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HomeMy WebLinkAboutDrainage ReportDRAINAGE REPORT FOR HOLLEMAN DRIVE COLLEGE STATION, BRAZOS COUNTY, TEXAS SEPTEMBER, 2009 MBESI# 1075-0004 SUBMIITED BY: HBMl:H ~cCLURE & BROWNE E NGINEERING/SUR VE YING, INC. II ~ 1008 Woodcreek Dr., Suite 103 ·College Station, Tx. 77845 · (979) 693-3838 Engineer Reg. No. F-458 1314 10th Street, Suite 210 ·Huntsville, Tx. 77320 · (936) 294-9749 Survey Reg. No. 101033--00 CERTIFICATION Drainage Report for Holleman Drive Extension MBESI # 1075-0004 I, Jeffery L. Robertson, Registered Professional Engineer No. 94745, State of Texas, certify that this addendum report for the drainage design of the Holleman Drive Extension was prepared by me in accordance with the provisions of the City of College Station Drainage Design Guidelines for the owners thereof. SUMMARY This report is to analyze the storm drain system required for the extension of Holleman Drive. GENERAL INFORMATION Area encompassed by: Anticipated land use: Anticipated number of lots: Notes on surrounding development: 5.8 acres Utilities/Urban NIA The Holleman Road eJ1..1:ension is surrounded by property owned by the City of College Station. DESCRIPTION OF DRAINAGE SYSTEMS Primary System: The site is open with scattered trees and vegetation. From Station 11 +00 to Station 20+ 25 the runoff sheet flows into a tributary of Whites Creek. From Station 20+25 to the end of the project the runoff sheet flows into the existing street ditch of Jones Butler Road and flows to a tributary of Bee Creek. Secondary System: Runoff will be captured in Inlets and Area Inlets to convey the storm water runoff to the existing tributaries. The use of Area Inlets will be used to minimize the amount of runoff entering Holleman Drive. The purpose of the Area Inlets is to decrease the number of inlets required to minimize the flow in the gutter and to allow for a connection inlet for future development and road construction. Applicable Exhibits: Exhibit A Technical Design Summary Drainage Report Holleman Drive E>..iension Exhibit B Drainage Area Map (Proposed Conditions) SECONDARY STORM DRAIN DESIGN Design Storm: 10-yr, 100-yr Design Methodology Hydrology: Software Model: Time of Concentration: Rational Formula, SCS Method Excel Spreadsheet, HEC-HMS 10 min. Runoff Coefficients: Hydraulics: Software Model: Manning's N: 0 .40 -Undeveloped area 0.80 -Commercial 0.90 -Paved areas Manning's Equation HEC-RAS River Modeling System 0.014 (concrete pipe or HDPE pipe) Applicable Exhibits: C-1 Rational Formula Drainage Area Calculations C-2 Inlet Computations C-3 Pipe Size Calculations C-4 Hydraulic Grade Line Calculations (10 yr.) C-5 Hydraulic Grade Line Calculations (100 yr.) C-6 Culvert Analysis -18" RCP Driveway Culvert C-7 Culvert Analysis -(2) 30" RCP @ Saddle Lane D-1 HEC-HMS Results for Culvert #3 D-2 Drainage Area Parameters E-1 HEC-RAS Results for Culvert #3 DETENTION REQUIREMENTS General Note: Detention is not required. EROSION AND SEDIMENTATION CONTROLS Control Measures: Silt fence Hydromulch seeding SWPPP: Drainage Report Holleman Drive E'-'tension Inlet protection Construction entrance/exit The contractor shall be responsible for establishing and maintaining the SWPPP in accordance with TCEQ requirements. Drainage Report Holleman Drive E>..1ension EXHIBIT A TECHNICAL DESIGN SUMMARY SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY The Cities of Bryan and College Station both requ ire storm drainage design to follow these Unified Stormwater Des ign Guidelines. Paragraph C2 of Section Ill (Administration) req uires 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 subm itted 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 answe r the questions (affirmative or negative) and provide, at minimum, the information prescribed in the "Technical Design Summary" in this Appendix. The Stormwater Management Technical Design Summary Report shall include several parts as listed below. The information called for in each part must be provided as applicable. In addition to the requirements for the Executive Summary, this Appendix includes several pages detailing the requirements for a Techn ical Design Summary Report as forms to be completed. These are provided so that they may be copied and completed or scanned and digitized. In addition, electronic versions of the report forms may be obtained from the City. Requirements for the means (medium) of submittal are the same as for a conventional report as detailed in Section Ill of these Guidelines. Note: Part 1 -Executive Summary must accompany any drainage report required to be provided in connection with any land development project, regardless of the format chosen for said report. Note: Parts 2 through 6 are to be provided via the forms provided in this Appendix. Brief statements should be included in the forms as requested, but additional information should be attached as necessary. Part 1 -Executive Summary Report Part 2 -Project Administration Part 3 -Project Characteristics Part 4 -Drainage Concept and Design Parameters Part 5 -Plans and Specifications Part 6 -Conclusions and Attestation STORMWATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT Part 1 -Executive Summary This is to be a brief prose report that must address each of the seven areas listed below. Ideally it will include one or more paragraphs about each item. 1. Name, address, and contact information of the engineer submitting the report, and of the land owner and developer (or applicant if not the owner or developer). The date of submittal should also be included. 2. Identification of the size and general nature of the proposed project, including any proposed project phases. This paragraph should also include reference to STORMWATER DESIGN GUI DELINES Effective February 2007 Page 1of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 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 McC lure & Browne Engineering/Surveying, Inc. City: Bryan 1008 Woodcreek Dr., Ste. 103 x College Station College Station, Tx 77845 Date of Submittal: Augu st, 2009 Lead Engineer's Name and Contact lnfo.(phone , e-mail, fax): I Other: Jeffery Robertson , PE , PH : 693-3838, FX : 693-2 554, jeffr@mcclurebrowne.com Supporting Engineering I Consulting Firm(s): Other contacts: Developer I Owner I Applicant Information Developer I Applicant Name and Address: Phone and e-mail: City of College Station PH : 764-3570 P.O. Box 996 0, College Station , Tx 77842 msmith@cstx.gov Property Owner(s) if not Developer I Applicant (&address): Phone and e-mail: Project Identification Development Name: Hol leman Drive Extension Is subject property a site project, a single-phase subdivision, or part of a multi-phase subdivision? If multi-phase, subject property is phase of Legal description of subject property (phase) or Project Area: (see Section 11 , 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. General Location of Project Area, or subject property (phase): Generally from the intersection of Holleman an d FM 2818 to a connection point just south of the Dowling Road pump station on Jones-Butler Road In City Limits? Bryan: acres. College Station: 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 Februarv 2008 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 indicated below, attach documentation describing and substantiating any agreements, understandings, contracts, or approvals. Coordination Dept. Contact: Date: Subject: With Other Departments of Jurisdiction City (Bryan or College Station) Coordination With Summarize need(s) & actions taken (include contacts & dates): Non-jurisdiction City Needed? Yes __ No~ Coordination with Summarize need(s) & actions taken (include contacts & dates): Brazos County Needed? Yes --No~ Coordination with Summarize need(s) & actions taken (include contacts & dates): TxDOT Needed? Yes No x ---- Coordination with Summarize need(s) & actions taken (include contacts & dates): T AMUS Needed? Yes No x ---- Permits For Project or Subject Property (or Phase) As to stormwater management, are permits required for the proposed work from any of the entities listed below? If so, summarize status of efforts toward that objective in spaces below. Entity Permitted or Approved? US Army Crops of Nationwide Engineers Permit No Yes X -- US Environmental Protection Agency No x Yes --- Texas Commission on Environmental Quality No~ Yes -- Brazos River Authority No~ Yes - STORMWATER DESIGN GUIDELINES Effective February 2007 Status of Actions (include dates) Permit has been submitted (June 2009) and is pending approval Page 5 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -ProQerty: 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. -- Is the stormwater management plan for the property in substantial conformance with the earlier study? Yes No If not, explain how it differs. No If subject property is not part of multi-phase project, describe stormwater management x plan for the property in Part 4. -If property is part of multi-phase project, provide overview of stormwater management plan for Project Area here. In Part 4 describe how plan for subject property will comply therewith. Do existing topographic features on subject property store or detain runoff? __ No _x_ Yes Describe them (include approximate size, volume, outfall, model, etc). Existing stock tank located near the proposed 6'x5' culvert. The overflow structure for this facility does not effectively detain the water once the pond is full. Any known drainage or flooding problems in areas near subject property? _ X _ No --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) __ Detention is required. --Need must be evaluated. ~ Detention not required. What decision has been reached? By whom? 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. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro12ert:i Characteristics I Continued (Page 3.4) Hydrologic Attributes of Subject Property (or Phase) (continued) Conveyance Pathways (continued) Do drainage If yes, for what part of length? % Created by? __ plat, or easements exist for any __ instrument. If instrument(s), describe their provisions. part of pathway(s)? No -- 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 hydrologic or hydraulic influence on proposed stormwater Facilities design? --No --Yes If yes, explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 9 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters j Continued (Page 4.2) Stormwater Management Concept (continued) Within Project Area Of Multi-Phase Project Identify gaining Basins or Watersheds and acres shifting: Will project result in shifting runoff between Basins or between What design and mitigation is used to compensate for increased runoff Watersheds? from gaining basin or watershed? x No -- Yes -- How will runoff from Project 1. __ With facility(ies) involving other development projects. Area be mitigated to pre-2. __ Establishing features to serve overall Project Area. development conditions? Select any or all of 1, 2, 3. __ On phase (or site) project basis within Project Area. and/or 3, and explain below. Roadways do not require detention. 1. Shared facility (type & location of facil ity; 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. Are aquatic echosystems proposed? __ No --Yes In which phase(s) or project(s)? C"-· -0 Q) (/) c Q) c >-Are other Best Management Practices for reducing stormwater pollutants proposed? Cll 0::: No Yes Summarize type of BMP and extent of use: (/) ----c .g> (/) Q) 0 0 z -ro If design of any runoff-handling facilities deviate from provisions of B-CS Technical Jxl Specifications, check type facility(ies) and explain in later questions. Q) --Detention elements --Conduit elements --Channel features ..... <{ Swales Ditches __ Inlets __ Valley gutters __ Outfalls ---- --Culvert features __ Bridges Other STORMWATER DESIGN GUIDELINES Effective February 2007 Page 11 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY 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 0.60% Usual .1.0% Greatest -1.5% Are inlets recessed on arterial and collector streets? x Yes No If "no", -- --identify where and why. Will inlets capture 10-year design stormflow to prevent flooding of intersections (arterial with arterial or collector)? x Yes No If no, explain where and why not. -- C:-· "C Q.) (/) Will inlet size and placement prevent exceeding allowable water spread for 10-year :J .... design storm throughout site (or phase)? x Yes No If no, explain. 2 ----:5 Cl "C -c "C x ro a.> Sag curves: Are inlets placed at low points? Yes No Are inlets and .0 ~ ----.... ·-conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches? :J .... 0 c x Yes No Explain "no" answers. 0 .c 0 ----~ ._... ::: (/) Q) Q.) .... Vi Q.) Will 100-yr stormflow be contained in combination of ROW and buried conduit on .... ~ whole length of all streets? x Yes No If no, describe where and why. -- Do designs for curb, gutter, and inlets comply with B-CS Technical Specifications? x Yes --No If not, describe difterence(s) and attach justification. Are any 12-inch laterals used? __ No x Yes Identify length(s) and where -- used. Underground drainage system for landscaped median. C:-· "C Pipe runs between system I Typical 80 ' Longest 338' Q.) (/) (/) access points (feet): :J Q.) E >-x ixJ Are junction boxes used at each bend? --Yes --No If not, explain where and why. (/) c ·-0 ez "C I E .... 0 Are downstream soffits at or below upstream softits? Least amount that hydraulic Vi .!!!. Yes x No __ If not, explain where and why: grade line is below gutter line (system-wide): 1.37' (10-year) STORMWATER DESIGN GUIDELINES Effective February 2007 Page 13 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t 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? No _ X _Yes If so, provide the following : C/) Ql Is 25-year flow contained with 6 inches of freeboard throughout ? _ X _Yes No .c --.B Are top of banks separated from road shoulders 2 feet or more? _ x Yes No 0 --- Ql Are all ditch sections trapezoidal and at least 1.5 feet deep? --Yes -x -No 'O For any "no" answers provide location(s) and explain : '(ii 'O Existing ditches along Sadd le Lane and Jones-Butler are "V-Shaped". co 0 n:: The proposed design is to ti e-in to these ditches. If conduit is beneath a swale, provide the following information (each instance). Instance 1 Describe general location , approximate length: C/) Ql Is 100-year design flow contained in conduit/swale combination? Yes >-No -- -- lw If "no" explain: c Space for 100-year storm flow? ROW Easement Width 0 co z u; Swale Surface type, minimum Conduit Type and size, minimum and maximum xj ~ and maximum slopes: slopes, design storm: 0 C'-· ~ 'O .5!!. 'O Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): Ql co c >, c co c .c co (.) ..... 0 c '+- Ql c Access Describe how maintenance access is provided (to swale, into conduit): c. 0 0 :;; '+-co 0 E ::::l ..... .!!2 .2 c .~ Ql Instance 2 Describe general location , approximate length: 'O E Ql co C/) C/) ::::l C/) Ql Is 100-year design flow contained in conduit/swale combination? Yes No c 'O .Q ·;; ---- 0 If "no" explain: ro ..... c c. Li a; Space for 100-year storm flow? E Ql ROW Easement Width 0 .c (.) C/) Swale Surface type, minimum Conduit Type and size, minimum and maximum ..... Ql ::::l ~ and maximum slopes: slopes, design storm: 'O c co 0 c. (.) Ql Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): ~ C/) c co .s. ~ C/) Ql Access Describe how maintenance access is provided (to swale, into conduit): ~ STORMWATER DESIGN GU IDELINES Effective February 2007 Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters l Continued (Page 4.8) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Existing channels {small creeks ): Are these used? --No --Yes If "yes" provide the information below. Will small creeks and their floodplains remain undisturbed? __ Yes 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. ~ "O Cl) ::i c ~ Watercourses {and tributaries): Aside from fringe changes, are Regulatory 0 Watercourses proposed to be altered? __ No Yes Explain below. 0 -- (J) c Submit full report describing proposed changes to Regul atory Watercourses. Address Cl) existing and proposed section size and shape, surfaces, alignment, flow line changes, E Cl) length affected, and capacity, and provide full documentation of analysis procedures > 0 and data. Is full report submitted? Yes No If "no" explain: .... --a. E Qi c c ro All Proposed Ch annel 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? --Yes --No If not, identify location and explain: Are ROW I easements sized to contain channel and required maintenance space? --Yes --No If not, identify location(s) and explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 17 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.10) Stormwater Management Concept (continued) Within Or Serving Subject Property {Phase, or Site) (continued) Do structures comply with B-CS Specifications? Yes or no, and explain if "no": Cf) Facility 1; Q) ~ =~ ~ Q) Facility 2: LL :i c c~ 0 c :;::::; 0 c u Q) -Q) For additional facilities provide all same information on a separate sheet. 0 Are parking areas to be used for detention? __ No --Yes What is maximum depth due to required design storm? Roadside Ditches: Will culverts serve access driveways at roadside ditches? --No -x -Yes If "yes", provide information in next two boxes. Will 25-yr. flow pass without flowing over driveway in all cases? x Yes No ---- Without causing flowing or standing water on public roadway? x Yes No ---- Designs & materials comply with B-CS Technical Specifications? _x_ Yes --No Explain any "no" answers: C"-· Cf) OJ c Cf) Are culverts parallel to public roadway alignment? _X_ Yes No Explain: Cf) 0 --..... Cf) u Q) 2 >- jxl Creeks at Private Drives: Do private driveways, drives, or streets cross drainage ro wavs that serve Above-Project areas or are in public easements/ ROW? "Cl 0 x No Yes If "yes" provide information below. Q) z ----Cf) I :i How many instances? Describe location and provide information below. Cf) "t Q) Location 1: ~ :i u Q) Location 2: ..... < Location 3: For each location enter value for: 1 2 3 Design year passing without toping travelway? Water depth on travelway at 25-year flow? Water depth on travelway at 100-year flow? For more instances describe location and same information on separate sheet. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 19 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.12) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) All Proposed Culverts: For all proposed culvert facilities (except driveway/roadside ditch intersects) provide information requested in next eight boxes. Do culverts and travelways intersect at 90 degrees? X_Y_e_s _______ N_o_l_f-no_t_, ----1 identify location(s) and intersect angle(s), and justify the design(s): Does drainage way alipnment change within or near limits of culvert and surfaced approaches thereto? L No __ Yes If "yes" identify location(s), describe change(s), and justification : Are flumes or conduit to discharge into culvert barrel(s)? __ No L Yes If yes, identify location(s) and provide justification: Proposed drainage system along Holleman drive to discharge into the side of the 6'x5' box culvert. ArP. flumes or conduit to discharge into or near surfaced approaches to culvert ends? ~No __ Yes If "yes" identify location(s), describe outfall design treatment(s): Is scour/erosion protection provided to ensure lnng term stability of culvert structural components, and surfacing at culvert ends? ~Yes __ No If "no" Identify locations and provide justification(s ): Will 100-yr flow and spread of backwater be fully contained in street ROW, and/or drainage easements/ ROW? __ Yes __ No if not, why not? Do appreciable hydraulic effects of any culvert extend downstr0 "1m or upstream to neighboring land(s) not encompassed in subject property? ~No __ Yes If "yes" describe location(s) and mitigation measures: ArP. all culvert designs and materials in compliance with B-CS Tech. Specifications? _K_ Yes __ No If not, explain in Special Design Section of this Part. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 21of26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.14) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Special Designs -Deviation From B-CS Technical Specifications If any design(s) or material(s) of traditional runoff-handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain by specific detail element. Detention elements __ Drain system elements Channel features ---- Culvert features Swales Ditches Inlets Outfalls ---------- __ Valley gutters __ Bridges (explain in bridge report) In table below briefly identify specific element, justification for deviation(s ). Specific Detail Element 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? x Yes No ---- Briefly summarize the range of applications made of the Rational Formula: Determination of flow rates for inlets and pipes along the roadway. What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? 5.07 acres STORMWATER DESIGN GUIDELINES Effective February 2007 Location (or identifier): Drainage Area 35 Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters j 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 HEC-HMS 3.3 HEC-RAS 4.0 Microsoft Excel Spreadsheet Part 5 -Plans and SQecifications Requirements for submittal of construction drawings and specifications do not differ due to use of a Technical Design Summary Report. See Section Ill, Paragraph C3. Part 6 -Conclusions and Attestation Conclusions Add any concluding information here: Attestation Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Desiqn Summary Drainaqe 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. Alf licenses and permits required by any and all state and federal regulatory agencies for the pr<?._R.,Q.w8.,r;J.(ainage improvements have b;en issued or fall under applicable general permit~~~~.?.'.. .. '..~:'.~~'t•r ~ J f (Amx Seal) -" "' .·· ·· * ·· ... • '11 ,.. * .-·. * I ~ ~ . · ... ··I. ~ /' L . -)w ~ ~ 1 fPJ 1.:"." ... : ........ ······0sE:R1·s·oN ~ ~ 'Qi ~! I ~ JEFFERY L. R ............ , ..... ~ LicenSE!< P essional E gineer ~ ..... , ........... ii4745 if£ 5 '1 ~~, .. ~ ... I~··. Q . .-.;::f,.. State of Texas PE No. q ~] ~ S 'r, o~~··.~~~~~~~.·~~o/ 1ti\§StoN P..'-~--- STORMWATER DESIGN GUIDELINES Effective February 2007 Page 26 of 26 -~--=---~- APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 Drainage Report Holleman Drive E>..'tension EXHIBITC STORM DRAIN SYSTEM DESIGN < ~ w 0 0 0::: w ...J < < a. LL w w 0 iii I-0 C> 0::: ...J -~ z < z < < w w u < ::c ...J > "' ::'!: ...J ...J I-z < W<l; E w < 0::: C> ~ I-ow E > I-Wz 0 z 0::: 0 < 0 >w 0 I-::::> < u a. I-0 ...J NO. AC. 0.4 0.8 0.9 ft. 1.0 2.50 0.00 1.90 0.60 2.06 166.4 2.0 0.24 0.00 0.00 0.24 0.22 10.0 3.0 0.53 0.00 0.42 0. 11 0.44 243.0 -4.0 0.79 0.00 0.65 0.14 0.65 305.0 6.0 0.97 0.00 0.45 0.52 0.83 232.0 10.0 0.84 0.22 0.00 0.62 0.65 92.0 20.0 5.15 5.15 0.00 0.00 2.06 100.0 21 .0 0.50 0.00 0.00 0.50 0.45 17.0 32.0 0.00 0.00 0.00 0.00 0.00 1.0 33.0 0.52 0.00 0.00 0.52 0.47 10.0 34.0 0.22 0.00 0.00 0.22 0.20 10.0 35.0 5.07 5.07 0.00 0.00 2.03 10.0 36.0 1. 14 0.00 1.14 0.00 0.91 17.0 Cui 1 0.65 0.45 0.00 0.20 0.36 21.0 Cui 2 15.35 14.11 0.00 1.24 6.76 20.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations HOLLEMAN DRIVE EXTENSION ~ 0 ~ ~ ...J LL 0 0 0 ...J ...J z LL LL !'.: < 0::: ::c 0::: " ...J w I-w u I-" 0::: ...J ~ C> I-...J 0 I-u w ...J ::::> z I-...J ...J w >< ::::> < w iii (/) N .,, 0 LL C> ~ Cl LL > u ::::> N a .,, a ft. ft. ft. tus min min In/Hr cfs In/Hr cfs 1.7 247.0 2.5 1.2 6.0 10.0 6.33 13.0 7.7 15.8 0.1 260.0 1.6 1.5 3.1 10.0 6.33 1.4 7.7 1.7 2.4 65.0 0.4 0.8 6.4 10.0 6.33 2.8 7.7 3.3 3.1 79.0 0.5 0.8 8.0 10.0 6.33 4.1 7.7 5.0 2.3 490.0 7.4 1.4 8.8 10.0 6.33 5.2 7.7 6.4 0.9 450.0 6.0 1.7 5.5 10.0 6.33 4.1 7.7 5.0 2.0 540.0 6.0 1.8 6.0 10.0 6.33 13.0 7.7 15.8 0.3 460.0 5.0 2.0 4.0 10.0 6.33 2.8 7.7 3.5 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 0.1 20.0 0.2 1.2 0.4 10.0 6.33 3.0 7.7 3.6 0.1 20.0 0.2 1.2 0.4 10.0 6.33 1.3 7.7 1.5 0.1 20.0 0.2 1.2 0.4 10.0 6.33 12.8 7.7 15.6 0.2 232.0 2.0 1.7 2.5 10.0 6.33 5.8 7.7 7.0 0.2 634.0 10.0 2.3 4.7 10.0 6.33 2.3 7.7 2.8 1.0 1340.0 12.0 1.9 12. 1 12. 1 5.78 39.1 7.1 47.7 0 .,, 0 a .,, N 0 ..... N a .,, In/Hr cfs In/Hr cfs In/Hr 8.6 17.8 9.9 20.3 11 .1 8.6 1.9 9.9 2.1 11 .1 8.6 3.8 9.9 4.3 11 .1 8.6 5.6 9.9 6.4 11 .1 8.6 7.1 9.9 8.2 11 .1 8.6 5.6 9.9 6.4 11 .1 8.6 17.8 9.9 20.3 11 . 1 8.6 3.9 9.9 4.4 11 . 1 8.6 0.0 9.9 0.0 11 .·1 -8.6 4.0 9.9 4.6 11 . 1 8.6 1.7 9.9 2.0 11 .1 8.6 17.5 9.9 20.0 11. 1 8.6 7.9 9.9 9.0 11 . 1 8.6 3.1 9.9 3.6 11 . 1 7.9 53.7 9.1 61.4 10.3 0 0 0 0 .,, 0 a a ..... cfs In/Hr cfs 23.0 12.5 25.8 2.4 12.5 2.7 -·4.8 -12.5 5.4 7.2 12.5 8.1 9.2 12.5 10.4 ----7.2 12.5 8.1 ... --.. , 23.0 12.5 25.8 s.o 12.5 5.6 -0~0 12.5 0.0 ----5.2 12.5 5.9 2.2 12.5 2.5 c----22.6 12.5 25.4 10.2 12.5 11 .4 -4.0 12.5 4.5 - -69.5 11 .6 78.2 -- --- ---- -- -. -- 9/9/2009 10750004-DRA.xls Exhibit C-1 EXHIBIT C-2 INLET COMPUTATIONS HOLLEMAN DRIVE EXTENSION 0 ---~ ~ J.. ~ ~ ~ • J.. ..c . "O "O r~i ~ ~ ~ = ..C J.. = i;:;. ~ -i;:;. ~ ~ ~ • ~ !::: > ..... -00 ..... ~ "O > ~ c'5 ·= :g '-'O ""'" 0 --o -~ 0 ~ ::s ..._ < ~ ~ ~ ~ .... "O '? ~ J.. "O ~ J.. C" ~ z z 0 ~CJ ~CJ c 0 ~ ~ ~ 0 0 ~ -cl ·> c "O ~ ~ 8 ..... < ti:= = = J.. -.... z C" 0 J.. ~ ~ ~ ;Z ~ J.. .... .... e'% "; ~ ::s ~. -"; ~ ~ J.. e'% "O ~ e'% e'% ~ ~ ~ u -~ C" 0-~ ..... ~ ~ u = ...... ~ ~ ~i.. J.. 0 ~ i3 0 • O"-< J.. J.. ~ < O ~ ~ O ~ oo ~ f;:i ..,. ~ DESCRIPTION u ~ ~ O ,~ ~-_ < < Curb Inlet Grate Inlet ·-· cfs cfs ft ft 'fi~fSsq-·ft· sq-ft 2 10.0 1.9 0.0 1.9 56 0.1% 2 1.9 Recessed Inlet on Grade 0.62 3.02 5 0 -----------3 4.0 3.8 0.0 3.8 56 0.2% 3 3.8 Recessed Inlet on Grade 0.62 6.08 10 0 -4---6.o 5.6 0.0 5.6 56 0.5% 4 5.6 RecessedlnletonGrade 0.62 9.03 10 0-----------~-·--6 na 7.1 0.0 7.1 56 0.8% 6 7.1 Recessed Low Point Inlet 2.33 3.06 5 0 ---+--10 na 5.6 0.0 5.6 56 0.5% I 0 5.6 Recessed Low Point Inlet 2.33 2.39 5 0 21 na 3.9 0.0 3.9 56 0.2% 21 3.9 Recessed Low Point Inlet 2.33 1.66 5 0 ------·-·-----------31 na 0.0 0.0 0.0 56 0.0% 31 0.0 Recessed Inlet on Grade 0.62 0.00 5 0 ----33 na 4.0 0.0 4.0 56 0.3% 33 4.0 Recessed Low Point Inlet 2.33 1.73 5 0 --t----------------34 na 1.7 0.0 1.7 56 0.0% 34 1.7 Recessed Low Point Inlet 2.33 0.73 5 0 - -----------36 na 7.9 0.0 7.9 56 1.0% 36 7.9 Recessed Low Point Inlet 2.33 3.37 5 0 -----------·-----1-------1--·-----------------------9/9/2009 10750004-DRA.xls Exhibit C-2 I ! i ! I I i E c5 < E-1-u 0 z w -...:l ...:l r/) E-z < -~ w -E-...:l "' ~ 0 0 i;; Ill E-E-E-Q # # Ac. min yr 1 2 2.1 10.0 10 2 4 2.3 10.1 10 3 4 0.4 10.0 10 4 5 3.4 10.8 10 5 6 3.4 11.8 10 6 Out 4.2 12.5 10 20 21 2.1 10.0 10 21 33 2.5 12.8 10 30 32 1.6 10.0 10 32 33 1.6 10.2 10 33 36 4.5 12.9 10 34 36 0.2 10.0 10 36 HW41 5.6 13.2 10 •includes 33% Flow Increase for pipe sizes <27" dia. I -~ I "' Ill EXHIBIT C-3 PIPE SIZE CALCULATIONS HOLLEMAN DRIVE EXTENSION I I I I ~ ·X ·X I i 1 Q I ·-Ill Ill "' I Q. I §' I 10 I -= "' Ill Ill Q., Vi I -I "O Q. 1-"' I ~ i:i: Ill I § = ·-. "'-J: .... Q., -= ::: . :, ::: 0 ::: ·..::: w c:I i;; N c 0 -= 0 0 0 .i: ~ 1i: < 1i: z 1i: -[;i;., r/) J w > cfs cfs # cfs % " I fps 17.8 17.8 1 17.8 0.22 30 3.6 19.6 19.6 1 19.6 0.26 30 4.0 3.8 4.9 1 4.9 0.25 18 2.8 28.0 28.0 1 28.0 0.54 30 5.7 27.0 27.0 1 27.0 0.50 30 5.5 32.8 32.8 1 32.8 0.74 30 6.7 17.8 17.8 1 17.8 0.00 118 0.2 19.4 25.3 1 25.3 6.67 18 14.3 13.4 13.4 1 13.4 0.12 30 2.7 13.3 17.3 1 17.3 0.68 24 5.5 35.1 35.1 1 35.1 0.84 30 7.1 1.7 2.2 1 2.2 0.05 18 1.3 43.2 43.2 1 43.2 1.28 30 8.8 I •• See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) I Ill E :r: l= E-~ ~ z .... c:I w 1-...:l E- ' min 16 0.07 67 0.28 139 0.84 339 0.99 231 0.70 30 0.07 40 2.85 22 0.03 26 0.16 67 0.20 136 0.32 57 0.76 72 0.14 : l I I I I I i I , I I -= !:i:,E-~ I E-:i: @ lo S2 i;; 1-w E-I ~ :r: min ' ' 10.07 10.35 10.84 11.83 12.53 12.60 12.85 12.87 10.17 10.37 13.19 10.76 13.33 91912009 107 50004-DRA.xls Exhibit C-3 Inlets FL FL Beain Pioe From To U"""r Lower WSElev 010 Dia 5 6 317.99 315.12 318.00 26.97 30 4 5 320.45 318.09 319.66 28.02 30 3 4 324.56 323.6 322.33 3.76 18 2 4 320.89 320.56 322.33 19.59 30 1 2 321.07 320.99 322.53 17.79 30 36 HW36 317.65 317.22 319.00 43.16 30 34 36 318.13 317.84 320.65 1.71 18 33 36 318.54 317.75 320.65 35.07 30 32 33 321.03 320.38 321.83 13.34 24 30 32 321.45 320.95 322.53 13.43 30 EXHIBIT C-4 HYDRAULIC GRADE LINE - 1 OYr. Storm HOLLEMAN DRIVE EXTENSION Nonnal Normal DeDlh Sta.ttnn DeDlh Velocltv Velocltv LenQtn Sf ,,.,.,5 Lower WSElev Uooer Hf In Out 230.59 0.501% 1.245% 316.56 318.00 319.43 1.16 7.30 9.16 338.76 0.541% 0.697% 319.84 319.84 322.20 1.83 6.02 7.30 139.19 0.251% 0.690% 324.31 324.31 325.27 0.35 0.00 4.50 67 0.264% 0.507% 322.11 322.33 322.45 0.18 5.84 6.02 16 0.218% 0.500% 322.43 322.53 322.51 0.03 0.00 5.84 72 1.283% 0.597% 319.72 319.72 320.15 0.92 6.74 6.84 57 0.052% 0.509% 318.33 320.65 318.62 0.03 0.00 3.24 136.11 0.847% 0.580% 320.25 320.65 321.04 1.15 7.00 6.74 67 0.682% 0.970% 321.53 321.83 322.18 0.46 8.95 7.00 26 0.124% 1.923% 321.83 322.53 322.33 0.03 0.00 8.95 Endina Too Della Hi WSElev Inlet Check 0.24 319.66 322.61 OK 0.13 322.33 327.1 OK 0.16 325.43 328.06 OK 0.02 322.53 327.1 OK 0.27 322.83 325.57 OK 0.01 320.65 321.86 OK 0.08 320.76 321.86 OK 0.03 321.83 323.9 OK 0.24 322.53 324.56 OK 0.62 323.19 324.95 OK Della 2.9450 4.7671 2.6306 4.5740 2.7439 1.2062 1.0952 2.0665 2.0275 1.7630 Q Main Full Inlet In 42.6 4 31.9 2 8.1 0 27.2 1 27.0 0 29.5 33 7.0 0 29.1 32 20.7 30 53.0 0 9/9/2009 10750004-DRA.Xls Exhibl C-4 1-. FL FL "-"n Pine From To '~ Lower ws Elev 0 100 Dia L~ 5 8 317.99 315.12 320.00 39.24 30 230.59 4 5 320.45 318.09 322.81 40.70 30 338.78 3 4 324.56 323.6 326.59 5.45 18 139.19 2 4 320.89 320.55 326.59 28.43 30 67 1 2 321.07 320.99 326.97 25.80 30 16 38 HW38 317.65 317.22 320.00 62.92 30 n 34 38 318.13 317.84 321.86 2.48 18 57 33 38 318.54 317.75 321.86 51.09 30 138.11 32 33 321.03 320.38 323.90 19.38 24 67 31 32 322.41 321.95 324.56 0.00 18 22.45 30 32 321.45 320.95 324.56 19.48 30 26 EXHIBIT C-5 HYDRAULIC GRADE LINE -100Yr. Storm HOLLEMAN DRIVE EXTENSION ----=-.,....~ ---=-v..,,,,.,, """"""" ., .... ~ Tao ., ....... Sf ~s L°""' WSElev ~ HI In o..c Hi WSHeild !riot ws Elev 1.06% 1.24% 318.93 320.00 319.80 2.44 7.38 9.82 0.33 322.77 322.81 322.81 1.14% 0.70% 320.59 322.81 322.95 3.86 6.30 7.38 0.11 326.59 327.1 326.59 0.53% 0.69% 324.50 326.59 325.48 0.74 0.00 4.92 0.19 327.51 328.06 327.51 0.56% 0.51% 322.81 326.59 322.95 0.37 6.25 6.30 0.01 326.97 327.1 326.97 0.48% 0.50% 322.87 326.97 322.95 0.07 0.00 6.25 0.30 327.34 325.57 325.57 2.73% 0.60% 319.72 320.00 320.15 1.96 8.74 6.84 0.01 321.97 321.86 321.86 0.11% 0.51% 318.44 321.88 318.73 0.06 0.00 3.59 0.10 322.02 321.86 321.86 1.80% 0.58% 320.25 321.86 321.04 2.45 7.48 6.74 0.08 324.39 323.9 323.90 1.44% 0.97% 321 .83 323.90 322.48 0.96 9.89 7.48 0.33 325.19 324.56 324.56 0.00% 2.05% 321 .95 324.56 322.41 0.00 0.00 0.00 0.00 324.56 325.41 324.56 0.26% 1.92% 321 .95 324.56 322.45 0.07 0.00 9.89 0.78 325.39 324.95 324.95 Dela Q Slreet Cl1eck Dela s..face Width ~~ -0.16 0.00 56 OK 0.51 0.00 56 OK 0.55 0.00 56 ~--0.13 0.00 56 ~~~ -1.77 0.00 56 ,,.....,.,.,. -0.11 25.85 56 ~~--0.18 0.00 56 ~---0.49 8.18 56 ~~--0.83 0.00 56 OK 0.85 0.00 56 ~~--0.44 0.00 56 -ROW ~ ~· 1.40% 130.59 0.63% 87.60 0.83% 87.80 0.83% 87.60 0.83% 87.80 --- 1.50% 135.17 1.50% 135.17 1.50% 135.17 1.50% 135.17 1.50% 135.17 1.50% 135.17 Moin Inlet In 4 2 0 1 0 - 33 0 32 30 0 0 9/9'2009 10750004-0RA.lds ElctibilC-5 Culvert #1 Culvert Description 18" RCP Driveway Culvert @ Sta. 30+00 C I D . C . u vert es1qn ntena Circular Pipe No. Dia. (ft.) Pipes 1.50 1 c ulvert A I . CI na1vs1s a culations Total Flow per Critical Design Flow Pipe Depth(ft.) Storm (els) (els) de 5 2.80 2.80 0.65 10 3.10 3.10 0.65 25 3.60 3.60 0.80 50 4.00 4.00 0.80 100 4.50 4.50 0.85 El hi = Hwi + Eli ho= TW or (de+ D)/2 (Whichever is Greater) n 0.014 Normal Depth (ft.) 0.66 0.70 0.76 0.81 0.87 Invert Elev. (Eli) (ft.) 315.45 EXHIBIT C-6 CULVERT ANALYSIS HOLLEMAN DRIVE EXTENSION Outlet Culvert Top Elev. (ELo) Length Slope of (ft.) (ft.) (fVft) Road ke 315.30 29.00 0.0052 317.43 0.50 I I HEADWATER CALCULATIONS Outfall Channel Desiqn Criteria Lt. Side Rt. Side Slope Slope Slope (fVft) (?:1) (?:1) 0.0100 4.00 4.00 INLET CONTROL OUTLET CONTROL HWi/D HWi ELhi 0.79 1.18 316.63 0.80 1.20 316.65 0.82 1.23 316.68 0.84 1.26 316.71 0.86 1.30 316.75 H = (1 +ke+((29.(n'2)'L)IR'1.33))'((v•2)12g) Elho = Elo + H +ho TW de 0.53 0.65 0.55 0.65 0.58 0.80 0.60 0.80 0.63 0.85 (de+ D)/2 ho H EL ho 1.08 1.08 0.08 316.46 1.08 1.08 0.10 316.48 1.15 1.15 0.14 316.59 1.15 1.15 0.17 316.62 1.18 1.18 0.21 316.69 Bottom Width n (ft.) 0.00 0.024 Control Type HW of Elev. Control 316.63 Inlet 316.65 Inlet 316.68 Inlet 316.71 Inlet 316.75 Inlet Outlet Velocity Free board (fps) 3.76 3.86 4.00 4.11 4.22 (ft.) 0.80 0.78 0.75 0.72 0.68 9/9/2009 10750004-cul.xls Exhibit C-6 Culvert #2 C I rt D I C l . u ve es1qn n ena Culvert Description Circular Pipe No. 30" RCP I Dia. (ft.) Pipes n @ Saddle Lane 2.50 2 0.014 Culvert Analvsis Calculations Total Flow per Critical Normal Design Flow Pipe Depth(ft.) Depth Storm (cfsl (cfsl de (ft.) 5 47.70 23.85 1.68 1.73 10 53.70 26.85 1.78 1.91 25 61 .40 30.70 1.90 2.50 50 69.50 34.75 2.03 2.50 100 78.50 39.25 2.13 2.50 Elhi = Hwi + EU ho= TW or (de+ 0)12 (Whichever is Greater) EXHIBITC-7 CULVERT ANALYSIS HOLLEMAN DRIVE EXTENSION ELh;~:-1;----~ H ~ Top of Road ~ELho __/-- - - - - - - -TW Invert Outlet Culvert Elev. (Eli) Elev. (Elo) Length (ft.) (ft.) (ft.) 312.42 312.08 59.50 INLET CONTROL HWi/D HWi EL hi 1.01 2.53 314.95 1.09 2.72 315.14 1.19 2.99 315.41 1.32 3.31 315.73 1.48 3.71 316.13 H = [1 +ke+((29.(n•2).L)/R•1.33)]"((v•2)12g) Elho = Elo + H +ho Eli Proposed Culvert ~ - - ---, ~ Elo 0 f Ch ut all Top Slope of Slope (fVft) Road ke I (fVft) 0.0057 316.50 0.50 I 0.0100 HEADWATER CALCULATIONS OUTLET CONTROL TW de (de+ Dl/2 ho 1.53 1.68 2.09 2.09 1.60 1.78 2.14 2.14 1.68 1.90 2.20 2.20 1.76 2.03 2.27 2.27 1.84 2.13 2.32 2.32 anne Desiqn c ritena Lt. Side Rt. Side Bottom Slope Slope Width (?:1) (?:1) (ft) 4.00 4.00 0.00 Control HW H EL ho Elev. 0.78 314.95 314.95 0.99 315.21 315.21 1.30 315.58 315.58 1.66 316.01 316.01 2.12 316.51 316.51 n 0.024 Type of Control Inlet Outlet Outlet Outlet Outlet Outlet Velocity Freeboard (fps) (ft.) 6.56 1.55 7.18 1.29 7.67 0.92 8.14 0.49 8.81 -0.01 9/9/2009 10750004-cul2.xls Exhibit C-7 Drainage Report Holleman Drive E>.'tension EXHIBITD-1 HEC-HMS RESULTS Project: Holleman Simulation Run : 2-P Start of Run : 27Mar2007, 12:00 Basin Model: Proposed End of Run : 28Mar2007, 12:01 Meteorologic Model: 2 Compute Time: 09Sep2009, 15:40 :21 Control Specifications: Control 1 Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Culvert 3 0.0548 58.25 28Mar2007, 00:29 2.86 Project: Holleman Simulation Run : 5-P Start of Run: 27Mar2007, 12:00 Basin Model: Proposed End of Run : 28Mar2007, 12:01 Meteorologic Model: 5 Compute Time: 09Sep2009, 15:40:27 Control Specifications: Control 1 Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN ) Culvert 3 0.0548 89.22 28Mar2007, 00:29 4.43 Project: Holleman Simulation Run: 10-P Start of Run : 27Mar2007, 12:00 End of Run: 28Mar2007, 12:01 Compute Time: 09Sep2009, 15:40:16 Volume Units: IN Basin Model : Proposed Meteorologic Model: 10 Control Specifications: Control 1 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Culvert 3 0.0548 111 .15 28Mar2007, 00 :29 5.57 Project: Holleman Simulation Run : 25-P Start of Run : 27Mar2007, 12:00 End of Run : 28Mar2007, 12:01 Compute Time: 09Sep2009, 15:40:18 Volume Units: IN Basin Model: Proposed Meteorologic Model: 25 Control Specifications: Control 1 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Cu lvert 3 0.0548 129.39 28Mar2007, 00:29 6.52 Project: Holleman Simulation Run : 50-P Start of Run : 27Mar2007, 12:00 End of Run : 28Mar2007 , 12:01 Compute Time: 09Sep2009, 15:40:25 Volume Units: IN Basin Model: Proposed Meteorologic Model: 50 Control Specifications: Control 1 Hydro logic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Culvert 3 0.0548 154.88 28Mar2007, 00:28 7.87 Project: Holleman Simulation Run : 100-P Start of Run: 27Mar2007, 12 :00 End of Run : 28Mar2007, 12 :01 Compute Time: 09Sep2009 , 15:40:13 Volume Units: IN Basin Model: Proposed Meteorologic Model: 100 Control Specifications: Control 1 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Culvert 3 0.0548 176.65 28Mar2007, 00:28 9.04 Project: Holleman Simulation Run : 500-P Start of Run : 27Mar2007, 12 :00 End of Run : 28Mar2007, 12:01 Compute Time: 09Sep2009, 15:40:23 Volume Units: IN Basin Model: Proposed Meteorologic Model: 500 Control Specifications: Control 1 Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Culvert 3 0.0548 230.71 28Mar2007, 00 :28 11 .97 Drainage Report Holleman Drive fa .. 'tension EXHIBITD-2 DRAINAGE AREA PARAMETERS General 0 ~ 41 ~ r.n 0 0 ....:l 0 ~~ ~ > J.Ll J.Ll ~< 09 < J.Ll < ~ ~~ ~ 00 ~~ 3~ # ACRES ACRES ACRES Plan 1 Culvert 3 34.26 0.84 0.00 Exhibit D-2 Drainage Area Parameters ~~ 41 41 41 ,_ ~~~ r.n u ~ ~I J.Ll J.Ll 08 r.n 0 00 8 0 < $ 00 ~ ~ z 00 ~ gs ~ s:: ~ 0 0 i::q u ACRES ACRES ACRES ACRES ACRES < ~ MILES 0.00 0.00 0.00 0.00 35.10 0.0548 J.Ll ~ p.. ~ 0 ~ ....:l 00 LENGTH DROP FT/FT 1970 24 0.012 Existing Cond. PLAN I "' ;:j ~ 0 -~ a <1.> 0 0.. E < ,_. ....:l # % HOURS 84.3 2 0.43 Exhibit D-2 Drainage Area Parameters 10750004-lag.xls Drainage Report Holleman Drive E:i..iension HEC-RAS Version 4.0.0 March 2008 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California x x xxxxxx xx xx xx xx xx x x x x x x x x x x x x x x x x x xxxxxxx xx xx x xxx xx xx xxxxxx x x x x x x x x x x xxxxxx xx xx PROJECT DATA Project Title: Holleman Culvert Project File HollemanCulvert.prj x Run Date and Time : 9/10/2009 8:34 :36 AM Project in English units PLAN DATA Plan Title: Plan 01 x x x x x x x x x x x x xx xx x x xxxx x x xxxxx Plan File : f:\1075 -Mitchell & Morgan\0004 -Holleman Drive Extension\Docs\Drainage Report\HollemanCulvert.pOl Geometry Title: Geom 01 Geometry File : f :\1075 -Mitchell & Morgan\0004 -Holleman Drive Extension\Docs\Drainage Report\HollemanCulvert.gOl Flow Title Flow 01 Flow File Report\HollemanCulvert.fOl f :\1075 -Mitchell & Morgan\0004 -Holleman Drive Extension\Docs\Drainage Plan Summary Information: Number of: Cross Sections = Culverts Bridges Computational Information 5 1 0 Multiple Openings Inline Structures Lateral Structures Water surf ace calculation tolerance Critical depth calculation tolerance - Maximum number of iterations 0.01 0.01 20 0.3 0.001 Maximum difference tolerance Flow tolerance factor Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow FLOW DATA Flow Title: Flow 01 0 0 0 Flow File : f :\1075 -Mitchell & Morgan\0004 -Holleman Drive Extension\Docs\Drainage Report\HollemanCulvert.fOl Flow Data I cfs) River Reach RS PF 1 PF 2 PF 5 PF 6 PF 7 Whites Holleman 1542 58 89 155 177 231 Boundary Conditions River Reach Profile Upstream PF 3 111 Downstream PF 4 129 Culvert Report Holleman Drive Whites Holleman PF 1 Normal s 0.01 Normal Whites Holleman PF 2 Normal s = 0.01 Normal Whites Holleman PF 3 Normal s 0.01 Normal Whi tes Hol leman PF 4 Normal s -0.01 Normal Whites Holleman PF 5 Normal s 0.01 Normal Whi tes Holleman PF 6 Normal s -0.01 Normal Whites Holleman PF 7 Normal s 0.01 Normal GEOMETRY DATA Geometry Title: Geom 01 Geometry Fil e : f:\1075 -Mit chell & Morgan\0004 -Holleman Drive Extensi on\Docs\Drai nage Report\HollemanCulvert.gOl CROSS SECTION RIVER: Whites REACH : Holleman INPUT Description: RS: 1542 Station Elevation Data num= Sta Elev Sta Elev 0 323 40 322 93 321 141 322 Manning's n Values num= Sta n Val Sta n Val 0 .06 45 .045 Bank Sta: Left Right Lengths: 45 93 CROSS SECTION OUTPUT Profil e #PF 1 E.G. Elev (ft) 320.61 Vel Head (ft) 0.20 w.s. Elev (ft) 320.41 Crit W.S. (ft) 320.41 E.G. Slope (ft/ft ) 0.040929 Q Total (cfs) 58.00 Top Width (ft) 41. 55 Vel Total (f t/s) 3.57 Max Chl Dpth (ft ) 0.41 Conv. Total (cfs ) 28 6. 7 Length Wtd. (ft) 253.00 Min Ch El (ft) 320.00 Alpha 1. 00 Fr ctn Loss (ft) 0.34 C & E Loss (ft) 0.05 CROSS SECTION OUTPUT Profile #PF 2 E.G. Elev (ft ) 320.80 Vel Head (ft) 0.26 w.s. Elev (ft ) 320.55 Crit W.S. (ft ) 320.55 E.G. Slope (ft/ft ) 0.037187 Q Total (cfs) 89.00 Top Width (ft ) 43.03 Vel Total (ft/s ) 4 .06 Max Chl Dpth (ft ) 0 .55 Conv. Total (cfs) 461. 5 Length Wtd. (ft ) 253.00 Min Ch El (ft ) 320 .00 Alpha 1.00 Fr ctn Loss (ft ) 0 .23 C & E Loss (ft ) 0 .07 CROSS SECTION OUTPUT Pr ofile #PF 3 E.G. Elev (ft ) 320 .92 Vel Head (ft ) 0 .29 w.s. Elev (ft) 320 .63 8 Sta Elev Sta 45 321 48 181 323 3 Sta n Val 93 .06 Left Channel Right 253 253 253 Element Wt . n-Val. Reach Len. (ft) Flow Area (sq ft ) Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s ) Hydr . Depth (ft ) Conv. (cfs) Wetted Per. (ft ) Shear (lb/sq ft ) Stream Power (lb/ft Cum Volume (acre-ft) Cum SA (acres) Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft ) Area (sq ft) Flow (cfs) Top Wi dth (ft) Avg . Vel. (ft/s ) Hydr . Depth (ft ) Conv. (cfs) Wetted Per . (ft ) Shear ilb/sq ft ) Stream Power (lb/ft Cum Volume (acre-ft ) Cum SA (acres) Element Wt. n-Val . Reach Len . (ft) s) s ) El ev Sta 320 85 Coe ff Contr. .1 Left OB 253.00 0.00 0.02 Left OB 253.00 0.02 0.04 Left OB ~53 .00 Elev 320 Expan . .3 Channel 0.045 253.00 16.26 16 .26 58.00 41. 55 3.57 0.39 286. 7 41.65 1.00 3.56 0.33 0.37 Channel 0.045 253.00 21. 94 21. 94 89. 00 43 .03 4.06 0.51 4 61. 5 43.15 1.18 4.79 0 . 4 9 0 .39 Channel 0 .045 253 .00 Right OB 253.00 0.01 0.03 Right OB 253.00 0.02 0.05 Right OB 253.00 s 0.01 s = 0.01 s = 0.01 s = 0.01 s = 0.01 s 0.01 s = 0.01 Culvert Report Holleman Drive Crit W.S. (ft ) 320.63 Flow Area (sq ft) 25.63 E.G. Slope (ft/ ft) 0.035475 P...rea lsq ft ) 25.63 Q Total lcfs) lil. 00 Flow (cfs) 111. 00 Top Width (ft ) 43. 96 Top Width (ft ) 43.96 Vel Total (ft /s l 4.33 Avg . Vel. (ft /s l 4.33 Max Chl Dpth (ft) 0.63 Hydr. Depth (ft) 0.58 Conv. Total (cfs) 589.3 Conv. (cfs ) 589 .3 Length Wtd. (ft) 253.00 Wetted Per. (ft ) 44 .11 Min Ch El (ft ) 320.00 Shear (lb/sq ft) l. 29 Alpha l. 00 Stream Power (lb/ft s ) 5.57 Fr ctn Loss (ft) 0 .19 Cum Volume (acre-ft) 0.03 0.59 0 .04 C & E Loss (ft) 0 .08 Cum SA (acres) 0.06 0. 40 0.07 CROSS SECTION OUTPUT Profile #PF 4 E.G. Elev (ft) 321. 02 Element Left OB Channel Right OB Vel Head (ft) 0 .32 Wt . n-Val . 0.045 w.s . Elev (ft) 320.69 Reach Len. (ft) 253 .00 253.00 253.00 Cr it W .S. (ft) 320.69 Flow Area (sq ft) 28.36 E.G. Slope (ft/ft) 0.034926 Area (sq ft) 28.36 Q Total (cfs) 129.00 Flow (cfs) 129.00 Top Width (ft ) 44.64 Top Width (ft) 4 4 . 64 Vel Total ( ft/s) 4.55 Avg. Vel. (ft/s) 4.55 Max Chl Dpth (ft) 0.69 Hydr. Depth (ft) 0.64 Conv . Total (cfsl 690.3 Conv. (cfs ) 690.3 Length Wtd. (ft) 253.00 Wetted Per. (ft) 44 .80 Min Ch El (ft ) 320.00 Shear (lb/sq ft) l. 38 Alpha l. 00 Stream Power (lb/ft s) 6.28 Fr ctn Loss (ft ) Cum Volume (acre-ft) 0.05 0.67 0.05 C & E Loss (ft) Cum SA (acres I 0.08 0. 40 0.09 CROSS SECTION OUTPUT Profile #PF 5 E.G. Elev (ft) 321.14 Element Left OB Channel Right OB Vel Head (ft ) 0.36 Wt. n-Val. 0.045 w.s. Elev (ft) 320.78 Reach Len. (ft) 253.00 253.00 253.00 Crit W.S. (ft) 320.78 Flow Area (sq ft) 32.28 E.G. Slope (ft/ft) 0.033674 Area (sq ft) 32.28 Q Total (cfs) 155.00 Flow (cfs) 155.00 Top Width (ft) 45.60 Top Width (ft) 45.60 Vel Total (ft/s l 4.80 Avg. Vel. (ft/sl 4.80 Max Chl Dpth (ft ) 0.78 Hydr. Depth (ft ) 0.71 Conv. Total (cfs) 844.7 Conv. (cfs) 844.7 Length Wtd. (ft) 253.00 Wetted Per. (ft) 45.77 Min Ch El (ft ) 320.00 Shear (lb/sq ft) 1. 48 Alpha 1. 00 Stream Power (lb/ft s ) 7.12 Fr ctn Loss (ft) Cum Volume (acre-ft) 0.07 0.79 0.08 C & E Loss (ft) Cum SA (acres) 0.10 o. 40 0.11 CROSS SECTION OUTPUT Profile #PF 6 E.G. Elev (ft) 321. 24 Element Left OB Channel Right OB Vel Head (ft) 0.39 Wt. n-Val. 0.045 w.s. Elev (ft) 320.85 Reach Len. (ft) 253 .00 253.00 253.00 Crit W.S . (ft) 320.85 Flow Area (sq ft) 35 .51 E.G. Slope (ft/ft) 0.032698 Area (sq ft) 35 .51 Q Total (cfs) 177.00 Flow (cfs) 177 .00 Top Width (ft) 4 6. 37 Top Width (ft ) 4 6. 37 Vel Total (ft/s) 4. 98 Avg . Vel. (ft/s) 4 .98 Max Chl Dpth (ft) 0 .85 Hydr. Depth (ft) 0 .77 Conv. Total (cfs) 978. 8 Conv. (cfs) 978 .8 Length Wtd. (ft) 253.00 Wetted Per . (ft) 46.56 Min Ch El (ft) 320.00 Shear (lb/sq ft) 1. 56 Alpha 1.00 Stream Power (lb/ft s) 7.76 Frctn Loss (ft ) 0.12 Cum Volume (acre-ft) 0.09 0.89 0.10 C & E Loss (ft) 0 .11 Cum SA (acres ) 0.11 0 .41 0.13 CROSS SECTION OUTPUT Profile #PF 7 E.G. Elev (ft) 321.46 Element Left OB Channel Right OB Vel Head (ft ) 0 . 45 Wt. n-Val. 0 .045 0.000 w.s. Elev (ft ) 321. 00 Reach Len. (ft ) 253.00 253.00 253.00 Crit W.S. (ft ) 321. 00 Flow Area (sq ft ) 42 .71 0.00 Culve rt Report Holleman Drive E.G. Slope (ft/ft ) 0.031556 Area (Sq ft ) 0.00 42.71 0.00 Q Total lcfsl 231. 00 Flow (cfs) 231. 00 0.00 Top Width (ft ) 48.23 Top Width (ft ) 0.02 48.00 0.21 Vel Total I ft /s ) 5.41 Avg. Vel. (ft /s ) 5.41 0.07 Max Chl Dpth (ft) 1. 00 Hydr. Depth (ft ) 0.89 0.00 Conv. Total (cfs) 1300.4 Conv . (cfs) 1300.4 0.0 Length Wtd. (ft) 253.00 Wetted Per. (ft ) 48.22 0.21 Min Ch El (ft ) 320.00 Shear (lb/sq ft ) 1. 74 Alpha 1. 00 Stream Power (lb/ft s ) 9.44 Fr ctn Loss (ft) Cum Volume (acre-ft ) 0.15 1.12 0.17 C & E Loss (ft) Cum SA (acres I 0.14 0. 41 0.17 CROSS SECTION RIVER : Whites REACH : Holleman RS: 1289 INPUT Description: Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 321 34 314 40 312.75 60 312.75 64 314 97 320 Manning's n Values num-3 Sta n Val Sta n Val Sta n Val 0 .06 34 .045 64 .06 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 34 64 220 220 220 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 314 . 8 6 Element Left OB Channel Right OB Vel Head (ft) 0.02 Wt . n-Val . 0.060 0.045 0 .060 w.s . Elev (ft ) 314 .84 Reach Len. (ft) 220.00 220 .00 220.00 Crit W.S. (ft) 313.36 Flow Area (sq ft ) 1. 72 56 . 4 7 1. 94 E.G. Slope (ft/ft ) 0.000408 Area (sq ft) 1. 72 56. 4 7 1. 94 Q Total (cfs) 58.00 Flow (cfs) 0.47 56.99 0.54 Top Width (ft) 38.71 Top Width (ft) 4.08 30.00 4.62 Vel Total (ft/s ) 0.96 Avg. Vel. (ft/s ) 0.28 1. 01 0.28 Max Chl Dpth (ft) 2.09 Hydr . Depth (ft) 0. 42 1. 88 0. 42 Conv . Total (cfs) 2872. 5 Conv . (cfs) 23.5 2822 .3 26.7 Length Wtd. (ft ) 220.00 Wetted Per. (ft) 4.17 30.32 4. 70 Min Ch El (ft) 312.75 Shear (lb/sq ft ) 0.01 0.05 0.01 Alpha 1. 08 Stream Power (lb/ft s) 0.00 0.05 0.00 Fr ctn Loss (ft) Cum Volume (acre-ft) 0.12 C & E Loss (ft) Cum SA (acres) 0.01 0.17 0.01 CROSS SECTION OUTPUT Profile #PF 2 E.G. Elev (ft) 315.68 Element Left OB Channel Right OB Vel Head (ft) 0.02 Wt. n-Val. 0.060 0.045 0.060 w.s. Elev (ft) 315.67 Reach Len. (ft) 220.00 220.00 220.00 Crit W.S. (ft) 313.55 Flow Area (sq ft) 6 .73 81.20 7 .62 E.G. Slope (ft/ft ) 0.000264 Area (sq ft) 6.73 81.20 7 .62 Q Total (cfs) 89.00 Flow (cfs) 2.36 83 .95 2 .68 Top Width (ft) 47.24 Top Width (ft) 8.09 30.00 9 .16 Vel Total (ft/s) 0.93 Avg. Vel. (ft/s) 0.35 1. 03 0.35 Max Chl Dpth (ft ) 2.91 Hydr. Depth (ft) 0.83 2.71 0 .83 Conv. Total (cfs ) 5481. 6 Conv. (cfs) 145.5 5170.8 165.3 Length Wtd. (ft ) 220.00 Wetted Per . (ft) 8 .26 30.32 9.31 Min Ch El (ft) 312.75 Shear (lb/sq ft) 0.01 0.04 0 .01 Alpha 1.17 Stream Power (lb/ft s ) 0.00 0.05 0.00 Fr ctn Loss (ft) Cum Volume (acre-ft) 0 .19 C & E Loss (ft) Cum SA (acres) 0.02 0.18 0.02 CROSS SECTION OUTPUT Profile #PF 3 E.G. Elev (ft) 316.21 Element Left OB Channel Right OB Vel Head (ft) 0.02 Wt. n-Val. 0.060 0.045 0.060 w.s. Elev (ft) 316.19 Reach Len. (ft) 220.00 220.00 220.00 Cr it w.s. (ft) 313.67 Flow Area (sq ft) 11. 67 97.01 13.21 E.G. Slope (ft/ft ) 0.000213 Area (sq ft) 11. 67 97.01 13.21 Culvert Report Holleman Drive Q Total (cfs ) 111. 00 Flow lcfs) 4.42 101. 55 5.02 Top Width (ft ) 52.70 Top Width (ft ) 10. 65 30.00 12 .06 Vel Total lft/s) 0 .91 Avg. Vel. (ft/s) 0 .38 1. 05 0.38 Max Chl Dpth (ft ) 3.44 Hydr. Depth (ft ) 1.10 3.23 1.10 Conv. Total (cfs) 7602 .1 Conv. (cfs) 302.9 6955 .l 34 4. 1 Length Wtd. (ft ) 220 .00 Wetted Per . (ft ) 10.87 30.32 12.25 Min Ch El (f t) 312.75 Shear I lb/sq ft l 0.01 0.04 0. 01 Alpha 1. 22 Stream Power (lb/ft S ) 0.01 0.04 0.01 Fr ctn Loss (ft ) Cum Volume (acre-ft) 0.23 C & E Loss I ft ) Cum SA (acres ) 0.03 0.18 0. 04 CROSS SECTION OUTPUT Profile #PF 4 E.G. Elev (ft) 316.61 Element Left OB Channel Right OB Vel Head (ft) 0.02 Wt . n-Val . 0 .060 0 .045 0 .060 w.s. Elev (ft ) 316.60 Reach Len. (ft) 220 .00 220.00 220.00 Cr it W .S. (ft) 313. 76 Flow Area (sq ft) 16. 38 109.17 18.55 E.G . Slope (ft/ft ) 0.000185 Area (sq ft) 16.38 109 .17 18.55 Q Total (cfsl 129 .00 Flow (cfs) 6.48 115 .16 7.36 Top Width (ft) 56.90 Top Width (ft ) 12.62 30.00 14. 29 Vel Total (ft/s l 0 .90 Avg. Vel. (ft/s) 0.40 1. 05 0. 40 Max Chl Dpth (ft ) 3.85 Hydr. Depth (ft ) 1.30 3. 64 1. 30 Conv. Total (cfs ) 9486.3 Conv. (cfs) 476.4 8468.9 541. l Length Wtd. (ft ) 220.00 Wetted Per. (ft) 12.88 30.32 14 .52 Min Ch El (ft) 312.75 Shear (lb/sq ft) 0.01 0.04 0.01 Alpha 1. 26 Stream Power (lb/ft s) 0.01 0.04 0.01 Fr ctn Loss (ft) Cum Volume (acre-ft) 0.27 C & E Loss (ft ) Cum SA (acres ) 0.04 0.18 0.05 CROSS SECTION OUTPUT Profile #PF 5 E.G. Elev (ft ) 317 .17 Element Left OB Channel Right OB Vel Head (ft) 0.02 Wt. n-Val. 0 .060 0.045 0.060 w.s. Elev (ft) 317 .15 Reach Len. (ft) 220 .00 220.00 220 .00 Cr it W.S . (ft) 313.88 Flow Area (sq ft) 24.12 125. 7 9 27 .31 E.G. Slope (ft /ft) 0 .000156 Area (sq ft) 24 .12 125.79 27 .31 Q Total (cfs) 155.00 Flow (cfs) 9.95 133.75 11 . 30 Top Widt h (ft) 62. 64 Top Width (ft) 15 .31 30.00 17.33 Vel Total (ft/s ) 0.87 Avg . Vel. (ft/s) 0 . 41 1. 06 0 . 41 Max Chl Dpth (ft) 4.40 Hydr . Depth (ft ) 1. 58 4.19 1. 58 Conv. Total (cfs) 12428.6 Conv . (cfs) 797.7 10724.9 906 .0 Length Wtd. (ft ) 220.00 We tted Per. (ft) 15.63 30.32 17 . 62 Min Ch El (ft) 312.75 Shear (lb/ sq ft ) 0 .01 0. 04 0.02 Alpha 1.31 Stream Power (lb/ft s) 0.01 0.04 0.01 Fr ctn Loss (ft) Cum Volume (acre-ft) 0.33 C & E Loss (ft) Cum SA (acres) 0 .05 0.19 0.06 CROSS SECTION OUTPUT Profile #PF 6 E.G. Elev (ft) 317.61 Element Left OB Channel Right OB Vel Head (ft) 0.02 Wt. n-Val. 0 .060 0.045 0 .060 w.s. Elev (ft) 317 .60 Reach Len. (ft) 220.00 220.00 220.00 Crit W.S. (ft) 313.98 Flow Area (sq ft ) 31. 41 139.14 35.57 E.G. Slope (ft/ft) 0 .000137 Area (sq ft ) 31. 41 139.14 35.57 Q Total (cfs) 177. 00 Flow lcfs) 13 . 29 148.62 15 .09 Top Width (ft ) 67 .25 Top Width (ft) 17.47 30.00 19.78 Vel Total (ft/s) 0.86 Avg . Vel. lft/s ) 0. 42 1.07 0. 42 Max Chl Dpth (ft) 4. 85 Hydr. Depth (ft ) 1. 80 4.64 1. 80 Conv. Total (cfs) 15110. 8 Conv. (cfs) 1134. 5 12687.9 1288.5 Length Wtd . (ft) 220.00 Wetted Per. (ft ) 17.83 30.32 20 .10 Min Ch El (ft) 312.75 Shear (lb/sq ft ) 0.02 0.04 0.02 Alpha 1. 34 Stream Power (lb/ft s ) 0.01 0.04 0.01 Fr ctn Loss (ft) Cum Volume (acr e-ft) 0.38 C & E Loss (ft) Cum SA (acres) 0 .06 0.19 o. 07 CROSS SECTION OUTPUT Profile #PF 7 E.G. Elev (ft) 318.63 Element Left OB Channel Right OB Vel Head (ft ) 0.01 Wt. n-Val . 0 .060 0.045 0.060 w.s. Elev (ft) 318.62 Reach Len. (ft) 220.00 220.00 220.00 Crit W.S. (ft) 314 .19 Flow Area (sq ft ) 51. 77 169.76 58 .62 E.G. Slope (ft/ft ) 0 .000106 Area (sq ft) 51 .77 169.76 58 .62 Q Total lcfs) 231.00 Flow (cfsl 22.78 182.34 25.88 Top Width (ft) 77.82 Top Width (ft) 22 . 43 30.00 25 .39 Culvert Report Holleman Drive Vel Total lft/s ) 0 .82 Avg . Vel. ift/s l 0.44 1.07 0.44 Max Chl Dpth (ft ) 5.87 Hydr. Depth (ft ) 2.31 5.66 2.31 Conv. Total lcfs) 22392.1 Conv. lcfs) 2208 .6 17 675.0 2508.5 Length Wtd. (ft ) 220.00 Wetted Per. (ft ) 22.90 30 .32 25.81 Min Ch El (f t) 312.75 Shear ilb/sq ft ) 0.02 0.04 0.02 Alpha 1. 40 Stream Power (lb/ft s ) 0.01 0.04 0.01 Fr ctn Loss (ft) Cum Volume (acre-ft) 0.51 C & E Loss (ft) Cum SA (acres I 0.08 0.19 0 .10 Note: Hydraulic jump has occurred between this cross section and the previous upstream section. CULVERT RIVER: Whites REACH : Holleman INPUT Description: RS: 1194 Distance from Upstream XS = 40 Deck/Roadway Width 64 Weir Coefficient 2.6 Upstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord 0 319. 8 Sta Hi Cord Lo Cord 97 319.8 Upstream Bridge Cross Section Data Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev 0 321 34 314 40 312.75 97 320 Manning 's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 34 .045 64 .06 Bank Sta: Left Right Coe ff Con tr. Expan. 34 64 .1 .3 Downstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord 0 319.8 Downstream Bridge Cross Station Elevation Data Sta Elev Sta 0 318 17 52 310 63 Manning 1 s n Values Sta n Val Sta 0 .06 41 Bank Sta: Left Right 41 63 Sta Hi Cord Lo Cord 131 319.8 Section Data num= 9 Elev Sta Elev 315 32 313 312 76 313 num-3 n Val Sta n Val .045 63 .06 Coe ff Contr. Expan. .1 . 3 Sta Elev 60 312.75 Sta Elev 41 312 131 317 Sta 64 Sta 49 Upstream Embankment side slope Downstream Embankment side slope Maximum allowable submergence for weir Elevation at which weir flow begins Energy head used in spillway design Spillway height used in design horiz. to 1.0 vertical 4 horiz. to 1 .0 vertical flow -.98 Weir crest shape Broad Crested Number of Culverts -1 Culvert Name Shape Rise Span Culvert #1 Box 5 6 FHWA Chart # 10-90 degree headwall; Chamfered or beveled inlet FHWA Scale # 1 -Inlet edges chamfered 3/4 i nch Solution Criteria = Outlet control Elev 314 Elev 310 Culvert Upstrm Dist Length Top n Bottom n Depth Blocked 65 149 .014 .014 0 Entrance Loss Coef .5 Upstream Elevation= 312.36 Centerline Station = 49 Downstream Elevation -310.11 Centerline Station = 50 .5 Exit Loss Coef 1 Culvert Report Holleman Drive CULVERT OUTPUT Profile #PF Culv Group: Culvert #1 Q Culv Group lcfs) 58 .00 Culv Full Len (ft) Barrels l Culv Vel us lft/sl 6.78 Q Barrel lcfsl 58.00 Culv Vel OS (f t/s) 10.39 E.G. us. (ft ) 314. 86 Culv Inv El Up (ft) 312 .36 w.s. us. (ft) 314.84 Culv Inv El On (ft) 310 .11 E.G. OS (ft) 311. 85 Culv Frctn Ls (ft ) 1. 78 w.s. OS (ft ) 311. 71 Culv Exit Loss (ft ) 0.86 Delta EG (ft ) 3.00 Culv Entr Loss (ft ) 0.36 Delta WS (ft ) 3 .13 Q Weir (cfs) E.G. IC (ft ) 314. 70 Weir Sta Lft (ft ) E.G. oc (ft ) 314.86 Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg Culv WS Inlet (ft) 313.79 Weir Max Depth (ft ) Culv ws Outlet (ft) 311. 04 Weir Avg Depth (ft ) Culv Nml Depth (ft ) 0 .93 Weir Flow Area (sq ft) Culv Crt Depth (ft) 1. 43 Min El Weir Flow (ft) 31 9.81 CULVERT OUTPUT Profile #PF 2 Culv Group: Culvert #1 Q Culv Group (cfsl 89.00 Culv Full Len (ft ) # Barrels l Culv Vel us lft/s l 7.82 Q Barrel (cfs l 89.00 Culv Vel OS (ft/s ) 11. 66 E.G . us. (ft ) 315.68 Culv Inv El Up (ft ) 312.36 w.s. us. (ft ) 315.67 Culv Inv El On (ft ) 310 .11 E.G. OS (ft) 312.20 Culv Frctn Ls (ft ) 1. 71 w.s. OS (ft) 312 .00 Culv Exit Loss (ft ) 1. 30 Delta EG (ft ) 3. 48 Culv Entr Loss (ft ) 0.47 Delta WS (ft ) 3.66 Q Weir (cfs) E.G. IC (ft) 315.47 Weir Sta Lf t (ft ) E.G. oc (ft) 315.68 Weir Sta Rgt (ft ) Culvert Control Outlet Weir Submerg Culv WS Inlet (ft) 314 .26 Weir Max Depth (ft) Culv WS Outlet (ft ) 311. 38 We ir Avg Depth (ft) Culv Nml Depth (ft ) 1.24 Weir Flow Area (sq ft) Culv Crt Depth (ft ) 1. 90 Min El Weir Flow (ft ) 319.81 CULVERT OUTPUT Profile #PF 3 Culv Group: Culvert #1 Q Culv Group (cfs) 111. 00 Culv Full Len (ft ) # Barrels 1 Culv Vel us (ft/s) 8.41 Q Barrel (cfs) 111. 00 Culv Vel OS (ft/s) 12 .41 E.G. us . (ft ) 316.21 Culv Inv El Up (ft) 312 .36 w.s. us . (ft ) 316. 19 Culv Inv El Dn (ft) 310.11 E.G. DS (ft) 312.39 Culv Frctn Ls (ft) 1. 67 w.s. DS (ft) 312.15 Culv Exit Loss (ft ) 1. 60 Delta EG (ft ) 3.82 Culv Entr Loss (ft) 0.55 Delta WS (ft ) 4.04 Q Weir (cfs ) E.G. IC (ft) 315.96 Weir Sta Lft (ft) E.G. oc (ft) 316.21 Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg Culv WS Inlet (ft) 314.56 Weir Max Depth (ft ) Culv WS Outlet (ft) 311. 60 Weir Avg Depth (ft ) Culv Nml Depth (ft ) 1. 45 Weir Flow Area (sq ft) Culv Crt Depth (ft) 2.20 Min El Weir Flow (ft ) 319.81 CULVERT OUTPUT Profile #PF Culv Group: Culvert #1 Q Culv Group (cfs) 129.00 Culv Full Len (ft ) # Barrels 1 Culv Vel US (ft/s) 8.85 Q Barrel (cfs) 12 9. 00 Culv Vel OS (ft/s) 12 .92 E.G. us. (ft) 316.61 Culv Inv El Up (ft) 312.36 w.s . us. (ft ) 316.60 Culv Inv El Dn (ft) 310 .11 E.G. OS (ft) 312.53 Culv Frctn Ls (ft) 1. 64 w.s. OS (ft) 312.25 Culv Exit Loss (ft ) 1. 84 Delta EG (ft ) 4.09 Culv Entr Loss (ft ) 0.61 Delta WS (ft ) 4.34 Q Weir (cfs ) E.G. IC (ft) 316.34 Weir Sta Lft (ft) E.G . oc (ft) 316. 61 Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg Culv WS Inlet (ft) 31 4.79 Weir Max Depth (ft) Culv WS Outlet (ft) 311. 77 Weir Avg Depth (ft) Culv Nml Depth (ft) 1. 60 Weir Flow Area (sq ft) Culv Crt Depth (ft) 2. 43 Min El Weir Flow (ft) 319.81 Culvert Report Holleman Drive CULVERT OUTPUT Profil e #PF 5 Culv Group : Culvert #1 Q Culv Group (Cfs ) 155.00 Culv Full Len (ft ) # Barrels l Culv Vel us (ft/s) 9.40 Q Barrel (cfs) 155.00 Culv Vel OS (ft/s ) 13 .56 E.G. us. (ft) 317.17 Culv Inv El Up (ft ) 312.36 w.s . us. (ft) 317 .15 Culv Inv El On (ft ) 310.11 E.G. OS (ft ) 312.71 Culv Frctn Ls (ft) 1. 61 w.s. DS (ft ) 312.39 Culv Exit Loss (ft ) 2.16 Delta EG (ft ) 4.46 Culv Entr Loss (ft) 0.69 Delta WS (ft) 4.76 Q Weir (cfs ) E.G. IC (ft) 316.86 Weir Sta Lft (ft ) E.G . oc (ft ) 317 .17 Weir Sta Rgt (ft ) Culvert Control Outlet Weir Submerg Culv WS Inlet (ft) 315 .11 Weir Max Depth (ft) Culv WS Outlet (ft) 312.02 Weir Avg Depth (ft) Culv Nml Depth (ft) 1. 82 Weir Flow Area (sq ft ) Culv Crt Depth (ft) 2.75 Min El Weir Flow (ft) 319 .81 CULVERT OUTPUT Profile #PF 6 Culv Group: Culvert #1 Q Culv Group (cfs ) 177.00 Culv Full Len (ft) # Barrels 1 Culv Vel us (ft/s) 9.83 Q Barrel (cfs ) 177.00 Culv Vel OS (ft/s) 14. 02 E.G. us. (ft ) 317.61 Culv Inv El Up (ft) 312 .36 w.s. us. (ft ) 317.60 Culv Inv El Dn (ft ) 310 .11 E.G. OS (ft) 312.85 Culv Frctn Ls (ft) 1. 60 w.s. OS (ft ) 312.48 Culv Exit Loss (ft ) 2.42 Delta EG (ft ) 4.76 Culv Entr Loss (ft) 0.75 Delta WS (ft ) 5.11 Q Weir (cfs) E.G. IC (ft ) 317.28 Weir Sta Lft (ft) E.G. oc (ft ) 317 .61 Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg Culv WS Inlet (ft) 315.36 Weir Max Depth (ft ) Culv WS Outlet (ft ) 312.21 Weir Avg Depth (ft ) Culv Nml Depth (ft) 2.00 Weir Flow Area (sq ft) Culv Crt Depth (ft ) 3.00 Min El Weir Flow (ft) 319.81 CULVERT OUTPUT Profile #PF 7 Culv Group: Culvert #1 Q Culv Group (cfs) 231 .00 Culv Full Len (ft ) # Barrels 1 Culv Vel us (ft/s ) 10.74 Q Barrel (cfs) 231. 00 Culv Vel OS (ft/s ) 14. 96 E.G . us. (ft ) 318 .63 Culv Inv El Up (f t) 312.36 w.s. us. (ft ) 318.62 Culv Inv El Dn (ft) 310 .11 E.G. OS (ft ) 313.16 Culv Frctn Ls (ft) 1. 58 w.s. OS (ft ) 312.69 Culv Exit Loss (ft ) 3.00 Delta EG (ft ) 5. 47 Culv Entr Loss (ft ) 0.90 Delta ws (ft ) 5.93 Q Weir (cfs) E.G . IC (ft ) 318.23 Weir Sta Lft (ft) E.G. oc (ft) 318.63 Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg Culv WS Inlet (ft) 315.94 Weir Max Depth (ft ) Culv ws Outlet (ft ) 312.68 Weir Avg Depth (ft ) Culv Nml Depth (ft ) 2. 42 Weir Flow Area (sq ft ) Culv Crt Depth (ft ) 3.58 Min El Weir Flow (ft) 319.81 CROSS SECTION RIVER: Whites REACH: Holleman RS : 1068 INPUT Description: Station El evati on Data num~ 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 318 17 315 32 313 41 312 49 310 52 310 63 312 76 313 131 317 Manning's n Values num-3 Sta n Val Sta n Val Sta n Val 0 .06 41 .045 63 .06 Culve rt Report Holleman Drive Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan . 41 63 23 23 23 .1 . 3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft ) 311. 85 Element Left OB Channel Right OB Vel Head (ft ) 0.15 Wt . n-Val. 0 .045 w.s. Elev (ft ) 311. 71 Reach Len. (ft ) 23 .00 23.00 23.00 Crit W.S . (ft ) Flow Area (sq ft ) 18. 94 E.G. Slope (ft /ft) 0.008990 Area (sq ft) 18. 94 Q Total (cfs) 58.00 Flow (cfs) 58 .00 Top Width (ft ) 19.20 Top Width (ft ) 19.20 Vel Total ( ft/s) 3.06 Avg. Vel. (ft/s ) 3 .06 Max Chl Dpth (ft) 1. 71 Hydr. Depth (ft ) 0.99 Conv. Total (cfs) 611. 7 Conv. (cfs) 611. 7 Length Wtd . (ft) 23.00 Wetted Per. (ft ) 19.57 Min Ch El (ft ) 310.00 Shear (lb/sq ft ) 0.54 Alpha 1. 00 Stream Power (lb/ft s ) 1. 66 Fr ctn Loss (ft) 0.13 Cum Volume (acre-ft) 0.04 C & E Loss (ft) 0.03 Cum SA (acres) 0.04 CROSS SECTION OUTPUT Profile #PF 2 E.G. Elev (ft ) 312 .20 Element Left OB Channel Right OB Vel Head (ft ) 0.20 Wt. n-Val. 0.045 w.s. Elev (ft ) 312.00 Reach Len. (ft) 23.00 23.00 23.00 Crit W.S. (ft ) Flow Area (sq ft ) 25.04 E.G. Slope (ft/ft) 0 .009998 Area (sq ft) 0 .00 25.04 0.00 Q Total (cfs) 89 .00 Flow (cfs) 89 .00 Top Width (ft) 22 .04 Top Width (ft) 0 .02 22 .00 0.03 Vel Total (ft/s) 3 .55 Avg . Vel. (ft/s) 3 .55 Max Chl Dpth (ft ) 2.00 Hydr. Depth (ft ) 1.14 Conv . Total (cfs) 890.1 Conv. (cfs) 890.1 Lengt h Wtd . (ft ) 23.00 Wetted Per. (ft) 22 . 43 Min Ch El (ft) 310.00 Shear (lb/sq ft ) 0.70 Alpha 1. 00 St ream Power (lb/ft s ) 2.48 Fr ctn Loss (ft) 0.14 Cum Volume (acre-ft) 0.00 0.05 0 .00 C & E Loss (ft) 0 .04 Cum SA (acres) 0.00 0.05 0 .00 CROSS SECTION OUTPUT Profile #PF 3 E.G. Elev (ft) 312 .39 Element Left OB Channel Right OB Vel Head (ft) 0 .24 Wt. n-Val. 0 .060 0.045 0.060 w.s. Elev (ft ) 312 .15 Reach Len. (ft ) 23 .00 23.00 23.00 Crit W.S. (ft) Flow Area (sq ft) 0.10 28.33 0.15 E.G. Slope (ft/ft) 0.010289 Area (sq ft ) 0.10 28.33 0.15 Q Tot al (cfs) 111.00 Flow (cfs) 0.05 110. 89 0.07 Top Width (ft ) 25.33 Top Width (ft) 1.36 22.00 1. 97 Vel Total (ft/s ) 3.88 Avg. Vel . (ft/s ) 0. 45 3.91 0. 45 Max Chl Dpth (ft) 2.15 Hydr. Depth (ft) 0.08 1. 29 0.08 Conv. Total (cfs) 1094.3 Conv . (cfs) 0.5 1093.2 0.7 Length Wtd. (ft) 23.00 Wetted Per. (ft) 1.37 22. 43 1. 97 Min Ch El (ft) 310.00 Shear (lb/sq ft) 0.05 0.81 0.05 Alpha 1. 01 Stream Power (lb/ft s ) 0.02 3.18 0 .02 Fr ctn Loss (ft) 0.14 Cum Volume (acre-ft l 0.00 0.06 0 .00 C & E Loss (ft) 0. 04 Cum SA (acres) 0.00 0.05 0 .00 CROSS SECTION OUTPUT Profile #PF 4 E.G. Elev (ft) 312.53 Element Le f t OB Channel Right OB Vel Head (ft ) 0.27 Wt . n-Val. 0.060 0 .045 0.060 w.s. Elev (ft ) 312.25 Reach Len. (ft) 23 .00 23 .00 23.00 Crit W.S. (ft) Flow Area (sq ft ) 0 .29 30.61 0. 42 E.G. Slope (ft/ft ) 0.010684 Area (sq ft) 0.29 30.61 0. 42 Q Total lcfs) 129.00 Flow (cfs) 0.19 128.54 0.27 Top Width (ft) 27 .61 Top Width (ft) 2.29 22.00 3.31 Vel Total (ft/s ) 4 .12 Avg. Vel. (ft/s ) 0 .65 4. 20 0.65 Max Chl Dpth (ft ) 2.25 Hydr. Depth (ft) 0 .13 1. 39 0 .13 Conv . Total (cfs ) 1248.0 Conv. (cfs) 1. 8 1243 .6 2.6 Length Wtd. (ft ) 23 .00 Wetted Per . (ft ) 2.31 22.43 3.32 Min Ch El (ft) 310.00 Shear (lb/ sq ft ) 0.08 0 .91 0.08 Alpha 1. 04 Stream Power (lb/ft s ) 0.05 3 .82 0.05 Fr ctn Loss (ft ) 0 .14 Cum Volume (acre-ft) 0.00 0 .07 0.00 C & E Loss (ft ) 0.05 Cum SA (acres ) 0.00 0.05 0.00 Culvert Report Holleman Drive CROSS SECTION OUTPUT E.G. Elev (ft ) Vel Head (ft) w.s. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft ) Q Total (cfs) Top Width (ft) Vel Total ( ft/s) Max Chl Dpth (ft ) Conv. Total (cfs ) Length Wtd . (ft) Min Ch El (ft) Alpha Fr ctn Loss (ft) C & E Loss (ft) CROSS SECTION OUTPUT E.G. Elev (ft) Vel Head (ft) w.s. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft ) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft ) Conv. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Fr ctn Loss (ft) C & E Loss (ft) CROSS SECTION OUTPUT E.G. Elev (ft) Vel Head (ft) w.s. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft ) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft ) Conv. Total (cfs) Length Wtd . (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) CROSS SECTION RIVER: Whites REACH: Holleman INPUT Description: Profile #PF 5 312.71 0.32 312.39 0. 011220 155.00 30.56 4.40 2.39 1463.3 23.00 310 .00 1. 07 0.14 0 .06 Profile #PF 6 312 .85 0.37 312 . 4 8 0.011838 177.00 32.63 4.63 2. 48 1626.8 23.00 310.00 1.10 0.15 0.07 Profile #PF 7 313.16 0.47 312.69 0.013067 231. 00 37.18 5.09 2.69 2020.8 23.00 310.00 1.16 0.16 0.09 RS: 1045 Station Elevation Data num~ Sta Elev Sta Elev 0 316 5 315 57 310 64 310 118 314 128 315 Manning 's n Values nurn= Sta n Val Sta n Val 0 .06 53 .045 Bank Sta: Left Right Lengths: Element Wt. n-Val. Reach Len. (ft ) Flow Area (sq ft) Area (sq ft ) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv . (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s ) Cum Volume (acre-ft) Cum SA (acres) Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg . Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) Element Wt . n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg . Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) 12 Sta Elev Sta 21 314 46 75 311 90 3 Sta n Val 90 .06 Left Channel Right Left OB 0.060 23.00 0.68 0.68 0.60 3.50 0 .88 0 .19 5.6 3.52 0 .14 0.12 0.00 0.00 Left OB 0.060 23.00 1. 05 1.05 1. 09 4.35 1. 04 0.24 10.1 4.38 0.18 0 .18 0.00 0.00 Left OB 0.060 23.00 2.14 2.14 2. 97 6.21 1. 39 0 .35 26.0 6.25 0 .28 0.39 0.00 0.01 Elev Sta 313 53 312 104 Coeff Contr . Channel 0.045 23.00 33.56 33.56 153.54 22.00 4.58 1. 53 1449.5 22. 43 1. 05 4.80 0.08 0.05 Channel 0.045 23.00 35.63 35.63 174.32 22.00 4.89 1. 62 1602.2 22. 43 1.17 5.74 0 .08 0.05 Channel 0 .045 23.00 40 .18 40.18 223 .73 22.00 5.57 1. 83 1957.2 22. 43 1. 46 8. 14 0.09 0.05 Elev 312 313 Expan. Right OB 0.060 23.00 0.98 0.98 0.86 5.06 0.88 0.19 8.2 5. 07 0 .14 0.12 0 .00 0.01 Right OB 0.060 23.00 1.52 1. 52 1.58 6.28 1. 04 0.24 14.6 6.30 0.18 0.19 0.00 0.01 Right OB 0.060 23.00 3.09 3.09 4.30 8. 97 1. 39 0.35 37.6 9.00 0.28 0.39 0.00 0.01 Culve rt Report Holle man Drive 53 90 45 45 45 . 1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft ) 311.70 Element Left OB Channel Right OB Vel Head (ft ) 0.06 Wt. n-Val . 0.045 w.s. Elev (ft) 311. 64 Reach Len. (ft) 45.00 45.00 45 .00 Crit W.S . (ft ) Flow Area (sq ft ) 29.76 E.G. Slope (ft /ft) 0.003728 Area (sq ft ) 29.76 Q Total (cfsl 58.00 Flow (cfs l 58.00 Top Width (ft ) 30.87 Top Width (ft) 30.87 Vel Total (ft/s l 1. 95 Avg. Vel. (ft/sl 1. 95 Max Chl Dpth (ft) 1. 64 Hydr. Depth (ft) 0.96 Conv. Total (cfs) 949.9 Conv. (cfs ) 94 9 . 9 Length Wtd. (ft) 45.00 Wetted Per. (ft) 31. 32 Min Ch El (ft ) 310.00 Shear (lb/sq ft) 0.22 Alpha 1. 00 Stream Power (lb/ft s l 0. 43 Fr ctn Loss (ft ) 0.26 Cum Volume (acre-ft I 0.03 C & E Loss (ft) 0.01 Cum SA (acres I 0 .03 CROSS SECTION OUTPUT Profile #PF 2 E.G. Elev (ft ) 312 .02 Element Left OB Channel Right OB Vel Head (ft ) 0.08 Wt . n-Val. 0.045 w.s. Elev (ft ) 311 .95 Reach Len. (ft) 45 .00 45 .00 45.00 Crit W.S. (ft ) Flow Area (sq ft) 40 .07 E.G. Slope I ft/ft I 0 .004015 Area (sq ft) 40 .07 Q Total (cfs l 89 . 00 Flow lcfsl 89.00 Top Width (ft) 36.10 Top Width (ft) 36.10 Vel Total (ft/s) 2.22 Avg . Vel. (ft/sl 2.22 Max Chl Dpth (ft) 1. 95 Hydr . Depth (ft) 1.11 Conv. Total (cfsl 1404 .5 Conv. (cfs) 1404 .5 Length Wtd . (ft) 45 .00 Wetted Per. (ft ) 36. 64 Min Ch El (ft) 310.00 Shear (lb/sq ft ) 0.27 Alpha 1.00 Stream Power (lb/ft s l 0.61 Fr ctn Loss (ft) 0 .27 Cum Volume (acre-ft I 0.04 C & E Loss (ft) 0 .01 Cum SA (acres) 0.03 CROSS SECTION OUTPUT Profile #PF 3 E.G. Elev (ft ) 312.21 Element Left OB Channel Right OB Vel Head (ft) 0.09 Wt. n-Val. 0 .060 0.045 0 .060 w.s. Elev (ft ) 312 .12 Reach Len. (ft) 45 .00 45.00 45.00 Crit W.S. (ft) Flow Area (sq ft ) 0.05 46.29 0.09 E.G. Slope (ft/ft) 0.003988 Area (sq ft) 0.05 46.29 0.09 Q Total (cfs) 111. 00 Flow (cfs) 0.01 110. 97 0.02 Top Width (ft ) 39. 43 Top Width (ft) 0.81 37.00 1. 62 Vel Total (ft /s ) 2.39 Avg. Vel. (ft/sl 0.23 2 . 40 0.23 Max Chl Dpth (ft ) 2.12 Hydr. Depth (ft) 0.06 1. 25 0.06 Conv. Total lcfsl 1757 .6 Conv. (cfs) 0.2 1757.1 0.3 Length Wtd. (ft ) 45.00 Wetted Per. (ft) 0.82 37 .55 1. 63 Min Ch El (ft ) 310.00 Shear (lb/sq ft) 0.01 0.31 0.01 Alpha 1. 01 Stream Power (lb/ft s ) 0.00 0.74 0.00 Fr ctn Loss (ft) 0.27 Cum Volume (acre-ft) 0.00 0.04 0.00 C & E Loss (ft) 0 .01 Cum SA (acres I 0.00 0 .04 0.00 CROSS SECTION OUTPUT Profile #PF 4 E.G. Elev (ft ) 312.33 Element Left OB Channel Right OB Vel Head (ft) 0.10 Wt. n-Val. 0.060 0 .045 0. 060 w.s. Elev (ft ) 312.23 Reach Len. (ft) 45 .00 45.00 45.00 Crit W.S. (ft) Flow Area (sq ft) 0.19 50.69 0.39 E.G. Slope (ft/ft) 0.003969 Area (sq ft ) 0.19 50.69 0 .39 Q Total (cfsl 129.00 Flow lcfsl 0.07 128.78 0 .14 Top Width (ft) 41. 93 Top Width (ft) 1. 64 37.00 3 .29 Vel Total (ft/s l 2.52 Avg. Vel . I ft/ s l 0.37 2. 54 0.37 Max Chl Dpth (ft ) 2.23 Hydr. Depth (ft) 0.12 1. 37 0.12 Conv. Total lcfsl 2047 .6 Conv. (cfs) 1.1 2044 .l 2.3 Length Wtd. (ft ) 45.00 Wetted Per. (ft ) 1. 66 37 .55 3 .29 Min Ch El (ft ) 310.00 Shear (lb/sq ft ) 0.03 0.33 0.03 Alpha 1. 02 Stream Power I lb/ ft s ) 0.01 0.85 0 .01 Fr ctn Loss (ft) 0.27 Cum Volume (acre-ft I 0.00 0.05 0.00 C & E Loss (ft) 0.01 Cum SA (acres) 0.00 0.04 0 .00 Culvert Report Holleman Drive CROSS SECTION OUTPUT Profile #PF 5 E.G. Elev (ft) 312.50 Element Left OB Channel Right OB Vel Head (ft) 0.12 Wt. n-Val. 0. 060 0.045 0.060 w.s. Elev (ft) 312.39 Reach Len. (ft) 45.00 45.00 45.00 Crit W.S. (ft) Flow Area (Sq ft) 0.53 56. 41 1.06 E.G. Slope (ft/ft ) 0 .003982 Area (sq ft ) 0.53 56.41 1.06 Total lcfs) 155.00 Flow lcfs) 0.28 154.17 0.56 Top Width (ft) 45.18 Top Width (ft) 2.73 37.00 5.45 Vel Total (ft/s) 2 .67 Avg. Vel. lft /s) 0.52 2.73 0.52 Max Chl Dpth (ft ) 2.39 Hydr. Depth (ft) 0.19 1. 52 0 .19 Conv. Total (cfs) 2456.4 Conv. (cfs) 4. 4 2443.2 8.8 Length Wtd. (ft) 45.00 Wetted Per. (ft) 2. 7 5 37.55 5. 47 Min Ch El (ft) 310.00 Shear (lb/sq ft) 0.05 0.37 0.05 Alpha 1. 04 Stream Power (lb/ft s) 0.02 1.02 0 .03 Fr ctn Loss (ft ) 0.27 Cum Volume (acre-ft) 0.00 0.05 0.00 C & E Loss (ft) 0.01 Cum SA (acres) 0.00 0.04 0.00 CROSS SECTION OUTPUT Profile #PF 6 E.G. Elev (ft) 312 .63 Element Left OB Channel Right OB Vel Head (ft) 0.13 Wt. n-Val. 0. 060 0.045 0.060 w.s. Elev (ft) 312.50 Reach Len . (ft) 45.00 45.00 45 .00 Crit W.S. (ft) Flow Area (sq ft) 0.87 60.48 1. 75 E.G. Slope (ft/ft) 0.004084 Area (sq ft) 0.87 60.48 1. 75 Q Total (cfs) 177 .00 Flow (cfs) 0.54 175 .36 1. 09 Top Width (ft) 47. 4 9 Top Width (ft) 3.50 37 .00 6.99 Vel Total (ft/s) 2.81 Avg. Vel. (ft/s) 0.62 2.90 0.63 Max Chl Dpth (ft) 2 .50 Hydr. Depth (ft) 0.25 1. 63 0.25 Conv. Total lcfs) 2769.6 Conv . (cfs) 8.5 2744 .o 17.1 Length Wtd. (ft ) 45 .00 Wetted Per. (ft) 3.53 37.55 7.01 Min Ch El (ft) 310.00 Shear (lb/sq ft) 0.06 0 .41 0.06 Alpha 1. 06 Stream Power (lb/ft s ) 0.04 1.19 0.04 Fr ctn Loss (ft) 0.27 Cum Volume (acre-ft ) 0.00 0.06 0.00 C & E Loss (ft ) 0.01 Cum SA (acres) 0.00 0.04 0.00 CROSS SECTION OUTPUT Profile #PF 7 E.G. Elev (ft) 312.90 Element Left OB Channel Right OB Vel Head (ft) 0.16 Wt. n-Val. 0.060 0 .045 0.060 w.s. Elev (ft) 312.74 Reach Len. (ft) 45.00 45.00 45 .00 Cr it W. S. (ft) Flow Area (sq ft ) 1. 94 69.52 3.87 E.G. Slope (ft/ft) 0.004271 Area (sq ft) 1. 94 69.52 3.87 Q Total (cfs) 231. 00 Flow (cfs) 1. 61 226.16 3.23 Top Width (ft) 52. 62 Top Width (ft) 5.21 37 .00 10.41 Vel Total (ft/s) 3.07 Avg. Vel. (ft/s ) 0.83 3.25 0.84 Max Chl Dpth (ft) 2 .74 Hydr. Depth (ft) 0 .37 1. 88 0.37 Conv. Total (cfs) 3534.8 Conv. (cfs) 24.6 3460.7 49 .5 Length Wtd. (ft) 45.00 Wetted Per. (ft) 5.26 37.55 10.44 Min Ch El (ft) 310.00 Shear (lb/sq ft) 0.10 0. 4 9 0.10 Alpha 1.10 Stream Power (lb/ft s) 0.08 1. 61 0.08 Fr ctn Loss (ft) 0.28 Cum Volume (acre-ft) 0.00 0.06 0.00 C & E Loss (ft) 0.01 Cum SA (acres) 0 .00 0.04 0.01 CROSS SECTION RIVER : Whites REACH: Holleman RS : 1000 INPUT Description: Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 316 5 315 21 314 46 313 53 312 57 310 64 310 75 311 90 312 104 313 118 314 128 315 Manning 's n Values num-3 Sta n Val Sta n Val Sta n Val 0 .06 53 .045 90 .06 Bank Sta: Left Right Coe ff Contr. Expan. 53 90 . 1 .3 Culvert Report Holleman Drive CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft ) 311. 43 Element Left OB Channel Right OB Vel Head (ft ) 0.13 Wt. n-Val. 0.045 w.s . Elev (ft ) 311.31 Reach Len. I ft I Crit W.S. (ft) 310.95 Flow Area (sq ft ) 20.41 E.G . Slope (ft/ft) 0 .010003 Area (sq ft) 20.41 Q Total lcfsl 58.00 Flow lcfs) 58.00 Top Width (ft) 25.20 Top Width (ft ) 25 .20 Vel Total lft/s ) 2.84 Avg . Vel. (ft/sl 2.84 Max Chl Dpth (ft ) 1. 31 Hydr. Depth (ft) 0.81 Conv. Total (cfs ) 579.9 Conv. (cfsl 579 .9 Length Wtd. (ft ) Wetted Per . (ft) 25.56 Min Ch El I ft) 310.00 Shear (lb/sq ft) 0 .50 Alpha 1. 00 Stream Power (lb/ft S) 1. 42 Fr ctn Loss (ft ) Cum Volume (acre-ft ) C & E Loss (ft ) Cum SA (acres) CROSS SECTION OUTPUT Profile #PF 2 E.G . Elev (ft ) 311.75 Element Left OB Channel Right OB Vel Head (ft) 0 .15 Wt. n-Val . 0 .045 w.s. Elev (ft ) 311. 59 Reach Len. (ft) Crit W.S. (ft ) 311.20 Flow Area (sq ft ) 28.31 E.G. Slope (ft/ft) 0.010008 Area (sq ft) 28 .31 Q Total (cfs ) 89.00 Flow (cfs ) 89.00 Top Width (ft ) 30.06 Top Width (ft ) 30.06 Vel Total (ft/s l 3.14 Avg . Vel . (ft/s) 3.14 Max Chl Dpth (ft ) 1. 59 Hydr. Depth (ft) 0. 94 Conv. Total (cfs) 889.6 Conv. (cfs) 889.6 Length Wtd. (ft ) Wetted Per. (ft) 30.50 Min Ch El (ft ) 310.00 Shear (lb/sq ft) 0.58 Alpha 1. 00 Stream Power (lb/ft s l 1. 82 Fr ctn Loss (ft ) Cum Volume (acre-ft) C & E Loss (ft ) Cum SA (acres) CROSS SECTION OUTPUT Profile #PF 3 E.G. Elev (ft) 311. 93 Element Left OB Channel Right OB Vel Head (ft ) 0 .17 Wt. n-Val . 0.045 w.s. Elev (ft ) 311. 76 Reach Len. (ft) Crit W.S. (ft ) 311. 34 Flow Area (sq ft) 33.51 E.G. Slope (ft/ft) 0.010003 Area (sq ft ) 33.51 Q Total (cfs ) 111. 00 Flow (cfs) 111. 00 Top Width (ft ) 32.87 Top Width (ft) 32.87 Vel Total (ft/s ) 3.31 Avg. Vel. lft/s) 3.31 Max Chl Dpth (ft ) 1. 76 Hydr. Depth (ft) 1. 02 Conv. Total lcfsl 1109. 8 Conv. lcfsl 1109 .8 Length Wtd . (ft ) Wetted Per. (ft) 33.35 Min Ch El (ft ) 310.00 Shear (lb/sq ft) 0.63 Alpha 1. 00 Stream Power (lb/ft s l 2.08 Fr ctn Loss (ft) Cum Volume (acre-ft ) C & E Loss (ft ) Cum SA (acres) CROSS SECTION OUTPUT Profile #PF 4 E.G. Elev (ft ) 312 .06 Element Left OB Channel Right OB Vel Head (ft) 0.18 Wt . n-Val. 0 .045 w.s. Elev (ft ) 311. 88 Reach Len. (ft) Crit W.S. (ft ) 311.45 Flow Area (sq ft) 37.56 E.G. Slope (ft/ft) 0.010004 Area (sq ft) 37.56 Q Total lcfs) 12 9. 00 Flow (cfs) 129.00 Top Width (ft ) 34.90 Top Width (ft) 34.90 Vel Total lft /s l 3. 43 Avg . Vel. (ft/sl 3.43 Max Chl Dpth (ft ) 1. 88 Hydr. Depth (ft) 1. 08 Conv. Total lcfsl 1289.7 Conv. (cfs) 1289.7 Length Wtd. (ft) Wetted Per. (ft) 35. 42 Min Ch El (ft) 310.00 Shear (lb/sq ft) 0.66 Alpha 1.00 Stream Power (lb/ft s) 2 .27 Fr ctn Loss (ft) Cum Volume I acre-ft I C & E Loss (ft) Cum SA (acres I CROSS SECTION OUTPUT Profile #PF 5 E.G. Elev (ft ) 312.23 Element Left OB Channel Right OB Vel Head (ft) 0 .20 Wt. n-Val. 0 .000 0.045 0 .000 Culvert Report Holleman Drive w.s. Elev I ft) 312.03 Cr it w.s. (ft) 311. 58 E.G. Slope I ft:/ ft l 0.010003 Q Total (cfs) 155.00 Top Width (ft) 37 .53 Vel Total 1ft/s) 3.61 Max Chl Dpth (ft) 2.03 Conv . Total (Cfs) 1549.7 Length Wtd. (ft) Min Ch El (ft) 310 .00 Alpha 1.00 Fr ctn Loss (ft) C & E Loss (ft) CROSS SECTION OUTPUT Profile #PF 6 E.G. Elev (ft) 312.35 Vel Head (ft) 0.22 w.s. Elev (ft) 312.12 Crit W.S. (ft) 311. 68 E.G. Slope (ft/ft) 0.010000 Q Total (cfsl 177.00 Top Width (ft) 39.54 Vel Total lft/s) 3 .80 Max Chl Dpth (ft) 2.12 Conv. Total (cfs) 1770.0 Length Wtd. (ft) Min Ch El (ft) 310.00 Alpha 1. 01 Fr ctn Loss (ft) C & E Loss (ft) CROSS SECTION OUTPUT Profile #PF 7 E.G. Elev (ft) 312 .61 Vel Head (ft) 0.28 w.s. Elev (ft) 312.34 Crit W.S. (ft) 311. 91 E.G. Slope (f t/ft) 0.010008 Q Total (cfs ) 231.00 Top Width (ft) 44.04 Vel Total (ft/s ) 4.16 Max Chl Dpth (ft) 2.34 Conv. Total lcfs ) 2309.1 Length Wtd. (ft) Min Ch El (ft) 310.00 Alpha 1. 03 Fr ctn Loss (ft) C & E Loss (ft) SUMMARY OF MANNING'S N VALUES River :Whites Reach River Sta. Holleman 1542 Holleman 1289 Holleman 1194 Holleman 1068 Holleman 1045 Holleman 1000 SUMMARY OF REACH LENGTHS River: Whites Reach River Sta. Holleman 1542 Holleman 1289 Holleman 1194 Holleman 1068 Reach Len. lft ) Flow Area (Sq ft ) 0 .00 Area (sq ft ) 0.00 Flow (cfs) 0.00 Top Width (ft ) 0 .18 Avg. Vel . (ft/sl 0.13 Hydr. Depth (ft I 0.01 Conv. (cfsl 0.0 Wetted Per. (ft) 0 .18 Shear (lb/sq ft) St ream Power (lb/ft s ) Cum Volume (acre-ft ) Cum SA (acres I Element Left 08 Wt. n-Val. 0.060 Reach Len. (ft) Flow Area (sq ft) 0.05 Area (sq ft) 0.05 Flow (cfs) 0.02 Top Width (ft) 0.85 Avg. Vel. (ft/sl 0.38 Hydr. Depth (ft) 0.06 Conv. lcfs) 0.2 Wetted Per. (ft ) 0.86 Shear (lb/sq ft) 0.04 Stream Power (lb/ft s) 0.01 Cum Volume (acre-ft) Cum SA (acres) Element Left OB Wt. n-Val. 0 .060 Reach Len. (ft ) Flow Area (sq ft) 0.39 Area (sq ft) 0.39 Flow lcfs) 0. 29 Top Width (ft ) 2.35 Avg. Vel. lft/s) 0.75 Hydr. Depth (ft) 0.17 Conv. (cfs) 2.9 Wetted Per. (ft) 2.37 Shear (lb/ sq ft) 0.10 Stream Power (lb/ft s) 0.08 Cum Volume (acre-ft ) Cum SA (acres) nl n2 n3 .06 .045 .06 .06 .045 .06 Culvert .06 .045 .06 .06 .045 .06 .06 .045 .06 Left Channel Right 253 253 253 220 220 220 Culvert 23 23 23 42.93 42.93 155.00 37.00 3.61 1.16 154 9. 7 37 .55 0.71 2.58 Channel 0.045 4 6. 48 46.48 17 6. 94 37 .00 3.81 1. 26 1769.4 37.55 0.77 2. 94 Channel 0.045 54.40 54.40 230 .11 37.00 4 .23 1. 47 2300.2 37.55 0.91 3.83 0.00 0.00 0.00 0.35 0.13 0.01 0.0 0.35 Right 08 0 .060 0.10 0.10 0. 04 1. 70 0.38 0.06 0.4 1. 70 0.04 0.01 Right 08 0.060 0.79 0.79 0.59 4.69 0.75 0.17 5.9 4. 71 0.10 0.08 Culvert Report Holleman Drive Holleman Holleman 1045 1000 45 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Whites Reach River Sta. Contr. Expan. Holleman 1542 .1 .3 Holleman 1289 .1 .3 Holleman 1194 Culvert Holleman 1068 . 1 .3 Holleman 1045 .1 .3 Holleman 1000 .1 .3 45 45 Culvert Report Holleman Drive HEC-RAS Plan: I Reech I River Sle Profile Q Total I !cf&) I 1Hoieman :1542 !?F 1 58.oo: 320.61 ; E.G. Slope I Velctl!ll Flowl>tea lftlft) lftlsl i (sq ftl 0.040929: 3.5i: 16.26: Top Width Froude #Chi 320.00: W.S. Elev Crif w.s. (!ti I (ft\ 320.41 1 320.41: E.G Elev Mm Ch El (ft) I (fl) 11t1 I , 41.55 1.01: Holleman 1 15~:? PF: 89.0~1 320.001 320.5SI 320.551 320.801 0.037187~ 4.QSI 21.941 43.03' 1.00j I Holleman 11542 ,pf 3 ,,, 001 320.001 320.631 320 53, 320 921 0 035475; 4.33, 25.631 43.961 , 001 Holeman 11542 PF 4 129.001 32G.001 320.70 020.701 0.034811 1 4.541 26.39 44.651 1.00 Hor.ernan 154: PF 5 155.001 320.00 :>20.78 320.78 0.033553 4.60, Z2.321 45.61 I 1.00 ' 1PF6 1n 001 320 ool 3?0 851 -. -. --. 0 03?6981 -35 51 I 46 371 1 00 I Holieman 11542 1PF 7 I 231.001 320.001 321.011 321.011 32146; 0.0311381 5.391 4288 48 421 1.00 I i I : I I I Hollemon 1289 PF 1 58.00I 312.751 314.841 313 351 314 86~ 0.0004081 1.01 I 6012 38.71 0.13 Hollemon 11289 1PF 2 I 89.00 312.751 315.671 313.551 315681 0.000264 1.031 9556 47.24 0.11 1 Holleman 1239 ;PF3 111.00 312.75 316.19 313.67 316.21 0.000213 1.05 121.89j 52.701 0.10 Ho~eman 11289 lpf 4 129.00! 312.751 316.601 313.76 316.61 o.0001eGI 1.05 144.111 56.901 0.101 Holleman 1289 1PF5 155.00 312.75 317.15 313.881 317.17 0.000156 1.06 177.22 62.64! 0.09' Honeman 1289 'PF6 177.00j 312.75 317.60 313.98 317.61 0.000137 1.07 206.12 67.25 0.09 Ho~e:nen 1289 Pf; 231.00 312,;5 318.62 314.18 318.53 0.000106 1.07 280.15 n.82 0.08 Holleman 1194 i Culvert i I I Holte men 1068 PF 1 58.00 310.00 311.85 311.20 311.96 0.005157 2.56 21.811 20.58 0.46 Holleman 1068 IPF2 89.00 310.00 312.14 I 312.30 0.006746 3.16 28.39 25.17 0.49 Holleman 1068 Pf 3 111.00 310.00 312.31 312.49 0.006957 3.47 32.81 28.77 0.51 Honeman 1068 Pf 4 129.00 310.00 312.43 312.64 0.007107 3.70 36.44 31.42 0.52 Holleman 1068 iPF5 155.00 310.00 312.68 312.01 312.82 0.007380 4.01 41.45 34.76 0.54 Holleman 1068 PF6 177.00 310.00 312.68 312.12 312.96 0.007784 4.29 45.15 37.02 0.56 Holleman 1068 PF7 231.00 310.00 312.91 312.41 313.25 0.008509 4.85 54.23 42.07 0.60 Holeman 1000 PF 1 58.00 31000 311.31 310.95 311.43 0.010003 2.84 20.41 25.20 0.56 Holletnen 1000 PF2 89.00 310.00 311.59 311 .20 311 .75 0.010008 3.14 28.31 30.06 0.57 Holeman 1000 PF3 111.00 310.00 311.76 31 1.34 31 1.93 0.010003 3.31 33.51 32.87 0.58 Holleman 1000 !PF 4 129.ool 310.00 311.88 31 1.45 312.06 0.010004 3.43 37.56 34.90 0.58 Holleman 1000 PF5 155.00 310.00 312.03 311 .58 312.23 0.010003 3.61 42.93 37.53 0.59 HoUeman 1000 PF6 177.00 310.00 312.12 311.69 312.35 0.010000 3.81 46.63 39.54 0.60 Holerrni_n 1000 PF7 231.00 310.00 312.34 311.91 312.61 0.010008 4.23 55.59 44.04 0.61