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HomeMy WebLinkAboutDrainage Report January 14, 2009I DRAINAGE REPORT FOR THE QUARTERS AT LUTHER STREET PREPARED FOR: TUCKER MACH DEVELOPMENT, L.L.C. 41978 Hempstead Hwy Waller, Texas 77484 JANUARY 14, 2009 MBESI# 1082-0003 SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. I 008 Woodcreek Drive, Suite l 03 • College Station, Texas 77845 (979) 693-3838 • Fax: (979) 693-2554 06 -I Doug l 1 I 1~ I or DRAINAGE REPORT FOR THE QUARTERS AT LUTHER STREET PREPARED FOR: TUCKER MACH DEVELOPMENT, L.L.C. 41978 Hempstead Hwy Waller, Texas 77484 JANUARY 14-, 2009 MBESI# 1082-0003 SUBMITIED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. I 008 Woodcreek Drive, Suite I 03 • College Station, Texas 77845 (979) 693-3838 • Fax: (979) 693-2554 THE QUARTER AT LUTHER STREET Stormwater Management Technical Design Summary Report MBESI #J082-0003 PART 1 -Executive Summary Report Section 1 -Contact Information: Project Designer: Project Developer: Submittal Date: McClure and Browne Engineering and Surveying, Inc. 1008 Woodcreek Drive, Suite 103 College Station, TX 77845 979-693-3 83 8 Tucker Mach Development, L.L.C. 41978 Hempstead Hwy Waller, TX 77484 (713) 213-4647 January 14, 2009 Section 2-General Information: This development is a multi-family residential development to be constructed in College Station. The development consists of one lot and one block. The total area of the development is approximately 1.583 acres. Section 3 -Project Location: The Quarters of Luther Street will be located in College Station approximately 0.46 miles north of F.M. 2818 along Luther Street West. The entire project is located within the city limits of College Station. Refer to Exhibit B for the project site location map. The entire site is located within the Whites Creek drainage basin. No portion of the site is shown to be within the 100-year floodplain; therefore, it is not currently regulated under the National Flood Insurance Program. (FEMA Firm Map# 48041C0182 C, effective July 2, 1992.) Refer to Exhibit C for the FEMA FIRM Map. Based on Figure B-19, Appendix B of the Unified Stormwater Design Guidelines, the site is located in the Whites Creek drainage basin defined in the table. After evaluating the site, it was determine that detention will be necessary. Section 4 -Hydrologic Characteristics: This project site is mostly pasture grassland with medium brush areas and mesquite trees. The surrounding areas from Melrose Subdivision drain into the site and consist of concrete pavement and grass areas. The terrain is flat and slopes in a north-westerly direction into the Novosad Tract. Storm water leaves the Novosad Tract and drains to Luther Street and eventually into Whites Creek. Stormwater Management Technical Design Summary Report Tucker Mach Development, L.L.C. Section 5 -Stormwater Management: The proposed development will consist of four two-story buildings, concrete pavement with curb, sidewalk, and utility construction. Post-development runoff will be conveyed by proposed concrete pavement with curb, concrete flumes and graded grass channels. Site runoff will be captured by three proposed onsite detention ponds. Each detention pond will have proposed concrete outlet structure. The site's natural flow path drains into the Novosad Tract located on the north-west side of the property. The proposed development involves discharging all site runoff into Luther Street at two separate locations. The proposed discharge locations will connect to the existing gutter flowline. Discharge from Pond #1 and Pond #3 will be conveyed to the street by a proposed earth graded and concrete flume channel. Runoff will flow underneath the proposed sidewalk and flow into the street. Discharge from Detention Pond #2 will be released at the street by a concrete channel and flow underneath the proposed sidewalk and into the street. The drainage design involves a pre-development and post-development drainage analysis. The pre- development analysis involved modeling the drainage area as one basin. Refer to Exhibit D for the pre- development drainage map. The post-development analysis involved modeling drainage system as five drainage basins with three detention ponds. The sub-catchment basins for detention ponds #1, #2 and #3 consist of concrete pavement, roof and grass cover. Sub-catchment basin 4 is the drainage area between pond #3 and pond #1 and consists of concrete, roof and grass cover. Sub-catchment basin 5 is the Luther Street upstream drainage area and consists of asphalt, concrete, and grass cover. The Luther Street drainage area was determined to have combined curve number (CN) of 85. Refer to Exhibit E for the post-development drainage map. The proposed discharge locations for detention ponds # 1 and #2 connect to Luther Street at the existing gutter flowline; therefore, a backwater effect will occur at the pond's outlet due to gutter flow. Under the 100-year storm event, the gutter flow rises approximately 6 inches; therefore, to be conservative a 6 inch tailwater was applied to ponds #1 and #2 under the post-development analysis. The post-development point of interest analyzes the combined flow from all five basins. In order to compare pre-development versus post-development flows, Table 1 summarizes the pre-and post-development flows from basins 1, 2, 3, and 4 at the point of interest. Table 1: Pre-Development and Post-Development Flows at Point of Interest Storm Pre-Development Post-Development Pond Water Surface Event Pond #1 Pond #2 Pond #3 (yr) (yr) (yr) (ft) (ft) (ft) 2 3.30 3.24 327.05 327.83 327.95 5 5.62 5.34 327.16 327.87 328.05 10 7.32 6.82 327.22 327.90 328.10 25 8.76 8.05 327.26 327.92 328.14 50 10.79 9.74 327.31 327.96 328.19 100 12.53 11.18 327.35 327.98 328.22 Top of Berm Elevations: Pond #1=327.50'; Pond #2 = 328.00'; Pond #3 = 328.25' Stormwater Management Technical Design Summary Report Tucker Mach Development, L.L.C. From Table 1, the post-development flows are less than the pre-development flows for all storm events. Post-development flows are reduced by the three proposed detention ponds which utilizing outlet structures to control the discharge rate. The outlet structure for detention ponds #1 and #3 have a rectangular opening at the flowline and a rectangular weir. The outlet structure for detention pond #2 consists of a trapezoidal opening. Refer to the construction drawing, sheet 6 for outlet structure details. Pure rectangular weir flow will occur in the case that the rectangular opening on detention ponds # 1 and #3 is obstructed and will not adversely impact adjacent properties or downstream areas. In conclusion, runoff from the proposed site is reduced less than pre-development flows and will not adversely impact downstream developments. Section 6 -Coordination and Permitting: No coordination or permitting is required for this development. Section 7 -Reference: ExhibitA Exhibit B Exhibit C Exhibit D ExhibitE Exhibit F Technical Design Summary Report Project Site Location Map FEMA FIRM Map Pre-Development Drainage Map Post-Development Drainage Map HydroCAD Report Stormwater Management Technical Design Summary Report Tucker Mach Development, L.L.C. EXHIBIT A Technical Design Summary Report Stonnwater Management Technical Design Summary Report Tucker Mach Development, L.L.C. SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY The Cities of Bryan and College Station both require storm drainage design to follow these Unified Stormwater Design Guidelines. Paragraph C2 of Section Ill (Administration) requires submittal of a drainage report in support of the drainage plan (stormwater management plan) proposed in connection with land development projects, both site projects and subdivisions. That report may be submitted as a traditional prose report, complete with applicable maps, graphs, tables and drawings, or it may take the form of a "Technical Design Summary". The format and content for such a summary report shall be in substantial conformance with the description in this Appendix to those Guidelines. In either format the report must answer the questions (affirmative or negative) and provide, at minimum, the information prescribed in the "Technical Design Summary" in this Appendix. The Stormwater Management Technical Design Summary Report shall include several parts as listed below. The information called for in each part must be provided as applicable. In addition to the requirements for the Executive Summary, this Appendix includes several pages detailing the requirements for a Technical Design Summary Report as forms to be completed. These are provided so that they may be copied and completed or scanned and digitized. In addition, electronic versions of the report forms may be obtained from the City. Requirements for the means (medium) of submittal are the same as for a conventional report as detailed in Section Ill of these Guidelines. Note: Part 1 -Executive Summary must accompany any drainage report required to be provided in connection with any land development project, regardless of the format chosen for said report. Note: Parts 2 through 6 are to be provided via the forms provided in this Appendix. Brief statements should be included in the forms as requested, but additional information should be attached as necessary. Part 1 -Executive Summary Report Part 2 -Project Administration Part 3 -Project Characteristics Part 4 -Drainage Concept and Design Parameters Part 5 -Plans and Specifications Part 6 -Conclusions and Attestation STORMWATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT Part 1 -Executive Summary This is to be a brief prose report that must address each of the seven areas listed below. Ideally it will include one or more paragraphs about each item . 1. Name, address, and contact information of the engineer submitting the report, and of the land owner and developer (or applicant if not the owner or developer). The date of submittal should also be included . 2. Identification of the size and general nature of the proposed project, including any proposed project phases. This paragraph should also include reference to STORMWATER DESIGN GUIDELINES Effective February 2007 Page 1 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY applications that are in process with either City: plat(s), site plans, zoning requests, or clearing/grading permits, as well as reference to any application numbers or codes assigned by the City to such request. 3. The location of the project should be described. This should identify the Named Regulatory Watershed(s) in which it is located , how the entire project area is situated therein, whether the property straddles a watershed or basin divide, the approximate acreage in each basin , and whether its position in the Watershed dictates use of detention design. The approximate proportion of the property in the city limits and within the ET J is to be identified, including whether the property straddles city jurisdictional lines. If any portion of the property is in floodplains as described in Flood Insurance Rate Maps published by FEMA that should be disclosed. 4. The hydrologic characteristics of the property are to be described in broad terms: existing land cover; how and where stormwater drains to and from neighboring properties; ponds or wetland areas that tend to detain or store stormwater; existing creeks, channels, and swales crossing or serving the property; all existing drainage easements (or ROW) on the property, or on neighboring properties if they service runoff to or from the property. 5. The general plan for managing stormwater in the entire project area must be outlined to include the approximate size , and extent of use, of any of the following features: storm drains coupled with streets; detention I retention facilities; buried conveyance conduit independent of streets; swales or channels; bridges or culverts; outfalls to principal watercourses or their tributaries; and treatment(s) of existing watercourses. Also, any plans for reclaiming land within floodplain areas must be outlined. 6. Coordination and permitting of stormwater matters must be addressed. This is to include any specialized coordination that has occurred or is planned with other entities (local, state, or federal). This may include agencies such as Brazos County government, the Brazos River Authority, the Texas A&M University System, the Texas Department of Transportation, the Texas Commission for Environmental Quality, the US Army Corps of Engineers, the US Environmental Protection Agency, et al. Mention must be made of any permits, agreements, or understandings that pertain to the project. 7. Reference is to be made to the full drainage report (or the Technical Design Summary Report) which the executive summary represents. The principal elements of the main report (and its length), including any maps, drawings or construction documents, should be itemized. An example statement might be: "One __ -page drainage report dated one set of construction drawings ( sheets) dated , and a ___ -page specifications document dated comprise the drainage report for this project." Part 2 -Project Administration I Start (Page 2.1) Engineering and Design Professionals Information STORMWATER DESIGN GUIDELINES Effective February 2007 Page 2 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY applications that are in process with either City: plat(s), site plans , zoning requests, or clearing/grading permits, as well as reference to any application numbers or codes assigned by the City to such request. 3. The location of the project should be described. This should identify the Named Regulatory Watershed(s) in which it is located, how the entire project area is situated therein, whether the property straddles a watershed or basin divide, the approximate acreage in each basin , and whether its position in the Watershed dictates use of detention design. The approximate proportion of the property in the city limits and within the ET J is to be identified, including whether the property straddles city jurisdictional lines. If any portion of the property is in floodplains as described in Flood Insurance Rate Maps published by FEMA that should be disclosed. 4. The hydrologic characteristics of the property are to be described in broad terms: existing land cover; how and where stormwater drains to and from neighboring properties; ponds or wetland areas that tend to detain or store stormwater; existing creeks, channels, and swales crossing or serving the property; all existing drainage easements (or ROW) on the property, or on neighboring properties if they service runoff to or from the property. 5. The general plan for managing stormwater in the entire project area must be outlined to include the approximate size, and extent of use, of any of the following features: storm drains coupled with streets; detention I retention facilities; buried conveyance conduit independent of streets; swales or channels; bridges or culverts; outfalls to principal watercourses or their tributaries; and treatment(s) of existing watercourses. Also, any plans for reclaiming land within floodplain areas must be outlined. 6. Coordination and permitting of stormwater matters must be addressed. This is to include any specialized coordination that has occurred or is planned with other entities (local, state, or federal). This may include agencies such as Brazos County government, the Brazos River Authority, the Texas A&M University System, the Texas Department of Transportation , the Texas Commission for Environmental Quality, the US Army Corps of Engineers, the US Environmental Protection Agency, et al. Mention must be made of any permits, agreements, or understandings that pertain to the project. 7. Reference is to be made to the full drainage report (or the Technical Design Summary Report) which the executive summary represents. The principal elements of the main report (and its length), including any maps, drawings or construction documents, should be itemized. An example statement might be: "One __ -page drainage report dated one set of construction drawings sheets) dated , and a ___ -page specifications document dated ____ comprise the drainage report for this project." Part 2 -Project Administration I Start (Page 2. 1) Engineering and Design Professionals Information STORMWATER DESIGN GUIDELINES Effective February 2007 Page 2 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Engineering Firm Name and Address: Jurisdiction McClure & Browne Engineering/Surveying, Inc. City: Bryan 1008 Woodcreek Drive, Suite 103 x College Station College Station, TX 77845 Date of Submittal: January 14, 2009 Lead Engineer's Name and Contact lnfo.(phone, e-mail, fax): I Other: J. Dale Browne, Jr., P.E. Phone: 979-693-3838 Fax: 979-693-2554 E-mail: dbrowne@mcclurebrowne.com Supporting Engineering I Consulting Firm(s): Other contacts: Developer I Owner I Applicant Information Developer I Applicant Name and Address : Phone and e-mail: Tucker Mach Development, L.L.C. 713-213-464 7 41978 Hempstead Hwy eric_mach@yahoo.com Waller, TX 77484 Property Owner(s) if not Developer I Applicant (&address): Phone and e-mail: Project Identification Development Name: The Quarters at Luther Street Is subject property a site project, a single-phase subdivision, or part of a multi-phase subdivision? Single-phase: Block 1, Lot 1 If multi-phase, subject property is phase of Legal description of subject property (phase) or Project Area: (see Section II, Paragraph B-3a) The Quarters at Luther Street If subject property (phase) is second or later phase of a project, describe general status of all earlier phases. For most recent earlier phase Include submittal and review dates. General Location of Project Area, or subject property (phase): Approximately 0.46 miles north of F.M. 2818 along Luther Street. In City Limits? Extraterritorial Jurisdiction (acreage): Bryan: acres. Bryan: College Station: College Station: 1.583 acres. Acreage Outside ET J: Part 2 -Project Administration I Continued (page 2.2) Project Identification (continued) STORMWATER DESIGN GUIDELINES Effective February 2007 Page 3 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Roadways abutting or within Project Area or Abutting tracts, platted land, or built subject property: developments: Luther Street Melrose Subdivision and Novosad Subdivision Named Regulatory Watercourse(s) & Watershed(s): Tributary Basin(s): Whites Creek Watershed Plat Information For Project or Subject Property (or Phase) Preliminary Plat File#: Under Review Final Plat File #: Under Review Date: Name: Status and Vol/Pg: If two plats, second name: File#: Status: Date: Zoning Information For Project or Subject Property (or Phase) Zoning Type: R-4 Existing or Proposed? Proposed Case Code: 08-00500315 Case Date 12/17/08 Status: Under Review Zoning Type: Existing or Proposed? Case Code: Case Date Status: Stormwater Management Planning For Project or Subject Property (or Phase) Planning Conference(s) & Date(s): Participants: Preliminary Report Required? Yes Submittal Date 12/03/08 Review Date 12/17/08 Review Comments Addressed? Yes x No In Writing? When? ---- Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any. The point of interest at the Novosad Subdivision was moved to Luther Street under post- development conditions per our meeting with Alan Gibbs and Josh Norton. Part 2 -Project Administration I Continued (page 2.3) Coordination For Project or Subject Property (or Phase) STORMWATER DESIGN GUIDELINES Effective February 2007 Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Roadways abutting or within Project Area or Abutting tracts, platted land, or built subject property: developments: Luther Street Melrose Subdivision and Novosad Subdivision Named Regulatory Watercourse(s) & Watershed(s): Tributary Basin(s): Whites Creek Watershed Plat Information For Project or Subject Property (or Phase) Preliminary Plat File#: Under Review Final Plat File#: Under Review Date: Name: Status and Vol/Pg: If two plats, second name: File#: Status: Date: Zoning Information For Project or Subject Property (or Phase) Zoning Type: R-4 Existing or Proposed? Proposed Case Code: 08-00500315 Case Date 12/17/08 Status: Under Review Zoning Type: Existing or Proposed? Case Code: Case Date Status: -St,ormwater Management Planning For Project or Subject Property (or Phase) Planning Conference(s) & Date(s): Participants: Preliminary Report Required? Yes Submittal Date 12/03/08 Review Date 12/17108 Review Comments Addressed? Yes x No In Writing? When? ---- Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any. The point of interest at the Novosad Subdivision was moved to Luther Street under post- development conditions per our meeting with Alan Gibbs and Josh Norton. Part 2-Project Administration I Continued (page 2.3) Coordination For Project or Subject Property (or Phase) STORMWATER DESIGN GUIDELINES Effective February 2007 Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Note: For any Coordination of stormwater matters indicated below, attach documentation describing and substantiating any agreements, understandings, contracts, or approvals. Coordination Dept. Contact: Date: Subject: With Other Departments of Jurisdiction City (Bryan or College Station) Coordination With Summarize need(s) & actions taken (include contacts & dates): Non-jurisdiction City Needed? Yes __ No~ Coordination with Summarize need(s) & actions taken (include contacts & dates): Brazos County Needed? Yes No x ---- Coordination with Summarize need(s) & actions taken (include contacts & dates): TxDOT Needed? Yes No x ---- Coordination with Summarize need(s) & actions taken (include contacts & dates): T AMUS Needed? Yes No x ---- Permits For Project or Subject Property (or Phase) As to stormwater management, are permits required for the proposed work from any of the entities listed below? If so, summarize status of efforts toward that objective in spaces below. Entity Permitted or Status of Actions (include dates) Approved? US Army Crops of Engineers No x Yes --- US Environmental Protection Agency No x Yes --- Texas Commission on Environmental Quality No x Yes ---- Brazos River Authority No x Yes --- Part 3 -Property Characteristics I Start (Page 3.1) Nature and Scope of Proposed Work STORMWATER DESIGN GUIDELINES Effective February 2007 Page 5 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Existing: Land proposed for development currently used, including extent of impervious cover? Site __ Redevelopment of one platted lot, or two or more adjoining platted lots. Development _x_ Building on a single platted lot of undeveloped land. Project __ Building on two or more platted adjoining lots of undeveloped land. (select all __ Build ing on a single lot, or adjoining lots, where proposed plat will not form applicable) a new street (but may include ROW dedication to existing streets). __ Other (explain): Subdivision __ Construction of streets and utilities to serve one or more platted lots. Development _X_ Construction of streets and utilities to serve one or more proposed lots on Project lands represented by pending plats. Site projects: building use(s), approximate floor space, impervious cover ratio. Describe Subdivisions: number of lots by general type of use, linear feet of streets and Nature and drainage easements or ROW. Size of (4) 2-story multi-family residential building with gross sf area of 31 ,590 sf Pro~osed Block 1, Lot 1 Project includes proposed P.U.E. dedication. Is any work planned on land that is not platted If yes, explain: or on land for which platting is not pending? x No Yes ---- FEMA Floodplains Is any part of subject property abutting a Named Regulatory Watercourse I N x y (Section II, Paragraph B1) or a tributary thereof? 0 --es -- Is any part of subject property in floodplain I No_x_ Yes Rate Map 48041 C0182 C area of a FEMA-regulated watercourse? -- Encroachment(s) Encroachment purpose(s): __ Building site(s) __ Road crossing(s) into Floodplain areas planned? __ Utility crossing(s) __ Other (explain): No -- Yes -- If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA- approved Flood Study to define allowable encroachments in proposed areas? Explain. Part 3 -Prope rty Characteristics I Continued (Page 3.2) Hydrologic Attributes of Subject Property (or Phase) Has an earlier hydrologic analysis been done for larger area including subject property? STORMWATER DESIGN GUIDELINES Effective February 2007 Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 - SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Existing: Land proposed for development currently used, including extent of impervious cover? Site __ Redevelopment of one platted lot, or two or more adjoining platted lots. Development _x_ Building on a single platted lot of undeveloped land. Project __ Building on two or more platted adjoining lots of undeveloped land. (select all __ Building on a single lot, or adjoining lots, where proposed plat will not form applicable) a new street (but may include ROW dedication to existing streets). __ Other (explain): Subdivision __ Construction of streets and utilities to serve one or more platted lots. Development _X_ Construction of streets and utilities to serve one or more proposed lots on Project lands represented by pending plats. Site projects: building use(s), approximate floor space, impervious cover ratio. Describe Subdivisions: number of lots by general type of use, linear feet of streets and Nature and drainage easements or ROW. Size of (4) 2-story multi-family residential building with gross sf area of 31 ,590 sf Proposed Block 1, Lot 1 Project includes proposed P.U.E. dedication. Is any work planned on land that is not platted If yes, explain: or on land for which platting is not pending? x No Yes ---- ". .. .. ,. . .. , " . . . .... , •:.· ... ., .. ··· •·· FEMA Floodplain~ •• '· ·' Is any part of subject property abutting a Named Regulatory Watercourse I N x y (Section II, Paragraph B1) or a tributary thereof? 0 --es -- Is any part of subject property in floodplain I No_x_ Yes Rate Map 48041CO182 C area of a FEMA-regulated watercourse? -- Encroachment(s) Encroachment purpose(s): __ Building site(s) __ Road crossing(s) into Floodplain areas planned? __ Utility crossing(s) __ Other (explain): No -- Yes -- If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA- approved Flood Study to define allowable encroachments in proposed areas? Explain. Part 3 -Property Characteristics I Continued (Page 3.2) Hydrologic Attributes of Subject Property (or Phase) Has an earlier hydrologic analysis been done for larger area including subject property? STORMWATER DESIGN GUIDELINES Effective February 2007 Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Yes Reference the study (&date) here, and attach copy if not already in City files. -- Is the stormwater management plan for the property in substantial conformance with the earlier study? Yes No If not, explain how it differs. No If subject property is not part of multi-phase project, describe stormwater management x plan for the property in Part 4. --If property is part of multi-phase project, provide overview of stormwater management plan for Project Area here. In Part 4 describe how plan for subject property will comply therewith. Do existing topographic features on subject property store or detain runoff? _x_ No --Yes Describe them (include approximate size, volume, outfall , model, etc). Yes Any known drainage or flooding problems in areas near subject property? _X_ No --Identify: Based on location of study property in a watershed, is Type 1 Detention (flood control) needed? (see Table B-1 in Appendix B) __ Detention is required. x Need must be evaluated. __ Detention not required. -- What decision has been reached? By whom? If the need for Detention required by Project Engineer. Type 1 Detention How was determination made? must be evaluated: Hydrograph Evaluation Part 3 -Pro12ertv Characteristics I Continued (Page 3.3) Hydrologic Attributes of Subject Property (or Phase) (continued) Does subject property straddle a Watershed or Basin divide? _x_ No --Yes If yes, describe splits below. In Part 4 describe design concept for handling this. Watershed or Basin STORMWATER DESIGN GUIDELINES Effective February 2007 Page 7 of 26 I Larger acreaQe I Lesser acreaQe I I APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Above-Project Areas(Section II, Paragraph 83-a) Does Project Area (project or phase) receive runoff from upland areas? __ No --Yes Size(s) of area(s) in acres: 1) 2) 3) 4) Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable concentrated section(s), small creek (non-regulatory), regulatory Watercourse or tributary); Flow determination: Outline hydrologic methods and assumptions: Does storm runoff drain from public easements or ROW onto or across subject property? --No --Yes If yes, describe facilities in easement or ROW: Are changes in runoff characteristics subject to change in future? Explain Conveyance Pathways (Section II, Paragraph C2) Must runoff from study property drain across lower properties before reaching a Regulatory Watercourse or tributary? X No Yes Describe length and characteristics of each conveyance pathway(s). Include ownership of property(ies). Runoff surface drains into the Novosad Subdivision on the north-west corner of the property, then into Luther Street and eventually into Whites Creek. Part 3 -Pro~ertv Characteristics I Continued (Page 3.4) Hydrologic Attributes of Subject Property (or Phase) (continued) Conveyance Pathways (continued) Do drainage If yes, for what part of length? % Created by? __ plat, or easements instrument. exist for any -- part of STORMWATER DESIGN GUIDELINES Effective February 2007 If instrument(s), describe their provisions. Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Above-Project Areas(Section 11, Paragraph 83-a) Does Project Area (project or phase) receive runoff from upland areas? __ No --Yes Size(s) ofarea(s) in acres: 1) 2) 3) 4) Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable concentrated section(s), small creek (non-regulatory), regulatory Watercourse or tributary); Flow determination: Outline hydrologic methods and assumptions: Does storm runoff drain from public easements or ROW onto or across subject property? --No --Yes If yes, describe facilities in easement or ROW: Are changes in runoff characteristics subject to change in future? Explain Conveyance Pathways (Section II , Paragraph C2) Must runoff from study property drain across lower properties before reaching a Regulatory Watercourse or tributary? X No Yes Describe length and characteristics of each conveyance pathway(s). Include ownership of property(ies). Runoff surface drains into the Novosad Subdivision on the north-west corner of the property, then into Luther Street and eventually into Whites Creek. Part 3 -Pro~ert~ Characteristics I Continued (Page 3.4) Hydrologic Attributes of Subject Property (or Phase) (continued) Conveyance Pathways (continued) Do drainage If yes , for what part of length? % Created by? __ plat, or easements __ instrument. If instrument(s), describe their provisions. exist for any part of STORMWATER DESIGN GUIDELINES Effective February 2007 Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY pathway(s)? __ No __ Yes Pathway Areas Nearby Where runoff must cross lower properties, describe characteristics of abutting lower property(ies). (Existing watercourses? Easement or Gonsent aquired?) Describe any built or improved drainage facilities existing near the property (culverts, bridges, lined channels, buried conduit, swales, detention ponds, etc). Drainage ,__ _____________________________ __, Facilities Do any of these have hydrologic or hydraulic influence on proposed stormwater design? __ No __ Yes If yes, explain: Part 4 -Drainage Conce~t and Design Parameters I Start (Page 4.1) Stormwater Management Concept Discharge(s) From Upland Area(s) If runoff is to be received from upland areas, what design drainage features will be used to accommodate it and insure it is not blocked by future development? Describe for each area, flow section , or discharge point. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 9 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Discharge(s) To Lower Property(ies) (Section II, Paragraph E1) Does project include drainage features (existing or future) proposed to become public via platting? _X_ No __ Yes Separate Instrument? No Yes Per Guidelines reference above, how will __ Establishing Easements (Scenario 1) runoff be discharged to neighboring _X_ Pre-development Release (Scenario 2) property(ies )? Combination of the two Scenarios -- Scenario 1: If easements are proposed, describe where needed, and provide status of actions on each. (Attached Exhibit# ) Scenario 2: Provide general description of how release(s) will be managed to pre-development conditions (detention, sheet flow, partially concentrated, etc.). (Attached Exhibit# ) Storm detention is being provided on site. Combination: If combination is proposed, explain how discharge will differ from pre- development conditions at the property line for each area (or point) of release. If Scenario 2, or Combination are to be used, has proposed design been coordinated with owner(s) of receiving property(ies)? x No Yes Explain and provide --documentation. Release is redirected to the street; therefore, will not affect adjacent property owner. Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.2) Stormwater Management Concept (continued) Within Project Area Of Multi-Phase Project Will project result Identify gaining Basins or Watersheds and acres shifting: in shifting runoff between Basins or between STORMWATER DESIGN GUIDELINES Effective February 2007 Page10of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Discharge(s) To Lower Property(ies) (Section II , Paragraph E1) Does project include drainage features (existing or future) proposed to become public via platting? _X_ No __ Yes Separate Instrument? No Yes Per Guidelines reference above, how will __ Establishing Easements (Scenario 1) runoff be discharged to neighboring property( ies)? _X_ Pre-development Release (Scenario 2) Combination of the two Scenarios -- Scenario 1: If easements are proposed, describe where needed, and provide status of actions on each. (Attached Exhibit# ) Scenario 2: Provide general description of how release(s) will be managed to pre-development conditions (detention, sheet flow, partially concentrated, etc.). (Attached Exhibit# ) Storm detention is being provided on site. Combination: If combination is proposed, explain how discharge will differ from pre- development conditions at the property line for each area (or point) of release. If Scenario 2, or Combination are to be used, has proposed design been coordinated with owner(s) of receiving property(ies)? x No Yes Explain and provide --documentation. Release is redirected to the street; therefore, will not affect adjacent property owner. Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.2) ' Stormwater Management Concept (continued) Within Project Area Of Multi-Phase Project Will project result Identify gaining Basins or Watersheds and acres shifting: in shifting runoff between Basins or between STORMWATER DESIGN GUIDELINES Effective February 2007 Page 10 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Watersheds? What design and mitigation is used to compensate for increased runoff from gaining basin or watershed? X No Yes How will runoff from Project 1. __ With facility(ies) involving other development projects. Area be mitigated to pre-2. _x_ Establishing features to serve overall Project Area. development conditions? Select any or all of 1, 2, 3. __ On phase (or site) project basis within Project Area. and/or 3, and explain below. 1. Shared facility (type & location of facility; design drainage area served; relationship to size of Project Area): (Attached Exhibit# ) By three proposed detention facilities. Each facility will be dry and have concrete outlet structure. 2. For Overall Project Area (type & location of facilities): (Attached Exhibit# ) 3. By phase (or site) project: Describe planned mitigation measures for phases (or sites) in subsequent questions of this Part. C'-· "C <I> Ill c: <I> ~ >-c::: Ill c: Cl 'iii <I> 0 Oz ro Jxl <I> ~ Are aquatic echosystems proposed? __ No project(s)? __ Yes In which phase(s) or Are other Best Management Practices for reducing stormwater pollutants proposed? __ No __ Yes Summarize type of BMP and extent of use: If design of any runoff-handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain in later questions. __ Detention elements __ Conduit elements __ Channel features __ Swales __ Ditches __ Inlets __ Valley gutters __ Outfalls __ Culvert features __ Bridges Other Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.3) Stormwater Management Concept (continued) Within Project Area Of Multi-Phase Project (continued) Will Project Area include bridge(s) or culvert(s)? _x_ No __ Yes Identify type and general size and In which phase(s). STORMWATER DESIGN GUIDELINES Effective February 2007 Page 11 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY If detention/retention serves (will serve) overall Project Area, describe how it relates to subject phase or site project (physical location, conveyance pathway(s), construction sequence): Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area, is design in substantial conformance with earlier analysis and report for larger area? __ Yes X No, then summarize the difference(s): Identify whether each of the types of drainage features listed below are included, extent of use, and general characteristics. C'-· "O Q) Cf) Cf) Q) ::l >-!/) Q) I ..c: .B 15 Typical shape? I Surfaces? Steepest side slopes: Usual front slopes: Usual back slopes: Flow line slopes: least ____ _ Typical distance from travelway: typical greatest. ___ _ (Attached Exhibit# ) Are longitudinal culvert ends in compliance with B-CS Standard Specifications? ___ Yes No, then explain: At intersections or otherwise, do valley gutters cross arterial or collector streets? ___ No __ Yes If yes explain: Are valley gutters proposed to cross any street away from an intersection? __ No __ Yes Explain: (number of locations?) Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.4) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) -e (ij Gutter line slopes: Least Usual Greatest ::J ~ C'· Are inlets recessed on arterial and collector streets? Yes No If "no", (.) ::l "O ----:5 Cl Q) identify where and why. "O Cf) ~ ~ ::l STORMWATER DESIGN GUIDELINES Effective February 2007 Page 12 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY If detention/retention serves (will serve) overall Project Area, describe how it relates to subject phase or site project (physical location, conveyance pathway(s), construction sequence): Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area, is design in substantial conformance with earlier analysis and report for larger area? __ Yes X No, then summarize the difference(s): Identify whether each of the types of drainage features listed below are included, extent of use, and general characteristics. Typical shape? J Surfaces? Steepest side slopes: Usual front slopes: Usual back slopes: Flow line slopes: least. ____ _ Typical distance from travelway: typical greatest ___ _ (Attached Exhibit# ) Are longitudinal culvert ends in compliance with B-CS Standard Specifications? ___ Yes No, then explain: At intersections or otherwise, do valley gutters cross arterial or collector streets? ___ No __ Yes If yes explain: Are valley gutters proposed to cross any street away from an intersection? __ No __ Yes Explain: (number of locations?) Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.4) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) le ..... Gutter line slopes: Least Usual Greatest ..... (!) :::) ::::: C'-· Are inlets recessed on arterial and collector streets? Yes No If "no", t.> ::::i "O ----~ C) (!) identify where and why. -c en ~:ii ::::i STORMWATER DESIGN GUIDELINES Effective February 2007 Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Will inlets capture 10-year design stormflow to prevent flooding of intersections (arterial with arterial or collector)? --Yes --No If no, explain where and why not. Will inlet size and placement prevent exceeding allowable water spread for 10-year design storm throughout site (or phase)? --Yes --No If no, explain. Sag curves: Are inlets placed at low points? --Yes --No Are inlets and conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches? --Yes --No Explain "no" answers. Will 100-yr stormflow be contained in combination of ROW and buried conduit on whole length of all streets? --Yes --No If no, describe where and why. Do designs for curb, gutter, and inlets comply with B-CS Technical Specifications? Yes --No If not, describe difference(s) and attach justification. Are any 12-inch laterals used? __ No --Yes Identify length(s) and where used. C'-· "O Pipe runs between system J Typical Q) (/) Longest (/) Q) access points (feet): ::Jr !1 Are junction boxes used at each bend? --Yes --No If not, explain where and why. (/) -~ 0 ~z jxl Are downstream soffits at or below upstream soffits? Least amount that hydraulic (/) grade line is below gutter line .!E. Yes No __ If not, explain where and why: --(system-wide): Part 4 -Drainage Conce~t and Design Parameters J Continued (Page 4.5) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Q) Q) ' Describe watercourse(s), or system(s) receiving system discharge(s) below 5'-ro:-2~ ~ (include design discharge velocity, and angle between converging flow lines). ~ .... > ro e. -a. ~ 1) Watercourse (or system), velocity, and angle? § Q) a. . .... fJ') Q) ::I 3 c Q) 0 """0 ..c -(/) STORMWATER DESIGN GUIDELINES Effective February 2007 Page 13 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY 2) Watercourse (or system), velocity, and angle? 3) Watercourse (qr system), velocity, and angle? For each outfall above, what measures are taken to prevent erosion or scour of receiving and all facilities at juncture? 1) 2) 3) Are swale(s) situated along property lines between properties? __ No --Yes Number of instances: For each instance answer the following questions. Surface treatments (including low-flow flumes if any): C'-· (/) Ci) ~ (/) ..... Q) Flow line slopes (minimum and maximum): (/) >-c ~ I al 0 (/)z Outfall characteristics for each (velocity, convergent angle, & end treatment). ::i ~xi (/) Q) ..... Will 100-year design storm runoff be contained within easement(s) or platted drainage <{ ROW in all instances? --Yes --No If "no" explain: Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.6) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Are roadside ditches used? x No __ Yes If so, provide the following: l'Q (/) (/) Q) Is 25-year flow contained with 6 inches of freeboard throughout? __ Yes No ~ Q) -5 -- 0 :!:::::: Are top of banks separated from road shoulders 2 feet or more? __ Yes --No e::: 0 Are all ditch sections trapezoidal and at least 1.5 feet deep? Yes No ---- STORMWATER DESIGN GUIDELINES Effective February 2007 Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY 2) Watercourse (or system), velocity, and angle? 3) Watercourse (qr system), velocity, and angle? For each outfall above, what measures are taken to prevent erosion or scour of receiving and all facilities at juncture? 1) 2) 3) Are swale(s) situated along property lines between properties? __ No --Yes Number of instances: For each instance answer the following questions. Surface treatments (including low-flow flumes if any): C'-· (/) a; ~ (/) ..... Q) Flow line slopes (minimum and maximum): (/) >-c ~ I ~ 0 •(/) z Outfall characteristics for each (velocity, convergent angle, & end treatment). ;;) ~xj (/) Q) ..... Will 100-year design storm runoff be contained within easement(s) or platted drainage <( ROW in all instances? --Yes --No If "no" explain: Part 4 -Drainage Concept and Design Parameters J Continued (Page 4.6) Stormw~ter Management Concept(continued) .. Within Or Serving Subject Property (Phase, or Site) (continued) '!2 (/) (/) Q) g Q) f3 0 .~ ~ 0 Are roadside ditches used? X No __ Yes If so, provide the following: Is 25-year flow contained with 6 inches of freeboard throughout? __ Yes __ No Are top of banks separated from road shoulders 2 feet or more? __ Yes __ No Are all ditch sections trapezoidal and at least 1.5 feet deep? __ Yes __ No STORMWATER DESIGN GUIDELINES Effective February 2007 Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY For any "no" answers provide location(s) and explain: If conduit is beneath a swale, provide the following information (each instance). Instance 1 Describe general location, approximate length: r/) CJ) >-I~ Is 100-year design flow contained in conduiUswale combination? --Yes --No If "no" explain: c 0 co z iii Space for 1 00-year storm flow? ROW Easement Width xi~ Swale Surface type, minimum Conduit Type and size, minimum and maximum 0 and maximum slopes: slopes, design storm: :;:; C'-· '6 r/) Qi "O co c >-Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): c co c .s::: co (.) ..... c .E CJ) c c.. 0 0:; Access Describe how maintenance access is provided (to swale, into conduit): -co 0 E ::i ..... .!!! .E c .!: CJ) "O E Instance 2 Describe general location, approximate length: CJ) co r/) r/) ::i r/) CJ) c "O .Q ·5 Is 100-year design flow contained in conduiUswale combination? Yes No co 0 ----..... If "no" explain: c c.. :.c a; E CJ) 0 .s::: Space for 100-year storm flow? ROW Easement Width (.) r/) ... 2 Swale Surface type, minimum Conduit Type and size, minimum and maximum ::i co "O ..... and maximum slopes: slopes, design storm: c co 0 c.. (.) CJ) --r/) CJ) Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): ro c :: -9- r/) CJ) ..... <( Access Describe how maintenance access is provided (to swale, into conduit): Part 4 -Drainage Conce12t and Design Parameters J Continued (Page 4.7) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) "O If "yes" provide the following information for each instance: r/) CJ) CJ) ·-Instance 1 Describe general location, approximate length, surfacing: ro ~ ~ :: ..0 , Located on the west side of the property between Melrose Subdivision and Novosad r/I :J I -0' Subdivision. Length of swale is approximately 300 feet and consist of concrete flume := .s::: ' s: ~ and grass area. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 15 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX C'-· "O c Q) tJ) Cl) 0 -0.. 0.. 0 x ..... UJ 0.. tJ) tJ) c Q) Q) >- E I Q) > 0 ..... 0.. -~ 0 z Qi xi c c Cl) ..c u APPENDIX D -TECHNICAL DESIGN SUMMARY Is 100-year design flow contained in swale? -25.._ Yes __ No Is swale wholly within drainage ROW? _X_ Yes __ No Explain "no" answers: Access Describe how maintenance access is provide: By P.U.E. access. Instance 2 Describe general location, approximate length, surfacing: Located on the west side of the property between Melrose Subdivision and Novosad Subdivision. Length of swale is approximately 160 feet and consist of concrete flume and grass area. Is 100-year design flow contained in swale? __ Yes __ No Is swale wholly within drainage ROW? _X_ Yes __ No Explain "no" answers: Access Describe how maintenance access is provided: By P.U.E. access. Instance 3, 4, etc. If swales are used in more than two instances, attach sheet providing all above information for each instance. See contruction drawings, sheet 3. "New" channels: Will any area(s) of concentrated flow be channelized (deepened, widened , or straightened) or otherwise altered? __ No __ Yes If only slightly shaped, see "Swales" in this Part. If creating side banks, provide information below. Will design replicate natural channel? __ Yes __ No If "no", for each instance describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year design flow, and amount of freeboard: Instance 1: Instance 2: Instance 3: Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.8) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) rn Existing channels (small creeks): Are these used? _x_ No __ Yes c: , If "yes" provide the information below. Qi Q) Q-~~~~~~~~~~~~~~~~~~~~~-:-:,---~~~~~~~---1 c E i Will small creeks and their floodplains remain undisturbed?~ Yes No How :ii ~ · many disturbance instances? Identify each planned location: ..c 0 u c. E " STORMWATER DESIGN GUIDELINES Effective February 2007 Page 16 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX C'-· "O c Cl> I/) ro 0 -c.. 0.. 0 x '-w c.. I/) I/) c Cl> Cl> >- E I Cl> > 0 '-c.. -~ 0 z Qj xi c c ro ..c u APPENDIX D -TECHNICAL DESIGN SUMMARY Is 100-year design flow contained in swale? ~Yes __ No Is swale wholly within drainage ROW? _X_ Yes __ No Explain "no" answers: Access Describe how maintenance access is provide: By P.U.E. access. Instance 2 Describe general location, approximate length, surfacing: Located on the west side of the property between Melrose Subdivision and Novosad Subdivision. Length of swale is approximately 160 feet and consist of concrete flume and grass area. Is 100-year design flow contained in swale? __ Yes __ No Is swale wholly within drainage ROW? _X_ Yes __ No Explain "no" answers: Access Describe how maintenance access is provided: By P.U.E. access. Instance 3, 4. etc. If swales are used in more than two instances, attach sheet providing all above information for each instance. See contruction drawings, sheet 3. "New" channels: Will any area(s) of concentrated flow be channelized (deepened, widened, or straightened) or otherwise altered? __ No __ Yes If only slightly shaped, see "Swales" in this Part. If creating side banks, provide information below. Will design replicate natural channel? __ Yes __ No If "no", for each instance describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year design flow, and amount of freeboard: Instance 1: Instance 2: Instance 3: Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.8) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) "' Existing channels (small creeks): Are these used? _X_ No __ Yes c ,<>--l_f~"y_,e_s·_~pr_o_v_id_e_t_he~in_f_or_m_a_t_io_n_b_e_lo_w_.~~~~~~~~~~~~~~~~~--< ~ E Will small creeks and their floodplains remain undisturbed?~ Yes No How fij ~ ·1 many disturbance instances? Identify each planned location: ..c 0 u 0.. E , STORMWATER DESIGN GUIDELINES Effective February 2007 Page 16 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY For each location, describe length and general type of proposed improvement (including floodplain changes): For each location, describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year design flow. Watercourses (and tributaries): Aside from fringe changes, are Regulatory Watercourses proposed to be altered? __ No --Yes Explain below. Submit full report describing proposed changes to Regulatory Watercourses. Address existing and proposed section size and shape, surfaces, alignment, flow line changes, length affected, and capacity, and provide full documentation of analysis procedures and data. Is full report submitted? Yes --No If "no" explain: All Proposed Channel Work: For all proposed channel work, provide information requested in next three boxes .. If design is to replicate natural channel, identify location and length here, and describe design in Special Design section of this Part of Report. Will 100-year flow be contained with one foot of freeboard? --Yes --No If not, identify location and explain: Are ROW I easements sized to contain channel and required maintenance space? --Yes --No If not, identify location(s) and explain: Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.9) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) How many facilities for subject property project? 3 For each provide info. below. c: For each dry-type facilitiy: Facility 1 Facility 2 0 :z (/) c: Q) Acres served & design volume + 10% 0.635 4,954 0.221 895 Q) :;:::; (' m= 4,504 6,164 856 895 0 ~ 100-yr volume: free flow & plugged Q) LL. 1.16 .... Design discharge (10 yr & 25 yr) 2.16 2.58 1.00 <t: c Spillway crest at 100-yr WSE? __ yes x no __ yes x no ---- STORMWATER DESIGN GUIDELINES Effective February 2007 Page 17 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 Facility 3 0.639 3,049 2,797 3,049 2.69 3.13 _Yes X No SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Berms 6 inches above plugged WSE? I __ yes x no I __ yes x no ---- Explain any "no" answers: The three ponds are very shallow and due to the existing terrain of the surrounding area, a 6 inch berm was not possible to achieve. Facility 3: 3.13 cfs, concrete outlet structure with rectangular office and weir For each facility what is 25-yr design Q, and design of outlet structure? Facility 1: 2.58 cfs, concrete outlet structure with rectangular office and weir Facility 2: 1.16 cfs, concrete outlet structure with trapezoidal opening Do outlets and spillways discharge into a public facility in easement or ROW? Facility 1: ~Yes --No Facility 2: --Yes --No If "no" explain: For each , what is velocity of 25-yr design discharge at outlet? & at spillway? Facility 1: 4.95 fps & 1.26 fps Facility 2: 1.59 fps & Are energy dissipation measures used? x No Yes Describe type and ----location: Facility 3: 1.39 fps & 1.74 fps For each, is spillway surface treatment other than concrete? Yes or no, and describe: Facility 1: Facility 2: For each, what measures are taken to prevent erosion or scour at receiving facility? Facility 1: Concrete splash pad and stone rip rap Facility 2: Concrete channel Facility 3: Concrete splash pad If berms are used give heights, slopes and surface treatments of sides. Facility 1: Facility 2: Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.10) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Do structures comply with 8-CS Specifications? Yes or no, and explain if "no": (/) Q) Facility 1; Yes, 6" freeboard not meet :;::; =::o ~ Q) u.. ;j c: c: :.;::::; Facility 2: No, 6" freeboard not meet, provided 4" 0 c: :;:::; 0 c: (.) Facility 3: No, 6" freeboard not meet, provided none Q) --Q) 0 For additional facilities provide all same information on a separate sheet. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 18 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Berms 6 inches above plugged WSE? J __ yes x no J __ yes x no ---- Explain any "no" answers: The three ponds are very shallow and due to the existing terrain of the surrounding area, a 6 inch berm was not possible to achieve. Facility 3: 3.13 cfs, concrete outlet structure with rectangular office and weir For each facility what Is 25-yr design Q, and design of outlet structure? Facility 1: 2.58 cfs, concrete outlet structure with rectangular office and weir Facility 2: 1.16 cfs, concrete outlet structure with trapezoidal opening Do outlets and spillways discharge into a public facility in easement or ROW? Facility 1: 2-_ Yes --No Facility 2: --Yes --No If "no" explain: For each, what is velocity of 25-yr design discharge at outlet? & at spillway? Facility 1: 4.95 fps & 1.26 fps Facility 2: 1.59 fps & Are energy dissipation measures used? x No Yes Describe type and ----location: Facility 3: 1.39 fps & 1.74 fps For each, is spillway surface treatment other than concrete? Yes or no, and describe: Facility 1: Facility 2: For each, what measures are taken to prevent erosion or scour at receiving facility? Facility 1: Concrete splash pad and stone riprap Facility 2: Concrete channel Facility 3: Concrete splash pad If berms are used give heights, slopes and surface treatments of sides. Facility 1: Facility 2: Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4 .10) Stormwate.r Management Concept (continued) ... .,' Within Or Serving Subject Property (Phase, or Site) (continued) Do structures comply with B-CS Specifications? Yes or no, and explain if "no": Ul Q) Facility 1; Yes, 6" freeboard not meet :;:; =:c-~ Q) u.. ~ c c:.;:; Facility 2: No, 6" freeboard not meet, provided 4" 0 c ; 0 c u Facility 3: No, 6" freeboard not meet, provided none Q) ~ Q3 0 For additional facilities provide all same information on a separate sheet. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 18 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Are parking areas to be used for detention? __ No x Yes What is --maximum depth due to required design storm? 7 .5" under 100-yr storm event Roadside Ditches: Will culverts serve access driveways at roadside ditches? --No --Yes If "yes", provide information in next two boxes. Will 25-yr. flow pass without flowing over driveway in all cases? --Yes --No Without causing flowing or standing water on public roadway? --Yes --No Designs & materials comply with B-CS Technical Specifications? __ Yes --No Explain any "no" answers: C'-· (/) Cl .!: (/) Are culverts parallel to public roadway alignment? __ Yes No Explain: (/) 0 --..... (/) u Q) Q) >--ro I > ·;:: Creeks at Private Drives: Do private driveways, drives, or streets cross drainage c.. -ro ways that serve Above-Project areas or are in public easements/ ROW? "'C 0 No Yes If "yes" provide information below. Q) z -- --(/) I ::::J How many instances? Describe location and provide information below. (/) t:'. Q) Location 1: ..2: ::::J u Q) Location 2: ..... <( Location 3: For each location enter value for: 1 2 3 Design year passing without toping travelway? Water depth on travelway at 25-year flow? Water depth on travelway at 100-year flow? For more instances describe location and same information on separate sheet. Part 4 -Drainage Conce(;!t and Design Parameters I Continued (Page 4.11) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) u Named Regulato!Jl Watercourses {& Tributaries}: Are culverts proposed on these (/) :.: facilities? x No __ Yes, then provide full report documenting assumptions, t:'. .0 Q) ::::J I ..2: c.. criteria, analysis, computer programs, and study findings that support proposed ::::J...., design(s). Is report provided? __ Yes No If "no", explain: u ro --Q) "'C I ..... Q) ' <( (/) ::::J STORMWATER DESIGN GUIDELINES Effective February 2007 Page 19 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Arterial or Major Collector Streets: Will culverts serve these types of roadways? x No Yes How many instances? For each identify the ----location and provide the information below. Instance 1: Instance 2: Instance 3: Yes or No for the 100-year design flow: 1 2 3 Headwater WSE 1 foot below lowest curb top? Spread of headwater within ROW or easement? Is velocity limited per conditions (Table C-11 )? Explain any "no" answer(s): Minor Collector or Local Streets: Will culverts serve these types of streets? x No Yes How many instances? for each identify the ----location and provide the information below: Instance 1: Instance 2: Instance 3: For each instance enter value, or "yes" I "no" for: 1 2 3 Design yr. headwater WSE 1 ft. below curb top? 100-yr. max. depth at street crown 2 feet or less? Product of velocity (fps) & depth at crown (ft)=? Is velocity limited per conditions (Table C-1 1)? Limit of down stream analysis (feet)? Explain any "no" answers: Part 4 -Drainage Conce~t and Design Parameters J Continued (Page 4 .12) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) All Proposed Culverts: For all proposed culvert facilities (except driveway/roadside -ditch intersects) provide information requested in next eight boxes. (/) -0 Do culverts and travelways intersect at 90 degrees? Yes No If not, t: Q) Q) ~ ---- .2: :.;:::; identify location(s) and intersect angle(s), and justify the design(s): ::::i c u 0 ~ STORMWATER DESIGN GUIDELINES Effective February 2007 Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Arterial or Major Collector Streets: Will culverts serve these types of roadways? x No Yes How many instances? For each identify the ----location and provide the information below. Instance 1: Instance 2: Instance 3: Yes or No for the 100-year design flow: 1 2 3 Headwater WSE 1 foot below lowest curb top? Spread of headwater within ROW or easement? Is velocity limited per conditions (Table C-11 )? Explain any "no" answer(s): Minor Collector or Local Streets: Will culverts serve these types of streets? x No Yes How many instances? for each identify the -- --location and provide the information below: Instance 1: Instance 2: Instance 3: For each instance enter value, or "yes" I "no" for: 1 2 3 Design yr. headwater WSE 1 ft. below curb top? 100-yr. max. depth at street crown 2 feet or less? Product of velocity (fps) & depth at crown (ft) = ? Is velocity limited per conditions (Table C-11)? Limit of down stream analysis (feet)? Explain any "no" answers: Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.12) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) All Proposed Culverts: For all proposed culvert facilities (except driveway/roadside ~ ditch intersects) provide information requested in next eight boxes. VJ "O Do culverts and travelways intersect at 90 degrees? Yes No If not, t:: QJ QJ ~ ---- ~ :.;; identify location(s) and intersect angle(s), and justify the design(s): :; c (.) 0 ~ STORMWATER DESIGN GUIDELINES Effective February 2007 Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Does drainage way alignment change within or near limits of culvert and surfaced approaches thereto? __ No --Yes If "yes" identify location(s), describe change(s), and justification: Are flumes or conduit to discharge into culvert barrel(s)? __ No __ Yes If yes, identify location(s) and provide justification: Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? --No --Yes If "yes" identify location(s), describe outfall design treatment(s): Is scour/erosion protection provided to ensure long term stability of culvert structural components, and surfacing at culvert ends? __ Yes __ No If "no" Identify locations and provide justification(s): Will 100-yr flow and spread of backwater be fully contained in street ROW, and/or drainage easements/ ROW? __ Yes --No if not, why not? Do appreciable hydraulic effects of any culvert extend downstream or upstream to neighboring land(s) not encompassed in subject property? --No --Yes If "yes" describe location(s) and mitigation measures: Are all culvert designs and materials in compliance with B-CS Tech. Specifications? --Yes --No If not, explain in Special Design Section of th is Part. Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.13) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Is a bridge included in plans for subject property project? x No Yes -- --If "yes" provide the following information. Name(s) and functional classification of the roadway(s)? en Q) Ol "O ·.: co What drainage way(s) is to be crossed? STORMWATER DESIGN GUIDELINES Effective February 2007 Page 21 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical, hydrologic, and hydraulic factors) must accompany this summary report. Is the report provided? --Yes --No If "no" explain: Is a Stormwater Provide a general description of planned techniques: ~ Pollution Prevention ro Plan (SW3P) :;, 0 established for .... project construction? Q) ~ --No --Yes Special Designs -Non-Traditional Methods Are any non-traditional methods (aquatic echosystems, wetland-type detention, natural stream replication, BMPs for water quality, etc.) proposed for any aspect of subject property project? --No --Yes If "yes" list general type and location below. Provide full report about the proposed special design(s) including rationale for use and expected benefits. Report must substantiate that stormwater management objectives will not be compromised, and that maintenance cost will not exceed those of traditional design solution(s). Is report provided? --Yes --No If "no" explain: Part 4 -Drainage Conce~t and Design Parameters j Continued (Page 4.14) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Special Designs -Deviation From B-CS Technical Specifications If any design(s) or material(s) of traditional runoff-handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain by specific detail element. --Detention elements __ Drain system elements --Channel features Culvert features Swales Ditches Inlets Outfalls -- -------- __ Valley gutters __ Bridges (explain in bridge report) In table below briefly identify specific element, justification for deviation(s). Specific Detail Element STORMWATER DESIGN GUIDELINES Effective February 2007 I Justification for Deviation (attach additional sheets if needed) Page 22 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical, hydrologic, and hydraulic factors) must accompany this summary report. Is the report provided? --Yes --No If "no" explain: Is a Stormwater Provide a general description of planned techniques: ~ Pollution Prevention (ij Plan (SW3P) :::::J a established for .... project construction? Q) ~ --No --Yes Special Designs -Non-Traditional Methods Are any non-traditional methods (aquatic echosystems, wetland-type detention, natural stream replication , BMPs for water quality, etc.) proposed for any aspect of subject property project? --No --Yes If "yes" list general type and location below. Provide full report about the proposed special design(s) including rationale for use and expected benefits. Report must substantiate that stormwater management objectives will not be compromised, and that maintenance cost will not exceed those of traditional design solution(s). Is report provided? --Yes --No If "no" explain: Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.14) ' Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Special Designs -Deviation From B-CS Technical Specifications If any design(s) or material(s) of traditional runoff-handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain by specific detail element. --Detention elements __ Drain system elements --Channel features Culvert features Swales Ditches Inlets Outfalls ------ ---- __ Valley gutters __ Bridges (explain in bridge report) In table below briefly identify specific element, justification for deviation(s). Specific Detail Element STORMWATER DESIGN GUIDELINES Effective February 2007 / Justification for Deviation (attach additional sheets if needed) Page 22 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY 1) 2) 3) 4) 5) Have elements been coordinated with the City Engineer or her/his designee? For each item above provide "yes" or "no", action date, and staff name: 1) 2) 3) 4) 5) Design Parameters Hydrology Is a map(s) showing all Design Drainage Areas provided? x Yes No -- -- Briefly summarize the range of applications made of the Rational Formula: SCS Method, lag/CN method for sizing detention ponds and channels What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? acres Location (or identifier): Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.15) Design Parameters (continued) Hydrology (continued) In making determinations for time of concentration, was segment analysis used? X No Yes In approximately what percent of Design Drainage Areas? % As to intensity-duration-frequency and rain depth criteria for determining runoff flows, were any criteria other than those provided in these Guidelines used? __ No __ Yes If "yes" identify type of data, source(s), and where applied: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY For each of the stormwater management features listed below identify the storm return frequencies (year) analyzed (or checked), and that used as the basis for design. Feature Analysis Year(s) Design Year Storm drain system for arterial and collector streets Storm drain system for local streets Open channels Swale/buried conduit combination in lieu of channel Swales Roadside ditches and culverts serving them Detention facilities: spillway crest and its outfall Detention facilities: outlet and conveyance structure(s) Detention facilities: volume when outlet plugged Culverts serving private drives or streets Culverts serving public roadways Bridges: provide in bridge report. Hydraulics What is the range of design flow velocities as outlined below? Design flow velocities; Gutters Conduit Culverts Swales Channels Highest (feet per second) Lowest (feet per second) Streets and Storm Drain Systems Provide the summary information outlined below: Roughness coefficients used: For street gutters: For conduit type(s) Coefficients: Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.16) Design Parameters (continued) Hydraulics (continued) Street and Storm Drain Systems (continued) For the following, are assumptions other than allowable per Guidelines? Inlet coefficients? No Yes Head and friction losses No Yes -------- Explain any "yes" answer: In conduit is velocity generally increased in the downstream direction? --Yes --No Are elevation drops provided at inlets, manholes, and junction boxes? --Yes --No Explain any "no" answers: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 24 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY For each of the stormwater management features listed below identify the storm return frequencies (year) analyzed (or checked), and that used as the basis for design. Feature Analysis Year(s) Design Year Storm drain system for arterial and collector streets Storm drain system for local streets Open channels Swale/buried conduit combination in lieu of channel Swales Roadside ditches and culverts serving them Detention facilities: spillway crest and its outfall Detention facilities: outlet and conveyance structure(s) Detention facilities: volume when outlet plugged Culverts serving private drives or streets Culverts serving public roadways Bridges: provide in bridge report. Hydraulics What is the range of design flow velocities as outlined below? Design flow velocities; Gutters Conduit Culverts Swales Channels Highest (feet per second) Lowest (feet per second) Streets and Storm Drain Systems Provide the summary information outlined below: Roughness coefficients used: For street gutters: For conduit type(s) Coefficients: Part 4 -Drainage Conce~t and Design Parameters J Continued (Page 4.16) Design Parameters (continued) Hydraulics (continued) Street and Storm Drain Systems (continued) For the following , are assumptions other than allowable per Guidelines? Inlet coefficients? No Yes Head and friction losses No Yes ------ --Explain any "yes" answer: - In conduit is velocity generally increased in the downstream direction? --Yes --No Are elevation drops provided at inlets, manholes, and junction boxes? --Yes --No Explain any "no" answers: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 24 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Are hydraulic grade lines calculated and shown for design storm? --Yes --No For 100-year flow conditions? --Yes --No Explain any "no" answers: What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify each location and explain: Open Channels If a HEC analysis is utilized, does it follow Sec Vl.F.5.a? __ Yes __ No Outside of straight sections, is flow regime within limits of sub-critical flow? __ Yes __ No If "no" list locations and explain: Culverts If plan sheets do not provide the following for each culvert, describe it here. For each design discharge, will operation be outlet (barrel) control or inlet control? Entrance, friction and exit losses: ' < •• Bridges Provide all in bridge report Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.17) Design Parameters (continued) Computer Software What computer software has been used in the analysis and assessment of stormwater management needs and/or the development of facility designs proposed for subject property project? List them below, being sure to identify the software name and version, the date of the version, any applicable patches and the publisher HydroCAD -for hydrology and detention design Hydflow -for channel hydraulics Part 5 -Plans and S12ecifications STORMWATER DESIGN GUIDELINES Effective February 2007 Page 25 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Requirements for submittal of construction drawings and specifications do not differ due to use of a Technical Design Summary Report. See Section Ill, Paragraph C3. Part 6 -Conclusions and Attestation Conclusions Add any concluding information here: Attestation Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Desi n Summa Draina e Re ort b si nin and sealin below. "This report (plan) for the drainage design of the development named in Part B was prepared by me (or under my supervision) in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage ts h e be issued or fall nder applicable general permits." State of Texas PE No. f / f 7 0 STORMWATER DESIGN GUIDELINES Effective February 2007 Page 26 of 26 (Affix Seal) APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Requirements for submittal of construction drawings and specifications do not differ due to use of a Technical Design Summary Report. See Section Ill, Paragraph C3 . Part 6 -Conclusions and Attestation Conclusions Add any concluding information here: Attestation · Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Desi n Summa Draina e Re ort b si nin and sealin below. ''This report (plan) for the drainage design of the development named in Part B was prepared by me (or under my supervision) in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage ts h e be issued or fall nder applicable general permits." State of Texas PE No. fl/ f ,9 D STORMWATER DESIGN GUIDELINES Effective February 2007 Page 26 of 26 (Affix Seal) APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 I EXHIBITB Project Site Location Map Stormwater Management Technical Design Summary Report Tucker Mach Development, L.L.C. Harvey Mitchell Pkwy PROJECT LOCATION MAP SCALE: 1"=±1,000' EXHIBIT B PROJECT LOCATION MAP THE QUARTERS AT LUTHER STREET COLLEGE STATION, BRAZOS COUNTY, TEXAS 10820003-Exhibit B.dw EXHIBIT C FEMA FIRM Map Stormwater Management Technical Design Summary Report Tucker Mach Development, L.L.C. Site City of College Station 480083 ZONE X ZONE X NOTE: FEMA Flood Insurance Rate Map obtained from Community-Panel Number 48041 C0182 C, effective date: July 2, 1992. SCALE: 1·=±1,000' EXHIBIT C FEMA FIRM MAP THE QUARTERS AT LUTHER STREET COLLEGE STATION, BRAZOS COUNTY, TEXAS ... ..,...,, • 100/J llbodcl'Hk Drive, Sul1• IOJ, C~ St<Jtion, TX 7764$ H-···~ UcCLUR£ <!' BROWN£ £NGIN££RING/SURVCr7NG. INC . ----------t (979} 69.J-.J8.J8 Fax: (979} 69.J-2~ 10820003-Exhibit C.dwg EXHIBITD Pre-Development Drainage Map Stormwater Management Technical Design Summary Report Tucker Mach Development, L.L.C. EXHIBITE Post-Development Drainage Map Stonnwater Management Technical Design Summary Report Tucker Mach Development, L.L.C. EXHIBITF HydroCAD Report Stormwater Management Technical Design Summary Report Tucker Mach Development, L.L.C. Existing e 1R.4 Point of Study at Luther e /Basin4 89 Channel Flow (Pond 3 and Basin 4) Drainage Diagram for Drainage Design Prepared by McClure & Browne Engineering/Surveying, Inc. 1/13/2009 HydroCAD® 8.00 sin 004323 Q 2006 HydroCAD Software Solutions LLC Drainage Design Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcats) 0.144 75 Landscape Area (98) 0.397 75 Landscaped Area (38,48,58) 1.840 75 Natural Grasslands (18) 1.100 80 Mix Lanscape and Impervious Cover (108) 1.208 98 Impervious Area (38,4S,5S,9S) 0.423 98 Impervious Cover (108) 5.112 Page2 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Page3 1/13/2009 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1S: Existing Runoff Area=80, 158 sf Runoff Depth>2.04" Flow Length=369' Slope=0.0120 ·r Tc=15.2 min CN=75 Runoff=3.30 cfs 0.313 af Subcatchment 3S: Basin 1 Runoff Area=0.635 ac Runoff Depth>3.92" Flow Length=236' Slope=0.0100 'f Tc=10.0 min CN=95 Runoff=2.37 cfs 0.207 at Subcatchment 45: Basin 4 Runoff Area=0.254 ac Runoff Depth>2.81" Flow Length=340' Slope=0.011 O 'f Tc=11 .2 min CN=84 Runoff=O. 70 cfs 0.059 af Subcatchment SS: Basin 2 Runoff Area=0.221 ac Runoff Depth>2.63" Flow Length=216' Slope=0.0067 ·r Tc=10.7 min CN=82 Runoff=0.58 cfs 0.048 af 5ubcatchment 95: Basin 3 Runoff Area=0.639 ac Runoff Depth>3. 70" Flow Length=291' Slope=0.0530 'f Tc=10.0 min CN=93 Runoff=2.31 cfs 0.197 af Subcatchment 105: Basin 5 (Luther St.) Runoff Area=1 .523 ac Runoff Depth>2.89" Flowlength=1,106' Slope=0.0110'f Tc=27.8min CN=85 Runoff=3.03cfs 0.367af Pond 2P: Pond 1 Pond 6P: Pond 2 Pond SP: Pond 3 Link 11 L: Point of Study at Luther Peak Elev=327.05' Storage=2,076 cf lnflow=2.37 cfs 0.207 af Outflow=0.98 cfs 0.201 af Peak Elev=327.83' Storage=521 cf lnflow=0.58 cfs 0.048 af Outflow=0.53 cfs 0.038 af Peak Elev=327.95' Storage=986 cf lnflow=2.31 cfs 0.197 af Outflow=1 . 36 cfs 0.197 af lnflow=6.10 cfs 0.863 af Primary=6.10 cfs 0.863 af Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) lnflow=2. 75 cfs 0.458 af Primary=2. 75 cfs 0.458 af Link 15L: Channel Flow (Pond 3 and Basin 4) lnflow=1.90 cfs 0.257 af Primary=1 .90 cfs 0.257 af Total Runoff Area= 5.112 ac Runoff Volume= 1.193 af Average Runoff Depth= 2.80" 68.10% Pervious Area= 3.481 ac 31.90% Impervious Area= 1.631 ac Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1 S: Existing Runoff = 3.30 cfs@ 12.21 hrs, Volume= 0.313 af, Depth> 2.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 2-Year Rainfall=4.50" Area (sf) CN Description 80, 158 75 Natural Grasslands 80, 158 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 369 0.0120 0.41 Lag/CN Method, Subcatchment 15: Existing Hydrograph Type Ill 24-hr 2-Year Rainfall=4.50" Runoff Area=80, 158 sf Runoff Volume=0.313 af Runoff Depth>2.04" Flow Length=369' Slope=0.0120 '/' Tc=15.2 min CN=75 3.30 cfs o!..... .................. .......,.........,...._..,.,.,..,.,..,.,.,_......._......,..;;:;:;:;::_.....,.........,.........,_.,.,.,_..,,:::;::;;:;:;:;:;:;:;:;;;;:;:;;:;:;:;:;::;::;:;;~.~- o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page4 1/13/2009 I-Runoff~ Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50H Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.02 0.05 0.07 0.09 0.11 0.14 0.17 0.19 0.22 0.26 0.29 0.32 0.36 0.41 0.46 0.51 0.58 0.66 0.75 0.85 0.97 1.13 1.34 2.25 3.16 3.37 3.53 3.65 3.75 3.84 3.92 3.99 4.04 4.09 4.14 4.18 4.21 4.24 4.28 4.31 4.34 4.36 4.39 4.41 4.44 4.46 4.48 4.50 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.06 0.11 0.51 1.07 1.21 1.32 1.41 1.48 1.55 1.61 1.66 1.70 1.74 1.77 1.80 1.83 1.85 1.88 1.90 1.92 1.94 1.96 1.98 2.00 2.02 2.03 2.05 Hydrograph for Subcatchment 1 S: Existing Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.06 0.11 0.22 1.26 1.79 0.55 0.39 0.33 0.28 0.25 0.21 0.18 0.15 0.14 0.12 0.11 0.10 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.06 0.06 0.06 Pages 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 35: Basin 1 Runoff = 2.37 cfs@ 12.13 hrs, Volume= 0.207 af, Depth> 3.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 2-Year Rainfall=4.50" Area (ac) CN Description 0.089 75 Landscaped Area 0.546 98 Impervious Area 0.635 95 Weighted Average 0.089 Pervious Area 0.546 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 236 0.0100 0.70 Lag/CN Method, 5.6 236 Total, Increased to minimum Tc= 10.0 min 5ubcatchment 35: Basin 1 Hydrograph Type Ill 24-hr 2-Year 2 Rainfall=4.50" Runoff Area=0.635 ac Runoff Volume=0.207 af Runoff Depth>3.92" Flow Length=236' Slope=0.0100 '/' Tc=10.0 min CN=95 2.37 cfs o-1---._.....,....._.~~;;;;:;:;:;;:;:;;;;:;:;::;::;...,.,.._..,.~.....,........,.,._,.,.,:::;::;:;:;:;:;;:;:;::;:;;:;;;:;:;:;;~,;;;;;;;:;;;:;:;:;;:;:;:;:;:;:;;:;:;s;:J 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page6 1/13/2009 I-Runoff~ Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 35: Basin 1 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.02 0.05 0.07 0.09 0.11 0.14 0.17 0.19 0.22 0.26 0.29 0.32 0.36 0.41 0.46 0.51 0.58 0.66 0.75 0.85 0.97 1.13 1.34 2.25 3.16 3.37 3.53 3.65 3.75 3.84 3.92 3.99 4.04 4.09 4.14 4.18 4.21 4.24 4.28 4.31 4.34 4.36 4.39 4.41 4.44 4.46 4.48 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.03 0.05 0.06 0.08 0.11 0.14 0.18 0.22 0.28 0.35 0.44 0.54 0.67 0.87 1.72 2.60 2.82 2.96 3.09 3.19 3.28 3.35 3.42 3.47 3.52 3.57 3.60 3.64 3.67 3.70 3.73 3.76 3.79 3.81 3.84 3.86 3.88 3.91 3.92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.09 0.11 0.14 0.17 0.27 1.25 0.73 0.25 0.18 0.15 0.13 0.11 0.10 0.08 0.07 0.06 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.02 Page? 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50H Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 45: Basin 4 Runoff = 0. 70 cfs @ 12.16 hrs, Volume= 0.059 af, Depth> 2.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 2-Year Rainfall=4.50" Area (ac) CN Description 0.157 75 Landscaped Area 0.097 98 Impervious Area 0.254 84 Weighted Average 0.157 Pervious Area 0.097 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11 .2 340 0.0110 0.51 Lag/CN Method, 0.7 0.6 0. 0.5 0. ;f" 0.4 " -04 :a: . 0 ii: 0.3 0. 0.2 0.1 Subcatchment 45: Basin 4 Hydrograph 0.70 cfs Type Ill 24-hr 2-Year Rainfall=4.50" Runoff Area=0.254 ac Runoff Volume=0.059 af Runoff Depth>2.81" Flow Length=340' Slope=0.0110 '/' Tc=11.2 min CN=84 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) ' ' 19 20 21 22 23 24 Pages 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HvdroCAD Software Solutions LLC Hydrograph for Subcatchment 45: Basin 4 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.02 0.05 0.07 0.09 0.11 0.14 0.17 0.19 0.22 0.26 0.29 0.32 0.36 0.41 0.46 0.51 0.58 0.66 0.75 0.85 0.97 1.13 1.34 2.25 3.16 3.37 3.53 3.65 3.75 3.84 3.92 3.99 4.04 4.09 4.14 4.18 4.21 4.24 4.28 4.31 4.34 4.36 4.39 4.41 4.44 4.46 4.48 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.06 0.09 0.14 0.21 0.32 0.93 1.65 1.83 1.96 2.07 2.16 2.23 2.30 2.36 2.41 2.45 2.49 2.53 2.56 2.59 2.62 2.64 2.67 2.69 2.72 2.74 2.76 2.78 2.80 2.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.03 0.04 0.06 0.33 0.26 0.09 0.06 0.05 0.05 0.04 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 Page9 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50H Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment SS: Basin 2 Runoff = 0.58 cfs @ 12.15 hrs, Volume= 0.048 af, Depth> 2.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 2-Year Rainfall=4.50" Area (ac) CN Description 0.151 75 Landscaped Area 0.070 98 Impervious Area 0.221 82 Weighted Average 0.151 Pervious Area 0.070 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 216 0.0067 0.34 Lag/CN Method, Subcatchment SS: Basin 2 Hydrograph Type Ill 24-hr 2-Year Rainfall=4.50" Runoff Area=0.221 ac Runoff Volume=0.048 af Runoff Depth>2.63" Flow Length=216' Slope=0.0067 '/' Tc=10.7 min CN=82 v • y ~ • 0.58 cfs . . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 10 1/13/2009 I-Runoff~ Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21.50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.02 0.05 0.07 0.09 0.11 0.14 0.17 0.19 0.22 0.26 0.29 0.32 0.36 0.41 0.46 0.51 0.58 0.66 0.75 0.85 0.97 1.13 1.34 2.25 3.1 6 3.37 3.53 3.65 3.75 3.84 3.92 3.99 4.04 4.09 4.14 4.18 4.21 '4.24 4.28 4.31 4.34 4.36 4.39 4.41 4.44 4.46 4.48 4.50 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.04 0.06 0.10 0.16 0.26 0.82 1.51 1.68 1.80 1.91 1.99 2.07 2.14 2.19 2.24 2.28 2.32 2.35 2.38 2.41 2.44 2.47 2.49 2.52 2.54 2.56 2.58 2.60 2.62 2.64 Hydrograph for Subcatchment SS: Basin 2 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.03 0.05 0.27 0.21 0.07 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 Page 11 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfa//=4.50H Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 95: Basin 3 Runoff = 2.31 cfs@ 12.14 hrs, Volume= 0.197 af, Depth> 3.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, cit= 0.01 hrs Type Ill 24-hr 2-Year Rainfall=4.50" Area (ac) CN Description 0.144 75 Landscape Area 0.495 98 Impervious Area 0.639 93 Weighted Average 0.144 Pervious Area 0.495 Impervious Area Tc (min) Length (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 3.2 291 0.0530 1.53 lag/CN Method, 3.2 291 Total, Increased to minimum Tc= 10.0 min 5ubcatchment 95: Basin 3 Hydrograph I 2.31 cts I Type Ill 24-hr 2-Year 2-Rainfall=4.50" 1- Runoff Area=0.639 ac Runoff Volume=0.197 af Runoff Depth>3. 70" Flow Length=291' S lope=0. 0530 '/' Tc=10.0 min CN=93 01-l.....,.,..., ................... -........ ..-~;:;:;;;:;:;::;:;:;;;:::;:.....,.._,..,.,.,.....,.,.,.,.........,,,.,.::;:;:;;:;:;:;;:;:;:;::;:;:;;;:;:;;;:;, ;;;;;;;:;;:;:;:;:;;:;;~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 12 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 95: Basin 3 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.02 0.05 0.07 0.09 0.11 0.14 0.17 0.19 0.22 0.26 0.29 0.32 0.36 0.41 0.46 0.51 0.58 0.66 0.75 0.85 0.97 1.13 1.34 2.25 3.16 3.37 3.53 3.65 3.75 3.84 3.92 3.99 4.04 4.09 4.14 4.18 4.21 4.24 4.28 4.31 4.34 4.36 4.39 4.41 4.44 4.46 4.48 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.03 0.05 0.07 0.09 0.12 0.15 0.20 0.26 0.34 0.43 0.55 0.73 1.55 2.41 2.61 2.76 2.88 2.98 3.07 3.14 3.21 3.26 3.31 3.35 3.39 3.43 3.46 3.49 3.52 3.55 3.57 3.60 3.62 3.65 3.67 3.69 3.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.10 0.13 0.16 0.25 1.20 0.71 0.24 0.18 0.15 0.13 0.11 0.09 0.08 0.07 0.06 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.02 Page 13 1/13/2009 Drainage Design I Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 10S: Basin 5 (Luther St.) Runoff = 3.03 cfs@ 12.38 hrs, Volume= 0.367 af, Depth> 2.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 2-Year Rainfall=4.50" Area (ac) CN Description 98 Impervious Cover 0.423 1.100 80 Mix Lanscape and Impervious Cover 1.523 1.100 0.423 85 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 1,106 0.0110 0.66 Lag/CN Method, 3 Subcatchment 10S: Basin 5 (Luther St.) Hydrograph Type Ill 24-hr 2-Year Rainfall=4.50" Runoff Area=1.523 ac Runoff Volume=0.367 af Runoff Depth>2.89" Flow Length=1, 106' Slope=0.0110 '/' Tc=27.8 min CN=85 3.03 cfs o,-l_~-....,._,...__,,""'""""'....,....~;;:;:;:;:;:;;::.,........,.......,..,.......,........,.......,..:::::;:::;:;:;;;;;:;;:;:;:;:;;:;:;:;:;;;:;:;:;~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) Page 14 1/13/2009 Drainage Design Type 11124-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.02 0.05 0.07 0.09 0.11 0.14 0.17 0.19 0.22 0.26 0.29 0.32 0.36 0.41 0.46 0.51 0.58 0.66 0.75 0.85 0.97 1.13 1.34 2.25 3.16 3.37 3.53 3.65 3.75 3.84 3.92 3.99 4.04 4.09 4.14 4.18 4.21 4.24 4.28 4.31 4.34 4.36 4.39 4.41 4.44 4.46 4.48 4.50 Hydrograph for Subcatchment 105: Basin 5 (Luther St) Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.03 0.04 0.07 0.11 0.16 0.23 0.35 0.98 1.72 1.91 2.04 2.15 2.24 2.32 2.39 2.45 2.50 2.54 2.58 2.62 2.65 2.68 2.71 2.73 2.76 2.78 2.81 2.83 2.85 2.87 2.89 2.91 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.05 0.07 0.10 0.14 0.20 0.30 0.98 2.75 0.90 0.46 0.36 0.30 0.26 0.22 0.19 0.16 0.14 0.13 0.11 0.10 0.09 0.09 0.09 0.08 0.08 0.07 0.07 0.07 0.06 0.06 0.06 Page 15 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 2P: Pond 1 for 2-Year event 0.207 af Page 16 1/13/2009 Outflow = Primary = 0.635 ac, Inflow Depth> 3.92" 2.37 cfs@ 12.13 hrs, Volume= 0.98 cfs@ 12.41 hrs, Volume= 0.98 cfs@ 12.41 hrs, Volume= 0.201 af, Atten= 59%, Lag= 16.4 min 0.201 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 327.05'@ 12.41 hrs Surf.Area= 5,424 sf Storage= 2,076 cf Plug-Flow detention time= 44.6 min calculated for 0.201 af (97% of inflow) Center-of-Mass det. time= 26.8 min ( 800.5 -n3.8 ) Volume Invert Avail.Storage Storage Description #1 325.70' 6, 146 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 325.70 325.75 326.00 326.25 326.50 326.75 327.00 327.25 327.50 Device Routing #1 Primary #2 Primary 0 33 652 1,267 1,421 1,681 4,623 8,845 12,153 0 1 86 240 336 388 788 1,684 2,625 0 1 86 326 662 1,050 1,838 3,522 6,146 Invert Outlet Devices 325. 70' 0.58' W x 0.33' H Vert. Orifice/Grate C= 0.600 327.00' 5.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2. 72 2.81 2.92 2.97 3.07 3.32 Primary Outflow Max=0.97 cfs@ 12.41 hrs HW=327.05' TW=326.20' (Fixed TW Elev= 326.20') ~=Orifice/Grate (Orifice Controls 0.85 cfs @4.43 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 0.13 cfs@ 0.53 fps) Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 2 0 . Pond 2P: Pond 1 Hydrograph Inflow Area=0.635 ac Peak Elev=327 .05' Storage=2,076 cf . ' 2.37 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 326 0 2 Time (hours) Pond 2P: Pond 1 Stage-Discharge 3 Discharge (cfs) ' 4 5 Page 17 1113/2009 I-Primary~ Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Pond 2P: Pond 1 Page 18 1/13/2009 0 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 1.~ 2.~ ~.~o 4.~ 5,~o 6.~ 1.~00 s.ooo ?·~ ~o.~oo 11.~, 12.~o ~ -GI ~ c .2 ai > GI jjj 327 326 0 500 " . " ' " 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 Storage (cubic-feet) Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Pond 1 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.09 0.11 0.14 0.17 0.27 1.25 0.73 0.25 0.18 0.15 0.13 0.11 0.10 0.08 0.07 0.06 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0 0 0 0 0 0 3 11 24 43 68 99 136 179 234 269 270 271 275 280 284 291 305 345 794 2,038 1,245 548 318 290 286 281 277 274 272 270 270 270 269 269 269 269 269 269 269 268 268 268 268 325.70 325.70 325.70 325.70 325.70 325.70 325.78 325.83 325.87 325.92 325.97 326.02 326.07 326.12 326.17 326.20 326.20 326.20 326.21 326.21 326.22 326.22 326.23 326.26 326.59 327.04 326.84 326.42 326.24 326.22 326.22 326.21 326.21 326.21 326.21 326.20 326.20 326.20 326.20 326.20 326.20 326.20 326.20 326.20 326.20 326.20 326.20 326.20 326.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.05 0.06 0.07 0.09 0.11 0.14 0.17 0.23 0.58 0.94 0.74 0.43 0.19 0.13 0.11 0.10 0.08 0.07 0.06 0.06 0.05 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.02 Page 19 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 20 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Stage-Discharge for Pond 2P: Pond 1 Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet} (cfs} (feet} (cfs} (feet} (cfs} (feet} (cfs} 325.70 0.00 326.22 0.13 326.74 0.68 327.26 2.59 325.71 0.00 326.23 0.16 326.75 0.68 327.27 2.70 325.72 0.00 326.24 0.18 326.76 0.69 327.28 2.81 325.73 0.00 326.25 0.21 326.77 0.70 327.29 2.92 325.74 0.00 326.26 0.23 326.78 0.70 327.30 3.03 325.75 0.00 326.27 0.24 326.79 0.71 327.31 3.14 325.76 0.00 326.28 0.26 326.80 0.71 327.32 3.26 325.77 0.00 326.29 0.28 326.81 0.72 327.33 3.38 325.78 0.00 326.30 0.29 326.82 0.73 327.34 3.50 325.79 0.00 326.31 0.31 326.83 0.73 327.35 3.62 325.80 0.00 326.32 0.32 326.84 0.74 327.36 3.75 325.81 0.00 326.33 0.33 326.85 0.74 327.37 3.88 325.82 0.00 326.34 0.34 326.86 0.75 327.38 4.01 325.83 0.00 326.35 0.36 326.87 0.75 327.39 4.14 325.84 0.00 326.36 0.37 326.88 0.76 327.40 4.27 325.85 0.00 326.37 0.38 326.89 0.77 327.41 4.41 325.86 0.00 326.38 0.39 326.90 0.77 327.42 4.54 325.87 0.00 326.39 0.40 326.91 0.78 327.43 4.68 325.88 0.00 326.40 0.41 326.92 0.78 327.44 4.82 325.89 0.00 326.41 0.42 326.93 0.79 327.45 4.96 325.90 0.00 326.42 0.43 326.94 0.79 327.46 5.11 325.91 0.00 326.43 0.44 326.95 0.80 327.47 5.25 325.92 0.00 326.44 0.45 326.96 0.80 327.48 5.40 325.93 0.00 326.45 0.46 326.97 0.81 327.49 5.55 325.94 0.00 326.46 0.47 326.98 0.81 327.50 5.70 325.95 0.00 326.47 0.48 326.99 0.82 325.96 0.00 326.48 0.49 327.00 0.82 325.97 0.00 326.49 0.50 327.01 0.84 325.98 0.00 326.50 0.50 327.02 0.87 325.99 0.00 326.51 0.51 327.03 0.90 326.00 0.00 326.52 0.52 327.04 0.94 326.01 0.00 326.53 0.53 327.05 0.99 326.02 0.00 326.54 0.54 327.06 1.03 326.03 0.00 326.55 0.55 327.07 1.09 326.04 0.00 326.56 0.55 327.08 1.14 326.05 0.00 326.57 0.56 327.09 1.20 326.06 0.00 326.58 0.57 327.10 1.26 326.07 0.00 326.59 0.58 327.11 1.32 326.08 0.00 326.60 0.58 327.12 1.39 326.09 0.00 326.61 0.59 327.13 1.46 326.10 0.00 326.62 0.60 327.14 1.53 326.11 0.00 326.63 0.60 327.15 1.61 326.12 0.00 326.64 0.61 327.16 1.68 326.13 0.00 326.65 0.62 327.17 1.76 326.14 0.00 326.66 0.63 327.18 1.84 326.15 0.00 326.67 0.63 327.19 1.93 326.16 0.00 326.68 0.64 327.20 2.01 326.17 0.00 326.69 0.65 327.21 2.10 326.18 0.00 326.70 0.65 327.22 2.20 326.19 0.00 326.71 0.66 327.23 2.29 326.20 0.00 326.72 0.66 327.24 2.39 326.21 0.09 326.73 0.67 327.25 2.49 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: Pond 1 Elevation (feet) 325.70 325.72 325.74 325.76 325.78 325.80 325.82 325.84 325.86 325.88 325.90 325.92 325.94 325.96 325.98 326.00 326.02 326.04 326.06 326.08 326.10 326.12 326.14 326.16 326.18 326.20 326.22 326.24 326.26 326.28 326.30 326.32 326.34 326.36 326.38 326.40 326.42 326.44 326.46 326.48 326.50 326.52 326.54 326.56 326.58 326.60 326.62 326.64 326.66 326.68 326.70 326.72 Surface (sq-ft) 0 13 26 58 107 157 206 256 305 355 404 454 503 553 602 652 701 750 800 849 898 947 996 1,046 1,095 1,144 1,193 1,242 1,273 1,285 1,298 1,310 1,322 1,335 1,347 1,359 1,372 1,384 1,396 1,409 1,421 1,442 1,463 1,483 1,504 1,525 1,546 1,567 1,587 1,608 1,629 1,650 Storage (cubic-feet) 0 0 1 1 3 6 9 14 19 26 34 42 52 62 74 86 100 114 130 146 164 182 202 222 244 266 289 314 339 365 390 417 443 469 496 523 551 578 606 634 662 691 720 749 779 810 840 871 903 935 967 1,000 Elevation (feet) 326.74 326.76 326.78 326.80 326.82 326.84 326.86 326.88 326.90 326.92 326.94 326.96 326.98 327.00 327.02 327.04 327.06 327.08 327.10 327.12 327.14 327.16 327.18 327.20 327.22 327.24 327.26 327.28 327.30 327.32 327.34 327.36 327.38 327.40 327.42 327.44 327.46 327.48 327.50 Surface (sq-ft) 1,671 1,799 2,034 2,269 2,505 2,740 2,975 3,211 3,446 3,682 3,917 4,152 4,388 4,623 4,961 5,299 5,636 5,974 6,312 6,650 6,987 7,325 7,663 8,001 8,338 8,676 8,977 9,242 9,507 9,771 10,036 10,301 10,565 10,830 11 ,094 11,359 11 ,624 11 ,888 12,153 Storage {cubic-feet) 1,033 1,067 1,106 1,149 1,197 1,249 1,306 1,368 1,435 1,506 1,582 1,663 1,748 1,838 1,934 2,037 2,146 2,262 2,385 2,514 2,651 2,794 2,944 3,100 3,264 3,434 3,611 3,793 3,980 4,173 4,371 4,575 4,783 4,997 5,216 5,441 5,671 5,906 6,146 Page 21 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 6P: Pond 2 Elevation Surface Storage Elevation Surface Storage (feet} (sg-ft} (cubic-feet} (feet} (sg-ft} (cubic-feet} 327.29 0 0 327.81 1,870 488 327.30 35 0 327.82 1,899 507 327.31 70 1 327.83 1,928 526 327.32 105 2 327.84 1,957 545 327.33 140 3 327.85 1,986 565 327.34 175 4 327.86 2,015 585 327.35 209 6 327.87 2,044 605 327.36 244 9 327.88 2,072 626 327.37 279 11 327.89 2,101 647 327.38 314 14 327.90 2,130 668 327.39 349 17 327.91 2,159 689 327.40 384 21 327.92 2,188 711 327.41 419 25 327.93 2,217 733 327.42 454 29 327.94 2,246 755 327.43 489 34 327.95 2,275 778 327.44 524 39 327.96 2,303 801 327.45 558 45 327.97 2,332 824 327.46 593 50 327.98 2,361 847 327.47 628 57 327.99 2,390 871 327.48 663 63 328.00 2,419 895. 327.49 698 70 328.01 2,419 895 327.50 733 77 327.51 772 84 327.52 810 92 327.53 849 101 327.54 887 109 327.55 926 118 327.56 964 128 327.57 1,003 138 327.58 1,041 148 327.59 1,080 159 327.60 1,119 170 327.61 1,157 181 327.62 1,196 193 327.63 1,234 205 327.64 1,273 217 327.65 1,311 230 327.66 1,350 244 327.67 1,389 257 327.68 1,427 271 327.69 1,466 286 327.70 1,504 301 327.71 1,543 316 327.72 1,581 332 327.73 1,620 348 327.74 1,658 364 327.75 1,697 381 327.76 1,726 398 327.77 1,755 415 327.78 1,784 433 327.79 1,813 451 327.80 1,841 469 Page27 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Inflow Area= Inflow = Pond SP: Pond 3 for 2-Year event 0.197 af Page 28 1/13/2009 Outflow = Primary = 0.639 ac, Inflow Depth> 3.70" 2.31 cfs@ 12.14 hrs, Volume= 1.36 cfs@ 12.29 hrs, Volume= 1.36 cfs@ 12.29 hrs, Volume= 0.197 af, Atten= 41%, Lag= 9.4 min 0.197 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 327.95'@ 12.29 hrs Surf.Area= 4,372 sf Storage= 986 cf Plug-Flow detention time= 4.9 min calculated for 0.197 af (100% of inflow) Center-of-Mass det. time= 4.7 min ( 788.9 -784.2) Volume Invert Avail.Storage Storage Description #1 327.20' 3,049 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 327.20 327.25 327.50 327.75 328.00 328.25 Device Routing #1 Primary #2 Primary 0 74 564 1,776 5,038 9,545 0 2 80 293 852 1,823 0 2 82 374 1,226 3,049 Invert Outlet Devices 327.21' 1.00' W x 0.33' H Vert. Orifice/Grate C= 0.600 327.90' 6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2. 72 2.81 2.92 2.97 3.07 3.32 Primary Outflow Max=1 .36 cfs@ 12.29 hrs HW=327.95' (Free Discharge) ~=Orifice/Grate (Orifice Controls 1.20 cfs@ 3.63 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 0.16 cfs@ 0.54 fps) Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Pond SP: Pond 3 Hydrograph 2.31 crs Inflow Area=0.639 ac 2 Peak Elev=327 .95' Storage=986 cf •• 1•. .. ' .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 c .S! ; > • iii 32 0 Time (hours) Pond SP: Pond 3 Stage-Discharge 2 3 4 Discharge (cfs) Page 29 1/13/2009 ~ ~ I-Primary~ Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Pond SP: Pond 3 Page 30 1/13/2009 0 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 9.~ ~ 32 c .E • > • iii Custom 08ti 0 500 1,000 1,500 Storage (cubic-feet) 2,000 2,500 3,000 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50H Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Inflow (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.03 0.03 0.04 0.05 0.06 0.08 0.10 0.13 0.16 0.25 1.20 0.71 0.24 0.18 0.15 0.13 0.11 0.09 0.08 0.07 0.06 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.02 Storage (cubic-feet) 0 0 0 0 0 0 0 0 0 0 1 1 1 1 2 2 3 4 5 7 9 13 18 31 225 788 37 21 16 13 11 9 7 6 5 4 4 3 3 3 3 3 3 2 2 2 2 2 2 Hydrograph for Pond SP: Pond 3 Elevation (feet) 327.20 327.20 327.20 327.20 327.20 327.20 327.20 327.21 327.22 327.22 327.23 327.23 327.24 327.24 327.25 327.26 327.26 327.27 327.28 327.30 327.31 327.32 327.34 327.39 327.65 327.90 327.41 327.36 327.34 327.33 327.32 327.31 327.29 327.29 327.28 327.28 327.27 327.27 327.27 327.26 327.26 327.26 327.26 327.26 327.26 327.25 327.25 327.25 327.25 Primary (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.06 0.08 0.10 0.12 0.16 0.24 0.83 1.15 0.28 0.18 0.15 0.13 0.11 0.10 0.08 0.07 0.06 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.02 Page 31 1/13/2009 Drainage Design Type II/ 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Elevation (feet) 327.20 327.21 327.22 327.23 327.24 327.25 327.26 327.27 327.28 327.29 327.30 327.31 327.32 327.33 327.34 327.35 327.36 327.37 327.38 327.39 327.40 327.41 327.42 327.43 327.44 327.45 327.46 327.47 327.48 327.49 327.50 327.51 327.52 327.53 327.54 327.55 327.56 327.57 327.58 327.59 327.60 327.61 327.62 327.63 327.64 327.65 327.66 327.67 327.68 327.69 327.70 327.71 Primary (cfs) 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.09 0.10 0.12 0.13 0.15 0.17 0.19 0.21 0.22 0.25 0.27 0.29 0.31 0.33 0.35 0.38 0.40 0.43 0.45 0.48 0.50 0.53 0.55 0.58 0.61 0.63 0.66 0.68 0.70 0.72 0.73 0.75 0.77 0.79 0.80 0.82 0.84 0.85 0.87 0.88 0.90 0.91 Stage-Discharge for Pond SP: Pond 3 Elevation (feet) 327.72 327.73 327.74 327.75 327.76 327.77 327.78 327.79 327.80 327.81 327.82 327.83 327.84 327.85 327.86 327.87 327.88 327.89 327.90 327.91 327.92 327.93 327.94 327.95 327.96 327.97 327.98 327.99 328.00 328.01 328.02 328.03 328.04 328.05 328.06 328.07 328.08 328.09 328.10 328.11 328.12 328.13 328.14 328.15 328.16 328.17 328.18 328.19 328.20 328.21 328.22 328.23 Primary (cfs) 0.92 0.94 0.95 0.96 0.98 0.99 1.00 1.02 1.03 1.04 1.05 1.07 1.08 1.09 1.10 1.11 1.12 1.14 1.15 1.17 1.21 1.26 1.31 1.36 1.43 1.49 1.56 1.64 1.72 1.80 1.88 1.97 2.06 2.15 2.25 2.35 2.45 2.55 2.66 2.77 2.89 3.01 3.13 3.25 3.38 3.51 3.64 3.78 3.92 4.06 4.20 4.35 Elevation (feet) 328.24 328.25 Primary (cfs) 4.49 4.65 Page 32 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond GP: Pond 2 for 2-Year event 0.048 af Page22 1/13/2009 Outflow = Primary = 0.221 ac, Inflow Depth > 2.63" 0.58 cfs@ 12.15 hrs, Volume= 0.53 cfs@ 12.20 hrs, Volume= 0.53 cfs@ 12.20 hrs, Volume= 0.038 af, Atten= 10%, Lag= 3.3 min 0.038 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 327.83'@ 12.20 hrs Surf.Area= 1,922 sf Storage= 521 cf Plug-Flow detention time= 119.6 min calculated for 0.038 af (79% of inflow) Center-of-Mass det. time= 40.3 min ( 864.1 -823.8 ) Volume Invert Avail.Storage Storage Description #1 327.29' 895 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store ( cubic--feet) Cum.Store (cubic-feet) 327.29 327.50 327.75 328.00 Device Routing #1 Primary 0 733 1,697 2,419 0 77 304 515 Invert Outlet Devices 0 77 381 895 327.29' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0. 72 Width (feet) 0.50 2.00 Primary Outflow Max=0.53 cfs@ 12.20 hrs HW=327.83' TW=327.79' (Fixed TW Elev= 327.79') L1=Custom Weir/Orifice (Weir Controls 0.53 cfs@ 0.92 fps) Drainage Design Type Ill 24-hr 2-Year Rainfall=4.50H Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC :r: ..2 0. I&. :;-• ~327.7 ~27.6 • ~27.6 iii 327.5 327.4 0 Pond 6P: Pond 2 Hydrograph 0.58 cfs Inflow Area=0.221 a 0·53 cfs Peak Elev=327.83' Storage=521 cf I .. 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) Custom WeirlOrifice Pond 6P: Pond 2 Stage-Discharge 1 Discharge (cfs) Page23 1/13/2009 I-Primary~ Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 0 200 400 600 ' ' 100 200 Pond 6P: Pond 2 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 800 1,000 1,200 1,400 1,600 I I I . , I , I 300 400 500 600 Storage (cubic-feet) 1,800 2,000 700 800 2,400 ' Page 24 1/13/2009 -Surface -Storage Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50H Prepared by McClure & Browne Engineering/Surveying, Inc. HyQ[9_Ql\D® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Pond 6P: Pond 2 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 . 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.03 0.05 0.27 0.21 0.07 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 1 327.31 5 327.34 12 327.37 25 327.41 44 327.45 72 327.49 114 327.55 179 327.61 398 327.76 468 327.80 454 327.79 453 327.79 453 327.79 453 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 451 327.79 451 327.79 451 327.79 451 327.79 451 327.79 451 327.79 451 327.79 451 327.79 451 327.79 451 327.79 451 327.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.24 0.07 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 Page 25 1/13/2009 Drainage Design Type 11124-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Elevation (feet) 327.29 327.30 327.31 327.32 327.33 327.34 327.35 327.36 327.37 327.38 327.39 327.40 327.41 327.42 327.43 327.44 327.45 327.46 327.47 327.48 327.49 327.50 327.51 327.52 327.53 327.54 327.55 327.56 327.57 327.58 327.59 327.60 327.61 327.62 327.63 327.64 327.65 327.66 327.67 327.68 327.69 327.70 327.71 327.72 327.73 327.74 327.75 327.76 327.77 327.78 327.79 327.80 Primary (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.26 Stage-Discharge for Pond 6P: Pond 2 Elevation (feet) 327.81 327.82 327.83 327.84 327.85 327.86 327.87 327.88 327.89 327.90 327.91 327.92 327.93 327.94 327.95 327.96 327.97 327.98 327.99 328.00 328.01 Primary (cfs) 0.37 0.46 0.54 0.62 0.69 0.76 0.83 0.90 0.96 1.03 1.09 1.16 1.22 1.29 1.35 1.42 1.49 1.55 1.62 1.69 1.76 Page 26 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SP: Pond 3 Elevation (feet) 327.20 327.22 327.24 327.26 327.28 327.30 327.32 327.34 327.36 327.38 327.40 327.42 327.44 327.46 327.48 327.50 327.52 327.54 327.56 327.58 327.60 327.62 327.64 327.66 327.68 327.70 327.72 327.74 327.76 327.78 327.80 327.82 327.84 327.86 327.88 327.90 327.92 327.94 327.96 327.98 328.00 328.02 328.04 328.06 328.08 328.10 328.12 328.14 328.16 328.18 328.20 328.22 Surface (sq-ft) 0 30 59 94 133 172 211 250 290 329 368 407 446 486 525 564 661 758 855 952 1,049 1,146 1,243 1,340 1,437 1,534 1,631 1,728 1,906 2,167 2,428 2,689 2,950 3,211 3,472 3,733 3,994 4,255 4,516 4,777 5,038 5,399 5,759 6,120 6,480 6,841 7,201 7,562 7,922 8,283 8,644 9,004 Storage (cubic-feet} 0 0 1 3 5 8 12 16 22 28 35 43 51 61 71 82 94 108 124 142 162 184 208 234 262 291 323 357 393 433 479 530 587 648 715 787 865 947 1,035 1,128 1,226 1,330 1,442 1,561 1,687 1,820 1,960 2,108 2,263 2,425 2,594 2,770 Elevation (feet) 328.24 Surface (sq-ft) 9,365 Storage (cubic-feet) 2,954 Page 33 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Link 11 L: Point of Study at Luther Inflow Area= 3.272 ac, Inflow Depth> 3.17" for 2-Year event Inflow = 6.10 cfs@ 12.33 hrs, Volume= 0.863 af Primary = 6.10 cfs@ 12.33 hrs, Volume= 0.863 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 6 5 4 2 Link 11 L: Point of Study at Luther Hydrograph 6.10 cfs Inflow Area=3.272 ac ' 0 1 2 3 4 5 6 7 8 •• I •1 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) Page 34 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time {hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Inflow {cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.03 0.08 0.11 0.15 0.20 0.26 0.33 0.43 0.56 0.84 2.72 5.34 2.08 1.20 0.80 0.64 0.56 0.48 0.40 0.35 0.31 0.27 0.24 0.22 0.21 0.20 0.19 0.18 0.17 0.16 0.15 0.15 0.14 0.13 0.12 Hydrograph for Link 11 L: Point of Study at Luther Elevation {feet) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Primary {cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.03 0.08 0.11 0.15 0.20 0.26 0.33 0.43 0.56 0.84 2.72 5.34 2.08 1.20 0.80 0.64 0.56 0.48 0.40 0.35 0.31 0.27 0.24 0.22 0.21 0.20 0.19 0.18 0.17 0.16 0.15 0.15 0.14 0.13 0.12 Page 35 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Inflow Area = 1.528 ac, Inflow Depth> 3.60" for 2-Year event Inflow = 2. 75 cfs @ 12.28 hrs, Volume= 0.458 af Primary = 2.75 cfs@ 12.28 hrs, Volume= 0.458 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Hydrograph 2.75 cfs Inflow Area=1.528 ac 2 0 .. 0 1 2 3 4 5 6 7 ·5 • O JO 0 • • VY "I' 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 36 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. Hyd10QAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Time Inflow Elevation Primary (hours} (cfs) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.03 0.07 0.09 0.11 0.15 0.18 0.22 0.28 0.36 0.54 1.73 2.35 1.10 0.68 0.39 0.30 0.27 0.23 0.19 0.16 0.15 0.13 0.11 0.10 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.07 0.06 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 o .. o3 0.07 0.09 0.11 0.15 0.18 0.22 0.28 0.36 0.54 1.73 2.35 1.10 0.68 0.39 0.30 0.27 0.23 0.19 0.16 0.15 0.13 0.11 0.10 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.07 0.06 0.06 Page 37 1/13/2009 Drainage Design Type Ill 24-hr 2-Year Rainfal/=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Link 15L: Channel Flow (Pond 3 and Basin 4) Inflow Area = 0.893 ac, Inflow Depth> 3.45" for 2-Year event Inflow = 1.90 cfs@ 12.23 hrs, Volume= 0.257 af Page 38 1/13/2009 Primary = 1.90 cfs@ 12.23 hrs, Volume= 0.257 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 15L: Channel Flow (Pond 3 and Basin 4) Hydrograph 2 1.90 cfs Inflow Area=0.893 ac 0 . .. . ., ' . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 nme (hours) 15 16 17 18 19 20 21 22 23 24 ~ ~ Drainage Design Type Ill 24-hr 2-Year Rainfa//=4.50" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 39 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Hydrograph for Link 15L: Channel Flow (Pond 3 and Basin 4) Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.03 0.03 0.04 0.06 0.07 0.09 0.12 0.15 0.19 0.31 1.16 1.41 0.36 0.25 0.20 0.17 0.15 0.13 0.11 0.09 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.03 0.03 0.04 0.06 0.07 0.09 0.12 0.15 0.19 0.31 1.16 1.41 0.36 0.25 0.20 0.17 0.15 0.13 0.11 0.09 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.03 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Page40 1/13/2009 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1 S: Existing Runoff Area=80, 158 sf Runoff Depth>3.44" Flow Length=369' Slope=0.0120 'f Tc=15.2 min CN=75 Runoff=5.62 cfs 0.528 af Subcatchment 3S: Basin 1 Runoff Area=0.635 ac Runoff Depth>5.60" Flow Length=236' Slope=0.0100 'f Tc=10.0 min CN=95 Runoff=3.32 cfs 0.296 af Subcatchment 45: Basin 4 Runoff Area=0.254 ac Runoff Depth>4.38" Flow Length=340' Slope=0.0110 'f Tc=11 .2 min CN=84 Runoff=1 .08 cfs 0.093 af Subcatchment SS: Basin 2 Runoff Area=0.221 ac Runoff Depth>4.16" Flow Length=216' Slope=0.0067 'f Tc=10.7 min CN=82 Runoff=0.92 cfs 0.077 af Subcatchment 9S: Basin 3 Runoff Area=0.639 ac Runoff Oepth>5.37" Flow Length=291' Slope=0.0530 'f Tc=10.0 min CN=93 Runoff=3.28 cfs 0.286 af Subcatchment 10S: Basin 5 (Luther St.) Runoff Area=1.523 ac Runoff Depth>4.47" Flow Length=1,106' Slope=0.0110 '/' Tc=27.8 min CN=85 Runoff=4.62 cfs 0.567 af Pond 2P: Pond 1 Pond 6P: Pond 2 Pond BP: Pond 3 Link 11L: Point of Study at Luther Peak Elev=327.16' Storage=2,779 cf lnflow=3.32 cfs 0.296 af Outflow=1 .67 cfs 0.290 af Peak Elev=327.87' Storage=598 cf lnflow=0.92 cfs 0.077 af Outflow=0.81 cfs 0.066 af Peak Elev=328.05' Storage=1 ,497 cf lnflow=3.28 cfs 0.286 af Outflow=2.15 cfs 0.286 at lnflow=9.59 cfs 1.302 af Primary=9.59 cfs 1.302 af Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) lnflow--4.55 cfs 0.669 af Primary=4.55 cfs 0.669 af Link 15L: Channel Flow (Pond 3 and Basin 4) lnflow=3.04 cfs 0.379 af Primary=3.04 cfs 0.379 af Total Runoff Area= 5.112 ac Runoff Volume= 1.847 af Average Runoff Depth= 4.34" 68.10% Pervious Area= 3.481 ac 31.90% Impervious Area= 1.631 ac Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 15: Existing Runoff = 5.62 cfs@ 12.21 hrs, Volume= 0.528 af, Depth> 3.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type 11124-hr 5-Year Rainfall=6.20" Area (sf) CN Description 80, 158 75 Natural Grasslands 80, 158 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 369 0.0120 0.41 Lag/CN Method, 6 4 2 Subcatchment 1 S: Existing Hydrograph Type Ill 24-hr 5-Year Rainfall=6.20" Runoff Area=80, 158 sf Runoff Volume=0.528 af Runoff Depth>3.44" Flow Length=369' Slope=0.0120 ·r Tc=15.2 min CN=75 5.62 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page41 1/13/2009 I-Runoff~ Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.03 0.06 0.09 0.12 0.16 0.19 0.23 0.27 0.31 0.35 0.40 0.45 0.50 0.56 0.63 0.71 0.80 0.90 1.03 1.17 1.34 1.55 1.85 3.10 4.35 4.65 4.86 5.03 5.17 5.30 5.40 5.49 5.57 5.64 5.70 5.75 5.80 5.85 5.89 5.93 5.97 6.01 6.05 6.08 6.11 6.14 6.17 6.20 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 0.02 0.04 0.07 0.11 0.19 0.31 1.03 1.94 2.17 2.33 2.47 2.59 2.69 2.78 2.85 2.92 2.98 3.03 3.07 3.11 3.15 3.19 3.23 3.26 3.29 3.32 3.35 3.38 3.40 3.43 3.45 Hydrograph for Subcatchment 15: Existing Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.04 0.07 0.12 0.18 0.27 0.47 2.32 2.90 0.87 0.61 0.51 0.43 0.38 0.33 0.27 0.24 0.21 0.19 0.17 0.15 0.14 0.14 0.13 0.12 0.12 0.11 0.11 0.10 0.10 0.09 0.09 Page42 1/13/2009 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 35: Basin 1 Runoff = 3.32 cfs@ 12.13 hrs, Volume= 0.296 af, Depth> 5.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 5-Year Rainfall=6.20" Area (ac) CN Description 0.089 0.546 0.635 0.089 0.546 75 LandscapedArea 98 Impervious Area 95 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) .. 5.6 236 0.0100 0.70 Lag/CN Method, 5.6 236 Total, Increased to minimum Tc= 10.0 min Subcatchment 35: Basin 1 Type Ill 24-hr 5-Year Rainfall=6.20" Hydrograph 3.32 cfs ~ 2 Runoff Area=0.635 ac Runoff Volume=0.296 af Runoff Depth>5.60" Flow Length=236' Slope=0.0100 '/' Tc=10.0 min CN=95 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) Page43 1/13/2009 I-Runoff~ Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Subcatchment JS: Basin 1 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.03 0.06 0.09 0.12 0.16 0.19 0.23 0.27 0.31 0.35 0.40 0.45 0.50 0.56 0.63 0.71 0.80 0.90 1.03 1.17 1.34 1.55 1.85 3.10 4.35 4.65 4.86 5.03 5.17 5.30 5.40 5.49 5.57 5.64 5.70 5.75 5.80 5.85 5.89 5.93 5.97 6.01 6.05 6.08 6.11 6.14 6.17 6.20 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.04 0.06 0.08 0.10 0.13 0.17 0.21 0.26 0.32 0.39 0.48 0.59 0.71 0.87 1.06 1.34 2.55 3.78 4.07 4.28 4.45 4.59 4.71 4.82 4.91 4.98 5.05 5.11 5.17 5.21 5.26 5.30 5.35 5.38 5.42 5.46 5.49 5.52 5.55 5.58 5.61 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.07 0.08 0.10 0.12 0.14 0.17 0.21 0.25 0.39 1.77 1.01 0.34 0.25 0.21 0.18 0.15 0.13 0.11 0.10 0.09 0.08 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.03 Page44 1/13/2009 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 45: Basin 4 Runoff = 1.08 cfs@ 12.15 hrs, Volume= 0.093 af, Depth> 4.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 5-Year Rainfall=6.20" Area (ac) 0.157 0.097 0.254 0.157 0.097 CN Description 75 Landscaped Area 98 Impervious Area 84 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11 .2 340 0.0110 0.51 Lag/CN Method, Subcatchment 45: Basin 4 Hydrograph 1-Type Ill 24-hr 5-Year Rainfall=6.20" Runoff Area=0.254 ac Runoff Volume=0.093 af Runoff Depth>4.38" Flow Length=340' Slope=0.0110 '/' Tc=11.2 min CN=84 I 1.oscts I 01-f....."""""'...,.__.,.,._...,.~-.~""""~;;:;:;:::;:.,.,..,..._...,,.,....._.....~ .. :::;:;:;:;:;:;:;;;::;;:;::;::;:;:;;:;~.;:;:;;;.:;:;;;;~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page45 1/13/2009 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.03 0.06 0.09 0.12 0.16 0.19 0.23 0.27 0.31 0.35 0.40 0.45 0.50 0.56 0.63 0.71 0.80 0.90 1.03 1.17 1.34 1.55 1.85 3.10 4.35 4.65 4.86 5.03 5.17 5.30 5.40 5.49 5.57 5.64 5.70 5.75 5.80 5.85 5.89 5.93 5.97 6.01 6.05 6.08 6.11 6.14 6.17 6.20 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.05 0.07 0.11 0.16 0.23 0.32 0.44 0.64 1.60 2.68 2.95 3.14 3.30 3.43 3.54 3.64 3.72 3.80 3.86 3.92 3.97 4.01 4.05 4.10 4.13 4.17 4.21 4.24 4.27 4.30 4.33 4.36 4.38 Hydrograph for Subcatchment 45: Basin 4 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.03 0.04 0.05 0.07 0.11 0.53 0.39 0.13 0.09 0.08 0.07 0.06 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 Page46 1/13/2009 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 55: Basin 2 Runoff = 0.92 cfs@ 12.14 hrs, Volume= 0.077 af, Depth> 4.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 5-Year Rainfall=6.20" Area (ac) CN Description 0.151 75 Landscaped Area 0.070 98 Impervious Area 0.221 82 Weighted Average 0.151 Pervious Area 0.070 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 216 0.0067 0.34 Lag/CN Method, 5ubcatchment 55: Basin 2 Hydrograph Type Ill 24-hr 5-Year Rainfall=S.20" Runoff Area=0.221 ac Runoff Volume=0.077 af Runoff Depth>4.16" Flow Length=216' Slope=0.0067 '/' Tc=10.7 min CN=82 0.92 cfs o-l.... .................. -. -.......... ~ ........ -..~.~::;:;:;:;::;:;:;:::;:;..._.......,., .......... .....,.,.,.,.,...,.:::;:;:;;;;:;:;;:;:;::;;::;:;:;:;:;:;:;;;:;:;:;:;:;::;;:;;:;~ 0 1 2 3 4 5 6 7 8 9 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) Page47 1/13/2009 I-Runoff~ Drainage Design Type 11124-hr 5-Year Rainfa/1=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 @~QO_§_l-lydroCAD Software Solutions LLC Hydrograph for Subcatchment 55: Basin 2 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.03 0.06 0.09 0.12 0.16 0.19 0.23 0.27 0.31 0.35 0.40 0.45 0.50 0.56 0.63 0.71 0.80 0.90 1.03 1.17 1.34 1.55 1.85 3.10 4.35 4.65 4.86 5.03 5.17 5.30 5.40 5.49 5.57 5.64 5.70 5.75 5.80 5.85 5.89 5.93 5.97 6.01 6.05 6.08 6.11 6.14 6.17 6.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.05 0.08 0.12 0.18 0.26 0.37 0.55 1.46 2.51 2.77 2.95 3.10 3.23 3.35 3.44 3.52 3.59 3.66 3.71 3.76 3.81 3.85 3.89 3.93 3.96 4.00 4.03 4.06 4.09 4.12 4.15 4.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.03 0.04 0.05 0.09 0.45 0.32 0.11 0.08 0.07 0.06 0.05 0.04 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 Page 48 1/13/2009 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20H Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 95: Basin 3 Runoff = 3.28 cfs@ 12.13 hrs, Volume= 0.286 af, Depth> 5.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 5-Year Rainfall=6.20" Area (ac) CN Description 0.144 75 Landscape Area 0.495 98 Impervious Area 0.639 93 Weighted Average 0.144 Pervious Area 0.495 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 291 0.0530 1.53 Lag/CN Method, 3.2 291 Total , Increased to minimum Tc= 10.0 min 5ubcatchment 95: Basin 3 Hydrograph 3 Type Ill 24-hr 5-Year Rainfall=6.20" Runoff Area=0.639 ac Runoff Volume=0.286 af Runoff Depth>5.37" Flow Length=291' Slope=0.0530 '/' Tc=10.0 min CN=93 3.28 cfs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page49 1/13/2009 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20H Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.03 0.06 0.09 0.12 0.16 0.19 0.23 0.27 0.31 0.35 0.40 0.45 0.50 0.56 0.63 0.71 0.80 0.90 1.03 1.1 7 1.34 1.55 1.85 3.10 4.35 4.65 4.86 5.03 5.17 5.30 5.40 5.49 5.57 5.64 5.70 5.75 5.80 5.85 5.89 5.93 5.97 6.01 6.05 6.08 6.11 6.14 6.17 6.20 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.06 0.08 0.11 0.14 0.19 0.24 0.30 0.38 0.47 0.59 0.73 0.91 1.18 2.35 3.56 3.85 4.06 4.23 4.37 4.49 4.59 4.68 4.76 4.83 4.89 4.94 4.99 5.03 5.08 5.12 5.16 5.19 5.23 5.26 5.29 5.32 5.35 5.38 Hydrograph for Subcatchment 95: Basin 3 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.07 0.08 0.11 0.13 0.15 0.19 0.24 0.38 1.73 1.00 0.34 0.25 0.21 0.18 0.15 0.13 0.11 0.10 0.09 0.08 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.03 Page 50 1/13/2009 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 10S: Basin 5 (Luther St.) Runoff = 4.62 cfs@ 12.38 hrs, Volume= 0.567 af, Depth> 4.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 5-Year Rainfall=6.20" Area (ac) CN Description 98 Impervious Cover 0.423 1.100 80 Mix Lanscape and Impervious Cover 1.523 1.100 0.423 85 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 1,106 0.0110 0.66 Lag/CN Method, 5- 4 3 2 Subcatchment 10S: Basin 5 (Luther St.) Hydrograph Type Ill 24-hr 5-Year Rai nfall=6.20" Runoff Area=1.523 ac Runoff Volume=0.567 af Runoff Depth>4.47" Flow Length=1, 106' Slope=0.0110 '/' Tc=27.8 min CN=85 4.62 cfs 0 . . I ' • ' ' I • I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) Page 51 1/13/2009 I-Runoff~ Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.03 0.06 0.09 0.12 0.16 0.19 0.23 0.27 0.31 0.35 0.40 0.45 0.50 0.56 0.63 0.71 0.80 0.90 1.03 1.17 1.34 1.55 1.85 3.10 4.35 4.65 4.86 5.03 5.17 5.30 5.40 5.49 5.57 5.64 5.70 5.75 5.80 5.85 5.89 5.93 5.97 6.01 6.05 6.08 6.11 6.14 6.17 6.20 Hydrograph for Subcatchment 105: Basin 5 (Luther St) Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.04 0.06 0.09 0.13 0.19 0.26 0.36 0.48 0.69 1.67 2.78 3.05 3.24 3.39 3.53 3.64 3.74 3.83 3.90 3.96 4.02 4.07 4.12 4.16 4.20 4.24 4.28 4.31 4.35 4.38 4.41 4.44 4.47 4.49 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.06 0.08 0.12 0.16 0.20 0.27 0.36 0.52 1.59 4.15 1.33 0.68 0.52 0.43 0.38 0.33 0.27 0.23 0.21 0.18 0.16 0.14 0.14 0.13 0.12 0.12 0.11 0.11 0.10 0.10 0.09 0.09 0.08 Page 52 1113/2009 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20H Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 2P: Pond 1 for 5-Year event 0.296 af Page 53 1/13/2009 Outflow = Primary = 0.635 ac, Inflow Depth > 5.60" 3.32 cfs@ 12.13 hrs, Volume= 1.67 cfs@ 12.34 hrs, Volume= 1.67 cfs@ 12.34 hrs, Volume= 0.290 af, Atten= 50%, Lag= 12.3 min 0.290 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 327.16'@ 12.34 hrs Surf.Area= 7,291 sf Storage= 2,779 cf Plug-Flow detention time= 38.1 min calculated for 0.290 af (98% of inflow) Center-of-Mass det. time= 25.1 min ( 790.7 -765.6) Volume Invert Avail.Storage Storage Description #1 325.70' 6, 146 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 325.70 325.75 326.00 326.25 326.50 326.75 327.00 327.25 327.50 Device Routing #1 Primary #2 Primary 0 33 652 1,267 1,421 1,681 4,623 8,845 12, 153 0 1 86 240 336 388 788 1,684 2,625 0 1 86 326 662 1,050 1,838 3,522 6,146 Invert Outlet Devices 325. 70' 0.58' W x 0.33' H Vert. Orifice/Grate C= 0.600 327.00' 5.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary Outflow Max=1 .67 cfs@ 12.34 hrs HW=327.16' TW=326.20' (Fixed TW Elev= 326.20') b=Orifice/Grate (Orifice Controls 0.90 cfs @4.71 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 0.77 cfs@ 0.97 fps) Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC c .2 ~ • iii 3 Pond 2P: Pond 1 Hydrograph Inflow Area=0.635 ac Peak Elev=327 .16' Storage=2, 779 cf 3.32 cfs 1.67 cfs o-L.. ........ ...,__.""""' ....... ~;:;:;:;:;:;;:;::::;:::::,.......,_...,.....,._............,,..=:::;:::;::;;;;~~;::;;;;:;:;:;;:;;;;;:;:::;:;:;;a;;l 327 326 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Orifice/Grate 0 2 Time (hours) Pond 2P: Pond 1 Stage-Discharge 3 Discharge (cfs) 4 5 Page 54 1/13/2009 I-Primaryj Drainage Design Type Ill 24-hr 5-Year Rainfa/1=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC c 0 .. "' > • iii 0 I 3 1,000 2,000 3,000 Pond 2P: Pond 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 4,000 5,000 6,000 7,000 8,000 9,000 10,000 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 Storage (cubic-feet) 11,000 12,000 I I ' 5,500 6,000 Page 55 1/13/2009 -Surface -Storage Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Pond 1 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.05 0.06 0.07 0.08 0.10 0.12 0.14 0.17 0.21 0.25 0.39 1.77 1.01 0.34 0.25 0.21 0.18 0.15 0.13 0.11 0.10 0.09 0.08 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.03 0 0 0 0 0 7 21 44 76 116 165 222 269 270 270 272 275 280 286 292 302 319 347 419 1,133 2,614 1,670 876 440 322 303 292 285 281 278 276 273 272 271 270 270 270 270 270 269 269 269 269 269 325.70 325.70 325.70 325.70 325.74 325.81 325.87 325.92 325.98 326.04 326.10 326.16 326.20 326.20 326.20 326.21 326.21 326.21 326.22 326.22 326.23 326.24 326.27 326.32 326.79 327.13 326.96 326.64 326.34 326.25 326.23 326.22 326.22 326.21 326.21 326.21 326.21 326.20 326.20 326.20 326.20 326.20 326.20 326.20 326.20 326.20 326.20 326.20 326.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.05 0.06 0.07 0.08 0.09 0.11 0.14 0.16 0.19 0.24 0.32 0.71 1.49 0.80 0.61 0.34 0.20 0.16 0.14 0.11 0.10 0.09 0.08 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.03 Page 56 1/13/2009 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 57 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Stage-Discharge for Pond 2P: Pond 1 Elevation Primary Elevation Primary Elevation Primary Elevation Primary {feet} {cfs} {feet} {cfs} {feet} {cfs} {feet} {cfs} 325.70 0.00 326.22 0.13 326.74 0.68 327.26 2.59 325.71 0.00 326.23 0.16 326.75 0.68 327.27 2.70 325.72 0.00 326.24 0.18 326.76 0.69 327.28 2.81 325.73 0.00 326.25 0.21 326.77 0.70 327.29 2.92 325.74 0.00 326.26 0.23 326.78 0.70 327.30 3.03 325.75 0.00 326.27 0.24 326.79 0.71 327.31 3.14 325.76 0.00 326.28 0.26 326.80 0.71 327.32 3.26 325.77 0.00 326.29 0.28 326.81 0.72 327.33 3.38 325.78 0.00 326.30 0.29 326.82 0.73 327.34 3.50 325.79 0.00 326.31 0.31 326.83 0.73 327.35 3.62 325.80 0.00 326.32 0.32 326.84 0.74 327.36 3.75 325.81 0.00 326.33 0.33 326.85 0.74 327.37 3.88 325.82 0.00 326.34 0.34 326.86 0.75 327.38 4.01 325.83 0.00 326.35 0.36 326.87 0.75 327.39 4.14 325.84 0.00 326.36 0.37 326.88 0.76 327.40 4.27 325.85 0.00 326.37 0.38 326.89 0.77 327.41 4.41 325.86 0.00 326.38 0.39 326.90 0.77 327.42 4.54 325.87 0.00 326.39 0.40 326.91 0.78 327.43 4.68 325.88 0.00 326.40 0.41 326.92 0.78 327.44 4.82 325.89 0.00 326.41 0.42 326.93 0.79 327.45 4.96 325.90 0.00 326.42 0.43 326.94 0.79 327.46 5.11 325.91 0.00 326.43 0.44 326.95 0.80 327.47 5.25 325.92 0.00 326.44 0.45 326.96 0.80 327.48 5.40 325.93 0.00 326.45 0.46 326.97 0.81 327.49 5.55 325.94 0.00 326.46 0.47 326.98 0.81 327.50 5.70 325.95 0.00 326.47 0.48 326.99 0.82 325.96 0.00 326.48 0.49 327.00 0.82 325.97 0.00 326.49 0.50 327.01 0.84 325.98 0.00 326.50 0.50 327.02 0.87 325.99 0.00 326.51 0.51 327.03 0.90 326.00 0.00 326.52 0.52 327.04 0.94 326.01 0.00 326.53 0.53 327.05 0.99 326.02 0.00 326.54 0.54 327.06 1.03 326.03 0.00 326.55 0.55 327.07 1.09 326.04 0.00 326.56 0.55 327.08 1.14 326.05 0.00 326.57 0.56 327.09 1.20 326.06 0.00 326.58 0.57 327.10 1.26 326.07 0.00 326.59 0.58 327.11 1.32 326.08 0.00 326.60 0.58 327.12 1.39 326.09 0.00 326.61 0.59 327.13 1.46 326.10 0.00 326.62 0.60 327.14 1.53 326.11 0.00 326.63 0.60 327.15 1.61 326.12 0.00 326.64 0.61 327.16 1.68 326.13 0.00 326.65 0.62 327.17 1.76 326.14 0.00 326.66 0.63 327.18 1.84 326.15 0.00 326.67 0.63 327.19 1.93 326.16 0.00 326.68 0.64 327.20 2.01 326.17 0.00 326.69 0.65 327.21 2.10 326.18 0.00 326.70 0.65 327.22 2.20 326.19 0.00 326.71 0.66 327.23 2.29 326.20 0.00 326.72 0.66 327.24 2.39 326.21 0.09 326.73 0.67 327.25 2.49 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 58 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Stage-Area-Storage for Pond 2P: Pond 1 Elevation Surface Storage Elevation Surface Storage {feet} {sg-ft} {cubic-feet} {feet} {sg-ft} {cubic-feet} 325.70 0 0 326.74 1,671 1,033 325.72 13 0 326.76 1,799 1,067 325.74 26 1 326.78 2,034 1,106 325.76 58 1 326.80 2,269 1,149 325.78 107 3 326.82 2,505 1, 197 325.80 157 6 326.84 2,740 1,249 325.82 206 9 326.86 2,975 1,306 325.84 256 14 326.88 3,211 1,368 325.86 305 19 326.90 3,446 1,435 325.88 355 26 326.92 3,682 1,506 325.90 404 34 326.94 3,917 1,582 325.92 454 42 326.96 4,152 1,663 325.94 503 52 326.98 4,388 1,748 325.96 553 62 327.00 4,623 1,838 325.98 602 74 327.02 4,961 1,934 326.00 652 86 327.04 5,299 2,037 326.02 701 100 327.06 5,636 2,146 326.04 750 114 327.08 5,974 2,262 326.06 800 130 327.10 6,312 2,385 326.08 849 146 327.12 6,650 2,514 326.10 898 164 327.14 6,987 2,651 326.12 947 182 327.16 7,325 2,794 326.14 996 202 327.18 7,663 2,944 326.16 1,046 222 327.20 8,001 3,100 326.18 1,095 244 327.22 8,338 3,264 326.20 1,144 266 327.24 8,676 3,434 326.22 1,193 289 327.26 8,977 3,611 326.24 1,242 314 327.28 9,242 3,793 326.26 1,273 339 327.30 9,507 3,980 326.28 1,285 365 327.32 9,771 4,173 326.30 1,298 390 327.34 10,036 4,371 326.32 1,310 417 327.36 10,301 4,575 326.34 1,322 443 327.38 10,565 4,783 326.36 1,335 469 327.40 10,830 4,997 326.38 1,347 496 327.42 11,094 5,216 326.40 1,359 523 327.44 11,359 5,441 326.42 1,372 551 327.46 11,624 5,671 326.44 1,384 578 327.48 11,888 5,906 326.46 1,396 606 327.50 12,153 6,146 326.48 1,409 634 326.50 1,421 662 326.52 1,442 691 326.54 1,463 720 326.56 1,483 749 326.58 1,504 779 326.60 1,525 810 326.62 1,546 840 326.64 1,567 871 326.66 1,587 903 326.68 1,608 935 326.70 1,629 967 326.72 1,650 1,000 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 6P: Pond 2 for 5-Year event 0.077 af Page 59 1/13/2009 Outflow = Primary = 0.221 ac, Inflow Depth> 4.16" 0.92 cfs @ 12.14 hrs, Volume= 0.81 cfs@ 12.21 hrs, Volume= 0.81 cfs@ 12.21 hrs, Volume= 0.066 af, Atten= 12%, Lag= 3.7 min 0.066 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 327.87'@ 12.21 hrs Surf.Area= 2,034 sf Storage= 598 cf Plug-Flow detention time= 89.5 min calculated for 0.066 af (86% of inflow) Center-of-Mass det. time= 30.3 min ( 841.1 -810.8) Volume Invert Avail.Storage Storage Description #1 327.29' 895 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 327.29 327.50 327.75 328.00 Device Routing #1 Primary 0 733 1,697 2,419 0 77 304 515 Invert Outlet Devices 0 77 381 895 327.29' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0. 72 Width (feet) 0.50 2.00 Primary Outflow Max=0.81cfs@12.21 hrs HW=327.87' TW=327.79' (Fixed TW Elev= 327.79') -t_1=Custom Weir/Orifice (Weir Controls 0.81 cfs@ 1.27 fps) Drainage Design Type Ill 24-hr 5-Year Rainfa/1=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Pond 6P: Pond 2 Hydrograph 0.92 cfs Inflow Area=0.221 a o.s1 cfs Peak Elev=327 .87' Storage=598 cf ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 Time (hours) Pond 6P: Pond 2 Stage-Discharge 20 21 22 23 24 321 .... --,.. __ c~ustom~.!.!...!.!~'OiiliCe~·~------...---...,..----.------...... ---J 0 1 Discharge (cfs) Page60 1/13/2009 I-Primary ~ Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Pond 6P: Pond 2 Stage-Area-Storage Page 61 1/13/2009 200 600 Surface/Horizontal/Wetted Area (sq-ft) 800 1,000 1 .~00 .1.400 .. 1.~ .1.~ 2,000 2,200 2,400 1-Surface I _._._.._._._.._._._ ........ _._..._._._.._._._..._._._.......,_._.._.._._.......,~.._.._._.._.._._ ........ ....._ ......... ....._ ........ ....._ ......... ....._~ -Storage 400 };,27.7S.:, GI ~27.7 j27.6 • ~327.6 ~21.ss ; 327."1"'"""" ...... ~~~~~!!.:.o---....... ..,---.-....... 1"""""---""T" • ....-...... --.,.... ....... ....-....,._...__..,......,....,...,...J 0 100 200 300 400 500 600 700 800 Storage (cubic-feet) • Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 Inflow (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.03 0.04 0.05 0.09 0.45 0.32 0.11 0.08 0.07 0.06 0.05 0.04 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 Storage (cubic-feet) 0 0 0 0 0 0 0 0 0 0 0 0 0 1 4 10 19 34 56 88 130 188 268 386 489 492 456 455 454 453 453 453 453 452 452 452 452 452 452 452 452 452 452 452 452 452 451 451 451 Hydrograph for Pond 6P: Pond 2 Elevation (feet) 327.29 327.29 327.29 327.29 327.29 327.29 327.29 327.29 327.29 327.29 327.29 327.29 327.29 327.31 327.34 327.36 327.40 327.43 327.47 327.51 327.56 327.62 327.68 327.75 327.81 327.81 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 Primary (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.38 0.39 0.11 0.08 0.07 0.06 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 Page 62 1/13/2009 I Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Elevation (feet) 327.29 327.30 327.31 327.32 327.33 327.34 327.35 327.36 327.37 327.38 327.39 327.40 327.41 327.42 327.43 327.44 327.45 327.46 327.47 327.48 327.49 327.50 327.51 327.52 327.53 327.54 327.55 327.56 327.57 327.58 327.59 327.60 327.61 327.62 327.63 327.64 327.65 327.66 327.67 327.68 327.69 327.70 327.71 327.72 327.73 327.74 327.75 327.76 327.77 327.78 327.79 327.80 Primary (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.26 Stage-Discharge for Pond 6P: Pond 2 Elevation (feet) 327.81 327.82 327.83 327.84 327.85 327.86 327.87 327.88 327.89 327.90 327.91 327.92 327.93 327.94 327.95 327.96 327.97 327.98 327.99 328.00 328.01 Primary (cfs) 0.37 0.46 0.54 0.62 0.69 0.76 0.83 0.90 0.96 1.03 1.09 1.16 1.22 1.29 1.35 1.42 1.49 1.55 1.62 1.69 1.76 Page 63 1/13/2009 Drainage Design Type 11124-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. Page64 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Stage-Area-Storage for Pond 6P: Pond 2 Elevation Surface Storage Elevation Surface Storage {feet) {sg-ft) {cubic-feet) {feet) {sg-ft) {cubic-feet) 327.29 0 0 327.81 1,870 488 327.30 35 0 327.82 1,899 507 327.31 70 1 327.83 1,928 526 327.32 105 2 327.84 1,957 545 327.33 140 3 327.85 1,986 565 327.34 175 4 327.86 2,015 585 327.35 209 6 327.87 2,044 605 327.36 244 9 327.88 2,072 626 327.37 279 11 327.89 2,101 647 327.38 314 14 327.90 2,130 668 327.39 349 17 327.91 2,159 689 327.40 384 21 327.92 2,188 711 327.41 419 25 327.93 2,217 733 327.42 454 29 327.94 2,246 755 327.43 489 34 327.95 2,275 778 327.44 524 39 327.96 2,303 801 327.45 558 45 327.97 2,332 824 327.46 593 50 327.98 2,361 847 327.47 628 57 327.99 2,390 871 327.48 663 63 328.00 2,419 895 327.49 698 70 328.01 2,419 895 327.50 733 77 327.51 772 84 327.52 810 92 327.53 849 101 327.54 887 109 327.55 926 118 327.56 964 128 327.57 1,003 138 327.58 1,041 148 327.59 1,080 159 327.60 1, 119 170 327.61 1,157 181 327.62 1, 196 193 327.63 1,234 205 327.64 1,273 217 327.65 1,311 230 327.66 1,350 244 327.67 1,389 257 327.68 1,427 271 327.69 1,466 286 327.70 1,504 301 327.71 1,543 316 327.72 1,581 332 327.73 1,620 348 327.74 1,658 364 327.75 1,697 381 l 327.76 1,726 398 327.77 1,755 415 327.78 1,784 433 327.79 1,813 451 1 327.80 1,841 469 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 68 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Hydrograph for Pond 8P: Pond 3 Time Inflow Storage Elevation Primary (hours} (cfs} (cubic-feet} (feet} (cfs} 0.00 0.00 0 327.20 0.00 0.50 0.00 0 327.20 0.00 1.00 0.00 0 327.20 0.00 1.50 0.00 0 327.20 0.00 2.00 0.00 0 327.20 0.00 2.50 0.00 0 327.20 0.00 3.00 0.00 0 327.22 0.00 3.50 0.01 1 327.23 0.01 4.00 0.01 1 327.23 0.01 4.50 0.02 1 327.24 0.02 5.00 0.02 1 327.24 0.02 5.50 0.03 2 327.25 0.02 6.00 0.03 2 327.25 0.03 6.50 0.04 3 327.26 0.04 7.00 0.05 4 327.27 0.05 7.50 0.06 5 327.28 0.06 8.00 0.07 6 327.28 0.07 8.50 0.08 7 327.30 0.08 9.00 0.11 10 327.31 0.10 9.50 0.13 13 327.33 0.13 10.00 0.1 5 17 327.34 0.15 10.50 0.19 22 327.36 0.19 11 .00 0.24 30 327.39 0.24 11 .50 0.38 52 327.44 0.36 12.00 1.73 435 327.78 1.01 12.50 1.00 1,135 327.98 1.58 13.00 0.34 125 327.56 0.66 13.50 0.25 34 327.40 0.26 14.00 0.21 26 327.37 0.21 14.50 0.18 21 327.36 0.18 15.00 0.15 17 327.34 0.16 15.50 0.13 14 327.33 0.13 16.00 0.11 11 327.32 0.11 16.50 0.10 9 327.31 0.10 17.00 0.09 8 327.30 0.09 17.50 0.08 7 327.29 0.08 18.00 0.07 6 327.29 0.07 18.50 0.06 5 327.28 0.06 19.00 0.06 5 327.28 0.06 19.50 0.06 5 327.28 0.06 20.00 0.05 4 327.27 0.05 20.50 0.05 4 327.27 0.05 21.00 0.05 4 327.27 0.05 21 .50 0.05 4 327.27 0.05 22.00 0.04 3 327.27 0.04 22.50 0.04 3 327.26 0.04 23.00 0.04 3 327.26 0.04 23.50 0.04 3 327.26 0.04 24.00 0.03 3 327.26 0.03 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Elevation (feet) 327.20 327.21 327.22 327.23 327.24 327.25 327.26 327.27 327.28 327.29 327.30 327.31 327.32 327.33 327.34 327.35 327.36 327.37 327.38 327.39 327.40 327.41 327.42 327.43 327.44 327.45 327.46 327.47 327.48 327.49 327.50 327.51 327.52 327.53 327.54 327.55 327.56 327.57 327.58 327.59 327.60 327.61 327.62 327.63 327.64 327.65 327.66 327.67 327.68 327.69 327.70 327.71 Primary (cfs) 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.09 0.10 0.12 0.13 0.15 0.17 0.19 0.21 0.22 0.25 0.27 0.29 0.31 0.33 0.35 0.38 0.40 0.43 0.45 0.48 0.50 0.53 0.55 0.58 0.61 0.63 0.66 0.68 0.70 0.72 0.73 0.75 0.77 0.79 0.80 0.82 0.84 0.85 0.87 0.88 0.90 0.91 Stage-Discharge for Pond SP: Pond 3 Elevation (feet) 327.72 327.73 327.74 327.75 327.76 327.77 327.78 327.79 327.80 327.81 327.82 327.83 327.84 327.85 327.86 327.87 327.88 327.89 327.90 327.91 327.92 327.93 327.94 327.95 327.96 327.97 327.98 327.99 328.00 328.01 328.02 328.03 328.04 328.05 328.06 328.07 328.08 328.09 328.10 328.11 328.12 328.13 328.14 328.15 328.16 328.17 328.18 328.19 328.20 328.21 328.22 328.23 Primary (cfs) 0.92 0.94 0.95 0.96 0.98 0.99 1.00 1.02 1.03 1.04 1.05 1.07 1.08 1.09 1.10 1.11 1.12 1.14 1.15 1.17 1.21 1.26 1.31 1.36 1.43 1.49 1.56 1.64 1.72 1.80 1.88 1.97 2.06 2.15 2.25 2.35 2.45 2.55 2.66 2.77 2.89 3.01 3.13 3.25 3.38 3.51 3.64 3.78 3.92 4.06 4.20 4.35 Elevation (feet) 328.24 328.25 Primary (cfs) 4.49 4.65 Page 69 1/13/2009 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SP: Pond 3 Elevation (feet) 327.20 327.22 327.24 327.26 327.28 327.30 327.32 327.34 327.36 327.38 327.40 327.42 327.44 327.46 327.48 327.50 327.52 327.54 327.56 327.58 327.60 327.62 327.64 327.66 327.68 327.70 327.72 327.74 327.76 327.78 327.80 327.82 327.84 327.86 327.88 327.90 327.92 327.94 327.96 327.98 328.00 328.02 328.04 328.06 328.08 328.10 328.12 328.14 328.16 328.18 328.20 328.22 Surface (sq-ft) 0 30 59 94 133 172 211 250 290 329 368 407 446 486 525 564 661 758 855 952 1,049 1,146 1,243 1,340 1,437 1,534 1,631 1,728 1,906 2,167 2,428 2,689 2,950 3,211 3,472 3,733 3,994 4,255 4,516 4,777 5,038 5,399 5,759 6,120 6,480 6,841 7,201 7,562 7,922 8,283 8,644 9,004 Storage (cubic-feet) 0 0 1 3 5 8 12 16 22 28 35 43 51 61 71 82 94 108 124 142 162 184 208 234 262 291 323 357 393 433 479 530 587 648 715 787 865 947 1,035 1,128 1,226 1,330 1,442 1,561 1,687 1,820 1,960 2,108 2,263 2,425 2,594 2,770 Elevation (feet) 328.24 Surface (sq-ft) 9,365 Storage (cubic-feet) 2,954 Page 70 1/13/2009 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 11 L: Point of Study at Luther Inflow Area = 3.272 ac, Inflow Depth> 4.78" for 5-Year event Inflow = 9.59 cfs @ 12.32 hrs, Volume= 1.302 af Primary = 9.59 cfs@ 12.32 hrs, Volume= 1.302 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 7 2 Link 11 L: Point of Study at Luther Hydrograph 9.59 cfs Inflow Area=3.272 ac 0 , . .. . v • i •• • g• •• • • •• 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) Page 71 1/13/2009 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Link 11 L: Point of Study at Luther Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.08 0.10 0.13 0.17 0.21 0.27 0.35 0.45 0.55 0.70 0.89 1.31 4.21 8.00 3.03 1.72 1.22 0.93 0.80 0.69 0.57 0.49 0.44 0.39 0.34 0.31 0.29 0.28 0.26 0.25 0.24 0.23 0.22 0.21 0.20 0.18 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.08 0.10 0.13 0.17 0.21 0.27 0.35 0.45 0.55 0.70 0.89 1.31 4.21 8.00 3.03 1.72 1.22 0.93 0.80 0.69 0.57 0.49 0.44 0.39 0.34 0.31 0.29 0.28 0.26 0.25 0.24 0.23 0.22 0.21 0.20 0.18 0.17 Page 72 1/13/2009 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Inflow Area= 1.528 ac, Inflow Depth> 5.25" for 5-Year event Inflow = 4.55 cfs @ 12.25 hrs, Volume= 0.669 af Page 73 1/13/2009 Primary = 4.55 cfs@ 12.25 hrs, Volume= 0.669 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Hydrograph 5- 4.55cfs Inflow Area=1.528 ac 2 0 . •• • •• 1 •• • ., •• 0 1 2 3 4 5 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Flnb1 ~ Drainage Design Type 11124-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. Hy(jroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.02 0.07 0.09 0.11 0.13 0.15 0.19 0.24 0.29 0.35 0.43 0.54 0.79 2.24 3.46 1.59 0.97 0.63 0.44 0.37 0.32 0.26 0.23 0.21 0.18 0.16 0.15 0.14 0.13 0.12 0.12 0.11 0.11 0.10 0.10 0.09 0.09 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.02 0.07 0.09 0.11 0.13 0.15 0.19 0.24 0.29 0.35 0.43 0.54 0.79 2.24 3.46 1.59 0.97 0.63 0.44 0.37 0.32 0.26 0.23 0.21 0.18 0.16 0.15 0.14 0.13 0.12 0.12 0.11 0.11 0.10 0.10 0.09 0.09 0.08 Page 74 1/13/2009 Drainage Design Type 11124-hr 5-Year Rainfa/1=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Link 15L: Channel Flow (Pond 3 and Basin 4) Inflow Area = 0.893 ac, Inflow Depth> 5.09" for 5-Year event Inflow = 3.04 cfs@ 12.21 hrs, Volume= 0.379 af Primary = 3.04 cfs@ 12.21 hrs, Volume= 0.379 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ~ .!::!. :t 0 ii: Link 15L: Channel Flow (Pond 3 and Basin 4) Hydrograph 3.04 cfs 3 Inflow Area=0.893 ac 2 1- 0 . . . . . .• 0 1 2 3 4 5 6 . ' 7 8 . . 9 10 11 12 13 14 15 nme (hours) . . . 16 17 18 19 20 21 22 23 24 Page 75 1/13/2009 Drainage Design Type Ill 24-hr 5-Year Rainfal/=6.20" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Link 15L: Channel Flow (Pond 3 and Basin 4) Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.05 0.06 0.08 0.10 0.12 0.15 0.19 0.24 0.30 0.46 1.53 1.96 0.79 0.35 0.29 0.24 0.21 0.18 0.15 0.13 0.12 0.11 0.09 0.08 0.08 0.08 0.07 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.05 0.06 0.08 0.10 0.12 0.15 0.19 0.24 0.30 0.46 1.53 1.96 0.79 0.35 0.29 0.24 0.21 0.18 0.15 0.13 0.12 0.11 0.09 0.08 0.08 0.08 0.07 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 Page 76 1/13/2009 Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying , Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Page 77 1/13/2009 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1 S: Existing Runoff Area=80, 158 sf Runoff Depth>4.49" Flow Length=369' Slope=0.0120 'f Tc=15.2 min CN=75 Runoff=7.32 cfs 0.689 af Subcatchment 3S: Basin 1 Runoff Area=0.635 ac Runoff Depth>6. 79" Flow Length=236' Slope=0.0100 'f Tc=10.0 min CN=95 Runoff=3.99 cfs 0.360 af Subcatchment 45: Basin 4 Runoff Area=0.254 ac Runoff Depth>5.51" Flow Length=340' Slope=0.0110 'f Tc=11 .2 min CN=84 Runoff=1 .35 cfs 0.117 af Subcatchment SS: Basin 2 Runoff Area=0.221 ac Runoff Depth>5.28" Flow Length=216' Slope=0.0067 'f Tc=10.7 min CN=82 Runoff=1 .15 cfs 0.097 af Subcatchment 9S: Basin 3 Runoff Area=0.639 ac Runoff Depth>6.56" Flow Length=291' Slope=0.0530 'f Tc=10.0 min CN=93 Runoff=3.95 cfs 0.349 af Subcatchment 10S: Basin 5 (Luther St.) Runoff Area=1 .523 ac Runoff Depth>5.61" Flow Length=1 , 106' Slope=0.0110 'f Tc=27.8 min CN=85 Runoff=5.75 cfs 0.712 af Pond 2P: Pond 1 Pond 6P: Pond 2 Pond SP: Pond 3 Link 11 L: Point of Study at Luther Peak Elev=327.22' Storage=3,234 cf lnflow=3.99 cfs 0.360 af Outflow=2.16 cfs 0.353 af Peak Elev=327.90' Storage=659 cf lnflow=1.15 cfs 0.097 af Outflow=1 .00 cfs 0.087 af Peak Elev=328.1 O' Storage=1 ,836 cf lnflow=3.95 cfs 0.349 af Outflow=2.69 cfs 0.349 af lnflow=12.04 cfs 1.618 af Primary=12.04 cfs 1.618 at Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) lnflow=5.83 cfs 0.819 af Primary=5.83 cfs 0.819 af Link 15L: Channel Flow (Pond 3 and Basin 4) lnflow=3.83 cfs 0.466 af Primary=3.83 cfs 0.466 af Total Runoff Area= 5.112 ac Runoff Volume= 2.323 af Average Runoff Depth= 5.45" 68.10% Pervious Area= 3.481 ac 31.90% Impervious Area= 1.631 ac Drainage Design Type Ill 24-hr 10-Year Rainfa/1=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 15: Existing Runoff = 7.32 cfs@ 12.21 hrs, Volume= 0.689 af, Depth> 4.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 10-Year Rainfall=7.40" Area (sf) CN Description 80, 158 75 Natural Grasslands 80, 158 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 369 0.0120 0.41 Lag/CN Method, .! Subcatchment 1 S: Existing Hydrograph 8- 1 Type Ill 24-hr 10-Year Rainfall=7 .40" 6 Runoff Area=80,158 sf s-Runoff Volume=0.689 af 7.32 cfs ; 4 Runoff Depth>4.49" 0 u: Flow Length=369' 3 Slope=0.0120 '/' 2 Tc=15.2 min CN=75 o.:L. ................. ._.......,._,...._.,__._.... .......... ...;;;;:;:;:::::::.,. ........ .........,......,. ......... ,.....:::;::;:;,:;;:;:;:;:;:;;;:;:;:;;;:;:;::::;::;;:;;:;;:;:;:;:J 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) Page 78 1/13/2009 1-Runoff~ Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 1 S: Existing Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.04 0.07 0.11 0.15 0.19 0.23 0.27 0.32 0.37 0.42 0.47 0.53 0.60 0.67 0.75 0.84 0.95 1.08 1.23 1.40 1.60 1.85 2.21 3.70 5.19 5.55 5.80 6.00 6.17 6.32 6.45 6.56 6.65 6.73 6.80 6.87 6.93 6.98 7.03 7.08 7.13 7.17 7.22 7.26 7.30 7.33 7.37 7.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.05 0.08 0.13 0.20 0.31 0.49 1.45 2.61 2.90 3.11 3.28 3.43 3.56 3.67 3.76 3.84 3.91 3.98 4.03 4.08 4.13 4.18 4.22 4.26 4.30 4.34 4.38 4.41 4.44 4.47 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.09 0.13 0.19 0.27 0.39 0.66 3.13 3.70 1.10 0.77 0.64 0.54 0.47 0.41 0.34 0.30 0.27 0.24 0.21 0.19 0.18 0.17 0.16 0.15 0.15 0.14 0.13 0.13 0.12 0.11 0.11 Page 79 1/13/2009 Drainage Design Type Ill 24-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 35: Basin 1 Runoff = 3.99 cfs@ 12.13 hrs, Volume= 0.360 at, Depth> 6.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 10-Year Rainfall=7.40" Area (ac) CN Description 0.089 75 Landscaped Area 0.546 98 Impervious Area 0.635 95 Weighted Average 0.089 Pervious Area 0.546 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 236 0.0100 0.70 Lag/CN Method, 5.6 236 Total, Increased to minimum Tc= 10.0 min 4- 1- 5ubcatchment 35: Basin 1 Hydrograph Type Ill 24-hr 10-Year Rainfall=7 .40" Runoff Area=0.635 ac Runoff Volume=0.360 af Runoff Depth>&. 79" Flow Length=236' Slope=0.0100 '/' Tc=10.0 min CN=95 v vv • v 3.99 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) Page 80 1/13/2009 I-Runottj Drainage Design Type Ill 24-hr 10-Year Rainfa//=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.04 0.07 0.11 0.15 0.19 0.23 0.27 0.32 0.37 0.42 0.47 0.53 0.60 0.67 0.75 0.84 0.95 1.08 1.23 1.40 1.60 1.85 2.21 3.70 5.19 5.55 5.80 6.00 6.17 6.32 6.45 6.56 6.65 6.73 6.80 6.87 6.93 6.98 7.03 7.08 7.13 7.17 7.22 7.26 7.30 7.33 7.37 7.40 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.04 0.06 0.09 0.12 0.15 0.19 0.24 0.29 0.36 0.43 0.52 0.63 0.76 0.92 1.11 1.34 1.68 3.14 4.61 4.96 5.21 5.41 5.58 5.73 5.86 5.96 6.06 6.14 6.21 6.27 6.33 6.39 6.44 6.49 6.53 6.58 6.62 6.66 6.70 6.74 6.77 6.80 Hydrograph for Subcatchment 35: Basin 1 Runoff (cfs) 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.05 0.05 0.06 0.07 0.09 0.10 0.12 0.15 0.18 0.20 0.25 0.31 0.47 2.13 1.21 0.41 0.30 0.25 0.21 0.18 0.16 0.13 0.11 0.10 0.09 0.08 0.07 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 Page 81 1/13/2009 Drainage Design Type 11124-hr 10-Year Rainfa//=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 45: Basin 4 Runoff = 1.35 cfs@ 12.15 hrs, Volume= 0.117 af, Depth> 5.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 10-Year Rainfall=7.40" Area (ac) CN Description 0.157 75 Landscaped Area 0.097 98 Impervious Area 0.254 84 Weighted Average 0.157 Pervious Area 0.097 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11 .2 340 0.0110 0.51 Lag/CN Method, 5ubcatchment 45: Basin 4 Hydrograph Type Ill 24-hr 10-Year Rainfall=7 .40" 1-Runoff Area=0.254 ac Runoff Volume=0.117 af Runoff Depth>5.51" Flow Length=340' Slope=0.0110 ·r Tc=11.2 min CN=84 1.35 cfs o-L. ....... ~ .. ~ .. ~ .. ~.--~ ......... .....,...-.-;;;::;:;:;:;:;::;:;:;:;:;:;:;:::.....,......,.., __ ~ ........... ,.,..,..,.,....:::::;;;;;;;:;:;:;:;:;:;:;:;:;;:;;:;:;:;:;;;:;::;:;:;:;;::;~ .. 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) Page 82 1/13/2009 Drainage Design Type Ill 24-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.04 0.07 0.11 0.15 0.19 0.23 0.27 0.32 0.37 0.42 0.47 0.53 0.60 0.67 0.75 0.84 0.95 1.08 1.23 1.40 1.60 1.85 2.21 3.70 5.19 5.55 5.80 6.00 6.17 6.32 6.45 6.56 6.65 6.73 6.80 6.87 6.93 6.98 7.03 7.08 7.13 7.17 7.22 7.26 7.30 7.33 7.37 7.40 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.04 0.06 0.09 0.13 0.19 0.26 0.35 0.48 0.64 0.89 2.11 3.45 3.78 4.01 4.20 4.36 4.50 4.62 4.72 4.81 4.88 4.95 5.01 5.07 5.12 5.17 5.22 5.26 5.31 5.35 5.38 5.42 5.46 5.49 5.52 Hydrograph for Subcatchment 4S: Basin 4 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.07 0.09 0.14 0.67 0.48 0.16 0.12 0.09 0.08 0.07 0.06 0.05 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 Page 83 1/13/2009 Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment SS: Basin 2 Runoff = 1.15cfs@ 12.14hrs, Volume= 0.097 at, Depth> 5.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 10-Year Rainfall=7.40'' Area (ac) CN Descri ption 0.151 75 Landscaped Area 0.070 98 Impervious Area 0.221 82 Weighted Average 0.151 Pervious Area 0.070 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 216 0.0067 0.34 Lag/CN Method, 0 . Subcatchment SS: Basin 2 Hydrograph Type Ill 24-hr 10-Year Ra infall=7 .40" Ru noff Area=0.221 ac Run off Volume=0.097 af Ru noff Depth>5.28" Flow Length=216' Slope=0.0067 '/' Tc=10.7 min CN=82 1.15cfs .. I • v •t•••• • 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 84 1/13/2009 I-Runoff~ Drainage Design Type 11124-hr 10-Year Rainfa//=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.04 0.07 0.11 0.15 0.19 0.23 0.27 0.32 0.37 0.42 0.47 0.53 0.60 0.67 0.75 0.84 0.95 1.08 1.23 1.40 1.60 1.85 2.21 3.70 5.19 5.55 5.80 6.00 6.1 7 6.32 6.45 6.56 6.65 6.73 6.80 6.87 6.93 6.98 7.03 7.08 7.13 7.17 7.22 7.26 7.30 7.33 7.37 7.40 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.04 0.06 0.10 0.14 0.21 0.29 0.40 0.55 0.79 1.95 3.25 3.58 3.80 3.99 4.15 4.28 4.40 4.50 4.59 4.66 4.73 4.79 4.85 4.90 4.95 4.99 5.04 5.08 5.12 5.16 5.1 9 5.23 5.26 5.29 Hydrograph for Subcatchment 55: Basin 2 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.07 0.11 0.57 0.39 0.13 0.10 0.08 0.07 0.06 0.05 0.04 0.04 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 Page 85 1/13/2009 Drainage Design Type Ill 24-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 95: Basin 3 Runoff = 3.95 cfs@ 12.13 hrs, Volume= 0.349 af, Depth> 6.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 10-Year Rainfall=7.40" Area (ac) CN Description 0.144 75 Landscape Area 0.495 98 Impervious Area 0.639 93 Weighted Average 0.144 Pervious Area 0.495 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 291 0.0530 1.53 Lag/CN Method, 3.2 291 Total , Increased to minimum Tc= 10.0 min 5ubcatchment 95: Basin 3 Hydrograph 4 Type Ill 24-hr 10-Year Rainfall=7 .40" 3-Runoff Area=0.639 ac Runoff Volume=0.349 af Runoff Depth>6.56" 3.95 cfs ~ u: 2 Flow Length=291' Slope=0.0530 '/' Tc=10.0 min CN=93 I ' I' 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (hours) Page 86 1/13/2009 1-Runoff~ Drainage Design Type 11124-hr 10-Year Rainfa/1=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.04 0.07 0.11 0.15 0.19 0.23 0.27 0.32 0.37 0.42 0.47 0.53 0.60 0.67 0.75 0.84 0.95 1.08 1.23 1.40 1.60 1.85 2.21 3.70 5.19 5.55 5.80 6.00 6.17 6.32 6.45 6.56 6.65 6.73 6.80 6.87 6.93 6.98 7.03 7.08 7.13 7.17 7.22 7.26 7.30 7.33 7.37 7.40 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.05 0.07 0.10 0.13 0.17 0.21 0.27 0.33 0.41 0.51 0.63 0.78 0.96 1.18 1.50 2.93 4.39 4.74 4.98 5.18 5.35 5.50 5.63 5.73 5.82 5.90 5.98 6.04 6.10 6.15 6.20 6.25 6.30 6.34 6.39 6.43 6.46 6.50 6.54 6.57 Hydrograph for Subcatchment 95: Basin 3 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.04 0.04 0.05 0.06 0.07 0.09 0.11 0.13 0.16 0.19 0.24 0.30 0.46 2.10 1.21 0.41 0.30 0.25 0.21 0.18 0.16 0.13 0.11 0.10 0.09 0.08 0.07 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 Page 87 1/13/2009 Drainage Design Type Ill 24-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 10S: Basin 5 (Luther St.) Runoff = 5.75 cfs@ 12.38 hrs, Volume= 0.712 af, Depth> 5.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 10-Year Rainfall=7.40" Area (ac) CN Description 98 Impervious Cover 0.423 1.100 80 Mix Lanscape and Impervious Cover 1.523 1.100 0.423 85 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 1,106 0.0110 0.66 Lag/CN Method, Subcatchment 10S: Basin 5 (Luther St.) Hydrograph 6-5.75 cfs Type Ill 24-hr 10-Year 5 -Rainfall=7 .40" 4 2 Runoff Area=1.523 ac Runoff Volume=O. 712 af Runoff Depth>5.61" Flow Length=1, 106' Slope=0.0110 '/' Tc=27.8 min CN=85 o-:L....,...........,"""""'.,.,...,.........,.,....""""'~~.;:;:;:;;::::=_..,.....,..,.,.......,.,., ~~~r.:=:;::;:;;:;;;;:;;;:;: .. ;;;:;:;,~.~.~.;:;:;:;::;;;:;;I 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) Page 88 1/13/2009 I-Runottj Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21.50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.04 0.07 0.11 0.15 0.19 0.23 0.27 0.32 0.37 0.42 0.47 0.53 0.60 0.67 0.75 0.84 0.95 1.08 1.23 1.40 1.60 1.85 2.21 3.70 5.19 5.55 5.80 6.00 6.17 6.32 6.45 6.56 6.65 6.73 6.80 6.87 6.93 6.98 7.03 7.08 7.13 7.17 7.22 7.26 7.30 7.33 7.37 7.40 Hydrograph for Subcatchment 105: Basin 5 (Luther St) Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.05 0.07 0.11 0.15 0.21 0.29 0.39 0.52 0.69 0.95 2.19 3.55 3.88 4.11 4.30 4.47 4.61 4.73 4.83 4.92 5.00 5.06 5.13 5.18 5.23 5.28 5.33 5.38 5.42 5.46 5.50 5.54 5.57 5.60 5.64 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.05 0.07 0.09 0.12 0.17 0.22 0.28 0.36 0.47 0.68 2.02 5.14 1.63 0.83 0.64 0.52 0.46 0.40 0.33 0.28 0.25 0.22 0.20 0.17 0.16 0.16 0.15 0.14 0.13 0.13 0.12 0.12 0.11 0.10 0.10 Page89 1/13/2009 Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 2P: Pond 1 for 10-Year event 0.360 af Page 90 1/13/2009 Outflow = Primary = 0.635 ac, Inflow Depth> 6.79" 3.99 cfs@ 12.13 hrs, Volume= 2.16cfs@ 12.31 hrs, Volume= 2.16 cfs@ 12.31 hrs, Volume= 0.353 af, Atten= 46%, Lag= 10.8 min 0.353 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 327.22'@ 12.31 hrs Surf.Area= 8,277 sf Storage= 3,234 cf Plug-Flow detention time= 34.9 min calculated for 0.353 af (98% of inflow) Center-of-Mass det. time= 24.0 min ( 785.5 -761 .5) Volume Invert Avail.Storage Storage Description #1 325.70' 6, 146 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 325.70 325.75 326.00 326.25 326.50 326.75 327.00 327.25 327.50 Device Routing #1 Primary #2 Primary 0 33 652 1,267 1,421 1,681 4,623 8,845 12, 153 0 1 86 240 336 388 788 1,684 2,625 0 1 86 326 662 1,050 1,838 3,522 6,146 Invert Outlet Devices 325.70' 0.58' W x 0.33' H Vert. Orifice/Grate C= 0.600 327.00' 5.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary Outflow Max=2.16 cfs@ 12.31 hrs HW=327.22' TW=326.20' (Fixed TW Elev= 326.20') t1=0rifice/Grate (Orifice Controls 0.93 cfs @4.85 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 1.23 cfs @ 1.14 fps) Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC c .g • > • iii 4 3 1- Pond 2P: Pond 1 Hydrograph Inflow Area=0.635 ac Peak Elev=327.22' Storage=3,234 cf 3.99 cts 2.16 cts 01-L_.......-~~ ........ ~ .. ~-~-~ .. :;:;::;:;:.,;:;:;:.~ .. :. .. ::::.~.~-~-~~ .. ~ ................... ..::::;:;:;;:;:;;:;:~. ;::;;;:;::;::;::;;:;:::;:;:;;:;;:;:;~.~.:;:;:;:;;.~. 327 326 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Orifice/Grate 0 2 Time (hours) Pond 2P: Pond 1 Stage-Discharge 3 Discharge (cfs) 4 5 Page 91 1/13/2009 ~ ~ I-Primary~ Drainage Design Type Ill 24-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineeri ng/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Page 92 1/13/2009 c ~ • > • iii Pond 2P: Pond 1 Stage-Area-Storage 0 2.000 Surface/Horizontal/Wetted Area (sq-ft) 1 .~ 3,~ 4.~ . 5.~ 6.~ 7,000 . s.~ 9,~ ~o.~ 11,000 12.000 1-Surface I r-_._......__.__..._._..._... ............... __ ................................................. _...._.._.......,_.._..._.,_..__..._.._ ......... _._..._.,"'::'.::::::::;~ -Storage 327~ 326 I •' I • 0 500 1,000 1,500 2.000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 Storage (cubic-feet) Drainage Design Type Ill 24-hr 10-Year Rainfa//=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HygLQC::A[)® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Pond 1 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.05 0.05 0.06 0.07 0.09 0.10 0.12 0.15 0.18 0.20 0.25 0.31 0.47 2.13 1.21 0.41 0.30 0.25 0.21 · 0.18 0.16 0.13 0.11 0.10 0.09 0.08 0.07 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 0 0 0 0 4 19 43 79 125 182 249 270 270 271 274 277 281 286 294 306 320 344 384 482 1,399 2,963 1,853 1,081 560 363 321 305 292 286 283 280 277 275 274 273 272 271 271 270 270 270 270 269 269 325.70 325.70 325.70 325.70 325.79 325.86 325.92 325.99 326.05 326.12 326.18 326.20 326.20 326.20 326.21 326.21 326.21 326.22 326.22 326.23 326.24 326.26 326.30 326.37 326.89 327.18 327.00 326.77 326.43 326.28 326.25 326.23 326.22 326.22 326.21 326.21 326.21 326.21 326.21 326.21 326.21 326.20 326.20 326.20 326.20 326.20 326.20 326.20 326.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05 0.05 0.06 0.07 0.08 0.10 0.12 0.14 0.17 0.20 0.23 0.28 0.38 0.77 1.87 0.83 0.69 0.44 0.26 0.20 0.17 0.14 0.12 0.10 0.09 0.08 0.07 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 Page 93 1/13/2009 Drainage Design Type Ill 24-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 94 HydroCAD® 8.00 _s/n_Q04323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Stage-Discharge for Pond 2P: Pond 1 Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet} (cfs} (feet} (cfs} (feet} (cfs} (feet} (cfs} 325.70 0.00 326.22 0.13 326.74 0.68 327.26 2.59 325.71 0.00 326.23 0.16 326.75 0.68 327.27 2.70 325.72 0.00 326.24 0.18 326.76 0.69 327.28 2.81 325.73 0.00 326.25 0.21 326.77 0.70 327.29 2.92 325.74 0.00 326.26 0.23 326.78 0.70 327.30 3.03 325.75 0.00 326.27 0.24 326.79 0.71 327.31 3.14 325.76 0.00 326.28 0.26 326.80 0.71 327.32 3.26 325.77 0.00 326.29 0.28 326.81 0.72 327.33 3.38 325.78 0.00 326.30 0.29 326.82 0.73 327.34 3.50 325.79 0.00 326.31 0.31 326.83 0.73 327.35 3.62 325.80 0.00 326.32 0.32 326.84 0.74 327.36 3.75 325.81 0.00 326.33 0.33 326.85 0.74 327.37 3.88 325.82 0.00 326.34 0.34 326.86 0.75 327.38 4.01 325.83 0.00 326.35 0.36 326.87 0.75 327.39 4.14 325.84 0.00 326.36 0.37 326.88 0.76 327.40 4.27 325.85 0.00 326.37 0.38 326.89 0.77 327.41 4.41 325.86 0.00 326.38 0.39 326.90 0.77 327.42 4.54 325.87 0.00 326.39 0.40 326.91 0.78 327.43 4.68 325.88 0.00 326.40 0.41 326.92 0.78 327.44 4.82 325.89 0.00 326.41 0.42 326.93 0.79 327.45 4.96 325.90 0.00 326.42 0.43 326.94 0.79 327.46 5.11 325.91 0.00 326.43 0.44 326.95 0.80 327.47 5.25 325.92 0.00 326.44 0.45 326.96 0.80 327.48 5.40 325.93 0.00 326.45 0.46 326.97 0.81 327.49 5.55 325.94 0.00 326.46 0.47 326.98 0.81 327.50 5.70 325.95 0.00 326.47 0.48 326.99 0.82 325.96 0.00 326.48 0.49 327.00 0.82 325.97 0.00 326.49 0.50 327.01 0.84 325.98 0.00 326.50 0.50 327.02 0.87 325.99 0.00 326.51 0.51 327.03 0.90 326.00 0.00 326.52 0.52 327.04 0.94 326.01 0.00 326.53 0.53 327.05 0.99 326.02 0.00 326.54 0.54 327.06 1.03 326.03 0.00 326.55 0.55 327.07 1.09 326.04 0.00 326.56 0.55 327.08 1.14 326.05 0.00 326.57 0.56 327.09 1.20 326.06 0.00 326.58 0.57 327.10 1.26 326.07 0.00 326.59 0.58 327.11 1.32 326.08 0.00 326.60 0.58 327.12 1.39 326.09 0.00 326.61 0.59 327.13 1.46 326.10 0.00 326.62 0.60 327.14 1.53 326.11 0.00 326.63 0.60 327.15 1.61 326.12 0.00 326.64 0.61 327.16 1.68 326.13 0.00 326.65 0.62 327.17 1.76 326.14 0.00 326.66 0.63 327.18 1.84 326.15 0.00 326.67 0.63 327.19 1.93 326.16 0.00 326.68 0.64 327.20 2.01 326.17 0.00 326.69 0.65 327.21 2.10 326.18 0.00 326.70 0.65 327.22 2.20 326.19 0.00 326.71 0.66 327.23 2.29 326.20 0.00 326.72 0.66 327.24 2.39 326.21 0.09 326.73 0.67 327.25 2.49 Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 95 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Stage-Area-Storage for Pond 2P: Pond 1 Elevation Surface Storage Elevation Surface Storage {feet} {sg-ft} {cubic-feet} {feet} {sg-ft} {cubic-feet} 325.70 0 0 326.74 1,671 1,033 325.72 13 0 326.76 1,799 1,067 325.74 26 1 326.78 2,034 1,106 325.76 58 1 326.80 2,269 1,149 325.78 107 3 326.82 2,505 1,197 325.80 157 6 326.84 2,740 1,249 325.82 206 9 326.86 2,975 1,306 325.84 256 14 326.88 3,211 1,368 325.86 305 19 326.90 3,446 1,435 325.88 355 26 326.92 3,682 1,506 325.90 404 34 326.94 3,917 1,582 325.92 454 42 326.96 4,152 1,663 325.94 503 52 326.98 4,388 1,748 325.96 553 62 327.00 4,623 1,838 325.98 602 74 327.02 4,961 1,934 326.00 652 86 327.04 5,299 2,037 326.02 701 100 327.06 5,636 2,146 326.04 750 114 327.08 5,974 2,262 326.06 800 130 327.10 6,312 2,385 326.08 849 146 327.12 6,650 2,514 326.10 898 164 327.14 6,987 2,651 326.12 947 182 327.16 7,325 2,794 326.14 996 202 327.18 7,663 2,944 326.16 1,046 222 327.20 8,001 3,100 326.18 1,095 244 327.22 8,338 3,264 326.20 1,144 266 327.24 8,676 3,434 326.22 1,193 289 327.26 8,977 3,611 326.24 1,242 314 327.28 9,242 3,793 326.26 1,273 339 327.30 9,507 3,980 326.28 1,285 365 327.32 9,771 4,173 326.30 1,298 390 327.34 10,036 4,371 326.32 1,310 417 327.36 10,301 4,575 326.34 1,322 443 327.38 10,565 4,783 326.36 1,335 469 327.40 10,830 4,997 326.38 1,347 496 327.42 11,094 5,216 326.40 1,359 523 327.44 11,359 5,441 326.42 1,372 551 327.46 11,624 5,671 326.44 1,384 578 327.48 11,888 5,906 326.46 1,396 606 327.50 12,153 6,146 326.48 1,409 634 326.50 1,421 662 326.52 1,442 691 326.54 1,463 720 326.56 1,483 749 326.58 1,504 779 326.60 1,525 810 326.62 1,546 840 326.64 1,567 871 326.66 1,587 903 326.68 1,608 935 326.70 1,629 967 326.72 1,650 1,000 Drainage Design Type Ill 24-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 6P: Pond 2 for 10-Year event 0.097 af Page 96 1/13/2009 Outflow = Primary = 0.221 ac, Inflow Depth > 5.28" 1.15 cfs@ 12.14 hrs, Volume= 1.00 cfs@ 12.21 hrs, Volume= 1.00 cfs@ 12.21 hrs, Volume= 0.087 af, Atten= 13%, Lag= 4.0 min 0.087 af Routing by Ster-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 327.90'@ 12.21 hrs Surf.Area= 2, 118 sf Storage= 659 cf Plug-Flow detention time= 77.5 min calculated for 0.087 af (89% of inflow) Center-of-Mass det. time= 27.4 min ( 831.6 -804.1 ) Volume Invert Avail.Storage Storage Description #1 327.29' 895 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 327.29 327.50 327.75 328.00 Device Routing #1 Primary 0 733 1,697 2,419 0 77 304 515 Invert Outlet Devices 0 77 381 895 327.29' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0.72 Width (feet) 0.50 2.00 Primary Outflow Max=1 .00 cfs@ 12.21 hrs HW=327.90' TW=327.79' (Fixed TW Elev= 327.79') L1=Custom Weir/Orifice (Weir Controls 1.00 cfs@ 1.46 fps) Drainage Design Type Ill 24-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Pond 6P: Pond 2 Hydrograph 1.15cfs Inflow Area=0.221 a.--r--~ 1.00 cfs 1- Pea k Elev=327 .90' Storage=659 cf 0 . ' . ' ' 0 1 2 3 4 5 6 7 8 327. 327.SS-: 327.S-:.L------- 327.75 • ~27.7 821.s5-.. . " ~27.6.:: w 327_55.: 327_5.: 327.45- 327.4- 327.35-= I •• "'I y 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) Pond 6P: Pond 2 Stage-Discharge 327.3.:1---...:C~Ustom~!!..W!.!:ei~·~!!:/Orifice~·~--...... ---....---~----.---..,....--...,..--_. 0 1 Discharge (cfs) Page 97 1/13/2009 ~ ~ I-Primaiyj Drainage Design Type Ill 24-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Pond 6P: Pond 2 Page 98 1/13/2009 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) ~o_._ ....... _2?0 ......... ~-4•00~ ....... -6?0 ....... ......__soo ................. _1_.~ ...... ......_-1._200 __ ....... 1_.4_00 ........ _._1._600 ............... 1_.soo ....... _.__2_.ooo ............... 2_.2_00 _____ ?._·~oo ~ge 328 ~ 327.95 327.9" 327.85-". 327.8 !27.75 CD ~27.7-:. j27.65-". .. : ~327.6 ~27.55 - 327.5- 327.45 327.4 _ -327.3-·~-~~~~~~ ............ _. ...... ,......_. ...... ,......_..,....,,......_. ...... ,......_. ............. ...,....,....,,......_~ ...... ...,... ........ 0 100 200 300 400 500 600 700 800 Storage (cubic-feet) Drainage Design Type 11124-hr 10-Year Rainfa/1=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD®_8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Pond SP: Pond 2 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.07 0.11 0.57 0.39 0.13 0.10 0.08 0.07 0.06 0.05 0.04 0.04 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.30 2 327.32 6 327.35 14 327.38 26 327.41 44 327.45 68 327.49 102 327.53 149 327.58 210 327.63 291 327.69 400 327.76 456 327.79 509 327.82 517 327.83 457 327.79 455 327.79 455 327.79 454 327.79 454 327.79 453 327.79 453 327.79 453 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.11 0.47 0.50 0.13 0.10 0.08 0.07 0.06 0.05 0.04 0.04 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 Page 99 1/13/2009 Drainage Design Type 11124-hr 10-Year Rainfa/1=7.40n Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Stage-Discharge for Pond 6P: Pond 2 Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) 327.29 0.00 327.81 0.37 327.30 0.00 327.82 0.46 327.31 0.00 327.83 0.54 327.32 0.00 327.84 0.62 327.33 0.00 327.85 0.69 327.34 0.00 327.86 0.76 327.35 0.00 327.87 0.83 327.36 0.00 327.88 0.90 327.37 0.00 327.89 0.96 327.38 0.00 327.90 1.03 327.39 0.00 327.91 1.09 327.40 0.00 327.92 1.16 327.41 0.00 327.93 1.22 327.42 0.00 327.94 1.29 327.43 0.00 327.95 1.35 327.44 0.00 327.96 1.42 327.45 0.00 327.97 1.49 327.46 0.00 327.98 1.55 327.47 0.00 327.99 1.62 327.48 0.00 328.00 1.69 327.49 0.00 328.01 1.76 327.50 0.00 327.51 0.00 327.52 0.00 327.53 0.00 327.54 0.00 327.55 0.00 327.56 0.00 327.57 0.00 327.58 0.00 327.59 0.00 327.60 0.00 327.61 0.00 327.62 0.00 327.63 0.00 327.64 0.00 327.65 0.00 327.66 0.00 327.67 0.00 327.68 0.00 327.69 0.00 327.70 0.00 327.71 0.00 327.72 0.00 327.73 0.00 327.74 0.00 327.75 0.00 327.76 0.00 327.77 0.00 327.78 0.00 327.79 0.00 327.80 0.26 Page 100 1/13/2009 Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SP: Pond 2 Elevation Surface Storage Elevation Surface Storage (feet} (sg-ft} (cubic-feet} (feet} (sg-ft} (cubic-feet} 327.29 0 0 327.81 1,870 488 327.30 35 0 327.82 1,899 507 327.31 70 1 327.83 1,928 526 327.32 105 2 327.84 1,957 545 327.33 140 3 327.85 1,986 565 327.34 175 4 327.86 2,015 585 327.35 209 6 327.87 2,044 605 327.36 244 9 327.88 2,072 626 327.37 279 11 327.89 2,101 647 327.38 314 14 327.90 2,130 668 327.39 349 17 327.91 2,159 689 327.40 384 21 327.92 2,188 711 327.41 419 25 327.93 2,217 733 327.42 454 29 327.94 2,246 755 327.43 489 34 327.95 2,275 778 327.44 524 39 327.96 2,303 801 327.45 558 45 327.97 2,332 824 327.46 593 50 327.98 2,361 847 327.47 628 57 327.99 2,390 871 327.48 663 63 328.00 2,419 895 327.49 698 70 328.01 2,419 895 327.50 733 77 327.51 772 84 327.52 810 92 327.53 849 101 327.54 887 109 327.55 926 118 327.56 964 128 327.57 1,003 138 327.58 1,041 148 327.59 1,080 159 327.60 1, 119 170 327.61 1, 157 181 327.62 1,196 193 327.63 1,234 205 327.64 1,273 217 327.65 1,311 230 327.66 1,350 244 327.67 1,389 257 327.68 1,427 271 327.69 1,466 286 327.70 1,504 301 327.71 1,543 316 327.72 1,581 332 327.73 1,620 348 327.74 1,658 364 327.75 1,697 381 327.76 1,726 398 327.77 1,755 415 327.78 1,784 433 327.79 1,813 451 327.80 1,841 469 Page 101 1/13/2009 Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Inflow Area= Inflow = Pond SP: Pond 3 for 10-Year event 0.349 af Page 102 1/13/2009 Outflow = Primary = 0.639 ac, Inflow Depth > 6.56" 3.95cfs@ 12.13hrs, Volume= 2.69 cfs@ 12.25 hrs, Volume= 2.69 cfs@ 12.25 hrs, Volume= 0.349 af, Atten= 32%, Lag= 7.0 min 0.349 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 328.1 O' @ 12.25 hrs Surf.Area= 6,883 sf Storage= 1,836 cf Plug-Flow detention time= 5.8 min calculated for 0.349 af (100% of inflow) Center-of-Mass det. time= 5.7 min ( 775.8 -770.1 ) Volume Invert Avail.Storage Storage Description #1 327.20' 3,049 cf Custom Stage Data (Prismatic} Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 327.20 327.25 327.50 327.75 328.00 328.25 Device #1 #2 Routing Primary Primary 0 74 564 1,776 5,038 9,545 0 2 80 293 852 1,823 0 2 82 374 1,226 3,049 Invert Outlet Devices 327.21 ' 1.00' W x 0.33' H Vert. Orifice/Grate C= 0.600 327.90' 6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary Outflow Max=2.68 cfs@ 12.25 hrs HW=328.10' (Free Discharge) t1=0rifice/Grate (Orifice Controls 1.35 cfs @4.10 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 1.33 cfs @ 1.10 fps) Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Pond SP: Pond 3 Hydrograph 1- ~ " ' ' ' I ' ' V ' " 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 c .2 .. > • iii 328 0 nme (hours) Pond SP: Pond 3 Stage-Discharge 2 3 4 Discharge (cfs) Page 103 1/13/2009 I-Primary~ Drainage Design Type Ill 24-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Pond SP: Pond 3 Page 104 1/13/2009 0 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 500 1,~00 1.~ 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 9,500 ~ 32 c .2 • > • iii 0 500 Data 1,000 1,500 Storage (cubic-feet) 2,000 2,500 3,000 Drainage Design Type 11124-hr 10-Year Rainfaf/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Inflow (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.04 0.04 0.05 0.06 0.07 0.09 0.11 0.13 0.16 0.19 0.24 0.30 0.46 2.10 1.21 0.41 0.30 0.25 0.21 0.18 0.16 0.13 0.11 0.10 0.09 0.08 0.07 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 Storage (cubic-feet) 0 0 0 0 0 0 1 1 1 2 2 3 3 4 5 6 8 10 14 18 22 30 40 68 617 1,352 253 43 33 26 22 18 14 12 10 9 7 6 6 6 5 5 5 4 4 4 4 3 3 Hydrograph for Pond SP: Pond 3 Elevation (feet) 327.20 327.20 327.20 327.20 327.20 327.22 327.23 327.24 327.24 327.25 327.25 327.26 327.26 327.27 327.28 327.29 327.30 327.31 327.33 327.35 327.36 327.38 327.41 327.47 327.85 328.02 327.67 327.42 327.39 327.37 327.36 327.35 327.33 327.32 327.31 327.30 327.30 327.29 327.29 327.29 327.28 327.28 327.28 327.28 327.27 327.27 327.27 327.27 327.26 Primary (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.04 0.04 0.05 0.06 0.07 0.09 0.11 0.13 0.16 0.19 0.23 0.29 0.44 1.09 1.92 0.86 0.31 0.25 0.21 0.19 0.16 0.13 0.12 0.10 0.09 0.08 0.07 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 Page 105 1/13/2009 Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Stage-Discharge for Pond SP: Pond 3 Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) 327.20 0.00 327.72 0.92 328.24 4.49 327.21 0.00 327.73 0.94 328.25 4.65 327.22 0.00 327.74 0.95 327.23 0.01 327.75 0.96 327.24 0.02 327.76 0.98 327.25 0.03 327.77 0.99 327.26 0.04 327.78 1.00 327.27 0.05 327.79 1.02 327.28 0.06 327.80 1.03 327.29 0.07 327.81 1.04 327.30 0.09 327.82 1.05 327.31 0.10 327.83 1.07 327.32 0.12 327.84 1.08 327.33 0.13 327.85 1.09 327.34 0.15 327.86 1.10 327.35 0.17 327.87 1.11 327.36 0.19 327.88 1.12 327.37 0.21 327.89 1.14 327.38 0.22 327.90 1.15 327.39 0.25 327.91 1.17 327.40 0.27 327.92 1.21 327.41 0.29 327.93 1.26 327.42 0.31 327.94 1.31 327.43 0.33 327.95 1.36 327.44 0.35 327.96 1.43 327.45 0.38 327.97 1.49 327.46 0.40 327.98 1.56 327.47 0.43 327.99 1.64 327.48 0.45 328.00 1.72 327.49 0.48 328.01 1.80 327.50 0.50 328.02 1.88 327.51 0.53 328.03 1.97 327.52 0.55 328.04 2.06 327.53 0.58 328.05 2.15 327.54 0.61 328.06 2.25 327.55 0.63 328.07 2.35 327.56 0.66 328.08 2.45 327.57 0.68 328.09 2.55 327.58 0.70 328.10 2.66 327.59 0.72 328.11 2.77 327.60 0.73 328.12 2.89 327.61 0.75 328.13 3.01 327.62 0.77 328.14 3.13 327.63 0.79 328.15 3.25 327.64 0.80 328.16 3.38 327.65 0.82 328.17 3.51 327.66 0.84 328.18 3.64 327.67 0.85 328.19 3.78 327.68 0.87 328.20 3.92 327.69 0.88 328.21 4.06 327.70 0.90 328.22 4.20 327.71 0.91 328.23 4.35 Page 106 1/13/2009 Drainage Design Type Ill 24-hr 10-Year Rainfa/1=7.40n Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SP: Pond 3 Elevation (feet) 327.20 327.22 327.24 327.26 327.28 327.30 327.32 327.34 327.36 327.38 327.40 327.42 327.44 327.46 327.48 327.50 327.52 327.54 327.56 327.58 327.60 327.62 327.64 327.66 327.68 327.70 327.72 327.74 327.76 327.78 327.80 327.82 327.84 327.86 327.88 327.90 327.92 327.94 327.96 327.98 328.00 328.02 328.04 328.06 328.08 328.10 328.12 328.14 328.16 328.18 328.20 328.22 Surface (sq-ft) 0 30 59 94 133 172 211 250 290 329 368 407 446 486 525 564 661 758 855 952 1,049 1,146 1,243 1,340 1,437 1,534 1,631 1,728 1,906 2,167 2,428 2,689 2,950 3,211 3,472 3,733 3,994 4,255 4,516 4,777 5,038 5,399 5,759 6,120 6,480 6,841 7,201 7,562 7,922 8,283 8,644 9,004 Storage (cubic-feet) 0 0 1 3 5 8 12 16 22 28 35 43 51 61 71 82 94 108 124 142 162 184 208 234 262 291 323 357 393 433 479 530 587 648 715 787 865 947 1,035 1,128 1,226 1,330 1,442 1,561 1,687 1,820 1,960 2,108 2,263 2,425 2,594 2,770 Elevation (feet) 328.24 Surface (sq-ft) 9,365 Storage (cubic-feet) 2,954 Page 107 1/13/2009 Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 11 L: Point of Study at Luther Inflow Area = 3.272 ac, Inflow Depth> 5.93" for 10-Year event Inflow = 12.04 cfs @ 12.30 hrs, Volume= 1.618 af Page 108 1/13/2009 Primary = 12.04 cfs@ 12.30 hrs, Volume= 1.618 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 11 L: Point of Study at Luther Hydrograph 12.04 cfs Inflow Area=3.272 ac I'"•' ••y ••• '''' "'' 1 I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ~ ~ Drainage Design Type 11124-hr 10-Year Rainfa/1=7.40H Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 _s/n 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Link 11 L: Point of Study at Luther Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 3.00 0.01 0.00 0.01 3.50 0.01 0.00 0.01 4.00 0.02 0.00 0.02 4.50 0.02 0.00 0.02 5.00 0.03 0.00 0.03 5.50 0.10 0.00 0.10 6.00 0.12 0.00 0.12 6.50 0.15 0.00 0.15 7.00 0.19 0.00 0.19 7.50 0.24 0.00 0.24 8.00 0.29 0.00 0.29 8.50 0.37 0.00 0.37 9.00 0.47 0.00 0.47 9.50 0.59 0.00 0.59 10.00 0.71 0.00 0.71 10.50 0.89 0.00 0.89 11.00 1.14 0.00 1.14 11.50 1.75 0.00 1.75 12.00 5.02 0.00 5.02 12.50 9.90 0.00 9.90 13.00 3.61 0.00 3.61 13.50 2.04 0.00 2.04 14.00 1.50 0.00 1.50 14.50 1.15 0.00 1.15 15.00 0.97 0.00 0.97 15.50 0.83 0.00 0.83 16.00 0.70 0.00 0.70 16.50 0.59 0.00 0.59 17.00 0.53 0.00 0.53 17.50 0.47 0.00 0.47 18.00 0.41 0.00 0.41 18.50 0.37 0.00 0.37 19.00 0.35 0.00 0.35 19.50 0.34 0.00 0.34 20.00 0.32 0.00 0.32 20.50 0.30 0.00 0.30 21.00 0.29 0.00 0.29 21.50 0.28 0.00 0.28 22.00 0.26 0.00 0.26 22.50 0.25 0.00 0.25 23.00 0.24 0.00 0.24 23.50 0.22 0.00 0.22 24.00 0.21 0.00 0.21 Page 109 1/13/2009 Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Inflow Area= 1.528 ac, Inflow Depth > 6.43" for 10-Year event Inflow = 5.83 cfs@ 12.24 hrs, Volume= 0.819 af Page 110 1/13/2009 Primary = 5.83 cfs@ 12.24 hrs, Volume= 0.819 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs s~ 4 2 0 . 0 Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Hydrograph 5.83 cfs Inflow Area=1.528 ac •I I •• ' y•• I' I I 'l 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ~ ~ Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 Hs/n 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.08 0.10 0.11 0.14 0.17 0.20 0.24 0.30 0.37 0.43 0.53 0.66 0.96 2.52 4.26 1.84 1.12 0.79 0.55 0.45 0.39 0.32 0.28 0.25 0.22 0.19 0.17 0.17 0.16 0.15 0.14 0.14 0.13 0.12 0.12 0.11 0.10 0.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.08 0.10 0.11 0.14 0.17 0.20 0.24 0.30 0.37 0.43 0.53 0.66 0.96 2.52 4.26 1.84 1.12 0.79 0.55 0.45 0.39 0.32 0.28 0.25 0.22 0.19 0.17 0.17 0.16 0.15 0.14 0.14 0.13 0.12 0.12 0.11 0.10 0.10 Page 111 1/13/2009 Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Link 15L: Channel Flow (Pond 3 and Basin 4) Inflow Area= 0.893 ac, Inflow Depth> 6.26" for 10-Year event Inflow = 3.83 cfs@ 12.21 hrs, Volume= 0.466 af Primary = 3.83 cfs@ 12.21 hrs, Volume= 0.466 at, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 15L: Channel Flow (Pond 3 and Basin 4) Hydrograph 4-3.83 cfs Inflow Area=0.893 ac 3 I • • y i •• ' • • 1· •• , ••• y ., ••• 'l 0 1 2 3 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 112 1/13/2009 Drainage Design Type 11124-hr 10-Year Rainfal/=7.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Link 15L: Channel Flow (Pond 3 and Basin 4) Time Inflow Elevation Primary {hours} {cfs} {feet} {cfs} 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 3.00 0.01 0.00 0.01 3.50 0.01 0.00 0.01 4.00 0.02 0.00 0.02 4.50 0.02 0.00 0.02 5.00 0.03 0.00 0.03 5.50 0.04 0.00 0.04 6.00 0.04 0.00 0.04 6.50 0.06 0.00 0.06 7.00 0.07 0.00 0.07 7.50 0.08 0.00 0.08 8.00 0.10 0.00 0.10 8.50 0.13 0.00 0.13 9.00 0.16 0.00 0.16 9.50 0.20 0.00 0.20 10.00 0.24 0.00 0.24 10.50 0.30 0.00 0.30 11 .00 0.38 0.00 0.38 11 .50 0.58 0.00 0.58 12.00 1.76 0.00 1.76 12.50 2.39 0.00 2.39 13.00 1.01 0.00 1.01 13.50 0.43 0.00 0.43 14.00 0.35 0.00 0.35 14.50 0.29 0.00 0.29 15.00 0.26 0.00 0.26 15.50 0.22 0.00 0.22 16.00 0.18 0.00 0.18 16.50 0.16 0.00 0.16 17.00 0.14 0.00 0.14 17.50 0.13 0.00 0.13 18.00 0.11 0.00 0.11 18.50 0.10 0.00 0.10 19.00 0.10 0.00 0.10 19.50 0.09 0.00 0.09 20.00 0.09 0.00 0.09 20.50 0.08 0.00 0.08 21 .00 0.08 0.00 0.08 21 .50 0.08 0.00 0.08 22.00 0.07 0.00 0.07 22.50 0.07 0.00 0.07 23.00 0.06 0.00 0.06 23.50 0.06 0.00 0.06 24.00 0.06 0.00 0.06 Page 113 1/13/2009 rainage Design Type Ill 24-hr 25-Year Rainfall=B.40H Prepared by McClure & Browne Engineering/Surveying, Inc. PaQe 114 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Time span=0.00-24.00 hrs dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1S: Existing Runoff Area=80, 158 sf Runoff Depth>5.39" Flow Length=369' Slope=0.0120 'f Tc=15.2 min CN=75 Runoff=8.76 cfs 0.826 af Subcatchment 3S: Basin 1 Runoff Area=0.635 ac Runoff Depth> 7. 79" Flow Length=236' Slope=0.0100 'f Tc=10.0 min CN=95 Runoff=4.55 cfs 0.412 af Subcatchment 45: Basin 4 Runoff Area=0.254 ac Runoff Depth>6.47" Flow Length=340' Slope=0.0110 'f Tc=11 .2 min CN=84 Runoff=1 .57 cfs 0.137 af Subcatchment 5S: Basin 2 Runoff Area=0.221 ac Runoff Depth>6.23" Flow Length=216' Slope=0.0067 'f Tc=10.7 min CN=82 Runoff=1 .35 cfs 0.115 af Subcatchment 9S: Basin 3 Runoff Area=0.639 ac Runoff Depth>7.55" Flow Length=291' Slope=0.0530 'f Tc=10.0 min CN=93 Runoff=4.52 cfs 0.402 af Subcatchment 10S: Basin 5 (Luther St.) Runoff Area=1 .523 ac Runoff Depth>6.57" Flow Length=1 , 106' Slope=0.0110 'f Tc=27.8 min CN=85 Runoff=6.68 cfs 0.834 af Pond 2P: Pond 1 Pond 6P: Pond 2 Pond BP: Pond 3 Link 11 L: Point of Study at Luther Peak Elev=327.26' Storage=3,599 cf lnflow--4.55 cfs 0.412 af Outflow=2.58 cfs 0.406 af Peak Elev=327.92' Storage=712 cf lnflow=1 .35 cfs 0.115 af Outflow=1 .16 cfs 0.104 af Peak Elev=328.14' Storage=2, 109 cf lnflow=4.52 cfs 0.402 af Outflow=3.13 cfs 0.402 af lnflow=14.07 cfs 1.883 af Primary=14.07 cfs 1.883 af Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) lnflow=6.89 cfs 0.945 af Primary=6.89 cfs 0.945 af Link 15L: Channel Flow (Pond 3 and Basin 4) lnflow=4.48 cfs 0.539 at Primary=4.48 cfs 0.539 af Total Runoff Area= 5.112 ac Runoff Volume= 2.726 af Average Runoff Depth= 6.40" 68.10% Pervious Area= 3.481 ac 31.90% Impervious Area= 1.631 ac Drainage Design Type 11124-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1 S: Existing Runoff = 8.76 cfs@ 12.21 hrs, Volume= 0.826 af, Depth> 5.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 25-Year Rainfall=8.40" Area (sf) CN Description 80, 158 75 Natural Grasslands 80, 158 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 369 0.0120 0.41 Lag/CN Method, Subcatchment 1 S: Existing Hydrograph 9-8.76 cfs 8-Type Ill 24-hr 25-Year Rainfall=8.40" 7 Runoff Area=80, 158 sf 6-Runoff Volume=0.826 af :!" .e. 5 Runoff Depth>5.39" 3: 0 Flow Length=369' ii: 4 3 Slope=0.0120 '/' Tc=15.2 min 2 CN=75 011............, ................... .......,.,.,...,..., ........... -"",..;;;;;:;::::;::~--.....,.,.~~...:::;::;:;:;:;:;:;:;;;::;:;:::;::;:;:;:::j:;;;~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) Page 115 1/13/2009 I-Runoff~ Drainage Design Type Ill 24-hr 25-Year Rainfall=B.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 3S: Basin 1 Runoff = 4.55 cfs@ 12.13 hrs, Volume= 0.412 af, Depth> 7.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 25-Year Rainfall=8.40" Area (ac) 0.089 0.546 0.635 0.089 0.546 CN Description 75 Landscaped Area 98 Impervious Area 95 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min} (feet) (ft/ft} (ft/sec} (cfs} 5.6 236 0.0100 0.70 Lag/CN Method, 5.6 236 Total, Increased to minimum Tc= 10.0 min 4 2 Subcatchment 3S: Basin 1 Hydrograph Type Ill 24-hr 25-Year Rainfall=S.40" Runoff Area=0.635 ac Runoff Volume=0.412 af Runoff Depth>7.79" Flow Length=236' Slope=0.0100 '/' Tc=10.0 min CN=95 4.55 cfs 01l.... ......... --..--=~ .. ~.:;::;;:=:;::;::::;::;;;;;;::::...,._.,...........,._,.,,_,.,...,...::::;:;:;;:;:;:;:;:;:;:;,;;::;;:;:;;~:;:::::;~.;:;:;:;:;:~ 0 1 2 3 4 5 6 7 8 9 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 117 1/13/2009 I-Runoffj Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40H Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.04 0.08 0.13 0.17 0.21 0.26 0.31 0.36 0.42 0.48 0.54 0.60 0.68 0.76 0.85 0.96 1.08 1.22 1.39 1.59 1.82 2.10 2.50 4.20 5.90 6.30 6.58 6.81 7.01 7.18 7.32 7.44 7.55 7.64 7.72 7.80 7.86 7.92 7.98 8.04 8.09 8.14 8.19 8.24 8.28 8.32 8.36 8.40 Excess (inches) 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.06 0.08 0.12 0.15 0.20 0.24 0.30 0.36 0.44 0.53 0.63 0.76 0.91 1.09 1.31 1.58 1.97 3.63 5.31 5.71 5.99 6.22 6.41 6.58 6.73 6.85 6.95 7.04 7.13 7.20 7.26 7.32 7.38 7.44 7.49 7.54 7.59 7.64 7.68 7.72 7.76 7.80 Hydrograph for Subcatchment 35: Basin 1 Runoff (cfs) 0.00 0.00 0.00 0.00 0.01 0.02 0.02 0.03 0.04 0.04 0.05 0.06 0.06 0.07 0.09 0.10 0.11 0.14 0.17 0.20 0.24 0.29 0.36 0.54 2.43 1.38 0.47 0.35 0.28 0.24 0.21 0.18 0.15 0.13 0.12 0.10 0.09 0.08 0.08 0.07 0.07 0.07 0.06 0.06 0.06 0.06 0.05 0.05 0.05 Page 118 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 45: Basin 4 Runoff = 1.57 cfs@ 12.15 hrs, Volume= 0.137 af, Depth> 6.47'' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type 11124-hr 25-Year Rainfall=8.40" Area (ac) CN Description 0.157 75 Landscaped Area 0.097 98 Impervious Area 0.254 84 Weighted Average 0.157 Pervious Area 0.097 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 340 0.0110 0.51 Lag/CN Method, 5ubcatchment 45: Basin 4 Hydrograph Type Ill 24-hr 25-Year Rainfall=S.40" Runoff Area=0.254 ac Runoff Volume=0.137 af Runoff Depth>6.47" Flow Length=340' Slope=0.0110 '/' Tc=11.2 min CN=84 1.57 cfs 01-l-...,........,......,....,__._.,~.;;;;:::;::::;:::::;:;::....,........~~1""""""'"~,::::;::;:;::::;;:;:;::;:;::;::;:,::;;:::;::;::;:~~ 0 1 2 3 4 s 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 119 1/13/2009 I-Runoff~ Drainage Design Type Ill 24-hr 25-Year Rainfall=B.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HygroQAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 1 S: Existing Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.04 0.08 0.13 0.17 0.21 0.26 0.31 0.36 0.42 0.48 0.54 0.60 0.68 0.76 0.85 0.96 1.08 1.22 1.39 1.59 1.82 2.10 2.50 4.20 5.90 6.30 6.58 6.81 7.01 7.18 7.32 7.44 7.55 7.64 7.72 7.80 7.86 7.92 7.98 8.04 8.09 8.14 8.19 8.24 8.28 8.32 8.36 8.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.05 0.08 0.13 0.20 0.30 0.43 0.65 1.82 3.19 3.54 3.78 3.98 4.15 4.30 4.43 4.54 4.63 4.72 4.79 4.86 4.92 4.97 5.03 5.08 5.12 5.17 5.22 5.26 5.30 5.33 5.37 5.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.08 0.13 0.19 0.26 0.36 0.51 0.84 3.81 4.37 1.29 0.90 0.74 0.63 0.55 0.48 0.40 0.34 0.31 0.27 0.24 0.22 0.21 0.20 0.19 0.18 0.17 0.16 0.16 0.15 0.14 0.13 0.12 Page 116 1/13/2009 Drainage Design Type 11124-hr 25-Year Rainfal/=8.40n Prepared by McClure & Browne Engineering/Surveying, Inc. HygroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 4S: Basin 4 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.04 0.08 0.13 0.17 0.21 0.26 0.31 0.36 0.42 0.48 0.54 0.60 0.68 0.76 0.85 0.96 1.08 1.22 1.39 1.59 1.82 2.10 2.50 4.20 5.90 6.30 6.58 6.81 7.01 7.18 7.32 7.44 7.55 7.64 7.72 7.80 7.86 7.92 7.98 8.04 8.09 8.14 8.19 8.24 8.28 8.32 8.36 8.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.04 0.06 0.09 0.13 0.19 0.26 0.35 0.47 0.62 0.82 1.12 2.55 4.10 4.48 4.74 4.96 5.15 5.31 5.45 5.56 5.66 5.75 5.83 5.90 5.96 6.02 6.08 6.13 6.18 6.23 6.28 6.32 6.37 6.41 6.44 6.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.06 0.08 0.10 0.17 0.79 0.55 0.18 0.13 0.11 0.09 0.08 0.07 0.06 0.05 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 Page 120 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfa/1=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 55: Basin 2 Runoff = 1.35 cfs@ 12.14 hrs, Volume= 0.115 at, Depth> 6.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 25-Year Rainfall=8.40" Area (ac) 0.151 0.070 0.221 0.151 0.070 CN Description 75 Landscaped Area 98 Impervious Area 82 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 216 0.0067 0.34 Lag/CN Method, 5ubcatchment 55: Basin 2 Hydrograph Type Ill 24-hr 25-Year Rai nfal 1=8.40" Runoff Area=0.221 ac Runoff Volume=0.115 af Runoff Depth>6.23" Flow Length=216' Slope=0.0067 '/' Tc=10.7 min CN=82 0 ' 1.35 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (hours) ' 22 23 24 Page 121 1/13/2009 I-Runoff~ Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. Hy_qr-o_Q~[)® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Subcatchment SS: Basin 2 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.04 0.08 0.13 0.17 0.21 0.26 0.31 0.36 0.42 0.48 0.54 0.60 0.68 0.76 0.85 0.96 1.08 1.22 1.39 1.59 1.82 2.10 2.50 4.20 5.90 6.30 6.58 6.81 7.01 7.18 7.32 7.44 7.55 7.64 7.72 7.80 7.86 7.92 7.98 8.04 8.09 8.14 8.19 8.24 8.28 8.32 8.36 8.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.04 0.07 0.10 0.14 0.21 0.29 0.39 0.53 0.72 1.00 2.37 3.89 4.26 4.53 4.74 4.92 5.08 5.22 5.33 5.43 5.52 5.60 5.67 5.73 5.79 5.84 5.90 5.95 6.00 6.04 6.09 6.13 6.17 6.21 6.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.06 0.09 0.14 0.68 0.46 0.15 0.11 0.09 0.08 0.07 0.06 0.05 0.04 0.04 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 Page 122 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 95: Basin 3 Runoff = 4.52 cfs@ 12.13 hrs, Volume= 0.402 af, Depth> 7.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 25-Year Rainfall=8.40" Area (ac) CN Description 0.144 75 Landscape Area 0.495 98 Impervious Area 0.639 93 Weighted Average 0.144 Pervious Area 0.495 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 291 0.0530 1.53 Lag/CN Method, 3.2 291 Total, Increased to minimum Tc= 10.0 min 5 4 3 2 Subcatchment 95: Basin 3 Hydrograph Type Ill 24-hr 25-Year Rainfall=S.40" Runoff Area=0.639 ac Runoff Volume=0.402 af Runoff Depth>7.55" Flow Length=291' Slope=0.0530 '/' Tc=10.0 min CN=93 4.52 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 123 1/13/2009 Drainage Design Type 11124-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.04 0.08 0.13 0.17 0.21 0.26 0.31 0.36 0.42 0.48 0.54 0.60 0.68 0.76 0.85 0.96 1.08 1.22 1.39 1.59 1.82 2.10 2.50 4.20 5.90 6.30 6.58 6.81 7.01 7.18 7.32 7.44 7.55 7.64 7.72 7.80 7.86 7.92 7.98 8.04 8.09 8.14 8.19 8.24 8.28 8.32 8.36 8.40 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.07 0.10 0.13 0.17 0.22 0.27 0.34 0.42 0.51 0.63 0.77 0.94 1.15 1.41 1.78 3.41 5.08 5.48 5.76 5.99 6.18 6.35 6.49 6.61 6.71 6.81 6.89 6.96 7.02 7.09 7.15 7.20 7.25 7.30 7.35 7.40 7.44 7.48 7.52 7.56 Hydrograph for Subcatchment 98: Basin 3 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.03 0.03 0.04 0.04 0.05 0.06 0.07 0.09 0.10 0.13 0.16 0.19 0.22 0.28 0.34 0.53 2.40 1.38 0.47 0.35 0.28 0.24 0.21 0.18 0.1 5 0.13 0.12 0.10 0.09 0.08 0.08 0.08 0.07 0.07 0.06 0.06 0.06 0.06 0.05 0.05 0.05 Page 124 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 10S: Basin 5 (Luther St) Runoff = 6.68 cfs@ 12.38 hrs, Volume= 0.834 af, Depth> 6.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type 11124-hr 25-Year Rainfall=8.40" Area (ac) CN Description 0.423 1.100 1.523 1.100 0.423 98 Impervious Cover 80 Mix Lanscape and Impervious Cover 85 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Wft) (Wsec) (cfs} 27.8 1,106 0.0110 0.66 Lag/CN Method, Subcatchment 10S: Basin 5 (Luther St.) Hydrograph 7 6.68 cfs 6 Type Ill 24-hr 25-Year Rainfall=S.40" 5 Runoff Area=1.523 ac Runoff Volume=0.834 af .!! 4 ~ Runoff Depth>6.57" ~ 0 Flow Length=1, 106' ii: 3 Slope=0.0110 '/' 2-Tc=27.8 min CN=85 o,.:L.~.__.,........,........._..,.~~--;:;:;::;:;:;:;;:::;.,....,_..___, . ........,~.-..~.~-=-:..:;::~,:;;:;;:;:;:;:;:;;,:;:;;:;:;:;;:~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 125 1/13/2009 I-Runoff~ Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 105: Basin 5 (Luther St) Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.04 0.08 0.13 0.17 0.21 0.26 0.31 0.36 0.42 0.48 0.54 0.60 0.68 0.76 0.85 0.96 1.08 1.22 1.39 1.59 1.82 2.10 2.50 4.20 5.90 6.30 6.58 6.81 7.01 7.18 7.32 7.44 7.55 7.64 7.72 7.80 7.86 7.92 7.98 8.04 8.09 8.14 8.19 8.24 8.28 8.32 8.36 8.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.05 0.08 0.11 0.15 0.21 0.29 0.39 0.51 0.66 0.87 1.18 2.64 4.21 4.59 4.85 5.07 5.26 5.42 5.56 5.68 5.78 5.87 5.95 6.02 6.08 6.14 6.20 6.25 6.30 6.35 6.40 6.44 6.49 6.53 6.56 6.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.04 0.05 0.07 0.10 0.12 0.16 0.21 0.28 0.35 0.44 0.57 0.81 2.39 5.96 1.88 0.95 0.73 0.60 0.52 0.45 0.38 0.32 0.29 0.26 0.23 0.20 0.19 0.18 0.17 0.16 0.15 0.15 0.14 0.13 0.13 0.12 0.11 Page 126 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfall=B.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 2P: Pond 1 for 25-Year event 0.412 af Page 127 1/13/2009 Outflow = Primary = 0.635 ac, Inflow Depth> 7.79" 4.55 cfs@ 12.13 hrs, Volume= 2.58 cfs @ 12.30 hrs, Volume= 2.58 cfs@ 12.30 hrs, Volume= 0.406 af, Atten= 43%, Lag= 9.9 min 0.406 at Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 327.26'@ 12.30 hrs Surf.Area= 8,961 sf Storage= 3,599 cf Plug-Flow detention time= 32.9 min calculated for 0.406 af (98% of inflow) Center-of-Mass det. time= 23.3 min ( 782.0 -758.8 ) Volume Invert Avail.Storage Storage Description #1 325.70' 6, 146 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet} Surf.Area (sq-ft} Inc.Store (cubic-feet} Cum.Store (cubic-feet) 325.70 325.75 326.00 326.25 326.50 326.75 327.00 327.25 327.50 Device #1 #2 Routing Primary Primary 0 33 652 1,267 1,421 1,681 4,623 8,845 12,153 0 1 86 240 336 388 788 1,684 2,625 0 1 86 326 662 1,050 1,838 3,522 6,146 Invert Outlet Devices 325. 70' 0.58' W x 0.33' H Vert. Orifice/Grate C= 0.600 327.00' 5.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary Outflow Max=2.58 cfs@ 12.30 hrs HW=327.26' TW=326.20' (Fixed TW Elev= 326.20') t1=0rifice/Grate (Orifice Controls 0.95 cfs @4.95 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 1.63 cfs @ 1.26 fps) Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC c 0 ;; "' > CD iii Pond 2P: Pond 1 Hydrograph 5 4.55 cfs Inflow Area=0.635 ac 4~ Peak Elev=327 .26' 3 Storage=3,599 cf 2.58 cfs 2 01l... ........ -.~~:;:;;:;:;:;;:;:;;:.~.:;::;:;;;:.::~--._..-.~ .. -............. :::::::;;;;;;,~:;:;::;:;=;::;;;;;:;;::;:;:;:;:;;;:;:~.' 326 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Orific8/Grate 0 2 Time (hours) Pond 2P: Pond 1 Stage-Discharge 3 Discharge (cfs) 4 5 Page 128 1/13/2009 -Inflow -Primary I-Primaryj Drainage Design Type 11124-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC c 0 "iii > GI iii 327 326 0 1,000 2,000 3,000 Pond 2P: Pond 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 4,000 5,000 6,000 7,000 8,000 . 9,000 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 Storage (cubic-feet) Page 129 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfall=B.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Pond 1 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.01 0.02 0.02 0.03 0.04 0.04 0.05 0.06 0.06 0.07 0.09 0.10 0.11 0.14 0.17 0.20 0.24 0.29 0.36 0.54 2.43 1.38 0.47 0.35 0.28 0.24 0.21 0.18 0.15 0.13 0.12 0.10 0.09 0.08 0.08 0.07 0.07 0.07 0.06 0.06 0.06 0.06 0.05 0.05 0.05 0 0 0 0 10 32 66 113 172 244 270 270 271 274 278 281 285 292 304 319 338 369 420 542 1,638 3,236 1,972 1,237 671 411 342 317 301 291 287 283 280 2n 276 275 274 273 272 272 271 270 270 270 270 325.70 325.70 325.70 325.73 325.82 325.90 325.97 326.04 326.11 326.18 326.20 326.20 326.20 326.21 326.21 326.21 326.22 326.22 326.23 326.24 326.26 326.28 326.32 326.41 326.95 327.22 327.03 326.84 326.51 326.32 326.26 326.24 326.23 326.22 326.22 326.21 326.21 326.21 326.21 326.21 326.21 326.21 326.21 326.20 326.20 326.20 326.20 326.20 326.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05 0.06 0.06 0.07 0.08 0.10 0.11 0.14 0.16 0.19 0.22 0.27 0.32 0.43 0.80 2.17 0.90 0.73 0.51 0.31 0.23 0.19 0.16 0.13 0.12 0.11 0.09 0.08 0.08 0.08 0.07 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 Page 130 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfall=B.40" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 131 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Stage-Discharge for Pond 2P: Pond 1 Elevation Primary Elevation Primary Elevation Primary Elevation Primary {feet} {cfs} {feet} {cfs} {feet} {cfs} {feet} {cfs} 325.70 0.00 326.22 0.13 326.74 0.68 327.26 2.59 325.71 0.00 326.23 0.16 326.75 0.68 327.27 2.70 325.72 0.00 326.24 0.18 326.76 0.69 327.28 2.81 325.73 0.00 326.25 0.21 326.77 0.70 327.29 2.92 325.74 0.00 326.26 0.23 326.78 0.70 327.30 3.03 325.75 0.00 326.27 0.24 326.79 0.71 327.31 3.14 325.76 0.00 326.28 0.26 326.80 0.71 327.32 3.26 325.77 0.00 326.29 0.28 326.81 0.72 327.33 3.38 325.78 0.00 326.30 0.29 326.82 0.73 327.34 3.50 325.79 0.00 326.31 0.31 326.83 0.73 327.35 3.62 325.80 0.00 326.32 0.32 326.84 0.74 327.36 3.75 325.81 0.00 326.33 0.33 326.85 0.74 327.37 3.88 325.82 0.00 326.34 0.34 326.86 0.75 327.38 4.01 325.83 0.00 326.35 0.36 326.87 0.75 327.39 4.14 325.84 0.00 326.36 0.37 326.88 0.76 327.40 4.27 325.85 0.00 326.37 0.38 326.89 0.77 327.41 4.41 325.86 0.00 326.38 0.39 326.90 0.77 327.42 4.54 325.87 0.00 326.39 0.40 326.91 0.78 327.43 4.68 325.88 0.00 326.40 0.41 326.92 0.78 327.44 4.82 325.89 0.00 326.41 0.42 326.93 0.79 327.45 4.96 325.90 0.00 326.42 0.43 326.94 0.79 327.46 5.11 325.91 0.00 326.43 0.44 326.95 0.80 327.47 5.25 325.92 0.00 326.44 0.45 326.96 0.80 327.48 5.40 325.93 0.00 326.45 0.46 326.97 0.81 327.49 5.55 325.94 0.00 326.46 0.47 326.98 0.81 327.50 5.70 325.95 0.00 326.47 0.48 326.99 0.82 325.96 0.00 326.48 0.49 327.00 0.82 325.97 0.00 326.49 0.50 327.01 0.84 325.98 0.00 326.50 0.50 327.02 0.87 325.99 0.00 326.51 0.51 327.03 0.90 326.00 0.00 326.52 0.52 327.04 0.94 326.01 0.00 326.53 0.53 327.05 0.99 326.02 0.00 326.54 0.54 327.06 1.03 326.03 0.00 326.55 0.55 327.07 1.09 326.04 0.00 326.56 0.55 327.08 1.14 326.05 0.00 326.57 0.56 327.09 1.20 326.06 0.00 326.58 0.57 327.10 1.26 326.07 0.00 326.59 0.58 327.11 1.32 326.08 0.00 326.60 0.58 327.12 1.39 326.09 0.00 326.61 0.59 327.13 1.46 326.10 0.00 326.62 0.60 327.14 1.53 326.11 0.00 326.63 0.60 327.15 1.61 326.12 0.00 326.64 0.61 327.16 1.68 326.13 0.00 326.65 0.62 327.17 1.76 326.14 0.00 326.66 0.63 327.18 1.84 326.15 0.00 326.67 0.63 327.19 1.93 326.16 0.00 326.68 0.64 327.20 2.01 326.17 0.00 326.69 0.65 327.21 2.10 326.18 0.00 326.70 0.65 327.22 2.20 326.19 0.00 326.71 0.66 327.23 2.29 326.20 0.00 326.72 0.66 327.24 2.39 326.21 0.09 326.73 0.67 327.25 2.49 Drainage Design Type 11124-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: Pond 1 Elevation (feet) 325.70 325.72 325.74 325.76 325.78 325.80 325.82 325.84 325.86 325.88 325.90 325.92 325.94 325.96 325.98 326.00 326.02 326.04 326.06 326.08 326.10 326.12 326.14 326.16 326.18 326.20 326.22 326.24 326.26 326.28 326.30 326.32 326.34 326.36 326.38 326.40 326.42 326.44 326.46 326.48 326.50 326.52 326.54 326.56 326.58 326.60 326.62 326.64 326.66 326.68 326.70 326.72 Surface (sq-ft) 0 13 26 58 107 157 206 256 305 355 404 454 503 553 602 652 701 750 800 849 898 947 996 1,046 1,095 1,144 1,193 1,242 1,273 1,285 1,298 1,310 1,322 1,335 1,347 1,359 1,372 1,384 1,396 1,409 1,421 1,442 1,463 1,483 1,504 1,525 1,546 1,567 1,587 1,608 1,629 1,650 Storage (cubic-feet) 0 0 1 1 3 6 9 14 19 26 34 42 52 62 74 86 100 114 130 146 164 182 202 222 244 266 289 314 339 365 390 417 443 469 496 523 551 578 606 634 662 691 720 749 779 810 840 871 903 935 967 1,000 Elevation (feet) 326.74 326.76 326.78 326.80 326.82 326.84 326.86 326.88 326.90 326.92 326.94 326.96 326.98 327.00 327.02 327.04 327.06 327.08 327.10 327.12 327.14 327.16 327.18 327.20 327.22 327.24 327.26 327.28 327.30 327.32 327.34 327.36 327.38 327.40 327.42 327.44 327.46 327.48 327.50 Surface (sq-ft) 1,671 1,799 2,034 2,269 2,505 2,740 2,975 3,211 3,446 3,682 3,917 4,152 4,388 4,623 4,961 5,299 5,636 5,974 6,312 6,650 6,987 7,325 7,663 8,001 8,338 8,676 8,977 9,242 9,507 9,771 10,036 10,301 10,565 10,830 11 ,094 11 ,359 11 ,624 11 ,888 12,153 Storage (cubic-feet) 1,033 1,067 1, 106 1,149 1, 197 1,249 1,306 1,368 1,435 1,506 1,582 1,663 1,748 1,838 1,934 2,037 2,146 2,262 2,385 2,514 2,651 2,794 2,944 3,100 3,264 3,434 3,611 3,793 3,980 4,1 73 4,371 4,575 4,783 4,997 5,216 5,441 5,671 5,906 6,146 Page 132 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Inflow Area= Inflow = Pond 6P: Pond 2 for 25-Year event 0.115 af Page 133 1/13/2009 Outflow = Primary = 0.221 ac, Inflow Depth > 6.23" 1.35 cfs @ 12.14 hrs, Volume= 1.16 cfs@ 12.21 hrs, Volume= 1.16 cfs@ 12.21 hrs, Volume= 0.104 af, Atten= 14%, Lag= 4.1 min 0.104 af Routing by Ster-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 327.92'@ 12.21 hrs Surf.Area= 2, 189 sf Storage= 712 cf Plug-Flow detention time= 70.1 min calculated for 0.104 af (91 % of inflow) Center-of-Mass det. time= 25.7 min ( 825.3 -799.6) Volume Invert Avail.Storage Storage Description #1 327.29' 895 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 327.29 327.50 327.75 328.00 Device Routing #1 Primary 0 733 1,697 2,419 0 77 304 515 Invert Outlet Devices 0 77 381 895 327.29' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0.72 Width (feet) 0.50 2.00 Primary Outflow Max=1 .16 cfs@ 12.21 hrs HW=327.92' TW=327.79' (Fixed TW Elev= 327.79') "t-1=Custom Weir/Orifice (Weir Controls 1.16 cfs@ 1.59 fps) Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Pond 6P: Pond 2 Hydrograph 1.35 cfs Inflow Area=0.221 acr-:--:1 _1:!-scfs~ Peak Elev=327.92' Storage=712 cf 01-l....""'l"l',.....,....,.,...'l"P"""-.,""'l"l',.,.......,.. .... i;;;;;;:;;;;:,~.;;:::;:;::i....,..-,,-..-. ._...~~::..:::;:;;:;::;;;:;::;:;:;:;::;::;:;::;:~;;:;:;:~:;:;;;:~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 327.9 327.7 Qi • ~327.7- B27.6 ;; • i;327.6- iii 327.5 327. 327.4 327.3 327. 0 Time (hours) Pond 6P: Pond 2 Stage-Discharge ' 1 Discharge (cfs) Page 134 1/13/2009 -Inflow -Primary I-Primary~ Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40H Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 0 200 400 600 100 200 Pond 6P: Pond 2 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 800 1,000 1,200 1,400 1,600 400 500 600 Storage (cubic-feet) 700 Page 135 1/13/2009 2,000 2,200 2,400 -Surface -Storage 800 Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 20_9§JjydroCAD Software Solutions LLC Hydrograph for Pond SP: Pond 2 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.06 0.09 0.14 0.68 0.46 0.15 0.11 0.09 0.08 0.07 0.06 0.05 0.04 0.04 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.29 0 327.30 2 327.33 7 327.35 15 327.38 28 327.42 46 327.45 70 327.49 103 327.53 148 327.58 209 327.63 287 327.69 387 327.75 455 327.79 457 327.79 527 327.83 540 327.84 458 327.79 456 327.79 455 327.79 455 327.79 454 327.79 454 327.79 453 327.79 453 327.79 453 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 452 327.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08 0.14 0.55 0.60 0.16 0.11 0.09 0.08 0.07 0.06 0.05 0.04 0.04 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 Page 136 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Elevation (feet) 327.29 327.30 327.31 327.32 327.33 327.34 327.35 327.36 327.37 327.38 327.39 327.40 327.41 327.42 327.43 327.44 327.45 327.46 327.47 327.48 327.49 327.50 327.51 327.52 327.53 327.54 327.55 327.56 327.57 327.58 327.59 327.60 327.61 327.62 327.63 327.64 327.65 327.66 327.67 327.68 327.69 327.70 327.71 327.72 327.73 327.74 327.75 327.76 327.77 327.78 327.79 327.80 Primary (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.26 Stage-Discharge for Pond 6P: Pond 2 Elevation (feet) 327.81 327.82 327.83 327.84 327.85 327.86 327.87 327.88 327.89 327.90 327.91 327.92 327.93 327.94 327.95 327.96 327.97 327.98 327.99 328.00 328.01 Primary (cfs) 0.37 0.46 0.54 0.62 0.69 0.76 0.83 0.90 0.96 1.03 1.09 1.16 1.22 1.29 1.35 1.42 1.49 1.55 1.62 1.69 1.76 Page 137 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfall=B.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 6P: Pond 2 Elevation (feet) 327.29 327.30 327.31 327.32 327.33 327.34 327.35 327.36 327.37 327.38 327.39 327.40 327.41 327.42 327.43 327.44 327.45 327.46 327.47 327.48 327.49 327.50 327.51 327.52 327.53 327.54 327.55 327.56 327.57 327.58 327.59 327.60 327.61 327.62 327.63 327.64 327.65 327.66 327.67 327.68 327.69 327.70 327.71 327.72 327.73 327.74 327.75 327.76 327.77 327.78 327.79 327.80 Surface (sq-ft) 0 35 70 105 140 175 209 244 279 314 349 384 419 454 489 524 558 593 628 663 698 733 772 810 849 887 926 964 1,003 1,041 1,080 1, 119 1, 157 1,196 1,234 1,273 1,311 1,350 1,389 1,427 1,466 1,504 1,543 1,581 1,620 1,658 1,697 1,726 1,755 1,784 1,813 1,841 Storage (cubic-feet) 0 0 1 2 3 4 6 9 11 14 17 21 25 29 34 39 45 50 57 63 70 77 84 92 101 109 118 128 138 148 159 170 181 193 205 217 230 244 257 271 286 301 316 332 348 364 381 398 415 433 451 469 Elevation (feet) 327.81 327.82 327.83 327.84 327.85 327.86 327.87 327.88 327.89 327.90 327.91 327.92 327.93 327.94 327.95 327.96 327.97 327.98 327.99 328.00 328.01 Surface (sq-ft) 1,870 1,899 1,928 1,957 1,986 2,015 2,044 2,072 2,101 2,130 2,159 2,188 2,217 2,246 2,275 2,303 2,332 2,361 2,390 2,419 2,419 Storage (cubic-feet) 488 507 526 545 565 585 605 626 647 668 689 711 733 755 778 801 824 847 871 895 895 Page 138 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Inflow Area= Inflow = Pond SP: Pond 3 for 25-Year event 0.402 at Page 139 1/13/2009 Outflow = Primary = 0.639 ac, Inflow Depth > 7.55" 4.52 cfs@ 12.13 hrs, Volume= 3.13 cfs@ 12.25 hrs, Volume= 3.13 cfs @ 12.25 hrs, Volume= 0.402 at, Atten= 31%, Lag= 6.7 min 0.402 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 328.14'@ 12.25 hrs Surf.Area= 7,565 sf Storage= 2,109 cf Plug-Flow detention time= 6.0 min calculated for 0.402 af (100% of inflow) Center-of-Mass det. time= 5.9 min ( 772.8 -766.9 ) Volume Invert Avail.Storage Storage Description #1 327.20' 3,049 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 327.20 327.25 327.50 327.75 328.00 328.25 Device Routing #1 Primary #2 Primary 0 74 564 1,776 5,038 9,545 0 2 80 293 852 1,823 0 2 82 374 1,226 3,049 Invert Outlet Devices 327.21' 1.00' W x 0.33' H Vert. Orifice/Grate C= 0.600 327.90' 6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary Outflow Max=3.13 cfs@ 12.25 hrs HW=328.14' (Free Discharge) t 1=0rifice/Grate (Orifice Controls 1.39 cfs @ 4.20 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 1.74 cfs@ 1.21 fps) Drainage Design Type Ill 24-hr 25-Year Rainfa//=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Pond SP: Pond 3 Hydrograph 4.52 cfs Inflow Area=0.639 ac 4 Peak Elev=328.14' 3 3.13 cfs Storage=2, 109 cf 2 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 c ~ .. > CD iii 32 0 Time (hours) Pond SP: Pond 3 Stage-Discharge ecta!lQular Weir 2 3 4 Discharge (cfs) Page 140 1/13/2009 -Inflow -Primary I-Primary~ Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Pond SP: Pond 3 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) Page 141 1/13/2009 O 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7.500 8,000 8,500 9,000 9,500 -Surface c .2 Oi > QI iii 328 0 , I • I ,,, , • I ••• I • • I I. , I Custom S Diti 500 1,000 1,500 Storage (cubic-feet) 2,000 2,500 3,000 -Storage Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Pond SP: Pond 3 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet} (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.03 0.03 0.04 0.04 0.05 0.06 0.07 0.09 0.10 0.13 0.16 0.19 0.22 0.28 0.34 0.53 2.40 1.38 0.47 0.35 0.28 0.24 0.21 0.18 0.15 0.13 0.12 0.10 0.09 0.08 0.08 0.08 0.07 0.07 0.06 0.06 0.06 0.06 0.05 0.05 0.05 0 0 0 0 0 0 1 1 2 2 3 3 4 5 7 8 10 13 17 22 27 36 48 82 785 1,529 364 51 39 31 26 21 17 14 12 10 9 8 7 7 6 6 6 5 5 5 4 4 4 327.20 327.20 327.20 327.20 327.21 327.23 327.23 327.24 327.25 327.26 327.26 327.27 327.27 327.28 327.29 327.30 327.31 327.33 327.34 327.36 327.38 327.40 327.43 327.50 327.90 328.05 327.74 327.44 327.41 327.39 327.37 327.36 327.34 327.33 327.32 327.31 327.30 327.30 327.29 327.29 327.29 327.29 327.28 327.28 327.28 327.28 327.27 327.27 327.27 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.03 0.03 0.04 0.04 0.05 0.06 0.07 0.09 0.10 0.13 0.16 0.19 0.22 0.27 0.34 0.50 1.15 2.20 0.96 0.35 0.29 0.24 0.21 0.18 0.15 0.13 0.12 0.10 0.09 0.08 0.08 0.08 0.07 0.07 0.06 0.06 0.06 0.06 0.05 0.05 0.05 Page 142 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Elevation (feet) 327.20 327.21 327.22 327.23 327.24 327.25 327.26 327.27 327.28 327.29 327.30 327.31 327.32 327.33 327.34 327.35 327.36 327.37 327.38 327.39 327.40 327.41 327.42 327.43 327.44 327.45 327.46 327.47 327.48 327.49 327.50 327.51 327.52 327.53 327.54 327.55 327.56 327.57 327.58 327.59 327.60 327.61 327.62 327.63 327.64 327.65 327.66 327.67 327.68 327.69 327.70 327.71 Primary (cfs) 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.09 0.10 0.12 0.13 0.15 0.17 0.19 0.21 0.22 0.25 0.27 0.29 0.31 0.33 0.35 0.38 0.40 0.43 0.45 0.48 0.50 0.53 0.55 0.58 0.61 0.63 0.66 0.68 0.70 0.72 0.73 0.75 0.77 0.79 0.80 0.82 0.84 0.85 0.87 0.88 0.90 0.91 Stage-Discharge for Pond BP: Pond 3 Elevation (feet) 327.72 327.73 327.74 327.75 327.76 327.77 327.78 327.79 327.80 327.81 327.82 327.83 327.84 327.85 327.86 327.87 327.88 327.89 327.90 327.91 327.92 327.93 327.94 327.95 327.96 327.97 327.98 327.99 328.00 328.01 328.02 328.03 328.04 328.05 328.06 328.07 328.08 328.09 328.10 328.11 328.12 328.13 328.14 328.15 328.16 328.17 328.18 328.19 328.20 328.21 328.22 328.23 Primary (cfs) 0.92 0.94 0.95 0.96 0.98 0.99 1.00 1.02 1.03 1.04 1.05 1.07 1.08 1.09 1.10 1.11 1.12 1.14 1.15 1.17 1.21 1.26 1.31 1.36 1.43 1.49 1.56 1.64 1.72 1.80 1.88 1.97 2.06 2.15 2.25 2.35 2.45 2.55 2.66 2.77 2.89 3.01 3.13 3.25 3.38 3.51 3.64 3.78 3.92 4.06 4.20 4.35 Elevation (feet) 328.24 328.25 Primary (cfs) 4.49 4.65 Page 143 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40H Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SP: Pond 3 Elevation (feet) 327.20 327.22 327.24 327.26 327.28 327.30 327.32 327.34 327.36 327.38 327.40 327.42 327.44 327.46 327.48 327.50 327.52 327.54 327.56 327.58 327.60 327.62 327.64 327.66 327.68 327.70 327.72 327.74 327.76 327.78 327.80 327.82 327.84 327.86 327.88 327.90 327.92 327.94 327.96 327.98 328.00 328.02 328.04 328.06 328.08 328.10 328.12 328.14 328.16 328.18 328.20 328.22 Surface (sq-ft) 0 30 59 94 133 172 211 250 290 329 368 407 446 486 525 564 661 758 855 952 1,049 1,146 1,243 1,340 1,437 1,534 1,631 1,728 1,906 2,167 2,428 2,689 2,950 3,211 3,472 3,733 3,994 4,255 4,516 4,777 5,038 5,399 5,759 6,120 6,480 6,841 7,201 7,562 7,922 8,283 8,644 9,004 Storage (cubic-feet) 0 0 1 3 5 8 12 16 22 28 35 43 51 61 71 82 94 108 124 142 162 184 208 234 262 291 323 357 393 433 479 530 587 648 715 787 865 947 1,035 1,128 1,226 1,330 1,442 1,561 1,687 1,820 1,960 2,108 2,263 2.425 2,594 2,770 Elevation (feet) 328.24 Surface (sq-ft) 9,365 Storage (cubic-feet) 2,954 Page 144 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Link 11 L: Point of Study at Luther Inflow Area= 3.272 ac, Inflow Depth> 6.91" for 25-Year event Inflow = 14.07 cfs@ 12.30 hrs, Volume= 1.883 af Page 145 1/13/2009 Primary = 14.07 cfs@ 12.30 hrs, Volume= 1.883 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 11 L: Point of Study at Luther Hydrograph 14.07 cfs Inflow Area=3.272 ac .. ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) -Inflow -Primary Drainage Design Type 11124-hr 25-Year Rainfall=8.40H Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.bO sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Inflow (cfs) 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.03 0.04 0.10 0.13 0.16 0.19 0.24 0.30 0.36 0.45 0.57 0.71 0.85 1.06 1.42 2.04 5.67 11.47 4.07 2.28 1.73 1.33 1.12 0.95 0.80 0.68 0.61 0.54 0.47 0.43 0.40 0.38 0.36 0.35 0.33 0.32 0.30 0.28 0.27 0.25 0.24 Hydrograph for Link 11 L: Point of Study at Luther Elevation (feet) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Primary (cfs) 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.03 0.04 0.10 0.13 0.16 0.19 0.24 0.30 0.36 0.45 0.57 0.71 0.85 1.06 1.42 2.04 5.67 11.47 4.07 2.28 1.73 1.33 1.12 0.95 0.80 0.68 0.61 0.54 0.47 0.43 0.40 0.38 0.36 0.35 0.33 0.32 0.30 0.28 0.27 0.25 0.24 Page 146 1/13/2009 Drainage Design Type Ill 24-hr 25-Ye ar Rainfall=B.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Inflow Area= 1.528 ac, Inflow Depth> 7.42" for 25-Year event Inflow = 6.89 cfs@ 12.23 hrs, Volume= 0.945 af Page 147 1/13/2009 Primary = 6.89 cfs@ 12.23 hrs, Volume= 0.945 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Hydrograph 6.89 cfs 7 Inflow Area=1.528 ac 6 5 3 01.:L.~ ............ ..-.......,;;;;:;;:~ .. ;;:;;~ .. ;.:.....,_,.,. .............................................. ....=:::=::;::;:=::;;;;:;:;;;;:;:;;;l 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ~ ~ Drainage Design Type Ill 24-hr 25-Year Rainfal/=8.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.03 0.03 0.09 0.10 0.12 0.14 0.17 0.20 0.24 0.29 0.36 0.43 0.51 0.62 0.76 1.10 2.73 4.91 2.03 1.22 0.91 0.65 0.52 0.44 0.37 0.31 0.28 0.25 0.22 0.20 0.19 0.18 0.17 0.16 0.15 0.15 0.14 0.13 0.13 0.12 0.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.03 0.03 0.09 0.10 0.12 0.14 0.17 0.20 0.24 0.29 0.36 0.43 0.51 0.62 0.76 1.10 2.73 4.91 2.03 1.22 0.91 0.65 0.52 0.44 0.37 0.31 0.28 0.25 0.22 0.20 0.19 0.18 0.17 0.16 0.15 0.15 0.14 0.13 0.13 0.12 0.11 Page 148 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfall=BAOH Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 1 SL: Channel Flow (Pond 3 and Basin 4) Inflow Area = 0.893 ac, Inflow Depth> 7.24" for 25-Year event Inflow = 4.48 cfs @ 12.20 hrs, Volume= 0.539 af Primary = 4.48 cfs@ 12.20 hrs, Volume= 0.539 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 4 3 2 Link 1 SL: Channel Flow (Pond 3 and Basin 4) Hydrograph 4.48 cfs Inflow Area=0.893 ac ol.. ...................... ,..,..""""'i=;:;;:;:;:;:;::;:;:;::;:;:;:;:;;;:::..,~..,.,...~-~.~-,.,.,.,.,.,...........,.....,;:::;::;;:;;;:;;:;:;:;;,.,:;;:;.~,:;:;:;:;;;:;:;:~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) Page 149 1/13/2009 Drainage Design Type Ill 24-hr 25-Year Rainfall=B.40" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Link 15L: Channel Flow (Pond 3 and Basin 4) Time Inflow Elevation Primary {hours} {cfs} {feet} {cfs} 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.50 0.01 0.00 0.01 3.00 0.01 0.00 0.01 3.50 0.02 0.00 0.02 4.00 0.03 0.00 0.03 4.50 0.03 0.00 0.03 5.00 0.04 0.00 0.04 5.50 0.05 0.00 0.05 6.00 0.06 0.00 0.06 6.50 0.07 0.00 0.07 7.00 0.09 0.00 0.09 7.50 0.10 0.00 0.10 8.00 0.12 0.00 0.12 8.50 0.15 0.00 0.15 9.00 0.19 0.00 0.19 9.50 0.24 0.00 0.24 10.00 0.28 0.00 0.28 10.50 0.35 0.00 0.35 11.00 0.44 0.00 0.44 11.50 0.67 0.00 0.67 12.00 1.93 0.00 1.93 12.50 2.75 0.00 2.75 13.00 1.14 0.00 1.14 13.50 0.49 0.00 0.49 14.00 0.40 0.00 0.40 14.50 0.34 0.00 0.34 15.00 0.29 0.00 0.29 15.50 0.25 0.00 0.25 16.00 0.21 0.00 0.21 16.50 0.18 0.00 0.18 17.00 0.16 0.00 0.16 17.50 0.14 0.00 0.14 18.00 0.13 0.00 0.13 18.50 0.12 0.00 0.12 19.00 0.11 0.00 0.11 19.50 0.10 0.00 0.10 20.00 0.10 0.00 0.10 20.50 0.09 0.00 0.09 21.00 0.09 0.00 0.09 21.50 0.09 0.00 0.09 22.00 0.08 0.00 0.08 22.50 0.08 0.00 0.08 23.00 0.07 0.00 0.07 23.50 0.07 0.00 0.07 24.00 0.06 0.00 0.06 Page 150 1/13/2009 Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Page 151 1/13/2009 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1S: Existing Runoff Area=80,158 sf Runoff Depth>6.67'' Flow Length=369' Slope=0.0120 'f Tc=15.2 min CN=75 Runoff=10.79 cfs 1.023 af Subcatchment 3S: Basin 1 Runoff Area=0.635 ac Runoff Depth>9.18" Flow Length=236' Slope=0.0100 ·r Tc=10.0 min CN=95 Runoff=5.32 cfs 0.486 af Subcatchment 45: Basin 4 Runoff Area=0.254 ac Runoff Depth>7.82" Flow Length=340' Slope=0.0110 'f Tc=11 .2 min CN=84 Runoff=1 .88 cfs 0.166 af Subcatchment SS: Basin 2 Runoff Area=0.221 ac Runoff Depth>7.57" Flow Length=216' Slope=0.0067 ·r Tc=10.7 min CN=82 Runoff=1 .63 cfs 0.139 af Subcatchment 9S: Basin 3 Runoff Area=0.639 ac Runoff Depth>8.94" Flow Length=291' Slope=0.0530 ·r Tc=10.0 min CN=93 Runoff=5.30 cfs 0.476 af Subcatchment 10S: Basin 5 (Luther St.) Runoff Area=1 .523 ac Runoff Depth>7.92" Flow Length=1 , 106' Slope=0.0110 'f Tc=27.8 min CN=85 Runoff=7.98 cfs 1.006 af Pond 2P: Pond 1 Pond 6P: Pond 2 Pond SP: Pond 3 Link 11 L: Point of Study at Luther Peak Elev=327.31' Storage=4,094 cf lnflow=5.32 cfs 0.486 af Outflow=3.17 cfs 0.480 af Peak Elev=327.95' Storage=789 cf lnflow=1 .63 cfs 0.139 af Outflow=1 .38 cfs 0.129 af Peak Elev=328.19' Storage=2,483 cf lnflow=5.30 cfs 0.476 af Outflow=3.74 cfs 0.476 af lnflow=16.89 cfs 2.256 at Primary=16.89 cfs 2.256 af Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) lnflow=8.36 cfs 1.121 af Primary=8.36 cfs 1.121 af Link 15L: Channel Flow (Pond 3 and Basin 4) lnflow=5.37 cfs 0.641 af Primary=S.37 cfs 0.641 af Total Runoff Area = 5.112 ac Runoff Volume = 3.296 af Average Runoff Depth = 7 .74"' 68.10% Pervious Area= 3.481 ac 31.90% Impervious Area= 1.631 ac Drainage Design Type 11124-hr 50-Year Rainfal/=9.BOH Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1 S: Existing Runoff = 10.79 cfs@ 12.21 hrs, Volume= 1.023 af, Depth> 6.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type 11124-hr 50-Year Rainfall=9.80" Area (sf) CN Description 80, 158 75 Natural Grasslands 80, 158 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 369 0.0120 0.41 Lag/CN Method, Subcatchment 15: Existing Hydrograph 10 Type Ill 24-hr 50-Year Rainfall=9.80" Runoff Area=SO, 158 sf Runoff Volume=1.023 af Runoff Depth>6.67" Flow Length=369' 4 Slope=0.0120 '/' 3 Tc=15.2 min 2 CN=75 10.79 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 152 1113/2009 I-Runoff~ Drainage Design Type 11124-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) O.QO 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.36 0.42 0.49 0.56 0.63 0.71 0.79 0.89 1.00 1.12 1.26 1.43 1.63 1.85 2.12 2.45 2.92 4.90 6.88 7.35 7.68 7.95 8.17 8.37 8.54 8.68 8.80 8.91 9.01 9.09 9.17 9.24 9.31 9.38 9.44 9.50 9.56 9.61 9.66 9.71 9.76 9.80 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.09 0.14 0.21 0.31 0.44 0.62 0.91 2.37 4.04 4.46 4.75 4.99 5.20 5.38 5.53 5.66 5.77 5.87 5.96 6.04 6.11 6.18 6.24 6.30 6.36 6.41 6.47 6.52 6.56 6.61 6.65 6.69 Hydrograph for Subcatchment 15: Existing Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.03 0.06 0.09 0.13 0.20 0.27 0.36 0.49 0.67 1.09 4.79 5.31 1.56 1.09 0.89 0.76 0.66 0.57 0.48 0.41 0.37 0.33 0.29 0.26 0.25 0.24 0.22 0.21 0.20 0.19 0.19 0.18 0.17 0.16 0.15 Page 153 1/13/2009 Drainage Design Type 11124-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 35: Basin 1 Runoff = 5.32 cfs@ 12.13 hrs, Volume= 0.486 af, Depth> 9.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 50-Year Rainfall=9.80" Area (ac) CN Description 0.089 75 landscaped Area 0.546 98 Impervious Area 0.635 95 Weighted Average 0.089 Pervious Area 0.546 Impervious Area Tc length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 236 0.0100 0.70 Lag/CN Method, 5.6 236 Total, Increased to minimum Tc= 10.0 min 5ubcatchment 35: Basin 1 Hydrograph 5.32 cfs 5 Type Ill 24-hr 50-Year Rainfall=9.80" 4 2 Runoff Area=0.635 ac R~noff Volume=0.486 af Runoff Depth>9.18" Flow Length=236' Slope=0.0100 '/' Tc=10.0 min CN=95 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) Page 154 1/13/2009 Drainage Design Type 11124-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 35: Basin 1 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.36 0.42 0.49 0.56 0.63 0.71 0.79 0.89 1.00 1.12 1.26 1.43 1.63 1.85 2.12 2.45 2.92 4.90 6.88 7.35 7.68 7.95 8.17 8.37 8.54 8.68 8.80 8.91 9.01 9.09 9.17 9.24 9.31 9.38 9.44 9.50 9.56 9.61 9.66 9.71 9.76 9.80 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.08 0.12 0.16 0.21 0.26 0.32 0.39 0.47 0.56 0.67 0.79 0.95 1.13 1.34 1.60 1.91 2.37 4.32 6.29 6.75 7.08 7.35 7.57 7.77 7.94 8.08 8.20 8.31 8.41 8.49 8.57 8.64 8.71 8.78 8.84 8.90 8.95 9.01 9.06 9.11 9.15 9.20 0.00 0.00 0.00 0.01 0.01 0.02 0.03 0.04 0.05 0.06 0.06 0.07 0.08 0.09 0.11 0.12 0.14 0.17 0.20 0.24 0.28 0.34 0.42 0.64 2.84 1.61 0.54 0.40 0.33 0.28 0.25 0.21 0.17 0.15 0.14 0.12 0.10 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.06 0.06 0.06 0.05 Page 155 1/13/2009 Drainage Design Type Ill 24-hr 50-Year Rainfa/1=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 45: Basin 4 Runoff = 1.88 cfs@ 12.15 hrs, Volume= 0.166 af, Depth> 7.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr SO-Year Rainfall=9.80" Area (ac) CN Description 0.157 75 Landscaped Area 0.097 98 Impervious Area 0.254 84 Weighted Average 0.157 Pervious Area 0.097 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 340 0.0110 0.51 Lag/CN Method, 2 Subcatchment 45: Basin 4 Hydrograph Type Ill 24-hr 50-Year Rainfall=9.80" Runoff Area=0.254 ac Runoff Volume=0.166 af Runoff Depth>7.82" Flow Length=340' Slope=0.0110 '/' Tc=11.2 min CN=84 1.88 cfs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 156 1/13/2009 Drainage Design Type 11124-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.36 0.42 0.49 0.56 0.63 0.71 0.79 0.89 1.00 1.12 1.26 1.43 1.63 1.85 2.12 2.45 2.92 4.90 6.88 7.35 7.68 7.95 8.17 8.37 8.54 8.68 8.80 8.91 9.01 9.09 9.17 9.24 9.31 9.38 9.44 9.50 9.56 9.61 9.66 9.71 9.76 9.80 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.03 0.05 0.07 0.11 0.15 0.21 0.28 0.37 0.49 0.64 0.83 1.08 1.45 3.18 5.03 5.47 5.79 6.05 6.26 6.45 6.62 6.75 6.87 6.98 7.07 7.15 7.22 7.30 7.36 7.43 7.49 7.54 7.60 7.65 7.70 7.75 7.79 7.83 Hydrograph for Subcatchment 45: Basin 4 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.06 0.08 0.10 0.13 0.21 0.95 0.65 0.21 0.16 0.13 0.11 0.10 0.08 0.07 0.06 0.05 0.05 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 Page 157 1/13/2009 Drainage Design Type /II 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment SS: Basin 2 Runoff = 1.63 cfs@ 12.14 hrs, Volume= 0.139 af, Depth> 7.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 50-Year Rainfall=9.80" Area (ac) CN Description 0.151 75 Landscaped Area 0.070 98 Impervious Area 0.221 82 Weighted Average 0.151 Pervious Area 0.070 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 216 0.0067 0.34 Lag/CN Method, Subcatchment SS: Basin 2 Hydrograph Type Ill 24-hr 50-Year Rainfall=9.80" Runoff Area=0.221 ac Runoff Volume=0.139 af Runoff Depth>7.57" Flow Length=216' Slope=0.0067 '/' Tc=10.7 min CN=82 1.63 cfs o-1.-. .................... .,.....,...~.......-w.......,;;;;;:;;:;:;:;:;:;::;;;::....,.._.,.......,.........,...~::;:;;;;;:;:;:;:;:;:;:;:;:;:;;:;:;:;::;:;:;;:;:~.~--~.~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 158 1/13/2009 I-Runoff. Drainage Design Type 11124-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.36 0.42 0.49 0.56 0.63 0.71 0.79 0.89 1.00 1.12 1.26 1.43 1.63 1.85 2.12 2.45 2.92 4.90 6.88 7.35 7.68 7.95 8.17 8.37 8.54 8.68 8.80 8.91 9.01 9.09 9.17 9.24 9.31 9.38 9.44 9.50 9.56 9.61 9.66 9.71 9.76 9.80 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.05 0.08 0.11 0.16 0.22 0.31 0.42 0.55 0.73 0.96 1.32 2.99 4.80 5.25 5.55 5.81 6.02 6.21 6.38 6.51 6.63 6.73 6.82 6.90 6.98 7.05 7.11 7.18 7.24 7.29 7.35 7.40 7.45 7.50 7.54 7.58 Hydrograph for Subcatchment 55: Basin 2 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.06 0.08 0.11 0.17 0.82 0.54 0.18 0.13 0.11 0.09 0.08 0.07 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 Page 159 1/13/2009 Drainage Design Type 11124-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 95: Basin 3 Runoff = 5.30 cfs @ 12.13 hrs, Volume= 0.476 af, Depth> 8.94" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 50-Year Rainfall=9.80" Area (ac) 0.144 0.495 0.639 0.144 0.495 CN Description 75 Landscape Area 98 Impervious Area 93 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 291 0.0530 1.53 Lag/CN Method, 3.2 291 Total, Increased to minimum Tc= 10.0 min 5ubcatchment 95: Basin 3 Hydrograph s-Type Ill 24-hr 50-Year Rainfall=9.80" 4 2 Runoff Area=0.639 ac Runoff Volume=0.476 af Runoff Depth>S.94" Flow Length=291' Slope=0.0530 '/' Tc=10.0 min CN=93 5.30 cfs ' ' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 160 1/13/2009 Drainage Design Type 11124-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.36 0.42 0.49 0.56 0.63 0.71 0.79 0.89 1.00 1.12 1.26 1.43 1.63 1.85 2.12 2.45 2.92 4.90 6.88 7.35 7.68 7.95 8.17 8.37 8.54 8.68 8.80 8.91 9.01 9.09 9.17 9.24 9.31 9.38 9.44 9.50 9.56 9.61 9.66 9.71 9.76 9.80 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.07 0.10 0.14 0.19 0.24 0.29 0.36 0.45 0.54 0.66 0.80 0.98 1.18 1.43 1.73 2.18 4.10 6.05 6.52 6.84 7.11 7.34 7.53 7.70 7.84 7.96 8.07 8.17 8.25 8.33 8.40 8.47 8.53 8.59 8.65 8.71 8.76 8.81 8.86 8.91 8.95 Hydrograph for Subcatchment 95: Basin 3 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.04 0.05 0.06 0.07 0.08 0.09 0.11 0.13 0.16 0.19 0.23 0.27 0.33 0.41 0.63 2.82 1.61 0.55 0.41 0.33 0.28 0.25 0.21 0.17 0.15 0.14 0.12 0.11 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.07 0.06 0.06 0.05 Page 161 1/13/2009 Drainage Design Type 11124-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 10S: Basin 5 (Luther St) Runoff = 7.98 cfs @ 12.38 hrs, Volume= 1.006 af, Depth> 7.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 50-Year Rainfall=9.80" Area (ac) CN Description 98 Impervious Cover 0.423 1.100 80 Mix Lanscape and Impervious Cover 1.523 1.100 0.423 85 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 1,106 0.0110 0.66 Lag/CN Method, 8 7 6 3 2- Subcatchment 10S: Basin 5 (Luther St.) Hydrograph Type Ill 24-hr 50-Year Rainfall=9.80" Runoff Area=1.523 ac Runoff Volume=1.006 af Runoff Depth>7.92" Flow Length=1, 106' Slope=0.0110 '/' Tc=27.8 min CN=85 7.98 cfs o.:l.... .................... ....._,,,_._.,.i;;;;;:;::;~ .. ;:;;;;:;::::::...,.......,........, .............................. ..:=::::::::::::;:::;:;;;;:;:;:;;:;:;:;:;:;;I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 162 1/13/2009 I-Runoff~ Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 105: Basin 5 (Luther St) Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.36 0.42 0.49 0.56 0.63 0.71 0.79 0.89 1.00 1.12 1.26 1.43 1.63 1.85 2.12 2.45 2.92 4.90 6.88 7.35 7.68 7.95 8.17 8.37 8.54 8.68 8.80 8.91 9.01 9.09 9.17 9.24 9.31 9.38 9.44 9.50 9.56 9.61 9.66 9.71 9.76 9.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.04 0.06 0.09 0.12 0.17 0.23 0.31 0.41 0.53 0.69 0.89 1.14 1.52 3.28 5.14 5.59 5.90 6.16 6.38 6.57 6.74 6.87 6.99 7.10 7.19 7.27 7.35 7.42 7.49 7.55 7.61 7.67 7.72 7.78 7.83 7.87 7.92 7.96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.03 0.04 0.06 0.08 0.10 0.13 0.17 0.21 0.28 0.36 0.44 0.55 0.71 1.00 2.90 7.10 2.23 1.12 0.86 0.71 0.62 0.53 0.45 0.38 0.34 0.30 0.27 0.24 0.22 0.21 0.20 0.19 0.18 0.17 0.16 0.16 0.15 0.14 0.13 Page 163 1/13/2009 Drainage Design Type 11124-hr 50-Year Rainfa/1=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAO Software Solutions LLC Inflow Area= Inflow = Pond 2P: Pond 1 for 50-Year event 0.486 af Page 164 1/13/2009 Outflow = Primary = 0.635 ac, Inflow Depth > 9.18" 5.32 cfs @ 12.13 hrs, Volume= 3.17 cfs@ 12.28 hrs, Volume= 3.17 cfs@ 12.28 hrs, Volume= 0.480 af, Atten= 40%, Lag= 9.1 min 0.480 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 327.31'@ 12.28 hrs Surf.Area= 9,664 sf Storage= 4,094 cf Plug-Flow detention time= 30.8 min calculated for 0.480 af (99% of inflow) Center-of-Mass det. time= 22.5 min ( 778.2 -755.7) Volume Invert Avail.Storage Storage Description #1 325.70' 6, 146 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 325.70 325.75 326.00 326.25 326.50 326.75 327.00 327.25 327.50 Device #1 #2 Routing Primary Primary 0 33 652 1,267 1,421 1,681 4,623 8,845 12, 153 0 1 86 240 336 388 788 1,684 2,625 0 1 86 326 662 1,050 1,838 3,522 6,146 Invert Outlet Devices 325.70' 0.58' W x 0.33' H Vert. Orifice/Grate C= 0.600 327.00' 5.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=3.16 cfs@ 12.28 hrs HW=327.31' TW=326.20' (Fixed TW Elev= 326.20') t1=0rifice/Grate (Orifice Controls 0.97 cfs @ 5.08 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 2.19 cfs @ 1.41 fps) Drainage Design Type 11124-hr 50-Year Rainfal/=9.BOn Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC c 0 ;:; OS > G> iii 5 4 2 327 326 0 Pond 2P: Pond 1 Hydrograph Inflow Area=0.635 ac Peak Elev=327 .31' Storage=4,094 cf 5.32 cfs 3.17 cfs 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) OnfiC&'Grate 2 Pond 2P: Pond 1 Stage-Discharge 3 Discharge (cfs) 4 5 Page 165 1/13/2009 I-Primary~ Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC c 0 ~ > • iii 0 1,000 2,000 3,000 Pond 2P: Pond 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 . . 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 Storage (cubic-feet) Page 166 1/13/2009 Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 _s/n 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Pond 1 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.01 0.01 0.02 0.03 0.04 0.05 0.06 0.06 0.07 0.08 0.09 0.11 0.12 0.14 0.17 0.20 0.24 0.28 0.34 0.42 0.64 2.84 1.61 0.54 0.40 0.33 0.28 0.25 0.21 0.17 0.15 0.14 0.12 0.10 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.06 0.06 0.06 0.05 0 0 0 3 22 56 105 168 247 270 271 273 275 278 283 287 292 302 319 341 367 408 477 635 1,994 3,600 2,120 1,428 838 500 381 339 315 301 293 288 284 281 280 279 277 276 275 274 274 273 272 271 270 325.70 325.70 325.70 325.78 325.87 325.95 326.03 326.10 326.18 326.20 326.20 326.21 326.21 326.21 326.21 326.22 326.22 326.23 326.24 326.26 326.28 326.31 326.37 326.48 327.03 327.26 327.06 326.90 326.62 326.38 326.29 326.26 326.24 326.23 326.22 326.22 326.22 326.21 326.21 326.21 326.21 326.21 326.21 326.21 326.21 326.21 326.20 326.20 326.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05 0.06 0.07 0.08 0.09 0.10 0.12 0.14 0.16 0.19 0.23 0.26 0.31 0.38 0.49 0.91 2.58 1.01 0.77 0.60 0.39 0.28 0.23 0.19 0.16 0.14 0.12 0.11 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.07 0.06 0.06 0.05 Page 167 1/13/2009 Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 168 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Stage-Discharge for Pond 2P: Pond 1 Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet} (cfs} (feet} (cfs} (feet} (cfs} (feet} (cfs} 325.70 0.00 326.22 0.13 326.74 0.68 327.26 2.59 325.71 0.00 326.23 0.16 326.75 0.68 327.27 2.70 325.72 0.00 326.24 0.18 326.76 0.69 327.28 2.81 325.73 0.00 326.25 0.21 326.77 0.70 327.29 2.92 325.74 0.00 326.26 0.23 326.78 0.70 327.30 3.03 325.75 0.00 326.27 0.24 326.79 0.71 327.31 3.14 325.76 0.00 326.28 0.26 326.80 0.71 327.32 3.26 325.77 0.00 326.29 0.28 326.81 0.72 327.33 3.38 325.78 0.00 326.30 0.29 326.82 0.73 327.34 3.50 325.79 0.00 326.31 0.31 326.83 0.73 327.35 3.62 325.80 0.00 326.32 0.32 326.84 0.74 327.36 3.75 325.81 0.00 326.33 0.33 326.85 0.74 327.37 3.88 325.82 0.00 326.34 0.34 326.86 0.75 327.38 4.01 325.83 0.00 326.35 0.36 326.87 0.75 327.39 4.14 325.84 0.00 326.36 0.37 326.88 0.76 327.40 4.27 325.85 0.00 326.37 0.38 326.89 0.77 327.41 4.41 325.86 0.00 326.38 0.39 326.90 0.77 327.42 4.54 325.87 0.00 326.39 0.40 326.91 0.78 327.43 4.68 325.88 0.00 326.40 0.41 326.92 0.78 327.44 4.82 325.89 0.00 326.41 0.42 326.93 0.79 327.45 4.96 325.90 0.00 326.42 0.43 326.94 0.79 327.46 5.11 325.91 0.00 326.43 0.44 326.95 0.80 327.47 5.25 325.92 0.00 326.44 0.45 326.96 0.80 327.48 5.40 325.93 0.00 326.45 0.46 326.97 0.81 327.49 5.55 325.94 0.00 326.46 0.47 326.98 0.81 327.50 5.70 325.95 0.00 326.47 0.48 326.99 0.82 325.96 0.00 326.48 0.49 327.00 0.82 325.97 0.00 326.49 0.50 327.01 0.84 325.98 0.00 326.50 0.50 327.02 0.87 325.99 0.00 326.51 0.51 327.03 0.90 326.00 0.00 326.52 0.52 327.04 0.94 326.01 0.00 326.53 0.53 327.05 0.99 326.02 0.00 326.54 0.54 327.06 1.03 326.03 0.00 326.55 0.55 327.07 1.09 326.04 0.00 326.56 0.55 327.08 1.14 326.05 0.00 326.57 0.56 327.09 1.20 326.06 0.00 326.58 0.57 327.10 1.26 326.07 0.00 326.59 0.58 327.11 1.32 326.08 0.00 326.60 0.58 327.12 1.39 326.09 0.00 326.61 0.59 327.13 1.46 326.10 0.00 326.62 0.60 327.14 1.53 326.11 0.00 326.63 0.60 327.15 1.61 326.12 0.00 326.64 0.61 327.16 1.68 326.13 0.00 326.65 0.62 327.17 1.76 326.14 0.00 326.66 0.63 327.18 1.84 326.15 0.00 326.67 0.63 327.19 1.93 326.16 0.00 326.68 0.64 327.20 2.01 326.17 0.00 326.69 0.65 327.21 2.10 326.18 0.00 326.70 0.65 327.22 2.20 326.19 0.00 326.71 0.66 327.23 2.29 326.20 0.00 326.72 0.66 327.24 2.39 326.21 0.09 326.73 0.67 327.25 2.49 Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 169 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Stage-Area-Storage for Pond 2P: Pond 1 Elevation Surface Storage Elevation Surface Storage {feet} {sg-ft} {cubic-feet} {feet} {sg-ft} {cubic-feet} 325.70 0 0 326.74 1,671 1,033 325.72 13 0 326.76 1,799 1,067 325.74 26 1 326.78 2,034 1,106 325.76 58 1 326.80 2,269 1,149 325.78 107 3 326.82 2,505 1,197 325.80 157 6 326.84 2,740 1,249 325.82 206 9 326.86 2,975 1,306 325.84 256 14 326.88 3,211 1,368 325.86 305 19 326.90 3,446 1,435 325.88 355 26 326.92 3,682 1,506 325.90 404 34 326.94 3,917 1,582 325.92 454 42 326.96 4,152 1,663 325.94 503 52 326.98 4,388 1,748 325.96 553 62 327.00 4,623 1,838 325.98 602 74 327.02 4,961 1,934 326.00 652 86 327.04 5,299 2,037 326.02 701 100 327.06 5,636 2,146 326.04 750 114 327.08 5,974 2,262 326.06 800 130 327.10 6,312 2,385 326.08 849 146 327.12 6,650 2,514 326.10 898 164 327.14 6,987 2,651 326.12 947 182 327.16 7,325 2,794 326.14 996 202 327.18 7,663 2,944 326.16 1,046 222 327.20 8,001 3,100 326.18 1,095 244 327.22 8,338 3,264 326.20 1,144 266 327.24 8,676 3,434 326.22 1,193 289 327.26 8,977 3,611 326.24 1,242 314 327.28 9,242 3,793 326.26 1,273 339 327.30 9,507 3,980 326.28 1,285 365 327.32 9,771 4,173 326.30 1,298 390 327.34 10,036 4,371 326.32 1,310 417 327.36 10,301 4,575 326.34 1,322 443 327.38 10,565 4,783 326.36 1,335 469 327.40 10,830 4,997 326.38 1,347 496 327.42 11,094 5,216 326.40 1,359 523 327.44 11,359 5,441 326.42 1,372 551 327.46 11,624 5,671 326.44 1,384 578 327.48 11,888 5,906 326.46 1,396 606 327.50 12,153 6,146 326.48 1,409 634 326.50 1,421 662 326.52 1,442 691 326.54 1,463 720 326.56 1,483 749 326.58 1,504 779 326.60 1,525 810 326.62 1,546 840 326.64 1,567 871 326.66 1,587 903 326.68 1,608 935 326.70 1,629 967 326.72 1,650 1,000 Drainage Design Type 11124-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Inflow Area= Inflow = Pond 6P: Pond 2 for 50-Year event 0.139 af Page 170 1/13/2009 Outflow = Primary = 0.221 ac, Inflow Depth> 7.57" 1.63 cfs @ 12.14 hrs, Volume= 1.38 cfs@ 12.21 hrs, Volume= 1.38 cfs@ 12.21 hrs, Volume= 0.129 af, Atten= 15%, Lag= 4.2 min 0.129 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 327.95'@ 12.21 hrs Surf.Area= 2,288 sf Storage= 789 cf Plug-Flow detention time= 62.2 min calculated for 0.129 af {93% of inflow) Center-of-Mass det. time= 23.8 min { 818.0 -794.2) Volume Invert Avail.Storage Storage Description #1 327.29' 895 cf Custom Stage Data (Prismatic) Listed below {Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 327.29 327.50 327.75 328.00 Device Routing #1 Primary 0 733 1,697 2,419 0 77 304 515 Invert Outlet Devices 0 77 381 895 327.29' Custom Weir/Orifice, C= 2.62 Head {feet) 0.00 0.72 Width {feet) 0.50 2.00 Primary OutFlow Max=1.38 cfs@ 12.21 hrs HW=327.95' TW=327.79' (Fixed TW Elev= 327.79') L1=Custom Weir/Orifice {Weir Controls 1.38 cfs@ 1.75 fps) Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC ~ GI ~327.7 Pond 6P: Pond 2 Hydrograph Inflow Area=0.221 a~-,.-, Peak Elev=327 .95' Storage=789 cf 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 6P: Pond 2 Stage-Discharge 327.3 Custom Weir/OiifiCe 0 1 Discharge (cfs) Page 171 1/13/2009 -Inflow -Primary I-Primary~ Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.BOH Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Page 172 1/13/2009 ~7.6 Ill ~327.6 iii 327.55 Pond 6P: Pond 2 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 -Surface ........ __._......, ............... .......,_._ ........ _._....____..........,. ....................... _._~.-·-· ....... · ............... _._ ......... _._....____._......, ........ ...._......__. ___ • ......._......_....., -Storage 0 100 200 300 400 500 600 700 800 Storage (cubic-feet) Drainage Design Type 11124-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Inflow (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.06 0.08 0.11 0.17 0.82 0.54 0.18 0.13 0.11 0.09 0.08 0.07 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 Storage (cubic-feet) 0 0 0 0 0 0 0 0 0 0 3 9 19 33 53 80 115 161 222 303 405 455 456 459 556 576 461 457 456 455 455 454 454 453 453 453 453 452 452 452 452 452 452 452 452 452 452 452 452 Hydrograph for Pond 6P: Pond 2 Elevation (feet) 327.29 327.29 327.29 327.29 327.29 327.29 327.29 327.29 327.29 327.30 327.33 327.36 327.39 327.43 327.46 327.50 327.55 327.59 327.64 327.70 327.76 327.79 327.79 327.79 327.85 327.86 327.80 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 Primary (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08 0.11 0.17 0.66 0.73 0.19 0.13 0.11 0.09 0.08 0.07 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 Page 173 1/13/2009 Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Elevation (feet) 327.29 327.30 327.31 327.32 327.33 327.34 327.35 327.36 327.37 327.38 327.39 327.40 327.41 327.42 327.43 327.44 327.45 327.46 327.47 327.48 327.49 327.50 327.51 327.52 327.53 327.54 327.55 327.56 327.57 327.58 327.59 327.60 327.61 327.62 327.63 327.64 327.65 327.66 327.67 327.68 327.69 327.70 327.71 327.72 327.73 327.74 327.75 327.76 327.77 327.78 327.79 327.80 Primary (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.26 Stage-Discharge for Pond 6P: Pond 2 Elevation (feet) 327.81 327.82 327.83 327.84 327.85 327.86 327.87 327.88 327.89 327.90 327.91 327.92 327.93 327.94 327.95 327.96 327.97 327.98 327.99 328.00 328.01 Primary (cfs) 0.37 0.46 0.54 0.62 0.69 0.76 0.83 0.90 0.96 1.03 1.09 1.16 1.22 1.29 1.35 1.42 1.49 1.55 1.62 1.69 1.76 Page 174 1/13/2009 Drainage Design Type 11124-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 6P: Pond 2 Elevation Surface Storage Elevation Surface Storage (feet} (sg-ft} (cubic-feet} (feet} (sg-ft} (cubic-feet} 327.29 0 0 327.81 1,870 488 327.30 35 0 327.82 1,899 507 327.31 70 1 327.83 1,928 526 327.32 105 2 327.84 1,957 545 327.33 140 3 327.85 1,986 565 327.34 175 4 327.86 2,015 585 327.35 209 6 327.87 ?.044 605 327.36 244 9 327.88 2,072 626 327.37 279 11 327.89 2,101 647 327.38 314 14 327.90 2,130 668 327.39 349 17 327.91 2,159 689 327.40 384 21 327.92 2,188 711 327.41 419 25 327.93 2,217 733 327.42 454 29 327.94 2,246 755 327.43 489 34 327.95 2,275 778 327.44 524 39 327.96 2,303 801 327.45 558 45 327.97 2,332 824 327.46 593 50 327.98 2,361 847 327.47 628 57 327.99 2,390 871 327.48 663 63 328.00 2,419 895 327.49 698 70 328.01 2,419 895 327.50 733 77 327.51 772 84 327.52 810 92 327.53 849 101 327.54 887 109 327.55 926 118 327.56 964 128 327.57 1,003 138 327.58 1,041 148 327.59 1,080 159 327.60 1,119 170 327.61 1,157 181 327.62 1,196 193 327.63 1,234 205 327.64 1,273 217 327.65 1,311 230 327.66 1,350 244 327.67 1,389 257 327.68 1,427 271 327.69 1,466 286 327.70 1,504 301 327.71 1,543 316 327.72 1,581 332 327.73 1,620 348 327.74 1,658 364 327.75 1,697 381 327.76 1,726 398 327.77 1,755 415 327.78 1,784 433 327.79 1,813 451 327.80 1,841 469 Page 175 1/13/2009 Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Inflow Area= Inflow = Pond SP: Pond 3 for SO-Year event 0.476 af Page 176 1/13/2009 Outflow = Primary = 0.639 ac, Inflow Depth > 8.94" 5.30 cfs@ 12.13 hrs, Volume= 3.74 cfs@ 12.24 hrs, Volume= 3.74 cfs@ 12.24 hrs, Volume= 0.476 af, Atten= 30%, Lag= 6.5 min 0.476 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 328.19' @ 12.24 hrs Surf.Area= 8,408 sf Storage= 2,483 cf Plug-Flow detention time= 6.2 min calculated for 0.476 at (100% of inflow) Center-of-Mass det. time= 6.0 min ( 769.3 -763.2 ) Volume Invert Avail.Storage Storage Description #1 327.20' 3,049 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet} Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 327.20 327.25 327.50 327.75 328.00 328.25 Device Routing #1 Primary #2 Primary 0 74 564 1,776 5,038 9,545 0 2 80 293 852 1,823 0 2 82 374 1,226 3,049 Invert Outlet Devices 327.21 ' 1.00' W x 0.33' H Vert. Orifice/Grate C= 0.600 327.90' 6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary Outflow Max=3.74 cfs@ 12.24 hrs HW=328.19' (Free Discharge) b=Orifice/Grate (Orifice Controls 1.43 cfs @4.33 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 2.31 cfs @ 1.34 fps) Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC c 0 ;:; • > • iii Pond SP: Pond 3 Hydrograph 5 Inflow Area=0.639 ac Peak Elev=328.19' 4 Storage=2,483 cf 2 5.30 cfs 3.74 cfs 01.l-.,.,......,.,...~.....i=;;;;;;;:;:;:;;;:;:;:;;:;:;:;;:;:;:;::::;:::..,.....,.,.,........,.,.......,.....,...,.....,.~;:::;;:;:;;:;:;:;:;;;:;:;:;;:;;;:~:;;;;;~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond SP : Pond 3 Stage-Discharge 328 0 2 3 4 Discharge (cfs) Page 177 1/13/2009 I-Primary~ Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Pond SP: Pond 3 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 0 500 1.000 1,500.2.~oo 2,500 3,ooo 3,500 4,ooo 4,500 5,ooo 5,500 6,ooo 6,500 1,000 7,500 8,ooo 8,500 9,ooo 9.~ 32 Custom S Data 0 500 1,000 1,500 Storage (cubic-feet) 2,000 2,500 3,000 Page 178 1/13/2009 -Surface -Storage Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Pond SP: Pond 3 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.04 0.05 0.06 0.07 0.08 0.09 0.11 0.13 0.16 0.19 0.23 0.27 0.33 0.41 0.63 2.82 1.61 0.55 0.41 0.33 0.28 0.25 0.21 0.17 0.15 0.14 0.12 0.11 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.07 0.06 0.06 0.05 0 0 0 0 0 1 1 2 3 3 4 5 6 7 9 11 13 17 22 28 35 46 60 103 1,027 1,n1 510 64 48 39 32 26 20 17 15 13 10 9 9 8 8 7 7 6 6 6 5 5 4 327.20 327.20 327.20 327.20 327.22 327.23 327.24 327.25 327.26 327.27 327.27 327.28 327.28 327.29 327.30 327.31 327.33 327.34 327.36 327.38 327.40 327.43 327.46 327.53 327.96 328.09 327.81 327.47 327.43 327.41 327.39 327.37 327.35 327.34 327.33 327.32 327.31 327.31 327.30 327.30 327.30 327.29 327.29 327.29 327.29 327.28 327.28 327.28 327.28 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.03 0.04 0.05 0.06 0.06 0.08 0.09 0.11 0.13 0.15 0.19 0.23 0.26 0.32 0.40 0.59 1.42 2.58 1.04 0.42 0.34 0.29 0.25 0.21 0.18 0.15 0.14 0.12 0.11 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.07 0.06 0.06 0.05 Page 179 1/13/2009 Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Elevation (feet) 327.20 327.21 327.22 327.23 327.24 327.25 327.26 327.27 327.28 327.29 327.30 327.31 327.32 327.33 327.34 327.35 327.36 327.37 327.38 327.39 327.40 327.41 327.42 327.43 327.44 327.45 327.46 327.47 327.48 327.49 327.50 327.51 327.52 327.53 327.54 327.55 327.56 327.57 327.58 327.59 327.60 327.61 327.62 327.63 327.64 327.65 327.66 327.67 327.68 327.69 327.70 327.71 Primary (cfs) 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.09 0.10 0.12 0.13 0.15 0.17 0.19 0.21 0.22 0.25 0.27 0.29 0.31 0.33 0.35 0.38 0.40 0.43 0.45 0.48 0.50 0.53 0.55 0.58 0.61 0.63 0.66 0.68 0.70 0.72 0.73 0.75 0.77 0.79 0.80 0.82 0.84 0.85 0.87 0.88 0.90 0.91 Stage-Discharge for Pond BP: Pond 3 Elevation (feet) 327.72 327.73 327.74 327.75 327.76 327.77 327.78 327.79 327.80 327.81 327.82 327.83 327.84 327.85 327.86 327.87 327.88 327.89 327.90 327.91 327.92 327.93 327.94 327.95 327.96 327.97 327.98 327.99 328.00 328.01 328.02 328.03 328.04 328.05 328.06 328.07 328.08 328.09 328.10 328.11 328.12 328.13 328.14 328.15 328.16 328.17 328.18 328.19 328.20 328.21 328.22 328.23 Primary (cfs) 0.92 0.94 0.95 0.96 0.98 0.99 1.00 1.02 1.03 1.04 1.05 1.07 1.08 1.09 1.10 1.11 1.12 1.14 1.15 1.17 1.21 1.26 1.31 1.36 1.43 1.49 1.56 1.64 1.72 1.80 1.88 1.97 2.06 2.15 2.25 2.35 2.45 2.55 2.66 2.77 2.89 3.01 3.13 3.25 3.38 3.51 3.64 3.78 3.92 4.06 4.20 4.35 Elevation (feet) 328.24 328.25 Primary (cfs) 4.49 4.65 Page 180 1/13/2009 Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SP: Pond 3 Elevation (feet) 327.20 327.22 327.24 327.26 327.28 327.30 327.32 327.34 327.36 327.38 327.40 327.42 327.44 327.46 327.48 327.50 327.52 327.54 327.56 327.58 327.60 327.62 327.64 327.66 327.68 327.70 327.72 327.74 327.76 327.78 327.80 327.82 327.84 327.86 327.88 327.90 327.92 327.94 327.96 327.98 328.00 328.02 328.04 328.06 328.08 328.10 328.12 328.14 328.16 328.18 328.20 328.22 Surface (sq-ft) 0 30 59 94 133 172 211 250 290 329 368 407 446 486 525 564 661 758 855 952 1,049 1,146 1,243 1,340 1,437 1,534 1,631 1,728 1,906 2,167 2,428 2,689 2,950 3,211 3,472 3,733 3,994 4,255 4,516 4,777 5,038 5,399 5,759 6,120 6,480 6,841 7,201 7,562 7,922 8,283 8,644 9,004 Storage (cubic-feet) 0 0 1 3 5 8 12 16 22 28 35 43 51 61 71 82 94 108 124 142 162 184 208 234 262 291 323 357 393 433 479 530 587 648 715 787 865 947 1,035 1,128 1,226 1,330 1,442 1,561 1,687 1,820 1,960 2,108 2,263 2,425 2,594 2,770 Elevation (feet) 328.24 Surface (sq-ft) 9,365 Storage (cubic-feet) 2,954 Page 181 1/13/2009 Drainage Design Type 11124-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Link 11 L: Point of Study at Luther Inflow Area= 3.272 ac, Inflow Depth> 8.27" for 50-Year event Inflow = 16.89 cfs@ 12.29 hrs, Volume= 2.256 af Primary = 16.89 cfs@ 12.29 hrs, Volume= 2.256 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 11 L: Point of Study at Luther Hydrograph 16.89 cfs Inflow Area=J.272 ac 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) Page 182 1/13/2009 Drainage Design Type Ill 24-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Inflow (cfs) 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.12 0.15 0.18 0.21 0.26 0.32 0.39 0.46 0.57 0.71 0.88 1.05 1.37 1.73 2.45 6.83 13.65 4.69 2.60 2.04 1.59 1.33 1.13 0.94 0.80 0.72 0.63 0.56 0.50 0.47 0.45 0.43 0.41 0.39 0.37 0.35 0.33 0.32 0.30 0.28 Hydrograph for Link 11 L: Point of Study at Luther Elevation (feet) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Primary (cfs) 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.12 0.15 0.18 0.21 0.26 0.32 0.39 0.46 0.57 0.71 0.88 1.05 1.37 1.73 2.45 6.83 13.65 4.69 2.60 2.04 1.59 1.33 1.13 0.94 0.80 0.72 0.63 0.56 0.50 0.47 0.45 0.43 0.41 0.39 0.37 0.35 0.33 0.32 0.30 0.28 Page 183 1/13/2009 Drainage Design Type 11124-hr 50-Year Rainfa/1=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Inflow Area = 1.528 ac, Inflow Depth> 8.80" for 50-Year event Inflow = 8.36 cfs@ 12.23 hrs, Volume= 1.121 af Page 184 1/13/2009 Primary = 8.36 cfs@ 12.23 hrs, Volume= 1.121 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 9 Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Hydrograph 8.36 cfs 8 Inflow Area=1.528 ac 7 3 2 0 . 0 1 . . ' 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) -Inflow -Primary Drainage Design Type 11124-hr 50-Year Rainfa/1=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.10 0.12 0.13 0.15 0.18 0.21 0.25 0.29 0.35 0.43 0.52 0.61 0.74 0.91 1.28 3.28 5.82 2.27 1.35 1.06 0.79 0.63 0.52 0.43 0.37 0.33 0.29 0.25 0.23 0.22 0.21 0.20 0.19 0.18 0.17 0.16 0.16 0.15 0.14 0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.10 0.12 0.13 0.15 0.18 0.21 0.25 0.29 0.35 0.43 0.52 0.61 0.74 0.91 1.28 3.28 5.82 2.27 1.35 1.06 0.79 0.63 0.52 0.43 0.37 0.33 0.29 0.25 0.23 0.22 0.21 0.20 0.19 0.18 0.17 0.16 0.16 0.15 0.14 0.13 Page 185 1/13/2009 Drainage Design Type 11124-hr 50-Year Rainfal/=9.80" Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Link 1 SL: Channel Flow (Pond 3 and Basin 4) Inflow Area = 0.893 ac, Inflow Depth> 8.62" for 50-Year event Inflow = 5.37 cfs@ 12.20 hrs, Volume= 0.641 af Page 186 1/13/2009 Primary = 5.37 cfs@ 12.20 hrs, Volume= 0.641 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 15L: Channel Flow (Pond 3 and Basin 4) Hydrograph 5.37 cfs 5-Inflow Area=0.893 ac 4 2 . ' . .., . ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) -Inflow -Primary Drainage Design Type 11124-hr 50-Year Rainfal/=9.BOn Prepared by McClure & Browne Engineering/Surveying, Inc. HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Hydrograph for Link 1 SL: Channel Flow (Pond 3 and Basin 4) Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.07 0.09 0.11 0.13 0.16 0.19 0.24 0.29 0.34 0.43 0.53 0.80 2.37 3.24 1.26 0.58 0.47 0.39 0.35 0.30 0.25 0.21 0.19 0.17 0.15 0.14 0.13 0.12 0.12 0.11 0.11 0.10 0.10 0.09 0.09 0.08 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.07 0.09 0.11 0.13 0.16 0.19 0.24 0.29 0.34 0.43 0.53 0.80 2.37 3.24 1.26 0.58 0.47 0.39 0.35 0.30 0.25 0.21 0.19 0.17 0.15 0.14 0.13 0.12 0.12 0.11 0.11 0.10 0.10 0.09 0.09 0.08 0.08 Page 187 1/13/2009 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00n Prepared by McClure & Browne Engineering/Surveying, Inc. Page 188 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1S: Existing Runoff Area=80, 158 sf Runoff Depth>7.79" Flow Length=369' Slope=0.0120 'f Tc=15.2 min CN=75 Runoff=12.53 cfs 1.195 af Subcatchment 3S: Basin 1 Runoff Area=0.635 ac Runoff Depth>10.38" Flow Length=236' Slope=0.0100 'f Tc=10.0 min CN=95 Runoff=5.98 cfs 0.549 af Subcatchment 4S: Basin 4 Runoff Area=0.254 ac Runoff Depth>8.99" Flow Length=340' Slope=0.0110 'f Tc=11 .2 min CN=84 Runoff=2.15 cfs 0.190 af Subcatchment SS: Basin 2 Runoff Area=0.221 ac Runoff Depth>8. 73" Flow Length=216' Slope=0.0067 'f Tc=10.7 min CN=82 Runoff=1.86 cfs 0.161 af Subcatchment 9S: Basin 3 Runoff Area=0.639 ac Runoff Depth>10.13" Flow Length=291' Slope=0.0530 ·r Tc=10.0 min CN=93 Runoff=5.98 cfs 0.540 af Subcatchment 1 OS: Basin 5 (Luther St.) Runoff Area=1 .523 ac Runoff Depth>9.09" Flow Length=1 , 106' Slope=0.0110 'f Tc=27.8 min CN=85 Runoff=9.09 cfs 1.154 af Pond 2P: Pond 1 Pond 6P: Pond 2 Pond SP: Pond 3 Link 11 L: Point of Study at Luther Peak Elev=327.35' Storage=4,504 cf lnflow=5.98 cfs 0.549 af Outflow=3.66 cfs 0.543 af Peak Elev=327.98' Storage=856 cf lnflow=1 .86 cfs 0.161 af Outflow=1.58 cfs 0.150 af Peak Elev=328.22' Storage=2,797 cf lnflow=5.98 cfs 0.540 af Outflow=4.24 cfs 0.539 af lnflow=19.28 cfs 2.577 af Primary=19.28 cfs 2.577 af Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) lnflow=9.60 cfs 1.273 af Primary=9.60 cfs 1.273 af Link 15L: Channel Flow (Pond 3 and Basin 4) lnflow=6.11 cfs 0. 730 af Primary=6.11 cfs 0. 730 af Total Runoff Area= 5.112 ac Runoff Volume= 3.789 af Average Runoff Depth= 8.89" 68.10% Pervious Area= 3.481 ac 31.90% Impervious Area= 1.631 ac Drainage Design Type 11124-hr 100-Year Rainfa//=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 189 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Subcatchment 1 S: Existing Runoff = 12.53 cfs@ 12.21 hrs, Volume= 1.195 af, Depth> 7. 79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type 11124-hr 100-Year Rainfall=11.00" Area (sf) CN Description 80 158 75 Natural Grasslands 80, 158 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 369 0.0120 0.41 Lag/CN Method, Subcatchment 1 S: Existing Hydrograph 12 Type Ill 24-hr 100-Year Rainfall=11.00" Runoff Area=S0,158 sf Runoff Volume=1.195 af Runoff Depth>7.79" Flow Length=369' 5 Slope=0.0120 '/' 4 Tc=15.2 min CN=75 12.53 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) I-Runoff~ Drainage Design Type 11124-hr 100-Year Rainfa/1=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 190 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Hydrograph for Subcatchment 1 S: Existing Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.06 0.11 0.17 0.22 0.28 0.34 0.40 0.47 0.55 0.62 0.71 0.79 0.89 1.00 1.12 1.25 1.41 1.60 1.83 2.08 2.38 2.75 3.28 5.50 7.72 8.25 8.62 8.92 9.17 9.40 9.59 9.75 9.88 10.00 10.11 10.21 10.29 10.38 10.45 10.53 10.60 10.66 10.73 10.79 10.85 10.90 10.95 11.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.09 0.14 0.21 0.30 0.42 0.58 0.80 1.15 2.86 4.79 5.27 5.60 5.88 6.11 6.32 6.49 6.64 6.77 6.88 6.98 7.07 7.15 7.23 7.30 7.37 7.43 7.50 7.56 7.61 7.67 7.72 7.77 7.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.03 0.06 0.09 0.13 0.18 0.26 0.35 0.45 0.61 0.82 1.31 5.64 6.12 1.78 1.24 1.02 0.86 0.76 0.65 0.54 0.47 0.42 0.37 0.33 0.30 0.28 0.27 0.25 0.24 0.23 0.22 0.21 0.20 0.19 0.18 0.17 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00n Prepared by McClure & Browne Engineering/Surveying, Inc. Page 191 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 5ubcatchment 35: Basin 1 Runoff = 5.98 cfs@ 12.13 hrs, Volume= 0.549 af, Depth>10.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type 11124-hr 100-Year Rainfall=11 .00" Area (ac) CN Description 0.089 75 Landscaped Area 0.546 98 Impervious Area 0.635 95 Weighted Average 0.089 Pervious Area 0.546 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 236 0.0100 0.70 Lag/CN Method, 5.6 236 Total, Increased to minimum Tc= 10.0 min 5ubcatchment 35: Basin 1 Hydrograph 6 Type Ill 24-hr 100-Year 5 Rainfall=11.00" Runoff Area=0.635 ac 4 Runoff Volume=0.549 af Runoff Depth>10.38" Flow Length=236' Slope=0.0100 '/' 2 Tc=10.0 min CN=95 5.98 cfs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 nme (hours) 18 19 20 21 22 23 24 I-Runoff. Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 192 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Hydrograph for Subcatchment 35: Basin 1 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.06 0.11 0.17 0.22 0.28 0.34 0.40 0.47 0.55 0.62 0.71 0.79 0.89 1.00 1.12 1.25 1.41 1.60 1.83 2.08 2.38 2.75 3.28 5.50 7.72 8.25 8.62 8.92 9.17 9.40 9.59 9.75 9.88 10.00 10.11 10.21 10.29 10.38 10.45 10.53 10.60 10.66 10.73 10.79 10.85 10.90 10.95 11.00 0.00 0.00 0.00 0.01 0.02 0.04 0.07 0.11 0.15 0.20 0.26 0.32 0.39 0.47 0.56 0.67 0.79 0.93 1.11 1.32 1.56 1.85 2.21 2.72 4.92 7.12 7.65 8.02 8.32 8.57 8.79 8.98 9.14 9.28 9.40 9.51 9.60 9.69 9.77 9.85 9.92 9.99 10.06 10.12 10.18 10.24 10.29 10.34 10.39 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.07 0.08 0.09 0.10 0.12 0.14 0.16 0.19 0.23 0.28 0.32 0.39 0.47 0.72 3.20 1.81 0.61 0.45 0.37 0.32 0.28 0.24 0.20 0.17 0.15 0.14 0.12 0.11 0.10 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.06 0.06 Drainage Design Type 11124-hr 100-Year Rainfa/1=11.00H Prepared by McClure & Browne Engineering/Surveying, Inc. Page 193 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Subcatchment 45: Basin 4 Runoff = 2.15 cfs @ 12.15 hrs, Volume= 0.190 af, Depth> 8.99" Runoff by SGS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 100-Year Rainfall= 11. 00" Area (ac) CN Description 0.157 0.097 0.254 0.157 0.097 75 Landscaped Area 98 Impervious Area 84 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs} 11 .2 340 0.0110 0.51 Lag/CN Method, Subcatchment 45: Basin 4 Hydrograph 2 Type Ill 24-hr 100-Year Rainfall=11.00" Runoff Area=0.254 ac Runoff Volume=0.190 af Runoff Depth>S.99" 2.15 cfs ~ u: 1-Flow Length=340' Slope=0.0110 '/' Tc=11.2 min CN=84 01-l......,...,...~~..-...-....,.;;;=;;:;:;:;;;:;:;;:;::;......"""""".......,......,..""""""',.._;::::::;:;;;;;;;;;:;:;:;;:;;;:;:;:;;::;:;::;:;:;:;:;:;:;:;:;:;;;:;I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 194 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.06 0.11 0.17 0.22 0.28 0.34 0.40 0.47 0.55 0.62 0.71 0.79 0.89 1.00 1.12 1.25 1.41 1.60 1.83 2.08 2.38 2.75 3.28 5.50 7.72 8.25 8.62 8.92 9.17 9.40 9.59 9.75 9.88 10.00 10.11 10.21 10.29 10.38 10.45 10.53 10.60 10.66 10.73 10.79 10.85 10.90 10.95 11.00 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.07 0.11 0.15 0.21 0.27 0.36 0.48 0.62 0.80 1.02 1.31 1.75 3.73 5.83 6.34 6.69 6.98 7.23 7.44 7.63 7.78 7.91 8.03 8.14 8.23 8.32 8.39 8.47 8.54 8.61 8.68 8.74 8.80 8.85 8.91 8.96 9.00 Hydrograph for Subcatchment 45: Basin 4 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.06 0.08 0.09 0.12 0.15 0.24 1.09 0.74 0.24 0.18 0.14 0.12 0.11 0.09 0.08 0.07 0.06 0.05 0.05 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 195 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 5ubcatchment 55: Basin 2 Runoff = 1.86 cfs@ 12.14 hrs, Volume= 0.161 af, Depth> 8.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type 11124-hr 100-Year Rainfall=11.00" Area (ac) CN Description 0.151 75 Landscaped Area 0.070 98 Impervious Area 0.221 82 Weighted Average 0.151 Pervious Area 0.070 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 216 0.0067 0.34 Lag/CN Method, 2 5ubcatchment 55: Basin 2 Hydrograph Type Ill 24-hr 100-Year Rainfall=11.00" Runoff Area=0.221 ac Runoff Volume=0.161 af Runoff Depth>S. 73" Flow Length=216' Slope=0.0067 '/' Tc=10.7 min CN=82 1.86 cfs .. 0123456789 10 11 12 13 14 15 16 17 18 19 20 21 22 Time (hours) ' 23 24 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 196 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.06 0.11 0.17 0.22 0.28 0.34 0.40 0.47 0.55 0.62 0.71 0.79 0.89 1.00 1.12 1.25 1.41 1.60 1.83 2.08 2.38 2.75 3.28 5.50 7.72 8.25 8.62 8.92 9.17 9.40 9.59 9.75 9.88 10.00 10.11 10.21 10.29 10.38 10.45 10.53 10.60 10.66 10.73 10.79 10.85 10.90 10.95 11.00 Excess (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.03 0.05 0.08 0.11 0.16 0.22 0.30 0.40 0.54 0.70 0.91 1.19 1.60 3.53 5.60 6.10 6.45 6.74 6.98 7.19 7.38 7.53 7.66 7.78 7.88 7.98 8.06 8.14 8.21 8.29 8.35 8.42 8.48 8.54 8.59 8.65 8.70 8.74 Hydrograph for Subcatchment SS: Basin 2 Runoff (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.06 0.08 0.10 0.13 0.20 0.95 0.62 0.21 0.15 0.12 0.11 0.09 0.08 0.07 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00H Prepared by McClure & Browne Engineering/Surveying, Inc. Page 197 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 5ubcatchment 95: Basin 3 Runoff = 5.98 cfs@ 12.13 hrs, Volume= 0.540 af, Depth>10.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 100-Year Rainfall=11 .00" Area (ac) 0.144 0.495 0.639 0.144 0.495 CN Description 75 Landscape Area 98 Impervious Area 93 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 291 0.0530 1.53 Lag/CN Method, 3.2 291 Total , Increased to minimum Tc= 10.0 min 5ubcatchment 95: Basin 3 Hydrograph 6 Type Ill 24-hr 100-Year 5-Rainfall=11.00" 4 Runoff Area=0.639 ac Runoff Volume=0.540 af Runoff Depth>10.13" Flow Length=291' Slope=0.0530 '/' 2 Tc=10.0 min CN=93 0 ' I 5.98 cts I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) I-Runoff. Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 198 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21 .50 22.00 22.50 23.00 23.50 24.00 Precip. (inches) 0.00 0.06 0.11 0.17 0.22 0.28 0.34 0.40 0.47 0.55 0.62 0.71 0.79 0.89 1.00 1.12 1.25 1.41 1.60 1.83 2.08 2.38 2.75 3.28 5.50 7.72 8.25 8.62 8.92 9.17 9.40 9.59 9.75 9.88 10.00 10.11 10.21 10.29 10.38 10.45 10.53 10.60 10.66 10.73 10.79 10.85 10.90 10.95 11.00 Excess (inches) 0.00 0.00 0.00 0.00 0.01 0.02 0.04 0.06 0.10 0.14 0.18 0.24 0.30 0.36 0.45 0.54 0.66 0.79 0.96 1.16 1.39 1.67 2.02 2.52 4.69 6.89 7.41 7.78 8.08 8.33 8.55 8.74 8.90 9.03 9.15 9.26 9.36 9.44 9.52 9.60 9.67 9.74 9.81 9.87 9.93 9.99 10.05 10.10 10.15 Hydrograph for Subcatchment 95: Basin 3 Runoff (cfs) 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.04 0.05 0.06 0.07 0.08 0.09 0.11 0.13 0.15 0.18 0.22 0.26 0.31 0.38 0.46 0.71 3.19 1.81 0.61 0.46 0.37 0.32 0.28 0.24 0.20 0.17 0.15 0.14 0.12 0.11 0.10 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.07 0.06 Drainage Design Type 11124-hr 100-Year Rainfa/1=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 199 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Subcatchment 10S: Basin 5 (Luther St.) Runoff = 9.09 cfs@ 12.38 hrs, Volume= 1.154 af, Depth> 9.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 100-Year Rainfall=11.00" Area (ac) CN Description 0.423 1.100 1.523 1.100 0.423 98 Impervious Cover 80 Mix Lanscape and Impervious Cover 85 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 1,106 0.0110 0.66 Lag/CN Method, Subcatchment 10S: Basin 5 (Luther St.) Hydrograph 9.09 cfs 9 Type Ill 24-hr 100-Year a.: Rainfall=11.00" 1 Runoff Area=1.523 ac s Runoff Volume=1.154 af i :i: s Runoff Depth>9.09" 0 u: Flow Length=1, 106' 4 Slope=0.0110 '/' 3 Tc=27.8 min 2 CN=85 I •v t• y• 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Drainage Design Type 11124-hr 100-Year Rainfall=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 200 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Hydrograph for Subcatchment 105: Basin 5 (Luther St) Time Precip. Excess Runoff (hours} (inches} (inches} (cfs} 0.00 0.00 0.00 0.00 0.50 0.06 0.00 0.00 1.00 0.11 0.00 0.00 1.50 0.17 0.00 0.00 2.00 0.22 0.00 0.00 2.50 0.28 0.00 0.00 3.00 0.34 0.00 0.00 3.50 0.40 0.00 0.00 4.00 0.47 0.01 0.01 4.50 0.55 0.02 0.03 5.00 0.62 0.04 0.05 5.50 0.71 0.06 0.06 6.00 0.79 0.09 0.08 6.50 0.89 0.12 0.10 7.00 1.00 0.17 0.13 7.50 1.12 0.23 0.17 8.00 1.25 0.30 0.21 8.50 1.41 0.40 0.26 9.00 1.60 0.52 0.34 9.50 1.83 0.67 0.43 10.00 2.08 0.85 0.53 10.50 2.38 1.08 0.65 11 .00 2.75 1.38 0.84 11.50 3.28 1.82 1.16 12.00 5.50 3.83 3.33 12.50 7.72 5.95 8.07 13.00 8.25 6.45 2.53 13.50 8.62 6.81 1.27 14.00 8.92 7.10 0.97 14.50 9.17 7.35 0.80 15.00 9.40 7.57 0.70 15.50 9.59 7.75 0.60 16.00 9.75 7.91 0.51 16.50 9.88 8.04 0.43 17.00 10.00 8.16 0.38 17.50 10.11 8.27 0.34 18.00 10.21 8.36 0.30 18.50 10.29 8.44 0.27 19.00 10.38 8.52 0.25 19.50 10.45 8.60 0.24 20.00 10.53 8.67 0.23 20.50 10.60 8.74 0.21 21 .00 10.66 8.80 0.20 21.50 10.73 8.87 0.19 22.00 10.79 8.93 0.19 22.50 10.85 8.98 0.18 23.00 10.90 9.04 0.17 23.50 10.95 9.09 0.16 24.00 11.00 9.13 0.15 Drainage Design Type Ill 24-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 201 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Inflow Area = Inflow = Outflow = Primary = Pond 2P: Pond 1 0.635 ac, Inflow Depth> 10.38" 5.98 cfs@ 12.13 hrs, Volume= 3.66 cfs@ 12.28 hrs, Volume= 3.66 cfs @ 12.28 hrs, Volume= for 100-Year event 0.549 af 0.543 af, Atten= 39%, Lag= 8.6 min 0.543 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 327.35'@ 12.28 hrs Surf.Area= 10,210 sf Storage= 4,504 cf Plug-Flow detention time= 29.4 min calculated for 0.543 af (99% of inflow) Center-of-Mass det. time= 21 .9 min ( n5.5 -753.5 ) Volume Invert Avail.Storage Storage Description #1 325.70' 6, 146 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 325.70 325.75 326.00 326.25 326.50 326.75 327.00 327.25 327.50 Device Routing #1 Primary #2 Primary 0 33 652 1,267 1,421 1,681 4,623 8,845 12,153 0 1 86 240 336 388 788 1,684 2,625 0 1 86 326 662 1,050 1,838 3,522 6,146 Invert Outlet Devices 325. 70' 0.58' W x 0.33' H Vert. Orifice/Grate C= 0.600 327.00' 5.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary Outflow Max=3.66 cfs@ 12.28 hrs HW=327.35' TW=326.20' (Fixed TW Elev= 326.20') t1=0rifice/Grate (Orifice Controls 0.99 cfs@ 5.17 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 2.67 cfs @ 1.51 fps) Drainage Design Type 11124-hr 100-Year Rainfal/=11.00H Prepared by McClure & Browne Engineering/Surveying, Inc. Page 202 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 6 5 4 2 327 c .2 • > • iii 326 Pond 2P: Pond 1 Hydrograph Inflow Area=0.635 ac Peak Elev=327 .35' Storage=4,504 cf 5.98 cfs 3.66 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 2 Time (hours) Pond 2P: Pond 1 Stage-Discharge 3 Discharge (cfs) 4 5 I-Primary~ Drainage Design Type 11124-hr 100-Year Rainfal/=11.00H Prepared by McClure & Browne Engineering/Surveying, Inc. Page 203 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 c .2 ai > QI iii 0 326 0 1,000 2,000 3,000 500 1,000 1,500 Pond 2P: Pond 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 4,000 5,000 6,000 7,000 8,000 2,000 2,500 3,000 3,500 4,000 Storage (cubic-feet) 9,000 4,500 10,000 11,000 12,000 -Surface -Storage ' 5,000 5,500 6,000 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 204 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Hydrograph for Pond 2P: Pond 1 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.07 0.08 0.09 0.10 0.12 0.14 0.16 0.19 0.23 0.28 0.32 0.39 0.47 0.72 3.20 1.81 0.61 0.45 0.37 0.32 0.28 0.24 0.20 0.17 0.15 0.14 0.12 0.11 0.10 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.06 0.06 0 0 0 8 35 80 142 221 271 272 275 277 279 282 287 292 300 313 335 363 396 447 533 724 2,292 3,899 2,238 1,569 986 593 426 363 329 310 301 293 287 285 283 282 280 279 278 277 276 275 274 273 272 325.70 325.70 325.70 325.81 325.90 325.99 326.08 326.16 326.20 326.21 326.21 326.21 326.21 326.21 326.22 326.22 326.23 326.24 326.26 326.28 326.30 326.34 326.41 326.54 327.08 327.29 327.08 326.94 326.71 326.45 326.33 326.28 326.25 326.24 326.23 326.22 326.22 326.22 326.21 326.21 326.21 326.21 326.21 326.21 326.21 326.21 326.21 326.21 326.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.06 0.07 0.08 0.09 0.10 0.12 0.14 0.15 0.18 0.22 0.26 0.30 0.35 0.42 0.54 1.17 2.93 1.12 0.79 0.66 0.46 0.33 0.26 0.21 0.18 0.16 0.14 0.12 0.11 0.10 0.10 0.09 0.09 0.09 0.08 0.08 0.07 0.07 0.07 0.06 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 205 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Stage-Discharge for Pond 2P: Pond 1 Elevation Primary Elevation Primary Elevation Primary Elevation Primary {feet} {cfs} {feet} {cfs} {feet} {cfs} {feet} {cfs} 325.70 0.00 326.22 0.13 326.74 0.68 327.26 2.59 325.71 0.00 326.23 0.16 326.75 0.68 327.27 2.70 325.72 0.00 326.24 0.18 326.76 0.69 327.28 2.81 325.73 0.00 326.25 0.21 326.77 0.70 327.29 2.92 325.74 0.00 326.26 0.23 326.78 0.70 327.30 3.03 325.75 0.00 326.27 0.24 326.79 0.71 327.31 3.14 325.76 0.00 326.28 0.26 326.80 0.71 327.32 3.26 325.77 0.00 326.29 0.28 326.81 0.72 327.33 3.38 325.78 0.00 326.30 0.29 326.82 0.73 327.34 3.50 325.79 0.00 326.31 0.31 326.83 0.73 327.35 3.62 325.80 0.00 326.32 0.32 326.84 0.74 327.36 3.75 325.81 0.00 326.33 0.33 326.85 0.74 327.37 3.88 325.82 0.00 326.34 0.34 326.86 0.75 327.38 4.01 325.83 0.00 326.35 0.36 326.87 0.75 327.39 4.14 325.84 0.00 326.36 0.37 326.88 0.76 327.40 4.27 325.85 0.00 326.37 0.38 326.89 0.77 327.41 4.41 325.86 0.00 326.38 0.39 326.90 0.77 327.42 4.54 325.87 0.00 326.39 0.40 326.91 0.78 327.43 4.68 325.88 0.00 326.40 0.41 326.92 0.78 327.44 4.82 325.89 0.00 326.41 0.42 326.93 0.79 327.45 4.96 325.90 0.00 326.42 0.43 326.94 0.79 327.46 5.11 325.91 0.00 326.43 0.44 326.95 0.80 327.47 5.25 325.92 0.00 326.44 0.45 326.96 0.80 327.48 5.40 325.93 0.00 326.45 0.46 326.97 0.81 327.49 5.55 325.94 0.00 326.46 0.47 326.98 0.81 327.50 5.70 325.95 0.00 326.47 0.48 326.99 0.82 325.96 0.00 326.48 0.49 327.00 0.82 325.97 0.00 326.49 0.50 327.01 0.84 325.98 0.00 326.50 0.50 327.02 0.87 325.99 0.00 326.51 0.51 327.03 0.90 326.00 0.00 326.52 0.52 327.04 0.94 326.01 0.00 326.53 0.53 327.05 0.99 326.02 0.00 326.54 0.54 327.06 1.03 326.03 0.00 326.55 0.55 327.07 1.09 326.04 0.00 326.56 0.55 327.08 1.14 326.05 0.00 326.57 0.56 327.09 1.20 326.06 0.00 326.58 0.57 327.10 1.26 326.07 0.00 326.59 0.58 327.11 1.32 326.08 0.00 326.60 0.58 327.12 1.39 326.09 0.00 326.61 0.59 327.13 1.46 326.10 0.00 326.62 0.60 327.14 1.53 326.11 0.00 326.63 0.60 327.15 1.61 326.12 0.00 326.64 0.61 327.16 1.68 326.13 0.00 326.65 0.62 327.17 1.76 326.14 0.00 326.66 0.63 327.18 1.84 326.15 0.00 326.67 0.63 327.19 1.93 326.16 0.00 326.68 0.64 327.20 2.01 326.17 0.00 326.69 0.65 327.21 2.10 326.18 0.00 326.70 0.65 327.22 2.20 326.19 0.00 326.71 0.66 327.23 2.29 326.20 0.00 326.72 0.66 327.24 2.39 326.21 0.09 326.73 0.67 327.25 2.49 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 206 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Stage-Area-Storage for Pond 2P: Pond 1 Elevation Surface Storage (feet) (sq-ft) (cubic-feet) 325.70 325.72 325.74 325.76 325.78 325.80 325.82 325.84 325.86 325.88 325.90 325.92 325.94 325.96 325.98 326.00 326.02 326.04 326.06 326.08 326.10 326.12 326.14 326.16 326.18 326.20 326.22 326.24 326.26 326.28 326.30 326.32 326.34 326.36 326.38 326.40 326.42 326.44 326.46 326.48 326.50 326.52 326.54 326.56 326.58 326.60 326.62 326.64 326.66 326.68 326.70 326.72 0 13 26 58 107 157 206 256 305 355 404 454 503 553 602 652 701 750 800 849 898 947 996 1,046 1,095 1,144 1, 193 1,242 1,273 1,285 1,298 1,310 1,322 1,335 1,347 1,359 1,372 1,384 1,396 1,409 1,421 1,442 1,463 1,483 1,504 1,525 1,546 1,567 1,587 1,608 1,629 1,650 0 0 1 1 3 6 9 14 19 26 34 42 52 62 74 86 100 114 130 146 164 182 202 222 244 266 289 314 339 365 390 417 443 469 496 523 551 578 606 634 662 691 720 749 779 810 840 871 903 935 967 1,000 Elevation Surface Storage (feet) (sq-ft) (cubic-feet) 326.74 326.76 326.78 326.80 326.82 326.84 326.86 326.88 326.90 326.92 326.94 326.96 326.98 327.00 327.02 327.04 327.06 327.08 327.10 327.12 327.14 327.16 327.18 327.20 327.22 327.24 327.26 327.28 327.30 327.32 327.34 327.36 327.38 327.40 327.42 327.44 327.46 327.48 327.50 1,671 1,799 2,034 2,269 2,505 2,740 2,975 3,211 3,446 3,682 3,917 4,152 4,388 4,623 4,961 5,299 5,636 5,974 6,312 6,650 6,987 7,325 7,663 8,001 8,338 8,676 8,977 9,242 9,507 9,771 10,036 10,301 10,565 10,830 11,094 11,359 11,624 11,888 12,153 1,033 1,067 1,106 1,149 1,197 1,249 1,306 1,368 1,435 1,506 1,582 1,663 1,748 1,838 1,934 2,037 2,146 2,262 2,385 2,514 2,651 2,794 2,944 3,100 3,264 3,434 3,611 3,793 3,980 4,173 4,371 4,575 4,783 4,997 5,216 5,441 5,671 5,906 6,146 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 207 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Inflow Area = Inflow = Outflow = Primary = Pond 6P: Pond 2 0.221 ac, Inflow Depth> 8.73" 1.86 cfs@ 12.14 hrs, Volume= 1.58 cfs@ 12.21 hrs, Volume= 1.58 cfs @ 12.21 hrs, Volume= for 100-Year event 0.161 af 0.150 af, Atten= 15%, Lag= 4.3 min 0.150 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 327.98'@ 12.21 hrs Surf.Area= 2,371 sf Storage= 856 cf Plug-Flow detention time= 56.7 min calculated for 0.150 af (94% of inflow) Center-of-Mass det. time= 22.4 min ( 812.8 -790.4) Volume Invert Avail.Storage Storage Description #1 327.29' 895 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store ( cubicrfeet) Cum.Store (cubic-feet) 327.29 327.50 327.75 328.00 Device Routing #1 Primary 0 733 1,697 2,419 0 77 304 515 Invert Outlet Devices 0 77 381 895 327.29' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0. 72 Width (feet) 0.50 2.00 ~mary OutFlow Max=1 .58 cfs@ 12.21 hrs HW=327.98' TW=327.79' (Fixed TW Elev= 327.79') 1=Custom Weir/Orifice (Weir Controls 1.58 cfs@ 1.86 fps) Drainage Design Type 11124-hr 100-Year Rainfall=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 208 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1113/2009 2 Pond 6P: Pond 2 Hydrograph Inflow Area=0.221 all.-----.~ Peak Elev=327.98' Storage=856 cf 01-J-..~ .. ......,.........,.........,..~...,..""'ll!Ti:;:;:;;:;;;:;;:;:;:::z;.......,........,.........,.........,.........,......;:;~;;:;;:;;;:;:;:;:;;:;;~~~~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1'9 20 21 22 23 24 nme (hours) Pond 6P: Pond 2 Stage-Discharge 327. Custom WeirlOrificii 0 1 Discharge (cfs) ~ ~ I-Primary~ Drainage Design Type 11124-hr 100-Year Rainfa/1=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 209 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 327. 327.4 327.3 0 200 100 400 600 200 Pond 6P: Pond 2 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 -Surface -Storage ' 300 400 500 600 700 800 Storage (cubic-feet) Drainage Design Type 11124-hr 100-Year Rainfal/=11.00H Prepared by McClure & Browne Engineering/Surveying, Inc. Page 210 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Time (hours) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11 .00 11 .50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21 .00 21 .50 22.00 22.50 23.00 23.50 24.00 Inflow (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.06 0.08 0.10 0.13 0.20 0.95 0.62 0.21 0.15 0.12 0.11 0.09 0.08 0.07 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 Storage (cubic-feet) 0 0 0 0 0 0 0 0 0 2 9 19 34 53 80 115 160 217 294 393 454 455 457 462 582 609 464 458 457 456 455 455 454 454 453 453 453 453 452 452 452 452 452 452 452 452 452 452 452 Hydrograph for Pond 6P: Pond 2 Elevation (feet) 327.29 327.29 327.29 327.29 327.29 327.29 327.29 327.29 327.30 327.33 327.36 327.39 327.43 327.46 327.50 327.55 327.59 327.64 327.70 327.76 327.79 327.79 327.79 327.80 327.86 327.87 327.80 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 327.79 Primary (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08 0.10 0.13 0.20 0.75 0.84 0.21 0.15 0.12 0.11 0.09 0.08 0.07 0.06 0.05 0.05 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 211 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Stage-Discharge for Pond 6P: Pond 2 Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) 327.29 0.00 327.81 0.37 327.30 0.00 327.82 0.46 327.31 0.00 327.83 0.54 327.32 0.00 327.84 0.62 327.33 0.00 327.85 0.69 327.34 0.00 327.86 0.76 327.35 0.00 327.87 0.83 327.36 0.00 327.88 0.90 327.37 0.00 327.89 0.96 327.38 0.00 327.90 1.03 327.39 0.00 327.91 1.09 327.40 0.00 327.92 1.16 327.41 0.00 327.93 1.22 327.42 0.00 327.94 1.29 327.43 0.00 327.95 1.35 327.44 0.00 327.96 1.42 327.45 0.00 327.97 1.49 327.46 0.00 327.98 1.55 327.47 0.00 327.99 1.62 327.48 0.00 328.00 1.69 327.49 0.00 328.01 1.76 327.50 0.00 327.51 0.00 327.52 0.00 327.53 0.00 327.54 0.00 327.55 0.00 327.56 0.00 327.57 0.00 327.58 0.00 327.59 0.00 327.60 0.00 327.61 0.00 327.62 0.00 327.63 0.00 327.64 0.00 327.65 0.00 327.66 0.00 327.67 0.00 327.68 0.00 327.69 0.00 327.70 0.00 327.71 0.00 327.72 0.00 327.73 0.00 327.74 0.00 327.75 0.00 327.76 0.00 327.77 0.00 327.78 0.00 327.79 0.00 327.80 0.26 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00n Prepared by McClure & Browne Engineering/Surveying, Inc. Page 212 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Stage-Area-Storage for Pond 6P: Pond 2 Elevation Surface Storage {feet) {sq-ft) {cubic-feet) 327.29 327.30 327.31 327.32 327.33 327.34 327.35 327.36 327.37 327.38 327.39 327.40 327.41 327.42 327.43 327.44 327.45 327.46 327.47 327.48 327.49 327.50 327.51 327.52 327.53 327.54 327.55 327.56 327.57 327.58 327.59 327.60 327.61 327.62 327.63 327.64 327.65 327.66 327.67 327.68 327.69 327.70 327.71 327.72 327.73 327.74 327.75 327.76 327.77 327.78 327.79 327.80 0 35 70 105 140 175 209 244 279 314 349 384 419 454 489 524 558 593 628 663 698 733 772 810 849 887 926 964 1,003 1,041 1,080 1, 119 1,157 1,196 1,234 1,273 1,311 1,350 1,389 1,427 1,466 1,504 1,543 1,581 1,620 1,658 1,697 1,726 1,755 1,784 1,813 1,841 0 0 1 2 3 4 6 9 11 14 17 21 25 29 34 39 45 50 57 63 70 77 84 92 101 109 11'8 128 138 148 159 170 181 193 205 217 230 244 257 271 286 301 316 332 348 364 381 398 415 433 451 469 Elevation Surface Storage {feet) {sq-ft) (cubic-feet) 327.81 327.82 327.83 327.84 327.85 327.86 327.87 327.88 327.89 327.90 327.91 327.92 327.93 327.94 327.95 327.96 327.97 327.98 327.99 328.00 328.01 1,870 1,899 1,928 1,957 1,986 2,015 2,044 2,072 2,101 2,130 2,159 2,188 2,217 2,246 2,275 2,303 2,332 2,361 2,390 2,419 2,419 488 507 526 545 565 585 605 626 647 668 689 711 733 755 778 801 824 847 871 895 895 Drainage Design Type 11124-hr 100-Year Rainfa/1=11.00H Prepared by McClure & Browne Engineering/Surveying, Inc. Page 213 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Inflow Area = Inflow = Outflow = Primary = Pond SP: Pond 3 0.639 ac, Inflow Depth> 10.13" 5.98 cfs@ 12.13 hrs, Volume= 4.24 cfs@ 12.24 hrs, Volume= 4.24 cfs @ 12.24 hrs, Volume= for 100-Year event 0.540 af 0.539 af, Atten= 29%, Lag= 6.4 min 0.539 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 328.22'@ 12.24 hrs Surf.Area= 9,057 sf Storage= 2,797 cf Plug-Flow detention time= 6.3 min calculated for 0.539 af (100% of inflow) Center-of-Mass det. time= 6.2 min ( 766.8-760.7) Volume Invert Avail.Storage Storage Description #1 327.20' 3,049 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 327.20 327.25 327.50 327.75 328.00 328.25 Device Routing #1 Primary #2 Primary 0 74 564 1,776 5,038 9,545 0 2 80 293 852 1,823 0 2 82 374 1,226 3,049 Invert Outlet Devices 327.21' 1.00' W x 0.33' H Vert. Orifice/Grate C= 0.600 327.90' 6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary Outflow Max=4.24 cfs@ 12.24 hrs HW=328.22' (Free Discharge) t1=0rifice/Grate (Orifice Controls 1.46 cfs @ 4.43 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 2. 78 cfs @ 1.44 fps) Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 214 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 c ~ ~ • iii 6 5 4 2 328 Pond SP: Pond 3 Hydrograph Inflow Area=0.639 ac Peak Elev=328.22' Storage=2, 797 cf 5.98 cfs 4.24 cfs . . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond SP: Pond 3 Stage-Discharge 0 2 3 4 Discharge (cfs) I-Primary. Drainage Design Type 11124-hr 100-Year Rainfal/=11.00H Prepared by McClure & Browne Engineering/Surveying, Inc. Page 215 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 c ~ • ~ iii 328 0 0 Pond SP: Pond 3 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) soo 1.~ 1,.500 2,000 2.~ 3,000 3.~ 4,000 4,500 5,ooo 5,500 s.ooo 6,500 1.000 7,500 8,000 8,500 9,000 9,~ ~ Custom Diti 500 1,000 1,500 Storage (cubic-feet) 2,000 2,500 3,000 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 216 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Hydrograph for Pond BP: Pond 3 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.04 0.05 0.06 0.07 0.08 0.09 0.11 0.13 0.15 0.18 0.22 0.26 0.31 0.38 0.46 0.71 3.19 1.81 0.61 0.46 0.37 0.32 0.28 0.24 0.20 0.17 0.15 0.14 0.12 0.11 0.10 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.07 0.06 0 0 0 0 1 1 2 3 3 4 5 6 7 9 11 13 16 21 27 34 42 54 72 125 1,220 1,976 621 79 56 45 38 31 24 20 17 15 12 11 10 10 9 8 8 7 7 6 6 6 5 327.20 327.20 327.20 327.20 327.23 327.24 327.25 327.26 327.27 327.27 327.28 327.29 327.29 327.30 327.31 327.33 327.34 327.36 327.38 327.40 327.42 327.45 327.48 327.56 328.00 328.12 327.85 327.50 327.45 327.43 327.41 327.39 327.37 327.35 327.34 327.33 327.32 327.32 327.31 327.31 327.30 327.30 327.30 327.30 327.29 327.29 327.29 327.28 327.28 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.04 0.05 0.06 0.07 0.08 0.09 0.11 0.13 0.15 0.18 0.22 0.26 0.30 0.37 0.45 0.66 1.71 2.91 1.09 0.49 0.38 0.32 0.28 0.24 0.20 0.17 0.15 0.14 0.12 0.11 0.10 0.10 0.09 0.09 0.09 0.08 0.08 0.07 0.07 0.07 0.06 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00H Prepared by McClure & Browne Engineering/Surveying, Inc. Page 217 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Elevation (feet) 327.20 327.21 327.22 327.23 327.24 327.25 327.26 327.27 327.28 327.29 327.30 327.31 327.32 327.33 327.34 327.35 327.36 327.37 327.38 327.39 327.40 327.41 327.42 327.43 327.44 327.45 327.46 327.47 327.48 327.49 327.50 327.51 327.52 327.53 327.54 327.55 327.56 327.57 327.58 327.59 327.60 327.61 327.62 327.63 327.64 327.65 327.66 327.67 327.68 327.69 327.70 327.71 Primary (cfs) 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.09 0.10 0.12 0.13 0.15 0.17 0.19 0.21 0.22 0.25 0.27 0.29 0.31 0.33 0.35 0.38 0.40 0.43 0.45 0.48 0.50 0.53 0.55 0.58 0.61 0.63 0.66 0.68 0.70 0.72 0.73 0.75 0.77 0.79 0.80 0.82 0.84 0.85 0.87 0.88 0.90 0.91 Stage-Discharge for Pond BP: Pond 3 Elevation (feet) 327.72 327.73 327.74 327.75 327.76 327.77 327.78 327.79 327.80 327.81 327.82 327.83 327.84 327.85 327.86 327.87 327.88 327.89 327.90 327.91 327.92 327.93 327.94 327.95 327.96 327.97 327.98 327.99 328.00 328.01 328.02 328.03 328.04 328.05 328.06 328.07 328.08 328.09 328.10 328.11 328.12 328.13 328.14 328.15 328.16 328.17 328.18 328.19 328.20 328.21 328.22 328.23 Primary (cfs) 0.92 0.94 0.95 0.96 0.98 0.99 1.00 1.02 1.03 1.04 1.05 1.07 1.08 1.09 1.10 1.11 1.12 1.14 1.15 1.17 1.21 1.26 1.31 1.36 1.43 1.49 1.56 1.64 1.72 1.80 1.88 1.97 2.06 2.15 2.25 2.35 2.45 2.55 2.66 2.77 2.89 3.01 3.13 3.25 3.38 3.51 3.64 3.78 3.92 4.06 4.20 4.35 Elevation (feet) 328.24 328.25 Primary (cfs) 4.49 4.65 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 218 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Elevation (feet) 327.20 327.22 327.24 327.26 327.28 327.30 327.32 327.34 327.36 327.38 327.40 327.42 327.44 327.46 327.48 327.50 327.52 327.54 327.56 327.58 327.60 327.62 327.64 327.66 327.68 327.70 327.72 327.74 327.76 327.78 327.80 327.82 327.84 327.86 327.88 327.90 327.92 327.94 327.96 327.98 328.00 328.02 328.04 328.06 328.08 328.10 328.12 328.14 328.16 328.18 328.20 328.22 Surface (sq-ft) 0 30 59 94 133 172 211 250 290 329 368 407 446 486 525 564 661 758 855 952 1,049 1,146 1,243 1,340 1,437 1,534 1,631 1,728 1,906 2,167 2,428 2,689 2,950 3,211 3,472 3,733 3,994 4,255 4,516 4,777 5,038 5,399 5,759 6,120 6,480 6,841 7,201 7,562 7,922 8,283 8,644 9,004 Stage-Area-Storage for Pond SP: Pond 3 Storage (cubic-feet) 0 0 1 3 5 8 12 16 22 28 35 43 51 61 71 82 94 108 124 142 162 184 208 234 262 291 323 357 393 433 479 530 587 648 715 787 865 947 1,035 1, 128 1,226 1,330 1,442 1,561 1,687 1,820 1,960 2,108 2,263 2,425 2,594 2,770 Elevation (feet) 328.24 Surface (sq-ft) 9,365 Storage (cubic-feet) 2,954 Drainage Design Type 11124-hr 100-Year Rainfal/=11.00H Prepared by McClure & Browne Engineering/Surveying, Inc. Page 219 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Link 11 L: Point of Study at Luther Inflow Area = 3.272 ac, Inflow Depth> 9.45" for 100-Year event Inflow = 19.28 cfs@ 12.29 hrs, Volume= 2.577 af Primary = 19.28 cfs@ 12.29 hrs, Volume= 2.577 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 21 Link 11 L: Point of Study at Luther Hydrograph 19.28 cfs Inflow Area=l.272 ac 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 221 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Inflow Area = 1.528 ac, Inflow Depth> 9.99" for 100-Year event Inflow = 9.60 cfs@ 12.22 hrs, Volume= 1.273 af Primary = 9.60 cfs@ 12.22 hrs, Volume= 1.273 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 10 Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Hydrograph 9.60 cfs 9 Inflow Area=1.528 ac 8 7 2- o,i_ ......... ~,._..~;;:;;:;:;:;;;:;:;;;;:;:;:;;::;::,.: .......... ._..... ......... ,_..,.,......,........,.,......::::=:::::;:::;;~ .. ;:;:;:;:;;:;::;;;;:;~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) ~ ~ Drainage Design Type 11124-hr 100-Year Rainfa/1=11.00H Prepared by McClure & Browne Engineering/Surveying, Inc. Page 222 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Hydrograph for Link 14L: Channel Flow (Pond 1, Pond 3 and Basin 4) Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.10 0.12 0.14 0.16 0.18 0.21 0.25 0.29 0.34 0.41 0.50 0.59 0.69 0.84 1.03 1.44 3.97 6.59 2.45 1.46 1.18 0.91 0.72 0.59 0.49 0.42 0.37 0.33 0.29 0.26 0.25 0.24 0.22 0.21 0.20 0.19 0.18 0.18 0.17 0.16 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.10 0.12 0.14 0.16 0.18 0.21 0.25 0.29 0.34 0.41 0.50 0.59 0.69 0.84 1.03 1.44 3.97 6.59 2.45 1.46 1.18 0.91 0.72 0.59 0.49 0.42 0.37 0.33 0.29 0.26 0.25 0.24 0.22 0.21 0.20 0.19 0.18 0.18 0.17 0.16 0.15 Drainage Design Type 11124-hr 100-Year Rainfa/1=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 223 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Link 15L: Channel Flow (Pond 3 and Basin 4) Inflow Area = 0.893 ac, Inflow Depth> 9.80" for 100-Year event Inflow = 6.11 cfs @ 12.20 hrs, Volume= 0. 730 af Primary = 6.11 cfs@ 12.20 hrs, Volume= 0.730 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 6 5 Link 15L: Channel Flow (Pond 3 and Basin 4) Hydrograph 6.11 cfs Inflow Area=0.893 ac ' 0 1 2 3 4 5 6 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ~ ~ Drainage Design Type 11124-hr 100-Year Rainfal/=11.00" Prepared by McClure & Browne Engineering/Surveying, Inc. Page 224 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 1/13/2009 Hydrograph for Link 1 SL: Channel Flow (Pond 3 and Basin 4) Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 16.00 16.50 17.00 17.50 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 22.50 23.00 23.50 24.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.11 0.13 0.16 0.18 0.23 0.28 0.34 0.40 0.49 0.61 0.90 2.80 3.66 1.33 0.67 0.53 0.44 0.39 0.33 0.28 0.24 0.21 0.19 0.17 0.15 0.14 0.14 0.13 0.12 0.12 0.11 0.11 0.10 0.10 0.09 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.11 0.13 0.16 0.18 0.23 0.28 0.34 0.40 0.49 0.61 0.90 2.80 3.66 1.33 0.67 0.53 0.44 0.39 0.33 0.28 0.24 0.21 0.19 0.17 0.15 0.14 0.14 0.13 0.12 0.12 0.11 0.11 0.10 0.10 0.09 0.09