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HomeMy WebLinkAbout35 Development Permit 594 Levtex HotelDEVELOPMENT PERMIT PERMIT NO . 594 LEVIBX HOTEL FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 1, Block 1 of the Wheeler Subdivision Phase II OWNER: / Any trees required to be protected by ordinan or as part of the landscape plan must be completely fenced before any operations of this permit can be · . This permit, being temporary, is vali only within sixty (60) days of the date shown below, and is not intended to allow the complete dev opment of the site as proposed. Any work performed after the expiration of this permit is not cov ed, and is considered unauthorized . In accordance with Chapter of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris om construction, erosion, and sedimentation shall not be deposited in city facilities . rmit for development of an area inside the special flood hazard area. All in accordance with the plans and specifications submitted to and approved by the development permit application for the above named project and all of the codes and I hereby grant this development shall City Engineer in ordinances i of ollege Station that apply. Date Owner Date Contractor Date .. DATE: TO: FROM: TRANSMITTAL LETTER McCLURE ENGINEERING, INC. 1722 Broadmoor, Suite 210 Bryan, Texas 77802 (409) 776-6700 Fax: (409) 776-6699 February 3, 1999 Mrs. Natalie Ruiz Development Coordinator CITY OF COLLEGE STATION Michael R. McClure, P.E., R.P.L.S. PROJECT NAME: BA YMONT INN & SUITES COMMENTS: Attached please find the following items for the above referenced project: 1. Letter to Veronica Morgan, P .E. concerning fire flow analysis 2. 2 Staff redlined sets of Civil/Site Plans , • 3. 6 Sets of Revised Civil/Site Plans -I ...,,}; 96-UUW-• ciJt}_,~ 4. 2 Additional copies of Site Plan only 5. 2 Additional sets of o:ffsite water line plans j • • McCLURE ENGINEERING, INC.------- February 2, 1999 Mrs . Veronica Morgan, P .E . Assistant City Engineer City of College Station P.O . Box 9960 College Station, TX 77842 RE : Baymont Hotel Fire Flow Analysis Dear Veronica: We are presently working with the developer of the Baymont Hotel that will be located between Tarrow and Lincoln Avenue on the south side of University Drive. The proposed site is adjacent to the Quality Suites Hotel. The College Station Public Utilities Department recently ran a flow test on the fire hydrant located at the comer of Lincoln and University Drive. This hydrant produced a flowrate of 1095 gpm under a static pressure of 88 psi with a residual pressure of 80 psi . The water system between the fire hydrant and the hotel site will have 607 linear feet of 8" PVC pipe . U sing a Hazen-Williams "C" value of 150 and a flowrate of 1185 gpm (1000 gpm-fire, 170 gpm-domestic, and 15 gpm-irrigation) the computed frictional head loss for the system is 6 psi . Minor head losses in the line are negligible . There is a 10 ft . vertical rise in elevation from the hydrant to the proposed building . These factors combine to produce a residual pressure of 74.4 psi at the foundation of the building under fire flow conditions . If you have questions regarding may calculations I will be happy to address them with you . This information has been conveyed to the mechanical engineer that is designing the sprinkler system for this building . Sincerely, 1722 Broadmoor , Suite 210 • Bryan , Texas 77802 • (409) 776-6700 • FAX (409) 776-6699 DATE: TO: TRANSMITTAL LETTER McCLURE ENGINEERING, INC. 1722 Broadmoor, Suite 210 Bryan , Texas 77802 (409) 776-6700 Fax: (409) 776-6699 October 22, 1998 Mrs. Natalie Ruiz Assistant Development Coordinator CITY OF COLLEGE STATION FROM: Michael R. McClure, P.E., R.P.L.S. PROJECT NAME: BA YMONT INN AND SUITES Lot 1, Block 1, Wheeler Subdivision, Phase Two COMMENTS: Attached please find the following: 1. Three ~ s~ts of Civil Site Construction Plans with revised Site Plan and Grading Plan included. 2. Two (2) copies of Drainage Report 3.:::-Staff R e d-lj ned. Sit e Platt: ·. Figure XU Development Permit City oC College Station, Texas .Site Legal Description : WHEELER SUBDIVISION, PHASE II, Lot 1 , Block 1 766Q Wcx:x:1way Or., Suite 460 Site Owner: LEVTEX HOI'EI,VENTURES, INC. Address: Houston, 'I< T1063 Engineer: McClure Engineering, Inc. Date Application Filed : --------- Tel .ephone : 71 J 268-371 3 · · 1 722 Broaaincor, Suite 21 0 Address: Brvan. TX 77802 Telephone No : _.!..77.!..6,,_-_,6~7,_,0"'0,__ ____ _ Add ress : ------------- Telephone No:----------- Approved: ------------ App lication is hereby made for the followi ng development specific waterway alterations : Erosion control olan only. No alterations to the waterway or flccdolain are included wit.1-i this phase. of the project. ~ Applicationfee ($100.00) ~ Signed Certifications 51 Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. 0 Site and Construction Plans, with supporting Drainage Report two (2) copies each. 0 Other:---------------------------- ACKNOWLEDGrvtENTS: I, L~ , ~~owner, hereby acknowledge or affirm that: The information and conclusions contained in the abo.:,,e plans and supporting documen ts c c mply with the curren.t requirements of the Ci ty of College Station, Texas City Co d e, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this pe:-m it a p pliCJ.tio n., I agree to construct the improveme n ts proposed in . s a.pp~t i on according to thes e do cuments and th e requirements of Chapter l J of ~:r~e (/P~ clwner(s) Contractor Figure XrI Continued CERTrFlCA TlONS : (for proposed alterations within designated flood hazard areas.) A. I, 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 B. I. certify that the finished floor eleva tion 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 Feder:il Insurance Administration Flood HJ.z:i.r d Study and maps, as amended . Engineer Date C. I, Fa1t. M. Ia.za certify that the alterations or development covered by this permit shall not diminish the floqd-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 flood ways and of floodgges j ,~;f ~ Engineer () Date r. do certify that the proposed alterations do not raise t he level of the 100 year flood above elevation establ ished in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of appro val:-------------------- I n a cco rdance w ith Chapter 13 of the Code of Ordinances of t he C ity of College Station, meJ.sures shall be taken to insure that debris from construct ion, erosion, and sedimentation s hall not be deposited in city streets, or existing drainage facilities . [hereby g ran t t his permit fo r development. All development sha ll be in ac c ord:ince with the plans and speciticJ.tions submitted to and approved by the City Engineer for the above named project. Al l o f the a pp lic J.ble codes and ordi nan ce:; o f the City of College Station shall apply . 1 .... .., .. .,..,.. .... ..._,1w .·11 LTHV #1, L.P. (COLLEGE STATION) 7660 WOODWAY, SUITE 460 HOUSTON , TEXAS 77063 COMERICA BANK· TEXAS HOU STON, TEXAS 32-75-1110 'PAY**ONE HUNDRED DOLLARS AND 00/100 ********** TO THE DATE ORDER OF CITY .OF COLLEGE STATION 07/16/98 APPLICATION FEE /DEVELOPMENT PERMIT ·::.-'.-51 AMOUNT **$100.00*' ···-·---------------·---·-··· ... ---~ LTl-iV #1, L.P. (COLLEGE STATJON) 51; 07/16/98 APPLICATION FEE / DEVELOPMENT PERMIT LTHV #1, LP. (COLLEGE STATION) Sey~ LEVTEX HOTEL VENTURES, INC. Memo Toe Natalie Ruiz From: Mike Harp CC: Mike Mcaure Data: 12107198 Re: Site Plan requirements for Baymont Inn & Suites Natalie, I am erdosing a check for three hundred dollars for the inspection fee as per the requirements of your letter dated October 16, 1998. I am also sending you a oopy of the Del/eloµnent Permit Application signed by the 01M1er of our company which you should have on file. We have already sent a one hundred dcilar check 'Mth the application (see COfJ11 of check). We are 'M)OOng on all the requirements to achieve Site Plan approval. We should have these completed very soon. Thanks! ?b°1!cf~oU w:iy Drive #460, l-lvuscon Tc::<Js 7/l)nj • 7lJ/'26:i-37l6 • F:i :c 7lJ/'268-J7'2J . E -m:iil: mhJrp@lcvco r .com • McCLURE ENGINEERING, INC. July 31 , 1998 Mr. Paul Kaspar Department of Development Services City of College Station P .O . Box 9960 College Station, Texas 77842 Re : Resubmittal for Levtex Hotel Development Permit Dear Paul : Enclosed are two revised drawings for the temporary development permit for the Levtex Hotel on University Drive. When making the corrections you requested last time, we discovered there were two versions of the site plan that did not match . We had to change our drawing accordingly. The plan you see with this submittal is taken from the final plat prepared by Kling Engineering. I believe I have included the comments you requested . Call me if you have questions . SIZ-:J:o Kent Laza, P .E. 1722 Broadmoor, Suite 21 O • Bryan , Te x as 77802 • (409) 776-6700 • FAX (409) 776-6699 -v"(~Slf McCLURE ENGINEERING, INC.---------... July 17 , 1998 Mr. Paul Kaspar City of College Station P .O . Box 9960 College Station, Texas 77842 Re : Levtex Hotel Development Dear Paul: Enclosed is a development permit application for the Levtex Hotel Development on University Drive . Along with the application are two drawings of the erosion control plan and a check for $100 . We are requesting a temporary development permit to allow the developer to begin site clearing . As the project evolves, the site plan and construction draw ings will be submitted showing more detailed information about the development. Please contact me if you have questions or when the permit is issued . Thank you . s2'-l Kent Laza, P .E . r Project Manag er attachment s xc : Larry Levine 1722 Broadmoor, Suite 210 • Bryan , Texas 77802 • (409) 776-6700 • FAX (409) 776-6699 . I. -~ . Figure Xli Development Permit City of College Station, Texas Site Legal Description: WHEELER SUBDIVISION, PHASE II, .. Lot 1, Block 1 766Q Wcx::xlway Dr., Suite 460 Site Owner: LEVTEX HOI'ELVENTURES, INC. Address : Houston, 'I:{ 7"1063 Engineer: Mc'Clure Engineering; Inc. Date Application Filed : ________ _ Telephone: 713 268-3713 1722 Broadrroor, Suite 210 Address: Bryan, TX 77802 Telephone No : _ _._77-'-'6"--_,6~7~0~0 _____ _ Address : ------------- Te I e phone No : ------~---- Approved : ___________ _ Application is he reby made for the following development specific waterway alteration s : Erosion control plan only. No alterations to the waterway or floodplain are included with this pl)ase.of the project. !» Application Fee ( $1 00. 00) Qi Signed Certifications ra Drainage and erosion control plan, with supporting Drainag e Report two (2) copies each . 0 Site and Construction Plans, with supporting Drainage Report two (2) copies each . 0 Other: ------------------------------- ACKNOWLEDGMENTS : , ~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 College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improve ments proposed in . pr tion according to these documents and the requirem e nt s of Chapter 13 o f t Co ge S ity Code . Contractor Figure Xfl Continued CERTrFfCATlONS : (for proposed alterations within designated flood hazard areas.) A. I, 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, 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, ~ M. I.az.a certify that the alterations or development covered by this permit shall not diminish the floqd-carrying capacity of the watecway 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 flood ways and of floodway r· ges . Date I, do certify that the proposed alterations do not raise the level of the l 00 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 . I hereby grant this .permit for development. AJI development shall be in acrnrdance with the plans and specification s submitted to and approved by the City Engineer for the above named project. All of th e appli ca bl e codes and ordinances of th e City of College Station shall apply . Figure XU- Devdopment Permit City _ of College Station, Tex:as Site Legal Description: WHEELER SUBDIVISION, PHASE II , .. Lot 1, Block 1 766Q Wocx:lway Dr., Suite 460 Site Owner: LEVrEX HOI'ELVEN'IURES, INC. Address : Houston, 'LC Tt063 Telephone: -713 268-3713 Engineer: McClure Engineering; Inc. Date Application Filed : ________ _ 1722 Broadrocx:>r, Suite 210 Address: Bryan, TX 77802 Telephone No : _J_7_L76!.L-::ci6.u7~0""0'------- Address: ------------- Te I e phone No : ------~---- Approved : ___________ _ Application is hereby made for the following development specific waterway alterations : Erosion control plan only. No alterations to the waterway or flocx:lplain are included with this pl}.ase.pf the project. ra Application Fee ($100.00) 0 Signed Certifications ra Drainage and erosion control plan, with supporting Drainage Report two (2) copies each _ 0 Site and Construction Plans, with supporting Drainage Report two (2) copies each . 0 Other: ------------------------------- ACKNOWLEDGMENTS : , ~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 College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in . pl' tion according to these documents and the requirements of Chapter 13 of t Co ge S ity Code _ Contractor I ... Figure XrI Continued CERTIFICATlONS: (for proposed alterations within designated flood hazard areas.) A. I, 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, 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 late st Federal Insurance Administration Flood Hazard Study and maps , as amended . Engineer Date C. I, :&nl::. M. Laza certify that the alterations or development covered by this pennit shal.l not diminish the floqd,carrying capacity of the waterway adjoining or crossing this pennitted site and that such alterations or development are consistent with requirements of ·the City of College Station City Code, Chapter 13 concerning encroachments of flood ways and of floodway r· ges . Date I, do certify that the proposed alterations do not raise the level of the l 00 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 . I hereby grant this .permit for development. 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 C ity of College Station shall apply . File Note I For Additional Documentation On This Project Check In The "CONFIDENTIAL BINDER" KLING ENGINEERING AND SURVEYING 4103 Texas Avenue, Suite 212 Bryan , Texas 77802 ATTENTION WE TRANSMIT : 0 Under Separate Cover mnclosed VIA : O Mail ~essenger 0 Federal Express 0 Express Mail 0 Special Courier 0 Picked Up By Your Office NO. 7 HO/..A ;VJ 111.)m......, I Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-8252 DATE 0 THE FOLLOWING : 0 Prints O Copies D Originals O Plat 0 Field Notes D Plans fi(l_Report 0 Estimate O Cut Sheets PR O JECT NO. PRO J ECT N AME REFE RENCE 0 Computer Printou t D File 0 Contract 0 DESCR IPTION ~ ~Aji6".:,:f--l?e--,-,, - P.O. Box 4234 Bryan, Texas 77805 ~j)/t/t SI utJ H.t Z FOR : 0 Your Review & Approval ~our Review & Commen t 0 Your Review & Distribution 0 Your Review, Revision & Return 0 Your Signature & Return 0 Your File and /or Use O As Request ed By : 0 Please Acknowl edge Rece ipt of Enclosures 0 Please Return Enclosures To Us 0 Copies Of Th is Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once . PRELIMINARY DRAINAGE REPORT FOR LOT 1, BLOCK 1, WHEELER SUBDIVISION PHASE 2 Richard Carter Survey, A-8 College Station, Brazos County, Texas June 29, 1998 PREPARED FOR: Bert Wheelers Inc. 10665 Richmond Houston , Texas 77042 PREPARED BY: Kling Engineering & Surveying 4013 Texas Ave., Suite 212 Bryan, Texas 77802 ( 409) 846-6212 Preliminary Drainage Report for Lot 1, Block 1, Wheeler Subdivision -Phase 2 Richard Carter Survey, A-8 College Station, Brazos County, Texas June 29, 1998 GENERAL LOCATION & DESCRIPTION: Lot 1, Block 1 of the Wheeler Subdivision -Phase 2 consists of a two acre tract of land lying adjacent to the southern right of way line for University Drive (F.M . 60) approximately 337' west of the Lincoln Avenue I F.M . 60 intersection. Currently , the lot is vacant. Existing land cover consists of field grasses and brush with a few trees. The site drains in a southeasterly direction to the nearby East Tributary to Burton Creek (see Appendix 1 "General Location Map" and 2 "Final Plat" for map). The site is currently within the 100 year floodplain according to the FEMA Flood Insurance Rate Map (FIRM) for Brazos County , Texas and Incorporated Areas, Community Number 480083, Panel Number 0142 C, Map Number 48041 C0142 C, effective date July 2, 1992 (see Appendix 3 "Flood Insurance Rate Map"). It has a floodplain designation of, "Zone A-Special Flood Hazard Areas Inundated By 100-Year Flood -No base flood elevations determined". Current development plans involve a Letter of Map Revision for the East Tributary to Burton Creek that will eliminate floodplain from Lot 1, Block 1 by the channelization of a portion of the creek. Proposed improvements include a hotel/motel establishment of the same character as currently developing projects within the University Drive Corridor. Previous studies for the area include: 1) Kling Engineering & Surveying, Floodplain Analysis for East Tributary to Burton Creek Just Above Confluence with Carters Creek, June, 1998 . The purpose of this study was to establish the elevation of the 100 year floodplain water surface and define a floodway for the East Tributary to Burton Creek. Included in this study was the analysis of proposed channel improvement and its effect on the floodplain . DRAINAGE BASINS & SUB-BASINS: The primary drainage basin for the area is the Burton Creek drainage basin . The Tributary drainage basin can be considered a sub-basin within the lower region of the Burton Creek drainage basin . The Tributary drainage basin is broken into 7 sub-basins according to flow patterns (refer to abovementioned Floodplain Analysis for further detail). Lot 1, Block 1 is accounted for in the Floodplain Analysis in drainage area DA-II of Sub-basin 7. The two acre site will be considered as a single drainage area with respect to stormwater runoff calculations for this report. DRAINAGE DESIGN CRITERIA: The City of College Station requires attenuation of excess stormwater runoff through the 100 year return event. The Rational Method was used to determine the stormwater runoff for existing and post-developed conditions. Detention requirements were calculated using the difference in peak runoff discharges for existing and post-developed conditions, from the 2, 5, 10, 25, 50 , and 100 year return storm events, incorporated into the Modified Rational Method. Detention pond routing was done using the Level Pool Routing Procedure combined with the appropriate hydraulic equations to model the outlet device. Excess runoff due to development will be attenuated off-site in a 0.39 acre private detention and drainage easement adjacent to the south lot line of the property (see Appendix 2 "Final Plat"). This report will document the management of stormwater runoff as a result of proposed development. Due to the lack of a final site development plan, conservative assumptions with respect to runoff will be made . Upon completion of a final site plan, an addendum to this drainage report will be submitted documenting that final conditions are within design parameters as set forth in this report . DRAINAGE ANALYSIS & DESIGN: The area was analyzed under existing and post-developed conditions to determine total peak runoff rate for the proposed improvements and total allowable peak runoff from the site (existing conditions). Based on a time of concentration of 10 minutes, intensities for the varying storm events were obtained using the Intensity-Duration-Frequency equation and coefficients corresponding to Brazos County as defined by the U.S. Weather Bureau (NWS) Technical Paper No. 40. Site area used is 2.001 acres with 'C' factors for existing and post-developed conditions of 0.25 and 0.81 respectively. In absence of a final development site plan, post developed 'C' was determined by assuming the entire two acre tract to be impervious with the exception of the required 24' landscape reserve adjacent to the F.M . 60 right of way . This assumption is conservative as it does not account for set-back or landscaped areas within the lot. The following table summarizes the peak runoff rates derived from the Rational Method for pre and post developed conditions. Table 1 Storm Return (yr) 2 5 10 25 50 100 Pre a (cfs) 3.2 3.8 4 .3 4.9 5.6 5.8 Post a (cfs) 10 .2 12.5 14.0 16 .0 18 .0 18.9 Required Atten . a (cfs) 7.0 8.7 9 .7 11 .1 12 .4 13 .1 *See Appendix 4 "Hydrologic Calculations" for computation As stated above, under proposed conditions, detention will be accomplished within an off- site detention easement accommodating runoff through the 100 year event. The detention pond will be adjacent to the improved channel for the Tributary with top of berm elevations at a minimum of 1' above the 100 year water surface elevation in the channel. The outlet works for the detention area will consist of a 1 O" PVC pipe at a 0.8% slope. The pipe outlet flowline will be at 288.9 . Overflow will be accommodated using a 15' long, grassed emergency spillway at elevation 291. 75 . Outfall for the 1 O" PVC pipe will be immediately adjacent to the improved channel. Minimum outfall flowline elevation will be set at 288 .5, approximately 0.5' above the 100 year floodway water surface elevation in the channel at outfall location. A post development, inflow hydrograph for the pond was generated using the Modified Rational Method to determine a storm duration that would require the greatest amount of storage volume (see Appendix 4 "Hydrologic Calculations" for summary print out). The Level Pool Routing procedure with the appropriate hydraulic equations for modeling the outlet works was used to route the design storm inflow hydrograph through the pond. Two scenarios were created to model the various storm events . Scenario 1 models the pond with the outlet works functioning properly as designed. Due to the small size of the outlet pipe, 1 O", the second scenario models the pond with the outlet pipe completely clogged . The follow ing table summarizes the peak elevations and discharges of the pond routing for each scenario . Table 2 Scenario 1 Scenario 2 Storm Return Peak Inflow Allowable Outflow Peak Outflow Peak Elev . Peak Outflow Peak Elev. (yr) (cfs) (cfs) (cfs) (cfs) 2 7.1 3.2 2.8 290 .5 0.0 290.90 5 8.3 3.8 3.1 290 .8 0.0 291 .10 10 9.2 4 .3 3.2 290 .9 0.0 291.30 25 10 .6 4.9 3.4 291 .0 0.0 291.50 50 11.8 5.6 3.5 291 .2 0.0 291 .70 100 12.3 5.8 3.6 291.3 0.0 291 .70 *See Appendix 5 "Detention Pond Routing" for computation . As shown above , peak outflow for Scenario 1 averages 3.3 cfs for the six design storm events . All excess runoff as a result of development is attenuated under optimal design conditions . The pond prov ides sufficient volume such that during completely clogged conditions, Scenario 2, water surface elevations do not reach the emergency spillway for the six design storm events. CONCLUSIONS: Post developed runoff rates were determined using an assumed worst case scenario for amount of impervious cover on the site . Design storm hydrographs were routed through a proposed detention pond which attenuated above the required amounts for all storm events . Due to the relatively small size of the outlet works , the design storm hydrographs were routed through the pond assuming fully clogged conditions . Under this scenario, it is shown that the water surface elevation in the pond does not exceed the elevation of the emergency spillway for any design storm event. However, storm events and physical conditions that may occur during a storm are variable and pond overtopping is possible due to the unbounded combinations of particular attributes that may affect pond performance . The emergency spillway provides for the controlled release of pond overflow. No adverse impact on downstream structures or property owners is expected from proposed improvements . APPENDICES 1) General Location Map -U.S.G.S. Quad 2) Final Plat -Wheeler Subdivision Phase 2 Lot 1, Block 1 3) Flood Insurance Rate Map - F.E.M.A. 4 ) Hydrologic Computations 5 ) Detention Pond Rout ing Computations k:lprojectslwhee ler81ph21t I \It I blk I . wpd APPENDIX 1 GENERAL LOCATION MAP -U.S.G.S. QUAD . APPENDIX 4 HYDROLOGIC COMPUTATIONS ·c · ~----:-1 --~+2 -~ ~ -4 ~--~--~ p~.r ;; _O. 25 ~ -C.tZA~!lcJC _ +---A.! ... ~--~ . _ --A'-~ _____ . I ' ' ' ! I !-------- -lc.<JO~/N ,'. 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I /.') :r ls~ ,'(, T .~so ___ ·- i,i» :-I/( (,'f 621~ ~------- 1 .: _$,Jo : 5,'6 -/0, z. c.~ -IZ 1 S = _141 I) - -//,, 0 = IB,~ ;. -/~.9 -------~-------------- I -1----- 1 1 - ---------·---------------- ! --L ----__ ._ -t--. - -l I -j ____ _...__ __ ----·- • I ......, -----. . ' --i-~ -·-·-I Job File: E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK Rain Dir: J:\HAESTAD\PPK6\UTIL\ ========================== JOB TITLE ========================== Wheeler Subdivision Phase 2 Lot 1, Block 1 -2.001 acre tract S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 12:34:04 Date: 06-29 -1998 Table of Content s Table of Contents ************ RATIONAL METHOD CALCS *********** C and Area LO T1,BLK1 POST ••••••..•••..••••..•• 1 .01 Mod. Rational Grand Sllllllary DETENTION EST1 ••••••.•••••••••••••• 1.02 Rational Peak Q's DETENTION EST 1 • • • • • • • • • • • • • • • • • • • • • 1. 03 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 12:34:04 Date: 06-29 -1998 Type ••.• C and Area Name .••. LOT1,BLK1 POST File •••• E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK Title ••. Lot 1, Block 1 Wheeler Subdivision Phase 2 -Post Developed Conditions RATIONAL C COEFFICIENT DATA Page 1.01 ......................................................................... ......................................................................... Lot 1, Block 1 Wheeler Subdivision Phase 2 -Post Developed Conditions Area c x Area Soil/Surface Description c acres acres ----------------------------------------........................... ........................... impervious .9000 1. 741 1.567 landscaped .2500 .260 .065 WEIGHTED c & TOTAL AREA ---> .8155 2 .001 1.632 ......................................................................... ········································································· S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 12:34:04 Date: 06-29 -1 998 Type ..•• Mod. Rational Grand SUlll11ary Name .••. DETENTION EST1 Page 1.02 File .•.• E:\HAESTAD\PONDPACK\PPK6\YHEELER\L&B1PH2\L1B1DET .PPK ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Surrrnary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ Q CiA * Units Conversion; Yhere Conversion 43560 / (12 * 3600) Area = 2.001 acres Tc = .1667 hrs ............................................................................. ............................................................................. VOLUMES Freq. Adjusted Duration a peak Allowable I Inflow Storage years 'C ' hrs in/hr cfs cfs I ac-ft ac -ft ------------------------------------------------------1--------------------- 2 5 10 25 50 100 .816 .816 .816 .816 .816 .816 S/N: HOMOL0863131 .3500 .3833 .4000 .4000 .4167 .4167 4 .3075 5.0657 5.6172 6.4481 7 .1625 7.4775 7.09 8 .34 9 .24 10.61 11. 79 12.30 KLING ENGINEERING 3.20 I 3.8o I 4.3o I 4.9o 1 5.60 5.80 I I Pond Pack Ver : 6-24 -97 :053 Compute Time : 12:34:04 .205 .264 .306 .351 .406 .424 .116 • 148 .168 .194 .220 .231 Date: 06 -29 -1998 Type .•.. Rational Peak O's Name .•.. DETENTION EST1 Page 1.D3 File ••.• E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK SUMMARY OF RATIONAL METHOD PEAK DISCHARGES Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq Fi le IDF Curve ------.. -----............................................ 2 YR 2 BRAZOS. IDQ e = .8060 b = 65.0000 d = 8.0000 5 YR 5 BRAZOS. IDQ e = .7850 b = 76.0000 d = 8.5000 10 YR 10 BRAZOS.IDQ e = .7630 b = 80.0000 d = 8.5000 25 YR 25 BRAZOS. IDQ e = .7540 b = 89.0000 d = 8.5000 50 YR 50 BRAZOS. IDQ e = .7450 b = 98.0000 d = 8.5000 100 YR 100 BRAZOS . IDQ e = .7300 b = 96.0000 d = 8.0000 Tc = . 1667 hrs Tag Freq c C adj I c Area Peak Q (years) factor I final in/hr acres I cfs l·····························I -------·-- 2 YR 2 .816 1.000 I .816 6.3259 2.001 I 10.41 5 YR 5 .816 1.000 I .816 7.6921 2.001 I 12.66 10 YR 10 .816 1.000 I .816 8.6338 2.001 I 14.21 25 YR 25 .816 1.000 I .816 9.8607 2.001 I 16.22 50 YR 50 .816 1.000 I .816 11.1467 2.001 I 18.34 100 YR 100 .816 1.000 I .816 11.6382 2.001 I 19. 15 ----------------------------- S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6·24·97 :053 Compute Time: 12:34:04 Date: 06-29-1998 APPENDIX 5 DETENTION POND ROUTING COMPUTATIONS Job File: E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK Rain Dir: J:\HAESTAD\PPK6\UTIL\ ========================== Wheeler Subdivision Phase 2 Lot 1, Block 1 -2.001 acre tract JOB TITLE S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Table of Contents Table of Contents *********************** POND VOLUMES *********************** VOL.PLAN 1 •••••. Vol: Planimeter ..••••.....•......•• 1.D1 ******************** OUTLET STRUCTURES ********************* TRIAL 181 ••••••• Outlet Input Data •••••••••••••••••• 2.01 Composite Rating Curve ••••••••••••• 2.04 *********************** POND ROUTING *********************** POND RT TRIAL Pond E-V-Q Table ··················· 3.01 POND RT TRIAL 10 YR Pond Routing Surrmary ............... 3.03 POND RT TRIAL 1 100 YR Pond Routing Surrmary ............... 3.04 POND RT TRIAL 1 2 YR Pond Routing Surrmary ............... 3.05 POND RT TRIAL 1 25 YR Pond Routing Surrmary ................ 3.06 POND RT TRIAL 1 5 YR Pond Routing Surrnary ............... 3.07 POND RT TRIAL 1 50 YR Pond Routing Surrnary ............... 3.08 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Type .... Vol: Planimeter Page 1.01 Name .... VOL.PLAN 1 File .... E:\HAESTAD\PONDPACK\PPK6\~HEELER\L&B1PH2\L1B1DET.PPK Title ... Volume Plan 1 -3:1 side slopes POND VOLUME CALCULATIONS Planimeter scale: 1.00 ft/in Elevation Planimeter (ft) (sq.in) 288.90 .000 289.00 128.000 290.00 5355.300 291.00 10736.900 292.00 12578.300 Area A1+A2+sqr(A1*A2) Volume (acres) (acres) (ac-ft) .0000 .0000 .000 .0029 .0029 .000 .1229 .1449 .048 .2465 .5435 • 181 .2888 .8020 .267 PONO VOLUME EQUATIONS Volune Sum (ac-ft) .000 .000 .048 .230 .497 * Incremental volume computed by the Conic Method for Reservoir Volumes. Volune = (1/3) * CEL2-EL1) * CArea1 + Area2 + sq.rt.(Area1*Area2)) where: EL1, EL2 =Lower and upper elevations of the increment Area1,Area2 =Areas computed for EL1, EL2, respectively Volume =Incremental volume between EL1 and EL2 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Oate: 06 -29-1998 Type .... Outlet Input Data Page 2.01 Name .... TRIAL 181 File .... E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK REQUESTED POND WS ELEVATIONS: Min. Elev.= 288.90 ft Increment= .10 ft Max. Elev.= 292.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <·--> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft --------------------·--------·----- Wei r-Rectangular 2 <·--> TW 291. 750 292 .000 Culvert·Circular <---> TW 288.900 292.000 TW SETUP, OS Channel S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6 -24-97 :053 Compute Time: 16:25:39 Date: 06 -29·1998 Type ..•. Outlet Input Data Name.... TR I AL 1B1 File •••. E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK OUTLET STRUCTURE INPUT DATA Structure ID Structure Type # of Openings Crest Elev. Weir Length Weir Coeff. Weir TW effects = 2 =Weir -Rectangular 291. 75 ft = 15.00 ft 3.000000 (Use adjustment equation) S/N: HOMOL0863131 KLING ENGINEERING Page 2.02 Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Type •••• Outlet Input Data Name ..•. TRIAL 181 File •.•. E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK OUTLET STRUCTURE INPUT DATA Structure ID Structure Type = Culvert-Circular No. Barrels Barrel Diameter Upstream Invert Dnstream Invert Horiz. Length Barrel Length Barrel Slope = OUTLET CONTROL DATA ••• = .8333 ft 288.90 ft 288.50 ft 50.00 ft 50.00 ft .00800 ft/ft .0110 Page 2.03 Mannings n Ke Kb Kr HW Convergence = .5000 (forward entrance loss) .028555 (per ft of full flow) 1.0000 (reverse entrance loss) .001 +/-ft INLET CONTROL DATA .•. Equation form Inlet Control K .0098 Inlet Control M = 2.0000 Inlet Control c .03980 Inlet Control y = .6700 T1 ratio CHW/D) 1.156 T2 ratio (HW/D) = 1.303 Slope Factor = -.500 Use unsubmerged inlet control Form equ. below T1 elev. Use submerged inlet control Form equ. above T2 elev. In transition zone between unsubmerged and interpolate between flows at T1 & T2 •.• submerged inlet cont r ol, At T1 Elev = 289.86 ft ---> Flow At T2 Elev = 289.99 ft ---> Flow = TW 1. 74 cfs 1. 99 cfs Structure ID Structure Type TW SETUP, OS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ••• Maxil11Llll Iterations= 30 Min. TW tolerance .01 Max. TW tolerance = .01 Min. HW tolerance .01 Max. HW tolerance = .01 Min. Q tolerance .10 ft ft ft ft cfs Max. Q tolerance = .10 cfs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 Compute Time: 16:25:39 Date: 06-29 -1998 Type •••. Composite Rating Curve Name •••• TRIAL 181 File ••.. E:\HAESTAD\PONDPACK\PPK6\~HEELER\L&B1PH2\L1B1DET.PPK ***** COMPOSITE OUTFLO~ SUMMARY **** ~s Elev, Total Q Notes ------------------------Converge ------------------------- Elev. Q T~ Elev Error ft cfs ft +/-ft Contributing Structures --------................ -------------------------- 288.90 .00 Free Outfall None contributing 289.00 .03 Free Outfall 289.10 .10 Free Outfall 289.20 .21 Free Outfall 289.30 .36 Free Outfall 289.40 .54 Free Outfall 289.50 .75 Free Outfall 289.60 .98 Free Outfall 289.70 1.22 Free Outfall 289.80 1.47 Free Outfall 289.90 1.73 Free Outfall 290.00 1.99 Free Outfall 290 .10 2.20 Free Outfall 290 .20 2.36 Free Outfall 290.30 2.51 Free Outfall 290 .40 2.66 Free Outfall 290 .50 2.80 Free Outfall 290.60 2.93 Free Outfall 290.70 3 .03 Free Outfall 290.80 3.13 Free Outfall 290.90 3.23 Free Outfall 291.00 3.33 Free Outfall 291.10 3.42 Free Outfall 291.20 3.51 Free Outfall 291.30 3 .60 Free Outfall 291.40 3.69 Free Outfall 291.50 3.78 Free Outfall 291.60 3.86 Free Outfall 291.70 3.94 Free Outfall 1 291.75 3.98 Free Outfall 2 +1 291.80 4.53 Free Outfall 2 +1 291.90 6 .72 Free Outfall 2 +1 292.00 9.81 Free Outfall 2 +1 S/N: HOMOL0863131 KLING ENGINEERING Page 2.04 Pond Pack Ver: 6-24 -97 :053 Compute Time: 16:25:39 Date: 06 -29-1998 Type .... Pond E-V-Q Table Name .... POND RT TRIAL 1 File .... E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L181DET.PPK LEVEL POOL ROUTING DATA HYG Dir = E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file= L&B1PH2.HYG -det_est1 10 YR Outflow HYG file= L&B1PH2.HYG -Outfall trial 1 10 YR Pond Node Data = Vol plan 1 Pond Voll.Ille Data= Vol.Plan 1 Pond Outlet Data = Trial 1b1 No Infilt r ation INITIAL CONDITIONS Starting WS Elev Starting Volune Starting Outflow Starting lnfiltr. Starting Total Qout= 288.90 ft .000 ac-ft .00 cfs .00 cfs .00 cfs Time Increment = .0200 hrs Elevation ft Outflow cfs Storage ac-ft Area acres Inf i l t. cfs Q Total cfs Page 3.01 2S/t + 0 cfs ------------------------------------------------------------------------------ 288.90 .00 .000 .0000 .00 .00 .00 289.00 .03 .000 .0029 .00 .03 . 15 289. 10 .10 .001 .0070 .00 .10 .80 289.20 .21 .002 .0129 .00 .21 2. 10 289.30 .36 .003 .0205 .00 .36 4.25 289.40 .54 .006 .0299 .00 .54 7.45 289.50 . 75 .009 .0410 .00 .75 11.93 289.60 .98 .014 .0539 .00 .98 17.88 289.70 1.22 .020 .0685 .00 1.22 25.51 289.80 1.47 .028 .0849 .00 1.47 35.02 289.90 1.73 .037 .1030 .00 1. 73 46.63 290.00 1.99 .048 .1229 .00 1.99 60.55 290. 10 2.20 .061 . 1334 .00 2.20 76.26 290.20 2.36 .075 .1442 .00 2.36 93.21 290.30 2.51 .090 .1555 .00 2.51 111.49 290.40 2.66 .106 .1673 .00 2.66 131.17 290.50 2.80 .124 .1794 .00 2.80 152.27 290.60 2.93 .142 .1920 .00 2.93 174.87 290.70 3.03 .162 .2050 .00 3.03 198.98 290.80 3.13 .183 .2184 .00 3. 13 224.68 290.90 3.23 .206 .2322 .oo 3.23 252.04 291.00 3.33 .230 .2465 .00 3 .33 281.10 291. 10 3.42 .254 .2506 .00 3.42 311. 26 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06 -29-1998 Type .... Pond E·V·Q Table Name .... POND RT TRIAL 1 File .... E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET .PPK LEVEL POOL ROUTING DATA HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file= L&B1PH2.HYG -det_est1 10 YR Outflow HYG file= L&B1PH2.HYG -Outfall trial 1 10 YR Pond Node Data = Vol plan 1 Pond Volune Data= Vol.Plan 1 Pond Outlet Data = Trial 1b1 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volune Starting Outflow Starting Infiltr . = 288.90 ft .000 ac-ft .00 cfs .00 cfs Starting Total Qout= .00 cfs Time Increment .0200 hrs Elevation ft Outflow cfs Storage ac·ft Area acres Infi l t. cfs Q Total cfs Page 3.02 2S/t + 0 cfs ------------------------------------------------------------------------------ 291.20 3.51 .280 .2547 .00 3.51 341.91 291.30 3.60 .305 .2588 .00 3.60 373.07 291.40 3.69 .331 .2630 .00 3.69 404. 73 291 .50 3.78 .358 .2672 .00 3.78 436.89 291.60 3.86 .385 .2714 .00 3.86 469.57 291. 70 3.94 .412 .2757 .00 3.94 502.75 291. 75 3.98 .426 .2779 .00 3.98 519.54 291.80 4.53 .440 .2800 .00 4.53 536.96 291.90 6.72 .468 .2844 .00 6.72 573.30 292.00 9.81 .497 .2888 .00 9.81 611.06 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Type .•.• Pond Routing Surrrnary Name .••. POND RT TRIAL 1 Tag: 10 YR File •••. E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L181DET.PPK LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file Outflow HYG file L&B1PH2.HYG · det_est1 10 YR L&B1PH2.HYG · Outfall trial 10 YR Pond Node Data Vol plan 1 Pond VolLme Data = Pond Outlet Data No Infiltration INITIAL CONDITIONS Vol.Plan 1 Trial 1b1 ---------------------------------- Starting WS Elev 288.90 ft Starting Vol1..me .000 ac·ft Starting Outflow .00 cfs Starting Infil tr. .00 cfs Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 9.24 cfs 3.22 cfs 290.89 ft .204 ac-ft at at . 1668 hrs .5068 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN .305 -Infiltration= .000 -HYG Vol OUT = .305 -Retained Vol .000 Unrouted Vol -.000 ac-ft (.003% of Inflow Volume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 3.03 Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Type .••. Pond Routing Slnl!lary Name •••• POND RT TRIAL 1 Tag: 100 YR File •••. E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK LEVEL POOL ROUTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file= L&B1PH2.HYG -det_est1 Outflow HYG file L&B1PH2.HYG -Outfall trial Pond Node Data = Vol plan 1 Pond VollJTle Data =Vol.Plan 1 Pond Outlet Data = Trial 1b1 No Infiltration INITIAL CONDITIONS Starting WS Elev 288.90 Starting Vo lune .000 Starting Outflow .00 Starting Infi l tr. = .00 Starting Total Qout= .00 Time Increment = .0200 ft ac-ft cfs cfs cfs hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY 100 YR 100 YR ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac-ft) 12.30 cfs 3.59 cfs 291.29 ft .304 ac-ft + Initial Vol .000 + HYG Vol IN .423 -Infiltration= .000 -HYG Vol OUT .423 -Retained Vol .000 at at • 1668 hrs .5268 hrs Unrouted Vol -.000 ac-ft (.002% of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMO L0 863131 KLING ENGINEERING Page 3.04 Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06 -29-1998 Type .••. Pond Routing Sumnary Name •... POND RT TRIAL 1 Tag: 2 YR File .••. E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file L&B1PH2.HYG -det_est1 2 YR Outflow HYG file L&B1PH2.HYG -Outfall trial 2 YR Pond Node Data Vol plan 1 Pond Volune Data Vol.Plan 1 Pond Outlet Data = Trial 1b1 No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev 288.90 ft Starting Vo lune .000 ac-ft Starting Outflow .00 cfs Starting Infiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 7.09 cfs 2.83 cfs 290.52 ft .128 ac-ft at at . 1668 hrs .4468 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .205 -Infiltration .000 -HYG Vol OUT .205 -Retained Vol .000 ----·----- Unrouted Vol = -.000 ac-ft (.005% of Inflow Volume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 3.05 Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Type •••• Pond Routing Sl.ITITiary Name •.•. POND RT TRIAL 1 Tag: 25 YR File ••.• E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file L&B1PH2.HYG -det_est1 25 YR Outflow HYG file L&B1PH2.HYG -Outfall trial 25 YR Pond Node Data = Vol plan 1 Pond Vol1.111e Data =Vol.Plan 1 Pond Outlet Data = Trial 1b1 No Infiltration INITIAL CONDITIONS Starting WS Elev = 288.90 ft Starting Vol1.111e .ODO ac-ft Starting Outflow = .00 cfs Starting lnfiltr. .00 cf s Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = = 10.61 cfs 3.38 cfs 291.05 ft .243 ac-ft at at .1668 hrs .5068 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol .000 + HYG Vol IN .350 -Infiltration= .000 -HYG Vol OUT .350 -Retained Vol .000 Unrouted Vol = -.000 ac-ft (.003% of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 3.06 Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Type ..•. Pond Routing Surrrnary Name .... POND RT TRIAL 1 Tag: 5 YR File ..•. E:\HAESTAD\PONDPACK\PPK6\YHEELER\L&B1PH2\L1B1DET .PPK LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\YHEELER\L&B1PH2\ Inflow HYG file Outflow HYG file = L&B1PH2.HYG -det_est1 5 YR l&B1PH2.HYG -Outfall trial 5 YR Pond Node Data = Vol plan 1 Pond Volune Data =Vol .Plan 1 Pond Outlet Data = Trial 1b1 No Inf i ltration INITIAL CONDITIONS Starting YS Elev 288.90 ft Starting Volune .000 ac -ft Starting Outflow = .OD cfs Starting Infiltr. = .DO cfs Starting Total Qout= .00 cfs Time Increment = .0200 hrs INFLOY/OUTFLOY HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = 8.34 cfs 3.08 cfs = 290.75 ft .172ac-ft at at . 1668 hrs .4868 hrs ===================================================== MASS BALANCE (ac -ft) + Initial Vol .000 + HYG Vol IN .264 -Infiltrat i on= .000 · HYG Vol OUT = .264 -Retained Vo l .000 Unrouted Vol = -.000 ac -ft (.003% of Inflow Volume) YARNING: Inflow hydrograph truncated on Left side. S/N: HOMDL0863131 KLING ENGINEERING Page 3.07 Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06 -29-1998 Type ...• Pond Routing Sunmary Name .•.. POND RT TRIAL 1 Tag: 50 YR File •••. E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L181DET.PPK + LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file Outflow HYG file = L&B1PH2.HYG -det_est1 50 YR L&B1PH2.HYG -Outfall trial 50 YR Pond Node Data = Vol plan 1 Pond Vollllle Data =Vol.Plan 1 Pond Outlet Data = Trial 1b1 No Infiltration INITIAL CONDITIONS Starting WS Elev = 288.90 ft Starting Vollllle .000 ac -ft Starting Outflow .00 cfs Starting Infiltr. .00 cfs Starting Total a out= .00 cfs Time Increment = .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = = 11. 79 cfs 3.54 cfs = 291.23 ft .288 ac-ft at at • 1668 hrs .5268 hrs ===================================================== MASS BALANCE (ac-ft) Initial Vol .000 + HYG Vol IN .406 -Infiltration = .000 -HYG Vol OUT .406 -Retained Vol .000 --··------ Unrouted Vol = -.000 ac -f t (.002% of Inf low Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 3.08 Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Table of Contents Table of Contents *********************** PONO ROUTING *********************** POND RT TRIAL 2 10 YR Pond Routing Sunmary ··············· 1.01 POND RT TRIAL 2 100 YR Pond Routing s L1T111a ry .••••..•••••.•. 1.02 POND RT TRIAL 2 2 YR Pond Routing Surrmary ••.•••••••••.•• 1 .03 POND RT TRIAL 2 25 YR Pond Routing Sunmary ··············· 1 .04 POND RT TRIAL 2 5 YR Pond Routing Sunmary ••••••••••••••• 1.05 POND RT TRIAL 2 50 YR Pond Routing Surrmary ··············· 1.06 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6 -24 -97 :053 Compute Time: 10 :09 :48 Date: 06-26 -1998 Type ...• Pond Routing Sunmary Name •... POND RT TRIAL 2 Tag: 10 YR File •••• E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.ppk LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file= L&B1PH2.HYG -det_est1 10 YR Outflow HYG file L&B1PH2.HYG -Outfall trial 10 YR Pond Node Data Pond Volune Data Pond Outlet Data No lnfi l tration INITIAL CONDITIONS Starting WS Elev Starting VolL111e Starting Outflow Starting lnfiltr. Vol plan 1 Vol.Plan 1 Trial 1b clogged = 288.90 ft .000 ac-ft .00 cfs .00 cfs Starting Total Qout= .00 cfs Time Increment = .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = = 9.24 cfs .00 cfs = 291.30 ft .305 ac-ft at at . 1668 hrs .0268 hrs ===================================================== MASS BALANCE (ac -ft) + Initial Vol + HYG Vol IN -lnfi l trat i on -HYG Vol OUT -Retained Vol Unrouted Vol .000 .305 .000 .000 .305 -.000 ac-ft (.001% of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 1 .01 Pond Pack Ver: 6-24-97 :053 Compute Time: 10:09:48 Date: 06 -26-1998 Type .... Pond Routing Surmary Name .... POND RT TRIAL 2 Tag: 100 YR File .... E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.ppk LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file L&B1PH2.HYG -det_est1 100 YR Outflow HYG file L&B1PH2.HYG -Outfall trial 100 YR Pond Node Data = Vol plan Pond Volune Data= Vol.Plan Pond Outlet Data = Trial 1b clogged No Infiltration INITIAL CONDITIONS Starting WS Elev 288.90 ft Starting Volune .000 ac-ft Starting Outflow .00 cfs Starting Infiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 12.30 cfs .00 cfs = 291. 74 ft .423 ac-ft at at . 1668 hrs .0268 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol .000 + HYG Vol IN .423 -Infiltration= .000 -HYG Vol OUT .000 -Retained Vol = .423 Unrouted Vol = -.000 ac-ft (.001% of Inflow Volume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 1.02 Pond Pack Ver: 6-24-97 :053 Compute Time: 10:09:48 Date: 06-26-1998 Type .... Pond Routing Sunmary Name .... POND RT TRIAL 2 Tag: 2 YR File ..•. E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.ppk LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file Outflow HYG file L&B1PH2.HYG -det_est1 2 YR = L&B1PH2.HYG -Outfall trial 2 YR Pond Node Data = Vol plan Pond Voli..rne Data Vol.Plan Pond Outlet Data = Trial 1b clogged No Inf ilt ration INITIAL CONDITIONS Starting WS Elev = 288.90 ft Starting Voll.Ille .000 ac-ft Starting Outflow .00 cfs Starting Infiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 7.09 cfs .00 cfs 290.90 ft .205 ac -ft at at .1668hrs .0268 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol .000 + HYG Vo l IN = .205 -Infiltration= .000 -HYG Vol OUT .000 -Retained Vol = .205 Unrouted Vol = -.000 ac-ft (.008% of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 1.03 Pond Pack Ver: 6-24-97 :053 Compute Time: 10:09:48 Date: 06-26-1998 Type .••• Pond Routing SU1T111ary Name .••. POND RT TRIAL 2 Tag: 25 YR File •••. E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.ppk LEVEL POOL ROUTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file= L&B1PH2.HYG · det _est1 25 YR Outflow HYG file= L&B1PH2.HYG · Outfall trial 25 YR Pond Node Data Vol plan 1 Pond Voll.Jlle Data= Vol.Plan 1 Pond Outlet Data = Trial 1b clogged No Infiltration INITIAL CONDITIONS Starting WS Elev 288.90 ft Starting Voll.Jlle = .000 ac·ft Starting Outflow .00 cfs Starting Jnfiltr. .00 cfs Starting Total oout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = 10.61 cfs .00 cfs = 291.47 ft .350 ac·ft at at .1668 hrs .0268 hrs ===================================================== MASS BALANCE (ac·ft) + Initial Vol .000 + HYG Vol IN = .350 · Infiltration= .000 · HYG Vol OUT .000 · Retained Vol = .350 Unrouted Vol = -.000 ac·ft (.013% of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 1.04 Pond Pack Ver: 6·24-97 :053 Compute Time: 10:09:48 Date: 06-26-1998 Type .... Pond Routing Si..umary Name .... POND RT TRIAL 2 Tag: 5 YR File .... E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.ppk LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file L&B1PH2.HYG -det_est1 5 YR Outflow HYG file L&B1PH2.HYG -Outfall trial 5 YR Pond Node Data = Vol plan 1 Pond Volune Data= Vol.Plan 1 Pond Outlet Data = Trial 1b clogged No Infiltration INITIAL CONDITIONS Starting WS Elev 288.90 ft Starting Volune = .000 ac-ft Starting Out fl ow = .00 cfs Starting Infiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow Peak Outflow Peak Elevation Peak Storage = 8.34 cfs .oo cfs = 291. 14 ft .264 ac-ft at at . 1668 hrs .0268 hrs ===================================================== MASS BALANCE (ac -ft) + Initial Vol .000 + HYG Vol IN .264 -Infiltration= .000 -HYG Vol OUT .000 -Retained Vol .264 Unrouted Vol -.000 ac-ft (.01'7°1. of Inflow Volume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 1.05 Pond Pack Ver: 6-24-97 :053 Compute Time: 10:09:48 Date: 06-26-1998 Type .... Pond Routing Sunmary Name .... POND RT TRIAL 2 Tag: 50 YR File .... E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.ppk LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file= L&B1PH2.HYG · det_est1 50 YR Outflow HYG file= L&B1PH2.HYG · Outfall trial 50 YR Pond Node Data Pond Volt.me Data = Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volt.me Starting Outflow Starting Jnfiltr. Vol plan 1 Vol .Plan 1 Trial 1b clogged 288.90 ft .000 ac·ft .00 cfs = .00 cfs Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = 11. 79 cfs .oo cfs = 291.68 ft .406 ac·ft at at . 1668 hrs .0268 hrs ===================================================== MASS BALANCE (ac ·f t) + Initial Vol = .000 + HYG Vo l IN .406 · Infiltration= .000 · HYG Vol OUT .000 · Retained Vol .406 Unrouted Vol ·.000 ac·ft (.010% of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 1.06 Pond Pack Ver: 6·24 ·97 :053 Compute Time: 10:09:48 Date: 06 ·26-1998 Appendix A A-1 index of Starting Page NlJ'Tlbers for ID Names 1.06 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 10:09:48 Date: 06-26-1998 Drainage Report FOR BA YMONT INN AND SUITES LOT ONE, BLOCK ONE, WHEELER SUBDIVISION PHASE TWO VICINITY MAP NTS OCTOBER , 1998 Prepared By: McClure Engineering, Inc. 1722 Broadmoor Drive, Suite 210 Bryan, Texas 77802 ( 409) 776-6700 Drainage Report FOR BA YMONT INN AND SUITES LOT ONE, BLOCK ONE, WHEELER SUBDIVISION PHASE TWO VICINITY MAP NTS OCTOBER, 1998 Prepared By: McClure Engineering, Inc. 1722 Broadmoor Drive, Suite 210 Bryan, Texas 77802 ( 409) 776 -6700 CERTIFICATION I , Joel J. Mitchell, Registered Professional Engineer No. 80649 , State of Texas, certify that this report for the drainage design for the BA YMONT INN AND SUITES Project, Lot One, Block One of the Wheeler Subdivision, Phase Two , was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for ~~''"''""· the owners thereof ~--:..r. O.f TE;~\\, T ~~r;··· ···-.-z.s> ''• if*·· * · ... ,. ~* • • *fA •.. : .............. ~··2 Z JOEL J. MITCHELL 2 Z,···~··············· .. l '\·.~ 80649 ~<>l$1 .,OA.•fG1s~~.·~<cfl '·~~:······~,~~ '~~'lONA\.. ~" -,~,~411P DRAINAGE REPORT BA YMONT INN AND SUITES 'tchell, P.E. No. 80649 TABLE OF CONTENTS BAYMONT INN AND SUITES INTRODUCTION 1 GENERAL LOCATION AND DESCRIPTION 1 PRIMARY & SECONDARY DRAINAGE BASIN DESCRIPTION 2 DRAINAGE DESIGN CRITERIA 2 STORM DRAIN FACILITY DESIGN 2 DETENTION FACILITY DESIGN 3 CONCLUSION 4 TABLE OF EXHIBITS EXCERPT FROM FLOOD INSURANCE RATE MAP "A" EXISTING CONDITION DRAINAGE AREA MAP "B-1" PROPOSED CONDITION DRAINAGE AREA MAP "B-2" RATIONAL FORMULA DRAINAGE AREA CALCULATIONS "C-1" INLET COMPUTATIONS "C-2" PIPE SIZE CALCULATIONS "C-3" FLUME CALCULATIONS "C-4" PROPOSED DETENTION POND ROUTING "D-1" HYDROGRAPHS "D-2" STAGE-STORAGE/STAGE DISCHARGE TABLE "D-3" DRAINAGE REPORT ll BA YMONT INN AND SUITES DRAINAGE REPORT BA YMONT INN AND SUITES INTRODUCTION: The purpose ofthis report is to study potential drainage effects from the proposed Baymont Inn and Suites. Results from the analysis of existing conditions and proposed improvements are provided to show that the final design accomplishes the objectives of the City of College Station Drainage Policy and Design Standards (DPDS) by controlling runoff from this site. GENERAL LOCATION AND DESCRIPTION: The two-acre site is located in the Wheeler Subdivision which is located at the southwestern comer of the intersection ofUniversity Drive and Lincoln Drive. The property is platted as Lot One, Block One, Wheeler Subdivision Phase Two. Bordering the site is Quality Suites on the west, an undeveloped tract on the east, and an unnamed tributary of Burton Creek to the south. The site is wooded with a gentle, rolling terrain with an average slope of 4.5% to 5.0% to the southeast. No extension of public roadways or storm drains is anticipated for this project. This property is not located in a 100-Year Flood Hazard Area according to the Flood Insurance Rate Maps for Brazos County, Texas and Incorporated Areas, Map No. 48041C142 C effective July 2, 1992 as prepared by the Federal Emergency Management Agency (See Exhibit "A"). The tnbutary that this site drains into is designated as Zone A. In conjunction with this plat a detailed floodplain analysis was performed for the tributary by Kling Engineering and Surveying (Kling.) The analysis includes realignment of the tributary and construction of a channel to contain the 100-year event within a platted drainage easement. The detailed study shows that with the DRAINAGE REPORT 1 BA YMONT INN AND SUITES realignment, the property is not located in a 100-Y ear Flood Hazard Area For additional information refer to "Floodplain Analysis for East Tnbutary to Burton Creek Just Above Confluence with Carters Creek" dated June 1998 prepared by Kling. PRIMARY & SECONDARY DRAINAGE BASIN DESCRIPTION: The primary drainage basin for the site is Burton Creek, which is a tributary of Carters Creek. Storm water from this site presently drains into a tributary of Burton Creek to the south of the site. DRAINAGE DESIGN CRITERIA: The proposed drainage system is designed in accordance with the City of College Station DPDS. The design storm is a 10-year event and flow calculations are based on the Rational Method. Pipe sizes were determined from Manning's Equation using an "n" of 0.014. Required storage volume for the detention pond was developed using a triangular hydrograph (base= 3* Tc). The pre-development area used for the study is the present day condition as depicted in Exhibit "B-1." Exhibit "B-2" shows the proposed development and the location of the proposed detention facility on the site. STORM DRAIN FACILITY DESIGN: Storm water from the proposed development will be captured in the curbs and gutters of the hotel parking lot. The curbs will convey the storm to the two curb inlets and into the storm drainage system The storm drain system will convey the water by reinforced concrete pipe to the detention facility . Exhibit "C-1" provides the calculations for the drainage areas shown in Exhibit "B-2." A 4' concrete flume will be constructed along the western property line. This flume is DRAINAGE REPORT 2 BA YMONT INN AND SUITES - necessary to capture Storm water runoff from the Quality Suites s ite . Storm water from the Quality Suites site is diverted onto the Baymont site. The flume will corr ect this problem by conveying the Storm water to the existing tributary instead of across the Baymo nt site. The design o f the flume is documented in Exhibit "C-4 ". Note that the Q5/3 is conveyed o n a low flow channel and the Q25 is conveyed with more than 0.5' of freeboard per the ordinance r equirements. The flows used for e Quality Suites Drainage Report. sizing this flume are the linear summation of the flows shown in th DETENTION FACILITY DESIGN: te detention facility and drainage The proposed detention facility will be located in a priva easement located south of the site. The outlet structure will be a 12" RC.P. that will discharge into the realigned channel Exhibits "D-1" and "D-2" show the routing s and hydrographs for the various design storms. The following summary tables show the pre-development and post-development flows at the study point. II) . >. ' ' ·Study Point 1 (P_orid Outfa Design Event Pre-Development Post-Develop ment Water Surface Elev. 11 cfs 8 cfs 287 .6 13 cfs 8 cfs 287.8 14 cfs 9 cfs 288.1 16 cfs 9 cfs 288.3 18 cfs 10 cfs 288 .5 Top of Berm = 290.00 As required, post-development runoff rates from all design storms (5 , 25 , 50 and 100-year) DRAINAGE REPORT 3 BA YMONT INN AND SUITES are less than or equal to corresponding pre-development runoff rates. The analysis provided does not account for the tailwater condition of the channel. The pond is adequately oversized such that while the channel is flowing full, the pond will store the runoff from the site until such time that the elevation in the pond is higher than the elevation in the channel, driving the water back into the channel. CONCLUSION: For all of the design events , the post-development runoff does not exceed the pre- development runoff. The 100-year event is contained in the detention pond and released into the realigned channel. The drainage design for this site meets the requirements as stated in the City of College Station Drainage Policy and Design Standards. DRAINAGE REPORT 4 BA YMONT INN AND SUITES ZONEX o-• JOINS PANEL 0144 City of College 480083 EXHIBIT A Flood Insurance Rate M 8 ap Excerpt razos County T • exas and Incorporated Areas Map Numbers: 48041C0142C Effective Date: July. 2, 1992 EXHIBIT C-1 Rational Formula Drainage Area Calculations Baymont Inn and Suites r <1'. l 3: 3: W 0 I 0 0 > > a::: ...J ...J > > <1'. <1'. ~ ...J u. u. 0 0 w w 0 ~ I-0 0 ...J ...J c.9 a::: ...J 1-z <1'.z z u. u. >-<1'. <1'. w ~ w u <1'.:::c: <1'. a::::::c: a::: !::: 0 Z ...J > :!!: ...J ....l1-....l WI-W U 1--<1'. w <1'. e w <1'. a::: c.9 a::: ...J 1-c.9 1-...J •o . ~ <1'. 1-ow C/l > 1-wz W...J 1-z 1-...J ...J EI LI a::: o za::: w <1'. o >w ><t =>w =>ct w 111 ' o 1-::::><1'. a::: a.. 1-0...J Ou. c.9...J c.9u. > U : J ? ) ll) !:::! ll) N 0 0 !!? 0 ll) 0 0 0 ..... 0 0 ..... 0 NO. AC. 0.4 0.55 0.95 ft. ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs In/Hr cfs In/Hr cfs In/Hr cfs In/Hr cfs 1 I 1.041 0.29! 0.001 0.7510.831105.0I 5.01285.0I 6.01 2.31 2.81 5.01 8.221 6.81 9.91 8.21 11.0I 9.11 12.5110.41 14.1111.71 15.8113.1 2 I 0.941 0.131 0.001 0.8110.821 78.0I 5.0l 385.0I 11.ol 2.91 2.61 5.01 8.221 6.81 9.91 8.11 11.0I 9.01 12.5110.31 14.1111.61 15.8113.0 3 I 0.281 0.14i 0.001 0.1410.191110.0I 5.0l 100.0I 5.01 2.21 1.61 5.01 8.221 1.61 9.91 1.91 11.01 2.11 12.51 2.41 14.11 2.71 15.81 3.0 Ex I 2.871 2.87i 0.001 0.0011.151390.0I 18.0I 1.01 1.01 1.51 4.31 5.01 8.221 9.41 9.9111.31 11.0112.61 12.5114.41 14.1116.21 15.8118.1 ,_Pro_e_L2.4~ 0.91j 0.0~56j1.85j 1050j 5.0j 500.0j 4.8J 1.9j 5.4j 5.4j 8.01j14.8j 9.6j17.7j 10.7j19.Bj 12.2j22.5j 13.Bj25.4j 15.4j28.5j ,____....._ --l---+------l --+--+-~-I 1---1----+-' ---I 10/14/98 9815dra.xls Exhibit C-1 m~ x -" -" :!. ~ ~ 2: ..., -i. ...... ll> c..> () x co N Ci) CD tv ~ "° 0 0 0 "° 0 tv 00 -iv ~ tv "° 0 ~ "' "' a. t'"' ~ '"ti 0 s· -e: i:P. tv w w w 00 -..J VI 0 -~ "° -0 0 "° -tv 00 -iv ~ -~ -~ "' "' a. t'"' ~ '"ti 0 :r -5' [ tv w w w \o 0 VI 0 n ~ n ~ ~ = c ., O" ~ 1:1 = ;" .... ::!! n C) ~ ~ .... ~ l'D ~ I 1:1 = ;" .... "' ..c I = DRAINAGE AREA NO. Overflow Drainage Area Drainage area Q Q Carry Over Total Q at Inlet Street Width Required Street Slope(%) Inlet No. Total Q at Inlet ~ t_!l!j 00 (i ~ ~ ~ 0 z CAP. Per L.F. L. Reqd. L. Provided Q Carry Over Ponded Depth CAP. Per S.F. Area Required Area Provided m-i» z '< r m 3 -Im g 0 >< r+ 0 ::I: -3: -5 'ti ~ D) c -I ::s -I 0 Q. )> I -I N en -5. 0 r+ z m en e < 0 i.. E-4 u 0 z ~ -~ ~ 00 E-4 ~ ~ = ~ Oil ~ ·;; 0 0 ~ {,) ~ E-4 E-4 E-4 Q # # Ac. min yr 1 2 0.8 5.0 10 2 Pond 1.7 5.3 10 *Includes 25% Flow Increase for pipe sizes <2T' dia. EXHIBIT C-3 PIPE SIZE CALCULATIONS Baymont Inn and Suites = .~ = « "' ~ Oil « Q ·;;; ~ ~ ~ Q. Q. "'O Q "' .... 0 ~ ~ ~ Q. 00 -"'O i.. "' ~ ~ ~ = = -~ 0 ..... "' « ~ .... "'O ~ .:. ~ 0 ~ -= {,) = 0 "'O 0 0 0 "i: -< fi: fi: ~ ~ z ~ cfs cfs # cfs O/o 9.1 11.4 1 11.4 3.58 17.8 22.2 1 22.2 5.17 **See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope)- ~ ~ ~ ~ z S:3 ~ ~ 00 ~ II fps ' 15 9.3 187 18 12 .6 17 ~ e "'O E::: = ~ ~ ~ > @ s = i.. {,) ~ E-4 E-4 min min ' 0.34 5.34 0.02 5.36 10/13/98 9815dra .xls Exhibit C-3 E-4 ~ ~ ~ ' Input Data Output Data w= (ft) 3.33 depth (ft)= 0.3 Rt. Slope(: 1) O Area (ft2) 0.9 Lt . Slope(: 1) o WP= 3.9 N= 0.014 R= 0.2 Q(cfs)= 4.8 Q= 4.8 Slope(%)= 1.600% depth (ft)= 0.28 error(%) 0.050 % V(fps)= 5.2 Fn= 1.72932509 Baymont Inn and Suites Exhibit C-4 Flume Calculations Input Data w= (ft) Rt. Slope (:1) Lt. Slope (: 1) N= Q(cfs)= Slope(%)= error(%) 3.33 0.00 0.00 0.014 18.1 0.016 0.050 % Output Data depth (ft)= o. 7 Area (ft2) 2.2 WP= 4.7 R= 0.5 Q= 18 .1 depth (ft)= 0.66 V(fps)= 8.2 Fn= 1.771674 D.A. # D.A.# :ii: .J::. ·c 0. w "' .. z Cl iii 0 .. 0. ::!:: "C 0 >. .. 0 ::t: Q. () Qp 17.7 Tc 5.4 inc 1.0 Time cfs cfs 0.0 0.0 0.0 1.0 3.3 3.3 2.0 6.5 6.5 3.0 9.8 9.8 4.0 13.1 13.1 5.0 16.3 16.3 6.0 16.8 16.8 7.0 15.2 15.2 8.0 13.5 13.5 9.0 11.9 11.9 10.0 10.3 10.3 11.0 8.6 8.6 12.0 7.0 7.0 13.0 5.4 5.4 14.0 3.7 3.7 15.0 2.1 2.1 16.0 0.5 0.5 17.0 0.0 0.0 18.0 0.0 0.0 19.0 0.0 0.0 20.0 0.0 0.0 21.0 0.0 0.0 22.0 0.0 0.0 23.0 0.0 0.0 24.0 0.0 0.0 25.0 0.0 0.0 26.0 0.0 0.0 27.0 0.0 0.0 28.0 0.0 0.0 29.0 0.0 0.0 30.0 0.0 0.0 31.0 0.0 0.0 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 PEAK FLOWS 17 17 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Baymont Inn and Suites Pond RoutinQ EVENT= 5 D.A.# c: a t. c: c: 32 .2 .... 2 + .... .... "C ~ c: 32 + + + c: C: GI (/) (/) c: 0-c: N N a Q. w .., 1.9 5.0 cfs cfs cfs cfs ft cfs 3.27 0.00 0.00 0.00 285.1 0.0 9.80 0.30 3.27 1.48 285.4 0.4 16.34 1.71 10.10 4.20 286.0 0.7 22.87 9.06 18.05 4.49 286.2 1.1 29.41 21.93 31.94 5.00 286.4 1.5 33.15 39.90 51.34 5.72 286.8 1.9 31.99 60.63 73.05 6.21 287.1 1.7 28.72 79.75 92.62 6.44 287.3 1.5 25.46 95.23 108.47 6.62 287.4 1.3 22.19 107.17 120.69 6.76 287.5 1.1 18.92 115.64 129.36 6.86 287.6 0.9 15.65 120.72 134.56 6.92 287.6 0.7 12.39 122.48 136.37 6.94 287.6 0.6 9.12 121.02 134.87 6.93 287.6 0.4 5.85 116.40 130.14 6.87 287.6 0.2 2.58 108.69 122.25 6.78 287.5 0.0 0.48 97.98 111.28 6.65 287.4 0.0 0.00 85.44 98.45 6.50 287.3 0.0 0.00 72.74 85.44 6.35 287.2 0.0 0.00 60.33 72.74 6.21 287.1 0.0 0.00 48.23 60.33 6.05 287.0 0.0 0.00 37.01 48.23 5.61 286.8 0.0 0.00 26.63 37.01 5.19 286.5 0.0 0.00 17.02 26.63 4.81 286.3 0.0 " 0.00 8.11 17.02 4.45 286.2 0.0 0.00 0.74 8.11 3.68 285.9 0.0 0.00 0.07 0.74 0.34 285.2 0.0 0.00 0.01 0.07 0.03 285.1 0.0 0.00 0.00 O.D1 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 7 287.6 2 c w (/) ..J 0 ct Q. I-0 0 a: I-Q. cfs 0.00 1.86 4.94 5.61 6.50 7.59 7.89 7.93 7.93 7.88 7.80 7.67 7.50 7.30 7.06 6.78 6.65 6.50 6.35 6.21 6.05 5.61 5.19 4.81 4.45 3.68 0.34 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 D.A. # >< w 11.3 5.0 cfs 0.0 2.3 4.5 6.8 9.0 11.3 10.2 9.0 7.9 6.8 5.7 4.5 3.4 2.3 1.1 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 11 9815dra.xls Exhibit D-1 (!) ..J z ct i:: I-!!? g 1i'.i cfs 0.00 2.26 4.52 6.79 9.05 11.31 10.18 9.05 7.92 6.79 5.65 4.52 3.39 2.26 1.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11 D.A.# D.A. # 'It .&: c c.. w .,, ... z Cl iii 0 ... c.. :: "C 0 >-... 0 :c Q.. (.) Qp 19.8 Tc 5.4 inc 1.0 Time cfs cfs 0.0 0.0 0.0 1.0 3.6 3.6 2.0 7.3 7.3 3.0 10.9 10.9 4.0 14.6 14.6 5.0 18.2 18.2 6.0 18.8 18.8 7.0 16.9 16.9 8.0 15.1 15.1 9.0 13.3 13.3 10.0 11.5 11.5 11.0 9.6 9.6 12.0 7.8 7.8 13.0 6.0 6.0 14.0 4.2 4.2 15.0 2.4 2.4 16.0 0.5 0.5 17.0 0.0 0.0 18.0 0.0 0.0 19.0 0.0 0.0 20.0 0.0 0.0 21.0 0.0 0.0 22.0 0.0 0.0 23.0 0.0 0.0 24.0 0.0 0.0 25.0 0.0 0.0 26.0 0.0 0.0 27.0 0.0 0.0 28.0 0.0 0.0 29.0 0.0 0.0 30.0 0.0 0.0 31.0 0.0 0.0 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 PEAK FLOWS 19 19 0. 00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Baymont Inn and Suites Pond Routina EVENT= 10 D.A.# c a t. c c: 32 .2 ..... a + .:. ..... ..... "C 1;j c: + + ~ c + c: > I/) "' c 0 ..!! c: N N a Q.. w .., 2.1 5.0 cfs cfs cfs cfs ft cfs 3.64 0.00 0.00 0.00 285.1 0.0 10.93 0.33 3.64 1.66 285.5 0.4 18.22 2.79 11.27 4.24 286.0 0.8 25.51 11.81 21.01 4.60 286.2 1.2 32.80 26.92 37.32 5.20 286.5 1.7 36.98 47.66 59.72 6.03 287.0 2.1 35.68 71.95 84.64 6.34 287.2 1.9 32.04 94.42 107.63 6.61 287.4 1.7 28.40 112.80 126.46 6.83 287.5 1.5 24.75 127.20 141.20 7.00 287.7 1.2 21.11 137.70 151.95 7.12 287.7 1.0 17.46 144.40 158.81 7.20 287.8 0.8 13.82 147.39 161.87 7.24 287.8 0.6 10.17 146.75 161.21 7.23 287.8 0.4 6.53 142.56 156.92 7.18 287.8 0.2 2.88 134.90 149.08 7.09 287.7 0.0 0.53 123.87 137.79 6.96 287.6 0.0 0.00 110.79 124.40 6.80 287.5 0.0 0.00 97.50 110.79 6.65 287.4 0.0 0.00 84.52 97.50 6.49 287.3 0.0 0.00 71.83 84.52 6.34 287.2 0.0 0.00 59.44 71.83 6.19 287.1 0.0 0.00 47.40 59.44 6.02 287.0 0.0 0.00 36.25 47.40 5.57 286.7 0.0 0.00 25.93 36.25 5.16 286.5 0.0 0.00 16.37 25.93 4.78 286.3 0.0 0.00 7.51 16.37 4.43 286.1 0.0 0.00 0.69 7.51 3.41 285.8 0.0 0.00 0.06 0.69 0.31 285.2 0.0 0.00 0.01 0.06 0.03 285.1 0.0 0.00 0.00 0.01 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 0.00 0.00 0.00 0.00 285.1 0.0 7 287.8 2 c w I/) ..J 0 ct Q.. ..... 0 0 D:: ..... Q.. cfs 0.00 2.07 5.07 5.85 6.87 8.11 8.22 8.27 8.28 8.25 8.16 8.04 7.86 7.65 7.39 7.09 6.96 6.80 6.65 6.49 6.34 6.19 6.02 5.57 5.16 4.78 4.43 3.41 0.31 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 D.A.# )( w 12.6 5.0 cfs 0.0 2.5 5.0 7.6 10.1 12.6 11.3 10.1 8.8 7.6 6.3 5.0 3.8 2.5 1.3 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 13 9815dra.xls Exhibit D-1 0 ..J z ct I= ..... !!? 0 )( ..... w cfs 0.00 2.52 5.04 7.56 10.09 12.61 11.35 10.09 8.82 7.56 6.30 5.04 3.78 2.52 1.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13 D.A. # D.A. # 'II: .c. ·c Q. w "' Ci z iii 0 ... Q. :?: "C 0 0 >. ... ::c a. 0 Qp 22.5 Tc 5.4 inc 1.0 Time cfs cfs 0.0 0.0 0.0 1.0 4.2 4.2 2.0 8.3 8.3 3.0 12.5 12.5 4.0 16.6 16.6 5.0 20.8 20.8 6.0 21.4 21.4 7.0 19.3 19.3 8.0 17.2 17.2 9.0 15.1 15.1 10.0 13.1 13.1 11.0 11.0 11.0 12.0 8.9 8.9 13.0 6.8 6.8 14.0 4.8 4.8 15.0 2.7 2.7 16.0 0.6 0.6 17.0 0.0 0.0 18.0 0.0 0.0 19.0 0.0 0.0 20.0 0.0 0.0 21.0 0.0 0.0 22.0 0.0 0.0 23.0 0.0 0.0 24.0 0.0 0.0 25.0 0.0 0.0 26.0 0.0 0.0 27.0 0.0 0.0 28.0 0.0 0.0 29.0 0.0 0.0 30.0 0.0 0.0 31.0 0.0 0.0 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 PEAK FLOWS 21 21 0. 00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Baymont Inn and Suites Pond Routing EVENT= 25 D.A. # c: a t. c: c: .... g :!;! 0 ;; + .... .... "C "' c: :!;! + + c: > + c: c: 0 .!! (/) (/) c: N N a a. w .., 2.4 5.0 cfs cfs cfs cfs ft cfs 4.15 0.00 0.00 0.00 285.1 0.0 12.46 0.38 4.15 1.89 285.5 0.5 20.76 4.24 12.84 4.30 286.1 0.9 29.06 15.51 25.00 4.75 286.3 1.4 37.37 33.63 44.57 5.47 286.7 1.9 42.12 58.63 70.99 6.18 287.1 2.4 40.65 87.69 100.75 6.53 287.3 2.1 36.50 114.64 128.34 6.85 287.5 1.9 32.35 136.91 151.14 7.11 287.7 1.7 28.20 154.61 169.26 7.32 287.9 1.4 24.04 167.85 182.81 7.48 288.0 1.2 19.89 176.80 191.89 7.54 288.0 0.9 15.74 181.55 196.70 7.57 288.1 0.7 11.59 182.14 197.29 7.58 288.1 0.5 7.44 178.62 193.73 7.55 288.0 0.2 3.28 171.04 186.05 7.51 288.0 0.0 0.60 159.55 174.32 7.38 287.9 0.0 0.00 145.72 160.16 7.22 287.8 0.0 0.00 131.62 145.72 7.05 287.7 0.0 0.00 117.85 131.62 6.89 287.6 0.0 0.00 104.39 117.85 6.73 287.5 0.0 0.00 91.25 104.39 6.57 287.4 0.0 0.00 78.41 91.25 6.42 287.2 0.0 0.00 65.86 78.41 6.27 287.1 0.0 p 0.00 53.61 65.86 6.13 287.0 0.0 0.00 42.01 53.61 5.80 286.9 0.0 0.00 31.25 42.01 5.38 286.6 0.0 0.00 21.30 31.25 4.98 286.4 0.0 0.00 12.08 21.30 4.61 286.2 0.0 0.00 3.54 12.08 4.27 286.1 0.0 0.00 0.32 3.54 1.61 285.5 0.0 0.00 0.03 0.32 0.15 285.1 0.0 0.00 0.03 0.03 0.00 285.1 0.0 0.00 0.03 0.03 0.00 285.1 0.0 0.00 0.03 0.03 0.00 285.1 0.0 0.00 0.03 0.03 0.00 285.1 0.0 0.00 0.03 0.03 0.00 285.1 0.0 0.00 0.03 0.03 0.00 285.1 0.0 8 288.1 2 c w (/) ..J 0 ct a. I-0 0 a:: I-a. cfs 0.00 2.36 5.25 6.17 7.37 8.56 8.66 8.75 8.77 8.75 8.67 8.49 8.28 8.05 7.79 7.51 7.38 7.22 7.05 6.89 6.73 6.57 6.42 6.27 6.13 5.80 5.38 4.98 4.61 4.27 1.61 0.15 0.00 0.00 0.00 0.00 0.00 0.00 9 D.A. # )( w 14.4 5.0 cfs 0.0 2.9 5.7 8.6 11.5 14.4 12.9 11.5 10.0 8.6 7.2 5.7 4.3 2.9 1.4 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 14 9815dra.xts Exhibit D-1 C) ..J z ct I= I-!12 0 >< I-w cfs 0.00 2.87 5.74 8.61 11.49 14.36 12.92 11.49 10.05 8.61 7.18 5.74 4.31 2.87 1.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14 D.A. # D.A.# 'II: .c. c a. w IG z ... Cl iii 0 ... a. :: ,, 0 0 >-~ J: 0 Qp 25.4 Tc 5.4 Inc 1.0 Time cfs cfs 0.0 0.0 0.0 1.0 4.7 4.7 2.0 9.4 9.4 3.0 14.0 14.0 4.0 18.7 18.7 5.0 23.4 23.4 6.0 24.1 24.1 7.0 21.7 21.7 8.0 19.4 19.4 9.0 17.1 17.1 10.0 14.7 14.7 11.0 12.4 12.4 12.0 10.0 10.0 13.0 7.7 7.7 14.0 5.4 5.4 15.0 3.0 3.0 16.0 0.7 0.7 17.0 0.0 0.0 18.0 0.0 0.0 19.0 0.0 0.0 20.0 0.0 0.0 21.0 0.0 0.0 22.0 0.0 0.0 23.0 0.0 0.0 24.0 0.0 0.0 25.0 0.0 0.0 26.0 0.0 0.0 27.0 0.0 0.0 28.0 0.0 0.0 29.0 0.0 0.0 30.0 0.0 0.0 31.0 0.0 0.0 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 PEAK FLOWS 24 24 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Baymont Inn and Suites Pond Routina EVENT= 50 D.A. # c: a t. c: c: 32 .2 ... ~ + ... ... ,, ~ c: + + c: + C: GI (/) (/) c: 0-.5 N N a a. w .., 2.7 5.0 cfs cfs cfs cfs ft cfs 4.68 0.00 0.00 0.00 285.1 0.0 14.04 0.43 4.68 2.13 285.6 0.5 23.41 5.76 14.47 4.36 286.1 1.1 32.77 19.36 29.16 4.90 286.4 1.6 42.13 40.63 52.13 5.75 286.8 2.1 47.50 70.12 82.76 6.32 287.2 2.7 45.84 104.17 117.62 6.73 287.5 2.4 41.15 135.80 150.00 7.10 287.7 2.1 36.47 162.13 176.96 7.41 287.9 1.9 31.79 183.44 198.60 7.58 288.1 1.6 27.11 199.86 215.23 7.68 288.2 1.3 22.43 211.47 226.98 7.75 288.2 1.1 17.75 218.32 233.90 7.79 288.2 0.8 13.07 220.46 236.07 7.80 288.3 0.5 8.39 217.94 233.52 7.79 288.2 0.3 3.70 210.83 226.33 7.75 288.2 0.0 0.68 199.18 214.54 7.68 288.1 0.0 0.00 184.68 199.86 7.59 288.1 0.0 0.00 169.68 184.68 7.50 288.0 0.0 0.00 155.02 169.68 7.33 287.9 0.0 0.00 140.70 155.02 7.16 287.8 0.0 0.00 126.72 140.70 6.99 287 .. 6 0.0 0.00 113.06 126.72 6.83 287.5 0.0 0.00 99.71 113.06 6.67 287.4 0.0 0.00 86.68 99.71 6.52 287.3 0.0 0.00 73.94 86.68 6.37 287.2 0.0 0.00 61.50 73.94 6.22 287.1 0.0 0.00 49.35 61.50 6.07 287.0 0.0 0.00 38.06 49.35 5.65 286.8 0.0 0.00 27.60 38.06 5.23 286.6 0.0 0.00 17.91 27.60 4.84 286.4 0.0 0.00 8.94 17.91 4.49 286.2 0.0 0.00 0.82 8.94 4.06 286.0 0.0 0.00 0.08 0.82 0.37 285.2 0.0 0.00 0.08 0.08 0.00 285.1 0.0 0.00 0.08 0.08 0.00 285.1 0.0 0.00 0.08 0.08 0.00 285.1 0.0 0.00 0.08 0.08 0.00 285.1 0.0 8 288.3 3 c w (/) -I 0 cs: a. I-0 0 0:: I-a. cfs 0.00 2.66 5.43 6.50 7.89 8.99 9.13 9.24 9.28 9.19 9.02 8.82 8.59 8.34 8.06 7.75 7.68 7.59 7.50 7.33 7.16 6.99 6.83 6.67 6.52 6.37 6.22 6.07 5.65 5.23 4.84 4.49 4.06 0.37 0.00 0.00 0.00 0.00 9 0.A.# >< w 16.2 5.0 cfs 0.0 3.2 6.5 9.7 12.9 16.2 14.6 12.9 11.3 9.7 8.1 6.5 4.9 3.2 1.6 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 16 981 Sdra.xts . Exhibit 0-1 (!) -I z cs: I= I-!!? 0 >< I-w cfs 0.00 3.24 6.47 9.71 12.95 16.18 14.57 12.95 11.33 9.71 8.09 6.47 4.86 3.24 1.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16 D.A.# D.A.# 'It .s:: c Q.. w Ill ... z g> iii ... Q.. ~ "C 0 >-... 0 :r: a. (.) Qp 28.5 Tc 5.4 Inc 1.0 Time cfs cfs 0.0 0.0 0.0 1.0 5.2 5.2 2.0 10.5 10.5 3.0 15.7 15.7 4.0 21.0 21.0 5.0 26.2 26.2 6.0 27.0 27.0 7.0 24.4 24.4 8.0 21.7 21.7 9.0 19.1 19.1 10.0 16.5 16.5 11.0 13.9 13.9 12.0 11.2 11.2 13.0 8.6 8.6 14.0 6.0 6.0 15.0 3.4 3.4 16.0 0.8 0.8 17.0 0.0 0.0 18.0 0.0 0.0 19.0 0.0 0.0 20.0 0.0 0.0 21.0 0.0 0.0 22.0 0.0 0.0 23.0 0.0 0.0 24.0 0.0 0.0 25.0 0.0 0.0 26.0 0.0 0.0 27.0 0.0 0.0 28.0 0.0 0.0 29.0 0.0 0.0 30.0 0.0 0.0 31.0 0.0 0.0 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 PEAK FLOWS 27 27 0.00 indicates inital conaition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Baymont Inn and Suites Pond Routing EVENT= 100 D.A.# c: a t. c: c: 32 .!2 ... q + ... ... "C "1ii c: 32 + + c: + c: > Cl) Cl) c: 0 .!! c: N N a a. w ... 3.0 5.0 cfs cfs cfs cfs ft cfs 5.24 0.00 0.00 0.00 285.1 0.0 15.73 0.48 5.24 2.38 285.6 0.6 26.21 7.36 16.21 4.42 286.1 1.2 36.70 23.45 33.58 5.06 286.5 1.8 47.18 48.05 60.14 6.05 287.0 2.4 53.19 82.30 95.23 6.47 287.3 3.0 51.33 121.63 135.49 6.93 287.6 2.7 46.09 158.22 172.96 7.37 287.9 2.4 40.84 189.07 204.31 7.62 288.1 2.1 35.60 214.38 229.92 7.77 288.2 1.8 30.36 234.21 249.98 7.89 288.3 1.5 25.12 248.62 264.57 7.97 288.4 1.2 19.87 257.69 273.74 8.03 288.4 0.9 14.63 261.46 277.56 8.05 288.5 0.6 9.39 260.01 276.09 8.04 288.5 0.3 4.15 253.40 269.40 8.00 288.4 0.0 0.76 241.68 257.54 7.93 288.4 0.0 0.00 226.76 242.44 7.84 288.3 0.0 0.00 211.26 226.76 7.75 288.2 0.0 0.00 195.94 211.26 7.66 288.1 0.0 0.00 180.81 195.94 7.57 288.1 0.0 0.00 165.89 180.81 7.46 288.0 0.0 0.00 151.32 165.89 7.28 287.8 0.0 0.00 137.09 151.32 7.12 287.7 0.0 p 0.00 123.19 137.09 6.95 287.6 0.0 0.00 109.61 123.19 6.79 287.5 0.0 0.00 96.34 109.61 6.63 287.4 0.0 0.00 83.39 96.34 6.48 287.3 0.0 0.00 70.73 83.39 6.33 287.2 0.0 0.00 58.37 70.73 6.18 287.1 0.0 0.00 46.41 58.37 5.98 287.0 0.0 0.00 35.33 46.41 5.54 286.7 0.0 0.00 25.07 35.33 5.13 286.5 0.0 0.00 15.57 25.07 4.75 286.3 0.0 0.00 6.77 15.57 4.40 286.1 0.0 0.00 0.62 6.77 3.08 285.8 0.0 0.00 0.06 0.62 0.28 285.2 0.0 0.00 0.06 0.06 0.00 285.1 0.0 8 288.5 3 c w Cl) ...I 0 ct a. I-0 8~ cfs 0.00 2.98 5.62 6.86 8.44 9.46 9.62 9.76 9.71 9.56 9.38 9.17 8.92 8.65 8.34 8.00 7.93 7.84 7.75 7.66 7.57 7.46 7.28 7.12 6.95 6.79 6.63 6.48 6.33 6.18 5.98 5.54 5.13 4.75 4.40 3.08 0.28 0.00 10 D.A.# )( w 18.1 5.0 cfs 0.0 3.6 7.2 10.9 14.5 18.1 16.3 14.5 12.7 10.9 9.1 7.2 5.4 3.6 1.8 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 18 9815dra.x1s Exhibit 0-1 C> ...I z ct i= I-!:!? 0 )( I-w cfs 0.00 3.62 7.25 10.87 14.49 18.12 16.30 14.49 12.68 10.87 9.06 7.25 5.43 3.62 1.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18 Baymont Inn and Suites 5 Year Event Hydrograph 16.00 12 .00 6 .00 2.00 0 .00 ""'"""------+------+----.;;:::,,,,:'+--~-----+------+-_,,,, ___ +------+-------4 0.00 5.00 10.00 15.00 20.00 Time(min.) 25 .00 30.00 35 .00 40.00 --Prop --Qn+1 --3 --TOTAL PROPOSED - - -TOTAL EXISTING 10/22/98 Exhibit D-2 Baymont Inn and Suites 10 Year Event Hydrograph 20 .00 --.-----------------------------------------. 18 .00 16.00 14 .00 ,. I \ 12 .00 \ \ ~ ~ 10 .00 \ \ a 8 .00 6 .00 4 .00 \ \ o .oo_.,._-----+---------...;:::::.,:+-~----+-----+---~~+-----+--------1 0.00 5 .00 10.00 15 .00 20.00 Time(min.) 25.00 30.00 35.00 40 .00 --Prop --Qn+1 --3 --TOTAL PROPOSED - - -TOTAL EXISTING 10/22/98 Exhibit D-2 Baymont Inn and Suites 25 Year Event Hydrograph 25 .00 -.---------------------------------------.. 20 .00 15 .00 10.00 5 .00 o .oo"""----+-----+---___:::::::.;:*--~---+-----+-----~.__---+--------4 0 .00 5.00 10.00 15 .00 20 .00 Time(min .) 25 .00 30.00 35.00 40 .00 --Prop --Qn+1 --3 --TOTAL PROPOSED - - -TOTAL EXISTING 10/22/98 Exhibit D-2 Baymont Inn and Suites 50 Year Event Hydrograph 30 .00 -.-------------------------------------~ 25 .00 . 20 .00 ~ ~ 15 .00 r, I \ I \ a I \ I " 10.00 5.00 - \ '\ \ '\ o .oo"""------+-----+----;;::::,,.:'+--~---------+-----+-----l..__-+--------4 0.00 5 .00 10 .00 15 .00 20 .00 Time (min .) 25.00 30 .00 35 .00 40 .00 --Prop --Qn+1 --3 --TOTAL PROPOSED ---TOT AL EXISTING 10/22/98 Exh ibit 0-2 ~ Baymont Inn and Suites 100 Year Event Hydrograph 30.00 -.-----------------------------------------. 25 .00 20.00 ,~, I \ ~ 15 .00 I \ I I a 10 .00 5 .00 I I I I I o.oo ..,:;...----------+----=--i+-.....::...----1------+-----+------+_.....------l 0.00 5 .00 10.00 15.00 20.00 Time (min.) 25.00 30.00 35.00 40 .00 --Prop --Qn+1 --3 --TOTAL PROPOSED - --TOT AL EXISTING 10/22/98 Exhibit D-2 1.200 1.000 "';" 0.800 c;: ! GI Ol !! .s Ill 0.600 0.400 0.200 Baymont Inn and Suites Stage-Storage Curve o .ooo+-~~~~+41~~~--+=======--~~4-~~~~4-~~~~4-~~~~4-~~~~4-~~~~4-~~~~-+-~~~~ 284 285 286 287 288 289 Elevatlon (msl) 290 291 292 293 294 Exhibit D-3 Baymont Inn and Suites Stage-Discharge Curve 0 .000+-~~~~+.~~~~+-~~~~+-~~~~+-~~~~+-~~~~t--~~~~t--~~~--if--~~~--t~~~~-1 284.0 285 .0 286.0 287.0 288.0 289.0 Elevatlon (msl) 290 .0 291 .0 292 .0 293 .0 294 .0 Exhibit D-3 PRELIMINARY DRAINAGE REPORT FOR LOT 1, BLOCK 1, WHEELER SUBDIVISION PHASE 2 Richard Carter Survey, A-8 College Station, Brazos County, Texas June 29, 1998 PREPARED FOR: Bert Wheelers Inc. 1 0665 Richmond Houston , Texas 77042 PREPARED BY: Kling Engineering & Surveying 4013 Texas Ave ., Suite 212 Bryan, Texas 77802 ( 409) 846-6212 Preliminary Drainage Report for Lot 1, Block 1, Wheeler Subdivision -Phase 2 Richard Carter Survey, A-8 College Station, Brazos County, Texas June 29, 1998 GENERAL LOCATION & DESCRIPTION: Lot 1, Block 1 of the Wheeler Subdivision -Phase 2 consists of a two acre tract of land lying adjacent to the southern right of way line for University Drive (F.M . 60) approximately 337' west of the Lincoln Avenue I F .M . 60 intersection . Currently, the lot is vacant. Existing land cover consists of field grasses and brush with a few trees . The site drains in a southeasterly direction to the nearby East Tributary to Burton Creek (see Appendix 1 "General Location Map " and 2 "Final Plat" for map). The site is currently within the 100 year floodplain according to the FEMA Flood Insurance Rate Map (FIRM) for Brazos County, Texas and Incorporated Areas , Community Number 480083, Panel Number 0142 C, Map Number 48041 C0142 C, effective date July 2, 1992 (see Appendix 3 "Flood Insurance Rate Map"). It has a floodplain designation of, "Zone A-Special Flood Hazard Areas Inundated By 100-Year Flood -No base flood elevations determined". Current development plans involve a Letter of Map Revision for the East Tributary to Burton Creek that will eliminate floodplain from Lot 1, Block 1 by the channelization of a portion of the creek. Proposed improvements include a hotel/motel establishment of the same character as currently developing projects within the University Drive Corridor. Previous studies for the area include : 1) Kling Engineering & Surveying, Floodplain Analysis for East Tributary to Burton Creek Just Above Confluence with Carters Creek, June , 1998 . The purpose of this study was to establish the elevation of the 100 year floodplain water surface and define a floodway for the East Tributary to Burton Creek. Included in this study was the analysis of proposed channel improvement and its effect on the floodplain . DRAINAGE BASINS & SUB-BASINS: The primary drainage basin for the area is the Burton Creek drainage basin . The Tributary drainage basin can be considered a sub -basin within the lower region of the Burton Creek drainage basin . The Tributary drainage basin is broken into 7 sub-basins according to flow patterns (refer to abovementioned Floodplain Analysis for further detail). Lot 1, Block 1 is accounted for in the Floodplain Analysis in drainage area DA-II of Sub-basin 7 . The two acre site will be considered as a single drainage area with respect to stormwater runoff calculations for this report. DRAINAGE DESIGN CRITERIA: The City of College Station requires attenuation of excess stormwater runoff through the 100 year return event. The Rational Method was used to determine the stormwater runoff for existing and post-developed conditions. Detention requirements were calculated us ing the difference in peak runoff discharges for existing and post-developed conditions , from the 2, 5 , 10, 25 , 50, and 100 year return storm events, incorporated into the Modified Rational Method . Detention pond routing was done using the Level Pool Routing Procedure combined with the appropriate hydraulic equations to model the outlet device . Excess runoff due to development will be attenuated off-site in a 0 .39 acre private detention and drainage easement adjacent to the south lot line of the property (see Appendix 2 "Final Plat"). This report will document the management of stormwater runoff as a result of proposed development. Due to the lack of a final site development plan, conservative assumptions with respect to runoff will be made . Upon complet ion of a final site plan , an addendum to this drainage report will be submitted documenting that final conditions are within design parameters as set forth in this report . DRAINAGE ANALYSIS & DESIGN: The area was analyzed under existing and post-developed cond itions to determine total peak runoff rate for the proposed improvements and total allowable peak runoff from the site (exist ing conditions). Based on a time of concentration of 10 minutes , intensities for the varying storm events were obtained using the Intensity-Duration-Frequency equation and coefficients corresponding to Brazos County as defined by the U.S. Weather Bureau (NWS) Technical Paper No . 40 . Site area used is 2 .001 acres with 'C' factors for existing and post-developed conditions of 0 .25 and 0 .81 respectively . In absence of a final development site plan , post developed 'C ' was determined by assuming the entire two acre tract to be impervious with the exception of the required 24' landscape reserve adjacent to the F .M. 60 right of way . This assumption is conservative as it does not account for set-back or landscaped areas within the lot. The following table summarizes the peak runoff rates derived from the Rational Method for pre and post developed conditions . Table 1 Storm Return (yr) 2 5 10 25 50 100 Pre Q (cfs) 3 .2 3 .8 4.3 4 .9 5.6 5 .8 Post Q (cfs) 10 .2 12.5 14 .0 16.0 18 .0 18.9 Requ ired Atten . Q (cfs) 7 .0 8 .7 9.7 11.1 12 .4 13.1 *See Appendix 4 "Hydrolog1c Calculations" for computation As stated above, under proposed conditions , detention will be accomplished within an off- site detention easement accommodating runoff through the 100 year event. The detention pond will be adjacent to the improved channel for the Tributary with top of berm elevations at a minimum of 1' above the 100 year water surface elevation in the channel. The outlet works for the detention area will consist of a 1 O" PVC pipe at a 0.8% slope. The pipe outlet flowline will be at 288.9. Overflow will be accommodated using a 15' long, grassed emergency spillway at elevation 291. 75 . Outfall for the 1 O" PVC pipe will be immediately adjacent to the improved channel. Minimum outfall flowline elevation will be set at 288 .5 , approximately 0.5' above the 100 year floodway water surface elevation in the channel at outfall location . A post development, inflow hydrograph for the pond was generated using the Modified Rational Method to determine a storm duration that would require the greatest amount of storage volume (see Appendix 4 "Hydrologic Calculations" for summary print out). The Level Pool Routing procedure with the appropriate hydraulic equations for modeling the outlet works was used to route the design storm inflow hydrograph through the pond . Two scenarios were created to model the various storm events . Scenario 1 models the pond with the outlet works functioning properly as des igned . Due to the small size of the outlet pipe , 1 O", the second scenario models the pond with the outlet pipe completely clogged . The following table summarizes the peak elevations and discharges of the pond routing for each scenario. Table 2 Scenario 1 Scenario 2 Storm Return Peak Inflow Allowable Outflow Peak Outflow Peak Elev . Peak Outflow Peak Elev. (yr) (cfs) (cfs) (cfs) (cfs) 2 7.1 3.2 2 .8 290 .5 0 .0 290.90 5 8.3 3.8 3.1 290.8 0.0 291 .10 10 9.2 4 .3 3.2 290 .9 0 .0 291 .30 25 10.6 4 .9 3.4 291.0 0 .0 291 .50 50 11 .8 5.6 3 .5 291.2 0 .0 291.70 100 12.3 5.8 3.6 291.3 0 .0 291 .70 *See Appendix 5 "Detention Pond Routing" for computation . As shown above, peak outflow for Scenario 1 averages 3.3 cfs for the six design storm events . All excess runoff as a result of development is attenuated under optimal design conditions . The pond provides sufficient volume such that during completely clogged conditions , Scenario 2 , water surface elevations do not reach the emergency spillway for the six design storm events . CONCLUSIONS: Post developed runoff rates were determined using an assumed worst case scenario for amount of impervious cover on the site . Design storm hydrographs were routed through a proposed detention pond which attenuated above the required amounts for all storm events. Due to the relatively small size of the outlet works, the design storm hydrographs were routed through the pond assuming fully clogged conditions . Under this scenario, it is shown that the water surface elevation in the pond does not exceed the elevation of the emergency spillway for any design storm event. However, storm events and physical conditions that may occur during a storm are variable and pond overtopping is possible due to the unbounded combinations of particular attributes that may affect pond performance . The emergency spillway provides for the controlled release of pond overflow. No adverse impact on downstream structures or property owners is expected from proposed improvements . APPENDICES 1) General Location Map -U.S.G.S . Quad 2) Final Plat -Wheeler Subdivision Phase 2 Lot 1, Block 1 3) Flood Insurance Rate Map - F.E.M .A. 4) Hydrologic Computations 5) Detention Pond Routing Computations k:\projects\wheeler8\ph21t I \It I blk I . wpd APPENDIX 1 GENERAL LOCATION MAP -U.S.G.S. QUAD . APPENDIX 4 HYDROLOGIC COMPUTATIONS I ~ _A"'___ _I 2 '°' -: r·--"'1 !Uil:\ --' -. "'i ' -----Q ~ 0 . _-__ __ --·. ·----- Q.<):) - "· ¥ c.. --· ----. ---. o. ~7 1t-o. 91) -0, 78 01 l~~o.zs -o,o~ A ~~~-~i>· :-8 7 % 1rnp ¢tre..V1r)I.)~ I ~ 'o ~llf-,-.J c~ r~ I . lJ, -B I ·-=Tt:iiil i- }./()?a : 4~6Ulf'/PT7o~ ~At:ir!:D ON 21 JAN.D~pc-~11€' AL.J:Jfl.X.. ()N1r/l#t.s.11tf 1~ .7H~ ON'-'f AICMJ • ,,,,,., f>~tZ.i.,Ju:us ~ wr7f.ltr.J N~ Z.. ~~ ~ (.. z. :: ~.33 -c G) ~ C..'-.. A Qt. • Q5 ~ ':'s = 7, ~? l..10 . : _f, b.3 c., 2.5 ::-9, ~' ---·-a IQ _;:__ ----- - 1 6h.~ > is.,. :: //, 14 i1i»:: l/1 ~ Z eGv1 o .it::. 4ne:M,Je-nw ~ Aem. = ~~~· -Q~ At. ~ 10,z-'3. z -7 c..~ .}r~ ~. /Z,S-__ !>• S .~ ~.7 A10 :_/'-/, o -4,J -,,7 Ai.$ : It-,()_. 4 9 ;;;-//,I J4"1 r 18 • 0 -5, b ";;-Z1 4 A ,~ --t'd.c;-!7,~ :L.:3::..!.,..:...'-~ .Qso ~ 6211)) 7 -- ------------·-· . /0, z. c.f:S -12 1 S = 14r v -/t-, 0 = IB,t!'J ;:. ';g,9 Job File: E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK Rain Dir: J:\HAESTAD\PPK6\UTIL\ ========================== JOB TITLE ========================== Wheeler Subdivision Phase 2 Lot 1, Block 1 -2.001 acre tract S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 12:34 :04 Date: 06-29-1998 Table of Contents Table of Contents ************ RATIONAL METHOD CALCS *********** C and Area LOT1,BLK1 POST •••••••.••.•.•.•••••• 1.01 Mod. Rational Grand Sl.lmlary DETENTION EST1 ••••••••••••••••••••• 1.02 Rational Peak Q's DETENTION EST 1 • • • • • • • • • • • • • • • • • • • • • 1. 03 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6·24·97 :053 Compute Time: 12:34:04 Date: 06 ·29·1998 Type .... C and Area Name .••• LOT1,BLK1 POST File .••• E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK Title ••. Lot 1, BlocK 1 Wheeler Subdivision Phase 2 -Post Developed Conditions RATIONAL C COEFFICIENT DATA Page 1.01 ········································································· ········································································· Lot 1, BlocK 1 Wheeler Subdivision Phase 2 -Post Developed Conditions Area c x Area Soil/Surface Description c acres acres --------------------------------------·-------------------·- impervious .9000 1. 741 1.567 landscaped .2500 .260 .065 WEIGHTED c & TOTAL AREA ---> .8155 2.001 1.632 ········································································· ········································································· S/N: HOMOL0863131 KLING ENGINEERING Pond PacK Ver: 6-24-97 :053 Compute Time: 12:34:04 Date: 06-29-1998 Type •••• Mod. Rational Grand Surrmary Name •••• DETENTION EST1 Page 1 .02 File •••• E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET .PPK ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Sl.fllllary For All Storm Frequenc i es * * * * * ************************************************************************ ************************************************************************ Q = CiA * Units Conversion; Where Conversion 43560 I (12 * 3600) Area = 2.001 acres Tc = • 1667 hr s ............................................................................ ············································································ Freq. Adju s ted Durat i on years 'C' hrs in/hr Qpeak Allowable! cfs cfs I VOLUMES Inf low ac-ft Storage ac ·ft ------------------------------------------------------1--------------------- 2 5 10 25 50 100 .816 .816 .816 .816 .816 .816 S/N: HOMOL0863131 .3500 .3833 .4000 .40DO .4167 .4167 4.3075 5.0657 5 .6172 6.4481 7. 1625 7.4775 7.09 8.34 9.24 10.61 11. 79 12.30 KLING ENGINEERING 3.20 I 3.8o I 4.3o I 4.9o I 5 .6o I 5 .8o I Pond Pack Ver: 6 -24-97 :053 Compute Time : 12:34:04 .205 .264 .306 .351 .406 .424 .116 .148 .168 .194 .220 .231 Date: 06 -29 -1998 Type .... Rational Peak O's Page 1.03 Name .... DETENTION EST1 File .... E:\HAESTAD\PONDPACK\PPK6\YHEELER\L&B1PH2\L1B1DET.PPK SUMMARY OF RATIONAL METHOD PEAK DISCHARGES Q = CiA * Unit s Conversion; Yhere Conversion = 43S60 / C12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve --·-·-------...................................... 2 YR 2 BRAZOS.IDQ e = .8060 b = 6S.OOOO d = 8.0000 S YR s BRAZOS. IDQ e = .78SO b = 76.0000 d = 8.SOOO 10 YR 10 BRAZOS.IDQ e = .7630 b = 80.0000 d = 8.SOOO 2S YR 2S BRAZOS . IDQ e = .7S40 b = 89.0000 d = 8.SOOO SO YR so BRAZOS . IDQ e = .74SO b = 98.0000 d = 8.SOOO 100 YR 100 BRAZOS. IDQ e = .7300 b = 96.0000 d = 8.0000 Tc = . 1667 hrs ----------------------------- Tag Freq c C adj c Area I Peak Q (years) factor I final in/hr acres I cfs 1-----------------------------1 .................... 2 YR 2 .816 1 .000 I .816 6.32S9 2.001 I 10.41 S YR s .816 1.000 I .816 7.6921 2.001 I 12.66 10 YR 10 .816 1.000 I .816 8.6338 2.001 I 14.21 25 YR 2S .816 1.000 I .816 9.8607 2.001 I 16.22 50 YR so .816 1.000 I .816 11. 1467 2.001 I 18.34 100 YR 100 .816 1.000 I .816 11.6382 2.001 I 19. 1S ----------------------------- S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 Compute Time: 12:34:04 Date : 06 -29 -1998 APPENDIX 5 DETENTION POND ROUTING COMPUTATIONS Job File: E:\HAESTAD\PONDPACK\PPK6\YHEELER\L&B1PH2\L1B1DET.PPK Rain Dir: J:\HAESTAD\PPK6\UTIL\ ========================== JOB TITLE ========================== Yheeler Subdivision Phase 2 Lot 1, Block 1 -2.001 acre tract S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6·24-97 :053 Compute Time: 16:25:39 Date: 06·29 -1998 Table of Contents Table of Contents *********************** POND VOLUMES *********************** VO L.PLAN 1 ...•.. Vol: Planimeter ••••.•••..........•. 1 .01 ******************** OUTLET STRUCTURES ********************* TRIAL 181 ••••••• Outlet Input Data •••••••••••••••••• 2.01 Composite Rating Curve ••••••••••••• 2.04 *********************** POND ROUTING *********************** POND RT TRIAL Pond E·V·Q Table ................... 3.01 POND RT TRIAL 10 YR Pond Routing SU1T1T1ary ............... 3.03 POND RT TRIAL 1 100 YR Pond Routing SUlllnary ............... 3.04 POND RT TRIAL 1 2 YR Pond Routing SU111T1ary ............... 3.05 POND RT TRIAL 1 25 YR Pond Routing SU1T1T1ary ............... 3.06 POND RT TRIAL 1 5 YR Pond Routing SU1T1T1ary ............... 3.07 POND RT TRIAL 1 50 YR Pond Routing SU1T1T1ary ............... 3.08 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 Compute Time: 16:25:39 Date: 06-29 -1998 Type .... Vol: Planimeter Name ..•. VOL.PLAN 1 File ..•. E:\HAESTAD\PONDPACK\PPK6\~HEELER\L&B1PH2\L1B1DET.PPK Title •.. Vol1..me Plan 1 · 3:1 side slopes POND VOLUME CALCULATIONS Planimeter scale: 1.00 ft/in Elevation Planimeter (ft) (sq.in) 288.90 .000 289.00 128.000 290.00 5355.300 291.00 10736.900 292.00 12578.300 Area A1+A2+sqrCA1*A2) Vol1..me (acres) (acres) (ac-ft) .0000 .0000 .000 .0029 .0029 .000 • 1229 .1449 .048 .2465 .5435 . 181 .2888 .8020 .267 POND VOLUME EQUATIONS Page 1.01 Vol1..me S1..m (ac -ft) .000 .000 .048 .230 .497 * Incremental volune computed by the Conic Method for Reservoir Volunes. Vol1..me = (1/3) * CEL2-EL1) * (Area1 + Area2 + sq.rt.(Area1*Area2)) where: EL1, EL2 =Lower and upper elevations of the increment Area1,Area2 =Areas computed for EL1, EL2, respectively Vol1..me =Incremental volune between EL1 and EL2 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Type .... Outlet Input Data Page 2.01 Name .... TRIAL 181 File •... E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK REQUESTED POND WS ELEVATIONS: Min. Elev.= 288.90 ft Increment= .10 ft Max. Elev.= 292.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No. Outfall E1, ft E2, ft ----------------------------------- Weir-Rectangular 2 <---> TW 291. 750 292.000 Culvert-Circular <---> TW 288.900 292.000 TW SETUP, OS Channel S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Type .... Outlet Input Data Name .... TRIAL 181 File .... E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK OUTLET STRUCTURE INPUT DATA Structure ID Structure Type # of Openings Crest Elev. Weir Length Weir Coeff. Weir TW effects = 2 =Weir-Rectangular = 291. 75 ft = 15.00 ft = 3.000000 (Use adjustment equation) S/N: HOMOL0863131 KLING ENGINEERING Page 2.02 Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Type .... Outlet Input Data Name .... TRIAL 1B1 File .••. E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK OUTLET STRUCTURE INPUT DATA Structure ID Structure Type Culvert-Circular No. Barrels = Barrel Diameter Upstream Invert = Dnstream Invert Horiz. Length Barrel Length Barrel Slope OUTLET CONTROL DATA ... Mannings n .8333 ft 288.90 ft 288.50 ft 50.00 ft 50.00 ft .00800 ft/ft .0110 Page 2.03 Ke Kb Kr HW Convergence .5000 (forward entrance loss) .028555 (per ft of full flow) 1.0000 (reverse entrance loss) .001 +/-ft INLET CONTROL DATA ... Equation form Inlet Control K .0098 Inlet Control M 2.0000 Inlet Control c .03980 Inlet Control y = .6700 T1 ratio (HW/D) = 1.156 T2 ratio (HW/D) = 1.303 Slope Factor -.500 Use unsubmerged inlet control Form equ . below T1 elev. Use submerged inlet control Form equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2 ... At T1 Elev 289.86 ft ---> Flow 1.74 cfs At T2 Elev= 289.99 ft ---> Flow= 1.99 cfs Structure ID Structure Type TW TW SETUP, OS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ... Maxi mun Iterations= 30 Min. TW tolerance .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs Max. Q tolerance = .10 cfs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6 -24-97 :053 Compute Time: 16:25:39 Date : 06-29-1998 Type .•.. Composite Rating Curve Name .... TRIAL 1B1 File .... E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes --------Converge ------------------------- Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures 288.90 289.00 289.10 289.20 289.30 289.40 289.50 289.60 289.70 289.80 289.90 290.00 290. 10 290.20 290.30 290.40 290.50 290.60 290.70 290.80 290.90 291.00 291. 10 291.20 291.30 291.40 291.50 291.60 291.70 291. 75 291.80 291.90 292.00 .00 Free Outfall .03 Free Outfall .10 Free Outfall .21 Free Outfall .36 Free Outfall .54 Free Outfall • 75 .98 1.22 1.47 1.73 1.99 2.20 2.36 2.51 2.66 2.80 2.93 3.03 3.13 3.23 3.33 3.42 3.51 3.60 3.69 3.78 3.86 3.94 3.98 4.53 6.72 9.81 Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall None contributing 1 2 +1 2 +1 2 +1 2 +1 S/N: HOMOL0863131 KLING ENGINEERING Page 2.04 Pond Pack Ver: 6 -24 -97 :053 Compute Time: 16:25:39 Date: 06 -29 -1998 Type .... Pond E-V-Q Table Name •.•• POND RT TRIAL 1 File .... E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK LEVEL POOL ROUTING DATA HYG Dir = E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file= L&B1PH2.HYG -det_est1 10 YR Outflow HYG file= L&B1PH2.HYG -Outfall trial 1 10 YR Pond Node Data = Vol plan 1 Pond Volune Data= Vol.Plan 1 Pond Outlet Data = Trial 1b1 No Infiltration INITIAL CONDITIONS Starting WS Elev 288.90 ft Starting Volune = .000 ac·ft Starting Outflow = .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0200 hrs Elevation Outflow Storage Area ft cfs ac-ft acres lnfi l t. cfs Q Total cfs Page 3.01 2S/t + 0 cfs ------------------------------------------------------------------------------ 288.90 .00 .000 .0000 .00 .00 .00 289.00 .03 .000 .0029 .00 .03 .15 289. 10 .10 .001 .0070 .00 .10 .80 289.20 .21 .002 .0129 .00 .21 2.10 289.30 .36 .003 .0205 .00 .36 4.25 289.40 .54 .006 .0299 .00 .54 7.45 289.50 .75 .009 .0410 .00 .75 11.93 289.60 .98 .014 .0539 .00 .98 17.88 289.70 1.22 .020 .0685 .00 1.22 25.51 289.80 1.47 .028 .0849 .00 1.47 35.02 289.90 1.73 .037 .1030 .00 1. 73 46.63 290.00 1.99 .048 .1229 .00 1.99 60.55 290. 10 2.20 .061 .1334 .00 2.20 76.26 290.20 2.36 .075 .1442 .00 2.36 93.21 290.30 2.51 .090 .1555 .00 2.51 111.49 290.40 2.66 .106 .1673 .00 2.66 131.17 290.50 2.80 .124 .1794 .00 2.80 152.27 290.60 2.93 .142 .1920 .00 2.93 174.87 290.70 3.03 • 162 .2050 .00 3.03 198.98 290.80 3.13 .183 .2184 .00 3. 13 224.68 290.90 3.23 .206 .2322 .00 3.23 252.04 291.00 3.33 .230 .2465 .00 3.33 281. 10 291.10 3.42 .254 .2506 .oo 3.42 311.26 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Type .... Pond E-V-Q Table Name .... PO ND RT TRIAL 1 File .... E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET .PPK LEVEL POOL ROUTING DATA HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file= L&B1PH2.HYG -det est1 10 YR Outflow HYG file= L&B1PH2.HYG -Outfall trial 1 10 YR Pond Node Data = Vol plan 1 Pond Vollllle Data = Vol.Plan 1 Pond Ou t let Data = Tr i al 1b1 No Infilt r ation INITIAL CONDITIONS Start i ng WS Elev Start i ng Vo l lllle Start i ng Outflow St arting Infiltr. Start i ng Total Qout = Ti me Inc r ement El evation ft Outflow cfs 288.90 ft .000 a c-ft .00 cf s .00 cfs .00 cfs .0200 hr s Storage ac-ft Area acres Infil t. cfs Q Total cfs Page 3.02 25/t + 0 cfs ------------------------------------------------------------------------------ 291.20 3.51 .280 .2547 .00 3.51 341.91 291 .30 3.60 .305 .2588 .00 3.60 373.07 291 .40 3.69 .331 .2630 .00 3.69 404.73 291.50 3.78 .358 .2672 .00 3.78 436.89 291 .60 3 .86 .385 .2714 .00 3.86 469.57 291 .70 3.94 .412 .2757 .00 3.94 502 . 75 291.75 3 .98 .426 .2779 .00 3.98 519.54 291.80 4.53 .440 .2800 .00 4.53 536.96 291.90 6.72 .468 .2844 .00 6.72 573.30 292.00 9.81 .497 .2888 .00 9.81 611.06 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 Compute Time: 16:25 :39 Date : 06 -29 -1998 Type .••• Pond Routing Sl.Ulllary Name •••• POND RT TRIAL 1 Tag: 10 YR File •••• E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK + LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file L&B1PH2.HYG -det_est1 10 YR Outflow HYG file= L&B1PH2.HYG -Outfall trial 10 YR Pond Node Data = Vol plan 1 Pond Volune Data= Vol.Plan 1 Pond Outlet Data = Trial 1b1 No Infiltration INITIAL CONDITIONS Starting WS Elev 288.90 ft Starting Vol1..me .000 ac -ft Starting Outflow .00 cfs Starting lnfiltr. .00 cfs Starting Total Qout= .00 cfs T i me Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = 9.24 cfs 3.22 cfs = 290.89 ft .204 ac-ft at at .1668 hrs .5068 hrs ===================================================== MASS BALANCE (ac-ft) Initial Vol = .000 + HYG Vol IN = .305 -Infiltration .000 -HYG Vol OUT .305 -Retained Vol = .000 -------·-- Unrouted Vol -.000 ac-ft (.003% of Inflow Vo l ume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 3 .03 Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06 -29-1998 Type •••• Pond Routing SlJTTllary Name •••• POND RT TRIAL 1 Tag: 100 YR File .••• E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK + LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file L&B1PH2.HYG -det_est1 100 YR Outflow HYG file= L&B1PH2.HYG -Outfall trial 100 YR Pond Node Data = Vol plan 1 Pond Vollllle Data Vol.Plan 1 Pond Outlet Data = Trial 1b1 No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev 288.90 ft Starting Volume .000 ac-ft Starting Outflow .00 cfs Starting lnfiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = = 12.30 cfs 3.59 cfs 291. 29 ft .304 ac-ft at at • 1668 hrs .5268 hrs ===================================================== MASS BALANCE (ac ·ft) Initial Vol = .000 + HYG Vol IN = .423 -Infiltration .000 -HYG Vol OUT = .423 -Retained Vol = .000 ------·--· Unrouted Vol -.000 ac-ft C. 002% of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 3.04 Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06 -29-1998 Type ..•• Pond Routing Surrmary Name .••. POND RT TRIAL 1 Tag: 2 YR File •... E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file L&B1PH2.HYG · det_est1 2 YR Outflow HYG file L&B1PH2.HYG ·Outfall trial 2 YR Pond Node Data Vol plan 1 Pond Vol1..111e Data Vol.Plan 1 Pond Outlet Data Trial 1b1 No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 288.90 ft Starting Volume .ODO ac·ft Starting Outflow .00 cfs Starting Inf i l tr. .00 cfs Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 7.09 cfs 2.83 cfs 290.52 ft .128 ac·ft at at .1668 hrs .4468 hrs ===================================================== MASS BALANCE (ac·ft) + Initial Vol .000 + HYG Vol IN .205 · Infiltration .000 · HYG Vol OUT .205 · Retained Vol = .000 Unrouted Vol = ·.000 ac·ft (.005% of Inflow Volume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 3.05 Pond Pack Ver: 6·24·97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Type •••. Pond Routing Surrrnary Name .••. POND RT TRIAL 1 Tag: 25 YR File •••. E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file= L&B1PH2.HYG -det_est1 25 YR Outflow HYG file= L&B1PH2.HYG -Outfall trial 25 YR Pond Node Data Vol plan 1 Pond VollJTle Data= Vol.Plan 1 Pond Outlet Data Trial 1b1 No Infiltration INITIAL CONDITIONS Starting WS Elev 288.90 ft Starting VollJTle .000 ac-ft Starting Outflow = .00 cfs Starting lnfiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = = 10.61 cfs 3.38 cfs 291.05 ft .243 ac-ft at at . 1668 hrs .5068 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol .000 + HYG Vol IN .350 -Infiltration= .000 -HYG Vol OUT .350 -Retained Vol .000 Unrouted Vol -.000 ac-ft (.003% of Inflow Volume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 3.06 Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Type •..• Pond Routing Sunmary Name •••. POND RT TRIAL 1 Tag: 5 YR File ..•• E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK LEVEL POOL ROUTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file Outflow HYG file L&B1PH2.HYG -det_est1 5 YR L&B1PH2.HYG -Outfall trial 5 YR Pond Node Data Pond Vol1.111e Data Pond Outlet Data No lnfil tration Vol plan 1 Vol.Plan 1 = Trial 1b1 INITIAL CONDITIONS Starting WS Elev 288 .90 Starting Volume .000 Starting Outflow .00 Starting lnfiltr. .00 Starting Total Qout= .00 Time Increment = .0200 ft ac-ft cfs cfs cfs hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 8.34 cfs 3.08 cfs 290.75 ft .172ac-ft at at • 1668 hrs .4868 hrs ===================================================== MASS BALANCE (ac-ft) + Init i al Vol = .000 + HYG Vol IN = .264 -Infiltration -HYG Vol OUT -Retained Vol Unrouted Vol .000 .264 .000 -.000 ac-ft (.003% of Inflow Volume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 3.07 Pond Pack Ver: 6-24-97 :053 Compute Time: 16:25:39 Date: 06-29-1998 Type ..•• Pond Rout ing Surrmary Name .••• POND RT TRIAL 1 Tag: SD YR File ..•• E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.PPK + LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file= L&B1PH2.HYG -det_est1 SD YR Outflow HYG file= L&B1PH2-HYG -Outfall trial SO YR Pond Node Data = Vol plan 1 Pond VollJlle Data= Vol.Plan 1 Pond Outlet Data = Trial 1b1 No Infiltration INITIAL CONDITIONS Starting WS Elev 288.90 ft Starting Volune = .000 ac-ft Starting Outflow _oo cfs Starting Infiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow Peak Outflow Peak Elevation Peak Storage = 11.79 cfs 3.54 cfs 291.23 ft .288 ac-ft at at .1668hrs .S268 hrs ===================================================== MASS BALANCE (ac-ft) lni tial Vol = .000 + HYG Vol IN .406 -Infiltration = .000 -HYG Vol OUT .406 -Retained Vol = .000 ...... -............. -- Unrouted Vol = -.000 ac-ft (.002% of Inflow Volume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 3.08 Pond Pack Ver: 6-24-97 :OS3 Compute Time: 16:2S:39 Date: 06-29-1998 Table of Contents Table of Contents *********************** POND ROUTING *********************** POND RT TRIAL 2 10 YR Pond Routing Surrmary ••••••••••••••• 1.01 POND RT TRIAL 2 100 YR Pond Routing SU1111ary ............... 1.02 POND RT TRIAL 2 2 YR Pond Routing SU1111ary ............... 1.03 POND RT TRIAL 2 25 YR Pond Routing Surrmary ............... 1.04 POND RT TRIAL 2 5 YR Pond Routing S lJllllla ry •.••.•.•••••.•• 1.05 POND RT TRIAL 2 50 YR Pond Routing Surrmary ............... 1.06 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6·24·97 :053 Compute Time: 10:09:48 Date: 06 ·26·1998 Type •.•. Pond Routing Surrmary Name •••. POND RT TRIAL 2 Tag: 10 YR File •.•. E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.ppk LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file= L&B1PH2.HYG -det_est1 10 YR Outflow HYG file L&B1PH2.HYG -Outfall trial 10 YR Pond Node Data Vol plan 1 Pond Voll.me Data= Vol.Plan 1 Pond Outlet Data Trial 1b clogged No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev 288.90 ft Starting Voll.me .000 ac-ft Starting Outflow .00 cfs Starting lnfiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = = = 9.24 cfs .00 cfs 291.30 ft .305 ac-ft at at • 1668 hrs .0268 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol .000 + HYG Vol IN .305 -Infiltration= .000 -HYG Vol OUT .000 -Retained Vol .305 Unrouted Vol -.000 ac-ft (.001% of Inflow Volume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 1 .01 Pond Pack Ver: 6-24-97 :053 Compute Time: 10:09:48 Date: 06 -26-1998 Type .... Pond Routing SU1TTI1ary Name .... POND RT TRIAL 2 Tag: 100 YR File ..•. E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.ppk LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file L&B1PH2.HYG -det_est1 100 YR Outflow HYG file L&B1PH2.HYG -Outfall trial 100 YR Pond Node Data = Vol plan 1 Pond Volune Data =Vol.Plan 1 Pond Outlet Data = Trial 1b clogged No Infiltration INITIAL CONDITIONS Starting WS Elev = 288.90 ft Starting Volune .000 ac-ft Starting Outflow .00 cfs Starting Infiltr. = .00 cf s Starting Total a out= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = 12.30 cfs .00 cfs 291. 74 ft .423 ac-ft at at .1668 hrs .0268 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol .000 + HYG Vol JN .423 -Infiltration= .000 -HYG Vol OUT .000 -Retained Vol = .423 Unrouted Vol -.000 ac -ft (.001% of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Pag e 1.02 Pond Pack Ver: 6-24-97 :053 Compute Time: 10:09:48 Date: 06-26-1998 Type .... Pond Routing Surmary Name .... POND RT TRIAL 2 Tag: 2 YR File .... E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L181DET.ppk LEVEL POOL ROUTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file L&B1PH2.HYG -det_est1 2 YR Outflow HYG file= L&B1PH2.HYG -Outfall trial 2 YR Pond Node Data = Vol plan 1 Pond Volune Data= Vol.Plan 1 Pond Outlet Data = Trial 1b clogged No Infiltration INITIAL CONDITIONS Starting WS Elev 288.90 ft Starting Voll.Ille = .000 ac-ft Starting Outflow .00 cfs Starting Inf i l tr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 7.09 cfs .00 cfs = 290.90 ft .205 ac-ft at at .1668 hrs .0268 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol .000 + HYG Vol IN .205 -Infiltration= .000 -HYG Vol OUT .000 -Retained Vol .205 Unrouted Vol = -.000 ac -ft (.008% of Inflow Volume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 1.03 Pond Pack Ver: 6-24-97 :053 Compute Time: 10:09:48 Date: 06-26-1998 T,ype .... Pond Routing SlJTIT\ary Name .... POND RT TRIAL 2 Tag: 25 YR File .••. E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.ppk LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file Outflow HYG file L&B1PH2.HYG -det_est1 25 YR = L&B1PH2.HYG -Outfall trial 25 YR Pond Node Data Pond Volune Data Pond Outlet Data No Infiltration = Vol plan 1 Vol .Plan 1 = Trial 1b clogged INITIAL CONDITIONS Starting WS Elev 288.90 ft Starting Volune = .000 ac-ft Starting Outflow .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = 10.61 cfs .00 cfs 291.47 ft .350 ac-ft at at .1668hrs .0268 hrs ===================================================== MASS BALANCE (ac -ft) + Initial Vol = .000 + HYG Vol IN .350 -Infiltration= .000 -HYG Vol OUT = .000 -Retained Vol = .350 Unrouted Vol = -.000 ac-ft (.013% of Inflow Vo l ume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 1.04 Pond Pack Ver: 6-24-97 :053 Compute Time: 10:09:48 Date: 06-26-1998 Type •.•. Pond Routing Surrmary Name •.•• POND RT TRIAL 2 Tag: 5 YR File .••. E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\L1B1DET.ppk LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\WHEELER\L&B1PH2\ Inflow HYG file= L&B1PH2.HYG -det_est1 5 YR Outflow HYG file= L&B1PH2.HYG -Outfall trial 5 YR Pond Node Data = Vol plan 1 Pond Vol1..rne Data =Vol.Plan 1 Pond Outlet Data = Trial 1b clogged No Infiltration INITIAL CONDITIONS Starting WS Elev 288.9D ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting lnfiltr. .00 cfs Starting Total Qout= .oo cfs Time Increment = .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inf low Peak Outflow Peak Elevation Peak Storage = = 8.34 cfs .00 cfs 291. 14 ft .264 ac -ft at at • 1668 hrs .D268 hrs ===================================================== MASS BALANCE (ac -ft) + Initial Vol = .000 + HYG Vol IN -Infiltration -HYG Vol OUT -Retained Vol Unrouted Vol .264 .OOD .000 .264 -.000 ac-ft (.01'7°1. of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 1.05 Pond Pack Ver: 6-24-97 :053 Compute Time: 10:09:48 Date: 06-26-1998 Type •.•• Pond Routing Sunmary Name •.•• POND RT TRIAL 2 Tag: SO YR File •••• E:\HAESTAD\PONDPACK\PPK6\IJHEELER\L&B1PH2\L1B1DET.ppk LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\IJHEELER\L&B1PH2\ Inflow HYG file= L&B1PH2.HYG -det_est1 SO YR Outflow HYG file L&B1PH2.HYG -Outfall trial SO YR Pond Node Data = Vol plan 1 Pond VolLme Data= Vol.Plan 1 Pond Outlet Data = Trial 1b clogged No Infiltration INITIAL CONDITIONS Starting \JS Elev 288.90 ft Starting VolLme .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment = .0200 hrs INFLOIJ/OUTFLOIJ HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = = = 11.79 cfs • 00 cfs 291.68 ft .406 ac-ft at at . 1668 hrs .0268 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol .000 + HYG Vol IN = .406 -Infiltration .000 -HYG Vol OUT .000 -Retained Vol = .406 ---------- Unrouted Vol -.000 ac-ft (.010% of Inflow Volume) IJARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 1.06 Pond Pack Ver: 6-24-97 :OS3 Compute Time: 10:09:48 Date: 06-26-1998 Appendix A A-1 Index of Starting Page Nll!lbers for ID Name s 1.06 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6 -24 -97 :053 Compute Ti me : 10:09:48 Date: 06 -26 -1998