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Rayzor Lake CL24-0003 Rayzor Lake CL24-0003/CL24-0003 - Third Submittal Comment Response Letter.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 – CL24-0003 CLOMR – 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 including FEMA required “Certified Topographic Workmap(s)”. (FSC 1.5 & FSC 2.11d) 1st Review Response: Addressed. 2nd Review Comment: Satisfied. 2. 1st Review Comment: Provide pipe size and slope used for sewer velocities where used for Tc calculation. (FSC 2.3) 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 were provided on the drainage area maps. 2nd Review Comment: Satisfied. 4. 1st Review Comment: Provide typical channel Manning’s calculation(s) for velocities where used for Tc calculation. (FSC 2.3) 1st Review Response: The channel Manning’s calculations for velocities are now provided in the “Hydrologic Parameter Summary Tables” documentation. 2nd Review Comment: Satisfied. Page 2 kimley-horn.com 6160 Warren Parkway, Suite 210, Frisco, TX 5. 1 st Review Comment: Provide elevation-volume & elevation-flow tables and data used to create them for storage routings, on map or in report. (FSC 2.3) 1st Review Response: Modified Puls tables for elevation-volume are now provided within reach summary documentation. 2nd Review Comment: NOT-SATISFIED see comment 6 below. 2nd Review Response: Addressed. The Elevation-Volume and Elevation-Flow tables for DA-3 have been added to the report in Appendix A. 6. 1 st Review Comment: Include in the report copies of the as-built documents for data regarding the offsite detention basin. Plans for basin DA-1 were received but not for DA-3. We reviewed a report provided that might have been for DA-3 but were not able to correlate the data in the report with the rating tables in the model. (FSC 2.3) 1st Review Response: Addressed. 2nd Review Comment: NOT-SATISFIED: Values used for elevation-area-discharge data do not match the plans for DA-3, current values show limited flow up to elevation 683 compared 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. Revised basin DA-3 routing to be consistent with DA-3 plans, or provide alternate documentation supporting the volume and flow data 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. 7. 1st Review Comment: Routing for existing Rayzor Lake is shown to have a starting water level of 652, which appears consistent with the permanent pool of the lake. However, the discharge curve allows discharge between 652 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). Update 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. Page 3 kimley-horn.com 6160 Warren Parkway, Suite 210, Frisco, TX 2nd Review Comment: Satisfied. 8. 1 st Review Comment: Provide calculations (digital model and printed input and result values) used to determine the capacity of the 2-7x4 Box Culverts. (FSC 2.3) 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 (COPIED FROM DSA COMMENTS): 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. 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. 9. 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: Normally for a CLOMR/LOMR tying into a downstream (or upstream) floodplain with established flood elevations the study must show tie-in to within 6” of the regulatory profile. In the case of a downstream tie-in the exact elevation can be used as a “known elevation” unless there are differences in flow. We note that in this case the stream is relatively steeply sloping and will reach normal depth quickly regardless of the tailwater used. For this submittal we interpret that you are not modifying the regulatory floodplain downstream of the current limit of study and are only revising the currently unstudied shaded zone X region, which at the tie in point is being filled in and replaced with a 7’x4’ box culvert. Based on the established Zone AE boundaries and flood elevations not being revised, we withdraw the comment. 10. 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 hydraulicly significant features that will impact hydrology and flood mapping such as: Area required for the basin, the elevations (minimum, maximum, release Page 4 kimley-horn.com 6160 Warren Parkway, Suite 210, Frisco, TX 75034 972 335 3580 structure, spillway, and top of basin) it will operate at and a detail of the proposed flow control structure(s). (FSC 2.3, FSC 2.17) 1st Review Response: Addressed. 2nd Review Comment: Satisfied. 11. 1st Review Comment: Provide 1’ freeboard from top of bank (including detention basin embankment) and Flood Mitigation (i.e. 100 year) high water level. (DCM 4.9.2.E.1) 1st Review Response: Addressed. 2nd Review Comment: Satisfied. 12. 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 13 below. 2nd Review Response: Addressed. See response to comment 13. 13. 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: Addressed. 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 CLORM review, a revised alternate equivalent design can be reviewed and approved during CEP review, if necessary. 2nd Review Response: 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. 14. 1st Review Comment: Provide design calculations for all spillways and outlet structures (DCM 4.9.2.B.5) Page 5 kimley-horn.com 6160 Warren Parkway, Suite 210, Frisco, TX 1st Review Response: Addressed. 2nd Review Comment: NOT-SATISFIED see comment 13 above. 2nd Review Response: Addressed. See comment response for Comment 13. 15. 1st Review Comment: Provide documentation of ESA (Federal endangered species) compliance. (FSC 2.18a) 1st Review Response: Addresed. Documentation is now provided. 2nd Review Comment: Satisfied. 16. 1st Review Comment: Provide documentation of Denton ESA (environmentally sensitive area) compliance. 1st Review Response: Denton ESA Assessment will be completed alongside the Zoning Compliance Plan at the time of development. Construction is not anticipated following the DSA/CLOMR submittals. When construction plans are prepared for the subject property, document of Denton ESA compliance will be provided. 2nd Review Comment: DEFERRED TO ZCP & CEP REVIEW 17. 1st Review Comment: Provide an Operation and Maintenance Plan for the detention basin. (FSC 2.15) 1st Review Response: Noted. An Operation and Maintenance Plan will be provided once available. 2nd Review Comment: DEFERRED TO ZCP & CEP REVIEW 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, H Hunter A. Thompson, P.E. Rayzor Lake CL24-0003/CL24-0003 - Third Submittal Narrative.pdf Conditional Letter of Map Revision (CLOMR) – 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 CLOMR – RAYZOR LAKE NOVEMBER 2024 Table of Contents and List of Tables ii K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\CLOMR - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Table of Contents Introduction ................................................................................................................... 4 Authority 4 Purpose of Study 4 Project Description 4 Documentation of ESA Compliance 4 Hydrology ................................................................................................................. ..... 5 Hydraulics ...................................................................................................................... 7 List of Tables Table 1: HEC-RAS Flow Change Locations (cfs) ........................................................ 6 Table 2: 100-Year Water Surface Elevation Comparison Tables (ft) ......................... 7 CLOMR – RAYZOR LAKE NOVEMBER 2024 Appendices iii K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\CLOMR - 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 Post-Project Land Use Map 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 HEC-RAS Output Post-Project HEC-RAS Output StormCAD Output FlowMaster Output Appendix C FEMA Information Effective FIRM Panel Annotated FIRM Panel MT-2 FEMA Forms ESA Compliance 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. CLOMR – RAYZOR LAKE NOVEMBER 2024 Introduction 4 K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\CLOMR - 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 Conditional Letter of Map Revision (CLOMR) Request 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 (972) 731 – 3801 chris.maclaurin@kimley-horn.com Mack Mattke, P.E. (940) 536 – 0176 mack.mattke@kimley-horn.com Purpose of Study The proposed development will include construction within the Zone X floodplain limits. The purpose of this study is to gain acceptance of a Conditional Letter of Map Revision (CLOMR) application supporting cut and fill within the regulatory floodplain. A Letter of Map Revision (LOMR) will be applied for after completion of construction within the floodplain. 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. Documentation of ESA Compliance FEMA requires documentation that the project addresses the Endangered Species Act to initiate review. Documentation of ESA compliance is included in Appendix C. CLOMR – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\CLOMR - 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 model includes analysis for two conditions: Pre-Project and PostProject. The Pre-Project model includes the subject property in its undeveloped condition and the remainder of the watershed in its existing condition. The Post-Project model updates the PreProject model to include post-development land uses and pond revisions. The storm data utilized in the HEC-HMS model is based on a 24-hour frequency storm with rainfall depths obtained from Table 5.3 of the iSWM Hydrology Technical Manual. Curve numbers were developed for the Pre-Project and Post-Project models based on aerial imagery and site observation. Lag times were calculated using the methodology included in TR55 and utilize a combination of sheet, shallow, open channel, and storm sewer flow conditions. Land Use Maps and hydrologic parameter calculation tables are attached in Appendix A for reference. Three ponds are modeled in the Pre-Project 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. · 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. 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. 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 inflow-diversion 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. CLOMR – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\CLOMR - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Table 1 below reports the HEC-RAS Flow Change Locations for Stream DF-1. Table 1: HEC-RAS Flow Change Locations (cfs) Pre-Project Junction XS 10-Year 50-Year 100-Year 500-Year J- 861 J-X 1079 J-Y 808 J-1A 908 J-1 204 1548 2189 2454 3086 Post-Project Junction XS 10-Year 50-Year 100-Year 500-Year Reach-1 J- 861 Culvert Outfall 171 Reach-2 J-1A J-1 204 1482 2019 2230 2737 CLOMR – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\CLOMR - 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 in Stream DF-1. The two plan files are listed below. · Pre-Project – This plan file represents Pre-Project cross section geometry and uses peak flows from the Pre-Project hydrology model; · Post-Project – This plan file represents Post-Project cross section geometry and uses peak flows from the Post-Project hydrology model. The HEC-RAS model extends from the approximately 200’ upstream of the existing culvert crossing at Oak Street 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. Table 3 reports the 100-year water surface elevations for the reach. Table 2: 100-Year Water Surface Elevation Comparison Tables (ft) Pre-Project Cross Section Post-Project Cross Section Pre-Project Post-Project Difference 3133 3133 670.46 670.46 0. .39 670.39 0.00 Existing 2-6'x5' RCB Culverts 2905 2905 664.53 662.42 -2. .07 662.13 -1.94 CLOMR – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\CLOMR - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Pre-Project Cross Section Post-Project Cross Section Pre-Project Post-Project Difference -- 2825 -- 661.94 --- 2784 -- 661.73 -2652 -- 662.26 -- -2448 -- 660.05 -- -2244 -- 658.16 -- -2040 -- 657.05 -- -1836 -- 657.30 -- -1632 -- 657.31 -- -1428 -- 657.30 -- -1245 -- 655.57 -- -1120 -- 652.68 -- -1020 -- 651.31 -- -816 -- 648.12 -- --- 588 -- 643.03 -575 -- 642.35 -- --- 541 -- 642.11 -204 204 641.00 640.82 -0.18 0 0 639.54 639.41 -0.13 The results in Table 3 show no off-site increases in water surface elevations with this proposed project. CLOMR – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\CLOMR - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Appendix A Hydrologic Analysis Drainage Area Maps Pre-Project Land Use Map Post-Project 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 11:27 AM DWG NAMEK:\FRI_HYDRO\064498619 - RAYZOR LAKE\DWG_2024\EXH\EXH - DRAINAGE AREA MAP.DWG LAST SAVED10/8/2024 11:22 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 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_Lo n-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 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+50 640 665 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. 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 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 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] 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 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 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 PondWaterSurfaceElev ation(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 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)1,055.90658.0 0 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)41,764.78670.0 0 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)461.10662.56 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)1,177.536 63.66 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) --------------------------------------Up stream 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 +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=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 + /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)1,177.536 63.66 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) 0.000.000.000.00644.00 644.49644.49644.500.04644.50 644.89644.89645.000.14645.00 645.18645.18645.500.24645.50 645.40645.40646.000.32646.00 645.58645.58646.500.40646.50 645.73645.73647.000.47647.00 645.86645.86647.500.54647.50 645.98645.98648.000.60648.00 646.09646.09648.500.65648.50 648.57648.57649.000.2864 9.00 649.01649.01649.500.29649.50 649.46649.46650.000.31650.00 649.91649.91650.500.32650.50 650.35650.35651.000.34651.00 650.79650.79651.500.35651.50 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. 50 653.02653.02654.000.42654.00 653.46653.46654.500.43654.50 653.90653.90655.000.44655.00 654.35654.35655.500.45655.50 654.79654.79656.000.46656.00 655.23655.23656.500.47656.50 655.67655.67657.000.48 657.00 656.12656.12657.500.49657.50 656.56656.56658.000.50658.00 657.00657.00658.500.51658.50 657.44657.44659.000.52659.00 657.89657.89659.500.53659.50 658.33658.33660.000.54660.00 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) 14.0012.0010.008.006.004.002.00 0.00 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) 0.000.000.000.00644.00 644.49644.49644.500.97644.50 644.89644.89645.003.17645.00 645.18645.18645.505.44645.50 645.40645.40646.007.45646.00 645.58645.58646.509.24 646.50 645.73645.73647.0010.86647.00 645.86645.86647.5012.32647.50 645.98645.98648.0013.68648.00 646.09646.09648.5014.94648.50 648.57648.57649.006.33649.00 649.01649.01649.506.71649.50 649.46649.46650.007.08650.00 649.91649.91650.507.42650.50 650.35650.35651.007.76651.00 650.79650.79651.508.08651.50 Page 6 of 2427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + /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 .08657.00 656.12656.12657.5011.32657.50 656.56656.56658.0011.56658.00 657.00657.00658.5011.78658.50 657.44657.44659.0012.01659.00 657.89657.89659.5012.23659.50 658.33658.33660.0012.45660.00 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) --------------------------------------U pstream 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) 0.000.000.000.00644.00 644.49644.49644.500.00644.50 644.89644.89645.000.00645.00 645.18645.18645.500.00645.50 645.40645.40646.000.00646.00 645.58645.58646.500.00646.50 645.73645.73647.000.00647.00 645.86645.86647.500.00647.50 645.98645.98648.000.00648.00 646.09646.09648.500.00648.50 648.57648.57649.0028.50649.00 649.01649.01649.5030.21649.50 649.46649.46650.0031.8 4650.00 649.91649.91650.5033.38650.50 650.35650.35651.0034.91651.00 650.79650.79651.5036.38651.50 651.24651.24652.0037.75652.00 651.69651.69652.5039.10652.50 652.13652.13653.0040.46653.00 652.57652.57653.5041.74653.50 653.02653.02654.0042.95654.00 653.46653.46654.5044.14654.50 653.90653.90655.0045.37655.00 654.35654.35655.5046.49655.50 654.79654.79656.0047.63656.00 655.23655.23656.50 48.78656.50 655.67655.67657.0049.88657.00 656.12656.12657.5050.94657.50 656.56656.56658.0052.03658.00 657.00657.00658.5053.03658.50 657.44657.44659.0054.04659.00 657.89657.89659.5055.04659.50 658.33658.33660.0056.01660.00 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) --------------------------------------Upstream 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 Outfall645.407.78646.0 0 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=905.2 9ft 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=980.91ft 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 + /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) 63.0056.0049.0042.0035.00 28.0021.0014.007.000.00 Page 24 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 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 CLOMR – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\06449 8619 - Rayzor Lake\Docs\CLOMR - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Appendix B Hydraulic Analysis Floodplain Workmaps HEC-RAS Output StormCAD Output 3133 N INTERSTATE 35 E PRECISION DR W OAK ST W OAK ST 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 9:51 AM DWG NAMEK:\FRI_HYDRO\064498619 - RAYZOR LAKE\DWG_2024\EXH\EXH - FLOODPLAIN WORKMAP.DWG LAST SAVED11/5/2024 8:42 AM 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 FLOODPLAIN WORKMAP EXH-8 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 100-YEAR ZONE AE FLOODPLAIN 100-YEAR PRE-PROJECT FLOODPLAIN 500-YEAR PRE-PROJECT FLOODPLAIN CROSS SECTION FEMA EFFECTIVE FLOODWAY 6469 525 525 (ZONE X)-100-YEAR FEMA FLOODPLAIN WITH DRAINAGE ARAS LESS THAN 1 SQUARE MILE 2825 2784 588 541 204 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 10:02 AM DWG NAMEK:\FRI_HYDRO\064498619 - RAYZOR LAKE\DWG_2024\EXH\EXH - FLOODPLAIN WORKMAP.DWG LAST SAVED11/5/2024 8:42 AM 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 FLOODPLAIN WORKMAP EXH-09 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 500-YEAR POST-PROJECT FLOODPLAIN CROSS SECTION FEMA EFFECTIVE FLOODWAY 6469 525 525 STREAM DF-1 POST-PROJECT FLOODPLAIN CONTAINED IN UNDERGROUND STORM SEWER PROPOSED 2-7'X4' RCB OVERTOPPING SPILLWAY MODELED AS A 90' LATERAL WEIR IN HEC-RAS (ZONE X)-100-YEAR FEMA FLOODPLAIN WITH DRAINAGE ARAS LESS THAN 1 SQUARE MILE PROPOSED 20' CONCRETE TRAPEZOIDAL CHANNEL HEC-RAS Plan: Pre-Proj(FEMA) 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 (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Stream DF-1 3133 10-Year 518.00 663.18 667.75 667.79 0.000640 1.84 342.03 236.11 0.15 Stream DF-1 3133 50-Year 666.00 663.18 669.70 669.72 0.000232 1.41 593.85 297.79 0.10 Stream DF-1 3133 100-Year 720.00 663.18 670.46 670.47 0.000154 1.24 715.51 311.46 0.08 Stream DF-1 3133 500-Year 861.00 663.18 670.81 670.83 0.000176 1.37 773.21 323.35 0.09 Stream DF-1 3080 10-Year 518.00 661.91 667.63 664.67 667.73 0.001074 2.64 205.80 125.89 0.20 Stream DF-1 3080 50-Year 666.00 661.91 669.57 665.07 669.67 0.000975 3.10 337.04 155.66 0.20 Stream DF-1 3080 100-Year 720.00 661.91 670.39 665.18 670.45 0.000504 2.40 470.65 166.59 0.15 Stream DF-1 3080 500-Year 861.00 661.91 670.74 665.53 670.80 0.000532 2.54 531.69 189.73 0.16 Stream DF-1 2993 Culvert Stream DF-1 2905 10-Year 630.00 660.78 663.92 663.78 665.18 0.014245 9.00 69.99 72.38 0.93 Stream DF-1 2905 50-Year 827.00 660.78 664.33 664.33 666.00 0.015812 10.36 79.86 83.51 1.00 Stream DF-1 2905 100-Year 897.00 660.78 664.53 664.53 666.27 0.015251 10.58 84.76 88.61 1.00 Stream DF-1 2905 500-Year 1079.00 660.78 664.98 664.98 666.96 0.014776 11.29 95.60 104.44 1.00 Stream DF-1 2856 10-Year 630.00 660.25 663.66 663.32 664.34 0.008913 6.78 101.19 90.46 0.72 Stream DF-1 2856 50-Year 827.00 660.25 663.96 663.72 664.87 0.010436 7.86 115.29 99.59 0.80 Stream DF-1 2856 100-Year 897.00 660.25 664.07 663.85 665.05 0.010769 8.18 120.43 107.14 0.81 Stream DF-1 2856 500-Year 1079.00 660.25 664.34 664.17 665.49 0.011542 8.94 132.90 123.13 0.85 Stream DF-1 2652 10-Year 630.00 658.79 661.96 661.84 662.31 0.009105 6.74 173.52 151.56 0.72 Stream DF-1 2652 50-Year 827.00 658.79 662.20 662.02 662.57 0.009199 7.16 210.25 157.46 0.73 Stream DF-1 2652 100-Year 897.00 658.79 662.26 662.08 662.65 0.009592 7.41 219.42 158.72 0.75 Stream DF-1 2652 500-Year 1079.00 658.79 662.39 662.25 662.85 0.010566 8.01 241.56 161.91 0.80 Stream DF-1 2448 10-Year 630.00 658.43 659.84 659.84 660.21 0.012771 9.34 185.75 222.26 1.52 Stream DF-1 2448 50-Year 827.00 658.43 659.99 659.99 660.43 0.013214 10.28 219.25 226.63 1.57 Stream DF-1 2448 100-Year 897.00 658.43 660.05 660.03 660.50 0.012717 10.41 233.99 228.37 1.56 Stream DF-1 2448 500-Year 1079.00 658.43 660.21 660.16 660.68 0.011597 10.70 271.36 231.75 1.51 Stream DF-1 2244 10-Year 630.00 654.85 657.91 657.91 658.37 0.005197 9.15 215.04 193.05 1.04 Stream DF-1 2244 50-Year 827.00 654.85 658.12 658.12 658.64 0.005559 10.02 256.73 201.07 1.10 Stream DF-1 2244 100-Year 897.00 654.85 658.16 658.16 658.72 0.005949 10.48 265.63 202.24 1.14 Stream DF-1 2244 500-Year 1079.00 654.85 658.33 658.33 658.93 0.006161 11.11 299.45 206.77 1.17 Stream DF-1 2040 10-Year 630.00 652.66 656.31 656.31 656.89 0.002891 8.13 209.68 168.41 0.83 Stream DF-1 2040 50-Year 827.00 652.66 656.56 656.56 657.22 0.003209 9.03 252.62 175.69 0.88 Stream DF-1 2040 100-Year 897.00 652.66 657.05 657.44 0.001778 7.39 342.98 190.45 0.67 Stream DF-1 2040 500-Year 1079.00 652.66 657.92 658.15 0.000901 6.04 519.73 220.24 0.50 Stream DF-1 1836 10-Year 630.00 652.03 655.91 655.92 0.000053 1.04 615.93 255.58 0.11 Stream DF-1 1836 50-Year 827.00 652.03 656.95 656.96 0.000030 0.97 904.10 296.90 0.09 Stream DF-1 1836 100-Year 897.00 652.03 657.30 657.31 0.000026 0.96 1010.46 313.02 0.08 Stream DF-1 1836 500-Year 1079.00 652.03 658.05 658.07 0.000021 0.96 1259.51 347.49 0.08 Stream DF-1 1632 10-Year 398.00 652.19 655.92 655.92 0.000003 0.27 1460.97 475.47 0.03 Stream DF-1 1632 50-Year 577.00 652.19 656.96 656.96 0.000002 0.29 1963.02 488.44 0.03 Stream DF-1 1632 100-Year 645.00 652.19 657.31 657.31 0.000002 0.30 2133.90 491.80 0.03 Stream DF-1 1632 500-Year 808.00 652.19 658.06 658.06 0.000002 0.32 2507.59 498.94 0.03 Stream DF-1 1428 10-Year 398.00 652.06 655.91 655.92 0.000007 0.41 966.28 307.28 0.04 Stream DF-1 1428 50-Year 577.00 652.06 656.95 656.96 0.000005 0.45 1293.78 322.62 0.04 Stream DF-1 1428 100-Year 645.00 652.06 657.30 657.31 0.000005 0.46 1407.10 327.82 0.04 Stream DF-1 1428 500-Year 808.00 652.06 658.06 658.06 0.000005 0.50 1658.67 339.34 0.04 Stream DF-1 1245 10-Year 398.00 650.82 654.52 654.52 655.79 0.019983 9.01 44.18 17.53 1.00 Stream DF-1 1245 50-Year 577.00 650.82 655.32 655.32 656.81 0.019168 9.79 58.93 19.81 1.00 Stream DF-1 1245 100-Year 645.00 650.82 655.57 655.57 657.15 0.019180 10.08 63.98 20.54 1.01 Stream DF-1 1245 500-Year 808.00 650.82 656.15 656.15 657.88 0.018506 10.55 76.58 22.22 1.00 Stream DF-1 1120 10-Year 398.00 647.86 651.95 652.69 0.009500 6.93 57.45 18.08 0.69 Stream DF-1 1120 50-Year 577.00 647.86 652.54 653.64 0.011784 8.43 68.77 20.86 0.78 Stream DF-1 1120 100-Year 645.00 647.86 652.68 652.20 653.95 0.012883 9.05 71.89 21.69 0.82 Stream DF-1 1120 500-Year 808.00 647.86 653.08 652.82 654.69 0.014391 10.22 80.90 23.92 0.88 Stream DF-1 1020 10-Year 436.00 646.71 650.27 650.27 651.43 0.016036 8.74 53.48 26.73 0.93 Stream DF-1 1020 50-Year 637.00 646.71 651.05 651.05 652.35 0.013552 9.49 76.82 33.63 0.89 Stream DF-1 1020 100-Year 715.00 646.71 651.31 651.31 652.66 0.012891 9.71 86.00 35.94 0.88 Stream DF-1 1020 500-Year 908.00 646.71 651.84 651.84 653.33 0.012365 10.38 106.42 41.19 0.88 Stream DF-1 816 10-Year 436.00 643.30 647.51 646.54 647.73 0.004587 3.81 114.48 60.67 0.49 Stream DF-1 816 50-Year 637.00 643.30 647.97 647.01 648.28 0.005187 4.40 144.77 68.81 0.53 Stream DF-1 816 100-Year 715.00 643.30 648.12 647.17 648.45 0.005360 4.63 154.86 71.93 0.54 Stream DF-1 816 500-Year 908.00 643.30 648.39 647.52 648.81 0.005931 5.21 178.56 101.34 0.58 HEC-RAS Plan: Pre-Proj(FEMA) 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 (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Stream DF-1 575 10-Year 436.00 640.00 641.84 641.84 642.42 0.021883 6.13 71.61 66.01 0.99 Stream DF-1 575 50-Year 637.00 640.00 642.22 642.22 642.90 0.017727 6.66 101.08 89.00 0.94 Stream DF-1 575 100-Year 715.00 640.00 642.35 642.35 643.06 0.016869 6.84 112.78 95.90 0.93 Stream DF-1 575 500-Year 908.00 640.00 642.66 642.66 643.40 0.014447 7.08 145.13 109.56 0.88 Stream DF-1 204 10-Year 1548.00 634.20 640.21 640.36 0.001551 4.26 574.01 190.98 0.33 Stream DF-1 204 50-Year 2189.00 634.20 640.79 640.99 0.001828 4.97 686.13 197.30 0.37 Stream DF-1 204 100-Year 2454.00 634.20 641.00 641.22 0.001928 5.24 728.03 201.86 0.38 Stream DF-1 204 500-Year 3086.00 634.20 641.46 641.74 0.002166 5.84 830.74 239.49 0.41 Stream DF-1 0 10-Year 1548.00 633.25 638.96 638.96 639.71 0.007240 7.89 306.86 205.88 0.69 Stream DF-1 0 50-Year 2189.00 633.25 639.39 639.39 640.24 0.007955 8.84 396.70 211.30 0.73 Stream DF-1 0 100-Year 2454.00 633.25 639.54 639.54 640.44 0.008284 9.21 427.57 212.65 0.75 Stream DF-1 0 500-Year 3086.00 633.25 639.84 639.84 640.86 0.009086 10.06 492.23 215.36 0. Rayzor Lake Plan: Pre-Project(FEMA) 11/5/2024 Main Channel Distance (ft) Elevation(ft) Legend WS 100-Year Ground 1120 2856 2993 3133 Stream DF-1 Stream DF- Rayzor Lake Plan: Pre-Project(FEMA) 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(FEMA) 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(FEMA) 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(FEMA) 11/5/2024 RS = 2993 Culv Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 4 . 666 678 Rayzor Lake Plan: Pre-Project(FEMA) 11/5/2024 RS = 2905 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 4 .05 0 100 200 672 674 676 678 Rayzor Lake Plan: Pre-Project(FEMA) 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(FEMA) 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(FEMA) 11/5/2024 RS = 2448 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 2 . Rayzor Lake Plan: Pre-Project(FEMA) 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(FEMA) 11/5/2024 RS = 2040 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 2 . Rayzor Lake Plan: Pre-Project(FEMA) 11/5/2024 RS = 1836 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .02 . 668 Rayzor Lake Plan: Pre-Project(FEMA) 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(FEMA) 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(FEMA) 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(FEMA) 11/5/2024 RS = 1120 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 4 . 652 654 656 658 660 662 Rayzor Lake Plan: Pre-Project(FEMA) 11/5/2024 RS = 1020 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 4 . 500 600 652 654 656 658 Rayzor Lake Plan: Pre-Project(FEMA) 11/5/2024 RS = 816 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .04 .05 0 100 648 650 652 Rayzor Lake Plan: Pre-Project(FEMA) 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(FEMA) 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(FEMA) 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(FEMA) 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 (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach-1 3133 10-Year 518.00 663.18 667.75 667.79 0.000640 1.84 342.03 236.11 0.15 Reach-1 3133 50-Year 666.00 663.18 669.70 669.72 0.000232 1.41 593.85 297.79 0.10 Reach-1 3133 100-Year 720.00 663.18 670.46 670.47 0.000154 1.24 715.51 311.46 0.08 Reach-1 3133 500-Year 861.00 663.18 670.81 670.83 0.000176 1.37 773.21 323.35 0.09 Reach-1 3080 10-Year 518.00 661.91 667.63 664.69 667.73 0.001074 2.64 205.80 125.89 0.20 Reach-1 3080 50-Year 666.00 661.91 669.57 665.07 669.67 0.000975 3.10 337.04 155.66 0.20 Reach-1 3080 100-Year 720.00 661.91 670.39 665.18 670.45 0.000504 2.40 470.65 166.59 0.15 Reach-1 3080 500-Year 861.00 661.91 670.74 665.53 670.80 0.000532 2.54 531.69 189.73 0.16 Reach-1 2993 Culvert Reach-1 2905 10-Year 127.00 660.56 662.23 661.58 662.40 0.004216 3.28 38.72 31.92 0.46 Reach-1 2905 50-Year 148.00 660.56 662.37 661.69 662.56 0.004354 3.52 42.04 32.82 0.47 Reach-1 2905 100-Year 155.00 660.56 662.42 661.71 662.62 0.004393 3.60 43.10 33.09 0.47 Reach-1 2905 500-Year 171.00 660.56 662.52 661.78 662.73 0.004465 3.76 45.50 33.69 0.48 Reach-1 2856 10-Year 127.00 660.47 661.94 661.49 662.14 0.006540 3.54 35.90 27.36 0.54 Reach-1 2856 50-Year 148.00 660.47 662.09 661.59 662.30 0.006380 3.73 39.72 27.63 0.54 Reach-1 2856 100-Year 155.00 660.47 662.13 661.62 662.35 0.006324 3.78 40.97 27.71 0.54 Reach-1 2856 500-Year 171.00 660.47 662.24 661.69 662.47 0.006181 3.90 43.82 27.91 0.54 Reach-1 2825 10-Year 127.00 660.25 661.75 661.28 661.94 0.006399 3.49 36.42 27.63 0.54 Reach-1 2825 50-Year 148.00 660.25 661.89 661.38 662.10 0.006256 3.65 40.50 28.01 0.54 Reach-1 2825 100-Year 155.00 660.25 661.94 661.41 662.16 0.006194 3.70 41.86 28.12 0.54 Reach-1 2825 500-Year 171.00 660.25 662.05 661.48 662.28 0.006039 3.80 44.98 28.39 0.53 Reach-1 2784 10-Year 127.00 660.03 661.52 661.00 661.68 0.005609 3.24 39.15 30.56 0.51 Reach-1 2784 50-Year 148.00 660.03 661.67 661.10 661.85 0.005312 3.36 44.09 31.34 0.50 Reach-1 2784 100-Year 155.00 660.03 661.73 661.13 661.91 0.005207 3.39 45.77 31.60 0.50 Reach-1 2784 500-Year 171.00 660.03 661.85 661.20 662.03 0.004963 3.44 49.65 32.21 0.49 Reach-2 588 10-Year 264.00 642.73 642.72 642.03 642.88 0.008772 83.80 68.86 0.00 Reach-2 588 50-Year 365.00 642.73 642.99 642.39 643.19 0.008847 0.90 102.60 72.42 0.44 Reach-2 588 100-Year 391.00 642.73 643.03 642.45 643.25 0.009254 1.02 105.86 73.26 0.46 Reach-2 588 500-Year 455.00 642.73 643.14 642.60 643.39 0.010023 1.30 113.95 74.98 0.50 Reach-2 541 10-Year 264.00 639.95 641.93 641.93 642.24 0.019650 4.81 63.36 92.30 0.90 Reach-2 541 50-Year 365.00 639.95 642.06 642.06 642.46 0.025649 5.51 76.00 103.19 1.03 Reach-2 541 100-Year 391.00 639.95 642.11 642.11 642.52 0.024606 5.58 80.80 104.13 1.01 Reach-2 541 500-Year 455.00 639.95 642.20 642.20 642.64 0.023430 5.81 90.98 105.82 1.00 Reach-2 204 10-Year 1482.00 634.20 640.13 640.28 0.001534 4.20 559.45 190.18 0.33 Reach-2 204 50-Year 2019.00 634.20 640.65 640.83 0.001758 4.80 658.14 195.59 0.36 Reach-2 204 100-Year 2230.00 634.20 640.82 641.03 0.001844 5.02 692.72 197.70 0.37 Reach-2 204 500-Year 2737.00 634.20 641.21 641.46 0.002024 5.49 773.02 221.18 0.39 Reach-2 0 10-Year 1482.00 633.25 638.83 638.83 639.62 0.007756 8.00 280.94 192.63 0.71 Reach-2 0 50-Year 2019.00 633.25 639.29 639.29 640.11 0.007764 8.60 374.93 210.06 0.72 Reach-2 0 100-Year 2230.00 633.25 639.41 639.41 640.27 0.008002 8.90 401.72 211.52 0.73 Reach-2 0 500-Year 2737.00 633.25 639.68 639.68 640.63 0.008677 9.62 457.19 213.93 0. Rayzor Lake Plan: Post-Project(FEMA) 11/5/2024 Main Channel Distance (ft) Elevation(ft) Legend WS 100-Year Ground 28... 285... 2905... 2993 3080 3133 Stream DF-1 Reach- 638 640 642 644 Rayzor Lake Plan: Post-Project(FEMA) 11/5/2024 Main Channel Distance (ft) Elevation(ft) Legend WS 100-Year Ground 204 541 588 Stream DF-1 Reach- 672 674 676 678 680 Rayzor Lake Plan: Post-Project(FEMA) 11/5/2024 RS = 3133 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 .05 0 100 200 300 675 680 Rayzor Lake Plan: Post-Project(FEMA) 11/5/2024 RS = 3080 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 0 5 5 .05 0 685 Rayzor Lake Plan: Post-Project(FEMA) 11/5/2024 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(FEMA) 11/5/2024 RS = 2993 Culv Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 .04 . 670 675 680 Rayzor Lake Plan: Post-Project(FEMA) 11/5/2024 RS = 2905 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 .04 . 670 675 680 Rayzor Lake Plan: Post-Project(FEMA) 11/5/2024 RS = 2856 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 670 675 680 Rayzor Lake Plan: Post-Project(FEMA) 11/5/2024 RS = 2825 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 . 670 675 680 Rayzor Lake Plan: Post-Project(FEMA) 11/5/2024 RS = 2784 Station (ft) Elevation(ft) Legend WS 100-Year Ground Ineff Bank Sta .05 .04 . 665 Rayzor Lake Plan: Post-Project(FEMA) 11/5/2024 RS = 588 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 4 . 652 654 656 Rayzor Lake Plan: Post-Project(FEMA) 11/5/2024 RS = 541 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 .04 . 642 644 646 648 Rayzor Lake Plan: Post-Project(FEMA) 11/5/2024 RS = 204 Station (ft) Elevation(ft) Legend WS 100-Year Ground Bank Sta .05 . 0 4 . 648 650 Rayzor Lake Plan: Post-Project(FEMA) 11/5/2024 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 CLOMR – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\CLOMR - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Appendix C FEMA Information Effective FIRM Panel Annotated FIRM Panel MT-2 FEMA Forms PROPERTY BOUNDARY LEGEND POST-PROJECT 500 YEAR FLOODPLAIN POST-PROJECT 100 YEAR FLOODPLAIN POST-PROJECT FLOODWAY FEMA FORM FF-206-FY-21-100 (formerly 086-0-27) (01/21) Page 1 of 3MT-2 FORM 1 OMB Control Number: 1660-0016 Expiration: 1/31/2024 DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency OVERVIEW & CONCURRENCE FORM PAPERWORK BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 1 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless it displays a valid OMB control number. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Department of Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington, DC 20472 , Paperwork Reduction Project (1660-0016). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. PRIVACY ACT STATEMENT AUTHORITY: The National Flood Insurance Act of 1968, Public Law 90-448, as amended by the Flood Disaster Protection Act of 1973, Public Law 93-234. PRINCIPAL PURPOSE(S): This information is being collected for the purpose of determining an applicant's eligibility to request changes to National Flood Insurance Program (NFIP) Flood Insurance Rate Maps (FIRM). ROUTINE USE(S): The information on this form may be disclosed as generally permitted under 5 U.S.C § 552a(b) of the Privacy Act of 1974, as amended. This includes using this information as necessary and authorized by the routine uses published in DHS/FEMA/NFIP/LOMA-1 National Flood Insurance Program (NFIP); Letter of Map Amendment (LOMA) February 15, 2006, 71 FR 7990. DISCLOSURE: The disclosure of information on this form is voluntary; however, failure to provide the information requested may delay or prevent FEMA from processing a determination regarding a requested change to a (NFIP) Flood Insurance Rate Maps (FIRM). A. REQUESTED RESPONSE FROM DHS-FEMA This request is for a (check one): CLOMR: A letter from DHS-FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision, or proposed hydrology changes (See 44 CFR Ch. 1, Parts 60, 65 & 72). All CLOMRs require documentation of compliance with the Endangered Species Act. Refer to the Instructions for details. LOMR: A letter from DHS-FEMA officially revising the current NFIP map to show the changes to floodplains, regulatory floodway or flood elevations. (See 44 CFR Ch. 1, Parts 60, 65 & 72). B. OVERVIEW 1. The NFIP map panel(s) affected for all impacted communities is (are): Community No. Community Name State Map No. Panel No. Effective Date 2. a. Flooding Source: b. Types of Flooding: Riverine Coastal Shallow Flooding (e.g., Zones AO and AH) Alluvial Fan Lakes Other (Attach Description) 3. Project Name/Identifier: 4. FEMA zone designations (choices: A, AH, AO, A1-A30, A99, AE, AR, V, V1-V30, VE, B, C, D, X) a. Effective: b. Revised: FEMA FORM FF-206-FY-21-100 (formerly 086-0-27) (01/21) Page 2 of 3MT-2 FORM 1 5. Basis for Request and Type of Revision: a. The basis for this revision request is (check all that apply) Physical Change Improved Methodology/Data Regulatory Floodway Revision Base Map Changes Coastal Analysis Hydraulic Analysis Hydrologic Analysis Corrections Weir-Dam Changes Levee Certification Alluvial Fan Analysis Natural Changes New Topographic Data Other (Attach Description) Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review. b. The area of revision encompasses the following structures (check all that apply) Structures: Channelization Levee/Floodwall Bridge/Culvert Dam Fill Other (Attach Description) 6. Documentation of ESA compliance is submitted (required to initiate CLOMR review). Please refer to the instructions for more information. C. REVIEW FEE Has the review fee for the appropriate request category been included? Yes No, Attach Explanation Fee amount: $ - Please see the DHS-FEMA Web site at http://www.fema.gov/forms-doc uments-and-software/floodmap-related-fees for Fee Amounts and Exemptions. D. SIGNATURES 1. REQUESTOR'S SIGNATURE All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Name: Company: Mailing Address: Daytime Telephone: Fax No.: E-mail Address: Signature of Requestor (required): Date: 2. COMMUNITY CONCURRENCE As the community official responsible for floodplain management, I hereby acknowledge that we have received and reviewed this Letter of Map Revision (LOMR) or conditional LOMR request. Based upon the community's review, we find the completed or proposed project meets or is designed to meet all of the community floodplain management requirements, including the requirements for when fill is placed in the regulatory floodway, and that all necessary Federal, State, and local permits have been, or in the case of a conditional LOMR, will be obtained. For Conditional LOMR requests, the applicant has documented Endangered Species Act (ESA) compliance to FEMA prior to FEMA's review of the Conditional LOMR application. For LOMR requests, I acknowledge that compliance with Sections 9 and 10 of the ESA has been achieved independently of FEMA's process. For actions authorized, funded, or being carried out by Federal or State agencies, documentation from the agency showing its compliance with Section 7(a)(2) of the ESA will be submitted. In addition, we have determined that the land and any existing or proposed structures to be removed from the SFHA are or will be reasonably safe from flooding as defined in 44CFR 65.2(c), and that we have available upon request by FEMA, all analyses and documentation used to make this determination. Community Official's Name and Title: Community Name: Mailing Address: Daytime Telephone: Fax No.: E-mail Address: Community Official's Signature (required): Date: FEMA FORM FF-206-FY-21-100 (formerly 086-0-27) (01/21) Page 3 of 3MT-2 FORM 1 3. CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND/OR LAND SURVEYOR This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify elevation information data, hydrologic and hydraulic analysis, and any other supporting information as per NFIP regulations paragraph 65.2(b) and as described in the MT-2 Forms Instructions. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Certifier's Name: License No.: Expiration Date: Company Name: Telephone No.: Fax No.: E-mail Address: Mailing Address: Signature: Date: Ensure the forms that are appropriate to your revision request are included in your submittal. Form Name and (Number) Riverine Hydrology and Hydraulics Form (Form 2) Riverine Structures Form (Form 3) Coastal Analysis Form (Form 4) Coastal Structures Form (Form 5) Alluvial Fan Flooding Form (Form 6) Required if … New or revised discharges or watersurface elevations Channel is modified, addition/revision of bridge/culverts, addition/revision of levee/floodwall, addition/revision of dam New or revised coastal elevations Addition/revision of coastal structure Flood control measures on alluvial fans Seal (Optional) FEMA FORM FF-206-FY-21-101 (formerly 086-0-27A) (01/21) Page 1 of 3 OMB Control Number: 1660-0016 Expiration: 1/31/2024 DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency RIVERINE HYDROLOGY & HYDRAULICS FORM (FORM 2) PAPERWORK BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 3.5 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless it displays a valid OMB control number. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Department of Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington, DC 20472 , Paperwork Reduction Project (1660-0016). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. PRIVACY ACT STATEMENT AUTHORITY: The National Flood Insurance Act of 1968, Public Law 90-448, as amended by the Flood Disaster Protection Act of 1973, Public Law 93-234. PRINCIPAL PURPOSE(S): This information is being collected for the purpose of determining an applicant's eligibility to request changes to National Flood Insurance Program (NFIP) Flood Insurance Rate Maps (FIRM). ROUTINE USE(S): The information on this form may be disclosed as generally permitted under 5 U.S.C § 552a(b) of the Privacy Act of 1974, as amended. This includes using this information as necessary and authorized by the routine uses published in DHS/FEMA/NFIP/LOMA-1 National Flood Insurance Program (NFIP); Letter of Map Amendment (LOMA) February 15, 2006, 71 FR 7990. DISCLOSURE: The disclosure of information on this form is voluntary; however, failure to provide the information requested may delay or prevent FEMA from processing a determination regarding a requested change to a (NFIP) Flood Insurance Rate Maps (FIRM). Flooding Source: Note: Fill out one form for each flooding source studied A. HYDROLOGY 1. Reason for New Hydrologic Analysis (check all that apply): Not revised (skip to section B) No existing analysis Improved data Alternative methodology Proposed Conditions (CLOMR) Changed physical condition of watershed 2. Comparison of Representative 1%-Annual-Chance Discharges Location Drainage Area (Sq. Mi.) Effective/FIS (cfs) Revised (cfs) 3. Methodology for New Hydrologic Analysis (check all that apply) Precipitation/Runoff Model g Specify Model: Duration: Rainfall Amount: Statistical Analysis of Gage Records Regional Regression Equations Other (please attach description) Please enclose all relevant models in digital format, maps, computations (including computation of parameters), and documentation to support the new analysis. 4. Review/Approval of Analysis If your community requires a regional, state, or federal agency to review the hydrologic analysis, please attach evidence of approval/review. 5. Impacts of Sediment Transport on Hydrology Is the hydrology for the revised flooding source(s) affected by sediment transport? Yes No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation. 4. HEC-RAS File Description**: FEMA FORM FF-206-FY-21-101 (formerly 086-0-27A) (01/21) Page 2 of 3 B. HYDRAULICS 1. Reach to be Revised Description Cross Section Water-Surface Elevation (ft.) Effective Proposed/Revised Downstream Limit* Upstream Limit* *Proposed/Revised elevations must tie-into the Effective elevations within 0.5 foot at the downstream and upstream limits of revision. 2. Hydraulic Method/Model Used: Steady State Unsteady State One-Dimensional Two-Dimentional 3. Pre-Submittal Review of Hydraulic Models* DHS-FEMA has developed two review programs, CHECK-2 and CHECK-RAS, to aid in the review of HEC-2 and HEC-RAS hydraulic models, respectively. We recommend that you review your HEC-2 and HEC-RAS models with CHECK-2 and CHECK-RAS. 4. HEC-RAS File Description**: Models Submitted Natural Run Floodway Run Datum Duplicate Effective Model* File Name: Plan Name: File Name: Plan Name: Corrected Effective Model* File Name: Plan Name: File Name: Plan Name: Existing or Pre-Project Conditions Model File Name: Plan Name: File Name: Plan Name: Revised or Post-Project Conditions Model File Name: Plan Name: File Name: Plan Name: Other - (attach description) File Name: Plan Name: File Name: Plan Name: * For details, refer to the corresponding section of the instructions. **See instructions for information about modeling other then HEC-RAS. Digital Models Submitted? (Required) C. MAPPING REQUIREMENTS A certified topographic work map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and proposed conditions 1%-annual-chance floodplain (for approximate Zone A revisions) or the boundaries of the 1%- and 0.2%annual-chance floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); location and alignment of all cross sections with stationing control indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the referenced vertical datum (NGVD, NAVD, etc.). Digital Mapping (GIS/CADD) Data Submitted (preferred) Topographic Information: Source: Date: Vertical Datum: Spatial Projection: Accuracy: Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and/or FBFM must tie-in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and/or FBFM, at the same scale as the original, annotated to show the boundaries of the revised 1%-and 0.2%-annual-chance floodplains and regulatory floodway that tie-in with the boundaries of the effective 1%-and 0.2%-annual-chance floodplain and regulatory floodway at the upstream and downstream limits of the area on revision. Annotated FIRM and/or FBFM (Required) FEMA FORM FF-206-FY-21-101 (formerly 086-0-27A) (01/21) Page 3 of 3 D. COMMON REGULATORY REQUIREMENTS* 1. For LOMR/CLOMR requests, do Base Flood Elevations (BFEs) or Special Flood Hazard Areas (SFHAs) increase compared to the effective BFEs? Yes No If Yes, please attach proof of property owner notification. Examples of property owner notifications can be found in the MT-2 Form 2 Instructions. 2. For CLOMR requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations: • The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot compared to pre-project conditions. • The proposed project encroaches upon a SFHA with or without BFEs established and would result in increases above 1.00 foot compared to pre-project conditions. 3. Does the request involve the placement or proposed placement of fill? Yes No If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the NFIP regulations set forth at 44 CFR 60.3(A)(3), 65.5(a)(4), and 65.6(a)(14). Please see the MT-2 instructions for more information. 4. Does the request involve the placement or proposed placement of fill? Yes No If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is required for requests involving revisions to the regulatory floodway Elements and examples of regulatory floodway revision notification can be found in the MT-2 Form 2 Instructions. 5. For CLOMR requests, please submit documentation to FEMA and the community to show that you have complied with Sections 9 and 10 of the Endangered Species Act (ESA). For actions authorized, funded, or being carried out by Federal or State agencies, please submit documentation from the agency showing its compliance with Section 7(a)(2) of the ESA. Please see the MT-2 instructions for more detail. FEMA FORM FF-206-FY-21-102 (formerly 086-0-27B) (01/21) Page 1 of 9 OMB Control Number: 1660-0016 Expiration: 1/31/2024 DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency RIVERINE STRUCTURES FORM (FORM 3) PAPERWORK BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 3.5 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless it displays a valid OMB control number. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Department of Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington, DC 20472 , Paperwork Reduction Project (1660-0016). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. PRIVACY ACT STATEMENT AUTHORITY: The National Flood Insurance Act of 1968, Public Law 90-448, as amended by the Flood Disaster Protection Act of 1973, Public Law 93-234. PRINCIPAL PURPOSE(S): This information is being collected for the purpose of determining an applicant's eligibility to request changes to National Flood Insurance Program (NFIP) Flood Insurance Rate Maps (FIRM). ROUTINE USE(S): The information on this form may be disclosed as generally permitted under 5 U.S.C § 552a(b) of the Privacy Act of 1974, as amended. This includes using this information as necessary and authorized by the routine uses published in DHS/FEMA/NFIP/LOMA-1 National Flood Insurance Program (NFIP); Letter of Map Amendment (LOMA) February 15, 2006, 71 FR 7990. DISCLOSURE: The disclosure of information on this form is voluntary; however, failure to provide the information requested may delay or prevent FEMA from processing a determination regarding a requested change to a (NFIP) Flood Insurance Rate Maps (FIRM). Flooding Source: Note: Fill out one form for each flooding source studied A. GENERAL Complete the appropriate section(s) for each Structure listed below: Channelization: complete Section B Bridge/Culvert: complete Section C Dam: complete Section D Levee/Floodwall: complete Section E Sediment Transport: complete Section F (if required) Description Of Modeled Structure 1. Name of Structure: Type (check one): Channelization Bridge/Culvert Levee/Floodwall Dam Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: 2. Name of Structure: Type (check one): Channelization Bridge/Culvert Levee/Floodwall Dam Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: 3. Name of Structure: Type (check one): Channelization Bridge/Culvert Levee/Floodwall Dam Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: NOTE: FOR MORE STRUCTURES, ATTACH ADDITIONAL PAGES AS NEEDED. FEMA FORM FF-206-FY-21-102 (formerly 086-0-27B) (01/21) Page 2 of 9 B. CHANNELIZATION Flooding Source: Name of Structure: 1. Hydraulic Considerations The channel was designated to carry (cfs) and/or the - year flood The design elevation in the channel is based on (check one): Subcritical flow Critical flow Supercritical flow Energy grade line If there is the potential for a hydraulic jump at the following locations, check all that apply and attach an explanation of how the hydraulic jump is controlled without affecting the stability of the channel. Inlet to channel Outlet to channel At Drop Structures At Transitions Other locations (specify): 2. Channel Design Plans Attach the plans of the channelization certified by a registered professional engineer, as described in the instructions. 3. Accessory Structures The channelization includes (check one): Levees [Attach Section E (Levee/Floodwall)] Drop structures Superelevated sections Energy dissipater Transitions in cross sectional geometry Debris basin/detention basin [Attach Section D (Dam/Basin)] Weir Other (Describe): 4. Sediment Transport Considerations Are the hydraulics of the channel affected by sediment transport? Yes No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not considered. C. BRIDGE/CULVERT Flooding Source: Name of Structure: 1. This revision reflects (check one): Bridge/Culvert not modeled in the FIS Modified Bridge/Culvert previously modeled in the FIS Revised analysis of Bridge/Culvert previously modeled in the FIS 2. Hydraulic model used to analyze the structure (e.g., HEC-2 with special bridge routine, WSPRO, HY8): If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the structures. Attach justification. 3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following (check the information that has been provided): Dimensions (height, width, span, radius, length) Distance between Cross Sections Shape (culverts only) Erosion Protection Material Low Chord Elevations - Upstream and Downstream Beveling and Rounding Top of Road Elevations - Upstream and Downstream Wink Wall Angle Structure Invert Elevations - Upstream and Downstream Skew Angle Stream Invert Elevations - Upstream and Downstream Cross-Section Locations 4. Sediment Transport Considerations Are the hydraulics of the channel affected by sediment transport? Yes No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not considered. FEMA FORM FF-206-FY-21-102 (formerly 086-0-27B) (01/21) Page 2 of 9 B. CHANNELIZATION Flooding Source: Name of Structure: 1. Hydraulic Considerations The channel was designated to carry (cfs) and/or the - year flood The design elevation in the channel is based on (check one): Subcritical flow Critical flow Supercritical flow Energy grade line If there is the potential for a hydraulic jump at the following locations, check all that apply and attach an explanation of how the hydraulic jump is controlled without affecting the stability of the channel. Inlet to channel Outlet to channel At Drop Structures At Transitions Other locations (specify): 2. Channel Design Plans Attach the plans of the channelization certified by a registered professional engineer, as described in the instructions. 3. Accessory Structures The channelization includes (check one): Levees [Attach Section E (Levee/Floodwall)] Drop structures Superelevated sections Energy dissipater Transitions in cross sectional geometry Debris basin/detention basin [Attach Section D (Dam/Basin)] Weir Other (Describe): 4. Sediment Transport Considerations Are the hydraulics of the channel affected by sediment transport? Yes No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not considered. C. BRIDGE/CULVERT Flooding Source: Name of Structure: 1. This revision reflects (check one): Bridge/Culvert not modeled in the FIS Modified Bridge/Culvert previously modeled in the FIS Revised analysis of Bridge/Culvert previously modeled in the FIS 2. Hydraulic model used to analyze the structure (e.g., HEC-2 with special bridge routine, WSPRO, HY8): If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the structures. Attach justification. 3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following (check the information that has been provided): Dimensions (height, width, span, radius, length) Distance between Cross Sections Shape (culverts only) Erosion Protection Material Low Chord Elevations - Upstream and Downstream Beveling and Rounding Top of Road Elevations - Upstream and Downstream Wink Wall Angle Structure Invert Elevations - Upstream and Downstream Skew Angle Stream Invert Elevations - Upstream and Downstream Cross-Section Locations 4. Sediment Transport Considerations Are the hydraulics of the channel affected by sediment transport? Yes No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not considered. Stream DF-1 Proposed 2-7'x4' RCB Culverts HEC-RAS kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX To: Westray Group, LP From: Tessa Bass, PWS – Kimley-Horn and Associates, Inc. Date: September 12, 2024 Subject: ESA Compliance Rayzor Lake To Whom It May Concern: An Endangered Species study has been performed for the area within the proposed limits of the project and no endangered species have been found. For this reason, it has been determined that a ‘Take’, meaning to harass, harm, pursue, hunt, shoot, kill, wound, trap, capture, or collect, or attempt to engage in any such conduct, has no potential to occur to threatened and endangered species present in Denton County as a result of this project. If you have questions regarding this report or its findings, please do not hesitate to contact us by phone at (469) 445-1317 or by email at tessa.bass@kimley-horn.com. Sincerely, KIMLEY-HORN AND ASSOCIATES, INC. Tessa Bass, PWS cc: Hunter Thompson, P.E, Kimley-Horn and Associates, Inc. Matt Mattke, P.E., Kimley-Horn and Associates, Inc. Attachments: Photo Location Map with Site Visit Photos USFWS IPaC Official Species List (Project Code: 2024-0142885) Photos were taken on 09.10. 06 Photos were taken on 09.10. 12 Photos were taken on 09.10.2024 13 14 15 16 17 18 Photos were taken on 09.10. 24 Photos were taken on 09.10. 30 Photos were taken on 09.10. 36 Photos were taken on 09.10. 42 Photos were taken on 09.10.2024 43 44 09/11/2024 19:32:03 UTC United States Department of the Interior FISH AND WILDLIFE SERVICE Arlington Ecological Services Field Office 17629 El Camino Real, Suite 211 Houston, TX 77058-3051 Phone: (817) 277-1100 Fax: (817) 277-1129 Email Address: arles@fws.gov In Reply Refer To: Project Code: 2024-0142885 Project Name: Rayzor Lake Subject: List of threatened and endangered species that may occur in your proposed project location or may be affected by your proposed project To Whom It May Concern: Project code: /11/2024 19:32:03 UTC    2 of 14 1. 2. 3. The enclosed species list identifies threatened, endangered, proposed, and candidate species, as well as proposed and final designated critical habitat, which may occur within the boundary of your proposed project. The species list fulfills the requirements of the U.S. Fish and Wildlife Service (Service) under section 7(c) of the Endangered Species Act (Act) of 1973, as amended (16 U.S.C. 1531 et seq.). The purpose of the Act is to provide a means whereby threatened and endangered species and the ecosystems upon which they depend may be conserved. Under section 7(a)(1) of the Act, Federal agencies are directed to utilize their authorities to carry out programs for the conservation of threatened and endangered species. Under and 7(a)(2) and its implementing regulations (50 CFR 402 et seq.), Federal agencies are required to determine whether their actions may affect threatened and endangered species and/or designated critical habitat. A Federal action is an activity or program authorized, funded, or carried out, in whole or in part, by a Federal agency (50 CFR 402.02). A Biological Assessment is required for construction projects (or other undertakings having similar physical impacts) that are major Federal actions significantly affecting the quality of the human environment as defined in the National Environmental Policy Act (42 U.S.C. 4332(2) (c)). For Federal actions other than major construction activities, the Service suggests that a biological evaluation (similar to a Biological Assessment) be prepared to determine whether the project may affect listed or proposed species and/or designated or proposed critical habitat. Recommended contents of a Biological Assessment are described at 50 CFR 402.12. After evaluating the potential effects of a proposed action on federally listed species, one of the following determinations should be made by the Federal agency: No effect - the appropriate determination when a project, as proposed, is anticipated to have no effects to listed species or critical habitat. A "no effect" determination does not require section 7 consultation and no coordination or contact with the Service is necessary. However, the action agency should maintain a complete record of their evaluation, including the steps leading to the determination of affect, the qualified personnel conducting the evaluation, habitat conditions, site photographs, and any other related information. May affect, but is not likely to adversely affect - the appropriate determination when a proposed action’s anticipated effects to listed species or critical habitat are insignificant, discountable, or completely beneficial. Insignificant effects relate to the size of the impact and should never reach the scale where "take" of a listed species occurs. Discountable effects are those extremely unlikely to occur. Based on best judgment, a person would not be able to meaningfully measure, detect, or evaluate insignificant effects, or expect discountable effects to occur. This determination requires written concurrence from the Service. A biological evaluation or other supporting information justifying this determination should be submitted with a request for written concurrence. May affect, is likely to adversely affect - the appropriate determination if any adverse effect to listed species or critical habitat may occur as a consequence of the proposed action, and Project code: /11/2024 19:32:03 UTC    3 of 14 the effect is not discountable or insignificant. This determination requires formal section 7 consultation. The Service has performed up-front analysis for certain project types and species in your project area. These analyses have been compiled into determination keys, which allows an action agency, or its designated non-federal representative, to initiate a streamlined process for determining a proposed project’s potential effects on federally listed species. The determination keys can be accessed through IPaC. The Service recommends that candidate species, proposed species, and proposed critical habitat be addressed should consultation be necessary. More information on the regulations and procedures for section 7 consultation, including the role of permit or license applicants, can be found at: https://www.fws.gov/service/section-7-consultations New information based on updated surveys, changes in the abundance and distribution of species, changed habitat conditions, or other factors could change this list. Please feel free to contact us if you need more current information or assistance regarding the potential impacts to federally proposed, listed, and candidate species and federally designated and proposed critical habitat. Please note that under 50 CFR 402.12(e) of the regulations implementing section 7 of the Act, the accuracy of this species list should be verified after 90 days. This verification can be completed formally or informally as desired. The Service recommends that verification be completed by visiting the IPaC website at regular intervals during project planning and implementation for updates to species lists and information. An updated list may be requested through the IPaC system by completing the same process used to receive the enclosed list. Please be aware that bald and golden eagles are protected under the Bald and Golden Eagle Protection Act (16 U.S.C. 668 et seq.), and projects affecting these species may require development of an eagle conservation plan (https://www.fws.gov/library/collections/bald-and- golden-eagle-management). Additionally, wind energy projects should follow the wind energy guidelines (https://www.fws.gov/media/land-based-wind-energy-guidelines) for minimizing impacts to migratory birds and bats. Guidance for minimizing impacts to migratory birds for projects including communications towers (e.g., cellular, digital television, radio, and emergency broadcast) can be found at: https:// www.fws.gov/media/recommended-best-practices-communi cation-tower-design-siting- construction-operation. The Federal Aviation Administration (FAA) released specifications for and made mandatory flashing L-810 lights on new towers 150-350 feet AGL, and the elimination of L-810 steady-burning side lights on towers above 350 feet AGL. While the FAA made these changes to reduce the number of migratory bird collisions (by as much as 70%), extinguishing steady-burning side lights also reduces maintenance costs to tower owners. For additional information concerning migratory birds and eagle conservation plans, please contact the Service’s Migratory Bird Office at 505-248-7882. We appreciate your concern for threatened and endangered species. The Service encourages Federal agencies to include conservation of threatened and endangered species into their project planning to further the purposes of the Act. Please include the Consultation Tracking Number in Project code: /11/2024 19:32:03 UTC    4 of 14 ▪ ▪ ▪ ▪ ▪ the header of this letter with any request for consultation or correspondence about your project that you submit to our office. Attachment(s): Official Species List USFWS National Wildlife Refuges and Fish Hatcheries Bald & Golden Eagles Migratory Birds Wetlands OFFICIAL SPECIES LIST This list is provided pursuant to Section 7 of the Endangered Species Act, and fulfills the requirement for Federal agencies to "request of the Secretary of the Interior information whether any species which is listed or proposed to be listed may be present in the area of a proposed action". This species list is provided by: Arlington Ecological Services Field Office 17629 El Camino Real, Suite 211 Houston, TX 77058-3051 (817) 277-1100 Project code: /11/2024 19:32:03 UTC    5 of 14 PROJECT SUMMARY Project Code: 2024-0142885 Project Name: Rayzor Lake Project Type: New Constr - Above Ground Project Description: Project Location: The approximate location of the project can be viewed in Google Maps: https:// www.google.com/maps/@33.2115321,-97.170513965798 82,14z Counties: Denton County, Texas Project code: /11/2024 19:32:03 UTC    6 of 14 1. ENDANGERED SPECIES ACT SPECIES There is a total of 5 threatened, endangered, or candidate species on this species list. Species on this list should be considered in an effects analysis for your project and could include species that exist in another geographic area. For example, certain fish may appear on the species list because a project could affect downstream species. Note that 2 of these species should be considered only under certain conditions. IPaC does not display listed species or critical habitats under the sole jurisdiction of NOAA Fisheries , as USFWS does not have the authority to speak on behalf of NOAA and the Department of Commerce. See the "Critical habitats" section below for those critical habitats that lie wholly or partially within your project area under this office's jurisdiction. Please contact the designated FWS office if you have questions. NOAA Fisheries, also known as the National Marine Fisheries Service (NMFS), is an office of the National Oceanic and Atmospheric Administration within the Department of Commerce. 1 Project code: /11/2024 19:32:03 UTC    7 of 14 ▪ ▪ BIRDS NAME STATUS Piping Plover Charadrius melodus Population: [Atlantic Coast and Northern Great Plains populations] - Wherever found, except those areas where listed as endangered. There is final critical habitat for this species. Your location does not overlap the critical habitat. This species only needs to be considered under the following conditions: Wind Energy Projects Species profile: https://ecos.fws.gov/ecp/species/6 039 Threatened Rufa Red Knot Calidris canutus rufa There is proposed critical habitat for this species. Your location does not overlap the critical habitat. This species only needs to be considered under the following conditions: Wind Energy Projects Species profile: https://ecos.fws.gov/ecp/species/1864 Threatened Whooping Crane Grus americana Population: Wherever found, except where listed as an experimental population There is final critical habitat for this species. Your location does not overlap the critical habitat. Species profile: https://ecos.fws.gov/ ecp/species/758 Endangered REPTILES NAME STATUS Alligator Snapping Turtle Macrochelys temminckii No critical habitat has been designated for this species. Species profile: https://ecos.fws.gov/ecp/sp ecies/4658 Proposed Threatened INSECTS NAME STATUS Monarch Butterfly Danaus plexippus No critical habitat has been designated for this species. Species profile: https://ecos.fws.gov/ecp/species/9743 Candidate CRITICAL HABITATS THERE ARE NO CRITICAL HABITATS WITHIN YOUR PROJECT AREA UNDER THIS OFFICE'S JURISDICTION. YOU ARE STILL REQUIRED TO DETERMINE IF YOUR PROJECT(S) MAY HAVE EFFECTS ON ALL ABOVE LISTED SPECIES. Project code: /11/2024 19:32:03 UTC    8 of 14 1. 2. 3. USFWS NATIONAL WILDLIFE REFUGE LANDS AND FISH HATCHERIES Any activity proposed on lands managed by the National Wildlife Refuge system must undergo a 'Compatibility Determination' conducted by the Refuge. Please contact the individual Refuges to discuss any questions or concerns. THERE ARE NO REFUGE LANDS OR FISH HATCHERIES WITHIN YOUR PROJECT AREA. BALD & GOLDEN EAGLES Bald and golden eagles are protected under the Bald and Golden Eagle Protection Act and the Migratory Bird Treaty Act . Any person or organization who plans or conducts activities that may result in impacts to bald or golden eagles, or their habitats , should follow appropriate regulations and consider implementing appropriate conservation measures, as described in the links below. Specifically, please review the "Supplemental Information on Migratory Birds and Eagles". The Bald and Golden Eagle Protection Act of 1940. The Migratory Birds Treaty Act of 1918. 50 C.F.R. Sec. 10.12 and 16 U.S.C. Sec. 668(a) There are likely bald eagles present in your project area. For additional information on bald eagles, refer to Bald Eagle Nesting and Sensitivity to Human Activity For guidance on when to schedule activities or implement avoidance and minimization measures to reduce impacts to migratory birds on your list, see the PROBABILITY OF PRESENCE SUMMARY below to see when these birds are most likely to be present and breeding in your project area. NAME BREEDING SEASON Bald Eagle Haliaeetus leucocephalus This is not a Bird of Conservation Concern (BCC) in this area, but warrants attention because of the Eagle Act or for potential susceptibilities in offshore areas from certain types of development or activities. https://ecos.fws.gov/ecp/species/1626 Breeds Sep 1 to Jul 31 PROBABILITY OF PRESENCE SUMMARY The graphs below provide our best understanding of when birds of concern are most likely to be present in your project area. This information can be used to tailor and schedule your project activities to avoid or minimize impacts to birds. Please make sure you read "Supplemental Information on Migratory Birds and Eagles", specifically the FAQ section titled "Proper 1 2 3 Project code: /11/2024 19:32:03 UTC    9 of 14 ▪ ▪ ▪ ▪ no data survey effort breeding season probability of presence Interpretation and Use of Your Migratory Bird Report" before using or attempting to interpret this report. Probability of Presence ( ) Green bars; the bird's relative probability of presence in the 10km grid cell(s) your project overlaps during that week of the year. Breeding Season ( ) Yellow bars; liberal estimate of the timeframe inside which the bird breeds across its entire range. Survey Effort () Vertical black lines; the number of surveys performed for that species in the 10km grid cell(s) your project area overlaps. No Data ( ) A week is marked as having no data if there were no survey events for that week. SPECIES JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC Bald Eagle Non-BCC Vulnerable Additional information can be found using the following links: Eagle Management https://www.fws.gov/program/eagle-management Measures for avoiding and minimizing impacts to birds https://www.fws.gov/library/ collections/avoiding-and-minimizing-incidental-take-migratory-birds Nationwide conservation measures for birds https://www.fws.gov/sites/default/files/ documents/nationwide-standard-conservation-mea sures.pdf Supplemental Information for Migratory Birds and Eagles in IPaC https://www.fws.gov/ media/supplemental-information-migratory-birds-and-bald-and-golden-eagles-may-occur- project-action MIGRATORY BIRDS Certain birds are protected under the Migratory Bird Treaty Act and the Bald and Golden Eagle Protection Act . 1 2 Project code: /11/2024 19:32:03 UTC    10 of 14 1. 2. 3. Any person or organization who plans or conducts activities that may result in impacts to migratory birds, eagles, and their habitats should follow appropriate regulations and consider implementing appropriate conservation measures, as described in the links below. Specifically, please review the "Supplemental Information on Migratory Birds and Eagles". The Migratory Birds Treaty Act of 1918. The Bald and Golden Eagle Protection Act of 1940. 50 C.F.R. Sec. 10.12 and 16 U.S.C. Sec. 668(a) For guidance on when to schedule activities or implement avoidance and minimization measures to reduce impacts to migratory birds on your list, see the PROBABILITY OF PRESENCE SUMMARY below to see when these birds are most likely to be present and breeding in your project area. NAME BREEDING SEASON American Golden-plover Pluvialis dominica This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA and Alaska. https://ecos.fws.gov/ecp/species/10561 Breeds elsewhere Bald Eagle Haliaeetus leucocephalus This is not a Bird of Conservation Concern (BCC) in this area, but warrants attention because of the Eagle Act or for potential susceptibilities in offshore areas from certain types of development or activities. https://ecos.fws.gov/ecp/species/16 26 Breeds Sep 1 to Jul 31 Chimney Swift Chaetura pelagica This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA and Alaska. https://ecos.fws.gov/ecp/species/9406 Breeds Mar 15 to Aug 25 Least Tern Sternula antillarum antillarum This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA and Alaska. https://ecos.fws.gov/ecp/specie s/11919 Breeds Apr 25 to Sep 5 Lesser Yellowlegs Tringa flavipes This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA and Alaska. https://ecos.fws.gov/ecp/species/ 9679 Breeds elsewhere Little Blue Heron Egretta caerulea This is a Bird of Conservation Concern (BCC) only in particular Bird Conservation Regions (BCRs) in the continental USA https://ecos.fws.gov/e cp/species/9477 Breeds Mar 10 to Oct 15 3 Project code: /11/2024 19:32:03 UTC    11 of 14 NAME BREEDING SEASON Pectoral Sandpiper Calidris melanotos This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA and Alaska. https://ecos.fws.gov/ecp/species/9561 Breeds elsewhere Prairie Loggerhead Shrike Lanius ludovicianus excubitorides This is a Bird of Conservation Concern (BCC) only in particular Bird Conservation Regions (BCRs) in the continental USA https://ecos.fws.gov/ecp/species/8833 Breeds Feb 1 to Jul 31 Prothonotary Warbler Protonotaria citrea This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA and Alaska. https://ecos.fws.gov/ecp/species/9439 Breeds Apr 1 to Jul 31 Red-headed Woodpecker Melanerpes erythrocephalus This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA and Alaska. https://ecos.fws.gov/ecp/ species/9398 Breeds May 10 to Sep 10 Sprague's Pipit Anthus spragueii This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA and Alaska. https://ecos.fws.gov/ecp/spe cies/8964 Breeds elsewhere PROBABILITY OF PRESENCE SUMMARY The graphs below provide our best understanding of when birds of concern are most likely to be present in your project area. This information can be used to tailor and schedule your project activities to avoid or minimize impacts to birds. Please make sure you read "Supplemental Information on Migratory Birds and Eagles", specifically the FAQ section titled "Proper Interpretation and Use of Your Migratory Bird Report" before using or attempting to interpret this report. Probability of Presence ( ) Green bars; the bird's relative probability of presence in the 10km grid cell(s) your project overlaps during that week of the year. Breeding Season ( ) Yellow bars; liberal estimate of the timeframe inside which the bird breeds across its entire range. Survey Effort () Vertical black lines; the number of surveys performed for that species in the 10km grid cell(s) your project area overlaps. No Data ( ) A week is marked as having no data if there were no survey events for that week. Project code: /11/2024 19:32:03 UTC    12 of 14 ▪ ▪ ▪ no data survey effort breeding season probability of presence SPECIES JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC American Golden- plover BCC Rangewide (CON) Bald Eagle Non-BCC Vulnerable Chimney Swift BCC Rangewide (CON) Least Tern BCC Rangewide (CON) Lesser Yellowlegs BCC Rangewide (CON) Little Blue Heron BCC - BCR Pectoral Sandpiper BCC Rangewide (CON) Prairie Loggerhead Shrike BCC - BCR Prothonotary Warbler BCC Rangewide (CON) Red-headed Woodpecker BCC Rangewide (CON) Sprague's Pipit BCC Rangewide (CON) Additional information can be found using the following links: Eagle Management https://www.fws.gov/program/eagle-management Measures for avoiding and minimizing impacts to birds https://www.fws.gov/library/ collections/avoiding-and-minimizing-incidental-take-migratory-birds Nationwide conservation measures for birds https://www.fws.gov/sites/default/files/ documents/nationwide-standard-conservation-mea sures.pdf Project code: /11/2024 19:32:03 UTC    13 of 14 ▪ ▪ ▪ ▪ ▪ Supplemental Information for Migratory Birds and Eagles in IPaC https://www.fws.gov/ media/supplemental-information- migratory-birds-and-bald-and-golden-eagles-may-occur- project-action WETLANDS Impacts to NWI wetlands and other aquatic habitats may be subject to regulation under Section 404 of the Clean Water Act, or other State/Federal statutes. For more information please contact the Regulatory Program of the local U.S. Army Corps of Engineers District. Please note that the NWI data being shown may be out of date. We are currently working to update our NWI data set. We recommend you verify these results with a site visit to determine the actual extent of wetlands on site. RIVERINE R4SBC R5UBH FRESHWATER POND PUBHh FRESHWATER FORESTED/SHRUB WETLAND PFO1A Project code: /11/2024 19:32:03 UTC    14 of 14 IPAC USER CONTACT INFORMATION Agency: Kimley-Horn Name: Tessa Bass Address: 13455 Noel Rd. Address Line 2: Two Galleria Office Tower, Suite 700 City: Dallas State: TX Zip: 75240 Email tessa.bass@kimley-horn.com Phone: 8064208761 CLOMR – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\CLOMR - 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\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) CLOMR – RAYZOR LAKE NOVEMBER 2024 Appendices K:\FRI_Hydro\064498619 - Rayzor Lake\Docs\CLOMR - Rayzor Lake.docx Copyright © 2024 Kimley-Horn and Associates, Inc. Appendix E Digital Files HEC-HMS Model HEC-RAS Model StormCAD Model Construction Plan Excerpts Rayzor Lake CL24-0003/FlowMaster/Emergency Flow.fm8 Rayzor Lake CL24-0003/FlowMaster/Emergency Flow.fm8.sqlite Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/001_Year.met Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/005_Year_FD_Post.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/005_Year_FD_Post.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/010_Year.met Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/025_Year.met Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/025_Year_FD_Post.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/025_Year_FD_Post.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/050_Year.met Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/100_Year.met Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/100_Year_FD_EX.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/100_Year_FD_EX.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/100_Year_FD_EX.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/100_Year_FD_Post.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/100_Year_FD_Post.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/100_Year_Post_Project.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/100_Year_Post_Project.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/100_Year_Post_Project.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX_.basin Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__001YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__001YR.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__001YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__010YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__010YR.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__010YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__025YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__025YR.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__025YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__050YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__050YR.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__050YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__100YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__100YR.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__100YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__500YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__500YR.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffEX__500YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffFD_010YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffFD__010YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/1_Pre_Project_OffFD__025YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/25_Year_FD_EX.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/25_Year_FD_EX.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/25_Year_Post_Project.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/25_Year_Post_Project.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX_.basin Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__001YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__001YR.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__001YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__010YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__010YR.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__010YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__025YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__025YR.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__025YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__050YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__050YR.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__050YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__100YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__100YR.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__100YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__500YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__500YR.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/2_Post_Project_OffEX__500YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__001YR.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__001YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__001YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__025YR.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__025YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__025YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__100YR.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__100YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/3_Pre_Project_OffFD__100YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__001YR.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__001YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__001YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__025YR.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__025YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__025YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__100YR.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__100YR.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/4_Post_Project_OffFD__100YR.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/500_Year.met Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/5_Year_FD_EX.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/5_Year_FD_EX.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/72_Hour.control Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/hms1503808001761358393.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/hms766750983450642869.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/hms980418517204214692.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/Pond_Iterations_100yr.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/Pond_Iterations_100yr.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/Rayzor_Lake.access Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/Rayzor_Lake.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/Rayzor_Lake.hms Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/Rayzor_Lake.log Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/Rayzor_Lake.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/Rayzor_Lake.pdata Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/Rayzor_Lake.run Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_100_Year_Post_Project.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_1_Pre_Project_OffEX__001YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_1_Pre_Project_OffEX__010YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_1_Pre_Project_OffEX__025YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_1_Pre_Project_OffEX__050YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_1_Pre_Project_OffEX__100YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_1_Pre_Project_OffEX__500YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_2_Post_Project_OffEX__001YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_2_Post_Project_OffEX__010YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_2_Post_Project_OffEX__025YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_2_Post_Project_OffEX__050YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_2_Post_Project_OffEX__100YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_2_Post_Project_OffEX__500YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_3_Pre_Project_OffFD__001YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_3_Pre_Project_OffFD__025YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_3_Pre_Project_OffFD__100YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_4_Post_Project_OffFD__001YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_4_Post_Project_OffFD__025YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN_4_Post_Project_OffFD__100YR.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN__005_Year_FD_Post.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN__025_Year_FD_Post.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/results/RUN__100_Year_FD_Post.results Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/_005_Year_FD_Post.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/_005_Year_FD_Post.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/_005_Year_FD_Post.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/_025_Year_FD_Post.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/_025_Year_FD_Post.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/_025_Year_FD_Post.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/_100_Year_FD_Post.dsc Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/_100_Year_FD_Post.dss Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/_100_Year_FD_Post.out Rayzor Lake CL24-0003/HEC-HMS v4.1/Rayzor_Lake/_25_Year_FD_Post.dss Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/100-Year FEMA POST FP.kml Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/Backup.f01 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/Backup.g01 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/Backup.p01 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/KML test.kml Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.color_scales Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.f09 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.f10 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g01.hdf Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g02.hdf Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g03.hdf Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g04.hdf Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g05 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g05.hdf Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g06 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.g06.hdf Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O01 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O02 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O03 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O04 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O05 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O06 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O07 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O08 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.O09 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p02.hdf Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p03.hdf Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p04.hdf Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p05.hdf Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p06 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p06.hdf Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p07 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p07.hdf Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p08.hdf Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.p09.hdf Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.prj Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.r03 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.r04 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.r05 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.r06 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.r07 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.r08 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.r09 Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.rasmap Rayzor Lake CL24-0003/HEC-RAS_v5.0.7/Rayzor Lake/RayzorLake.rasmap.backup Rayzor Lake CL24-0003/Rayzor_Ranch_South_Detention_Pond.pdf Rayzor Lake CL24-0003/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 CL24-0003/StormCAD/Background Layers/Proposed Storm Layout.dbf Rayzor Lake CL24-0003/StormCAD/Background Layers/Proposed Storm Layout.idx Rayzor Lake CL24-0003/StormCAD/Background Layers/Proposed Storm Layout.shp Rayzor Lake CL24-0003/StormCAD/Background Layers/Proposed Storm Layout.shx Rayzor Lake CL24-0003/StormCAD/Background Layers/Storm layout.dbf Rayzor Lake CL24-0003/StormCAD/Background Layers/Storm layout.idx Rayzor Lake CL24-0003/StormCAD/Background Layers/Storm layout.prj Rayzor Lake CL24-0003/StormCAD/Background Layers/Storm layout.shp Rayzor Lake CL24-0003/StormCAD/Background Layers/Storm layout.shx Rayzor Lake CL24-0003/StormCAD/Rayzor Lake.stsw Rayzor Lake CL24-0003/StormCAD/Rayzor Lake.stsw.dwh Rayzor Lake CL24-0003/StormCAD/Rayzor Lake.stsw.profiles.dwh Rayzor Lake CL24-0003/StormCAD/Rayzor Lake.stsw.sqlite Rayzor Lake CL24-0003/StormCAD/Rayzor Lake.stsw_1_1-stmc-gvf.out Rayzor Lake CL24-0003/StormCAD/Rayzor Lake.stsw_1_1.cov