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Home My WebLink AboutOrd 345 Approving a Master Drainage StudyTOWN OF WESTLAKE, TEXAS ORDINANCE NO. 345 AN ORDINANCE OF THE BOARD OF ALDERMEN OF THE TOWN OF WESTLAKE, TEXAS, APPROVING A MASTER DRAINAGE STUDY PREPARED BY CARTER & BURGESS, JANUARY, 2000. WHEREAS, a Master Drainage Study for the Town of Westlake has been prepared by Carter & Burgess. Two large stream systems flow through Westlake, into adjacent communities and then to Lake Grapevine. Marshall Branch and its tributaries can be found within the western half of the Town. The study characterizes the flood plains for Marshall Branch, Paigebrooke Creek, Tributary MB -3, and Tributary MB -7. Golf Course Creek, also a tributary of Marshall Branch, drains north into the Town of Trophy Club through the center of the Town. Located within the eastern side of the Town, Kirkwood Branch flows east into the Town of Southlake. Tributaries studied include Higgins Branch and Kirkwood Tributary. The location of these streams can be found on the Master Drainage Study plan. NOW, THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE TOWN OF WESTLAKE, TEXAS: SECTION 1: That the Board of Aldermen of the Town of Westlake, Texas, hereby approves a Master Drainage Study prepared by Carter & Burgess in January, 2000. PASSED AND APPROVED ON THIS 241HDAY OF JANUARY, 2000. ��-v 4�1� Scott Bra ley, Mayor ATTEST: bin—g&- Crosswy, Town ecretary Trent Petty; 6wn Manag, APPROVE!>AS TO FORM: L. on "rney Town of Westlake NTESTLAEE Master Drainage Study Volume 1 Report, Appendices A & B Marshall Branch & Tributaries Paigebrook Creek Golf Course Creek Kirkwood Branch Kirkwood Tributary Higgins Branch January 2000 CMZ Carter.. Burgess Consultants in Planning, Engineering, Architecture, Construction Management, and Related Services 3880 Hulen Street Fort Worth, Texas 76107 817-735-6000 C&B Job Number 981845010 Westlake Master Drainage Study January 2000 Prepared for the: Town of Westlake Master Drainage Study Town of 981845010 Westlake Marshall Branch & Tributaries Paigebrook Creek Golf Course Creek Kirkwood Branch & Tributaries Kirkwood Tributary Higgins Branch -31 1010P( I 3ICACD Carter -m- Burgess 3880 Hulen Street Consultants in Planning, Engineering, Architecture, Fort Worth, Texas 76107817-735-6000 Construction Management, and Related Services Environmental@c-b.com PIN EXECUTIVE SUMMARY ............................................. 1 1.0 INTRODUCTION .............. ......... ...... .. . —... 3 2.0 NATURAL RESOURCES CONSTRAINTS ....... 4 3.0 HYDROLOGY ................... ...... ..... 4 3.1 MARSHALL BRANCH WATERSHED ................................. 4 3. 1.1 FEMA Effective Conditions ........................... ...... 4 3.1.2 Existing Conditions . . . ....... ......... 4 3.1.3 Ultimate Conditions .......... ........ .......... — 10 3.2 KIRKWOOD BRANCH WATERSHED ............................... 12 3.2.1 FEMA Effective Conditions ....... ............. ......... — 12 3.2.3 Ultimate Conditions .......... — .................... ...... 14 4.0 HYDRAULICS .. . ...... ............... ... 15 41 MARSHALL BRANCH/GOLF COURSE CREEK ....................... 15 4.1.1 FEMA Effective/Corrected Effective Conditions . . . . . ........ — 15 4.1.2 Existing Conditions .... ......... .... 16 4.1.3 Marshall Branch Floodplain Reclamation . . . ..... ....... 18 4.2 KIRKWOOD BRANCH .............. ........... ........ 19 4.2.1 FEMA Effective Conditions .... .......... ............. 19 4.2.2 Existing Conditions ........................................ 19 4.2.3 Flood plain Reclamation - Kirkwood Branch and Higgins Branch . . . . 23 5.0 REGIONAL DETENTION ANALYSIS .......... ............. ..... 24 5.1 MARSHALL BRANCH/GOLF COURSE CREEK ....................... 24 5.2 KIRKWOOD BRANCH ........................... ................ 26 6.0 MAJOR ROADWAY CROSSINGS ........................................ 28 7.0 MAJOR PERMITTING ISSUES ...... .......................... ... — .29 7.1 SECTION 404 OF THE CLEAN WATER ACT ......................... 29 7.2 FEMA FLOODPLAIN REGULATIONS ........ ................ — — 30 7.3 TNRCC WATER APPROPRIATIONS REGULATIONS . ............ ... 31 7.4 TNRCC DAM SAFETY REGULATIONS ........ ............. — 31 7.5 NPDES PHASE 11 STORM WATER PERMITTING ..................... 32 8.0 COORDINATION WITH ADJOINING JURISDICTIONS. . ........ — ........... 32 TABLES 1 - Soil Classifications....................................................... 6 2 - Land Use Master......................................................... 7 3- Marshall Branch Watershed Existing Conditions Sub -Basin Characteristics .......... 9 4- HEC -1 Model Flow Summary - Marshall Branch Watershed ...................... 10 5- 100 -Year Flow Comparison - Marshall Branch Watershed ....................... 11 6- Kirkwood Branch Watershed Existing Conditions Sub -Basin Characteristics ......... 14 7- 100 -Year Flow Comparison - Kirkwood Branch Watershed ...................... 15 8- Comparative 100 -Year Water Surface Elevations Marshall Branch/Golf Course Creek. 18 9 - Comparative 100 -Year Water Surface Elevations For Kirkwood Branch ............ 21 i 0 - 100 -year Flow Comparison with Proposed Detention for Marshall Branch ........... 26 11 - Flow Comparison Westlake Proposed Detention - Kirkwood Branch . .............. 28 12- Structure Comparisons at Existing and Proposed Road Crossings ................ 29 • _1:2•J=1i1117Eli Exhibit 1 - Natural Resource Constraints Exhibit 2 - Marshall Branch Drainage Area Delineation Exhibit 3 - Kirkwood Branch Drainage Area Delineation Exhibit 4 - Marshall Branch Soils Map Exhibit 5 - Kirkwood Branch Soils Map Exhibit 6 - Marshall Branch Existing Land Use Map Exhibit 7 - Kirkwood Branch Existing Land Use Map Exhibit 8 - Marshall Branch Proposed Land Use Map Exhibit 9 - Kirkwood Branch Proposed Land Use Map Exhibit 10 - 100 -Year Floodplain Delineations Map Exhibit 11 - Detailed Floodplain Delineations Map - 200 Scale Sheets 1 thru 11 Exhibit 12 - Proposed Regional Detention Facilities Appendix C - Hydrologic Models FEMA Effective NUDALLAS Models Existing Conditions HEC -1 Models Ultimate Conditions HEC -1 Models Existing Conditions/Ultimate Offsite HEC -1 Models Ultimate Onsite/Existing Offsite HEC -1 Models Appendix D - Hydraulic Models FEMA Effective HEC -2 Models Existing Conditions HEC -RAS Models EXECUTIVE SUMMARY A Master Drainage Study for the Town of Westlake has been prepared by Carter & Burgess. Two large stream systems flow through Westlake, into adjacent communities and then to Lake Grapevine. Marshall Branch and its tributaries can be found within the western half of the town. This study characterizes the flood plains for Marshall Branch, Paigebrook Creek, Tributary MB -3, and Tributary MB -7. Golf Course Creek, also a tributary of Marshall Branch, drains north into the Town of Trophy Club through the center of the town. Located within the eastern side of the town, Kirkwood Branch flows east into the Town of Southlake. Tributaries studied include Higgins Branch and Kirkwood Tributary. The location of these streams can be found on the Westlake Master Drainage Study plan. Extensive development proposed within the town emphasizes the need for accurate modeling existing flood plains and the determination of regional detention alternatives. This study provides - . update the FEMA Flood Insurance Rate Maps replacing approximate flood zones with modeled flood plains and water surface elevations. The existing conditions were modeled using GIS mapping techniques to characterize drainage subareas, s types, and land use. Ultimate development conditions were similarly analyzed and options for regional detention were developed. Specific findings of the study are: • Existing hydrologic studies are inadequate. Models were updated in HEC -1 format to characterize drainage sub -areas and existing stream characteristics within the Town of Westlake. • Detailed hydrologic modeling of existing conditions show that Marshall Branch and Kirkwood Branch 100 -year flows are approximately those previously modeled for FEMA. However, Golf Course Creek has substantially less flow due to the attenuation provided by two large existing stock tanks. It should be noted that hydraulic models also exist for Marshall Branch and Golf Course Creek through the Town of Trophy Club that use ultimate flow values. • Detailed hydraulic modeling of flood plains is virtually nonexistent within Westlake. Previous modeling for FEMA Flood Insurance Rate Maps (FIRM) stops in the middle of Lake Turner on Marshall Branch and at Dove Road for Kirkwood and Higgins Branch. The remainder of the FIRM flood zones identified within Westlake are approximate Zone "A" areas and do not have water surface elevation information. • Previous hydraulic models utilized widely spaced surveyed cross-sections with limited topographic information between sections. One -foot contour interval mapping prepared for this study allowed the addition of supplemental cross-sections and more accurate mapping. • Lake Turner 100 -year water surface elevations, as mapped by FEMA, do not reflect existing conditions. They are based on the dam configuration prior to modifications made subsequent to 1984 to provide an emergency spillway for large event flows. • Detailed existing flood plains have been determined and mapped for this study on all streams and tributaries previously mapped by FEMA. The effective HEC -2 hydraulic models have been updated and converted to the newer HEC -RAS format as part of this study. 98184501.R07 Page 1 In general, the existing conditions flood plain is smaller than the approximate flood zones for all waterways. The Drainage Master Plan map shows the revised existing flood plains for Westlake. Within Westlake the revised existing flood plains consist of 510.3 acres. This total includes 27.1 acres of flood plain added to the Kirkwood Branch system to aid in detention analysis. The plotted flood plains represent 90.6% of the 563.3 acres in FEMA mapped flood zones. ® Existing conditions HEC -2 models revise the flood plains throughout Westlake and generally tie to FEMA models just downstream of State Highway 114. The exception is Golf Course Creek. The new model uses flow values significantly less than the FEMA model. Therefore, a Letter of Map Revision may require revisions to the map in the Town of Trophy Club. Ultimate flow analysis was performed both the Marshall Branchsystem Kirkwood Branch system. Within both systems, fully developed flows represent an increase of about 30% over existing flows. Models were prepared to show the relative difference between a fully developed watershed, full development in Westlake with existing conditions upstream, and existing conditions in Westlake with full development in upstream communities. The analyses show that, for both stream systems, development of communities upstream of Westlake will significantly increase the downstream flooding potential. Development of upstream communities without Westlake development would result in increased flows within 5% of the total ultimate flow value on both major streams. Full development of Westlake will result in local flow increases but will not substantially increase the overall flood flows where the waterways leave Westlake. ® Regional detention facilities are proposed to meet Westlake ordinance requirements for development of Circle T Ranch, the Fidelity Investments site, and other properties within Westlake. The locations of possible regional detention sites are identified on the Westlake Master Drainage Study plan. Sites were chosen to take advantage of infrastructure improvements proposed in the approved Circle T Ranch Master Plan. Proposed regional detention sites are also located to utilize existing lakes, wetlands and waterways to the maximum extent. Detention will be provided by modifying existing dams and by restricting the size of proposed bridge crossings. This reduces the overall cost of providing detention and utilizes existing environmental features for water quality enhancement. Additional detention analyses on Marshall Branch and Kirkwood Branch showed that it is also possible to provide detention that will mitigate for ultimate development, including that in upstream communities. However, to accomplish this will require the construction of large detention facilities, 52 acres and 17 acres respectively, on each waterway. Construction of these facilities would require property acquisition and substantial environmental permitting. Construction costs and responsibilities for these sites should be borne principally by the upstream communities where the flow originates. 98184501.R07 Page 2 "r �L* 111 �1 � * This master drainage study was prepared by Carter & Burgess (C&B) for the Town of Westlake, Texas. The town is generally located south of State Highway 114 (SH -114), and west of State Highway 170 and U.S. 377 (Denton Highway). The town is bounded by the communities of Fort Worth, Trophy Club, Southlake and Keller. The Denton/ Tarrant County line runs through the center of the town. A vicinity map is included as Figure 1. The western half of the town is traversed by Marshall Branch, a tributary of Lake Grapevine, Golf Course Creek, a tributary of Marshall Branch, and by a number of unnamed tributaries to Marshall Branch. Marshall Branch is identified on FEMA Flood Insurance Rate Maps(FIRM) as Zone "AE" flood plain and Zone "A" flood hazard area. The FEMA maps showing Marshall Branch are Firm #655 of Denton County and FIRM #180 of Tarrant County. The effective detailed study reach of Marshall Branch extends from Lake Grapevine, through the Town of Trophy Club, to upstream of the Lake Turner dam, located just within the town limits south of SH -114. The effective flood zones are plotted on Appendix B, Exhibit No. 10 of this report. The eastern half of the town comprises a portion of the watershed for Kirkwood Branch, Higgins Branch, a tributary of Kirkwood Branch, and several unnamed tributaries of Kirkwood Branch. These streams are identified on FEMA maps as Zone "AE" flood plains based on previous studies. The FEMA maps showing Marshall Branch are Firm #660 of Denton County and FIRM #185 of Tarrant County. The effective flood zones are plotted on Appendix B, Exhibit No. 10 of this report. The Kirkwood Branch watershed, discharging to Lake Grapevine, represents a total area of approximately 5441 acres of which 1324 acres (29.3%) are within the Town's Corporate limits. The remainder of the Kirkwood Branch watershed is within the City of Southlake to the south and east of the Town of Westlake. The purpose of this study was to: • Review and revise existing flood plain studies. • Provide data to update and extend detailed flood plains throughout Westlake. • Study the impacts of proposed development within and upstream of the town. • Recommend major crossing structure sizes, proposed channelization, regional detention facilities and/or other measures to manage storm water within the community. A concurrent study has been prepared for Hillwood Development Corporation on the Circle T Ranch. This study incorporates the flood plain data gathered there and extends the delineations of flood plains to encompass the entire town. Proposed drainage improvements and regional detention calculations were developed in cooperation with that study. The resultant study addresses Town of Westlake flood management criteria. Calculations for detention requirements are included for a series of design storm conditions in accordance with town design standards. This master drainage study shows that the existing FEMA flood hazard areas do not accurately show the extent of 100 -year flood plains within the Town of Westlake. It also 98184501.R07 Page 3 shows that proposed regional detention facilities will adequately mitigate for proposed development within the town limits including the commercial and major retail areas within Circle T Ranch. A reconnaissance of the Town of Westlake was undertaken for the purpose of identifying major natural resource constraints within stream corridors and likely storm water control areas. Field biologists from C&B, Inc. conducted a series of site visits focusing on identifying areas of natural environmental importance and the general jurisdictional limits of the waters of the United States (U.S.), including wetlands, streams and ponds. This report, "Water Resources Assessment and Natural Environment Survey", March 1999, (Appendix ) contains a summary of these findings including the results of a similar survey conducted on the Circle T Ranch property. 3.0 HYDROLOGY 3.1 MARSHALL BRANCH WATERSHED 3.1.1 FEMA Effective Conditions The development of hydrology models in this study began with the collection of existing models for Marshall Branch and Golf Course Creek, a tributary of Marshall Branch. The effective hydrology models for these creeks were not available from the FEMA library, however, a 1992 study for the Town of Trophy Club provided substantially similar models. The flow values are comparable to the flows shown on the FEMA effective HEC -2 model. The models are in NUDALLAS format, a format developed by, but no longer supported by, the Fort Worth District Corps of Engineers. The models were developed for Trophy Club. As such, the upstream areas south of SH -114 are represented as single large drainage basins. The Trophy Club models are considered the duplicate effective model and are included in Appendix C for reference. 3.1.2 Existing Conditions The hydrology analysis developed in this study utilizes the design storm values from the duplicate effective models as the reference values for existing conditions model development and analysis. The existing FEMA effective 100 -year flow for Marshall Branch at SH -114 is 11200 cfs and for Golf Course Creek at SH -114 is 1955-cfs. For this study, the watershed hydrology is calculated using is the HEC -1 model. The large upstream sub -basin was subdivided relative to existing drainage areas and proposed development plans. In order to calculate the runoff curve numbers required for the hydrologic analysis of the Marshall Branch and Golf Course Creek watersheds, a 98184501.R07 Page 4 Geographic Information Systems (GIS) model was developed. This model was comprised of three layers of information. Each layer, called a coverage, described a basic attribute of the watershed. The layers described and delineated: 1) watershed sub -basins; 2) hydrologic soil groups; and 3) existing land use. To create the modeling parameters separate map "coverages" were developed. Sub -drainage areas were mapped from topographic data to the limits needed for further detailed study. Soil hydrologic groups were mapped from Soil Resource & Conservation Service (SRCS) soil survey maps for Denton and Tarrant Counties. Table I indicates the soil types present within the Marshall Branch drainage basin and their associated hydrologic group. Appendix A - Exhibit 4 - Marshall Branch Soils Map shows the resulting GIS coverages. 98184501.R07 Page 5 Table 1 - Soil Classifications Soil Number Soil Soil Classification 11 Birome Fine Sandy Loam, 1-3% slopes C 12 Birome Fine Sandy Loam, 3-5% slopes C 13 Birome-Rayex-Aubrey-Complex 2-15% slopes D 24 Callisburg Fine Sandy Loam 3-5% slopes C 27 Crockett Fine Sandy Loam, 1-3% slopes D 39 Gowen Clay Loam Occasionally Flooded B 46 Justin Fine Sandy Loam, 3-5% slopes B 58 Mingo Clay Loam, 1-3% slopes C 60 Navo Clay Loam, 1-3% slopes D 67 Sanger Clay, 1-3% slopes D 68 Sangar Clay, 3-5% slopes D 75 Somervell Gravelly Loam, 1-5% slopes B 83 Wilson Clay Loam, 0-1% slopes D Tarran Courtly Soil Number Soil 11 Birome Fine Sandy Loam, 1-5% slopes C 12 Birome-Aubrey-Rayex-Complex, 5-15% D 13 Birome-Aubrey-Urban Land Complex, 5-15% slopes C 21 Crosstell Fine Sandy Loam, 1-3% slopes D 22 Crosstell Fine Sandy Loam, 3-6% slopes D 29 Gasil Fine Sandy Loam, 1-3% slopes B 30 Gasil Fine Sandy Loam, 3-8% slopes B 31 Gasil Sandy Clay Loam Graded, 1-5% slopes B 36 Justin Loam, 1-3% slopes B 39 Lindale Clay Loam, 1-3% slopes C 41 Lott Silty Clay, 1-3% slopes C 61 Purves Clay, 0-3% slopes D 63 Rader Fine Sandy Loam, 0-3% slopes D 65 Sanger Clay, 1-3% slopes D 66 Sanger Clay, 3-5% slopes D 71 Silstid Loamy Fine Sand, 1-5% slopes A 72 Silstid-Urban Land Complex, 1-5% slopes A 83 Whitesboro Loam, frequently flooded C 98184501.R07 Page 6 Finally, existing land use maps were reviewed and modified based on 1998 aerial photography and field observations. The resultant areas were then added to a GIS coverage map of the sub -drainage areas. Exhibit 6 Marshall Branch Existing Land Use shows the resulting GIS information. Table 2 shows the land use parameter matrix used in conjunction with the soils information to generate the sub -basin CN numbers. Table 2 - Land Use Master ArcView (GIS software) provides the user with the ability to "intersect" coverages. This process is similar to overlaying vellum sheets. The resulting intersected coverage is made up of the sub -shapes defined by all boundaries delineated in all input coverages. Sub -shapes were created with a precision of 0.001 feet within the GIS model. Further, the sub -shapes retain the attributes of all input coverages. Sub -shapes have only one soil type, land use, and watershed attribute. All sub -shapes within a given watershed sub -basin were individually assigned curve numbers based on their soil type and their land use utilizing the SRCS 98184501.R07 Page 7 SRCS So�E:Group Land Use A B C D Pasture / Range 49 69 79 84 Row Crops 67 78 85 89 Woods 36 60 73 79 Farmstead 59 74 82 86 Parks / Open Space 39 61 74 80 Residential (%4 -acre lots) 61 75 83 87 Residential (%-acre lots) 54 70 80 85 Residential (1 -acre lots) 51 68 79 84 Residential (< 2 -acre lots) 46 65 77 82 Commercial - (65% impervious) 72 72 72 72 Commercial - (75% impervious) 78 78 78 78 Commercial (85% impervious) 89 92 94 95 Paved / Streets 98 98 98 98 Gravel Pits 20 20 20 20 Water Bodies 98 98 98 98 ArcView (GIS software) provides the user with the ability to "intersect" coverages. This process is similar to overlaying vellum sheets. The resulting intersected coverage is made up of the sub -shapes defined by all boundaries delineated in all input coverages. Sub -shapes were created with a precision of 0.001 feet within the GIS model. Further, the sub -shapes retain the attributes of all input coverages. Sub -shapes have only one soil type, land use, and watershed attribute. All sub -shapes within a given watershed sub -basin were individually assigned curve numbers based on their soil type and their land use utilizing the SRCS 98184501.R07 Page 7 curve number method described in TR -55 for urban areas. The curve number for each sub -shape was then multiplied by the sub -shape's area. The area and area x curve number attributes of all sub -shapes within each watershed sub -basin were summed. The sum of the area x curve number was then divided by the sum of the area for each watershed sub - basin thus providing a weighted average calculation to determine the overall curve number for each watershed sub -basin. No manual calculation or summation of individual land use types was performed. All land uses and soil types within each watershed were considered at one time. The existing conditions HEC -1 model was created by combining the derived drainage area and CN number information with drainage times of concentration. The time of concentration was calculated for each sub - basin by measuring overland flow, shallow concentrated flow and channel routing parameters, as outlined in the SRCS TR -55 manual. Routing data along each reach of the existing major stream network was calculated utilizing stream cross-sections with calibrating flow values that were developed by the existing conditions HEC -RAS hydraulic models. Table 3 is a tabulation of the individual Marshall Branch and Golf Course Creek watershed sub -basin characteristics used in the HEC -1 model. Certain sub -basins are already developed, some with existing local detention facilities, and therefore are not represented in Table 3. In particular, the Alliance Gateway Center (Gateway) east of SH -377 is fully developed with detention ponds provided. The sub -areas for the two tributaries upstream of SH -377 in Gateway were added to the model with data directly from the flood study reports for those streams. The areas, CN#s and reservoir routings are as -built conditions. The same is true for the tributary from the Tom Thumb (formerly Food Lion) warehouse area located in the northwest corner of the intersection of SH -170 and SH -377. Specific hydrographs for each design storm are included in the model to reflect the present developed condition for each of these areas. Appendix B, Exhibit 2 shows the existing conditions drainage area delineations. The existing conditions HEC -1 model is included in Appendix C. The existing conditions HEC -1 model includes data for the 5, 10, 50, and 100 - year design storms. These design storms were chosen to coincide with Town of Westlake requirements for detention of developed flows. A comparison of 100 -year peak flood flows is found in Table 4. 98184501.R07 Page 8 Table 3 - Marshall Branch Watershed Existing Conditions Sub -Basin Characteristics Area Destgna#ion GN number` Tune of Basin Areal Concentration (hrs) (sq mi.) Marshall Branch 34 82 1.11 1.856 32 79 0.74 1.254 22 82 n.72 0.358 29 75 0.93 0.230 Nokia PD1 95 0.167 1 0.036 Nokia PD2 95 0.167 0.230 19 94 0.29 0.038 23 84 0,31 0.063 25 84 0.38 0.067 20 84 0.30 0.041 14 85 0.33 0.231 13 81 0.47 0.311 28 65 0.56 0.331 12 78 0.48 0.278 4 84 0.65 0.518 64 81 0.19 0.119 27 68 0.84 1.163 18 66 0.38 0.220 10 71 0.46 0.382 6 81 0.63 0.349 2 83 0.51 0.268 Golf Course Creek 120 92 0.18 0.300 130 89 0.43 0.460 26 68 0.40 0.311 21 62 0.28 0.108 16 65 0.39 0.163 8 64 0.42 0.221 98184501.R07 Page 9 Table 4 - HEC -1 Model Flow Summary - Marshall Branch Watershed Cross=Section FEMA Existing .. Commehts No Effective Conditions 1=[QW Flow. (cfs} cfs) Marshall Branch 22470 11200 11200 Upstream of existing Trophy Club Dr. 23740 11200 11330 Downstream of SH -114 North Frontage road bridge 24750 11200 11445 At Lake Turner Dam proposed weir 26410 N/A 8760 Marshall Branch channel 28380 N/A 8820 Downstream of main Street bridge Golf Course Creek 8842 1955 808 Downstream of Lake 2 9320 N/A 617 Upstream of Lake 2 10990 N/A 590 Upstream of Lake 1 13335 N/A 793 Upstream of Dove Rd. The detailed calculation of flow at SH -114 remains substantially the same as the effective model, ± 1 % difference (11200 cfs versus 11330 cfs, respectively). This is attributable to the present lack of any substantial new upstream development except for those areas constructed with detention to mitigate the impacts of peak discharges as indicated above. For this reason it was determined that the model did not need to extend downstream into the town of Trophy Club. A substantial difference in flow values is noted above within the tributary named Golf Course Creek. The existing large stock tanks within the Fidelity Investments tract provide significant detention within this small basin. The FEMA model did not account for attenuation provided by the two existing lakes. The resultant existing model flood flows, which incorporated the two lakes, are substantially smaller than those from the FEMA effective model. Therefore, the newly calculated flow is significantly smaller than that previously assumed. 3.1.3 Ultimate Conditions Ultimate conditions HEC -1 models for Marshall Branch and its tributaries within Westlake were developed using the existing conditions model as the baseline. Ultimate development was determined from the approved Zoning Maps for Westlake, Keller, and Fort Worth. Circle T Ranch development was based on the ranch Master Plan approved by the Town of Westlake. As noted above, sub -areas within Alliance Gateway and the 98184501.R07 Page 10 Tom Thumb complex are also developed with existing detention. Many of the sub -areas upstream of Westlake within the City of Keller have been developed as well. However, where the approved zoning is denser than existing development, the zoning was used for this portion of the study. The GIS coverage maps for existing land use were modified as necessary and new Arclnfo calculations produced ultimate development CN#s for each sub -area. Appendix B - Exhibit 8 includes a map showing the ultimate development coverages. Time of concentration calculations for each sub -area were also modified to account for ultimate conditions. For comparison purposes and for use in detention analysis, ultimate conditions models were prepared for three design scenarios utilizing the existing stream systems: Full ultimate development of the entire Marshall Branch, watershed. Existing conditions within the Town of Westlake plus ultimate conditions within all other portions of the watershed. Ultimate development of the Town of Westlake plus existing conditions within all other portions of the watershed. Table 5 shows the results of these models compared to the existing and FEMA effective models for key study locations. Note that the ultimate model analysis is limited to the overall impact of 100 -year design storm flows. Several conclusions are evident in the comparison. Table 5 - 100 -Year Flow Comparison - Marshall Branch Watershed Location Existing Full Existing Ultimate Conditions Ultimate Onsite Onsite Flows Development Ultimate Existing Flows Offsite Offsite (cfs) (cfs) (cfs) (cfs) Marshall Branch Upstream of State Hwy. 114 11,328 14,221 14,963 10,901 Upstream Town Limit 5,850 8,575 8,331 5,720 Golf Course Creek Upstream of State Hwy. 114 808 926 880 866 The majority of impacts from ultimate development will result from development upstream of the Town of Westlake. This is not unexpected in an analysis of this type even though much of the Town of Westlake 98184501.R07 Page 11 development involves a large increase in impervious cover. Proposed commercial, retail and industrial development is generally located along the existing stream. Increased impervious cover (pavement, buildings, etc.) generally includes storm sewer and/or improved open channels. The result is a decrease in the time of concentration. This increases the peak flow potential but also gets the peak flow into the creek much sooner. Therefore, as the stream peak flow proceeds downstream increases are not cumulative because the sub -area peak has already occurred. Finally, there are localized flow increases at key locations on Marshall Branch and on several tributaries within the Town of Westlake. Where flows are expected to be greater than existing, detention should be a consideration with future development to attenuate the increases at these locations. 3.2.1 FEMA Effective Conditions Hydrologic analysis of the Kirkwood Branch watershed was previously submitted to the Federal Emergency Management Agency (FEMA) in NUDALLAS. Correspondence with the FEMA library indicated that the hydrologic model for Kirkwood Branch was only available on microfiche and no work maps were available. 3.2.2 Existing Conditions Review of the model printed from the microfiche revealed that the entire Kirkwood Branch watershed upstream of SH -114 was modeled as a single catchment. For the purposes of this study, the resolution of the effective model was too coarse. Therefore, as part of this study, detailed hydrologic models were developed in HEC -1 for existing and ultimate development conditions. HEC -1 was selected for consistency with the Marshall Branch hydrologic model and because of its ability to be readily converted to HEC -HMS in the future as HMS becomes the standard hydrologic model. Development of the HEC -1 model involved further delineation of the Kirkwood Branch watershed and its subcatchments. Delineation of the catchments was completed using one foot contour interval areal topographic information developed for this study. The watershed and its sub -areas were digitized and converted to ArcView coverages. The SRCS method of determining peak runoff and runoff volumes was selected as the analysis method in HEC -1. This method requires runoff curve numbers and times of concentration for each catchment within the watershed. Runoff curve numbers used in this method are calculated 98184501.807 Page 12 based on the soil type and land use. See Table 1 - Soil Classification, Section 3.1.2 and Table 2 - Land Use Master, Section 3.1.2 of this report. The Tarrant and Denton County Soil Surveys were digitized within the delineated Kirkwood Branch watershed and converted to an ArcView coverage. Utilizing the soil surveys, the digitized soil groups were labeled in terms of their hydrologic group, A, B, C, or D. The 1998 1 m Digital Ortho Quarter Quads provided by the Texas Department of Transportation were used to determine the existing land uses within the Kirkwood Branch watershed. Land uses were digitized from the photos and converted into an ArcView coverage. Ultimate land uses based on local zoning ordinances were overlain on the existing land use coverages and an ultimate land use map was generated. This information was also converted to an ArcView coverage. Based on the soils and land use coverages SRI's ArcView Geographic Information System analysis tools were used to calculate runoff curve numbers in individual catchments. Times of concentration for each catchment were calculated by assigning overland travel velocities based on land use within each catchment as detailed in Table 6. Overall velocities for each catchment were calculated for existing and ultimate development conditions using ArcView. Using these velocities and travel distances measured from the topographic information, times of concentration were calculated. These input parameters were used in the HEC -1 models to calculate peak flows for existing and ultimate development conditions. Appendix - Exhibit 5 shows the Kirkwood Branch Soils Map. Appendix Exhibit 7 shows the Kirkwood Branch Existing Land Use Map. Appendix E - Exhibit 9 shows the Kirkwood Branch Proposed Land Use Map. 98184501.R07 Page 13 Table 6 - Kirkwood Branch Watershed Existing Conditions Sub - Basin Characteristics Area Designation CN'number Tme-of Basin Area Concentration 18 57 0.38 0.361 19 64 0.27 0.158 16 67 0.35 0.205 j 20 57 0.35 0.278 13 64 0.27 0.141 14 68 0.38 0.338 08 55 0.35 0.319 10 79 0.31 0.228 15 60 0.82 1.458 12 74 0.27 0.117 04 76 0.38 0.355 09 78 0.25 0.078 06 71 0.29 0.167 Based on these existing conditions hydrologic and hydraulic models, several development scenarios were compared. The 100 -year storm peak flows at SH -114 were initially compared for existing and ultimate development conditions. This comparison determined that peak flows will increase once the watershed is fully developed. Two alternative development scenarios were also investigated to determine the percent of the increase in peak flow that could be attributed to the Town of Westlake and to other jurisdictions within the Kirkwood Branch watershed. The following scenarios were considered: 1) the Town fully developed and all areas outside the corporate limits remain under existing conditions, and 2) the Town under existing conditions and all areas outside the corporate limits under ultimate development conditions. The peak flows calculated under these various scenarios are summarized in Table 7: 98184501.R07 Page 14 Table 7 -100-Year Flow Comparison - Kirkwood Branch Watershed j Locafion. 1EMA = r The flows shown in Table 7 indicate that development in the Kirkwood Branch watershed will increase peak flows when compared to existing conditions. The calculated ultimate development peak flow, however, was within 10% of those calculated in the effective model provided by FEMA. This slight difference in peak flows is attributed to two primary sources: 1) HEC -1 calculates runoff and peak flows differently than NUDALLAS, and 2) the watershed contributing runoff to Kirkwood Branch at SH -114 was previously modeled as a single catchment. The model developed for this study incorporates multiple catchments and storage routings throughout the watershed to more accurately characterize the flows at Highway 114. The flows calculated under the existing/ultimate development scenarios indicate that approximately 75% of the increase in peak flow will be the result of development outside of the Town's corporate limits. There are flow increases at key locations along Kirkwood Branch within the Town of Westlake. Regional detention needs should be explored. Detention should be a consideration with future development to attenuate these flow increases. 4.0 HYDRAULICS 4.1 MARSHALL BRANCH/GOLF COURSE CREEK 4. 1.1 FEMA Effective/Corrected Effective Conditions The FEMA effective zone "AE" and "A" flood plains are shown in Appendix B, Exhibit 10, as they are located on the Flood Insurance Rate Maps referenced above. The FEMA effective flood plain and floodway models were available, in hard copy only, from the FEMA library and are included in Appendix D. Also, included in the appendix is a duplicate effective model created to verify the model received from FEMA. All of these "effective" models are in the HEC -2 format. 98184501.R07 Page 15 EXisfi[rrg Fullxrstrg,' iJlfrma#e :. Effeetve; Condit�pns U]tt mate - t?ns�#e f�nstte Flows Flows Developrnen Ultlrrrat� Exrsftng Flows fi0ffstte Offsite . ws}. Kirkwood Branch Upstream of SH -114 6800 5,300 6,493 6,223 5,604 Higgins Branch Upstream of KB Confluence 2750 1871 2442 2442 1871 The flows shown in Table 7 indicate that development in the Kirkwood Branch watershed will increase peak flows when compared to existing conditions. The calculated ultimate development peak flow, however, was within 10% of those calculated in the effective model provided by FEMA. This slight difference in peak flows is attributed to two primary sources: 1) HEC -1 calculates runoff and peak flows differently than NUDALLAS, and 2) the watershed contributing runoff to Kirkwood Branch at SH -114 was previously modeled as a single catchment. The model developed for this study incorporates multiple catchments and storage routings throughout the watershed to more accurately characterize the flows at Highway 114. The flows calculated under the existing/ultimate development scenarios indicate that approximately 75% of the increase in peak flow will be the result of development outside of the Town's corporate limits. There are flow increases at key locations along Kirkwood Branch within the Town of Westlake. Regional detention needs should be explored. Detention should be a consideration with future development to attenuate these flow increases. 4.0 HYDRAULICS 4.1 MARSHALL BRANCH/GOLF COURSE CREEK 4. 1.1 FEMA Effective/Corrected Effective Conditions The FEMA effective zone "AE" and "A" flood plains are shown in Appendix B, Exhibit 10, as they are located on the Flood Insurance Rate Maps referenced above. The FEMA effective flood plain and floodway models were available, in hard copy only, from the FEMA library and are included in Appendix D. Also, included in the appendix is a duplicate effective model created to verify the model received from FEMA. All of these "effective" models are in the HEC -2 format. 98184501.R07 Page 15 For this master drainage study the analysis for Marshall Branch was converted to HEC -RAS format. HEC -RAS is the newest format and replaces HEC -2 with an easier to manage windows format. The corrected effective models included in Appendix D are the results of importing the effective models into the new format. At SH -114 and Lake Turner dam, errors occurred because HEC -2 does not require the bridge table data to match the cross-section information as HEC -RAS does. Therefore, bridge deck data had to be shifted to line up with the cross-section. The corrected model water surface elevations at these two locations do not provide an exact match to the effective model but are very close. This was deemed acceptable because the bridge, as modeled in the effective FEMA model, no longer exists. Additionally, the dam has been modified since the publication of the effective model. Since the adoption of the effective HEC -2 model for Marshall Branch, SH -114 has been rebuilt. Frontage roads were constructed north and south of the location of future highway improvements. Each frontage road has a large bridge spanning the Marshall Branch flood plain. Additionally, improvements were made to the Lake Turner Dam to meet state dam safety requirements. A 300 -foot wide emergency spillway was cut from the lake around the west end of the dam. The FIS effective floodway model was also corrected to account for the dam modifications and the SH -114 frontage road crossings. The corrected effective floodway model was not further revised for the existing conditions analysis. The floodway was not extended to include any upstream portions of Marshall Branch as there is to be no changes to the FEMA flood zone designation. The effective HEC -2 model for Golf Course Creek ends just before the right-of-way for SH -114. For this reason no change to the downstream model was made. The existing model will tie to the effective model water surface elevations. 4.1.2 Existing Conditions Existing conditions models were developed for this study in order to update and set the existing conditions 100 -year floodplain boundaries. The updates to the original FIS of Marshall Branch include the new SH114 frontage road crossings, the modification to the spillway system of Lake Turner, the Main Street bridge crossing (section 286+99) and the Roanoke Road crossing (section 341+32). One -foot contour interval aerial topography, prepared for the Circle T Ranch development, was utilized to generate cross-sections for the entire length of Marshall Branch included in this study. Additionally, a ground survey was obtained at Lake Turner dam to ensure accuracy when modeling the spillway modifications. The existing conditions of Golf Course Creek were modeled similarly in HEC -RAS format. Several sections downstream of SH -114 were added 98184501.R07 Page 16 from the effective model to verify the tie-in with Trophy Club. Rather than several bridges, as at Marshall Branch, the two existing frontage roads cross with a long multiple box culvert. The culvert is not a restriction as it was designed to carry more flow than the upstream ponds will allow out. Appendix B, Exhibit 11- Sheets 1-11 shows the existing 100 -year floodplain delineations as well as the cross-section locations and identifications used in the HEC -RAS model. Hydraulic models for this study were prepared using the HEC -RAS v.2.2 format because of its ease of operation and improved bridge analysis algorithms. The models were calculated using HEC -2 conveyance methodology and compared to the effective HEC -2 output. The models match downstream in Trophy Club where flow values are not revised. The existing 100 -year flood plains do not overtop the highway bridges. Water surface elevations over the dam and into Lake Turner are substantially lower than the effective model elevations. This is attributable to the previous spillway modifications. The existing conditions HEC -RAS models are included in Appendix D. Table 8 shows the comparison between the FEMA effective, corrected effective and existing conditions hydraulic models for Marshall Branch and Golf Course Creek. 98184501.R07 Page 17 Table 8 - Comparative 100 -Year Water Surface Elevations Marshall Branch/Golf Course Creek Stream Cross" Effective.. Corrected; Existing. " Section HEC-2"M4del Effective Conditions.`' Nuttlber HEC -RAS Model . H,EC-RAs Mo Lt . Marshall Branch ,; 22370 590.85 590.82 590.82 22470 591.08 591.02 591.02 23320 593.82 593.81 23410 594.10 594.10 23435 ' 593.90 23450 595.84 595.10 23495 594.12 23550 596.17 596.08 23740 594.51 23940 594.90 24000 595.44 24320 598.10 598.08 596.64 24650 598.78 598.77 608.01 24750 613.85 613.86 610.84 24970* 613.86 613.86 612.33 25490 612.33 **Golf Course Creek 5444 600.55 597.96 5489 600.71 598.08 5607 609.11 598.20 5656 609.35 599.06 6035 609.41 605.34 6165 612.54 609.18 * Limit of FEMA's Detailed Study - No corrected effective model was required 4.1.3 Marshall Branch Floodplain Reclamation Westlake development regulations limit the extent of flood plain modification allowable with development. For this reason, this study does not include extensive establishment of floodways along Marshall Branch or its tributaries. The only existing floodway established on these streams is shown on the current FEMA Flood Insurance Rate Maps between the Lake Turner dam and SH -114. Calculations were made to modify this floodway to account for dam and roadway reconstruction since the FEMA models were completed. The modified floodway plan and model will be included in the proposed Letter of Map Revision (LOMR) for Marshall Branch. The only other floodplain reclamation areas considered were 98184501.807 Page 18 those proposed within the approved Master Plan for Circle T Ranch. The master plan shows modifications to Lake Turner and to the main channel of Marshall Branch upstream of the Lee Tract. Lake Turner is to be modified in several ways. Hillwood Development Corporation proposed to modify the shoreline configuration, primarily in the upstream channel portion of the lake that is adjacent to the proposed mall site, and to deepen the lake by removing accumulated siltation. This is proposed to enhance conveyance of flood waters with minimal disturbance of the adjacent retail and commercial sites: The lake reconfiguration will result in a decrease of flood plain storage volumes in that reach of Marshall Branch. This decrease was offset in the regional detention analysis described elsewhere in this report. The other major reclamation area studied is the proposed relocation of the creek upstream of the Lee Tract. The Circle T Ranch Master Plan shows the stream to be relocated north and west to parallel State Highway 170. The "channel' is included in the proposed regional detention sites within this report. It is also planned as a mitigation site for loss of waters of the U.S. The proposed cross-section of the relocated stream consists of a 200 -foot bottom with a meandering low flow channel. 4.2.1 FEMA Effective Conditions The Kirkwood Branch watershed through the Town of Westlake consists of Kirkwood Branch, an unnamed tributary through the Solana complex, and Higgins Branch as well as several minor tributaries. Detailed studies of Kirkwood Branch and Higgins Branch were completed by the Corps of Engineers. Kirkwood Branch and an unnamed tributary were modified by LOMR in 1991. Appendix D contains the effective models for Kirkwood Branch and Higgins Branch. However, the FEMA library was unable to provide detailed work maps indicating the location of individual cross sections. Further inspection of the effective models revealed that detailed study of Kirkwood Branch had only been completed to approximately 4000 feet upstream of Sam School Road. As a result, Kirkwood Branch, the unnamed tributary through the Solana complex, and Higgins Branch were re -modeled. 4.2.2 Existing Conditions One -foot contour interval topographic information provided for this project was used to determine cross section and lengths between cross sections. Field visits throughout the watershed were conducted to determine roughness coefficients along the waterways. Additionally, all bridge and culvert structures were field inspected to verify dimensions and other physical characteristics. This base information was entered into a HEC - RAS model of the Kirkwood Branch watershed. 98184501.R07 Page 19 Peak flows throughout the watershed were calculated for the 5-, 10-, 50-, and 100 -year return period storm events. These peak flow values were entered as flow profiles in the HEC -RAS model and the water surface elevations under these storm event conditions were calculated. The existing conditions 100 -year storm floodplain was then plotted on the topographic map of the watershed. A copy of the existing conditions HEC -RAS model under existing and ultimate conditions is provided in Appendix D. Table 9 shows the comparison of the 100 -year water surface elevations for the effective and existing conditions models for Kirkwood Branch, Kirkwood Branch Trib., and Higgins Branch, 98184501.R07 Page 20 Table 9 - Comparative 100 -Year Water Surface Elevations For Kirkwood Branch 16830 576.49 16980 576.99 575.81 17180 577.57 576.66 17380 577.99 577.19 17580 578.56 577.80 17 780 579.05 578.36 17980 579.51 578.91 18080 579.72 579.22 18247 585.02 18347 585.32 18350 582.79 18547 585.41 18575 583.42 18747 585.56 18947 585.82 19122 584.11 19147 586.24 19347 j 586.65 19547 586.92 19617 587.41 19660 585.13 19667 586.86 19717 587.34 19747 588.31 19750 584.63 19858 585.34 19947 589.02 20147 589.89 20297 590.86 20400 590.22 20510 592.93 20695 591.06 21120 591.92 21170 593.84 21385 592.06 21945 595.22 22000 595.31 22130 598.99 22165 597.24 22465 597.70 22645 597.87 22955 600.51 98184501.R07 Page 21 Stream 5egmerrt; ss 5ectan Cra10 Ef#ec►ue HEC -2 .Eust�ngrHEG RAS Number Model ;ladet 23000 601.10 23290 ( 602.41 23140 603.03 23670 603.33 23740 605.37 24070 606.03 t igg►ns branch 50260 591.92 50495 591.44 640 593.87 50820 593.64 51135 594.56 1500 597.73 51510 595.71 1900 599.67 1936 599.86 51940 598.08 52010 600.25 52170 600.55 Kirkwiood Tt'butary 1000 585.87 1060 585.87 1100 585.88 40115 585.50 1150 585.90 40190 585.49 1348 586.39 40390 585.49 1485 j587.79 40545 586.56 1605 588.91 1705 590.74 40785 589.92 1890 591.69 1925 591.98 40955 591.32 41025 592.44 2040 592.58 2125 593.67 41205_ 593.32 98184501.R07 Page 22 4.2.3 Flood plain Reclamation - Kirkwood Branch and Higgins Branch This study included a floodway evaluation for Kirkwood Branch and Higgins Branch. These creeks have a certain amount of development pressure and also have extensive riparian vegetation and "natural areas" Therefore, the study investigated the maximum encroachment that might be allowed while preserving the "natural areas". Kirkwood Branch Kirkwood Branch does not have a designated FEMA floodway. Possible encroachments were developed so that they would not encroach into delineated wetland area and dense woods. Possible encroachments are shown in three separate areas of Kirkwood Branch: This section of Kirkwood Branch has scattered trees and narrow channel banks. Encroachments are shown on both banks from the limit of study to cross section 309+05. Encroachments were not calculated further downstream so the pond would not be impacted. Cross Section 286+80 to 282+30 This section of Kirkwood Branch also has scattered trees along the creek. Possible encroachments are shown on both banks downstream of the existing lake and wetlands area to the city limits of Westlake. Cross Section 241+95 to 204+00 This section of Kirkwood Branch has dense woods along the banks. The possible encroachments shown through these sections are outside of these woods. There are also delineated wetland areas within this section of proposed floodway. Encroachments were not taken further downstream due to the heavily wooded overbank area. A copy of the proposed floodway HEC -RAS model for Kirkwood Branch is provided in Appendix D. Higgins Branch Higgins Branch does have an existing FEMA floodway delineated from the confluence with Kirkwood Branch to the end of the FEMA study, near Randol Mill Road. The banks of this branch and overbank areas are heavily wooded. The effective floodway was plotted on the new 98184501.R07 Page 23 topographic mapping. It was found to "miss" the creek in several places. For this reason, a revised floodway was computed. Encroachment analysis first used the existing FEMA floodway widths. The proposed encroachments were then widened to limit impacts to the trees. Aerial photographs and the natural resources map were used to locate the extent of woods. The floodway width at cross section 502+60 was increased from the FEMA floodway to tie into the proposed floodway for Kirkwood Branch. The floodway location was further adjusted to meet the existing creek and to limit future disturbance of environmentally sensitive areas. No floodway modifications were made south of Dove Road. A copy of the proposed floodway HEC-r?"Z model for Higgins Branch is also provided in Appendix c 5.0 REGIONAL DETENTION ANALYSIS 5.1 MARSHALL BRANCH/GOLF COURSE CREEK The hydrologic analysis outlined in previous chapters indicates a need for regional detention to mitigate flow increases from ultimate development. Therefore, an analysis of detention requirements was developed for on the Marshall Branch watershed within the Town of Westlake. Several alternative methods and locations were examined for mitigation of development impacts. The analysis was accomplished in conjunction with a similar study for proposed development on Circle T Ranch (CTR). Lake Turner, a large lake on Marshall Branch, is located adjacent to US -114 along the north boundary of CTR and the Town limits. Since the creek and its tributaries drain to and through Lake Turner before discharging downstream through the Town of Trophy Club, this was used as the control point for the detention analysis. The analysis seeks to locate detention facilities such that peak flows downstream of Lake Turner do not increase beyond the existing peak flows. The Town of Westlake has development regulations that require consideration of detention for the 5-, 10-, 50-, and 100 -year design storms. Besides the design storms several other factors have helped to determine proposed pond locations and sizes. Peak flows should be managed where the stream flows from one major property to another. This means that we also had to look at peak flows on Marshall Branch and Tributary MB -3 where they leave CTR and enter the Lee property, upstream of the proposed Mail site adjacent to Lake Turner. Another consideration was the proposed mall site itself. The proposed development plans call for limiting the rise of Lake Turner to the maximum extent practicable. This can be accomplished if most detention is located along Marshall Branch upstream of the mall, thus keeping the developed flow in the channel as low as possible. Over -detention, detaining more than is required, may be desirable if it helps to meet the mall reach objectives. 98184501.R07 Page 24 A final, but very important, consideration is whether or not detention is provided for watershed areas outside of the Town of Westlake ( most of which is the CTR). The total watershed of Marshall Branch to Lake Turner is 9.54 square miles (sq. mi.). Of this, 5.89 sq. mi., or 62% of the watershed, is upstream of CTR and other portions of the town of Westlake. The question is then whether or not the proposed detention will be watershed based and detain peak flows from all future development or regionally based and provide detention for CTR and Westlake development. For this study, regional detention facilities are designed to compensate only for development within the Town of Westlake. Appendix B - Exhibit 12 shows the proposed location of all detention facilities mentioned in the following paragraphs. An existing pond on stream MB -3 was chosen as the detention location on that stream. The stream requires detention from proposed CTR and Westlake development as it drains into the Lee property before joining Marshall Branch. The pond was sized to control all four design storm discharges. Detention on Paigebrook creek, which drains to the eastern arm of Lake Turner, is projected to have limited detention needs. The mall constraints dictated maximizing detention on Marshall Branch and making up the difference on Paigebrook creek. As a result, detention for the 5- & 10 -year storms, only, is proposed on the existing lake, Dove Pond, just upstream of Lake Turner. The analysis consisted of locating detention to best attenuate ultimate (fully developed) flows. Again the aim was to provide over -detention on Marshall Branch to reduce flows in the proposed Mall reach to the maximum extent practicable. We also tried to take advantage of the proposed CTR Master Plan. Detention was first sited on Marshall Branch upstream of a crossing of the proposed Westlake Parkway. The dry detention facility would encompass the proposed golf course and the outlet structure would be a restricted size bridge opening. The backwater created behind the Westlake Parkway bridge provides the majority of all detention requirements. Another obvious location for detention is within the proposed channel where Marshall Branch is to be relocated adjacent to State Highway 170 between the westernmost crossing of Westlake Parkway and the Lee tract. The creek channelization is proposed to be overly wide due to considerations related to Section 404 (wetlands/waters of the U.S.) Permitting. The bottom width of the channel is proposed to be 200 feet ± with a top width of about 300 feet. Two (2) roads are proposed to cross the channel, Roanoke Road and Westlake Parkway. Detention is proposed within the channel section by restricting the bridge structures at both crossings. This will allow temporary backwater up to 9 feet deep in the channel. In this study the efficiency of the combination of ponds described above and shown on Exhibit 1 was examined. It has been found that the detention necessary to attenuate the 5 -year storm also works on the 10 -year storm because the peak flows are relatively close. Similarly, providing detention for the 100 -year storm also attenuates the 50 -year storm. The Marshall Branch HEC -1 98184501.R07 Page 25 models with detention are included in Appendix C. Table 10 shows the study results. for Marshall Branch t=kation , X00-yearyear 1 OQ-year Ex�stlr�g - Uttirnate Flows ;. Proposed.: ;: Fl Coridifions aws 1Nith No Detenti on , be xt Marshall Branch Upstream of SH -114 11,328 14,221 10,645 Upstream of Lee Tract 5,850 8,575 5,763 Golf Course Creek Upstream of SH -1147— 808 926 776 For the 100 -year conditions the existing peak flow values are compared to discharges for the two study conditions at several key locations. The first study condition assumes that the entire watershed is ultimately developed. The second condition is one where the entire watershed is ultimately developed except for non -Westlake areas within the 3.11 sq. mi. in subareas 32 and 34. In other words, detention is provided for CTR, Westlake and other offsite areas not within those two subareas. The results indicate that the proposed ponds are necessary if detention is to attenuate for the ultimate development of all property with the Town of Westlake. The Table shows that, with all ponds, the 100 -year storm has been adequately reduced at the key locations; upstream of the Lee Tract and below Lake Turner. The "Detention/Offsite Existing" condition, however, does not provide detention for the offsite, upstream, communities of Keller and Fort Worth that make up most of subareas 32 and 34. It assumes that they will provide detention such that the peak flows do not exceed existing peaks. Under these conditions, the ponds located wholly within the proposed Circle T Ranch development are adequate to fully attenuate ultimate flows for the regulatory design storms. The remaining detention provided still includes 2.79 sq. mi. of watershed areas outside the Westlake town limits. 5.2 KIRKWOOD BRANCH Several alternatives were considered as part of the detention analysis for this Kirkwood Branch and its tributaries. The objective was to detain flows to match post -development peak flows to pre -development peak flows for the 5-, 10-, 50-, 98184501.R07 Page 26 and 100 -year storm events within the Kirkwood Branch watershed upstream of SH -114. As part of this analysis, the existing and ultimate development conditions models were used. From the land use and drainage area maps, it is apparent that, with the exception of sub -area 15, areas outside of the Town's corporate limits represent a small fraction of the drainage basin. Therefore a detention alternative was sought that effectively protects properties within the corporate limits of the Town yet does not require the Town to detain more runoff that it generates. This hydrologic model was developed assuming that the Kirkwood Branch watershed is modeled under ultimate development conditions with the exception of sub -area 15 which remains under existing development conditions. Sub -area 15 lies within the Town of Southlake. The results of this detention analysis indicated that it would be necessary to provide approximately 57 ac -.ft of detention storage in two locations within the watershed. The first consists of an existing stock tank with a modified outfall structure located at the junction of sub -areas 18 and 19. This location was selected in order to reduce peak flows originating from within the town of Westlake, routed through a short section within the town of Southlake, to pre - development levels. This detention facility was modeled to provide approximately 40 ac -ft of storage. A second location was selected at the downstream end of sub -area 8 in another existing stock tank located upstream of Dove Road. This location was selected because the stock tank is existing and significant changes in flow are expected to occur between pre and post development conditions in this sub -area. This detention facility was modeled to provide approximately 17 ac -ft of storage. The final HEC -1 models used to calculate the peak flows are included in Appendix C. Appendix B - Exhibit 12 indicates the location of the two detention facilities. Combined, these two detention facilities are capable of detaining peak flows such that the peak flow calculated at SH -114, under ultimate development conditions throughout the portions of the watershed within Westlake, does not exceed that calculated under existing conditions. Table 11 indicates the flow comparisons of the regulatory storm events. The final HEC -1 model used to calculate the peak flows is included in Appendix Co 98184501.R07 Page 27 Table 11 - Flow Comparison Westlake Proposed Detention - Kirkwood Branch -` Re#urr [ntervaf Peak Flow at SH 114 " Storm (years} EfFect�ve Eking, Elltirna#e ©et ninon FEMA:' Conditions ,:.' CondEtions (15 . EXCstIR�) 5 1467 1692 1460 10 2141 2471 2090 50 4257 4815 4230 100 6800 5300 5907 5262 6.0 MAJOR ROADWAY CROSSINGS The study included an analysis of existing and proposed major road crossings in Westlake. In general, it was found that existing culverts and bridges are not sufficiently large enough to convey the 100 -year design storm flows. The exceptions are the bridges and culverts under SH -114. In all cases SH -114 will convey ultimate 100 -year discharges. Analyses were made using standard nomographs and/or computer programs that calculate structure sizes for normal flow conditions. Culvert & bridge design are based on Westlake drainage design criteria with adequate freeboard below proposed road or bridge low chord elevations. The results of these analyses are shown in Table 12. 98184501.R07 Page 28 Table 12 - Structure Comparisons at Existing and Proposed Road Crossings Marshall Branch Westlake Parkway Crossing None 50' Bridge West of Roanoke Road 7.0 MAJOR PERMITTING ISSUES The following paragraphs outline permitting and regulatory issues that are important for development along or across existing flood plains. The information provided is not intended to be comprehensive but rather informative. Regulations may be modified in the future, therefore, it is the responsibility of the designer to verify which regulations and permits are required for the particular project. 7.1 SECTION 404 OF THE CLEAN WATER ACT Selected land development within the limits of the Town of Westlake may be subject to regulation under Section 404 of the Clean Water Act. Section 404 98184501.R07 Page 29 Old/New Roanoke Road 5-7'X6' Skewed 100' Bridge with Crossing Multiple Box Culverts 80' Bottom width Westlake Parkway Crossing None 100' Bridge with Golf Course Creek East of Roanoke Road 2-5'x3' Multiple Box 80' Bottom width Westlake Parkway Crossing None 500' Bridge Kirkwood Branch at Proposed Mall 7-10'x10' Multiple Box 7-10'x10' Multiple Box New Road - Trophy Lake Drive None 300' Bridge at West Side of Proposed Mall 2-36" Corrugated 4-10'x6' Multiple Box Paigebrook Creek Westlake Parkway Crossing None 4-10'x10' MBC (min) Higgins Branch South of Lake Turner 4-7'x4' Multiple Box 350' Bridge proposed 7.0 MAJOR PERMITTING ISSUES The following paragraphs outline permitting and regulatory issues that are important for development along or across existing flood plains. The information provided is not intended to be comprehensive but rather informative. Regulations may be modified in the future, therefore, it is the responsibility of the designer to verify which regulations and permits are required for the particular project. 7.1 SECTION 404 OF THE CLEAN WATER ACT Selected land development within the limits of the Town of Westlake may be subject to regulation under Section 404 of the Clean Water Act. Section 404 98184501.R07 Page 29 i Road Crossing at Dove Road 3-6'x4' Multiple Box 3-12'x8' Multiple Box Upstream in Tributary Culverts (MBC) Culverts (MBC) Golf Course Creek Dove Road Crossing 2-5'x3' Multiple Box 2-10'X6' Multiple Box Upstream in Tributary Culverts (MBC) Culverts (MBC) Kirkwood Branch Sam School Road Crossing 7-10'x10' Multiple Box 7-10'x10' Multiple Box Culverts (MBC) Culverts (MBC) Dove Road Crossing 2-36" Corrugated 4-10'x6' Multiple Box Metal Pipe Culverts (MBC) Higgins Branch Dove Road Crossing 4-7'x4' Multiple Box 4-10'x6' Multiple Box Culverts (MBC) Culverts (MBC) Kirkwood Branch Dove Road Crossing 2-24" RCP Protruding 2-9'x6' Multiple Box Unnamed Tributary from the fill Culverts (MBC) 7.0 MAJOR PERMITTING ISSUES The following paragraphs outline permitting and regulatory issues that are important for development along or across existing flood plains. The information provided is not intended to be comprehensive but rather informative. Regulations may be modified in the future, therefore, it is the responsibility of the designer to verify which regulations and permits are required for the particular project. 7.1 SECTION 404 OF THE CLEAN WATER ACT Selected land development within the limits of the Town of Westlake may be subject to regulation under Section 404 of the Clean Water Act. Section 404 98184501.R07 Page 29 permits are required when there is a discharge of dredged or fill material into waters of the U.S. Examples of activities that may require a permit include the construction of roads, buildings, residential areas, utility lines, and other developments within, crossing, or directly impacting any waters of the U.S.. Permits are also required for the modification of ponds, streambeds or wetlands for flood control, maintenance or aesthetic reasons. Section 404 permits are processed and issued by the U.S. Army Corps of Engineers (USACE) and may be authorized under one of the following permits: Nationwide General Permits, Regional General Permits, Individual Permits and Letters of Permission. Nationwide general permits are designed by the Chief of the USACE to regulate specific activities having minimal impacts with little delay or paperwork. Regional general permits are similar to the nationwide permits but are authorized for specific geographical regions. Individual permits cover projects and activities that have more than minimal impacts to waters of the U.S. which must be reviewed on an individual project basis, require a public notice period, and typically require a longer period for processing. Letters of Permission are a type off individual permit issued through an abbreviated process which includes coordination with various government agencies, but does not include a public notice. Generally, development within waters of the U.S. in the Town of Westlake will most likely require nationwide or individual permits. Ultimately, the type of permit depends on the amount of impacts to jurisdictional waters. Waters of the U.S. regulated by Section 404 include rivers, streams (including perennial, intermittent and ephemeral), bogs, sloughs, lakes, ponds (including stock tanks connected to other jurisdictional waters) and wetlands. The jurisdictional limits of these water bodies are determined using the ordinary high water mark (OHWM). Wetlands are defined by their OHWM and must meet the three following parameters: 1) Contain hydric soils, 2) Have at least 50% or more of hydrophytic vegetation and 3) Contain the necessary hydrology, which means that they must be saturated or inundated at lest 5% of the growing season. Determination of the jurisdictional status of a wetland, swale, tributary, creek, or pond is essential in order to know whether or not a permit is necessary for the proposed activity. It is the responsibility of the designed to contact the Corps of Engineers for a determination of impacts to waters of the US and to verify the current regulations applicable to the proposed activity. 7.2 FEMA FLOODPLAIN REGULATIONS The Town of Westlake is a participant in the National Flood Insurance Program (NFIP) administered by the Federal Emergency Management Agency (FEMA). FEMA has issued Flood Insurance Rate Maps (FIRM) that delineate designated flood hazard zones. Portions of Westlake are included on Denton County and Tarrant County FIRMs. The current maps show that most of the town hazard zones are unstudied. This Master Drainage Study includes detailed modeling of all the FEMA designated streams. The town may use this data to prepare Letters 98184501.R07 Page 30 of Map Revision (LOMRs) changing the limits and designation of studied waterways. Development along and/or within a designated flood hazard zone is regulated by town ordinance and federal regulations. Flood hazard zones may be modified by map amendment or revision. Project engineers are cautioned to consult the regulations, City Engineer, and FEMA to determine what the flood zone impacts may be and whether or not a map revision will be required. Depending on the type of flood zone on the portion of waterway impacted, determination of minimum finished floor elevations for proposed structures may be required. Texas Natural Resource Conservation Commission (TNRCC) is the state agency which regulates and appropriates surface water on state waters. There are several existing lakes and ponds within the Town of Westlake which are subject to regulation by TNRCC. Ponds, smaller than 200 ac ft in volume, that are constructed _ • used for agricultural purposes ar- exempt fr• •st regulatory constraints. When development occurs, the status of existing ponds changes. TNRCC requires a Water Appropriation Permit for all non-agricultural impoundments of state water. Existing ponds of less than 200 ac ft may qualify for permitting under one of two possible exemptions to allocation of water rights. Water rights within that portion of the Trinity River Basin that includes the town of Westlake have all been allocated. New impoundments on state waters must obtain approval for transfer of rights from one or more current owners of those rights prior to application for water rights TNRCC should be contacted for information, instructions and permit application materials prior to development and/or construction of any permanent impoundment of surface water within the town limits. 7A TNRCC DAM SAFETY REGULATIONS TNRCC also regulates dams that may be constructed for impoundment, temporary or permanent, of state waters. Dam safety criteria vary according to size of impoundment and height of dam. The design storm for dam safety is measured in terms of some portion of the Probable Maximum Flood, dependent on the reservoir and structure size. The analysis involves an examination of flooding levels downstream of the dam in non -breach, barely overtopping, and breach conditions. In general, any dam which exceeds 6 feet in height is subject to state regulation even though they are not required to review and approve every dam. Dam safety calculations and modeling will be reviewed when submitting an application for a Water Appropriations Permit. If a Water permit is not required, it is still the designer's responsibility to ensure that the dam in question complies with the state dam safety criteria. 98184501.R07 Page 31 7.5 NPDES PHASE II STORM WATER PERMITTING On December 8, 1999, EPA released new rules which will require most smaller cities located in urbanized areas to obtain NPDES permits for their storm water discharges. Although the Town of Westlake is not listed on EPA's reference list included with the regulatory release, the town would appear to meet the threshold criteria required for permitting. The Phase Il rules require affected cities to implement 6 minimum control measures designed to improve the quality of storm water runoff within the town. These 6 control measures include the following: and Outreach .1-ublic Education Public Involvement/Participation Illicit Discharge Detection Construction - Storm Water Redevelopment Pollution Prevention/Good Housekeeping for Municipal Operations Permit applications (or General Permit notices of intent) are due to TNRCC (as the permitting authority for Texas) by March 10, 2003 and may be required sooner depending on TNRCC's rule implementation schedule. Municipal programs must be fully implemented within 5 years of permit issuance. Certain elements of this plan will meet some of the requirements of the NPDES Phase II regulations. Existing city storm water and flood plain ordinances meet much of the intent of the new regulation. Adjacent municipal jurisdictions included on EPA's reference list include Keller, Denton County and Tarrant County. The City of Fort Worth is included in EPA's Phase I storm water program. It should also be noted that the Phase II rules remove the so-called ISTEA exemption that temporarily postponed the need for small cities to obtain NPDES storm water permits for City -owned or sponsored construction projects. 8.0 COORDINATION WITH ADJOINING JURISDICTIONS This drainage study has identified issues which impact the town of Westlake that may result from runoff in upstream jurisdictions. Several waterways studied herein originate or flow through Fort Worth, Keller, and/or Southlake before entering Westlake. Development policies in these communities can impact the flooding potential on these streams. For instance, this study suggests that the greatest impact to Marshall Branch peak flows under ultimate development conditions is due to increased runoff projected within the subareas in Keller and Fort Worth. Similarly, flood management decisions within Westlake can and will impact both Trophy Club and Southlake. Proposed regional detention facilities will mitigate future impacts. A 98184501.R07 Page 32 positive impact identified in the study for Trophy Club is the significantly reduced discharges on Golf Club Creek due to the existing lakes on the Fidelity property. It is in the town's best interest to seek coordination and cooperation with these adjoining communities particularly in terms of detention requirements to mitigate future development impacts. 98184501.R07 Page 33 Ath:an Krum 4380 Q catur-- o Stny .atur College under eru�a Bluett irad,ise ro P Ina-ville Bre an Boyd 114 1.•Rhome Keeter Fair�,i INewark Project Briar Faqle -,reS4 Ne rk 2oh n, Location p i Peden Center Point 41 ---al 'S'tation La Junta, *Sabat . IA - Ft City zle 46 Ca e Hill E -,-t e Saginaw Ft'tl'Yorth Naturp- B er` . f Camp Lero-kc Schuman. 541 N 1//New He .ArE-2 -gyie -4D;' 4. Hickory Creek Park Bartonville 1� toanoke 4210-A estlake i3np *ki.e Recre-Axzd P;%&4 Col Ppell !r Sourthlake Grapevine 1— 33 Bra 6' d'� ftauga Coll Mi f Minters hapel- J0. ille �hfiel F JEF--t lie Bedford Eule s DID, f ing N1al t3 .2 .11 e PUR Ta nt .6 -26 1h iqz }mal 11 3 24 -, 29 3 34 J8-0 C04 rlingto Anneta `—'J 13 im—L" Lake 'A -JAM 47 303 Aledo 429L - Lakeview .-�ftl Iona SlAi 32 447 450 1 Benb cokb Ft .287P Woodl 440 Q 441 Holi le MR rzik V -R Dunca 377 FSUS P - Iiiiselle Eve man Bisbee'rt 287' PUR4. 4F,.ocR Cedu Hill Stan PuR -*Plover Crowl'Rendon Cedar-yiew -1 -39 Vicinity Map Source: Figure C*!Ab TOWN OF WESTLAKE Del-orme Atlas Maps, C* TOWN Carter:: Burgess Tarrant and Denton Counties, Texas 5.0 Consultants in Planning, Engineering, Architecture, 1997 Construction Management, and Related Services C&B Project No. 981845010 1 d * . -.ki�Ikl Water Resources Assessment and Water Resources Assessment The Town of and Natural Environment Survey Westlake 981845011 3880 Hulen Street CZ' Carter.. Burgess Fort Worth, Texas 76107 Consultants in Planning, Engineering, Architecture, 817-735-6000 Construction Management, and Related Services Environmentai@c-b.com Prepared for: The Town of Westlake,•Council Village Circle, Suite 207 Westlake, Texas 76262 March 1999 Prepared by: Carter.: Burgess Consultants in Planning, Engineering, Architecture, Construction Management, and Related Services 3880 Hulen Street Fort Worth, Texas 76107-7254 (817) 735-6000 C&B Number 981845011 WATER RESOURCES ASSESSMENT AND NATURAL ENVIRONMENT SURVEY TOWN OF WESTLAKE Westlake, Texas TABLE OF CONTENTS I. INTRODUCTION ....................................................1 11 METHODOLOGY .................................................... 2 III. NATURAL ENVIRONMENTAL RESOURCES ............................. 3 IV. JURISDICTIONAL WATERS OF THE U.S ................................. 4 V. SOILS DESCRIPTION ............................................... 10 VI. RECOMMENDATIONS .............................................. 10 APPENDICES APPENDIX A -SITE MAPS APPENDIX B - PHOTOGRAPHS APPENDIX C - JURISDICTIONAL WATERS OF THE U.S. MAP APPENDIX D - MAPS OF NATURAL RESOURCE AREAS I. INTRODUCTION A reconnaissance of the Town of Westlake was undertaken to identify valuable natural areas and natural resource constraints within the Town of Westlake (Appendix A, Exhibit 1). Site visits by field biologists from Carter and Burgess, Inc. were comprised of two major components: identifying quality natural landscape features and determining the general limits of the jurisdictional waters of the United States. This report contains a summary of these findings and includes the results of a similar survey conducted on the property of Circle T Ranch. The natural resource component of this study identified and assessed the quality of major landscape features such as native oak woodlands, riparian protected corridors and significant wetland areas. In the field, observations were made to include any wildlife habitat such as nesting sites for migratory birds. By determining the presence and quality of such areas, the necessary information is available for the Town to make plans that integrate preservation into development. In an area where commercial and residential growth is at an unprecedented high, looking at these aspects will promote the Town of Westlake as an environmental forerunner. It also will establish a favorable precedent for surrounding communities to make natural area preservation a priority. The second component of this study was to determine the general limits of jurisdictional waters of the United States. Examples of jurisdictional waters include rivers, streams, lakes and ponds connected to another jurisdictional water or a navigable water (water used in interstate commerce) and have a definable bed or bank produced by the presence of water. Wetlands are also considered as jurisdictional and are therefore also subject to regulation. In general terms, in order to alter a creek, pond or wetland that is jurisdictional, a permit must be filed and issued from the United States Army Corps of Engineers (COE). These permits are based upon areas and length of stream impacted. A more detailed explanation of this topic and the necessary permits is included in the Master Drainage Study. The Town of Westlake (Appendix A, Exhibits 2-4) spans both Tarrant and Denton counties and is located along State Highway 114 (S. H. 114) and east of S. H. 377. Land use ranges from natural areas, cattle ranching and cultivation to residential and commercial development. 98184501.R02 Page II METHODOLOGY Identification of quality natural landscape features included site visits where property access was allowed. Site visits were used to identify vegetation, locate valuable wildlife habitat and observe any wildlife present. These visits were supplemented by using aerial photography to create a map of an overall view of these features. The general jurisdictional waters determination was conducted by Carter and Burgess, Inc. A map of jurisdictional waters, with characteristics and locations, has been prepared to assist in overall planning. Recently, a full delineation of all the jurisdictional waters on Circle T Ranch property was completed by Carter & Burgess Inc. Therefore, the Circle T Ranch information in this report includes the detail necessary for site specific planning. Jurisdictional waters include rivers, streams (including perennial, intermittent and ephemeral), bogs, sloughs, lakes, ponds (including stock tanks connected to other jurisdictional waters), and wetlands. The jurisdictional limits are determined using the ordinary high water mark (OHWM) for each of these water bodies. Wetlands are those areas that are inundated or saturated by surface or ground water at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions [as defined by the COE and U.S. Environmental Protection Agency ]. Wetlands were delineated using the criteria from the 1987 COE Wetland Delineation Manual (COE 1987 Manual). Wetlands must contain three parameters under normal conditions to be identified as jurisdictional. These three criteria include the presence of (1) hydric soils, (2) hydrophytic vegetation, and (3) wetland hydrology. Hydric soils have been defined as soils that are saturated, flooded, or ponded long enough during the growing season to develop anaerobic conditions that favor the growth and regeneration of hydrophytic vegetation [as defined by the Natural Resources Conservation Service (NRCS) and amended by the National Technical Committee for Hydric Soils]. Hydrophytic vegetation is defined as the macrophytic plant life that occurs in areas where the frequency and duration of inundation or soil saturation produce permanently or periodically saturated soils of sufficient duration to exert a controlling influence on the plant species present (COE 1987 Manual). In order to facilitate wetland delineations, plant species have been categorized according to their wetland indicator status. These categories consist of obligate wetland plants (OBL), facultative wetland plants (FACW), facultative plants (FAC), facultative upland plants, and obligate upland plants. In order for a site to be classified a wetland, 50 percent or greater of the dominant plant species on the site have to be FAC, FACW, or OBL. The third and final criteria for a site to be determined a wetland is wetland hydrology. A site must be periodically inundated or saturated at the soil surface during some portion of 98184501.R02 Page 2 the growing season. The growing season is generally defined in NRCS soil surveys as frost -free days. Certain portions within the Town limits were surveyed using a Trimble Global Positioning System (GPS) to determine the location of bodies of water with sub -meter accuracy. This was especially useful in mapping Marshall Branch and its many tributaries near S.H. 377. The Town of Westlake is located in the Cross Timbers and Prairies vegetational area of Texas as described in Manual of the Vascular Plants of Texas (Correll and Johnston, 1979). Undisturbed land within this vegetational area will typically contain post oak (Quercus stellata), blackjack oak (Q. marilandica), mesquite (Prosopis glandulosa), cedar elm (Ulmus crassifolia), sugar hackberry (Celtis laevigata), and pecan (Carya illinoensis). The majority of the vegetation of the Town of Westlake has been modified from its original oak forest system to create suitable areas for pasture, cultivation, commercial and residential development. Remnant forest stands of post oak, black jack oak, pecan and elm (Ulmus spp.) are scattered throughout and have been maintained along many of the waterways and ponds (Appendix B, Photograph 1). The following section of this report will highlight significant natural resources (Appendix C, Key Map 2) identified in the survey. Wetlands Large low lying areas to the west of Roanoke Road along Marshall Branch encompass a patchwork of wetlands and small tributaries (Appendix B, Photograph 2; Appendix C, Sheet 1 and 2). Isolated wetlands and fringe wetlands associated with ponds in this wetland complex have created a prime environment for observing migratory song birds, waterfowl, raptors and wildlife. This area offers a unique scrub habitat with protection for species of song birds and an ample prey base for the raptors nearby. Another distinct and diverse wetland is located to the north of the pond on the Fidelity Investment tract along Golf Course Creek (Appendix C, Sheet 13) and the wetland along the southernmost pond of Kirkwood Branch(Appendix C, Sheet 11) were mapped as fringe or seep wetlands. A detailed account of wetlands determined through site visits is included in Section IV of this report. Hardwood Forests The most contiguous and established hardwood forests (Appendix B, Photograph 3; Appendix C, Sheet 13,16 and 17) are contained on the private property of Fidelity Investments and MacGuire Properties. Dominated by post and blackjack oak, these tracts contain natural associations of pecan and black walnut (Juglans nigra). This type of system typically supports a healthy wildlife population because of the many sources of food from the trees. The size of these forest remnants is significant in reducing the amount of edge effect and invasive species present in the system. 98184501.R02 Page 3 Wooded Stream Corridors Notable areas with protective stream corridors are present on the southwest edge of Turner Lake, the southern portion of Dove Road Tributary (Appendix B, Photograph 4; Appendix C, Sheets 14 - 18), Golf Course Creek, and portions of Kirkwood Branch. Although some of these creeks have been impacted by livestock operations, restoration would be minimal due to already present large trees. Wooded stream corridors are important to reduce the amount of erosion, maintain water quality, and provide necessary cover for wildlife. Migratory Bird Nesting Areas and Endangered Species No endangered or threatened species or their habitat, specific to Tarrant or Denton counties, was observed within Westlake town limits. A pair of red-tailed hawks (Buteo jamaicensis) were observed south of Dove Road, near Dove Road Tributary (Appendix C, Sheet 18) and appeared to be guarding a territory or possibly a nesting site. Egret (Bubulcus ibis) and heron (Ardea herodias) nesting sites have been noted in the past at Wetland R (Appendix C, Sheet ). Although many migratory birds are not protected by the Threatened and Endangered Species Act, their nesting sites are protected underneath the Migratory Bird Treaty Act during breeding and nesting season. The Town of Westlake was surveyed to determine the status and characteristics of waters of the U.S. within the town limits. Creeks, tributaries, ponds and wetlands considered to be within jurisdictional limits of the U.S. were verified (Appendix A, Exhibit 5). A map of the waters of the U.S. has been created using existing maps and by applying information collected with the GPS system (Appendix C). Each body of water has been labeled with an identifier (A, B, C, etc.) and described in the following text. Circle T Ranch is addressed separately, as it was contained within its own study. Marshall Branch (Appendix C, Sheets 1 and 2) Marshall Branch (Appendix B, Photograph 5) bisects the western portion of the ranch from north to south with an OHWM ranging from 6 to 50 feet, with an average of 15 feet. This intermittent creek is joined by seven main tributaries and numerous smaller tributaries. Perennial pools (Appendix B, Photograph 6) are naturally distributed along its length, which seem to support a variety of wildlife. Evidence was found of large snapping turtles (Chelydra serpentine serpentina), red -eared sliders (Trachemys scripta elegans), fresh -water mussels, beavers (Castor canadensis) and several species of snakes. An abundance of field mice were observed during field surveys, as well as many hawks, owls and song birds. Marshall Branch is open with relatively little tree cover except for a region of large American elms (Ulmus americana), green ash (Fraxinus pennsylvanica), sugar hackberry and Bois d'arc (Maclura pomifera) which is located in the portion west of Roanoke Road to the south (Appendix B, Photographs 7 and 8). The rest of the banks are open with some small individual cedar elm and sugar hackberry trees. Wetland/ riparian vegetation found on the creek includes black willow (Salix nigra), water willow 98184501.R02 Page 4 (Justicia americana), rattlebush (Sesbania drummondil), cattails (Typha spp.), switchgrass (Panicum virgatum), spike-rush (Eleocharis spp.), common cocklebur (Xanthium strumarium), sumpweed (Iva annua), balloonvine (Cardiospermum halicacabum), umbrella sedge (Fuirena simplex) and other sedges (Cyperus spp.). Numerous small tributaries with defined channels and associated wetland plant species occur along the creek. These have been added to the total area and length of Marshall Branch. Tributaries that have been added to this category are those that have a length less than 550 feet and have similar vegetation. Several wetlands are present in the low areas adjacent to Marshall Branch and its tributaries that are described in the wetland section of this report. Marshall Branch (Appendix C, Sheet 3) The channel in this section was bare of trees although a few black willow saplings are growing along the tributary channel. There is an additional drainage (a tributary across S.H. 170) north of Marshall Branch. This tributary to Marshall Branch appears to have been modified during the construction of S.H. 170. The streambed between S.H. 170 and Marshall Branch has been channelized and is heavily vegetated with cattails. All the area dominated by hydrophytic vegetation is within the OHWM of the channel and is thus a water of the U.S. but not a wetland. Creeks and Tributaries The main tributaries and creeks discussed in this report empty into Marshall Branch or Kirkwood Branch. Marshall Branch tributary #3 and Marshall Branch tributary #8 MB3 - MB8 are tributaries of Marshall Branch. Dove Road tributary connects with Marshall Branch at Pond S1 (Turner Lake), which ultimately leads to Grapevine Lake. Kirkwood Branch lies to the east of the property. Tributary MB8 (Appendix B, Photograph 9; Appendix C, Sheet 1) is a large tributary that enters from the southern property boundary and runs parallel to Marshall Branch prior to their confluence. This creek has natural meanders along most of its length with a few portions that seem to have been channelized in the past. The OHWM ranges from 3 to 10 feet with an average of 6 feet. The main channel depth ranges from 1 to 4 feet with an average of 3 feet. It is sparsely covered with trees along the channelized portions and cedar elms provide the main canopy along the remainder of the creek. Two smaller tributaries empty into this creek. The sub -tributary to the southeast has a wide shallow channel with heavy vegetation such as switchgrass, spike-rush, umbrella sedges, and various other sedges. Common herbaceous vegetation along the other tributary and the main branch of MB8's earthen channels include switchgrass, sumpweed and common cocklebur. Tributary MB7 (Appendix C, Sheet 1) which originates in the southwest corner of the Circle T Ranch has been channelized and receives water from culverts under S.H. 377 and fields to the north and the south. The streambed alternates between a limestone or earthen channel, sand deposits, and an approximate 900 -foot span where the channel is similar to wetland fringe. Vegetation along the tributary consists of black willow, spike- rush, sumpweed, common cocklebur and goldenrod (Solidago spp.). 98184501.Ro2 Page 5 Tributary MB6 (Appendix C, Sheets 1 and 4) begins east of Roanoke Road below the wetland seep N1. It flows through Bermuda grass as a small channel until it widens into the man-made Pond M. The other portion of M136 that is free-flowing is between Wetland G and Pond F with a small channel averaging 4 feet across. Tributary MB5 (Appendix B, Photographs 10 and 11; Appendix C, Sheet 2) is almost identical to MB7. It includes only a small wetland fringe area (approximately 100 feet in length), where the artificial channel ends to the east. There is a pool/holding area where MB5 comes from S.H. 377 that includes several medium-sized black willow trees and cattails (Appendix B, Photograph 12). Tributary MBSA (Appendix C, Sheet 2) is another channelized tributary. It seems to receive much less water than MB5 and MB7 and its channel is surrounded by mesquite, honey locust (Gleditsia triacanthos) and a grove of common persimmon (Diospyros virginiana) trees. There is no direct connection from a culvert under S.H. 377. Tributary MBSB (Appendix C, Sheet ) consists of a very small holding pond (Appendix Photograph 13) with spike-rush, sumpweed, dock (Rumex spp.) and common cocklebur at its origin. This drains into a small tributary averaging 4 feet at the OHWM with similar vegetation. Tributary MB4 (Appendix B, Photograph 14; Appendix C, Sheet 3) flows west to east from north of S.H. 170 has been completely channelized in the past. Wetland/ stream vegetation present includes black willow trees at the culverts and cattails, sumpweed, water willow, common cocklebur and goldenrod growing in the channel or up its banks. Tributary MB3 (Appendix C, Sheet 5) is east of Roanoke Road in the main grazing land of Circle T Ranch. Very little woody species were observed and the dominant herbaceous species consisted of dock and spike -rushes. Dove Road Tributary (Appendix C, Sheets 6 and 8) is located east of MB3 and empties directly into Ponds T1 and T2. Very little vegetation exists within the cut channel banks. South of Dove Road, the creek has been modified to be held in two large ponds with a cement spillway in between. Large cottonwood and American elm trees line the tributary. Tributary N2 (Appendix C, Sheet 4) is a small tributary that leads off the property and is surrounded by bermuda grass. The channel is vegetated with various species of rushes and sedges, spike -rushes and bushy bluestem (Andropogon glomeratus). Ponds (including stock tanks) and Wetlands Pond A (Appendix B, Photograph 15; Appendix C, Sheet 1) is located in the southwest corner of the Circle T Ranch and according to the Department of the Interior's National Wetlands Inventory (NWI) maps (Appendix A, Exhibit 5), the pond qualifies as a Palustrine-Unconsolidated Bottom -Permanently Flooded -Excavated (PUBHx) body of water. This status was verified and vegetation at the pond included common cocklebur, switchgrass, sumpweed, umbrella sedges and balloonvine. 98184501.Ro2 Page 6 Ponds B1 and B2 (Appendix B, Photographs 16 and 17; Appendix C, Sheet 1) are two side by side ponds that have been excavated in the Marshall Branch channel and are considered to be PUBHx. The ponds have steep banks vegetated with black willow and rattlebush. Other wetland vegetation includes water willow, spike -rushes, and balloonvine. Avian species present included a great blue heron. Wetland C (Appendix B, Photograph 18; Appendix C, Sheet 1) is a shallow wetland that catches the runoff from a cultivated field. It is bordered by a few large black willow trees, with the herbaceous material comprised of spike -rushes, balloonvine and dock. Pond D (Appendix C, Sheet 1) is a series of unclassified small ponds near a lowland section of Marshall Branch that are bordered by spike -rushes and sumpweed. Wetland E (Appendix B, Photograph 19; Appendix C, Sheets 1 and 2) is a long wetland with small associated pockets that is affected by the hydrology of Marshall Branch, especially from its overflow of a small tributary. No open water area exists, but wetland vegetation and hydric soils confirm its status. Plants present are bushy blue - stem, spike-rush, switch grass, soft rush (Juncus spp.), and sedges. Pond F (Appendix B, Photographs 20 and 21; Appendix C, Sheet 1) is an unclassified body of water, with a manmade berm to the northwest side. It receives water from MB6 and the other ponds upstream. It is surrounded by a wetland fringe of common cocklebur, sumpweed, switchgrass and spike -rushes. Mallard ducks (Anas platyrhynchos) and a species of shorebird were seen on a site visit in November 1998. Wetland G (Appendix B, Photograph 22; Appendix C, Sheet 1) is a seep resulting from the impoundment of Pond H. Black willow trees are present, as well as spike - rushes, sedges, common cocklebur and sumpweed. Pond H (Appendix B, Photograph 23; Appendix C, Sheet 1) is classified as Pal ustrine-Unconsolidated Bottom -Permanently Flooded -Impounded (PUBHh) body of water. It is located directly west of Roanoke Road along MB6. Vegetation present included large black willows, common cocklebur, cattails and sumpweed. A great blue heron was observed at this pond. Wetland I (Appendix C, Sheet 2) is similar in vegetation to Wetland G, but it is not technically a seep, as it receives its hydrology from a culvert underpass of Roanoke Road. It also is populated by common dock and the same species as Wetland G. Wetland J (Appendix C, Sheet 2) is a shallow wetland similar to Wetland C. It receives water from the cultivated fields to the west. It also had a large black willow tree marked with a water line at its base. Wetland K (Appendix B, Photograph 24; Appendix C, Sheet 2) is a large wetland that receives its hydrology from field runoff and MBS. The vegetation is markedly different than its surroundings of a few mesquite trees. The vegetation noted at the site included spike-rush, switch grass, black willow, balloonvine, common cocklebur and sedges. 98184501.R02 Page 7 Wetland L (Appendix C, Sheet 2) occurs at the confluence of tributaries MB5 and MBSA. A few small sugar hackberry trees were present at the edge of the area with spike-rush being the dominant vegetative wetland species. Pond M (Appendix C, Sheet 4) represents the two ponds directly east of Roanoke Road along MB6 and are classified as a PUBHh. At the time of inspection the larger pond had been recently cleaned and excavated with a large cottonwood remaining. Spike -rushes were growing in the smaller pond. Wetland N (Appendix C, Sheet 4) is a seep wetland on a hillside at the beginning of MB6. It is surrounded by bushy bluestem and the interior contains spike -rushes, soft rushes, bristle grass (Setaria sp.), smartweed (Persicaria spp.) and various species of sedges. Wetland O (Appendix C, Sheet 5) is a wetland created from the runoff hydrology above the area. Vegetation observed at this site included small black willow trees, sumpweed, common cocklebur, and the same plant species listed for Wetland N. Bermuda grass is present as a planted invasive species. Ponds P and Q (Appendix C, Sheet 5) are located along M133 and is classified as PUBHh. These ponds have wetland fringes along their shallow zones. Wetland R (Appendix C, Sheet 6) seems isolated from the main lake by a small berm. It is likely that water in the pond is renewed during high water events. Approximately two-thirds of this pond is vegetated with water willow, rice cutgrass (Leersia oryzoides) and swamp smartweed as dominant vegetation. Because the pond, including open water areas, acts as a wetland system; the entire pond area, not just two-thirds of it, is included as a wetland. Pond S1 (Appendix C, Sheets 6 and 7) did have approximately 2.5 acres of fringe vegetation dominated by swamp smartweed, spike-rush, and flatsedge. The fringe area is technically a wetland and is listed as such in this report. Waters S2 and S3 (Appendix C, Sheet 6) include the channels to the west of Pond S1. These are heavily wooded and contain wetland vegetation confined to the channels. Wetland vegetation in such a channel is likely to be transitory, washed away during severe storms, so these vegetated areas are waters of the U.S. but not wetlands. Pond T1 and T2 (Appendix C, Sheet 6) are primarily open water areas, even though Pond T2 was dry during the site visits. These sections did not have any fringe wetlands to speak of. In general, the wetland areas in the eastern region were quite similarly vegetated. Similar trees occur along the waterways in both the east and west portions of the ranch. In most areas when the wetland vegetation began mixing with the Bermuda grass, the wetland ended. Soils tested at the edge of the wetlands were invariably the mapped fine sandy loam. 98184501.R02 Page 8 Pond U (Appendix C, Sheet 8) is classified as a PUBFx (Palustrine-Unconsolidated Bottom -Semi -permanently Flooded -excavated) body of water according to the NWI map. This pond is located at the top of a branch of Dove Road tributary. Pond V1 and Wetland V2 (Appendix C, Sheet 9) is not wooded along its shores and the wetland V2 is closely associated with the channel. An overflowing channel played a large role in maintaining hydrology. Wetland vegetation observed at the site included celery leaf buttercup (Ranunculus sceleratus), water hyssop (Bacopa spp.), soft rush (Juncus effusus), and bushy bluestem. Pond W (Appendix C, Sheet 10) had no fringe wetlands associated with it. The drainage into this pond maintains a small wetland area before widening into the pond. This channel also continues on to Pond X and its associated wetlands. Pond X (Appendix C, Sheet 10) and its associated wetlands (X1, X2 and X3) contained dominant vegetation species that were OBL or FACW species. Large trees provide canopy for portions of the ponds and channels. Pond Y (Appendix C, Sheet 1) and its associated wetlands (Y1 and Y2) included the following dominant vegetation: soft rush, bushy bluestem, red -top panic grass (Panicum rigidulum), common persimmon, southern dewberry (Rubus spp.) and Bermuda grass. The persimmon was found in the tree or sapling vegetation layer. There is a large wetland seep located to the northeast of this pond. Stage Coach Road Tributary, found along Roanoke Road (Appendix B, Sheet 12), ranges from a 4 -foot deep winding channel forested with post and blackjack oaks and sumac to a shallow open wetland channel with an OHWM of 20 -feet. Wetland species present include black willow, goldenrod, dock, bushy bluestem, spike -rushes and cattails. A sub -tributary enters from Melissa Road with an OHWM that has been channeled and altered to form two jurisdictional ponds along its length. The Fidelity Investments tract (Appendix C, Sheet 13), contains large areas of jurisdictional waters primarily associated with the larger tributary. Two large stock tanks and two other impoundments are jurisdictional waters. In addition, the stock tank located on the smaller tributary is jurisdictional. Finally, a small seepage wetland located down gradient from a non -jurisdictional waters is located south of Dove Road. A small wetland off Mahoeta Boone Trail and J. T. Ottinger Road is a seep from the pond to the south. This wetland contains mainly cattails and black willows and is surrounded by oak woodlands. Kirkwood Branch and its tributaries (Appendix A, Photograph 25 and Appendix C, Sheet 16) are characterized by large American elms, cottonwoods, and stream corridors of post and blackjack oaks. The earthen streambed OHWM ranges from 6 to 25 feet wide and becomes braided at the increased widths. Herbaceous riparian vegetation found along the creek includes Chasmanthium spp. and other grasses. Unfortunately, surveys of this creek were not in detail due to lack of private property access. A main 98184501.R02 Page 9 tributary of Kirkwood Branch from the north has been channelized in some portions through the Corporate Plaza off Kirkwood Boulevard. Portions of this tributary have been left natural and contain black willow, cattails, and bushy bluestem. Pond Z (Appendix C, Sheet 14) is located to the south of Dove Road in the pathway of Kirkwood Branch. It is a large pond with a small seep on the northeastern dam wall. Much of the shoreline is open with other areas of woody and riparian species. Pond AA (Appendix C, Sheet 15) is a series of ponds constructed in the path of a tributary to Kirkwood Branch. They are located north of Pond Z and have similar attributes with varying tree cover and wetland fringe. Pond AB and associated wetlands (Appendix B, Photograph 26 and Appendix C, Sheet 17) are located south of S. H. 114 and to the east of Precinct Line Road. The ponds and wetlands that receive water from hillside seeps have been altered in the past but remain jurisdictional. Wetland species observed in the area include black willow, cottonwood, smartweed, spike -rushes, sedges and cattails. In addition to the wetland species, some prairie species are present on the adjacent uplands. The general soil types for this area are described as Crosstell-Gasil-Radar on the east half of Circle T Ranch and Ponder -Sanger -Slidell soils to the west. No hydric soils as defined by the Tarrant or Denton county Soil Surveys are found within the town limits. Soil types and definitions presented in Appendix A, Exhibit 6 is a result of surveys conducted by the U. S. Department of Agriculture, Soil Conservation Service in Tarrant (1979) and Denton (1975) counties. VI. RECOMMENDATIONS Valuable woodlands, stream corridors and jurisdictional waters, including wetland areas have been identified in the Town of Westlake. Many of these areas are contain quality ecosystems that justify varying degrees of protection or preservation. Integrating these areas into future development plans for the town is an attainable goal. Considerations that need to be made include the quality of the natural area, the value of a particular area to local wildlife and migratory species and the surrounding area. The blackjack and post oak woodlands identified through this survey are quality examples of an ecosystem that is becoming less common in the Dallas/Fort Worth Metroplex due to complete removal, degradation and fragmentation of the forests. The size of the woodlands in Westlake is important to maintain the system balance and reduces the number of invasive species. Preserving these woodlands ensures seed banks for native species to re -forest other areas in the future. It is also important to retain the continuity between different woodland patches and stream corridors to offer a means of protected travel for wildlife. 98184501.R02 Page 10 The larger wetland areas described in this report support a large diversity of local and migratory species. They provide a function of water cleansing as well as being areas of high diversity. Maintaining these wetlands with ample buffer zones will allow them to serve as a refuge in a developing area. Wooded stream corridors identified in this survey help control erosion, maintain water quality and offer future mitigation opportunities for diversity enhancement. In these areas, large trees are already present. Riparian quality would benefit from planting native shrubs and grasses underneath, and native tree species where many of the trees have been removed. 98184501.R02 Page 11 Decatur ------------ ony patur College ll ipluert Fadiise Nz-- He VL Briar ewark Project Eagle IN -It ach ,yw* Nl)eu �0_ pFiin.Wown Location n Center II u' *Pede -t4 QLCUR.-n La Junta-. L .$Ft Cit;- 81 S �A ZI e Ca e Hill E ---t 4 !Saginaw Ft '1.1 I.,.-,rth Nature ter. C-3mp Lercr!,e Schuman D -1!99 541 _01lk lRzi a • estwouR 4-18 5A 9A 96 Cit 421 1 B Annela 4 6ledo _J r iiia 9A 'I lona, Benbrook. - B 7 ;P_l N . H,: F:rlil, 47 4611 C__<717 1�k H5Fzwlh PwR-4 cons Creek Park* 46 v� �e,,LiorodRi Socrthlake Itauga IF". _%. Mifiters Chapel - Coll Ville Ile ..97::L, �*E:7E-N Yv Bedford - rd IT in -3 K431 _.IL F1i1F_R_ , 447 Ta rit T- I C04 n J--.L,*L a k E tw7akeview ., 5 IH: b hi )&-46 JL=gqawryw PIle o + 6CrA )d: Uun6a tub Eve man T, PI& 4�1rte= F d: Bisbee, 6 _PP;%&4R-ub: 287 C e d.)r Hill S:t;tt P -6: *Flover Crowley :3—tendon -- 1:: r -d 3 Fu, i e 1.13:1. Vicinity Map Source: Exhibit TOWN OF WESTLAKE DeLorme Atlas Maps, CZ Carter:: Burgess Tarrant and Denton Counties, Texas 5.0 Consultants in Planning, Engineering, Architecture, 1997 Construction Management, and Related Services C&B Project No. 981845010 •1 1 �7 ' � - -- - N _I 1-14 � sfla{aet 114 - 3—per Cone•► HiIL a 1 N _ Local Area Map Source: Exhibit TOWN OF WESTLAKE DeLorme Atlas Maps, Carter". Burgess Tarrant and Denton Counties, Texas 5.0 Consullants in Planning, Engineering, Architecture, 1997 2 Construction Management, and Related Services C&B Project No. 981845010 a m mrta-r:: Hums mah"hNim _ .,,, -/•° I I - 114 ,\` \ •7�� ah�lt i II ° hI Y .dlinf I / I •� ��l/\r BM r•�. q0: o �I ♦ ° °o Ooo......•\• II. _ �G3 u - ^-L •II \� ,// • .�t �� pA � � B t \ I 1.• � 81 � 600 o ly2311 I ................ ..................... ---- ----- - - off, J r - _ J I r 1 I •� r ' i - ll._~• _i _`.\..; ;iii .1 -__ __-___ o r_ r. �Westlake 652Afe"e , ••' ,-" =- -- -- -- n a = 6 \ r,•__ JJ _ !/ 1 EN N0 ii to ..� \ �A ( ", ii�' ✓� °' TAF6'KANC it N �I f N ea 0 yori U 71 • o ¢ - __ 1 C - o Tli� f= •-1_J� 6737r - Id .. ��„ - .1``u � � � a�� - 675 iQ, I • ri ILan Iingi n 700rn Strip < V O p \ �� r •o I 700 I . 78 1: - - 735: I ' 7i •C °� =J. I - - Q °• o. ---,- _ •, �' _ O WQ. Al" �—SMT (LEAD 7� �_•�•' � � �. 6 • • . • �� . fly c� . c ��,_.. �__ _1 �,,;- t �' . • � 1 � �.� ,_. c-�. (rm ..;:.�--�- ) �, \ � _ � �� /• TOPOGRAPHIC MAP BurgessTown of Westlake LEGEND Carter Tarrant and Denton Counties, Texas Consultants in Planning, Engineering, Architecture, U.S.G.S. 7.5 Minute Series Topographic Map o00o Westlake Town Boundary N Construction Management, and Related Services Colleyville, Texas Quadrangle 1981 -----• Circle T Ranch Boundary C&B Project No. 981845010 Scale: 1"=2000' EXHIBIT 4 f �0n11 �f _�YU1311h 1 I ,I 1 — ssc ��,POBHh - '; '� .:��: z j=_ •� - _- -- � � ,. ' „r- s _ _ _ _ - �_ ===� , : `� O 1r—�, ,; � !-• c ,; J .\ r , �V ��, , PU811x , - - ! Nr �' • ` �• arioke i PUaFx i, -' ,j I L.-�'• �r-J Hh i ,� r } , i P�aFh - -- 17 r 4 UuMh2J`-'.-\/ I\ !1! ., �1\ i` / 1//.i/ J��I \\ J� __ .. •'.I •-e�aH _PUBHx- :----------- �iJj- - - � If I � - =- r ===r=te-==--may : �\-_I. ♦ l � •!:.'_ ,�� ' �I `,�..f�� .� 1 UO�.I jf /I `�•1 ;I I �i �/ _� � II II II. �1. .'i �, - ��r_ ___'�.. __ _ j;vestlat�:i _ �, '% . �. I - i•`: - i - ;. PUB�t' r, ft4SDC• ^` A . 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PUBHh f Esc UBHx a s /� �Ilr� PUBHx '\ J "� : �,�; '---" --' ,-_�/w -- IPUBFx ' '"- � \ r_ ti-�\ •x;s i �'/•,il ,,(• �%,,_J - •�� ) i i� .--a===== ;`, _ - USFx n / a Carter:: Burgess Consultants in Planning, Engineering, Architecture, Construction Management, and Related Services NATIONAL WETLANDS INVENTORY MAP Town of Westlake Tarrant and Denton Counties, Texas U.S. Department of Interior, FWS Colleyville, Texas Quadrangle 1987 C&B Project No. 981845010 Scale: 1"=2000' LEGEND T 0 0 0 0 Westlake Town Boundary N ------, Circle T Ranch Boundary EXHIBIT 5 66 36 IR 50 29.. Carter:: Burgess Consultants in Planning, Engineering, Architecture, Construction Management, and Related Services SOIL SURVEY Town of Westlake Tarrant and Denton Counties, Texas USD Soil Conservation Service Tarrant County Survey, 1981 Denton County Survey, 1975 C & B Project No. 981845010 Scale1" = 2000 elwm = � Iw LEGEND T 0 0 0 0 Westlake Town Boundary N ------ Circle T Ranch Boundary EXHIBIT 6 Photo #1 - Landscape view — Town of Westlake Photo #2 - Marshall Branch, west of Roanoke Road TOWN OF WESTLAKE Carter & Burgess, Inc. C&B Project No. 981845010 d { ;Ai A • p u • y'yr r IQ Photo # 6 - Marshall Branch TOWN OF WESTLAKE Carter & Burgess, Inc. C&B Project No. 981845010 46x�'rynq `. M A A M 4w., P� Photo #7 - Wooded area along Marshall Branch TOWN OF WESTLAKE Caner& Burgess, Inc. C&B Project No. 981845010 n Photo #9 Tributary MB8 Photo #10 — View along Tributary MB5 TOWN OF WESTLAKE Carter & Burgess, Inc. C&B Project No. 981845010 A Photo #11 View of braiding of Tributary M135 k j Photo #12 — View of holding pool on Tributary MB5 at S. H. 377 TOWN OF WESTLAKE Carter & Burgess, Inc. C&B Project No. 981845010 I or . . ,i-90- �- �s►.'"� fi ,?sem Photo #13 — Holding pond at the beginning of Tributary M6513 4 l �.. ''�•i �yyq�,[.^r qty r # .' - � � ash. •�,'' Rg. - 'iMt Photo #14 - Overall view of Tributary MB4 TOWN OF WESTLAKE Carter& Burgess, Inc. C&B Project No. 981845010 Photo #15 Pond A Photo #16 —Pond B2 TOWN OF WESTLAKE Carter & Burgess, Inc. C&B Project No. 981845010 .,-A-:'.� 4 '► .r-�� i:,{ ,��. �,�"- a y.Y .fly S �f 'f a�KFr '�M,4yM4+, yew �. /. `:,~ .Wi.�. _ ��•_. . �.�' �'�. �' �. �'�V . , Photo #17 Pond B1 Photo #18 — Wetland C TOWN OF W ESTLAKE Carter & Burgess, Inc. C&B Project No. 981845010 t wf e li �l j Photo #19 — A portion of Wetland E ,;►jam .;� Photo #20 - Open water area of Pond F TOWN OF WESTLAKE Carter & Burgess, Inc. C&B Project No. 981845010 Photo #21 — Wetland fringe associated with Pond F Photo #22 Channel leading from Wetland G (Back) to MB6 TOWN OF WESTLAKE Carter & Burgess, Inc. C&B Project No. 981845010 •'764 __ - . S.d . ��f _ Photo #24 — A portion of Wetland K TOWN OF WESTLAKE Carter & Burgess, Inc. C&B Project No. 981845010 Photo #26 — A portion of wetland associated with Pond AB TOWN OF WESTLAKE Carter & Burgess, Inc. C&B Project No. 981845010 i DRAWN` BY ' r PDM rn i C-0— m Planning. E-'-1116. Hchi�=?' Cer oi— ManoB--and R.'; Swrvice� Q rn Z Q rn 00 (� W �x o— OO C) -=-c . n c c o - zQ � 3 Q CID c cD n � s CD O p Exhibit Key Map Westlake, T PROJECT NO. 981845010 DATE REVISIONS DRAWN` BY BNN Carter n Burgess PDM DATE 3599 C-0— m Planning. E-'-1116. Hchi�=?' Cer oi— ManoB--and R.'; Swrvice� Q CARTER & BURGESS, INC. 3880HUIEN STREET FORT WORTH,T% 76107-7254 18171 735 - 6000 Exhibit Key Map Westlake, T PROJECT NO. 981845010 DATE REVISIONS DRAWN` BY BNN APPROVED BY PDM DATE 3599 LEGEND °'•°"`•°.••... Town of Westlake Boundary Circle T Ranch Boundary Hardwood Forest y Wooded Stream Corridor Wetland Complex NOT TO SCALE Copyr i ght ® 1999 by Carter & Burgess, Inc. \98184501\404\dgn\keymap2.dgn Mar. 05, 1999 09:23:34 MM 1 o i ftCEL w, ()U1 PARCEL r• � 4 f � � t I 1 i ..........' .r i� .................. EE 50 L X LU Key Map 2 1-S' ILS 116 WJO VQRW13 •D SOILS 116�H01`\ �1 1 i N W� n O �--; / G) i _. In o c n rn c� cn • --4- CD Q 77- Q- Q -9 Q-�- Q- : n o o 0 X C CL _ . N 9 Jurisdictional Waters of the U. S. Westlake, TX PROJECT NO. 97152101 DATE REVISIONS DRAWN BY MBM APPROVED BY Carter n Burgess DATE 02A899 Canf [— in PI—mg, Engineering, Mch0eclun, —� Conq,uoion Mon 9__ and Related $eMcn CARTER & BURGESS, INC. 3880HULEN STREET EORT WORTH,TX 76107-7254 (8171 735 - 6000 9 Jurisdictional Waters of the U. S. Westlake, TX PROJECT NO. 97152101 DATE REVISIONS DRAWN BY MBM APPROVED BY PDM DATE 02A899 ............... ...... ............ --170 �SH -------------- .... ---------------- ------------ ...... ----------------------- ------------------------------------------ -,; --------- - ----------- fl ----------- LEGEND w Wetland fir E Jurisdictional Pond 'W- #O%a Creek .............. Town Boundary .......... Circle T Ranch Boundary Wetland Complex MB5 --------------- I ....... - - - - - -- - - - -- - - -- - - - - - - - - - ----- --- - - - - - - - - - im Is I 0 300 600 900 GRAPH 1 C SCALE I N FEtT-, M E LI f .............. 0 SHEET -1 —.6.v 1 -'1 FO 666101.51 � g] N C�� Carter = Burgess Cons0— in Planning, Enginea,fng, AechHec -' C --i— Man 9--t and R�lat�d S M. CARTER & BURGESS, INC. 3880 HUtENSTREET FORT WORTH ,TX 76107-7254 18171735 - 6000 Jurisdictional Waters of the U. S. Westlake, TX PROJECT NO, 97152101 DATE REVISIONS DRAWN BY MBM APPROVED BY PDM DATE 0Zv"9 n ---i T C 75w Carters, Burgess PDM ...N r) 0 -N (D C (D TX 76107-7254 FORT WORTH,TX (D (817)735 - 6000 0 C)- 0 0 Q Q- r) Q 0 0 Q- Q.Q Jurisdictional Waters of the U. S. Westlake, TX 0 PROJECT NO. 97152101 DATE REVISIONS DRAWN BY T C 75w Carters, Burgess PDM Corea j—ft m PI -1.91 E-gl7eRn C___ M.___ ZW9 CARTER & BURGESS, INC. 3880 HULEN STREET TX 76107-7254 FORT WORTH,TX (817)735 - 6000 Jurisdictional Waters of the U. S. Westlake, TX 0 PROJECT NO. 97152101 DATE REVISIONS DRAWN BY MBM APPROVED BY PDM DATE ZW9 0 (D Wetland CD L L by Jurisdictional Pond Ut Oi owo%a Creek 1 1 Town Boundary A 0 lu SHT. NO. Carter Burgess Jurisdictional Waters of the U. S. DATE 02/0899 Co—Hann i. Planning, Engig, Ahits.-, . C. --&i— M—g —t.nd R.1.1.d S.M- DRAWN MBM 5 CARTER 8, BURGESS, INC. 3880 HULEN STREET Westlake, TX DESIGNED mBm FORT WORTH , TX7610-254 1817) 735 - 6000 ICHECKED p0m 98184501\404\dgn\9715w15.sht Mar. 05, 1999 08:53:43 I , . nCWQL� LEGEND Wetland Jurisdictional Pond Creek Town Boundary Circle T Ranch Boundar, Wooded Stream Corridor I SHEET 6 •yo0� r •O• °® Sly` CHANNEL OFF IC LEGEND Wetland Jurisdictional Pond Creek .......... Town Boundary - - Circle T Ranch Boundary CSC Carter = Burgess Jurisdictional Waters of the U. S. DATE OM&99 SHT. NO. Consuk ant in Planning, Engin..Hna. Amhit,a -, DRAWN MBM 7 C—Vn en 1.......1—d R.1.1.1 I.ma, Westlake TX CARTER & BURGESS, INC. 7 DESIGNED 3880 HUUEN STREET FORT WORTH,TX76107-7254 )817) 735 - 6000 CHECKED PDM \98184501\404\dgn\9715w17.sht Mar. 05, 1999 09:10:28 18S*SIAS116VI30VO 3� I O I ZS116�801111 1 / ) J t ) ) T 0 O m 70 U s DRAWN BY x A Carter :: Burgess 00 a Con•u1—In Nanning, Engineering, ArchlAecTun, C__Mgnegement q.d Ralmed Semce• — Aa CARTER & BURGESS, INC. 3880 HUU:N STREET , _.. _.. _.._.._............................... 18171 735 - 6000 s 1 i ..,. V .. s Jurisdictional Waters of the U. S. Westlake, TX PROJECT NO. 97152101 DATE REVISIONS DRAWN BY x �i�" Carter :: Burgess 00 020899 Con•u1—In Nanning, Engineering, ArchlAecTun, C__Mgnegement q.d Ralmed Semce• CARTER & BURGESS, INC. 3880 HUU:N STREET , _.. _.. _.._.._............................... 18171 735 - 6000 s 1 i ..,. V .. 1 1 v. .e 1 1 1 / - 1 ` a s m 1 - 1 . . 01 m .... . z — • (D n rn _.. a� O Q_ ~ ._ Q O Q Q r) s -o O O ,r r _ Jurisdictional Waters of the U. S. Westlake, TX PROJECT NO. 97152101 DATE REVISIONS DRAWN BY x �i�" Carter :: Burgess 00 020899 Con•u1—In Nanning, Engineering, ArchlAecTun, C__Mgnegement q.d Ralmed Semce• CARTER & BURGESS, INC. 3880 HUU:N STREET FORT WORTH,TR 76107-7251 18171 735 - 6000 Jurisdictional Waters of the U. S. Westlake, TX PROJECT NO. 97152101 DATE REVISIONS DRAWN BY MBM APPROVED BY PDM DATE 020899 - rt 3 D'0 -00 J ICRAPH 0 0 Carter:: Burgess Jurisdictional Waters of the U. S. DATE 02roa99 SHT. NO. C.—Itante in Plonning, Engineering, Architecture, DRAWN MBM. 9 Construction Management and Related Services CARTER & BURGESS, INC. Westlake] Texas DESIGNED 3880 HULEN STREET FORT WORTH TX 76107-7254 (817) 735 - 6000 CHECKED POM \981645U1\4U4\dgn\9715w19.sht Mar. 05, 1999 08:59:36 i X ne r ' c.. j 9 , i 1 1 1 j L l 0--1---- Dove Road 9 j - rt 3 D'0 -00 J ICRAPH 0 0 Carter:: Burgess Jurisdictional Waters of the U. S. DATE 02roa99 SHT. NO. C.—Itante in Plonning, Engineering, Architecture, DRAWN MBM. 9 Construction Management and Related Services CARTER & BURGESS, INC. Westlake] Texas DESIGNED 3880 HULEN STREET FORT WORTH TX 76107-7254 (817) 735 - 6000 CHECKED POM \981645U1\4U4\dgn\9715w19.sht Mar. 05, 1999 08:59:36 C N V) N 01 L J M L N L O 01 T l7� m t L s � - O. 1°0 U _ SHT. NO. �i-� Carter:: Burgess Jurisdictional Waters of the U. $. DATE oma/99 Consultants in Planning, Engineering, Architecture, DRAWN MBM 10 Construction Manogemenf and Related Services CARTER & BURGESS, INC. Westlake, TX DESIGNED 3880 HULEN STREET FORT WORTH TX 76107-7254 IBM 735 - 6000 E KED PDM ..\98184501\404\dgn\9715w110.sht Mar. 05, 1999 08:56:00 roo 695 ..... 690 685 1 1 a 680 .... .. N- Y21 1..�� .. _..®..................... ._.._r._.._.._.. 1 � ♦ Y1 1 � ♦ n- T, rG a e x Y + i v C V; - m _....,_.._. ...._ .� ,_.._ ._.... ....... L---------- U T j \ i ♦ L 1 P — i L 1 1 LEGEND x Wetland Jurisdictional Pond #w**..o Creek •.--........ Circle T Ranch Boundary O 1..` (J \ t ---- SHT. NO. Carter a Burgess Jurisdictional Waters of the U. S. DATE oM"9 Consultants in Planning, Engineering, Archit,c re, DRAWN MBM Cons—i— Management and Related S—icea Westlake TX 11 CARTER & BURGESS, INC. 7 DESIGNED 3880 HULEN STREET FORT WORTH TX 76107-7254 (817735 - 6000 ICHECKED PDM \98184501\404\dgn\9715w111.sht Mar. 05, 1999 08:50:31 P A LA 7 0 0 r'r LEGEND 4 Wetland 4" Jurisdictional Pond Creek .......... Town Boundary Carter . Burgess Jurisdictional Waters of the U. S. DATE 2AV99 SHT. NO. Town of Westlake DRAWN MBM 12 West Lake, TX DESIGNED IJOB NO. 98184501 HE KED PDM , Appendix B 98184501\404\dgn\9715w112.sht Mar. 05, 1999 08:52:37 LEGEND Wetland Jurisdictional Pond ^.,► Creek .............. Town Boundary _.._.._.._I._.._.._ Circle T Ranch Boundary a ch B ou da y Hardwood Forest Unique We4�' \98184501\404\dgn\9715w113.sht Mar. 05, 1999 08:40:42 Jurisdictional Waters of the U. S. Westlake, Texas PROIECi NO. 981845010 DATE REVISIONS DRAWN BY MBM APPROVED BY Carter= Burgess WGoa.wQ.m�nt 3499 Connrvcnon nsukant, iMPlannin., Eimarine A�chB�cru anpnd R.hrsd Sery n CARTER & BURGESS, INC. 3880 HUU:N STREET FORT WORIH,T% 76107-7154 (817) 735 - 6000 \98184501\404\dgn\9715w113.sht Mar. 05, 1999 08:40:42 Jurisdictional Waters of the U. S. Westlake, Texas PROIECi NO. 981845010 DATE REVISIONS DRAWN BY MBM APPROVED BY TWM DATE 3499 Te TP L •/i LEGEND Wetland Jurisdictional Pond Creek .......... Town Boundary - -••-••-•- Circle T Ranch Boundary Hardwood Forest L ; T Q O Com® Carter m Burgess Jurisdictional Waters of the U. S. DATE C --It ots in Planning, Engin—i,g, Archit,&—, DRAWN C—n -h i— M ... 9--t and Reiated Services CARTER & BURGESS, INC. Westlake, Texas DESIGNED 3880 HULEN STREET FORT WORTH TX 76107-7254 (817) 735 - 6000 HE KED UFAAMIMMAI&I SHT. NO. 15 \1 ' \ 1 \\ I 1 1 1 \ I � 11 11 ------------------------------ ----------- -- 1 1 1 1 r r r 1 1 1 1 r ' r ------------------------------ - _____ 1 1 1 1 I 1 1 1 i 1 I 1 1 I 1 I I I 1 i , I / 1 / 1 , , I , , / i Netland Jurisdictional Pond -reek Town Boundary 0 300 600 900 GRAPHIC SCALE IN FEET Copyr i ght 0 1999 by Carter & Burgess, I nc. � eE ig i f a p2Fi3� VV Vn2_ V<UQ SHEET 16 ----------------------------------------- - y---------------------------------- m _--------------------- Crn ----------------Z ----------------------- 0 1 -- i %� ,-- i moo° o ------------ m , m ------------- CD ----- o _ , o , C7CC Carter :: Burgess C-- — m Ploy m" Engineering. Aichg.—, Cont ' Management and Related Servlcm CARTER & BURGESS, INC. 3880 HUIEN STREET FORT WORTH,TX 76107-7251 (8)7) 735 - 6000 Jurisdictional Waters of the U. S. Westlake, TX PROJECT IVO. 98184501 DATE REVISIONS DRAWN BY MBM APPROVED BY PDM DATE IS199 1 I '1 LEGEND �V'ff WNW Wetland Jurisdictional Pond Creek Town Boundary Circle T Ranch Boundary C Am Carter :: Burgess Cons�ltanis in Planning, Engineering, Ar<hitect— C—t-v i— M—g—ntand Related Services CARTER & BURGESS, INC. 3880 HU LEN STREET FORT WORTH,T% 7 610 7-72 54 (817) 735 - 6000 Jurisdictional Waters of the U. S. Westlake, Texas --------- s DATE ax�99 DRAWN M6N DESIGNED MAIT1 43 Wo 8 + + $ w�.»�,y m ..§ = =. . . } w !: Natural Resource Constraints Marshall #<>2<h Drainage Area Delineation Kirkwood¢<v»:« Drag:>«f Area Delineation 4: Marshall Branch Solis Map KirkwoodBranch Soils Map ) Marshall Br 2<\ Existing Land (}©e M _ * Kirkwood Branch §<g Land Usd » + f} Marshall Branch ProposeLand Use _# +) Kirkwood Branch Proposed Land «Use d=+ °l, :1|«Z -:° Floodplain Delineations »`_# 11) Detailed Floodplain Delineations Map 200 Scale \\Proposed RegionalDetention Facilities r 1 - t e 16)RF=+i\Job\98184501\env\dgn\1845[hr.dgn - LOG-(18451br) - ON -1-63 (13)RF=ti\Job\9st83G01\env\dgn\bounds2.dgn - LOG=(olrolt bound2) - ON=2 (10)RF=tt\job\98183601\ern\dgn\1836fs. dgn - LOG=(1836ts) - ON= (T)RF=It\aaf\master\acftopo.msr - LOG=(toposhd) - ON=24 t4)RF=tg\Job\9B1B4501\4Mdgn\1845nr.dgn - LOG=(blocks) - ON=1-11,14.16-63 (I.)RF=oofco(r.msr - LOG=(coir) - ON=3.10,15-21,23-26.29-31,36,37.58,59 ( 17)RF-+t\job\master\Westlake\westlk2d. dgn - LOG-( West I oke2dshd) - ON -1^10. 14-17, 20, 22, 24, 26, 2T. 29-44, 46-60 I14)RF=tu\Job\98184501\env\qts\borders\roods.dgn - LOG=(roads) - ON=1,41 (11)RF=1845femo.dgn - LOG=(IB45fema) - ON=11 (8)RF=It\ job\moster\crtrtopo. dgn - LOG=(crfrtoposhd) - ON=1, 3, 5-7, 9-11, 13-18, 20, 22, 24-27, 2.9-41, 44, 46-50, 52-63 (5)RF=tt\Job\971521\env\404\-dgn\waters. dgn - LOG=(wtrs) - ON=3, 6-13, 16-29, 33-40, 42-59 ( 2)RF=acfbase.msr - LOG=( baseshd) - ON=1, 11 (18)RF=tt\Job\moster\weatlake\noo6topo.dgn — LOG-(ncog+opo).— ON -1-63 ( 15)RF=t-\job\98184501\env\gls\borders\ex8. sht - LOG=( EX8.5KT) - ON=2, B, 11.51 ( 12)RF=t,\job\98183601\env\d¢+\reodetn, dgn - LOG=( reodetn) - ON --i-3,7,10. 11■ 16.17, 26, 27, 32, 41, 44.45, 63 (9)RF=#t\Job\981B4501\env\dgn\1845town.dgn - LOG=(town boundary) - ON=4,16,35 (6)RF=tt\fob\98184501\404\dgM9818wtrs.don -.LOG=(watrs) - ON=1-11,14,16-63 ( 3)RF=1845fs. dgn - LOG=( 1845fs) - OW- . . . 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