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ST9301A-SY 940630 (2) FINAL REPORT AND CORRIDOR DEVELOPMENT CERTIFICATE SUBMITTAL ELM FORK OF THE TRINITY RIVER SANDY LAKE ROAD BRK)GE HYDRAULIC STUDY PREPARED FOR: CHA~LV.S GOmR AND AssOCL~TES, INC. -- AND THE COUNTY OF DALLAS, TEXAS COUNTY PROJECT NO. 91-838 Tt-IIS DOCUMENT IS FOR PERMITTING PURf~SES ONLY AND -- IS NOT INTENDED FOR BIDDING OR CONSTRUCTION. ¢...L.._..,.s~.,..._._X.~..Z AVO 12687 - ALBERT It. I-IALFF ASSOCIATES, INC. ENGINEERS · SCIENTISTS · SURVEYORS · PLANNERS · LANDSCAPE ARCHITECTS NOVEMBER 1993 RmqSED JUNE 1994 HALFF ASSOCIATES, INC. ENGINEERS · SCIENTISTS · SURVEYORS DALLAS · FORT WORTH- ARLINGTON' · CHICAGO 8616 NORTHWEST PLAZA DRIVE · DALLAS, TEXAS 75225 214/739-0094 · FAX 214/739-0095 _ June 30, 1994 AVO 12687 Dallas County Public Works Department _ 411 Elm Street Dallas, TX 75202 -- Atto: Mr. Bill Jessup, P.E. Re: Sandy Lake Road Bridge Hydraulic Study Final Report -- and Corridor Development Certificate Dear Mr. Jessup: The attached report is a revision of the November, 1993 report on the hydraulic design of the Sandy Lake Road Bridge crossing over the Elm Fork of the Trinity River. The revised -- Alternate 3 plan as approved by Dallas County and the City of Carrollton has been incorporated into the report as the Recommended Plan. In addition, the forms required for the Corridor Development Certificate submittal are included in Section II. It has been a privilege for our fu'm to perform this study and we look forward to the successful completion of the permitting phase. Respectively Submitted, HALFF ASSOCIATES, INC. C~Jean Hansen, P.E. Attachment _ c: Mr. Charles Gojer, P.E. TRANSPORTATION · WATER RESOURCES · LAND DEVELOPMENT · MUNICIPAL · ENVIRONMENTAL · STRUCTURAL SURVEYING · GLOBAL POSITIONING SYSTEM (G.P.S.) · REMOTE SENSING AND MAPPING LANDSCAPE ARCHITECTURE · PLANNING TABLE OF CONTENTS I. Introduction _ II. Forms - Corridor Developmem Certificate Attachment - Valley Storage Computation - IH. Existing Conditions A. Data Collection B. Procedures - C. Calibration D. Profile Coneurre_nce -- IV. Proposed Conditions V. Recommendations VI. Permitting - Other LIST OF APPENDICES Appendix A Wetlands (404) Permit Submittal -- Appendix B Comparison Cross Sections - EF-CDC vs. Revised Base Appendix C Figures :Appendix D HEC-2 MOdels - Fully Developed Watershed DiSCharges LIST OF TABLES Table 1 Discharge Comparison -- Table 2 High Water Data Table 3 comParison of Recorded vs. Computed Water Surface Elevations Table 4 Flow Distribution - 100 year flood - Table 5 Comparison of Computed Water Surface Elevations 100-year Flood, Fully Developed Landus_e Discharge '- Table 6 Comparison of Computed Water Surface Elevations SPF -- LIST OF FIGURES IN APPENDIX C Figure 1 Location Map Figure 2 Existing and Proposed Flood Plain Information - Fully Developed Watershed Figure 3 Existing vs. Proposed CroSs Sections Figure 4 Sandy Lake Road Bridge Section _ Figure 5 Profile I. INTRODUCTION SANDY LAKE ROAD BRIDGE HYDRAULIC STUDY I. INTRODUCTION Sandy Lake Road improvements from IH 35E to MacArthur Boulevard within the cities of Can'ollton, Coppell and Dallas, Texas are a part of the 1992 Dallas County Bond Program. -- This roadway is a major thoroughfare from IH 35 into the City of Coppell. The existing two lane, asphalt roadway is frequently closed due to flooding. 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 9000 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 _ smaller 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 minimnm low beam elevation. Downstream of the bridge structure a swale/pond is proposed to mitigate the effects of raising the overbank embankment2 The pond and downstream excavation is in':'th~ grassland areas of _ Mclnnish 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 thc cities of Carrollton and Coppcll. Potential increases in water surface elevation and loss of valley of storage duc to thc mad cmbankmcnt arc 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. The east overbank is in the City of Carrollton and the west overbank is in Coppcll. Halff Associates, Inc. I-1 Revised June 1994 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 Ell 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 Floodway 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 Cat'milton, Coppell and Dallas. The proposed improvements comply with the CDC _ Common Permit Criteria and this report provides the required data as specified in the "corridor Development Certificate Manual for the Trinity River Corridor - North Central Texas" and constitutes the Final Report on the alternatives tested for the Sandy Lake Road Bridge _ Improvements. A separate report entitled "Request for Conditional Letter of Map Revision on the Elm Fork of the Trinity River - Sandy Lake Road Bridge Hydraulic Study" is provided for submission to the Federal Emergency Management Agency. A cbP~, of the Request for _ Confirmation of Wetlands (404) Permit Requirements is included in this report in Appendix A. Halff Associates, Inc. I-2 Revised June 1994 - IL CORRIDOR DEVELOPMENT CERTIFICATE FORMS Corridor Development Certificate August 1991 General. This application should be completed ~ceording to th~ guidelines set fo[th in the Corridor Development Certffiote Manual. Information provided by the Applicant heroin will be umd by tbe City/Ccamty to evaluate this Trinky River Corridor Develolument Cemificate (CDC). This application is public infonnation and will be used by other relevant flood plain regulatory authorities, i.e., U.S. Army Corps of Engineers (COE); Federal Emergency Management Agency (FEMA); and the Texas Water Commlssion (TWC). These and other regulatory agencies may require additional infmmation. If additional space is nee_~__~_ to complete this applicatien, please auach a separate sheet labeled appropriately. Dis~rlbuflon. If a Notice of Intent to Process is gnmted, this data shall be distributed to the following agencies: COE, FEMA, TWC; ~he No~h Central Texas Council of Governments (NCTCOG); the cities of Arlington, Corrolhon, ~ Dallas, Fannen Branch, Fo~ Worth, Grand Prairie, Indng, and Lewi~ille; the co~ti~ of Dallas, Denten and Tarrant4 the Tarrant County Water Control and Improvement Dimict Number One, and the Trinity River Authority. Applicant's Representative. (identify person knowledgeable of and authorized to respond to questions concerning data provided by the Applicant) Nanm: C. Jean.Hansen~ P.E.~ Halff Associates, Inc. Relationship to Applicant: Consulting Engin~r Address: 8616 Northwest Plaza Drivet Dallas, Texas 75225 Telephone: {214) 73943094 Standard CDC Form - Part 1 Se~lon A -- CDC AppHcMlon (To be fined oat by Applicant) 1. CDC Applicant: Dallas Comty City/County: Carrolh~ Dallas, Coppell Property Owner. Cities ct Dallas, Carrollton~ CoppeH lln~neer:. Halff Associates, Inc. Project Name: Sandy lake Road Project Size: (total ~c~s)= Sandy Lake Rd. embsnt-ment 30 ac~s NCTCOG Map Grid: McInnish Park (swale/pond) 35 ac-ms 2. Location: a. Provide general descrilxion of location, including MAPSCO location, street address, and identified impacted water bodies: Mapsco page lB and 2~ 1800 thru 2300 blocks of Sandy Lake Road, Cities of Carrollton, Coppell, and Dallas. Impacted water Body: Elm Fork - Trinity River. b.L Pan or all of project/s within the CDC REGULATORY ZONE. [] Yes [] No bii. Pan or all of lxoject is within the CDC REVIEW ZONE. · Yes n No If the answer to both of these questions is negative, NO CDC PERMIT is required. 3. Proposed Acavity: (check ~propriate cet~gories) [] dredge/channel modification · swale constmctien · fill t2 levee 12 other (attach explanation) for ro~d en~nnt'ment 4. Proposed Use: (check afq~'opri~te ca~goties) [] private single dwelling(s) [] private mulli-dwelling(s) [] pul:tic [] commercial [] industrial [] other (explain) Fill for road embankment with c~npensatinl~ swale excavation 5. Applicant reque~ a variance to common permit cfiteda. [] Yes [] No _ (Please a~ch supposing material) Application is hereby made for a Corridor Development Cergfieat~ (C'DC~. I certify that I em familiar with the information cc~tained in ~ ~ and ~ to the best of my knowledge and beli~, this information is true, ~omplete, and accurate. Allen Bud Beene, P.E., Dallas County, Director of Public Works Date CDC Pan 1 - Continued Section B -- Ne~ice of Intent m Process by City/County (To be fried out by Cl~/Floodplain Aami~i~wato0 1. CDC Numbe~. Local Cc~tact Person: City/County of: Telephcu¢ Nmnber. 2. Exempt Catege~y: (~eck if applicable - additicual documentation may be required) tl mainumance/t~ir c~ flood c~trol structures ~ bank stabilization activities [] outfall/'mtake suucmre permitted under NPDES program [] project is completely outside tim CDC Regulatory Zone I:1 discharge of maIerial for backfill or bedding for millty lines with no change to bottom contours 3. Required StateTFedeml Review: a. NEMA Conditional Leuer of Map Revision (CLOMR) ss Yes I:1 No b. COB Pen~it required [] Yes [] No c. TWC Plan of Reclamalicn r~luired [] Yes ~1 No 4. COE Hydrologic/Hydraulic technical review completed. (check one) ra Yes (.r~s~,~ed) [] No (explain) 5. Administrative Findings: (connnex~tMcondilions). 6. City Action ff Variance is ve, questecL [] granted 12 denied . 7, Notice of Inumt: (check me) [] issued [] denied [] not applicable (CDC not ve, quired) By my authority under the City/County, I hereby issue lind record the City/County's findings, This Notice of lnamt to Process in no way implies that final project will Signatu~ of CDC/Floodplain Admini.~Ror/Typed N~ne.~Tifle Date Soction C - CDC Acficx~cindings (To be filled ou~ by CDC/Floodp~ai~ Administral~r) 1. Listing of Commentaries: (vaitum ccmmeuts cn this application wer~ received from:) 2. Summa~ of Other Permitting Actiem: -- COE Project No: Permit Type: [] issued O ismed w/ccnditicns [] denied O no permit ~ (comm~:) . TWC Comments: 3. CDC Action: (check oae) I~ granted ~ granted w/conditions [] de~ied 4, Operation and Mainumanc~ Agrigm~mt: [] executed (allach copy) [] not applicable Datedrnitiah: 5, The ~ will ce, ag to be ia effect: gl five years after tho date of issuance if no devolopmmt activities aro unclenakea I:1 DATE: & Final Vmclings of Fact: (snmmmy of City/County's findings/comments/conditions) By my authority under the City/County, I he. ruby isst~ the City/County's findings and final action. __ Si~nata~ of CDC/Floodplain Administrator/TypeA Name/Title Dat~ PROJECT: S~dy ~ Road CDC APPLICANT: Dallas County RIVER: Elm Fark - Trinity River CDC NUMBER: Sumdard CIX2 Form - Part 2 Detailed Hydrologic/Hydraulic Infornmlion GeneraL CDC Applicants am requested to provide Ibc following detailed hydrologic and hydraulic information for all proposed projects within the CDC Regulatory Zone of the Trinity River Corridor. This form and thc data provided by thc Applicant he.in is a requited supplement to the Part 1, Corridor Development Cc~ificate (CDC) Applicati(m. However, in certain cases die City,~.ounty may ~Jease ~he Applicant from completing all or porticns of this form ff ~he proposed p~oject satisfies speci~c provisicns. The Applicant is encouraged to schedule a pre-application meetin~ with the City/County ff the~c am any questions mgardin5 the x~luirements c~ the City/County. This application is considered public information and will be disttilmted to aff¢~ Federal, Stau~, and local govenunental agenc~s. Please be as complete and concise as possible. t'l'o be filled out by Applicant) 1. Site Plan. (a) Please aua~ a loca~io~map (8 1/2x 11). Plans attached:, ssYcs Co) Please attach a general site plan (8 1/2 x 11). Plans attact~e.d: mYes (c) Please attach a detailed site plan (see CDC Manual). m Yes [] No See Agp~nd/x C 2. Hydrologic/Hydraulic Informalicn. Please provide the following data to characteaize the hydrologic and hydraulic impscts of the proposed proj~t: - 100 YEAR FLOOD EVENT - * Hydrologic/Hydraulic Impact (measure) Pm-Project Post-Project Discharges: Upstream Boundary: 99420 55000 c~s. N/A N/A Downstream Boundmy: 88160 55000 cfs. N/A N/A Ol~.-el Velocities: Upstream Boundary: 99420 229 fps. ZSI fps. +022 fps. Downstream Boundmy: 88160 9.07 fps. 9.07 fps. 0.00 fps. Water Surface Elevation (NVGD): Upmr. am Boundary: 99420 448.35 ft. 448.13 fi. -0.22 fa Downsu~am Botmdary: 88160 441.?1 ft. 441.71 ft. 0.00 ft. Projexx Lands in Floodplain:~ 1765 ac. 1742 ac, -23 ac. Valley Storage on Project Lands:~ ac-fi, ac-ft. ~-fl. -SPF FLOOD EVENT - * Hydrologic/Hydraulic Impact (meamm) Pm-Project Post-Projec~ Discharges: Upsu~am Boundary: 99420 100,000 cfs. N/A N/A Downstream Boundary: 88160 100,000 cfs. N/A N/A Channel Velocities: Upsuv. am Boun&uy: 99420 2.60 fps. Downstream B<mndaty: SSI60 9.09 fl~. 9.O9 fps. 0.00 fps. Wa~r Surface Elevation (NVGD): Upstream Boundary: 99420 452.29 ft. 452.35 ft. +0.06 fi. Downstream Boundary: 88160 448.60 ft. 448.60 ft. 0.00 fi. Project Lands in Floodplain:~ 2360 ac. 2350 ac. -lO ac. Valley Storage on Project Lands:~ ac-ff, ac-ff, ac-ft. · See Section IV of this report for Wamr Surface Elevation Comparisons I Sandy Lake Road Emhanlrmeut only used for comparis<m. Ac~age based on flood plain from Section 88160 upstream of Belt Line Road through Section 99420. ~ See Attachment for description of valley storage calculation procedure. Corridor Development Certificate Elm Fork- Trinity River Sandy Lake Road Hydraulic Study Valley Storage Comparison The Elm Fork flood plain is partially urbanized through the reach from Belt Line through Sandy Lake Roads. For existing conditions, flow is restricted to four malrl passages: two routes within the east overbank~ the main channel and the left overbank. Non-effective flow areas were modelled utilizing ET cards for encroachments and GR cards to block out non-effective flow within the flood plain. These non-effective flow areas are not included in the water surface - elevation calculations, however, should be included for valley storage computations. For proposed conditions the flow area is confined to west of the City of Carrollton landf'fll. Since a hydraulic model reflecting the full area for valley storage computations is not available, Halff Associates prepared an earthwork model reflecting cut and fill for the Sandy Lake Road embankment and the proposed swale excavation. These quantifies are shown in the table below. Sandy Lake Road Bridge Hydraulic Study Valley Storage Comparisons Description [ 100-Year I SPF Sandy Lake Road Fill 110,261 cy 184,755 cy Embankment - Swale Excavation to Cut 317,011 cy 317,011 cy Normal Pool 430.0 CDC PART 2 - CO~ 3. Flood StorageJHydraul/c Mifigafic~ Please identify all flood storag~ and o~her hydrologicd~ydraulic mitigation areas on the si~ plan, and describe thl~n in flue space below. The Flood Stor~efrIydranlic miti,~afion includes a Linear swale~ approx/matel¥ 3(/30 fee~ lon~ and a shallow excavated area near Belt Line Road. ,The prolx)sed bridge is 1040 feet long spann~ the main channel and a lxxtion of the left overbank. 4. Habitat/Wetland Mitigation. Please identify all habitat md/or land resource area nsed for eevitouo-,antal mh/?_ation proposes on the site plan, and describe them in the space below: This project has been submitted to the COE for confirmation of the Wetlands Deteunination (see Appendix A). 5. Operation and Ma/ntmance. 'me cpention and maintenance of flood water conveyance sys~,~s~ conveyance altetmicns, noun wazer control stmames, eqaipment and appunanances, and water quality control measures w/n become the obligation of: (check one) se C/ty [] County [] Owner [] other (specify):. C/ty of Candimn Parks Depamnent The in~-,llzed cost, incind/ng replacement costs, of operating and ma/ntain/ng pest-project sumn water control syste~ns, conveyance alterations, and water quat/zy control measures is est/mat_ed_ to be in current year dollars: ($/yr). N/A 6. Erosion Control Information. Please provide the following data on site eredon control add water quality protection practices. (1)Construct/on Controls: (describe construction control strategies inumded f~ s/re erosim cc~lrol) A erosion control plan will be included in the construction plans. __ (2) Post Conslracficn Controls: (describe permanent control strategies intended for eresim central and water quality protecl/on after project ccmplet/on) Concn~ Slope paving under the bridge~ dp-rap in areas with veloc/ties > 5 fps; Grass in an other areas. 7. Land Cover Infmmat/on. Please provide the following data, in total acres, to characterize the impacts cn ammt land cover which will result from consu-uction of the proposed project: - LAND COVER INFORMATION - Values in TOTAL ACRES -- Land Use/Land Cover Ciassificat/on** Pm-Project Post-Projec~ 100 udmn/bu~-up 216.08 ac :125;28 ac -- 200 agticu~smee (park) 160.14 ac 135.95 ac 300 rangeland/shrob & brash (other) 336.06 ac 328.82 ac 400 forest/woo&ands 65.05 ac 63.93 ac 500 water (idemify on site plan) 20~99 ac 231.09 ac 600 wetland C~leatify ce site plan) (modified only)' 0.81 ac ' 0.06 ac 700 barnm land/mines & quarries 0andfill) 116.g7 ac 116.87 ac **No~e: Lisied land cover types are ~Levd 1~ cmelorie~ (100 ga u 700) def aed in accordance wi~h IAe laad use and land cover cla~ifu~ion Survey, U~S. Departmen~ of the I~uerior. TAi~ d~a nuy be required by the U~g. Army Corps of £ngineers and o~ber re~u/~or2 __ * Includes existing wetlands modified by project (see Appendix A) To the best of my knowledge, the information in Pan 2 is complete and accurate: ~ Bud Beene, P.E., Dallas County, Director of Public Works Date EXISTING CONDITIONS III. EXISTING CONDITIONS The Upper Trinity River Feasibility Study is a projected five-year study. Aerial Mapping was performed in February 1991 and preliminary versions of these maps are currently available. _ However, updated hydrologic and hydraulic modelling for the Elm Fork will not be completed by the COE until 1994. Since the Feasibility Study is ongoing and the new topography is available, Halff Associates has 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). This section describes the procedures, calibration and results of the new hydraulic modelling on the Elm Fork of the Trinity River from upstream of Belt Line Road through Sandy - Lake Road. -- A. Data Collection The most current hydraulic model (EF-CDC) for the Elm Fork was obtained from -- the U.S. Army Corps of Engineers Ft. Worth District (COE) in April, 1993. This model is utilized for base conditions and starting water surface elevations immediately upstream of Belt Line Road. In addition new topographic data (1991) was also obtained from the COE for the -- study reach from Belt Line Road to north of Sandy Lake Road. This is the topography generated for the Upper Trinity River Feasibility Study. Digital Photogrametric cross section data was also provided along with the "in-house" COE computer program '~FINTER", which reduces the - number of ground points in each cross section to 100 or less. B. Procedures The US Army Corps of En~neers computer progra_m, HEC-2 is u~ to compute water surface elevations on the Elm Fork of the Trinity River. This stream hydraulics program is used to establish the relationship between discharge and water surface elevation for each cross section along the river. The digital cross-section data pr6vided 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 Corps of Engineers CDC model for the Upper Trinity River _ Recounaissanee Study. 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. Discharges from the COE Reconnaissance Study are utilized for this Design Study. These _ discharges were developed by the Corps of Engineers and are based on fully developed land use throughout the watershed. An analysis utilizing existing land use discharges from the current Flood Insurance Study was also prepared and is being submitted to FEMA concurrently with this _ submittal. A comparison of these discharges is shown in Table 1. Halff Associates, Inc. III- 1 Revised June 1994 TABLE 1 -- DISCHARGE COMPARISON ELM FORK- TRINITY RIVER SANDY L~K~ ROAD Existing Conditions Fully Developed (¢~s) (ch) ~ Lewisville FIS 44350 100-year Coppell FIS - Mon'ison (CaE Re. con) 48600 -- ~COE w/CDC -Recon Study 55000 SPF CaE w/CCD -Recon Study 100000 The Elm Fork flood plain is partially urbanized through this reach restricting flows through four ma_in 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 from the EF- CDC model and the standard practice of 4:1 expansion downstream and 1:1 contraction upstream - of an obslruction. The "ET" option waS utilized to model different encroachments for high and low flows. "GR" points were modified, where necessary, to model encroachments and non- effective flow areas within the flood plain. C. Calibration - Severe flooding occurred in the Dallas/Ft. Worth area in thc spring of 1989 and 1990. High water"marks at the existing USGS Gage No. 08055500, immediately downsu'eam of Sandy Lake Road and along Sandy Lake Road in Carrollton were utiliTod aS a comparison for - calibration to the revised baSe hydraulic model. Table 2 shows a list of the high water elevations and recorded discharges for these floods. , :, TA~L]~ 2 HIGH WATER DATA 1989 ~OrO 1990 FLOODS -- ELM FORK OF THE TPA~TY Rrv~ DATE AGENCY ELEVATION DISCHARGE NOTES 0aSL) (c~s) 05-17-89 USGS - gage 441.13 8,720 05-05-90 USGS - gage ~.~A.88 27,600 Discharge measured at Belt Line Rd: 2605 cfs west bridge, 18916 cfs main bridge, 4097 cfs east bridge. 05-08-90 COE - City ~.~A.82 Road sign on Sandy Lake Rd. west of of IH 35, east of Nursery; 2.6' from Carrollton bottom of sign. Halff Associates, Inc. 111-2 Revised June 1994 In addition water surface elevations and flow distributions were compared to: · C.O.E. model EF-CDC · "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. · "Proposed Sandy lake Road Improvements at Elm Fork Trinity River" prepared for the City of Carrollton, March 1993. This comparison is discussed in Section D. 'The fully developed watershed discharges developed by the Corps of Engineers for the - Reconnaissance Study were utilized for this hydraulic study. The recorded discharge at Belt Line Road, May 1990 (Q--27_600 els, Table 2) is within one percent of the lO-year discharge used in the CDC HEC 2 model, therefore the 10-year prof'fle 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. -- Mannings 'n' values (roughness coefficients) and effective flow areas were adjusted 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 1989 flood, (Q=8720 cfs) conveyance is confined to the main channel and immediately adjoining floodplain throughout the model. The effective flow limits utilized for calibration to the 1990 - flood are shown on the attached map. Table 3 shows a comparison of the high water mark8 and the computed (EFEXRV6) water surface elevations at Sandy Lake Road. TABLE 3 COMPARISON OF RECORDED VS COMPUTED _ WATER SURFACE F~,EVATIONS ELM FORK OF THE TRINITY RIVER -- DISCHARGE RECORDED EFEXRV6 RECORDED RECORDED COMPUTED DATE WSEL -- Sandy Lake Road g,720 441.13 441.70 05-89 Sandy Lake Road 27,600 444.88 444.12 05-90 D. Profile Concurrence _ In addition to the calibration, flows in the two left bank 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) Bek Line Road Bridge. This split flow will also occur upstream due to the presence of the Carrollton Landfill. For existing condition, a split flow analysis was performed and flows are - balanced within 10 percent through existing Sandy Lake Road as shown in Table 4. Halff Associates, Inc. 111-3 Revised June 1994 TABLE 4 FLOW DISTRIBUTION - 100 YF_~R FLOOD ELM FORK - TRImTY RIVER BELT LINE TRROUC~H SAVOY LAKE ROAD SECTION LEFt OVER BANK 1VIAIN CHANNEL & NOTES ROB 88150 9417 45583 Immed~at¢ly upstream Belt Line Road 88160 9520 45480 88450 9570 45430 89230 9625 45375 90210 10098 44902 91050 10054 44946 92050 10021 44979 92880 9625 45375 93660 10065 44935 93710 10065 44935 93750 10202 44798 Sandy Lake Road 93780 10258 44742 Sandy Lake Road 93840 10351 44649 9389o 10395 446o5 -- 97710 10428 44572 98460 '10274 44726 " -- Average 10005 44995 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 92850. 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. Halff Associates, Inc. 111-4 Revised June 1994 The existing dam and Sandy Lake Road cross sections are from the COg. Reconnaissance Study hydraulic model, EF-CDC. 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 _ -l- 6000') are assumed to be non-effective for the 100-year flow. Three comparison sections are included in Appendix B which show the differences between EF-CDC and the updated hydraulic model EFEXRV6. Figure 2, Appendix C shows the encroachment (effective flow) limits and - revised base flood plain delineation. E. Conclusions In general, the revised existing conditions model reflects higher comput~ water surface elevations for the 100 year flood, as compared to the COg- model EF-CDC (see Table -- 5 Section IV). This appears to be primarily the result of the more dctailed modelling with all fills and cncroachmcnts shown on thc ncw topography included in thc new hydraulic model. Thc 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. In addition, the revised base modelling has been reviewed by the City of Carrollton'S flood plain - consultant, Nathan D. Maier, Consulting Engineers (NDMCE) on two occasions. NDMCE's comments were evaluated and incorporated into this bridge hydraulic study as necessary. The resulting model is utilized as the base conditions for evaluating the proposed Sandy Lake Road - improvements discussed in Section IV. Halff Associates, Inc. 111-5 Revised June 1994 IV. PROPOSED CONDITIONS IV. PROPOSED CONDITIONS _ Several akemative bridge and compensating excavation alternatives were tested for this proposed crossing of the Elm Fork at Sandy Lake Road. Each alternative was evaluated based on current design criteria (no rise in 100-year water surface elevation for fully developed landuse _ discharges) for the cities of Carrollton, Coppell, and Dallas. Proposed water surface elevations are compared to the existing conditions modelling as 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. Cross Sections for this modelling were taken from the aerial mapping flown February 1991, produced for the COE Upper Trinity River Feasibility Study. The following is a brief recap of the alternatives evaluated: Alternate 1. The first alternative tested is as shown on the preliminary schernotic profile provided to -- Halff Associates by Charles Gojer and Associates (CGA). This profile showed a 640-ft main bridge and a 160-foot relief bridge immediately adjacent to the main bridge. A modification of this alternative was evaluated, combining the two bridges into one 800 -- foot long opening. The near left overbank area underneath the proposed bridge was lowered to elevation 439.0, approximotely matching the existing parking area by the Carrollton Dom. The existing interior drainage channel on the east bank is relocated to -- match the bridge layout. This alternative causes approximately a 1 foot rise in the 100- year flood water surface elevation and a 2 foot rise in the SPF water surface elevation. -- Alternate 2. This alternative, in addition to the 800-foot proposed main channel bridge described above includes a relief swale in the left overbank within McInnish Park. This swale replaces the -- interior drainage channel in Alternate 1. This alternative produces approximately a 0.3 ft rise in the 100-year flood water surface elevation. Alternate 3. This option includes the Alternate 2 swale and extends it both ups~'eam and downstream. _ The swale flow line slope is 0.5 percent. This alternate initially produced a 0.22 foot rise in the 100-year flood water surface elevation and a 0.44 foot rise in the SPF water surface elevation. Further negotiations, primarily with the City of Carrollton, resulted in the _ development of a revised Alternate 3 concept plan. The revised Alternate 3 consists of a 1040 foot bridge over the main channel and n~ left overbank and additiona~ excavation further downstream near Belt Line Road. The additional excavation is _ required to mitigate downstream water surface elevation increases due to the increase in non-effective flow area caused by confining the 100-year flow to the channel and near left overbank. In addition, the City of Carrollton Parks Department has proposed a lake _ within the linear mitigation swale. The lake is modelled by assuming that there is no effective flow below the lake normal pool elevation of 430.0. This alternative causes a 0.03 foot rise in the 100-year water surface elevation at cross section 88450 near Belt _ Line Road. Upstream of Sandy Lake Road the 100-year water surface is approximately one (1) foot lower than existing conditions. The SPF water surface elevation increases by approximately 0.06 feet upstream of Sandy Lake Road. Halff Associates, Inc. IV-1 Revised June 1994 Alternate 4. In addition to the revised swale in the left overbank described in Alternate 3, this alternate - uses the series of ponds on the Riverchase property as a second relief channel. The normal pool elevation of the ponds is maintained. However, the hydraulic connection with the main channel is modified by lowering the Ell Fork right bank downstream of -- the Carrollton Dam to form a weir at elevation 434.0. This weir is located approximately 600 feet downstream of the dam. This altemative produces approximately a 0.1 ft rise in the 100-year flood water surface elevation. Alternate 5. Alternate 5 includes the 800-foot main channel bridge proposed in Alternate 1 with a 200- -- foot relief bridge in the left (east) overbank and improvements to an existing channel downstream of the proposed relief bridge. The existing channel is situated on Dallas Water Utilities property approximately 6000 feet east of the Elm Fork. The channel -- would be upgraded to a 200 foot wide swale discharging into existing ponds. A swale within McInnish Park is not included. This alternate produces a 0.5 foot rise in the 100- year flood water surface elevation. Alternate 6. Alternate 6 includes both the far left bank improved channel introduced in Alternate 5 and - the extended version of the swale through McInnish Park modeled in Alternate 3. A 260 foot relief bridge is included, approximately 6000 feet east of the main channel. This alternative maintains both the 100-year water surface elevation (within 0.01 ft) and the SPF water surface elevation. Alternate 7. Alternate 7 includes the 800 foot main channel bridge and swale, with the addition of a 260 foot relief bridge and channel on the right overbank within the City of Coppell. This _ channel would be excavated on property that belongs to the Carrollton-Farmers Branch ISD, upstream and James Harrington, downstream. The bridge is located approximately 500 feet west of thl: Ell Fork. Flow from this channel would' discharge into the series _ of small ponds located on the Riverchase Golf Course. This alternate causes a 0.03 ft rise in the 100-year flood water surface elevation and a 0.25-foot rise in the SPF water surface elevation. Halff Associates, Inc. IV-2 Revised June 1994 Other Alternatives Both "No Action" and a "Maximum Bridge" alternatives were considered. Under "No Action", Sandy Lake Road would continue to flood during events such as the May 90 storm and would constitute a continued hazard to the public. The "Maximum Bridge" alternative would consist of a 3000 to 4000 foot long bridge in the areas that are currently effective for 100-year flood flows. This alternative would maintain existing flood flow depths and distribution throughout the area. However, because of the great expense associated with this lengthy bridge and its associated limitations on access along Sandy Lake Road, this alternative was not developed in detail. Other alternatives which incorporate different flood control channels or swales upstream or downstream of Sandy - Lake Road are probably feasible from a hydraulic standpoint. However, such alternatives axe impossible to incorporate into a Bridge Plan for Sandy Lake Road without an overall flood control plan for this reach of the Elm Fork acceptable to the many cities and - districts located in the area. All the above alternates assume flow over Sandy Lake Road for the SPF. Halff Associates, Inc. IV-3 Revised June 1994 -- TABLE 5 COMPA~N OF COMPUTED 10(~YEAR FLOOD WATER SURFACE ELEVATIONS FULLY DEVELOPED LANDUSE DISCHARGES SANDY LAKE ROAD BRIDGE BASE MODEL I REVISED BASE MODEL PROPOSED MODEL DESCRIpTIO~I EF4DDC [note 1]I EFEXRV6 [note 2[ ~FPROP17 Ic°L 11 I IcOL 21 iCOL si ~...:1~ ~i~~..:.~ r~~'..:! 441.71 ~~ 441.71 0.00 U/~ PROI30~I~D DsANDY LAKI~ RD ~~i 445.{~g [~] 446 R7 O_CJ~ ~i1 ~Ji/~i 44.6 R~ -0.99 DENTON CREEK CONFLUENCE ~:..J!~i ~ ~i 446.78 l~~il 447.80 1.02 ~I~ 447.32 -0.48 ~~! 448.87 r'~] 449.:35 0.48~~ 449.241 .0.11 10:30:30 [note 1]: SHORTENED VERSION OF COE TRINITY RIVER RECONN STUDY MODEL EF4~DC. [note 2]: REVISED BASE MODEL WITH X~ECTIONS 88160 THROUGH 99420 FROM 1991 FEASIBIUTY STUDY TOPOGRAPHIC MAPPING. -- dWSEL COMPARISON TO BASE MODEL EF-CDC. IV-4 TABLE 6 COMPARISON OF COMPUTED SPF WATER SURFACE ELEVATIONS FULLY DEVELOPED LANDUSE DISCHARGES SANDY LAKE ROAD BRIDGE BASE IVlODEL REVISED BASE MODEL P~ MOOEL DESCRIPTION EF-CDC WSEL WSEL dWSEL WSEL dWSEL 448.71 0.00 448.71 0.00 0.92 0.90 0.22 455.33 455.' 455.35 0.23 455.36 455.' 455.36 0.23 I H.-,%F,I:: 456.22 457.00 457.01 458.05 458.16 0.11 458.16 0.00 458.72 458.81 0.09 458.81 0.00 [note 1]: REVISED BASE MODEL WITH X-SECTIONS 88160 THROUGH 99420 FROM 1991 FEASIBILITY STUDY TOPOC-4~PHIC MAPPING. 10.'32:23 IV-5 V. RECOMMENDATIONS V. RECOMMENDATIONS Alternate 6, with improvements to a far left bank channel on Dallas Water Utilities property and an extended swale in the near left bank was the preliminary recommendation in the November 1993 report entitled "Draft - Elm Fork of the Trinity River, Sandy Lake Road Bridge Hydraulic Study." This option involved the construction of two bridges, a 260-foot relief bridge and an 800-feet main channel bridge. The configuration of the swale would require the relocation of the Mcinnish Park access road, one small parking lot and at least one ball field. This alternative was selected because it causes only a 0.01 foot rise in the 100-year flood water surface elevation and no rise in the SPF water surface elevation. In addition, flow paths similar to existing conditions would be maintained for the 100-year flood by keeping the far left overbank effective. All alternatives assume that SPF flows overtop Sandy Lake Road in the left (east) overbank. Subsequent negotiations with the City of Carrollton led to the development of the revised Alternate 3 concept. This alternative includes extending the main left overbank (1040 foot - bridge), confining the 100-year flow to the main channel area and the downstream linear mitigation swale. The main Mclnnish Park entrance mad and the road to the boat ramp will require relocation. However, there will be less impact to existing properties to the east such as - the Sandy Lake Road Amusement Park and the Dallas Water Utilities Elm Fork Sludge lagoons with this plan. - The final recommended plan (revised Alternate 3) causes a 0.03 foot rise for the 100-year flood near Belt Line Road due to the revised effective flow limits and a 0.06 foot rise upstream of Sandy Lake Road for the SPF flow. SPF flow overtops proposed Sandy l.ake Road in the left - (eas0 overbank_ The effect of the water surface elevation increases is minimal and no additional structures are inundated. Computed Water Surface Elevations for the 100-yr and SPF flows are shown in Tables 5 and 6, respectively. The proposed recommended plan is shown on Figure 3. Halff Associates, Inc. V-1 Revised June 1994 VI. PERMITFING The proposed plan has been submitted to the Corps of Engineers for confirmation of the Wetlands (404) Permit conditions. Thc proposed improvements are designed to minimize disturbance to existing trees, landscaping, lakes and wetlands. Only 0.81 acres of existing _. wetlands are disturbed prim0rily in the. area where the proposed swale/lake connects to an existing pond (see Appendix A). In addition, the proposed plan is also being submitted to the Federal Emergency Management (FEMA) for a Conditional Letter of Map Revision concurrently with this submittal for a Corridor Development Certificate. Halff Associates, Inc. VI-1 Revised June 1994 Appendix A APPENDIX A W~LA~OS (404) ~ S~r~'I'rAL HALFF ASSOCIATES, INC. ENGINEERS · SCIENTISTS · SURVEYORS DALLAS · FORT WORTH · ARLINGTON · CHICAGO 8616 NORTHWEST PLAZA DRIVE ° DALLAS, TEXAS 75225 214/739-0094 · FAX 214/739-0095 June 22, 1994 AVO 12687 U.S. Army Corps of Engineers - Operations Division P.O. Box 17300 Fort Worth, Texas 76102 Attn: Mr. Wayne Lea Chief, Permits Section Re: Confirmation of Department of the Army Section 404 Permit Requirements for improvements to Sandy Lake Road at the Elm Fork of the Trinity River Dear Mr. Lea: On behalf of Dallas County, Texas, Halff Associates, Inc. is providing the enclosed information on proposed improvements to Sandy Lake Road in the reach from IH 35E to MacArthur Boulevard within the Elm Fork Trinity River flood plain. The project is located within the cities of carr°llton, Dallas, and Coppell as shown on Figure 1, attached. The proposed improvements include a 1040 foot bridge over the Elm Fork with the low beam elevation set 2 foot above the 100-year computed water surface elevation: Compensating swale _ excavation downstream within the flood plain between Belt Line and Sandy Lake Roads is provided. In the overbanks, Sandy Lake Road will be raised to elevation 447.0, one (1) foot above the 100-year flood elevation. The proposed swale is within the City of Carrollton's Mclnnish Park as shown on Figure 2. The excavation borders the tree line along the Elm Fork, preserving this wooded area. The _ swale/pond area is primarily grassland and includes relocation of the existing park entrance road and parking lots. Existing wetlands within the disturbed area, only, are also shown on Figure 2. The two most northern areas are low ground in a grass field. A narrow local drainage channel _ and a portion of an existing shallow lake is also included in the wetland areas shown. These areas (approximately 0.81 acres) will be incorporated into the proposed swale/pond. The existing shallow pond will also be connected to the proposed linear pond. However, it will remain a - shallow pond with minimal disturbance included in the proposed plan. TRANSPORTATION · WATER RESOURCES · LAND DEVELOPMENT · MUNICIPAL · ENVIRONMENTAL · STRUCTURAL SURVEYING o GLOBAL POSITIONING SYSTEM (G.P.S.) o REMOTE SENSING AND MAPPING -- LANDSCAPE ARCHITECTURE ° PLANNING HALFF ASSOCIATES, INC. ENGINEERS · SCIENTISTS · SURVEYORS Mr. Wayne Lea June 22, 1994 Page 2 Halff Associates requests confh'mation that the proposed Sandy Lake Road embankment and downstream compensating excavation complies with the terms and condifi_ons under Section 404 of the Clean Water Act, 33 CFR Part 330, Nationwide Permit No. 26, as published in the -- November 22, 1991 Federal Register, Volume 56, No. 226. This project is also being submitted to FEMA for a Conditional Letter of Map Revision and through the respective cities for a Corridor Development Certificate. Comparison tables of water surface elevations from these - submittals are attached for your information. We appreciate your help in expediting this request. Please do not hesitate to call if you have any - questions or comments. Sincerely, HALFF ASSOCIATES, INC. _ ~, Jean Hansen, P.E. . Attachments ' -' c: Charles Gojer, P.E., Gojer & Associates Bill Jessup, P.E., Dallas County, Public Works Department ~P~ OF ~P~D WA~R ~ACE E~A~ ~l~y ~L~ED ~SE DI~S ~DY ~ ~ B~DGE I ~E ~ I ~D ~SE ~EL I ~ ~ - I ~.I~ q_ ~I~.~! l 1~~, I~~' '~ ~.,~ [~~ I~~t ~.~ ff~:~ t ~.~ o.~ff~~{ ~.~ ~.07 I~~t ~.74 [~ i ~.~ 0.61 l~;~ '~1 ~.~ ~.~ ~ ~ED ~NDY ~ ~ I~~] ~5.~ ~~ ~.m 0.91 [~l .~. ...... ~.~:¢~ ............ I~{~ ~.~ l~~ ~7.~ 1.~ ~~1 I~~ ~.97 ~~: ~7.~ ~.0~ ~~~! ........ ...... ~; ~j~-~- :<.:-~:::-' ";; !~{~ ~,~7 l~~ ~9.~1 0.~ [~~1 ~.24 · ~ ~"~""";";";'" M~m~L~ I~i~t ~.4: t~ ~'~ ~ ~,41 0.~!~~1 ~.4: 0.~ ~::-:.;-:-:~:-:~::-::~:~ ~ 19 [~ ~ [~ ~[ ~.19 0.~ ~~ ~.19 0.~ =~:. .... . ........ : -~'-..~ .................. ff~ ~ L~E = ~,~) I~~] ~.~ l~~ ~.~7 ~.01 lil~! a.s7 0.~ :~ ~:~:~ ................ : .~,~:~{*:-: ........... :.., I~~t ~.24 IC~:: ~.24 0.~ IC~::! ~.~4 0_~ 11~ [nOte 1]: SHORTENED VERSION OF COE TRINITY RIVER RECONN STUDY MODEL EF~DC. [note 2]: REVISED BASE MODEL WITH X~SECTIONS 88160 THROUGH 99420 FROM 1991 FEASIBILITY STUDY T~HIC MAPPING. COMPARISON OF COMPUTED WATER SURFACE ELEVA~ FULLY DEVELOPED I.ANDUSE DISCHARGES SANDY LAKE ROAD BRIDGE SPF ROWS BASE MODEL REVISED BASE MODEL PROPOSED MODEL EF-CDC 448.71 0.00 448.71 455.09 455.31 0.22 455.33 0.02 455.' 455,35 · 0.23 0.01 455.' 455.35 0.23 455.37 0.0' 0.0' 458.05 458.16 · 0.11 458.16 0.00 458.81 0.09 458.81 0.00 -- [note1]: REVISED BASE MODEL WlTH X-SECTIONS 88160 THROUGH 99420 FROM1991 FEASIBILITY STUDY TOPOGRAPHIC MAPPING. 10.'34:32 ~ ;. I' 4.51 TRINIrYi '.-~=:::='-~,=.. " :: :- : :. :. :?~\ ',, : - . · .,,[ ........ : · --.. . . ..... · '* ~ .,?;" ~ CiTY OF , ,'~-:" )LLTON ~--- Tiail( SITE LOCATION :~.. · ~ ~,.' .' -. CITY OF "l~ark ':,','::"'~'" '~ .:,,,.;, --~. COPPELL u~ ~,,,.,. . , BELT L LINE ' ) SCALE ~ ~ 0 l~ O ~ 2~ 3~ 4~ ~ ~ 7~ FEET I .S 0 ] KILOHETER ~NTOUR INTERVAL 10 FEET ~TT[O LINES REPR[SENT 5.F~T CONTOU~ NATIONAL GEOD~IC ~RTI~L DATUM ~ 1929 ROAD CLASSIFICATION CARROLLTON, TEX. Heavy-duty ........ Light-duty NW/4 CARROLLTON 13 OUADRANGLE Medium-duty Unimproved dirt N3252.5--W9652.5/7.5 C} Interstate Route ~ U.S. Route · ~ State Route 1959 PHOTOREVISED 1981 DMA 6649 IV NW-SERIES ¥862 - FIGURE 1 LOCATION MAP ~~ 100 YR. FLOODPLAIN, ~IST. CONDITIONS ~?-50 ................... FIS CROSS SECTIONS ~FL~OWAY LIMITS~ FLOODWAY LIMITS .......... PROP~ LI~S .......... 1OOYR. FLOODPLAIN, PROPOSEO CONDITIONS ~' ' ' ~ISTING WETLANDS ~ ............ PROPOS~ EXCAVATI~ , ~ PROPOS~ EXCAVATI~ WETLANDS D~IN~D IN PROJECT AR~ ONLY. Appendix B APPENDIX B -- COMPARISON CROSS SECTIONS ELM FORK - ~ RVv'ER EF-CDC VS. REVISED BASE 470 ', ·200 · ~.E:O · 203 ~ .040 .130 . 045 / · 080 ' LEFT /-?LEFT ENCROACFtMENT 450 ; E..N.O..R...o..A.C. F M E NT /LINE 3AUBRATION _/r'RIGH'I ENOROAC -IMENT LINE 100 ~'R. )1 ~' LINE , I 450 NON EFFE( ;TIVE FLOW ARE ~, 420 ...... EF-CD( ENCRO ~,CHMENT 4 lO EF-CD( SECTION 433.40 LEFT /v~ 441.00 R 3~ GHT .. 410.67 ELH]~N 4O0 0 2000 4000 6000 8000 ! 0000 ]. 2000 14000 ~ 5000 t 800( 6-29-94 EFEXRV6.DAT SEC T ]~ ON 902 1 0 470 · 200 . 200 .090 . :150 . 040 .060 · 045 ,/"LEFT / LEFT ENCROACHIV ENT 480 ,z/ ENCR~DACHMEN.T/ LINE C,\LIBRATION /'LINE 100 YR. ; ,~.,-.--RI(iHT ENCRO~,CHMENT LINE 450 /1. ,-~ ' ,/ '--\\~ i,,L_ ~ 440 >. '" // Ld 430 SANDY LAKE ,~ RD. SE( ;TION 420 FROM l! F - CDC 410 .... EF-CD(; SECTION 447· 43 LEFT 447. 85 R];GHT 414.50 ELI'4]:N 4OO 0 2000 4000 6000 8000 10000 12000 14000 16000 1800( 6-29-94 EFEXRV6.DAT S E C T ]: 0 N 9 3 7 5 0 480 ~, ..,~ LI:FT ENCROkCHMENT ~:x~, LINE | 470 ~,i . 460 x.K,x.,x2 ..,, - . 450 '" > ~,..~, ~ I I i'; EF-ODC ' · i ' ,,,-. ..... ENOROi~CHMENT EF-CDC SECTION' 42O 4415.00 426.00 410 .... -2000 0 2000 4000 6000 8000 lO000 12000 14000 16001 6-20-04 SECT I ON 98460 EFEXRV6.DAT Appendix C APP~:~x C -- FIGURES .. . z:_-:: ~-~ ",~ ~ ~ :. ~ '~ '~% .~ .:' ':.:, ::: ~:.: :. ':,,, ~"""** ')~ .,~:':,' -,, ~ , ~ CITY OF ':"' :IIY CITY OF ~ark COPPELL m :?,'.}, ~ .... ~ .?.~, ---, . i BELT ~,t LINE Jr~m ~q ...... SCALE 1:24000 :000 2000 3000 4000 5000 6000 7000 FEET 5 ]KILOMETER CONTOUR INTERVAL 10 FEET DOTTED LINES REPRESENT 5.FOOT CONTOURS NATIONAL GEODETIC VERTICAL DATUM OF 1929 ROAD CLASSIFICATION - CARROLLTON, TE×. Heavy-duty ....... Light.duty NW/4 CARROLLTON 15' OUADRANGLE Medium-duty Unimproved dirt ......... -- ].959 Q Interstate Route ~ U.S. Route Q State Route _, FIGURE 1 LOCATION MAP  ~ '-d ~ "< ............. '~-~.~CALE IN FEET  ~ ~ ~ '""~ " ~ .~':A. J ' ,. ~ '?' ..... .. ~ ~~ .~ ~ . " '?' ' ' M INNISH PARK .4 ,:~ ~ '~ ~../ ,., ~... '~. ..... ~' "~'~' ~ STA~ ~> /? ~ TO +4~.0 ~ '~ ~ '"F' ~.4 ~ ~:"' ~ ~" -~g C? ~ .~.~. J~~ ~ /~ /~, ~ ............... ~ ~. :~ ~ ....................... -= / ~ ....... . ~ ,~ r"x .... ? /' '~. ~' .:, ~ - ~ - ~ ~ ~ ~ ~ 415 ~ ~ ~ ~ ~ ~cY s~ ~A~~ TO ~~ ~ FI,~RE 4 ~y ~ ~ ~ ~c~ 'F~~ ~ & DALLAS CO~TYe T~ STATICS FROM HYDRAULIC MODEL 7840 HALFF ASSOCIATES. INC. DALLAS, TX 49o 490 J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I1~I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~ Z n- ~ Z 7m~ ill ~ 480 480 _~ ~ ~ - z -o ~ m ~ ~ ~70 ~ ~ o~ · m 460~ , iO0_YEAR 460 ~ -g m ZE - ~ SPF _ ~so ~ ~so - (lO'YEAR FLOpD) ..:, - 430 430 - ~ FO~ - T~TY ~V~ S~Y ~E RO~ ~OPO~ C~TI~ M~L F~Y ~0~ ~SE ~E ~, 1994 ~ I I I I I I I I I ~ I I I I I II1~11 I~~ ~111111 IIIIIII ~111 I I I I I I I I I I I I I I I I I ( I I I I I I I I I I I I I I I I I I I I I I I I r 400 4~ ~0~ 89000 90~ 91~0 92~0 930~ 94~0 950~ 96000 97~ 980~ 99000 10~0 ~ WA~ ~A~ ~ DISTANCE IN FEET FIGURE Appendix D APPENDIX D HEC-2 MODEL ELM FORK - TRINITY RIVER SAm)Y L~-'~. ROAD HRC-2 WA.TEE SURFACE PROFI~.~-S * * U.S. ARMY COI~S OF EHG'V'NEERS · * HYDROLOGIC ENGINEERZNG CEIq~ER Vers£on 4.6.2; Hay 1991 * * 609 SECOND S'X'RE]~ SUTTE D · * DAVIS, CALIFORNIA 95616-4687 RUN ~ 303UN94 TIME 10:59:39 * * (916) 756-1104 · ******************************************* ************************************* X X XXXXXXX XXXXX x~a~Y X X X X X X X X X X X X xxxxxxx xxxx x n'Y~x Yn,~r X X X X X X X X X X X X X XXXXXXX XXXXX ~ 303~N94 10:59:39 PAGE 1 THIS RUN EXECOT~ 30~UN94 10z59:39 ************************************* -- ~C-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 ************************************* PROPOSED SANDY LAKE ROAD 1040 FT BRIDG~ AND DOWNSTREAM EXCAVATION 'PP. ELIMINAR¥ SUBJECT TO CORRTDOR DEVELOPMENT CERTIFICATE REVIEWS AND APPROVAL~m - FINA~ HYDRAULIC MODELING SHOULD BE VERIFIED PRXOR TO USE FOR DESIGN STUDIES. Cross sections 88140 to 99380 were obtained by serial photogrametric methods and provided to AHHA by the Corps of Engineers in May 1993. The same cross sections were renumbered to be consistent with the stationing used in ~revious models of the Elm Fork - Trinity River. -- The existing Sandy Lake Road Bridge model wan taken fr~m EF-CDC, tho cee hydraulic model fro~ the Upper Trinity River Necon Study. Tho top of road was modified per the new aerial topography. T1 DALLAS COUNT~t TEXAS - SANDY LAKE ROAD DESIGN STUDY T2 NEW SECTIONS 1993 - P. ECORD FLOW MAY 1990, Q~ 27600 CFS AT GAG~ --~3 ELM FORK - SANDY LAKE ED - FULLY DEVELOPED WATERSHED 10 YR FLOOD ~4 AX~FA~T E. HALFF A~OC.r INC. - AUGUST 1993 - EFPROF17 75 TOPOGRAPHY FROM UPPER TRINITY RIVER FEASIBILITY STUDY COB 1993t T6 FLOWN FEB. 1991. --=1 ICHECK INQ NINV IDIR STET METRIC HVINS Q WSEL FQ 0 4 0 0 0 0 0 0 438.24 J2 NPROF IPLOT PP. FVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE I 0 -1 0 0 0 0 0 0 1040' bridget low chord 448.0' -- A~L ST-~RTING WNEL,s FROM EF-CDC MODELt SECTION 88150 J3 VARIABLE CODES FOR SUMMARY PRINTOUT _ 38 I 43 13 14 15 150 QT 4 55000 100000 30100 8720 SECTION 88150 FROM EF-CDC, NO CHANGE IN EXISTING MODEL --gC .15 .12 .07 .3 .5 30JON94 10=59:39 PAGE 2 STARTING SECTION FROM EF-CDC ~1 88150 48. 3830.0 4190.0 100.00 100.00 100.00 X3 1100. 6895. GR 445.00 1000.0 438.00 1020.0 438.00 1100.0 436.00 1130.0 434.00 1150.0 __G~ 432.00 1220.0 430.00 1250.0 428.00 1270.0 428.00 1290.0 430.00 1305.0 ~R 432.00 1325.0 434.00 1365.0 436°00 1450.0 436.60 1690.0 449.50 1695.0 ~R 449.50 3655.0 440.00 3660.0 440.00 3830.0 430.00 3840.0 410.00 3900.0 ~R 410.00 3928.0 416.00 3980.0 430.00 4030.0 434.00 4050.0 436.00 4100.0 GR 438.00 4170.0 440.00 4190.0 440.30 4250.0 440.20 4315.0 449.60 4320.0 GR 449.90 5515.0 440.00 5520.0 440.00 6000.0 435.00 6001.0 436.00 6165.0 GR 432.00 6200.0 432.00 6210.0 436.00 6220.0 436.00 6400.0 440.00 6401.0 GR 440.00 6890.0 450.00 6895.0 450.00 8295.0 438.00 8300.0 438.00 8475.0 __GR 440.00 9500.0 450.00 9505.0 450,00 10800.0 SECTION 111 GR CAI~DS MODIFIED TO I~EPI~ESENT HIGH GROUND DOWNSTI~EAM (BELT LINE RD) TO MODEL NON-EFFECTIVE FLOW ARF~S X3 AND ET CARDS USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFERF/~I'LY. N-VALUES IN LOB AND ROB UTILIZED TO BALANC~ FLOWS IN OVF~L~ANKS NC .15 .12 .07 .3 .5 FROM EF-CDC . DAT ADD CHANNEL SECTION PER CARROLLTON (NDMCE) SURVEY FOR THIS X-SECTION (1-94) FLOW LINE (402.0 EL.) NOT USED HECAUSH INCONSISTENT WITH DATA AT BELT LINE AND U/S OF SECT 111 (1-94) SECTION NUMBER CHANGED FROM 88140 TO 88160 TO INSE/~T EF-CDC 88150 (1-94) CONT./EXP. COEFFICIENT RAXSED TO I~EDUCE PROFILE DZP (1-94). N-VALUES TO TI~ANSITION TO N-VALUES UPSTI~.AM (1-94) X3 CARD P~4OVED --NC .5 .7 NH 3 .13 9510.0 .07 9728 .13 13709 ET 7.1 9.1 7.1 7.1 6755 12175 6755 12175 GRCARDS MODIFIED TOMODELNON-HFFHCTIVE FLOW AREAS X1 88160 95 9510.0 9728 10 10 10 --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 G~ 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 G~ 443.0 13034 445.2 13042 445.0 13685 443.1 13697 445.3 13709 30JUN94 10159~39 PAG~ 3 --NC .3 .5 ALL POZNTS..PER 1991 TOPO - CHANNEL FLO~LINE INS~R-mRD P~REF-CDC STA 4600 ~ ~. 436.0 ~S ~ 436.0 ON ~PO ~ ~ ~S S~ 4600 ~ ~. 436.0 ~ ~R~M1.D2 - S~CRR FI~S P~ CI~ OF ~O~N (~MCE) ~DEL FOR~DE S~C~CO~X -- B~T LI~ ~ ~~ GR ~DIFIED 6~ 2915-3920 ~ 53~0-6850 ~ ~B ~VA~ ~ D~SS ~ ~S~ S~ 4330-4950~ N-~ = .10 NH 4 .17 4330 .1~ 5000 .065 5210 .09 , .:~ 8100 ~ 7.1 9.1 7.1 7.1 2550 7420 1850 7420 ~ ~ P~ ~ ~ ~LT LI~ ~ FO~ ~D~ CO~Y~ --X1 88450 78 5000 5210 400.0 120.0 290.0 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 432.0 4460 432.0 4600 432.0 4690 432.0 4895 GR 434.0 4950 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 ~ 430.0 5175 432.0 5180 434 * H~C-2 WATER SURFACE PROFILES * * U.S. ARMY CORPS OF ENGIN~ * * * HYDROLOGIC ENGINEERING __: Version 4.6.25 May 1991 . * 609 SECOND STRI~ET~ SUITE D * * DAVIS~ CALIFORNIA 95616-4687 * RUN DATE 30JUN94 TIM~ 10559:39 * * (916) 756-1104 X X XXXXXXX XXXXX X~xx~ X X X X X X X X X X X X XXXXXXX XXXX X X"FEXX XXXXX X X X X X X X X X X X X X XXXXXXX XXXXX x'YYYYXX 30JUN94 10559:39 PAGE i THIS RUN EXECUTRD 30~UN94 10:59539 --HEC-2 WATER SURFACE PROFILES Yersion 4.6.2; May 1991 PROPOSED SANDY LAKE ROAD 1040 FT BRIDGE AND DOWNSTREAM EXCAVATION 'PRELIMINARY SUBJECT TO CORRIDOR DEVELOPMENT CEP~TIFICATE REYIEWS AND APPROVALS' - FINAL HYDRAULIC MODELING SHOULD BE VERIFIED PRIOR TO USE FOR DESIGN S~UDIES. Cross sections 88140 to 99380 were obtained by aerial phctogrametric methods and provided to AHHA by the Corps of Engineers in May 1993. The same cross sections were renumberod to be consistent with the stationing used in previous models of the Elm Fork - Trinity River. -- The existing Sandy Lake Road Bridge mo~al was taken fr~ EF-CDC,' tho COE hydraulic model fro~ the Upper Trinity River Retch Study. The top of road was modified per the new &aria1 topography. T1 DAIJ~a~ COUNTY, TEXAS - ~ANDY LAEE ROAD DESIGN STUDY T2 NEW SECTIONS 1993 - RECORD FLOW MAY 1990~ Q= 27600 CFS AT GAGE --T3 ELM FORE - SANDY LAKE RD - FULLY DEVELOPED WATERSHED 10 YR FLOOD T4 ALBERT H. HALFF ASSOC.~ INC. - AUGUST 1993 - EFPROP17 T5 TOPOGRAPHY FROM UPPER TRINITY RIVER FEASIBILITY STUDY COE 1993~ T6 FLOWN FEB. 1991. _J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 0 4 0 0 0 0 0 0 438.24 J2 NPROF IPLOT PRFVS XSECV XSECH FN AIJ~DC IBW CHNIM ITRAC~ I 0 -1 0 0 0 0 0 0 1040, bridge, lo~ chord 448.0, _ AZ~ STARTING WSEL,s FROM E~-CDC MODEL, .SECTION 88150 J3 VARIABLE CODES FOR SUMMARY PRINTOUT _- 38 I 43 13 14 15 150 Q~ 4 55000 100000 30100 0720 SECTION 88150 FROM EF-CDC, NO CHANGE IN EXISTING MODEL NC 30JUN94 10~59539 PAGE 2 STARTING SECTION FROM EF-CDC X1 88150 48. 3830.0 4190.0 100.00 100.00 100.00 X3 1100. 6895. GR 445.00 1000.0 438.00 1020.0 438.00 1100.0 436.00 1130.0 434.00 1150.0 GR 432.00 1220.0 430.00 1250.0 428.00 1270.0 428.00 1290.0 430.00 1305.0 --GR 432.00 1325.0 434.00 1365.0 436.00 1450.0 436.60 1690.0 449.50 1695.0 GR 449.50 3655.0 440.00 3660.0 440.00 3830.0 430.00 3840.0 410.00 3900.0 GR 410.00 3928.0 416.00 3980.0 430.00 4030.0 434.00 4050.0 436.00 4100.0 GR 438.00 4170.0 440.00 4190.0 440.30 4250.0 440.20 4315.0 449.60 4320.0 GR 449.90 5515.0 440.00 5520.0 440.00 6000.0 435.00 6001.0 436.00 6165.0 GR 432.00 6200.0 432.00 6210.0 436.00 6220.0 436.00 6400.0 440.00 6401.0 GR 440.00 6890.0 450.00 6895.0 450.00 8295.0 438.00 8300.0 438.00 8475.0 __GR 440.00 9500.0 450.00 9505.0 450.00 10800.0 SECTION 111 GR CARDS MODIFIED TO RY~PRESENT HIGH GROUND DOWNSTREAM (BELT LINE RD) TO MODEL NON-BFFECTIVE FLOW AREAS X3 AND ~ CARDS USED TO MODEL LOW FLOIcs/HIGH FLOWS DIFFEP~RNTLY. N-VALUES IN LOB AND ROB UTILIZED TO BALANCE FLOWS IN OVF, RBANKS NC .15 .12 .07 .3 .5 FROM EF-CDC.DAT ADD CHANNEL SECTION PER CARROLLTON (NDN~E) SURVEY FOR THIS X-SECTION (1-94) FLOW LINR (402.0 EL.} NOT USED BECAUSE INCONSISTEI~TWITH DATA ATBELT LINE AND U/S OF SECT 111 (1-94) SECTION NUMBER CHANGED FROM 88140 TO 88160 TO INSERT EF-CDC 88150 (1-94) CONT./EXP. COEFFICIENT RAISED TO REDUCE PROFILE DIP (1-94). N-VALUES TO TRANSITION TO N-VALUES UPSTREAM {1-94) X3 CARD REMOVED --NC .5 .7 NH 3 .13 9510.0 .07 9728 .13 13709 ET 7.1 9.1 7.1 7.1 6755 12175 6755 12175 GRCARDS MODIFIED TOMODELNON-EFFECTIVE FLOW AREAS X1 88160 95 9510.0 9728 10 10 10 --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 A36.9 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 30~TON94 10:59139 PAG~ 3 ~NC .3 ALL POINTS PER 1991 TOPO- CHANNEL FLOWLINE INSEItTRD PER EF-CDC STA 4600 ~ EL. 436.0 MATCH~S EL 436.0 ON TOPO AND AL~O MATCHES STA 4600 @ EL. 436.0 IN EFEXNDM1.D2 - SOCCER FIELDS PBR CITY OF CARROLLTON (NDHCE) MODEL FORGOODE SOCCER COMPLEX BELT LINE ROAD ENCROACHMENTS GR MODIFIED STA 2915-3920 AND 5370-6850 NEAR LOB EXCAVATED TO DEPNESS WSEL UPSTREAM STA 4330-4950w N-VALUE ~ .10 NE 4 .17 4330 .10 5000 .065 5210 .09 , .~, 8100 ET 7.1 9.1 7.1 7.1 2550 7420 1850 7420 LOWER SOUTH PARK AREA NEAR BELT LINE RD FOR ADDED CONVEYANCE --X1 88450 78 5000 5210 400.0 120.0 290.0 (IR 436.0 1650 438.0 1720 438.6 1810 437.0 1950 438.0 2160 Git 431.7 2220 431.7 2350 432.0 2360 434.0 2380 436.0 2505 (IR 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 432.0 4460 432.0 4600 432.0 4690 432.0 4895 GR 434.0 4950 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 438.0 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 SECTION 112 GRCARDS MODIFIED TO REPRESENT HIGH GROUND UPSTI~EAM (FILL) TO MODEL NON-EFFECTIVE FLOW ARRAS IN LOB GR CARDS MODIFIED TO REPNESENT HIGH GROUND DOI~NSTR~J~M TO MODEL NON-EFFECTIVE FLOW ARY_J~S IN ROB X3 AND ET CARDS USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFERENTLY. N-VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK INEFFRCTIVE FLOW BELOW POND LEVEE EL. 437.0 STA 4745-6057 FAR LOB NC .08 .06 .075 FROM EF-CDC.DAT CHANNEL SECTION BELOW WSEL MODIFIED PER EF-CDC (1-94) X3 CARD P, EMOVED NH 6 .20 3925 .18 4745 .20 7800 .035 9123 .060 NE 9386 .035 13612 ET 7.1 9.1 7.1 7.1 7800 11110 3900 11110 X1 89230 92 9123 9386 1180 510 780 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 --GE 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 GE. 437.9 8333 434.8 8363 436.8 8376 441.2 8667 441.4 8812 1 -- 30JUN94 10~59=39 PA(IR 4 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 GR 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 ---GE 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 GR 438.4 13562 443.2 13612 SECTION 113 -- CaR CARDS MODIFIED TO REPRESENT SIGS GROUND UPSTREAM TO MODEL NON-EFFECTIVE FLOW AP, SAS IN LOS X3 AND ET CARDS USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFERENTLY. N-VAlUES IN LOB UTILIZED TO BALANCE FLOWS IN 0VERBANK NC .08 .06 .075 .1 .3 FROM EF-CDC.DAT NC .1 .3 INEFFECTIVE FLOW BELOW POND LEVEE EL. 437.0 STA 5242-5854 INEFFECTIVE FLOW BELOW POND LEVEE EL. 439.5 STA 4077-5178 INEFFECTIVE FLOW BELOW ROAD LEVER EL. 437.0 STA 7825-8467 -- ADD CHANNEL SECTION PER CARROLLTON (NDMC~) SIIRVEY FOR THIS X-SECTION (1-94) LOWE~ RIVERCEASE POND EFFECTIVE FLOW TO 432.0 ELE~., STA 9832-10183 (1-94) X3 CArD REMOVED PROPOSED LAKE, STA 9165-9370, N~ .035 MODIFY ENCR. LINE FOR PROPOSED 1040 FT BRIDGE; ET 7730, NE 7730 --..NH 8 .20 3843 .18 3943 .20 7730 .040 9165 .035 NS 9399.9 .06 9625 .13 10380 .045 12326 ET 7.1 9.1 7.1 7.1 7730 10369 3200 10369 BEGIN PROPOSED LAKg/SWALE X1 90210 88 9399.9 9625 800 750 980 __GE 441.4 1735 442.5 1812 441.9 1857 442.9 1867 445.4 2352 GR 437.2 2393 437.2 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 4077 440.4 4276 439.5 4285 GR 439.5 4559 439.5 4594 439.5 5178 440.6 5189 437.0 5242 __GE 437.0 5854 438.9 5869 439.0 5997 440.0 6005 438.5 6022 CaR 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 7730 GR 438.0 7730 437.0 78d7 437.0 8136 437.0 8467 * 438.1 8467 GR 437.0 8580 440.9 8882 437.8 9040 437.7 9165 430.0 9195.7 ~ 430.0 9360.8 432.3 9370 432.0 9379 433.64 9393.00 433.40 9399.90 GR 431.42 9412.00 427.56 9422.50 417.67 9432.5 415.67 9436.30 412.67 9446.30 GR 410.67 9464.10 411.67 9475.80 414.17 9485.70 415.79 9493.00 417.64 9499.20 GR 421.15 9507.20 424.74 9512.30 429.24 9535.40 431.04 9557.10 440.5 9579 GR 441.0 9625 438.1 9640 438.1 9659 440.8 9678 440.5 9688 __GR 445.5 9747 443.0 9790 438.0 9825 432.0 9832 432.0 10183 (IR 438.0 10334 445.2 10369 445.3 10380 447.4 10714 446.6 10971 CaR 445.3 11030 446.6 11040 447.7 12326 SECTION 114 GR CARDS MODIFIED TO REPRESENT SIGS GRI)UND UPSTRI~AM TO MODEL NON-EFFECTIVE FLOW AREAS IN LOB 30~IIIN94 10159;39 PAGE 5 X3 AND ET CARD~ USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFEI~ENTLY. N-VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK INEFFECTIVE FLOW BELOW POND LEVEE EL. 439.5 STA 4035-4774 CI~%NNF, L SECTION BELOW WSEL MODIFIED PER EF-CDC (1-94) LOWER RIVERCHASE POND EFFECTIVE FLOW TO 432.0 ELEV., STA 9855-10120 (1-94) X3 CARD REMOVED, NEW LEFTBANK STA 9255 PROPOSED LAKE, STA 9045-9255v N= .035 MODIFY ENCR. LINE FOR PROPOSED 1040 FT BRIDGE; ET 7565v NE 7555 NE 08 .20 3420 .18 3508 .20 7565 .045 9045 .035 ---NE 9255 .075 9468 .14 10200 .045 12310 ET 7.1 9.1 7.1 7.1 7565 10200 2650 10200 K1 91050 93 9255 9468 620 840 840 (IR 451.6 1173 446.6 1290 445.1 1368 441.6 1955 442.3 2024 GR 437.2 2039 437.2 2310 437.2 2360 440.5 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 4517 439.5 4568 439.5 4599 439.5 4664 439.5 4704 GR 439.5 4712 439.5 4764 439.5 4774 442.7 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 5620 450.0 5861 450.0 6043 450.0 6210 --GR 460.0 6210 460.0 7100 450.0 7100 450.0 7226 450.0 7369 GR 450.0 7388 450.0 7565 437.9 7565 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 440.6 9045 430.0 9087.4 430.0 9234.6 435.1 9255 GR 433.6 9282 415.8 9327 412.6 9328 412.6 9353 412.6 9376 --GR 415.8 9379 430.8 9420 442.1 9468 445.3 9604 449.3 9624 GR 445.7 9645 441.9 9679 441.2 9736 438.5 9798 438.0 9817 GR 432.0 9855 432.0 10120 446.5 10187 445,5 10193 445.5 10200 GR 450.9 10977 452.2 11311 444.7 12310 SECTION 115 GR CARDS MODIFIED ~O REPI~ESENT HIGH GROUND UPSTREAM TO MODEL NON-EFFECTIVE FLOW AR~AS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFEI~ENTLY. N-VAlUeS IN LOB UTILIZED TO 9~J~ANCE FLOWS IN OVER~ANK INEFFECTIVE FLOW BELOW POND LEVEE EL.439.5 STA 3982-4960 INEFFHCTIVE FLOW BELOW ROAD LEVEE EL.437.0 STA 7850-8650 ADD CHANNEL SECTION PER CARROLLTON (NDMCE) S~VEY FOR THIS X-SECTION (1-94) _ LOWER RIVERCHASE POND EFFECTIVE FLOW TO 432.0 ELEV., STA 9409-9650 (1-94) X3 CARD REMOVEDv NEW LEFT BANK 6TA 8852 PROPOSED LAKEr STA 8445-8852t N~ .035 MODIFY ENCY. LINE FOR PROPOSED 1040 FT BRIDGE= ET 7460, NH 7460 NH 7 .20 3101 .10 3238 .12 7460 .045 8445 .035 NH 8852 .075 9180 .10 10738 --ET 7.1 9.1 7.1 7.1 7460 9800 2810 9800 X1 92050 95 8852 9180 950 980 1000 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 --C~ 442.3 3101 434.9 3139 443.8 3190 438.5 3209 444.3 3238 30JUN94 10=59~39 PAGE --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 G~ 439.5 4249 439.5 4583 439.5 4643 439.5 4899 439.5 4911 G~ 439.5 4924 439.5 4960 450.0 4960 450.0 5185 450.0 5248 G~ 450.0 5256 450.0 5269 450.0 5321 450.0 5376 450.0 5379 --G~ 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 7460 437.0 7460 437.0 7871 437.0 7879 G~ 437.0 7905 437.0 7911 437.0 8115 437.0 8203 437.0 8218 G~ 437.0 8344 437.0 8400 437.0 8400 437.0 8445 434.8 8445 __G~ 430.0 8464.2 430.0 8816.4 438.89 8852.00 434.89 8887.00 432.39 8890.00 GR 426.94 8922.00 417.69 8950.00 413.69 8955.00 410.69 8982.80 410.19 8997.30 GR 410.19 9011.00 415.60 9021.80 429.09 9045.70 430.60 9054.20. ~, 429.42 9079.60 GR 441.30 9151.20 443.0 91~0 445.6 9264 443.6 9353 ' 432.0 9409 GR 432.0 9650 444.3 9710 442.2 9796 446.2 10372 443.2 10738 SECTION 116 GR CARDS MODIFIED TO R.EPR.ESENT HIGH GROUND UPSTREAM TO MOD~L 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 INEFFECTIVE FLOW B~LOW POND LEVEE EL. 439.5 STA 3350-4512 INEFFECTIVE FLOW BELOW ROAD LEVEE EL. 437.0 STA 7500-8338 INEFFECTIVE FLOW BELOW POND LEVEE EL. 439.5 STA 3350-4512 INEFFECTIVE FLOW BELOW ROAD ~ EL. 437.0 STA 7500-8338 X3 CARD REMOVED PROPOSED LA~ STA 7920.4-8480~ N=.035 MODIP"~ ENCR. LINE FOR PROPOSED 1040 FTBRIDGE; ET 7640~ NH STILL 7390 NE 9 .20 2792 .05 2940 .12 7390 .045 7920.4 .035 NH 8480 .045 8506 .10 8543 .075 8845 .10 10863 7.1 9.1 7.1 7.1 7640 9135 3765 9135 Xl 92880 68 8543 8845 700 790 830 GR 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 441.0 2025 445.4 2096 GR 442.5 2348 445.5 2792 436.1 2838 444.7 2887 440.3 2908 GR 445.6 2940 442.0 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 GR 439.5 4560 450.0 4560 450.0 4786 450.0 4935 450.0 5127 GR. 450.0 7390 443.1 7390 442.9 7416 437.6 7557 437.0 7617 GR 437.0 7772 437.0 7910 437.0 7920.4 433.3 7920.4 430.0 7933.6 -- GR 430.0 8448.4 437.9 8480 438.9 8506 436.9 8518 441.2 8534 GR 441.4 8539 440.6 8543 437.1 8548 435.9 8552 433.1 8559 GR 429.4 8580 425.9 8587 434.2 8613 415.9 8696 415.9 8736 GR. 423.3 8752 432.8 8799 440.7 8845 440.8 8953 444.3 8961 GR 444.3 9135 444.4 9488 442.3 9501 441.1 9920 443.0 10405 G~ 442.2 10532 442.2 10840 445.3 10863 SECTION 117 GR CARDS MODIFIED TO REPRESENT SIGH G~OUND UPSTREAM TO MODEL NON-EFFECTIVE FLOW AREAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS/SIGH FLOWS DIFFERENTLY. N-VALUES IN LOB UTILIZED TO ~J~ANCE FLOWS IN OVER,ARK I~a'~'ECTIVB FLOW BELOW POND LEVEE EL. 439.5 STA 3862 30JUN94 10 = 59; 39 PAGE 7 NC .07 .06 .06 FROM EF-CDC. DAT -- FA~ LOB RAISED TO PROPOSED ROAD EL. 446.88 STA 1272-4130 NEA~ LOB SET AT 439.0 ELEV. IT~AR LOB DRY SWALE STA 8135-8346.8, N..040 (N=.04 EAST OF 8135,ABUTTMENT) NEA~ LOB DEEP SWALE STA 8346.8-8560, N- .035 X3 CARD RF24OVED -- MODIFY ENCY. LINE FOR PROPOSED 1040 FT BRIDGE; ET 8100v NH 8135 CHANNEL N LOWERED TO .055 TO MODEL MORE EFFECTIVE BRIDGE OPP~IING NH 11 .20 2595 .05 2731 .12 6450 .12 6861 .040 NH 7970 .040 8135 .040 8346.8 .035 8560 .035 8800 .055 -- NH 9102 .045 13121 ET 7.1 9.1 7.1 7.1 8100 9130 2720 9130 X1 93660 - 93 8800 9102 1150 690 7_80 G~ 451.3 1000 446.88 1272 446.88 1602 446.88 1740 446.88 1857 GR 446.88 1866 446.88 1876 446.88 2017 446.88 2149 446.88 2158 --GR 446.88 2551 446.88 2560 446.88 2595 446.88 2664 446.88 2685 GR 446.88 2709 446.88 2731 446.88 2773 446.88 2794 446.88 3149 GR 446.88 3159 446.88 3210 446.88 3661 446.88 3675 446.88 3690 GR 446.88 3852 446.88 3862 446.88 3874 446.88 4130 450.0 4130 GR 450.0 4365 450.0 4378 450.0 4428 450.0 5092 450.0 5173 --G~ 450.0 5197 450.0 5228 450.0 5337 450.0 5390 450.0 5410 GR 450.0 5946 450.0 6090 450.0 6190 450.0 6221 450.0 6450 G~ 443.6 6450 445.8 6861 445.8 6861 443.5 7511 445.0 7592 GR 442.0 7970 440.0 8135 437.0 8147 437.0 8293 437.0 8346.8 GR. 433.7 8360 433.2 8420 433.2 8478.8 433.7 8538.8 439.0 8560 -- GR 439.0 8652 439.0 8800 438.1 8868 437.4 8874 436.8 8915 GR 418.2 8958 416.8 8964 414.5 9002 416.8 9041 441.7 9102 GR 444.0 9130 445.9 9154 445.9 9554 443.2 9628 444.9 10366 GR 443.4 10382 445.5 10401 444.4 10849 445.9 10908 446.9 10916 GR 449.2 11046 442.3 11085 441.9 11108 449.2 11143 447.2 11247 -- GE 444.4 11267 443.1 11467 443.9 11720 444.5 11726 449.5 12158 GR 445.9 12530 442.8 12550 448.4 13121 SECTION 93670 AT CAR/~OLLTON DAM FROM EF-CDC MODEL LEFT OVEE~ANK OF EF-CDC SECTION MODIFIED PER 1991 TOPO -- G~ CA'DS MODIFIED TO REPRESENT HIGH G~OUND DOWSHTRPJ~M TO MODEL NON-EFFECTIVE FLOW AREAS IN LOB X3 AND ET CA'DS USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFERENTLY. N-VALUES IN LOB UTILIZED TO ]~J~NUE FLOWS IN OVER. BARK INEFFECTIVE FLOW BELOW EL. 440.0 STA 3010-3300 DU~ TO HIGH GROUND -- NC .07 .1 .06 FROM EF-CDC. DAT FAR LOB RAISED TO PROPOSED ROAD EL. 446.88 STA 1000-3500 NEAR LOB SET AT 439.0 FJ..~'V. NEAR LOB DRY SWA/~E STA 7505-7717.6, N-4.040 ' '~' NEAR LOB DEEP SWALE STA 7717.6-7930, N- .035 __ Y3 CARD .REMOVED MODIFY ENCR. LINE FOR PROPOSED 1040 FT BRIDGE: ET 7470, NS 7505 CHANNEL N ~ TO .030 TO MODEL MOPE EFFECTIFE BRIDGH OPENING 30JUN94 10t59;39 PAGE 8 NC .5 .7 NE 11 .20 1931 .05 2067 .19 2997 .12 5786 .15 __NH 6197 .04 7505 .040 7717.6 .035 7930 .040 8200 .030 NH 8470 .045 10220 ~T 7.1 9.1 7.1 7.1 7470 8500 2090 8500 TOP OF CAR/~OLLTON DAM @ 434 X1 93710 54 ' 8200 8470 50 50 50. GR 446.88 1000 446.88 1080 446.88 1180 446.88 1240 446.88 1485 GR 446.88 1931 446.88 2000 446.88 2021 446.88 2045 446.88 2067 GR 446.88 2109 446.88 2130 446.88 2485 446.88 2495 446.88 2546 GR 446.88 2997 446.88 3011 446.88 3026 446.88 3188 446.88 3198 GR 446.88 3210 446.88 3500 450.0 3500 450.0 5786 450.0 5820 GR 443.6 5820 445.8 6197 443.5 6847 445.0 6928 446.6 6943 GR 442.0 7340 440.0 7505 437.2 7517.2 437.2 7670.8 437.2 7717.6 GR 433.9 7730 433.4 7790 433.4 7848.8 433.9 7908.8 439.0 7930 GR 439.0 7940 439.0 8200 437.5 8225 437.5 8274 434 8275 GR 434.3 8390 437.2 8391. 437.5 8420 439 8470 443.5 8620 __G~ 444.5 9620 443.5 10000. 442 10140 445 10220 SECTION 118 - PROPOSED SANDY LAKE ROAD BRIDGE X3 AND ~T CARDS USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFEPENTLY. N-VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OV~R~NK GR 444.3 9135 444.4 9488 442.3 9501 441.1 9920 443.0 10405 GR 442.2 10532 442.2 10840 445.3 10863 SECTION 117 GR CARDS MODIFIED TO REPRESENT HIGH GROUND D~PST~EAM TO MODEL NON-EFFECTIVE FLOW AI~EAS IN LOB X3 AND ET CARDS USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFEIU.;NTLY. N-VALUES IN LOB UTILIZED TO BALANCE FLOWS IN OVERBANK INEFFECTIVE FLOW BELOW POND LEVEE EL. 439.5 STA 3862 30JUN94 10 ,* 59 -' 39 PAGE 7 NC .07 .06 .06 FROM EF-CDC. DAT -- FAR LOB RAISED TO PROPOSED ROAD EL. 446.88 STA 1272-4130 N]EA~ LOB SET AT 439.0 ELEV. NEA~ LOB DRY SWALE STA 8135-8346.8, N- .040 (N-.04 EAST OF 8135,ABUTTMENT) NEAR LOB DEEP SWALE STA 8346.6-8560, N- .035 X3 CARD REMOVED -- MODIFY HNCR. LIN~ FOE[ PE[OPOSED 1040 FT BP.TI)GE: ET 8100t NH 8135 CHANNEL N LOWERED TO .055 TO MODEL MORE EFFECTIVE BRIDGE OPENING NH 11 .20 2595 .05 2731 .12 6450 .12 6861 .040 NH 7970 .040 8135 .040 8346.8 .035 8560 .035 8800 .055 -- NH 9102 · 045 13121 ET 7.1 9.1 7.1 7.1 8100 9130 2720 9130 Xl 93660 - 93 8800 9102 1150 690 7_80 GR 451.3 1000 446.88 1272 446.88 1602 446.88 1740 446.88 1857 GE[ 446.88 1866 446.88 1876 446.88 2017 446.88 2149 446.88 2158 -- GI~ 446.88 2551 446.88 2560 446.88 2595 446.88 2664 446.88 2685 GR 446.88 2709 446.88 2731 446.88 2773 446.88 2794 446.88 3149 GR 446.88 3159 446.88 3210 446.88 3661 446.88 3675 446.88 3690 GR 446.88 3852 446.88 3862 446.88 3874 446.88 4130 450.0 4130 GR 450.0 4365 450.0 4378 450.0 4428 450.0 5092 450.0 5173 --GE[ 450.0 5197 450.0 5228 450.0 5337 450.0 5390 450.0 5410 GE[ 450.0 5946 450.0 6090 450.0 6190 450.0 6221 450.0 6450 G~ 443.6 6450 445.8 6861 445.8 6861 443.5 7511 445.0 7592 GR 442.0 7970 440.0 8135 437.0 8147 437.0 8293 437.0 8346.8 GR. 433.7 8360 433.2 8420 433.2 8478.8 433.7 8538.8 439.0 8560 --GR 439.0 8652 439,0 8800 438.1 8868 437.4 8874 436.8 8915 GE[ 418.2 8958 416.8 8964 414.5 9002 416.8 9041 441.7 9102 GR 444.0 9130 445.9 9154 445.9 9554 443.2 9628 444.9 10366 GE[ 443.4 10382 445.5 10401 444.4 10849 445.9 10908 446.9 10916 GR 449.2 11046 442.3 11085 441.9 11108 449.2 11143 447.2 11247 -- GR 444.4 11267 443.1 11467 443.9 11720 444.5 11726 449.5 12158 GE[ 445.9 12530 442.8 12550 448.4 13121 SECTION 93670 AT CAP.~OLLTON DAM FROM EF-CDC MODEL LEFT OVERBANK OF EF-CDC SECTION MODIFIED PER 1991 TOPO -- GR CARDS MODIFIED TO I~PRESENT HIGH GROUND DOWNSTREAM TO MODEL NON-EFFECTIVE FLOW AREAS IN LOB E3 AND ET CARDS USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFEI~ENTLY. N-VALUES IN LOB UTILIZED TO H3J~NCE FLOWS IN OVERBANK INEFFECTIVE FLOW BELOW EL. 440.0 STA 3010-3300 DUE TO HIGH G~OUND -- NC .07 .1 .06 FROM KF-CDC. DAT FAR LOB I~Z-~ND TO PROPOSND ROAD EL. 446.88 STA 1000-3500 NEAR LOB SET AT 439.0 NEAR LOB DRY SWALE STA 7505-7717.6r N~.040 ' '~' NEAR LOB DEE~ SWALE STA 7717.6-7930, Nm .035 __ X3 CARD .REMOVED MODIFY ENCR. LIN~ FOR PROPOSED 1040 FT BRIDGEg ET 7470, NH 7505 CHANNEL N ~ TO .030 TO MODEL MOPE E~FECTIVE ~DGE OPENING I 30JON94 10959939 PAGE 8 NC .5 .7 NH 11 .20 1931 .05 2067 .19 2997 .12 5786 .15 __NH 6197 .04 7505 .040 7717.6 .035 7930 .040 8200 .030 NE 8470 .045 10220 ET 7.1 9.1 7.1 7.1 7470 8500 2090 8500 TOP OF CARROLLTON DAM @ 434 Xl 93710 54 8200 8470 50 50 50. GR 446.88 1000 446.88 1080 446.88 1180 446.88 1240 446.88 1485 GR 446.88 1931 446.88 2000 446.88 2021 446.88 2045 446.88 2067 GR 446.88 2109 446.88 2130 446.88 2485 446.88 2495 446.88 2546 GR 446.88 2997 446.88 3011 446.88 3026 446.88 3188 446.88 3198 GR 446.88 3210 446.88 3500 450.0 3500 450.0 5786 450.0 5820 GE[ 443.6 5820 445.8 6197 443.5 6847 445.0 6928 446.6 6943 GR 442.0 7340 440.0 7505 437.2 7517.2 437.2 7670.8 437.2 7717.6 GR 433.9 7730 433.4 7790 433.4 7848.8 433.9 7908.8 439.0 7930 GR 439.0 7940 439.0 8200 437.5 8225 437.5 8274 434 8275 GR 434.3 8390 437.2 8391. 437.5 8420 439 8470 443,5 8620 __GE 444.5 9620 443.5 10000. 442 10140 445 10220 SECTION 118 - PROPOSED SANDY LAKE ROAD BE[IDGE X3 AND ET CA~DS USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFERI~NTLY. N-V~.LUES IN LOB UTILIZED TO ~ALANCE FLOWS IN OVF. RJ~ANK NC .3 .5 FROM EF-CDC.DAT NH 7 .20 2480 .20 3300 .12 6100 .15 6600 .040 NH 8510 .045 8800 .045 9270 FROM EXISTING MODEL SECTION 93725 P. EPLACES EFEXIST 93730w STATIONING MATCHES IN BOTH FILES. NEA~ LOB SET AT 439.0 ELEV. MODIFY TOR TO PASS SPF FA~ LOHw STA 2326.7-3855 @ EL. 448.66 MODIFY TOR TO PASS SPF NEAR LOB, STA 6095-7715 @ EL. 447.0 NEAR LOB DRY SWALE STA 7775-8021.8, N= .040 NEA~ LOB DEEP SWA~E STA 8021.8-8215w N= .035 -- X3 CARDREMOVED N-VALUES MODIFIED ATPROPOSED BRIDGE IM~ROV. MODIFY ENCY. LINE FOR PROPOSED 1040 FT BR/DGE; ET 7775; NH 7775 CHANNEL N LOWERED TO .050 TO MODEL MOIRE EFFECTIVE BRIDGE OPENING LOB N RAISED TO .035 TO MATCH SIMILAR AREASw STA 8215-8588.2 NH 10 .20 2480 .20 3300 .09 6100 .15 6600 .040 NH 7775 .040 8021.8 .035 8215 .035 8588.2 .050 8815 .045 NH 9000 ET 7.1 9.1 7.1 7.1 7775 8815 2326.7 8815 -- SANDY LAKE ROAD~IDGE X1 93735 85 8588.2 8815 25 25 25 BT -35 2000 451.5 451.5 2200 451.5 451.5 2326.7 451.5 451.5 BT 2610.7 448.66 448.66 3571 448.68 448.66 3855 451.5 451.5 BT 6095 451.5 451.5 6545 447.0 447.0 7275 447.0 447.0 --BT 7775 452.0 452.0 7775 452.0 448.0 7817.8 452.0 448.0 BT 7852 452.0 448.0 7855 452.0 448.0 7932 452.0 448.0 BT 7935 452.0 448.0 8015 452.0 448.0 8015 452.0 448.0 BT 8092 452.0 448.0 8095 452.0 448.0 8172 452.0 448.0 BT 8175 452.0 448.0 8252 452.0 448.0 8255 452.0 448.0 --BT 8332 452.0 448.0 8335 452.0 448.0 8412 452.0 448.0 BT 8415 452.0 448.0 8492 452.0 448.0 8495 452.0 448.0 30JUN94 10Z59;39 PAG~ 9 BT 8612 452.0 448.0 8615 452.0 448.0 8732 452.0 448.0 BT 8735 452.0 448.0 8815 452.0 448.0 GR 451.5 2000.0 451.5 2168.1 451.5 2168.2 451.5 2200.0 451.5 2300.0 G~ 451.5 2300.1 451.5 2326.7 450.0 2480.0 448.66 2610.7 448.66 3300.0 ---GR 448.66 3571.0 451.5 3855.0 451.5 5925.0 451.5 6095.0 451.5 6100.0 G~ 447.0 6545.0 447.0 6600.0 447.0 6800.0 447.0 6840.0 447.0 6850.0 GR 447.0 7275.0 452.0 7775.0 448.0 7775.0 437.3 7817.8 437.3 7852.0 GR 448.0 ~852.1 448.0 7855.0 437.3 7855.1 437.3 7932.0 448.0 7932.1 GR 448.0 7935.0 437.3 7935.1 437.3 8012.0 448.0 8012.1 448.0 8015.0 ---GR 437.3 8015.1 437.3 8021.8 434.0 8035.0 433.5 8092.0 448.0 8092.1 GR 448.0 8095.0 433.5 8095.1 433.5 8135.0 433.8 8172.0 448.0 8172.1 GR 448.0 8175.0 433.8 8175.1 434.0 8195.0 439.0 8215.0 439.0 8252.0 GR 448.0 8252.1 448.0 8255.0 439.0 8255.1 439.0 8332.0 448.0 8332.1 GR 448.0 8335.0 439.0 8335.1 439.0 8412.0 448.0 8412.1 448.0 8415.0 --G~ 439.0 8415.1 439.0 8492.0 448.0 8492.1 448.0 8495.0 439.0 8495.1 GR 439.0 8545.0 439.0 8555.0 439.0 8588.2 437.62 8612.0 448.0 8612.1 GR 448.0 8615.0 437.44 8615.1 436.00 8640.0 418.00 8650.0 420.00 8670.0 G~ 414.50 8700.0 423.92 8732.0 448.0 8732.1 448.0 8735.0 424.84 8735.1 GR 443.95 8800.0 446.0 8800.0 448.0 8815.0 452.0 8815.1 452.0 9000.0 SECTION 119 X3 ARD ET CA~DS USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFEP. ENTLY. N-VALOES IN LOB ~TILIZED TO BALANCE FLO~S IN OVEP~BANK NC .3 .5 FROM EF-CDC.DAT -- NH 7 .20 2480 .20 3300 .12 6100 .15 6600 .040 NH 8510 .045 8800 .045 9270 F~OM EXISTING MODEL SECTION 93725 P~EPLACES EFBXIST 93730~ STATIONING MATCHES IN BOTH FILES. NEA~ LOB SET AT 439.0 BLEV. MODIFY TOR TO PASS SPF FA~ LOB, STA 2326.7-3855 @ EL. 448.66 -- MODIFY TOR TO PASS SPF ~P~-~ LOB~ STA 6095-7715 @ EL. 447.0 NEA~ LOS DRY SWALE STA 7775-8021.8, N= .040 NKA~LOB DHEP SWALE STA 8021.8-8215v N= .035 X3 CARDR~MO%'~D N-VALUES MODIFIED AT PROPOSED BRIDGE IMPROV. -- MODIFY ~NC~. LINE FOR PROPOSE~ 1040 FT BRIDGE= ET 7775, NH 7775 CHANNEL N LOWERED TO °050 TO MOD;~. MOPE ~FBCTi-v~ B~IDG~ OPENING LOB N RAISED TO .035 TO HATCH SIMILA~AR~J%St STA 8215-8588.2 NH 10 .20 2480 .20 3300 .09 6100 .15 6600 .040 NH 7775 .040 8021.8 .035 8215 .035 8588.2 .050 8815 .045 NH 9000 ET 7.1 9.1 7.1 7.1 7775 8815 2326.7 8815 SANDY LAKE ROAD BI~IDGE X1 93815 80 80 80 X2 SECTION 93840 ADDED TO EFEX~EV.DAT TO MODEL 60" WATER LINE AS A BRIDGE NEW DATA FROM 1992 TOPO STA 8560-9075 REMAINING DATA COPIED FROM SECTION 93890 BELOW, X1 CARDS ADJUSTED ADD CHANNEL SECTION PER CAP/~OLLTON (NDMCE) S~VEY FOR THIS X-SECTION (1-94) MODIFY GR FOR ROAD LEVEE DOWNSTI~P~M, STA 1073-2430 @ EL. 451.50 MODIFY G~ FOR RX)AD LEVEE DOWNSTR~AM~ STA 2800-3760 @ EL. 448.66 MODIFY G~ FOR ROAD ~ DOWNST~AMt STA 4130-6400 @ EL. 451.50 MODIFY GR FOR ROAD LEVEE DOWNSTREAM, STA 6810-7520 @ EL. 447.00 30~UN94 10~59=39 PAGE 10 MODIFY GR FOR ROAD LEVEE DOWNSTREAM, STA 7850 @ EL. 450.50 NEAR LOS DRY SWALE STA 8013-8220t N= .040 NEAR LOB DEEP SWALE STA 8220-8400t N= .035 X3 CARD P. EMOVED NH ST~TIONS MODIFIED DGE TO IMPHOVED ROAD MODIFY ENCR. LINE FOR PROPOSED 1040 FT BRIDGE~ ET 7910 NH 9 .16 2430 .07 4130 .15 6810 .04 8013 .040 NH 8220 .035 8400 .04 8735 .06 8988 .045 11302 ET 7.1 9.1 7.1 7.1 7910 9100 2625 9100 60' WATER LINE /M~R.TJtL CROSSING Xl 93840 84 8735 8988 25 25 25 BT 6 8720 439.8 439.8 8733 452.4 446.0 8735 454.2 446.0 BT 8988 454.2 446.0 8990 452.4 446.0 9005 439.0 439.0 GR 459.2 1070 451.5 1073 451.5 1100 451.5 1117 451.5 1129 --GR 451.5 1262 451.5 1272 451.5 1307 451.5 1328 451.5 1532 GR 451.5 1632 451.5 1663 451.5 1826 451.5 2430 446.88 2800 GR 446.88 3219 446.88 3450 446.88 3760 451.5 4130 451.5 4146 GR 451.5 4417 451.5 4467 451.5 4471 451.5 4492 451.5 5500 GH 451.5 5501 451.5 5896 451.5 6042 455.1 6087 452.2 6125 --GR 451.5 6141 451.5 6400 447.0 6810 447.0 7520 450.5 7910 GR 439.0 7910 438.7 8013 437.9 8017 437.9 8105 437.9 8220 GR 434.5 8233.2 434.0 8293.2 434.0 8320.8 434.5 - 8380.8 439.3 8400 GR 439.3 8424.3 439.2 8560 440.2 8690 439.8 8720 439.7 8733 GR 439.6 8735 441.22 8746.00 440.40 8757.70 437.62 8770.20 436.22 8786.00 --GR 433.42 8790.40 430.42 8793.40 425.92 8802.40 422.42 8821.90 419.42 8837.10 GH 416.42 8868.10 418.92 8888.70 423.42 8902.50 429.42 8913.90 434.32 8924.70 GR 437.92 8932.80 437.42 8943.30 439.42 8951.80 438.8 8988 438.9 8990 GR 439.0 9005 439.4 9030 444.2 9043 444.4 9053 440.5 90?5 GR 440.1 9091 440.1 9095 442.5 9110 442.7 9140 444.3 9385 --GR 446.1 9608 444.7 10231 442.3 10244 445.6 11302 SECTION 120 GR CARDS MODIFIED TO REPRESENT HIGH GROUND DOWNSTREAM TO MODEL NON-EFFECTIVE FLOW ARJ~AS IN LOB -- X3 AND ET CARDS USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFERENTLY. N-VALUES IN LOE UTILIZED TO BALANCE FLOWS IN OVERBANK NC .07 .07 .06 FROM EF-CDC. DA.T ADD CHANNEL SECTION PER CARROLL?ON (NDMCE) SURVEY FOR THIS X-SECTION (1-94) MODIFY GR FOR ROAD LEVEE DOWNSTREAM, STA 1073-2370 @ EL. 451.50 -- MODIFY GR FOR ROAD LEVE~ DOWNSTR~AM~ ST.A 2800-3760 @ EL. 448.66 MODIFY GR FOR ROAD LEVEE DOWNSTREAM, STA 4190-6400 @ EL. 451.50 MODIFY GR FOR ROAD LEVEE DOWNSTR~J~H, STA 6810-7520 @ EL. 447.00 MODIFY GR FOR ROAD LEVEE DOWNSTREAMt STA 7740 @ EL. 449.50 NEAR LOB DP~P SWALE STA 8220-8372.8~ N= .035 -- X3 CARD R~MOVED NH STdVTIONS MODIFIED DUE TO IMPROVED ROAD MODIFY ENCR. LINE FOR PROPOSED 1040 PT BRIDGE; ET 7800 30JUN94 10;59;39 PAGE 11 NH 8 .13 2370 .~7 4190 .15 6810 .04 ' 8220' .035 NH 8372.8 .04 8770.2 .06 9007 .045 12631 --ET 7.1 9.1 7.1 7.1 ?800 9100 2635 9100 END PROPOSED LAKE/SWAL~ X1 93890 89 8770.2 9007 50 50 50 GR 459.2 1070 451.5 1073 451.5 1117 451.5 1129 451.5 1129 GR 451.5 1262 451.5 1272 451.5 1307 451.5 1328 451.5 1532 __GR 451.5 1632 451.5 1663 451.5 2370 446.88 2800 446.88 3015 01~ 446.88 3219 446.88 3450 446.88 3760 451.5 4190 451.5 4414 GR 451.5 4417 451.5 4467 451.5 4471 451.5 4492 451.5 5500 GR 451.5 5500 451.5 5762 451.5 5883 451.5 5896 451.5 6042 GR 455.1 6087 452.2 6125 451.5 6141 451.5 6400 447.0 6810 __GR 447.0 7520 449.5 7740 439.4 7740 439.3 7794 438.7 7953 GR 437.8 8220 434.8 8232 434.3 8292 434.8 8352 440.0 8372.8 GR 442.5 8633 442.28 8746.00 441.46 8757.70 438.68 8770.20 437.28 8786.00 GR 434.48 8790.40 431.48 8793.40 426.98 8802.40 423.48 8821.90 420.48 8837.10 GR 417.48 8868.10 419.98 8888.70 424.48 8902.50 430.48 8913.90 435.38 8924.70 __GR 438.98 8932.80 438.48 8943.30 440.48 8951.80 440.0 9002 440.8 9007 GR 440.7 9010 444.1 9073 440.1 9091 440.1 9095 442.5 9110 GR 442.7 9140 444.3 9385 446.1 9608 444.7 10231 442.3 10244 GR 445.6 11302 443.6 11305 438.8 11309 439.3 11323 437.4 11330 GR 436.2 11331 435.4 11623 437.9 11629 439.6 11639 443.7 11700 __GR 445.7 11703 446.6 11783 444.0 12303 445.7 12631 SECTION 121 ET CARD USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFEP.~/TI~Ly. I~CTIVE FLOW BELOW POND LE%'EE EL. 442.0 STA 2603-3368. N-VALUeS IN LOB UTILIZED TO BALANCE FLOWS IN OVF/~JiNK NC .07 .09 .06 .1 .3 FROM BF-CDC.DAT CHANNEL SECTION BELOW WSELMODIFIEDPEREF-CDC (1-94) MODIFY GR FOR ROAD LB%tEE DOWNSTREAM~ STA 2091-4743 ~ EL. 445.00 NC .1 .3 NH 5 .11 2783 .07 4743 .040 5844 .06 6055 .045 NH 11573 __ET 7.1 9.1 7.1 7.1 4743 10019 2440 10019 DENTON CI~EEK CONFLUENCE Xl 97710 97 5844 6055 680 1670 3820 G~ 452.5 1000 448.8 1072 449.2 1165 448.0 1178 447.5 1253 G~ 446.8 1262 445.0 1313 445.0 1800 445.0 2091 445.0 2118 GR 445.0 2390 445.3 2577 445.0 2603 445.0 2707 445.0 2744 G~ 445.0 2783 445.0 2817 445.0 3306 445.0 3317 445.0 3368 GR 446.1 3494 445.9 3532 446.9 3537 447.3 3547 446.7 3582 GR 445.0 3599 445.0 3632 445.0 4134 445.0 4222 445.0 4363 GR 445.2 4602 445.0 4698 445.9 4714 445.0 4743 441.5 4743 G~ 441.4 5710 443.7 5738 444.9 5844 435.4 5875 423.5 5916 --GR 423.5 5933 423.5 5950 435.4 5991 439.8 6007 442.2 6055 GR 443.0 6174 441.6 6321 443.8 6537 442.9 7048 439.0 7223 GR 439.1 7262 439.~ 7509 435.2 7530 439.3 7560 439.6 7668 GR. 441.9 7740 441.3 7754 440.5 7757 439.7 7764 435.3 7788 GR 435.3 7858 436.4 7862 438.4 7870 444.0 7918 441.8 8117 --GR. 444.6 8540 435.3 8587 435.3 8651 441.1 8665 443.1 8813 G~ 442.6 9231 441.9 9246 443.6 9372 445.0 9392 442.7 9519 L 30JUN94 10;59;39 PAG~ 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 446.0 11144 449.7 11174 G~ 447.7 11186 447.7 11476 446.1 11486 445.8 11512 442.5 11530 --GR 442.0 11540 447.8 11573 SECTION 122 ~T CARD USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFI~R~NTLY. N-VALUES RETURNED TO EP-CDC VALUES. -- ADD CHANNEL SECTION PER CAR~OLLTON (NDMCE) SURVEY FOR THIS X-SECTION (1-94) RIGHT HANK DATA NOT USED; SECTION SURVEYED AT ~ W~ONG LOCATION (INSE~T CBANNEL ONLY BETWEEN STA 5580 AND 5760 APPROX.) - FLOW LINE NOT USED BECAUSE INCONSISTENT WITH DATA AT D/S AND U/S SECTIONS. --NC .07 .09 .06 ET 7.1 9.1 7.1 7.1 4100 10030 2250 10030 Xl 98460 95 5606.5 5856 750 750 750 G~ 451.6 1000 451.2 1031 446.6 1059 447.9 1071 448.0 1084 GR 447.5 1098 444.5 1113 444.5 1524 446.6 1537 445.9 1581 --GR 447.7 1900 446.7 2288 445.7 2567 446.1 2590 445.5 2734 GR 446.1 2940 446.7 3115 444.0 3626 443.7 3636 443.1 3893 GR 442.9 3901 441.7 4224 443.2 5230 444.3 5409 446.5 5506 GR 444.5 5518 443.05 5606.50 439.71 5638.30 439.61 5648.80 438.21 5652.40 GR 435.51 5655.20 428.21 5666.90 426.00 5674.00 426.00 5735.00 434.81 5753.20 --GR 439.3 5767 439.3 5767 440.3 5798 442.8 5822 445.0 5856 GR 445.2 5946 444.8 . 5965 441.2 6793 441.4 6844 441.2 6850 GR 435.9 6862 441.6 6873 442.2 6960 441.8 6980 439.3 7023 GR 437.7 7076 436.6 7159 437.1 7175 437.5 7280 443.7 7332 GR 443.3 7443 442.4 7467 442.3 7477 440.4 7514 439.2 7728 --GR 439.9 7775 441.5 7798 442.5 7925 441.6 8336 442.2 8610 GR 443.7 8639 444.1 8658 442.2 8735 441.8 8972 444.6 9600 GR 445.3 9627 446.2 97~5 444.1 9781 446.0 9809, .~, 446.5 9986 GR 442.4 10034 441.2 10230 441.9 10286 446.4 10339 446.1 10528 GR 445.5 10553 445.4 10639 446.2 10716 447.5 10778 445.7 10821 --GR 443.9 10829 440.6 10848 438.9 10854 437.0 10863 435.7 10867 GR 435.7 10924 446.7 10938 447.6 10962 447.4 11024 447.1 11050 SECTION 123 RT CARD USED TO MODEL LOW FLOWS/HIGH FLOWS DIFFEI~ENT~Y. -- INEFFECTIVE FLOW BELOW POND LEVEE EL. 445.0 STA 1395-2443. CHANNEL SECTION BELOW WSEL MODIFIED PER EF-CDC (1-94) ET 7.1 9~1 7.1 7.1 3060 9790 1300 9790 Xl 99420 97 4728 4935 960 960 960 __G~ 451.9 1000 447.2 1068 449.6 1084 447.6 1129 449.1 1141 GR 445.8 1360 445.0 1395 445.0 1422 445.0 1465 445.0 1474 G~ 445.0 1589 445.0 1602 445.0 1916 445.0 1934 445.0 2122 GR 445.0 2443 447.6 2516 450.7 2709 450.2 2955 447.6 3060 GR 443.1 3238 442.2 3489 438.9 3541 441.7 3580 442.3 3611 __GR 442.4 3991 444.1 4728 435.3 4751 428.3 4773 428.3 4802 GR 428.3 4837 435.3 4854 443.1 4929 443.1 4935 442.9 4938 GR 440.8 5106 444.3 5235 443.9 5367 442.8 5375 444.5 5415 GR 445.1 5454 443.5 5729 442.4 6140 435.5 6225 435.5 7179 GR 438.1 7186 442.7 7196 442.3 7308 441.5 7318 440.6 7422 I 30JUN94 10;59;39 PAGE 13 GR 438.5 7446 438.5 7493 439.7 7506 441.2 7705 443.7 7753 GR 441.2 7864 443.1 8231 442.4 8262 440.8 8269 440.5 8273 C~ 441.3 8278 441.7 8283 443.9 8292 442.5 8309 443.2 8924 GR 459.6 8981 459.2 9156 444.6 9204 444.6 9293 445.3 9318 GR 445.2 9389 442.6 9411 444.7 9433 444.3 9519 443.7 9559 GR 447.1 9880 446.6 9928 444.4 9958 445.3 9975 447.6 9987 GR 448,6 10014 440,1 10043 435,7 10055 435,7 10115 438,4 10118 GR 441,3 10128 446,1 10368 447,3 10389 446,3 10564 450,3 10875 CaR 450,0 11113 450,5 11242 449,2 11294 450,8 11307 452,2 11675 __GA 450.6 11931 451,5 12051 FOLLOWING SECTIONS PER EF-CDC X1 100040 49 4035 4215 620 620 620 X3 9900 470 GR 451 1000 444 1030 441.5 1190 439.7 1200 439.7 1830 GR 442 1840 440.5 2500 441.2 2925 442.5 3080 443 3180 GR 443 3700 444.5 3880 444.9 4000 445.7 4035 430.9 4090 GA 430 4180 443 4215 442.9 4290 444.5 4390 442.9 5415 GR. 443.4 5500 442.1 5600 444.5 5685 443 6640 442.5 6700 --GR 442,5 6800 441,4 7000 440,2 7115 439,8 7500 440 7600 GA 441,6 7800 442 8200 443,6 8800 443,5 8900 446,5 9200 G~ 446,5 9350 447,5 9600 447,3 9650 428,3 9680 428,5 9720 GR 446 9740 447,5 9800 447 10400 446,9 10900 447 11000 GR 448 11100 455 11200 457.5 11300 459.2 11420 QT 4 61100 111400 36200 8720 Xl 103060 96 3333, 3533, 1850,0 1775,0 3020,0 Gl~ 455,5 1000. 451,7 1023, 448,7 1146, 447,7 1154, 446,6 1229, GR 444,8 1630, 444,9 1638, 446,0 1646, 445,7 2153, 445,8 2245, --GR 446,6 2479, 447,5 2599, 447,9 2675, 448,0 2746, 445,2 2846, GR. 445.2 2946. 448.3 3061. 448.3 3075. 449.0 3213. 449.2 3306. GA 449,6 3333, 438,7 3385, 434,9 3438. 431,4 3449. 430,0 3470. GR 439.9 3498, 447.5 3533. 448.2 3574. 446,5 3584, 446.9 3605. GR 448.4 3656. 448.5 3703. 447.6 3851. 446.6 4531. 444.0 4664. --G~ 444,3 4700. 445.3 4782. 445.6 4870. 445.5 4880. 446,4 4962. GA 444.7 5302. 443,9 5354. 442,7' 5364. 442.6 5405, 444,4 5416. GR. 443.8 5549. 442.3 5560. 442.3 5570. 443.8 5580. 444.0 5891. G~ 443.8 5949. 444.0 6047. 443.8 6208. 443.7 6241. 443,2 6353. GR 443.3 6727. 443.5 6825. 443.6 6846. 444,2 7019. 444.2 7402, --GR 444,2 7408, 444,8 7823, 445,2 7947, 444,7 7992, 444,3 8019, GR 444,6 8089, 445,4 8173, 446,5 8361, 446,5 8527, 446,6 8564, GR 447,4 8770, 447,4 8819, 437,9 8848, 438,1 8897, 446,9 8906, GR 447.8 8964, 447,8 9089, 445,0 9182, 446,4 9223, 447,1 9285, GR 447.8 9315, 439,8 9326, 433,2 9367, 439,7 9398, 440,9 9439, --G~ 444,9 9460, 447,6 9490. 447,4 9548, 447,3 9655, 446,6 9912, GA 447,5 10034, 448,0 10132, 449,4 10229, 453,6 10326, 455,5 10423, G~ 457,1 10540, I 30JON94 10~59;39 PAGR- 14 QT 4 43000 77400 25700 8720 Xl 106080 52 2630. 2850. 1850.0 1775.0 3020.0 --X3 0 0 0 0 O 8300 GR 460 1000 453.5 1160 450 1440 451 1870 453 2220 GR 447.5 2290 447.5 2360 453.5 2440 453.5 2630 439.5 2730 GR 432.5 2740 430 2760 444 2800 452 2850 453.5 2890 GR. 450 2900 453 2970 451 3160 450 3820 445 3950 --GR 449 4150 445.5 4570 444 4620 441.5 4630 441.5 4670 GR 445 4680 444 4810 441 4820 441 4830 444 4840 GR 446 5450 447 6070 446.5 6610 446,5 7020 , ~, 447 7140 GR. 445 7210 446,5 73~0 446.5 7740 448.5 8250 * 443 8340 GA 446 8380 447.5 8440 449 8470 433 8480 420 8520 --GR 433 8550 435.5 8590 443.5 8610 449 8640 448.5 8800 GA 446.5 9050 455 9660 NC 0.070 0.070 0.060 X1 110580 40 9030 9340 1700 4300 4500 --.X3 0 0 0 4600 GR. 449 3800 449.5 3850 448.5 4230 450.5 4520 449.5 4710 GR 451.5 5170 448 5300 448 5940 449 6300 446.5 7000 G~ 447,5 7220 441,5 7260 447 7330 448.5 7560 446.5 7570 GA 446 7750 447,5 8100 446.5 8680 449,5 9030 447 9080 __GA 441 9110 443 9150 429 9180 424 9220 437.5 9250 G~ 445 9300 448 9340 448,5 9550 447 9800 446,5 10470 G~ 444,5 10480 444,5 10630 447,5 10650 447,5 10800 445,5 10870 GA 448,5 11170 448 11480 442 11500 441,5 11900 449 11930 __NC 0,075 0.075 0,060 ,3 ,5 Xl 110720 45 7237 7635 140 140 140 BT 2 7237 458 455.5 7635 457.7 455.2 GR 449.3 2318 449.8 2796 447 3171 442.4 3562 445.5 3591 GR 447.5 3600 442.9 3643 449.5 4000 450.2 4304 449 4785 __GR 447,7 5114 446,6 5361 446,3 5552 444,5 5624 445,9 5700 GR 449,8 6157 449.9 6642 458 7237 455,5 7237 447,8 7256 GR 446.6 7311 442.3 7337 440,9 7375 435 7385 426.4 7437 GR 433,2 7474 439.2 7487 443,8 7535 446.7 7587 448.9 7635 GR 457.7 7635 451.7 8075 450.9 8531 449,3 8922 450.8 9217 __GR 445.6 9804 443.1 9827 442.7 9895 437.8 9915 437.2 9932 GR 433.7 9945 441.7 9955 442.2 10000 444.9 10067 450 10080 X1 110750 30 30 30 X2 i IH 356 Xl 110790 67 9050 9448 40 40 40 __BT 2 9050 458,5 455,4 9448 458.5 455,4 CaR 457 4000 457 5130 454,4 5150 448,3 5165 446,9 5200 GR 446,7 5225 447,6 5244 447,6 5264 446,4 5278 446,7 5285 GR 454.4 5305 457 5325 458 7180 454,7 7200 445,8 7225 G~ 445,4 7250 445,2 7300 445 7350 444,4 7400 444,8 7410 GR 442,2 7422 441,6 7427 442 7433 444,5 7450 446 7495 GR. 454.5 7516 458 7536 458 8600 458.5 9050 455.4 9050 G~ 447,8 9069 446,6 9100 445,4 9124 442,3 9150 440,9 9188 I 30~J'N94 10;59;39 PAGE 15 G~ 435 9198 426,4 9250 433,2 9287 439,2 9300 443,8 9350 GR 446,7 9400 448,9 9448 458,5 9448 457 9900 458 10345 GR 454 10375 447,1 10395 446,1 10425 445,6 10475 444,9 10500 GR 445,6 10525 446,7 10575 447,3 10609 454,5 10619 458 10639 --GR 457 11450 448 11480 443,1- 11500 442,7 11548 437,8 11568 GR 437,2 11585 438,7 11598 441,7 11608 442,2 11653 444,9 11720 CaR 448 11750 457 11770 Xl 110910 120 120 120 --](2 1 X1 110930 - 39 7204 7430 20 20 20 BT 2 7204 456.5 454 7430 458,2 455,7 GR 449,6 2451 451 2850 451,4 3149 448,4 3392 447,9 3608 --G~ 449,8 4001 450,5 4400 449,9 4702 449,5 4949 448 5541 GR 446,7 5631 447,8 5705 449,2 6095 449,5 6448 456,5 7204 GR 445.4 7204 442.3 7230 440.9 7268 435 7278 426.4 7330 GR 433.2 7367 439.2 7380 443.8 7430 458.2 7430 458.1 7605 G~ 457.4 7614 450.6 8138 449,4 8695 448,7 8750 449,5 8811 --G~ 449 8827 450,5 9214 446,2 9730 444,9 9789 442,5 9922 GI~ 442,3 10061 449,4 10459 451 10807 452,1 11204 Xl 110980 40 9030 9340 50 50 50 G~ 449 3250 449,5 3850 448.5 4230 450,5 4520 449,5 4710 --G~ 451,5 5170 448 5300 448 5940 449 6300 446,5 7000 GR 447,5 7220 441,5 7260 447 7330 448,5 7560 446,5 7570 GR 446 7750 447,5 8100 446,5 8680 449,5 9030 447 9080 GR 441 9110 443 9150 429 9180 424 9220 437,5 9250 GR 445 9300 448 9340 448,5 9550 447 9800 446,5 10470 --GR 444.5 10480 444,5 10630 447,5 10650 447,5 10800 445,5 10870 GR 448,5 11170 448 11480 442 11500 441,5 11900 449 11930 NC 0,080 0,085 0,060 ,1 .3' X1 113000 45 8530 8700 1250 1800 2020 ---GR 451 4400 451 4410 446 4480 452 4560 450 4690 GR 451 5000 451 5220 449 5410 444 5470 447 5480 Ga 450 5720 448 6000 449 6260 449 6400 447.5 6650 GR 449 6760 445 7340 446.5 7630 445.5 7890 438.5 7900 GR 439 7960 447 7990 447,5 8020 446 8200 450 8300 --GR 446 8350 445 8400 446 8530 428,5 8570 421,5 8620 GR 421 8670 449 8700 449,5 8850 447,5 9020 448,5 9600 Ga 448 9760 448,5 9800 444,5 9810 444,5 9860 , :~ 448 9870 GR 448,5 11000 444,5 110~0 445 11060 448,5 11080 ' 450,5 11600 -- MKT RAILROAD X1 113090 39 8380 8700 90 90 90 BT 2 8380 455.5 452,8 8700' 456 452,4 G~ 451.5 4400 452 4430 452,5 4450 446.5 4460 446 4480 G~ 452,5 4510 452 5020 452 5430 446 5440 444 5470 .--GR 446,5 5480 452 5490 452 6930 451 7430 452,5 7880 G& 438,5 7890 439 7960 453 7990 455,5 8380 452,8 8380 G~ 446 8420 445,5 8540 428,5 8570 421,5 8620 421 8670 G~ 452,4 8700 456 8700 453 9210 452,5 9790 444,5 9810 GPL 444,5 9860 452,5 9870 451,5 10620 452,5 10820 452,5 11020 30JUN94 10~59~39 PAGE 16 GR 444.5 11030 444 11060 452.5 11070 452.5 11600 X1 113110 0 0 0 20 20 20 X2 1 NC ,07 ,065 ,06 __X1 113180 45 8530 8700 70 70 70 X3 0 0 0 0 0 11000 X4 i 450 4400 GR 450 2800 451 4410 446 4480 452 4560 450 4690 GR 451,5 5000 451,5 5220 449 5410 444 5470 447 5480 __G~ 450 5720 448 6000 449 6260 449 6400 447,5 6650 GR 449 6760 445 7340 446,5 7630 445,5 7890 438,5 7900 GR 439 7960 447 7990 447.5 8020 446 8200 450 8300 Ga 446 8350 445 8400 446 8530 428.5 8570 421.5 8620 GR 421 8670 449 8700 449,5 8850 447,5 9020 448,5 9600 G~ 448 9760 448.5 9800 444.5 9810 444.5 9860 448 9870 GR 448.5 11000 444.5 11030 445 11060 448.5 11080 450.5 11600 __NC 0.085 0.085 0.060 QT 4 27400 62000 17300 8720 Xl 118580 27 4660 5000 4430 1500 5400 X3 0 0 0 2800 C4~ 455.4 2020 450.5 2040 449 2050 449.6 2400 448.2 2950 G~ 448.7 3000 447.7 3650 449.4 4250 449.4 4500 449 4550 G~ 450.1 4660 434.5 4690 426.5 4730 434 4790 439.3 4800 G~ 446.6 4900 445.7 4975 448.5 5000 448.5 5600 448.2 5665 GR 444.9 6050 449.7 6450 450.3 6950 449.4 7050 449.2 7500 GR 450.3 7850 450.7 8500 NH 4. 0.035 7676. 0.085 7780. 0.060 8025. 0.085 11420. HEBRON PA~KWAYLEVEE @ IN~IANCR~EKCONFLUENCE~ TOP OF LEVEE = 464.46 X1 119960 27 7780 8025 1800 800 1380 X3 7451 11420 GR 449.3 7451 449.3 7461 449.3 7471 438.3 7515 438.3 7627 GR. 450.6 7676 450.5 7750 450 7780 427.7 7850 433.5 7885 GR. 443.4 7915 446 7940 444.6 7970 449.7 8025 446.2 8550 GR 445.5 8600 445.3 8640 448.4 8750 448.5 8900 444.9 9285 G~ 449.7 9685 450.3 10185 449.4 10285 449.2 10735 450.3 11085 --GR 450.7 11350 450.5 11420 NH 4. 0.035 6212. 0.085 __ 7780. 0.060 7951. 0.085 8720. X1 123260 25 7780 7951 2100 2500 3300 X3 5990 8720 --G~ 450.4 5990. 450.4 6010. 439.4 6054. 439.4 6166. 450.8 6212. GR 450.8 6300. 450.8 6400. 450.8 6410. 451. 6810. 451. 7080. G~ 451. 7180. 450.4 7700. 450. 7780. 449. 7800. 448. 7810. GR 445. 7835. 440. 7850. 427.3 7901. 440. 7941. 450. 7951. G~ 451. 8110. 450. 8670. 449.6 8690. 450. 8705. 451.3 8720. 30~UN94 10=59;39 PAGE 17 --NH 4. 0.035 8055. 0.085 8170. 0.060 8360. 0.080 11050. QT 4 21000 62000 7300 8720 X1 125570 33 8170 8360 1100 1730 2310 X3 7831 11050 G~ 450.9 7831 450.9 7841 450.9 7846 450.9 7851 439.9 7895 -- G~ 439.9 8007 452 8055 452.5 8170 443 8180 428 8220 GR 426.5 8260 445.5 8290 445.5 8310 451.5 8360 451.5 8460 GR 448.5 8490 451 8530 449.5 8570 451.5 8680 452 8840 G~ 451 8930 452.5 9030 450 9400 449.5 9760 450 10900 G~ 450 10915 448 10935 447 10950 444 10960 444 10980 -- G~ 447 10990 449 11020 450 11050 NH 4. 0.035 6896. 0.085 6965. 0.060 7150. 0.080 7380. QT 4 11500 27000 5800 8720 ST~T OF SPLIT FLOW A~OUND LANDFILL --X1 126550 16 6965 7150 1050 750 980 X3 6672 7380 X5 3 455.24 458.72 453.~6 G~ 451.3 6672. 451.3 6692. 440.3 6736. 440.3 6848. 452.2 6896. GR 452. 6910. 452. 6950. 450. 6965. 440. 7020. 428. 7052. -- G~ 426.5 7092. 440. 7105. 450. 7140. 452. 7150. 453. 7300. G~ 452 7380 NH 4. 0.035 4415. 0.085 4575. 0.060 4750. 0.080 5300. X1 130500 15 4575 4750 3350 1540 3950 -- X3 4209 4900 G~ 452.6 4209. 452.6 4229. 441.6 4273. 441.6 4385. 454. 4415. G~ 454. 4550. 450. 4575. 440. 4600. 428.5 4645. 440. 4690. G~ 446. 4720. 448. 4740. 450. 4750. 470. 4810. 480. 5300. 30011N94 10~59139 PAGE 18 __ SHCNO DEPTH CWSEL CRIWS WSRLK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH Q~0B ALOB ACH AP. OB VOL TWA R-BANKELEV TIH~ VLO~ VCH V~OH XNL XNCH XN~ WTN ELMIN SSTA SLOPE ]~LOBL XLCH XLO~ ITRIAL IDC ICONT CORA~ TOPWZD ENDST *P~OF 1 0 CCHV= .300 CEH~/= .500 -- *SHCNO 88150.000 3265 DIVIDED FLOW 3470 ENCROACHMENT STATIONS= 1100.0 6895.0 TYPE= I TARGET= 5795.000 STARTING SECTION FROM EF-CDC 88150.000 28.24 438.24 .00 438.24 438.68 .44 .00 .00 440.00 30100.0 3493.8 25183.6 1422.5 2310.1 4367.4 1107.4 .0 .0 440.00 · 00 1.51 5.77 1.28 .150 .070 .120 .000 410.00 1100.00 .002549 100. 100. 100. 0 0 0 .00 1331.48 6400.56 CCHV- .500 CEHV= .700 --1490 NH CARD USED *8BCNO 88160.000 3265 DMDED FLOW 3470 ENCROACHMENT ST. ATIONS= 6755.0 12175.0 TYPE- i T~%RGET= 5420.000 PaR CARDS MODIFIED TO MODEL NON-~FFECTIV~ FLOW AREAS 88160.000 26.17 438.17 .00 .00 438.94 .77 .03 ~23 436.26 30100.0 2982.0 25811.1 1306.8 1729.6 3410.0 1182.6 1.6 .3 437.09 · 00 1.72 7.57 1.11 .130 .070 .130 .000 410.00 6755.00 .003455 10. 10. 10. 2 0 0 .00 1372.80 12175.00 CCHV= .300 CEHV= .500 --1490 NH CARD USED *SECNO 88450.000 3265 DIVIDED FLOW 3302 WAR~ING= CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGEr KRJtTIO = 1.59 3470 ENCROACHMENT STATIONS= 2550.0 7420.0 T/'PE= 1 TARGET= 4870.000 --% 30JUN94 10~59~39 PAGE 19 LOW~RSOUTHPARKAR~ANEARBELT LINE ED FORADDEDCONVEYANCE -- 88450.000 29.43 439.43 .00 .00 439.71 .28 .63 .15 436.00 30100.0 9818.2 18319.9 1961.8 5675.5 3473.0 1553.4 62.3 12.4 438.00 .02 1.73 5.27 1.26 .103 .065 .090 .000 410.00 2550.00 .001369 400. 290. 120. 2 0 0 .00 2226.52 7420.00 1490 NH CARD USED *6ECNO 89230.000 3265 DZVIDEDFLOW 3470 ENCROACHMENT STATIONS= 7800.0 11110.0 TYPE= I TARGET= 3310.000 89230.000 30.56 440.46 .00 .00 440.68 .22 .94 .02 437.30 30100.0 13276.2 16006.9 816.8 4000.3 3854.5 506.4 271.0 56.5 442.30 -- .09 3.32 4.15 1.61 .035 .060 .035 .000 409.90 7800.00 .000797 1180. 780. 510. 2 0 0 .00 1761.67 11088.94 .100 CRHV= .300 --1490 NH CARD USED *~ECNO 90210.000 3265 DIVIDED FLOW 3302 k~ARNING; CON~rRYANCE CHANGE OUTSIDE OF ACCEPTABLE RAlqG~# KRATZO = 1.44 3470 ENCROACHMENT STATIONS= 7730.0 10369.0 TYPB= i TARGET- 2639.000 __ BEGIN PROPOSED LAKE/SWAL~ 90210.000 30.39 441.06 .00 .00 441.16 .09 .47 .01 433.40 30100.0 17263.9 8960.0 3876.1 7065.1 3223.8 4311.3 493.7 96.1 441.00 .19 2.44 2.78 .90 .037 .060 .130 .000 410.67 7730.00 .000386 800. 980. 750. 2 0 0 .00 2510.01 10348.90 1490 NH CARD USED *SECNO 91050.000 __3265 DMDED FLOW 3470 ENCROACHMENT STATIONS= 7565.0 10200.0 TYPE= 1 TARGET= 2635.000 91050.000 28.80 441.40 .00 .00 441.53 .14 .36 .01 435.10 30100.0 15493.6 11044.3 3562.0 5068.3 3413.2 3094.8 715.5 134.2 442.10 .26 3.06 3.24 1.15 .038 .075 .140 .000 412.60 7565.00 .000694 620. 840. 840. 2 0 0 .00 2322.86 10163.42 I 30JUN94 10=59~39 PAGE 20 SEC~O DEPTH CWSEL CItTWS WSELK EG HV HI, OLOSS L-BANK ELEV Q QLOB QCS QROB ALOB ~CH AR. OB VOL TWA R-BANK ELEV TIME VLOB VCB VROB XNL lOqCH ~ WTN ELMIN SSTA SLOPE I(LOBL ]CLCH XLOBI~ ITRIAL IDC ICONT CORAR TOPWID ENDST 1490 NH CARD USED *SECNO 92050.000 3265 DIVIDED FLOW 3302 WARNING= CONVEYANCE CHARGE OUTSIDE OF ACCEPTABLR RANGE~ Ki~ATIO ~ 1.89 3470 ENCROACHMENT STATIONS. ?460.0 9800.0 TYPE= I TARGET= 2340.000 92050.000 31.62 441.81 .00 .00 441.86 .06 .32 .01 438.89 30100.0 19987.9 7590.1 2522.0 9334.0 4614.9 2829.7 1031.3 182.3~ 443.00 · 40 2.14 1.64 .89 .038 .075 .100 .000 410.19 7460.00 · 000195 950. 1000. 980. 2 0 0 .00 2035.93 9697.83 1490 NH CARD USED - · SECNO 92880.000 3470 ENCROACHY~NT STATIONS= 7640.0 9135.0 TirPE= 1 TARGRT- 1495.000 92880.000 26.02 441.92 .00 .00 442.03 .10 .15 .01 440.60 30100.0 22664.8 7404.6 30.5 8099.4 4410.6 128.2 1284.2 210.6 440.70 .49 2.80 1.68 .24 .036 .075 .100 .000 415.90 7640.00 · 000210 700. 830. 790. 2 0 0 .00 1315.57 8955.57 1490 NH CARD USED · SECNO 93660.000 3302 WARNINGI CONVRYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .54 3470 ENCROACHMENT STATIONS- 8100.0 9130.0 TYPE= i TARGET= 1030.000 93660.000 27.69 442.19 .00 .00 442.42 .23 .35 .04 439.00 30100.0 13615.5 16484.0 .5 3705.1 4094.5 1.4 1517.2 238.1 441.70 · 56 3.67 4.03 .34 .036 .055 .045 .000 414.50 8100.00 .000714 1150. 780. 690. 2 0 0 .00 1007.92 9107.92 CCEV= .500 CEHV= .700 1490 NH ~ USED · SRCNO 93710.000 I 303UN94 10=59=39 PAGE 21 S~CNO DEPTH CWSEL CRIWS · WSELK EG HV HL OLOSS .L~.,BANKELEV Q QLOB QCH QROB A~OB ACE AROB VOL TWA E-BANK ELRV TIME VLOE VCE VROB ]DiL XNCH XNR ~ ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRZAL IDC ZCONT COP. AR TOPWID ENDST 3302 WARNINGt CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE# KRATIO = .66 3470 ENCROACSMRNT STATIONS= 7470.0 8500.0 TZPE. I TARGET. 1030.000 TOP OF CAR/~OLLTON DAM ~ 434 93710.000 8.76 442.16 .00 .00 442.66 .51 .05 .19 439.00 30100.0 19590.0 10309.4 200.5 3695.0 1593.9 81.2 1524.8 239.3 439.00 .56 5.30 6.47 2.47 .037 .030 .045 .000 433.40 7470.00 · 001636 50. 50. 50. 2 0 0 .00 1030.00 8500.00 1490 NH CARD USED *SECN0 93735.000 3265 DIVIDED FLOW 3370 NORMAL BRIDGE, NRD~ 35 MIN ELTRD= 447.00 MAX KLLC= 448.00 3470 ENCROACHMENT STATIONS~ 7775.0 8815.0 TYP~= i TARGET= 1040.000 SANDY LAKE ROAD BRIDGE 93735.000 27.98 442.48 .00 .00 442.79 .32 .03 .10 439.00 30100.0 15692.2 14407.8 .0 3881.9 2898.2 .0 1528.2 239.9 100000.00 · 56 4.04 4.97 .00 .036 .050 .000 .000 414.50 7797.09 .001134 25. 25. 25. 2 0 0 .00 964.90 8?95.00 1490 NH CARD USED *SECNO 93815.000 3265 DI'VIDED FLOW 3370 NOR.HAL BRIDGE, NRD= 35 MIN ELTRD= 447.00 MAX ELT.&~= 448.00 3470 ENCROACHH';NT STATIONS- 7775.0 8815.0 TYPIC,, I TARGET= 1040.000 S~DY ~ ROAD BRIDGE 93815.000 28.08 442.58 .00 .00 442.89 .31 .09 .01 439.00 30100.0 15844.8 14255.2 .0 3965.2 2920.2 .0 1540.8 241.6 100000.00 .57 4.00 4.88 .00 .036 .050 .00O .000 414.50 7796.65 .001087 80. 80. 80. 0 0 0 .00 965.74 8795.37 --1 30JUN94 10:59:39 PAG~ 22 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BARK ~ Q QLOB QCH QROB ALOB ACH A~OB VOL T~A R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORA~ TOPWID ENDST 1490 NH CARD USED *SECNO 93840.000 3265 DIVIDED FLOW 3370 NORMA/~ BRIDGE, NRD= 6 MIN ELTRD= 439.00 MAX ELLC~ 446.00 3470 ENCROACHMENT STATIONS= 7910.0 9100.0 TYPE= I TARGET= 1190.000 60' WATER LIN~ AERIAL CROSSING 93840.000 26.24 442.66 .00 .00 442.93 .27 .03 .02 439.60 30100.0 15536.1 14104.6 459.3 3870.6 3221.3 229.5 1544.9 242.3 438.80 .57 4.01 4.38 2.00 .037 .060 .045 .000 416.42 7910.00 .001100 25. 25. 25. 2 0 0 -11.23 1166.03 9100.00 1490 NH CARD USeD *SECNO 93890.000 3265 DIVIDED FLOW 3470 ENCROACHMENT STATIONS= 7800.0 9100.0 TYPE= I TARGET= 1300.000 END PROPOSED LAKE/SWALE 93890.000 25.22 442.70 .00 .00 443.05 .35 .06 .06 438.68 30100.0 15000.0 14971.8 128.3 3385.2 2952.2 80.1 1552.8 243.7 440.80 .57 4.43 5.07 1.60 ,~ .037 .060 .045 .000 417.48 ~7 .8~0.00 .001519 50. 50. 50. 1 0 0 .00 1267.98 9100.00 CCHV~ .100 CEHV= .300 1490 NE CARD USED *SECNO 97710.000 3265 DIVIDED FLOW 3302 WA~NING; CONVEYANCE CHANG~ OUTSIDE OF ACCEPTABL~ RANGE, KE~-TIO = 1.79 3470 ~NCROACIIM~NT STATIONSm 4743.0 10019.0 TYPE= i TARGET- 5276.000 DENTON CREEK CONFLUENCE i 303UN94 10~59;39 PAGE 23 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACE AROB VOL TWA R-BANK ELEV TIME %'LOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL ~LCH XLOBR ITRIAL IDC ICONT COP, AR TOPWID F, NDST 97710.000 21.15 444.65 .00 .00 444.71 .06 1.63 .03 444.90 30100.0 5523.3 6415.2 18161.5 3196.9 2393.8 10243.8 2036.4 352.9 442.20 .87 1.73 2.68 1.77 .040 .060 .045 .000 423.50 4743.00 .000473 680. 3820. 1670. 3 0 0 .00 5068.65 9858.31 *SECNO 98460.000 3265 DMDED FLOW --3302 WARNINGs CONVEYANCE CHANGE OUTSIDE OF ACC~P~amT.w RANGEt KP~qTIO i .63 3470 ENCrOACHMeNT STATIONS= 4100.0 10030.0 TYP~ ! TA~GETJ 5930.000 98460.000 19.17 445.17 .00 o00 445.26 .09 .53 .01 443.05 '-- 30100.0 4097.9 8828.3 16373.9 3534.4 2354.9 11738.3 2324.5 443.8 445.00 .97 1.39 3.75 1.39 .070 .060 .090 .000 426.00 4100.00 .001191 750. 750. 750. 2 0 0 .00 5498.19 10030.00 --*SECNO 99420.000 3265 DIVIDED FLOW --3302 WARNINGs CONVEYANCE CHANGE OUTSIDE OF ACCF~-A~LER~NGEt KRATIO J 1.92 3470 ENCROACHMENT STATIONS= 3060.0 9790.0 TYPE= I TARGET~ 6730.000 99420.000 17.47 445.77 .00 .00 445.80 .03 .54 .01 444.10 -- 30100.0 3809.2 5060.2 21230.5 4684.3 2311.5 20595.8 2822.8 574.4 443.10 1.19 .81 2,19 1.03 ,070 .060 .090 .000 420.30 3132.34 .000322 960. 960. 960. 2 0 0 .00 6354.98 9754.53 --*SECNO 100040.000 3265 DMDEDFLOW --3470 ENCROACHMENT STATIONS= .0 9900.0 TYPR= I TARGET= 9899.999 FOLLOWING SECTIONS PER EF-CDC 30JUN94 10~59s39 PAGE 24 SECNO DEPTH CWSEL CRIWS WSELK EG HV ltl OLOSS L-BANKELEV Q QLOE QCH Q~OB ALOE ACH AROB VOL TWA R-BANK ELEV TIME VLOE VCH V~OE XN~ XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITR,L~L IDC ICONT CORAR TOPWID ENDST 100040.000 17.67 445.97 .00 .00 445.99 .02 .19 .00 445.70 30100.0 13222.9 4677.4 12199.7 12936.1 2149.3 16784.5 3246.0 678.1 443.00 1.35 1.02 2.18 .73 .070 .060 ,090 .000 428.30 1021.58 __ .000292 620. 620. 620. 2 0 0 .00 8212.81 9739.96 *SECNO 103060.000 __3265 DIVIDED FLOW 3302 WARNINGs CONVEYANCE CHANGE OUTSIDE O~ ACCEPT. ABLE P, ANGE# KRATIO = .44 __103060.000 17.29 447.29 .00 .00 447.42 .13 1.40 .03 449.60 36200.0 2875.2 8557.6 24767.2 2229.9 1708.9 13741.4 4323.7 1005.1 447,50 1.57 1.29 5.01 1.80 .070 .060 .090 .000 430.00 1181.32 .002219 1850. 3020. 1775. 2 0 0 .00 7382.62 10006.80 *SECNO 106080.000 3265 DIVIDED FLOW 3470 ~NCROACHMENT STATIONS= .0 8300.0 T~P~ I TARGET= 8299.999 106080.000 30.21 450.21 .00 .00 450.25 .04 2.83 .01 453.50 25700.0 298.5 4600.0 20801.4 297.1 1580.2 17215.7 5122.1 1265.6 452.00 1.95 1.00 2.91 1.21 .070 .060 .090 .000 420.00 1423.05 .000827 1850. 3020. 1775. 2 0 0 .00 5059.39 8300.00 wSECNO 110580.000 3265 Di-VIDED FLOW 3280 CROSS SECTION 110580.00 EXTENDED 2.35 FEET 3302 WARNINGs CONVEYANCE CHANGE OUTSIDE OF ACC~PT~m?.~ RANGE, KRATIO = 2.39 3470 ENCROACHMENT STATIONS~ 4600.0 11930.0 TYPE= I TARGET= -4600.000 110580.000 27.35 451.35 .00 .00 451.36 .01 1.11 .00 449.50 25700.0 9614.4 5221.0 10864.5 15282.8 3521.1 13159.6 7188.9 1737.8 448.00 3.15 ,63 1.48 .83 .070 .060 °070 .000 424.00 4600.00 .000145 1700. 4500. 4300° 4 0 0 .00 7289.99 11930.00 30JUN94 10~59~39 PAGE 25 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANKELEV Q QLOB QCH QROB ALOE ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH ~ WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST CCHV~ .300 CEHV= .500 *SECNO 110720.000 __3265 DMDED FLOW 3280 CROSS SECTION 110720.00 EXTENDED 2.07 FEET __3370 NORMAL BRIDGE, NI~D= 2 MIN ELTRD= 457.70 MAX ELLC~ 455.50 110720.000 24.97 451.37 .00 .00 451.40 .03 .03 .01 458.00 25700.0 12475.5 7696.8 5527.7 ~4573.9 3963.9 5347.5 7278.6 1760.2 457.70 3.18 .86 1.94 1.03 .075 .060 .075 o000 426.40 2318.00 .000285 140. 140. 140. 2 0 0 .00 6636.57 10080.00 *SECNO 110750.000 3265 DIVIDED FLOW 3280 CROSS SECTION 110750.00 EXTENDED 2.08 FEET 3370 NOI~4AL BRIDGEt NI~D= 2 MIN ELTRD= 457.70 MAX ELLC~ 455.50 110750.000 24.98 451.38 .00 .00 451.40 .03 .01 .00 458.00 25700.0 12483.3 7888.5 5528.2 14602.5 3966.4 5359.2 7295.1 1764.8 457.70 3.19 .85 1.94 1.03 .075 .050 .075 .000 426.40 2318.00 .000284 30. 30. 30. 0 0 0 .00 6640.73 10080.00 *SECNO 110790.000 3265 DIVIDED FLOW 3302 WARNING~ CONVEYANCE CHANGE OUTSIDE OF ~CCEPTABLE RANGE, KRATIO ~ .59 --3370 NORMAL BRIDGE, NRD= 2 MIN ELTRD~ 458.50 MAX ELLC~ 455.40 IH 35E 110790.~00 24.95 451.35 .00 ~ .00 451.47 .12 .02 .05 458.50 25700.0 4403.0 13363.9 7933.2 2381.4 4007.7 3555.7 7310.6 1768.4 458.50 --3.20 1.85 3.33 2.23 .075 .060 .075 .000 426.40 5157.50 .000828 40. 40. 40. 2 0 0 .00 1346.78 11757.44 1 -- 30JUN94 10~59~39 PAG~ 26 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROE ALOB ACH AI~OB VOL TWA R-BANK ELEV -- TIME VI,OB VCH %'ROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID BNDST *SECNO 110910.000 3265 DMDED FLOW 3370 NORMAL BRIDGE, NRD= 2 MIR ELTRD= 458.50 MAX ELI, C= 455.40 110910.000 25.05 451.45 .00 .00 451.57 .12 .10 .00 458.50 25700.0 4441.9 13307.9 7950.2 2426.2 4047.2 3608.7 7338.2 1772.2 458.50 3.21 1.83 3.29 2.20 .075 .060 .075 .000 426.40 5157.25 .000795 120. 120. 120. 2 0 0 .00 1349.09 11757.67 *SECNO 110930.000 3265 DIVIDED FLOW 3280 CROSS SECTION 110930.00 EXTENDED 1.95 FEET 3370 NORHAL~tIDGE, N~D= 2 MINELTRD= 456.50 MAXELL C= 455.70 110930.000 25.15 451.55 .00 .00 451.60 .05 .01 .02 456.50 25700.0 6350.5 9355.7 9993.8 8750.1 3304.2 9018.7 7345.4 1774.2 458.20 3.21 .73 2.83 1.11 .075 .060 .075 .000 426.40 2451.00 · 000406 20. 20. 20. 2 0 0 .00 7382.53 11003.80 · SECNO 110980.000 3280 CROSS SECTION 110980.00 EXTENDED 2.61 FEET 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.80 110980.000 27.61 451.61 .00 .00 451.62 .01 .01 .01 449.50 25700.0 10524.1 5030.8 10145.1 19569.3 3602.3 13838.4 7378.7 1783.4 448.00 3.23 .54 1.40 .73 .075 .060 .075 .000 424.00 3250.00 .000125 50. 50. 50. 2 O 0 .00 8680.00 11930.00 CCHV= .100 CEHV= .300 · 8ECNO 113000.000 i 30JUN94 10t59=39 PAG~ 27 SECNO DEPTH CWSEL CRIWS WS~ - EG HV HL OLOSS L-BARK ELEV Q QLOB QCN QROB ALOB ACE AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCE XN~ WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR IT~IAL IDC ICONT CORAR TOPWID ENDST 3265 DIVIDED FLOW 3280 CROSS SECTION 113000.00 EXTENDED 1.32 FEET 113000.000 30.82 451.82 .00 .00 451.86 .04 .23 .01 446.00 25700.0 10764.0 9612.7 5323.3 16018.1 3957.7 10082.3 8558.8 2049.9 449.00 3.58 .67 2.43 .53 .080 .060 .085 .000 421.00 4400.00 .000162 1250. 2020. 1800. 2 0 0 .00 7186.29 11600.00 · *SECNO 113090.000 -- 3265 DIVIDED FLOW 3280 CI~OSS SECTION 113090.00 EX'I~_.NDED ~20 FEET -- 3302 WARRING: CONVEYANCE CHANGE OUTSIDE OF ACCBPTA~LE RANGEr I;RATIO = .41 3370 NOENAL BRIDGE, NRD= 2 MIN ELTRD= 455.50 MAX ELLC= 452.80 -- MKT RAILROAD 113090.000 30.70 451.70 .00 .00 451.96 .25 .03 .06 455.50 25700.0 4235.3 20085.0 1379.7 1866.3 4559.8 768.5 8597.3 2058.8 456.00 3.59 2.27 4.40 1.80 .080 .060 .085 .000 421.00 4400.00 .000959 90. 90. 90. 2 0 0 .00 1429.53 11069.06 *SECNO 113110.000 3265 DIVIDED FLOW 3280 C~O~S SECTION 113110.00 EXTENDED .22 FEET 3370 NORMAL ~RIDGE, NRD= 2 MIN ELTRD= 455.50 MAX ELLC= 452.80 113110.000 30.72 451.72 .00 .00 451.98 .25 .02 .00 455.50 25700.0 4239.8 20078.3 1381.9 1875.3 4563.4 772.2 8600.6 2059.5 456.00 3.59 2.26 4.40 1.79 .080 .060 .085 .000 421.00 4400.00 .000957 20. 20. 20. 0 0 0 .00 1450.20 11069.08 I 30JUN94 10=59=39 PAGE 28 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ~ Q QLOB QCE QROB ALOS ACH AROH VOL TWA R-BANK ELEV TIME VLOB VCH V~OB XNL XNCH XN~ WTN ELMIN SSTA SLOPE XLOHL XLCH XLO~R ITRIAL IDC ICONT COP. A~ TOPWID ENDST *SECNO 113180.000 3265 DIVIDED FLOW 3280 CROSS SECTION 113180.00 EX']~NDED 1.49 FRET 3302 ~RNINO: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.87 3470 ENCROACHMENT STATIONS= .0 11000.0 TYPR~ i TARGET= 11000.000 __113180.000 30.99 451.99 .00 .00 452.02 .03 .02 .02 446.00 25700.0 12104.5 8237.0 5358.4 19657.7 3985.9 8781.5 8632.5 2067.3 449.00 3.60 .62 2.07 .61 .070 .060 .065 .000 421.00 2800.00 .000116 70. 70. 70. 2 0 0 .00 8199.28 11000.00 *SECNO 118580.000 3280 CROSS SECTION 118580.00 EIITENDED 1.80 FEET __3302 WARNING= CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE PJ~NGEt ER3tTIO = .59 3470 ENCROACHMI~NT STATIONS= 2880.0 8500.0 T~PE= 1 TARGET= -2800.000 - 118580.000 26.00 452.50 .00 .00 452.52 .02 .50 .00 450.10 17300.0 3887.2 6871.5 6541.3 7252.5 4246.5 12265.8 10873.5 2584.6 448.50 4.73 .54 1.62 .53 .085 .060 .085 .000 426.50 2800.00 · 000151 4430. 5400. 1500. 3 0 0 .00 5700.00 8500.00 1490 NH CARD USED --*SECNO 119960.000 3280 CROSS SECTION 119960.00 E)~i~ENDED 2.17 FEET 3470 ENCROACHMENT STATIONS= 7451.0 11420.0 TYPE= I TARGET= 3969.000 HEBRON PARKWAY LEVEE @ INDIAN CReEK CONFLUENCE= TOP OF LEVEE = 464.46 119960.000 24.96 452.66 .00 .00 452.70 .04 .17 .01 450.00 17300.0 6123.9 4032.9 7143.2 2699.5 2890.5 13706.5 11430.7 2702.4 449.70 5.00 2.27 1.40 .52 .036 .060 .085 .000 427.70 7451.00 -- .000122 1800. 1380. 800. I 0 0 .00 3969.00 11420.00 I 30JON94 10~59=39 PA~E 29 SECNO DEPTH CWS ILL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB A~OB ACH AROB VOL TWA R-BANK ELEV TIME %~LOB VCH VROB XNL XNCE ~ WTN ELMIN SSTA -- SLOPE XLOBL XLCH XLOBR ITILT~ IDC ICONT CORAR TOPWID ENDST 1490 NE CARD USED *$ECNO 123260.000 --3280 CROSS SECTION 123260.00 EXTENDED 1.81 3302 WAR~ING= CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGEr KRATIO = .63 3470 ENCROACEMff~IT STATIONS= 5990.0 8720.0 TYPE= I TARGET= 2730.000 123260.000 25.81 453.11 .00 .00 453.17 .06 .46 .01 450.00 17300.0 10681.7 5432.6 1185.6 5926.5 2294.6 2028.9 12286.5 2888.8 450,00 5.37 1.80 2,37 .58 .044 .060 .085 .000 427.30 5990.00 -- .000306 2100. 3300. 2500. 2 0 0 .00 2730.00 8720.00 1490 NE CARDUSED *SECNO 125570.000 --3280 CROSS SECTION 125570.00 EXTI~NDED 3.36 FF~E~ 3470 ENCROACHMENT STATIONS= 7831.0 11050.0 TYPE= I TARGET= 3219.000 125570.000 26.86 453.36 .00 .00 453.37 .01 .20 .00 452.50 -- 7300.0 2869.4 2287.1 2143.5 2389.2 2735.3 8489.8 12733.8 2993.9 451.50 5.91 1.20 .84 .25 .035 .060 .080 .000 426.50 7831.00 .000035 1100. 2310. 1730. 2 0 0 .00 3219.00 11050.00 __1490 NE CARDUSED *~ECNO 126550.000 WATER EL=X5 CARD= 453.360 3280 CROSS SECTION 126550.00 E~ED 1.36 FEET 3302 WARNINGs CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGEr KRATIO 3470 ENCROACHMENT STATIONS= 6672.0 7380.0 TYPE= I TARGET= 708.000 START OF SPLIT FLOW AROUND LANDFILL 126550.000 26.86 453.36 .00 .00 453.38 .02 .04 .00 450.00 5800.0 3129.8 2647.5 22.7 2285.3 2701.3 197.8 12926.1 3030.9 452.00 6.14 1.37 .98 .11 .035 .060 .080 .000 426.50 6672.00 · 000047 1050. 980. 750. 0 0 0 .00 708.00 7380.00 30,.~"N94 10=59=39 PAGE 30 SE(NO DEPTH CWSEL CR.I'WS WSELK EG HV HL OLOSS L-BANKELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANKELEV TIME VLOS VCE VROH XNL XNCH XNR ~ ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT- COP. AR TOPWID ENDST 1490 NE CARD USED __*SECNO 130500.000 3265 DMDED FLOW __3470 ENCROACHMENT STATIONS= 4209.0 4900.0 TYPE= I TARGET= 691.000 130500.000 25.06 453.56 .00 .00 453.59 .03 .20 .00 450.00 5800.0 2976.6 2819.3 4.1 1855.0 2445.0 19.0 13322.4 3071.5 450.00 6.87 1.60 1.15 .22 .035 .060 .080 .000 428.50 4209.00 °000067 3350. 3950. 1540. 2 0 0 .00 412.83 4760.67 30JUN94 10~59~39 PAGE 31 --T1 U.S. ARMY COR/~S OF ENGINEHRS - FORT WORTHDISTI%ICT T2 NEW SHCTIONS 1993 - 100-IR Q T3 ELM FORXSANDYLAKE ROAD T4 ALBERT H. HALFF ASSOCIATES - 07/28/93 --J1 ICHECK INQ NINV IDIR STET METRIC HVINS Q WSEL FQ 0 2 0 0 0 0 0 0 441.80 J2 NPROF IPLOT PRffVS XSECV XSECH FN ALLDC IBW CHNIM ITRACR 2 0 -1 0 0 0 0 0 0 1 -- 30~UN94 10=59~39 PAGE 32 SECNO DEPTH CWSEL CRIb'S ' WSELK EG HV m. OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANKELEV -- TIME VLOB VCH %"R. OB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCE XIX)BR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 2 CCHV= .300 CEHV= .500 *SRCNO 88150.000 --3265 DIVIDED FLOW 3470 ENCROACHMENT STATIONS= 1100.0 6895.0 TYPE= 1 TARGET= 5795.000 STARTING SECTION FROM EF-CDC -- 88150.000 31.80 441.80 .00 441.80 442.31 .51 .00 .00 440.00 55000.0 9417.1 38140.5 7442.4 4722.1 5632.0 4480.5 .0 .0 440.00 .00 1.99 6.77 1.66 .150 .070 .120 .000 410.00 1100.00 .002699 100. 100. 100. 0 0 0 .00 2620.62 6890.90 CCHV= .500 CEHV= .700 1490 NH CARD USED *SHCNO 88160.000 --3265 DMDED FLOW 3470 ENCROACHMENT STATIONS= 6755.0 12175.0 TYPE= i TARGET= 5420.000 GE CARDS MODIFIED TO MODEL NON-EFFECTIVE PLOW~ 88160.000 31.71 441.71 .00 438.17 442.62 .91 .03 .28 436.26 55000.0 9520.2 37925.6 7554.1 3711.0 4182.2 3536.0 3.0 .5 437.09 · 00 2.57 9.07 2.14 .130 .070 .130 .000 410.00 6755.00 .003778 10. 10. 10. 2 0 0 .00 1450.00 12175.00 CCHV- .300 CEHV- · 500 1490 NH CARD USED --*SECNO 88450.000 3265 DIVIDED FLOW __3301 HV CHANGED MORE THAN HVINS 30JUN94 10:59;39 PAGE 33 SECNO DEPTH CWSEL CRZW$ WSELK EG HV HL OLO-~ S L-BANK ELEV Q QLOB QCH QROB ALOE ACE AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROE XNL XNCH XI~ WTN ELM.IN SETA SLOPE XLOBL XLCE XLOER ITRIAL ZDC ICONT COP. AR TOPWID ENDST 3302 WARNING; CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RAIIGEv KRATIO = 1.70 3470 ENCROACHMENT STATIONS= 2550.0 7420.0 TYPE= i TARGET= 4870.000 LOWER SOUTH PA~K AR.gA NEAR BELT LINE RD FOR ADDED CONVEYANCE 88450.000 33.15 443.15 .00 439.43 443.43 .28 .62 .19 436.00 55000.0 22231.5 25084.0 7684.5 11040.0 4252.6 3750.4 108.9 12.9 438.00 .02 2.01 5.90 2.05 .111 .065 .090 .000 410.00 2550.00 .001307 400. 290. 120. 2 0 0 .00 2260.73 7420.00 1490 NH CARD USED · EECNO 89230.000 3265 DIVIDED FLOW 3280 CROSS SECTION 89230.00 EXTENDED .77 FEET 3302 WARNING: CONVEYANCE CHA~GE OUTSIDE OF ACCi~W~ABLE RANGEr KRATIO = 1.63 3470 ]ENCROACHMENT STATIONS= 7800.0 11110.0 TYP~= i TAI~GET= 3310.000 -- 89230.000 34.08 443.98 .00 440.46 444.16 .18 .71 .03 437.30 55000.0 29563.6 17591.8 7844.6 8478.8 4770.9 3489.9 496.4 64.3 442.30 .10 3,49 3.69 2.25 .035 .060 .035 .000 409.90 7800.00 .000495 1180 · 780. 510. 2 0 0 .00 2636.02 11110.00 CCHV= · 100 CEHV= .300 1490 NH CARD USED · SECNO 90210. 000 --3265 DIVIDED FLOW 3470 ENCROAC~JF/~T STATIONS= 7730.0 10369.0 TYPE= 1 TARGET= 2639.000 BEGIN PROPOSED LAKE/SWALE -- 90210.000 33.72 444.39 .00 441.06 444.51 o12 .34 .01 433.40 55000.0 36640.0 11786.9 6573.1 12616.0 3972.0 6496.2 874.4 112.4 441.00 .19 2.90 2.97 1.01 .038 .060 .130 .000 410.67 7730.00 .000333 800. 980. 750. 2 0 0 .00 2602.82 10365.05 30JUN94 10; 59 ~ 39 PAGE 34 -- 6ECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH ~ WTN ~N SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 1490 NH CARD USED · SECNO 91050.000 3265 DIVIDED FLOW 3470 F~NCROACHMENT STATIONS= 7565.0 10200.0 TYPE= i TARGET= 2635.000 91050.000 32.06 444.66 .00 441.40 444.82 .16 .30 .01 435.10 55000.0 35332.2 13741.1 5926.7 10587.9 4108.0 4865.4 1227.0 153.4 442.10 .25 3.34 3.34 1.22 .040 .075 .140 .000 412.60 7565.00 · 000590 620. 840. 840. 2 0 0 .00 2536.22 10178.52 1490 NH CARD USED · SECNO 92050.000 3265 DIVIDED FLOW 3280 CROSS SECTION 92050.00 EXTENDED 1.86 FE~T 3302 WARNING= CONVEYANCE CEANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - 1.59 3470 ENCROACHMENT STATIONS= 7460.0 9800.0 TYPE= I TARGET= 2340.000 92050.000 34.87 445.06 .00 441.81 445.17 .10 .34 .01 43.8.89 55000.0 39016.4 11252.5 4731.1 13871.2 5671.9 4254.5 1708.6 206.9 443.00 · 36 2.81 1.98 1.11 .039 .075 .100 .000 410.19 7460.00 · 000234 950. 1000. 980. 2 0 0 .00 2298.91 9800.00 1490 NH C~RDUSED · SECNO 92880.000 3470 ENCROACHMENT STATIONS- 7640.0 9135.0 TYI~E- I TA~GET~ 1495.000 92880.000 29.29 445.19 .00 441.92 445.38 .19 .19 -.03 440.60 55000.0 42391.0 12234.0 375.0 11049.4 5397.2 655.7 2058.8 239.2 440.70 · 41 3.84 2.27 .57 .037 .075 .100 .000 415.90 7640.00 · 000292 700. 830. 790. 2 0 0 .00 1495.00 9135.00 1490 NH CARD USED I 30JUN94 10~59=39 PAGE 35 SECNO DEPTH CWSEL CR.TWS WSELK EG HV HL OLOSS L-BANKELEV Q QLOE QCE QROB ALOB ACH AROE VOL TWA R-BANKELEV TIM~ VLOB VCE VROB XNL XNCH ~ WTN ELMIN SSTA SLOPE XLOBL XIA~E XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST · SECNO 93660.000 3302 WARNING= CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGEr KRATIO - .61 3470 ENCROACHMENT STATIONSm 8100.0 9130.0 TYPE- I TARGET~ 1030.000 93660.000 31.02 445.52 .00 442.19 445.90 .38 .46 .05 439.00 55000.0 30033.4 24838.6 128.0 6040.8 5102.2 74.8 2384.2 268.3 441.70 · 47 4.97 4.87 1.71 .036 .055 .045 .000 414.50 8100.00 · 000779 1150. 780. 690. 2 0 0 .00 1030.00 9130.00 CCH~7= .500 CEHV= .700 1490 NE CArD USED · SECNO 93710.000 ~ ' *:' 3280 C~OSS SECTION 93710.00 EXTF~NDED .49 FE~T 3470 ~NCROACHM~NT STATIONS. 7470.0 8500.0 TYPE- I TAI~G~T= 1030.000 TOP OF CAI~ROLLTON DAM~ 434 93710.000 12.09 445.49 .00 442.16 446.13 .64 .05 .18 439.00 55000.0 35856.6 18533.0 610.4 6130.7 2494.8 181.3 2395.7 269.5 439.00 .47 5.85 7.43 3.37 .037 .030 .045 .000 433.40 7470.00 · 001187 50. 50. 50. 2 0 0 .00 1030.00 8500.00 1490 NH CArD USED · SECNO 93735.000 3265 DIVIDED FLOW 3370 NORMAL B~IDGE, NRD= 35 MZN ELTRD= 447.00 MAXELL C. 448.00 3470 ENCROACHMENT STATIONS- 7775.0 8815.0 TYPE= I TA~G~T= 1040.000 SANDY LAK~ ROAD B~IDGE 93735.000 31.27 445.77 .00 442.48 446.24 .47 .03 .08 439.00 55000.0 34624.5 20375.5 .0 6421.3 3572.8 .0 2401.1 270.1 100000.00 · 48 5.39 5.70 .00 .036 .050 .000 .000 414.50 7783.91 · 001247 25. 25. 25. 2 0 0 .00 983.74 8800.00 I 30JUN94 10=59139 PAGE 36 SECNO DEPTH CWSEL C~IWS WSELK EG HV HL OLOSS L-B3~NK NLEV Q QLOB QCH QROS ALOE ACE AROB VOL TWA R-BANK ELEV TIKE VLOB VCH VROE XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOEL XLCH XLOBR ITRIAL IDC ICONT CORA~ ~OPWID F/{DST 1490 NH CARDUSED *SECNO 93815.000 3265 DIVIDED FLOW 3370 NORMAL BRIDGEt NRD= 35 MIN ELTRD~ 447.00 MAX EL[C= 448.00 3470 ENCROACHMff/qT STATIONS= 7775.0 8815.0 TYPE= i TARGET. 1040.000 SANDYLAKE ROAD BRIDGE 93815.000 31.38 445.88 .00 442.58 446.35 .46 .10 .00 439.00 55000.0 34751.9 20248.1 .0 6502.0 3594.1 .0 2419.5 271.9 100000.00 .48 5.34 5.63 .00 .036 .050 .000 .000 414.50 7783.50 .001210 80. 80. 80. I 0 0 .00 984.18 8800.00 --1490 NH CARDUSED *SECNO 93840.000 3280 CROSS ~ECTION 93840.00 EXTENDED .40 FEET --3370 NORMAL BRIDGE, N~D= 6 MIN ELTRD= 439.00 MAX ELLC= 446.00 3685 20 TRIALS ATi~MPTEDWSELtCWSEL 3710 WSEL ASSUKED BASED ON MIN DIFF --3470 ENCROACHMENT STATIONSB 7910.0 9100.0 TYPE= i TARGETs 1190.000 60' WATEN LINE AERIALCROSSING 93840.000 29.58 446.00 440.38 442.66 446.38 .38 .03 1.28 439.60 55000.0 33557.9 19824.1 1618.0 6607.7 4065.6 556.9 2425.6 272.5 438.80 .48 5.08 4.88 2.91 .038 .060 .045 .000 416.42 7910.00 -- .001000 25. 25. 25. 20 14 0 -45.54 1190.00 9100.00 1490 NH CARD USED *SECNO 93890.000 --3280 CROSS SECTION 93890.00 EXTENDED .35 FEET 3470 ENCROACHMENT STATIONS= 7800.0 9100.0 TYPE= i TARGET= 1300.000 END PROPOSED LAKE/SWALE -- 93890.000 28.56 446.04 .00 442.70 446.46 .42 .05 .02 438.68 55000.0 34139.0 19828.3 1032.7 6625.6 3743.1 368.5 2438.2 273.9 440.80 .48 .5.15 5.30 2.80 .038 .060 .045 .000 417.48 7800.00 .001208 50. 50. 50. 0 0 0 .00 1300.00 9100.00 30JUN94 10t59~39 PAG~ 37 -- SECNO DEPTH CWSEL CRIWS WSELK EG H~ HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-~ANK ~LEV TIME %~uOB VCH ~ROB XNL XNCH ~ ~ EL)tIN SSTA ELOPE XLOBL XLCH XLOBR ITRI. AL IDC ICONT CORAR TOPWID F. NDST CCHV. .100 CEHV= .300 1490 NE CARD USED *SECNO 97710.000 __3302 WARNING; CONVEYANCE CHANGE OUTSIDE OF ACCEPTABL~ RANGE, ERATIO = 2.12 3470 ENCROACHMF, NT STATIONS= 4743.0 10019.0 TYPE= i TARGET= 5276.000 DENTON CREEK CONFLUENCE __ 97710.000 23.82 447.32 .00 444.65 447.38 .05 .88 .04 444.90 55000.0 11843.7 6856.4 36299.9 6133.0 2957.0 20623.2 3234.0 387.5 442.20 .75 1.93 2.32 1.76 .040 .060 .045 .000 423.50 4743.00 .000268 680. 3820. 1670. 3 0 0 .00 5276.00 10019.00 *SECNO 98460.000 3280 CROSS SECTION 98460.00 EXTENDED .53 FEET __3302 WAR. NING; CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGEt KRA.TIO = .59 3470 ENCROACHMENT STATIONS= 4100.0 10030.0 TI~PE= i TARGET= 5930.000 98460.000 21.63 447.63 .00 445.17 447.70 .07 .32 .00 443.05 55000.0 12275.2 10476.6 32248.2 7199.5 2969.2 21728.0 3764.4 484.0 445.00 .86 1.71 3.53 1.48 .070 .060 .090 .000 426.00 4100.00 · 000775 750. 750. 750. 2 0 0 ,00 5930.00 10030.00 · SECNO 99420.000 3265 DMDED FLOW 3302 WAI~NING= CONVEYANCE CHA~GE OUTSIDE OF ACCEPT. AIE[~ HANGE, KHATIO = 1.54 __3470 ENCROACNNENT STATIONS= 3060.0 9790.0 TYPE= i TARGET= 6730.000 99420.000 19.83 448.13 .00 445.77 448.17 .03 .46 .00 444.10 55000.0 10016.3 7029.3 37954.4 8558.3 2800.5 31445.4 4587.5 620.? 443.10 1.05 1.17 2.51 1.21 .070 .060 .090 .000 428.30 3060.00 .000328 960. 960. 960. 0 0 0 .00 6478.76 9790.00 30JUN94 10~59=39 PAGE 38 SECNO DEPTH CWSEL CRIWS WHELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOE ACH A~OB VOL TWA R-BANK ]LEV TIIS~ VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOI~R ITI~L~L IDC ICONT CORAI~ TOPWID ENDST · SECNO 100040.000 3470 ENCROACHMENT STATIONS= .0 9900.0 TYPE= I TARGET= 9899.999 FOLLOWING SECTIONS PER EF-CDC --100040.000 20.02 448.32 .00 445.97 448.34 .02 .17 .00 445.70 55000.0 24141.9 5776.6 25081.6 20035.9 2572.6 29533.8 5263.2 730.1 443.00 1.20 1.20 2.25 .85 .070 .060 .090 .000 428.30 1011.50 · 000245 620. 620. 620. 2 0 0 .00 8888.50 9900.00 · SECNO 103060.000 3265 DIVIDED FLOW 3302 WA~NING= CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGEr KI~ATIO = .49 103060.000 19.24 449.24 .00 447.29 449.31 .07 .96 .01 449.60 61100.0 9499.7 8629.0 42971.3 5935.7 2084.2 26193.5 7111.6 1105.8 44?.50 -- 1.47 1.60 4.14 1.64 .070 .060 .090 .000 430.00 1123.95 · 001249 1850. 3020. 1775. 2 0 0 .00 9067.62 10217.76 *$ECNO 106080.000 3265 DMDED FLOW 3470 ~NCROACHM~NT STATIONS= .0 0300.0 TYPE= 1 TARGETm 8299.999 --106080.000 31.46 451.46 .00 450.21 451.52 .05 2.21 .00 453.50 43000.0 994.5 6009.1 35996.5 998.5 1822.1 23466.6 8406.0 1425.7 452.00 1.78 1.00 3.30 1.53 .070 .060 .090 .000 420.00 1323.16 .000983 1850. 3020. 1775. 2 0 0 .00 6224.72 8300.00 *SECNO 110580.000 3280 CI~0SS SECTION 110580.00 E)(TENDED 3.81 FEET --3302 WARNINGt CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGEt KRATIO = 2.36 3470 ENCROACHMENT STATIONS= 4600.0 11930.0 TYPE= 1 TARGET= -4600.000 1 __ 30~JN94 10=59;39 PAGE 39 SECNO DEPTH CWSEL C~IWS WHELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROE ALOE ACH AROB VOL TWA R-BANK ELEV __ TIME VLOB VCH V~OB XNL XNCH ]Q~R WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITEXAL IDC ICONT CORA~ TOPWID ENDST 110580.000 28.81 452.81 .00 451.35 452.53 .02 1.30 .00 449.50 __ 43000.0 18346.5 7039.1 17614.4 21731.4 3972.5 16931.6 11142.8 1939.8 448.00 2.75 .84 1.77 1.04 .070 .060 .070 .000 424.00 4600.00 · 000176 1700. 4500. 4300. 4 0 0 .00 7330.00 11930.00 CCH¥= .300 CEHV~ .500 *$ECNO 110720.000 __3265 DIVIDED FLOW 3280 CROSS SECTION 110720.00 EXTENDED 3.53 __3370 NORMAL ERZDGE, NRD= 2 MIN ,F. LTRD= 457.70 MAX ELLC= 455.50 110720.000 26.43 452.83 .00 451.37 452.87 .03 .03 .01 458.00 43000.0 23079.8 10290.8 9629.4 21134.8 4533.7 8295.9 11265.9 1962.8 457.70 2.78 1.09 2.27 1.16 .075 .060 .075 .000 426.40 2318.00 · 000331 140. 140. 140. 2 0 0 .00 7018.87 10080.00 *SECNO 110750.000 3265 DI%~IDED FLOW 3280 CROSS SECTION 110750.00 EXTENDED 3.54 FEET 3370 NORMAL BRXDGE, NRD= 2 MIN ELTRD= 457.70 MAX ELLC= 455.50 110750.000 26.44 452.84 .00 451.38 452.88 .03 .01 .00 458.00 43000.0 23088;0 10280.1 9631.9 21169.1 4536.7 8311.7 11289~3 1967.6 457.70 2.78 1.09 2.27 1.16 .075 .060 .075 .000 426.40 2318.00 · 000330 30. 30. 30. 0 0 0 .00 7020.00 10080.00 · SECNO 110790.000 3265 DIVIDED FLOW 30J~N94 10g59=39 PAG~ 40 -- SECNO DEPTH CWSEL CR.1~S WSELK EG HV ~L OLOSS L-~/~K ELEV Q QLOB (}CH QROB ALOB ACH AROB VOL TWA R-BANK ELE~ TIME VLOE VCH V~OE )GL XNCE XN~ WEN ELMIN SSTA SLOPE ](LOBL XLCH XLOB~ IT~IAL IDC ICONT CORA~ TOPWID ENDST 3302 WAR~ING; CONVEYANCE CHANGE OUTSIDE OF AC~ RANGE, K~ATIO = .49 --3370 NORMAL BRIDGE~ NED= 2 MIN ~LT~D~ 458.50 MAX ELLC= 455.40 IH 356 110790.000 26.36 452.76 .00 451.35 453.00 .24 ?02 .10 458.50 43000.0 8174.7 21197.6 13627.8 3012.7 4559.6 4302.8 11310.4 1971.5 458.50 -- 2.78 2.71 4.65 3.17 .075 .060 .075 .000 426.40 5154.02 .001378 40. 40. 40. 2 0 0 .00 1378.90 11760.59 *SECNO 110910.000 3265 DIVIDED FLOW 3370 NOEMAL~KZDGE, NKD= 2 MINELT~O= 458.50 MAX EL~C= 455.40 110910.000 26.54 452.94 .00 451.45 453.16 .23 .16 .00 458.50 43000.0 8260.7 21073.8 13665.6 3091.3 4627.4 4395.5 11343.4 1975.3 458.50 2.79 2.67 4.55 3.11 .075 .060 .075 .000 426.40 5153.60 .001300 120. 120. 120. 2 0 0 .00 1382.83 11760.97 *6ECNO 110930.000 3265 DMDED FLOW 3280 CROSS SECTION 110930.00 EXTENDED 3.58 FEET 3302 WAJ~IING= CON%'EYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE~ KRATIO = 1.85 3370 NORMAL B~IDGEt N~D= 2 )tin ELT~D= 456.50 MAX ELLC= 455.70 110930.000 26.78 453.18 .00 451.55 453.23 .05 .01 .05 456.50 43000.0 15054.2 10731.4 17214.4 15811.0 3674.8 14213.3 11353.9 1977.4 458.20 2.80 .95 2.92 1.21 .075 .060 .075 .000 426.40 2451.00 · 000382 20. 20. 20. 2 0 0 .00 7886.16 11204.00 30JUN94 10;59;39 PAGE 4! SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-B&NK ELEV O QLOB QCH QROB ALOE ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCE V~OB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIA/. IDC ICONT CORAR TOPWID ENDST *SECNO 110980.000 3280 CROSS SECTION 110980.00 EXTENDED 4.23 FEET 3302 WARNING; CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - 1.66 110980.000 29.24 453.24 .00 451.61 453.25 .01 .01 .01 449.50 43000.0 20383.8 6572.3 16043.9 28932.3 4104.5 18034.0 11402.6 1986.9 448.00 2.81 .70 1.60 .89 .075 .060 .075 .000 424.00 3250.00 .000138 50. 50. 50. I 0 0 .00 8680.00 11930.00 CCHV= .100 CEHV. .300 *SECNO 113000.000 --3280 CROSS SECTION 113000.00 EX~I~.NDED 2.98 FEET 113000.000 32.48 453.48 .00 451.82_ 453.52 .04 .26 .01 446.00 43000.0 20045.2 11907.4 11047.4 22848.3 4238.9 14879.1 13019.0 2253.7 449.00 3.13 .88 2.81 .74 .080 .060 .085 .000 421.00 4400.00 -- .000198 1250. 2020. 1800. 2 0 0 .00 7200.00 11600.00 *SECNO 113090.000 --3265 DIVIDED FLOW 3280 CROSS SECTION 113090.00 EXTENDED 1.91 --3302 WA/~NING; CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - .28 3370 NORMAL BRIDGE, NRD= 2 MIN ELTRD= 455.50 MAXELL C= 452.80 -- MET RAILROAD 113090.000 32.41 453.41 .00 451.70 453.61 .21 .04 .05 455.50 43000.0 14949.7 22534.2 5.516.2 7033.3 4842.5 3363.0 13078.1 2267.8 456.00 3.14 2.13 4.65 1.64 .080 .060 .085 .000 421.00 4400.00 .002471 90. 90. 90. 2 0 0 -258.39 6432.83 11600.00 *SECNO 113110.000 i 30JUN94 10=59=39 PAGE 42 EECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS .LcBANK ELEV Q QLOB QCH QROB ~ ALOB ACH ANOB VOL TWA ~-BANK ~LEV TIME V-~OB VCH V~OB XNL XNCH ~ WTN ELMIN SSTA -- SLOPE XLOBL ]~CH XLOBR ITRIAL IDC ICONT COP. AR TOPWID ~NDST 3265 DIVIDED FLOW 3280 CROSS SECTION 113110.00 EXTENDED 1.97 FEINT 3370 NORRAL BRIDGE, NRD~ 2 MIN P~LTRD= 455.50 MAX ELLCz 452.80 113110.000 32.47 453.47 .00 451.72 453.66 .20 .05 .00 455.50 43000.0 15176.2 22161.3 5662.4 7246.8 4842.5 3506.8 13085.2 2270.7 456.00 3.14 2.09 4.58 1.61 .080 .060 .085 .000 421.00 4400.00 .002390 20. 20. 20. 2 0 0 -277.07 6451.87 11600.00 *SECNO 113180.000 3280 CROSS SECTION 113180.00 EXTENDED 3.18 FEET 3302 WARNING= CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO ~ 4.28 3470 KNCROACHMENT STATIONS= .0 11000.0 TYPE= i TARGET= 11000.000 __113180.000 32.68 453.68 .00 451.99 453.70 .03 .02 .02 446.00 43000.0 22842.2 9796.2 10361.6 29323.4 4272.7 12661.3 13134.9 2282.5 449.00 3.16 .78 2.29 .82 .070 .060 .065 .000 421.00 2800.00 .000130 70. 70. 70. 2 0 0 .00 8200.00 11000.00 -SECNO 118580.000 3280 CROSS SECTION 118580.00 EXTENDED 3.49 FEET 3302 WARNING~ CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO ~ .60 __3470 ENCROACHMENT STATIONS- 2800.0 8500.0 TYPE- i TARGET. -2800.000 118580.000 27.69 454.19 .00 452.50 454.21 .02 .51 .00 450.10 27400.0 6984.1 8409.0 12006.9 10395.8 4821.1 18180.6 16249.3 2799.9 448.50 4.19 .67 1.74 .66 .085 .060 .085 .000 426.50 2800.00 · 000148 4430. 5400. 1500. 3 0 0 .00 5700.00 8500.00 30JUN94 10=59=39 PAGE 43 SECNO DEPTH CWSEL CRIWS WSELK EG HV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL ~NCH ~ WTN ELMIN SSTA SLOPE XLOBL XLCS XLOB~ ITEIAL IDC ICONT CORA~ TOPWID ENDST 1490 NE CARD USED · SECNO 119960.000 3280 CROSS SECTION 119960.00 EXTENDED 3.85 FEET 3470 ENCROACHMENT STATIONS- 7451.0 11420.0 TYPE= I TARGET= 3969.000 H~BRON PARXWAYLEVEE @ INDIAN C~EEK CONFLUENCEs TOP OF LEVEE = 464.46 119960.000 26.65 454.35 .00 452.66 454.40 .04 .18 .01 450.00 -- 27400.0 8429.2 5487.3 13483.6 3253.4 3303.0 19421.7 17005.3 2917.7 449.70 4.42 2.59 1.66 .69 .036 .060 .085 .000 427.70 7451.00 · 000145 1800. 1380. 800. 2 O 0 .00 3969.00 11420.00 --1490 NH CARD USED · SECNO 123260.000 3280 CROSS SECTION 123260.00 EXTENDED 3.57 FEET --3302 WARNING= CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .64 3470 ENCROACHMENT STATIONS- 5990.0 8720.0 TYPE- I TARGET- 2730.000 123260.000 27.57 454.87 .00 453.11 454.94 .07 .54 .01 450.00 -- 27400.0 17266.1 7155.8 2978.1 9085.7 2596.4 3386.1 18180.6 3104.1 450.00 4.77 1.90 2.76 .88 .050 .060 .085 .000 427.30 5990.00 .000352 2100. 3300. 2500. 2 0 0 .00 2730.00 8720.00 --1490 NE CARD USED · SECNO 125570.000 3280 CROSS SECTION 125570.00 EXTENDED ,5.23 FEET ' --3470 ENCROACHM]~T STATIONS. 7831.0 11050.0 TYPE= I TARGET. 3219.000 125570.000 28.73 455.23 .00 453.36 455.28 .04 .33 .00 452.50 21000.0 7166.7 5314.7 8518.6 3025.6 3092.0 13539.5 18820.5 3209.2 451.50 5.06 2.37 1.72 .63 .036 .060 .080 .000 426.50 7831.00 · 000127 1100. 2310. 1730. 2 0 0 .00 3219.00 11050.00 1490 NH CARD USED 1 30JUN94 10=59=39 PAGE 44 SECNO DEPTH CWSEL CRIWS WS~LK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCE VROB XNL XNCE XNR WTN BLMIN SSTA __ SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST · SECNO 126550.000 WA~ER EL=X5 CARD. 455.240 __3280 CROSS SECTION 126550.00 EXTENDED 3.24 FEET 3302 WARNINGs CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE P.~NGE~ KRATIO - .59 3470 ENC~OACH~/~T STATIONS= 6672.0 7380.0 TYPEw I TARGET= 708.000 ST~%RTOF SPLIT FLOWAROUND LANDFILL 126550.000 28.74 455.24 .00 453.36 455.30 .06 .12 .00 450.00 11500.0 6318.7 4943.2 238.1 2836.1 3049.1 630.2 19082.2 3246.2 452.00 5.20 2.23 1.62 .38 .036 .060 .080 .000 426.50 6672.00 .000110 1050. 980. 750. 0 0 0 .00 708.00 7380.00 --1490 NE CARD USED *SECNO 130500.000 3470 ENCrOAChMeNT STATIONS= 4209.0 4900.0 T~/"PE= I TARGET= 691.000 __130500.000 27.19 455.69 .00 453.56 455.76 .07 .46 .00 450.00 11500.0 6185.1 5293.7 21.2 2573.6 2817.6 48.5 19568.2 3292.2 450.00 5.66 2.40 1.88 .44 .036 .060 .080 .000 428.50 4209.00 .000148 3350. 3950. 1540. 2 0 0 .00 558.06 4767.06 30JUN94 10=59:39 PAGE 45 T1 ~/.S. ARMY CORPS OF ENGINEER~ - FORT WORTH DISTRICT --T2 NEW SECTIONS 1993 - SPF Q T3 ELM FORK SANDY LAK~ ROAD T4 ALBE~T H. HALFF ASSOCIATES - 07/28/93 J1 ICHECK INQ NINV IDIR ST~T METRIC HVINS Q WSEL FQ 0 3 0 0 0 0 0 0 448.71 J2 NPROF IPLOT PRFV~ XSECV XSECH FN AT.T.~C IBW CHNIM ITRAC~ --' 3 0 -1 0 0 0 0 0 0 T1 U.S. ARMY CORPS OF ENGI~ - FORT WORTH DISTRICT T2 NEW SECTIONS 1993 - RECORD FLOW MAY 1989, Q = 8720 CFS AT GAGE T3 ELM FOR~ SANDY LAKE ROAD T4 AL~EP/T H. HALFF A~SOCIA~-~S - 07/28/93 J1 0 5 0 0 0 0 0 0 433.57 J2 15 0 -1 0 0 0 O 0 0 STARTING WSEL FROM EF-CDC MOD~L, SECTION 88150, BY EXTRAPOLATION I 30JUN94 10=59:39 PAGE 46 ~ECNO DEPTH CWSEL C~_TWS WSELK EG HV ~L OLO~S L-BANK ELEV 0 QLOB (}CH QROB A~OB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCE ~OB XNL ~CH XN~ WTN ELMIN SSTA -- SLOPE XLOBL XLCE XLO]3R ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 3 0 .300 CEHV,. .500 *SECNO 88150. 000 3265 DIVIDED FLOW 3470 ~NCROACHMRNT STATIONS= 1100.0 6895.0 T'/PE= I TARGET= 5795.000 STARTING SECTION FROM EF.-CDC 88150.000 38.71 448.71 .00 448.71 449.01 .30 .00 .00 440.00 -- 100000.0 20309.7 48573.6 31116.7 . 10016.0 8119.6 14866.1 .0 .0 440.00 .00 2.03 5.98 2.09 .150 .070 .120 .000 410.00 1100.00 .001293 100. 100. 100. 0 0 0 .00 2637.56 6894.35 __ CCHV= .500 C~HV= .700 1490 NH CARD USED *EHCNO 88160.000 3265 DIVIDED FLOW ~3280 CROSS SECTION 88160.00 EXTENDED 3.30 FEET 3470 ENCROACHMENT STATIONS= 6755.0 12175.0 TYPE= i TARGET= 5420.000 GR CARDS MODIFIED TO MODEL NON-EFFECTIVE FLOW AREAS 88160.000 38.60 448.60 .00 438.17 449.33 .73 .02 .30 436.26 100000.0 24254.5 51651.0 24094.4 7567.3 5683.4 8163.6 6.2 .5 437.09 .00 3.21 9.09 2.95 .130 .070 .130 .000 410.00 6755.00 .002521 10. 10. 10. 2 0 0 .00 1450.00 12175.00 CCHV= · 300 CEHV= · 500 1490 NH CARD USED *SECNO 88450.000 3265 DMDED FLOW 3301 ~V CHANGED MORE THAN HVINS 30JUN94 10=59=39 PAGE 47 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-~qK ELEV Q QLOB QCH QROB ALOE ACE A~OB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH ~ WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT COllAR TOPWID ENDST 3302 WARNINGI CONVEYANCE CHANGE OUTSIDE OF ACCEPTAI~LE RANGE, KRATIO m 1.95 3470 ENCROACHMENT STATIONS= 1850.0 7420.0 TYPE= I TARGET- 5570.000 LOWER SOUTH PARK AREANEA~BELT LIME RD FOR ADDED CONVEYANCE 88450.000 39.70 449.70 .00 439.43 449.85 .15 .34 .17 436.00 100000.0 52802.6 28512.3 18685.2 30442.3 5628.3 8416.1 241.3 16.2 438.00 ~ .03 1.73 5.07 2.22 .131 .065 .090 .000 410.00 1850.00 · 000664 400. 290. 120. 2 0 0 .00 3085.00 7420.00 1490 NE CAI~DUSED --*$ECNO 89230.000 3265 DMDED FLOW 3280 CROSS SECTION 89230.00 EXTENDED 6.89 FEET 3302 WA~NING= CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.17 --3470 ENCROACHMENT STATIONSm 3900.0 11110.0 TYPEz I TARGET. 7210.000 89230.000 40.19 450.09 .00 440.46 450.13 .05 .25 .03 437.30 100000.0 62443.7 15248.1 22308.3 51179.1 6378.9 9969.8 1561.9 119.5 442.30 .19 1.22 2.39 2.24 .078 .060 .035 .000 409.90 3900.00 .000141 1180. 780. 510. 2 0 0 .00 6092.00 11110.00 CCH'V= .100 CEHV= .300 1490 NH CArD USED · 6ECNO 90210.000 3265 D~VIDED FLOW 3280 CI~OSS SECTION 90210.00 EXTENDED 2.52 FEET 3470 ENCROACHMENT ETATIONSm 3200.0 10369.0 TYPE= I TARGET- 7169.000 BEGIN PROPOSED LAKE/SWALE 90210.000 39.55 450.22 .00 441.06 450.26 .04 .12 .00 433.40 100000.0 77510.7 12910.4 9578.9 56550.1 5284.8 10815.6 2861.3 232.6 441.00 -- .35 1.37 2.44 .89 .072 .060 .130 .000 410.67 3200.00 .000154 800. 980. 750. 2 0 0 .00 6269.00 10369.00 1 __ 30JUN94 10=59=39 PAGE 48 SECNO DI~I~TE CWSEL ~ WSELK EG HV HL OLOSS L-~A~K ]~LEV Q QLOB QCE QROB ALOE ACH AROB VOL TWA R-BANK ELEV __ TIME VLOB VCH V~0B XNL XNCH ~ WTN KLMIN SSTA SLOPE XLO~L XLCH XLOER ITRIAL IDC ICONT CO~.R TOPWID ENDST 1490 Nit CArD USED __*SECNO 91050.000 3265 DIVIDED FLOW 3280 CROSS SECTION 91050.00 EXTENDED 5.64 FEET 3470 ENCROACHMENT STATIONS= 2650.0 10200.0 TYPE= i TARGET= 7550.000 91050.000 37.74 450.34 .00 441.40 450.39 .04 .13 .00 435.10 100000.0 77564.9 13744.6 8690.5 50690.8 5316.8 8872.3 3916.5 329.4 442.10 -- .46 1.53 2.59 .98 .076 .075 .140 .000 412.60 2650.00 · 000250 620. 840. 840. i 0 0 .00 6660.00 10200.00 1490 NE CARD USED *SECNO 92050.000 3265 DIVIDED FLOW 3280 CROSS SECTION 92050.00 EXTENDED 7.33 FEET 3470 ENCROACHMENT STATIONS= 2810.0 9800.0 TYPE= i TARGET= 6990.000 92050.000 40.34 450.53 .00 441.81 450.57 .05 .18 .00 438.89 100000.0 77452.8 14320.1 8227.1 44555.7 7465.8 7634.4 5287.6 464.3 443.00 .62 1.74 1.92 1.08 .057 .075 .100 .OOO 410.19 2810.00 · 000152 950. 1000. 980. i 0 0 .0O 5640.00 9800.00 -- 1490 NH CARD USED · SECNO 92880.000 3280 CROSS SECTION 92880.00 EXTENDED 5.31 FEET -- 3470 ENCROACHMENT STATIONS= 3765.0 9135.0 TYPE= I TARGET= 5370.000 92880.000 34.71 450.61 .00 441.92 450.73 .11 .13 .02 440.60 100000.0 81229.1 16796.9 1974.0 29057.4 7034.5 2228.0 6106.6 554.7 440.70 · 69 2.80 2.39 .89 .046 .075 .100 .000 415.90 3765.00 .000227 700. 830. 790. 2 0 0 .00 5370.00 9135.00 I 30JUN94 10;59=39 PAGE 49 SECNO DEPTH CWSEL CRIWS WSELK EG HV ~r. OLOSS L-BANK ELEV Q QLOB QCH QROB AY, OB ACH AROB VOL Tt/A R-BANK ELEV TIME VLOE VCH V~OB XNL XNCH ~ WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 1490 NH CARD USED · SECNO 93660.000 3280 CROSS SECTION 93660.00 EXTENDED 2.50 FEET 3470 ENCROACHMENT STATIONS= 2720.0 9130.0 TYPH- 1 TARGET~ 6410.000 93660.000 36.40 450.90 .00 442.19 451.03 .14 .30 .01 439.00 100000.0 72825.1 26687.6 487.3 28737.6 6724.6 225.3 7012.1 705.9 441.70 -- .79 2.53 3.97 2.16 °044 .055 .045 .000 434.50 2720.00 · 000358 1150. 780. 690. 2 0 0 .00 6410.00 9130.00 CCHV= .500 CEHV= .700 __1490 NH CARD USED · SECNO 93710.000 3280 CROSS SECTION 93710.00 EXTENDED 5.90 FKET 3470 ENCROACHMENT STATIONS= 2090.0 8500.0 TYPE= I TARGET= 6410.000 TOP OF CARROLLTON DAM @ 434 93710.000 17.49 450.89 .00 442.16 451.11 .21 .02 .05 439.00 100000.0 75374.4 23670.4 955.3 ~28735.1 3955.1 343.5 7051.6 713.3 439.00 · 80 2.62 5.98 2.78 .046 .030 .045 .000 433.40 2090.00 · 000417 50. 50. 50. I 0 0 .00 6410.00 8500.00 1490 NH CArD USED · SECNO 93735.000 3265 D1-VIDED FLOW 3302 WARNING= CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGEt KRATIO . .36 3370 NORMAL BRIDGE, NRD= 35 MIN ELTRD= 447.00 MAX E__~.~= 448.00 __3470 ENCROACHMeNT STATIONS= 2326.7 8815.0 TYPE= I TARGET= 6488.300 SANDY LAKE ROAD BRIDGE 93735.000 36.34 450.84 .00 442.48 451.29 .45 .02 .17 439.00 100000.0 73310.6 26689.4 .0 15007.1 4046.6 .0 7066.5 716.3 100000.00 · 80 4.89 6.60 .00 .042 .050 .000 .000 414.50 2393.85 .003253 25. 25. 25. 2 0 0 -2956.67 3929.77 8815.00 30JUN94 10=59=39 PAGE 50 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-~ANK ELEV Q QLOB QCH QROB A/OB ACH A~OB VOL TWA R-BANK ELEV TIME VLOH VCH VROE XNL XNCH ~ ~ ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIA/~ IDC ICONT COP, AR TOPWID El;DST __1490 NH CAI~D USeD *SECNO 93815.000 3265 DIVIDED FLOW 3370 NOI~3~AL B~IDGE, NRD. 35 MIN ELTI~Dz 447.00 MAX ELLC- 448.00 34?0 ENCEDACHMENT STATIONS= 2326.7 8815.0 TYPE= i TA~G~T, 6488.300 SANDY LAKE Pa0AD BRIDGE 93815.000 36.65 451.15 .00 442.58 451.57 .41 .25 .02 439.00 100000.0 74152.1 25847.9 .0 15922.3 4046.6 .0 7102.4 723.6 100000.00 · 80 4.66 6.39 .00 .043 .050 .000 .000 414.50 2362.17 · 003051 80. 80. 80. 2 0 0 -3279.10 4054.11 8815.00 1490 NH CAE/) USED · SECNO 93840.000 3265 DIVIDED FLOW 3280 CROSS SECTION 93840.00 EXTENDED 5.88 FEET 3302 WARNING= CONVEYANCE CHA~GE OUTSIDE OF ACCEPTABLE RANGE, K~ATIO . 2.06 3370 NOI~qAL BRIDGE, NRD- 6 MIN ELTRD= 439.00 MAX ELLCz 446.00 --3470 ENCROACHMENT STATIONS. 2625.0 9100.0 TYPE= i TARGET. 6475.000 E0" WA.TE~ LINE A~RIAL CROSSING 93840.000 35.06 451.48 .00 442.66 451.70 .22 .03 .10 439.60 100000.0 84995.5 10698.8 4305.7 22145.1 4065.7 1137.6 7115.9 726.0 438.80 · 81 3.84 2.63 3.78 .042 °060 .045 o000 416.42 2625.00 -- .000718 25. 25. 25. 2 0 0 -1497.77 4202.05 9100.00 1490 NH CARD USED · SHCNO 93890.000 30JUN94 10;59;39 PAGE 51 SECNO DEPTH CWSEL CP, ZWS WSELK EG HV HI, OLOSS L-BANK ELEV -- Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCE V~OE XNL XNCH ](NR WTN ELMIN SSTA ELOPE XLOBL XLCH ](LOBI~ ITRIAL IDC ICOET" COEAI~ TOPWID ENDST 3265 DMDED FLOW 3280 C~SS SECTION 93890.00 EXTENDED %.87 FEET ' ':~ 3470 ENCROACHMENT STATIONS- 2635.0 9100.0 TYPE= 1 TARGET= 6465.000 END PROPOSED LAKE/SWAL~ 93890.000 34.08 451.56 .00 442.70 451.74 .18 .03 .02 438.68 100000.0 76077.? 21104.8 2817.5 23945.0 5050.5 881.9 7148.8 732.0 440.80 .81 3.18 4.18 3.19 .043 .060 .045 .000 417.48 2635.00 · 000504 50. S0. 50. I 0 0 .00 6368.49 9100.00 CCHV- .100 CEHV= .300 __1490 NH CAED USED *$ECNO 97710°000 3280 CROSS SECTION 97710.00 EXTENDED 4.20 FEET __3302 WARRING; CON%'EYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, K~ATIO = 2.22 3470 ENCROACHMENT STATIONS= 2440.0 10019.0 TYPE= i TARGET= 7579.000 DENTON CREEK CONFLUENCE -- 97710.000 28.51 452.01 .00 444.65 452.04 .03 .28 .01 444.90 100000.0 31617.3 6834.9 61547.9 27109.8 3944.4 39174.8 8709.5 903.1 442.20 1.09 1.17 1.73 1.57 .052 .060 .045 .000 423.50 2440.00 .000102 680. 3820. 1670. 2 0 0 .00 7579.00 10019.00 *SECNO 98460.000 3280 CROSS SECTION 98460.00 EXTENDED 5.02 FEET 3302 WARRING~ CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGEd KRATIO = .61 ~3470 ENCROACHMENT STATZONS= 2250.0 10030.0 TYPE= 1 TARGET= 7780.000 98460.000 26.12 452.12 .00 445.17 452.16 .04 .12 .00 443.05 100000.0 38493.8 10549.3 50956.8 26939.6 4089.1 40462.3 9929.6 1035.4 445.00 1.23 1.43 2.58 1.26 .070 .060 .090 .000 426.00 2250.00 .000270 750. 750. 750. 2 0 0 .00 7780.00 10030.00 30JUN94 10~59=39 PAGE 52 SECNO DEPTH CWSEL CRZWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROH ALOE ACE AROH VOL TWA R-BANK ELEV TIME VLOB VCH V~OB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT COP, AR TOPWID ENDST *SECNO 99420.000 3265 DIVIDED FLOW --3280 CROSS SECTION 99420.00 EXTENDED .85 FEET 3470 ENCROACHMENT STATIONS= 1300.0 9790.0 TYPE= i TARGET= 8490.000 99420.000 24.05 452.35 .00 445.77 452.38 .03 .22 .00 444.10 -- 100000.0 31005.9 8475.2 60518.9 25785.7 3672.9 50908.9 11602.9 1212.2 443.10 1.43 1.20 2.31 1.19 .070 .060 .090 .000 428.30 1300.00 .000193 960. 960. 960. 2 0 0 .00 8267.27 9790.00 --*SECNO 100040.000 3470 ENCROACHMENT STATIONSz .0 9900.0 TYPE= 1 TARGET= 9899.999 FOLLOWING SECTIONS PER EF-CDC 100040.000 24.16 452.46 .00 445.97 452.48 .02 .11 .00 445.70 100000.0 42758.1 7084.5 50157.4 32593.2 3318.3 53084.3 12808.2 1334.4 443.00 1.58 1.31 2.13 .94 .070 .060 .090 .000 428.30 1000.00 · 000157 620. 620. 620. 2 0 0 .00 8900.00 9900.00 --*SECNO 103060.000 3302 WARNINGz CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .61 103060.000 22.96 452.96 .00 447.29 453.01 .05 .52 .01 449.60 111400.0 24410.5 9266.8 77722.7 14404.5 2827.9 51246.5 16144.9 1715.1 447.50 1.89 1.69 3.28 1.52. .070 .060 .090 .000 430.00 1015.39 · 000527 1850. 3020. 1775. 2 0 O .00 9295.77 10311.16 --*SECNO 106080.000 3302 WAI~NING= CONVEYANCE CHANGE OUTSIDE O~ ACCEPTABLE RANGEd KRATIO - .58 , .% --3470 ENCROACHMENT STATIONS= .0 8300.0 TYPE= I TARGET= 8299.999 106080.000 34.10 454.10 .00 450.21 454.15 .06 1.14 .00 453.50 77400.0 5230.4 7750.5 64419.1 4073.9 2386.3 37635.4 18529.0 2059.6 452.00 2.18 1.28 3.25 1.71 .070 .060 .090 .000 420.00 1145.31 · 000744 1850. 3020. 1775. 2 0 0 .00 7154.69 8300.00 30JUN94 10z59;39 PAGE 53 SECNO DEPTH CWSEL CRIWS WSELK FA; HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCE VROB XNL XNCE XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO 110580.000 3280 CROSS SECTION 110580.00 EXTENDED 6.33 FEET --3302 WARNING; CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.99 3470 ENCROACHMENT STATIONS= 4600.0 11930.0 TYPE= i TARGET= -4600.000 __110580.000 31.33 455.33 .00 451.35 455.36 .03 1.20 .00 449.50 77400.0 37061.1 9810.3 30528.6 32916.1 4755.2 23470.7 22635.7 2599.2 448.00 2.94 1.13 2.06 1.30 .070 .060 .070 .000 424.00 4600.00 .000188 1700. 4500. 4300. 3 0 0 .00 7330.00 11930.00 .300 CEH~= .500 *SECNO 110720.000 3265 DIVIDED FLOW 3280 C~OSS SECTION 110720.00 EXT~NDI;D 6.06 FEET 3370 NORMAL B~IDGE, NRD= 2 )(IN ELTRD= 457.70 MAX ELLC= 455.50 110720.000 28.96 455.36 .00 451.37 455.40 .04 .04 .00 458.00 77400.0 46884.4 10957.8 19557.8 32855.8 5514.5 13814.0 22817.8 2622.9 457.70 2.97 1.43 1.99 1.42 .075 .060 .075 .000 426.40 2318.00 .000354 140. 140. 140. 2 0 0 -17.56 7396.53 10080.00 *SECNO 110750.000 --3265 DI"VIDED FLOW 3280 C~OSS SECTION 110750.00 EXTENDED 6.07 FEET ---~370 NORMAL ~ZDG~, N~D= 2 MIN ELTP. D= 457.70 MAX ELLCm 455.50 110750.000 28.97 455.37 .00 - 451.38 455.41 .04 .01 .00 458.00- 77400.0 46967.8 10838.6 19593.7 32894.1 5515.9 13832.4 22853.8 2628.0 457.70 2.97 1.43 1.96 1.42 .075 .060 .075 .000 426.40 2318.00 --.000354 30. 30. 30. 0 0 0 -19.35 7397.74 10080.00 1 30JUN94 10=59;39 PAGE 54 6ECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK EL~V Q QLOB QCH QROB ALOB ACH A~OB VOL TWA R-BANK ELE~ TI~ 3~LOB VCH V~0B XNL ~NCH XN~ WTN ELMIN SSTA -- SLOPE XLOBL ]fiLCH XLOBI~ ITR/~A-L IDC ICONT CO~S.~ TOPWID ENDST *SECNO 110790.000 --3265 DMDED FLOW 3302 WARNING; CON%'EYANCE CHANGE Ob'TSIDE OF ACCEPT. ABL~ RANGE, KEATIO ~ .41 3370 NOP. MA~B~IDGE, NR/)= 2 MIN ELTRD= 458.50 MAX ELLCi 455.40 IH 35E 110790.000 28.79 455.19 .00 451.35 455.64 .45 .03 .21 458.5~ --77400.0 16578.7 35479.1 25342.2 4148.5 5518.1 5635.0 22884.8 2632.0 458.50 2.97 4.00 6.43 4.50 .075 .060 .075 .000 426.40 5143.89 .002105 40. 40. 40. ~2 0 0 .00 1454.58 1~5.99 --*6ECNO 110910.000 3265 DIVIDED FLOW --3370 NORMAL ~IDGEw N~D= 2 MIN ELTRD=- 458.50 MAX ELLC= 455.40 110910.000 29.18 455.58 .00 451.45 455.95 .38 .29 .02 458.50 77400.0 20293.5 26426.8 30679.7 4338.5 5599.7 5853.8 22927.6 2636.0 458.50 2.98 4.68 4.72 5.24 .075 .060 .075 .000 426.40 5140.94 __ .002751 120. 120. 120. 5 0 0 -70.96 1472.71 11766.84 *SECNO 110930.000 __3265 DZ~IDEDFLOW 3280 CROSS SECTION 110930.00 EXTENDED 6.44 FEET __~302 WARNZNG= CON~FEYANCE CHANGE OUTSIDE OF ACCEPTABI~ RANGE, KRATIO = 2.88 ~370 NORMAL BRIDGE, N~D= 2 MIN ELTRDi 456.50 MAX ELLC= 455.70 __110930.000 29.64 456.04 .00 451.55 456.07 .03 .01 .10 456.50 77400.0 35984.8 7613.9 33801.4 28814.3 4051.1 23861.0 22944.2 2638.3 458.20 2.98 1.25 1.88 1.42 .075 .060 .075 .000 426.40 2451.00 .000332 20. 20. 20. 2 0 0 -269.66 8415.12 11204.00 30JUN94 10=59=39 SECNO DEPTH CWSEL CRIWS WSEI~K EG HV gr. OLOSS L-BANK ELEV Q QLOB QCE QROB ALOE ACE AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR IiTN ELMIN SS~A SLOPE XLOBL XLCH XLOER ITRIItL IDC ICONT COP. AR TOPWID ENDST *SECNO 110980.000 3280 CI~OSS SECTION 110980.00 EXTENDED 7.07 3302 WARNING= CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO . 1.58 110980.000 32.0? 456.07 .00 451.61 456.09 .02 .01 .00 449.50' 7?400.0 41363.4 8905.7 27130.9 45320.9 4983.5 253?7.? 23020.2 2648.1 448.00 3.00 .91 1.79 1.07 .075 .060 .075 .000 424.00 3250.00 .000133 50. 50. 50. 2 0 0 .00 8680.00 11930.00 CCHV= .100 CEHV= .300 --*SECNO 113000.000 3280 CROSS SECTION 113000.00 EXTENDED 5.80 FEET _ 113000.000 35.30 456.30 .00 451.82 456.35 .04 .25 .01 446.00 77400.0 39391.6 14639.4 23369.0 34518.2 4719.3 23073.5 25391.8 2914.9 449.00 3.29 1.14 3.10 1.01 .080 .060 .085 .000 421.00 4400.00 .000209 1250. 2020. 1800. 2 0 0 .00 7200.00 11600.00 *8ECNO 113090.000 3280 CROSS SECTION 113090.00 EXTENDED 4.82 FEET 3302 WARNING= CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANG'Bt KRATIO = .36 33?0 NORMAL BRIDGE, NED= 2 MIN ELTRD~ 455.50 MAX ELLC= 452.80 MKT RAILROAD 113090.000 35.32 456.32 .00 451.70 456.40 .08 .04 .01 455.50 7?400.0 41381.3 14834.5 21184.2 18283.8 5024.9 11238.1 25491.9 2929.8 456.00 3.30 2.26 2.95 1.89 .080 .060 .085 .000 421.00 4400.00 .001605 90. 90. 90. 0 0 0 -1008.00 7200.00 11600.00 --*SECNO 113110.000 3280 CROSS SECTION 113110.00 EXTENDED 4.84 FEET .. 30JUN94 10=59=39 PAGE 56 SECNO DEPTH CWSEL CRIWS · WSELK EG HV ~L OLOSS ,IT, BANK ELEV Q QLOB QCH QROB ALOE ACE AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL ]iNCH ]DIR IiTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 3370 NORIVa~L BRIDGEt NRD= 2 MIN ELTRD= 455.50 MAX ELLCm 452,80 113110.000 35.35 456.35 .00 451.72 456.43 .08 .03 .00 455.50 77400.0 41403.8 14770.5 21225.7 18373.3 5032.1 11303.3 25507.8 2933.1 456.00 3.30 2.25 2.94 1,88 .080 .060 .085 .000 421.00 4400.00 .001583 20. 20. 20. i 0 0 -1008.00 7200.00 11600.00 *SECNO 113180.000 3280 CROSS SECTION 113180.00 EXTENDED 5.93 FEET 3302 WARNING= CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGEw KRATIO = 3.45 3470 ENCROACHMENT STATIONS= .0 11000.0 TYPE= I TARGET= 11000.000 __113180.000 35.43 456.43 .00 451.99 456.46 .03 .02 .01 446.00 77400.0 45171.7 11759.4 20466.9 45106.3 4741.0 18996.5 25591.0 2945.4 449.00 3.32 1.00 2.48 1.08 .070 .060 .065 .000 421.00 2800.00 .000133 70. 70. 70. 2 0 0 .00 8200.00 11000.00 *SECNO 118580.000 3280 CROSS SECTION 118580.00 EXTENDED 6.31 FEET 3302 ~AR.~ING; CONVEYANCE CHANGE OUTSIDE OF ACCEPTA~ RANGE, KttATIO = °60 3470 ENCROACHMENT STATIONS= 2800.0 8500.0 TYPE= i TAI~GET= -2800.000 -- 118580.000 30.51 457.01 .00 452.50 457.05 .04 .59 .00 450.10 62000.0 17271.0 14281.6 30447.4 15645.5 5780.7 28059.2 30142.5 3462.9 448.50 4.01 1.10 2.47 1.09 .085 .060 .085 .000 426.50 2800.00 · 000234 4430. 5400. 1500. 3 0 0 .00 5700.00 8500.00 1490 NE CARD USED · SEC, NO 119960.000 3280 CI~OSS SECTION 119960.00 EXTENDED 6.76 FEET 3470 ENCROACHMENT STATIONS- 7451.0 11420.0 TYPE= I TARGET= 3969.000 1 30JUN94 10=59t39 pAGE 57 HEBRON PARA'WAYLEVEE ~ INDIAN CREEK CONFLUENCE= TOP OF LEVEE = 464.46 119960.000 29.57 457.27 .00 452.66 457.36 .09 .29 .02 450.00 62000.0 16137.8 10287.5 35574.7 4211.1 4016.1 29304.1 31234.7 3580.7 449.70 -- 4.16 3.83 2.56 1.21 .037 .060 .085 .000 427.70 7451.00 · 000265 1800. 1380. 800. I 0 0 .00 3969.00 11420.00 1490 NH CARD USED --*SECNO 123260.000 3280 CROSS SECTION 123260.00 EXTENDED 6.86 FEET 3302 WARNING= CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - .69 3470 ENCROACHMENT STATIONS= 5990.0 8720.0 TYPE- I TARGET- 2730.000 123280.000 30.86 458.16 .00 453.11 458.29 .13 .92 .01 450.00 62000.0 39974.7 12521.8 9503.8 14973.7 3158.8 5915.6 32979.6 3767.0 450.00 4.41 2.67 3.96 1.61 .058 .060 .085 .000 427.30 5990.00 · 000560 2100. 3300. 2500. 2 0 0 .00 2730.00 8720.00 1490 NE CARD USED --*SECNO 125570.000 3280 CROSS SECTION 125570.00 EXTENDED 8.81 FEET 3470 ENCROACHMENT STATIONS~ 7831.0 11050.0 TYPE= 1 TARGET- 3219.000 --125570.000 32.31 458.81 .00 453.36 458.94 .12 .64 .00 452.50 62000.0 17667.2 11757.5 32575.3 4239.2 3772.2 23169.9 33983.5 3872.1 451.50 4.58 4.17 3.12 1.41 .037 .060 .080 .000 426.50 7831.00 .000320 1100. 2310. 1730. 2 0 0 .00 3219.00 11050.00 1490 NE CARD USED *SECNO 126550.000 WATER EL=x5 CARD, 458.720 3280 CROSS SECTION 126550.00 EXTENDED 6.72 ~,~r 3302 WARNING= CONVETANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .48 __3470 ENCROACHMENT STATIONS= 6672.0 7380.0 TYPEm I TARGET= 708.000 START OF SPLIT FLOW AROUND LANDFILL 126550.000 32.22 458.72 .00 453.36 458.90 .18 .28 .02 450.00 27000.0 15025.3 10541.2 1433.5 3855.8 3693.0 1430.6 34376.9 3909.1 452.00 4.66 3.90 2.85 1.00 .037 .060 .080 .OOO 426.50 6672.00 .000264 1050. 980. 750. 0 0 0 .00 708.00 7380.00 30JON94 10=59=39 PAGE 58 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCE QROB A~OB ACH AROB VOL TWA R-BANK ELEV TIME VI,OB VCH VI~OE XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAI~ TOPWID ENDST 1490 NH CARl) USED *SECNO 130500.000 -- 3470 ENCROACHMENT STATIONS= 4209.0 4900.0 TYPE- 1 TARGET- 691.000 130500.000 31.23 459.73 .00 453.56 459.93 .20 1.03 .01 450.00 27000.0 15559.5 11309.8 130.8 4054.8 3525.8 142.1 35036.1 3955.3 450.00 4.94 3.84 3.21 .92 .038 .060 .080 .000 428.50 4209.00 .000319 3350. 3950.' 1540. 2 0 0 .00 570.20 4779.20 1 -- 30~UN94 10t59~39 PAG~ 59 TBIS RUN EXECUTED 30JUN94 11=00;20 H~C-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 --************************************* NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIsT ELM FORK - SANDY LAKE RD SUMMARY PRINTOUT SECNO CWSEL Q QLOB QCH QROB 88150.000 438.24 30100.00 3493.85 25183.60 1422.55 88150.000 441.80 55000.00 9417.14 38140.48 7442.38 88150.000 448.71 100000.00 20309.72 48573.56 31116.72 88160.000 438.17 30100.00 2982.04 25811.15 1306.82 88160.000 441.71 55000.00 9520.23 37925.62 7554.15 88160.000 448.60 100000.00 24254.53 51651.02 24094.45 * 88450.000 439.43 30100.00 9818.24 18319.93 1961.83 * 88450.000 443.15 55000.00 22231.45 25084.04 7684.51 * 88450.000 449.70 100000.00 52802.60 28512.25 18685.15 89230.000 440.46 30100.00 13276.25 16006.95 816.80 * 89230.000 443.98 55000.00 29563.57 17591.82 7844.61 * 89230.000 450.09 100000.00 62443.68 15248.08 22308.25 * 90210.000 441.06 30100.00 17263.86 8960.02 3876.12 90210.000 444.39 55000.00 36639.96 11786.94 6573.10 90210.000 450.22 100000.00 77510.74 12910.40 9578.87 91050.000 441.40 30100.00 15493.62 11044.34 3562.04 91050.000 444.66 55000.00 35332.25 13741.05 5926.70 91050.000 450.34 100000.00 77564.88 13744.63 8690.50 * 92050.000 441.81 30100.00 19987.90 7590.13 2521.97 * 92050.000 445.06 55000.00 39016.39 11252.51 4731.10 92050.000 450.53 100000.00 77452.84 14320.10 8227.07 92880.000 441.92 30100.00 22664.81 7404.64 30.55 92880.000 445.19 55000.00 42391.04 12233.99 374.96 92880.000 450.61 100000.00 81229.074 16796.92 1974.01 30JUN94 10159z39 PAGE 60 S~CNO CWS~L Q QLOB QCH QROB 93660.000 442.19 30100.00 13615.50 16484.00 .49 * 93660.000 445.52 55000.00 30033.39 24838.63 127.99 93660.000 450.90 100000.00 72825.15 26687.58 487.27 __* 93710.000 442.16 30100.00 19590.04 10309.44 200.52 93710.000 445.49 55000.00 35856.56 18533.02 610.42 93710.000 450.89 100000.00 75374.35 23670.38 955.2? 93735.000 442.48 30100.00 15692.18 14407.83 .00 93735.000 445.77 55000.00 34624.50 20375.50 .00 * 93735.000 450.84 100000.00 73310.62 26689.38 .00 93815.000 442.58 30100.00 15844.77 14255.23 .00 93815.000 445.80 55000.00 34751.86 20248.14 .00 93815.000 451.15 100000.00 74152.05 25847.94 .00 93840.000 442.66 30100.00 15536.13 14104.58 459.29 * 93840.000 446.00 55000.00 33557.89 19824.07 1618.03 * 93840.000 451.48 100000.00 84995.48 10698.82 4305.69 -- 93890.000 442.70 30100.00 14999.98 14971.76 128.26 93890.000 446.04 55000.00 34139.04 19828.29 1032.66 93890.000 451.56 100000.00 76077.67 21104.80 2817.53 * 97710.000 444.65 30100.00 5523.33 6415.19 18161.48 * 97710.000 447.32 55000.00 11843.68 6856.41 36299.90 * 97710.000 452.01 100000.00 31617.28 6834.85 61547.86 --* 98460.000 445.17 30100.00 4897.86 8828.26 16373.88 * 98460.000 447.63 55000.00 12275.23 10476.58 32248.18 * 98460.000 452.12 100000.00 38493.84 10549.35 50956.81 99420.000 445.77 30100.00 3809.24 5060.24 21230.52 -- 99420.000 448.13 55000.00 10016.27 7029.34 37954.39 99420.000 452.35 100000.00 31005.86 8475.23 60518.91 100040.000 445.97 30100.00 13222.94 4677.37 12199.70 100040.000 448.32 55000.00 24141.87 5776.57 25081.57 -- 100040.000 452.46 100000.00 42758.08 7084.49 50157.43 * 103060.000 447.29 36200.00 2875.19 8557.65 24767.16 * 103060.000 449.24 61100.00 9499.69 8628.98 42971.33 * 103060.000 452.96 111400.00 24410.52 9266.83 77722.66 106080.000 450.21 25700.00 298.52 4600.04 20801.44 106080.000 451.46 43000.00 994.46 6009.08 35996.46 * 106080.000 454.10 77400.00 5230.37 7750.55 64419.09 ---* 110580.000 451.35 25700.00 9614.44 5221.04 10864.52 * 110580.000 452.81 43000.00 18146.51 7039.08 17614.40 * 110580.000 455.33 77400.00 37061.05 9810.32 30528.62 1 -- 30JUN94 10~59~39 PAG]~ 61 SECNO CWSEL Q QLOB QCH QROB -- 110720.000 451.37 25700.00 12475.46 7696.83 5527.71 110720.000 452.83 43000.00 23079.79 10290.78 9629.44 110720.000 455.36 77400.00 46884.40 10957.79 19557.81 110750.000 451.38 25700.00 12483.33 7688.51 5528.16 -- 110750.000 452.84 43000.00 23088.04 10280.11 9631.86 110750.000 455.37 77400.00 46967.75 10838.57 19593.68 * 110790.000 451.35 25700.00 4402.98 13363.86 7933.16 * 110790.000 452.76 43000.00 8174.66 21197.58 13627.76 --* 110790.000 455.19 77400.00 16578.70 35479.09 25342.21 110910.000 451.45 25700.00 4441.91 13307.87 7950.23 110910.000 452.94 43000.00 8260.68 21073.75 13665.56 110910.000 455.58 77400.00 20293.54 26426.78 30679.69 110930.000 451.55 25700.00 6350.50 9355.70 9993.80 * 110930.000 453.18 43000.00 15054.21 10731.41 17214.37 * 110930.000 456.04 77400.00 35984.76 7613.88 33801.37 --* 110980.000 451.61 25700.00 10524.12 5030.76 10145.12 * 110980.000 453.24 43000.00 20383.83 6572.26 16043.91 * 110980.000 456.07 77400.00 41363.36 ~ 8905.75 27130.90 , .~, 113000.000 451.82 25700.00 10763.99 9612.74 5323.27 __ 113000.000 453.48 43000.00 20045.24 11907.40 11047.36 113000.000 456.30 77400.00 39391.61 14639.42 23368.97 * 113090.000 451.70 25700.00 4235.28 20085.01 1379.71 * 113090.000 453.41 43000.00 14949.67 22534.17 5516.17 __* 113090°000 456.32 77400.00 41381.30 14834.45 21184.24 113110.000 451.72 25700.00 4239.78 20078.32 1381.90 113110.000 453.47 43000.00 15176.24 22161.32 5662.44 113110.000 456.35 77400.00 41403.?9 14770.54 21225.6? w 113180.000 451.99 25700.00 12104.55 8237.02 5358.43 * 113180.000 453.68 43000.00 22842.22 9796.18 10361.60 * 113180.000 456.43 ??400.00 45171.68 11759.38 *20468.94 * 118580.000 452.50 17300.00 3887.20 6871.47 6541.34 * 118580.000 454.19 27400.00 6984.10 8408.99 12006.91 * 118580.000 457.01 62000.00 17270.98 14281.59 30447.43 119960.000 452.66 17300.00 6123.88 4032.92 7143.20 119960.000 454.35 27400.00 8429.17 5487.27 13483.5? 119960.000 457.27 62000.00 16137.80 10287.54 35574.66 * 123260.000 453.11 17300.00 10681.73 5432.62 1185.65 * 123260.000 454.87 27400.00 17266.11 7155.81 2978.08 * 123260.000 458.16 62000.00 39974.71 12521.55 9503.75 30JUN94 10~59;39 PAGE 62 SECNO CWSEL Q QLOB QCH QRDB 125570.000 453.36 7300.00 2869.40 2287,13 2143.47 125570.000 455.23 21000.00 7166.71 5314.69 8518.60 125570.000 458.81 62000.00 17667.18 11757,49 32575.34 * 126550.000 453.36 5800.00 3129.78 2647.48 22.74 * 126550.000 455.24 11500.00 6318.67 4943.23 238.10 --~ 126550.000 458.72 27000.00 15025.32 10541.23 1433.45 130500.000 453.56 5800.00 2976.64 2819.26 4,10 130500.000 455.69 11500.00 6185.05 5293.73 21.22 130500.000 459.73 27000.00 15559.47 11309.75 130,78 30,311N94 10;59;39 PAG~ 63 '--LLMFORK - SANDY LAKE RD ~UMMARY PRINTOUT TABLE 150 -- SECNO XLCH ELTRD ELLC EL}tIN Q CWSEL CRXWS EG 10*KS VCH AREA .01K 88150.000 .00 .00 .00 410.00 30100.00 438.24 .00 438.68 25.49 5.77 7784.98 5961.68 88150.000 .00 .00 .00 410.00 55000.00 441.80 .00 442.31 26.99 6.77 14834.62 10556.05 88150.000 .00 .00 .00 410.00 100000.00 448.71 .00 449.01 12.93 5.98 33001.64 27806.71 88160.000 10.00 .00 .00 410.00 30100.00 438.17 .00 438.94 34.55 7.57 6322.30 5120.73 88160.000 10.00 .00 .00 410.00 55000.00 441.71 .00 442.62 37.78 9.07 11429.29 8948.61 88160.000 10.00 .00 .00 410.00 100000.00 448.60 .00 449.33 25.21 9.09 21414.32 19918.41 -'--, 88450.000 290.00 .00 .00 410.00 30100.00 439.43 .00 439.71 13.69 5.27 10701.87 8133.67 ~ 88450.000 290.00 .00 .00 410.00 55000.00 443.15 .00 443.43 13.07 5.90 19042.98 15212.34 88450.000 290.00 .00 .00 410.00 100000.00 449.70 .00 449.85 6.64 5.07 44486.68 38820.62 89230.000 780.00 .00 .00 409.90 30100.00 440.46 .00 440.68 7.97 4.15 8361.26 10665.24 --", 89230.000 780.00 .00 .00 409.90 55000.00 443.98 .00 444.16 4.95 3.69 16739.50 24720.97 , 89230.000 780.00 .00 .00 409.90 100000.00 450.09 .00 450.13 1.41 2.39 67527.74 84148.86 * 90210.000 980.00 .00 .00 410.67 30100.00 441.06 .00 441.16 3.86 2.78 14600.10 15319.52 90210.000 980.00 .00 .00 410.67 55000.00 444.39 .00 444.51 3.33 2.97 23084.17 30132.33 -- 90210.000 980.00 .00 ,00 410.67 100000.00 450.22 .00 450.26 1.54 2.44 72650.55 80506.46 91050.000 840.00 .00 .00 412.60 30100.00 441.40 .00 441.53 6.94 3.24 11576.26 11428.94 91050.000 840.00 .00 .00 412.60 55000.00 444.66 .00 444.82 5.90 3.34 19561.30 22648.57 91050.000 840.00 .00 .00 412.60 100000.00 450.34 .00 450.39 2.50 2.59 64879.93 63280.51 ' .92050.000 1000.00 .00 .00 410.19 30100.00 441.81 .00 441.86 1.95 1.64 16778.59 21557.55 r 92050.000 1000.00 .00 .00 410.19 55000.00 445.06 .00 445.17 2.34 1.98 23797.59 35959.07 92050.000 1000.00 .00 .00 410.19 100000.00 450.53 .00 450.57 1.52 1.92 59655.85 81220.27 -- 92880.000 830.00 .00 .00 415.90 30100.00 441.92 .00 442.03 2.10 1.68 12638.16 20792.37 92880.000 830.00 .00 .00 415.90 55000.00 445.19 .00 445.38 2.92 2.27 17102.38 32192.97 92880.000 830.00 .00 .00 · 415.90 100000.00 450.61 .00 450.73 . .:, 2.27 2.39 38319.95 66301.27 * 93660.000 780.00 .00 .00 414.50 30100.00 442.19 .00 442.42 7.14 4.03 7800.99 11261.87 --,-* 93660.000 780.00 .00 .00 414.50 55000.00 445.52 .00 445.90 7.79 4.87 11217.80 19706.30 93660.000 780.00 .00 .00 414.50 100000.00 450.90 .00 451.03 3.58 3.97 35687.39 52833.55 * 93710.000 50.00 .00 .00 433.40 30100,00 442.16 .00 442.66 16.36 6.47 5370.11 7442.33 93710.000 50.00 .00 .00 433.40 55000.00 445.49 .00 446.13 11.87 7.43 8806.78 15961.82 -- 93710.000 50.00 .00 .00 433.40 100000.00 450.89 .00 451.11 4.17 5.98 33033.72 48978.86 93735.000 25.00 447.00 448.00 414.50 30100.00 442.48 .00 442.79 11.34 4.97 6780.12 8937.63 93735.000 25.00 447.00 448.00 414.50 55000.00 445.77 .00 446.24 12.47 5.70 9994.03 15575.20 * 93735.000 25.00 447.00 448.00 414.50 100000.00 450.84 .00 451.29 32.53 6.60 19053.75 17532.07 93815.000 80.00 447.00 448.00 414.50 30100.00 442.58 .00 442.89 10.87 4.88 6885.42 9128.36 93815.000 80.00 447.00 448,00 414.50 55000.00 445.88 .00 446.35 12.10 5.63 10096.08 15810.30 93815.000 80.00 447.00 448,00 414.50 100000.00 451.15 .00 451.57 30.51 6.39 19968.93 18102.80 30JUN94 10~59=39 PAGE 64 SRCNO XLCH ELTRD ELLC ~IN Q CWSEL CRI'WS EG 10*KS VCH AREA .01K 93840.000 25.00 439.00 446.00 416.42 30100.00 442.66 .00 442.93 11.00 4.38 7321.42 9074.98 93840.000 25.00 439.00 446.00 416.42 55000.00 446.00 440.38 446.38 10.00 4.88 11230.23 17390.06 93840.000 25.00 439.00 446.00 416.42 100000.00 451.48 .00 451.70 7.18 2.63 27348.42 37327.75 93890.000 50.00 .00 .00 417.48 30100.00 442.70 .00 443.05 15.19 5.07 6417.56 7722.34 93890.000 50.00 .00 .00 417.48 55000.00 446.04 .00 446.46 12.08 5.30 10737.21 15824.99 93890.000 50.00 .00 .00 417.48 100000.00 451.56 .00 451.74 5.04 4.18 29877.31 44536.61 97710.000 3820.00 .00 .00 423.50 30100.00 444.65 .00 444.71 4.73 2.68 15834.53 13845.02 * 97710.000 3820.00 .00 .00 423.50 55000.00 447.32 .00 447.38 2.68 2.32 29713.22 33573.24 * 97710.000 3820.00 .00 .00 423.50 100000.00 452.01 .00 452.04 1.02 1.73 70229°04 98985.16 __* 98460.000 750.00 .00 .00 426.00 30100.00 445.17 .00 445.26 11.91 3.75 17627.64 8721.64 . 98460.000 750.00 .00 .00 426.00 55000.00 447.63 .00 447.70 7.75 3.53 31896.75 19762.35 * 98460.000 750.00 .00 .00 426.00 100000.00 452.12 .00 452.16 2.70 2.58 71490.98 60828.73 * 99420.000 960.00 .00 .00 428.30 30100.00 445.77 .0O 445.80 3.22 2.19 27591.67 16771.91 * 99420.000 960.00 .0O .00 428.30 55000.00 448.13 .00 448.17 3.28 2.51 42804.20 30376.30 -- 99420.000 960.00 .00 .00 428.30 100000.00 452.35 .00 452.38 1.93 2.31 80367.53 71984.08 100040.000 620.00 .00 .00 428.30 30100.00 445.97 .00 445.99 2.92 2.18 31869.86 17617.21 100040.000 620.00 .00 .00 428.30 55000.00 448.32 .00 448.34 2.45 2.25 52142.35 35173.80 100040.000 620.00 .00 .00 428.30 100000.00 452.46 .00 452.48 1.57 2.13 88995.87 79698.38 * 103060.000 3020.00 .00 .00 430.00 36200.00 447.29 .00 447.42 22.19 5.01 17680.28 7684.40 * 103060.000 3020.00 .00 .00 430.00 61100.00 449.24 .00 449.31 12.49 4.14 34213.39 17289.62 * 103060.000 3020.00 .00 .00 430.00 111400.00 452.96 .00 453.01 5.27 3.28 68478.76 48529.88 --106080.000 3020.00 .00 .00 420.00 25700.00 450.21 .00 450.25 8.27 2.91 19093.04 8934.88 106080.000 3020.00 .00 .00 420.00 43000.00 451.46 .00 451.52 9.83 3.30 26287.21 13713.43 * 106080.000 3020.00 .00 .00 420.00 77400.00 454.10 .00 454.15 7.44 3.25 44095.61 28378.00 * 110580.000 4500.00 .00 .00 424.00 25700.00 451.35 .00 451.36 1.45 1.48 31963.48 21340.26 --* 110580.000 4500.00 .00 .00 424.00 43000.00 452.81 .00 452.83 1.76 1.77 42635.61 32381.74 * 110580.000 4500.00 .00 .00 424.00 77400.00 455.33 .00 455.36 1.88 2.06 61142.02 56438.73 110720.000 140.00 457.70 455.50 426.40 257~0.00 451.37 .00 451.40 2.85 1.94 23885.26 15226.97 110720.000 140.00 457.70 455.50 426.40 43000.00 452.83 .00 452.87 3.31 2.27 33964.45 23623.81 -- 110720.000 140.00 457.70 455.50 426.40 77400.00 455.36 .00 455.40 3.54 1.99 52184.34 41138.19 110750.000 30.00 457.70 455.50 426.40 25700.00 451.38 .00 .451.40 2.84 1.94 23928.01 15258.85 110750.000 30.00 457.70 455.50 426.40 43000.00 452.84 .00 452.88 3.30 2.27 34017.57 23672.98 110750.000 30.00 457.70 455.50 426.40 77400.00 455.37 .00 455.41 3.54 1.96 52242.37 41139.36 * 110790.000 40.00 458.50 455.40 426.40 25700.00 451.35 .00 451.47 8.28 3.33 9944.76 8933.57 * 110790.000 40.00 458.50 455.40 426.40 43000.00 452.76 .00 453.00 13.78 4.65 11875.11 11582.24 * 110790.000 40.00 458.50 455.40 426.40 77400.00 455.19 .00 455.64 21.05 6.43 15301.51 16868.67 -- 110910.000 120.00 458.50 455.40 426.40 25700.00 451.45 .00 451.57 7.95 3.29 10082.11 9113.37 110910.000 120.00 458.50 455.40 426.40 43000.00 452.94 .00 453.16 13.00 4.55 12114.25 11927.90 110910.000 120.00 458.50 455.40 426.40 77400.00 455.58 .00 455.95 27.51 4.72 15791.93 14755.81 1 -- 30JUN94 10;59~39 PAGE 65 SRCNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10*KS VCH AREA .01K 110930.000 20.00 456.50 455.70 426.40 25700.00 451.55 .00 451.60 4.06 2.83 21073.01 12753.11 * 110930.000 20.00 456.50 455.70 426.40 43000.00 453.18 .00 453.23 3.82 2.92 33699.02 22011.59 * 110930.000 20.00 456.50 455.70 426.40 77400.00 456.04 .00 456.07 3.32 1.88 56726.38 42448.86 * 110980.000 50.00 .00 .00 424.00 257~0.00 451.61 .00 451.62 1.25 1.40 37010.07 23005.70 --* 110980.000 50.00 .00 .00 424.00 43000.00 453.24 .00 453.25 1.38 1.60 51070.83 36622.90 * 110980.000 50.00 .00 .00 424.00 77400.00 456.07 .00 456.09 1.33 1.79 75682.00 67224.12 113000.000 2020.0~ .00 .00 ' 421.00 25700.00 451.82 .00 451.86 ':'1.62 2.43 30058.13 20183.75 113000.000 2020.00 .00 .00 421.00 43000.00 453.48 .00 453.52 1.98 2.81 41966.32 30566.86 113000.000 2020.00 .00 .00 421.00 77400.00 456.30 .00 456.35 2.09 3.10 62311.04 53520.34 * 113090.000 90.00 455.50 452.80 ' 421.00 25700.00 451.70 .00 451.96 9.59 4.40 7194.69 8296.80 * 113090.000 90.00 455.50 452.80 421.00 43000.00 453.41 .00 453.61 24.71 4.65 15238.74 8650.87 * 113090.000 90.00 455.50 452.80 421.00 77400.00 456.32 .00 456.40 16.05 2.95 34546.77 19322.36 113110.000 20.00 455.50 452.80 421.00 25700.00 451.72 .00 451.98 9.57 4.40 7210.91 8308.88 113110.000 20.00 455.50 452.80 421.00 43000.00 453.47 .00 453.66 23.90 4.58 15596.16 8796.42 113110.000 20.00 455.50 452.80 421.00 77400.00 456.35 .00 456.43 15.83 2.94 34708.71 19452.31 __* 113180.000 70.00 .00 .00 421.00 25700.00 451.99 .00 452.02 1.16 2.07 32425.18 23835.28 * 113180.000 70.00 .00 .00 421.00 43000.00 453.68 .00 453.70 1.30 2.29 46257.41 37649.33 * 113180.000 70.00 .00 .00 421.00 77400.00 456.43 .00 456.46 1.33 2.48 68843.70 67139.01 * 118580.000 5400.00 .00 .00 426.50 17300.00 452.50 .00 452.52 1.51 1.62 23764.80 14067.56 * 118580.000 5400.00 .00 .00 426.50 27400.00 454.19 .00 454.21 1.48 1.74 33397.46 22495.00 * 118580.000 5400.00 .00 .00 426.50 62000.00 457.01 .00 457.05 2.34 2.47 49485.41 40559.45 119960.000 1380.00 .00 .00 427.70 17300.00 452.66 .00 452.70 1.22 1.40 19296.54 15664.26 119960.000 1380.00 .00 .00 427.70 27400.00 454.35 .00 454.40 1.45 1.66 25978.00 22773.24 119960.000 1380.00 .0O .00 427.70 62000.00 457.27 .00 457.36 2.65 2.56 37531.31 38073.31 * 123260.000 3300.00 .00 .00 427.30 17300.00 453.11 .00 453.17 3.06 2.37 10249.97 9886.06 * 123260.000 3300.00 .00 .00 427.30 27400.00 454.87 .00 454.94 3.52 2.76 15068.21 14605.70 * 123260.000 3300.00 .00 .00 427.30 62000.00 458.16 .0O 458.29 5.60 3.96 24048.18 26188.19 125570.000 2310.00 .00 .00 426.50 7300.00 453.36 .00 453.37 .35 .84 13614.32 12268.42 125570.000 2310.00 .00 .00 426.50 21000.00 455.23 .00 455.28 1.27 1.72 19657.02 18630.14 125570.000 2310.00 .00 .00 426.50 62000.00 458.81 .00 458.94 3.20 3.12 31181.29 34632.59 * 126550.000 980.00 .00 .00 426.50 5800.00 453.36 .00 453.38 .47 .98 5184.42 8442.09 * 126550.000 980.00 .OO ,00 426.50 11500°00 455.24 .00 455.30 1.10 1.62 6515.46 10970.02 * 126550.000 980.00 .00 ,00 426.50 27000.00 458.72 .00 458.90 2.64 2.85 8979.31 16620.87 -- 130500.000 3950.00 .00 .00 428.50 5800.00 453.56 .00 453.59 .67 1.15 4318.95 7074.18 130500.000 3950.00 .00 .00 428.50 11500.00 455.69 .00 455.76 1.48 1.88 5439.68 9462.09 130500.000 3950.00 .00 .00 428.50 27000.00 459.73 .00 459.93 3.19 3.21 7722.67 15110.02 1 -- 30JUN94 10=59:39 PAGE 66 ELl(FORK - SANDY LAK~ RD '"SUMMARY PRINTOUT TABLE 150 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 88150,000 30100,00 · 438,24 ,00 ,00 ,00 1331,48 ,00 88150,000 55000,00 441,80 3,56 ,00 ,00 2620,62 ,00 88150.000 100000.00 448.71 6.91 .00 .00 2637.56 .00 88160,000 30100,00 438,17 ,00 -,07 ,00 1372,80 10,00 88160,000 55000,00 441,71 3,54 -,09 3,54 1450,00 10,00 88160,000 100000,00 448,60 6,89 -.11 10,43 1450.00 10,00 88450,000 30100,00 439,~3 ,00 1,26 ,00 2226,52 290,00 88450,000 55000,00 443,15 3,71 1,43 3,71 2260,73 290,00 88450,000 100000,00 449,70 6,55 1,10 10.26 3085,00 290,00 89230,000 30100,00 440,46 ,00 1,02 .,00 1761,67 780,00 89230,000 55000,00 443,98 3,53 ,84 3,53 2636,02 780,00 89230,000 100000,00 450,09 6,11 ,39 9,63 6092,00 780,00 90210,000 30100,00 441,06 ,00 ,61 ,00 2510,01 980,00 90210,000 55000,00 444,39 3,32 ,41 3,32 2602,82 980,00 90210,000 100000,00 450,22 5,83 ,13 9,16 6269,00 980,00 91050,000 30100,00 441,40 ,00 ,33 ,00 2322,86 840,00 91050,000 55000,00 444,66 3,2? ,28 3,27 2536,22 840,00 91050,000 100000,00 450,34 5,68 ,12 8,95 6660,00 840,00 92050,000 30100,00 441,8! ,00 ,41 ,00 2035,93 1000,00 92050,000 55000,00 445,06 3,26 ,40 3,26 2298,91 1000,00 92050,000 100000,00 450,53 5,46 ,18 8,72 5640,00 1000,00 92880,000 30100,00 441,92 ,00 ,12 ,00 1315,57 830,00 92880,000 55000,00 445,19 3,27 ,13 3,27 1495,00 830,00 92880,000 100000,00 450,61 5,42 ,09 8,69 5370,00 830,00 93660,000 30100.00 442,19 .00 .26 ,00 1007,92 780,00 93660.000 55000.00 445.52 3.34 .33 3.34 1030.00 780.00 93660.000 100000.00 450.~0 5.37 .28 8.71 6410.00 780.00 93710.000 30100.00 442.16 .00 -.03 .00 1030.00 50.00 93710.000 55000.00 445.49 3.34 -.03 3.34 1030.00 50.00 93710.000 100000.00 450.89 5.40 .00 8.74 6410.00 50.00 93735.000 30100.00 442.48 .00 .32 .00 964.90 25.00 93735.000 55000.00 445.77 3.29 .28 3.29 983.74 25.00 93735.000 100000.00 450.84 5.07 -.05 8.37 3929.77 25.00 93815.000 30100.00 442.58 .00 .10 .00 965.74 80.00 93815.000 55000,00 445.88 3.30 .11 3.30 984.18 80.00 93815,000 100000.00 451,15 5,27 ,31 8,57 4054.11 80,00 30JUN94 10;59~39 PAGE 67 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 93840,000 30100,00 442,66 ,00 ,08 ,00 1166,03 25,00 93840,000 55000,00 446,00 3,34 ,12 3,34 1190,00 25,00 93840,000 100000,00 451,48 5,48 .33 8.82 4202,05 25,00 93890,000 30100,00 442,70 ,00 ,04 ,00 1267,98 50,00 93890,000 55000,00 446,04 3.34 ,04 3,34 1300,00 50,00 93890,000 100000,00 451,56 5,52 ,08 8,86 6368,49 50,00 97710,000 30100,00 444,65 ,00 1,95 ,00 5068,65 3820,00 97710.000 55000.00 447.32 2.67 1.28 2.67 5276.00 3820.00 97710.000 100000.00 452.01 4.68 .44 7.35 7579.00 3820.00 98460.000 30100.00 445.17 .00 .52 .00 5498.19 750.00 98460,000 55000,00 447,63 2,46 ,31 2,46 5930,00 750,00 98460.000 100000.00 452,12 4,49 ,12 6,95 7780,00 750,00 99420.000 30100.00 445.77 .00 .60 .00 6354.98 960.00 99420.000 55000.00 448.13 2.36 .50 2.36 6478.76 960.00 99420.000 100000.00 452.35 4.21 .23 6.58 8267.27 960.00 100040.000 30100.00 445,97 .00 .19 ,00 8212.81 620.00 100040.000 55000.00 448.32 2.35 .18 2.35 8888.50 620.00 100040.000 100000.00 452.46 4.14 .11 6.49 8900.00 620.00 103060.000 36200.00 447.29 .00 1.32 .00 7382.62 3020.00 103060.000 61100.00 449.24 1.95 .92 1.95 9067.62 3020,00 103060.000 111400.00 452.96 3.72 .50 5.67 9295.77 3020.00 106080.000 25700.00 450.21 .00 2,92 .00 5059.39 3020,00 106080.000 43000.00 451.46 1.25 2.23 1.25 6224.72 3020.00 -- * 106080.000 77400.00 454.10 2.63 1.14 3.89 7154.69 3020.00 * 110580.000 25700.00 451.35 .00 1.14 .00 7289.99 4500.00 * 110580.000 43000.00 452.81 1.46 1.34 1.46 7330.00 4500.00 * 110580.000 77400.00 455.33 2.52 1.23 3.98 7330.00 4500.00 110720.000 25700.00 451.37 .00 .02 .00 6636.57 140.00 110720.000 43000.00 452.83 1.46 .03 1.46 7018.87 140.00 110720.000 77400.00 455.36 2.53 .03 3.99 7396.53 140.00 110750.000 25700.00 451.38 .00 .01 .00 6640.73 30.00 110750.000 43000.00 452.84 1.46 .01 1.46 7020.00 30.00 110750.000 77400.00 455.37 2.53 .01 -4.00 7397.74 30.00__ * 110790.000 25700.00 451.35 .00 -.03 .00 1346.78 40.00 * 110790.000 43000.00 452.76 1.42 -.08 1.42 1378.90 40.00 * 110790.000 77400.00 455.19 2.43 -.18 3.85 1454.58 40.00 110910.000 25700.00 451.45 .00 .10 .00 1349.09 120.00 110910.000 43000.00 452.94 1.49 .17 1.49 1382.83 120.00 110910.000 77400.00 455.58 2.64 .38 4.13 1472.71 120.00 1 30~94 10~59;39 PAGE 68 SE(NO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 110930.000 25700.00 451.55 .00 .09 .00 7382.53 20.00 * 110930.000 43000.00 453.18 1.64 .25 1.64 7886.16 20.00 --* 110930.000 77400.00 456.04 2.86 .46 4.50 8415.12 20.00 * 110980.000 25700.00 451.61 .00 .07 .00 8680.00 50.00 * 110980.000 43000.00 453.24 1.63 .05 1.63 8680.00 50.00 * 110980.000 77400.00 456.07 2.83 .02 4.46 8680.00 50.00 113000.000 25700.00 451.82 .00 .21 .00 7186.29 2020.00 113000.000 43000.00 453.48 1.65 .24 1.65 7200.00 2020.00 113000.000 77400.00 456.30 2.83 .24 4.48 7200.00 2020.00 __* 113090.000 25700.00 451.70 .00 -.12 .00 1429.53 90.00 * 113090.000 43000.00 453.41 1.70 -.07 1.70 6432.83 90.00 * 113090.000 77400.00 456.32 2.91 .01 4.61 7200.00 90.00 113110.000 25700.00 451.72 .00 .02 .00 1450.20 20.00 113110.000 43000.00 453.47 1.74 .06 1.74 6451.87 20.00 113110.000 77400.00 456.35 2.88 .03 4.63 7200.00 20.00 * 113180.000 25700.00 451.99 .00 .27 .00 8199.28 70.00 * 113180.000 43000.00 453.68 1.69 .21 1.69 8200.00 70.00 __* 113180.000 77400.00 456.43 2.75 .08 4.44 8200.00 70.00 * 118580.000 17300.00 452.50 .00 .51 .00 5700.00 5400.00 * 118580.000 27400.00 454.19 1.69 .51 1.69 5700.00 5400.00 * 118580.000 62000.00 457.01 2.82 .58 4.51 5700.00 5400.00 119960.000 17300.00 452.66 .00 .16 .00 3969.00 1380.00 119960.000 27400.00 454.35 1.69 .16 1.69 3969.00 1380.00 119960.000 62000.00 457.27 2.92 .26 4.61 3969.00 1380.00 * 123260.000 17300.00 453.11 .00 .45 .00 2730.00 3300.00 * 123260.000 27400.00 454.87 1.77 .52 1.77 2730.00 3300.00 * 123260.000 62000.00 458.16 3.29 .89 5.05 2730.00 3300.00 125570.000 7300.00 453.36 .00 .25 .00 3219.00 2310.00 125570.000 21000.00 455.23 1.88 .36 1.88 3219.00 2310.00 125570.000 62000.00 458.81 3.58 .65 5.46 3219.00 2310.00 * 126550.000 5800.00 453.36 .00 .00 .00 708.00 980.00 * 126550.000 11500.00 455.24 1.88 .01 1.88 708,00 980.00 * 126550.000 27000.00 458.72 3.48 -.09 5.36 708.00 980.00 130500.000 5800.00 453.56 .00 .20 .00 412.83 3950.00 130500.000 11500.00 455.69 2.13 .45 2.13 558.06 3950.00 130500.000 27000.00 459.73 4.05 1.01 6.18 570.20 3950.00 30JUN94 10:59=39 PAGE 69 SUMMARY OF ERRORS AND SPECIALNOTES ~ARNING SECNO~ 88450.000 PROFILE- i CONVEYANCE C~NGE OUT~IDE ACCF~TAI~L~ ~AENING SECNO. 88450.000 P~OFI~- 2 CO~Y~CE C~GE O~IDE ACC~ ~ING SE~O- 892~0.000 PROFI~- W~ING SECNO= 90210.000 P~OFI~- 1 ~ING SECNO= 92~50.000 P~OFI~ I CO~ C~GE O~SIDE ACC~~ ~ ' ~ING SECN~ 92~50.000 P~OFI~ 2 CO~ C~GE O~SIDE ACCEP~ W~ING SECNO~ 936~0.000 P~OFI~ I CO~Y~CE W~ING SECNO~ 93660.000 P~FI~= 2 CO~Y~ C~ O~SIDE ACC~ ~GE ~ING ~CNO= 93710.000 PROFI~ i CO~Y~CE W~ING S~CNO= 93735.000 P~FI~ 3 CO~Y~CE ~ION SECNO~ 93840.000 PROFI~ 2 ~EL~SU~D ~ ON MIN DIFF ~ION SECNO= 93840.000 P~OFI~ 2 20 ~ A~ ~ ~ WSEL r~ING SECNO~ 93840.000 P~FI~ 3 CO~Y~CE C~ O~SIDE AC~T~ W~ING SECNO= 97710.000 PROFI~ I CO~Y~CE C~GE O~SIDE AC~T~ ~ING S~CNO~ 977~0.000 P~FI~ 2 CO~Y~CE C~GE O~SIDE AC~T~ ~ING SECNO~ 97710.000 PROFI~ 3 CO~Y~CE C~GE O~SIDE A~T~ W~ING SRCNO= 98460.000 P~FI~ I CO~Y~CE N~ING SBCNO~ 98460.000 PROFI~ 2 CO~CE C~ O~IDE AC~ ~ING SECNO~ 98460.000 P~FI~m ~ING SKCNO= 99420.000 P~FI~m I CO~Y~CE ~ING SBCNO= 99420.000 P~FI~ 2 CO~Y~ C~ O~SIDE AC~T~ ~ING SECN~ 103060.000 P~FI~ t~ING SECN~ 103060.000 P~FI~ 2 CO~Y~CE C~ O~SIDE AC~ ~GE ~ING SECN~ 103060.000 PROFIt- 3 CO~Y~CE C~ O~IDE ACC~ ~GE ~G SECNO~ 106080.000 PROFI~ 3 ~CE C~GE O~SIDB AC~ ~GE ~ING SECNO- 110580.000 PROFIt- I ~Y~ C~ O~IDE ACCE~ ~GE ~ING SECNO~ 110580.000 PROFI~m 2 W~ING SE~O= 110580.000 PROFI~m 3 CO~ C~GE O~SIDB ACCE~ ~ING S~O= 110790.000 PROFI~ I CO~Y~CE C~ O~SIDE ACCEP~ ~ING SE~O~ 110790.000 PROFI~ 2 CO~CE C~ O~IDB ACCR~ ~ING SE~ 110790.000 PROFIt- 3 CO~Y~CE C~GE O~IDE ACC~ ~ING SE~O~ 110930.000 PROFIt- 2 CO~Y~ C~GE O~IDE ACCE~ ~ING SECNO~ 110930.000 PROFI~ 3 CO~Y~CB C~ O~IDE ACC~T~ 30~94 10=59z39 PA~ 70 ~ARNING SECNO~ 110980°000 PROFILE,., I CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANG]~ ~ARNING SECNOm 110980.000 PP. OFILEm 2 CON%'EYANCE CHANGE OUTSIDE ACCEPTABLE RANGE · ~A~NING SECNO~ 110980.000 PROFILE~ 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE __WARNING SECNO~ 113090.000 PROFILEs 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE ~NING SECNO-, 113090.000 PROFILE,,~ 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE ~ARNING SECNO-- 113090.000 PROFILE- 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE R/t. NGE #ARNING SECNO~ 113180.000 PROFILE~ I CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE __.~ARNING SECNO~ 113180.000 PROFILEs 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE IARNING SECNO= 113180.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE .~AR~ING SECNO~ 118580.000 PROFILE- 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARRING SECNO- 118580.000 PROFILE- 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE --WARNING SECNO- 118580.000 PROFILE, 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE ~ARNING SECNO= 123260.000 PROFILEs 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE ~ING SECNO=. 123260.000 PROFILE~, 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 123260.000 PROFILE-, $ CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE SECNO- 126550.000 PROFILE- I WSEL BASED ON X5 CARD ~ARRING SECNO~, 126550.000 PROFILE~ 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE IOTE SECNO~ 126550.000 PROFILE~ 2 WSEL BASED ON X5 CARD WAR~ING SECNO= 126550.000 PROFILE- 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE NOTE SECNO= 126550.000 PROFILE= 3 WSEL BASED ON X5 CARD #AliNING SECNO= 126550.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE