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ST9904-SY090209
ST9q"04C HIGHWAY HYDRAULIC STUDY On SH 121 Denton Creek Bridge Dallas Co. Texas M Texas Department of Transportation (CSJ No. 0364 -02 -017) Civil Associates, Inc. In Association with: URS Corporation 2009 moil CSNDTOND1IiOM III Dallas County, Texas Preliminary Hydraulic Report Prepared for: Texas Department of Transportation Dallas District (CSJ No. 0364 -02 -017) Prepared by: 4 � � -"! Civil , Associates, P.......... ....... Inc. LUN XU 3443 In Association with: URS Corporation R - Allen L. Xu, P.E. No. 83443, Date 2009 Texas This document is for Interim review only and not for Department construction, bidding or permit purposes. of Transportation Highway Bridge Hydraulic Study -SH 121 On Denton Creek Table of Contents Listof Photos ............................................................................................. ............................... ii Listof Tables ............................................................................................. ............................... ii Listof Figures ............................................................................................ ............................... ii Listof Appendices .................................................................................... ............................... iii 1 . Introduction ............................................................................................ ..............................1 1.1 Overview .................................................................................... ..............................1 1.2 Existing Conditions ................................................................... ..............................1 1.3 History of Flooding ................................................................... ..............................1 1.4 Study Purpose and Scope ........................................................ ..............................3 2 . FEMA Participation ............................................................................... ..............................4 3. Hydrologic Methodology and Analysis ............................................... ..............................5 3.1 Methodology .............................................................................. ..............................5 3.2 Preliminary Analysis Using USGS Regression Equations ..... ..............................5 3.3 Detailed Analysis Using HEC -HMS Rainfall -Runoff Model ..... ..............................6 3.4 Detailed Analysis Using HEC -SSP Flood Frequency Analysis ............................7 3.5 Flow Computation and Analysis ............................................. ............................... 9 4. Hydraulic Methodology and Analysis .................................................. ..............................9 4.1 Methodology ............................................................................. ..............................9 4.2 Effective Flood Insurance Study Models ................................ .............................10 4.3 Existing Models ........................................................................ .............................10 4.4 Proposed Models ..................................................................... .............................12 4.5 Bridge Scour Analysis ............................................................. .............................12 5. Conclusions and Recommendation .................................................... .............................13 6 . References ........................................................................................... .............................13 TxDOT i Civil Associates, Inc. Highway Bridge Hydraulic Study -SH 121. On Denton Creek List of Photos PHOTO 1 — Downstream Side of SH 121 Denton Creek Bridge PHOTO 2 — Upstream Channel From SH 121 Denton Creek Bridge PHOTO 3 — SH 121 Denton Creek Bridge Upstream Channel PHOTO 4 — SH 121 Denton Creek Bridge Downstream Channel PHOTO 5 — SH 121 Denton Creek Bridge North Abutment PHOTO 6 — SH 121 Denton Creek Bridge South Abutment List of Tables TABLE 1 — Hydro -35 & TP -40 Rainfall Data For Dallas County, TX TABLE 2 — Summary of Hydrologic Study Results TABLE 3 — Summary of Hydraulic Study Results For SH 121 Denton Creek Bridge List of Figures FIGURE 1 — SH 121 Denton Creek Bridge Location Map FIGURE 2 — NWS Highest Daily Precipitation Data at DFW Airport FIGURE 3 — USGS Denton Creek Gage Data at SH 121 Gage Station Flow - Annual Peak Data (1984 -2007) FIGURE 4 — FEMA Flood Insurance Rate Map (FIRM) FIGURE 5 — SH 121 Denton Creek Bridge Drainage Basin FIGURE 6 — Denton Creek Flow Annual Peak Frequency Curve by HEC -SSP FIGURE 7 — SH 121 Denton Creek Bridge Floodplain Map TxDOT ii Civil Associates, Inc. Highway Bridge Hydraulic Study -SH 121 On Denton Creek List of Appendices APPENDIX A — Hydrologic Study Data APPENDIX A -1 — Regression Equation Method APPENDIX A -2 — HEC -HMS Study APPENDIX A -3 — HEC -SSP Study APPENDIX B — Effective FIS HEC -2 Model Duplication APPENDIX C — Existing HEC -RAS Models APPENDIX D — Proposed HEC -RAS Models APPENDIX E — Bridge Scour Analysis APPENDIX F — SH 121 Denton Creek Bridge "As- Built" Plans APPENDIX G — Proposed SH 121 Denton Creek Bridge Plans TOOT iii Civil Associates, Inc. Highway Bridge Hydraulic Study -SH 121 On Denton Creek 1. Introduction 1.1 Overview This engineering report has been prepared to provide hydrologic and hydraulic information used to analyze existing conditions and future design on State Highway (SH) 121 Denton Creek Bridge in Dallas County, Texas. The study presented here includes evaluation of hydrology, stream hydraulics, floodplain management and bridge hydraulics within the project area. 1.2 Existing Conditions SH 121 is a state highway, traversing from southwest to northeast through north central Texas. It runs from downtown Fort Worth, Texas at the junction of Interstate IH -35W to Bonham, Texas, just north of a junction with U.S. Route 82. The total length is 85.56 miles. The section of the proposed SH 121 reconstruction for this project starts from FM 2499 and ends at Denton Creek. Denton Creek is a tributary of the Elm Fork Trinity River. Figure 1 shows the location of SH 121 on Denton Creek. Total project length is 1.8 miles (from Station 1951+46.94 to Station 2046 +69.55). The project site is located near the north side of DFW International Airport, where multiple highways (SH 121, SH 114, SH 360, SH 26 and IH 635) converge together at DFW airport north gate entrance. This section of SH 121 becomes a bottleneck for the regional traffic. Average Daily Traffic (ADT) volume is 112,500 (2005), 207,600 (2025) and 233,500 (2035). 1.3 History of Flooding National Weather Services (NWS) data (See Figure 2) indicates that the most severe weather occurred on March 19, 2002, in a 34 year record (1974- 2008). Tx DOT 1 Civil Associates, Inc. Fig. 1 SH 121 Denton Creek Bridge Location Map 2008, CAI Highway Bridge Hydraulic Study -SH 121 On Denton Creek File Edit View Favorltes Tools Hey 4 DALLAS FT WORTH AP (412242) Extremes Highest Daily Precipitation (inches) Days: 1/1 - 12/31 Length of period: 1 day Years: 1974 -2008 Rank Value Ending Date 1 4.39 3/19/2002 2 4.22 12/20/1991 3 4.05 8/31/1976 4 3.90 9/10/2007, 8/31/1994 6 3.89 3/27/1977 7 3.83 7/1/2001 8 3.81 10/27/1996 9 3.63 10/31/1981 10 3.54 10/18/2002 Last value also occurred in one or more previous years. Official data and data for additional locations and rears are available from the Regional Climate Centers and the National Climatic Data Center. Internet +"100% Figure 2, NWS Highest Daily Precipitation Data at DFW Airport This storm produced a point rainfall depth of 4.39 inches in a 24 -hour period at the DFW Airport Station. The USGS (United States Geological Survey) Denton Creek SH 121 Gage Station shows records Annual Peak Flow data since 1948 (see Figure 3). However, there is data missing from 1992 to 2003. As such, the peak storm in 2002 cannot be verified from its related flow data from the SH 121 gage station. TxDOT 2 Civil Associates, Inc. Highway Bridge Hydraulic Study -SH 121 On Denton Creek http: /Jnwis.v4aterdata. usgs .govitxfnwisipeakf ?site_no - '✓ -1 1 X I i - - - & :h J "S� File Edit View Fs1vorites Tools tlelp f - USG5 5urface Water for Texas: Peak Streamflow I•Ei - :'" gage - Tools n Peak Streamflo«% for Texas USGS 08055000 Denton Ck nr Grapevine, TX Denton Countv. Texas Hydrologic Unit Code 12030104 Latitude 32 Longitude 97 °00'45" NAD27 Drainage area 705 square miles Contributing drainage area 705 square miles Gage datum -339 -11 feet above sea level NGVD29 USGS 88055000 Denton Ck nr Grapevine, TX 14888 d 0 � 12699 d .H 10800 a v c 6000 V d s © 60 d Y d 2000 e O I O C 0 O 000 00 0 0 0 � O O 0 *0 Output formats Ta lt Graph Tab - separated file WATSTORE formatted file Reselect output format O O 0 ; 000 O 0 O 0 00 0 0 O 0 1952 1958 1964 1970 1976 1982 1968 1994 2000 2006 Igo %vnload a piesentatiOfi -gU8W QttBl11 [one eS k-41 Internet *. 100% - Fig. 3 USGS Denton Creek at SH 121 Gage Station Flow - Annual Peak Data (1948 -2007) Nevertheless, it can be found that there was no peak discharge greater than 10000 cfs since the upstream dam (Lake Grapevine) was built in 1952. Also, no bridge flood overtopping was observed from the TxDOT field observations record. 1.4 Study of Purpose and Scope The objective of this study is to evaluate the existing and proposed SH 121 Denton Creek Bridge hydraulic conditions and provide recommendations for the bridge improvements. With recommended improvements, the final results of this study should indicate that the SH 121 TaDOT 3 Civil Associates, Inc. Highway Bridge Hydraulic Study -SH 121 On Denton Creek Denton Creek Bridge will not cause additional flooding and will meet FEMA (Federal Emergency Management Agency) and TxDOT criteria. 2. FEMA Participation Dallas County is a participating member of the National Flood Insurance Program (NFIP), which is administered by FEMA. The SH 121 Denton Creek Bridge is within the jurisdiction of Dallas County and as indicated on the following maps (see Figure 4): Flood Insurance Rate Maps (FIRM) for Dallas County, Texas and Unincorporated Areas Map Number: 48113C0135 J; Effective Date: August 23, 2001 The map indicates that the study area is within Flood Zone AE. Flood Zone AE is defined as a special flood hazard area inundated by the 100 -year flood (or Base Flood) with determined base flood elevations (BFE). The floodplain studies for all the stream segments for this project were performed in accordance with the following documents: • Texas Department of Transportation's Hydraulic Design Manual, March 2004 • Federal Emergency Management Agency, National Flood Insurance Program Regulation 44 CFR 59, 60 and 65 In reference to the above listed documents, the main criteria for encroachment of the floodplain with the known base floodway are summarized as follows: Prohibit encroachments, including fill, new construction, substantial improvements, and other development within the adopted regulatory floodway unless it has been demonstrated through hydrologic and hydraulic analyses performed in accordance with standard engineering practice that the proposed encroachment would not results in any increase in flood levels within the community during the occurrence of the base food discharge. The floodplain administrator, Mr. Kenneth Griffin was notified of the project on September 10, 2008. Mr. Griffin requested a copy of the final study report. TxDOT 4 Civil Associates, Inc. O ¢ I M N d E S O m Eu � 2c C-4 C LL Z � H a Z = C O E ca U O gXE E o H O 9 '5 x C � C �O 6 if I l,96 Q W W v W NO ,L r N O V f3. f N a oo a � \yp O a J U U V Z W Z W 0 1 0 CORP LIMITS _ 0 a a b o I x avow = ti S� ll3dd0� 0.` m w j . LLJLL� Owe X o � �a�a �O O Z p N 3o Y �$ v � Fr { J UU V V N - �`�Z¢8¢�. ff O �w a° x Z w 1 N N 8p \ Q 0 0 W Q ao o N p w w fA In U A. � 5 �oo a � 9 !p � A.LNnoD SVIIH A. W r A,LNnoo LNVUHVi o °� . N / i o Highway Bridge Hydraulic. Study -SH 121 On Denton Creek 3. Hydrologic Methodology and Analysis 3.1 Methodology The original FEMA FIS study was performed by the U.S. Army Corps of Engineers (Fort Worth District). The hydrologic model for Denton Creek is a NUDALLAS program. The model results were adopted by FEMA as the effective discharges. The objective of the hydrologic study is to examine the design discharges used in the Denton Creek hydraulic model. The hydrologic study methods used in this study include a preliminary analysis method and detailed analysis methods. The preliminary analysis used a USGS Regression Equation Method, and the detailed analysis used HEC -HMS and HEC -SSP flood frequency analysis model because of the availability of the USGS gage data (the gage station was just under the bridge being studied). 3.2 Preliminary Analysis Using USGS Regression Equations Initial estimates of peak stream flow for the study basin were calculated using the regional regression equations developed by the USGS [USGS, 1997]. The drainage area was delineated based on the USGS topographic map (see Figure 5 for Drainage Area Map). The entire Denton Creek watershed area upstream of SH 121 is about 700 square miles. Since upstream Lake Grapevine is a flood - controlled lake, the major affected flood contribution area for the SH 121 bridge is the area downstream of Grapevine Dam. The drainage area downstream of the lake is approximately 10.5 square miles. The regression equations were developed based on gaged streams in natural (unregulated and rural or non - urbanized) basins. Dallas County is located in the Hydrologic Region 7 of Texas and the study basin is greater than 10 square miles in area. The detailed calculation sheets are listed in Appendix A. The results from the Regression Equation method are substantially lower than those from the FIS results. The preliminary hydrologic study results will be used to compare with those from the detailed hydrologic analyses. TxDOT 5 Civil Associates, Inc. FIG. 5. SH 121 Denton Creek Bridge Drainage Basin oil In `� -� - i - WRO DER { -1 Z�± L__�- O • SH121 Denton Creek Bridge VlLilg ,} '} (Total Drainage ;sin Aara.a� 695 . TARR �Nr ilk ;oppeg R � ,,W0 IN 0 — <,— 6,660 2008 CA F- Highway Bridge Hydraulic Study -SH 121. On Denton Creek 3.3 Detailed Analysis Using HEC -HMS Rainfall -Runoff Model The USACE HEC -HMS computer program (version 3.1.0) [ USACE, 2005] was used to establish rainfall -runoff relationships for the study. The hydrologic models use rainfall data, unit hydrograph, soil hydrologic group data, and land use information to generate peak discharges. The HEC -HMS program is composed of three major modules: Meteorological Model, Basin Model and Control Specifications. The methods used in this study are listed as follows: Rainfall data for the HEC -HMS models were determined from 24 -hour rainfall tables listed in the TxDOT Hydraulic Design Manual and two rainfall frequency publications from the National Weather Service. These publications are known as the Hydro -35 [NOAA, 1977] and Technical Paper No. 40 (TP -40) [NWS, 1961]. The HEC -HMS program models a 24 -hour storm duration to determine peak discharges. The rainfall data used for the studies are shown in Table 1. Table 1: Hydro -35 & TP -40 Rainfall Data for Dallas County, Texas Rainfall Depth (in) Frequency Storm Duration 5 Min. 15 Min. 60 Min. 2 Hr. 3 Hr. 6 Hr. 12 Hr. 24 Hr. 1 Year 0.44 0.86 1.55 1.79 1.98 2.40 2.81 3.19 2 Year 0.49 1.05 1.88 2.28 2.49 2.94 3.45 4.05 5 Year 0.58 1.23 2.37 3.00 3.30 3.96 4.70 5.45 10 Year 0.64 1.37 2.71 3.52 3.90 4.74 5.55 6.45 25 Year 0.74 1.57 3.19 4.20 4.56 5.52 6.50 7.65 50 Year 0.81 1.73 3.56 4.70 5.28 6.24 7.45 8.60 100 Year 0.88 1.89 3.95 5.20 5.73 6.90 8.40 9.60 500 Year 1.10 2.40 4.70 6.20 7.00 8.20 9.95 11.50 Note: The 500 -Year rainfall depth was extrapolated from the Hydro -35 and TP -40 data. The NRCS dimensionless unit hydrograph method was utilized to generate a flood hydrograph for the sub - basin. The NRCS lag time Tp factor was determined from the basin topographic feature, hydrologic soil group information, and land use. TxDQT 6 Civil Associates, Inc. Highway Bridge Hydraulic Study -SH 121 On Denton Creek In the NRCS method, the basin topographic features are related to the flow path and ground slope in each drainage basin. The lag time of a watershed is defined as the elapsed time between the occurrence of centroid of effective rainfall hyetograph and the storm runoff hydrograph. The detailed NRCS lag time calculation is listed in Appendix A -2. Rainfall loss rate indicates the difference between the rainfall depth and runoff depth. Many factors influence the rainfall loss rate such as soil features, ground vegetation and land use. In this study, the NRCS Curve Number (CN) method is used to estimate the rainfall loss rate. CN is a function of soil type and land use. A composite CN value is weighted by each CN with its related hydrologic soil group (HSG) and land use area in the basin. This watershed is located in three counties (Dallas, Denton and Tarrant County). The soil data overlaid with the drainage area map and aerial photograph can be used as base data to calculate the CN. With the above mentioned factor calculation and considerations, designed flood discharges can be estimated using the HEC -HMS model. Detailed HEC -HMS model results are attached in Appendix A -2. 3.4 Detailed Analysis Using HEC -SSP Flood Frequency Analysis The USACE HEC -SSP computer program was used to perform Flood Frequency Analysis (FFA). HEC -SSP is a statistical software package which can perform flood frequency analyses based on Bulletin 17B Guidelines [USGS, 1982]. The reason for using the FFA method in addition to the HEC -HMS method is to check the effect of the Lake Grapevine on the downstream basin. USGS Denton Creek Gage Station data was obtained from the USGS National Water Information System (NWIS) web site. The graphical format of the data is shown in Figure 3. The detailed tabular data is attached in Appendix A -3. HEC -SSP program factors are determined as follows: Skew Option: Use Station Skew Regional Skew: 0.0 Regional Skew MSE: 0.302 Plotting Position Type: Weibull TxI)OT 7 Civil Associates, Inc. Highway Bridge Hydraulic Study -SH 121 On Denton Creek Upper Confidence Level: 0.05 Lower Confidence Level: 0.95 No Low Outlier Threshold was added Missing Event: 12 No Historic (High Outlier) Period Data was added. From the gage station data, it can be found that there is a 12 -year (1992 -2003) period of data missing which has been considered in the HEC -SSP analysis. The 25 -Year flood frequency was added to the frequency ordinates to meet other possible TxDOT design requirements. The flow- annual peak frequency curve is shown in Figure 6. The detailed HEC -SSP calculation report is attached in Appendix A -3. Because the Denton Creek Gage Station is located at the project site, HEC -SSP results should directly reflect the project required discharges. TxT)0T 8 Civil Associates, Inc. Fig. 6 Denton Creek Flow Annual Peak Frequency Curve by HEC -SSP Highway Bridge Hydraulic Study -SH 123. On Denton Creek 3.5 Flow Computations and Analyses Based on the previously mentioned methods, the flood discharges under the various frequencies have been calculated and summarized in Table 2. Table 2: Summary of Hydrologic Study Results Flood Return Year 10 -Year 50 -Year 100 -Year 500 -Year Diff % FIS50 FIS Effective Qs cfs 9900 13700 15400 36200 0.0% Texas Regression EQ cfs 3440 5940 7180 -56.6% HEC -HMS cfs 7900 11280 12640 15530 -17.7% HEC -SSP (FFA) (cfs) 1 5630 1 12200 1 16200 1 28700 1 -10.9% From Table 2, it can be found that the design discharges from the effective FIS results are the highest as compared to the rest of the studies presented in this report. Considering the future land development and conservative design, the effective FIS results will be adopted in this study for the hydraulic analysis. 4. Hydraulic Methodology and Analysis 4.1 Methodology Analysis of the floodplain and bridge hydraulic characteristics in the study area was performed using USACE's HEC -RAS computer program (version 3.1.3). The base hydraulic model was taken from the FIS effective HEC -2 model. For comparison, the FIS HEC -2 model was converted into HEC -RAS model. Then hydrologic and geometric updates within the study area were added in the base model to become the existing (pre - project) model and proposed (post- project) model with the proposed structure alternatives. The elevation data from the existing hydraulic model and newly surveyed spot elevation were based on the vertical datum, NAD 83. The design criteria for bridge class structures include the following aspects: • The design flood (50 -year flood for this project) must not overtop the highway • A minimum freeboard of 2 ft is required for the bridge structure under the design discharge • No significant damage to the highway under the check flood (100 -year flood for this project) The detailed model process will be presented in the next few sections. TxDOT Of Civil Associates, Inc. Highway Bridge Hydraulic Study -SH 121. On Denton Creek 4.2 Effective Flood Insurance Study Models The FEMA effective hydraulic model for Denton Creek was obtained from the TxDOT Dallas District through Halff Associates, Inc. The effective model is a HEC -2 computer program. This model was used as a base model for this study. The effective HEC -2 model did not reflect the SH 121 Denton Creek Bridge in detail. No Special Bridge (SB) or Normal Bridge (BT) card was used in the model for the Denton Creek Bridge. The updates within the project area will be built based on this model. The model results are attached in Appendix B for comparison purposes. 4.3 Existing Models A HEC -RAS model is used to update the effective FEMA model. The bridge section geometry will be regenerated based on the TxDOT 1 -ft DTM combined with the survey data points for the channel and cross sections. Updated hydrologic data, stream geometry and crossing structure geometric data have been added to the base model. Those updates are primarily listed as follows: Hydrologic Data: As mentioned from the previous section, the updated hydraulic model will adopt discharges from the effective FEMA Flood Insurance Study. The downstream boundary condition is set to match the corresponding surface elevations (at Station 38550) from the effective HEC -2 model. Stream Geometry: There are a total of five (5) cross sections (From Section 39290 to Section 39940) from the effective FIS HEC -2 model for the downstream bridge. In order to reflect the study area better, five more cross sections are added in the model. Sections 38890 and 39064 are added downstream of the Northbound Frontage Road (NBFR) bridge. Section 39814 and 39685 are added between Southbound Frontage Road (SBFR) and Southbound Main Lane (SBML). Section 40197 is added to upstream of the SBFR Bridge. All ten (10) cross sections were regenerated using GEOPAK terrain model based on the 1 ft contour map from TxDOT. With field survey data on the channel part of those sections, new cross sections will better reflect the channel flow lines in the study area. Thus, 10 cross sections have been updated and incorporated in the new HEC -RAS model. Also the first section (Sta 38550) and last section (Sta 40650) in the HEC -RAS model are duplicated from the original effective HEC -2 model. The TxDOT 10 Civil dissociates, Inc. Highway Bridge Hydraulic Study -SH 121 On Denton Creek cross section reach lengths were adjusted due to the addition of new cross sections. The roughness factor, "n" value, is a very sensitive factor in the hydraulic model. The "n" values are generally set as 0.035 in the creek channel, 0.045 in the grassy overbank and 0.070 in the heavy forested overbank within the study area. Bridge Geometry: The HEC -RAS model geometry requires much detailed bridge data information. A field survey was conducted for the SH 121 bridges. Combined with the bridge "As- built" data (see Appendix F), four cross structures (SBFR, SBML, NBML and NBFR) have been updated in the new HEC -RAS model. All pier locations and abutments were adjusted accordingly. With the previously mentioned update, a corrected existing Denton Creek HEC -RAS model has been performed. The results from this model reflect current floodplain information and SH 121 bridge hydraulics. The updated existing Denton Creek water surface elevations based on the HEC -RAS calculation results are summarized in Table 3. The floodplain delineation based on the HEC -RAS results is shown on Figure 7, which indicates flooding area under the updated base flood elevation (BFE). With the updated Denton Creek hydraulic model and the field observations, the following notes can be made for the SH 121 Denton Creek study area: • The existing SH 121 Denton Creek Bridges (including NBFR, NBML, SBML and SBFR) low chord elevations are much higher than BFE, which indicates bridges have enough capacity to pass the design and check discharges. • Both West Denton Creek Turnaround (T /A) and East Denton Creek T/A can be protected from the 50 -Year design discharges. • Base floodplain widths in the study area ranges from 500 to 700 ft. The major affected area is located in left overbank upstream of the SBFR. • Flow velocities in the study area of Denton Creek channel range from 6.3 to 9.5 fps. The gabion mattress has been installed around the existing creek channel under the bridges. No channel erosion spots have been found from the field survey. The detailed existing HEC -RAS model and results are attached in Appendix C. Civil Associates, Inc. 0 100 200 SCALE IN FEET HORIZONTAL Lu Lu 01 0 0 LEGEND Base Floodplain Delineation q r .. .. .... . .... . .. ... ....... ..... 00% OUNROVINU ............. SEC2-39289(%x39290) FOR REVIEW ONLY NOT FOR CONSTRUCTION, BIDDING, OR PERMIT PURPOSES. Engineer ALLEN LUN XU 3443 2/4/2009 P. E. No. Dafe % IL LL SECO-38890 1 Ln cli Highway Bridge Hydraulic Study -SH 121 On Denton Creek 4.4 Proposed Models From the evaluation of the existing SH 121 Denton Creek Bridge, it can be found that the existing bridges have hydraulically met the TxDOT design criteria. The proposed project is to widen the bridges to meet traffic demands. Therefore, the proposed (post - project) model is to check the hydraulic condition under the proposed bridges. The bridge widening includes the following aspects: • Widening 20 ft inside and 22 ft outside of the main lane bridge. As such, both NBML and SBML bridge width will increase to 82 ft from the existing 40 ft. The distance between the bridges will be reduced from 66 ft to 26 ft. • The bridge roadway profile and pier alignment will keep its existing dimensions. • The bridge low chord elevation is lowered to 478.98 from 479.48. The detailed proposed SH 121 Denton Creek Bridge Plan /Profile sheets are attached in Appendix G. The proposed bridge improvements noted above require an updated HEC -RAS model. Those updates are listed as follows: • Adjusting the reach length around the SH 121 main lane bridges between Section 39439 to Section 39685. • Updating the main lane bridge width in the HEC -RAS bridge module. • Updating the distance from cross section to deck /embankment from the HEC -RAS bridge module. The detailed proposed HEC -RAS model and results are attached in Appendix D and summarized in Table 3. 4.5 Bridge Scour Analysis Bridge scour analysis for the SH 121 Denton Creek Bridge has been performed in this study. The bridge scour analysis procedure was guided by the Texas Secondary Evaluation and Analysis for Scour (TSEAS) which uses the method from HEC -18 (Federal Highway Administration's Hydraulic Engineering Circular No. 18). The detailed study was performed by HEC -RAS Bridge Scour Module. TxDOT 12 Civil Associates, Inc. M H 7 M N CD O O N V N Q U m LO 11 m LO m o M CD N m (D r m O r V (n M J W J V N M O m (n M m M V (n W p W J N V V M (D V (n (D r Co (P p ❑ W m 00 (D r r (o (o u i (ri (n (n (n 2 v (O V C° v v cO V _ � a ❑ U) W Q d C r N m (D N N W N � O m a0 (n O W > M (D co (o r a0 O (O V M a o a U- W C J (n v r 0) r (n (D co (n r m r r o O O M co (D O O z N W o0 r (n co 0 (o (n (D LO (n (n C C Q a (n (o (D (D (D ( D co (D (D (D (D (D (D cD @ N 0) m V m N O C) N W n Z U (D (D m O. (D , m (D (LT to 0 LO , m <F co N (o (D 0) m LO o Li CJ b O U, m m m 6� m 0) m m p V' M M M M: M M M M M Q (o O M co to O r O O u0 M r N O M m m D) r V (n M Q Q J J W W J N o0 M 0 M N m O 00 (n (0 N 0) (n co (0 V r (n o0 (D (n Z ' ❑ ❑ W m co (D r r (D (D (n (n (n (n (n co 2 V V V V V V V V V V V V U cn C7 U) > 3 -J Q Z Q LL Q W a U ° r r °p M N m v n m a0 m n X W j M (o (o W � co M (o M v M C: 0 Q O d W r } U ° (D r D) (D V O O M M (D (0 W a J V (D (D (n V d) O O O O C) (1) T Q W Cl) co co (ri co cD (o co (o co u) co cD LO co LO co cD Lo co ((i cD Lo v co co 0 > v v v v v v v v v v v v (n — Z Q co Y Z Z (n (D (s) o (D sxJ ca (D (D Lx) o ep (o a 00 N 9 m cfl m 0 LU� `S V M M (11 M M= C', M= co X o U W > Z W g Lo (D V N M (n W O O U w ; r r (n 0) V M 1. W U) Z W r J C: O O to Q) _ N = O z N (d N o W W ( ID ( ( v ( v ( v ( v W O > W 2 m J C) W LU LL v m to Cl) co r _ V (D Q LL > r r V' 00 V M W m C O G � T M V V r co co U (D O J J (D (n O O 0) N O Q W U) r O (O O (n O (O O d' O (n W V (D N a > V V V V V V V O Q z n r v rn t Z C ( 0) G) m- m 04 m= c g W UJ _� v M r: co cq Ms a) Z W L 0 U U LL C LL W U) U) N U LL J N m W a z o ° U) Z d m E a O a a J - a Z O Q o = Z ] Z O m 0 S .-. m m W @ O J E J ❑ ❑ ❑ — cl U) Z c T E F - ❑ (n (n p 0 O C) ❑ ❑ ❑ �U U 7 M N CD O O N V N Q U Highway Bridge Hydraulic Study -SH 121 On Denton Creek The hydraulic model calculation indicates that the average 100 -Year flow velocity is 6.6 -9.7 fps around the bridge. The geotechnical information shows that the creek bed material near the bridge site is fine sand. For conservative consideration, the mean grain size (d of the bed material was assumed as 0.1 mm (0.000328 ft) in the analysis. The scour envelope results are listed in Appendix E. Based on the structure design, the piers in our proposed bridge structures conform to the requirement from the Secondary Screening of TSEAS, which means that the piers are embedded in sound non - erodible rock (ranging from 30 ft — 60 ft in depth). Therefore, the bridges should be classified as "Stable for bridge scour by screening ". 5. Conclusion and Recommendation The SH 121 Denton Creek Bridge is the key part of the SH 121 improvements. The current existing bridges have enough capacity to pass the design discharges. The updated hydraulic model from this study confirmed this evaluation. The new hydrologic studies indicate that the effective FIS discharges are higher than the discharges provided in this study. The effective FIS discharges have been adopted in this project. With a proposed new structure, the SH 121 Denton Creek Bridge can meet the design criteria both FEMA and TxDOT. 6. References National Weather Service (NWS), US DOC, 1961: Rainfall Frequency Atlas of the United States, for Duration from 30 Minutes to 24 Hours and Return Period from 1 to 100 Year; Technical Paper No. 40 National Oceanic and Atmospheric Administration (NOAA), US DOC; June 1977: Five to 60- Minutes Precipitation Frequency for the Eastern and Central United States, NOAA Technical Memorandum NWS Hydro -35 U.S. Geological Survey (USGS), 1997: Water- Resources Investigations Report 96 -4307, Regional Equations for Estimation of Peak - Stream flow Frequency for Natural Basins in Texas Texas Department of Transportation, March 2004: Hydraulic Design Manual TxDOT 13 Civil Associates, Inc. Highway Bridge Hydraulic Study -SH 121 On Denton Creek Soil Conservation Service (SCS), USDA, 1981: Soil Survey of Dallas County, Texas U.S. Army Corps of Engineers (USACE), Hydrologic Engineering Center, April 2004: Computer Program HEC -RAS, version 3.1.2 U.S. Army Corps of Engineers (USACE), Hydrologic Engineering Center, December 2005: Computer Program HEC -HMS, version 3.0.0 Natural Resources Conservation Service (NRCS), USDA, October 2005: SSURGO Data Packaging and Use TxDOT 14 Civil Associates, Inc. SH 121 Denton Creek Bridge Hydraulic Study Photo -1 Photo 1 Downstream Side of SH 121 Denton Bridge Photo 2 Upstream Channel From SH121 Bridge SH 121 Denton Creek Bridge Hydraulic Study Photo -2 Photo 3 SH 121 Denton Creek Bridge Upstream Channel Photo 4 SH 121 Denton Creek Bridge Downstream Channel Photo 5 SH 121 Denton Creek Bridge North Abutment SH 121 Denton Creek Bridge Hydraulic Study Photo -3 REGION 7 REGRESSION EQUATIONS (USE THIS WORKSHEET FOR AREAS < 10 OR AREAS > 100 MI`) Stream Length (mi) 4.856 Max. Elev 635 Min. Elev= 475 Area(ac)= County: Dallas CSJ: 0364 -03 -064 Stream: Denton Cree Frequency years English nits Metric Units Drainage Area 10.52 mi 27.23 km BSF 2.24 2.2 Slope m 32.95 feet/mile 0.0530 m/m Frequency years 5 10 25 50 100 Flows (cfs) 1,169 2,453 3,346 4,638 5,700 6,847 Flows (m 33 69 95 131 161 194 Standard error o (area < 32 mi) 57 46 43 46 51 57 Standard error o (area - 32 mil) 1 66 54 51 51 54 60 Flows for Region 7 are calculated based upon the following formulas: Flows in English Units (cfs) for area < 32 mi Q2 = (832)(area 0.285 Flows in Metric Units (m /s) for area < 83 km Q = (1.1925)(area 0.285 Q = (584)(area Q10 = (831)(area Q25 = (1196)(area Q50 = (1505)(area Q100 = (1842)(area Range of independent variables Area: 0.20 to 78.7 mi BSF: 0.037 to 36.6 Slope: 7.25 to 116 feet/mile Flows in English Units (cfs) for area - 32 mi Q2 = (129)(area Q = (133)(area Q10 = (178)(area 0.239 Q25 = (219)(area 0.267 Q50 = (261)(area 0.291 Q = (9.2543)(area Q10 = (13.3959)(area Q25 = (19.5756)(area Q50 = (24.8688)(areao 566) 0 100 = ( 30.67)(area o.558 ) Range of independent variables Area: 0.5 to 204 km BSF: 0.037 to 36.6 Slope: 0.0014 to 0.0220 m/m 6730 Flows in Metric Units (m /s) for area - 83 k m` Q = (47.7294)(area Q5 = (300.2844)(area Q10 = ( 1092. 4994 )(area o.239 Q25 = ( 2583 .4202)(area -0.267 Q50 = ( 4367. 0970 ) (area 0653) (BSF - 0.291)(mo.8T7) Q100 = ( 313)(area 0.654 )(m 0.849 )(BSF - 0.316 Q 100 = ( 6883. 4736 ) (area o.654)(BSF- o.316)(m0.849) Range of independent variables Range of independent variables Area: 13.0 to 2,615 mi Area: 33.7 to 6,772 km BSF: 1.66 to 36.6 BSF: 1.66 to 36.6 Slope: 3.85 to 31.9 feet/mile Slope: 0.0007 to 0.0060 m/m Where: Area is the contributing drainage area in square miles (english units) and square kilometers (metric units). BSF is the ratio of the longest mapped channel squared to the contributing drainage area. Slope is the ratio of change in elevation of the longest mapped channel from the site to the headwaters to the length of the longest mapped channel. Slope in English units are feet/mile or meters /meters in Metric units. C:\Xu\ Project\ 2450VCLS\2450Hydrology.xlsTexas RegressionEC CAI 2/6/2009301 PM REGION 7 (Q REGRESSION EQUATIONS (This worksheet should be used for drainage areas between 10 to 100 square miles.) Stream Length (mi) 4.856 Max. Elev 635 Min. Elev= 475 Area(ac)= 6730 County: Dallas CSJ: 0364 -0 3 -064 Stream: Denton Creek Units of Flows and Range of Drainage Area English Units Metric Units Drainage Area 10.52 mi 27.2 km BSF 2.24 2.242447406 Slope m 32.95 feet/mile 0.0062 m/m Units of Flows and Range of Drainage Area For Calculation Purposes Onl Fre uenc ears 2 5 10 25 50 100 for area < 32 mi QL (cfs) 1,169 2,453 3,846 4,638 5,700 6,847 (m 33 69 95 131 161 194 for area > 32 mi Q 1,794 4,163 7,685 12,299 16,669 21,961 (m 51 118 218 348 472 622 Flow Results Frequency (years) 2 5 10 25 50 100 Q (cfs) 1,183 2,491 3,441 4,805 5,940 7,177 Q m /s 34 71 97 136 168 203 Wei hted Flows for Area betweeen 10 and 100 mi are Calculated as follows (English units onl Q = ( 2 - log(area))Q + (log(area )- 1)Q Frequency ( T -years) QL Qc 2 832 areao 568 285 129 areao 578 m 0.364 5 584 area 610 133 area0.6os m o 578 10 831 area °592 178 areao64a mosss BSF -0239 25 1196 area 219 areaoss, m0.776 BSF -0.267 50 1505 area 261 area0653 mo1117 BSF -029, 100 1842 area 313 areao.ss4 m°849 BSF -0.31s Where: Area is the contributing drainage area in mi BSF is the ratio of the longest mapped channel squared to the contributing drainage area. Slope is the ratio of change in elevation of the longest mapped channel from the site to the headwaters to the length of the longest mapped channel. Units are in feet/mile. Q is the flow calculated by using the regression equations for areas less than 32 square miles. Q is the flow calculated by using the regression equations for areas greater than 32 square miles. C: V( u\ Project\2450U XLS\2450Hydrology.xlsTexas RegressionEQWeighted CAI 2/6/20093.02 PM WinTR -55 Current Data Description - -- Identification Data - -- User: CAI Date: 2/14/2008 Project: SH 121 Denton Creek Bridge Units: English SubTitle: Areal Units: Acres State: Texas County: Denton Filename: C: \Xu\ Project \2450 \TR- 55 \2450SH121.w55 - -- Sub -Area Data - -- Name Description Reach Area(ac) RCN Tc ------------------------------------------------------------------------------ Areal Outlet 6730 85 2.053 Total area: 6730 (ac) - -- Storm Data -- Rainfall Depth by Rainfall Return Period 2 -Yr 5 -Yr 10 -Yr 25 -Yr 50 -Yr 100 -Yr 1 -Yr (in) (in) (in) (in) (in) (in) (in) -------------------------------------------------------------------------------- 3.9 5.3 6.3 7.4 8.4 9.4 3.1 Storm Data Source: Denton County, TX (NRCS) Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> WinTR -55, Version 1.00.08 Page 1 2/14/2008 9:36:02 AM CAI SH 121 Denton Creek Bridge Denton County, Texas Storm Data Rainfall Depth by Rainfall Return Period 2 -Yr 5 -Yr 10 -Yr 25 -Yr 50 -Yr 100 -Yr 1 -Yr (in) (in) (in) (in) (in) (in) (in) ------------------------------------------------------------------------------- 3.9 5.3 6.3 7.4 8.4 9.4 3.1 Storm Data Source: Denton County, TX (NRCS) Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> WinTR -55, Version 1.00.08 Page 1 2/14/2008 9:36:02 AM CAI SH 121 Denton Creek Bridge Denton County, Texas Watershed Peak Table Sub -Area Peak Flow by Rainfall Return Period or Reach 2 -Yr 5 -Yr 10 -Yr 25 -Yr 50 -Yr 100 -Yr 1 -Yr Identifier (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) ---------------------------------------------------------------------------------- SUBAREAS Areal 5185.18 7986.20 10009.35 12230.72 14281.20 16308.94 3633.86 REACHES OUTLET 5185.18 7986.20 10009.35 12230.72 14281.20 16306.94 3633.86 WinTR -55, Version 1.00.08 Page 1 2/14/2008 9:36:02 AM CAI SH 121 Denton Creek Bridge Denton County, Texas Sub -Area Summary Table Sub -Area Drainage Time of Curve Receiving Sub -Area Identifier Area Concentration Number Reach Description -------------------------------------------------------------------------------- (ac) (hr) Areal 6730.00 2.053 85 Outlet Total Area: 6730 (ac) WinTR -55, Version 1.00.08 Page 1 2/14/2008 9:36:02 AM CAI SH 121 Denton Creek Bridge Denton County, Texas Sub -Area Time of Concentration Details Sub -Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter Velocity Time -------------------------------------------------------------------------------- (ft) (ft /ft) (sq ft) (ft) (ft /sec) (hr) Areal SHEET 100 0.0149 0.150 0.166 SHALLOW 1580 0.0149 0.050 0.223 CHANNEL 23960 4.000 1.664 Time of Concentration 2.053 WinTR -55, Version 1.00.08 Page 1 2/14/2008 9:36:02 AM CAI SH 121 Denton Creek Bridge Denton County, Texas Sub -Area Land Use and Curve Number Details Sub -Area Hydrologic Sub -Area Curve Identifier Land Use Soil Area Number -------------------------------------------------------------------------------- Group (ac) Areal Commercial & business D 500 95 Residential districts (1/8 acre) D 200 92 Pasture, grassland or range (fair) B 230 69 Pasture, grassland or range (fair) D 5800 84 Total Area / Weighted Curve Number 6730 85 WinTR -55, Version 1.00.08 Page 1 2/14/2008 9:36:02 AM Dallas Area Rainfall Depth - Duration - Frequency 10 25 50 100 500 Rainfall Depth Frequency Storm Duration 5 min. 15 Min. 60 Min. 2 Hr. 3 Hr. 6 Hr. 12 hr. 24 Hr. 1 year 0.44 0.86 1.55 1.79 1.98 2.40 2.81 3.19 2 Year 0.49 1.05 1.88 2.28 2.49 2.94 3.45 4.05 5 Year 0.58 1.23 2.37 3.00 3.30 3.96 4.70 5.45 10 Year 0.64 1.37 2.71 3.52 3.90 4.74 5.55 6.45 25 Year 0.74 1.57 3.19 4.20 4.56 5.52 6.50 7.65 50 Year 0.81 1.73 3.56 4.70 5.28 6.24 7.45 8.60 100 Year 0.88 1.89 3.95 5.20 5.73 6.90 8.40 9.60 500 Year 1.10 2.40 4.70 6.20 7.00 8.20 9.95 11.50 Notes: 500 year rainfall depth is extrapolated from Hydro -35 and TP -40 data Data Based on NWS Hydro -35 & TP -40 Comparison of Design Discharqe Flood Return Year 10 -Year 50 -Year 100 -Year 500 -Year Diff % FISso FIS Effective Qs (cfs) 9900 13700 15400 36200 0.0% Texas Regression EQ cfs 3440 5940 7180 -56.6% HEC -HMS cfs 7900 1 11280 1 12640 15530 -17.7% I HEC-SSP (FFA) 5630 1 12200 1 16200 28700 1 -10.9% C:\Xu\ Project\ 2450 \XLS \2450Hydrology.xlsDallas Co. R -D -F Data 2/6/20093:03 PM Subbasin Element "Denton Creek Basin" Results for Run "50 Year 24 Hour" Q M 0.2 0.4 a M 0.8 12. 10, 8. LL 6, U_ 3 0 4, 2, Run:50 YEAR 24 HOUR Element:DENTON CREEK BASIN Result: Incremental Precipitation Run:50 YEAR 24 HOUR Element:DENTON CREEK BASIN Result: Precipitation Loss Run:50 YEAR 24 HOUR Element:DENTON CREEK BASIN Result:Outflow — — — Run:50 YEAR 24 HOUR Element:DENTON CREEK BASIN Resuit:Baseflow 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 01Jun2007 Project: 2450SH121 Basin Model : SH121IDentonCreek HEC-HMS Feb 12 14:42:23 CST 2008 i o Denton Creek Basin Denton Creek c u tf.� I I ",2j -- 1 1 Project: 2450SH121 Simulation Run: 10 Year 24 Hour Start of Run: 01 Jun2007, 00:00 Basin Model: SH121 DentonCreek End of Run: 02Jun2007, 00:00 Meteorologic Model: 10Yr 24 Hour Duration Compute Time: 25Jan2008, 16:49:30 Control Specifications: 24 Hour Duration Volume Units: IN Hydrologic Element Drainage Area (M12) Peak Discharge (CFS) Time of Peak Volume (IN) Outfall 10.5 7902.8 01 Jun2007, 13:55 4.67 Reach -1 10.5 7902.8 01 Jun2007, 13:55 4.67 Subbasin -1 1 10.5 17902.8 1 01Jun2007, 13:50 14.67 Project: 2450SH121 Simulation Run: 50 Year 24 Hour Start of Run: 01Jun2007, 00:00 End of Run: 02Jun2007, 00:00 Compute Time: 25Jan2008, 16:51:16 Basin Model: SH121DentonCreek Meteorologic Model: 50Yr 24 Hour Duration Control Specifications: 24 Hour Duration Volume Units: IN Hydrologic Element Drainage Area (M12) Peak Discharge (CFS) Time of Peak Volume (IN) Outfall 10.5 11279.0 01Jun2007, 13:55 6.72 Reach -1 10.5 11279.0 01Jun2007, 13:55 6.72 Subbasin -1 1 10.5 111279.0 1 01Jun2007, 13:50 16.73 Project: 2450SH121 Simulation Run: 100 Year 24 Hour Start of Run: 01Jun2007, 00:00 Basin Model: SH121DentonCreek End of Run: 02Jun2007, 00:00 Meteorologic Model: 100 Year 24 Hour Dura Compute Time: 25Jan2008, 16:57:01 Control Specifications: 24 Hour Duration Volume Units: IN Hydrologic Element Drainage Area (M12) Peak Discharge (CFS) Time of Peak Volume (IN) Outfall 10.5 12638.0 01Jun2007, 13:55 7.67 Reach -1 10.5 12638.0 01Jun2007, 13:55 1 7.67 Subbasin -1 110.5 1 12638.0 01Jun2007, 13:50 7.68 Project: 2450SH121 Simulation Run: 500 Year 24 Hour Start of Run: 01Jun2007, 00:00 Basin Model: SH121DentonCreek End of Run: 02Jun2007, 00:00 Meteorologic Model: 500 Year 24 Hour Dura Compute Time: 25Jan2008, 16:50:31 Control Specifications: 24 Hour Duration Volume Units: IN Hydrologic Element Drainage Area (M12) Peak Discharge (CFS) Time of Peak Volume (IN) Outfall 10.5 15532.8 01 Jun2007, 13:55 9.45 Reach -1 10.5 15532.8 01 Jun2007, 13:55 9.45 Subbasin -1 110.5 1 15532.8 1 01 Jun2007, 13:50 19.46 ///FLOW- PEAK/01 JAN 1900 /IR- CENTURY // Ordinate Date / Time FLOW -PEAK Units cfs Type INST -VAL 1 01 Jan 48 12:00 13,900 2 19 Jan 49 12:00 11,000 3 07 Feb 50 12:00 10,100 4 26 Feb 51 12:00 3,540 5 16 Mar 52 12:00 1,460 6 04 Apr 53 12:00 1,340 7 23 Apr 54 12:00 771 8 12 May 55 12:00 606 9 30 May 56 12:001 508 10 18 Jun 57 12:00 2,400 11 07 Jul 58 12:00 2,500 12 26 Jul 59 12:00 1,790 13 13 Aug 60 12:00 2,530 14 01 Sep 61 12:00 1,060 15 20 Sep 62 12:00 1,640 16 09 Oct 63 12:00 1,500 17 27 Oct 64 12 :00 6,430 18 15 Nov 65 12:00 1,500 19 04 Dec 66 12:00 2,980 20 23 Dec 67 12 :00 1,040 21 10 Jan 68 12:00 2,140 22 29 Jan 69 12:00 2,110 23 18 Feb 70 12:00 1,550 24 10 Mar 71 12:00 1,350 25 29 Mar 72 12:00 1,780 26 18 Apr 73 12:00 1,230 27 08 May 74 12:00 1,100 28 28 May 75 12:00 1,910 29 16 Jun 76 12:00 354 30 06 Jul 77 12:00 2,410 31 26 Jul 78 12:00 264 32 15 Aug 79 12:00 689 33 03 Sep 80 12:00 187 34 23 Sep 81 12:00 1,140 FLOW -PEAK Ordinate Date / Time 35 13 Oct 82 12:00 9,700 36 02 Nov 83 12:00 588 37 21 Nov 84 12:00 620 38 11 Dec 85 12:00 1,610 39 31 Dec 86 12:00 1,950 40 20 Jan 87 12:00 1,720 41 08 Feb 88 12:00 263 42 28 Feb 89 12:00 4,950 43 20 Mar 90 12:00 7,140 44 10 Apr 91 12:00 1,300 45 30 Apr 92 12:00 0 46 21 May 93 12:00 0 47 11 Jun 94 12:00 0 48 02 Jul 95 12:00 0 49 22 Jul 96 12:00 0 50 12 Aug 97 12:00 0 51 02 Sep 98 12:00 0 52 23 Sep 99 12:00 0 53 13 Oct 00 12:00 0 54 03 Nov 01 12:00 0 55 24 Nov 02 12:00 0 56 15 Dec 03 12:00 0 57 03 Jan 04 12:00 2,290 58 04 Mar 05 12:00 1,450 59 05 Apr 06 12:00 1,190 60 04 May 07 12:00 3,120 Ill NMI 12,000 1 111 8,000 3 _0 LL 6,000 2,000 -0 ml 1950 1960 1970 1980 1990 2000 1948 1952 1956 1960 1964 1968 1972 1976 1980 1984 1988 1992 1996 2000 2004 0 FLOW -PEAK ------------------------------- Bulletin 17B Frequency Analysis 14 Feb 2008 10:02 AM ------------------------- - - - - -- - -- Input Data - -- Analysis Name: Denton Creek at SH121 Bulletin 17B Description: Data Set Name: Denton Creek at SH121 DSS File Name: C: \Xu \Project \2450 \HEC -SSP \Denton Creek at SH 121 \Denton_ Creek_ at_SH_121.dss DSS Pathname: /// FLOW - PEAK /O1janl9OO /IR- CENTURY // Report File Name: C: \Xu \Project \2450 \HEC -SSP \Denton Creek at SH 121 \Bulletinl7bResults\ Denton_ Creek_ at_SH121_Bulletin_17B \ Denton_ Creek_ at_SH121_Bulletin_17B.rpt XML File Name: C: \Xu \Project \2450 \HEC -SSP \Denton Creek at SH 121 \Bulletinl7bResults\ Denton_ Creek_ at_SH121_Bulletin_17B \Denton Creek at SH121 Bulletin 17B.xm1 Skew Option: Use Station Skew Regional Skew: 0.0 Regional Skew MSE: 0.302 Round adopted skew to nearest tenth Plotting Position Type: Weibull Upper Confidence Level: 0.05 Lower Confidence Level: 0.95 Use Low Outlier Threshold Low Outlier Threshold: 100.0 Use non - standard frequencies Frequency: 0.2 Frequency: 0.5 Frequency: 1.0 Frequency: 2.0 Frequency: 4.0 Frequency: 5.0 Frequency: 10.0 Frequency: 20.0 Frequency: 50.0 Frequency: 90.0 Frequency: 95.0 Frequency: 99.0 Round ordinate values to 3 significant digits Display ordinate values using 0 digits in fraction part of value End of Input Data - -- Preliminary Results - -- Note: Adopted skew equals station skew and preliminary frequency statistics are for the conditional frequency curve because of zero or missing events. << Frequency Curve >> Denton Creek at SH121 --------------------------------------------------------------- Computed Expected I Percent I Confidence Limits I I Curve Probability I Chance I 0.05 0.95 FLOW -PEAK, cfs ------------------------ Exceedance I FLOW -PEAK, ------------------ cfs - - - - - I 29,100 35,200 I------------ I 0.2 I 55,000 I 18,200 I I 21,100 24,400 I 0.5 I 37,700 13,800 I 16,300 18,200 1.0 I 27,700 11,000 12,300 13,400 I 2.0 I 19,900 8,590 I 9,040 9,580 I 4.0 I 13,800 6,530 I 8,120 8,540 I 5.0 I 12,200 5,930 I I 5,630 5,820 10.0 I 8,010 4,270 I 3,640 3,700 20.0 4,880 2,850 I 1,610 1,610 I 50.0 2,030 1,280 490 476 I 90.0 I 646 346 353 337 I 95.0 I 480 237 I 193 I------------------------ 176 I I------------ 99.0 I ------------------ 281 117 - - - - - I << Conditional Statistics >> Denton Creek at SH121 --------------------------------------------------------------- I Log Transform: I Percent I Confidence Limits I I I FLOW -PEAK, cfs I Exceedance FLOW -PEAK, cfs I - - - - - I Number of Events I - - - - -I I------------------------------ Mean 3.2155 I------------------------- I Historic Events 0 Standard Dev 0.4141 I High Outliers 0 Station Skew 0.1111 I Low Outliers 0 Regional Skew 0.0000 Zero Events 12 Weighted Skew - -- I Missing Events 0 I Adopted Skew ------------------------------ 0.1111 I Systematic Events I------------------------- 60 - - - - -I << Conditional Probability Adjusted Ordinates >> << Frequency Curve >> Denton Creek at SH121 --------------------------------------------------------------- I Computed Expected I Percent I Confidence Limits Curve Probability I Chance I 0.05 0.95 FLOW -PEAK, cfs ------------------------ I Exceedance FLOW -PEAK, cfs I - - - - - 27,000 - -- I------------ I------------------ I I 0.2 I - -- - -- 19,500 - -- I 0.5 I - -- - -- 14,900 - -- I 1.0 I - -- - -- I 11,200 - -- I 2.0 I - -- - -- I I 8,120 - -- I 4.0 I - -- - -- I 7,260 - -- I 5.0 I - -- - -- I I 4,950 - -- I 10.0 I - -- - -- I 3,090 - -- I 20.0 I - -- - -- I I 1,190 - -- I 50.0 I - -- - -- I I - -- - -- I 90.0 I - -- - -- I I - -- - -- I 95.0 I - -- - -- I I - -- - -- I I------------------------ I------------ 99.0 I - -- - -- I I------------------ - - - - - I - -- End of Preliminary Results - -- - -- Final Results - -- << Plotting Positions >> Denton Creek at SH121 --------------------------------------------------------------- Events Analyzed Ordered Events I FLOW I Water FLOW Weibull Day Mon Year cfs I Rank Year cfs Plot Pos I ------------------------------------------------------- 01 Jan 1948 13,900 1 1948 13,900 - - - - -I 1.64 I 19 Jan 1949 11,000 I 2 1949 11,000 3.28 I 07 Feb 1950 10,100 I 3 1950 10,100 4.92 26 Feb 1951 3,540 I 4 1983 9,700 6.56 I I 16 Mar 1952 1,460 I 5 1990 7,140 8.20 04 Apr 1953 1,340 I 6 1965 6,430 9.84 23 Apr 1954 771 I 7 1989 4,950 11.48 I 12 May 1955 606 I 8 1951 3,540 13.11 I 30 May 1956 508 I 9 2007 3,120 14.75 I I 18 Jun 1957 2,400 I 10 1967 2,980 16.39 I I 07 Jul 1958 2,500 I 11 1960 2,530 18.03 I 26 Jul 1959 1,790 12 1958 2,500 19.67 13 Aug 1960 2,530 I 13 1977 2,410 21.31 01 Sep 1961 1,060 I 14 1957 2,400 22.95 I 20 Sep 1962 1,640 I 15 2004 2,290 24.59 09 Oct 1963 1,500 16 1968 2,140 26.23 I 27 Oct 1964 6,430 I 17 1969 2,110 27.87 I 15 Nov 1965 1,500 I 18 1987 1,950 29.51 04 Dec 1966 2,980 I 19 1975 1,910 31.15 23 Dec 1967 1,040 I 20 1959 1,790 32.79 10 Jan 1968 2,140 I 21 1972 1,780 34.43 I 29 Jan 1969 2,110 I 22 1987 1,720 36.07 I 18 Feb 1970 1,550 I 23 1962 1,640 37.70 10 Mar 1971 1,350 I 24 1986 1,610 39.34 29 Mar 1972 1,780 I 25 1970 1,550 40.98 18 Apr 1973 1,230 I 26 1966 1,500 42.62 I I 08 May 1974 1,100 I 27 1964 1,500 44.26 I 28 May 1975 1,910 I 28 1952 1,460 45.90 I 16 Jun 1976 354 I 29 2005 1,450 47.54 I 06 Jul 1977 2,410 I 30 1971 1,350 49.18 26 Jul 1978 264 I 31 1953 1,340 50.82 15 Aug 1979 689 I 32 1991 1,300 52.46 I 03 Sep 1980 187 I 33 1973 1,230 54.10 I 23 Sep 1981 1,140 34 2006 1,190 55.74 13 Oct 1982 9,700 I 35 1981 1,140 57.38 02 Nov 1983 588 I 36 1974 1,100 59.02 21 Nov 1984 620 I 37 1961 1,060 60.66 I I 11 Dec 1985 1,610 38 1968 1,040 62.30 I 31 Dec 1986 1,950 I 39 1954 771 63.93 20 Jan 1987 1,720 I 40 1979 689 65.57 08 Feb 1988 263 I 41 1985 620 67.21 28 Feb 1989 4,950 42 1955 606 68.85 20 Mar 1990 7,140 I 43 1984 588 70.49 10 Apr 1991 1,300 I 44 1956 508 72.13 I 30 Apr 1992 0 I 45 1976 354 73.77 21 May 1993 0 I 46 1978 264 75.41 I 11 Jun 1994 0 I 47 1988 263 77.05 I 02 Jul 1995 0 I 48 1980 187 78.69 I 22 Jul 1996 0 1 49 2004 0 80.33 12 Aug 1997 0 1 50 2003 0 81.97 I 02 Sep 1998 0 1 51 2002 0 83.61 I I 23 Sep 1999 0 1 52 2001 0 85.25 I 13 Oct 2000 0 1 53 1999 0 86.89 I I 03 Nov 2001 0 1 54 1998 0 88.52 I 24 Nov 2002 0 1 55 1997 0 90.16 I 15 Dec 2003 0 1 56 1996 0 91.80 I 03 Jan 2004 2,290 I 57 1995 0 93.44 I 04 Mar 2005 1,450 I 58 1994 0 95.08 I 05 Apr 2006 1,190 I 59 1993 0 96.72 I I 04 -------------------------- May 2007 3,120 I I----------------------------- 60 1992 0 98.36 - - - - -I << Outlier Tests >> --------------------------------------------------------------- << Low Outlier Test >> ----------------- - - - - -- Based on 48 events, 10 percent outlier test value K(N) = 2.753 Computed low outlier test value = 119 0 low outlier(s) identified below test value of 100 Based on statistics after 12 zero events and 0 missing events were deleted. ----------------------- << High Outlier Test >> ----------------- - - - - -- Based on 48 events, 10 percent outlier test value K(N) = 2.753 0 high outlier(s) identified above test value of 22,673 --------------------------------------------------------- - - - - -- << Skew Weighting >> --------------------------------------------------------------- Based on 60 events, mean - square error of station skew = 0.093 Default or input mean - square error of regional skew = 0.302 --------------------------------------------------------- - - - - -- << Frequency Curve >> Denton Creek at SH121 I Computed Expected I Percent I Confidence Limits I Curve Probability I Chance I 0.05 0.95 FLOW -PEAK, cfs I ------------------------ I------------ Exceedance I FLOW -PEAK, cfs - - - - - 28,700 33,300 I I------------------ 0.2 I 50,000 I 18,800 I I 20,900 23,400 I 0.5 I 34,700 14,300 I 16,200 17,700 I 1.0 I 25,700 11,300 I I 12,200 13,100 I 2.0 18,600 8,840 I I 9,010 9,430 I 4.0 I 13,100 6,710 I 8,090 8,430 I 5.0 I 11,600 6,100 I 5,630 5,770 I 10.0 I 7,670 4,380 I 3,650 3,690 20.0 I 4,720 2,920 I I 1,620 1,620 I 50.0 1,980 1,320 I I 489 478 I 90.0 I 628 360 I 352 339 I 95.0 I 465 248 I I 192 I------------------------ 178 I ------------ 99.0 I------------------ 269 123 I - - - - - I << Conditional Statistics >> Denton Creek at SH121 --------------------------------------------------------------- Log Transform: I I FLOW -PEAK, cfs I Number of Events I I------------------------------ Mean 3.2155 I------------------------- I Historic Events - - - - -I 0 I Standard Dev 0.4141 High Outliers 0 I I Station Skew 0.1111 I Low Outliers 0 I I Regional Skew 0.0000 I Zero Events 12 I I Weighted Skew 0.0849 I Missing Events 0 I I Adopted Skew I------------------------------ 0.1000 I I------------------------- Systematic Events 60 I - - - - -I Exceedance Probability for Denton Creek at SH121 Bulletin 17B 100000.0 10000.0 w U _O 1000.0 0.9900 0.9000 0.5000 0.1000 0.0100 0.0010 Probability 0 Observed Events (Weibull plotting positions) Expected Probability Curve — — — 95 Percent Confidence Limit Computed Curve — - 5 Percent Confidence Limit C C 31 C 48000 11/97 NDM C 48680 11/97 NDM C 49030 11/97 NDM C 49290 3/91 F &N - Section #26 C 49905 3/91 F &N - Section #25 C 50475 3/91 F &N - Section #24 ASBUILT AUGUST 2004 C 50920 3/91 F &N - Section #23 " C 51460 3/91 F &N - Section #22 " C 51680 11/97 NDM C 52030 3/91 F &N - Section #21 " C 52415 3/91 F&N - Section #20 " C 52750 4/99 KHA " C 52755 4/99 C 52770 4/99 C 52775 4/99 KRA " C 53045 3/91 F &N - SECTION #19 C 53160 8/02 NDM - Section #18A " C 53275 5/02 NDM - Section #18 (MODIFIED) " C 53420 4/99 KHA (copy of 3/91 F &N - ST,A 53425 ) C 53425 4/99 KRA - Hwy FM -2499 (downstream) C 53530 4/99 KRA - Hwy FM -2499 (upstream) C 53535 3/91 F &N - Section #17 C 53675 3/91 F &N - Section #16 C 54285 11/97 NDM C 54660 3/91 F &N - Section #15 C 55230 5/02 NDM- Section #14 (MODIFIED) C 55590 11/97 NDM C 55785 04/01 CSM C 56110 3/91 F &N - Section #12 C 56845 3/91 F &N - Section #11 C 57270 3/91 F &N - SECTION #10 T1 PROPOSED ASBUILT CONDITION AUGUST 2004 T2 10 -YR (FEMA HYDROLOGY) WITH NO ENCROACHMENTS T3 DENTON CREEK FOR RIVERWALK [PRRECLab.DAT] * NATHAN D. MAIER CONSULTING ENGINEERS DALLAS, TEXAS J1 2 461.85 ' Starting WSE rating curve derived from PIS Flood Profile • At Section 36970 in Effective FIS Study J2 1 -1 J3 150 J3 38 1 43 26 7 34 53 54 * SECTIONS TAKEN FROM EFFECTIVE FIS MODEL QT4. 10000. 13800. 15600. 36200. NC .1 .3 0. 0. 0. 0. 0. NH6. 0.060 1200. 0.050 2330. 0.060 2900. 0.045 3060. 0.060 NH3960. 0.050 4070, 0. 0. 0. 0. 0. 0. 0. • LEFT OVERBANK CORRECTED TO BETTER MATCH 1992 TOPO. RES /DAI 12/98 • EXIS. POND IN RT. OVERBANK X136970.36. 2900. 3060. 600 600 720 GR483. 1000. 477.5 1050. 475. 1200. 475. 1430. 470. 2330. GR466. 2530. 462. 2620. 462. 2750. 463.5 2800. 462. 2850. GR465. 2900. 458. 2930. 453.5 2930. 444. 2930. 440. 2937. GR442.7 2970. 450.6 2975. 454. 2985. 456. 2990. 462. 3060. GR463.3 3200. 462. 3300. 462. 3400. 464. 3430. 464.5 3570. GR463.0 3645. 460. 3658. 457. 3690. 457. 3730. 460. 3765. GR463.0 3790 465. 3815. 468.5 3835. 469. 3960. 469. 3990. GR473. 4070. NH 4. .055 2000. .045 2160. .055 2400 .040 2730 • SECTION ADDED FROM TOPO. RES 3/8/97 X137600. 22. 2000. 2160. 570. 350. 630. GR 471. 650. 470. 1220. 468. 1460. 466. 1540. 464. 1570. GR 462. 1720. 461.5 1900. 461. 1950. 460. 2000. 445. 2065. GR 440. 2105. 445. 2120. 460. 2160. 460. 2400 460 2400 GR 461 2570. 462 2610 461 2650 458 2680 452 2700 GR 452 2730. 470 2730 NH 4. .055 2055. .045 2135. .055 2185 .040 2455 * SECTION ADDED FROM TOPO. RES 3/8/97 X1 37800 25 2020. 2185. 50. 100. 200. GR 470. 1100. 468 1350 466 1400 464 1450 462 1600 GR 462. 1720. 461.5 1800 462 1850 463 1900 462 2020 GR 450. 2055 445. 2077 440 2100 445 2125 450 2135 GR 460. 2185 461. 2215 457 2260 451 2280 451 2360 GR 457 2380 459.7 2400 464 2401 464 2455 470 2455 NH 5. .05 1540. .06 2100. .045 2260. .040 2320 .040 NH 2570 • SECTION ADDED FROM TOPO, AS -BLT SURVEY. RES 12/14/98 X137990. 36. 2100. 2260. 210 280 190 GR473.2 1000. 472. 1250. 470. 1360. 468. 1400. 468. 1450. GR468. 1540. 464. 1560. 466. 1600. 464. 1650. 462. 1670. GR462. 1900. 464. 2000. 466. 2050. 467. 2100. 466. 2110. GR464. 2120. 462. 2125. 460. 2130. 450. 2160. 444. 2170. GR441. 2200. 444. 2208. 450. 2220. 460. 2250. 462. 2260. GR462. 2260. 462. 2320. 459. 2345. 457. 2370. 451. 2390. GR451. 2455. 458. 2475. 460. 2475. 463. 2525. 464. 2570. GR473. 2570. NH 5. .05 1540. .06 2100. .045 2260. .055 2260. .040 NH 2595 * SECTION ADDED FROM TOPO. RES 3/8/97 X138050. 36. 2100. 2260. 60 60 60 GR473.2 1000. 472. 1250. 470. 1360. 468. 1400. 468. 1450. PRRECLAB.dat CAI 2008 Page 1 GR460. 1540. 464. 1560. 466. 1600. 464. 1650. 462. 1670. GR462. 1900. 464. 2000. 466. 2050. 467. 2100. 466. 2110. GR464. 2120. 462. 2125. 460. 2130. 450. 2160. 444. 2170. GR441. 2200. 444. 2208. 450. 2220. 460. 2250. 462. 2260. GR462. 2260. 462. 2320. 459. 2345. 457. 2365. 451. 2385. GR451. 2480. 457. 2505. 459. 2540. 463. 2575. 464. 2595. GR473. 2595. NH 5. .05 1540. .06 2100. .045 2270. .055 2295. .045 NH 2640. X138200. 40. 2100. 2270. 150. 150. 150. GR473.2 1000. 472. 1250. 470. 1360. 468. 1400. 468. 1450. GR468. 1540. 466. 1570, 464. 1600. 462. 1650. 461. 1760. GR462. 1930. 464. 2050. 466. 2070. 467.4 2100. 466. 2120. GR464. 2125. 462. 2135. 460. 2142. 450. 2160. 444. 2170. GR441. 2185. 444. 2200. 450. 2215. 460. 2255. 462. 2270. GR462. 2295. 462. 2330. 457. 2375. 451. 2395. 451. 2410. GR457. 2425. 464. 2465. 464. 2480. 457. 2530. 451. 2550. GR451. 2570. 457. 2588. 459. 2605. 464. 2640. 473. 2640. NH 6. .06 1900 .05 2040 .06 2100 .045 2225 .05 NH 2300 .045 2620 ' SECTION ADDED FROM TOPO. RES 3/8/97 X138550. 32 2100 2225 340 330 350 GR473.2 1340 470 1340 466 1490 466 1600 468 1640 GR 462 1700 461 1850 460.8 1900 462 1960 464 2000 GR 466 2040 466 2100 464 2110 462 2130 460 2140 GR 444 2175 441.2 2190 444 2205 460 2225 461.2 2300 GR 457 2355 457 2450 460 2480 457 2505 451 2525 GR 451 2555 457 2575 459 2595 462 2610 462 2610 GR 463 2620 473 2620 ' NC RECORD AND INEFFECTIVE FLOW (ET RECORD) ADDED FOR S.H. 121 NC .3 .5 NH5. .05 1275. .055 1540. .045 1675. .055 2175. .05 NH2330. ET 6.1 6.1 6.1 6.1 1360 2064 X139290.30. 1525. 1675. 600. 800. 740. GR474. 1000. 472. 1030. 470. 1070. 468. 1115. 466. 1200. GR464. 1275. 462. 1320. 460.3 1345. 462. 1400. 464. 1450. GR464. 1525. 462. 1540. 460. 1550. 450. 1560. 445. 1565. GR441.881580. 445. 1600. 450. 1615. 460. 1675. 460. 1710. GR458. 1750. 458. 1950. 460. 2000. 462. 2150. 464. 2175. GR466. 2180. 468. 2190. 470. 2200. 472. 2240. 474. 2310. ' NC RECORD AND INEFFECTIVE FLOW (ET RECORD) ADDED FOR S.H. 121 NC .3 .5 NH6. 0.060 1050. 0.060 2000. 0.055 4040. 0.045 4150. 0.060 NH4710. 0.055 6040. 0. 0. 0. 0. 0. 0. 0. ET 6.1 6.1 6.1 6.1 3921 4514 X139440.34. 4040. 4150. 150. 280. 150. GR502. 1000. 491.6 1050. 490. 1160. 487. 1330. 487. 1530. GR484. 1800. 483. 2000. 480. 2100. 480. 2200. 477. 2480. GR477. 3450. 477.3 3610. 471.5 3730. 465. 3790. 463. 3900. GR464. 4000. 468. 4025. 464. 4040. 444. 4090. 442. 4110. GR462.5 4150. 468.5 4210. 462.8 4400. 464. 4600. 466.5 4710. GR481.5 4880. 483. 4970. 484. 5080. 482. 5380. 482. 5460. GR485. 5600. 488. 5730. 493.5 5830. 500. 6040. 0. 0. ' NC RECORD AND INEFFECTIVE FLOW (ET RECORD) ADDED FOR S.H. 121 NC .3 .5 NH 6 .05 1090 .05 2380 .055 3760 .045 4670 .05 NH 4950 .055 6200 ET 6.1 6.1 6.1 6.1 3880 4505 X1 39490 33 4030 4310 50 50 50 GR 502 1000 491.5 1090 479 2380 478.5 2480 478 2670 GR 477.5 3060 478.2 3175 477 3320 477 3470 478 3760 GR 465 3782 462.7 3885 462.3 3895 463 3914 464 3965 GR 462.8 3985 467.5 4030 463 4045 454.3 4155 442 4183 GR 442 4193 443.5 4217 462.5 4257 460.5 4310 478.5 4505 GR 464 4635 478.2 4670 478.5 4950 483.5 5380 483.5 5520 GR 495 5940 499 6120 500 6200 OT 4 9900 13700 15400 36200 . NC RECORD AND INEFFECTIVE FLOW (ET RECORD) ADDED FOR S.H. 121 NC .3 .5 NH 6 .05 1050 .055 2000 .055 4040 .045 4150 .05 NH 4710 .055 6040 ET 6.1 6.1 6.1 6.1 3900 4600 X1 39540 34 4040 4150 50 50 50 GR 502 1000 491.6 1050 490 1160 487 1330 487 1530 GR 484 1800 483 2000 480 2100 480 2200 477 2480 GR 477 3450 477.3 3610 471.5 3730 465 3790 463 3900 GR 464 4000 468 4025 464 4040 444 4090 442 4110 GR 462.5 4150 468.5 4210 462.8 4400 464 4600 466.5 4710 GR 481.5 4880 483 4970 484 5080 482 5380 482 5460 GR 485 5600 488 5730 493.5 5830 500 6040 * SECTION ADDED FROM TOPO. BMS 6/99 ' NC RECORD ADDED FOR S.H. 121 NC .3 .5 NH 4 .055 1420 .045 1500 .055 1780 .035 2010 XI 39940 24 1420 1500 400 400 400 GR 475.6 1000 472.0 1120 470 1130 468 1140 466 1150 GR 464.7 1170 464 1380 462 1410 460 1420 444 1430 GR 442 1450 458.0 1500 460.0 1510 462 1530 464 1560 GR 466 1570 466 1620 464 1650 462 1680 462 1690 GR 464.0 1740 470.0 1780 472 1930 474 2010 OT 4 6600 9100 10200 36200 NC .1 .3 NH 6 .06 1200 .055 3750 .06 4730 .045 4815 .045 NH 5410 .04 6200 PRRECLAB.dat CAI 2008 Page 2 X1 40650 32 4730 4815 1000 400 700 OR 501 1000 497 1200 491.5 1800 489 2400 490.2 2700 GR 488.5 2950 489 3240 487.8 3750 480 4050 473 4180 GR 468.2 4320 465 4500 465 4600 465.5 4630 464.8 4730 GR 451.2 4770 440 4780 440 4800 449 4810 457.8 4815 GR 463 4860 467 4870 464 5080 465 5120 471 5170 GR 482.5 5410 484.2 5550 483.8 5 486.8 5950 495.5 6130 GR 497.8 6150 499 6200 SECTIONS FROM FREESE AND NICHOLS CITY ULTIMATE STUDY NH 4 0.075 4030 0.060 4380 0.045 4635 0.075 5005 X1 41385 32 4380 4635 570.0 380.0 735.0 GR 485.8 3584. 478.8 3862. 472.6 3983. 470 4030 46B 4040 GR 466 4050 464 4055 460 4060 458 4070 456 4080 GR 454 4085 452 4090 450 4105 450 4380 452 4400 GR 454 4410 454 4450 452 4500 450 4515 444.3 4558. GR 445.3 4562. 448.4 4568. 450.6 4573. 460 4605 470 4630 GR 476 4635 478 4660 480 4685 482 4730 484 4750 GR 486 4790 488 5005 NH 5 .075 4195 .060 4280 .045 4370 .075 4500 .055 NH 5095 X1 42120 51 42BO 4370 350 1200 735 GR 501.4 1060. 497,2 1231. 493.2 1508. 490.6 1628. 489.7 1746. GR 489.6 1777. 487.3 1927. 484.4 2260. 484.4 2285. 484.6 2375. GR 485.1 2518. 483.7 2732. 483.8 2793. 484.4 2823. 484.7 2981. GR 483.8 3418. 477.7 3675. 472.1 3786. 470.7 4100 470 4160 GR 468 4195 466 4210 464 4220 462 4230 460 4240 GR 458 4250 456 4255 454 4260 452 4275 450 4280 GR 441.1 4299. 441.9 4305. 442.9 4310. 443.9 4316. 445.4 4319. GR 446.7 4324. 449.9 4331. 450 4355 460 4370 462 4380 GR 464 4385 466 4440 468 4470 470 4475 472 4480 GR 474 4500 476 4530 478 4650 480 4800 482 4900 GR 484 5095 NH 7 .075 3970 .060 4020 .045 4105 .080 4230 .060 NH 4350 .045 4510 .060 5035 X1 42885 55 4020 4105 530 500 765 GR 501.6 1090. 497.3 1247. 492.8 1501. 489.6 1611. 488.8 1719. GR 488.7 1748. 485.6 1885. 482.2 2190. 482.1 2213. 482.1 2296. GR 482.5 2426. 481.3 2623. 481.4 2679. 482.2 2707. 482.5 2851. GR 481.9 3252. 476.5 3487. 471.7 3590, 470 3970 468 4020 GR 466 4030 464 4035 460 4040 450 4050 441.7 4059. GR 442.5 4065. 443.3 4071. 444.5 4077. 446.5 4080. 448.0 4085. GR 450 4090 460 4105 462 4115 464 4120 466 4140 GR 468 4150 468.1 4175 468 4230 466 4255 464 4350 GR 462 4360 460 4365 459.3 4380 460 4390 462 4460 GR 464 4465 466 4480 468 4490 470 4500 472 4510 GR 474 4535 476 4625 476.5 4750 478 4880 480 5035 NH 7 .075 3440 .055 3570 .045 3630 .080 3970 .060 NH 4060 .045 4210 .060 5200 X1 44325 52 3570 3630 1260 810 1470 GR 486.9 1688. 482.3 1800. 477.6 2051. 477.4 2070. 477.2 2137. GR 477.4 2244. 476.5 2405. 476.6 2451. 477.9 2473. 478.2 2591. GR 477.9 2919. 474.2 3112. 470.5 3425 470 3440 468 3455 GR 460 3480 458 3485 456 3490 454.8 3505 456 3525 GR 456 3540 454 3545 452 3550 450 3570 442.8 3578. GR 443.5 3585. 444.3 3592. 445.6 3600. 448.6 3603. 450 3615 GR 460 3630 466 3645 468 3665 469.7 3700 468.5 3970 GR 468 4060 466 4070 464 4080 462 4085 461.6 4120 GR 462 4180 464 4185 466 4190 468 4195 470 4200 GR 472 4210 473.3 4315 474 4370 476 4560 478 4740 GR 478.4 4885 480 5200 NH 7 .070 3000 .080 3080 .045 3180 .080 4345 .060 NH 4360 .045 4490 .060 5680 X1 45795 54 3080 3180 1330 380 1470 GR 485.2 1629. 479.0 1716. 473.0 1911. 472.7 1926. 472.2 1978. GR 472.3 2061. 471.7 2187. 471.7 2223. 473.6 2240. 473.9 2332. GR 473.9 2587. 472 2850 470 2900 468 2920 468 2955 GR 468.3 3000 468 3030 466 3060 460 3085 458 3095 GR 443.9 3097. 444.5 3105. 445.3 3113. 446.8 3122. 450.8 3126. GR 453.3 3133. 457.7 3143. 460 3150 462 3170 464 3180 GR 466 3220 468 3225 470 3240 470.1 3300 470.5 3635 GR 471.1 4030 470 4290 468 4345 466 4360 464 4375 GR 462 4390 461.2 4425 462 4465 464 4470 466 4475 GR 468 4490 469.9 4525 470 4565 472 4710 474 4905 GR 476 5055 478 5265 478.4 5370 480 5680 NH 6 .075 2500 .060 2590 .045 2650 .075 2695 .050 NH 2870 .060 3995 X1 47265 48 2590 2650 1600 390 1470 GR 483.4 1570. 475.7 1632. 468.5 1771. 468.0 1782. 467.3 1819. GR 467.2 1879. 466.9 1968. 466.9 1994. 469.3 2007. 469.6 2072. GR 470.0 2255. 466.5 2350 468 2470 469.5 2500 468 2525 GR 466 2570 460 2590 458 2600 448.2 2614. 445.0 2616. GR 445.5 2625. 446.3 2634. 447.9 2644. 460 2650 462 2660 GR 464 2670 466 2690 468 2695 469 2710 468 2720 GR 466 2735 464 2740 462 2755 461.1 2780 462 2820 GR 464 2845 466 2850 468 2860 470 2865 472 2870 GR 472.6 2930 474 3050 474.5 3200 476 3320 476.3 3445 GR 478 3570 478.4 3680 480 3995 PRRECLAB.dat CAI 2008 Page 3 * SECTIONS FROM OR QT 4 5300 8000 NC .065 .065 .045 X1 48000 32 2370 GR 503 1300 490 GR 465.6 1710 464.8 GR 459 2355 457 GR 448.5 2405 454 GR 465.5 2830 467.8 GR 487.6 3380 489 GR 498.4 5020 501.5 NC 0.075 0.075 X1 48680 40 2880 GR 506 1000 504 GR 496 1320 494 GR 486 1420 484 GR 476 1690 474 GR 466 2480 464 GR 468 2880 460 GR 466 2974 468 GR 464 3110 474 X1 49030 38 3200 GR 492 1000 490 GR 482 1345 480 GR 476 1590 474 GR 466 2730 466 GR 466 3180 464 GR 468 3291 470 GR 464 3435 466 GR 476 3720 478 ET 7.1 7.1 NH 7 .060 2460 NH 3102 .075 3150 X1 49290 32 3013 GR 480 800 478 GR 470 2000 468 GR 468 2690 470 GR 449.4 3050 449.1 GR 469.5 3102 470.4 GR 466 3285 468 GR 476 3400 480 GINAL KI 9800 0.1 2445 1450 1740 2370 2410 3060 3570 5200 2974 1020 1360 1455 1 2500 2895 2980 3150 3291 1120 1410 1680 2815 3200 3300 3455 4010 7.1 .075 .060 3102 900 2185 2810 3052 3150 3295 3940 iA /NDM S' 36200 0.3 735 482.2 464.5 445.6 462.3 467.8 491 800 502 492 482 472 464 458 468 476 350 488 478 472 468 458 470 470 480 7.1 2525 3940 190 476 466 470 447.4 470 470 rUDY FROM 48000 TO 57270 735 735 1490 482.5 1540 474 1590 1880 467.2 1890 469 2330 2375 446 2385 446.8 2395 2430 466.5 2445 471 2500 3170 475 3240 474.5 3350 3980 491 4330 488.5 4740 640 680 1095 500 1195 498 1305 1365 490 1375 488 1400 1475 480 1520 478 1620 1790 470 1855 468 1910 2530 466 2560 468 2590 2905 444.65 2925 460 2955 3010 464 3025 461.4 3035 3220 478 3420 480 3825 350 350 1205 486 1260 484 1290 1420 478 1440 478 1495 1840 470 2200 468 2310 2870 470 3080 470 3160 3220 445.14 3240 458 3272 3340 464 3370 462.1 3380 3460 472 3575 474 3590 4175 2301 3940 .060 2990 .075 3013 .045 160 260 1180 474 1460 472 1630 2340 465 2460 466 2525 2990 468.2 3000 467.7 3013 3069 448.4 3079 449.4 3083 3165 462.6 3200 464 3225 3310 472 3325 474 3350 ET 7.1 7.1 7.1 7.1 2129 3920 NH 6 .060 2670 .075 3015 .045 3115 .075 3150 .060 NH 3280 .075 3920 X1 49905 42 3015 3115 450 660 615 GR 480 700 478 770 476 1250 474 1280 472 1475 GR 470 1755 468 1870 466 2330 465.5 2390 466 2435 GR 468 2520 468.4 2550 468 2570 467.7 2670 470 2710 GR 470 2750 469.3 2840 470 2870 471.3 2925 470 2970 GR 468.0 3000 467.1 3015 450.0 3047 448.0 3053 447.7 3063 GR 450.2 3089 450.0 3090 468.1 3115 468.2 3150 470 3160 GR 468 3180 466 3205 464 3215 460 3230 462 3245 GR 464 3260 466 3275 470 3280 472 3430 474 3455 GR 476 3490 480 3920 ET 7.1 7.1 7.1 7.1 1710 2879.8 NC 0.065 0.075 0.045 X1 50475 59 2394.22 2504.29 450 580 570 X3 10 GR 473 1000 472.99 1170.8 470.39 1178.47 471 1335.66 472 1360.8 GR 469 2034.83 470 2082.48 470 2226.99 470 2293.65 470 2394.22 GR 468 2396.06 464 2400.45 463 2401.63 462 2402.83 461 2404.05 GR 461 2404.05 460 2405.23 459 2406.44 458 2407.65 457 2408.89 GR 456 2410.13 455 2411.38 454 2412.63 450 2417.7 449 2419.05 GR 448 2423.37 447 2428.45 447 2428.45 446 2433.45 446 2441.66 GR 448 2463.13 449 2468.02 450 2468.86 451 2470.09 453 2472.42 GR 455 2475.44 456 2477.1 457 2478.57 460 2483.66 461 2485.52 GR 462 2487.45 463 2489.44 466 2495.56 468 2499.84 469 2502.09 GR 470 2504.29 470 2581.87 469 2582.57 468 2583.39 467 2584.84 GR 466 2587.54 465 2592.78 464 2599.8 462 2630.63 462 2643.58 GR 473 2703.04 474 2708.28 475 2714.24 476 2879.8 ET 7.1 7.1 7.1 7.1 2140 3235.25 NC 0.055 0.055 0.035 X1 50920 71 2745.22 2834.11 536.53 529.86 533.09 X3 10 GR 476 1000 472.87 1182.61 GR 469 1973.31 468 2383.33 GR 469 2473.01 470 2671.8 GR 468 2746.29 467 2746.97 GR 462 2750.37 461 2751.05 GR 456 2754.45 455 2755.12 GR 451 2757.81 449 2763.41 GR 446 2797.62 447 2804.08 GR 453 2824.33 456 2826.94 GR 465 2832.82 466 2833.32 GR 470 2901.09 470 2925.23 GR 464 2958.85 463 2970.98 GR 466 3014.62 470 3030.63 GR 474 3046.58 475 3081.62 GR 480 3235.25 478.6 1225.27 469 2446.09 471 2690.44 465 2748.33 .460 2751.73 454 2755.8 448 2773.97 448 2810.95 457 2827.72 467 2833.75 469 2929.69 463 2981.09 471 3034.6 476 3201.14 477.11 1590.05 470.10 1850.21 468 2452.25 468 2454.22 471 2714.2 470 2745.22 464 2749.01 463 2749.69 459 2752.41 458 2753.09 453 2756.47 452 2757.15 447 2784.93 446 2795.67 450 2821.4 451 2822.4 458 2828.44 459 2829.12 468 2834.11 470 2891.45 468 2934.09 466 2942.86 464 2997.83 465 3010.59 472 3038.53 473 3042.39 477 3220.1 476 3227.5 PRRECLAB.dat CAI 2008 Page 4 OT 4 4000 7000 9400 NC 0.050 0.050 0.035 X1 51460 71 2776.5 2935.94 X3 10 GR 476 1000 473.10 1193.22 GR 468 2429.1 468 2429.85 GR 469 2513.2 469 2514.63 GR 469.5 2695.77 469.5 2704.05 GR 466 2816.42 465 2818.38 GR 454 2839.72 454 2839.73 GR 449 2845 451 2845.18 GR 448 2865.94 449 2876.04 GR 454 2887.91 457 2889.73 GR 462 2894.22 463 2895.34 GR 470 2998.45 469 3002.62 GR 465 3071.12 470 3098.32 GR 474 3116.41 475 3142.35 GR 477 3202.14 478 3209.67 GR 485 3266.19 NC 0.050 0.050 0.035 X1 51680 59 2774.22 2883.05 X3 10 GR 475 1000 473.25 1159.19 GR468.51 2074.61 469 2275.28 GR461.76 2462.17 458.47 2512.07 GR 465 2784.44 464 2786.23 GR 460 2793.4 459 2795.19 GR 456 2800.57 455 2802.36 GR 447 2828 447 2831.86 GR 457 2873.22 459 2874.77 GR 463 2878.54 465 2880.68 GR 470 3084.13 471 3117.26 GR 475 3220.53 475 3225.11 GR 481 3316.98 482 3322.95 NC 0.060 0.075 0.045 X1 52030 66 2982.11 3165.44 X3 10 GR 474 1000 476.63 1109.66 GR463.11 2066.81 469.31 2102.08 GR458.38 2544.04 459.18 2806.31 GR463.86 2956.57 470.84 2981.22 GR 469 3028.53 468 3040.71 GR 462 3050.4 461 3052.01 GR 457 3058.47 454 3063.3 GR 449 3078.69 449 3105.57 GR 453 3119.33 454 3120.77 GR 459 3129.31 460 3131.04 GR 469 3148.8 470 3152.44 GR 472 3226.98 474 3280.12 GR 476 3369.84 478 3391.64 GR 488 3423.29 NC 0.065 0.075 0.045 X1 52415 57 3249.25 3379.78 X3 10 GR476.77 1137.03 475.46 1963.63 GR469.48 2138.27 469.13 2434.04 GR468.86 2977.15 462.17 3026.95 GR 471 3259.65 470 3272.07 GR 465 3288.17 465 3288.17 GR 456 3303.62 455 3305.33 GR 452 3310.51 450 3320.22 GR 451 3359.99 452 3362.51 GR 458 3369.29 459 3370.32 GR 468 3378.3 470 3378.83 GR 476 3543.26 477 3548.7 GR 483 3581.26 485 3589.82 NC 0.065 0.075 0.045 X1 52750 53 3126.74 3325.49 GR477.07 540 479.24 974.05 GR463.38 1749.10 461.88 1906.81 GR460.28 2438.34 468.80 2471.92 GR463.43 3087.41 471.11 3126.74 GR 464 3192.52 463 3193.8 GR 457 3201.52 456 3202.8 GR 448 3238.55 449 3241.94 GR 456 3270 457 3271.85 GR 463 3282.98 465 3286.69 GR 473 3325.49 474 3367.67 GR 480 3423.16 481 3431.95 NC 0.065 0.075 0.045 X1 52755 53 3126.74 3325.49. GR477.07 540 479.24 974.05 GR463.38 1749.10 461.88 1906.81 GR460.28 2438.34 468.80 2471.92 GR463.43 3087.41 471.11 3126.74 GR 464 3192.52 463 3193.8 GR 457 3201.52 456 3202.8 GR 448 3238.55 449 3241.94 GR 456 3270 457 3271.85 GR 463 3282.98 465 3286.69 GR 473 3325.49 474 3367.67 36200 184.22 210.43 179.91 478.45 1329.22 469 2508.88 469.5 2683.36 470 2776.5 460 2828.13 453 2841.57 448 2848.35 451 2885.85 458 2890.48 465 2897.49 467 3012.9 471 3102.61 476 3160.1 480 3226.18 475.50 2237.22 469 2510.68 469.5 2686.87 469 2802.53 457 2833.93 452 2843.41 447 2859.14 452 2886.52 459 2891.3 469 2935.94 466 3018.34 472 3106.8 476 3181.47 481 3232.26 337.75 356.31 324.21 468 2267.22 469 2511.94 469.5 2690.7E 468 2812.49 455 2837.19 452 2843.42 447 2865.48 453 2887.3 461 2893.16 470 2952.5 465 3030.29 473 3111.62 476 3194.62 482 3239.79 478.14 1430.74 475.60 1884.41 474.62 2044.61 469 2331.21 469 2387.22 470.11 2412.17 470.42 2628.37 470 2774.22 466 2782.65 463 2788.03 462 2789.82 461 2791.61 459 2795.19 458 2796.98 457 2798.77 454 2804.16 450 2813.12 448 2823.22 448 2840.12 453 2870.98 456 2872.56 460 2875.64 461 2876.57 462 2877.54 466 2881.84 467 2883.05 469 2885.63 472 3141.39 473 3151.05 474 3160.61 476 3235.32 478 3268.46 480 3301.68 485 3370.51 486 3393.1 328.97 350.12 334.57 476.37 1938.69 468 2376.94 469.45 2843.07 471 2982.11 467 3042.32 460 3053.63 452 3066.45 450 3111.84 455 3122.32 466 3142.53 471 3154.29 475 3301.8 482 3403.98 472.15 1981.43 468 2408.62 466.47 2908.08 471 2992.13 464 3047.17 459 3055.24 452 3066.45 451 3116.52 458 3127.46 467 3144.64 472 3165.44 476 3320.18 483 3405.39 384.84 337.55 370.89 471 1997.76 462 2502.81 462.53 3174.56 469 3280.78 461 3295.04 454 3307.05 449 3343.47 453 3363.7 460 3371.31 469 3378.98 479 3559.57 465.65 2026.06 460.76 2737.48 463.58 3208.85 467 3284.74 460 3296.75 453 3308.77 449 3343.47 454 3364.83 466 3376.73 471 3379.78 480 3562.83 10 335 477.22 1593.96 468.02 1994.42 469.97 2644.23 471 3168.29 462 3195.09 455 3204.11 450 3249.72 460 3277.41 468 3292.28 477 3401.87 482 3439.63 335 475.47 1693.96 469.20 2195.88 468.15 2686.61 470 3178.3 461 3196.38 452 3208.33 451 3258.2 461 3279.27 471 3309.62 478 3408.92 464.41 2038.62 468.35 2510.65 464.34 2929.45 470 3009.05 463 3048.78 458 3056.85 451 3067.96 452 3117.99 459 3129.31 468 3146.82 472 3201.89 476 3327.83 487 3419.89 463 2106.46 468.14 2769.48 472.14 3249.25 466 3286.46 458 3300.19 452 3310.51 450 3351.28 455 3365.95 467 3377.54 474 3471.18 482 3575.89 469.52 1719.49 460.37 2223.88 462.65 2950.91 466 3189.95 459 3198.95 448 3230.73 452 3262.58 462 3281.12 472 3319.13 479 3416.6 5 5 5 477.22 1593.96 475.47 1693.96 469.52 1719.49 468.02 1994.42 469.20 2195.88 460.37 2223.88 469.97 2644.23 468.15 2686.61 462.65 2950.91 471 3168.29 470 3178.3 466 3189.95 462 3195.09 461 3196.38 459 3198.95 455 3204.11 452 3208.33 448 3230.73 450 3249.72 451 3258.2 452 3262.58 460 3277.41 461 3279.27 462 3281.12 468 3292.28 471 3309.62 472 3319.13 477 3401.87 478 3408.92 479 3416.6 PRRECLAB.dat CAI 2008 Page 5 GR 480 3423.16 481 3431.95 482 3439.63 X1 52770 58 3115.78 3233.66 15 15 15 GR477.15 815.89 476.88 1527.26 475.36 1627.26 468.93 1655.04 462.39 1682.82 GR462.3O 1941.61 467.85 1951.49 468.11 2048.37 459.57 2120.99 460.35 2401.36 GR468.28 2437.86 467.01 2518.17 462.10 2566.35 463.06 3010.27 463.56 3072.81 GR470.01 3115.78 465 3131.27 464 3132.96 463 3134.64 462 3136.32 GR 461 3138.01 460 3139.69 459 3141.38 458 3143.07 457 3144.76 GR 456 3146.45 455 3148.14 452 3153.17 452 3153.22 450 3164.39 GR 448 3181.81 448 3183.65 449 3187.55 452 3198.83 455 3203.03 GR 456 3204.42 457 3205.82 460 3210.02 461 3211.42 462 3212.82 GR 463 3214.22 465 3217.03 468 3221.25 470 3224.06 471 3233.66 GR 472 3244.29 473 3248.21 473 3248.36 473 3275.45 473 3283.95 GR 474 3297.02 475 3310.52 476 3324.36 477 3335.7 478 3339.53 GR 479 3346.61 482 3370.72 483 3380.04 X1 52775 58 3115.78 3233.66 5 5 5 GR477.15 815.89 476.88 1527.26 475.36 1627.26 468.93 1655.04 462.39 1682.82 GR462.30 1941.61 467.85 1951.49 468.11 2048.37 459.57 2120.99 460.35 2401.36 GR468.28 2437.86 467.01 2518.17 462.10 2566.35 463.06 3010.27 463.56 3072.81 GR47O.01 3115.78 465 3131.27 464 3132.96 463 3134.64 462 3136.32 GR 461 3138.01 460 3139.69 459 3141.38 458 3143.07 457 3144.76 GR 456 3146.45 455 3148.14 452 3153.17 452 3153.22 450 3164.39 GR 448 3181.81 448 3183.65 449 3187.55 452 3198.83 455 3203.03 GR 456 3204.42 457 3205.82 460 3210.02 461 3211.42 462 3212.82 GR 463 3214.22 465 3217.03 468 3221.25 470 3224.06 471 3233.66 GR 472 3244.29 473 3248.21 473 3248.36 473 3275.45 473 3283.95 GR 474 3297.02 475 3310.52 476 3324.36 477 3335.7 478 3339.53 GR 479 3346.61 482 3370.72 483 3380.04 NC 0.065 0.075 0.045 X1 53045 62 3232.31 3419.7 293.16 174.92 264.44 X3 10 GR477.42 1000 475.23 1732.06 470.15 1763.96 462.86 1797.04 462.87 2045.29 GR468.93 2077.45 466.73 2173.82 460.37 2205.94 460.61 2349.07 459.17 2407.64 GR467.24 3193.67 471.91 3232.31 469 3276.77 468 3290.61 467 3292.7 GR 466 3294.79 465 3296.87 464 3298.95 463 3301.04 462 3303.13 GR 461 3305.21 460 3307.3 459 3309.38 458 3311.47 457 3313.56 GR 454 3319.83 453 3321.95 452 3324.05 449 3342.61 449 3355.41 GR 451 3366.83 452 3372.44 453 3373.02 454 3373.51 455 3373.99 GR 456 3374.48 457 3374.96 458 3375.45 459 3375.94 460 3376.43 GR 461 3376.92 462 3377.41 463 3377.89 465 3378.87 466 3379.36 GR 467 3379.85 468 3380.34 469 3380.83 471 3419.7 472 3437.64 GR 473 3451.97 473 3476.29 472 3480.97 472 3500.35 473 3532.44 GR 474 3545.43 476 3578.61 477 3589.74 478 3600.86 482 3639.5 GR 483 3657.2 484 3680.7 NC 0.065 0.075 0.045 X1 53160 38 3438.29 3556.69 115.16 115.92 115.44 X3 10 GR 476 1000 475 1033.57 474 1072.11 477.79 1094.82 475.48 1880 GR471.96 1939.08 470 2076.04 466.59 2234.82 461.14 2270.36 461.67 2451.13 GR469.62 2488.21 470.40 2652.49 461.88 2805.05 462.59 2877.18 472.72 3287.81 GR 473 3393.19 472 3399.62 471 3413.62 470 3438.29 469 3466.58 GR 465 3475.67 460 3480.81 455 3487.24 450 3500.11 449 3510.47 GR 449 3520.75 450 3527.68 455 3542.45 460 3548.46 465 3552.86 GR 470 3556.69 471 3563.83 472 3637.25 473 3664.06 474 3683.77 GR 474 3786.74 475 3802.14 480 3874.33 NC 0.065 0.075 0.045 X1 53275 45 3452.15 3548.45 115.27 115.22 115.33 X3 10 GR 481 1000 478.59 1080.98 475.86 1819.76 469.56 1852.49 464.58 1884.47 GR464.09 1909.47 469.74 1946.41 470 2696.32 471 3054.58 472 3132.64 GR 473 3296.48 472 3307.49 471 3322.45 471 3322.49 469 3452.15 GR 468 3454.08 466 3457.94 465 3459.87 464 3461.8 463 3463.73 GR 462 3465.66 461 3467.59 460 3469.51 458 3473.37 456 3477.24 GR 451 3490.83 449 3503.98 451 3525.32 456 3534.9 457 3535.95 GR 465 3544.06 466 3544.98 467 3545.94 468 3546.86 469 3547.69 GR 470 3548.45 472 3563.01 473 3571.5 474 3578.84 474 3591.48 GR 473 3602.45 472 3613.43 472 3613.63 473 3670.99 474 3710.29 ' S' DOWNSTREAM OF BRIDGE FM 2499 NC 0.060 0.060 0.045 X1 53420 31 3100 3263 145 145 145 GR 482 380 480 390 478 405 476 425 477.13 577 GR472.28 780 471 1000 470 1200 470 1300 472 1350 GR 472 2080 470 2100 470 2400 472 2550 474 2750 GR 474 3000 472.9 3100 458.2 3132 456.12 3182 456.12 3183 GR 455.9 3187 450.9 3195 449.9 3201 451.0 3206 455.6 3222 GR 473.8 3263 477.20 3270 477.70 3300 478.34 3350 480 3450 GR 482 3580 ' DOWNSTREAM FACE OF BRIDGE AT FM 2499 ' ROAD PROFILE PER TXDOT PLANS NC 0.02 0.02 0.045 X1 53425 43 4108 4248 5 5 5 BT 25 300 478.19 478.19 360 477.51 477.51 600 474.80 474.80 BT 950 473.65 473.65 1600 473.28 473.28 2254 473.92 473.92 2255 BT473.92 469.12 2261 473.89 469.12 2266 473.86 469.12 2267 473.86 BT473.86 2720 472.05 472.05 2905 471.31 471.31 3760 472.87 472.87 BT 4000 474.17 474.17 4050 474.44 474.44 4092 474.67 474.67 4100 BT474.72 474.72 4108 474.76 471.90 4248 475.52 471.90 4263 475.60 BT475.60 4270 475.64 475.64 4300 475.80 475.80 4350 476.07 476.07 BT 4540 480.5 480.5 4605 482.32 482.32 GR478.19 300 477.51 360 474.80 600 473.65 950 473.28 1600 GR473.92 2254 473.92 2255 467.12 2255 467.12 2260 473.89 2260 GR473.89 2261 467.12 2261 467.12 2266 473.86 2266 473.86 2267 PRRECLAB.dat CAI 2008 Page 6 GR472.05 2720 471.31 2905 472.87 3760 474.17 4000 474.44 4050 GR474.67 4092 474.72 4100 474.76 4108 470.6 4108 458.2 4132 GR456.12 4182 475.14 4182 475.14 4183 456.12 4183 455.9 4187 GR 450.9 4195 449.9 4201 451.0 4206 455.6 4222 471.90 4248 GR 472.9 4248 475.52 4248 475.60 4263 475.64 4270 475.80 4300 GR476.07 4350 480.50 4540 482.32 4605 ' UPSTREAM FACE OF BRIDGE AT FM 2499 ROAD PROFILE PER TXDOT PLANS X1 53530 43 4108 4248 105 105 105 BT 25 300 478.19 478.19 360 477.51 477.51 600 474.80 474.80 BT 950 473.65 473.65 1600 473.28 473.28 2254 473.92 473.92 2255 BT473.92 469.12 2261 473.89 469.12 2266 473.86 469.12 2267 473.86 BT473.86 2720 472.05 472.05 2905 471.31 471.31 3760 472.87 472.87 BT 4000 474.17 474.17 4050 474.44 474.44 4092 474.67 474.67 4100 BT474.72 474.72 4108 474.76 471.90 4248 475.52 471.90 4263 475.60 BT475.60 4 27 0 475.64 475.64 4300 475.80 475.80 4350 476.07 476.07 BT 4540 480.5 480.5 4605 482.32 482.32 GR478.19 300 477.51 360 474.80 600 473.65 950 473.28 1600 GR473.92 2254 473.92 2255 467.12 2255 467.12 2260 473.89 2260 GR473.89 2261 467.12 2261 467.12 2266 473.86 2266 473.86 2267 GR472.05 2720 471.31 2905 472.87 3760 474.17 4000 474.44 4050 GR474.67 4092 474.72 4100 474.76 4108 470.6 4108 458.2 4132 GR456.12 4182 475.14 4182 475.14 4183 456.12 4183 455.9 4187 GR 450.9 4195 449.9 4201 451.0 4206 455.6 4222 471.90 4248 GR 472.9 4248 475.52 4248 475.60 4263 475.64 4270 475.80 4300 GR476.07 4350 480.50 4540 482.32 4605 • 5' UPSTREAM OF BRIDGE AT FM 2499 NC 0.060 0.060 0.045 X1 53535 34 4100 4263 5 5 5 GR 482 300 480 360 478 600 476 950 475.5 1600 GR 475.5 2255 467.9 2255 467.9 2260 475.5 2260 475.5 2261 GR 467.9 2261 467.9 2266 475.5 2266 474 2720 472.6 2905 GR 473.2 3760 476.28 4000 476.43 4050 476.23 4092 472.9 4100 GR 458.2 4132 456.12 4182 456.12 4183 455.9 4187 450.9 4195 GR 449.9 4201 451 4206 455.6 4222 473.8 4263 477.20 4270 GR477.70 4300 478.34 4350 480 4540 482 4605 MILLS RUN IN RT OVERBANK NC 0.065 0.075 0.045 X1 53675 41 4025 4129 45 150 135 GR 482 0 480 250 474 770 473.4 1000 474 1050 GR 474.2 1170 474 1260 472.3 1625 472.2 1945 472 2060 GR 468 2150 467 2170 468 2190 470 2250 473.3 2465 GR 472 2745 470 2860 469.7 3190 470 3270 472 3480 GR 474 3755 474 3790 472.2 4000 472.2 4025 452.4 4064 GR 452.0 4066 450.4 4089 452.0 4100 452.4 4105 454.3 4117 GR 462.2 4129 468.92 4175 476.08 4216 476.45 4257 478.08 4314 GR479.14 4383 477.65 4470 478.50 4506 479.79 4580 481.93 4624 GR 482 4650 MILLS RUN IN RT OVERBANK NC 0.056 0.056 0.045 X1 54285 72 2425.48 2568.46 589.64 555 564.07 X3 10 GR 470 1000 469 1017.2 468 1120.18 468 1124.44 468 1142.33 GR 469 1180.49 471 1301.29 471 1368.37 470 1406.36 469 1444.34 GR 469 1749.98 470 1858.32 471 2147.94 472 2258.58 473 2315.91 GR 474 2389.13 474 2425.48 472 2429.02 471 2431.47 470 2433.34 GR 468 2437.02 466 2440.59 465 2442.38 462 2447.76 461 2449.51 GR 460 2451.22 459 2452.9 458 2454.54 456 2457.86 455 2459.47 GR 454 2461.17 453 2464.17 452 2472.97 451 2477.37 450 2485.05 GR 450 2492.62 451 2500.29 453 2503.39 454 2509.16 455 2514.57 GR 456 2519.26 457 2523.31 459 2529.66 460 2532.38 461 2534.63 GR 462 2536.84 463 2540.91 465 2547.65 466 2549.61 467 2552.45 GR 469 2558.64 470 2562.49 471 2568.46 472 2580.98 472 2583.08 GR 471 2586.95 470 2590.83 469 2594.51 467 2600.67 466 2602.17 GR 465 2602.83 465 2603.42 466 2605.4 467 2607.47 469 2612.56 GR 470 2615.2 471 2617.71 472 2620.23 472 2643.01 472 2667.6 GR 474 2697.99 475 2769.71 * MILLS RUN IN RT OVERBANK NC 0.065 0.065 0.045 X1 54660 44 2254.25 2451.32 330.93 449.77 365.15 X3 10 GR 471 1000 471 1311.25 472 1355.2 472 1407.23 471 1552.87 GR 471 1815.83 471 1861.64 470 2013.31 470 2030.33 471 2056.6 GR 472 2077.52 474 2116.02 474 2208.06 474 2254.25 474 2257.9 GR 473 2271.67 472 2280.3 471 2283.8 468 2297.87 467 2305.15 GR 466 2317.27 465 2325.56 464 2329.12 463 2331.43 462 2333.75 GR 460 2338.11 457 2343.88 455 2347.72 452 2374.02 451 2390.87 GR 450 2413.54 451 2422.49 452 2431.79 453 2441.32 456 2445.7 GR 457 2446.53 458 2447.3 459 2448.08 463 2451.32 470 2457.22 GR 471 2466.96 472 2477.29 474 2497.97 475 2506.72 MILLS RUN IN RT OVERBANK NC 0.075 0.075 0.045 X1 55230 66 4024 4113 750 430 570 GR 490 793 480 873 479.4 993 478 1103 476 1268 GR 474 1703 472 1788 472 1863 474 1873 474.8 1693 GR 474 1908 472 1918 470 1923 470 2083 472 2153 GR 473 2183 472 2203 470 2213 470 2548 472 2743 GR 474 2783 476 2803 478 2813 480 2833 480 2877 GR 480 2920 478 2947 476 2958 474 2983 472 3001 PRRECLAB.dat CAI 2008 Page 7 GR 470 3018 468 3058 470 3068 472 3087 474 3659 GR 476 3690 476.6 3740 476 3750 474 3800 472 3810 GR 470 3815 460 3840 460 3875 470 3895 472 3900 GR 474 3920 474.7 3950 472.3 4000 472.1 4010 464.5 4024 GR 455.4 4027 453.4 4029 449.4 4060 453.5 4070 455.4 4080 GR 470.7 4113 471.5 4129 475.81 4163 477.64 4250 478.04 4340 GR476.90 4435 477.74 4550 479.12 4617 479.38 4655 482.15 4729 GR480.96 4793 * MILLS RUN IN RT OVERBANK * MODIFIED BY CSM * MADE CORRECTIONS AS PER CITY COMMENTS IN LETTER OF 02 -29 -2000 * ADD ADDITIONAL WIDTH TO RIGHT OVERBANK NH 5 0.040 1300 0.055 1900 0.060 4250 0.045 4340 0.060 NH 4950 X1 55590 30 4250 4340 675 320 360 GR 501.5 1000 493 1100 487 1300 484 1500 486 1550 GR 489 1900 480 2000 475 2500 475 2600 471 3000 GR 472 3600 472 3900 473 4000 476 4240 470 4250 GR 452.4 4300 452.4 4325 472 4340 472 4383 474 4402 GR 477 4415 476.4 4445 477.8 4505 477.8 4577 479 4663 GR 479.4 4735 480.7 4775 481.4 4792 482 4810 502 4950 * MILLS RUN IN RT OVERBANK ' XSEC BY CSM FROM CITY TOPO NH 6 0.060 1290 0.060 2150 0.060 3000 0.045 3170 0.075 NH 3240 0.060 3700 X1 55785 40 3000 3170 500 180 200 GR 486 500 484 690 482 720 480.2 1060 480 1240 GR 478 1290 476 2010 474 2090 470 2110 468 2130 GR 470 2140 472 2150 474 2230 476 2260 476 2340 GR 474 2430 476 2580 476 2660 476 2770 472 2970 GR 470 3000 468 3040 460 3060 454 3070 453 3090 GR 454 3110 460 3130 464 3150 466 3170 468.4 3172 GR 470.4 3220 476 3240 478 3342 478.8 3420 479.3 3480 GR 482.8 3565 487.9 3645 488 3650 490 3660 496 3700 ' MILLS RUN IN RT OVERBANK * MODIFIED BY CSM * CHANGE ELEVATION AT 3150 FROM 475.6 TO 474.6 * CHANGE REACHES TO NEW XSEC 55785 NH 5 .060 2255 .075 3025 .045 3110 .075 3160 .060 NH 3612 X1 56110 46 3025 3110 450 270 320 GR 482 980 480 1135 470.5 1215 478 1285 478 1330 GR 480 1360 482 1370 483.3 1410 482 1450 480 1530 GR 478 1580 476 1590 475.9 1675 474 1760 472 1885 GR 472 2130 470 2150 470 2165 472 2170 472 2200 GR 470 2210 470 2255 472 2280 474 2350 476 2380 GR 476 2510 474 2540 474 2575 474.3 2670 474.6 2890 GR 474 2980 471.0 3000 470.8 3025 457.6 3050 451.4 3057 GR 441.4 3067 451.5 3079 457.6 3085 471.0 3110 474.32 3160 GR475.31 3213 475.64 3286 477.66 3365 478.02 3425 479.08 3502 GR485.54 3612 NH 4 .060 1810 .075 3020 .045 3121 .075 3250 X1 56845 38 3020 3121 400 700 735 GR 484 750 482 800 480 935 476 970 476 1020 GR 476 1130 476.5 1280 476 1340 474 1370 472.5 1485 GR 472 1675 472 1710 474 1750 476 1810 476 1835 GR 474 1940 473.3 2090 473.1 2370 472 2590 472 2620 GR 472.8 2790 474 2830 476 2950 475.9 3000 475.7 3020 GR 466.3 3053 458.0 3062 453.5 3068 450.5 3078 453.6 3090 GR 458.0 3101 466.4 3121 472.9 3150 474 3200 476 3210 GR 478 3220 480 3225 490 3250 NH 4 0.060 1490 0.075 3025 0.045 3155 0.075 3300 X1 57270 32 3025 3155 650 360 425 GR 486 735 484 760 482 780 480 820 478 860 GR 476 930 474.7 1160 474 1490 472 1610 472 1640 GR 474 1660 474 1750 472.2 1900 474 2370 474 2600 GR 472 2780 472 2805 474 2830 474 2980 472 3000 GR 472.2 3025 457.2 3049 451.2 3053 448.2 3076 451.1 3092 GR 457.2 3101 475.9 3155 475.4 3200 476 3220 478 3245 GR 480 3255 490 3300 NC .075 .075 .045 X1 57750 45 3020 3143 850 500 480 GR 486 130 484 160 482 200 480 245 478 280 GR 476 320 474 350 472 370 472 485 470 500 GR 468 535 468 715 470 790 472 820 474 845 GR 474 880 472 895 470 910 468 935 466 1055 GR 464 1070 462 1480 460 1815 460 1855 462 2015 GR 464 2025 470 2040 472 2055 474 2080 474.8 2730 GR 476 2890 476 2945 475.3 3000 475.3 3020 464.6 3041 GR 457.6 3061 453.7 3068 452.3 3079 453.7 3098 4 57. 6 3103 GR 474.3 3143 474.8 3200 476 3315 480 3325 490 3375 X1 58890 45 3009 3120 590 1190 1140 GR 486 620 484 665 482 700 480 740 478 770 GR 476 805 474 890 472 910 470 970 470 1220 GR 472 1250 472 1300 468 1360 466 1440 464 1490 GR 464 1890 462 2235 462 2370 464 2400 466 2450 PRRECLAB.dat CAI 2008 Page 8 GR 466 2490 464 2515 470 2600 476 2620 476 2800 GR 477.9 2925 477.2 3000 477,2 3009 465.1 3036 462.7 3052 GR 456.9 3063 453.9 3071 453.2 3085 453.8 3101 456.9 3106 GR 471.7 3120 473.8 3150 474 3225 472.3 3330 474 3435 GR 476 3470 478 3490 480 3525 482 3555 490 3575 X1 59355 49 2950 3120 490 360 465 GR 486 780 484 815 482 840 480 850 478 960 GR 476 1070 474 1080 472 1100 470 1110 468 1285 GR 466 1315 464 1335 464 1635 466 1925 466 1940 GR 464 1960 464 2195 462 2320 462 2680 464 2705 GR 466 2710 468 2715 470 2725 472 2745 474 2760 GR 476 2780 478 2795 480 2815 482 2845 483.5 2905 GR 482 2950 480 2975 478 2960 476 2985 473.7 3000 GR 473.1 3012 468.4 3022 457.3 3048 454.5 3059 453.6 3069 GR 454.4 3083 457.3 3089 470.7 3120 470.8 3150 476 3160 GR 476 3390 478 3600 480 3620 490 3675 X1 59915 46 1970 2121 210 530 560 GR 490 C 480 40 478 100 476 255 474 275 GR 472 310 470 400 468 445 466 505 464 510 GR 464 670 466 690 468 700 470 740 470 770 GR 468 810 466 840 464 1045 462 1430 462 1685 GR 468 1710 470 1730 472 1765 474 1805 476 1820 GR 478 1850 478 1970 476.8 2000 471.8 2021 457.6 2046 GR 454.6 2053 453.4 2066 454.5 2079 457.6 2085 473.6 2121 GR 474.2 2150 470 2480 470 2530 472 2600 474 2740 GR 476 2805 478 2845 480 2860 482 2890 484 2905 GR 486 2915 X1 60560 46 2000 2129 660 440 645 GR 490 430 480 470 478 480 478 555 479.1 590 GR 478 620 476 630 474 670 472 710 470 805 GR 468 650 466 1050 464 1055 464 1110 466 1170 GR 468 1245 468 1300 466 1320 464 1370 462.7 1510 GR 464 1650 466 1705 468 1750 470 1755 472 1780 GR 474 1795 476 1810 478 1850 481.5 2000 479.5 2023 GR 471.3 2043 457.5 2062 456.6 2078 457.4 2098 470.1 2129 GR 471.9 2150 470 2480 470 2530 472 2630 474 2740 GR 476 2810 478 2850 480 2860 482 2890 484 2905 GR 486 2920 X1 60840 50 1840 2158 40 220 280 GR 490 205 480 240 478 330 478 390 476 400 GR 474 440 472 475 470 565 468 600 468 785 GR 468.4 805 468 820 464 835 464 890 466 945 GR 468 1020 466 1060 464 1105 464 1405 466 1460 GR 468 1520 470 1530 472 1555 474 1560 476 1570 GR 478 1680 478.6 1840 478 1900 476 1940 473.9 2000 GR 467,4 2045 458.2 2061 457,1 2080 458.7 2099 468.5 2115 GR 470.9 2133 476.8 2158 477.1 2200 470 2270 470 2340 GR 472 2350 474 2370 474 2400 472 2490 472 2665 GR 474 2675 476 2690 478 2695 480 2705 490 2730 EJ T1 PROPOSED ASBUILT CONDITION AUGUST 2004 T2 50 -YR (FEMA HYDROLOGY) WITH NO ENCROACHMENTS T3 DENTON CREEK FOR RIVERWALK (PRRECLAB.DAT) * NATHAN D MAIER CONSULTING ENGINEERS DALLAS, TEXAS J1 3 463.87 * Starting WSE rating curve derived from FIS Flood Profile * At Section 36970 in Effective FIS Study J2 2 -1 T1 PROPOSED ASBUILT CONDITION AUGUST 2004 T2 100 -YR (FEMA HYDROLOGY) WITH NO ENCROACHMENTS T3 DENTON CREEK FOR RIVERWALK (PRRECLAB.DAT) * NATHAN D MAIER CONSULTING ENGINEERS DALLAS, TEXAS J1 4 464.59 * Starting WSE rating curve derived from FIS Flood Profile * At Section 36970 in Effective FIS Study J2 3 -1 T1 PROPOSED ASBUILT CONDITION AUGUST 2004 T2 500 -YR (FEMA HYDROLOGY) WITH NO ENCROACHMENTS T3 DENTON CREEK FOR RIVERWALK (PRRECLAS.DAT) * NATHAN D MAIER CONSULTING ENGINEERS DALLAS, TEXAS J1 5 468.60 * Starting WSE rating curve derived from FIS Flood Profile * At Section 36970 in Effective FIS Study J2 3 -1 J2 15 -1 ER DENTON CREEK FOR R SUMMARY PRINTOUT TABLE 150 PRRECLAB.dat CAI 2008 Page 9 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 36970.000 10000.00 461.85 .00 .00 .00 275.18 .00 36970.000 13800.00 463.87 2.02 .00 .00 1025.82 .00 36970.000 15600.00 464.59 .72 .00 .00 1239.56 .00 36970.000 36200.00 468.60 4.01 .00 ,00 1460.00 .00 * 37600.000 10000.00 462.83 .00 .98 .00 1072.18 630.00 * 37600.000 13800.00 464.61 1.76 .74 .00 1169.20 630.00 * 37600.000 15600.00 465.24 .62 .65 .00 1178.54 630.00 * 37600.000 36200.00 469.11 3.87 .51 .00 1402.80 630.00 37800.000 10000.00 462.90 .00 .07 .00 851.18 200.00 37800.000 13800.00 464.65 1.75 .04 .00 1021.30 200.00 37800.000 15600.00 465.27 .62 .03 .00 1036.77 200.00 37800.000 36200.00 469.13 3.86 .02 .00 1245.89 200.00 37990.000 10000.00 462.94 .00 .04 .00 687.44 190.00 37990.000 13800.00 464.69 1.75 .04 .00 855.23 190.00 37990.000 15600.00 465.31 .62 .04 .00 904,74 190.00 37990.000 36200.00 469.19 3.88 .06 .00 1193.77 190.00 38050.000 10000.00 463.01 .00 .07 .00 743.14 60.00 38050.000 13800.00 464.76 1.75 .07 .00 885.73 60.00 38050.000 15600.00 465.38 .62 .07 .00 935.22 60.00 38050.000 36200.00 469.28 3.90 .09 .00 1220.59 60.00 38200.000 10000.00 463.04 .00 .03 .00 845.52 150.00 38200.000 13800.00 464.80 1.76 .04 .00 987.29 150.00 38200.000 15600.00 465.43 .62 .05 .00 1004.35 150.00 38200.000 36200.00 469.39 3.97 .11 .00 1267,86 150.00 38550.000 10000.00 463.21 .00 .17 .00 798.46 350.00 38550.000 13800.00 464.96 1.75 .16 .00 863.56 350.00 38550.000 15600.00 465.58 .62 .15 .00 885.29 350.00 38550.000 36200.00 469.59 4.01 .19 .00 1264.23 350.00 39290.000 10000.00 463.58 .00 .37 ,00 615.46 740.00 39290.000 13800.00 465.28 1.70 .32 1.70 704.00 740.00 39290.000 15600.00 465.90 .62 .32 2.32 704.00 740.00 39290.000 36200.00 470.00 4.10 .42 6.42 704.00 740.00 * 39440.000 10000.00 463.40 .00 -.18 .00 256.11 150.00 * 39440.000 13800.00 464.98 1.58 -.30 1.58 410.47 150.00 • 39440.000 15600.00 465.57 ,59 -.33 2.17 441.96 150.00 • 39440.000 36200.00 469.48 3.91 -.52 6.08 593.00 150.00 1 11JANO8 13:46:06 PAGE 95 SECNO Q CWSEL DIFWSP DIFWSX ' 39490.000 10000.00 464.23 .00 .83 ' 39490.000 13800.00 466.07 1.84 1.09 * 39490.000 15600.00 466.74 .67 1.16 * 39490.000 36200.00 471.18 4.45 1.70 39540.000 9900.00 464.07 .00 -.16 39540.000 13700.00 465.94 1.87 -.13 39540.000 15400.00 466.63 .69 -.11 39540.000 36200.00 471.24 4.61 .05 39940.000 9900.00 464.70 .00 .63 39940.000 13700.00 466.54 1.84 .60 39940.000 15400.00 467.21 .67 .58 39940.000 36200.00 471.86 4.64 .62 40650.000 6600.00 465.79 .00 1.09 40650.000 9100.00 467.63 1.84 1.09 40650.000 10200.00 468.28 .65 1.07 40650.000 36200.00 473.09 4.81 1.24 ' 41385.000 6600.00 466.12 .00 .33 * 41385.000 9100.00 467.93 1.81 .30 • 41385.000 10200.00 468.56 .64 .28 * 41385.000 36200.00 473.68 5.12 .59 * 42120.000 6600.00 466.04 .00 -.07 * 42120.000 9100.00 467.82 1.77 -.11 ' 42120.000 10200.00 468.44 .62 -.12 * 42120.000 36200.00 472.98 4.54 -.71 • 42885.000 6600.00 466.25 .00 .21 42885.000 9100.00 468.11 1.86 .29 42885.000 10200.00 468.77 .66 .33 42885.000 36200.00 474.91 6.14 1.93 ' 44325.000 6600.00 466.81 .00 .56 * 44325.000 9100.00 468.69 1.87 .57 * 44325.000 10200.00 469.35 .67 .58 * 44325.000 36200.00 476.01 6.65 1.10 * 45795.000 6600.00 467.18 .00 .36 PRRECLAB.dat DIFKWS TOPWID .00 350.07 1.64 390.04 2.51 404.55 6.96 482.32 .00 468.47 1.87 568.40 2.56 605.26 7.17 700.00 .00 498.38 1.84 609.64 2.51 617,49 7,16 798.11 .00 582.72 1.84 789.62 2.49 829.69 7.31 1035.41 .00 570.88 1.81 584.44 2.45 589.22 7.57 671.22 .00 231.00 1.77 270.90 2.40 283.79 6.93 721.20 .00 341.91 1.86 473.38 2.52 493.24 8.66 1054.85 .00 320.52 1.87 498.01 2.54 666.44 9.19 1543.13 .00 305.07 CAI 2008 XLCH 50.00 50.00 50.00 50.00 50.00 50.00 50.00 50.00 400.00 400.00 400.00 400.00 700.00 700.00 700.00 700.00 735.00 735.00 735.00 735.00 735.00 735.00 735.00 735.00 765.00 765.00 765.00 765.00 1470.00 1470.00 1470.00 1470.00 1470.00 Page 10 * 45795.000 Q 9100.00 DIFWSP 469.06 1.89 .38 1.89 517.54 5300.00 1470.00 ' 45795.000 .45 10200.00 1163.32 469.74 .67 .39 2.56 560.31 1.80 1470.00 45795.000 1489.58 36200.00 735.00 476.60 6.86 .59 9.42 3324.06 2.45 1470.00 47265.000 735.00 6600.00 36200.00 467.93 .00 .76 .00 675.18 469.69 1470.00 47265.000 5300.00 9100.00 .00 469.78 1.84 .71 1.84 1010.52 48680.000 1470.00 47265.000 1.75 10200.00 1.75 470.44 .66 .70 2.51 1132.58 471.07 1470.00 47265.000 2.40 36200.00 9.38 477.01 6.57 .41 9.08 1876.10 .24 1470.00 E 11JAN08 13:46:06 PAGE 96 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 48000.000 5300.00 468.38 .00 .45 .00 1163.32 370.89 735.00 48000.000 8000.00 470.18 1.80 .40 1.80 1489.58 * 52415.000 735.00 48000.000 9800.00 470.83 .64 .38 2.45 1551.53 36200.00 735.00 48000.000 36200.00 477.40 6.57 .39 9.02 1786.54 469.69 735.00 48680.000 5300.00 468.67 .00 .29 .00 1237.03 1.81 680.00 48680.000 8000.00 470.42 1.75 .23 1.75 1294.20 .54 680.00 48680.000 9800.00 471.07 .66 .25 2.40 1318.14 9.38 680.00 48680.000 36200.00 477.64 6.57 .24 8.97 1751.09 1475.94 680.00 49030.000 5300.00 468.80 .00 .13 .00 943.75 5.00 350.00 49030.000 8000.00 470.52 1.72 .10 1.72 1400.38 52755.000 350.00 49030.000 9800.00 471.18 .66 .11 2.39 1551.19 4000.00 350.00 49030.000 36200.00 477.80 6.62 .16 9.01 2476.87 471.50 350.00 49290.000 5300.00 468.90 .00 .11 .00 680.07 .87 260.00 49290.000 8000.00 470.60 1.70 .08 1.70 1013.45 .01 260.00 49290.000 9800.00 471.27 .66 .08 2.36 1018.47 .00 260.00 49290.000 36200.00 477.82 6.55 .01 8.91 1344.24 1595.08 260.00 49905.000 5300.00 469.08 .00 .18 .00 836.78 5.00 615.00 49905.000 8000.00 470.79 1.71 .19 1.71 1172.34 PRRECLAB.dat 615.00 49905.000 9800.00 471.47 .68 .21 2.39 1262.08 615.00 49905.000 36200.00 478.10 6.63 .29 9.02 1587.20 615.00 50475.000 5300.00 469.17 .00 .09 .00 107.48 570.00 50475.000 8000.00 470.88 1.71 .09 1.71 981.56 570.00 50475.000 9800.00 471.56 .69 .09 2.39 985.28 570.00 50475.000 36200.00 478.21 6.65 .11 9.04 1169.80 570.00 * 50920.000 5300.00 469.31 .00 .14 .00 225.45 533.09 * 50920.000 8000.00 471.03 1.72 .15 1.72 894.72 533.09 * 50920.000 9800.00 471.74 .71 .18 2.44 897.51 533.09 50920.000 36200.00 478.46 6.72 .25 9.16 1089.34 533.09 * 51460.000 4000.00 469.37 .00 .06 .00 243.04 179.91 51460.000 7000.00 471.12 1.75 .09 1.75 848.39 179.91 51460.000 9400.00 471.83 .71 .09 2.46 854.23 179.91 51460.000 36200.00 478.68 6.85 .22 9.31 2215.32 179.91 ' 51680.000 4000.00 469.43 .00 .06 .00 195.66 324.21 * 51680.000 7000.00 471.22 1.80 .10 1.80 1061.34 324.21 * 51680.000 9400.00 471.96 .74 .13 2.54 1082.85 324.21 51680.000 36200.00 478.84 6.88 .16 9.42 2282.45 324.21 * 52030.000 4000.00 469.47 .00 .04 .00 131.23 334.57 52030.000 7000.00 471.31 1.84 .08 1.84 1170.05 334.57 52030.000 9400.00 472x08 .77 .11 2.61 1247.04 334.57 52030.000 36200.00 478.99 6.91 .14 9.52 2394.68 334.57 1 11JAN08 13:46:06 PAGE 97 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 52415.000 4000.00 469.55 .00 .08 .00 102.95 370.89 * 52415.000 7000.00 471.17 1.61 -.14 1.61 126.70 370.89 * 52415.000 9400.00 471.83 .67 -.24 2.28 153.17 370.89 52415.000 36200.00 479.05 7.21 .06 9.50 2422.69 370.89 " 52750.000 4000.00 469.69 .00 .14 .00 1475.80 335.00 * 52750.000 7000.00 471.50 1.81 .33 1.81 1603.36 335.00 * 52750.000 9400.00 472.37 .87 .54 2.68 1614.24 335.00 52750.000 36200.00 479.07 6.70 .02 9.38 2794.73 335.00 52755.000 4000.00 469.69 .00 .00 .00 1475.94 5.00 52755.000 7000.00 471.50 1.81 .00 1.81 1603.39 5.00 52755.000 9400.00 472.37 .87 .00 2.68 1614.27 5.00 52755.000 36200.00 479.07 6.70 .00 9.38 2792.30 5.00 52770.000 4000.00 469.69 .00 .00 .00 1568.76 15.00 " 52770.000 7000.00 471.50 1.81 .00 1.81 1595.04 15.00 52770.000 9400.00 472.38 .87 .00 2.68 1605.59 15.00 52770.000 36200.00 479.08 6.71 .01 9.39 2531.36 15.00 52775.000 4000.00 469.69 .00 .00 .00 1568.81 5.00 52775.000 7000.00 471.50 1.81 .00 1.81 1595.08 5.00 52775.000 9400.00 472.38 .87 .00 2.68 1605.62 5.00 52775.000 36200.00 479.08 6.71 .00 9.39 2531.40 5.00 PRRECLAB.dat CAI 2008 Page 11 * 53045.000 4000.00 469.61 .00 -.08 .00 125.35 264.44 ' 53045.000 7000.00 471.32 1.71 -.18 1.71 184.24 264.44 53045.000 9400.00 472.39 1.06 .01 2.77 1726.73 264.44 53045.000 36200.00 479.11 6.72 .03 9.50 2611.52 264.44 53160.000 4000.00 469.65 .00 .03 .00 107.82 115.44 * 53160.000 7000.00 471.64 2.00 .32 2.00 1489.18 115.44 * 53160.000 9400.00 472.38 .74 -.01 2.74 1593.22 115.44 53160.000 36200.00 479.11 6.73 .00 9.46 2861.53 115.44 53275.000 4000.00 469.72 .00 .07 .00 237.40 115.33 * 53275.000 7000.00 471.57 1.85 -.07 1.85 1502.89 115.33 ' 53275.000 9400.00 472.30 .73 -.08 2.58 1626.11 115.33 53275.000 36200.00 479.09 6.79 -.02 9.37 2646.14 115.33 53420.000 4000.00 469.78 .00 .06 .00 147.12 145.00 53420.000 7000.00 471.62 1.83 .05 1.83 1036.36 145.00 53420.000 9400.00 472.35 .73 .05 2.57 1964.85 145.00 53420.000 36200.00 479.16 6.81 .07 9.38 3003.21 145.00 53425.000 4000.00 469.78 .00 -.01 .00 144.04 5.00 53425.000 7000.00 471.57 1.79 -.05 1.79 354.37 5.00 * 53425.000 9400.00 472.27 .71 -.08 2.50 917.72 5.00 * 53425.000 36200.00 479.20 6.93 .04 9.43 4184.43 5.00 1 11JANO8 13:46:06 PAGE 98 SECNO 0 CWSEL DIFWSP DIFWSX DIFWSS TOPWID XLCH 53530.000 4000.00 469.81 .00 .03 .00 144.11 105.00 53530.000 7000.00 471.63 1.83 .07 1.83 400.96 105.00 53530.000 9400.00 472.50 .87 .23 2.70 1101.84 105.00 53530.000 36200.00 479.21 6.71 .00 9.40 4185.01 105.00 53535.000 4000.00 469.82 .00 .01 .00 157.30 5.00 53535.000 7000.00 471.67 1.85 .03 1.85 165.50 5.00 ` 53535.000 9400.00 472.47 .81 -.03 2.65 169.O8 5.00 ' 53535.000 36200.00 479.12 6.65 -.08 9.30 3974.59 5.00 53675.000 4000.00 469.83 .00 .01 .00 471.12 135.00 53675.000 7000.00 471.75 1.92 .09 1.92 1140.18 135.00 53675.000 9400.00 472.68 .93 .21 2.85 2110.99 135.00 * 53675.000 36200.00 479.26 6.58 .13 9.42 4235.25 135.00 54285.000 4000.00 469.97 .00 .13 .00 128.94 564.07 54285.000 7000.00 471.93 1.96 .18 1.96 187.63 564.07 54285.000 9400.00 472.85 .92 .17 2.89 253.05 564.07 54285.000 36200.00 479.35 6.49 .09 9.38 1769.71 564.07 ' 54660.000 4000.00 470.08 .00 .11 .00 169.85 365.15 * 54660.000 7000.00 472.15 2.07 .21 2.07 199.75 365.15 ` 54660.000 9400.00 473.17 1.03 .32 3.09 220.10 365.15 54660.000 36200.00 479.39 6.21 .04 9.31 1506.72 365.15 * 55230.000 4000.00 470.14 .00 .06 .00 745.70 570.00 55230.000 7000.00 472.29 2.16 .15 2.16 1288.21 570.00 55230.000 9400.00 473.43 1.14 .26 3.30 1792.65 570.00 55230.000 36200.00 479.72 6.28 .33 9.58 3640.35 570.00 * 55590.000 4000.00 470.18 .00 .04 .00 88.90 360.00 * 55590.000 7000.00 472.29 2.11 .00 2.11 1197.50 360.00 ' 55590.000 9400.00 473.52 1.23 .08 3.34 1446.14 360.00 55590.000 36200.00 479.89 6.37 .17 9.71 2738.97 360.00 * 55785.000 4000.00 470.42 .00 .25 .00 260.61 200.00 " 55785.000 7000.00 472.72 2.30 .43 2.30 376.48 200.00 55785.000 9400.00 473.80 1.08 .29 3.38 483.27 200.00 55785.000 36200.00 479.93 6.13 .05 9.51 2253.80 200.00 56110.000 4000.00 470.47 .00 .05 .00 157.64 320.00 * 56110.000 7000.00 472.77 2.29 .05 2.29 618.39 320.00 56110.000 9400.00 473.91 1.14 .11 3.43 754.37 320.00 56110.000 36200.00 480.34 6.43 .40 9.86 2259.96 320.00 56845.000 4000.00 470.92 .00 .45 .00 104.38 735.00 56845.000 7000.00 473.43 2.51 .66 2.51 1220.66 735.00 56845.000 9400.00 474.68 1.24 .77 3.76 1556.73 735.00 56845.000 36200.00 480.74 6.07 .41 9.83 2342.14 735.00 1 11JANO8 13:46:06 PAGE 99 SECNO O CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH * 57270.000 4000.00 471.25 .00 .33 .00 114.99 425.00 * 57270.000 7000.00 473.91 2.66 .47 2.66 1139.68 425.00 * 57270.000 9400.00 475.07 1.17 .40 3.83 2058.53 425.00 57270.000 36200.00 481.00 5.93 .25 9.75 2459.50 425.00 " 57750.000 4000.00 471.39 .00 .14 .00 1580.32 480.00 * 57750.000 7000.00 474.14 2.76 .24 2.76 1969.22 480.00 PRRECLAB.dat CAI 2008 Page 12 ' 57750.000 9400.00 475.31 1.17 .24 3.93 2718.55 480.00 " 57750.000 36200.00 481.22 5.90 .22 9.83 3113.44 480.00 58890.000 4000.00 471.40 .00 .01 .00 1706.23 1140.00 58890.000 7000.00 474.16 2.76 .01 2.76 2152.41 1140.00 58890.000 9400.00 475.33 1.17 .02. 3.93 2229.32 1140.00 58890.000 36200.00 481.26 5.93 .04 9.86 2829.05 1140.00 59355.000 4000.00 471.41 .00 .01 .00 1771.62 465.00 59355.000 7000.00 474.17 2.76 .01 2.76 1841.96 465.00 59355.000 9400.00 475.34 1.18 .01 3.94 1869.51 465.00 59355.000 36200.00 481.29 5.95 .04 9.89 2658.96 465.00 59915.000 4000.00 471.41 .00 .00 .00 1723.29 560.00 59915.000 7000.00 474.17 2.76 .00 2.76 2264.42 560.00 59915.000 9400.00 475.35 1.18 .01 3.94 2331.49 560.00 59915.000 36200.00 481.31 5.97 .02 9.90 2845.08 560.00 60560.000 4000.00 471.43 .00 .02 .00 1504.60 645.00 * 60560.000 7000.00 474.19 2.76 .02 2.76 1840.38 645.00 " 60560.000 9400.00 475.37 1.18 .02 3.94 1916.94 645.00 60560.000 36200.00 481.37 6.00 .05 9.94 2408.36 645.00 60840.000 4000.00 471.44 .00 .01 .00 1257.04 280.00 60840.000 7000.00 474.19 2.76 .01 2.76 1728.05 280.00 60840.000 9400.00 475.37 1.18 .01 3.94 1816.77 280.00 60840.000 36200.00 481.38 6.01 .02 9.95 2473.32 280.00 R 11JAN08 13:46:06 PAGE 100 PRRECLAB.dat CAI 2008 Page 13 / 40197. 40000. / 39814. 39685. f 39566 39289. X39364. f 3 39502. 9064. 38890. 38550 HEC -RAS Plan: Pre -Prof BR River. Denton Cr Reach: SH 121 Reach River S1a Profit o Tow Min CA El W.S. EW Cit W.S. E.G. Elev E.G. Slope Val Chnl Flow Area Top WiAM Fronds • Chi c a A ) AM) AN p A (A) SM 121 40650 PF 1 FIS10Yr 6600.00 440.00 466.06 466.29 0.000537 3.97 2062.41 620.40 0.20 SH 121 4OS50 PF 2 F&SOYr 9100.00 440.00 468.46 468.62 0.000376 3.66 3864.09 836.27 0.17 SH 121 40650 1Yr PF 3 FIS0O 10200.00 440.00 469.21 469.36 0.000344 3.61 4503.06 864.45 0.16 SH 121 40850 PF 4 FIS -WYr 36200.00 440.00 475.52 475.78 0.000531 5.53 10798.89 1131.04 0.21 SH 121 40197. PF 1 FIS10Yr 6600.00 444A9 465.46 454.18 465.98 0.000743 5.78 1144.42 99.34 026 SH 121 40197. PF 2 FIS -SOYr 9100.00 444.49 467.67 456.12 468.33 0.000845 6.68 1850." 429.97 0.28 SH 121 40197. PF 3 FIS100Yr 10200.00 "4.48 468.38 456.89 469.07 0.000873 6.95 2168.15 468.92 028 SH 121 40197. PF 4 FISSOOYr 36200.00 44.49 471.86 471.86 474.99 0.003803 16.48 4359.09 823.10 0.62 SH 121 40000. PF 1 FIS10Yr 9900.00 444.19 464.15 458.66 465.60 0.002703 9.69 1029.11 101.57 0.49 SH 121 40000. PF 2 F&SOYr 13700.00 444.19 465.69 460.85 467.83 0.003566 11.79 1215.13 318.72 0.57 SH 121 40000. PF 3 FIS100Yr 15400.00 4.19 44 466.30 461,78 468.55 0.003697 12.27 1573.23 415.65 0.59 SH 121 40000. PF 4 FISSOOVr 36200900---0 444.19 471.08 470.74 473.69 0.003973 15.31 4613.20 750.99 0.64 SH 121 39814. PF 1 FIS10Yr 99004".02 464.64 453.39 465.10 0.000603 5.50 2050.31 337.61 025 SH 121 39614. PF 2 FIS50Yr 13700444.02 466.56 455.40 467.11 0.000673 6.25 2771.18 403.67 027 SH 121 39814. PF 3 FIS100Yr 154004".02 467.21 456.21 467.80 0.000705 6.56 3040.18 419.13 0.28 SH 121 39844. PF 4 FISSOOYr 444.02 471. 88 488.34 472.87 0.001058 9.40 5919.52 708.80 0 121 39750. Bridge SH 121 39685. PF 1 FIS- 9900.00 "3.72 464.52 454.05 464.97 0.000618 5.60 2158.77 352.33 SH 121 39685. PF 2 FIYr 13700.00 "3.72 466." 456.17 466.95 0.000850 .72 2893.59 489.39 SH 121 39685. PF 3 FIS -100Yr 15400.00 "3.72 467.09 457.00 467.63 0.000670 6.47 3314.77 498.16 SH 121 V39586. 39685. PF 4 FIS -WOYr 36200.00 "3.72 471.60 466.49 472.56 0.001050 9.43 5914.94 629.06 0.35 SH 121 39626. SH 121 38586. PF t FIS10Yr 9900.00 "3.45 463.90 464.71 0.001078 7.34 1562.83 446.34 0.33 SH 121 39566. PF 2 FIS -SOYr 13700.00 "3.45 465.90 466.72 0.001047 7.85 2517.12 488.81 0.33 SH 121 PF 3 M -100Yr 15400.00 "3.45 466.58 467AO 0.001041 8.03 2851." 494.26 0.33 S 1 121 39566. PF 4 FYr IS500 36200.00 "3.45 471.00 47222 0.001455 10.97 5375.46 623.81 0.41 SH 121 39502. PF 1 FIS10Yr 8900.00 "3.45 163.83 454.88 484.64 0.001100 7.33 1526.43 259.96 0.33 SH 121 39502. PF 2 P1S�SOYr 13700.00 "3.45 465.60 457.18 466.60 0.001247 8.40 2211.39 478.69 0.36 SH 121 38502. PF 3 Fr-100Y, 15400.00 "3.45 466.26 458.11 467.27 0.001257 8.65 2531.14 490.70 0.36 SH 121 39502. PF 4 FIS -500Yr 36200.00 "3.45 470.67 468.17 472.06 0.001677 11.69 6070.01 626.65 0." SH 121 39471. Bridge SH 121 39139, PF 1 FIS -10Yr 9900.00 "3A5 463.42 455.30 464AI 0.001453 6.05 1341.28 231.59 0.37 SH 121 39439. PF 2 F4S -50Yr 13700.00 "3.45 465.01 457.69 466.33 0.001764 9.51 1844.45 451 AO 0.42 SH 121 39439. PF 3 FIS-100Yr 15400.00 "3.45 455.59 468.85 466.97 0.001830 9.92 2114.78 476.52 0.43 SH 121 39439. PF 4 FIS50OYr 36200.00 "3.45 469.72 468.48 471.59 0.002424 13.24 "22.74 606.12 0.51 SH 121 39364. Brklge SH 121 39289. PF 1 FlS10Yr 99.00 "3.14 463.29 463.88 0.000666 6.19 1791.38 436.41 0.30 121 39289. PF 2 fIS -60Yr _ 13700.00 "3.14 465.01 465.67 0.0926 00 6.87 2668.76 53523 0.31 SH 121 39289. PF 3 FIS100Yr 15400.00 "3.14 465.63 466.30 0.000938 7.10 3001.67 546.56 0.32 SH 121 39289. PF 4 FIS -500Yr _ 36200.00 " 3.14 469.63 470.72 0.001382 10.04 84 53.58 778.40 OAO SH 121 39064. PF 1 FI6 -10Yr 9800.00 "3.16 463.42 450.31 463.58 0.000214 3.27 3528.18 636.34 0.15 SH 121 39064. PF 2 F1S -50Yr 13700.00 "3.18 485.13 451.78 165.35 0.000272 3.84 4854.23 686.56 0.17 SH 121 39064. PF 3 FIS100Yr 15400.00 "3.16 485.74 452.40 465.98 0.000291 4.05 5415.33 943.61 0.18 SH 121 38064. PF 4 FIS500Yr 36200.00 "3.16 469.78 458.21 470.23 0.000518 6.30 1008221 12 ".22 0.25 SH 121 38890. PF 1 FIS -10Yr 9900.00 "3.03 463.32 453.39 463.52 0.000452 4.26 3901.83 895.13 0.21 SH 121 13NN. PF 2 FIS50Yr 13700.00 "3.03 465.03 455.51 46528 0.000491 4.80 5310.89 904.14 023 SH 121 38890. PF 3 FIS100Yr 15400,00 44 3.03 465.65 456.33 485.81 0.000500 4.89 5883.13 958.66 0.23 SH 121 38890. PF 4 FIS -500Yr 36200.00 "3.03 469.68 462.14 470.12 0.000735 7.12 10392.12 1160.63 0.29 SH 121 38550 PF 1 F 9900.00 "1.20 463.21 455.04 463.34 0.000485 3.66 3924.28 796.40 0.18 SH 121 38550 PF 2 HSSOYr 13700.00 441.20 464.96 456.79 465.091 0.000438 3.48 5380.42 863.60 0.18 SH 121 38550 PF 3 FIS10OYr 15400.00 "120 465.58 458.03 a5.711 0.000432 3.51 5922.57 885.30 0.17 SH 121 38550 PF _ 4 FIS -600Yr 36200.00 "1.20 469.59 462.68 469.84 00 0.0583 4.87 10635.85 1264.63 0.21 }O O _O � d � a a O 3 3 d LL LL LL LL � d J LL LL 0 o N Q N N a LO N g N O U O a N CL 'L6lOb C O m O m N 000017 � O m C m U C m A m D v�9se m oscs£ c � N � = 9996£ 9Z96£ c Z U °o c 996E o o = m UP6£ E £b6£ £6£ a� p "' 8Z6E c Q 06£ 0' w U- 699£ 0 (1j) Uaienel� d � a a O 3 3 3 3 RS= 39750. Upstream ( Bridge) _ 490 - Legend Ground • Bank Sta 480 470 r c 0 a w 460 450 0 200 400 600 800 1000 1200 1400 1600 RS= 39750. Downstream (Bri - 490-r — - - ---t 480 470 C O N W 460 450 -- 440 0 200 400 600 800 1000 1200 1400 1600 Station (ft) RS= 39626. Upstream (Bridge) 490 Legend Ground Bank Sta 480 470 c 0 a� W 460 450 0 200 400 600 800 1000 1200 1400 RS =39626. Downstream (Bridge) 490 - - -- 480 470 - c 0 > a) w 460 450 440 0 200 400 600 800 1000 1200 1400 Station (fl) RS= 39471. Upstream (Bridge) 490 Legend Ground - Bank Sta 480 470 x C O A O LL1 460 450 - 44C } 7—T 0 200 400 600 800 1000 1200 1400 1600 RS= 39471. Downstream (Bridge) 490 480 470 c 0 d w 460 450 440 —� -- - 0 200 400 600 800 1000 1200 1400 1600 Station (ft) RS= 39364. Upstream (Bridge) 490 Legend Ground Bank St. 480 470 c 0 ca CD w 460 450 440 0 200 400 600 800 1000 1200 1400 1600 1800 RS= 39364. Downstream ( Bridge) 490 480 470 i C O 6 _N W 460 450 440 0 200 400 600 800 1000 1200 1400 1600 1800 Station (ft) HEC -RAS Plan: PostProlect River: Denton Cr Reach: SH 121 Reach River Sts Profile O Total Min (fr El W.S. Elsv Gil W.S. E.G. Elev E.G. Slope Val Chnl Flm Ame Top WdBf Fronde 0 CM (t) ( ( (ft (8h (sq tt ) 8 SH 121 14W50 PF 1 FIS10Y, 6600.00 440.00 466.111 1 466.34 0.000527 1 3.94 2093.00 62712 0.20 SH 121 140M PF 2 FIS -5OYr 9100.00: 440.00 468.51 466.67 O.DO03671 3.63 3909.14 838.29 0 0.16'' SH 121 40650 PF 3 FIS -100Y, 10200.00 _ 440.00 469.24 469.39 0.000339 3.59 4533.73 885.78 SH 121 40650 PF 4 FIS50OYr 36200.00 440.00 475.52 475.78 0.000531 5.53 10798.89 1131.04 0.21 SH 127 40187. PF 1 FIS70Yr 8600.00 444.49 485.52 454.18 188.03 0.000735 5.76 1148.73 100.26 025 SH 721 10787. PF 2 FM-SOVr 9100.00 _ 444.49 467.74 456.72 168.38 0.000830 8.82 1878.97 433.61 0.27 SH 121 40197. PF 3 FIS100Yr 10200.00 444.49 468.42 456.89 469.11 0.000862 6.91 2189.31 471.40 028 SH 121 40197. PF 1 FIS500Vr 36200.00 444.49 471.86 471.86 474.99 0.003903 16.46 1359.09 823.10 0.82 SH 121 40000. PF 1 FIS -1OYr 9900.00 444.19 464.22 458.66 465.66 0.002655 9.63 1036.50 10829 0.49 SH 121 40000. PF 2 PIS50Yr 13700.00 444.19 465.79 460.85 467.90 0.003478 11.69 1229.36 330.89 0.57 SH 121 40000. PF 3 FIS100Yr 15400.00 444.19 466.43 461.78 468.60 0.003559 12.09 1619.27 430.48 0.58 SH 121 14000D. PF 4 FIS-5DOYr 36200.00 444.19 471.24 47014 473.71 0.003761 14.98 4734.51 753.84 0.62 SH 127 139814. PF 1 FIS-10Yr 9900.00 444.02 464.71 453.39 465.16 0.000592 5.47 2073AO 340.64 025 SH 121 130614. fPF 2 FISSOYr 13700.00 444.02 466A51 455.40 467.19 0.000656 6.19 2808.63 405.86 026 SH 121 139814. IPF 3 FIS-100Yr 15400.00 444.02 467.301 456.21 467.881 0.000687 6.50 3078.22 42127 027 SH 121 139814. PF 4 FISSDOYr 36200.00 444.02 471.97 466.341 472.941 0.001032 9.31 5987.71 710.6011 0.35 SH 121 1397SO. I I Brm" SH 121 39885. PF 1 FIS1OYr 9800.00 443.72 464.59 454.05 465.03 0.000604 5.55 2184.15 355.02 025 SH 121 39885. PF 2 FIS-5OYr 13700.00 443.72 466.53 456.17 467.03 0.01 0063 6.15 3040.10 490.67 026 SH 121 39885. PF 3 FIS10OYr 15400.00 443.72 467.18 457.00 467.71 0.000651 6.40 336228 499.44 0.27 SH 121 38685. PF 4 FIS -500Yr 36200.00 443.72 471.71 466.49 472.64 0.001019 9.32 5962.75 629.57 0.35 SH 121 39626, B' SH 121 39566. PF 1 FIS-1OYr 9900.00 443.45 463.95 464.75 0.001062 7.30 1685.19 452.11 0.33 SH 121 39. 586 PF 2 FIS-50Yr 13700.00 443.45 465.97 466.77 0.001019 7.76 2553.65 489.40 0.33 SH 121 39566. PF 3 FIS -100Y( _ 15400.00 443.45 466.65 467.45 0.001014 7.94 2888.10 494.90 0.33 SH 121 86 395. PF 4 F1S500Yr 36200.00 443.45 471.07 472.26 0.001427 10.89 5414.97 624.09 0.40 SH 121 39502, PF 1 FIS-1OYr _ 8900.00 443.45 463.93 454.89 464.72 0.001069 7.26 1553.32 265.65 0.33 SH 121 39.502. PF 2 FIS -50Y, 13700.00 443.45 465.77 457.18 466.71 0.001178 8.22 2291.70 481.73 0.35 SH 121 38502. PF 3 FIS100Yr 15400.110 443.45 466.43 458.11 467.38 0.001186 8.45 2615.07 493.80 0.35 SH 121 39502. PF 4 FIS -66Yr 36200.00 443AS 470.88 468.17 472.19 0.001573 1129 5202.46 626.69 OA2 H 127 39471. Bridge SH 121 39439. PF 1 FIS1OYr 9900.00 443.45 463.41 455.30 464.40 0.001458 8.06 1338.62 230.92 0.37 121 39439. PF 2 FIS -SOYr 13700.00 443.45 465.00 457.69 466.32 0.001770 9.52 1839.05 447.59 OA2 SH 121 39439. PF 3 FIS10OYr 15400.00 443.45 465.58 458.65 466.95 0.001840 9.94 2107.63 476.32 0.43 SH 121 39439. PF 4 FIS50OYr 36200.00 443.45 469.69 468.48 471.58 0.002446 13.29 4406.41 608.30 0.52 SH 121 39364. Bridge SH 121 39289. PF 1 FIS 10Yr _ 9.00 900 443.14 463.29 463.88 0.000886 6.19 1791.38 436.41 0.30 SH 121 39289, PF 2 FIS5OYr 13700.00 443.14 465.01 465.67 0.0926 00 6.87 2668.78 535.23 0.31 SH 121 39289. PF 3 FIS100Yr _ 15400.00 443.14 465.63 466.30 0.000938 7.10 3001.67 546.56 0.32 SH 121 39289. PF 4 FISSOOYr 36200.00 443.14 469.63 470.72 0.001382 10.04 5643.58 778.40 0.40 SH 121 39064. PF 1 FM -10Yr 9900.00 443.16 463.42 450.31 463.58 0.000214 3.27 3628.16 636.34 0.15 SH 121 39064. PF 2 FISSOYr 13700.00 443.16 465.13 451.78 465.35 0.000272 3.84 85 4423 896.56 0.17 SH 121 39064. PF 3 FIS -100Yr 15400.00 443.16 465.741 452.40 465.98 O.OW2911 4.DSI 5415.33 943.81 0.18 SH 121 139064. PF 4 FIS50OYr _ 36200.001 443.161 469.761 458.21 470.23 0,0005181 6.301 10082.21 1244.22 025 H 121 38890. IPF 1 FIS1OYr 9900.00 443.03 463.32 453.39 463.52 0.000452 4.26 3901.83 695.13 0.21 SH 121 38890. PF 2 FISSOYr 443.03 465.03 455.51 465.28 O.00D491 4.80 5310.69 904.14 0.23 SH 121 38890. PF 3 FIS1110Yr _13700.00 15400.00 443.03 465.65 456.33 465.91 00 0.0500 4.99 5683.13 958.66 0.23 SH 121 38890. PF 4 FIS-50OYr _ 36200.00 443.03 489.68 462.14 470.12 0.000735 7.12 10392.12 1160.63 0.29 - 127 38550 PF 1 FIS10Yr 441.20 463.21 455.04 463.34 0.000485 3.56 392428 79BAO 0.18 SH 721 38550 PF 2 FtS50Yr _9800.00 13700.00 44120 464.96 456.78 465.09 0.000438 3.481 53SOA2 863.60 0.18 SH 121 38550 PF 3 FIS700Yr _ _ 15400.00 441.20 465.581 458.03 465.71 0.000432 3.511 5922.57 885.30 0.17 SH 121 38550 PF 4 FISSWYr 36200.00 44120 469.59 462.68 469.84 0.03 0058 4.87 10535.85 1264.63 021 ji 3 w L O1 c d J L V W d S d O U w S d rn _v m c Z J n n o v, m N o C) v 0 O Q N r C7 O O C n N � r N N M Q D N O r N J 2 J Z LL l N m m O S N J J Z X N y N S C N N 2 m � _M CD Q ° z ° O y j N O 8 w col ON z v u co v 0 st v C.) O m m 0 n f+j � ¢ w O X C C m Z Q ° po S N w W 1 v a v M co m N Cl) M M C � = � a O Z L a 01 m C N J Q "� E L t O n i r 8 p a CD O t�D O V N O O O A s N LL p N p a F N ¢ LO X i 0 co � m LL [[ X E ` 2 0 0 N M itQ� X a N N M 9 O r N J 2 J Z l N S X N y w z n r � _M CD Q ° S ° O y r W O 8 w UlI v u CO v st v C.) O m m N n f+j � ¢ w O C C m Z w 1 � a L a C N Q "� E n t O n i r t�D fM0 V N 8 p 8 U p N p a F ¢ LO U) I mo' If I�I�I�I O I "'I r I cm CY OI 9 J 2 J Z l N a X N y w z n r � _M CD Q ° S ° O y r W O 8 w UlI v u CO st v C.) O m m N m m f+j w O C C m Z R Z . � u p � m pp rn rn v p O Q N fCl a N N O c � n M Cl � r 7 N N o $ m m rl N a J 2 J Z l N a X N N y w z n r � _M CD Q ° S ° z M co c p ED (�if co w 7 p C)_ 0 CO st v C.) Ln o ILIRI�I�I° �Igl ^ICI °Icn X X N N N N O n r � _M CD Q � S �p C f0 N M co c p ED (�if U) .' w 7 p C)_ O st v C.) m M m m N m m f+j C C m Z 1 a L a E a V 8 p 8 p N p a F ¢ LO U) i 0 co � a [[ X N d N O O O LL Oi v U M _ C _o 1 E m m � p 8 i p p X M m N N m p e CO ccn M c LL LL Ia d O V w N c Z _O N ts O[t m n O .O- N O v t Q 0 a Q m CL p C N f7 N O Q N n m t L V r r r r o` U Ln o ILIRI�I�I° �Igl ^ICI °Icn 2 a 8 � N n co J X N N N O n r _M CD t0 w ttnpp N v �N CD r Q a O w 0 2 a 8 � N n co J Contraction Scour Left Channel Right Input Data Average Depth (ft): 7.94 22.71 6.11 Approach Velocity (ft/s): 3.64 12.53 3.08 Br Average Depth (ft): 6.20 20.21 4.41 BR Opening Flow (cfs): 3868.02 25243.04 7088.94 BR Top WD (ft): 127.55 81.93 377.48 Grain Size D50 (mm): 0.10 0.10 0.10 Approach Flow (cfs): 3944.70 24624.22 7631.08 Approach Top WD (ft): 136.38 86.51 405.78 K1 Coefficient: 0.690 0.690 0.690 Results Scour Depth Ys (ft): 1.98 3.88 1.62 Critical Velocity (ft/s): 1.09 1.30 1.04 Equation: Live Live Live Pier Scour All piers have the same scour depth Input Data Pier Shape: Round nose Pier Width (ft): 2.50 Grain Size D50 (mm): 0.10000 Depth Upstream (ft): 25.93 Velocity Upstream (ft/s): 18.39 K1 Nose Shape: 1.00 Pier Angle: 0.00 Pier Length (ft): 40.00 K2 Angle Coef: 1.00 K3 Bed Cond Coef: 1.10 Grain Size D90 (mm): 1.00000 K4 Armouring Coef: 1.00 Results Scour Depth Ys (ft): 6.00 Froude #: 0.64 Equation: CSU equation Pier Scour Limited to Maximum of Ys = 2.4 ' a Combined Scour Depths Pier Scour + Contraction Scour (ft): Left Bank: 7.98 Channel: 9.88 Right Bank: 7.62 B ridge Scour RS = 39364. 490 - _ - - Legend WS PF 4 FIS -500Yr Ground j Bank Sta �i i - / / -- ---- - -- - --- -- - -- Contr Scour � � � • Total Scour . 480 470 t 1 r CU 460 ; w ' 450 t I i 440 430 200 400 600 800 1000 1200 1400 1600 0 Station (ft) 490 Bridge S RS = 3 9471. - - _ : - - Legend WS PF 4 FIS -500Yr Ground Bank Sta --- - - -- -- - - ------ --- Contr Scour .................. Total Scour 480 470 i t: t 1 f�: c 460 CO w 450 440 430 - - - -- - _ -- �— - - 0 200 400 600 800 1000 1200 1400 1600 Station (ft) Contraction Scour Left Channel Right Input Data Average Depth (ft): 8.13 23.28 6.88 Approach Velocity (f /s): 3.47 11.97 3.12 Br Average Depth (ft): 8.01 22.69 6.21 BR Opening Flow (cfs): 4346.11 22651.30 9202.58 BR Top WD (ft): 131.64 84.01 393.45 Grain Size D50 (mm): 0.10 0.10 0.10 Approach Flow (cfs): 3839.50 23638.62 8721.89 Approach Top WD (ft): 136.28 84.86 405.79 K1 Coefficient: 0.690 0.690 0.690 Results Scour Depth Ys (ft): 1.25 0.00 1.15 Critical Velocity (ft/s): 1.10 1.31 1.07 Equation: Live Live Live Pier Scour All piers have the same scour depth Input Data Pier Shape: Round nose Pier Width (ft): 2.50 Grain Size D50 (mm): 0.10000 Depth Upstream (ft): 27.77 Velocity Upstream (f /s): 14.63 K1 Nose Shape: 1.00 Pier Angle: 0.00 Pier Length (ft): 40.00 K2 Angle Coef: 1.00 K3 Bed Cond Coef: 1.10 Grain Size D90 (mm): 1.00000 K4 Armouring Coef: 1.00 Results Scour Depth Ys (ft): 6.00 Froude #: 0.49 Equation: CSU equation Pier Scour Limited to Maximum of Ys = 2.4 ' a Combined Scour Depths Pier Scour + Contraction Scour (ft): Left Bank: 7.25 Channel: 6.00 Right Bank: 7.15 Brid S cour RS = 39626. 490 — -- -- Legend ,,-- WS PF 4 FIS -500Yr Ground __- Bank Sta i - --- ------------------ Contr Scour �' ....................... ' Total Scour 480 I t t t 470 r r� t m 460 w 450 440 430 . -- - - •- - r— — — 0 200 400 600 800 1000 1200 1400 Station (ft) Contraction Scour Left Channel Right Input Data Average Depth (ft): 4.81 23.22 7.33 Approach Velocity (ft/s): 2.00 9.84 2.65 Br Average Depth (ft): 7.22 22.93 7.84 BR Opening Flow (cfs): 2856.70 23705.16 9638.13 BR Top WD (ft): 135.03 106.54 372.03 Grain Size D50 (mm): 0.10 0.10 0.10 Approach Flow (cfs): 2272.43 26442.79 7484.78 Approach Top WD (ft): 236.59 115.80 385.49 K1 Coefficient: 0.690 0.690 0.690 Results Scour Depth Ys (ft): 1.40 0.00 1.49 Critical Velocity (ft/s): 1.00 1.31 1.08 Equation: Live Live Live Pier Scour All piers have the same scour depth Input Data Pier Shape: Round nose Pier Width (ft): 2.50 Grain Size D50 (mm): 0.10000 Depth Upstream (ft): 28.75 Velocity Upstream (ft/s): 11.57 K1 Nose Shape: 1.00 Pier Angle: 0.00 Pier Length (ft): 40.00 K2 Angle Coef: 1.00 K3 Bed Cond Coef: 1.10 Grain Size D90 (mm): 1.00000 K4 Armouring Coef: 1.00 Results Scour Depth Ys (ft): 6.00 Froude #: 0.38 Equation: CSU equation Pier Scour Limited to Maximum of Ys = 2.4 ' a Combined Scour Depths Pier Scour + Contraction Scour (ft): Left Bank: 7.40 Channel: 6.00 Right Bank: 7.49 490 -- -Bridge scour RS 39750. Legend WS PF 4 IFIS-500Yr Ground Bank S la ---- - -- -- --- Contr Scour % ........................ 480 Total Scour 470 460 LU 450 440- 430 - , 0 260 400 600 800 1000 1200 14 00 1600 Station (ft) Contraction Scour Left Channel Right Input Data Average Depth (ft): 6.80 19.59 4.81 Approach Velocity (ft/s): 3.63 12.33 2.88 Br Average Depth (ft): 6.07 23.08 7.30 BR Opening Flow (cfs): 2425.27 25212.70 8562.03 BR Top WD (ft): 153.41 113.30 372.92 Grain Size D50 (mm): 0.10 0.10 0.10 Approach Flow (cfs): 9150.40 22307.89 4741.70 Approach Top WD (ft): 370.33 92.31 342.75 K1 Coefficient: 0.690 0.690 0.690 Results Scour Depth Ys (ft): 0.00 0.00 0.23 Critical Velocity (ft/s): 1.06 1.27 1.00 Equation: Live Live Live Pier Scour All piers have the same scour depth Input Data Pier Shape: Round nose Pier Width (ft): 2.50 Grain Size 050 (mm): 0.10000 Depth Upstream (ft): 28.79 Velocity Upstream (ft/s): 11.31 K1 Nose Shape: 1.00 Pier Angle: 0.00 Pier Length (ft): 40.00 K2 Angle Coef: 1.00 K3 Bed Cond Coef: 1.10 Grain Size D90 (mm): 1.00000 K4 Armouring Coef: 1.00 Results Scour Depth Ys (ft): 6.00 Froude #: 0.37 Equation: CSU equation Pier Scour Limited to Maximum of Ys = 2.4 ' a Abutment Scour Left Right Input Data Station at Toe (ft): 495.14 1178.38 Toe Sta at appr (ft): 881.01 1540.76 Abutment Length (ft): 210.07 6.65 Depth at Toe (ft): 4.80 -2.96 K1 Shape Coef: 1.00 - Vertical abutment Degree of Skew (degrees): 90.00 90.00 K2 Skew Coef: 1.00 1.00 Projected Length L' (ft): 210.07 6.65 Avg Depth Obstructed Ya (ft): 5.90 3.25 Flow Obstructed Qe (cfs): 4135.13 44.49 Area Obstructed Ae (sq ft): 1238.40 21.61 Results Scour Depth Ys (ft): 16.94 Froude #: 0.11 Equation: HIRE Default Combined Scour Depths Pier Scour + Contraction Scour (ft): Left Bank: 6.00 Channel: 6.00 Right Bank: 6.23 Left abutment scour + contraction scour (ft): 16.94 Q I N m N N U N N m M II N U > m n m O E O m II m U U h - + h M M V it rn c � O L rn � a a - y o C N ._ li N N � O O e > O N II N � N Ot w O d d N N L � � a n o m n t Q c - o E a 0 d m n m y O c N O O > a d w rna c o M L c U o � � 3 m o 0 (j o 3 'n m m ro m W Q Q Q Q Q W m m Q Q Q a m Q m W Z p N N d N d N N Ul a a a a Q rn Q rn Q rn Q m Q rn m m � m N Z =1 W h N N h N h N N N N 4 d Ol a In p � ON m to h h M O W O h N N O N M N V o O 'P n . : N m N n O W h W h � h W o m N M Q (O W h W m O Q m m Q N W w O � M m m m K a m Z m M Z v rn Q rn Q rn Q rn Q rn rn m O N N N X N N_ II N C N n a0 O O j N a0 W a N m e GD m o aD m v m o W O v m (O o GD (O o CD m a OD m v W v o D 0 v W m 0 U N f0 m a N ` r 4 r 4 r 4 r 4 r 4 r 8 r 4 r r 4 r 4 r 4 In r 4 r 4 f0 d o 0 � a C1 _ m n + m � O N M C 0 U m N N n p O N w r p O N p n N N C O in O O! 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Comparison of Design Discharge Flood Return Year 10 -Year 50 -Year 100 -Year 500 -Year Diff % FIS, FIS Effective Qs (cfs) 9900 % (_ ` I � L 1, r` \ y / / ( - ,,. f �r.I i, `f\` _ c � \ 0.0% ) _ - / l it i r i . ✓l _ � y.'i \,`:, l / ;'�� ` I r �• I ��� 1 � . � r y Jr� , ,l t /� ` � , '\.\ r '� , �.. I \; t 1' ✓ tom ✓r r `� � ti 5! ,�, �`- ;^ `� " / ]J� ^ \ � \� °� r � , ✓'' ,, /,� ,% i 14v,! I +`•, r_,- •� ( ,(: ~`�• li / � \\ 17 ur "' \ i � } . `- + � / )' `�:�\ ' �. _ i -�: ��, • t,� / . . � ...!( ` ,� ; ' � ., � � L, ( T r -... , jam ) ,� '� , t! '•� � � � �\ { � S �, i r' }: ( %.- j fir{ (< 1, v / � / ' t ` lti/ _ •\rte /•., i -10.9% ` C \i ` / ,t3 , , tr �,, tV ! ��t_ . ,.� / \�� rte' t\ ( \ ✓/ ` SH 121 / c r s;`1 , -�`�✓ r i 1 r , `\�`\ `\ r. `��`'.:�✓ n `� \ / ��% i t \ j� f ' r � ._�i,.�'a't1�1_ `� t 1 1 J - is �1 ' <�- �. ;�`,,�_.. \; \' �. �! .. / a o9e(, � re�a r" EXISTING MODEL � � •`.�^ r h,,, y =/ / ! r ;..! w' 1 n\ 1 \\ _. l .✓ / rte..~.,. (4 � � ,/' {% �..✓ ` \ \ \. , � � �� � �i�. SECTION 1 7 i (FIS HEC -2) ... f ..._, �- f :. ✓r N e V 3' � \ J \ 5 1t (HEC -RAS MODEL) ' ^:� '' , `� .� -•� '�, f} ' tll; 7 <_ 1 Grapevine Lake; J.. ;. jSS D. WSEL�-' V.' WSEL, V, 11 NC; SEL.' V. WSEL V,W \ V WSEL , V \r rte V, Uplimils Of Project 40M, 467.63 4.5 468.28 4.5 4JE`G �� -�� ;= 1 � • : I " ' ! ) "D / Itt 5 . i ce ,,` ` './ r , ;. , J__l a= ' i r j \_.. _\. •-_' + : ` \, / irJ 7 ;,r \ \ 468.51 1 1 r 469.24 3.6 X 467.67 Drainage Area Map N. T. S. Comparison of Design Discharge Flood Return Year 10 -Year 50 -Year 100 -Year 500 -Year Diff % FIS, FIS Effective Qs (cfs) 9900 13700 15400 36200 0.0% Texas Regression EQ (cfs) 3440 5940 7180 -56.6% HEC -HMS cfs 7900 11280 12640 15530 0 - 17.7/0 HEC -SSP (FFA) (cfs) 5630 12200 16200 28700 -10.9% Project Location FOR REVIEW ONLY NOT FOR CONSTRUCTION, BIDDING, OR PERMIT PURPOSES. Engineer ALLEN LUN XU P.E. No. 83443 Dote 2/6/2009 n C 7 n r SH 121 DENTON CREEK BRIDGE HYDRAULIC STUDY HYDRAULIC MODEL RESULTS FOR EXISTING AND PROPOSED SH 121 DENTON CREEK BRIDGE Community Name Flooding Source Project Name /Identifier CITY OF COPPELL DENTON CREEK SH 121 LOCATION FIRM EFFECTIVE MODEL EXISTING MODEL PROPOSED MODEL SECTION (FIS HEC -2) (HEGRAS MODEL) ��! f (HEC -RAS MODEL) jSS D. WSEL�-' V.' WSEL, V, 11 NC; SEL.' V. WSEL V,W WSEL , V WSEL,.' V, Uplimils Of Project 40M, 467.63 4.5 468.28 4.5 4JE`G 468.46 3.7 469.21 3.6 468.51 1 36 469.24 3.6 X 467.67 6.7 468.38 7.0 18`/� 467.74 66 46842 6.9 466.54 7.5 467.21 7.6 40000 465.69 11.8 466.30 12.3 4fitl6b,. 465.79 11.7 466.43 12.7 US SBFR 39514 466.56 6.3 467.21 6.6 39814 466.65 6.2 467.30 65 DS SBFR /US SBML E. 39685 466.44 6.2 467.09 6.5 .39866 466.53 602 467.18 6.4 DS SBML 3o5A.41j 465.94 7.3 466.63 7.4 33568 465.90 7.9 466.58 80 38866 465.97 7.8 466.65 7.9 US NBML 394 466,07 4.8 466.74 5.1 39502 465.60 1 8.4 466.26 8.7 3$383: 465.77 8.2 466.43 abs DS NBMUUS NBFR i 464.98 8.7 465.57 9.2 '19439 465.01 9.5 465.59 9 .9 34 u139 465.00 9.5 465.58 9.9 DS NSFR 465.28 4.1 465.90 4.3 hP9 465.01 6.9 46563 7.1 *26y 465.01 6.9 465.63 7.1 054 465.13 3.B 465.74 4.1 39064 465.13 3.8 465.74 4.1 465.03 4.8 465.65 5.0 38890- 465.03 4.8 465.65 5.0 Downlimitsof Project 3� 464.96 34 465.58 3.5 ..f >.,..') 464.96 3.5 465.58 3.5 38850 464.96 35 465.58 3.5 F / COMMENTS. 1 -50 -year (natural) Water Surface Elevation 2- 100 -year (natural) Water Surface Elevator 3 -50 -year Channel Flow Velocity (fps) 4- 100 -year Channel Flow Velocity (fps) Project Location FOR REVIEW ONLY NOT FOR CONSTRUCTION, BIDDING, OR PERMIT PURPOSES. Engineer ALLEN LUN XU P.E. No. 83443 Dote 2/6/2009 n C 7 n r 40' -0` EXISTING BRIDGE 4' -0" 2- 12' -0" LANES S SHLDR 1' -0" NOM FACE OF RAIL;TYP r .:.:.............. ............................:._ SOUTHBOUND RA IL EXISTING SECTION ( NTS ) 4'-0" 4' -0` a 5' -0` 3' -0' BREAKBACK LINE Q SH 121 Q BREAKBACK LINE ._ LANE TAPER SHLDR SHLDR AT CL BEAM AT CL BEAM SHLDR VARIES WIDENING WIDENING 13'-0 "MAX a 1' 2- 12' -0" LANES 23' -5 "' 13' -0" 13'-0" 22'-3 "! 2 -12' 0" LANES 5' -0`MIN m O NOM FACE 1' -0" 1' -0" NOM FACE -0" NOM FACE � �OF RAIL;TY� �OF RAIL;TY. NOM FACE OF RAIL 2% S B PGL T501 T501 NB PGL X 2X OF RAIL f � RA I L R A I L ► Y ---------------- -i ), TEMP PCTB TYP ;1• 1. 1 TY C TY C i° TEMP PCTB TYP . ... .............................. °"'` ,(- BM TYP BM TYP C '----^ , ------------------ ------............----._...._, ............ .............................. °-------- - °---- °--- °-- O O 1 1 N 1 - i TEMPORARY SHORING 1 1 v � - AT ABUTMENTS _. N SOUTHBOUND EXIST TO BE REMOVED EXIST TO BE REMOVED NORTHBOUND TYPICAL SECTION —STAGE 1 CONSTRUCTION ( NTS ) Q BR L INE 4' -0" AT CL BEAM 3' -0" 3' -0" WIDENING SHLDR SHLDR 24' -7 "! 2- 12' -0" LANES 23' S "! 13' -0 1' -0" NOM FACE OF RAIL RA�L __?� / .21 SB PGL • 1 �1 TEMP PCTB TYP::_: : : : TY C C , :: ......... ...... ...•................_...: BM TYP i' STAGE 1 TEMPORARY CONST SHORING AT 1 ABUTMENTS EXIST TO BE REMOVED SOUTHBOUND _ ui w 1' -0" a 0 0 - - -- = = - r :: -= = == = _ . ........ .............. ................. --`_, T501 T501 ... ........-- - °__.......... ------........ w RAIL RAIL o-Lu N 1-• w EXIST STRUCTURE TO REMAIN SOUTHBOUND EXIST STRUCTURE TO REMAIN NORTHBOUND TYPICAL SECTION — COMPLETED STRUCTURE ( NTS ) 1' -0" 7502 RAIL w w w� N D 0 H V) Or a- V) H w v < V) O 30 SU o nROUVAL FOR REVIEW ONLY NOT FOR CONSTRUCTION, BIDDING, OR PERMIT PURPOSES. Engineer KENNETH E. GOTTLEABER v, E. No. 61759 Date 12/4/2008 Cw ' 1521 Northwest Highway ASSOCIATES, EXISTING BRIDGE LBJ FREEWAY, SUITE 1300 VARIES (48' -0" MAX, 40' -0" MIN) LANE TAPER VARIES 4' -0" ,© 2008 SH 121 18'- 0 "MAX;10' -0 "MIN SHLDR 2-12'-0" LANES IE' ' FEDERAL AID PROJECT N0. 1' -0" 71 U NOM FACE SH 121 STATE DISTRICT UU OF RAIL; TYP TEXAS DAL " 2� " [j 0 L.L ................................................. '-` JOB ... ................ ----- 02 ' NORTHBOUND Q 4'-0" 4' -0` a 5' -0` 3' -0' BREAKBACK LINE Q SH 121 Q BREAKBACK LINE ._ LANE TAPER SHLDR SHLDR AT CL BEAM AT CL BEAM SHLDR VARIES WIDENING WIDENING 13'-0 "MAX a 1' 2- 12' -0" LANES 23' -5 "' 13' -0" 13'-0" 22'-3 "! 2 -12' 0" LANES 5' -0`MIN m O NOM FACE 1' -0" 1' -0" NOM FACE -0" NOM FACE � �OF RAIL;TY� �OF RAIL;TY. NOM FACE OF RAIL 2% S B PGL T501 T501 NB PGL X 2X OF RAIL f � RA I L R A I L ► Y ---------------- -i ), TEMP PCTB TYP ;1• 1. 1 TY C TY C i° TEMP PCTB TYP . ... .............................. °"'` ,(- BM TYP BM TYP C '----^ , ------------------ ------............----._...._, ............ .............................. °-------- - °---- °--- °-- O O 1 1 N 1 - i TEMPORARY SHORING 1 1 v � - AT ABUTMENTS _. N SOUTHBOUND EXIST TO BE REMOVED EXIST TO BE REMOVED NORTHBOUND TYPICAL SECTION —STAGE 1 CONSTRUCTION ( NTS ) Q BR L INE 4' -0" AT CL BEAM 3' -0" 3' -0" WIDENING SHLDR SHLDR 24' -7 "! 2- 12' -0" LANES 23' S "! 13' -0 1' -0" NOM FACE OF RAIL RA�L __?� / .21 SB PGL • 1 �1 TEMP PCTB TYP::_: : : : TY C C , :: ......... ...... ...•................_...: BM TYP i' STAGE 1 TEMPORARY CONST SHORING AT 1 ABUTMENTS EXIST TO BE REMOVED SOUTHBOUND _ ui w 1' -0" a 0 0 - - -- = = - r :: -= = == = _ . ........ .............. ................. --`_, T501 T501 ... ........-- - °__.......... ------........ w RAIL RAIL o-Lu N 1-• w EXIST STRUCTURE TO REMAIN SOUTHBOUND EXIST STRUCTURE TO REMAIN NORTHBOUND TYPICAL SECTION — COMPLETED STRUCTURE ( NTS ) 1' -0" 7502 RAIL w w w� N D 0 H V) Or a- V) H w v < V) O 30 SU o nROUVAL FOR REVIEW ONLY NOT FOR CONSTRUCTION, BIDDING, OR PERMIT PURPOSES. Engineer KENNETH E. GOTTLEABER v, E. No. 61759 Date 12/4/2008 Cw ' 1521 Northwest Highway ASSOCIATES, tug, Texas 75041 INC. LBJ FREEWAY, SUITE 1300 DALLAS, TEXAS 75234 um 3010 972.406.6950 ' Texos Deportment of TronsXrtotfon ,© 2008 SH 121 DENTON CREEK WIDENING TYPICAL SECTIONS IE' ' FEDERAL AID PROJECT N0. NOWAY 6 SH 121 STATE DISTRICT COUNTY SHEET NO. TEXAS DAL DALLAS CONTROL SECTION JOB 0364 02 017 SH 121 CL SH 121 -0" 22' -3 "! -3 „ - 3' -0 "- T501 RAIL�tr EXIST TO BE REMOVED TYPE C BEAM CL OUTSIDE BEAM BREAKOUT DETAIL BREAKBACK LINE Q ( NTS ) LANE TAPER VARIES AT CL BEAM I1' - 0 "MAX WIDENING VARIES 2- 12'-0" LANES 3' 0 "MIN 25 - 9 " - MAX,17' - " Q (� 4' - NOM FACE i' -0" U OF RAIL I T NB PGL 2 STAGE I CONST TYPICAL SECTION —STAGE 2 CONSTRUCTION ( NTS ) fL SH 121 24' -0" 24' -0" 2� 2/ RAIL TEMP PCTB TYP' ........ ................... ' TY C ”- BM TYP .................. i 1 TEMPORARY SHORING AT 1 • ABUTMENTS NORTHBOUND EXIST TO BE REMOVED 82'-0" 10' -0 10' -0` 10' -0" 10' -0" SHLDR 5-12' -0" LANES " 60' SHLDR 13' -0" 13'-0" SHLDR 5- 12' -0" LANES • 60' SHLDR NOM FACE T CONST JOINT - NOM FACE OF RAIL; TYP CONST JOIN OF RAIL;TYP 7502 RAIL o r m SB PGL NB PGL m 2%, EXISTING CROSS -SLOPE OF 2% TO BE FIELD VERIFIED. CROSS -SLOPE OF PROPOSED WIDENING TO MATCH EXISTING. DIMENSION SHOWN IS APPROXIMATE. CONTRACTOR TO FIELD VERIFY DIMENSION. CENTERLINE OF BEAM IS ASSUMED 3'-0" FROM EDGE OF EXISTING DECK. CONTRACTOR TO FIELD VERIFY DIMENSION. \ 0 20 40 ' N MBGF ARMOR JT \ _ \ SCALE: 1 "•40' 20' 0' TEST HOLE 1 N z HOLE PROPOSED TEST \ 0 \ r \\ r \ D2 \ NOMINAL FACE \ \ S SH 121 \ \ V POINT OF MIN J �f \i w ARMOR JT STA 2039.62.71, \\ OF T502 RAIL \ T5A 8037.37,93, i i i o VERT CLEARANCE N \\ N o_ i\ 83. 14' LT \ \\ CONST JOIN .... _.... ExlsT WINGWALL w _ } : s GENERAL NOTES `-TES HOLE 3 Q Q TEMP_ TO BE REMOVED n a 0 SH 121 Z SHORING O 1. BRIDGE WIDENING DESIGNED FOR HL -93 -EXIST EDGE NS o < w v I L • LOADING IN ACCORDANCE WITH AASHTO ♦� BAS -C - BEGIN BRIDGE 0 o FACE OF B W1 D \ r CONST JOINT \ Q LRFD BRIDGE SPECIFICATIONS FOURTH iv KWL ", EDITION 2007 AND ALL CURRENT ABUT NO ) BENT NO 2 ,. BENT NO 3 f BENT NO 4 INTERIM SPECIFICATIONS. f� fff $TA 2037 79 STA 2038.46.79 x ` A 2039 +2).79 fi / STa 2039.96.79 + ~ PGL TV 489,98 PGL ELEV 489.99 "' PGL ELEV 469.85 ! PGL LEV 489.57 .:.................. . _ _ \ O 2 •SL B ARS N BEAMS. TEMP SNORING w N _ �SH 121 SB PGL �\ ARMOR JT \\ O 3. NEW O SUBSTRUCTURE T CONSTRUCTION (P - - w \ ARMOR JT o �� - - \� N .° ,\ - o \ NOMINAL FACE �\ N 1N ) STATION B ING S SHOWN \ N s OF T501 RAIL AND NOT EXTENSIONS OF EXISTING PROPOSED TEST 0 30.1 t N C BENT NO 5 Q SUBSTRUCTURE, UNLESS OTHERWISE o It - EXIST CULVERT �SKEW;T YP STA 2040.71.79 INDICATED. STATIONING SHOWN AT THE a o = MBGF HOLE Dt \ TO BE RELOCATED., N 47 .21'46" E _ \ P ELE 489.15 N FACE N OF N EXISTING D ABUTMENT I BACKWALL. STA_ 2037.85 _ _ - - - TO 2p�37�pp - �- 2038.00 2039.00 �. 2040• W 4. BEARING OF BENTS SHOWN ARE BEST FI T n fL SH 121 \ \ _ Z ADJUST TO EXISTING ............. •••• NTX T T REMA N rL ABUT NO I BENT NO 2 ,, Q BENT NO 3 BENT NO 4 \, fL BENT NO 5 _j A BUTME NT S . STA 2038.60.71 \. ST A 2039 .35. 71 _ TA 20 40.10 .71 STA 204 0!85.71 E IS O I . • - - - *- • _ ..... _ . _ HYDRAULIC , ; , ` D ATA FL H21 E 2 1 0 50 = t 3, 800 cfs 0 100 D 15,600 cfs \ i \ STA 2038.97.60, \ \ 32' RT V i V 50 = 6. 2 fps Vl OO =6.4 fps Hw =466.53 Hw 100 = 467.18 \ i •' \� 2 y ' \i \ ROADWAY DATA TEST HOLE LOCATIONS ARE APPROXIMATE. 11 REFER TO 1983 BRIDGE LAYOUT AT DENTON DESIGN SPEED: MPH CREEK (CSJ: 0364 -0 2025 ADT: 210,900 2 -002 & CSJ: 0364 -02 -083) PLAN 2005 ADT: 114,200 FUNC CLASS: URBAN FREEWAY 30% 9M o /non 077Ad ;. -._..- END OF RAIL NOT FOR OONSTRUC CONSTRUCTION. TYPE T501 (RT);! T502 (LT) RAIL 699.00' FOR PAYMENT OR PERMIT PURPOSES. OVERALL LENGTH OF BRIDGE 675.00' (MEASURED ALONG SH 121) Engineer KENNETH E. GOTTLEABER _ ............ ._...._... _.._., i _.. ___....: _... -.. .__ _... .._.. ... ...- _.. _. ........ _....__ .... - - - - - -- No. 61759 Dote 12/4/2008 • P, E 225.00'!TY C BEAM PRESTR ESSED CO NC BEAM UNIT 1 (75.00'- 75:00'- 75.00') 225.00'TY C BEAM PRESTRESSED CONC BEAM UNIT 2 O a (75.00'- 75.00'-75,00') Q _ BEGIN BRIDGE (.)0.996,'/. t ) 1.50471 O FACE OF BKWL VPI STA 2039.13 o STA 2037.71.79 VPI EL 493.00' - 5 10 0 510 PGL EL •489.98 _ _ __ _ ___L_, 1000.00 O. HL -93 LOADING E 3.13' Q EXISTING NBI •18-057 -0- 0364 -02 -082 m O N MBGF I -� T501 OR T502 RAIL N CIVIL 1521 NoAh.. Highway = 490 490 AS SO C IATE S, Garland, Te 75041 _ _ _ _ _ Q w 3010 LBJ FREEWAY, SUITE 1300 _ �\ \ .o Z DALLAS, TEXAS 75234 n 972.406.6950 ° 4 I I \ : • a� ....... - �... il Hw 100 HW N �> u _. _ Lv Z = Q _ _ _ _ _ 9 Z � Texos Deportnent TronsportoNon XIST GROUND ----- - - - - -- � N II II EXIST ROADWAY r-n II II; II © 2008 x II EXIST CONIC' I II 0 I! II _j 450 v, 45 0 I I RIP RAP I I I ;.} SH 12 a II II 1I II II 2 I I I I 11 I I I I u' CREEK WIDEN DEN NG � 4 -30" DIA. D. - �1 I 4 - 30" OIA. D. S. I 4 -30" DIA. D. S. I 4-30" D1A. D. S. -- -I I 4 -30" D1A. 0. S.J"I I F- 4 3 0 SB 4 - 30_ u u _ u _ u Li Q .._ O 0 PRELIMINARY BRIDGE LAYOUT w ; SHEET 1 OF 2 O 4 1 O .. ... ..:. ...........:...... .... ....... .. ... .. ;.. ........ ... . -.. _.. . .. .... ... ._.... .. _........ .. .. _ _._.... Y N FEDERAL AID PROJECT N0. NO HIGH o .._._. .. ........... EL-EVAT ION g 410 vi APPROXIMATE COLEMAN HEIGHT 4 6 591HEEzt ¢ 'H" AT SB PGL NO. STATE DISTRICT COUNTY TEXAS DAL DALLAS N 2038 +00 2039 +00 2040 +00 CONTROL SECTION JOB � 0364 02 017 RI ►.9 o [ 51 0 m N 490 W w ° 470 ° a N - 1 450 al 3 c °I 430 2 410 A Ln C C C c Q Q N Q F- v) W Z J 2 U I-- Q \ \ \ o \ERT CLEARANCE \ MBGF o N \\ w \ \ \ o z ARMOR JT NOMINAL FACE \\ OF 7502 RA[L \ \\ \ \ Z —j N PROPOSED TEST ARMOR JT } HOLE D5 STA 2044.12.78, \\ �� \\ \\ o NI 83' LT \\ TEMP fr. \ \w \\ N \ \\ SHORING � TEST 'a Z BAS - C s a (L SH 121 STA 2041.47.93, EXIST 64' LT rOF / o EDGE ----/ SLAB N w p W o o a c Q TEST HOLE 5 -» (L SH 121 m STA 2043.32.28, 69' RT EXIST ;t TO BE ^' WINGWALL REMOVED z J Eq f M \ END BRIDGE N - y C BENT NO 6 STA 2041.46.79 i-fl BENT NO 7 STA 2042.21.79 t BENT NO 8 x STA 2042.96.79 fL BENT STA NO 9 2043.71.79 FACE OF BKWL fc ABUT NO 10 . ".- PGL ELEV 487.90 w PGL ELEV 487.06 PGL ELEV 486.08 TA 2044.46.79 PGL ELEV 4$8,60 PGL ELEV 484.97 '•'�+ \ � \ ARMOR '^ ^\ 121 S8 PGL \ \ \\ ARMOR TEMP. SH __ JT -- -- -- w - - - - \ NOMINAL FACE OF 5501 RAIL \ PROPOSED TEST \ v ° 30.1 t \ MBGF HOLE D4 SKEW;TYP ° N 47 . 21'46' E __- .__... \\ -.. 5 2042.35. 2041.00 \\ 2042.00 2043.0 044 .00 \ �- 2045.00 \ SH 121 \ \ BENT NO 6 rL BENT 'NO 7 BENT NO 8 BENT NO`.9 STA 20 43.85 • .71 END BRIDGE f; ABUT NO 10 STA 204 1.60.71 _ _ STA,2042,•3 T A 20 4 3 .10.1.1 � - T T y ,. \\ Q TEST HOLE LOCATIONS ARE APPROXIMATE. orrco Tr 1001 oornr -r i evnuT AT ncuTntJ -- .. -. ... _. CREEK (CSJ: 0364 -02 -002 & CSJ: 0364- 02-083) FOR TEST HOLE DATA. FLAN TYPE T501 (-RT);T502:(LT) RA 699.00' END OF A FOR P N PA OVERALL L OF jBRIDGE 675.00' j(MEASUREP ALONG SH 121 >; 22 .00' TY :C BEAM 225L00' TY E BEAM PRESTRESSED CONC BEAM UNIT 3 (75.00;-75.00' PRESTRESSED CONC BEAM UNIT 2 o (75.;00' - 75.00' - 75.00';) 1----- - ----- -- -- -- --------- -- - ----- ---- o END' BRIDGE FACE OF BKWI + STA; 2044.46: 79 - - -• _ P L 484 --- - - - - -- f,L: -E .97 O N T501 OR 7502 RAIL I1 - - - - -- ------------------ •----------- •----- - - - - -- • --- - - - - -- - - - - - -- - -- - - - -- I In D D D - I; B - -- M 'GF __..1_ - . _ _________ ___ ______ __ __ ____ n - __ - ___ _________ ___ _____ _______ _.__ __ -- ---- - -- .._.____ _ .__ _ _____ ________.__.)__...____.. ;__....._____i--- � Hwl O� Hw Q � eD _ Z n ` _ {_ri � .1 �.. • iL -F - -- - - -� - x� � -- - -- ��__ E X I S T RIP RAP J Y II EXIST GROUND: II; -- -- ----- ---0- -- ---- ------------ -- - - -- -- --- - --- -- --- - ---- - I : r1 ' II i EXIST ROADWAY I I E I l EXIST GAB ION; ~� : 1 f' 1 t 'ft = II MATTRESS 71 \,;_ - - - ; - - II; II II EXIST ST ;(, STEPPED it: i II II 4 -30" D;IA. D. S. - ►1 1 4 - 30" DIA; D. S. - !I I GABION I I : -30 - : DIA. D. t. 1 4 -30" D;IA. D. S. 1 1 - -- - - - - -- - - - - -- --- - - - - -- -- - - - - -- �------•--�- --- ----4 30." A O;- - O ?� © D 8 9 u ELEVAI_ION__ -° ' ' ... _.___J ______ _______ ______ _ __ __i ----- - - - - -- J ------------ L ------------ ______ _- ____l___- _.--- ._.L_._______.. J......__.___L___.........L_ L...__..____ A...___.____J____________ l._._.._____ J_...._...... L___......._. L........._. i_....._..... L• ......____A.._________L.____._. ------------- Q AP PROXIMATE'COLUMN HEIGHT "H AT SB P$L 2041 +00 2042 +00 2043 +00 2044 +00 2045 +00 0 20 40 SCALE: 1 "•40' z� EXIST TO REMAIN. :� D% SV o° M 11 U QLS .. FOR REVIEW ONLY NOT FOR CONSTRUCTION, BIDDING, OR PERMIT PURPOSES. Engineer KENNETH E. GOTTLEABER P. E. No. 61759 Date 12/4/2008 510 HL -93 LOADING EXISTING NBI •18- 057 -0- 0364 -02 -082 GrvIL 1521 Nor9LwertHmbwey 490 A&SIXIA I ES, Galmd, Tuns 75041 301 0 LBJ TEXAS SUITE 1300 TEXAS DALLAS, 755 234 4 972. 406.6950 O AmWI' Texas Deportment of Transportation 2008 450 ,© SH 121 SB DENTON 430 CREEK WIDENING PRELIMINARY BRIDGE LAYOUT 410 SHEET 2 OF 2 E v FEDERAL Al D PROJECT NO. NO 6 SH 121 STATE DISTRICT COUNTY SHEET NO. TEXAS DAL DALLAS CONTROL SECTION JOB 0364 02 017 BEGIN BRIDGE EXISTING CULVERT (L ABUT NO t TO BE RELOCATED \ 0 20 40 STA 2037.85.71 t 77 _ _ - - - -. fL BENT NO (L BENT NO 3 � CL BENT NO 4 J CL BENT NO 5 SCALE: I "•40' STA 2037-85 71 ` BEGIN BRIDGE STA 2038-6 0.711 STA 2039.35.71 STA 2040.10. 7t HOLE Di STA 2040.85.71 FACE - - °OF BKWL (L ABUT NO h rL BENT NO 2 (L BENT NO 3 Q BENT NO 4 (L BENT NO 5 STA 2037.99:&2 STA 2038.74.62 STA 2039.49.62 STA 2040 24.62 STA 2040.99 62`, N 47 . 21 '46:' E PG ELEV 490.•00 PGL E LEV 489. ARMOR JT PGL ELEV 489.76 PGL ELEV 489 PGL EL EV 488.9 _ _ ° 2038.00 2039.00 ° 2040.00 30.1 2041.0 SH 121 Q MBGF o x n o SKEW;TYP O GENERAL NOTES 20' -0" I NOMINAL FALE _ z N Nl ARMOR JT \ Q 1. BRIDGE WDENING DESIGNED FOR HL -93 1 ARM JT OF T5 01 RAIL \\ w y in .- \\ n \\ LOADING N AC LRFD BRIDGE SPECIFICAT CORDANCE WITH A SHTO \ -- " --TEMP SHORING JOINT 2 �0 -- iv o \ N \\ SH 121 NB PGL \ ` + NT R M P URRENTOURTH N a N ^ i SPECIFICATIONS. OD ATIONS. J Q • BEN TS WITH D BARS AND CONST "D DENOTES T w '� Q SLOTTED HOLES AT EXTERIOR BEAMS. TEST HOLE 2 o 'a p J o °% a SH 121 0 v _ l w N 3. NEW SUBSTRUCTURE CONSTRUCTION (• o _J ` STA 2038.97.60, o 04 N m N] ° Aye Of SLAgOGE — ABUTMENTS AND BENTS) SHALL BE STAKE BAS -C \\ 32' RT °' Cr 0 r \ 1 n J a Q IN REFERENCE TO THE STATIONING SHOWN N w \ +� / > H AND NOT EXTENSIONS OF EXISTING EXIST WINGWALL SUBSTRUCTURE, UNLESS OTHERWISE n > TO BE REMOVED w ANGLE BREAK / N INDICATED. STATIONING SHOWN AT THE STA 2040.12 BEGINNING OF BRIDGE SHALL BE SET AS a TEMP SHORING Ld FACE OF EXISTING ABUTMENT I BACKWALL. rn �� \\ w v -- W N a+ \\ ^• Z 4, BEARING OF BENTS SHOWN ARE BEST FIT o CL CONST JOINT \\ ARMOR JT 0 z NOMINAL FACE \\ a ~ FROM SURVEY DATA. CONTRACTOR TO \\ OF T502 RAIL \ - - - > - - J ADJUST IN THE FIELD TO MATCH EXISTING PROPOSED TEST ABUTMENTS. ° MBGF w HOLE D3 _ EXIST TO REMAIN. ¢ w STA 20 4 0- 60.85, RT \ (, POINT OF MIN a o 86.77' 7' RT \ VERT CLEARANCE - _ _� 3 _ 3 . . \ \ Q HYDRAULIC DATA P _ ( �•I.• PO 0 50 - 13,800 cfs 0 100 = 1 5, 600 cfs V = 6.2 fps V100 =6.4 fps N Hw = 466.53 Hw 100 = 467.18 ROADWAY DATA ........... . DESIGN SPEED: 70 MPH REFER H TTO E 1983 A BRIIDGE A LAYOUT R AT I DENTON PLAN 2005 ADT: 114,200 CREEK (CSJ: 0364 -02 -002 & CSJ: 0364 -02 -083) 2025 ADT: 210,900 FUNC CLASS: URBAN FREEWAY FOR TEST HOLE DATA. 3 0 ° Do M o 1n�n10 4 Irk d END OF RAIL ------- OT C ONSTRUCTION. BIDDING. ' T); T50 4 (RT) RAIL 69900' ---- - - ---- FO TYPE T501 ( FOR; PAYMENT; N FOR C OR PERMIT PURPOSES. OVERjLL LENGJH OF BRIDGE 67$.00' (MEASURED ALONG S 121) Engineer KENNETH E. GOTTLEABER ---- ------ - ------ ------------ --------- ---- ----- - -- ------ ------ - -- - ---------- - -------- -- - -- ------- - - --•--- - ---------- --------- - -- -- ---- ---- - - - - -- ------ --- --•-------- -- - - ---- ---• -- -- - -------------_--------- --- ---- -- ----- - -- - --- -- --- -- P.E. No. 61759 Date 12/4/2008 225:00' TY G BEAM PR CONC BE'M UNIT (75.00''- 75.00' - 7 0 5.00') 225. 0' TY C EAM PRESTRESSED CONC BEAM UNIT;2 O (75.001-75.00'- Q -- ---------+--------- --- -- � - ----- -- -• ------------------------ ----- -- -- - -- -- ---- - -- r ------�- - --;-------- --- c 961% (',) 1 .5047%' (� v ; "T 510 Vpl EL • 493 00 HL -93 LOADING ° - - - - - -- ---- - - - - -- ---- - - - - -- - - - - -- - - - - - ---- - - - - ---- - - - - --- - - - - --- - - - - -- -----------•------------•----- - - - - -- ----------------- - - - - -- 510 rood: o0 - --- - - - - ----- - - - - ---- -_ - - ----- - - - - -- m B GIN BRIDGE t E 3, 13' Q EXISTING NB1 •18- 057 -0- 0364 -02 -082 F CE OF BgWL Q N_ MBGF SrrA 2037.99.62 T501 OR T502 RA (V IL CIVIL. 490 PGL EL •490.00 ' 1 > ASSOCIATES, °Ahw�F N ; )s ui ~' DALLOASBJTFREEWAY, SUITE 1300 x 6.69 972.40 50 a 4 70 ' t I `\ -> c ^ 'a _ t(w100 - --- - - - - -- �a t I - _ - _ p Lit , , w ----- - ( a Q_ - _ H�Q 4 - 4 7 0 �� H - _ _ - _ _ = r - - - - - - _ _ _ _ _ f _ > _ - __ - -� _ - _ 0 Z Texos Deportment of Tronsportotlon / fl EXIST GROUND h N 1 i RXISRAPONC I I EXIST Y I ° I I J 450 Z @ 2008 x 450 �! I ; ' - - - - -- - I- !------------ - - - - -- - - - -- - - - -- ' `- - -I -- ---- - - - - -- ---- - - - - -- ------- - - -!-! -- - - - - -- -- - - - - -- ---- - - - - -- --- - - - - -- - - - - - -- ------ - - - - -- - - - -- - -- - - - - -- --- - - - - -- -- - - - - -- = p 3 4 30" DIA O.S. 4 -30" DIA. q.5. - -u 4 - 30" bIA. D. �u 4 -30" D1A. D.S. I 4L30" DIA: D.S. �' U NB DENTON CREEK • 4 30 b O - - - - - - - -- - - - - -- -- - - - - -- ------------ - - - - -- --- - - - - -- --- - - - - -- -- - - - - -- a EN I NG : : : : , • � ID : 6 ' 430 w PRELIMINARY BRIDGE LAYOU E o HE ,L - - - - - -- - - -- - - - - -- ---- - - - - -- ----- - - - - -- - - - - - -- - ----- - - - - -- -- , _ E ON q 1 0 s ET 1 410 of 2 _.__�-- •_______. _, , , , , , � ' ; � ; FEDERAL AID PROJECT N0. N 0. APPRO81MATE CO�UMN HEIGHT 6 SH 121 j H' A l NB PGL STATE DISTRICT COUNTY SH T TEXAS DAL DALLAS n 2038+'00 2039 +00 2040 +00 CONTROL SECTION JOB 2041 +00 0364 02 017 V . ......... . N, TESf,, HOLE 5 (L SFI\',J 21 PROPOSED TEST 69 L\ 90 STA 21043.32.28, .28, T� Ike S K HOLE D4 N ....... . ... . ............................................ & . 77 . 7 . : ... :7 ... .. ........ .. 0 2 0 42 .35 .71 ....... . . . ........ . . ..... . . . . ...... \ \ STA rk BENT NO 8 BENT' % 0 (L BENT NO (L NO 7 C BENT NO 9 • 60.71 , " I STA 2041 STA 2042-35.71 STA 2Q43-10.71 STA .2043,-85. 7 0 Lo .... . ... . .. .... . . ......... ......... + q- BENT IN 6 4 BENT NO -7 BENT NO 8 BENT NO 9 0 rL X STA 2041-74.'62 STA 2042-49.62 STA 2043-24 62 STA 2043-99.62 4 7 2 4 0 7 62 PGL ELEV 48 PGL ELEV 48 2 0 �. 7 PGL ELEV 48568 r . PGL ELEV 488.35 . ............ = . ..... 0 0 2042-00 2043.00 20441-0 (\j 30.1'± q_ SH 121 iEiIW.Tlp < NOMINAL FACEJ I ' o Vn 6 OF T501 RAIL c) SH 121 NB PGL clj V) ARMOR JT 0 u O LLJ l Z CONST JOINT EXIST WINGWALL 'n TO BE REMOVED NI Z, � Cr oo 0 co ANGLE BREAK --EXIST EDGE Ln _0A_ZQA_4 —*12- .o > OF SLAB u ARMOR JT LAI N F— • K v) ARMOR JT \ w CONST J oz NOMINAL FACt-� <0 \,\ w ac \ OF T50 2� 2 RAI �- u v) END BRIDGE rL ABUT NO 10 STA 2044-60.71 END BRIDGE- ...._. -FACE -OF- -BKAYL— (L ABUT NO 10 STA 2044-74.62 PGL ELEV 484.55 N 47 E 2045.00 mBGF V1 ' -TEMP SHORING BAS-C z \ J ( -TEMP SHORING NT — ARMOR JT 20' �- I PROPOSED TEST APPROXIMATE. HOLE D6 �-MBGF 0 TEST H OLE LOCATIONS ARE �POINT OF MIN STA 2045-08.09, A REFER TO 1?83 BRIDGE LAYOUTAT DENTON CREEK (C SJ 0364-02- 0 02 & C S J: 0364-02-083) PLAN VERT CLEARANCE 82' FIT 0 20 40 SCALE: 1"-40' EXIST TO REMAIN. FOR TEST HOLE DATA. PRELIMINARY TtPE T501 :(LT), T502 (RT) 4A I L 69 END OF RAI� FOR REVIEW ONLY ---------- ------------ ------------- ------------ I ------------- — ------- NOT FOR CONSTRUCTION. BIDDING. FOR PAYMENT OR PERMIT PURPOSES. OVERA(L LENGTH OF BRIDGE - 675.j00' (MEA5URED ALONG SH j121) neer Engi KENNETH E. GOTTLEASER - -------------------------------------------------------------- ------------ --------------------------------------------------------------------------------------------------------- - --------- -- --------- -- -- ---- ------- ------------- -------------- ------------ -- ------------ - - --------------------- - 61759 P. E. No. Date 12/4/2008 225.00'� TY C BEAM 225.00' TY C BEAM PRESTRESSED CONC BEAM UNIT 3 (75i.00'-75.00'-75.06 0 PHF5fHLt)�)tV:LUNL bhAM UNII Z: :(75.00'-?5.00'-75.00') 0 - ------------ ------------ ----------- ------------ ------------ ------------ ------------ ----------- ------------ ------------ ----------- ------------ ------------ ------------ ------------ -------- -- ---- ------- ------------ ----------- ------------ ------------ ------------------------- 'END BR :FACE O l3E q F,BKWL • :STA 2044-74.62 510 AD 0 ----------- - --------- -- ---------- -- ----------- - ------------ -------- -- ... ........ PGL_ELc484_.55 ---- ............ ------------------------- ---------- 510 HL-93 LO ING -- — (\j EXISTING NBI •IS-057-0-0364-02-082 T5011 OR T50? RAIL C I A 1521 Norffimcat High�y GwW4 Texu 75041 In ----------------------------- ----------- - ----------------------------------- --------- ------------------------ INC. rlu 490 490 ASSOC ----------- ------------ -------------------------------------- 7 ,F 'S p-------- -- .......... ---------- V) — — — — — 3010 LBJ FR EEWAY, SUITE 1300 U I LL_ ul D DALLAS, TEXAS 75234 MBGF 972.406.6950 Hwl 0 ' 470 Hw 470 : : : ---------- -- --- ------ ------------------- --------------------- ------------ ------------ ------------------------- ------------------------ --------- -------- --- --- ---- ------ (Ij > I --- 4 a) Texos Deportment of' Tronsportaflon 4 _j U w Z --------- H Li 5 : . : 2008 �l I I i /�,' : :EXIST EXI GROUND 11 EXIST STEPPED 450 X ------------ �RQAM&x - ------------ 1 EXI$T RIP R4P 1 ----------- ------------ 11 ------------ ---- --- 0_: ------------ ------------ ----------- ------------ ------------ ------------ ------------ ------------ ----------- ------ SH 1 :EXIST GAOION i lz -,Lr/ :MATTRESS: NB DENTON 4-30 61 A. D. S. 4 -30" DIA. D.S.: _1- DI A. D.S. Ll-- DIA. :D. S. O 4 - 30 D I A. D.:S. REEK WENING 430 430 -------------------------------------- : ------- ------------ ------------ ----------- 4 ------------------------- --------------------------- c ID — ----------- -------------------------- I ----------- I ------------- ----------- I ------------- I -------------- I ----------- I ------------- ------------ ----------- ------------- > PRELIMINARY BRIDGE LAYOUT uj SHEET 2 OF 2 410 41 0 ------- ........... ------------ ----------- J. ------------ L F E E . R D.. FEDERAL Al ------ ------------ ------------- I ----------- 11 ------------- L ------------ ------------ ---- ftf_-�ATTON: ------------ --------- ------------ I -------------- I ----------- ------------ ---------- D PROJECT NO. NICHWAY Dl— 0, APPROXIMATE COLUMN HEIGHT 6 SH 121 - H" AT NB PGL : STATE DISTRICT COUNTY NO. T EXAS 0 U) CC T 0 S DAL DALLAS CONTROL SECTION JOB c9l 2042+00 2043+00 2044+00 2045+00 01A41 m 017