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Rayzor Lake DSA24-0017 Rayzor Lake DSA24-0017/DSA24-0017 - Third Submittal Comment Response.pdf kimley-horn.com 6160 Warren Parkway, Suite 210, Frisco, TX November 5th, 2024 Daniel Deeter City of Denton, Texas RE: Response Letter to City Comments (Dated October 24th, 2024) 2nd Review – DSA24-0017 Downstream Assessment – Rayzor Lake City of Denton, Denton County, Texas Dear Daniel Deeter: This letter is in response to comments we received from Daniel Deeter on October 24, 2024. Our responses to the comments are below: 1. 1st Review Comment: All plan sheets and reports shall be sealed by the engineer of record including registration number. (DSACLC 1.5) 1st Review Response: Addressed. 2nd Review Comment: Satisfied. 2. 1st Review Comment: Label pipe sizes on lines indicated as storm sewer flow path or any pipes that are significant in the calculation of the time of concentration. (DSACLC 3.2b) 1st Review Response: Storm sewer flow path had initially been delineated using city GIS. However, access to city GIS was later revoked. Record drawing were requested from the city and pipe sizes that were available are provided on the drainage area workmaps. 2nd Review Comment: Satisfied. 3. 1st Review Comment: Provide table on drainage area maps with area, RCN & Tc for each sub area. (DSACLC 3.2d) 1st Review Response: Addressed. Tables displaying RCN, TC, and subbasin drainage areas are provided on the drainage area maps. 2nd Review Comment: Satisfied. 4. 1st Review Comment: Clarify on workmap indexes whether the Pre- and Post-Project floodplain lines are based on existing offsite conditions or fully developed offsite conditions. For a DSA or fully developed flood study fully developed conditions is required. (DSACLC 3.j) 1st Review Response: Addressed. Legend was updated to specify fully developed flows are utilized. 2nd Review Comment: Satisfied. 5. 1st Review Comment: Indicate project location on FEMA floodplain map. (DSACLC 3.3) Response: Addressed. Page 2 kimley-horn.com 6160 Warren Parkway, Suite 210, Frisco, TX 2nd Review Comment: Satisfied. 6. 1st Review Comment: Provide pipe size and slope used for sewer velocities where used for Tc calculation. (DSACLC 3.2i) 1st Review Response: Storm sewer flow path had initially been delineated using city GIS. However, access to city GIS was later revoked. Record drawing were requested from the city and pipe sizes that were available are provided on the drainage area workmaps. Since many of the pipe sizes are unknown, a standard assumption of 6 ft/s is utilized for the storm sewer velocities. 2nd Review Comment: Satisfied. 7. 1st Review Comment: Provide typical channel Manning’s calculation(s) for velocities where used for Tc calculation. (DSACLC 3.2i) 1st Review Response: The channel Manning’s calculations for velocities are now provided in the “Hydrologic Parameter Summary Tables” documentation. 2nd Review Comment: Satisfied. 8. 1 st Review Comment: Provide elevation-volume & elevation-flow tables and data used to create them for storage routings, on map or in report. (DSACLC 3.2i, 3.4b, 3.4c) 1st Review Response: Modified Puls tables for elevation-volume are now provided within reach summary documentation. 2nd Review Comment: Not Satisfied see comment 10 below. 2nd Review Response: Addressed. The Elevation-Volume and Elevation-Flow tables for DA-3 have been added to the report in Appendix A. 9. 1st Review Comment: Include in the report copies of the as-built documents for data regarding the offsite detention basin. (DSACLC 3.2i, 3.4b, 3.4c) 1st Review Response: Addressed 2nd Review Comment: Satisfied. 10. 1st Review Comment: The offsite detention basin data used for fully developed conditions is different from the basin data used for existing conditions. Correct or explain the reason for the difference. Include any supporting documentation (as-built, master plans, etc.). (clarification/correction) 1st Review Response: Addressed. Existing and fully developed conditions for offsite detention basins are now matching. Please refer to the digital files for record drawings of offsite detention basins. Page 3 kimley-horn.com 6160 Warren Parkway, Suite 210, Frisco, TX 2nd Review Comment: NOT-SATISFIED: Values used for elevation-area-discharge data do not match the plans for DA-3. Elevation-flow values in the HMS model show limited flow up to elevation 683 and does not agree with to the plan flow of 43.64 at 683. The data previously provided for the fully developed condition using storage-discharge method matches the plan data. Switch settings to use the previous storage-discharge data or provide alternate data supporting the values used. 2nd Review Response: Settings have been switched to model DA-3 using the elevation-storagedischarge method. The values are now taken directly from Sheet 5 of the Rayzor Ranch South Detention Pond Plan Sheet. To pass the 500-year storm event, an additional value at elevation 687.0 is added to the elevation-storage-discharge relationship to account for the emergency spillway. The total flow at elevation 687.0 is included within the plan sheet (see annotation of the plans) to utilize in the HMS model. The additional storage at elevation 687.0 was interpolated based on the acreages of the 686.0 and 687.0 contour to determine the additional volume. 11. 1st Review Comment: Routing for existing Rayzor Lake is shown to have a starting water level of 653, which appears consistent with the permanent pool of the lake. However, the discharge curve allows discharge between 653 and 643 with the initial water level discharging before storm flows arrive. Provide better detail of the topography at the point of discharge out of Rayzor Lake clearly showing the highest invert of the discharge channel whether this be at section 1245 or 1428 or somewhere in between (which may require an additional cross section). Correct pond rating table as needed. (clarification/correction) 1st Review Response: Outfall rating curve has been updated to begin discharging at the permanent pool of the lake based on-ground survey topography. An 8-point cross section was cut at the overtopping point of the reservoir. The elevation-discharge curve was developed in PondPack utilizing the 8-point section. 2nd Review Comment: Satisfied. 12. 1st Review Comment: Provide calculations (digital model and printed input and result values) used to determine the capacity of the 2-7x4 Box Culverts. (DSACLC 3.2i, 3.4b, 3.4c) 1st Review Response: The calculations for the now 1-7’x4’ box culverts were created using StormCad. The StormCad file showing the box calculations has been added to the digital files for this submittal. 2nd Review Comment: NOT-SATISFIED limited table provided at end of Appendix B is inadequate. It is uncertain if it is an output from StormCAD or a handmade table. It appears the pipe inverts are listed as “ground elevation”. Values described as Hydraulic Gradeline are the same for all three flows provided, and appear to actually be ground elevations. Velocities listed in excess of 600 appear to be the hydralulic gradeline. Clarify output to show adequate capacity of pipe and provide supporting output (of input and output data) from StormCad. Page 4 kimley-horn.com 6160 Warren Parkway, Suite 210, Frisco, TX 2nd Review Response: The table provided is output from StormCAD that has been formatted in excel. Column headings have been fixed to show the correct input and output numbers. In addition, the storm sewer profiles have been exported from StormCAD and formatted in CAD to show that the pipe has adequate capacity in a visual format. 13. 1st Review Comment: Provide a table or description showing rainfall intensities are based on iSWM Hydrology Table 5.3. (DSACLC 3.7) 1st Review Response: Report text is included on page 5 of the report and states that the rainfall is based on Table 5.3 of the iSWM Hydrology Manual. 2nd Review Comment: Satisfied. 14. 1st Review Comment: Provide comparison of normal depth tailwaters used with the established regulatory flood profiles (by interpolation of rating curves). If significantly different, adjust slope used to match or explain (in the report narrative) how the slope used is more accurate. (clarification/correction) 1st Review Response: Normal depth is utilized as the starting boundary condition for the fully developed floodplains developed with the downstream assessment. 2nd Review Comment: Comment withdrawn, see further discussion in CLOMR review. 15. 1st Review Comment: Describe channel bed material and what value within the range given in iSWM Hydraulics Table 3.2 (i.e. within the range of 3 to 6) is the appropriate Maximum Permissible Channel Velocity for that material. (DSACLC 4.3c) 1st Review Response: The channel can be categorized under the Minor Natural Stream with fairly regular sections with “some weeds, heavy brush on banks”. With this channel type, a maximum permissible channel velocity of 6 ft/s is permitted. 2nd Review Comment: Satisfied. 16. 1st Review Comment: Post-Project 1-year flows at Node 0 exceed Pre-Project flow indicating that the Zone of Influence has not yet been reached. Extend analysis further downstream or adjust onsite storage and flow control to eliminate flow increase. (DSACLC 3.8, iSWM Hydrology 2.4.5) 1st Review Response: On site flow control has been used to eliminate downstream flow increases and satisfying the zone of influence. 2nd Review Comment: Satisfied. 17. 1st Review Comment: Provide a plan showing existing and proposed contours for the detention basin and for structural measures at an engineering plan scale, in support of basin routing data. While this does not need to be to the level of final design it does need to accurately portray the area required for the basin, the elevations (minimum, maximum, Page 5 kimley-horn.com 6160 Warren Parkway, Suite 210, Frisco, TX release structure, spillway, and top of basin) it will operate at and a detail of the proposed flow control structure(s). (DSACLC 3.4c) 1st Review Response: Addressed. 2nd Review Comment: SATISFIED (subject to satisfying comments 19-21 below): 18. 1st Review Comment: Provide 1’ freeboard from top of bank (including detention basin embankment) and Flood Mitigation (i.e. 100 year) high water level. Future adjacent buildings will need to be at least 18” above the fully developed high water level. (DCM 4.9.2.E.1) 1st Review Response: Addressed. Building layouts are currently unknown but will have finished floors at least 18’’ above the fully developed water surface elevations. 2nd Review Comment: Satisfied. 19. 1st Review Comment: An emergency spillway is required that will convey the incoming Flood Mitigation (i.e. 100 year) flow, without accounting for attenuation, with at least 6” of freeboard to top of embankment. (DCM 4.9.2.B.2) 1st Review Response: Addressed. 2nd Review Comment: NOT-SATISFIED see comment 20 below. 2nd Review Response: Addressed. See response to comment 20. 20. 1st Review Comment: The emergency overflow path free of structures or obstructions must be provided to convey the spillway design discharge to a downstream ROW or drainageway with adequate capacity for the discharge. (DCM 4.9.2.B.3) 1st Review Response: Site plan layout is currently unknown, but an emergency flow path will be identified once available. 2nd Review Comment: NOT-SATISFIED: It is understood that the grading plan is preliminary. However, in order for the spillway to reach the downstream ROW or drainageway is must pass through a significant portion of the proposed development. To demonstrate the feasibility of the design and the scope of the spillway/flowpath required this must be shown on the preliminary basin and grading plan. Once a viable design is approved under the DSA, a revised alternate equivalent design can be reviewed and approved during CEP review, if necessary. 2nd Review Comment: A conveyance channel has been designed along the western property boundary to convey the emergency overflow to the southern property boundary which will then sheet flow to the existing drainage way. Cross Section D on the Preliminary Pond Plan Sheet has been added to the sheet to show that the flow path has adequate capacity for the emergency event. Section D is modeled using FlowMaster. Digital Files can be found attached to the report. Page 6 kimley-horn.com 6160 Warren Parkway, Suite 210, Frisco, TX 21. 1st Review Comment: Provide design calculations for all spillways and outlet structures (DCM 4.9.2.B.5) 1st Review Response: PondPack Output is now included in Appendix A. 2nd Review Comment: NOT-SATISFIED see comment 20 above. 2nd Review Response: Addressed. See response to comment 20. 22. 1st Review Comment: Include detention basin volume calculations including water quality volume (WQv) per Integrated Stormwater Management (iSWM) methodologies 1st Review Response: Addressed. 2nd Review Comment: Satisfied. If you have any additional comments or questions, please do not hesitate to contact me at (469) 922-3637 or hunter.thompson@kimley-horn.com Sincerely, Hunter A. Thompson, P.E. Rayzor Lake DSA24-0017/DSA24-0017 - Third Submittal Narrative.pdf Downstream Assessment – Rayzor Lake City of Denton, Denton County, Texas Vicinity Map (N.T.S.) Source: NearMap Imagery Prepared for: Rayzor Company 400 West Oak St Denton, TX 76202 Prepared by: Kimley-Horn and Associates, Inc. 6160 Warren Parkway, Suite 210 Frisco, Texas 75034 (972) 335-3580 11/05/2024 © November 2024 ENGINEERING FIRM REGISTRATION NUMBER F-928 DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Table of Contents and List of Tables ii K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Table of Contents Introduction ................................................................................................................... 4 Authority 4 Purpose of Study 4 Project Description 4 Hydrology ...................................................................................................................... 5 Pre-Project Hydrology Model 5 Post-Project Hydrology Model 6 Hydraulics ...................................................................................................................... 8 List of Tables Table 1: Peak Flow Comparison Table (Offsite Fully Developed Watershed) (cfs) . 7 Table 2: HEC-RAS Flow Change Locations (Offsite Fully Developed) (cfs) ............. 9 Table 3: Water Surface Elevation Comparison Tables (Offsite Fully Developed) (ft) .................................................................................................................. ................ 9 Table 4: Velocity Comparison Tables (Offsite Fully Developed) (ft/s) .................... 12 Table 5: Valley Storage Comparison Table (ac-ft) ...................................... .............. 16 DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices iii K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Appendices Appendix A Hydrologic Analysis Pre-Project Drainage Area Map Post-Project Drainage Area Map Pre-Project Land Use Map (Offsite Existing) Post-Project Land Use Map (Offsite Existing) Pre-Project Land Use Map (Offsite Fully Developed) Post-Project Land Use Map (Offsite Fully Developed) Soils Workmap Detention Pond Plan Sheet Hydrologic Parameter Summary Tables HEC-HMS Output PondPack Output Diversion Rating Curve Appendix B Hydraulic Analysis Pre-Project Floodplain Workmap Post-Project Floodplain Workmap Pre-Project (Fully Developed) HEC-RAS Output Post-Project (Fully Developed) HEC-RAS Output StormCAD Output FlowMaster Output Appendix C FEMA Information Effective FIRM Panel Annotated FIRM Panel Appendix D Record Drawing Excerpts Rayzor Ranch Town Center Detention Pond Rayzor Ranch South Detention Pond Appendix E Digital Files HEC-HMS Model HEC-RAS Model Construction Plan Excerpts This document, together with the concepts and designs presented herein, as an instrument of services is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Introduction 4 K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Introduction Authority Rayzor Company has retained the services of Kimley-Horn and Associates, Inc. (Kimley-Horn) to prepare this Downstream Assessment for an approximately 46-acre property near the intersection of Oak Street and Interstate 35 in the City of Denton, Denton County, Texas. Contacts for the study are as follows: Hunter A. Thompson, P.E. (469) 922 – 3637 hunter.thompson@kimley-horn.com Chris MacLaurin, P.E. (972) 731 – 3801 chris.maclaurin@kimley-horn.com Mack Mattke, P.E. (940) 536 – 0176 mack.mattke@kimley-horn.com Purpose of Study The purpose of this submittal is to provide hydrologic and hydraulic analysis calculations which show the development will meet the City’s regulations for proposed detention, downstream impacts, and floodplain reclamation. Project Description The subject property is located at the southwest quadrant of Interstate 35 and Oak Street. The subject property’s location is shown on the Vicinity Map on the cover of this report. An existing reservoir (“Rayzor Lake”) is located within the subject property. Stream DF-1 runs from the north to the south bisecting the subject property and makes confluence with Stream DF-1 Tributary 1 (“Tributary 1”) approximately 200’ downstream of the subject property. Stream DF-1 and Stream DF-1 Tributary 1 are identified on FEMA’s Flood Insurance Rate Map Panel 48121C0360G (eff. April 8, 2011). Stream DF-1 has a designated Zone X floodplain for areas of 1% annual chance flood with drainage areas less than 1 square mile for a majority of the subject property. Approximately 200’ of the Stream DF-1 floodplain is designated as Zone AE with floodway. Stream DF-1 Tributary 1 (“Tributary 1”) downstream of the subject property is designated as Zone AE with floodway. The existing site condition is open space, pasture land with an existing reservoir to be developed into a proposed multi-family development. DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Hydrology Kimley-Horn prepared a hydrologic analysis for the Stream DF-1 watershed utilizing the “Retreat at Denton Floodplain Study and Downstream Assessment Report” (Kimley-Hon, May 2018) as the basis for this analysis. The base model is extended downstream to capture the zone of influence for the development. The downstream limit of analysis is the Tributary 1 creek crossing of Airport Drive. The zone of influence for the property occurs at the Tributary 1 creek crossing of Airport Drive (Junction J-0). At this point, the subject property (46 acres) is approximately 7.9% of the upstream watershed (580 acres), therefore satisfying the 10% Rule for adequate outfall determination. Pre-Project Hydrology Model Kimley-Horn calculated pre-project peak flows for all design storms required by the City of Denton (1-, 25-, and 100-year) in the following development condition: 1. Pre-Project (Offsite Existing): Pre-Project Onsite, Existing Conditions Offsite 2. Post-Project (Offsite Existing): Post-Project Onsite, Existing Conditions Offsite 3. Pre-Project (Offsite Fully Developed): Pre-Project Onsite, Fully Developed Conditions Offsite 4. Post-Project (Offsite Fully Developed): Post-Project Onsite, Fully Developed Conditions Offsite. This condition represents the Fully Developed Watershed. Two separate Pre-Project models were developed to represent the Existing and Fully Developed Offsite watershed conditions. The Pre-Project hydrologic models were developed using HECHMS version 4.1 and utilized the following hydrologic parameter methodologies: · 24-Hour Frequency Storm o A frequency storm was developed using the I-D-F data from Table 5.3 of the ISWM Hydrologic Technical Manual · NRCS Unit Hydrograph · Drainage Areas o Drainage areas were delineated using LIDAR topography (TNRIS, 2020) and delineations can be seen on the Pre-Project Drainage Area Map in Appendix A. · NRCS Curve Number o Land uses are based on aerial photography (NearMap, 2024) (Existing Watershed) and assumed future land uses (Fully Developed Watershed) based on the City of Denton Future Land Use Plan. A detailed Pre-Project Land Use Map for each watershed condition is included in Appendix A. o Hydrologic soil groups are from the NRCS Web Soil Survey included in Appendix A. · Lag Times o Existing times of concentration are calculated using sheet flow, shallow concentrated flow, and open channel flow calculations as outlined in Technical Release 55. Lag times were determined by multiplying the time of concentration by 0.6. · Reaches o Reaches were modeled using Muskingum-Cunge with 8-point methodology and Lag Time Reaches. The Manning’s “n” values were selected based on aerial photography. A Reach Summary Table is included in Appendix A. DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. · Reservoirs o Three ponds are modeled in the HEC-HMS model. § Rayzor Lake was included in the Pre-Project hydrologic model. It is located at the upstream end of the watershed. The pond is modeled using existing Lidar topography. The outfall structure in the Pre-Project condition is an earthen spillway modeled using an elevation-discharge function developed in PondPack. PondPack Output is included in Appendix A. § DA-1 Pond is modeled using the pond parameters consistent with the “Construction Plans for Rayzor Ranch Town Center Detention Pond” (Dunaway, January 2017). The construction plans are included in the digital files folder for reference. § DA-3 Pond is modeled using the pond using the pond parameters consistent with the “Construction Plans for Detention Pond to serve Rayzor Ranch South” (Dunaway, September 2015). The construction plans are included in the digital files folder for reference and in Appendix D. Post-Project Hydrology Model Kimley-Horn modified the Pre-Project hydrologic models by revising portions of drainage areas DA-2, DA-2a and DA-2b to reflect the site in its proposed development condition. Specifically, the following parameters were updated: · Drainage Areas o Drainage areas were updated to be consistent with anticipated on-site proposed condition drainage design. Design of on-site storm sewer is preliminary at this time and is subject to change. · NRCS Curve Numbers o On-site land uses were updated to match the proposed multi-family site. A PostProject Land Use Map for each watershed condition is included in Appendix A. · Reservoirs o The grading and outfall structure for Rayzor Lake is modified in the Post-Project condition to reflect the proposed condition. The outfall structure is a composite junction box outfall modeled in PondPack. The outfall structure schematic can be seen on the Detention Pond Plan Sheet in Appendix A. o A flow diversion is proposed and modeled in the HEC-HMS model downstream of Junction J-2. The diversion flow split relationship is defined using an inflowdiversion function. A rating curve was developed in excel using the weir equation and iterating the flow split between the lateral overtopping weir and the proposed headwall until the headwater over the weir and the headwater at the culvert headwall are equal. The inflow column represents potential inflow values from the upstream watershed and the diversion column represents the flow that overtops the lateral weir and diverts into Rayzor Lake. The diversion function then sends the remaining flow to the 1-7’x4’ RCB culverts and onto Junction J-1a. The flow diversion allows the subject property to meet the detention and USACE jurisdictional requirements. DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Table 1 below compares peak flows for the 1-, 25-, and 100-year storm events for the offsite Fully Developed watershed condition. Table 1: Peak Flow Comparison Table (Offsite Fully Developed Watershed) (cfs) Junction Pre-Project [cfs] Post-Project [cfs] Difference 100-Year J-5 220 220 0 J-4 510 510 0 J-3 518 518 0 J-2 813 813 0 J-1A 773 406 -367 J-1 2,603 2,257 -346 J-0 2,791 2,464 -327 25-Year J-5 193 193 0 J-4 421 421 0 J-3 435 435 0 J-2 696 696 0 J-1A 612 352 -260 J-1 2,064 1,833 -231 J-0 2,215 1,973 -242 1-Year J-5 117 117 0 J-4 214 214 0 J-3 250 250 0 J-2 344 344 0 J-1A 250 181 -69 J-1 897 883 -14 J-0 944 934 -10 The results in Table 1 above show no increases in peak flow downstream in the 1-year, 25-year and 100-year storm events. DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Hydraulics Kimley-Horn developed two HEC-RAS models to analyze the impacts the proposed development will have on water surface elevations, velocities, and valley storage in Stream DF-1. The two plan files are listed below. · Pre-Project (Fully Developed) – This plan file represents Pre-Project cross section geometry and uses peak flows from the Pre-Project (Offsite Fully Developed) hydrology model; · Post-Project (Fully Developed) – This plan file represents Post-Project cross section geometry and uses peak flows from the Post-Project (Offsite Fully Developed) hydrology model. The HEC-RAS model extends from the downstream face of the existing culverts at Interstate-35 to approximately 300’ downstream of the subject property to the confluence with Tributary 1. Cross section geometry data was based on 1-foot aerial topography data provided by the Texas Natural Resource Service (TNRIS). Manning’s “n” values were based on aerial photography and reference the values found in “Open Channel Hydraulics” (Chow, 1959). Reach lengths, contraction/expansion coefficients, ineffective flow areas, and bank stations are set in accordance with the HEC-RAS User’s Manual. In the Pre-Project condition, the downstream boundary condition is set as normal depth and utilizes the downstream slope In the Post-Project condition, a diversion is proposed to split the flow between Rayzor Lake and the proposed 1-7’x4’ RCB culverts discussed in the hydrology section above. Channel improvements in the form of a 20’ concrete trapezoidal channel is proposed between cross sections 2784 and 2905. The right bank of the channel is lower than the left bank to allow for higher stages of the flow from the upstream watershed to drain into Rayzor Lake As a result of the flow diversion, the HEC-RAS reach for Stream DF-1 is split into two reaches. The split occurs at cross section 2784 which represents the upstream face of the 1-7’x4’ RCB culverts. Reach-1 is the upstream portion of Stream DF-1 between cross section 2784 through 4443. Reach-2 is the downstream portion of Stream DF-1 between cross sections 0 and 588. Cross sections 575 through 2856 of the Pre-Project geometry are removed from the Post-Project geometry as the floodplain is contained within the proposed storm sewer or within Rayzor Lake. In the Post-Project condition, Reach-1 utilizing an elevation-discharge rating curve that represents the upstream headwall of the 1-7’x4’ which was developed using StormCAD. Reach-2 utilizes the same downstream boundary condition as the Pre-Project model. DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Table 2 below reports the HEC-RAS flow change locations for Stream DF-1. Table 2: HEC-RAS Flow Change Locations (Offsite Fully Developed) (cfs) Pre-Project Junction XS 1-Year 25-Year 100-Year J- J- J-X J-Y J-1A J- Post-Project Junction XS 1-Year 25-Year 100-Year Reach-1 J- J- Culvert Outfall Reach-2 J-1A 588 181 352 406 J- Table 3 reports the 1-, 25-, and 100-year water surface elevations for the reach. Table 4 reports the 1-, 25-, and 100-year velocities for the reach. Table 3: Water Surface Elevation Comparison Tables (Offsite Fully Developed) (ft) Pre-Project Cross Section Post-Project Cross Section PreProject Post-Project Difference 100-Year 4443 4443 679.59 679.59 0. .57 679.57 0. .56 679.56 0.00 4030 4030 679.56 679.56 0. .56 679.56 0. .56 679.56 0. .56 679.56 0. .55 679.55 0.00 Existing 1-6'x6' RCB Culverts 3639 3639 671.19 671.19 0. .50 670.50 0. .39 670.39 0.00 DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Pre-Project Cross Section Post-Project Cross Section PreProject Post-Project Difference 3262 3262 670.32 670.32 0. .29 670.29 0. .19 670.19 0.00 Existing 2-6'x5' RCB Culverts 2905 2905 664.74 662.62 -2. .19 662.62 -1.57 -- 2825 -- 662.62 --- 2784 -- 662.63 -2652 -- 662.34 -- -2448 -- 660.12 -- -2244 -- 658.26 -- -2040 -- 657.11 -- -1836 -- 657.39 -- -1632 -- 657.39 -- -1428 -- 657.39 -- -1245 -- 655.63 -- -1120 -- 652.90 -- -1020 -- 651.48 -- -816 -- 648.20 -- --- 588 -- 643.07 -575 -- 642.46 -- --- 541 -- 642.12 -204 204 641.11 640.84 -0.27 0 0 639.62 639.43 -0.19 25-Year Pre-Project Cross Section Post-Project Cross Section PreProject Post-Project Difference 4443 4443 677.75 677.75 0. .55 677.55 0. .47 677.47 0. .45 677.45 0. .44 677.44 0. .44 677.44 0. .44 677.44 0. .43 677.43 0.00 Existing 1-6'x6' RCB Culverts 3639 3639 671.00 671.00 0.00 DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Pre-Project Cross Section Post-Project Cross Section PreProject Post-Project Difference 3567 3567 670.28 670.28 0. .20 670.20 0. .13 670.13 0. .11 670.11 0. .02 670.02 0.00 Existing 2-6'x5' RCB Culverts 2905 2905 664.37 662.45 -1. .98 662.44 -1.54 -- 2825 -- 662.45 --- 2784 -- 662.46 -2652 -- 662.21 -- -2448 -- 660.00 -- -2244 -- 658.13 -- -2040 -- 656.57 -- -1836 -- 656.72 -- -1632 -- 656.73 -- -1428 -- 656.73 -- -1245 -- 655.13 -- -1120 -- 652.52 -- -1020 -- 650.96 -- -816 -- 647.92 -- --- 588 -- 642.95 -575 -- 642.18 -- --- 541 -- 642.05 -204 204 640.68 640.48 -0.20 0 0 639.31 639.17 -0.14 1-Year Pre-Project Cross Section Post-Project Cross Section PreProject Post-Project Difference 4443 4443 676.55 676.55 0. .39 675.39 0. .68 674.68 0. .22 674.22 0. .94 673.94 0. .84 673.84 0.00 3772 3772 673.86 673.86 0. .85 673.85 0.00 DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Pre-Project Cross Section Post-Project Cross Section PreProject Post-Project Difference Existing 1-6'x6' RCB Culverts 3639 3639 670.22 670.22 0. .11 669.11 0. .41 667.41 0. .37 666.37 0. .00 666.00 0. .78 665.78 0.00 Existing 2-6'x5' RCB Culverts 2905 2905 663.47 661.88 -1. .20 661.85 -1.35 -- 2825 -- 661.86 --- 2784 -- 661.86 -2652 -- 661.64 -- -2448 -- 659.63 -- -2244 -- 657.64 -- -2040 -- 655.91 -- -1836 -- 654.65 -- -1632 -- 654.66 -- -1428 -- 654.65 -- -1245 -- 653.57 -- -1120 -- 651.07 -- -1020 -- 649.37 -- -816 -- 646.84 -- --- 588 -- 642.50 -575 -- 641.43 -- --- 541 -- 641.60 -204 204 639.42 639.40 -0.02 0 0 637.76 637.69 -0.07 Table 4: Velocity Comparison Tables (Offsite Fully Developed) (ft/s) Pre-Project Cross Section Post-Project Cross Section PreProject PostProject Difference % Difference 100-Year 4443 4443 0.82 0.82 0.00 0% 4251 4251 0.61 0.61 0.00 0% 4132 4132 0.58 0.58 0.00 0% 4030 4030 0.49 0.49 0.00 0% DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Pre-Project Cross Section Post-Project Cross Section PreProject PostProject Difference % Difference 3947 3947 0.42 0.42 0.00 0% 3886 3886 0.39 0.39 0.00 0% 3772 3772 0.28 0.28 0.00 0% 3738 3738 0.61 0.61 0.00 0% Existing 1-6'x6' RCB Culverts 3639 3639 9.40 9.40 0.00 0% 3567 3567 6.47 6.47 0.00 0% 3399 3399 2.69 2.69 0.00 0% 3262 3262 2.14 2.14 0.00 0% 3133 3133 1.46 1.46 0.00 0% 3080 3080 2.92 2.92 0.00 0% Existing 2-6'x5' RCB Culverts 2905 2905 10.97 3.45 -7.52 -69% 2856 2856 8.58 3.06 -5.52 -64% -- 2825 -- 2.69 -- --- 2784 -- 2.17 -- -2652 -- 7.64 -- -- -2448 -- 10.67 -- -- -2244 -- 10.68 -- -- -2040 -- 7.86 -- -- -1836 -- 1.03 -- -- -1632 -- 0.31 -- -- -1428 -- 0.47 -- -- -1245 -- 10.14 -- -- -1120 -- 8.79 -- -- -1020 -- 9.92 -- -- -816 -- 4.82 -- -- --- 588 -- 1.10 -- -575 -- 6.88 -- -- --- 541 -- 5.68 -- -204 204 5.38 5.04 -0.34 -6% 0 0 9.39 8.95 -0.44 -5% 25-Year Pre-Project Cross Section Post-Project Cross Section PreProject PostProject Difference % Difference 4443 4443 1.80 1.80 0.00 0% 4251 4251 1.55 1.55 0.00 0% 4132 4132 1.53 1.53 0.00 0% DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Pre-Project Cross Section Post-Project Cross Section PreProject PostProject Difference % Difference 4030 4030 1.01 1.01 0.00 0% 3947 3947 0.76 0.76 0.00 0% 3886 3886 0.64 0.63 -0.01 -2% 3772 3772 0.37 0.37 0.00 0% 3738 3738 0.71 0.71 0.00 0% Existing 1-6'x6' RCB Culverts 3639 3639 8.78 8.78 0.00 0% 3567 3567 6.26 6.26 0.00 0% 3399 3399 2.46 2.46 0.00 0% 3262 3262 1.94 1.94 0.00 0% 3133 3133 1.31 1.31 0.00 0% 3080 3080 2.67 2.67 0.00 0% Existing 2-6'x5' RCB Culverts 2905 2905 10.38 3.47 -6.91 -67% 2856 2856 7.92 3.08 -4.84 -61% -- 2825 -- 2.70 -- --- 2784 -- 2.17 -- -2652 -- 7.20 -- -- -2448 -- 10.32 -- -- -2244 -- 10.04 -- -- -2040 -- 9.09 -- -- -1836 -- 1.05 -- -- -1632 -- 0.29 -- -- -1428 -- 0.44 -- -- -1245 -- 9.68 -- -- -1120 -- 7.86 -- -- -1020 -- 9.40 -- -- -816 -- 4.33 -- -- --- 588 -- 0.82 -- -575 -- 6.59 -- -- --- 541 -- 5.37 -- -204 204 4.84 4.59 -0.25 -5% 0 0 8.67 8.33 -0.34 -4% 1-Year Pre-Project Cross Section Post-Project Cross Section PreProject PostProject Difference % Difference 4443 4443 3.35 3.34 -0.01 0% 4251 4251 3.10 3.10 0.00 0% DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Pre-Project Cross Section Post-Project Cross Section PreProject PostProject Difference % Difference 4132 4132 3.36 3.36 0.00 0% 4030 4030 2.86 2.86 0.00 0% 3947 3947 2.65 2.65 0.00 0% 3886 3886 2.05 2.05 0.00 0% 3772 3772 0.62 0.62 0.00 0% 3738 3738 0.97 0.97 0.00 0% Existing 1-6'x6' RCB Culverts 3639 3639 6.66 6.66 0.00 0% 3567 3567 6.35 6.35 0.00 0% 3399 3399 4.97 4.97 0.00 0% 3262 3262 4.50 4.50 0.00 0% 3133 3133 2.43 2.43 0.00 0% 3080 3080 3.15 3.15 0.00 0% Existing 2-6'x5' RCB Culverts 2905 2905 6.76 3.36 -3.40 -50% 2856 2856 5.36 3.02 -2.34 -44% -- 2825 -- 2.56 -- --- 2784 -- 2.02 -- -2652 -- 6.06 -- -- -2448 -- 8.06 -- -- -2244 -- 7.66 -- -- -2040 -- 7.02 -- -- -1836 -- 1.23 -- -- -1632 -- 0.26 -- -- -1428 -- 0.39 -- -- -1245 -- 7.94 -- -- -1120 -- 5.38 -- -- -1020 -- 7.69 -- -- -816 -- 3.21 -- -- --- 588 -- 0.00 -- -575 -- 5.30 -- -- --- 541 -- 5.18 -- -204 204 3.41 3.40 -0.01 0% 0 0 8.42 8.52 0.10 1% The results in Table 3 show no off-site increases in water surface elevations in the 1-year, 25year, and 100-year storm events. DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. The results in Table 4 show increases in velocity above the City of Denton allowable threshold for earthen, natural channels between cross sections 2784 and 2905. To mitigate for the increase in velocity, the channel will be lined with concrete between Oak Street and the proposed 1-7’x4’ RCB headwall. Table 5 below compares valley storage along Stream DF-1. As described in the hydraulics section above, a portion of the floodplain is proposed to be filled in and contained within proposed storm sewer with a flow diversion to the on-site reservoir Rayzor Lake. As a result, a combination of HEC-RAS and HEC-HMS are utilized to understand the subject property’s impacts to valley storage. The first four rows of the table below report the loss in valley storage lost to the proposed storm sewer in HEC-RAS. The remaining rows report the additional volume provided within Raysor Lake in HEC-HMS as a result of the flow diversion. Table 5: Valley Storage Comparison Table (ac-ft) Pre-Project Cross Section Post-Project Cross Section PreProject PostProject 3080 3080 36.97 6.25 0 0 0.00 0.00 Total (ac-ft) 36.97 6.25 Difference (RAS) -30.72 100-Year Detention Volume (Rayzor Lake) (HMS) 25.50 65.30 Additional detention provided in Rayzor Lake (HMS) 39.80 Net Difference (ac-ft) 9.08 % Change 24.56% Table 5 above shows a valley storage loss less than 15% which is the allowable threshold for the City of Denton per section 4.11.1.5 of the City of Denton Drainage Criteria Manual (March 2024). DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Appendix A Hydrologic Analysis Drainage Area Maps Pre-Project (Offsite Existing) Land Use Map Post-Project (Offsite Existing) Land Use Map Pre-Project (Offsite Fully Developed) Land Use Map Post-Project (Offsite Fully Developed) Land Use Map Soil Workmap Detention Pond Plan Sheet Hydrologic Parameter Summary Tables HEC-HMS Output PondPack Output Diversion Rating Curve Cut/Fill Summary Name DIRT Totals Cut Factor 1.000 Fill Factor 1.100 2d Area 35.12acres 35.12acres Cut 172371.90 Cu. Yd. 172371.90 Cu. Yd. Fill 160019.76 Cu. Yd. 160019.76 Cu. Yd. Net 12352.14 Cu. Yd.<Cut> 12352.14 Cu. Yd.<Cut> BONNIE BREA STBONNIE BREA ST W UNIVERSITY DR N INTERSTATE 35 N INTERSTATE 35 E N INTERSTATE 35 W PRECISION DR W OAK ST W OAK ST SCRIPTURE ST W UNIVERSITY DR AIRPORT RD AVENUE H AVENUE F STELLA ST STREAM DF-1 STREAM DF-1 TRIBUTARY 1 DA-3 DA-2 DA-1 DA-1A DA-2a DA-1C R-5 R-4 R-3 R-1 DA-1B DA-2b DA-3a DA-3b DA-0 R-6 R-3A J-0 J-1 J-2 J-Y J-3 J-5 J-4 J-6 J-3A J-1b RAYZOR LAKE DA-1 POND DA-3 POND DA-4 J-7 R-7 J-1a PLOTTED BYGALLEGOS, CHRIS 10/8/2024 11:50 AM DWG NAMEK:\FRI_HYDRO\064498619 - RAYZOR LAKE\DWG_2024\EXH\EXH - DRAINAGE AREA MAP.DWG LAST SAVED10/8/2024 11:30 AM IMAGES EPSG26914_Date20240623_Lat33.219806_ Lon-97.170816_Mpp0.597 - HAT Signature XREFS XREF oEG-Combo - XREF xBndry - XREF xAerial - XREF x2436_landscape - XREF xDAM - Post-Project - XREF oGrad - XREF xStrm - XREF xDAM - Pre-Project - XREF x2436_landscape_Hunter THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. PROJECT NO. 064498619 DATE: NOVEMBER 2024 SCALE: AS SHOWN DESIGNED BY: AJW DRAWN BY: AJW CHECKED BY: HAT SHEET NUMBER 6160 WARREN PARKWAY, SUITE 210 FRISCO, TEXAS 75034 PHONE: 972-335-3580 FAX: 972-335-3779 TEXAS REGISTERED ENGINEERING FIRM F-928 No. REVISIONS DATEBY RAYZOR LAKE CITY OF DENTON, DENTON COUNTY, TEXAS 11/05/2024 PRE-PROJECT DRAINAGE AREA MAP EXH-01 NORTH LEGEND 1-FOOT EXISTING AERIAL TOPOGRAPHY (TNRIS, 2020) 1-FOOT PROPOSED CONTOURS (KH, 2024) HEC-HMS REACH PROPERTY BOUNDARY DRAINAGE AREA BOUNDARY DRAINAGE AREA LABEL HEC-HMS JUNCTION REACH LABEL FLOW ARROW SHEET FLOW PATH SHALLOW CONCENTRATED FLOW PATH PAVED SHALLOW CONCENTRATED FLOW OPEN CHANNEL FLOW PATH STORM SEWER FLOW PATH J-6 DA-X J-6 DA-3 DA-2 DA-1 DA-1A DA-2a DA-1C R-4 R-3 R-3a R-1 DA-1B DA-2b DA-3a DA-3b R-6 R-3A DA-1 POND DA-3 POND R-2 DA-0 J-0 J-1 J-3 J-5 J-4 J-1a J-6 J-3A J-2 J-1b DA-4 J-4 R-7 J-Y J-CULVERT OUTFALL BONNIE BREA STBONNIE BREA ST W UNIVERSITY DR N INTERSTATE 35 N INTERSTATE 35 E N INTERSTATE 35 W PRECISION DR W OAK ST W OAK ST SCRIPTURE ST W UNIVERSITY DR AIRPORT RD AVENUE H AVENUE F STELLA ST STREAM DF-1 STREAM DF-1 TRIBUTARY 1 PLOTTED BYTHOMPSON, HUNTER 11/4/2024 2:37 PM DWG NAMEK:\FRI_HYDRO\064498619 - RAYZOR LAKE\DWG_2024\EXH\EXH - DRAINAGE AREA MAP.DWG LAST SAVED10/8/2024 11:53 AM IMAGES EPSG26914_Date20240623_Lat33.219806_Lon-97.170816_Mpp0.597 - HAT Signature - HAT Signature XREFS XREF oEG-Combo - XREF xBndry - XREF xAerial - XREF x2436_landscape - XREF xDAM - Post-Project - XREF oGrad - XREF xStrm - XREF xDAM - Pre-Project - XREF x2436_landscape_Hunter THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. PROJECT NO. 064498619 DATE: NOVEMBER 2024 SCALE: AS SHOWN DESIGNED BY: CDG DRAWN BY: CDG CHECKED BY: HAT SHEET NUMBER 6160 WARREN PARKWAY, SUITE 210 FRISCO, TEXAS 75034 PHONE: 972-335-3580 FAX: 972-335-3779 TEXAS REGISTERED ENGINEERING FIRM F-928 No. REVISIONS DATEBY RAYZOR LAKE CITY OF DENTON, DENTON COUNTY, TEXAS 11/05/2024 POST-PROJECT DRAINAGE AREA MAP EXH-02 LEGEND 1-FOOT EXISTING AERIAL TOPOGRAPHY (TNRIS, 2020) 1-FOOT PROPOSED CONTOURS (KH, 2024) HEC-HMS REACH PROPERTY BOUNDARY DRAINAGE AREA BOUNDARY DRAINAGE AREA LABEL HEC-HMS JUNCTION REACH LABEL FLOW ARROW SHEET FLOW PATH SHALLOW CONCENTRATED FLOW PATH PAVED SHALLOW CONCENTRATED FLOW OPEN CHANNEL FLOW PATH STORM SEWER FLOW PATH J-6 DA-X J-6 NORTH RAYZOR LAKE PROPOSED FLOW DIVERSION DA-3 DA-2 DA-1 DA-1A DA-2a DA-1C DA-1B DA-2b DA-3a DA-3b DA-0 BONNIE BREA STBONNIE BREA ST W UNIVERSITY DR N INTERSTATE 35 N INTERSTATE 35 E N INTERSTATE 35 W PRECISION DR W OAK ST W OAK ST SCRIPTURE ST W UNIVERSITY DR AIRPORT RD AVENUE H AVENUE F STELLA ST PLOTTED BYGALLEGOS, CHRIS 10/4/2024 7:31 AM DWG NAMEK:\FRI_HYDRO\064498619 - RAYZOR LAKE\DWG_2024\EXH\EXH - LAND USE MAPS.DWG LAST SAVED10/4/2024 7:27 AM IMAGES EPSG26914_Date20240623_Lat33.219806_Lon-97.170816_Mpp0.597 - HAT Signature XREFS XREF xLandUse-Post-Project - XREF xLandUse-Post-Project_FD - XREF xLandUse-Pre-Project - XREF xLandUse-Pre-Project_FD - XREF xAerial - XREF x2436_landscape - XREF xBndry - XREF x2436_landscape_Hunter THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. PROJECT NO. 064498619 DATE: NOVEMBER 2024 SCALE: AS SHOWN DESIGNED BY: AJW DRAWN BY: AJW CHECKED BY: HAT SHEET NUMBER 6160 WARREN PARKWAY, SUITE 210 FRISCO, TEXAS 75034 PHONE: 972-335-3580 FAX: 972-335-3779 TEXAS REGISTERED ENGINEERING FIRM F-928 No. REVISIONS DATEBY RAYZOR LAKE CITY OF DENTON, DENTON COUNTY, TEXAS 11/05/2024 PRE-PROJECT (OFFSITE EXISTING) LAND USE MAP EXH-3 NORTH LEGEND OPEN SPACE - GOOD CONDITION ROADWAY COMMERCIAL INDUSTRIAL OPEN WATER RESIDENTIAL (1/8TH ACRE) MULTIFAMILY PROPERTY BOUNDARY DA-3 DA-2 DA-1 DA-1A DA-2a DA-1C DA-1B DA-2b DA-3a DA-3b DA-0 BONNIE BREA STBONNIE BREA ST W UNIVERSITY DR N INTERSTATE 35 N INTERSTATE 35 E N INTERSTATE 35 W PRECISION DR W OAK ST W OAK ST SCRIPTURE ST W UNIVERSITY DR AIRPORT RD AVENUE H AVENUE F STELLA ST PLOTTED BYGALLEGOS, CHRIS 10/4/2024 7:33 AM DWG NAMEK:\FRI_HYDRO\064498619 - RAYZOR LAKE\DWG_2024\EXH\EXH - LAND USE MAPS.DWG LAST SAVED10/4/2024 7:27 AM IMAGES EPSG26914_Date20240623_Lat33.219806_Lon-97.170816_Mpp0.597 - HAT Signature XREFS XREF xLandUse-Post-Project - XREF xLandUse-Post-Project_FD - XREF xLandUse-Pre-Project - XREF xLandUse-Pre-Project_FD - XREF xAerial - XREF x2436_landscape - XREF xBndry - XREF x2436_landscape_Hunter THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. PROJECT NO. 064498619 DATE: NOVEMBER 2024 SCALE: AS SHOWN DESIGNED BY: AJW DRAWN BY: AJW CHECKED BY: HAT SHEET NUMBER 6160 WARREN PARKWAY, SUITE 210 FRISCO, TEXAS 75034 PHONE: 972-335-3580 FAX: 972-335-3779 TEXAS REGISTERED ENGINEERING FIRM F-928 No. REVISIONS DATEBY RAYZOR LAKE CITY OF DENTON, DENTON COUNTY, TEXAS 11/05/2024 POST-PROJECT (OFFSITE EXISTING) LAND USE MAP EXH-4 NORTH LEGEND OPEN SPACE - GOOD CONDITION ROADWAY COMMERCIAL INDUSTRIAL OPEN WATER RESIDENTIAL (1/8TH ACRE) MULTIFAMILY PROPERTY BOUNDARY DA-3 DA-2 DA-1 DA-1A DA-2a DA-1C DA-1B DA-2b DA-3a DA-3b DA-0 BONNIE BREA STBONNIE BREA ST W UNIVERSITY DR N INTERSTATE 35 N INTERSTATE 35 E N INTERSTATE 35 W PRECISION DR W OAK ST W OAK ST SCRIPTURE ST W UNIVERSITY DR AIRPORT RD AVENUE H AVENUE F STELLA ST PLOTTED BYGALLEGOS, CHRIS 10/4/2024 7:52 AM DWG NAMEK:\FRI_HYDRO\064498619 - RAYZOR LAKE\DWG_2024\EXH\EXH - LAND USE MAPS.DWG LAST SAVED10/4/2024 7:27 AM IMAGES EPSG26914_Date20240623_Lat33.219806_Lon-97.170816_Mpp0.597 - HAT Signature XREFS XREF xLandUse-Post-Project - XREF xLandUse-Post-Project_FD - XREF xLandUse-Pre-Project - XREF xLandUse-Pre-Project_FD - XREF xAerial - XREF x2436_landscape - XREF xBndry - XREF x2436_landscape_Hunter THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. PROJECT NO. 064498619 DATE: NOVEMBER 2024 SCALE: AS SHOWN DESIGNED BY: AJW DRAWN BY: AJW CHECKED BY: HAT SHEET NUMBER 6160 WARREN PARKWAY, SUITE 210 FRISCO, TEXAS 75034 PHONE: 972-335-3580 FAX: 972-335-3779 TEXAS REGISTERED ENGINEERING FIRM F-928 No. REVISIONS DATEBY RAYZOR LAKE CITY OF DENTON, DENTON COUNTY, TEXAS 11/05/2024 PRE-PROJECT (OFFSITE FULLY DEVELOPED) LAND USE MAP EXH-05 NORTH LEGEND OPEN SPACE - GOOD CONDITION ROADWAY COMMERCIAL INDUSTRIAL OPEN WATER RESIDENTIAL (1/8TH ACRE) MULTIFAMILY PROPERTY BOUNDARY DA-3 DA-2 DA-1 DA-1A DA-2a DA-1C DA-1B DA-2b DA-3a DA-3b DA-0 BONNIE BREA STBONNIE BREA ST W UNIVERSITY DR N INTERSTATE 35 N INTERSTATE 35 E N INTERSTATE 35 W PRECISION DR W OAK ST W OAK ST SCRIPTURE ST W UNIVERSITY DR AIRPORT RD AVENUE H AVENUE F STELLA ST PLOTTED BYGALLEGOS, CHRIS 10/4/2024 7:54 AM DWG NAMEK:\FRI_HYDRO\064498619 - RAYZOR LAKE\DWG_2024\EXH\EXH - LAND USE MAPS.DWG LAST SAVED10/4/2024 7:27 AM IMAGES EPSG26914_Date20240 623_Lat33.219806_Lon-97.170816_Mpp0.597 - HAT Signature XREFS XREF xLandUse-Post-Project - XREF xLandUse-Post-Project_FD - XREF xLandUse-Pre-Project - XREF xLandUse-Pre-Project_FD - XREF xAerial - XREF x2436_landscape - XREF xBndry - XREF x2436_landscape_Hunter THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. PROJECT NO. 064498619 DATE: NOVEMBER 2024 SCALE: AS SHOWN DESIGNED BY: AJW DRAWN BY: AJW CHECKED BY: HAT SHEET NUMBER 6160 WARREN PARKWAY, SUITE 210 FRISCO, TEXAS 75034 PHONE: 972-335-3580 FAX: 972-335-3779 TEXAS REGISTERED ENGINEERING FIRM F-928 No. REVISIONS DATEBY RAYZOR LAKE CITY OF DENTON, DENTON COUNTY, TEXAS 11/05/2024 POST-PROJECT (OFFSITE FULLY DEVELOPED) LAND USE MAP EXH-06 NORTH LEGEND OPEN SPACE - GOOD CONDITION ROADWAY COMMERCIAL INDUSTRIAL OPEN WATER RESIDENTIAL (1/8TH ACRE) MULTIFAMILY PROPERTY BOUNDARY DA-3 DA-2 DA-1 DA-1A DA-2a DA-1C DA-1B DA-2b DA-3a DA-3b BONNIE BREA STBONNIE BREA ST W UNIVERSITY DR N INTERSTATE 35 N INTERSTATE 35 E N INTERSTATE 35 W PRECISION DR W OAK ST W OAK ST SCRIPTURE ST W UNIVERSITY DR AIRPORT RD AVENUE H AVENUE F STELLA ST PLOTTED BYGALLEGOS, CHRIS 10/4/2024 6:51 AM DWG NAMEK:\FRI_HYDRO\064498619 - RAYZOR LAKE\DWG_2024\EXH\EXH - SOILS.DWG LAST SAVED9/20/2024 9:37 AM IMAGES EPSG26914_Date20240623_Lat33.219806_Lon-97.170816_Mpp0.597 - HAT Signature XREFS XREF xAerial - XREF x2436_landscape - XREF xSoils - Post-Project - XREF xSoils - XREF x2436_landscape_Hunter THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. PROJECT NO. 064498619 DATE: NOVEMBER 2024 SCALE: AS SHOWN DESIGNED BY: AJW DRAWN BY: AJW CHECKED BY: HAT SHEET NUMBER 6160 WARREN PARKWAY, SUITE 210 FRISCO, TEXAS 75034 PHONE: 972-335-3580 FAX: 972-335-3779 TEXAS REGISTERED ENGINEERING FIRM F-928 No. REVISIONS DATEBY RAYZOR LAKE CITY OF DENTON, DENTON COUNTY, TEXAS 11/05/2024 PRE-PROJECT SOILS MAP EXH-07 NORTH LEGEND SOIL TYPE - C SOIL TYPE - D DRAINAGE AREA BOUNDARY Hydrologic Summary Tables Basin ID Area (acre) Area (sq. mi.) Soil Group (%) Land Use Description Curve Number Time of Concentration (minutes) Lag time (Minutes) DA-0 62.35 0.0974 83% D 17% C 62% Open Space - Good Condition 28% Commercial and Business 10% Roads 84.8 15.6 9.3 DA-1 64.12 0.1002 3% C 97% D 34% - Open Space (Good) 4% Roads 47% Commercial 14% Multifamily 88.4 15.8 9.5 DA-1A 47.59 0.0744 27% C 73% D 22% - Open Space (Good) 45% - Paved Roads 33% Commercial 89.5 17.7 10.6 DA-1B 31.09 0.0486 15% C 85% D 87% - Open Space (Good) 13% Industrial 80.9 13.7 8.2 DA-1C 47.93 0.0749 27% C 73% D 56% - Open Space (Good) 44% Industrial 84.6 22.2 13.3 DA-2 29.58 0.0462 100% D 82% - Open Space (Good) 18% Open Water 83.6 18.2 10.9 DA-2a 32.87 0.0514 100% D 36% - Open Space (Good) 64% Multifamily 87.7 16.7 10.0 DA-2b 7.57 0.0118 100% D 100% Open Space 80.0 23.6 14.2 DA-3 52.39 0.0819 6% C 94% D 68% - Open Space (Good) 16% Roads 7% Commercial 9% Multifamily 83.9 24.6 14.7 DA-3a 137.86 0.2154 20% C 80% D 7% Roads 46% Commercial 33% Multifamily 15% Residential (1/8th Acre) 94.1 18.2 10.9 DA-3b 109.41 0.1709 42% C 58% D 30% - Open Space (Good) 42% Roads 28% Industrial 87.9 19.9 11.9 DA-4 12.90 0.0202 42% C 58% D 100% Residential (1/8th Acre) 91.2 10.0 6.0 Pre-Project (Offsite Existing) Hydrologic Parameter Summary Table K:\FRI_Hydro\064498619 - Rayzor Lake\Hydrology\Hydrologic Parameters_Rayzor Lake (version 1).xlsb.xlsx Hydrologic Summary Tables Basin ID Area (acre) Area (sq. mi.) Soil Group (%) Land Use Description Curve Number Time of Concentration (minutes) Lag time (Minutes) DA-0 62.35 0.0974 83% D 17% C 62% Open Space - Good Condition 28% Commercial and Business 10% Roads 84.8 3.8 9.3 DA-1 64.12 0.1002 3% C 97% D 34% - Open Space (Good) 4% Roads 47% Commercial 14% Multifamily 88.4 0.0 9.5 DA-1A 47.59 0.0744 27% C 73% D 22% - Open Space (Good) 45% - Paved Roads 33% Commercial 89.5 0.6 10.6 DA-1B 31.09 0.0486 15% C 85% D 87% - Open Space (Good) 13% Industrial 80.9 2.1 8.2 DA-1C 47.93 0.0749 27% C 73% D 56% - Open Space (Good) 44% Industrial 84.6 1.2 13.3 DA-2 30.52 0.0477 100% D 86% - Multifamily 14% Open Water 93.1 3.3 10.9 DA-2a 26.58 0.0415 100% D 100% Multifamily 92.0 1.0 10.0 DA-2b 12.93 0.0202 100% D 100% Multifamily 92.0 0.0 14.2 DA-3 52.39 0.0819 6% C 94% D 68% - Open Space (Good) 16% Roads 7% Commercial 9% Multifamily 83.9 0.7 14.7 DA-3a 137.86 0.2154 20% C 80% D 7% Roads 46% Commercial 33% Multifamily 15% Residential (1/8th Acre) 94.1 4.6 10.9 DA-3b 109.41 0.1709 42% C 58% D 30% - Open Space (Good) 42% Roads 28% Industrial 87.9 2.4 11.9 DA-4 12.90 0.0202 42% C 58% D 100% Residential (1/8th Acre) 91.2 10.0 6.0 Post-Project (Offsite Existing) Hydrologic Parameter Summary Table K:\FRI_Hydro\064498619 - Rayzor Lake\Hydrology\Hydrologic Parameters_Rayzor Lake (version 1).xlsb.xlsx Hydrologic Summary Tables Basin ID Area (acre) Area (sq. mi.) Soil Group (%) Land Use Description Curve Number Time of Concentration (minutes) Lag time (Minutes) DA-0 62.35 0.0974 83% D 17% C 90% Commercial 10% Roads 94.6 10.0 9.3 DA-1 64.12 0.1002 3% C 97% D 9% - Open Space (Good) 4% Roads 75% Commercial 15% Multifamily 95.9 15.8 9.5 DA-1A 47.59 0.0744 27% C 73% D 22% - Open Space (Good) 45% - Paved Roads 33% Commercial 89.5 17.7 10.6 DA-1B 31.09 0.0486 15% C 85% D 100% Industrial 92.7 13.7 8.2 DA-1C 47.93 0.0749 27% C 73% D 100% Industrial 92.5 11.1 13.3 DA-2 29.58 0.0462 100% D 82% - Open Space (Good) 18% Open Water 83.6 18.2 10.9 DA-2a 32.87 0.0514 100% D 36% - Industrial 64% Multifamily 92.4 16.7 10.0 DA-2b 7.57 0.0118 100% D 100% Open Space 80.0 23.6 14.2 DA-3 52.39 0.0819 6% C 94% D 7% - Open Space (Good) 14% Roads 71% Commercial 6% Multifamily 91.5 24.6 14.7 DA-3a 137.86 0.2154 20% C 80% D 7% Roads 46% Commercial 33% Multifamily 94.1 18.2 10.9 DA-3b 109.41 0.1709 42% C 58% D 8% - Open Space (Good) 42% Roads 50% Industrial 91.2 19.9 11.9 DA-4 12.90 0.0202 42% C 58% D 100% Residential (1/8th Acre) 91.2 10.0 6.0 Pre-Project (Offsite Fully Developed) Hydrologic Parameter Summary Table K:\FRI_Hydro\06449861 9 - Rayzor Lake\Hydrology\Hydrologic Parameters_Rayzor Lake (version 1).xlsb.xlsx Hydrologic Summary Tables Basin ID Area (acre) Area (sq. mi.) Soil Group (%) Land Use Description Curve Number Time of Concentration (minutes) Lag time (Minutes) DA-0 62.35 0.0974 83% D 17% C 90% Commercial 10% Roads 94.6 10.0 9.3 DA-1 64.12 0.1002 3% C 97% D 9% - Open Space (Good) 4% Roads 75% Commercial 15% Multifamily 95.9 15.8 9.5 DA-1A 47.59 0.0744 27% C 73% D 22% - Open Space (Good) 45% - Paved Roads 33% Commercial 89.5 17.7 10.6 DA-1B 31.09 0.0486 15% C 85% D 100% Industrial 92.7 13.7 8.2 DA-1C 47.93 0.0749 27% C 73% D 100% Industrial 92.5 11.1 13.3 DA-2 30.52 0.0477 100% D 86% - Multifamily 14% Open Water 93.1 12.4 10.9 DA-2a 26.58 0.0415 100% D 100% Multifamily 92.0 16.7 10.0 DA-2b 12.93 0.0202 100% D 100% Multifamily 92.0 23.6 14.2 DA-3 52.39 0.0819 6% C 94% D 7% - Open Space (Good) 14% Roads 71% Commercial 6% Multifamily 91.5 24.6 14.7 DA-3a 137.86 0.2154 20% C 80% D 7% Roads 46% Commercial 33% Multifamily 15% Residential (1/8th Acre) 94.1 18.2 10.9 DA-3b 109.41 0.1709 42% C 58% D 8% - Open Space (Good) 42% Roads 50% Industrial 91.2 19.9 11.9 DA-4 12.90 0.0202 42% C 58% D 100% Residential (1/8th Acre) 91.2 10.0 6.0 Post-Project (Offsite Fully Developed) Hydrologic Parameter Summary Table K:\FRI_Hydro\064498619 - Rayzor Lake\Hydrology\Hydrologic Parameters_Rayzor Lake (version 1).xlsb.xlsx Hydrologic Summary Tables City of Denton Zoning TR-55 Equivalent Multi-Family 90 92 Water Impervious Area 98 98 Light Multi-Family Residential Residential 1/8 ac or less 90 92 Regional Mixed Use Commercial and Business 94 95 Industrial Commerce Industrial 91 93 Road Paved (Including right-of-way) 92 93 Open Open (good condition) 74 80 Curve Number Reference Land Use Soil Type C D K:\FRI_Hydro\064498619 - Rayzor Lake\Hydrology\Hydrologic Parameters_Rayzor Lake (version 1).xlsb.xlsx Lag Time Calculations TIME OF CONCENTRATION & LAG TIME Pre-Project (Offsite Existing) TR-55 Methodology SHEET FLOW SHALLOW CONCENTRATED FLOW ENCLOSED SYSTEM PIPE: OPEN CHANNEL FLOW TOTAL Tc = (0.007(nL)^0.8)/(P2^0.5)(s^0.4) Tc = L / 60*V Tc = L / 60*V Tc = L / 60*V 2-year/24-hr Rainfall Depth (in.) from iSWM =3.63 Length Slope Manning's Tc1 Length Slope Condition Vavg Tc2 Length Velocity Tc3 Length Manning's Area Perimeter Radius Elev3 Elev4 Slope Velocity Tc4 TcTOTAL TLAG (ft) (ft/ft) "n" (min) (ft) (ft/ft) TR-55 Fig. 3-1 (ft/s) (min) (ft) (assume 6 fps) (min) (ft) "n" (ft^2) (ft) (ft) (ft/ft) (min) (min) (min) DA-0 100 670.2 665.0 0.0520 0.150 6.3 969 665.0 639.4 0.0264 Unpaved 2.62 6.2 1266.0 0.06 291.6 75.9 3.80 639.4 623.7 0.0124 6.73 3.1 15.6 9.3 DA-1 100 705.0 704.0 0.0100 0.011 1.5 635 704.0 701.5 0.0039 Paved 1.28 8.3 2160.0 6.0 6.00 15.8 9.5 435 699.9 698.0 0.0044 Unpaved 1.07 6.8 775 714.3 699.9 0.0186 Paved 2.77 4.7 DA-1B 100 700.3 699.1 0.0120 0.011 1.4 510 699.1 694.0 0.0100 Unpaved 1.61 5.3 2380.0 0.045 130.9 62.4 2.10 694.0 668 0.0109 5.68 7.0 13.7 8.2 405 702.8 700.7 0.0052 Unpaved 1.16 5.8 360 700.7 691.0 0.0269 Paved 3.34 1.8 DA-2 100 681.8 679.9 0.0190 0.150 9.4 700 679.9 661.4 0.0264 Unpaved 2.62 4.4 1380.0 0.055 1,160.70 318.2 3.60 661.4 652 0.0068 5.25 4.4 18.2 10.9 DA-2a 50 679.5 679.3 0.0050 0.011 1.1 150 679.3 679.2 0.0003 Paved 0.37 6.7 2635.0 6.0 7.32 550.0 0.04 17.6 18.4 1.00 647.0 632.9 0.0256 5.96 1.5 16.7 10.0 DA-2b 100 677.0 675.3 0.0170 0.150 9.8 1355 675.3 661.4 0.0103 Unpaved 1.63 13.8 23.6 14.2 DA-3 100 720.7 719.9 0.0080 0.150 13.3 430 719.9 707.8 0.0281 Paved 3.41 2.1 1655.0 6.0 4.60 685.0 0.045 32.2 46 0.70 687.4 681.2 0.0091 2.48 4.6 24.6 14.7 1110 728.9 695.3 0.0303 Unpaved 2.81 6.6 165 695.3 693.9 0.0085 Paved 1.87 1.5 DA-3b 100 680.3 677.6 0.0270 0.150 8.2 260 677.6 672.3 0.0204 Paved 2.90 1.5 2120.0 6.0 5.89 1265.0 0.06 175.2 73.6 2.40 648.0 632.9 0.0119 4.86 4.3 19.9 11.9 DA-4 100 755.7 746.4 0.0930 0.150 5.0 580 746.4 701.2 0.0779 Unpaved 4.50 2.1 315.0 6.0 0.88 10.0 6.0 17.7 10.64.86 9.9 22.2 2880.0 5.41 3.3 0.02 14.7 23.1 0.60 698.0 673.8 663.51.20 685.7 666.1 652.3 0.0084 0.0092 10.9 13.31060.0 0.045 0.035 345.7 74.4 84.3 70.2 4.60 11.29 2.2 18.21075.0 6.0 2.99 1500.0 Basin Elev1 Elev2 Elev2 0.0120 0.150 11.3 DA-3a 100 731.8 DA-1C 100 704.0 702.8 DA-1A 0.0280 0.011 1.0 100 717.1 714.3 Elev3 728.9 0.0290 0.150 7.9 0.0209 Lag Time Calculations TIME OF CONCENTRATION & LAG TIME Post-Project (Offsite Existing) TR-55 Methodology SHEET FLOW SHALLOW CONCENTRATED FLOW ENCLOSED SYSTEM PIPE: OPEN CHANNEL FLOW TOTAL Tc = (0.007(nL)^0.8)/(P2^0.5)(s^0.4) Tc = L / 60*V Tc = L / 60*V Tc = L / 60*V 2-year/24-hr Rainfall Depth (in.) from iSWM =3.63 Length Slope Manning's Tc1 Length Slope Condition Vavg Tc2 Length Velocity Tc3 Length Manning's Area Perimeter Radius Elev3 Elev4 Slope Velocity Tc4 TcTOTAL TLAG (ft) (ft/ft) "n" (min) (ft) (ft/ft) TR-55 Fig. 3-1 (ft/s) (min) (ft) (assume 6 fps) (min) (ft) "n" (ft^2) (ft) (ft) (ft/ft) (min) (min) (min) DA-0 100 670.2 665.0 0.0520 0.150 6.3 969 665.0 639.4 0.0264 Unpaved 2.62 6.2 1266.0 0.06 291.6 75.9 3.80 639.4 623.7 0.0124 6.73 3.1 15.6 9.3 DA-1 100 705.0 704.0 0.0100 0.011 1.5 635 704.0 701.5 0.0039 Paved 1.28 8.3 2160.0 6.0 6.00 15.8 9.5 435 699.9 698.0 0.0044 Unpaved 1.07 6.8 775 714.3 699.9 0.0186 Paved 2.77 4.7 DA-1B 100 700.3 699.1 0.0120 0.011 1.4 510 699.1 694.0 0.0100 Unpaved 1.61 5.3 2380.0 0.045 130.9 62.4 2.10 694.0 668 0.0109 5.68 7.0 13.7 8.2 405 702.8 700.7 0.0052 Unpaved 1.16 5.8 360 700.7 691.0 0.0269 Paved 3.34 1.8 DA-2 100 681.8 679.9 0.0190 0.011 1.2 700 679.9 667.8 0.0173 Paved 2.67 4.4 2430.0 6.0 6.75 170.0 0.015 146.20 44.3 3.30 661.0 660 0.0059 16.89 0.2 12.4 7.5 DA-2a 50 679.5 679.3 0.0050 0.011 1.1 150 679.3 679.2 0.0003 Paved 0.37 6.7 2635.0 6.0 7.32 550.0 0.04 17.6 18.4 1.00 647.0 632.9 0.0256 5.96 1.5 16.7 10.0 DA-2b 100 677.0 675.3 0.0170 0.150 9.8 1355 675.3 661.4 0.0103 Unpaved 1.63 13.8 23.6 14.2 DA-3 100 720.7 719.9 0.0080 0.150 13.3 430 719.9 707.8 0.0281 Paved 3.41 2.1 1655.0 6.0 4.60 685.0 0.045 32.2 46 0.70 687.4 681.2 0.0091 2.48 4.6 24.6 14.7 1110 728.9 695.3 0.0303 Unpaved 2.81 6.6 165 695.3 693.9 0.0085 Paved 1.87 1.5 DA-3b 100 680.3 677.6 0.0270 0.150 8.2 260 677.6 672.3 0.0204 Paved 2.90 1.5 2120.0 6.0 5.89 1265.0 0.06 175.2 73.6 2.40 648.0 632.9 0.0119 4.86 4.3 19.9 11.9 DA-4 100 755.7 746.4 0.0930 0.150 5.0 580 746.4 701.2 0.0779 Unpaved 4.50 2.1 315.0 6.0 0.88 10.0 6.0 2880.0 4.86 9.9 17.7 10.6 2.2 18.2 10.91075.0 6.0 22.2 13.3 11.29 5.41 3.3 0.150 7.9 2.99 1500.0 1060.0 DA-3a 100 731.8 728.9 0.0290 DA-1C 100 704.0 702.8 DA-1A 100 717.1 714.3 0.0280 0.011 1.0 Basin Elev1 Elev2 Elev2 Elev3 0.0120 0.150 11.3 0.02 14.7 23.1 0.60 698.0 673.8 0.0084 0.045 84.3 70.2 1.20 685.7 663.5 0.0209 0.035 345.7 74.4 4.60 666.1 652.3 0.0092 Lag Time Calculations TIME OF CONCENTRATION & LAG TIME Pre-Project (Offsite Fully Developed) TR-55 Methodology SHEET FLOW SHALLOW CONCENTRATED FLOW ENCLOSED SYSTEM PIPE: OPEN CHANNEL FLOW TOTAL Tc = (0.007(nL)^0.8)/(P2^0.5)(s^0.4) Tc = L / 60*V Tc = L / 60*V Tc = L / 60*V 2-year/24-hr Rainfall Depth (in.) from iSWM =3.63 Length Slope Manning's Tc1 Length Slope Condition Vavg Tc2 Length Velocity Tc3 Length Manning's Area Perimeter Radius Elev3 Elev4 Slope Velocity Tc4 TcTOTAL TLAG (ft) (ft/ft) "n" (min) (ft) (ft/ft) TR-55 Fig. 3-1 (ft/s) (min) (ft) (assume 6 fps) (min) (ft) "n" (ft^2) (ft) (ft) (ft/ft) (min) (min) (min) DA-0 100 670.2 665.0 0.0520 0.011 0.8 969 665.0 639.4 0.0264 Paved 3.30 4.9 1266.0 0.06 291.6 75.9 3.80 639.4 623.7 0.0124 6.73 3.1 10.0 6.0 DA-1 100 705.0 704.0 0.0100 0.011 1.5 635 704.0 701.5 0.0039 Paved 1.28 8.3 2160.0 6.0 6.00 15.8 9.5 435 699.9 698.0 0.0044 Unpaved 1.07 6.8 775 714.3 699.9 0.0186 Paved 2.77 4.7 DA-1B 100 700.3 699.1 0.0120 0.011 1.4 510 699.1 694.0 0.0100 Unpaved 1.61 5.3 2380.0 0.045 130.9 62.4 2.10 694.0 668 0.0109 5.68 7.0 13.7 8.2 405 702.8 700.7 0.0052 Paved 1.46 4.6 360 700.7 691.0 0.0269 Paved 3.34 1.8 DA-2 100 681.8 679.9 0.0190 0.150 9.4 700 679.9 661.4 0.0264 Unpaved 2.62 4.4 1380.0 0.055 1,160.70 318.2 3.60 661.4 652 0.0068 5.25 4.4 18.2 10.9 DA-2a 50 679.5 679.3 0.0050 0.011 1.1 150 679.3 679.2 0.0003 Paved 0.37 6.7 2635.0 6.0 7.32 550.0 0.04 17.6 18.4 1.00 647.0 632.9 0.0256 5.96 1.5 16.7 10.0 DA-2b 100 677.0 675.3 0.0170 0.150 9.8 1355 675.3 661.4 0.0103 Unpaved 1.63 13.8 23.6 14.2 DA-3 100 720.7 719.9 0.0080 0.150 13.3 430 719.9 707.8 0.0281 Paved 3.41 2.1 1655.0 6.0 4.60 685.0 0.045 32.2 46 0.70 687.4 681.2 0.0091 2.48 4.6 24.6 14.7 1110 728.9 695.3 0.0303 Unpaved 2.81 6.6 165 695.3 693.9 0.0085 Paved 1.87 1.5 DA-3b 100 680.3 677.6 0.0270 0.150 8.2 260 677.6 672.3 0.0204 Paved 2.90 1.5 2120.0 6.0 5.89 1265.0 0.06 175.2 73.6 2.40 648.0 632.9 0.0119 4.86 4.3 19.9 11.9 DA-4 100 755.7 746.4 0.0930 0.150 5.0 580 746.4 701.2 0.0779 Unpaved 4.50 2.1 315.0 6.0 0.88 10.0 6.0 Elev3 4.86 9.9 17.7 10.6 DA-1C 100 704.0 702.8 0.0120 0.011 1.4 1060.0 2880.0DA-1A 100 717.1 2.2 18.2 10.9 5.41 3.3 11.1 6.6 DA-3a 100 731.8 728.9 0.0290 0.150 7.9 11.29 0.045 84.3 70.2 1.20 Elev2 Elev2 1.0 Basin Elev1 714.3 0.0280 0.011 1075.0 6.0 2.99 1500.0 0.035 345.7 74.4 4.60 666.1 652.3 0.0092 0.02 14.7 23.1 0.60 698.0 673.8 0.0084 685.7 663.5 0.0209 Lag Time Calculations TIME OF CONCENTRATION & LAG TIME Post-Project (Offsite Fully Developed) TR-55 Methodology SHEET FLOW SHALLOW CONCENTRATED FLOW ENCLOSED SYSTEM PIPE: OPEN CHANNEL FLOW TOTAL Tc = (0.007(nL)^0.8)/(P2^0.5)(s^0 .4) Tc = L / 60*V Tc = L / 60*V Tc = L / 60*V 2-year/24-hr Rainfall Depth (in.) from iSWM =3.63 Length Slope Manning's Tc1 Length Slope Condition Vavg Tc2 Length Velocity Tc3 Length Manning's Area Perimeter Radius Elev3 Elev4 Slope Velocity Tc4 TcTOTAL TLAG (ft) (ft/ft) "n" (min) (ft) (ft/ft) TR-55 Fig. 3-1 (ft/s) (min) (ft) (assume 6 fps) (min) (ft) "n" (ft^2) (ft) (ft) (ft/ft) (min) (min) (min) DA-0 100 670.2 665.0 0.0520 0.011 0.8 969 665.0 639.4 0.0264 Paved 3.30 4.9 1266.0 0.06 291.6 75.9 3.80 639.4 623.7 0.0124 6.73 3.1 10.0 6.0 DA-1 100 705.0 704.0 0.0100 0.011 1.5 635 704.0 701.5 0.0039 Paved 1.28 8.3 2160.0 6.0 6.00 15.8 9.5 435 699.9 698.0 0.0044 Unpaved 1.07 6.8 775 714.3 699.9 0.0186 Paved 2.77 4.7 DA-1B 100 700.3 699.1 0.0120 0.011 1.4 510 699.1 694.0 0.0100 Unpaved 1.61 5.3 2380.0 0.045 130.9 62.4 2.10 694.0 668 0.0109 5.68 7.0 13.7 8.2 405 702.8 700.7 0.0052 Paved 1.46 4.6 360 700.7 691.0 0.0269 Paved 3.34 1.8 DA-2 100 681.8 679.9 0.0190 0.011 1.2 700 679.9 667.8 0.0173 Paved 2.67 4.4 2430.0 6.0 6.75 170.0 0.015 146.20 44.3 3.30 661.0 660 0.0059 16.89 0.2 12.4 7.5 DA-2a 50 679.5 679.3 0.0050 0.011 1.1 150 679.3 679.2 0.0003 Paved 0.37 6.7 2635.0 6.0 7.32 550.0 0.04 17.6 18.4 1.00 647.0 632.9 0.0256 5.96 1.5 16.7 10.0 DA-2b 100 677.0 675.3 0.0170 0.150 9.8 1355 675.3 661.4 0.0103 Unpaved 1.63 13.8 23.6 14.2 DA-3 100 720.7 719.9 0.0080 0.150 13.3 430 719.9 707.8 0.0281 Paved 3.41 2.1 1655.0 6.0 4.60 685.0 0.045 32.2 46 0.70 687.4 681.2 0.0091 2.48 4.6 24.6 14.7 1110 728.9 695.3 0.0303 Unpaved 2.81 6.6 165 695.3 693.9 0.0085 Paved 1.87 1.5 DA-3b 100 680.3 677.6 0.0270 0.150 8.2 260 677.6 672.3 0.0204 Paved 2.90 1.5 2120.0 6.0 5.89 1265.0 0.06 175.2 73.6 2.40 648.0 632.9 0.0119 4.86 4.3 19.9 11.9 DA-4 100 755.7 746.4 0.0930 0.150 5.0 580 746.4 701.2 0.0779 Unpaved 4.50 2.1 315.0 6.0 0.88 10.0 6.0 9.9 17.7 10.6 Basin Elev1 Elev2 Elev2 Elev3 DA-1C 100 704.0 702.8 0.0120 DA-1A 100 717.1 714.3 0.0280 0.011 1.0 2880.0 4.86 0.02 14.7 23.1 0.60 698.0 673.8 0.0084 10.9 6.6 DA-3a 100 731.8 728.9 0.0290 0.150 7.9 1075.0 6.0 2.99 1500.0 11.29 2.2 18.2 1060.0 5.41 3.3 11.10.011 1.4 0.035 345.7 74.4 4.60 666.1 652.3 0.0092 0.045 84.3 70.2 1.20 685.7 663.5 0.0209 Reach Calculations Reach Name Method Shape Length (ft) Slope (ft/ft) Mannings "n" Left Bank Manning s "n" Right Bank Manning s "n" R-01 Muskingun Cunge 8-Point 1500 0.006 0.045 0.080 0.080 R-03a Muskingun Cunge 8-Point 2124 0.009 0.045 0.050 0.050 R-Y Muskingun Cunge 8-Point 1143 0.017 0.045 0.050 0.050 R-5 Lag -- 1369 R-6 Lag -- 2833 R-7 Lag -- 817 T= 2.08 min (V= 8ft/s) T= 1.7 min (V= 8ft/s) HYDROLOGIC MODEL REACHES T= 5.9 min (V= 8ft/s) Mod Puls Summary Table Reach Length Average Velocity Subreaches1 Subreach Time Time Interval (ft) (ft/s) (min.) (min.) R-3 688 4.84 2 1.2 4 R-4 823 0.92 15 1.0 4 1 Section 8 of the HEC-HMS Version 3.5 manual states that the travel time through a subreach should be approximately equal to the simulation time step (1 minute). Therefore, the number of subreaches was determined by the following formula: Modified Puls ℎ=ℎ ℎ () ( )∗1 60∗1 ℎ 1 Modified Puls Summary Tables Pre-Project Downstream Cross Section Upstream Cross Section 3080 3639 0.00 0.00 0 0 11.08 11.85 0.77 200 21.49 23.07 1.58 400 30.51 35.11 4.60 600 38.81 46.05 7.24 800 47.22 56.87 9.65 1000 55.52 66.4 10.88 1200 63.73 75.57 11.84 1400 72.3 85.03 12.73 1600 80.76 94.24 13.48 1800 89.05 103.29 14.24 2000 97.18 112.06 14.88 2200 105.06 120.54 15.48 2400 113.09 129.2 16.11 2600 121.2 137.75 16.55 2800 R_3 Volume (ac-ft) Flow Cumulative Volume (ac-ft) Modified Puls Summary Tables Pre-Project Downstream Cross Section Upstream Cross Section 3738 4443 0.00 0.00 0 0 11.95 13.63 1.68 200 23.32 30.21 6.89 400 35.59 66.4 30.81 600 46.73 87.38 40.65 800 57.66 100.44 42.78 1000 67.29 111.46 44.17 1200 76.56 121.88 45.32 1400 86.06 132.06 46 1600 95.34 142.7 47.36 1800 104.46 152.92 48.46 2000 113.3 162.97 49.67 2200 121.85 172.58 50.73 2400 130.57 182.33 51.76 2600 139.18 191.91 52.73 2800 R_4 Volume (ac-ft) Flow Cumulative Volume (ac-ft) Off-Site Pond Outfall Data Elevation Area (ac) 681.15 0.000 682.00 0.166 683.00 0.708 684.00 1.789 685.00 2.219 686.00 2.345 687.00 2.474 688.00 2.633 689.00 2.850 690.00 3.030 691.00 3.220 Elevation Discharge (cfs) 681.15 0 682.41 20 682.90 40 683.34 60 683.73 80 684.10 100 684.95 150 686.28 200 687.91 250 688.55 280 689.76 290 DA-1 POND [Rayzor Ranch Town Center Detention Pond] Off-Site Pond Outfall Data Elevation Volume (ac-ft) Discharge (cfs) 677.5 0 0.00 678.0 0.01 1.19 679.0 0.22 6.21 680.0 0.92 13.37 681.0 2.26 22.15 682.0 4.09 32.30 683.0 6.13 43.64 684.0 8.28 56.07 685.0 10.55 69.49 686.0 12.95 130.24 687.0 15.50 327.97 DA-3 POND [Rayzor Ranch South Detention Pond] 5.92% D D D D D 4:1 4:1 4:1 4:1 4:1 4:1 4:1 4:1 4: 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 17+ 655 660 665 0+50 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 10+ 655 660 665 1+00 2+00 3+00 4+00 5+00 5+38 PLOTTED BYTHOMPSON, HUNTER 11/5/2024 8:10 AM DWG NAMEK:\FRI_HYDRO\064498619 - RAYZOR LAKE\DWG_2024\EXH\EXH-CONSTRUCTION SHEET.DWG LAST SAVED10/30/2024 12:33 PM IMAGES HAT Signature XREFS XREF oEG-Combo - XREF xAerial - XREF xBndry - XREF x2436_landscape - XREF xStrm - XREF xFloodplain - Fully Developed - XREF xNFHL - XREF x2436_landscape_Hunter - XREF xPond Plan Grading - XREF xSurvey-Topo THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. PROJECT NO. 064498619 DATE: NOVEMBER 2024 SCALE: AS SHOWN DESIGNED BY: AJW DRAWN BY: AJW CHECKED BY: HAT SHEET NUMBER 6160 WARREN PARKWAY, SUITE 210 FRISCO, TEXAS 75034 PHONE: 972-335-3580 FAX: 972-335-3779 TEXAS REGISTERED ENGINEERING FIRM F-928 No. REVISIONS DATEBY RAYZOR LAKE CITY OF DENTON, DENTON COUNTY, TEXAS 11/05/2024 PRELIMINARY POND PLAN SHEET EXH-12 NORTH SECTION A-A PROPOSED STORM SECTION B-B POND OUTFALL STRUCTURE NTS SECTION C-C (EMERGENCY SPILLWAY) PROFILE SCALE SECTION D-D NOTE: THIS INFORMATION INCLUDED ON THIS SHEET IS TO SUPPORT THE HYDROLOGIC AND HYDRAULIC ANALYSIS FOR THE DOWNSTREAM ASSESSMENT AND CLOMR. ADDITIONAL DETAILING IS ANTICIPATED TO OCCUR WHEN THE CONSTRUCTION PLANS FOR THE SITE ARE PREPARED. THEREFORE, THIS SHEET IS NOT INTENDED TO BE USED FOR CONSTRUCTION. Post-Project (Offsite Existing) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) Culvert Outfall 0.2981 92.8 02Apr2018, 12:19 21 DA-0 0.0974 133.9 02Apr2018, 12:11 9.5 DA-1 0.1002 157.7 02Apr2018, 12:11 11.4 DA-1a 0.0744 116.2 02Apr2018, 12:12 8.8 DA-1B 0.0486 59 02Apr2018, 12:10 4 DA-1C 0.0749 86.5 02Apr2018, 12:15 7.3 DA-1 Pond 0.1002 96.9 02Apr2018, 12:21 11.4 DA-2 0.0477 96.7 02Apr2018, 12:09 6.5 DA-2a 0.0415 72.4 02Apr2018, 12:11 5.4 DA-2B 0.0202 29.9 02Apr2018, 12:16 2.6 DA-3 0.0819 87.3 02Apr2018, 12:17 7.7 DA-3A 0.2154 384.2 02Apr2018, 12:12 30.6 DA-3B 0.1709 238.1 02Apr2018, 12:14 19 DA-3 POND 0.0819 24.8 02Apr2018, 12:48 7.7 DA-4 0.0202 41.9 02Apr2018, 12:07 2.6 Diversion-1 0.2981 92.8 02Apr2018, 12:19 21 J-Y 0.0477 13.3 02Apr2018, 13:19 16.7 J-0 0.9933 896.4 02Apr2018, 12:21 115.2 J-1 0.8959 840.5 02Apr2018, 12:16 105.6 J-1a 0.3873 164.3 02Apr2018, 12:13 43.1 J-1b 0.4884 651.8 02Apr2018, 12:17 59.9 J-2 0.2981 290.6 02Apr2018, 12:19 31.5 J-3 0.2232 212.4 02Apr2018, 12:18 24.2 J-3A 0.3175 435.3 02Apr2018, 12:12 40.8 J-4 0.1746 195.8 02Apr2018, 12:14 20.2 J-5 0.1002 96.9 02Apr2018, 12:21 11.4 J-6 0.1021 52.9 02Apr2018, 12:09 10.3 J-7 0.0202 41.9 02Apr2018, 12:07 2.6 Rayzor Lake 0.0477 13.3 02Apr2018, 13:19 16.7 R-1 0.8959 818.3 02Apr2018, 12:22 105.7 R-3 0.2232 210.5 02Apr2018, 12:21 24.2 R-3A 0.3175 429.9 02Apr2018, 12:18 40.8 R-4 0.1746 176.3 02Apr2018, 12:21 20.2 R-5 0.1002 96.9 02Apr2018, 12:23 11.4 R-6 0.1021 52.9 02Apr2018, 12:14 10.3 R-7 0.0202 41.9 02Apr2018, 12:08 2.6 1-Year Post-Project (Offsite Existing) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) Culvert Outfall 0.2981 127.3 02Apr2018, 12:16 39 DA-0 0.0974 272.7 02Apr2018, 12:11 21.2 DA-1 0.1002 299.4 02Apr2018, 12:11 23.8 DA-1a 0.0744 216.3 02Apr2018, 12:12 18.2 DA-1B 0.0486 130.6 02Apr2018, 12:10 9.5 DA-1C 0.0749 177.7 02Apr2018, 12:15 16.2 DA-1 Pond 0.1002 159.8 02Apr2018, 12:22 23.8 DA-2 0.0477 168.7 02Apr2018, 12:09 12.7 DA-2a 0.0415 128.8 02Apr2018, 12:11 10.8 DA-2B 0.0202 53.3 02Apr2018, 12:16 5.2 DA-3 0.0819 181.9 02Apr2018, 12:16 17.4 DA-3A 0.2154 661 02Apr2018, 12:12 58.5 DA-3B 0.1709 457.4 02Apr2018, 12:13 40.2 DA-3 POND 0.0819 46.2 02Apr2018, 12:50 17.4 DA-4 0.0202 75.6 02Apr2018, 12:07 5.1 Diversion-1 0.2981 127.3 02Apr2018, 12:16 39 J-Y 0.0477 51.8 02Apr2018, 13:29 41 J-0 0.9933 1622.2 02Apr2018, 12:20 238.5 J-1 0.8959 1481.8 02Apr2018, 12:16 217.2 J-1a 0.3873 263.7 02Apr2018, 12:12 90.8 J-1b 0.4884 1172 02Apr2018, 12:16 121.2 J-2 0.2981 517.5 02Apr2018, 12:16 67.8 J-3 0.2232 344.3 02Apr2018, 12:13 51.6 J-3A 0.3175 754.9 02Apr2018, 12:12 81.1 J-4 0.1746 345.1 02Apr2018, 12:14 42 J-5 0.1002 159.8 02Apr2018, 12:22 23.8 J-6 0.1021 96.4 02Apr2018, 12:08 22.5 J-7 0.0202 75.6 02Apr2018, 12:07 5.1 Rayzor Lake 0.0477 51.8 02Apr2018, 13:29 41 R-1 0.8959 1454 02Apr2018, 12:21 217.3 R-3 0.2232 341.1 02Apr2018, 12:17 51.6 R-3A 0.3175 743.2 02Apr2018, 12:17 81 R-4 0.1746 266.8 02Apr2018, 12:26 42 R-5 0.1002 159.8 02Apr2018, 12:24 23.8 R-6 0.1021 96.4 02Apr2018, 12:13 22.5 R-7 0.0202 75.6 02Apr2018, 12:08 5.1 10-Year Post-Project (Offsite Existing) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) Culvert Outfall 0.2981 141.8 02Apr2018, 12:16 47.4 DA-0 0.0974 339.6 02Apr2018, 12:11 27.4 DA-1 0.1002 366.5 02Apr2018, 12:11 30.4 DA-1a 0.0744 263.6 02Apr2018, 12:12 23.1 DA-1B 0.0486 166 02Apr2018, 12:09 12.6 DA-1C 0.0749 221.7 02Apr2018, 12:15 21 DA-1 Pond 0.1002 182.1 02Apr2018, 12:23 30.4 DA-2 0.0477 202.6 02Apr2018, 12:09 15.9 DA-2a 0.0415 155.5 02Apr2018, 12:11 13.5 DA-2B 0.0202 64.3 02Apr2018, 12:15 6.6 DA-3 0.0819 228 02Apr2018, 12:16 22.6 DA-3A 0.2154 791.7 02Apr2018, 12:12 73 DA-3B 0.1709 561.7 02Apr2018, 12:13 51.4 DA-3 POND 0.0819 57.7 02Apr2018, 12:50 22.6 DA-4 0.0202 91.4 02Apr2018, 12:07 6.5 Diversion-1 0.2981 141.8 02Apr2018, 12:16 47.4 J-Y 0.0477 57.3 02Apr2018, 13:42 55.1 J-0 0.9933 1985.6 02Apr2018, 12:19 303.6 J-1 0.8959 1805.4 02Apr2018, 12:16 276 J-1a 0.3873 334.7 02Apr2018, 12:13 116 J-1b 0.4884 1420.6 02Apr2018, 12:16 153.4 J-2 0.2981 618.4 02Apr2018, 12:16 87.1 J-3 0.2232 402.2 02Apr2018, 12:13 66.1 J-3A 0.3175 906.3 02Apr2018, 12:12 102.1 J-4 0.1746 413 02Apr2018, 12:13 53.5 J-5 0.1002 182.1 02Apr2018, 12:23 30.4 J-6 0.1021 117.3 02Apr2018, 12:08 29.1 J-7 0.0202 91.4 02Apr2018, 12:07 6.5 Rayzor Lake 0.0477 57.3 02Apr2018, 13:42 55.1 R-1 0.8959 1769.1 02Apr2018, 12:20 276.1 R-3 0.2232 398.5 02Apr2018, 12:17 66.1 R-3A 0.3175 892.7 02Apr2018, 12:17 102.1 R-4 0.1746 306.9 02Apr2018, 12:26 53.5 R-5 0.1002 182.1 02Apr2018, 12:25 30.4 R-6 0.1021 117.3 02Apr2018, 12:13 29.1 R-7 0.0202 91.4 02Apr2018, 12:08 6.5 25-Year Post-Project (Offsite Existing) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) Culvert Outfall 0.2981 148.4 02Apr2018, 12:16 53.3 DA-0 0.0974 388.3 02Apr2018, 12:10 32.3 DA-1 0.1002 415.2 02Apr2018, 12:11 35.5 DA-1a 0.0744 297.9 02Apr2018, 12:12 26.9 DA-1B 0.0486 192 02Apr2018, 12:09 14.9 DA-1C 0.0749 253.7 02Apr2018, 12:15 24.7 DA-1 Pond 0.1002 199 02Apr2018, 12:24 35.5 DA-2 0.0477 227.2 02Apr2018, 12:09 18.3 DA-2a 0.0415 174.8 02Apr2018, 12:11 15.7 DA-2B 0.0202 72.3 02Apr2018, 12:15 7.6 DA-3 0.0819 261.5 02Apr2018, 12:16 26.7 DA-3A 0.2154 886.6 02Apr2018, 12:12 84.1 DA-3B 0.1709 637.3 02Apr2018, 12:13 60 DA-3 POND 0.0819 66.7 02Apr2018, 12:50 26.7 DA-4 0.0202 102.9 02Apr2018, 12:07 7.5 Diversion-1 0.2981 148.4 02Apr2018, 12:16 53.3 J-Y 0.0477 61.2 02Apr2018, 13:51 66.6 J-0 0.9933 2260.3 02Apr2018, 12:18 354 J-1 0.8959 2018.7 02Apr2018, 12:16 321.4 J-1a 0.3873 365.1 02Apr2018, 12:12 135.5 J-1b 0.4884 1601 02Apr2018, 12:16 178.3 J-2 0.2981 665.9 02Apr2018, 12:16 102.1 J-3 0.2232 445.3 02Apr2018, 12:13 77.3 J-3A 0.3175 1016.4 02Apr2018, 12:12 118.3 J-4 0.1746 457.6 02Apr2018, 12:13 62.4 J-5 0.1002 199 02Apr2018, 12:24 35.5 J-6 0.1021 132.8 02Apr2018, 12:08 34.2 J-7 0.0202 102.9 02Apr2018, 12:07 7.5 Rayzor Lake 0.0477 61.2 02Apr2018, 13:51 66.6 R-1 0.8959 1996 02Apr2018, 12:19 321.7 R-3 0.2232 426.3 02Apr2018, 12:24 77.3 R-3A 0.3175 1000.7 02Apr2018, 12:17 118.3 R-4 0.1746 336.5 02Apr2018, 12:27 62.4 R-5 0.1002 199 02Apr2018, 12:26 35.5 R-6 0.1021 132.8 02Apr2018, 12:13 34.2 R-7 0.0202 102.9 02Apr2018, 12:08 7.5 50-Year Post-Project (Offsite Existing) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) Culvert Outfall 0.2981 155 02Apr2018, 12:17 59.3 DA-0 0.0974 436.5 02Apr2018, 12:10 37.5 DA-1 0.1002 463 02Apr2018, 12:11 40.9 DA-1a 0.0744 331.6 02Apr2018, 12:12 30.9 DA-1B 0.0486 217.8 02Apr2018, 12:09 17.5 DA-1C 0.0749 285.3 02Apr2018, 12:15 28.7 DA-1 Pond 0.1002 212.6 02Apr2018, 12:24 40.9 DA-2 0.0477 251.4 02Apr2018, 12:09 20.9 DA-2a 0.0415 193.7 02Apr2018, 12:11 17.9 DA-2B 0.0202 80.2 02Apr2018, 12:15 8.7 DA-3 0.0819 294.7 02Apr2018, 12:16 31 DA-3A 0.2154 980 02Apr2018, 12:12 95.9 DA-3B 0.1709 711.9 02Apr2018, 12:13 69.2 DA-3 POND 0.0819 90.3 02Apr2018, 12:45 31 DA-4 0.0202 114.2 02Apr2018, 12:07 8.6 Diversion-1 0.2981 155 02Apr2018, 12:17 59.3 J-Y 0.0477 65 02Apr2018, 14:00 79 J-0 0.9933 2506.8 02Apr2018, 12:18 407.5 J-1 0.8959 2230.1 02Apr2018, 12:16 369.7 J-1a 0.3873 391.4 02Apr2018, 12:12 156.3 J-1b 0.4884 1779.5 02Apr2018, 12:16 204.7 J-2 0.2981 719.5 02Apr2018, 12:17 118 J-3 0.2232 488.7 02Apr2018, 12:13 89.3 J-3A 0.3175 1125.2 02Apr2018, 12:12 135.6 J-4 0.1746 502.2 02Apr2018, 12:13 71.8 J-5 0.1002 212.6 02Apr2018, 12:24 40.9 J-6 0.1021 148.5 02Apr2018, 12:08 39.7 J-7 0.0202 114.2 02Apr2018, 12:07 8.6 Rayzor Lake 0.0477 65 02Apr2018, 14:00 79 R-1 0.8959 2206.1 02Apr2018, 12:19 370 R-3 0.2232 461.3 02Apr2018, 12:25 89.3 R-3A 0.3175 1107.9 02Apr2018, 12:17 135.5 R-4 0.1746 365.5 02Apr2018, 12:27 71.8 R-5 0.1002 212.6 02Apr2018, 12:26 40.9 R-6 0.1021 148.5 02Apr2018, 12:13 39.7 R-7 0.0202 114.2 02Apr2018, 12:08 8.6 100-Year Post-Project (Offsite Existing) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) Culvert Outfall 0.2981 171.3 02Apr2018, 12:18 74 DA-0 0.0974 550.2 02Apr2018, 12:10 51.4 DA-1 0.1002 575.6 02Apr2018, 12:11 55.3 DA-1a 0.0744 411 02Apr2018, 12:12 41.6 DA-1B 0.0486 278.9 02Apr2018, 12:09 24.3 DA-1C 0.0749 360.4 02Apr2018, 12:15 39.4 DA-1 Pond 0.1002 246.9 02Apr2018, 12:26 55.3 DA-2 0.0477 308.4 02Apr2018, 12:08 27.9 DA-2a 0.0415 238.5 02Apr2018, 12:11 23.9 DA-2B 0.0202 99 02Apr2018, 12:15 11.6 DA-3 0.0819 373.8 02Apr2018, 12:16 42.7 DA-3A 0.2154 1200.8 02Apr2018, 12:12 127.2 DA-3B 0.1709 887.9 02Apr2018, 12:13 93.8 DA-3 POND 0.0819 185.5 02Apr2018, 12:34 42.7 DA-4 0.0202 140.7 02Apr2018, 12:07 11.5 Diversion-1 0.2981 171.3 02Apr2018, 12:18 74 J-Y 0.0477 73.2 02Apr2018, 14:28 113.7 J-0 0.9933 3083.5 02Apr2018, 12:18 550 J-1 0.8959 2737 02Apr2018, 12:15 498.4 J-1a 0.3873 455 02Apr2018, 12:12 211.6 J-1b 0.4884 2203.4 02Apr2018, 12:16 275.1 J-2 0.2981 861.2 02Apr2018, 12:18 160.7 J-3 0.2232 595.5 02Apr2018, 12:13 121.3 J-3A 0.3175 1384.4 02Apr2018, 12:12 181.4 J-4 0.1746 609.1 02Apr2018, 12:13 97 J-5 0.1002 246.9 02Apr2018, 12:26 55.3 J-6 0.1021 211.3 02Apr2018, 12:33 54.2 J-7 0.0202 140.7 02Apr2018, 12:07 11.5 Rayzor Lake 0.0477 73.2 02Apr2018, 14:28 113.7 R-1 0.8959 2699.8 02Apr2018, 12:19 498.6 R-3 0.2232 545.5 02Apr2018, 12:25 121.3 R-3A 0.3175 1362.6 02Apr2018, 12:17 181.4 R-4 0.1746 410.2 02Apr2018, 12:29 97 R-5 0.1002 246.9 02Apr2018, 12:28 55.3 R-6 0.1021 211.3 02Apr2018, 12:38 54.2 R-7 0.0202 140.7 02Apr2018, 12:08 11.5 500-Year Pre-Project (Offsite Existing) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) DA-0 0.0974 133.9 02Apr2018, 12:11 9.5 DA-1 0.1002 157.7 02Apr2018, 12:11 11.4 DA-1a 0.0744 116.2 02Apr2018, 12:12 8.8 DA-1B 0.0486 59 02Apr2018, 12:10 4 DA-1C 0.0749 86.5 02Apr2018, 12:15 7.3 DA-1 Pond 0.1002 96.9 02Apr2018, 12:21 11.4 DA-2 0.0462 56.2 02Apr2018, 12:13 4.3 DA-2a 0.0514 76.9 02Apr2018, 12:12 5.7 DA-2B 0.0118 10.7 02Apr2018, 12:17 0.9 DA-3 0.0819 87.3 02Apr2018, 12:17 7.7 DA-3A 0.2154 384.2 02Apr2018, 12:12 30.6 DA-3B 0.1709 238.1 02Apr2018, 12:14 19 DA-3 POND 0.0819 24.8 02Apr2018, 12:48 7.7 DA-4 0.0202 41.9 02Apr2018, 12:07 2.6 J-X 0.3443 339.9 02Apr2018, 12:17 35.8 J-Y 0.3443 177.7 02Apr2018, 12:42 39.1 J-0 0.9933 836.6 02Apr2018, 12:22 115.7 J-1 0.8959 782.4 02Apr2018, 12:17 105.8 J-1a 0.3957 192.2 02Apr2018, 12:42 45 J-1b 0.4884 651.8 02Apr2018, 12:17 59.9 J-2 0.2981 290.6 02Apr2018, 12:19 31.5 J-3 0.2232 212.4 02Apr2018, 12:18 24.2 J-3A 0.3175 435.3 02Apr2018, 12:12 40.8 J-4 0.1746 195.8 02Apr2018, 12:14 20.2 J-5 0.1002 96.9 02Apr2018, 12:21 11.4 J-6 0.1021 52.9 02Apr2018, 12:09 10.3 J-7 0.0202 41.9 02Apr2018, 12:07 2.6 Rayzor Lake 0.3443 177.7 02Apr2018, 12:42 39.1 R-Y 0.3443 177.6 02Apr2018, 12:45 39.3 R-1 0.8959 762.2 02Apr2018, 12:23 106.2 R-3 0.2232 210.5 02Apr2018, 12:21 24.2 R-3A 0.3175 429.9 02Apr2018, 12:18 40.8 R-4 0.1746 176.3 02Apr2018, 12:21 20.2 R-5 0.1002 96.9 02Apr2018, 12:23 11.4 R-6 0.1021 52.9 02Apr2018, 12:14 10.3 R-7 0.0202 41.9 02Apr2018, 12:08 2.6 1-Year Pre-Project (Offsite Existing) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) DA-0 0.0974 272.7 02Apr2018, 12:11 21.2 DA-1 0.1002 299.4 02Apr2018, 12:11 23.8 DA-1a 0.0744 216.3 02Apr2018, 12:12 18.2 DA-1B 0.0486 130.6 02Apr2018, 12:10 9.5 DA-1C 0.0749 177.7 02Apr2018, 12:15 16.2 DA-1 Pond 0.1002 159.8 02Apr2018, 12:22 23.8 DA-2 0.0462 117.5 02Apr2018, 12:12 9.7 DA-2a 0.0514 148.3 02Apr2018, 12:11 12 DA-2B 0.0118 24.2 02Apr2018, 12:16 2.3 DA-3 0.0819 181.9 02Apr2018, 12:16 17.4 DA-3A 0.2154 661 02Apr2018, 12:12 58.5 DA-3B 0.1709 457.4 02Apr2018, 12:13 40.2 DA-3 POND 0.0819 46.2 02Apr2018, 12:50 17.4 DA-4 0.0202 75.6 02Apr2018, 12:07 5.1 J-X 0.3443 629.9 02Apr2018, 12:15 77.5 J-Y 0.3443 397.5 02Apr2018, 12:36 80.8 J-0 0.9933 1677.7 02Apr2018, 12:21 238 J-1 0.8959 1547.7 02Apr2018, 12:17 216.5 J-1a 0.3957 435.8 02Apr2018, 12:34 93 J-1b 0.4884 1172 02Apr2018, 12:16 121.2 J-2 0.2981 517.5 02Apr2018, 12:16 67.8 J-3 0.2232 344.3 02Apr2018, 12:13 51.6 J-3A 0.3175 754.9 02Apr2018, 12:12 81.1 J-4 0.1746 345.1 02Apr2018, 12:14 42 J-5 0.1002 159.8 02Apr2018, 12:22 23.8 J-6 0.1021 96.4 02Apr2018, 12:08 22.5 J-7 0.0202 75.6 02Apr2018, 12:07 5.1 Rayzor Lake 0.3443 397.5 02Apr2018, 12:36 80.8 R-Y 0.3443 397.3 02Apr2018, 12:38 81 R-1 0.8959 1518 02Apr2018, 12:21 216.8 R-3 0.2232 341.1 02Apr2018, 12:17 51.6 R-3A 0.3175 743.2 02Apr2018, 12:17 81 R-4 0.1746 266.8 02Apr2018, 12:26 42 R-5 0.1002 159.8 02Apr2018, 12:24 23.8 R-6 0.1021 96.4 02Apr2018, 12:13 22.5 R-7 0.0202 75.6 02Apr2018, 12:08 5.1 10-Year Pre-Project (Offsite Existing) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) DA-0 0.0974 339.6 02Apr2018, 12:11 27.4 DA-1 0.1002 366.5 02Apr2018, 12:11 30.4 DA-1a 0.0744 263.6 02Apr2018, 12:12 23.1 DA-1B 0.0486 166 02Apr2018, 12:09 12.6 DA-1C 0.0749 221.7 02Apr2018, 12:15 21 DA-1 Pond 0.1002 182.1 02Apr2018, 12:23 30.4 DA-2 0.0462 147.4 02Apr2018, 12:12 12.7 DA-2a 0.0514 182.3 02Apr2018, 12:11 15.4 DA-2B 0.0118 31 02Apr2018, 12:16 3 DA-3 0.0819 228 02Apr2018, 12:16 22.6 DA-3A 0.2154 791.7 02Apr2018, 12:12 73 DA-3B 0.1709 561.7 02Apr2018, 12:13 51.4 DA-3 POND 0.0819 57.7 02Apr2018, 12:50 22.6 DA-4 0.0202 91.4 02Apr2018, 12:07 6.5 J-X 0.3443 759.2 02Apr2018, 12:15 99.8 J-Y 0.3443 499.8 02Apr2018, 12:33 103.1 J-0 0.9933 2112.9 02Apr2018, 12:20 302.9 J-1 0.8959 1920.9 02Apr2018, 12:17 275 J-1a 0.3957 553.5 02Apr2018, 12:31 118.6 J-1b 0.4884 1420.6 02Apr2018, 12:16 153.4 J-2 0.2981 618.4 02Apr2018, 12:16 87.1 J-3 0.2232 402.2 02Apr2018, 12:13 66.1 J-3A 0.3175 906.3 02Apr2018, 12:12 102.1 J-4 0.1746 413 02Apr2018, 12:13 53.5 J-5 0.1002 182.1 02Apr2018, 12:23 30.4 J-6 0.1021 117.3 02Apr2018, 12:08 29.1 J-7 0.0202 91.4 02Apr2018, 12:07 6.5 Rayzor Lake 0.3443 499.8 02Apr2018, 12:33 103.1 R-Y 0.3443 499.6 02Apr2018, 12:35 103.2 R-1 0.8959 1901.6 02Apr2018, 12:20 275.5 R-3 0.2232 398.5 02Apr2018, 12:17 66.1 R-3A 0.3175 892.7 02Apr2018, 12:17 102.1 R-4 0.1746 306.9 02Apr2018, 12:26 53.5 R-5 0.1002 182.1 02Apr2018, 12:25 30.4 R-6 0.1021 117.3 02Apr2018, 12:13 29.1 R-7 0.0202 91.4 02Apr2018, 12:08 6.5 25-Year Pre-Project (Offsite Existing) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) DA-0 0.0974 388.3 02Apr2018, 12:10 32.3 DA-1 0.1002 415.2 02Apr2018, 12:11 35.5 DA-1a 0.0744 297.9 02Apr2018, 12:12 26.9 DA-1B 0.0486 192 02Apr2018, 12:09 14.9 DA-1C 0.0749 253.7 02Apr2018, 12:15 24.7 DA-1 Pond 0.1002 199 02Apr2018, 12:24 35.5 DA-2 0.0462 169.2 02Apr2018, 12:12 15 DA-2a 0.0514 206.9 02Apr2018, 12:11 18 DA-2B 0.0118 35.9 02Apr2018, 12:16 3.6 DA-3 0.0819 261.5 02Apr2018, 12:16 26.7 DA-3A 0.2154 886.6 02Apr2018, 12:12 84.1 DA-3B 0.1709 637.3 02Apr2018, 12:13 60 DA-3 POND 0.0819 66.7 02Apr2018, 12:50 26.7 DA-4 0.0202 102.9 02Apr2018, 12:07 7.5 J-X 0.3443 827 02Apr2018, 12:14 117 J-Y 0.3443 576.5 02Apr2018, 12:33 120.4 J-0 0.9933 2416.8 02Apr2018, 12:19 353.1 J-1 0.8959 2188.6 02Apr2018, 12:17 320.3 J-1a 0.3957 636.7 02Apr2018, 12:31 138.5 J-1b 0.4884 1601 02Apr2018, 12:16 178.3 J-2 0.2981 665.9 02Apr2018, 12:16 102.1 J-3 0.2232 445.3 02Apr2018, 12:13 77.3 J-3A 0.3175 1016.4 02Apr2018, 12:12 118.3 J-4 0.1746 457.6 02Apr2018, 12:13 62.4 J-5 0.1002 199 02Apr2018, 12:24 35.5 J-6 0.1021 132.8 02Apr2018, 12:08 34.2 J-7 0.0202 102.9 02Apr2018, 12:07 7.5 Rayzor Lake 0.3443 576.5 02Apr2018, 12:33 120.4 R-Y 0.3443 576.3 02Apr2018, 12:36 120.5 R-1 0.8959 2167.9 02Apr2018, 12:20 320.8 R-3 0.2232 426.3 02Apr2018, 12:24 77.3 R-3A 0.3175 1000.7 02Apr2018, 12:17 118.3 R-4 0.1746 336.5 02Apr2018, 12:27 62.4 R-5 0.1002 199 02Apr2018, 12:26 35.5 R-6 0.1021 132.8 02Apr2018, 12:13 34.2 R-7 0.0202 102.9 02Apr2018, 12:08 7.5 50-Year Pre-Project (Offsite Existing) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) DA-0 0.0974 436.5 02Apr2018, 12:10 37.5 DA-1 0.1002 463 02Apr2018, 12:11 40.9 DA-1a 0.0744 331.6 02Apr2018, 12:12 30.9 DA-1B 0.0486 217.8 02Apr2018, 12:09 17.5 DA-1C 0.0749 285.3 02Apr2018, 12:15 28.7 DA-1 Pond 0.1002 212.6 02Apr2018, 12:24 40.9 DA-2 0.0462 190.7 02Apr2018, 12:12 17.4 DA-2a 0.0514 231.1 02Apr2018, 12:11 20.8 DA-2B 0.0118 40.9 02Apr2018, 12:16 4.2 DA-3 0.0819 294.7 02Apr2018, 12:16 31 DA-3A 0.2154 980 02Apr2018, 12:12 95.9 DA-3B 0.1709 711.9 02Apr2018, 12:13 69.2 DA-3 POND 0.0819 90.3 02Apr2018, 12:45 31 DA-4 0.0202 114.2 02Apr2018, 12:07 8.6 J-X 0.3443 897.1 02Apr2018, 12:15 135.4 J-Y 0.3443 644.5 02Apr2018, 12:33 138.8 J-0 0.9933 2709.1 02Apr2018, 12:19 406.5 J-1 0.8959 2454.3 02Apr2018, 12:16 368.6 J-1a 0.3957 714.9 02Apr2018, 12:30 159.7 J-1b 0.4884 1779.5 02Apr2018, 12:16 204.7 J-2 0.2981 719.5 02Apr2018, 12:17 118 J-3 0.2232 488.7 02Apr2018, 12:13 89.3 J-3A 0.3175 1125.2 02Apr2018, 12:12 135.6 J-4 0.1746 502.2 02Apr2018, 12:13 71.8 J-5 0.1002 212.6 02Apr2018, 12:24 40.9 J-6 0.1021 148.5 02Apr2018, 12:08 39.7 J-7 0.0202 114.2 02Apr2018, 12:07 8.6 Rayzor Lake 0.3443 644.5 02Apr2018, 12:33 138.8 R-Y 0.3443 644.4 02Apr2018, 12:35 138.9 R-1 0.8959 2428 02Apr2018, 12:20 369 R-3 0.2232 461.3 02Apr2018, 12:25 89.3 R-3A 0.3175 1107.9 02Apr2018, 12:17 135.5 R-4 0.1746 365.5 02Apr2018, 12:27 71.8 R-5 0.1002 212.6 02Apr2018, 12:26 40.9 R-6 0.1021 148.5 02Apr2018, 12:13 39.7 R-7 0.0202 114.2 02Apr2018, 12:08 8.6 100-Year Pre-Project (Offsite Existing) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) DA-0 0.0974 550.2 02Apr2018, 12:10 51.4 DA-1 0.1002 575.6 02Apr2018, 12:11 55.3 DA-1a 0.0744 411 02Apr2018, 12:12 41.6 DA-1B 0.0486 278.9 02Apr2018, 12:09 24.3 DA-1C 0.0749 360.4 02Apr2018, 12:15 39.4 DA-1 Pond 0.1002 246.9 02Apr2018, 12:26 55.3 DA-2 0.0462 241.6 02Apr2018, 12:12 24 DA-2a 0.0514 288.2 02Apr2018, 12:11 28.1 DA-2B 0.0118 52.7 02Apr2018, 12:16 5.8 DA-3 0.0819 373.8 02Apr2018, 12:16 42.7 DA-3A 0.2154 1200.8 02Apr2018, 12:12 127.2 DA-3B 0.1709 887.9 02Apr2018, 12:13 93.8 DA-3 POND 0.0819 185.5 02Apr2018, 12:34 42.7 DA-4 0.0202 140.7 02Apr2018, 12:07 11.5 J-X 0.3443 1078.5 02Apr2018, 12:15 184.6 J-Y 0.3443 807.7 02Apr2018, 12:31 188 J-0 0.9933 3409.6 02Apr2018, 12:19 548.9 J-1 0.8959 3086.4 02Apr2018, 12:16 497.2 J-1a 0.3957 908 02Apr2018, 12:27 216.2 J-1b 0.4884 2203.4 02Apr2018, 12:16 275.1 J-2 0.2981 861.2 02Apr2018, 12:18 160.7 J-3 0.2232 595.5 02Apr2018, 12:13 121.3 J-3A 0.3175 1384.4 02Apr2018, 12:12 181.4 J-4 0.1746 609.1 02Apr2018, 12:13 97 J-5 0.1002 246.9 02Apr2018, 12:26 55.3 J-6 0.1021 211.3 02Apr2018, 12:33 54.2 J-7 0.0202 140.7 02Apr2018, 12:07 11.5 Rayzor Lake 0.3443 807.7 02Apr2018, 12:31 188 R-Y 0.3443 807.5 02Apr2018, 12:33 188.1 R-1 0.8959 3048.2 02Apr2018, 12:20 497.5 R-3 0.2232 545.5 02Apr2018, 12:25 121.3 R-3A 0.3175 1362.6 02Apr2018, 12:17 181.4 R-4 0.1746 410.2 02Apr2018, 12:29 97 R-5 0.1002 246.9 02Apr2018, 12:28 55.3 R-6 0.1021 211.3 02Apr2018, 12:38 54.2 R-7 0.0202 140.7 02Apr2018, 12:08 11.5 500-Year Pre-Project (Offsite Fully Developed) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) DA-0 0.0974 562.2 02Apr2018, 12:07 43.7 DA-1 0.1002 487.4 02Apr2018, 12:10 45.8 DA-1a 0.0744 331.6 02Apr2018, 12:12 30.9 DA-1B 0.0486 247.4 02Apr2018, 12:09 21.2 DA-1C 0.0749 412.4 02Apr2018, 12:08 32.6 DA-1 Pond 0.1002 220.1 02Apr2018, 12:25 45.8 DA-2 0.0462 190.7 02Apr2018, 12:12 17.4 DA-2a 0.0514 240.6 02Apr2018, 12:11 22.3 DA-2B 0.0118 40.9 02Apr2018, 12:16 4.2 DA-3 0.0819 318.8 02Apr2018, 12:16 35.1 DA-3A 0.2154 980 02Apr2018, 12:12 95.9 DA-3B 0.1709 733.3 02Apr2018, 12:13 72.9 DA-3 POND 0.0819 113.3 02Apr2018, 12:41 35.1 DA-4 0.0202 114.2 02Apr2018, 12:07 8.6 J-X 0.3443 984.3 02Apr2018, 12:09 147.9 J-Y 0.3443 663.4 02Apr2018, 12:28 151.2 J-0 0.9933 2791 02Apr2018, 12:19 434.5 J-1 0.8959 2602.7 02Apr2018, 12:16 390.3 J-1a 0.3957 773.3 02Apr2018, 12:21 173.7 J-1b 0.4884 1803.6 02Apr2018, 12:16 212.5 J-2 0.2981 812.9 02Apr2018, 12:08 130.5 J-3 0.2232 518.2 02Apr2018, 12:12 97.9 J-3A 0.3175 1130.5 02Apr2018, 12:12 139.6 J-4 0.1746 509.7 02Apr2018, 12:13 76.7 J-5 0.1002 220.1 02Apr2018, 12:25 45.8 J-6 0.1021 153.9 02Apr2018, 12:08 43.7 J-7 0.0202 114.2 02Apr2018, 12:07 8.6 Rayzor Lake 0.3443 663.4 02Apr2018, 12:28 151.2 R-Y 0.3443 663.2 02Apr2018, 12:30 151.4 R-1 0.8959 2569.2 02Apr2018, 12:20 390.8 R-3 0.2232 481.8 02Apr2018, 12:25 97.9 R-3A 0.3175 1113.6 02Apr2018, 12:17 139.6 R-4 0.1746 371.6 02Apr2018, 12:27 76.7 R-5 0.1002 220.1 02Apr2018, 12:27 45.8 R-6 0.1021 153.9 02Apr2018, 12:13 43.7 R-7 0.0202 114.2 02Apr2018, 12:08 8.6 100-Year Pre-Project (Offsite Fully Developed) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) DA-0 0.0974 454.9 02Apr2018, 12:07 33.3 DA-1 0.1002 395.7 02Apr2018, 12:11 35.1 DA-1a 0.0744 263.6 02Apr2018, 12:12 23.1 DA-1B 0.0486 199 02Apr2018, 12:09 16 DA-1C 0.0749 331.7 02Apr2018, 12:08 24.6 DA-1 Pond 0.1002 192.9 02Apr2018, 12:23 35.1 DA-2 0.0462 147.4 02Apr2018, 12:12 12.7 DA-2a 0.0514 193.4 02Apr2018, 12:11 16.9 DA-2B 0.0118 31 02Apr2018, 12:16 3 DA-3 0.0819 255.2 02Apr2018, 12:16 26.4 DA-3A 0.2154 791.7 02Apr2018, 12:12 73 DA-3B 0.1709 586.6 02Apr2018, 12:13 54.8 DA-3 POND 0.0819 65.7 02Apr2018, 12:49 26.4 DA-4 0.0202 91.4 02Apr2018, 12:07 6.5 J-X 0.3443 838.6 02Apr2018, 12:10 111.6 J-Y 0.3443 535.2 02Apr2018, 12:29 114.9 J-0 0.9933 2214.8 02Apr2018, 12:19 329.4 J-1 0.8959 2063.9 02Apr2018, 12:16 295.6 J-1a 0.3957 611.5 02Apr2018, 12:23 131.9 J-1b 0.4884 1447.8 02Apr2018, 12:16 160.7 J-2 0.2981 696.4 02Apr2018, 12:10 98.9 J-3 0.2232 435.4 02Apr2018, 12:12 74.2 J-3A 0.3175 911.1 02Apr2018, 12:12 105.9 J-4 0.1746 421.1 02Apr2018, 12:13 58.2 J-5 0.1002 192.9 02Apr2018, 12:23 35.1 J-6 0.1021 122.1 02Apr2018, 12:08 32.9 J-7 0.0202 91.4 02Apr2018, 12:07 6.5 Rayzor Lake 0.3443 535.2 02Apr2018, 12:29 114.9 R-Y 0.3443 535 02Apr2018, 12:31 115 R-1 0.8959 2042.1 02Apr2018, 12:20 296 R-3 0.2232 416.2 02Apr2018, 12:21 74.2 R-3A 0.3175 896.8 02Apr2018, 12:17 105.9 R-4 0.1746 314.7 02Apr2018, 12:27 58.2 R-5 0.1002 192.9 02Apr2018, 12:25 35.1 R-6 0.1021 122.1 02Apr2018, 12:13 32.9 R-7 0.0202 91.4 02Apr2018, 12:08 6.5 25-Year Pre-Project (Offsite Fully Developed) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) DA-0 0.0974 223.1 02Apr2018, 12:07 14.1 DA-1 0.1002 198.3 02Apr2018, 12:11 15.2 DA-1a 0.0744 116.2 02Apr2018, 12:12 8.8 DA-1B 0.0486 94 02Apr2018, 12:09 6.5 DA-1C 0.0749 156.5 02Apr2018, 12:08 10 DA-1 Pond 0.1002 116.7 02Apr2018, 12:21 15.2 DA-2 0.0462 56.2 02Apr2018, 12:13 4.3 DA-2a 0.0514 90.8 02Apr2018, 12:11 6.8 DA-2B 0.0118 10.7 02Apr2018, 12:17 0.9 DA-3 0.0819 117.3 02Apr2018, 12:16 10.5 DA-3A 0.2154 384.2 02Apr2018, 12:12 30.6 DA-3B 0.1709 268.1 02Apr2018, 12:13 21.7 DA-3 POND 0.0819 31.5 02Apr2018, 12:47 10.5 DA-4 0.0202 41.9 02Apr2018, 12:07 2.6 J-X 0.3443 400.2 02Apr2018, 12:12 44.9 J-Y 0.3443 228.1 02Apr2018, 12:37 48.2 J-0 0.9933 943.6 02Apr2018, 12:22 136 J-1 0.8959 896.8 02Apr2018, 12:17 121.5 J-1a 0.3957 249.9 02Apr2018, 12:35 55.2 J-1b 0.4884 682.3 02Apr2018, 12:17 65.3 J-2 0.2981 344.3 02Apr2018, 12:12 40.6 J-3 0.2232 249.6 02Apr2018, 12:16 30.6 J-3A 0.3175 439.7 02Apr2018, 12:12 43.6 J-4 0.1746 213.9 02Apr2018, 12:15 24 J-5 0.1002 116.7 02Apr2018, 12:21 15.2 J-6 0.1021 57.2 02Apr2018, 12:09 13.1 J-7 0.0202 41.9 02Apr2018, 12:07 2.6 Rayzor Lake 0.3443 228.1 02Apr2018, 12:37 48.2 R-Y 0.3443 228 02Apr2018, 12:40 48.4 R-1 0.8959 874.6 02Apr2018, 12:23 121.9 R-3 0.2232 247.6 02Apr2018, 12:19 30.6 R-3A 0.3175 434.3 02Apr2018, 12:18 43.6 R-4 0.1746 194.2 02Apr2018, 12:21 24 R-5 0.1002 116.7 02Apr2018, 12:23 15.2 R-6 0.1021 57.2 02Apr2018, 12:14 13.1 R-7 0.0202 41.9 02Apr2018, 12:08 2.6 1-Year Post-Project (Offsite Fully Developed) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) Culvert Outfall 0.2981 165.8 02Apr2018, 12:08 65.8 DA-0 0.0974 562.2 02Apr2018, 12:07 43.7 DA-1 0.1002 487.4 02Apr2018, 12:10 45.8 DA-1a 0.0744 331.6 02Apr2018, 12:12 30.9 DA-1B 0.0486 247.4 02Apr2018, 12:09 21.2 DA-1C 0.0749 412.4 02Apr2018, 12:08 32.6 DA-1 Pond 0.1002 220.1 02Apr2018, 12:25 45.8 DA-2 0.0477 251.4 02Apr2018, 12:09 20.9 DA-2a 0.0415 193.7 02Apr2018, 12:11 17.9 DA-2B 0.0202 80.2 02Apr2018, 12:15 8.7 DA-3 0.0819 318.8 02Apr2018, 12:16 35.1 DA-3A 0.2154 980 02Apr2018, 12:12 95.9 DA-3B 0.1709 733.3 02Apr2018, 12:13 72.9 DA-3 POND 0.0819 113.3 02Apr2018, 12:41 35.1 DA-4 0.0202 114.2 02Apr2018, 12:07 8.6 Diversion-1 0.2981 165.8 02Apr2018, 12:08 65.8 J-Y 0.0477 66.7 02Apr2018, 14:01 85 J-0 0.9933 2464.3 02Apr2018, 12:18 433.8 J-1 0.8959 2256.9 02Apr2018, 12:15 389.9 J-1a 0.3873 405.9 02Apr2018, 12:11 168.7 J-1b 0.4884 1803.6 02Apr2018, 12:16 212.5 J-2 0.2981 812.9 02Apr2018, 12:08 130.5 J-3 0.2232 518.2 02Apr2018, 12:12 97.9 J-3A 0.3175 1130.5 02Apr2018, 12:12 139.6 J-4 0.1746 509.7 02Apr2018, 12:13 76.7 J-5 0.1002 220.1 02Apr2018, 12:25 45.8 J-6 0.1021 153.9 02Apr2018, 12:08 43.7 J-7 0.0202 114.2 02Apr2018, 12:07 8.6 Rayzor Lake 0.0477 66.7 02Apr2018, 14:01 85 R-1 0.8959 2227.8 02Apr2018, 12:19 390.1 R-3 0.2232 481.8 02Apr2018, 12:25 97.9 R-3A 0.3175 1113.6 02Apr2018, 12:17 139.6 R-4 0.1746 371.6 02Apr2018, 12:27 76.7 R-5 0.1002 220.1 02Apr2018, 12:27 45.8 R-6 0.1021 153.9 02Apr2018, 12:13 43.7 R-7 0.0202 114.2 02Apr2018, 12:08 8.6 100-Year Post-Project (Offsite Fully Developed) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) Culvert Outfall 0.2981 152.3 02Apr2018, 12:10 53.7 DA-0 0.0974 454.9 02Apr2018, 12:07 33.3 DA-1 0.1002 395.7 02Apr2018, 12:11 35.1 DA-1a 0.0744 263.6 02Apr2018, 12:12 23.1 DA-1B 0.0486 199 02Apr2018, 12:09 16 DA-1C 0.0749 331.7 02Apr2018, 12:08 24.6 DA-1 Pond 0.1002 192.9 02Apr2018, 12:23 35.1 DA-2 0.0477 202.6 02Apr2018, 12:09 15.9 DA-2a 0.0415 155.5 02Apr2018, 12:11 13.5 DA-2B 0.0202 64.3 02Apr2018, 12:15 6.6 DA-3 0.0819 255.2 02Apr2018, 12:16 26.4 DA-3A 0.2154 791.7 02Apr2018, 12:12 73 DA-3B 0.1709 586.6 02Apr2018, 12:13 54.8 DA-3 POND 0.0819 65.7 02Apr2018, 12:49 26.4 DA-4 0.0202 91.4 02Apr2018, 12:07 6.5 Diversion-1 0.2981 152.3 02Apr2018, 12:10 53.7 J-Y 0.0477 59.4 02Apr2018, 13:42 60.5 J-0 0.9933 1973.4 02Apr2018, 12:19 328.5 J-1 0.8959 1832.5 02Apr2018, 12:16 295 J-1a 0.3873 352.4 02Apr2018, 12:11 127.7 J-1b 0.4884 1447.8 02Apr2018, 12:16 160.7 J-2 0.2981 696.4 02Apr2018, 12:10 98.9 J-3 0.2232 435.4 02Apr2018, 12:12 74.2 J-3A 0.3175 911.1 02Apr2018, 12:12 105.9 J-4 0.1746 421.1 02Apr2018, 12:13 58.2 J-5 0.1002 192.9 02Apr2018, 12:23 35.1 J-6 0.1021 122.1 02Apr2018, 12:08 32.9 J-7 0.0202 91.4 02Apr2018, 12:07 6.5 Rayzor Lake 0.0477 59.4 02Apr2018, 13:42 60.5 R-1 0.8959 1798.3 02Apr2018, 12:20 295.1 R-3 0.2232 416.2 02Apr2018, 12:21 74.2 R-3A 0.3175 896.8 02Apr2018, 12:17 105.9 R-4 0.1746 314.7 02Apr2018, 12:27 58.2 R-5 0.1002 192.9 02Apr2018, 12:25 35.1 R-6 0.1021 122.1 02Apr2018, 12:13 32.9 R-7 0.0202 91.4 02Apr2018, 12:08 6.5 25-Year Post-Project (Offsite Fully Developed) HMS Output Hydrologic Element Drainage Area (SQ. MI.) Peak Discharge (CFS) Time of Peak Volume (AC-FT) Culvert Outfall 0.2981 101.3 02Apr2018, 12:12 26.1 DA-0 0.0974 223.1 02Apr2018, 12:07 14.1 DA-1 0.1002 198.3 02Apr2018, 12:11 15.2 DA-1a 0.0744 116.2 02Apr2018, 12:12 8.8 DA-1B 0.0486 94 02Apr2018, 12:09 6.5 DA-1C 0.0749 156.5 02Apr2018, 12:08 10 DA-1 Pond 0.1002 116.7 02Apr2018, 12:21 15.2 DA-2 0.0477 96.7 02Apr2018, 12:09 6.5 DA-2a 0.0415 72.4 02Apr2018, 12:11 5.4 DA-2B 0.0202 29.9 02Apr2018, 12:16 2.6 DA-3 0.0819 117.3 02Apr2018, 12:16 10.5 DA-3A 0.2154 384.2 02Apr2018, 12:12 30.6 DA-3B 0.1709 268.1 02Apr2018, 12:13 21.7 DA-3 POND 0.0819 31.5 02Apr2018, 12:47 10.5 DA-4 0.0202 41.9 02Apr2018, 12:07 2.6 Diversion-1 0.2981 101.3 02Apr2018, 12:12 26.1 J-Y 0.0477 41.5 02Apr2018, 13:07 20.6 J-0 0.9933 933.8 02Apr2018, 12:21 134.3 J-1 0.8959 882.7 02Apr2018, 12:16 120.2 J-1a 0.3873 180.9 02Apr2018, 12:12 52.2 J-1b 0.4884 682.3 02Apr2018, 12:17 65.3 J-2 0.2981 344.3 02Apr2018, 12:12 40.6 J-3 0.2232 249.6 02Apr2018, 12:16 30.6 J-3A 0.3175 439.7 02Apr2018, 12:12 43.6 J-4 0.1746 213.9 02Apr2018, 12:15 24 J-5 0.1002 116.7 02Apr2018, 12:21 15.2 J-6 0.1021 57.2 02Apr2018, 12:09 13.1 J-7 0.0202 41.9 02Apr2018, 12:07 2.6 Rayzor Lake 0.0477 41.5 02Apr2018, 13:07 20.6 R-1 0.8959 858 02Apr2018, 12:22 120.2 R-3 0.2232 247.6 02Apr2018, 12:19 30.6 R-3A 0.3175 434.3 02Apr2018, 12:18 43.6 R-4 0.1746 194.2 02Apr2018, 12:21 24 R-5 0.1002 116.7 02Apr2018, 12:23 15.2 R-6 0.1021 57.2 02Apr2018, 12:14 13.1 R-7 0.0202 41.9 02Apr2018, 12:08 2.6 1-Year Composite Outlet Structure Detailed Report: Existing Rayzor Lake Outfall Element Details Existing Rayzor Lake Outfall Label Notes Headwater Range User Defined Headwater Headwater Type ft0.50Increment (Headwater) ft652.00Minimum (Headwater) ft 670.00Maximum (Headwater) SpotElevation (ft) Tailwater Setup Free OutfallTailwater Type Tailwater Tolerances 30Maximum Iterations ft0.50Tailwater Tolerance (Maximum) ft0.01Headwater Tolerance (Minimum) ft³/s0.001Flow Tolerance (Minimum) ft0.50Headwater Tolerance (Maximum) ft³/s10.000Flow Tolerance (Maximum) ft0.01Tailwater Tolerance (Minimum) Outlet Structure WeirOutlet Structure Type Outlet Structure (IDs and Direction) Weir - 1Outlet ID Tailwater Downstream ID Forward and Reverse Flow Flow Direction Notes Outlet Structure (Advanced) ft0.00Elevation (On) ft 0.00Elevation (Off) Outlet Structure (Weir) Irregular WeirWeir (ft^0.5)/s 3.00Weir Coefficient FalseVary Coefficient with Depth Irregular Weir Cross-section Elevation (ft) Station (ft) 670.000.00 667.00100.00 Page 1 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Existing Rayzor Lake Outfall Irregular Weir Cross-section Elevation (ft) Station (ft) 664.00190.88 662.00231.80 651.00255.82 651.00261.59 664.00302.72 664.00782.46 665.00892.86 670.00931.00 Outlet Structure (Common) ft0.00Elevation Outlet Structure (Weir, Advanced) FalseUser Defined Table PondWaterSurfaceElevation(ft) 670.00 667.50 665.00 662.50 660.00 657.50 655.00 652.50 650.00 Flow (ft³/s) 40,000.0030,000.00 20,000.0010,000.000.00 Page 2 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Existing Rayzor Lake Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Weir - 1 (Irregular Weir) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Tailwater (Pond Outfall) Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.00(N/A)0.00651.00 0.00(N/A)22.98652.00 0.00(N/A)47.43652.50 0.00(N/A)81.04653.00 0.00(N/A)124.47653.50 0.00(N/A)178.36654.00 0.00(N/A)243.33654.50 0.00(N/A)319.98655.00 0.00(N/A)408.88655.50 0.00(N/A)510.60656.00 0.00(N/A)625.65656.50 0.00(N/A)754.56657.00 0.00(N/A)897.81657.50 0.00(N/A)1,055.90658.00 0.00(N/A)1,229.27658.50 0.00(N/A)1,418.40659.00 0.00(N/A)1,623.71659.50 0.00(N/A)1,845.63660.00 0.00(N/A)2,084.59660.50 0.00(N/A)2,340.99661.00 0.00(N/A)2,615.23661.50 0.00(N/A)2,907.70662.00 0.00(N/A)3,242.96662.50 0.00(N/A)3,609.39663.00 0.00(N/A)4,013.19663.50 0.00(N/A)4,459.00664.00 0.00(N/A)5,535.11664.50 0.00(N/A)7,162.56665.00 0.00(N/A)9,243.82665.50 0.00(N/A)11,680.31666.00 0.00(N/A)14,436.01666.50 0.00(N/A)17,488.89667.00 0.00(N/A)20,865.10667.50 0.00(N/A)24,515.84668.00 0.00(N/A)28,435.60668.50 0.00(N/A)32,619.47669.00 0.00(N/A)37,063.54669.50 0.00(N/A)41,764.78670.00 Computation Messages Composite Outlet Structure Detailed Report: Existing Rayzor Lake Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Weir - 1 (Irregular Weir) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Tailwater (Pond Outfall) Computation Messages E = Y min=651.00 Max.H=1.00; Max.Htw=free out;; W(ft) =11.12 Max.H=1.50; Max.Htw=free out;; W(ft) =13.79 Max.H=2.00; Max.Htw=free out;; W(ft) =16.46 Max.H=2.50; Max.Htw=free out;; W(ft) =19.14 Max.H=3.00; Max.Htw=free out;; W(ft) =21.81 Max.H=3.50; Max.Htw=free out;; W(ft) =24.49 Max.H=4.00; Max.Htw=free out;; W(ft) =27.16 Max.H=4.50; Max.Htw=free out;; W(ft) =29.83 Max.H=5.00; Max.Htw=free out;; W(ft) =32.51 Max.H=5.50; Max.Htw=free out;; W(ft) =35.18 Max.H=6.00; Max.Htw=free out;; W(ft) =37.85 Max.H=6.50; Max.Htw=free out;; W(ft) =40.53 Max.H=7.00; Max.Htw=free out;; W(ft) =43.20 Max.H=7.50; Max.Htw=free out;; W(ft) =45.88 Page 4 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Existing Rayzor Lake Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Weir - 1 (Irregular Weir) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Tailwater (Pond Outfall) Computation Messages Max.H=8.00; Max.Htw=free out;; W(ft) =48.55 Max.H=8.50; Max.Htw=free out;; W(ft) =51.22 Max.H=9.00; Max.Htw=free out;; W(ft) =53.90 Max.H=9.50; Max.Htw=free out;; W(ft) =56.57 Max.H=10.00; Max.Htw=free out;; W(ft) =59.24 Max.H=10.50; Max.Htw=free out;; W(ft) =61.92 Max.H=11.00; Max.Htw=free out;; W(ft) =64.59 Max.H=11.50; Max.Htw=free out;; W(ft) =76.40 Max.H=12.00; Max.Htw=free out;; W(ft) =88.22 Max.H=12.50; Max.Htw=free out;; W(ft) =100.03 Max.H=13.00; Max.Htw=free out;; W(ft) =111.84 Max.H=13.50; Max.Htw=free out;; W(ft) =661.93 Max.H=14.00; Max.Htw=free out;; W(ft) =732.27 Max.H=14.50; Max.Htw=free out;; W(ft) =751.23 Max.H=15.00; Max.Htw=free out;; W(ft) =770.19 Page 5 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Existing Rayzor Lake Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Weir - 1 (Irregular Weir) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Tailwater (Pond Outfall) Computation Messages Max.H=15.50; Max.Htw=free out;; W(ft) =789.16 Max.H=16.00; Max.Htw=free out;; W(ft) =808.12 Max.H=16.50; Max.Htw=free out;; W(ft) =828.60 Max.H=17.00; Max.Htw=free out;; W(ft) =849.08 Max.H=17.50; Max.Htw=free out;; W(ft) =869.56 Max.H=18.00; Max.Htw=free out;; W(ft) =890.04 Max.H=18.50; Max.Htw=free out;; W(ft) =910.52 Max.H=19.00; Max.Htw=free out;; W(ft) =931.00 Page 6 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Existing Rayzor Lake Outfall Composite Rating Table Tailwater Elevation = Free Outfall (Existing Rayzor Lake Outfall) Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.00(N/A)0.00651.00 0.00(N/A)22.98652.00 0.00(N/A)47.43652.50 0.00(N/A)81.04653.00 0.00(N/A)124.47653.50 0.00(N/A)178.36654.00 0.00(N/A)243.33654.50 0.00(N/A)319.98655.00 0.00(N/A)408.88655.50 0.00(N/A)510.60656.00 0.00(N/A)625.65656.50 0.00(N/A)754.56657.00 0.00(N/A)897.81657.50 0.00(N/A)1,055.90658.00 0.00(N/A)1,229.27658 .50 0.00(N/A)1,418.40659.00 0.00(N/A)1,623.71659.50 0.00(N/A)1,845.63660.00 0.00(N/A)2,084.59660.50 0.00(N/A)2,340.99661.00 0.00(N/A)2,615.23661.50 0.00(N/A)2,907.70662.00 0.00(N/A)3,242.96662.50 0.00(N/A)3,609.39663.00 0.00(N/A)4,013.19663.50 0.00(N/A)4,459.00664.00 0.00(N/A)5,535.11664.50 0.00(N/A)7,162.56665.00 0.00(N/A)9,243.82665.50 0.00(N/A)11,680.31666.00 0.00(N/A)14,436.01666.50 0.00(N/A)17,488.89667.00 0.00(N/A)20,865.10667.50 0.00(N/A)24,515.84668.00 0.00(N/A)28,435.60668.50 0.00(N/A)32,619.47669.00 0.00(N/A)37,063.54669.50 0.00(N/A)41,764.78670.00 Contributing Structures Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Page 7 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Existing Rayzor Lake Outfall Composite Rating Table Tailwater Elevation = Free Outfall (Existing Rayzor Lake Outfall) Contributing Structures Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Page 8 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Existing Rayzor Lake Outfall Rating Curve PondWaterSurfaceElevation(ft) 670.00 667.50 665.00 662.50 660.00 657.50 655.00 652.50 650.00 Flow (ft³/s) 40,000.0030,000.0020,000.0010,000.000.00 Page 9 of 927 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Proposed Lateral Weir Element Details Proposed Lateral Weir Label Notes Headwater Range User Defined Headwater Headwater Type ft0.10Increment (Headwater) ft661.06Minimum (Headwater) ft 667.00Maximum (Headwater) SpotElevation (ft) Tailwater Setup Free OutfallTailwater Type Tailwater Tolerances 30Maximum Iterations ft0.50Tailwater Tolerance (Maximum) ft0.01Headwater Tolerance (Minimum) ft³/s0.001Flow Tolerance (Minimum) ft0.50Headwater Tolerance (Maximum) ft³/s10.000Flow Tolerance (Maximum) ft0.01Tailwater Tolerance (Minimum) Outlet Structure WeirOutlet Structure Type Outlet Structure (IDs and Direction) Weir - 1Outlet ID Tailwater Downstream ID Forward and Reverse Flow Flow Direction Notes Outlet Structure (Advanced) ft0.00Elevation (On) ft 0.00Elevation (Off) Outlet Structure (Weir) Irregular WeirWeir (ft^0.5)/s 3.10Weir Coefficient FalseVary Coefficient with Depth Irregular Weir Cross-section Elevation (ft) Station (ft) 667.000.00 661.477.85 661.478.00 661.4711.47 661.4711.62 Page 1 of 1327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Proposed Lateral Weir Irregular Weir Cross-section Elevation (ft) Station (ft) 661.4715.18 661.4719.08 661.4719.18 661.4726.64 661.4726.81 661.4734.19 661.3634.42 661.2541.76 661.2542.02 661.2549.32 661.2556.60 661.2556.88 661.2564.18 661.2564.44 661.2571.77 661.2572.00 661.2579.38 661.2479.55 661.2387.00 661.2187.10 661.2090.77 661.1795.12 661.1297.21 661.09102.73 661.06109.74 663.74111.58 665.20113.77 667.00120.97 Outlet Structure (Common) ft0.00Elevation Outlet Structure (Weir, Advanced) FalseUser Defined Table Page 2 of 1327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Proposed Lateral Weir PondWaterSurfaceElevation(ft) 667.50 666.88 666.25 665.63 665.00 664.38 663.75 663.13 662.50 661.88 661.25 660.63 660.00 Flow (ft³/s) 4,000.003,000.002,000.001,000.000.00 RATING TABLE FOR ONE OUTLET TYPE Structure ID = Weir - 1 (Irregular Weir) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Tailwater (Pond Outfall) Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.00(N/A)0.00661.06 0.00(N/A)0.78661.16 0.00(N/A)3.68661.26 0.00(N/A)13.48661.36 0.00(N/A)28.61661.46 0.00(N/A)49.70661.56 0.00(N/A)76.24661. 66 0.00(N/A)106.94661.76 0.00(N/A)141.24661.86 0.00(N/A)178.79661.96 0.00(N/A)219.34662.06 0.00(N/A)262.68662.16 0.00(N/A)308.65662.26 0.00(N/A)357.11662.36 0.00(N/A)407.96662.46 0.00(N/A)461.10662.5 6 0.00(N/A)516.44662.66 Page 3 of 1327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Proposed Lateral Weir RATING TABLE FOR ONE OUTLET TYPE Structure ID = Weir - 1 (Irregular Weir) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Tailwater (Pond Outfall) Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.00(N/A)573.90662.76 0.00(N/A)633.43662.86 0.00(N/A)694.95662.96 0.00(N/A)758.41663.06 0.00(N/A)823.77663.16 0.00(N/A)890.98663.26 0.00(N/A)960.00663. 36 0.00(N/A)1,030.79663.46 0.00(N/A)1,103.31663.56 0.00(N/A)1,177.53663.66 0.00(N/A)1,253.46663.76 0.00(N/A)1,331.16663.86 0.00(N/A)1,410.48663.96 0.00(N/A)1,491.41664.06 0.00(N/A)1,573.93664.16 0.00(N/A)1,658.01664.26 0.00(N/A)1,743.64664.36 0.00(N/A)1,830.79664.46 0.00(N/A)1,919.46664.56 0.00(N/A)2,009.63664.66 0.00(N/A)2,101.28664.76 0.00(N/A)2,194.39664.86 0.00(N/A)2,288.96664.96 0.00(N/A)2,384.97665.06 0.00(N/A)2,482.41665.16 0.00(N/A)2,581.35665.26 0.00(N/A)2,681.77665.36 0.00(N/A)2,783.62665.46 0.00(N/A)2,886.91665.56 0.00(N/A)2,991.64665.66 0.00(N/A)3,097.80665.76 0.00(N/A)3,205.39665.86 0.00(N/A)3,314.41665.96 0.00(N/A)3,424.85666.06 0.00(N/A)3,536.73666.16 0.00(N/A)3,650.02666.26 0.00(N/A)3,764.73666.36 0.00(N/A)3,880.86666.46 0.00(N/A)3,998.40666.56 0.00(N/A)4,117.35666.66 0.00(N/A)4,237.72666.76 Page 4 of 1327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Proposed Lateral Weir RATING TABLE FOR ONE OUTLET TYPE Structure ID = Weir - 1 (Irregular Weir) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Tailwater (Pond Outfall) Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.00(N/A)4,359.48666.86 0.00(N/A)4,482.65666.96 0.00(N/A)4,532.32667.00 Computation Messages E = Y min=661.06 Max.H=.10; Max.Htw=free out;; W(ft) =14.27 Max.H=.20; Max.Htw=free out;; W(ft) =68.78 Max.H=.30; Max.Htw=free out;; W(ft) =75.53 Max.H=.40; Max.Htw=free out;; W(ft) =75.80 Max.H=.50; Max.Htw=free out;; W(ft) =102.36 Max.H=.60; Max.Htw=free out;; W(ft) =102.57 Max.H=.70; Max.Htw=free out;; W(ft) =102.78 Max.H=.80; Max.Htw=free out;; W(ft) =102.99 Max.H=.90; Max.Htw=free out;; W(ft) =103.20 Max.H=1.00; Max.Htw=free out;; W(ft) =103.42 Max.H=1.10; Max.Htw=free out;; W(ft) =103.63 Max.H=1.20; Max.Htw=free out;; W(ft) =103.84 Max.H=1.30; Max.Htw=free out;; W(ft) =104.05 Page 5 of 1327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Proposed Lateral Weir RATING TABLE FOR ONE OUTLET TYPE Structure ID = Weir - 1 (Irregular Weir) ------------------------ --------------Upstream ID = (Pond Water Surface) Downstream ID = Tailwater (Pond Outfall) Computation Messages Max.H=1.40; Max.Htw=free out;; W(ft) =104.26 Max.H=1.50; Max.Htw=free out;; W(ft) =104.47 Max.H=1.60; Max.Htw=free out;; W(ft) =104.68 Max.H=1.70; Max.Htw=free out;; W(ft) =104.89 Max.H=1.80; Max.Htw=free out;; W(ft) =105.10 Max.H=1.90; Max.Htw=free out;; W(ft) =105.31 Max.H=2.00; Max.Htw=free out;; W(ft) =105.52 Max.H=2.10; Max.Htw=free out;; W(ft) =105.73 Max.H=2.20; Max.Htw=free out;; W(ft) =105.94 Max.H=2.30; Max.Htw=free out;; W(ft) =106.15 Max.H=2.40; Max.Htw=free out;; W(ft) =106.37 Max.H=2.50; Max.Htw=free out;; W(ft) =106.58 Max.H=2.60; Max.Htw=free out;; W(ft) =106.79 Max.H=2.70; Max.Htw=free out;; W(ft) =107.02 Max.H=2.80; Max.Htw=free out;; W(ft) =107.31 Page 6 of 1327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Proposed Lateral Weir RATING TABLE FOR ONE OUTLET TYPE Structure ID = Weir - 1 (Irregular Weir) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Tailwater (Pond Outfall) Computation Messages Max.H=2.90; Max.Htw=free out;; W(ft) =107.60 Max.H=3.00; Max.Htw=free out;; W(ft) =107.89 Max.H=3.10; Max.Htw=free out;; W(ft) =108.18 Max.H=3.20; Max.Htw=free out;; W(ft) =108.47 Max.H=3.30; Max.Htw=free out;; W(ft) =108.77 Max.H=3.40; Max.Htw=free out;; W(ft) =109.06 Max.H=3.50; Max.Htw=free out;; W(ft) =109.35 Max.H=3.60; Max.Htw=free out;; W(ft) =109.64 Max.H=3.70; Max.Htw=free out;; W(ft) =109.93 Max.H=3.80; Max.Htw=free out;; W(ft) =110.22 Max.H=3.90; Max.Htw=free out;; W(ft) =110.52 Max.H=4.00; Max.Htw=free out;; W(ft) =110.81 Max.H=4.10; Max.Htw=free out;; W(ft) =111.10 Max.H=4.20; Max.Htw=free out;; W(ft) =111.54 Max.H=4.30; Max.Htw=free out;; W(ft) =112.09 Page 7 of 1327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Proposed Lateral Weir RATING TABLE FOR ONE OUTLET TYPE Structure ID = Weir - 1 (Irregular Weir) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Tailwater (Pond Outfall) Computation Messages Max.H=4.40; Max.Htw=free out;; W(ft) =112.63 Max.H=4.50; Max.Htw=free out;; W(ft) =113.17 Max.H=4.60; Max.Htw=free out;; W(ft) =113.71 Max.H=4.70; Max.Htw=free out;; W(ft) =114.25 Max.H=4.80; Max.Htw=free out;; W(ft) =114.79 Max.H=4.90; Max.Htw=free out;; W(ft) =115.34 Max.H=5.00; Max.Htw=free out;; W(ft) =115.88 Max.H=5.10; Max.Htw=free out;; W(ft) =116.42 Max.H=5.20; Max.Htw=free out;; W(ft) =116.96 Max.H=5.30; Max.Htw=free out;; W(ft) =117.50 Max.H=5.40; Max.Htw=free out;; W(ft) =118.04 Max.H=5.50; Max.Htw=free out;; W(ft) =118.59 Max.H=5.60; Max.Htw=free out;; W(ft) =119.13 Max.H=5.70; Max.Htw=free out;; W(ft) =119.67 Max.H=5.80; Max.Htw=free out;; W(ft) =120.21 Page 8 of 1327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Proposed Lateral Weir RATING TABLE FOR ONE OUTLET TYPE Structure ID = Weir - 1 (Irregular Weir) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Tailwater (Pond Outfall) Computation Messages Max.H=5.90; Max.Htw=free out;; W(ft) =120.75 Max.H=5.94; Max.Htw=free out;; W(ft) =120.97 Page 9 of 1327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Proposed Lateral Weir Composite Rating Table Tailwater Elevation = Free Outfall (Proposed Lateral Weir) Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.00(N/A)0.00661.06 0.00(N/A)0.78661.16 0.00(N/A)3.68661.26 0.00(N/A)13.48661.36 0.00(N/A)28.61661.46 0.00(N/A)49.70661. 56 0.00(N/A)76.24661.66 0.00(N/A)106.94661.76 0.00(N/A)141.24661.86 0.00(N/A)178.79661.96 0.00(N/A)219.34662.06 0.00(N/A)262.68662.16 0.00(N/A)308.65662.26 0.00(N/A)357.11662.36 0.00(N/A)407.96662.46 0.00(N/A)461.10662.56 0.00(N/A)516.44662.66 0.00(N/A)573.90662.76 0.00(N/A)633.43662.86 0.00(N/A)694.95662.96 0.00(N/A)758.41663.06 0.00(N/A)823.77663.16 0.00(N/A)890.98663.26 0.00(N/A)960.00663.36 0.00(N/A)1,030.79663.46 0.00(N/A)1,103.31663.56 0.00(N/A)1,177.53663.66 0.00(N/A)1,253.46663.76 0.00(N/A)1,331.16663.86 0.00(N/A)1,410.48663.96 0.00(N/A)1,491.41664.06 0.00(N/A)1,573.93664.16 0.00(N/A)1,658.01664.26 0.00(N/A)1,743.64664.36 0.00(N/A)1,830.79664.46 0.00(N/A)1,919.46664.56 0.00(N/A)2,009.63664.66 0.00(N/A)2,101.28664.76 0.00(N/A)2,194.39664.86 0.00(N/A)2,288.96664.96 0.00(N/A)2,384.97665.06 0.00(N/A)2,482.41665.16 0.00(N/A)2,581.35665.26 0.00(N/A)2,681.77665.36 0.00(N/A)2,783.62665.46 Page 10 of 1327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Proposed Lateral Weir Composite Rating Table Tailwater Elevation = Free Outfall (Proposed Lateral Weir) Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.00(N/A)2,886.91665.56 0.00(N/A)2,991.64665.66 0.00(N/A)3,097.80665.76 0.00(N/A)3,205.39665.86 0.00(N/A)3,314.41665.96 0.00(N/A)3,424.85666.06 0.00(N/A)3,536.73666.16 0.00(N/A)3,650.02666.26 0.00(N/A)3,764.73666.36 0.00(N/A)3,880.86666.46 0.00(N/A)3,998.40666.56 0.00(N/A)4,117.35666.66 0.00(N/A)4,237.72666.76 0.00(N/A)4,359.48666.86 0.00(N/A)4,482.65666.96 0.00(N/A)4,532.32667.00 Contributing Structures Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Page 11 of 1327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Proposed Lateral Weir Composite Rating Table Tailwater Elevation = Free Outfall (Proposed Lateral Weir) Contributing Structures Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Weir - 1 Page 12 of 1327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Proposed Lateral Weir Rating Curve PondWaterSurfaceElevation(ft) 667.50 666.88 666.25 665.63 665.00 664.38 663.75 663.13 662.50 661.88 661.25 660.63 660.00 Flow (ft³/s) 4,000.003,000.002,000.001,000.000.00 Page 13 of 1327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall Element Details Rayzor Lake Junction Box Outfall Label Notes Headwater Range User Defined Headwater Headwater Type ft0.50Increment (Headwater) ft644.00Minimum (Headwater) ft 660.00Maximum (Headwater) SpotElevation (ft) Tailwater Setup Free OutfallTailwater Type Tailwater Tolerances 30Maximum Iterations ft0.50Tailwater Tolerance (Maximum) ft0.01Headwater Tolerance (Minimum) ft³/s0.001Flow Tolerance (Minimum) ft0.50Headwater Tolerance (Maximum) ft³/s10.000Flow Tolerance (Maximum) ft0.01Tailwater Tolerance (Minimum) Outlet Structure OrificeOutlet Structure Type Outlet Structure (IDs and Direction) Water Quality Opening Outlet ID <None>Downstream ID Forward and Reverse Flow Flow Direction Notes Outlet Structure (Advanced) ft644.00Elevation (On) ft 0.00Elevation (Off) Outlet Structure (Orifice) Circular Orifice Orifice 0.600Orifice Coefficient 1Number of Openings in 4.0Orifice Diameter Outlet Structure (Common) ft644.00Elevation Page 1 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall PondWaterSurfaceElevation(ft) 660.00 657.50 655.00 652.50 650.00 647.50 645.00 642.50 Flow (ft³/s) 0.600.500.400.300.200.100.00 RATING TABLE FOR ONE OUTLET TYPE Structure ID = First Opening (Orifice-Circular) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Junction Box Outfall (Culvert-Circular) Next Downstream Hydraulic Grade Line (ft) Converge Downstream Hydraulic Grade Line (ft) (into) Headwater Hydraulic Grade Line (ft) Device Flow (ft³/s) Water Surface Elevation (ft) 0.000.000.000.00644.00 644.49644.49644.500.04644.50 644.89644.89645.000.14645.00 645.18645.18645.500.24645.50 645.40645.40646.000.32646.00 645.58645.58646.500.40646.50 645.73645.73647.000.47647.00 645.86645.86647.500.54647.50 645.98645.98648.000.60648.00 646.09646.09648.500.65648.50 648.57648.57649.000.28649.00 649.01649.01649.500.29649.50 649.46649.46650.000.3165 0.00 649.91649.91650.500.32650.50 650.35650.35651.000.34651.00 650.79650.79651.500.35651.50 Page 2 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = First Opening (Orifice-Circular) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Junction Box Outfall (Culvert-Circular) Next Downstream Hydraulic Grade Line (ft) Converge Downstream Hydraulic Grade Line (ft) (into) Headwater Hydraulic Grade Line (ft) Device Flow (ft³/s) Water Surface Elevation (ft) 651.24651.24652.000.37652.00 651.69651.69652.500.38652.50 652.13652.13653.000.39653.00 652.57652.57653.500.40653.50 653.02653.02654.000.42654.00 653.46653.46654.500.43654.50 653.90653.90655.000.44655.00 654.35654.35655.500.45655.50 654.79654.79656.000.46656.00 655.23655.23656.500.47656.50 655.67655.67657.000.48657.00 656.12656.12657.500.4965 7.50 656.56656.56658.000.50658.00 657.00657.00658.500.51658.50 657.44657.44659.000.52659.00 657.89657.89659.500.53659.50 658.33658.33660.000.54660.00 Tailwater Error (ft) Downstream Channel Tailwater (ft) Convergence Error (ft³/s) Downstream Hydraulic Grade Line Error (ft) 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 Page 3 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = First Opening (Orifice-Circular) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Junction Box Outfall (Culvert-Circular) Tailwater Error (ft) Downstream Channel Tailwater (ft) Convergence Error (ft³/s) Downstream Hydraulic Grade Line Error (ft) 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 Message WS below an invert; no flow. H =.01 H =.11 H =.32 H =.60 H =.92 H =1.27 H =1.64 H =2.02 H =2.41 H =.43 H =.49 H =.54 H =.59 H =.65 H =.71 H =.76 H =.81 H =.87 H =.93 H =.98 H =1.04 H =1.10 H =1.15 Page 4 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = First Opening (Orifice-Circular) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Junction Box Outfall (Culvert-Circular) Message H =1.21 H =1.27 H =1.33 H =1.38 H =1.44 H =1.50 H =1.56 H =1.61 H =1.67 Outlet Structure OrificeOutlet Structure Type Outlet Structure (IDs and Direction) 1-Year Opening Outlet ID <None>Downstream ID Forward and Reverse Flow Flow Direction Notes Outlet Structure (Advanced) ft644.50Elevation (On) ft 0.00Elevation (Off) Outlet Structure (Orifice) Area OrificeOrifice ft² 2.0Orifice Area 1Number of Openings Parallel Orifice Orifice Orientation 0.600Orifice Coefficient Outlet Structure (Common) ft644.00Elevation Page 5 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall PondWaterSurfaceElevation(ft) 660.00 657.50 655.00 652.50 650.00 647.50 645.00 642.50 Flow (ft³/s) 14.0012.0010.008.006.004.002.000.00 RATING TABLE FOR ONE OUTLET TYPE Structure ID = Second Opening (Orifice-Area) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Junction Box Outfall (Culvert-Circular) Next Downstream Hydraulic Grade Line (ft) Converge Downstream Hydraulic Grade Line (ft) (into) Headwater Hydraulic Grade Line (ft) Device Flow (ft³/s) Water Surface Elevation (ft) 0.000.000.000.00644.00 644.49644.49644.500.97644.50 644.89644.89645.003.17645.00 645.18645.18645.505.44645.50 645.40645.40646.007.45646.00 645.58645.58646.509.24646.50 645.73645.73647.0010.86647.00 645.86645.86647.5012.32647.50 645.98645.98648.0013.68648.00 646.09646.09648.5014.94648.50 648.57648.57649.006.33649.00 649.01649.01649.506.71649.50 649.46649.46650.007. 08650.00 649.91649.91650.507.42650.50 650.35650.35651.007.76651.00 650.79650.79651.508.08651.50 Page 6 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Second Opening (Orifice-Area) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Junction Box Outfall (Culvert-Circular) Next Downstream Hydraulic Grade Line (ft) Converge Downstream Hydraulic Grade Line (ft) (into) Headwater Hydraulic Grade Line (ft) Device Flow (ft³/s) Water Surface Elevation (ft) 651.24651.24652.008.39652.00 651.69651.69652.508.69652.50 652.13652.13653.008.99653.00 652.57652.57653.509.27653.50 653.02653.02654.009.54654.00 653.46653.46654.509.81654.50 653.90653.90655.0010.08655.00 654.35654.35655.5010.33655.50 654.79654.79656.0010.59656.00 655.23655.23656.5010.84656.50 655.67655.67657.0011.08657.00 656.12656.12657.501 1.32657.50 656.56656.56658.0011.56658.00 657.00657.00658.5011.78658.50 657.44657.44659.0012.01659.00 657.89657.89659.5012.23659.50 658.33658.33660.0012.45660.00 Tailwater Error (ft) Downstream Channel Tailwater (ft) Convergence Error (ft³/s) Downstream Hydraulic Grade Line Error (ft) 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 Page 7 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Second Opening (Orifice-Area) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Junction Box Outfall (Culvert-Circular) Tailwater Error (ft) Downstream Channel Tailwater (ft) Convergence Error (ft³/s) Downstream Hydraulic Grade Line Error (ft) 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 Message WS below an invert; no flow. CHARGED RISER: Orifice Equation Control to TW; H=.01 CHARGED RISER: Orifice Equation Control to TW; H=.11 CHARGED RISER: Orifice Equation Control to TW; H=.32 CHARGED RISER: Orifice Equation Control to TW; H=.60 CHARGED RISER: Orifice Equation Control to TW; H=.92 CHARGED RISER: Orifice Equation Control to TW; H=1.27 CHARGED RISER: Orifice Equation Control to TW; H=1.64 CHARGED RISER: Orifice Equation Control to TW; H=2.02 CHARGED RISER: Orifice Equation Control to TW; H=2.41 CHARGED RISER: Orifice Equation Control to TW; H=.43 CHARGED RISER: Orifice Equation Control to TW; H=.49 CHARGED RISER: Orifice Equation Control to TW; H=.54 Page 8 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Second Opening (Orifice-Area) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Junction Box Outfall (Culvert-Circular) Message CHARGED RISER: Orifice Equation Control to TW; H=.59 CHARGED RISER: Orifice Equation Control to TW; H=.65 CHARGED RISER: Orifice Equation Control to TW; H=.71 CHARGED RISER: Orifice Equation Control to TW; H=.76 CHARGED RISER: Orifice Equation Control to TW; H=.81 CHARGED RISER: Orifice Equation Control to TW; H=.87 CHARGED RISER: Orifice Equation Control to TW; H=.93 CHARGED RISER: Orifice Equation Control to TW; H=.98 CHARGED RISER: Orifice Equation Control to TW; H=1.04 CHARGED RISER: Orifice Equation Control to TW; H=1.10 CHARGED RISER: Orifice Equation Control to TW; H=1.15 CHARGED RISER: Orifice Equation Control to TW; H=1.21 CHARGED RISER: Orifice Equation Control to TW; H=1.27 CHARGED RISER: Orifice Equation Control to TW; H=1.33 CHARGED RISER: Orifice Equation Control to TW; H=1.38 CHARGED RISER: Orifice Equation Control to TW; H=1.44 CHARGED RISER: Orifice Equation Control to TW; H=1.50 CHARGED RISER: Orifice Equation Control to TW; H=1.56 CHARGED RISER: Orifice Equation Control to TW; H=1.61 CHARGED RISER: Orifice Equation Control to TW; H=1.67 Outlet Structure OrificeOutlet Structure Type Page 9 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall Outlet Structure (IDs and Direction) 25- and 100Year Openings Outlet ID <None>Downstream ID Forward and Reverse Flow Flow Direction Notes Outlet Structure (Advanced) ft649.00Elevation (On) ft 0.00Elevation (Off) Outlet Structure (Orifice) Area OrificeOrifice ft² 9.0Orifice Area 1Number of Openings Parallel Orifice Orifice Orientation 0.600Orifice Coefficient Outlet Structure (Common) ft644.00Elevation PondWaterSurfaceElevation(ft) 660.00 657.50 655.00 652.50 650.00 647.50 645.00 642.50 Flow (ft³/s) 54.0048.0042.0036.0030.0024.0018.0012.006.000.00 Page 10 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Top of box (Orifice-Area) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Junction Box Outfall (Culvert-Circular) Next Downstream Hydraulic Grade Line (ft) Converge Downstream Hydraulic Grade Line (ft) (into) Headwater Hydraulic Grade Line (ft) Device Flow (ft³/s) Water Surface Elevation (ft) 0.000.000.000.0064 4.00 644.49644.49644.500.00644.50 644.89644.89645.000.00645.00 645.18645.18645.500.00645.50 645.40645.40646.000.00646.00 645.58645.58646.500.00646.50 645.73645.73647.000.00647.00 645.86645.86647.500. 00647.50 645.98645.98648.000.00648.00 646.09646.09648.500.00648.50 648.57648.57649.0028.50649.00 649.01649.01649.5030.21649.50 649.46649.46650.0031.84650.00 649.91649.91650.5033.38650.50 650.35650.35651.0034.91651.00 650.79650.79651.5036.38651.50 651.24651.24652.0037.75652.00 651.69651.69652.5039.10652.50 652.13652.13653.0040.46653.00 652.57652.57653.5041.74653.50 653.02653.02654.00 42.95654.00 653.46653.46654.5044.14654.50 653.90653.90655.0045.37655.00 654.35654.35655.5046.49655.50 654.79654.79656.0047.63656.00 655.23655.23656.5048.78656.50 655.67655.67657.0049.88657.00 656.12656.12657.5050.94657.50 656.56656.56658.0052.03658.00 657.00657.00658.5053.03658.50 657.44657.44659.0054.04659.00 657.89657.89659.5055.04659.50 658.33658.33660.0056.01660.00 Tailwater Error (ft) Downstream Channel Tailwater (ft) Convergence Error (ft³/s) Downstream Hydraulic Grade Line Error (ft) 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 Page 11 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Top of box (Orifice-Area) ----------------------------- ---------Upstream ID = (Pond Water Surface) Downstream ID = Junction Box Outfall (Culvert-Circular) Tailwater Error (ft) Downstream Channel Tailwater (ft) Convergence Error (ft³/s) Downstream Hydraulic Grade Line Error (ft) 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 Message WS below an invert; no flow. E < E1= 649.000 E < E1= 649.000 E < E1= 649.000 E < E1= 649.000 E < E1= 649.000 E < E1= 649.000 E < E1= 649.000 Page 12 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Top of box (Orifice-Area) --------------------------------------Upstr eam ID = (Pond Water Surface) Downstream ID = Junction Box Outfall (Culvert-Circular) Message E < E1= 649.000 E < E1= 649.000 CHARGED RISER: Orifice Equation Control to TW; H=.43 CHARGED RISER: Orifice Equation Control to TW; H=.49 CHARGED RISER: Orifice Equation Control to TW; H=.54 CHARGED RISER: Orifice Equation Control to TW; H=.59 CHARGED RISER: Orifice Equation Control to TW; H=.65 CHARGED RISER: Orifice Equation Control to TW; H=.71 CHARGED RISER: Orifice Equation Control to TW; H=.76 CHARGED RISER: Orifice Equation Control to TW; H=.81 CHARGED RISER: Orifice Equation Control to TW; H=.87 CHARGED RISER: Orifice Equation Control to TW; H=.93 CHARGED RISER: Orifice Equation Control to TW; H=.98 CHARGED RISER: Orifice Equation Control to TW; H=1.04 CHARGED RISER: Orifice Equation Control to TW; H=1.10 CHARGED RISER: Orifice Equation Control to TW; H=1.15 CHARGED RISER: Orifice Equation Control to TW; H=1.21 CHARGED RISER: Orifice Equation Control to TW; H=1.27 CHARGED RISER: Orifice Equation Control to TW; H=1.33 CHARGED RISER: Orifice Equation Control to TW; H=1.38 CHARGED RISER: Orifice Equation Control to TW; H=1.44 CHARGED RISER: Orifice Equation Control to TW; H=1.50 Page 13 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Top of box (Orifice-Area) --------------------------------------Upstream ID = (Pond Water Surface) Downstream ID = Junction Box Outfall (Culvert-Circular) Message CHARGED RISER: Orifice Equation Control to TW; H=1.56 CHARGED RISER: Orifice Equation Control to TW; H=1.61 CHARGED RISER: Orifice Equation Control to TW; H=1.67 Outlet Structure CulvertOutlet Structure Type Circular Culvert Type Outlet Structure (IDs and Direction) 36'' RCP Outfall Pipe Outlet ID TailwaterDownstream ID Forward and Reverse Flow Flow Direction Notes Outlet Structure (Advanced) ft0.00Elevation (On) ft 0.00Elevation (Off) Culvert Data 1Number of Barrels ft 643.00Downstream Invert ft1,000.00Length in 36.0Diameter ft644.00Upstream Invert Unsubmerged->Submerged FalseSpecify Transitions False Compute Inlet Control Only Culvert Coefficients Concrete Groove end projecting Inlet Description 0.0317C Chart 1Chart 0.6900 Y Nomograph 3Nomograph 0.013 Manning's n Form 1Equation Form 0.200 Ke 0.0045K 0.000 Kr 2.0000M -0.500 Slope Correction Factor Culvert (Advanced) ft0.00Convergence Tolerance FalseSpecify Number of Backwater Sections Page 14 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall PondWaterSurfaceElevation(ft) 660.00 657.50 655.00 652.50 650.00 647.50 645.00 642.50 Flow (ft³/s) 63.0056.0049.0042.0035.0028.0021.0014.007.000.00 RATING TABLE FOR ONE OUTLET TYPE Structure ID = Junction Box Outfall (Culvert-Circular) --------------------------------------Mannings open channel maximum capacity: 22.69 ft³/s Upstream ID = Top of box, Second Opening, First Opening Downstream ID = Tailwater (Pond Outfall) Next Downstream Hydraulic Grade Line (ft) Converge Downstream Hydraulic Grade Line (ft) (into) Headwater Hydraulic Grade Line (ft) Device Flow (ft³/s) Water Surface Elevation (ft) Free Outfall0.000.000.00644.00 Free OutfallFree Outfall644.491.01644.50 Free OutfallFree Outfall644.893.31645.00 Free OutfallFree Outfall645.185.67645.50 Free OutfallFree Outfall645.407.78646.00 Free OutfallFree Outfall645.589.65646.50 Free OutfallFree Outfall645.7311.33647.00 Free OutfallFree Outfall645.8612.86647.50 Free OutfallFree Outfall645.9814.26648.00 Free OutfallFree Outfall646.0915.58648.50 Free OutfallFree Outfall648.5735.08649.00 Free OutfallFree Outfall649.0137.20649.50 Free OutfallFree Outfall649.4639.21650.00 Free OutfallFree Outfall649.9141.14650.50 Free OutfallFree Outfall650.3542.99651.00 Page 15 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Junction Box Outfall (Culvert-Circular) ----------------------------- ---------Mannings open channel maximum capacity: 22.69 ft³/s Upstream ID = Top of box, Second Opening, First Opening Downstream ID = Tailwater (Pond Outfall) Next Downstream Hydraulic Grade Line (ft) Converge Downstream Hydraulic Grade Line (ft) (into) Headwater Hydraulic Grade Line (ft) Device Flow (ft³/s) Water Surface Elevation (ft) Free OutfallFree Outfall650.7944.77651.50 Free OutfallFree Outfall651.2446.50652.00 Free OutfallFree Outfall651.6948.18652.50 Free OutfallFree Outfall652.1349.79653.00 Free OutfallFree Outfall652.5751.38653.50 Free OutfallFree Outfall653.0252.92654.00 Free OutfallFree Outfall653.4654.43654.50 Free OutfallFree Outfall653.9055.88655.00 Free OutfallFree Outfall654.3557.32655.50 Free OutfallFree Outfall654.7958.72656.00 Free OutfallFree Outfall655.2360.09656.50 Free OutfallFree Outfall655.6761.43657.00 Free OutfallFree Outfall656.1262.75657.50 Free OutfallFree Outfall656.5664.04658.00 Free OutfallFree Outfall657.0065.32658.50 Free OutfallFree Outfall657.4466.57659.00 Free OutfallFree Outfall657.8967.79659.50 Free OutfallFree Outfall658.3369.00660.00 Tailwater Error (ft) Downstream Channel Tailwater (ft) Convergence Error (ft³/s) Downstream Hydraulic Grade Line Error (ft) 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.000.00 0.00(N/A)0.010.00 0.00(N/A)0.010.00 0.00(N/A)0.010.00 0.00(N/A)0.010.00 0.00(N/A)0.010.00 0.00(N/A)0.030.00 0.00(N/A)0.010.00 0.00(N/A)0.020.00 0.00(N/A)0.020.00 0.00(N/A)0.030.00 0.00(N/A)0.040.00 0.00(N/A)0.010.00 Page 16 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Junction Box Outfall (Culvert-Circular) --------------------------------------Mannings open channel maximum capacity: 22.69 ft³/s Upstream ID = Top of box, Second Opening, First Opening Downstream ID = Tailwater (Pond Outfall) Tailwater Error (ft) Downstream Channel Tailwater (ft) Convergence Error (ft³/s) Downstream Hydraulic Grade Line Error (ft) 0.00(N/A)0.010.00 0.00(N/A)0.050.00 0.00(N/A)0.040.00 0.00(N/A)0.010.00 0.00(N/A)0.050.00 0.00(N/A)0.010.00 0.00(N/A)0.060.00 0.00(N/A)0.040.00 0.00(N/A)0.010.00 0.00(N/A)0.010.00 0.00(N/A)0.010.00 0.00(N/A)0.060.00 0.00(N/A)0.010.00 0.00(N/A)0.000.00 0.00(N/A)0.010.00 0.00(N/A)0.010.00 Message WS below an invert; no flow. BACKWATER CONTROL.. Vh= .037ft hwDi= .446ft Lbw= 1000.0ft Hev= .00ft BACKWATER CONTROL.. Vh= .074ft hwDi= .803ft Lbw= 1000.0ft Hev= .00ft BACKWATER CONTROL.. Vh= .100ft hwDi= 1.061ft Lbw= 1000.0ft Hev= .00ft BACKWATER CONTROL.. Vh= .119ft hwDi= 1.258ft Lbw= 1000.0ft Hev= .00ft BACKWATER CONTROL.. Vh= .134ft hwDi= 1.418ft Lbw= 1000.0ft Hev= .00ft BACKWATER CONTROL.. Vh= .146ft hwDi= 1.554ft Lbw= 1000.0ft Hev= .00ft BACKWATER CONTROL.. Vh= .156ft hwDi= 1.675ft Lbw= 1000.0ft Hev= .00ft Page 17 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Junction Box Outfall (Culvert-Circular) --------------------------------------Mannings open channel maximum capacity: 22.69 ft³/s Upstream ID = Top of box, Second Opening, First Opening Downstream ID = Tailwater (Pond Outfall) Message BACKWATER CONTROL.. Vh= .165ft hwDi= 1.782ft Lbw= 1000.0ft Hev= .00ft BACKWATER CONTROL.. Vh= .173ft hwDi= 1.883ft Lbw= 1000.0ft Hev= .00ft FULL FLOW...Lfull=626.60ft Vh=.383ft HL=2.193ft Hev= .00ft FULL FLOW...Lfull=709.49ft Vh=.430ft HL=2.723ft Hev= .00ft FULL FLOW...Lfull=767.84ft Vh=.478ft HL=3.227ft Hev= .00ft FULL FLOW...Lfull=810.82ft Vh=.526ft HL=3.717ft Hev= .00ft FULL FLOW...Lfull=843.40ft Vh=.575ft HL=4.193ft Hev= .00ft FULL FLOW...Lfull=868.81ft Vh=.623ft HL=4.663ft Hev= .00ft FULL FLOW...Lfull=889.04ft Vh=.673ft HL=5.129ft Hev= .00ft FULL FLOW...Lfull=905.29ft Vh=.722ft HL=5.590ft Hev= .00ft FULL FLOW...Lfull=918.54ft Vh=.771ft HL=6.045ft Hev= .00ft FULL FLOW...Lfull=929.56ft Vh=.821ft HL=6.501ft Hev= .00ft FULL FLOW...Lfull=938.74ft Vh=.871ft HL=6.956ft Hev= .00ft FULL FLOW...Lfull=946.43ft Vh=.921ft HL=7.408ft Hev= .00ft FULL FLOW...Lfull=952.83ft Vh=.971ft HL=7.855ft Hev= .00ft FULL FLOW...Lfull=958.49ft Vh=1.022ft HL=8.306ft Hev= .00ft FULL FLOW...Lfull=963.17ft Vh=1.072ft HL=8.753ft Hev= .00ft FULL FLOW...Lfull=967.28ft Vh=1.123ft HL=9.199ft Hev= .00ft FULL FLOW...Lfull=970.75ft Vh=1.174ft HL=9.645ft Hev= .00ft FULL FLOW...Lfull=973.85ft Vh=1.225ft HL=10.091ft Hev= .00ft Page 18 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall RATING TABLE FOR ONE OUTLET TYPE Structure ID = Junction Box Outfall (Culvert-Circular) --------------------------------------Mannings open channel maximum capacity: 22.69 ft³/s Upstream ID = Top of box, Second Opening, First Opening Downstream ID = Tailwater (Pond Outfall) Message FULL FLOW...Lfull=976.55ft Vh=1.276ft HL=10.534ft Hev= .00ft FULL FLOW...Lfull=978.97ft Vh=1.327ft HL=10.981ft Hev= .00ft FULL FLOW...Lfull=980.91 ft Vh=1.378ft HL=11.425ft Hev= .00ft FULL FLOW...Lfull=982.74ft Vh=1.429ft HL=11.869ft Hev= .00ft FULL FLOW...Lfull=984.40ft Vh=1.481ft HL=12.312ft Hev= .00ft Page 19 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall Composite Rating Table Tailwater Elevation = Free Outfall (Rayzor Lake Junction Box Outfall) Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.00(N/A)0.00644.00 0.00(N/A)1.01644.50 0.00(N/A)3.31645.00 0.00(N/A)5.67645.50 0.00(N/A)7.78646.00 0.00(N/A)9.65646.50 0.00(N/A)11.33647.00 0.00(N/A)12.86647.50 0.00(N/A)14.26648.00 0.00(N/A)15.58648.50 0.00(N/A)35.08649.00 0.00(N/A)37.20649.50 0.00(N/A)39.21650.00 0.00(N/A)41.14650.50 0.00(N/A)42.99651.00 0.00(N/A)44.77651.50 0.00(N/A)46.50652.00 0.00(N/A)48.18652.50 0.00(N/A)49.79653.00 0.00(N/A)51.38653.50 0.00(N/A)52.92654.00 0.00(N/A)54.43654.50 0.00(N/A)55.88655.00 0.00(N/A)57.32655.50 0.00(N/A)58.72656.00 0.00(N/A)60.09656.50 0.00(N/A)61.43657.00 0.00(N/A)62.75657.50 0.00(N/A)64.04658.00 0.00(N/A)65.32658.50 0.00(N/A)66.57659.00 0.00(N/A)67.79659.50 0.00(N/A)69.00660.00 Contributing Structures (no Q: Top of box,Second Opening,First Opening,Junction Box Outfall) Second Opening,First Opening,Junction Box Outfall (no Q: Top of box) Page 20 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall Composite Rating Table Tailwater Elevation = Free Outfall (Rayzor Lake Junction Box Outfall) Contributing Structures Second Opening,First Opening,Junction Box Outfall (no Q: Top of box) Second Opening,First Opening,Junction Box Outfall (no Q: Top of box) Second Opening,First Opening,Junction Box Outfall (no Q: Top of box) Second Opening,First Opening,Junction Box Outfall (no Q: Top of box) Second Opening,First Opening,Junction Box Outfall (no Q: Top of box) Second Opening,First Opening,Junction Box Outfall (no Q: Top of box) Second Opening,First Opening,Junction Box Outfall (no Q: Top of box) Second Opening,First Opening,Junction Box Outfall (no Q: Top of box) Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Page 21 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall Composite Rating Table Tailwater Elevation = Free Outfall (Rayzor Lake Junction Box Outfall) Contributing Structures Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Page 22 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall Composite Rating Table Tailwater Elevation = Free Outfall (Rayzor Lake Junction Box Outfall) Contributing Structures Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Top of box,Second Opening,First Opening,Junction Box Outfall Page 23 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Composite Outlet Structure Detailed Report: Rayzor Lake Junction Box Outfall Rating Curve PondWaterSurfaceElevation(ft) 660.00 657.50 655.00 652.50 650.00 647.50 645.00 642.50 Flow (ft³/s) 63.0056.0049.0042.0035.0028.0021.0014.007.000.00 Page 24 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/8/2024 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterElevation Discharge.ppc Diversion Rating Curve Qin Qweir HWweir Qout HWculvert 25 0 660.73 25 660.73 50 7.23 661.04 42.77 661.04 75 24.24 661.18 50.76 661.18 100 42.53 661.28 57.47 661.28 125 61.94 661.36 63.06 661.36 150 82.05 661.43 67.95 661.43 175 102.44 661.49 72.56 661.49 200 122.84 661.56 77.16 661.56 225 143.37 661.61 81.63 661.61 250 163.96 661.67 86.04 661.67 275 184.80 661.72 90.20 661.72 300 205.71 661.78 94.29 661.78 325 226.79 661.83 98.21 661.83 350 247.81 661.88 102.19 661.88 375 268.88 661.92 106.12 661.92 400 289.99 661.97 110.01 661.97 425 311.24 662.02 113.76 662.02 450 332.49 662.06 117.51 662.06 475 353.89 662.10 121.11 662.10 500 375.30 662.15 124.70 662.15 525 396.61 662.19 128.39 662.19 550 417.94 662.23 132.06 662.23 575 439.31 662.27 135.69 662.27 600 460.77 662.31 139.23 662.31 625 482.23 662.35 142.77 662.35 650 503.78 662.39 146.22 662.39 675 525.36 662.43 149.64 662.43 700 547.29 662.46 152.71 662.46 725 569.34 662.50 155.66 662.50 750 591.40 662.54 158.60 662.54 775 613.49 662.58 161.51 662.58 800 635.63 662.61 164.37 662.61 825 657.77 662.65 167.23 662.65 850 679.97 662.69 170.03 662.69 875 702.19 662.72 172.81 662.72 900 724.50 662.76 175.50 662.76 DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Appendix B Hydraulic Analysis Floodplain Workmaps HEC-RAS Output StormCAD Output 575 N INTERSTATE 35 E PRECISION DR W OAK ST W OAK ST SCRIPTURE ST AIRPORT RD RAILROAD EXISTING 2- 6'X5' RCB EXISTING 1- 6'X6' RCB STREAM DF-1 TRIBUTARY 1 DOWNSTREAM TIE-IN TO FEMA FLOODPLAIN PLOTTED BYTHOMPSON, HUNTER 11/5/2024 8:16 AM DWG NAMEK:\FRI_HYDRO\064498619 - RAYZOR LAKE\DWG_2024\EXH\EXH - FLOODPLAIN WORKMAP.DWG LAST SAVED10/8/2024 2:41 PM IMAGES EPSG26914_Date20240623_Lat33.219806_Lon-97.170816_Mpp0.597 - HAT Signature XREFS XREF oEG-Combo - XREF oGrad - XREF xAerial - XREF xBndry - XREF xSections-Rayzor - XREF x2436_landscape - XREF xStrm - XREF xSections - Post-Project - XREF xFloodplain - Fully Developed - XREF xFloodplain - Existing Condition - XREF xNFHL - XREF x2436_landscape_Hunter THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. PROJECT NO. 064498619 DATE: NOVEMBER 2024 SCALE: AS SHOWN DESIGNED BY: AJW DRAWN BY: AJW CHECKED BY: HAT SHEET NUMBER 6160 WARREN PARKWAY, SUITE 210 FRISCO, TEXAS 75034 PHONE: 972-335-3580 FAX: 972-335-3779 TEXAS REGISTERED ENGINEERING FIRM F-928 No. REVISIONS DATEBY RAYZOR LAKE CITY OF DENTON, DENTON COUNTY, TEXAS 11/05/2024 PRE-PROJECT (OFFSITE FULLY DEVELOPED) FLOODPLAIN WORKMAP EXH-10 NORTH STREAM DF-1 LEGEND 1-FT EXISTING AERIAL TOPOGRAPHY (TNRIS, 2020) 1-FOOT PROPOSED CONTOURS CREEK CENTERLINE PROPERTY BOUNDARY 100-YEAR ZONE A FLOODPLAIN 100-YEAR ZONE X FLOODPLAIN (SEE NOTE) 100-YEAR ZONE AE FLOODPLAIN 100-YEAR PRE-PROJECT FLOODPLAIN (FULLY DEVELOPED CONDITIONS) CROSS SECTION FEMA EFFECTIVE FLOODWAY 6469 525 525 (ZONE X)-100-YEAR FEMA FLOODPLAIN WITH DRAINAGE ARAS LESS THAN 1 SQUARE MILE DOWNSTREAM TIE-IN TO FEMA FLOODPLAIN 204 0 N INTERSTATE 35 E PRECISION DR W OAK ST W OAK ST SCRIPTURE ST AIRPORT RD RAILROAD EXISTING 2- 6'X5' RCB EXISTING 1- 6'X6' RCB STREAM DF-1 TRIBUTARY 1 DOWNSTREAM TIE-IN TO FEMA FLOODPLAIN PLOTTED BYTHOMPSON, HUNTER 11/5/2024 8:42 AM DWG NAMEK:\FRI_HYDRO\064498619 - RAYZOR LAKE\DWG_2024\EXH\EXH - FLOODPLAIN WORKMAP.DWG LAST SAVED10/8/2024 2:41 PM IMAGES EPSG26914_Date20240623_Lat33.219806_Lon-97.170816_Mpp0.597 - HAT Signature XREFS XREF oEG-Combo - XREF oGrad - XREF xAerial - XREF xBndry - XREF xSections-Rayzor - XREF x2436_landscape - XREF xStrm - XREF xSections - Post-Project - XREF xFloodplain - Fully Developed - XREF xFloodplain - Existing Condition - XREF xNFHL - XREF x2436_landscape_Hunter THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. PROJECT NO. 064498619 DATE: NOVEMBER 2024 SCALE: AS SHOWN DESIGNED BY: AJW DRAWN BY: AJW CHECKED BY: HAT SHEET NUMBER 6160 WARREN PARKWAY, SUITE 210 FRISCO, TEXAS 75034 PHONE: 972-335-3580 FAX: 972-335-3779 TEXAS REGISTERED ENGINEERING FIRM F-928 No. REVISIONS DATEBY RAYZOR LAKE CITY OF DENTON, DENTON COUNTY, TEXAS 11/05/2024 POST-PROJECT (OFFSITE FULLY DEVELOPED) FLOODPLAIN WORKMAP EXH-11 NORTH LEGEND 1-FT EXISTING AERIAL TOPOGRAPHY (TNRIS, 2020) 1-FOOT PROPOSED CONTOURS CREEK CENTERLINE PROPERTY BOUNDARY 100-YEAR ZONE A FLOODPLAIN 100-YEAR ZONE X FLOODPLAIN (SEE NOTE) 100-YEAR ZONE AE FLOODPLAIN 100-YEAR POST-PROJECT FLOODPLAIN (FULLY DEVELOPED CONDITIONS) CROSS SECTION FEMA EFFECTIVE FLOODWAY 6469 525 525 STREAM DF-1 POST-PROJECT FLOODPLAIN CONTAINED IN UNDERGROUND STORM SEWER PROPOSED 1-7'X4' RCB (ZONE X)-100-YEAR FEMA FLOODPLAIN WITH DRAINAGE ARAS LESS THAN 1 SQUARE MILE OVERTOPPING SPILLWAY MODELING USING RATING CURVE DEVELOPED IN EXCEL. REFER TO REPORT TEXT FOR ADDITIONAL DETAILS PROPOSED 20' CONCRETE TRAPEZOIDAL CHANNEL RAYZOR LAKE HEC-RAS Plan: Pre-Project(FD) River: Stream DF-1 Reach: Stream DF-1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Volume (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) (acre-ft) Stream DF-1 4443 1-Year 250.00 673.89 676.55 676.71 0.007146 3.35 87.66 96.26 0.44 20.84 Stream DF-1 4443 25-Year 435.00 673.89 677.75 677.79 0.001651 1.80 288.78 208.92 0.22 52.06 Stream DF-1 4443 100-Year 518.00 673.89 679.59 679.59 0.000150 0.82 695.93 232.48 0.07 70.09 Stream DF-1 4251 1-Year 250.00 672.35 675.39 675.54 0.005247 3.10 80.59 39.54 0.38 20.47 Stream DF-1 4251 25-Year 435.00 672.35 677.55 677.58 0.000743 1.55 366.30 236.73 0.15 50.62 Stream DF-1 4251 100-Year 518.00 672.35 679.57 679.57 0.000071 0.61 1017.54 353.96 0.05 66.32 Stream DF-1 4132 1-Year 250.00 671.38 674.68 674.86 0.006253 3.36 74.30 36.74 0.42 20.26 Stream DF-1 4132 25-Year 435.00 671.38 677.47 677.50 0.000590 1.53 401.55 294.20 0.14 49.57 Stream DF-1 4132 100-Year 518.00 671.38 679.56 679.57 0.000050 0.58 1153.48 376.30 0.04 63.36 Stream DF-1 4030 1-Year 250.00 670.65 674.22 674.35 0.003901 2.86 87.34 38.66 0.34 20.06 Stream DF-1 4030 25-Year 435.00 670.65 677.45 677.46 0.000199 1.01 622.15 345.36 0.08 48.36 Stream DF-1 4030 100-Year 518.00 670.65 679.56 679.56 0.000028 0.49 1377.81 377.67 0.03 60.38 Stream DF-1 3947 1-Year 250.00 670.27 673.94 674.05 0.003117 2.65 94.28 39.48 0.30 19.89 Stream DF-1 3947 25-Year 435.00 670.27 677.44 677.45 0.000107 0.76 771.58 340.14 0.06 47.04 Stream DF-1 3947 100-Year 518.00 670.27 679.56 679.56 0.000020 0.42 1521.63 366.00 0.03 57.62 Stream DF-1 3886 1-Year 250.00 669.69 673.84 673.90 0.001637 2.05 123.13 60.55 0.22 19.74 Stream DF-1 3886 25-Year 435.00 669.69 677.44 677.44 0.000055 0.64 937.09 333.17 0.05 45.83 Stream DF-1 3886 100-Year 518.00 669.69 679.56 679.56 0.000014 0.39 1661.34 351.43 0.02 55.38 Stream DF-1 3772 1-Year 250.00 667.55 673.86 673.87 0.000058 0.62 518.21 188.60 0.05 18.91 Stream DF-1 3772 25-Year 435.00 667.55 677.44 677.44 0.000011 0.37 1653.99 413.21 0.02 42.47 Stream DF-1 3772 100-Year 518.00 667.55 679.56 679.56 0.000004 0.28 2611.53 484.31 0.01 49.83 Stream DF-1 3738 1-Year 250.00 667.24 673.85 669.85 673.86 0.000141 0.97 321.54 619.28 0.07 17.71 Stream DF-1 3738 25-Year 435.00 667.24 677.43 670.52 677.44 0.000038 0.71 714.31 643.10 0.04 39.94 Stream DF-1 3738 100-Year 518.00 667.24 679.55 670.77 679.56 0.000021 0.61 960.45 664.42 0.03 46.39 Stream DF-1 3689 Culvert Stream DF-1 3639 1-Year 344.00 666.51 670.22 670.04 670.77 0.015380 6.66 64.28 41.05 0.69 17.09 Stream DF-1 3639 25-Year 696.00 666.51 671.00 670.93 671.91 0.019472 8.78 97.84 51.49 0.81 38.79 Stream DF-1 3639 100-Year 813.00 666.51 671.19 671.15 672.23 0.020860 9.40 106.57 56.49 0.84 44.92 Stream DF-1 3567 1-Year 344.00 666.35 669.11 669.54 0.017441 6.35 69.75 51.32 0.72 16.98 Stream DF-1 3567 25-Year 696.00 666.35 670.28 670.68 0.009985 6.26 147.59 80.60 0.58 38.58 Stream DF-1 3567 100-Year 813.00 666.35 670.50 670.93 0.009836 6.47 165.84 83.27 0.59 44.69 Stream DF-1 3399 1-Year 344.00 663.85 667.41 667.66 0.007428 4.97 100.05 74.19 0.49 16.65 Stream DF-1 3399 25-Year 696.00 663.85 670.20 670.25 0.000787 2.46 371.28 212.89 0.18 37.21 Stream DF-1 3399 100-Year 813.00 663.85 670.39 670.47 0.000901 2.69 393.86 220.80 0.19 43.20 Stream DF-1 3262 1-Year 344.00 663.16 666.37 666.61 0.007937 4.50 93.81 58.74 0.49 16.34 Stream DF-1 3262 25-Year 696.00 663.16 670.13 670.17 0.000445 1.94 465.08 253.57 0.14 35.13 Stream DF-1 3262 100-Year 813.00 663.16 670.32 670.37 0.000524 2.14 489.24 257.17 0.15 40.98 Stream DF-1 3133 1-Year 344.00 663.18 666.00 666.07 0.002182 2.43 163.80 93.28 0.26 15.96 Stream DF-1 3133 25-Year 696.00 663.18 670.11 670.13 0.000184 1.31 659.47 304.71 0.09 32.40 Stream DF-1 3133 100-Year 813.00 663.18 670.29 670.32 0.000220 1.46 688.97 308.06 0.10 38.09 Stream DF-1 3080 1-Year 344.00 661.91 665.78 664.23 665.92 0.002768 3.15 118.25 68.31 0.30 15.77 Stream DF-1 3080 25-Year 696.00 661.91 670.02 665.13 670.10 0.000667 2.67 409.77 161.65 0.17 31.34 Stream DF-1 3080 100-Year 813.00 661.91 670.19 665.43 670.28 0.000772 2.92 437.68 163.93 0.18 36.97 Stream DF-1 2993 Culvert Stream DF-1 2905 1-Year 400.00 660.78 663.47 663.07 664.18 0.010036 6.76 59.20 52.60 0.76 15.64 Stream DF-1 2905 25-Year 839.00 660.78 664.37 664.37 666.04 0.015619 10.38 80.85 84.51 1.00 30.95 Stream DF-1 2905 100-Year 984.00 660.78 664.74 664.74 666.61 0.015215 10.97 89.67 96.27 1.00 36.55 Stream DF-1 2856 1-Year 400.00 660.25 663.20 662.65 663.64 0.007152 5.36 79.33 79.69 0.63 15.54 Stream DF-1 2856 25-Year 839.00 660.25 663.98 663.75 664.90 0.010504 7.92 116.16 100.26 0.80 30.76 Stream DF-1 2856 100-Year 984.00 660.25 664.19 664.01 665.26 0.011270 8.58 126.10 114.30 0.84 36.32 Stream DF-1 2652 1-Year 400.00 658.79 661.64 661.60 661.95 0.008720 6.06 125.77 143.75 0.69 15.03 Stream DF-1 2652 25-Year 839.00 658.79 662.21 662.03 662.59 0.009248 7.20 212.01 157.71 0.74 29.88 Stream DF-1 2652 100-Year 984.00 658.79 662.34 662.17 662.75 0.009849 7.64 232.06 160.58 0.77 35.33 Stream DF-1 2448 1-Year 400.00 658.43 659.63 659.63 659.92 0.012398 8.06 139.43 215.75 1.45 14.44 Stream DF-1 2448 25-Year 839.00 658.43 660.00 660.00 660.44 0.013156 10.32 221.68 227.06 1.57 28.91 Stream DF-1 2448 100-Year 984.00 658.43 660.12 660.09 660.58 0.012516 10.67 249.63 229.90 1.56 34.25 Stream DF-1 2244 1-Year 400.00 654.85 657.64 657.64 658.01 0.004258 7.66 164.75 185.59 0.93 13.70 Stream DF-1 2244 25-Year 839.00 654.85 658.13 658.13 658.65 0.005535 10.04 259.81 201.47 1.09 27.74 Stream DF-1 2244 100-Year 984.00 654.85 658.26 658.26 658.82 0.005896 10.68 284.76 204.73 1.14 32.96 Stream DF-1 2040 1-Year 400.00 652.66 655.91 655.91 656.41 0.002604 7.02 145.04 156.57 0.77 12.93 HEC-RAS Plan: Pre-Project(FD) River: Stream DF-1 Reach: Stream DF-1 (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Volume (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) (acre-ft) Stream DF-1 2040 25-Year 839.00 652.66 656.57 656.57 657.24 0.003235 9.09 254.80 176.03 0.89 26.45 Stream DF-1 2040 100-Year 984.00 652.66 657.11 657.55 0.001973 7.86 354.09 192.00 0.71 31.36 Stream DF-1 1836 1-Year 400.00 652.03 654.65 654.67 0.000147 1.23 325.37 204.09 0.17 11.83 Stream DF-1 1836 25-Year 839.00 652.03 656.72 656.74 0.000038 1.05 838.04 288.13 0.10 23.89 Stream DF-1 1836 100-Year 984.00 652.03 657.39 657.40 0.000029 1.03 1037.86 317.09 0.09 28.10 Stream DF-1 1632 1-Year 228.00 652.19 654.66 654.66 0.000005 0.26 874.47 455.44 0.03 9.03 Stream DF-1 1632 25-Year 535.00 652.19 656.73 656.73 0.000002 0.29 1853.75 486.06 0.03 17.58 Stream DF-1 1632 100-Year 663.00 652.19 657.39 657.40 0.000002 0.31 2177.37 492.65 0.03 20.54 Stream DF-1 1428 1-Year 228.00 652.06 654.65 654.66 0.000011 0.39 588.31 292.54 0.05 5.61 Stream DF-1 1428 25-Year 535.00 652.06 656.73 656.73 0.000006 0.44 1221.82 319.16 0.04 10.40 Stream DF-1 1428 100-Year 663.00 652.06 657.39 657.39 0.000005 0.47 1436.11 329.20 0.04 12.08 Stream DF-1 1245 1-Year 228.00 650.82 653.57 653.57 654.55 0.021637 7.94 28.70 14.86 1.01 4.33 Stream DF-1 1245 25-Year 535.00 650.82 655.13 655.13 656.58 0.019609 9.68 55.27 19.26 1.01 7.73 Stream DF-1 1245 100-Year 663.00 650.82 655.63 655.63 657.23 0.019121 10.14 65.37 20.73 1.01 8.95 Stream DF-1 1120 1-Year 228.00 647.86 651.07 651.52 0.007305 5.38 42.39 16.45 0.59 4.22 Stream DF-1 1120 25-Year 535.00 647.86 652.52 653.48 0.010304 7.86 68.39 20.75 0.73 7.55 Stream DF-1 1120 100-Year 663.00 647.86 652.90 654.09 0.011294 8.79 76.64 22.89 0.78 8.75 Stream DF-1 1020 1-Year 250.00 646.71 649.37 649.37 650.29 0.020909 7.69 32.72 19.28 1.00 4.14 Stream DF-1 1020 25-Year 612.00 646.71 650.96 650.96 652.25 0.013723 9.40 74.01 32.79 0.89 7.39 Stream DF-1 1020 100-Year 773.00 646.71 651.48 651.48 652.87 0.012671 9.92 92.29 37.61 0.88 8.55 Stream DF-1 816 1-Year 250.00 643.30 646.84 645.95 647.00 0.004158 3.21 77.90 49.53 0.45 3.88 Stream DF-1 816 25-Year 612.00 643.30 647.92 646.95 648.22 0.005133 4.33 141.35 67.93 0.53 6.89 Stream DF-1 816 100-Year 773.00 643.30 648.20 647.28 648.56 0.005603 4.82 161.29 80.90 0.56 7.96 Stream DF-1 575 1-Year 250.00 640.00 641.43 641.43 641.87 0.024720 5.30 47.15 54.35 1.00 3.00 Stream DF-1 575 25-Year 612.00 640.00 642.18 642.18 642.85 0.018029 6.59 97.39 86.83 0.94 5.21 Stream DF-1 575 100-Year 773.00 640.00 642.46 642.46 643.17 0.015695 6.88 123.51 102.04 0.90 5.96 Stream DF-1 204 1-Year 897.00 634.20 639.42 639.52 0.001244 3.41 426.99 182.62 0.29 1.27 Stream DF-1 204 25-Year 2064.00 634.20 640.68 640.87 0.001777 4.84 665.69 196.04 0.36 2.44 Stream DF-1 204 100-Year 2603.00 634.20 641.11 641.34 0.001984 5.38 750.94 210.22 0.39 2.79 Stream DF-1 0 1-Year 897.00 633.25 637.76 637.76 638.83 0.013044 8.42 117.94 83.71 0.87 Stream DF-1 0 25-Year 2064.00 633.25 639.31 639.31 640.15 0.007828 8.67 380.56 210.41 0.72 Stream DF-1 0 100-Year 2603.00 633.25 639.62 639.62 640.54 0.008408 9.39 445.15 213.41 0. Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 Main Channel Distance (ft) Elevation(ft) Legend WS 100-Year Ground 4443 Stream DF-1 Stream DF- Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 4443 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .055 . 678 680 682 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 4251 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .055 . Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 4132 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .055 . Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 4030 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .055 . Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 3947 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .055 . 680 682 684 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 3886 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .055 . 680 685 690 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 3772 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 5 5 . 668 670 682 684 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 3738 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 .05 0 100 682 684 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 3689 Culv Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . 685 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 3689 Culv Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . 684 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 3639 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . 684 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 3567 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 5 5 . 678 680 682 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 3399 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . 676 678 680 682 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 3262 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 3133 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . 680 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 3080 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . 680 685 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 2993 Culv Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . 675 680 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 2993 Culv Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 4 . 676 678 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 2905 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 4 . 676 678 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 2856 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 4 . 670 675 680 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 2652 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 4 . 670 675 680 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 2448 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 2 . 660 665 670 675 680 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 2244 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 2 . 680 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 2040 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 2 . Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 1836 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .02 .05 0 662 664 666 668 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 1632 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .02 . 665 670 675 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 1428 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .02 . 665 670 675 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 1245 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 4 . 662 664 666 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 1120 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 4 . 662 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 1020 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 4 . 658 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 816 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .04 . Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 575 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .04 . 642 644 646 648 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 204 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 4 . 648 650 Rayzor Lake Plan: Pre-Project(FD) 11/5/2024 RS = 0 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 4 .05 HEC-RAS Plan: Post-Proj(FD) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Volume (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) (acre-ft) Reach-1 4443 1-Year 250.00 673.89 676.55 676.71 0.007119 3.34 87.82 96.42 0.44 5.30 Reach-1 4443 25-Year 435.00 673.89 677.75 677.79 0.001649 1.80 288.89 208.93 0.22 21.27 Reach-1 4443 100-Year 518.00 673.89 679.59 679.59 0.000150 0.82 695.95 232.48 0.07 33.73 Reach-1 4251 1-Year 250.00 672.35 675.39 675.54 0.005251 3.10 80.57 39.53 0.38 4.93 Reach-1 4251 25-Year 435.00 672.35 677.55 677.58 0.000743 1.55 366.29 236.72 0.15 19.82 Reach-1 4251 100-Year 518.00 672.35 679.57 679.57 0.000071 0.61 1017.54 353.96 0.05 29.95 Reach-1 4132 1-Year 250.00 671.38 674.68 674.86 0.006250 3.36 74.32 36.75 0.42 4.72 Reach-1 4132 25-Year 435.00 671.38 677.47 677.50 0.000590 1.53 401.55 294.20 0.14 18.78 Reach-1 4132 100-Year 518.00 671.38 679.56 679.57 0.000050 0.58 1153.48 376.30 0.04 26.99 Reach-1 4030 1-Year 250.00 670.65 674.22 674.35 0.003900 2.86 87.36 38.66 0.34 4.53 Reach-1 4030 25-Year 435.00 670.65 677.45 677.46 0.000199 1.01 622.16 345.36 0.08 17.57 Reach-1 4030 100-Year 518.00 670.65 679.56 679.56 0.000028 0.49 1377.81 377.65 0.03 24.01 Reach-1 3947 1-Year 250.00 670.27 673.94 674.05 0.003117 2.65 94.28 39.48 0.30 4.36 Reach-1 3947 25-Year 435.00 670.27 677.44 677.45 0.000107 0.76 771.58 340.14 0.06 16.24 Reach-1 3947 100-Year 518.00 670.27 679.56 679.56 0.000020 0.42 1521.63 366.00 0.03 21.25 Reach-1 3886 1-Year 250.00 669.69 673.84 673.90 0.001637 2.05 123.13 60.55 0.22 4.20 Reach-1 3886 25-Year 435.00 669.69 677.44 677.44 0.000055 0.63 937.09 333.17 0.05 15.04 Reach-1 3886 100-Year 518.00 669.69 679.56 679.56 0.000014 0.39 1661.34 351.43 0.02 19.01 Reach-1 3772 1-Year 250.00 667.55 673.86 673.87 0.000058 0.62 518.21 188.60 0.05 3.37 Reach-1 3772 25-Year 435.00 667.55 677.44 677.44 0.000011 0.37 1653.99 413.21 0.02 11.67 Reach-1 3772 100-Year 518.00 667.55 679.56 679.56 0.000004 0.28 2611.53 484.31 0.01 13.46 Reach-1 3738 1-Year 250.00 667.24 673.85 669.85 673.86 0.000141 0.97 321.54 619.28 0.07 2.17 Reach-1 3738 25-Year 435.00 667.24 677.43 670.52 677.44 0.000038 0.71 714.31 643.10 0.04 9.14 Reach-1 3738 100-Year 518.00 667.24 679.55 670.77 679.56 0.000021 0.61 960.45 664.42 0.03 10.00 Reach-1 3689 Culvert Reach-1 3639 1-Year 344.00 666.51 670.22 670.04 670.77 0.015380 6.66 64.28 41.05 0.69 1.55 Reach-1 3639 25-Year 696.00 666.51 671.00 670.93 671.91 0.019472 8.78 97.84 51.49 0.81 7.99 Reach-1 3639 100-Year 813.00 666.51 671.19 671.15 672.23 0.020860 9.40 106.57 56.49 0.84 8.54 Reach-1 3567 1-Year 344.00 666.35 669.11 669.54 0.017441 6.35 69.75 51.32 0.72 1.44 Reach-1 3567 25-Year 696.00 666.35 670.28 670.68 0.009985 6.26 147.59 80.60 0.58 7.78 Reach-1 3567 100-Year 813.00 666.35 670.50 670.93 0.009836 6.47 165.84 83.27 0.59 8.31 Reach-1 3399 1-Year 344.00 663.85 667.41 667.66 0.007428 4.97 100.05 74.19 0.49 1.11 Reach-1 3399 25-Year 696.00 663.85 670.20 670.25 0.000787 2.46 371.28 212.89 0.18 6.41 Reach-1 3399 100-Year 813.00 663.85 670.39 670.47 0.000901 2.69 393.86 220.80 0.19 6.82 Reach-1 3262 1-Year 344.00 663.16 666.37 666.61 0.007937 4.50 93.81 58.74 0.49 0.81 Reach-1 3262 25-Year 696.00 663.16 670.13 670.17 0.000445 1.94 465.08 253.57 0.14 4.33 Reach-1 3262 100-Year 813.00 663.16 670.32 670.37 0.000524 2.14 489.24 257.17 0.15 4.60 Reach-1 3133 1-Year 344.00 663.18 666.00 666.07 0.002182 2.43 163.81 93.28 0.26 0.42 Reach-1 3133 25-Year 696.00 663.18 670.11 670.13 0.000184 1.31 659.47 304.71 0.09 1.60 Reach-1 3133 100-Year 813.00 663.18 670.29 670.32 0.000220 1.46 688.97 308.06 0.10 1.71 Reach-1 3080 1-Year 344.00 661.91 665.78 664.25 665.92 0.002768 3.15 118.26 68.31 0.30 0.23 Reach-1 3080 25-Year 696.00 661.91 670.02 665.11 670.10 0.000667 2.67 409.77 161.65 0.17 0.54 Reach-1 3080 100-Year 813.00 661.91 670.19 665.43 670.28 0.000772 2.92 437.68 163.93 0.18 0.59 Reach-1 2993 Culvert Reach-1 2905 1-Year 101.00 660.56 661.88 661.44 662.05 0.000873 3.36 30.05 29.44 0.53 0.11 Reach-1 2905 25-Year 152.00 660.56 662.45 661.70 662.63 0.000562 3.47 43.84 33.27 0.45 0.15 Reach-1 2905 100-Year 166.00 660.56 662.62 661.76 662.81 0.000493 3.45 48.06 34.39 0.43 0.17 Reach-1 2856 1-Year 101.00 660.47 661.85 661.36 662.00 0.000736 3.02 33.40 27.19 0.48 0.07 Reach-1 2856 25-Year 152.00 660.47 662.44 661.61 662.59 0.000466 3.08 49.37 28.29 0.40 0.10 Reach-1 2856 100-Year 166.00 660.47 662.62 661.67 662.76 0.000411 3.06 54.21 28.63 0.38 0.11 Reach-1 2825 1-Year 101.00 660.25 661.86 661.14 661.96 0.000446 2.56 39.41 27.91 0.38 0.04 Reach-1 2825 25-Year 152.00 660.25 662.45 661.40 662.56 0.000338 2.70 56.32 29.39 0.34 0.06 Reach-1 2825 100-Year 166.00 660.25 662.62 661.46 662.74 0.000308 2.69 61.61 29.85 0.33 0.06 Reach-1 2784 1-Year 101.00 660.03 661.86 660.88 661.93 0.000238 2.02 50.05 32.27 0.29 Reach-1 2784 25-Year 152.00 660.03 662.46 661.11 662.53 0.000198 2.17 70.08 35.23 0.27 Reach-1 2784 100-Year 166.00 660.03 662.63 661.18 662.71 0.000181 2.17 76.47 36.13 0.26 Reach-2 588 1-Year 181.00 642.73 642.50 641.61 642.61 0.007063 68.91 63.19 0.00 3.08 Reach-2 588 25-Year 352.00 642.73 642.95 642.35 643.15 0.008896 0.82 100.01 71.84 0.43 5.05 Reach-2 588 100-Year 406.00 642.73 643.07 642.49 643.29 0.009342 1.10 108.24 73.89 0.47 5.66 Reach-2 541 1-Year 181.00 639.95 641.60 641.60 641.97 0.024309 5.18 39.97 57.49 0.99 3.02 HEC-RAS Plan: Post-Proj(FD) (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Volume (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) (acre-ft) Reach-2 541 25-Year 352.00 639.95 642.05 642.05 642.44 0.024718 5.37 75.08 103.02 1.00 4.96 Reach-2 541 100-Year 406.00 639.95 642.12 642.12 642.55 0.024821 5.68 82.67 104.55 1.02 5.55 Reach-2 204 1-Year 883.00 634.20 639.40 639.49 0.001245 3.40 422.30 182.34 0.29 1.25 Reach-2 204 25-Year 1833.00 634.20 640.48 640.65 0.001680 4.59 626.11 193.85 0.35 2.28 Reach-2 204 100-Year 2257.00 634.20 640.84 641.05 0.001854 5.04 697.22 197.96 0.37 2.57 Reach-2 0 1-Year 883.00 633.25 637.69 637.69 638.80 0.013666 8.52 112.61 76.74 0.89 Reach-2 0 25-Year 1833.00 633.25 639.17 639.17 639.96 0.007546 8.33 349.74 208.46 0.71 Reach-2 0 100-Year 2257.00 633.25 639.43 639.43 640.29 0.008062 8.95 404.42 211.64 0. 675 680 685 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 Main Channel Distance (ft) Elevation(ft) Legend WS 100-Year Ground 2... 28... 29... 4251 4443 Stream DF-1 Reach- 500 640 642 644 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 Main Channel Distance (ft) Elevation(ft) Legend WS 100-Year Ground 204 541 588 Stream DF-1 Reach-2 676 678 680 682 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 4443 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .055 . 678 680 682 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 4251 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .055 . Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 4132 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .055 . Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 4030 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .055 . Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 3947 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .055 . 680 682 684 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 3886 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .055 . 680 685 690 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 3772 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 5 5 . 678 680 682 684 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 3738 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . 678 680 682 684 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 3689 Culv Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . 685 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 3689 Culv Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . 684 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 3639 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . 684 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 3567 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 5 5 . 678 680 682 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 3399 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . 676 678 680 682 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 3262 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . 662 664 666 668 680 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 3133 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 .05 0 100 200 670 675 680 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 3080 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 .05 680 685 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 2993 Culv Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 . 670 675 680 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 2993 Culv Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 .015 . 670 675 680 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 2905 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 .015 . 670 675 680 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 2856 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 670 675 680 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 2825 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 670 675 680 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 2784 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 .015 . 665 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 588 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 4 . 652 654 656 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 541 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .04 . 642 644 646 648 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 204 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 4 . 638 650 Rayzor Lake Plan: Post-Project(FD) 11/4/2024 RS = 0 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 4 .05 PLOTTED BYGALLEGOS, CHRIS 11/5/2024 11:35 AM DWG NAMEK:\FRI_HYDRO\064498619 - RAYZOR LAKE\DWG_2024\EXH\EXH - STORM HGL.DWG LAST SAVED11/5/2024 11:29 AM IMAGES HAT Signature XREFS XREF x2436_landscape_Hunter - XREF x2436_landscape THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. PROJECT NO. 064498619 DATE: NOVEMBER 2024 SCALE: AS SHOWN DESIGNED BY: CDG DRAWN BY: CDG CHECKED BY: HAT SHEET NUMBER 6160 WARREN PARKWAY, SUITE 210 FRISCO, TEXAS 75034 PHONE: 972-335-3580 FAX: 972-335-3779 TEXAS REGISTERED ENGINEERING FIRM F-928 No. REVISIONS DATEBY RAYZOR LAKE CITY OF DENTON, DENTON COUNTY, TEXAS 11/05/2024 MATCH LINE STA 12+00 MATCH LINE STA 12+00 PROPOSED GROUND 100-YEAR HGL PROPOSED GROUND 100-YEAR HGL PROPOSED PRELIMINARY STORM SEWER PROFILE (STORMCAD) PROFILE SCALE Not for construction or permit purposes. FOR REVIEW ONLY Engineer P.E. No. Date NOV 2024 146009 HUNTER A. THOMPSON B4 StormCad output Label Start Node Stop Node Length (ft) Pipe Discharge "Q" 100-Year No. of Conduits Box Size (Ft) Box Height (Ft) Slope (ft/ft) Upstream Structure Invert Elevation (ft) Downstream Structure Invert Elevation (ft) Upstream Structure Ground Elevation (ft) Downstream Structure Ground Elevation (ft) Hydraulic Grade Line In Elevation (ft) Hydraulic Grade Line Out Elevation (ft) Velocity (ft/s) Capacity (Full Flow) (cfs) CO-1 H-5 T-3 72 166 1 7 4 0.005 660.00 659.62 665.89 666.84 662.60 662.88 10.35 273.95 CO-2 T-3 T-4 1874 166 1 7 4 0.007 659.62 645.63 666.84 657.24 662.21 652.85 11.67 324.7 CO-3(1) T-4 T-1 347 166 1 7 4 0.007 645.63 643.14 657.24 650.47 652.74 652.07 5.93 318.93 CO-3(2) T-1 H-2 138 166 1 7 4 0.008 643.14 642.00 650.47 645.01 651.58 651.31 5.93 341.35 Pipe ID Start Node Stop Node Length (ft) Pipe Discharge "Q" 25-Year No. of Conduits Box Size (Ft) Box Height (Ft) Slope (ft/ft) Upstream Structure Invert Elevation (ft) Downstream Structure Invert Elevation (ft) Upstream Structure Ground Elevation (ft) Downstream Structure Ground Elevation (ft) Hydraulic Grade Line In Elevation (ft) Hydraulic Grade Line Out Elevation (ft) Velocity (ft/s) Capacity (Full Flow) (cfs) CO-1 H-5 T-3 72 152 1 7 4 0.005 660 659.62 665.89 666.84 662.45 662.69 10.09 273.95 CO-2 T-3 T-4 1874 152 1 7 4 0.007 659.62 645.63 666.84 657.24 662.06 652.6 11.37 324.7 CO-3(1) T-4 T-1 347 152 1 7 4 0.007 645.63 643.14 657.24 650.47 652.51 651.95 5.43 318.93 CO-3(2) T-1 H-2 138 152 1 7 4 0.008 643.14 642 650.47 645.01 651.54 651.31 5.43 341.35 Pipe ID Start Node Stop Node Length (ft) Pipe Discharge "Q" 1-Year No. of Conduits Box Size (Ft) Box Height (Ft) Slope (ft/ft) Upstream Structure Invert Elevation (ft) Downstream Structure Invert Elevation (ft) Upstream Structure Ground Elevation (ft) Downstream Structure Ground Elevation (ft) Hydraulic Grade Line In Elevation (ft) Hydraulic Grade Line Out Elevation (ft) Velocity (ft/s) Capacity (Full Flow) (cfs) CO-1 H-5 T-3 72 101 1 7 4 0.005 660 659.62 665.89 666.84 661.86 661.96 8.91 273.95 CO-2 T-3 T-4 1874 101 1 7 4 0.007 659.62 645.63 666.84 657.24 661.48 651.88 10.01 324.7 CO-3(1) T-4 T-1 347 101 1 7 4 0.007 645.63 643.14 657.24 650.47 651.84 651.59 3.61 318.93 CO-3(2) T-1 H-2 138 101 1 7 4 0.008 643.14 642 650.47 645.01 651.41 651.31 3.61 341.35 Worksheet for Trapezoidal Channel - 1 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.050Roughness Coefficient ft/ft0.010Channel Slope H:V4.000Left Side Slope H:V4.000Right Side Slope ft10.00Bottom Width cfs898.40Discharge Results in59.6Normal Depth ft²148.3Flow Area ft50.9Wetted Perimeter in34.9Hydraulic Radius ft49.73Top Width in47.2Critical Depth ft/ft0.028Critical Slope ft/s6.06Velocity ft0.57Velocity Head ft5.54Specific Energy 0.618Froude Number SubcriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in59.6Normal Depth in47.2Critical Depth ft/ft0.010Channel Slope ft/ft0.028Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /5/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterEmergency Flow.fm8 DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Appendix C FEMA Information Effective FIRM Panel Annotated FIRM Panel PROPERTY BOUNDARY LEGEND DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Appendix D Record Drawing Excerpts SITE LOCATION MAP DATE:JANUARY 2017 INSPECTOR: AS BUILT DRAWINGS WATER STORM SEWER UTILITY RESPONSIBILITY MATRIX FOR THIS PROJECT ELECTRIC GAS TELEPHONE CONSTRUCTION PLANS FOR RAYZOR RANCH TOWN CENTER DETENTION POND SANITARY SEWER UTILITY/ GOVERNING AGENCIES CONTACTS CONTRACTOR RESPONSIBILITY OTHERS RESPONSIBILITY THIS MATRIX HAS BEEN PROVIDED FOR INFORMATIONAL PURPOSES. THE CONTRACTOR SHALL PROVIDE ANY AND ALL APPURTENANCES, TRENCHING AND BACKFILL, AND OTHER INCIDENTALS TO MEET OR EXCEED THE SPECIFICATIONS OF THE ITEMS LISTED. ATMOS ENERGY 14032 DISTRIBUTION WAY FARMERS BRANCH, TEXAS 75234 CONTACT: RON HAYS PHONE: (972) 919-1257 VERIZON 2094 MCGEE LANE LEWISVILLE, TEXAS 75077 CONTACT: PAUL MESSENHEIMER PHONE: (972) 318-5186 DENTON MUNICIPAL ELECTRIC (DME) 601 E HICKORY STREET DENTON, TX 76205 CONTACT: DON MCLAUGHLIN PHONE: (940) 349-7119 CITY OF DENTON: ENGINEERING DEPARTMENT 901-A TEXAS STREET DENTON, TEXAS 76209 CONTACT: JIM JENKS PHONE: (940) 349-7112 CITY OF DENTON: ENGINEERING DEPARTMENT 221 NORTH ELM DENTON, TEXAS 76201 CONTACT: EARL ESCOBAR PHONE: (940) 349-8353 x COORDINATE CONSTRUCTION ACTIVITIES WITH GAS COMPANY TO ENSURE INSTALLATION OF GAS LINES ARE COMPLETED PRIOR TO ASPHALT OR CURB PLACEMENT. x INSTALL BOLLARD PROTECTION AS SHOWN ON THE PLANS AND PER THE GAS COMPANY REQUIREMENTS. x COORDINATE CONSTRUCTION ACTIVITIES, INCLUDING ANY REQUIRED RELOCATIONS, WITH TELEPHONE COMPANY TO ENSURE INSTALLATION OF UNDERGROUND LINES ARE COMPLETED PRIOR TO ASPHALT OR CURB PLACEMENT PER TELEPHONE COMPANY REQUIREMENTS. x PROVIDE AND INSTALL CONDUITS WITH PULL ROPES, INCLUDING ALL TRENCHING AND BACKFILLING, FROM THE RISER POLE UP TO THE BUILDING AND OUT LOTS. x PROVIDE AND INSTALL PULL BOXES AS PER TELEPHONE COMPANY REQUIREMENTS. x PRIOR TO THE INSTALLATION OF UNDERGROUND DISTRIBUTION FACILITIES, THE CONTRACTOR WILL COMPLETE ROUGH SITE GRADING, ESTABLISH FINAL GRADE ALONG CONDUCTOR ROUTE, CLEARLY MARK OR, IF REQUIRED BY DME, EXPOSE TO VIEW ANY UNDERGROUND INSTALLATION OF UTILITY LINES AND CLEAR THE AREA OF ALL OBSTRUCTIONS. FOLLOWING INSTALLATION, NO CHANGE SHALL BE MADE IN THE GRADE ALONG THE CONDUCTOR ROUTE WITHOUT THE CONSENT OF DME. x PAY FOR THE RELOCATION OF ANY EXISTING ELECTRIC UTILITY FACILITIES CAUSED BY THE DEVELOPMENT. x DISPOSING OF EXCESS BACKFILL FROM THE CONSTRUCTION. x STABILIZE ALL DME TRENCHES THAT CROSS PAVED AREAS. ALL TRENCHES WITHIN THE STREET RIGHTS-OF-WAYS UNDER EXISTING OR PROPOSED PAVEMENT ARE TO BE COMPACTED IN ACCORDANCE WITH THE NCTCOG SPECIFICATION 6.2.9. BACKFILLING AND COMPACTION OF TRENCHES SHALL BE DONE IN 6" LIFTS, IF CONCRETE IS NOT USED. COMPACTION TEST AND DENSITY REPORTS OF TRENCHES FILLED IN 6 INCH LIFTS SHALL BE PROVIDED TO THE CITY OF DENTON ENGINEERING DEPARTMENT. x RESTORE DME DITCH LINES BEYOND BACKFILL FOR SAFETY. -SURVEY AS NEEDED FOR DME CONSTRUCTION. -COORDINATE WITH DME CREWS DURING CONSTRUCTION. -OBTAIN AN ELECTRIC PERMIT FROM BUILDING INSPECTION. x PROVIDE AND INSTALL SANITARY SEWER LINES AND ASSOCIATED APPURTENANCES PER THE PLANS AND SPECIFICATION. x ALL PUBLIC SANITARY SEWER LINES SHALL BE PER PLANS AND SPECS. x COORDINATE REQUIRED INSPECTION SERVICES WITH CITY OF DENTON. SEE UTILITY PLAN FOR REQUIREMENTS. x PROVIDE AND INSTALL ALL WATER MAINS AND ASSOCIATED APPURTENANCES PER THE PLANS AND SPECIFICATION. x ALL PUBLIC WATER MAINS SHALL BE CLASS 52 RESTRAINED JOINT DOUBLE POLLY WRAPPED DUCTILE IRON PIPE (PER PLANS AND SPECS). x ALL PORTIONS OF THE FIRE PROTECTION WATER SYSTEM SHALL BE INSTALLED BY A LICENSED FIRE SPRINKLER CONTRACTOR. x ALL PORTIONS OF OTHER NON FIRE PROTECTION RELATED LINES MAY BE INSTALLED BY THE PLUMBING CONTRACTOR x COORDINATE REQUIRED INSPECTION SERVICES WITH CITY OF DENTON. x LOWER OR RELOCATE ANY EXISTING UTILITIES IF REQUIRED. x PROVIDE AND INSTALL ALL STORM SEWER LINES AND ASSOCIATED APPURTENANCES PER THE PLANS AND CITY OF DENTON DETAILS. x REFER TO DRAINAGE PLAN FOR INFORMATION ON ALLOWABLE STORM SEWER MATERIALS. x COORDINATE REQUIRED INSPECTION SERVICES WITH CITY OF DENTON. x SERVICE FROM THE POINT OF CONNECTION AT THE EXISTING LINE UP TO AND INCLUDING SETTING OF METER WILL BE BY THE GAS COMPANY. x TELEPHONE COMPANY WILL PROVIDE AND INSTALL ALL TELEPHONE CABLES FROM THE POINT OF CONNECTION UP TO THE BUILDING. HERITAGE TRAIL BLVD. CITY OF DENTON: ENGINEERING DEPARTMENT 901-A TEXAS STREET DENTON, TEXAS 76209 CONTACT: JIM JENKS PHONE: (940) 349-7112 ADAM S. REEVES 98410 SHEET INDEX SHEET NUMBER SHEET TITLE COVER SHEET C1.0 EROSION CONTROL PLAN AND DETAILS C2.0 PRE-DEVELOPED DRAINAGE AREA MAP C3.0 POST-DEVELOPED DRAINAGE AREA MAP C4.0 DETENTION POND PLAN C4.1 POND CALCULATIONS C4.2SITE C4.3 POND CALCULATIONS C4.4 POND CALCULATIONS C4.5 POND DETAILS 1 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) C4.6 POND DETAILS 2 C4.7 POND DETAILS 3 POND DETAILS 4 C3.1 POST-DEVELOPED DRAINAGE AREA CALCULATIONS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS FUTURE PANHANDLE DRIVE W W W W W W W W W W W W EROSION CONTROL LEGEND ( IN FEET ) 0 1 inch= 30 ft. 15 30 6030 GRAPHIC SCALE PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED RETAINING WALL EXISTING ROCK OUTCROPPING TO BE EXCAVATED TO A DEPTH OF 2' BELOW PROPOSED GRADE AND REMOVED PROPOSED CONCRETE ACCESS DRIVE FILENAME: EROSION CONTROL PLAN AND DETAILS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 9:49:04 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\EROSION CONTROL PLAN AND DETAILS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) EMERGENCY OVERFLOW SF PROPERTY BOUNDARY RIGHT-OF-WAY ADJOINERS EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR EXISTING STORM DRAIN PROPOSED SILT FENCE PROPOSED SILT FENCE OVERFLOW STRUCTURE PROPOSED ROCK CHECK DAM WEST UNIVERSITY DRIVE / U.S. HIGHWAY 380 BONNIE BRAE STREET SCRIPTURE STREET INTERSTATE HIGHWAY 35 FILENAME: PRE-DEVELOPED DRAINAGE AREA MAP.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 9:54:55 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plo t Sheets\Detention Pond\PRE-DEVELOPED DRAINAGE AREA MAP 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) HERITAGE TRAIL BLVD. SITE Lot 9R Lot 10R-1 Lot 11R SW17 13.32 ac. SE8 0.90 ac. SE7 3.50 ac. SE5 3.40 ac. SE3 3.48 ac. SE10 1.28 ac. SE12 4.58 ac. SW16 5.82 ac. SW14 1.02 ac. SW13 0.95 ac. SW10a 0.20 ac. SE6 5.45 ac. SE4b 0.99 ac. SE1a 1.71 ac. SE2 0.47 ac. SW10 1.10 ac. SW9 1.13 ac. SW6 1.05 ac. SW7c 0.39 ac. SW11 1.09 ac. SW7b 1.45 ac. SW4 2.02 ac. SW7a 1.85 ac. SW5 1.32 ac. SW3b 0.78 ac. SW1 1.28 ac. SW2b 1.16 ac. SW2a 0.14 ac. SE11 0.44 ac. SW3a 0.49 ac. SW5a 0.22 ac. SW8 0.55 ac. SE9 1.10 ac. SE4c 1.50 ac. SE1b 0.69 ac. SE4a 0.10 ac. SE4d 0.15 ac. SE4e 0.20 ac. SW15 0.41 ac. S-3a 7.7 ac. S-3a 7.7 ac. S-3a 7.7 ac. S-8 1.2 ac. S-7 4.1 ac. S-4a 2.1 ac. S-4b 3.6 ac. S-5 0.8 ac. S-3b 7.5 ac. S-6 1.1 ac. S-3b 7.5 ac. SW12 0.80 ac. FILENAME: POST-DEVELOPED DRAINAGE AREA MAP.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 10:00:14 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\POST-DEVELOPED DRAINAGE AREA MAP 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) A-1 1.00 ac. DRAINAGE LEGEND PROPERTY BOUNDARY RIGHT-OF-WAY ADJOINERS EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED MAJOR DRAINAGE AREA PROPOSED MINOR DRAINAGE AREA EXISTING CURB INLET PROPOSED STORM DRAIN PROPOSED CURB INLET PROPOSED AREA DRAIN PROPOSED FLOW AREA DRAINAGE AREA ACRES HERITAGE TRAIL BLVD. SITE ( IN FEET ) 0 GRAPHIC SCALE 1 inch= 150 ft. 75150 150 300 INSET "A" FILENAME: POST-DEVELOPED DRAINAGE AREA MAP.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 10:00:59 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\POST-DEVELOPED DRAINAGE AREA MAP 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS FUTURE PANHANDLE DRIVE FUTURE HERITAGE TRAIL BOULEVARD ( IN FEET ) 0 1 inch= 30 ft. 15 30 6030 GRAPHIC SCALE LEGEND PROPERTY BOUNDARY RIGHT-OF-WAY ADJOINER EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR EXISTING CURB EXISTING FENCE EXISTING STORM DRAIN EXISTING STORM DRAIN INLET PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED STORM DRAIN PROPOSED CURB INLET PROPOSED AREA DRAIN PROPOSED CURB PROPOSED RETAINING WALL EXISTING ROCK OUTCROPPING TO BE EXCAVATED TO A DEPTH OF 2' BELOW PROPOSED GRADE AND REMOVED PROPOSED MAINTENANCE RAMP 12' WIDE, 6" THICK CONCRETE WITH #3 BARS @ 18" O.C.E.W. ON 6" COMPACTED SUBGRADE FILENAME: DETENTION POND PLAN.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 10:10:14 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001 \Design\Drawings\Plot Sheets\Detention PondG:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\DETENTION POND PLAN 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) 10' CONCRETE SWALE DETAIL N.T.S. EMERGENCY OVERFLOW FILENAME: POND CALCULATIONS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 10:15:41 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Pl ot Sheets\Detention Pond\POND CALCULATIONS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) TABLE 1: 'S' DRAINAGE AREAS - COMPOSITE C VALUE TABLE 2c: 100-year RATIONAL METHOD Q/Qp HYDROGRAPH TABLE 3: DETENTION POND VOLUME CALCS TABLE 4: OUTLET DATA TABLE 5: OUTLET STRUCTURE RATING CURVES TABLE 2a: 5-year RATIONAL METHOD Q/Qp HYDROGRAPH TABLE 2b: 25-year RATIONAL METHOD Q/Qp HYDROGRAPH TABLE 6: ELEVATION FLOW FILENAME: POND CALCULATIONS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 10:28:36 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\POND CALCULATIONS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) TABLE 8c: DETENTION POND OUTFLOW (100 YEAR)TABLE 8b: DETENTION POND OUTFLOW (25 YEAR)TABLE 7a : DETENTION POND IDF (5 YEAR) TABLE 7b : DETENTION POND IDF (25 YEAR) TABLE 7c : DETENTION POND IDF (100 YEAR) TABLE 8a: DETENTION POND OUTFLOW (5 YEAR) FILENAME: POND CALCULATIONS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 10:29:11 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\ Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\POND CALCULATIONS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) TABLE 10b: BASIN "S-1" 40 min Tc CALCSTABLE 9: DETENTION SUMMARY TABLE 10a: FULLY DEVLEOPED CONDITION 21.8 min Tc CALCS TABLE 10c: BASIN "S-1" 40 min Tc CALCS (cont'd) OUTLET STRUCTURE 5-YR, 25-YR, & 100-YR WATER SURFACE ELEVATIONS FILENAME: POND DETAILS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 11:21:02 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\POND DETAILS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) FILENAME: POND DETAILS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 11:21:19 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.0 01\Design\Drawings\Plot Sheets\Detention Pond\POND DETAILS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) FILENAME: POND DETAILS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 11:21:37 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\POND DETAILS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) EXISTING HEADWALL OUTLET STRUCTURE PROPOSED HEADWALL OUTLET STRUCTURE CONNECTION TO EXISTING CONCRETE STRUCTURE FILENAME: POND DETAILS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 11:21:48 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Dr awings\Plot Sheets\Detention Pond\POND DETAILS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) DOWNSTREAM ASSESSMENT – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\Drainage Study - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Appendix E Digital Files HEC-HMS Model HEC-RAS Model Construction Plans Rayzor Lake DSA24-0017/FlowMaster/Emergency Flow.fm8 Rayzor Lake DSA24-0017/FlowMaster/Emergency Flow.fm8.sqlite Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/001_Year.met Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/005_Year_FD_Post.dsc Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/005_Year_FD_Post.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/010_Year.met Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/025_Year.met Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/025_Year_FD_Post.dsc Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/025_Year_FD_Post.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/050_Year.met Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/100_Year.met Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/100_Year_FD_EX.dsc Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/100_Year_FD_EX.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/100_Year_FD_EX.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/100_Year_FD_Post.dsc Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/100_Year_FD_Post.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/100_Year_Post_Project.dsc Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/100_Year_Post_Project.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/100_Year_Post_Project.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX_.basin Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__001YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__001YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__001YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__010YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__010YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__010YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__025YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__025YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__025YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__050YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__050YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__050YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__100YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__100YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__100YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__500YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__500YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__500YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffFD_010YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffFD__010YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffFD__025YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/25_Year_FD_EX.dsc Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/25_Year_FD_EX.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/25_Year_Post_Project.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/25_Year_Post_Project.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX_.basin Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__001YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__001YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__001YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__010YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__010YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__010YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__025YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__025YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__025YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__050YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__050YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__050YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__100YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__100YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__100YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__500YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__500YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__500YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD_.basin Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__001YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__001YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__001YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__025YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__025YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__025YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__100YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__100YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__100YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD_.basin Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__001YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__001YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__001YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__025YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__025YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__025YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__100YR.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__100YR.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__100YR.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/500_Year.met Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/5_Year_FD_EX.dsc Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/5_Year_FD_EX.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/72_Hour.control Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/hms1503808001761358393.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/hms766750983450642869.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/hms980418517204214692.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/Pond_Iterations_100yr.dsc Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/Pond_Iterations_100yr.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/Rayzor_Lake.access Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/Rayzor_Lake.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/Rayzor_Lake.hms Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/Rayzor_Lake.log Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/Rayzor_Lake.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/Rayzor_Lake.pdata Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/Rayzor_Lake.run Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_100_Year_Post_Project.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_1_Pre_Project_OffEX__001YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_1_Pre_Project_OffEX__010YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_1_Pre_Project_OffEX__025YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_1_Pre_Project_OffEX__050YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_1_Pre_Project_OffEX__100YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_1_Pre_Project_OffEX__500YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_2_Post_Project_OffEX__001YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_2_Post_Project_OffEX__010YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_2_Post_Project_OffEX__025YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_2_Post_Project_OffEX__050YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_2_Post_Project_OffEX__100YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_2_Post_Project_OffEX__500YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_3_Pre_Project_OffFD__001YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_3_Pre_Project_OffFD__025YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_3_Pre_Project_OffFD__100YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_4_Post_Project_OffFD__001YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_4_Post_Project_OffFD__025YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN_4_Post_Project_OffFD__100YR.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN__005_Year_FD_Post.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN__025_Year_FD_Post.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/results/RUN__100_Year_FD_Post.results Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/_005_Year_FD_Post.dsc Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/_005_Year_FD_Post.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/_005_Year_FD_Post.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/_025_Year_FD_Post.dsc Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/_025_Year_FD_Post.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/_025_Year_FD_Post.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/_100_Year_FD_Post.dsc Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/_100_Year_FD_Post.dss Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/_100_Year_FD_Post.out Rayzor Lake DSA24-0017/HEC-HMS v4.1/Rayzor_Lake/_25_Year_FD_Post.dss Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/100-Year FEMA POST FP.kml Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/Backup.f01 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/Backup.g01 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/Backup.p01 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/KML test.kml Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.color_scales Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.f03 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.f04 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g01.hdf Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g02 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g02.hdf Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g03.hdf Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g04 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g04.hdf Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g05.hdf Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g06.hdf Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O01 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O02 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O03 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O05 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O06 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O07 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O08 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O09 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p02.hdf Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p03 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p03.hdf Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p04 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p04.hdf Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p05.hdf Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p06.hdf Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p07.hdf Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p08.hdf Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p09.hdf Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.prj Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.r03 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.r05 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.r06 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.r07 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.r08 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.r09 Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.rasmap Rayzor Lake DSA24-0017/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.rasmap.backup Rayzor Lake DSA24-0017/Rayzor_Ranch_South_Detention_Pond.pdf Rayzor Lake DSA24-0017/Rayzor_Ranch_Town_Center_Detention_Pond.pdfC0.0 COVER SHEET SITE LOCATION MAP DATE:JANUARY 2017 INSPECTOR: AS BUILT DRAWINGS WATER STORM SEWER UTILITY RESPONSIBILITY MATRIX FOR THIS PROJECT ELECTRIC GAS TELEPHONE CONSTRUCTION PLANS FOR RAYZOR RANCH TOWN CENTER DETENTION POND SANITARY SEWER UTILITY/ GOVERNING AGENCIES CONTACTS CONTRACTOR RESPONSIBILITY OTHERS RESPONSIBILITY THIS MATRIX HAS BEEN PROVIDED FOR INFORMATIONAL PURPOSES. THE CONTRACTOR SHALL PROVIDE ANY AND ALL APPURTENANCES, TRENCHING AND BACKFILL, AND OTHER INCIDENTALS TO MEET OR EXCEED THE SPECIFICATIONS OF THE ITEMS LISTED. ATMOS ENERGY 14032 DISTRIBUTION WAY FARMERS BRANCH, TEXAS 75234 CONTACT: RON HAYS PHONE: (972) 919-1257 VERIZON 2094 MCGEE LANE LEWISVILLE, TEXAS 75077 CONTACT: PAUL MESSENHEIMER PHONE: (972) 318-5186 DENTON MUNICIPAL ELECTRIC (DME) 601 E HICKORY STREET DENTON, TX 76205 CONTACT: DON MCLAUGHLIN PHONE: (940) 349-7119 CITY OF DENTON: ENGINEERING DEPARTMENT 901-A TEXAS STREET DENTON, TEXAS 76209 CONTACT: JIM JENKS PHONE: (940) 349-7112 CITY OF DENTON: ENGINEERING DEPARTMENT 221 NORTH ELM DENTON, TEXAS 76201 CONTACT: EARL ESCOBAR PHONE: (940) 349-8353 x COORDINATE CONSTRUCTION ACTIVITIES WITH GAS COMPANY TO ENSURE INSTALLATION OF GAS LINES ARE COMPLETED PRIOR TO ASPHALT OR CURB PLACEMENT. x INSTALL BOLLARD PROTECTION AS SHOWN ON THE PLANS AND PER THE GAS COMPANY REQUIREMENTS. x COORDINATE CONSTRUCTION ACTIVITIES, INCLUDING ANY REQUIRED RELOCATIONS, WITH TELEPHONE COMPANY TO ENSURE INSTALLATION OF UNDERGROUND LINES ARE COMPLETED PRIOR TO ASPHALT OR CURB PLACEMENT PER TELEPHONE COMPANY REQUIREMENTS. x PROVIDE AND INSTALL CONDUITS WITH PULL ROPES, INCLUDING ALL TRENCHING AND BACKFILLING, FROM THE RISER POLE UP TO THE BUILDING AND OUT LOTS. x PROVIDE AND INSTALL PULL BOXES AS PER TELEPHONE COMPANY REQUIREMENTS. x PRIOR TO THE INSTALLATION OF UNDERGROUND DISTRIBUTION FACILITIES, THE CONTRACTOR WILL COMPLETE ROUGH SITE GRADING, ESTABLISH FINAL GRADE ALONG CONDUCTOR ROUTE, CLEARLY MARK OR, IF REQUIRED BY DME, EXPOSE TO VIEW ANY UNDERGROUND INSTALLATION OF UTILITY LINES AND CLEAR THE AREA OF ALL OBSTRUCTIONS. FOLLOWING INSTALLATION, NO CHANGE SHALL BE MADE IN THE GRADE ALONG THE CONDUCTOR ROUTE WITHOUT THE CONSENT OF DME. x PAY FOR THE RELOCATION OF ANY EXISTING ELECTRIC UTILITY FACILITIES CAUSED BY THE DEVELOPMENT. x DISPOSING OF EXCESS BACKFILL FROM THE CONSTRUCTION. x STABILIZE ALL DME TRENCHES THAT CROSS PAVED AREAS. ALL TRENCHES WITHIN THE STREET RIGHTS-OF-WAYS UNDER EXISTING OR PROPOSED PAVEMENT ARE TO BE COMPACTED IN ACCORDANCE WITH THE NCTCOG SPECIFICATION 6.2.9. BACKFILLING AND COMPACTION OF TRENCHES SHALL BE DONE IN 6" LIFTS, IF CONCRETE IS NOT USED. COMPACTION TEST AND DENSITY REPORTS OF TRENCHES FILLED IN 6 INCH LIFTS SHALL BE PROVIDED TO THE CITY OF DENTON ENGINEERING DEPARTMENT. x RESTORE DME DITCH LINES BEYOND BACKFILL FOR SAFETY. -SURVEY AS NEEDED FOR DME CONSTRUCTION. -COORDINATE WITH DME CREWS DURING CONSTRUCTION. -OBTAIN AN ELECTRIC PERMIT FROM BUILDING INSPECTION. x PROVIDE AND INSTALL SANITARY SEWER LINES AND ASSOCIATED APPURTENANCES PER THE PLANS AND SPECIFICATION. x ALL PUBLIC SANITARY SEWER LINES SHALL BE PER PLANS AND SPECS. x COORDINATE REQUIRED INSPECTION SERVICES WITH CITY OF DENTON. SEE UTILITY PLAN FOR REQUIREMENTS. x PROVIDE AND INSTALL ALL WATER MAINS AND ASSOCIATED APPURTENANCES PER THE PLANS AND SPECIFICATION. x ALL PUBLIC WATER MAINS SHALL BE CLASS 52 RESTRAINED JOINT DOUBLE POLLY WRAPPED DUCTILE IRON PIPE (PER PLANS AND SPECS). x ALL PORTIONS OF THE FIRE PROTECTION WATER SYSTEM SHALL BE INSTALLED BY A LICENSED FIRE SPRINKLER CONTRACTOR. x ALL PORTIONS OF OTHER NON FIRE PROTECTION RELATED LINES MAY BE INSTALLED BY THE PLUMBING CONTRACTOR x COORDINATE REQUIRED INSPECTION SERVICES WITH CITY OF DENTON. x LOWER OR RELOCATE ANY EXISTING UTILITIES IF REQUIRED. x PROVIDE AND INSTALL ALL STORM SEWER LINES AND ASSOCIATED APPURTENANCES PER THE PLANS AND CITY OF DENTON DETAILS. x REFER TO DRAINAGE PLAN FOR INFORMATION ON ALLOWABLE STORM SEWER MATERIALS. x COORDINATE REQUIRED INSPECTION SERVICES WITH CITY OF DENTON. x SERVICE FROM THE POINT OF CONNECTION AT THE EXISTING LINE UP TO AND INCLUDING SETTING OF METER WILL BE BY THE GAS COMPANY. x TELEPHONE COMPANY WILL PROVIDE AND INSTALL ALL TELEPHONE CABLES FROM THE POINT OF CONNECTION UP TO THE BUILDING. HERITAGE TRAIL BLVD. CITY OF DENTON: ENGINEERING DEPARTMENT 901-A TEXAS STREET DENTON, TEXAS 76209 CONTACT: JIM JENKS PHONE: (940) 349-7112 ADAM S. REEVES 98410 SHEET INDEX SHEET NUMBER SHEET TITLE COVER SHEET C1.0 EROSION CONTROL PLAN AND DETAILS C2.0 PRE-DEVELOPED DRAINAGE AREA MAP C3.0 POST-DEVELOPED DRAINAGE AREA MAP C4.0 DETENTION POND PLAN C4.1 POND CALCULATIONS C4.2SITE C4.3 POND CALCULATIONS C4.4 POND CALCULATIONS C4.5 POND DETAILS 1 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) C4.6 POND DETAILS 2 C4.7 POND DETAILS 3 POND DETAILS 4 C3.1 POST-DEVELOPED DRAINAGE AREA CALCULATIONS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS FUTURE PANHANDLE DRIVE W W W W W W W W W W W W EROSION CONTROL LEGEND ( IN FEET ) 0 1 inch= 30 ft. 15 30 6030 GRAPHIC SCALE PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED RETAINING WALL EXISTING ROCK OUTCROPPING TO BE EXCAVATED TO A DEPTH OF 2' BELOW PROPOSED GRADE AND REMOVED PROPOSED CONCRETE ACCESS DRIVE FILENAME: EROSION CONTROL PLAN AND DETAILS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 9:49:04 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056. 001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\EROSION CONTROL PLAN AND DETAILS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) EMERGENCY OVERFLOW SF PROPERTY BOUNDARY RIGHT-OF-WAY ADJOINERS EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR EXISTING STORM DRAIN PROPOSED SILT FENCE PROPOSED SILT FENCE OVERFLOW STRUCTURE PROPOSED ROCK CHECK DAM WEST UNIVERSITY DRIVE / U.S. HIGHWAY 380 BONNIE BRAE STREET SCRIPTURE STREET INTERSTATE HIGHWAY 35 FILENAME: PRE-DEVELOPED DRAINAGE AREA MAP.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 9:54:55 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B00005 6.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\PRE-DEVELOPED DRAINAGE AREA MAP 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) HERITAGE TRAIL BLVD. SITE Lot 9R Lot 10R-1 Lot 11R SW17 13.32 ac. SE8 0.90 ac. SE7 3.50 ac. SE5 3.40 ac. SE3 3.48 ac. SE10 1.28 ac. SE12 4.58 ac. SW16 5.82 ac. SW14 1.02 ac. SW13 0.95 ac. SW10a 0.20 ac. SE6 5.45 ac. SE4b 0.99 ac. SE1a 1.71 ac. SE2 0.47 ac. SW10 1.10 ac. SW9 1.13 ac. SW6 1.05 ac. SW7c 0.39 ac. SW11 1.09 ac. SW7b 1.45 ac. SW4 2.02 ac. SW7a 1.85 ac. SW5 1.32 ac. SW3b 0.78 ac. SW1 1.28 ac. SW2b 1.16 ac. SW2a 0.14 ac. SE11 0.44 ac. SW3a 0.49 ac. SW5a 0.22 ac. SW8 0.55 ac. SE9 1.10 ac. SE4c 1.50 ac. SE1b 0.69 ac. SE4a 0.10 ac. SE4d 0.15 ac. SE4e 0.20 ac. SW15 0.41 ac. S-3a 7.7 ac. S-3a 7.7 ac. S-3a 7.7 ac. S-8 1.2 ac. S-7 4.1 ac. S-4a 2.1 ac. S-4b 3.6 ac. S-5 0.8 ac. S-3b 7.5 ac. S-6 1.1 ac. S-3b 7.5 ac. SW12 0.80 ac. FILENAME: POST-DEVELOPED DRAINAGE AREA MAP.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 10:00:14 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B00 0056.001\Design\Drawings\Plot Sheets\Detention Pond\POST-DEVELOPED DRAINAGE AREA MAP 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) A-1 1.00 ac. DRAINAGE LEGEND PROPERTY BOUNDARY RIGHT-OF-WAY ADJOINERS EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED MAJOR DRAINAGE AREA PROPOSED MINOR DRAINAGE AREA EXISTING CURB INLET PROPOSED STORM DRAIN PROPOSED CURB INLET PROPOSED AREA DRAIN PROPOSED FLOW AREA DRAINAGE AREA ACRES HERITAGE TRAIL BLVD. SITE ( IN FEET ) 0 GRAPHIC SCALE 1 inch= 150 ft. 75150 150 300 INSET "A" FILENAME: POST-DEVELOPED DRAINAGE AREA MAP.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 10:00:59 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\POST-DEVELOPED DRAINAGE AREA MAP 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS EX-GAS FUTURE PANHANDLE DRIVE FUTURE HERITAGE TRAIL BOULEVARD ( IN FEET ) 0 1 inch= 30 ft. 15 30 6030 GRAPHIC SCALE LEGEND PROPERTY BOUNDARY RIGHT-OF-WAY ADJOINER EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR EXISTING CURB EXISTING FENCE EXISTING STORM DRAIN EXISTING STORM DRAIN INLET PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED STORM DRAIN PROPOSED CURB INLET PROPOSED AREA DRAIN PROPOSED CURB PROPOSED RETAINING WALL EXISTING ROCK OUTCROPPING TO BE EXCAVATED TO A DEPTH OF 2' BELOW PROPOSED GRADE AND REMOVED PROPOSED MAINTENANCE RAMP 12' WIDE, 6" THICK CONCRETE WITH #3 BARS @ 18" O.C.E.W. ON 6" COMPACTED SUBGRADE FILENAME: DETENTION POND PLAN.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 10:10:14 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention PondG:\Production\000000\B000056.001\Design\Dra wings\Plot Sheets\Detention Pond\DETENTION POND PLAN 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) 10' CONCRETE SWALE DETAIL N.T.S. EMERGENCY OVERFLOW FILENAME: POND CALCULATIONS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 10:15:41 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\ Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\POND CALCULATIONS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) TABLE 1: 'S' DRAINAGE AREAS - COMPOSITE C VALUE TABLE 2c: 100-year RATIONAL METHOD Q/Qp HYDROGRAPH TABLE 3: DETENTION POND VOLUME CALCS TABLE 4: OUTLET DATA TABLE 5: OUTLET STRUCTURE RATING CURVES TABLE 2a: 5-year RATIONAL METHOD Q/Qp HYDROGRAPH TABLE 2b: 25-year RATIONAL METHOD Q/Qp HYDROGRAPH TABLE 6: ELEVATION FLOW FILENAME: POND CALCULATIONS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 10:28:36 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Draw ings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\POND CALCULATIONS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) TABLE 8c: DETENTION POND OUTFLOW (100 YEAR)TABLE 8b: DETENTION POND OUTFLOW (25 YEAR)TABLE 7a : DETENTION POND IDF (5 YEAR) TABLE 7b : DETENTION POND IDF (25 YEAR) TABLE 7c : DETENTION POND IDF (100 YEAR) TABLE 8a: DETENTION POND OUTFLOW (5 YEAR) FILENAME: POND CALCULATIONS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 10:29:11 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Pl ot Sheets\Detention Pond\POND CALCULATIONS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) TABLE 10b: BASIN "S-1" 40 min Tc CALCSTABLE 9: DETENTION SUMMARY TABLE 10a: FULLY DEVLEOPED CONDITION 21.8 min Tc CALCS TABLE 10c: BASIN "S-1" 40 min Tc CALCS (cont'd) OUTLET STRUCTURE 5-YR, 25-YR, & 100-YR WATER SURFACE ELEVATIONS FILENAME: POND DETAILS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 11:21:02 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\POND DETAILS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) FILENAME: POND DETAILS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 11:21:19 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.0 01\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\POND DETAILS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) FILENAME: POND DETAILS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 11:21:37 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\POND DETAILS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) EXISTING HEADWALL OUTLET STRUCTURE PROPOSED HEADWALL OUTLET STRUCTURE CONNECTION TO EXISTING CONCRETE STRUCTURE FILENAME: POND DETAILS.dwg PLOTTED BY: Stephens, Brett PLOTTED ON: Friday, June 09, 2017 PLOTTED AT: 11:21:48 AM PLOTTED WITH: None FULL PATH: G:\Production\000000\B000056.001\Design\Drawing s\Plot Sheets\Detention Pond G:\Production\000000\B000056.001\Design\Drawings\Plot Sheets\Detention Pond\POND DETAILS 170 N. Preston Road Suite 10 Prosper, Texas 75078 Tel: 469.481.6747 (TX REG. F-1114) Rayzor Lake DSA24-0017/StormCAD/Background Layers/Proposed Storm Layout.dbf Rayzor Lake DSA24-0017/StormCAD/Background Layers/Proposed Storm Layout.idx Rayzor Lake DSA24-0017/StormCAD/Background Layers/Proposed Storm Layout.shp Rayzor Lake DSA24-0017/StormCAD/Background Layers/Proposed Storm Layout.shx Rayzor Lake DSA24-0017/StormCAD/Background Layers/Storm layout.dbf Rayzor Lake DSA24-0017/StormCAD/Background Layers/Storm layout.idx Rayzor Lake DSA24-0017/StormCAD/Background Layers/Storm layout.prj Rayzor Lake DSA24-0017/StormCAD/Background Layers/Storm layout.shp Rayzor Lake DSA24-0017/StormCAD/Background Layers/Storm layout.shx Rayzor Lake DSA24-0017/StormCAD/Rayzor Lake.stsw Rayzor Lake DSA24-0017/StormCAD/Rayzor Lake.stsw.dwh Rayzor Lake DSA24-0017/StormCAD/Rayzor Lake.stsw.profiles.dwh Rayzor Lake DSA24-0017/StormCAD/Rayzor Lake.stsw.sqlite Rayzor Lake DSA24-0017/StormCAD/Rayzor Lake.stsw_1_1-stmc-gvf.out Rayzor Lake DSA24-0017/StormCAD/Rayzor Lake.stsw_1_1.cov