Tarrant County, Texas Preliminary Hydraulic Report Prepared for: Texas Department of Transportation Fort Worth District Prepared by: AECOM Corporation Scott C. Williams, P.E. No. 101334, Date 2009 This document is for Interim review only and not for construction, bidding or permit purposes.
Preliminary Hydraulic Study on NTE Segment 2E Table of Contents List of Appendices...ii 1. Introduction...1 2. Methodology & Analysis...1 3. Existing Outfall Structure Summary & Proposed Recommendations...2 3.1 Outfall J (Station 1307)...2 3.2 Outfall K (Station 1334 Boyd Branch)...3 3.3 Outfall M (Station 1364)...4 3.4 Outfall N (Station 1392)...4 3.5 Outfall O (Station 1420)...5 3.6 Outfall P (FAA Blvd South)...6 3.7 Outfall Q (SH 360 North)...7 3.8 Outfall R (Station 1475)...7 3.9 Outfall S (Station 1493)...7 3.10 Outfall T (Big Bear Creek)...8 TxDOT, Fort Worth District i AECOM
Preliminary Hydraulic Study on NTE Segment 2E List of Appendices APPENDIX A Study Area FEMA Maps APPENDIX B NTE Segment 2E Existing Drainage Area Maps APPENDIX C NTE Segment 2E Proposed Drainage Area Maps APPENDIX D NTE Segment 2E Peak Flow Summary APPENDIX E TxDOT WinStorm Calculations APPENDIX F Time of Concentration Calculations APPENDIX G References TxDOT, Fort Worth District ii AECOM
Preliminary Hydraulic Study on NTE Segment 2E 1. Introduction The purpose of this drainage study is to aid in the preparation of preliminary cost estimates and conceptual drainage plans for the proposed North Tarrant Expressway Segment 2E (NTE). Existing information was obtained from TxDOT as-built plans and previous drainage studies completed by TxDOT, the City of Euless, and the City of Bedford. See Appendix G for references. There are 10 existing outfalls along the NTE segment 2E project. The outfall naming convention follows that established in the TxDOT as-built plans. The drainage pattern is typically from north to south across the SH 183 project. Each outfall ultimately flows into the West Fork Trinity River south of the project. The drainage areas north of SH 183 are a mixture of urban development and residential neighborhoods. Big Bear Creek and Boyd Branch are the only FEMA floodplains within the project limits. Big Bear Creek is designated as Zone AE and Boyd Branch as Zone A. See Appendix A for FEMA maps. When SH 183 was first built, cross-drainage structures were built at each stream crossing along with storm drain systems that tie into these cross-drainage structures. Due to development along the corridor, many of these cross-drainage structures have been extended beyond the SH 183 ROW, and now resemble closed storm sewer systems. These systems were analyzed within the project ROW limits only, with assumptions made at the upstream and downstream ends. All drainage analysis and design is based on the ultimate proposed roadway design improvements. The proposed roadway improvements include the addition of tolled managed lanes for eastbound and westbound SH 183, new direct connectors to SH 360 and SH 97, and new profiles for the general purpose lanes. 2. Methodology & Analysis Hydrology: The drainage areas contributing to the NTE Segment 2E are shown in Appendix B. The drainage areas were determined from USGS Topographic Quad Maps and survey data along the corridor. The drainage design assumes a fully developed corridor, thus offsite drainage areas were assumed to have a C value of 0.80. C values within the Right-of-Way (ROW) were TxDOT, Fort Worth District 1 AECOM
Preliminary Hydraulic Study on NTE Segment 2E assumed to be 1.00. For small drainage areas (<200 acres) the rational method was used to calculate peak flows. The time of concentration (Tc) was calculated following the procedure outlined in Chapter 5 of the TxDOT Hydraulic Design Manual (HDM). The intensity was determined using coefficients for Tarrant County from the National Weather Service Technical Paper 40 (TP 40). For large, offsite drainage areas the peak flows were determined by using the program HEC- HMS. Drainage areas were delineated by using USGS 10ft contour maps and survey data along the corridor. Offsite Tc was determined from existing TxDOT as-builts or calculated using Chapter 5 of the HDM. See Figures 2 and 3 for drainage area maps. As-builts indicate a Tc of 10 minutes and an intensity of 6.6 in/hr was typically used in the design of the existing systems. This Tc equates to around a 5-yr event using TP-40 methodology. The NTE project requires a 50-year event be used in design. Because downstream conditions have been developed for the majority of segment 2E, increasing outfall capacity becomes difficult. Therefore detention will be required at several outfalls. Hydraulics: Existing systems that have been extended beyond the ROW were analyzed as closed storm sewer systems using TxDOT s WinStorm program. The required design frequency for general purpose and managed lane storm sewers is the 50-yr event. 3. Existing Outfall Structure Summary & Recommendations 3.1 Outfall J (Station 1307): General Info: The existing outfall is 1-6 x4 RCB that flows north to south across the project ROW. It is located at the intersection of the WB frontage road and Reliance Parkway on the upstream end, and the intersection of the EB frontage road and Wilshire Dr on the downstream end. The culvert has been extended beyond both ROW lines so there are no headwalls within the ROW. The existing system collects runoff from north of the ROW and storm drains along SH 183. TxDOT, Fort Worth District 2 AECOM
Preliminary Hydraulic Study on NTE Segment 2E Assessment: The existing system was analyzed as a storm sewer system from the upstream ROW to the downstream ROW. The contributing drainage area upstream is 70.0 acres. The C value for this area is 0.80 to allow for the ultimate build out. The time of concentration is calculated to be 55 minutes. On-site area is 15.0 acres with a C value of 1.00. The resulting combined flows are 287 cfs for the 50-yr event and 313 cfs for the 100-yr event. The existing capacity of the 6x4 box culvert, using a slope of 0.62%, is 244 cfs. Therefore the existing system is undersized for the ultimate build out condition. Recommendations: It is recommended that detention storage be provided to help reduce the proposed peak flow due to an increase in impervious cover. This can be accomplished through in-line storage within the ROW, or with a detention pond outside the ROW. 3.2 Outfall K (Station 1334 Boyd Branch): General Info: The existing outfall is 2-10 x6 MBC that flows across the ROW to the south. The structure lies on the east side of the intersection of FM 157. Similar to the previous outfall, this MBC has been extended beyond both ROW lines. Multiple storm drain systems from SH 183 tie into the culvert including a 60 RCP that drains runoff from north of SH 183 along Sheppard Drive. This 60 RCP is referred to in the as-builts as system L. Assessment: The existing system was analyzed as a storm sewer system from the upstream ROW to the downstream ROW. The contributing drainage area is 406.7 acres. To calculate peak flows the SCS Curve Number Method within HEC-HMS was used. A runoff curve number of 83 was used to reflect the industrial, residential, and park areas upstream. Tc was calculated to be 83 minutes. The resulting flows are 1,251 cfs for the 50-yr event and 1,409 cfs for the 100-yr event. The existing capacity of the 2-10x6 box culvert, using a slope of 0.32%, is 1,187 cfs. Therefore the existing system is undersized for the ultimate build out condition. Recommendations: It is recommended that detention storage be provided to help reduce the proposed peak flow to due to an increase in impervious cover. This can be accomplished through in-line storage TxDOT, Fort Worth District 3 AECOM
Preliminary Hydraulic Study on NTE Segment 2E within the ROW, or with a detention pond outside the ROW. During PS&E development it is anticipated that this stream crossing will require a floodplain study along with a CLOMR application with FEMA. 3.3 Outfall M (Station 1364): General Info: The existing outfall are 2-7 x3 MBC that flows across the ROW to the south. The structure is located approximately 300 feet east of Ector Drive. The upstream end is graded to flow into the curb inlets along the frontage road while the downstream end has a headwall that discharges into a channel. The existing system collects runoff from the drainage area north of the project as well as storm drains along SH 183. Assessment: The existing system was analyzed as a storm sewer system from the upstream ROW to the downstream ROW. The contributing drainage area upstream is 69.0 acres with a C value of 0.80 to allow for the ultimate build out. Tc was calculated to be 33 minutes. The onsite drainage area is 22.0 acres with a C value of 1.00. The resulting combined flows are 433 cfs for the 50-yr event and 473 cfs for the 100-yr event. The existing capacity of the 2-7x3 box culvert, using a slope of 0.38%, is 304 cfs. Recommendations: The addition of 1-7x3 box culvert adjacent to the existing will raise capacity to 456 cfs, which is higher than the 50-yr event. A downstream drainage easement will be required to maintain the outfall and provide energy dissipation. 3.4 Outfall N (Station 1392): General Info: The existing outfall is 1-72 RCP that flows across the south ROW line. It is located approximately 700 ft east of Euless Main Street. The existing pipe extends across the south SH 183 ROW line and proceeds across SH 10 before outfalling into a ditch. The system collects runoff from the neighborhood north of SH 183 and storm drains along SH 183. Assessment: The existing system was analyzed as a storm sewer system from the upstream end of the 72 TxDOT, Fort Worth District 4 AECOM
Preliminary Hydraulic Study on NTE Segment 2E RCP to the downstream outfall south of SH 10. The contributing drainage area upstream is 13.9 acres with a C value of 0.80 to account for the ultimate build out. Tc was calculated to be 23 minutes. The onsite drainage area is 38.1 acres with a C value of 1.00. The resulting combined flows are 337 cfs for the 50-yr event and 369 cfs for the 100-yr event. The proposed SH 183 profile is lower than the outfall flowline, thus part of the runoff from the existing drainage area will be carried east to Outfall Q in the proposed condition. This can be seen in Figure 3. The resulting proposed drainage area for outfall N is reduced to the SH 183 eastbound frontage road (16.1 acres). Proposed peak flows are 170 cfs for the 50-yr event and 186 cfs for the 100-yr event. Recommendations: The existing 72 RCP outfall is adequate in the proposed condition due to the reduced drainage area. 3.5 Outfall O (Station 1420): General Info: The existing outfall is 1-48 RCP that flows south across the ROW line. The outfall is located approximately 250 east of the intersection of FAA Blvd and East Euless Blvd. The system collects runoff from north of the ROW and storm drains along SH 183. An outfall ditch at the south ROW is intended to carry the 100-yr event minus the design event for the storm sewer system. This outfall ditch has been modified into a concrete flume with the addition of the Anthem Estates Subdivision. Assessment: The existing system was analyzed as a storm sewer system from the upstream end of the 48 RCP to the downstream ROW. The contributing drainage area upstream is 4.3 acres with a C value of 0.80 to account for the ultimate build out. Tc was calculated to be 35 mintues. The onsite drainage area is 22.7 acres with a C value of 1.00. The resulting combined flows are 141 cfs for the 50-yr event and 154 cfs for the 100-yr event. The proposed SH 183 profile is lower than the outfall flowline, thus part of the runoff from the existing drainage area will be carried east to Outfall Q in the proposed condition. This can be seen in Figure 3. The resulting proposed drainage area for outfall O is reduced to the SH 183 TxDOT, Fort Worth District 5 AECOM
Preliminary Hydraulic Study on NTE Segment 2E eastbound frontage road (2.3 acres). Proposed peak flows are 24 cfs for the 50-yr event and 27 cfs for the 100-yr event. Recommendations: The existing 48 RCP outfall is adequate in the proposed condition due to the reduced drainage area. 3.6 Outfall P (FAA Blvd South): General Info: This system collects runoff from north of SH 183 between Bear Creek Parkway and SH 360, and runoff from along SH 183 and SH 360. The main trunk line runs along the EB SH 183 Frontage and proceeds along the SB SH 360 frontage road. The system then outfalls south of the FAA Boulevard/SH 360 intersection outside the limits of this project. Assessment: Part of the existing system was analyzed using WinStorm. The contributing drainage area upstream is 35.3 acres with a C value of 0.80 to account for the ultimate build out. Tc was calculated to be 27 minutes. The onsite drainage area is 15.4 acres with a C value of 1.00. The resulting combined flows are 276 cfs for the 50-yr event and 302 cfs for the 100-yr event. The proposed SH 183 profile is lower than the laterals that cross SH 183. Therefore part of the runoff from the existing drainage area will be carried east to Outfall Q in the proposed condition. The existing 60 trunkline should be utilized where the proposed SH 183 EB frontage road ties into the existing frontage road. The resulting proposed drainage area for outfall P is reduced to the SH 183 eastbound frontage road (2.2 acres). Proposed peak flows are 23 cfs for the 50-yr event and 25 cfs for the 100-yr event. Recommendations: The existing trunk line along the SH 183 eastbound frontage road is adequate in the proposed condition due to the reduced drainage area. TxDOT, Fort Worth District 6 AECOM
Preliminary Hydraulic Study on NTE Segment 2E 3.7 Outfall Q (SH 360 North): General Info: The existing trunk line runs along the SH 360 southbound frontage road at the interchange with SH 183. The system collects runoff along SH 360 north of SH 183. The outfall is a 60 RCP that empties into a tributary to Blessing Branch east of SH 360. Assessment: Minimal changes are expected to the existing system so it was analyzed in WinStorm using asbuilts. Due to proposed roadway profile changes, runoff from Outfalls N, O, and P will be carried to this outfall. A proposed detention pond will be needed to reduce the peak flow from these additional areas to existing conditions. Recommendations: The existing trunk line is adequate due to the reduced drainage area. 3.8 Outfall R (Station 1475): General Info: This system collects runoff from the SH 183/SH 360 interchange and outfalls into a tributary to Big Bear Creek with a 78 RCP. Assessment: In the proposed conditions only direct connectors will be added to the drainage area. Therefore minimal changes are expected to the drainage system. Recommendations: No changes are expected to the outfall conditions. Drainage easement will be required downstream for channel grading and riprap. 3.9 Outfall S (Sta 1493): General Info: This system collects runoff from SH 183 at Amon Carter Blvd and outfalls into a tributary to Big Bear Creek with a 60 RCP. TxDOT, Fort Worth District 7 AECOM
Preliminary Hydraulic Study on NTE Segment 2E Assessment: In the proposed conditions only direct connectors will be added to the drainage area. Therefore minimal changes are expected to the drainage system. Recommendations: No changes are expected to the outfall conditions. Drainage easement will be required downstream for channel grading and riprap. 3.10 Outfall T (Big Bear Creek): General Info: Big Bear Creek runs southeast through the SH 183/SH97 interchange. Runoff from the interchange outfalls directly into the creek. Assessment: It is anticipated that columns from the proposed direct connects will be placed outside of the 100-yr floodplain or next to adjacent bridge columns, minimizing impacts to the water surface elevations. Therefore channel modifications to mitigate impacts are expected to be minimal, and a detailed HEC-RAS analysis was not performed. Recommendations: During PS&E development it is anticipated that this stream crossing will require a floodplain study along with a CLOMR application with FEMA. TxDOT, Fort Worth District 8 AECOM
Preliminary Hydraulic Study on NTE Segment 2E Appendix A Study Area FEMA Maps TxDOT, Fort Worth District AECOM
Preliminary Hydraulic Study on NTE Segment 2E Appendix B NTE Segment 2E Existing Drainage Area Maps TxDOT, Fort Worth District AECOM
T REV DATE BY DESCRIPTION BOYD BRANCH K 373.0 AC LEGEND EXISTING OFFSITE DRAINAGE AREA EXISTING ONSITE DRAINAGE AREA FLOW DIRECTION STREAM FLOW EXISTING STORM DRAIN SYSTEM (FROM AS-BUILTS) EXISTING STORM DRAIN SYSTEM (ASSUMED) J 70.0 AC RELIANCE PARKWAY FM 157 INDUSTRIAL BLVD EXIST. 60" RCP M 69.0 AC 22.0 AC MATCHLINE - SHEET 2 WILSHIRE DR OUTFALL J EXIST. 1-6 X4 MBC 15.0 AC OUTFALL K EXIST. 2-10 X6 MBC 33.7 AC OUTFALL M EXIST. 2-7 X3 MBC ECTOR DR TO CYCLONE BRANCH AECOM Technical Services Inc.- 3580 THIS DOCUMENT IS RELEASED UNDER THE AUTHORITY OF: Scott C. Williams TEXAS REGISTRATION NO: 101334 DATE: $DATE$ NOT TO BE USED FOR BIDDING, CONSTRUCTION, OR PERMIT PURPOSES. NORTH TARRANT EXPRESS EXISTING DRAINAGE AREA EXHIBIT SCALE: 1"=500 SHEET 1 OF 3 $FILE$ FED. RD. DIV. NO. PROJECT NUMBER SHEET NO. STATE DISTRICT COUNTY TEXAS TARRANT JOB CONT SECT HIGHWAY NO SH 183 $DATE$ $TIME$
STATE REV DATE BY DESCRIPTION LEGEND EXISTING OFFSITE DRAINAGE AREA EXISTING ONSITE DRAINAGE AREA FLOW DIRECTION STREAM FLOW EXISTING STORM DRAIN SYSTEM (FROM AS-BUILTS) EXISTING STORM DRAIN SYSTEM (ASSUMED) MATCHLINE - SHEET 1 N 13.9 AC 38.1 AC O 4.3 AC P 35.3 AC MATCHLINE - SHEET 3 17.7 AC EULESS MAIN ST OUTFALL N EXIST. 1-72" RCP 22.7 AC 15.4 AC OUTFALL O EXIST. 1-48" RCP AECOM Technical Services Inc.- 3580 THIS DOCUMENT IS RELEASED UNDER THE AUTHORITY OF: Scott C. Williams TEXAS REGISTRATION NO: 101334 DATE: $DATE$ OUTFALL P EXIST. 1-60" RCP NOT TO BE USED FOR BIDDING, CONSTRUCTION, OR PERMIT PURPOSES. NORTH TARRANT EXPRESS EXISTING DRAINAGE AREA EXHIBITS SCALE: 1"=500 SHEET 2 OF 3 $FILE$ FED. RD. DIV. NO. PROJECT NUMBER SHEET NO. DISTRICT COUNTY TEXAS TARRANT JOB CONT SECT HIGHWAY NO SH 183 $DATE$ $TIME$
FP FP FP TFP Valves )verhead Sign Piles Piles Area Under Construction Piles Piles Construction Area Under Construction Piles TFP Water TL TL TL TL FH Sign Pole Sign Pole Sign Water Water Water Water Sign Pole REV DATE BY DESCRIPTION BLESSING BRANCH LEGEND EXISTING OFFSITE DRAINAGE AREA EXISTING ONSITE DRAINAGE AREA FLOW DIRECTION STREAM FLOW EXISTING STORM DRAIN SYSTEM (FROM AS-BUILTS) EXISTING STORM DRAIN SYSTEM (ASSUMED) Q 41.3 AC OUTFALL Q EXIST. 1-60" RCP MATCHLINE - SHEET 2 30.7 AC R 30.7 AC OUTFALL R EXIST. 1-78" RCP S OUTFALL S EXIST. 1-60" RCP 30.7 AC AECOM Technical Services Inc.- 3580 THIS DOCUMENT IS RELEASED UNDER THE AUTHORITY OF: Scott C. Williams TEXAS REGISTRATION NO: 101334 DATE: $DATE$ NOT TO BE USED FOR BIDDING, CONSTRUCTION, OR PERMIT PURPOSES. NORTH TARRANT EXPRESS EXISTING DRAINAGE AREA EXHIBIT SCALE: 1"=1000 SHEET 3 OF 3 $FILE$ FED. RD. DIV. NO. PROJECT NUMBER SHEET NO. STATE DISTRICT COUNTY TEXAS TARRANT JOB CONT SECT HIGHWAY NO SH 183 $DATE$ $TIME$
Preliminary Hydraulic Study on NTE Segment 2E Appendix C NTE Segment 2E Proposed Drainage Area Maps TxDOT, Fort Worth District AECOM
T REV DATE BY DESCRIPTION BOYD BRANCH K 373.0 AC LEGEND EXISTING OFFSITE DRAINAGE AREA PROPOSED ONSITE DRAINAGE AREA FLOW DIRECTION STREAM FLOW EXISTING STORM DRAIN SYSTEM (FROM AS-BUILTS) EXISTING STORM DRAIN SYSTEM (ASSUMED) J 70.0 AC RELIANCE PARKWAY FM 157 INDUSTRIAL BLVD EXIST. 60" RCP M 69.0 AC 22.0 AC MATCHLINE - SHEET 2 WILSHIRE DR TO CYCLONE BRANCH OUTFALL J EXIST. 1-6 X4 MBC 15.0 AC OUTFALL K EXIST. 2-10 X6 MBC 33.7 AC OUTFALL M EXIST. 2-7 X3 MBC ECTOR DR AECOM Technical Services Inc.- 3580 THIS DOCUMENT IS RELEASED UNDER THE AUTHORITY OF: Scott C. Williams TEXAS REGISTRATION NO: 101334 DATE: $DATE$ NOT TO BE USED FOR BIDDING, CONSTRUCTION, OR PERMIT PURPOSES. NORTH TARRANT EXPRESS PROPOSED DRAINAGE AREA EXHIBIT SCALE: 1"=500 SHEET 1 OF 3 $FILE$ FED. RD. DIV. NO. PROJECT NUMBER SHEET NO. STATE DISTRICT COUNTY TEXAS TARRANT JOB CONT SECT HIGHWAY NO SH 183 $DATE$ $TIME$
STATE REV DATE BY DESCRIPTION LEGEND EXISTING OFFSITE DRAINAGE AREA PROPOSED ONSITE DRAINAGE AREA FLOW DIRECTION STREAM FLOW EXISTING STORM DRAIN SYSTEM (FROM AS-BUILTS) EXISTING STORM DRAIN SYSTEM (ASSUMED) MATCHLINE - SHEET 1 N 13.9 AC 49.9 AC O 4.3 AC P 35.3 AC MATCHLINE - SHEET 3 17.7 AC 16.1 AC EULESS MAIN ST OUTFALL N EXIST. 1-72" RCP 2.3 AC 2.2 AC OUTFALL O EXIST. 1-48" RCP AECOM Technical Services Inc.- 3580 THIS DOCUMENT IS RELEASED UNDER THE AUTHORITY OF: Scott C. Williams TEXAS REGISTRATION NO: 101334 DATE: $DATE$ OUTFALL P EXIST. 1-60" RCP NOT TO BE USED FOR BIDDING, CONSTRUCTION, OR PERMIT PURPOSES. NORTH TARRANT EXPRESS PROPOSED DRAINAGE AREA EXHIBITS SCALE: 1"=500 SHEET 2 OF 3 $FILE$ FED. RD. DIV. NO. PROJECT NUMBER SHEET NO. DISTRICT COUNTY TEXAS TARRANT JOB CONT SECT HIGHWAY NO SH 183 $DATE$ $TIME$
FP FP FP TFP Valves )verhead Sign Piles Piles Area Under Construction Piles Piles Construction Area Under Construction Piles TFP Water TL TL TL TL FH Sign Pole Sign Pole Sign Water Water Water Water Sign Pole REV DATE BY DESCRIPTION BLESSING BRANCH LEGEND EXISTING OFFSITE DRAINAGE AREA PROPOSED ONSITE DRAINAGE AREA FLOW DIRECTION STREAM FLOW EXISTING STORM DRAIN SYSTEM (FROM AS-BUILTS) EXISTING STORM DRAIN SYSTEM (ASSUMED) Q 41.3 AC OUTFALL Q EXIST. 1-60" RCP MATCHLINE - SHEET 2 30.7 AC PROPOSED DETENTION POND R 107.3 AC OUTFALL R EXIST. 1-78" RCP S OUTFALL S EXIST. 1-60" RCP 26.4 AC AECOM Technical Services Inc.- 3580 THIS DOCUMENT IS RELEASED UNDER THE AUTHORITY OF: Scott C. Williams TEXAS REGISTRATION NO: 101334 DATE: $DATE$ NOT TO BE USED FOR BIDDING, CONSTRUCTION, OR PERMIT PURPOSES. NORTH TARRANT EXPRESS EXISTING DRAINAGE AREA EXHIBIT SCALE: 1"=1000 SHEET 3 OF 3 $FILE$ FED. RD. DIV. NO. PROJECT NUMBER SHEET NO. STATE DISTRICT COUNTY TEXAS TARRANT JOB CONT SECT HIGHWAY NO SH 183 $DATE$ $TIME$
Preliminary Hydraulic Study on NTE Segment 2E Appendix D NTE Segment 2E Peak Flow Summary TxDOT, Fort Worth District AECOM
Outfall Outfall Station Existing Outfall Structure Existing Drainage Area Tc I 50 I 100 Pervious Existing Area Existing Impervious Area Summary of Onsite 100-yr Peak Flows Existing % Impervious Existing C Value Proposed Existing Existing Q Q 100 Drainage 50 Area Proposed Pervious Area Proposed Impervious Area acres min in/hr in/hr acres acres cfs cfs acres acres acres cfs cfs J 1307+00 1-6'x4' RCB 15.0 10 10.53 11.55 6.82 8.18 55% 0.67 106 117 15.0 0.0 15.0 100% 1.00 158 173 K 1334+00 2-10'x6' MBC 33.7 10 10.53 11.55 3.50 30.20 90% 0.85 301 330 33.7 0.0 33.7 100% 1.00 355 389 M 1364+00 2-7'x3' MBC 22.0 10 10.53 11.55 3.99 18.01 82% 0.81 187 206 22.0 0.0 22.0 100% 1.00 232 254 N 1392+00 1-72" RCP 38.1 10 10.53 11.55 2.30 35.80 94% 0.87 349 383 16.1 0.0 16.1 42% 1.00 170 186 O 1420+00 1-48" RCP 17.0 10 10.53 11.55 0.91 16.09 95% 0.87 156 171 2.3 0.0 2.3 14% 1.00 24 27 P 1-60" RCP 15.4 10 10.53 11.55 2.10 13.30 86% 0.83 135 148 2.2 0.0 2.2 14% 1.00 23 25 Q 1-60" RCP 30.7 10 10.53 11.55 13.82 16.88 55% 0.67 218 239 21.5 14.0 7.5 24% 0.57 130 143 R 1475+00 1-78" RCP 107.3 10 10.53 11.55 51.10 56.20 52% 0.66 748 820 107.3 52.0 55.3 52% 0.66 743 815 S 1493+00 1-60" RCP 26.4 10 10.53 11.55 10.00 16.40 62% 0.71 198 217 26.4 11.2 15.2 58% 0.69 191 210 Proposed % Impervious Proposed C Value Proposed Q 50 Proposed Q 100
Outfall Outfall Station Existing Outfall Structure Existing Drainage Area Hydrologic Method Summary of Offsite 100-yr Peak Flows Tc I 50 I 100 P 50 P 100 Curve Runoff Number Existing C Value Existing Q 50 Existing Q 100 acres min in/hr in/hr in in cfs cfs J 1307+00 1-6'x4' RCB 70.0 Rational 55 4.05 4.42 N/A N/A N/A 0.80 227 248 K 1334+00 2-10'x6' MBC 406.7 SCS 83 N/A N/A 8.61 9.58 83 0.80 1251 1409 M 1364+00 2-7'x3' MBC 69.0 Rational 33 5.63 6.14 N/A N/A N/A 0.80 311 339 N 1392+00 1-72" RCP 13.9 Rational 23 6.97 7.61 N/A N/A N/A 0.80 78 85 O 1420+00 1-48" RCP 4.3 Rational 35 5.43 5.93 N/A N/A N/A 0.80 19 20 P 1-60" RCP 35.3 Rational 27 6.35 6.93 N/A N/A N/A 0.80 179 196 Q 1-60" RCP 30.7 Rational 10 10.53 11.55 N/A N/A N/A 0.80 259 284
Preliminary Hydraulic Study on NTE Segment 2E Appendix E TxDOT WinStorm Calculations TxDOT, Fort Worth District AECOM
System J.txt WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 10/15/2009 12:25:05 PM PROJECT NAME : NTE 2E JOB NUMBER : PROJECT DESCRIPTION : System J-Existing 6'x4' RBC at Reliance Pkwy DESIGN FREQUENCY : 50 Years ANALYSYS FREQUENCY : 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 50 Years =========================================== Runoff Computation for Design Frequency. ============================================================================= ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) J-1 0.8 70.00 55.00 55.00 4.05 0.000 226.652 J-2 1.0 15.00 10.00 10.00 10.53 0.000 157.890 Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) J-1 CircMh 0.800 70.00 55.00 4.05 0.000 0.00 226.652 J-2 CircMh 0.835 85.00 55.10 4.04 0.000 0.00 287.021 OUT Outlt 0.835 85.00 55.10 4.04 0.000 0.00 287.021 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 J-1 J-2 547.40 547.00 Box 1 4.00 6.00 66.00 0.61 0.013 2 J-2 OUT 547.00 545.02 Box 1 4.00 6.00 320.00 0.62 0.013 Conveyance Hydraulic Computations. Tailwater = 551.020 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1 554.12 553.77 0.535 5.02 6.00 11.30 9.44 226.65 241.18 0.000 2 553.77 551.02 0.858 6.00 6.00 11.96 11.96 287.02 243.69 0.000 OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Runoff Computation for Analysis Frequency. ============================================================================= ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) J-1 0.8 70.00 55.00 55.00 4.42 0.000 247.400 J-2 1.0 15.00 10.00 10.00 11.55 0.000 173.222 Page 1
System J.txt Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) J-1 CircMh 0.800 70.00 55.00 4.42 0.000 0.00 247.400 J-2 CircMh 0.835 85.00 55.10 4.41 0.000 0.00 313.299 OUT Outlt 0.835 85.00 55.10 4.41 0.000 0.00 313.299 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 J-1 J-2 547.40 547.00 Box 1 4.00 6.00 66.00 0.61 0.013 2 J-2 OUT 547.00 545.02 Box 1 4.00 6.00 320.00 0.62 0.013 Conveyance Hydraulic Computations. Tailwater = 551.020 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1 554.71 554.29 0.638 5.44 6.00 11.37 10.31 247.40 241.18 0.000 2 554.29 551.02 1.023 6.00 6.00 13.05 13.05 313.30 243.69 0.000 ===================================END============================================ NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 50 Years Run# 2 Insufficient capacity. Runoff Frequency of: 100 Years Run# 2 Insufficient capacity. Run# 1 Insufficient capacity. Page 2
System K.txt WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 10/14/2009 9:15:08 AM PROJECT NAME : NTE 2E JOB NUMBER : PROJECT DESCRIPTION : System K-Existing 2-10'x6' MBC at FM 157 DESIGN FREQUENCY : 50 Years ANALYSYS FREQUENCY : 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 50 Years =========================================== Runoff Computation for Design Frequency. ============================================================================= ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) K-2 0.0 407.00 83.00 83.00 0.00 1251.000 1251.000 Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) K-2 CircMh 0.000 0.00 0.00 0.00 1251.000 0.00 1251.000 OUT Outlt 0.000 0.00 0.00 0.00 1251.000 0.00 1251.000 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 2 K-2 OUT 533.43 532.20 Box 2 6.00 10.00 380.00 0.32 0.013 Conveyance Hydraulic Computations. Tailwater = 542.200 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 2 543.57 542.20 0.360 9.38 10.00 11.12 10.431251.001186.64 0.000 OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Runoff Computation for Analysis Frequency. ============================================================================= ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) K-2 0.0 407.00 83.00 83.00 0.00 1251.000 1251.000 Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) Page 1
System K.txt K-2 CircMh 0.000 0.00 0.00 0.00 1251.000 0.00 1251.000 OUT Outlt 0.000 0.00 0.00 0.00 1251.000 0.00 1251.000 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 2 K-2 OUT 533.43 532.20 Box 2 6.00 10.00 380.00 0.32 0.013 Conveyance Hydraulic Computations. Tailwater = 542.200 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 2 543.57 542.20 0.360 9.38 10.00 11.12 10.431251.001186.64 0.000 ===================================END============================================ NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 50 Years Run# 2 Insufficient capacity. Runoff Frequency of: 100 Years Run# 2 Insufficient capacity. Page 2
System M.txt WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 10/15/2009 10:06:30 AM PROJECT NAME : NTE 2E JOB NUMBER : PROJECT DESCRIPTION : System M-Existing 2-7'x3' MBC east of Ector Dr DESIGN FREQUENCY : 50 Years ANALYSYS FREQUENCY : 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 50 Years =========================================== Runoff Computation for Design Frequency. ============================================================================= ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) M-1 0.8 69.00 33.00 33.00 5.63 0.000 310.651 M-2 1.0 22.00 10.00 10.00 10.53 0.000 231.572 Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) M-1 CircMh 0.800 69.00 33.00 5.63 0.000 0.00 310.651 M-2 CircMh 0.848 91.00 33.15 5.61 0.000 0.00 433.252 OUT Outlt 0.848 91.00 33.15 5.61 0.000 0.00 433.252 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 M-1 M-2 557.94 557.68 Box 2 3.00 7.00 70.80 0.37 0.013 2 M-2 OUT 557.68 556.54 Box 2 3.00 7.00 303.60 0.38 0.013 Conveyance Hydraulic Computations. Tailwater = 566.840 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1 569.43 569.16 0.392 6.56 7.00 7.89 7.40 310.65 300.55 0.000 2 569.16 566.84 0.763 7.00 7.00 10.32 10.32 433.25 303.92 0.000 OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Runoff Computation for Analysis Frequency. ============================================================================= ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) M-1 0.8 69.00 33.00 33.00 6.14 0.000 339.031 M-2 1.0 22.00 10.00 10.00 11.55 0.000 254.059 Page 1
System M.txt Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) M-1 CircMh 0.800 69.00 33.00 6.14 0.000 0.00 339.031 M-2 CircMh 0.848 91.00 33.15 6.13 0.000 0.00 472.861 OUT Outlt 0.848 91.00 33.15 6.13 0.000 0.00 472.861 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 M-1 M-2 557.94 557.68 Box 2 3.00 7.00 70.80 0.37 0.013 2 M-2 OUT 557.68 556.54 Box 2 3.00 7.00 303.60 0.38 0.013 Conveyance Hydraulic Computations. Tailwater = 566.840 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1 569.93 569.60 0.467 6.99 7.00 8.08 8.07 339.03 300.55 0.000 2 569.60 566.84 0.909 7.00 7.00 11.26 11.26 472.86 303.92 0.000 ===================================END============================================ NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 50 Years Run# 2 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= M-2 Run# 1 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= M-1 Runoff Frequency of: 100 Years Run# 2 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= M-2 Run# 1 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= M-1 Page 2
System N.txt WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 10/15/2009 10:12:09 AM PROJECT NAME : NTE 2E JOB NUMBER : PROJECT DESCRIPTION : System N-Existing 72" RCP east of Euless Main St DESIGN FREQUENCY : 50 Years ANALYSYS FREQUENCY : 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 50 Years =========================================== Runoff Computation for Design Frequency. ============================================================================= ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) N-1 0.8 13.90 23.00 23.00 6.97 0.000 77.488 N-2 1.0 38.10 10.00 10.00 10.53 0.000 401.041 Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) N-1 CircMh 0.800 13.90 23.00 6.97 0.000 0.00 77.488 N-2 CircMh 0.947 52.00 23.65 6.86 0.000 0.00 337.585 OUT Outlt 0.947 52.00 23.65 6.86 0.000 0.00 337.585 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 N-1 N-2 557.67 556.69 Circ 1 0.00 6.00 296.00 0.33 0.013 2 N-2 OUT 556.69 550.95 Circ 1 0.00 6.00 856.00 0.67 0.013 Conveyance Hydraulic Computations. Tailwater = 566.840 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1* 572.38 572.28 0.033 2.34 6.00 7.57 2.74 77.49 243.72 0.000 2* 572.28 566.84 0.635 4.78 6.00 13.97 11.94 337.59 346.85 0.000 OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Runoff Computation for Analysis Frequency. ============================================================================= ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) N-1 0.8 13.90 23.00 23.00 7.61 0.000 84.632 N-2 1.0 38.10 10.00 10.00 11.55 0.000 439.984 Page 1
System N.txt Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) N-1 CircMh 0.800 13.90 23.00 7.61 0.000 0.00 84.632 N-2 CircMh 0.947 52.00 23.63 7.49 0.000 0.00 368.882 OUT Outlt 0.947 52.00 23.63 7.49 0.000 0.00 368.882 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 N-1 N-2 557.67 556.69 Circ 1 0.00 6.00 296.00 0.33 0.013 2 N-2 OUT 556.69 550.95 Circ 1 0.00 6.00 856.00 0.67 0.013 Conveyance Hydraulic Computations. Tailwater = 566.840 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1* 573.45 573.33 0.040 2.44 6.00 7.85 2.99 84.63 243.72 0.000 2 573.33 566.84 0.758 5.44 6.00 13.69 13.05 368.88 346.85 0.000 ===================================END============================================ * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 50 Years Upstream hydraulic gradeline exceeds critical elevation at node Id= N-2 Upstream hydraulic gradeline exceeds critical elevation at node Id= N-1 Runoff Frequency of: 100 Years Run# 2 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= N-2 Upstream hydraulic gradeline exceeds critical elevation at node Id= N-1 Page 2
System O.txt WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 10/14/2009 9:16:08 AM PROJECT NAME : NTE 2E JOB NUMBER : PROJECT DESCRIPTION : System O-Existing 48" RCP west of Bear Creek Pkwy DESIGN FREQUENCY : 50 Years ANALYSYS FREQUENCY : 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 50 Years =========================================== Runoff Computation for Design Frequency. ============================================================================= ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) O-1 0.8 4.30 35.00 35.00 5.43 0.000 18.666 O-2 1.0 22.70 10.00 10.00 10.53 0.000 238.940 Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) O-1 CircMh 0.800 4.30 35.00 5.43 0.000 0.00 18.666 O-2 CircMh 0.968 27.00 35.27 5.40 0.000 0.00 141.159 OUT Outlt 0.968 27.00 35.27 5.40 0.000 0.00 141.159 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 O-1 O-2 565.20 564.63 Circ 1 0.00 4.00 103.60 0.55 0.013 2 O-2 OUT 564.63 563.70 Circ 1 0.00 4.00 169.10 0.55 0.013 Conveyance Hydraulic Computations. Tailwater = 560.950 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1* 569.35 569.33 0.017 1.13 4.00 6.38 1.49 18.67 106.56 0.000 2 569.33 567.70 0.965 4.00 4.00 11.23 11.23 141.16 106.54 0.000 OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Runoff Computation for Analysis Frequency. ============================================================================= ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) O-1 0.8 4.30 35.00 35.00 5.92 0.000 20.370 O-2 1.0 22.70 10.00 10.00 11.55 0.000 262.143 Page 1
System O.txt Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) O-1 CircMh 0.800 4.30 35.00 5.92 0.000 0.00 20.370 O-2 CircMh 0.968 27.00 35.26 5.89 0.000 0.00 154.062 OUT Outlt 0.968 27.00 35.26 5.89 0.000 0.00 154.062 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 O-1 O-2 565.20 564.63 Circ 1 0.00 4.00 103.60 0.55 0.013 2 O-2 OUT 564.63 563.70 Circ 1 0.00 4.00 169.10 0.55 0.013 Conveyance Hydraulic Computations. Tailwater = 560.950 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1* 569.67 569.64 0.020 1.19 4.00 6.52 1.62 20.37 106.56 0.000 2 569.64 567.70 1.150 4.00 4.00 12.26 12.26 154.06 106.54 0.000 ===================================END============================================ * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 50 Years Tailwater set to uniform depth elevation = 567.70(ft) Run# 2 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= O-2 Upstream hydraulic gradeline exceeds critical elevation at node Id= O-1 Runoff Frequency of: 100 Years Tailwater set to uniform depth elevation = 567.70(ft) Run# 2 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= O-2 Upstream hydraulic gradeline exceeds critical elevation at node Id= O-1 Page 2
System P.txt WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 10/15/2009 10:17:58 AM PROJECT NAME : NTE 2E JOB NUMBER : PROJECT DESCRIPTION : System P-Existing 60" RCP along SH 183 EBFR DESIGN FREQUENCY : 50 Years ANALYSYS FREQUENCY : 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 50 Years =========================================== Runoff Computation for Design Frequency. ============================================================================= ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) P-1 0.8 35.30 27.00 27.00 6.35 0.000 179.374 P-2 1.0 15.40 10.00 10.00 10.53 0.000 162.100 Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) P-1 CircMh 0.800 35.30 27.00 6.35 0.000 0.00 179.374 P-2 CircMh 0.861 50.70 27.18 6.33 0.000 0.00 276.092 OUT Outlt 0.861 50.70 27.18 6.33 0.000 0.00 276.092 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 P-1 P-2 495.00 494.70 Circ 1 0.00 5.00 100.00 0.30 0.013 2 P-2 OUT 494.70 494.40 Circ 1 0.00 5.00 100.00 0.30 0.013 Conveyance Hydraulic Computations. Tailwater = 560.950 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1 562.55 562.07 0.474 5.00 5.00 9.14 9.14 179.37 142.67 0.000 2 562.07 560.95 1.123 5.00 5.00 14.06 14.06 276.09 142.67 0.000 OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Runoff Computation for Analysis Frequency. ============================================================================= ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) P-1 0.8 35.30 27.00 27.00 6.93 0.000 195.826 P-2 1.0 15.40 10.00 10.00 11.55 0.000 177.841 Page 1
System P.txt Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) P-1 CircMh 0.800 35.30 27.00 6.93 0.000 0.00 195.826 P-2 CircMh 0.861 50.70 27.17 6.91 0.000 0.00 301.511 OUT Outlt 0.861 50.70 27.17 6.91 0.000 0.00 301.511 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 P-1 P-2 495.00 494.70 Circ 1 0.00 5.00 100.00 0.30 0.013 2 P-2 OUT 494.70 494.40 Circ 1 0.00 5.00 100.00 0.30 0.013 Conveyance Hydraulic Computations. Tailwater = 560.950 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1 562.86 562.29 0.565 5.00 5.00 9.97 9.97 195.83 142.67 0.000 2 562.29 560.95 1.340 5.00 5.00 15.36 15.36 301.51 142.67 0.000 ===================================END============================================ NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 50 Years Run# 2 Insufficient capacity. Run# 1 Insufficient capacity. Runoff Frequency of: 100 Years Run# 2 Insufficient capacity. Run# 1 Insufficient capacity. Page 2
System Q.txt WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 10/14/2009 9:16:41 AM PROJECT NAME : NTE 2E JOB NUMBER : PROJECT DESCRIPTION : System Q-Existing 60" RCP east of SH 360 DESIGN FREQUENCY : 50 Years ANALYSYS FREQUENCY : 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 50 Years =========================================== Runoff Computation for Design Frequency. ============================================================================= ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) Q-1 0.5 43.28 13.00 13.00 9.37 0.000 202.740 Q-2 0.5 2.42 10.00 10.00 10.53 0.000 12.736 Q-3 0.5 12.19 10.00 10.00 10.53 0.000 64.156 Q-4 0.5 2.22 10.00 10.00 10.53 0.000 11.684 Q-5 0.66 0.77 10.00 10.00 10.53 0.000 5.349 Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) Q-1 CircMh 0.500 43.28 13.00 9.37 0.000 0.00 202.740 Q-2 CircMh 0.500 45.70 13.11 9.33 0.000 0.00 213.194 Q-3 CircMh 0.500 57.89 13.22 9.29 0.000 0.00 269.007 Q-4 CircMh 0.500 60.11 13.40 9.23 0.000 0.00 277.537 Q-5 CircMh 0.502 60.88 13.46 9.22 0.000 0.00 281.704 OUT Outlt 0.502 60.88 13.46 9.22 0.000 0.00 281.704 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 Q-1 Q-2 523.40 522.45 Circ 1 0.00 4.50 96.00 0.99 0.013 2 Q-2 Q-3 521.95 520.75 Circ 1 0.00 5.00 103.15 1.16 0.013 3 Q-3 Q-4 520.75 519.15 Circ 1 0.00 5.00 162.34 0.99 0.013 4 Q-4 Q-5 519.15 518.60 Circ 1 0.00 5.00 50.17 1.10 0.013 5 Q-5 OUT 518.60 518.30 Circ 1 0.00 5.00 23.83 1.26 0.013 Conveyance Hydraulic Computations. Tailwater = 560.950 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1* 565.24 564.22 1.063 3.87 4.50 13.94 12.75 202.74 195.65 0.000 2* 564.22 563.53 0.670 3.26 5.00 15.72 10.86 213.19 280.96 0.000 3* 563.53 561.80 1.067 4.30 5.00 14.98 13.70 269.01 258.60 0.000 4* 561.80 561.23 1.135 4.18 5.00 15.83 14.13 277.54 272.74 0.000 5* 561.23 560.95 1.170 3.95 5.00 16.95 14.35 281.70 292.27 0.000 OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Page 1
System Q.txt Runoff Computation for Analysis Frequency. ============================================================================= ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) Q-1 0.5 43.28 13.00 13.00 10.26 0.000 222.035 Q-2 0.5 2.42 10.00 10.00 11.55 0.000 13.973 Q-3 0.5 12.19 10.00 10.00 11.55 0.000 70.386 Q-4 0.5 2.22 10.00 10.00 11.55 0.000 12.818 Q-5 0.66 0.77 10.00 10.00 11.55 0.000 5.869 Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) Q-1 CircMh 0.500 43.28 13.00 10.26 0.000 0.00 222.035 Q-2 CircMh 0.500 45.70 13.11 10.22 0.000 0.00 233.473 Q-3 CircMh 0.500 57.89 13.22 10.18 0.000 0.00 294.602 Q-4 CircMh 0.500 60.11 13.40 10.11 0.000 0.00 303.921 Q-5 CircMh 0.502 60.88 13.46 10.09 0.000 0.00 308.463 OUT Outlt 0.502 60.88 13.46 10.09 0.000 0.00 308.463 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 Q-1 Q-2 523.40 522.45 Circ 1 0.00 4.50 96.00 0.99 0.013 2 Q-2 Q-3 521.95 520.75 Circ 1 0.00 5.00 103.15 1.16 0.013 3 Q-3 Q-4 520.75 519.15 Circ 1 0.00 5.00 162.34 0.99 0.013 4 Q-4 Q-5 519.15 518.60 Circ 1 0.00 5.00 50.17 1.10 0.013 5 Q-5 OUT 518.60 518.30 Circ 1 0.00 5.00 23.83 1.26 0.013 Conveyance Hydraulic Computations. Tailwater = 560.950 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1 566.10 564.87 1.275 4.50 4.50 13.96 13.96 222.03 195.65 0.000 2* 564.87 564.04 0.803 3.48 5.00 16.02 11.89 233.47 280.96 0.000 3 564.04 561.97 1.279 5.00 5.00 15.00 15.00 294.60 258.60 0.000 4 561.97 561.28 1.361 5.00 5.00 15.48 15.48 303.92 272.74 0.000 5* 561.28 560.95 1.402 4.41 5.00 16.81 15.71 308.46 292.27 0.000 ===================================END============================================ * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 50 Years Upstream hydraulic gradeline exceeds critical elevation at node Id= Q-5 Run# 4 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= Q-4 Run# 3 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= Q-3 Run# 1 Insufficient capacity. Runoff Frequency of: 100 Years Run# 5 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= Q-5 Run# 4 Insufficient capacity. Page 2