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Home My WebLink AboutStormwater Management Technical DesignSTORMW ATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT FOR CARTER'S CROSSING, PHASE 3 COLLEGE STATION, TEXAS June 2007 MBESI# 1015-0006 MB _M_ccL_URE_&_BR_ow_N_E_EN_GIN_E_ERIN_G1_su_Rv_Ev_1N_G,_IN_c._ 11 11 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 (979) 693-3838 •Fax: (979) 693-2554 • Email: MeClurel:lrowne@Veri:t.on.nel STORMW ATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT FOR CARTER'S CROSSING, PHASE 3 COLLEGE STATION, TEXAS June 2007 M.BESI# 101 5-0006 HB _M_cc_Lu_RE_&_B_Ro_w_NE_E_NG_1N_'EE_RIN_G_1s_uR_v_EY_1N_G~_1N_c._ 1008 Woodcreek DriYc, Suite 103 •College Station, Texas 77845 (979) 693-3838 • Fax: (979) 693-2554 • Email: McClurcHrowne@Verizon.net APPENDIXD TECHNICAL DESIGN SUMMARY 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 "Techn ical 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 th is 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 li sted 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. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 1 of 26 APPENDIX. D: TE CH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY 2. Identification of the size and general nature of the proposed project, including any proposed project phases. This paragraph should also include reference to 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 with in 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 dra ins 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 ma in report (and its length), including any maps, drawings or construction documents, should be itemized. An example statement might be: "One __ -page drainage report dated construction drawings (_sheets) dated ___ -page specifications document dated the drainage report for this project." one set of ____ , and a comprise STORMWATE R DESIGN GUIDELINES Effective February 2007 Page 2 of 26 APPENDIX. D: TECH. DESIG N SUM MARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY 2. Identification of the size and general nature of the proposed project, including any proposed project phases. This paragraph should also include reference to applications that are in process with either City: plat(s), site plans, zon ing 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 dra inage report dated one set of construction drawings (__sheets) dated , and a ___ -page specifications document dated comprise the drainage report for this project." STORMWATER DESIGN GUIDELINES Effective February 2007 Page 2 of 26 APPENDIX. D: TECH . DESIGN SUM MARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Start (Page 2.1) Engineering and Design Professionals Information Engineering Firm Name and Address: Jurisdiction McClure and Browne Engineering and Surveying, Inc. City: 0 Bryan 1008 Woodcree Drive, Suite 103 0 College Station College Station, TX 77845 979-693-3838 Date of Submittal: June 18, 2007 Lead Engineer's Name and Contact lnfo.(phone, e-mail, fax): Other: Jeff Robertson, PE Supporting Engineering I Consulting Firm(s): Other contacts: Developer I Owner I Applicant Information Developer I Applicant Name and Address: Phone and e-mail: Property Owner(s) if not Developer I Applicant (&address): Phone and e-mail: David Fojtik, 1260 South Oaks, College Station, TX 77845 Project Identification Development Name: Carter's Crossing Subdivision Is subject property a site project, a single-phase subdivision, or part of a multi-phase subdivision? Multi-phase subdivision If multi-phase, subject property is phase 3 of 4 Legal description of subject property (phase) or Project Area: (see Section II, Paragraph B-3a) 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. Previously, construction plans have been submitted for phases I and 2. These plans are pending approval once the Energy Transfer Pipeline is relocated out of the proposed North Forest Parkway ROW dedication or an escrow account is provided for the relocation of the pipeline. General Location of Project Area, or subject property (phase): Loca ed in west College Station. Phase 3 has access from North Forest Parkway In City Limits? Bryan: acres. College Station: 47.74 acres. STORMWATER DESIGN GUIDELINES Effective February 2007 Extraterritorial Jurisdiction (acreage): Bryan: College Station: Acreage Outside ET J: Page 3 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ____ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Continued (page 2.2) Project Identification (continued) Roadways abutting or within Project Area or Abutting tracts, platted land, or built subject property: developments: North Forest Parkway Emerald Forest Subdivision Appomattax Drive I 0.0 I Ac. and 17 .56 Ac. Lord's Acres Tract (St. Thomas Aquinas Church) 53.88 Ac. Northrop Grumman Corp. Tract Named Regulatory Watercourse(s) & Watershed(s): Tributary Basin(s}: Carters Creek Plat Information For Project or Subject Property (or Phase) Preliminary Plat File #: Final Plat File #: 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-1 Existing or Proposed? Existing Case Code: Case Date Status: Zoning Type: Existing or Proposed? Existing Case Code: Case Date Status: Stormwater Management Planning For Project or Subject Property (or Phase) Planning Conference(s) & Date(s): Participants: Preliminary Report Required? NIA Submittal Date Review Date Review Comments Addressed? Yes n No I ' In Writing? No When? Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Continued (page 2.2) Project Identification (continued) Roadways abutting or within Project Area or subject property: Abutting tracts, platted land , or built developments: North Forest Parkway Emerald Forest Subdivision Appornattax Drive 10.0 I Ac. and 17 .56 Ac. Lord's Acres Tract (St. Thomas Aquinas Church) 53.88 Ac. Northrop Grumman Corp. Tract Named Regulatory Watercourse(s) & Watershed(s): Tributary Basin(s): Carters Creek Plat Information For Project or Subject Property (or Phase) Preliminary Plat File#: ___ _ Final Plat File#: ______ Date: ____ _ Name: Status and Vol/Pg: If two plats, second name: File#: ----- Status: Date: ___ _ ,'Zoning .lnforrriatipn Fbr Project or Subject Prop~rty (or,f>hase) Zoning Type: R-1 Case Date ----- Zoning Type: Case Date ____ _ Existing or Proposed? Existing Status: Existing or Proposed? Existing Status: Case Code: ____ _ Case Code: ____ _ Sto,rmwater ~anagement Planning ForProject orSubj~ct Property (o~ Pha~e) Planning Conference(s) & Date(s): Participants: Preliminary Report Required? NIA Submittal Date _____ Review Date ____ _ Review Comments Addressed? Yes C I No I .... J ln Writing? _N_o __ When? ____ _ Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Continued (page 2.3) Coordination For Project or Subject Property (or Phase) Note: For any Coordination of stormwater matters ind icated 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 D_No O Coordination with Summarize need(s) & actions taken (include contacts & dates): Brazos County Needed? Yes O No .D. Coordination with Summarize need(s) & actions taken (include contacts & dates): TxDOT Needed? Yes .D_No [W Coordination with Summarize need(s) & actions taken (i nclude contacts & dates): T AMUS Needed? Yes .D.No CJ 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 Approved? US Army Crops of Engineers NIA No .D_ Yes O US Environmental Protection Agency No D Yes D NIA Texas Commission on Environmental Quality No _D_ Yes O NIA Brazos River Authority No D._ Yes L.J NIA STORMWATER DESIGN GUIDELI NES Effective February 2007 Status of Actions (include dates) Page 5 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro12erty Characteristics I Start (Page 3.1) Nature and Scope of Proposed Work Existing: Land proposed for development currently used, including extent of impervious cover? Open Pasture with dense vegetation along existing defined drainage swale that bisects subdivision property Site D Redevelopment of one platted lot, or two or more adjoining platted lots. Development CJ Building on a single platted lot of undeveloped land. Project D Building on two or more platted adjoining lots of undeveloped land. (select all D 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). CJ Other (explain): Subdivision i ' l Construction of streets and utilities to serve one or more platted lots. Development I .. I 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 Phase 3 -43 Lots Proposed 2160 LF of Streets Project Is any work planned on land that is not platted If yes , explain : or on land for which platting is not pending? l1 J No I l Yes FEMA Floodplains Is any part of subject property abutting a Named Regulatory Watercourse I No I ] Yes I ' I (Section II, Paragraph B1) or a tributary thereof? Is any part of subject property in floodplain I No c:J Yes D Rate Map 48041 C0 !63C area of a FEMA-regulated watercourse? Encroachment( s) Encroachment purpose(s): D Building site(s) D Road crossing(s) into Floodplain areas planned? I I Utility crossing(s) D Other (explain): No El Yes D 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. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro12erty Characteristics I Start (Page 3.1) Nature and Scope of Proposed Work Existing: Land proposed for development currently used, including extent of impervious cover? Open Pasture with dense vegetation along existing defined drainage swale that bisects subdivision property Site t .... J Redevelopment of one platted lot, or two or more adjoining platted lots. Development I ..... I Building on a single platted lot of undeveloped land. Project L ___ .. J Building on two or more platted adjoining lots of undeveloped land. (select all i -J 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). I -. I Other (explain): Subdivision I_ " . I Construction of streets and utilities to serve one or more platted lots. Development L __ _J 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 Phase 3 -43 Lots Pro12osed 2160 LF of Streets Project Is any work planned on land that is not platted If yes, explain: or on land for which platting is not pending? L-'.J No i J Yes ... FEMA Floodplains .. Is any part of subject property abutting a Named Regulatory Watercourse I N D y CZ] (Section II, Paragraph B1) or a tributary thereof? 0 _._ .... _ ..... _ es~ Is any part of subject property in floodplain JNo CZJ Yes L ..... I Rate Map 48041C0 163C area of a FEMA-regulated watercourse? Encroachment(s) Encroachment purpose(s): i .... J Building site(s) L j Road crossing(s) into Floodplain areas planned? I J Utility crossing(s) I . J Other (explain): No i ..... :I Yes D 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. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro(2erty 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? Yes Reference the study (&date) here, and attach copy if not already in City files. _o_ Is the stormwater management plan for the property in substantial conformance with the earlier study? Yes D No CJ If not, explain how it differs. No If subject property is not part of multi-phase project, describe stormwater management m_ 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 . Storm water will be captured in curb and gutters and conveyed by inlets to the defined drainage swale that bisects the project area. Additionally, a 4-sided inlet will be constructed to capture off-site storm water from the St. Thomas Church property and convey this storm water to the drainage swale. Future development will include the construction of a 8'x5' box culvert over the drainage swale with the extension of Appomattox Drive. Detention will not be provided due to the close proximity of the main channel of Carters Creek. Do existing topographic features on subject property store or detain runoff? J:2:L No J:::L Yes Describe them (include approximate size, volume, outfall, model, etc). Any known drainage or flooding problems in areas near subject property? lZJ_ No J:::L Yes Identify: Based on location of study property in a watershed, is Type 1 Detention (flood control) needed? (see Table B-1 in Appendix B) I . l Detention is required. i " l Need must be evaluated. I I Detention not required. What decision has been reached? Bv whom? No Detention will be provided. If the need for Type 1 Detention How was determination made? must be evaluated: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 7 of 26 APPENDIX. D: TECH. DESIG N SUMMARY As Revised ____ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -ProQert~ Characteristics I Continued (Page 3.3) Hydrologic Attributes of Subject Property (or Phase) (continued) Does subject property straddle a Watershed or Basin divide? f ' I No I. I Yes If yes, describe splits below. In Part 4 describe design concept for handling this. Watershed or Basin Larger acreage Lesser acreaQe Above-Project Areas(Section II , Paragraph B3-a) Does Project Area (project or phase) receive runoff from upland areas? D No (_:_J Yes Size(s) of area(s) in acres: 1) 53 2) 2 3) 4) Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable concentrated section(s), small creek (non-regulatory), regulatory Watercourse or tributary); I) 53 Acres for Northrop Grumman Site. Flow enters the site in the defined drainage swale 2) 2 Acres from St. Thomas Church. Flow enters the site as shallow concentrated flow. With this development this flow will be captured with a 4-sided inlet. Flow determination: Outline hydrologic methods and assumptions: Does storm runoff drain from public easements or ROW onto or across subject property? I '-I No c:=J Yes If yes, describe facilities in easement or ROW: Are chanqes in runoff characteristics subject to chanqe in future? Explain Conveyance Pathways (Section 11, Paragraph C2) Must runoff from study propertl drar across lol'::r operties before reaching a Regulatory Watercourse or tributary? ' . No Yes Describe length and characteristics of each conveyance pathway(s). Include ownership of property(ies). STORMWATER DESIGN GUIDELINES Effective February 2007 Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro12ertY: Characteristics I Continued (Page 3.3) Hydrologic Attributes of Subject Property (or Phase) (continued ) Does subject property straddle a Watershed or Basin divide? ! ' I No I . I Yes If yes , describe splits below. In Part 4 describe design concept for handling this. Watershed or Basin Larger acreage Lesser acreage Above-Project Areas(Section II , Paragraph B3-a) Does Project Area (project or phase) receive runoff from upland areas? L.-;J No L<J Yes Size(s) of area(s) in acres: 1) 53 2) 2 3) 4) Flow Characteristics (each instance) (overland sheet, shallow concentrated, recog nizable concentrated section(s), small creek (non-regulatory), regulatory Watercourse or tributary); 1) 53 Acres for Northrop Grumman Site. Flow enters the site in the defined drainage swale 2) 2 Acres from St. Thomas Church. Flow enters the site as shallow concentrated flow. With this development this flow will be captured with a 4-sided inlet. Flow determination : Outline hydrologic methods and assumptions: Does storm runoff drain from public easements or ROW onto or across subject property? L.1 .. J No L .J Yes If yes, describe facilities in easement or ROW: Are chanQes in runoff characteristics subject to chanQe in future? Explain Conveyance Pathways (Section 11, Paragraph C2) Must runoff from ~tudy p;opertl ~r,,~r across lorer roperties before reaching a Regulatory Watercourse or tributary . ·"":, No ~~ _ Yes Describe length and characteristics of each conveyance pathway(s). Include ownership of property(ies). STORMWATER DESIGN GUIDELINES Effective February 2007 Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro12ert~ Characteristics I Continued (Pa ge 3.4) Hydrologic Attributes of Subject Property (or Phase) (continued) Conveyance Pathways (continued) Do drainage If yes, for what part of length? % Created by? D plat, or easements D instrument. If instrument(s), describe their provisions. exist for any part of pathway(s)? CJ No CJ Yes Where runoff must cross lower properties, describe characteristics of abutting lower property(ies). (Existing watercourses? Easement or Consent aquired?) Pathway Areas Describe any built or improved drainage facilities existing near the property (culverts, bridges, lined channels, buried conduit, swales, detention ponds, etc). Nearby Drainage Do any of these have t ydrl logic or hydraulic influence on proposed stormwater Facilities design? [ .I No _. _Yes If yes , explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 9 of 26 APPENDIX. D: TECH. DESIG N SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t 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. Upland flow from 53 Acre Northrop Grumman site has free discharge into the existing defined drainage swale. Upland flow from the 2 acre St. Thomas Church site will be captured with a 4-sided inlet Discharge(s) To Lower Property(ies) (Section II , Paragraph E1 ) Does project include drainage features (existing or future) proposed to become public via platting? LJ No m Yes Separate Instrument? D No D Yes Per Guidelines reference above, how will kft'1" Establishing Easements (Scenan~ runoff be discharged to neighboring c ~ Pre-development Release (Scen1~t property(ies)? CJ Combination of the two Scenario 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# ) 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 pr,poj ed design been coordinated with owner(s) of receiving property(ies)? CJ No _,_ Yes Explain and provide documentation . Down stream property owner has been notified and a written agreement is attached to this report STORMWATER DESIGN GUIDELINES Effective February 2007 Page 10 of 26 APPENDIX. D: TECH . DE SIGN SUMMARY As Revised ____ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t 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. Upland flow from 53 Acre Northrop Grumman site has free discharge into the existing defined drainage swale. Upland flow from the 2 acre St. Thomas Church site will be captured with a 4-sided inlet Discharge(s) To Lower Property(ies) (Section 11, Paragraph E1) Does project include drainage features (existing or future) proposed to become public via platting? D No LlJI Yes Separate Instrument? 0 No D Yes Per Guidelines reference above, how will kf?2l Establishing Easements (Scena~ runoff be discharged to neighboring c property(ies)? ~ Pre-d~velopment Release (Sc~~~t L . i Combination of the two Scenan 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# ) 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 pri~9jed design been coordinated with owner(s) of receiving property(ies)? D No · .1 Yes Explain and provide documentation. Down stream property owner has been notified and a written agreement is attached to this report STORMWATER DESIGN GUIDELINES Effective February 2007 Page 10 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ____ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.2) Stormwater Management Concept (continued) Within Project Area Of Multi-Phase Project Will project result in shifting runoff between Basins or Identify gaining Basins or Watersheds and acres shifting: between r-W,...,..,,.h_a_t d-,-e-s-ig_n_a_n_d_m-iti-ga-t-io-n-is-us_e_d_t_o_c_o_m_p_e_ns-a-te---=-fo-r-in-c-re_a_s_e__,d-r-un-o--=ff,,.-----j Watersheds? from gaining basin or watershed? I " I No I l Yes How will runoff from Project Area be mitigated to pre- development conditions? Select any or all of 1, 2, and/or 3, and explain below. 1. J. . I With facility(ies) involving other development projects. 2. i -l Establishing features to serve overall Project Area. 3. I .I On phase (or site) project basis within Project Area. 1. Shared facility (type & location of facility; design drainage area served; relationship to size of Project Area): (Attached Exhibit# ) 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"· 'O Q) (J) c Q) ~ >- 0:: o· (J). c .Ql (J) Q) 0 ::: z iol Q) ~ Are aquatic echosystems proposed? CJ No I I Yes In which phase(s) or project( s )? Are other Best Management Practices for reducing stormwater pollutants proposed? D No D 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. f ·I Detention elements D Conduit elements D Channel features D Swales ! l Ditches (· I Inlets P I Valley gutters ~ I Outfalls D Culvert features I J Bridges Other STORMWATER DESIGN GUIDELINES Effective February 2007 Page 11 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept 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)? I ' l No CJ Yes Identify type and general size and In which phase(s). 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? I ., I Yes D 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? 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? D Yes D No, then explain: At intersections or otherwise, do valley gutters cross arterial or collector streets? ~ No i I Yes If yes explain: Are valley gutters proposed to cross any street away from an intersection? i ., I No Cl Yes Explain: (number of locations?) STORMWATER DESIGN GUIDELINES Effective February 2007 Page 12 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4-Drainage Concept 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)? I / 1 No i ... l Yes Identify type and general size and In which phase(s). 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 d(5i:r in substantial conformance with earlier analysis and report for larger area? i !'.'J Yes ·····~··· 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? 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 8-CS Standard Specifications? D Yes D No, then explain: At intersections or otherwise, do valley gutters cross arterial or collector streets? ~ No I I Yes If yes explain: Are valley gutters proposed to cross any street away from an intersection? i / ;j No h i Yes Explain: (number of locations?) STORMWATER DESIGN GUIDELINES Effective February 2007 Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.4) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Gutter line slopes: Least 0.6% Usual 0.6% Greatest 0.8% Are inlets recessed on arterial and collector streets? I '·I Yes D No If "no", identify where and why. Will inlets capture 10-year design stormflow to prevent flooding of intersections (arterial with arterial or collector)? CT l Yes D No If no, explain where and why not. C'· "O <ll VJ Will inlet size and placement prevent excee~ allowable water spread for 10-year ::l .... design storm throughout site (or phase)? _'_Yes D No If no, explain. <ll ::::: ::i Ol -o -c "O ro <ll Sag curves: Are inlets placed at low points? i. 1.J Yes [ :I No Are inlets and ..c ~ .... ·-conduit sized ~event 100-year stormflow from ponding at greater than 24 inches? ::i ..... u c ! ' ,j Yes _-_·_No Explain "no" answers . ..c 8 :'::!-3 VJ Q) <ll .... 1il <ll Will 100-yr stormflow be contained in combination of ROW and buried conduit on .... <{ whole length of all streets? r:z:l Yes CJ No If no, describe where and why. Do designs for curb, gutter, and inlets comply with B-CS Technical Specifications? fCZJI Yes !. -A No If not, describe difference(s) and attach justification. Are any 12-inch laterals used? I ' I No t I Yes Identify length(s) and where used. C'· "O Pipe runs between system I Typical <ll 150 LF Longest 341 LF VJ VJ access points (feet): ::l <ll E >-m D ~GI Are junction boxes used at each bend? Yes No If not, explain where --and why. VJ .~ 0 ~z iDI Are downstream soffits at or below upstream soffits? Least amount that hydraulic VJ !!!. Yes I> I No ti / I If not, explain where and why: grade line is below gutter line Inlet 15, Transition from 30 to 36" pipe has a drop of 0.25' instead (system-wide): of 0.5' because of depth/conflict problems. 0.45' STORMWATER DESIGN GUIDELINES Effective February 2007 Page 13 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.5) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) (ii' Describe watercourse(s), or system(s) receiving system discharge(s) below Q) (include design discharge velocity, and angle between converging flow lines). u c 1) Watercourse (or system), velocity, and angle? Cll u; .£ Outfall From Inlet 15 -Velocity= 4.8 fps. Outfall requires grading swale to existing drainage Q) swale. This graded swale will converge at a maximum of 90 degrees. ..... ...-.. 0 1l E 2) Watercourse (or system), velocity, and angle? ::i ..... c 0 Outfall From Inlet 3 -Velocity= 4.0 fps. Outfall requires grading swale to existing drainage ·-..... c . 0 .2 swale. This graded swale will converge at a maximum of 90 degrees. ~.~ E Q) ~ Q) E 3) Watercourse (or system), velocity, and angle? _. Cll ro ~(/) ..... (/) Q) :J c :Q 0 ·-> ~ e "O Q._ E _. For each outfall above, what measures are taken to prevent erosion or scour of ..... Q) 0 <IJ receiving and all facilities at juncture? _. ..c Cf) (/) Q) 1) Outfall will use 4:1 sloped RCP headwalls with Rip-Rap Channel Stabilization -ro ro Q._ 2) Outfall will use 4:1 sloped RCP headwalls with Rip-Rap Channel Stabilization Q) (/) c 3) _£. Are swale(s) situated along property lines between properties? D No [ZJ Yes Number of instances: I For each instance answer the following questions. Surface treatments (includinq low-flow flumes if any): No surface treatment is provided. A swale between lots 4 and 5 of Chestnut Oak Circle is provided as a C'-· relief for the 100 year flow should storm water back up at the low point inlets of 14 and 15. The I 00 year (/) Qj HGL shows that the 100 year flow is contained in the street ROW. ~ (/) _. Q) Flow line slopes (minimum and maximum): (/) >- !01 1l 0 <llZ Outfall characteristics for each (velocity, convergent angle, & end treatment). ::i iol Swale is to allow overflow but is not required by design. (/) Q) ..... Will 100-year design storm runoff be contained within easement(s) or platted drainage <{ ROW in all instances? { / l Yes ! . i No If "no" explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ____ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 - Drainage Conce12t and Design Parameters I Continued (Page 4.5) Stormwater Management Concept (continued) Within Or Serv ing Subject Property (Phase, or Site) (continued) Cil Describe watercourse(s), or system(s) receiving system discharge(s) below Ill (include design discharge velocity, and angle between converging flow lines). u c:: 1) Watercourse (or system), velocity, and angle? co iii c:: Outfall From Inlet 15 -Velocity= 4.8 fps. Outfall requires grading swale to existing drainage Ill swale. This graded swale will converge at a maximum of 90 degrees. ..... ~o al E 2) Waterco urse (or system), velocity, and angle? ::i ..... c:: 0 Outfall From Inlet 3 -Velocity= 4.0 fps . Outfall requires grading swale to existing drainage ·--c . 0 .E swale. This graded swale will converge at a maximum of 90 degrees. ~.!: E Ill Cil w E ~ 3) Watercourse (or system), velocity, and angle? -co ~(/,) :; (/,) Q) c::~ 0 ·-> ~ e "O c.. E-For each outfall above, what measures are taken to prevent erosion or scour of ..... Q) 0 Q) receiving and all facilities at juncture? -..c:: Cf) (/,) Q) 1) Outfall will use 4:1 sloped RCP headwalls with Rip-Rap Channel Stabilization -ro ..... co c.. 2) Outfall will use 4: 1 sloped RCP headwalls with Rip-Rap Channel Stabilization Ill (/,) c:: 3) ~ Are swale(s) situated along property lines between properties? D No IJ .J Yes Number of instances: 1 For each instance answer the following questions. Surface treatments (includinQ low-flow flumes if any): No surface treatment is provided. A swale between lots 4 and 5 of Chestnut Oak Circle is provided as a C'--relief for the 100 year flow should storm water back up at the low point inlets of 14 and 15. The 100 year (/,) (i3 HGL shows that the 100 year flow is contained in the street ROW. ~ (/,) -Q) Flow line slopes (minimum and maximum): (/,) >- -~GI "O :"' ..8 al 0 (/,)z Outfall characteristics for each (velocity, convergent angle, & end treatment). ::i 3DI Swale is to allow overflow but is not required by design. co .' :!: . ' (/,) Q) ..... Will 100-year design storm runoff be contained within easement(s) or platted drainage <( ROW in all instances? i f J Yes !Lrn .. l No If "no" explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ____ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce(2t 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? E ' I No r:::::I Yes If so, provide the following: Cl> Is 25-year flow contained with 6 inches of freeboard throughout? t:=.l Yes Cl No ..c .B Are top of banks separated from road shoulders 2 feet or more? CJ Yes E I No 0 Are all ditch sections trapezoidal and at least 1.5 feet deep? ! l Yes LI No Cl> :2 For any "no" answers provide location(s) and explain: (/) -0 ro 0 0::: If conduit is beneath a swale, provide the following information (each instance). Instance 1 Describe general location, approximate length: Vl Cl> >-DI 00 Is 100-year design flow contained in conduiUswale combination? L I Yes J !No ~ If "no" explain: c 0 ro ROW c::J z u; Space for 100-year storm flow? Easement C:::J Width DI~ Swale Surface type, minimum Conduit Type and size, minimum and maximum .Q and maximum slopes: slopes, design storm: -('-· (/) -0 (j) -0 ro c >. Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): c ro c ..c ro (.) L.. c .2 Q) c c.. 0 0 ~ Access Describe how maintenance access is provided (to swale, into conduit): -0 E ::i L.. .~ .2 c c Cl> -0 E Instance 2 Describe general location, approximate length: Cl> ro Vl (/) ::i (/) Q) c -0 0 ·;; Is 100-year design flow contained in conduiUswale combination? r=J Yes fi . I No ~ 0 L.. If "no" explain: c c.. :0 Q) E Cl> ROW c::J Easement c:::ll 0 ..c Space for 100-year storm flow? Width (.) Vl -Cl> Swale Surface type, minimum Conduit Type and size, minimum and maximum ::i -ro -0 L.. and maximum slopes: slopes, design storm: c ro 0 c.. (.) Q) --(/) Q) Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): ro c $: _£. Vl Cl> L.. <( Access Describe how maintenance access is provided (to swale, into conduit): STORMWATER DESIGN GUIDELINES Effective February 2007 Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.7) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) c "iii 0.. E x ow .;: If "yes" provide the following information for each instance: Instance 1 Describe general location, approximate length, surfacing: 15 ui Is 100-year design flow contained in swale? r 1 Yes C l No Is swale wholly c ~ within drainage ROW? CJ Yes I 'I No Explain "no" answers: .;011--------------------i ~ Access Describe how maintenance access is provide: ..... 0 181 f--ln-s-ta_n_c_e_2--D-e-sc-r-ib_e_g_e_n_e-ra_l_lo_c_a-ti-o-n,-a-p-p-ro-x-im-a-te-l-e-ng_t_h_, -su_rf_a_c-in_g_: --------i CD .i:: C'-· :::i VJ .c c :J CD o E £ ~ ·3 (\l CD VJ ..... ..9;! 0 (\ls ~ 0 ~~ ::ci :::i c.. Is 100-year design flow contained in swale? I i Yes K l No Is swale wholly within drainage ROW? I .. •l Yes I . J No Explain "no" answers: Access Describe how maintenance access is provided: Instance 3, 4, etc. If swales are used in more than two instances, attach sheet providing all above information for each instance. "New" channels: Will any area(s) of concentrated flow be channelized (deepened, widened, or straightened) or otherwise altered? C.1 No Cl Yes If only sl ightly C'· shaped, see "Swales" in this Part. If creating side banks, provide information below. -a c ~ ro Will design replicate natural channel? D Yes ! l No If "no", for each instance ~ ~ describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year a_ w design flow, and amount of freeboard: 2 ii5 Instance 1: 101 c.. Instance 2: .~ ~ 1 DI Instance 3: u STORMWATER DESIGN GUIDELINES Effective February 2007 Page 16 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters / Continued (Page 4.7) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) If "yes" provide the following information for each instance: Instance 1 Describe general location, approximate length, surfacing: c "(ii E~ ow ~ 15 cli c Q) Is 100-year design flow contained in swale? C i Yes l'.:;:J No Is swale wholly within drainage ROW? f .. I Yes L .. J No Explain "no" answers: ~D:I ·w . 1---------------------------------i ~ Access Describe how maintenance access is provide: .... 0 ] G1 1---ln-s-ta_n_c_e_2 __ D_e_sc-r-ib_e_g_e_n_e-ra_l_lo_c_a-tio_n_,_a_p_p_ro_x_im-at_e_l_e_ng_t_h_, s_u_rf_a_c-in_g_: -------i Q) ·~ C'-· ::::l Cf) .0 c ::; Q) o E = Q) "§ ~ Q) en .._ ~ 0 ~s en 0 ~~ ::0 ::::l c. Is 100-year design flow contained in swale? !... .. JI Yes t m __ l No Is swale wholly within drainage ROW? L ... J Yes L .J No Explain "no" answers: Access Describe how maintenance access is provided: Instance 3, 4, etc. If swales are used in more than two instances, attach sheet providing all above information for each instance. "New" channels: Will any area(s) of concentrated flow be channelized (deepened, widened, or straightened) or otherwise altered? C 1 No 0 1 Yes If only slightly c--. shaped, see "Swales" in this Part. If creating side banks, provide information below. -0 c 1----------------------------------i 3l ro Will design replicate natural channel? L.! Yes L A No If "no", for each instance ~ ~ describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year c_ w design flow, and amount of freeboard: 2 ~ Instance 1: !o~., >'. e c. Instance 2: .~ ~ ~o<I Cll ' . ..c Instance 3: u STORMWATER DESIGN GUIDELINES Effective February 2007 Page 16 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t 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? L_rj No ! l Yes If "yes" provide the information below. Will small creeks and their floodplains remain undisturbed? i ii Yes I .... I No How many disturbance instances? Identify each planned location: 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. 13' Q) ::i c ~ Watercourses {and tributaries}: Aside from fringe changes, are Regulatory 0 Watercourses proposed to be altered? I . J No L rn I Yes Explain below . .s. rn c Submit full report describing proposed changes to Regulatory Watercourses. Address Q) existing and proposed section size and shape, surfaces, alignment, flow line changes, E Q) length affected, and capacity, and provide full documentation of analysis procedures > 0 and data. Is full report submitted? D Yes I . I No If "no" explain: .._ c._ E a:; c c ro All Proposed Channel Work: For all proposed channel work, provide information ..c () 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? L .:I Yes I I No If not, identify location and explain: Are ROW I easements sized to contain channel and required maintenance space? i :I Yes V I No If not, identify location(s) and explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 17 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concel2t 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? For each provide info. below. For each dry-type facilitiy: Facility 1 Facility 2 Acres served & design volume+ 10% 100-yr volume: free flow & plugged Design discharge (10 yr & 25 yr) Spillway crest at 100-yr WSE? I .. I yes i ,I no I I yes I 11 no Berms 6 inches above plugged WSE? D yes O no D yes O no Explain any "no" answers: en Q) >- DI For each facility what is 25-yr design Q, and design of outlet structure? 0 Facility 1: z Bl Facility 2: Do outlets and spillways discharge into a public facility in easement or ROW? C'-· Facility 1: D._ Yes LI No Facility 2: Q Yes W No "O Q) If "no" explain: en 0 c.. 0 ..... 0... en For each, what is velocity of 25-yr design discharge at outlet? & at spillway? Q) ~ Facility 1: & Facility 2: & ·c::; Cll Are energy dissipation measures used? ! . l No .Cl Yes Describe type and LL c location: 0 ~ Q) Q) 0 Q) ..... <1'. 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: Facility 2: If berms are used give heights, slopes and surface treatments of sides. Facility 1: Facility 2: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 18 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.9) Stormwater Man agement Concept (continued) With in Or Serving Subject Property (Phase, or Site) (continued) How many facilities for subject property project? For each provide info. below. For each dry-type facilitiy: Facility 1 Facility 2 Acres served & design volume+ 10% 100-yr volume: free fl ow & plugged Design discharge (10 yr & 25 yr) Spillway crest at 100-yr WSE? Ii yes L j no L .. J yes I .ii no Berms 6 inches above plugged WSE? L m j yes I m :I no I .m. I yes L:i no Explain any "no" answers: en (I) >- DI For each facility what is 25-yr design Q, and design of outlet structure? 0 Facility 1: z DI Facility 2: Do outlets and spillways discharge into a public facility in easement or ROW? C'-· Facility 1: Q Yes LJ No "O Facility 2: t mJ Yes W No (I) If "no" explain: en 0 c.. 0 .... Cl. en For each, what is velocity of 25-yr design discharge at outlet? & at spillway? (I) ~ Facility 1: & Facility 2: & "() ro Are energy dissipation measures used? L ....... J No t . .J Yes Describe type and LL. c location: .Q c (I) Q) 0 (I) .... <l'. 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: Facility 2: If berms are used give heights, slopes and surface treatments of sides. Facility 1: Facility 2: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 18 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.1 O) Stormwater 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": (/) Facility 1; Q) :;::; =~ ~ Q) Facility 2: u.. :J c c:.;::; 0 c :;::; 0 c (.) Q) -Q) For additional facilities provide all same information on a separate sheet. 0 Are parking areas to be used for detention? I ... i No I l Yes What is maximum depth due to required design storm? Roadside Ditches: Will culverts serve access driveways at roadside ditches? [ i No LI Yes If "yes", provide information in next two boxes. Will 25-yr. flow pass without flowing over driveway in all cases? _D__ Yes I ] No Without causing flowing or standing water on public roadway? _.D.._ Yes Q No Designs & materials comply with 8-CS Technical Specifications? __D_ Yes ...Cl.No Explain any "no" answers: C'-· (/) 0) .!: (/) Are culverts parallel to public roadway alignment? L m ! Yes ..r=L No Explain: (/) 0 ..... (/) (.) Q) 2 >- !DI Creeks at Private Drives: Do private driveways, drives, or streets cross drainage ro ways that serve Above-Project areas or are in public easements/ ROW? "'CJ 0 I m• " No I . _J Yes If "yes" provide information below. Q) z ~Bl How many instances? Describe location and provide information below. Q) Location 1: ~ :J (.) 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. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 19 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY 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) Named Regulato[Y Watercourses {&Tributaries}: Are culverts proposed on these facilities? t J I No r=:I Yes, then provide full report documenting assumptions, criteria, analysis, computer programs, and s~findings that support proposed design(s). Is report provided? _D_ Yes __ No If "no", explain: -Arterial or Major Collector Streets: Will culverts serve these types of roadways? w (!) LJ No D Yes How many instances? For each identify the .!:: </) (!) location and provide the information below. </) ro Instance 1: (!) ..__ >-~ Bl~ Instance 2: Instance 3: c 0 o~ Yes or No for the 100-year design flow: 1 2 3 z E DI~ Headwater WSE 1 foot below lowest curb top? Spread of headwater within ROW or easement? E C'-· co Is velocity limited per conditions (Table C-11)? </) </) g> "'C Explain any "no" answer(s): ·-c ~ co 0 c ..__ 0 CJ :.;:::; >. co co (.) :s: _Q "'O (!) co ..c Minor Collector or Local Streets: Will culverts serve these types of streets? 0 ·-..__ ..__ (.) (.) I . I No rz:t Yes How many instances? 1 for each identify the ·-</) -(!) -g "'O location and provide the information below: Q. (!) -Q. Instance 1: 8'x5' Box Culvert on Future Appomattox Drive co ;:;. "'C >. Instance 2: (!) c </) co :::i.._ Instance 3: </) 0 t:: </) (!) (!) ~ (.) For each instance enter value, or "yes" I "no" for: 1 2 3 ::Jc (.) co Design yr. headwater WSE 1 ft. below curb top? (!) u; Yes No No ..__ c <:( ·-100-yr. max. depth at street crown 2 feet or less? Yes No No ~ 0 Product of velocity (fps) & depth at crown (ft)= ? E Yes No No 0 Is velocity limited per conditions (Table C-11)? Yes No No ::=.. Limit of down stream analysis (feet)? Yes No No Explain any "no" answers: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters / Continued (Page 4.11) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Named Regulato!'.Y Watercourses {&Tributaries}: Are culverts proposed on these facilities? fi J I No D I Yes, then provide full report documenting assumptions, criteria, analysis, computer programs, and s\udylfindings that support proposed design(s). Is report provided? _D_ Yes ~No If "no", explain: ,...... Arterial or Major Collector Streets: Will culverts serve these types of roadways? a; Q) i ... J No D y H . t ? For each identify the ..c __ es ow many ms ances . en Q) location and provide the information below. en ro Instance 1: Q) ..... >-~ Bl ~ Instance 2: c 0 Instance 3: c 0 0 iii ZE Yes or No for the 100-year design flow: 1 2 3 01~ Headwater WSE 1 foot below lowest curb top? ·-Spread of headwater within ROW or easement? Q) E C'-· co Is velocity limited per conditions (Table C-11 )? en en g'-c Explain any "no" answer(s): ·-c ~ co 0 c ..... 0 (.):;::; >, co co Ll :_;: .Q "O Q) co ..a Minor Collector or Local Streets: Will culverts serve these types of streets? 0 ·-.......... Ll Ll C:J No J:Z:l Yes How many instances? 1 for each identify the ·-en -Q) -§ -0 location and provide the information below: Q. Q) -Q. Instance 1: 8'x5' Box Culvert on Future Appomattox Drive co 2:' "O >, Instance 2: Q) c en co =i -Instance 3: en o t:: en Q) Q) ~ Ll For each instance enter value, or "yes " I "no" for: 1 2 3 =i c Ll co Design yr. headwater WSE 1 ft. below curb top? Q) u; Yes No No ..... c ~ ·-100-yr. max. depth at street crown 2 feet or less? Yes No No Q) ..... 0 Product of velocity (fps) & depth at crown (ft)= ? E Yes No No ..... 0 Is velocity limited per conditions (Table C-11 )? Yes No No ~ Limit of down stream analysis (feet)? Yes No No Explain any "no" answers: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters / 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. Do culverts and travelways intersect at 90 degrees? ! . I Yes trl No If not, identify location(s) and intersect angle(s), and justify the design(s): 8'x5' Box Culvert intersects Appomattox Drive at an angle of 120 degrees. This angle was used to follow the existing drainage swale. Does drainage way alignment change within or near limits of culvert and surfaced approaches thereto? j J I No L_l Yes If "yes" identify location(s), describe change(s), and justification: Are flumes or conduit to discharge into culvert barrel(s)? _.D..._ No ffi Yes If yes, identify location(s) and provide justification: The storm water system from phases 3 and 4 will discharge into the culvert. -Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? "O (!) I J 1 No I l Yes If "yes" identify location(s), describe outfall design treatment(s): ::I c :g 0 .s (/) t (!) > :; Is scour/erosion protection provided to ensure long term stability of culvert structural 0 components, and surfacing at culvert ends? P J l Yes D 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? [Z] Yes D 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? I l I No _D_ Yes If "yes" describe location(s) and mitigation measures: Are all culvert designs and materials in compliance with B-CS Tech. Specifications? J2J_ Yes Q No If not, explain in Special Design Section of th is Part. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 21 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt 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? Cl No D Yes If "yes" provide the following information. Name(s) and functional classification of the roadway(s)? What drainage way(s) is to be crossed? Vi' Q) 0) "O ·;:::: CD 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? I ,I Yes L J No If "no" explain: Is a Stormwater Provide a general description of planned techniques: £ Pollution Prevention Construction Entrances ro Plan (SW3P) Inlet Protection ::i a established for Silt Fences ..... project construction? a.> ~ I I No I l ,I 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? .IZ1 No D.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? _D. Yes _D_ No If "no" explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 22 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.13) Stormwater Management Concept (co ntinued ) Within Or Serving Subject Property (Phase, or Site) (continued) Is a bridge included in plans for subject property project? Cl No C i Yes If "yes " provide the following information. Name(s) and function al classification of the roadway(s)? What drainage way(s) is to be crossed? Cil w Ol "O ·c co A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical, hydrologic, and hydraulic fa ctors) must accompany this summary report. Is the report provided? 0 Yes I .. ii No If "no" explain: Is a Stormwater Provide a general description of planned techniques: £ Pollution Prevention Construction Entrances (ii Plan (SW3P) Inlet Protection :::J a established for Silt Fences ..... project construction? Q) ro L.A No I ~/:I Yes s 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? £Z1 No L ~Yes If "yes" list general type and location below. Provide full report about the proposed special design(s) including rati onale fo r 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? _CT Yes _.D_ No If "no" explain: STORMWATER DESIGN GU IDELINES Effective February 2007 Page 22 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt 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 8-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. ..D_ Detention elements I I Drain system elements _Cl Channel features r::J. Culvert features l . * I Swales ..D_Ditches r::L Inlets O outfalls ..D_ Valley gutters _Cl_ Bridges (explain in bridge report) In table below briefly identify specific element, justification for deviation(s). Specific Detail Element Justification for Deviation (attach additional sheets if needed) 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? ill Yes [__]No Briefly summarize the range of applications made of the Rational Formula : Stonn Drain Design What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? 2.22 acres STORMWATER DESIGN GUI DELINES Effective February 2007 Location (or identifier): Inlet #! Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ---- SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters J Continued (Page 4.15) Design Parameters (continued) Hydrology (continued) In making determinations for time of concentration, was segment analysis used? 0 No [ZJ Yes In approximately what percent of Design Drainage Areas? JOO % As to intensity-duration-frequency and rain depth criteria for determining runoff flows, were any criteria other than those provided in these Guidelines used? JZ1. No .D_Yes If "yes" identify type of data, source(s), and where applied: 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 JOO JO 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 JOO 25 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) 3.01 7 fps Lowest (feet per second) 2.27 fps 2.8 fps Streets and Storm Drain Systems Provide the summary information outlined below: Roughness coefficient~ used: For conduit type(s) HDPE STORMWATER DESIGN GUIDELINES Effective February 2007 For street gutters: Page 24 of 26 O.OJ8 Coefficients: O.OJ2 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ---- SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters / Continued (Page 4.15) Design Parameters (continued) Hydrology (continued) In making determinations for time of concentration , was segment analysis used? D No Q'J Yes In approximately what percent of Design Drainage Areas? 100 % As to intensity-duration-frequency and rain depth criteria for determining runoff flows, were any criteria other than those provided in these Guidelines used? Jl2J.... No QYes If "yes" identify type of data, source(s), and where applied: 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 100 10 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 100 25 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) 3.01 7 fps Lowest (feet per second) 2.27 fps 2.8 fps Streets and Storm Drain Systems Provide the summary information outlined below: Roughness coefficients used: For conduit type(s) HDPE STORMWATER DESIGN GUIDELINES Effective February 2007 For street gutters: Page 24 of 26 0.0 18 Coefficients: 0.01 2 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY 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? D No D. Yes Head and friction losses D No Yes Explain any "yes" answer: In conduit is velocity generally increased in the downstream direction? [ZJ Yes LJNo Are elevation drops provided at inlets, manholes, and junction boxes? ill Yes ..._.,,.,~ No Explain any "no" answers: Are hydraulic grade lines calculated and shown for design storm? m Yes D No For 100-year flow conditions? m Yes I . I No Explain any "no" answers: What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify each location and explain: Based on HEC-RAS analysis Open Channels If a HEC analysis is utilized, does it follow Sec Vl.F.5.a? D Yes ..D. No Outside of straight sections, is flow regime within limits of sub-critical flow? .D Yes .D. 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 STORMWATER DESIGN GUIDELINES Effective February 2007 Page 25 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept 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 Storm Drain Design -In house Excel Spreadsheet for Rational Method Design HEC-HMS -Used to Calculate Q's for HEC-RAS Analysis HEC-RAS v.3.1.2 April 2004 -Flood Plain and Appomattox Drive Culvert Analysis Part 5 -Plans and Specifications Requirements for submittal of construction drawings and specifications do not differ due to use of a Technical Design Summary Report. See Section 111, 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 Design Summary Drainage Report by siQninQ and sealinQ 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 pro~"'6'rei(Jfge improvements have been issued or fall under applicable g_eneral permitsj~~:.~ .. ?.~ .. '..~~-<t~\ -;;?( . r ~ . I ' (Affix Seal) ~ * / * ·· .. iC '~ --4~ &.µ--.,TL--~ f~/ o 7 {-JE·~~~~~\::~~:~·~~:t~i~.·~ L~w.~~p ~ fi . IE . ~ ..... :.. 94745 :er~ 'i "ff' e ro ess1ona ngmeer 'I, -o ·. : 41 ,, ~ 'I~... .:~~ q4 1lr 11,0k;:.· .. ~(CENS~<:::.··&~.E State of Texas PE No.7r;L 11'\~~?:tciNA~~~--==- STORMWATER DESIGN GUIDELINES Effective February 2007 Page 26 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept 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 Storm Drain Design -In house Excel Spreadsheet for Rational Method Design HEC-HMS -Used to Calculate Q's for HEC-RAS Analysis HEC-RAS v.3.1.2 April 2004 -Flood Plain and Appomattox Drive Culvert Analysis Part 5 -Plans and Specifications 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 .· · ·.-· -· co·nct.usiC)nS -· .. · .. _:· ·· . . ·." . . .. .. :.'..·;, .. Add any concluding information here: Attestation Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Design Summary Drainage Report by signing and sealing 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 pro~'&rei~age improvements have been issued or fall under applicable general permits.'.'.:-~~ ~ .. ~~ .. '..~-i-.. /'1,, -;/( . ( ~ . / f (Affix Seal) f* ~ ..... ··"* ·· .... ~-!< '\ ~ -A~ i.µ~\;L---1Pftf,jo7 {JE·~~Efiv·c.·~9~:~:~i~0.] L~ ~d Pr~fessional Engineer ti\ ......... 94745 /fE J fl 11 .>1.o" :ffi ... q4 11 ~· •• ~(CENS~<?.."0. ~_?' State of Texas PE No.71£' 111\~~~!0NA~~~--==- STORMWATER DESIGN GUIDELINES Effective February 2007 Page 26 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ STORMW ATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT Carter's Crossing, Phase 3 Stormwater Management Technical Design Summary Report MEES!# 1015-0006 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 979-693-3838 David Fojtik 1260 South Oaks Drive College Station, TX 77845 June 18, 2007 Section 2 -General Information: Carter's Crossing is a four phase residential subdivision to be constructed in west College Station. The total area of the development is approximately 47.74 acres with a total of 140 lots. The project includes dedicating approximately 7.35 acres as parkland to the city. The plan is based on the Preliminary Plat submitted April 16, 2007 and approved by the Planning and Zoning Board on May 17, 2007. This report is for the construction of phase 3. Phase 3 is approximately 12.53 acres with 43 lots. Section 3 -Project Location: Carter's Crossing Subdivision is located in west College Station. Access for Phase 3 will be from North Forest Parkway. The entire project site is located within the city limits of College Station. To the north the subdivision is bounded by Raintree Section Three, a 20.69 Acre tract owned by Martell Children's Trust, and a 20.69 Acre tract owned by Guseman Family Trust. To the east the subdivision is bounded by Emerald Forest Subdivision. To the south the subdivision is bounded by a 17.56 Acre tract and a 10.01 Acre tract both owned by Lord's Acres and to the west the subdivision is bounded by a 53.88 Acre tract owned by Northrop Grumman Corporation. The entire site is located within the Carter's Creek Drainage Basin. No portion of the site is shown to be within the 100-year floodplain, so it is not currently regulated under the National Flood Insurance Program. (Fema Firm Map# 48041C0163 C, July 2, 1992). Based on Table B-1 , Appendix B of the Unified Stormwater Design Guidelines, discharge directly into Carters Creek must be evaluated to determine if detention is required for flood control. Section 4 -Hydrologic Characteristics: The project site is mostly open pasture with a defined drainage swale that bisects the property as it flows from west to east into Carter's Creek. The land cover is pasture grass except for the drainage swale, which has dense vegetation and trees. Stormwater Management Technical Design Summary Report Page 1 of 2 Carter's Crossing There are two upland drainage areas. The Northrop Grumman property drains into the existing drainage swale that bisects the site. This area is approximately 52 Acres. To the south a small portion of the St. Thomas Aquinas Church drains onto the site. Also, from the church site any overflow from the existing detention ponds will also flow onto the site. There are no existing drainage easements or ROW on the property. With this development drainage easements and ROW will be provided. Section 5 -Stormwater Management: The stormwater will be discharged directly into the existing drainage swale. Proper end treatments and riprap stabilization will be used to prevent erosion. A 4-Sided inlet will be constructed to capture offsite stormwater from the Church property to the south. Since detention is not provided additional design has been performed to determine the 100-year floodplain for the existing drainage swale. This 100-year floodplain has been delineated on the Preliminary Plat and minimum Finnish Floor elevations will be shown on the final plat for lots that are along the drainage swale. The table below shows the pre-development and post-development flows for the entire subdivision developed. A small increase in the runoff and the water surface elevation has been shown. The increase is negligible and the down stream property owner has been notified and a written agreement is attached to this report. Pre-Development 5-yr 235 cfs 10-yr 311 cfs 25-yr 366 cfs 50-yr 417 cfs 100-yr 479 cfs Section 6 -Coordination and Permitting: No coordination or permitting is required for this development. Section 7 -Reference: Report ExhibitA Exhibit B-1 Exhibit B-2 Exhibit C-1 Exhibit C-2 Exhibit C-3 Exhibit C-4 Exhibit C-5 Exhibit D-1 Exhibit D-2 Exhibit E Exhibit F Technical Design Summary Report Ferna Floodplain Map Excerpt Drainage Area Map (HydroCad I HEC-RAS) Drainage Area Map (Proposed Conditions -Storm Drain) Rational Formula Drainage Area Calculations Inlet Computations Pipe Size Calculations Hydraulic Grade Line -10-Y ear Storm Hydraulic Grade Line -100-Y ear Storm HEC-HMS (Pre-Development) HEC-HMS (Post-Development) HEC-RAS Analysis Hydraulic Grade Line Drawings Stormwater Management Technical Design Summary Report Carter's Crossing Post-Development 248 cfs 324 cfs 380 cfs 431 cfs 492 cfs Page 2 of2 EXHIBIT A ' ' / // / / '( /' 'Y'' , \ /~ ~ ',' ,' ~ ,' ~ I I~ / / // / / NTS I Flood I EXHIBIT A nsurance R t a e M Brazos Count op Excerpt and I y, Texas ncorporated Areas Mop Numbers: 48041 C0163C Effective Dot . e. July 2, 1992 EXHIBITB EXHIBITC <( :: w 0 0 0:: w ..I ..I <( <( Q. <( lL w w 0 i= I-0 Cl 0:: ..I z <( z <( ~ z w 0 ~~ <( ..I w ~ ..I z ~ w <( 0 ~ ~ 0:: Cl ~ ow iii Wz ~ z 0:: w <( ~ >w 0 :::> <( 0:: Q. 0 ..I NO. AC. 0.4 0.55 0.9 ft. 1.0 2.22 2.22 0.00 0.00 0.89 449.0 2.0 0.53 0.00 0.53 0.00 0.29 1.0 3.0 0.51 0.00 0.51 0.00 0.28 1.0 4.0 1.08 0.00 1.08 0.00 0.59 1.0 5.0 1.65 0.00 1.65 0.00 0.91 1.0 6.0 2.05 0.00 2.05 0.00 1.13 1.0 7.0 1.28 0.00 1.28 0.00 0.70 1.0 8.0 1.97 0.00 1.97 0.00 1.08 1.0 9.0 1.61 0.00 1.61 0.00 0.89 1.0 10.0 0.91 0.00 0.91 0.00 0.50 1.0 11 .0 0.99 0.00 0.99 0.00 0.54 1.0 12.0 0.58 0.00 0.58 0.00 0.32 1.0 13.0 0.53 0.00 0.53 0.00 0.29 1.0 14A 0.24 0.00 0.24 0.00 0.13 1.0 148 0.63 0.00 0.63 0.00 0.35 1.0 15A 0.53 0.00 0.53 0.00 0.29 1.0 158 0.54 0.00 0.54 0.00 0.30 1.0 16A 0.32 0.00 0.32 0.00 0.18 1.0 168 0.93 0.00 0.93 0.00 0.51 1.0 17A 0.17 0.00 0.17 0.00 0.09 1.0 178 0.25 0.00 0.25 0.00 0.14 1.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations CARTER'S CROSSING PHASE 3 :: 0 :: :: ..I lL 0 0 0 ..I ..I z lL lL ~ ~..I 0:: ~ 0:: ~..I 0 ~ ~ ~ Cl 0 w ..I ..I u w :::> z :::>..I > <( w ii I/) N II) 0 lL Cl ~ Cl ~ > 0 :::> !::! a !!? a ft. ft. ft. ftls min min In/Hr cfs In/Hr cfs 2.0 1.0 1.0 0.5 15.9 15.9 5.04 4.5 6.2 5.5 1.0 1.0 2.0 11 .3 0.0 10.0 6.33 1.8 7.7 2.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.8 7.7 2.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.8 7.7 4.6 1.0 1.0 1.0 10.4 0.0 10.0 6.33 5.7 7.7 7.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 7.1 7.7 8.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 4.5 7.7 5.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 6.9 7.7 8.3 1.0 1.0 1.0 10.4 0.0 10.0 6.33 5.6 7.7 6.8 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.2 7.7 3.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.4 7.7 4.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.0 7.7 2.5 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.8 7.7 2.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.8 7.7 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.2 7.7 2.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.8 7.7 2.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.9 7.7 2.3 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.1 7.7 1.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.2 7.7 3.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.6 7.7 0.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.9 7.7 1.1 0 II) 0 .... II) a !: a N In/Hr cfs In/Hr cfs 7.0 6.2 8.0 7.1 8.6 2.5 9.9 2.9 8.6 2.4 9.9 2.8 8.6 5.1 9.9 5.9 8.6 7.8 9.9 8.9 8.6 9.7 9.9 11.1 8.6 6.1 9.9 6.9 8.6 9.4 9.9 10.7 8.6 7.6 9.9 8.7 8.6 4.3 9.9 4.9 8.6 4.7 9.9 5.4 8.6 2.8 9.9 3.1 8.6 2.5 9.9 2.9 8.6 1.1 9.9 1.3 8.6 3.0 9.9 3.4 8.6 2.5 9.9 2.9 8.6 2.6 9.9 2.9 8.6 1.5 9.9 1.7 8.6 4.4 9.9 5.0 8.6 0.8 9.9 0.9 8.6 1.2 9.9 1.4 ~ ~ a In/Hr cfs 9.1 8.1 11.1 3.2 11.1 3.1 11.1 6.6 11.1 10.1 11.1 12.6 11.1 7.8 11.1 12.1 11.1 9.9 11.1 5.6 11.1 6.1 11.1 3.6 11.1 3.2 11 .1 1.5 11 .1 3.9 11 .1 3.2 11 .1 3.3 11.1 2.0 11 .1 5.7 11.1 1.0 11.1 1.5 0 0 !: In/Hr 10.2 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 0 0 .... a cfs 9.1 3.7 3.5 7.4 11.4 14.1 8.8 13.6 11.1 6.3 6.8 4.0 3.7 1.7 4.3 3.7 3.7 2.2 6.4 1.2 1.7 6/12/2007 dra.xls Exhibit C-1 EXHIBIT C-2 INLET COMPUTATIONS CARTER'S CROSSING PHASE 3 ~ . c.!l 0 ~z ~~ ~< 1 2 3 4 5 6 7 8 9 10 ~ t < ~ ~ 0 Cf) ~ 't: .s ~ ~ > .. o~ O' ~ ~ .. ~ ~ Cf) ~ = .... ~ .. ~ cfs na I 9.1 na I 2.5 na I 2.4 na I 5.1 na I 7.8 na I 9.7 na I 6.1 na I 9.4 na I 7.6 na I 4.3 .. ~ > 0 t' .. ~ u O' .... ~ ~ .... ~ O' -~ .... 0 ~ .:: .... 'O ~ .... ~ ~ .. .... 00 .... ~ ~ .. .... 00 -'O -....= ~ ="' .. -·s ~ C"' Q. ~ 0 ~ 00 o.o I 9.1 I 271 1.4% o.o I 2.5 I 271 0.1% o.o I 2.4 I 271 0.1% o.o I 5.1 I 271 0.4% o.o I 7.8 I 271 1.0% o.o I 9.7 I 271 1.5% o.o I 6.1 I 271 0.6% o.o I 9.4 I 271 1.4% o.o I 7.6 I 271 1.0% o.o I 4.3 I 271 0.3% 11 1 na 4.7 I o.o I 4.7 I 271 0.4% 12 I na 2.8 I o.o I 2.8 I 271 0.1% 13 I na 2.5 I o.o I 2.5 I 271 0.1% 148 I NA 3.0 I o.o I 3.0 I 271 0.1% 158 I na 2.6 I o.o I 2.6 I 271 0.1% 0 z lZ ~ lZ ~ ~ O' ~ .... 0 ~ 1 I 9.1 2 I 2.5 3 I 2.4 4 I 5.1 5 I 7.8 6 I 9.7 7 I 6.1 8 I 9.4 9 I 7.6 10 I 4.3 11 I 4.7 12 I 2.8 13 I 2.5 14BI 3.0 15BI 2.6 DESCRIPTION Proposed Grate Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet ~ ~ .. ~ ~ ~ -0 C"' ~ ~ 'O ~ 'O -~ .. ~ ~ Curb Inlet cfs I ft I ft 2.33 I 1.08 I 5 2.33 I 1.04 I 5 2.33 I 2.20 I 5 2.33 I 3.36 I 5 2.331 4.171 5 2.33 I 2.60 I 5 2.33 I 4.01 I 10 2.33 I 3.28 I 10 2.33 I 1.85 I 5 2.33 I 2.01 I 5 2.33 I 1.18 I 5 2.33 I 1.08 I 5 2.33 I 1.28 I 5 2.33 I 1.10 I 5 .. .:: . ~ .... ~ > Q. • 0 ~ 00 >. ~ t ~-'O ~ .. ~ . ~ 'O ~ u = < O' ~ u 'O ~ .. .... = C"' ~ ~ .. < Grate Inlet 'O ~ 'O -~ .. ~ ~ ~ .. < ft I cfs I sq-ft I sq-ft 01 0.511.9914.581 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6/12/2007 dra.xls Exhibit C-2 EXHIBIT C-2 INLET COMPUTATIONS CARTER'S CROSSING PHASE 3 ~ . (;,!) 0 ~z ~~ ~ QJ .. < ~ QJ 0 t>ll ~ t: .s QJ ~ > .. o~ O' ~ QJ .. (!$ QJ bll (!$ = .... (!$ .. ~ cfs .. QJ > 0 t;> .. (!$ u O' ~ :s ~ O' ~ 0 ~ ;9 "O ti ~ QJ .. -00. ~ QJ .. -00. -"O ,o QJ o'-.!: -= QJ C" c:i. QJ 0 ~ 173 1 na I 9.1 o.o I 9.1 I 271 1.4% 2 na I 2.5 0.0 I 2.5 I 271 0.1% 3 na I 2.4 o.o I 2.4 I 271 0.1% 4 I na 5.1 I o.o I 5.1 I 271 0.4% 5 1 na 7.8 I o.o I 7.8 I 271 1.0% 6 I na 9.7 I o.o I 9.7 I 271 1.5% 7 1 na 6.1 I o.o I 6.1 I 271 0.6% 8 I na 9.4 I o.o I 9.4 I 271 1.4% 9 I na 7.6 I o.o I 7.6 I 271 1.0% 10 I na 4.3 I o.o I 4.3 I 271 0.3% 11 I na 4.7 I o.o I 4.7 I 271 0.4% 12 I na 2.8 I 0.0 I 2.8 I 271 0.1% 13 I na 2.5 I o.o I 2.5 I 271 0.1% 148 I NA 3.0 I o.o I 3.0 I 271 0.1% 158 1 na 2.6 I o.o I 2.6 I 271 0.1% 0 z ~ :s ~ :s ~ O' -; 1S ~ 1 I 9.1 2 I 2.5 3 I 2.4 4 I 5.1 5 I 7.8 6 I 9.7 7 I 6.1 8 I 9.4 9 I 7.6 10 I 4.3 11 I 4.7 12 I 2.8 13 I 2.5 14BI 3.0 15BI 2.6 DESCRIPTION Proposed Grate Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet r.; ~ .. QJ ~ ~ -0 C" ~ ~ "O QJ "O ·;: 0 .. ~ ~ Curb Inlet cfs I ft I ft 2.33 I 1.08 I 5 2.33 I 1.04 I 5 2.33 I 2.20 I 5 2.33 I 3.36 I 5 2.331 4.17 I 5 2.33 I 2.60 I 5 2.33 I 4.01 I 10 2.33 I 3.28 I 10 2.33 I 1.85 I 5 2.33 I 2.01 I 5 2.33 I 1.18 I 5 2.33 I 1.08 I 5 2.33 I 1.28 I 5 2.33 I 1.10 I 5 .. .Cl • QJ -~ > c:i. • 0 QJ 00. ;;..... ~ is ,... "O ~ .. QJ • ~ "O ~ u = < O' : u "O QJ .. ·:; C" ~ ~ QJ .. < Grate Inlet "O QJ "O ·;: 0 .. ~ (!$ QJ < ft I cfs I sq-ft I sq-ft 01 0.51 1.9914.58 I 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6/12/2007 dra.xls Exhibit C-2 e 0 < i.. E--u 0 z r"l -~ ~ ti) E--~ = r"l E--.~ ~ "' ~ 0 0 Col 4.1 E--E--E--~ # # Ac. min yr 1 2 0.9 15.9 100 2 3 1.2 17.9 10 3 6 1.5 18.0 10 4 5 0.6 10.0 10 5 7 1.5 10.1 10 6 7 2.6 19.4 10 7 out 4.8 19.6 10 8 9 1.1 10.0 10 9 13 2.0 10.2 10 10 11 0.5 10.0 10 11 13 1.0 10.2 10 12 13 0.3 10.0 10 13 158 3.6 10.7 10 148 158 0.5 12.4 10 158 168 4.7 12.7 10 168 178 5.4 13.0 10 178 Out 5.6 13.2 10 *Includes 33% Flow Increase for pipe sizes <27" dia. EXHIBIT C-3 PIPE SIZE CALCULATIONS CARTER'S CROSSING PHASE 3 = ~ ·~ = .. 4.1 ~ .. ~ ·~ 4.1 4.1 Q. Q. 'C 4.1 "' ~ 0 4.1 ~ 4.1 00 -Q. i.. "' 'C ~ 4.1 = = 4.1 -~ .~ ..... "' .. .... 'C it; .:., it; 0 it; -r"l Col = 0 0 N =-'C 0 0 ·c <~ ~ ~ ~~ z ~ ti) ,.;i ~ > cfs cfs # cfs % " fps 9.1 11.8 1 11.8 0.23 24 3.8 7.8 10.1 1 10.1 0.17 24 3.2 9.6 12.4 1 12.4 0.26 24 4.0 5.1 6.7 1 6.7 0.34 18 3.8 12.9 16.8 1 16.8 0.46 24 5.3 16.3 16.3 1 16.3 0.05 36 2.3 30.1 30.1 1 30.1 0.17 36 4.3 9.4 12.2 1 12.2 0.24 24 3.9 16.9 21 .9 1 21 .9 0.80 24 7.0 4.3 5.6 1 5.6 0.24 18 3.2 9.0 11.7 1 11.7 0.22 24 3.7 2.8 3.6 1 3.6 0.10 18 2.0 30.5 30.5 1 30.5 0.47 30 6.2 3.8 4.9 1 4.9 0.18 18 2.8 36.6 36.6 1 36.6 0.25 36 5.2 41.4 41.4 1 41.4 0.33 36 5.8 43.0 43.0 1 43.0 0.15 42 4.5 **See Plan & Profile for pipe slope used (Pipe slope >OF Friction slope) 4.1 e = ~ E--tJ 'ii z ~ ~ ""' ~ E-- ' min 455 2.02 30 0.16 312 1.31 30 0.13 110 0.35 30 0.22 147 0.58 45 0.20 199 0.48 30 0.16 39 0.17 30 0.25 209 0.56 46 0.27 120 0.39 41 0.12 351 1.31 'C = r"l @ Col E-- min 17.89 18.04 19.35 10.13 10.48 19.57 20.15 10.20 10.67 10.16 10.33 10.25 11.23 12.65 13.04 13.15 14.47 = E--~ ' E--= tJ ~ r"l = ' 6/12/2007 dra.xls Exhibit C-3 Inlets FL FL Begin Pipe From To Uooer Lower WSElev 010 Dia 17B our 250.9 248.75 253.39 42.96 42 1GB 178 251.2 251 254.04 41.36 36 158 168 252.11 251.64 254.25 36.57 36 13 150 253.39 252.36 254.56 30.46 30 9 13 255.05 253.89 255.93 16.87 24 8 9 255.33 255.15 257.62 9.36 24 MB 158 254.11 253.86 254.56 3.77 18 11 13 254.14 253.89 255.89 8.96 24 10 11 254.79 254.64 256.08 4.32 18 12 13 254.44 254.19 255.89 2.75 18 7 OUT 252.91 252.06 255.28 30.11 36 6 7 253.16 253.01 255.66 16.35 36 3 6 256.19 253.26 255.74 9.57 24 2 3 256.49 256.29 257.23 7.77 24 1 2 258.5 256.59 257.52 6.21 24 EXHIBIT C-4 HYDRAULIC GRADE LINE - 1 OYr. Storm CARTER'S CROSSING PHASE 3 Nonna I Nonna I Depth starting Depth Velocltv Velocltv Lenath Sf PloeS Lower WSElev Un""r Hf In Out 351 0.155% 0.613% 250.68 253.39 252.83 0.54 6.97 7.88 41 0.327% 0.488% 253.25 254.04 253.45 0.13 6.24 6.97 120 0.256% 0.392% 253.89 254.25 254.36 0.31 6.22 6.24 208.71 0.469% 0.494% 254.86 254.86 255.89 0.98 5.82 6.22 199.11 0.801% 0.583% 255.54 255.93 256.70 1.59 4.57 5.82 45.3 0.246% 0.397% 256.35 257.62 256.53 0.11 0.00 4.57 45.6 0.186% 0.548% 254.61 254.61 254.86 0.08 0.00 4.13 38.67 0.226% 0.646% 254.94 255.89 255.19 0.09 4.11 5.44 30 0.244% 0.500% 255.50 256.08 255.65 0.07 0.00 4.11 30 0.099% 0.833% 254.75 255.89 255.00 0.03 0.00 4.41 147 0.173% 0.578% 253.79 255.28 254.64 0.25 5.74 7.05 30 0.051% 0.500% 254.29 255.66 254.44 0.02 6.35 5.74 312 0.258% 0.939% 254.21 255.74 257.14 0.80 5.32 6.35 30 0.170% 0.667% 257.24 257.24 257.44 0.05 4.22 5.32 455 0.109% 0.420% 257.54 257.54 259.45 0.49 0.00 4.22 End Ina TOD Delta HJ WSElev Inlet Check 0.11 254.04 255.2 OK 0.08 254.25 255.2 OK 0.00 254.56 257.35 OK 0.04 255.93 257.89 OK 0.10 257.62 259.12 OK 0.16 257.90 259.33 OK 0.13 254.99 257.56 OK 0.10 256.08 258.54 OK 0.13 256.28 258.54 OK 0.15 256.07 257.89 OK 0.13 255.66 258.33 OK 0.06 255.74 258.33 OK 0.09 257.23 260.98 OK 0.08 257.52 261.17 OK 0.14 259.59 261.5 OK Q Delta Full 1.1611 73.3 0.9521 43.4 2.7932 38.9 1.9630 26.8 1.4979 16.1 1.4344 13.3 2.5674 7.2 2.4645 16.9 2.2598 6.9 1.8193 8.9 2.6651 47.2 2.5921 43.9 3.7459 20.4 3.6488 17.2 1.9119 13.6 Main Inlet In 168 15B 13 9 8 0 0 10 0 0 6 3 2 1 0 6112/2007 dra.xls Exhibit C-4 lnlern FL FL Begin Pipe From To Upper Lower WS Elev 010 Dia 176 our 260.9 248.75 253.39 42.96 42 1GB 176 251.2 251 254.04 41.36 36 15B 1CTB 252.11 251.64 254.25 36.57 36 13 1GB 253.39 252.36 254.56 30.46 30 9 13 256.05 253.89 265.93 16.87 24 0 9 255.33 255.16 267.62 9.36 24 MB 15B 254.11 253.86 254.56 3.77 18 11 13 254.14 263.89 255.89 8.96 24 10 11 254.79 254.64 256.08 4.32 18 12 13 254.44 254.19 255.89 2.75 18 7 OUT 252.91 262.06 265.20 30.11 36 6 7 253.16 253.01 255.66 16.35 36 3 6 256.19 253.26 255.74 9.67 24 2 3 256.49 256.29 257.23 7.77 24 1 2 258.5 256.59 257.52 6.21 24 EXHIBIT C-4 HYDRAULIC GRADE LINE - 1 OYr. Storm CARTER'S CROSSING PHASE 3 Nonna I Nonna I Depth Starting Depth Velocltv Velocltv Lenath Sf PIPeS Lower WSElev Uccer Hf In Out 351 0.155% 0.613% 250.68 263.39 252.83 0.54 6.97 7.88 41 0.327% 0.488% 253.25 254.04 253.45 0.13 6.24 6.97 120 0.256% 0.392% 253.89 254.25 254.36 0.31 6.22 6.24 208.71 0.469% 0.494% 2506 254.86 255.89 0.98 5.82 6.22 199.11 0.801% 0.683% 255.64 256.93 266.70 1.69 U7 5.82 46.3 0.246% 0.397% 256.35 267.62 266.63 0.11 0.00 4.57 45.6 0.186% 0.548% 254.61 254.61 264.86 0.08 0.00 4.13 38.67 0.226% 0.646% 264.94 255.89 255.19 0.09 4.11 5.44 30 0.244% 0.500% 255.50 256.08 255.65 0.07 0.00 4.11 30 0.099% 0.833% 254.75 255.89 255.00 0.03 0.00 4.41 147 0.173% 0.578% 253.79 255.28 264.64 0.25 5.74 7.05 30 0.051% 0.500% 254.29 255.66 254.44 0.02 6.35 5.74 312 0.258% 0.939% 254.21 255.74 257.14 0.80 5.32 6.35 30 0.170% 0.667% 257.24 257.24 257.44 0.05 4.22 5.32 455 0.109% 0.420% 257.54 257.54 259.45 0.49 0.00 4.22 End Ina Top Delta HJ WSElev Inlet Check 0.11 254.04 255.2 OK 0.08 254.25 255.2 OK 0.00 254.56 257.36 OK 0.04 255.93 257.89 OK 0.10 257.62 259.12 OK 0.16 257.90 259.33 OK 0.13 254.99 257.56 OK 0.10 256.08 258.54 OK 0.13 256.28 258.54 OK 0.15 256.07 257.89 OK 0.13 255.66 258.33 OK 0.06 255.74 258.33 OK 0.09 257.23 260.98 OK 0.08 257.52 261.17 OK 0.14 259.59 261.5 OK a Delta Full 1.1611 73.3 0.9521 43.4 2.7932 38.9 1.9630 26.8 1.4979 16.1 1.4344 13.3 2.6674 7.2 2.4645 16.9 2.2598 6.9 1.8193 8.9 2.6651 47.2 2.5921 43.9 3.7459 20.4 3.6488 17.2 1.9119 13.6 Main Inlet In 166 156 13 9 8 0 0 10 0 0 G 3 2 1 0 6/12/2007 dra.~ls ~hlbltC-4 Inlets FL FL Begin Ploe From To Uooer Lower WSElev 010 Dia 176 OUT 250.9 248.75 253.39 42.96 42 166 170 251.2 251 254.04 41.36 36 156 166 252.11 251.64 254.25 36.57 36 13 150 253.39 252.36 254.56 30.46 30 9 13 255.05 253.89 255.93 16.87 24 8 9 255.33 255.15 257.62 9.36 24 1~6 1GB 254.11 253.86 254.56 3.77 18 11 13 254.14 253.89 255.89 8.96 24 10 11 254.79 254.64 256.08 4.32 18 12 13 254.44 254.19 255.89 2.75 18 7 OUT 252.91 252.06 255.28 30.11 36 6 7 253.16 253.01 255.66 16.35 36 3 6 256.19 253.26 255.74 9.57 24 2 3 256.49 256.29 257.23 7.77 24 1 2 258.5 256.59 257.52 6.21 24 EXHIBIT C-4 HYDRAULIC GRADE LINE - 1 OYr. Storm CARTER'S CROSSING PHASE 3 Normal Normal Deoth startlna Depth Velocity Velocity Lenoth Sf Pioe S Lower WSElev Unru>r Hf In Out 351 0.155% 0.613% 250.68 253.39 252.83 0.54 6.97 7.88 41 0.327% 0.488% 253.25 254.04 253.45 0.13 6.24 6.97 120 0.256% 0.392% 253.89 254.25 254.36 0.31 6.22 6.24 208.71 0.469% 0.494% 254.86 254.86 255.89 0.98 5.82 6.22 199.11 0.801% 0.583% 255.54 255.93 256.70 1.59 4.57 5.82 45.3 0.246% 0.397% 256.35 257.62 256.53 0.11 0.00 4.57 45.6 0.186% 0.548% 254.61 254.61 254.86 0.08 0.00 4.13 38.67 0.226% 0.646% 254.94 255.89 255.19 0.09 4.11 5.44 30 0.244% 0.500% 255.50 256.08 255.65 0.07 0.00 4.11 30 0.099% 0.833% 254.75 255.89 255.00 0.03 0.00 4.41 147 0.173% 0.578% 253.79 255.28 254.64 0.25 5.74 7.05 30 0.051% 0.500% 254.29 255.66 254.44 0.02 6.35 5.74 312 0.258% 0.939% 254.21 255.74 257.14 0.80 5.32 6.35 30 0.170% 0.667% 257.24 257.24 257.44 0.05 4.22 5.32 455 0.109% 0.420% 257.54 257.54 259.45 0.49 0.00 4.22 Ending Top Delta HI WSElev Inlet Check 0.11 254.04 255.2 OK 0.08 254.25 255.2 OK 0.00 254.56 257.35 OK 0.04 255.93 257.89 OK 0.10 257.62 259.12 OK 0.16 257.90 259.33 OK 0.13 254.99 257.56 OK 0.10 256.08 258.54 OK 0.13 256.28 258.54 OK 0.15 256.07 257.89 OK 0.13 255.66 258.33 OK 0.06 255.74 258.33 OK 0.09 257.23 260.98 OK 0.08 257.52 261.17 OK 0.14 259.59 261.5 OK a Delta Full 1.1611 73.3 0.9521 43.4 2.7932 38.9 1.9630 26.8 1.4979 16.1 1.4344 13.3 2.5674 7.2 2.4645 16.9 2.2598 6.9 1.8193 8.9 2.6651 47.2 2.5921 43.9 3.7459 20.4 3.6488 17.2 1.9119 13.6 Main Inlet In 166 158 13 9 8 0 0 10 0 0 6 3 2 1 0 6/12/2007 dra.xls ExhlbltC-4 Inlets FL FL Bea In Ploe From To Uoper Lower WS Elev 0 10 Dia 178 UUT 250.9 248.75 253.39 42.96 42 168 178 251.2 251 254.04 41.36 36 159 166 252.11 251.64 254.25 36.57 36 13 158 253.39 252.36 254.56 30.46 30 9 13 255.05 253.89 255.93 16.87 24 a 9 255.33 255.15 257.62 9.36 24 MB 158 254.11 253.86 254.56 3.77 18 11 13 254.14 253.89 255.89 8.96 24 10 11 254.79 254.64 256.08 4.32 18 12 13 254.44 254.19 255.89 2.75 18 7 OUT 252.91 252.06 255.28 30.11 36 6 7 253.16 253.01 255.66 16.35 36 3 G 256.19 253.26 255.74 9.57 24 2 3 256.49 256.29 257.23 7.77 24 1 2 258.5 256.59 257.52 6.21 24 EXHIBIT C-4 HYDRAULIC GRADE LINE - 1 OYr. Storm CARTER'S CROSSING PHASE 3 Normal Normal Deoth startina Deoth Velocltv Velocltv LenQth Sf Pipes Lower WSElev Upper Hf In Out 351 0.155% 0.613% 250.68 253.39 252.83 0.54 6.97 7.88 41 0.327% 0.488% 253.25 254.04 253.45 0.13 6.24 6.97 120 0.256% 0.392% 253.89 254.25 254.36 0.31 6.22 6.24 208.71 0.469% 0.494% 254.86 254.86 255.89 0.98 5.82 6.22 199.11 0.801% 0.583% 255.54 255.93 256.70 1.59 4.57 5.82 45.3 0.246% 0.397% 256.35 257.62 256.53 0.11 0.00 4.57 45.6 0.186% 0.548% 254.61 254.61 254.86 0.08 0.00 4.13 38.67 0.226% 0.646% 254.94 255.89 255.19 0.09 4.11 5.44 30 0.244% 0.500% 255.50 256.08 255.65 0.07 0.00 4.11 30 0.099% 0.833% 254.75 255.89 255.00 0.03 0.00 4.41 147 0.173% 0.578% 253.79 255.28 254.64 0.25 5.74 7.05 30 0.051% 0.500% 254.29 255.66 254.44 0.02 6.35 5.74 312 0.258% 0.939% 254.21 255.74 257.14 0.80 5.32 6.35 30 0.170% 0.667% 257.24 257.24 257.44 0.05 4.22 5.32 455 0.109% 0.420% 257.54 257.54 259.45 0.49 0.00 4.22 End Ina Too Delta HJ WSElev Inlet Check 0.11 254.04 255.2 OK 0.08 254.25 255.2 OK 0.00 254.56 257.35 OK 0.04 255.93 257.89 OK 0.10 257.62 259.12 OK 0.16 257.90 259.33 OK 0.13 254.99 257.56 OK 0.10 256.08 258.54 OK 0.13 256.28 258.54 OK 0.15 256.07 257.89 OK 0.13 255.66 258.33 OK 0.06 255.74 258.33 OK 0.09 257.23 260.98 OK 0.08 257.52 261 .17 OK 0.14 259.59 261.5 OK a Delta Full 1.1611 73.3 0.9521 43.4 2.7932 38.9 1.9630 26.8 1.4979 16.1 1.4344 13.3 2.5674 7.2 2.4645 16.9 2.2598 6.9 1.8193 8.9 2.6651 47.2 2.5921 43.9 3.7459 20.4 3.6488 17.2 1.9119 13.6 Main Inlet In 1GB 158 13 9 a 0 0 10 0 0 6 3 2 1 0 6112/2007 dra.xls Exhlblt C-4 Inlets FL FL 9ealn Pipe From To Uooer Lower WSElev 010 Dia 179 OUT 250.9 248.75 253.39 42.96 42 168 178 251.2 251 254.04 41.36 36 158 169 252.11 251.64 254.25 36.57 36 13 168 253.39 252.36 254.56 30.46 30 0 13 255.05 253.89 255.93 16.87 24 a 9 255.33 255.15 257.62 9.36 24 MB 158 254.11 253.86 254.56 3.77 18 11 13 254.14 253.89 255.89 8.96 24 10 11 254.79 254.64 256.08 4.32 18 12 13 254.44 254.19 255.89 2.75 18 7 OUT 252.91 252.06 255.28 30.11 36 6 7 253.16 253.01 255.66 16.35 36 3 6 256.19 253.26 255.74 9.57 24 2 3 256.49 256.29 257.23 7.77 24 1 2 258.5 256.59 257.52 6.21 24 EXHIBIT C-4 HYDRAULIC GRADE LINE -10Yr. Storm CARTER'S CROSSING PHASE 3 Normal Normal Deoth Startlna Deoth Velocltv Velocltv Length Sf Pipes Lower WSElev Upper Hf In Out 351 0.155% 0.613% 250.68 253.39 252.83 0.54 6.97 7.88 41 0.327% 0.488% 253.25 254.04 253.45 0.13 6.24 6.97 120 0.256% 0.392% 253.89 254.25 254.36 0.31 6.22 6.24 208.71 0.469% 0.494% 254.86 254.86 255.89 0.98 5.82 6.22 199.11 0.801% 0.583% 255.54 255.93 256.70 1.59 4.57 5.82 45.3 0.246% 0.397% 256.35 257.62 256.53 0.11 0.00 4.57 45.6 0.186% 0.548% 254.61 254.61 254.86 0.08 0.00 4.13 38.67 0.226% 0.646% 254.94 255.89 255.19 0.09 4.11 5.44 30 0.244% 0.500% 255.50 256.08 255.65 0.07 0.00 4.11 30 0.099% 0.833% 254.75 255.89 255.00 0.03 0.00 4.41 147 0.173% 0.578% 253.79 255.28 254.64 0.25 5.74 7.05 30 0.051% 0.500% 254.29 255.66 254.44 0.02 6.35 5.74 312 0.258% 0.939% 254.21 255.74 257.14 0.80 5.32 6.35 30 0.170% 0.667% 257.24 257.24 257.44 0.05 4.22 5.32 455 0.109% 0.420% 257.54 257.54 259.45 0.49 0.00 4.22 I Endlna Too Delta HJ WSElev Inlet Check 0.11 254.04 255.2 OK 0.08 254.25 255.2 OK 0.00 254.56 257.35 OK 0.04 255.93 257.89 OK 0.10 257.62 259.12 OK 0.16 257.90 259.33 OK 0.13 254.99 257.56 OK 0.10 256.08 258.54 OK 0.13 256.28 258.54 OK 0.15 256.07 257.89 OK 0.13 255.66 258.33 OK 0.06 255.74 258.33 OK 0.09 257.23 260.98 OK 0.08 257.52 261.17 OK 0.14 259.59 261.5 OK Q Delta Full 1.1611 73.3 0.9521 43.4 2.7932 38.9 1.9630 26.8 1.4979 16.1 1.4344 13.3 2.5674 7.2 2.4645 16.9 2.2598 6.9 1.8193 8.9 2.6651 47.2 2.5921 43.9 3.7459 20.4 3.6488 17.2 1.9119 13.6 Main Inlet In 168 158 13 9 a 0 0 10 0 0 6 3 2 1 0 6/1212007 dra.xls ExhlbltC-4 Inlets FL FL Bea In Ploe From To Uooer Lower WSElev 010 Dia 178 OUT 250.9 248.75 253.39 42.96 42 166 178 251.2 251 254.04 41.36 36 158 16B 252.11 251.64 254.25 36.57 36 13 158 253.39 252.36 254.56 30.46 30 9 13 255.05 253.89 255.93 16.87 24 6 9 255.33 255.15 257.62 9.36 24 MB 158 254.11 253.86 254.56 3.77 18 11 13 254.14 253.89 255.89 8.96 24 10 11 254.79 254.64 256.08 4.32 18 12 13 254.44 254.19 255.89 2.75 18 7 OUT 252.91 252.06 255.28 30.11 36 6 7 253.16 253.01 255.66 16.35 36 3 G 256.19 253.26 255.74 9.57 24 2 3 256.49 256.29 257.23 7.77 24 1 2 258.5 256.59 257.52 6.21 24 EXHIBIT C-4 HYDRAULIC GRADE LINE - 1 OYr. Storm CARTER'S CROSSING PHASE 3 Normal Normal Deoth startlna Deoth Velocltv Velocltv Length SI Pipes Lower WSElev Upper Hf In Out 351 0.155% 0.613% 250.68 253.39 252.83 0.54 6.97 7.88 41 0.327% 0.488% 253.25 254.04 253.45 0.13 6.24 6.97 120 0.256% 0.392% 253.89 254.25 254.36 0.31 6.22 6.24 208.71 0.469% 0.494% 254.86 254.86 255.89 0.98 5.82 6.22 199.11 0.801% 0.583% 255.54 255.93 256.70 1.59 4.57 5.82 45.3 0.246% 0.397% 256.35 257.62 256.53 0.11 0.00 4.57 45.6 0.186% 0.548% 254.61 254.61 254.86 0.08 0.00 4.13 38.67 0.226% 0.646% 254.94 255.89 255.19 0.09 4.11 5.44 30 0.244% 0.500% 255.50 256.08 255.65 0.07 0.00 4.11 30 0.099% 0.833% 254.75 255.89 255.00 0.03 0.00 4.41 147 0.173% 0.578% 253.79 255.28 254.64 0.25 5.74 7.05 30 0.051% 0.500% 254.29 255.66 254.44 0.02 6.35 5.74 312 0.258% 0.939% 254.21 255.74 257.14 0.80 5.32 6.35 30 0.170% 0.667% 257.24 257.24 257.44 0.05 4.22 5.32 455 0.109% 0.420% 257.54 257.54 259.45 0.49 0.00 4.22 End Ina Too Delta HJ WS Elev Inlet Check 0.11 254.04 255.2 OK 0.08 254.25 255.2 OK 0.00 254.56 257.35 OK 0.04 255.93 257.89 OK 0.10 257.62 259.12 OK 0.16 257.90 259.33 OK 0.13 254.99 257.56 OK 0.10 256.08 258.54 OK 0.13 256.28 258.54 OK 0.15 256.07 257.89 OK 0.13 255.66 258.33 OK 0.06 255.74 258.33 OK 0.09 257.23 260.98 OK 0.08 257.52 261.17 OK 0.14 259.59 261.5 OK Q Delta Full 1.1611 73.3 0.9521 43.4 2.7932 38.9 1.9630 26.8 1.4979 16.1 1.4344 13.3 2.5674 7.2 2.4645 16.9 2.2598 6.9 1.8193 8.9 2.6651 47.2 2.5921 43.9 3.7459 20.4 3.6488 17.2 1.9119 13.6 Main Inlet In 168 158 13 9 8 0 0 10 0 0 6 3 2 1 0 6/1212007 dra.xls ExhlbltC-4 Inlets FL FL Bealn PIDO From To Uooer Lower WSEJev Q100 Dia lenath Sf HB O\Jl 250.9 248.75 253.81 62.61 42 351 0.33% 16B 170 251.2 251 255.15 60.27 36 41 0.69% 1GB 108 252.11 251.64 255.20 53.27 36 120 0.54% 13 156 253.39 252.36 255.65 44.23 30 208.71 0.99% 9 13 255.05 253.89 257.89 24.48 24 199.11 1.69% n 9 255.33 255.15 259.12 13.57 24 45.3 0.52% H B 1GB 254.11 253.86 255.85 5.49 18 45.8 0.39% 11 13 254.14 253.89 257.69 13.01 24 38.67 0.48% 10 11 254.79 254.64 258.19 8.27 18 30 0.51% 12 13 254.44 254.19 257.89 4.00 18 30 0.21% 7 OUT 252.91 252.06 255.98 44.23 36 147 0.37% fo 7 253.16 253.01 258.60 24.01 38 30 0.11% 3 6 256.19 253.26 256.64 14.04 24 312 0.55% 2 3 256.49 256.29 258.44 11.39 24 30 0.37% 1 2 258.5 256.59 258.56 9.09 24 455 0.23% EXHIBIT C-5 HYDRAULIC GRADE LINE -100Yr. Storm CARTER'S CROSSING PHASE 3 I Nonn~I Normal startlna Dooth VelocHy Velocity Endina Too Endna Pioe S Lower WSElev Uooer Hf In Out Hi WS Head Inlet WSEJev 0.61% 251.20 253.61 253.35 1.15 6.98 6.54 0.19 255.15 255.2 255.15 0.49% 254.00 255.15 254.20 0.28 6.25 6.98 0.07 255.51 255.2 255.20 0.39% 254.64 255.20 255.11 0.65 6.22 6.25 0.00 255.85 257.35 255.85 0.49% 254.86 255.65 255.89 2.07 5.62 6.22 0.04 257.96 257.89 257.89 0.58% 255.89 257.89 257.05 3.36 4.81 5.82 0.08 261.33 259.12 259.12 0.40% 256.80 259.12 256.98 0.23 0.00 4.81 0.18 259.53 259.33 259.33 0.55% 254.80 255.85 255.05 0.18 0.00 4.49 0.16 258.19 257.56 258.19 0.65% 255.19 257.89 255.44 0.18 4.42 5.92 0.12 258.19 258.54 258.19 0.50% 255.73 258.19 255.88 0.15 0.00 4.42 0.15 258.50 258.54 258.50 0.83% 254.87 257.89 255.12 0.06 0.00 4.88 0.19 258.14 257.89 257.89 0.58% 254.24 255.98 255.09 0.55 6.98 7.57 0.07 256.60 258.33 256.60 0.50% 254.59 256.60 254.74 0.03 6.25 6.32 0.01 256.84 258.33 256.64 0.94% 254.46 256.64 257.39 1.73 6.22 6.96 0.08 258.44 260.98 258.44 0.67% 257.44 256.44 257.64 0.11 5.82 5.84 0.00 258.56 261.17 258.56 0.42% 257.74 258.56 259.65 1.06 4.81 4.63 0.01 259.66 261.5 259.66 Delta Q Street Checl< Delta Surface Width SUrdlame 0.05 0.00 27 Surcharae -0.31 12.14 27 OK 1.50 0.00 27 Sureharve -0.07 5.04 27 SllCharae -2.21 0.23 27 Sureh•""" -0.20 0.00 27 OK 1.37 0.00 27 Surchlirae 0.35 0.00 27 Sureha""" 0.04 0.00 27 ~~me -0.25 0.00 27 OK 1.73 0.00 27 OK 1.69 0.00 27 OK 2.54 0.00 27 OK 2.61 0.00 27 OK 1.64 0.00 27 Street ROW ~· . Canacfty O.O!i% 60.54 0.05% 60.54 0.05% 60.54 0.65% 60.54 0.65% 60.54 0.65% 60.54 0.65% 60.54 0.05% 60.54 0.65% 60.54 0.05% 80.54 0.65% 60.54 0.65% 60.54 0.05% 60.54 0.05% 60.54 0.65% 60.54 Main Inlet In 108 156 13 9 8 0 0 10 0 0 10B 156 13 9 0 6/1212007 dra.xts Exhibit C-5 Inlets FL FL Begin Pipe From To Uooer lower WSElev Q100 DI• Lenath Sf HB OUT 250.9 248.75 253.61 82.81 42 351 0.33% 16B 17B 251.2 251 255.15 60.27 36 41 0.69% HiB 106 252.11 251.64 255.20 53.27 38 120 0.54% 13 HiB 253.39 252.36 255.85 44.23 30 208.71 0.99% 9 13 255.05 253.89 257.89 24.48 24 199.11 1.89% n 9 255.33 255.15 259.12 13.57 24 45.3 0.52% 110 !GO 254.11 253.86 255.85 5.49 18 45.6 0.39% 1'I 13 254.14 253.89 ?.57.69 13.01 24 38.67 0.48% 10 11 254.79 254.64 258.19 6.27 18 30 0.51% 12 13 254.44 254.19 257.89 4.00 18 30 0.21% 7 OUT 252.91 252.08 2G5.eo 44.23 38 147 0.37% f, 7 253.18 253.01 256.60 24.01 38 30 0.11% 3 0 258.19 253.28 256.64 14.04 24 312 0.55% 2 3 258.49 258.29 258.44 11.39 24 30 0.37% 1 2 258.5 256.59 258.56 9.09 24 455 0.23% EXHIBIT C-5 HYDRAULIC GRADE LINE -100Yr. Storm CARTER'S CROSSING PHASE 3 Nonnal Nonna I Deolh Start Ina Deoth Velocllv Velocity Endlna Too Ending Ploe S Lower WSBev Uooer Hf In Out Hi WSHead Inlet WS Elev 0.81% 251.20 253.81 253.35 1.15 8.98 8.54 0.19 255.15 255.2 255.15 0.49% 254.00 255.15 254.20 0.28 6.25 8.98 0.07 255.51 255.2 255.20 0.39% 254.64 255.20 255.11 0.65 6.22 6.25 0.00 255.85 257.35 255.85 0.49% 254.88 255.85 255.89 2.07 5.82 8.22 0.04 257.98 257.89 257.89 0.58% 255.89 . 257.89 257.05 3.38 4.81 5.82 0.08 281.33 259.12 259.12 0.40% 258.80 259.12 258.98 0.23 0.00 4.81 0.18 259.53 259.33 259.33 0.55% 254.80 255.65 255.05 0.18 0.00 4.49 0.18 258.19 257.58 258.19 0.65% 255.19 257.89 255.44 0.18 4.42 5.92 0.12 258.19 258.54 258.19 0.50% 255.73 258.19 255.88 0.15 0.00 4.42 0.15 258.50 258.54 258.50 0.83% 254.87 257.89 255.12 0.06 0.00 4.88 0.19 258.14 257.89 257.69 0.58% 254.24 255.98 255.09 0.55 8.98 7.57 0.07 256.80 258.33 258.80 0.50% 254.59 258.60 254.74 0.03 6.25 8.32 O.QI 258.84 258.33 256.84 0.94% 254.48 258.84 257.39 1.73 8.22 8.98 0.08 258.44 280.98 258.44 0.87% 257.44 258.44 257.84 0.11 5.82 5.84 0.00 258.58 281 .17 258.58 0.42% 257.74 258.58 259.85 1.08 4.81 4.63 0.01 259.66 261.5 259.88 Delta Q Check Deh Surface Surcharae 0.05 0.00 SUrcharge -0.31 12.14 OK 1.50 0.00 Surchilrge -0.07 5.04 Surcharae -2.21 0.23 Surcharge -0.20 0.00 OK 1.37 0.00 Surch1rae 0.35 0.00 Surcharoe 0.04 0.00 Surcharae -0.25 0.00 OK 1.73 0.00 OK 1.69 0.00 OK 2.54 0.00 OK 2.61 0.00 OK 1.84 0.00 Street street ROW Width Slooe Caoacltv 27 0.05% 80.54 27 0.65% 60.54 27 0.05% 80.54 27 0.65% 60.54 27 0.135% 80.54 27 0.65% 80.54 27 0.65% 80.54 27 0.05% 80.54 27 0.65% 60.54 27 0.65°/.> 80.54 27 0.05% 60.54 27 0.6511 60.54 27 0,05% 80.5'4 27 0.05% 60.54 27 0.65% 80.54 Main Inlet In 1GB 15B 13 8 6 0 0 10 0 0 106 1GB 13 9 0 6/12/2007 dra.lds El<hlbll C-5 Inlets FL FL Beain Pipe From To Inner Lower WS Elev 0100 Dia Lenath Sf 178 our 250.9 248.75 253.81 62.61 42 351 0.33% 100 170 251.2 251 255.15 60.27 36 41 0.89% 158 168 252.11 251.84 255.20 53.27 36 120 0.54% 13 158 253.39 252.38 255.85 44.23 30 208.71 0.99% 0 13 255.05 253.89 257.89 24.48 24 199.11 1.69% 6 9 255.33 255.15 259.12 13.57 24 45.3 0.52% HD 15B 254.11 253.88 255.85 5.49 18 45.6 0.39% 11 13 254.14 253.89 257.89 13.01 24 38.67 0.48% 10 11 254.79 254.64 258.19 6.27 18 30 0.51% 12 13 254.44 254.19 257.09 4.00 18 30 0.21% 7 OUT 252.91 252.06 255.98 44.23 36 147 0.37% G 7 253.16 253.01 256.60 24.01 36 30 0.11% 3 6 258.19 253.26 256.64 14.04 24 312 0.55% 2 3 256.49 256.29 256.44 11 .39 24 30 0.37% 1 2 258.5 256.59 258.56 9.09 24 455 0.23% EXHIBITC-5 HYDRAULIC GRADE LINE -100Yr. Storm CARTER'S CROSSING PHASE 3 =I Nonnal starlina Deolh Vetocttv Velocftv Endlna Too Endina Pines Lower WSBev Unoer Hf In Out H WSHead Inlet WS EJev 0.61% 251.20 253.81 253.35 1.15 6.98 8.54 0.19 255.15 255.2 255.15 0.49% 254.00 255.15 254.20 0.28 6.25 6.98 0.07 255.51 255.2 ''""' 0.39% 254.64 255.20 255.11 0.65 6.22 6.25 0.00 255.85 257.35 '="' 0.49% 254.86 255.85 255.89 2.07 5.82 6.22 0.04 257.98 257.89 257.89 0.58% 255.89 257.89 257.05 3.36 4.81 5.82 0.08 261.33 259.12 259.12 0.40% 258.80 259.12 256.98 0.23 0.00 4.81 0.18 259.53 259.33 259.33 0.55% 254.80 255.85 255.05 0.18 0.00 4.49 0.18 256.19 257.56 258.19 0.65% 255.19 257.89 255.44 0.18 4.42 5.92 0.12 258.19 258.54 258.19 0.50% 255.73 258.19 255.88 0.15 0.00 4.42 0.15 258.50 258.54 258.50 0.83% 254.87 257.89 255.12 0.06 0.00 4.88 0.19 258.14 257.89 257.89 0.58% 254.24 255.98 255.09 0.55 6.98 7.57 0.07 256.60 258.33 258.80 0.50% 254.59 256.60 254.74 0.03 6.25 8.32 O.Q1 256.64 258.33 256.84 0.94% 254.48 258.84 257.39 1.73 6.22 6.96 0.08 258.44 260.98 258.44 0.67% 257.44 258.44 257.64 0.11 5.82 5.84 0.00 258.56 261.17 258.58 0.42% 257.74 258.56 259.65 1.06 4.81 4.63 0.01 259.66 261.5 259.66 Om a Check Deh Slrlace Surcharge 0.05 0.00 Surch:111ma ·0.31 12.14 OK 1.50 0.00 S\Jn:harae -0.07 5.04 Surchamf!I ·2.21 0.23 Surcharae -0.20 0.00 OK 1.37 0.00 si.n:~ 0.35 0.00 SLrCharae 0.04 0.00 Si.rcharoe -0.25 0.00 OK 1.73 0.00 OK 1.69 0.00 OK 2.54 0.00 OK 2.81 0.00 OK 1.84 0.00 Street Street ROW Width stooe Caoaclty 27 0.65% 60.54 27 0.05% 60.54 27 0.65% 60.54 27 0.65% 60.54 27 0.65% 60.54 27 0.05% 60.54 27 0.05% 60.54 27 0.65% 60.54 27 0.05% 80.54 27 0.65% 60.54 27 0.05% 60.54 27 0.65% 60.54 27 0.65% 60.54 27 0.05% 60.54 27 0.65% 60.54 Main Inlet In 108 150 13 9 0 0 0 10 0 0 1GB 150 13 9 6 611212007 dra.xts Exhibit C-5 Inlets FL FL Begin Pipe From To •tnner Lower WSElev 0100 Dia Lenath Sf 176 OUT 250.9 248.75 :c!53.81 62.61 42 351 0.33% 100 176 251.2 251 255.15 60.27 36 41 0.69% 150 166 252.11 251.64 255.20 53.27 36 120 0.54% 13 156 253.39 252.38 255.85 44.23 30 208.71 0.99% 9 13 255.05 253.69 257.89 24.48 24 199.11 1.89% 8 9 255.33 255.15 259.12 13.57 24 45.3 0.52% HB 158 254.11 253.86 255.85 5.49 16 45.6 0.39% 11 13 254.14 253.89 257.89 13.01 24 38.67 0.48% 10 11 254.79 254.64 258.19 6.27 18 30 0.51% 12 13 254.44 254.19 257.B9 4.00 18 30 0.21% 7 OUT 252.91 252.06 2ss.eo 44.23 36 147 0.37% 0 7 253.16 253.01 258.80 24.01 38 30 0.11% 3 6 256.19 253.26 256.64 14.04 24 312 0.55% 2 3 256.49 256.29 258.44 11.39 24 30 0.37% 1 2 258.5 256.59 256.56 9.09 24 455 0.23% EXHIBIT C-5 HYDRAULIC GRADE LINE -100Yr. Storm CARTER'S CROSSING PHASE 3 ~er:' Normal starting Depth Velocity Velocity Ending Too Encino PloeS Lower WS Elev UOoer Hf In Out H WSHead i WS Elev 0.61% 251 .20 253.61 253.35 1.15 6.96 8.54 0.19 255.15 255.15 0.49'!4. 254.00 255.15 254.20 0.28 6.25 6.98 0.07 255.51 255.20 0.39% 254.64 255.20 255.11 0.65 6.22 8.25 0.00 255.85 255.85 0.49% 254.86 255.85 255.89 2.07 5.82 6.22 0.04 257.98 257.89 0.58% 255.89 257.69 257.05 3.36 4.81 5.82 0.08 261.33 259.12 259.12 0.40% 256.80 259.12 256.98 0.23 0.00 4.81 0.18 259.53 259.33 259.33 0.55% 254.80 255.85 255.05 0.18 0.00 4.49 0.16 256.19 257.56 256.19 0.65% 255.19 257.89 255.44 0.18 4.42 5.92 0.12 258.19 258.54 258.19 0.50% 255.73 258.19 255.88 0.15 0.00 4.42 0.15 258.50 258.54 258.50 0.83% 254.87 257.89 255.12 0.06 0.00 4.88 0.19 258.14 257.89 257.89 0.58% 254.24 255.98 255.09 0.55 6.98 7.57 0.07 256.60 258.33 258.60 0.50% 254.59 258.80 254.74 0.03 6.25 6.32 O.Q1 256.64 258.33 256.64 0.94% 254.46 256.64 257.39 1.73 6.22 6.98 0.08 256.44 260.96 258.44 0.67% 257.44 258.44 257.64 0.11 5.62 5.84 0.00 258.56 261.17 256.56 0.42% 257.74 256.56 259.65 1.06 4.61 4.63 0.01 259.66 261.5 259.66 Dell• Q Check De Ra SUrface Surcharae 0.05 0.00 Sl.<charae -0.31 12.14 OK 1.50 0.00 Sl.Weharae -0.07 5.04 Swchllmfl -2.21 0.23 s.m..""' -0.20 0.00 OK 1.37 0.00 Surcharae 0.35 0.00 S11eh1rae 0.04 0.00 sim..rae -0.25 0.00 OK 1.73 0.00 OK 1.69 0.00 OK 2.54 0.00 OK 2.61 0.00 OK 1.84 0.00 S!Jllet Street ROW Width ,_. Caoacltv 27 0.05% 60.54 27 0.05% 60.54 27 0.65% 60.54 27 0.05% 60.54 27 0.65% 80.54 27 0.05% 60.54 27 0.65% 60.54 27 0.05% 60.54 27 0.65% 60.54 27 0.65% 60.54 27 0.65% 60.54 27 0.65% 60.54 27 0.65% 60.54 27 0.65% 60.54 27 0.65% 60.54 Main Inlet In 10B mo 13 9 B u 0 10 o 0 10B 1GB 13 9 B 611212007 dra.>ds Exhibit C-5 Inlets FL FL Bealn Ploe From To Uooer Lower WSElev 0100 Dia Lenath Sf 17B OUT 250.9 248.75 253.81 62.61 42 351 0.33% 1GO 176 251.2 251 255.15 60.27 38 41 0.89% 158 1GB 252.11 251.64 255.20 53.27 38 120 0.54% 13 158 253.39 252.38 255.85 44.23 30 208.71 0.99% 9 13 255.05 253.89 257.89 24.48 24 199.11 1.89% 0 9 255.33 255.15 259.12 13.57 24 45.3 0.52% 148 HiD 254.11 253.88 255.85 5.49 18 45.8 0.39% 11 13 254.14 253.89 7.57.09 13.01 24 38.67 0.48% 10 11 254.79 254.64 258.19 6.27 18 30 0.51% 12 13 254.44 254.19 257.09 4.00 18 30 0.21% 7 OUT 252.91 252.08 255.QO 44.23 38 147 0.37% 0 7 253.18 253.01 258.80 24.01 38 30 0.11% 3 6 258.19 253.28 258.64 H .04 24 312 0.55% 2 3 258.49 256.29 258.44 11.39 24 30 0.37% 1 2 258.5 258.59 258.58 9.09 24 455 0.23% EXHIBIT C-5 HYDRAULIC GRADE LINE -100Yr. Storm CARTER'S CROSSING PHASE 3 Normal Normal Oeolh startlna Oeolh Velocitv Velocity Endina Too Endlna PlooS Lower WSElev Inner Hf In Out Hj WSHead Inlet WSElev 0.61% 251.20 253.61 253.35 1.15 6.98 8.54 0.19 255.15 255.2 255.15 0.49% 254.00 255.15 254.20 0.28 8.25 8.98 0.07 255.51 255.2 255.20 0.39% 254.64 255.20 255.11 0.65 6.22 8.25 0.00 255.85 257.35 255.85 0.49% 254.88 255.85 255.89 2.07 5.82 8.22 0.04 257.98 257.89 257.89 0.58% 255.89 257.89 257.05 3.36 4.81 5.82 0.08 261.33 259.12 259.12 0.40% 258.80 259.12 258.98 0.23 0.00 4.81 0.18 259.53 259.33 259.33 0.55% 254.80 255.85 255.05 0.18 0.00 4.49 0.16 256.19 257.58 258.19 0.85'11 255.19 257.89 255.44 0.18 4.42 5.92 0.12 258.19 258.54 258.19 0.50% 255.73 258.19 255.88 0.15 0.00 4.42 0.15 258.50 258.54 258.50 0.83% 254.67 257.89 255.12 0.08 0.00 4.86 0.19 258.14 257.89 257.89 0.58% 254.24 255.98 255.09 0.55 6.98 7.57 0.07 258.80 258.33 258.80 0.50% 254.59 258.80 254.74 0.03 8.25 8.32 0.01 258.64 258.33 258.84 0.84% 254.<16 258.64 257.39 1.73 0.22 8.98 0.08 258.44 260.98 258.44 0.87% 257.44 258.44 257.64 0.11 5.82 5.84 0.00 258.56 281.17 258.58 0.42% 257.74 258.56 259.85 1.06 4.81 4.83 0.01 259.80 281.5 259.88 Dela a Check Delta Surtace Surcharae 0.05 0.00 Surcharge -0.31 12.14 OK 1.50 0.00 Surcharoe -0.07 5.04 S11charge -2.21 0.23 S1XCharae -0.20 0.00 OK 1.37 0.00 Sl.l'charoe 0.35 0.00 SlXCharae 0.04 0.00 SIXCharae -0.25 0.00 OK 1.73 0.00 OK 1.69 0.00 OK 2.54 0.00 OK 2.61 0.00 OK 1.84 0,00 Strut Street ROW Width SloDe Caoacllv 27 0.05% 80.54 27 0.05°..0 80.54 27 O.G5% 80.54 27 0.05% 60.54 27 0.65% 60.54 27 0.65% 60.54 27 0.65f>/o 60.54 27 0.05% 80.54 27 0.05% 80.54 27 O.G5% 60.54 27 0.65% 60.54 27 0.65% 80.54 27 0.05% 60.54 27 O.G!'.i% 60.54 27 0.05% 80.54 Main Inlet In 10B HiB 13 9 0 0 0 10 0 0 10B 15B 13 9 0 6/12/2007 dra.lds Exhibit C-5 Inlets FL FL Beain Pi De From To Uooer Lower WSElev Q100 Dia Lenoth Sf 178 OUT 250.9 248.75 253.81 62.61 42 351 0.33% 108 178 251 .2 251 255.15 80.27 38 41 0.89% 150 168 252.11 251.64 255.20 53.27 38 120 0.54% 13 150 253.39 252.38 255.85 44.23 30 208.71 0.99% 0 13 255.05 253.89 257.89 24.48 24 199.11 1.89% 6 9 255.33 255.15 259.12 13.57 24 45.3 0.52% 146 150 254.11 253.86 255.85 5.49 18 45.8 0.39% 11 13 254.14 253.89 257.89 13.01 24 38.67 0.48% 10 11 254.79 254.64 258.19 6.27 18 30 0.51% 12 13 254.44 254.19 257.69 4.00 18 30 0.21% 7 OUT 252.91 252.06 255.98 44.23 38 147 0.37% G 7 253.18 253.01 258.60 24.01 38 30 0.11% 3 G 258.19 253.28 258.84 14.04 24 312 0.55% 2 3 256.49 256.29 258.44 11.39 24 30 0.37% 1 2 258.5 258.59 258.56 9.09 24 455 0.23% EXHIBIT C-5 HYDRAULIC GRADE LINE -100Yr. Storm CARTER'S CROSSING PHASE 3 Nonna I Nonna I Deoth startina Deoth Vefocltv Velocltv Endlno Too Endino PirieS Lower WSElev Uooer Hf In ru HI WSHead l~et WSElev 0.61% 251.20 253.81 253.35 1.15 6.98 8.54 0.19 255.15 255.2 255.15 0.49% 254.00 255.15 254.20 0.28 6.25 6.98 0.07 255.51 255.2 255.20 0.39% 254.64 255.20 255.11 0.65 6.22 6.25 0.00 255.85 257.35 255.85 0.49% 254.86 255.85 255.89 2.07 5.82 8.22 0.04 257.96 257.89 257.89 0.58% 255.89 257.89 257.05 3.36 4.81 5.82 0.08 281.33 259.12 259.12 0.40% 256.80 259.12 256.98 0.23 0.00 4.81 0.18 259.53 259.33 259.33 0.55% 254.80 255.85 255.05 0.18 0.00 4.49 0.18 256.19 257.56 256.19 0.85% 255.19 257.89 255.44 0.18 4.42 5.92 0.12 258.19 258.54 258.19 0.50% 255.73 258.19 255.88 0.15 0.00 4.42 0.15 258.50 256.54 256.50 0.83% 254.87 257.89 255.12 0.06 0.00 4.88 0.19 258.14 257.89 257.89 0.58% 254.24 255.98 255.09 0.55 8.98 7.57 0.07 258.60 258.33 256.60 0.50% 254.59 258.80 254.74 0.03 8.25 8.32 0.01 I 258.33 258.84 0.94% 254.46 256.64 257.39 1.73 8.22 6.98 0.06 260.98 256.44 0.87% 257.44 258.44 257.84 0.11 5.82 5.84 0.00 281.17 258.56 0.42% 257.74 258.56 259.65 1.06 4.81 4.63 O.Q1 261.5 259.66 Delta a Check Delta Suface &.charge 0.05 0.00 &.charoe -0.31 12.14 OK 1.50 0.00 SIXCharae -a.or 5.04 Sll"Charae -2.21 0.23 SIJ'eharae -0.20 0.00 OK 1.37 0.00 5'-"'horoe 0.35 0.00 5'-"'herae 0.04 0.00 St.reharoe -0.25 0.00 OK 1.73 0.00 OK 1.89 0.00 OK 2.54 0.00 OK 2.81 0.00 OK 1.84 0.00 Street street ROW Widl:h Slooe Capacity 27 0.65% 60.54 27 0.65% 60.54 27 0.65% 60.54 27 0.65% 60.54 27 0.05% 80.54 27 0.05% 60.54 27 0.05% 80.54 27 0.05% 60.54 27 0.05% 60.54 27 0.65% 60.54 27 0.65% 60.54 27 0.65% 80.54 27 0.65% 60.54 27 0.05% 80.54 27 0.05% 80.54 Main Inlet In 108 158 13 9 6 0 a 10 a a 160 15B 13 9 8 6/1212007 dra.xts Exhibit C-5 EXHIBITD-1 Project: 10150006-Pre Simulation Run: 5 Year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31Jan2007, 00:30 Meteorologic Model: 5 Year Compute Time: 12Jun2007, 08:11 :50 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 154.42 30Jan2007, 12:40 4.33 Junction-2 0.1847 208.56 30Jan2007, 12:40 4.30 Junction-3 0.2109 235.21 30Jan2007, 12:45 4.26 Subbasin-1 0.0810 86.41 30Jan2007, 12:55 4.40 Subbasin-2 0.0582 77.70 30Jan2007, 12:35 4.22 Subbasin-3 0.0455 54.69 30Jan2007, 12:45 4.23 Subbasin-4 0.0262 27.60 30Jan2007, 12:50 3.99 Project: 10150006-Pre Simulation Run: 10 Year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31Jan2007, 00:30 Meteorologic Model: 10 Year Compute Time: 06Jun2007, 08:22:18 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 203.63 30Jan2007, 12:40 5.71 Junction-2 0.1847 275.31 30Jan2007, 12:40 5.69 Junction-3 0.2109 310.53 30Jan2007, 12:45 5.65 Subbasin-1 0.0810 113.36 30Jan2007, 12:55 5.79 Subbasin-2 0.0582 102.70 30Jan2007, 12:35 5.59 Subbasin-3 0.0455 72.21 30Jan2007, 12:45 5.64 Subbasin-4 0.0262 36.94 30Jan2007, 12:50 5.37 Project: 10150006-Pre Simulation Run: 10 Year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31Jan2007, 00:30 Meteorologic Model: 10 Year Compute Time: 06Jun2007, 08:22:18 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 203.63 30Jan2007, 12:40 5.71 Junction-2 0.1847 275.31 30Jan2007, 12:40 5.69 Junction-3 0.2109 310.53 30Jan2007, 12:45 5.65 Subbasin-1 0.0810 113.36 30Jan2007, 12:55 5.79 Subbasin-2 0.0582 102.70 30Jan2007, 12:35 5.59 , Subbasin-3 0.0455 72.21 30Jan2007, 12:45 5.64 Subbasin-4 0.0262 36.94 30Jan2007, 12:50 5.37 Project: 10150006-Pre Simulation Run: 25 year Start of Run : 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31 Jan2007, 00:30 Meteorologic Model: 25 Year Compute Time: 11Jun2007, 16:04:34 Control Specifications: Control 1 J Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 240.13 30Jan2007, 12:40 6.74 Junction-2 0.1847 324.68 30Jan2007, 12:40 6.72 Junction-3 0.2109 366.30 30Jan2007, 12:40 6.68 Subbasin-1 0.0810 133.30 30Jan2007, 12:55 6.83 Subbasin-2 0.0582 121 .27 30Jan2007, 12:35 6.61 Subbasin-3 0.0455 85.06 30Jan2007, 12:45 6.69 Subbasin-4 0.0262 43.83 30Jan2007, 12:50 6.40 Project: 10150006-Pre Simulation Run : 50 Year Start of Run : 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31 Jan2007, 00:30 Meteorologic Model: 50 Year Compute Time: 12Jun2007, 08:12:56 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 273.47 30Jan2007, 12:40 7.68 Junction-2 0.1847 369.69 30Jan2007, 12:40 7.67 Junction-3 0.2109 417.36 30Jan2007, 12:40 7.63 Subbasin-1 0.0810 151.53 30Jan2007, 12:50 7.78 Subbasin-2 0.0582 138.23 30Jan2007, 12:35 7.55 Subbasin-3 0.0455 96.72 30Jan2007, 12:45 7.65 Subbasin-4 0.0262 50.08 30Jan2007, 12:50 7.35 Project: 10150006-Pre Simulation Run: 50 Year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31 Jan2007, 00:30 Meteorologic Model: 50 Year Compute Time: 12Jun2007, 08:12:56 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 273.47 30Jan2007, 12:40 7.68 Junction-2 0.1847 369.69 30Jan2007, 12:40 7.67 Junction-3 0.2109 417.36 30Jan2007, 12:40 7.63 Subbasin-1 0.0810 151 .53 30Jan2007, 12:50 7.78 Subbasin-2 0.0582 138.23 30Jan2007, 12:35 7.55 Subbasin-3 0.0455 96.72 30Jan2007, 12:45 7.65 Subbasin-4 0.0262 50.08 30Jan2007, 12:50 7.35 Project: 10150006-Pre Simulation Run: 100 year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31 Jan2007, 00:30 Meteorologic Model: 100 Year Compute Time: 12Jun2007, 08:12:38 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 313.58 30Jan2007, 12:40 8.83 Junction-2 0.1847 423.78 30Jan2007, 12:40 8.82 Junction-3 0.2109 478.70 30Jan2007, 12:40 8.78 Subbasin-1 0.0810 173.49 30Jan2007, 12:50 8.93 Subbasin-2 0.0582 158.66 30Jan2007, 12:35 8.69 Subbasin-3 0.0455 110.67 30Jan2007, 12:45 8.81 Subbasin-4 0.0262 57.58 30Jan2007, 12:50 8.50 EXHIBITD-2 Project: 10150006-Post Simulation Run: 5 Year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31Jan2007, 00:30 Meteorologic Model: 5 Year Compute Time: 12Jun2007, 08:26:56 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 161.47 30Jan2007, 12:40 4.53 Junction-2 0.1847 218.71 30Jan2007, 12:45 4.54 Junction-3 0.2109 247.81 30Jan2007, 12:45 4.48 Subbasin-1 0.0810 86.41 30Jan2007, 12:55 4.40 Subbasin-2 0.0582 83.64 30Jan2007, 12:35 4.70 Subbasin-3 0.0455 57.44 30Jan2007, 12:45 4.60 Subbasin-4 0.0262 29.09 30Jan2007, 12:45 3.99 Project: 10150006-Post Simulation Run: 1 O Year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31 Jan2007, 00:30 Meteorologic Model: 1 O Year Compute Time: 12Jun2007, 08:26:48 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 210.96 30Jan2007, 12:40 5.93 Junction-2 0.1847 285.06 30Jan2007, 12:45 5.95 Junction-3 0.2109 324.01 30Jan2007, 12:45 5.88 Subbasin-1 0.0810 113.36 30Jan2007, 12:55 5.79 Subbasin-2 0.0582 108.51 30Jan2007, 12:35 6.12 Subbasin-3 0.0455 74.60 30Jan2007, 12:45 6.03 Subbasin-4 0.0262 38.95 30Jan2007, 12:45 5.37 Project: 10150006-Post Simulation Run: 10 Year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31 Jan2007, 00:30 Meteorologic Model: 10 Year Compute Time: 12Jun2007, 08:26:48 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 210.96 30Jan2007, 12:40 5.93 Junction-2 0.1847 285 .06 30Jan2007, 12:45 5.95 Junction-3 0.2109 324 .01 30Jan2007, 12:45 5.88 Subbasin-1 0.0810 113.36 30Jan2007, 12:55 5.79 Subbasin-2 0.0582 108.51 30Jan2007, 12:35 6.12 Subbasin-3 0.0455 74.60 30Jan2007, 12:45 6.03 Subbasin-4 0.0262 38.95 30Jan2007, 12:45 5.37 Project: 10150006-Post Simulation Run: 25 year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31Jan2007, 00:30 Meteorologic Model: 25 Year Compute Time: 12Jun2007, 08:26:51 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 247.51 30Jan2007, 12:40 6.97 Junction-2 0.1847 333.89 30Jan2007, 12:45 7.00 Junction-3 0.2109 380.10 30Jan2007, 12:45 6.93 Subbasin-1 0.0810 133.30 30Jan2007, 12:55 6.83 Subbasin-2 0.0582 126.79 30Jan2007, 12:35 7.18 Subbasin-3 0.0455 87 .14 30Jan2007, 12:45 7.10 Subbasin-4 0.0262 46.21 30Jan2007, 12:45 6.41 Project: 10150006-Post Simulation Run: 50 Year Start of Run : 30Jan2007, 00:00 Basin Model: Basin 1 End of Run : 31 Jan2007, 00:30 Meteorologic Model: 50 Year Compute Time: 12Jun2007, 08:26:54 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 280.80 30Jan2007, 12:40 7.93 Junction-2 0.1847 378.31 30Jan2007, 12:45 7.97 Junction-3 0.2109 431.11 30Jan2007, 12:45 7.89 Subbasin-1 0.0810 151 .53 30Jan2007, 12:50 7.78 Subbasin-2 0.0582 143.41 30Jan2007, 12:35 8.14 Subbasin-3 0.0455 98.49 30Jan2007, 12:45 8.07 Subbasin-4 0.0262 52.81 30Jan2007, 12:45 7.36 Project: 10150006-Post Simulation Run: 50 Year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31 Jan2007, 00:30 Meteorologic Model: 50 Year Compute Time: 12Jun2007, 08:26:54 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 280.80 30Jan2007, 12:40 7.93 Junction-2 0.1847 378.31 30Jan2007, 12:45 7.97 Junction-3 0.2109 431 .11 30Jan2007, 12:45 7.89 Subbasin-1 0.0810 151.53 30Jan2007, 12:50 7.78 Subbasin-2 0.0582 143.41 30Jan2007, 12:35 8.14 Subbasin-3 0.0455 98.49 30Jan2007, 12:45 8.07 Subbasin-4 0.0262 52.81 30Jan2007, 12:45 7.36 Project: 10150006-Post Simulation Run: 100 year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31 Jan2007, 00:30 Meteorologic Model: 100 Year Compute Time: 12Jun2007, 08:26:46 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 320.79 30Jan2007, 12:40 9.09 Junction-2 0.1847 431 .57 30Jan2007, 12:45 9.13 Junction-3 0.2109 492.28 30Jan2007, 12:45 9.05 Subbasin-1 0.0810 173.49 30Jan2007, 12:50 8.93 Subbasin-2 0.0582 163.34 30Jan2007, 12:35 9.31 Subbasin-3 0.0455 112.06 30Jan2007, 12:45 9.24 Subbasin-4 0.0262 60.72 30Jan2007, 12:45 8.50 EXHIBITE HEC-RAS Plan: Plan 01 River: Carter's Creek T Reach: CCT Reach River Sta Profile QTotal Min Ch El W.S. Elev CritW.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude# Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) CCT 2550 PF 1 113.00 255.00 257.50 257.38 258.03 0.025149 5.88 19.91 16.51 0.86 CCT 2550 PF2 173.00 255.00 257.84 257.84 258.62 0.028398 7.18 25.93 18.89 0.94 CCT 2312 PF 1 150.00 251 .00 255.28 255.44 0.006509 3.25 47.05 34.50 0.44 CCT 2312 PF2 223.00 251 .00 255.98 256.14 0.004164 3.27 77.97 53.48 0.37 CCT 1980 PF 1 212.00 250.00 254.19 252.49 254.32 0.002300 3.21 101 .81 75.10 0.30 CCT 1980 PF 2 322.00 250.00 255.54 253.09 255.61 0.000936 2.53 267.41 193.37 0.20 CCT 1930 Culvert CCT 1880 PF 1 212.00 248.50 253.39 253.46 0.003536 2.12 100.11 74.16 0.32 CCT 1880 PF 2 322.00 248.50 253.81 253.90 0.004156 2.37 135.60 96.05 0.35 CCT 1275 PF 1 289.00 248.00 251 .16 251.27 0.003642 3.03 155.53 167.76 0.36 CCT 1275 PF2 438.00 248.00 251 .60 251 .70 0.003275 3.24 233.90 191.74 0.35 CCT 941 PF 1 330.00 246.51 250.14 250.23 0.003098 3.40 199.71 158.01 0.34 CCT 941 PF2 501 .00 246.51 250.61 250.71 0.003154 3.77 280.01 184.71 0.35 CCT 600 PF 1 330.00 243.26 247.56 247.56 247.97 0.015356 6.54 104.15 128.80 0.64 CCT 600 PF2 501 .00 243.26 247.85 247.85 248.30 0.017853 7.43 143.60 143.24 0.70 CCT 300 PF 1 330.00 242.95 245.68 245.72 0.001959 1.57 210.04 160.42 0.24 CCT 300 PF2 501 .00 242.95 245.96 246.02 0.002516 1.95 257.52 172.24 0.28 CCT 0 PF 1 330.00 243.00 245.18 244.59 245.20 0.001501 1.51 448.53 611 .81 0.22 CCT 0 PF2 501 .00 243.00 245.42 244.75 245.44 0.001501 1.66 595.62 631 .37 0.22 EXHIBITF