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52 Development Permit 619 University Place Condos
DEVELOPMENT PERMIT PERMIT NO. 619A UNIVERSITY PLACE CONDOS PHASE II FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: SITE ADDRESS: Crawford Burnett Survey, A-7 7 .99 Acre Tract OWNER: The Bradley Company P.O . Box 8187 Roanoke , VA 24014 540-345-3806 DRAINAGE BASIN: Bee Creek Southwest Parkway TYPE OF DEVELOPMENT:This permit is valid for construction as per 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 perm itted work . Any trees required to be protected by ordinance or as part of the landscape plan must be completel y fenced before any operations of this permit can begin. This permit, being temporary, is valid only within sixty (60) days of the date s~n 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 development shall be · ordance with the plans and specifications submitted to and approved by the City Engineer in the velop ent permit application for the above named project and all of the codes and · ance of the Ci o e Station that appl y . Date Owner/ Agent Date ' ' ,. . • .< • I I ,· ; t ·.,,,· .l I • I I I UNIVERSITY PLACE CONDO'S PHASE II Southwest Parkway Case #98-504 Project Manager: Natalie Ruiz Building Permit Checklist: Rex Brown, Superintendent White Oak Builders , Inc . Phone (281) 596-9445 Certificate of Occupancy issued on 515 Southwest Parkway. (The final building and fire finals were completed; but , no C .O . was issued.) Temporary blanket utility easement. (Legal prepared the instrument and mailed to the owner. To date, there has been no response.) Parkland dedication in the amount of $12,420 (36 units @ $345/per unit). With Phase I, the developer paid for only 60 of the 96 total units. Issue the Development Permit for Phase II. (The origi nal D.P. issued for the entire project has expired.) $100 D .P. application fee. $300 Infrastructure inspection fee . Water taps for the individual units . $14,400 total (Thirty-six W ' water taps @ $400 each). Building Permit applications and applicable fees. eRuiz Development Coordinator October 11, 1999 01/29/99 15 :10 ft409 846 8252 KLING ENGR -----~~ 00_2 __ _ 36516 Federal Register /Vol. 63 . No . 128 I Monday. July 6 , 1998 I Notices THIS FORM REPLACES PREVIOUS FORM 3510-S (8-98) Form Approved . OMB No. 204CHl188 See Reverse for Instructions &EPA Un~ed States Environmental Protection Agency NPDES W&shington, DC 20460 FORM Notice of Intent (NOi) for storm w.ter Discharges Aaoclated with CON5mUCTION ACTIVITY Under a NPDES General Pllnnit Submiss ion cl tis Notice of Intent constitutes notice that the party klentlfled In SectiOn I of this form Intends to be authorized by a NPDES permit Issued tor storm water dlscharge8 associated ¥llltl constNctlon activity In !he Slllte/lndlan Country Land Identified in SectioQ II ot this loml .. Sutmssion of !his Notice of Intent also constl1ul86 rdce lhat the party identified ill S8don I ot this form meets the eligfbflity requirements In ~n l.B. of Ille geftl!l'atpannft fndudfng · 1hasa related 10 protecilon of endengered species deterlT'ioed through the procedl.l"es In Addendum A of Ile general permit), understaros that continued aulhortzation lo dscharge Is contingent ai mUllali*lg permit eligibility. and 11181 implementation of ht Stonn water Polutiat Prell9nlion Plan required lnler Pait N ot the general permll wll begin at Ille time the pennittee commenc41s work on the construction project Identified i1 Secion II below. IN ORDER TO OBTAIN AUTHORIZATION, ALL INFORMATION REQUESTED MUST BE INCLUDED ON THIS FORM. SEE INSTRUCTIONS ON BACK OF FORM. I. OWnerK>pemor (Appllcant) Information Name: IW l:l1 l fiiS Oi/Jr:J"\'.:.1 1BU. l 1l.lb~ I 1I11\Ji6.. I I I I I I I Phone : 1W,.l 156'.1b1~r111) ~ Address: I I 1 / 1lj1Cf1:fr 1MiTI'{J I fi ©v !l.)'ti 1:2101 l 11Jef 1! t]~I I I I I I I Slllltus of OwnedOperator. D City: tfi0t1~61l1Q1t::lJ I I I I I I I I I I I I I I I State: trU'.J ZlpCOde: CZ1:Z~1:Z!~l-I I I I I II. ProfectlSI~ fnforrmtlon Is lhe facllty localed on lrdan Colntry Lands? P.rojed Name: 101Ni l f~1£iei~ i 1'riYi 1p!L 1Aiciei 1C~i)t:Jei~ I IU i ll~:t!l~I I Yes O No lliJ . .·,Project AddresslLocatlon: I~ ' 15 I 1i2 iDi1.> iTittW~IL ifi~!\:'.t·)\1"l'.J I ! I I I I I I I I I City; ~ILl,.J~~ 1$J~fil11Q'J I I I I I I I I I State:~ Zip Gode: l7171f3it?!5t -I I I I I LatllUde: I :l13 I ~171~"" Loogilude: I a I t'-l1~IZJ!~I County: 1gi1¥f7 0 ~ I I I I I I I I I I I I I Has the SlxJrm waler Pollution Plf!lll!fllion Plan (SWPPP) been prepared? ~~ No0 Optional; Address of locatiQn of 1;)i{ Address in Section I abolle 0 Adaress In Section II above 0 01har addra&s (If known) bolOw: SWPPP for viewing SWPPP · ~ !~t?!tJlTHw'E~ I I iBfu~1 Phone: Address: i_51 l 1 I I I I I I I I I I I I 111' 131 5i a 21~ i et9i -City: t!.ia1u1..Jert._..21 6iY1At-ri11Q~ I I I I I I I State : rz:i]I ~Code : l'"'li/1 ~ ~ -1 I I I I Name of ReceMng Water: I I I I I I I I I I I I I I I I I I I I I I I I I ltaaJOt LI I l~l~I~ ~SD l 1 l ttct1~ Based on~ provided In AddencUn A of the permit. are Monlll Dar ~ Marth Dq Hlat 1here 81rf llS1ed andangerad or threstened species. or designated Emnatod ComN:tlon Start D.te Estimated Complelion Date c:ritfQll heblUll In the pl'Dject ania? Estimate ol area to be <ll!Ptvrbed (to neara&l acni): I I I I I 1Bt v.sO No~ Estimate cl l..iulabood ol C>ischalV• (choose orily one): I have satisfied permt aligillily with repd IO protection of 1. 0 U'*81y ~ spedes flrough the hd'ICllllld '8diofl of Part 1.9.3.e .(2) 3 . 0 once per week 5 .oeon~ of 1he permit Celled< one or more boxec): 2. "P(. Once per monlh 4. 0 Ortce per day <a>O lb>O <c>O <d>O m. Cactlflcatlon I certify under penelty ol law 1hat fhis docwnent arid aD att.actwnents were prepared under my direction or supervision In accordance wl1h a O}r.ltem designed t.o assUr& that qualified petSOMef property gs1her and evaluate the 111fonnatlon submitted. Based on my Inquiry of ltle patson or perSOns who manage tl1:i :iy:Jlem. or flosa persons direc:tly responsible for gelhering the Information. Ille lnfonnallon submiltad is, to Iha bast of my knowledge and belaf. hue, aa:unde, and complete . I em aware that there are significant penalties for si.bmitting false lnfomialOn. lnctullng Iha posslblfity ol fine and ~rlsonment for lenowlnliJ Ylcladons. Print Name; n3.avi 1At l~fl t,\k 1 I I J I I I I I I I I I I I I I I I I Date : ~,21Cll 1j1~ ~a-.'--\~ -Signature : -r -- v I l l ' EPA Foon 3510-9 replaced 3510-6 (6-98) '---/ 0 1 /0 5 /9 9 1 2 :03 '5'409 8 46 8252 KLI NG EN GR +·>-> COCS VOLK /MO RGAN KLING ENGINEERING & SURVEYI NG Con1ulting En1ineers • L&nd Surveyors 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 BJ. Kling, P.E., .R.P.L.S. S.M. Itllng, R.P .L.S. January 05, 1999 Telephone 409~212 ·Pu: 409/8'6-82S2 TO: Veronica Morgan, P.E/ FROM: Stacy King RE: University Place Condominiums -Drainage Ditch Po.t omce Box 4234 Bryan, TCDJ 77805 I have received a fax today from Bob Bradley, a member of the University Place Housing, L.L.C. He has stated that they, the University Place Housing, L.L.C., are not willing to pay the design fees for the proposed channel improvements _or the converting to storm sewer . His position is that the site is not utilizing the upstream portion of the ditch and at the point the site discharges into the ditch, at the downstream end, the run-off from the site has not been increased. If you have any questions or comments regarding this position please let me know . • 14100 2 JJ JJt~\ JcH ~ ~ eur \})\ ~~J,Lo~ . ~t 0~t1 Tu -(}W!~~~~ ~-~~~J-yµ__. 1? / ·r\~ ~~~~ \})9), ~~ /0 . 'd' w\~~&D~ rz ;, 00 \) 1 -r '-\ ~, CJ-.0v .~s, ~ HltlM ~~' 0JC-'1~cl -~~Tu . ~ +>~&·· 01 /0 5 /9 9 12 :03 '5'4 09 84 6 825 2 KLI NG ENGR ~~~ COCS VOLK /MORG AN KLING ENGINEERING & SURVEYING TELECOPIER COVER SHEET IEF ;f .. eover) DATE Jcffi\)™ ~ ~5 1 '{:)CZ>~ Please deliver the following pages to: Name: \b;cfOD\c..&\ hor~ Firm: C,\~ o Si Lo\\g~ ~ d:-.,yf\ Fax Number=-=------------------------- Phone: (409)846-6212 Fax: (409)846-8252 We are transmitting ~-L~ ___ page(s), including this cover letter from our fax number listed above. If any pages are missing or incomplete, please contact sender. 141 0 01 From: To: Date: Subject: Veronica- Kling Engineering & Surveying <kling@mail.myriad.net> City of College Station.City Hall(VMORGAN) 12/16/98 11 :44AM university place condos on sw parkway Following is a copy of the e-mail that you sent us that you requested from Stewart. Stacy >X-From_: VMORGAN@ci.college-station.tx.us Mon Od 19 15:52:57 1998 >Return-Path : <VMORGAN@ci.college-station .tx.us> >Date : Mon, 19 Od 1998 16:07:52 -0500 >From : Veronica Morgan <VMORGAN@ci.college-station.tx.us> >To: Ccryan@ci.college-station.tx.us, JCALLA WA Y@ci.college-station.tx.us, > MSMITH@ci.college-station .tx.us, kling@mail.myriad .net >Cc: SVOLK@ci . college-station.tx. us >Subjed: university place condos on sw parkway >Content-Disposition: inline > >mark, >i met with stuart kling last week on Thursday regarding the above referenced projed. We discussed reconstrudion of the current open ditch by placing it underground in a pipe . > >In an effort to accomplish this because it is somewhat an offsite improvement I offered the following : > >1 . It could be drawn up and bid as a separate projed to occur concurrently w ith the condo construdion >2. We would most likely have to publicly bid the projed b/c of our participation and since this may take a while we would .... >3.Not hold up building permits waiting on the channel reconstrudion to occur >4. City has offered to pay for the construdion cost to put it underground -if we can find the money .... >5 . Stuart will ask his client if #4 is worked out would the developer pay for the design of the pipe sedion >6.With a storm sewer, headroom is limited and there may be a potential of some adjustment to the adjacent waterline >7.Stuart thinks as a ballpark estimate that it will be approx. $100,000 for materials alone ... so probably looking at $250k the construction projed. > >Stuart will be getting back with me re: his clients thoughts on the subjed. I told him we would be looking for money. (i.e. Char1es ... why i copied you) .... I would like to know what fund availability we have in oversize drainage. And Mark was looking also . > >Once Stuart gets back with me I will need to decide if we are going to proceed with this and go forward to Council with a development agreement committing our participation as well as the developer's. > > > > > DEVELOPMENT PERMIT PERMIT NO. 619 UNIVERSITY PLACE CONDOS FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Crawford Burnett Swvey, A-7 7 .99 Acre Tract OWNER: The Bradley Company P .O . Box 8187 Roanoke, VA 24014 540-345-3806 DRAINAGE BASIN: Bee Creek SITE ADDRESS: Southwest Parkway TYPE OF DEVELOPMENT:Thi1 permit is valid for clearing and grubbing 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 distwbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporaty erosion control. The Owner and/or Contractor shall also insure that any distwbed 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 ternporaty, 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 unauthoriz.ed 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 deve opment shall be in accordance with the plans and specifications submitted to and approved by the Ci ngineer in the development permit application for the above named project and all of the codes and ces of the Ci of College Station that apply. Date l)-z£L/&{f Date Contractor Date 4103 Texas Avenue , Suite 212 Bryan, Texas 77802 TO ATTENTION WE TRANSMIT : 0 Under Separate Cover 0 Enclosed VIA : OMail ~essenger 0 Federal Express 0 Express Mail 0 Special Courier 0 Picked Up By Your Office NO . \ KLING ENGINEERING AND SURVEYING ~u~~ Q Consulting Engineers• Land Surveyors \..0 \-\ Tel. (409) 846-6212 Fax (409) 846-8252 THE FOLLOWING : 0 Prints O Copies D Originals O Plat 0 Field Notes D Plans D Report 0 Estimate D Cut Sheets DATE PROJECT NO . PROJECT NAME REFERENC E 0 Computer Printout O File 0 Contract 0 DESCRIPTION ~ ~Bryan, Texas 77805 FOR: 0 Your Review & Approval 0 Your Review & Comment 0 Your Review & Distribution 0 Your Review, Revision & Return 0 Your Signature & Return ~Your File and /or Use O 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 . Signed : LOOK IN CONFIDENTIAL BINDER FOR OTHER SUPPORTING MATERIAL 4103 Texas Avenue , Suite 212 Bryan, Texas 77802 TO ATTENTION ~~\'\ \e... WE TRANSMIT: 0 Under Separate Cover OEnclosed VIA : OMail ~Messenger 0 Federal Express 0 Express Mai'I 0 Special Courier 0 Picked Up By Your Office KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-8252 THE FOLLOWING : 0 Prints DCopies OOriginals DPlat 0 Field Notes ~Plans .El Report 0 Estimate DCut Sheets DATE PROJECT NO . 0 Computer Printout OFile DContract 0 FOR : P.O . Box 4234 Bryan , Texas 77805 ~Your Review & Approval 0 Your Review & Comment 0 Your Review & Distribution 0 Your Review, Rev ision & Return 0 Your Signature & Return O Your File and/or Use D As Requested By : 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To Us 0 Copies Of Th is Letter Of Transmittal Sent To : NO . DESCRIPTION \ ~ \ \ \ If Enclosures Are Not As Noted , Please Notify Us At Once. Signed : Redlines (Second Subbmital) for Civil Plans University Place@ College Station Condominiums 1) Do not show construction entrances on Nevada until issue is resolved . Response: O .K. Construction entrances have been removed from plans . 2) Submit E .P .A. Notice oflntent Response : This is the responsibility of the contractor. See general note 18 on SP-1. 3) Erosion Control/Sedimentation Control Plan Response: See sheet SP-I key note 46 and sheet SP-2 key note 8 . 4) Separation distance between water and sewer is 2' TNRCC 299.44 revised 3/3/97 . Response : O .K. See note 15 on waterline plans to maintain 2' clearance between water and sewer. Also change key note 7 on sheet SS-1. 5) Velocities in existing 6" waterline due to fire flow per fire flow analysis are too high . Design waterline such that flows do not exceed 12 ft/sin existing waterline and proposed waterline . Response : O .K. Portion of proposed waterline that was a 12" line on northside has been reduced to an 8" line and a portion of the waterline connecting to the existing 8" line on the south side of the property has been increased to a 12" line . Have made changes to all appropriate sheets . Have also updated fire flow analysis and cost estimate . 6) Submit Development Permit. Response: The owner is in the process of selecting a contractor when the contractor has been selected the development permit will be completed and turned into the City . Note: $100 fee for development permit was submitted 12/02/98 . University Place Condominiums Engineer's Estimate for Infrastructure December 22, 1998 ITEM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 DESCRIPTION UNITS 12" PVC Cl-DR14 (AWWA C900 , PC 200) LF w/Embedment 8" PVC Cl-DR14 (AWWA C900, PC 200) LF w/Embedment 4" PVC Cl-DR14 (Schedule 80) LF w/Embedment 2" PVC (Schedule 80) LF w/Embedment 6" Tapping Sleeve and Valve EA 6"x8" Reducer EA 12"X8" Reducer EA 8"X8" Tapping Sleeve and Valve EA 8"X8" Tee EA 8"X8" 45° Wye EA 8" 90° Bend EA 8" 45° Bend EA 8" 22 .5° Bend EA 8" 11X0 Bend EA 8"X6 " Tee EA 8"X4" Tee EA 8"X4" 45° Wye EA 8"X4" Reducer EA 4" 11X0 Bend EA 4"X2" Tee EA 4"X2" 45° Wye EA 4"X2" Cross EA 4X2" Reducer EA 2" 90° Bend EA 2" 22.5° Bend EA 2" 11X0 Bend EA 2"X2 " Tee EA 2"X2" Cross EA Std. C.O.C.S . Fire Hydrant w/Appurt . EA 8" Valve wNalve Box EA REVIEWED FOR I COf\~PLIANCE DEC 2 3 1998 COLU:'.:GI::. ~ I A 110N ENGINEj~~NG w,;r Engineer's Estimate QTY. UNIT EXTENSION PRICE 129 $33 .00 $4 ,257.00 1486 $29.00 $43 ,094.00 219 $10.00 $2 , 190 .00 324 $9.00 $2,916.00 1 $1 ,500 .00 $1 ,500.00 1 $150 .00 $150 .00 2 $1,100 .00 $2 ,200.00 1 $1,800 .00 $1 ,800 .00 1 $300.00 $300 .00 3 $410.00 $1 ,230 .00 1 $150 .00 $150.00 6 $150 .00 $900.00 6 $150 .00 $900 .00 5 $150.00 $750.00 2 $150 .00 $300 .00 9 $180.00 $1,620 .00 1 $400 .00 $400.00 1 $150.00 $150.00 1 $100.00 $100.00 10 $200.00 $2,000 .00 1 $500.00 $500 .00 1 $500.00 $500.00 13 $160.00 $2 ,080.00 23 $160.00 $3 ,680.00 1 $25.00 $25 .00 1 $50.00 $50.00 64 $10 .00 $640.00 4 $5 .00 $20.00 2 $1,800 .00 $3 ,600.00 3 $750 .00 $2 ,250 .00 December 21, 1998 TO: Jeff Tondre Development Engineer -City of College Station FROM: Stacy King Kling Engineering & Surveying RE: University Place at College Station Condominiums -Fire Flow Analysis The following memo is to satisfy the Fire Flow Analysis required for the waterline that is to be installed on University Place at College Station. This memo includes assumptions made in the analysis, a sketch of the waterline and the results from a CYBERNET analysis . (The CYBERNET program is by Haestad Methods and uses the same methodology as KYPIPE). ASSUMPTIONS It is assumed that only one building is on fire at a time. The fire flow demand for each building was determined, and the building with the highest demand was used for the analysis . It is also assumed that the building on fire will not have any domestic water demands . However, the remaining seven buildings will have domestic water demands totaling 120 gpm . The required flow to put out a fire for one building is calculated at 3500 gal/min plus 600 gpm for the sprinkler system demand totaling 4100 gpm. The sum of the fire flow and domestic water demand, 4220 gpm, is split between the two fire hydrants on the site. The measured pressure in the existing 6 11 line, along the north property line, is 95 psi and the 8 11 line, near the south property line, is 90 psi. After construction of the loop the pressure will equalize at both ends of the loop . In effort to be conservative, regarding velocities , we used the 95 psi for pressure at both ends of the loop . The 95 psi is converted to a hydraulic grade for use in analysis . See calculation sheet in following pages for calculations for water demands , required fire flow and hydraulic grade. The existing 6 11 line is incorporated into the model in order to determine the velocities produced in the line . The existing 8 11 line is not incorporated into the model. In determining the velocities in the existing 8" line it is assumed that the flow through P-8 is supplied from both directions in the existing 8" line . RESULTS 8" and 12" waterline range from 0 .65 to 9.26 ft/ the north side of the property rang;Ql~flJ! waterline are estimated at 10.4 ft/s . and computations). :;a I N rri x lf) --l z GJ co KLING ENGINEERING & SURVEYING BRYAN, TEXAS :;a I .. Title: Bradley e :\fire.wcd R-1 12121 /98 08 :48:53 AM Scenario: Base -1 J-1 p 2 -3 P-p 7 J-5 F H 4 Kling Engineering & Surveying ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 R 3 R 2 Project Engineer: S .B . King Cybemet v3.1 (071) Page 1 of 1 link Start Label Node P-4 J-2 P-5 J-2 P-6 FH-4 P-8 R-2 P-7 FH-3 P-3 J-1 P-2 J-1 P-1 R-1 Title: Bradley e:\fire.wcd End Node FH-4 FH-3 J-5 J-5 J-5 J-2 R-3 J-1 12121/98 08:40:02 AM Material Diameter (in) PVC 8 PVC 8 PVC 8 PVC 12 PVC 8 PVC 8 PVC 6 PVC 6 Length Minor Loss (ft) 584.50 1.85 89.00 0.55 284.70 0.75 128.80 2.19 472.10 1.54 56.00 0.35 160.00 0.39 500.00 1.58 Scenario: Base Steady State Analysis Pipeline Report Current Head loss Discharge Status (ft) (gpm) Open 7.00 853.60 Open 0.02 102.03 Open 6.87 -1,256.40 Open 5.17 3,264.37 Open 0.11 102.03 Open 0.93 955.63 Open 4.11 -622.03 Open 4.11 333.60 Kling Engineering & Surveying Velocity Start End (ft/s) Pressure Pressure (psi) (psi) 5.45 92.31 88.20 0.65 92.31 92.73 8.02 88.20 91.82 9.26 91.82 0.65 92.73 91.82 6.10 222.66 92.31 7.06 222.66 3.79 222.66 <!:> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: S.B. King Cybernet v3.1 (071) Page 1 of 1 Required Fire Flow to Extinguish Fire C = 1.5 (wood frame construction) A= 16651 sf 18 x 1.5 x 16651°·5 = 3484 gpm 3500 gpm 3500 gpm x 0 .5 = 1750 gpm (sprinkler system) Distance Increase Side 1 Side 2 Side 3 Side 4 0-1 O' from street 0-1 O' from street 0-1 O' from street 11-30' from building 1750 x 1.95 = 3413 gpm 3500 gpm Hydraulic Grade @ R-1 25% 25% 25% 20% 95% 951b 1 ft 3 144 in 2 95 psi = ir12 x 62 .4 lb x ft 2 = 219 ft 21 9 ft + 300 ft = 519 ft Water Demand for Remaining 7 Buildings 96 Units: Assumption: 4 Occupants per unit. Usage: *100 gal/person/day = 0.06944 gpm/person Peaking Factor: 4 .5 96 x 4 x 0.06944 x 4.5 = 120 gpm *It is assumed that the water demand is equivalent to the daily waste water flow. Velocity Estimate for Existing 8" Line 3264.37gal I min ft 3 min 1 ft / ------x x-x = 10.4 s 2 7.48gal 60s 3.14(0.333)2 10 /22 /98 10:13 'B409 846 8252 TELECOPIER COVER SHEET IEF:f•111::overl Please deliver the following pages to: Fax Number: _________________________ _ From: ~\K._'-\ \<...\NG Kling Engineering & Surveying 4103 South Texas Ave .• Suite 212 Bryan, Texas 77802 Phone: (4091846-6212 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. ~Rs N<..E ~1 1 ~ -L 1 J ~' '-L \\\\6 ~ \:E..QJ'\\~\ <oLE ? 1-\-\f\'\jE.:. e.l\{)'NN ~~'E,t_ ~ \\\'\::_ ~\\['\:...~ ?1"-.C.-£... ( I I I I I I I I I 10122 1 98 I I I I I I I / HC I I 10:13 ti'409 846 8252 KLING ENGR ->->-> COCS VOLK /MORGAN HC KUNG 13.1' 141002 BL FF - ·.v.~:r9:6.I.s~ .. M.2:~ii~E ::.:~frfY:~~IIY:::E>1.~£~~·~9:~~-<>~::·~F·~~:::r~~r.i<~-~i.:.·.:.::::::::·:·.·.·:·.:.:.·:::::::.·::.·.·.::::::.:::::::::::.:.:.:.:.:.:.::::::::::::.:.:.:.:::.::::::::::::::::.:.::::·::::::::::::::::::.:::::.::::::::::::::::.:::::::::.:::::::::::.::::::::·:·: .. ::::::::: .. :.·.·.:::::::'.:::.·' ... :.: ..... :::::.:::::.·:.Pi~i~.:JJ From: To: Subject: mark, Veronica Morgan Charles Cryan, internet:kling@mail.myriad.net, J ... university place condos on sw parkway i met with stuart kling last week on Thursday regarding the above referenced project. We discussed reconstruction of the current open ditch by placing it underground in a pipe. In an effort to accomplish this because it is somewhat an offsite improvement I offered the following: 1. It could be drawn up and bid as a separate project to occur concurrently with the condo construction 2. We would most likely have to publicly bid the project b/c of our partici pation and since th is may take a while we would .... 3.Not hold up building permits waiting on the channel reconstruction to occur 4 . City has offered to pay for the construction cost to put it underground -if we can find the money .... 5 . Stuart will ask his client if #4 is worked out would the developer pay for the design of the pipe section 6 .With a storm sewer, headroom is limited and the re may be a potentia l of some adjustment to the adjacent waterline 7.Stuart thinks as a ballpark estimate that it will be approx. $100,000 for materials alone ... so probably looking at $250k the construction project. Stuart will be getting back with me re: his clients thoughts on the subject. I told him we would be looking for money. (i.e. Charles ... why i copied you) .... I would like to know what fund availability we have in oversize drainage. And Mark was looking also . Once Stuart gets back with me I will need to decide if we are going to proceed with this and go forward to Council with a development agreement committing our participation as well as the developer's. CC: Shirley Volk · . ...... 1 0 /09 /98 10 :0 4 'B409 8 4 6 825 2 KL IN G EN GR ~~~ CO CS VOLK /MORG AN KLING ENGINEERING & SURVEYING TELECOPIER COVER SHEET (Ef:f&11aovetl DATE October 09. 1998 Please deliver the following pages to: Name: Bob Bradley cc: Jay Hough and Veronica Morgan, P.E. Firm: The Bradley Company FaxNumber:. __ (_54_0_)_3_4_2_-3_s_o_o,~_(_s_4_o)_3_4_4-_6_1_19_a_nd~7-64_-_3_a_14 ____ ~-- From: Stacy King Kling Engineering & Surveying 4103 South Texas Ave., Suite 212 Bryan, Texas 77802 Phone : (4091846-6212 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. ~00 1 .. -- 10 /09 /98 1 0 :0 4 '5'409 8 4 6 8 2 5 2 KLI NG E GR ~~~ CO CS VOLK/MORG AN KLI NG ENGINEERING & SURVEYING Con1ulting En1ineer1 • Land Surnyor1 4103 Tens Avenue, Suite 212 Btyan, Taas 77802 Post omce Box 4234 Bryan, Te.ir:u 77805 BJ. Kling, P .E., R.P.LS . S.M. l{Ung, R.P.L.S. Telephone 409/8466212 Pax 409/8'6-82S2 October 09, 1998 TO: Bob Bradley FROM: Stacy King RE: University Place Condominiums In our meeting on October 1, 1998 we discussed issues concerning the schedule, sanitary sewer capacity, channel design , fill and detention pond . The following addresses the progress of these issues . 1) Schedule I have attached a condensed schedule in an attempt to meet a November 15 , 1998 deadline for having construction plans ready for bid, not yet approved by the City of College Station . 2) Sanitary Sewer Capacity We performed an analysis of the 811 sanitary sewer line on our property . We found the 811 line has capaci.ty to carry the current flnw ::inn the ~dditional flow from Univeri:ity Place .~Condominiums . I sent these results to the city and discussed the results with Veronica ~ Morgan, Development Engineer. There is still a concern that perhaps the downstream ~~ ·~ system cannot handle the flow . She is going to set up a meeting with Lawerence Carter in ,,... \ ·~ the waste water department and see if he satisfied with the above results or if further analysis needs to be performed . The date of this meeting is unknown at this t ime . 3) Channel Design We have designed a cross-section for the channel but still do not have approval from the city. The city is having a meeting in the early part of next week where the city will discuss the section and the ability for the city to maintain the channel with the proposed cross- section. We need to proceed with starting construction plans for the channel in order to meet the October 29, 1998 deadline for the final plat. In proceeding with the plans for the channel prior to approval from the city we run the risk of having to redo the plans, however, waiting another week before starting the plans to receive approval will prevent us from meeting the October 29 , 1998 deadline and jeapordize meeting the November 15, 1998 deadline for construction plans for bid . Please keep in mind that the channel design is driving the rest of the project. We cannot complete the waterline plans until the site is 141002 10 1 09 1 98 10 :05 '5'409 846 825 2 KLI NG EN GR ->->-> COGS __ VO=L=K /-'M"'"'O""'"R'-G_AN ___ -=l4J,_0_0_3 __ "' 4) Fills graded, the site cannot be graded until the detention pond elevation is set, the detention pond elevation cannot be set and the design cannot be completed until we know the elevation of the water in the channel which is dependent on the cross-section design . With the new channel design we expect to be able to lower the pond elevation 2' thereby lowering the parking lot and building elevation 2'. 5) Detention Pond We discussed the feasibility of using a back flow preventor in the outlet works for the detention pond. We further discussed this idea and in light of the water surface elevations in the channel with the new cross-section design we will not need to make use of a back flow preventor to lower the pond elevation . cc : Jay Hough and Veronica Morgan, P.E. Plattin Process Sanita Sewer Anal sis Channel Desi n/Plans Waterline Plans Saniat Sewer Desi n/Plans Submit Plat Platti and Zonnin Site Plan Process Grad in Utilities Details Submit Plans Review Redlin es Review Bid Civil Schedule Universit Place Condominiums -10/02/98 December Janua f-" 0 0 C.11 SECTION 1 I --- 3 09 308 I ' ! : J.,,,, - -·-~---------··-····-~---·-·-·-·······-·-3 0 g ·-·-··---··-·····:······· ·i --·r ··--····-·· ·----··r-·············----:~r 1-·--·-······------· , i FEN CE : i ! OVER EAD ; I ! ! I l ! E . f' : l -------~-----1-----1-··-El ·,Ri c : -···-·-·····-·zr-~snNc ······ ·-PRo-~-io--·-·-··-·-·-·······--!------····· ... ··-· 3 0 8 I ' i ! I I : ~ ' ' 307 307 306 306 305 304 303 302 301 :....._~~ ~ · ~~~--~ :._. ___ L __ L,_ ..... J -·:---1 ----······-·· .. : _____ _l ... ··-······-··-···--······-L·-·-·----·-·-·-··-·-··-L·-··-·-··-···· .............. 3 o 5 .... 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WATERLl~E --------~~-----r --------------------------------------------------r ·----------u -----------r-------------------------r-------------------2 9 7 <=V'> I I i i I I i i ' 1 V ERTICiA.L SCALE: j 1 "=2' --------------------------·---·---·----·---·----·-----------------1--·-R-cYRT:Zof'ffAL SC-ATE~ -ns~--2 9 6 ' i i 0-+-00 0-+ 1 0 O-t-20 O-t-30 O-t-4-0 O-t-50 0-+-60 KUNG ENGINEERING & SURVEYING BR YAN, TEXAS SECTION .:5 299 2 98 297 296 I ; -,-------------~-----;-··--·--·---·--·---·--·--·--·-----~--------------------------------l---t----------·-·--·--·---·------------l-------------------7 +------------·------------- .......... , ; '/(RHEAD : ! / ~~-/ , r -E~ECTRIC : I PROPOSED ! / ------·--·--·-·--··--·-l--L·--------·-·----·-·-~-· -+----------------------------1-1-----------------------------+------·------i : 1 i I j j -----------·-! ----·----------------·---·----· ----------f +--------t\~--_J ;______ ---tfC~~~r ------------- : i . \ <-v ii i --------11----, _ --\;~~-. _ ., -~,1 -------r----~-- 299 298 297 296 295 294 29.3 292 ----------------1 --r-----------------~-'l--r-------------------~r 1~:c~~:·-· ____ 7/_ ___ t--------------------1-------------------- -->--~--------1 -+----·----------------~ --f-------------------------+--1----~-=--=----------l-----------------------------~---------------------------~ _J n_ 1 ! 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I ; ' ; : i i i ---------------:--------1------------------f--------:--·--:---+-------------------t ·--------------------·-t--·------------------ ----------~ w' iurtk----~--+------------1--------1------------- ~J --~RA I~~ ~:+:~'.=4-f----------4------1--------- -LI..J 1 i 1 i V ERTlct:AL SCALE t 1 "=2' -ex::>(/) I i I i • • 1 : 1 ! HORIZO f'i!TAL SCALq : 1 "-1 O ' I -·-·------L-----·---·-·--····---·-·· -----~---------·-··--·-·-··---~-----+-·--·-----·-··--·--·--·-----------+----·-------------·----·--·-+---·---·--------·--·--·---·· I ; 309 308 30 7 306 .305 304 303 302 301 0-+-00 0-+-1 0 0-+-20 0-+-30 0-+-40 0-+-50 0-+-60 KUNG ENGINEERING & SURVEYING BRYAN, TEXAS S E C TI ON 2 ! I I . : .303 .302 --------------------------------1------------------------------------------------------------------------1 ---------------------------------1 7 ·--------------------------T------------------------------- rENcE: 0 . RHEAD I : "' ! -------------------------·--t ··------------------------f,E-CTR4G ------;··----------~---i-------------------------~----------------------------------1------------------------------ 30.3 .302 ' ' i : 301 ---------------------------·--------+----·--_________________ :_·-·---------~---------------------+------------------------------------1----------------------------.30 1 .300 299 , ' ! : P A R K ING 1 ~ / ! : : ·· ·l .. = I ~ : : . . ! . ----tr --~~~f -;~~~~J:_·-~~-=~-::J,,==~-:~~~~ --·-·--·------------------·-·--·--··t -···-----------·-----·-·---·------------I v --··;- 1 '~/ i_ i_ ' '' : : 300 299 I I ! i 298 297 I I l i ---------------------------------------------------------------------------------------------·-·--r------------------------·--:·---------------------------------1------------------------------- >-u.J ~ 20' . TILITY & -:; I i l ~:s ! LoRAINA EASEMENT u _c , .. 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'" i i ------>-~------1 ---f------------·--·---~---f------------------+--~----------------------------+. --·---·---·--·-------------·-·----~---·-------------------·--· ~--' I : (__ I i I l V ERTI C'.:A L SCALE : i 1 .. = 2. ~= : : 20 TILl1Y & : i HORIZON!fAL SC A LE j 1 .. =1 o · 29.3 292 292 291 291 .... ~~~~~--~~~~~~ .... ~~~~~~--~~~~~~~~~~~~~~~~~~~~~~~ 290 290 0-+-00 0-+-10 0-+-20 0-+-.30 0-+-40 KUNG ENGINEERING & SURllEYlNG BRYAN, TEXAS O-t-50 0-+-60 -- _,_,_, COCS VOLK /MORGAN l4l 001 01/29/99 09 : 20 laloo2 .):2/ 23/98 10: 23 '0'409 846 8252 '13'409 846 8252 KLING EN GR KLING ENGR ~=:..::......:=::.:--------·-------:------- Fiaurexn Development Permit City of College Station, Texas Site Legal Description: LOT 17 BLOCK 1 -Not Yet Recorder· . . . 2117 Rosalind Avenue SiteOwner:Unwersity Place Housrn9, LL.C.Addr=s: Roanoke. yA 24014 Telephone No.: (540)354-3806 Architect/ 4103 Texas Avenue. Suite 212 Addrcss5ryan. TX 77802 Telephone No.: (409)846~~212 En~necr:Kling En9ineerin~ & Surveying Contractor: White Oak Builders Inc. ·11999 Ka .~y Freeway, Suite 176 Address: Houston, TX 77079 Telephone No.:_{281)596-9445 Date Application File.d: _________ Approved: __________ _ Application is hereby made for the following development specific waterway alterations: N A CJ Application Fee Cl Si&ned Certifications Cl Drainage and erosion CCJ11tml plan, with supporting Drainage Report two (2) copies each. c:J Site and Construction Plans, with supporting Drainage Report two (2) copies each. Cl Other: _______________ _ ACKNOWI.EDGEMENTS; I,· University Place Housing, L.L.~·design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current re.quirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City C Contractor Page 1of2 DRAINAGE REPORT FOR University Place at College Station Condominiums 7 .99 Acre Tract Crawford Burnet Survey, A-7 College Station, Brazos County, Texas November 24 , 1998 DEVELOPED BY: University Place Housing, LLC Robert N. Bradley, Manager 2117 Rosalind Avenue Roanoke, VA 24014 (540) 345-3806 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue , Suite 212 Bryan, TX 77802 (409) 846-6212 Drainage Report for University Place at College Station Condominiums 7 .99 Acre Tract Crawford Burnet Survey, A-7 College Station, Brazos County, Texas November 24, 1998 GENERAL LOCATION & DESCRIPTION: The proposed facilities are located on a 7 .99 acre tract ofland (not yet recorded). The site is bound on the northwest by Nevada Street, on the northeast by Brownstone Apartments on a 9 .00 acre tract ofunplatted land, on the southeast by Southwest Parkway, and on the southwest by Oakwood Apartments on an 11 .15 acre tract of land, Lot 2 of Parkway Circle, Volume 508, Page 561. (See Appendices 1 & 3: "General Location Map" and "Grading Plan" for location and surrounding properties). The 7 .99 acre tract exists as natural grasslands with a grass lined channel along the northwest property line which leads into two C .M.P. culverts under Southwest Parkway. Proposed improvements include eight buildings, a pool, a sand volleyball court, a parking lot, a detention pond and channel improvements (channel improvements are proposed to be made by the City of College Station and will be addressed in a later report). Note: The project is to be built in phases. The first phase of the project includes buildings # 1 through #4 with the required parking and sidewalks, the pool, the sand volleyball court and building #5 as an alternate with the required parking and sidewalks. The second phase includes buildings #6 through #8 with the required parking and sidewalks. DRAINAGE BASIN: The site is located in the Carter Creek drainage basin, which is the primary drainage system (See Appendix 1: "General Location Map"). The site is not within the 100 year flood hazard area according to the Flood Insurance Rate Maps 0182 C, Community # 48041 C, Effective date: July 2, 1992, for Brazos County, Texas and Incorporated Areas (See Appendix 2 : "Flood Plain Map"). Currently the site drains into an earth channel which is a tributary to Tributary B of Bee Creek. A portion of the rain fall run-off from the tract enters directly into the tributary and the other portion flows to Southwest Parkway and enters the tributary via the gutter system . DRAINAGE DESIGN CRITERIA: The City of College Station Drainage Policy and Design Standards required detention is to attenuate through the 100 year storm event. This standard is used to design the detention pond for the site. The following methods are used in the analysis and design of the drainage structures. The Rational Method is used to calculate the peak run-off for pre and post-developed conditions . (The Rational Method is able to be used for the detention pond since the total area contributing University Place at College Station Condominiums -Drainage Report -Page 2 flow to the detention pond is less than 50 Ac .) The Modified Rational Method is used to create the inflow hydro graphs for the 2, 5, 10, 25, 50 and 100 yr storm events . The detention pond routing is done using Level Pool Routing Procedures combined with the appropriate hydraulic equations for the staged outlet works. Manning's Equation is used to determine the capacity of the flume, street section and curb break. DRAINAGE FACILITY DESIGN: The design of the detention pond is based on pre and post-developed drainage patterns and run-off calculations . The pre and post drainage patterns are used to delineate the drainage areas (See Appendix 4: "Pre and Post-Developed Drainage Areas"). The pre and post-developed drainage areas are divided according to the off-site drainage system receiving the run-off. The design of the detention pond is also based on ultimate development conditions, this includes all eight buildings, the entire parking lot, the pool, sand volleyball court and all sidewalks. Designing the pond for the ultimate development conditions will also detain for all phases built prior to reaching ultimate development conditions for the reasons set forth in Appendix 7 : "Detention Illustration". Detention Pond The detention pond is located in the southeast comer of the 7 .99 acre tract ofland and covers approximately 0.50 acres. The detention pond outlet works consists of an 18" P.V.C . pipe with an invert elevation of 297.30'. The outlet works is modeled without tailwater effects since the outlet elevation of the 18" P .V.C . pipe, 297 .00', is above the top of curb, 295 .62', at the existing C.M.P. culverts under Southwest Parkway in the southeast comer of the property (see Appendix 3 : "Grading Plan"). The detention pond is designed so that the rate of runoff leaving the post-developed site is less than or equal to the pre-developed runoff rate. The post-developed run-off rate is the sum of the run-off rate leaving the site undetained and the outflow from the detention pond . QPRE ~ QUNOETAINED + QPOND OUTFLOW After routing procedures, it is determined that detention is provided for all design storm events through the 100 year event. The following table compares the total post-developed runoff rate leaving the site with the pre-developed runoff rate. (See Appendix 6 : "Hydrologic Calculations" for calculation of pre-developed and undetained run-off rates and Appendix 7 : "Hydraulic Calculations" for calculation of outflow from routing procedures.) University Place at College Station Condominiums -Drainage Report -Page 3 STORM QUNOETAJNEO QPOND OUTFLOW QPOST QPRE EVENT (cfs) (cfs) (cfs) (cfs) 5 3 .93 10.66 14 .59 15 .33 10 4.41 11.50 15 .91 17 .37 25 5 .04 12.31 17.35 19 .92 50 5.70 14 .08 19 .78 22 .61 100 5 .95 15 .14 21 .09 23.59 Detention Pond Flume A flume is required to handle one-third of the ultimate 5-yr storm event in the detention pond . One-third of the ultimate 5-yr storm event for the area contributing to the pond, drainage area 6, is approximately 14 cfs . The flume cross-section has capacity for 17 cfs (See Appendix 6: "Hydraulic Calculations" for the calculation of the flume capacity.) Street Capacity The street is designed to carry the run-off from the parking lot and the interior (drainage area 6) to the detention pond. A high point is created in the street to convey the run-off to the detention pond and to reduce the flow through the street cross-section by half. The street cross- section at the narrowest section is equivalent to a rectangle having a 24' width and 0.43' height (this accounts for the cross-slope in the pavement). This cross-section has capacity for approximately 38 cfs . The run-off from drainage area 6 is 54.75 cfs of which half flows through the narrowest cross-section, 27 .37 cfs. (See Appendix 3 : "Grading Plan" for location of narrowest cross-section and Appendix 6 : "Hydraulic Calculations" for calculation of the capacity of street cross-section .) Curb Breaks The curb in the parking area adjacent to the detention pond has 9-2' curb breaks at 18' o.c . and a 5' curb break to pass the flow from the parking lot and the interior (drainage area 6). The flow through a 2' curb break is 4 .91 cfs and a 5' curb break 14 .26 cfs resulting in a total of 58.45 cfs flowing through the 9-2' curb breaks and the 5' curb break. The flow in drainage area 6 for the 100 year storm event is 54.75 cfs which is less than 58.45 cfs . (See Appendix 6 : "Hydraulic Calculations" fo r calculation of the capacity of 2' and 5' curb breaks .) CONCLUSIONS : The detention pond complies with the City of College Station Drainage Policy and Design Standards for the 5, 10 , 25 , 50 and 100 year storm events . The street cross-sections and curb cuts have capacity for the 100 year storm event. "I hereby certify that this report (plan) for the drainage design of University Place at College Station Condominiums - 7 .99 Acre Tract was prepared by me (or under my supervision) in accordance with the provisions of the City of College Station Drainage Policy apd Design Standards for the owners thereof" · APPENDICES ·~· ' ·.>'~~-'•. 1) General Location Map -City of College Station Base Maps 2) Flood Insurance Rate Map -FEMA 3) Grading Plan - Kling Engineering 4) Pre and Post-Developed Drainage Areas 5) Hydrologic Calculations 6) Hydraulic Calculations 7) Detention Illustration k:\wpwin60\oicorp .wpd APPENDIX 1 General Location Map FM 2818 GEJ\JERAL A de M CONSOLIDATED ATHLEnC COMPLEX APPENDIX2 Flood Insurance Rate Map ZONEX ZONEX FLOOD INSURANCE RATE MAP BRAZOS COUNTY, TEXAS AND INCORPORATED AREAS PANEL 182 OF 250 '911 MAI INOIX 'OR 'A.NIU NOT "fUNTIEDI -lA!ll ll!!! ~ a1a 411111 Gia ...... U..:n.llAP-................... ................ ,~--.................................... -· MAP NUMBER 41041C0182 C EFFECTIVE DATE: JULY 2, 1992 APPENDIX3 Grading Plan -Kling Engineering APPENDIX5 Hydrologic Calculations INTENSITY CALCULATIONS BRAZOS COUNTY CONSTANTS FOR IDF CURVES FREQ e b d 2 0.806 65 8 .0 5 0 .785 76 8 .5 10 0 .763 80 8.5 25 0.754 89 8.5 50 0 .745 98 8.5 100 0 .730 96 8 .0 INTENSITY=b/(Tc+d)Ae FREQ Tc (min) 2 5 10 25 50 100 PRE 20 4.4310 5.4797 6.2093 7.1193 8.0792 8.4304 1 20 4.4310 5.4797 6.2093 7.1193 8 .0792 8.4304 2 20 4.4310 5 .4797 6.2093 7.1193 8.0792 8.4304 POST 10 6.3265 7 .6928 8.6345 9.8615 11.1476 11.6392 3 10 6.3265 7.6928 8 .6345 9 .8615 11.1476 11.6392 4 10 6 .3265 7.6928 8 .6345 9.8615 11.1476 11 .6392 5 10 6.3265 7.6928 8.6345 9.8615 11.1476 11.6392 6 10 6.3265 7 .6928 8.6345 9.8615 11.1476 11.6392 BRADLEY -11 /24/98 RUN-OFF COEFFICIENT CC-VALUE) CALCULATIONS C-VALUES GRASS 0 .35 IMP 0 .90 AREA DA GRASS IMP TOTAL C-VALUE PRE 7.9947 0 .0000 7.9947 0 .3500 1 3.7335 0 .0000 3 .7335 0 .3500 2 4 .2612 0 .0000 4.2612 0 .3500 POST 3 .6002 4.3946 7 .9948 0 .6523 3 0.7371 0.0000 0 .7371 0 .3500 4 0.1565 0.0000 0.1565 0.3500 5 0.3956 0 .0663 0.4619 0.4289 6 2 .3110 4.3283 6.6393 0 .7086 where: C = (0 .35 *GRASS+ 0 .90 * IMP)fTOTAL PEAK FLOW CALCULATIONS DA TC C-VALUE AREA Q2 QS Q10 PRE 20 0.3500 7.9947 12 .40 15 .33 17 .37 1 20 0 .3500 3.7335 5 .79 7 .16 8 .11 2 20 0.3500 4 .2612 6.61 8.17 9 .26 POST 10 0 .6523 7.9948 32.99 40 .12 45 .03 3 10 0.3500 0 .7371 1 .63 1.98 2.23 4 10 0.3500 0 .1565 0.35 0 .42 0 .47 5 10 0 .4289 0 .4619 1.25 1.52 1 .71 6 10 0 .7086 6.6393 29 .76 36 .19 40 .62 where: Q = C-Value *Area * I I -is found in "Intensity Calculations" and corresponds to the appropriate Tc and frequency . UNDETAINED RUN-OFF LEAVING SITE DA Q2 QS Q10 Q25 QSO Q100 3 1 .63 1.98 2.23 2.54 2 .88 3.00 4 0.35 0.42 0.47 0 .54 0 .61 0 .64 5 1.25 1 .52 1 .71 1.95 2.21 2 .31 UNDET. 3 .23 3 .93 4 .41 5 .04 5.70 5.95 where: UNDET . = 3 + 4 + 5 BRADLEY -12/01/98 Q25 QSO Q100 19.92 22.61 23 .59 9 .30 10 .56 11 .02 10.62 12.05 12.57 51.43 58 .14 60 .70 2.54 2 .88 3 .00 0 .54 0 .61 0 .64 1.95 2 .21 2 .31 46 .39 52.44 54.75 *ALLOWABLE OUTFLOW CALCULATIONS DA Q2 Q5 Q10 Q25 Q50 Q100 f'KE 12.40 15 .33 1LH 19.92 22 .61 LJ .59 UNDET. 3.23 3 .93 4 .41 5.04 5 .70 5 .95 ALLOW 9 .17 11 .40 12.96 14 .88 16.91 17.64 where : ALLOW= PRE-UNDET. *These calculations were used as an initial estimate for the maximum outflow from the pond in model i ng the inflow hydrographs for the modified rational method . BRADLEY -12/01/98 Type ..•• Tc Cales Name •••• TC=10 File •••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK Title .•. TIME OF CONCENTRATON -10 MINUTES Page 1.01 ........................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TIME OF CONCENTRATION CALCULATOR ........................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TIME OF CONCENTRATON -10 MINUTES Segment #1: Tc: User Defined Segment #1 Time: 10.00 min ========================= Total Tc: 10.00 min ========================= S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 COl!l>Ute Time: 16:27:36 Date: 11-23-1998 Type .••. C and Area Name •••• DAS File .••• E:\STACY\HICRO\PONDPACK\BRADLEY.PPK Title ••• HYDROGRAPH FOR DRAINAGE AREA 5 FOR ENTIRE SITE RATIONAL C COEFFICIENT DATA Page 2.D1 ......................................................................... ......................................................................... HYDROGRAPH FOR DRAINAGE AREA 5 FOR ENTIRE SITE Area C x Area Soil/Surface Description c acres acres --------------------------------.. -.. ---..... ........................... ---------- GRASS .3500 2.311 .809 IMPERVIOUS .9000 4.328 3.895 WEIGHTED C & TOTAL AREA ---> .7085 6.639 4.704 ......................................................................... ......................................................................... S/N: HOHOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 C~te Time: 16:27:36 Date: 11·23-1998 Type ...• Rational Peak Q's Name •••• DAS Page 2.02 File .••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK SUMMARY OF RATIONAL METHOD PEAK DISCHARGES Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File !OF Curve ---------------------------- 2 YR 2 BRAZOS. IDQ e = .8060 b = 65.0000 d = 8.0000 5 YR 5 BRAZOS. IDQ e = .7850 b = 76.0000 d = 8.5000 10 YR 10 BRAZOS.IDQ e = .7630 b = 80.0000 d = 8.5000 25 YR 25 BRAZOS. IDQ e = .7540 b = 89.0000 d = 8.5000 50 YR 50 BRAZOS. IDQ e = .7450 b = 98.0000 d = 8.5000 100 YR 100 BRAZOS. IDQ e = .7300 b = 96.0000 d = 8.0000 Tc = 10.00 min ----------------------------- Tag Freq c C adj c Area Peak Q (years) factor I final in/hr acres I cfs 1-----------------------------1 ---------- 2 YR 2 .709 1.000 I .709 6.3265 6.639 I 30.01 5 YR 5 .709 1.000 I .709 7.6928 6.639 I 36.49 10 YR 10 .709 1.000 I .709 8.6345 6.639 I 40.95 25 YR 25 .709 1.000 I .709 9.8615 6.639 I 46.77 50 YR 50 .709 1.000 I .709 11.1476 6.639 I 52.87 100 YR 100 .709 1.000 I .709 11.6392 6.639 I 55.20 ----------------------------- S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:27:36 Date: 11-23-1998 Type •••• Mod. Rational Grand Sl..lllllary Name •••• DAS File •••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK Page 2.03 ************************************************************************ ************************************************************************ * * * * * MOOIFIED RATIONAL METHOO * * ----Grand Sl..lllllary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ Q CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600) Area = 6.639 acres Tc = 10.00 min ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Freq. Adjusted Duration years 'C' min in/hr Qpeak Allowable! cfs cfs I VOLUMES Inflow ac-ft Storage ac·ft ------------------------------------------------------1--------------------- 2 s 10 2S so 100 .709 .709 .709 .709 .709 .709 S/N: HOMOL0863131 21.00 4.3075 20.43 24.00 4.9429 23.44 26.00 S.3670 2S.46 29.00 s. 7886 27.4S 29.00 6.S8S3 31.23 28.00 7.0173 33.28 KLING ENGINEERING 9.20 I 10.s9 I 11.41 I 12.13 I 14.oo I 1s.oo I Pond Pack Ver: 6-24-97 :OS3 Compute Time: 16:27:36 .S91 .775 .912 1.097 1.248 1.284 .334 .437 .S16 .627 .706 .724 Date: 11-23-1998 Type .•.• Mod. Rational Graph Page 2.1D Name .••• DAS Tag: 2 YR File •••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK MODIFIED RATIONAL METHOD ----Graphical S1.1m1ary for Maxilll.lll Required Storage Q CiA * Units Conversion; Where Conversion = 43S6D / (12 * 36DD) ********************************************************************** * RETURN FREQUENCY: 2 yr * 'C' Adjustment: 1.DDO Allowable outflow: 9.20 cfs Required Storage: .334 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 20.43 cfs * * .HYG File: BRAD-DAS.HYG DAS 2 YR * ********************************************************************** Q Td = 21.00 min /-------Approx . Duration for Max. Storage ------/ x I I Tc= 10.00 min I I = 6.326S i n/hr I Q = 30.01 cfs I ·I· I I I I Required Storage I .334 ac -ft I I I x x x x x x xix x x x x x x x x x x I Return Freq: 2 yr C adj.factor:1.000 Area = 6.639 acres Weighted C = .709 Adjusted C = .709 Td= 21.00 min I = 4.3075 in/hr Q = 20.43 cfs x o o o o o o o o o o o o o o o o Q = 9.20 cfs x x 0 0 0 o I· I I I NOT TO SCALE ============ Ix (Allow.Outflow) I I I x 0 I I x -----------------------1-----------------------------1 ------------ 16.93 min 26.SO min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :OS3 Compute Time: 16:27:36 Date: 11-23-1998 Type .••• Mod. Rational Storm Cales Name •••• DAS Tag: 2 YR File ..•• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK MODIFIED RATIONAL METHOD SlJllll8ry for Single Storm Frequency Page 2.11 Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 2 yr 'C' Adjustment = 1.000 Allowable Q = 9.20 cfs Hydrograph Storm Duration, Td = 21.00 min Hydrograph File: BRAD·DAS.HYG DAS 2 YR Tc = 10.00 min ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Wtd. Adjusted Duration lntens. Area 'C' 'C' min in/hr acres Qpeak I cfs I VOLUMES Inflow Storage ac·ft ac·ft ------------------------------------------------------1--------------------- .709 .709 10.00 6.326S .709 .709 1S.OO S.1923 .709 .709 20.00 4.4310 6.639 6.639 6.639 30.01 I 24.63 I 21.02 I .413 .287 .S09 .323 .S79 .334 ************************************************************ Storage Maxinun .709 .709 21.00 4.3075 6.639 20.43 I .S91 .334 **************************************************************************** .709 .709 30.00 3.4642 6.639 16.43 .679 .31S .709 .709 40.0D 2.8697 6.639 13.61 .750 .266 .709 .709 S0.00 2.4637 6.639 11.69 .80S .202 .709 .709 60.00 2.1673 6.639 10.28 .8SO .126 .709 .709 120.00 1.3017 6.639 6.17 Qpeak < Qallow S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 Compute Time: 16:27:36 Date: 11-23-1998 Type •••• Mod. Rational Hyg Page 2.12 Name ••.. DAS Tag: 2 YR File •••• E:\STACY\MICRO\PONDPACK\ MOOIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 43S60 I (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve 2 YR 2 BRAZOS.IDQ e = .8060 b = 6S.OOOO d = 8.0000 Tag 2 YR Td = 21.00 min Freq c c adj c Area (years) factor I final in/hr acres I 1-----------------------------1 2 .709 1.000 I .709 4.3075 6.639 ----------------------------- HYG file= E:\STACY\MICRO\PONDPACK\BRAD-DAS.HYG HYG ID = DAS HYG Tag = 2 YR Peak Discharge = Time to Peak = HYG Voll.Ille = 20.43 cfs 10.00 min .S90 ac-ft WARNING: Hydrograph truncated on left side. HYDROGRAPH ORDINATES (cfs) Time I Output Time increment = 1.33 min I Peak Q cfs ---------- 20.43 min I Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .69 I 7.34 I 13.99 I 20.64 I 27.29 I 1.41 1S.OO 20.43 20.43 7.S8 4.13 17.72 20.43 18.44 4.86 6.8S 20.43 20.43 1S.73 2.14 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 Compute Time: 16:27:36 9.S6 20.43 20.43 13.01 .00 12.28 20.43 20.43 10.29 Date: 11-23-1998 Type ...• Mod. Rational Graph Page 2.16 Name •••• DAS Tag: S YR File •••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK a I MODIFIED RATIONAL METHOD ----Graphical Sl.lllllary for Maxi111J11 Required Storage Q = CiA * Units Conversion; Where Conversion = 43S60 I C12 * 3600) ********************************************************************** * RETURN FREQUENCY: S yr * 'C' Adjustment: 1.000 Allowable Outflow: 10.S9 cfs Required Storage: .437 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 23.44 cfs * * .HYG File: BRAD·DAS.HYG DAS S YR * ********************************************************************** Td = 24.00 min /-------Approx. Duration for Max. Storage ------/ Return Freq: S yr C adj.factor:1.000 x x x 0 0 0 ·I· I I I I Tc= 10.00 min I I I Q = 7.6928 in/hr 36.49 cfs I I Required Storage I .437 ac-ft I I x x x x x x xix x x x x x x x x x x I Area = 6.639 acres Weighted C = .709 Adjusted C = .709 Td= 24.00 min I = 4.9429 in/hr Q = 23.44 cfs x o o o o o o o o o o o o o o o o Q = 10.S9 cfs 0 0 I· I I I NOT TO SCALE ============ Ix (Allow.Outflow) I I I x I I x -----------------------1-----------------------------1------------ 17.10 min 29.48 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 Coq:x.ite Time: 16:27:36 Date: 11-23-1998 Type ..•• Mod. Rational Storm Cales Name •••• DAS Tag: S YR File •••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK MODIFIED RATIONAL METHOD Sll11ll8ry for Single Storm Frequency Page 2.17 Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600) RETURN FREQUENCY: S yr 'C' Adjustment= 1.000 Allowable Q = 10.59 cfs Hydrograph Storm Duration, Td = 24.00 min Hydrograph File: BRAD·DAS.HYG DASS YR Tc = 10.00 min ............................................................................ ............................................................................ Wtd. Adjusted Duration 'C' 'C' min lntens. in/hr Area acres Qpeak I cts I VOLUMES Inflow Storage ac-ft ac-ft ------------------------------------------------------1--------------------- .709 .709 .709 .709 .709 .709 10.00 7.6928 1S.OO 6.3757 20.00 S.4797 6.639 6.639 6.639 36.49 I 30.24 I 2s.99 I .S03 .62S .716 .3S7 .410 .433 ************************************************************ Storage Maximun .709 .709 24.00 4.9429 6.639 23.44 I .775 .437 **************************************************************************** .709 .709 .709 .709 .709 .709 .709 .709 .709 .709 30.00 4.3274 40.00 3.6100 SO.OD 3.1160 60.00 2.7529 120.00 1.6801 S/N: HOMOL0863131 KLING ENGINEERING 6.639 6.639 6.639 6.639 6.639 20.S2 17.12 14.78 13.06 7.97 Pond Pack Ver: 6-24-97 :OS3 C~te Time: 16:27:36 .848 .943 1.018 1.079 .427 .384 .320 .242 Qpeak < Qallow Date: 11-23-1998 Type •••• Mod. Rational Hyg Page 2.18 Name •••• DAS Tag: S YR File ••.• E:\STACY\MICRO\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600) Rational Storms: BRAZOS.IOQ RATIONAL Tag Freq File IDF Curve S YR S BRAZOS. I OQ e = .78SO b = 76.0000 d = 8.SOOO Tag s YR Td = 24.00 min Freq c c adj c Area (years) factor I final in/hr acres I s 1-----------------------------1 .709 1.000 I .709 4.9429 6.639 ----------------------------- HYG file= E:\STACY\MICRO\PONDPACK\BRAD-DAS.HYG HYG ID = DAS HYG Tag = S YR Peak Discharge = Time to Peak = HYG Volume = 23.44 cfs 10.00 min .774 ac-ft WARNING: Hydrograph truncated on left side. HYDROGRAPH ORDINATES (cfs) Output Time increment = 1.33 min I Peak Q cfs ---------- 23.44 Time I min I Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .69 I 7.34 I 13.99 I 20.64 I 27.29 I 33.94 I 1.62 17.21 23.44 23.44 1S.73 .14 4.74 20.33 23.44 23.44 12.61 .00 7.86 23.44 23.44 23.44 9.49 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 C011'4JUte Time: 16:27:36 10.98 14.09 23.44 23.44 23.44 23.44 21.96 18.8S 6.37 3.2S Date: 11 -23-1998 Type •.•• Mod. Rational Storm Cales Name •••• DAS Tag: 10 YR File •••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK MOOIFIED RATIONAL METHOO SlillTlary for Single Storm Frequency Page 2.0S Q = CiA * Units Conversion; Where Conversion= 43S60 / (12 * 3600) RETURN FREQUENCY: 10 yr 'C' Adjustment= 1.000 Allowable Q = 11.41 cfs Hydrograph Storm Duration, Td = 26.00 min Hydrograph File: BRAD·DAS.HYG DAS 10 YR Tc = 10.00 min ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Wtd. Adjusted Duration Intens. Area 'C' 'C' min in/hr acres Qpeak I cts I VOLUMES Inflow ac·ft Storage ac·ft ........................•............................. , .................... . .709 .709 10.00 8.634S .709 .709 15.00 7.1939 .709 .709 20.00 6.2093 6.639 6.639 6.639 40.95 I 34.12 I 29.4s I .S64 .70S .811 .407 .474 .S06 ************************************************************ Storage MaxilTUll .709 .709 26.00 S.3670 6.639 2s.46 I .912 .S16 **************************************************************************** .709 .709 30.00 4.9361 6.639 23.41 .967 .S12 .709 .709 40.00 4.1387 6.639 19.63 1.082 .4n .709 .709 S0.00 3.S872 6.639 17.01 1.1n .417 .709 .709 60.00 3.1802 6.639 1S.08 1.247 .341 .709 .709 120.00 1.9679 6.639 9.33 Qpeak < Qallow S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6·24·97 :OS3 C~te Time: 16 :27:36 Date: 11·23-1998 ------------------------ - Type •..• Hod. Rational Hyg Page 2.06 Name •••• DAS Tag: 10 YR File •••• E:\STACY\HICRO\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve 10 YR 10 BRAZOS. IDQ e = .7630 b = 80.0000 d = 8.SOOO Tag 10 YR Td = 26.00 min Freq c c adj I c Area (years) factor I final in/hr acres I 1·----------------------------1 10 .709 1.000 I .709 S.3670 6.639 ----------------------------- HYG f i le= E:\STACY\HICRO\PONDPACK\BRAD-DAS.HYG HYG ID = DAS HYG Tag = 10 YR Peak Discharge = Time to Peak HYG Volume = 2S.46 cfs 10.00 min .911 ac -ft WARNING: Hydrograph truncated on left side. HYDROGRAPH ORDINATES (cfs) Output Time increment= 1.33 min I Peak Q cfs ---------- 2S.46 Time I min I Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .69 I 1.34 I 13.99 I 20 .64 I 21 .29 I 33 .94 I 1.76 18.69 2S.46 2S.46 22.17 S.24 S.1S 22.07 2S.46 2S.46 18.78 1.8S 8.S3 2S.46 2S.46 2S.46 1S.40 .00 S/N: HOHOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :OS3 Coq::>Ute Time: 16:27:36 11.92 1S.30 2S.46 2S.46 2S .46 2S.46 2S.46 2S.46 12.01 8.63 Date: 11-23-1998 Type •••• Mod. Rational Graph Page 2. 13 Name .••• DAS Tag: 2S YR File •••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK Q MODIFIED RATIONAL METHOD ----Graphical Slll'lll8ry for Maxilllill Required Storage Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 2S yr * 'C' Adjustment: 1.000 Allowable Outflow: 12.13 cfs Required Storage: .627 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 27.4S cfs * * .HYG File: BRAD-DAS.HYG DAS 2S YR * ********************************************************************** Td = 29.00 min /-------Approx. Duration for Max. Storage ------/ Return Freq: 2S yr C adj.factor:1.000 x I I Tc= 10.00 min I = 9.861S in/hr I Q = 46.77 cfs I ·I· I I I I Required Storage I .627 ac-ft I I x x x x x x xix x x x x x x x x x x I Area = 6.639 acres Weighted C .709 Adjusted C .709 Td= 29.00 min I = S.7886 in/hr Q = 27.4S cfs x o o o o o o o o o o o o o o o o Q = 12.13 cfs x o I· Ix (Al low.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I o I I x -----------------------1-----------------------------1------------ 17.41 min 34.S8 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 C~te Time: 16:27:36 Date: 11-23-1998 Type .••• Mod. Rational Storm Cales Name .••• DAS Tag: 2S YR File •••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK MODIFIED RATIONAL METHOD Sl.lllll8ry for Single Storm Frequency Page 2.14 Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600) RETURN FREQUENCY: 2S yr 'C' Adjustment= 1.000 Allowable Q = 12.13 cfs Hydrograph Storm Duration, Td = 29.00 min Hydrograph File: BRAD·DAS.HYG DAS 2S YR Tc = 10.00 min ............................................................................ ············································································ Wtd. Adjusted Duration •c• 'C' min Intens. in/hr Area acres Qpe~k I cfs I VOLUMES Inflow Storage ac·ft ac·ft ······················································I····················· .709 .709 .709 .709 .709 .709 10.00 1S.OO 20.00 9.861S 8.2339 7. 1193 6.639 6.639 6.639 46.n I 39.os I 33.n I .644 .807 .930 .4n .S61 .604 ************************************************************ Storage Maxinun .709 .709 29.00 S.7886 6.639 21.4s I 1.097 .627 **************************************************************************** .709 .709 30.00 5.6748 6.639 26.92 1.112 .627 .709 .709 40.00 4.7680 6.639 22.61 1.246 .601 .709 .709 so.co 4.1396 6.639 19.63 1.3S2 .S47 .709 .709 60.00 3.6752 6.639 17.43 1.441 .475 .709 .709 120.00 2.2871 6.639 10.8S Qpeak <Callow S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6·24·97 :OS3 Compute Time: 16:27:36 Date: 11·23·1998 Type .••• Mod. Rational Hyg Page 2.1S Name •••• DAS Tag: 2S YR File •••• E:\STACY\MICRO\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve 2S YR 2S BRAZOS. IDQ e = .7540 b = 89.0000 d = 8.SOOO Tag 2S YR Td = 29.00 min Freq c c adj I c Area (years) factor I final in/hr acres I 2S l····-------------------------1 .709 1.000 I .709 S.7886 6.639 ----------------------------- HYG file= E:\STACY\MICRO\PONDPACK\BRAD-DAS.HYG HYG ID = DAS HYG Tag = 2S YR Peak Discharge = Time to Peak = HYG Voll.me = 27.4S cfs 10.00 min 1.096 ac-ft WARNING: Hydrograph truncated on left side. HYDROGRAPH ORDINATES Ccfs) Output Time increment= 1.33 min I Peak Q cfs ---------- 27.4S Time I min I Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .69 I 7.34 I 13.99 I 20.64 I 21.29 I 33.94 I 1.90 20.16 27.4S 27.4S 27.4S 13.89 s.ss 23.81 27.4S 27.4S 27.4S 10.24 9.20 27.4S 27.4S 27.4S 24.84 6.S8 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 C~te Time: 16:27:36 12.8S 16.SO 27.4S 27.4S 27.4S 27.4S 27.4S 27.4S 21.19 17.S4 2.93 .00 Date: 11-23-1998 Type .••• Mod. Rational Graph Page 2.19 Name •••• DAS Tag: SO YR File •••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK Q MOOIFIED RATIONAL METHOO ----Graphical Surrnary for Maxirrun Required Storage Q = CiA * Units Conversion; Where Conversion = 43S60 I (12 * 3600) ********************************************************************** * RETURN FREQUENCY: SO yr * 'C' Adjustment: 1.000 Allowable Outflow: 14.00 cfs Required Storage: .706 ac-ft * * *--------------------------------------------------------------------• * Peak Inflow: 31.23 cfs * * .HYG File: BRAD-DAS.HYG DAS SO YR * ********************************************************************** Td = 29.00 min /-------Approx. Duration for Max. Storage ------/ Return Freq: SO yr C adj.factor:1.000 \ l I I I I I .1. I I I I Tc= 10.00 min = 11.1476 in/hr I I I Q S2.87 cfs I I Required Storage I .706 ac·ft I I Area = 6.639 acres Weighted C = .709 Adjusted C .709 Td= 29.00 min I = 6.S8S3 in/hr xx xx xx xjx xx xx xx xx xx Q = 31.23 cfs I x x o o o o o o o o o o o o o o o o Q = 14.00 cfs x o I· Ix (Allow.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I o I I x ·-----------------------1-----------------------------1 ------------ 17.3S min 34.S2 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 C~te Time: 16:27:36 Date: 11-23-1998 Type •••• Hod. Rational Storm Cales Page 2.20 Name ...• DAS Tag: SO YR File ..•• E:\STACY\HICRO\PONDPACK\BRADLEY.PPK HOOIFIED RATIONAL METHOO Sl..Ulll8ry for Single Storm Frequency ---- Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600) RETURN FREQUENCY: SO yr 'C' Adjustment = 1.000 Allowable Q = 14.00 cfs Hydrograph Storm Duration, Td = 29.00 min Hydrograph File: BRAD-DAS.HYG DAS SO YR Tc = 10.00 min ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Wtd. Adjusted Duration lntens. Area 'C' 'C' min in/hr acres VOLUMES Qpeak I Inflow cf s I ac-ft Storage ac-ft ------------------------------------------------------1--------------------- .709 .709 .709 .709 .709 .709 10.00 11.1476 1S.OO 9.3278 20.00 8.0792 6.639 6.639 6.639 S2.87 I 44.24 I 38.32 I .n8 .914 1.0S6 .S36 .630 .680 ************************************************************ Storage Maxi""-lll .709 .709 29.00 6.S8S3 6.639 31.23 I 1.248 .706 **************************************************************************** .709 .709 30.00 6.4S74 6.639 30.63 1.266 .706 .709 .709 40.00 S.4369 6.639 2S.79 1.421 .676 .709 .709 SO.DO 4.n82 6.639 22.43 1.S44 .61S .709 .709 60.00 4.2037 6.639 19.94 1.648 .S33 .709 .709 120.00 2.6308 6.639 12.48 Qpeak < Qallow S/N: HOHOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 C~te Time: 16:27:36 Date: 11-23-1998 Type •••. Mod. Rational Hyg Page 2.21 Name •... DAS Tag: SO YR File •••• E:\STACY\MICRO\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq Fi le IDF Curve SO YR SO BRAZOS. IDQ e = .74SO b = 98.0000 d = 8.SOOO Tag SO YR Td = 29.00 min Freq c c adj I c Area (years) factor I final in/hr acres I 1-----------------------------1 so .709 1.000 I .709 6.S8S3 6.639 ----------------------------- HYG file= E:\STACY\MICRO\PONDPACK\BRAD-DAS.HYG HYG ID = DAS HYG Tag = SO YR Peak Discharge = Time to Peak = HYG Volune 31.23 cfs 10.00 min 1.246 ac-ft WARNING: Hydrograph truncated on left side. HYDROGRAPH ORDINATES (cfs) Output Time increment = 1.33 min I Peak Q cfs -------·-· 31.23 Time I min I Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .69 I 7.34 I 13.99 I 20.64 I 21.29 I 33.94 I 2.16 22.93 31.23 31.23 31.23 1S.80 6.31 27.08 31.23 31.23 31.23 11.64 10.47 31.23 31.23 31.23 28.26 7.49 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 C~ute Time: 16:27:36 14.62 31.23 31.23 31.23 24.11 3.34 18.78 31.23 31.23 31.23 19.9S .00 Date: 11-23-1998 Type •••• Mod. Rational Graph Page 2.07 Name •••• DAS Tag: 100 YR File •••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK Q MODIFIED RATIONAL METHOD ·---Graphical Sl.ITfll8ry for Maxilll.lll Required Storage Q = CiA * Units Conversion; Where Conversion = 43S60 I (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 100 yr Allowable Outflow: 1S.OO cfs Required Storage: .724 ac-ft * * 1 c1 Adjustment: 1.000 * *--------------------------------------------------------------------* * Peak Inf low: 33.28 cfs * * .HYG File: BRAD ·DAS.HYG DAS 100 YR * ********************************************************************** Td = 28.00 min /-------Approx. Duration for Max. Storage ------/ Return Freq: 100 yr C adj.factor:1.000 x x x 0 0 0 ·I· I I I I Tc= 10.00 min = 11.6392 in/hr I I I Q SS.20 cfs I I Required Storage I .724 ac-ft I I x x x x x x xix x x x x x x x xx x I Area = 6.639 acres Weighted C = .709 Adjusted C = .709 Td= 28.00 min I = 7.0173 in/hr Q = 33.28 cfs x o o o o o o o o o o o o o o o o Q = 1S.OO cfs 0 0 I· I I I NOT TO SCALE ------------------------ Ix (Allow.Outflow) I I I x I I x •-----------------------1-----------------------------1------------ 17.28 min 33.49 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 COlll>lJte Time: 16:27:36 Date: 11-23-1998 Type .••. Mod. Rational Storm Cales Name ..•• DAS Tag: 100 YR File •••• E:\STACY\MICRO \PONDPACK\BRADLEY.PPK MODIFIED RATIONAL METHOD Sunnary for Si ngle Storm Frequency Page 2.08 Q = CiA * Units Conversion; Where Conversion= 43S60 I (12 * 3600) RETURN FREQUE NCY: 100 yr 'C' Adjustment = 1.000 Allowable Q = 1S.00 cfs Hydrograph Storm Durati on , Td = 28.00 min Hydrograph File: BRAD·OAS.HYG OAS 10 0 YR Tc = 10.00 min ............................................................................ ............................................................................ Wtd. Adjusted Duration 'C' 'C' min lntens. in/hr Area acres Qpeak I cts I VOL UM ES Inflow ac-ft Storage ac-ft ------------------------------------------------------1--------------------- .709 .709 .709 .709 .709 .709 10.00 11.6392 1S.OO 9.7322 20.00 8.4304 6.639 6.639 6.639 ss.20 I 46.16 I 39.98 I .760 .9S4 1.102 .SS3 .649 .699 ************************************************************ Storage Maxil!P.ill .709 .709 28.00 7.0173 6.639 33.28 I 1.284 .724 **************************************************************************** .709 .709 30.00 6. 74S7 6.639 31.99 1.322 .723 .709 .709 40.00 S.6881 6.639 26.98 1.486 .689 .709 .709 S0.00 4.9S41 6.639 23.SO 1.618 .623 .709 .709 60.00 4.4110 6.639 20.92 1.729 .S3S .709 .709 120.00 2.7798 6.639 13.18 Qpeak < Qallow S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 Compute Time: 16 :27:36 Date: 11-23-1998 Type .••• Mod. Rational Hyg Page 2.09 Name .••• DAS Tag: 100 YR File .••• E:\STACY\MICRO\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600) Rational Storms: BRAZOS.IOQ RATIONAL Tag Freq File !OF Curve 100 YR 100 BRAZOS.IOQ e = .7300 b = 96.0000 d = 8.0000 Tag 100 YR Td = 28.00 min Freq c c adj I c Area (years) factor I final in/hr acres I 100 1-----------------------------1 .709 1.000 I .709 7.0173 6.639 ---------------·------------- HYG file= E:\STACY\MICRO\PONDPACK\BRAD-DAS.HYG HYG ID = DAS HYG Tag = 100 YR Peak Discharge = Time to Peak = HYG Volume 33.28 cfs 10.00 min 1.282 ac-ft WARNING: Hydrograph truncated on left side. HYDROGRAPH ORDINATES Ccfs) Output Time increment = 1.33 min I Peak Q cfs .., ___ .............. 33.28 nme I min I Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .69 I 1.34 I 13.99 I 20.64 I 21.29 I 33.94 I 2.30 24.43 33.28 33.28 33.28 13.S1 6.73 28.86 33.28 33.28 31.21 9.08 11.16 33.28 33.28 33.28 26.79 4.6S S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 C~te Time: 16:27:36 1S.58 20.01 33.28 33.28 33.28 33.28 33.28 33.28 22.36 17.93 .23 .00 Date: 11-23-1998 APPENDIX6 Hydraulic Calculations Type .••• Vol: Elev-Area Name •••• 11/23/98 File •••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK Elevation (ft) 297.30 298.00 299.00 300.00 301.00 Planimeter (sq. in) Area (acres) .0000 .0225 .3878 .4448 .9145 A1+A2+sqrCA1*A2) Voll.Ille (acres) (ac-ft) .0000 .000 .0225 .005 .5037 .168 1.2479 .416 1. 9971 .666 POND VOLUME EQUATIO NS Page 1.01 Voll.Ille SI.Ill (ac-ft) .000 .005 .173 .589 1.255 * Incremental vol1.111e c~ted by the Conic Method for Reservoir Vol1.111es. Voll.Ille= (1/3) * (EL2 -EL1) * (Area1 + Area2 + sq.rt.(Area1*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Area1,Area2 =Areas c~ted for EL1, EL2, respectively Voll.Ille = Incremental vol1.111e between EL1 and EL2 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 C~te Time: 16:29:29 Date: 11-23-1998 Type •••• Outlet Input Data Name ••.• 10\12\98 File •••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK Title ••• LOWERED FL=297 REQUESTED POND WS ELEVATIONS: Min. Elev.= 297.30 ft Increment = .25 ft Max. Elev.= 301.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** --·> Forward Flow Only (Upstream to DnStream) <-·· Reverse Flow Only (DnStream to Upstream) <··-> Forward and Reverse Both Allowed Structure No. Outfall E1, ft Page 2.01 E2, ft ----------------------------------- Weir·Rectangular ---> TW 300.300 301.000 Culvert·Circular --·> TW 297.300 301.000 TW SETUP, OS Channel S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Coq:>Ute Time: 16:29:29 Date: 11·23·1998 Type ..•• Outlet Input Data Name ..•• 1D\12\98 File ..•• E:\STACY\HICRO\PONDPACK\BRADLEY.PPK Title •.• LOloJERED FL=297 OUTLET STRUCTURE INPUT DATA Structure ID Structure Type # of Openings Crest Elev. Weir Length Weir Coeff . Weir TW effects = = Weir-Rectangular = = 3DD.30 ft = 10.00 ft = 3.330000 (Use adjustment S/N: HOMOL0863131 KLING ENGINEERING Page 2.02 equation) Pond Pack Ver: 6-24-97 :053 C~te Time: 16:29:29 Date: 11-23 -1998 Type •••• Outlet Input Data Name •••• 10\12\98 File ..•• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK Title ••• LO\JERED FL=297 OUTLET STRUCTURE INPUT DATA Structure ID Structure Type No. Barrels Barrel Diameter Upstream Invert Dnstream Invert Horiz. Length Barrel Length Barrel Slope = = Culvert-Circular = = 1.5000 ft 297.30 ft 297.00 ft = 44.12 ft = 44.12 ft = .00680 ft/ft OUTLET CONTROL DATA ••• Mannings n = .0130 Page 2.03 Ke = .5000 (forward entrance loss) Kb = .018213 (per ft of full flow) Kr = 1.0000 (reverse entrance loss) HW Convergence = .001 +/-ft INLET CONTROL DATA ••• Equation form = 2 Inlet Control K = .5190 Inlet Control M = .6400 Inlet Control c = .02890 Inlet Control y = .9000 T1 ratio CHW/0) 1.157 T2 ratio CHW/0) = 1.359 Slope Factor = -.500 Use unsubmerged inlet control Form 2 equ. below T1 elev. Use submerged inlet control Form 2 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2 ••• At T1 Elev = 299.04 ft ---> Flow = 7.58 cfs At T2 Elev = 299.34 ft ---> Flow = 8.66 cfs = TW Structure ID Structure Type = TW SETUP, OS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ••• Maxin.m 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 C0111JUte Time: 16:29:29 Date: 11·23·1998 Type •••• C001X>site Rating Curve Name ...• 10\12\98 File •••• E:\STACY\MICRO\PONOPACK\BRADLEY.PPK Title ... LOWERED FL=297 ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes -----------·------------Converge ------------------------- Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures ------------------------------------------ 297.30 .00 Free OUtfal l None contributing 297.55 .20 Free Outfall 297.80 .78 Free Outfall 298.05 1.67 Free Outfall 298.30 2.83 Free Outfall 298.55 4.18 Free Outfall 298.80 5.67 Free Outfall 299.05 7.22 Free Outfall 299.30 8.52 Free Outfall 299.55 9.89 Free Outfall 299.80 11.14 Free Outfall 300.05 11.97 Free Outfall 300.30 12.78 Free Outfall 300.55 17.72 Free Outfall 300.80 26.08 Free Outfall 301.00 34.39 Free Outfall S/N: HOMOL0863131 KLING ENGINEERING Page 2.04 Pond Pack Ver: 6-24-97 :053 C01J1>Ute Time: 16:29:29 Date: 11-23-1998 Type •..• Pond Routing S'-'11118ry Name •••• DAS Tag: 2 YR File •••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK LEVEL POOL ROUTING SUMMARY HYG Dir = E:\STACY\MICRO\PONDPACK\ Inflow HYG file= BRAD-DAS.HYG -DAS Outflow HYG file= NONE STORED -DAS Pond Node Data = DAS Pond Vol1.111e Data = 11/23/98 Pond Outlet Data = 10\12\98 No Infiltration INITIAL CONDITIONS Starting WS Elev 297.30 ft Starting Voll.Ille = .000 ac-ft Starting Outflow = .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.33 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY 2 YR OUT 2 YR ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = = 20.43 cfs 9.20 cfs 299.42 ft .343 ac-ft at at 10.00 min 2S.96 min ===================================================== MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .S90 -Infiltration= .000 -HYG Vol OUT = .S90 -Retained Vol .000 Page 3.03 .. Unrouted Vol = -.000 ac-ft (.000% of Inflow Vol1.111e) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 CC>IJ1)Ute Time: 16:29:29 Date: 11-23-1998 Type •..• Pond Routing Sl.lllllary Name •.•• DAS Tag: S YR File •••• E:\STACY\MICRO \PONDPACK\BRADLEY.PPK LEVEL POOL ROUTI NG SUMMARY HYG Dir = E:\STACY\MICRO\PO NDPACK\ Inflow HYG file= BRAD·D AS.HYG -DAS Outflow HYG file= NONE STORED -DAS Pond Node Data = DAS Pond Vol~ Data = 11/23/98 Pond Outlet Data = 10\12\98 No Infiltration INITIAL CO NDITIONS Starting WS Elev = 297.30 ft Starting Vol~ = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment 1.33 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY S YR OUT S YR ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 23.44 cfs 10 .66 cfs 299.70 ft .460 ac-ft at at 10.00 min 29.9S min ===================================================== MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .774 -Infiltrat i on= .00 0 -HYG Vol OUT = .774 -Retained Vol = .000 Page 3.0S Unrouted Vol = -.000 ac-ft (.000% of Inflow Vol~) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 C0111JUte Time: 16:29:29 Date: 11-23-1998 Type ••.• Pond Routing S(.llfll8ry Name •••• DAS Tag: 1D YR File •••• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK LEVEL POOL ROUTING SUMMARY HYG Dir = E:\STACY\MICRO\PONDPACK\ Inflow HYG file= BRAD-DAS.HYG -DAS Outflow HYG file= NONE STORED -DAS Pond Node Data = DAS Pond Volume Data = 11/23/98 Pond Outlet Data = 10\12\98 No Infiltration INITIAL CONDITIONS Starting WS Elev = 297.30 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.33 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY 10 YR OUT 10 YR ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = = 25.46 cfs 11.SO cfs = 299.91 ft .S49 ac-ft at at 10.00 min 31.28 min ===================================================== MASS BALANCE (ac-ft) Initial Vol = .000 + HYG Vol IN = .911 -Infiltration= .000 HYG Vol OUT = .911 -Retained Vol = .000 Page 3.01 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 C~te Time: 16:29:29 Date: 11-23-1998 Type ..•• Pond Routing SU11118ry Name •••• DAS Tag: 2S YR File ...• E:\STACY\MICRO\PONDPACK\BRADLEY.PPK LEVEL POOL ROUTING SUMMARY HYG Dir = E:\STACY\MICRO\PONDPACK\ Inflow HYG file= BRAD-DAS.HYG -DAS Outflow HYG file= NONE STORED -DAS Pond Node Data = DAS Pond Voll.Ille Data = 11/23/98 Pond Outlet Data = 10\12\98 No Infiltration INITIAL CONDITIONS Starting WS Elev = 297.30 ft Starting Voll.Ille = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.33 min INFL~/OUTFL~ HYDROGRAPH SUMMARY 2S YR OUT 2S YR ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = = 27.4S cfs 12.31 cfs 300.1S ft .663 ac-ft at at 10.00 min 33.94 min ===================================================== MASS BALANCE (ac-ft) + Initial Vol = + HYG Vol IN = -Infiltration= -HYG Vol OUT = -Retained Vol = .000 1.096 .000 1.096 .000 Page 3.04 Unrouted Vol = -.000 ac-ft (.OOOX of Inflow Voll.Ille) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 C~te Time: 16:29:29 Date: 11-23-1998 Type ••.• Pond Routing Sl..lllll8ry Name •••• OAS Tag: SO YR File .••• E:\STACY\MICRO\PONOPACK\BRADLEY.PPK LEVEL POOL ROUTING SUMMARY HYG Dir E:\STACY\MICRO\PONOPACK\ Inflow HYG file= BRAO·OAS.HYG · DAS Outflow HYG file= NONE STORED ·OAS Pond Node Data = DAS Pond Voll.Ille Data = 11/23/98 Pond Outlet Data = 10\12\98 No Infiltration INITIAL CONDITIONS Starting WS Elev = 297.30 ft Starting Vol1.111e .000 ac·ft Starting Outflow = .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.33 min INFLOW/OUTFLOW HYOROGRAPH SUMMARY SO YR OUT SO YR ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = = 31.23 cfs 14.08 cfs 300.37 ft .779 ac-ft at at 10.00 min 33.94 min ===================================================== MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 1.246 -Infiltration= .000 -HYG Vol OUT = 1.246 -Retained Vol = .000 Page 3.06 Unrouted Vol = -.000 ac-ft (.000% of Inflow Voll.Ille) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 C0111XJte Time: 16:29:29 Date: 11-23-1998 Type •..• Pond Routing S"""'8ry Name •••• DAS Tag: 100 YR File •••• E:\STACY\HICRO\PONDPACK\BRADLEY.PPK LEVEL POOL ROUTING SUMMARY HYG Dir = E:\STACY\HICRO\PONDPACK\ Inflow HYG file= BRAD-DAS.HYG -DAS Outflow HYG file= NONE STORED -DAS Pond Node Data = DAS Pond Volume Data = 11/23/98 Pond Outlet Data = 10\12\98 No Infiltration INITIAL CONDITIONS Starting WS Elev = 297.30 ft Starting Volume = .000 ac-ft Starting Outflow = .oo cfs Starting Infiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.33 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY 100 YR OUT 100 YR ===================================================== Peak Inflow Peak Out fl ow Peak Elevation Peak Storage = = = 33.28 cfs 1S.14 cfs = 300.42 ft .812 ac-ft at at 10.00 min 33.94 min ===================================================== HASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 1.282 -Infiltration = .000 -HYG Vol OUT = 1.282 -Retained Vol = .000 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) WARNING: Inf low hydrograph truncated on left side. S/N: HOHOL0863131 KLING ENGINEERING Page 3.02 Pond Pack Ver: 6-24-97 :OS3 C~te Time: 16:29:29 Date: 11-23-1998 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 supercritical. Nov 24, 1998 12:33:39 BRADLEY -FLUME SECTON Worksheet for Trapezoidal Channel e:\flw_mstr\bradley.fm2 BRADLEY-FLUME SECTION Trapezoidal Channel Manning's Formula Discharge 0.013 0.008000 ft/ft 0.50 ft 2.00 H:V 2.00 H:V 5.00 ft 17.05 ft3/s 3.00 ft2 7.24 ft 7.00 ft 0.65 ft 0.003190 ft/ft 5.68 ft/s 0.50 ft 1.00 ft 1.53 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 Input Data Mannings Coefficient Channel Slope Depth Bottom Width Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Nov 24, 1998 12:47:19 BRADLEY -STEET SECTION Worksheet for Rectangular Channel e :\flw _mstr\bradley. fm2 BRADLEY -STREET SECTION Rectangular Channel Manning's Formula Discharge 0.020 0.008000 ft/ft 0.43 ft 24.00 ft 38.16 ft3/s 10.32 ft2 24 .86 ft 24 .00 ft 0.43 ft 0.008102 ft/ft 3.70 ft/s 0.21 ft 0.64 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 Input Data Mannings Coefficient Channel Slope Depth Bottom Width Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Nov 24, 1998 14:15:07 BRADLEY -2' WIDE CURB BREAK Worksheet for Rectangular Channel e :\flw _ mstr\bradley. fm2 BRADLEY -CURB BREAK Rectangular Channel Manning's Formula Discharge 0.013 0.008000 ft/ft 0.50 ft 2.00 ft 4.91 ft3/s 1.00 ft2 3.00 ft 2.00 ft 0.57 ft 0.005423 ft/ft 4.91 ft/s 0.38 ft 0.88 ft 1.23 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 Input Data Mannings Coefficient Channel Slope Depth Bottom Width Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. BRADLEY -5' WIDE CURB BREAK Worksheet for Rectangular Channel e:\flw_mstr\bradley.fm2 BRADLEY -CURB BREAK Rectangular Channel Manning's Formula Discharge 0.013 0.008000 ft/ft 0.50 ft 5.00 ft 14.26 ft3/s 2.50 ff 6.00 ft 5.00 ft 0.63 ft 0.003875 ft/ft 5.70 ft/s 0.51 ft 1.01 ft 1.42 Kling Engineering & Surveying Nov 24, 1998 14:10:11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 APPENDIX7 Detention Illustration