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Home My WebLink AboutFolderP&Z CASE NO.: DATE SUBMITTED: CITY OF COLLEGE STATION Planning & Development Services FINAL PLAT APPLICATION (Check one) D Minor ($300.00) D Amending ($300.00) [8J Fina* D Vacating D Replat ($400.00) ($400.00) ($600.00)* •includes public hearing fee Is this plat in the ET J? [8J Yes D No The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SUBMIITAL REQUIREMENTS: NIA Filing Fee (see above) NOTE: Multiple Sheets -$55.00 per additional sheet N/A Variance Request to Subdivision Regulations -$100 (if applicable) ~~Development Permit Application Fee of $200.00 (if applicable)./.txi-J 'NIA Infrastructure Inspection Fee of $600.00 (applicable if any pub1k:<{nfj'.'astructure is being constructed) !..__ Application completed in full. N/A Copy of original deed restrictions/covenants for replats (if applicable). !..__ Fourteen (14) folded copies of plat. (A signed mylar original must be submitted after staff review.) !..__ Paid tax certificates from City of College Station, Brazos County and College Station l.S.D. !..__ A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. !..__Two (2) copies of public infrastructure plans associated with this plat (if applicable). N/A Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). Date of Preapplication Conference:_J=u=ne.;:;....;.7.....:;;;;2=0=0=6 _________________ _ NAME OF SUBDIVISION Creek Meadows -Section 4, Phase One SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block) Greens Prairie Rd West & Greens Prairie Trail APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name Rabon A. Metcalf, P.E. (RME Consulting Engineers) Street Address P.O. Box 9253 State TX Zip Code _7'-'8'-'4=2 ___ _ Phone Number (979) 690-0329 City College Station E-Mail Address rabon@rmengineer.com Fax Number (979) 690-0329 PROPERTY OWNER'S INFORMATION (ALL owners must be identified. Please attach an additional sheet for multiple owners): Name Creek Meadow Partners, LP. -c/o Todd Carnes (Managing Partner) Street Address 230 Southwest Parkway East State TX Zip Code .:...77::.....:840=-=----- Phone Number (979) 693-7835 ARCHITECT OR ENGINEER'S INFORMATION: Name Same As Applicant City College Station E-Mail Address toddcarnes@tconline.net Fax Number (979) 693-7839 Do any deed restrictions or covenant~ exist for this property? Yes __ No X Is there a temporary blanket easeme1 . Jn this property? If so, please provide the \ . .Jme 7863 a11d Page # _72 __ Acreage -Total Property 6.31 Total# of Lots 27 R-0-W Acreage ~0-=0~0 ____ _ Existing Use: Vacant ----------Proposed Use: Urban Residential --------- Number of Lots By Zoning District 27 /A-0 I ------ Average Acreage Of Each Residential Lot By Zoning District: ___ / ! __ _ _ __ / __ _ Floodplain Acreage ~o~.o _____ _ A statement addressing any differences between the Final Plat and approved Master Plan and/or Preliminary Plat (if applicable): N/A Requested Variances To Subdivision Regulations & Reason For Same:---------------- N/A Requested Oversize Participation:----------------------------- N/A Total Linear Footage of Proposed Public: 1,245 Streets Sidewalks Sanitary Sewer Lines Water Lines Channels Storm Sewers Bike Lanes I Paths Parkland Dedication due prior to filing the Final Plat: ACREAGE: ___ #of acres to be dedicated + $ ____ development fee ___ # of acres in floodplain # of acres in detention --- ___ # of acres in greenways OR FEE IN LIEU OF LAND: ___ # of Single-Family Dwelling Units X $556 = $ ___ _ _______ (date) Approved by Parks & Recreation Board NOTE: DIGITAL COPY OF PLAT MUST BE SUBMITTED PRIOR TO FILING. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true, correct, and complete. The undersigned hereby requests approval by the City of College Station of the above-identified final plat and attests that this req est does not amend any covenants or restrictions associated with this plat. SUPPLEr ~TAL DEVELOPMENT PERMIT INF< \'IATION Application is hereby made for the following development specific site/waterway alterations: ACKNOWLEDGMENTS: I, Rabon A. Metcalf, P.E. , design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of Coll ge Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of proval of this permit application, I agree to construct the improvements proposed in this lie · ocuments and the requirements of Chapter 13 of the College Station City Code. Contractor CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.) A I, N/A certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B. I, NIA certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. Engineer Date C. I, N/A , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodway fringes. Engineer Date D. I, N/A , do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval:--------------------------,-- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 690-0329 email: civil@rmengineer.com October 3, 2007 David Loflin Texas Commission of Environmental Quality Water Supply Division MC 153 P.O. Box 13087 Austin, TX 78711 RE: Creek Meadows (Section 4, Phase One)-College Station, TX TCEQ Exception Letter for Utility Improvements RME No. 202-0316 Mr. David Loflin: The above referenced project will install the following improvements within the distribution system of the Wellborn S.U.D.: •!• Approximately 765 linear feet of 6" and 8" PVC (C-909, Class 200) water line; •!• Approximately 342 linear feet of 3" PVC (SDR 21, Class 200) water line; •!• Applicable fire hydrants, services, valves & fittings. Design and construction of these improvements will be in accordance with the latest Bryan/College Station Unified Water & Sewer Design Guideline Manual, Standard Details, and Specifications and Chapter 290 of the TCEQ Rules & Regulations. This quantity of water line is less than 10% of the total length of water line within the City's current distribution system. Therefore, an exception for plan review is being requested for this project and its water system improvements. Please call should you have any questions or require assistance. Sincerely, ••..•......... :.~~ g RABON A. METCALF Rabon A. Metcalf, P .E. ~ • • • • • • • • • • it • ••••••••• rabon@rmengineer.com 'j -S., •. 88583 • • r;J n u ·< ·<c-~ ,, ~·/C£NS~Q.·~«.-~lfll": xc: Carol Cotter, E.l.T. ~.SSt • • • o • ·~0~ .e' Graduate CiviJ Engineer . ONAL E. ~ City of College Station :"1.·~. 1101 Texas Avenue South /0/'7 V1 College Station, TX 77840 CDl-202-0316-Ll2 Page I of I .. PUBLIC WATER SYSTEM PLAN REVIEW SUBMITTAL FORM (Complete and Attach to Submittal Package) Date: October 3, 2007 TCEQ PWS Identification No.*: ...... 02 ...... 1 ..... o ..... o ..... 1 ...... 6 ______ CCN No. or Application No. **:_11_3_4_0 ______ _ Water System Name: ...... w .... e""'ll"""b"""o""'rn~S""'.U;;..;.=D ....... ------------------------- Water System Owner:_W~e ..... ll=b-"'o""'rn"'--=S"'".U=-.=D""'. _________ Type of Entity_: .... s ........... u_.D_.. _________ _ Address: P.O. Box 250, Wellborn, TX 77881 Phone: (979) 690-9799 Responsible Official: Steven Cast Title: Manager County (system location): Brazos County Subdivision Sec., Phase, Unit, etc. Creek Meadows (Section 4, Phase One Mechanism & Source of Financing :-'-P""'ri;..:.v.:;:a.;;.;te~---------- Engineer: Rabon A. Metcalf, P.E. Registration Number:_8"'"8"""5;;..;8;..;;3;......_ ______________ _ Firm Name: RME Consulting Engineers Phone: (979) 690-0329 Firm Address: P.O. Box 9253, College Station, TX 77842 Fax: (979) 690-0329 * If no PWS Number exists, the owner must submit a business plan, if required, in accordance with §290.39(f) and (g). -If a required CCN number does not exist, an acceptable application to obtain a CCN number must be made before a project submittal can be technically reviewed. In addition, if a submittal is for a project located outside the CCN area, a CCN amendment application must be submitted before a project may be reviewed for construction approval. Please refer to 30 TAC Chapter 291 for additional information regarding CCNs. If this is a new (proposed) system, you must attach the following with this submittal: NOT APPLICABLE D Attach a list of all water utilities within % mile of the proposed service area boundaries D Copies of formal applications for service from each of the following D any municipality if the system is within its ET J; D any district or other political subdivision whose corporate boundaries are within % mile of the proposed service area boundaries D any other water service provider whose certificated service area boundary is within % mile of the proposed service area boundaries D Documentation that all application requirements including payment of fees were complied with. D Copies of written responses from each of the entities listed above. D Business plan , if required by 30 TAC 290.39(f) & (g). The business plan financial requirements for non-community water systems must confirm capital availability to construct the system according to TCEQ requirements. This would consist of a balance sheet that shows liabilities as well as assets, not just a bank confirmation of a deposit account. Alternatively, if the project is being constructed with loan funds, then a loan commitment letter from the lender specific to that project will suffice. D Justification for constructing a separate system (unless none of the entities listed above exist) D Plans and specifications with an engineering report all sealed by design engineer. Type of Project (please check the appropriate boxes): ./' Distribution System Modifications D Well completion data on previously approved well D Pressure Maintenance Facilities Modifications D Disinfection Facilities or Other Modifications D Preliminary Engineering Report w/o plans D Modification of Surface Water Treatment Plant D D D D D D D Storage Capacity Modifications Water Well Construction, Proposed Proposed Innovative Process Study Ground Water Treatment Plant, New Surface Water Treatment Plant, New Tex. Water Dev. Board Proj . No. _____ _ Other(PleaseExplain) ________________________________ _ IF THIS SUBMITIAL IS A REVISION OF PREVIOUSLY SUBMITIED PLANS, PLEASE ENTER THE ASSIGNED TCEQ LOG NUMBER: . Please call (512) 239-6960 if you have questions regarding this form. Your cooperation will help us provide better service. Additional helpful information and rules are available at our website: Rabon A. Metcalf, P.E. Printed Engineer's Name Revised 9/12/02 http:llwww.tceq.state.tx.us/permittinglwaterpermludlplanrev.html October 3, 2007 Date C:\USERS\USER\RME\PROJECTS\202-0316 CMP-SECTION 1A-PH3-4 \S4P1 \ENGINEC!fl\1:1'<'-"'\.-I P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 690-0329 email: civil@rmengineer.com October 3, 2007 Louis Heron III, P .E. Texas Commission of Environmental Quality Plans & Specification Review MC 148 P.O. Box 13087 Austin, TX 78711 RE: Creek Meadows (Section 4, Phase One)-College Station, TX TCEQ Exception Letter for Utility Improvements RME No. 111-0119 Mr. Louis Heron: The above referenced project will install the following sanitary sewer improvements within the CCN of the City of College Station (CoCS): •!• Approximately 1,264 linear feet of gravity sewer: o 119 L.F. of 8" PVC (SDR 26, D3034); o 1,145 L.F. of 6" PVC (SDR 26, D3034) & (SDR 26, Class 160); •!• Applicable manholes, cleanouts, and service leads; Design and construction of these improvements are in accordance with the Bryan/College Station Unified Water & Sewer Specifications, Design Guidelines Manual, and Chapter 317 of the TCEQ Rules & Regulations. This sanitary sewer improvement project will be constructed with the City of College Station performing a technical review as specified in Chapter 317(a)(3)(A). Therefore, an exception for plan review is being requested for this project and its sanitary sewer improvements. Please call should you have any questions or require assistance. Sincerely, Rabon A. Metcalf, P .E. raboo@rmengineer.com • •. • ••••••• • • • • • • • • xc CarolCotte•, El.T. ~· t:;:/ft/a?.-;~§ G~duate Civil Eng~eer \,\ ~Ss/••··~~0~~ City of College Station "" 9NAL ~ 1101 Texas Avenue South College Station, TX 77840 CDl -202-0316-LIJ Page I of I February 03, 2009 Carl Cotter, P.E. Development Engineer City of College Station 1101 Texas Avenue South College Station, TX 77842 P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 690-0329 email: civil@rmengineer.com RE: Fire Flow Report for Creek Meadows Section 4, Phase One College Station, TX RME No. 202-0316 Carol Cotter: A fire flow test was performed in accordance with National Fire Prevention Association (NFPA) Standard 291, Chapter 4, for the above referenced project, on February 03 , 2009. The results of this test are shown on the attached data sheet, and are sufficient to meet the City of College Station minimum design standards for fire flow requirements. Please call should you have any questions. Sincerely, Rabon A: Metcalf, P .E. Texas Firm Registration No. F-004695 rabon@rmengineer.com CD l-202-0316-L3 l Page 1 of I Page 1 of 1 Carol, Please find the attached pdf of the Fire Flow Test Report for Creek Meadows Section 4, Phase One. Please let us know if you need anything else. Thanks, Adan1 J. Brurnbaugh, E.I.T. RME Consulting Engineers 1391 Seamist Lane <77845 P.O. Box 9253 Co ll g Statio n, TX 77S42 PR (979) 690-329 FX: (979) 690·0329 MB: 979) 595·7057 adam@nnengine r.com THE ELECTRONIC DATA, CONTENT, INFORMATION, AND/OR DRAWINGS GENERATED, BY RME CONSUL TING ENGINEERS (RME), ATIACHED OR CONTAINED IN THIS ELECTRONIC TRANSMITIAL IS CONSIDERED BY RME TO BE CONFIDENTIAL. WHEN ISSUED, IT'S USE IS INTEND SOLELY FOR THE INDIVIDUAL OR ENTITY TO WHICH IT IS ADDRESSED. THIS MATERIAL IS INTENDED FOR USE BY THE RECIPIENT NAMED, ONLY, AND PERMISSION IS NOT GRANTED TO THE RECIPIENT FOR DISTRIBUTION OF THESE DOCUMENTS IN ANY FORM OR FASHION. THE RECIPIENT UNDERSTANDS THAT THIS DATA IS AUTHORIZED "AS IS" WITHOUT ANY WARRANTY AS TO ITS PERFORMANCE, ACCURACY, FREEDOM FROM ERROR, OR AS TO ANY RE SUL TS GENERA TED THROUGH ITS USE. THE RECIPIENT ALSO UNDERSTANDS AND AGREES THAT RME, UPON RELEASE OF SUCH DATA, IS NO LONGER RESPONSIBLE FOR THEIR USE OR MODIFICATION. THE USER AND RECIPIENT OF THE ELECTRONIC DATA ACCEPTS FULL RESPONSIBILITY AND LIABILITY FOR ANY CONSEQUENCES ARISING OUT OF THEIR USE. file://C:\Documents and Settings\ccotter\Local Settings\Temp\XPgrpwise\49882 12BCity of ... 21312009 FIRE FLOW TEST REPORT Date February 3, 2009 Location Creek Meadows Section 4, Phase One Flow Hydrant Desc. FH installed at intersection of Lowry Meadow Ln. and Cedar Creek Ct., in Section 4, Phase One. Nozzle size 2.5.r ~~~~~~~~ Pitot Reading ___ 4o....;;1..-=·-5"--- GPM /Cf/O Static Hydrant Desc. FH installed at intersection of Lowry Meadow Ln. and Cripple Creek Ct., in Section 1A, Phase One. Static PSI --""'-' ....... k"----- Residual PS l --=3"--""'8 ____ _ COMMENTS: s~ RME Consulting Engineers POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 OFFIF AX: (979) 690-0329 E-mail: civil@rmengineer.com October 3, 2007 Carol Cotter, E.I.T. Graduate Engineer City of College Station 1101 Texas Avenue South College Station, TX 77842 {0-04·0-I p:~ P.O. Box 9253, College Station, TX 7784,01 • ?£ Off/Fax: (979) 690-0329 email: civil@rmengineer.com RE: Creek Meadows (Section 4, Phase One) -Acknowledgement of City Standards College Station E.T.J., Brazos County, TX RME No. 202-0316 Carol Cotter: The purpose of this letter is to acknowledge that the construction plans for the sanitary sewer improvements, for the above referenced project, to the best of my knowledge, do not deviate from the latest B/CS Design Guideline Manual. I also acknowledge, to the best of my knowledge that the details provided in the construction plans are in accordance with the B/CS Standard Details. CDI-202-0316-Ll 1 Page I of 1 N c>l ""-. N c>l N . w Q.. (.!J <I 0.... a> U> -(T) (I> 'It" m m t"'- G> ....... .,._ l ~ "° ....0 OC> c:> ~ (;iMC$!QI .uw.~"""° D ,,_811!4Cl o ... a~b ... a.._,...__ 0 .... .. ,......-i; o ....,.....,.,_...""_.....-oo ..... ~~:JlflllllS~ 0-io..-Wl"_'"".,,..Dll-...-SQ f£W~p-..,,.,.,.. .. t =......,....""" Sffl.An'M' f/O:;I i11W1.1flSN11 stdlD'S =t-·---.... -~-... fiJ.o•..DaM~.llll~Sllli:wlll.t 11U1111;110N ~ __ ·-·· ~~ D JO'~lf~M~:>~ pmit,l J.ONl!ll ~ 0 .-io.:fflO!) w.10.l ~INWOOO WOO;jl1CY.J ~J8:181i8Jc1. ~: Pl'11 ,lllllJaM IS9.L ... ~ i15891& '"'fJf"fl ~JON oa} .ilOd3ll AWl1lllOllY"I 0 (.) x w p::i a: w ::.:'. <I p::i (J) u > (J) >-IJ.J -' -' a: > tJ) 0 ...... "<:!" N ...... a: "<:!" IX I si::i "<:!" CT\ LO I CT\ :!:: I"-a.. CT\ (I> .... .. N ...... N en "<:!" 0 ...... 0 N CT\ (T) c>l c>l 0 N ""-. .c (Y) lJ c>l u... ""-. N c>l -c= (lf»M '.,, JIJ,el/I r.iesms 0 (JittM) ... ~~ ~ :a3till0S\Bl..,-M .c::::> JUEO .~~·c1.0 w:;;ga :::~1~+f:r-t,,...., ______ "-r~rr-~-_.,.=------___,.,......,..-~.f81(i1JeS ... ~~----~~-'-~.;.ft-~~~,;a.~~~~~~~ardf.ueS ~ ud -~ ........-rn a -..-:--~-:pet3131Q'J ew!.lft)le(J 31'11.L pllfl D.J'll NO/.l.33TIO;Jf3J./S 3ldl'WS "':>/ >'J ;) "I' tltl '!I • --JllllOO ~~a 3JdU= ~-;---:;f'Y;;-ior--;.-rr----~---~·~IOUJ~alilll'.JO :e~tzN~aidUJes Uld" _. Ma;~ :8l!S9fCIU.IF!S ...-61 0 -~-=----r:-~~~;l-,,.._ ....... _ /y ( :>atfO:l 8W!.J.A'!{} 3IVU Pf1ll !JLW NOU33110:1/31JS 31dllll'S January 28, 2009 Carol Cotter, P.E. Development Engineer City of College Station 1101 Texas Avenue South College Station, TX 77842 P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 690-0329 email: civil@rmengineer.com RE: Creek Meadows (Section 4, Phase One)-College Station, Brazos County, TX Outfall Structure and Pond l Normal Pool Elevation RME No. 202-0316 Carol Cotter: It is my understanding that the outlet weir and low-flow structure of Pond 1 for the Creek Meadows Subdivision will be modified such that its normal pool elevation will be approximately at an elevation 307 .00'. This in turn will increase the detention capacity of the pond and lower the retention level in the pond so that no water backs-up into the storm sewer system of Section 4, Phase One during "dry" periods. In accordance with. the criteria and design parameters of the original Drainage Report for Creek Meadows (dated March 8, 2007) Pond 1 was remodel which yielded the following tailwater influences now imposed on Section 4, Phase One storm drainage system. Also reported in Table #1 -"Storm Drainage Summary" is the recomputed hydraulic model of its stonn sewer system. As shown the storm sewer system meets or exceeds all criteria set forth in the B/CS Unified Design Guidelines. Tailwater Considerations: • 10-year Rainfall Event: • 100-year Rainfall Event: CD l-202-0316-L30 TW=310.60' TW=3ll.20' Page I of3 US Node DS Node ID ID Al OUTl A2 Al A3 A2 A4 A3 JI A2 J2 JI A5 J2 A6 A5 J3 A5 J4 J3 A7 J4 A8 A7 A9 J4 AIO A9 Al OUTI A2 Al A3 A2 A4 A3 JI A2 J2 J1 A5 J2 A6 AS J3 AS J4 J3 A7 J4 A8 A7 A9 J4 ALO A9 TABLE#l Creek Meadows -Section 4, Phase One Storm Drainage System January 28, 2009 STORM DRAINAGE SUMMARY Pipe Size JO-YR US Top of Diameter Velocity Capacity RunoffQ USHGL Curb Di ff (in) (fps) (cfs) (cfs) (ft) Elev. (ft) (ft) DESIGN STORM -lO YR 2-36 5.21 95.63 73.66 310.70 3 12.56 1.86 2-36 4.90 126.75 69.23 311.08 313.82 2.74 24 5.12 10.54 10.09 311.57 314.58 3.01 18 6.69 7.77 7.44 312.01 314.58 2.57 36 9.45 67.22 59.80 312.23 315.18 2.95 36 10.68 67.26 59.80 313.63 3 L6.61 2.98 36 10.19 63.60 59.80 314.50 317.66 3.16 18 5.45 6.83 4.37 314.91 317.66 2.75 36 8.88 72.79 52.l I 315.04 318.79 3.75 36 10.71 72.23 52.11 316.11 319.63 3.52 24 6.88 14.36 12.58 317.27 319.79 2.52 24 4.90 11.72 8.96 317.37 319.79 2.42 36 9.26 71.76 43.78 316.88 320.75 3.87 36 10.03 71.78 42.62 317.72 322.08 4.36 ANALYZED STORM-100 YR 2-36 7.11 95.63 I 00.51 311.39 312.56 1.17 2-36 6.68 126.75 94.41 312.10 313.82 1.72 24 5.81 10.54 13.66 312.74 314.58 1.84 18 7.59 7.77 10.07 313.31 314.58 1.27 36 11 .52 67.22 81.42 3 14.22 315.18 0.96 36 11.52 67.26 81.42 316.30 316.61 0.31 36 11.52 63.60 81.42 317.36 317.66 0.30 18 4.46 6.83 5.92 317.57 317.66 0.09 36 10.03 72.79 70.91 318.23 318.79 0.56 36 10.03 72.23 70.91 319.31 319.63 0.32 24 7.22 14.36 16.97 320.05 319.79 -0.26 24 5.14 I 1.72 12.08 320.28 319.79 -0.49 36 8.43 71.76 59.56 319.95 320.75 0.80 36 8.20 71.78 57.96 320.53 322.08 1.55 As illustrated the storm sewer system, during the design storm (10-year rainfall event) will meet all of the City's velocity, capacity, and hydrauljc requirements. During the analyzed stonn (100- year rainfall event) the system at some locations will be surcharged, as permissible by the City, and surcharged runoff will be conveyed downstream in the right-of-way of either Lowry Lane or Cedar Creek Ct. and ultimately into Pond No. 3 or No. 1 respectively. CDI-202-0316-L30 Page 2 of3 Please do not hesitate to call if you have any questions. Sincerely, Rabon A. Metcalf, P.E. No. 88583 Texas Firm Registration No. F-004695 rabon@rmengineer.com CDI-202-0316-LJO Creek Meadows -Section 4, Phase One Storm Drainage System January 28, 2009 Page 3 of3 INSCO INSURANCE SERVICES, INC. Underwriting Manugct fot: Developers Surety and Indemnity Company Indemnity Company of California 17780 Fitch, Suite 200, Irvine. California 92614 (800)782-1546 FAX(800)2S1·1955 www.lnsooDico.com REQUEST FOR SUBDIVISION STATUS COUNTY JUDGE OF BRAZOS COUNTY TEXAS 200 S TEXAS AVE STE 332 Date: 0412112009 Bond Number: 7657488 BRYAN TX 77803 Re: Subdivider: CREEK MEADOWS PARTNERS L P Original Bond Amount: $380,780.00 Tract Number: PHASE 1-A Type Of Work: DRAINAGE IMPROVEMENTS TO PHASE 1A CREEK MEADOWS SUBDIVISION, GREENS PRAIRIE TRAIL ROAD Please provide our company with the Information requested below. Thank you for your assistance. 5 ~ 'too s~-0-5""'?7 Rf;>lwi, @ ;l'tlsu;d, ~ . ~AA- Very Truly Yours, The INSCO/DICO Group By: ~~ . Are the bonded improvements com~leted? )(YES o NO If completed: Date ofacceptance ·or work: ('() ~Y"' dJ ~ Attach a copy of the formal bond release. If not completed: Dollar amount of work yet to be completed: $ Estimated completion date: Is the project on schedule? n YES o NO Has the bond been reduced? LJ YES 1.1 NO If yes, to what amount? $ (Please provide a copy of the official reduction .) Do you know of any unpaid bills for labor or materials, Stop Notices or Mechanics Liens? u YES /(. NO If yes. please give details: Remarks/Comments: s;gnature ~ D<f· U · (8 . C Date Print Name C.UZ.O \ Lo~ Title/Dept. &. flssf ~ fh,1 ~ TelephoneNo. ('1'1'\J 1,(pc.\-"5510 INSCO INSURANCE SERVICES, INC. Underwriting Manager for. Developers Surety and Indemnity Company Indemnity Company of Callfornla 17780 filch, Suite 200, Irvine, California 92614 (800)782-1546 FAX(800)251-l955 www.lnscoOico.CQm REQUEST FOR SUBDIVISION STATUS COUNTY JUDGE OF BRAZOS COUNTY TEXAS 200 S TEXAS AVE STE 332 Date: 0412112009 Bond Number: 7657495 BRYAN TX 77803 Re: Subdivider: Original Bond Amount: CREEK MEADOWS PARTNERS L P $932,686.00 Tract Number: PHASE 1-B Type of Work: DRAINAGE IMPROVMENTS TO PHASE 1 B CREEK MEADOWS SUBDIVISION, GREENS PRAIRIE TRAIL ROAD Please provide our company with the information requested below. Thank you for your assistance. 5 p~ ~800 6'3o-S-5'87 ~'1.S (£ l~~."c..o · ePm Very Truly Yours, The INSCO/DICO Group By: fk. ~~ Are the bonded improvem~~ts ~ompleted.? ~'.ES o NO , If completed: Date of ac$tance of work: m0-..n:J, z_w ~ · Attach a copy of the formal bond release. If not completed: Dollar amount of work yet to be completed: $ Estimated completion date: Is the project on schedule? o YES lJ NO Has the bond been reduced? 11 YES o NO If yes, to what amount? $ (Please provide a copy of the official reduction.) Do you know of any unpaid bills for labor or materials, Stop Notices or Mechanics Liens? o YES o NO If yes, please give details: RemarkS/Comments: Signatu,. (}u;f?Cff:f; D~ :? J. 0 'l C.Gt£ ("_ Date Print Name Q \ l;Q tt'...e,r Title/Dept '5f. M c.J-u ~·pge( @ j TelephoneNo. 51q) 1lc~ -3510 INSCO INSURANCE SERVICES, INC. Undcrwriti11g Manager for; Developers Surety and Indemnity Company Indemnity Company of California 17780 Fitch, Suite 200, ltvine, Califotnia 92614 (800)782·1546 FAX(800)2Sl·l9S5 www, I nscoOic-0.com REQUEST FOR SUBDIVISION STATUS COUNTY JUDGE OF BRAZOS COUNTY TEXAS 200 S TEXAS AVE STE 332 Date: 04/21/2009 Bond Number: 765751 S BRYAN TX 77803 Re: Subdivider: Original Bond Amount: Tract Number: Type of Work: Creek Meadows Partners L P $659,900.00 SEC -1A& 18 PAVING IMPROVEMENTS -CREEK MEADOWS SUBDIVISION Please provide our company with the lnfonnatlon requeisted below. Thank you for your assistance. 5 rlht ~ 80tJ o3t;-5S9'1 /(. !J1W1s r2-~4Jdu;..o. ~Mr Very Truly Yours, The INSCO/DICO Group By: Are the bonded improvements completed? 'i'YES o NO . -lf completea: ·-. -"Date of accl"Ptance of work: m 0.£C-~ JOO B Attach a copy of the formal bond release. If not completed: Dollar amount of work yet to be completed: $ Estimated completion date: Is the project on schedule? o YES o NO Has the bond been reduced? u YES IJ NO If yes, to what amount? $ (Please provide a copy of the official reduction .) Do you know of any unpaid bills for labor or materials, Stop Notices or Mechanics Liens? 11 YES n NO If yes, please give details: Remarks/Comments: ~ O'-/.Zl·D4 C:v Date Signature Print Name Title/Dept. Sf. k,.s1 . G.:b1 ~\ °'2ec Telephone No.CC{ '1.q) 1k q -~510 NO. 1 2 3 4 5 6 7 8 9 10 11 ENGINEER'S COST ESTIMATE -10/2/2007 CREEK MEADOWS (SECTION 4, PHASE ONE) SANITARY SEWER IMPROVEMENTS BRYAN, BRAZOS COUNTY, TEXAS DESCRIPTION QUANTITY UNIT SANITARY SEWER IMPROVEMENTS Mobilization.Staking, Trench Safety & TV Inspection 1 LS (Sewer Line) 8" PVC Sanitary Sewer (SDR-26, D3034) -Non 119 LF Structural Backfill 6" PVC Sanitary Sewer (SDR-26, D3034) -Non 923 LF Structural Backfill 6" PVC Sanitary Sewer (SDR-26, D3034) -202 LF Structural Backfill 6" PVC Sanitary Sewer (SDR-26, CL 160) 20 LF 4' Diameter Standard Manhole w/32" Opening (Ring 7 EA & Cover) Structural Bedding (Cement Stabilized Sand) 20 LF Dual Sanitary Sewer Service (Long Side) 6 EA Dual Sanitary Sewer Service (Short Side) 7 EA Single Sanitary Sewer Service (long Side) 1 EA Single Sanitary Sewer Service (Short Side) 1 EA UNIT COST $7,000.00 $20.00 $16.00 $26.00 $22.00 $2,800.00 $15.00 $700.00 $400.00 $600.00 $300.00 SUB-TOTAL= 10% CONTINGENCY= TOTAL ESTIMATED CONSTRUCTION COST = ..,.,._. ..... ~ ~ This Engineer's Cost Estimate was prepared in our office, ~~\'.>-\~Pf. r~.J.-. ~,, ~ ~ •• .-_..,.,tS' • at the date shown, and is released for the purpose of ~ * .. • • .. * f public infrastructure cost projections. • •• .... .... . ~ '\'-4..c.---n ON . ALF ~ •••••••••••••••••••• -R-a-bo_n_A_._M_e-tc_a_lf-. -P-.E---------D-at-e---f i··. ( 88583 0 •• ·';f; § ' O..<-•/CE NS~.• ~«/tii!' } /. CD1-202-0316-E07 12'.so· • ••• • • .. \0" ~1 RME Con ~1 \, ,,_, 0 1? J7 POST OFFICE BOX ~3 COLLEGE ST A TION, TEXAS 77842 OFF/FAX: (979) 690-0329 E-mail: civil@nnengineer.com TOTAL COST $7,000.00 $2,380.00 $14,768.00 $5,252.00 $440.00 $19,600.00 $300.00 $4,200.00 $2,800.00 $600.00 $300.00 $57,640.00 $5,764.00 $63,404.00 1 of 1 NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 1 2 3 4 4 Engineer's Cost Estimate SECTION 4, PHASE ONE CREEK MEADOWS SUBDIVISION PAVING, DRAINAGE, & UTILITY IMPROVEMENTS COLLEGE STATION, BRAZOS COUNTY, TEXAS UNIT DESCRIPTION QUANTITY UNIT COST PAVING IMPROVEMENTS Mobilization , Construction Staking, All Required 1 LS $5,000.00 Testing by Contractor & Trench Safety SWPP Measures (Rock Rip-Rap, Seeding, Silt 1 LS $4,000.00 Fencing, Construction Entrance, Inlet Protection) Clearing & Grubbing (ROW & All Easements) 1 LS $2,000.00 Earthwork Excavation (Roadway, Alleys, Drainage 1,200 CY $3.50 Channels, Sitework, etc ... ) Earthwork Embankment (Roadway, Alleys, Sitework, 200 CY $3.00 etc .. ) (Excavated On-Site) Earthwork Embankment Finsihing (Topsoil, Landscape Berms & 850 CY $4.00 Miscellaneous) (Excavated On·Site) 4" Thick Reinforced Concrete Sidewalk (Includes 6,861 SF $3.75 H/C Ramps) 6" Raised Concrete Curb & Gutter 582 LF $8.75 24" Laydown Concrete Gutter 1,994 LF $8.25 6" Thick Reinforced Concrete Valley Gutter 140 SY $45.00 (Residential Street) 6" Compacted Lime Stabilized Subgrade 5,250 SY $3.50 6" Compacted Limestone Base (Residential Street) 4,004 SY $7.90 2" Compacted Hot-mix Asphaltic Concrete 4,004 SY $8.30 TOTAL COST $5,000.00 $4,000.00 $2,000.00 $4,200.00 $600.00 $3,400.00 $25,728.75 $5,092.50 $16,450.50 $6,300.00 $18,375.00 $31 ,631 .60 $33,233.20 SUB-TOTAL = $156,011 .55 DRAINAGE IMPROVEMENTS Mobilization, Construction Staking, All Required 1 LS $5,000.00 $5,000.00 Testing by Contractor & Trench Safety Recessed Curb Inlet (5' Opening) 3 EA $3,000.00 $9,000.00 Recessed Curb Inlet (10' Opening) 2 EA $3,600.00 $7,200.00 Recessed Curb Inlet (15' Opening) 1 EA $4,200.00 $4,200.00 Storm Sewer Junction Box 3 EA $3,000.00 $9,000.00 CD1-202-0316-E20 1 of4 Engineer's Cost Estimate SECTION 4, PHASE ONE 5 18" ADS (N-12) Storm Sewer 69 LF $27.00 $1 ,863.00 6 24" ADS (N-12) Storm Sewer 95 LF $38.00 $3,610.00 7 36" ADS (N-12) Storm Sewer 924 LF $62.00 $57,288.00 8 Strucutral Bedding for 18" Storm Sewer (Cement 69 LF $15.00 $1 ,035.00 Stablized Sand) 9 Strucutral Bedding for 24" Storm Sewer (Cement 95 LF $20.00 $1 ,900.00 Stablized Sand) 10 Strucutral Bedding for 36" Storm Sewer (Cement 872 LF $30.00 $26,160.00 Stablized Sand) 11 Concrete Headwall w/Flared Wingwalls (2-36" Pipe) 1 EA $7,000.00 $7,000.00 SUB-TOTAL= $133,256.00 WATER IMPROVEMENTS 1 Mobilization, Staking, All Required Testing by 1 LS $5,000.00 $5,000.00 Contractor & Trench Safety (Water Line) 2 8" PVC Water Line (C909, CL 200) -Non Structural 224 LF $21 .00 $4,704.00 Backfill 3 8" PVC Water Line (C909, CL 200) -Structural 68 LF $25.00 $1 ,700.00 Backfill 4 6" PVC Water Line (C909, CL 200) -Non Structural 464 LF $18.00 $8,352.00 Backfill 5 6" PVC Water Line (C909, CL 200) -Structural 9 LF $22.00 $198.00 Backfill 6 3" PVC Water Line (SDR-21 , D2241, CL 200)-Non 217 LF $12.00 $2,604.00 Structural Backfill 7 3" PVC Water Line (SDR-21, D2241, CL 200) -125 LF $16.00 $2,000.00 Structural Backfill 8 Standard Fire Hydrant Assembly 1 EA $1 ,800.00 $1 ,800.00 9 8" (MJ) Gate Valve & Box 2 EA $795.00 $1 ,590.00 10 6" (MJ) Gate Valve & Box 4 EA $585.00 $2,340.00 11 3" (MJ) Gate Valve & Box 1 EA $450.00 $450.00 12 2" Blow-Off Valve & Riser 4 EA $575.00 $2,300.00 13 8"x 6" (MJ) Cross 1 EA $375.00 $375.00 14 8" (MJ) Plug w/2" Tap 1 EA $125.00 $125.00 15 6"x 6" (MJ) Tee 2 EA $260.00 $520.00 CD1-202-0316-E20 2 of 4 Engineer's Cost Estimate SECTION 4, PHASE ONE 16 6"x 3" (MJ) Reducer 2 EA $150.00 $300.00 17 6" (MJ) 11 1 /4 deg Bend 1 EA $225.00 $225.00 18 6" (MJ) Plug w/2" Tap 1 EA $100.00 $100.00 19 3" (MJ) Plug w/2" Tap 2 EA $100.00 $200.00 20 Street Crossing w/15" PVC Sleeving (SDR-26, 35 LF $30.00 $1 ,050.00 D3034) (Open Cut) 21 Street Crossing w/8" PVC Sleeving (SDR-26, 145 LF $25.00 $3,625.00 D3034) (Open Cut) 22 Dual Water Service w/4" PVC Sleeving (Long Side) 6 EA $800.00 $4,800.00 23 Dual Water Service (Short Side) 5 EA $400.00 $2,000.00 24 Single Water Service w/4" PVC Sleeving (Long 3 EA $600.00 $1 ,800.00 Side) 25 Single Water Service (Short Side) 3 EA $300.00 $900.00 SUB-TOTAL= $49,058.00 SANITARY SEWER IMPROVEMENTS 1 Mobilization.Staking, Trench Safety & TV Inspection 1 LS $7,000.00 $7,000.00 (Sewer Line) 2 8" PVC Sanitary Sewer (SDR-26, 03034) -Non 119 LF $20.00 $2,380.00 Structural Backfill 3 6" PVC Sanitary Sewer (SDR-26, 03034) -Non 923 LF $16.00 $14,768.00 Structural Backfill 4 6" PVC Sanitary Sewer (SDR-26, 03034) -202 LF $26.00 $5,252.00 Structural Backfill 5 6" PVC Sanitary Sewer (SDR-26, CL 160) 20 LF $22.00 $440.00 6 4' Diameter Standard Manhole w/32" Opening (Ring 7 EA $2,800.00 $19,600.00 & Cover) 7 Structural Bedding (Cement Stabilized Sand) 20 LF $15.00 $300.00 8 Dual Sanitary Sewer Service (Long Side) 6 EA $700.00 $4,200.00 9 Dual Sanitary Sewer Service (Short Side) 7 EA $400.00 $2,800.00 10 Single Sanitary Sewer Service (Long Side) 1 EA $600.00 $600.00 11 Single Sanitary Sewer Service (Short Side) 1 EA $300.00 $300.00 SUB-TOTAL= $57,640.00 CD1-202-0316-E20 3 of 4 Engineer's Cost Estimate SECTION 4, PHASE ONE ESTIMATED CONSTRUCTION COST= 10% CONTINGENCY= $395,965.55 $39,596.56 GRAND TOTAL= $435,562.11 This Engineer's Cost Estimate was prepared in our office, at the date shown, and is released for the purpose of public infrastructure cost projections. CD1 -202-0316-E20 RME CONSULTING ENGINEERS TEXAS FIRM REGISTRATION No. F-004695 POST OFFICE BOX 9253 COLLEGE STATION. TEXAS 77842 OFF/FAX: t979l 690-0329 E-lv1AIL: CIVlL@RMENG1 EER.COM 4 of 4 Detention Facility-Pond 1-4 wS4P1 Revised Prepared by {enter your company name here} Pond 1 Revised w/Updated Outfall Elevations Type fl 24-hr 2-Year Rainfal/=4.50" HydroCAD® 7 .10 sin 003394 © 2005 HydroCAO Software Solutions LLC Inflow Area = Inflow = Pond 1 P: Detention Pond 1 for 2-Year event 27.068 af Page1 12130/2008 Outflow = Primary = 127.300 ac, Inflow Depth> 2.55" 156.11 cfs@ 12.87 hrs, Volume= 151.26 cfs@ 13.00 hrs, Volume= 151 .26 cfs@ 13.00 hrs, Volume= 26.732 af, Atten= 3%, Lag= 8.2 min 26.732 af Routing by Star-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 310.47'@ 13.00 hrs Surf.Area= 66,975 sf Storage= 101 ,293 cf Plug-Flow detention time= 16.3 min calculated tor 26.666 af (99% of inflow) Center-of-Mass det. time= 11.9 min ( 842.4 -830.5) Volume Invert Avail.Storage Storage Description #1 308.70' 320, 142 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) 308.70 309.76 310.82 311.87 312.93 Device Routing #1 Primary Surf.Area {sq-ft) 48,696 58,153 71,252 95,560 106,990 Inc.Store (cubic-feet) 0 56,630 68,585 87,576 107,352 Invert Outlet Devices Cum.Store (cubic-feet) 0 56,630 125,215 212,791 320,142 308.70' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 4.00 4.50 Width (feet) 16.00 36.00 42.00 ~ri'!lary OutFlow Max=151.20 cfs@ 13.00 hrs HW=310.47' (Free Discharge) '---1=Custom Weir/Orifice ry./eir Controls 151.20 cfs @ 4.2 fps) lo; t'."~t. Cc-r~ {971) 7& Y-~V? te T'('6sr'.{ ~ M~,.J /(le.., c 'ltc..F 6G£00696L6 Detention Facility-Pond 1-4 wS4P1 Revised Prepared by {enter your company name here} Pond 1 Revised w/Updated Outfall Elevations Type 1124-hr 2-Year Rainfa/1=4.50" HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC 0 313- 31 2- £ 311- m > .. iii 310- 309- 0 Pond 1P: Detention Pond 1 Hydrograph Inflow Area=127 .300 ac Peak Elev=310.47' Storage=101,293 cf 2 3 4 5 6 7 a 9 10 11 Time (hours) ' 12 13 14 Pond 1 P: Detention Pond 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 10,000 20,000 30,000 40,000 50,000 60,000 70,000 50,000 100,000 150,000 200:000 Storage {cubic-feet) 15 16 80,000 250,000 17 18 19 90,000 100,000 ' 300,000 20 Page2 12130/2008 ~ e dcT90 80 08 oeo Detention Facility-Pond 1-4 wS4P1 Revised Prepared by {enter your company name here} Pond 1 Revised w/Updated Outfall Elevations Type 1124-hr 5-Year Rainfal/=6.20" HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 1P: Detention Pond 1 for 5-Year event 42.457 af Page3 12130/2008 Outflow = Primary = 127.300 ac, Inflow Depth > 4.00" 242.28 cfs @ 12.85 hrs, Volume= 236.29 cfs @ 12.98 hrs, Volume= 236.29 cfs @ 12.98 hrs, Volume= 42.028 af, Atten= 2%, Lag= 7.6 min 42.028 af Routing by S1or-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 311.01'@ 12.98 hrs Surf.Area= 75,545 sf S1orage= 138,824 cf Plug-Flow detention time= 14.5 min calculated for 41 .924 af (99% of inflow) Center-of-Mass det. time= 10.8 min ( 831.5 -820.8) Volume Invert Avail.Storage S1orage Description #1 308.70' 320,142 cf Custom Stage Data (Prismatic) Listed below {Recalc) Elevation (feet) 308.70 309.76 310.82 311.87 312.93 . Devlce Routing #1 Primary Surf.Area (sq-ft) 48,696 58,153 71,252 95,560 106,990 Inc.Store (cubic-feet) 0 56,630 68,585 87,576 107,352 Invert Outlet Devices Cum.Store (cubic-feet) 0 56,630 125,215 212,791 320,142 308. 70' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 4.00 4.50 Width (feet) 16.00 36.00 42.00 Primary OutFlow Max=236.03 cfs@ 12.98 hrs HW=311.00' (Free Discharge) Y =Custom Weir/Orifice (Weir Controls 236.03 cfs @ 4 . 7 fps) 6l£00696L6 Detention Facility-Pond 1-4 wS4P1 Revised Prepared by {enter your company name here} Pond 1 Revised w/Updated Outfall Elevations Type II 24-hr 5-Year Rainfa/f=6.20" HydroCAD® 7.10 sin 003394 @ 2005 HydroCAD Software Solutions LLC 0 313- 312- g 311 :;::: .. > c iii 310- 0 Pond 1 P: Detention Pond 1 Hydrograph Inflow Area=127 .300 ac Peak Elev=311.01' Storage=138,824 cf 2 3 4 5 6 7 8 9 10 11 Time (hours) 12 13 14 Pond 1P: Detention Pond 1 Stage-Area-Storage Surface/HorizontallWetted Area (sq·ft) 10,?00 20,~ 30,000 40,000 S<l,000 60,000 70,000 50,000 100,000 150,000 200,000 Storage (cubic-feet) 6G£00696L6 15 16 80,000 250,000 17 18 19 90,000 100,000 300,000 20 Page4 12/3012008 ~ e d£~:go go 0£ oeo Detention Facility-Pond 1-4 wS4P1 Revised Prepared by {enter your company name here} Pond 1 Revised w/Updated Outfall Elevations Type fl 24-hr 10-Year Rainfaf/=7.40" HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area= Inflow = Pond 1 P: Detention Pond 1 for 10-Year event 53.650 af Pages 1213012008 Outflow = Primary = 127.300 ac, Inflow Depth> 5.06" 303.66 cfs@ 12.85 hrs, Volume= 296.54 cfs@ 12.97 hrs, Volume= 296.54 cfs@ 12.97 hrs, Volume= 53.163 af, Atten= 2%, Lag= 7.5 min 53.163 af Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 311.33'@ 12.97 hrs Surf.Area= 83,007 sf Storage= 164,379 cf Plug-Flow detention time= 13.6 min calculated for 53.163 af (99% of inflow) Center-of-Mass det. time= 10.3 min ( 825.8 -815.5 ) Volume Invert Avail.Storage Storage Description #1 308. 7CJ 320, 142 cf Custom Stage Data (Prismatic) Listed below {Recalc) Elevation (feet) 308.70 309.76 310.82 311 .87 312.93 Device Routing #1 Primary Surf.Area (sq-ft) 48,696 58,153 71,252 95,560 106,990 Inc.Store (cubic-feet) 0 56,630 68,585 87,576 107,352 Invert Outlet Devices Cum.Store (cubic-feet) 0 56,630 125,215 212,791 320,142 308. 70' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 4.00 4.50 Width (feet) 16.00 36.00 42.00 ~mary OutFlow Max=296.20 cfs@ 12.97 hrs HW=311.33' (Free Dtscharge) 1=Custom Weir/Orifice ryi/eir Controls 296.20 cfs@ 5.0 fps) 6Z£00696L6 d£~:go 80 0£ oeo Detention Facility..Pond 14 wS4P1 Revised Prepared by {enter your company name here} Pond 1 Revised w/Updated Outfall Elevations Type 1124-hr 10-Year Rainfal/=7.40" HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Pond 1 P: Detention Pond 1 Hydro graph ~o-.--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ 320 300 280 260 240 Inflow Area=127.300 ac Peak Elev=311.33. 220 Storage=164,379 cf ~ 200 .!! . .!:!.. 180 . ~ 16 ii:: BO 60 40 20 o.i........,......,.........,.....,...,...,.........,.,....~~:::=;:;:::;:::::;:::::.,.___.,__.......,.....__...........,......,......-........ _...,.._J 0 0 313· 6 311 :;> .. > m iii 309 0 2 10,000 3 4 5 6 7 8 9 10 11 12 13 14 lime (hours) Pond 1 P: Detention Pond 1 Stage-Area-Storage SurfacelHOfizontal/l'Vetted Area (sq-ft) 20,000 30,000 40,000 50,000 60,000 70,000 50,000 100,000 150,000 200,000 Storage (cubic-feet) 6Z£00696/6 15 16 17 16 19 20 80,000 90,000 100,000 250,000 300,000 Page6 12/30/2008 ~ e d£ L :qo s:?O 0£ 09Cl Detention Facility-Pond 1-4 wS4P1 Revised Prepared by {enter your company name here} Pond 1 Revised w/Updated OutfaJI Elevations Type II 24-hr 25-Year Rainfa/1=8-40" HydroCAD® 7_ 10 sin 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 1 P: Detention Pond 1 for 25-Y ear event 63.105 af Page7 1213012008 Outflow = Primary = 127 _300 ac, Inflow Depth > 5.95" 354.84 cfs @ 12.84 hrs, Volume= 346.74 cfs@ 12.97 hrs, Volume= 346. 7 4 cfs @ 12.97 hrs. Volume= 62.572 af, Atten= 2%, Lag= 7.5 min 62_572 af Routing by Star-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 311 -57'@ 12.97 hrs Surf.Area= 88,676 sf Storage= 185,399 cf Plug-Flow detention time= 13.1 min calculated for 62.416 af (99% of inflow) Center-of-Mass det. time= 9.9 min ( 821.7 -811.8) Volume Invert Avall.Storage Storage Description #1 308_70' 320, 142 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) 308.70 309.76 310.82 311.87 312_93 Device Routing #1 Primary Surf.Area (sq-ft) 48,696 58, 153 71,252 95,560 106,990 Inc.Store (cubic-feet) 0 56,630 68,585 87,576 107,352 Invert Outlet Devices Cum.Store (cubic-feet) 0 56,630 125,215 212,791 320,142 308_ 70' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 4.00 4.50 Width {feet) 16.00 36.00 42.00 Primary OutFlow Max=346.39 cfs@ 12.97 hrs HW=311.57' (Free Discharge) L1=eustorn Weir/Orifice (Weir Controls 346.39 cfs@ 5_2 fps) 6Z£00696L6 dp ~:go 80 0£ oeo Detention Facility-Pond 1-4 wS4P1 Revised Prepared by {enter your company name here} Pond 1 Revised w/Updated Outfall Elevations Type II 24-hr 25-Year Rainfall=B.40" HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC 0 . 313- 312- .£ 311- iii > "' iii 310 309- 0 Pond 1P: Detention Pond 1 Hydrograph Inflow Area=127 .300 ac Peak EJev=311.57' Storage=185,399 cf 2 3 4 5 6 7 B 9 10 11 Time (hours) 12 13 14 Pond 1 P: Detention Pond 1 Stage-Area-Storage SurfacelHorizontallWetted Area (sq-ft) 15 16 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 50,000 100,000 150,000 200,000 250,000 Storage (cubic-feet) 6G£00696L6 17 18 19 90,000 100,000 300,000 20 Pages 12/30/2008 dv ~:go 80 0£ oao Detention Facility-Pond 1-4 wS4P1 Revised Prepared by {enter your company name here} Pond 1 Revised w/Updated Outfall Elevations Type II 24-hr 50-Year Rainfal/=9. 80" HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 1 P: Detention Pond 1 for 50-Year event 76.476 af Page9 12/30/2008 Outflow = Primary = 127.300 ac, Inflow Depth> 7.21" 426.36 cfs@ 12.84 hrs, Volume= 416.92 cfs@ 12.96 hrs, Volume= 416.92 cfs@ 12.96 hrs, Volume= 75.882 af, Atten= 2%, Lag= 7.4 min 75.882 at Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 311.89'@ 12.96 hrs Surf.Area= 95,744 sf Storage= 214.424 cf Plug-Flow detention time= 12.5 min calculated for 75.882 af (99% of inflow) Center-of-Mass det time= 9.6 min ( 816.9 -807.4) Volume Invert Avail.Storage Storage Description #1 308.70' 320, 142 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) 308.70 309.76 310.82 311 .87 312.93 Device Routing #1 Primary Surf.Area (sq-ft) 48,696 58,153 71,252 95,560 106,990 Inc.Store (cubic-feet) 0 56,630 68,585 87,576 107,352 Invert Outlet Devices Cum.Store (cubic-feet) 0 56,630 125,215 212,791 320, 142 308.70' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 4.00 4.50 Width (feet) 16.00 36.00 42.00 Primary OutFlow Max=416.58 cfs@ 12.96 hrs HW=311 .89' (Free Discharge) L1=eustom Weir/Orifice (Weir Controls 416.58 cfs@ 5.5 fps) 6l£00696L6 dv ~:go 80 0£ oao Detention Facility-Pond 1-4 wS4P1 Revised Prepared by {enter your company name here} Pond 1 Revised w/Updated Outfall Elevations Type If 24-hr 50-Year Rainfalf=9.80" HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC '460 440- 42.0 400 3110 360 3'10 32{) 300 -280. -8 260" -; 240 0 220 ii: 200 180 160 140 120 100 80. 313 312 5 311 ·~ > 0 w 310 309 0 0 Pond 1 P: Detention Pond 1 Hydrograph Inflow Area=127 .300 ac Peak· Elev=311.89' Storage=214,424 cf 2 3 4 5 6 1 8 9 10 11 12 13 14 15 16 17 18 19 20 Time {hours) Pond 1 P: Detention Pond 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 10,000 20,000 30,000 40.000 50,000 60,000 70,000 80,000 90,000 100,000 50,000 150,000 200,000 250,000 300,000 Storage (cubic-feet) ·::::i·.1 '!IBOl91J\I '\/ uoqe~ Page 10 12/30/2008 Detention Facility-Pond 1-4 w54P1 Revised Prepared by {enter your company name here} Pond 1 Revised w/Updated Outfall Elevations Type 1124-hr 100-Year Rainfaf/=11.00U HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 1 P: Detention Pond 1 for 100-Year event 88.026 af Page 11 12/30/2008 Outflow = Primary = 127.300 ac, Inflow Depth> 8.30" 487.49 cfs@ 12.84 hrs, Volume= 477.25 cfs @ 12.96 hrs, Volume= 477.25 cfs @ 12.96 hrs, Volume= 87.382 af, Atten= 2%, lag= 7.3 min 87.382 af Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 312.14'@ 12.96 hrs Surf.Area= 98,435 sf Storage= 238,649 cf Plug-Flow detention time= 12.1 min calculated for 87.382 af (99% of inflow) Center-of-Mass det. time= 9.3 min ( 813.5 -804.2) Volume Invert Avail.Storage Storage Description #1 308.70' 320, 142 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store {feet} {sg-ft} {cubic-feet} (cubic-feet} 308.70 48,696 0 0 309.76 58, 153 56,630 56,630 310.82 71,252 68,585 125,215 311 .87 95,560 87,576 212,791 312.93 106,990 107,352 320,142 Device Routing Invert Outlet Devices #1 Primary 308.70' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 4.00 4.50 Width (feet) 16.00 36.00 42.00 ~mary OutFlow Max=476.98 cfs@ 12.96 hrs HW=312.14' (Free Discharge) 1=Custom Weir/Orif'1ee (Weir Controls 476.98 cfs @ 5.6 fps) LL d dv L :go go 0£ oao Detention Facility-Pond 1-4 wS4P1 Revised Prepared by {enter your company name here} Pond 1 Revised w/Updated Outfall Elevations Type 1124-hr 100-Year Rainfal/=11.00" HydroCAD® 7.10 sin 003394 @2005 HydroCAO Software Solutions LLC 313 312 ~ 311 ;;; > m iii 310 309 Cl 0 Pond 1 P: Detention Pond 1 Hydrograph Inflow Area=127.300 ac Peak Elev=312.14' Storag_e=238,649 cf 2 3 4 5 6 7 8 9 10 11 Time (hours) 12 13 14 Pond 1 P: Detention Pond 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 10,000 20,000 30,000 40,000 50,000 60,000 70,000 50,000 100,000 150.000 200,000 Storage (cubic-feet) 6l£00696L6 15 16 80,000 250,000 17 18 19 90,000 100,000 300,000 20 Page 12 12/30/2008 ~ ~ ~ ge dg ~:go go 0£ oao stmOutput WinStorm {STORM DRAIN DESIGN) PROJECT NAME : 202 JOB NUMBER 316 PROJECT DESCRIPTION DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS: S4-Pl & P2B-System A 10 Years 100 Years ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 10 Years =========================================== Runoff Computation for Design Frequency. Version 3.05, Jan. 25, 2002 Run @ 12/30/2008 2:23:24 PM ============================================================================= ID C Value A-1 0.63 A-2 0.75 A-3 0.75 A-4 0.63 A-5 0.63 A-6 0.6 A-7 0.75 A-8 0. 6 A-9 0.75 A-10 0.58 On Grade Inlet Area (acre) 1. 39 0.51 0.51 1. 69 1. 21 1. 07 0.57 1. 73 0.30 12.60 Tc (min) 10.00 10.00 10.00 15.91 10.00 16 . 75 10.00 10.00 10.00 22.44 Configuration Data Tc Used (min) 10.00 10.00 10.00 15 .91 10.00 1 6.75 10 .00 10.00 10.00 22.44 Intensity (in/hr) 8. 63 8. 63 8.63 6.99 8.63 6.81 8.63 8.63 8. 63 5.83 Supply Q (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total Q (cfs) 7.561 3.303 3.303 7.441 6.582 4. 372 3.691 8.963 1 .943 42.621 ==============================================================;==========~===== Inlet Inlet Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Trans n Depr. Width Type Allowed Elev. (ft) (%) ( % ) (ft) (ft) (ft) (ft) ------------------------------------------------------------------------------- A-2 Curb 5.00 0.80 3.00 0.014 0.83 n/a n/a 12.00 313. 32 A-3 Curb 5.00 0.75 3.00 0.014 0.83 n/a n/a 12.00 314. 08 A-4 Curb 10.00 0.75 3.00 0. 014 0.83 n/a n/a 12.00 314.08 A-5 Curb 5.00 1.24 3.00 0.014 0.83 n/a n/a 12.00 317.16 A-6 Curb 10.00 1. 24 3.00 0. 014 0.83 n/a n/a 12.00 317.16 A-9 Curb 10.00 1.50 3.00 0. 014 0.83 n/a n/a 12.00 320.25 On Grade Inlets Conmputation Data. ================~====~=========================================================== Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded Page 1 6l£00696L6 dg ~:go go 0£ oeo stmOutput I D Type Capacity Allow Ac t ual ID Length Length Width (cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft) --------------------------------------------------------------------------------- A-2 Curb 3.303 3.278 2.000 0. 025 A-1 5.35 5.00 8.70 A-3 Curb 3.303 3.288 2.000 0.015 A-1 5.26 5.00 8.80 A-4 Curb 7. 441 7.441 2.000 0.000 A-1 8.09 10.00 11.93 A-5 Curb 6.582 5.236 2.000 1. 346 A-1 8.53 5.00 10.37 A-6 Curb 4.372 4. 372 1. 000 0.000 A-2 6.90 10.00 8.90 A-9 Curb 1. 943 1. 943 2.000 0.000 A-5 4.91 10.00 6.33 --------------------------------------------------------------------------------- Sag Inlets Configuration Data. ==================~~======================~===========================~=========== Inlet Inlet Length/ Grate ID Type Perim. Area A-1 A-7 A-8 (ft) (sf) Curb 15.00 Curb 5.00 Curb 15.00 n/a n/a n/a Sag Inlets Computation Data. Left-Slope Right-Slope Long Trans Long Trans (%) (%) (%) (%) Gutter n DeprW (ft ) 0.80 3.00 1. 00 3. 00 1.00 3.00 0.80 3.00 0.014 2.00 0.60 3.00 0.014 2.00 0.60 3.00 0.014 2.00 Depth Al lowed (ft) 0.50 0.50 0.50 Critic Elev. (ft) 312.06 319.29 319.29 =====================================================================~========== Inlet I nlet IO Type A-1 A-7 A-8 Curb Curb Cur b Length Grate Perim Area (ft) (ft) (sf) 15.00 5.00 15.00 n/a n/a n/a n/a n/a n/a Total Q Inlet Capacity (cf s) (cf s) 8.947 3. 691 8.963 15.125 6.993 15.125 Cumulative Junction Discharge Computations Total Head (ft) 0.352 0.327 0 .353 Ponded Width Left Right (ft) (ft) 9.73 6.70 9.33 9.73 7.37 10.27 =~~=================================~~=~=;======================================= Node Node Weighted Cumulat. Curnulat. Intens. User Additional Total I. D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- A-1 Curb 0.607 21. 58 23.99 5.62 0.000 0.00 73.658 A-2 Curb 0.606 20.19 23.68 5.66 0.000 0.00 69.234 A-3 Curb 0.658 2.20 15.99 6.97 0.000 o.oo 10. 087 A-4 Curb 0.630 1. 69 15.91 6.99 o.ooo o.oo 7.441 A-5 Curb 0.595 17.48 23.03 5.75 0.000 0.00 59.801 A-6 Curb 0.600 1. 07 16.75 6.81 0.000 0.00 4.372 A-7 Curb 0.637 2.30 10.13 8.59 0.000 0.00 12.584 A-8 Curb 0.600 1. 73 10.00 8. 63 0.000 0.00 8. 963 A-9 Curb 0.584 12.90 22.58 5.81 0.000 0.00 43.780 A-10 JnctBx 0.580 12.60 22.44 5.83 0.000 0.00 42.621 Jl JnctBx 0. 595 17.48 23.03 5.75 0.000 0.00 59.801 J 2 JnctBx 0. 595 17.48 23.03 5.75 0.000 0.00 59.801 Page 2 6G£00696L6 dg ~:go 80 08 oeo stmOutput J3 JnctBx 0.592 15.20 22.73 5.79 0.000 0.00 52.109 J4 JnctBx 0.592 15.20 22.73 5.79 0.000 0.00 52.109 OUTl JnctBx 0.607 21. 58 23.99 5. 62 0.000 0.00 73.658 --------------------------------------------------------------------------------- Conveyance Configuration Data ===============================~=~=~============================================~= Run# Node I.D. Flowline Elev. us DS us DS Shape # Span Rise Length Slope n value (ft) (ft) (ft) (ft) (ft) ( % J ---------------------------------------------------------------------------------- 1 A-1 OUTl 307.28 307 .11 Circ 2 0.00 3.00 38.83 0.44 0.012 2 A-2 A-1 308.57 307.28 Circ 2 0.00 3.00 167. 7 3 0.77 0. 012 3 A-3 A-2 310.22 309.84 Circ 1 0.00 1. 73 94.74 0.40 0.012 4 A-4 A-3 310.99 310.65 Circ 1 0.00 1. 30 34.00 1. 00 0.012 5 Jl A-2 310.01 308.57 Circ 1 0.00 3.00 166.46 0.87 0.012 6 J2 Jl 311.43 310.01 Circ 1 0.00 3.00 163.94 0.87 0. 012 7 A-5 J2 312.18 311. 53 Circ 1 0.00 3.00 83.93 0.77 0.012 8 A-6 A-5 314.15 313.88 Circ 1 o.oo 1. 30 35.00 0.77 0.012 9 J3 A-5 313.09 312.18 Circ 1 0.00 3.00 89.71 1. 01 0.012 10 J4 J3 314.21 313.09 Circ 1 o.oo 3.00 112 .13 1. 00 0.012 11 A-7 J4 316.01 315.48 Circ 1 0.00 1. 73 71. 25 0.74 0.012 12 A-B A-7 316.23 316.01 Circ 1 0.00 1. 73 44.38 0.50 0.012 13 A-9 J4 315.14 314. 21 Circ 1 0.00 3.00 9'1.32 0.99 0.012 14 A-10 A-9 316.03 315.14 Circ 1 0.00 3.00 90.21 0.99 0.012 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tailwater = 311. 010 (ft) ================================================================================== Hydraulic Grade line Depth Velocity June Run# us Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) ---------------------------------------------------------------------------------- 1 311.11 311. 01 0.260 1. 97 3.00 7.49 5.21 73.66 95.63 0.000 2* 311.49 311.11 0. 229 1.58 3.00 9.16 4.90 69.23 126.75 0.000 3 311.77 311. 49 0.367 1.35 1. 65 5.12 4.36 10.09 10.54 0.000 4* 312.01 311. 77 0. 917 1. 02 1.12 6.69 6.11 7.44 7.77 0.000 5* 312.24 311. 49 0.685 2.20 2.92 10.75 8.52 59.80 67.22 0.000 6" 313. 63 312.24 0.685 2.20 2.23 10.75 10.60 59.BO 67.26 0.000 7" 314. 50 313. 85 0.685 2.32 2.32 10.19 10.19 59.80 63.60 0.000 8* 314.91 314.64 0.317 0.76 0.76 5.45 5.45 4.37 6.83 0.000 9* 315.04 314.50 0.520 1. 88 2.32 11. 21 8.88 52.11 72.79 0.000 10* 316.11 315.04 0.520 1. 89 1. 95 11.13 10.71 52 .11 72 .23 0.000 11* 317. 27 316.74 0.571 1. 26 1. 26 6.88 6.88 12.58 14.36 0.000 12 317.37 317.27 0.290 1.14 1. 26 5.48 4.90 8.96 11. 72 0.000 13* 316.88 316.11 0.367 1. 69 1. 90 10.69 9.26 43.78 71. 76 0.000 14* 317.72 316.88 0.348 1. 66 1. 74 10.59 10.03 42.62 71. 78 0.000 ===============~~;==============================================================~== Page 3 6Z£00696L6 dg ~:go 80 0£ oao stmOut put OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years =~========~~=====~~======~=================== Runoff Computation for Analys i s Frequency. =========~=====~=================================~======================~==~== ID C Value A-1 0.63 A-2 0.75 A-3 0.75 A-4 0.63 A-5 0.63 A-6 0.6 A-7 0.75 A-8 0.6 A-9 0.75 A-10 0.58 Area (acre) 1. 39 0.51 0.51 1. 69 1. 21 1.07 0.57 1. 73 0.30 12.60 Tc {min) 10.00 10.00 10.00 15.91 10.00 16.75 10.00 10.00 10 .00 22.44 Tc Used (min) 10.00 10.00 10.00 15.91 10.00 16.75 10.00 10.00 10.00 22.44 Intensity (in/hr) 11. 64 11. 64 11. 64 9.46 11. 64 9.22 11. 64 11. 64 11. 64 7.93 Supply Q {cfs) 0.000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total Q (cfs) 10.192 4.452 4.452 10. 072 8.873 5.922 4. 976 12.081 2.619 57.964 ----------------------------------------------------------------------------- On Grade Inlet Configuration Data ===~==================================~===============================~======== Inl et ID A-2 A-3 A-4 A-5 A-6 A-9 Inlet Type Curb Curb Curb Curb Curb Curb Inlet Slopes Length Long Trans (ft) ( % ) ( % ) 5.00 0.80 3.00 5.00 0.75 3.00 10.00 0.75 3.00 5.00 1.24 3.00 10.00 1. 24 3.00 10.00 1. 50 3.00 Gutter n Depr. (ft) 0.014 0.83 0.014 0.83 0.014 0.83 0.014 0.83 0.014 0.83 0.014 0.83 On Grade Inlets Conmputation Data. Grate Width Type (ft) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Pond Width Allowed (ft) 12.00 12.00 12.00 12.00 12 .00 12.00 Critic Elev. (ft) 313.32 314.08 314.08 317.16 317.16 320.25 ==============~============================================================~===== Inlet ID A-2 A-3 A-4 A-5 A-6 A-9 Inlet Type Curb Curb Curb Curb curb Curb Total Q (cfs) 4.452 4.452 10.072 8.873 5.922 2.619 Intercept Capacity (cfs) 4.212 4.239 10.072 6.311 5.922 2.619 Q Bypass Allow Actual (cfs) (cfs) 2.000 0.240 2.000 0.213 2.000 0.000 2.000 2.561 1. 000 0.000 2.000 0.000 To Inlet Required ID Length (ft) A-1 6.23 A-1 6.13 A-1 9.59 A-1 10.03 A-2 8.07 A-5 5. 64 Actual Length (ft) 5.00 5.00 10.00 5.00 10.00 10.00 Ponded Width (ft) 9. 70 9.83 13.37 11.60 9.97 7.07 --------------------------------------------------------------------------------- Page 4 6l£00696L6 dg ~:so 80 0£ oeo stmOutput Sag Inlets Configuration Data. ======~===========================;;==============~===========~=======~=======~=== Inlet Inlet Length/ Grate ID Type Perim. Area (ft) (sf) Left-Slope Long Trans ( % ) ( % ) Right-Slope Long Trans ( % ) ( % ) Gutter n DeprW (ft) Depth Allowed (ft) Critic Elev. (ft} A-1 A-7 A-8 Curb 15.00 Curb 5.00 Curb 15.00 n/a n/a n/a 0.80 3.00 1. 00 3. 00 1.00 3.00 0.80 3.00 0.014 0.60 3.00 0.014 0.60 3.00 0.014 2.00 2.00 2.00 0.50 0.50 a.so 312.06 319.29 319.29 Sag Inlets Computation Data. ==================~====================~==================~~==================== Inlet ID Inlet Type Length Grate Perim Area (ft) (sf) Total Q Inlet Capacity Total Head (ft) Ponded Width Left Right (ft) (cfs) (cfs) (ft) (ft) -------------------------------------------------------------------------------- A-1 Curb 15.00 n/a n/a 13.207 15.125 0.457 11.27 11. 27 A-7 Curb 5.00 n/a n/a 4.976 6.993 0.398 7.50 8.23 A-8 Curb 15.00 n/a n/a 12.081 15.125 0.430 10.43 11.50 Cumulative Junction Discharge Computations ============;=====================~~==================~==================~=~===== Node I.D. A-1 A-2 A-3 A-4 A-5 A-6 A-7 A-8 A-9 A-10 Jl J2 J3 J4 OUTl Node Type Curb Curb Curb Curb Curb Curb Curb Curb Curb JnctBx JnctBx JnctBx JnctBx JnctBx JnctBx Weighted C-Value 0.607 0.606 0.658 0.630 0.595 0.600 0.637 0.600 0.584 0.580 0.595 0.595 0.592 0.592 0.607 Cumulat. Cumulat. Intens. Dr.Area (acres) 21. 58 20.19 2.20 1. 69 17.48 1. 07 2.30 1. 73 12.90 12.60 17.48 17.48 15.20 15.20 21. 58 Tc (min) 23.88 23.60 15.98 15.91 23.00 16.75 10.13 10.00 22.57 22.44 23.00 23.00 22.71 22.71 23.88 (in/hr) 7.67 7. 72 9.44 9.46 7.83 9.22 11. 58 11. 64 7.91 7.93 7.83 7.83 7.88 7.88 7.67 user Supply Q cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Additional Q in Node (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Disch. (cfs) 100.514 94.412 13. 660 10. 072 81.421 5.922 16. 968 12.081 59.559 57. 964 81. 421 81.421 70.911 70. 911 100.514 --------------------------------------------------------------------------------- Conveyance Configuration Data ~=================~=============================================================== Run# Node I.D. Flowline Elev. us DS us DS Shape It Span Rise Length Slope n value Page 5 6Z:£00696L6 ·3·d 'JIBOl9V'J "V uoqeci dg~:go 80 0£ oeo stmOutput (ft} (ft) (ft) (ft) (ft) (%) ---------------------------------------------------------------------------------- 1 A-1 OUTl 307.28 307. 11 Circ 2 0.00 3.00 38.83 0. 4 4 0.012 2 A-2 A-1 308.57 307.28 Circ 2 0.00 3.00 167.73 0.77 0.012 3 A-3 A-2 310.22 309.84 Circ 1 0.00 1. 73 94.74 0.40 0.012 4 A.-4 A-3 310.99 310.65 Circ 1 0.00 1. 30 34.00 1. 00 0.012 5 J l A-2 310.01 308.57 Circ 1 0.00 3.00 166.46 0.87 0.012 6 J2 Jl 311.43 310.01 Circ 1 0.00 3.00 163.94 0.87 0 .012 7 A-5 J2 312.18 311. 53 Circ 1 0.00 3.00 83.93 o. 77 0.012 8 A-6 A-5 314 .15 313 .88 Circ 1 0.00 1. 30 35.00 0.77 0.012 9 J3 A-5 313.09 312.18 Circ 1 0.00 3.00 89. 71 1. 01 0.012 10 J4 J3 314. 21 313.09 Circ 1 0.00 3.00 112.13 1-00 0.012 11 A-7 J4 316.01 315.48 . Circ 1 0.00 1. 73 71. 25 0.74 0.012 12 A-8 A-7 316.23 316.01 Circ 1 0.00 1. 73 44.38 0.50 0 .012 13 A-9 J4 315.14 314.21 Circ 1 0.00 3.00 94.32 0.99 0.012 14 A-10 A-9 316.03 315.14 Circ 1 0.00 3.00 90 .21 0.99 0.012 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tailwater = 311.570 (ft) =============================~====~=====~==========~===============~==============~ Hydraulic Gradeline Depth Run# US Elev DS Elev Fr.Slope Unif. Actual (ft) (ft) (%) (ft) {ft) 1 311. 76 311. 57 0.484 2.63 3 .. 00 2* 312.47 3·11. 76 0.427 1. 92 3.00 3 313.11 312.47 0.673 1. 73 1. 73 4 313.68 313 .11 1. 680 1. 30 1. 30 5 314.59 312.47 1.269 3.00 3.00 6 316.67 314.59 1. 269 3.00 3.00 7 317.73 316.67 1. 269 3.00 3.'00 8* 317.94 317.73 0.581 0.93 1. '.30 9* 318.60 317.73 0.963 2.39 3.00 10* 319.68 318.60 0.963 2.41 3.00 11 320.42 319.68 1. 039 1. 73 1. 73 12 320.65 320.42 0.527 1. 4 6 l.°73 13* 320.32 319.68 0.679 2.09 3.00 14* 320.90 320.32 0.643 2.04 3.00 Velocity Unif. Actual (f/s) (f/s) 7.66 7.11 9.87 6.68 5.81 5.81 7.59 7.59 11.52 11.52 11. 52 11.52 11.52 11.52 5.80 4.46 11. 74 10.03 11. 63 10.03 7.22 7.22 5.71 5.14 11. 35 8.43 11. 33 8.20 Q (cfs) 100.51 94.41 13.66 10.07 81. 42 81. 42 81.42 5.92 70.91 70.91 16.97 12.08 59.56 57.96 Cap (cfs) 95. 63 126.75 10.54 7.77 67.22 67.26 63.60 6.83 72.79 72.23 14.36 11. 72 71. 76 71. 78 June Loss (ft} 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ==================~-===============END============================================ * Super critical ~low. NORMAL TERMINATION OF WINS TORM. ··---·-- 6l800696L6 dg~:so go 0£ oao Water & Sanitary Sewer Report FOR CREEK MEADOWS SUBDIVISION Section 4, Phase One College Station, E.T.J. Brazos County, Texas September 24, 2007 Prepared For: Creek Meadow Partners, L.P. 230 Southwest Parkway East College Station, TX 77840 Prepared By: RME Consulting Engineers P.O. Box 9253 College Station, TX 77845 RME No. 202-0316 Water & Sanitary Sewer Report FOR CREEK MEADOWS SUBDIVISION Section 4, Phase One College Station, E.T.J. Brazos County, Texas Septem her 24, 2007 Prepared For: Creek Meadow Partners, L.P. 230 Southwest Parkway East College Station, TX 77840 Prepared By: RME Consulting Engineers P.O. Box 9253 College Station, TX 77845 RME No. 202-0316 Water & Sanitary Sewer Report CREEK MEADOWS SUBIDIVISION Section 4, Phase One College Station E.T.J. Brazos County, Texas TABLE OF CONTENTS: PAGE 1.0 General Information ...................................................................................................................................... I 1.1 Scope of Report and Proposed Development .......................................................................................... I 1.2 Site and General Location ....................................................................................................................... 1 1.3 Description ofExisting Conditions .......................................................................................................... I 1.4 Existing Water Distribution System ........................................................................................................ 2 1.5 Existing Sanitary Sewer Collection System ............................................................................................ 3 2.0 Water System Improvements ..............................................................................................................•......... 3 2.l Proposed Water System Configuration .................................................................................................... 3 2.2 Domestic Water Supply Requirements .................................................................................................... 4 2.3 Fire Flow Requirements .......................................................................................................................... 4 2.4 Hydraulic Modeling Methodology .......................................................................................................... 4 2.5 Modeling Results & Conclusions ............................................................................................................ 4 3.0 Sanitary Sewer Improvements ...................................................................................................................... 5 3.1 Proposed Sanitary Sewer Configuration .................................................................................................. 5 3 .2 Sanitary Sewer Flow Calculations ........................................................................................................... 5 3 .3 Hydraulic Modeling Methodology .......................................................................................................... 6 3 .4 Modeling Results & Conclusions ............................................................................................................ 6 ATTACHMENTS: Vicinity Map Proposed Water System Distribution Schematic KYPIPE Hydraulic Analysis Data Proposed Sanitary Sewer Collection System Schematic Preliminary Plat WINSTORM Hydraulic Analysis Data 202-0316 Water-Sewer Report Page -i Water & Sanitary Sewer Report CREEK MEADOWS SUBIDIVISION Section 4, Phase One College Station E.T.J. Brazos County, Texas 1.0 GENERAL INFORMATION 1.1 Scope of Report and Proposed Development: This report addresses the water and sanitary sewer improvements for the Creek Meadows Subdivision, Section 4, Phase One development conditions. This development will consist of 27 lots. Currently, the subject site is undeveloped with rural residential subdivision surrounding most of the proposed subdivision. At the time of this report Section 1 A, Phase One & Two and Section 1 B (all phases) is under construction. The proposed development and correlating water and sanitary sewer improvements are designed and analyzed in accordance with the criteria outlined in the "B/CS Unified Technical Specifications and Design Guidelines" (UTSDS) manual of the City of College Station (CoCS). 1.2 Site and General Location: The proposed development, Creek Meadows Subdivision (Section 4, Phase One) consists of 6.31 acre tract of land wholly contained within a 171.043 acre parent tract of the master planned subdivision. The parent tract is bordered by Greens Prairie Trail to the East, Royder Road to the South and Southwest, and Greens Prairie Road West to the West. Adjacent developments, all of which are rural residential, consist of Royder Ridge to the South, Woodlake to the East, and Wellborn Oaks to the Northeast Access to the subdivision will be accomplished by Royder Road, Greens Prairie Trail and Greens Prairie Trail West. The subject development, Creek Meadows Subdivision -Section 4, Phase One, is adjacent and immediately north of Section lB, Phase One. A Vicinity Map, for this project site, is provided and is located in the "Attachment" portion of this manual. This map is being provided as an aid in locating the site. Drawings describing the work and its specific locations are contained in the Construction Drawings prepared by RME Consulting Engineers, College Station, Brazos County, TX. These Construction Drawings are included as part of this Water & Sanitary Sewer Report by reference. 1.3 Description of Existing Conditions: The 171.043-acre parent tract, which contains the proposed development of Creek Meadows Subdivision (Section 4, Phase One), is a moderately well sloping (approximately 1.5%) undeveloped site with natural and improved drainage systems that convey runoff to an unnamed tributary of Peach Creek. Post-development runoff, from the site, flows through a series of existing tiered detention and retention ponds and then 202-0316 Water-Sewer Report Page -1 Creek Meadows Subdivision -Section 4, Phase One Water & Sanitary Sewer Report RME Consulting Engineers September 24, 2007 into a well-defined creek that develops along the southern property line of the subject tract. The tract is unimproved with land-cover general consists of open grassy areas with some thick brush, weeds, and trees along the unnamed tributary. Elevations range on the site from approximately 287' Mean Sea Level (MSL) to approximately 342' MSL. 1.4 Existing Water Distributi.on System: The project site is moderately well served by existing water lines. The utility provider, for water service, will be Wellborn S.UD. The existing water supply lines are summarized as follows: 1. A 16" water line borders along the entire northeast and northwest property line of the 171. 04 3 acre parent tract. The northwest section of this 16" water line parallels Greens Prairie Road West and is wholly contained within a 15' and 16' Public Utility Easement. A portion of this water line was relocated due to right-of-way dedication of Section lA, Phase One of Creek Meadows; 2. A 12" PVC water line extends along the entire east property line of the 171.043 acre parent tract and parallels Greens Prairie Trail. This 12" water line is connected to the before mentioned 16" water line and is wholly contained within a 15' Public Utility Easement; 3. A 2" and 3" PVC water line meanders along the prescriptive right-of-way ofRoyder Road. With the dedication of right-of-way and also acquisition of right-of-way, by Brazos County, these two water lines are funded for relocation and upsizing to a single 6" water line. Per various phone conversations that this office has had with Mr. Steven Cast (current manager of Wellborn SUD) the proposed 6" water line is schedule for construction in the fall of 2007. The current KYPIPE model analysis this system with the existing conditions, but the 2" and 3" line is model as a single water line equivalent in size to a 3.6" diameter pipe; 4. In addition to these primary trunk "supply" lines numerous 8", 6" and 3" supplies have been installed through Section IA, Phase One and Two and Section IB (all phases). ·The KYPIPE model reflecting these existing improvements will be expanded upon to integrate the proposed improvements scheduled for Section 4, Phase One. Flow tests were obtained from the Wellborn S.UD. from a fire hydrant installed along the 12" PVC water line that is located on the east side of Greens Prairie Trail and parallel to the subject property's west boundary line. This fire hydrant was installed at the tie-in point of the 8" PVC waterline located across from North Creek Meadow Boulevard. Since the time of the original flow test the fire hydrant has been removed and this 8" waterline extension has been installed. This flow test was conducted on December 28, 2006 by Wellborn S.U.D. by Mr. Steven Cast and witnessed by this office. The flow data is summarized below in Table #1 -Flow Test Data. 202-0316 Water-Sewer Report Page-2 Creek Meadows Subdivision -Section 4, Phase One Water & Sanitary Sewer Report TABLE #l FLOW TEST DATA Flow Pilot Hydrant Reading Flow No. Location (psi) (gpm) FH "A" Greens Prairie Trail 67 1360 Static Fire Hydrant No. Res. RME Consulting Engineers September 24, 2007 Static Residual Pressure Pressure (psi) (psi) 74 70 Note: The reported flow is from the 2.5" nozzle of the identified flow hydrant; 1.5 Existing Sanitary Sewer Collection System: The proposed subdivision will be served by the existing sanitary sewer collection lines of the Castlegate Subdivision, Section 6. The proposed sanitary sewer collection system, for Section 4, Phase One, will discharge into a collection system and Regional Lift Station, constructed in Section lB. From the Regional Lift Station sanitary sewer is then pump, via a 6" PVC force main, to the existing collection system of the Castlegate Subdivision. The Section lB sanitary sewer collection system, Regional Lift Station, and associated improvements, have been approved by the CoCS-Planning and Development Services and at the time of this report are currently under construction. 2.0 WATER SYSTEM IMPROVEMENTS 2.1 Proposed Water System Configuration: An 8" water line was installed and terminated with a 2" blow-off valve and plug at the existing end of Lowry Lane (Section lB, Phase One). This terminus was intended for the future extension of water distribution for the subject development. For these water uses, a combination of an 8" and 6" water lines will be installed. Proposed 3" water lines will be installed where the service length is less than or equal to five hundred (500') feet. A 6" water lines with a maximum length of 1500 feet, or less, will connect at each end to an 8" water line or larger. These 6" water lines shall have no more than two fire hydrants or flushing points. Water lines, 6" in size, which do not loop into another waterline, shall not exceed a maximum length of eight hundred (800') and will terminate with a fire hydrant or blow-off assembly. Fire hydrants will be installed so that no residence is greater than five hundred (500') from a hydrant. Each fire hydrant will be analyzed to provide a fire flow of 1,000 gpm. As mentioned earlier the water distribution system will provide fire protection and domestic water service. The Proposed Water System Distribution Schematic is included in the "Attachment" portion of this report and more fully details the proposed water system improvements. The proposed water lines, and appurtenances, will be constructed and installed in accordance with the UTSDG. Unless specifically identified on the Construction Drawings, the proposed water lines will be of type PVC AWWA C909 DR14 water line pipe. Public utility lines will be installed in existing public utility easements or placed in 202-0316 Water-Sewer Report Page -3 Creek Meadows Subdivision -Section 4, Phase One Water & Sanitary Sewer Report RME Consulting Engineers September 24, 2007 proposed public utility easements which will be dedicated by plat or by separate instruments. 2.2 Domestic Water Supply Requirements: An average daily water consumption of 1.5 gpm per connection or dwelling unit will be utilized for analysis of the proposed water distribution system at normal conditions. During static conditions a minimum 35 psi pressure rating will be maintained. 2.3 Fire Flow Requirements: The fire flow demand, for the proposed development, will require that each residence can be protect by a minimum 1,000 gpm. During fire flow conditions the minimum static pressure shall not be less than 20 psi. 2.4 Hydraulic Modeling Methodology: As allowed in the UTSDG a water distribution computer model was used to determine pressure and flow results for the proposed water system. The hydraulic analysis and corresponding results were determined by using the KYPIPE hydraulic program, for water systems. Using the calculated domestic water demand and fire flow requirements, the proposed water system was analyzed, with KYPIPE, to determine if it met the minimum design criteria set forth in the UTSDG. These minimum criteria are summarized as follows. Since the irrigation is relatively small in comparison to other flows, and infrequent in use, it was not considered in the analysis. 1. Under normal flow conditions the residual pressures in the area, serviced by the proposed system, must meet TCEQ requirements at all times thus providing a minimum static pressure of 35 psi; 2. During fire flow conditions, the proposed system and adjacent infrastructure must provide the required fire flow with a minimum residual pressure of 20 psi; 3. At all analyzed conditions, no water line shall have a velocity greater than 12 fps in both existing and proposed mains; 2.5 Modeling Results & Conclusions: Utilizing the original KYPIPE model and expanding it to include Section 4, Phase One, water demands, and fire flow requirements, for the proposed water system improvements, and adjacent infrastructure, was determined to adequately meet or positively exceed the minimum design standards. KYPIPE Hydraulic Analysis Data, resulting from both domestic water demands and all fire flow conditions are contained in this report in the "Attachment" portion. Resulting summary information for both conditions are illustrated below in Table #2 -Water System Summary and identify the "worse-case" location in the proposed distribution system (lowest pressure node or highest velocity in pipe). The entire water system model, for each scenario is fully contained with the KYPIPE Hydraulic Analysis Data. 202-0316 Water-Sewer Report Page-4 Creek Meadows Subdivision -Section 4, Phase One Water & Sanitary Sewer Report TABLE#2 WATER SYSTEM SUMMARY PIPE DATE Fire Flow KYPIPE Plan Pipe Size Flow Velocity Scenerio Name Identifier (in DOMESTIC FLOW CONDITION P-6 "W4" 6 476.82 5.41 FIRE FLOW CONDITIONS P-31 "W13" 6 815.56 9.25 Fire Flow Scenarios: 1. 1,000 gpm from FH-lA 3.0 SANITARY SEWER IMPROVEMENTS 3.1 Proposed Sanitary Sewer Configuration: RME Consulting Engineers September 24, 2007 NODE DATA Residual Node Pressure Name SI J-4 61.40 J-15 29.00 The proposed sanitary sewer collection system, for Creek Meadows -Section 4, Phase One, will consist of 8" and 6" sanitary sewer line extensions. These sanitary sewer line extensions will be an expansion of existing Creek Meadows collection system which conveys sewer in a generally southern direction to the Regional Lift Station located on the south side of Greens Prairie Trail near the southwest comer of the master planned subdivision. The Proposed Sanitary Sewer Collection System Schematic is included in the "Attachment" portion of this report and more fully details the proposed water system improvements. The proposed sanitary sewer lines, and appurtenances, will be constructed and installed in accordance with the UTSDG. Unless specifically identified on the Construction Drawings, the proposed sanitary sewer lines will be of type PVC SDR-26, ASTM D3034 sewer line pipe. Public utility lines will be installed in existing public utility easements or placed in proposed public utility easements which will be dedicated by plat or by separate instruments. 3.2 Sanitary Sewer Flow Calculations: The sanitary sewer requirements, for the master planned development, were derived by Method 2 -"Land Use Determination" of the UTSDS. Land use coverage was assigned to the Creek Meadows subdivision based on the approved Preliminary Plat (see "Attachment" portion of report). Resulting average sanitary sewer flow values were calculated, for Sections IA thru 4, and the results are summarized in Table #3 -"Sanitary Sewer Flows" shown below. As calculated, the ultimate Average Daily Flow (ADF) for these sections of the Creek Meadows subdivision is 229,700 gpd and a 2-Hour Peak Flow (PF) at 1.42 cfs. Calculated sanitary sewer flow values are in conjunction with the "Regional Lift Station Study" prepared by this office on November 6, 2006. 202-0316 Water-Sewer Report Page -5 Creek Meadows Subdivision -Section 4, Phase One Water & Sanitary Sewer Report RME Consulting Engineers September 24, 2007 TABLE #3 -SANITARY SEWER FLOWS Average Daily Flow Dwelling Section/Phase (gpd/cap) Units lA 100 186 lB 100 296 2 100 128 3 100 199 4 100 52 TOT AL EXPECTED FLOWS= Flow Determination Notes: 1) Residential density is at 2.67 capita/Dwelling Unit; 2) Commercial uses were estimated at 30 capita/acre; Average 2-Hour Daily Flow Peak Flow Peak Flow (gpd) (gph) (cfs) 49,662 8,277 0.31 78,899 13,150 0.49 34,176 5,696 0.21 53 ,080 8,847 0.33 13,884 2,314 0.09 229,700 38,283 1.42 3) Average Daily flows, for each use, were assigned per Table ill-"Average Wastewater Generations" per the UTSDS; 4) Peaking factor of 4.0 was applied to the Average Daily Flows to determine the Peak Flow which is used for line sizing; 3.3 Hydraulic Modeling & Methodology: As allowed in the UTSDG, a hydraulic computer model was used to determined flow results for the proposed sanitary sewer collection lines. The hydraulic analysis and corresponding results were determined by using the WINSTORM hydraulic program, for stormwater modeling. Though this TxDOT program's typical use is for modeling gravity stormwater systems it can easily be applied for hydraulic modeling of gravity sewer systems. Peak sewer flows were directly inputted at manholes in lieu of flows being generated by hydrological equations at logical locations along the proposed sewer lines. 3.4 Modeling Results & Conclusions: Using the original WINSTORM model and expanding it to include Creek Meadows - Section 4, Phase One, sanitary sewer flows were input into the proposed sewer system and it was determine that the proposed expanded system has adequate capacity. WINSTORM Hydraulic Analysis Data, resulting from sanitary sewer analysis is contained in this report in the "Attachment" portion. Resulting summary information is illustrated below in Table #4-Sanitary Sewer Summary. 202-0316 Water-Sewer Report Page -6 Creek Meadows Subdivision -Section 4, Phase One Water & Sanitary Sewer Report TABLE#4 RME Consulting Engineers September 24, 2007 SANITARY SEWER SUMMARY Upstream Downstream Pipe :Size :Slope Q Capacity Velocity Element Element (in) (%) (cfs) (cfs) (fps) MH-1 MH-2 8 2.00 0.00 1.73 0.96 MH-2 MH-3 8 0.63 0.02 0.97 1.04 MH-3 MH-4 8 0.57 0.31 0.92 2.35 MH-4 MH-5 8 0.61 0.32 0.95 2.45 MH-5 MH-6 8 0.60 0.33 0.95 2.43 MH-6 MH-7 8 0.60 0.34 0.95 2.47 MH-7 MH-8 8 0.60 0.35 0.95 2.50 MH-8 MH-9 8 0.60 0.37 0.95 2.52 ..-MH-9 MH-10 8 0.60 0.37 0.95 2.53 rp MH-10 MH-11 8 0.60 0.52 0.95 2.76 Ql c MH-11 MH-12 8 0.60 0.54 0.95 2.77 ::i MH-12 MH-13 10 0.40 0.56 1.37 2.38 .... Ql 3 MH-13 MH-14 10 0.40 0.56 1.37 2.43 Ql MH-14 MH-15 10 0.40 0.67 1.37 2.53 (/) 2:" MH-15 MH-16 10 0.40 0.67 1.38 2.53 ~ MH-16 MH-17 10 0.40 0.68 1.37 2.53 c cu MH-17 MH-18 10 0.40 0.72 1.37 2.56 (/) MH-18 MH-19 10 0.40 0.77 1.37 2.62 MH-19 MH-20 10 0.93 1.17 2.09 3.98 MH-20 MH-21 10 0.96 1.18 2.13 4.05 MH-21 MH-22 10 0.95 1.19 2.11 4.03 MH-22 MH-23 10 0.95 1.27 2.11 4.08 MH-23 MH-24 10 0.95 1.27 2.09 4.04 MH-24 MH-25 10 0.93 1.27 2.09 4.04 MH-25 LS 12 1.10 1.25 3.74 4.31 'N"" MH-26 MH-27 8 0.40 0.26 0.77 1.97 rp MH-27 MH-28 8 0.40 0.32 0.77 2.09 Ql c MH-28 MH-29 8 0.40 0.32 0.77 2.09 ::i .... MH-29 MH-30 8 0.40 0.32 0.78 2.09 Ql 3 MH-30 MH-31 8 0.40 0.32 0.77 2.09 Ql (/) MH-31 MH-32 8 0.40 0.32 0.77 2.09 2:" MH-32 MH-33 8 0.40 0.34 0.78 2.12 ~ c MH-33 MH-34 8 0.40 0.35 0.77 2.14 cu MH-34 MH-19 8 0.40 0.36 0.78 2.15 (/) "S3" MH-35 MH-18 6 0.79 0.04 0.50 1.53 -MH-36 MH-37 6 1.00 0.01 0.56 0.97 ~ MH-37 MH-38 6 1.00 O.oJ 0.56 1.16 rp MH-38 MH-17 6 1.00 0.03 0.56 1.48 -"SS" MH-39 MH-11 6 1.47 0.01 0.68 1.25 -Co MH-40 MH-41 8 0.40 0.12 0.77 1.60 rp MH-41 MH-10 8 0.40 0.13 0.78 1.61 202-03 l 6 Water-Sewer Report Page -7 Creek Meadows Subdivision -Section 4, Phase One Water & Sanitary Sewer Report TABLE#4 RME Consulting Engineers September 24, 2007 SANITARY SEWER SUMMARY Upstream Downstream Pipe Size :Slope ~ capacity Velocity Element Element (in) (%) (cfs) (cfs) (fps) ~ MH-42 MH-43 8 0.40 0.15 0.77 1.70 (/) MH-43 MH-3 8 0.40 0.15 0.77 1.70 ....;,_ MH-44 MH-45 6 2.14 O.Ql 0.82 1.45 Co MH-45 MH-46 6 1.00 0.05 0.56 1.76 '!' MH-46 MH-3 6 1.00 0.09 0.56 2.10 -MH-47 "S9" MH-45 6 1.01 0.01 0.56 1.16 -MH-48 MH-49 6 1.00 0.01 0.56 0.75 0 MH-49 MH-50 6 1.00 0.01 0.56 0.97 ..... '!' MH-50 MH-51 6 1.00 O.oI 0.56 1.14 Cl.> MH-51 MH-52 6 1.00 0.02 0.56 1.25 c: :.:J MH-52 MH-32 8 0.40 0.02 0.78 0.94 -"S12' MH-53 MH-29 6 1.00 0.00 0.56 0.75 ---:--MH-54 MH-55 6 0.80 0.01 0.50 0.95 Ct> ..... MH-55 MH-56 6 0.80 0.02 0.50 1.20 '!' Cl.> MH-56 MH-57 6 0.80 0.03 0.50 1.39 c: MH-57 MH-27 8 0.40 0.05 0.78 1.23 :.:J MH-58 MH-26 8 0.40 0.26 0.78 1.97 ..... '!' MH-59 MH-58 6 0.80 0.26 0.50 2.56 I ..... MH-60 MH-59 6 0.80 0.15 0.50 2.23 a.. MH-61 MH-60 6 0.80 0.14 0.50 2.17 '<;I" (/) MH-62 MH-61 6 0.40 O.ot 0.56 1.10 -MH-63 MH-59 6 1.00 0.10 0.56 1.94 S4P1-"'S2 -MH-64 MH-61 6 fS4P1·"S3" 0.80 0.12 0.50 2.09 202-0316 Water-Sewer Report Page -8 VICINITY MAP CREEK MEADOWS: SECTION 4, PH 1 PROPOSED WATER SYSTEM DISTRIBUTION SCHEMATIC MAP ---i SECTION 1A PHASE ONE ,_ \ KYPIPE HYDRAULIC ANALYSIS DATA * * * * * * * * * * KYPIPE4 * * * * * * * * * * * * * University of Kentucky Network Modeling Software * * * * Copyrighted by KYPIPE LLC * * Version 3 -11/01/2005 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Mon Sep 24 07:57:31 2007 INPUT DATA FILENAME --------------C:\Users\user\RME\Projects\202- 03-2\S4Pl\ENGINE-l\0316W1RA.DT2 TABULATED OUTPUT FILENAME--------C:\Users\user\RME\Projects\202- 03-2\S4Pl\ENGINE-1\0316W1RA.OT2 POSTPROCESSOR RESULTS FILENAME ---C:\Users\user\RME\Projects\202- 03-2\S4Pl\ENGINE-l\0316W1RA.RS2 ************************************************ S U M M A R Y 0 F 0 R I G I N A L DAT A ************************************************ U N I T S S P E C I F I E D 3 J FLOWRATE ........... . gallons/minute HEAD (HGL) feet PRESSURE............ psig P I P E L I N E D A T A STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E #1 #2 (ft) (in) COEFF. LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J-1 500.00 16.00 139.4518 0.74 P-10 FH-1 J-4 291.00 8.00 139.4518 0.00 P-11 J-7 J-8 162.00 3.00 139.0000 0.00 P-12 J-5 J-9 308.00 6.00 139.0000 6.00 P-13 J-9 FH-2 108.00 6.00 139.4518 0.74 P-14 FH-2 FH-4 812.00 6.00 139.4518 1.31 P-15 FH-4 J-3 291.00 8.00 139.4518 0.00 P-16 J-6 J-11 1670. 00 16.00 139.4518 0.00 P-17 J-11 J-12 1320.00 12.00 139.4518 0.74 P-18 J-12 J-13 459.00 8.00 139.4518 1.14 P-19 J-13 FH-7 126.00 8.00 139.4518 6.00 P-2 J-1 J-2 1900.00 16.00 139.4518 3.57 P-20 J-13 FH-16 338.00 8.00 139.4518 3.57 P-21 J-14 J-10 146.00 3.00 139.0000 0.00 P-22 J-14 FH-5 68.00 B.00 139.4518 0.40 P-23 FH-5 FH-14 216.00 8.00 139.4518 0.74 P-24 FH-14 J-16 141. 00 8.00 139 .4518 0.74 P-25 J-16 FH-6 157.00 8.00 139.4518 0.00 P-26 FH-14 J-17 261.00 3.00 139 .0000 0 .00 P-27 J-16 J-18 304.00 3 .00 139.0000 0 .00 P-28 FH-7 FH-15 400.00 8.00 139.4518 0.74 P-29 FH-15 FH-8 247.00 6 .00 139.4518 0.74 P-3 J-3 J-2 195.00 16.00 139.4518 0.74 P-30 FH-8 J-20 176.00 6 .00 139. 4518 0.00 P-31 FH-15 J-21 328.00 6.00 139.4518 0.74 P-32 J-21 J-22 219 .00 3 .00 139.0000 0 .00 P-33 J-21 FH-9 205 .00 6.00 139.4518 0 .00 P-34 FH-9 FH-13 541. 00 8 .00 139.4518 9 .91 P-35 FH-13 J-23 382.00 8 .00 139.4518 6.74 P-36 FH-13 FH-10 602 .00 8.00 139.4518 9.74 P-37 FH-10 J-25 136.00 3.00 139.0000 0 .00 P-38 FH-10 FH-11 341.00 8 .00 139.4518 0 .74 P-39 FH-11 J-26 267 .00 3 .00 139.0000 0.00 P-4 J-3 J-4 294.00 16.00 139. 4518 0 .74 P-40 FH-11 FH-12 443 .00 8.00 139.4518 0 .00 P-41 FH-12 J-28 145 .00 3 .00 139.0000 0.00 P-42 J-23 J-1 2842 .00 3.60 139.0000 0 .00 P-43 J-12 J-27 1933 .00 12 .00 139.0000 0.00 P-44 J-27 J-23 1640.00 3 .60 139.0000 0.00 P-45 J-11 R-2 500 .00 16.00 139.4518 0.00 P-46 FH-16 J-14 336 .00 8.00 139.4518 0.00 P-47 FH-11 FH-lA 175.00 8.00 139.0000 0.74 P-48 FH-lA J-15 245.00 3 .00 139.0000 0.74 P-49 FH-lA P-5 J-4 P-50 J-19 P-51 J-19 P-52 FH-lA P-6 J-6 P-7 J-5 P-8 FH-3 P-9 J-7 E N D N 0 D E D A T A NODE NAME FH-1 FH-10 FH-11 FH-12 FH-13 FH-14 FH-15 FH-16 FH-lA NODE TITLE J-19 J-6 J-24 J-29 J-30 J-5 FH-3 J-7 FH-1 EXTERNAL DEMAND (gpm) 0.00 0.00 0.00 0.00 16.50 0.00 13.50 0.00 0.00 322.00 6.00 139.0000 0.74 1207.00 16.00 139.4518 2.24 104.00 3.00 139.0000 0.00 152.00 6.00 139.0000 0.17 117.00 8.00 139.0000 0.17 118 .00 6.00 139.4518 0.91 151. 00 8.00 139.4518 0.40 412.00 8.00 139.4518 0.74 228.00 8.00 139.4518 0.40 JUNCTION EXTERNAL ELEVATION GRADE (ft) (ft) 333.00 308.00 313.00 313.00 305.00 315.00 306.00 307.00 316.00 FH-2 0.00 333 .00 FH-3 0.00 326.00 FH-4 0.00 333.00 FH-5 0.00 313.00 FH-6 0.00 316.00 FH-7 0.00 309.00 FH-8 0.00 303.00 FH-9 0.00 307.00 J-1 0.00 342.00 J-2 0.00 340.00 J-3 6.00 339.00 J-4 10.50 339.00 J-5 16.50 327.00 J-6 0 .00 328.00 J-7 7.50 330 .00 J-8 6.00 329.00 J-9 21.00 323.00 J-10 10.50 312.00 J-11 0.00 311. 00 J-12 0.00 305.00 J-13 0.00 307.00 J-14 12.00 314. 00 J-15 15.00 318.00 J-16 4.50 315.00 J-17 10.50 314.00 J-18 13.50 313.00 J-19 15.00 313.00 J-20 7.50 302.00 J-21 18.00 309.00 J-22 12.00 310.00 J-23 0.00 305 .00 J-24 4.50 312.00 J-25 6.00 304.00 J-26 18.00 309 .00 J-27 0 .00 295.00 J-28 36.00 311. 00 J-29 6.00 315.00 J-30 0.00 318.00 R-1 Wellborn Ele 342.00 497.00 R-2 Flow Test 311. 00 466.00 0 0 T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPOT S Y S T E M C 0 N F I G 0 R A T I 0 N NUMBER OF PIPES ................... (p) 52 NOMBER OF END NODES ............... (j) 47 NOMBER OF PRIMARY LOOPS ........... (1) 4 NUMBER OF SOPPLY NODES ............ (f) 2 NOMBER OF SUPPLY ZONES ............ (z) 1 Case: 0 RESOLTS OBTAINED AFTER 6 TRIALS: ACCURACY 0.00001 S I M 0 L A T I 0 N D E S C R I P T I 0 N (L A B E L) M.D.W. Centre -Phase One P I P E L I N E R E S 0 L T S STATOS CODE : XX -CLOSED PIPE CV -CHECK VALVE p I p E NODE NOMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ N AM E #1 #2 LOSS LOSS VELO. 1000 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) (ft/ft) ----------------------------------------------------------------------------------------- P-1 R-1 J-1 3327.03 2 .54 0.32 5.31 5.73 5.08 P-10 J-4 FH-1 343.90 0.65 0 .00 2.19 2.22 2.22 P-11 J-7 J-8 6 .00 0.02 0.00 0.27 0.15 0 .15 P-12 J-9 J-5 162 .92 0.70 0.32 1.85 3.31 2.27 P-13 FH-2 J-9 183.92 0.31 0.05 2.09 3.29 2 .83 P-14 FH-4 FH-2 183.92 2 .30 0.09 2.09 2.94 2.83 P-15 J-3 FH-4 183.92 0.20 0.00 1.17 0.70 0.70 P-16 J-6 J-11 3168.91 7.76 0.00 5.06 4. 64 4.64 P-17 J-11 J-12 128.38 0.07 0.00 0.36 0.05 0.05 P-18 J-12 J-13 119. 63 0.14 0.01 0.76 0.34 0.31 P-19 J-13 FH-7 68.63 0.01 0.02 0.44 0.25 0.11 P-2 J-1 J-2 3236.41 9.18 1.48 5.16 5.61 4.83 P-20 J-13 FH-16 51. 00 0.02 0.01 0.33 0.08 0.06 P-21 J-14 J-10 10.50 0.06 0.00 0.48 0.41 0.41 P-22 J-14 FH-5 28.50 0.00 0.00 0.18 0.03 0.02 P-23 FH-5 FH-14 28.50 0.00 0.00 0.18 0.02 0.02 P-24 FH-14 J-16 18.00 0.00 0.00 0.11 0.01 0.01 P-25 J-16 FH-6 0.00 0.00 0.00 0.00 0.00 0.00 P-26 FH-14 J-17 10.50 0.11 0.00 0 .48 0.41 0.41 P-27 J-16 J-18 13.50 0.20 0.00 0.61 0.66 0.66 P-28 FH-7 FH-15 68.63 0.04 0.00 0.44 0.12 0.11 P-29 FH-15 FH-8 7.50 0.00 0.00 0.09 0.01 0.01 P-3 J-2 J-3 3236.41 0.94 0.31 5.16 6.40 4.83 P-30 FH-8 J-20 7.50 0.00 0.00 0.09 0.01 0.01 P-31 FH-15 J-21 47.63 0.08 0.00 0.54 0.24 0.23 P-32 J-21 J-22 12.00 0.12 0.00 0.54 0.53 0.53 P-33 J -21 FH-9 17.63 0.01 0.00 0.20 0.04 0.04 P-34 FH-9 FH-13 17.63 0.00 0.00 0.11 0.01 0.01 P-35 J-23 FH-13 99.37 0.09 0.04 0.63 0.33 0.22 P-36 FH-13 FH-10 100.50 0.14 0.06 0.64 0.33 0.23 P-37 FH-10 J-25 6.00 0.02 0.00 0.27 0.15 0.15 P-38 FH-10 FH-11 94.50 0.07 0.00 0.60 0.22 0.20 P-39 FH-11 J-26 18 .00 0.30 0.00 0 .82 1.12 1.12 P-4 J-3 J-4 3046.49 1.27 0.27 4.86 5.24 4 .32 P-40 FH-11 FH-12 36.00 0.02 0.00 0.23 0.03 0.03 P-41 FH-12 J-28 36.00 0.59 0.00 1. 63 4.06 4.06 P-42 J-1 J-23 90. 62 26.25 0.00 2.86 9.24 9 .24 P-43 J-12 J-27 8.75 0.00 0.00 0.02 0.00 0.00 P-44 J-27 J-23 8.75 0.20 0.00 0.28 0.12 0.12 P-45 J-11 R-2 3040.53 2.15 0.00 4.85 4.30 4 .30 P-46 FH-16 J-14 51.00 0.02 0.00 0.33 0.06 0.06 P-47 FH-11 FH-lA 40.50 0.01 0.00 0.26 0.05 0.04 P-48 FH-lA J-15 15.00 0.20 0.01 0.68 0.82 0.80 P-49 FH-lA J-19 25.50 0.02 0.00 0.29 0.08 0.07 P-5 J-4 J-6 2692.09 4.14 0.64 4.30 3.97 3.43 P-50 J-19 J-24 4.50 0.01 0.00 0.20 0.09 0.09 P-51 J-19 J-29 6.00 0.00 0.00 0.07 0.01 0.01 P-52 FH-lA J-30 0.00 0.00 0.00 0.00 0.00 0.00 P-6 J-5 J-6 476.82 1.95 0.41 5.41 20.02 16.52 ~ P-7 FH-3 J-5 330.40 0.31 0 .03 2.11 2.25 2.06 P-8 J-7 FH-3 330.40 0.85 0.05 2.11 2.19 2.06 P-9 FH-1 J-7 343 .90 0.51 0.03 2.19 2 .35 2.22 E N D N 0 D E R E S 0 L T S NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gprn) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ FH-1 0.00 480.05 333 .00 147 .05 63. 72 FH-10 0.00 467.56 308.00 159.56 69.14 FH-11 0.00 4 67 . 48 313.00 154.48 66.94 FH-12 0.00 467. 47 313.00 154.47 66.94 FH-13 16.50 467. 76 305.00 162 . 76 70.53 FH-14 0.00 467.87 315.00 152.87 66.24 FH-15 13.50 467.85 306 .00 161.85 70 .14 FH-16 0.00 467. 90 307.00 160. 90 69.72 FH-lA 0.00 467. 48 316.00 151. 48 65.64 FH-2 0.00 479.64 333 .00 14 6. 64 63.55 FH-3 0.00 478 .61 326.00 152.61 66 .13 FH-4 0 .00 482.03 333.00 149.03 64.58 FH-5 0.00 467.88 313.00 154 .88 67 .11 FH-6 0.00 467.87 316.00 151. 87 65.81 FH-7 0 .00 467. 90 309.00 158.90 68.86 FH-8 0.00 467.85 303.00 164.85 71. 43 FH-9 0 .00 467. 76 307.00 160. 76 69.66 J-1 0.00 494.13 342.00 152.13 65.93 J-2 0.00 483 .48 340.00 143.48 62.18 J-3 6.00 482.23 339.00 143.23 62.07 J-4 10.50 480.69 339.00 141. 69 61. 40 ~ J-5 16.50 478 .27 327.00 151.27 65. 55 J-6 0 .00 475.91 328.00 147.91 64.09 J-7 7 .50 479.51 330.00 149.51 64.79 J-8 6 .00 479.49 329.00 150.49 65.21 J-9 21.00 479.29 323.00 156.29 67.73 J-10 10 .50 467 .82 312.00 155.82 67.52 J-11 0.00 468.15 311. 00 157 .15 68.10 J-12 0 .00 468.08 305.00 163 .08 70.67 J-13 0.00 467. 93 307.00 160.93 69.74 J-14 12.00 467.88 314.00 153.88 66 .68 J-15 15.00 467.27 318.00 149.27 64.69 J-16 4.50 467.87 315.00 152.87 66 .24 J-17 10.50 467. 76 314.00 153.76 66 .63 J-18 13.50 467 . 67 313.00 154.67 67.02 J-19 15.00 4 67. 45 313.00 154.45 66.93 J-20 7.50 467.85 302.00 165.85 71. 87 J-21 18.00 4 67 . 77 309.00 158.77 68.80 J-22 12.00 467. 65 310.00 157.65 68 .32 J-23 0.00 467.88 305.00 162. 88 70.58 J-24 4.50 467. 44 312.00 155.44 67.36 J-25 6.00 467.54 304.00 163. 54 70 .87 J-26 18.00 467.18 309.00 158.18 68.55 J-27 0.00 468.08 295.00 173.08 75.00 J-28 36.00 466.88 311. 00 155.88 67. 55 J-29 6 .00 467 .45 315.00 152.45 66.06 J -30 0.00 467. 48 318.00 149.48 64 .77 R-1 Wellborn Ele 497.00 342.00 155.00 67 .17 R-2 Flow Test 466.00 311. 00 155.00 67.17 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME R-1 R-2 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND FLOWRATE (gpm) 3327.03 -3040.53 3327.03 -3040.53 286.50 NODE TITLE Wellborn Ele Flow Test ***** HYDRAULIC ANALYSIS COMPLETED ***** * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * University of Kentucky Network Modeling Software * * * * Copyrighted by KYPIPE LLC * * Version 3 -11/01/2005 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Mon Sep 24 07 :54:44 2007 INPUT DATA FILENAME--------------C:\Users\user\RME\Projects\202- 03-2\S4Pl\ENGINE-l\0316WlRA.DT2 TABULATED OUTPUT FILENAME --------C:\Users\user\RME\Projects\202- 03-2\S4Pl\ENGINE-l\0316WlRA.OT2 POSTPROCESSOR RESULTS FILENAME ---C:\Users\user\RME\Projects\202- 03-2\S4Pl\ENGINE-l\0316WlRA.RS2 ************************************************ S U M M A R Y 0 F 0 R I G I N A L D A T A ************************************************ U N I T S S P E C I F I E D FLOWRATE ........... . gallons/minute HEAD (HGL) feet PRESSURE............ psig P I P E L I N E D A T A STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E #1 #2 (ft) (in) COEFF. LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J-1 500.00 16.00 139.4518 0.74 P-10 FH-1 J-4 291.00 8.00 139.4518 0.00 P-11 J -7 J-8 162. 00 3.00 139.0000 0.00 P-12 J-5 J-9 308.00 6.00 139.0000 6.00 P-13 J-9 FH-2 108.00 6.00 139.4518 0.74 P-14 FH-2 FH-4 812.00 6.00 139.4518 1.31 P-15 FH-4 J-3 291.00 8 .00 139.4518 0.00 P-16 J-6 J-11 1670.00 16. 00 139.4518 0.00 P-17 J-11 J-12 1320.00 12.00 139.4518 0.74 P-18 J-12 J-13 459.00 8.00 139.4518 1.14 P-19 J-13 FH-7 126.00 8.00 139.4518 6.00 P-2 J-1 J-2 1900.00 16.00 139.4518 3.57 P-20 J-13 FH-16 338.00 8.00 139.4518 3.57 P-21 J-14 J-10 146.00 3.00 139.0000 0.00 P-22 J-14 FH-5 68.00 8.00 139 .4518 0.40 P-23 FH-5 FH-14 216.00 8.00 139.4518 0.74 P-24 FH-14 J-16 141. 00 8.00 139.4518 0.74 P-25 J-16 FH-6 157.00 8 .00 139.4518 0.00 P-26 FH-14 J-17 261. 00 3.00 139.0000 0.00 P-27 J-16 J-18 304.00 3.00 139.0000 0 .00 P-28 FH-7 FH-15 400.00 8.00 139.4518 0.74 P-29 FH-15 FH-8 247 .00 6.00 139.4518 0.74 P-3 J-3 J-2 195.00 16.00 139.4518 0.74 P-30 FH-8 J-20 176.00 6.00 139.4518 0.00 P-31 FH-15 J-21 328.00 6.00 139.4518 0.74 P-32 J-21 J-22 219.00 3.00 139.0000 0.00 P-33 J-21 FH-9 205.00 6.00 139.4518 0.00 P-34 FH-9 FH-13 541.00 8.00 139.4518 9.91 P-35 FH-13 J-23 382.00 8.00 139.4518 6.74 P-36 FH-13 FH-10 602.00 8.00 139.4518 9.74 P-37 FH-10 J-25 136.00 3.00 139.0000 0.00 P-38 FH-10 FH-11 341.00 8.00 139.4518 0.74 P-39 FH-11 J-26 267.00 3.00 139. 0000 0.00 P-4 J-3 J-4 294.00 16.00 139.4518 0.74 P-40 FH-11 FH-12 443.00 8.00 139.4518 0.00 P-41 FH-12 J-28 145.00 3.00 139. 0000 0.00 P-42 J-23 J-1 2842 .00 3.60 139.0000 0.00 P-43 J-12 J-27 1933.00 12.00 139 .0000 0.00 P-44 J-27 J-23 1640.00 3.60 139.0000 0.00 P-45 J-11 R-2 500.00 16.00 139.4518 0.00 P-46 FH-16 J-14 336.00 8.00 139.4518 0.00 P-47 FH-11 FH-lA 175.00 8.00 139.0000 0.74 P-48 FH-lA J-15 245 .00 3.00 139.0000 0.74 P-49 FH-lA J-19 322.00 6.00 139.0000 0.74 P-5 J-4 J-6 1207 .00 16.00 139.4518 2.24 P-50 J-19 J-24 104.00 3.00 139.0000 0 .00 P-51 J-19 J-29 152.00 6.00 139.0000 0 .17 P-52 FH-lA J-30 117.00 8 .00 139.0000 0.17 P-6 J-6 J-5 118. 00 6.00 139.4518 0.91 P-7 J-5 FH-3 151. 00 8.00 139.4518 o. 40 P-8 FH-3 J-7 412 .00 8.00 139. 4518 0.74 P-9 J-7 FH-1 228.00 8.00 139.4518 0.40 E N D N 0 D E D A T A NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) FH-1 0.00 333.00 FH-10 0.00 308.00 FH-11 0.00 313.00 FH-12 0.00 313.00 FH-13 16.50 305.00 FH-14 0.00 315.00 FH-15 13.50 306.00 FH-16 0.00 307.00 FH-lA 1000.00 316.00 ~ FH-2 0.00 333.00 FH-3 0.00 326.00 FH-4 0.00 333.00 FH-5 0.00 313 . 00 FH-6 0.00 316.00 FH-7 0.00 309.00 FH-8 0.00 303.00 FH-9 0.00 307.00 J-1 0.00 342.00 J-2 0.00 340.00 J-3 6.00 339.00 J-4 10 .50 339.00 J-5 16.50 327.00 J-6 0.00 328 .00 J-7 7.50 330.00 J-8 6.00 329.00 J-9 21. 00 323.00 J-10 10.50 312 .00 J-11 0 .00 311. 00 J-12 0.00 305.00 J-13 0.00 307.00 J-14 12.00 314.00 J-15 15.00 318.00 J-16 4 .50 315.00 J-17 10.50 314 .00 J-18 13.50 313 .00 J-19 15.00 313. 00 J-20 7.50 302.00 J-21 18.00 309 .00 J-22 12.00 310 .00 J-23 0 .00 305.00 J-24 4.50 312 .00 J-25 6 .00 304.00 J-26 18.00 309.00 J-27 0.00 295.00 J-28 36.00 311. 00 J-29 6 .00 315.00 J-30 0 .00 318.00 R-1 Wellborn Ele 342.00 497.00 R-2 Flow Test 311 . 00 466 .00 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) 52 NUMBER OF END NODES ............... ( j ) 4 7 NUMBER OF PRIMARY LOOPS ........... (1 ) 4 NUMBER OF SUPPLY NODES ............ (f ) 2 NUMBER OF SUPPLY ZONES ............ (z ) 1 Case: 0 RESULTS OBTAINED AFTER 6 TRIALS: ACCURACY 0.00001 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) M.D.W. Centre -Phase One P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ N A M E #1 #2 LOSS LOSS VELO. 1000 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) (ft/ft) ----------------------------------------------------------------------------------------- P-1 R-1 J-1 3451. 99 2. 72 0.35 5 .51 6.14 5.44 P-10 J-4 FH-1 349.23 0.67 0.00 2.23 2.29 2.29 P-11 J-7 J-8 6.00 0.02 0.00 0 .27 0.15 0 .15 P-12 J-9 J-5 165.76 0. 72 0.33 1.88 3 .42 2.35 P-13 FH-2 J-9 186.76 0.31 0.05 2.12 3.39 2.91 P-14 FH-4 FH-2 186.76 2.36 0.09 2.12 3.02 2.91 P-15 J-3 FH-4 186.76 0.21 0.00 1.19 0. 72 o. 72 P-16 J-6 J-11 3221. 36 8.00 0.00 5.14 4.79 4.79 P-17 J-11 J-12 1055.87 3.25 0.10 3.00 2 .54 2 .46 P-18 J-12 J-13 887.56 5.90 0.57 5.66 14.10 12.86 P-19 J-13 FH-7 836.56 1. 45 2.66 5 .34 32.60 11.53 P-2 J-1 J-2 3288.86 9. 45 1.53 5.25 5.78 4.98 P-20 J-13 FH-16 51.00 0.02 0.01 0.33 0.08 0.06 P-21 J-14 J-10 10.50 0.06 0.00 0.48 0.41 0.41 P-22 J-14 FH-5 28.50 0.00 0.00 0.18 0.03 0.02 P-23 FH-5 FH-14 28.50 0 .00 0.00 0.18 0.02 0.02 P-24 FH-14 J-16 18 .00 0.00 0.00 0.11 0.01 0.01 P-25 J-16 FH-6 0.00 0.00 0.00 0.00 0.00 0.00 P-26 FH-14 J-17 10 .50 0.11 0.00 0.48 0.41 0.41 P-27 J-16 J-18 13.50 0.20 0.00 0.61 0.66 0.66 P-28 FH-7 FH-15 836.56 4.61 0.33 5.34 12.35 11. 53 P-29 FH-15 FH-8 7.50 0.00 0.00 0.09 0.01 0.01 P-3 J-2 J-3 3288.86 0.97 0.32 5.25 6.60 4.98 P-30 FH-8 J-20 7.50 0.00 0.00 0.09 0.01 0.01 P-31 FH-15 J-21 815.56 14.64 0.98 9.25 47.64 44. 64 .( P-32 J-21 J-22 12.00 0.12 0.00 0.54 0.53 0.53 P-33 J-21 FH-9 785.56 8.54 0.00 8.91 41. 65 41. 65 P-34 FH-9 FH-13 785.56 5.55 3.87 5.01 17.41 10.26 P-35 J-23 FH-13 331. 44 0.79 0.47 2.12 3.30 2.08 P-36 FH-13 FH-10 1100.50 11.53 7.46 7.02 31.55 19.15 P-37 FH-10 J-25 6.00 0.02 0.00 0.27 0.15 0.15 P-38 FH-10 FH-11 1094.50 6.47 0.56 6.99 20.61 18.96 P-39 FH-11 J-26 18.00 0.30 0.00 0.82 1.12 1.12 P-4 J-3 J-4 3096.09 1.31 0.28 4.94 5.40 4.45 P-40 FH-11 FH-12 36.00 0.02 0.00 0.23 0.03 0.03 P-41 FH-12 J-28 36.00 0.59 0.00 1.63 4.06 4.06 P-42 J-1 J-23 163.13 77.97 0.00 5.14 27.44 27.44 P-43 J-12 J-27 168.31 0.16 0.00 0.48 0.08 0.08 P-44 J-27 J-23 168.31 47.68 0.00 5.30 29.07 29.07 P-45 J-11 R-2 2165.49 1.15 0.00 3.46 2.29 2.29 P-46 FH-16 J-14 51.00 0.02 0.00 0.33 0.06 0.06 P-47 FH-11 FH-lA 1040.50 3.04 0.51 6. 64 20.26 17.37 P-48 FH-lA J-15 15.00 0.20 0.01 0.68 0.82 0.80 P-49 FH-lA J-19 25.50 0.02 0.00 0.29 0.08 0.07 P-5 J-4 J-6 2736.37 4.27 0.66 4.37 4.09 3.54 P-50 J-19 J-24 4.50 0.01 0.00 0.20 0.09 0.09 P-51 J-19 J-29 6.00 0.00 0.00 0.07 0.01 0.01 P-52 FH-lA J-30 0.00 0.00 0.00 0.00 0.00 0 .00 P-6 J-5 J-6 484.99 2.01 0.43 5.50 20.67 17.05 P-7 FH-3 J-5 335.73 0.32 0.03 2 .14 2.31 2.13 P-8 J-7 FH-3 335.73 0.88 0.05 2.14 2 .25 2.13 P-9 FH-1 J-7 349.23 0 .52 0.03 2.23 2 .42 2.29 E N D N 0 D E R E S U L T S NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ FH-1 0.00 479.41 333.00 146.41 63.45 FH-10 0.00 395.70 308.00 87.70 38.01 FH-11 0.00 388.68 313 .00 75.68 32.79 FH-12 0.00 388.66 313 .00 75.66 32.79 FH-13 16.50 414.70 305 .00 109.70 47.53 FH-14 0.00 457.27 315.00 142.27 61.65 FH-15 13.50 448.28 306.00 142.28 61.65 FH-16 0.00 457.29 307.00 150 .29 65.13 FH-lA 1000.00 385.13 316.00 69.13 29.96 FH-2 0.00 479.00 333.00 146.00 63.27 FH-3 0 .00 477.93 326.00 151.93 65.84 FH-4 0.00 481.46 333.00 148.46 64.33 FH-5 0.00 457.27 313.00 144.27 62.52 FH-6 0.00 457.26 316.00 141.26 61.21 FH-7 0.00 453.21 309.00 144.21 62. 49 FH-B 0.00 448.27 303.00 145.27 62.95 FH-9 0.00 424 .11 307.00 117.11 50.75 J-1 0.00 493.93 342.00 151. 93 65.84 J-2 0.00 482.95 340.00 142.95 61.95 J-3 6.00 481. 67 339.00 142.67 61.82 J-4 10.50 480.0B 339.00 141. OB 61.13 J-5 16.50 477.58 327.00 150.58 65.25 J-6 0.00 475.14 328.00 147.14 63 .76 J-7 7.50 478.86 330.00 148.86 64.51 J-8 6.00 478.84 329.00 149.84 64.93 J-9 2 1. 00 478.63 323.00 155.63 67.44 J-10 10.50 457.21 312.00 145 .21 62.93 J-11 0.00 467.15 311. 00 156.15 67.66 J-12 0.00 463. 79 305.00 158.79 68 .81 J-13 0.00 457 .32 307.00 150.32 65.14 J-14 12.00 457.27 314.00 143.27 62 .08 J-15 15.00 384.93 318.00 66.93 29.00 J-16 4.50 457.26 315.00 142.26 61.65 J-17 10.50 457.16 314.00 143.16 62.03 J-18 13.50 457.06 313.00 144.06 62. 43 J-19 15.00 385 .11 313.00 72.11 31.25 J-20 7.50 448 .27 302.00 146.27 63.38 J-21 18.00 432.65 309.00 123.65 53.58 •J-22 12.00 432.53 310.00 122.53 53.10 J-23 0.00 415.96 305.00 110. 96 48.08 J-24 4.50 385.10 312.00 73 .10 31. 68 J-25 6.00 395.68 304.00 91. 68 39.73 J-26 18.00 388 .38 309.00 79.38 34.40 J-27 0.00 463. 63 295.00 168.63 73.07 J -28 36 .00 388.07 311 .00 77.07 33. 40 J-29 6.00 385 .11 315.00 70 .11 30.38 J-30 0.00 385.13 318.00 67.13 29.09 R-1 Wellborn Ele 497.00 342.00 155.00 67.17 R-2 Flow Test 466.00 311. 00 155.00 67.17 S 0 M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OOTFLOWS FROM THE SYSTEM INTO SOPPLY NODES NODE NAME R-1 R-2 NET SYSTEM INFLOW NET SYSTEM OOTFLOW NET SYSTEM DEMAND FLOWRATE (gpm) 3451.99 -2165.49 3451. 99 -2165.49 1286.50 NODE TITLE Wellborn Ele Flow Test ***** HYDRAOLIC ANALYSIS COMPLETED ***** PROPOSED SANITARY SEWER COLLECTION SYSTEM SCHEMA TIC MAP I ----; I I I I ----i j/_i l J~\ I r I I SECTION 1A PHASE ONE SECTION 1A PHASE TWO z 3 CD ~ 0 0 ~ ::I! "' t::J "' u \ \ PRELIMINARY PLAT WINSTORM HYDRAULIC ANALYSIS DATA stmOutput WinStorm (STORM DRAIN DESIGN) PROJECT NAME : 202 JOB NUMBER 0316 PROJECT DESCRIPTION : Section 4, Phase One DESIGN FREQUENCY MEASUREMENT UNITS: 2 Years ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 2 Years =========================================== Runoff Computation for Design Frequency. Version 3.05, Jan. 25, 2002 Run @ 9/20/2007 4:28:35 PM ============================================================================= ID MH-1 MH-2 MH-3 MH-4 MH-5 MH-6 MH-7 t!fH-8 9 -10 MH-11 MH-12 MH-13 MH-14 MH-16 MH-17 MH-18 MH-19 MH-20 MH-21 MH-23 MH-26 MH-27 MH -29 MH-33 MH-34 MH-35 MH-36 MH-37 MH-38 MH-39 MH-40 C Value 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Area Tc (acre) (min) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 .00 10.00 10 .00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10 .00 10.00 10.00 10.00 10.00 10 .00 10.00 10.00 10.00 10.00 10.00 10.00 Tc Used (min) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Intensity (in/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 1 Supply Q (cfs) 0.003 0.013 0.046 0.013 0.007 0.013 0.013 0.012 0.010 0.020 0.007 0.018 0.010 0.105 0.015 0.008 0.007 0.043 0.010 0.005 0.079 0.000 0.012 0.003 0.007 0.013 0.040 0.007 0.007 0.013 0.010 0.117 Total Q (cfs) 0.003 0.013 0.046 0.013 0.007 0.013 0.013 0.012 0.010 0.020 0.007 0.018 0.010 0.105 0.015 0.008 0.007 0.043 0.010 0.005 0.079 0.000 0.012 0 .003 0.007 0.013 0.040 0 .007 0.007 0.013 0 .010 0.117 stmOutput MH-41 0 .0 0.00 10.00 0.00 0.00 0~008 0.008 42 0.0 0.00 10.00 0.00 0.00 0.152 0.152 -44 0.0 0.00 10.00 0.00 0.00 0.010 0.010 MH-45 0.0 0.00 10.00 0 .00 0.00 0.026 0.026 MH-46 0.0 0.00 10.00 0.00 0.00 0.043 0.043 MH-47 0.0 0.00 10.00 0.00 0.00 0.013 0.013 MH-48 0.0 0.00 10.00 0 .00 0.00 0.003 0.003 MH-49 0.0 0.00 10.00 0.00 0.00 0.003 0 .003 MH-50 0.0 0.00 10.00 0.00 0.00 0.005 0 .005 MH-51 0.0 0.00 1 0.00 0.00 0.00 0.005 0.005 MH-52 0.0 0.00 10.00 0.00 0.00 0.003 0 .003 MH-53 0.0 0.00 10 .00 0.00 0.00 0.003 0.003 MH-54 0.0 0.00 1 0.00 0.00 0.00 0.008 0.008 MH-55 0 .0 0.00 1 0.00 0.00 0.00 0.010 0.010 MH-56 0.0 0.00 1 0.00 0.00 0.00 0.012 0.012 MH-57 0.0 0.00 10.00 0.00 0.00 0.018 0 .018 MH-58 0.0 0.00 1 0.00 0.00 0.00 0.003 0 .003 MH-59 0.0 0.00 1 0.00 0.00 0.00 0.005 0.005 MH-60 0.0 0.00 1 0.00 0.00 0.00 0.015 0.015 MH-61 0.0 0.00 1 0.00 0.00 0.00 0.007 0.007 MH-62 0.0 0.00 1 0.00 0.00 0.00 0.010 0.010 MH-63 0.0 0.00 1 0.00 0.00 0.00 0.099 0.099 MH-64 0.0 0.00 1 0.00 0.00 0.00 0.119 0.119 ----------------------------------------------------------------------------- mulative Junction Discharge Computations =============================================================================== Node Weighted Cumulat. Cumulat. Intens. User Additional Total Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- MH -1 CircMh 0.000 0.00 0.00 0.00 0.003 0.00 0.003 MH-2 CircMh 0.000 0.00 10.09 6.30 0.017 0.00 0.017 MH-3 CircMh 0.000 0 .00 18.11 4.69 0.307 0.00 0.307 MH-4 CircMh 0.000 0.00 19.55 4.49 0.320 0.00 0.320 MH-5 CircMh 0.000 0.00 20.38 4.38 0.327 0.00 0.327 MH-6 CircMh 0.000 0.00 22.03 4.19 0.340 0.00 0.340 MH-7 CircMh 0.000 0.00 23 .70 4.01 0.353 0.00 0.353 MH-8 CircMh 0.000 0.00 24.68 3.91 0.365 0.00 0.365 MH-9 CircMh 0.000 0.00 25 .98 3.79 0.375 0.00 0.375 MH-10 CircMh 0.000 0.00 28 .76 3.56 0.520 0.00 0.520 MH-11 CircMh 0.000 0.00 29.65 3.49 0.537 0.00 0.537 MH-12 CircMh 0.000 0.00 31. 43 3.36 0.555 0.00 0.555 MH-13 CircMh 0 .000 0.00 33.22 3.24 0.565 0.00 0.565 MH-14 CircMh 0.000 0.00 34.52 3.16 0.670 0.00 0.670 MH-15 CircMh 0.000 0.00 35.51 3.11 0.670 0.00 0.670 MH-16 CircMh 0.000 0.00 37.48 3.00 0.685 0.00 0.685 MH-1 7 CircMh 0.000 0.00 38.63 2.94 0.719 0.00 0.719 MH-18 CircMh 0.000 0.00 39.44 2.90 0.766 0.00 0.766 MH-19 CircMh 0.000 0.00 41. 34 2 .81 1.173 0.00 1.173 Page 2 stmOutput MH-20 CircMh 0 .000 0 .00 41 .93 2.78 1.183 0 .00 1.183 -21 CircMh 0.000 0.00 42 .70 2.75 1 .188 0.00 1.188 -22 CircMh 0 .000 0 .00 43 .36 2.72 1 .188 0.00 1.188 MH-23 CircMh 0 .000 0.00 45.23 2.64 1. 267 0 .00 1.267 MH-24 CircMh 0.000 0 .00 45.76 2 . 62 1. 267 0 .00 1. 267 MH-25 CircMh 0.000 0.00 46.07 2 .61 1.267 0 .00 1. 267 MH-26 CircMh 0.000 0.00 10 .00 6.33 0 .258 0 .00 0.258 MH-27 CircMh 0 .000 0.00 12 .71 5 .65 0.318 0.00 0 .318 MH-28 CircMh 0.000 0.00 13 .85 5.41 0.318 0 .00 0.318 MH-29 CircMh 0.000 0.00 14.77 5.23 0 .324 0 .00 0 .324 MH-30 CircMh 0.000 0.00 17 .61 4.76 0.324 0 .00 0 .324 MH-31 CircMh 0.000 0.00 19.10 4.55 0 .324 0.00 0 .324 MH-32 CircMh 0.000 0 .00 19.79 4.46 0.344 0 .00 0.344 MH-33 CircMh 0.000 0 .00 21.51 4.25 0 .351 0.00 0.351 MH-34 CircMh 0.000 0 .00 23.88 3.99 0.364 0 .00 0.364 MH-35 CircMh 0.000 0.00 0.00 0.00 0 .040 0.00 0 .040 MH-36 CircMh 0.000 0.00 0.00 0 .00 0 .007 0.00 0 .007 MH-37 CircMh 0 .000 0.00 10 .00 6.33 0 .013 0 .00 0 .013 MH-38 CircMh 0.000 0.00 10.00 6.33 0.026 0 .00 0 .026 MH-39 CircMh 0.000 0.00 0.00 0 .00 0.010 0.00 0.010 MH-40 CircMh 0.000 0.00 0 .00 0 .00 0 .117 0.00 0 .117 MH-41 CircMh 0 .000 0.00 10.00 6.33 0.126 0 .00 0.126 MH-42 CircMh 0.000 0.00 0 .00 0.00 0.152 0 .00 0.152 MH-43 CircMh 0 .000 0.00 10.00 6.33 0 .152 0 .00 0.152 MH-44 CircMh 0 .000 0.00 0 .00 0 .00 0.010 0.00 0.010 MH-45 CircMh 0 .000 0 .00 10 .00 6 .33 0.050 0.00 0 .050 -46 CircMh 0 .000 0 .00 10.00 6 .33 0.093 0.00 0.093 47 CircMh 0 .000 0 .00 0.00 0.00 0 .013 0 .00 0.013 -48 CircMh 0 .000 0 .00 0.00 0 .00 0 .003 0.00 0.003 MH-49 CircMh 0 .000 0 .00 10.00 6.33 0.007 0 .00 0 .007 MH-50 CircMh 0 .000 0 .00 10.00 6 .33 0 .012 0 .00 0.012 MH-51 CircMh 0.000 0.00 10.00 6.33 0.017 0.00 0.017 MH-52 CircMh 0 .000 0.00 10.00 6.33 0.020 0 .00 0 .020 MH-53 CircMh 0.000 0.00 0.00 0.00 0 .003 0.00 0.003 MH-54 CircMh 0.000 0.00 0.00 0 .00 0.008 0 .00 0.008 MH-55 CircMh 0 .000 0 .00 10.00 6.33 0 .018 0.00 0.018 MH-56 CircMh 0.000 0 .00 10.00 6 .33 0 .030 0 .00 0 .030 MH-57 CircMh 0 .000 0 .00 10.00 6.33 0.048 0.00 0 .048 LS CircMh 0 .000 0 .00 46.07 2 .61 1. 267 0 .00 1 .267 MH-58 CircMh 0 .000 0.00 10.00 6 .33 0 .258 0 .00 0.258 MH-59 CircMh 0 .000 0 .00 10.00 6.33 0.255 0.00 0.255 MH-60 CircMh 0.000 0.00 10 .00 6.33 0 .151 0.00 0.151 MH-61 CircMh 0.000 0.00 10 .0 0 6.33 0 .136 0 .00 0.136 MH-62 CircMh 0.000 0 .00 0.00 0.00 0 .010 0 .00 0.010 MH-63 CircMh 0.000 0 .00 0.00 0.00 0 .099 0 .00 0.099 MH-64 CircMh 0.000 0 .00 0.00 0.00 0 .119 0 .00 0 .119 --------------------------------------------------------------------------------- Conveyance Configuration Data ================================================================================== Page 3 Run# 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 Node I .D. US OS MH-1 MH-2 MH-2 MH-3 MH -3 MH-4 MH-4 MH-5 MH -5 MH-6 MH-6 MH-7 MH-7 MH-8 MH-8 MH-9 MH-9 MH-10 MH-10 MH-11 MH-11 MH-12 MH-12 MH-13 MH-13 MH-14 MH-14 MH-15 MH-15 MH-16 MH-16 MH-17 MH-17 MH-18 MH-18 MH-19 MH-19 MH-20 MH-20 MH-21 MH-21 MH-22 MH -22 MH-23 MH-23 MH-24 MH-24 MH-25 MH-25 LS MH-26 MH-27 MH-27 MH-28 MH-28 MH-29 MH-29 MH-30 MH-30 MH-31 MH-31 MH-32 MH-32 MH-33 MH-33 MH-34 MH-34 MH-19 MH-35 MH-18 MH-36 MH-37 MH-37 MH-38 MH -38 MH-17 MH-39 MH-11 MH-40 MH-41 MH-41 MH-10 MH-42 MH-43 MH-43 MH-3 MH-44 MH-45 MH-45 MH-46 MH-46 MH-3 MH-47 MH-45 Flowline Elev. US DS (ft) (ft) 328 .39 316.64 313.40 312 .15 311 .31 309 .77 308.19 307 .20 305 .93 303 .29 302 .30 300 .37 299 .25 298 .40 297.70 296 .40 295 .60 295 .00 293 .70 292 .30 290.40 288 .76 284 .39 283 .05 271 .11 302 .64 301.89 301 .22 300 .66 299 .13 298 .28 297.84 296 .86 295.55 295.96 303.59 300 .68 297.90 308 .00 305.1 5 304.25 314.59 314.1 6 330.30 321.71 316 .61 322.89 3 1 6 .74 313 .50 312.25 311. 41 309.87 308 .29 307.30 3 06.03 303 .39 302.40 30 0.54 299.35 298 .50 297 .80 296 .50 295.70 295 .10 293 .80 292 .40 290 .50 2 88.86 2 84.49 283 .15 282 .36 2 71. 00 301. 99 301 .32 3 0 0 .76 299.23 298 .38 297 .94 296.96 295 .65 293 .86 295.33 300 .78 298 .00 295.93 3 0 4 .28 304 .35 303.39 314.26 313.50 321.81 316.71 313 .67 322.20 stmOutput Shape # Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Page 4 Span (ft) 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0.00 0.00 0 .00 0.00 0 .00 0 .00 0.00 0 .00 0.00 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0.00 0.00 0.00 0 .00 0 .00 Rise (ft) 0.67 0.67 0 .67 0 .67 0.67 0 . 67 0.67 0.67 0.67 0.67 0 .67 0.83 0.83 0 .83 0 .83 0 .83 0 .83 0 .83 0 .83 0.83 0.83 0.83 0 .83 0.83 1. 00 0 .67 0.67 0.67 0 .67 0.67 0.67 0.67 0 .67 0.67 0.50 0.50 0 .50 0.50 0.50 0 .67 0 .67 0.67 0.67 0.50 0 .50 0.50 0 .50 Length (ft) 582 .37 499.00 202 .24 121 .99 241.44 246 .37 147 .45 196.23 422.47 147.73 295 .04 256 .72 188.82 149.65 298 .28 175.36 124 .67 298.65 139 .67 186 .82 161.35 450.41 130 .50 74 .19 10 .00 162 .75 143.59 115.30 355.67 187.88 86 .22 218 .72 304.23 421. 50 79.73 280.68 267.72 197 .55 252 .96 200.60 214.24 82 .72 166.00 396.50 499.51 294.82 68.50 Slope ( % ) 2.00 0.63 0 .57 0.61 0.60 0 .60 0.60 0.60 0.60 0.60 0.60 0 .40 0.40 0 .40 0.40 0.40 0.40 0 .40 0 .93 0 .96 0.95 0.95 0.95 0 .93 1.10 0. 40 0. 40 0 .40 0.40 0.40 0.39 0.40 0.40 0.40 0.79 1. 00 1. 00 1. 00 1. 47 0.40 0. 40 0.40 0.40 2.14 1. 00 1. 00 1. 01 n value 0 .013 0 .013 0.013 0 .013 0 .013 0.013 0.013 0.013 0.013 0 .013 0 .013 0.013 0 .013 0 .013 0.013 0 .013 0.013 0.013 0.013 0.013 0.013 0.013 0 .013 0.013 0.013 0.013 0.013 0.013 0 .013 0 .013 0.013 0 .013 0 .013 0 .013 0.013 0.013 0 .013 0.013 0.013 0.013 0.013 0 . 013 0.013 0.013 0 .013 0.013 0.013 stmOutput MH-48 MH-49 303.30 302.59 Circ 1 0.00 0.50 71.12 1. 00 0.013 MH-49 MH-50 302.49 301.01 Circ 1 0.00 0.50 147.95 1. 00 0.013 MH-50 MH-51 300.91 299.44 Circ 1 0.00 0.50 147.46 1. 00 0.013 51 MH-51 MH-52 299 .34 297.87 Circ 1 0.00 0.50 147 .05 1. 00 0.013 52 MH-52 MH-32 297.60 296.96 Circ 1 0.00 0.67 159.13 0.40 0.013 53 MH-53 MH-29 302 .46 300.92 Circ 1 0.00 0.50 153.25 1. 00 0.013 54 MH-54 MH-55 308.74 307.67 Circ 1 0.00 0.50 136.07 0.79 0.013 55 MH-55 MH-56 307.57 305.87 Circ 1 0.00 0.50 216.39 0.79 0.013 56 MH-56 MH-57 305 .77 303.12 Circ 1 0.00 0.50 338.40 0.78 0.013 57 MH-57 MH-27 302.95 301. 99 Circ 1 0.00 0.67 239.11 0.40 0.013 58 MH-58 MH-26 303.37 302.89 Circ 1 0.00 0.67 118.88 0.40 0.013 59 MH-59 MH-58 304.86 303.54 Circ 1 0.00 0.50 166.18 0.79 0.013 60 MH-60 MH-59 306.34 304.96 Circ 1 0.00 0.50 172.27 0.80 0.013 61 MH-61 MH-60 308 .46 306.44 Circ 1 0.00 0.50 251. 99 0.80 0.013 62 MH-62 MH-61 310.10 308.56 Circ 1 0.00 0.50 154.44 1. 00 0.013 63 MH-63 MH-59 307.00 304.96 Circ 1 0.00 0.50 204.68 1. 00 0.013 64 MH-64 MH-61 309.96 308.56 Circ 1 0.00 0.50 175.68 0.80 0.013 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tailwater = 0.000 (ft) ================================================================================== Hydraulic Gradeline Depth Velocity June Run# us Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) ( % ) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) ---------------------------------------------------------------------------------- * 328.41 316.76 0 .000 0.02 0.02 0.96 0.96 0.00 1. 73 0.000 316.70 313.67 0.000 0.06 0.17 1. 04 0.24 0.02 0.97 0.000 3* 313.67 312.52 0.063 0.27 0.27 2.35 2.35 0.31 0.92 0.000 4* 312.42 311.68 0.068 0.27 0.27 2.45 2.45 0.32 0.95 0.000 5* 311.58 310.14 0.071 0.27 0.27 2.43 2.43 0.33 0.95 0.000 6* 310.05 308.57 0.077 0.28 0.28 2.47 2 .47 0.34 0.95 0.000 7 308.47 307.58 0.083 0.28 0.28 2.50 2.50 0.35 0.95 0.000 8 307.49 306.30 0.089 0.29 0.29 2.52 2.52 0.37 0.95 0.000 9 306.22 303.66 0.094 0.29 0.29 2.53 2.53 0.37 0.95 0.000 10* 303.64 302.75 0.180 0.35 0.35 2.76 2 .76 0.52 0.95 0.000 11* 302.66 300.90 0.192 0.36 0.36 2.77 2 .77 0 .54 0.95 0.000 12 300.74 299.68 0.066 0.37 0.37 2.38 2.38 0.56 1. 37 0.000 13 299.62 298.82 0.068 0.37 0.37 2.43 2.43 0.56 1. 37 0.000 14 298.81 298 .14 0.095 0 .41 0.41 2.53 2 .53 0.67 1. 37 0.000 15 298.11 296.84 0.095 0.41 0.41 2.53 2.53 0.67 1. 38 0.000 16 296.82 296.09 0.100 0.42 0.42 2.53 2.53 0.68 1. 37 0.000 17 296.03 295.47 0.110 0.43 0.43 2.56 2.56 0.72 1. 37 0.000 18 295.44 294.18 0 .125 0.44 0.44 2.62 2.62 0.77 1. 37 0.000 19* 294.14 292.84 0.293 0.44 0.44 3.98 3.98 1.17 2.09 0.000 20* 292.74 290.94 0 .298 0.44 0.44 4.05 4.05 1.18 2 .13 0.000 21* 290.84 289.30 0.300 0.44 0.44 4.03 4.03 1.19 2.12 0.000 22* 289.20 284.93 0.300 0.44 0.44 4.03 4.03 1.19 2.11 0.000 23* 284.85 283.61 0.341 0.46 0.46 4.08 4.08 1.27 2.11 0.000 24* 283.52 282.83 0.341 0.47 0.47 4.04 4.04 1. 27 2.09 0.000 25* 271.51 271. 40 0.126 0.40 0.40 4.31 4.31 1. 27 3.74 0.000 Page 5 stmOutput 26 302 .91 302.20 0.045 0 .27 0.27 1 .97 1.97 0 .26 0.77 0.000 302.19 301.61 0 .067 0.30 0.30 2.09 2.09 0.32 0.77 0.000 301.52 301.05 0 .067 0.30 0.30 2.09 2.09 0.32 0.77 0.000 29 300.96 299 .52 0 .070 0.30 0.30 2.09 2.09 0.32 0.78 0.000 30 299.43 298.67 0 .070 0.30 0.30 2.09 2.09 0.32 0 .77 0.000 31 298.58 298.23 0 .070 0.30 0.30 2.09 2.09 0.32 0.77 0.000 32 298.15 297.25 0.079 0.31 0.31 2.12 2.12 0.34 0.78 0 .000 33 297.18 295.93 0 .082 0.32 0.32 2.14 2 .14 0.35 0 .77 0.000 34 295.87 294.14 0.088 0.32 0.32 2.15 2.15 0 .36 0.78 0.000 35* 296 .05 295 .44 0.005 0.09 0.11 1.53 1 .22 0 .04 0.50 0.000 36* 303.63 300.82 0.000 0.04 0.04 0.97 0.97 0 .01 0 .56 0.000 37* 300 .73 298 .05 0 .001 0.05 0.05 1.16 1 .16 0.01 0.56 0.000 38* 297.97 296 .03 0.002 0 .07 0.10 1.48 0 .97 0.03 0.56 0.000 39* 308.04 304.32 0 .000 0.04 0.04 1.25 1 .25 0.01 0.68 0.000 40* 305.33 304 .53 0 .009 0 .18 0.18 1.60 1.60 0 .12 0.77 0 .000 41* 304.43 303.64 0.011 0.18 0.25 1.61 1.03 0.13 0 .78 0.000 42* 314 .7 9 314.46 0.015 0.20 0.20 1.70 1.70 0.15 0.77 0.000 43* 314.36 313.70 0.015 0 .20 0.20 1.70 1.70 0.15 0.77 0.000 44* 330.34 321 .85 0.000 0.04 0 .04 1.45 1.45 0.01 0.82 0.000 45* 321.81 316.81 0.008 0.10 0.10 1 .76 1.76 0.05 0 .56 0.000 46* 316.75 313 .81 0.027 0 .14 0.14 2.10 2 .10 0.09 0.56 0.000 47* 322.94 322.25 0 .001 0.05 0.05 1 .16 1.16 0.01 0 .56 0.000 48* 303.33 302 .62 0 .000 0.03 0.03 0.75 0.75 0 .00 0.56 0.000 49* 302.53 301.05 0 .000 0 .04 0.04 0 .97 0 .97 0.01 0 .56 0 .000 50* 300.96 299.49 0.000 0.05 0.05 1 .14 1 .14 0.01 0.56 0.000 51* 299 .40 298 .15 0.001 0.06 0.28 1 .25 0.14 0.02 0.56 0.000 298 .15 298.15 0 .000 0.07 0.67 0.94 0.06 0.02 0.78 0.000 * 302.49 300.96 0.000 0.03 0.04 0 .75 0.40 0 .00 0.56 0.000 308.78 307.71 0.000 0.04 0.04 0 .95 0.95 0.01 0.50 0.000 307.64 305.94 0.001 0.07 0.07 1.20 1.20 0.02 0.50 0 .000 56* 305.85 303 .20 0.003 0.08 0.08 1.39 1.39 0.03 0.50 0.000 57* 303.06 302 .19 0 .002 0.11 0 .20 1.23 0.55 0.05 0 .78 0.000 58 303.64 303 .10 0 .045 0.27 0.27 1 .97 1 .97 0.26 0.78 0.000 59* 305.11 303 .79 0 .206 0.25 0.25 2.56 2.56 0 .26 0.50 0.000 60* 306 .53 305.15 0 .073 0 .19 0 .19 2.23 2.23 0.15 0.50 0.000 61* 308 .64 306 .62 0 .059 0 .18 0.18 2.17 2.17 0.14 0.50 0.000 62* 310.15 308.64 0.000 0 .05 0.08 1.10 0.52 0.01 0.56 0.000 63* 307 .14 305.11 0.031 0.14 0.15 2 .16 1.94 0.10 0.56 0.000 64* 310 .13 308.73 0.045 0 .17 0.17 2.09 2.09 0.12 0.50 0.000 ===================================END============================================ * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project : Runoff Frequency of: 2 Years Tailwater set to uniform depth elevation= 271 .40(ft) Drop flowline elevation . Downstream HGL set to uniform depth elevation at Run# 24 Drop flowline elevation . Downstream HGL set to uniform depth elevation at Run# 37 Page 6 stmOutput Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 36 op flowline elevation. Downstream HGL set to uniform depth elevation at Run# 50 op flowline elevation. Downstream HGL set to uniform depth elevation at Run# 49 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 48 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 39 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 55 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 54 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 46 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 1 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 47 Page 7