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Home My WebLink About75 Development Permit 538 Ashford Square-· December 10, 1998 The Ashford Square I Dartmouth Addition Subdivision Drainage Report Dated March 26, 199(~)8, with Addendum dated May 11, 1998, was re-reviewed due to flooding complaints from the trailer park downstream. Several issues that could effect the flow rate contributing to the pond were not analyzed. These include detailed analysis of the on-site time-of-concentration, effects of lost storage in the existing channel, and increased velocities within the channel. A preliminary model using HEC-1 was developed using the input information provided in the report and showed that these conditions would not result in a significant impact on the pond. The rating table of the detention pond was also examined. This revealed that the stage-discharge relationship for the mortared rock lined trapezoidal channel serving as the outlet used a manning roughness coefficient of 0.05. Per the DSDP manual and other resources, this type of channel lining would typically have a coefficient near 0.025. Because this factor results in a direct inverse relationship with the pond's outflow, the pond discharge is twice the flow rate for a given elevation as reported. This was also modeled in the HEC-1 model which showed the development with the pond increasing the 100-year storm by approximately 30 cfs or 3 .. 3% Preliminary calculations were completed to estimate needed modifications to the existing outflow to :function as was reported. The channel bottom would need to be reduced from 8' bottom to 3' with on of the side slopes modified from 2: 1 to 1: 1. Jeff DESCRIPTION TRAPEZOIDAL CHANNEL ANALYSIS RATING CURVE COMPUTATION December 10, 1998 PROGRAM INPUT DATA VALUE Channel Bottom Slope (ft/ft) •....•....••....•.•.......•..... Manning's Roughness Coefficient In-value) .••................ Channel Left Side Slope (horizontal/vertical) ••.•........•.• Channel Right Side Slope (horizontal/vertical) ........•..... 0. 008 ---------( o;:0zs~"~ --~ 2.0 2.0 8.0 Channel Bottom Width (ft) .....••.•....••...........••....•.. Minimum Flow Depth (ft J ••••••••••••••••••••••••••••••••••••• Maximum Flow Depth (ft) .......•......•............•.•...•... Incremental Head (ft) ......•.•••••....•.•...•••.•..•........ COMPUTATION RESULTS Flow Flow Flow Froude Velocity Energy Depth Rate Velocity Number Head Head (ft) (cfs) (fps) (ft) (ft) Flow Area (sq ft) 0.5 5.5 0.5 Top Width (ft) -------------------------------------------------------------------------------- 0.5 13.83 3.07 0.808 0.147 0.647 4.5 1.0 45.88 4.59 0.886 0.327 1.327 10.0 1.5 94.7 5.74 0.932 0.512 2.012 16.5 2.0 160.92 6.7 0.965 0.699 2.699 24.0 2.5 245.57 7.56 0.991 0.887 3.387 32.5 3.0 349.83 8.33 1.013 1. 078 4. 078 42.0 3.5 474.91 9.05 1.032 1.272 4.772 52.5 4.0 622.05 9. 72 1. 049 1.468 5.468 64.0 4.5 792.46 10.36 1.065 1.668 6.168 76.5 5.0 987.33 10.97 1. 079 1. 87 6.87 90.0 5.5 1,207.84 11.56 1.092 2. 076 7. 576 104.5 HYDROCALC Hydraulics for Windows, Version 1.2 Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone:(281)440-3787, Fax:(281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0 DESCRIPTION TRAPEZOIDAL CHANNEL ANALYSIS . RATING CURVE COMPUTATION December 10, 1998 PROGRAM INPUT DATA Channel Bottom Slope (ft/ ft) ••..••.•••••......•••••..•...... VALUE 0.008 Manning's Roughness Coefficient (n-value) .................. . Channel Left Side Slope (horizontal/vertical) ......•........ Channel Right Side Slope (horizontal/vertical) •...•.....•••. ~~ 2.0 Channel Bottom Width (ft) ...•.•.....•..•..........••.......• Minimum Flow Depth (ft) ...•.........•........•........•..... Maximum Flow Depth (ft) ...•.•......••.•......•.......•...... Incremental Head (ft) ..........•...•.•.•...........•........ Flow Depth (ft) 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 Flow Rate (cfs) 6.92 22.94 47.35 80. 46 122.78 174.91 237.46 311. 03 396.23 493.67 603.92 COMPUTATION RESULTS Flow Velocity (fps) 1.54 2.29 2.87 3.35 3.78 4.16 4.52 4.86 5.18 5. 49 5.78 Froude Number 0.404 0.443 0.466 0. 483 0.496 0.507 0.516 0.525 0.532 0.539 0.546 Velocity Head (ft) 0.037 0.082 0.128 0.175 0.222 0.27 0.318 0.367 o. 417 0.468 0.519 Energy Head (ft) 0.537 1. 082 1.628 2.175 2.722 3.27 3.818 4 .367 4.917 5.468 6.019 Flow Area (sq ft) 4.5 10.0 16.5 24.0 32.5 42.0 52.5 64.0 76.5 90.0 104.5 2.0 8.0 0.5 5.5 0.5 Top Width (ft) 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0 ================================================================================ HYDROCALC Hydraulics for Windows, Version 1.2 Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281)440-3787, Fax: (281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. Chapter 3 Basic Data Requirements Table 3.1 (Continued) Manning's 'n' Values Type of Channel and Description Minimum B. Lined or Built-Up Channels 1. Concrete a. Trowel finish 0.011 b. Float Finish 0.013 c. Finished, with gravel bottom 0.015 d. Unfinished 0.014 e. Gunite, good section 0.016 f. Gunite, wavy section 0.018 g. On good excavated rock 0.017 h. On irregular excavated rock 0.022 2. Concrete bottom float finished with sides of: a. -Dressed stone in mortar 0.015 b. Random stone in mortar 0.017 c. Cement rubble masonary, plastered 0.016 d. Cement rubble masonary 0.020 e. Dry rubble on riprap 0.020 3. Gravel bottom with sides of: a. Formed concrete 0.017 b. Random stone in mortar 0.020 c. Dry rubble or riprap 0.023 ' 4. Brick --- a. Glazed -0.0H b. In cement mortar 0.012 5. Metal a. Smooth steel surfaces 0.011 b. Corrugated metal 0.021 6. Asphalt a. Smooth 0.013 b. Rough _ 0.016 7. Vegetal lining 0.030 3-14 Normal Maximum 0.013 0.015 0.015 0.016 0.017 0.020 0.017 0.020 0.019 0.023 0.022 0.025 0.020 0.027 0.017 0.020 0.020 0.024 0.020 0.024 0.025 0.030 0.030 0.035 0.020 0.025 0.023 0.026 0.033 0.036 0.013 0.015 0.015 0.018 0.012 0.014 0.025 0.030 0.013 0.016 .. -;_; 0.500 .. ; ~ ~· . . . \:? ·. >H>· .. ·· ... CITY OF COLLEGE STATION REPRINT *** CUSTOMER RECEIPT *** OPER: MRODGERS CT DRAWER: 1 DATE: 3/17/99 00 RECEIPT: 0009703 CUSTOMER LOCATION AMOUNT TP TM 13723 14247 1 $8800.00 •DP CK D W S DEVELOPMENT INC CK: 3256479 D W S DEVELOPMENT CK ft 3256479 PERFORMANCE GUARANTEE FOR DETENTION POND DEBORAH GRACE TENDER DETAIL CK 3256479 $8800.00 DATE: 3/17/99 TIME: 16:35:10 TOTAL PERSONAL CHECK $8800.00 AMOUNT TENDERED $8800.00 THANK YOU .· .. · .. . . . -:-:.· .. · •, .. ·-... ...., ~ '~(:' .· :-:::::· . -. <~~,~r . ~ YJ~ -~ ~ FACSIMILE COVER ~ DATE : ~. \ 1, ..qC{ SHEET CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 South Texas Avenue, P.O . Bo x 9960 College Station, Texas 77842 Phone (409) 764-3570 Fax (409) 764-3496 #PAGES INCLUDING COVER 1- If you did not receive a co mplete fax, please call our office imm ediate ly for a n ew transm ittal. T0 :~~~~~=2~S<PJll_'._J.~~~~~~~~~~~~~~~~ COMPANY: ~~~~~~~~~~~~~~~~~~~~~- DEPARTMENT:~~~~~~~~--~~-.-----=----~~---- PHONE: FAX: Z4CO 1oRS --------- REMARKS : D Urgent D For your review D Reply ASAP D Please Comment ~ k>c.J ( ~-\k_ lS 6lt M_~ March l 3. 1999 Rodgers, Miller & E lli son 4444 Ca rt e r C reek Pkwy . Bryan. Tx . 77802 Attentio n: Chuck E lli so n Dear C hu c k : COLLEGE STATION P. 0. Box 9960 11 01 Texas Av e nue Tet. 409 764 3500 Co llege Station, TX 77842 Accord in g to our record s , no fi na l in s pectio ns have been called in fo r th e Heritage a t Dartmouth project. Sincere ly. Melissa Ro d gers Senior Sec reta ry Hom e of Texas A&M University Wak@orest June 23 , 1999 Ms. Veronica Morgan Assistant City Engineer P.O. Box 9960 MOB I LE HOME PARK College Station, TX 77842-9960 RE: Detention pond at Ashford Square Development Dear Veronica, Allen R. Swoboda 8415 Appomattox Dr. College Station, TX 77845 We have discussed the problem of getting David Scarmardo to correct the outflow structure of the detention pond at Ashford Square Development several times. Stewart Kling has admitted they made a mistake in sizing the outflow structure and has resubmitted a corrected plan, which has been supposedly approved by the City. This was several months ago and no work has been done to correct the problem. We have been working with Mr. Scarmardo since October of 1998. We allowed him to lower the drainage channel in the creek crossing our property to alleviate the problem of them constructing the detention pond to deep, with the agreement that he install a concrete pilot channel and correct the outflow structure. You assured us that the City had a construction bond to insure that the detention pond was built correctly, and you indicated that the bond would not be released until all work was completed. Apparently, the bond has been released and Mr. Scarmardo has no incentive to correct the detention pond. I am suggesting that the City not issue a Certificate of Occupancy on the office building which David Scarmardo is building in Ashford Square Development and also the apartments Emanuel Glockzin is building until the detention pond is satisfactory completed. The drainage requirements for both of these projects require the detention pond in question to be operating properly. 30 1 KRENEK TAP ROAD • COLLEGE STATION, TEXAS 77840 • (409) 693-5206 •FAX (409) 696 -2046 Wak~rest MOBILE HOME PARK In addition, part of the drainage from the Ashford Square four-plexes is being diverted around the back of some of the buildings and does not go into the detention pond . This water is being dumped onto Oak Forest property, which is causing erosion, and water from their sprinkler system is keeping a part of our property continuously wet so that we cannot mow the grass. This drainage section is also not draining properly which is causing a backup of water on the adjacent property which is causing stagnate water to pond 4 to 5 inches deep which is becoming a breeding ground for mesquites. I would appreciate whatever you can do to expedite the completion of the detention pond and the drainage problem at Ashford Square. Sincerely, c?~ Allen R. Swoboda Owner/Oak Forest Mobile Home Park Cc : Mr. "Skip" Noe City Manager P.O. Box 9960 College Station, TX 77842 301 KRENEK TAP R OAD • COLLEGE STATION , TEXAS 77840 • (409) 693 -5206 •FAX (409 ) 696-2046 COLLEGE STATION P. 0. Box 9960 110 1 Texas Avenu e Tet 409 7 64 3 500 Col~ge SlaUon , TX 77B42 ~ ~~~ 12-Mar-99 Mr. Emanuel H. Glockzin, Jr. 4500 Carter Creek Parkway, Ste. 101 Bcyan. Texas 77802 RE : HERITAGEATDARTMOUTIIPROJECf Dear Emanuel : As requested, the City hereby confirms that there is capacity for the post-development runoff from the Heritage at Dartmouth Project within the Ashford Square detention pond. Your Project, as defin ed in the Ashford Square report, is Lot Two (2) and Three (3), Bl ock One (l) of the DARTMOUTII ADD ITTO N SUBDIVISON. You are now authorized to util ize the As hford Square detention pond and no permits, approvals o r certificates of occupancy from the City will be withheld for your Project on the bas is of insufficient detention pond cap acity for your Project Further requirements rel ated to the detention po nd or downstream drainage improvemen ts (Swoboda P roperty) are the responsib il ity of the developer of the Ashford Square Project The City will not request paym ent or performance fro m you . The C ity has accepted the d etention po •:d and drainage imp roveme nts as a public dedicati o n and will maintain th e same at no cost to you. Very truly yours, CITY OF COLLEGE ST A TION by :--'>J--'-----~ Name: ROBERT MOSEL , P.E. Title: City Engineer by: ~'fJ~ /~Nam~ NICA J.B . MORGAN, P .E . ~ Title: Asst City Engineer cc: David Scarmardo, Ashford Square Natalie Ruiz, Development Coordinator file Home of Texas A&M Un iversity 02 /19 /99 14 : 17 '8'409 764 3496 DEVELOPMENT SVC S TRANSMISSION OK TX/RX NO . CO ECTION TEL CONNECTION ID START TIME USAGE TIME PAGES RESULT *************************** *** ACTIVITY REPORT *** *************************** 6555 9p7643489 02 /19 14:16 01 '10 4 OK ~001 DATE: FACSIMILE ·coVER SHEET CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 South Texas Avenue, P.O. Box 9960 College Station, Texas 77842 Phone (409) 764-3570 Fax (409) 764-3496 #PAGES INCLUDING COVER --+--- If you did not receive a complete fax, please call our office immediately for a new transmittal. TO: ~'S:> -~~--'--_:.____;::=-::_+------------------- CO MP ANY : ______________________ ~ DEPARTMENT: ---------------------- PHO NE: ---------- FROM: \f ~CA PHONE: FAX : -------------------- REMARKS : D Urgent D For your review D Reply ASAP D Please Comment 02 /18 /99 12 :4 5 DATE: '6'409 268 3037 Y-C-B & S YOUNGKIN, CATLIN, BRYAN, STACY & DILLARD February 18, 1999 1716 Briarcrest Drive, Suite 206 Bryan, Texas 77802 409/260-7030 Fax No. 409/268 -3037 TO: Veronica J.B. Morgan, P.E. COMP ANY: City of College Station Asst. City Engineer .FAX NUMBER:(409) 764-3496 FROM: Lynette in Pat Stacy's office RE: HERITAGE AT DARTMOUTH PROJECT. OUR FILE AND/OR CASE NUMBER: 9387-18 NUMBER OF PAGES: 3 (Including this Page) Please call immediately if you do not receive the total number of pages. MESSAGE AND/OR COMMENTS: OUR LETTER OF 2-18-99 WITH ENCLOSURE: PROPOSED COPY OF CITY'S LETfER TO MR. GLOCKZIN. NOTICE TIIlS FACSThfiLE MESSAGE IS A PRIVILEGED AND CONFIDENTIAL ATTORNEY-CLIENT COMMUNICATION AND IS TRANSMl'ITED FOR Tl:IF: EXCLUSIVE INFORMATION AND USE OF THE ADDRESSEE. PERSONS RESPONSIBLE FOR DEUVERlNG TfilS COMMUNICATION TO TIIE INTENDED RECIPIENT ARE ADMONISHED THAT nus COMMUNICATION MAY BE NO'l' BE COPIED OR DISSEMINATED EXCEPT AS DIRECTED BY THE ADDRESSEE . IF YOU RECEIVE THIS COMMUNICATION IN ERROR, PJ .. E~SE NOTIFY US IMMEDIATELY BY TELEPHONE AND MAIL THE COMMUNICATION TO US AT OUR LETTERHEAD ADDRESS. @001 02 /18 /99 12 :4 5 Bili Youngkin Larry A. Catlin · '6'409 268 3037 Y-C-B & S Yo~ Catlin, Bryan, Stacy & Dillard Anorneys at Law · Post Office Box 4629 : Bryan, Texas 77805 Galleria Village . 1716 Briarcrest Drive Suite 206 @002 Board Ct<t~i/l cd l':<111ily LlW ·r.x.1> l:ln•rcl Leg•I Spccl•liz:itio1i Travis . .8. B1yan , IJI Boar<i Certifi ed Crimi.i•l 1'.w Ti:x.:i s Bt.:r.trd Lc:~ttl Spc d:Jli u til1J1 Pierce P. Stacy, III · February 18, 1999 Bryan, Texas77802 Telephone ; (409) 260-7 030 · Fax: C 409}.268-3037 Roard C.:ert1ficd C:nmun::t'1..-:i:.1 l nt~J t-:totalc L;;atv Tex.'~ "Bu,lrd l.ci;:.I ~ped~liz~rton jack W. Dillard• '.•l•o M.,111Y.r of Ml~i.,ipp l nar Michele P. Esparza liOl&rtl .ccrtifi c<I (.;r lm1nal L;>w Tt<.>.ll < r1nard LCl!"Jl Specl•li:t>tiC>I\ SENT BY FAX TRANS1\1ISSION (409) 764-3496 Veronica J .B. Morgan, P.E .. Asst . City Engineer City of College Station · 2613 Te~as Avenue S . · College Station, Texas 77840 RE: HERITAGE AT DARTMOUTH PROJECT. Dear V cronica; "I am attaching hereto a draft of the lener which Emanuel Glockzin '~ould lfre fo~· the Cicy to e;ic.ccute . in connection with our detention pond mancr for the. Ashford ·square and .Heritage at Dartmouth Projects. If you .and Mr. Mos.ely can see fit co execuring ·this letter that will satisfy .us that Glockzin will nor have to put· additional detention pond improvements or other drainage improvements ·on his Property to gee his Project · finally approved . If you are not able to sign this lea:er, then please give me a call and let's see what we can do wirh regard to changes. · We sincerely appreciate your help and assistance in this maner as we.II as Mr. Mosely's. You cleared up a Jot of questions which Emanuel had as _well · as myself. . Thanking you, I am · PPS:lf GF#9387-18 ·Enclosure . very truly yours, [2;:f2:nI§:J~fa·rn.~&:~·:B§:_·.~·~x~-~-·:2rt.~.~-·::.·::·.·_·_· .. ·.·.·.:·:.:.·.·_··_·_:_·_· __ ·_·_·_·_·_·_·_::···:· __ ·_:· .. -.-.-.-.::·.·.·:.·.·.· .. :·.·.:· .. ·.·_·_·:.::. ·.:.::: :::·:·.:·.·:·.::·.:·· .. ::.::: ::·::::: .. ·.:·:.·.·:.:: ... ·.·.: .. ·.·.·.·.:·.:.:.· ... ·.·.· ... ·.:: .. · .. ::·: ::r>.~s~·.J; From: To: Date: Subject: Bob Mosley VMORGAN@CITY OF COLLEGE STATION .CITY HALL 3/3/99 1 :1 SPM Re : status of fax I have reviewed the letter and would suggest several revisions to the wording: 1) revise "insufficient detention pond or drainage improvements for your Project" to "insufficient detention pond capacity for your Project". 2) revise "Further requirements for drainage improvements on the Property or adjoining properties (Swoboda Property) will be performed and paid for by the owners of the Ashford Square Project backed by Letter of Credit." to "Further requirements related to the detention pond or downstream drainage improvements (Swoboda Property) are the responsibility of the developer of the Ashford Square project." I believe that the above wording should be restricted to the detention pond and downstream issues and items related to payment and a letter of credit is of no consequence to this developer. With the revisions listed and if you will confirm that the calculated detention conforms to the particular lots listed, I will be happy to sign. Spelling of the name needs to be corrected. >>> Veronica Morgan 03/03/99 10:03AM >>> bob, i faxed you a copy of a fax and letter sent to me by pat stacy regarding the ashford square detention pond . have you looked at that? are you willing to sign that letter as written? let me know ... i need to close my file on this and the attorney's are calling. thanks v 02 /18 /99 12 :46 '5'409 268 3037 Y-C -B & S ' ; ... " (PLEASE PUT ON THE CITY'S LETTERHEAD) Mr. Emanuel H. Glockzin, Jr. 4500 Carter Creek Park-way, Ste . 101 Bryan, Texas 77802 (DATE) RE: HERITAGE AT DARTMOUTH PROJECT. Dear Emanuel : As requested. the City hereby confirms that there is capacity for the post-development runoff from the Heritage ar Dartmouth Project within the Ashford Square detention pond. Your Project, as defined in the Ashford Square report , is Lot Two (2) and Three (3), Block One (1) of the DARTMOUTH ADDITION SUBDIVISION. You are now au t horized to utilize the Ashford Square detention pond and no permits or approvals from the City will be withheld for your Project on the basis of insufficient detention pond or drainage improvements for your Project. Further requirements for drainage improvements on the Property or adjoining properties (Swoboda Property) will be performed and paid for by the owners of the Ashford Square Project backed by a Lener of Credit. The City will not request payment or performance from you. The City has accepted the detention pond and drainage improvements as a public dedication and will maintain the same at no cost to you . Very truly yours , CITY OF COLLEGE STATION by : ~~~~~-~~~~~~~~~~~ Name : ROBERT MOSELY Title : CiLy Engineer by : ~~~~~~~~~~~~~~~~ Name : VERONICA J. B. MORGAN, P.E. Title: Assistant City Engineer ~003 53<6 COLLEGE STATION P. 0 . Box 9 96 0 September 25, 1998 Fred Paine Kling Engineering 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 110 1 Te xas Ave n ue Tel : 409 764 35 00 RE: Ashford Square Detention Pond Acceptance Dear Fred, Co ll eg e Station , TX 77 84 2 The City of College Station will accept the detention pond improvements on the Ashford Square property once : a) the drainage improvements are completed downstream on the Swoboda property and b) the improvements downstream are sufficient to allow the pond to drain dry. If you have any further questions, please call. cc: file Shirley Volk, Development Coordinator Bob Mosley, City Engineer Home of Texas A&M University September 23 , 1998 Allen Swoboda 8415 Appomattox College Station, TX 77845 Ms . Veronica Morgan Assistant Engineer City of College Station P .O . Bo .10230 College Station, TX 77842 Dear Veronica, I have been working with David Scarmardo to alleviate the drainage problem encountered with the detention pond , which is in his Ashford Square project off Southwest Parkway. We have agreed that he will lower the channel depth of the creek, which drains the said detention pond through Oak Forest Mobile Home Park. The channelization must have a continuous grade of 0 .50% from the outlet of the pond to the Culvert Bridge at Oak Forest Street. In order to achieve proper drainage they will need to chip off approximately 8" of protective concrete over a sewer line, which crosses the creek. The channel shall have a 6-foot bottom with side slopes of 5 : 1 or less . All dirt removed will be replaced along the banks of the creek. The banks of the creek will be block sodded for the first 150 feet from the outflow of the detention pond . The remainder of the creek banks will be hydro muclh seeded. The channelization and sodding and seeding will need to be completed by November 15 , 1998 . Sincerely, a~ Allen Swoboda, Owner Oak Forest Mobile Home Park 10 /16 /98 15:40 '5'409 846 8252 KLI NG ENGR ~~~ COCS VOLK /MORG AN KLING ENGINEERING & SURVEYING TELECOPIER COVER SHEET DATE !u/!(p/!8 t 4EF:fuoover) Please deliver the following pages to: Name: ~;12 L~ ;£"--/idf2ot)ILA ~4N Firm: et'r-/ d (l, S' t£~rl~ ~ s I From: Gt?D &N,!; Kling Engineering & Surveying 4103 South Texas Ave .• Suite 212 Bryan, Texas 77802 Phone: (409)846-6212 Fax: (409)846-8252 We are transmitting _....;;;3"-___ page(s), including this cover letter from our fax number listed above. If any pages are missing or incomplete, please contact sender. 141001 10 /16 /98 15 :41 '5'409 846 8252 KLI NG EN GR ............ COCS VOLK /MORG AN KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4103 Texas Avenue, Suite 212 Bryan,Texas77802 Post OfTice Box 4234 Bryan, Texas 77805 B.J. Kling, P.E., R.P.L.S. S.M. Kling, R.P.L.S. Telephone 409/846-6212 Fax 409/846-8252 October 1 6, 1998 MEMO TO: Gary Arnold Texcon General Contractor Bob Mosley David Scarmardo City of College Station Developer City Engineer FROM: Fred Paine RE: Ashford Square I Dartmouth Addition Subdivisions Site Meeting of October 1 6, 1998 Detention Pond Final Acceptance Issues The following is a summary of my understanding of the discussions that occurred during the above referenced site meeting: For final acceptance of the drainage improvements for the Ashford Square subdivision lots 2-7, block "C", and lots 1-6, block "D" and the Dartmouth Addition subdivision lots 2-3, block 1, the following issues will be resolved by the contractor. 1) The parking area that is utilized as a drainage way does not convey runoff to the detention pond as intended, resulting in accumulation of sediment and a thin layer of irrigation water in the end parking spaces. A grass berm has been built up which further precludes water from entering the detention pond under sheet flow conditions causing a channelization of the water with subsequent erosion. The contractor agreed to place additional rip-rap on a constant grade from the concrete edge to the existing pond insuring positive drainage from the parking area/drainage way and to correct the erosion. 2) Erosion has occurred along the sides of the concrete pilot channels entering the pond area. This is to be corrected by filling the void spaces in the rip-rap with smaller rip-rap and concrete grout. 14100 2 10 /16 /98 15:41 '5'409 846 8252 Ashford Square I Dartmouth Addition Memo -Continued October 1 6, 1998 KLI NG EN GR ~~~ COCS VOLK /MORG A 3) Excessive sedimentation has occurred within the pond area. While some sediment is attributed to erosion from items 1 and 2, above, the bulk of the sediment is coming from the Dartmouth Addition lots 2 and 3 construction where improperly installed and maintained silt fencing is observed. The Contractor agrees to clean the amount of sediment existing in the detention pond to date at a future time during the warranty period. This will be done when the pond has had time to sufficiently "dry-out" and equipment can be brought in without damaging existing grading. The City Inspector is aware of the improperly maintained silt fence and will be in contact with the contractor for the Dartmouth Addition site to rectify the situation. 4) Positive drainage through the pond and outlet works will need to be assured. Current downstream channel cleaning allowed for positive drainage at the project outfall. Any additional downstream channel improvements are considered "private" in nature and left up to the Owner of the downstream channel and the Developer to negotiate. Pending improvements include a low flow concrete flume and re-establishment of vegetation via sod and hydromulch . Upon completion of items 1 and 2, above, and visual confirmation of positive drainage through the outlet works, the Contractor will contact the City Inspector for final approval and with final approval, an acceptance letter issued by the City of College Station. It is understood that item 3, above, will be completed during the warranty period by the Contractor when weather permits sufficient drying of the pond . Please call should there be any additions, corrections, or comments pertaining to the site meeting discussions . cc : Shirley Volk I Veronica Morgan City of College Station-Development Services 141003 D~ 'SoB COLLEGE STATION September 8, 1998 Emmanuel Glockzin 4500 Carter Creek Parkway Bryan, Texas 77802 Dear Mr. Glockzin, P. 0 . Box 9960 1101 Texas Avenue Tel: 409 764 3500 College Station , TX 77842 Per our phone conversation Friday, September 4, 1998, the City of College Station has issued a development permit for the Heritage @ Dartmouth project. There is one exception noted on the plans which does not allow the construction of the drive aisle at the far west side of the project along the creek. This is not being permitted for construction at this time pending the resolution to the Ashford Square detention pond acceptance . This area will be permitted once: 1. The downstream channel improvements are accomplished to allow the Ashford Square detention pond to completely drain. or 2 . The grades on the rear driveway are revis ed and the detention pond design/drawings located on your site are approved for construction . The latter of the options would allow your site to stand alone independent of the Ashford Square detention pond . As your construction progresses remember that this rear drive is essential to allow your contractor to bring combustibles on site for many of the rear buildings. Please let me know if you have any questions or concerns . cc: Site Plan File ./ Development Permit File V Jon Mies , Fire Marshal Shirley Volk, Development Coordinator Home of Texas A&M University I I I I DEVELOPMENT PERMIT PERMIT NO . 538 ASHFORD SQUARE FINAL PLAT AREA FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Ashford Square Lots 2,3,4,5,6,7 Block C and Lots 1,2,3,4,5,6, of Block D OWNER: DWS,Inc. David Scamardo P .O . Box 4508 Bryan, Texas 77805 ( 409) 779-7209 DRAINAGE BASIN: Bee Creek TYPE OF DEVELOPMENT: SITE ADDRESS: Southwest Parkway This permit is valid for demolition ONLY as per the construction plans! The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin . This permit, being temporary, is valid only within sixty (60) days of the date shown below, and is not intended to allow the complete development of the site as proposed . Any work performed after the expiration of this permit is not covered, and is considered unauthorized . 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 of an area outside the special flood hazard area. All :velopment shall be in accordance with the plans and specifications submitted to and reviewed for o pliance by the City of College Station in the development permit application for the above named ~ect and codes and ordinances of the City of College Station that apply . ~f l~tl~ Date o "3 /r z_ !YB Date / • Contractor ., ...... ,. ' .. I I "',\_.., DEVELOPMENT PERMIT PERMIT NO . 538-A ASHFORD SQUARE FINAL PLAT AREA FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Ashford Square Lots 2,3,4 ,5,6,7 Block C and Lots 1,2 ,3,4,5 ,6, of Block D OWNER: DWS, Inc. David Scamardo P .O . Box 4508 Bryan, Texas 77805 ( 409) 779-7209 DRAINAGE BASIN: Bee Creek TYPE OF DEVELOPMENT: SITE ADDRESS: Southwest Parkway This permit is valid for the const111ction of all infrastructure as shown on the approved plans. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin . 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 of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and reviewed for compliance by the City of Co lege Station in the development permit application for the above named Dall project and de d ordinances of the City of College Station that aJ?ply. BJ/dd' .s--1 Cf -lg Date Contractor Date CITY OF COLLEGE STATION *** CUSTOKER RECEIPT *** OPER: KRODGERS CT DRAWER: 1 DATE: 5/14/98 00 RECEIPT: 0013612 DESCRIPTION QTY AKOUHT TP TK KISC EHGR CHARGE $300.00 3D CK TIKE: 11 :09:23 TOTAL PERSONAL CHECK _ AKOUHT TENDERED THANK YOU $300.00 $300.00 .. " ~~~ COCS VOLK /MORG AN 04 /14 /98 09 : 33 '5'409 846 8252 KL IN G EN GR ......----" TELECOPIER COVER SHEET IEF :fexcov11r) Please deliver the following pages to: Name: //e:tZQIV&4 J//~ni /::.~rztey 'T~ I I Firm: C!r ,fy cf e ~r Fax Number: ________________________ _ From: F/2ef-D !KM! Kling Engineering & SufV&Ying 4103 South Texas Ave., Suite 212 Bryan , Texas 77802 Phone: (409)846-6212 Fax: 1409)846-8252 We are transmitting 2 page(s), including this cover letter from our fax number listed above. If any pages are missing or incomplete, please contact sender;/} Regarding: ~ {;hvrr /j}t:E;r Cui-SJ~ ~00 1 04 /14 /9 8 09 :3 3 '5'4 09 8 4 6 8 25 2 KLI G E NGR ->->-> CO CS VOLK /MORG AN 14100 2 PROJECT: ASHFORD SQUARE SUBDIVSION 13-APRIL-98 ASHFORD WEST DRIVE STA 0+00 TO STA 3+65 BENCHMARK: TOP OF FIRE HYDRANT TO BE RELOCATED ELEVATION: 275.69 O/S STATION R/L HUB ELEV. TOP OF CURB ELEV. CUT/FILL KLING ENGINEERING & SUR \!EYING 05 /12 1 98 16 :15 '5'409 8 4 6 8252 KLIN G EN GR _,_,_, COCS VOLK /MORG AN KLING ENGINEERING & SURVEYING TELECOPIER COVER SHEET DATE oe, /1z /?£ Please deliver the following pages to: Fax Number=------------------------- From:_h __ £?o~._f ........ ~ ....... rA.J ...... ~ _____________ _ Kling Engineering & Surveying 4103 South Texas Ave., Suite 212 Bryan, Texas 77802 Phone: (409)846-6212 Fax: 1409)846-8252 We are transmitting Z page(s}, including this cover letter from our fax number listed above. If any pages are missi or incomplete, please contact sender. r /'l ,,-;--Regarding:,~~~~~~~~~~~~~~~~~~--~~~~·~·~~~~~~~ J(l'{Z1: VA VI 1::> I 141001 05 /12 /98 16 :1 6 'a4 0 9 846 8252 KLI NG ENGR ->->-> COCS VOLK /MORG A 14100 2 .. 41230 Federal Register / Vol. 57, No . 175 / Wednesday. September 9, 1992 / Not ices Appendix C -NOi Farm Instructions S.. Reverse tor Instruction• Fctm~. C..W..IDIO-OOM ..__ ......... , ... ,. EPA --·----N'OEll W-.ti~. OC 20"60 FORM ,., Notice of I ntent (NOi) for Storm Water Dlschargu Associated wtth l nduatrlal Activity Under the NP DES General Permit SubmlMiCfl ,,, ... ,...,.. o l lntlnr "°"'~ "'*9 .,.. .. ~ ld9nff\lld In Seaiotl I of M '°"" ~ '> De ad'l:lrii9d ~ a NPOES ~ Ul;eO fOI' l lOtn'I -d~ M&Oda..:I wllh lndua.W d\112( In t'4 s-ldenlllWd In &ec:ocirt 11 al 1l'lla torm . &.aom~a~ otll~ IMMil dlldlarQ91' I) CIQmply _., fie..,_ sad ml'lditlesw al .... Plf"'lt, MJ.. N CESSAAV INFOAMATION MUST BE PAOVI OEO ON I FORM. I. Faouty ()plraa ln farmallcn Nana: 1UkC:tJ,/l.. I ~ ~S..~/1f:.~. J C:tJtv.~craRS, I J Ptaw: I 4.cq if 7. 7. Ji 'J.., 5;' $i J.~n .z T:Afio.t ,@ t Sllftmaf ~r AOdr.-: I I I I I I I I I I I I I I I I I I O-..()p«acw: City : ~,~.,.£~~ ~r.tlE.t..e.& ""'; A.R~.4&] Sia :~ l l PCade : 17.Z.~tJ1l.1 . I I I I I II . Facillty/Sllll Ux:a•on lnfomlaDon !/l.(.h{ ffe,& .a 1S.4',A.,< e; I ,, .... Fdcy (Jxalad al ~ Na'l19 : I I I I I I I t I I I I I I I Indian L..andm7 (Y er N) Adc!IWll : 1A,S:..,/l,et> .£,tJ. .~g,,~~ I I I I I I I I I I I I I I I I I I I Cltf: k:'.'.'1o 1 L,l, '[&! E. I ,.t;z A, 4/ f?tV. I I I I I I I Slllll : ~ ZIP Cade: I z 7.3.4 , s . I I I I I ~: l31~l1~IJ1~I l.OIQitala :I 0 1~1 ,ll1~1 l 1 Zleuar.: ~ Seaon: L..J Town.nip : I I I I I Range : LI I I I 111. Site ktMrf intormauan MM ep.air NM19: 1 C1,Z:X I ,12J:;-I L,d,? 4€76/3, £r.!l7/tW , I I I I I I ~WOMBady: 1.B.f\e:: I .~.t2. a-~~ I I I I I I I I I I I I I I II Veu ... Filing U I Co-f*mit!M, I I ~~~ (YotN) INI Is 1W F~l i~ ~iract t:a Su bm it [I] Enw Swm w .. r a.n.tw Permit NIMT!bar : I I I I I I I I Mcntaring ••? (TI 2. ot 3) SICar~ Pnnaty: I ,c,o, 2nd : I I I I I I N:IMrr Ccldlt: I I I I 3rd: I I I 4ltl : I I I H This F~ Mam*-ot 1 Gr~ Aj:lplcaMn. Group~ ber: I I I I I H Veu ~ 00. EKinno NPOES L, I I I I I Peimi•. en. Pwrmif Numtlrel'I : I I I I I I I I I I I I I I I I I I I I I I I IV . Adclllanll lnlannatic:in AeQund tar CGnll\leion ~ Orft Plojecl Compl!llO'I Start 0.: 0..: II rw Storm Wmr Pa&alar\ ,.....,!Ian PIM k2..S:l l~ 2a l l'21al ~1 l l ~1.&1 Ea.,_.~.,tm I 1 l12I In Compllnm ..... s-nllOI' Ulcal ~ DilMtlreel (In Alnll: I I I ~and Ermion P!lr.7 (Y OI NI V. C:.1' San: I ~ W.-~of lilw lhal 11'111 dCll:l,m9r1C nl II •DrdWMllla Ml'8 snipmr9d und« my~ or ~in~~ I ~ dlllQNrd D ._.. l\lt ~ pnlZlnll ~ gdwt nt .,._ .. ~ IUtln'lmd. Ba.a Cl'I my~ CIC t. f*ICl"I s PlflGM-..V · ,.,. b~tlm , OI ._. prlllOl"a dw.cay ~tar~ fie tfth'M~ll ... lrlarmmion SllblNlllld It, ID .. bemt mr-=:r. and t.W, ftl9. aacu.11. cmt1ple•. I .,. .._ 1\111 ._. .. llQll!bnt ~ tar llltlmftllng taaa irlarma'°'1. lrdlding 11e ~ ol llnl i11pilolwne1111w ~vtolenl. PllntfWM: 0..: l~~~I .H,1 &4f~I( I I I I I I I I I I I I I I I I I I 10, ~£ .dl21il SIQnaue : ~ -Lt.. ~ EPA F-J51CHI (1-IZ) KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors 4103 T exas Avenue , Suite 2 12 Bryan, Texas 77802 TO Tei. (409) 846-6212 Fax (409) 846-8252 PROJECT N O . PRO JECT N AME ATTENTION REFERE NCE WE TRANSMIT : D Under Separate Cover )q_Enclosed VIA : DMail ~Messenger IO Federal Express D Express Mail D Special Courier D Picked Up By Your Office NO. z A DtxrA J f).J ...... ( ~I A J,:1". n::> THE FOLLOWING : D Prints D Copies D Originals D Plat D Field Notes ~lans ~Report D Estimate D Cut Sheets D Computer Printout D File D Contract ~f(. §.,v. DESCRIPTION 012.4 ,Al.a...·~ D_ -~- (., ( l I s (j) .s-1/1 "~ ~ 1..A •l ... 1 __ ,R J -.JT7 ...... \ (I,... \~7"7' ,,_;n • .,_ \ Q_.....J~ -;-.,7)q,,yJ ./) { ;s:, .,. ,_ --, ) (\ -n_-nPf,AJi7X"J - D.-A I f'I LJ ,-,.A,LJ-. If Al FOR : P.O . Box 4234 Bryan , Texas 77805 D Your Rev iew & Approval D Your Review & Comment D Your Review & D istribution D Your Review, Revision & Return D Your Signature & Return D Your File and/or Use D As Requested By : D Please Acknowledge Receipt of Enclosures D Please Return Enclosures To Us D Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once . Si gned~\)---._::;:::,. r -- KLING ENG R _,_,... COCS VQLK /MORG AN .--~-· O_O_l_ 04 /27 /98 17:54 'a409 846 8252 -· KLING ENGINEERING & SURVEYING TELECOPIER COVER SHEET IEF:faxcovar) DATE e1j-z7 /JJ?3 Please deliver the following pages to: Name: ~'~ M~A# IJ:~ 3NB3 Firm: c,'Y °" CS.. //)ev. /5¢-s l From: [i2..a::r;::> j:;t_/,J6° Kling Engineering & Surveying 4103 South Texas Ave .. Suite 212 Bryan. Texas 77802 Phone: (409)846-6212 Fax: (409)846-8252 2-We are transmitting _____ page(s), including this cover letter from our fax number listed above. If any pages are missing or incomplete, please contact send? . /1 Regarding: ti_SIF?:K:D ~JM6 Fe.-!> <._,;;,,,.J.a -------------- 04 /27 /98 17:54 'B409 846 8252 KLING ENGR FIELD CHANGE PROJECT: Streets, Drainage, & Utilities Improvements FOR: Ashford Square Subdivision College Station, Texas TO : Texcon Bryan, Texas FAX (409) 778-3331 -+->-> COC S VO LK /M OR~G A=N'----~!41~0_0_2 __ FIELD CHANGE No._1 _ Date: April 27, 1998 This field change covers the modification to plans hereunder described : Changes made to Street plans as follows: Joint spacing applicable to Curb & Gutter and Concrete pavement Contraction joints: Provide grooved contraction joint 2" deep at 15' increments. Tool edges with 1/8" radius and seal joint with "Sealtight-#164, HI-SPEC or SOF-SEAL" hot applied sealant· both as mfd. by W .R. Meadows , Inc. Construction joints can be substituted at specified contraction joint spacing . Construction joints : Must be substituted at specified contraction joint location only. Provide W'x18" dowels @ 18" O .C. across construction joint and seal joint with "Sealtight-#164, HI· SPEC or SOF·SEAL" hot applied sealant -both as mfd . by W .R. Meadows, Inc. Expansion joints: Provide 3/4" expansion joint as shown on sheet DT-1 of plans every 60' in place of contraction joint. The work covered by this field change shall be performed under the same terms and conditions as set forth and included in the original construction contract. 02 /02 /98 16 :15 '5'409 846 8252 KLING E GR ~~~ COCS VOLK /MO RG A KLING ENGINEERING & SURVEYING TELECOPIER COVER SHEET IEF:fa;u:ovarl DATE C2&(D-Z... f'J7 Please deliver the following pages to: Name: __ ~-'-__..__-~_c.A--__ ~ __ 1'1:_4 ________ _ Firm:_C_.A.r..._'t1r--c-r......;..___~ ____ ~_S __ ~_· _77_~--------- Fax Number: ________________________ _ From:_-&_·-~~-+-Q_,_~----------- Kling Engineering & Surveying 4103 South Texas Ave., Suite 212 Bryan. Texas 77802 Phone: (409)846-6212 Fax: (409)846-8252 3 We are transmitting paga(s), including this cover letter from our fax number listed above. If any pages are missing or incomplete, please contactsende~r. _s,r.., ....... -~ / ~y x-,_A-~ Regarding: \..I-' rJr-tr£-O ~ • c:;;.$71r>?rrl~ ~001 02 1 02 1 98 16:16 CONTINUED 18 1 LS 19 4 EA 20 4 EA 21 1 EA 22 1 EA 23 1 LS 24 1 LS 25 3 EA '5'409 846 8252 KLING ENG R +->-> COCS VOLK /MO RG A Engineer's Estimate Ashford Square ~ Resubdivision Infrastructure Improvements REVISED 23-JANUARY, 1998 Demolish and remove 6.S'xS.5' concrete inlet box complete per lump sum Adjust manhole lids flush to finished elev. provide watertight protection complete and in plac per each Adjust waterline valve boxes to finished elevations complete and in place per each Demolish & repour concrete parking lot outlet complete and in place per each Relocate existing fire hydrant complete and in place per each -470 LF Silt Fencing per detail complete and in place per lineal foot 20% Electrical Cost for Underground service Street lights $925.00 $250.00 $175.00 $200.00 $2,000.00 $2,000.00 $7,000.00 $500.00 TOTAL: *10% Contingency: GRAND TOTAL: !41003 $925.00 $1,000.00 $700.00 $200.00 $2,000.00 $2,000.00 $7,000.00 $1,500.00 $190,400.80 $19,040.08 $209,440.88 --__________ ____.. 02 1 02 1 98 16:15 '8'4 09 846 8252 KL IN G EN GR ~~~ COCS VOLK /MORG AN ~002 Engineer's Estimate Ashford Square -Resubdivision Infrastructure Improvements REVISED 23-JANUARY, 1998 11EM QlY. UNIT 11 t:.M II UNIT PRICE TOTALAMOUN NO. 1 2470 SY Demolish & remove existing 6" reinforced concrete pavement complete per square yard $5.82 $14,375.40 2 81 TON Type A (Slurry) Lime for 6" depth subgrade treatment -assumed dry unit weight of subgrade = 120 pcf, 7% lime/unit '-1\1 of subgrade supplied per ton $90.00 $7,290.00 3 4424 SY LimeTreatment -Lime Treated Sub-grade (density control) for a depth of 6" complete and in place per square yard $1.85 $8, 184.40 4 3889 SY 6" thick Reinforced Concrete Pavement complete and in place per square yard $22.50 $87,502.50 5 2404 LF Monolithic Reinforced Concrete Curbing complete and in place per lineal foot $8.00 $19,232.00 6 3635 SF 4" thick Reinforced Concrete Sidewalk complete and in place per square foot $2.90 $10,541.50 7 4 EA 4" thick A. D.A. Reinforced Concrete 'Single' Ambulatory Ramp complete and in place per each $800.00 $3,200.00 8 4 EA 4" thick AD.A. Reinforced Concrete 'Double' Ambulatory Ramp complete and in place per each $1,200.00 $4,800.00 9 1 LS Water service line installations (1 1/2" x 1 ") complete and in place per lump sum $4,800.00 $4,800.00 10 1 EA Water service line installation (1 1/2" x 1 ") saw-cut and repair existing concrete drive to tie complete and in place per each $500.00 $500.00 11 1 LS Sanitary Sewer service line installations (4") complete and in place per lump sum $2,000.00 $2,000.00 12 1 EA Sanitary Sewer service line installations (4") saw-cut and repair existing concrete drive to tie complete and in place per each $600.00 $600.00 13 1 LS Grade -140 LF drainage channel , provide sod/ & rock rubble complete and in place per lump sum $5,000.00 $5,000.00 14 140 LF 4" thick, re inf. Concrete pilot channel complete and in place per lineal foot $3 .50 $490 .00 15 1 LS Relocate existing light pole complete and in $2,000 .00 $2,000.00 pr ace per 1ump ::>u111 .. 16 J> 203 LF Remove and dispose of 2-36" R.C .P. storm $20.00 $4,060.00 sewer pipe complete per lineal foot 17 1 LS Demolish and remove concrete headwall complete for lump sum $500.00 $500.00 CONTINUED 02 /11 /98 15 : 21 '5'409 846 8252 KLING E GR ~~~ COCS VOLK /IORGAN KLING ENGINEERING & SURVEYING TELECOPIER COVER SHEET (EF:fexcover) DATE OZ-/11 /f<a Please deliver the following pages to: Name:V~ M~~ Firm: Q. "1+ oE C-S. From:___.._6_........-:_126[> __ ~~--'---r,d_~ ______________ _ Kling Engineering & Surveying 4103 South Texas Ave ., Suite 212 Bryan, Texas 77802 Phone: (409)846-6212 Fax: (409)846-8252 We are transmitting 3 page(s), including this cover letter from our ?" fax number listed above. If any pages are missing or incomplete, please contact sender. ~ ~ / Regarding: 11-srlfJ!eO -~ ~~ Ce>>r ~(7J?f~ ~001 ------------- 02 /11 /98 15 :21 '5'409 846 8252 KLI NG E GR ~~~ COCS VOLK /IORG AN l4J 002 "" ..... -Engineer's Estimate Ashford Square -Resubdivision Infrastructure Improvements REVISED 11-FEBRUARY, 1998 ITEM QTY. UNIT ITEM ~ UNll PRICE TOTAL AMOUNT NO . 1 2470 SY Demolish & remove existing 6" reinforced concrete pavement complete per square yard $5.82 $14,375.40 2 81 TON Type A (Slurry) Lime for 6" depth subgrade treatment -assumed dry unit weight of subgrade = 120 pcf, 7% lime/unit wt of subg,rade supplied per ton $90.00 $7,290.00 3 4424 SY LimeTreatment-Lime Treated Sub-grade (density control) for a depth of 6" complete and in place per square yard $1.85 $8,184.40 4 3889 SY 6 11 thick Reinforced Concrete Pavement complete and in place per square yard $22.50 $87,502.50 5 2404 LF Monolithic Reinforced Concrete Curbing complete and in place per lineal foot $8.00 $19,232.00 6 3635 SF 4" thick Reinforced Concrete Sidewalk complete and in place per square foot $2.90 $10,541.50 7 4 EA 4" thick A. D.A. Reinforced Concrete 'Single' Ambulatory Ramp complete and in place per each $800.00 $3,200.00 8 4 EA 4" thick A.D.A. Reinforced Concrete 'Double' Ambulatory Ramp complete and in place per each $1.200.00 $4,800.00 9 1 LS Water service line installations (1 1/2" x 1") complete and in place per lump sum $4,800.00 $4,800.00 10 1 EA Water service line installation (1 1/2" x 1") saw-cut and repair existing concrete drive to tie complete and in place per each $500.00 $500.00 11 1 LS Sanitary Sewer service line installations (4") complete and in place per lump sum $2,000.00 $2,000.00 12 1 EA Sanitary Sewer service line installations (4") saw-cut and repair existing concrete drive to tie complete and in place per each $600.00 $600.00 13 1 LS Grade -140 LF drainage channel, provide sod/ & rock rubble complete and in place per lump sum $5,000.00 $5,000.00 14 140 LF 4" thick, reinf. Concrete pilot channel complete and in place per lineal foot $3.50 $490.00 l :::> 1 u:s l"(e1oca1e ex1s11ng 11gm po1e comp1e1e ana m ~.2,000.00 $2,000.00 place per lump sum ·16 203 LF Remove and dispose of 2-36" R.C.P . storm $20.00 $4,060.00 sewer pipe complete per lineal foot 17 1 LS Demolish and remove concrete headwall complete per lump sum $500.00 $500.00 CONTINUED 02 /11 /98 15 :22 'B409 846 8252 KLI NG EN GR ->->-> COCS VOLK /MORG AN ~0 _03 __ .. CONTINUED ITEM ~ QTY. UNIT ITEM UNIT PRICE TOTAL AMOUNT NO. 18 1 LS Demolish and remove 6 .5'x5.5' concrete $925.00 $925.00 inlet box complete per lump sum 19 4 EA Adjust manhole lids flush to finished elev. provide watertight protection complete and in place per each $250.00 $1,000.00 20 4 EA Adjust waterline valve boxes to finished elevations complete and in place per each $175.00 $700.00 21 1 EA Demolish & repour concrete parking lot outlet complete and in place per each $200.00 $200.00 22 1 EA Relocate existing fire hydrant complete and in place per each $2,000.00 $2,000.00 23 1 LS -470 LF Silt Fencing per detail complete and in place per lineal foot $2,000.00 $2,000.00 24 1 LS 20% Electrical Cost for Underground service $7,000,00 $7,000.00 25 3 EA Street lights $500.00 $1,500.00 26 1 LS Channel Improvements along North property line complete and in place per lump sum $36,500.00 $36,500.00 27 1 LS Construct -100'x140' stilling basin complete and in place per lump sum $30,000.00 $30,000.00 28 1 LS Demolish -460 sf existing concrete parking & relocate perimeter curb complete and in place per lump sum $2,000.00 $2,000.00 TOTAL: $258,900.80 *10% Contingency: $25,890.08 GRAND TOTAL: $284,790.88 ~,,,,,, ;~OFJ"~~ ;.,~ * .... 1 ·L ·· ~~2 t~· -·"--1('°-G" •j B. J. LIN l"_\ . .,._ ............ J. 1 ~ \ 24705 ~ f4 •• • COLLEGE STATION P. 0 . Box 9960 January 26, 1999 Mr. B.J. Kling ., P.E. Kling Engineering and Surveying 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 RE: Revised Drainage Report Ashford Square Dear Mr. Kling, 11 01 Tex as Avenue Tel: 409 764 3500 College Station , T X 77 8L2 This is in response to the revised drainage report for the Ashford Square detention pond received on January 21, 1999. Based upon the model contained in the report, there is an increase of 15 cfs over existing conditions being discharged from the detention pond after development of the Ashford Square and Heritage at Dartmouth sites . The report shows that this will result in slight increases to the depth and width of the flood plain through the Oak Forest mobile home park The City of College Station Drainage Policy and Design Standards allows for increases in post development peak runoff flow rates, if there are adequate easements or rights-of-way to contain the 100-year peak flow rate. Currently the channel through the Oak Forest mobile home park does not meet this requirement. For this reason, the pond as built does not meet city drainage requirements. Options available to you to correct this situation at this point are: • redesign the .outlet to detain to predeveloped runoff flow rates and velocities (under this scenario, the city of College Station drainage standards does not require downstream easements), or • acquire the necessary easements downstream to contain the pathway for this 100-year discharge from the pond, or • concurrence from the affected downstream property owner that they understand the impact to their property and will allow the increase in depth and width given the proposed channel improvements. If you have any questions, please contact me at 764-3570. xc : Jim Callaway, Director, Development Services Bob Mosley, P .E ., City Engineer vfile Home of Texas A&M University 0 2 1 03 1 98 08 :15 'B409 8 4 6 8252 KL I NG E NGR ->->-> COCS VOLK /MORG AN KLING ENGINEERING & SURVEYING TELECOPIER COVER SHEET IEF :fll.llcover) DATE. _____ a_·z.__/o_.3_/9 ___ B ____ _ Please deliver the following pages to: Name:_~_ru;N __ ct4_...;_jl/,,_<J££t_f.l._~ ___________ _ Firm:.--'"O,,,P.~+-'1'--0f"-'---C_S_, ____________ _ Fax Number:.~------------------------ From: r!Ze>r-:> RAP Kling Engineering & Surveying 4103 South Texas Ave ., Suite 212 Bryan , Texas 77802 Phone: (409)846 -6212 Fax: (409)846-8252 We are transmitting 4 page(s), including this cover letter from our fax number listed above. If any pages are missing or incomplete, please contact sender . Regarding: ~l/Yc%ZD ~~ -Crtf.W/\}(5t.-f,.n.t~?'S • 14100 1 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 TO ATIENTION WE TRANSMIT : 0 Under Separate Cover ~Enclosed VIA: OMail IMMessenger 0 Federal Express 0 Express Mail 0 Special Courier 0 Picked Up By Your Office NO . KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-8252 P.O. Box 4234 Bryan, Texas 77805 DATE 0~/27 ~ t):X-l<.__ THE FOLLOWING : 0 Prints OCopies OOriginals DPlat 0 Field Notes OPlans ~Report 0 Estimate OCut Sheets PROJECT NO. REFERENC E 0 Computer Printout OFile OContract 0 DESCRIPTION FOR : 0 Your Review & Approval 0 Your Review & Comment 0 Your Review & Distribution 0 Your Review, Revision & Return 0 Your Signature & Return OYour File and/or Use 0 As Requested By : 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To Us 0 Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once . al~!Dk ~~~~~~7~ ~~ q, -;)6J l ~ , c,'.vy-VP)\~ v1(l{lh ~ ;.,.J"-Ac-\---n '.(Yl y ~-r~~~~lc-l0,J)1_~00 ~ Sv1'>216 J'?'t ~'";;.} ar t ~en~~ ~J?tM 5 I ~ 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 TO ATTENTION WE TRANSMIT : D Under Separate Cover ~nclosed VIA : DMail ~essenger D Federal Express D Express Mail D Special Courier D Picked Up By Your Office NO. KLING ENGINEERING AND SURVEYING Consulting Engineers• Land Surveyors Tel. (409) 846-6212 Fax (409) 846-8252 D Prints DCopies D Originals D Plat D Field Notes ~I ans D Report D Estimate D Cut Sheets DATE PROJECT NO . PRO J ECT NAM REFERE NCE D Computer Printou t D File D Contract D DESCRIPTION FOR: P.O. Box 4234 Bryan, Texas 77805 D Your Review & Approval D Your Review & Comment D Your Review & Distribution D Your Review, Revision & Return D -Your Signature & Return D Your File and /or Use D As Requested By : D Please Acknowledge Receipt of Enclosures D Please Return Enclosures To Us D Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once. 03 /06 /98 13 :09 'B409 846 8252 KLING E GR ->-->-> COCS VOLK /MORG AN Figure XII Application Form Development Permit lnsid~E.4Jtablished Flood Hazard Areas '--erfYor College Station, Texas (re: Ordinance No. 1728) SitelegalDescription: Ashford Square Lots 2 -7. Block C and Lots 1 -6, Block D Site Address: 141002 -------------------------------------- Owner: DWS, Inc. P.O. Box 4508 Address: Bryan, TX 77805 Telephone No.: ( 409) 779-7209 4103 Texas Ave. Suite 212 Architect/ Address: Bryan, TX 77802 Engineer: Kling Engineering & Surveying Telephone No.: {409)846-6212 3407 Tabor Road Contractor: __ T_ex_c_o_n ________________ Address: Bryan, TX 77808 Telephone No.: (409)778-1355 Date Application Filed: _______________ Approved:----------- Applicatio!l is ~ereby made for. th~ following s~cific waterway alteratipJlSt" No waterway a 1tera ti ans --~pp t 1cat10n for demol1t1on · of existing concrete and ut1l1y services. Attached as part of this application: O Application Fee ~ Signed Certificate O Site and Construction Plans, with supporting documentation: two (2) copies of each Cl Other:------------------ ACKNOWLEDGEMENTS: 1-. I, ?D/frlff} U/c'1t-(4-000 as owner, hereby acknowledge or affirm that: The above Drainage Plan and supporting documents complies wiht the requirements of Ordinance No. 1728, and ~rll0~ Owner Date , VIV 5 f)pw.frJ Developer Date , ~<CUJ Contractor Date Page 1of2 0 3 /06 /9.8 13: 26 '5'4 09 846 82 5 2 KLIN G ENGR ->->-> COCS VOLK / IO RG AN . . l4J 00 2 Figure XII Continued CERTIFICATIONS: A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application meets flood-proofing requirements as set out in Section of Ordinance No . 1728 Architect/Engineer Date .. B. I, certify that the finished floor level of the lowest floor, including any basement, of any re8idential structure as part of this application is or proposed to be at or above the base flood elevation as established in the latest Federal Insurance Administration flood haz.ard study and maps, as amended. Architect/Engineer Date Date D. I, do certify that any alterations, addressed in Certification 11 D 11 do not raise the level of 100-year flood as referred to Certification 11 B 11 • Date REVIEWED FOR APPROVAL:----=---.,...--....-,..._,....---=------- Floodplain Administrator Date APPROVAL: Special conditions or comments as part of approval: ---------- Page 2of2 '-.l~--~-~ ·~ .. . . . . ' · ...... ,. · . . . ·. \ . · . . ,, . • ,. !" •• ~~ __ @~ f ~~ s~~# ~~ CITY OF COLLEGE STATION *** CUSTO"ER RECEIPT *** OPER: "RODGERS CT DRAWER: 1 DATE: 3/04/98 80 RECEIPT: 0009007 DESCRIPTION QTY AtlOUNT TP T" FILING FEE/DS/BI $100.00 B7 CK DWS DEVELOP"ENT-CK2187 DEVELOP"EHT PER"IT ASHFORD SQUARE "R TI"E: 9:47:81 TOTAL PERSONAL CHECK A"OUNT TENDERED THANK YOU $188.80 $108.88 06 /08 /98 15:55 '6'409 846 8252 KLING ENGR -+-+-+ COCS VOLK /MORGAN 141001 Q5h{tyd ~~ ua_r-e_ l)? ?)~1' KLING ENGINEERING & SURVEYING DATE o~/os/.PB ' Please deliver the following pages to: Name: Firm: Fax Number: From:&~ Kling Engineering & Surveying 4103 South Texas Ave., Suite 212 Bryan, Texas 77802 Phone: (409)846-6212 Fax: (4091846-8252 We are transmitting 2 page(s), including this cover letter from our fax number listed above. If any pages are missing or incomplete, please contact sender. n Regarding: 4/ZO ~ ~ Qo 06 /08/98 1 5:55 ~409 846 8252 KLI NG ENG R ~~~ COCS YOLK /MORGAN KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4103 Texas Avenue, Suite 212 Rryan,Texas77802 B.J. Kling, P.E ., R.P.L.S . S.M. Kling, R,P.L.S. Telephone 409/846-6211. Fax 409/846-8252 FIELD CHANGE Post Office Box 4234 Bryan, Texas 77805 PROJECT: Streets, Drainage, & Utilities Improvements FIELD CHANGE No ._2_ • v FOR : Ashford Square Subdivision College Station, Texas Date : June 8 , 1998 TO : Texcon Bryan, Texas FAX (409) 778 -3331 This f ield change covers ttw modification to plans hereunder described : Clarification for detention pond fac ility as follows : Lone St ar Gas l i ne within slope of pond : Lone Star Gas Co. has been contacted to give an estimate for deepening the existing lin e . It w ill be our recommendation to the Owner to have this done . No modification to plan grades is to occu r. Slew area reclamation: All organic, unstable and otherwise objectionable material of the slew area within th e limits of pond is to be excavated and disposed of. Fill the excavated pit with rock or concrete rubble grouted i n place . In the vicinity of this area, berm of pond may be built up of grouted concrete or rock rubble . Gro ut to be applied throughout berm, filling all voids as layers are completed. PER P LAN PER P LAN ROCK BER M EXCAVATED & REPLACED MAT'L N.T.S. The work covered by this field change shall be performed under the same terms and conditions as set forth and included in the original construction contract. 14] 00 2 ADDENDUM TO THE DRAINAGE REPORT FOR Lots 2,3,4,5,6, 7, Block "C" Lots 1,2,3,4,5,6, Block "D" Ashford Square Subdivision & Lots 2 and 3, Block "1" Dartmouth Addition Subdivision Morgan Rector Survey, A-46 College Station, Brazos County, Texas 11-May, 1998 DEVELOPED BY: Mr. David Scarmardo D .W .S. Inc . P .O . Box 4508 Bryan, TX 77805 ( 409) 779-7209 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue , Suite 212 Bryan, TX 77802 (409) 846-6212 PURPOSE: ADDENDUM TO THE DRAINAGE REPORT for Lots 2,3,4,5,6,7, Block "C" Lots 1,2,3,4,5,6, Block "D" Ashford Square Subdivision & Lots 2 and 3, Block "1" Dartmouth Addition Subdivision Morgan Rector Survey, A-46 College Station, Brazos County, Texas 11-May, 1998 The purpose for this addendum is to further clari fy the original report . The follo wi ng items will be considered : 1. Table 2 -Pre-developed channel characteristics : emphasis is directed to the fact that this table represents pre-developed conditions . 2 . Table 4 -Finished floor elevations were set for some lots within the subdivision . These elevations are recorded on the final Rep lat of the subdivision . 3 . Specifications for concrete rubble used as rip-rap were included on the plan sheet to insure no protruding rebar be allowed . 4 . Appendix 3b -Drainage Areas -Post Developed Conditions: With respect to curve numbers, the 79 .8 acre developed area of SB-II was assumed to be fully developed with duplex dwellings . The 17 .8 acre grassed area of SB-II was shown and assumed to be in its pre-developed state. This assumption proves valid as all development (Jefferson Ridge Apartments) that has occurred has done so in accordance with City detention requirements . 5. For comparison of pre and post developed conditions at the cross section nearest the detention pond outlet, the post developed , routed flow leaving the detention pond was run through cross section F-F . The following table has been added . Channel Characteristics Section F-F Pond Outlet Pre Post Q s,io.is.ioo 469 .5 I 603 .8 I 735 .4 I 971.0 469 .0 I 603 .3 I 734 .9 I 970 .5 469 .0 I 603 .3 I 734 .9 I 970 .5 (cfs) WSEL 268 .8 I 269 .1I269.4 /269 .8 268 .8 I 269 .1I269.4 I 269 .8 268 .9 I 269 .5 I 270 .0 I 270 .8 DEPTH 4 .8 I 5.1 I 5.4 I 5.8 4.8 I 5.1 I 5.4 I 5.8 4 .9 I 5.5 I 6.0 I 6 .8 (ft) Velocity 7.3 I 8.1I8.7 I 9.7 7 .3 I 8.1I8.7 I 9.7 5.4 I 5.8 I 6 .1I6.5 (ft/s) APPENDIX 1 REVISED CHANNEL & DETENTION POND PLAN SEDIMENT / EROSION CONTROL TO BE REMOVED AT COMPLETION OF PROJECT FLOW 24" min . 24" min . SEDIMENT CONTROL N.T.S. T-POST DRIVEN 24• FLOW SEDIMENT CONTROL FABRIC EROSION CONTROL FENCING N.T .S. APPENDIX2 SANITARY SEWER PROFILE IN VICINITY OF CHANNEL & DETENTION POND FACILITY APPENDIX3 HYDRAULIC CALCULATIONS 1******************************************** * HEC-2 YATER SURFACE PROFILES * •* * Vers i on 4.6 .2; May 1991 * * * * * RUN DATE 11MAY98 TIME 16:37:50 * ******************************************** 11MAY98 16:37:50 ************************************* HEC-2 YATER SURFACE PROFILES Version 4.6.2; May 1991 ************************************* T1 ASHFORD SQUARE SUBDIVISION x x xxxxxxx xxxxx x x x x x x x x x xxxxxxx xx xx x x x x x x x x x x x x xxxxxxx xxxxx T2 PRE DEVELOPED/EXISTING CONDITIONS ·FIRST PROFILE - 5 YR EVENT T3 DITCH SECTION ON NE. PROPERTY LINE FILE:PSTEXCON.DAT T4 POST DEVELOPED -ROUTED Q FROM POND J1 !CHECK INQ NINV !DIR STRT METRIC HVINS 2 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 110 NC .06 .06 .OS • 1 .3 STARTING STATION G·G/STA 0+00 SECTION IN MOBILE HOME PARK PROFILE J1 = 5 YEAR EVENT; QT 4 469 603.3 X1 0 8 119 . 24 GR 268 0 266 GR 266 153.29 268 STATION F·F/STA 2+80 X1 280 19 130.6 GR 272 0 270 GR 266 131.5 265 GR 264 139.9 265 GR 269 162 .6 270 ************************************* HEC -2 YATER SURFACE PROFILES Version 4.6.2; May 1991 ************************************* 734.9 153 .29 119 .24 301.81 143.6 100 132.1 141.1 172.4 970.5 264 269.2 235 269 264 266 271 127.92 522.68 300 112.8 132.8 142.4 193.4 xxxxx Q 263.05 280 268 264 267 272 xxxxx x x x xxxxx x x *************************************** * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET , SUITED * DAVIS, CALIFORNIA 95616-4687 * (916) 756-1104 * * * * * *************************************** xxxxxxx THIS RUN EXECUTED 11MAY98 YSEL 267 .15 135. 71 121.8 133.5 143.6 243.4 FQ 264 267 264 268 THIS RUN EXECUTED 11MAY98 PAGE 16:37:50 141 130.6 134.2 152.8 16:37:50 NOTE · AS TERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST CH SECTION ON NE. PROPER SUMMARY PRINTOUT TABLE 110 SECNO CIJSEL DIFKIJS EG TOPIJID QLOB QCH QROB .000 267.15 .00 267.34 188.01 46.47 364.65 57.88 .000 267.35 .00 267.57 214.79 75.36 434.08 93.87 .000 267.51 .00 267.76 236.21 106.26 496.29 132.35 .000 267.76 .oo 268.04 269.68 167.86 593.55 209.09 * 280.000 268.77 .00 269.48 45.58 39.33 388.36 41.30 * 280.000 269.12 .00 269.95 52.50 66.82 466. 11 70.38 * 280.000 269.41 .00 270.32 59.07 98.37 532.97 103.55 * 280.000 269.82 .00 270.89 68.10 159.09 645.12 166.29 11MAY98 16:37:50 SUMMARY OF ERRORS AND SPECIAL NOTES IJARNING SECNO= IJARNING SECNO= IJARNING SECNO= IJARNING SECNO= 280.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 280.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 280.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 280.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PERENC STEN CL STCHL STCHR STEN CR .00 .oo 119.24 153.29 .00 .00 .00 119.24 153.29 .00 .00 .oo 119.24 153.29 .oo .00 .00 119.24 153.29 .00 .00 .00 130.60 143.60 .00 .00 .00 130.60 143.60 .00 .00 .00 130.60 143.60 .00 .00 .00 130.60 143.60 .00 PAGE 10 l S U M P 0 l Interactive Summary Printout for MS/PC-DOS micro c~ters May 1991 ----------------------------------- NOTE -Asterisk(*) at left of profile nl.lllber indicates message in summary of errors list CH SECTION ON NE. PROPER Summary Pr intout SEC NO Q CIJSEL DEPTH .00 469.00 267 .15 4.10 .00 603 .30 267.35 4.30 .00 734 .90 267.51 4.46 .00 970.50 267.76 4.71 * 280.00 469.00 268.77 4.77 * 280 .00 603.30 269.12 5 .12 * 280.00 734.90 269.41 5.41 * 280.00 970 .50 269.82 5.82 Summary of Errors and Special Notes VLOB VCH VROB 1.18 3 .94 1.18 1.39 4 .37 1.39 1.56 4.74 1.56 1.82 5.24 1.82 2.82 7.32 2.81 3.35 8.11 3.34 3.77 8.70 3.79 4.38 9.70 4.46 IJARNING SECNO= IJARNING SECNO= IJARNING SECNO = IJARNING SECNO = 280 .000 PROFILE = 1 KRATIO outside acceptable range 280.000 PROFILE= 2 KRATIO outside acceptable range 280.000 PROFILE = 3 KRATIO outside acceptable range 280.000 PROFI LE= 4 KRATIO outside acceptable range SHEAR .80 .96 1. 11 1.33 3.02 3.60 4.06 4.92 Project Description Project File Worksheet Flow Element Method Solve For Constant Data Table Rating Table for Trapezoidal Channel e:\haestad\pi\ashford\ashford.fm2 POND OUTLET 2 Trapezoidal Channel Manning's Formula Discharge Mannings Coefficient Channel Slope 0.050 0.008000 ftlft 2.000000 H : V 2.000000 H : V Left Side Slope Right Side Slope Bottom Width 8.00 ft Input Data Minimum Maximum DeEth 4.50 6.80 Rating Table Depth Discharge Velocity (ft) (cfs) (ftls) 4 .50 396 .23 5.18 4 .60 414.72 5.24 4 .70 433 .70 5.30 4.80 453.19 5.36 4.90 473.17 5.43 5.00 493 .67 5.49 5.10 514 .67 5.54 5.20 536 .20 5.60 5.30 558 .24 5.66 5.40 580 .82 5.72 5.50 603.92 5.78 5.60 627 .56 5.84 5.70 651.74 5.89 5.80 676.47 5.95 5.90 701 .75 6.01 6.00 727 .58 6.06 6.10 753.97 6.12 6.20 780 .92 6.17 6 .30 808 .44 6 .23 6 .40 836 .53 6 .28 6 .50 865 .20 6 .34 6 .60 894 .45 6.39 Increment 0.10 ft 05/11198 04:49:54 PM Haestad Methods, Inc. -37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .12 Page 1 of 2 • Rating Table 05/11/98 04:49:54 PM Depth (ft) 6.70 6.80 Table Rating Table for Trapezoidal Channel Discharge Velocity (cfs) (tus) 924.29 6.45 954 .72 6 .50 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.12 Page 2of 2 {j j'6 COLLEGE STATION P. 0 . Box 9960 September 25, 1998 Fred Paine Kling Engineering 4103 Texas A venue, Suite 212 Bryan, Texas 77802 1101 Texas Avenue Tel : 409 764 3500 RE: Ashford Square Detention Pond Acceptance Dear Fred, College Station , TX 77842 The City of College Station will accept the detention pond improvements on the Ashford Square property once: a) the drainage improvements are completed downstream on the Swoboda property and b) the improvements downstream are sufficient to allow the pond to drain dry. If you have any further questions, please call. cc: file Shirley Volk, Development Coordinator Bob Mosley, City Engineer Home of Texas A&M University September 23 , 1998 Allen Swoboda 8415 Appomattox College Station, TX 77845 Ms . Veronica Morgan Assistant Engineer City of College Station P .O . Bo:¥. J.0230 College Station, TX 77842 Dear Veronica, I have been working with David Scarmardo to alleviate the drainage problem encountered with the detention pond , which is in his Ashford Square project off Southwest Parkway. We have agreed that he will lower the channel depth of the creek, which drains the said detention pond through Oak Forest Mobile Home Park. The channelization must have a continuous grade of 0 .50% from the outlet of the pond to the Culvert Bridge at Oak Forest Street . In order to achieve proper drainage they will need to chip off approximately 8" of protective concrete over a sewer line, which crosses the creek. The channel shall have a 6-foot bottom with side slopes of 5 : 1 or less . All dirt removed will be replaced along the banks of the creek. The banks of the creek will be block sodded for the first 150 feet from the outflow of the detention pond . The remainder of the creek banks will be hydro muclh seeded . The channelization and sodding and seeding will need to be completed by November 15 , 1998 . Sincerely, a~ Allen Swoboda, Owner Oak Forest Mobile Home Park /. /.) ooa '0 f --------~7J_;-:::'/ll~-----------<4--:----- -J.M ti r( \-:1,, KLlNG ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4103 Texas Avenue, Suite 212 Bryan,Texas77802 B.J. Kling, P.E., R.P.L.S . S.M. Kling, R.P.L.S. February 25, 1999 Memo: To: Jeff Tondre Telephone 409/846-6212 Fax 409/846-8252 City of College Station, Development Services , Engineering From : Fred Paine ~ re : Ashford Square I Dartmouth Addition Subdivisions Detention Pond Post Office Box 4234 Bryan, Texas 77805 Accompanying this memo are the final calculations for the above referenced detention pond. The outlet was modeled with the following modifications: 1. As-built elevation of concrete pilot channel -263.0 (design was 263 .8) 2 . Channel modifications including additional rock rubble placed to achieve a 3' bottom width centered on the concrete pilot channel and extending vertical for a height of 1 '; then continuing up at 1.25h: 1 v side slopes to maximum elevation of -271 (existing top of berm). The accompanying calculations can be compared to the original drainage report's documentation of existing flowrates . The network summaries in section 1 of the Haestad-Pond Pack summary output can be used in this comparison. Also, an elevation-volume-discharge relationship for the revised pond outlet and design pond is located in section 5 of the output. We are currently developing a plan for the outlet modifications and downstream erosion control/velocity mitigation as indicated in the February 5, 1999 letter agreement from Mr. Swoboda . This plan is near completion and we will submit it to you for review as soon as it is finished . Project Description Project File Worksheet Flow Element Method Solve For Section Data Cross Section -Revised Pond Outlet Channel Cross Section for Irregular Channel e:\haestad\pi\ashford\ashoutlt.fm2 outlet2 revised widened at top as-built Irregular Channel Manning's Formula Discharge Wtd. Mannings Coefficient Channel Slope 0.023 0.008000 Wft Water Surface Elevation Discharge 271 .0 -- 268.00 ft 314.45 cfs \ J \ 7 270.0 269.0 268.0 c 0 267.0 :;::; I'll > Q) iii 02124199 01 :38:03 PM 266.0 265.0 264.0 263.0 -20.0 \ ... '7 I \ H 7 I \ J \ I \ I -15.0 -10 .0 -5.0 0 .0 5 .0 10.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 15.0 -~ 20.0 FlowMaster v5.12 Page 1 of 1 Worksheet Worksheet for Irregular Channel Project Description h:\fred\ashoutlt.fm2 Project File Worksheet Flow Element Method outlet2 revised widened at top/as-built Irregular Channel Manning's Formula Solve For Discharge Input Data Channel Slope 0.008000 ft/ft Water Surface Elevation 268 .00 ft Elevation range: 263.00 ft to 271.00 ft. Station (ft) Elevation (ft) -18 .50 271.00 -18.00 271.00 -10 .25 271 .00 -1.50 264 .00 -1.50 263 .00 0.00 263.00 1.50 263.00 1.50 264 .00 10.25 271 .00 18.00 271.00 18.50 271 .00 Results Wtd. Mannings Coefficient 0.023 Discharge . 314.45 cfs Flow Area 35 .00 ft2 Wetted Perimeter 17.81 ft Top Width 13.00 ft Height 5.00 ft Critical Depth 267 .92 ft Critical Slope 0.008617 ft/ft Velocity 8.98 ft/s Velocity Head 1.25 ft Specific Energy 269.25 ft Froude Number 0.97 Flow is subcritical. Start Station -1 ~.50 -1.50 1.50 End Station -1.50 1.50 18 .50 02/1 6199 04:44:48 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.025 0.013 0.025 FlowMaster v5 .12 Page 1 of 1 Table Rating Table for Irregular Channel 02/16199 Project Description Project File Worksheet Flow Element Method Solve For Constant Data Channel Slope Input Data h:\fred\ashoutlt.fm2 outlet2 revised widened at top/as-built Irregular Channel Manning's Formula Discharge 0 .008000 ft/ft Minimum Maximum Water Surface Elevation 263.00 271.00 Ratin!1 Table Water Surface Elevation Wtd . Mannings Discharge (ft) Coefficient (cfs) 263.00 0.023 0 .00 263 .20 0.015 1 .71 263.40 0.016 4 .66 263.60 0.017 8 .07 263.80 0 .018 11.72 264.00 0.018 15 .52 264.20 0.019 19.01 264.40 0.020 23.37 264.60 0.020 28 .66 264 .80 0.021 34.92 265 .00 0.021 42.21 265.20 0.021 50 .59 265.40 0.022 60.12 265 .60 0.022 70 .86 265.80 0.022 82 .86 266.00 0.022 96 .19 266.20 0.022 110 .91 266 .40 0.022 127.06 266 .60 0.023 144 .70 266 .80 0 .023 163 .89 267.00 0 .023 184.68 267.20 0.023 207.13 267.40 0.023 231.27 267 .60 0.023 257 .18 267.80 0.023 284 .89 268.00 0.023 314.45 04:41 :39 PM Haestad Methods, Inc. 37 Brookside Road Increment 0 .20 ft Velocity (ft/s) 0 .00 2 .85 3 .88 4.48 4 .88 5 .17 5.21 5.31 5 .46 5.63 5 .82 6 .02 6 .23 6.44 6.66 6 .87 7 .09 7 .30 7.52 7 .73 7.94 8 .15 8.36 8 .57 8.78 8.98 Waterbury, CT 06708 FlowMaster v5.12 (203) 755-1666 Page 1of2 Rating Table 02/16199 04:41 :39 PM Water Surface Elevation (ft) 268 .20 268.40 268.60 268.80 269 .00 269.20 269.40 269.60 269 .80 270.00 270 .20 270 .40 270 .60 270.80 271 .00 Table Rating Table for Irregular Channel Wtd. Mannings Discharge Velocity Coefficient (cfs) (ft/s) 0.023 345.91 9 .19 0 .023 379 .33 9 .39 0.023 414.75 9 .59 0.023 452 .21 9 .79 0.023 491 .77 9 .99 0.024 533.46 10.18 0 .024 577 .34 10.37 0.024 623.45 10.57 0.024 671.83 10.76 0.024 722.53 10 .95 0.024 775 .60 11.14 0.024 831.07 11 .32 0.024 888.98 11.51 0.024 949 .39 11.69 0.024 1,012.33 11.87 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .12 Page 2 of 2 Job File: H:\FRED\LAST3REv.ppk Rain Dir: J:\HAESTAD\PPK6\UTIL\ ========================== JOB TITLE ========================== ASHFORD SQUARE RESUBDIVISION PROJECT MORGAN RECTOR SURVEY, A-46 COLLEGE STATION, BRAZOS COUNTY, TEXAS DRAINAGE & DETENTION S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 12:06:50 Date: 02-17-1999 Table of Contents Table of Contents ******************** NETWORK SUMMARIES ********************* CARRABBA POST 2 A •••• 2 Executive S\.mllary (Nodes) .......... 1.01 CARRABBA POST 2 A •••• 5 Executive S\.mllary (Nodes) ·········· 1.02 CARRABBA POST 2 A ••• 10 Executive S\.mllary (Nodes) ·········· 1.03 CARRABBA POST 2 A ••• 25 Executive S\.mllary (Nodes) .......... 1.04 CARRABBA POST 2 A ••• SO Executive S\.mllary (Nodes) .......... 1.05 CARRABBA POST 2 A .• 100 Executive S\.mllary (Nodes) .......... 1.06 Network Cales Sequence .••••••...••• 1.07 ********************** CN CALCULATIONS ********************* CARRABBA-TR-PST Runoff CN-Area .••••.••••••••••••••. 2.01 SB-2-EX-CON ••••• Runoff CN-Area · •••••••••.••••••••••• 2.02 SB-I POST ••••••• Runoff CN-Area •••••••••••••••.••••. 2.03 *********************** POND VOLUMES *********************** LASTREV ••••••••• Vol: Planimeter .••••••••••••.•••••• 3.01 ******************** OUTLET STRUCTURES ********************* REVISED CHANNEL2 outlet Input Data •••.•••••.••••..•• 4.01 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 12:06:50 Date: 02·17-1999 Table of Contents ii Table of Contents (continued) C~site Rating Curve ••••••••••••• 4.04 *********************** POND RCXJTING *********************** P COMB •••••••••• Pond E-V-Q Table 5.01 P COMB P COMB P COMB P COMB P COMB P COMB CXJT A •••• 2 Pond Routing Sl.llll\ary ••••••••••••••• 5.04 Detention Time 5.05 CXJT A •••• 5 Pond Routing Sl.llll\ary ••••••••••••••• 5.06 Detention Time CXJT A ••• 10 Pond Routing Sl.llll\ary Detention Time CXJT A ••• 25 5.07 5.08 5.09 Pond Routing SLnmary ••••••••••••••• 5.10 Detention Time CXJT A ••• 50 Pond Routing Sl.llll\ary Detention Time CXJT A •• 100 5.11 5.12 5.13 Pond Routing Sl.llll\ary ••••••••••••••• 5.14 Detention Time ••••••••••••••••••••• 5.15 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 12:06:50 Date: 02-17-1999 Type •••• Executive SlAllll8ry (Nodes) Name •••. CARRABBA POST 2 File •••• H:\FRED\LAST3REv.ppk Storm ••• TypeII 24hr Tag: A •••• 2 NETWORK SUMMARY --NODES Page 1.01 Event: 2 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = A .••. 2 Description: 2 YR -24 HR STORM Data Type, File, ID =Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 4.4210 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ----------------------------------------------------- CARRABBA POST AREA 3.695 11.9750 58.91 P COMB IN POND 37.083 12.0750 332.17 P COMB OUT POND 37.083 12.1500 316.56 268.01 Outfall POINT OF EVAL. JCT 44.015 12.1500 316.56 SB-1 POST AREA 5.010 11. 9750 n.94 SUB-2 EX-CON AREA 28.3n 12.1750 268.64 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C0111JUte Time: 12:06:50 Date: 02-17-1999 Type .••• Executive siirmary (Nodes) Name •••• CARRABBA POST 2 File •••• H:\FRED\LAST3REv.ppk Storm ••• TypeII 24hr Tag: A •••• 5 NETWORK SUMMARY --NODES Page 1.02 Event: 5 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = A •••• 5 Description: 5 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 5 yr Total Rainfall Depth= 6.0210 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max IJSEL Node ID Type ac-ft Trun. hrs cfs ft ----------------------------------------------------- CARRABBA POST AREA 5.457 11.9750 85.33 P COMB IN POND 54.922 12.0750 486.03 P COMB OUT POND 54.922 12.1500 468. 11 268.88 Outfall POINT OF EVAL. JCT 61.356 12.1500 468.11 SB-1 POST AREA 7.234 11.9750 110.21 SUB-2 EX-CON AREA 42.230 12.1750 395.25 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 12:06:50 Date: 02-17-1999 Type •••• Executive S~ry (Nodes) Name •••• CARRABBA POST 2 File •••• H:\FRED\LAST3REv.ppk Storm ••• TypeII 24hr Tag: A •.• 1D NETWORK SUMMARY --NODES Page 1.03 Event: 10 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = A ••. 10 Description: 10 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 10 yr Total Rainfall Depth= 7.4390 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft -------------------------------------------------·--- CARRABBA POST AREA 7.042 11.9750 108.55 P COMB IN POND 70.988 12.0750 621.84 P COMB OUT POND 70.988 12.1250 602.43 26.9.51 Outfall POINT OF EVAL. JCT 76.548 12.1250 602.43 SB-1 POST AREA 9.222 11. 9750 138.55 SUB-2 EX-CON AREA 54.n4 12. 1750 506.98 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Coq:iute Time: 12:06:50 Date: 02·17-1999 Type .••• Executive Sumiary (Nodes) Name •••• CARRABBA POST 2 File •••• H:\FRED\LAST3REv.ppk Storm ••• Typell 24hr Tag: A •.• 25 NETWORK SUMMARY --NODES Page 1.04 Event: 25 yr CTrun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = A .•• 25 Description: 25 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Typell 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.8360 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max IJSEL Node ID Type ac-ft Trun. hrs cfs ft ----------------------------------------------------- CARRABBA POST AREA 8.616 11.9750 131.27 P COMB IN POND 86.947 12.0750 754.91 P COMB OOT POND 86.947 12. 1250 734.40 270.04 Outfall POINT OF EVAL. JCT 91.503 12.1250 734.40 SB -1 POST AREA 11. 188 11.9750 166.28 SUB-2 EX-CON AREA 67.143 12.1750 616.42 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 C~te Time: 12:06:50 Date: 02-17-1999 Type •.•• Executive Surmary (Nodes) Name •••• CARRABBA POST 2 File •••• H:\FRED\LAST3REv.ppk Storm ••• Type!! 24hr Tag: A ••• SO NETIJORK SUMMARY --NODES Page 1.0S Event: SO yr (Trun.= HYG Trl.Wlcation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File,ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name =A •.• SO Description: SO YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = SO yr Total Rainfall Depth= 10.3880 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cf s ft -------------------------------------------------·--- CARRABBA POST AREA 10.373 11. 9750 1S6.36 P COMB IN POND 104.nO 12.0750 901.96 P COMB OUT POND 104.nO 12.12SO 880.2S 270.S7 Outfall POINT OF EVAL. JCT 108.323 12.12SO 880.2S SB-1 POST AREA 13.378 11.9750 196.9S SUB-2 EX-CON AREA 81.019 12.1750 737.29 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 COIJllllte Time: 12:06:SO Date: 02-17-1999 Type •••• Executive Slillll8ry (Nodes) Name •••• CARRABBA POST 2 File •••• H:\FRED\LAST3REv.ppk Storm ••• Type!! 24hr Tag: A •• 100 NETWORK SUMMARY ·-NODES Page 1.06 Event: 100 yr CTrun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File,ID = BRAZOS.RNQ SCS·24HR ALL Storm Tag Name = A •• 100 Description: 100 YR -24 HR STORM Data Type, File, ID =Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.3530 in Duration Multipl i er= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max IJSEL Node ID Type ac-ft Trun. hrs cfs ft ------------------·-----------------------··--·------- CARRABBA POST AREA 11.468 11. 9750 171.90 P COMB IN POND 115.886 12.0750 993.02 P COMB OUT POND 115.886 12.1250 970.47 270.87 Outfall POINT OF EVAL. JCT 118.863 12.1250 970.47 SB-1 POST AREA 14 .742 11. 9750 215.96 SUB -2 EX -CON AREA 89.676 12. 1750 812.12 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 Coq:iute Time: 12:06:50 Date: 02 -17 -1999 Type •••• Network Cales Sequence Name •••• CARRABBA POST 2 File •••• H:\FRED\LAST3REv.ppk Storm ••• Type!! 24hr Tag: A •• 100 NETWORK RUNOFF NOOE SEQUENCE Page 1.07 Event: 100 yr =========================================================================== Runoff Data Apply to Node Receiving Unk =========================================================================== SCS UH SB·! POST SCS UH SB-2 EX-CON SCS UH CARRABBA -PST Subarea SB-1 POST Subarea SUB-2 EX-CON Subarea CARRABBA POST S/N: HOMOL0863131 KLING ENGINEERING Add Hyd SB-1 POST Add Hyd SUB-2 EX-CON Add Hyd CARRABBA POST Pond Pack Ver: 6-24 -97 :053 C~te Time: 12:06:50 Date: 02-17-1999 Type •••• Network Cales Sequence Name •••• CARRABBA POST 2 File •••• H:\FRED\LAST3REv.ppk Storm ••• Type!! 24hr Tag: A •• 100 Page 1.08 Event: 100 yr NET~ORK ROUTING SEQUENCE =========================================================================== Link Operation UPstream Node DNstream Node =========================================================================== Add Hyd CARRABBA POST Add Hyd SB-2 EX CON PST Add Hyd SB-1 POST Subarea CARRABBA POST Subarea SUB-2 EX-CON Subarea SB-1 POST POND ROUTE TOTAL OUTFL~ ••• Total Pond Outflow Pond P COMB SET POND ROUTING LINK TO TOTAL POND OUTFL~ ••• Outlet DET POND Outflow P COMB S/N: HOMOL0863131 KLING ENGINEERING Pond Pond Pond P COMB P COMB P COMB IN IN IN IN Outflow P COMB OUT Jct POINT OF EVAL. Pond Pack Ver: 6-24-97 :053 COfll>Ute Time: 12:06:50 Date: 02-17-1999 Type •••• Runoff CN·Area Name •••• CARRABBA·TR·PST File •••• H:\FRED\LAST3REv.ppk Title ••• CARRABBA-GLOCKSEEN TRACT POST DEVELOPED CONDITIONS RUNOFF CURVE NUMBER DATA Page 2.01 .......................................................................... .......................................................................... CARRABBA·GLOCKSEEN TRACT POST DEVEL OP ED CONDITIONS lrrpervious Area Adjustme nt Adjusted Soil/Surface Description CN acres xc XI.JC CN --------------------------------------------------- APARTMENT DEVELOPMENT 92 10. 180 92.00 RESERVE TRACT UNDEVELOPED 80 3.010 80.00 NATURAL CONDITIONS 80 .580 80.00 COMPOSITE AREA & WEIGHTED CN ---> 13.770 88.87 (89) ........................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 12:06:50 Date: 02-17-1999 Type •••• Runoff CN·Area Name •••• SB·2·EX·CON File •••• H:\FRED\LAST3REv.ppk Title ••• TOTAL SUB-BASIN 2 DRAINAGE AREA. EXISTING CONDITIONS RUNOFF CURVE NUMBER DATA Page 2.02 .......................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TOTAL SUB-BASIN 2 DRAINAGE AREA. EXISTING CONDITIONS Soil/Surface Description HSG·D,FIELD GRASSES,BRUSH HSG·D,DEVELOPED AREAS HSG·D,DEVELOPED AREAS COMPOSITE AREA & ~EIGHTED CN ···> CN 80 89 89 Area acres --------- 17.878 n.068 19.110 109.056 lq>ervious Adjustment xc xuc ---------- Adjusted CN 80.00 89.00 89.00 87.52 (88) ........................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 12:06:50 Date: 02 -17-1999 Type •••• Runoff CN-Area Name •••• SB-I POST File •••• H:\FRED\LAST3REv.ppk Title ••• SB-I POST-DEVELOPED RUNOFF CURVE NUMBER DATA Page 2.03 .......................................................................... ·········································································· SB-I POST-DEVELOPED l~rvious Area Adjustment Adjusted Soil/Surface Description CN acres xc xuc CN --------------------------------------------.. ------ IMPERVIOUS 98 10.818 98.00 GRASSED 80 5.485 80.00 LOT 1R BLOCK D A-P TRACT 94 .752 94.00 COMPOSITE AREA & ~EIGHTED CN ---> 17.055 92.03 (92) ........................................................................... ··········································································· S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C01f4XJte Time: 12:06:50 Date: 02-17-1999 Type •••• Vol: Plan i meter Name •••• LASTREV File •••• H:\FRED\LAST3REv.ppk Title ••• 264 POND VOLUME CALCULATIONS Planimeter scale: 1.00 ft/in Elevation (ft) Planimeter (sq. in) Area (acres) A1+A2+sqrCA1*A2) Volune (acres) (ac-ft) 263.00 .000 .0000 .0000 .000 264.00 91 .400 .0021 .0021 .001 264.50 11573.740 .2657 .2914 .049 265.00 19651.920 .4511 1.0631 .1n 266.00 26179.480 .6010 1.5729 .524 267.00 30727.240 .7054 1.9575 .653 268.00 35761.090 .8210 2.2874 .762 269.00 41750.781 .9585 2.6665 .889 270 .00 47649.031 1.0939 3.0763 1.025 270.80 52255.020 1.1996 3.4390 .917 271.00 54894.520 1.2602 3.6893 .246 272 .00 60530.949 1.3896 3.9731 1.324 POND VOLUME EQUATIONS Page 3.01 Volune Sl.Jll (ac -ft) .000 .001 .049 .226 .751 1.403 2.166 3.055 4.080 4.997 5.243 6.567 * Incremental volune con.,uted by the Conic Method for Reservoir Volunes. Volune = C1/3) * CEL2-EL1) * CArea1 + Area2 + sq.rt.(Area1*Area2)) where: EL1, EL2 = Lower and upper elevations of the i ncrement Area1,Area2 =Areas con.,uted for EL1, EL2, respectively Volune = Incremental ·volune between EL1 and EL2 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 Con.,ute Time: 12:06:50 Date: 02 -17-1999 Type •••• Outlet Input Data Name •••• REVISED CHANNEL2 File •••• H:\FRED\LAST3REv.ppk REQUESTED POND WS ELEVATIONS: Hin. Elev.= Increment = Max. Elev.= 263.00 ft .20 ft 2n.oo ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only CDnStream to Upstream) <---> Forward and Reverse Both Allowed Structure User Defined Table TW SETUP, OS Chal'Vlel No. ---> Outfall E1 I ft TW .000 S/N: HOHOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C01TpUte Time: 12:06:50 Page 4.01 E2, ft 272.000 Date: 02-17-1999 Type •••• Outlet Input Data Name •••• REVISED CHANNEL2 File •••• H:\FRED\LAST3REv.ppk OUTLET STRUCTURE INPUT DATA Structure ID Structure Type = 1 = User Defined Table ELEV·FLOW RATING TABLE Elev, ft Flow, cfs ------------------263.DO .00 263.20 1. 71 263.40 4.66 263.60 8.07 263.80 1i.n 264.00 15.52 264.20 19.01 264.40 23.37 264.60 28.66 264.80 34.92 265.00 42.21 265.20 50.59 265.40 60.12 265.60 70.86 265.80 82.86 266.00 96.19 266.20 110.91 266.40 127.06 266.60 144.70 266.80 163.89 267.00 184.68 267.20 207.13 267.40 231.27 267.60 257.18 267.80 284.89 268.00 314.45 268.20 345.91 268.40 379.33 268.60 414.75 268.80 452.21 269.00 491. 77 269.20 533.46 269.40 577.34 269.60 623.45 269.80 671.83 270.00 n2.53 270.20 775.60 270.40 831.07 270.60 888.98 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COll1'lJte Time: 12:06:50 Page 4.02 Date: 02-17-1999 Type •••• Outlet Input Data Name •••• REVISED CHANNEL2 File •••• H:\FRED\LAST3REv.ppk Elev, ft Flow, cfs ------------------ 270.80 949.39 271.00 1012.33 271.20 1271.91 271.40 1271. 91 2n.oo 1271.91 = Tl.I Structure ID Structure Type = Tl.I SETUP, OS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ••• Maxilll.lll Iterations= 30 Min. Tl.I tolerance = .01 ft Max. Tl.I tolerance = .01 ft Min. HI.I tolerance = .01 ft Max. HI.I 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 C~te Time: 12:06:50 Page 4.03 Date: 02-17-1999 Type •••• C~site Rating Curve Name •••• REVISED CHANNEL2 File •••• H:\FRED\LAST3REv.ppk ***** COMPOSITE OUTFLOW SUMMARY **** llS Elev, Total Q Notes ------------------------Converge ------------------------- Elev. Q Tll Elev Error ft cf s ft +/-ft Contributing Structures ------------------------------------------ 263.00 .oo Free Outfall 263.20 1. 71 Free Outfall 263.40 4.66 Free Outfall 263.60 8.07 Free Outfall 263.80 1i.n Free Outfall 264.00 15.52 Free Outfall 264.20 19.01 Free Outfall 264.40 23.37 Free Outfall 264.60 28.66 Free Outfall 264.80 34.92 Free Outfall 265.00 42.21 Free Outfall 265.20 50.59 Free Outfall 265.40 60.12 Free Outfall 265.60 70.86 Free Outfa l l 265.80 82.86 Free Outfall 266.00 96.19 Free Outfall 266.20 110.91 Free Outfall 266.40 127.06 Free Outfall 266.60 144.70 Free Outfall 266.80 163.89 Free Outfall 267.00 184.68 Free Outfall 267.20 207.13 Free Outfall 267.40 231.27 Free Outfall 267.60 257 .18 Free Outfall 267.80 284.89 Free Outfall 268.00 314.45 Free Outfall 268.20 345.91 Free Outfall 268.40 379.33 Free Outfall 268.60 414.75 Free Outfall 268.80 452.21 Free Outfall 269.00 491.n Free outfall 269.20 533.46 Free Outfall 269.40 5n.34 Free outfall 269.60 623.45 Free Outfall 269.80 671.83 Free Outfall 270.00 n2.53 Free Outfall 270.20 m.60 Free Outfall 270.40 831.07 Free Outfall 270.60 888.98 Free Outfall 270.80 949.39 Free Outfal l S/N: HOMOL0863131 KLING ENGINEERING Page 4.04 Pond Pack Ver: 6-24-97 :053 C0111XJte Time: 12:06:50 Date: 02-17-1999 Type •••• C~site Rating Curve Name •.•• REVISED CHANNEL2 File •••• H:\FRED\LAST3REv.ppk ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q ---------------- Elev. Q ft cf s -------- 271.00 1012.33 271.20 1271.91 271.40 1271.91 271.60 1271.91 271.80 1271.91 2n.oo 1271.91 Notes --------Converge ------------------------- TW Elev Error ft +/-ft Contributing Structures Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall S/N: HOMOL0863131 KLING ENGINEERING Page 4.05 Pond Pack Ver: 6-24 -97 :053 Con.,ute Time: 12:06:50 Date: 02-17 -1999 Type .••• Pond E-V-Q Table Name •••• P COMB File •••• H:\FRED\LAST3REv.ppk LEVEL PCXlL ROUTING DATA HYG Dir = H:\FRED\ Inflow HYG file= LASTREV.HYG -P COMB Outflow HYG file= LASTREV.HYG -P COMB Pond Node Data = P COMB Pond Volume Data = lastrev Pond Outlet Data = REVISED CHANNEL2 No Infiltration INITIAL CONDITIONS Start i ng WS Elev = 263.00 ft Start i ng Volume = .000 ac-ft Start i ng Outflow = .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs Elevation Outflow Storage Area ft cfs ac-ft acres Page 5.01 IN A •.•• 2 OUT A •••• 2 lnfil t. cfs Q Total cfs 2S/t + 0 cf s ------------------------------------------------------------------------------ 263.00 .00 .000 .0000 .00 .00 .OD 263.20 1.71 .000 .0001 .DO 1. 71 1.72 263.40 4.66 .000 .0003 .OD 4.66 4.70 263.60 8 .07 .ODO .0008 .DO 8.07 8.22 263.80 11.72 .ODO .0013 .00 11.72 12.07 264.00 15.52 .001 .0021 .OD 15.52 16.20 264.20 19.01 .005 .0546 .DO 19.01 24.04 264.40 23.37 .027 .1m .00 23.37 49.74 264.60 28.66 .077 .2989 .00 28.66 103.66 264.80 34.92 .144 .3711 .00 34.92 174.65 265.00 42.21 .226 .4511 .DO 42.21 261.41 265.20 50.59 .319 .4794 .OD 50.59 359.86 265.40 60.12 .418 .5085 .OD 60.12 464.99 265.60 70.86 .523 .5385 .DO 70.86 577.08 265.80 82.86 .634 .5693 .OD 82.86 696.29 266.00 96.19 .751 .6010 .00 96.19 822.90 266.20 110.91 .873 .6212 .DO 110.91 955.93 266.40 127.06 .999 .6418 .DO 127.06 1094.32 266.60 144.70 1.130 .6626 .OD 144.70 1238.22 266.80 163.89 1.264 .6839 .OD 163.89 1387 .74 267.00 184.68 1.403 .7054 .OD 184.68 1543 .01 267.20 207.13 1.547 .7278 .00 207.13 1704.20 267.40 231.27 1.694 .7506 .OD 231.27 1871.42 S/N: HOMOL086313 1 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 12:06:50 Date: 02 -17-1999 Type •••• Pond E-V -Q Table Name •••• P COMB File •••• H:\FRED\LAST3REv.ppk LEVEL POOL ROUTING DATA HYG Dir = H:\FRED\ Inflow HYG file= LASTREV.HYG - P COMB Outflow HYG file= LASTREV.HYG - P COMB Pond Node Data = P COMB Pond VollJlle Data = lastrev Pond outlet Data = REVISED CHANNEL2 No Infiltration INITIAL CONDITIONS Starting WS Elev = 263.00 ft Starting VollJlle = Starting Outflow = Starting lnfiltr. = Starting Total Qout= Time Increment = Elevation ft outflow cfs .000 ac-ft .00 cfs .00 cfs .00 cfs .0250 hrs Storage ac-ft Area acres Page 5.02 IN A •••. 2 OUT A •... 2 lnfil t. cfs Q Total cfs 2S/t. + 0 cfs ------------------------------------------------------------------------------ 267.60 257.18 1.847 .m7 .00 257 .18 2044.89 267.80 284.89 2.004 .7971 .00 284.89 2224.63 268.00 314.45 2.166 .8210 .00 314.45 2410.83 268.20 345.91 2.333 .8476 .00 345.91 2603.81 268.40 379.33 2.505 .8747 .00 379.33 2803.93 268.60 414.75 2.682 .9022 .00 414.75 3011.35 268.80 452.21 2.866 .9301 .00 452.21 3226.16 269.00 491.77 3.055 .9585 .00 491.77 3448.54 269.20 533.46 3.249 .9848 .00 533.46 3678.34 269.40 577.34 3.448 1.0116 .00 577.34 3915.45 269.60 623.45 3.653 1.0386 .00 623.45 4160.02 269.80 671.83 3.864 1.0661 .00 671.83 4412.12 270.00 722.53 4.080 1.0939 .00 n2.53 4671.91 270.20 775.60 4.301 1.1199 .00 775.60 4939.27 270.40 831.07 4.528 1.1461 .00 831.07 5214.06 270.60 888.98 4.760 1.1n7 .00 888.98 5496.45 270.80 949.39 4.997 1.1996 .00 949.39 5786.47 271.00 1012.33 5.243 1.2602 .00 1012.33 6087.51 271.20 1271.91 5.498 1.2856 .00 1271.91 6593.54 271.40 1271.91 5.757 1.3112 .00 1271.91 6844.88 271.60 1271.91 6.022 1.3371 .00 1271.91 7101.24 271.80 1271.91 6.292 1.3632 .00 1271.91 7362.60 2n.oo 1271.91 6.567 1.3896 .00 1271.91 7629.09 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COll'pJte Time: 12:06:50 Date: 02-17-1999 Type •••• Pond E·V·Q Table Name •••• P COMB File •••• H:\FRED\LAST3REv.ppk LEVEL P<XlL ROUTING DATA HYG Dir = H:\FRED\ Inflow HYG file= LASTREV.HYG · P COMB Outflow HYG file= LASTREV.HYG · P COMB Pond Node Data = P COMB Pond Volume Data = lastrev Pond Outlet Data = REVISED CHANNEL2 No Infiltration INITIAL CONDITIONS Starting WS Elev = 263.00 ft Starting Volume = .000 ac·ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs Elevation Outflow Storage Area ft cfs ac·ft acres S/N: HOMOL0863131 KLING ENGINEERING Page 5.03 IN A •••• 2 OUT A ••.. 2 Infil t. cf s Q Total cf s 2S/t + 0 cfs Pond Pack Ver: 6-24-97 :053 C~te Time: 12:06:50 Date: 02-17-1999 Type •••• Pond Routing Sunnary · Name •••• P COMB OUT Tag: A •••• 2 File •••• H:\FRED\LAST3REv.ppk Storm ••• Typell 24hr Tag: A •••• 2 LEVEL POOL ROUTING SUMMARY HYG Dir = H:\FRED\ Inflow HYG file= LASTREV.HYG - P COMB Outflow HYG file= LASTREV.HYG - P COMB Pond Node Data = P COMB Pond Volume Data = lastrev Pond outlet Data = REVISED CHANNEL2 No Infiltration INITIAL CONDITIONS Starting \IS Elev = 263.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY IN A ••.• 2 OUT A •••• 2 ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 332.17 cfs = 316.56 cfs = 268.01 ft 2.177 ac-ft at 12.0750 hrs at 12. 1500 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = -Retained Vol = .000 37.083 .000 37.083 .000 Page 5.04 Event: 2 yr Unrouted Vol = .000 ac-ft (.OOOX of Outflow Volume) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 12:06:50 Date: 02-17-1999 Type •••• Detention Time Name .••• P COMB ClJT Tag: A •••• 2 File •••• H:\FRED\LAST3REv.ppk Storm ••• Type!! 24hr Tag: A •••• 2 DETENTION TIMES SUMMARY HYG Dir = H:\FRED\ Inflow HYG file= LASTREV.HYG -P COMB Outflow HYG file= LASTREV.HYG - P COMB Pond Node Data = P COMB Pond Voliine Data = lastrev Pond Outlet Data = REVISED CHANNEL2 No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow+ lnfilt. = 12.1500 hrs Tp, Total Inf low = 12.0750 hrs Peak to Peak = .0750 hrs Qout+lnfilt. Centroid = 13.6112 hrs Inf low Centroid = 13.5525 hrs Centroid to Centroid .0587 hrs .0589 hrs .0821 hrs IN A ••.• 2 ClJT A •••• 2 Page 5.05 Event: 2 yr Weighted Avg. Plug Time = Max.Plug Vol. Plug Time= Max.Inflow Plug Voliine = .685 ac-ft (From 12.0750 to 12.1000 hrs) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 12:06:50 Date: 02-17-1999 Type •••• Pond Routing Sl.lllll8ry Name •••• p COMB OUT Tag: A •••• 5 File •••• H:\FRED\LAST3REv.ppk Storm ••• Typell 24hr Tag: A •••• 5 LEVEL POOL ROUTING SUMMARY HYG Dir = H:\FRED\ Inflow HYG file= LASTREV.HYG - P COMB OUtflow HYG file= LASTREV.HYG - P COMB Pond Node Data = P COMB Pond Volune Data = lastrev Pond Outlet Data = REVISED CHANNEL2 No Infiltration INITIAL CONDITIONS Starting WS Elev = 263.00 ft Starting Volune = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment .0250 hrs INFLO\l/OUTFLOlol HYDROGRAPH SUMMARY IN A •••. 5 OUT A ..•. 5 ===================================================== Peak Inflow Peak outflow Peak Elevation Peak Storage = = 486.03 cfs = 468.11 cfs = 268.88 ft 2.941 ac-ft at 12.0750 hrs at 12.1500 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = -Retained Vol = .000 54.922 .000 54.922 .000 Page 5.06 Event: 5 yr Unrouted Vol = .000 ac-ft C.OOOX of Outflow Volune) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 12:06:50 Date: 02-17-1999 Type •••• Detention Time Name •••• P COMB OUT Tag: A ..•• 5 File •••• H:\FRED\LAST3REv.ppk Storm ••• Typell 24hr Tag: A ••.• 5 DETENTION TIMES SUMMARY HYG Dir = H:\FRED\ Inflow HYG file= LASTREV.HYG - P COMB Outflow HYG file= LASTREV.HYG - P COMB Pond Node Data = P COMB Pond Voll.Ille Data = lastrev Pond Outlet Data = REVISED CHANNEL2 No Infiltration APPROXIMATE DETENTION TIME Tp, outflow+ Infilt. Tp, Total Inf low Peak to Peak = 12.1500 hrs 12.0750 hrs = .0750 hrs Qout+Infilt. Centroid 13.4326 hrs Inflow Centroid = 13.3723 hrs Centroid to Centroid = .0603 hrs .0605 hrs .0755 hrs IN A •••• 5 OUT A •••• 5 Page 5.07 Event: 5 yr Weighted Avg. Plug Time = Max.Plug Vol. Plug Time= Max.Inflow Plug Vol1.111e = 1.003 ac-ft (From 12.0750 to 12.1000 hrs) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 12:06:50 Date: 02-17-1999 Type •••• Pond Routing Sl.lllll8ry Name •••• p COMB OUT Tag: A ••• 10 File •••• H:\FREO\LAST3REv.ppk Storm ••• Typell 24hr Tag: A ••• 10 LEVEL POOL ROUTING SUMMARY HYG Dir = H:\FRED\ Inflow HYG file= LASTREV.HYG - P COMB Outflow HYG file= LASTREV.HYG - P COMB Pond Node Data = P COMB Pond Volune Data = lastrev Pond Outlet Data = REVISED CHANNEL2 No Infiltration INITIAL CONDITIONS Starting WS Elev = 263.00 ft Starting Volune = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY IN A ••• 10 OUT A .•• 10 ===================================================== Peak Inflow Peak outflow Peak Elevation Peak Storage = = 621.84 cfs 602.43 cfs = 269.51 ft 3.559 ac-ft at 12.0750 hrs at 12.1250 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = -Retained Vol = .000 70.988 .000 70.988 .000 Page 5.08 Event: 10 yr Unrouted Vol = .000 ac-ft (.OOOX of Outflow Volune) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 12:06:50 Date: 02 -17 -1999 Type •••• Detention Time Name •••• P COMB OUT Tag: A ••• 10 File •••• H:\FRED\LAST3REv.ppk Storm ••• Type!! 24hr Tag: A ••• 10 DETENTION TIMES SUMMARY HYG Dir = H:\FRED\ Inflow HYG file= LASTREV.HYG -p COMB Outflow HYG file= LASTREV.HYG -P COMB Pond Node Data = p COMB Pond Volune Data = lastrev Pond OUtlet Data = REVISED CHANNEL2 No Infiltration APPROXIMATE DETENTION TIME Tp, outflow+ lnfilt. = 12.1250 hrs Tp, Total Inflow = 12.0750 hrs Peak to Peak = .0500 hrs Qout+lnfilt. Centroid = 13.3192 hrs Inf low Centroid = 13.2576 hrs Centroid to Centroid .0616 hrs .0617 hrs .0712 hrs IN A ••• 10 OUT A ••• 10 Page 5.09 Event: 10 yr Meighted Avg. Plug Time = Max.Plug Vol. Plug Time= Max.Inflow Plug Volune = 1.283 ac-ft (From 12.0750 to 12.1000 hrs) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COfll>Ute Time: 12:06:50 Date: 02-17-1999 Type •••• Pond Routing S1.1111111ry Name •••• P COMB OUT Tag: A ••• 25 File •••• H:\FRED\LAST3REv.ppk Storm ••• Typell 24hr Tag: A ••• 25 LEVEL POOL ROUTING SUMMARY HYG Dir = H:\FRED\ Inflow HYG file= LASTREV .HYG - P COMB Outflow HYG file= LASTREV.HYG -P COMB Pond Node Data = P COMB Pond Volune Data = lastrev Pond Outlet Data = REVISED CHANNEL2 No Infiltration INITIAL CONDITIONS Starting \IS Elev = 263.00 ft Starting Volune = .000 ac-ft Starting Outflow = .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY IN A ••• 25 OUT A ••• 25 ===================================================== Peak Inflow Peak Outf low Peak Elevation Peak Storage = = 754.91 cfs = 734.40 cfs = 270.04 ft 4.129 ac-ft at 12.0750 hrs at 12. 1250 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration = -HYG Vol OUT = -Retained Vol = .000 86.947 .000 86.947 .000 Page 5.10 Event: 25 yr Unrouted Vol = .000 ac-ft (.OOOX of Outflow Volune) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 CC11J'4X.1te Time: 12:06:50 Date: 02-17-1999 Type •••• Detention Time Name •••• P COMB OUT Tag: A ••• 25 File •••• H:\FRED\LAST3REv.ppk Storm ••• Type!! 24hr Tag: A ••• 25 DETENTION TIMES SUMMARY HYG Dir = H:\FRED\ Inflow HYG file= LASTREV.HYG -P COMB OUtflow HYG file= LASTREV.HYG -P COMB Pond Node Data = p COMB Pond Volune Data = lastrev Pond outlet Data = REVISED CHANNEL2 No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow+ Infilt. = 12.1250 hrs Tp, Total Inf low = 12.0750 hrs Peak to Peak = .0500 hrs Qout+Infilt. Centroid = 13.2325 hrs Inflow Centroid = 13.1695 hrs Centroid to Centroid .0629 hrs .0630 hrs .0679 hrs IN A ••. 25 OUT A •.• 25 Page 5.11 Event: 25 yr Weighted Avg. Plug Time = Max.Plug Vol. Plug Time= Max.Inflow Plug Volune = 1.558 ac-ft (From 12.0750 to 12.1000 hrs) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C011'4JUte Time: 12:06:50 Date: 02-17-1999 Type •••• Pond Routing S~ry Name .••• p COMB OUT Tag: A ••• so File •••• H:\FRED\LAST3REv.ppk Storm ••• Typell 24hr Tag: A ••• SO LEVEL POOL ROUTING SUMMARY HYG Dir = H:\FRED\ Inflow HYG file= LASTREV.HYG · P COMB OUtflow HYG file= LASTREV.HYG · P COMB Pond Node Data = P COMB Pond Volune Data = lastrev Pond OUtlet Data = REVISED CHANNEL2 No Infiltration INITIAL CONDITIONS Starting WS Elev = 263.00 ft Starting Volune = .000 ac·ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Ti me Increment = .02SO hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY IN A ••• SO OUT A ••• SO ===================================================== Peak Inf low Peak outflow Peak Elevation Peak Storage = = 901.96 cfs = 880.2S cfs 270.S7 ft 4.n4 ac-ft at 12.0750 hrs at 12.12SO hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = · Retained Vol = .000 104.770 .000 104.770 .000 Page S.12 Event: SO yr Unrouted Vol = .000 ac -ft (.OOOX of Outflow Volume) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 C~te Time: 12:06:SO Date: 02 -17-1999 Type •••• Detention Time Name •••• P COMB OUT Tag: A ••• SO File •••• H:\FRED\LAST3REv.ppk Storm ••• Typell 24hr Tag: A ••• SO DETENTION TIMES SUMMARY HYG Dir = H:\FRED\ Inflow HYG file= LASTREV.HYG - P COMB Outflow HYG file= LASTREV.HYG - P COMB Pond Node Data = P COMB Pond Volume Data = lastrev Pond Outlet Data = REVISED CHANNEL2 No Infiltration APPROXIMATE DETENTION TIME --------------------------------------- Tp, outflow+ lnf i lt. Tp, Total Inf low Peak to Peak Qout+Infilt. Centroid Inflow Centroid Centroid to Centroid = = = = = = 12.12SO hrs 12.0750 hrs .OSOO hrs 13.1SSS hrs 13.0912 hrs .0643 hrs .0644 hrs .0649 hrs IN A ••• SO OUT A •.. SO Page S.13 Event: SO yr Weighted Avg. Plug Time = Max.Plug Vol. Plug Time = Max.Inflow Plug Volume = 1.861 ac-ft (From 12.0750 to 12 .1000 hrs) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :OS3 CO!ll>Ute Time: 12:06:SO Date : 02-17-1999 Type •••• Pond Routing S~ry Name •.•• p COMB OUT Tag: A •• 100 File •••• H:\FRED\LAST3REv.ppk Storm ••• Typell 24hr Tag: A •• 100 LEVEL POOL ROUTING SUMMARY HYG Dir = H:\FRED\ Inflow HYG file= LASTREV.HYG - P COMB Outflow HYG file= LASTREV.HYG - p COMB Pond Node Data = P COMB Pond Voll.Ille Data = lastrev Pond Outlet Data = REVISED CHANNEL2 No Infiltration INITIAL CONDITIONS Starting ~s Elev = 263.00 ft Starting Voll.Ille = .000 ac-ft Starting Outflow = .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY IN A •• 100 OUT A •• 100 ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 993.02 cfs = 970.47 cfs = 270.87 ft 5.078 ac-ft at 12.0750 hrs at 12.1250 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration = -HYG Vol OUT = -Retained Vol .000 115.886 .000 115.886 .000 Page 5.14 Event: 100 yr Unrouted Vol = -.000 ac-ft (.OOOX of Inflow Voll.Ille) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COf11XJte Time: 12:06:50 Date: 02-17-1999 Type •••• Detention Time Name •••• P COMB OUT Tag: A •• 100 File •••• H:\FRED\LAST3REv.ppk Storm ••• Type!! 24hr Tag: A •• 100 DETENTION TIMES SUMMARY HYG Dir = H:\FRED\ Inflow HYG file= LASTREV.HYG - p COMB Outflow HYG file= LASTREV.HYG - P COMB Pond Node Data = P COMB Pond Volume Date = lestrev Pond OUtlet Date = REVISED CHANNEL2 No Infiltration APPROXIMATE DETENTION TIME --------------------------------------- Tp, Outflow+ lnfilt. Tp, Total Inf low Peek to Peek Qout+lnfilt. Centroid Inflow Centroid Centroid to Centroid = = = = = = 12.1250 hrs 12.0750 hrs .0500 hrs 13.1151 hrs 13.0501 hrs .0650 hrs .0651 hrs .0633 hrs IN A •• 100 OUT A •• 100 Page 5.15 Event: 100 yr Weighted Avg. Plug Time = Mex.Plug Vol. Plug Time= Mex.Inflow Plug Volume = 2.049 ec-ft (From 12.0750 to 12.1000 hrs) S/N: HOMOL0863131 KLING ENGINEERING Pond Peck Ver: 6-24-97 :053 COflllUte Time: 12:06:50 Date: 02-17-1999 Appendix A Index of Starting Page Nl.llbers for ID Names -----c CARRABBA POST 2 A •••. 2 ••• 1.01, 1.02, 1.03, 1.04, 1.05, 1.06, 1.07 CARRABBA-TR-PST ••• 2.01 -----L ----- LASTREV ••• 3.01 -----p ----- p COMB ••• 5.01, 5.04, 5.05, 5.06, 5.07, 5.08, 5.09, 5.10, 5.11, 5.12, 5.13, 5.14, 5.15 -----R ----- REVISED CHANNEL2 ••• 4.01, 4.04 -----s ----- SB-2-EX-CON ••• 2.02 SB-I POST ••• 2.03 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 12:06:50 A-1 Date: 02-17-1999 4103 Texas Avenue, Suite 212 Bryan , Texas 77802 TO ATIENTION WE TRANSMIT: 0 Under Separate Cover )(.lEnclosed VIA: DMail EI.Messenger 0 Federal Express 0 Express Mai°I 0 Special Courier 0 Picked Up By Your Office NO. KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 ·Fax (409) 846-8252 DATE 0/ PROJECT NO. THE FOLLOWING : 0 Prints OCopies DOriginals OPlat 0 Field Notes OPlans ~eport )ld.:Estimate OCut Sheets PROJECT NAME REFERENCE 0 Computer Printout OFile OContract 0 DESCRIPTION FOR: P.O. Box 4234 Bryan, Texas 77805 OYour Review & Approval 0 Your Review & Comment 0 Your Review & Distribution 0 Your Review, Revision & Return 0 Your Signature & Return OYour File and/or Use DAs Requested By : 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To Us 0 Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once. Sign~.-J 9 .._,__ ADDENDUM #2 TO THE DRAINAGE REPORT FOR Lots 2,3,4,5,6,7, Block "C" Lots 1,2,3,4,5,6, Block "D" Ashford Square Subdivision & Lots 2 and 3, Block "1" Dartmouth Addition Subdivision Morgan Rector Survey, A-46 College Station, Brazos County, Texas 20-January 1999 DEVELOPED BY: Mr. David Scarrnardo D .W .S . Inc . P .O . Box 4508 Bryan, TX 77805 ( 409) 779-7209 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue , Suite 212 Bryan, TX 77802 (409) 846-6212 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors Telephone 409/846-6212 Fax 409/846-8252 B.J . Kling , P.E., R.P.L.S. S.M. Kling, R.P.L.S. Post Office Box 4234 Bryan, Texas 77805 Memo: January 20, 1999 To : Veronica Morgan, P.E. Assistant City Engineer, City of College Station From : Fred Paine Re : Ashford Square I Dartmouth Addition -Addendum #2 to the Drainage Report Mr. Bill Kling, P.E. and I have re-evaluated the outlet channel section for the detention pond and will use this memo as Addendum #2 to the drainage report to summarize our methodology and proposed modifications . For reference, the original pond outlet channel used a Manning's n=0 .05 as set forth in the existing drainage report . The revised outlet channel uses a Manning's n=0 .025. The following is summary of the logical progress ion used in our evaluation : 1. Upon the rejection of our former solution (baffles), we recalculated the outfall channel flowrate based on Manning's equation for: (a) the design section of 8' bottom width and 2:1 side slopes (b) Manning 's n=0 .025 for cemented rubble masonry . The resulting depth-discharge relationship was input into our pond model. 2. The pond model was then re-run with the revised outlet channel characterist ics in place and results were compared to pre-developed conditions and the "n=0.05" model, both as documented in the existing dra inage report. 3. Water surface profiles were developed for the downstream channel section running through the Oak Forest Mobile Home Park to compare pre- developed and post-developed hydraulic conditions. The following Table 1 compares the "n=0 .05 " outlet channel characterist ics to the "n=O 025" outlet channel ~ Pond a WSEL Depth Velocity Peak Storage Outlet 2,5 , 10,25, 100 2,5 , 10,25, 100 2 ,5, 10,25, 100 2 ,5 , 10,25 , 100 2,5 , 10,25 , 100 Cales . (cfs) (ft) (f/s) (ac-ft) I n=0.05 318.1 , 469 .0 , 603 .3 , 734.9 , 970 .5 268.0 , 268 .9 , 269.5 , 270 .0, 270 .8 4 .0 , 4 .9, 5.5, 6 .0 , 6 .8 4 .9 , 5.4, 5.8 , 6.1, 6 .5 2.2 , 2.9, 3 .5 , 4 .1, 5.1 [l n=0.025 326 .7, 480.0 , 615.7, 748 .6, 986 .3 266 .9 , 267 .5 , 268 .0, 268 .4 , 269 .0 2 .9 , 3.5 , 4 .0, 4 .4 , 5 .0 8 .2 , 9 .0, 9 .7 , 10.2, 11.0 1 .3 , 1.8 , 2 .1, 2.5, 3.1 Table 1 efer to Appendix 8 of the drainage report "Hydrologic Calculations" for documentation of "n=0 .05 " data . efer to Appendix 1 of this addendum, "Hydrologic and Routing Calculations" for documentation of "n=0 .025" data. The following Table 2 compares flow characteristics at the cross section nearest the detention pond outlet. Routed flowrates leaving the pond are compared to pre- development flowrates. Note that this cross section , section F-F, was origina ll y compared to the "n=0.05" pond outflow in the May 11 , 1998 drainage report addendum and is derived from City contours. Section F-F -Pre ***Post:("n=0.05" flows) -Post:("n=0 .025" flows) 0 2,5,10 ,25,100 317.5, 469 .5 , 603.8, 735.4, 971 .0 318 .1 , 469 .0, 603.3, 734.9, 970.5 326.7, 480 .0 , 615.7, 748 .6, 986.3 (cfs) WSEL 268 .2 ,268.8, 269 .1, 269 .4, 269.8 268 .3,268 .8, 269 .1, 269.4 , 269 .8 268 .3 , 268 .8, 269 .2, 269.4 , 269 .8 Depth 4.2 , 4.8 , 5 .1, 5.4 , 5.8 4 .3 , 4.8, 5.1 , 5.4 , 5.8 4 .3, 4 .8 , 5 .2 , 5.4 , 5.8 (ft) Velocity 6 .2 , 7 .3 , 8.1, 8.7, 9 .7 6.2, 7.3, 8.1 , 8.7, 9.7 6 .3, 7 .4, 8.1, 8.8, 9 .7 (ft/s) Hydrograph App rox . Vol. 35.4, 52 .8, 68 .6, 84 .3, 112.8 37.1 , 54.9, 71 .0, 86 .9, 115.9 37 .1, 54 .9, 71 .0, 86 .9, 115.9 (ac-ft) Table 2 Table is partial reproduction of table presented in "Addendum to the Dra inage Report", 11-May, 1998 . Additional inf ormation includes flow characteristics for section F-F based on items 1 & 2 above. -Refer to drainage report , Appendix 9 , "Hydraulic Calculations" for HEC-2 documentation. Refer to addendum to drainage report , Appendix 3, "Hydraul ic Calculations" for HEC-2 documentation . Refer to Append ix 2, of this addendum , "Hydraulic Calculations" for HEC-2 documentation. Items of interest: (a) Current pond outlet release rate -vs-Pre-developed runoff rates : We find that for the storm events summarized above, pond release rates are only s lightly higher than pre-developed runoff rates . This amount varies from 9 cfs at the 2 year event to 15 cfs at the 100 year event. In relation to pre-developed rates, release rates from the pond are an average of only 2% higher. (b) Pond outlet velocity "n=0 .05" -vs-"n=0.025": Due to the decrease in Manning 's n , we see an increase in velocities through the outlet channel. It i s shown however, that the increase in Q does not affect flow characteristics at section F-F by more than a few hundredths for each calculated parameter (Rounding for tabulation was to nearest tenth). (c) Pond water surface elevations "n=0.05" -vs-"n=0.025": As a result of the decrease in Manning's n, increased velocities through the channel resu lted in an average decrease of 1.5' in the peak water surface elevations obtained in the pond . ( d) Storage achieved in pond : One method to estimate storage volume required for detent ion pond sizing is to overlay the post developed hydrograph with the pre-developed hydrograph and determine the difference in volume. After routing computations , the pond under current conditions provides peak storage volumes ranging from 78% of this estimate at the 2 year event to 100% at the 100 year event. Pre-D Evaluation & Discussion : (a)The total contributing drainage area for this project consists of approximately 140 acres. Due to various calculation parameters which are subjective in nature : time of concentration, curve number, drainage area delineation, unintentional storage of runoff due to interception and surface depression storage, ect., in addition to the use of a large scale statistical storm distribution assumption (SCS Type II, 24 hr duration), we believe that it is highly improbable to be able to estimate runoff quantities within 15 cfs . We consider achieving 98% peak discharge attenuation acceptable for this project ( 15 cfs out of 971 at the 100 year event). The downstream channel section through the Oak Forest mobile home park currently floods during minor storm events . Prior to commencement of proposed channel improvements through the mobile home park, on the ground, topographical information was obtained to develop existing channel cross sections . Conditions of the existing channel indicated sedimentation and erosion . Standing water was observed throughout the channel. The area available for the existing channel section is not adequate to convey stormwater flows without the banks being overtopped. Additionally, the channel is obstructed by an interior private road with 4-30" R.C.P . culverts. This road acts as a weir when overtopped by stormwater. To obtain an estimate of the water surface elevation at the road, a rating table of discharge -vs-elevation was compiled for various design storm events (refer to Appendix 2, of this addendum "Hydraulic Calculations" for computation). An investigation using the HEC-2 to determine water surface elevations for the channel was conducted to determine the impact of post development flowrates and channel improvements . Four water surface profiles were run to model : 1) Pre-development flowrates and existing channel conditions , 2) Post-development flowrates as discharged from the "n=0.05" pond outfall and existing channel conditions , 3) Post-development flowrates as discharged from the "n=0.025" pond outfall and existing channel conditions , 4) Post-development flowrates as discharged from the "n=0.025" pond outfall and improved channel conditions . The following tables summarize the results of each run. Refer to Appendix 2 of this addendum for cross section representation & location . eve ope d QI E . r Ch XIS mg anne IC dT on 11ons Storm Qpre WSEL Topwidth Return (cfs) -450' fl PL -250' flPL -100' fl PL -450' fl PL -250' fl PL -100' fl PL 2 318 266.85 266.88 267.47 251 .65 114.44 70 .01 5 470 267.15 267 .19 267 .89 270.63 153.18 92.87 10 604 267.35 267 .41 268 .17 304.70 182.69 106 .46 25 735 267 .51 267.60 268 .39 309 .50 206.20 116 .86 50 881 267.67 267 .79 268 .61 325.28 277.51 132.39 100 971 267.76 267.90 268.73 326.92 296 .92 138 .22 Table 3 *Starting water surface elevations were obtained by using the flowrates in conjunction with a open channe l flow analysis of cross section G-G. This section was the starting cross section for HEC-2 runs for the original report and addendum number 1. The elevations obtained using Manning 's equation were greater than those calculated at the roadway crossing and therefore are believed to be conservative . It should be noted that the water surface elevation increases only -1' from the 2 year event to the 100 year event at all sections. The water spread is expected to encroach into areas occupied by the mobile home units. This demonstrates the depth of stormwater flow is not significantly affected by the flowrate. The narrow geometry of the channel and relatively flat overbank section is such that water is allowed to spread without building up greater depths . Post-D eve ope d a " o 05" / E · r Ch n= . XIS lnQ anne IC dT d. t I on 1 1ons+se 1men c eane d t 100' fl PL a - Storm Qpost WSEL Topwidth Return (cfs) -450' fl PL -250' flPL -100' fl PL -450' fl PL -250' flPL -100' fl PL 2 318 266.85 266.88 267.28 251 .65 114.47 54.18 5 469 267.15 267.19 267.70 270.63 153 .16 83.64 10 603 267 .35 267.41 267 .99 304 .70 182 .67 97.37 25 735 267.51 267.60 268.22 309.50 206 .17 108 .42 50 880 267 .67 267 .79 268.44 325.28 277.43 123.82 100 970 267.76 267.90 268.56 326.92 296.91 129.91 Table 4 *Starting water surface elevations were obtained by using the flowrates in conjunction with a open channel flow analysis of cross section G-G. This section was the starting cross section for HEC-2 runs for the original report and addendum number 1. The elevations obtained using Manning's equation were greater than those calculated at the roadway crossing and therefore a.re believed to be conservative . Post-D eve ope d a " o 025" / Ex. · ch n= . 1st mg anne IC dT on 1 1ons+se 1ment c eane d t 100' fl PL a - Storm Qpost WSEL Topwidth Return (cfs) -450' fl PL -250' flPL -100' fl PL -450' fl PL -250' flPL -100' fl PL 2 327 266.87 266.90 267.31 252.92 117.82 54.87 5 480 267.16 267.21 267.72 271.27 154.76 84.75 10 616 267.36 267.43 268.01 305.00 183 .95 98.43 25 749 267.53 267 .62 268.24 310 .10 210 .30 109 .53 50 896 267.68 267.80 268.46 325.46 283 .74 124.86 100 986 267.77 267 .91 268 .58 327 .11 298.70 130 .91 Table 5 *Starting water surface elevations were obtained by using the flowrates in conjunction with a open channel flow analysis of cross section G-G. This section was the starting cross section for HEC-2 runs for the original report and addendum number 1 . The elevations obtained using Manning's equation were greater than those calculated at the roadway crossing and therefore are believed to be conservative. As seen in the comparison between Tables 3 and 5 , the water surface elevations did not noticeably increase (0.02' maximum) as a result of a slightly greater than pre-developed conditions flowrate. Where sediment was cleaned from the existing channel , a very slight decrease in elevation was calculated (-0 .15' average). Topwidth did slightly increase for sections -450' and -250' from the property line but not dramatically (6' maximum). Again , where sediment was cleaned, a slight decrease in topwidth was calculated (-10' average). This shows that without any channel improvements, the correctly calculated discharge from the detention pond does not adversely effect the downstream flooding situation. Pos D t- Channel improvements through this section of the mobile home park have begun but not been completed . The design section includes a 4' concrete pilot channel with 4: 1 grassed side slopes . Estimated Longitudinal slope is to be -0.5%. Although more cross sectional area will be available with the new channel, it will not significantly alter the total channel volume (refer to Appendix 2, of this addendum, "Hydraulic Calculations" for verification). The main significance will be in the channel's flow characteristics. A final HEC-2 run was compiled to model the current discharge from the detention pond coupled with the proposed channel improvements. A table summary of results follows. eve ope d Q" 0 025" /I n= . mprove d Ch anne IC dT on 11ons Storm Q WSEL Topwidth Return "n=0.02 5" -450' fl PL -250' flPL -100' fl PL -450' fl PL -250' flPL -100' fl PL (cfs) 2 327 266.8 266.79 266.88 248.48 97 .86 42.28 5 480 267.15 267.13 267.23 270.63 143 .01 50.30 10 616 267 .39 267.35 267.47 305.90 173.25 68.45 25 749 267 .57 267.52 267.63 311 .30 194 .04 80.15 50 895 267.68 267.62 267 .73 325.46 208 .31 85 .21 100 986 267 .77 267 .70 267 .80 327 .11 234 .65 88.57 Table 6 *Starting water surface elevations were obtained by using the flowrates in conjunction with a open channel flow analysis of cross section G-G as modified by channel improvements. This section was the starting cross section for HEC-2 runs for the original report and addendum number 1. The elevations obtained using Manning's equation were greater than those calculated at the roadway crossing and therefore are believed to be conservative. Resulting changes in velocity through this section was a slight increase with maximum 25 year ·event velocities not exceeding 6 .6 f/s. Water surface elevations were less than or equal to the pre-developed condition. Topwidth was decreased from pre-developed conditions at the sections -250' and -100' from the property line while remaining relatively unchanged (-3.17 <x<+1.8) at the section-450' from the property line. (b) Due to the lower roughness coefficient used for the pond outlet channel, an increase in estimated outflow velocities would result. To minimize the erosive effect of higher velocities, energy dissipaters will be provided at the end of the outlet channel. The dissipaters will be 12" diameter concrete cylinders, 2' high with one #4 bar in each quadrant for reinforcement. Three rows of four cylinders will be placed 2' apart (center to center) at 1' offsets from each other. An additional area of concrete rip-rap will be placed on the mobile home park side of the property line for a distance of 15' for added erosion protection . Refer to Appendix 3 of this addendum for drawing. (c) The resulting lower water surface elevation within the detention pond is seen as a beneficial aspect as it provides more freeboard for each storm event. ( d) We size a detention pond based on an estimate of storage required by attenuation of post-developed runoff to pre-developed rates . This estimate can be obtained in several ways. One such way is to overlay pre and post developed hydrographs and calculate the difference in volume. We find that in the case of the 2 year event, the pond had a peak storage of -78% of the calculated difference. As the return period increased, the peak storage achieved in the pond more closely matched the storage estimate (to 100% at the 100 year event). The question of where the additional volume would end up leads back to the hydraulic analysis of the drainage channel through the mobile home park. The channel improvements will not be significant enough to offset the displaced volume of water. However, due to increased flow characteristics resulting from the channel improvements, this volume will pass through the downstream section with no adverse effects of the existing flooding problem. It should be noted that the interior road and culverts have a calculated flow rate of 840 cfs at elevation 266.25 and 1199 cfs when this depth is increased by 3" (elev. 266.5). The flowrate of 1199 cfs is greater than the 100 year event flow rate (986 cfs) and therefore , no increase in water surface elevation is expected over the roadway . It is certain that there are many subjective factors which play a major role in the estimation of storm water runoff rates, each calling for the use of sound engineering judgment and experience. It is also understood that at this time, accurate hydrologic design information for rainfall events in this area are non-existent. As a result, we use hydrologic design practices currently accepted within the field of civil engineering that do not represent "real world" conditions. Several design storm events are modeled in an effort to "catch" an actual event that may occur. We base our work on obtaining a conservative outcome, and do the necessary background and field work to assure a conservative design. Although mathematically justified, the possibility of a drainage structure not operating at a desired level under an actual storm event remains with all hydrologic & hydraulic design. In the case of the flooding in Oak Forest mobile home park, upstream development has altered the flow of storm water across the tract several times. Much of the prior development was completed before issues of stormwater management were of great concern . The hydraulic aspects of the Ashford Square duplex project and Dartmouth Addition apartment project were designed on the basis that these developments will not aggravate the existing flooding situation . This facility is to assure that flooding downstream is not aggravated by this development and to comply with current City drainage policy. APPENDIX 1 HYDROLOGIC & ROUTING CALCULATIONS Job File: E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Rain Dir: J:\HAESTAD\PPK6\UTIL\ ========================== JOB TITLE ========================== ASHFORD SQUARE RESUBDIVISION PROJECT MORGAN RECTOR SURVEY, A-46 COLLEGE STATION, BRAZOS COUNTY, TEXAS DRAINAGE & DETENTION S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 C~te Time: 13:36:35 Date: 01-13 -1999 Table of Contents Table of Contents ******************** NET~ORK SUMMARIES ********************* CARRABBA POST 2 A •••• 2 Executive Sl.1111l8ry (Nodes) .......... 1.01 CARRABBA POST 2 A •••• 5 Executive Sl.1111l8ry (Nodes) .......... 1.02 CARRABBA POST 2 A ••• 10 Executive Sl.1111l8ry (Nodes) .......... 1.03 CARRABBA POST 2 A ••• 25 Executive Sl.1111l8ry (Nodes) .......... 1.04 CARRABBA POST 2 A ••• SO Executive Sl.1111l8ry (Nodes) .......... 1.05 CARRABBA POST 2 A •• 100 Executive Sl.1111l8ry (Nodes) .......... 1.06 Network Cales Sequence ............. 1.07 ********************** CN CALCULATIONS ********************* CARRABBA-TR-PST Runoff CN-Area 2.01 SB-2-EX-CON ••••• Runoff CN·Area 2.02 SB-I POST ••••••• Runoff CN-Area ••••••••••••••••••••• 2.03 *********************** POND VOLUMES *********************** LAST •••••••••••• Vol: Planimeter •••••••••••••••••••• 3.01 ******************** OUTLET STRUCTURES ********************* TRAP CHANNEL2 ••• Outlet Input Data •••••••••••••••••• 4.01 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Co~te Time: 13:36:35 Date: 01-13·1999 Table of Contents ii Table of Contents (continued) C<>nlX>site Rating Curve ••••••••••••• 4.04 *********************** POND ROUTING *********************** p COMB •••••••••• Pond E-V-Q Table ................... 5.01 p COMB OUT A •••• 2 Pond Routing Sll!'fllary ............... 5.03 p COMB OUT A •••• 5 Pond Routing Sll!'fllary ............... 5.04 p COMB OUT A ••• 10 Pond Routing Sll!'fllary ............... 5.05 p COMB OUT A ••• 25 Pond Routing Sll!'fllary ............... 5.06 p COMB OUT A ••• 50 Pond Routing Sll!'fllary ............... 5.07 p COMB OUT A •• 100 Pond Routing Sll!'fllary ............... 5.08 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C0111'Ute Time: 13:36:35 Date: 01-13-1999 Type •••• Executive Sllllll8ry (Nodes) Name •••• CARRABBA POST 2 File .••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Storm ••• Typell 24hr Tag: A •••• 2 NETllORK SUMMARY --NODES Page 1.D1 Event: 2 yr (Trun.= HYG Truncation : Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID = BRAZOS.RNQ SCS-24HR All Storm Tag Name = A •••• 2 Description: 2 YR -24 HR STORM Data Type, File, ID =Synthetic Storm SCSTYPES.RNF Typell 24hr Storm Frequency = 2 yr Total Rainfall Depth= 4.4210 in Duration Multiplier = 1 Resulting Durat i on = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max llSEL Node ID Type ac-ft Trun. hrs cf s ft ------------------------------------................ ................... CARRABBA POST AREA 3.695 11. 9750 58.91 P COMB IN POND 37.083 12.0750 332 .1 7 P COMB OUT POND 37.083 12.1250 326. 71 266.90 Outfall POINT OF EVAL. JCT 37.083 12.1250 326.72 SB-1 POST AREA 5.010 11. 9750 77.94 SUB -2 EX-CON AREA 28.377 12 .1750 268.64 S/N: HOMOL086313 1 KLING ENGINEERING Pond Pack Ver: 6 -24 -97 :053 COfl1'Ute Time: 13:36:35 Date : 01 -13-1999 Type •••. Executive SU1111ary (Nodes) Name .••• CARRABBA POST 2 File .••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Storm ••• Type!! 24hr Tag: A •••• 5 NETWORK SUMMARY --NODES Page 1.02 Event: 5 yr CTrun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = A •••• 5 Description: 5 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 5 yr Total Rainfall Depth= 6.0210 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ------------------------------------·--··---................... CARRABBA POST AREA 5.457 11.9750 85.33 P COMB IN POND 54.922 12.0750 486.03 P COMB OUT POND 54.922 12.1000 480.01 267.52 Outfall POINT OF EVAL. JCT 54.922 12.1000 480.01 SB-1 POST AREA 7.234 11. 9750 110.21 SUB-2 EX-CON AREA 42.230 12.1750 395.25 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 Date: 01-13-1999 Type •••• Executive SlJTlllary (Nodes) Name •..• CARRABBA POST 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Storm ••• Type!! 24hr Tag: A ••• 10 NETWORK SUMMARY --NODES Page 1.03 Event: 10 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = A ••• 1D Description: 10 YR -24 HR STORM Data Type, File, ID =Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 10 yr Total Rainfall Depth= 7.4390 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft --------------------·----------·--------------------- CARRABBA POST AREA 7.042 11. 9750 108.55 P COMB IN POND 70.988 12.0750 621.84 P COMB OUT POND 70.988 12.1000 615.69 267 .98 Outfall POINT OF EVAL. JCT 70.988 12.1000 615.69 SB-1 POST AREA 9.222 11. 9750 138.55 SUB -2 EX-CON AREA 54.724 12.1750 506.98 S/N: HOMOL086313 1 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~ute Time: 13:36:35 Date: 01-13 -1999 Type •••• Executive Sl.lllllary (Nodes) Name •••. CARRABBA POST 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Storm ••• TypeII 24hr Tag: A ••• 25 NETWORK SUMMARY --NODES Page 1.04 Event: 25 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = A ••• 25 Description: 25 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.8360 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ---------------------------....................... ----------------- CARRABBA POST AREA 8.616 11. 9750 131.27 P COMB IN POND 86.947 12.0750 754.91 P COMB OUT POND 86.947 12.1000 748.63 268.38 utfal l POINT OF EVAL. JCT 86.947 12.1000 748.63 SB-1 POST AREA 11.188 11.9750 166.28 SUB-2 EX-CON AREA 67.143 12.1750 616.42 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 Date: 01-13-1999 Type ..•• Executive Sllllllary (Nodes) Name •••• CARRABBA POST 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Storm ••• Typell 24hr Tag: A ••• 50 NETWORK SUMMARY --NODES Page 1.05 Event: 50 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File,ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = A ••• 50 Description: 50 YR -24 HR STORM Data Type, File, ID =Synthetic Storm SCSTYPES.RNF Typell 24hr Storm Frequency = 50 yr Total Rainfall Depth= 10.3880 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max IJSEL Node ID Type ac-ft Trun. hrs cfs ft -----------------------------·------·----·--......................... CARRABBA POST AREA 10.373 11. 9750 156.36 P COMB IN POND 104.no 12.0750 901.96 P COMB OUT POND 104.no 12.1000 895.47 268.n tfal l POINT OF EVAL. JCT 104.no 12.1000 895.48 SB-1 POST AREA 13.378 11.9750 196.95 SUB-2 EX-CON AREA 81.019 12.1750 737.29 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 Date: 01-13-1999 Type •••• Executive Sllllllary (Nodes) Name .••• CARRABBA POST 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Storm ••• Type!! 24hr Tag: A •• 100 NETWORK SUMMARY --NOOES Page 1.06 Event: 100 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Oesgin Storm File, ID = BRAZOS.RNQ SCS·24HR ALL Storm Tag Name = A •• 100 Description: 100 YR -24 HR STORM Data Type, File, ID =Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.3530 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max IJSEL Node ID Type ac-ft Trun. hrs cfs ft ----------------------------------------------------- CARRABBA POST AREA 11.468 11. 9750 171.90 P COMB IN POND 115.886 12.0750 993.02 P COMB OUT PONO 115.886 12.1000 986.35 269.00 Outfall POINT OF EVAL. JCT 115.886 12.1000 986.35 SB-1 POST AREA 14.742 11. 9750 215 .96 SUB-2 EX-CON AREA 89.676 12.1750 812.12 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 Date: 01-13-1999 Type •••• Network Cales Sequence Name •••• CARRABBA POST 2 Page 1.07 Event: 100 yr File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Storm ••• Type!! 24hr Tag: A .• 100 NETYORK RUNOFF NODE SEQUENCE =========================================================================== Runoff Data Apply to Node Receiving Link =========================================================================== SCS UH SB-I POST SCS UH SB-2 EX-CON SCS UH CARRABBA-PST Subarea SB-1 POST Subarea SUB-2 EX-CON Subarea CARRABBA POST S/N: HOMOL0863131 KLING ENGINEERING Add Hyd SB-1 POST Add Hyd SUB-2 EX-CON Add Hyd CARRABBA POST Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 Date: 01-13-1999 Type •••• Network Cales Sequence Name •••• CARRABBA POST 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Storm ••• Type!! 24hr Tag: A •• 100 NETYORK ROUTING SEQUENCE Page 1.08 Event: 100 yr =========================================================================== Link Operation UPstream Node DNstream Node =========================================================================== Add Hyd CARRABBA POST Add Hyd SB-2 EX CON PST Add Hyd SB-1 POST Subarea CARRABBA POST Subarea SUB-2 EX-CON Subarea SB-1 POST POND ROUTE TOTAL OUTFLOY ••• Total Pond Outflow Pond P COMB SET POND ROUTING LINK TO TOTAL POND OUTFLOY ••• Outlet DET POND Outflow P COMB S/N: HOMOL0863131 KLING ENGINEERING Pond Pond Pond P COMB P COMB P COMB IN Outflow P COMB IN IN IN OUT OUT Jct POINT OF EVAL. Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 Date: 01-13-1999 Type .••• Runoff CN -Area Name .••• CARRABBA-TR-PST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Title ••• CARRABBA-GLOCKSEEN TRACT POST DEVELOPED CONDITIONS RUNOFF CURVE NUMBER DATA Page 2.01 .......................................................................... .......................................................................... CARRABBA-GLOCKSEEN TRACT POST DEVELOPED CONDITIONS Impervious Area Adjustment Adjusted Soil/Surface Description CN acres r.c %UC CN --------------------------------------------.... -.. --- APARTMENT DEVELOPMENT 92 10. 180 92.00 RESERVE TRACT UNDEVELOPED 80 3.010 80.00 NATURAL CONDITIONS 80 .580 80.00 COMPOSITE AREA & ~EIGHTED CN ---> 13. 770 88.87 (89) ........................................................................... ........................................................................... S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 Date: 01-13-1999 Type .••• Runoff CN-Area Name •••• SB-2-EX-CON File •.•• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Title .•• TOTAL SUB-BASIN 2 DRAINAGE AREA. EXISTING CONDITIONS RUNOFF CURVE NUMBER DATA Page 2.02 .......................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TOTAL SUB-BASIN 2 DRAINAGE AREA. EXISTING CONDITIONS Soil/Surface Description HSG-D,FIELD GRASSES,BRUSH HSG-D,DEVELOPED AREAS HSG-D,DEVELOPED AREAS COMPOSITE AREA & WEIGHTED CN ---> CN 80 89 89 Area acres ---·----- 17.878 72.068 19.110 109.056 Impervious Adjustment %C XlJC -... --... --... -... Adjusted CN 80.00 89.00 89.00 87.52 (88) ........................................................................... ........................................................................... S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 Date: 01-13-1999 Type .••• Runoff CN-Area Name •..• SB-I POST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Title ••• SB-I POST-DEVELOPED RUNOFF CURVE NUMBER DATA Page 2.03 ·········································································· .......................................................................... SB-I POST-DEVELOPED Soil/Surface Description IMPERVIOUS GRASSED LOT 1R BLOCK D A-P TRACT COMPOSITE AREA & WEIGHTED CN ---> CN 98 80 94 Area acres --------- 10.818 5.485 .752 17.055 Impervious Adjustment Adjusted %C xuc CN ---------- 98.00 80.00 94.00 92.03 (92) ........................................................................... ··········································································· S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 Compute Time: 13:36:35 Date: 01-13-1999 Type •.•• Vol: Planimeter Name ..•• LAST File •.•• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Title .•• 264 Elevation (ft) 264.00 264.50 265.00 266.00 267.00 268.00 269.00 270.00 270.80 271.00 272.00 POND VOLUME CALCULATIONS Planimeter scale: 1.00 ft/in Planimeter (sq. in) 91.400 11573.740 19651.920 26179.480 30727.240 35761.090 41750.781 47649.031 52255.020 54894.520 60530.949 Area (acres) .0021 .2657 .4511 .6010 .7054 .8210 .9585 1.0939 1.1996 1.2602 1.3896 A1+A2+sqr(A1*A2) Volune (acres) (ac·ft) .0000 .000 .2914 .049 1.0631 .1n 1.5729 .524 1. 9575 .653 2.2874 .762 2.6665 .889 3.0763 1.025 3.4390 .917 3.6893 .246 3.9731 1.324 POND VOLUME EQUATIONS Page 3.01 Volune Sllll (ac·ft) .000 .049 .226 .750 1.403 2.165 3.054 4.079 4.996 5.242 6.567 * Incremental volune computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2·EL1) * (Area1 + Area2 + sq.rt.(Area1*Area2)) where: EL 1, EL2 Area1,Area2 Volume = Lower and upper elevations of the increment =Areas computed for EL1, EL2, respectively = Incremental volume between EL1 and EL2 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 Date: 01-13-1999 Type .••• Outlet Input Data Name .••• TRAP CHANNEL2 File .••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Title ••• 8 1 BOTTOM WIDTH W/ 2'H : 1'V SIDE SLOPES n=0.025 REQUESTED POND WS ELEVATIONS: Min. Elev.= 264.00 ft Increment = .20 ft Max. Elev.= 272.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only CDnStream to Upstream) <---> Forward and Reverse Both Allowed Structure User Defined Table TW SETUP, OS Channel No. ---> Outfall E1, ft TW .000 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 Page 4.01 E2, ft 272.000 Date: 01-13-1999 Type •••• Outlet Input Data Name •••• TRAP CHANNEL2 File ..•• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Title ••• 8' BOTTOM WIDTH W/ 2'H : 1'V SIDE SLOPES n=0.025 OUTLET STRUCTURE INPUT DATA Structure ID Structure Type = 1 = User Defined Table ELEV-FLOW RATING TABLE Elev, ft Flow, cfs --·--------------- 264.00 .00 264.20 2.94 264.40 9.46 264.60 18.90 264.80 31.05 265.00 45.88 265.20 63.38 265.40 83.58 265.60 106.52 265.80 132.28 266.00 160.92 266.20 192.50 266.40 227.11 266.60 264.81 266.80 305.69 267.00 349.83 267.20 397.29 267.40 448.17 267.60 502.54 267.80 560.47 268.00 622.05 268.20 687.36 268.40 756.46 268.60 829.44 268.80 906.37 269.00 987.33 269.20 1072.39 269.40 1161.63 269.60 1255. 13 269.80 1352.94 27D.OO 1455. 16 270.20 1561.84 270.40 1673.07 270.60 1788.91 270.80 1909.43 271.00 2034. 71 271.20 2164.82 271.40 2299.82 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~ute Time: 13:36:35 Page 4.02 Date: 01-13-1999 Type •••• Outlet Input Data Name .••• TRAP CHANNEL2 File .••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Title ••• 8 1 BOTTOM UIDTH U/ 2 1 H : 1'V SIDE SLOPES n=0.025 Elev, ft Flow, cf s ------------------ 271.60 2439.78 271.80 2584 .78 272.00 2734.88 = TU Structure ID Structure Type = TU SETUP, OS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ••• Maxin.m Iterations= 30 Min. TU tolerance = .01 ft Max. TU tolerance = .01 ft Min. HU tolerance = .01 ft Max. HU 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: 13:36:35 Page 4.03 Date: 01-13-1999 Type •••• COf11:>osite Rating Curve Name .••• TRAP CHANNEL2 File •••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Title ••• 8 1 BOTTOM WIDTH W/ 2'H : 1'V SIDE SLOPES n=0.025 ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes ------------------------Converge ------------------------- Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures ------------------------------------------ 264.00 .00 Free Outfall 264.20 2.94 Free Outfa l l 264.40 9.46 Free Outfall 264.60 18.90 Free Outfall 264.80 31.05 Free Outfall 265.00 45.88 Free Outfall 265.20 63.38 Free Outfall 265.40 83.58 Free Outfall 265.60 106.52 Free Outfall 265.80 132.28 Free Outfall 266.00 160.92 Free Outfall 266.20 192.50 Free Outfall 266.40 227.11 Free Outfall 266.60 264.81 Free Outfall 266.80 305.69 Free Outfa l l 267.00 349.83 Free Outfall 267.20 397.29 Free Outfall 267.40 448.17 Free Outfall 267.60 502.54 Free Outfall 267.80 560.47 Free Outfall 268.00 622.05 Free Outfall 268.20 687.36 Free Outfall 268.40 756.46 Free Outfall 268.60 829.44 Free Outfall 268.80 906.37 Free Outfa l l 269.00 987.33 Free Outfa l l 269.20 1072.39 Free Outfall 269.40 1161.63 Free Outfall 269.60 1255.13 Free Outfall 269.80 1352.94 Free Outfall 270 .00 1455. 16 Free Outfall 27D.20 1561.84 Free Outfall 270.40 1673.07 Free Outfall 270.60 1788.91 Free Outfall 270.80 1909.43 Free Outfa l l 271.00 2034 .71 Free Outfall 271.20 2164.82 Free Outfall 271.40 2299.82 Free Outfa l l 271.60 2439.78 Free Outfall S/N: HOMOL0863131 KLING ENGINEERING Page 4.04 Pond Pack Ver: 6-24 -97 :053 COf11:>Ute Time: 13:36:35 Date: 01-13-1999 Type •••• C~osite Rating Curve Name •••• TRAP CHANNEL2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Title .•. 8 1 BOTTOM WIDTH W/ 2'H : 1'V SIDE SLOPES n=0.025 ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Elev. Q --------Converge TW Elev Error Page 4.05 ft cfs ft +/-ft Contributing Structures 271.80 2584.78 Free Outfall 272.00 2734.88 Free Outfall S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COfTllUte Time: 13:36:35 Date: 01-13 -1999 Type •.•• Pond E·V·Q Table Name •••• P COMB File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK LEVEL POOL ROUTING DATA HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Inflow HYG file= LASTREV.HYG · P COMB IN A •••• 2 Outflow HYG file= LASTREV.HYG · P COMB Pond Node Data = P COMB Pond Volume Data = last Pond Outlet Data = TRAP CHANNEL2 No Infiltration INITIAL CONDITIONS Starting YS Elev = 264.00 ft Starting Volume = .000 ac-ft Starting Outflow .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs evation Outflow Storage Area ft cf s ac-ft acres OUT A •••. 2 lnfilt. cfs Q Total cfs Page 5.01 2S/t + 0 cfs ------------------------------------------------------------------------------ 264.00 .00 .000 .0021 .00 .00 .oo 264.20 2.94 .004 .0546 .00 2.94 7.29 264.40 9.46 .027 .1m .00 9.46 35.16 264.60 18.90 .077 .2989 .00 18.90 93.23 264.80 31.05 .144 .3711 .00 31.05 170.10 265.00 45.88 .226 .4511 .00 45.88 264.40 265.20 63.38 .319 .4794 .00 63.38 371.97 265.40 83.58 .418 .5085 .00 83.58 487.78 265.60 106.52 .522 .5385 .00 106.52 612.06 265.80 132.28 .633 .5693 .00 132.28 745.03 266.00 160.92 .750 .6010 .00 160.92 886.95 266.20 192.50 .872 .6212 .00 192.50 1036.84 266.40 227.11 .999 .6418 .00 227. 11 1193.69 266.60 264.81 1.129 .6626 .00 264.81 1357.66 266.80 305.69 1.264 .6839 .00 305.69 1528.86 267.00 349.83 1.403 .7054 .00 349.83 1707.48 267.20 397.29 1.546 .7278 .00 397.29 1893.68 267.40 448.17 1.694 .7506 .00 448.17 2087.65 267.60 502.54 1.846 .m7 .00 502.54 2289.57 267.80 560.47 2.003 .7971 .00 560.47 2499.54 268.00 622.05 2.165 .8210 .00 622.05 2717.75 268.20 687.36 2.332 .8476 .00 687.36 2944.58 268.40 756.46 2.504 .8747 .00 756.46 3180.38 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 Date: 01-13-1999 Type ••.• Pond E-V-Q Table Name •••• P COMB File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK LEVEL POO L ROUTING DATA HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Page 5.D2 Inflow HYG file= LASTREV.HYG - P COMB IN A .••• 2 Outflow HYG file = LASTREV.HYG - P COMB Pond Node Data = P COMB Pond Voll.Ille Data = last Pond Outlet Data = TRAP CHANNEL2 No Infiltration INITIAL CONDITIONS Starting WS Elev = 264.00 ft Starting Voll.Ille = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs evation Outflow Storage Area ft cfs ac-ft acres OUT A •••• 2 lnfilt. cfs Q Total cfs 2S/t + 0 cfs ------------------------------------------------------------------------------ 268 .60 829.44 2.682 .9022 .00 829.44 3425 .37 268.80 906.37 2.865 .9301 .00 906.37 3679.64 269.00 987.33 3.054 .9585 .00 987.33 3943.42 269.20 1072.39 3.248 .9848 .00 1072.39 4216.60 269.40 1161.63 3.448 1.0116 .00 1161.63 4499.06 269.60 1255.13 3.653 1.0386 .00 1255. 13 4791.03 269.80 1352.94 3.863 1.0661 .00 1352.94 5092.55 270 .00 1455.16 4.079 1.0939 .00 1455.16 5403.86 270.20 1561.84 4.301 1. 1199 .00 1561.84 5724.83 270.40 1673.07 4.527 1.1461 .00 1673.07 6055 .39 270.60 1788.91 4.759 1.1727 .00 1788.91 6395. 70 270.80 1909.43 4.996 1. 1996 .00 1909.43 6745.84 271.00 2034.71 5.242 1.2602 .00 2034.71 7109.22 271.20 2164.82 5.497 1.2856 .00 2164.82 7485.n 271.40 2299.82 5.756 1.3112 .00 2299.82 7872.1 1 271.60 2439.78 6.021 1.3371 .00 2439.78 8268.44 271.80 2584.78 6.291 1.3632 .00 2584.78 8674 .80 272.00 2734.88 6.567 1.3896 .00 2734.88 9091 .38 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 COl!l>Ute Time: 13:36:35 Date: 01-13 -1999 Type •••. Pond Rout i ng Sl.lllll8ry Name •••• P COMB OUT Tag: A •••• 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Storm ••• Type!! 24hr Tag: A •.•• 2 LEVEL POOL ROUTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Inflow HYG file= LASTREV.HYG -P COMB Outflow HYG file= LASTREV.HYG -P COMB IN A •••• 2 OUT A •••• 2 Pond Node Data = P COMB Pond Volune Data = last Pond Outlet Data = TRAP CHANNEL2 No Infiltration INITIAL CONDITIONS Starting YS Elev 264.00 ft Starting Volune = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs INFLOl.l/OUTFLO\.I HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 332.17 cfs = 326.71 cfs = 266.90 ft 1.329 ac-ft at 12.0750 hrs at 12.1250 hrs ===================================================== MASS BALANCE Cac -ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = -Retained Vol .000 37.083 .000 37.083 .000 Page 5.03 Event: 2 yr Unrouted Vol = .000 ac-ft C.000% of Outflow Volume) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 Date: 01-13-1999 Type ..•• Pond Routing Sl.lllllary Name •••• p COMB OUT Tag: A •••• 5 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Storm ••• Typell 24hr Tag: A •••• 5 LEVEL POOL ROUTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Inflow HYG file= LASTREV.HYG -P COMB Outflow HYG file= LASTREV.HYG -P COMB IN A •••• 5 OUT A .••• 5 Pond Node Data = P COMB Pond Volune Data = last Pond Outlet Data = TRAP CHANNEL2 No Infiltration INITIAL CONDITIONS Starting WS Elev = 264.00 ft Starting Volune = .000 ac-ft Starting Outflow = .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = = 486.03 cfs 480.01 cfs = 267.52 ft 1.782 ac-ft at 12.0750 hrs at 12.1000 hrs ===================================================== HASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = -Infiltration = -HYG Vol OUT = -Retained Vol = 54.922 .000 54.922 .000 Page 5.04 Event: 5 yr Unrouted Vol .000 ac-ft (.000% of Outflow Volune) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 13:36:35 Date: 01-13-1999 Type •••• Pond Routing Surmary Name •••• P COMB OUT Tag: A ••• 10 File •.•• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Storm ..• Typell 24hr Tag: A ••• 10 LEVEL POOL ROUTING SUMMARY HYG Dir E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Inflow HYG file= LASTREV.HYG · P COMB IN A ••• 10 Outflow HYG file= LASTREV.HYG - P COMB OUT A ••• 10 Pond Node Data = P COMB Pond Volume Data = last Pond Outlet Data = TRAP CHANNEL2 No Infiltration INITIAL CONDITIONS Starting WS Elev = 264.00 ft Starting Volume = .000 ac-ft Starting Outflow .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 621.84 cfs = 615.69 cfs = 267.98 ft 2.148 ac·ft at 12.0750 hrs at 12.1000 hrs ===================================================== MASS BALANCE (ac·ft) Initial Vol = HYG Vol IN -Infiltration= • HYG Vol OUT = -Retained Vol = .000 70.988 .000 70.988 .000 Page 5.05 Event: 10 yr Unrouted Vol = .000 ac·ft (.000% of Outflow Voll.Ille) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COfT1)Ute Time: 13:36:35 Date: 01-13-1999 Type •••• Pond Routing Sl.Jllllary Name •••• P COMB OUT Tag: A •.• 25 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Storm ••• Type!! 24hr Tag: A ••• 25 LEVEL POOL ROUTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Inflow HYG file= LASTREV.HYG - P COMB IN A •.• 25 Outflow HYG file= LASTREV.HYG - P COMB OUT A ••• 25 Pond Node Data = P COMB Pond Volune Data = last Pond Outlet Data = TRAP CHANNEL2 No Infiltration INlflAL CONDITIONS Starting WS Elev = 264.00 ft Starting Volune = .000 ac-ft Starting Outflow = .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = = 754.91 cfs = 748.63 cfs = 268.38 ft 2.484 ac-ft at 12.0750 hrs at 12.1000 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = -Retained Vol = .000 86.947 .000 86.947 .000 Page 5.06 Event: 25 yr Unrouted Vol = .000 ac -ft (.OOOX of Outflow VollJTle) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 Date: 01-13 -1999 Type .••• Pond Routing Sllllllary Name ••.• P COMB OUT Tag: A ••• 50 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Storm ••• Typell 24hr Tag: A •.• 50 LEVEL POOL ROUTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Inflow HYG file= LASTREV.HYG - P COMB IN A ••• 50 Outflow HYG file= LASTREV.HYG - P COMB OUT A ••• 50 Pond Node Data = P COMB Pond Volume Data = last Pond Outlet Data = TRAP CHANNEL2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow = Starting Infiltr. = Starting Total Qout= Time Increment = 264.00 ft .000 ac-ft .00 cfs .00 cfs .00 cfs .0250 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = = 901.96 cfs = 895.47 cfs = 268.77 ft 2.839 ac-ft at 12.0750 hrs at 12.1000 hrs ===================================================== MASS BALANCE (ac -ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = • Reta i ned Vol .000 104.770 .000 104.770 .000 Page 5.07 Event: 50 yr Unrouted Vol = -.000 ac -ft (.000% of Inflow Volume) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 Compute Time: 13:36:35 Date: 01-13-1999 Type •••• Pond Routing SUllll8ry Name ••.• P COMB OUT Tag: A •• 100 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\LAST3REV.PPK Storm ••• Typell 24hr Tag: A •• 100 LEVEL POOL ROUTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ Inflow HYG file= LASTREV.HYG - P COMB IN A •• 100 Outflow HYG file= LASTREV.HYG -P COMB OUT A •• 100 Pond Node Data = p COMB Pond Voll.Jlle Data = last Pond Outlet Data = TRAP CHANNEL2 No Infiltration INITIAL CONDITIONS Starting WS Elev = 264.00 ft Starting Voll.Jlle = .000 ac-ft Starting Outflow = .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0250 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peale Storage = = 993.02 cfs = 986.35 cfs = 269.00 ft 3.051 ac-ft at 12.0750 hrs at 12.1000 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = -Retained Vol = .000 115.886 .000 115.886 .000 Page 5.08 Event: 100 yr Unrouted Vol -.000 ac-ft (.000% of Inflow Volume) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 Date: 01-13-1999 Appendix A Index of Starting Page NUTi:iers for ID Names -----c CARRABBA POST 2 A •••• 2 ••• 1.D1, 1.02, 1.03, 1.04, 1.05, 1.06, 1.07 CARRABBA-TR-PST ••• 2.01 -----L ----- LAST ••• 3.01 -----p ----- p COMB .•• 5.01, 5.03, 5.04, 5.05, 5.06, 5.07, 5.08 ·----s ----- SB-2-EX-CON ••• 2.02 SB-I POST ••• 2.03 -----T ----- TRAP CHANNEL2 ••• 4.01, 4.04 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 13:36:35 A-1 Date: 01·13-1999 APPENDIX2 HYDRAULIC CALCULATIONS Project Description Project File Worksheet Flow Element Method Solve For Constant Data RATING TABLE Rating Table for Trapezoidal Channel e:\haestad\pi\ashford\ashford .fm2 POND OUTLET 2 rev Trapezoidal Channel Manning's Formula Discharge Mannings Coefficient Channel Slope 0.025 0.008000 ft/ft 2.000000 H : V 2.000000 H : V Left Side Slope Right Side Slope Bottom Width 8.00 ft Input Data Minimum Maximum De~th 0.00 8.00 Rating Table Depth Discharge Velocity (ft) (cfs) (ft/s) 0.00 0.00 0.00 0.20 2.94 1.75 0.40 9.46 2.69 0.60 18 .90 3.42 0.80 31 .05 4.04 1.00 45 .88 4 .59 1.20 63.38 5.08 1.40 83 .58 5.53 1.60 106.52 5.94 1.80 132.28 6.34 2.00 160.92 6 .70 2.20 192.50 7.06 2.40 227.11 7.39 2 .60 264.81 7.72 2.80 305.69 8.03 3.00 349.83 8.33 3.20 397.29 8.62 3.40 448.17 8.91 3.60 502.54 9.18 3.80 560.47 9.45 4 .00 622.05 9.72 4 .20 687.36 9.98 Increment 0.20 ft 01/20/99 10:27:46AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.12 Page 1 of 2 Rating Table 01/20199 10:27:46AM Depth {ft} 4 .40 4.60 4 .80 5 .00 5.20 5.40 5 .60 5 .80 6 .00 6 .20 6 .40 6.60 6.80 7.00 7.20 7 .40 7 .60 7 .80 8.00 RATING TABLE Rating Table for Trapezoidal Channel Discharge Velocity {cfs} (ft/s} 756.46 10 .23 829.44 10.48 906 .37 10.73 987 .33 10.97 1,072 .39 11.21 1,161 .63 11.44 1 ,255.13 11.67 1 ,352.94 11.90 1 ,455 .16 12.13 1 ,561.84 12.35 1 ,673 .07 12.57 1 ,788 .91 12 .79 1 ,909 .43 13.00 2 ,034 .71 13 .21 2 ,164 .82 13.42 2 ,299.82 13 .63 2 ,439 .78 13 .84 2 ,584.78 14.04 2 ,734.88 14 .24 Haestad Met hods, Inc. 37 Brookside Road Waterbury, CT 067 08 (203) 755-1 666 FlowMaster v5. 12 Page 2 of 2 25 YR -WSEL ESTIMATE SECTION G-G -POST Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e:\haestad\pi\ashford\ashford.fm2 CHANNEL SECTION G-G (SCS) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.008500 V : H Elevation range: 263.05 ft to 269.20 ft. Station (ft) Elevation (ft) 0.00 269.20 220.87 268.00 369 .39 266 .00 381 .30 264 .00 386 .97 263.05 392.76 264.00 403.44 266.00 522 .68 268 .00 Discharge 748 .60 ffl/s Results Wtd. Mannings Coefficient 0.050 Water Surface Elevation 267.53 ft Flow Area 258 .97 ft2 Wetted Perimeter 238 .98 ft Top Width 238.45 ft Depth 4.48 ft Critical Water Elev. 266.93 ft Critical Slope 0.038100V:H Velocity 2.89 ft/s Velocity Head 0.13 ft Specific Energy 267.66 ft Froude Number 0.49 Flow is subcritical. Notes: Start Station 0.00 End Station 522 .68 Roughness 0.050 SECTION G-G FROM CITY CONTOURS DEVELOPED TO DETERMINE STARTING WATER SURFACE ELEVATIONS FOR HEC-2 RUNS , OAK FOREST MOBILE HOME PARK -EXISTING CHANNEL CONDITIONS. 01120/99 10:24:01 AM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .12 Page 1 of 1 25 YR -WSEL ESTIMATE SECTION G-G -POST Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Input Data Channel Slope e:\haestad\pi\ashford\ashford.fm2 CHANNEL SECTION G-G (SCS) chimp Irregular Channel Manning's Formula Water Elevation 0.008500 V : H Elevation range: 263.05 ft to 269.20 ft. Station (ft) Elevation (ft) 0 .00 269.20 220.87 268.00 369 .39 266.00 381 .30 264.00 384.97 263.05 386.97 263 .05 388.97 263.05 392.76 264.00 403.44 266.00 522.68 268.00 Discharge 748 .60 ft3/s Results Wtd. Mannings Coefficient 0.053 Water Surface Elevation 267 .57 ft Flow Area 270.11 ft2 Wetted Perimeter '244.20 ft Top Width 243 .58 ft Depth 4.52 ft Critical Water Elev. 266.91 ft Critical Slope 0.034716 V: H Velocity 2.77 ft/s Velocity Head 0.12 ft Specific Energy 267.68 ft Froude Number 0.46 Flow is subcritical. Notes: Start Station 0.00 369.39 403.44 End Station 369 .39 403.44 522.68 Roughness 0.060 0.028 0.060 SECTION G-G WITH APPLIED CHANNEL IMPROVEMENTS (4:1 SS, 4' CONC. PILOT) DEVELOPED TO DETERMINE STARTING WATER SURFACE ELEVATIONS FOR CURCHIMP .DAT 01/20/99 10:20:53AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.12 Page 1 of 1 Job File: E:\HAESTAD\PONDPACK\PPK6\ASHFORD\SWOBOOA.PPK Rain Dir: J:\HAESTAD\PPK6\UTIL\ ========================== JOB TITLE ========================== To determine flow over 1st road downstream of Ashford Square on Swoboda tract -2nd road and dbl culverts backwater effects are neglected. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 17:10:31 Date: 01-19 -1999 Table of Contents Table of Contents ******************** OUTLET STRUCTURES ********************* ROADWAY1 •••••... Outlet Input Data .••..•••••••••.••• 1.01 Individual Outlet Curves ••....•••.. 1.04 C~osite Rating Curve ••••...•••.•. 1.08 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~ute Time: 17:10:31 Date: 01-19-1999 Type .••• Outlet Input Data Name ••.. ROADWAY1 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\SWOBODA.PPK Title .•• roadway1 REQUESTED POND WS ELEVATIONS: Min. Elev.= 261.00 ft Increment = .25 ft Max. Elev.= 266.50 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 Page 1.01 E2, ft --------------------------·-------- Weir-XY Points 2 ---> TW 265.250 266.500 Culvert-Circular ---> TW 261.000 266.500 TW SETUP, OS Channel S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 17:10:31 Date: 01-19-1999 Type •.•. Outlet Input Data Name .•.. ROADWAY1 File ••.. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\SWOBOOA.PPK Title ••. roadway1 OUTLET STRUCTURE INPUT DATA Structure ID Structure Type # of Openings = 2 = Weir·XY Points WEIR X·Y GROUND POINTS X, ft Elev, ft .. --------........................... .00 266.50 60.00 266.00 140.00 265.30 235.10 265.20 271.20 265.30 304.30 265.50 353.30 265.90 406.80 266.50 Lowest Elev. = 265.20 ft Weir Coeff. 3.000000 Page 1.02 Weir TW effects (Use adjustment equation) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6·24·97 :053 C~ute Time: 17:10:31 Date: 01-19-1999 Type •••• Outlet Input Data Name •••• ROADWAY1 File •••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\SWOBOOA.PPK Title ••. roadway1 OUTLET STRUCTURE INPUT DATA Structure ID Structure Type No. Barrels Barrel Diameter Upstream Invert Dnstream Invert Horiz. Length Barrel Length Barrel Slope Culvert-Circular = 4 = 2.5000 ft = 261.00 ft 260.80 ft = 36.50 ft = 36.50 ft = .00548 ft/ft OUTLET CONTROL DATA .•• Mannings n = .0130 Page 1.03 Ke .5000 (forward entrance loss) Kb = .009217 (per ft of full flow) Kr = HW Convergence = INLET CONTROL DATA .•• Equation form Inlet Control K = Inlet Control M = Inlet Control c Inlet Control Y T1 ratio CHW/D) = T2 ratio (HW/D) = Slope Factor = 1.0000 .001 .0098 2.0000 .03980 .6700 1.157 1.304 -.500 (reverse entrance loss) +/-ft 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= 263.89 ft ---> Flow= 27.16 cfs At T2 Elev= 264.26 ft ---> Flow= 31.05 cfs TW Structure ID Structure Type = TW SETUP, OS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ••• Maxilll.lll 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 = Max. Q tolerance = S/N: HOMOL0863131 KLING ENGINEERING .10 cfs .10 cfs Pond Pack Ver: 6-24-97 :053 COl1l>lJte Time: 17:10:31 Date: 01-19-1999 Type •••• Individual Outlet Curves Name •••. ROADWAY1 File •••. E:\HAESTAD\PONDPACK\PPK6\ASHFORD\SWOBODA.PPK Title ••. roadway1 RATING TABLE FOR ONE OUTLET TYPE Structure ID = 2 (Weir-XY Points) Upstream ID (Pond Water Surf ace) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes Page 1.04 --------------------------------------------------------- WS Elev. Q TW Elev Converge ft cfs ft +/·ft Computation Messages 261.00 .00 Free Outfall E < E1= 265.250 261.25 .00 Free Outfall E < E1= 265.250 261.50 .00 Free Outfall E < E1= 265.250 261.75 .00 Free Outfall E < E1= 265.250 262.00 .00 Free Outfall E < E1= 265.250 262.25 .00 Free Outfall E < E1= 265.250 262.50 .00 Free Outfall E < E1= 265.250 262.75 .00 Free Outfall E < E1= 265.250 263.00 .00 Free Outfall E < E1= 265.250 263.25 .00 Free Outfall E < E1= 265.250 263.50 .00 Free Outfall E < E1= 265.250 263.75 .00 Free Outfall E < E1= 265.250 264.00 .00 Free Outfall E < E1= 265.250 264.25 .00 Free Outfall E < E1= 265.250 264.50 .00 Free Outfall E < E1= 265.250 264.75 .00 Free Outfall E < E1= 265.250 265.00 .00 Free Outfall E < E1= 265.250 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COfl1'Ute Time: 17:10:31 Date: 01-19-1999 Type .•.. Individual Outlet Curves Name .••• ROADWAY1 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\SWOBOOA.PPK Title ••• roadway1 RATING TABLE FOR ONE OUTLET TYPE Structure ID = 2 CWeir-XY Points) Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes WS Elev. Q TW Elev Converge ft cf s ft +/-ft Computation Messages 265.20 .00 Free Outfall E < E1= 265.250 265.25 .78 Free Outfall Max.H=.05; Max.Htw=free out;; WCft)=65.6D 265.50 54.51 Free Outfall Max.H=.30; Max.Htw=free out;; WCft)=187.16 265.75 180.25 Free Outfall Max.H=.55; Max.Htw=free out;; WCft)=246.35 266.00 375.95 Free Outfall Max.H=.80; Max.Htw=free out;; WCft)=302.22 266.25 653.75 Free Outfall Max.H=1.05; Max.Htw=free out;; W(ft)=354.51 266.50 1006.77 Free Outfall Max.H=1.30; Max.Htw=free out;; WCft)=406.80 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 17:10:31 Page 1.05 Date: 01 -19-1999 Type •.•• Individual Outlet Curves Name .••• ROADWAY1 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\SWOBODA.PPK Title ••. roadway1 RATING TABLE FOR ONE OUTLET TYPE Structure ID = 1 (Culvert-Circular) Page 1.06 Mannings open channel maxilll.lll capacity: 32.66 cfs Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) NUMBER OF BARRELS = 4 EACH FLOW = SUM OF BARRELS x FLOW FOR ONE BARREL ws Elev,Device Q Tail water Notes WS Elev. Q TW Elev Converge ft cfs ft +/-ft C~utation Messages ------------------------------------------ 261.00 .00 Free Outfall Upstream HW & DNstream TW < Inv.El 261.25 1.06 Free Outfall CRIT.DEPTH CONTROL Vh= .056ft Der= • 166ft CRIT .DEPTH 261.50 4.13 Free Outfall CRIT.DEPTH CONTROL Vh= • 113ft Der= .329ft CRIT .DEPTH 261.75 9.10 Free Outfall CRIT.DEPTH CONTROL Vh= . 172ft Der= .492ft CRIT .DEPTH 262.00 15.73 Free Outfall CRIT.DEPTH CONTROL Vh= .232ft Der= .652ft CRIT .DEPTH 262.25 23.91 Free Outfall CRIT.DEPTH CONTROL Vh= .294ft Der= .809ft CRIT .DEPTH 262.50 33.49 Free Outfall CRIT.DEPTH CONTROL Vh= .358ft Der= .963ft CRIT .DEPTH 262.75 44.16 Free Outfall CRIT.DEPTH CONTROL Vh= .425ft Der= 1.112ft CRIT .DEPTH 263.00 55.84 Free Outfall CRIT.DEPTH CONTROL Vh= .495ft Der= 1.258ft CRIT .DEPTH 263.25 68.31 Free Outfall CRIT.DEPTH CONTROL Vh= .569ft Der= 1.398ft CRIT .DEPTH 263.50 81.24 Free Outfall CRIT.DEPTH CONTROL Vh= .646ft Der= 1.530ft CRIT .DEPTH 263.75 94.51 Free Outfall BACKWATER CONTROL •• Vh= .729ft hwDi= 1.656ft Lbw= 36.5ft 264.00 109.51 Free Outfall BACKWATER CONTROL •• Vh= .764ft hwDi= 1.854ft Lbw= 36.5ft 264.25 123.51 Free Outfall BACKWATER CONTROL •• Vh= .812ft hwDi= 2.031ft Lbw= 36.5ft 264.50 133.23 Free Outfall INLET CONTROL ••. Subnerged: HW =3.50 S/N: HOHOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 17:10:31 Date: 01-19-1999 Type •••• Individual Outlet Curves Name •••. ROADWAY1 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\S~BODA.PPK Title ••• roadway1 RATING TABLE FOR ONE OUTLET TYPE Structure ID = 1 CCulvert·Circular) Page 1.07 Mannings open channel maxin.in capacity: 32.66 cfs Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) NUMBER OF BARRELS = 4 EACH FL~ = SUM OF BARRELS x FL~ FOR ONE BARREL WS Elev,Device Q Tail Water Notes I.IS Elev. Q Tl.I Elev Converge ft cf s ft +/·ft COfl1)utation Messages --------........................ -------------------------- 264. 75 142.00 Free Outfall INLET CONTROL ••. Submerged: HW =3.75 265.00 150.30 Free Outfall INLET CONTROL ••• Submerged: HI.I =4.00 265.20 156.59 Free Outfall INLET CONTROL ••• Submerged: HW =4.20 265.25 158. 12 Free Outfall INLET CONTROL .•• Submerged: HW =4.25 265.50 165 .61 Free Outfall INLET CONTROL ••• Submerged: HW =4.50 265.75 172.81 Free Outfall INLET CONTROL ••• Submerged: HW =4. 75 266.00 179.67 Free Outfall INLET CONTROL .•• Submerged: HW =5.00 266.25 186.25 Free Outfall INLET CONTROL ••• Submerged: HW =5.25 266.50 192.64 Free Outfall INLET CONTROL ••. Submerged: HW =5.50 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6·24·97 :053 Compute Time: 17:10:31 Date: 01·19·1999 Type •••• Corrposite Rating Curve Name •••• ROADWAY1 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\SWOBOOA.PPK Title ••• roadway1 ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes --------Converge ------------------------- Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures 261.00 261.25 261.50 261.75 262.00 262.25 262.50 262.75 263.00 263.25 263.50 263.75 264.00 264.25 264.50 264.75 265.00 265.20 265.25 265.50 265.75 266.00 266.25 266.50 .00 Free Outfall 1.06 Free Outfall None contributing 1 4.13 9.10 15.73 23.91 33.49 44.16 55.84 68.31 81.24 94.51 109.51 123.51 133.23 142.00 150.30 156.59 158.90 220.11 353.05 555.62 840.00 1199.41 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 2 +1 2 +1 2 +1 2 +1 2 +1 2 +1 S/N: HOMOL0863131 KLING ENGINEERING Page 1.08 Pond Pack Ver: 6-24-97 :053 Corrpute Time: 17:10:31 Date: 01-19-1999 T1 ASHFORD SQUARE SUBDIVISION T2 DEVELOPED CONDITIONS -FIRST PROFILE -5 YR EVENT T3 DITCH SECTION -EXISTING COND. FILE:CUREXCON.DAT T4 POST DEVELOPED -ROUTED "CORRECTED" Q FROM POND J1 2 267.16 J3 110 NC .06 .06 .05 . 1 .3 * * STARTING STATION G-G/STA 0+00 = SECTION IN MOBILE HOME PARK * PROFILE J1 = 5 YEAR EVENT; * QT 4 480 615.7 748.6 986.4 326.7 X1 0 8 119 .24 153.29 GR 268 0 266 119 .24 264 127.92 263.05 135.71 264 141 GR 266 153.29 268 301.81 269.2 522.68 * * STATION F-F/STA 2+80 * X1 280 19 130.6 143.6 235 300 280 GR 272 0 270 100 269 112.8 268 121.8 267 130.6 GR 266 131.5 265 132.1 264 132.8 264 133.5 264 134.2 GR 264 139.9 265 141.1 266 142.4 267 143.6 268 152.8 GR 269 162.6 270 172.4 271 193.4 272 243.4 * * EJ T1 SECOND PROFILE -10 YR EVENT T2 T3 J1 3 267.36 J2 2 * T1 THIRD PROFILE -25 YR EVENT T2 T3 J1 4 267.53 J2 3 * T1 FOURTH PROFILE -100 YR EVENT T2 T3 J1 5 267.77 J2 4 * T1 FIFTH PROFILE - 2 YR EVENT T2 T3 J1 6 266.87 J2 5 ER CUREXCON.DAT EXISTING CHANNEL -DEVELOPED FLOIJS -CORRECTED Q F/ POND PROFILE 1=5YR EVENT; PROFILE 2=10YR EVENT; PROFILE 3=25YR EVENT; PROFILE 4=100YR EVENT; PROFILE 5=2YR EVENT *-----------------------------------• j SUMPO j Interactive SllTITIBry Printout for MS/PC-DOS micro corrputers May 1991 ----------------------------------- NOTE -Asterisk(*) at left of profile nllllber indicates message in SllTITIBry of errors list CH SECTION -EXISTING CON SllTITIBry Printout SECNO Q CIJSEL VLOB .00 480.00 267.16 1.20 {si-~ .00 615.70 267.36 1.41 .00 748.60 267.53 1.58 .00 986.40 261.n 1.84 .00 326.70 266.87 .90 * 280.00 480.00 268.81 2.86 p-,(: 280.00 615.70 269.16 3.39 280.00 748.60 269.43 3.82 * 280.00 986.40 269.85 4.40 * 280.00 326.70 268.29 2.08 SllTITIBry of Errors and Special Notes VCH VROB TOPIJID 4.00 1.20 189.35 4.43 1.41 216.12 4.76 1.58 238.89 5.29 1.84 271.02 3.39 .90 150.52 7.36 2.85 46.34 8.13 3.39 . 53.35 8.78 3.84 59.54 9.73 4.48 68.88 6.30 2.08 36.61 IJARNING SECNO= IJARNING SECNO= IJARNING SECNO= IJARNING SECNO= IJARNING SECNO= 280.000 PROFILE= 1 KRATIO outside acceptable range 280.000 PROFILE= 2 KRATIO outside acceptable range 280.000 PROFILE= 3 KRATIO outside acceptable range 280.000 PROFILE= 4 KRATIO outside acceptable range 280.000 PROFILE= 5 KRATIO outside acceptable range K*CHSL .00 .00 .00 .00 .00 3.39 3.39 3.39 3.39 3.39 CHANNEL AREAS EXISTING CONDITIONS IMPROVED CONDITIONS STA 1 +46 ON PROFILE ,...., 100' F j PROPERTY LINE 5703.39 SF 5799.54 SF AVE=516 SF AVE=525SF L= 150' I VOL= 77 400 CF L= 150'. VOL= 78750 CF STA 2 +98 ON PROFILE ,...., 250' F j PROPERTY LINE 4614 .2 1 SF AVE=419 SF L=200', VOL=83800 CF ~- 4703 .2 9 SF --- AVE=445 SF L=200', VOL=88920 CF STA 5+06 ON PROF ILE ,...., 450' F j PROPERTY LINE 3768 .06 SF 4189.80 SF ~r~ v- TOTAL VOLUME,...161200 CF= 3.701 AC-FT TOTAL VOLUME,.., 167750 CF = 3.851 AC-FT TOTAL INCREASE IN VOLUME DUE TO CHANNEL IMPROVEMENTS ,.., 6470 CF ,.., 0.15 AC-FT KUNG ENGINEERING & SURVEYING BRYAN . TEXAS T1 T2 T3 T4 J1 J3 NC ASHFORD SQUARE I DARTMOUTH ADDITION DRAINAGE PRE DEVELOPED/EXISTING CONDITIONS Q -FIRST PROFILE-2 YR EVENT EXISTING DITCH SECTION FILE:FIELDATA\EXCONQ1.DAT CHANNEL THROUGH OAK FOREST MOBILE HOME PARK -EXISTING CONDITIONS 110 .06 2 U6.~ .06 .OS .1 .3 * * * * STARTING STATION-STA 0+00 = SECTION IN MOBILE HOME PARK 4S0 1 F/PROP.LINE PROFILE J1 = 2 YEAR EVENT; QT 6 317.S 469.S 603.8 73S.4 880.9 970.9 X1 0 30 19S.8 229.7 GR 268.7 0 0267.6 20.1 267.6 21 267.6 31.9 GR 267.3 44.8 267.2 70.3 266 .S 114.6 26S.7 1S1 GR 264.7 200.S 262.S 211.4 2S8.9 212.3 260.1 224.1 GR 262.6 234.1 261.6 238 26S.6 238.3 26S.6 238.9 GR 26S.3 242.8 26S.1 244 26S.S 2S8.1 26S.S 2S8.6 GR 26S.4 273.8 26S.6 29S.1 266 29S.6 26S.8 316.7 * * STATION 2+08 = SECTION IN MOBILE HOME PARK 2S0 1 F/PROP.LINE * X1 208 23 129.4 162 208 170 208 GR 269.6 0 267.8 23.4 267.7 24.3 267.7 34.6 GR 267.4 47.4 266.9 81.7 266.7 113.3 266.3 129.4 GR 263.6 14S.S 263.S 1S0.4 262.4 1S1.4 262.3 1S6.6 GR 267 201.2 267.8 2S2.1 267.7 281.4 267.S 282.4 GR 267.6 309.1 267.7 309.9 268.4 347.9 * 267.2 264.9 262.6 264.7 26S.2 266.6 267.4 264.8 26S.1 267.9 * STATION 3+60 = SECTION IN MOBILE HOME PARK APPROX. 100' FROM PROP.LINE X1 360 24 1S2.4 193.0 130 160 152 GR 270.4 0 269.S 3S.8 269.3 37 269.3 49 .4 268 .9 GR 269.1 83.S 268.4 106.1 268.4 110. 7 267.S 137.3 267.4 GR 264.3 169.6 26S.3 171.9 26S.4 178.0 264.4 181.4 266.S GR 269.1 240.7 270.6 294.0 271.3 321.0 271.0 321.S 271.0 GR 271.2 3S4.0 271.1 367.1 272.0 400.9 272.0 4S3.0 * * EJ T1 SECOND PROFILE -S YR EVENT T2 T3 J1 3 267.1S J2 2 * T1 THIRD PROFILE -10 YR EVENT T2 T3 J1 4 267.3S J2 3 * T1 FOURTH PROFILE -25 YR EVENT T2 T3 J1 s 267.S1 J2 4 * T1 FIFTH PROFILE -SO YR EVENT T2 T3 J1 6 267.67 J2 5 * T1 SIXTH PROFILE -100 YR EVENT T2 T3 J1 7 267.76 J2 6 ER 43.9 19S.8 229.7 239.1 272.8 344.1 46.3 140.6 162 29S.7 63.2 1S2.4 193.0 340.4 BASED ON PRE-DEVELOPMENT FLOWRATES BASED ON FIELD OBTAINED CROSS SECTIONS THROUGH MOBILE HOME PARK ORIGINALLY RUN 09/22/98 *-----------------------------------* j s u • p 0 j Interactive SU1111ary Printout for MS/PC-DOS micro COf11)Uters May 1991 ----------------------------------- NOTE -Asterisk C*) at left of profile nunber indicates message in sU1111ary of errors list STING DITCH SECTION SU1111ary Printout SECNO Q CWSEL VLOB VCH VROB TOPWID .00 317.50 266.85 .41 1.16 .50 251.65 .00 469.50 267.15 .56 1.49 .66 270.63 .00 603.80 267.35 .66 1. 74 .80 304.70 .00 735.40 267.51 .76 1.96 .93 309.50 .00 880.90 267.67 .86 2.19 1.05 325.28 .00 970.90 267.76 .92 2.31 1.13 326.92 * 208.00 317.50 266.88 .58 3.05 1.24 114.44 * 208.00 469.50 267.19 .93 3.71 1.62 153. 18 * 208.00 603.80 267.41 1.19 4.14 1.85 182.69 * 208.00 735.40 267.60 1.42 4.47 2.00 206 .20 * 208.00 880.90 267.79 1.62 4.n 2.07 2n.51 * 208.00 970.90 267.90 1.73 4.90 2.06 296.92 * 360.00 317.50 267.47 .24 3.86 1.29 70.01 360.00 469.50 267.89 1.10 4.47 1.66 92.87 360.00 603.80 268.17 1.48 4.90 1.92 106.46 360.00 735.40 268.39 1.76 5.31 2.14 116.86 360.00 880.90 268.61 2.04 5.67 2.34 132.39 360.00 970.90 268.73 2.19 5.88 2.45 138.22 SU1111ary of Errors and Special Notes \/ARNING SECNO= \/ARNING SECNO= \/ARNING SECNO= \/ARNING SECNO= \/ARNING SECNO= \/ARNING SECNO= \/ARNING SECNO= 208.000 PROFILE= 1 KRATIO outside acceptable range 208.000 PROFILE= 2 KRATIO outside acceptable range 208.000 PROFILE= 3 KRATIO outside acceptable range 208.000 PROFILE= 4 KRATIO outside acceptable range 208.000 PROFILE= 5 KRATIO outside acceptable range 208.000 PROFILE= 6 KRATIO outside acceptable range 360.000 PROFILE= 1 KRATIO outside acceptable range K*CHSL .00 .00 .00 .00 .00 .00 16.35 16.35 16.35 16.35 16.35 16.35 13.16 13.16 13.16 13.16 13.16 13.16 T1 ASHFORD SQUARE I DARTMOUTH ADDITION DRAINAGE T2 DEVELOPED CONDITIONS "DESIGN" Q FROM POND -FIRST PROFILE - 2 YR EVENT T3 EXISTING DITCH SECT-SEDIMENT CLEANED @ SECT 360 FILE:FIELD\EXCON2Q2.DAT T4 POST DEVELOPED -ROUTED Q FROM POND J1 2 266.85 J3 110 NC .06 .06 .05 • 1 .3 * * STARTING STATION-STA 0+00 = SECTION IN MOBILE HOME PARK 450 1 F /PROP. LI NE * PROFILE J1 = 100 YEAR EVENT; * QT 6 318 .1 469 603.3 734.9 880.4 970.5 * X1 0 30 195.8 229.7 GR 268.7 0 0267.6 20.1 267.6 21 267.6 31.9 267.2 43.9 GR 267.3 44.8 267.2 70.3 266.5 114.6 265.7 151 264.9 195.8 GR 264. 7 200.5 262.5 211.4 258.9 212.3 260.1 224.1 262.6 229.7 GR 262.6 234. 1 261.6 238 265.6 238.3 265.6 238.9 264.7 239.1 GR 265.3 242.8 265.1 244 265.5 258.1 265.5 258.6 265.2 272.8 GR 265.4 273.8 265.6 295.1 266 295.6 265.8 316.7 266.6 344.1 * * STATION 2+08 = SECTION IN MOBILE HOME PARK 250' F/PROP.LINE * X1 208 23 129.4 162 208 170 208 GR 269.6 0 267.8 23.4 267.7 24.3 267.7 34.6 267.4 46.3 GR 267.4 47.4 266.9 81.7 266.7 113.3 266.3 129.4 264.8 140.6 GR 263.6 145.5 263.5 150.4 262.4 151.4 262.3 156.6 265.1 162 GR 267 201.2 267.8 252.1 267.7 281.4 267 .5 282.4 267.9 295.7 GR 267.6 309.1 267.7 309.9 268.4 347.9 * * STATION 3+60 = SECTION IN MOBILE HOME PARK APPROX. 100' FROM PROP.LINE X1 360 24 152.4 193.0 130 160 152 GR 270.4 0 269.5 35.8 269.3 37 269.3 49.4 268.9 63.2 GR 269.1 83.5 268.4 106.1 268.4 110. 7 267.5 137.3 267.4 152.4 GR 264.3 169.6 262.4 171.9 262.4 178.0 262.4 181.4 266.5 193.0 GR 269. 1 240.7 270.6 294.0 271.3 321.0 271.0 321.5 271.0 340.4 GR 271.2 354.0 271.1 367. 1 272.0 400.9 272.0 453.0 * * * EJ T1 SECOND PROFILE - 5 YR EVENT T2 T3 J1 3 267.15 J2 2 * T1 THIRD PROFILE -10 YR EVENT T2 T3 J1 4 267.35 J2 3 * T1 FOURTH PROFILE -25 YR EVENT T2 T3 J1 5 267.51 J2 4 * T1 FIFTH PROF! LE -50 YR EVENT T2 T3 J1 6 267.67 J2 5 * T1 SIXTH PROFILE -100 YR EVENT T2 T3 J1 7 267.76 J2 6 ER BASED ON DEVELOPED FLOWRATES -OUTFLOW F/ "DESIGN" POND BASED ON FIELD OBTAINED CROSS SECTIONS THROUGH MOBILE HOME PARK W/ SEDIMENT CLEANING @ SECT 360 C-100 F/ PL) ORIGINALLY RUN 09/22/98 *-----------------------------------* j s u • p 0 j Interactive Sllllll8ry Printout for MS/PC-DOS micro computers May 1991 ----------------------------------- NOTE -Asterisk(*) at left of profile nLmber indicates message in Sllllll8ry of errors list STING DITCH SECT-SEDIMEN Summary Printout SECNO Q CWSEL VLOB VCH VROB TOPWID .00 318.10 266.85 .42 1.17 .so 251.65 .00 469.00 267.15 .56 1.49 .66 270.63 .00 603.30 267.35 .66 1.74 .80 304.70 .00 734.90 267.51 .76 1.96 .92 309.50 .00 880.40 267.67 .86 2.18 1.05 325.28 .oo 970.50 267.76 .92 2.31 1.13 326.92 * 208.00 318.10 266.88 .58 3.06 1.24 114.47 * 208.00 469.00 267. 19 .93 3.70 1.62 153. 16 * 208.00 603.30 267.41 1.18 4.14 1.85 182.67 * 208.00 734.90 267.60 1.42 4.47 2.00 206.17 * 208.00 880.40 267.79 1.62 4.77 2.07 277.43 * 208.00 970.50 267.90 1.73 4.90 2.06 296.91 360.00 318.10 267.28 .oo 2.79 .64 54.18 360.00 469.00 267.70 .51 3.49 .98 83.64 360.00 603.30 267.99 .87 4.02 1.23 97.37 360.00 734.90 268.22 1.13 4.47 1.44 108.42 360.00 880.40 268.44 1.37 4.91 1.65 123.82 360.00 970.50 268.56 1.52 5.15 1.77 129.91 Summary of Errors and Special Notes WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= 208.000 PROFILE= 1 KRATIO outside acceptable range 208.000 PROFILE= 2 KRATIO outside acceptable range 208.000 PROFILE= 3 KRATIO outside acceptable range 208.000 PROFILE= 4 KRATIO outside acceptable range 208.000 PROFILE= 5 KRATIO outside acceptable range 208.000 PROFILE= 6 KRATIO outside acceptable range K*CHSL .00 .00 .00 .00 .00 .00 16.35 16.35 16.35 16.35 16.35 16.35 .66 .66 .66 .66 .66 .66 T1 ASHFORD SQUARE I DARTMOUTH ADDITION DRAINAGE T2 DEVELOPED CONDITIONS CORRECTED Q FROM POND -FIRST PROFILE - 2 YR EVENT T3 EXISTING DITCH SECT-SEDIMENT CLEANED @ SECT 360 FILE:FIELD\EXCON2Q3.DAT T4 POST DEVELOPED -ROUTED Q FROM POND J1 2 266.87 J3 110 NC .06 .06 .05 • 1 .3 * * STARTING STATION-STA 0+00 = SECTION IN MOBILE HOME PARK 450 1 F /PROP. LI NE * PROFILE J1 = 100 YEAR EVENT; * QT 6 326.7 480 615.7 748.6 895.5 986.4 * X1 0 30 195.8 229 .7 GR 268.7 0 0267.6 20.1 267.6 21 267.6 31.9 267.2 43.9 GR 267.3 44.8 267.2 70.3 266.5 114.6 265.7 151 264.9 195.8 GR 264.7 200.S 262.S 211.4 258.9 212.3 260., 224.1 262.6 229.7 GR 262.6 234.1 261.6 238 265.6 238.3 265.6 238.9 264.7 239.1 GR 265.3 242.8 265.1 244 265.5 258.1 265.5 258.6 265.2 272.8 GR 265.4 273.8 265.6 295.1 266 295.6 265.8 316.7 266.6 344.1 * * STATION 2+08 = SECTION IN MOBILE HOME PARK 250' F/PROP.LINE * X1 208 23 129.4 162 208 170 208 GR 269.6 0 267.8 23.4 267.7 24.3 267.7 34.6 267.4 46.3 GR 267.4 47.4 266.9 81.7 266.7 113.3 266.3 129.4 264.8 140.6 I GR 263.6 145.5 263.5 150.4 262.4 151.4 262.3 156.6 265.1 162 GR 267 201.2 267.8 252.1 267.7 281.4 267.5 282.4 267.9 295.7 GR 267.6 309.1 267.7 309.9 268.4 347.9 * * STATION 3+60 = SECTION IN MOBILE HOME PARK APPROX. 100 1 FROM PROP.LINE X1 360 24 152.4 193 .0 130 160 152 GR 270.4 0 269.5 35.8 269.3 37 269.3 49.4 268.9 63.2 GR 269.1 83.5 268.4 106.1 268.4 110.7 267.5 137.3 267.4 152.4 GR 264.3 169.6 262.4 171.9 262.4 178.0 ·262.4 181.4 266.5 193.0 GR 269.1 240.7 270.6 294.0 271.3 321.0 271.0 321.5 271 .0 340.4 GR 271.2 354.0 271.1 367.1 272.0 400.9 272.0 453.0 * * * EJ T1 SECOND PROFILE -5 YR EVENT T2 T3 J1 3 267.16 J2 2 * T1 THIRD PROF I LE -10 YR EVENT T2 T3 J1 4 267.36 J2 3 * T1 FOURTH PROFILE -25 YR EVENT T2 T3 J1 5 267 .53 J2 4 * T1 FIFTH PROFILE -50 YR EVENT T2 T3 J1 6 267 .68 J2 5 * T1 SIXTH PROFILE -100 YR EVENT T2 T3 J1 7 267.77 J2 6 ER BASED ON DEVELOPED FLOWRATES -OUTFLOW F/ CORRECTED POND BASED ON FIELD OBTAINED CROSS SECTIONS THROUGH MOBILE HOME PARK W/ SEDIMENT CLEANING @ SECT 360 c-100 1 F/ PL) *-----------------------------------* j s u ' ' 0 j Interactive Sl.fllllary Printout for MS/PC-DOS micro c~uters May 1991 ----------------------------------- NOTE -Asterisk(*) at left of profile nl.lllber indicates message in Sl.fllllary of errors list STING DITCH SECT-SEDIMEN Sl.fllllary Printout SECNO Q CWSEL VLOB VCH VROB TOPWID .00 326.70 266.87 .42 1.19 .51 252.92 .00 480.00 267.16 .57 1.51 .68 271.27 .00 615.70 267.36 .67 1.76 .81 305.00 .00 748.60 267.53 .77 1.98 .94 310.10 .oo 89S.50 267.68 .87 2.21 1.07 32S .46 .00 986.40 267.77 .93 2.34 1.14 327.11 * 208.00 326.70 266.90 .59 3.10 . 1.26 117 .82 * 208.00 480.00 267.2 1 .95 3.76 1.65 154.76 * 208.00 61S. 70 267.43 1. 21 4.19 1.87 183.9S * 208.00 748.60 267.62 1.44 4.49 . 2 .01 210.30 * 208.00 895.50 267.80 1.64 4.81 2.08 283.74 * 208 .00 986.40 267 .91 1.75 4 .94 2.07 298.70 360.00 326.70 267.31 .00 2.83 .66 S4.87 360.00 480.00 267.72 .SS 3.54 1.00 84.75 360.00 61S.70 268.01 .89 4.06 1.2S 98.43 360.00 748.60 268.24 1.1S 4 .S1 1.46 109 .S3 360.00 89S.50 268.46 1.40 4.95 1.67 124.86 360.00 986.40 268.S8 1.S5 5.20 1.79 130.91 Sl.fllllary of Errors and Special Notes WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= WARNING SECNO= 208.000 PROFILE= 1 KRATIO outside acceptable range 208.000 PROFILE= 2 KRATIO outside acceptable range 208.000 PROFILE= 3 KRATIO outside acceptable range 208.000 PROFILE= 4 KRATIO outside acceptable range 208.000 PROFILE= 5 KRATIO outside acceptable range 208.000 PROFILE= 6 KRATIO outside acceptable range K*CHSL .00 .00 .00 .00 .00 .00 16.3S 16.35 16.35 16.35 16.3S 16.3S .66 .66 .66 .66 .66 .66 T1 ASHFORD SQUARE I DARTMOUTH ADDITION DRAINAGE T2 DEVELOPED CONDITIONS CORRECTED Q FROM POND -FIRST PROFILE - 2 YR EVENT T3 CHANNEL IMPRVMNTS TO DITCH SECTION FILE:FIELD\CURCHMP.DAT T4 POST DEVELOPED -ROUTED Q FROM POND THROUGH DESIGN CHANNEL SECTION J1 2 266.8 J3 110 NC .06 .06 .05 • 1 .3 * * STARTING STATION-STA 0+00 = SECTION IN MOBILE HOME PARK 450° F /PROP. LI NE * PROFILE J1 = 100 YEAR EVENT; * QT 6 326.7 480 615.7 748.6 895.5 986.4 * I X1 0 30 195.8 229.7 CI 215 261 .028 4 4 -4 GR 268.7 0 0267.6 20.1 267.6 21 267.6 31.9 267.2 43.9 GR 267.3 44.8 267.2 70.3 266.5 114.6 265.7 151 264.9 195.8 GR 264.7 200.5 262.5 211.4 258.9 212.3 260.1 224.1 262.6 229.7 GR 262.6 234 .1 261.6 238 265.6 238.3 265.6 238.9 264.7 239.1 GR 265.3 242.8 265.1 244 265.5 258.1 265.5 258.6 265.2 272.8 GR 265.4 273.8 265.6 295.1 266 295.6 265.8 316.7 266.6 344.1 * * STATION 2+08 = SECTION IN MOBILE HOME PARK 250° F/PROP.LINE * X1 208 23 129.4 162 208 170 208 CI 154 262.04 .028 4 4 -4 GR 269.6 0 267.8 23.4 267.7 24.3 267.7 34.6 267.4 46.3 GR 267.4 47.4 266.9 81.7 266.7 113.3 266.3 129.4 264.8 140.6 GR 263.6 145.5 263.5 150.4 262.4 151.4 262.3 156.6 265.1 162 GR 267 201.2 267.8 252.1 267.7 281.4 267.5 282.4 267.9 295.7 GR 267 .6 309.1 267.7 309.9 268.4 347.9 * * STATION 3+60 = SECTION IN MOBILE HOME PARK APPROX. 100' FROM PROP.LINE X1 360 24 152.4 193.0 130 160 152 CI 176 262.8 .028 4 4 -4 GR 270.4 0 269.5 35.8 269.3 37 269.3 49.4 268.9 63.2 GR 269 .1 83.5 268.4 106.1 268.4 110.7 267.5 137.3 267.4 152.4 GR 264.3 169.6 262 171.9 262 178.0 262 181.4 266.5 193.0 GR 269.1 240.7 270.6 294.0 271.3 321.0 271.0 321.5 271.0 340.4 GR 271.2 354 .0 271.1 367.1 272.0 400 .9 272.0 453.0 * * * EJ T1 SECOND PROFILE -5 YR EVENT T2 T3 J1 3 267. 15 J2 2 * T1 THIRD PROFILE -10 YR EVENT T2 T3 J1 4 267.39 J2 3 * T1 FOURTH PROFILE -25 YR EVENT T2 T3 J1 5 267.57 J2 4 * T1 FIFTH PROFILE -50 YR EVENT T2 T3 J1 6 267.68 J2 5 * T1 SIXTH PROFILE -100 YR EVENT T2 T3 J1 7 267.77 J2 6 ER BASED ON DEVELOPED FLO\JRATES · OUTFLOW F/ CORRECTED POND BASED ON FIELD OBTAINED CROSS SECTIONS THROUGH MOBILE HOME PARK AS MODIFIED BY CHANNEL IMPROVEMEN *-----------------------------------* j s u • p 0 j Interactive Sllllllary Printout for MS/PC -DOS micro COf1l'.>Uters May 1991 ----------------------------------- NOTE -Asterisk (*) at left of profile nl.lllber indicates message in sllllllary of errors list NNEL IMPRVMNTS TO DITCH S1.111118ry Printout SECNO Q CWSEL VLOB VCH VROB TOPWID K*CHSL .00 326.70 266 .80 .33 1.61 .40 248.48 .00 .00 480.00 267.15 .44 2.03 .53 270.63 .00 .00 615.70 267.39 .52 2.36 .63 305.90 .00 .00 748.60 267.57 .60 2.66 .73 311.30 .00 .00 895.50 267.68 .69 3 .04 .84 325.46 .00 .00 986.40 267.77 .74 3 .24 .90 327 .11 .00 * 208.00 326.70 266.79 .28 2.85 .52 97 .86 5.00 * 208.00 480.00 267.13 .46 3.61 .73 143.01 5.00 * 208.00 615.70 267.35 .62 4.17 .89 173.25 5.00 * 208.00 748.60 267.52 .77 4.(i8 1.01 194.04 5.00 * 208.00 895.50 267.62 .92 5.36 1.15 208.31 5.00 * 208.00 986.40 267.70 1.02 5.69 1.22 234.65 5.00 * 360.00 326.70 266.88 .00 3.95 .35 42.28 5.00 * 360.00 480.00 267.23 .00 5.03 .64 50.30 5.00 * 360.00 615.70 267.47 .15 5.81 .90 68 .45 5.00 * 360.00 748.60 267.63 .48 -6.61-" 1.09 80.15 5.00 * 360.00 895.50 267. 73 .72 7.57 1.29 85 .21 5 .00 * 360.00 986.40 267.80 .86 8.10 1.41 88.57 5.00 S1.111118ry of Errors and Special Notes WARNING SECNO= 208.000 PROFILE = 1 KRATIO outside acceptable range WARNING SEC NO= 208.000 PROFILE= 2 KRATIO outside acceptable range WARNING SECNO= 208.000 PROFILE= 3 KRATIO outside acceptable range WARNING SECNO= 208.000 PROFILE= 4 KRATIO outside acceptable range IJARNING SECNO= 208.000 PROFILE= 5 KRATIO outside acceptable range IJARNING SECNO= 208 .000 PROFILE= 6 KRATIO outside acceptable range IJARNING SECNO= 360.000 PROFILE= 1 KRATIO outside acceptable range IJARNING SECNO= 360.000 PROFILE= 2 KRATIO outside acceptable range IJARNING SECNO= 360.000 PROFILE= 3 KRATIO outside acceptable range IJARNING SECNO= 360.000 PROFILE= 4 KRATIO outside acceptable range IJARNING SECNO= 360.000 PROFILE= 5 KRATIO outside acceptable range IJARNING SECNO= 360.000 PROFILE= 6 KRATIO outside acceptable range APPENDIX3 DETENTION POND OUTFALL CHANNEL MODIFICATIONS lPROPOSlED lRlEVIBXON TO DETJENTION POND OU1FALJL SCALE: 1":z10' ADD ITIONAL RIP-RAP MIN 50# PIECES PLACED PER OWNER'S REQUIREMEN TS 20-JANUAJRY, 1999 / I ~ 15' MIN . > ' EXISTING GROUTED CONC . RIP-RAP ENERGY DISSIPATOR 6 " D~~#4 BAR 1 EA . QUAD / .. \)\!>-').. #4 BARS 3" CL 1 ......, 2 ' "' 1 8" PRELIMINARY DRAINAGE REPORT FOR Lots 2,3,4,5,6,7, Block "C" & Lots 1,2,3,4,5,6, Block "D" Ashford Square Re-Subdivision Morgan Rector Survey, A-46 College Station, Brazos County, Texas 06-January, 1998 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue, Suite 212 Bryan , TX 77802 (409)846-6212 PRELIMINARY DRAINAGE REPORT for Lots 2,3,4,5,6,7, Block "C" & Lots 1,2,3,4,5,6, Block "D" Ashford Square Re-Subdivision Morgan Rector Survey, A-46 College Station, Brazos County, Texas 06-January, 1998 GENERAL LOCATION & DESCRIPTION: The proposed area to be developed is within the Ashford Square Subdivision located adjacent to the southeast side of Southwest Parkway approximately 135 feet east of the Texas Avenue (SH 6-Business) and Southwest Parkway intersection (see Appendix 1: "General Location Map"). Private, center drain, concrete alleys comprise the existing means of vehicle circulation as well as stormwater conveyance throughout the subdivision. A grate inlet collects water from the alleys and releases to an existing channel via 2-36" concrete pipes. Currently, the lots are vacant. Existing ground cover consists of grasses and a few trees . This site is not within the 100 year floodplain according to the Flood Insurance Rate Map for Brazos County, Texas and Incorporated Areas, Community No. 480083, Panel No. 0144C, effective date: July 2, 1992 (see Appendix 2: "Flood Insurance Rate Map"). Surrounding developments include a mobile home park to the south and a commercial shopping center to the east. Proposed improvements include the re-subdivision of the lots into 19 lots zoned for duplex dwellings . The center drain alley section will be removed and replaced with a standard crown, 28 foot back to back curb and gutter street section . The grate inlet and associated pipes will be removep and replaced with a grassed swale to convey stormwater to the channel. DRAINAGE BASIN & SUB-BASINS: The primary drainage basin for this area is the Bee Creek drainage basin . The site drains southeast to an existing open ditch section witch ultimately discharges into the Bee Creek main channel. The site area to be studied is included in 17.055 acres comprising the majority of the Ashford Square Subdivision (see Appendix 3: "Drainage Areas" SB-I). The existing ditch has an upstream contributing drainage area of approximately 121.256 acres which include -91.178 acres of developed area and -30.078 acres of undeveloped grassy areas (see Appendix 3 : "Drainage Areas" SB-II). Sub-basins were delineated using the recent City of College Station topographic maps . DRAINAGE DESIGN CRITERIA: An analysis of existing conditions was made to determine design constraints. The flow to the existing drainage channel from SB-II was determined using the SCS Unit Hydrograph Method. Water surface elevations were computed using Manning's Equation . The SCS Unit Hydrograph Method was also used to determine pre and post -developed runoff from the site area SB-1. The hydrographs for SB-II and SB-I were combined at a common point in the channel yielding a total pre and post developed hydrograph. Street flow within the subdivision was determined using the Rational Method . Depth of flow was determined using Manning's Equation. The 2 -100 year events will be analyzed . Due to existing conditions of the channel flow, detention will not be provided . A discussion of existing and post-developed conditions follows . DRAINAGE ANALYSIS AND DESIGN: EXISTING CONDITIONS : The existing channel adjacent to the development has a significant upstream drainage area. A point of evaluation along the channel immediately downstream of the development was chosen to enable the combination of the development's hydrograph to the sub-basin for the channel hydrograph . Existing conditions for the channel and sub- basins, SB-I and SB-II, were obtained from the City of College Station topographic and aerial photo maps . The following table summarizes the sub-basin characteristics (see Appendix 4 "Hydrologic Calculations" for computation). Table 1 Sub-Basin Total Area (acre) Avg. CN Tc (Min) SB-1 pre 17.055 89 10 SB-1 post 17 .055 91 10 SB-2 121,256 87 33 Cross sections along the channel were taken adjacent to the site and water surface elevations were determined (see Appendix 3 "Drainage Areas" for cross section location). The following table summarizes the results for the 100 year event (see Appendix 4 and 5 for hydrologic and hydraulic computation). Table 2 Cross WSEL (ft) Top Width Depth (ft) Q100 (cfs) Velocity Section (ft) (ft/s) D-D 274 106 .2 4 .8 890 5.4 d'-d' 273 .7 167 .7 4 .5 890 3.2 E-E 272.2 228 .6 6.2 959 .3 2 .9 F...,F .. -. 270 .8 132 .7 7 .8 959.3 3.9 G-G 267 .8 268 4 .7 959 .3 3 .05 The water surface elevations for pre-developed conditions were used to delineate a 100 year area of flooding and is depicted on the drainage exhibit in Appendix 3 . Flooding occurs on the immediate site area as well as down stream in the mobile home park. Due the cross sectional geometry, at section E-E the water surface elevation did not drastically decrease. The 5 through 25 year water surface elevations are 271.5, 271.7, and 271.9 respectively with the 100 year water surface elevation being 272.2. This factor limits the flow line at which drainage infrastructure can be placed and still be functional. Additionally, the southmost new street to be constructed has to tie in elevation to existing pavement within the subdivision limiting the slope and carrying capacity of the road section. Although no vehicular traffic will use this intersection, current runoff drains down this street and to the existing channel via existing concrete pipes. PROPOSED CONDITIONS : DRAINAGE Under proposed conditions the curve number for the subdivision increases from 89 to 91 as referenced in table 1 above . The resulting increase in peak stormwater runoff for each storm event is summarized below for both individual sub-basin and combined sub- basin hydrographs . Table 3 Storm Return SB-1 SB-1 Combined Combined Qprc (cfs) Qpost (cfs) Qpre (cfs) Qpost (cfs) 2 72 .26 75.53 311.84 312.96 5 104 .29 107 .33 462 .32 463 .33 10 132.44 135 .25 595.42 596.34 25 159.98 162 .57 725 .88 726 .73 50 190.39 192 .77 870 .03 870 .80 100 209.22 211.48 959.28 960 .00 The following two graphs depict the hydrograph addition for pre and post developed conditions at the 100 year event. RUNOFFHYDROGRAPHS SCS UNIT HYDROGRAPH METHOD 1100 -.---~~~~~~~~~~~~~~~~~~~--, 1000 ································································································································································································································································ 900 ··················································································· ...................... ··············································································································································· ADDEDHYDROGRAPHPEAK 800 ··· SB-2 PEAK ··········· ··························· Q=959 .3cfs@ 12.15 hrs ·············································· _ 700 ... Q=890 cfs @ 12.2 hrs ................................................................................................................................................................................... . J!! (.) .._. 600 ·················································································· ........................................... . 3: 500 0 ASHFORD SQUARE ................................................................................. ..... ........................................ PRE -DEVELOPED CONDITIONS ..J LL 400 ························································································· ·································································································································································· SB-1 PEAK 300 ·· Q=209cfs @ 12 .0 hrs ·············· ········· ································································································································································ 200 100 0 ---6 7.75 9.5 11.25 13 14.75 16.5 18 .25 20 21.75 23 .5 TIME (hrs) J-SB-2 ---SB-1 PRE -.k-ADDED HYDR0.1 ..-.. J!? CJ .._.. 3: 0 ..J LL 1100 1000 900 800 700 600 500 400 RUNOFFHYDROGRAPHS SCS UNIT HYDROGRAPH METHOD ................................................................................................................... ADDED HYDROGRAPH PEAK ........................................ . SB-2 PEAK Q=890cfs@ 12 .2 hrs Q=960 .0cfs@ 12 .15 hrs ·················································································· ···· ········································ ASHFORD SQUARE ................................................................................. ..... ........................................ POST DEVELOPED CONDITIONS SB-1 PEAK 300 ·· Q=21 lcfs@ 12 .0 hrs ·············· ········· ································································································································································ 200 100 0 --6 7.75 9.5 11.25 13 14.75 16.5 18.25 20 21.75 23.5 . TIME (hrs) 1--SB-2 ---SB-1 POST _.._ ADDED HYDRO. , In order to utilize the total site area for development, fill will need to be placed on the lots that presently get inundated . Fill heights were determined based on pre developed water surface elevations . Fill elevations for the re-subdivided lots are as follows : Lot 3RBlkD Lot 4R " Lot SR " Lot 6R " Lot 7R " Lot 8R " Lot 9R " Lot lOR " elev. = 275.5 elev. = 275.0 elev. = 274 .25 elev.= 273 .5 elev.= 273.5 elev.= 273.0 elev.= 273 .0 elev.= 273 .0 The proposed fill will alter the channel cross section . The new "fill" sections were modeled using the 100 year post developed flow rates and resulting channel characteristics tabulated as shown below . Table 4 Cross WSEL Top Width Depth QlOO Velocity Section D-D (filled) 275.0 69.48 5.0 890 6.43 d'-d' (filled) 273 .8 101.1 4 .6 890 3.9 E-E (filled) 272 .6 95 .5 6.6 960 4 .1 F-F (post) 270 .8 132 .8 7.8 960 3.9 G-G (post) 267 .8 268 .1 4.7 960 3.1 The maximum increase in water surface elevation of 0.48 feet occurs at section E-E. Maximum increase in velocity of 1.19 f7s occurs at this same section. The section just off- site, section F-F, returns to original pre-developed flow conditions. Section G-G inside of the mobile home park experiences no change in flow characteristics from the post developed conditions . STREETS: As shown in Appendix 3, the 100 year water surface elevation of the channel causes water to back up into the existing alley section. Due to the constraint of matching existing pavement with the new street section, this condition is not be able to be alleviated. The sbuth:.most street is the most critical with respect to slope and carrying capacity. Currently the alley section has a slope of 0 .6%. The new street will have approximately the same slope. The right of way from the back of curb is to be graded on a 5 : 1 up hill slope to prevent stormwater from the subdivision from exceeding the right of way width during the 100 year event. This will provide approximately l' of freeboard for the 100 year event. Flow rates for street runoff were determined using the Rational Method. The following table summarizes street flows and conditions for the southmost street (see Appendix 4 & 5 for hydrologic and hydraulic computation). Table 5 Storm Return Q (cfs) Depth@ curb (ft) Top Width 10 81.6 0.78 30 .78 25 93 .2 0.82 31.21 100 110.0 0 .88 31.79 The water surface for the 10 year event exceeds the top of curb for this southmost street by 0 .28 feet, therefore a variance request will be submitted. The 100 year flow is contained within the proposed 40' right of way with a depth at the centerline of the road being 0.38 feet and depth at the curb flowline being 0 .88 feet. These depths are valid until back water from the channel are encountered the lowest comer of the street. At this point, water depths in the street will rise to -2.1 feet corresponding to a creek channel water surface elevation of272.64. A grassed swale will be provided to guide flow from the subdivision to the ditch channel section. This swale will be in the existing drainage easement and be at a 1.3% slope. The section will have an 8' flat bottom with 3: 1 side slopes. Carrying capacity of this channel would be 111 cfs, however, due to the creek backwater this capacity will be limited . CONCLUSIONS: The drainage situation surrounding this development is marginal. Flooding occurs on site and immediately downstream within the mobile home park. The development of the site area was analyzed using SCS methods in conjunction with Manning's Equation to determine water surface elevations and impact. Addition of the sub-basin hydrographs show that there is a minimal increase, +O. 7 cfs, in pre and post developed peak discharge through the channel. This supports releasing stormwater runoff from the site undetained thereby not aggravating peak flow flooding conditions. Although these results appear to be conducive to developing without major modification to the drainage channel, channel and slope realignment should be considered to bring the channel into a more uniform section that might be able to handle the existing flow at lower water surface elevations . ..... _,,,, -~~OF ~~'''' -~'I"'~~ ~ ;'It'}..,, . ... !t. . t .. j_ \.~ t' a -'-.l!.~WOS r-\-. ..J ~··· ~1! ,,~~At'i.~--..:' ,,~ APPENDICES 1) General Location Map 2) Flood Insurance Rate Map -FEMA 3) Drainage Areas 4) Hydrologic Calculations 5) Hydraulic Calculations 6) Rep lat APPENDIX 1 GENERAL LOCATION MAP N.T.S. KUNG ENGINEERING &: SURVEY ING BRYAN , TEXAS .. ·· ·. < ... ·. / ·· ... ....... ..... ..· SUBJECT TRACT r:.... . .... .... ·· ... ·· ·· .... ·· ... ::< ..• ·•· APPENDIX2 FLOOD INSURANCE RATE MAP-FEMA APPENDIX3 DRAINAGE AREAS APPENDIX4 HYDROLOGIC CALCULATIONS Job File: E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Rain Dir : J:\HAESTAD\PPK6\UTIL\ ========================== JOB TITLE ========================== ASHFORD SQUARE RESUBDIVISION PROJECT MORGAN RECTOR SURVEY, A·46 COLLEGE STATION, BRAZOS COUNTY, TEXAS DRAINAGE & DETENTION S/N: HOMOL0120356 KLING ENG I NEERING & SURVEYING Pond Pack Ver: 5·05 -97 :050 Compute Time: 09:52:51 Date: 01 -08-1998 Table of Contents Table of Contents ******************** NETYORK SUMMARIES ********************* PRE ••••••••••••• Pre •• 2 Executive Sl.mllary (Nodes) .......... 1.01 Executive Sl.mllary (Links) .......... 1.02 PRE ••••••••••••• Pre •• 5 Executive Sl.mllary (Nodes) .......... 1.03 Executive Sl.mllary (Links) .......... 1.04 PRE ••••••••••••• Pre.10 Executive Sl.mllary (Nodes) .......... 1.05 Executive Sl.mllary (Links) .......... 1.06 PRE ••••••••••••• Pre.25 Executive Sl.mllary (Nodes) .......... 1.07 Executive Sl.mllary (Links) .......... 1.08 PRE ••••••••••••• Pre.SO Executive Sl.mllary (Nodes) .......... 1.09 Executive Sl.mllary (Links) .......... 1.10 PRE ••••••••••••• Pre100 Executive Sl.mllary (Nodes) .......... 1.11 Executive Sl.mllary (Links) .......... 1.12 ********************** CN CALCULATIONS ********************* SB-2-EX-CON ••••• Runoff CN-Area ..................... 2.01 SB-I PRE •••••••• Runoff CN-Area ..................... 2.02 ******************** RUNOFF HYDROGRAPHS ******************** SB-2 EX-CON ••••• Pre •• 2 SCS Unit Hyd. Sl.mllary •••••••••••••• 3.01 SB-2 EX-CON ••••• Pre •• 5 scs Unit Hyd. Sl.llJTlary •••••••••••••• 3.02 S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date: 01-08-1998 Table of Contents ii Table of Contents (continued) SB-2 EX-CON ••••• Pre.10 SCS Unit Hyd. SlJTlllary •••••••••••••• 3.03 SB-2 EX-CON ••••• Pre.2S SCS Unit Hyd. SlJTlllary •••••••••••••• 3.04 SB-2 EX-CON ••••• Pre.SO SCS Unit Hyd. SlJTlllary •••••••••••••• 3.0S SB-2 EX-CON ••••• Pre100 SCS Unit Hyd. SlJTlllary •••••••••••••• 3.06 SB-I PRE •••••••• Pre •• 2 SCS Unit Hyd. SlJTlllary •••••••••••••• 3.07 SB-I PRE •••••••• Pre •• S SCS Unit Hyd. SlJTlllary •••••••••••••• 3.08 SB-I PRE •••••••• Pre.10 SCS Unit Hyd. SlJTlllary •••••••••••••• 3.09 SB-I PRE •••••••• Pre.2S SCS Unit Hyd. SlJTlllary •••••••••••••• 3.10 SB-I PRE •••••••• Pre.SO SCS Unit Hyd. SlJTlllary •••••••••••••• 3.11 SB-I PRE •••••••• Pre100 SCS Unit Hyd. SlJTlllary •••••••••••••• 3.12 Type •••• Executive S1..1m1ary (Nodes) Name •••• PRE File •..• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Pre •• 2 NETWORK SUMMARY ·· NODES Page 1.01 Event: 2 yr CTrun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Pre •. 2 Description: 2 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 2 yr Total Rainfall Depth= 4.4210 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ----------------------------------------------------- POINT OF EVAL. JCT 35. 152 12. 1500 311.84 SB-1 PRE AREA 4.577 12.0000 72.26 SUB-2 .EX·CON AREA 30.575 12.2000 289.36 S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date: 01-08-1998 Type .••• Executive Sl.lllll8ry Clinks) Name ••.• PRE File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm .•• Type!! 24hr Tag: Pre •• 2 NETWORK SUMMARY ·· LINKS Page 1.02 Event: 2 yr CUN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) CTrun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Pre •• 2 Description: 2 YR · 24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 2 yr Total Rainfall Depth= 4.4210 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Peak Time Peak Q Link ID Type ac ·ft Trun. hrs cfs End Points ...................................... .. ..................... ---......... -------------------- oB· 1 PRE ADD UN 4.577 12.0000 72.26 SB·1 PRE DL 4.577 12.0000 72.26 DN 35.152 12.1500 311.84 POINT OF EVAL. IB-2 EX·COND ADD UN 30.575 12.2000 289.36 SUB-2 EX -CON DL 30.575 12.2000 289.36 DN 35. 152 12.1500 311.84 POINT OF EVAL. S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5·05-97 :050 Compute Time: 09:52:51 Date: 01-08-1998 Type ••.• Executive SlJTfllary (Nodes) Name •••• PRE File •.•• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• TypeII 24hr Tag: Pre .• 5 NETWORK SUMMARY --NOOES Page 1.03 Event: 5 yr CTrun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Pre •• 5 Description: 5 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 5 yr Total Rainfall Depth= 6.0210 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cf s ft -------------------------------·--------------------- POINT OF EVAL. JCT 52.613 12.1500 462.32 SB-1 PRE AREA 6.759 12.0000 104.29 SUB-2 EX-CON AREA 45.854 12.2000 428.99 S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 COfll>Ute Time: 09:52:51 Date: 01 -08-1998 Type •••• Executive SlllJllary (Links) Name •••• PRE File .••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Pre •• 5 NETWORK SUMMARY ·• LINKS Page 1.04 Event: 5 yr (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File,10 = BRAZOS.RNQ SCS·24HR ALL Storm Tag Name = Pre •• 5 Description: 5 YR · 24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 5 yr Total Rainfall Depth= 6.0210 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Peak Time Peak Q Link ID Type ac·ft Trun. hrs cfs End Points ---·------------............................... ------------------------ B-1 PRE ADD UN 6.759 12.0000 104.29 SB-1 PRE DL 6.759 12.0000 104.29 ON 52.613 12.1500 462.32 POINT OF EVAL. SB-2 EX·COND ADD UN 45.854 12.2000 428.99 SUB-2 EX-CON DL 45.854 12.2000 428.99 ON 52.613 12.1500 462.32 POINT OF EVAL. S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date: 01-08-1998 Type ..•• Executive Slll'ITl8ry (Nodes) Name •••• PRE File ..•• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Pre.10 NETWORK SUMMARY ·· NODES Page 1.05 Event: 10 yr CTrun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS·24HR ALL Storm Tag Name = Pre.10 Description: 10 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 1D yr Total Rainfall Depth= 7.4390 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ---------------------------.......................... --------... -................. tfall POINT OF EVAL. JCT 68.393 12.1500 595.42 SB-1 PRE AREA 8.722 12.0000 132.44 SUB-2 EX-CON AREA 59.671 12.2000 552.43 S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date: 01·08-1998 Type .••• Executive Sllllll8ry Clinks> Name •••• PRE File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Pre.10 NETYORK SUMMARY ·· LINKS Page 1.06 Event: 10 yr CUN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS·24HR ALL Storm Tag Name = Pre.10 Description: 10 YR · 24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 10 yr Total Rainfall Depth= 7.4390 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs HYG Vol Link ID Type ac·ft --·---------------·-------- SB-1 PRE ADD UN 8.722 DL 8.722 ON 68.393 SB-2 EX·COND ADD UN 59.671 DL 59.671 ON 68.393 Step= .1000 hrs End= 24.0000 hrs Peak Time Peak Q Trun. hrs cfs End Points --------.................................. 12.0000 132.44 SB-1 PRE 12.0000 132.44 12.1500 595.42 POINT OF EVAL. 12.2000 552.43 SUB-2 EX·CON 12.2000 552.43 12.1500 595.42 POINT OF EVAL. S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5·05-97 :050 CO!f4)Ute Time: 09:52:51 Date: 01·08·1998 Type .••• Executive SU1111ary (Nodes) Name •••• PRE File •.•• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Typell 24hr Tag: Pre.25 NETWORK SUMMARY --NODES Page 1.07 Event: 25 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Pre.25 Description: 25 YR -24 HR STORM Data Type, File, ID = Synthetic Storm SCSTYPES.RNF Typell 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.8360 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft -----------------........................... ---------................. --------- tfal l POINT OF EVAL. JCT 84.096 12.1500 725.88 SB-1 PRE AREA 10.671 12.0000 159.98 SUB-2 EX-CON AREA 73.425 12.2000 673.42 S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05 -97 :050 Co~te Time: 09:52:51 Date: 01-08-1998 Type ••.• Executive Sl.fTlllary Clinks) Name ..•• PRE File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Pre.25 NETYORK SUMMARY --LINKS Page 1.08 Event: 25 yr (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File,ID = BRAZOS.RNQ SCS-24HR All Storm Tag Name = Pre.25 Description: 25 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 25 yr Total Rainfall Depth= 8.8360 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= HYG Vol Link ID Type ac -ft Trun . .......................................... ----------- SB-1 PRE ADD UN 10.671 Dl 10.671 ON 84.096 SB-2 EX-COND ADD UN 73.425 Dl 73.425 ON 84.096 .1000 hrs End= 24.0000 hrs Peak Time Peak Q hrs cfs End Points --... -......... .. ......................................... 12.0000 159.98 SB -1 PRE 12.0000 159.98 12.1500 725.88 POINT OF EVAL. 12.2000 673.42 SUB -2 EX-CON 12.2000 673.42 12 .1500 725.88 POINT OF EVAL. S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date : 01 -08-1998 Type •••• Executive Sllllll8ry (Nodes) Name •••• PRE File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Pre.SO NETIJORK SUMMARY --NODES Page 1.09 Event: 50 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Pre.SO Description: 50 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 50 yr Total Rainfall Depth= 10.3880 in Duration Multiplier= 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max \ISEL Node ID Type ac-ft Trun. hrs cfs ft ------------------·-----------------.................... --------- Outfall POINT OF EVAL. JCT 101.655 12.1500 870.03 SB-1 PRE AREA 12.847 12.0000 190.39 SUB-2 EX-CON AREA 88.808 12.2000 807.07 S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Coll1>Ute Time: 09:52:51 Date: 01-08-1998 Type .••• Executive Sllllll8ry (Links) Name •••• PRE File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Pre.SO NETYORK SUMMARY --LINKS Page 1.10 Event: SO yr (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Pre.SO Description: SO YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency 50 yr Total Rainfall Depth= 10.3880 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= HYG Vol Link ID Type ac-ft Trun. ---------·----------------- 'B-1 PRE ADD UN 12.847 DL 12.847 ON 101.6S5 oB-2 EX-COND ADD UN 88.808 DL 88.808 ON 101.6SS .1000hrs End= 24.0000 hrs Peak Time Peak Q hrs cf s End Points .................. ---------------- 12.0000 190.39 SB-1 PRE 12.0000 190.39 12.1500 870.03 POINT OF EVAL. 12.2000 807.07 SUB-2 EX-CON 12.2000 807.07 12.1500 870.03 POINT OF EVAL. S/N: HOMOL01203S6 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-0S-97 :050 Compute Time: 09:S2:S1 Date: 01-08-1998 Type •••• Executive Sllllllary (Nodes) Name •••• PRE File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ..• Type!! 24hr Tag: Pre100 NETWORK SUMMARY ·· NODES Page 1.1 1 Event: 100 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Pre100 Description: 100 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 100 yr Total Rainfall Depth= 11.3530 in Duration Multiplier= 1 Resulting Durat i on = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft --------------------------------------------·-------- POINT OF EVAL. JCT 112.614 12.1500 959 .28 SB-1 PRE AREA 14.203 12 .0000 209.22 SUB-2 EX -CON AREA 98.411 12.2000 889.81 S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Corrpute Time: 09:52:51 Date: 01-08 -1998 Type •••• Executive Slll'fl\8ry Clinks) Name •••• PRE File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm .•• Type!! 24hr Tag: Pre100 NET~ORK SUMMARY --LINKS Page 1.12 Event: 100 yr CUN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Pre100 Description: 100 YR -24 HR STORM Data Type, File, ID = Synthetic Storm SCSTYPES.RNF Type I I 24hr Storm Frequency 100 yr Total Rainfall Depth= 11.3530 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= • 1000 hrs End= 24.0000 hrs HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. hrs cf s End Points --------------------------------------------------- SB-1 PRE ADD UN 14 .203 12.0000 209.22 SB-1 PRE DL 14.203 12.0000 209.22 ON 112.614 12.1500 959.28 POINT OF EVAL. SB-2 EX -COND ADD UN 98.411 12.2000 889 .81 SUB-2 EX-CON DL 98.411 12.2000 889.81 ON 112.614 12.1500 959.28 POINT OF EVAL. S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date: 01-08-1998 Type •••• Runoff CN-Area Name •••• SB-2-EX·CON File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Title .•• TOTAL SUB-BASIN 2 DRAINAGE AREA. EXISTING CONDITIONS RUNOFF CURVE NUMBER DATA Page 2.01 .......................................................................... .......................................................................... TOTAL SUB-BASIN 2 DRAINAGE AREA. EXISTING CONDITIONS Soil/Surface Description HSG-D,FIELD GRASSES,BRUSH HSG-D,DEVELOPED AREAS HSG-D,DEVELOPED AREAS COMPOSITE AREA & WEIGHTED CN ---> CN 80 89 89 Area acres --------- 30.078 72.068 19.110 121.256 I~ervious Adjustment %C %UC ---.. -.. ---- Adjusted CN 80.00 89.00 89.00 86. 77 (87) ··········································································· ........................................................................... S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date: 01-08-1998 Type •••• Runoff CN-Area Name •.•• SB-I PRE File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Title ••• SB-I PRE-DEVELOPED RUNOFF CURVE NUMBER DATA Page 2.02 ·········································································· .......................................................................... SB-I PRE-DEVELOPED Soil/Surface Description IMPERVIOUS GRASSED COMPOSITE AREA & ~EIGHTED CN ---> CN 98 80 Area acres --.................... 8.507 8.548 17 .055 Impervious Adjustment Adjusted xc XlJC CN -----.............. 98.00 80.00 88.98 (89) ........................................................................... ··········································································· S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date: 01-08-1998 Type .••. SCS Unit Hyd. Surrnary Name •••• SB-2 EX-CON Tag: Pre •• 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Title ••• SUB-BASIN 2 EXISTING CONDITIONS Storm ••• Type!! 24hr Tag: Pre .. 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Page 3.01 Event: 2 yr Duration = 24.0000 hrs Rain Depth = 4.4210 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-2 EX-CON Pre .. 2 Tc = .5500 hrs Drainage Area= 121.256 acres Runoff CN= 87 ============================================ Computational Time Increment .07333 hrs Computed Peak Time 12.1733 hrs Computed Peak Flow = 290.14 cfs Time Increment for HYG File = Peak Time, Interpolated Output Peak Flow, Interpolated Output .0500 hrs 12.2000 hrs 289.36 cfs ============================================ DRAINAGE AREA ID:SB-2-EX-CON CN = 87 Area= 121.256 acres s = 1.4943 in 0 .2S = .2989 in Cunulative Runoff 3.0254 in 30.571 ac-ft HYG VollJTle .•• 30 .575 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .55000 hrs CID: None Selected) Computational Iner, Tm= .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising lirri:>) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, Unit peak time qp = 249.80 cfs Tp = .36667 hrs Unit receding lirri:>, Tr= 1.46667 hrs Tota l unit time, Tb= 1.83333 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date: 01 -08-1998 Type •••• scs Unit Hyd. Sllllllary Name ..•• SB·2 EX·CON Tag: Pre .• 5 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Pre •• 5 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 5 year storm Page 3.02 Event: 5 yr Duration = 24.0000 hrs Rain Depth = 6.0210 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File ·ID= SCSTYPES.RNF · Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File . ID = ASHFORD.HYG . SB·2 EX-CON Pre •• 5 Tc = .5500 hrs Drainage Area = 121.256 acres Runoff CN= 87 ============================================ Computational Time Increment = .07333 hrs Computed Peak Time = 12.1733 hrs Computed Peak Flow 430.97 cfs Time Increment for HYG File = Peak Time, Interpolated Output Peak Flow, Interpolated Output = .0500 hrs 12.2000 hrs 428.99 cfs ============================================ DRAINAGE AREA ID:SB·2·EX·CON CN = 87 Area = s 0.2S 121.256 acres 1.4943 in .2989 in Cumulative Runoff 4.5373 in 45.848 ac·ft HYG Volume ..• 45.854 ac·ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = Computational Iner, Tm = .55000 hrs CID: None Selected) .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37 .46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+CTr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 249.80 cfs Unj _t peak .time Tp = .36667 hrs Unit receding limb, Tr = 1.46667 hrs Total unit time, Tb = 1.83333 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5·05·97 :050 Compute Time: 09:52:51 Date: 01·08·1998 Type ..•• SCS Unit Hyd. Sl.lllllary Name •••• SB-2 EX-CON Tag: Pre.10 File •.•• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Pre.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Page 3.03 Event: 10 yr Duration = 24.0000 hrs Rain Depth = 7.4390 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-2 EX-CON Pre.10 Tc = .5500 hrs Drainage Area= 121.256 acres Runoff CN= 87 ============================================ Computational Time Increment .07333 hrs Computed Peak Time = 12.1733 hrs Computed Peak Flow = 555.55 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.2000 hrs Peak Flow, Interpolated Output 552.43 cfs ============================================ DRAINAGE AREA ID:SB-2-EX-CON CN = 87 Area= 121.256 acres S = 1.4943 in 0.2S = .2989 in Cumulative Runoff 5.9045 in 59.663 ac-ft HYG Volume ••• 59.671 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .55000 hrs CID: None Selected) Computational Iner, Tm= .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising Limb) K = 483.43/645.333, K = .7491 (also, K = 2/C1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, Unit peak .time qp = 249.80 cfs Tp = .36667 hrs Unit receding Limb, Tr= 1.46667 hrs Total unit time, Tb= 1.83333 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date: 01-08-1998 Type •••• SCS Unit Hyd . SlJTJllary Name •••• SB-2 EX-CON Tag: Pre.25 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm .•• Type!! 24hr Tag: Pre.25 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 25 year storm Page 3.04 Event: 25 yr Duration = 24.0000 hrs Rain Depth = 8.8360 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-2 EX-CON Pre.25 Tc = .5500 hrs Drainage Area= 121.256 acres Runoff CN= 87 ============================================ Computational Time Increment = .07333 hrs Computed Peak Time = 12.1733 hrs Computed Peak Flow = 677.66 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.2000 hrs Peak Flow, Interpolated Output 673.42 cfs ============================================ DRAINAGE AREA ID:SB-2-EX-CON CN = 87 Area= 121.256 acres s = 1.4943 in 0.2S = .2989 in Cumulative Runoff 7.2655 in 73.415 ac-ft HYG Voll.Ille •.• 73.425 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentrat i on , Tc = .55000 hrs CID: None Selected) Computational I ner, Tm= .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 249.80 cfs Unit peak time Tp = .36667 hrs Unit receding limb, Tr = 1.46667 hrs Total unit time, Tb = 1.83333 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date: 01-08-1998 Type •••• SCS Unit Hyd. S1.1m1ary Name .••. SB-2 EX-CON Tag: Pre.SO File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Typell 24hr Tag: Pre.SO SCS UNIT HYDROGRAPH METHOD STORM EVENT: so year storm Page 3.0S Event: SO yr Duration = 24.0000 hrs Rain Depth = 10.3880 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Typell 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-2 EX-CON Pre.SO Tc = .SSOO hrs Drainage Area= 121.2S6 acres Runoff CN= 87 ============================================ C~tational Time Increment = .07333 hrs C~ted Peak Time = 12.1733 hrs C~ted Peak Flow = 812.S7 cfs Time Increment for HYG File = .OSOO hrs Peak Time, Interpolated Output = 12.2000 hrs Peak Flow, Interpolated Output = 807.07 cfs ============================================ DRAINAGE AREA ID:SB-2-EX-CON CN = 87 Area= 121.2S6 acres s = 1.4943 in 0.2S = .2989 in CllllUlative Runoff 8.7877 in 88.796 ac-ft HYG Volume .•• 88.808 ac-ft (ar ea under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .SSOOO hrs CID: None Selected) Computational Iner, Tm= .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising lirrb) K = 483.43/64S .333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Ris i ng, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 249 .80 cfs Unit peak _time Tp = .36667 hrs Unit receding lirrb, Tr = 1.46667 hrs Total unit time, Tb = 1.83333 hrs S/N: HOMOL01203S6 KLING ENGINEERING & SURVEYING Pond Pack Ver: S-OS-97 :OSO Compute Time: 09:S2:S1 Date: 01 -08-1998 Type •••• SCS Unit Hyd. SU111T1ary Name •••• SB-2 EX-CON Tag: Pre100 File •.•• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• TypeII 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Page 3.06 Event: 100 yr Duration = 24.0000 hrs Rain Depth= 11.3530 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -TypeII 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-2 EX-CON Pre100 Tc = .5500 hrs Drainage Area= 121.256 acres Runoff CN= 87 ============================================ Computational Time Increment Computed Peak Time Computed Peak Flow .07333 hrs 12.1733 hrs 896.08 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.2000 hrs Peak Flow, Interpolated Output = 889.81 cfs ============================================ DRAINAGE AREA ID:SB-2·EX-CON CN = 87 Area= 121.256 acres s = 1.4943 in 0.2S = .2989 in CllllUlative Runoff 9.7378 in 98.398 ac-ft HYG Volune ••• 98.411 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .55000 hrs CID: None Selected) Computational Iner, Tm= .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising lirrb) K = 483.43/645.333, K = .7491 (also, K = 2/C1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, Unit peak _time qp = 249.80 cfs Tp = .36667 hrs Unit receding lirrb, Tr= 1.46667 hrs Total unit time, Tb= 1.83333 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date: 01-08-1999 Type .••• scs Unit Hyd. Sunmary Name .••• SB-I PRE Tag: Pre •• 2 File .••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Pre •• 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Page 3.07 Event: 2 yr Duration = 24.0000 hrs Rain Depth = 4.4210 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Defau l t Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-I PRE Pre .. 2 Tc = .1667 hrs Drainage Area = 17.055 acres Runoff CN= 89 ============================================ Computational Time Increment .02223 hrs C~ted Peak Time = 11.9802 hrs C~ted Peak Flow 73.03 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 72.26 cfs ============================================ DRAINAGE AREA ID:SB-1 PRE CN = 89 Area = 17.055 acres S = 1.2360 in 0.2S = .2472 in Cl.lllUlative Runoff 3.2202 in 4.577 ac-ft HYG Volume .•. 4.577 ac -ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) Computational Iner, Tm= .02223 hrs= 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Uni .t p~ak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date: 01-08-1998 Type •••• SCS Unit Hyd. Surrnary Name •••. SB-I PRE Tag: Pre •• 5 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ..• Type!! 24hr Tag: Pre .• 5 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 5 year storm Page 3.08 Event: 5 yr Duration = 24.0000 hrs Rain Depth = 6.0210 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File ·ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-I PRE Pre •• 5 Tc = .1667 hrs Drainage Area = 17.055 acres Runoff CN= 89 ============================================ Computational Time Increment = .02223 hrs CO!l'pUted Peak Time = 11.9802 hrs CO!l'pUted Peak Flow = 105.69 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 104.29 cfs ============================================ DRAINAGE AREA ID:SB-1 PRE CN = 89 Area = 17.055 acres S = 1.2360 in 0.2S = .2472 in Cumulative Runoff 4.7558 in 6.759 ac-ft HYG Volume ••• 6.759 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) Computational Iner, Tm= .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/C1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Uni _t peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb= .55567 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date: 01 -08-1998 Type .••• SCS Unit Hyd. Sl.1111l8ry Name •••• SB-I PRE Tag: Pre.10 File •••• E:\HAESTAO\PONOPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm .•• Type!! 24hr Tag: Pre.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Page 3.09 Event: 10 yr Duration = 24.0000 hrs Rain Depth = 7.4390 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-I PRE Pre.10 Tc = .1667 hrs Drainage Area = 17.055 acres Runoff CN= 89 ============================================ Computational Time Increment .02223 hrs Computed Peak Time = 11.9802 hrs Computed Peak Flow = 134.41 cfs Time Increment for HYG File .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 132.44 cfs ============================================ DRAINAGE AREA ID:SB-1 PRE CN = 89 Area = 17.055 acres s = 1.2360 in 0.2S .2472 in Cumulative Runoff 6.1371 in 8.722 ac-ft HYG Volume •.• 8.722 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentr a t i on, Tc = .16670 hrs CID: None Selected) Computational I ner, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 C37.46X under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/C1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Un i_t peak .time Tp = • 11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 09:52:51 Date: 01 -08-1998 Type ••.• SCS Unit Hyd. Sunmary Name •••• SB-I PRE Tag: Pre.25 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Pre.25 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 25 year storm Page 3.10 Event: 25 yr Duration = 24.0000 hrs Rain Depth = 8.8360 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File ·ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-I PRE Pre.25 Tc = • 1667 hrs Drainage Area = 17.055 acres Runoff CN= 89 ============================================ Computational Time Increment Computed Peak Time = .02223 hrs = 11. 9802 hrs = 162.50 cfs Computed Peak Flow Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 159.98 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1.50X ============================================ DRAINAGE AREA ID:SB·I PRE CN = 89 Area = 17.055 acres s = 1.2360 in 0.2S = .2472 in Cumulative Runoff 7.5083 in 10.671 ac-ft HYG Volume ••• 10.671 ac ·ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs (ID: None Selected) Computational Iner, Tm= .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46X under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Type .... SCS Unit Hyd. Sl.lmlary Name •..• SB-I PRE Tag: Pre.SO File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm .•• Type!! 24hr Tag: Pre.SO SCS UNIT HYDROGRAPH METHOD STORM EVENT: SO year storm Page3.11 Event: SO yr Duration 24.0000 hrs Rain Depth = 10.3880 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Typell 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-I PRE Pre.SO Tc • 1667 hrs Drainage Area = 17.0SS acres Runoff CN= 89 ============================================ Computational Time Increment = .02223 hrs Computed Peak Time = 11.9802 hrs Computed Peak Flow = 193.S2 cfs Time Increment for HYG File = .OSOO hrs Peak Time, Interpolated Output 12.0000 hrs Peak Flow, Interpolated Output 190.39 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1.SO% ============================================ DRAINAGE AREA ID:SB-1 PRE CN 89 Area = 17.0SS acres s 1.2360 in 0.2S = .2472 in Curulative Runoff 9.0391 in 12.847 ac-ft HYG Vollllle •.• 12.847 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) Computational Iner, Tm = .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/64S.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 11S.92 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .444S3 hrs Total unit time, Tb = .SSS67 hrs S/N: HOMOL01203S6 KLING ENGINEERING & SURVEYING Type •••• SCS Unit Hyd. Sunmary Name ..•• SB-I PRE Tag: Pre100 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Page 3.12 Event: 100 yr Duration = 24.0000 hrs Rain Depth= 11.3530 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-I PRE Pre100 Tc = • 1667 hrs Drainage Area = 17.055 acres Runoff CN= 89 ============================================ Computational Time Increment Corrputed Peak Time = .02223 hrs 11.9802 hrs = 212.72 cfs Coirputed Peak Flow Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 209.22 cfs ~ARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1.50% ============================================ HYG Voll.Jlle ••. DRAINAGE AREA ID:SB-1 PRE CN = 89 Area = 17.055 acres S = 1.2360 in 0.2S = .2472 in Cumulative Runoff 9.9936 in 14.203 ac-ft 14.203 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) Computational Iner, Tm= .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+CTr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Job File: E:\HAESTAO\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Rain Dir: J:\HAESTAD\PPK6\UTIL\ ========================== JOB TITLE ========================== ASHFORD SQUARE RESUBDIVISION PROJECT MORGAN RECTOR SURVEY, A-46 COLLEGE STATION, BRAZOS COUNTY, TEXAS DRAINAGE & DETENTION S/N: HOHOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5·05-97 :050 C~ute Time: 10:00:50 Date: 01-08-1998 Table of Contents Table of Contents ******************** NETWORK SUMMARIES ********************* POST •••••••••••• Dev •• 2 Executive SlmllBry (Nodes) .......... 1.01 Executive SlmllBry Clinks) .......... 1.02 POST •••••••••••• Dev •• 5 Executive SlmllBry (Nodes) .......... 1.03 Executive Sunmary Clinks) .......... 1.04 POST ••••.•••.••. Dev.10 Executive SlmllBry (Nodes) .......... 1.05 Executive SlmllBry Clinks) .......... 1.06 POST •••••••••••• Dev.25 Executive Surrmary (Nodes) .......... 1.07 Executive SlmllBry Clinks) .......... 1.08 POST •••.••••.••• Dev.SO Executive Sl.lllllary (Nodes) .......... 1.09 Executive Surrmary Clinks) .......... 1.10 POST •••••••••.•• Dev100 Executive SlmllBry (Nodes) .......... 1.11 Executive SlmllBry Clinks) .......... 1.12 ********************** CN CALCULATIONS ********************* SB-2-EX -CON .•••• Runoff CN-Area 2.01 SB-I POST .•••••• Runoff CN-Area 2.02 ******************** RUNOFF HYDROGRAPHS ******************** SB-2 EX-CON ••••• Dev •• 2 SCS Unit Hyd. SlmllBry ..••••••....•• 3.01 SB-2 EX-CON ••••• Dev .• 5 SCS Unit Hyd. SlmllBry ••••••••••.••• 3.02 S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Table of Contents ii Table of Contents (continued) SB-2 EX-CON .•••• Dev.10 SCS Unit Hyd. Surmary ••••••.••..•.• 3.03 SB-2 EX-CON .•••• Dev.2S SCS Unit Hyd. Surmary ••••••••..•••• 3.04 SB-2 EX-CON •.••. Dev.SO SCS Unit Hyd. Surmary •••••••••.•••• 3.0S SB -2 EX-CON •.••• Dev100 SCS Unit Hyd. Surmary .•.••••••••••• 3.06 SB-I POST ••••.•• Dev •• 2 SCS Unit Hyd. Surmary .•.•••••••••.. 3.07 SB-I POST ••.•.•• Dev .. S SCS Unit Hyd. Surmary •••••••.•.••.• 3.08 SB-I POST .•••••• Dev.10 SCS Unit Hyd. Surmary ..•••..••••••• 3.09 SB-I POST ••••••• Dev.2S SCS Unit Hyd. Surmary •••••••••••••• 3.10 SB-I POST ••••••• Dev.SO SCS Unit Hyd. Surmary ••••••••••...• 3.11 SB-I POST •..•.•• Dev100 scs Unit Hyd. Surmary •••••••.•••••• 3.12 Type •.•• Executive Surmary (Nodes) Name •••• POST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• TypeII 24hr Tag: Dev •• 2 NETUORK SUMMARY --NOOES Page 1.01 Event: 2 yr (Trun.= HYG Truncation: Blank=None; L=Left;.R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File,ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Dev •• 2 Description: 2 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= .0000 in Duration Multiplier = 1 Resulting Duration = -.1000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= -.1000 hrs HYG Vol Cpeak Qpeak Max USEL Node ID Type ac-ft Trun. hrs cfs ft -----------------·-------------------------· ·-------- utfal l POINT OF EVAL. JCT 35.439 12.1500 312.96 SB-1 POST AREA 4.863 12.0000 75.53 SUB-2 EX-CON AREA 30.575 12.2000 289.36 S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type .••• Executive SUllllary Clinks) Name •••• POST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev .• 2 NETWORK SUMMARY ·· LINKS Page 1.02 Event: 2 yr (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS·24HR ALL Storm Tag Name = Dev •• 2 Description: 2 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 2 yr Total Rainfall Depth= .0000 in Duration Multiplier = 1 Resulting Duration = ·.1000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= -.1000 hrs HYG Vol Peak Time Peak Q Link ID Type ac·ft Trun. hrs cfs End Points ----------------...................... ... -.......... -.. --------------·- SB·1 POST ADD UN 4.863 12.0000 75.53 SB-1 POST DL 4.863 12.0000 75.53 ON 35.439 12.1500 312.96 POINT OF EVAL. SB-2 EX-COND ADD UN 30.575 12.2000 289.36 SUB-2 EX-CON DL 30.575 12.2000 289.36 DN 35.439 12.1500 312.96 POINT OF EVAL. S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type .••• Executive SLrm1ary (Nodes) Name •••• POST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev •• 5 NETWORK SUMMARY --NODES Page 1.03 Event: 5 yr CTrun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS·24HR ALL Storm Tag Name = Dev .. 5 Description: 5 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 5 yr Total Rainfall Depth= .0000 in Duration Multiplier= 1 Resulting Duration = -.1000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= -.1000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cf s ft -----------------·---------.......................... ----------------- POINT OF EVAL. JCT 52.929 12.1500 463.33 SB-1 POST AREA 7.075 12.0000 107.33 SUB-2 EX-CON AREA 45.854 12.2000 428.99 S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08 -1998 Type •••• Executive Sl.ITIT1ary (Links) Name •••• POST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Oev •• 5 NETWORK SUMMARY --LINKS Page 1.04 Event: 5 yr (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Dev .. 5 Description: 5 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 5 yr Total Rainfall Depth= .0000 in Duration Multiplier= 1 Resulting Duration = -.1000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= -.1000 hrs HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. hrs cfs End Points ----------·---· ··--------------·-----·------------ SB-1 POST ADD UN 7.075 12.0000 107.33 SB-1 POST DL 7.075 12.0000 107.33 ON 52.929 12.1500 463.33 POINT OF EVAL. B-2 EX -COND ADD UN 45.854 12.2000 428.99 SUB-2 EX-CON DL 45.854 12.2000 428.99 ON 52.929 12.1500 463.33 POINT OF EVAL. S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type .••• Executive SU1111ary (Nodes) Name •••• POST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ..• Type!! 24hr Tag: Dev.10 NET~ORK SUMMARY --NOOES Page 1.05 Event: 10 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Dev.10 Description: 10 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 10 yr Total Rainfall Depth= .0000 in Duration Multiplier= 1 Resulting Duration = -.1000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= -.1000 hrs HYG Vol Qpeak Qpeak Max ~SEL Node ID Type ac-ft Trun. hrs cfs ft --------------------·---------------................ .................... tfal l POINT OF EVAL. JCT 68.726 12.1500 596.34 SB-1 POST AREA 9.055 12.0000 135.25 SUB-2 EX-CON AREA 59.671 12.2000 552.43 S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type •••• Executive Sl.tllllary Clinks) Name •••• POST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm .•• Typell 24hr Tag: Oev.10 NETYORK SUMMARY ·· LINKS Page 1.06 Event: 10 yr (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID = BRAZOS.RNQ SCS·24HR ALL Storm Tag Name = Dev .10 Description: 10 YR · 24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Typell 24hr Storm Frequency = 10 yr Total Rainfall Depth= .0000 in Duration Multiplier = 1 Resulting Duration = -.1000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= -.1000 hrs HYG Vol Peak Time Peak Q Link ID Type ac·ft Trun. hrs cfs End Points _,.. _______ .................. ................................ ... ..................... ---------------- SB-1 POST ADD UN 9.055 12.0000 135.25 SB-1 POST DL 9.055 12.0000 135.25 ON 68.726 12. 1500 596.34 POINT OF EVAL. B-2 EX·COND ADD UN 59.671 12.2000 552.43 SUB-2 EX-CON DL 59.671 12.2000 552.43 ON 68 .726 12. 1500 596.34 POINT OF EVAL. S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type •••• Executive Sl.lllllary (Nodes) Name •••• POST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Typell 24hr Tag: Dev.25 NETYORK SUMMARY --NODES Page 1.07 Event: 25 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File,ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Dev.25 Description: 25 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Typell 24hr Storm Frequency = 25 yr Total Rainfall Depth= .0000 in Duration Multiplier= 1 Resulting Duration = -.1000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= -.1000 hrs HYG Vol Qpeak Qpeak Max YSEL Node ID Type ac-ft Trun. hrs cfs ft -----------------....................... ...................... .. ................ --------- utfal l POINT OF EVAL. JCT 84.441 12.1500 726.73 SB-1 POST AREA 11.016 12.0000 162.57 SUB-2 EX-CON AREA 73.425 12.2000 673.42 S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08 -1998 Type .••• Executive SU'llllary Clinks) Name •••• POST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm •.• Type!! 24hr Tag: Dev.25 NETYORK SUMMARY ·· LINKS Page 1.08 Event: 25 yr CUN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) CTrun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File,ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Dev.25 Description: 25 YR · 24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 25 yr Total Rainfall Depth= .0000 in Duration Multiplier= Resulting Duration = -.1000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= -• 1000 hrs HYG Vol Peak Time Peak Q Link ID Type ac·ft Trun. hrs cfs End Points ----------------·---------------------------------- SB-1 POST ADD UN 11. 016 12.0000 162.57 SB-1 POST DL 11.016 12.0000 162.57 DN 84.441 12.1500 726.73 POINT OF EVAL. SB-2 EX·COND ADD UN 73.425 12.2000 673.42 SUB-2 EX-CON DL 73.425 12.2000 673.42 ON 84.441 12.1500 726.73 POINT OF EVAL. S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type •••• Executive SLITlll8ry (Nodes) Name •••• POST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev.SO NETWORK SUMMARY --NOOES Page 1.09 Event: SO yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File,ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Dev.SO Description: SO YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = SO yr Total Rainfall Depth= .0000 in Duration Multiplier = Resulting Duration = -.1000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= -.1000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cf s ft --------------------·---------------.................. --------· utfal l POINT OF EVAL. JCT 102.010 12.1SOO 870.80 SB-1 POST AREA 13.201 12.0000 192.77 SUB-2 EX-CON AREA 88.808 12.2000 807 .07 S/N: HOMOL01203S6 KLING ENGINEERING & SURVEYING Pond Pack Ver: S-OS-97 :050 Compute Time: 10:00:50 Date : 01-08-1998 Type •••• Executive Sllllllary Clinks) Name •••• POST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev.SO NET\JORK SUMMARY --LINKS Page 1. 10 Event: SO yr (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin St.orm Fi le, ID = BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Dev.SO Description: SO YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = SO yr Total Rainfall Depth= .0000 in Duration Multiplier= 1 Resulting Duration = -.1000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= -.1000 hrs HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. hrs cfs End Points --------------------------------------------------- SB-1 POST ADD UN 13.201 12.0000 192.n SB-1 POST DL 13.201 12.0000 192.n ON 102.010 12.1SOO 870.80 POINT OF EVAL . SB-2 EX-COND ADD UN 88.808 12.2000 807.07 SUB-2 EX-CON DL 88.808 12.2000 807.07 ON 102.010 12.1SOO 870.80 POINT OF EVAL. S/N: HOMOL01203S6 KLING ENGINEERING & SURVEYING Pond Pack Ver: S-OS-97 :OSO COfll>Ute Time: 10:00:SO Date: 01-08-1998 Type •••• Executive SlJllllary (Nodes) Name •••• POST File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm .•• Type!! 24hr Tag: Dev100 NET~ORK SUMMARY --NODES Page 1. 11 Event: 100 yr CTrun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS -24HR ALL Storm Tag Name = Dev100 Description: 100 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Typell 24hr Storm Frequency 100 yr Total Rainfall Depth= .0000 in Duration Multiplier= Resulting Duration = -.1000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= -.1000 hrs HYG Vol Qpeak Qpeak Max ~SEL Node ID Type ac-ft Trun. hrs cfs ft -----------------............................ ... ........................ --------........................... tfal l POINT OF EVAL . JCT 112.974 12.1500 960.00 SB-1 POST AREA 14.563 12.0000 211.48 SUB-2 EX-CON AREA 98.411 12.2000 889.81 S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Ti me: 10:00:50 Date: 01 -08-1998 Type •••• Executive S1.11111ary (Links) Name •••• POST File •••• E:\HAESTAO\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev100 NET~ORK SUMMARY ·· LINKS Page 1. 12 Event: 100 yr (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Desgin Storm File, ID= BRAZOS.RNQ SCS-24HR ALL Storm Tag Name = Dev100 Description: 100 YR -24 HR STORM Data Type, File, ID= Synthetic Storm SCSTYPES.RNF Type!! 24hr Storm Frequency = 100 yr Total Rainfall Depth= .0000 in Duration Multiplier= Resulting Duration = -.1000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= -.1000 hrs HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. hrs cfs End Points ----·------------------------·-----................................. SB-1 POST ADD UN 14.563 12.0000 211.48 SB-1 POST DL 14.563 12.0000 211.48 ON 112.974 12.1500 960.00 POINT OF EVAL. SB-2 EX-COND ADD UN 98.411 12.2000 889.81 SUB-2 EX-CON DL 98.411 12.2000 889.81 ON 112.974 12.1500 960.00 POINT OF EVAL. S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type •••• Runoff CN-Area Name •••• SB-2-EX-CON File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Title ••• TOTAL SUB-BASIN 2 DRAINAGE AREA. EXISTING CONDITIONS RUNOFF CURVE NUMBER DATA Page 2.01 .......................................................................... .......................................................................... TOTAL SUB-BASIN 2 DRAINAGE AREA. EXISTING CONDITIONS Soil/Surface Description HSG-0,FIELD GRASSES,BRUSH HSG-0,DEVELOPED AREAS HSG-D,DEVELOPED AREAS COMPOSITE AREA & YEIGHTED CN ---> CN 80 89 89 Area acres --------- 30.078 72.068 19.110 121.256 Impervious Adjustment xc ~c -------.. -- Adjusted CN 80.00 89.00 89.00 86. 77 (87) ........................................................................... ··········································································· S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type •.•• Runoff CN-Area Name •••• SB-! POST File •••• E:\HAESTAD\PONDPACK\PPK6\AS HFORD\ASHFORDC.PPK Title ••• SB-I POST-DEVELOPED RUNOFF CURVE NUMBER DATA Page 2.02 .......................................................................... .......................................................................... SB-! POST-DEVELOPED Soil/Surface Description IMPERVIOUS GRASSED COMPOSITE AREA & WEIGHTED CN ---> CN 98 80 Area acres _____ ......... 10.818 6.237 17. 055 Impervious Adjustment Adjusted xc xuc CN .. ---.. .. .. -.. - 98.00 80.00 91.42 (91) ........................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type •••• scs Unit Hyd. Surrrnary Name .••• SB·2 EX-CON Tag: Dev •• 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Title ••• SUB-BASIN 2 EXISTING CONDITIONS Storm ••• Typell 24hr Tag: Dev •• 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Page 3.01 Event: 2 yr Duration = 24.0000 hrs Rain Depth = 4.4210 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Typell 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-2 EX-CON Dev •• 2 Tc = .5500 hrs Drainage Area = 121.256 acres Runoff CN= 87 ============================================ Computational Time Increment Computed Peak Time Computed Peak Flow = .07333 hrs = 12.1733 hrs = 290.14 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.2000 hrs Peak Flow, Interpolated Output 289.36 cfs ============================================ DRAINAGE AREA ID:SB-2-EX-CON CN 87 Area = 121.256 acres S = 1.4943 in 0.2S = .2989 in Cumulative Runoff 3.0254 in 30.571 ac -ft HYG Volume •.. 30.575 ac-ft (a r ea under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .55000 hrs CID: None Selected) Computational Iner, Tm= .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising Limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 249.80 cfs Unit peak time Tp = .36667 hrs Unit receding limb, Tr = 1.46667 hrs Total unit time, Tb = 1.83333 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type •••• SCS Unit Hyd. Sl.lml8ry Name •••• SB-2 EX-CON Tag: Dev •• 5 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev •• 5 SCS UNIT HYDROGRAPH METHOO STORM EVENT: 5 year storm Page 3.02 Event: 5 yr Duration = 24.0000 hrs Rain Depth = 6.0210 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-2 EX-CON Dev •• 5 Tc = .5500 hrs Drainage Area= 121.256 acres Runoff CN= 87 ============================================ Computational Time Increment = .07333 hrs Computed Peak Time 12.1733 hrs Computed Peak Flow 430.97 cfs Time Increment for HYG File .0500 hrs Peak Time, Interpolated Output 12.2000 hrs Peak Flow, Interpolated Output 428.99 cfs DRAINAGE AREA ID:SB-2-EX-CON CN 87 Area = s 0.2S = 121.256 acres 1.4943 in .2989 in CllllUlative Runoff 4.5373 in 45.848 ac-ft HYG Volume ••• 45.854 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = Computational Iner, Tm= .55000 hrs (ID: None Selected) .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 249.80 cfs Unit p~ak time Tp = .36667 hrs Unit receding limb, Tr = 1.46667 hrs Total unit time, Tb = 1.83333 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type ..•• SCS Unit Hyd. Sllllllary Name •••• SB-2 EX-CON Tag: Dev.1D File .••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Page 3.03 Event: 10 yr Duration = 24.0000 hrs Rain Depth = 7.4390 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-2 EX-CON Dev.10 Tc = .5500 hrs Drainage Area= 121.256 acres Runoff CN= 87 ============================================ Computational Time Increment = .07333 hrs Computed Peak Time Computed Peak Flow = 12.1733 hrs 555.55 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output 12.2000 hrs Peak Flow, Interpolated Output = 552.43 cfs ============================================ DRAINAGE AREA ID:SB-2-EX-CON CN = 87 Area = s 0.2S = 121.256 acres 1.4943 in .2989 in Cumulative Runoff 5.9045 in 59.663 ac-ft HYG Volune ••• 59.671 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentrat i on, Tc = .55000 hrs CID: None Selected) Computational Iner, Tm= .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 249.80 cfs Uni .t p.eak t.ime Tp = .36667 hrs Unit receding limb, Tr = 1.46667 hrs Total unit time, Tb = 1.83333 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type •••• scs Unit Hyd. Surrmary Name •••• SB·2 EX-CON Tag: Dev.25 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev.25 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 25 year storm Page 3.04 Event: 25 yr Duration = 24.0000 hrs Rain Depth = 8.8360 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File · ID= ASHFORD.HYG · SB-2 EX-CON Dev.25 Tc = .5500 hrs Drainage Area= 121.256 acres Runoff CN= 87 ============================================ Computational Time Increment = .07333 hrs Computed Peak Time 12.1733 hrs Computed Peak Flow = 677.66 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.2000 hrs Peak Flow, Interpolated Output 673.42 cfs ============================================ DRAINAGE AREA ID:SB-2·EX·CON CN 87 Area= 121.256 acres s = 1.4943 in 0.2S = .2989 in Cumulative Runoff 7.2655 in 73.415 ac·ft HYG Volume .•• 73.425 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .55000 hrs CID: None Selected) Computational Iner, Tm= .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+CTr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, Unit peak time Unit receding limb, Total unit time, qp = 249.80 cfs Tp = .36667 hrs Tr= 1.46667 hrs Tb= 1.83333 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08·1998 Type ..•• SCS Unit Hyd. Surrmary Name ..•• SB·2 EX-CON Tag: Dev.SO File •... E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev.SO SCS UNIT HYDROGRAPH METHOO STORM EVENT: SO year storm Page 3.0S Event: SO yr Duration = 24.0000 hrs Rain Depth = 10.3880 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File ·ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB -2 EX-CON Dev.SO Tc = .SSOO hrs Drainage Area= 121.2S6 acres Runoff CN= 87 ============================================ Computational Time Increment .07333 hrs Computed Peak Time = 12.1733 hrs Computed Peak Flow 812.S7 cfs Time Increment for HYG File = .OSOO hrs Peak Time, Interpolated Output = 12.2000 hrs Peak Flow, Interpolated Output = 807.07 cfs ============================================ DRAINAGE AREA ID:SB-2-EX-CON CN = 87 Area= 121.2S6 acres S = 1.4943 in 0.2S = .2989 in Cunulative Runoff 8.7877 in 88.796 ac -ft HYG Volume ••• 88 .808 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentrat i on, Tc = .SSOOO hrs CID: None Selected) Computational Iner, Tm = .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37 .46% under r ising limb) K = 483.43/64S.333, K = .7491 (also, K = 2/C1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 249.80 cfs Unit peak time Tp = .36667 hrs Un i t receding limb, Tr = 1.46667 hrs Total unit time, Tb = 1.83333 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: S-05-97 :050 Compute Time: 10:00:50 Date: 01 -08-1998 Type •••• SCS Unit Hyd. Sunmary Name •••• SB-2 EX-CON Tag: Dev100 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Page 3.06 Event: 100 yr Duration = 24.0000 hrs Rain Depth = 11.3530 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File ·ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG · SB-2 EX-CON Dev100 Tc = .5500 hrs Drainage Area= 121.256 acres Runoff CN= 87 ============================================ Computational Time Increment Computed Peak Time Computed Peak Flow .07333 hrs 12.1733 hrs 896.08 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output 12.2000 hrs Peak Flow, Interpolated Output = 889.81 cfs ============================================ DRAINAGE AREA ID:SB-2-EX·CON CN = 87 Area = s 0.2S = 121.256 acres 1.4943 in .2989 in Cumulative Runoff 9.7378 in 98.398 ac-ft HYG Volume ••• 98.411 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = .55000 hrs CID: None Selected) Computational Iner, Tm = .07333 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/C1+CTr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 249.80 cfs Unit peak time Tp = .36667 hrs unit receding limb, Tr = 1.46667 hrs Total unit time, Tb= 1.83333 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type •••• SCS Unit Hyd. Sl.fllllary Name •••• SB-I POST Tag: Dev •. 2 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev •• 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Page 3.07 Event: 2 yr Duration = 24.0000 hrs Rain Depth = 4.4210 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-I POST Dev •• 2 Tc = • 1667 hrs Drainage Area = 17.055 acres Runoff CN= 91 ============================================ Computational Time Increment = .02223 hrs Computed Peak Time = 11.9802 hrs Computed Peak Flow = 76.49 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output = 75.53 cfs ============================================ DRAINAGE AREA ID:SB-1 POST CN 91 Area = 17.055 acres s .9890 in 0.2S = .1978 in Cumulative Runoff 3.4218 in 4.863 ac-ft HYG Volume ••• 4.863 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) Computational Iner, Tm= .02223 hrs= 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Unit pea~ .time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type •••• scs Unit Hyd. Sunmary Name •..• SB-I POST Tag: Dev •• 5 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev •. 5 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 5 year storm Page 3.08 Event: 5 yr Duration = 24.0000 hrs Rain Depth = 6.0210 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-I POST Dev •• 5 Tc = . 1667 hrs Drainage Area = 17.055 acres Runoff CN= 91 ============================================ Computational Time Increment = .02223 hrs Computed Peak Time = 11.9802 hrs Computed Peak Flow = 108.93 cfs Time Increment for HYG File .0500 hrs Peak Time, Interpolated Output = 12.0000 hrs Peak Flow, Interpolated Output 107.33 cfs ============================================ DRAINAGE AREA ID:SB-1 POST CN = 91 Area = 17.055 acres S = .9890 in 0.2S = .1978 in Cumulative Runoff 4.9n8 in 7.075 ac-ft HYG Volume •.. 7.075 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) Computational Iner, Tm= .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/C1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Pond Pack Ver: 5-05-97 :050 Compute Time: 10:00:50 Date: 01-08-1998 Type .••. SCS Unit Hyd. Surrrnary Name •.•• SB-I POST Tag: Dev.10 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Page 3.09 Event: 10 yr Duration = 24.0000 hrs Rain Depth = 7.4390 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File · ID = ASHFORD.HYG • SB-I POST Dev.10 Tc = • 1667 hrs Drainage Area = 17.055 acres Runoff CN= 91 ============================================ Co11'4'utational Time Increment = C011'4'Uted Peak Time C011'4'uted Peak Flow = Time Increment for HYG File = Peak Time, Interpolated Output .02223 hrs 11. 9802 hrs 137.41 cfs .0500 hrs 12.0000 hrs Peak Flow, Interpolated Output = 135.25 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1.50% ============================================ DRAINAGE AREA ------------------- ID:SB·I POST CN = 91 Area 17.055 acres s = .9890 in 0.2S = .1978 in Cumulative Runoff 6.3710 in 9 .055 ac·ft HYG Volume ••• 9.055 ac·ft Carea under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) Computational Iner, Tm= .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/C1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Type •..• SCS Unit Hyd. SlJllll8ry Name ..•• SB-I POST Tag: Dev.25 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm .•• Type!! 24hr Tag: Dev.25 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 25 year storm Page 3.10 Event: 25 yr Duration = 24.0000 hrs Rain Depth = 8.8360 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-I POST Dev.25 Tc • 1667 hrs Drainage Area = 17.055 acres Runoff CN= 91 ============================================ Computational Time Increment Computed Peak Time = .02223 hrs = 11. 9802 hrs 165.28 cfs Computed Peak Flow Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output 12.0000 hrs Peak Flow, Interpolated Output 162.57 cfs ~ARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1.50% ============================================ DRAINAGE AREA ------------------- ID:SB-1 POST CN = 91 Area = 17 .055 acres s = .9890 in 0.2S = .1978 in Cl.lllUlative Runoff 7.7508 in 11.016 ac-ft HYG Volume •.• 11.016 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = Computational Iner, Tm = .16670 hrs CID: None Selected) .02223 hrs = 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Type •••• scs Unit Hyd. Surrrnary Name •••• SB-I POST Tag: Dev.SO Page 3.11 Event: SO yr File .••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev.SO SCS UNIT HYDROGRAPH METHOD STORM EVENT: SO year storm Duration = 24.0000 hrs Rain Depth = 10.3880 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID= SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID = ASHFORD.HYG -SB-I POST Dev.SO Tc • 1667 hrs Drainage Area = 17.0SS acres Runoff CN= 91 ============================================ Computational Time Increment = .02223 hrs Computed Peak Time = 11.9802 hrs Computed Peak Flow 196.07 cfs Time Increment for HYG File = Peak Time, Interpolated Output = .OSOO hrs 12.0000 hrs Peak Flow, Interpolated Output = 192.77 cfs YARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1.SO% ============================================ DRAINAGE AREA ID:SB-1 POST CN 91 Area = s = 0.2S = 17.055 acres .9890 in .1978 in Cl.lllUlative Runoff 9.2887 in 13.202 ac-ft HYG Volume •.• 13.201 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs CID: None Selected) Computational Iner, Tm= .02223 hrs= 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/64S.333, K = .7491 (also, K = 2/C1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1. 6698 C solved from K = .7491) Unit peak, qp = 115.92 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .444S3 hrs Total unit time, Tb = .SSS67 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING Type •••• SCS Unit Hyd. Surrmary Name •••. SB-I POST Tag: Dev100 File •••• E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ASHFORDC.PPK Storm ••• Type!! 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Page 3.12 Event: 100 yr Duration = 24.0000 hrs Rain Depth = 11.3530 in Rain Dir = J:\HAESTAD\PPK6\UTIL\ Rain File -ID = SCSTYPES.RNF -Type!! 24hr Unit Hyd Type= Default Curvilinear HYG Dir = E:\HAESTAD\PONDPACK\PPK6\ASHFORD\ HYG File -ID= ASHFORD.HYG -SB-I POST Dev100 Tc = .1667 hrs Drainage Area = 17.055 acres Runoff CN= 91 ============================================ Computational Time Increment Computed Peak Time = .02223 hrs = 11.9802 hrs = 215.15 cfs Computed Peak Flow Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output 12.0000 hrs Peak Flow, Interpolated Output = 211.48 cfs ~ARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1.50% ============================================ DRAINAGE AREA ID:SB·I POST CN = 91 Area = 17.055 acres s .9890 in 0.2S = .1978 in Cumulative Runoff 10.2467 in 14.563 ac-ft HYG Volume .•• 14.563 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc= .16670 hrs (ID: None Selected) Computational Iner, Tm= .02223 hrs= 0.20000 Tp Unit Hyd. Shape Factor= 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 115.92 cfs Unit peak time Tp = .11113 hrs Unit receding limb, Tr = .44453 hrs Total unit time, Tb = .55567 hrs S/N: HOMOL0120356 KLING ENGINEERING & SURVEYING APPENDIXS HYDRAULIC CALCULATIONS 100 YR-WSEL ESTIMATE SECTION D-D Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e :\haestad\pi\ashford\ashford.fm2 CHANNEL SECTION D-D (SCS) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.019000 V : H Elevation range: 270.00 ft to 276 .00 ft. Station (ft) Elevation (ft) -97.80 276 .00 0.00 274 .00 3.40 272.00 13.30 270.00 30.60 272.00 47.20 274.00 95.00 276 .00 Discharge 890.00 ft3/s Results Wtd. Mannings Coefficient 0.050 Water Surface Elevation 274 .81 Flow Area 163.81 Wetted Perimeter 107.24 Top Width 106.23 Depth 4.81 Critical Water Elev. 274 .31 ft ft2 ft ft ft ft Start Station -97 .80 Critical Slope 0.031009 V: H Velocity 5.43 ft/s Velocity Head 0.46 ft Specific Energy 275.27 ft Froude Number 0.77 Full Flow Capacity 2041.58 ft3/s Flow is subcritical. Kl ing Engineering & Surveying End Station 95.00 Jan 8 , 1998 13:06:37 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0 .050 FlowMaster v4 .1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data Cross Section D-D Cross Section for Irregular Channel e :\haestad\pi\ashford\ashford. fm2 CHANNEL SECTION D-D (SCS) Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0.050 0.019000 V : H Water Surface Elevation Discharge 276.0 ~ 274.81 ft 890.00 ft3/s ~ ~ "--.. 275.0 274.0 2 - c: .Q 273.0 .... ca > Q) jjj 272 .0 271 .0 270.0 " .......,. ~ ... ~ \ v· -100.0 -80 .0 -60 .0 -40 .0 -20 .0 0.0 20.0 Station (ft) Kling Engineering & Surveying v I I I 40.0 60 .0 Jan 8,1998 13:11 :55 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 / ,.. / I 80.0 100.0 FlowMaster v4.1 c Page 1 of 1 100 YR -WSEL ESTIMATE SECT D-D-FILLED Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e :\haesta d\pi\ashford\ashford. fm2 CHANNEL SECTION D-D (FILLED) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.019000 V : H Elevation range: 270.00 ft to 276.00 ft. Station (ft) Elevation (ft) -97 .80 276.00 0.00 275.50 10.50 272.00 16 .50 270.00 30 .60 272.00 47 .20 274.00 95 .00 276.00 Discharge 890.00 ft3/s Results Wtd. Mannings Coefficient 0.050 Water Surface Elevation 274.99 ft Flow Area 138.48 ft2 Wetted Perimeter 70.47 ft Top Width 69 .38 ft Depth 4.99 ft Critical Water Elev. 274 .59 ft Critical Slope 0.029960 V : H Velocity 6.43 ft/s Velocity Head 0.64 ft Specific Energy 275.63 ft Froude Number 0.80 Flow is subcritical. Start Station -97.80 End Station 95.00 01/08198 03:47:44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.050 FlowMaster v5.12 Page 1 of 1 Cross Section D-D (FILLED) Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method e :\ha estad\pi\ashford\ashford. fm2 CHANNEL SECTION D-D (FILLED) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 276 .0 275 .0 274 .0 c: .Q 273.0 ... ca > Q) w 272 .0 271 .0 270.0 --- 0.050 0.019000 V: H 274.99 ft 890.00 ft3/s ----r---r--- I I v -100.0 -80 .0 -60 .0 -40.0 -20.0 0 .0 20.0 Station (ft) ~ '!F I v I 40.0 60.0 01/08/98 03:47:15 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 - / I 80.0 100.0 FlowMaster v5 .12 Page 1 of 1 100 YR-WSEL ESTIMATE SECTION d'-d' Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e :\haestad\pi\ashford\ashford. fm2 CHANNEL SECTION d'-d' Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005900 V : H Elevation range: 269.20 ft to 276 .00 ft . Station (ft) Elevation (ft) 0.00 274.00 92.88 272.00 128.38 270.00 131.20 269.20 135.62 270.00 161.43 272.00 185.74 274.00 255.79 276.00 Discharge 890 .00 ft3/s Results Wtd. Mannings Coefficient 0.050 Water Surface Elevation 273.69 ft Flow Area 278.45 ft2 Wetted Perimeter 168.06 ft Top Width 167.66 ft Depth 4.49 ft Critical Water Elev. 272.68 ft Critical Slope 0.033694 V : H Velocity 3.20 ft/s Velocity Head 0.16 ft Specific Energy 273 .85 ft Froude Number 0.44 Flow is subcritical. Start Station 0.00 End Station 255 .79 01/08/98 03:38:37 PM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.050 FlowMaster v5 .12 Page 1of1 Project Description Project File Worksheet Flow Element Method Solve For Section Data Cross Section d'-d' Cross Section for Irregular Channel e:\haestad\pi\ashford\ashford.fm2 CHANNEL SECTION d'-d' Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0.050 0.005900 V : H Water Surface Elevation Discharge 273.69 ft 890.00 ff'/s 269 .0'--~~~~-'-~~~~--'~~~~~-'--~~~~--L~~~~~-"-~~~~_J 01/08/98 03:38:25 PM 0.0 50.0 100.0 150.0 Station (ft) 200.0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 250.0 300.0 FlowMaster v5 .12 Page 1 of 1 100 YR -WSEL EST. SECT. d'-d'-FILLED W orksheet for Irreg ul ar Chan nel Project Description Project File Worksheet Flow Element Method e :\ha estad\pi\ashford\ashford. fm2 CHANNEL SECTION d'-d' (FILLED) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005900 V : H Elevation range: 269 .20 ft to 276.00 ft. Station (ft) Ele vation (ft) 0.00 274 .00 78 .50 274 .25 92.88 272.00 128.38 270 .00 131.20 269.20 135.62 270 .00 161.43 272.00 185.74 274 .00 255 .79 276 .00 Discharge 890.00 ft3/s Results Wtd. Mannings Coefficient 0.050 Water Surface Elevation 273.76 ft Flow Area 227 .73 ft2 Wetted Perimeter 101 .66 ft Top Width 101 .13 ft Depth 4.56 ft Critical Water Elev. 272 .63 ft Critical Slope 0.031588 V : H Velocity 3.91 ft/s Velocity Head 0.24 ft Specific Energy 273 .99 ft Froude Number 0.46 Flow is subcritical. Start Station 0.00 End Station 255 .79 01 /08/98 03:57:11 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.050 FlowMaster v5. 12 Page 1 of 1 Cross Section d'-d' (FILLED) Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data e:\haestad\pi\ashford\ashford.fm2 CHANNEL SECTION d'-d' (FILLED) Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0.050 0.005900 V : H Water Surface Elevation Discharge 276.0 275. 274. £273. - c: 0 :;:; 11' > Q,) ill 272 . 271 . 270. 0 - 0 0 0 0 0 273.76 ft 890.00 ft3/s -, \ ~ \ 'SF , \ \ I\ \/ I I ~ / I I I I / 269 . 0 .0 50.0 100.0 150.0 Station (ft) 200.0 -V" / 250 .0 01/08198 03:56:25 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 300.0 FlowMaster vS .12 Page 1 of 1 100 YR -WSEL ESTIMATE SECTION E-E (PRE) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e:\haestad\pi\as hford\ashford.fm2 CHANNEL SECTION E-E (SCS} Irregular Channel Ma nni ng's For mul a Solve For Water Elevation Input Data Channel Slope 0.006000 V : H Elevation range: 266.00 ft to 273.00 ft. Station (ft} Elevation (ft} 0.00 273.00 41 .60 272.00 66 .30 271.00 80 .00 271 .00 159.50 271.30 179.00 271 .00 194.00 270 .00 199.70 269 .00 220.50 268.00 221 .80 267 .00 223 .20 266.00 227.60 266 .00 228 .70 267 .00 229.80 268 .00 231 .00 269 .00 231 .90 270 .00 234.70 271 .00 259 .60 272.00 284.70 273 .00 Discharge 959 .30 ft3/s Results Wtd . Mannings Coefficient 0.050 Water Surface Elevation 272.16 Flow Area 329.23 Wetted Perimeter 231 .19 Top Width 228.58 Depth 6.16 Critical Water Elev. 271.42 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.038030 V : H Velocity 2.91 ft/s Velocity Head · 0.13 ft Specific Energy 272 .29 ft Froude Number 0.43 Full Flow Capacity 1923.25 ft3/s Kling Engineering & Surveying End Station 284 .70 Jan 8 , 1998 13:01 :25 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.050 FlowMaster v4.1 c Page 1of2 Cross Section E-E (PRE) Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data e :\ha estad\pi\ashford\ashford. fm2 CHANNEL SECTION E-E (SCS) Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0 .050 0.006000 V : H Water Surface Elevation Discharge 273. 272 . 271 . £270. ....... c 0 ~ nJ > Q) m 269. n 0 0 0 0 268. 0 267. 0 0 ~ " 272.16 ft 959.30 ft3/s \ ~ .. 7 ; ~ "' \ \ 266. 0.0 50.0 100.0 150.0 Station (ft) 200.0 Kling Engineering & Surveying 7 I I 250.0 Jan 8 , 1998 13:01 :38 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 "' I 300.0 FlowMaster v4.1 c Page 1 of 1 100 YR -WSEL ESTIMATE SECT. E-E-FILLED Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e :\haestad\pi\ashford\ashford.fm2 CHANNEL SECTION E-E (FILLED) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.006000 V : H Elevation range: 266 .00 ft to 273 .50 ft . Station {ft) Elevation {ft) 0.00 273.00 159.50 273 .50 179.00 273 .50 182.00 271.50 183 .50 271 .00 194.00 270 .00 199.70 269 .00 220 .50 268.00 221 .80 267 .00 223.20 266 .00 227 .60 266 .00 228 .70 267 .00 229.80 268 .00 231.00 269 .00 231 .90 270 .00 234 .70 271 .00 259 .60 272 .00 284 .70 273 .00 Discharge 960 .00 ft3/s Results W t d . Mannings Coe ffi cient 0.050 Water Surface Elevati on 272 .64 ft Flow Area 234.16 ft2 Wetted Perimete r 98 .52 ft Top W idth 95.49 ft Depth 6.64 ft Critical Water Elev. 271 .01 ft Critical Slope 0.029853 V : H Velocity 4.10 ft/s Velocity Head 0.26 ft Specific Energy 272 .91 ft Froude Number 0.46 Flow is subcritical. Start Station 0.00 End Station 284 .70 01/08/98 04:09:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbu ry, CT 06708 (203) 755-1666 Roughness 0.050 FlowMaster v5.12 Page 1 of 2 Cross Section E-E (FILLED) Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data e:\haestad\pi\ashford\ashford.fm2 CHANNEL SECTION E-E (FILLED} Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0.050 0.006000 V : H Water Surface Elevation Discharge 274.0 273. n 272 . 0 271 . 0 c ~ 270. 0 I'll > Q) w 269. 0 268 . 0 267. 0 266 .0 272.64 ft 960 .00 ft3/s \ \ I\ 0.0 50.0 100.0 150.0 Station {ft) 200.0 .,...,, -I v I 250.0 01/08/98 04:09:14 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 ,.... / 300.0 FlowMaster v5 .12 Page 1 of 1 100 YR-WSEL ESTIMATE SECTION F-F (PRE) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e:\haestad\pi\ashford\ashford.fm2 CHANNEL SECTION F-F (SCS) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.008000 V : H Elevation range: 263.00 ft to 272.00 ft. Station (ft) Elevation (ft) -50.00 272.00 0.00 271 .00 21.00 270.00 30.80 269 .00 40.60 268.00 49.80 267 .00 51 .00 266 .00 52 .30 265.00 53 .50 264 .00 59 .20 263.00 59.90 263 .00 60 .60 264.00 61 .30 265 .00 61 .90 266 .00 62.80 267.00 71.60 268.00 80.60 269 .00 93.40 270 .00 193.40 272.00 Discharge 959 .30 ff'/s Results Wtd. Mannings Coefficient 0.050 Water Surface Elevation 270.85 Flow Area 244.42 Wetted Perimeter 136.23 Top Width 132.69 Depth 7.85 Critical Water Elev. 269.42 ft ft2 ft ft ft ft Start Station -50 .00 Critical Slope 0.031130 V: H Velocity 3.92 ft/s Velocity_ H~ad 0.24 ft Specific Energy 271.09 ft Froude Number 0.51 Full Flow Capacity 1841 .97 ff'/s Kling Engineering & Surveying End Station 193.40 Jan 8, 1998 13:03:48 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0 .050 FlowMaster v4.1 c Page 1 of 2 Cross Section F-F (PRE) Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method e:\haestad\pi\ashford\ashford.fm2 CHANNEL SECTION F-F (SCS) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 272 . 271 . 270. 269. ~ ~268 . c: 0 ; l1l ~ 267. iTI 266. 265. 264. n o~ 0 0 0 0 0 0 0 0 0.050 0 .008000 V : H 270 .85 ft 959 .30 ft3/s !'\. ""' \ \ \ \ ~~ = v ~ I I I 263 . -50.0 0 .0 50.0 100.0 Station (ft) Kling Engineering & Surveying ~ _/ ,/ 150.0 200.0 Jan 8 , 1998 13:04:17 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 100 YR-WSEL ESTIMATE SECTION F-F -POST Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e:\haestad\pi\ashford\ashford.fm2 CHANNEL SECTION F-F (SCS) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.008000 V : H Elevation range: 263 .00 ft to 272.00 ft. Station (ft) Elevation (ft) -50 .00 272.00 0.00 271.00 21 .00 270.00 30.80 269 .00 40 .60 268.00 49 .80 267.00 51.00 266 .00 52 .30 265 .00 53.50 264.00 59 .20 263 .00 59.90 263 .00 60 .60 264.00 61 .30 265 .00 61 .90 266 .00 62 .80 267 .00 71.60 268 .00 80.60 269.00 93.40 270 .00 193.40 272.00 Discharge 960 .00 ft3/s Results Wtd . Mann ing s Coefficient 0.050 Water Surface Elevation 270.85 Flow Area 244.59 Wetted Perimeter 136.32 Top Width 132.78 Depth 7.85 Critical Water Elev. 269.42 ft ft2 ft ft ft ft Start Station -50.00 Critical Slope 0.031128 V : H Velocity 3.92 ft/s Velocity Head 0.24 ft Specific Energy 271.09 ft Froude Number 0.51 Full Flow Capacity 1841.97 ft3/s Kling Engineering & Surveying End Station 193 .40 Jan 8 ,1998 13:04:47 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.050 FlowMastar v4.1c Page 1 of 2 100 YR-WSEL ESTIMATE SECTION G-G (PRE) Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e:\haestad\pi\ashford\ashford.fm2 CHANNEL SECTION G-G (SCS} Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.008500 V : H Elevation range: 263 .05 ft to 269.20 ft. Station (ft} Elevation (ft} 0.00 269.20 220.87 268.00 369.39 266.00 381.30 264 .00 386.97 263.05 392 .76 264 .00 403.44 266 .00 522.68 268.00 Discharge 959.30 ft3/s Results Wtd. Mannings Coefficient 0.050 Water Surface Elevation 267.75 Flow Area 314.87 Wetted Perimeter 268.54 Top Width 268.00 Depth 4.70 Critical Water Elev. 267.13 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.037297 V : H Velocity 3.05 ft/s Velocity Head 0.14 ft Specific Energy 267.89 ft Froude Number 0.50 Full Flow Capacity 3414.47 ft3/s Flow is subcritical. Kling Engineering & Surveying End Station 522.68 Jan 8 , 1998 13:05:14 Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.050 FlowMaster v4.1 c Page 1 of 1 Cross Section G-G (PRE) Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method e:\haestad\pi\ashford\ashford.fm2 CHANNEL SECTION G-G (SCS) Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 270.0 ('-. ---~ 269.0 268.0 2267.0 ........ 0 .050 0.008500 V : H 267 .75 ft 959 .30 ft3/s ~ ~ --"'-. " ~ or-7 lllF c: 0 +:l Ill > a.> jjj 266 .0 ~ ~ 265 .0 264.0 ~ " / v / 263.0 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0 550.0 Station (ft) Jan 8, 1998 13:05:24 Kling Engineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 100 YR -W SEL ESTIMATE SECTION G-G -POST Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e :\haestad\pi\ashford\ashford. f m2 CHANNEL SECTION G-G (SCS) Irregu lar Channel Man ning's Formula Solve For Water Elevation Input Data Channel Slope 0.008500 V : H Elevation range: 263.05 ft to 269.20 ft. Station (ft) Elevation (ft) 0.00 269.20 220 .87 268.00 369.39 266 .00 381.30 264.00 386.97 263.05 392.76 264.00 403.44 266.00 522.68 268.00 Discharge 960 .00 ft3/s Results Wtd. Mannings Coefficient 0.050 Water Surface Elevation 267.75 Flow Area 315.05 Wetted Perimeter 268.63 Top Width 268.09 Depth 4.70 Critical Water Elev . 267.13 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.037294 V : H Velocity 3.05 ft/s Velocity Head 0.14 ft Specific Energy 267 .89 ft Froude Number 0.50 Full Flow Capacity 3414.47 ft3/s Flow is subcritical. Kling Engineering & Surveying End Station 522.68 Jan 8, 1998 13:05:44 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.050 FlowMaster v4.1 c Page 1 of 1 SOUTHSTREETSECTION10YREVENT Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e :\ha estad\pi\ashford\ashford. fm2 SOUTH STREET SECTION Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.006000 V : H Elevation range: 0.00 ft to 1.70 ft . Station (ft) Elevation (ft) 0.00 1.70 6.00 6.50 6.50 20 .00 33.50 33.50 34.00 40.00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Depth 0 .50 0.50 0.00 0.50 0.00 0.50 0.50 1.70 81.60 0.013 0.78 14.93 31.86 30.78 0.78 0.90 ft3/s ft ft2 ft ft ft ft Critical Water Elev. Critical Slope Velocity 0.002933 V : H Velocity Head Specific Energy Froude Number Full Flow Capacity Flow is supercritical. 5.47 0.46 1.24 1.38 464.45 ft/s ft ft ft3/s Start Station 0.00 6.00 34.00 Kling Engineering & Surveying End Station 6.00 34.00 40.00 Dec 24, 1997 09:36:28 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.030 0.013 0.030 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Channel Slope SOUTH STREET SECTION 25 YR EVENT Worksheet for Irregular Channel e :\ha estad\pi\ashford\ashfor d. fm2 SOUTH STREET SECTION Irregular Channel Ma nning's Formula Water Elevation 0.006000 V : H Elevation range: 0.00 ft to 1.70 ft . Station (ft) Elevation (ft) Start Station 0.00 6 .00 34.00 0.00 1.70 6.00 0.50 6 .50 0.50 6 .50 0.00 20.00 0.50 33.50 0.00 33 .50 0.50 34.00 0.50 40 .00 1.70 Discharge 93.20 ft3/s Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 0.82 ft Flow Area 16.25 ft2 Wetted Perimeter 32 .29 ft Top Width 31.21 ft Depth 0.82 ft Critical Water Elev. 0.96 ft Critical Slope 0.002860 V : H Velocity 5.74 ft/s Velocity Head 0.51 ft Specific Energy 1.33 ft Froude Number 1.40 Full Flow Capacity 464.45 ft3/s Flow is supercritical. Kling Engineering & Surveying End Station 6.00 34.00 40 .00 Dec 24, 1997 09:37:09 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.030 0.013 0 .030 FlowMaster v4.1 c Page 1 of 1 SOUTH STREET SECTION 100 YR EVENT Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e:\haestad\pi\ashford\ashford.fm2 SOUTH STREET SECTION Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.006000 V : H Elevation range: 0.00 ft to 1.70 ft. Station (ft) Elevation (ft) 0.00 1.70 6.00 6.50 6.50 20 .00 33.50 33.50 34 .00 40.00 Discharae Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Depth 0 .50 0.50 0.00 0.50 0.00 0.50 0.50 1.70 110.00 0.013 0.88 18.08 32.88 31 .79 0.88 1.04 ft3/s ~ ft ft2 ft ft ft ft Critical Water Elev. Critical Slope Velocity 0.002776 V : H 6.09 ft/s 0.58 ft 1.45 ft 1.42 Start Station 0.00 6 .00 34.00 End Station 6.00 34.00 40 .00 Velocity Head Specific Energy Froude Number Full Flow Capacity Flow is supercritical. 464.45 ft3/s Q 0 \..1-J -to 'R 0 '-.-0 Dec 24, 1997 09:35:31 Kling Engineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.030 0.013 0.030 FlowMaster v4.1 c Page 1 of 1 SOUTH STREET SECTION 100 YR Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data e:\haestad\pi\ashford\ashford.fm2 SOUTH STREET SECTION Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0 .013 0.006000 V : H Water Surface Elevation Discharge 1 .8 () 1 .6 1.4 1 .2 ~ :=, 1 .0 c 0 ;; <ll ~ 0 .8 jjj 0 .6 \ \ \ \ \ \ ' \ 0.88 ft 110 .00 ft3/s '<"t7 ;~ \ / "" 0.4 0 .2 / / / / "" "' 0 .0 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) Kling Engineering & Surveying ~ ~I 30.0 Oec 24, 1997 09:34:10 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203} 755-1666 I) J I I I I I I I J 35.0 40.0 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Channel Slope NE STREET SECTION 10 YR EVENT Worksheet for Irregular Channel e:\haestad\pi\ashford\ashford .fm2 NE STREET SECTION Irregular Channel Manning's Formula Water Elevation 0.016600 V : H Elevation range: 0 .00 ft to 1.70 ft. Station (ft) Elevation (ft) Start Station 0.00 6.00 34.00 0.00 1.70 6 .00 0.50 6.50 0.50 6.50 0.00 20 .00 0.50 33 .50 0.00 33.50 0.50 34.00 0.50 40.00 1.70 Discharge 28.70 ft3/s Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 0.45 ft Flow Area 5.42 ft2 Wetted Perimeter 25.10 ft Top Width 24.19 ft Depth 0.45 ft Critical Water Elev. 0.58 ft Critical Slope 0.003701 V : H Velocity 5.30 ft/s Velocity Head 0.44 ft Specific Energy 0.88 ft Froude Number 1.97 Full Flow Capacity 772.54 ft3/s Flow is supercritica l. Flow is divided . Kling Engineering & Surveying End Station 6.00 34.00 40 .00 Dec 24, 1997 09:47:08 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.030 0.013 0.030 FlowMaster v4. 1 c Page 1 of 1 NESTREETSECTION10YR Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method e :\haestad\pi\ashford\ashford. fm2 NE STREET SECTION Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 1 .8 ( 1 .6 1.4 1.2 ~ :t:.-1 .0 c 0 :;::: ca ~ 0 .8 [jj 0 .6 0.4 \ \ \ \ \ ' \ \ 0.013 0.016600 V : H 0.45 ft 28.70 ft3/s .......... = / / / ........ .......... ........ .... 0 .2 "'-/ ~ O.b 0 .0 5 .0 / / 10.0 15.0 20 .0 25.0 Station (ft) Kling Engineering & Surveyi ng "-. ~ 30.0 Dec 24, 1997 09:47:46 Haestad Methods, Inc. 37 Brookside Road . Waterbury, CT 06708 (203) 755-1666 (~ I I I I I I I ] 35.0 40.0 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Depth Left Side Slope Right Side Slope Bottom Width Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Dec 24, 1997 09:33:31 Swale A-A 100 year flow -no backwater Worksheet for Trapezoidal Channel e :\ha esta d\pi\ashford\ashford. fm2 SWALE TO CREEK Trapezoidal Channel Manning's Formula Discharge 0.030 0.013000 V : H 1.50 ft 3.00 H: V 3.00 H : V 8.00 ft 110.93 ft3/s 18.75 ft2 17.49 ft 17 .00 ft 1.49 ft 0.013193 V: H 5.92 ft/s 0.54 ft 2.04 ft 0.99 Kling Engineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data Mannings Coefficient Channel Slope Depth Left Side Slope Right Side Slope Bottom Width Discharge Cross Section Swale A-A Cross Section for Trapezoidal Channel e:\haesta d\pi\ashford\ashford. fm2 SWALE TO CREEK Trapezoidal Channel Manning's Formula Discharge 0 .030 0 .013000 V : H 1.50 ft 3.00 H :V 3.00 H:V 8.00 ft 110.93 ft3/s ~ sz ~ ---~--_....__-~--=r1 .50ft Dec 24, 1997 09:32:31 I. .I 8 .00 ft Kling Engineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 H 1 NTS FlowMaster v4.1 c Page 1 of 1 APPENDIX 6 REPLAT