0 1465 4.0 1174 ^ OR 145.9 4 45.0 3360 445.0 1395 445.0 1916 445.0 1134 444 2122 OR 1599 445.0 1602 445.0 2709 450.2 2955 OR 445.0 2443 447.6 2516 450.7 3541 411.7 3580 412.3 3611 OR 443.1 3238 442.2 319! 438.9 4151 428.] 4773 422.9 OR 442.4 3991 4 /4.1 4728 135.3 192! 443.1 4335 442.9 4938 OR 428.3 4837 435.3 4854 443.1 5367 412.8 5375 444.5 5415 OR 440.6 5106 444.3 _ 5235 443.9 6140 435.5 6225 438.5 7179 OR 144.1 5154 443.5 5729 442.4 442.3 7309 441.5 7318 410.6 7472 OR 438.3 7166 442.7 7196 439.7 7506 441.2 7705 44 8273 OR 439. 74/6 438.5 7493 442.4 9262 440.9 9269 11 0.5 0.5 8924 OR 441.2 7 413.1 8233 8283 1/7.9 9292 442.5 8203 443.2 443.3 9310 ^ OR 441.3 9278 441.7 459.2 9156 444.6 9204 444.6 9293 9519 143•7 955! OR OR 459.6 4/5.2 9981 9399 442.6 9111 444.7 9432 9958 444.3 445.3 9975 447.6 9287 OR 447.1 9880 446.6 9928 444.4 435. 7 10050115 5 139.7 1 4]8.1 10118 10875 OR 149.6 4 41.3 10014 440.1 446.1 10043 10369 447.3 10389 446.3 10564 450.3 442.2 11675 OR ^ 10129 11 113 450.5 11242 449.2 11294 450.8 31307 OR OR 450.0 450.6 11931 451.5 12051 FOLLOWING SECTIONS PER EFFECTIVE FIG MODEL 6EHELREV2 620 620 .� %1 100040 49 4035 4215 620 9900 470 %3 444 1030 441.5 2190 439.7 43 443 3180 OR 451 442 1000 1840 440.5 2500 441.2 2925 442.5 445'7 3080 4035 430.9 4090 OR OR 443 3700 444.5 3980 441.9 4000 4290 444.5 4390 442.9 5415 OR 430 4160 443 4215 442.9 5685 443 6640 442.5 6700 ^ OR 443.4 5500 442.1 5600 444.5 7315 439.8 7500 440 7400 OR 442.S 6800 413.4 7000 440.2 443.6 8800 443.5 8900 416.5 9200 9720 OR 441.6 7800 442 8200 9600 447.3 9650 428.3 9680 429.5 11000 OR 446.5 9350 447.5 447 10100 446.9 10900 OR 446 9740 447.5 9800 457.5 11300 459.2 11420 OR 449 11100 45S 11200 PAGE 34 ^ I 23JUM94 16e41 :14 %1 104600 75 3210 3423 2100 1500 1880 560 4 444 2200 411 3200 OR 450 620 446 710 146 440.00 3247 440.54 3250 440.44 3253 3367 OR 144.17 3210 440.50 3239 438.01 3262 136.74 3266 433.64 3362 OR 439.74 3255 43!. 64 3260 3313 427.54 3350 4]3.34 3360 •38.91 14 444 3000 OR 428.01 3276 3372 /26.14 445.54 3399 444.44 3123 446 141 3740 5]00 .5 5400 OR OR 442.34 446.5 4250 444 44SO 446.2 4730 $069 441.91 6246 441.42 6350 ^ OR 4,13.00 6000 443.91 6033 143.67 439.70 6652 439.96 6751 440.35 6855 7050 OR 441.10 6152 410.60 6553 6974 439.66 6337 444 .77 7035 442.01 7358 OR 441.21 6960 439.53 442.24 7322 444.94 7331 441.63 8190 446.70 9387 OR OR 441.22 442.36 7156 7561 443.03 7770 415.18 !!�! 138.11 8882 436.69 9903 ^ OR 117.37 9599 447.40 8600 448.99 /46.38 901! 416.12 9037 419.2! 9 OR 437.57 9923 446.10 8970 431.90 9145 432.74 9100 434.78 . 9242 34 1 9152 447.16 9223 446.55 9233 449.48 OR 441.75 9207 145.28 9219 OT t 29100 44700 52000 97500 950 930 %1 105530 92 3440. 3662. 650 2310. 451.0 2710. 153.0 3090. OR 460.0 1870. 453.5 2030. 450.0 440.5 3528. 440.4 3543 . 439.7 3315. GA 117.5 3160. 444.2 3500. 436.7 3556. 433.6 3557. 128.0 3566. OR 139.6 3550. 438.0 3552. 433.3 3650. 438.9 3652. 442.3 3662. OR 129.6 3603. 427.5 3640. 446.0 3930. 446.0 4050. 443.0 1690. OR 444.0 3690. 444.0 3810. 443. 0 5550. 442.0 5850. 143.] 5975. ^ OR 142.5 5000. 442.5 5320. 440.6 6182. 112.9 6113. 443.1 6260. OR 111.6 1000. 443.0 6059. 438.3 6335. 443.3 6353. 440.9 659 OR 442.5 6288. 443.5 6295. 6502• OR 438.3 6460. 440.3 6472. 436.9 6694. 43 6738. 435.0 6747• - OR 415.6 6613. 437.6 6695. 435.6 136.2 6904. 139.4 6910. 436.5 6926. ^ OR 436.8 6785. 436.1 6815. rry W 436.1 6936. a 7041. 441.1 7115. 7181• 442.2 441.5 7224. 7512. OR 438.5 110.2 6930. 7]83. It2.J 7399. ;;fi 7457. 139.2 447.4 8515. 443.9 8551. OR OR 444.0 7709. 445.4 8056. 447.3 6272. 8631. 449.5 8636. 440.5 8673. OR 444,1 6566. 449.4 8603. 449.4 440.9 9004. 450.4 9194. 9311. OR 446.5 8690. 447.5 8886. ;»'7 9299. 430.5 9303. 429.5 93 OR 450.0 9273. 436.6 9294. 137.1 9328. 145.2 9311. 447.4 OR 432.0 9318. 435.0 9328. OR 449.3 9359. 450.8 9394. QT 4 20900 31700 37400 69000 500 825 550 X1 106080 95 3126. 3233• 450.0 1810. 451.0 2240. 153.0 2590. OR 160.0 1370. 453.5 1530. 110.8 3025. 42 3084. 4 3097. OR 447.5 2660. 444.7 3000. 432.2 3127. 121.3 3145. 121.2 3117. OR 139.1 3107. 439.1 3126. 3206. 433.7 3207. 436.5 3211. 140.• 3216. 3330. OR 423.5 3189. 430.9 443.5 3265. 444.7 3281. 442.2 OR 441.2 3228. 443.5 3233. 446.5 3415. 115.6 1503. 443.9 3565. OR 443.7 3]92. 443.1 3421. 443.9 3726. 443.9 3746. 443.2 3771. OR 413.6 3621. 444.5 3570. 444.6 3911. 411.2 3969. 43. 4015. OR 442.7 3809. 444.3 3811. 4222. 441.9 4253. 1 414.1 4 4276. OR 441.9 4049. 441.0 1070. 410.9 444.3 555 ]. 44].6 5700. 414.1 5925. OR 443.5 4734. 443.3 4961. 6832. 443.9 6921. 137.4 6941. 436.1 6934. 73]7. OR 444.9 6357. 442.6 7013. 444.2 7200. 141.1 711]. 411.9 OR 436.6 7009. 441.8 PAGE 15 1 23JUN94 16s4ltl4 146.5 7725. 446.9 7900. 447.4 8086. 447.6 441.6 8182., 8291. OR 144.1 443.7 7373. 8208. 449.5 8245. 449.7 8269. 447.0 443.7 8282. 8495. 416.0 8531. OR OR 445.3 0322. 449.4 8343. 450.0 8440. 8649. 450.0 8727. 418.4 9756. OR I48.S 6582. 450.2 8610. 449.3 8817. 449.5 8843. 439.2 8665. OR 450.1 8778. 452.4 8808. 452.0 889 2. 117.1 6911. 115.5 8932. OR 435.0 8866. 432.2 8880. 435.0 447.9 9008. 447.2 9033. 450.1 9044. OR 444.8 8945. 448.0 8955. NC 0.070 0.070 0.060 9340 1700 1300 4500 XI 110580 40 9030 X3 0 0 0 4600 448.5 4270 IS0.3 4520 449.5 47 OR 449 3800 449.5 3850 448 5940 449 6100 446.5 7000 OR 151.5 5170 448 5]00 447 7330 446.5 7560 116.5 7570 OR 447.5 7220 441.5 7260 446.5 6660 449.5 9030 447 9080 OR 446 7750 147.5 6100 429 9180 424 9220 437.5 9250 OR 441 9110 143 9150 448.5 9550 447 9800 446.5 10470 OR 145 9300 448 9340 117.5 106 50 447.5 10800 445.5 30870 OR 414.5 10180 111.5 10610 412 31500 441.5 11900 449 11930 OR 448.5 11170 116 11660 1 PAGE 16 23JUN94 16t41i11 /tCNO DBPTH CHSEL CRIHS HBBLR EO HV HI. VOL OLOSS TWA L -BANK ELEV EI.EV Q QLOB QCS QROS ALOB ACH M XNR IITN ELHIN BET ANK BTOH A TINE VLOB VCH YROB %NL %NCH ITRIAL IDC ICONT CORM TOPNXD SHOOT SLOPE XLOBL XLCH %LOSR -PROF I 0 CCSV. .300 CEBV. .300 1490 NS CARD USED •SECHO 85000.000 3265 DIVIDED PLOW 65000.000 23.81 435.81 .00 475.81 435.97 .16 .00 •0 00 ..O 439.00 13!.00 22400.0 1560.7 6734.4 14104.6 999.7 3316.4 3796.7 ,0 .0 .00 1.86 2.03 3.71 •OS0 '070 00 113!.36 5170.16 .000357 350. 250. 200. 1490 N9 CARD USED . /ECNo 96540.000 3265 DIVIDED PLOW 3302 WMMINO3 CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANOS. KRATIO - 2.17 3470 ENCROACSHENT STATIONS- 2000.0 7100.0 TYPE- 1 TARGET- 5100.000 01 436.00 96340.000 26.10 436.10 .00 .00 436.14 3972.2 3632.5 .03 9382.9 .16 329.1 44.9 438.00 22400.0 3399.3 1505.8 14494.9 .035 .000 410.00 2098.95 .22 .86 1.24 1.54 .050 .060 0 0 .00 2525.21 7100.00 .000076 1200. 1560. 900. 2 1490 NS CARD USED •BECNO 81530.000 THIS RUM EXBCUTBD 23JUM94 16t42904 a.. r•+ r• aarrraia+•r•r•a :ar•r•r rr••r•rrr REC -2 WATER SURFACE PROFILES Version 4.6.21 May 1991 •ar••farila•faf •f if raaa•rarfaaa••i• ►• MOTS- ASTERISK (•) AT LEFT OF CROBS- SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST •• 10 TE71Ra•arar DISCHA •.. DUNIUIRY P3.IMTOUT TABLE 150 SECNO XLCH ELTRD " 85000.000 .00 .00 85000.000 .00 .00 85000.000 .00 .00 85000.000 .00 .DO • 06560.000 1560.00 .00 • 86560.000 1560.00 .00 • 06560.000 1560.00 .00 • 86560.000 1560.00 .00 + 87530.000 970.00 .00 a.• • 87530.000 970.00 • 87530.000 970.00 .00 87530.000 970.00 .00 87600.000 270.00 .00 87800.000 270.00 .00 '.. 87800.000 270.00 87800.000 270.00 .00 87969.000 69.00 .00 • 87869.000 49.00 .00 • 67869.000 69.00 .00 "'� • 87869.000 69.00 .00 87870.000 1.00 442.50 87870.000 1.00 442.50 67870.000 1.00 442.50 87870.000 1.00 442.50 87960.000 90.00 442.50 87960.000 90.00 442.50 87960.000 90.00 442.50 87960.000 90.00 442.50 .-.. 1 23JUM94 16t41g14 81 XE.CE ELTRD 87961.000 1.00 .00 87963.000 1.00 .00 87961.000 1.00 .00 • 87961.000 1.00 88000.000 39.00 .00 88000.000 39.00 .00 98000.000 39.00 .00 99000.000 39.00 .00 88030.000 30.00 449.50 89030.000 30.00 449.50 89030.000 30.00 449.50 88030.000 30.00 449.50 88050.000 20.00 449.50 .� 88050.000 20.00 449.50 98050.000 20.00 449.50 98050.000 20.00 449.50 88160.000 110.00 .00 88160.000 110.00 .00 88160.000 110.00 .00 98160.000 110.00 89450.000 290.00 .00 * 88450.000 290.00 ELMIN Q CUSEL CRIES EG 10.99 LLC .00 435.97 3.57 .00 412.00 22400.00 435.81 •00 438.27 3.64 .00 412.00 36500.00 438.17 •00 439.36 3.54 .00 412.00 44200.00 439•26 .00 444.56 2.07 .00 412.00 84300.00 444.50 . .00 436.14 .00 430:00 22400.00 436.10 .00 438.45 .90 .00 410.00 36500.00 !36.41 .00 439.54 .93 .00 410.00 44200.00 439.49 .DO !44.70 .!O .00 410.00 64300.00 444.64 .00 436.43 12.63 .00 430.00 24400.00 !36.06 ,00 438.74 11.17 .00 430.00 39DOO.00 436.43 .00 439.82 10.18 .00 410.00 48600.00 439.54 .00 444.92 5,82 .00 410.00 91200.00 444.73 .00 436.75 10.70 .00 410.00 24400.00 436.32 .00 439.12 13.37 .00 410.00 39!00.00 438.58 .00 440.19 13.50 .00 410.00 96600.00 435.61 .00 445.17 9.82 .00 410.00 91200.00 !14.71 .OD 436.86 19.72 .00 410.00 24400.00 436.42 .00 439.33 26.09 .00 410.00 39900.00 436.68 .00 440,49 31.64 .00 410.00 48600.00 439•74 OD 44S.65 35.31 .00 410.00 91200.00 444.74 .00 436.86 27.59 450.00 410.00 24400.00 436•!2 .00 439.34 39.73 450.00 410.00 39900.00 438.6! .00 440.49 44.93 450.00 410.00 48600.00 439.74 .00 443.77 102.04 4S0.00 410.00 91200.00 444.71 .00 437.12 25.42 450.00 410.00 24400.00 436.73 00 439.72 35,35 450.00 410.00 39900.00 439.13 .00 410.92 39.56 450.00 410.00 48600.00 410.26 .00 446.75 116.92 450.00 410.00 91200.00 445.70 ELLC ELMIN Q CNSEL CRIES EO 10•ES .00 110.00 24400.00 436.72 .00 439.72 24.90 .00 410.00 39900.00 !37.14 440.93 27.49 .00 410.00 48600.00 440.26 .00 117.02 24.10 .00 410.00 91200.00 446.40 .00 437.25 22.69 .00 410.00 24400.00 436.76 .00 439.68 33.53 .00 410.00 39900.00 139.20 .00 441.09 37.48 .00 410.00 49600.00 440.35 00 447.14 20.97 .00 410.00 91200.00 446.62 .DO 437.32 18.82 446.50 410.00 24400.00 436.87 .00 439.98 26.64 446.50 410.00 39900.00 139.3! .00 441.20 29.35 446.50 110.00 18600.00 440.49 00 447.25 35.20 446.50 410.00 91200.00 446.83 . .00 437.36 18.63 446.50 410.00 24400.00 436.91 .00 440.04 25.24 446.50 410.00 39900.00 439.40 446.50 410.00 48600.00 440.56 .00 447. 34,63 446.50 410.00 91200.00 446.92 .00 410.00 21400.00 437.04 .00 437.78 34.02 440.4! 37.48 .00 410.00 39900.00 439.63 .00 .00 410.00 40600.00 440.62 .00 441.73 38.33 ,00 410.00 91200.00 447.07 .00 447.86 28.29 .00 430.00 24400.00 436.02 .00 438.37 38.01 .00 410.00 39900.00 440.97 VCR ARIA. .01E 2.03 8114.79 11858.36 2.20 15536.53 18634.09 2.15 20283.96 23507.92 2.03 42763.45 58596.97 1,24 16987.50 25736.60 1.48 23467.02 38545.13 1.58 27148.85 45730.27 1.84 44974.88 68718.04 5.77 6570.49 6865.70 5.83 31095.88 11937.42 5.73 33601.54 15235.09 5.01 26349.97 37801.88 5.64 5284.21 7460.46 6.80 9370.31 10910.38 7.06 10063.07 13227.27 6.91 18572.13 29304.80 5.67 5374.56 5494.34 7.18 7237.21 7528.53 7.82 8131.75 8639.42 9.02 13551.48 15347.08 5.73 5236.31 4645.16 7.21 7045.94 6330.30 7.82 7924.51 7250.78 9.54 12056.55 9026.49 S.S3 . 5462.66 4839.54 6.86 7415.97 6710.57 7.41 8358.73 7727.12 9.61 12321.80 6434.43 PAGE 75 VCR AREA .01E 5.47 5616.27 5736.45 6.83 7621.26 7995.48 7.40 8587.86 9236.24 7.55 16437.23 1846.4.22 6.05 5097.61 5122.83 7.36 6876.76 6990.68 7.84 8059.67 7938.81 7.17 19059.96 19913.36 5.84 5308.93 5623.89 7.24 7320.52 7729.77 7.76 8633.68 9970.14 6.09 18740.79 15372.79 5.81 $341.59 5652.66 7.20 7370.67 7789.68 7.72 8738.27 9053.31 6.06 18806.95 15482.80 7.15 4339.52 4183.56 8.37 8411.85 6517.63 8.85 10137.62 79S0.09 9.25 19204.40 17145.84 6.9s 5831.21 4780.73 6.42 16062.59 9401.62 410.00 48600.00 442.23 .00 442.60 6.51 6.17 19766.57 18061.18 12805-49 17551.40 88450.000 290.00 .00 .00 410.00 91200.00 448.21 .00 448.50 1 88450.000 190.00 .00 .00 780.00 .00 409.90 24400.00 439.72 .00 439.92 7.59 4.56 3.96 3.30 6925.94 24502.03 8835.15 18681.80 + 30.000 8!2992 30.000 780.00 .00 .00 .00 409.90 39900.00 442.14 .00 442.22 443.15 3.79 3.14 30592.45 14067.10 • 89230.000 780.00 .00 .00 40!.90 48600.00 443.28 448.84 .00 118.88 1.66 2.50 60665.52 70823.63 • 99230.000 780.00 .00 .00 409.90 9 1200.00 .00 \ 90220.000 900.00 .00 .00 420.67 24400.00 440.40 .00 440.61 442.60 7.59 4.21 4.39 3.10 7717.44 28558.33 9050-40 19 438.02 90210000 980.00 .00 .00 410.07 39900.00 141.54 443.62 .00 .07 44 9.04 1.80 3.08 34317.30 14!31.!3 !0230.. 000 980.00 .00 .00 410.67 48600.00 441.00 .00 141 2. if 1.81 63553.77 61655.71 90210.000 980.00 .00 .00 410.67 91200.00 .00 412.60 24400.00 441.18 .00 441.36 13.09 4.15 3.98 !170.2! 873.10 11 .00 112187207.36 • 91050.000 9]050.000 840.00 840.00 .00 .00 .00 .DO 412.60 39900.00 442.96 .00 443.07 444.08 10.54 9.13 3.86 27025.79 16081.17 ♦. 91050.000 840.00 .00 .00 412.90 18600.00 443.98 44!.19 .00 449.23 4.11 3.20 54496.15 43140.66 91050.000 840.00 .00 .00 412.60 91200.00 .00 430.19 24400.00 442.00 .00 442.07 4.46 1.43 2.64 12195.32 22936-65 11553.88 10249.76 r.. ► !2050.000 1000.00 1000.00 .00 .00 .00 410.19 38900.00 443.6! .00 443.75 4.93 4.82 2.74 26651.83 22141.01 • 92050.000 92050.000 1000.00 .00 .00 .00 410.19 48600.00 444.65 .00 444.71 t {9.63 3.53 2.80 16734.95 48513.42 92050.000 1000.00 .00 .00 410.19 9 1200.00 449.56 .00 PAGN 76 2 .,.. 23JON94 16 41 t 14 ' SLLC ELNIN Q CNSNL CRINS BG 30.96 VCN ARBA .021 BBCNO 9LCS 8LTRD 442.56 8.28 3.41 7916.68 8477.63 92880.000 830.00 .00 .00 415.90 24400.00 442.40 444.06 .00 444.14 5.47 2.97 19325.65 17066.37 92880.000 830.00 .00 .00 415.90 39900.00 445.02 .00 445.10 5.48 3.09 22509.49 20762.02 92880.000 830.00 .00 .00 415.90 !6600.00 .00 449.92 4.14 ].15 39078.21 44861.61 92880.000 830.00 .00 .00 415.90 91200.00 449.83 .00 .DO 411.50 24400.00 443.12 .00 443.45 11.17 4.82 5.13 5603.93 13493.59 7290.66 11006.41 93660.000 780.00 780.00 .00 .00 .00 414.50 39900.00 444.65 .00 444.92 445.66 11.04 9.66 5.04 17348.97 15479.09 .... 93640.000 93660.000 780.00 .00 .00 414.50 48600.00 445.62 .00 450.38 4.50 4.00 37836.03 42!86.34 93660.000 780.00 .00 .00 114.50 9 1200.00 450.26 .00 434.00 24400.00 442.93 .00 444.19 40.81 10.09 8.96 3203.41 11018.67 3819.48 8161.21 • 93710.000 50.00 90.00 .00 .00 .00 434.00 39900.00 444.61 .00 .8 44528 23.8 18.25 8.44 14809.61 11779.06 • !3710.000 93710.000 $0.00 .00 .00 .00 434.00 48600.00 445.60 .00 446.13 7 450.4. 595 6.31 35503.98 37398.12 93710.000 50.00 .00 .00 434.00 01200.00 450.24 .00 40.00 447.43 443.93 414.50 24400.00 443.88 .00 444.65 69.90 7.07 6.62 3554.75 8037.71 2918.35 3678.31 93750.000 13750.000 40.00 417.43 443.95 414.50 38900.00 446.73 .00 445.60 446.35 117.67 63.96 6.36 13026.14 4076.90 • 93750.000 40.00 447.43 443.95 114.50 18600.00 660.00 450.44 .00 450.56 13.46 2.58 34008.65 11856.38 + 93750.000 40.00 447.43 443.95 414.50 91200.00 .00 30.00 447.43 443.95 414.50 24400.00 144.14 .00 444.88 76.63 47.96 6.96 5.51 3669.49 12478.52 2767.24 5761.38 + 93780.000 93780.000 30.00 447.43 443.95 414.50 39900.00 445.86 .00 446.12 446.56 50.16 5.63 14301.17 6862.21 93780.000 30.00 447.43 443.95 414.50 48600.00 446.29 450.49 .00 450.60 13.23 2.56 31241.5! 15074.01 93780.000 30.00 447.43 443.9.5 414.50 91200.00 .00 60.00 479.00 446.00 416.42 24400.00 444.89 .00 445.23 12.11 9.40 5.17 3.01 5924.04 20779.79 7010.38 13010.75 • • !3610.000 93640.000 60.00 439.00 446.00 416.42 39900.00 446.25 .00 446.33 446.77 10.75 3.22 12800.51 14811.78 • 93840.000 60.00 439.00 446.00 416.42 48600.00 446.68 .00 450.67 5.78 2.36 43164.59 37943.32 • 93840.000 60.00 439.00 446.00 416.42 91200.00 450.60 .DO 444.93 .00 445.35 15.22 5.66 5347.12 6253.17 93890.000 50.00 .00 .00 417.48 24400.00 446.28 446.40 6.98 4.07 20712.21 15101.06 93890.000 50.00 .00 .00 417.48 39900.00 446.71 .00 416.95 7.92 4.41 12883.61 17267.52 93890.000 50.00 .00 .00 417.48 48600.00 450.62 .00 450.70 4.35 3.77 44117.82 43704.57 93890.000 50.00 .00 .00 417.48 91200.00 .00 123.50 24400.00 446.07 .00 446.08 1.11 1.40 1.61 23129.87 15670.86 23177.14 33798.03 + .--. 97710.000 3620.00 .00 .00 423.50 39900.00 446.66 .00 446.68 1.41 1.78 3 l374.s9 36740.14 • 97710.000 3820.00 3820.00 .00 .00 .00 .00 423.50 48600.00 447.34 .00 447.37 1.57 1.08 1.72 67193.70 87591.63 ♦ • l7730.Ob0 97710.0 3610.00 .00 .00 123.50 91200.00 450.95 .00 450.98 446.20 .00 116.22 3.67 2.23 23401.25 12743.14 • !8160.000 750.00 .00 OD 126.00 24400.00 447.07 4.87 2.70 31869.69 18082.47 • 98460.000 750.00 .00 .00 426.00 39900.00 447.03 .00 117.57 5.26 2.89 35794.54 211!5. _ ♦ 98 460.000 750.00 .00 .00 426.00 48600.00 447.53 451.07 .00 451.11 3. 29 2.72 63358.55 5 50312.63 • 90460.000 750.00 .00 .00 426.00 91200.00 .00 {28.30 24400.00 446.43 .00 446.44 1.47 1.54 2.01 31780.09 40466.20 20094.87 26410.57 + !9420.000 !!420.000 !60.00 960.00 .00 .00 .00 .00 {28.30 39900.00 447.36 .00 447.38 447.92 2.28 2.59 2.20 44580.10 30191.85 • + !9420.000 960.00 .00 .00 428.30 48600.00 447.89 .00 {51.37 1.24 2.39 73063.57 60985.61 99420.000 960.00 .00 .00 428.30 91200.00 451.31 .00 1 PAGE 77 23JON94 16:41:14 0 CNBBL CRINS BG 10.98 VCR ARNA .019 6NCN0 3<I.CN BLTRD BLLC BLNIN 100040.000 620.00 .00 .00 428.30 24400.00 446.51 .00 446.53 1.33 1.51 2.93 36405.56 44910.46 21155.69 29304.07 100040.000 610.00 .00 .00 428.30 3!900.00 447.14 .00 447.52 448.06 1.99 2.19 2.10 49707.45 32811.84 100040.000 520.00 .00 .00 428.70 18600.00 448.04 .00 451.50 1.82 2.21 80206.14 67664.83 _ 100040.000 620.00 .00 .00 428.30 91200.00 431.47 .00 ... • 304600.000 ♦ 104600.000 • 104600.000 104600.000 105530.000 305530.000 1OS530.000 ^ 105530.000 • 10 6080.000 106080.000 106080.000 106080.000 ^ 110580.000 110580.000 110580.000 130580.000 4560.00 4560.00 4360.00 4560.00 930.00 930.00 930.00 930.00 530.00 550.00 $S0 $ 00 50.00 . 4500.00 4500.00 4500.00 4500.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 , 00 ,00 .00 .00 .00 .00 426.94 426.94 426.14 426.94 426.90 426.90 426.90 426.90 421.20 421.20 421,20 421.20 424.00 424.00 424.00 424.00 24400.00 39900.00 41 0.00 91200.00 2!100.00 44700.0 52800.00 97500.00 20900.00 31700.00 37400.0 69000.00 20!00.0 33700.00 37400.0 69000.00 + 23JUN94 16141114 446.99 448.12 448.70 451.95 447.32 448,53 149.13 452.21 447.56 448.83 449.65 152.61 449.14 450.33 450.88 453.67 .00 .00 .00 .00 .00 .00 .DO .00 .00 .00 .00 .00 .00 .00 .00 .00 447.02 448.15 448.74 451.99 447.]6 448.S8 4 49.18 452.35 447.61 448.88 449.6 452.14 4 441.18 450.36 450'92 453.71 4.14 4.91 5,02 3.46 3.40 4.40 4.66 4,64 3.17 3 ,40 3.41 2.89 5.07 4.46 4.19 2.98 2.36 2.77 2.89 2.80 2.89 3.44 3.62 3.99 2.86 3.10 3.16 3.20 2.44 2.44 2.45 2.41 23580.16 32711.34 37666.07 65654.99 75741.48 32732.12 36311.36 37031.60 21681.34 29 103.28 32810.81 54371.67 16538.27 24628.83 28545.04 48965.12 11966.75 18005.0! 21682.06 48917.81 15775.51 21313.16 24460.42 45286.06 11733.37 17180.74 20240.06 40616.68 9282.06 15006.40 1826!.19 39944.15 SU9001R3' PRINTOUT TABLE 150 PAGE 78 •• 10 YEAR " +r•• DISCBA SU9001R3' PRINTOUT TABLE 150 DIFNSP DIFN81: DIFRNS TOPNID XLCS SECNO 0 C NSEL 1179.36 .00 n•► BSOoo.000 22400.00 435.81 438.17 .00 2.26 .00 .00 .00 .00 3999.52 4291.44 ,00 ,00 Bso00.000 36500.00 44200.00 439.28 1.11 .00 • 00 4313.39 .00 85000.000 85000.coo 84300.00 466.50 5.22 .OD .00 1560.00 22400.00 436.10 .oa .29 .00 .00 2525,21 3245.13 1560.00 ♦ 86460.000 • 86560.000 36500.00 4]8.41 2.30 1,01 .24 .21 .00 3448.63 1560.00 1560.00 ,,.. ♦ 86560.000 44200.00 439.49 5.15 .l4 .00' 3470.58 ♦ 86560.000 84300.00 444.64 1737.36 970.00 87530.000 24400.00 436.06 .00 -.04 ,00 .00 2226.39 970.00 • • 67520.000 39900.00 438.43 2.37 1.11 .03 .OS .00 2289.53 970.00 970.00 ^ • 87530.000 48600.00 439.54 5.11 .07 .00 3477.86 ♦ 67530.000 91200.00 444.71 917.27 270.00 87800.000 24400.00 436.32 .00 2.26 . 26 .14 .00 .00 1580.75 270.00 270.00 87800.000 39900.00 438.59 439.64 1.07 .10 .00 15!3.96 16!1.63 270.00 87800.000 48600.00 444.71 5,07 .00 .00 .�. 87800.000 91200.00 789.15 69.00 87869.000 24400.00 436.42 .00 2.27 .10 .11 .00 .00 843.13 69,00 ♦ 87869.000 39900.00 438.68 439.74 1. 06 1 .30 .00 :59.39 1709.70, f9,00 ♦ •706 9.000 48600.00 444.74 .06 .03 .00 • 8786!.000 91200.00 789.39 1.00 87870.000 24400.00 436.42 .00 2,27 .00 .00 .00 .00 843.16 1,00 1,00 87870.000 39900.00 43:.69 439.74 .00 ,Op 851•54 1709.03 1.00 87 :70.000 48600.00 444.71 4.97 -.02 .00 87670.000 11200.00 797.39 90.00 ^ 87960.000 24400.00 .00 2.42 • .45 .00 .00 90.00 90.00 871 :0.000 29900.00 4 36.71 39.13 4 440.26 1,12 .51 ..8 0 0.1 8 1715.!: 90,00 87!60.000 48600.00 445.70 SAS .11 .0 07960.000 01200.00 197.46 1.00 ^ 87961.000 24400.00 436.72 439.14 .00 2,47 .Dl .O1 .00 ,00 :50.15 867.57 l.00 1 .00 87!61.000 39900.00 48600.00 440.26 1.12 .O1 .00 .00 1755.30 1,00 87961.000 67961.000 91200.00 446.1000 6.14 .70 684.65 39.00 :BOOo.000 24400.00 436.76 .00 2.45 • .07 .00 776.01 39.00 39,00 '-' Be 00.000 39900.00 439.20 410.35 1.45 .09 .00 1549.29 1609.11 39.00 88000.000 48600.00 446.62 6.27 22 .00 :8000.000 91200.00 1 23JUN94 16141214 DIFNSP DIFN83: DIF1018 TOPNID 118 88CN0 Q CNSEL 788.15 30.00 09030.000 24400.00 436.97 .00 2,47 .11 .14 .00 .00 :34.09 30.00 30.00 .--• 88030.000 3!900.00 439.34 440.49 1.15 .13 .00 1566.42 1678.94 30.00 66030.000 48600.00 446.85 6,36 .23 .00 88030.000 11200.00 789.13 20.00 88050.000 24400.00 436.91 .00 .04 .00 PAGE 79 l ' ._ 88050 .000 39900.00 439.40 2.49 .07 .00 834.95 1567.65 20.00 20.00 88050.000 48600.00 440.56 1.16 .08 .00 .00 1679.36 20.00 •8050.000 91200.00 446.92 6.36 .07 BB160.000 24400.00 437.04 .00 .13 .00 2.59 654.57 1450.00 110.00 110.00 88160.000 39900.00 439.63 2.59 .23 3.78 1450.00 110.00 88160.000 48600.00 440.82 1.19 .26 10.04 1450.00 110.00 88160.000 91200.00 447.07 6.25 .15 99450.000 24400.00 436.02 .00 .98 .00 1849.57 2944.76 290.00 290.00 • 89450.000 39900.00 440.97 2.95 1.34 1.41 2.95 4.21 2956.16 290.00 ♦ 88150.000 48600.00 442.23 1.26 1.16 10.22 3085.00 290.00 ♦ 88450.000 91200.00 448.21 6.01 ♦ 99230.000 24400.00 439.72 .00 1.70 .00 1202.52 5236.00 780.00 780.00 ♦ 99230.000 39900.00 442.14 2.42 1.17 2.42 3.56 5416.01 780.00 • 99230.000 48600.00 443.28 1.14 1.05 9.12 5418.08 _ 780.00 ♦ 99230.000 91200.00 448.91 5.55 .60 90210.000 24400.00 440.40 .00 .69 .00 2.13 1689.23 5318.11 980.00 980.00 90210.000 39900.00 442.54 2.19 .40 3.21 5374.83 980.00 90210.000 48600.00 443.62 1.08 .33 8.59 5444.00 980.00 90210.000 91200.00 449.00 5.38 .16 !1050.000 24400.00 441.18 .00 .78 .00 1.77 2051.36 4929.27 940.00 940.00 • !10:0.000 39900.00 442.96 1.77 .42 2.80 5095.79 840.00 • 91050.000 49600.00 443.98 1.03 .37 8.01 5328.81 840.00 91050.000 91200.00 449.19 5.21 .19 ♦ 92050.000 24400.00 442.00 .00 .82 .00 1.68 1651.17 3845.47 1000.00 1000.00 �., • 92050.000 39900.00 443.69 1.68 .73 2.65 3990.13 1000.00 92050.000 48600.00 444.65 .96 4.91 .67 7.56 4100.00 1000.00 92050.000 91200.00 449.56 .37 92880.000 24400.00 442.40 .00 .40 .00 1.65 1046.67 3179.65 830.00 830.00 92880.000 39900.00 444.06 1.65 .37 2.61 3372.42 830.00 92890.000 48600.00 445.02 .96 .37 7.42 3450.00 .830.00 92880.000 91200.00 449.83 4.81 .26 93660.000 24400.00 443.12 .00 .71 .00 1.53 826.26 3642.87 780.00 700.00 93660.000 39900.00 444.65 1.53 .59 2.51 4207.22 760.00 93660.000 48600.00 445.62 .97 .61 7.14 6610.00 780.00 93660.000 91200.00 450.26 4.64 .43 PAOE 90 23JDB94 16841814 n••. 6E010 0 CWSBL DIPKSP DIPWSY OIPAKS TOPWID RLCH • 93710.000 24400.00 442.93 .00 -.18 .00 1.67 850.00 3490.18 50.00 50.00 ♦ 93710.000 39900.00 444.61 1.57 -.04 2.67 4118.45 50.09 93710.000 48600.00 445.60 .99 4.66 -.02 7.32 6650.00 50.00 .� 93710.000 91200.00 450.26 .00 93750.000 24400.00 443.98 .00 .94 .00 698.59 3739.98 40.00 40.00 • 93750.000 39900.00 444.73 .85 - .12 .85 2.12 4490.53 , 40.00 ♦ 93750.000 48600.00 446.00 1.27 .40 6.57 6600.00 40.00 ♦ 93750.000 91200.00 450.44 4.45 .19 ... 93780.000 24400.00 444.14 .00 .27 .00 1.71 714.34 4474.60 30.00 30.00 ♦ 93780.000 39900.00 445.86 1.71 1.13 2.15 4534.44 30.00 93790.000 48600.00 446.29 .44 .30 6.34 6600.00 30.00 !3780.000 91200.00 450.49 4.19 .04 • 93840.000 24400.00 444.89 .00 .74 .00 1.37 1050.00 4972.04 60.00 60.00 • 93940.00 39900.00 446.25 1.37 .40 1.79 5084.61 60.00 • 93840.006 49600.00 446.68 .43 .39 5.71 6592.03 60.00 ♦ 93840.000 91200.00 450.60 3.92 .11 ..- 92890.000 24400.00 444.93 .00 .04 .00 1.35 1050.00 4979.06 50.00 50.00 93090.000 39900.00 446.29 1.35 .03 1.78 5092.74 50.00 $3890.000 48600.00 446.71 .43 3.91 .03 5.69 6592.14 50.00 93890.000 91200.00 450.62 .02 • 97730.000 24400.00 446.07 .00 1.14 .00 5204.14 7679.99 3820.00 3820.00 ♦ 97710.000 39900.00 446.86 .80 .58 .90 1.28 7719.00 3820.00 • 97710.000 48600.00 447.34 .48 3.61 .63 4.68 7719.00 3820.00 ♦ 97710.000 91200.00 450.95 .33 ♦ 99460.000 24400.00 446.20 .00 .13 .00 5803.49 7830.00 750.00 750.00 • 99460.000 39900.00 447.03 .83 .17 .83 1.33 7830.00 750.00 .- • 99460.000 48600.00 447.53 .50 3.55 .19 4.88 7830.00 750.00 ♦ 98460.000 91200.00 451.07 .13 ♦ *9420.000 24400.00 446.43 .00 .23 .00 6420.78 960.00 ♦ 99420.000 39 *00.00 447.36 .93 .33 .93 7673.13 960.00 + 99420.000 46600.00 447.89 .53 .36 1.47 7723.13 960.00 '� 99420.000 91200.00 451.34 3.45 .27 4.92 8260.47 960.00 r � 100040.000 24900.00 446.51 .00 .09 .00 9443.81 620.00 .13 .96 8971.90 620.00 620.00 300040.000 39900.00 447.99 49600.00 448.01 .99 5 1S 1 4,93 9897.33 ,55 , 6 9900.00 620.00 100040.000 100040.000 91100.00 4S1.47 3.43 13 4560.00 104600.000 24400.00 446.99 1.13 .00 .47 ,00 7790.70 .62 1.13 9339.05 4560.00 4560.00 • 104400000 39900.00 448.12 49600.00 449.70 .59 .66 1,72 9500.31 4.96 6622.00 4560.00 • 104600..000 3,25 .48 104600.000 91200.00 451.95 81 � PAGE 23JUM94 16l91t14 CWSEL DIFWSP DIFWSY DIFSWS TOPWID RLCR ... 86CN0. Q .00 5504.67 930.00 105530.000 29100.00 447.72 446.53 .00 .34 1 ,21 .41 1.21 5871.95 930.00 6011.25 930.00 105530.000 44700.00 105530.000 52900.00 449.13 .60 43 1,81 4.97 7134.36 930.00 105530.000 97500.00 452.29 3.16 .3t 5916.71 550.00 106080.000 20900.00 447.56 .00 .00 . 1,27 .31 1,27 587.]4 550.00 550.00 101080.000 31700.00 448.03 37400.00 449.43 .62 .31 1.99 6077.59 5,04 7368.92 550.00 106080.000 106090.000 69000.00 951.61 3.16 .32 4500.00 110590.000 20900.00 469.14 .00 1.57 ,00 6622.34 1 , 19 1.49 1.19 7016.07 1500.00 4500.00 110580.000 31700.00 450.33 37400.00 450.08 56 1.47 1.75 7163.63 4.53 7330.00 4500.00 1105/0.000 110580.000 69000.00 453.67 2 79 1,06 82 PAGE r.. 1 23JUN94 16941919 SUMNARY OF ERRORS AND SPECIAL NOTES PROFILE. 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE ACCRL"PABLE RAN GE JARRING BECNO. 96560.000 BECNO• 96960.000 PROFILE. 2 CONVEYANCE CHANGE OUTBIDS CHANGE O AARMINO WARN ING 86CNO. 96560.000 PROFILE. 3 CONVEYANCE 4 CONVEYANCE CHANGE UTBICE A�ECCEPTA67E RANGE '^ tRNING BECNO. 96560.000 PROFILE. RANGE A jLESPTASLE #ARMING SSCMO. 67530.000 PROFILE. 1 CONVEYANE C OOTSIOf RANGE 2 COINS RANGE WARNING YECNO• 87530.000 PROFILE. WARNING gECMO. 97530.000 PROFILE. 3 CONVEYANCE CHANOUTBIDS ACCEPTABLE GE CONVEYANCR CRUMB OUtgIDE ACCBPTASI.E RARas _ AARMING gSCMO. 87530.000 PROFILE• 4 A CCEPTABLE SAME PROFILE. RANGE 3 CONVEYANCE CHANGE OUTRIDE ACCEPTABLE RANGE WARNING gECNO. 87869.000 9786!.000 PROFILE. 4 CONVEYANCE CHARGE OUTRIDE EC WARNING /HO. OUTBIDS ACCEPTABLE RANGE r., MARRING SECNO• 87870.000 PROFILE. 4 CONVEYANCS CHAWGB ACCEPTABLE RANGE 87961.000 PROFILE• 4 CONVEYANCE CHANGE OUTBIDS. WARNING BSCNO• CHANGE OUTS ;DE ACCEPTABLE RANGE WARNING SECMO. 98450.000 PROFILE• PROFILE. 2 CONVEYANCS an AMCZ CHANGE OMBIDE ACCEPTABLE ACCEPTABLE RANGE ] COXVSY WARNING MEMO. 99450.000 PROFILES 4 CONVEY CRANGB OUTSIDE WARNING BECNO• 98450.000 ACCEPTA RANGE WARMING SECNO. 99230.000 PROFILE• 1 CONVEYANCE C CHHANGE OUTRIDE ANGE OUTBIDS 2 CONVEYANCE ACCEPTABLE RANGE MAREING SECNO• 99230.000 PROFILE• WARMING gSCNO• CONVEYANCE GRANGE OUTBIDS ACCEPTABLE RANGE WARNING SECNO• 99230.000 PROFILE- 4 O CCEPTABLB RANGE WARNING SMCNo. 91050.000 PROrILN' CEANOg OUTBIDS ACCEPTABLE RANGE WARNING SNCNO. 91050.000 PROFILE. 3 CONVEYANCE ACCEPTABLE RANGE WARMING 86CN0. 92050.000 PROFILE. 1 CONVEYANCE CHANGE OUTBIDS CONVEYANCE CHANGE OUTBIDS ACCEPTABLE RANGE WARNING 8ECN0• 92050.000 PROFILE• 2 ACCEPTABLE RANGE WARNING BECHO. 93710.000 PROFILE. 1 CONVEYANCE CHANGE OUTSIDE CONVEYANCE CHANGE OUTRIDE ACCEPTABLE RANGE WARNING BECHO. 93710.000 PROFILE• 2 ACC EPTABLE RANGE WARNING BXCHO' 93750-000 PROFILE 2 COM"TANCZ CHANGE OUTSIDE CRAW E OUTSIDE ACCEPTABLE RANGE WARNING BECNOs !]750.000 PROFILE. 3 COHVSYARCg 9 COHVBYANCE CEAEGE OUTS IIARNING BSCNO. 93750.000 PROFILE- ACCEBPT181E RANGE 2 CONVEYANCE CHAKGB OUTSIDE NARKING 8ECH0. 93790.000 PROFILE• OUTBIDS ACCEPTABLE RANGE WARNING SSCHO. 93840.000 PROFILE. 1 COHVEYANCE CSAHGE GRANDE OUTSIDE 11CCEPTAB WARNING BBCNO. 93840.000 PROFILE. 2 CONVEYANCE 93840.000 PROFILE. 1 CON42YANCR CRRNGE OUTBIDS ACCEPTABLE RANGE OUTBIDS ACCEPTAB RaIN6E WARMING SECNG. 93840.000 PROFILE. 4 CONVEYANCE CHARGE WARNING SSCMO. ACCEPTABLE RANGE WARNING SSCHO• 97710.000 PROFILE• 1 CONVEYANCE CHANGE OUTBIDS l 3 �( ] CONVEYANCE CRANCE OUTSIDE ACCEPTABLE AARON HARMING SECNO. 97710.000 PROFILE. 3 CONVEYANCE CHARGE OUTSIDE ACCEPTABLE RA 'ARMING SSCHO. 07710.000 PROFILE. CHANGE OUTSIDE ACCEPTABLE RAN E N ARMING BECNO. 97710.000 PROFILE. 6 CONVEYANCE PAGE 63 23JUM96 16tOltl4 HARMING BECNO. 98660.000 PROFILE. 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING lU660.ODO PROFILE• 2 CONVEYANCE CHARON OUTBIDS ACCEPTAELE RAMON •BECNO. WARNING BECHO. 96660.000 PROFILE. 3 CONVEYANCE GRANDE OUTSIDE ACCEPTABLE RANGE WARNING BECNO. 98660.000 PROFILE. 6 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE ... WARNING BECMO. 99620.000 PROFILE- 1 CONVEYANCE CEANOE OUTSIDE ACCEPTABLE RANGE CHANGE OUTSIDE ACCBPTABLE RAMON WARNING BECNO. 99620.000 PROFILE. 2 3 CONVEYANCE CONVEYANCE CHANGE OUTBIDS ACCEPTABLE RANGE WARNING BECNO• 99620.000 PROFILE. WARNING SECNO. 106600.000 PROFILE. 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING BECNO. 106600.000 PROFILE. 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE PAWN .'� WARNING BECNO. 106600.000 PROFILE. 3 CONVEYANCE CHANGE OUTBIDS ACCEPTABLE RANGE Appendix G Corrected Exist. Conditions Floodway HEC -2 Model (RVEXFDW2) t Yv �f ,f fftif \fiff\f •f •f \fi ►f •f ♦•f ff if itif kt•••f •ff • EEC -2 WATER SURFACE PROFILES • Version 4.4.2) May 1991 • f ^ • RUE DATE 23JUM94 TIMM 16t49t16 • fi ♦•f ♦ff1•iiffffff tii•fiitflt \f tff tiff ifff•i 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 23JUM94 16t49t16 iftYtff \•ifitfffif i•#Y•f if #ff •ff /f #•• U.B. ARMY CORPS or ENGINEERS • • HYDROLOGIC ENGINEERING CENSER • f 609 SECOND STREET, not" D • • DAVIS, CALIFORNIA 95416 -4687 • • (916) 756 -1104 • •fft•1t1Y•f #fff i•fff •f1�ff •tf •f ffflif PAGE 1 THIS RUN ExECUTZD 23JUM94 15,49,16 �, fY\lffti•t•\ff •t\t•if ♦ \tYffft if if ,fff HSC -2 WATER SURFACE PROFILES Version 4.6.21 May 1991 ft ♦t ♦ \it•ff \t ► \f itff •f Yfttff• \ ♦f \ff \f am ARMY CORPS OF tUMGINEERB - FORT WORTH DISTRICT T1 U.O. TRINITY RECON STUDY DY •E1J1 FORE TRINITY RIVER* REV- EXIST. rLOODWAY OFFER 100 TIM DIBCXhRGE WITHOUT FL ENCROI►CBMMNTS AR T3 . T4 FIRST RUN - AREA 3/94 FILE RVE3rDW2 fY•#iff•tft• \ # #Yf•t• ♦f ff if• ♦•f• ♦ \f•fti \fff tf •fffff •f \f # \t ♦f1 \ttf t• NOTE, BTMM;NO WBEL CORRECTED TO 439.28 TO MATCH NATURAL CONDITION MODEL ELm=2 /BHEIitEV2. #••fti # ►tf ♦f if #•if \• #•t•i•ff #••• #•ffff if Ytf •tfiffffit #ffi••ff• ♦• ^ J1 ICEHCE INQ NINV IDIR STRT METRIC NVINS Q WHEL FQ 0.00000 439.28 -1 2 J2 NPROV IPLOT PRrVS xBECV x8xCH FN ALLDC Iaw CHNIN ITRACH J3 VARIAELE CODER FOR SUMMARY PRINTOUT ^ 150 110 200 MC 0.070 0.070 0.040 0.1 0.3 QT 2 44200 44200 2260 .30 2325 .075 2629 NH 8 .09 1320 .05 3000 .08 4762 .075 9399 �^ NH X1 2900 .05 85000 32 2325 2625 350 200 1200 250 436 1320 416 2129 OR 439 880 438 1080 426.5 430 2250 412 2390 412 2450 OR 439 2260 439 2325 2340 432 2553 434 2575 436 2590 3300 OR 423 2470 430 439 2625 43B 2100 437.4 3000 476.5 4762 OR ^ 439 2610 436 3650 436 4000 475.6 4200 436 4500 510! 475 433.8 5145 OR 425.7 4503 424.3 4944 424.7 4956 425.7 OR OR 435 5169 446.6 3199 0.050 4430. 0.10 4740. 0.06 4997. 0.10 5042. 0.08 NR NE 7. 3782. 0.05 6071. 0.035 7513. 900. 1960. _ 11 86560 62 4740. 4997. 1200. 7100. X3 OR 2000. 442.3 1000. 442.3 1999. 438.2 2023. 438. 2090. 2170. 136. 428. 2100. 2185. OR 434. 2110. 432. 2130. 432. 2140. 430. 432. 2260. 434. 2270. Mt 427. 2210. 128. 2233. 430. 2245. 2776 436 2800 460 2821 OR 434 2300 430 2316 430 436. 4740. 434. 4765. 432. 4780. OR 460. 4430. 439. 4440. 4873. 410. 4903. 429. 4980. OR 430. 4790. 428. 4800. 410. 1 PAGE 2 23JUM94 16t49316 OR 430. 4910. 438. 1997. 439. 5042. 437.8 5235. 5317. 438. 439. 5200. . 5345. OR 436. 3286. 436. 5292. 436. 5311. 5400. 436. 439. 5447. 479.1 5509. OR 439. 5354. 439. 5386. 436. ■.. OR 438. OR 435.2 OR 428. OR 442. N8 5. NS 7712. QT 2 Xl 87530 13 0 OR 442.8 OR 432. OR 430. OR 436.4 OR 460. OR 440. OR 414. OR 424. OR 434. OR 437.2 OR 444.3 OR 434. OR 442.8 NN 5 NN 6881 xi 87800 X3 a OR 449.5 OR 432 OR 432 OR 440.00 OR 416.00 OR 440.00 OR 437.00 OR 436.00 NC .08 X1 87869 X3 0 OR 430 OR 43S OR 430.1 OR 429.9 OR 435.4 OR 450 OR 417 OR 410 OR 423.9 OR 434 OR 444.4 1 23JON94 OR 434.23 OR 431.9 GR 434.17 OR 450 B1 X1 87870 X3 0 ST 63 ST 1870 K 449.32 ST 445.00 8T 2070 ST 449.32 ST 446.15 8T 2295.0 ST 450 ST 444.40 ST 4690 31T 449.41 ST 443.65 ST 4390 ST 449.31 ST 444.98 ST 6916.2 ST 449.31 ST 443.65 X1 87960 X2 0 X3 0 X1 87961 X3 0 $564. 436. 5584. 6071. 425.9 6108. 6580. 429. 7265. 7373. 442.1 7513. O.OS 4895. 0.10 48600 48600 61 4953. 5110. 0 0 2000 1000. 442.8 2000. 2220. 430. 2233. 2303. 432. 2314. 2418 430 2444 4760. 440. 4770. 4953. 430. 4963. 5065. 416. 5089. 5105. 426. 5110. 5265. 436. 5286. 5540.. 444.3 5562. 6625. 444. 6620. 7185. 434. 7205. 7712. .05 1365 .05 40. 3840.0 4030.0 0 a a 1000 438 1090 1220 430 1250 1325 434 1365 3805.0 440.00 3830.0 3980.0 430.00 4030.0 4190.0 440.30 4250.Q 6100.0 435.5 6101.0 6220.0 436.00 6340.0 .08 .07 .60 71 2295 4865 0 0 1835 1500 450 1834.9 1927 434.08 1948.1 2043 429 2067 2074 430.4 2093 2169.4 443.65 2190.0 2295 450 4524.9 4624 416.99 4628.5 4683 410 4690 4751 423.95 4751.5 4802.5 443.65 4830 6390 443.65 6753 16149/16 6913.7 434.22 6915 6960 431.9 6980 6996.2 435 7053.3 7500 W LINN ROAD 0 O 0 0 0 1835 1500 450 450 448.65 443.65 1970 434.00 1951.2 449.34 2028.7 450.00 430.70 449.67 444.67 2106.1 431.65 2111.2 449.32 2215.0 450.00 450.00 450.00 450.00 2295 450 4525 448.15 4628.5 449.40 416.99 450 445 4748.5 423.9 4751.5 449.40 4864.9 447.95 447.95 444.4 444.4 6755 434.68 6836.2 449.33 6913.7 449.98 434.23 449.98 444.98 4993.1 434.17 6996.2 449.33 7469.9 442.5 442.9 0 0 0 0 0 0 0 0 1835 0 0 0 0 0 1835 436. 5603. 424.5 6250. 430. 7304. 4953. 0.06 600. 0 439.5 428. 432. 436.2 438.4 428. 418. 420. 430. 444.3 436. 434.2 3840 250.00 0 438 428 436 430.00 434.00 460.00 436.00 437.00 .80 69 0 447.95 433.97 420.3 431.48 449.15 448.15 416.98 410 424.6 447.95 435 1035. 7620 2026. 2265. 2345. 2618 4810. 4971. 5093. $158. 5290. 6163. 6652. 7300. .06 200.00 6480 1100 1270 1525 3840.0 4050.0 4255.0 6163.0 6341.0 69 7470 1835 1951.2 2069 2108.7 2214.9 4525 4431.3 4724 4758 4864.9 6776.6 435.3 424.5 435. 5110. 970. 436. 428. 434. 460 438.4 410. 420. 430.' 438. 444.3 435.3 435.5 4030 270.00 436 428 460 410.00 436.00 460.00 432.00 437.00 69 443.65 430.70 427.9 431.65 450.00 443.65 416.9 415.4 428.4 490 444.69 5696. 435.5 5782. 6262. 426. 6402. 7322. 436. 7352. 0.10 5200. 0.05 2100. 2278. 2356. 2639 4895. 5050. $096. $200. 5300. 6203. 4785. 7590. 434. 428. 436. 460 440. 410. 422. 432. 438. 444.3 435.2 442. 2120. 2290. 2362. 4360 4914. 5078. 5102. 8240. 5390. 6223. 7070. 7620. .05 .00 1130 1290 1530 3900.0 4100.0 5675.0 6200.0 6980.0 1870 2028.7 2070 2111.2 2215 4550 4677 4733 4770 4965 6833.7 4250 .00 434 430 460 410.00 436.00 437.00 432.00 4SO.00 438 430.59 428.3 435 4SO.00 417 411.3 422.71 431.5 4SO 434.66 05 1150 1305 3800 3928.0 4170.0 5680.0 6210.0 6981.0 1884.1 2031.2 2071 2160 2294.9 4620 4691 4748.5 4795 6369.9 6836.2 PAWN 3 434.22 6916.2 434 433.2 6982 434 443.65 7075 442.5 6956 6984 7469.9 433.3 434.14 450 6958 6993.7 7470 1 1 1 0 1834.9 7470 4SO 450 1635 447.95 447.95 448.65 443.65 1948.7 449.32 444.32 1948.7 433.97 1951.2 449.34 444.34 2028.7 450.00 2031.2 450.00 430.59 2031.2 450.00 445.00 449.34 444.34 2108.7 449.34 431.46 2111.2 444.32 2190.0 449.63 443.63 2214.9 440.15 2294.9 450.00 450.00 2295 450.00 450.00 430 450 4324.9 450 430 4S2S 448.15 4550 448.65 443.65 4628.5 449.40 4631.5 449.43 416.98 4631.5 449.43 444.43 449.43 444.43 4748.5 449.43 422.71 4751 423.95 4751.5 449.40 444.40 4830 448.65 4865 450 450 6389.9 450 450 448.65 443.65 6833.7 449.31 444.31 6933.7 434.66 6634.2 449.33 444.33 6913.7 449.98 6915 450 434.22 6916.2 449.98 434.22 449.33 444.33 6993.7 449.33 434.14 6996.2 444.31 7075 448.65 443.65 7075 448.65 7470 450 450 7500 450 430 90 90 90 0 0 1 0 7470 1 1 1 0 7470 IC( ?- ' • 3 40 3740 403 ' 39 ]9 39 X1 88000 1000. 6800. 1415. X3 3. 440• 1125. 434.5 410. 1126. 1071.0 431.00 1200.0 430.00 1250.0 1476. om X4 OR 449.50 1000.0 449.50 1075.0 135.10 436.00 1400.0 440.00 1670.0 449.50 OR 430.00 1100.0 434.00 1370.0 442.00 ]730.0 412.00 3740.0 4000.0 434.00 4010.0 OR 449.50 3725.0 4100 384..00 3900.0 0 410.00 950.0 430.00 450.00 $610.0 460.00 $615. OR 430.00 OR 131.00 4035.0 4]6.00 4045.0 449.50 4050.0 6190.0 433.00 9200-0 433.00 5250.0 8350.0 n.. 4140.0 OR 440.00 6311.0 434.00 440. 00 6630.0 450.00 6435.0 450.00 450.00 10265.0 OR 433.50 6310.0 464.00 9000.0 43!.00 9200. 0 450.00 9283.0 OR 437.50 8355.0 439.00 STLSW MR\ILROAD 30 30 30 X1 80030 59 $610 8940 11490. 9580 449.5 116.5 X3 S 5900 149.5 146.5 6]00 449.5 447 446.5 11480 450 467 13190 ST 10460 BT 8840 411.5 416.5 450 147 BT 150 447 14100 150 PAGE 4 43JtlM96 16t19e16 n.. 596020 438 5930 436 5940 6150 435 432 5970 $200 OR 149.5 5960 446.5 432 430 6090 430 440 6200 446.5 6300 OR 436 5980 6250 136 439 6270 430 $Boo 410 8650 OR 1]1 6220 6300 144.5 9760 446.5 8590 8770 431 0900 416.5 $940 OR {441b $700 130 9760 OR 910 434 647 10660 440 10470 460 10890 11030 450 10{60 OR 449.5 0840 436 10941 436.7 10900 475 11020 11101 632 640 11645 OR 439.9 10010 436 11100 119.9 11191 140 13190 440 13220 434 11080 450 11480 11480 450 13190 447 442 13490 462 13610 *" O R OR 447 3460 438 13310 438 1 440 13465 13730 440 13970 439.2 14020 OR OR 440 13670 439.5 13700 440 450 14100 OR 440 14070 447 14100 20 20 20 X1 80050 1 X2 11680. 13 MC .15 .12 .07 SECTIONS EERN rrrarrarra INSERT NEW �.. Cos SECTION 1 TO REPRESENT NICE GROUND DOWNSTREAM BELT LINE RD) so OR CARDO MODIFIED MODEL NOM- NFFECTIVE FLON ARMS IAN X3 AND BS CARDS USED To MODEL UTILISED TO ERLRMCE FLOWS F votahms N- Y11tJ1ES 1'A$ Am ROD FROM Xr- CDC.DAT NC 15 .12 .07 .3 .5 EMCGNBISTAW I SZIX I LIBE ) ffBC O I EL• NITE AT FLOW LIME i ED EECI►Ui AND U/S OF SECT 111 (1 -94) 08160 TO INSERT E! -CDC S@150 (1 -91) SELZTIOM MURDER CBAMOED FROM 88340 TO !4 N- VALUES TO TRANSITION TO N- VALUES UPfTR;11M ll - 9728 .13 13709 12175 RE 3 .13 9510.0 6755 120SC 6755 - 19T 9.1 6.1 NEW CROSS- SECTIONS PER 1991 COB PEOTOORANETRI DATA, 98160 TO 99420 MODIFIED TO MODEL NON - EFFECTIVE FLOW AREAS 110 OR CARDS 95 9510.0 9728 110 X1 98160 436.2 3213 137'0 3220 10 - R 426.7 3064 435.4 3073 436 -5 3092 439.0 3790 435.2 4117 436.0 440.3 4195 4678 - OR 436.6 3526 437.9 3546 4223 436,9 4226 431.6 4353 161.3 6070 OR 4J 2.9 4208 437.1 440.1 4909 439.9 5013 937.7 435.7 .6011 6556 435.0 6711 OR 442.4 4778 Soso 435.1 6270 434.1 6529 633.0 6025 431.7 7003 GA 437.8 431.9 6727 43.6 6755 6711 433.6 7243 438.2 7265 450.0 7265 9460 OR OR 431.7 7047 1355.7 7073 BS59 430.3 {50.0 9254 450.0 9660 9562 437.5 427.1 1563 OR 450.0 7698 450.0 434.76 9524 42!.67 953! 128.01 954 415.001 9572 OR 436.26 9510 9544 424.21 9549 420.71 0559 417.71 1647 7 117.71 1647 OR 426.71 9632 oft 9511 110.0 116.16 9612 9671 428.61 9692 117.09 9727 10343 OR 422 9665 1.23 9655 425.21 421.21 9785 427.96 450.0 9705 450.0 10091 11304 450.0 450.0 11152 OR 43!.56 9742 439.0 10344 450.0 10381 450.0 11290 IS0.0 437.7 4 35.8 11560 436.0 11!22 450.0 OR 450.0 1147! 450.0 11509 OR 450.0 12190 135.3 12203 438.2 12297 12514 OR 435.5 11927 435.3 12178 12357 115.1 12391 115.6 12510 166.0 OR 441.4 12327 442.6 PAOE 5 1 23JUN94 16t49c16 447.3 12619 .0 12625 44 12637 13697 444.9 445.3 13022 13709 OR 446.7 12554 445.2 13012 4 4 6 455.0 13615 1433..1 1 OR 443.0 13034 CEAMMBL FLOWLINE IMSERTED PER EF -CDC ALL POINTS PER 1991 TOPO - S NI, 436.0 ON TOPO AND ALSO MATCEEOF STA 4400 6 EL. 436.0 MATCMMS SOCCER FIELDS PER CITY CARROLLTON STA 4400 (! EL. 436.0 IN NFEXNDMI.D2 - MODEL FOR GOODS SOCCER COMPLEX (MDMCE) IC( ?- 6 DHLT LINE ROAD XNCROACRMENTS OR MODIFIED NTA 2915 -3920 AND 5370 -6850 3 7 5000 .065 5230 .09 8100 1850 7420 MH ES .1 9.1 4.1 2090 7420 5000 3210 400.0 1 438.0 2160 X1 OR 91150 78 436.0 1650 438.0 1720 138.6 1110 137.0 1950 2380 436.0 23 GR 431.7 2220 131.7 2330 132.0 2915 450.0 2915 450.0 3690 OR 438.0 2565 438.0 2710 438.0 4130 431.0 1210 436.0 4305 OR 450.0 3920 438.4 3 #20 430.1 4600 436.0 4690 435.0 4770 OR 434.0 4330 434.0 4395 439.0 $015 432.0 $025 130.0 5030 OR 434.0 4870 436.0 $000 434.0 410.0 5078 410.0 $132 115.! 5115 OR 126.0 Sass 415.4 5075 434.0 519 0 Ilc.o 5200 430.0 5210 w.. OR 430.0 5175 432.0 $ISO 444.0 5250 444.2 5370 150.0 6370 OR 440.0 5220 442.0 5240 450.0 6030 430.0 6070 460.0 6300 OR 450.0 3600 450.0 5730 450.0 6445 440.0 6650 450.0 6470 Ga. 450.0 4520 450.0 6570 450.0 4850 440.0 6850 436.0 6370 OR 150.0 6800 450.0 6800 436.0 7290 436.0 7320 131.0 7350 OR 4]5.9 7073 133.0 7250 434.0 7565 476.0 7590 438.0 7610 e•+ OR 432,3 7415 432.8 7530 114.0 7680 446.0 7890 118.0 7140 OR 444.0 7625 442.0 7660 449.4 8050 450.0 3100 OR 449.5 7950 Con SECTION 112 SIGN GROUND UPSTREAM (PILL) TO r. OR CARDS MODIFIED TO REPRESENT MODEL MOM- E►FSCTIVX FLOW ARXAB IN LOB OR CARDS MODIFIRD TO RXPRXSEMT SIGN GROUND OONMSTRSAM TO _ MODEL NOM- EF3'Emx FLOW AAXAS IN Ron X3 AND iT CARD/ USED TO MODEL LOW FLOWS /XIaN FLOW$ DIFFERENTLY. VALUE$ IM Lob VTILXIXD TO EALANC8 FLOWN IN OVERDAMR N- INEFFECTIVE FLOW BELOW POND LEVEE EL. 437.0 BTA 4745 -6057 FAR LOS n.. XC .09 .04 .075 FROM SF- CDC.DAT CHANMNL BECTIoM BELOW WBXL MODIFIED PER EY -CDC (1 -94) 4745 .20 7800 .035 9123 .060 No c .20 3925 .18 NE 9386 .03S 13612 3900 11110 XT 9,2 4.1 5050 13065 3190 510 760 X1 6!230 92 9123 7386 437.3 440. X3 10 2704 447.7 2732 445.5 2745 444.5 2939 4005 442.1 434.5 300 4128 OR OR 443.5 434.6 3041 434.6 3925 436.5 3941 1293 436.6 412.0 4337 439.3 4372 GR 442.2 4148 440.8 4200 433.3 Silo 437.0 5712 437.0 5719 GR 110.1 4726 437.0 4745 437.0 3375 437.0 5911 437.0 2 OR 439.7 5764 439.8 3845 437.0 6076 133.4 6121 130.0 662! 9 66 OR 437.0 5957 437.0 6057 437.2 6662 460.0 6705 430.0 7004 OR 426.5 4640 437.6 6682 460.0 7900 432.4 7940 432.2 7812 OR 460.0 75SO 460.0 7800 433.4 8376 441.2 8667 441.4 8312 OR 437.9 3333 434.8 8363 436.8 �. 1 PAGE 23JUN94 16149216 437.3 9123 414.6 9237 409.9 9210 109.9 9268 9376 409.9 9275 !736.1 GR OR 415.6 0278 425.3 9300 441.1 9380 9533 452.3 450.0 9471 4 50.0 430.0 9731 OR 450.0 9420 130.0 9491 430.0 441.7 10120 439.7 30!36 412.4 106]! OR 450.0 10060 442.1 10060 438.5 10914 439.7 10920 438.1 11009 OR 142.! 10781 436.9 10865 419.3 11745 447.2 11750 447.2 11101 OR 441.0 11110 147.9 11376 440.2 12093 .443.0 12122 446.2 12]08 OR 418.3 11807 443.5 12067 12719 141.1 12793 444.3 12907 443.9 13992 13404 OR 446.5 12535 442.4 13089 456.1 13107 454.3 11262 438.1 OR 446.4 13011 450.7 OR 438.4 13562 443.2 13612 Con SECTION 113 GROUND UPSTREAM TO MODEL NON- EFF8CTIVX GR CARDS MODIFIED TO REPRESENT HIGH FLOW AREAS IX LOS TO MODEL LOW FLOWS /NIGH FLOWS DIFFXRSMTLY- X3 AM XT CARDS USED LOS 01%WlED TO BALANCE FLOWS IN OVBRSAMR N- VALUES IN .3 FROM SF- CDC.DAT MC .00 .06 .07S .1 ,1 .3 MC INEFFECTIVE FVOW BELOW POND LEVEE EL. 437.0 M 5242 -3654 I=rFWT FLOW BELOW FOND LEVEE zL. 439.5 STA 4077-5172 INXFFECTIVE FLOW SELOM ROAD LXVES 8L. 437.0 $TA 7825 -8467 ADO CXRMXEL SECTION PER CARROLLTON (NDMCE) SURVEY FOR R THIN X- SECTION (3 -94) RIVERCEASE POND EFFIVE FLOW To 4]2.0 ELEV.. TA S 9832 -10183 (1 -94) 9399.9 .06 LOWER 7 3643 .18 3043 .20 7823 ,040 on MB .20 9625 .13 10380 .045 12326 3200 10369 XT 9.1 4.1 4570 10369 800 780 !80 XI 90210 as 9399.9 9625 436. 441.0 X3 OR l0 441.4 1735 442.5 1812 441.9 1837 442.9 438.5 1867 2990 143.4 436.9 215 3006 OR 137.2 2393 437.2 2842 439.1 2880 3874 443.0 3915 439.8 3943 OR 435.7 3834 411.1 7312 433.1 439.5 4077 440.4 4276 439. 5 5285 OR 439.2 3096 444.0 4036 5178 440.6 5189 437.0 5242 OR 439.9 4559 439.5 4594 439.5 439.0 3997 440.0 c004 438.3 6022 GR 437.0 5834 438.9 586! 450.0 site 450.0 6230 450.0 6433 Got 119.3 6100 130.0 6100 6500 460.0 7400 450.0 7400 150.0 7618 GR 450.0 6500 460.0 437.0 8136 437.0 0467 438.1 6 167 GR 450.0 7825 437.0 7035 6 r � OR 878 437.8 437.0 8500 110.9 131,42 9040 9412.00 437.6 427.56 9228 0422.50 OR 1]].64 !]9].00 17].10 9]99.!0 410,67 !446.]0 9464.10 411.67 9475.80 OR 415.67 9426.30 412.67 417.64 !49!.20 121,15 9507.20 124.74 138.1 1512.30 9640 OR OR 415.79 9493.00 441.0 431.04 9557.10 440.5 957! 445.5 9625 9747 413.0 1790 OR {40.e 9670 {40.5 0608 438.0 10173 10334 445.2 10369 11040 OR 432.0 9832 432.0 10!71 {45.3 110]0 446,6 1468 OR 447.4 10714 446.6 X3 10 451.6 117] COX SECTION 114 UPSTREAM TO MODEL EON- EFFECTIVE OR CARDS NIODIPI20 TO REPRESENT NIGH GROUND 1290 445.1 FLOW AREAS IN LOS LOW FLOMS /NIGH FLOWS DIFFERENTLY. 441.6 440.5 OR OR 417.2 X3 AM IM CARDS USED TO MODEL TO BALANCE FLOWS IN OVXKEREX 137.2 437.2 414.] 3122 M- VALUES IN LOS UT SE SL. OR 438.6 2951 439.3 BELOW WSX� PER XFSCDC 442.5 3420 413.8 OR C SECTION 3340 440.0 3655 1 398! 442.4 OR 442.5 3564 23JUp94 16t49e16 4165 4176 POND EFFECTIVE FLOW TO 432.0 ELXV., ETA 9055 -10120 (1 -94) LOWER RIVERCNASE 9432.50 3120 ' .10 3508 .20 7780 NH 07 .20 10200 .045 12310 12326 NH 9168 .14 9.1 4.1 4000 . 10160 840 840 ET X1 91050 90 9220 1468 620 X3 10 451.6 117] 416.6 1290 445.1 1368 2340 441.6 440.5 OR OR 417.2 203! 137.2 437.2 414.] 3122 442.3 OR 438.6 2951 439.3 3108 3356 442.5 3420 413.8 OR 443.6 3340 440.0 3655 440.2 398! 442.4 OR 442.5 3564 438.7 4165 4176 439.5 OR 439.5 4035 1]f.S 4568 439.5 4599 439.5 OR 439.5 4517 439.5 4764 129.5 4774 442.7 OR 439.5 4712 439.5 5397 418.7 5121 111.0 OR 438.1 4956 440.2 5620 450.0 5861 4$0.0 OR 450.0 5605 450.0 7100 OR 460.0 6210 40.0 7780 440.1 7780 441.5 OR � 450.0 7388 4550.0 7546 119.5 8664 439.5 OR 440.9 8494 437.5 9220 433.1 9282 115.8 OR 441.0 9031 437.0 9376 415.0 9379 430.9 OR 412.6 9353 412.6 1624 445.7 9615 141.9 OR 445.3 9601 149.] 9017 4]2.0 0875 432.0 OR 438.5 9798 438.0 10200 450.9 10977 452.2 OR 445.5 10193 445.5 COE SECTION 115 HIGH GROUND UPSTREAM TO MODEL NOM- EFFECTIVE OR CARDS MODIFIED TO REPRESENT FLOW AREAS I LOB LOW :. X3 AND ET S FLOWN in IN OVXRB A DIFFEREMTL CARDS USED To MODEL IN LOS UTILIBED TO DALAHCE FLO OVHRENE N- VALOSS BELOW POND LEVEE EL.439. ETA 3982 -49 INEFFECTXVS FLOW LEVEE 1x'.137.0 STA 7830 -7660 IMXFFXCrm FLOW BELOW ROAD SURVEY !OA THIS X BECT30N ADD CHANNEL SECTION PER CARROLLTON (NDMCE) STA 9409 -9650 (1 - 94) -l1) LONER RIVERCMASS POND EFFECTIVE FLOW TO 432.0 XLEV., 3101 .10 3238 .12 7850 W H No 6 9180 .20 .10 10968 3700 9770 ET 9.1 4.1 8837 9160 950 980 1000 X1 12050 94 X3 OR 10 431.6 1102 447.2 1707 445.3 413.! 2190 2606 441.6 419.1 OR 439.3 2526 435.9 2516 2132 40.0 3007 439. apt 489.5 2660 435.9 443.8 OR 442.3 3101 434.9 3367 441.8 3577 440.4 OR 445.3 3267 441 439.5 4030 439.5 OR 442.! 3660 439.5 ]902 458] 4643 439.5 OR 439.5 4249 439.5 4260 450.0 4960 450.0 OR 439.5 4924 439-S 6260 450.0 6249 450.0 OR 450.0 $256 450.0 $400 460.0 460.0 OR 450.0 5400 460.0 6713 0.0 45 6750 450.0 Go. 440.0 6727 460.0 7350 450.0 OR 450.0 6969 450.0 T911 137.0 8115 437.0 OR 437.0 7905 437.0 1 23JUN94 16t49tl6 OR 437.0 8344 437.0 8650 436.6 424.94 8656 2922.00 441.2 417.69 OR 434.99 8897.00 432.39 8990.00 0!97.30 410.1! !011.00 415.60 OR 110.69 8972.80 410.19 9079.60 441.]0 1151.20 143.0 OR 430.60 !054.20 429.42 940! 432.0 9650 444.3 OR 443.6 1351 432.0 10738 444.7 10977 443•7 OR 446.2 10372 443.2 COE UNCTION Ili GROUND UPSTREAM TO MODEL NON - EFFECTIVE OR CARDS MODIFIED TO REPRESENT HIGH FLAW AREAS IN IRE FLOW8/HI08 FLOWS DIl1ERENTI.Y. X3 AND ET CARDS USED TO MODEL LAW .045 439. 1955 2427 3150 3471 4000 4259 4664 4059 5560 6043 7226 7080 7970 9327 9420 9679 10120 11311 .045 441.2 2200 2618 3041 2209 3503 4175 4699 sles 5376 6300 6750 7850 6203 432.0 9379 417.67 9432.50 414.17 9485.70 429.24 9535.40 438.1 9659 438.0 9925 445,3 10380 447.7 12326 9220 2650 441.0 442.3 437.! 443.1 443.3 439.5 439.5 439.5 441.2 450.0 450.0 450.0 437.2 440.2 412.6 442.1 441.2 446.5 444.7 7837 2810 440.0 442.5 438.6 442.7 444.3 440.6 639.5 439.5 450.0 450.0 460.0 450.0 437.0 437.0 PAGE 7 .075 10200 2024 2442 3293 3506 4035 4269 4704 4923 5560 6210 7369 03i9 6980 9329 9165 9736 10187 12310 .075 9800 2454 2652 3063 3238 3840 4204 4911 5218 537! 6411 6757 767! 6218 PAGE 0 8837 0950.00 9021.80 9100 9710 430.89 413.69 429.09 445.6 442.2 9052.00 0935.00 9045.70 9264 9796 10900 M.� n.. 0- r•� LOB UTILISED TO BALANCE FLOWS IN OVERBAMX N- VALUES IN INEFFECTIVE FLON BELOW FOND LEVEE RL. 439.5 0TA 3350 -4512 INEFFECTIVE FLOW BELOW ROAD LEVEE EL. 437.0 STA 7500 -9330 2940 .12 7500 .045 0506 .10 ME NE 7 .20 95 43 .075 2792 .03 8815 .10 10863 2730 9120 XT .9.1 4.1 3620 9120 700 790 930 X1 92000 66 8543 0045 X3 10 1194 451.7 1117 443.8 1040 441.3 1622 2025 445. 145. 169 2006 OR OR 453.2 445.1 1017 441.6 1970 411.3 1! {0 2838 0 111. 444.7 2007 440.] 2900 OR 1 {2.5 2]49 792 445.5 2.1 436 439.5 3350 439.5 3844 439.3 3889 OR 448.6 2940 442.0 3000 439.5 4011 439.5 4213 440.2 4203 OR 449.4 3900 411.1 3937 450.0 4786 450.0 4935 450.0 5127 OR 439.5 4560 450.0 4560 7800 437.6 7557 437.0 7617 OR 450.5 7416 450.0 7500 439.7 6212 437.0 8217 437.0 8330 OR 437.0 7772 437.0 7910 437.0 441.2 0534 441.4 8539 410.9 0513 OR 138.! 8506 436.9 0510 433.1 0559 429.4 6590 422.8 0387 OR 437.2 8548 435.9 8552 415.9 8736 423.3 8752 442.8 8789 OR 434.2 9613 415.9 8696 444.3 0961 444.3 9135 44.• 9180 GR 440.7 0845 440.8 8953 443.0 10405 442.2 10532 4122 .2 10810 OR 442.3 9501 441.1 9920 OR 445.3 10863 COE SECTION 117 GROUND UPSTREAM TO MODEL NON- EFFECTIVE GR CARDS MODIFIED TO REPRESENT EIOE FLOW AREAS IN LOB MODEL LOW rLOWi /EIGH FLANS DIFFERENTLY - X1 AND ET CARDS USED TO IN LOB UTILISED TO BAL.AWCE VZOWO IN OVERSAMX N- VALUES pIAWBEIAR POND LEVEE EL. 439.5 STA 2862 INEFFECTIVE INErFECTIVX FLOW AT DITCE BTA 8020 -8329 NC .07 .06 .56 FROM Er- CDC.DJLT 2595 2731 ,12 6450 .12 6861 .040 NE O9 .20 8020 .OS 8900 9102 .015 13121 2520 9130 NE ET .035 9.1 715 4.1 3715 91]0 690 700 X1 93660 f0 8800 9102 1150 440. 441.0 X3 30 1000 445.4 1272 445.2 1602 144.2 174E 2149 143.{ 112.6 18 2158 OR OR 451.3 /41.0 1066 441.0 1076 445.0 2017 2595 442.6 113.9 2664 44.6 2189 OR 442.5 2551 442.5 2860 442.5 2773 440.7 2791 411.3 3119 GR 437.6 2709 444.7 2731 444.6 439.5 3661 443.0 9673 4 {2.0 4 4690 OR 444.1 4159 439.7 3210 1 PAGE ! 23JUM94 16t49t16 111.1 3052 139.5 4862 441.1 4874 444.5 4130 $092 450.0 480.0 4130 5173 OR OR 450.0 4365 180.0 4370 450.0 4428 $337 450.0 450.0 5310 430.0 OR 450.0 $197 450.0 5228 450.0 6190 450.0 6221 130.0 6 410 6155 OR 450.0 $946 450.0 6090 450.0 6861 {43.5 7511 445.0 7592 GR 443.4 6450 443.8 6061 445.0 8293 441.9 0329 441.9 8329 OR 442.0 0020 112.8 0229 442.8 6652 439.0 @BOO 140.1 f0f• OR 441.! 0329 441.9 0329 440.2 418.2 0938 416.0 0964 414.5 9002 OR 44 887/ 436.8 8915 444.0 9140 445.9 0151 415.9 9854 OR 416.0 9041 441.7 9102 443.4 10392 443.3 10101 114.1 10849 OR 113.2 9620 444.9 10366 449.2 110 {6 442.3 11005 441.9 11108 OR 445.9 10908 /46.9 10911 444.4 11267 442.1 11467 443.! 11720 OR 449.2 11143 447.2 11247 445.9 12530 412.• 12540 / {8.4 1]121 GR 41 4.5 11726 449.5 12150 93670 AT CARROLLTON DAN FROM Er -CDC MODEL SECTION OF SF -CDC SECTION MODIFIED PER 1191 TOPO LEFT OVERBAMX GROUND DOWNSTREAM TO MODEL NON- EFFXCTIVE GR CARDS MODIFIED TO REPRESENT EIGH FLOW AREAS IN LOB MODEL IOW FLAWS /EIOE FIRMS DIFFERENTLY - X3 AND ST CARDS USED LOB UTILISED TO TO BALANCE FLOWS IN OVERBANX N- VALUES IN EL. 440.0 STA 3010 -3300 DUE TO NIGH GROUND INEFFECTIVE FLOW BEIAW NC .07 .1 .06 FROM ZF- CDC.DAT NC .5 .7 2997 .12 5786 .15 NH B .20 6197 1931 .05 8200 .033 2067 6470 .19 .045 10220 1850 8500 so E.p .040 9.1 4.1 3085 8500 TOp OF CARROLLTON DAM 1 444 $0. Xl 93710 52 8200 8470 Sp 50 441. 441 X3 OR 10 445 1000 445 1000 416 1100 116 437.6 1240 2045 442.6 444.7 149 2067 OR 112.6 1931 443.9 2000 437.6 441.3 2021 2485 444.1 2495 439.7 2546 OR 44 .6 1101 440.7 21]0 442.8 3026 441.1 3100 439.5 3190 OR 44 2997 443.0 3011 3466 450.0 3466 450.0 5706 430.0 4786 OR 441.1 3210 444.5 6197 443.5 6817 4 4S.0 6920 446.6 6943 OR 443.6 5786 445.6 7420 442.0 7580 442.8 7610 442.0 7630 OR 442.8 7355 442.8 7690 440.5 7030 441 7940 439 0200 OR 442.8 7670 441.5 8274 434 8275 134.3 8390 137.2 0301. GR 437.5 8225 437.5 443.5 8620 444.5 9620 {43.5 10000. OR 437.5 8420 439 6470 OR 112 10140 445 10220 a- Cox SECTION Ile LREN ROAD BRIDGE sISCTIO {ANDY LANE ROAD SECTION REPLACED BY 8118TING SANDY TOP R PRR 91 TOPO- 91730 FRON OF-CDC MODEL. SNCTIoN REVISED TO MATCS OF 1 OR CARDS MODI To REPRogmm SIGN GROUND DoNNSTREAN FLAW AREAS IN LO MODEL LOW /alIN MAWS DIIFERXNTLY. X3 AND ET CARDS USED To OFIA IN LOD UTILIfED T0 SALRNCE.SLAMS N- VALUER WppN .DAM NC PAGE 10 23JV994 16349116 ^ 3300 .09 6100 .15 6600 .040 No 7 .20 2480 .20 9900 .045 9270 2200 BODO NN 9510 .060 9.1 4.1 3390 @Sao or ^ RANDY LAU ROAD BRIDGE IO 40 X1 93750 S9 9510 8800 4U 443 X3 10 8510 447.43 443.53 BODO 447.95 2 413.95 410.1 . 2000 442.5 2140 BT GR 446.8 1031 447.3 1200 445.3 1535 112.30 3091 442'3 3300 442.3 3301 5000 OR 442.5 2370 49].33 2480 3850 450.0 0 450.0 $600 444.30 443.52 6894 OR 443,0 3550 444.70 444.90 6100 443.5 6435 119.9 6600 7085 444.41 7139 4R 443.90 6015 703 6941 114.03 6911 411.13 444..9 7379 441.32 OR 443.69 7331 444.69 7389 444.92 7239 444.21 444.38 443.9! 7613 - 443.73 7613 OR 7363 OR 444.41 7473 444.33 7518 443.95 7540 443.65 443.50 7970 443.64 8023 8284 .. OR 411.67 7710 443.46 7743 443.50 8188 443.30 8243 443.14 8640 OR 443.73 8091 143.59 8134 9411 447.43 8510 443.53 8510 436.00 447.85 9000 OR 444.41 9351 446.08 8470 414.50 8700 443.95 9800 aH 118.00 8450 420.00 0953 445.90 9953 4 17.09 445.90 9270 OR 8929 144.64 •�• CON SECTION 119 SANDY LAKE ROAD BRIDGE SECTION S ANDY LARE ROAD 61=100 REPLACED BY EXISTING MATCH Top OF ROAD PER 1991 TOPO. 93760 FROM EF-CDC MODEL. SECTION REVISED To DOWNBTREAM TO MODEL NON- EFFECTIVE OR CARDS MODIFIED To REPRESENT NICE GROUND FLOW ARRAS IN TAX I,OW pIA !LOW DIrFERBMTLY. X3 AND XT CARDS USED To IIODEI. in ^ N- VALUES IM LOD UTILIXRD TO MALANCS i7A11s IN OVNRBANX 6100 .15 6600 .040 7 .20 2480 .20 3300 ,09 NN N 8510 .060 Mo .045 9270 2200 BODO 9.1 4.1 3390 8000 ET aAMDY LAXE ROAD BRIDGE 3 0 30 30 X1 93780 1 X2 443 X3 10 TO MODEL io• WATER LINN AS A BRIDGE saCTION 93940 ADDED To ErEXREV.DAT IRE DATA FROM 1991 20" sTA 8560 -9075 . .., DATA COPIED WHOM &WIXOM 93$90 SXIAN, 11 CARDS ADJUSTED REMAINING PER CARROLLTON (NDMQS) SURVEY FOR THIS X- SECTION (1-94) _ ADD CHANNEL SECTION - To 443.0 *TA 4833 -8540, ROAD LEVEE DoWWSTRXAN RAISE GROUND XLSV. 442.3 S TA 2700 -4200, ROAD IMES DOWNSTREAM RAISE GROUND ELEV. To ' 3450 .07 5500 .15 6933 .04 0735 .06 ^ us 4 .16 NN 9909 .045 11302 2450 9100 ET 9 4.1 3620 9100 60• WRTSR LINK AERIAL CROSSING 60 60 so XI 93040 91 9735 9998 60 442.0 _ i 3 439.8 9733 452.4 146.0 8735 434.0 446.0 �• 8S 6 8720 439.8 9990 052.1 016.0 9005 431.0 43 . 445.6 1129 ST d986 450.] 144.0 2 10701 450. 1070 459..4 1073 411.0 1117 1308 416.4 1532 OR 059.0 142.2 1272 442.0 1307 445.8 OR 444.0 1262 PAGE 11 l 23JUM94 16849316 441.4 166! 142.8 1924 440.0 2411 439.9 442.3 2700 3590 OR 44S.0 1630 142,3 2700 442.3 3015 443.2 3049 442'3 442.3 3450 4146 442.3 4200 OR OR 445.7 3959 442.3 3986 442.3 4126 4417 450.0 4467 050.0 4471 OR 450.0 4201 450.0 4414 430.0 442.0 6001 400'7 6111 OR 450.0 4492 450.0 5300 6042 455.1 6087 150.0 6125 442.5 6933 OR 040.0 5996 443.4 445.6 6736 443.1 6753 443.7 443.0 7457 OR 447.4 6347 7167 443.0 7241 443.0 7434 443.0 713! 6560 400.2 9490 OR 041.0 443.0 8220 443.0 9223 143.0 9247 413.0 441.00 8746.00 410.00 9757.70 GR ^ OR 439.8 9720 439.7 8733 439.6 0735 9790.40 430.42 8713.40 425.92 9900.40 OR 437.4] 8770.20 436.22 8706.00 433.42 416.42 6866.10 418.92 9689.70 423.42 8902.50 OR 420.60 9821.90 019.42 0837.30 8930.90 437.12 891 9030 4 441`2 $95 9043 OR 429.42 9913.90 434.32 0924.70 137.92 OR 438.9 0908 43B.! 8990 139.0 9091 440. 1 9093 442.5 9110 CR 444.4 9053 440.5 9075 440.1 9600 440. 10231 042.3 10244 OR 442.7 9140 444.3 9305 446.1 OR 445.6 11302 Cog SECTION 120 0- 0- GROUND DOWNSTREAM TO MODEL NON- R PFECTIVE OR CARDS MODIFIED TO RSPRSBSNT NIGH FL40V AREAS IN LOB TO MODEL LOW FL.OWB /HIGH PLOWS DIPFIRBMTL•Y. I3 AND ET CARDS DEED M- VAL.USS IN LOB UTILISRD TO BALANCE FLOWS IN OVERBAME MC 07 .07 .06 FROM sP- CDC.DAT CARROLLTON (NDMCS) SURVSY FOR THIS I- BSCTIOM (1 -94) ADD CHANNEL BECTIOM PSR 443.0 BTA 6833 -8247, ROAD LSVSS DOriNSTRRAN Rain GROUND RLSV. TO TO 442.3 STA 2800 -4200, ROAD LZVES DONNSTRSAM RAINS GROUND SLSV- 3150 .07 5500 .IS 1833 .Ot •770.2 .06 MR NR 6 .13 9007 .045 12431 2450 f100 XT 9.1 4.1 3625 9100 50 SO I1 93890 97 8770.2 9007 50 442. 442.0 I3 30 459.2 1070 459.2 1070 450.4 1073 449.2 1117 1328 4 {s.i 446.6 11 9 1532 OR OR 414.0 1262 142.2 1272 442.0 1307 1826 445.8 440.0 2411 439.9 2800 OR 415.0 1i 31 441.4 1663 442.8 443.2 3219 442.3 3450 411.3 3518 OR 412.3 2800 442.3 3015 442.3 4126 112.3 4146 111.3 1200 GR 445.7 3859 442.3 3886 450.0 4417 450.0 4467 450.0 4471 GR' 450.0 4200 450.0 4414 442.0 5500 440.7 5762 443.0 5863 OR 1192 150.0 5500 450.0 44 455.1 4087 452.1 6125 442.5 9141 OR 444.4 413.4 6042 443.1 6753 443.7 6758 413.0 1833 OR 147.1 6317 445.6 6736 443.0 7434 443.0 7439 443.0 7457 OR 443.0 7167 443.0 7241 4 43.0 8247 442.5 8633 442.28 8746.00 OR 8120 447.0 8225 443.0 437.28 8796.00 434.48 9040 07. 131.48 879 OR 441.46 8757.70 438.68 8770.20 8037.30 417.46 8868.10 419.18 8888.70 OR 426.98 8BQ2.40 423.48 8821.90 420.48 8024.70 438.98 8932.80 438.48 8943.30 OR 424.48 8902.50 430.48 8913.90 435.38 9007 440.7 9010 444.1 9073 OR 440.48 8951.80 440.0 9002 440.8 1110 442.7 9140 444.3 9383 OR 440.1 9091 410.1 9095 442.5 442.3 10244 445.6 11302 413.6 11305 OR 116.1 9608 444.7 10231 437.4 11330 434.2 11331 435.4 11623 OR 438.8 11309 439.3 11323 443.7 11700 449.7 11703 146.6 11783 OR 437.9 11629 439.6 11639 OR 444.0 12303 445.7 12631 1 PAGE 12 23JUN94 16149:16 COs SECTION 121 TO MODEL IAW PLOWB /HIGH FLOWS DIFFERENTLY. ST CARD USSR IMSPPSCPIVS FLAW &SLOW POND LINES SL. 442.0 STA 2603 -3368. N- VALUES IN LAS UTILISED TO RAIANCS FLOWS IN OVSRSANI NC .07 .09 .06 .1 .1 FROM SP- CDC.DAT CRA,WEL SSCTIOM SELOW WSEL MODIFIED PSR SF -CDC (1-94) HC •1 .3 4713 .040 5844 .06 LOSS .015 NH 5 .11 2783 .07 Hs 11373 3550 10019 2300 10019 RT !.1 4.1 N C RSSI CONFLUmacs 600 1670 3820 Il 97 - !7. SBti 6055 449.2 1165 418.0 1178 117.5 1253 OR 452.5 1000 448.8 1072 445.0 1800 442.1 2091 442.8 2118 OR 446.8 1262 445.0 1313 442.0 2403 442.0 2707 442.0 2744 OR 446.3 2110 445.3 2577 4 42.0 3304 442.0 3317 442.0 3368 OR 2783 142.0 2817 442.0 3537 447.3 3547 446.7 3562 OR 446.1 3494 445.9 3532 446.9 4134 443.2 4222 441.3 4343 OR 443.0 3599 444.5 3632 442.0 4714 444.3 4733 411.5 1713 OR 445.4 4602 443.7 4698 445.9 5844 435.4 $875 423.5 $916 OR 441.4 5710 443.7 5738 444.9 $991 439.8 6007 442.2 6055 OR 423.5 5933 423.5 5950 435.4 6537 442.9 7048 439. OR' 443.0 6174 441.6 6321 443.8 435.2 7530 439.3 7560 43!•6 6 7668 OR 439.1 7262 439.1 7509 440.5 7757 439.7 7764 435.3 7727 OR 441.9 7740 441.3 7754 438.4 7870 444.0 7918 441.8 8117 OR 435.3 7858 436.4 7862 435.3 8651 441.1 8665 443. OR 444.6 8540 435.3 8587 443.6 9371 445.0 9392 441.7 7 9529 OR 442.6 9231 441.9 9246 446.9 9992 445.9 10019 435.7 10035 433.7 10084 OR GR 442.7 9748 10923 115.4 31195 146.0 31144 119.7 11174 i:i.i ici3o t�7.! 11466 445.8 11512 442.5 11530 OR 447.7 11186 447.7 11476 446.1 OR 442.0 11540 447.8 11571 Cos SECTION 122 CARD USSD TO MGDRL LOW PLOL/S /sNGS FLOWS DIPPERENTLY- aT H-VALUSS RNTURNSD TO X P -CDC VALU - 8usysx FO R THIS E- SECTION (1 -91) ADD CsAIUM SECTION PHR CARROLI.TON (NDI/CS) RIGH B AN E DA TA NOT UBSD: SSCTION sUHVSYED AT TSB WRONG LOCATION sTA $580 AND 5760 R U C BSCA ) (MOT BU N IMCOMSISTEMT WITH DDATA AT D/S AND /SBRCT ONS- Doug MC .07 .09 .06 2200 10030 BT 9.1 4.1 2950 10030 750 750 I1 98460 9B 5606.5 5856 750 446.6 1059 447.E 1071 418.0 1084 OR 451.6 1000 451.2 1031 1113 444.5 1524 446.6 1537 445.9 1581 OR 447.5 1098 444.5 2288 445.7 2567 446.1 2590 445.5 2734 OR 447.7 1900 446.7 3115 444.0 3626 443.7 3436 443.1 3893 OR 416.1 1940 446.7 443.2 5230 444.3 5409 446.5 5506 GR 442.9 3901 411.7 4224 r � r... E= r� 5606.50 9.71 5430.30 439.61 5649.80 438.21 434.81 5432.40 5755.2 OR 444.5 5510 113.05 128.21 5666.90 X76.00 3676.00 126.00 5733.00 5922 443.0 OR 435.41 5653.20 3767 439.3 5767 440.3 5798 442.0 441.4 6044 411.2 Soso OR 439.3 5946 444.0 S9iS 441.2 6703 OR 445.2 PAm 13 23JON94 16t49236 6062 441.6 6877 442.2 6960 441.0 6980 7200 439.3 443.7 7023 73 OR OR 433.9 137.7 7076 436.6 7159 437.1 7173 7477 437.9 440.4 7514 439.2 7728 OR 143.7 7443 442.1 7167 442.3 442.3 7125 119.6 83]6 8610 OR 439.9 7775 441.5 7798 0658 442.2 8735 441.8 8972 4 42.2 411.6 9600 fl86 OR 447.7 9639 9627 114.1 446.2 9753 444.1 9781 446.0 9009 103]! 446.5 44. 10328 OR OR 445.3 442.4 10034 441.2 10230 441.9 10286 10716 446.6 447.3 10778 4455.7 7 10821 OR 445.3 10553 445.4 10639 446.2 438. 9 10854 437.0 10063 695.7 10087 OR 163.9 1082! 110.6 10848 447.6 10962 117.1 13021 147.1 11050 OR 435.7 10924 446.7 449.7 10938 11085 430.6 11129 OR 449.7 11070 COE SECTION 123 3.T CARD WBED TO MODEL LOW FLOWS /EIOE FLOWS DIFtEREN?LT. INEFtECTItR FLAW EELOW POND LEVEE EL. 445.0 BTA 1395 -2443. CEANEEL SECTION EELOW WBEL MODIFIED PER my-CDC (1 - 94) 1300 9710 ET 9 .1 97 4.1 4728 3090 4935 9790 960 960 960 1129 445.1 1111 X1 99420 451.9 1000 447.2 1068 449.6 1064 447.6 443.0 1465 145.0 1474 OR OR 445.9 1360 445.0 1395 445.0 1422 1916 445.0 1934 445.0 2122 OR 445.0 1589 145.0 1602 145.0 450.7 270! 150.2 2955 447.6 OR 113.0 443.1 2443 447.6 2516 438.9 3541 441.7 3500 412.] 3611 OR 3238 442.2 3489 4731 428.3 4773 428.3 OR 442.1 3991 444.1 4728 433.3 443.1 1127 443. 1935 412.! 4138 G0. 428.3 1837 435.3 4054 111.! OR 440.0 5106 444.3 5235 442.4 6140 435.5 6225 433.5 7179 OR 445.1 3454 443.5 5729 142.3 7306 441.5 7318 440.6 7422 OR 438.1 7186 142.7 7196 439.7 7506 441.2 7705 443.7 7753 OR 438.3 7446 438.5 7493 442.4 92 440.5 9273 OR 441.2 7864 443.1 8231 443.9 8262 442.5 9 443.2 6924 OR 441.3 8278 441.7 8283 444.6 9204 444.6 9293 113.3 9318 OR 459.6 8981 459.2 9156 411'7 9433 444.3 9519 443.7 9559 OR 445.2 9389 442.5 9411 444.1 9950 445.3 9975 447.6 9907 OR 147.1 9880 446.6 9928 10043 435.7 10035 435.7 10115 430.4 10118 10475 OR 448.6 10014 440.1 446.1 10368 447.3 1038! 446.3 30564 450.3 452.2 11675 OR 441.3 30128 150.5 11242 449.2 11294 450.8 11307 OR 450.0 11113 451.5 12051 OR 450.6 11931 7.1 4.1 2300 9750 1000 9900 ET PER EF9TtCTIVE !I6 El:DR11WL MODEL BM FOLLOWING SECTIONS 4215 6LREV 620 X1 100040 40 4035 .. X3 CARD RXH0VED, DATA ON RT CARDS 9900 470 439.7 1200 439.7 1830 OR •31 1000 444 1030 441.5 1190 2925 442.5 3080 443 3100 OR 442 1810 440.5 2500 111.2 444.9 4000 413.7 40]5 430.! OR 443 3700 444.5 3880 4215 442.9 4290 44 44] 5415 6700 OR 430 4100 443 142.1 3600 444.5 5683 6640 412.5 40 7600 OR 443.1 5500 6800 441.4 7000 440.2 7115 139'8 7500 8900 44645 9200 OR 442.5 441.6 7800 412 4200 113.6 8800 113.5 426.3 9680 424.7 9720 OR OR 446.5 9350 447.5 9600 447.3 9650 10400 446.9 10900 447 11000 O0. 616 1740 447.5 9800 447 457.3 11300 459.2 11420 OR 446 11100 155 11200 PAGE 14 1 23JO119 16t49116. ET 4.1 3210 3720 - 3423 9242 2100 1300 4560 2200 444 3200 11 104600 450 73 620 446 740 444 1880 444 440.54 3230 440.44 3253 OR OR 441.17 ]210 440.50 3218 440.00 3247 3262 436.74 3266 433.64 3267 Olt 43!.71 3255 439.66 3260 438.04 427.54 3350 433.34 3360 430.94 3362 OR 128.04 3276 426.94 3313 3398 446.44 3423 4 46 3740 •47.5 3800 OR 442.34 3372 445.54 .2 4730 441.42 6350 6000 143`!1 L033 443`87 6069 441,91 6246 6751 440.35 6835 OR OR 443`90 641.10 6652 110.60 4353 439.70 6652 6997 439.46 441.77 7015 442.04 7050 OR 411.21 6960 43!.63 6974 439.06 7334 444.83 7345 412.51 7354 OR 443.22 7156 442.24 7322 444.04 7961 413.72 8160 446.70 4387 OR 442.36 7561 143.03 7770 445.18 8842 438.14 8862 436.6! 6903 OR 447.37 6599 447.10 6600 448.89 90 19 448.12 9037 444.2! 9129 OR 437.37 8923 446.10 8970 446.30 91 63 432.76 9100 434.70 9184 OR 434.81 9147 432.51 9192 431.80 447.16 922 3 146.55 9233 449.48 9212 OR 444.35 9207 445.28 9219 OT 2 52800 52600 4.1 3090 9359 ET X1 105530 92 3550. 3662. 650 950 2310. 970 451.0 2740. 133.0 3090. OR 460.0 1070. 453.5 2030. 150.0 r �/ ^ t4 t.2 3500. 440.5 3328. 110.4 3543. 439.7 428.0 3545. 3866. OR ^ 147. 5 3160. 3550. 438.0 3552. 436.7 3556. 433.6 3557. 3652. 142.3 3662. OR 439. 426.9 3603. 427.5 3640. 433.3 3650. 430.9 446.0 4050. 442.0 4690. OR OR 444.0 3690. 444.0 3840. 446.0 445.0 3910. 5550. 442.0 5850. 443.3 5975. OR 442.5 5000. 442.5 $320. 9051. 64541 OR 444.6 6000. 143.0 443.5 6295. {38.3 6335. 443.3 6353. 440.9 442.3 6592. ^ OR 442.5 6288. 6460. 440.3 6472. 436.9 6502. 442.5 6536. 6738. 435.0 6747. OR OR 438,3 435.6 6613. 437.6 6685. 433.8 669 {. 137.1 418.5 6910. 436.5 . OR 436.8 6785. 436.1 6815. 436.2 437.3 6904. 7041. 441.1 7113. 442.2 7221. 722 OR 436.5 6930. 436.1 6936. 441.8 7437. 439.2 7484. 441.5 8512. OR 440.2 7783. 442.3 7399. 447.3 8272. 443.9 8551. ^ OR 444.0 7709. 445.4 8056. 8603. 449.4 8631. 448.3 8638. 440.5 8673. 918 4. OR 444.1 8368. 449.4 417.5 8888. 448.6 8985. 448.9 9084. 150.1 429.5 9311. OR 446.5 8690. 9273. 436. 9214. 433.7 9255. 430.5 9303. 9311. 147.4 9354. OR 450.8 432.0 9318. 435.0 9328. 437.4 9328. 445.2 OR OR 449.3 9359. 450.8 9394. _ ^ QT 2 37400 37400 4.1 2980 9044 , ET X1 106080 95 3126. 3233' 500 825 1810. 550 {51.0 2240. 453.0 2490. OR {60.0 1370. 153.5 1570. {50.0 3025. 439.7 3084. 411.7 30 . OR 447.5 2660. 444.7 3000. 140.8 432.2 3127. 121.3 3315. 421.2 3167. ^ OR 439.4 3107. 419.1 3126. 433.7 3207. 178.5 3211. 440.8 3216. OR 421.5 3189. 430.9 3206. 443.5 3265. 444.7 3281. 442.2 3310. 3565. OR 411.2 3228. 413.5 3233. 446.5 3435. 415.6 3501. 443.! OR 443.7 3392. 443.1 3421. 443.9 3726. 443.9 3746. 413.2 3771. OR 4{3,6 3621. 444.5 3670. 3841. 444.6 3911. 444.2 3969. 443.7 4015. 1276. OR 412.7 3809. 111.3 4070. 440.9 4222. 141.! 1251 . 414.1 OR 441.6 4049. 444.0 PAGE 15 1 23JUM94 16 :49816 4714. 443.3 4961. 444.3 5553. 443.6 5700. 6941. 444.4 436.1 5925. 6994. 4 443.5 {l.! 6157. 442.6 6832. 443.9 6921. 437.4 441.4 7313. 44.6 7137' O OR 438.6 7009. 441.8 7013. 444.2 7200. 7900. 117.4 8086. 4477.6 8182. OR {4t.1 7372. 446.5 7725. 446.9 449.7 8269. 447.0 8282. 444.6 8291. OR 443. 8208. 449.5 8245. 8343. 450.0 8460. 443.7 8495. 446.0 5531. 8756. OR 445.3 8322. 449.4 450.2 8610. 449.3 8617. 450.0 8727. 448. 447.2 0963. ^ OR 448.5 450.1 8582. 0770. 452.4 egos. 452.0 7617. 447.5 147.1 6943. 44921. 445.5 8932. OR OR 435.0 8869. 432.2 Ma. 435.0 m2. 9005. 447.2 9033. 130.1 9044. OR 444.9 8945. 448.0 8955. 447.9 Nc 0.070 0.070 0.060 6330 11930 4600 11930 , ,•,� 7.1 40 4.1 9030 7340 1700 4300 4500 Rl 110580 E3 CARD RENOVED, DATA INCLUDED ON ET CARD: 4600 450.5 4520 449.5 4710 OR {{f 1900 449.5 3550 448. 5 4230 5940 449 6300 446.5 7000 OR 451.5 448 447 7330 440.5 7560 446.5 7570 OR 447.5 7220 14 7260 8100 446.5 9680 419.5 9030 147 9090 9250 ^ OR 446 7750 447.5 443 9150 429 lig0 124 1220 437.3 OR 441 9110 447.5 10900 .445.5 10970 OR {{4.5 10480 441.5 10630 417.5 10650 11500 441.5 11900 449 11930 445.5 11170 448 11480 442 OR PAGE 16 23JUN91 16649616 ammo DEPTH CWSEL CRIME WSELR BO N AROB HL VOL GLOSS TWA L-SANR ELEV A -BAN[ ELEV Q QLOB QCE QROB ALOE ACE xNCE XNR M171 ELNIN s sTA .- TIME vane VCE VROB RLOSR ENL ITRIAL IDC ICONT CORAR TOPNID MOST BLO pE XLOBL XLCH -PROF I _ 0 CCEV- .100 CBEV- .300 1490 NE CARD USED •8EC00 3280 95000.000 CROSS SECTION 85000.00 EXTENDED 1.28 FEET 95000.000 27.28 439.28 .00 439.28 439.36 .08 10942.9 .00 •0 '0� {39.00 44200.0 7614.8 9204.4 27380.8 5062.1 4279.0 'O40 . .00 1.50 2.15 2.30 .OED • 00 499.44 5179.44 .000354 350. 250• 200. 0 ^ 1490 NE CARD USED •SECNO 86560.000 3265 DIVIDED FLOW ^ 3302 WARNINGS CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE RRATIO 1.95 •SECNO 106080.000 r.. 3265 DIVIDED MON ^ DUMM9AY PRINTOUT TABLE 110 STATIONS. 3470 0 .000 X103 2980.0 9044.0 TYPE. 1 TARGET. 04 6064.000 .26 .00 439.10 1060 /0.000 2/.64 449.81 .00 449.45 445.97 2255.0 . 30528.9 10339.3 TOPWID 0108 ^ 37400.0 1952.3 6727.4 28720.2 1256.1 STENCL 090 000 423020 2900.00 2.51 1.55 2.96 .94 .070 •0600 0 5922.31 9043.00 .000296 $00. 550. 825. 2 .00 ^ 85000.000 .00 .00 439.36 •SECNO 110500.000 7614.95 9204.36 9204.36 27180.79 27380.79 .00 .00 .00 .00 2325.00 2625.00 3280 CROSS SECTION 110590.00 EXTENDED 2.16 FRET 439.29 .00 439.36 4299.44 7614.85 3470 ENCROACRMENT STATIONS. 6330.0 11930.0 TYPE. 3 TARGET- 5600.000 1.33 .00 449.50 110580.000 27.16 431.16 .00 450.08 431.20 3462.9 .04 12673.9 13001.3 2154.9 440.00 37400.0 11770.6 6476.6 17150.0 10760.2 4740.00 4740.00 .000 7100.00 7100.00 1633 0.00 . 000404 3.22 1.09 2.45 1.35 .070 .060 •070 28797.34 5 2 000.00 1700. 4500. 4300. 2 f 86560.000 ^ 439.49 .00 439.82 2289.53 1 18663.56 17011.69 5420.00 2000.00 4953.00 5130.00 5110.00 7620.00 7620.80 ^ 43JUN94 16849816 439.54 .00 439.82 2289.53 12924.73 18663.36 17013.69 PAGE 1! THIS RUN EXHCVTBD 23JUM94 16849843 ^ Yf Yf•f ff •ff• ♦1f•f•fffi•YYfY •ff 6444 ♦Yf HEC -1 WATER SURFACE PROFILES Varelo0 4.4.21 May 1991 •1•Yfff•f •Y••t Yf •••Y• ♦If ♦•4.444 Y ♦Yfff NOTE- ASTERISK (Y) AT LEFT OF CROSS - SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST FIRST RUM - 100 YEAR DID ^ DUMM9AY PRINTOUT TABLE 110 Ed TOPWID 0108 QCH OROS PERSMC STENCL OTCHL DTCER STENCR DECNO CNDEL DIFIWS 2325.00 2629.00 .00 ^ 85000.000 439.28 .00 439.36 4299.44 7614.95 9204.36 9204.36 27180.79 27380.79 .00 .00 .00 .00 2325.00 2625.00 .00 85000.000 439.29 .00 439.36 4299.44 7614.85 439.54 3448.63 8291.86 7110.60 28797.54 5100.00 2000.00 4740.00 4740.00 4997.00 4997.00 7100.00 7100.00 Y 86560.000 439.49 .00 439.54 3448.63 8291.86 7110.60 28797.34 5100.00 2 000.00 f 86560.000 ^ 439.49 .00 439.82 2289.53 12924.75 18663.56 17011.69 5420.00 2000.00 4953.00 5130.00 5110.00 7620.00 7620.80 • 07530.000 439.54 .00 439.82 2289.53 12924.73 18663.36 17013.69 5620.00 2000.00 4953.00 f 97530.000 439.54 .00 7831.45 6480.00 3040-00 4030.00 6460.00 87800.000 439.64 .00 440.19 1593.86 10919.02 29649.54 29849.54, 7831.45 6490.00 .0 0 0 3840.00 4030.00 6480.00 87800.000 439.64 .00 440.19 1593.06 10919.02 4865.00 7470.00 ^ 439.74 .00 440.49 859.39 8044.35 3SS21.84 5033.81 5635.00 5635.00 6633.00 1835.00 2795.00 2295.00 1665.00 7470.00 • 87869.000 440.49 859.39 8044.35 35321.84 5033.81 f 87869.000 439.74 .00 34661.92 5490.97 5435.00 1835.00 2295.00 4865.00 7470.00 97070.000 139.74 .00 440.49 859.54 8457.21 8457.21 34661.62 5490.97 5635.00 3835.00 2295.00 4665.00 7470.00 87870.000 439.74 .00 440.49 859.54 1035.00 2293-00 4065.00 7470.00 ^ 87960/000 440.26 811.14 33811.16 5946.27 5946.27 5635.00 $633.00 1835.00 2295.00 4865.00 7470.00 87960.000 440.26 .00 440.92 067.51 8642.57 2295.00 4869.00 7470.00 07961.000 440.26 .00 440.93 847. 57 8447.17 34655.12 $497.72 5197.72 $635.00 5635.00 1835.00 1875.00 2295.00 4865.00 7470.00 07961.000 440.26 .00 440.93 867.57 0417.17 31633.12 1075.00 1300.00 ^ 440.]4 .00 441.09 3569.29 10072.71 33366.46 5160.82 5500.00 5500.00 1000.00 1000.00 7710.00 3740.00 4035.00 6500.00 80000.000 441.09 1569.29 10072.71 33166.46 $160.82 80000.000 440.35 .00 4330.15 11480.00 .00 8580.00 8040.00 11400.00 080]0.000 440.49 .00 441.20 1566.42 11217.75 11217.75 33052.10 33052.10 1330.15 31480.00 .00 8580.00 8840.00 11480.00 ^ 80030.000 440.49 . 441.20 3566.42 9580.00 8840.00 11480.00 98050.000 440.56 .00 441.25 1567.65 11264.07 32900.14 32908.16 4424.08 4426.90 11480.00 11480.00 .00 .00 9500.00 es4o.00 11400.00 99050.000 440.56 .00 441.26 1567.65 11264.97 I PAGE 40 ^ 23JUM94 16149816 TOPWID 0108 OCR QROB PEREWC BTENCL STCHL STCBR STENCH WHO CNBEL DIFIMS EG 410.02 .00 441.73 1450.00 7665.21 33291.95 3642.54 8420.00 6755.00 6755.00 9510.00 9510.00 9728.00 9728.00 12175.00 12055.00 90160.000 88160.000 440.79 -.03 441.78 1330.00 7866.56 36439.53 4293.91 5300.00 0- • • * • • + • • + • + + + • + • 99450.000 89450.000 09230.000 89230.000 90210.000 !0210.000 91050.000 91050.000 92050.000 92050.000 92880.000 928 00.000 93660.000 93660.000 93710.000 93710.000 93750.000 93750.000 93780.000 93780.000 93840.000 93840.000 93890.000 93090-000 97710.000 97710.000 98460.000 98460.000 99420.000 09410.000 100040.000 100040.000 441.23 442.32 443-29 443.41 1!3.61 443.7/ 443.99 444.17 444.65 !4.63 445.02 445.24 445.62 445.67 445.60 445.82 446.00 446.56 446.29 446.90 446.68 117.22 446.71 417.25 447.34 447.86 447.53 149.02 447.89 448.33 449.04 !48.49 .00 .10 .00 .13 .00 .16 .00 .19 .00 .21 .00 .23 .00 .25 .00 .12 .00 .57 .00 .50 .00 .54 .00 .54 .00 .32 .49 .00 .44 X44 !42.60 442.72 443.35 443.50 413.67 4 444.08 444.29 444.71 444.91 445.10 445.35 44 3.86 445 .21 446.13 446.60 446.35 446.93 446.56 447.11 446.77 447.33 446.85 147.40 447.37 447.99 446.04 447.92 448.35 449.51 2956.16 2716.65 5410.01 4223.01 5371.83 4017.12 $095.79 3837.29 3990.13 2113.!2 3372.42 2560.00 4207.22 30!7.00 4110.65 3001.92 4490.53 3384.28 4534.44 3413.66 5064.61 4057.46 5092.74 4059.94 7719.00 6469.00 7030.00 7080.00 7723.13 4450.09 7450.00 15378.26 14681.73 29329.65 28098.10 30715.72 2!776.62 25644.70 24607.13 26071.!1 26075.31 31642.08 30644.13 22579.02 19073.31 26521.87 23415.09 26823.86 29460.21 29315.92 30229.42 33505.93 33681.17 30330.21 19539.83 15376.06 13016.72 14327.21' 14411.35 10496.87 9014.79 13335.73 26441.1! 24081.41 24425.34 15302.37 11681.63 12255.13 16371.16 17037.64 35373.64 13106.66 16492.52 17414.81 25060.21 29332. 88 00.10 24283.08 21776.14 20139.79 19284.08 19371.58 13092.29 12687.18 17192.29 17774.11 5263.11 5249.20 JS06.22 8020.07 6064.86 6097.35 6462.55 6771.33 7036.66 4944.81 5209.53 6392.65 656/.23 6581.15 6955.22 6352.44 661/.03 165.11• 541.03 132.77 193.80 170.03 900.!3 .00 .00 ,00 .00 2001.90 2228•36 1077.50 1266.01 27960.83 30334.08 25766.57 26160.35 32039.26 33487.86 28901.73 3370.00 5]30.00 7210.00 6015.00 7169.00 5799.00 7550.00 6110.00 6990.00 6070.00 63!0.00 $600.00 6610.00 5415.00 6650.00 5415.00 6600.00 5410.00 6600.00 5410.00 6650.00 5480.00 6650.00 3173.00 7739.00 6469.00 7030.00 7080.00 9490.00 6700.00 7450.00 1850.00 2090 .00 oo 3900. 00 5050. 3200.00 4570.00 2630.00 1000.00 2810.00 3700.00 1730.00 3120.00 2520.00 3715.00 1950.00 3085.00 2200.00 3390.00 2200.00 3390.00. 1450.00 3620.00 2450.00 3625.00 2300.00 3550.00 2200.00 2950.00 1300.00 3090.00 1000.00 2300.00 5000.00 9000.00 9123.00 !123.00 9399.90 9399.90 9220.00 !210.00 8837.00 8837.00 8543.00 /543.00 6000.00 8800.00 6200.00 8200.00 6510.00 8510.00 8510.00 9310.00 9735.00 8735.00 8770.20 8770.20 5944.00 3811.00 5606.50 5606.50 4728.00 4728.00 4035.00 1035.00 5210.00 7420.00 5210.00 120.00 9396.00 1 !386.00 11065.00 9625.00 10369.00 9625.00 1036!.00 9468.00 10200.00 9!18.00 10160.00 9190.00 9800.00 9100.00 9770.00 45.00 9120.00 8845.00 !110.00 80 9102.00 9130.00 9102.00 9130.00 8470.00 8500.00 8800.00 8800.00 8800.00 8800.00 "- 8800.00 8800.00 9200.00 9/00. 9988.00 9100.00 8988.00 !100.00 9007.00 9100.00 9007.00 9100.00 6055.00 1001!.00 6035.00 1001!.00 5056.00 10030.00 5956.00 10030.00 493S.00 9790.00 1935.00 9790.00 4115.00 9900.00 1215.00 !750.00 SECNO %LCB ELTRD ELLC ELMIN 13!.36 3.56 2.15 20263.96 PACE 41 1 23JUM94 16149116 .00 412.00 44200.00 439.28 .00 439.36 3.54 2.15 20283.96 23507.92 85000.000 • BECNO 104500.000 104600.000 105530.000 105530.000 106090.000 1000901000 110590. 600 110580.000 CNBEL 449.70 449.21 419.13 449.56 44945 449..84 450.88 451.16 DIP33i/ .00 .50 .00 .43 .00 .38 .00 .20 EC !48.74 449.24 449.18 449.61 449.49 449.87 450.92 451.20 TOPNID 8300.31 7514.54 6011.25 6078.76 6077.59 5922.31 7163.93 5600.00 41.08 10360.85 BB61.15 1828.63 1965.06 2962.50 1952.33 13151.93 11770.59 QC B 7193.52, 7507.54 7808.09 7371.17 7001.71 6727.41 6267.71 6479.62 QROB 30345.62 32231.31 43363.26 43463.77 27535.80 28720.24 15980.44 17150.79 PERENC .00 7522.00 .00 6169.00 .00 606!.00 7330.00 5600.00 BTENCL .00 1720.00 .00 3090.00 .00 19/0.00 4600-00 6330.00 STCHL 3210.00 3210.00 3550.00 3550.00 3126.00 3126.00 9030.00 9030.00 BTCBR 3423.00 3123.00 3662.00 3661.00 32]3.00 3233.00 9340.00 9340.00 BTENCR .00 0112.00 .00 935l�O 90!4.00 11930- 11930.00 .00 1.59 27148. 13730.27 86560.000 PAOB 42 • 1 23JOB94 16t49t1i 44200.00 4 3!.49 139.49 .00 439.54 439.56 .93 .93 1.58 27148.83 45730.27 • 86560.000 1560. 00 .00 PIRBT mm - 100 YKLR DIB SUMMERY PRINTOUT TABLE 150 Q CNBEL CRINS EC l0•IIB VCR - AREA .01E SECNO %LCB ELTRD ELLC ELMIN 13!.36 3.56 2.15 20263.96 23507.92 .00 .00 412.00 44200.00 439.28 .00 439.36 3.54 2.15 20283.96 23507.92 85000.000 .00 .00 412.00 44200.00 439.28 .00 /S000.000 •00 .00 1.59 27148. 13730.27 86560.000 1560 . 00 .00 .00 410.00 44200.00 4 3!.49 139.49 .00 439.54 439.56 .93 .93 1.58 27148.83 45730.27 • 86560.000 1560. 00 .00 .00 410.00 46100.00 .00 15235-09 410.00 49600- 439-54 .00 439.02 10.18 5.73 S.73 13601.54 13601.54 15235.09 • 87530.000 970.00 .00 .00 410.00 48600.00 431.34 .00 439.82 30.18 • 87530.000 970.00 .00 .00 410.1! 13.50 7.06 10063.07 13227.27 87000.000 270.00 .00 .00 430.00 48600.00 439.64 439.64 .00 440.19 13.50 7.06 20063.07 7 7 87900.000 270.00 .00 .00 410.00 46600.00 .00 5 69.00 410.0 0 40600.00 439.74 .00 440.49 31.64 7.82 7.02 0131.75 8131.75 8639.42 0639.43 ... • 07069.000 69.00 .00 .00 410.00 40600.00 439.74 .00 440.49 31.64 • 07869.000 87470.000 1.00 .00 442.50 .00 450.00 410.00 48600.00 439.74 .00 440.49 440.19 444.93 4 94 7.82 7.83 7924.51 7!24.51 7250.70 7]50.7$ 87870.000 1.00 442.50 450.00 410.00 46600.00 439.74 .00 .93 87960.000 90.00 442.50 450.00 410.00 48600.00 440.26 .00 440.92 110.97 39.56 39.56 7.41 7.41 8356.73 0350.73 7727.12 7717.12 97960.000 90.00 442.50 450.00 410.00 46600.00 440.26 .00 1.00 .00 410.00 40600.00 440.26 .00 440.93 27.69 7.40 7.40 0587.06 0587.86 9236.24 0236.24 $7961.000 1.00 .00 .00 410.00 40600.00 440.26 .00 440.93 27.69 ..• 87961.000 80000.000 39.00 .00 .00 .00 410.00 40600.00 440.33 .00 441.09 37.48 37.46 7.84 7.84 8059.67 8059.67 7938.01 7930.81 88000.000 39.00 .00 .00 410.00 48600.00 440.35 .00 441.09 88030.000. 30.00 449.50 446.50 410.00 48600.00 440.49 .00 441.20 29.35 29.35 7.78 7.70 0633.60 8633.68 8070.14 •970.14 88030.000 30.00 449.50 446.50 410.00 18600.00 440.49 .00 441.20 +.. $8050.000 20.00 449.50 445.50 410.00 48600.00 110.56 .00 111.26 441.26 ]8.82 18.8] 7.72 7.72 8738.27 $738.27 !053.31 lOS3.31 $8050.000 20.00 449.50 446.50 410.00 48600.00 440.56 .00 110.00 .00 .00 410.00 48600.00 440.82 .00 441.73 38.33 41.12 8.05 9.15 10137.62 9435.40 7050.01 7579.16 88160.000 08160.000 130.00 .00 .00 410.00 .18600.00 110.70 .00 441.70 ... .00 110.00 48600.00 442.23 .00 442.60 16.93 6.51 6.39 19766.57 10890.99 11805.69 11730.96 + 80/50.000 290.00 290.00 .00 .00 410.00 18600.00_ 442.32 .00 112.72 11.32 • • 88450.000 09230.000 780.00 .00 .00 .00 409.90 48600.00 443.20 .00 443.35 143.50 3.79 4.16 3.14 3.31 30592.45 24354.85 24#67.10 23831.28 + 09230.000 780.00 .00 .00 409.90 48600.00 113.41 .00 !0210.000 960.00 .00 .DO 110.67 46600.00 443.62 .00 443.67 413.85 3.80 4.05 3.00 3.20 31317.30 28081.52 21!3].93 21117.29 90210.000 980.00 .00 .00 410.67 48600.00 443.76 .00 • 91050.000 84000 .00 .00 412.60 48600.00 443.98 .00 444.00 444.29 9.13 9.54 3.86 3.97 27025.79 22724.67 16081.17 15733.59 + 91050.000 840..00 .00 .00 412.60 48600.00 444.17 .00 1 PAGE 43 23JUE94 16:49816 33.CE SURD SLLC lLMIM 0 CumaL CRIME iG 10 +i8 VCR AREA .011 BECMO 410.19 48600.00 444.65 .00 444.71 4.02 2.74 26651.83 23524.17 22141.01 21869.81 92050.000 1000.00 .00 .00 410.19 46600.00 444.86 .00 444.94 4.94 2.00 02050.000 1000.00 830.00 .00 .00 .00 415.90 49600.00 445.02 .00 445.10 5.48 3.09 3.22 22509.40 19406.61 20762.02 20081.88 .�. 92800.000 92890.000 830.00 .00 .00 .00 415.90 10600.00 445.24 .00 445.35 5.86 700.00 .00 414.50 40600.00 445.62 .DO 445.86 9.86 3.04 5.63 17340.97 12452.20 13479.09 13981.85 03660.000 700.00 .00 .00 414.50 40600.00 445.87 .00 /46.21 12.08 • 93660.000 50.00 .00 .00 434.00 48600.00. 445.60 .00 116.13 18.25 8.44 9.40 14809.52 9710.45 11375.06 10367.90 93710.000 .00 434.00 40600.00 445.82 .00 446.60 21.97 + 93710.000 93730.000 50.00 40.00 .00 447.13 .00 443.95 414.50 48600.00 446.00 .00 116.35 63.96 $4.71 6.36 598 . 13026.14 10509.17 6076.90 6570.65 • 93750.000 40.00 447.43 443.95 414.50 18600.00 446.56 .00 446.93 93700.000 30.00 447.43 443.05 414.50 48600.00 446.29 .00 446.54 447.31 50.16 45.52 5.63 5.36 14301.17 11260.57 6862.31 7203.05 n... 03790.000 30.00 447.43 443.95 414.50 48600.00 446.90 .00 • 93840.000 60.00 439.00 446.00 416.42 49600.00 445.40 .00 446.77 447.33 10.75 10.09 3.32 3.12 22009.52 19307.72 14024.70 15297.79 • 93940.000 60.00 439.00 446.00 416.42 48600.00 447.22 .00 93990.000 50.00 .00 .00 417.48 47400.00 446.71 .00 446.75 447. 40 7.92 7.60 4.41 4.43 32802.41 19228.s7 17247.52 17623.8! ..... 93899.000 30.00 .00 .00 417.18 10600.00 117.25 .00 .00 423.50 19600.00 4 8600.00 447.34 .00 117.37 1.57 1.78 1.71 39374.39 37305.29 30740.14 41266.13 l771G.D00 3820.00 .00 423.50 447.86 .00 447.99 1.39 + !7710.000 3820.00 .00 .00 90480.000 750.00 .00 .00 426.00 18600.00 447.33 .00 417.57 5.26 4.09 2.89 2.52 35793.56 38303.11 23195.67 240 {7.16 • + 98140.000 750.00 .00 .00 426.00 18600.00 410.02 .00 440.05 + 99420.000 960.00 .00 .00 428.30 48600.00 447.89 .00 447.02 2.59 2.35 2.20 2.15 44580.20 1 4028.99 30191.05 31688.06 99420.000 960.00 .00 .00 420.30 48600.00 448.33 .00 448.35 100040.000 620.00 .00 .00 426.30 48600.00 448.04 .00 440.06 2.19 2.94 2.10 2.48 4!707.45 43509.87 32011.94 29333.39 100040.000 620.00 .00 .00 428.30 40600.00 118.49 .00 448.51 • 304600.000 4560.00 .00 .00 426.94 48600.00 449.70 .00 449.74 5.02 2.09 2.71 37666.07 30756.05 21482.08 23751.75 304600.000 4560.00 .00 .00 426.94 48600.00 149.21 .00 149.21 4.iB 305530.000 !30.00 .00 .00 426.!0 52800.00 449.13 .00 449.19 4.66 3.83 3.62 3.34 36311.36 38939.83 24460.42 26892.13 105530.000 930.00 .00 .00 426.90 52900.00 449.56 .00 14!.61 106080.000 550.00 .00 .00 421.20 37400.00 449.45 .00 119.49 449.87 3.41 2.96 3.16 2.99 32810.21 34040.57 20240.00 21739.41 106080.000 550.00 .00 .00 421.20 37400.00 449.04 .00 424.00 37400.00 450.88 .00 450.92 4.19 2.45 28545.04 10269.19 110580.000 4500.00 .00 .00 .. ... 37400.00 153.16 .00 451.20 4.04 2.45 26096.95 11600.1 110580.000 4500.00 .00 .00 121.00 PAGE 44 1 wr 23JUN94 36249116 FIRST RUN - 100 YEAR DIE BUHKKRY PRINTOUT TABLE 150 BECEO Q CNSEL DIPNBP DIPNBY DIPXMB TOPNID XLCE 85000.000 44200.00 439.28 .00 .00 .00 4299.44 4299.44 .00 .00 15000.000 44200.00 439.28 .00 .00 .00 ^ • 06560.000 44200.00 439.49 .00 .21 .00 3441.63 3446.63 1560.00 1540.00 • /6360.000 44200.00 439.49 .00 .21 .00 • 07530.000 48600.00 439.54 .00 .05 .00 2289.53 2209.53 970.00 $70.00 • 87530.000 48600.00 439.54 .00 .05 .00 �.. 87800.000 48600.00 439.64 •00 alp .00 1593.86 1593.86 270.00 270.00 17100.000 48600.00 439.64 •DD . .00 • 87869.000 48400.00 439.74 .00 .10 .00 959.39 859.39 69.00 69.00 - • 97869.000 40600.00 439.74 .00 .10 .00 /'• 87070.000 18600.00 439.74 .00 .00 .00 959.34 859.54 1.00 1.00 67870.000 49600.00 439.74 .00 .00 .00 87960.000 48600.00 440.26 .00 .51 .00 867.51 967.51 90.00 90.00 67960.000 16600.00 140.16 .00 .51 .00 ^ 87961.000 19600.00 110.26 .00 .01 .00 167.57 667.57 1.00 1.00 97961.000 48600.00 440.26 .00 .01 .00 88000.000 48600.00 440.35 .00 .09 .00 1569.29 1569.29 39.00 39.00 98000.000 40600.00 440.35 .00 .09 .00 ^ 68030.000 48600.00 440.49 .00 X13 . 1566.42 1566.42 30.00 30.00 18030.000 16600.00 410.19 .00 .00 BB050.000 49600.00 440.56 .00 .08 .00 1567.65 1567.65 20.00 20.00 89050.000 41600.00 440.56 .00 .06 .00 ^ 98160.000 48600.00 440.82 .00 .26 .00 1450.00 1330.00 110.00 110.00 88160.000 48400.00 440.79 -.03 .23 -.03 • 68450.000 49600.00 442.23 .00 1.41 1.54 .00 2956.16 2716.65 290.00 290.00 • 99450.000 40600.00 442.32 .10 .10 • 09230.000 49600.00 443.28 .00 1.05 .00 5416.01 4223.01 790.00 780.00 • 09230.000 48600.00 443.41 .13 1.09 .13 90210.000 46600.00 443.42 .00 .33 .00 5374.83 4017.12' 990.00 980.00 .� 90210.000 48600.00 117.71 .16 .36 .16 • 91050.000 49600.00 443.98 .00 .37 .00 5095.79 3837.29 940.00 840.00 • 91050.000 49600.00 444.17 .19 .39 .19 PA(lE 43 l ^ 13Jl4 UN 16//9216 BECNO Q CNBEL DIPNSP DIPNBX DIMS TOPNID XLCE 92050.000 49600.00 444.65 •00 97 . .00 3990.13 3123.42 1000.00 1000.00 ^ 92050.000 19600.00 111.06 .21 • 21 92880.000 48600.00 445.02 .00 .37 .00 3372.42 2560.00 930.00 130.00 92880.000 18600.00 415.24 .27 .38 .23 93660.000 48600.00 445.62 .00 .61 .00 4207.22 3095.00 790.00 780.00 ♦ 93660.000 46600.00 445.17 .23 .63 .25 93710.000 48600.00 445.60 .00 -.02 .00 4118.65 3002.92 50.00 $0.00 93710.000 48600.00 445.82 .22 -.05 .22 • 93750.000 48600.00 446.00 .00 .40 .00 4490.S3 3304.28 40.00 40.00 • 93750.000 46600.00 446.56 .57 .74 .57 93780.000 48600.00 446.29 .00 .30 .00 4534.44 3413.66 30.00 30.00 93780.000 48600.00 446.80 .50 .23 .50 • 93840.000 48600.00 446.68 .00 .39 .00 5084.61 4057.46 60.00 60.00 • 93840.000 49600.00 447.22 .54 .42 .54 93890.000 48600.00 446.71 .00 .03 .00 5092.74 50.00 ^. 93890.000 48600.00 447.25 .54 .03 .54 4059.94 50.00 • 97710.000 48600.00 • 97710.000 48600.00 447.34 447.86 .00 .63 .00 7719.00 3620.00 .52 .61 .52 6469.00 3820.00 r.. • 96460.000 48600.00 • 98460.000 48600.00 447.53 448.02 .00 .19 .00 7830.00 750.00 .49 .16 .49 7080.00 750.00 • 99420.000 48600.00 99420.000 48600.00 447.89 448.33 .00 .35 .00 7723.13 960.00 .44 .30 .44 6450.08 960.00 100040.000 48600.00 100040.000 48600.00 448.04 448.49 .00 .15 .00 0087.33 620.00 .44 .16 .44 7450.00 620.00 • 104600.000 48600.00 104600.000 48600.00 448.70 449.21 .00 .66 .00 8500.31 4560.00 .50 .72. .50 7514.54 4560.00 1OS530.000 52800.00 105530.000 52800.00 449.13 449.56 .00 .43 .00 6011.25 930.00 .43 .36 .43 6078.76 930.00 . 106080.000 37400.00 106080.000 37400.00 449.45 449.84 .00 .32 .00 6077.59 550.00 .38 .27 .38 5922.31 550.00 110580.000 37400.00 110560.000 37400.00 450.88 451.16 .00 1.43 .00 7163.63 4500.00 .28 1.33 .28 5600.00 4500.00 r.. 1 23JUN94 16849/16 PAM 46 SUMMARY OF ERRORS AND SPECIAL NOTES '^ WARNINO SSCNG. 86560.000 WARNING BSCNO• 86660.000 PROFILE- PROFILE. 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 2 CONVEYANCE CRAYON OUTSIDE ACCEPTABLE RAMON WARNING snCRO. 07530.000 WARNING SSCMO. 87530.000 PROFILE- PROFILE. I cONvzyAMcR cs" Omm ' Du ACCEPTABLE RANGE 2 CONVEYANCE CRAYON OUTSIDE ACCEPTABLE RANGE WARNING jjZCWo. 07969.000 WARRING SECRO. 07869.000 PROFILE' PROFILE. I E CRUlGZ OUTSIDE ACCEPTABLE RAMON 2 CONVEYAMCE CHANGE OUTSIDE ACCEPTABLE RANGE WARMING xNcWO. 80450.000 WARNING SECNO• 08450.000 PROFILE- PROFILE. I COMlVZTANCX CHA N= OUTSIDE ACCEPTABLE RAMON 2 COMMANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARRING SECNO. 89230.000 WARNING SECNO. 09230.000 PROFILE. PROFILE• RS 1 CONVEYANCE CHANGE OUTBIDS ACCEPTABLE AND 2 CONVEYANCE CRAYON OUTBIDS ACCEPTABLE RANGE WARNING SECNO. 91050.000 WARNING SSCNO. 91050.000 PROFILE. PROFILE. 1 CONVEYANCE CRANE OUTSIDE ACCEPTABLE RAMON . 2 CONVEYANCE CHUGS OUTSIDE ACCEPTABLE RAMON a. WARNING BECNO• 93660.000 PROFILE. 2 CONVEYANCE CRAYON OUTBIDS ACCEPTABLE RAMOS WARNING SECNO• 93750.000 HORNING SECRO. 93750.000 PROFILE. PROFILE. 3 CONVEYANCE CHANON OUTSIDE ACCEPTABLE RAMS . 2 OMVSYANCE CHARGE OUTSIDE ACCEPTABLE RAMS WARMING 8ECVO. 93840.000 PROFILE. 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RAMON WARNING SSCNO• 97710.000 WARNING &ECHO. 97710.000. PROFILE. PROFILE. 1 COMVEYANCE CHANGE OUTBIDS ACCEPTABLE RANGE 2 ONVEYANCE CHANGE OUTSIDE ACCEPTABLE AANON ... WARNING SSCRO. 96460.000 WARNING'SECNO. 98460.000 PROFILE. PROFILE. 1 CONVEYANCE CRANE OUTRIDE ACCEPTABLE RANGE 2 CONANCE CHANGE OUTBIDS ACCEPTABLE RANGE VEY WARNING BECHO. 99420.000 PROFILE. 1 CONVEYANCE CRAYON OUTSIDE ACCEPTABLE RANGE _ WARNING SECNO. 104600.000 PROFILE. 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RAMSS 1 PAGE 47 23JUN94 16t49t16 FLOODMAY DATA, FIRST RUN - 100 YEAR DIS PROFILE NO. 2 - - - - - -- FLOODWAY - - - - - -- WATER SURFACE ELEVATION STATION WIDTH SECTION MEAN WITH WITHOUT DIFFERENCE AREA VELOCITY FLOODRAY FLOODWAY 85000.000 4299. 20204. 2.2 439.3 439.3 .0 86560.000 $005. 27349. 1.6 439.5 439.9 .0 87530.000 5889. 13602. 3.6 439.5 439.5 .0 87800.000 5391. 10063. 4.8 439.6 439.6 .0 87869.000 5185. 8132. 6.0 139.7 439.7 . 87870.000 5185. 7925. 6.1 439.7 440.3 439.7 440.3 .0 •0 07!60.000 5168. 8359. 5.8 110.3 440.1 .0 8796].000 Sles. 9588. 5.7 6.0 440.4 440.4 •0 88000.000 89030.000 5424. 5526. 8060. 8634. 5.6 440.5 440.5 .0 80050.000 5527. 8738. 5.6 440.6 440.6 .0 89160.000 5100. 9435. 5.2 440.8 442.3 440.8 442.2 .0 .1 88450.000 5390. 18881. 2.6 443.4 443.3 .1 09230.000 6015. 24355. 2.0 443.9 443.6 .2 90210.000 5792. 26009. 1.7 444.2 444.0 .2 91050.000 6160. 22725. 2.1 444.9 444.6 .2 92050.000 6070. 23524. 2.1 2.5 445.2 445.0 .2 92000.000 5500. 19497. 12452. 3.9 445.6 445.6 .2 93660.000 93730.000 5415. 5115. 9710. 5.0 445.0 445.6 .2 !3710.000 .5420. 10500. 4.6 446.6 446.0 146.1 .6 93790.000 5410. 11261. 4.3 446.8 147.2 446.7 .5 .5 03140.000 $100. 19309. 2.5 2.5 117.2 446.7 .5 93890.000 5475. 1922!. 37306. 1.3 447.8 447.3 .5 97710.000 !8460.000 6469. 7000. 38203. 1.3 440.0 447.5 .5 !9420.000 6700. 44029. 1.1 440.3 447.9 .4 100040.000 7450. 43590. 1.1 410.4 449.2 110.0 441.7 .4 • 104600.000 7521. 38756. 38940. 1.1 1.4 449.5 449.1 .4 105330000 106000..000 6220. 6063. 34041. 1.1 449.9 449.5 - .4 ^.. 110580.000 5600. 26097. 1.4 451.2 450.9 .2 r� r. 1,51 K EXISTING FLOODWAY AS PER APPROVED CLOMR OBTAINED FROM KEN GRIFFEN, CITY OF COPPELL ENTITLED REQUEST FOR CONDITIONAL LETTER OF MAP REVISION ON THE ELM FORK OF THE TRINITY RIVER SANDY LAKE ROAD BRIDGE HYDRAULIC STUDY IN THE CITIES OF CARROLLTON, COPPELL, AND DALLS, TX. BY HALFF ASSOCIATES, INC. 8616 NORTHWET PLAZA DR. DALLAS, TEXAS 75225 ! HEC -2 WATER SURFACE PROFILES ! • ! ! ! ! Version 4.6.0; February 1991 ! ! ! ! ! RUN DATE 271PR96 TINE 14:10:03 ! ! w X X XXXXXXX XXXXX X X X X X X X X X XXXXXXX XXXX X X X X X X X X X X X X XXXXXXX XXXXX XXXXX XXXXX X X X XXXXX X X XXXXXXX f!! !!f!!!!!!!!!!! #lffffflfffflflff ! U.S. ARMY CORPS OF ENGINEERS f HYDROLOGIC ENGINEERING CENTER ! 609 SECOND STREET, SUITE D f DAVIS, CALIFORNIA 95616 -4687 f (916) 756-1104 ! fl ff!!!!f!f!f!flfflflff!lffflffff 27APR96 14:10:03 ** tt* t * *tt *tt *t * * * * * * * * *tt * *ttt * * *ttt HEC -2 WATER SURFACE PROFILES Version 4.6.0; February 1991 ttt# tttt *t *t * * * * *t * * *t *t * * * * * * #t * * * #t T1 U.S. ARMY CORPS OF ENGINEERS - FORT NORTH DISTRICT T2 UPPER TRINITY RECON STUDY *ELM FORK TRINITY RIVER* EXISTING CONDITIONS T3 FLOODNAY MODEL 100 YEAR DISCHARGE WITHOUT FLOODWAY ENCROACHMENTS J1 ICHECE INQ NINV IDIR STRT METRIC HVINS Q _1 2 0.00000 J2 NPROF MOT PRFVS XSECV XSECH FN ALLDC IBW 1 -1 PAGE 1 THIS RUN EXECUTED 27APR96 14:10 :03 NSEL FQ 439.28 CHXIN ITRACE J3 VARIABLE CODES FOR SUMMARY PRINTOUT 150 110 200 J5 LPRNT NUMSEC * * * * ** **REQUESTED SECTION NUMBERS * * * * * * ** -10 -10 QT 2 44200 44200 ,_. NC .07 8 .07 .04 1320 .1 .05 .3 2260 .10 2325 .075 2625 .10 NH NN 2900 .05 .05 3000 .08 4762 .035 5199 X1 85000 32 2325 438 2625 1080 350 426.5 200 1200 250 436 1320 436 2125 GR GR 438 438 880 2260 439 2325 430 2350 412 2390 412 2450 GR 421 2470 430 2540 432 2555 434 2575 436 2590 3500 GR 438 2610 439 2625 438 2900 437.4 3000 436.5 436 4762 GR 436 3650 436 4000 435.6 4200 4956 436 425.7 4500 5109 433.8 5145 GR 425.7 4803 424.3 4944 424.3 GR 435 5168 446.6 5199 RH 7. 0.050 4430. 0.10 4740. 0.06 4997. 0.10 5042. 0.08 MH 5782. 0.05 6071. 0.035 7513. ' X1 86560 62 4740. 4997. 1200. 900. 1560. %3 GR 442.3 1000. 442.3 2000. 1998. 438.2 7100. 2023. 438. 2080. 436, 2100. GR 434. 2110. 432. 2130. 432. 2160. 430. 2170. 428. 434. 2185. 2270. GR 427. 2210. 428. 2233. 430. 2245. 432. 436 2260. 2800 460 2821 GR 434 2300 430 438. 2316 4440. 430 436. 2776 4740. 434. 4765. 432. 4780. GR GR 460. 430. 4430. 4790. 428. 4800. 410. 4875. 410. 4905. 428. 4980. GR 430. 4990. 438. 4997. 439. 5042. 437.8 5235. 438. 5280. GR 436. 5286. 436. 5292. 436. 5311. 436. GR 438. 5354. 438. 5386. 436. 5400. 438. 0- 5317. 438. 5345. 5447. 439.1 5509. 27APR96 14:10 :03 PAGE 2 GR 438. 5564. 436. 5584. 436. 5603. 435.3 5696. 435.5 5782. GR 435.2 6071. 425.9 6108. 424.5 6250. 424.5 6262. 426. 6402. ^ GR 428. 6580. 429. 7285. 430. 7304. 435. 7322. 436. 7352. GR 442. 7373, 442.1 7513. ^' NR 5. 0.05 4895. 0.10 4953. 0.06 5110. 0.10 5200. 0.05 RE 7712. QT 2 48600 48600 X1 87530 61 4953. 5110. 600. 1035. 970. X3 0 0 0 2000 0 7620 GR 442.8 1000. 442.8 2000. 438.5 2026. 436. 2100. 434. 2120. GR 432. 2220. 430. 2233. 428. 2265. 428. 2278. 428. 2290. GR 430. 2303. 432. 2314. 432. 2345. 434. 2356. 436. 2362. GR 436.4 2418 430 2444 436.2 2618 460 2639 460 4380 GR 460. 4760. 440. 4770. 438.4 4810. 438.4 4895. 440. 4914. •- GR 440. 4953. 430. 4963. 428. 4971. 410. 5050, 410. 5078. GR 414. 5085, 416. 5089. 418. 5093. 420. 5096. 422. 5102. GR 424. 5105. 426. 5110. 428. 5158. 430. 5200. 432. 5240. GR 434. 5265. 436. 5286. 438. 5290. 438. 5300. 438. 5390. GR 437.2 5540. 444.3 5562. 444.3 6163. 444.3 6203. 444.3 6223. GR 444.3 6625. 444. 6628. 436. 6652. 435.3 6785. 435.2 7070. GR 434. 7185. 434. 7205. 434.2 7380. 435.5 7590. 442. 7620. ^ GR 442.8 7712. Afl 5 .05 1365 .05 3840 .06 4030 .05 4250 .05 NR 6881 ,.. X1 87800 40. 3840.0 4030.0 250.00 200.00 270.00 .00 .00 X3 0 0 0 0 0 6480 GR 449.5 1080 438 1090 438 1100 436 1130 434 1150 GR 432 1220 430 1250 428 1270 428 1290 430 1305 GR 432 1325 434 1365 436 1525 460 1530 460 3800 GR 440.00 3805.0 440.00 3830.0 430.00 3840.0 410.00 3900.0 410.00 3928.0 -- GR 416.00 3980.0 430.00 4030.0 434.00 4050.0 •436.00 410010 438.00 4170.0 GR 440.00 4190.0 440.30 4250.0 460.00 4255.0 460.00 5675.0 437.00 5680.0 GR 437.00 6100.0 435.5 6101.0 436.00 6165.0 432.00 6200.0 432.00 6210.0 GR 436.00 6220.0 436.00 6340.0 437.00 6341.0 437.00 6880.0 450.00 6881.0 RC .08 .08 .07 .60 .80 X1 87B69 71 2295 4865 69 69 69 ^ X3 0 0 0 1835 0 7470 GR 450 1500 450 1834.9 447.95 1835 443.65 1870 438 1884.1 GR 435 1927 434.08 1948.7 433.97 1951.2 430.70 2028.7 430.59 2031.2 GR 430.1 2043 429 2067 428.3 2069 427.9 2070 428.3 2071 ^ GR 429.8 2074 430.4 2093 431.48 2108.7 431.65 2111.2 435 2160 GR 435.4 2169.4 443.65 2190.0 448.15 2214.9 450.00 2215 450.00 2294.9 GR 450 2295 450 4524.9 448.15 4525 443.65 4550 417 4620 GR 417 4624 416.99 4628.5 416.98 4631.5 416.9 4677 411.3 4681 GR 410 4683 410 4690 410 4724 415.4 4733 422.71 4748.5 GR 423.9 4751 423.95 4751.5 424.6 4758 428.4 4770 431.5 4785 -. GR 434 4802.5 443.65 4830 447.95 4864.9 450 4865 450 6389.9 GR 444.4 6390 443.65 6755 435 6776.6 434.68 6833.7 434.66 6836.2 GR 434.23 6913.7 434.22 6915 434.22 6916.2 434 6956 433.3 6958 GR 431.9 6960 431.9 6980 433.2 6982 434 6984 434.14 6993.7 ^ GR 434.17 6996.2 435 7053.3 443.65 7075 442.5 7469.9 450 7470 27APR96 14:10 :03 GR 450 7500 BELTLINE ROAD X1 87870 0 0 0 X3 0 0 0 1835 .., BT 63 1500 450 450 BT 1870 448.65 443.65 1870 BT 449.32 434.08 1951.2 449.34 BT 445.00 2028.7 450.00 430.70 BT 2070 449.67 444.47 2108.7 BT 449.32 431.65 2111.2 449.32 BT 448.15 2215.0 450.00 450.00 BT 2295.0 450.00 450.00 2295 BT 450 450 4525 448.15 BT 444.40 4628.5 449.40 416.99 BT 4690 450 445 4748.5 BT 449.41 423.9 4751.5 449.40 BT 443.65 4864.9 447.95 447.95 BT 6390 444.4 444.4 6755 BT 449.31 434.68 6836.2 449.33 BT 444.98 6913.7 449.98 434.23 BT 6916.2 449.98 444.98 6993.7 BT 449.31 434.17 6996.2 449.31 BT 443.65 7469.9 442.5 442.5 X1 87960 0 0 0 X2 0 0 0 0 13 0 0 0 1835 Xl 87961 0 0 0 X3 0 0 0 1835 NC .3 X1 88000 40 3740 4035 X3 1000. X4 3. 440. 1125. 434.5 GR 449.50 1000.0 449.50 1075.0 GR 430.00 1300.0 434.00 1370.0 GR 449.50 3725.0 442.00 3730.0 ... GR 430.00 3840.0 410.00 3900.0 GR 438.00 4035.0 438.00 4045.0 GR 440.00 6130.0 434.00 6140.0 GR 433.50 6310.0 440.00 6311.0 GR 437.50 8355.0 438.00 900010 STLSV RAILROAD X1 88030 58 8580 8840 X3 BT 8 5900 449.5 446.5 BT 8840 449.5 446.5 10460 BT 450 447 14100 450 GR 449.5 5900 446.5 5900.1 GR 434 5980 432 6020 GR 434 6220 436 6250 PAGE 3 1 1 1 0 7470 1834.9 450 450 1835 447.95 447.95 448.65 443.65 1948.7 449.32 444.32 1948.7 433.97 1951.2 449.34 444.34 2028.7 450.00 2031.2 450.00 430.59 2031.2 450.00 445.00 449.34 444.34 2108.7 449.34 431.48 2111.2 444.32 2190.0 448.65 443.65 2214.9 448.15 2294.9 450.00 450.00 2295 450.00 450.00 450 450 4524.9 450 450 4525 448.15 4550 448.65 443.65 4628.5 449.40 4631.5 449.43 416.98 4631.5 449.43 444.43 449.43 444.43 4748.5 449.43 422.71 4751 423.95 4751.5 449.40 444.40 4830 448.65 4865 450 450 6389.9 450 450 448.65 443.65 6833.7 449.31 444.31 6833.7 434.66 6836.2 449.33 444.33 6913.7 449.98 6915 450 434.22 6916.2 449.98 434.22 449.33 444.33 6993.7 449.33 434.14 6996.2 444.31 7075 448.65 443.65 7075 448.65 7470 450 450 7500 450 450 90 90 90 0 0 1 0 7470 1 1 1 0 7470 .5 39 39 39 6500. 1126. 440. 1415. 435.80 1076.0 434.00 1200.0 430.00 1250.0 436.00 1400.0 440.00 1470.0 449.50 1476.0 442.00 3740.0 440.00 3760.0 438.00 3800.0 410.00 3950.0 430.00 4000.0 434.00 4010.0 449.50 4050.0 450.00 5610.0 440.00 5615.0 434.00 6190.0 433.00 6200.0 433.00 6250.0 440.00 6630.0 450.00 6635.0 450.00 8350.0 439.00 9280.0 450.00 9285.0 450.00 10265.0 30 30 30 11480. 6300 449.5 446.5 8580 449.5 446.5 450 447 11480 450 447 13190 447 438 5930 436 5940 436 5970 430 6090 430 6150 432 6200 438 6270 440 6280 446.5 6300 m- 27APR96 14:10:03 PAGE 4 GR 449.5 6300 449.5 8580 446.5 8580 430 8590 410 8650 GR 410 8700 430 8760 434 8770 438 8800 446.5 8840 GR 449.5 8840 450 10460 447 10460 440 10470 440 10840 GR 439.9 10840 436 10841 436.7 10950 435 11020 432 11030 GR 434 11080 436 11100 439.9 11101 440 11101 440 11445 .- GR 447 11480 450 11480 450 13190 447 13190 440 13220 GR 438 13310 438 13460 440 13465 442 13490 442 13610 GR 440 13670 439.5 13700 440 13730 440 13970 439.2 14020 ^ GR 440 14070 447 14100 450 14100 Xi 88050 20 20 20 X2 I ^ X3 11480. NC .15 .12 .07 MMMINSERT NEW SECTIONS HERE COB SECTION 111 GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM (BELTLINB RD) TO MODEL MON- EFFECTIVE FLOW AREAS X3 AND BT CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY. M- VALUES IN LOB AND ROB UTILIZED TO BALANCE FLOWS IN OVBRBANKS NC .15 .12 .07 .3 .5 FROM EF-CDC 88150 (1-94) .- ADD CHANNEL SECTION PER CARROLLTON (NDMCB) SURVEY FOR THIS X- SECTION (1-94) FLOW LIMB (402.0 EL.) NOT USED BECAUSE INCONSISTENT WITH DATA AT BELT LINE AND U/S OF SECT 111 (1.94) SECTION NUMBER CHANGED FROM 88140 TO 88160 TO INSERT EF -CDC 88150 (1.94) ^ N- VALUES TO TRANSITION TO N- VALUES UPSTREAM (1 -94) NH 3 .13 9510.0 .07 9728 .13 13709 ET 9.1 4.1 6755 12055 6755 12175 ^ MEN CROSS - SECTIONS PER 1993 COE PHOTOGRAMETRIC DDATA, 88160 -99420 GR CARDS MODIFIED TO MODEL NON- BFFBCTIVB FLOW AREAS X1 88160 95 9510 9728 110 110 110 X3 10 0 0 0 0 0' 0 0 0 0 GR 426.7 3044 435.4 3073 436.5 3082 438.2 3213 437.6 3220 GR 436.6 3526 437.8 3546 439.0 3790 435.2 4117 436.0 4195 GR 432.8 4208 437.1 4223 436.9 4226 439.4 4353 440.3 4678 GR 442.4 4778 440.1 4988 438.9 5013 437.7 6013 441.3 6070 GR 437-.8 6080 435.1 6270 434.6 6529 435.7 6556 435.0 6711 GR 438.9 6727 436.6 6755 433.6 6791 433.9 6985 431.7 7003 •- GR 431.7 7047 435.7 7073 438.3 7243 438.2 7265 450.0 7265 GR 450.0 7698 450.0 8559 450.0 9254 450.0 9460 437.5 9460 GR 436.26 9510 434.76 9524 429.67 9539 428.01 9542 427.56 9543 GR 426.71 9544 424.21 9549 420.71 9558 418.71 9564 415.01 9572 GR 410.0 9581 410.0 9632 416.16 9642 417.71 9647 417.71 9647 GR 421.21 9655 425.21 9665 427.86 9671 428.61 9682 437.09 9728 GR 438.56 9742 439.0 9785 450.0 9785 450.0 10091 450.0 10343 ^ GR 450.0 10344 450.0 10388 450.0 11290 450.0 11304 450.0 11452 GR 450.0 11479 450.0 11508 450.0 11560 437.7 11560 436.0 11922 GR 435.5 11927 435.3 12175 435.3 12198 435.8 12203 438.2 12297 GR 441.4 12327 442.6 12357 445.1 12391 445.6 12510 446.0 12514 .. GR 446.7 12554 447.3 12619 446.8 12625 447.5 12637 444.9 13022 GR 443.0 13034 445.2 13042 445.0 13685 443.1 13697 445.3 13709 27APR96 14:10:03 PAGE 5 NR 3 .17 5000 .065 5210 .09 8100 0 0 0 ET 0 9.1 4.1 2090 7420 0 0 0 1850 7420 Xi 88450 78 5000 5210 400.0 120.0 290.0 0 0 0 GR 436.0 1650 438.0 1720 438.6 1810 437.0 1950 438.0 2160 GR 431.7 2220 431.7 2350 432.0 2360 434.0 2380 436.0 2505 GR 438.0 2565 438.0 2710 438.0 2915 450.0 2915 450.0 3690 GR 450.0 3920 438.4 3920 438.8 4130 438.0 4280 436.0 4305 GR 434.0 4330 434.0 4395 436.0 4600 436.0 4690 435.0 4770 GR 436.0 4870 436.0 5000 434.0 5015 432.0 5025 430.0 5030 GR 424.0 5055 415.4 5075 410.0 5078 410.0 5132 415.4 5135 GR 430.0 5175 432.0 5180 434.0 5190 436.0 5200 438.0 5210 GR 440.0 5220 442.0 5240 444.0 5250 444.2 5370 450.0 5370 GR 450.0 5600 450.0 5750 450.0 6030 450.0 6070 450.0 6300 GR 450.0 6520 450.0 6570 450.0 6645 450.0 6680 450.0 6690 GR 450.0 6800 450.0 6800 450.0 6850 440.0 6850 438.10 6870 GR 435.9 7075 438.0 7250 438.0 7290 436.0 7320 436.0 7350 GR 432.8 7415 432.8 7550 434.0 7565 436.0 7590 438.0 7610 GR 444.0 7625 442.0 7660 444.0 7680 446.0 7890 448.0 7940 GR 449.5 7950 449.4 8050 450.0 8100 0 0 0 0 NH 6 .20 3925 .18 4745 .20 7800 .035 9123 1060 NH 9386 .035 13612 0 0 0 0 0 0 0 ET 0 9.1 4.1 5050 11065 0 0 0 3900 11110 COE SECTION 112 GR CARDS MODIFIED TO REPRESENT HIGH GROUND UPSTREAM (FILL) TO MODEL NON EFFECTIVE FLOW AREAS IN LOB GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON EFFECTIVE FLOW AREAS IN ROB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY N VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANE INEFFECTIVE FLOW BELOW POND LEVEE EL. 437 STA 4745 -6057 FAR LOB NC . .06 .075FRON EF-CDC.DAT CHANNEL SECTION BELOW SWEL MODIFIED PER EF -CDC (1 -94) X1 89230 92 9123 9386 1180 510 780 0 0 0 X3 10 0 0 0 0 0 0 437.3 440. 0 GR 443.5 2704 447.7 2732 445.5 2745 444.5 2989 442.4 3000 GR 434.6 3041 434.6 3925 436.5 3941 436.6 4005 434.5 4128 GR 442.2 4148 440.8 4200 433.3 4298 442.9 4337 436.3 4372 GR 440.1 4726 437.0 4745 437.0 5694 437.0 5712 437.0 5719 GR 439.7 5764 439.8 5845 437.0 5875 437.0 5911 437.0 5931 GR 437.0 5957 437.0 6057 437.2 6076 438.4 6121 439.0 6629 GR 436.5 6640 437.6 6682 460.0 6682 460.0 6705 460.0 7004 GR 460.0 7550 460.0 7800 433.4 7800 432.4 7840 432.2 7850 GR 437.9 8333 434.8 8363 436.8 8376 441.2 8667 441.4 8812 GR 437.3 9123 415.6 9237 409.9 9240 409.9 9268 409.9 9275 GR 415.6 9278 425.3 9300 441.1 9380 442.3 9386 450.0 9386.1 GR 450.0 9420 450.0 9491 450.0 9538 450.0 9671 450.0 9734 GR 450.0 10060 442.1 10060 441.7 10120 439.7 10436 442.4 10639 GR 442.9 10781 436.9 10865 438.5 10914 439.7 10920 438.4 11009 �R 441.0 11110 447.9 11376 449.3 11745 447.2 11750 447.2 11801 GR 448.3 11807 443.5 12067 440.2 12093 443.0 12122 446.2 12308 GR 446.5 12555 442.4 12719 444.4 12798 442.3 12907 443.9 12992 GR 448.4 13011 450.7 13089 456.1 13107 454.3 13262 438.4 13404 a- PAGE 6 27APR96 14:10:03 ^ GR 438.4 13562 443.2 13612 0 0 0 0 0 0 COE SECTION 113 GR CARDS MODIFIED TO REPRESENT HIGH GROUND UPSTREAM TO MODEL NON EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY ... N VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANR INEFFECTIVE FLOW BELOW POND LEVEE EL. 437 STA 4745 -6057 FAR LOB NC .08 .06 .075 .1 .3 FROM EF- CDC.DAT ^ NC .1 .3 INEFFECTIVE FLOW BELOW POND LEVEE LE. 437 STA 5242 -5854 INEFFECTIVE FLOW BELOW POND LEVEE LE. 439.5 STATION 4077 -5178 A- INEFFECTIVE FLOW BELOW ROAD LEVEE EL 437 STA 7825 -8467 ADD CHANNEL SECTION PER CARROLLTON (NDMCE) SURVEY FOR THIS X SECTION (1 -94) LOWER RIVERCHASE POND EFFECTIVE FLOW TO 432 ELEV., STA 9832 -10183 (1-94) 9399. NH 7 .20 3843 .18 3943 .20 7815 .040 .00 ,., N 9625 .13 10380 .045 12326 0 0 3200 10369 IT 0 9.1 4.1 4570 10369 0 0 0 X1 90210 85 9399.9 9625 800 750 980 438 441 0 X3 GR 10 441.4 0 1735 0 442.5 0 1812 0 441.9 0 1857 0 442.9 1867 445.4 2352 GR 437.2 2393 437.2 2842 439.1 2850 438.5 2890 436.9 439.8 3006 3943 .- GR 435.9 3554 441.4 3843 433.1 3876 4077 443.0 440.4 3915 4276 439.5 4285 GR 438.2 3986 4559 444.0 439.5 4036 4594 439.5 439.5 5178 440.6 5189 437.0 5242 GR GR 439.5 437.0 5854 438.9 5869 439.0 5997 440.0 6005 438.5 6022 ^ GR 439.3 6100 450.0 6100 450.0 6198 450.0 6230 450.0 5433 7638 GR 450.0 6500 460.0 6500 460.0 7400 450.0 7400 8467 450.0 438.1 8467 GR 450.0 7825 437.0 7825 437.0 8136 9040 437.0 437.6 9228 432.0 9379 ^ GR GR 437.0 433.64 8580 9393.00 440.9 433.40 8882 9399.90 437.8 431.42 9412.00 427.56 9422.50 417.67 9432.50 GR 415.67 9436.30 412.67 9446.30 410.67 9464.10 411.67 9475.80 414.17 429.24 9485.70 9535.40 GR 415.79 9493.00 417.64 9499.20 421.15 9507.20 424.74 9512.30 438.1 9659 ^ GR 431.04 9557.10 440.5 9579 441.0 9625 438.1 443.0 9640 9790 438.0 9825 GR 440.8 9678 440.5 9688 10183 445.5 438.0 9747 10334 445.2 10369 445.3 10380 GR "-" GR 432.0 447.4 9832 10714 432.0 446.6 10971 445.3 11030 446.6 11040 447.7 12326 NH 07 .20 3420 .18 3508 .20 7780 .045 9220 .070 -- NH 9468 .14 10200 .045 12310 0 0 0 0 x650 10x00 ET 0 9.1 4.1 4000 10160 0 0 0 0 X1 91050 90 9220 9468 620 840 840 0 439. 441.0 0 X3 ^ GR 10 451.6 0 1173 0 446.6 0 1290 0 445.1 0 1368 441.6 1955 442.3 2024 2442 GR 437.2 2039 437.2 2310 437.2 2360 440.5 2427 3150 437.9 445.1 3293 GR 438.6 2951 439.3 3108 444.3 442.5 3122 3420 442.3 433.8 3471 443.3 3508 ^ GR 443.6 3340 3564 440.0 438.7 3356 3855 440.2 3989 442.4 4000 439.5 4035 GR GR 442.5 439.5 4035 439.5 4165 440.6 4176 439.5 4259 439.5 4269 4704 ,.. GR 439.5 4517 439.5 4568 439.5 4599 439.5 4664 4859 439.5 441.2 4923 GR 439.5 4712 439.5 4764 439.5 4774 5423 442.7 441.0 5560 450.0 5560 GR 438.1 4956 440.2 450.0 5398 5620 438.7 450.0 5861 450.0 6043 450.0 6210 GR ^ GR 450.0 460.0 5605 6210 460.0 7100 450.0 7100 450.0 7226 450.0 7369 PAGE 7 27APR96 14:10:03 GR 450.0 7388 450.0 7780 440.1 7780 441.5 7880 437.2 8369 GR 440.9 8494 437.5 8546 439.5 8684 439.5 8970 440.2 8980 GR 441.0 9031 437.0 9220 433.6 9282 415.8 9327 412.6 9328 GR 412.6 9353 412.6 9376 415.8 9379 430.8 9420 442.1 9468 GR 445.3 9604 449.3 9624 445.7 9645 441.9 9679 441.2 9736 GR 438.5 9798 438.0 9817 432.0 9855 432.0 10120 446.5 10187 GR 445.5 10193 445.5 10200 450.9 10977 452.2 11311 444.7 12310 Na 6 .20 3101 .10 3238 .12 7850 .045 8837 .075 NH 9180 .10 10988 0 0 0 0 0 0 0 0 2810 0 9800 ET 0 9.1 4.1 3700 9770 0 X1 92050 94 8837 9180 950 980 1000 0 0 0 X3 10 0 0 0 0 0 0 441.2 440.0 0 GR 451.6 1302 447.2 1707 445.3 2190 441.8 2200 442.5 2454 GR 439.3 2526 435.9 2536 435.9 2608 439.1 2618 438.8 2652 GR 439.5 2660 435.9 2992 440.0 3007 439.7 3041 442.7 3063 GR 442.3 3101 434.9 3139 443.8 3190 438.5 3209 444.3 3238 GR 445.3 3267 441.7 3367 441.8 3577 440.4 3603 440.6 3840 GR 442.9 3860 439.5 3982 439.5 4030 439.5 4175 439.5 4204 GR 439.5 4249 439.5 4583 439.5 4643 439.5 4899 439.5 4911 GR 439.5 4924 438.5 4960 450 4960 450.0 5185 450 5248 GR 450.0 5256 450.0 5269 450.0 5321 450.0 5376 450.0 5379 GR 450.0 5400 460.0 5400 460.0 6269 460.0 6300 460.0 6411 GR 460.0 6727 460.0 6733 460.0 6750 450.0 6750 450.0 6757 GR 450.0 6969 450.0 7550 450.0 7850 437.0 7850 437.0 7879 GR 437.0 7905 437.0 7911 437.0 8115 437.0 8203 437.0 8218 GR 437 8344 437 8650 436.6 8656 441.2 8837 438.89 8852 GR 434.89 8887 432.39 8890 426.94 8922 417.69 8950 413,69 8955 GR 410.69 8982.8 410.19 8997.3 410.19 9011 415.6 9021.8 429.09 9045.70 GR 430.60 9054.20 429.42 9079.6 441.30 9151.2 443 9180 445.6 9264 GR 443.6 9353 432 9409 432 9650 444.3 9710 442.2 9796 GR 446.2 10372 443.2 10738 444.7 10977 443.7 10988 COE SECTILON 116 GR CARDS MODIFIED TO REPRESENT NIGH GROUND UPSTREAM TO MODEL NON - EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY. W- VALpES IN LOB UTILISED TO BALANCE FLOWS IN OVERBANR INEFFECTIVE FLOW BELOW POND LEVEE EL. 439.5 STA 3350.4512 INEFFECTIVE FLOW BELON ROAD LEVEE EL. 437.0 STA 7500 -8338 NH 7 .20 2792 .05 2940 .12 7500 .045 8506 .10 NH 8543 .075 8845 .10 10863 2730 9120 ET 9.1 4.1 3620 9120 X1 92880 66 8543 8845 700 790 830 X3 GR 10 453.2 1194 451.7 1427 443.5 1558 441.3 1622 445,1 1681 GR 445.1 1817 441.6 1870 441.3 1940 441 2025 445.4 2096 GR 442.5 2348 445.5 2792 436.1 2838 444.7 2887 440.3 2908 GR 445.6 2940 442 3000 439.5 3350 439.5 3844 439.5 3889 GR 439.5 3900 441.4 3937 439.5 4011 439.5 4213 440.2 4293 5127 GR 439.5 4560 450 4560 450 4786 450 4935 450 437 7617 GR 450 7416 450 7500 439.7 7500 437.6 7557 8217 437 8338 GR 437 7772 437 7910 8518 437 441.2 8212 8534 437 441.4 8539 440.6 8543 GR 438.9 8506 436.9 27APR96 14:10:03 PAGE 8 GR 437.1 8548 435.9 8552 433.1 8559 429.4 8580 425.9 8587 GR 434.2 8613 415.9 8696 415.9 8736 423.3 8752 432.8 8799 GR 440.7 8845 440.8 8953 444.3 8961 444.3 9135 444.4 9488 GR 442.3 9501 441.1 9920 443 10405 442.2 10532 442.2 10840 GR 445.3 10863 COS SECTION 117 GR CARDS MODIFIED TO REPRESENT HIGH GROUND UPSTREAM TO MODEL NON EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY N VALUES IN LOB UTILISED TO BALANCE FLOWS IN OVERBANK INEFFECTIVE FLOW BELOW POND LEVEE EL. 439.5 STA 3862 INEFFECTIVE FLOW AT DITCH SPA 8020 -8329 MC .07 .06 .06FRON EF- CDC.DAT NH 08 .20 2595 .05 2731 .12 6450 .12 6861 .040 NE 8020 .035 8800 .06 9102 .045 13121 ET 9.1 4.1 3715 9130 2520 9130 X1 93660 90 8800 9102 1150 690 780 X3 10 440 441 GR 451.3 1000 445.5 1272 445.2 1602 444.2 1740 443.4 1857 GR 441 1866 444.8 1876 445 2017 442.6 2149 442.6 2158 GR 442.5 2551 442.5 2560 442.5 2595 443.9 2664 437.6 2685 GR 437.6 2709 444.7 2731 444.6 2773 440.7 2794 441.3 3149 GR 444.1 3159 439.7 3210 439.5 3661 443 3675 442.8 3690 GR 441.1 3852 439.5 3862 441.1 3874 444.5 4130 450 4130 GR 450 4365 450 4378 450 4428 450 5092 450 5173 GR 450 5197 450 5228 450 5337 450 5390 450 5410 GR 450 5946 450 6090 450 6190 450 6221 450 6450 GR 443.6 6450 445.8 6861 445.8 6861 443.5 7511 445 7592 GR 442.8 8020 442.8 8229 442.8 8293 441.9 8329 441.9 8329 GR 441.9 8329 441.9 8329 440.2 8652 439 8800 438.1 8868 GR 437.4 8874 436.8 8915 418.2 8958 416.8 8964 414.5 9002 GR 416.8 9041 441.7 9102 444 9130 445.9 9154 445.9 9554 GR 443.2 9628 444.9 10366 443.4 10382 445.5 10401 444.4 10849 GR 445.9 10908 446.9 10916 449.2 11046 442.3 11085 441.9 11108 GR 449.2 11143 447.2 11247 444.4 11267 443.1 11467 443.9 11720 GR 444.5 11726 449.5 12158 445.9 12530 442.8 12550 448.4 13121 SECTION 93670 AT CARROLLTON DAN FROLM EF -CDC MODEL LEFT OVERBANK OF EF -CDC SECTION MODIFIED PER 1991 TOPO GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL MON- EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO NOBEL LOW FLOWS /HIGH FLOWS DIFFERENTLY N- VALUES IN LOB UTILISED TO BALANCE FLOWS IN OVERBANK INEFFECTIVE FLOW BELOW EL. 440 STA 3010 -3300 DUE TO HIGH GROUND NC .07 .1 .06FROM EF- CDC.DAT NC .5 .7 NH 8 .20 1931 .05 2067 .19 2997 .12 5786 .15 NH 6197 .040 8200 .033 8470 .045 10220 9T 9.1 4.1 3085 8500 1850 8500 TOP OF CARROLLTON DAN 1 434 27APR96 14:10:03 X1 93710 52 8200 8470 50 50 50 X3 10 439.7 2546 3188 439.5 3198 5786 ^ GR 445 1000 445 1080 446 1180 446 GR 442.6 1931 443.9 2000 437.6 2021 437.6 GR 444.6 2109 440.7 2130 441.3 2485 444.1 +� GR 439.5 2997 443 3011 442.8 3026 441.1 GR 441.1 3210 444.5 3466 450 3466 450 GR 443.6 5786 445.8 6197 443.5 6847 445 GR 442.8 7355 442.8 7428 442.8 7580 442.8 GR 442.8 7670 441.5 7690 440.5 7830 441 GR 437.5 8225 437.5 8274 434 8275 434.3 GR 437.5 8420 439 8470 443.5 8620 444.5 GR 442 10140 445 10220 COE SECTION 118 SANDY LAKE ROAD SECTION REPLACED BY EXISTING SANDY LAKE ROAD BRIDGE SECTION . 93730 FROM IF-CDC MODEL. SECTGION REVISED TO MATCH TOP OF ROAD PER 1. GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON- EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY. ^ N- VALUES IN LOB UTILIZZED TO BALANCE FLOWS IN OVERBANK KC .3 .SFROM EF-CDC.DAT ^ KH 7 .20 2480 .20 3300 .09 6100 NH 8510 .060 8800 .045 9270 ET 9.1 4.1 3390 8800 n . SANDY LAKE ROAD BRIDGE X1 93750 59 8510 8800 40 40 40 13 10 BT 2 8510 447.43 443.53 8800 447.85 443.95 _. GR 446.8 1031 447.3 1200 445.3 1535 442.6 GR 442.5 2370 442.55 2480 442.3 3299 442.3 GR 443 3550 446.7 3850 450 3850 450 GR 443.9 6015 444.9 6100 445.5 6435 444.8 GR 443.69 6941 444.05 6991 444.15 7036 444.65 GR 444.69 7189 444.92 7238 444.21 7331 444.38 GR 444.41 7473 444.33 7518 443.95 7565 443.99 ^ GR 443.67 7710 443.46 7763 443.65 7840 443.50 GR 443.73 8081 443.59 8134 443.5 8188 443.3 GR 444.61 8351 446.08 8411 447.43 8510 443.53 ^ GR 418 8650 420 8670 414.5 8700 443.95 GR 447.49 8829 446.66 8953 445.9 8953 445.9 COE SECTION 119 SANDY LAKE ROAD SECTION REPLACED BY EXISTING SANDY LAKE ROAD BRIDGE SECTION 93760 FROM EF-CDC MODEL. SECTION REVISED TO MATCH TOP OF ROAD PER 1991 TOPO GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON- EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY N- VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK PAGE 9 441 441 .040 1240 442.6 1485 2045 444.7 2067 2495 439.7 2546 3188 439.5 3198 5786 450 5786 6928 446.6 6943 7610 442.8 7630 7940 439 8200 8390 437.2 8391 9620 443.5 10000 .15 6600 .040 2200 8800 443 2000 442.5 2160 3300 442.3 3301 5800 444.3 5800 6600 443.52 6894 7085 444.41 7139 7379 444.32 7425 7613 443.73 7663 7970 443.64 8023 8243 443.44 8284 8510 436 8640 8800 447.85 8800 9270 27APR96 14:10:03 NH 7 .20 2480 .20 3300 .09 6100 RH 8510 .060 8800 .045 9270 0 1117 ET 1129 9.1 4.1 3390 8800 439.9 2700 3450 SANDY LAKE ROAD BRIDGE 4146 442.3 4200 4467 450 X1 93780 443 5883 6125 30 30 30 X2 6833 7439 443 7457 8560 440.2 I X3 10 8757.7 8793.40 425.92 8802.40 8888.7 423.42 8902.50 SECTION 93840 ADDED TO EFEXREV.DAT TO MODEL 60" WATER LINE AS A BRIDGE 444.2 KEN DATA FROM 1991 TOPO STA 8560 -9075 9095 442.5 9110 REMAINING DATA COPIED FROM SECTION 93890 BELOW, X1 CARDS ADJUSTED 10244 ADD CHANNEL SECTION PER CARROLLTON (NDNCE) SURVEY FOR THIS X SECTION (1 -94) RAISE GROUND ELEV. TO 443 STA 6833 -8560, ROAD LEVEE DOWNSTREAM RAISE GROUND ELEV. TO 442.3 STA 2700 -4200, ROAD LEVELL DOWNSTREAM NH 6 .16 3450 .07 5500 .15 6833 NH 8988 .045 11302 ET 9.1 4.1 3620 9100 60' WATER LILNE AERIAL CROSSING X1 93840 91 8735 8988 60 60 60 X3 10 BT 6 8720 439.8 439.8 8733 452.4 446 BT 8988 454.2 446 8990 452.4 446 9005 GR 459.2 1070 459.2 1070.1 450.4 1073 449.2 aR 444 1262 442.2 1272 442 1307 445.8 GR 445 1632 441.4 1663 442.8 1826 440 GR 442.3 2700 442.3 3015 443.2 3219 442.3 GR 445.7 3859 442.3 3886 442.3 4126 442.3 GR 450 4201 450 4414 450 4417 450 GR 450 4492 450 5500 442 5501 440.7 GR 444.4 5896 443.4 6042 455.1 6087 452.2 GR 447.4 6347 445.6 6736 443.1 6753 443.7 GR 443 7167 443 7241 443 7434 443 GR 443 8220 443 8225 443 8247 443 GR 439.8 8720 439.7 8733 439.6 8735 441.22 GR 437.62 8770.20 436.22 8786 433.42 8790.40 430.42 GR 422.42 8821.90 419.42 8837.10 416.42 8868.10 418.92 GR 429:42 $913.90 434.32 8924.7 437.92 8932.80 437.42 GR 438.8 $988 438.9 8990 439 9005 439.4 GR 444.4 9053 440.5 9075 440.1 9091 440.1 GR 442.7 9140 444.3 9385 446.1 9608 444.7 GR 445.6 11302 COB SECTION 120 GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY N VALUES IN LOB UTILISED TO BALANCE FLOWS IN OVERBANK NC .07 .07 .06FROM EF-CDC.DAT ADD CHANNEL SECTION PER CARROLLTON (NDNCE) SURVEY FOR THIS X SECTION (1 -94) RAISE GROUND ELEV. TO 443 STA 6833 -8247 ROAD LEVEE DOWNSTREAM RAISE GROUND ELEV TO 442.3 STA 2800 -4200 ROAD LEVEE DOWNSTREAM PAGE 10 .15 6600 .040 2200 8800 443 .04 8735 .06 2450 9100 442 442 8735 454.2 446 439 439 0 1117 445.6 1129 1328 446.6 1532 2411 439.9 2700 3450 442.3 3598 4146 442.3 4200 4467 450 4471 5762 443 5883 6125 442.5 6141 6758 443 6833 7439 443 7457 8560 440.2 8690 8746 440.40 8757.7 8793.40 425.92 8802.40 8888.7 423.42 8902.50 8943.30 439.42 8951.80 9030 444.2 9043 9095 442.5 9110 10231 442.3 10244 0- 27APR96 14:10:03 NH 6 .13 3450 .07 5500 NH 9007 .045 12631 50 50 ET 442.8 9.1 4.1 3625 9100 X1 93890 97 8770.2 9007 50 X3 10 445.8 1328 446.6 1532 GR 459.2 1070 459.2 1070 450.4 GR 444 1262 442.2 1272 442 GR 445 1632 441.1 1663 442.8 GR 442.3 2800 442.3 3015 443.2 GR 445.7 3859 442.3 3886 442.3 GR 450 4200 450 4414 450 GR 450 4492 450 5500 442 GR 444.4 5896 443.4 6042 455.1 GR 447.4 6347 445.6 6736 443.1 GR 443 7167 443 7241 443 GR 443 8220 443 8225 443 GR 441.46 8757.7 438.68 8770.20 437.28 GR 426.98 8802.4 423.48 8821.9 420.48 GR 424.48 8902.5 430.48 8913.9 435.38 GR 440.48 8951.8 440 9002 440.8 GR 440.1 9091 440.1 9095 442.5 GR 446.1 9608 444.7 10231 442.3 GR 438.8 11309 439.3 11323 437.4 GR 437.9 11629 439.6 11639 443.7 GR 444 12303 445.7 12631 COB SECTION 121 ET CARD USED TO MODEL LOW FLOWS /NIGH FLOWS DIFFERENTLY INEFFECTIVE FLOW BELOW POND LEVBB EL 442 STA 2603 -3368 N VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVBRBANK NC .0 .09 .06 .1 .3FRON EF-CDC.DAT CHANNEL SECTION BELOW NSEL NODIFIED PER EF -CDC (1 -94) NC .1 .3 NH 5 .11 2783 .07 4743 RH 11573 ET 9.1 4.1 3550 10019 DENTON CREEK CONFLUENCE X1 97710 97 5844 6055 680 GR 452.5 1000 448.8 1072 449.2 GR 446.8 1262 445 1313 445 GR 444.3 2390 445.3 2577 442 GR 442 2783 442 2817 442 GR 446.1 3494 445.9 3532 446.9 GR 445 3599 444.5 3632 442 GR 445.2 4602 443.7 4698 445.9 GR 441.4 5710 443.7 5738 444.9 GR 423.5 5933 423.5 5950 435.4 GR 443 6174 441.6 6321 443.8 GR 439.1 7262 439.1 7509 435.2 GR 441.9 7740 441.3 7754 440.5 GR 435.3 7858 436.4 7862 438.4 GR 444.6 8540 435.3 8587 435.3 GR 442.6 9231 441.9 9246 443.6 PAGE 11 .15 6833 .04 8770.2 .06 1165 448 1178 2450 9100 50 50 2091 442.8 2118 2603 442 442 442 2744 1073 449.2 1117 445.6 1129 1307 445.8 1328 446.6 1532 1826 440 2411 439.9 2800 3219 442.3 3450 442.3 3598 4126 442.3 4146 442.3 4200 4417 450 4467 450 4471 5500 440.7 5862 443 5883 6087 452.2 6125 442.5 6141 6753 443.7 6758 443 6833 7434 443 7439 443 7457 8247 442.5 8633 442.28 8746 8786 434.48 8790.4 431.48 8793.4 8837.10 417.48 8868.10 419.98 8888.7 8924.7 438.98 8932.8 438.48 8943.3 9007 440.7 9010 444.1 9073 9110 442.7 9140 444.3 9385 10244 445.6 11302 443.6 11305 11330 436.2 11331 435.4 11623 11700 445.7 11703 446.6 11783 .040 5844 .06 6055 .045 2300 10019 1670 3820 1165 448 1178 447.5 1253 1800 442.1 2091 442.8 2118 2603 442 2707 442 2744 3306 442 3317 442 3368 3537 447.3 3547 446.7 3582 4134 443.2 4222 444.3 4363 4714 444.3 4733 441.5 4743 5844 435.4 5875 423.5 5916 5991 439.8 6007 442.2 6055 6537 442.9 7048 439 7223 7530 439.3 7560 439.6 7668 7757 439.7 7764 435.3 7788 7870 444 7918 441.8 8117 8651 441.1 8665 443.1 8813 9372 445 9392 442.7 9519 0. 27APR96 14 :10:03 PAGE 12 GR 442.8 9748 446.9 9992 445.9 10019 435.7 10035 435.7 10084 GR 445.1 10119 447.7 10523 443.1 10553 444.9 10613 444.7 10617 GR 446.6 10630 447,8 10823 445.4 11125 446 11144 449.7 11174 GR 447.7 11186 447.7 11476 446.1 11486 445.8 11512 44215 11530 GR 442 11540 447.8 11573 0. 271PR96 14:10:03 T1 U.S. ARMY CORPS OF ENGINEERS FORT NORTH DISTRICT T2 UPPER TRINITY RECON STUDY ELK FORE TRINITY RIVER REV. EXIST COND. T3 SECOND RUN 100 YEAR DISCHARGE NITH FLOODNAI ENCROACHENNETS T4 AREA 3/94 FILE RVEXFDNY J1 ICHECE INQ NINV IDIR STRT METRIC HVINS Q -1 3 .. J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IB' 15 -1 NSEL FQ 439.26 CHNIN ITRACE PAGE 13 .... 27APR96 14:10:03 PAGE 14 THIS RUN EXECUTED 27APR96 14:10:06 ###!## t!tltttttt! # #t #!!! # #!! #ltftttlt HEM WATER SURFACE PROFILES Version 4.6.0; February 1991 NOTE- ASTERISK ( *) AT LEFT OF CROSS - SECTION KUNBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST FLOODWAY MODEL 100 YEAR .- SUNNARY PRINTOUT TABLE 110 SECNO CWSEL DIMS EG TOPWID QLOB OCR QROB PERENC STENCL STCHL STCNR ST NCR 85000.000 439.28 00 85000.000 439.28 t 86560.000 439.49 ..00 t 86560.000 439.49 " .00 ! 87530.000 439.54 -1.00 t 87869.000 439.74 t 87530.000 439.54 U.00 .00 87870.000 87800.000 439.64 .00 87800.000 439.64 --.00 t 87869.000 439.74 _Q.00 t 87869.000 439.74 I1 v.00 - 87870.000 439.74 .00 87870.000 439.74 ..c .00 439.36 4299.44 7614.85 .00 439.36 4299.44 7614.85 .00 439.54 3448.63 8291.86 .00 439.54 3448.63 8291.86 .00 439.82 2289.53 12924.75 .00 439.82 1289.53 12924.75 .00 440.19 1593.86 10919.02 .00 440.19 1593.86 10919.02 .00 440.49 859.39 8044.35 .00 440.49 859.39 8044.35 .00 440.49 859.54 8457.21 .00 440.49 859.54 8457.21 9204.36 9204.36 7110.60 7110.60 18663.56 18663.56 29849.54 29849.54 35521.84 35521.84 34661.82 34661.82 27380.79 27380.79 28797.54 28797.54 17011.69 17011.69 7831.45 7831.45 5033.81 5033.81 5480.97 5480.97 .00 .00 .00 .00 5100.00 2000.00 5100.00 2000.00 5620.00 2000.00 5620.00 2000.00 6480.00 .00 6480.00 .00 5635.00 1835.00 5635.00 1835.00 5635.00 1835.00 5635.00 1835.00 2325.00 2325.00 4740.00 4740.00 4953.00 4953.00 3840.00 3840.00 2295.00 2295.00 2295.00 2295.00 2625.00 2625.00 4997.00 710 4997.00 710 5110.00 762 5110.00 762 4030.00 648 4030.00 648 4865.00 747 4865.00 747 4865.00 747 4865.00 747 87960.000 440.26 .00 440.92 867.51 8842.57 33811.16 5946.27 5635.00 1835.00 2295.00 4865.00 747 x.00 87960.000 440.26 .00 440.92 867.51 8842.57 33811.16 5946.27 5635.00 1835.00 2295.00 4865.00 747 _00 87961.000 440.26 0.00 61961.000 440.26 880$0.000 440.56 " .00 88050.000 440.56 0.00 .00 88000.000 440.35 .00 34655.12 5497.72 5635.00 88000.000 440.35 0.00 747 .00 ., 88030.000 440,49 0.00 5497.72 5635.00 ,^ 88030.000 440.49 .00 .00 441.09 880$0.000 440.56 " .00 88050.000 440.56 0.00 .00 440.93 867.57 8447.17 34655.12 5497.72 5635.00 1835.00 2295,00 4865.00 747 .00 440.93 867.57 8447.17 34655.12 5497.72 5635.00 1835.00 2295.00 4865.00 747 .00 441.09 1569.29 10072.71 33366.46 5160.82 5500.00 1000.00 3740.00 4035.00 650 .00 441.09 1569.29 10072.71 33366.46 5160.82 5500.00 1000.00 3740.00 4035.00 650 .00 441.20 1566.42 11217.75 33052.10 4330.15 11480.00 .00 441.20 1566.42 11217.75 33052.10 4330.15 11480.00 .00 441.26 1567.65 11264.87 32908.16 4426.98 11480.00 .00 441.26 1567.65 11264.87 32908.16 4426.98 11480.00 .00 6580.00 8840.00 1148 .00 8580.00 8840.00 1148 .00 8580.00 8840.00 1148 .00 8580.00 8840.00 1148 0- 27APR96 14:10 :03 PAGE 15 SECHO CASEL DIMS EG TOPNID QLOB QCH QROB PERENC STENCL STCHL STCHR ST ENCR oft 88160.000 440.82 .00 441.73 1450.00 7665.21 35291.95 5642.84 5420.00 6755.00 9510.00 9728.00 1217 5.00 •- 88160.000 440.79 -.03 441.78 1330.00 7866.56 36439.53 4293.91 5300.00 6755.00 9510.00 9728.00 1205 5.00 * 88450.000 442.23 .00 442.60 2956.16 15389.92 26462.83 6747.25 5570.00 1850.00 5000.00 5210.00 742 ^, ).00 88450.000 442.32 .10 442.72 2716.65 14692.95 26903.27 7003.78 5330.00 2090.00 5000.00 5210.00 742 0.00 443.85 4017.16 29778.37 12253.70 6567.93 5799.00 4570.00 9399.90 9625.00 1036 9.00 * 89230.000 443.28 .00 443.35 5418.01 29330.38 14423.12 4846.49 7210.00 3900.00 9123.00 9386.00 1111 0.00 ... * 89230.000 443.41 .13 443.50 4223.01 28088.87 15299.78 5211.35 6015.00 5050.00 9123.00 9366.00 1106 5.00 17035.86 6954.87 6160.00 4000.00 9220.00 9468.00 1016 D.00 90210.000 443.62 .00 443.67 5374.87 30727.27 11680.37 6192.37 7169.00 3200.00 9399.90 9625.00 1036 X 9.00 "''J. 00 92050.000 444.86 .21 444.94 3123.46 26085.63 15899.27 6615.10 6070.00 3700.00 8837.00 90210.000 443.78 .16 443.85 4017.16 29778.37 12253.70 6567.93 5799.00 4570.00 9399.90 9625.00 1036 9.00 ._ 92880.000 445.02 .00 445.11 3372.42 31642.21 16492.37 465.42 6390.00 91050.000 443.98 .00 444.08 5095.92 25647.22 16369.06 6583.72 7550.00 2650.00 9220.00 9468.00 1020 91050.000 444.17 .19 444.29 3837.33 24609.27 17035.86 6954.87 6160.00 4000.00 9220.00 9468.00 1016 D.00 93660.000 445.62 .00 445.86 4207.28 22579.53 * 93750.000 446,00 .00 446.35 4490.53 26823.86 21776.14 .00 6600.00 2200.00 8510.00 8800.00 880 t 93750.000 446.56 .57 446.93 3384.29 28460.92 20139.08 .00 5410.00 3390.00 8510.00 8600.00 880 0.00 93780.000 446.29 .00 446.56 4534.45 29316.16 19283.84 .00 6600.00 2200.00 8510.00 8800.00 880 0.00 92050.000 444.65 .00 444.71 3990.17 26881.57 15368.71 6349.71 6990.00 2810.00 8837.00 9180.00 980 "''J. 00 92050.000 444.86 .21 444.94 3123.46 26085.63 15899.27 6615.10 6070.00 3700.00 8837.00 9180.00 977 0.00 ._ 92880.000 445.02 .00 445.11 3372.42 31642.21 16492.37 465.42 6390.00 2730.00 8543.00 8845.00 912 0.00 92880.000 445.24 .23 445.35 2560.00 30644.22 17414.72 541.06 5500.00 3620.00 8543.00 8845.00 912 D.00 93660.000 445.62 .00 445.86 4207.28 22579.53 25867.70 152.77 6610.00 2520.00 8800.00 9102.00 913 ^0. DO +� 93660.000 445.87 .25 446.21 3095.00 19073.59 29332.60 193.81 5415.00 3715.00 8800.00 9102.00 913 0.00 93710.000 445.60 .00 446.13 4118.70 26522.15 21299.82 778.03 6650.00 1850.00 8200.00 8470.00 850 0.00 93710.000 445.82 .22 446.60 3002.94 23415.53 24283.54 900.92 5415.00 3085.00 8200.00 8470.00 850 ^ 0. Do * 93750.000 446,00 .00 446.35 4490.53 26823.86 21776.14 .00 6600.00 2200.00 8510.00 8800.00 880 t 93750.000 446.56 .57 446.93 3384.29 28460.92 20139.08 .00 5410.00 3390.00 8510.00 8600.00 880 0.00 93780.000 446.29 .00 446.56 4534.45 29316.16 19283.84 .00 6600.00 2200.00 8510.00 8800.00 880 0.00 93780.000 446.80 .50 447.11 3413.66 30228.42 18371.58 .00 5410.00 3390.00 8510.00 8800.00 880 1.00 + 93840.000 446.68 .00 446.77 5084.61 33505.95 13092.17 2001.88 6650.00 2450.00 8735.00 8988.00 910 J + 93840.000 447.22 .54 447.33 4057.46 33684,17 12687.48 2228.36 5480.00 3620.00 8735.00 8988.00 910 0.00 93890.000 446.71 .00 446.85 5092.76 30356.18 17167.84 1075.98 6650.00 2450.00 8770.20 9007.00 910 0.00 .-. 93890.000 447.25 .54 447.40 4059.98 29588.41 17747.39 1264.20 5475.00 3625.00 8770.20 9007.00 910 ).00 + 97710.000 447.34 .00 447.37 7719.00 15375.29 5263.99 27960.71 7719.00 2300.00 5844.00 6055.00 1001 ).00 + 97710.000 447.86 .52 447.89 6469.00 13016.13 5250.06 30333.81 6469.00 3550.00 5844.00 6055.00 1001 9.00 27APR96 14:10:03 PAGE 16 FLOODMAY MODEL 100 YEAR ^ SUMMARY PRINTOUT TABLE 150 .. SECNO %LCB ELTRD ELLC ELMIN Q CNSEL CRINS EG WES VCR AREA )lx 85000.000 .00 .00 .00 412.00 44200.00 439.28 .00 439.36 3.54 2,15 20283.96 2350 x.92 85000.000 .00 .00 .00 412.00 44200.00 439.28 .00 439.36 3.54 2.15 20283.96 2350 7.92 x 86560.000 1560.00 ,00 .00 410.00 44200.00 439.49 .00 439.54 .93 1,58 27148.85 4573 0.27 - * 86560.000 1560.00 .00 .00 410.00 44200.00 439.49 .00 439.54 .93 1.58 27248.85 4573 1.27 87530.000 970.00 .00 .00 410.00 48600.00 439.54 .00 439.82 10.18 5.73 13501.54 1523 ^ i.09 87530.000 970.00 .00 .00 410.00 48600.00 439.54 ,00 439.82 10.18 5.73 13601.54 1523 5.09 ^ 87800.000 270.00 .00 .00 410.00 48600.00 439.64 ,00 440.19 13.50 7,06 10063.07 1322 87800.000 270.00 .00 .00 410.00 48600.00 439.64 .00 440.19 13.50 7,06 10063.07 1322 7.27 +� 87869.000 69.00 .00 .00 410.00 48600.00 439.74 .00 440.49 31.64 7.82 8131.75 863 x").42 87869.000 69.00 .00 .00 410.00 48600.00 439.74 .00 440.49 31.64 7.82 8131.75 863 9.42 ^ 87870.000 1.00 442.50 450.00 410.00 48600.00 439.74 .00 440.49 44.93 7.82 7924.51 725 0.78 87870.000 1.00 442.50 450.00 410.00 48600.00 439.74 .00 440.49 44.93 7.82 7924.51 725 ^ ).78 87960.000 90.00 442.50 450.00 410.00 48600.00 440.26 .00 440.92 39.56 7.41 8358.73 172 ^7.12 87960,000 90.00 442.50 450.00 410.00 48600.00 440.26 .00 440.92 39.56 7.41 8358.73 772 7.12 87961.000 1.00 .00 .00 410,00 48600.00 440.26 .00 440.93 27.69 7.40 8587.86 923 6.24 87961.000 1.00 .00 .00 410.00 48600.00 440.26 .00 440,93 27.69 7.40 8587.86 923 - 1.24 88000.000 39.00 .00 .00 410.00 48600.00 440.35 .00 441.09 37.48 7.84 8059.67 793 88000,000 39.00 .00 .00 410.00 48600.00 440.35 .00 441.09 37.48 7.84 8059.67 793 8.81 88030.000 30.00 449.50 446.50 410.00 48600.00 440.49 .00 441.20 29.35 7.78 8633.68 897 0.14 .00 88030.000 30.00 449.50 446.50 410.00 48600.00 440.49 D.14 7.72 6738.27 905 .00 441.26 28.82 7.72 - 88050.000 20.00 449.50 446.50 410.00 48600.00 440.56 . 88050,000 20.00 449.50 446.50 410.00 48600.00 440.56 3.31 6.52 19754.96 1179 .00 442.72 17.25 6.59 18869.07 88160.000 110.00 .00 .00 410.00 48600.00 440.82 0.02 443.50 4.16 3.31 24359.88 2383 .00 443.67 ^ 88160,000 110.00 .00 .00 410.00 48600.00 440.79 9.16 2415 .00 444.08 9.13 3.86 27030.15 1608 .. * 88450.000 290.00 .00 .00 410.00 48600.00 442.23 6.35 * 88450.000 290.00 .00 .00 410.00 48600.00 442.32 1.29 * 89230.000 780.00 .00 .00 409.90 48600.00 443.28 3.98 - t 89230.000 780.00 .00 .00 409.90 48600.00 443.41 8.01 90210.000 980.00 .00 .00 410.67 48600.00 443.62 7.89 90210.000 980.00 .00 .00 410.67 48600.00 443.78 2.64 * 91050.000 840.00 .00 .00 412.60 48600.00 443.98 �., * 91050.000 840.00 .00 .00 412.60 48600.00 444.17 6.39 .00 441.20 29.35 7.78 8633.68 897 .00 441.26 28.82 7.72 6738.27 905 .00 441.26 28.82 7.72 8738.27 903 .00 441.73 38.33 8.85 10137.62 785 .00 441.78 41.12 9.15 9435.40 757 .00 442.60 16.97 6.52 19754.96 1179 .00 442.72 17.25 6.59 18869.07 1170 .00 443.35 3.79 3.14 30598.56 2497 .00 443.50 4.16 3.31 24359.88 2383 .00 443.67 3.80 3.08 34322.21 2493 .00 443.85 4.05 3.20 28092.81 2415 .00 444.08 9.13 3.86 27030.15 1608 .00 444.29 9.54 3.97 22727.60 1573 r.. PAGE 17 27APR96 14:10:03 SBCNO %LCH ELTRD ELLC ELNIN Q CWSEL GRINS BG WES VCR AREA O1K 92050.000 1000.00 .00 .00 410.19 48600.00 444.65 .00 444.71 4.81 2.74 26671.17 2215 1.75 ^ 92050.000 1000.00 .00 .00 410.19 48600.00 444.86 .00 444.94 4.93 2.80 23543.41 2188 0.86 92880.000 830.00 .00 .00 415.90 48600.00 445.02 .00 445.11 5.48 3.09 22509.80 2076 2.39 92880.000 830.00 .00 .00 415.90 48600.00 445.24 .00 445.35 5.86 3.22 19486.77 2008 2.10 93660.000 780.00 .00 .00 414.50 48600.00 445.62 .00 445.86 9.86 5.04 17349.48 1547 9.58 ... 93660.000 780.00 .00 .00 414.50 48600.00 445.87 .00 446.21 12.08 5.63 12452.39 1398 2.06 93710.000 50.00 .00 .00 434.00 48600.00 445.60 .00 446.13 18.25 8.44 14809.90 1137 5.39 93710.000 50.00 .00 .00 434.00 48600.00 445.82 .00 446.60 21.97 9.40 9710.81 1036 8.21 ^ x 93750.000 40.00 447.43 443.95 414.50 48600.00 446.00 .00 446.35 63.96 6.36 13026.14 607 ^ f 93750.000 40.00 447.43 443.95 414.50 48600.00 446.56 .00 446.93 54.70 5.88 10508.75 657 0.88 93780.000 30.00 447.43 443.95 414.50 48600.00 446.29 .00 446.56 50.16 5.63 14301.30 686 ^ 2.30 93780.000 30.00 447.43 443.95 414.50 48600.00 446.80 .00 447.11 45.52 5.36 11260.57 720 3.05 ^ * 93840.000 60.00 439.00 446.00 416.42 48600.00 446.68 .00 446.77 10.75 3.22 22809.67 1482 4.92 93840.000 60.00 439.00 446.00 416.42 48600.00 447.22 .00 447.33 10.09 3.12 19307.72 1529 7.79 93890.000 50.00 .00 .00 417.48 48600.00 446.71 .00 446.85 7.90 4.40 22933.92 1729 �-- 2. 21 93890.000 50.00 .00 .00 417.48 48600.00 447.25 .00 447.40 7.58 4.41 19279.20 1765 0.68 * 97110.000 3820.00 .00 .00 423.50 48600.00 447.34 .00 447.37 1.57 1.78 39366.62 3872 9.00 * 97710.000 3820.00 .00 .00 423.50 48600.00 447.86 .00 447.89 1.39 1.71 37298.57 4125 ^ 6.02 27APR96 14:10:03 1. FLOODWAY KODEL 100 YEAR SUNNARY PRINTOUT TABLE 150 -- SECKO 0 CWSEL DIFWSP DIFWSX DIMS TOPWID XLCN 85000.000 44200.00 439.28 .00 .00 .00 4299.44 .00 85000.000 44200.00 439.28 .00 .00 .00 4299.44 .00 + 86560.000 44200.00 439.49 .00 .21 .00 3448.63 1560.00 + 86560.000 44200.00 439.49 .00 .21 .00 3448.63 1560.00 ^ 87530.000 48600.00 439.54 .00 .05 .00 2289.53 970.00 87530.000 48600.00 439.54 .00 .05 .00 2289.53 970.00 ^ 87800.000 48600.00 439.64 .00 .10 .00 1593.86 270.00 87800.000 48600.00 439.64 .00 .10 .00 1593.86 270.00 87869.000 48600.00 439.74 .00 .10 .00 859.39 69.00 +� 87869.000 48600.00 439.74 .00 .10 .00 859.39 69.00 �- 87870.000 48600.00 439.74 .00 .00 .00 859.54 1.00 87870.000 48600.00 439.74 .00 .00 .00 859.54 1.00 87960.000 48600.00 440.26 .00 .51 .00 867.51 90.00 ^ 87960.000 48600.00 440.26 .00 .51 .00 867.51 90.00 87961.000 48600.00 440.26 .00 .01 .00 867.57 1.00 ^ 87961.000 48600.00 440.26 .00 .01 .00 867.57 1.00 88000.000 48600.00 440.35 .00 .09 .00 1569.29 39.00 ^ 88000.000 48600.00 440.35 .00 .09 .00 1569.29 - 39.00 88030.000 48600.00 440.49 .00 .13 .00 1566.42 30.00 88030.000 48600.00 440.49 .00 .13 .00 1566.42 30.00 88050.000 48600.00 440.56 .00 .08 .00 1567.65 20.00 88050.000 48600.00 440.56 .00 .08 .00 1567,65 20.00 ^ 88160.000 48600.00 440.82 .00 .26 .00 1450.00 110.00 88160.000 48600.00 440.79 -.03 .23 -.03 1330.00 110.00 ^ # 88450.000 48600.00 442.23 .00 1.41 .00 2956.16 290.00 t 88450.000 48600.00 442.32 .10 1.54 .10 2716.65 290.00 89230.000 48600.00 443.28 .00 1.06 .00 5418.01 780.00 89230,000 48600.00 443.41 .13 1.09 ,13 4223.01 780.00 .- 90210.000 48600.00 443.62 .00 .33 .00 5374.87 980.00 90210.000 48600.00 443.78 .16 .36 .16 4017.16 980.00 91050.000 48600.00 443.98 .00 .37 .00 5095.92 840.00 ^ 91050,000 48600.00 444.17 .19 .39 .19 3837.33 840.00 PAGE 18 ,.. 271PR96 14:10:03 SBCHO Q CVSEL DIFVSP DIFNSX DIFINS TOPWID XLCH .. 92050.000 48600.00 444.65 .00 .67 .00 3990.17 1000.00 92050.000 48600.00 444.86 .21 .69 .21 3123.46 1000.00 92880.000 48600.00 445.02 .00 .37 .00 3372.42 830.00 92880.000 48600.00 445.24 .23 .38 .23 2560.00 830.00 93660.000 48600.00 445.62 .00 .61 .00 4207.28 780.00 + 93660.000 48600.00 445.87 .25 .63 .25 3095.00 780.00 93710.000 48600.00 445.60 .00 -.02 .00 4118.70 50.00 93710.000 48600.00 445.82 .22 -.05 .22 3002.94 50.00 + 93750.000 48600.00 446.00 .00 .40 .00 4490.53 40.00 .. + 93750.000 48600.00 446.56 .57 .74 .57 3384.29 40.00 93780.000 48600.00 446.29 .00 .30 .00 4534.45 30.00 93780.000 48600.00 446.80 .50 .23 .50 3413.66 30.00 + 93840.000 48600.00 446.68 .00 .39 .00 5084.61 60.00 + 93840.000 48600.00 447.22 .54 .42 .54 4057.46 60.00 93890.000 48600.00 446.71 .00 .03 .00 5092.76 50.00 93890.000 48600.00 447.25 .54 .03 .54 4059.98 50.00 + 97710.000 48600.00 447.34 .00 .63 .00 7719.00 3820.00 + 97710.000 48600.00 447.86 .52 .61 .52 6469.00 3820.00 PAGE 19 27APR96 14:10:03 SUMMARY OF ERRORS AND SPECIAL NOTES WARNING SECNO= 86560.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 86560.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 87530.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 87530.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 87869.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 87869.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 88450.000 PROFILE= 1 CONVEYANCE CHARGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 88450.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 89230.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 89230.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE w WARNING SECNO= 91050.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 91050.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE w WARNING SECHO= 93660.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93750.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93750.000 PROFILE- 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93840.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93840.000 PROFILE- 2 CONVEYANCE CHARGE OUTSIDE ACCEPTABLE RANGE WARNING SECNOm 97710.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE w WARNING SECNO= 97710.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE w ^ PAGE 20 27APR96 14:10:03 FLOODWAY DATA, FLOODWAY MODEL 100 YEAR PROFILE NO. 2 - - - - -- FLOODWAY ------- WATER SURFACE ELEVATION STATION WIDTH SECTION MEAN WITH WITHOUT DIFFERENCE AREA VELOCITY FLOODWAY FLOODWAY 85000.000 4299. 20284. 2.2 439.3 439.3 .0 86560,000 5085. 27149. 1.6 439.5 439.5 .0 87530.000 5589. 13602. 3.6 439.5 439.5 10 87800.000 5391. 10063. 418 439.6 439.6 .0 87669.000 5185. 8132. 610 439.7 439.7 .0 ,._ 87870.000 5185. 7925. 6.1 439.7 439.7 .0 87960.000 5188. 8359. 5.8 440.3 440.3 .0 87961.000 5188. 8588. 5.7 440.3 440.3 .0 88000.000 5424. 8060. 6.0 440.4 440.4 .0 88030.000 5526. 8634. 5.6 440.5 440.5 .0 68050.000 5527. 8738. 5.6 440.6 440.6 .0 88160.000 5300. 9435. 5.2 440.8 440.8 .0 �- 88450.000 5330, 18869. 2.6 442.3 442.2 .1 89230.000 6015. 24360. 2.0 443.4 443.3 .1 90210.000 5792. 28093. 1.7 443.8 443.6 .2 91050.000 6160. 22728. 2.1 444.2 444.0 .2 ^, 92050.000 6070. 23543. 2.1 444.9 444.7 .2 92880.000 5500. 19487. 2.5 445.2 445.0 .2 93660.000 5415. 12452. 3.9 445.8 445.6 .2 ^ 93710.000 5415. 9711. 5.0 445.8 445.6 .2 93750.000 5410. 10509. 4.6 446.6 446.0 .6 93780.000 5410. 11261. 4.3 446.8 446.3 .5 93840.000 5480. 19308. 2.5 447.2 446.7 .5 93890.000 5475. 19279. 2.5 447.2 446.7 .5 97710.000 6469. 37299. 1.3 447.8 447.3 .5 PAGE 21 w p- EXISTING MULTIPLE PROFILE AS PER APPROVED CLOMR OBTAINED FROM KEN GRIFFEN, CITY OF COPPELL ENTITLED REQUEST FOR CONDITIONAL LETTER OF MAP REVISION ON THE ELM FORK OF THE TRINITY RIVER SANDY LAKE ROAD BRIDGE HYDRAULIC STUDY IN THE CITIES OF CARROLLTON, COPPELL, AND DALLS, TX. BY w HALFF ASSOCIATES, INC. 8616 NORTHWET PLAZA DR. DALLAS, TEXAS 75225 w w w W R S U R F I( C 1 1' 1 1 P r o I ( 5S 5i k k i"t t f. I, J, 1 1. f i t f f, t I i P k, t t t t. * A i'l I a- x y YXPIXII:xx XXXXI XXXXX X X X xxxxx XXX X x X X. x X X X XXXXXXY XXXXI xxxxxxx ARMY (JAP! f �j P STR S 9 1 PAY IS, C A L I F O R N I A 9 616 - (NIP 156-1104 kkkkkki; * * *k* *k** *kk*k * * * * * * * * * * * * * * * kk 9A P R ti PAGE kkkkkkkkk *kkk * k t k kk * I. ik i ttkkt HR, 2 W A I F 14 S i,R vlAkf I - . , R 'IF T L I Version ( , ij : [p 191.1 11-11 RUN 1 !XFOHED DAIT?f, 09;55; T 1 U S , 0 ("CRP 0' !':!Rl WORIH I Q I R I N I I Y C!'ll ^FIJOY *EL FORK I R I N I T Y R L X ll"' ING (ONDT I TONS T 3 11191, T 1 f" ['Rfl I I 10PI 1 1 0,5 0 100 500 VF AR 01 SCHARGE 1 - (CHE N V T DIII SI MI.TR 7! N) 0 w Ij I L Ol 435-81 R X �lp I N Al PC, Rw c H N FRAU I VAR 1 ARI- E IFOR JIMARY 3 ? 54 4 26 15 I P R N T q!jm f, J 400 1 1 1 4 4200 8 NC 01 . f i -1 0 ; 04 3 NH 8 (15 120 0 2325 .01 2625 10 I'l Ill 2900 300(1 4 1162 .035 5199 X1 IMOO 32 2625 350 200 250 G R 438 880 438 1080 42 1, ,5 I NO Of. 1320 436 2125 GR 438 2260 439 2325 430 2350 412 2390 412 2450 G R 421 200 430 2 W 2555 434 2515 4 36 2590 G R 438 2610 439 2 625 438 ?9(10 M 4 3000 436.5 3500 GR 4 If, 3650 4000 435 4200 436 4500 436 4162 R '425. 4 ,903 424. 1 4944 424 .''. 4956 425.1 5109 433. 5145 R 4 35 Nii 1. 0,050 4,Y1 0,10 4740. 0. 06 4997 0.10 5042, 0,08 NH 5182. 0, 05 Rl I i 0,0:15 15 1 "1 , 8 6,560 6 4140. 4991, 1200, HO . 1560. 2f)(10. 1 SR MIA 1000, 442. 1998, 4 38. 2 ? (1 2 3. 438, 2080, 436. 2100. GR 434. ? i I (). 432. 2130, 432. 216(1, 430. 2110, 428. 2185, ;R 427, 2210, 423, 2233, 430, 2245, 412. 2260, 434. 2210. GP, 434 2300 430 2316 430 M 436 2800 460 2821 ( 460, 4430 438, 4440, 436, 4140, 434, 4765, 432. 4180, G R 430. A 790 - A t , - f, . 4800, 410. 4815, 410, 4905, 428 4980 GR 430, 4990. 438, 4997. 439. 5042, 437.8 5235. 438, 5280, G R 436, 528ft 436, 5292. 436, 531 436, 5317, 138, 5345, GR 438, 5154, 418. 5396. 436, '-A()O, 438, 1 1447. 439'1 5509, 300T96 09:56: PAGE 2 S R 413 556 4. 4 3 6 436, 6 0 1 435,3 5696, 435,5 5782 GR 435 GO I i f ) ", fi ►Op, 4�A 2 Y) Ql;? - 426, 6402 R 4 6 580. j 1285, 130, 1104 1322 436, 1352 R 44 ? 13 13. 4 4 2 .1 Nil 5. (x, 10 4 953, 06 5110, 0.10 520u 0.05 01 4 �4400 1X9 486(10 `x1200 X 1 81530 M1,11 pi 1000 2000 438, ?026, 4 Ili 2100 434, 2120 G R 4 30 '? 2 3 3 2165, 428, 2218 428 2290, G R 4 Y! 2 303 231 432. 2 345, 2356, 436 2362, R 436,4 2444 A if, 460 2639 460 4380 G R 460, 4 440. 41 438,4 4810. 418.4 4895, 440, 4914, R 440, 41 410 5050 410, 5078 R MW 418 5093, 420 5096 422 5102 GR 424, 5 4 428 58 5200, 412, 5240 GR 43A 5? 05 43( 5286 43 8, 9 0 . 438. 5300, 438, 5390, GR 431 5540 A44, 5562, 444, 6) 444, 6203, 444, 6223, G R 4 44,? f, 6 6 436, fifl!)? 4 (1185. 4 35, 2 1010, C, R 414, 7185. 4 34 1 16 434 1 3110 A 3 5 7590, 442. 7620, GR 44? . 8 111 N N 5 .05 i 365 .05 3840 4030 .05 4250 .05 IN 1 6881 1800 4 3,1 4030 250 . 00 '00,0(1 2 10 ,00 .00 00 0 0 0 ( 6 G R 449, 1080 4 38 1090 438 1 100 4 36 1130 434 1150 G R 432 1 2 2 0 4 30 1 250 428 1270 4?8 1290 430 1305 GR 432 1 32 5 434 1365 436 1525 160 1530 460 3800 G R 440,00 31'05,0 4 Afl. 00 3830,0 4 30, 00 3840,0 410.00 3900,0 4 3928.0 G R 416,00 3;' 430,00 4030.0 434.00 405+) o 436,00 4100,0 438,00 4170.0 G R 440,00 4 190,(; 4 4 0 t 3, ' ! 4 250 . 0 460,00 4255.0 460,019 5675,0 4 37, 00 5680 , 0 iR 431, 6100.0 435, x101,0 436,00 6165,0 432 .00 (;200,0 432 90 6210.0 R 4 36,00 K 436. 6 340. 0 437.0() 6:'441 . 437 ,00 6880.0 450, 6881.0 UC 8 08 01 60 4 1 1 2295 48 65 69 69 69 X3 0 0 0 1835 0 14 10 G R 450 1 500 450 1834.9 447.95 1835 44 3,65 1810 438 1884, �A 435 1971 434, 1948, 433.97 1951.2 430.70 2028,1 430,59 2031, GR 430,1 2043 4 ?9 ?067 428,3 ?00 42719 2010 428,3 2071 6 R 429.8 2014 430.4 1 431,411 2109.7 ill . 6S 2111,2 435 2160 GR 435.4 ?164 4 443,65 i 90. 0 418.19 ?214,9 0000 ?215 45000 2 ?94.9 G R 450 2295 150 45 1 448.15 4525 44 3,65 4554 411 4620 SR 411 4624 ou 008 , 5 W1,98 401 416, 4617 411,3 4681 GR 410 4681 410 4690 410 4724 415.4 4133 422.11 4148.5 GR 421.9 4751 41 4151,5 424,6 4158 428,4 41 70 431.5 4185 GR 434 4802,5 443.65 4830 1 1 1 1.95 4864,9 450 4865 450 6389.9 G R 444,4 6 39(! 443,65 6755 435 6176.61 434.0 6,9 3 3 . 7 4 3 4 ,66 (1836. 2 6R 434.23 6 414.27 6915 434.22 6916.2 434 6956 433.3 6958 GR 431.9 6960 431.9 6980 431,? 6982 434 6484 434.14 6993.1 GR 414,11 6996.1 435 1053.3 443.65 1015 442.5 7469,9 M 7470 30APR96 P:;! , `0 , PAGF 3 6R 450 ?iitl M 111 TNF ROM` x3 0 ? (I 183 0 7410 RT 0 1500 45(1 450 1834,:1 450 450 1835 441,95 441,95 RT 1810 448,0` 443,65 1810 448.6.`) 443,65 1948.1 449,3? 444,32 1948,7 RT 449,3? 434,08 1951,? 449.34 433,91 1951,2 449,34 444,34 2028,1 450,00 R1 445,00 ?028.7 450,00 4311,70 ?031,? 450.00 430,59 ?(131,2 450,(10 445,00 .- RT 2010 449,61 444,61 ?108,1 149,34 444,34 ?108,7 449.34 431,48 2111.2 r) 1 , 449.32 431,65 2111.? 449.32 444,3? ?190,0 448,V 443,65 ??14,9 448,15 BT 448,15 2 ?15.0 450,0(1 45) ,00 2294,9 450,00 450,00 2295 450,00 450,00 81 ??9 450.00 45(1,00 2295 450 45(1 4524,9 450 450 4525 R1 450 450 45,'5 448.15 448.15 4550 448,65 443,65 4628,5 449,40 B1 444,40 4628.5 449,40 41f,99 4631,5 440,43 416,98 4631,5 449,43 444,43 B1 4690 45(! 445 4148.5 449,43 444,43 4148.5 449,43 422,11 4151 Bl 449,41 423,9 4751.5 449,40 4 ?3.95 4751.5 449.40 444.40 4830 448,65 51 443,65 4864,9 441,95 441,95 4865 45O 450 6389,9 450 450 BT 6390 444,4 444.4 6755 448,65 443,65 6833,7 449,31 444,31 6833,7 ... BT 449,31 434,68 6836,2 449,33 434,66 6836.2 449,33 444,33 6913,7 449,98 BT 444,98 6913,7 449,98 434,23 6915 450 4 34,22 6916,2 449,98 434,22 BT 6916,2 449,98 444,98 6 449,33 444.33 6993,1 449.33 434.14 6996,2 B1 449,31 434.17 6'196 449,31 444.31 1075 448,65 443,65 1075 448,65 BT 443,65 7469,9 442,5 442,5 7410 450 450 1500 450 450 xi 87960 {1 0 0 90 9(1 90 -� x2 0 0 0 0 0 it 1 x3 0 0 0 1835 O 14 1(1 x 1 81961 0 ti (I 1 1 1 x3 0 0 '.I 1835 0 1410 NC ,3 ,5 _ xi 88000 40 314x! 4035 39 39 39 x 3 1000 , 6500 , X4 3, 440, 1',25, 434.5 1126, 440, 1415, ., GR 449.50 1000,0 449,50 1015,0 435,80 1016,0 ' 434,00 _1200,0 430.00 1250,0 GR 430,(1(1 1300,0 434.00 1370,0 436,00 14(1(1,0 440,00 1470,0 449,50 1416.0 GR 449,50 3725,0 442,9 3730,0 442,00 3140,0 440.00 3760,0 438.00 3800,0 GR 430.00 3840.0 410.00 3900.0 410,00 3950,0 430,00 4000,0 434,00 4010.0 .- GR ,438,00 4035,0 438.0(I 4045,0 449.50 4050,0 450,00 5610,0 440.00 5615.0 GR 440,00 6i30.0 434.00 6140.0 434,00 6190.0 433,00 620(1,0 433.00 6250,0 GR 433,50 6310.11 440,00 6311,0 44(1,(10 6630,0 450.00 6635,0 450,00 8350.0 GR 437,50 8355,0 438.00 9000.0 439.00 9280.0 450,00 9285.0 450,00 10265,0 'M SW RAU ROAD xt 88030 58 8580 8840 30 30 30 RT 8 5900 449,5 446,5 6300 449,5 446,5 8580 449.5 446.5 R1 8840 44`1,5 44 6, 5 10460 450 441 11480 450 441 13190 '- BT 450 447 14100 450 447 GR 449,5 5900 446,5 5900,i 438 5930 436 5940 436 5970 GR 434 5980 432 6020 430 6090 430 6150 43? 6200 GR 434 62 ?() 436 MO 438 6210 440 6280 446,5 6300 3QAIIR96 09.55;53 PAGE 4 GR 449.5 6300 449,5 8,80 446.5 8`,80 430 8590 410 8650 GR 410 8100 430 4160 434 811',1 438 8800 446.5 8840 GR 449.5 8840 450 10460 447 10460 440 10410 440 10840 GR 419,9 10840 1 36 10841 436,1 10950 435 11020 432 11030 GR 434 11080 436 11100 439.9 11101 440 11101 440 11445 C,R 441 11480 450 11480 450 13 110 441 13190 440 13220 GR 438 13,10 438 13460 440 134()!1 442 13490 442 13610 GR 440 13610 439.5 13700 440 13130 440 13970 439.2 14020 GR 440 14010 441 14100 450 14109 X 1 88051) 20 20 20 l X: X3 114A0, U 1 kkkkkkkkk NEW SECTIONS HERE CIO[ SECTION 111 GR CARDS M00I1`1E1) TO REPRESINI HIGH GROUND DOWNSTREAM (BEITU NE RD) Ill MODE( NON- EIVIC11VE flow AREAS �- X3 AND ET CARDS USED 10 M091:1_ LOW FLOWS /H.IGH FLOWS DIfFERENILY, N- VALUES IN 108 AND ROB IITlI17FD 10 BAI -ANCE flOWS IN OYERBANRS NC .15 .12 .01 .3 FROM EF -CDC 88150 (1 -94) ADD CHANNII SECTION PFR CARROIITON (NDMCEI SURVEY FOR [HIS % SfCT10N 0 FLOW LINE (402,0 11.) NO[ USEU BECAUSE INCONSISTENT WITH DATA At 811.1 LINE AND U/S OF SECT ill (1,94) SECTION NUMBER CHANGED FROM 88140 TO 88160 TO TNSERI EF -CDC, 88150 (1.94) N-VAIUIS 10 TRANSITION lO N- VALUES IJPSTRFAM (1 -94) NH 3 .13 9510,0 .01 9728 .13 13109 ET 1.1 9,1 9,1 9,1 6155 12115 6155 12175 NEW CROSS- SECTTONS PER 1993 COE PHOTOGRAMETRIC ODAIA, 88160 - 994'10 GR CARDS MODIFIED TO MOD[[ NON- EFIECTIVF FLOW AREAS XI 88160 95 9510 9128 110 110 110 X3 10 0 0 0 0 0 0 0 0 0 GR 426.1 3044 435.4 3013 436 5 3082 438.2 3213 431.6 3220 GR 436.6 3526 437.8 3546 439,(1 3190 435.2 4111 436.0 4195 GR 432.8 4208 431.1 4223 436, 41. 439.4 4353 440.3 4678 -- GR 442.4 4118 440.1 4988 438.9 5013 431,1 6013 441.3 6010 GR 431,8 f,o80 1 35,1 6210 434,6 6529 435.7 6556 435.0 6111 GR 438.9 6121 4363 6155 433,6 6191 433.4 6985 431.1 7003 GR 431.1 7041 435.1 1013 438.3 12.43 438,2 1265 450.0 1265 GR 450.0 1698 450,0 8559 450.0 9254 450.0 9460 431.5 9460 GR i16.26 9510 434,76 9')24 429,61 9539 428.01 9542 427.56 9543 GR 426.11 9544 424.21 9549 4 ?0.71 9558 418.71 9564 415,01 9572 GR 410,0 9`.181 410,(1 9632 416.16 9642 417.71 9641 411.11 9641 GR 4? 1,11 9655 4 ?5 , 21 9665 40 , 86 9611 428.61 9682 437-09 9728 GR 438,56 91 439.0 9785 450,0 9785 450.0 10091 450.0 10343 -- GR 450.0 10344 450,0 10388 450.(1 11290 450.0 11304 450.0 11452 GR 450.0 11419 450,0 11508 450.0 11560 437.1 11560 436.0 11922 GR 435,5 11927 435.3 12115 435,3 12198 43511 12203 438.2 12297 GR 441,4 12321 442.6 12357 445.1 12391 445.6 12510 446,0 12514 GR 446.7 12,54 441.3 12619 4463 12625 441.6 12631 444.9 13022 fill 443.0 13014 441,2 13042 445.0 13685 443.1 13697 445.3 13709 a- 30APR96 09.55.53 PAGE NH 3 .17 5000 .065 5210 .09 8100 0 0 0 EI (I 1,1 9,1 9.1 9.1 0 ?550 1420 1850 1420 X1 88450 18 50(10 5110 400,0 120,0 290 0 0 0 0 GR 436.0 1650 438,() 112(1 438,f) 1810 431.0 1950 438,0 2160 GR 431.1 2220 431.1 2350 432,0 ?360 434,0 2380 436.0 2505 GR 438,0 256'! 438,0 ?110 438,0 2915 450,0 2915 450.0 3690 GR 450.0 1920 433,4 3920 438.8 4130 438,11 4280 436,0 4305 GR 434,0 4330 434,0 4395 436,0 4600 436,0 4690 435.0 4770 GR 436.0 4810 436,0 5000 434,0 5015 432,0 5025 43010 5030 GR 424.0 5055 415,4 5015 410,0 5018 410,0 5132 415.4 5135 GR 430,0 5115 432,0 5180 1 34,0 5190 436,0 5200 43810 5210 GR 440,0 52 ?0 442,0 5240 444,0 5250 444,2 5370 450,0 5370 GR 45,0,0 5600 450,') 5150 450.(1 6030 450.0 6010 450.0 6300 GR 450,0 f,5? ( 1? 45(1.(1 6510 45(1,0 6645 450,0 6680 450.0 6690 GR 450,0 68OO 45(1.0 6800 450,0 6850 440,0 6850 438,10 6810 OR 435,9 1075 438.0 1 ?50 438,0 1290 436,0 1320 436,0 7350 GR 432,8 1415 432.3 1550 434,0 1565 436.0 7590 438,0 1610 GR 444,0 1625 442,0 1660 444.0 1680 44(1,0 1890 448.0 7940 GR 449.5 1`350 449,4 8050 450.0 )1100 0 0 0 O NH F 2O 3!325 ,18 4745 20 7800 ,035 9123 Of,() NH 186 035 13612 0 0 0 0 O 0 0 T1 0 1,t X1,1 9.1 9.1 (I 1800 11110 3900 11110 (Of SFCIION IV GR CARDS MOD(FjFD TO REPRESENT HIGH GROUND UPSTREAM (FILL) TO MODEL NON EFFECTIVE FLOW ARFAS IN LOB GR CARDS MODIFTFD 10 REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON EFFECTIVE FLOW AR[AS IN ROB X3 AND ET CARDS USED TO 90011 LOW FLOWS /HIGH FLOWS DIFFERENTLY N VAIUFS IN LOB V11-11H) TO BALANCE FLOWS IN OY[RBANK INEFF[CTIV[ FLOW 8E10W PONS i[VEE E1, 431 STA 4145 -6051 FAR 108 NC . ,06 075FROM [F- CDC,DAI CHANNFL SFCTION BLLOW FW[1. MODIF(.[D P[R [F -CDC (1 -94) X1 89230 42 9123 9386 1180 510 180 0 0 0 X3 10 0 '1 n 0 0 0 431,3 440, 0 GR 443,5 2104 441.1 2732 445,5 2745 ' 444.5 2989 442.4 3000 GR 434,6 3041 434.6 3925 436,5 '1941 436,6 4005 434,5 4128 GR 442,2 4148 440,8 4 ?00 433,3 4298 442.9 4331 436,3 4372 GR 44[1,1 4726 437,0 4145 431,0 5694 431,0 5112 431.0 5719 GR 439,1 5764 439,8 5845 431.0 5875 431.0 5911 437.0 5931 (,R '431.0 5957 431,0 6051 431.2 6016 438,4 6121 439,0 6629 GR 436.5 6640 431.6 668? 460.0 6682 460,0 61(15 460.0 7004 GR 60.0 1550 460. () 1800 433.4 18110 432A 4 1840 432.2 1850 GR 431 -9 8333 434.8 8363 436,8 8316 441.2 8667 441,4 8812 GR 431,3 91 ?3 415,6 ' }231 409,9 9240 409. 1 .? 9268 409,9 9215 GR 415.6 9278 425.3 9300 441,1 9380 44 2,3 9386 450.0 9386,1 GR 450,0 9420 450,0 9491 450.0 9538 450.0 9611 450.0 9134 GR 450,0 10060 447,1 10060 441,1 10120 439,1 10436 442,4 10639 GR 442.9 10191 436,9 10865 438,5 10914 439,1 10920 438,4 11009 GR 441,0 11110 441,9 11316 449.3 11145 447.2 11750 441,2 11801 GR 448,3 11807 443.5 1 ?061 440.2 12093 443,0 12122 446.2 12308 GR 446,5 12555 44 ?.4 12119 444,4 12198 442,3 1 ?901 443.9 12992 GR 448.4 13011 450.1 13089 456.1 13101 454,3 13262 438,4 13404 IOAPR96 (09,`,[,:5+ PAGE 6 :R 438.4 135)2 443.'1 1361? 0 rl (! 0 (1 U CUE SICIION 113 .- GR CARDS MUDIF[ED 11) REPRESENT HIGH GROUND UPSTREAM 10 MODEI NON EFFECIIVL FLOW AREAS IN LOB X3 AND ET CARDS USED If) MODEL IOW FLOWSMIGH FLOWS DIFFERENTIY N VALUES IN IOB IITIL)1[D 10 BAIANCE FLOWS IN OVERBANK .. INEFFECTIVE FLOW BELOW POND LEVEE El, 437 ')IA 4145 -6051 1AR 108 NC (11 06 .015 .1 .3 f 0 EF - CDC.IIAI •- NC 1 .3 INEFFECTIVE FLOW BELOW POND LEVEE IE. 437 SIA 5242 -5854 INEFFFCTIVE FLOW BELOW POND LEVEE LE, 439.5 SIATTON 4011 - 5118 ,.., INEFFECTIVE FLOW BFIOW ROAD LEVEE H. 437 S1A 1825 -8461 ADD CHANNEL SECTION PER CARROLLTON (NDMCFI SURVEY FOR THIS X SFCTION (1 -941 LOWER RIVERCHASL POND [[FICTIVE FLOW 10 432 [LM. STA 9832 -10183 0 NH 7 ,20 3843 ,18 3943 ,20 7825 .040 9399.9 .06 N11 9625 .13 103811 .045 121 ?6 0 0 0 0 0 E1 0 7.1 9,1 9,1 9,1 7825 10369 3200 10369 X1 90210 85 9309,9 9625 800 150 98O 0 0 0 ,•� X3 10 0 0 0 0 0 0 438 441 0 GR 441,4 1735 442.5 1812 441.9 1851 442,9 1867 445.4 2.352 OR 431.2 2393 437,2 2842 439.1 ?.850 438,5 2890 436.9 3006 GR 435.9 3554 441.4 3843 433,1 3816 443.0 3915 439,8 3943 GR 438,2 3986 444.0 403(1 439.5 4011 440.4 4276 439.5 4285 GR 439.5 4559 439,5 4594 439,5 5178 440,6 5189 431,0 5242 GR 431,0 5854 418,9 5869 439.0 5997 440.0 6005 418,5 6022 ^ GR 439,3 6100 450,0 6100 450.0 6 19 8 450.0 6230 450,0 6433 GR 450,0 6500 460.0 6500 460.0 1400 450,0 7400 450.0 1638 GR 450,0 1825 431,0 7825 437.0 8136 437,0 8461 438.1 8467 GR 431,0 8580 440.9 8882 437,8 9040 431.6 9228 432.0 9379 ,._ GR 43334 9393,00 433.40 9399,90 431,42 9412.00 427,56 9422.50 41137 9432.50 GR 415.61 9436.30 412.67 9446.30 410.61 9464.10 411.61 9415.80 414.11 9485.70 GR 415,79 949.3,00 411.64 9499, 1 4 ?.1.15 9501.2(1 424.14 9512.30 429,24 9535.40 GR 431.04 9557.10 440.5 9519 441,0 9625 438.1 9640 438.1 9659 GR 440.8 9618 440,5 9688 445,5 9741 443,0 9190 438.0 9825 LR 432.0 983? 432,0 10183 438,0 10334 445,2 10369 445.3 10380 ^ GR 447,4 10714 446.6 10971 4453 11030 ' 446,6 11040 447,7 12326 NH 07 ,20 3420 .18 3508 .20 7180 .045 9220 .015 NH 9468 .14 10200 .045 12310 0 0 0 0 0 ET �. 0 7,1 9.1 9,1 9,1 0 1780 10200 2650 10200 %i '91050 90 9 ?20 9468 620 840 840 0 0 0 X3 10 0 0 0 0 11 0 439 441 D 0 ^ GR 451.6 1113 446.6 1290 4451 1368 441.6 1955 442.3 ?024 GR 431.2 ?039 431,1 ?310 431.? 2360 440.5 2421 431.9 2442 GR 438.6 ?9: 1 439.3 3108 444.3 317? 442.3 3150 445.1 3293 GR 443.6 3340 440,0 3356 442,5 3420 433,8 3411 443,3 3508 ^ GR 442.5 3564 418,1 3855 440.? 3989 442,4 4000 4 39. 5 4035 GR 439.5 4035 439.5 4165 440,6 4116 439,5 4259 439.5 4269 GR 439,5 4517 439,5 4568 439.5 4599 439.5 4664 439.5 4704 GR 41915 4112 439,5 4164 439,5 4114 442.1 4859 441,2 4923 GR 438.1 4956 440,2 5398 438,7 5423 441.0 5560 450,0 5560 GR 450.0 5605 450.0 5C, ?(1 450.0 5861 450,0 6043 45().0 6210 -� GR 460 .0 6'110 460.0 1100 450.0 11(10 450,0 1226 450,0 1369 10A('R96 09;55;53 PAGE 7 GR 450,(1 1388 450.0 1180 440,1 7180 441.5 1880 437,2 8369 GR 440.9 8494 431.5 8546 439,5 8684 439.5 8970 440.2 8980 GR 441.0 11031 431,0 9 ?20 433,6 91 82 4 15. 8 9327 412.6 9328 t:R 412.6 9353 41 ?,6 9316 415,8 9319 430.8 9420 442.1 9468 GR 445,3 9604 449,3 9624 445,7 964` 441.9 9619 441,2 9136 GR 438.5 919Sl 418,0 9811 432.0 9855 432,0 10120 446,5 10181 GR 445,5 10 19 3 44`,1.5 10200 4!10,9 10917 452,2 11311 444,1 12310 NH 6 .7,11 3101 .10 3238 .1l. 1850 .045 8831 .015 NH ET 9180 0 .10 1.1 IOli 8 9.1 0 9.1 (1 9,1 0 (I 0 1850 0 9800 0 2810 0 9800 %1 9 ?050 94 8831 9180 95(1 980 1000 0 0 0 X3 10 0 0 0 0 0 0 441,2 440,0 0 GR 451.6 130? 441.? 1107 445.3 219 1 1) 441.8 2200 442,5 2454 GR 439,3 2526 4 ,7 ?536 435,9 2608 439.1 ?618 438,8 2652 GR 439.5 2660 435,9 ?992 440,0 3007 439.1 3041 442,1 3063 OR 442. -3 IIOI 434,9 3139 443,8 3190 438.5 3209 444,3 3238 OR 445.3 3261 441.1 3361 441.8 3577 440,4 3603 440,6 3840 OR 44 ?.9 3860 439,5 3982 439.5 4030 439,5 4175 439,5 4204 GR 439.5 4 ?49 439,5 4583 439.5 4643 439.5 4899 439.5 4911 GR 439,5 4924 438.5 4960 450 4960 450,0 5185 450 5248 GR 450,0 5256 450.0 5269 450.0 5321 450,0 5376 450,0 5379 GR 450.0 5400 460,0 5400 460.0 6269 460.0 6300 460,0 6411 GR 460,0 6121 460,0 6133 460.0 (11 V) 450,0 6750 450,0 6757 OR 450.0 6969 450,0 1550 450,0 1850 431.0 1850 431,0 7819 GR 431.0 1905 431.0 1911 437,0 8115 431.0 8203 431,0 8218 GR 431 8344 431 8650 436,6 8656 441,2 8837 438,89 8852 GR 434.89 8881 432.39 8890 426,44 8922 411,69 8950 413,69 8955 GR 410.69 8982,8 410.19 89913 410.19 9011 415,6 9021.8 429.09 9045.10 GR 430.60 9054,20 09.42 9019,6 441,30 9151,2 443 9180 445,6 9264 OR 443,6 9353 432 9409 432 9650 444,3 9110 442,2 9196 OR 446,2 1037`1 443.2 10738 444.7 1091? 443,1 10988 COE )UTI[ON 116 GR CARDS MODIFIED TO REPRESENT HIGH GROUND UPSTREAM TO MODFI. NON- FFI[CTIVE Ft OW AREAS IN 105 X3 AND ET CARDS USED TO MODEL !OW FLOWS /HIGH FLOWS DIFFF,RENTI.Y, N- VALUES IN 106 IJTI117VO TO BALANCE FLOWS IN OVERBANX INEFFECTIVE FLOW BEt.OW POND LEVEE El, 439,5 STA 3350 -4512 TNEFILCIIVF FLOW BEIOW ROAD LFVEE El. 437.0 STA 7500 -8338 NH 7 .20 ?792 .05 2940 .12 1500 045 8506 10 NN 8543 ,075 8845 10 1 (18 63 FT 11 9.1 9.1 9,1 1910 9120 2130 9120 %1 92880 66 8 43 8845 10'1 190 830 X3 10 GR 453,2 1194 41,1 1471 443,5 1558 441,3 16?? 445,1 1681 OR 445,1 1811 441,6 1810 441,3 1940 441 2025 445,4 2096 GR 442.5 2348 445.5 ?19? 436.1 2838 444,1 2881 440,3 2908 OR 445,6 2940 44? 3000 439,5 334 439,5 3844 439.5 3889 GR 439,5 :1900 441,4 1931 439,5 4011 439.5 4213 440,2 4293 GR 439.5 4560 450 4560 450 4186 450 4935 450 5121 GR 450 1416 450 1500 439.1 1500 431,6 1557 437 160 GR 431 1712 437 1910 431 821? 437 8211 431 8338 GR 438,9 1506 436.9 8518 441.2 8534 441,4 8539 440,6 3543 3UAPR96 (19;55;53 PAGE 8 CR 431.1 8548 435.9 855'' ?. 431,1 8559 429,4 8580 425.9 8581 GR 434,2 8613 415.9 8696 415,9 813f, 423,3 8752 432,8 8799 GR 440,1 8845 440.!1 8953 444.3 3961 444,3 9135 444,4 9488 GR 442,3 9510 1 441.1 9`120 443 10405 442.2 10532 442.2 10840 GR 445.3 10863 COE S[CTION 111 GR CARDS MODIFIED 10 RLT'RESENI IIIGH GROUND UPS IR[AM 10 MOD[[ NON EFf[C1IYE FLOW AREAS IN TOP X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH ILOWS DIff[U NTLY N VALU[S IN LOB IIIll11ED TO BALANCE FLOWS IN OYERBANK INEffECTIV[ FLOW BELOW POND [[VIE El, 439.5 STA 3862 INFFFfCT1V1 fIOW Al D11C11 S1A 802(1 -8329 NC 01 .06 .06fROM FF- CDC.DAT NH 08 ,2(I 2595 ,05 2131 .11) 6450 12 6861 040 NH 8(120 035 8800 (16 910? .045 13121 FT 7,1 9,1 9,1 9.1 8 ?93 9130 2520 9130 X1 93660 90 8800 9'1 (12 1150 69U 780 X3 10 440 441 GR 451.3 10(1(1 445,( 121? 445.? 16O? 444,2 1140 443.4 1851 GR 441 1866 444,8 1316 445 2011 442.6 2149 442.6 2158 GR 442,5 ?551 447,5 ?560 442.5 ?Y)5 443,9 2664 431,6 2685 GR 431.6 2109 444,1 ?131 444,6 2113 440.1 2194 441,3 3149 GR 444.1 3159 439,7 3? 10 439,5 3661 443 3615 442.8 3690 GR 441,1 3852 4'19,5 3862 441.1 3814 444,5 4130 450 4130 GR 450 4360 450 4318 450 4428 450 5092 450 5113 r,R 450 5191 450 5228 450 5331 450 5390 450 5410 GR 450 5946 450 6090 450 6190 450 6221 450 6450 GR 443,6 6450 445,8 6861 445,8 6861 443.5 1511 445 7592 GR 442.8 80211 44 ?.8 8229 442.8 8293 441.9 83 ?9 441.9 8329 GR 441.9 8329 441,9 8329 440.2 8652 4:39 8800 438,1 8868 GR 431.4 8814 4363, 8915 418.? 8958 4163 8964 414,5 9002 GR 416,8 9041 441.1 9102 444 9130 445.9 9154 445,9 9554 GR 443,? 908 444,9 10366 443.4 1038? 445.5 10401 444.4 10849 GR 445,9 10908 446,9 10916 449.2 11046 442.3 11085 441.9 11108 GR 449,2 11143 441,2 11241 444,4 11 ?61 443,1 11461 4433 11120 GR 444,5 11!26 449,5 12158 445,9 12530 442,8 12550 448,4 13121 SECTION 93610 Al CARROLLTON DAM FROLM EF -CDC MODEL IEFT OVERBANK OF If-CDC SECTION MODIFIED PER 1991 IOPO GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODE[ NON - EFFECTIVE F0W AREAS IN LOB X3'AND ET CARDS USED TO MOD[l LOW FLOWS /HIGH FLOWS DIFFERENTI.Y N- VALUES IN LOB U1ILI1[0 TO BALANCE [LOWS IN OYERRANK INEFFECTIVE FLOW 1111OW fl, 440 STA 3010 -3300 DUE TO HIGH GROIINO NC 01 .1 OffROM [F- CDC,DAT NC .5 .7 NH 8 . ?0 1931 .05 ?061 .19 2991 ,12 5186 115 NH 6197 .040 8200 .033 8470 ,045 102.20 ET 1.1 9,1 9.1 9,1 1650 8500 1850 8500 TOP OF CARROLLTON DAM 0 434 )APR96 09:55:53 X1 93110 52 8200 8470 50 50 5O X3 10 439.7 2546 3188 439,5 3198 5186 GR 445 1000 445 1080 446 1180 446 GR 442,6 1931 443,9 2000 431,6 2(121 431,6 GR 444,6 2109 440.7 2130 441.3 2485 4441 GR 439,5 2991 443 3011 442,8 3026 441,1 GR 441,1 3710 444.5 3466 45(I 3466 450 GR 443.6 5786 445.8 6191 443,5 6841 445 GR 442.8 7355 442,8 7428 442,8 1580 44 ?.8 GR 442,8 7610 441 5 1(,,90 440.5 7830 441 GR 431.5 82 ?5 431.5 8 ?74 434 8275 434,3 GR 431,5 84 ?0 439 8410 443.5 86 ?0 444.5 GR 442 10140 445 10 2 20 [OF SECTION 118 SANDY LAKE ROAD SFCTION REPLACED BY EXISTING SANDY LAKE ROAD BRIDGE SECTION 93730 FROM IF-CDC MODEL, SEC!GTON REVISED TO MATCH TOP OF ROAD PER I. 6R CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON - EFFECTIVE FLOW ARIAS IN IOB X3 AND ET CARDS USED TO MODEL LOW Fl_OWS /HIGH FLOWS DIFFERENTLY, N- VALIIES IN LOB UT11171111 TO BALANCE FLOWS IN OVERBANK NC .3 ,5FROM Ff- 0(:,DAT NH 1 %0 2480 ?0 3300 .09 6100 NH 8510 060 8800 045 9? 10 ET 1,1 9.1 9,1 9,1 1900 SANDY LAKE ROAD BRIDGE X) 93750 59 851!1 800 40 40 40 X3 10 RI 2 8510 447,43 443.53 8800 447.85 443,95 GR 446,8 1031 441,3 1200 445,3 1535 44 ?,6 GR 442.5 2310 442,55 2480 442,3 3299 442.3 CR 443 354 446,7 3850 450 3850 450 GR 443,9 6015 444.9 6100 445.5 6435 444,8 GR 443,69 6941 444,05 6 444,15 1036 444,65 GR 444,69 7189 444,92 7238 444.21 7331 444,38 GR 444.41 1413 444,33 1518 443.95 1565 443,99 GR 443.fil 7710 443,46 1163 443.65 1840 443,50 GR 443.13 8081 443,59 8134 443.5 8188 443,3 GR 444.61 8351 446,08 8411 441,43 8510 443.53 GR 418 8I')S0 420 8670 414,5 8100 443,95 GR 447.49 8829 446.66 8953 445,9 8953 445,9 co[ SECTION 119 SANDY LAKE ROAD SECLIGy REPLACED BY EXISTING SANDY LAKE ROAD BRIDGE SECTION 93760 FROM fF -CDC MODEL. SECTION REVISED TO MATCH TOP OF ROAD PER 1991 TOPO GR CARDS MODIFIED T() REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON4 Ff1CTIVF fIOW AREAS IN LOB X3 AND FT CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY N -VAI LIES IN I OB UTILIZED 10 BAI ANCE FLOWS IN OVERBANK PAGE 9 441 441 .040 1240 442,6 1485 2045 444,1 2067 2495 439.7 2546 3188 439,5 3198 5186 450 5186 6928 446,6 6943 7610 442.8 1630 1940 439 8200 8390 431,? 8391 9620 443,5 1(1000 ,15 6600 .040 8800 2200 8800 443 2000 442,5 2160 3300 442,3 3301 5800 444,3 5800 6600 443,52 6894 7085 444,41 1139 1379 444,32 7425 7613 443.73 7663 1910 443,64 8023 8243 443,44 8284 8510 436 8640 8800 441,85 8800 9210 p- p- 10 A PR 9 6 0'1:55:53 NH 1 .20 ?480 . ?0 3300 .09 (1100 .15 NH 8510 .060 8800 .045 0270 3598 442.3 4200 T1 1,1 9,1 9.1 9.1 6141 1900 8800 SANDY LAKE ROAD BRIDGE 440.2 8690 440.40 8751.7 425.92 8802.40 X1 93780 8902.50 439,42 8951.80 30 10 30 9110 X? 10244 1 X3 10 443 SECTION 93840 ADDED TO TfIXREV,DAT TO MOO[[ 60" WATER LINE AS A BRIDGE NEW DATA FROM 1991 TOPO S'' +A 8560 -9015 REMAINING DATA COPIED FROM SECTION 93890 BELOW. X1 CARDS ADJUSTED ADD CHANNEL_ SECTION PER CARROLLTON (NONCE) SURVEY FOR THIS X SECTION (1 -94) RAISE GROUND [l[V, 10 443 SIA 6833 -8560, ROAD LEVEF DOWNSTREAM RAISE GROUND MV, TO 442.3 STA 2100 -4200, ROAD LEVEL} DOWNSTREAM NH 6 ,16 3450 .07 5500 ,15 6833 .04 NH 8988 .045 11302 ET 1.1 9,1 9.1 9.1 8050 9100 6O" WATER LILNE AfRIAI_ CROSSING X1 93840 91 8135 8988 60 60 60 X3 10 442 RT 6 8120 439.8 439.8 8733 452.4 446 8135 BT 8988 454.2 446 8990 452.4 446 9005 439 GR 459.? 1010 459.2 1010.1 450,4 1013 449.2 1111 GR 444 I?E2 442,? 1212 442 1,307 445.8 1328 GR 445 1632 441,4 1663 442.8 1826 440 2411 GR 442.3 ?100 442.3 3015 443.2 3219 442.3 3450 GR 445.1 3859 442,3 388E 442.3 4126 442.3 4146 GR 450 4 ?01 450 4414 450 4411 450 4467 GR 450 449? 45O 5500 442 5501 440,1 5 GR 444,4 5896 443,4 6042 455,1 6081 452.2 6125 GR 441.4 6341 445,6 6136 443.1 6753 443,1 6158 GR 443 7161 443 7241 443 7434 443 1439 GR 443 8220 443 8225 443 8247 443 8560 GR 4393 8120 439.1 8733 4393 8135 441.22 8746 GR 437.62 8170.20 436.22 8186 433,42 8190.40 430.42 8193,40 GR 422.42 8821,90 419.42 8831,10 416.42 8868,10 418,92 8888.1 GR 429,42 8913,90 434,32 8924.7 431.92 8932.80 437.42 8943.30 GR 438.8 8988 4383 8990 439 9005 439.4 9030 GR 444.4 9053 440.5 9015 4401 9091 440,1 9095 GR 442.1 9140 444.3 9385 446,1 9608 444.1 10231 GR - 445.6 11302 COE SECTION 120 GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON EFEECIIYE FLOW ARFAS IN LOB X3 AND ET CARDS USED 10 MOO[[ I-OW fl_OWS /HIGH FLOWS DIFFERENTLY N VAIUFS IN LOB UTILIlff) TO BALANCE FLOWS IN OVFRBANK NC .01 .01 1 1 16FROM EF- CDC,DAT ADD (HANN[[ SECTION PER CARROLLTON (NONCE) SURVEY FOR THIS X SI M ON (1-94) RAISE GROUND [LEY, 10 443 STA 6833 -8241 ROAD LEVEE DOWNSTREAM RAISE GROUND ELEV TO 442,3 S1A 2800 -4200 ROAD [FYI[ DOWNSTREAM PAGE 10 66(10 .040 ?200 8800 8735 ,06 2450 9100 442 454,2 446 439 0 445.6 1129 446.6 1532 439,9 2700 442,3 3598 442.3 4200 450 4411 443 5883 442,5 6141 443 6833 443 7457 440.2 8690 440.40 8751.7 425.92 8802.40 423.4? 8902.50 439,42 8951.80 444.2 9043 442,5 9110 442.3 10244 30AP11% (19;55;53 PAGE 11 NH 6 .13 3450 (11 5500 .1`; 6833 .04 8170,2 .06 NH FT 0001 045 7.1 12631 9.1 9.1 9.1 8050 9100 2450 9100 X1 93890 91 8110.2 9001 50 50 50 x} 10 442 44? GR 459.2 1070 459.2 1010 45(1.4 1013 449.2 1]]7 445. 1129 !;P, 444 12 442.2 1212 442 1307 4t5,8 1328 446.6 6 1532 GR 445 1632 441.1 1663 442.8 1826 440 2411 439,9 2800 GR 442.3 2800 442.3 3015 443.2 3219 442.3 3450 442.3 3598 GR 4453 3859 442.3 3886 442.3 412f, 442.3 4146 442.3 4200 GR 450 4200 450 4414 450 4411 450 4461 450 4411 GR 450 44911 45(I 5500 442 5� >O(1 440.1 5862 443 5883 r,R 444.4 58 96 441.4 6042 455.1 6081 452.2 6125 442,5 6141 GR 447,4 6141 445.6 6136 443.1 (1153 443.1 6758 443 15,833 (;.P, 443 7161 443 7241 443 7434 443 1439 443 7451 GR 443 82?0 443 82 ?5 443 8241 442,5 8633 442.28 8146 GR 441,16 8757,7 438.68 81M. ?0 437.28 8186 434.48 8190.4 431.48 8193.4 GR 4?6.98 8802.4 423.48 8821,9 4 ?0.48 8837.10 411.48 8868,10 419.98 8888.1 f,R 424,48 890215 410,48 8913,`1 435,38 8924,1 438.98 8932.8 438.48 8943.3 GR 440,48 895118 440 900? 440.8 9001 440.7 9010 444.1 9013 GR 440.1 9091 440.1 1 1(195 442.5 9110 447.7 9140 444.3 9385 GR 446.1 9608 444,7 10231 442.3 10 ?44 445.6 11302 443,6 11305 GR 438.8 11309 439.3 11323 431.4 11310 436.2 11331 435.4 11623 GR 437,9 11629 439.6 11639 443.7 11700 445.7 11703 446.6 11783 GR 444 12303 445,1 12631 of SECTION 121 ET CARD USED 10 MODEL LOW FLOWS /HIGH FLOWS I)TFFERENTLY INEFFEC,T.IVE (IOW RH OW POND LEVEE El 442 SFA 2603 -3368 N VALUES IN LOB MIMED TO BALANCE FLOWS IN OVERBANK NC .0 .09 .06 .1 .31`1100 EF- CDC.DAI CHANNEL SECITON BELOW WSEL MODIFIED PER IF (1 -94) N( NH 5 .11 2183 ,l .07 .3 4143 .040 5844 .06 6055 .045 NH ET 11513 1.1 9.1 9.1 9,1 4143 10019 2300 10019 UNION CRIFK CONILUMI X1 GR 97710 452,5 91 1000 5844 448.8 (1055 107? 680 449.? 1610 1165 3820 448 1118 447,5 1253 GR 1262 445 1313 445 1800 442.1 2091 442.8 2118 GR ,446,8 '444.3 ?390 445.3 ?511 442 2603 442 ?707 442 2144 GR 442 2183 442 2811 442 3306 44 ?. 3311 442 3368 GR 446.1 3494 445.9 3532 446.9 3537 447.3 3541 446.7 3582 GR 445 3599 444.5 3632 442 4134 443.2 4222 444.3 4363 GR 445.2 460? 443,7 4698 445.9 4114 444,3 4733 441.5 4743 GR 441.4 5110 443.7 5738 444.9 5844 435.4 5815 423.5 5916 GR 423,5 5933 423,5 5950 435.4 5991 439.8 6007 442,2 6055 GR 443 6114 441.(, 6321 443.8 6531 442.9 1048 439 1223 GR 439.1 1262 439.1 1509 435.2 MO 439.3 7560 439.6 1668 GR 441.9 1740 441.3 1154 440,5 1751 439.1 1764 435.3 1788 GR 435,3 1858 436.4 1862 438.4 1870 444 1918 441.8 8111 GR 444.6 8540 435.3 8581 435.3 8651 441.1 8665 443,1 8813 GR 4421 9 ?31 441.9 9246 443,6 9112 445 9392 442.1 9519 PAGE 12 30APR96 53 GR 442.8 9748 446.9 999? 445.9 1(1() 19 435.7 10035 435.7 10084 GR 445,1 10119 441.1 10523 443.1 10553 444.9 10613 444.1 10617 GR 44fi,6 10630 447.8 108 ?3 445.4 11125 44fi 11144 449.7 11114 �. GR 441.7 11186 441.1 11476 446.1 11486 445.8 11512 442.5 11530 GR 442 11540 441.8 11513 30APR96 (19 : 1 15: 53 PAGE 13 T1 U3, ARMY CORPS 01 [NGINE[RS FORT WORTH DISTRICT I2 IIPPIR TRINI[Y RECON STUDY IIM FORK TRINITY RIVER REV, EXIST COND. 13 5O YEAR DISCHARGE J1 [CHECK TNO NINY [DIR SIRT METRIC HYINS 0 WSEI FO ■- _1 3 438.17 112 NPROE I Ill. 01 P'RIVS XSECV XSECH EN Al- EDC IHW CHNIM ITRACE 2 -1 30APR96 09;5 !i," PAGE 14 T1 U,S, ARMY CORPS OF FNGINFLRS FORT WORT F{ DISTRICT T2 UPPER TRINITY RECON STUDY FLM FORK TRINITY RIYFR REV, FKISI (ONO, 13 100 YEAR DISCHARGE JI ICHFCK INO NINV IDIR SIR] METRIC HVINS 0 WSII 10 -I 4 439,28 J2 NPROF iPLOT PRFVS XSECV XSECH FN ALLDC IDW CHNIM IIRACE 3 -1 3OAPR96 09,`5;53 PAGE 15 11 U.S, ARMY CORPS of ENGINEERS FORT WORTH M I R1C1 12 IIPPER TRINITY WON STUDY FIM FORK TRINITY RIVER REV, EXIST COND. 13 500 YEAR DJSCHARGL J1 [-CHECK INO NJNY IM STRT METRIC HVINS O WSEL 10 _1 444,50 J? NPROE 1E PREYS XSEC.V XSECH IN ALI.DC IBW CHNIM ITRACE 15 1 30APR96 09;55:53 PAGE 16 THIS RUN EXECUIED 30APR96 09,55:51 kt* ttt *kktkkkttkkk *ttkk * *tk *ttktktktt HEC -2 WATER SURFACE PROFILES Version 4,6,0; february 1991 #*#* tt # * * *k *tkktt * * *tt * * * *ttkk # * * * #tt NOTE- ASTERISK (t) AT IEF1 01 CROSS - SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS FIST .� MUITTPLE PROFILE MOH I 1 SUMMARY PRINTOUT SfCNO CWSEI 0 It.MIN SSIA FNDSI 10PW1D YCN ._ 85000,000 435,81 22400,00 412.00 1102.85 5110,16 1139.36 2.03 85000.000 438.17 36500.00 412,00 880.00 5116,41 3999,52 2.20 85000,000 439.28 44200.(10 412,00 880,00 5119.44 4 ?99,44 2,15 85000.000 444,50 84300,00 412.0(1 880,00 5193,39 4313.39 2.03 * 8656(1.000 436.10 ?2400,00 410,00 2098.95 1100,00 25 25,21 1.24 �... * 86560,000 438.41 36500,00 410,00 2021.13 1100,00 3245,13 1,48 * 86560,000 439,49 44?00.(10 410,00 2015,10 7100.00 344813 1.58 * 86560.000 444.64 84300,00 410,00 2000,00 7100.00 3410,58 1.84 * 81530,000 436.06 244(10,0(1 410,00 2098,15 7592,60 1731.36 5,17 * 81530,000 438.43 39900,00 410,00 2021,95 1603.54 2226,39 5,83 * 81530.000 439,54 48600,00 410,00 2019.69 7608,66 2289,53 5,73 * 81530,000 444,11 91 ?00,(10 410,00 2000,00 1620.00 3411.86 5,01 81800.000 436,3? 244011.00 410.00 1125,19 6340,32 911.21 5.64 81800,000 438,58 39900.00 410.00 1089.50 6480,00 1580:15 6.80 81800.000 439,64 48600.00 410,00 1088.51 6480,00 1593.86 1,06 87800,000 444,11 91200,00 410,00 1084.16 6480.00 1691,63 6,91 '- 81,869,000 436.42 24400,00 410,00 1906,86 1056.83 189.15 5,67 * 81569,000 438,68 39900,00 410,00 1882,40 7062.54 843,13 1,18 * 81869,000 439.14 48600,00 410,110 1819.11 1065,17 859.39 1.82 .-. * 81869,000 444,74 91200,00 410,00 1861,14 7469,93 1109,10 9,02 87870,000 436,42 ?4400,(10 410,00 1906.73 1056,86 189.39 5,13 81810.000 438,69 39900,00 410,00 1882,39 1062.54 843,16 1,21 87810.000 439,14 48600.00 410.00 1819.15 1065.20 859,54 1.82 # 81810,000 444,11 91200,00 410,00 1861.33 1469,93 1109,05 9.54 81960,000 436,11 ?4400,(10 410,00 1902.54 1051.59 191,39 5,53 8190,000 439,13 39900,00 410,00 1881.21 7063.61 850,10 6.86 81960,000 440,26 486(IO.00 410.00 1818.46 1066.49 861.51 7,41 ,, 81960,000 445,70 91200.00 410,00 1853,33 1469.94 1135.96 9,61 30AIT96 PAGE 1J IECNO CWSEI 0 1 MIN s 1 ENDSI IOPW11) VC0 87961.000 436.12 ?4400,00 410.00 1902,50 1051,60 191,46 5.41 �. 87961,000 439,14 39900.00 410.00 1881, ?6 7063.68 850,15 6.83 87961.000 44(1,26 48600.00 410,00 1818.46 1066,50 861.51 1,40 81961,000 446.40 91200,00 410.00 1841,58 7469.95 1155.30 1,55 88(1(10,000 436,16 24400.00 410.00 1015.93 6310,50 684,65 6,00 88000,000 439.2(1 .19900,(10 410,00 1015,15 6310.88 176,(11 7,38 .. 8800(1,000 440.35 486(10,00 410.00 1015,fi7 6500,0(1 1569,29 1.84 88000,00(1 446,62 91'1.00.0() 410,00 1075.21 6500.00 1609,11 1,11 88030.000 436,87 24400.00 410,00 5935,66 11100,2? 188,15 5.84 88030,000 439.34 39900.00 410,00 5925.29 11100,86 834.09 7.24 88030.000 440,49 48600,00 410,00 5921,25 11441.43 1566.42 7.18 88030,000 446.85 91200,00 410,00 5900,09 11419.25 1678.94 6.09 88050.000 436,91 24400,00 410,00 5935,45 11100,23 789,13 5.81 88050.000 439,40 39900.00 410.00 5925,08 11100.81 834,95 1.20 88050,00(1 44(1,',16 486(10.00 410,00 5911.02 11441.16 1561,65 1112 88050,000 446.92 912(10,00 410.00 5900,09 11419,51 1619.36 6.06 88160,000 431.04 244(10,00 410.00 6155.00 9721,12 654.57 7,15 88160,000 439,f3 39900.00 410.00 6755.00 12175.00 1450.00 8,31 8816(1,000 440.82 48fi0(1.0O 410.00 6155.00 11115,(1(1 1450.00 8.85 88160.000 447,01 91200.00 410.00 6155,00 1 ?115.00 1450.00 9,25 88450,000 438.02 24400.00 410,00 ?550.00 1420.00 1841.94 6.86 88450,000 440.91 39900,00 410.00 1850.00 1420.00 2944,16 6.43 88450.000 442,23 48600.00 410,00 1850,00 14 ?0,(10 ?956.16 6,52 88450.000 448.24 91200.00 41(1,(10 1850,00 1410,00 3(185,0(1 6.21 8923(1,000 439,12 MOO. (10 409.90 1800,00 9313,01 120235 3,96 89230,000 442,1.4 39900,00 409,90 3900,00 11110,00 5236,17 3.30 " 89 ?3(1,(100 443.28 48600.00 4(19,9(1 39(]0.00 11110,00 5418.01 3,14 89230,000 448.84 91200,00 409.90 3900,00 11110,00 5418,08 2.50 ., 90210.000 440,41 24400.00 410,61 1825,00 9578.16 1689,31 4,38 90110.000 442.54 39900.00 410.61 3200.00 10356.01 5318.16 3.10 9(1210.400 443.62 486110.00 410.67 :1200.00 10361.30 5314.81 3.08 90210,000 449.00 917,00.00 410.61 3200,00 10369,00 5444,00 2.81 91050.000 441.18 24400,00 412,60 1180,00 10162,43 ?051,45 4,15 .-. 91050,00(1 442.96 39900,0(1 412,60 2650.00 10170.63 4928.43 3,98 t 91050,000 44318 48600,00 412.60 ?650,00 10175.38 5095,9? 3,86 91050.0(1(1 449,19 91200.00 412.60 2650,00 10200,00 5328.81 3.20 r 92050,000 44 1 24400.00 410,19 1850.00 9698,79 1651,18 2.43 92050,000 443.69 39900,00 410,19 2810.00 9800,00 3845,55 2,64 92050,000 444.65 48600,00 410.19 2810,00 9800,00 3990.11 2,14 92050.000 449.56 91200,00 410.19 2810.00 9800,00 4100.00 2.80 PAGE 1J 30APR96 09 55;53 PAGE 18 IJ(X1 I.V[I 0 EIMIN SSTA INOS1 IOPWID VC0 92880,(100 44 ?,40 2440(,(10 41�i,90 1910.00 8956,61 1(146,0] 3,41 , !?Ho, 000 444,0(1 39900,00 415,9(1 2199,06 8960,45 3179,65 2.97 9288(1,(100 445,0? 48600.00 415,90 2794.36 912(1,00 3312,42 3.09 9288(1,0011 449.83 :?120(1,00 415,90 2130,00 9120,00 34511,110 3.15 93 (160,000 443,.1? 24400,00 414,50 8293.00 9119,26 826, ?fi 4,82 93660,(1(10 444,65 39900,00 414,50 2520,00 9130.00 3642,80 5,13 93660.000 445.62 48600.00 414.50 2520,00 9130.00 4201,28 5,04 93 (160.0011 450,26 91200,00 414,50 2520,00 9130,00 661(1,(10 4.00 * 93710,(10(1 442.94 244(1(1,(10 434,00 1650,00 8500,011 850,0(1 10,(19 * 93110,000 444,61 39900,(1(1 434,00 1850,0(1 8500,00 3480.(18 8.96 93710,(10(1 445,60 48600,00 434.00 185(1,(11) 85(1(1,00 4118,10 8.44 93110,000 450.26 91200.00 434.00 1850,00 8500,00 6650,00 6.31 93750.000 443,88 24400,00 414.50 1900,00 8199,14 698,59 7,07 * 93750.000 444,13 3990(1,00 414,50 2200- 00 8800,00 31;19,88 8,62 * 93750.000 446.00 48600,0(1 414.50 2200,00 880(1,0(1 4490,53 0,36 * 93750,000 450,45 9120(1,00 414,50 2200,011 880(1,00 6600,00 ?.58 9318(1,000 444,15 244110,00 414,50 1900.00 8800,00 114,35 6,96 * 93180,000 445,86 39900.00 414.50 2200,00 8800,00 4474.60 5,51 93180,000 446,29 486(1(1,00 414,5(1 ? ?00,110 8800,00 4534,45 533 93180,000 450,49 91200,00 414.50 2 ?110,00 8800,00 fifi00.00 2.56 * 93840,000 444,89 2440(1,00 416,42 8050,(10 9100.00 1(150,00 5,12 * 93840,000 446,25 39900,00 416,42 2450.00 9100,00 4912,05 3,01 * 93840.000 446,68 48 (10(1,011 416,42 2450,00 9100,00 5084,61 3,22 * 93840.000 450.60 91200,00 416,42 2450,00 9100.00 6592.03 2,36 93890,000 444.93 24400,00 411,48 8050.00 9100.00 1050,00 5,66 93890,000 446,28 39900.00 411,48 2450.00 9100.00 4919,09 4,06 93890.000 446,71 48000,00 411.48 2450,00 9100,00 5092,76 4.40 93890,000 450.62 91200.00 411,48 2450,00 9100,00 .6592,14 3.16 * 97710.0110 446,01 ?4400,00 423,50 4143,00 10019,00 5 ?04,14 1,40 * 97710,000 446.86 399110,00 423.50 2300.00 10019,00 1619,83 1,64 * 91110,000 441.34 48 (10(1.00 423.50 23(10,0(1 10019,00 1119,00 1,18 * 91•.110,000 45(1,95 91 ?00,00 423,50 ?300.00 10019,00 1119,00 1,72 30APR9G 09;55:53 .. SOMMARY OF ERRORS AND SPECIAL NOTES WARNING SECNO= 86560.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABIE RANGE WARNING SECNO- 86560,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SfCNO= 86560,000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABIE RANGE WARNING SECNO- 86560,000 PROM F- d CONVEYANCE CHANGE OUTSIDE. ACCEPTABLE RANGE w WARNING SECNo1 81`,30,000 PROFI11= I CONVEYANCE CHANGf OU1STOE ACCEPIABIE RANGE WARNING SECNO- 8153O,o0O PROFTIF- 2 CONVFYANCF. CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 8 15 30. 000 PROFILE= 3 CONVEYANCE CHANGE 0111110E ACCEPTABLE RANGE WARNING SFCNO= 81530,000 PROFIII= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 81869,000 PROM [ = 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABIF RANGE WARNING SECNO= 81869,000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 81869.000 PROFIII= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABIE RANGE w WARNING SECNO= 81870 000 PROFILE- 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SfCNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= 819111,000 88450.000 88450,000 88450,000 89230,000 89230 000 89230,000 89230,000 PRO1111= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABIE RANGE PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABIE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE A M M ARLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABIE RANGE PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGF PROFILE= A CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 91050.000 PROM IIE= 2 CONVEYANCE CHANGE 0111510E ACCEPIABIE RANGE WARNING SECNO= 91050 000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE. ACCEPTABLE RANGE WARNING 5FCNO= 92050,000 PROF hE= I CONVEYANCE CHANGE OUTSIDE ACCEPIABIE RANGE WARNING SECNO= 92050.000 PROFILE= 2 CONVEYANCE CHANGE OIIFSIDF ACCEPTABLE RANGE WARNING SECNOk 93110 000 PROFILE= I CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93710,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING `[C,NO= 9315o,o00 PROFILE- 2 CONVEYANCE CHANGE OUESTOE ACCEPTABLE RANGE WARNING SFCNO= 93150,000 PROFILE- 3 CONVEYANCE CHANGE OUTSIDE ACCEPFABLE RANGE -- WARNING SECNO= 93150,000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE AC.CIPIABIf RANGE WARNING SECNO= 93180 000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93840,000 PROFILI= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93840,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93840,000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93840 000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 97710.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 91710.000 PRorlLf:= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 97710.000 PROFILE = 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 91110,000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PAGE 19 3U At R46 oll: Y): 1 )", w r.0 r. PAGI � ELEVATION 410 430 450 470 490 510 60 210 360 510 660 810 960 1110 1260 SECTION 91050 EXISTING AS PER APPROVED CLOMR r r ELEVATION Is 210 M- 1./ 510 660 810 •.m 1110 1260 SECTION : 92050 EXISTING AS PER APPROVED CLOMR ._ ,... ... .. ._ ELEVATION 210 360 510 660 810 ali7 1110 1260 SECTION : 93780 EXISTING AS PER APPROVED CLOMR w r%^ cI,Q ... ._ ... ._ D1 mmm - --- = IUD PRE 3 .�. EXISTING.CONDITION MODEL (PREPARED FOR NCTCOG) BY MIRE DENELLA CORPS OF ENGINEERS THIS IS THE LATEST HYDRAULIC MODEL SHORTENED TO INCLUDE THE AREA IN QUESTION * HEC -2 WATER SURFACE PROFILES * * Version 4,6,0; February 1991 * RUN DATE 30APR96 TIME 11;33.46 * k* X** kkk* k* k *kk * * * *kk *k *k * *Xk * * * *kkk * * *X *kk ri I- A 1^� s.. f w� X X xxxxxxx xxxxx xxxxx X X X yy X X X X A A A XX yyyyy x xxxxx IA XXKA X xxxxx xxxx 1 x X X X X K X X X X % % XXRXX %X XXXKX XXXKX %K * U,S, ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 6O9 SECOND STREET. SUITE 0 * DAVIS, CALIFORNIA 95616 -4681 * (916) 156 -1104 kkkkXkkkkkkXkkXkkkkkkkkXXkk *XXkkkkkXXkX 30APR96 11,33:46 k*** kkkk *kk * *k *kk * *kk * *kkkkkkkkkkkkk* HEC -2 WATER SURFACE PROFILES Version 4.6.0: Februar 1991 kk**** *k *k * * *k *k * * * *kkk * * * * * * * *k * * * *k PAGE 1 THIS RUN EXECUTED 30APR96 11:33:46 T1 U,S, Army CorDs of Fnoineers - Fort Worth District T2 Upper Trinity River Feasibility Study EXISTING COND, T3 Elm Fork Trinity River 100 YEAR T4 * ** Revised Baseline Conditions * ** FILE:ELMCOE -E T5 Conveyance model, File: ELM- RI.DAT T6 Limits: Elm Fork /West Fork confluence to river station 153328 T7 Startino WSEL's from Trinity River main stem /Dallas Floodwav rating curve J1 ICHECK INO NINY IDIR STRT METRIC HVINS O WSEL FO 0 8 0 0 0 0 0 0 442,43 J2 NPROF IPLOT PRFYS XSECV XSECH FN ALLDC IBW CHNIM ITRACE J3 VARIABLE CODES FOR SUMMARY PRINTOUT 38 1 43 42 4 26 53 54 J5 LPRNT NUMSEC k * * * * * * *REOUESTED SECTION NUMBERS * * * * * * ** -10 -10 J6 IHLEO ICOPY SUBDIV STRTDS RMILE 1 NC 0.055 0,055 0,050 0.1 0.3 k *k ** Discharge change * * * *k Elm Fork at Carrollton Gage OT 7 4100 8100 14000 17900 25800 33200 43500 Cross - section EF113, Effective flow limit set at sta 7700 in LOB, at sta 10369 in ROB, Carrollton Landfill and McInnish Park in LOB, Riverchase _ project and Golf Course in ROB. Channel data from NOM Elm Fork channel survey - cross - section EF #113 surveyed December 1993 /USACOE Elm Fork channel surveyed June 1994. Note: Baseline project - Carrollton Landfill - in LOB, Project reoresented as completed per project permit plans, Limits: cross- section 89694 - 93232 NH 6 0.050 5860 0,140 6609 0.045 9390 0.140 9402 0,050 ^� NH 9519 0,140 9592 0,050 10369 0,010 12180 30APR96 11:33:46 PAGE 2 X1 89694 100 9402 9579 800 1000 982 X3 10 0 0 1700 0 10369 -� GR 440 2620 440 2820 437.2 2820 437.2 2842 439.1 2850 GR 439.1 2810 431.7 2896 4313 2956 436.9 3006 437.1 3023 GR 437.2 3132 436,5 3205 436.5 3356 436 3435 436 3447 GR 435.9 3411 435.9 3554 436.9 3567 437,1 3628 440.2 3807 ,., GR 441.5 3835 443 3915 441 3926 441 4025 444 4036 GR 443.7 4049 441 4064 441 5200 440 5224 440 5860 GR 440 6005 439 6052 440.8 6099 440,4 6198 440.4 6339 GR 440 6314 440.2 6450 452 6450 452 6609 460,1 6624 GR 460.1 7323 460.1 7328 457 7399 450.1 1470 450.1 7418 GR 446,1 1513 445,2 1535 440.3 7519 439.8 7601 439.6 7626 �-- GR 4393 1638 440 1649 434,8 7966 433.5 8092 432.6 8136 GR 432,4 8215 433.3 8334 438,1 8461 431,5 8488 437 8580 GR 438.8 8658 440.8 8858 440.8 8903 431,5 9011 431.6 9228 GR 433 9334 434.1 9390 434,1 9402 426.9 9428 423.2 9434 GR 415.1 9443 412.1 9453 408 9411 411.2 9486 414,2 9493 GR 415.7 9503 420.1 9509 430,8 9542 440.5 9579 440.9 9592 GR 440.5 9688 445.5 9747 441.1 9199 430 9854 430 10169 GR 438.3 10309 437.1 10331 445,2 10369 447.4 10714 446.7 10858 GR 446.5 11084 446.5 11187 446.5 11211 447.1 11290 446.8 11404 GR 446.8 11500 441.2 11594 441 11671 441.5 12094 441.5 12180 Cross- section EF114, Effective flow limit set at sta 7530 in LOB, at sta 10181 in ROB, Carrollton landfill and RcInnish Park in LOB. Riverchase project and Golf Course in ROB. Channel data from NOR Elm fork channel survey /USACOE Elm Fork channel survey June 1994. Note: Baseline oro.iects - Sandy lake Road and RcInnish Park Road Relocation .- and Drainaae. Project represented as completed per project oermit plans developed by SRA, Inc, and CGA, Inc, Limits: cross- section 90532 - 93359 NH 8 0.075 3508 0,045 4184 0,140 5860 0,045 9290 0.050 NH 9468 0.140 9540 0.035 10123 0,010 12500 X1 90532 95 9290 9468 650 950 838 -- X3 10 0 0 1530 0 10181 ' GR 440.5 2407 440.5 2427 438.6 2439 438.6 2951 439.1 2971 GR 4393 3108 444.3 3122 444,5 3235 445.1 3293 443.6 3340 GR 442.3 3441 442.1 3504 443,3 3508 442.4 3582 441 3595 GR 441 4784 442,1 4859 442.6 4882 440.1 4939 438.1 4956 GR 438,2 5000 439.2 5086 438.8 5180 440,2 5398 439.8 5445 GR 439.9 5508 441,1 5605 446.9 5641 447.2 5131 446.9 5118 GR 446,9 5860 452 5860 452 6251 460.1 6312 460.1 6915 GR 453,9 1068 450.1 7097 433,3 1172 430.6 1226 430.6 7260 GR 434.3 1311 434.2 7369 436.2 7388 436,9 7419 435.9 7468 GR 436.4 7489 437.8 7542 439.4 7675 441,5 7880 440.6 7935 GR 441.3 7956 441.3 8008 440,2 8065 439.3 8197 439,2 8451 GR 440.9 8494 439,1 8533 439.9 8192 441.3 9014 441.2 9011 GR 441 9100 440 9120 439 9140 431 9180 431 9290 GR 430.2 9296 422.1 9317 415.8 9327 413.1 9330 411.6 9342 GR 410 9355 409 9385 411 9390 415.8 9395 430,8 9420 GR 430,8 9420 442.1 9468 443 9540 445.3 9604 449,3 9624 GR 4413 9619 437.4 9832 431.4 9839 431 9867 431 10123 PAGE 3 30APR96 11;33;46 ^ GR 446.5 10181 450.4 10112 450.3 10845 452.1 11149 452.1 11351 GR 441.6 12014 441,6 12093 447 12360 451.9 12399 451 12500 •- Cross - section EF115, Effective flow limit set at sta 1450 in LOB, at sta . 9106 in ROB, Carrollton landfill and McInnish Park in LOB, Riverchase oro.ject and Golf Course in ROB, Channel data from NOM Elm Fork channel survey - cross - section U9115 surveyed in January 1994. NH 10 0.070 3190 0.045 5321 0,140 6855 0,035 8250 0.045 ^ NH 8655 0,035 8860 01050 9145 0.140 9200 0.035 9740 0,070 NH 12940 X1 91530 95 8920 9145 1000 1000 998 ^. X3 10 GR 446.8 0 1148 0 446 7450 1978 0 445.3 9106 2190 441.8 2200 4413 2227 GR 442.7 2331 442.3 2314 442.6 2405 442.5 2454 442,5 3059 GR 442.1 3063 442.3 3101 442,3 3110 443.8 3111 443.8 3190 GR 444.3 3238 4453 3267 444,6 3313 441.1 3367 441.4 3444 GR 442.2 3516 442,6 3586 441.2 3599 441,2 3844 443,1 3855 GR 442.2 3882 441 3891 441 3995 441.6 3991 441 4024 -- GR 441 5321 441 5321 440,5 5390 450 5400 460 5600 GR 460 6550 450 6150 436.5 6809 435.1 6855 435.1 6870 GR 432.6 6908 432.3 6927 432.5 6939 430.6 6969 430.6 1134 GR 431,2 7155 431.6 7234 430.6 1248 430,6 1811 434.9 8240 ^ GR 430.6 8250 440 8350 441 8415 442 8450 441 8580 GR 430 8655 430 8860 432 8880 432 8920 420.4 8949 GR 415,8 8966 412.1 8961 410,1 8994 410,2 9009 410.2 9023 '- GR 415,8 9033 424 9034 431.4 9057 439.8 9145 444.1 9183 GR 445 9200 445.6 9264 442.2 9365 432 9411 432 9655 GR 440,7 9690 446 9106 446 9140 446 10191 446.4 10284 GR 446 10300 446 11220 441.5 11241 446 11301 446 12083 GR 4473 12192 445.1 12322 440.8 12390 441.6 12518 441.6 12675 GR 440.4 12785 444,9 12821 440.9 12846 442.3 12913 444.1 12940 Cross - section EF116, Effective flow limit set at sta 7600 in LOB, at sta 9270 in ROB, Carrollton Landfill and McInnish Park in LOB, Riverchase project and Golf Course in ROB, Channel data from NOM Elm Fork channel survey. ^ NH 10 0,010 2881 0.045 5100 0,140 1640 0,050 1860 0,035 NH 8360 0.050 8550 0,140 8613 0.050 8799 0,140 8855 0,040 NH 12820 X1 92351 90 8613 8199 820 820 821 X3 10 GR 452,5 0 1420 0 441 1600 1480 0 446.5 9210 1516 442.1 1580 441.3 1622 ^ GR 4433 1650 460 1650 460 1910 441,8 1910 441.8 1916 GR 441.8 2034 443.6 2100 460 2100 460 444.1 2500 2881 444 445,6 2500 2940 GR 443.8 2634 445.6 441 2610 3003 444,5 441 2800 3806 441.9 3815 442 3865 GR 442.8 GR 441 2964 3891 441 3936 441,4 3931 441 3952 441 5000 GR 440.1 5091 441 5100 450 5100 460 5300 460 6250 GR 450 6450 441.2 6529 444.4 6659 445,7 6813 446.4 6852 GR 448.1 6872 448,5 6981 447.2 7061 445.1 7075 445.1 7118 GR 445.1 1131 445.7 1161 444.8 7211 444,9 1254 443 7415 GR 443 7640 440 7150 430 7860 430 8360 435 8550 •- GR 434.2 8555 434,2 8613 425,5 8656 415.9 8696 413.7 8700 30APR96 11:33:46 PAGE 4 ^ GR 410.1 8711 41012 8121 410.2 8730 415.9 8136 418.3 8740 GR 423.3 8752 423 8163 421 8180 432.8 8199 433.4 8824 :�. GR 440,1 8855 445.2 8990 443.1 9164 444 9210 444,8 9455 GR 442.3 9501 441.2 9629 441 9904 443,2 10310 442,2 10532 GR 442.2 10840 447.6 11091 447.9 11367 445.3 11612 443 446 11630 12820 GR 440.9 11106 442.7 11951 442,1 11982 447.8 12274 ^ Cross - section Ff117, Effective flow limit set at sta 8050 in LOB, at sta 9181 in ROB, Carrollton landfill and HcInnish Park in IOB. Riverchase project and Golf Course in ROB, ^ Channel data from NDN Elm fork channel survey, NH 8 0,070 2155 0,045 3901 0,140 6330 0.055 8400 0.035 NH 8495 0,120 8915 0.050 9102 0,045 12550 ^ X1 93141 95 8915 9102 160 140 790 X3 GR 10 444.4 0 1483 0 4453 8050 1520 0 460 9181 1520 460 1130 444,4 1730 ^ GR 444,8 1900 460 1900 460 2520 442,5 2520 442.5 2521 GR 442,1 2623 445 2755 441 2793 441 3143 444,1 3159 GR 444,1 3118 441 3197 441 3668 443 3615 440.9 3901 GR 442.8 4044 442.1 4095 441,4 4252 441.7 4318 448.5 4428 ,.. GR 450.4 4149 450 4715 450.1 5552 451 5553 451.3 5558 GR 450.1 5560 450.1 6221 450.1 6224 446.1 6261 444,6 6330 GR 445.1 6509 445,8 6581 446 6658 44516 6110 445.5 6853 GR 445.8 6661 445.1 6901 444.4 7047 443.5 1131 443.6 1292 GR 443.5 1511 443,5 7532 446.5 1566 446.9 1644 444.3 7933 GR 444.3 7938 442.8 7990 441 8080 438 8120 431 8220 - GR 436 8250 435 8300 434 8345 434 8315 431.5 8400 GR 431,5 8495 433 8520 440 8565 439.8 8174 436.9 8913 GR 436.8 8915 433.8 8923 419 8956 41618 8964 413,1 8965 GR 410.1 8992 410.2 9007 410.2 9021 4153 9031 416.8 9041 ^ GR 419,1 9041 441.1 9102 448,1 9181 446 9318 446.8 9458 GR 445.5 9615 443,2 9628 444.3 9871 444.3 10222 444.3 10702 GR 444,4 10849 449.2 11046 449.2 11143 448,2 11152 444.4 11267 ^ GR 443.5 11463 444.3 11510 443,3 11704 444.5 11126 442.8 12550 One foot downstream of Carrollton Dam, NH 8 0.010 2155 0.045 3901 0,140 6330 0,055 8400 0.035 ^ NH 8495 0,120 8915 0.050 9102 0.045 12550 X1 93190 95 8915 9102 49 49 49 X3 '-' GR 10 0 1483 0 445.6 8050 1520 0 460 9181 1520 460 ]130 444.4 1130 GR ,444,4 '444.8 1900 460 1900 460 2520 442,5 2520 442.5 2521 GR 442,1 2623 445 2755 441 2193 441 3143 444.1 3159 GR 444.1 3118 441 3191 441 3668 4252 443 441.7 3615 4318 440,9 448.5 3901 4428 GR GR 442.8 450.4 4044 4149 442.1 450 4095 4115 441.4 450.1 5552 451 5553 451.3 5558 GR 450,1 5560 450.1 6221 450.1 6224 446.1 6267 444.6 6330 ^ GR 445.1 6509 445,8 6581 446 6658 445.6 6710 445.5 6853 GR 445.8 6861 445,1 6901 444.4 1047 443.5 1131 443.6 7292 GR 443.5 7511 443.5 1532 446,5 7566 446.9 1644 4443 7933 ^ GR 444.3 7938 442.8 1990 441 8080 438 8120 437 8220 GR 436 8250 435 8300 434 8345 434 8375 432.5 8400 GR 432.5 8495 433 8520 440 8565 439.8 8114 436.9 8913 ^ GR 436,8 8915 433.8 8923 419 8956 416.8 8964 413,1 8965 30APR96 11.33.46 PAGE 5 GR 410.1 6992 41012 9001 410.2 9021 415.6 9031 416.8 9041 GR 419.1 9047 441.1 9102 448,1 9181 446 9318 446.8 9458 GR 445,5 9615 443.2 9628 444,3 9811 444.3 102 22 444,3 10702 .+. W GR 444,4 10849 449.2 11046 449.2 11143 448.2 11152 444.4 11261 GR 443.5 11463 444,3 11510 443.3 11104 444.5 11126 442.8 12550 Carrollton Dam '- Weir crest length aoprox, 106 feet, minimum weir crest elev. 433.10. Weir data from surveyed cross - section of structure, Ground points from cross - section EF118, Effective flow limit set at sta 8100 in LOB at sta ■- 9100 in ROB, Carrollton landfill in LOB, Riverchase project in ROB, NH 1 0,010 2684 0,050 3908 0.120 6334 0,065 8140 0.045 NH 8826 0,020 9100 01050 12550 ^ K1 93191 95 8930 9046 1 1 1 X3 10 0 0 8100 0 9100 GR 462.6 1066 450.8 1068 449.8 1019 445.8 1311 446.1 1520 ^ GR 460 1520 460 1730 443 1130 441.4 1900 460 1900 GR 460 2520 442.5 2523 442.5 2634 441,5 2638 441 2684 GR 441 3355 441.3 3388 441 3410 441.5 3510 441,5 3600 GR 440,8 3683 440.8 3820 441.9 3846 441.9 3908 442.7 4012 ,. GR 443.5 4016 446.9 4201 448,2 4352 449.1 4499 449.9 4568 GR 450,2 4102 4513 4756 450 4816 450,1 5772 450,1 6052 GR 450.5 6064 448,3 6124 448.5 6151 443.4 6297 442.7 6334 "- GR 442.7 6425 443,4 6515 444,7 6613 4453 6824 444.1 6854 GR 444,8 6921 444,3 6982 444.2 1126 444,4 7291 444.1 1447 GR 444,5 7520 445,1 1592 445.1 1679 443,2 7896 440.6 7926 •- GR 440,2 8004 438 8140 437 8200 436 8250 435 8350 GR 433 8385 433 8520 440 8575 441,3 8580 440.1 8623 GR 440 8781 440 8826 431.6 8893 431.5 8930 434.2 8930 GR 433,7 8940 433.8 8960 434,4 8914 434.5 9046 431.6 9046 ^ GR 437.6 9080 437.7 9086 441.6 9100 446.2 9122 441,4 9168 GR 4463 9578 444.1 9622 444,1 9667 444.7 9809 444.4 9998 GR 447.5 11007 446.5 11146 442.6 11206 443.5 11318 443.5 11417 ^ GR 443.5 11523 447.2 11960 448.9 12176 441.1 12371 443,6 12550 Carrollton Dam Uostream face of dam, ^ X1 93196 0 0 0 5 5 5 X3 10 0 0 8100 0 9100 One foot upstream of Carrollton Dam, Duplication of previous cross - section (93J91) with existing channel, Channel data from NOM Elm fork channel survey. NH 1 0,010 2684 0,050 3908 0,120 6334 0,065 8140 0.045 NH 8893 0.050 9046 01050 12550 XI 93197 95 8893 9046 1 1 l X3 10 0 0 8100 0 9100 GR 462.6 1066 450,8 1068 449,8 1019 445.8 1311 446.1 1520 GR 460 1520 460 1130 443 1730 441.4 1900 460 1900 GR 460 2520 442,5 2523 442.5 2634 441.5 2638 441 2684 --- GR 441 3355 441,3 3361 441.3 3388 441 3410 441.5 3510 GR 441.5 3600 440.8 3683 440.8 3820 441.9 3846 441.9 3908 GR 442.1 4012 443.5 4016 446.9 4207 448.2 4352 449.1 4499 ^ GR 449.9 4568 450.2 4102 4513 4156 450 4816 450.1 5172 30APR96 11;33;46 PAGE ^ GR 450.1 6052 450.5 6064 448,3 6124 448,5 6151 443.4 6297 GR 442,1 6334 442.7 6425 443.4 6515 444.1 6613 445,8 6824 +- GR 444,7 6854 444.8 6921 444.3 6982 444,2 7126 444.4 1297 GR 444,1 1447 444,5 1520 445,1 7592 445,1 7619 443,2 1896 GR 440,6 1926 440,2 8004 438 8140 437 8200 436 8250 GR 435 8350 433 8385 433 8520 440 8515 441,3 8580 ^ GR 440,1 8623 440 8181 440 8826 437.6 8893 424,4 8913 GR 417.5 8930 417,5 8960 424.4 8976 434.5 9046 431.6 9046 GR 431.6 9080 431.7 9086 441,6 9100 446.2 9122 441,4 9168 ^ GR 446,6 9518 444.1 9622 444,1 9667 444.7 9809 444.4 9998 GR 44715 11001 446,5 11146 442,6 11206 443,5 11318 443,5 11471 GR 443,5 11523 441,2 11960 448.9 12116 447,1 12311 443,6 12550 ._ One foot downstream of Sandv lake Road, Duplication of following bridge cross - section without bridge piers, NC 0,045 0.045 0.050 X1 93212 11 8858 9015 10 20 15 X3 10 0 0 8050 0 9090 GR 447,5 4108 448,4 4188 450,1 4331 451,1 4495 451.9 4730 •- GR 451.9 4806 451 4903 448,1 5131 441,29 5405 443.5 5835 GR 444 6110 443,4 6381 44511 6649 445.1 6868 444,2 6965 GR 444.5 7000 446.1 1100 448.1 1200 448,1 7300 448,2 1400 GR 447,7 7500 447.5 1550 441,5 7600 448,1 1650 449 1700 ^ GR 450,7 1800 451.6 1850 452 1900 452.4 1950 453,1 8050 GR 448 8050 438 8070 431.5 8120 431 8150 436,5 8200 GR 436 8250 434 8300 433 8350 433 8450 434 8500 ^ GR 439 8550 439 8858 435 8880 426.3 8897 426,52 8898 GR 427.4 8902 421,4 8902 417,5 8930 411,76 8960 417.79 8964 GR 411,8 8965 439 9015 440 9075 448 9090 452.8 9090 GR 452,7 9110 452,3 9160 451,3 9210 449,5 9300 447.5 9400 .... GR 441,3 9470 447,1 9500 449,3 9700 447 9844 446,8 10032 GR 446.7 10276 446,8 10349 446,2 10495 446.2 10586 445.1 10855 GR 445.7 10903 446.1 11076 445.9 11158 445,9 11249 445,1 11418 GR 446,2 11621 4453 11749 Sandv lake Road Downstream face of bridge. Data from bridge plans, Bridge length 1040 feet, ^ bridge width 83 feet, minimum low chord elev. 447.1. Effective flow limit set at sta 8050 in LOB, sta 9090 in ROB. Channel data from NON Elm Fork channel survey, _ OSGS gaging station 08055500 - Carrollton Gage - located near left bank at downstream side of bridge. Gage datum elev, 431.40 MSL, NC 01035 01035 0,030 ^ X1 93213 97 8858 9015 1 1 l X3 10 0 0 8050 0 9090 BT -46 8050 453.1 449 8128.15 453,69 449.49 8128,75 453.69 431.35 BT 0 8131,25 453.71 431,31 8131,25 453.71 449.51 8208.15 454,29 450 ^ BT 0 8208.15 454.29 436.41 8211,25 454,31 436,39 8211.25 454,31 450 BT 0 8288,15 454,89 450,49 8288,15 454,89 434,45 8291.25 454.91 434,35 BT 0 8291.25 454,91 450.51 8368,15 455.49 450,99 8368.15 455.49 433 BT 0 8311,25 455.51 433 8371.25 455,51 451.01 8448.75 456,09 451.49 BT 0 8448,75 456,09 433 8451,25 456,11 433.03 8451,25 456,11 451,51 BT 0 8528,15 456,69 451,99 8528,15 456,69 436.88 8531.25 456.69 437.13 •- BT 0 8531.25 456.69 45139 8608,75 456.15 451.41 8608,75 456,15 439 ro ro ro 30APR96 11:33,46 PAGE ) 11T (1 8611.25 456,13 439 8611 25 456,13 451.45 8688.15 455,59 450,92 BT 0 8688.15 455,59 439 8691.25 455.58 439 8691.25 455.58 450.91 BT U 8168.5 455.(14 450,38 8168.5 455,04 439 8171.5 455.02 439 RT 0 8111,5 455.0? 450,36 8888.5 454,? 449,57 8888.5 454,2 430.65 BT 0 8891.5 454.18 429.11 8891.5 454.18 449.55 9008,5 453,31 448,15 BT 0 90(18,1.) 453.37 436.24 9011,5 453,35 431.5? 9011.5 453.35 448.13 BI 0 9090 452,8 448.2 GR 441,5 4108 448.4 4188 450,1 4331 451.1 4495 451,9 4130 GR 451,9 4806 4`.i1 4903 448.1 5131 441. ?9 5405 44315 5835 GR 444 6110 443,4 6387 445.1 6649 445,1 6868 444.2 6965 GR 444. 1000 44fi,1 1100 448.1 1200 448.1 1300 448.2 7400 GR 447,1 1500 441.5 1550 441,5 1600 448.1 1650 449 1100 GR 450.1 7800 4:;1.6 1850 452 1900 452.4 795(1 453.1 8050 C,R 448 805() 438 8010 431.5 812(1 431.35 8128.75 431.31 8131.25 GR 431 8150 436,5 82110 436.41 8208,15 436,39 8211,25 436 8250 GR 434,45 8 ?88,15 434.35 8291,25 434 8300 433 8350 433 8368.15 GR 433 8311.25 433 8448,15 433.025 8451, ?5 434 8500 436,88 8528.15 GR 437,13 8531. ?5 439 8550 439 8608,15 439 8611.25 439 8688,15 GR 439 8691.25 439 8168.5 439 8111.5 439 8858 435 8880 GR 430.65 8888.5 429.11 8891.5 426,3 8891 426,52 8898 421.4 8902 GR 411,5 8930 411,76 8960 411,19 8964 411.8 8965 436.24 9008.5 GR 431.52 9011,5 439 9015 440 4015 448 9090 452,8 9090 GR 452.7 9110 452.3 9160 451,3 971(1 449,5 9300 447,5 9400 GR 441,3 9470 447.1 9500 449.3 9100 441 9844 446.8 10032 GR 446.1 1021(1 446,8 10349 446,2 10495 446,? 10586 445,1 10855 GR 445.7 10903 446.1 11016 445.9 11158 445.9 11749 445.1 11418 GR 446,2 MIN 445,3 11149 Sandv lake Road Unstream face of hridoe, X1 93296 (I 0 0 83 83 83 X? fl (1 {I (1 (I 0 1 X3 10 0 0 8050 0 9090 One foot upstream of Sandy cake Road. Channel data from NOM Elm fork channel survey. X1 93297 0 U 0 1 1 1 X3 10 0 0 8050 0 9090 Cross- section EE1P(1, 6? feet upstream of Sandv Lake Road, Effective flow limit set at sta 8000 in IOB, at sta 9150 in ROB. Channel data from NOM Elm fork channel survey - cross- section EE #120 surveyed January 1994, NN 6 0.010 4146 0,120 1451 0,045 8192 0,035 8166 0,050 NN 8941 0.045 12800 X1 93359 95 8166 8941 62 fi? 62 %3 10 (1 0 8000 0 9150 GR 440.1 2852 440,1 ?912 440,3 2945 440.3 2972 440.1 3101 GR 441.3 3122 441.9 3147 441,8 3180 443,? 3 ?19 441.8 3315 GR 441.9 3500 442,2 3534 441.6 3554 441.8 3684 442.1 3132 GR 445,1 3859 441.5 3891 441,5 4146 441.2 4206 441.1 4283 GR 441.7 4311 441.6 4361 441,6 4411 442.1 4483 442.7 4496 GR 441,4 4603 444.1 4126 444.1 4148 445,2 4852 441 4893 GR 446,9 5230 446,7 5321 446.8 6061 446,8 6064 448.5 6103 PAGE 8 30APR96 11,33;46 'iR 445,1 6221 445,1 6212 441.4 6,341 446.5 6399 446.4 6658 GR 443,1 6158 443,1 6814 441.4 6834 441.4 6911 442.4 1241 GR 442.3 1303 441 1434 440,4 1457 439.1 1594 439.1 8192 GR 438 8 ?65 438 8,115 435 8330 435 8450 441 8515 GR 4411 8519 441.8 8618 442.5 8633 440.4 8698 440.6 8148 GR 440,3 8166 439,1 8184 435,1 8190 421 880? 423.5 88 21 GR 420,5 8836 411,5 8861 420 8881 424.5 8901 435,1 8933 GR 440.4 8941 440 9002 440.8 9007 442,1 9050 444,3 9061 GR 443.1 9305 443,7 '3353 444.3 9385 445.6 9486 446 9515 GR 446,1 9608 446.1 9102 445,8 9908 445.8 10006 445,8 10085 6R 445 10261 445 1(1811 446.3 10884 446.7 10989 445,8 11195 GR 445.6 1130'1. 446.6 11183 446.4 11868 445,8 1 ?469 446.5 12800 Cross- section nenerated from tnnograohic file, Effective flow limit set at st.a 5000 in IOB, at sta 9 ?70 in ROB. Channel data from NOM channel survev, NH 5 0,010 4500 0,120 6100 0.010 8100 0.050 8215 0,060 NH 13100 X1 93940 9(I 8100 8 ?75 650 460 581 X3 10 (1 0 5000 0 9220 GR 441.4 2200 44111 2300 442,1 2400 442.1 2100 450 2900 GR 440.5 3100 442,9 3400 441,4 3500 442.4 4100 446.1 4200 GR 446 4300 445.3 4400 4451 4500 446,4 4800 443 5000 GR 442.1 5100 440,9 5200 445.1 53(10 443 5400 442.1 5500 GR 442.4 5600 442.8 5100 441.1 5800 442.1 5900 440.6 6000 GR 441.8 6100 440,8 6200 438.1 6300 438.5 6400 440 6500 GR 440 66(10 439 1 f,1O0 439,9 6800 439,9 1000 439 7100 GR 438,8 1200 439.4 1300 439.4 1400 440.5 f,R 442 1900 442,1 8000 438.9 8100 435.1 8124 421 8136 GR 423.5 8155 4200 8110 411.3 8201 420 8221 424.5 8235 fR 435.1 8 761 440,4 8215 440 8400 431.9 8500 431.4 8600 GR 440.1 8100 442.9 8800 444 8900 444 9000 444 9100 GR 444.4 9200 442 9300 443,2 9500 443,5 9600 444.5 9100 GR 444 9800 444 9900 44 ?,5 10000 441.2 10800 441.9 10900 GR 444 11000 444.1 MOD OO 443.8 11400 445.5 11500 446.1 11600 GR 445.5 11700 444.1 11800 445,6 11900 441.1 12000 441 12100 GR 446.5 MOO 446.5 12300 444.2 124 (10 - 448;1 I ?5(10 448.4 12600 GR 448.3 12100 448.5 MOO 448,8 12400 448.? 13000 454 13100 ***** Disr.harne chance tt**k Flm Fork downstream of confluence with limber Creek - include Denton Creek 01 7 4600 9800 14900 19800 MOD 34300 42900 Cross - section [FIN, Effective flow limit set at sta 4100 in 1.09. at st.a 9950 in ROB, Denton Creek removed from conveyance in ROB, Channel data from NDM Flm Fork channel survey, 5844 0.050 6013 U.O45 1048 0,100 NH 8 0.090 4114 0,120 NH 7140 0,050 8511 0,080 9312 DAN 12200 X1 97118 95 5844 6013 2200 1350 3238 X3 10 0 (1 4700 0 9950 GR 443.9 1854 44411 2102 444 2421 444.1 2521 444.4 2540 GR 445.3 2511 444.9 3415 446.1 3494 445,9 353? 441.2 3559 GR 441.5 3570 446,1 3582 446.2 3590 445 3599 445 3623 GR 444,8 3641 444 3616 442.4 3188 442.4 442 3873 GR 443,2 4222 444 4295 444,1 4412 444.5 4449 4602 PM 30APR96 11 PAGE 9 GR 445,9 4114 4441 4133 441.5 4143 441.6 5517 441,9 5606 GR 441,4 5631 441,4 5110 443,1 5118 445 5822 444.9 5844 GR 438 5861 435.4 5815 428,2 5901 421,2 5913 416.5 5944 GR 419,8 5949 434,8 5960 435,4 5991 439.8 6001 440,2 6013 GR 442,2 6055 443 6114 442.1 6236 442 6284 444.1 6419 GR 443.8 6510 443.8 6537 442.4 6847 442.4 6950 442.9 6996 GR 442.9 1048 441.9 1105 441.9 1140 444 1918 442.9 1945 GR 442.8 8383 443.8 8416 443,1 8513 444.6 8540 442.5 8511 GR 442.1 8104 443.1 8813 442,2 9162 443 9293 443.6 9312 GR 445,1 9403 443,6 9457 443,4 9839 445.9 9965 445,9 9972 GR 446.9 9992 446.3 10225 441.2 10419 447.1 10523 447.2 10682 GR 446.9 10104 446.9 10136 441.8 10823 446,1 10890 446 11013 6R 446 11144 449.1 11155 449.7 11114 441.1 11186 447.8 11513 GR 448.9 11595 448,8 11705 449.6 11893 449,1 12141, 450.3 12200 Cross- section [F122, Effective flow limit set at sta 4000 in LOB, at sta 10300 in ROB, Denton Creek removed from conveyance in ROB, Channel data from NOM Elm Fork channel survev - cross - section EFN122 surveyed December 1993, Nil 8 0,070 4087 0.050 5506 0,100 5620 0,050 5161 0.100 NN 5856 0,045 6713 0.100 1652 0,010 12163 X1 97919 90 5620 5761 700 100 141 X3 10 0 0 4000 0 10300 GR 446,3 2439 445.1 2532 446.1 2590 446 2613 445.5 2134 GR 4460 2169 445.8 2.918 446.9 3074 444.9 3263 445 3351 GR 443,8 3551 442,1 4081 441.1 4224 442,1 5063 443.2 5230 GR 443.5 5246 444.3 5409 446 5465 446.5 5506 444.5 5518 GR 444 5559 443,9 5620 443,1 5621 439.7 5635 439,6 5667 GR 438.2 5611 435,5 5681 428,2 5684 421.2 5696 416,2 5118 GR 434.8 5145 439,3 5161 440.7 5783 443 5194 442.8 5822 GR 445 5856 445.5 5898 444.8 5965 444,6 6052 443.5 6171 GR 441.8 6431 442.1 6568 441.1 6713 441.2 6850 442.3 6921 GR 442,2 (3960 440 7010 440 1301 443.1 1332 443,6 1420 GR 442.4 1461 440.4 1514 440 1652 440 1179 441.5 1198 GR 442.5 1925 442,5 8011 441,6 8331, 442.1 8448 441.1 8539 GR 442.2 8610 444,1 8658 442,2 8135 441.1 8828 441,8 8972 GR 442,6 9214 443,3 9320 444,1 9555 • 444.6 9600 446,2 9155 GR 446 9809 446 9811 446.5 9966 446,5 9986 446.2 10518 GR 445,5 10553 445,4 10639 445,1 10682 441,5 10118 441.6 10962 GR 447.1 11050 449,1 11070 450,1 11216 449.9 11326 450.3 11410 GR 45119 11611 451.9 11682 452.5 11785 452 11851 452.6 12163 Cross- section EF123. Effective flow limit set at sta 2900 in (OR. at sta 10500 in ROB. Denton Creek removed from conveyance in ROB. Conveyance removed from lake in ROB, Channel data from NOM Elm fork channel survey, NN 7 0.050 4728 (1,045 4861 0.100 4929 0.045 6184 0.030 NN 7200 0,090 8751 0,010 12338 X1 98884 91 4128 4861 920 900 965 X3 10 0 0 2900 0 10500 GR 450,1 2709 450.9 2830 450.2 2955 448.3 3053 446 3086 GR 443.9 3146 4431 3238 442,9 3456 4423 3611 441.5 3613 GR 441,2 3761 441,5 3816 4423 3910 4423 4039 443,2 4392 GR 443.2 4418 443.5 4428 443,8 4518 443,6 4616 443,6 4654 30APR96 11;33;46 PAGE 10 GR 444,1 4699 44411 4728 435.3 4151 428.3 4711 421,3 4188 6R 416.9 4810 434,9 4831 435,3 4843 435,3 4854 438 4861 .• GR 431.3 4895 443,1 4929 44 ?,5 4910 442,6 4986 441,6 5043 GR 440,4 5134 442 5194 444,3 S? 35 444,6 5256 444.3 5271 GR 443,9 5361 445,1 5454 444,1 5595 443,5 5130 444,1 5180 GR 443,? 5882 442,4 6083 442.4 6140 443,2 6164 442 6184 .. GR 442 7 ?00 442 1112 442,7 1721 443,7 7153 442 1808 GR 442 8010 442,6 8083 443.1 8231 442 8363 442,2 8380 GR 442,2 8429 441.9 8450 442.4 8523 442.6 8614 442,2 8751 ^� GR 443 8918 459,6 8981 459.6 9145 459,2 9156 444.6 9204 GR 444,3 9215 444,8 9303 445.2 9389 444,3 9514 450 10250 GR 450 10199 450,5 11019 450 11113 450.6 11223 449.1 11259 GR 450,4 11381 451,4 11480 452,2 11615 451 11814 450.2 11968 GR 451,5 12012 451,5 17051 452,8 12110 453,4 12263 454,4 12301 GR 454,1 12338 30APR96 11:33:46 IHLEO = 1. THEREFORE FRICTION LOSS (Hl) 11 CALCULATED AS A FUNCTION OF �- PROFILE TYPE, WHICH CAN VARY fROMf REACH TO REACH, SEE DOCUMENTATION FOR DFTATIS, .r PAGE 11 30APR96 11 :33 :4f *kkkkk * *kkkkkkkkkkkkkkk *kk *k *kkkk * *kk HE C-? WAffR SURFACE PRO III, I Version 4.6,0; february 1991 kkkk *kkk *kkkkkkkkkkkkk * * * * *kk *kk *k PAGE 12 THIS RUN EXECUTED 30APR96 11;33;48 NOTE- ASTERISK (*) AT LEFT Of CROSS- SEC11ON NUMBER INDICAIfS MESSAGE IN SUMMARY Of ERRORS LISP fork Trinity River SUMMARY PRINTOUT SECNO CWSEI 0 ELMIN TOPWID YCH SSTA ENDST 89694.000 442.43 43500.00 408.00 2584.67 3.34 7100.00 10351.18 90532.000 442.63 43500.00 409.00 2418.54 4.41 1530.00 10111,05 * 91530.000 442,97 43500,00 410, ?0 2018.10 1.99 1450.00 9696,88 * 92351,000 443.04 43500,00 410.20 1325.23 3.36 7600.00 8925.23 * 93141.000 443.1f 43500.00 410.20 1010.16 6.61 8050,00 9120.16 93190.000 443.19 43500,00 410.20 1070.43 6.83 8050,00 9120.43 * 93191.000 442.43 43500.00 433.00 1000,00 14,95 8100.00 9100.00 93196,000 442.45 43500.00 433.00 1000,00 14,93 8100.00 9100.00 * 93197.000 443.63 43500,00 411.50 1000,00 1.15 8100'.00 9100.00 93212.000 443.72 43500.00 411.50 1023.42 6.62 8058,56 9081,98 93213,000 443.63 43500.00 417,50 1023.08 1.19 8058.13 9081.81 93296,000 443,11 43500.00 417.50 1023.39 1.71 8058,51 9081.96 93291.000 443.13 43500.00 417.50 1023.41 114 8058,56 9081.91 * 93359.000 443,66 43500.00 411.50 1060.15 8,01 8000,00 9060.15 * 93940,000 444.81 43500.00 417,30 4203,84 5.61 5000,00 9220.00 97118.000 446.10 42900.00 416.50 5250.00 4.83 4100.00 9950.00 91919.000 447.16 42900,00 416.20 6300.00 3.38 4000.00 10300.00 IOAfR96 11:33:46 SEI;No) EWII[ 0 LLMIN LOPW10 VCH A ENOS1 .• 98884,000 447,42 42900.00 4 16,90 6591,81 3.(if 3!165,51 9911,31 PAGE 13 30APR96 11:33;46 SUMMARY Of [RRORS AND J'lHM NOTES WARNING SECNO= 91530,000 PROfIII - I CONVEYANCI CIIANGE OUISIIIf ACHMARII RANGF WARNING STCNO- 97351.00!1 PRM111 1 CONVEYANCE CHANGE OUISIDI AIffPIADIE RANGF WARNING S[ CNU - 93141,000 PRO IIII 1 CONVEYANCI CHANGE 001 11Of ACi'EPIAM RANGF WARN1Nf, SEC,NO= `3191,000 PROFILE 1 CONVEYANCE CHANGE OUTSIDE Af,Cfl'IABIf RANGE .� WARN] N(; 51CN[1= 93191,000 I'ROTII E i CONVEYANCE CHANGE. (IUI SIDE ACCEPIARI E RANGE WARNING SLCN07 91359,000 PROEIEE= 1 CONVEYANCE CHANGE OUTSIDE ACCEP1AEfl[ RANGE WARNING SH NOm 93940,000 PR(Ulk 1 CONV[YANCE CHANGE OUTSIDE ACCEPTAIIH RANGE PAGE 14 PROPOSED CONDITION DEVELOPED FROM HALFF APPROVED CLOMR MODEL WITH JOHNNY THOMPSON PROPERTY FILLED FLOODWAY MODEL kk kkkkkkkkkkkkk #kkkkkkkkkkkkkkkkkkkkkkkkkkkk * HEC -2 WAFER SURFACE PROFILES * k * Version 4,6.0; February 1991 k * RUN DATE 30APR96 TIME 10:48:59 kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk X % XXX %X %X XXX %X KKXXX X % X X X X K X % X X % K% %R %1(% xxxx K XXXKX X %X %X % X X X X X X X X % % % X xxxxxXX RXXXX XXXXNRK kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616 -4681 * (916) 156 -1104 kk kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk 30APR96 10.48;59 PAGE 1 THIS RUN EXECUTED 30APR96 10;48;59 - * *kkk* kkkk * * * *kkk * *kkk * *k * *kk *kkkkk ** HEC -2 WATER SURFACE PROFILES Version 4.6,0; February 1991 kk * * *kkk *k* *kkkk * * *kkkkk *kkkkkkkkkkkk T1 U,S, ARMY CORPS Of ENGINEERS - FORT WORTH DISTRICT T2 UPPER TRINITY RECON STUDY *ELM FORK TRINITY RIVER PROPOSED .. T3 FLOODWAY MODEL 100 YEAR DISCHARGE WITHOUT FLOODWAY ENCROACHMENTS J1 ICHECK INO NINV IDIR STRT METRIC HVINS 0 WSEL FO -1 2 0,00000 439.28 J2 NPROF 1 IPLOT PRFVS -1 XSECV XSECH FN ALLDC IBW CHNIM ITRACE J3 VARIABLE CODES FOR SUMMARY PRINTOUT 38 1 43 42 50 4 53 54 26 J5 LPRNT NUMSEC * * * * * * * *REOUESTED SECTION NUMBERS" �. -10 -10 OT 2 44200 44200 NC .01 .01 .04 .1 .3 NH 8 .05 1320 05 2260 .10 2325 1015 2625 .10 NH 2900 ,05 3000 .08 4162 .035 5199 X1 85000 32 2325 2625 350 200 250 GR 438 880 438 1080 426.5 1200 ' 436 1320 436 2125 GR 438 2260 439 2325 430 2350 412 2390 412 2450 GR 421 2410 430 2540 432 2555 434 2515 436 2590 GR 438 2610 439 2625 438 2900 437.4 3000 436.5 3500 GR 436 3650 436 4000 435.6 4200 436 4500 436 4762 GR 425,1 4803 424.3 4944 424.3 4956 425.1 5109 433.8 5145 GR 435 5168 446,6 5199 NH 1. 0,050 4430. 0,10 4740, 0.06 4991. 0.10 5042, 0.08 NH 5182, 0,05 6011, 0.035 1513. _. X1 86560 62 4740. 4991. 1200, 900. 1560, X3 2000, 1100, GR 442.3 1000, 4423 1998, 438,2 2023. 438. 2080, 436, 2100. GR 434, 2110, 432, 2130, 432. 2160. 430, 2170. 428. 2185. GR 421, 2210, 428, 2233. 430. 2245. 432, 2260. 434. 2270. GR 434 2300 430 2316 430 2776 436 2800 460 2821 GR 460. 4430, 438. 4440. 436. 4140. 434, 4165. 432, 4180, GR 430, 4790. 428, 4800. 410, 4815, 410, 4905, 428. 4980. GR 430. 4990, 438. 4991, 439. 5042. 437,8 5235. 438. 5280. GR 436, 5286. 436, 5292. 436, 5311. 435. 5311, 438, 5345, GR 438, 5354, 438. 5386, 436, 5400, 438, 5441, 439,1 5509. 30APR96 10:48:59 PAGE 2 ^ GR 438. 5564, 43fi, 5584, 436. 5603, 435.3 5696. 435.5 5182, GR 435.2 6071, 425.9 6108, 424.5 6250, 424.5 6262, 426. 6402. ^ GR 428, 6580, 429, 7285, 430. 7304, 435, 7322, 436. 7352, GR 442, 7373. 442.1 7513, NH 5. 0.05 4895. 0.10 4953. 0,06 5110. 0,10 5200. 0.05 ^ NH 7112. OT 2 48600 48600 X1 87530 61 4953. 5110, 600. 1035, 970, ^ X3 0 0 0 2000 0 7620 GR 442.8 1000, 442.8 2000. 438.5 2026, 436, 2100. 434, 2120. GR 432. 2220, 430. 2233. 428. 2265. 428, 2218. 428. 2290. GR 430, 2303, 432. 2314, 432, 2345, 434. 2356. 436. 2362, ^ GR 436.4 2418 430 2444 436,2 2618 460 2639 460 4380 GR 460, 41fiO. 440, 4110, 438.4 4810. 438,4 4895, 440. 4914, GR 440. 4953. 430. 4963, 428, 4971, 410, 5050. 410. 5078. '- GR 414, 5085. 416. 5089, 418. 5093, 420. 5096, 422, 5102, GR 424. 5105, 426. 5110, 428. 5158, 430, 5200. 432, 5240, GR 434, 5265, 436, 5286, 438, 5290, 438, 5300, 438, 5390. �- GR 431.2 5540, 444.3 5562. 444.3 61fi3. 444,3 6203, 444.3 6223. GR 444,3 6625, 444 6628, 436. 6652, 435.3 6785, 435.2 1070. GR 434, 1185, 434, 1205, 434.2 7380. 435,5 7590, 442, 1620. GR 442,8 7712, NH 5 .05 1365 .05 3840 .06 4030 .05 4250 .05 NH 6881 ^ X1 87800 40. 3840,0 4030,0 250.00 200.00 270.00 .00 .00 X3 0 0 0 0 0 6480 GR 449.5 1080 438 1090 438 1100 436 1130 434 1150 GR 432 1220 430 1250 428 1210 428 1290 430 1305 GR 432 1325 434 1365 436 1525 460 1530 460 3800 GR 440,00 3805.0 440.00 3630.0 430.00 3840.0 410,00 3900.0 410.00 3928,0 GR 416.00 3980.0 430.00 4030.0 434,00 4050.0 436.00 4100.0 438,00 4110.0 GR 440,00 4190.0 440.30 4250.0 460.00 4255,0 460.00 5675.0 431.00 5680.0 GR 431.00 6100,0 435.5 6101.0 436.00 6165,0 432.00 6200.0 432.00 6210.0 GR 436,00 6220,0 436,00 6340.0 437.00 6341,0 437.00 6880.0 450.00 688110 NC .08 .08 .07 .60 .80 X1 81869 11 2295 4865 69 69 69 X3 0 0 0 1835 0 1470 GR 450 1500 450 1834,9 447.95 1835 443.65 1870 438 1884.1 GR 435 1921 434.08 1948,7 433.97 1951.2 430.70 2028.1 430,59 2031.2 GR 430.1 2043 429 2061 428,3 2069 421.9 2010 428.3 2011 GR 429.8 2074 430.4 2093 431,48 2108,7 431.65 2111.2 435 2160 GR 435,4 2169.4 443,65 2190.0 448.15 2214.9 450,00 2215 450,00 2294,9 GR 450 2295 450 4524.9 448.15 4525 443.65 4550 411 4620 GR 417 4624 41fi.99 4628.5 416.98 4631.5 41fi.9 4671 411,3 4681 GR 410 4683 410 4690 410 4724 415.4 4133 422.71 4148.5 GR 423.9 4151 423.95 4151.5 424,6 4158 428.4 4110 431,5 4185 GR 434 4802.5 443.65 4830 441.95 4864.9 450 4865 450 6389.9 GR 444.4 6390 443.65 6155 435 6716.6 434,68 6833.7 434,66 6836.2 GR 434.23 6913.7 434,22 6915 434.22 6916.2 434 6956 433,3 6958 GR 431.9 6960 431.9 6980 433.2 6982 434 6984 434.14 6993.1 _ GR 434.11 6996,2 435 1053,3 443.65 7015 442,5 1469.9 450 1410 3 30APR96 10 :48:59 PAGE GR 450 1500 BLLTLTNE ROAD Xi 87870 0 0 0 1 1 1 X3 0 0 0 1835 0 1410 BT 63 1500 450 450 1834,9 450 450 1835 441,95 441,95 BT 1870 448,65 443,65 1810 448.65 443.65 1948.1 449.32 444,32 1948.7 BT 449.32 434.08 1951.2 449,34 433.97 1951,2 449.34 444,34 2028.7 450.00 BT 445.00 202817 450.00 430.10 2031.2 450.00 430.59 2031,2 450.00 445.00 BT 2010 449,67 444,67 2108.7 449.34 444.34 2108.7 449,34 431,48 2111.2 BT 449.32 431.65 2111.2 449,32 444.32 2190,0 448.65 443,65 2214.9 448.15 BT 448.15 2215,0 450.00 450,00 2294.9 450,00 450.00 2295 450.00 450.00 BT 2295,0 450.00 450,00 2295 450 450 4524.9 450 450 4525 BT 450 450 4525 448.15 448.15 4550 448,65 443,65 4628.5 449.40 BT 444.40 4628.5 449.40 416,99 4631.5 449,43 416.98 4631.5 449.43 444.43 BT 4690 450 445 4748.5 449.43 444,43 4148.5 449.43 422.71 4751 BT 449.41 423,9 4151,5 449.40 423,95 4751.5 449.40 444,40 4830 448.65 BT 443.65 4864.9 441,95 441.95 4865 450 450 6389.9 450 450 BT 6390 444,4 444.4 6155 448.65 443,65 6833,1 449,31 444.31 6833.7 BT 449.31 434,68 6836,2 449,33 434,66 6836.2 449.33 444,33 6913.1 449.98 BT 444.98 6913,1 449,98 434.23 6915 450 434.22 6916.2 449,98 434.22 BT 6916.2 449.98 444.98 6993.1 449.33 444.33 6993,1 449.33 434.14 6996,2 BT 449,31 434.17 6996.2 449.31 444.31 1015 448,65 443.65 1015 448.65 BT 443.65 1469.9 442.5 442.5 7470 450 450 1500 450 450 Xi 81960 0 0 0 90 90 90 X2 0 0 0 0 0 0 1 X3 0 0 0 1835 0 1410 Xi 81961 0 0 0 1 1 1 X3 0 0 0 1835 0 7410 NC 3 .5 X1 88000 40 3740 4035 39 39 39 X3 1000. 6500, X4 3. 440. 1125. 434,5 1126, 440., 1415, GR 449.50 1000.0 449.50 1015.0 435.80 1016.0 ' 434.00 1200,0 430,00 1250.0 GR 430.00 1300,0 434.00 1370,0 436,00 1400.0 440.00 1470.0 449.50 1416.0 GR 449.50 3125.0 442.00 3130.0 442.00 3140.0 440.00 3160,0 438.00 3800.0 GR 430,00 3840,0 410.00 3900.0 410.00 3950.0 430.00 4000,0 434.00 4010,0 GR •438.00 4035,0 438.00 4045.0 449,50 4050.0 450.00 5610.0 440.00 5615.0 GR 440,00 6130.0 434,00 6140.0 434.00 6190.0 433,00 6200.0 433.00 6250.0 GR 433,50 6310,0 440.00 6311.0 440.00 6630.0 450.00 6635,0 450.00 8350.0 GR 431.50 8355.0 438.00 9000.0 439.00 9280.0 450.00 9285,0 450.00 10265,0 STLSW RAILROAD X1 88030 58 8580 8840 30 30 30 X3 11480, BT 8 5900 449,5 446.5 6300 449.5 446.5 8580 449.5 446.5 BT 8840 449,5 446.5 10460 450 441 11480 450 441 13190 BT 450 441 14100 450 441 GR 449.5 5900 446.5 5900,1 438 5930 436 5940 436 5970 GR 434 5980 432 6020 430 6090 430 6150 432 6200 GR 434 6220 436 6750 438 6270 440 6280 446.5 6100 3 4 30APR96 10:48:59 PAGE GR 449.5 6300 449.5 8580 446.5 8580 430 8590 410 8650 GR 410 8700 430 8760 434 8770 438 8800 446.5 8840 .- GR 449.5 8840 450 10460 447 10460 440 10470 440 10840 GR 439,9 10840 436 10841 436.1 10950 435 11020 432 11030 GR 434 11080 436 11100 439,9 11101 440 11101 440 11445 GR 447 11480 450 11480 450 13190 441 13190 440 13220 GR 438 13310 438 13460 440 13465 442 13490 442 13610 GR 440 13610 439.5 13700 440 13730 440 13970 439.2 14020 GR 440 14010 441 14100 450 14100 X1 88050 20 20 20 X2 1 X3 11480, NC .15 .12 .01 k��k��INSERT NEW SECTIONS HERE COE SECTION 111 GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM (BELTLENE RD) TO MODEL NON- EFFECTIVE FLOW AREAS .- X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY. N- VALUES IN LOB AND ROB UTILIZED TO BALANCE FLOWS IN OVERBANKS NC .15 .12 01 .3 .5 FROM EF -CDC 88150 (1 -94) ADD CHANNEL SECTION PER CARROLLTON (NONCE) SURVEY FOR THIS X- SECTION (1-94) FLOW LINE (402.0 EL.) NOT USED BECAUSE INCONSISTENT WITH DATA AT BELT LINE AND U/S OF SECT 111 (1,94) SECTION NUMBER CHANGED FROM 88140 TO 88160 TO INSERT EF -CDC 88150 (1.94) N- VALUES TO TRANSITION TO N- VALUES UPSTREAM (1 -94) NH 3 .13 9510,0 ,07 9728 13 13709 ET 9.1 4.1 6755 12055 6755 12115 _ NEW CROSS- SECTIONS PER 1993 COE PHOTOGRAMETRIC DDATA, 88160 -99420 GR CARDS MODIFIED TO MODEL NON- EFFECTIVE FLOW AREAS X1 88160 95 9510 9728 110 110 110 X3 10 0 0 0 0 0 0 0 0 0 GR 426.7 3044 435.4 3013 436.5 3082 438.2 3213 431,6 3220 GR 436,6 3526 431,8 3546 439.0 3790 435,2 4111 436.0 4195 GR 432.8 4208 431,1 4223 436.9 4226 439.4 4353 440.3 4678 .- GR 442.4 4778 440,1 4988 438.9 5013' 431.7 6013 441.3 6070 GR 437.8 6080 435,1 6270 434.6 6529 435,7 6556 435.0 6111 GR 438,9 6727 436,6 6755 433.6 6791 433,9 6985 431.7 7003 GR 431.1 1047 435.1 1013 438.3 7243 438.2 1265 450.0 7265 GR 450.0 7698 450.0 8559 450.0 9254 450,0 9460 431,5 9460 GR '436.26 9510 434.76 9524 429.61 9539 428,01 9542 427,56 9543 GR 426.11 9544 424,21 9549 420.11 9558 418.71 9564 415.01 9572 GR 410,0 9581 410.0 9632 416.16 9642 411,11 9647 417.71 9647 GR 421.21 9655 425.21 9665 421,86 9611 428.61 9682 431,09 9728 GR 438,56 9142 439.0 9785 450,0 9185 450.0 10091 450.0 10343 �., GR 450.0 10344 450,0 10388 450.0 11290 450,0 11304 450,0 11452 GR 450,0 11479 450.0 11508 450.0 11560 431,1 11560 436.0 11922 GR 435.5 11927 435,3 12175 435.3 12198 435.8 12203 438.2 12297 GR 441.4 12327 442.6 12351 445,1 12391 445.6 12510 446,0 12514 '- GR 446.1 12554 447.3 12619 446.8 12625 447,5 12637 444,9 13022 GR 443.0 13034 445,2 13042 445.0 13685 443,1 13697 445.3 13709 4 p- 30APR96 10,48;59 PAGE 5 NH 3 .11 5000 .065 5210 .09 8100 0 0 0 ET 0 9,1 4,1 2090 7420 0 0 0 1850 7420 °- X1 88450 78 5000 5210 400,0 120.0 29010 0 0 0 GR 436,0 1650 438,0 1120 438,6 1810 437.0 1950 438.0 2160 GR 431.7 2220 431,1 2350 432.0 2360 434.0 2380 436.0 2505 GR 438.0 2565 438.0 2110 438,0 2915 45010 2915 450,0 3690 GR 450,0 3920 438.4 3920 4383 4130 438.0 4280 436.0 4305 GR 434.0 4330 434.0 4395 436.0 4600 436.0 4690 435.0 4710 GR 436.0 4810 436.0 5000 434,0 5015 432.0 5025 430.0 5030 GR 424,0 5055 415,4 5015 410,0 5018 410.0 5132 415,4 5135 GR 430,0 5115 432.0 5180 434.0 5190 436.0 5200 438.0 5210 GR 440.0 5220 442.0 5240 444.0 5250 444,2 5310 450.0 5370 GR 450.0 5600 450.0 5150 450,0 6030 450.0 6010 450.0 6300 GR 450.0 6520 450,0 6510 450.0 6645 450.0 6680 450.0 6690 GR 450.0 6800 450.0 6800 450.0 6850 440.0 6850 438.10 6870 GR 435,9 1075 438.0 7250 438.0 1290 436.0 1320 436.0 1350 GR 432.8 1415 432,8 1550 434.0 1565 436.0 1590 438.0 7610 GR 444,0 7625 442.0 1660 444,0 7680 446.0 1890 448.0 1940 GR 449.5 7950 449.4 8050 450.0 8100 0 0 0 0 NH 6 .20 3925 .18 4145 .20 7800 .035 9123 ,060 NH 9386 .035 13612 0 0 0 0 0 0 0 ET 0 9.1 4.1 5050 11065 0 0 0 3900 11110 COE SECTION 112 GR CARDS MODIFIED TO REPRESENT HIGH GROUND UPSTREAM (FILL) TO MODEL NON EFFECTIVE FLOW AREAS IN LOB GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON EFFECTIVE FLOW AREAS IN ROB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY N VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK INEFFECTIVE FLOW BELOW POND LEVEE El, 437 STA 4145 -6051 FAR LOB NC , .06 .015FROM EF- CDC,DAT CHANNEL SECTION BELOW SWEL MODIFIED PER [F-CDC (1 -94) X1 89230 92 9123 9386 1180 510 180 0 0 0 X3 10 0 0 0 0 0 0 431.3 440. 0 GR 443.5 2704 447.7 2732 445.5 2745 444.5 2989 442.4 3000 GR 434.6 3041 434.6 3925 436.5 3941 436,6 4005 434.5 4128 GR 442.2 4148 440.8 4200 433.3 4298 442.9 4337 436.3 4312 GR 440.1 4126 431,0 4745 437,0 5694 437,0 5712 431.0 5119 GR 439.1 5164 439.8 5845 431,0 5815 431.0 5911 437,0 5931 GR '437.0 5951 431.0 6057 431,2 6016 438.4 6121 439.0 6629 GR 430 6640 431,6 6682 460.0 6682 460.0 6705 460,0 1004 GR 460.0 1550 460.0 1800 433.4 7800 432.4 7840 432.2 7850 GR 431.9 8333 434.8 8363 436.8 8316 441.2 8661 441.4 8812 GR 431,3 9123 415,6 9231 409.9 9240 409,9 9268 409.9 9275 GR 415.6 9218 425,3 9300 441.1 9380 442.3 9386 450.0 9386.1 GR 450,0 9420 450.0 9491 450.0 9538 450.0 9611 450.0 9734 GR 450.0 10060 442.1 10060 441.7 10120 439.7 10436 442.4 10639 GR 442.9 10781 436,9 10865 438.5 10914 439.7 10920 438.4 11009 GR 441.0 11110 447.9 11316 449,3 11745 441.2 11750 441,2 11801 GR 448.3 11801 443.5 12061 440,2 12093 443.0 12122 446,2 12308 GR 446,5 12555 442.4 12119 444.4 12798 442.3 12907 443,9 12992 GR 448,4 13011 450.1 13089 456.1 13107 454.3 13262 438.4 13404 30APR96 10;48;59 PAGE 6 GR 438.4 13562 443.2 13612 0 0 0 0 0 0 COE SECTION 113 GR CARDS MODIFIED TO REPRESENT HIGH GROUND UPSTREAM TO MODEL NON EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY N VALUES IN LOB UTILIIED TO BALANCE FLOWS IN OVERBANK INEFFECTIVE FLOW BELOW POND LEVEE EL. 431 STA 4745 -6057 FAR LOB NC .08 .06 .015 .1 .3 FROM [F- CDC,DAT NC .1 .3 INEFFECTIVE FLOW BELOW POND LEVEE LE, 431 STA 5242 -5854 INEFFECTIVE FLOW BELOW POND LEVEE LE. 439.5 STATION 4011 -5118 INEFFECTIVE FLOW BELOW ROAD LEVEE EL 431 STA 1825 -8461 ADD CHANNEL SECTION PER CARROLLTON (NDMC() SURVEY FOR THIS X SECTION (1 -94) LOWER RIVERCHASE POND EFFECTIVE FLOW TO 432 [LEY., STA 9832 -10183 (1 -94) NH 1 .20 3843 .18 3943 .20 1825 .040 9399.9 .06 NH 9625 .13 10380 .045 12326 0 0 0 0 0 ET 0 9.1 4.1 4510 10369 3200 10369 X1 90210 85 9399,9 9625 800 750 980 0 0 0 X3 10 0 0 0 0 0 0 438 441 0 GR 441.4 1735 442.5 1812 441.9 1851 442,9 1861 445.4 2352 GR 431.2 2393 431.2 2842 439.1 2850 438.5 2890 436.9 3006 GR 435.9 3554 441.4 3843 433.1 3876 443.0 3915 439.8 3943 GR 438.2 3986 444,0 4036 439,5 4071 440.4 4216 439.5 4285 GR 439,5 4559 439.5 4594 439.5 5118 440.6 5189 431,0 5242 GR 431.0 5854 438.9 5869 439,0 5991 440.0 6005 438.5 6022 GR 439.3 6100 450,0 6100 450.0 6198 450.0 6230 450.0 6433 GR 450.0 6500 460.0 6500 460.0 7400 450.0 1400 450.0 7638 GR 450.0 1825 437.0 7825 431.0 8136 431.0 8461 438.1 8461 GR 431.0 8580 440,9 8882 431,8 9040 437,6 9228 432,0 9319 GR 433.64 9393.00 433,40 9399.90 431.42 9412.00 421.56 9422.50 411.67 9432.50 GR 415.61 9436.30 412.61 9446.30 410.61 9464.10 411.67 9415.80 414.17 9485.10 GR 415.79 9493.00 417.64 9499.20 421,15 9507,20 424.14 9512.30 429.24 9535.40 GR 431.04 9551.10 440.5 9579 441.0 9625 438.1 9640 438.1 9659 GR 440.8 9618 440.5 9688 445.5 9147 443,0 9190 438.0 9825 GR 432.0 9832 432.0 10183 438.0 1,0334 445.2 10369 445.3 10380 GR 447.4 10714 446,6 10971 445.3 11030' 446.6 11040 447.1 12326 NH O1 .20 3420 .18 3508 .20 7180 .045 9220 .015 NH 9468 .14 10200 .045 12310 0 0 0 0 0 ET 0 9.1 4.1 4000 10160 0 0 0 2650 10200 X1 91050 90 9220 9468 620 840 840 0 0 0 X3 10 0 0 0 0 0 0 439, 441.0 0 GR 451,6 1173 446.6 1290 445.1 1368 441.6 1955 442.3 2024 GR 431,2 2039 437.2 2310 431,2 2360 4403 2427 437.9 2442 GR 438.6 2951 439.3 3108 444,3 3122 442,3 3150 445.1 3293 GR 443.6 3340 440.0 3356 442.5 3420 433.8 3471 443.3 3508 GR 442.5 3564 438.7 3855 440.2 3989 442.4 4000 439.5 4035 GR 439.5 4035 439.5 4165 440.6 4176 439.5 4259 439.5 4269 GR 439.5 4511 439,5 4568 439.5 4599 439.5 4664 439.5 4104 GR 439.5 4112 439.5 4164 439.5 4114 442.1 4859 441,2 4923 GR 438.1 4956 440.2 5398 438.1 5423 441.0 5560 450.0 5560 GR 450.0 5605 450,0 5620 450,0 5861 450.0 6043 450.0 6210 GR 460.0 6210 460,0 1100 450,0 1100 450,0 7226 450,0 7369 30APR96 10;48;59 PAGE 1 GR 450,0 1388 450,0 1180 440,1 7180 441,5 7880 437.2 8369 GR 440,9 8494 431.5 8546 439.5 8684 439.5 8910 440.2 8980 ^ GR 441.0 9031 431.0 9220 433.6 9282 415.8 9327 412.6 9328 - GR 412.6 9353 412.6 9316 415.8 9319 430.8 9420 442,1 9468 GR 445.3 9604 449.3 9624 445,7 9645 441.9 9679 441.2 9136 GR 438.5 9198 438.0 9811 432.0 9855 432.0 10120 446.5 10181 ^ GR 445.5 10193 445,5 10200 450,9 10917 452,2 11311 444.7 12310 NH 6 .20 3101 .10 3238 .12 1850 .045 8837 .075 ^ NH 9180 .10 10988 0 0 0 0 0 0 0 ET 0 9,1 4.1 3700 9110 0 0 0 2810 9800 X1 92050 94 8831 9180 950 980 1000 0 0 0 X3 10 0 0 0 0 0 0 441.2 440.0 0 ,., GR 4513 1302 441.2 1101 445.3 2190 441.8 2200 442.5 2454 GR 439.3 2526 435,9 2536 435,9 2608 439,1 2618 438.8 2652 GR 439.5 2fifi0 435.9 2992 440,0 3001 439.1 3041 442.7 3063 GR 442,3 3101 434.9 3139 443.8 3190 438.5 3209 444.3 3238 GR 445.3 3267 441.1 3361 441.8 3511 440.4 3603 440.6 3840 GR 442.9 3860 439.5 3982 439.5 4030 439.5 4115 439.5 4204 ,-- GR 439.5 4249 439.5 4583 439.5 4643 439.5 4899 439.5 4911 GR 439.5 4924 438.5 4960 450 4960 450.0 5185 450 5248 GR 450,0 5256 450.0 5269 450.0 5321 450.0 5376 450.0 5379 GR 450.0 5400 460.0 5400 460.0 6269 460.0 6300 460.0 6411 ^ GR 460,0 fil21 460.0 6733 460.0 6150 450,0 6150 450.0 6757 GR 450,0 6969 450.0 7550 450,0 7850 431.0 1850 431,0 7879 GR 431.0 1905 437.0 7911 431.0 8115 431.0 8203 431.0 8218 ^ GR 437 8344 437 8650 436,6 8656 441.2 8831 438.89 8852 GR 434.89 8881 432.39 8890 426.94 8922 411.69 8950 413.69 8955 GR 410,69 89823 410,19 8991,3 410.19 9011 415.6 9021.8 429.09 9045.10 GR 430.60 9054.20 429.42 9019,6 441.30 9151.2 443 9180 445.6 9264 '., GR 443,6 9353 432 9409 432 9650 4443 9710 442.2 9196 GR 446.2 10312 443.2 10738 444.7 10917 443.1 10988 COE SECTILON 116 GR CARDS MODIFIED TO REPRESENT HIGH GROUND UPSTREAM TO MODEL NON- EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY.. N- VALUES IN LOB UTILIZED 10 BALANCE FLOWS IN OVERBANK INEFFECTIVE FLOW BELOW POND LEVEE EL, 439.5 STA 3350 -4512 INEFFECTIVE FLOW BELOW ROAD LEVEE El, 431.0 STA 1500 -8338 r ------------------------------------------------------------------- PROPOSED CROSS SECTION CHANGE AT JOHNNY THOMPSON PROPERTY FILIED TO ------------------------------------------------------------------- [LEY 447 STA 9496 TO 10896 NH 7 .20 2792 .05 2940 .12 7500 .045 8506 .10 NH 8543 .015 8845 .10 10896 ET 9.1 4.1 3620 9120 2130 9120 ^ X1 92880 64 8543 8845 100 190 830 X3 10 GR 453.2 1194 451.7 1421 443.5 1558 441.3 1622 445.1 1681 GR 445.1 1811 441.6 1870 441.3 1940 441 2025 445.4 2096 GR 442.5 2348 445,5 2192 436.1 2838 444.7 2887 440.3 2908 GR 445.6 2940 442 3000 439.5 3350 439.5 3844 439.5 3889 .- GR 439.5 3900 441.4 3937 439.5 4011 439.5 4213 440.2 4293 30APR96 10;48;59 SUMMARY OF FRRORS AND SPECIAL NOTES WARNTNG SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO- WARNING SECNO= WARNING SECNO= WARNING SECWO= WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= 86560,000 86560.000 81530.000 81530,000 81869.000 81869.000 88450,000 88450,000 89230,000 89230,000 91050,000 91050,000 93660,000 93150,000 93150,000 93840,000 93840.000 91110.000 91110.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= I CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= I CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PAGE 16 ^ 8 30APR96 10;48;59 PAGE GR 439,5 4560 450 4560 450 4786 450 4935 450 5127 GR 450 7416 450 7500 439.7 7500 437.6 1557 437 7611 GR 437 7772 431 7910 431 8212 437 8217 437 8338 . GR 438.9 8506 436.9 8518 441.2 8534 441.4 8539 440.6 8543 GR 437.1 8548 435.9 8552 433.1 8559 429,4 8580 425.9 8587 ^ GR 434.2 8613 415,9 8696 415.9 8136 423.3 8752 432.8 8199 GR 440.1 8845 440,8 8953 444,3 8961 444.3 9135 444.4 9488 GR 442.3 9496 447 9515 447 10888 445 10896 COE SECTION 117 ^ GR CARDS MODIFIED TO REPRESENT HIGH GROUND UPSTREAM TO MODEL NON EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY ... N VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK INEFFECTIVE FLOW BELOW POND LEVEE El, 439.5 STA 3862 INEFFECTIVE FLOW AT DITCH STA 8020 -8329 NC .07 .06 06FROM IF- CDC,DAT NH 08 ,20 2595 ,05 2731 .12 6450 .12 6861 .040 NH 8020 .035 8800 .06 9102 ,045 13121 ^ ET -------------------------------------------------------------------- 9.1 4.1 3715 9130 2520 9130 PROPOSED CROSS SECTION CHANGE AT JOHNNY THOMPSON PROPERTY ,., FILLED TO ELEV 441 STA 9622 TO 10922 ------------------------------------------------------------------- X1 93660 87 8800 9102 1150 690 780 X3 10 440 441 ^ GR 451.3 1000 445.5 1272 445.2 1602 444.2 1740 443.4 1857 GR 441 1866 444,8 1876 445 2017 442.6 2149 442.6 2158 GR 442.5 2551 442.5 2560 442.5 2595 443.9 2664 437.6 2685 ^ GR 431,G 2709 444,1 2731 444,6 2773 440.1 2794 441.3 3149 GR 444.1 3159 439.7 3210 439.5 3661 443 3675 442.8 3690 GR 441.1 3852 439.5 3862 441,1 3874 444.5 4130 450 4130 GR 450 4365 450 4318 450 4428 450 5092 450 5173 GR 450 5197 450 5228 450 5331 450 5390 450 5410 GR 450 5946 450 6090 450 6190 450 6221 450 6450 GR 443.6 6450 445,8 6861 445,8 6861 443.5 7511 445 1592 ^ GR 442.8 8020 442.8 8229 442.8 8293 441.9 8329 441,9 8329 GR 441.9 8329 441.9 8329 440.2 8652 439 8800 438,1 8868 GR 437.4 8874 436.8 8915 418.2 8958 416.8 8964 414.5 9002 GR 416.8 9041 441,1 9102 444 9130 445.9 9154 445.9 9554 ^ GR 443,2 9622 447 9637 441 10920 446.9 10922 449.2 11046 GR 442.3 11085 441.9 11108 449.2 11143 447.2 11247 444,4 11267 GR 443.1 11467 443,9 11720 444,5 11726 449.5 12158 445,9 12530 GR 442.8 12550 448.4 13121 SECTION 93670 AT CARROLLTON DAM FROLM EF -CDC MODEL LEFT OVERBANK Of [F-CDC SECTION MODIFIED PER 1991 TOPO GR CARDS MODIFIED 10 REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON- EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY N- VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK INEFFECTIVE FLOW BELOW EL, 440 STA 3010 -3300 DUE TO HIGH GROUND NC ,07 .1 .06FROM EF- COC,DAT 8 30APR96 10;48;59 NC .5 .1 �- NH 8 .20 1931 .05 2061 .19 2991 NH 6191 .040 8200 .033 8410 .045 10220 ET 9.1 4.1 3085 8500 TOP OF CARROLLTON DAN P 434 ------------------------------------------------------------------- PROPOSED CROSS SECTION CHANGE AT JOHNNY THOMPSON PROPERTY FILLED TO [LEY 441 STA 8895 TO 10195 X1 ------------------------------------------------------------------- 93110 53 8200 8410 50 50 50 X3 10 .., GR 445 1000 445 1080 446 1180 446 GR 442.6 1931 443.9 2000 431.6 2021 431.6 GR 444.6 2109 440,1 2130 441.3 2485 444.1 GR 439.5 2997 443 3011 442.8 3026 441.1 GR 441,1 3210 444.5 3466 450 3466 450 GR 443.6 5186 445.8 6191 443,5 6841 445 GR 442.8 7355 442.8 1428 442.8 1580 442,8 GR 4423 7670 441.5 1690 440,5 1830 441 GR 437.5 8225 431.5 8274 434 8215 434.3 GR 431.5 8420 439 8470 443,5 8620 443.2 GR 441 10181 445 10195 445 10220 COE SECTION 118 SANDY LAKE ROAD SECTION REPLACED BY EXISTING SANDY LAKE ROAD BRIDGE SECTION 93730 FROM EF -CDC MODEL. SECTGION REVISED TO MATCH TOP OF ROAD PER 1, GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON- EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWSAIGH FLOWS DIFFERENTLY. ,.. N- VALUES IN LOB UTILIZZED TO BALANCE FLOWS IN OVERBANK NC .3 3FROM [F- CDC,DAT NH 7 .20 2480 .20 3300 .09 6100 NH 8510 .060 8800 .045 9210 ET 9.1 4.1 3390 8800 SANDY LAKE ROAD BRIDGE X1 93750 59 8510 8800 40 40 40 X3 10 BT 2 8510 441,43 443,53 8800 441,85 44335 GR 446.8 1031 447,3 1200 445,3 1535 442.6 GR 442.5 2310 442.55 2480 442.3 3299 442.3 GR 443 3550 446.7 3850 450 3850 450 GR 443.9 6015 444.9 6100 445.5 6435 4443 GR 443.69 6941 444.05 6991 444.15 7036 444.65 GR 444.69 1189 444.92 7238 444.21 7331 444.38 GR 444.41 1473 444.33 7518 443.95 1565 443.99 GR 443,67 7110 443,46 1163 443.65 7840 443.50 GR 443.73 8081 443.59 8134 443.5 8188 443,3 GR 444.61 8351 446.08 8411 447.43 8510 443.53 GR 418 8650 420 8610 414.5 8700 443,95 '- GR 441.49 8829 446,66 8953 445.9 8953 445.9 COE SECTION 119 SANDY LAKE ROAD SECTION REPLACED BY EXISTING SANDY LAKE ROAD BRIDGE SECTION -- 93760 FROM (F-CDC MODEL, SECTION REVISED TO MATCH TOP OF ROAD PER 1991 TOPO .12 441 1240 2045 2495 3188 5186 6928 7610 1940 8390 8895 ,15 443 2000 3300 5800 6600 7085 7319 1613 1970 8243 8510 8800 9210 5786 1850 441 442.6 444.1 439,7 439.5 450 446,6 442.8 439 431,2 441 6600 2200 442.5 442.3 444.3 443.52 444.41 444,32 443.73 443.64 443.44 436 447.85 PAGE 9 .15 8500 1485 2067 2546 3198 5786 6943 1630 8200 8391 8910 .040 8800 2160 3301 5800 6894 1139 7425 1663 8023 8284 8640 8800 a- 4. P_ 30APR96 10;48;59 PAGE 10 15 6600 .040 2200 8800 443 .04 GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON- EFFECTIVE 2450 FLOW AREAS IN LOB 442 442 8735 454.2 446 X3 AND ET CARDS USED TO MODEL LOW FLOWS /NIGH FLOWS DIFFERENTLY 445.6 1129 N- VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK 439.9 2700 NO 7 .20 2480 .20 3300 .09 6100 NH 8510 1060 8800 .045 9270 6141 6758 ET 6833 911 4.1 3390 8800 440.2 8690 8146 SANDY LAKE ROAD BRIDGE 8751.7 8193.40 425.92 8802.40 8888.1 X1 93780 8943.30 439.42 8951.80 30 30 30 X2 442.5 9110 10231 4423 10244 1 X3 10 SECTION 93840 ADDED TO EFEXREV.DAT TO MODEL 60' WATER LINE AS A BRIDGE NEW DATA FROM 1991 TOPO STA 8560 -9015 REMAINING DATA COPIED FROM SECTION 93890 BELOW. X1 CARDS ADJUSTED ADD CHANNEL SECTION PER CARROLLTON (NDMCE) SURVEY FOR THIS X SECTION (1 -94) RAISE GROUND [LEY. TO 443 STA 6833 -8560, ROAD IEYEE DOWNSTREAM RAISE GROUND ELEY, TO 442.3 STA 2100 -4200, ROAD LEVELI. DOWNSTREAM NH 6 .16 3450 .01 5500 .15 6833 NH 8988 .045 11302 ET 9.1 4.1 3620 9100 60' WATER LILNE AERIAL CROSSING XI 93840 91 8135 8988 60 60 60 X3 10 BT 6 8720 439.8 439.8 8133 452.4 446 BT 8988 454.2 446 8990 452.4 446 9005 GR 459.2 1070 459.2 1010.1 450.4 1013 449.2 GR 444 1262 442.2 1212 442 1307 445.8 GR 445 1632 441.4 1663 442.8 1826 440 GR 442.3 2700 442.3 3015 443.2 3219 442.3 GR 445.7 3859 4423 3886 442.3 4126 442.3 GR 450 4201 450 4414 450 4411 450 GR 450 4492 450 5500 442 5501 440.7 GR 444.4 5896 443.4 6042 455.1 6087 452.2 GR 447.4 6341 445.6 6736 443.1 6153 443.1 GR 443 1161 443 7241 443 1434' 443 GR 443 8220 443 8225 443 8241 443 GR 439.8 8120 439.1 8133 439.6 8735 441.22 GR 437.62 8710.20 436.22 8186 433,42 8190.40 430.42 GR 422.42 8821.90 419.42 8831.10 416.42 8868.10 418.92 GR 429.42 8913.90 434.32 8924.1 431.92 8932.80 437.42 GR 438.8 8988 438.9 8990 439 9005 439.4 GR 444.4 9053 440.5 9075 440.1 9091 440.1 GR 442,1 9140 444.3 9385 44611 9608 444.7 GR 445.6 11302 COE SECTION 120 GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /NIGH FLOWS DIFFERENTLY N VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK NC .01 .01 .06FROM EF- CDC.DAT ADD CHANNEL SECTION PER CARROLLTON (NDNCEI SURVEY FOR THIS X SECTION (1 -94) RAISE GROUND ELEV, TO 443 STA 6833 -8247 ROAD [EYE[ DOWNSTREAM PAGE 10 15 6600 .040 2200 8800 443 .04 8735 .06 2450 9100 442 442 8735 454.2 446 439 439 0 111] 445.6 1129 1328 4463 1532 2411 439.9 2700 3450 442.3 3598 4146 442.3 4200 4467 450 4471 5162 443 5883 6125 442.5 6141 6758 443 6833 7439 443 7457 8560 440.2 8690 8146 440.40 8751.7 8193.40 425.92 8802.40 8888.1 413.42 8902.50 8943.30 439.42 8951.80 9030 444.2 9043 9095 442.5 9110 10231 4423 10244 30APR96 10;48:59 PAGE i I RAISE GROUND [LEY TO 442.3 STA 2800 -4200 ROAD LEVEE DOWNSTREAM •- NH 6 .13 3450 .07 5500 .15 6833 .04 8770.2 .06 NH 9007 ,045 12631 ET 9.1 4.1 3625 9100 2450 9100 ^ X1 93890 97 8170.2 9007 50 50 50 X3 10 442 442 GR 459,2 1010 459,2 1070 450.4 1073 449.2 1111 445.6 1129 GR 444 1262 442.2 1272 442 1307 445.8 1328 446.6 1532 ^ GR 445 1632 441.1 1663 442.8 1826 440 2411 439,9 2800 GR 442.3 2800 442.3 3015 443.2 3219 442.3 3450 442.3 3598 GR 445,1 3859 442.3 3886 442.3 4126 442.3 4146 442.3 4200 .. GR 450 4200 450 4414 450 4411 450 4467 450 4471 GR 450 4492 450 5500 442 5500 440,1 5862 443 5883 GR 444,4 5896 443.4 6042 455,1 6081 452.2 6125 442.5 6141 GR 441,4 6347 445.6 6736 443.1 6753 443,1 6758 443 6833 _ GR 443 7161 443 7241 443 1434 443 7439 443 7451 GR 443 8220 443 8225 443 8241 442.5 8633 442.28 8146 GR 441.46 8757,1 438,68 8710.20 431.28 8786 434.48 8190.4 431.48 8793.4 ^ GR 426.98 8802.4 423.48 8821,9 420.48 8831,10 417.48 8868.10 419.98 888811 GR 424.48 8902.5 430.48 8913,9 435,38 8924,1 438,98 8932.8 438.48 8943.3 GR 440.48 8951,8 440 9002 440.8 9001 440,1 9010 444,1 9073 GR 440.1 9091 440,1 9095 442,5 9110 442.7 9140 444.3 9385 GR 446,1 9608 444.7 10231 44 ?.3 10244 445.6 11302 443.6 11305 GR 438.8 11309 439.3 11323 437,4 11330 436.2 11331 435.4 11623 GR 437.9 11629 439.6 11639 443.1 11700 445,1 11103 446.6 11783 •- GR 444 12303 445.7 12631 COE SECTION 121 EI CARD USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY INEFFECTIVE FLOW BELOW POND LEVEE EL 442 STA 2603 -3368 N VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK NC .0 .09 .06 11 XROM If- CDC,DAT ^ CHANNEL SECTION BELOW WSEL MODIFIED PER EF -CDC (1 -94) NC .1 .3 NH 5 .11 2783 ,01 4743 .040 5844 .06 6055 .045 -- NH 11573 ET 911 4,1 3550 10019 2300 10019 DENTON CREEK CONFLUENCE X1 97110 91 5844 6055 680 1670 3820 ^ GR 452,5 1000 448.8 1072 449.2 1165 448 1178 447.5 1253 GR 446,8 1262 445 1313 445 1800 442.1 2091 442.8 2118 GR 444,3 2390 445.3 2517 442 2603 442 2707 442 2144 ^ GR 442 2783 442 2817 442 3306 442 3311 442 3368 GR 446,1 3494 445,9 3532 446.9 3537 441,3 3547 446.7 3582 GR 445 3599 444.5 3632 442 4134 443.2 4222 444.3 4363 ^ GR 445,2 4602 443.7 4698 445,9 4714 444.3 4733 441.5 4743 GR 441.4 5110 443.7 5138 444.9 5844 435.4 5875 423.5 5916 GR 423.5 5933 423.5 5950 435.4 5991 439.8 6001 442.2 6055 GR 443 6114 441.6 6321 443.8 6537 442.9 1048 439 1223 GR 439.1 7262 439.1 7509 435.2 7530 439.3 1560 439.6 1668 GR 441.9 7740 441.3 1154 440.5 7157 439.1 1164 435.3 7788 GR 435.3 1858 436,4 7862 438.4 7870 444 7918 441.8 8111 �- GR 444,6 8540 435.3 8587 435.3 8651 441.1 8665 443.1 8813 30APR96 10;48,59 PAGE 12 GR 442.6 9231 441,9 9246 443,6 9312 445 9392 442,1 9519 GR 442,8 9148 446.9 9992 445.9 10019 435.1 10035 435.7 10084 ,^ GR 445,1 10119 447.7 10523 443,1 10553 444,9 10613 444,1 10617 GR 446,6 10630 447,8 10823 445,4 11125 446 11144 449.7 11174 GR 441.7 11186 441,1 11476 446.1 11486 445,8 11512 442.5 11530 GR 442 11540 447.8 11573 30APR96 10:48:59 T1 U.S. ARMY CORPS OF ENGINEERS FORT WORTH DISTRICT T2 UPPER TRINITY RECON STUDY ELM FORK TRINITY RIVER REY, EXIST COND, ._ T3 SECOND RUN 100 YEAR DISCHARGE WITH FLOODWAY ENCROACHEMNETS T4 AHHA 3/94 FILE RVEXFOWY 31 ICHECK IWO NINY IDIR STRT METRIC HVINS 0 -1 3 J2 NPROF IPLOT PRFVS XSECY XSECH FN ALIDC IBW 15 -1 WSEL FO 439,28 CHNIM ITRACE PAGE 13 Pik 0- 30APR96 10:48:59 ktk* kk **kkkkkk *kkk *k *tkkkkk * *kkk * * * ** NEC -2 WATER SURFACE PROFILES Version 4,6,0: February 1991 ** t* tt * * *tkkt *ktkkk * *ttkk * *ttkk *t * *kt PAGE 14 THIS RUN EXECUTED 30APR96 10:49:02 NOTE- ASTERISK t *1 AT LEFT OF CROSS - SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST FLOODWAY MODEL 100 YEAR SUMMARY PRINTOUT SECNO CWSEL 0 ELMIN DIFWSP TOPWID SSTA ENDST 85000.000 439.28 44200.00 412.00 .00 4299.44 880.00 5179.44 85000.000 439.28 44200.00 412,00 .00 4299.44 880.00 5119.44 * 86560,000 439.49 44200,00 410.00 .00 3448.63 2015,10 1100.00 * 86560,000 439.49 44200,00 410.00 .00 3448.63 2015.10 7100.00 * 81530.000 439.54 48600,00 410,00 .00 2289.53 2019.69 1608.66 * 87530.000 439.54 48600.00 410.00 .00 2289.53 201939 1608,66 87800.000 439.64 48600.00 410,00 .00 1593,86 1088,51 6480.00 81800.000 439,64 48600.00 410.00 .00 1593.86 1088.57 6480.00 * 87869,000 439.14 48600.00 410,00 .00 859.39 1819,11 7065.17 * 81869.000 439.74 48600.00 410.00 .00 859.39 1879.17 1065.17 81810.000 439.14 48600.00 410,00 .00 859.54 1819.15 1065.20 81810,000 439,14 48600.00 410,00 .00 859,54 ' 1819,15 1065.20 87960,000 440.26 48600.00 410.00 .00 867.51 1818.46 7066.49 81960.000 440.26 48600,00 410.00 .00 867.51 1818.46 1066.49 87961.000 440.26 48600.00 410.00 .00 867.57 1878.46 7066.50 87961.000 440.26 48600.00 410.00 .00 867.51 1878.46 7066.50 88000.000 440.35 48600.00 410.00 .00 1569.29 1075.67 6500.00 88000,000 440.35 48600,00 410.00 .00 1569.29 1075.67 6500.00 88030.000 440.49 48600.00 410.00 .00 1566.42 5921.25 11447.43 88030,000 440.49 48600.00 410.00 .00 1566,42 5921.25 11441,43 88050,000 440.56 48600.00 410.00 .00 1561.65 5921.02 11441.76 88050,000 440.56 48600,00 410.00 .00 1567.65 5921.02 11447.16 VCH 2.15 2.15 1.58 1.58 5,13 5.73 7.06 7,06 7.82 7,82 1.82 1,82 1,41 1,41 1,40 1,40 1,84 1.84 1.18 7,18 7,12 7,12 30APR96 10;48;59 PAGE 15 SECNO CWSEL 0 ELMIN DIEWSP TOPWID SSTA ENDST VCR 88160.000 440,82 48600.00 410,00 .00 1450.00 6155,00 12175.00 835 88160,000 440.19 48600.00 410.00 -.03 1330.00 6155.00 12055.00 9.15 * 88450,000 442,23 48600,00 410.00 .00 2956,16 1850.00 7420.00 6.52 * 88450,000 442.32 48600.00 410.00 .10 2716,65 2090,00 1420.00 6.59 * 89230,000 443,28 48600.00 409,90 .00 5418.01 3900.00 11110.00 3,14 * 89230,000 443.41 48600,00 409.90 .13 4223.01 5050.00 11065,00 3.31 90210,000 443.62 48600.00 410,61 .00 5314.81 3200.00 10361,30 3.08 90210,000 443.18 48600,00 410.61 .16 4011,16 4510.00 10362.09 3.20 * 91050.000 443.98 48600.00 412.60 .00 5095.92 2650.00 10115,38 3,86 * 91050,000 444,17 48600.00 412,60 .19 3831,33 4000.00 10160.00 3.97 92050,000 444,65 48600,00 410,19 .00 3990,11 2810,00 9800,00 2.74 92050.000 444,86 48600.00 410,19 .21 3123.46 3700,00 9710,00 2,80 92880.000 445.02 48600.00 415.90 .00 3372,42 2194.36 9120.00 3,09 92880,000 445,24 48600.00 415,90 .23 2560.00 3620.00 9120.00 3.22 93660.000 445,62 48600,00 414,50 .00 4201,28 2520.00 9130.00 5.04 * 93660,000 445.81 48600.00 414.50 .25 3095.00 3115.00 9130,00 5.63 93110.000 445.60 48600.00 434.00 .00 4118.10 1850,00 8500,00 8.44 93110,000 445.82 48600.00 434,00 ,22 3002.94 3085.00 8500.00 9.40 93150,000 446.00 48600,00 414,50 .00 4490.53 2200.00 8800,00 6.36 * 93150,000 446.56 48600,00 414,50 .51 3384,29 3390,00 8800,00 5.88 93180.000 446.29 48600.00 414.50 .00 4534,45 2200.00 8800,00 5.63 93180.000 446.80 48600,00 414.50 .50 3413,66 3390.00 8800,00 5,36 * 93840.000 446,68 48600.00 416.42 .00 5084,61 2450.00 9100.00 3.22 ,.. * 93840.000 441.22 48600.00 416,42 .54 4051,46 + 3620,00 9100,00 3.12 93890,000 446.11 48600,00 417.48 .00 5092.16 2450.00 9100.00 4.40 93890.000 441.25 48600,00 411.48 .54 4059.98 3625,00 9100,00 4.41 * 91110,000 441.34 48600.00 423.50 .00 1119,00 2300.00 10019.00 1.78 * 97710,000 441,86 48600.00 423.50 .52 6469,00 3550.00 10019.00 1.71 PAGE 15 3040196 1(1:48:59 PAGE 16 SUMMARY Of ERRORS AND SPECIAL NOTES WARNING SECNO= 86560,0(10 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 8656(1,000 PROFILE 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO- 81530,000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE .ACCEPTABLE RANGE WARNING SECNO= 87530.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 87869.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 81869,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 88450,000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 88450,0(10 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 89230,000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO- 89230,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 91050,0(10 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 91050.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECN(1= 93660,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93750,000 PROFILE= I CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93750,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93840.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93840,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 97110,000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 97110,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROPOSED CONDITION DEVELOPED FROM HALFF APPROVED CLOMR MODEL WITH JOHNNY THOMPSON PROPERTY FILLED MULTIPLE PROFILE MODEL xkkxkkkkkkxxkxxkkkkkxkkkkxkkkkkkkkxkkxxkxx x HEC -2 WATER SURFACE PROFILES x k k Version 4,6,0; February 1991 k x x k RUN DATE 30APR96 (IME 10;52;31 k „�, kkkktxkkxkkkxxxkxkkxkkkxkkkkkxxkkkxxxxkxk X X xxxxxxX xxxxX XXXXX X % x % K % X x X X X X X%%RX %X %RXK X %XXKX XX%XK X X R X X X K % X X % K X X%XXXRX XKXXX XXX%KXK kxkkkxkkkxkkkkkkkxkkkkkkkxxkxkkkkkxxxxl x U.S. ARMY CORPS OF ENGINEERS k HYDROLOGIC ENGINEERING CENTER x 609 SECOND STREET, SUITE D k DAVIS, CALIFORNIA 95616 -4681 k (916) 156 -1104 kxkkkxkkxkkkk kxkkkkkxkkkkkkkkkkkxkkxkk 30APR96 10:52.31 ..� kkkkkkkkk * *kkkkkkkkkk *kkkk *k * *kkkkk *k NEC -2 WATER SURFACE PROFILES Version 4,6,0: february 1991 *kkkkkkk * *kk *kk *kkk *kk * *kkkkkk *kkkk *k TI U.S. ARMY CORPS Of ENGINEERS - FORT WORTH DISTRICT T2 UPPER TRINITY RECON STUDY *ELM FORK TRINITY RIVER* PROPOSED CONDITIONS T3 MULTIPLE PROFILE MODEL 10,50,100,500 YEAR DISCHARGE FILE:ELMPROMP J1 ICHECK INO NINY IDIR STRT METRIC HVINS 0 -1 2 0.00000 J2 NPROF [PLOT PRFVS XSECV XSECH IN ALLOC IBW 1 -1 J3 VARIABLE CODES FOR SUMMARY PRINTOUT PAGE 1 THIS RUN EXECUTED 30APR96 10:52:31 WSEL FO 435.81 CHNIM ITRACE 38 1 43 42 53 54 4 26 J5 LPRNT NUMSEC * * * * ** **REQUESTED SECTION NUMBERS * * * * * * ** -10 -10 OT 4 22400 36500 44200 84300 NC NH .07 8 ,01 .05 .04 1320 .1 .05 .3 2260 .10 2325 .015 2625 .10 NH 2900 .05 3000 .08 4162 .035 5199 X1 85000 32 2325 2625 350 200 250 GR 438 880 438 1080 426.5 1200 ' 436 1320 436 2125 GR 438 2260 439 2325 430 2350 412 2390 412 2450 GR 421 2410 430 2540 432 2555 434 2515 436 2590 GR 438 2610 439 2625 438 2900 431.4 3000 436.5 3500 GR 436 3650 436 4000 435,6 4200 436 4500 436 4162 GR 425 ,1 4803 424.3 4944 424,3 4956 425.1 5109 433.8 5145 GR 436 5168 446.6 5199 NH 1. 0.050 4430, 0.10 4140. 0.06 4991, 0.10 5042, 0108 NH 5182, 0.05 6011, 0.035 1513. X1 86560 62 4140. 4991. 1200. 900, 1560, X3 2000, 1100. GR 442.3 1000, 442.3 1998. 438.2 2023, 438, 2080, 436, 2100, GR 434, 2110. 432, 2130. 432. 2160. 430. 2110, 428, 2185, GR 421, 2210, 428, 2233. 430, 2245. 432, 2260. 434. 2210, GR 434 2300 430 2316 430 2116 436 2800 460 2821 GR 460, 4430, 438, 4440. 436. 4140. 434. 4165. 432. 4180, GR 430. 4190. 428. 4800, 410, 4815. 410, 4905, 428. 4980, GR 430. 4990, 438, 4991. 439, 5042, 431.8 5235, 438. 5280. GR 436. 5286. 436. 5292. 436, 5311. 436. 5311, 438. 5345. GR 438, 5354. 438. 5386. 436. 5400. 438, 5441, 439.1 5509. 30APR96 10:52:31 PAGE 2 GR 438. 5564, 436, 5584, 436. 5603. 435.3 5696, 435.5 5782, GR 435,2 6071, 425.9 6108. 424,5 6250. 424.5 6262. 426, 6402. GR 428. 6580, 429, 1285. 430. 7304, 435. 1322. 436. 1352, _. GR 442, 1373, 442.1 1513. NH 5, (1,05 4895, 0.10 4953, 0,06 5110. 0.10 5200, 0.05 NH 1112, OT 4 24400 39900 48600 91200 X1 81530 61 4953, 5110, fi00. 1035. 970, X3 0 0 0 2000 0 1620 GR 442.8 1000, 442,8 2000. 438.5 2026. 436, 2100, 434, 2120, GR 432. 2220. 430, 2233, 428. 2265. 428. 2218. 428, 2290, GR 430, 2303, 432, 2314, 432. 2345, 434, 2356, 436, 2362. GR 436,4 2418 430 2444 436.2 2618 460 2639 460 4380 GR 460, 4160, 440, 4710, 438.4 4810, 438.4 4895. 440. 4914, GR 440. 4953. 430, 4963. 428. 4971, 410. 5050. 410. 5018. GR 414, 5085. 416. 5089. 418, 5093, 420, 5096, 422, 5102, GR 424, 5105, 42fi. 5110, 428, 5158, 430, 5200, 432, 5240. GR 434. 5265. 436. 5286. 438, 5290. 438. 5300. 438. 5390, GR 437.2 5540, 444.3 5562, 444.3 6163, 444.3 6203, 444.3 6223. GR 444.3 6625, 444, 6628. 436, 6652. 435,3 6185. 435.2 7010. GR 434. 7185. 434. 7205. 434.2 1380. 435.5 7590. 442, 7620, GR 442.8 7712, NH 5 .05 1365 .05 3840 .06 4030 .05 4250 .05 NH 6881 X1 87800 40, 3840,0 4030.0 250.00 200.00 210.00 .00 .00 X3 0 0 0 0 0 6480 GR 449.5 1080 438 1090 438 1100 436 1130 434 1150 GR 432 1220 430 1250 428 1210 428 1290 430 1305 GR 432 1325 434 1365 436 1525 460 1530 460 3800 GR 440.00 3805.0 440.00 3830.0 430.00 3840.0 410,00 3900.0 410.00 3928.0 GR 416,00 3980.0 430,00 4030.0 434.00 4050.0 436,00 4100.0 438.00 4170,0 GR 440.00 4190,0 440.30 4250,0 460.00 4255,0 460.00 5615.0 437.00 5680.0 GR 431.00 6100,0 435.5 6101.0 436.00 6165.0 432.00 6200.0 432.00 6210.0 GR 436.00 6220.0 436.00 6340.0 431.00 6341.0 431.00 6880.0 450.00 688110 NC .08 .08 .07 .60 .80 X1 81869 71 2295 4865 69 69 fig X3 0 0 0 1835 0 7410 GR 450 1500 450 1834.9 441.95 1835 443,65 1810 438 1884.1 GR 435 1921 434,08 1948.1 433.91 1951.2 430,10 2028.7 430.59 2031.2 GR 430.1 2043 429 2067 428.3 2069 421.9 2070 428.3 2071 GR 429,8 2074 430.4 2093 431.48 2108.7 431.65 2111.2 435 2160 GR 435.4 2169.4 443.65 2190.0 448.15 2214.9 450.00 2215 450.00 2294,9 GR 450 2295 450 4524.9 448.15 4525 443.65 4550 417 4620 GR 417 4624 416.99 4628.5 416.98 4631,5 416.9 4617 411.3 4681 GR 410 4683 410 4690 410 4124 415.4 4133 422,11 4748.5 GR 423,9 4751 423.95 4151.5 424.6 4158 428.4 4110 431.5 4785 GR 434 4802,5 443,65 4830 441,95 4864.9 450 4865 450 6389.9 GR 444.4 6390 443,65 6755 435 6776.6 434.68 6833.7 434,66 6836.2 GR 434,23 6913.1 434,22 6915 434,22 6916,2 434 6956 433.3 6958 GR 431.9 6960 431,9 6980 433.2 6982 434 6984 434,14 6993.7 •- GR 434.17 6996.2 435 1053,3 443.65 1015 442.5 1469.9 450 7410 30APR96 10;52;31 PAGE 3 GR 450 7500 BELTLINE ROAD ^,- X1 81810 0 0 0 1 ] t X3 BT 0 63 0 1500 0 450 1835 450 0 1834.9 7410 450 450 ]835 441.95 441,95 BT 1810 448.65 44335 1810 448.65 443.65 1948,7 449.32 444.34 444,32 2028.1 1948,1 450.00 BT 449.32 434.08 1951.2 449.34 433.91 2031.2 1951.2 450,00 449.34 430,59 2031,2 450.00 445.00 �- BT BT 445.00 2010 2028.7 449,61 450.00 444.61 430,10 2108.1 449,34 444.34 2108,1 449,34 431.48 2111.2 BT 449.32 431.65 2111.2 449.32 444.32 2190.0 448,65 443.65 2214,9 448.15 BT 448.15 2215,0 450.00 450,00 229419 450.00 450.00 2295 450.00 450.00 ^ BT 2295.0 450.00 450.00 2295 448,15 450 448.15 450 4550 4524.9 448.65 450 443.65 450 4628.5 4525 449.40 BT BT 450 444,40 450 4628.5 4525 449.40 416.99 4631.5 449.43 416.98 4631.5 449.43 444.43 BT 4690 450 445 4748,5 449.43 444.43 474815 449.43 422.11 4751 ^ BT 449.41 423.9 4151,5 449.40 423.95 4151.5 449,40 444.40 4830 448.65 BT 443.65 4864.9 441,95 441,95 4865 450 44335 450 6833,1 6389.9 449.31 450 444.31 450 6833.1 BT BT 6390 449.31 444.4 434.68 444,4 6836.2 6155 449.33 448.65 43436 6836.2 449.33 444,33 6913.1 449.98 ,,. BT 444.98 6913.7 449.98 434.23 6915 450 434,22 6916.2 449.98 434.22 BT 6916.2 449.98 444.98 6993,7 449.33 444.33 6993.1 449.33 434.14 6996.2 BT 449,31 434.11 6996.2 449,31 444.31 1015 448.65 443.65 1015 448.65 BT 443.65 1469,9 442.5 442.5 7470 450 450 7500 450 450 X1 81960 0 0 0 90 90 90 .. X2 0 0 0 0 0 0 1 X3 0 0 0 1835 0 1470 X1 87961 0 0 0 1 1 1 ^ X3 0 0 0 1835 0 1470 NC 3 .5 ^ X1 88000 40 3740 4035 39 39 39 X3 1000, 6500. X4 GR 3. 449.50 440. 1000.0 1125, 449.50 434,5 1015.0 1126, 435.80 440. 1076.0 14]5. 434.00 1200.0 430,00 1250.0 ,., GR 430,00 1300.0 434,00 1310.0 436,00 1400.0 440.00 1470,0 449.50 1416.0 GR 449.50 3725,0 442.00 3130.0 442.00 3140,0 440.00 3760.0 438.00 3800.0 GR 430.00 3840.0 410.00 3900.0 410.00 3950.0 430.00 4000.0 434.00 4010.0 5615.0 GR 438.00 4035.0 438.00 4045.0 449.50 4050.0 6190.0 450.00 433.00 5610.0 6200.0 440.00 433,00 6250.0 GR 440 .00 6130.0 434.00 440.00 6140.0 6311.0 434.00 440.00 6630.0 450.00 6635,0 450.00 8350.0 .- GR GR 433.50 437.50 6310.0 8355.0 438,00 900010 439.00 9280,0 450.00 9285.0 450.00 10265.0 STLSW RAILROAD X1 88030 58 8580 8840 30 30 30 �- X3 BT 8 5900 449,5 446,5 6300 11480, 449.5 446.5 8580 449.5 446.5 BT 8840 449,5 446.5 10460 450 447 11480 450 441 13190 �- BT GR 450 449.5 441 5900 14100 446.5 450 5900,1 447 438 5930 436 5940 436 5970 GR 434 5980 432 6020 430 6090 430 6150 432 6200 ^ GR 434 6220 436 6250 438 6270 440 6280 446,5 6300 30APR96 10;52,31 PAGE 4 GR 449,5 6300 449.5 8580 44615 8580 430 8590 410 8650 GR 410 8700 430 8760 434 8710 438 8800 446.5 8840 GR 449.5 8840 450 10460 447 10460 440 10470 440 10840 GR 439.9 10840 436 10841 436.7 10950 435 11020 432 11030 GR 434 11080 436 11100 4393 11101 440 11101 440 11445 GR 441 11480 450 11480 450 13190 447 13190 440 13220 GR 438 13310 438 13460 440 13465 442 13490 442 13610 GR 440 13610 439.5 13700 440 13130 440 13970 439.2 14020 GR 440 14070 447 14100 450 14100 X1 88050 20 20 20 X2 1 X 3 11480, NC .15 ,12 .01 *x**t****lNSERT NEW SECTIONS HERE COE SECTION 111 GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM (BELTLINE RD) TO MODEL NON- EFFECI]VE FLOW AREAS X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY, N- VALUES IN LOB AND ROB UTILIZED TO BALANCE FtONS IN OVERBANKS NC .15 .12 .01 .3 .5 FROM IF-CDC 88150 (1 -94) ADD CHANNEL SECTION PER CARROLLTON (NDMCEI SURVEY FOR THIS X- SECTION (1 -94) FLOW LINE (402.0 EL.) NOT USED BECAUSE INCONSISTENT WITH DATA AT BELT LINE AND U/S OF SFCT 111 (1.94) SECTION NUMBER CHANGED FROM 88140 TO 88160 TO INSERT [F-CDC 88150 (1.94) N- VALUES TO TRANSITION TO N- YALUES UPSTREAM (1 -94) NH 3 .13 9510,0 .01 9728 .13 13109 ET 1,1 9,1 9.1 9.1 6155 12175 6155 12115 NEW CROSS- SECTIONS PER 1993 COE PHOTOGRAMETRIC DDATA, 88160 -99420 GR CARDS MODIFIED TO MODEL NON - EFFECTIVE FLOW AREAS X1 88160 95 9510 9128 110 110 110 X3 10 0 0 0 0 0 0 0 0 0 GR 426.7 3044 435.4 3013 436.5 3082 438.2 3213 4313 3220 GR 436.6 3526 431,8 3546 439.0 3790 435.2 4111 436.0 4195 GR 432.8 4208 437.1 4223 436.9 4226 439.4 4353 440.3 4618 GR 442.4 4778 440.1 4988 438.9 5013 ' 431.1 6013 441.3 6070 GR 431.8 6080 435.1 6270 434.6 6529 435.1 6556 435,0 6111 GR 438.9 6127 436.6 6755 433.6 6791 433,9 6985 431.7 7003 GR 431.7 7041 435.1 7013 438.3 7243 438.2 7265 450.0 7265 GR 450.0 1698 450.0 8559 450.0 9254 450.0 9460 431,5 9460 GR 436.26 9510 434,76 9524 429.61 9539 428.01 9542 427.56 9543 GR 426.11 9544 424.21 9549 420.71 9558 418,11 9564 415,01 9572 GR 410.0 9581 410.0 9632 416.16 9642 411.11 9647 417.11 9647 GR 421.21 9655 425,21 9665 421,86 9671 428.61 9682 437.09 45010 9128 10343 GR 438,56 9742 439.0 9785 10388 450.0 450.0 9185 11290 450.0 450.0 10091 11304 450.0 11452 GR GR 450.0 450.0 10344 11479 450.0 450.0 11508 450.0 11560 437.7 11560 436,0 11922 GR 435.5 11921 435.3 12175 435.3 12198 435.8 12203 438.2 12297 GR 441.4 12327 442.6 12357 445.1 12391 445.6 12510 446.0 12514 GR 446.7 12554 441.3 12619 446.8 12625 441,5 12631 444.9 13022 GR 443,0 13034 445.2 13042 445.0 13685 443.1 13691 445.3 13109 PAGE 5 30APR96 10,52,31 NH 3 .17 5000 .065 5210 .09 0 8100 2550 0 1420 0 1850 0 7420 ET X1 0 88450 7.1 18 9.1 5000 9.1 5210 9,1 400.0 120,0 290,0 0 0 0 GR 436,0 lf,50 438.0 1720 438,6 1810 431,0 1950 2380 438.0 436.0 2160 2505 GR 431.1 2220 431.1 2350 432.0 438.0 2360 2915 434.0 450.0 2915 45010 3690 GR GR 438,0 450.0 2565 3920 438,0 438.4 2710 3920 438.8 4130 438.0 4280 436.0 4305 GR 434,0 4330 434.0 4395 436.0 4600 436.0 4690 435.0 4110 5030 GR 436,0 4810 436.0 5000 434,0 5015 432.0 410.0 5025 5132 430.0 415.4 5135 GR 424.0 5055 5115 415,4 432,0 5015 5180 410.0 434.0 5018 5190 43610 5200 438.0 5210 GR GR 430.0 440,0 5220 442,0 5240 444,0 5250 444.2 5370 450.0 5370 6300 GR 450,0 5600 450,0 5150 450,0 6030 450.0 450,0 6070 6680 450,0 450.0 6690 GR 450.0 6520 6800 450.0 450.0 6570 6800 450.0 450.0 fiG45 6850 440,0 6850 438.10 6870 GR GR 450,0 435.9 1015 438.0 1250 438.0 7290 436.0 7320 436,0 7350 1610 GR 432.8 7415 432.8 1550 434.0 1565 436,0 446.0 1590 1890 438.0 448.0 1940 GR 444,0 1625 442.0 1660 444.0 1680 0 0 0 GR 449.5 1950 449.4 8050 450.0 8100 0 NH 6 3925 ,18 4745 .20 1800 .035 9123 .060 NH 9386 .20 ,035 13612 0 9.1 0 9,1 0 0 0 1800 0 11110 0 3900 0 11110 FT 0 111 9,1 COE SECTION 112 GR CARDS MODIFIED TO REPRESENT HIGH GROUND UPSTREAM (FILL) TO MODEL NON EFFECTIVE FLOW AREAS IN LOB GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON EFFECTIVE FLOW AREAS IN ROB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY N VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK INEFFECTIVE FLOW BELOW POND LEVEE EL, 437 STA 4745 -6051 FAR LOB NC , .06 015FROM IF- CDC.DAT CHANNEL SECTION BELOW SWEL MODIFIED PER IF (1 -94) 0 0 X1 89230 92 9123 938fi 1180 510 0 180 0 0 437.3 440, 0 X3 GR 10 443.5 0 2104 0 441,1 0 2132 0 445.5 2145 ' 444.5 2989 442.4 3000 GR 434.6 3041 434.6 3925 436.5 3941 436.6 4005 434.5 4128 4312 GR 442.2 4148 440,8 4200 433,3 4298 442.9 431.0 4331 5112 436.3 431,0 5119 GR 440.1 4126 437.0 439.8 4145 5845 431.0 437.0 5fi94 5815 431.0 5911 431.0 5931 GR GR 439.7 431,0 5164 5951 431.0 6057 431.2 6076 438.4 6121 439,0 6629 GR 436,5 6640 431,6 6682 460.0 6682 460.0 6105 7840 460.0 432.2 7004 1850 GR 460,0 1550 460.0 7800 433.4 436.8 1800 8376 432.4 441.2 8661 441.4 8812 GR GR 437.9 431,3 8333 9123 434.8 415.6 8363 9231 409.9 9240 409.9 9268 409.9 9275 GR 415,6 9218 425.3 9300 441.1 9380 442.3 9386 9611 450,0 450.0 9386.1 9134 GR 450.0 9420 450,0 9491 100fi0 450.0 441.1 9538 10120 450,0 439,1 10436 442.4 10639 GR GR 450.0 442.9 10060 10781 442.1 436.9 10865 438.5 10914 439.1 10920 438.4 11009 GR 441.0 11110 441.9 11376 449.3 11145 441.2 11750 447.2 446.2 11801 12308 GR 448.3 11801 443.5 12061 440.2 12093 12198 443,0 4423 12122 12901 443,9 12992 GR GR 446.5 448.4 12555 13011 442.4 450,7 12119 13089 444,4 456.1 13101 454,3 13262 438.4 13404 6 PAGE 30APR96 10:52;31 ^ GR 438.4 13562 443.2 13612 0 0 0 0 0 0 COE SECTION 113 ^ GR CARDS MODIFIED TO REPRESENT HIGH GROUND UPSTREAM TO -- MODEL NON EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /NIGH FLOWS DIFFERENTLY N VALUES IN LOB UTILIIEO TO BALANCE FLOWS IN OVERBANK ^ INEFFECTIVE FLOW BELOW POND LEVEE El. 431 STA 4745 -6057 FAR LOB NC .08 ,06 .015 .1 .3 FROM EF- CDC.DAT NC .1 .3 INEFFECTIVE FLOW BELOW POND IEYEE 1E, 437 STA 5242 -5854 INEFFECTIVE FLOW BELOW POND LEVEE LE, 439,5 STATION 4071 -5178 -- INEFFECTIVE FLOW BELOW ROAD LEVEE EL 437 STA 1825 -8461 ADD CHANNEL SECTION PER CARROLLTON (NONCE) SURVEY FOR THIS X SECTION (1 -94) LOWER RIVERCHASE POND EFFECTIYF FLOW TO 43? ELEV,. STA 9832 -10183 (1 -94) NH 1 .20 3843 .18 3943 .20 7825 040 9399.9 .06 ^ NH 9625 .13 10380 .045 12326 0 0 0 0 0 ET 0 1,1 9.1 9.1 9.1 1825 10369 3200 10369 X1 90210 85 9399.9 9625 800 ISO 980 0 0 0 0 ^ X3 10 0 0 0 0 0 0 438 441 GR 441.4 1135 442,5 1812 441.9 1851 442.9 1861 445.4 2352 GR 431.2 2393 437.2 2842 439.1 2850 438.5 2890 436,9 3006 GR 435.9 3554 441.4 3843 433,1 3816 443,0 3915 439.8 3943 _ GR 438.2 3986 444.0 4036 439,5 4011 440.4 4216 439.5 4285 GR 439.5 4559 439.5 4594 439.5 5118 440.6 5189 437.0 5242 GR 437.0 5854 438.9 5869 439.0 5991 440.0 6005 438.5 6022 "- GR 439.3 6100 450.0 6100 450,0 6198 450,0 6230 450.0 6433 GR 450.0 6500 460,0 6500 460,0 7400 450.0 7400 450.0 7638 GR 450,0 1825 437,0 1825 431,0 8136 437.0 8467 438.1 8461 GR 431,0 8580 440,9 8882 431,8 9040 431.6 9228 432.0 9319 GR 433.64 9393,00 433.40 9399.90 431,42 9412.00 427,56 9422.50 417.67 9432.50 GR 415.67 9436,30 412.61 9446.30 410.61 9464.10 411.67 9415.80 414,11 9485.10 GR 415.19 9493.00 411.64 9499.20 421.15 9507.20 424.14 9512.30 429.24 9535.40 GR 431.04 9557.10 440.5 9519 441.0 9625 438.1 9640 438.1 9659 GR 440.8 9618 440,5 9688 445.5 9141 443.0 9790 438.0 9825 GR 432.0 9832 432,0 10183 438.0 10334 445.2 10369 445.3 10380 ^ GR 441.4 10114 446.6 10911 445.3 11030 ' 446.6 11040 447.7 12326 NH O1 .20 3420 .18 3508 .20 1780 .045 9220 .075 ^ NH 9468 .14 10200 .045 12310 9.1 0 0 0 7180 0 10200 0 2650 0 10200 ET X1 0 91050 1.1 90 9.1 9220 9.1 9468 620 840 840 0 0 0 X3 10 0 0 0 0 0 0 439. 441.0 0 " GR 451.6 1113 446.6 1290 445.1 1368 441.6 1955 442,3 2024 2442 GR 437.2 2039 431.2 2310 431.2 2360 440.5 2427 431.9 GR 438.6 2951 439.3 3108 444.3 3122 442.3 3150 445,1 3293 GR 443.6 3340 440.0 3356 442.5 3420 433,8 3411 443.3 3508 ^ GR 442.5 3564 438,1 3855 440.2 3989 442.4 4000 439,5 4035 GR 439,5 4035 439.5 4165 440.6 4116 439,5 4259 439.5 4269 GR 439,5 4511 439,5 4568 439.5 4599 439.5 4664 439.5 4704 '- GR 439.5 4712 439,5 4164 439.5 4774 442.7 4859 441.2 4923 GR 438.1 4956 440.2 5398 438.1 5423 441.0 5560 450.0 5560 GR 450,0 5605 450.0 5620 450.0 5861 450.0 6043 450.0 6210 •- GR 460,0 6210 460.0 1100 450.0 1100 450.0 7226 450.0 1369 6 30APR96 10;52;31 GR 450.0 1388 450.0 1180 440.1 1180 441,5 GR 440,9 8494 431.5 8546 439.5 8684 439.5 GR 441.0 9031 437,0 9220 433.6 9282 415.8 GR 412.6 9353 412.6 9316 415.8 9319 430.8 GR 445.3 9604 449.3 9624 445,1 9645 441.9 GR 438,5 9198 438,0 9817 432.0 9855 432,0 GR 445.5 10193 445,5 10200 450.9 10911 452,2 NH 6 .20 3101 .10 3238 .12 1850 NH 9180 .10 10988 0 0 0 0 ET 0 1.1 9.1 9.1 9.1 O 7850 X1 92050 94 8831 9180 950 980 1000 X3 10 0 0 0 0 0 0 GR 451.6 1302 447,2 1701 445.3 2190 441.8 GR 439,3 2526 435.9 2536 435.9 2608 439.1 GR 439,5 2660 435.9 2992 440,0 3001 439.1 GR 442.3 3101 434.9 3139 443.8 3190 438.5 GR 445,3 3261 441.1 3367 441.8 3517 440.4 GR 442.9 3860 439,5 3982 439.5 4030 439.5 GR 439.5 4249 439,5 4583 439.5 4643 439.5 GR 439.5 4924 438.5 4960 450 4960 450.0 GR 450.0 5256 450.0 5269 450,0 5321 450.0 GR 450.0 5400 460,0 5400 460.0 6269 460.0 GR 460.0 6121 460,0 6133 460.0 6150 450,0 GR 450.0 6969 450.0 1550 450.0 7850 431.0 GR 431,0 1905 431,0 7911 437.0 8115 431.0 GR 437 8344 431 8650 436.6 8656 441.2 GR 434.89 8887 432.39 6890 426.94 8922 411,69 GR 410.69 8982.8 410,19 8991.3 410,19 9011 415.6 GR 430,60 9054.20 429,42 9019,6 441.30 9151,2 443 GR 443.6 9353 432 9409 432 9650 444.3 GR 446.2 10372 443,2 10738 444.7 10971 443,1 COE SECTILON 116 GR CARDS MODIFIED TO REPRESENT HIGH GROUND UPSTREAM TO MODEL NON- EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /NIGH FLOWS DIFFERENTLY. N- VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK INEFFECTIVE FLOW BELOW POND LEVEE El, 439.5 STA 3350 -4512 INEFFECTIVE FLOW BELOW ROAD LIVE[ EL, 431.0 STA 1500 -8338 ------------------------------------------------------------------- PROPOSED CROSS SECTION CHANGE AT JOHNNY THOMPSON PROPERTY FILLED TO ------------------------------------------------------------- ELEV 447 STA 9496 TO 10896 - - - - -- NH 7 .20 2792 ,05 2940 .12 1500 NH 8543 .015 8845 .10 10896 2908 3844 - ET 3889 1.1 9,1 9.1 9.1 7910 X1 92880 64 8543 8845 100 790 830 X3 10 GR 453.2 1194 451.1 1421 443,5 1558 441,3 GR 445,1 1817 441.6 1810 441.3 1940 441 GR 442.5 2348 445,5 2192 436.1 2838 444,7 GR 445.6 2940 442 3000 439.5 3350 439.5 - GR 439.5 3900 441.4 3931 439.5 4011 439,5 1880 8970 9321 9420 9619 10120 11311 .045 0 9800 0 441.2 2200 2618 3041 3209 3603 4115 4899 5185 5376 6300 6750 1850 8203 8831 8950 9021.8 9180 9110 10988 437.2 440.2 412.6 442.1 441.2 446.5 444.7 8837 0 2810 0 440.0 442.5 438.8 442.1 444.3 440.6 439,5 439,5 450 450.0 460.0 450,0 431,0 431,0 438.89 413.69 429.09 445.6 442.2 PAGE 1 8369 8980 9328 9468 9736 10187 12310 .075 0 9800 0 0 2454 2652 3063 3238 3840 4204 4911 5248 5319 6411 6757 1879 8218 8852 8955 9045,70 9264 9796 .045 8506 .10 9120 2730 9120 1622 445.1 1681 2025 445.4 2096 2887 440.3 2908 3844 439.5 3889 4213 440,2 4293 w w w w w w w w 30APR96 10:52 :31 PAGE 8 GR 439,5 4560 450 4560 450 4186 450 4935 450 437 5121 1617 GR 450 7416 450 1500 439,1 1500 437.6 437 7557 8217 431 8338 GR GR 431 438,9 7772 8506 437 436.9 1910 8518 431 441.2 8212 8534 441.4 8539 440,6 8543 GR 431,1 8548 435,9 8552 433.1 8559 429,4 8580 425,9 8587 GR 434.2 8613 415.9 8696 415.9 8136 423,3 8152 432.8 8799 GR 440,1 8845 440,8 8953 444,3 8961 444,3 9135 444.4 9488 GR 442,3 9496 441 9515 447 10888 445 10896 COE SECTION 111 GR CARDS MODIFIED TO REPRESENT HIGH GROUND UPSTREAM TO MODEL NON EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY N VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK INEFFECTIVE FLOW BELOW PONO LEVEE EL, 439,5 STA 3862 INEFFECTIVE FLOW AT DITCH STA 8020 -8329 NC ,07 ,06 06FROM EF- CDC,DAT NH 08 ,20 2595 .05 2131 .12 6450 .12 6861 .040 NH 8020 .035 8800 ,06 9102 ,045 13121 8293 9130 2520 9130 ET 7,1 9,1 9,1 9,1 ------------------------------------------------------------------- PROPOSED CROSS SECTION CHANGE AT JOHNNY THOMPSON PROPERTY FIILFO TO ELEV 441 STA 9622 TO 10922 X] ------------------------------------------------------------------- 93660 87 8800 9102 1150 690 180 X3 10 440 441 GR 451,3 1000 445,5 1272 445.2 1602 444.2 1140 443.4 1851 GR 441 1866 444,8 1816 445 2017 442.6 2149 442.6 2158 GR 442,5 2551 442,5 2560 442,5 2595 443.9 2664 431,6 2685 GR 431,6 2709 444.1 2731 444.6 2113 440.1 2794 441.3 3149 GR 444.1 3159 439.7 3210 439.5 3661 443 3615 442.8 3690 GR 441,1 3852 439,5 3862 441,1 3874 444,5 4130 450 4130 GR 450 4365 450 4378 450 4428 450 5092 450 5113 GR 450 5191 450 5228 450 5331 450 5390 450 5410 GR 450 5946 450 6090 450 6190 450 6221 450 6450 GR 443.6 6450 445,8 6861 445,8 6861 443,5 1511 445 1592 GR 442.8 8020 442,8 8229 442.8 8293' 441.9 8329 441.9 8329 GR 441,9 8329 441,9 8329 440.2 8652 439 8800 438,1 8868 GR 431,4 8874 436,8 8915 418,2 8958 416.8 8964 414.5 9002 GR 416.8 9041 441.7 9102 444 9130 445,9 9154 445.9 9554 GR 443.2 9622 447 9631 447 10920 446.9 10922 449,2 11046 GR 442,3 11085 441,9 11108 449,2 11143 441.2 11247 444,4 11267 GR 443,1 11461 443,9 11720 444.5 11126 449.5 ]2]58 445.9 12530 GR 442.8 12550 448.4 13121 SECTION 93670 AT CARROLLTON DAM FROLN EF -CDC MODEL LEFT OVERBANK OF EF -CDC SECTION MODIFIED PER 1991 TOPO GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON - EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY N- VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK INEFFECTIVE FLOW BELOW El. 440 STA 3010 -3300 DUE TO HIGH GROUND NC .01 .1 .06FROM EF- CDC.DAT 30APR96 10:52:31 PAGE 9 NC NH 8 .20 1931 .5 .05 ,7 2061 .19 2997 12 5186 .15 -- NH 6191 ,040 8700 .033 8410 .045 10220 7650 8500 1850 8500 ET 7.1 9.1 9,1 9.1 TOP OF CARROLLTON DAM D 434 -------------------------------------------------------------------- PROPOSED CROSS SECTION CHANGE AT JOHNNY THOMPSON PROPERTY FILLED TO [LEY 441 STA 8895 TO ------- 10195 - - - - -- -------- X1 - - - - 93710 -- ---------------------------------------- 53 8200 8410 50 50 50 X3 10 441 441 GR 445 1000 445 1080 446 1180 446 1240 442.6 1485 GR 442.6 1931 443.9 2000 431.6 2021 437,6 2045 444.7 2067 GR 444,6 2109 440.1 2130 441.3 2485 444.1 2495 439,1 2546 GR 439,5 2997 443 3011 442.8 3026 441,1 3188 439.5 3198 '- GR 441.1 3210 444,5 3466 450 3466 45O 5186 450 5186 GR 443.6 5186 445,8 6191 443.5 6841 445 6928 446.6 6943 GR 442.8 1355 442.8 1428 442.8 1580 442.8 1610 442.8 1630 GR 442.8 1670 441,5 7690 440.5 7830 441 1940 439 8200 GR 431,5 8225 431,5 8274 434 8275 434.3 8390 437,2 8391 GR 437,5 8420 439 8410 443.5 8620 443.2 8895 441 8910 GR 447 10187 445 10195 445 10220 COE SECTION 118 SANDY LAKE ROAD SECTION REPLACED BY EXISTING SANDY LAKE ROAD BRIDGE SECTION 93130 FROM EF - CDC MODEL. SECTGION REVISED TO MATCH TOP OF ROAD PER 1, GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON- EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /NIGH FLOWS DIFFERENTLY. N- VALUES IN LOB UTILIZIEO TO BALANCE FLOWS IN OVERBANK NC .3 5FROM EF- CDC.DAT NH 1 .20 2480 .20 3300 .09 6100 .15 6600 .040 NH 8510 .060 8800 .045 9270 ET 1.1 9,1 9.1 911 7900 8600 2200 8800 SANDY LAKE ROAD BRIDGE X1 93150 59 8510 8800 40 40 ' 40 X3 10 443 BT 2 8510 447.43 443.53 8800 441.85 443.95 GR 446.8 1031 447.3 1200 445.3 1535 442.6 2000 442,5 2160 GR 442.5 2370 442.55 2480 442.3 3299 442.3 3300 442.3 3301 GR 443 3550 446.7 3850 450 3850 450 5800 444.3 5800 GR 443.9 6015 444.9 6100 445.5 6435 444.8 6600 443.52 6894 •-- GR 443,69 6941 444,05 6991 444,15 7036 44435 7085 444.41 7139 GR 444,69 1189 444.92 1238 444.21 1331 444.38 1319 444,32 7425 GR 444.41 1473 444.33 1518 443,95 1565 443,99 1613 443,13 1663 GR 443,61 7110 443.46 1163 443.65 1840 443.50 1910 443.64 8023 GR 443.73 8081 443.59 8134 443.5 8188 443.3 8243 443,44 8284 GR 444,61 8351 446,08 8411 447.43 8510 443.53 8510 436 8640 GR 418 8650 420 8610 414.5 8700 443.95 8800 441.85 8800 GR 441.49 8829 446,66 8953 445.9 8953 445.9 9210 COE SECTION 119 SANDY LAKE ROAD SECTION REPLACED BY EXISTING SANDY LAKE ROAD BRIDGE SECTION 93760 FROM [F-CDC MODEL. SECTION REVISED TO MATCH TOP OF ROAD PER 1991 TOPO w w w w 30APR96 10:52 :31 PAGE 10 .15 6600 .040 8800 2200 8800 443 .04 GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON- EFFECTIVE 9100 FLOW AREAS IN LOB 8735 454.2 446 439 439 K3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY 446.6 1532 N- VALUFS IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK 4146 4423 NH 1 .20 2480 .20 3300 .09 6100 NH 8510 .060 8800 .045 9210 443 7457 ET 440.2 1.1 9.1 9.1 9.1 8193.40 1900 8802.40 SANDY LAKE ROAD BRIDGE 8902.50 8943,30 439.42 8951.80 9030 X1 93180 9095 442.5 9110 30 30 30 X2 1 X3 10 SECTION 93840 ADDED TO EFEXREV,DA1 TO MODEL 60' WATER LINE AS A BRIDGE NEW DATA FROM 1991 TOPO STA 8560 -9015 REMAINING DATA COPIED FROM SECTION 93890 BELOW, X1 CARDS ADJUSTED ADD CHANNEL SECTION PER CARROLLTON (NONCE) SURVEY FOR THIS X SECTION (1 -94) RAISE GROUND ELEV. TO 443 STA 6833 -8560, ROAD LEVEE DOWNSTREAM RAISE GROUND ELEV, TO 442.3 STA 2100 -4200, ROAD LEVELL DOWNSTREAM NH 6 .16 3450 .01 5500 .15 6833 NH 8988 .045 11302 ET 1.1 9.1 9.1 9.1 8050 60" WATER IILNF AERIAL CROSSING X1 93840 91 8135 8988 60 60 60 X3 10 BT 6 8120 439.8 439,8 8133 452,4 446 BT 8988 454,2 446 8990 452,4 446 9005 GR 459.2 1070 459.2 1010.1 450.4 1013 449,2 GR 444 1262 442,2 1272 442 1307 445.8 GR 445 1632 441.4 1663 442.8 1826 440 GR 442.3 2100 442.3 3015 443.2 3219 442,3 GR 445.7 3859 442.3 3886 442.3 4126 442.3 GR 450 4201 450 4414 450 4411 450 GR 450 4492 450 5500 442 5501 440.7 GR 444.4 5896 443.4 6042 455.1 081 452.2 GR 441.4 6341 445.6 6736 443,1 6153 443.1 GR 443 1161 443 1241 443 1434' 443 GR 443 8220 443 8225 443 8241 443 GR 439.8 8120 439,7 8733 439.6 8135 441.22 GR 431.62 8110.20 436,22 8186 433.42 8790,40 430.42 GR ,,422.42 8821.90 419.42 8831.10 416,42 8868.10 418.92 GR '429.42 8913.90 434.32 8924.1 437.92 8932.80 431.42 GR 438.8 8988 438.9 8990 439 9005 439.4 GR 444.4 9053 440.5 9015 440.1 9091 440.1 GR 442.1 9140 444.3 9385 446.1 9608 444,1 GR 445.6 11302 COE SECTION 120 GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS /HIGH FLOWS DIFFERENTLY N VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK NC .01 .01 .06FROM EF- CDC.DAT ADD CHANNEL SECTION PER CARROLLTON (NONCE) SURVEY FOR THIS X SECTION (1 -94) RAISE GROUND ELEY, TO 443 STA 6833 -8241 ROAD LEVEE DOWNSTREAM PAGE 10 .15 6600 .040 8800 2200 8800 443 .04 8135 .06 9100 2450 9100 442 442 8735 454.2 446 439 439 0 1117 445.6 1129 1328 446.6 1532 2411 439.9 2100 3450 442.3 3598 4146 4423 4200 4461 450 4411 5162 443 5883 6125 442.5 6141 6158 443 6833 1439 443 7457 8560 440.2 8690 8146 440.40 875111 8193.40 425.92 8802.40 8888.7 423.42 8902.50 8943,30 439.42 8951.80 9030 444.2 9043 9095 442.5 9110 10231 442.3 10244 30APR96 10.52:31 ^ RAISE GROUND ELEV TO 442.3 STA 2800 -420(1 ROAD LEVEE DOWNSTREAM ... NH 6 .13 3450 .01 5500 .15 NH 9001 .045 12631 1111 445.6 445,8 ET 446.6 1.1 9,1 9,1 9.1 3450 X1 93890 91 8110.2 9001 50 50 X3 10 443 452.2 6125 442.5 443.1 GR 459,2 1070 459,2 1010 450.4 1073 GR 444 1262 442,2 1272 442 1301 ^ GR 445 1632 441.1 1663 442.8 1826 GR 442.3 2800 442.3 3015 443.2 3219 GR 445,1 3859 442,3 3886 442,3 4126 GR 450 4200 450 4414 450 4417 GR 450 4492 450 5500 442 5500 GR 444.4 5896 443,4 6042 455.1 6087 GR 441,4 6341 445.6 fi736 443.1 6753 GR 443 1161 443 7241 443 1434 GR 443 8220 443 8225 443 8247 GR 441.46 8151.1 438.68 8110,20 431.28 8186 .— GR 426.98 8802.4 423.48 8821.9 420,48 8837.10 GR 424.48 8902.5 430,48 8913.9 435,38 8924.1 GR 440.48 8951.8 440 9002 440.8 9001 GR 440,1 9091 440.1 9095 442.5 9110 ^ GR 446.1 9608 444.7 10231 442.3 10244 GR 438,8 11309 439.3 11323 437,4 11330 GR 437.9 11629 439.6 11639 443.7 11100 ^ GR 444 12303 445.1 12631 COE SECTION 121 ET CARD USED TO MODEL LOW FLOWSAIGH FLOWS DIFFERENTLY INEFFECTIVE FLOW BELOW POND LEVEE EL 442 STA 2603 -3368 N VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK WC .0 ,09 O6 ,1 .3FROM EF- CDC,DAT CHANNEL SECTION BELOW WSEL MODIFIED PER IF-CDC (1 -94) NC ,1 .3 NH 5 .11 2783 .01 4143 .040 •- NH 11513 ET 1,1 9,1 911 911 DENTON CREEK CONFLUENCE X1 91110 91 5844 6055 680 1670 _ GR . 452,5 1000 448.8 1012 449.2 1165 GR '446.8 1262 445 1313 445 1800 GR 444.3 2390 445,3 2517 442 2603 �- GR 442 2783 442 2811 442 3306 GR 446,1 3494 445.9 3532 446,9 3531 GR 445 3599 444.5 3632 442 4134 GR 445,2 4602 443.7 4698 445,9 4114 ^ GR 441.4 5110 443.1 5738 444.9 5844 GR 423.5 5933 423.5 5950 435,4 5991 GR 443 6114 441.6 6321 443,8 6531 ^ GR 439.1 7262 439.1 7509 435.2 1530 GR 441,9 1740 441.3 1154 440.5 1151 GR 435.3 7858 436,4 1862 438,4 1870 GR 444,6 8540 4151 8581 435.3 8651 6833 .04 8710.2 8050 9100 2450 50 442 2744 442 442 442 449.2 1111 445.6 445,8 1328 446.6 440 2411 439.9 442.3 3450 442.3 442,3 4146 442.3 450 4461 450 440.1 5862 443 452.2 6125 442.5 443.1 6758 443 443 1439 443 442.5 8633 442.28 434.48 8190,4 431.48 417.48 8868,10 419.98 438.98 8932,8 438.48 440.1 9010 444.1 442.1 9140 444.3 445,6 11302 443.6 436,2 11331 435.4 445.1 11703 446.6 5844 .06 6055 4143 10019 2300 3820 448 441,5 1253 442.] 442,8 2118 442 442 2744 442 442 3368 441.3 446,1 3582 443.2 444,3 4363 444,3 441,5 4743 435.4 423,5 5916 439,8 442,2 6055 442.9 439 7223 439.3 439,6 7668 439.1 435,3 1788 444 44],8 8111 441.] 443,1 8813 PAGE 11 ,06 9100 1129 1532 2800 3598 4200 4411 5883 6141 6833 7451 8746 8193.4 8888.7 8943.3 9073 9385 11305 11623 11183 .045 10019 1]78 441,5 1253 2091 442,8 2118 2101 442 2744 3311 442 3368 3541 446,1 3582 4222 444,3 4363 4133 441,5 4743 5815 423,5 5916 6001 442,2 6055 7048 439 7223 1560 439,6 7668 i76d 435,3 1788 79]8 44],8 8111 8665 443,1 8813 PAGE 12 30APR96 10:52:31 GR 442,6 9231 441,9 9246 443.6 9312 445 9392 442.7 9519 GR 442.8 9148 446.9 9992 445.9 10019 435.7 10035 435.7 10084 ... GR 445.1 10119 441.7 10523 443.1 10553 444.9 10613 444.1 10611 GR 446,6 10630 441,8 10823 445,4 11125 446 11144 449,1 11174 GR 441,7 11186 447,1 11476 446.1 11486 445.8 11512 442.5 11530 GR 442 11540 447,8 11513 30APR96 10;52;31 11 U.S, ARMY CORPS OF ENGINEERS FORT WORTH DISTRICT T2 UPPER TRINITY RECON STUDY ELM FORK TRINITY RIVER REV. EXIST COND. ., T3 50 YEAR DISCHARGE J1 ICHECK INO NINV IDIR STRT METRIC HVINS 0 -1 3 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IB 2 -1 WSEL FO 438.11 CHNIM ITRACE PAGE 13 30APR96 10,52;31 T1 U,S, ARMY CORPS OF ENGINEERS FORT WORTH DISTRICT T2 UPPER TRINITY RECON STUDY ELM FORK TRINITY RIVER REV, EXIST COND. T3 100 YEAR DISCHARGE 31 ICHECK IND NINY IDIR STRT METRIC HVINS Q -1 4 J2 NPROF IPLOT PRFVS XSECY XSECH FN ALLOC IBN 3 -1 NSEL FQ 439.28 CHNIM ITRACE PAGE 14 30APR96 10:52:31 T1 U.S. ARMY CORPS OF ENGINEERS FORT WORTH DISTRICT T2 UPPER TRINITY RECON STUDY ELM FORK TRINITY RIVER REV, EXIST COND, T3 500 YEAR DISCHARGE J1 ICHECK INO NINV IDIR STRT METRIC HVINS 0 1 6 J2 NPROF IPLOT PRFVS XSECY XSECH FN ALLDC IB 15 - 1 WSEL FO 444.50 CHNIM ITRACE PAGE 15 30APR96 10:52:31 PAGE 16 THIS RUN EXECUTED 30APR96 10:52:35 kkkk** kkkkkkk *kkkkk * *k * * *kkkkkkkkkkkk HEC -2 WATER SURFACE PROFILES Version 4,6,0; February 1991 kk* k** kkk * *kkkkk *kkkk * * * *k *kkkkkkkk *k NOTE- ASTERISK l *1 AT LEFT OF CROSS - SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST MULTIPLE PROFILE MODEL 1 SUMMARY PRINTOUT SECNO CWSEL 0 ELMIN SSIA ENOST TOPWID 85000,000 435,81 22400.00 85000.000 438.17 36500,00 85000.000 439.28 44200.00 85000.000 444.50 84300.00 k 86560.000 436,10 22400.00 * 86560.000 438.41 36500,00 * 86560.000 439.49 44200.00 * 86560.000 444.64 84300.00 * 87530,000 436.06 24400.00 k 87530.000 438.43 39900.00 * 81530.000 439.54 48600.00 * 81530.000 444,71 91200,00 81800.000 436.32 24400.00 81800.000 438.58 39900.00 81800.000 439.64 48600.00 87800.000 444.11 91200.00 81869.000 436.42 24400.00 * 81869.000 438.68 39900.00 * 81869.000 439.14 48600.00 * 81869.000 444.74 91200.00 87810.000 436.42 24400.00 81810.000 438.69 39900.00 87870.000 439.14 48600.00 * 81810.000 444.11 91200.00 81960.000 436.11 24400.00 87960.000 439.13 39900.00 87960.000 440.26 48600.00 87960,000 445.70 91200.00 412.00 412.00 412.00 412.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 410.00 1102.85 880.00 880.00 880.00 2098.95 2021.13 2015.10 2000.00 2098.15 2021.95 2019.69 2000.00 1125.19 1089.50 1088.51 1084.16 1906.86 1882.40 1819.71 1861.14 1906.73 1882.39 1819.15 1861.33 1902.54 1881.21 1818.46 1853.33 5110.16 1139.36 5116.47 3999.52 5179.44 4299.44 5193.39 4313.39 7100.00 2525.21 7100.00 3245.13 1100.00 3448.63 1100.00 3470.58 1592.60 1131.36 1603.54 2226.39 7608.66 2289.53 1620.00 3411.86 6340.32 911.21 6480,00 "1580:15 6480.00 1593.86 6480.00 1691.63 1056.83 189,15 1062.54 843.13 7065.11 859.39 7469.93 1109.10 1056.86 189.39 1062.54 843.16 1065.20 859.54 1469.93 1709.05 7051.59 791.39 1063.67 850.10 7066.49 867,51 1469.94 1135.96 VCH 2.03 2.20 2.15 2.03 1.24 1.48 1.58 1.84 5.71 5.83 5.73 5.01 5.64 6.80 1.06 6.91 5.67 1.18 7.82 9.02 5.13 7.21 1.82 9.54 5.53 6.86 7.41 9.61 30APR96 10,52;31 - SECNO CWSEL 0 FLMIN SSTA ENDST TOPWID VCR •- 81961,000 436.12 24400,00 410.00 1902,50 7051.60 191.46 5,47 87961.000 439,14 39900.00 410,00 1881.26 7063.68 850,15 6.83 87961,000 440.26 48600.00 410.00 1818,46 1066,50 861,51 1.40 - 81961,000 446.40 91200,00 410.00 1841.58 7469.95 1155.30 1,55 88000.000 436.76 24400.00 410.00 1015.93 6310.50 684.65 6.05 88000.000 439.20 39900.00 410.00 1015.15 6310.88 116,01 7.38 ^' 88000.000 440.35 48600.00 410.00 1015,61 6500.00 1569.29 1.84 88000,000 446.62 91200,00 410.00 1015,21 6500,00 1609.11 1,11 ... 88030,000 436.81 24400.00 410.00 5935.66 11100.22 188,15 5.84 88030,000 439.34 39900,00 410,00 5925.29 11100.86 834.09 1.24 88030.000 440,49 48600.00 410.00 5921.25 11447,43 1566.42 1.18 88030.000 446.85 91200.00 410.00 5900,09 11479,25 1618.94 6.09 88050.000 436,91 24400.00 410,00 5935.45 11100,23 789.13 5.81 88050.000 439.40 39900.00 410,00 5925.08 11100.81 834.95 1.20 - 88050.000 440.56 48600,00 410.00 5921.02 11441.16 1561.65 7.12 88050.000 446.92 91200.00 410,00 5900.09 11479.51 1619,36 6.06 88160.000 437,04 24400.00 410.00 6755,00 9127,12 654,51 1.15 - 88160,000 439,63 39900,00 410.00 6155.00 12115.00 1450.00 8.31 88160,000 440,82 48600.00 410.00 6755.00 12115.00 1450.00 8,85 88160.000 441.07 91200.00 410.00 6155.00 12175.00 1450,00 9.25 88450.000 438,02 24400.00 410.00 2550,00 1420.00 1841.94 6,86 * 88450,000 440.97 39900,00 410.00 1850.00 1420.00 2944.16 6.43 r 88450,000 442.23 48600,00 410.00 1850.00 1420.00 2956.16 6.52 x 88450.000 448.24 91200,00 410.00 1850.00 7420.00 3085,00 6,27 * 89230,000 439,12 24400.00 409.90 1800.00 9313.01 1202,65 3.96 - x 89230,000 442,14 39900,00 409,90 3900,00 11110,00 5236.11 3.30 * 89230.000 443,28 48600.00 409.90 3900.00 11110.00 5418,01 3.14 ' 89230,000 448.84 91200.00 409.90 3900.00 11110.00 54.18,08 2.50 90210,000 440.41 24400.00 410,67 7825.00 9578.76 1689.31 4.38 90210,000 442.54 39900.00 410,61 3200.00 10356.01 5318.16 3.10 90210,000 443.62 48600.00 410,61 3200.00 1036130 5314.81 3.08 _ 90210,000 449.00 91200.00 410,61 3200.00 10369,00 5444.00 2.81 91050.000 441,18 24400,00 412,60 1180.00 10162.43 2051.45 4.15 - * 91050,000 442.96 39900.00 412.60 2650,00 10110.63 4928.43 3.98 k 91050,000 443.98 48600,00 412,60 2650.00 10115.38 5095.92 3.86 91050,000 449.19 91200.00 412,60 2650.00 10200.00 5328.81 3.20 * 92050.000 442.00 24400.00 410.19 1850.00 9698,79 1651.18 2,43 k 92050.000 443.69 39900.00 410.19 2810.00 9800,00 3845,55 2,64 92050,000 444.65 48600.00 410.19 2810.00 9800,00 3990,11 2.14 92050.000 449.56 91200.00 410.19 2810.00 9800.00 4100.00 2.80 PAGE I1 30APR96 10;5 ?,31 SECNO CWSEL 0 R MIN SSTA [NOS[ TOPWID VCH 92880.000 442.40 24400.00 415.90 1910.00 8956,61 1046,61 3.41 92880.000 444.06 39900.00 415.90 2199,06 8960.45 3179.65 2.91 92880,000 445.02 48600,00 415,90 2194,36 9120.00 3372.42 3.09 92880,000 449.83 91200.00 415.90 2130,00 9120.00 3450.00 3.15 93660,000 443,12 24400.00 414,50 8293.00 9119.26 826,26 4.82 93660,000 444.65 39900.00 414,50 2520.00 9130.00 3642.80 5.13 93660.000 445.62 48600,00 414.50 2520.00 9130.00 4201. ?8 5.04 93660.000 450.26 91200,00 414,50 2520.00 9130.00 6610,00 4.00 k 93710.000 442,94 24400,00 434.00 1650,00 8500,00 850,00 10,09 x 93110,000 444.61 39900.00 434.00 1850.00 8500.00 3480.08 8.96 93710.000 445,60 48600.00 434.00 1850,00 8500,00 4118.10 8.44 93110,000 450,26 91200,00 434,00 1850.00 8500,00 6650.00 6.31 93150.000 443.88 24400,00 414.50 1900.00 8199.14 698,59 1.07 * 93750,000 444.13 39900.00 414.50 2200.00 8800.00 3739,88 8.62 x 93750,000 446.00 48600.00 414.50 2200.00 8800.00 4490,53 6,36 « 93150,000 450.45 91200,00 414.50 2200.00 8800,00 6600.00 2.58 93780,000 444,15 24400,00 414.50 1900.00 8800.00 714.35 6.96 * 93780.000 445.86 39900.00 414.50 2200,00 8800.00 4414,60 5.51 93180,000 446.29 48600.00 414,50 2200.00 8800,00 4534.45 5.63 93180.000 450.49 91200.00 414.50 2200.00 8800.00 6600,00 2.56 " 93840,000 444.89 24400,00 416.4? 8050.00 9100.00 1050.00 5.12 x 93840,000 446.25 39900.00 416.42 2450.00 9100,00 4912.05 3.01 * 93840,000 44638 48600,00 416,42 2450.00 9100.00 5084.61 3.22 x 93840.000 450.60 91200.00 416.42 2450,00 9100.00 6592.03 2.36 93890,000 444,93 24400.00 411,48 8050.00 9100,00 1050,00 5.66 93890.000 446.28 39900.00 417.48 2450.00 9100.00 4919,09 4.06 93890,000 446.11 48600.00 411.48 2450.00 9100,00 509 ?.16 4,40 93890,000 450.62 91200.00 417.48 2450,00 9100,00 6592.14 3,16 * 91710,000 446.01 24400.00 423.50 4143.00 10019.00 5204.14 1.40 k 97710.000 446,86 39900.00 423.50 2300.00 10019.00 1679.83 1.64 * 91710.000 441.34 48600.00 423,50 2300.00 10019,00 1119,00 1.18 * 97.110,000 450.95 91200,00 423.50 2300.00 10019,00 1119.00 1,1? PAGE 18 30APR96 10:52:31 SUMMARY OF ERRORS AND SPECIAL NOTES WARNING SECNO= 86560.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 86560,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 86560.000 PROFILE = 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 86560,000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 81530,000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 87530,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 87530,000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 81530.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 81869,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 87869,000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 81869,000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE �- WARNING SECNO= 87810,000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 81961,000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 88450.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 88450,000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 88450,000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 89230,000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 89230,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 89230,000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE .. WARNING SECNO= 89230.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 91050,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE '- WARNING SECNO= 91050,000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 92050,000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE, ACCEPTABLE RANGE -- WARNING SECNO= 92050,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93110,000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93110.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93150,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93750,000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93150,000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93180.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93840.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93840,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93840.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE _ WARNING SECNO= 93840,000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 91110,000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 91710,000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 91710.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 91110.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PAGE 19 NO||�^ ----- -> ^ | -- — ' - - — ~ � | ~~ ~~ \ / \ � ~ \ '' ~~ ++ �� ov � '— ~ � _ --- | ____ Lu — L. | m `� CD | NO||�^ 40 kh 44 0 < ------------------- t 420 NIP [IN F 1 1 - d j 420 T (f , ' I: ".�" ,.� ��i .! ` i 4 odo Ll 6 o Q000 I i o 0 0 7000 u STATION SECTION 93660 i I - = A; 0 ,--, 0 0 0 1 � I'l 17 _~ -------�--- / ' ---- = � / LO � O CD \ \ ~~ | | [ \ _ CD CtN Ljj ` [` ` ( `J) || ~+ || i� [� O -' U-1 k1 [] [] ,+ ~ ' CD o o o n o m o ~~ CD CtN Ljj ... ... ... ... ... 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' A r 44 .� +44� 1 IO 3 ( +446 _ 1 O 1 I / 44 i l / �, + 345 4 � /f + 446 5 _ U 1 - o 440 -- + 3 1H + i + 444 6 I � 1 0 , � � + 4 t a �/ � �, + 44, 5 I # 44 LL 3 4v` 5 / / / 4 1 +44 - -- IRAIh AREA PROPOSE TO BE FILLED __ �l , , I,II� , , , _ ___ - 4a8 , �J �J7 \ ,I � + 439 6 '9. 4 _ - 14 4 / / ' 'W4*4 1 aK 8 / 4 14 + 14 1 4 - = - 36 � � � \ aal \ I I i _ v I / , / I + a44 3 T 44a z + 4a4 i s \ \ + 3 a 1a +44r �m j � - -jI 4 1 11� + sa \/ p 4 44 r +147 y 4.p t 0 / A �� l d V) .141 1 ( r41 �� \ o 11 �� 1 �II�I \ 1 - / �I 4"4 + 44 - — 4 _ CO 2351 _ / W 14 1 5 I 1 1. �_ - 4 �. 4 a�1 v� �® 4 — .� 5 14 , ]� 440 OF TH IS SE CTI ON - > — - _ _ ► 4 �, g NO CHANGE TO FIS DO — — - - -_- �/ I � � + 4�4 a + 4 � + � I 14 , �i l 0 + 432 3 f� / r 447 v rF HA3F '� i - i 8 + 4 . 14/ y + 44 5 4 4 / I / - 434 5 / + + 4 _ r Q :9-a � � / � � _ / ,�. v 4 � . 4 s�, � ' q �� f 1, � � I ( n � /�1�� ' / � i :7r � �- 1 �V 4� 4a J s4. 1 _ , / � I 1 � t �� 4 ✓ �' � !A - 4 f1 1 } r / o % �'t ►` 11n 9 ',� -.-. 1 - - +447 d r i44� i � 1 s Z Y 44v 1 I I , \� 1 4 4 + n r I �a 4 �1 � ,� / I � �� 1 � � '\ V 1 a s l 5 � `��ryj v� 4., V\ �v +4ki 1 V � I � 3a. , I � I t r � � ..,. , + .tom +... - L � 7 1 � 1 - _ I I � � � � I h ' � \ • ? - _ L - 1 i - -- + a� �� c - / �� 1 '4 VD 9 iii -- - -- 7g 446 3 + 44 7 - -- _ a l , s _ F� 3z -_ O ~ 1 „ , t 147 _ a a ' ` a 0 6 44° A` . 44 �� _ 1 ra4�k - - a4�.i MC AR� ) r POND 44' i aE ON[) J I„ i�� ? - �.t -� � I - �/ �� I 'l[ '('� ,' ( 1 1._ rF _ .' + 4 �� I \ j / �`� �,) �i�l I �_ �� bsF.. + a6� , i OH M \ 1 �R01OG�' '�GI'�EFr.,'��3 / ; . 1 4 it - f v 1 3� 1 S �1 - - - - -- - , + a I p '+ s✓' 1' �41 � ��/ 411 1 I � [ � - -- -_ �� ,, � -- `-41�4'�1� i 1 I � �11 � � v, *� � I I � �� f A1'1��(.11l� 0010 Ui f 1�1 - II 1 I g /�� - - 4a, s4s ��, �+ � �� +a40 +� 4 r r- , I r 44 4 4 +443 3 FILL k '��{ �11 ��' Is u ((�� ( �O 4, 4) -_i , = r 14,' 1 a I I / ✓''l � -, ' H�J�IP '� I.14 aax, _ rA a • y �� x,444 I 1 4a� fa• 1' _ x4 31 l ) 4 > > , .>L 1 k J I i X44 N i } � I I 40 / 1 o F.L'�1 I O��h I I�I IZ RIVER �-- � � � — _ _ � — I r 1 N F1 I ,001)PL_�I N AN I) I I100DI AY I J� �IE1,IF:A'h1ON OI' �1 XI �' TI 'N G � � � - _ - -_ = .l ) ( � �1�f �/ aa' , 1 � I ♦• � a � - r / � �� f` 4'4 1 1 _ i ,II � _ I I� ' � � ' I - i \ \ i _ 44 1 I I I I 1 (,. � F ILL I rF 11. I I I 1 .44' ' I � 14 4 . 14 .147 +4 .1 � 1 l I - -�445 441 I I I 1 DAT 96 1 I 1 / I+ I�_ RA F FL D t + v 0 s. 5 \ / / 1440 y / i� I I,' 4� µ, 14 1 1 — 1 � � 'I A_ I I I 4, _ •� / + 4s4 l �\ , ' ' , }ONU + �S , 41 A A �� + 4 3N 1 Is \ I PHASE 1 1_OURSE 1 1 a a In 11 1 4 �i 1 1 ` } 4444 � � A � - y"' 4 14 .j, iI i i f 40 . I 14 �t 3 11 � �'� { D � 1 ♦ 44' 4 _�N1 + 141 \ 1 „ \ \ ( n _ \ Z / �)�.S.a "�t 3 � i � 1 V � � �111�� 11 ( � �� 1441 3 , 1 J / ' 1 .a y � � 1 11 I �•j ,_ _ 1 1• I J 1 ` \� +,4� 1 vti V / U M N M V �1 0 0 r� :idl L •LI �J U O 6vm 1. PROPOSED CONDITION DEVELOPED FROM MODEL (PREPARED FOR NCTCOG) BY MIKE DE14ELLA CORPS OF ENGINERS WITH JOHNNY THOMPSON PROPERTY FILLED ! HEC-2 WATER SURFACE PROFILES # ! + Version 4.6.0; February 1991 + ! ! ! .. t + RUN DATE 30APR96 TIME 13:08:18 + ! •" t a- .... 30APR96 13:08:18 PAGE 1 THIS RUN 111CUTID 30APR96 13:08:18 l ffftl flt!!ff!ltt :!! :t!l :ff!!tt!!fl :t NBC -2 NATIR SURFACE PROFILES Version 4.6.0; February 1991 t! fl: f !!! #!ffl :lf!!t :ltlttflfltltlt!! T1 U.S. Army Corps of Engineers - Fort North District T2 Upper Trinity River Feasibility Study PROPOSED COND. 73 Elm Fork Trinity River 100 YEAR T4 + ++ Revised Baseline Conditions M FILE:ELKCOE -P T5 Conveyance model. File: ELK- 11.DAT 16 Limitsi Elm Fork /Nest Fork confluence to river station 153328 77 Starting NSEL's from Trinity River main stem /Dallas Floodvay rating curve J1 ICHECI IN KINV IDIR STRT NITRIC HVINS Q MSEL FQ 0 8 0 0 0 0 0 0 442.43 J2 NPROF IPLOT PRFVS 1SECV 1SICH FN ALLDC IBM CHNIN ITRACE 1 0 -1 J3 VARIABLE CODES FOR SUMMARY PRINTOUT I x xxxlxxx xxxxx 11111 I x x x x x x I x x - 1 x xxxxxxx x111 x xxxxx xxxxx x 1 x x x x x x 1 x 1 x x xxxxxxx xxxxx xxxxxxx + U.S. ARMY CORPS OF ENGINEERS + HYDROLOGIC ENGINEERING CENTER + 609 SECOND STREET, SUITE D + DAVIS, CALIFORNIA 95616 -4687 + (916) 756 -1104 !! tt!# tfIt :f # :fft } }ttttt! }! }!ttlftttlt 38 1 43 42 4 26 53 J5 LPRNT NUMSIC ttttttttRBQUISTID SECTION NONBBRStttttttt -10 -10 J6 IRLBQ ICOP7 SUBDIV STRTH RMILR I I - NC 0.055 0.055 0.050 0.1 0.3 Mtt Discharge change Mtt Elm Fork at Carrollton Gage QT 7 4700 8700 14000 17900 25800 33200 Cross - section B1113. Rffective flow limit set at eta 7700 in LOB, at eta 10369 in ROB. Carrollton Landfill and Nclonish Park in LOB, Riverchase project and Golf Course in ROB. Channel data from NDN Nla Fork channel survey - cross - section IF1113 surveyed December 1993 /081COS Ila Fork channel surveyed June 1994. Note: Baseline project - Carrollton Landfill - in LOB. Project represented as completed per project pergit plans. Limits: cross-section 89694 - 93232 - - -- FBIII FIS -~ - - - ' I 9021 . NR 8 0.050 5860 0.140 6609 0.045 9390 NN 9579 0.140 9592 0.050 10369 0.070 12180 1 IDIPR96 13:08:18 11 89694 100 9402 13 10 0 0 GR 440 2610 440 GR 439.1 1870 437.7 GR 437.2 3132 436.5 GR 435.9 3471 435.9 GR 441.5 3835 443 GR 443.7 4049 441 GR 440 6005 439 GR 440 6374 440.2 GR 460.1 7323 460.1 GR 446.7 7513 445.2 GR 439.3 7638 440 GR 432.4 8215 433.3 GR 438.8 8658 440.8 GR 433 9334 434.1 GR 415.7 9443 412.7 GR 415.7 9503 420.1 GR 440.5 9688 445.5 GR 438.3 10309 437.7 GR 446.5 11084 446.5 GR 446.8 11500 447.2 F8N91050 I �-- ----- ------ -- - - -- -I 9579 800 1000 982 7700 0 10359 436 2820 437.2 2820 437.2 2896 437.7 2956 436.9 3205 436.5 3356 436 3554 436.9 3567 437.1 3915 441 3926 441 4064 441 5200 440 6052 440.8 6099 440.4 6450 452 6450 452 7328 457 7399 450.1 7535 440.3 7579 439.8 7649 434.8 7966 433.5 8334 438.1 8467 437.5 8858 440.8 8903 437.5 9390 434.1 9402 426.9 9453 408 9471 411.2 9509 430.8 9542 440.5 9747 441.1 9799 430 10337 445.2 10369 447.4 11187 446.5 11211 447.1 11594 447 11677 447.5 54 43500 0.140 9402 0.050 PIGS 2 2842 439.1 2850 3006 437.1 3023 3435 436 3417 3628 440.2 3807 4025 444 4036 5234 440 5860 6198 440.4 6339 6609 460.1 6614 7470 450.1 7478 7607 439.6 7626 8092 432.6 8136 8488 437 8580 9071 437.6 9228 9428 423.2 9434 9486 414.2 9493 9579 440.9 9592 9854 430 10169 10714 44617 10858 11290 446.8 11404 12094 447.5 12180 Cross - section 21114. effective floe limit set at sta 7530 in LOB, at ate .- 10187 in ROB. Carrollton Landfill and Nclanish Park in LOB, Riverchase project and Golf Course in ROB. Channel data from NON 11a Fork channel survey /OSACOR elm Fork channel survey Jose 1994. Note: Baseline projects - Sandy Lake Road and NcInnish Park Road Relocation and Drainage. Project represented as completed per project permit plans developed by SRI►, Inc. and CGA, Inc. Limits: cross - section 90532 - 93359 IN 8 0.075 3508 0.045 47B4 0.140 5860 0.045 9290 0.050 IN 9468 0.140 9540 0.035 10123 0.070 12500 11 90532 95 9290 9468 650 950 838 ... 13 10 0 0 7530 0 10187 GR 440.5 1407 440.5 2427 438.6 2439 438.6 2951 439.1 2977 GR 439.3 3108 444.3 3122 444.5 3235 445.1 3293 443.6 3340 GR 442.3 3441 442.1 3504 443.3 3508 442.4 3582 441 3595 GR 441 4784 442.7 4859 442.6 4882 440.1 4939 438.1 4956 OR 438.2 5000 439.2 5086 438.8 5180 440.2 5398 439.8 5445 GR 439.9 5508 441.7 5605 446.9 5641 447.2 5737 446.9 5778 GR 446.9 5860 452 5860 452 6251 460.1 6312 460.1 6915 GR 453.9 7068 450.1 7097 433.3 7172 430.6 7226 430.6 7260 GR 434.3 7311 434.2 7369 436.2. 7388 436.9 7419 435.9 7468 GR 436.4 7489 437.8 7542 439.4 7675 441.5 7860 440.6 7935 GR 441.3 7956 441.3 6008 440.2 8065 439.3 8197 43912 8457 GR 440.9 8494 439.1 8533 439.9 8792 441.3 9014 441.2 9071 GR 441 9100 440 9120 439 9140 431 9180 431 9290 GR 430.2 9296 422.1 9317 415.8 9317 413.7 9330 411.6 9342 PAGR 3 301PR96 13:08:18 ... ^ GR 410 9355 409 9365 411 9390 415.8 9395 430.8 9420 GR 430.8 9420 442.1 9468 443 9540 445.3 9604 449.3 9624 GR 441.9 9679 437.4 9832 437.4 9839 431 9867 431 10123 GR 446.5 10187 450.4 10772 450.3 10845 452.1 11149 452.1 11351 _ GR 447.6 12014 447.6 12093 447 12360 451.9 12399 451 12500 Cross- section IF115. effective floe limit set at sta 7450 in LOB, at sta 9706 in ROB. Carrollton Landfill and Nclnnish Park in LOB, Riverchase .- project and Golf Course in ROB. Channel data from NON Eli Fork channel survey - cross- section 111115 surveyed IN January 1994. IN 10 0.070 3190 01045 5321 0.140 6855 0.035 8250 0.045 IN 8655 0.035 6860 0.050 9145 0.140 9100 0.035 9740 0.070 11 12940 FENA FIS 92050 � ....................� I1 91530 95 8920 9145 1000 1000 998 ... 13 10 0 GR 446.8 1748 0 446 7450 1978 0 445.3 9706 1190 441.8 2200 411.7 GR 442.7 2331 442.3 2374 442.6 2405 442.5 2454 442.5 30559 9 GR 442.7 3063 442.3 3101 442.3 3170 443.8 3177 443.8 3190 GR 444.3 3238 445.3 3267 444.6 3313 441.7 3367 441.4 3444 GR 442.2 3516 442.6 3586 441.2 3599 441.2 3844 443.1 3855 GR 442.2 3882 441 3891 441 3995 441.6 3997 441 4024 GR 441 5321 441 5321 440.5 5390 450 5400 460 5600 .- r-- GR 460 6550 450 6750 436.5 6809 435.1 6855 435.1 6870 GR 431.6 6908 431.3 6927 432.5 6939 430.6 6969 430.6 7134 ^ GR 431.2 7155 431.6 7234 430.6 7248 430.6 7871 434.9 8240 GR 430.6 8250 440 8350 441 6415 442 8450 441 8580 GR 430 8655 430 8860 432 8880 432 8920 420.4 8949 GR 415.8 8966 412.7 8967 410.7 8994 410.2 9009 410.2 9023 GR 415.8 9033 424 9034 431.4 9057 439.8 9145 444.1 9183 GR 445 9200 445.6 9264 442.2 9365 432 9411 432 9655 GR 440.7 9690 446 9706 446 9740 446 10197 446.4 10284 GR 446 10300 446 11220 447.5 11247 446 11301 446 12083 ... GR 447.3 12192 445.7 12322 440.8 12390 441.6 12578 441.6 12675 GR 440.4 12785 444.9 12821 440.9 13846 442.3 12913 444.1 12940 Cross-section BF116. Effective floc limit set at ata 7600 in LOB, 8t 6t& 9270 in ROB. Carrollton Landfill and Kclnnish Park in LOB, Riverchase project and Golf Course in ROB. Channel data from KDK BID Fork channel survey. KH 10 0.070 2887 0.045 5100 0.140 7640 0.050 7860 0.035 ._ NH 8360 0.050 8550 0.140 8613 0.050 8799 0.140 8855 0.040 KH 12820 ..- FBKA FIS 92880 - - - - -� --------------- CL= 8723 ^ JOHNNY THOKPSOK PROPERTY 1 PAGE 4 30APR96 13:08:18 %i 92351 88 8613 8799 820 820 821 13 10 0 GR 452.5 1420 0 447 7600 1480 0 446.5 9270 1516 442.1 1580 441.3 1 GR 443.3 1650 460 1650 460 1910 441.8 1910 441.8 191 6 191 GR 441.8 2034 443.6 2100 460 2100 460 444.7 2500 2887 444 445.6 2500 2940 GR 443.8 2634 445.6 2670 3003 444.5 441 2800 3806 441.9 3815 442 3865 _ GR 442.8 2964 GR 441 3891 441 441 3936 441.4 3937 441 3952 441 5000 GR 440.1 5091 447 5100 450 5100 6659 460 445.7 5300 6813 460 446.4 6250 6852 GR 450 6450 GR 448.1 6872 447.2 448.5 6529 6981 444.4 447.2 7061 445.1 7075 445.1 7118 .- GR 445.7 7137 445.7 7161 444.8 7211 444.9 7254 443 435 7415 8550 GR 443 7640 440 7750 8613 430 425.5 7860 8656 430 415.9 8360 8696 413.7 8700 GR 434.2 8555 ^ GR 410.7 8717 434.2 410.2 8727 410.2 8730 415.9 8736 418.3 8740 GR 423.3 8752 423 8763 427 8780 432.8 8799 433.4 8824 GR 440.7 8855 445.2 8990 443.7 9164 444 9270 444.8 447.6 9455 11091 GR 447 9465 447 10820 442.2 443 10830 11630 442.2 440.9 10840 11706 442.7 11957 ^ GR 447.9 11367 445.3 11612 GR 442.7 11982 447.8 12174 446 12820 Cross-section BT117. Effective floe limit set at ata 8050 in LOB, at sta 9181 in ROB. Carrollton Landfill and K C I Rn i s h Park in LOB, Riverchase project and Golf Course in ROB. Channel data from 1DN Elm Fork channel survey. KH 8 0.070 2755 0.045 3901 0.140 6330 0.055 8400 0.035 RR 8495 0.120 8915 0.050 9102 0.045 12550 FBKA TIS �- ( 93660 790 460 442.5 441 443 447.7 451 446.1 445.6 443.5 446.9 438 434 439.8 416.8 415.6 446 445 443.5 6330 12550 49 460 442.5 441 443 447.7 451 446.1 445.6 443.5 446.9 438 434 439.8 416.8 415.6 446 445 443.5 1730 CL= 9007 1730 2520 442.5 2521 ._ JOHNNY TNONPSON PROPERTY 444.1 3159 3675 11 93141 93 8915 9102 760 740 X3 10 0 0 8050 0 9181 GR 444.4 1483 445.6 1520 460 1520 •- GR 444.8 1900 460 1900 460 2520 GR 442.1 2623 445 2755 441 2793 GR 444.1 317B 441 3197 441 3668 GR 442.8 4044 442.1 4095 447.4 4252 GR 450.4 4749 450 4775 450.1 5552 GR 450.1 5560 450.1 6221 450.1 6224 GR 445.1 6509 445.8 6581 446 6656 GR 445.8 6861 445.1 6901 444.4 7047 -"' GR 443.5 7511 443.5 7532 446.5 7566 GR 444.3 7938 442.8 7990 441 8080 GR 436 8250 435 8300 434 8345 GR 431.5 8495 433 8520 440 9565 _ GR 436.8 8915 433.8 8923 419 8956 GR 410.7 8992 410.2 9007 410.2 9021 GR 419.1 9047 441.7 9102 448.1 9181 GR 446 9535 447 9540 447 10870 ... GR 449.2 11143 448.2 11152 4443 11267 GR 443.3 11704 444.5 11726 442.8 12550 1 ... 30IPR96 1308:18 One foot dovnstreas of Carrollton Day. 11 8 0.070 2755 0.045 3901 0.140 NN 6495 0.120 8915 0.050 9102 0.045 PBNI YIS I ! NONE i ............... CL= 9007 JOHNNY THONPSON PROPERTY 11 93190 93 8915 9102 49 49 X3 le 0 0 8050 0 9181 GR 444.4 1483 445.6 1520 460 1520 GR 444.8 1900 460 1900 460 2520 GR 442.1 2623 445 2755 441 2793 GR 444.1 3178 441 3197 441 3668 ._ GR 442.8 4044 442.1 4095 447.4 4252 GR 450.4 4749 450 4775 450.1 5552 GR 450.1 5560 450.1 6221 450.1 6224 GR 445.1 6509 445.8 6581 446 6658 GR 445.9 6861 445.1 6901 444.4 7047 GR 443.5 7511 443.5 7532 446.5 7566 GR 444.3 7938 442.8 7990 441 8080 GI 436 8250 435 8300 434 8345 GR 432.5 8495 433 8520 440 8565 GR 436.8 8915 433.8 8923 419 8956 GI 410.7 8992 410.2 9007 410.2 9021 GR 419.1 9047 441.7 9102 448.1 9181 GR 446 9535 447 9540 447 10870 GR 449.2 11143 448.2 11152 444.4 11267 GR 443.3 11704 444.5 11726 442.8 12550 Carrollton Dam _ weir crest length approx. 106 feet, miniivl weir crest elev. 433.70. r- 790 460 442.5 441 443 447.7 451 446.1 445.6 443.5 446.9 438 434 439.8 416.8 415.6 446 445 443.5 6330 12550 49 460 442.5 441 443 447.7 451 446.1 445.6 443.5 446.9 438 434 439.8 416.8 415.6 446 445 443.5 1730 444.4 1730 2520 442.5 2521 3143 444.1 3159 3675 440.9 3901 4378 448.5 4428 5553 451.3 5558 6267 444.6 6330 6710 445.5 6853 7131 443.6 7292 7644 444.3 7933 8120 437 8220 8375 431.5 8400 6774 436.9 8913 8964 413.7 8965 9031 416.8 9041 9318 446.8 9458 10880 449.2 11046 11463 444.3 11510 PIGB 5 0.055 8400 0.035 1730 444.4 1730 2520 442.5 2521 3143 444.1 3159 3675 440.9 3901 4378 448.5 4428 5553 451.3 5558 6267 444.6 6330 6710 445.5 6853 7131 443.6 7292 7644 444.3 7933 8120 437 8220 8375 432.5 8400 8774 436.9 8913 8964 413.7 8965 9031 416.8 9041 9318 446.8 9458 10880 449.2 11046 11463 444.3 11510 Nair data from surveyed cross - section of structure. Ground points from cross- section EF118. Effective floc limit set at sta 8100 in LOB at eta 9100 in ROB. Carrollton Landfill In LOB, Riverchase project in ROB. MR 7 0.070 2684 0.050 3908 0.120 6334 0.065 8140 0.045 .- NH OB26 0.020 - - - - -` 9100 0.050 12550 --------------- FENA FIS 93710 .................... CL= 9010 JORNNY THOMPSON PROPERTY 11 93191 93 8930 9046 1 1 1 X3 10 0 GR 462.6 1066 0 450.8 8100 1068 0 449.8 9100 1079 445.8 1311 416.1 1520 GR 460 1520 460 1730 443 1730 441.4 1900 2638 460 441 1900 2684 ... GR 460 2520 442.5 2523 442.5 2634 3410 441.5 4 3570 4 3 CR 441 GR 440 6 3355 3683 4 4403 8 3388 3620 44119 3846 44159 3908 4425 7 4012 GR 443.5 4076 446.9 4207 448.2 4352 449.1 4499 5772 449.9 450.1 4568 6052 ... GR 450.2 4702 451.3 4756 450 4876 450.1 1 PAGE 30AP196 13:08:18 GR 450.5 6064 448.3 6124 446.5 6151 443.4 6297 442.7 444.7 6334 6854 GR 442.7 6425 443.4 6515 444.7 6613 7126 445.8 444.4 6824 7297 444.1 7447 GR 444.8 6921 7520 444.3 445.1 6982 7592 444.2 445.1 7679 443.2 7896 440.6 7926 GR 444.5 GR 440.2 8004 43B 8140 437 8200 436 8250 435 8350 8623 GR 433 8385 433 8520 440 8575 441.3 8580 8930 440.7 434.2 8930 -- GR 440 8781 440 8626 437.6 434.4 8893 8974 437.5 434.5 9046 437.'6 9046 GR 433.7 8940 9080 433.B 437.7 8960 9086 441.6 9100 446.2 9122 447.4 9168 GR 437.6 GR 446.6 9535 447 9540 447 10870 447.5 11007 11523 446.5 447.2 11146 11960 GR 442.6 11206 443.5 11318 443.5 11477 443.5 r -, GR 448.9 12176 447.7 12371 443.6 13550 Carrollton Dam Upstream face of dam. JORIIY TIONPS01 PROPERTY X1 93196 0 0 0 5 5 5 X3 10 0 0 8100 one foot upstream of Carrollton Dam. Duplication 0 9100 of previous crass- section (93191) With exi5tin9 channel- Channel data from IDN Elm Fork channel survey. ^- mH 7 0.070 2684 0.050 3908 0.120 6334 0.065 8140 0.045 NI 8893 0.050 9046 0.050 12550 JOHINY TIONPSON PROPERTY 1 11 93197 93 9893 9046 1 1 '- 13 10 0 1066 0 450.8 8100 1068 0 44918 9100 1079 445.8 1311 446.1 1510 GR 462.6 GR 460 1520 460 1730 443 1730 441.4 1900 460 1900 2684 GR 460 2520 442.5 2523 442.5 2634 441.5 2638 3410 441 4 35 GR 441 3355 4 3367 4 4403 8 3389 3820 441.9 3846 4415 9 39 8 GR 441 5 3600 4012 440. B 443.5 3683 4076 446.9 4207 448.2 4352 44 4499 GR 442.7 GR 449.9 4568 450.2 4702 451.3 4756 450 4876 6151 45500 .1 443.4 5577 772 6297 ... GR 450.1 6052 s 450.5 6064 44B.3 6124 418.5 6 GR 442.7 6334 44217 6425 443.4 6515 444.7 6613 445.8 6824 OR 444.7 6854 444.8 6921 444.3 6982 444.2 7126 444.4 7297 OR 444.1 7447 444.5 7520 445.1 7592 445.1 7679 443.3 7896 OR 440.6 7926 440.2 8004 438 8140 437 8200 436 8250 OR 435 8350 433 8385 433 8520 440 8575 441.3 8580 OR 440.7 8623 440 8781 440 6826 437.6 8893 424.4 8913 OR 417.5 8930 417.5 8960 424.4 8976 434.5 9046 437.6 9046 OR 437.6 9080 437.7 9086 441.6 9100 446.2 9122 447.4 9168 OR 446.6 9535 447 9540 447 10870 447.5 11007 446.5 11146 GR 442.6 11206 443.5 11318 443.5 11477 443.5 11523 447.2 11960 OR 448.9 12176 447.7 12371 443.6 12550 OR 427.4 8902 427.4 8902 417.5 One foot downstream of Sandy Lake Road. Duplication of following bridge 6964 OR 417.8 8965 439 cross - section without bridge piers. 448 9090 452.8 9090 OR 452.7 9110 452.3 9160 1 9210 449.5 9300 447.5 9400 GR 447.3 9470 447.7 9500 449.3 PAGE 7 447 30APR96 13:08:18 10032 10855 OR 446.7 10276 446.6 10349 446.2 445.9 10495 11158 446.2 445.9 10586 11249 BC 0.045 0.045 - - -• - 0.050 - y6KA rIS NONE X1 93212 77 8858 9015 10 20 15 13 10 0 OR 447.5 4108 0 448.4 8050 4188 0 450.1 9090 4331 451.1 4495 451.9 4730 OR 451.9 4806 451 4903 448.1 5131 447.29 5405 443.5 5835 OR 444 6110 443.4 6387 445.1 6649 445.1 6868 444.2 6965 OR 440 7000 446.7 7100 08.1 7200 448.7 7300 448.2 7400 OR 447.7 7500 447.5 7550 447.5 7600 448.1 7650 449 7700 GR 450.7 7800 451.6 7850 452 7900 452.4 7950 453.1 8050 OR 448 8050 438 8070 437.5 8120 437 8150 436.5 8200 OR 436 8250 434 8300 433 8350 433 8450 434 8500 OR 439 8550 439 8858 435 8880 426.3 8897 426.52 8898 OR 427.4 8902 427.4 8902 417.5 8930 417.76 8960 417.79 6964 OR 417.8 8965 439 9015 440 9075 448 9090 452.8 9090 OR 452.7 9110 452.3 9160 451.3 9210 449.5 9300 447.5 9400 GR 447.3 9470 447.7 9500 449.3 9700 447 9844 446.8 445.7 10032 10855 OR 446.7 10276 446.6 10349 446.2 445.9 10495 11158 446.2 445.9 10586 11249 445.7 11418 OR 445.7 10903 446.1 11076 OR 446.2 11621 445.3 11749 Sandy Lake Road Downstream face of bridge. Data from bridge plans. Bridge length 1040 feet, bridge width 83 feet, minimum low chord elev. 447.7. Effective flow limit set at sta 8050 in LOB, mta 9090 in ROB. Channel data from NDN Elm Fork channel survey. OSGS gaging station 06055500 - Carrollton Gage - located near left bank at downstream side of bridge. Gage datum elev. 431.40 NSL. NC 0.035 0.035 - - -- - - - - - -+ 0.030 rENA PIS 93750 ' ..................... 11 93213 97 8858 9015 1 1 1 13 10 0 Bt -46 8050 0 453.1 8050 449 0 8128.75 9090 453.69 449.49 8126.75 453.69 !37.35 B7 0 8131.25 453.71 437.31 8131.25 453.71 149.51 8208.75 454.29 450 B! 0 8208.75 454.29 436.41 8211.25 454.31 436.39 8211.25 454.31 450 B! 0 8288.75 454.89 450.49 8288.75 454.89 434.45 8291.25 454.91 434.35 BT 0 8291.25 IT 0 8371.25 IT 0 8448.75 IT 0 6528.75 IT 0 8531.25 ^ IT 0 8611.25 IT 0 8688.75 IT 0 8768.5 IT 0 8771.5 ^ IT 0 8891.5 IT 0 9008.5 1 456.15 456.13 439 30APR96 11:08:18 454.91 450.51 8368.75 455.49 450.99 8366.75 455.49 455.51 433 6371.25 455.51 451.01 8448.75 456.09 456.09 433 8451.25 456.11 433.03 8451.25 456.11 456.69 451.99 8528,75 456.69 436.88 8531.25 456.69 456.69 451.99 8608.75 456.15 451.47 8606.75 456.15 456.13 439 8611.25 456.13 451.45 8688.75 455.59 455.59 439 8691.25 455.58 439 8691.25 455.58 455.04 450.38 8768.5 455.04 439 8771.5 455.02 455.02 450.36 8888.5 454.2 449.57 8888.5 454.2 454.18 429.11 8891.5 454.18 449.55 9008.5 453.37 453.37 436.24 9011.5 453.35 437.52 9011.5 453.35 IT 0 9090 452.8 448.2 GR 447.5 4108 448.4 4168 450.1 4331 451.1 ^ GR 451.9 4806 451 4903 448.1 5131 147.29 GR 444 6110 443.4 6387 445.1 6649 445.1 GR 444.5 7000 446.7 7100 448.1 7200 448.7 GR 447.7 7500 447.5 7550 447.5 7600 448.1 GR 450.7 7800 451.6 7850 452 7900 452.4 GR 448 8050 438 8070 437.5. 8120 437.35 GR 437 8150 436.5 8200 436.41 8208.75 436.39 GR 434.45 8288.75 434.35 8291.25 434 8300 433 GR 433 8371.25 433 8440.75 433.025 8451.25 434 GR 437.13 8531.25 439 8550 439 8608.75 439 GR 439 8691.25 439 8768.5 439 8771.5 439 GR 430.65 8888.5 429.11 8891.5 426.3 8897 426.52 GR 417.5 8930 417.76 8960 417.79 8964 417.8 GR 437.52 9011.5 439 9015 440 9075 448 GR 452.7 9110 452.3 9160 451.3 9210 449.5 ^� GR 447.3 9470 447.7 9500 449.3 9700 447 GR 446.7 10276 446.8 10349 446.2 10495 446.2 GR 445.7 10903 446.1 11076 445.9 11158 44519 GR 446.2 11621 445.3 11749 Sandy Lake Road Upstream face of bride. •----- --------- - - - - -� .- PMM11 FIS 1 93780 �--------------- - - ---� ^ 11 93296 0 0 0 83 83 8 1 12 0 0 0 0 0 13 10 0 0 8050 0 9090 One foot upstream of Sandy Lake Road. Channel date from RUM Rla Fork channel survey. 11 93297 0 0 0 1 1 1 X3 10 0 0 8050 0 9090 ... Cross- section MF120. 62 feet upstream of Sandy Lake Road. Bffective flov limit set It ata 8000 in LOB, at Its 9150 in ROB. Channel data from BE Bla Fork channel survey - crass- section BF +120 surveyed ^ January 1994. MR 6 0.070 4146 0.120 7457 0.045 8192 MM 8941 0.045 - - - --� 12800 --------------- FBMA FIS e 4495 5405 6868 7300 7650 7950 8128.75 8211.25 8350 8500 8611.25 8858 8896 8965 9090 9300 9844 105B6 11249 0.035 451.9 443.5 444.2 448.2 449 453.1 437.31 436 433 436.88 439 435 427.4 436.24 452.8 447.5 446.8 445.7 445.7 433 451.49 451.51 437.13 439 450.92 450,91 439 430.65 448.75 448.73 PAGE 8 4730 5835 6965 7400 7700 8050 8131.25 8250 8368.75 8528.75 8688.75 8880 8902 9008.5 9090 9400 10032 10855 11418 8766 0.050 93840 + j-------------- X1 93359 - - - -- 95 8766 8941 62 62 62 13 10 0 0 8000 0 9150 GR 440.1 2852 440.1 2913 440.3 2945 440.3 2972 440.7 3107 •- GR 441.3 3122 441.9 3147 441.8 3180 443.2 3219 441.8 3315 GR 441.9 3500 442.2 3534 441.6 3554 441.8 3684 442.7 3732 GR 445.7 3859 441.5 3891 441.5 4146 441.2 4206 441.1 4283 GR 441.7 4311 441.6 4367 441.6 4417 442.7 4483 442.7 4496 1 30APR96 13 :08:18 PAGE 9 GR 441.4 4603 444.1 4726 444.1 4748 44512 4852 447 4893 GR 446.9 5230 446.7 5327 446.8 6061 446.8 6064 448.5 6103 GR 445.7 6221 445.7 6272 447.4 6347 446.5 6399 446.4 6658 GR 443.7 6758 443.7 6814 441.4 6834 441.4 6911 442.4 7241 GR 442.3 7303 441 7434 440.4 7457 439.7 7594 439.7 8192 GR 438 8265 438 8315 435 8330 435 8450 441 8515 GR 441.9 8519 441.8 8618 442.5 8633 440.4 8698 440.6 8748 GR 440.3 8766 439.1 8784 435.1 8790 427 8802 423.5 8821 GR 420.5 8836 417.5 8867 420 8887 424.5 8901 435.1 8933 GR 440.4 8941 440 9002 440.8 9007 442.7 9050 444.3 9067 GR 443.7 9305 443.7 9353 444.3 •9385 445.6 9486 446 9515 �- GR 446.1 9608 446.1 9702 445.8 9908 445.8 10006 445.8 10085 GR 445 10261 445 10817 446.3 10884 446.7 10989 445.8 11195 GR 445.6 11302 446.6 11783 446.4 11668 445.8 12469 446.5 12800 Cross - section generated from topographic file. Effective flow liait set at ata 5000 in LOB, at sta 9220 in ROB. Channel data from ADR channel survey. RR 5 0.070 4500 0.120 6100 0.070 8100 0.050 8275 0.060 DR 13100 X1 93940 90 8100 8175 650 460 581 13 10 0 0 5000 0 9220 GR 441.4 2200 441.1 2300 442.1 2400 442.1 2700 450 1900 GR 440.5 3100 442.9 3400 4413 3500 442.4 4100 446.1 4200 GR 446 4300 445.3 4400 445.3 4500 446.4 4800 443 5000 GR 442.7 5100 440.9 5200 445.1 5300 443 5400 442.1 5500 GR 442.4 5600 442.8 5700 441.1 5800 442.7 5900 440.6 6000 GR 441.8 6100 440.8 6200 438.1 6300 438.5 6400 440 6500 GR 440 6600 439.7 6700 439.9 6800 439.9 7000 439 7100 GR 438.8 7200 439.4 7300 439.4 7400 440.2 7600 440.5 7700 - GR 442 7900 442.1 8000 438.9 8100 435.1 8124 427 8136 GR 423.5 8155 420.5 8170 417.3 8201 420 8221 424.5 8235 GR 435.1 8267 440.4 8275 440 8400 437.9 8500 437.4 8600 GR 440.1 8700 442.9 442 8800 9300 444 443.2 8900 9500 444 443.5 9000 9600 444 444.5 9100 9700 '- GR GR 444.4 444 9200 9800 444 9900 442.5 10000 441.2 10800 441.9 10900 GR 444 11000 444.1 11100 443.8 11400 445.5 11500 446.1 11600 GR 445.5 11700 444.7 11800 445.6 11900 447.7 12000 447 12100 GR 446.5 12200 446.5 13300 444.2 13400 448.1 12500 448.4 12600 GR 448.3 12700 448.5 12800 448.8 12900 448.2 13000 454 13100 ;*a++ Discharge change Mit Elm Pork downstream of confluence with Timber Creek - Include Denton Creek QT 7 4600 9800 14900 19800 17500 34300 42900 Crass- section EP121. Effective flow liait set at ata 4700 in LOB, at ata _. 9950 in ROB. Denton Creek removed from conveyance in ROB. Channel data from EDN Bit Park channel survey. f MB 8 0.090 4714 0.120 5844 0.050 6013 01045 7048 0.100 �- MM 7740 0.050 8571 0.080 9372 0.070 12200 11 97174 95 5844 6013 2200 1350 3238 _ 13 10 0 0 4700 0 9950 GR 443.9 1854 444.1 2102 444 2427 444.1 2521 144.4 15 '- GR 445.3 2577 444.9 3475 446.1 3494 445.9 3532 441.2 3559 9 GR 447.5 3570 446.7 3582 446.2 3590 445 3599 445 3623 1 PAGE 10 30APR96 13:08:18 GR 444.8 3641 444 3676 442.4 3788 442.4 3818 442 3873 GR 443.2 4222 444 4295 444.7 4412 444.5 4449 445.2 4602 ^ GR 445.9 4714 444.3 4733 441.5 4743 44116 5577 441.9 5606 GR 441.4 5631 441.4 5710 443.7 5738 445 5822 444.9 5844 GR 438 5867 435.4 5875 428.2 5901 421.2 5913 416.5 5944 GR 419.8 5949 434.8 5960 435.4 5991 439.8 6007 440.2 6013 GR 442.2 6055 443 6174 442.1 6236 442 6284 444.1 6419 GR 443.8 6510 443.8 6537 442.4 6847 442.4 6950 442.9 6996 GR 442.9 7048 441.9 7105 441.9 7740 444 7918 442.9 7945 r GR 442.8 8383 443.8 8476 443.7 8513 444.6 8540 442.5 8571 GR 442.1 8704 443.1 8813 442.2 9162 443 9293 443.6 9372 GR 445.1 9403 443.6 9457 443.4 9839 445.9 9965 445.9 9972 GR 446.9 9992 446.3 10225 447.2 U419 447.7 10523 447.2 10682 -- GR 446.9 10704 446.9 10736 447.8 10823 446.7 10890 446 11073 GR 446 11144 449.1 11155 449.7 11174 447.7 11186 447.8 11573 GR 448.9 11595 448.8 11705 449.6 11693 449.7 12146 450.3 12200 Cross - section 11122. Effective flog limit set at ata 4000 in LOB, at ^ sta 10300 in ROB. Denton Creek removed from conveyance in ROB. Channel data from MDM Elm Pork channel survey - cross - section ElI122 surveyed December 1993. MR 8 0.070 4087 0.050 5506 0.100 5620 0.050 5767 0.100 MM 5856 0.045 6713 0.100 7652 0.070 12163 11 97919 90 5620 5767 700 700 741 11 GR 10 446.3 0 2439 0 445.7 4000 2532 O 446.1 10300 2590 446 2673 445.5 1734 GR 446.2 2769 445.8 2918 446.9 3074 444.9 3263 445 3351 GR 443.8 3551 442.7 4087 441.7 4224 442.7 5063 443.2 5230 GR 443.5 5246 444.3 5409 446 5465 446.5 5506 444.5 5518 GR 444 5559 443.9 5620 443.1 5627 439.7 5635 439.6 5667 GR 438.2 5677 435.5 $681 428.2 5684 421.2 5696 416.2 5718 GR 434.8 5745 439.3 5767 440.7 5783 443 5794 442.8 5822 GR 445 5856 445.5 5898 444.8 5965 444.6 6052 443.5 6177 GI 441.8 6437 442.1 6568 441.1 6713 441.2 6850 442.3 6921 GR 442.2 6960 440 7010 440 7301 443.7 7332 443.6 7420 GR 442.4 7467 440.4 7514 440 7652 440 7779 441.5 7798 GR 442.5 7925 442.5 8077 441.6 8336 442.1 8448 441.7 8539 GH 4 8610 444.1 6658 442.2 8735 441.7 8818 441.8 8972 GR 442.6 9174 443.3 9320 444.7 9555 444.6 9600 446.2 9755 GR 446 9809 446 9877 446.5 9966 446.5 9986 446.2 10518 ^ GR 445.5 10553 445.4 10639 445.7 10682 447.5 10778 447.6 10962 GR 447.1 11050 449.7 11070 450.1 11216 449.9 11326 450.3 11470 GR 451.9 11617 451.9 11682 452.5 11785 452 11857 452.6 12163 Crass- section EP123. Effective NOV limit set at Its 2900 in LOB, at Its 10500 in ROB. Denton Creek removed from conveyance in ROB. Conveyance removed from lake in ROB. Channel data from MDR Eli York channel survey. MB ^ 7 0.050 4718 0.045 4861 0.100 4929 0.045 6184 0.030 MH 7200 0.090 8757 0.070 12338 ^, 1 30APR96 13:08:18 PAGE 11 ... 11 98884 91 4728 4861 920 900 965 X3 10 0 0 2900 0 10500 GR 450.7 2709 450.9 2830 450.2 2955 448.3 3053 446 3086 GR 443.9 3146 443.1 3236 442.9 3456 442.3 3611 441.5 3673 �- GR 441.2 3767 441.5 3876 442.3 3910 442.3 4039 443.2 4392 GR 443.2 4418 443.5 4426 443.8 4518 443.6 4616 443.6 4654 GR 444.1 4699 444.1 4728 435.3 4751 428.3 4777 421.3 4788 GR 416.9 4810 434.9 4837 435.3 4843 435.3 4854 438 4861 GR 437.3 4895 443.1 4929 442.5 4970 442.6 4986 441.6 5043 GR 440.4 5134 442 5194 444.3 5235 444.6 5256 444.3 5271 GR 443.9 5367 445.1 5454 444.7 5595 443.5 5730 444.1 5780 GR 443.2 5882 442.4 6063 442.4 6140 443.2 6164 442 6184 GR 442 7200 442 7712 442.7 7721 443.7 7753 442 7808 GR 442 8010 442.6 8083 443.1 8231 442 8363 442.2 8380 GR 442.2 8429 441.9 8450 442.4 8523 442.6 8674 442.2 8757 GR 443 8918 459.6 8981 459.6 9145 459.2 9156 444.6 9204 GR 444.3 9275 444.8 9303 445.2 9389 444.3 9514 450 10250 GR 450 10799 450.5 11019 450 11113 450.6 11223 449.7 11259 GR 450.4 11387 451.4 11480 452.2 11675 451 11874 450.2 11968 GR 451.5 12012 451.5 12051 452.8 12170 453.4 12263 454.4 12301 GR 454.7 12338 1 30AP896 13:08:18 PAGE 12 IRLEQ = 1. THEREFORE FRICTION LOSS (HL) IS CALCULATED IS A FUNCTION OF PROFILE TYPE, WHICH CAN VARY FRON REACH TO REACH. SEE DOCUNENTATION FOR _ DETAILS. 1 r 30APR96 13:08:18 PAGE 13 THIS RUN EXECUTED 30kPR96 13:08:20 tttttttttt :tttttttt :ttttttttttttttttt HEC -2 NITER SURFACE PROFILES .- Veroton 4.6.0; February 1991 totl tf ltlltttlt /tttl! NOTE- ASTERISK (t) AT LIFT OF CROSS-SECTION NURSER INDICATES MESSAGE IN SUMMA OF ERRORS LIST Fork Trinity River SUMMARY PRINTOUT SBCNO CNSEL Q ELMIN TOPNID VCR SSTA ENOST .� 89694.000 442.43 43500.00 408.00 2584.67 3.34 7700.00 10357.18 90532.000 442.63 43500.00 409.00 2478.54 4.47 7530.00 10171.05 91530.000 442.97 43500.00 410.20 2078.10 1.99 7450.00 9696.88 + 91351.000 443.04 43500.00 410.20 1325.23 3.36 7600.00 8925.23 93141.000 443.16 43500.00 410.$0 1070.16 6.67 8050.00 9120.16 93190.000 443.19 43500.00 410.20 1070.43 6.83 8050.00 9120.43 - + 93191.000 442.43 43500.00 433.00 1000.00 14.95 8100.00 9100.00 93196.000 442.45 43500.00 433.00 1000.00 14.93 8100.00 9100.00 ... + 93197.000 443.63 43500.00 417.50 1000.00 7.15 8100.00 9100.00 93212.000 443.72 43500.00 417.50 1023 .42 6.62 8058.56 9061.98 93213.000 443.63 43500.00 417.50 1023.08 7.79 8058.73 9081.81 93296.000 443.71 43500.00 417.50 1023.39 7.71' 8058.57 9081.96 93297.000 443.73 43500.00 417.50 1023.41 7.64 8058.56 9081.97 + 93359.000 443.66 43500.00 417.50 1060.15 8.07 8000.00 9060.15 + 93940.000 444.87 43500.00 417.30 4203.84 5.61 5000.00 9220.00 97178.000 446.70 42900.00 416.50 5250.00 4.83 4700.00 9950.00 97919.000 447.16 42900.00 416.20 6300.00 3.38 4000.00 10300.00 - 1 PAGE U 30APR96 13:08:18 .- SECKO CNSEL Q ELWIN TOPWID VCR SSTA ENDST 98884.000 447.42 42900.00 416.90 6591.87 3.06 3065.57 9917.37 PAGE 15 30APR96 13:08:18 SUNKARY OF ERRORS AND SPECIAL NOTES WARNING SECNO= 91530.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECKO= 92351.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECKO= 93141.000 PROFILE= i CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 93191.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE no Ef) LLJ F- .IE R Lai C.3 cz En C= Cl 064 C2 Lam U) Li U 0 Ul LL LL OC w iLi LAJ LILJ V) 0) CD ui < -J LAJ cc := C2 co LL 3E ZE C* C.3 Z tu U) o CL a. D 0 0 0 cc 09 CL 1-- 0 0 Z LL 0 Q W Q LL R P IL 0 Ir Q m cc 0 o ui LLJ r)cx' 11 lu lu re U) 4"Uj G z %J X C) N w 0 R UL f* FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. Burden No. 3067 -0148 FEMA USEONLY REVISION REQUESTOR AND COMMUNITY OFFICIAL FORM I Expires lufy31, 1997 PUBLIC BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 2.13 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing and reviewing the form. Send comments regarding the accuracy of the burden estimate and any sugge $ for reducing this burden, to: Information Collections Management, Federal Emergency Management Agency, Street, S.W., Washington, DC 20472; and to the Office of Management and Budget, Paperwork Reduction Project (3067- 1. OVERV 1. The basis for this revision request is (are): (check all that apply) Q Physical change ❑ Existing ® Proposed ❑ Improved methodology IN Improved data ❑ Floodway revision r- P- 0-ft ❑ Other Explain 2. Flooding Source: ELM FORK OF THE TglnlTy_gIVFR 3. Project Name/ldentifier: InNUIl1Y THOMPSON PRAPI =Q r - 4. FEMA zone designations affected: ZONF —AF ' (example: A, All, AO, Al -A30, A99, AE, V, VI -30, VE, B, C, U, X) 5. The NFIP map panel(s) affected for all impacted communities is (are): Community Community State Map Panel Effective No. No Qate No. Name County ; --r- -- EX: 480301 Katy,City Ilarris, Fort Bend TX TX 480301 0005D 02108/83 48201C 02200 09/28/90 480287 Ilarris County Barris 48017f1 (I lop 0 480170 COPPELL DALLAS TX — the following types of flooding, structures, and associated disciplines: (check all 6. The area of revision encompasses trust apply) Tvoes of Flooding Structures Disciplines* Riverine ❑ Channelization Id Water Resources ❑ hydrology ❑ Coastal ❑ Levee/Floodwall ❑ Bridge /Culvert 10 Hydraulics y ❑ Alluvial Fan ❑ Shallow Flooding (e.g. Zones AO and AI/) 0 Dam ❑ Sediment Transport ❑ Interior Drainage ❑ Lakes ❑ Coastal ® Fill ❑ Structural Affected by A ected ❑ Pump Station El Geotechnical ❑ Land Surveying wind/wave action ❑ None ❑ Channel Relocation ❑ Other (describe) E3 Yes ® Ye ❑ Excavation ❑ Other (describe) i ❑ Other(describe) gistered Professional Engineer and/or Land Surveyor" Form for * Attach completed "Certification by Re each disci line checked. (Form 2) 2. FLOODWAY INFORMATION 7. Does the affected flooding source have a noodway designated on the effective FIRM ur F BFM? Eyes ❑ No S. Does the revised noodway delineation differ from that shown on the effective Fl ItM or FBFM El Yes f7 No if yes, give reason: Revision Requestor and Community Official Form MT -2 Form 1 Page i of 4 FEMA Form s1- 89.00T 94 Attach copy of either a public notice distributed by the community stating the community's intent to revise LIM floodway or a statement by the community that it has notified all affected property owners and affected adjacent jurisdictions. Does the State have jurisdiction over the floodway or its adoption by communities participating in the 0 Ye ® No If yes, attach a copy of a letter notifying the appropriate State agency of the fioodway revision and documentation of the approval of the revised noodway by the appropriate State agency. 3. PROPOSED ENCROACHMENTS 10. With floodways: 1 A. 'Does the revision request involve fill, new construction, substantial improvement, or other development In the fioodway? ❑ Yes ER No NA1B. .If yes, does the development cause the I00 -year water surface elevation to increase at any location by more than 0.000 feet? ❑ Yes ❑ No 11. Without floodways: 2A. Does the revision request involve fill, new construction, substantial improvement, or other development in the 100 -year floodplain? ❑ Yes ❑ No 2B. If yes, does the cumulative effect oral[ development that has occurred since the effective SFI IA was ioriginally identified cause the 100 -year water surface elevation to Increase at any location by more than one foot (or other surcharge limit if community or state has adopted more stringent criteria)? ❑Yes []No the answer to either Items 1 B or 2B is yes, please provide documentation that all requirements of Section 65.12 of the NFIP regulations have been met, regarding evaluation of alternatives, notice to individual legal property owners, concurrence of CEO, and certification that no insurable structures are impacted. 4. REVISION REQUESTOR ACKNOWLEDGMENT . o 2. Having read NFIP Regulations, 44 CFR Ch. 1, parts 59, 60, 61, and 72,1 believe that the proposed revision um Is ❑ Is not in compliance with the requirements of the aforementioned NFIP Regulations. S. COMMUNITY OFFICIAL ACKNOWLEDGMENT 18. Was this revision request reviewed bar the community for compliance with the community's adopted noodplain management ordinances? J1 Yes LJ No 14. Does this revision request have the endorsement of the community? ® Yes ❑ No If no to either of the above questions, please explain: NA Please note that community acknowledgment and /or notification is required for all requests as outlined in Section 65.4 (b) of the NFIP Regulations. 15. 6. OPERATION AND MAINTENANCE (Does the physical change Involve a flood control structure (e.g., levees, floodwalls, channelitation, basins, dams)? ❑Yee 12 No If yes, please provide the following information for each of the new flood control structures: A. Inspection of the flood control project will be conducted periodically by entity with a maximum interval of months between inspections. B. Based on the results of scheduled periodic inspections, appropriate maintenance of the flood control facilities will be conducted by (entity) to ensure the integrity and degree of flood protection of the structure. C. A formal plan of operation, including documentation of the flood warning system, specific actions and assignments of responsibility by individual name or title, and provisions for testing the plan at intervals net less than one year, ❑ has ❑ has not been prepared for the flood co ntrol structure. Revision Requ*stor and Community Official Form MT -2 roan r ray. s - ' D. The community is willing to assume responsibility for ❑ perforating ❑ overseeing compliance with the maintenance and operation plans of the t ame) flood control structure. if not performed promptly by an owner other than the community, the community will provide the necessary services without cost to the Federal government. Attach operation and maintenance plans 7 . REQUESTED RESPONSE FROM FE 16. After examining the pertinent NVIP regulations and reviewing the document entitled "Appeals, Revisions, ana Amendments to Flood Insurance Maps: A guide for Community Officials," dated January 1990, this request Is for a: _X _ a. CLOMR A letter from FEMA commenting on whether a proposed project, if built as proposed; would justify a map revision (LOMR or PMR), or proposed hydrology changes (see 44 CFR Ch. t, Parts 60, 65, and 72). b. LOMB A letter from FEMA officially revising the current NFIP map to show changes to flowpl CFR flood ways, or flood elevations. LOM Its typically depict decrease hood hazards. Ch. l Parts 60 and 65.) C. PMR A reprinted NFIP map incorporating changes to floodplains, floodways, or flood elevations. Because of the time and cost involved to change, reprint, and redistribute an NF1P map, a PM It is usually processed when a revision reflects increased hood hazards or large -scope changes. (See 44 CFR Ch. !, Parts 60 and 65.) d. Other: Describe s. FORMS INCLUDED 17. Form 2 entitled, "Certification By Registered Professional Engineer and/or Land Surveyor" must be submitted. The following forms should be included with this request if (check the included forms): • hydrologic analysis for flooding source differs from that used to develop FIRM • hydraulic analysis for riverine hooding differs from that used to develop FIRM • The request is based on updated topographic information or a revised floodplain or floodway delineation is requested • The,request involves any type of channel modification • The request involves new bridge or culvert or revised analysis of an existing bridge or culvert • The request involves a new revised levee /hoodwall system • The request involves analysis of coastal flooding • The request involves coastal structures credited as providing protection from the 100 -year flood • The request involves an existing, proposed, or modified dam •- • The request Involves structures credited as providing protection from the 100 -year hood on an alluvial fan ❑ Hydrologic Analysis Form (Form 3) I[] Riverine Hydraulic Analysis Form (Form 4) $] Riverine /Coastal Mapping Form (Form 5) ❑ Channelization Form (Form 6) ❑ Bridge/Culvert Form (Form 7) i ❑ Levee/Floodwall System Analysis Form (Form 8) ❑ Coastal Analysis Form (Form 9) ❑ Coastal Structures (Form 10) ❑ Dam Form (Form 11) ❑ Alluvial Fan Flooding Form ' (Form 12) Revision Reciuestor and Community Official Form MT -2 Form 1 . rage a o. + 9. INITIAL REVIEW FEE 18. The minimum initial review fee for the appropriate request category has been included. Yes ❑ No Initlal fee amount: $ 2 8 0 .0 0 Check or money order only. Make check or money order payable to : National Flood Insurance Program. If paying by Visa or Mastercard please refer to the credit card information form which follows this form. or 19. , This request is for a project that is for public benefit and is primarily Intended for flood loss reduction to Insurable structures in identified flood hazard areas which were in existence prior to the commencement o con the flood control project. or 20. This request is to correct map errors, to include the effects of natural changes within the areas o al ❑ Yesfl flood No hazard, or solely to provide more detailed data. Signature of Revision Requester RONALD c if . MORR i SON , IP F Printed Name and Title of Revision Requester MORRISON HYDROLOGY/ ENGINEERI INL Company Name ( 817) 461 -0321 5/2/9f Telephone No. Date Note: I understand that my signature indicates that all information submitted in support of this request is correct. Note: Signature indicates that the community understands, from the revision requester, the impacts of the revision on flooding conditions in the community. Signature of community Official Printed Name and Title of Community Official Community Name Date Does this request Impact any other communities? ❑ Yes Q No if yes, attach letters from all affected jurisdictions acknowledging revision request and approving changes to floodway, if applicable. Note: All.hough a photograph of physical changes is not required, it maybe helpful for FEMA's review. Revision Requestor and community Official Form MT -2 Form f Page 4 of 4 O.M Burden No. 3067 - Ot�B FEMA USE ONLY FEDERAL EMERGENCY MANAGEMENT AGENCY Expires July 3 t. 1997 CREDIT CARD INFORMATION PUBLIC BURDEN DISCLOSER NOTICE "Public reporting burden for this form is estimated to average 6minutes per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed delta, and completing and reviewing the form. Send comments regarding the burden estimate and any suggestions for reduction this burden to: Information Collections Management, Federal Emergency Management Agency, 600 C Street, S.W., Washington, DC, 20472; and to the Office of Management and Budget, Paperwork Reduction Project (3067- 0147), -- Washington, DC 20503 ". If paying by credit card, this form must be completed. THIS FORM SHOULD NOT BE INCLUDED WITH THE REST OF THE FORMS PACKAGE. IT MUST BE MAILED OR FAXED TO: s' Federal Emergency Management Agency i Revisions Fee - Collection System Administrator ^, P.O. Box 3173 Merrifield, Virginia 22116 Fax: (703) 849 -0282 Case# (if known) Amount: $ INITIAL FEE ADDITIONAL INITIAL FEE 0 INVOICE ' ❑ VISA MASTERCARD ,.. CARD NUMBER [�C1L7L�l�l�f�[�[�L�[�DL7L - 7L 7 ❑ 1 2 3 4 5 6 7 8 9• 1.0 11 12 13 14 15 16 EXP, DATE -EIF] Signature �Month Year NAME (AS trAPPEARS ON CARD): ADDRESS: DAYTIME PHONE: NOTICE: A I'Y OF THE PROPERTY INFORMATION FORM BEINGS SUBMITTED FOR THIS REQUEST MUST BE ATTACHED TO THIS FORM. MT -2 form 1A FEMA Form 81- 89L.00T 94 Credit Card Inlormaliorl Form FEDERAL EMERGENCY MANAGEMENT AGENCY O M Expf f Jufy3t30997 148 FEMA U E ONLY CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND /OR LAND SURVEYOR FORM PUBLIC BURDEN DISCLOSURE NOTICE Pub Po the lac re rting burden for this Corm is estimated to av sou sources, gathering and maintaining the lneeded d a nd ,and resse. The burden ... ti for reviewing instructions, searching existing data completing and reviewing the form. Send lnfomation Collections t he Management, Federal Emerg ud et comments regarding suggestions for reducing this burden, to: Agency, 500 C Street, S.W., Washington, DC 20472; and to the Office of Management an g •- Reduction Project (3067- 0148), Washington, DC 20503. 1. This certification is in accordance with 44 CFR Ch. 1, Section 65.2 ^ 2. 1 am licensed with an expertise in VATER RESOURCE )• structural, h draulics, sediment transport, interior drainage (example: water resources (hydrology, y geotechnical, land surveying.) ^ 3. 1 have 2g years experience in the expertise listed above. 4. 1 have ® prepared ❑ reviewed the attached supporting data and analyses related to my expertise. 5. 1 ® have ❑ have not visited and physically viewed the project. 6. In my opinion, the following analyses and for designs, Is /are being certified: ANALYSIS 7. Base upon the following review, the modifications in place have been constructed In general accordance with plans and specifications. Basis for above statement: (check all that apply) � a . ❑ Viewed all phases of actual construction. b. ❑ Compared plans and specifications with as -built survey information. r ' c. ❑ Examined plans and specifications and compared with completed projects. ka d. []K Other COX D I 8. All information submitted in suppo of this request is correct to the best of my knowledge. 1 understand that any false statement may be punishable by tine or imprisonment under Title 18 of the United States Code, Section 100 . Name: - - (piesse print or type) tritie: S E N (please print or type) Registration No. 36651 State TEXAS of License PROFESS Signature Date toplionah 'Specify Subdiscipline cable (NIA) whe statement does not Note: Inser not appal Expiration Date: 3/31/97 MT -2 Forts 2 r" O.M.B. Burden No. 3067 -0148 FEMA USE ONLY FEDERAL EMERGENCY MANAGEMENT AGENCY Expires July31, 1997 RIVERINE HYDRAULIC ANALYSIS FORM :1 - P _ UBLIC BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 2.26 hours per response. The burden estimate includes the ;me for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and ,ompleting and reviewing the form. Send comments regarding the accuracy of l the burden e Ma age and Age s for reducing this burden, W: Information Collections Management, Street, S.W., Washington, DC 20472; and to the Office of Management and Budget, Paperwork Reduction Project (9067- 0148), Washington DC 20503. Community Name: COPPELL TEXAS Floodin Source: ELM FORK OF THE R 11 .� trine form for each hooding source) Project Nome/ldentifier: JOHNNY FHOMPSO PROPERTY 1. REACH TO BE REVISED Downstream limit: 92880 Upstream limit 93710 2. EFFECTIVE fIS ❑ Not studied ❑ Studied by approximate methods Downstream limit of study Upstream limit of study ® Studied by detailed methods _ Downstream limit of study 928 Upstream limit of study 93710 ® Floodway delineated Downstream limit of Floodway 92880 Upstream limit of Floodway 9371 3. HYDRAULIC ANALYSIS Why is the hydraulic analysis different from that used to develop the FIRM. (Check all that apply) ❑ Not studied in FiS ❑ Improved hydrologic data/analysis. Explain: ® Improved hydraulic analysis. Explain: F IELD SURVEY. _NEW TOPOGRAPHIrC ❑ Flood control structure. Explain: ❑ Other. Explain: C. OCT 94 Riverine Hydraulic Analysis Form MT -2 Form 4 Page 1 of 6 FEMA Form 81 =89 3. RIVERINE HYDRAULIC ANALYSIS FORM Models Submitted r areas which have detailed flooding: Full input and output listings along with files on diskette (if available) for each of the models listed below (items 1, 2, 3, 4, and 5) and summary of the source of input parameters used in the models must be provided. The summary must Include a complete description of any changes made from model to model (e.g. duplicate effective model to corrected effective model) At a minimum, the Duplicate Effective (item 1) and the Revised or Post- Project Conditions (item 4) models must be submitted. See instructions for directions on when other models may be required. For areas which do not have detailed flooding: Only the 100 -year flood profile is required. A hydraulic model is not required for areas which do not have detailed flooding; however, BFE9 may not be added to the revised FIRM. If a hydraulic model is developed for the area, items 3 and 4 described below must be submitted. If hydraulic models are not developed, hydraulic analyses for existing or pre - project conditions and revised or post - project conditions must be submitted. All calculations must be submitted for these analyses. (See item 6 below) Flood 1. Duplicate Effective Model Natural way Q Copies of the hydraulic analysis used in the effective FIS, referred to as the effective models (10 -, 50 -, 100 -, and 500 year multi profile runs and the floodway run) must be obtained and then reproduced on the requestor's equipment to produce the duplicate effective model This is required to assure that the effective model input data has been transferred correctly to the requestor's equipment and to assure that the revised data will be integrated into the effective data to provide a continuous FIB model upstream and downstream of the revised reach. 2. Corrected Effective Model Natural Floodway The corrected effective model is the model that corrects any errors that occur in the duplicate effective model. adds any additional cross sections to the duplicate effective model, or incorporates more detailed topographic information than that used in the currently effective model. The corrected effective model must not reflect any man -made physical changes since the date of the effective model. An error could be a technical error in the modeling procedures, or any construction in the floodplain that occurred prior to the date of the effective model but was not incorporated into the effective model. Natural Floodway 3. Existing or Pre - Project Conditions Model ® D The duplicate effective or corrected model is modified to produce the existing or pre - project conditions model to reflect any modifications that have occurred within Lite floodplain since the date of the effective model but prior'to the construction of the project for which the revision is being requested. If no modification has occurred since the date of the effective model, then this model would be identical to the corrected effective or duplicate effective model Natural Floodway 4. Revised or Post- Project Conditions Model l3] The existing or pre - project conditions mode (or duplicate effective or corrected effective model, as appropriate) is revised to reflect revised or post - project conditions. This model must incorporate any physical changes to the floodplain since the effective model was produced as well as the effects of the project. When the request is for proposed project this model should reflect proposed conditions. Natural Floodway 5. Other Please attach a sheet describing all other models submitted. ❑ 0 6. Hydraulic Analyses (Only if Hydraulic Models are not developed) Please attach all calculations for the existing or pre - project conditions and the revised or post- project conditions. Proceed to Form 5, "Riverine /Coastal Mapping Form ". MT -2 Form 4 Page 2 of 6 4. MODEL PARAMETERS (from model used to revise 100 -year water surface elevation) OUR PROJECT AREA 92050 -93750 1. Discharges: Upstream Limit Downstream Limit 10 -year ...... ............................... 24900 24400 50 -year ...... ............................... 39QOO 39annn 100 -year ..... ............................... 48600 AR600 500 -year ..... ............................... 91200 91700 Attach diagram showing changes in 100 -year discharge 2. Explain how the starting water surface elevations were determined USED ELEVATIONS FROM THE 3. Give range of friction loss coefficients (Manning's "N ") Channel ........ 07 Overbanks ...... .15..12 - 4. 5. If friction lose coefficients are different anywhere along the revised reach from those used to develop the FIRM, give location, value used in the effective FIS, and revised values and an explanation as to how the revised values were determined. Location FMS Revised rn C Explain: Describe how the cross section geometry data were determined (e.g., field survey, topographic map, taken from previous study) and list cross sections that were added. Were natural channel banks selected as the location of the left and right channel banks In the model? Q Yes ❑ No if no, explain why not: Riverine Hydraulic Analysis Form MT-2 Form 4 rage s or o 4. MODEL PARAMETERS (Cont'd) Explain how reach lengths for channel and overbanks were determined: MEASURED FROM SURVEY AND TOPOGRAPHIC MAPS S. RESULTS ( from m odel used to revise 1 -y water surface elevations) 1. Do the results Indicate: a. Water surface elevations higher than end points of cross sections? .................. ❑ Yes f) No b. Supercritical depth? ............................. ............................... ❑ Yes f7 No c. Critical depth? .................................. ............................... ❑ Yes 1❑ No d. Other unique situations .......................... ............................... ❑ Yes 10 No If yes to any of the above, attach an explanation that discusses the situation and how it is presented on the profiles, tables, and maps. OUR PROJECT 92050 -93750 What is the maximum change in energy gradient between cross - sections? _ Specify location ........... ............................... qZ880 - 93660 3 What is the distance between the cross - sections in 2 above? ........... • • - • • • • . • 780 4. What is the maximum distance between cross - sections? ........................ 830 Specify location ........... ............................... q9_ (150- 99Rltn 5. Floodway determination a.What is the maximum surcharge allowed by the community or State? ......... 1 foot b. What is the maximum surcharge for the revised conditions? .................. - S7 foot Specify location ........... ............................... -937 c. What is the maximum velocity? ............. ............................... 9.44 file Specify location 93710 Pe Y NQ •Cf(AN6E •F1tOM • EXi•Sit�NB • CORD; Are there any negeative surcharge values at any cross- section? ❑ Yes ® No If yes, the floodway may need to be widened. if it is not widened, please explain and indicate the maximum negative surcharge. Explain: N Riverine Hydraulic Analysis Form MT -2 Form 4 Page 4 of 6 S. RESULTS (C ont'd) 6. Is the discharge value used to determine the floodway anywhere different from that used to determine the natural 100 -year flood elevations? .................. ............................... [] Yes No If Yes, explain: NA 7. Do 100 -year water surface elevations increase at any location. ......... ❑ Yes 1J) No If yea, please attach a list of the locations where the increases occur, state whether or not the increases are located on the requestor's property, and provide an explanation of the reason for the increases. (For example: State if the increase is due to fill placed within the floodway fringe or placed within the currently adopted floodway limits) NA Please attach a completed comparison table en titled: 6. REVISED FIRM/F6FM A FLO OD PROFILES A. The revised water surface elevations tie into those computed by the effective PIS Model (10 -, 50 -, 100 -, and 500 - year), downstream of the project at cross - sectio within O feet (vertical) and upstream of the project at cross section 93750 within feet (vertical). B. The revised floodway elevations tie into those computed by the effective PIS model, dowstream of the project at cross section 92fL%_ within 0 feet (vertical) and upstream of the project at cross section gJM within 0 feet (vertical). C. Attach profiles, at the same vertical and horizontal scale as the profiles in the effective FIS report, showing stream bed and profiles of all floods studied (without encroachment). Also, label all cross sections, road crossings (including low chord and top -of -road data), culverts, tributaries, corporate limits, and study limits. If channel distance has changed, the stationing should be revised for all profile sheets. D. Attach a Floodway Data Table showing data for each cross section listed in the published Floodway Data Table in the PIS report. Proceed to Riverine /Coastal Mapping Form Riveine Hydraulic Analysis Form Water Surface Elev Che ck (See page 6) MT -2 Form 4 Pago 5 of 6 O n VY v� LU IA { J � W W wo , W Q a C W y z ' '1 G ur d 1 d N AI ` ` * Lb V LAS N L1 C z 4 A A W ' a Z Z O W N � W N A Q Y Z W J W Lu Qa o g C u N tu � LL w dC W Q tu > (� � � V �1 '! c i N % .Y W .�.,� �• \V v F W W 3 ri Q lu ~ z 7 C 10 O ^ ^ ? W O Z U O O V V .- O n ^ FEMA USE ONLY FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. Burden No. 3067 -0148 RIVERINE/COASTAL MAPPING FORM Expires July 3l, 1997 PUBLIC BURDEN DISCLOSURE NOTICE [Public reporting burden for this form is estimated to average 1.5 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing and reviewing the form. Send comments regarding the accuracy of the burden estimate and any Suggestions for reducing this burden, to: Information Collections Management, Federal Emergency Management Agency, Street, S.W., Washington, DC 20472; and to the Office of Management and Budget, Paperwork Reduction Project (3067- 0148), Washington, DC 20503. Community Name: Flooding Source: Project Name /Identifier: 1. MAPPING CHANGES ^ ^ 2. 3. 4. A topographic work map of suitable scale, contour interval, and planimetric definition must be submiLiea snowing (indicate N/A when not applicable): Included A. R Revised approximate 100 -year floodplain boundaries (Zone A) N ❑ Y Yes ❑ ❑ No 1 10 N N/A B. R Revised detailed 100- and 500 -year floodplain boundaries ................ g g] Y Yes ❑ ❑ No ❑ ❑ N NIA C. R Revised 100 -year floodway boundaries ................................ D. L Location and alignment of all cross sections used in the revised n n Y Yes C C1 No ❑ ❑ N N/A hydraulic model with stationing control indicated ............... Y Yes [ [] No [ [] N N/A E. S Stream alignments, road and dam alignments] y yes ❑ ❑ No ❑ ❑ N N/A F. C Current community boundaries ...... ............................... . G. E Effective 100- and 500 -year floodplain and 100 -year floodway boundaries from the FIRM/FBFM reduced or enlarged to the Y Y ❑ ❑ No ❑ ❑ N N/A scale of the topographic work map ..... ............................... . Ii. i i Tie-ins between the effective and revised 100- and 500 -year] y yes ❑ ❑ No 1 11 N N/A I. T floodplains and 100 -year floodway boundaries ........ • .. • • • • • • ' ' • ' . • ' :. y yes [ [I No ❑ ❑ N N/A J. T requestor's p yes ❑ ❑ No ❑ ❑ N N/A K. L Location and description of reference marks ....... • • • • • • • ' ' ' ' ' . ' . . . . . f fl Y yes ❑ ❑ No ❑ ❑ N N L. V Vertical datum (example: NGVD, NAVD etc.) ...... • • • 1 ❑ Y Yes ❑ ❑ No ) )0 N N/A M. C Coastal zone designations tie into adjacent areas not being revised ....... ❑ N. L Location and alignment of all coastal transects used to revise the ... ❑ ❑ Y Yes ❑ ❑ No N 'ISI N/A coastal analyses ................................................. If any of the items above are marked no or N /A, please explain: What is the source and date of the e topographic information (example: orthophoto maps, July 1985 fi survey, May 1979, beach profiles, What is the scale and contour interval of the following workmaps? Contour interval a. Effective FI$ I' =200 scale 7' b. Revision Request I • =ann • scale 2 0 Contour interval NOTE: Revised topographic information must be of equal or greater detail. Attach an annotated FIRM and FBFM at the scale of the effective FIRM and FBFM showing the revised 100 -year and 500 -year floodplains and the 100 -year floodway boundaries and how they tie into those shown on the effective FIRM and FBFM downstream and upstream of the revision or adjacent to the area of revision for coastal studies. Attach additional pages if needed. FEMA Form 81 -8913, OCT 94 Riverine/Coarial Mapping Form m v -c roan -� oV- • - - 6. 7. s. 1. MAPPING CH ANGES (Co Flood Boundaries and 100 -year water surface elevations: Has the 100 -year floodplain been shifted or increased or the 100 -year water surface elevation increased at any location on property other than the requestor's or community's ? ❑ Yes W No If yes, please give the location of shift or increase and an explanation for the increase. a. Have the affected property owners been notified of this shift or Increase and the effect it will have on their NA property? .......... ............... ............................... [3 Yes ❑ No If yes, please attach letters from these property owners stating they have no objections to the revised flood boundaries if a LOMR is being requested. N Ab. What Is the number of insurable structures that will be impacted by this shift or increase? Have the floodway boundaries shifted or increased at any location compared to those shown on the effective FBFM or FIRM? .......................... ............................... ❑ Yes [ja No If yes, explain: If a V- zone has been designated, has it been delineated to extend landward to the heel of the primary frontal dune? ❑ Yes 10 No If no, explain: Manual or digital map submission: rK1 Manual ❑ Digital Digital map submissions may be used to update digital FIRMS (DFIRMs). For updating DFIRMs, these submissions must be coordinated with FE MA l leadquarters as for In advance of submission as possible. River ine/CoaOSI Mapping Form MT-2 Form S Page 2 of 2 2. EARTH FILL PLACEMENT 1. The fill is: ❑ Existing Ck Proposed 2. 3. Has fill been/will be placed in the regulatory floodway? ...................... ❑ Yes J] No If yes, please attach completed Riverine Ilydraulic Analysis Form. Has fill been/will be placed in floodway fringe (area between the floodway and 100 -year floodplain boundaries)? ....... ............................... Q Yes 11 No If yes, then complete A, B, C, and D below. A. Are fill slopes for granular materials steeper than one vertical on one - and - one -half horizontal? ........ ............................... ❑ Yes Q No If yes, justify steeper slopes B. Is adequate erosion protection provided for fill slopes exposed to moving flood waters? (Slopes exposed to flows with velocities of up to 5 feet per second (fps) during the 100 -year Rood must, at a minimum, be protected by a cover ofgrass, vines, weeds, or similar vegetation; slopes exposed to flows with velocities greater than 5 fps during the 100 -year /food must, at a minimum, be protected by stone or rock riprap.) 0 Yes ❑ No D. Can structures conceivably be constructed on the fill at any time in the future ?] Yes ❑ No If no, describe erosion protection provided PR POSg C. M I L IRIj fillllace n revised 100 -year floodplain been compacted to 95 percent of the maximum density obtainable with the Standard Proctor Test Method or acceptable equivalent method? Yes 13 No If yes, provide certification of fill compaction (item C. above) by the community's NFIP permit official, a registered professional engineer, or.an accredited soils engineer.U COMPLETED THIS IS A CLOMR 4. Has fill been/will be placed in a V -zone? ❑ Yes lid No If yes, is the fill protected from erosion by a flood control structure such as a revetment or ❑ Yes No seawall? If yes, attach the coastal structures form. k Riverine /Coastal Mapping Form MT -2 Form S Page S of 9